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APPROVED_ BLD2022-1323+Storm_Drainage_Report+1.26.2023_12.27.00_AM+3334573STORMWATER SITE PLAN FOR THE ELC FIELD APARTMENTS FOR HOUSING HOPE EDMONDS, WASHINGTON HOUSING HOPE Ccntact Jeff Chandler 3331 Broadway Avenue Everett WA 98201 425-322-3723 jeffchandler@housinghope.org HARMSEN, LLC Ccntact David Harmsen, PE 2822 Colby Avenue, Suite 300 Everett WA 98201 425-252-1884 davidh@harmsenllc.com KIRTLEY COLE Contact James Schwartz 1010 S Mall Way Everett WA 98208 425-609-0446 jschwartz@kirtJ,00 ele.cc SNOHOMISH COUNTY 125 E Main St, Ste 104 Monroe, Washington 98272 tel:360.794.7811 I fax:360.805.9732 .com SEPTEMBER 12, 2022 REVISED JANUARY 13, 2023 a� 1/WAS4r 1;, w.. sir/i W�:=s 4,) IL/ 40 ph Sli1141 NA -I V'� .Z I *'HARMSEN ISLAND COUNTY 840 SE 81h Avenue, Suite 102 Oak Harbor, Washington 98277 tel: 360. 675.5973 1 fax:360.675.7255 SKAGIT COUNTY 603 South First Street Mount Vernon, Washington 98273 tel: 360. 336.9199 1 fax:360.982.2637 www.Harmsenlic.com STORMWATER SITE PLAN JANUARY 13, 2023 ELC FIELD APARTMENTS TABLE OF CONTENTS Table of Contents 1 Project Overview 2 Methodology 2 MR 1 PREPARATION OF STORMWATER SITEPLANS 3 Existing Conditions/Hydrology 3 Soils 3 Existing Basin 4 Upstream Analysis 4 Downstream Analysis 4 MR 2 SWPPP 5 MR 3: WATER POLLUTION SOURCE CONTROL 5 MR 4: PRESERVATION OF NATURE DRAINAGE 5 Developed Conditions/Hydrology 5 MR 5: ON -SITE STORMWATER MANAGEMENT 6 MR 6: RUNOFF TREATMENT 7 MR 7: FLOW CONTROL 8 MR 8: WETLAND PROTECTION 9 MR 9 OPERATIONS AND MAINTENANCE 9 Figures Appendix A — WWHM Data PAGE 1 P:\Work\Projects\2021\21-208 Housing Hope Edmonds\CE\DOC\Housing Hope Stormwater Site Plan Report.doc STORMWATER SITE PLAN JANUARY 13, 2023 ELC FIELD APARTMENTS PAGE 2 PROJECT OVERVIEW This Stormwater Site Plan has been prepared for the proposed Housing Hope project ELC Field Apartments in the City of Edmonds, Washington. The 1.35-ac site is located at 8215 236th St SW (Tax Parcel# 00576700002614), see Figure 1: Vicinity Map. The project consists of constructing four multi -family dwelling units with associated parking and walks. Frontage improvements will be installed along 236th St W consisting of new curb and gutter, a planter strip and sidewalk. The site access will be through two driveway aprons to the west and east with a loop access around the buildings supporting parking. The existing site is vacant with a primary groundcover of lawn. There is an existing storm system along the west this is part of the adjacent church. Runoff flows to 236th Street SE and into the City storm system. The proposed storm system will consist of conveyance, treatment, detention and discharge to the City storm system. METHODOLOGY The drainage design for the project has been prepared based on the requirements of the Edmonds Stormwater Addendum to the 2019 Department of Ecology Manual as adopted by the City of Edmonds. Based on the flow chart and the site parameters, the project is subject to Minimum Requirements 1-9. The project site parameters are: • The project results in greater than 2,000 sf of new impervious. • The project results in 5,000 sf or more of new plus replaced impervious area. • The project is not road related. P:\work\Projects\2021\21-208 Housing Hope Edmonds\CE\DOC\Housing Hope Stormwater Site Plan Report.doc STORMWATER SITE PLAN JANUARY 13, 2023 ELC FIELD APARTMENTS PAGE 3 MR 1: PREPARATION OF STORMWATER SITE PLANS DRAINAGE PLAN DESCRIPTION Site runoff will be collected in catchbasins and conveyed by piping to treatment and detention systems that will direct runoff to the City storm system in 236th St. Roof drains will connect directly to the detention system bypassing treatment. WATER QUALITY MEASURES See Minimum Requirement #3. FLOW CONTROL An underground detention vault under the east parking area will provide for flow control. CONVEYANCE CALCULATIONS Conveyance calculations are provided in the appendix. STORMWATER TREATMENT BMP'S In the constructed condition runoff from the pollution generating impervious surfaces will be conveyed through a Oldcastle Biopod treatment vault before entering the site detention vault. Runoff from the roofs is considered clean and will bypass the treatment vault and deposited directly into the detention vault. See MR 6 for further information. PROTECTION OF WETLANDS There are no wetlands on or near this site. OPERATIONS AND MAINTENANCE An Operations and Maintenance Manual is provided under separate cover. EXISTING CONDITIONS/HYDROLOGY SUMMARY DESCRIPTION The 1.35 ac site is located at 8215 236th St SW. The site is an open grass field with flat topography that generally descends to the south at slopes of 2%. The north portion of the site increases in slope to 7-15% towards the north boundary line. An open ditch line collects flow along the north edge of 236th