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Home My WebLink About03159 - Technical Information Report - Drainage ' " .1A�G�R �t�IGINEERINC 9419 S. 204 P�►CE - KENT, WASHiNGTON 9803 1 PHONE (253) 850-0934 FAx (253) 850-0155 ?' � ..�lS � March 18 2004 ,noFAENT�� II (�e.��sec� Su,ne zz,zo c �— R�G E 1'��'� }�e,��s� �?��! t 5, Zooa- JUL 1 9 REC'D pLAN REVIEW I DRAINAGE REPORT DEMPS PLAT 10 LOTS 2308 NE 24th STREET � RENTON, WA. I PREPARED FOR: �� Mark Rousso 4737 NE 4�' Street Renton, WA. 98059 ��''-�a.� t206) 948-8899 ,��, � �r, `��`�� (�� ef ,�r� � f ��` 4��t � 'w I�a: �' PREPARED BY: �"� �.�� ::,�_: ��.�� ' James J. Jaeger, P.E. ►�;_ ��.� ��-'�f�' -� �, �. ��:�L�� o�' ;�_��kr-�.....,.�,..,,��,,,x--- t¢l7� . _ ZooCo � __� 3 i59 t � IV, PREDEVELOPED DRAINAGE The drainage from the existing site currently sheet flows towards the low area in the center of the western property line. This area will in turn overfiows onto the property to the south. This area is charocterized by sporadic trees, generally in the northwest area, lawn and shrubs oround the existing house, un-maintained lawn, construction material storage, gravel and native brush. There ore no drainage improvements on the site. The sheet flow eventually ends up along the east side of the adjacent Jacques Plat, which is downhill, to the west. The drainage flows across several properties to the west and enters a shallow swale at the east side of the elementary school property along Aberdeen Ave. NE. The existing frontage along NE 24m St. in not yet improved. It has a gravel shoulder. The orea for the pre-developed dreainage calculations was determned suing the total site area of 1.77 acres, plus the half frontage area for NE 24th St. and half the frontoge along Camas Ave. NE. The resultant total area tributary to the proposed drainage system is 1.95 acres. The existing impervious area included the existing house, shed, concrete driveway 8� walks, existing half pavement afong NE 24fn St. frontage and the 12' width of the approved pavement for the Jacques Plat along Camas Ave. NE, east of the centerline of the proposed finished road. The Jacques Plat has ' approved plans and parfial construction consisting of 28' of total road pavement for Camas Ave., 16' west of the final centerline and 12' east of the centerline. The total existing impervious surface is 0.29 acres. The pre- developed pervious surface is 1 .66 acres and is considered to be pasture. The site soils are outwash moterials. The existing drainage analysis was performed using the 1998 King County Surface Water Design Manual and the KCRTS hydrology software. Its peak flow summary table for the pre-deve{oped flows is attached for reference. Following this page are the data worksheets used for the computer input data. Below is a brief description of the existing drainage characteristics: 2 yecrr peak flow: 0.075 CFS 10 year peak flow: 0.089 CFS 50 year peak flow: 0.132 CFS 100 year peak flow: 0.146 CFS