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HomeMy WebLinkAboutSWP272491 CllY Or ftgNTON -juK Q 8 1985 D BUILDING/ZONING DEPT, ********** TABLE OF CONTENTS ********** LONGACRES DRAINAGE STUDY PAGE I . INTRODUCTION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 II . SPRINGBROOK CREEK - P-1 CHANNEL. . . . . . . . . . . . . . . . . . 1-2 III . EXISTING DRAINAGE FACILITIES. . . . . . . . . . . . . . . . . . . . . 2 IV. DRAINAGE STUDY. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-4 V. CONCLUSIONS AND RECOMENDATIONS . . . . . . . . . . . . . . . . . . . 5-6 **** APPENDIX **** SPRINGBROOK CREEK, PROPOSED P-1 CHANNEL LOCATION, AND EXISTING FACILITIES MAP. . . . . . . . . . . . . . . . . . . . . . A-1 TABLE 1 FROM JUNE 1982 "BLACK RIVER OFFICE PARK" EIS. . B-1 FLOOD PLAIN MAP. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . B-2 DRAINAGE BASIN WITH FLOW DIRECTION MAP. . . . . . . . . . . . . . . . C-1 SYSTEM POINT FLOW MAP. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C-2 UNDERSIZED PIPE LOCATION MAP. . . . . . . . . . . . . . . . . . . . . . . . . . C-3 CALCULATIONS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D-1 TO D-12 • and & onstruction urveys, Inc. LONGACRES ERAINAGE SRM I. INTRODUCTION The following report includes the results of the drainage study performed at the Longacres Race Track and Jockey Club. Due to the lack of any previous plan, most of the existing improvements have been installed without documentation. The first phase of this project was to .locate the existing drainage facilities and plot them on a base map of the site. This then allowed the flow patterns to be shown and the basin and sub-basin areas to be determined using existing aerial topographic maps of the region. Flow rates were then calculated at various points in the system for both 10 and 25 year storms. With this data as a guide, future additions to the system can be located and sized appropriately. In addition, certain conditions specific to this site have been addressed. First of all, since the site is in the Green River Valley the topography shows very small natural changes in elevations (less than 0.5% in many areas). Secondly, the developed horse race track and accompanying areas contain large regions of permanently unstabilized ground. This causes a higher percentage of sediments in the runoff and associated problems than would normally be found. Thirdly, during periods of high rainfall, there are areas with undesirable standing water on the site. II. SPRINGBROOK CREEK - P-1 CHANNEL Springbrook Creek: The Longacres property falls entirely within the sub-basin area of the Green River which drains in Springbrook Creek. Its present location is shown on the map an page A-1. Based on the 1980 Corps of Engineers contour map, this existing channel appears as though it would overflow its banks at an elevation of 12-14 feet. 14031- 121st Ave. N.E. Kirkland, Washington 98033 821-7375 • Page 2 Longacres Drainage Study June 24, 1983 The Creek flows to the North where it is eventually pumped into the Green River, at the Black River Pump Station. During peak flows in the Green River this pump station's output is controlled or even shut down completely. This causes the flows in the Springbrook Creek to back up substantially. This region is currently "under study" to determine the maximum water surface to be expected during a pump station shut down. The May 5, 1981 F.E.M.A. study has been declared obsolete. It showed the maximum water surface elevation in