St. A storm system for the adjacent church runs south along the south half of the west boundary. There are a few scattered trees along the edges of the boundary, however the majority of the site is lawn. SOILS DESCRIPTION A geotechnical report has been prepared by The Riley Group which outlines the site soils and feasibility of runoff infiltration. The site is underlain by 3.5-ft of loose to medium dense fill consisting of silty sands and some gravel. Further underlying the fill material is glacial till that extend to the bottom of the test pits. A PIT was performed in which water introduced to the excavation was monitored for 1 hour with no reduction. Based on this observed infiltration the geotech concludes there is NO infiltration potential. P:\work\Projects\2021\21-208 Housing Hope Edmonds\CE\DOC\Housing Hope Stormwater Site Plan Report.doc STORMWATER SITE PLAN JANUARY 13, 2023 ELC FIELD APARTMENTS PAGE 4 Groundwater was not encountered at the time of the test. It is likely that a perched condition occurs during the wet season. EXISTING BASIN The existing basin is demarked by those areas impacted by the future development. The basin has an area of 1.42 acres and is modelled as Forest C Flat. UPSTREAM ANALYSIS The site is bounded to the north and east by multi -family residential developments, to the west by a church and to the south by 236th St SW. Most of the upstream flows are directed away from the site by the natural grades. Interceptor drains will be used to bypass those areas that flow into the development basin. DOWNSTREAM ANALYSIS The downstream analysis is a mixture of site visit and Edmonds GIS data. Once the storm system joined Highway 99, it was not safe to open structures. Distances given are approximate flow distances from the southwest corner of the project. Runoff from the site generally sheetflows south until intercepted by the ditch along the north edge of 236th St SW. The ditch directs flow west along the south of the church site and enters a 12" pipe system at the east church access. The pipe conveys flow to a catchbasin that in turn, directs the flow south across 236th. Here the flow is routed back to the east and down the center of 236th. The flow is conveyed to Highway 99 (930 ft). The flow then is directed north along the west edge of Highway 99. The pipes are not in the curb line but in the west lane with inlets serving them from the curb. At this point, it was not safe to access the structures. The Edmonds GIS indicates that the stormwater continues north to the south edge of 234th St SW (1,680 ft) where it becomes 18" pipe and continues north. At 2,240 ft, the pipe increases to 24" and crosses Highway 99. The flow is then directed off the right of way and then south all the way back to 236th (3,460 ft). From there the flow is directed east down 236th to 76th Ave W where it is directed north and then through private property east to 74th Ave W where there is a short dogleg south and then through private property to an outlet at Lake Ballinger, approximately 4,900 feet of flow path from the site. Lake Ballinger has 4 listings for water quality Category 5 with Dioxin, PCBs, Bacteria - Fecal Coliform, and Methyl Mercury. The project will be using new materials (meeting current EPA guidelines) and will be provide Enhanced Treatment measures. It is not expected that the project will negatively impact the system. The lake is also listed as Cat 4C for non-native aquatic plants and Cat 4A for Total Phosphorus with a TMDL titled Ballinger Lake Total Phosphorus Total Maximum Daily Load. The document details current planning for control of Phosphorus. The proposed treatment system also provides for Phosphorus control See MR 6. There are no emergency services structures between the site and Lake Ballinger. P:\work\Projects\2021\21-208 Housing Hope Edmonds\CE\DOC\Housing Hope Stormwater Site Plan Report.doc STORMWATER SITE PLAN JANUARY 13, 2023 ELC FIELD APARTMENTS PAGE 5 There is no indication that this storm system would be negatively impacted by the proposed development given the BMPs proposed to mitigate pollutants and the increase in flow rates. MR 2: CONSTRUCTION STORMWATER POLLUTION PREVENTION (SWPP) The site results in more than 1-acre of disturbed area and requires a full Department of Ecology SWPPP. The DOE SWPPP will be provided with the final construction submittal. MR 3: WATER POLLUTION SOURCE CONTROL PERMANENT WATER POLLUTION SOURCE CONTROLS The following source controls apply: • BMP S454 Preventative Maintenance/Good Housekeeping • BMP S457 Inspections • BMP S417 Maintenance of stormwater Drainage and Treatment Systems • BMP S411 Landscaping and Lawn/Vegetation Management • BMP S435 Pesticides and an Integrated Pest Management Program • BMP S450 Irrigation MR 4: PRESERVATION OF NATURAL DRAINAGE The area is heavily developed and