total areo: 1.95 acres pervio�s area: 1.66 acres pervious ground cover: outwash, pasfure impervious area: 0.29 acres acres). This provides a pervious orea of 0.94 acres. The ground surfoce for this pervious surface will be outwash lawn. Similar to the existing condition, the KCRTS method was used to determine the peak flows for the various storm events. A level 2 detention analysis was performed to determine the size of the detention tonk. The computer summary sheet for the peak developed flows is attached as well as the works sheets. A brief summary of the developed drainage characteristics are: 2 year peak flow: 0.101 CFS 10 year peak flow: 0.138 CFS 50 year peak flow: 0.223 CFS 100 year peak flow: 0.255 CfS total area: 1.95 acres area of house infift.: 0.51 acres pervious area: 0.94 acres pervious ground cover: outwash, lawn impervious area: 0.50 acres . . ��C i { � I � - ��L�l—p�.�� L�! ��- � �i , i � � � 0. �� - � 2,(0. �? ,�1�-�� . �#-3 ' �,l��f � � � � � � W � � � E Z p , j; , 3 0 = 3 0 � � ' ! G o S �� l 2. I� �rv�e�v��-. ' , _ �' 3 3s �� -35� � �. 0.�►-�,,�n e.►��' �; �� - ! u o�. � 4�3 + ��q + �- �'! = �SIZ� s1= _ � . 9S l�e ':�I --—2 •" �—�� N� Cd��R � I ---- � o� � _ .�-v i o�s � c�. �-r�ea.. ;�� ! . J ' �I s ' �`,-D17 SF � —�- �Q`� � � � � . - ' Z ' �t�—� C.�Mc.�'�-te. �.�� Y�C.S . - � -- - �- zz� .� __ 3�_� 4 S� , � ---- --- � c� =fi � t� �1 Q e�v�1-: ��I �-_�� Z o � m ; � � 3 , � _ �1� � '� s� �5� Co.�rv�cs �.�2.��- c �-�� - U � L �� e,o�s i' �'��'fvr-� �v 2._�n � p�r<<n e ; �'� 3 3 S� I Z.�� = ZO S� �' N ote. � �'a�,eS �ia�' ho.c� �rov� oZw�� s :� � 2� a�e,al �_l�'� . IL� W e.� I Z e.c�s'�� P � �� V v � �i�l -� ZZ -� ��(� � t��4 Z�- �oz� _ �Z(�as ,�— _ �..Zq Rc. , ` _ i -- !'l I�� __ �� ; , -- �:i �ij :,, III ;i !i , - _ � �� l' � ' � --- �, �� ' O =� �, b�a ' � = q -s S LQ O = 'o 1�� d ; . � � -,� : � --�-�� •n.ra � �, � � 'd 'C� — -'� .� o �v� .�o h il � i �, -��o � �- - a ' � v� m S -�� _ . '� �C�S S n ► _��S_��_-_� i;; ; � i',� C�� -��►� ' na�- �-� 'i � '� DE�IPS PI.�AT PRE DEVELOPED KCRTS PEAK FLOWS Flow Frequency Analysis Time Series File:dempspre.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.088 4 2/09/O1 2:00 0.146 1 100.00 0.990 0.062 8 1/05/02 16:00 0.105 2 25.00 0.960 0.089 3 2/27/03 7:00 0.089 3 10.00 0.900 0.072 7 8/26/04 2:00 0.088 4 5.00 0.800 O.G86 5 10/28/04 16:00 0.086 5 3.G0 0.667 0.075 6 1/18/06 16:00 0.075 6 2.00 0.500 0.105 2 1C/2E/06 O:CO 0. 072 ? 1.30 0.231 0.196 1 1/09/08 6:00 O. C62 8 1.10 0.091 Computed Peaks 0. 732 50.00 0. 98Q V. DEVELOPED DRAINAGE The developed project will inciude the construction of the eastern half of the cul-de-sac, Camas Ave NE., including half of the bulb. Fronfiage improvements along NE 24th St., including curb, gutter and sidewalk, will also be constructed. Each lot wi�l use individuol infiltration systems for the roof downspout drainage. Additionally, the existing house will also be converted fio an individual downspovfi infiltrafiion system. A