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Home My WebLink About03372 - Technical Information Report - Supplement � _. __ _ _,_._. �___ _- -----____.._. __ _ �oc�l _ ��Qc� �c� � D A P� '� Land Development Advisors, LLC 1 . , _ � �t�? 1� ... (X .� _ __ �L-�_ __ , February 8, 2013 � Z� � '� -�-4- �r.�--.�:-(.� -- . _ _ __. ��, �P Ms. Kayren Kittrick -� f{�,Jrr,.aw. City of Renton 6th Floor w Y� 1055 South Grady Way Renton, WA 98057 _ I RE: Reed Shaw Plat �-�� (�� ( i Detention Pond Modifications q � ,� ' LDA Job No. CALX-003 Dear Kayren, -� �(,�,C� � . � I have been retained by the builder/developer (Callidus Development) of this pro�ect to prepare building permit applications. In preparing the background information to prepare individual lot drainage plans, we reviewed the TIR prepared in August 2012 by Pacific Engineering Design, LLC ("PED"). Their analysis assumed 1,750 square feet ("sf') of impervious area for each lot. In addition, limited infiltration and pervious pavement driveways were assumed that converted 0.24 acres ("ac") of impervious area to grass for purposes of the detention calculations. The various areas and assumptions are further detailed in their TIR (attached). We have re-analyzed the pond and outlet structure and with some minor modifications to the control structure, the detention facility will accommodate 1,750 sf of impervious for each lot. Modifications include raising orifice elevations, changes to orifice diameters and raising the overflow elevation about an inch. Details follow. Developed Conditions The following tables summarize the areas and developed runoff used in the original PED design and those used in this analysis ("Proposed"). Full KCRTS printouts are attached. �`" `�� "�E�` � � Table 1 - Developed Areas '^ . ' ! t f � ` �> , Area PED ac Proposed ac Total Site 1.88 1.88 Impervious 0.81 total 1.05 total ` Private drives 0.16 0.16 - t ' ` �`' ' Roads 0.38 0.38 C� On-lot 0.24 0.48 Pond 0.03 0.03 Lawn 1.07 0.83 � , Ms. Kayren Kittrick February 8, 2013 Page 2 Table 2 — Develo ed Runoff Storm Event - ear PED cfs Pro osed cfs 100 0.61 0.67 50 0.52 0.58 25 0.36 0.40 10 0.32 0.40 2 0.27 0.33 Routinq Calculations The values used in the PED analysis for the pond dimensional parameters were utilized � to redesign the control structure to accommodate the additional impervious area. Resulting KCRTS output for the facility with control structure modifications is: Retention/Detention Facility Type of Facility: Detention P ---� Side Slope: . , �� R( Pond Bottom Length: 47.00 ft Pond Bottom Width: 20.00 ft '�' �"1 Pond Bottom Area: 940. sq. ft ; .�- I =op Area at 1 ft. FB: 4502. sq. ft ��' ''� ' 0. 103 acres E,ftect�ve Storage Depth: 8.60 ft Stage 0 Elevation: 0.00 ft �tcrage Volume: 19912. cu. ft 0.457 ac-ft Riser Head: � 8.60 ft �ise� Diameter: \ 12.00 inches NuT,ber of orifices: �___3 Full Head Pipe I Or_fice # Height Diameter Discharge Diameter (ft) (in) (CFS) (ir.) 1 0.00 0. 62 0.031 2 6.40 1.00 0.040 4.0 3 7.05 0.93 0.029 4.0 Top Notch Weir: None Ca�flow Rating Curve: None Route Time Series through Facility � Inflow Time Series File:reeddev.tsf I Outflow Time Series File:REEDR DOUT ' (�P_= I Inflow/Outflow Analysis , • Peak Inflow Discharge: �(r�� 0.672 CFS at 6: 00 on Ja-� 9 in Year 8 Peak Outflow Discharge: '� � 0.424 CFS at 10: 00 on Jan 9 in Year 8 Peak Reservoir Stage: j 8.70 Ft I Peak Reservoir Elev: 8.70 Ft Feak Reservoir Storage: 20327. Cu-Ft , . 0.467 Ac-Ft � Hyd Inf�ow Outflow Peak Stcrage . Ms. Kayren Kittrick February 8, 2013 Page 3 =arce� Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 0. 67 0. 15 0.42 8.70 8.70 20327. 0.467 2 0.33 0. 12 0.10 8.57 8.57 19805. 0. 455 3 0.40 0.09 0.08 7.87 7.87 17111. 0.393 10 yrok 4 0.40 ******* 0.08 7.85 7.85 17018. 0.391 5 0.35 ******* 0.05 7.10 7.10 14398. 0.331 6 0.34 0.05 0.04 6.59 6.54 12593. 0.289 2 yrok 7 0.26 ******* 0.03 5.67 5.67 10055. 0.231 8 0.28 ******* 0.02 4.43 4.43 6945. 0.159 Duration analysis results confirm the pond with modifications meets the level 2 flow control duration criteria. ____-----_____ _____ ---___ __________._----------____ _----- _------____------________ _----_-- -- N ��, O �`,��,y-�_^ _.. . _.._ �'��._ REEDCOMPAREdur • � i o R � � � i � ao ``'�.,� 0 � � ~� „ � � R '� m rn o _�► �o � � r °°° +�i N Q � a.� O O 4 � � 00 .'R`+ N _ I O pi I O O I � � � i 10 5 ld� 10 3 10 z 1Q � 10� Probability Exceedence D�ra�icn Co�paris�:, �na•,l-s_s Base File: reedex.tsf "vew File: reedr dout.tsf Cs�cff U�_�s: Dis�carge ir_ �=S -----Fra��_or. o= I--ne----- ---------Cr��k. �f `�cie_ar.