the vicinity of Longacres to range from 15 feet in the North to 16 feet in the South. However, the interim study being used by the City of Renton claims a maximum water surface of 1.9.2 feet for existing conditions, and a maximum water surface of 20.2 feet for full development with the P-1 channel installed. If this condition were realized, most of the site would be filled with flood water for a short period (see pages B-1 & B-2) , irregardless of the on-site drainage system. P-1 Channel: The P-1 channel as proposed by the Soil Conservation Service will replace Springbrook Creek in the future. The currently proposed location of the P-1. channel is shown on page A-1. The current schedule for construction • appears to be some what vague at this time, however the City of Renton is now requiring adjacent new developments to install the portions fronting their property. III. EXISTING DRAINAGE FACILITIES The attached map (see page A-1.) shows the location of the existing drainage facilities, and Catch Basin's as located by survey field crew. In addition, the overall drainage basins and direction of flow are shown which exist on this site as well as the offsite areas to the West which drain across this site (see page C-1) . These areas were determined by using the existing 1980 aerial topography from Corps of Engineers as a base map. IV. DRAINAGE STUDY After analysis of the topographic maps, it has been determined that there are 6 separate drainage basins located on Longacres property. Two of these are low areas with no overland flows currently leaving the property. Of the remaining 4 basins, 3 drain more or less directly into Springbrook Creek. The Southern most basin drains into a low area located offsite to the East. (See Pages C-1., C-2, & C-3 for maps and Pages D-1 to D-12 for calculations) . Page 3 Longacres Drainage Study June 24, 1983 Drainage Basin #1 This is the predominate drainage basin on the site. Consisting of approximately 72.5 acres it encompasses all the paved parking areas to the West of the grandstands, the grandstands, 50 % of the infield, and 60 % of the stables. In addition, the 68 acres offsite area to the West eventually drains through Drainage Basin #l's primary channel to Springbrook Creek. The wettest areas of the stables are also in this basin. The outlets for this region are currently a 36" gravity C M P from the existing pump house with a flap gate check valve at the outlet, and 2 pumps. The existing pumps are 5 HP each with approximately a 300 foot run of 6" steel pipes to Springbrook Creek. The maximum capacity of the pump system is approximately 3.4 cfs (1.7 cfs/pump) . When Springbook Creek is flowing with a water surface of 10.0 feet or above the pump system is the only one available to this basin. When the water is above 10.0 the check valve on the 36" pipe will be closed preventing creek flow from entering the property. The 10 year and 25 year storms for this basin produce flow rates of 31 cfs and 37 cfs respectively. The 3.4 cfs produced by the pumps is obviously ^• inadequate and the current result is some flooding in the lower elevation of the system, i.e. the stable area. The calculations show several areas in this drainage basin which have inadequate pipe sizes to effectively drain the property. Drainage Basin #2 This drainage basin is approximately 49 acres in size. It encompasses the remaining areas of the track and infield, most of the remaining stable area, and the practice track and infield. The predominant drainage course