there are no natural drainages in the local area. Runoff discharges to 236th Street SW and enters the existing storm system there which is directed east. This will be preserved. See Downstream Analysis section for additional information. There is no indication from site walk of storm water issues in the local area. The descent to the east is significant and no back up of off -site water is expected. The site flows will be managed by a detention vault to attenuate flows. The completed site will not have significant surface flows that would be subject to erosion and the downstream is completely contained. DEVELOPED CONDITIONS/HYDROLOGY SUMMARY DESCRIPTION The 1.35 ac site is proposed for a 4 building multifamily development for low income families being assisted by Housing Hope. The project will have a one way access around the facility with an access point to 236th St SE to the west and east. Parking I s located along the loop. See MR 5 for Low Impact, MR 6 for runoff treatment, and MR 7 for Flow Control. Due to extent of clearing over an acre, the SWPPP will need a DOE Construction Stormwater Permit. No other agency permits are required. P:\Work\Projects\2021\21-208 Housing Hope Edmonds\CE\DOC\Housing Hope Stormwater Site Plan Report.doc STORMWATER SITE PLAN JANUARY 13, 2023 ELC FIELD APARTMENTS PAGE 6 The site has no existing structures. The existing storm drainage along the west will remain. The existing sewer along the west will be used for site service. Basin Breakout Existing (Ac) Proposed (Ac) Bypass (Ac) Forest Flat C 1.42 0.0 0.0 Pasture C 0 0.12 (BMP T5.13) 0.02 (BMP T5.13) Road Mod 0 1.24 (all new impervious) 0.03 (S/W) MR 5: ON -SITE STORMWATER MANAGMENT The site does not discharge into Flow Control Exempt Waters and triggers Minimum Requirements 1-9. The site developer has chosen not to meet Low Impact Development Performance Standard and must address the BMPs of List 2 in order. As the developer is choosing not to meet the LID Performance Standard, the BMPs from List #2 must be addressed in order. NOTE: the geotechnical engineer performed an on -site PIT for infiltration and the result was no infiltration rate. Area Characteristics: (all effective impervious) Existing Impervious: 0 sf New Impervious: 53,650 sf Paving (PGIS): 23,400 sf Sport Court: 2,400sf Concrete Walk/Courtyard 11,700 sf Buildings: 16,150 sf Replaced Impervious 0 sfs New Plus Replaced: 53,650 sf Disturbed Pervious: 8,700 sf Lawn and Landscape: All new and disturbed pervious areas will have BMP T5.13 applied to them. Roof Full Dispersion BMP T5.30: This BMP is infeasible as the 65 to 10 ratio of forested or native vegetation area to impervious area cannot be achieved. There is no native vegetation. P:\work\Projects\2021\21-208 Housing Hope Edmonds\CE\DOC\Housing Hope Stormwater Site Plan Report.doc STORMWATER SITE PLAN JANUARY 13, 2023 ELC FIELD APARTMENTS PAGE 7 Downspout Infiltration BMP T5.10A: This BMP is infeasible as the site does not have outwash or loam soils. The geotechnical PIT resulted in no infiltration rate. Bioretention, Swales, Planter Box BMP T7.30: This BMP is infeasible as the geotechnical engineer has determined the site soils to have less than 0.30 in/hr rate as measured by PIT. Downspout Dispersion System BMP T5.1013: This BMP is infeasible because there is not adequate vegetated flow path. Perforated Stub -out Connections BMP T5.10C: There is not 1 foot of permeable soil from the proposed bottom of stub -out to impermeable layer. The roof runoff will be connected directly into the site detention vault via the downspouts. Other Hard surfaces Full Dispersion BMP T5.30: This BMP is infeasible as the 65 to 10 ratio of forested or native vegetation area to impervious area cannot be achieved. There is no native vegetation. Permeable Pavements BMP T5.15: This BMP is infeasible as the geotechnical engineer has determined the site soils to have less than 0.30 in/hr rate as measured by PIT. Bioretention, Swales, Planter Box BMP T7.30: This BMP is infeasible as the geotechnical engineer has determined the site soils to have less than 0.30 in/hr rate as measured by PIT. Sheetflow Dispersion or Concentrated Flow Dispersion BMP T5.12 or T5.11: This BMP is infeasible because there is not adequate vegetated flow path. The runoff will be collected by catch basin and conveyed to the on -site detention vault. MR 6: RUNOFF TREATMENT With more than 5,000 sf of pollution generating impervious surface the site requires runoff treatment. Per Figure 2.1 — Treatment Facility Selection Flow Chart, the site requires the following measures: Oil Control: The site does not meet the threshold of 100 vehicles per day/1,000 sf of building area. P:\work\Projects\2021\21-208 Housing Hope Edmonds\CE\DOC\Housing Hope Stormwater Site Plan Report.doc STORMWATER SITE PLAN JANUARY 13, 2023 ELC FIELD