�a------- r�toff Base New �Chazge Prcbability BGse New ��hange ��.026 I 0.94E-02 0.11E-01 18.6 I 0.94E-C2 0.026 0.026 0.4 50% ofthe 2 year o.C33 I 0.63E-02 0.64E-02 2.1 � 0.63E-02 0.033 0.034 3.0 values are equal, C .C40 I 0.50E-02 0.99E-02 -1.6 I 0.50E-02 0.040 0.040 -1.0 no change. C.047 I 0.37E-02 0.31E-02 -17.5 I 0.37E-02 0.047 0.045 -5.8 C.054 I 0.28E-02 0.23E-02 -20.7 I 0.28E-02 0.054 0.049 -10.9 0.062 I 0.22E-02 0.18E-02 -17.0 I 0.22E-02 0.062 0.055 -10.1 0.�69 I 0.15E-02 0.14E-02 -6.7 I 0.15E-02 0.069 0.067 -2.8 �.�76 I O.10E-02 0.11E-02 9.8 � O.10E-02 0.076 0.077 1.8 :i•083 I 0.62E-03 0.57E-03 -7.9 I 0.62E-03 0.083 0.082 -0.7 �.090 I 0.34E-03 0.28E-03 -19.0 � 0.34E-03 0.090 0.088 -1.9 ��.097 � 0.23E-03 0.98E-04 -57.1 I 0.23E-03 0.097 0.093 -4.6 , Ms. Kayren Kittrick I February 8, 2013 Page 4 i C .104 I 0.16E-03 O.00E+00 -100.0 I 0.16E-03 0.104 C.095 -8.5 C .111 ! 0.1'_�-03 C.00E+00 -100.0 I 0.11E-03 0.'ll 0.097 -13.2 0.118 0. =0�-:14 C.��E-CC -1GV.0 � ��.lEE-��4 0._18 C.099 -'_'o.l b�.aximum positiv� excLrsio� = 0.��1 crs ( 4.3�) < 10%, OK cccurring at 0.033 cis on the Base Da�a:�eedex.tsf i and at 0.035 cfs on the New Data:reedr dout.tsf ' Maximum negative excursion = 0.019 cfs (-16.10) occurring at 0.118 cfs on the Base Data:reedex.tsf a�:d at �.�99 cfs on ��e hew Data:reedr eout.tsf Tabie 3 - Detention Pond/Control Structure Comparision I, Element PED Proposed ' Riser Hei ht 8.5' 8.6' Orifice No. 1 0.63"/0.00' 0.62"/0.00' no chan es Orifice No. 2 1.25"/5.75' 1.00"/6.40' Orifice No. 3 0.88"/7.25' 0.93"/7.05' Primary Overflow ' The original riser required 0.3' to pass the 100 year flow as calculated by KCRTS using �, 15-minute time steps. With the additional impervious area, the 100 year flow is 1.66 cfs. Flow Frequency Analysis ,i�ne Series File:reeddevl5.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- �lo�a Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period ��.500 6 8/27/O1 18:00 1.66 1 100.00 0.990 �i.367 8 1/05/02 15:00 1.13 2 25.00 0.960 1.13 2 12/08/02 17:15 0.706 3 10.00 0.900 ��.403 7 8/23/04 14:30 0.668 4 5.00 0.800 ��. 688 4 11/17/04 5:00 0.614 5 3.00 0.667 0.614 5 10/27/05 10:45 0.500 6 2.00 0.500 ��.706 3 10/25/06 22:45 0.903 7 1.30 0.231 �_.66 1 1/09/08 6:30 0.367 8 1.10 0.091 ��omputed Peaks 1.48 50.00 0.980 The height over the riser is 0.3' as shown on the attached Riser Inflow Curve. With the additional riser height, the maximum water surface is 0.3'+0.1' or 0.4' higher than originally designed. Since it is less than the 0.5' minimum freeboard required over the original riser, this is sufficient. , Ms. Kayren Kittrick February 8, 2013 Page 5 Secondarv Overflow The PED rectangular weir was designed to pass 1.5 cfs in a required length of 5.22'. A higher flow of 1.66 cfs would require a length of 1.66 cfs/1.5 cfs(5.22') = 5.78'. There was 6' of weir provided, so ok. Secondary Inlet to Control Structure The original "jailhouse window" required a 3.28' long x 0.3' depth opening to pass 1.5 cfs. A 0.5' deep opening was provided that would nearly double it's capacity. By inspection, the additional 0.16 cfs will not have a negative impact to the function of the , inlet. , Ms. Kayren Kittrick �I February 8, 2013 '� Page 6 �� APPENDIX �I I I REEDSHAW PLAT Renton, Washington Technical Informafion Report Addendum Prepared For: Troy Schmeil CALLIDUS DEVELOPMENT INC. 16838 SE 43�d Street Issaquah, WA 98027 Phone: (425) 818-8829 Fax: (425) 818-8843 Prepared by: Pacific Engineering Design, LLC. 15445 53RD Avenue S., Seattle, WA 98188 Phone: (206) 431-7970 Fax: (206) 388-1648 y��oF��9A sy��G ,�.`�' �` �� l z I �� ;��'�32s�5 �`J;�� S� C��Ri.C�s �IDNAL � August 9, 2012 Pacific Engineering Job No. 12007 TABLE OF CONTENTS �I Narrative of addendum '� The proposed Reedshaw Plat has been changed from 13 lots to 12 lots. Lot 1 to lot 3 remains the same. The lot lines of original lot 11 to 13 remains the same. Lot 12 is renamed as lot 10 and lot 13 is renamed as lot 12. Lot 4 and 7 is combined as new lot 4. Lot lines of lot 4 to lot 9 are adjusted to form 4 uniform lots 5, 6, 8 and 9. The original ��, lot 8 is replaced with a larger lot 7. Limited infiltration and porous pavements are used as ' flow control BMPs. The detention/wet vault is replaced by a detention pond for Flow control and a StormFilter manhole with 2 ZPG 27"high 11.3 gpm cartridges is used for «ater quality treatment for the new pollution generating impervious and pervious areas. Structural design of the retaining wall for the detention pond will be included in a � separate submittal as building permit requirements. , IV. FLOW CONTROL / WATER QUALITY FACILITY ANALYSIS ANDDESIGN.................................................................................................... 3 V. CONVEYANCE SYSTEM ANALYSIS................................................... 