for this drainage basin is the horseshoe shape ditch in the southern infield area. This flows to a 12" dia. conc. pipe to the East, under the track and through the stable area. The outlet to Springbrook Creek is once again a 36" dia. gravity C MP with a flap gate check valve. Since the flow leaving this region can also be restricted by the flap gate during high stream flow, water will also back up in this region. Fortunately, the elevations in this area of the stables are higher, so most of the ponding that will occur will take place in the infield ditch. Springbrook Creek will begin overflowing its banks at an approximate elevation of 12 feet in this area. Since the minimum grade elevation in this portion of the stables is 14.5 feet standing water would not be expected except under more widespread flooding (see Part II) . Normal ponding in the infield ditch can be expected, however. The calculations show several areas in this drainage basin which have • inadequate pipe sizes to effectively drain the property. �. Page 4 Longacres Drainage Study June 24, 1983 Drainage Basin #3 This small drainage basin drains the portion of the stables South of the City of Seattle Waterline R/W, and is 6.2 acres in area. Its outlet is a ditch flowing along the R/W to an offsite natural low area approximately 400 feet S.E. of the practice track. The low area overflows into Springbrook Creek to the North at an elevation of approximately 12 feet . This is the highest region of the stables with a minimum ground elevation being approximately 17.0 feet. Drainage Basin #4 This drainage basin consists of the grass parking area immediately South of the track and is approximately 17.7 acres in size. Presently this drainage basin has no direct flow outlet, and standing water occurs during periods of rainfall. Before any further development or winter usage of this area is considered, grading and drainage plans should be prepared. These plans should reflect the retention/detention system required before release to either Drainage Basin #2 or Drainage Basin #6. Drainage Basin #5 Drainage Basin #5 consists of approximately 9.5 acres South of the new South exit road and East of the railroad R/W. This area also has no direct flow outlet, and standing water occurs during periods of rainfall. Since this area is not currently being used, no immediate solution is required. At such time that it would be developed for use the logical drainage would be to the East and D.B. #6. Of course before any development is undertaken, grading and drainage plans should be prepared reflecting the required retention/detention system for this area. Drainage Basin #6 This drainage basin takes in the southern 44 acres of the property which stradles the new Southeast road. It is broken into 2 sub-areas by the road. The 19 acres North of the roadway is an additional grass parking area which generally slopes to the East. Flows from this sub-basin are 3.2 cfs and 3.8 cfs for the 10 year and 25 year storms respectively. The flow under the new roadway is through a 12" CMP. Some minor backups may occur at the inlet to this pipe during major storms. Currently the remaining 25 acres to the South of the road are being unused. Due to low elevations in the eastern portion of this area, it is wet and marshy. The outlet is a 48" dia. CMP under the South exit road, but no defined drainage path exits. Page 5 Longacres Drainage Study June 24, 1983 V. CONCLUSIONS AND RECOMMENDATIONS 1.. As discussed in Section II of this report, much of