APARTMENTS PAGE 8 Infiltration for Treatment: The site does not have soils conducive to infiltration. A PIT was performed with no infiltration. Phosphorous Control: We have reviewed the 303d listing and Lake Ballinger has a Cat 4A listing for phosphorous. Enhanced Treatment: Enhanced treatment is required when a commercial site discharges directly to fresh waters or conveyance systems tributary to fresh waters designated for aquatic life use or that have an existing aquatic life use. Lake Ballinger lies downstream of the site. Therefore enhanced treatment will be provided. The proposed treatment system will be a Biopod from Old Castle Infrastructure. This system has GULD from the Department of Ecology for Enhanced treatment as well as Phosphorous treatment. Note: roof drains will bypass the treatment system and directly connect to the infiltration system. An underground Biopod system can accept flow from a storm system and due to its bypass system, is allowed to use off line design rates. North Treatment Basin: 0.36 ac Pavement 0.09 ac Lawn 0.0317 cfs treatment flow (off-line) Treatment System: 4x6 system (BPU-461B) Treatment System Flow: 0.057 cfs South Treatment Basin: 0.33 ac Pavement 0.01 ac Lawn 0.0296 cfs treatment flow (off-line) Treatment System: 4x6 system (BPU-461B) Treatment System Flow: 0.057 cfs See attached WWHM2012 screen shots for sizing calculations. MR 7: FLOW CONTROL The site will require Flow Control. Given the nature of the development, and underground vault in conjunction with a flow control structure will be used to provide the required Flow Control. Detention Vault The WWHM Data for the basins and vault parameters is provided in the Appendix. The frontage improvements cannot be collected and detained, so they are included as a bypass in the sizing of the system. P:\work\Projects\2021\21-208 Housing Hope Edmonds\CE\DOC\Housing Hope Stormwater Site Plan Report.doc STORMWATER SITE PLAN JANUARY 13, 2023 ELC FIELD APARTMENTS PAGE 9 The calculations indicate the need for a 20 ft by 232 ft by 6 ft (live) detention system. The system will be located to the east of the development under the access and parking. It will discharge through a flow control manhole to the existing storm system in 236t" St SW. The expected flow rates are as follows: Existing Site Flow 2-Year 0.02 cfs 10-Year 0.05 cfs 50-Year 0.06 cfs 100-Year 0.07 cfs MR 8: WETLANDS PROTECTION There are no wetlands on the site. MR 9: OPERATION AND MAINTENANCE Proposed Site Flow 0.02 cfs 0.03 cfs 0.06 cfs 0.07 cfs An Operations and Maintenance Manual is provided under separate cover. P:\Work\Projects\2021\21-208 Housing Hope Edmonds\CE\DOC\Housing Hope Stormwater Site Plan Report.doc FIGURES FIGURE 1 - VICINITY MAP SCALE: 1" = 2000' SD7- SD EXISTING BASIN (1.42 AO s� SDI- Sp SDSD 236TH STREET SW - P P FIGURE 2 - EXISTING CONDITIONS SCALE: 1" = 50' DEVELOPED BASIN (1.37 AQ INTERCEPTOR - DRAIN SDCB,TYPE I TYPICAL 12" CPEP STORM TYPICAL L_ SD� - SD ems% BYPASS BASIN (0.50 AQ GUNNEL I I U EXISTING STORM DRAINAGE FIGURE 3 - DEVELOPED CONDITIONS SCALE: 1" = 50' SDCB,TYPE I TYPICAL BIOPOD TREATMENT DETENTION VAULT 20' WIDE x 220' LONG x 7' DEEP BIOPOD TREATMENT FLOW CONTROL MANHOLE SD� =- City of Edmonds Map Title , w 80TH FLW D�, O LF59 23� `Y"--.d i51z PD16�0Q r23201 lOp�b or80 O PD6-87 OC 23211 Legend Storm Catch Basins ■ Edmonds Private _ 82ND PL .2 23� O2n ti 4i q, PD1 8 23 I 6 7 O O p ,' :: N ti 2 2 o SW �- II o �+ r o■ m m m W W_ W W 23228' '2Z37. P3 _ o . r PD3, r.i16$4 f1 ■■ Infiltrati • • 23308 = �;: a r _ O O z3� + _ O • O D 2 ie l 23 200 0 i on Storm Manholes p Edmonds'D' EsPtI E 2331 232— 23400 232d � Q s' I23313 23309 I Private 23321 s i n� 16 23314 � D16-64 IN 23® 23 I 8 Infiltration • o 329 7 T® P D76�r5 F R l 2 I z: Detention Facilities INN 29 Culvert - PD16-2 H S S pal- i <all other values> ' � m �r � Dp 0 8230A■ 1p O O O 2340, . Ilk 23406� 23gp . 3 ■ ^ 340� • Yes Facility Feature ■ _O 0 I -0 D16-5 ♦ 3412 23411 2341� m ntCreeks 2 10, �� wPD1 - m � DOWNSTREAM 23422 PATH ` Storm Line <all other values> 0 0 "' o o m m 00 m m m m m ® m -A -- -+ 997 234 2 34229 ��� — No, BNSF; No, COUNTY; No, LYNI MOUNTLAKE TERRACE; No, POF -■ ' 23506- 6 n� �`n m u m o ■ 2350 2 �h 77 SHORELINE; No, STATE; No, WO, Yes, EDMONDS; Yes, PRIVATE; 1 861 23� ■ �� � SITE PD16-81 Q ,,, 235081 23514 3 , 1 CONTINUES EAST 7725 WITH ULTIMATE 3530 ��a�`° Facility Lines storm Ditch 235� 1215 O i a r 235 DISCHARGE TO LAKE BALLINGER ^ �1 ice— - Sections Boundary i■ L 23525 PD16-13 PDI ;1 ^� a • 0 23526, ^ IL I I - Sections m m tip' T I_ Edmonds Boundary O— O O ■ ArcSDE.G15.PRO PERTY_BUILDIN@ ArcSDE.GIS.STREET_CENTERLINE: �� 23605 m m m W■ m O ■� Z ° 77= 360� 2 36 li all other values> Interstate 2361� 23615 23601 23603—' 11 260 231 Principal Arterial p 04 236 8608 36� �23:1 ■ 23605 23607 23619 O A635 3 1� oe ^ . ?264 36 e6 362 1 I Minor Arterial; Collector Local Street; On Ramp 23625 3 I a • � �o0 6425 23706 O - 9 PD1IP-72 21609 f 23637 �(• CT� 1 � ""�� 23709 2371� 7 2 I • O 23 moo;: 23 oa �f, o State Highways < all other values> O 23639 D^ (I 'I -- - 23711 371� . 