14 Reedshaw Plat PED Job number: 12007 2 IV FLOW CONTROL 1 WATER QUALITY FACILITY ANALYSIS AND DESIGN IV.1 HYDRAULIC ANALYSIS The drainage analysis used King County Runoff Time Series (KCRTS) software version 4.2. The on-site soils are (AgC) Alderwood Series KCRTS Soil Group Till. The proposal is located in Sea-Tac rainfall region with a scale factor of 1.0. IV.2 EXISTING CONDITIONS The Site of the proposed ReedShaw Subdivision encompasses approximately 2.25 acres. Excluding 0.37 acres utility easement, total drainage area is 1.88 acres. Per 2009 KCSWDM, assume 1.88 acres of till forest under existing condition. Total drainage area = 1.88 acres Total impervious area = 0.00 acres ' Total pervious area = 1.88 acres (till forest) Ki-:g ..,.,:nty �.unof� Time Series ?rog�Gm ��'ersion 9.42b KCRTS Command CR�:,TE a new Time Series ------------------------ Production of Rur.cff Time Series FrojGc_ Location : �2a-Tac Co�r.puting Series : predev.tsf Rea'_�nal Scale Factor : 1.00 Data Type : Reduced I ��eating Hourly Time Series File , Loading Time Series File:C:\KC SWDM\KC DATA\STTF60R.rnf B I "ill Forest 1.88 acres Scaling Yr: 8 �I Loading Time Se~ies File:C:\K.0 SWDM\KC 7ATA\STE16CR.rnf 9 ' _�-.��rvious 0.00 ac�es Add_ng �r: 8 -------------- �o�al Area : 1.88 acres P�ak �isc�arg?: �.2G4 CFS �t �:CG on „an y in Year E ' S_oring Ti:ne Ser-2s Fi_e:�redev.tsf 8 , T_T.e :��-ies C�rlp�te: I'I Existing condition peak flows: I�, Q 2y = 0.052 cfs. Q10y = 0.091 cfs. ' Reedsha«�Plat PED Job number: 12007 I -, � Q 100y = 0.151 cfs. Flow Frequency Ar.a��ysis Time Series File:predev.tsf Project Location:Sea-Tac II ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- '�I Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob � (CFS) (CFS) Period I 0.118 2 2/09/O1 18:00 0.151 1 100.00 0.990 �I 0.032 7 1/06/02 3:00 O.118 2 25.00 0.960 ' 0.088 4 2/28/03 3:00 0.091 3 10.00 0.900 � 0.003 8 3/24/04 20:00 0.088 4 5.00 0.800 '� 0.052 6 1/05/05 B:00 0.077 5 3.00 0.667 0.091 3 1/18/06 20:00 0.052 6 2.00 0.500 0.077 5 11/24/06 4:00 0.032 7 1.30 0.231 0.151 1 1/09/08 9:00 0.003 B 1.10 0.091 Computed Peaks 0.140 50.00 0.980 IV.3 DEVELOPED CONDITIONS The ReedShaw Subdivision proposed 12 single-family homes. Impervious area 'i for roadway and sidewalk in Redmond Avenue NE is 0.38 acre. Total lot size of II the 12 lots is 1.27 acres. I Flow control BMPs: 1. Porous asphalt or porous concrete pavements are used for the 12 I, driveways to each lot. I 2. Limited infiltrations are used to handle roof areas from the 12 lots. '� Onsite soil can be classified as fine sand/loamy sand (SM) according to the i geotechnical report. Every 1000 square feet of tributary impervious area requires 75 feet of gravel infiltration trench or 230 cubic feet of dry well.Assume that each lot will has 1750 sf of impervious area (roofs, walkways, driveways, etc.). Impervious areas in the 12 lots will be approximately 12 * 1750 = 21,000 sf. � Limited infiltration and permeable pavement (for walkway and driveway in each lot) will be used to handle the impervious areas in the 12 lots. After apply the 50% impervious area, 50% grass credit. Total impervious areas in the 12 lots can be counted as 21,000 * 0.5 /43560 = 0.24 acres. � Asphalt pavement for three private access driveways (NE 14th Place, NE 14tn ' Street and driveway to lot 12 and detention pond) is 6,940 sf= 0.16 acres. Impervious area on top the proposed detention pond is approximately 0.03 acre. Total impervious area will be approximately 0.38 + 0.24 + 0.16 + 0.03 = 0.81 ' acres. The remaining area is 1.88 — 0.81 = 1.07 acres and is assumed to be till .__ lawn. Total drainage area = 1.88 acres Reedshaw Plat PED Job number: 12007 4 Total impervious area = 0.81 acres Total pervious area = 1.07 acres (till grass) King County RLnoff Time Series �rog_�m Version 6.��0 KCRTS Command CREATE a new Time Series ------------------------ Producticn o_` Runoff Time Ser=es Project Location : Sea-Tac Computing Series : dev.tsf Regional Scale Factor : 1.00 I Data Type : Reduced � Creating Hourly Tine Series File Loading Time Series File:C:\KC SWDM\KC DATA\STTG60R.rnf 8 Till Grass 1.07 acres Scaling Yr: 8 Loading Time Series File:C:\KC SWDM\KC DATA\STE160R.rnf 8 Impervious 0.81 acres Adding Yr: 9 -------------- Total Area : 1.88 acres , Peak Discharge: 0.625 �FS at 6:00 on ,"an 9 in Year 8 �I Storing Time Series rile:dev.tsf B Ti:ee Series Computed Developed condition peak flows before detention: , Q 2y = 0.271 cfs. ' Q 10y = 0.322 cfs. Q100y = 0.609 cfs. F1ow Frequency Analysis Iirie Series File:dev.tsf Projec� Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- =_ofr Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period �.292 5 2/09/O1 2:00 0.609 1 100.00 0.990 �.222 7 1/05/02 16:00 0.355 2 25.00 0.960 ��.355 2 2/27/03 7:00 0.322 3 10.00 0.900 0.222 S 8/26/04 2:00 0.308 4 5.00 0.800 D.271 6 10/28/04 16:00 0.292 5 3.00 0.667 0.308 9 1/18/06 16:00 0.271 6 2.00 0.500 0.322 3 10/26/06 0:00 0.222 7 1.30 0.231 0.609 1 1/09/08 6:00 0.222 8 1.10 