the site appears to be in the floodplain for Springbrook Creek. There will be periods during flooding of the creek that water will be standing on the site. Obviously, if at some point in the future this facility should be developed for industrial/commercial use, improvements will have to be constructed on fill exceeding the floodplain elevation. The areas South of the track should be considered for this purpose. Of course, placement of this material should be performed under the supervision of a soils engineer. Under less extreme conditions there are some improvements which should be considered to improve the existing site drainage. 2. The paved parking areas West of the track are graded to a 0.5 % slope or less. Do to difficulty of actual construction and natural settlement, this creates many localized lows which do not drain at all to the storm system. Minimum paved parking grades should be 1 % with 2 % being more desirable. 3. Sedimentation from the West and Southwest regions of the track, where flows immediately enter the drainage system, require some special attention. Observation of high quantities of sediments and poor installation of pipes in this area is a major concern. A regular maintenance schedule for periodic cleaning of this system should be undertaken. This portion of the system needs catch basins cleaned and pipes flushed regularly. 4. In Drainage Basin #1, several problems will be addressed. First , the system of 1.2" conc. pipe running from West to East across the northern gravel parking area is of inadequate capacity. The flow calculated for this section of pipe is 22 cfs and 27 cfs for 1.0 year and 25 year storms respectively. An additional 33" dia. conc. pipe or equilvalent would be required to properly handle the flows from the South and offsite flows from the West. (See the calculations Pg. D3.) In addition several areas to the South have inadequate pipe sizes (see pgs. D 1& 2 of the calculations) . The flows from the West are also not being properly handled. The culvert crossing under the railroad ballast is a 24" dia. conc. pipe of adequate capacity. However, this has apparently been reduced to a 12" dia conc. pipe when extended to reach the Longacres system. This length culvert should be upgraded to a 24" dia. conc. pipe. Page 6 Longacres Drainage Study June 24, 1983 The lowest elevations of the developed facilities are located just East of the race track in the stable area. Ground elevations are 11.0 feet. This is the area where water would first begin to back up (other than the infield) on the surface when the capacity of the two pumps are being exceeded by the flows to them. There are two alternatives to alleviate some of this problem. One is to upgrade the pump system. This would require replacing pumps, motor, and discharge pipes, with a system having a capacity of 37 cfs (approximately a 4 5 H P motor, and a 2 4"diameter outf all pipe) in order to handle the 25 year storm. The second alternative would require additional storage area. The most logical place would be a pond created in the infield. The total volume of storage required for no change in the present pumping system would be 210,300 cubic feet. This would have to be installed such that the entire volume is between 9.0 feet and 11.0 feet The approximate size for a pond of this volume is 324' x 324' x 2' deep, and would easily fit in the northern portion of the infield. 