1, - 0 ■ , z 8 23720 PD 6-23 0 O * PD16-21 0 O 1713 O � 23 23 7909 �A 23 PDo6-56 � 1I 2'-, 2 PD115*5 h " PD16!61 n PD16-22 PD16-48 ♦ 0 O EPD16-16 �16-50 PD16-51 ' ��� *L 2370� 2 2 23� r.,��.,*., n r tom.., ♦ m - 23& 2377 1: 3,031 ° T ISPD.16-17 D L 1 O 3tiII 23oGy O 802.E 8 23604 54 03 N L�0 Notes O Jr O o � r� � 505.2 0 252.60 505.2 Feet 1 I This map is a user generated static output from an Internet mapping WGS_1984_Web-Mercator _Auxiliary_Sphere site and is for reference only. Data layers that appear on -- - --- �- --- --�- - ----- -- --�-- this map may -- -- -� - © City of Edmonds THIS MAP IS NOT TO BE USED FOR DESIGN OR CONSTRUCTION FIGURE 4: DOWNSTREAM PATH APPENDIX A WW H M DATA NORTH TREATMENT BASIN AND FLOWS 4 North Treatment Mitigated Subbasin Name: North Treatment i- Designate as Bypass for POC: Surface Interflow Groundwater Flows To Area in Basin r Show Only Selected Available Pervious Acres Available Impervious Acres F-A/B, Forest, Flat © r ROADS/FLAT JIL36 r A/B, Forest Mod © r ROADS/MOD 0 F-A/B,Forest, Steep r ROAOS/STEEP 0 r A/B, Pasture, Flat 0� r ROOF TOPSIFLAT 0� F- AM, Pasture, Mod 0 r DRIVEWAYS/FLAT 0 F- A/B, Pasture, Steep 0 r DRIVEWAYS/MOD 0 F- A/B, Lawn, Flat 0� r DRIVEWAYS/STEEP 0 F-A/B, Lawn, Mod © r SIDEWALKS/FLAT 0 F-A/B, Lawn, Steep © i- SIDEWALKSIMOD 0 r C, Forest, Flat p� I- SIDEWALKS/STEEP 0 W C, Forest, Mod 0 r PARKING/FLAT 0 F- C, Forest, Steep 0� F- PARKINGIMOD 0 W C, Pasture, Flat 0 I- PARKING/STEEP 0 I- C, Pasture, Mod 0 I- POND 0 F- C, Pasture, Steep © i- Porous Pavement 0 F- C, Lawn, Flat 0 Fv C, Lawn, Mod r C, Lawn, Steep. F- SAT, Forest, Flat 0 F-SAT, Forest, Mod 0 F- SAT, Forest, Steep 0 Pervious Total 0.09 Acres Impervious Total 0.36 Acres Basin Total 0.45 Acres Precipitation Gage 2 - SILVER L I Everett Auto Anign Gages Deselect Zero Select By: [- GO NORTH TREATMENT BASIN Analysis F71 Water Quality Run........ Analysis On -Line BMP Off -Line BMP 24 hour Volume (ac-ft) Q0381 Standard Flow Rate (cfs) 0.0560 Standard Flow Rate (cfs) 0.0317 'beam Protection Duration I ID Duration I Flow Frequency Water Quality I Hydmgraph .. �HBnd Input Volumes I LID Report I Recharge Duration I Recharge Predeveloped Recharge Mitigated Analyze datasets Compact WDM I Delete Selected I r Monthly FF 1 PUYALLUP DAILY EVAP W/JENSEN-HATS 2 Everett 501 POC 1 Predevelo ed flow 901 COPY Mitigated 1000Vault 1 ALL OUTLETS Mitigated 1001 Vault 1 STAGE Mitigated All Datasets I Flow I Stage I Precip Evap POC 1 Flood Frequency Method NORTH WATER QUALITY FLOW RATE SOUTH TREATMENT BASIN AND FLOWS 3 South Treatment Mitigated Subbasin Name:SouthTreatment - I Designate as Bypass for POC. Surface Interflow Groundwater Flows To I Area in Basin Available Pervious Acres r A/B, Forest, Flat 0 r A/B, Forest, Mod f- A/B, Forest, Steep 0 I- A/B, Pasture, Flat 0 I- A/B, Pasture, Mod r A/B, Pasture, Steep (- A/B, Lawn, Flal 0 F AJB, Lawn, Mod 0� F- A/B, Lawn, Steep 0 r C, Forest, Flat 0 C, Forest, Mod 0 r- 0 r C, Pasture, Flat 0 f- C, Pastue, Mod 0 I- C, Pasture, Steep I- C, Lawn, Flat r C, Lawn, Mod .Ol I- C, Lawn, Steep 0 I- SAT, Forest, Flat (- SAT, Forest, Mod 0 r SAT, Forest, Sleep 0 Pervious Total 0.01 Acres Impervious Total 0.33 Acres Basin Total 0.34 Acres SOUTH TREATMENT BASIN r- Show Only Selected Available Impervious Acres r ROADS/FLAT 33 ry ROADS/MOD p� r ROADS/STEEP 0 r ROOFTOPS/FLAT D� f DRIVEWAYS/FLAT 0� r DRIVEWAYS/MOD p� r DRIVEWAYS/STEEP 0� r SIDEWALKS/FLAT 0 r SIDEWALKS/MOD p� r SIDEWALKS/STEEP 0 r PARKING/FLAT 0 r PARKING/MOD 0� r PARKING/STEEP 0 r POND p� r Porous Pavement 0 ga Analysis Water Quality Run On -Line BMP Off -Line BMP Analysis 24 hour Volume (ac-ft) Q0334 Standard Flow Rate (cfs) 0.0522 Standard Flow Rate (cfs) 0.0296 Stream Protection Duration I LID Duration I Flow Frequency Water Quality I Hydrograph Wetland Input Volumes I LID Report I_Recharge Duration I Recharge Predeveloped Recharge Mitigated Analyze datasels Compact WDM Delete Selected I r Monthly FF �] 1 F'I_F(.4LLLIF' DAIL,E'✓AP W/JENSEN-HATS 2 Everett 501 PO 1 Predevelo -ad flow 'r - 901 COPY Mitigated 1000 Vault 1 ALL OUTLETS Mitigated 1001 Vault 1 STAGE Mitigated All Datasets Flow=a.uqe F'r-ip Ev.ap F'u1-1 Flood Frequency Method SOUTH WATER QUALITY FLOW RATE WWHM2012 PROJECT REPORT Project Name: HOUSING HOPE Site Name: Site Address: City Report Date: 1/13/2023 MGS Regoin Puget East Data Start 1901/10/1 Data End : 2058/09/30 DOT Data Number: 03 Version Date: 2021/08/18 Version : 4.2.18 Low Flow Threshold for POC 1 : 50 Percent of the 2 Year High Flow Threshold for POC 1: 50 year PREDEVELOPED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use