0.091 CoT.p�ted Peaks 0.524 50.00 0.980 IV.4 DETENTION ROUTING CALCULATIONS The City of Renton requires that Level 2 Flow Control Standard be applied to this project. This standard requires "maintaining the durations of high flows at their predevelopment levels for all flows greater than one-half of the 2-year peak flow Reedsha�v Plat PED Job number: 12007 5 il . up to the 50-year peak flow." Also, the pre-developed peak flow rates for the 2-year and 10-year runoff events are also maintained when applying the Level 2 flow control standard. Using the appropriate release rates, the developed time-series were modeled in a pond with 8.5 feet of water depth for live storage and a bottom of 945 square feet. A control structure with three orifices is designed to meet the release rates � and frequency duration standards. These calculations have been included. Based on our calculation the volume required to meet the Level 2 Flow Control �� Standard for the site is 19,368 cf (using an 8.5 feet design depth for live storage). '� Available live storage of the pond is 19,520 cf > 19,368 cf. o.k. , Re�entioniDeten�ic� FGc_litv "ype of Fac_li�y: Det�ntion =ond Side S'ope: 1.82 H:1V Fond Bottom Length: 97.00 ft Pcnd Bottom Width: 20.00 ft Pond Bottom Area: 940. sq. ft `�op Area at 1 ft. FB: 4453. sq. ft -- ,_. 0.102 acres E=tective Storage Depth: 8.50 ft Stage 0 Elevation: 0.00 ft Storage Volume: 19512. cu. ft 0.448 ac-ft Riser Head: 8.50 �t Riser �iameter: 12.00 inches number of orifices: 3 Full Head Pipe G=if�ce # Eeight Diameter Discharge Diameter (f:) (in) (CFS) (in) 1 0.00 0.63 0.031 2 5.75 1.25 0.0�0 4.0 3 7.25 0.88 0.023 9.0 Top hctch �4ei-: None 'Jllt-10`vi R.ctl!:� ��1T^,C': T�OIl2 S�age �1e-,�a�ion ��.,_age D��scharge P�_�ola��cn „�rf Area (ft) (�t) (cu. ft) (ac-ft) (cfs) (cfs) (sq. f�) ��.00 0.00 0. 0.000 O.OQO 0.00 940. �.Ol 0.01 9. 0.000 0.001 0.00 942. �.02 0.02 19. 0.000 0.001 0.00 945. �.03 0.03 28. 0.001 0.002 0.00 947. �.04 0.04 38. 0.001 0.002 0.00 950. �.05 0.05 47. 0.001 0.002 0.00 952. :1.22 0.22 213. 0.005 0.005 0.00 994. �.39 0.39 385. 0.009 0.007 0.00 1037. �.�5 0.55 555. 0.013 0.008 0.00 1078. 0.72 0.72 �42. 0.017 0.009 0.00 ll22. G.89 0.89 936. 0.021 0.010 0.00 1168. 1.05 1.05 1127. 0.026 0.011 0.00 1211. 1.22 1.22 1336. 0.031 0.012 0.00 1257. 1.39 1.39 1554. 0.036 0.012 0.00 1305. 1.55 1.55 1766. 0.041 0.013 0.00 1350. 1.72 1.72 2000. 0.046 0.014 0.00 1399. 1.89 1.89 2242. 0.051 O.a15 0.00 1448. Reedsha��Plat PED Job number: 12007 6 2.05 2.05 2478. �.057 0.01� 0.00 14°6. 2.22 2.22 2736. 0.063 0.016 0.00 1547. 2.39 2.39 3003. 0.069 0.016 0.00 1599. 2.55 2.55 3263. 0.075 0.017 0.00 164E. 2.72 2.72 3548. 0.081 0.017 0.00 1701. 2.89 2.89 3842. 0.088 0.018 0.00 1755. 3.05 3.C5 4127. 0.095 0.019 0.00 1807. 3.22 3.22 4939. 0.102 0.019 0.00 1863. 3.39 3.39 4760. 0.109 0.019 0.00 1919. 3.55 3.55 5071. 0.116 0.020 0.00 1973. 3.72 3.72 5412. 0.124 0.020 0.00 2031. 3.89 3.E9 5762. 0.132 0.021 0.00 20?9. 4.05 4.05 6101. 0.190 0.021 0.00 2195. 9.22 4.22 6470. 0.199 0.022 0.00 2205. 9.39 4.39 6850. 0.157 0.022 0.00 2266. 9.55 4.55 7218. 0.166 0.023 0.00 2324. 9.72 4.72 7618. 0.175 0.023 0.00 238E. 4.89 4.89 8029. 0.189 0.023 0.00 244?. 5.05 5.05 8426. 0.193 0.024 0.00 2�G4. 5.22 5.22 8858. 0.203 0.024 0.00 257�. 5.39 5.39 9301. 0.219 0.025 0.00 263�. 5.55 5.55 9728. 0.223 0.025 0.00 2702. 5.72 5.72 10193. 0.234 0.025 0.00 2763. 5.75 5.75 10276. 0.236 0.025 0.00 278�. 5.76 5.76 10304. 0.237 0.026 0.00 278�. 5.78 5.78 1Q360. 0.238 0.027 0.00 2792. 5.79 5.79 10388. 0.238 0.028 0.00 2796. 5.80 5.80 10416. 0.239 0.031 0.00 2E0�. 5.82 5.B2 10472. 0.240 0.034 0.00 2808. 5.83 5.83 10500. 0.241 0.037 0.00 2812. 5.84 5.84 10528. 0.242 0.038 0.00 2815. 5.85 5.85 10556. 0.242 0.039 0.00 2820. 6.02 6.02 11041. 0.253 0.048 0.00 288E. 6.19 6.19 11538. 0.265 0.054 0.00 295�. 6.35 6.35 12017. 0.276 0.060 0.00 302= . 6.52 6.52 12537. 0.288 0.064 0.00 30:3. 6.69 0.69 13069. 0.300 0.068 0.00 316`�. 6.85 6.85 13580. 0.312 0.072 0.00 323�. 7.02 7.02 19136. 0.325 0.076 0.00 33C5. 7.19 7.19 14704. 0.338 0.079 0.00 33�8. 7.25 7.25 19908. 0.342 0.080 0.00 34G5, 7.26 7.26 14942. 0.343 0.081 0.00 34�9, 7.27 7.27 14976. 0.344 0.081 0.00 3413. 7.28 7.2B 15010. 0.345 0.082 D.00 3418. 7.29 7.29 15044. 0.345 0.084 0.00 3422. 7.30 7.30 15078. 0.346 0.086 0.00 34�6. 7.31 7.31 15113. 0.347 0.087 0.00 34�1. 7.32 7.32 15147. 0.348 0.087 0.00 34��. 7.49 7.99 15737. 0.361 0.095 0.00 3510. 7.66 7.66 16340. 0.375 0.101 0.00 35Ec. 7.82 7.82 16920. 0.388 0.106 0.00 365?. 7.99 7.99 17546. 0.903 0.111 0.00 373=. 8.16 8.16 18190. 0.918 0.116 0.00 3812. 8.32 8.32 18805. 0.932 0.120 0.00 388c. 8.49 8.99 19973. 0.447 0.124 0.00 395c. 8.50 8.50 19512. 0.448 O.i24 0.00 39-G. 8.60 8.60 19912. 0.457 0.435 0.00 4C1?. 8.70 8.70 203i6. 0.466 1.000 0.00 4�6�. 8.80 8.80 20725. 