5. There is also evidence of much local ponding in the stable areas. The system currently draining these areas consists of a irregular mixture of 4" & 6" pipes and open ditches. This is an area of highly sediment laden waters, from between the barns. In addition, there are large amounts of loose straw and hay in the area. Many of the drainage problems in this area are a result of plugged and inadequate facilities. The installation of 12" minimum dia. conc. "branch" lines along the shoulder of the North- South roads between the barns, would provide a good base system to drain this area. Drainage Basin #2 also needs the trunk line running through the stables increased in size (see pg. D-9 of the calculations) . Catch basins should be installed at 150 feet minimum intervals to provide access for cleaning and flushing the drainage system. Once again, due to the minimal slopes in this region a regular maintenance schedule for cleaning and flushing of the system should be followed to insure proper functioning. Sincerely, N&EL G. �`��..,..K.y� Achael VRUCTION SURVEYS, INC. �4 A.:J ����rQ QL LAO Kevin R. Collins, P.E. R. C01 9`��!sTea��' �s�OkAL.E�V�. APPENDIX LAND AND CONSTRUCTION SURVEYS , INC . PAGE B-1 . LONGACRES DRAINAGE STUDY JUNE 24 , 1983 TABLE 1 "BLACK RIVER OFFICE PARK E. I .S . " Required Storage Estimated Flood Conditions Volume (AcFt) Stage Elevation (Ft)(1 ) 1 . Existing Conditions - Without P=l Channel ' a. ,. M0 outlet - total storage 2900 19.2 (19.5) b. 300 cfs max. discharge 1100 19.2 (15.4) c. 400 cfs max. discharge 970 14.7 (14.9) d. 22 hrs. unlimited pumping 640 13.2 (13.2) 2. Existing Conditions - With P-1 Channel a. No outlet - total storage 3000 19.4 (19.7) b. 300 cfs coax. discharge 1230 14.6 (14.8) • c. 4M cfs max. discharge 1000 13.6 (13.6) d. 22 hrs. unlimited pumping 650 11 .7 (11 .7) 3. Future Conditions - Without P-1 Channel (2) a. No outlet - total storage 3500 20.1 (20.5) b. 400 cfs max. d i s c hal-ge 1800 17.1' (17.4) c. 22 hrs. unlimited pumping 1070 1S_.0 (15.3) 4. Future Conditions - With P-1 Channel (2) a. No outlet '- total storage 3600 20.2 (20.6) b. 400 cfs max. discharge 1910 17.2 (11.4) c. 22 hrs. unlimited pumping 1090 14.0 (14.0) (1 ) Figures in parenthesis indicate flood elevation with Slack River Office Park site filled to 18 feet MSL elevation with' imported fill . (2) Future condition assumes compensating storage for fill such that the storage at each elevation remains unchanged from the present conditions. LAND AND CONSTRUCTION SURVEYS, INC. PAGE D-1 JUNE 24 , 1983 KRC LONGACRES DRAINAGE STUDY Ao : A o = 4,8A r— F�o r E)", vi - h03 �IrT P., rIcI ✓)� 1 , 7 0 . 7 912 r oz / 9,8 O , Z 0 S o,002 L= 3C00 r v-- s _T -loon _ _ -t /��r' - lO � R - /-1 iA�. Ili ,J / 4 Z ,/hr Q a l P u ri o�r 1I,l) • '52) 7 c -s 10) Yl.5T. Z 4 ITI-)^J1: . C(JLV . '�7) S FIVJ D P,AI/UA& 8PSlAJ # J : rlow Gp', 0-8 A = 3'9 A c. GE = o , 1 '0 A L - Aso ti-- = I BPS T, = S t s, Ir o Z l - " I , > /hr A C I �zS = I • SS /h r 1 . Z_;7) Q 2. = 3, 5 (1 ,55) EY1S7 G 6 = o. oO :2 � _ /, A C�-s < q c �S LAND AND CONSTRUCTION SURVEYS , INC. PAGE D-2 JUNE 24 , 1983 KRC LONGACRES DRAINAGE STUDY • (JRX)/N FIOu.1 -Frow 7 11 /9G 4, 0 .S -FPS Tc- _ .S. 8 -T/o = 11 l O � r = zS = / , 15- Vh r - L�, c + 3,S = 7, S Q ro = 7,S(1, 10� 9, 3 CF'S D/ T'cH SECT /OAJ PLOD, = l y,S c > 10, 1 c -T-s n = 0, 0 11 • FLOC AT C- 3 7A (S"P, 8P.s/A1 of CC-7/ 4 - 3 , 4 ,4r CE-0,9 4c = coo V z ps T c S ono - -7, ► C1. 