C, Forest, Flat Pervious Total Impervious Land Use Impervious Total Basin Total Element Flows To: Surface MITIGATED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use C, Pasture, Mod Pervious Total Impervious Land Use ROADS FLAT ROOF TOPS FLAT SIDEWALKS FLAT Impervious Total Basin Total Element Flows To: Surface Vault 1 acre 1.42 1.42 acre 0 1.42 Interflow acre .14 0.14 acre 0.54 0.37 0.32 1.23 1.37 Interflow Vault 1 Groundwater Groundwater Name : Basin 2 Bypass: Yes GroundWater: No Pervious Land Use acre C, Pasture, Flat .02 Pervious Total 0.02 Impervious Land Use acre SIDEWALKS FLAT 0.03 Impervious Total 0.03 Basin Total 0.05 Element Flows To: Surface Interflow Groundwater Name Vault 1 Width 20 ft. Length 232 ft. Depth: 7 ft. Discharge Structure Riser Height: 6 ft. Riser Diameter: 12 in. Orifice 1 Diameter: 0.45 in. Elevation: 0 ft. Orifice 2 Diameter: 0.85 in. Elevation: 4.6 ft. Orifice 3 Diameter: 1 in. Elevation: 5.4 ft. Element Flows To: Outlet 1 Outlet 2 Vault Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.106 0.000 0.000 0.000 0.0778 0.106 0.008 0.001 0.000 0.1556 0.106 0.016 0.002 0.000 0.2333 0.106 0.024 0.002 0.000 0.3111 0.106 0.033 0.003 0.000 0.3889 0.106 0.041 0.003 0.000 0.4667 0.106 0.049 0.003 0.000 0.5444 0.106 0.058 0.004 0.000 0.6222 0.106 0.066 0.004 0.000 0.7000 0.106 0.074 0.004 0.000 0.7778 0.106 0.082 0.004 0.000 0.8556 0.106 0.091 0.005 0.000 0.9333 0.106 0.099 0.005 0.000 1.0111 0.106 0.107 0.005 0.000 1.0889 0.106 0.116 0.005 0.000 1.1667 0.106 0.124 0.005 0.000 1.2444 0.106 0.132 0.006 0.000 1.3222 0.106 0.140 0.006 0.000 1.4000 0.106 0.149 0.006 0.000 1.4778 0.106 0.157 0.006 0.000 1.5556 0.106 0.165 0.006 0.000 1.6333 0.106 0.174 0.007 0.000 1.7111 0.106 0.182 0.007 0.000 1.7889 0.106 0.190 0.007 0.000 1.8667 0.106 0.198 0.007 0.000 1.9444 0.106 0.207 0.007 0.000 2.0222 0.106 0.215 0.007 0.000 2.1000 0.106 0.223 0.008 0.000 2.1778 0.106 0.232 0.008 0.000 2.2556 0.106 0.240 0.008 0.000 2.3333 0.106 0.248 0.008 0.000 2.4111 0.106 0.256 0.008 0.000 2.4889 0.106 0.265 0.008 0.000 2.5667 0.106 0.273 0.008 0.000 2.6444 0.106 0.281 0.008 0.000 2.7222 0.106 0.290 0.009 0.000 2.8000 0.106 0.298 0.009 0.000 2.8778 0.106 0.306 0.009 0.000 2.9556 0.106 0.314 0.009 0.000 3.0333 0.106 0.323 0.009 0.000 3.1111 0.106 0.331 0.009 0.000 3.1889 0.106 0.339 0.009 0.000 3.2667 0.106 0.348 0.009 0.000 3.3444 0.106 0.356 0.010 0.000 3.4222 0.106 0.364 0.010 0.000 3.5000 0.106 0.372 0.010 0.000 3.5778 0.106 0.381 0.010 0.000 3.6556 0.106 0.389 0.010 0.000 3.7333 0.106 0.397 0.010 0.000 3.8111 0.106 0.406 0.010 0.000 3.8889 0.106 0.414 0.010 0.000 3.9667 0.106 0.422 0.010 0.000 4.0444 0.106 0.430 0.011 0.000 4.1222 0.106 0.439 0.011 0.000 4.2000 0.106 0.447 0.011 0.000 4.2778 0.106 0.455 0.011 0.000 4.3556 0.106 0.464 0.011 0.000 4.4333 0.106 0.472 0.011 0.000 4.5111 0.106 0.480 0.011 0.000 4.5889 0.106 0.488 0.011 0.000 4.6667 0.106 0.497 0.016 0.000 4.7444 0.106 0.505 0.019 0.000 4.8222 0.106 0.513 0.021 0.000 4.9000 0.106 0.521 0.022 0.000 4.9778 0.106 0.530 0.024 0.000 5.0556 0.106 0.538 0.025 0.000 5.1333 0.106 0.546 0.026 0.000 5.2111 0.106 0.555 0.027 0.000 5.2889 0.106 0.563 0.028 0.000 5.3667 0.106 0.571 0.029 0.000 5.4444 0.106 0.579 0.036 0.000 5.5222 0.106 0.588 0.041 0.000 5.6000 0.106 0.596 0.044 0.000 5.6778 0.106 0.604 0.047 0.000 5.7556 0.106 0.613 0.050 0.000 5.8333 0.106 0.621 0.052 0.000 5.9111 0.106 0.629 0.055 0.000 5.9889 0.106 0.637 0.057 0.000 6.0667 0.106 0.646 0.241 0.000 6.1444 0.106 0.654 0.634 0.000 6.2222 0.106 0.662 1.109 0.000 6.3000 0.106 0.671 1.574 0.000 6.3778 0.106 0.679 1.946 0.000 6.4556 0.106 0.687 2.182 0.000 6.5333 0.106 0.695 2.370 0.000 6.6111 0.106 0.704 2.534 0.000 6.6889 0.106 0.712 2.687 0.000 6.7667 0.106 0.720 2.832 0.000 6.8444 0.106 0.729 2.970 0.000 6.9222 0.106 0.737 3.102 0.000 7.0000 0.106 0.745 3.228 0.000 7.0778 0.106 0.753 3.350 0.000 7.1556 0.000 0.000 3.467 0.000 ANALYSIS RESULTS Stream Protection Duration Predeveloped Landuse Totals for POC ##1 Total Pervious Area:1.42 Total Impervious Area:O Mitigated Landuse Totals for POC ##1 Total Pervious Area:0.16 Total Impervious Area:1.26 Flow Frequency Return Periods for Predeveloped. POC ##1 Return Period Flow(cfs) 2 year 0.023641 5 year 0.038847 10 year 0.047417 25 year 0.056319 50 year 0.061686 100 year 0.066139 Flow Frequency Return Periods for Mitigated. POC ##1 Return Period Flow(cfs) 2 year 0.016355 5 year 0.02514 10 year 0.033156 25 year 0.046435 50 year 0.059103 100 year 0.074626 Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC ##1 Year Predeveloped Mitigated 1902 0.033 0.014 1903 0.011 0.014 1904 0.024 0.018 1905 0.013 0.016 1906 0.005 0.012 1907 0.037 0.017 1908 0.024 0.014 1909 0.025 0.014 1910 0.041 0.017 1911 0.021 0.014 1912 0.085 0.024 1913 0.035 0.022 1914 0.008 0.023 1915 0.012 0.014 1916 0.019 0.015 