0.476 1.730 0.00 4112. 8.90 8.90 21138. 0_485 2.530 0.00 416C. 9.00 9.00 21557. 0.495 2.810 0.00 420'9. 9.10 9.1C 21980. 0.�05 3.070 0.00 425?. Reedshaw Plat PED Job number: 12007 7 °.20 9.20 22408. 0.514 3.3C0 0.00 430�. �, °.30 9.30 22891. 0.524 3.520 0.00 4354. '� 9.40 9.40 23279. 0.534 3.730 0.00 4403. � °.50 9.50 23722. 0.595 3.930 0.00 4453. , 9.60 9.60 29169. 0.555 4.110 0.00 4502. �� °.70 9.70 29622. 0.565 9.290 0.00 4552. �I 9.80 9.80 25080. 0.576 9.960 0.00 4603. ', 9.90 9.90 25543. 0.586 4.630 0.00 4653. ' 1�.00 10.00 26011. 0.597 9.790 0.00 4709. 1�.10 10.10 26483. 0.608 9.940 0.00 4755. 10.20 10.20 26961. 0.619 5.090 0.00 4806. 10.30 10.30 27945. 0.630 5.230 0.00 4858. -yd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 0.61 0.15 0.12 8.46 8.46 19368. 0.445 2 0.29 ******* 0.11 7.83 7.83 16959. 0.389 3 0.29 0.09 0.08 7.07 7.07 14300. 0.328 4 0.35 ******* 0.08 7.05 7.05 14226. 0.327 5 0.31 ******* 0.06 6.41 6.41 12192. 0.280 6 0.18 0.05 0.04 5.87 5.87 10622. �.244 7 0.22 ******* 0.02 5.18 5.19 8744. �.201 8 0.22 ******* 0.02 3.52 3.52 �005. Q.115 --------------------------------- Route Time Series th�ough Facility Inflow Time Series File:dev.�sf Outflow Time Series File:rdout2 =nflow/Outflow Analysis Peak �nflow Discharge: 0.609 CFS at 6:00 on Jan 9 in Year 8 Feak Outflow Discharge: 0.123 CFS at 13:00 on Jan 9 in Year 8 �eak Reservo�r Stage: 8.46 Ft Peak Reservoir E'e�.�: 8.46 Ft F�ak Reser�.-oir Stora�e: 19368. Cu-Ft . 0.495 Ac-Ft Flcc, FYe��e��,- Analysis ^ine Ser'es _��le:rdout2.tsf Project Location:Sea-Tac ---P.nnual Peak Flow Rates--- -----Flow Frequency Analysis------- ==��r: Rate Rank T�me of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.106 2 2/09/O1 21:00 0.123 8.96 1 100.00 0.990 0.029 7 12/29/O1 11:00 0.106 7.83 2 25.00 0.960 0.076 4 3/06/03 22:00 0.077 7.07 3 10.00 0.900 0.020 B 8/26/09 7:00 0.076 7.05 9 5.00 0.800 G.040 6 1/08/05 1:00 0.061 6.91 5 3.00 0.667 G.061 5 1/19/06 2:00 0.090 5.87 6 2.00 0.500 :�.077 3 11/24/06 9:00 0.024 5.18 7 1.30 0.231 ��.123 1 1/09/08 13:00 0.020 3.52 8 1.10 0.091 Co:r.pu�ed Peaks 0.118 8.23 50.00 0.980 �low Duration from Time Series File:rdout2.tsf Cutoff Count Frequency CDF Exceeder.ce Probability CFS a � E G.D02 35979 58.6�4 58.674 41.326 0.413E+00 G.�05 5090 8.301 66.9�5 33.025 0.330E+00 Q.�08 3841 6_264 73.239 26.761 0.268E+00 C.O11 4240 6.915 80.153 19.847 0.198E+00 0.013 3?67 '0.3�6 86.46C 13.540 0.13�E+00 Reedsha«�Plat PED Job number: 12007 8 0.016 3053 4.979 91.438 8.562 0.856E-01 Q.019 1979 3.227 94.666 5.334 0.533E-01 C.022 1905 2.291 96.957 3.043 0.304E-01 0.025 1401 2.285 99.242 0.�58 0.758E-02 0.028 54 0.088 99.330 0.670 0.670E-02 , 0.031 13 0.021 99.351 0.649 0.649E-02 ' 0.034 32 0.052 99.403 0.597 0.597E-a2 ' 0.037 16 0.026 99.429 0.571 0.571E-02 0.040 39 0.055 99.485 0.515 0.515E-02 0.043 27 0.044 99.529 0.471 0.471E-02 0.046 22 0.036 99.565 0.435 0.435E-02 0.099 30 0.049 99.614 0.366 0.366E-02 Ci.052 22 0.036 99.699 0.351 0.351E-02 0.055 23 0.038 99.687 0.313 0.313E-02 ��.058 14 0.023 99.710 0.290 0.290E-02 , ��.061 22 0.036 99.746 0.254 0.254E-02 ��.064 37 0.060 99.806 0.194 0.194E-02 �.�67 25 0.091 99.847 0.153 0.153E-02 C.070 10 0.016 99.863 0.137 0.137E-02 C.073 16 0.026 99.889 0.111 0.111E-02 C.C76 15 0.024 99.914 0.086 0.869E-a3 C.C79 18 0.029 99.943 0.057 0.571E-03 0.082 6 0.010 99.953 0.047 0.473E-03 0.085 0 0.000 99.953 0.047 0.473E-03 0.088 3 0.005 99.958 0.042 0.429E-03 ' 0.091 6 0.010 99.967 0.033 0.326E-03 0.093 4 0.007 99.974 0.026 0.261E-03 0.096 2 0.003 99.977 0.023 0.228E-03 0.099 3 0.005 99.982 0.018 0.179E-03 �.102 4 0.007 99.989 0.011 0.114E-03 �.105 4 0.007 99.995 0.005 0.989E-04 D�ration Comparison Anaylsis 3ase File: predev.tsf New Fi'_e: rdout2.tsf Cu_off J�its: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- Cu�off Base New �Change Probability Base New �Change � 0,026 I 0.94E-02 0.74E-02 -21.4 � 0.94E-02 0.026 0.025 -3.6 ri.033 I 0.63E-02 0.62E-02 -1.6 I 0.63E-02 0.033 0.032 -2.3 0.090 I 0.50E-02 0.52E-02 3.9 I 0.50E-02 0.090 0.042 3.5 0.047 I 0.37E-02 0.92E-02 12.3 ( 0.37E-02 0.097 0.050 5.4 0.054 I 0-28E-02 0.32E-02 12.6 I 0.28E-02 0.059 0.058 7.5 0.062 I 0.22E-02 0.24E-02 8.1 I 0.22E-02 0.062 0.063 1.8 ��.069 I 0.15E-02 0.14�-02 -3.3 I 0.15E-02 0.069 0.068 -0.8 �'•�76 I O.10E-02 0.86E-03 -19.5 � O.10E-02 0.076 0.074 -2.5 �'•�83 I 0.62E-03 0.97E-03 -23.7 I 0.62E-03 0.083 0.078 -6.4 �.090 I 0.39E-03 0.33E-03 -4.8 I 0.34E-03 0.090 0.090 -0.2 C.097 I 0.23E-03 0.21E-03 -7.1 I 0.23E-03 0.097 0.097 -0.5 �.'