geofiechnical study was performed that revealed a consistent medium sand as the underlying soil throughout the site. This sandy material is optimal for infiltratior� The SEPA determination for this project identified the drainage detention standard to be used as the 1998 King County SWDM Ievel 2 standard. The water quality standard was not specified and will be the current City of Renton water quality sfiandard. The detenfion #acility will be a separate large diameter pipe (96"), or tank, located within on easement on the south side of Lot 6. The water quality facility will be a large diameter (36") pipe the runs under the street east gutter line and under #he bulb. The area used to calculate the developed drainage flows is the same as the area used for the pre-developed calculations. This included the full sife � area, the half ROW along NE 24th St. and the half pavement along Camas Ave. NE. i# should be noted that the i998 KCSWDM allows for the subtraction of any house roof areas that are infiltrated from the developed impervious surface. This results in the total area used for the developed calculations fio be less than that for the pre-developed calculations. If the houses were #o use dispersal trenches or splash blocks, the roof areas could be considered as lawn, but full subtraction is allowed if infiltrated. The developed drainage area is 1.95 acres, the same as for the pre- developed condition. The footprint of the houses was specified by the builder as not to exceed 2000 SF. The infiltration systems for each house/lot will be constructed during the site deve►opment. The impervious surfaces for the lots was calculated to be 50% of the lot area, per table 3.5.2B of the 1990 County Manuaf. This averaged to be 2952 SF per lot. The existing house on Lot 1 wiil also be converfed to infiltration, allowing its footprint area to be subtracted from the impervious surface area. The impervious surfaces include the NE 24th St, half ROW improvements (including pavement widening 8� sidewalk), the Camas Ave. NE half street (including the 16' from the pavement centerline plus fihe sidewafic and the half cul-de-sac bulb. The privcste easement road north of the bulb and the existing house driveway/walks are included in the per lot impervious surface. The impervious surface area is 0.56 acres (not inlcuding the hovses on infiltration . The ervious surfoces will be the remainin orea. ) P 9 This area is the tofiaf project area (1.95 acres) less the impervious surfaces (0.56 acres) and less the area of the houses with infiltration (0.51 acresj. This provides a pervious area of 0.88 acres. The ground surface for this pervious surface will be outwash lawn. Similar to the existing condition, the KCRTS method wcrs used to defermine � the peak flows for the various storm events. A level 2 detention analysis �! was performed to determine the size of the detention tank. The computer I summary sheet for the peak developed flows is attached as