1917 0.009 0.012 1918 0.023 0.029 1919 0.017 0.012 1920 0.022 0.015 1921 0.022 0.016 1922 0.025 0.016 1923 0.020 0.016 1924 0.011 0.012 1925 0.011 0.012 1926 0.019 0.014 1927 0.026 0.012 1928 0.017 0.016 1929 0.040 0.019 1930 0.022 0.017 1931 0.022 0.014 1932 0.016 0.013 1933 0.018 0.016 1934 0.054 0.068 1935 0.019 0.017 1936 0.031 0.015 1937 0.026 0.017 1938 0.025 0.015 1939 0.001 0.015 1940 0.020 0.017 1941 0.020 0.014 1942 0.031 0.046 1943 0.010 0.016 1944 0.028 0.024 1945 0.022 0.015 1946 0.020 0.014 1947 0.014 0.011 1948 0.049 0.016 1949 0.040 0.024 1950 0.021 0.014 1951 0.025 0.015 1952 0.078 0.024 1953 0.062 0.054 1954 0.018 0.014 1955 0.016 0.013 1956 0.010 0.012 1957 0.027 0.016 1958 0.067 0.164 1959 0.039 0.057 1960 0.013 0.014 1961 0.040 0.048 1962 0.021 0.015 1963 0.009 0.011 1964 0.015 0.018 1965 0.048 0.050 1966 0.008 0.011 1967 0.018 0.014 1968 0.025 0.015 1969 0.017 0.015 1970 0.027 0.015 1971 0.051 0.030 1972 0.033 0.028 1973 0.037 0.024 1974 0.023 0.018 1975 0.055 0.058 1976 0.024 0.018 1977 0.014 0.012 1978 0.046 0.052 1979 0.012 0.013 1980 0.023 0.016 1981 0.023 0.015 1982 0.016 0.012 1983 0.038 0.019 1984 0.010 0.016 1985 0.022 0.014 1986 0.018 0.014 1987 0.038 0.029 1988 0.028 0.020 1989 0.022 0.012 1990 0.029 0.013 1991 0.022 0.015 1992 0.033 0.030 1993 0.028 0.016 1994 0.048 0.016 1995 0.011 0.013 1996 0.055 0.055 1997 0.025 0.015 1998 0.023 0.016 1999 0.000 0.011 2000 0.017 0.017 2001 0.012 0.012 2002 0.039 0.021 2003 0.025 0.016 2004 0.027 0.016 2005 0.036 0.018 2006 0.016 0.015 2007 0.018 0.015 2008 0.024 0.014 2009 0.015 0.014 2010 0.012 0.015 2011 0.015 0.013 2012 0.020 0.016 2013 0.018 0.012 2014 0.012 0.012 2015 0.043 0.018 2016 0.006 0.012 2017 0.040 0.021 2018 0.073 0.075 2019 0.076 0.056 2020 0.023 0.017 2021 0.032 0.027 2022 0.011 0.015 2023 0.026 0.016 2024 0.094 0.024 2025 0.020 0.013 2026 0.037 0.018 2027 0.015 0.015 2028 0.008 0.010 2029 0.026 0.023 2030 0.053 0.019 2031 0.014 0.011 2032 0.011 0.011 2033 0.012 0.010 2034 0.014 0.012 2035 0.058 0.056 2036 0.030 0.016 2037 0.005 0.014 2038 0.032 0.015 2039 0.002 0.017 2040 0.011 0.013 2041 0.016 0.013 2042 0.061 0.042 2043 0.026 0.024 2044 0.037 0.023 2045 0.022 0.015 2046 0.027 0.046 2047 0.017 0.015 2048 0.023 0.013 2049 0.022 0.016 2050 0.014 0.013 2051 0.024 0.020 2052 0.014 0.014 2053 0.023 0.048 2054 0.036 0.017 2055 0.009 0.013 2056 0.009 0.014 2057 0.015 0.014 2058 0.018 0.015 Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0936 0.1641 2 0.0847 0.0751 3 0.0785 0.0675 4 0.0756 0.0579 5 0.0732 0.0573 6 0.0666 0.0565 7 0.0620 0.0563 8 0.0608 0.0547 9 0.0581 0.0536 10 0.0554 0.0520 11 0.0547 0.0499 12 0.0538 0.0481 13 0.0529 0.0475 14 0.0511 0.0463 15 0.0489 0.0460 16 0.0483 0.0416 17 0.0481 0.0303 18 0.0460 0.0300 19 0.0429 0.0293 20 0.0412 0.0287 21 0.0402 0.0280 22 0.0401 0.0268 23 0.0400 0.0245 24 0.0400 0.0244 25 0.0392 0.0241 26 0.0390 0.0241 27 0.0384 0.0240 28 0.0383 0.0237 29 0.0374 0.0236 30 0.0371 0.0234 31 0.0366 0.0231 32 0.0366 0.0231 33 0.0363 0.0224 34 0.0356 0.0209 35 0.0353 0.0206 36 0.0332 0.0205 37 0.0329 0.0203 38 0.0325 0.0188 39 0.0323 0.0186 40 0.0316 0.0185 41 0.0310 0.0184 42 0.0308 0.0184 43 0.0298 0.0183 44 0.0286 0.0181 45 0.0284 0.0180 46 0.0281 0.0180 47 0.0276 0.0179 48 0.0273 0.0174 49 0.0272 0.0173 50 0.0271 0.0172 51 0.0265 0.0170 52 0.0261 0.0168 53 0.0259 0.0167 54 0.0259 0.0167 55 0.0259 0.0167 56 0.0256 0.0166 57 0.0255 0.0166 58 0.0253 0.0164 59 0.0253 0.0163 60 0.0253 0.0163 61 0.0251 0.0163 62 0.0248 0.0163 63 0.0246 0.0162 64 0.0243 0.0161 65 0.0242 0.0161 66 0.0241 0.0160 67 0.0237 0.0159 68 0.0235 0.0159 69 0.0234 0.0159 70 0.0234 0.0158 71 0.0233 0.0158 72 0.0231 0.0157 73 0.0230 0.0157 74 0.0229 0.0157 75 0.0228 0.0157 76 0.0227 0.0156 77 0.0225 0.0155 78 0.0224 0.0155 79 0.0223 0.0154 80 0.0221 0.0154 81 0.0221 0.0154 82 0.0220 0.0153 83 0.0219 0.0153 84 0.0219 0.0153 85 0.0219 0.0152 86 0.0216 0.0151 87 0.0211 0.0150 88 0.0211 0.0150 89 0.0205 0.0149 90 0.0205 0.0148 91 0.0203 0.0147 92 0.0203 0.0147 93 0.0202 0.0147 94 0.0199 0.0147 95 0.0196 0.0147 96 0.0194 0.0146 97 0.0194 0.0146 98 0.0187 0.0146 99 0.0184 0.0146 100 0.0184 0.0145 101 0.0183 0.0145 102 0.0182 0.0144 103 0.0181 0.0144 104 0.0179 0.0144 105 0.0179 0.0143 106 0.0173 0.0143 107 0.0172 0.0143 108 0.0170 0.0143 109 0.0169 0.0142 110 0.0166 0.0142 111 0.0161 0.0141 112 0.0160 0.0140 113 0.0157 0.0140 114 0.0156 0.0140 115 0.0156 0.0140 116 0.0155 0.0138 117 0.0151 0.0137 118 0.0149 0.0136 119 0.0148 0.0136 120 0.0147 0.0136 121 0.0145 0.0136 122 0.0142 0.0135 123 0.0141 0.0135 124 0.0140 0.0132 125 0.0137 0.0132 126 0.0137 0.0132 127 0.0135 0.0131 128 0.0128 0.0131 129 0.0122 0.0131 130 0.0122 0.0131 131 0.0121 0.0130 132 0.0117 0.0129 133 0.0116 0.0129 134 0.0116 0.0126 135 0.0114 0.0125 136 0.0113 0.0123 137 0.0110 0.0122 138 0.0107 0.0121 139 0.0107 