_04 I 0.16E-03 0.9EE-04 -40.0 � 0.16E-03 0.104 0.101 -3.2 C.111 � 0.11E-03 O.00E+00 -100.0 I 0.11E-03 0.111 0.103 -7.2 0.118 I 0.16E-04 O.00E+00 -100.0 I 0.16�-C9 0.118 0.106 -10.2 P�iaximum positive excursion = 0.003 cfs ( 7.7%) c�curring at 0.043 cfs on the Base Data:predev.tsf an� at 0.047 cfs on the New Data:rdout2.tsf _�aximum negative excursion = O.009 cfs (-14.4�) cccurring at 0.029 cfs on the Base Data:predev.tsf a�d at 0.025 cfs o� the New Data:rdout2.tsf Developed condition peak detention pond release rates: , Reedshaw Plat PED Job number: 12007 9 Q 2y = 0.040 cfs. < 0.052 cfs (Ex. 2 year peak) o.k. Q10y = 0.077 cfs. < 0.091 cfs (Ex. 10 year peak) o.k. Q100y = 0.123 cfs. < 0.151 cfs (Ex. 100 year peak) o.k. The 100 year 15 minute developed peak flow: Q100y-15min = 1.47 cfs King County Runoff Time Series Program Version 6.00 ------------------------------------------------------------------------------- KCRTS Command CREATE a new Time Series ------------------------ Production of Runoff Time Series Project Location : Sea-Tac Computing Series : dev.tsf Regional Scale Factor : 1.00 Data Type : Reduced Creating 15 Minute Time 5eries File Loading Time Series File:C:\KC SYr'D�1\KC DATA\STTG60R.rnf 8 Till Grass 1.07 acres Scaling Yr: 8 Loading Time Series File:C:\KC SWD^�I\KC DATA\SiET_60R.�nf 8 Impervious 0.81 acres Adding Yr: � I Total Area : 1.88 acres I� Peak Discharge: 1.47 CFS at 6:00 on �a,: y in Year 8 li Storing Time Ser_es Fi��e:dev-15.tsf 8 � Tine Series Com�u�ed I Flow Frequency Ana�ysis ! Time Series File:dev-15.tsf ' Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frecuency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob , (CFS) (CFS) Period �, 0.386 6 8/27/O1 18:00 1.50 1 100.00 0.990 ' 0.304 8 1/05/02 15:00 0.969 2 25.00 0.960 0.964 2 12/08/02 17:15 C.666 3 10.00 0.900 0.311 7 B/26/04 0:45 0.55� 9 5.00 0.800 0.666 3 11/17/04 5:00 0.502 5 3.00 0.667 0.502 5 10/27/05 10:45 0.386 6 2.00 0.500 0.558 4 10/25/06 22:45 0.311 7 1.30 0.231 1.50 1 1/09/OS 6:30 0.309 8 1.10 0.091 Ccmp�:ted Peaks 1.32 50.00 C.980 Primary overflow: The 12" riser in the flow control structure provides the primary overflow At head = 0.3' over the riser over flow elevation Reedshaw Plat PED Job number: 12007 10 Qweir = 9.739 * D * H ** (3/2) = 9.739 * 1 * 0.3 ** 1.5 = 1.60cfs > 1.50cfso.k. The 12" riser has the capacity to handle the 100 year 15 minute developed peak. Secondary inlet to the control structure: Secondary inlet to the control structure is provided by a grated opening ("jailhouse window") in the control structure. Q = C * (L - 0.2 *H) * H *'` (3/2) L = Q / (C * H *'` 1.5) + 0.2 * H = 1.50 / (3.284 * 0.3 ** 1.5) + 0.2 * 0.3 = 2.84' Assume H = 0.3' P = 8.5' C = 3.27 + 0.4 * H /P = 3.27 + 0.4 * 0.3 / 8.5 = 3.284 Use 3' long x minimum 6" high grated opening. Emergency overflow path: Rectangular emergency overflow weir: The pond has a rectangular emergency overflow weir at the concrete retaining wall. Assume H = 0.2' Required length of the weir: L = Q100/(3.21 * H ^ 1.5) = 1.50 / (3.21 * 0.2 ^ 1 .5) = 5.22' < 6' UseL = 6' A 6' long weir will be used. Rip rap swale: A rip rap swale will be installed from the emergency overflow weir to the back of the sidewalk along Sunset Boulevard. A catch basin located at the end of the rip rap swale will pick up the overflow runoff and conveys it to the drainage system along Sunset Boulevard. The proposed rip rap swale has a cross section of bottom width 1', top width 5', side slopes 2:1, and rock depth 2'. Longitudinal slope of the rip rap swale is approximately 13%, capacity of the swale with 0.3' water depth is: Q = 1.49 * A * R ** (2/3) *SQRT(S) / n A = wetarea = 1 * 0.3 + 2 * 0.3 * 0.3 = 0.48sf. R = Hydrulic radius = wet area/wet perimeter = 0.48/(1+ 2 * 0.3 '` SQRT (1 + 2 *2)) = 0.20 ft. N = manning's coefficient = 0.04 Q = 1.49 * 0.48 * 0.2 ** (2/3) * SQRT(0.13)/ 0.04 = 2.24cfs > 1.50cfso.k. Rip rap shall be reasonably well graded with gradation as follows: Maximum stone size: 24 inches (nominal diameter) Median stone size: 16 inches Minimum stone size: 4 inches Reedshaw Plat PED Job number: 12007 11 � 0 �-,� _ _ . o \Y 0 �w 0 o � N � V ♦ m � � o `m � N � ! � \{ O ♦- � � ♦ N O O � I O O 10 5 '0 ` l0 3 10'� 10'� iJ� '' Frob3Cility=rcaeden�a �� Fiaure 1 Flo«� durations chart -- -- -------____---- --------------- ' ------- I N . � � � G G Figure 2 Peak flows chart ' Reedshaw Plat PED Job number: 12007 12 IV.5 WATER QUALITY VOLUME Basic water quality treatment is required for this project. StormFilter is used to provide the basic water quality treatment. The StormFilter manhole is located downstream of the Level 2 detention pond. Presettling is provided by the Level 2 detention pond. 27" 11.3 GPM ZPG cartridges are used. Water quality flow rate is the 2 year release rate of the detention pond Qwq = Q 2 year = 0.040 cfs. Peak flow of the StormFilter manhole is the 100 year release of the detention pond Qpeak = Q100 year = 0.123 cfs. Total area to be treated = 1.32 acres Total impervious area to be treated = 0.54 acres Total pervious area to be treated Nflow = 0.78 acres (grass) Onsite soil: 67.5% sand, 16.25% silt and 16.25% clay per Geotechnical report TSS removal efficiency estimate REe = (%Sand * Csand) + (%Silt * Csilt) + (%Clay * Cclay) _ (0.675 * 0.96) + (0.1625 '` 0.80) + (0.1625 * 0.15) = 0.80 Flow rate based sizing: Required number of cartridges = Qwq * 449 (gpm/cfs) /Q per cart. = 0.040 * 449 /11.3 = 1.59, Use 2 cartridges. Mass based sizing: Annual ave�age rainfall P = 37 inches Agency required % removal = 80% Percent capture = 90% EMC = 60 mg/L Vt = P * C * A * % capture = 37/12 * (0.9 * 0.54 + 0.10 * 0.78) * 43560 * 0.90 = 68176 cf. Total annual mass Mtotal = Vt * EMC * (28.3 Ucf) * (1 E-6 kg/mg) * (2.2046 Ibs/kg) = 68176* 60* 28.3 *1 E-6 * 2.2046 = 255.20 Ibs Pre-treatment removal efficiency Epre = 50% (Level 2 detention pond) Mpre = Mtotal * Epre = 255.20 * 0.50 = 127.60 Ibs Mpass1 = Mtotal — Mpre = 255.20 — 127.60 = 127.60 Ibs Efilter = 60%, REe > Efilter, o.k. to use Qcart = 11.3 gpm Mfilter = 127.60 * 0.60 = 76.56 Q cart = 11 .3 gpm M Cart = 54 Ibs/per cart Required number of cartridges Nmass = 76.56 / 54 = 1.42, use 2 cartridges. Both method require use two 27" 11.3 gpm ZPG cartridges. Reedshaw Plat PED Job number: 12007 13 V CONVEYANCE SYSTEM ANALYSIS The conveyance analysis included in this report at construction document submittal (see attached tables). The system will be designed to convey the 25-year peak flows and checked for flooding conditions at the 100-year event per 2009 King County Surface water Design Manual. 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' �ri., w✓ x :l ,4.�. ^(�;—j�'T' _I i,.i� �J�� 1 j '�J��(�YD-i� ��,� W�� 7� �� . ��-� ��'�i� Il`✓ I.OJ �L l�Ci�`�--.ti �.�J�j._ �. c�� _ �� (�c.. �tL�-'�;,�, —_ � . , _ ,.._ _ • - _ —.., . �4-:�Tl: FJ;.a. _�,�l��L• �:�? i .�_ , ; �� u;�.�--s-- _ _ . __._. _ � ` +�C..-_ �o � `�2"' O��Z' �lo� �'�1 �z.5 ' D. 1lPj C��= C�• 1=i _ �P(_�C�.-�: D.c�2b ��a =�, l�o ! �t,3-r-�i v{� 5;.� E --- �•,� -- =��.�,,.� -- ^ :4`� -' � t;�c __ �`�, > �- _ � � , 3� - - r _ � '. . � ��.ti� � � (,0 ��k � �s', c.,� ,•� � . . . _. ..��_: .-.i . ��✓� . .. . . . . n, � j } �..,y� \) � ,.r1� .V s+.,�, t L: � {�I {::/ �� W�+ �llil.i`1/ F'�j i.(,Y`i1.. .�c�! �"L �L�� =� �`� t l--i/ " l..�� f1�,�-. . �.. ...� . . . . � - j . . 12865 SE 47th Place, Bellevue, WA 98006 (425} 4fi6-5203 EXISTING RUNOFF Flow Frequency Analysis Time Series File:reedex.tsf Project Location:5ea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow rtate rtank Time of Peak - - Peaks - - Rank rteturn Prob (CFS) (CFS) Period 0.118 2 2/09/O1 18:00 0.151 1 100.00 0.990 0.032 7 1/06/02 3:00 0.118 2 25.00 0.960 0.088 4 2/28/03 3:00 0.091 3 10.00 0.900 0.003 8 3/24/04 20:00 0.088 4 5.00 0.800 0.052 6 1/05/05 8:00 0.077 5 3.00 0.667 ' 0.091 3 1/18/06 20:00 0.052 6 2.00 0.500 0.077 5 11/24/06 4:00 0.032 7 1.30 0.231 0.151 1 1/09/O8 9:00 0.003 8 1.10 0.091 Computed Peaks 0.140 50.00 0.980 Page 1 of 1 Retention/Detention Facility Type of Facility: Detention Pond Side Slope: 1.82 H:lV Pond Bottom Length: 47.00 ft Pond Bottom Width: 20.00 ft Pond Bottom Area: 940. sq. ft Top Area at 1 ft. FB: 4502. sq. ft 0.103 acres Effective Storage Depth: 8.60 ft Stage 0 Elevation: 0.00 ft Storage Volume: 199'_2. cu. ft 0.957 ac-ft Riser Head: 8.60 ft Riser Diameter: 12.00 inches Number of orifices: 3 Fu11 Head Pipe Orifice # Height Diameter Discha�ge Diameter (ft) (in) (CFS) (in) 1 0.00 0.62 0.031 2 6.40 1.00 0.090 4.0 3 7.05 0.93 0.029 4.0 Top Notch Weir: None Outflow Rating Curve: None Staqe Elevation Storage Discharge Percolation Surf Area (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) (sq. ft) 0.00 0.00 0. 0.000 0.000 0.00 940. 0.01 0.01 9. 0.000 0.001 0.00 942. 0.02 0.02 19. 0.000 0.001 0.00 945. 0.03 0.03 28. 0.001 0.002 0.00 947. I 0.09 0.04 38. 0.001 0.002 0.00 950. 0.05 0.05 47. 0.001 0.002 0.00 952. 0.22 0.22 213. 0.005 0.005 0.00 994. 0.39 0.39 385. 0.009 0.007 0.00 1037. 0.56 0.56 565. 0.013 0.008 0.00 1081. 0.73 0.73 753. 0.017 0.009 0.00 1125. 0.89 0.89 936. 0.021 0.010 0.00 1168. 1.06 1.06 1139. 0.026 0.011 0.00 1213. 1.23 1.23 1349. 0.031 0.012 0.00 1260. � 1.40 1.90 1567. 0.036 0.012 0.00 1307. 1.57 1.57 1799. 0.041 0.013 0.00 1356. 1.74 1.74 2028. 0.047 0.014 0.00 1409. 1.91 1.91 2271. 0.052 0.014 0.00 1454. 2.08 2.08 2523. 0.058 0.015 0.00 1505. 2.29 2.24 2767. 0.064 0.016 0.00 1553. 2.91 2.41 3036. 0.070 0.016 0.00 1605. 2.58 2.58 3313. 0.076 0.017 0.00 1657. 2.75 2.75 3599. 0.083 0.017 0.00 1711. 2.92 2.92 3895. 0.089 0.018 0.00 1765. 3.09 3.09 4199. 0.096 0.018 O.00 1820. 3.26 3.26 4513. 0.109 0.019 0.00 1876. 3.42 3.42 4818. 0.111 0.019 0.00 1929. 3.59 3.59 5151. 0.118 0.020 0.00 1986. 3.76 3.76 5493. 0.126 0.020 0.00 2094. 3.93 3.93 5846. 0.139 0.021 0.00 2103. 4.10 4.10 6208. 0.143 0.021 0.00 2163. 4.27 4.27 6581. 0.151 0.022 0.00 2223. 9.94 4.94 6964. 