well as the works sheets. A brief summary of the developed drainage characteristics are: 2 year peak flow: 0.147 CFS 10 year peak flow: 0.203 CFS 50 year peak flow: 0.286 CFS 100 year peak flow: 0.327 CFS total area: 1.95 acres area of house infilt.: 0.51 acres pervious area: 0.88 ocres pervious ground cover: outwash, lawn impervious area: O.Sb acres � •�c-s� � U 1 \29 —Ei"*o�- - =t'�'�=�°Y�� .s� � S -- �� ----- �,�s�-b �� ---�5' 0 " �_ - ,�opp�,l_ —' �' Sb� — -- ��►.� rn-�-�'O �s�1 i�� _ _ ', Sn o 1 /� � �--l. - ��5.' o = ��, � _ - ----- i i --- � , � �� + c�� zL� _ �' _ � �2 : l-�°� -s�l�- , -�'� 1�;� v,� _ � v,��'� cY-�.�, ��``� ,(�a^e � "`� ^° S'�- � � �-- — ^ i �-}� ��oU. -� L ,' � `-' V .. 1 :� ,S1G� V-� sriwel�'a1*�a V.D ��a�Ql '?nV�1S SnolM'd W+1 ;� - 'r�� -`�� 1 � -� �; -- �S �-z�i = Z � ~� Za� � _ � -�1 � I `�� - �-�c�-J Z , ��; � `` :� �� _ ti 2 �. ` -- - ._---- y �-�r3'Y�-��D� , � �.. W�-} �-��y� 1 � (/ yJ � '�}� n�}.� Q,L S`� �e�n�..� l '�� «--- ---_ __. V 1 - L.L2 = � �'. ��-,o�,--�--�-�-r-�-��—� �I � �.��°y > > ;'; �S VV�2(� �- � �, ':i �o'�'`�-�o -�as ��S8 = b Qo�Z - Z.510�.� ,� ---- I � -!Q"7 � "�.S bZ ' "��i� ; Sn o I f� � ;i -- ' � �n ` 10 . ��-� - '� J i �� 1 I I�; U �-al� -�a.�c�o s i �C 1.� � O = �'�� - ,I — � _, O�� o� �Y'"a I; ', S C10 J��Y3 V�J� � � O Gu �;� , �J �R��J � z �� Sb`� = L'z�s'� II � �rr� ��- -a.a -J+ 2 wr�S i , � � j' �'la �a � � ..� i I� — �a �- S C� ^oa-r�J ?I : � �1'� ; � I � � _ ' � 1 I ,i „ ��, . . i� , ; _____ _ __ ________ I� _ �.,� _ ,`I - --- -- � _ j;� _ S�J L,Z�c ' _ "° � S ��2 . � � S� �C O'L — S� �'i 1 O = ��! �'`�`3�. �'"� -y; � --- ------------- , + -- — � � — -- - -- -;-�' �-� 1--�-U�-v� �, ��C � ��c� ��d(V �� C'—� �`� ' , ��_� ��--r. -- _ �_—T t�P_�vro czs—_�c��c�E . __��.o� v P�o.�c-'`_ : � ,�� {�c�.e s I Z- . I�� o-� � s �. ID _ 3. , �� .� , � lo _ s', Cvs ur, ,S- !, i.�� _ � � � . I �•(?S DV Psc� _ .��- D o 1'r/1 �t"�toc�r -- -- - � �a-6�� 3,S.Z L3 Q,'i` I q�U (CC Sc.0 L� � - 5. ' �T �� tf��,r'vrovS ;l `i � C�Lsf, i'�o v s'e_ � re�rRo.,.v, . _ I Z' �"C� -SF ?� , SO =— Z�7�2 SF - ------ '� 3 5c� .� z��z ---- �� `�- ss�s s �-��b� �' --S-- SScaS_SF 2��Z ,� C� 7 Sv�1-- <'" -- 3�S Z -- `I � 3� Z � --��- -- - ; g �04� s' --35�3 _ — � Sr S s� Z 2 7 _ �I �v � s� az53 �� 2Co�(aq .�r , _ � 2952 . � =F L oT �t v_ - � i I ,� _ _____.. ----__ , - _ - - ---- KItiG COU \ Tl', ��' ASH11GT01, SURFACE ��' ATER DESIG \' \SAti UAL TAI3LE 3.S.�B SCS �1'ESTER\«'.4SHI�GTO\ RU10FF CL'R�'E '�li'�iBERS SCS �ti'ESTFRN ti1�ASH{NGTON RUNOFF CURVE NUNBERS (Published by SCS in 1992) �unoH curve nurnbers for selecied agriculturai, suburban and urban land use for Tyae tA rainiall distribuIion, 24-hour siorm duration. CURVE NUM6ERS BY HYDROLOGIC SOIL GROUP LAND USE DESCRIrTION A B C D CultNaied land(s): winter condition I 86 91 9d 95 t�lountain open areas: Iow growing br�sh and grassfands 74 82 E9 92 t.leadow or p2sture: I ES 78 85 89 �'Jood or forest land: undisturbed or older second grov,rh �2 6�S %0 81 Wood or forest land: young second gro��,h or brush 55 72 81 86 Orchard: with cover crop 81 68 92 94 Open s�aces, tav.