4) = s,DCP-3 Q 25 - � , I �z , 0� '= ( ,ZCF-S E X 15 T ►Z" C O N C Q = 1, ,� c -�s < S, 0 c -f s 8 1 r G O,L,I C A S = 0,00 3 P, E C�' U , e::� = 4 , 2 C FS Fllow to CB- S f} ct Yfe3w0 Seu�� SAC = 75 +3,q al o CFS Ex157- Zy"CMP Q = 121.6 cis O K - = 0, 009 LAND AND CONSTRUCTION SURVEYS , INC. PAGE D-3 JUNE 24 , 1983 KRC LONGACRES DRAINAGE STUDY CRAIoUAGe_ SAS /iU /QG or�r-cirE A c - lI (4 + .'�,Z 7. C, Zoo �. '1z :t7 A o Quo = N7, 6 (,yL) = zo,e) Q Z s = y 7, 6 (, so) = Z 3 , 8 c �s EXIST 12- co/UG < Zp cis CT S = 400z cOAJc► @ s-o,00z P,ECJ �D Q - 2O GF> lilt 4-D19/T/0A) TO ,EXI ST /2" 1=(o vJ ro rr+ P T—. 46- 4 f}- 7, 14 c GE -o, ti A G _ 7 + I Sa +/S� 3 Of Igo 17- 4 7, 6 4 7 3 Qio S 4 '3 (0 , 4 - Z2 , 3 �.FS Q2- 5 = s� . 3�o , ��� - 7 ll'�O CFS EX/5T / Z " CowC , Q = I. crs < zz .3 3311 CoNC @ s -o,00z REq �D Q = 25- cFS fro"'4 PT tt3 R = 4-�, 7A fC.E =o,� AG = 1-4,7- Tc } 2q4 Z - of I I = 01Lf0 .7zS = O 1 14 S A C - 5,+,3+ 4 ,Z = S 8,S Qio Jr.ss(-c' 'fo) ?- 3. � cFS' 2 EX/STING �D�t1,Z3 CHI' = 23 , 7 Cr'S � � HW�p = I,S S LOodG SLIGHTLY U�VDERSI�E LAND AND CONSTRUCTION SURVEYS , INC. PAGE D-4 JUNE 24 , 1983 KRC LONGACRES DRAINAGE STUDY S DRA 1/UA(=-,t5- 6A5IA) ." / F(GW -rro w+ p7-, 2- 2-S, 5A,:: o,Zs �2 r .;-FA C- Qfo = 6, u S(, fG) - 2 4, QLS C SC, 7 e) - .i I Ex/.57 36�co�UC = Z 8 c f s � S = o, DO /S SLIGHTLY u�JpEN.s 1� E Floe f-o C,a ,# / �} = z1 ,3 A � CE = o, AC - 17.0 �-- 3,57 T� - �� + -s� - Sao Mi�v = ,� 17,0 - �z (0,30 = 3 / cry =37GF5 EX15T 36 � Lo,c,)C, �' SU c f� a,1G , C3ELoc�1 � ,si PGIMPs - MAX CAS, _ q , Z cFS < 31 c rs (SE E to&S LAND AND CONSTRUCTION SURVEYS, INC. PAGE D-5 JUNE 24 , 1983 KRC LONGACRES DRAINAGE STUDY IIAX a:XrS-rrAuG PLOW FRorl NouSE 2 3 o vo/f.s NP 0::0 Cie-le 020 RPM Z - 4�' Sty c I o ra-�'�P �p �� M 5 ^- ZOO r-,l L O/v G- N P = N Q H - + L vZ sso CEO 2. o z3 A _L' AZ zn N + fLl_ C 0 J/IZZ + s Q� f _ so (HP)Az(2 ? o� z ( L Q 0 ,,5 2.' L - 300 rT �4 = 0 . 196 1 AZ- o. o389 � � �/o = .0006 A SSc-IME 757o PuNiP Er-Fic �E�vc7 �._ 1-5o(S��A.o389� -4.�-�.75) l�6 2 l + �J G GL7 L. 3 Q Q Q cis V -fps Q3 V D co /,e -� CQ/A) r000,f DIAGRAM Z /to, Z 0, o2- 5- I, S 7,65' 3,38 4S,q O . o3R 0, 0 2 (:6 1 � 7 9,0 y.9/ SZ.O O .o 2- 0,02-6' 7-07,44 L Q gRorI PSI l"1 P W ou SE = Z xI ►, 7 LAND AND CONSTRUCTION SURVEYS, INC. PAGE D-6 JUNE 24 , 1983 KRC LONGACRES DRAINAGE STUDY 7"O PI 0 19E .57-0RACTE W / TROUT t4 KA01,AJ p41f M P s Y s -rEI-7 For /0 yr S10rP-1 ; AG = fr2. = A TXr Qo = 3 - L � IP2- = 0.0 ({ 1 CFS /AclG zBZo("IU4,3� V5 /G9 3 - 60 �0,D41)(/4(43) ; 2- 0q - 355" = Zogj Fri VT = Zo4LI (P-2) - 146 $, 'O00 FT 3 0 P, A PPP, o,k/. A 2 4 0 'X Z °! 0 1 x Z � OEE P ro/i �O R, 2 S y ✓ S �'o r r+� Q o = 3 4 �9'2- = 0, 04 1 C F-S C �S = 3L+2. / 1,4 _ �O (01091)0Cl,'�) = 296/ - 317 =ZSs q GT�i9c V7- 256y (,q2.J = 2. / of300 F7- 3 oR APPRO X , A 3 2. 4'X 3 Z Y ' k Z ODE EP PO/JO X W, S O r-T . Pa"p TO -ra P A.J o Aj °? LU i S . = Ito PT. (T NIS W OU L O 4 E A ®EPTH o,c' / ,3 R T l�44 r17P NO VS E) , 4A-)Y POND VOLUr'IE QE,.-OUJ 8, 8 ' VJOUCO 13E PEAU STORAGE . 1/)OPL7 CASE UJ NE'/U SPR/AUG 8k00)< CREEK (OR P-S) Hi95 �9 te, AJ0 FLOW TNROUG-H 36 "oUT LET, •'- SEAR /N M/NO AREAS 6ELOuJ /S-*Zoe !TALL WlTHI" THE FL000 PLAIN Or sPf;INGBR(0oK CREEK (P-S) , w0f4 'Lp et S648J ECT 70 FER 1001 G FL000 /AJ Gr LAND AND CONSTRUCTION SURVEYS, INC. PAGE D-7 JUNE 24 , 1983 KRC LONGACRES DRAINAGE STUDY TO UP G-RADF- PU /"7P 07-0 i -' DUT F /?LL 7(' Y Z ' � STEEL Q = 37CFS n = Z. i 1/ = 12- 1 y1 1"P.5 IS�o ' o . 000 iS C A = .3, 1 (4 ' � Z= 9 , /-7 Y V '' Z !6 � ' QrQ � 7J Q3 SSD(E) l + a /4 2 29 Z C� / U, q,87 A. y) To UP 6'R AoE Puri p S YL r El-1 , THE ApPRox�M�T� =AC / 1- 17-/ES 8E REcQUleE0: 2. 