0.0121 140 0.0106 0.0120 141 0.0105 0.0119 142 0.0102 0.0118 143 0.0098 0.0118 144 0.0098 0.0117 145 0.0092 0.0116 146 0.0091 0.0116 147 0.0090 0.0115 148 0.0090 0.0115 149 0.0085 0.0115 150 0.0082 0.0114 151 0.0076 0.0112 152 0.0065 0.0111 153 0.0050 0.0110 154 0.0049 0.0106 155 0.0020 0.0106 156 0.0012 0.0103 157 0.0003 0.0097 Stream Protection Duration POC #1 The Facility PASSED The Facility Flow(cfs) Predev Mit Percentage Pass/Fail 0.0118 13430 11466 85 Pass 0.0123 12242 8087 66 Pass 0.0128 11190 6660 59 Pass 0.0133 10213 5802 56 Pass 0.0138 9364 5266 56 Pass 0.0143 8629 4872 56 Pass 0.0148 7937 4569 57 Pass 0.0153 7345 4382 59 Pass 0.0159 6786 4209 62 Pass 0.0164 6278 4065 64 Pass 0.0169 5804 3932 67 Pass 0.0174 5344 3787 70 Pass 0.0179 4934 3631 73 Pass 0.0184 4564 3470 76 Pass 0.0189 4218 3313 78 Pass 0.0194 3900 3179 81 Pass 0.0199 3626 3042 83 Pass 0.0204 3351 2876 85 Pass 0.0209 3119 2724 87 Pass 0.0214 2898 2583 89 Pass 0.0219 2697 2437 90 Pass 0.0224 2534 2285 90 Pass 0.0229 2375 2150 90 Pass 0.0234 2224 2030 91 Pass 0.0239 2085 1910 91 Pass 0.0244 1956 1797 91 Pass 0.0249 1847 1691 91 Pass 0.0254 1738 1579 90 Pass 0.0259 1634 1478 90 Pass 0.0264 1552 1368 88 Pass 0.0269 1466 1266 86 Pass 0.0274 1390 1180 84 Pass 0.0279 1324 1084 81 Pass 0.0284 1243 989 79 Pass 0.0289 1183 917 77 Pass 0.0294 1119 840 75 Pass 0.0300 1053 769 73 Pass 0.0305 1011 711 70 Pass 0.0310 950 671 70 Pass 0.0315 921 649 70 Pass 0.0320 878 624 71 Pass 0.0325 842 602 71 Pass 0.0330 814 581 71 Pass 0.0335 787 565 71 Pass 0.0340 761 557 73 Pass 0.0345 737 532 72 Pass 0.0350 710 525 73 Pass 0.0355 680 514 75 Pass 0.0360 653 509 77 Pass 0.0365 625 494 79 Pass 0.0370 591 476 80 Pass 0.0375 560 463 82 Pass 0.0380 534 448 83 Pass 0.0385 509 436 85 Pass 0.0390 488 421 86 Pass 0.0395 469 411 87 Pass 0.0400 446 397 89 Pass 0.0405 435 381 87 Pass 0.0410 416 369 88 Pass 0.0415 400 348 87 Pass 0.0420 380 334 87 Pass 0.0425 364 324 89 Pass 0.0430 348 309 88 Pass 0.0436 333 298 89 Pass 0.0441 315 284 90 Pass 0.0446 302 271 89 Pass 0.0451 283 259 91 Pass 0.0456 275 247 89 Pass 0.0461 258 232 89 Pass 0.0466 248 218 87 Pass 0.0471 236 208 88 Pass 0.0476 225 196 87 Pass 0.0481 212 185 87 Pass 0.0486 201 174 86 Pass 0.0491 187 162 86 Pass 0.0496 178 154 86 Pass 0.0501 170 141 82 Pass 0.0506 157 133 84 Pass 0.0511 146 124 84 Pass 0.0516 131 118 90 Pass 0.0521 121 105 86 Pass 0.0526 114 95 83 Pass 0.0531 101 91 90 Pass 0.0536 91 79 86 Pass 0.0541 87 75 86 Pass 0.0546 81 64 79 Pass 0.0551 73 55 75 Pass 0.0556 72 46 63 Pass 0.0561 65 41 63 Pass 0.0566 59 36 61 Pass 0.0572 58 32 55 Pass 0.0577 52 27 51 Pass 0.0582 44 22 50 Pass 0.0587 41 20 48 Pass 0.0592 37 17 45 Pass 0.0597 33 13 39 Pass 0.0602 31 11 35 Pass 0.0607 29 11 37 Pass 0.0612 27 10 37 Pass 0.0617 24 10 41 Pass 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20a 20b BARREL ENTR ENTR EXIT OUTLET INLET APPR BEND JUNC OUTLET INLET BARREL BARREL VEL TW FRIC HGL HEAD HEAD CNTRL CNTRL VEL HEAD HEAD CNTRL HW Q LEN PIPE n ELEV ELEV AREA VEL HEAD ELEV LOSS ELEV LOSS LOSS ELEV ELEV HEAD LOSS LOSS ELEV ELEV Storm (CFS) (FT) SIZE VALUE (FT) (FT) (SQ FT) (FPS) (FT) (FT) (FT) (FT) (FT) (FT) (FT) (FT) (FT) (FT) (FT) (FT) (FT) Rim El. Biopod 1 to 1 0.40 13 12 0.012 454.92 454.98 0.79 0.51 0.00 456.28 0.00 456.28 0.00 0.00 456.29 455.63 0.00 0.03 0.05 456.29 456.37 458.59 OK 1 to 2 0.17 164 12 0.012 454.98 455.80 0.79 0.22 0.00 456.37 0.00 456.37 0.00 0.00 456.37 456.45 0.00 0.03 0.00 456.45 456.48 458.42 OK 2 ri 3 I 0.14 83 12 0.012 455.80 456.21 0.79 0.18 0.00 456.48 0.00 456.48 0.00 0.00 456.48 456.86 0.00 0.00 0.00 456.86 456.86 458.71 OK Biopod 1 to 10 0.40 13 12 0.012 454.92 455.57 0.79 0.51 0.00 456.28 0.00 456.28 0.00 0.00 456.29 456.22 0.00 0.03 0.05 456.29 456.37 460.25 OK to 11 0.19 80 12 0.012 455.57 455.97 0.79 0.24 0.00 456.37 0.00 456.37 0.00 0.00 456.37 456.62 0.00 0.00 0.00 456.62 456.62 458.82 OK I10 11 to 12 I 0.08 79 12 0.012 455.97 456.37 0.79 0.10 0.00 456.62 0.00 456.62 0.00 0.00 456.62 457.02 0.00 0.00 0.00 457.02 457.02 458.87 OK Biopod 2 to 4 0.44 7 12 0.012 455.03 455.06 0.79 0.56 0.00 456.28 0.00 456.28 0.00 0.00 456.29 455.71 0.00 0.02 0.00 456.29 456.30 458.92 OK 4 to 5 0.36 30 12 0.012 455.06 455.21 0.79 0.46 0.00 456.30 0.00 456.31 0.00 0.00 456.31 455.86 0.00 0.02 0.00 456.31 456.33 459.97 OK 15 to 6 I 0.36 77 12 0.012 455.21 455.59 0.79 0.46 0.00 456.33 0.01 456.34 0.00 0.00 456.34 456.24 0.00 0.00 0.00 456.34 456.34 458.85 OK 6 to 7 0.24 56 12 0.012 455.59 455.87 0.79 0.31 0.00 456.34 0.00 456.34 0.00 0.00 456.34 456.52 0.00 0.01 0.00 456.52 456.53 459.28 OK 7 to 8 0.24 44 12 0.012 455.87 456.09 0.79 0.31 0.00 456.53 0.00 456.53 0.00 0.00 456.53 456.74 0.00 0.02 0.00 456.74 456.76 460.33 OK 8 to 9 0.16 25 12 0.012 456.09 456.21 0.79 0.20 0.00 456.76 0.00 456.76 0.00 0.00 456.76 456.86 0.00 0.00 0.00 456.86 456.86 458.71 OK