•ns, �,arks, go;f courses, cemeteries, i landscaping. good condition: g�ass cover on 7556 or more of the area 63 80 60 9� fair condition: 5rass cover on 50`� to 75°ro ot the 2rea I 77 ES � 92 � Gr2vel rc2ds and p�rking lo's I 76 ES �9 91 � Girt roads and parking lo:s 72 82 £7 g9 Impervious sur`aces, pa�-emen,, !CJtS, E:c. ga cg cg cg Open wa;er bodies: �a�es, we;!ands, p��s, etc. i0� �00 t00 �OJ � Single Family P,esiden;ial (2) � � Dwelling Unit;Gross Acre °� Impe�.�ious (3} 1.0 DU/GA t 5 Separate cun•e nu^iber t.5 CUjGA 20 shatl be se:ected 2.0 DU/'GA 25 for pervious and 2.5 DU;GA 30 imper��ious portion 3.0 DU/GA 34 oi the si;e or b2sin 3.5 DU/GA 38 i 4.0 DU/GA �2 4.5 DU jGA �6 5.0 DU/GA <8 5.5 DU/GA �'� � 6.0 DU/GA �! 6.5 DU�`GA 54 7.0 DU/GA �6 P;anned unit developmer,ts, % ITaQNi0U5 condominiums, 2partmer,:s, must be computed commerci�l business �nd industrial areas. (�� For a mo,e de;ai�ed desc,iption of agricultural land use curve numbers re`er to h'ationai Engineering Handbook, Section a, Nydro!ogy. C�'�ap:er 9, August 1972. (2) Assumes roof and dr��e��ay runo`f is direc!ed into street�`storm system. (;;) The re^��aini;�g per�io�s �-eas (lav:;�) zre ccr.s dered ,o be in goo� condition for these cur.�e rum�ers. —� 3.5.2-3 11192 �H� DEI�S PLAT DEVELOPED RCRTS PEAK FLOWS Flow Frequency Analysis Time Series File:dempsdev.tsf Project Location:Sea-Tac ---Annua? Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.169 5 2/09/Ol 2:00 0.327 1 100.00 0.990 0.120 8 1/05/02 16:00 0.203 2 25.00 0.960 0.203 3 2/27/03 7:00 0.203 3 10.00 0.900 0.140 7 8/25/04 2:00 0. 165 4 5.00 0.800 I, 0.165 4 10/28/04 16:00 0.164 5 3.00 0.667 � 0.147 6 1/18/06 16:00 0.147 6 2.00 0.500 '� 0.203 2 10/26/06 0:00 0. 140 7 1.30 0.231 i 0.327 1 1/09/08 6:00 0. 120 8 1. 10 0.091 '� Computed Peaks 0.286 50.00 0. 980 C� HYDROLOGIC ANALYSIS The 1998 King County Level 2 droinage detention standard will be used for this site. This requires that the developed peak flows for the 2 year storm event do not exceed the pre-developed 2 year peak flow and that the flow duration from the developed site for up to the 50 year storm event match the pre-developed duration. The detention pipe was designed using the 1998 KCSWDM and the KCRTS hydrology program. The duration curve analysis showed that the required detention volume for up to the 50 year storm event is 3207 CF. See fihe attached KCRTS level 2 summary for the detention tank. D. DETENTION ANALYSIS AND DESIGN The minimum design volume for the detention pipe was determined by the Waterworks level pool anafysis. The following was used to design the detention pipe shown on the plans. • Detention volume required: 3207 CF � • Volume provided in midd{e 5.5' depth of 8' dia. pipe defention pipe, 71 ft. long: 2856 CF • Additionally, storage within the 2 fiype 2 (54") cafich basins (5.5' depfih) can