4 � .STF-FL OV7- FLOW P/ /°E PU ri P R �q TE,0 (;P - 3 8 G P/-j /1070 R P/9 T E V HP i LAND AND CONSTRUCTION SURVEYS , INC. PAGE D-8 JUNE 24 , 1983 KRC LONGACRES DRAINAGE STUDY A 2- Flow framCB L4 E = o,� c - o, E � - 2-5-0 ' to �• (1i7) /.0 bra Q 15 = o, r. (Z ,/) it F--X T P U C 5-0,cz SLIGHTLY i.I��OEP, J �� SHOULD SE 8" � Iz'' � iyi�J. FOP. /7A/itJTE^JAtiICF L-Soo + = 1 t4 "Mi S'��, r 7z s = �0 '/A r ,t5-7Ac = 0 , r., -f /, 6 = z , Z Quo = 2 . Z 3 3 , 0 c �5 QZs = z z (i 7 3 , 7 � s maxis T iZ''cM n Q - i, o cr- s < 3 , a c Fs @ 5 = 0,00 z $ HO(A L C) B E IS-" CONC , C s = 0,003 Flout -(re^ FT: #I Z. A = C. ,9 4c GE = 0,25- AG = 1�7 ZOO _ � ?ram 2- 4F 5 T, = I U 6o(Z� /S, G MI/U �z s = �. 6 0 • Qis i 3,9 ( 1, 6o) = G , L C FS D/TC I S O F' AID EQU,'�TE- GA P,01 r K LAND AND CONSTRUCTION SURVEYS , INC. PAGE D-9 JUNE 24 , 1983 KRC LONGACRES DRAINAGE STUDY ,DRA/ kl AG EA-� IAI '""-Z (coNT� 40-0 PT,'dil A = /0, r A ,U.__ I �p s T� = l S, C + 6(� I /11 1,Aj �� u = 0, P SiS= J 00 Ar (0,8� r � (1 , 0) = 4 ,'-� IFS EX/ST /Z C F 5 SHO64L /) aE /g''conlc @ S=a ,003 ci? 6 , 5 cF5 F .S,7 0 14C - q,6 60 • 'U'" = 3 F s 7'c = 3 J + 3 'f /"l//V I o - 0,-7 �� r 1LS ' Or �� �/j'lr � "1 4114 + q,6 = il . 0 Q I o = 11, 0(0 .7S-) 3 CF'S X/ST 3 4. 11 cMP 0 = l cF-S > to s cF-s O K LZI O,oo Z F/ew�iow� C, 9'3Ac ) CE- - O, go 71 = l, l_ - -too rG = /Ot 9oO - Z.O I, o " l, 10 �hr 3 S*A r 010 7, 3 CFS - 8.q cFs E"X15T 2-1/JC, 1 cotic� Q - .9-,5" c s < 7, 3 CF5 • 5 - SHou� n � E /�'rcoNc � s= o,olS Q = 9 c �'s LAND AND CONSTRUCTION SURVEYS , INC. PAGE D-10 JUNE 24 , 1983 KRC LONGACRES DRAINAGE STUDY DRAiUA GE GAS IN 'Z c1Goii7-) Flow III,,. PT. T I1 /9 = s !� � G � GE = 0 ,30 � �G = /,7 SAC = 4,6 -4 /, 7 3 Qio = 8 , 1(0 ,gs 7, c► c F"S QLS ' 3 (/01) _ 1 , 5" cFs CXIST 36 (' CMp cuLU > 9,.TcFS O� Hvi/0 = 0,w Flow-6,am pr', '� 9 3o V'- - Z {ps %G = 3 y + O, = 3`1MIN .I,o = 0,70 1hr Q,o = LO.or (,70� - l U. G GFS QZs - zo I cl 9'5) _ 17 , 8 crs FX/5T 3G G� P CUL U = Z. S CF'S 7 17, gr FS OK For HVJ > l OUER R/UFR DFAM,JAGE &g q5 //J -� FIoW fro c,6, .0- / 7 g = �9, Z A , cE = o,�o , A c A s -rps (A ve Te - /p -+ 19 M)/V -T" r 17-S - 5, 0 s, S CFS Czs = S oCh = 7 ,0 Cr-s F X(S T / 2 co Al G. S @ S = o, 00S = /S �/ ca,Uc , @ 5 =o,00 �{ REG? Q 7, 0 c F5 LAND AND CONSTRUCTION SURVEYS, INC. PAGE D-11 JUNE 24 , 1983 KRC LONGACRES DRAINAGE STUDY DRPI/UAG-E I A J # 1� P-/o w 4-o PT. #2 1 A - 1 T 714 c i D A ' 7, 1 �J--- 0 , 44'ps Tc = 10 f �(.� - S2 /"IJN ri o ' O, -;3 4 Y 1Z5 0. 70 '/'+r � , o = 7, I(0,58) = 4 . ( cF.5 QZs = 7, /(0 , 70) - 5- , 0 cF,5 EXIST , AJG 0u7r LET l8 «JiIJC- , (S S -0,CCZ 14EQ1 d, rQR E)(157-- IMPROVE /'I F-AJTS Q PAVED cFs D R A/iV A G E" gv f9.51 A J # ,S Flow to PT, �L Z A moo .�--- 0, q -rlos 7-c /'I/AJ T,o = o,-7 T 0, qa h � jExlST, NO OU7- LE7- I2 �� GDIVC T s =0, 00 2 PEQ'0, FOR C-Yl5T, uiVOEVELOPF 0 0 I,S�F� 21 �� COAJC@ S - O,OOZ REo'D. Ir PAVE0 Q = 9c0=S LAND AND CONSTRUCTION SURVEYS , INC. PAGE D-12 JUNE 24 , 1983 KRC LONGACRES DRAINAGE STUDY DRYmi AGE pr9S/AJ 6 Flow -4rom PT, ""t 18 1,g - Ao GE - 0 YO C = 7,S ?l= O, 140� TL 10 o p $ - r �^J �t �T l 7,S(r l Z.) 3, 2- �fF•j QzS = 7 , 5-( S0) 3, 8 CF•s EX/ 5"r. / 2I' C/'-1P GULV, Q = 4 , 0 CFS o, K, H'Al/0 _ 2- WA 7-E/R /S .2. ' DEEP AT INLET TO PIPE SHO U L D R E /"1,AJO R L'A Cle (.If' I Aj 1 7C f-1 Flow �-o P7�' /I A = 2- 5-,3A C 0 , Z A G = S, / 'jl'" Q ,�O �'P S TG. - �� � Gib ,y� ��M/�J I►0 6, � S �hr Fld� brow, P7`, 20 -�f AG = .5, / t 7,S = I2,6 .Z z s o, 4 S 'Ar Q/0 = 1 Z , r. 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