0.160 0.022 0.00 2289. 9.60 4.60 7334. 0.168 0.022 0.00 2342. Page 1 of 3 I I 4.77 4.77 7738. O.li8 0.023 0.00 2405. 4.99 4.99 8152. 0.187 0.023 0.00 2468. 5.11 5.11 8577. 0.197 0.024 0.00 2532. 5.28 5.28 9013. 0.20� 0.024 0.00 2597. 5.45 5.45 9460. 0.217 0.029 0.00 2663. 5.62 5.62 9918. 0.228 0.025 0.00 2729. 5.78 5.78 10360. 0.238 0.025 0.00 2792. 5.95 5.95 10840. 0.249 0.025 0.00 2860. 6.12 6.12 1"�332. 0.260 0.026 0.00 2929. 6.29 6.29 1',836. 0.272 0.026 0.00 2998. 6.40 6.40 12168. 0.279 0.026 0.00 3044. 6.41 6.41 12199. 0.280 0.027 0.00 3048. 6.42 6.42 12229. 0.281 0.027 0.00 3052. 6.43 6.43 12260. 0.281 0.028 0.00 3056. 6.44 6.49 12291. 0.282 0.030 0.00 3060. 6.45 6.45 12321. 0.283 0.032 0.00 3069. 6.46 6.46 12352. 0.289 0.033 0.00 3068. 6.47 6.47 12382. 0.284 0.034 o.oa 3073. 6.48 6.48 12413. 0.285 0.034 0.00 3077. 6.49 6.49 12444. 0.286 0.035 0.00 3081. 6.66 6.66 12974. 0.298 0.091 0.00 3152. 6.83 6.83 13516. 0.310 0.095 0.00 3229. 7.00 7.00 14070. 0.323 0.099 0.00 3296. 7.05 7.05 14235. 0.327 0.050 0.00 331E. 7.06 7.06 14268. 0.328 0.050 0.�0 332�. 7.07 7.07 14302. 0.328 0.051 0.00 3327. 7.08 7.OB 14335. 0.329 0.052 0.00 333�_. 7.09 7.09 14368. 0.330 0.053 �.00 3335. 7.10 7.10 14902. 0.331 0.055 0.00 3339. 7.11 7.11 14435. 0.331 0.056 0.00 3344. 7.12 7.12 14969. 0.332 0.057 0.00 3398. 7.13 7.13 14502. 0.333 0.057 0.00 3352. 7.30 7.30 15C78. 0.346 0.065 0.00 3426. 7.46 7.46 15632. 0.359 0.071 0.00 3�9?. 7.63 7.63 16233. 0.3�3 0.077 0.00 35?2. 7.80 7.80 16847. 0.387 0.081 0.00 3693. 7.97 7.97 17473. 0.401 0.086 0.00 3?2�. 8.14 8.14 18113. 0.416 0.090 0.00 38G3. 8.31 8.31 18767. 0.431 0.094 0.00 38E2. 8.48 8.48 19433. 0.496 0.097 0.00 3961. 8.60 8.60 19912. 0.457 0.100 0.00 401?. 8.70 8.70 20316. 0.466 D.410 0.00 906�. 8.80 8.80 20725. 0.476 0.975 0.00 9112. 8.90 8.90 21138. 0.485 1.710 0.00 4160. 9.00 9.00 21557. 0.495 2.500 0.00 42G8. 9.10 9.1Q 21980. 0.505 2.780 0.00 925?. 9.20 9.20 22408. 0.514 3.040 0.00 43G5. 9.30 9.30 22841. 0.524 3.280 0.00 4354. 9.40 9.40 23279. 0.534 3.500 0.00 44��3. 9.50 9.5C 23722. 0.545 3.700 O.00 4453. 9.60 9.6C 24169. 0.555 3.900 0.00 45C�. 9.70 9.70 29622. 0.565 4.090 0.00 455�. 9.80 9.80 250�0. 0.576 4.260 0.00 46C3. 9.90 9.90 25593. 0.586 4.930 0.00 46�z. 10.00 10.00 260i1. 0.59� 4.600 0.00 4704. 10.10 10.10 26483. 0.608 9.760 0.00 47�5. 10.20 10.20 26961. 0.619 9.910 0.00 4806. 10.30 10.30 27445. 0.630 5.C60 0.00 4�53. 10.40 10.90 27933. 0.641 5.200 0,00 490^, Hyd Inflow Outflow Peak Storacre Target Calc Stage Elev (Cu-Ft) (�c-Ft) _ G. 6� 0. _5 .,.42 �?.^0 8. . 0 �0�2�. ,,.- ,. Page 2 of 3 � 2 0.33 0.12 0.10 8.57 8.57 19805. 0.455 3 0.40 0.09 0.08 7.87 7.87 17111. 0.393 4 0.40 ******* 0.08 7.85 7.85 17018. 0.391 ' 5 0.35 ******* 0.05 7.10 7.10 19398. 0.331 6 0.34 0.05 0.09 6.59 6.54 12593. 0.289 7 0.26 ******* 0.03 5.67 5.67 10055. 0.231 8 0.28 ******* 0.02 4.43 4.43 6995. 0.159 ---------------------------------- P.oute Time Series throuqh Facility Inflow Time Series File:reeddev.tsf Outflow Time Series File:REEDR DOUT Inflow/Outflow Analys��s Peak Inflow Discharge: 0.672 CFS at 6:00 on Jan 9 in Year 8 Feak Outflow Discharge: 0.929 CFS at 10:00 on Jan 9 in Year 8 Peak Reservoir Stage: 8.70 Ft Peak Reservoir E1ev: 8.70 Ft Feak Reservc--r Storace: 2032?. C�-Ft . C.9o? --_-FL F1c�.a D•�r�ti�:: fr�n T-�-r.e S�ri�s Fil�:re��r dout.ts= Cateff Cour.t Frecuency CDF �xceedence rrobability �FS � $ $ 0.002 34826 56.794 56.794 43.206 0.432E+00 0.009 4913 7.197 63.991 36.009 0.360E+00 0.007 2992 4.879 68.870 31.130 0.311E+00 � 0.010 4278 6.977 75.896 24.154 0.242E+00 O.C13 3927 6.404 82.250 17.750 0.177E+00 O.C15 3186 5.196 87.946 12.�54 0.126E+00 O.C18 2915 9.754 92.200 7.800 0.780E-01 0.021 1467 2.392 94.592 5.408 0.541E-01 0.024 1530 2.495 97.087 2.913 0.291E-01 0.026 1341 2.187 99.279 0.726 0.726E-02 0.029 34 O.C55 99.330 0.670 0.670E-02 0.032 10 0.016 99.346 0.654 0.654E-02 0.035 20 0.033 99.379 0.621 0.621E-02 0.037 47 0.077 99.455 0.595 0.545E-02 0.040 36 0.059 99.514 0.986 0.486E-02 ii.043 42 0.068 99.583 0.917 0.417E-02 0.046 49 O.OEO 99.662 0.338 0.338E-02 0.049 30 0.099 99.�11 0.289 0.289E-02 r�.051 28 0.046 99.757 0.243 0.243E-02 0.054 10 0.016 99.773 0.227 0.227E-02 0.057 8 0.013 99.786 0.219 0.214E-02 r�,p60 13 0.021 99.808 0.192 0.192E-02 G.062 9 0.015 99.822 0.178 0.178E-02 G.065 14 0.023 99.845 0.155 0.155E-02 G.068 8 0.013 99.858 0.142 0.142E-02 0.071 6 O.OiO 99.868 0.132 0.132E-02 ��.073 10 0.016 99.884 0.116 0.116E-02 ' ��.076 8 0.013 99.897 0.103 0.103E-02 ��.079 9 0.015 99.912 0.088 0.881E-03 ��.082 13 0.021 99.933 0.067 0.669E-03 � .085 10 0.016 99.949 0.051 0.506E-03 �.087 6 0.010 99.959 0.091 0.908E-03 �.090 8 0.013 99.972 0.028 0.277E-03 �.�93 4 0.007 99.979 0.021 0.212E-03 ."�95 ! 0.00? 99.985 ,.C15 0.1�9?E-G3 ,. �� U.GU9 99.9�3 . .CO? ��.652E-0= Page 3 of 3