be covnted towards the storage volume: 262.35 CF . Volume within 1 type 2 catch basins (60" dio, 5.5' depth): 108 CF • Total volume provided: 3226 CF DII�S PI.AT DETENTION POND RCRTS LEVEL 2 SIJL+�,RY Retention/Detention Facility Type of Facility: Detention Tank Tank Diameter: 5.50 ft Tank Length: 135. ft Effective Storage Depth: 5.50 ft Stage 0 Elevation: 297.70 ft Storage Volume: 3207. cu. ft Riser fiead: 5.50 ft Riser Diameter: 12.00 inches Number of orifices: 2 FuII Head Pipe Orifice # Height Diameter Discharge Diameter (ft) {in) {CFS) (in) 1 0.00 0.93 0.055 2 4.10 1.05 0.035 9.0 Top Notch Weir: None Outflow Rating Curve: t�one Stage Elevation Storage Discharge Percolation • (ft} (ft} (cu. ft) (ac-ft) (cfs) (cfs) 0.00 297.70 0. 0.000 O.G00 O.GO 0.01 297.71 0. 0.000 0.002 0.00 0.02 297.72 l. 0.000 0.003 0.00 �i 0.03 297.73 2. 0.000 0.009 0.00 ' 0.04 297.74 3. 0.000 0.005 0.00 0.05 297.75 5. 0.000 0.005 0.00 0.06 297.76 6. 0.000 0.006 0.00 0.07 297.77 8. 0.000 0.006 0.00 0.08 297.78 10. 0.000 0.007 0.00 O.Q9 297.79 11. O.Q00 0.007 0.00 0.19 297.89 35. 0.001 0.010 0.00 0.29 297.99 65. 0.001 0.013 0.00 0.39 298.09 101. 0.002 0.015 0.00 0.49 298.19 191. Q.003 0.016 0.00 0.59 298.29 ifi5. 0.004 O.OI8 0.00 0.69 298.39 233. 0.005 0.019 0.00 0.79 298.44 283. 0.007 0.021 0.00 0.89 298.59 337. 0.008 0.022 0.00 0.99 298.69 393. 0.009 0.023 0.00 1.09 298.79 451. 0.010 0.024 0.00 1.19 298.89 511. 0.012 0.026 0.00 1.29 298.99 573. 0.013 0.027 0.00 1.39 299.09 637. 0.015 0.028 0.00 1.49 299.19 702. 0.02b �.029 0.00 1.59 299.29 769. 0.018 0.030 0.00 1.69 299.39 837. 0.019 0.030 0.00 1.79 299.99 906. 0.021 0.031 0.00 1.89 299.59 976. 0.022 0.032 0.00 1.99 299.69 1047. 0.029 0.033 0.00 2.09 299.79 1118. 0.026 0.034 0.00 2.19 299.89 1191. 0.027 0.035 0.00 2.29 299.99 1264. 0.029 0.035 0.00 2.39 300.09 1337. 0.031 0.036 0.00 2.99 300.19 1411. 0.032 0.037 0.00 2.59 300.29 1485. 0.034 0.038 0.00 2.69 300.39 1559. 0.036 0.038 0.00 2.79 300.99 1633. O.Q37 0.039 0.00 2.89 300.59 1708. 0.039 0.040 0.00 2.99 300.69 1782. 0.041 0.041 0.00 3.09 300.79 1856. 0.043 0.041 0.00 3.19 300.89 1929. 0.044 0.042 0.00 3.29 360.99 2002. 0.046 0.093 0.00 3.39 30I.09 2075. 0.048 0.043 0.00 3.49 301.19 2146. 0.049 0.044 0.00 3.59 301.29 2218. 0.051 0.044 0.00 3.69 30I.39 2288. 0.053 0.045 0.00 3.79 301.49 2357. 0.054 0.046 0.00 3.89 301.59 2425. 0.056 �.04b 0.00 3.99 301.69 2492. 0.057 0.047 0.00 4.09 301.79 2558. 0.059 0.047 0.00 4. Z0 301.80 2564. 0.059 0.048 0.00 4.11 301.81 2571. 0.059 0.098 0.00 4.12 301.82 2577. 0.059 0.049 O.Od 4.13 301.83 2584. 0.059 0.050 0.00 4.14 301.84 2590. 0.059 0.051 0.00 9.15 3�1.85 2596. 0.060 0.053 0.00 4.17 301.87 2609. 0.060 0.056 0.00 4 .18 301.88 2616. O.ObO 0.056 0.00 4.19 301.89 2622. 0.060 0.057 0.00 ' 4 .29 301.99 2689. 0.062 0.062 0.00 ' 4.39 302.09 2795. 0.063 0.065 0.00 ' 4.49 302.19 2803. 0.064 0.068 0.00 � 4.59 302.29 28&0. 0.066 0.071 0.00 '� 4.69 302.39 2914. 0.067 0.074 0.00 i 4.79 302.49 2965. 0.068 0.076 0.00 'I 4.89 3�2.59 3013. 0.069 0.078 0.00 4.99 302.69 3058. 0.070 0.081 O.OD 5.09 302.79 3099. 0.071 0.083 0.00 5.19 302.89 3136. 0.072 0.085 0.00 5.29 302.99 3167. 0.073 0.087 0.00 5.39 303.G9 3192. 0.073 0.088 0.00 5.49 303.19 3207. 0.074 0.09Q 0.00 5.50 303.20 3207. 0.074 O.Q90 0.00 5.60 303.30 3207, 0.079 0.400 O.GO 5.70 303.40 3207. 0.074 0.965 O.GO 5.80 303.50 3207. 0.074 1.700 0.00 5.90 303.60 3207. 0.074 2.490 0.00 6.00 303.70 3207. 0.074 2.770 O.CO 6.Z0 303.80 3207. 0.074 3.030 0.00 6.20 303.90 3207. 0.074 3.270 0.00 6.30 304 .00 3207. 0.074 3.490 0.00 6.40 304 .10 3207. 0.074 3.690 0.00 6.50 309 .20 3207. 0.074 3.890 0.00 6.60 304.30 3207. 0.074 9 . 070 0.00 6.70 304.40 3207. 0.074 4.250 0.00 6.80 304.50 3207. 0.074 4.420 0.00 6.90 304.60 320�. 0.074 9 .590 0.04 7.00 304 .70 3207. 0.074 4 .740 0.00 7.10 304.80 3207. 0.074 4.900 0.00 7.20 304.90 3207. 0.074 5.050 0.00 7.30 305.00 3207. 0.074 5.190 0.00 7.90 305.10 3207. 0.074 5.330 0.00 7.50 305.20 3207. 0.074 5.970 0,00 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft� 1 0.33 0.15 0.31 5.57 303.27 3207. 0.079 2 0.20 ******* 0.09 5.44 303.14 3200. 0.073 3 0.20 ******* 0.07 4.96 302.16 2785. 0.064 9 0.17 ******* 0.04 3.07 300.77 1841. 0.042 5 0.16 ******* 0.08 5.10 302.80 3102. 0.071 6 0.15 ******* 0.08 4.98 302.68 3055. 0.07� 7 0.14 ******* 0.04 2.31 300.01 1278. 0.029 8 O.I2 ******* 0.03 2.15 299.85 1163. 0.027 ---------------------------------- Route Time Series through Facility Inflow Time Series File:dempsdev.tsf Outfiow Time Series File:dempsout ' Inflow/Outflow Analysis I Peak Znflow Discharge: 0.328 C�S at 6:00 on Jan 9 in Year 8 ' Peak Outflow Discharge: 0.310 CrS at 8:00 on Jan 9 in Year 8 ! Peak Reservoir Stage: 5.57 Ft �, Peak Reservoir Elev: 303.27 Ft ' Peak Reservoir Storage: 3207. Cu-Ft . 0.074 Ac-Ft _low Duration fro� Time Series File:dempsout.tsf Cutoff Count Frequency CDF Exceedence Probability CFS $ � $ 0.001 51744 84.389 84.384 15.616 0.156E+00 0.004 1740 2.919 87.303 12.697 0.127E+OQ 0.006 1116 1.820 89.123 10.877 0.109E+00 0.009 1117 1.822 90.944 9.055 0.906E-01 0.011 894 1.458 92.902 7.598 0.760E-01 0.014 746 1.217 93.619 6.381 0.638E-01 0.016 1108 1.807 95.426 4.579 0.457E-01 0.019 654 1.067 96.492 3.508 0.351E-01 0.021 493 0.804 97.296 2.704 0.270E-Oi 0.024 554 0.903 98.2Q0 1.800 0.180E-01 0.026 193 0.315 98.514 1.486 0.149E-01 0.029 272 0.444 98.958 1.042 0.104E-01 0.031 221 0.360 99.318 0.682 0.682E-02 0.034 91 O.I48 99.467 0.533 0.533E-02 0.036 97 0.158 99.625 0.375 0.375E-02 0.038 65 O.lOb 99.73Z 0.269 0.269E-02 0.041 44 0.072 99.803 0.197 0. 197E-02 0.043 35 0.057 99.860 0.140 0. 19CE-02 0.096 26 0.092 99.902 0.098 0. 978E-03 0.098 I8 0.029 99.932 O.OES 0.6fi5E-03 0.051 1 0.002 99.933 0.067 0.669E-03 0.053 1 0.002 99.935 0.065 0.652E-03 0.056 0 0.000 99.935 0.065 0.652E-0� 0.058 4 0.007 99.991 0.059 0.587E-03 0.061 1 0.002 99.993 0.057 0.571E-03 0.063 3 0.005 99.998 0.052 0.522E-03 0.066 S 0.008 99.956 0.044 0.940E-03 0.068 9 0.007 99.962 0.038 0.375E-03 0.07Z 6 0.010 94.972 Q.028 0.277E-03 0.073 1 0.002 99.979 0.026 0.261E-03 0.076 3 0.005 99.979 0.021 0.212E-03 0.078 3 0.005 59.984 0.016 0.163E-03 0.081 2 0.003 99.987 0.013 0. 130E-03 0.083 4 0.007 99.993 0.007 0.652E-09 0.086 2 0.003 99.997 0.003 0.326E-09 O.Ofi8 Q 0.000 99.997 0.003 0.326E-04 Duraticn Comparison Tynaylsis 3ase File: dempspre.ts� New File: demosout.tsf Cutoff L'nits: Discharoe in CrS -----Fractioa of TiT�e----- --------Check of Tcierar.ce------- Cutoff Base New €Char,ge Frobability Base ?:ew �Char.ce 0.0�8 1 0.28�-02 0.27�-02 -2.y I 0.2SE-C2 0.0�8 0.0�5 -�. c 0.044 � 0.20E-02 0.14E-02 -32.8 I 0.20E-02 0.049 0.091 -6. � C.049 � 0.34E-02 0.68E-03 -50.0 � 0.14�-02 0.049 0.044 -10.7 0.054 � 0.78E-03 O.E��-03 -16.7 � 0.78E-03 O.C59 0.047 -13.� 0.059 I 0.59£-03 0.59�-03 9.1 I 0.59E-a3 0.059 O.G63 E. � 0.065 I 0.46E-03 0.51E-03 10.? I O.SEE-03 0.055 O.OE6 1. 5 0.070 � 0.33E-03 0.2�E-03 -10.0 � 0.33E-Os 0.070 0.069 -�. � 0.075 I 0.20E-03 0.24�-03 25.0 I 0.20E-03 0.075 0.077 3.0 Q.080 I 0.11E-03 O.i�E-03 28.6 � 0.11E-03 0.080 O.C81 0.7 0.085 � 0.98E-04 0.33E-OS -E6.7 � 0. 95�-04 0.085 0.031 -5. 0 0.091 � 0.16E-09 0.00£+00 -100.0 � 0.16E-04 0.091 O.Ofi9 -1 . � 0.096 I 0.16E-04 O.ccL+eo -loo.o i O.1bE-04 0.096 0.089 -7.1 0.101 I �.lEE-C4 O.CG�+00 -100.0 I 0.'_EE-04 C.101 0. 0�9 -11. 9 [daximi:n pcsitive excLrsion = 0.009 crs ( 6. 9€) occuring a� Q.059 cfs ea the ?ase Data:demp�pre.tsf and at 0.063 cfs on the '.v'ew �ata:dem�sout.tsf Maximum negative excLrsic� = 0.015 cfs (-14.8�) occuring at 0.104 cfs cn the Base Data:deTpspre.tsf and at 0.089 cfs on the ?�ew Data:der:�sout.tsf N � ' • a dempsoutdur o dempspre.dur o �� o , o �� R �V�h��w •^ ��r � � �� I O �' <� � �� II � � ��I � �,�^ I'I U ��' i � -:� � a� � =�, � O 1 L � � � �^' ��C - ir V Ef_l7 }�� N � � , 00 :ti -. I - � _ �' � -- _ o - � ��T, 1��`'►� - .�'i�S�'�R'�� ;-� �� I ` �� :, N I <� o � �� o � � a -�� ; �� o <� � a <� � 10 �� 10 � 10 -3 'f0 -2 10 -� 10° I' Probability Exceedence I:"i I�� • I 1 I f!I 'iI -- ` D�ps Pc-��_D.��T�o r•c ��..sr� ;iE - '�� v� 3 _ j t� ( �� k.�� Po� i �-n,a.!�s ,; , r— ; , 0�1 C�e��_�-i-�, ��5 :I _ � � � t .J,�,, , ^ w:'� l I r �` ` (,(��l/C�l� Q �� 0� �CL. • �+ � I � �5 '' �.c - '!1 O�nc-� I s'' o� -�ee �o ''1 __ -� - ' ' � re�. o� �� Q - �• z7 sF ----- °'r� 5.s' �� i d c�I� 5 s� � " � O .Z�7 — Z SbZ ,2� SJ� ,—_ _ '� 7,oz SF '�— _� - - - -- _— -- �. `� �c�� +i`n e, �ro v i �.e. 1'�1 �� L.i oT ' e. �!Q �e�v�� t c,�n � • - ---- 2F.i,Q� � -- .:1 7 0•z3 � � ;, �-- _ ; � _ � �� ; o i�V�f;� �.o�, ', . ..._ , �_. , , � ) : ,� �� '� --,----'F-�L. ��-.�� J'_L: i . . �� s.�' ��_ ��z.3�_' �_ �-__ . � � - �-� �I�I��n� r�ti` l�� r� ( i� C.�� -,��.�. c�Y.� �,� v, -- �� 5,5 = l o�.�� :; _ _ (�? �c7�'d-� ��t��V M2 _�ro_4L�rJ' ' --- i�� z�SC� �- ?-tn2.3S +-I D�,�.r� = 3z?C�. 3 ��= �,' - �t I� jf� ' 32�. 3 � 3�� C��;..J � � -- �. i �� -I 1 0� �� ` �� I ----------.. � --- ------- ---- ------- � - -- _ _ - -- �,; -_ -