16.12.27 final storm drainage report - poulsbo, …...the 29.75-acre mountain aire site is zoned low...

REVISED FINAL STORM DRAINAGE REPORT

FOR:

MOUNTAIN AIRE (MTA) PRD/PLAT & POULSBO MEADOWS (PM) PRD/PLAT

LOCATED IN NE ¼, SEC. 24, TWP. 26 N., RGE. 1 E., W.M.

Assessor’s Account Nos.: (MTA) 242601-1-015-2008, 242601-1-016-2007, 242601-1-043-2004, 242601-1-044-2003

(PM) 242601-1-033-2006

POULSBO, KITSAP COUNTY, WASHINGTON

Dated: February 27, 2013 Rev: April 22, 2013 Rev: June 3, 2013

Rev. October 11, 2016 Rev. December 27, 2016

FOR:

Quadrant Corporation 14725 SE 36th, STE 200

Bellevue, WA 98006

PREPARED BY:

Team 4 Engineering

5819 NE Minder Road Poulsbo, WA. 98370

(360) 297-5560

“I hereby state that this Drainage Report has been prepared by me or under my supervision and meets the standard care and expertise which is usual and customary in this community of professional engineers. The analysis has been prepared utilizing procedures and practices specified by the City of Poulsbo and within the standard accepted practices of the industry. I understand that the City of Poulsbo does not and will not assume liability for the sufficiency, suitability, or performance of drainage facilities prepared by me.”

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TABLE OF CONTENTS

I. EXECUTIVE SUMMARY ..................................................................................................................................... 4 II. LOCATION ............................................................................................................................................................. 5 III. DESCRIPTION OF PROPOSED DEVELOPMENTS ........................................................................................ 5 IV. DESCRIPTION OF PROPOSED WATER QUALITY AND QUANTITY MANAGEMENT FACILITIES ..................................................................................................................................................................... 6 V. PRE-DEVELOPMENT SITE CONDITIONS ...................................................................................................... 7 VI. UPSTREAM ANALYSIS ....................................................................................................................................... 8 VII. DOWNSTREAM ANALYSIS ................................................................................................................................ 9 VIII. OVERVIEW OF PROPOSED STORM WATER MANAGEMENT STRATEGIES ...................................... 9 IX. TECHNICAL REQUIREMENTS ....................................................................................................................... 10 X. HYDROLOGIC ANALYSIS ................................................................................................................................ 10 1. PRE-DEVELOPED CONDITIONS: PreDev-MTA (original) ............................................................................... 11 2. PRE-DEVELOPED CONDITIONS: PreDev-PM (original) .................................................................................. 12 3. POST-DEVELOPED CONDITIONS: PostDev-MTA (original) ........................................................................... 13 4. POST-DEVELOPED CONDITIONS: PostDev-MTA (updated) ........................................................................... 13 5. POST-DEVELOPED CONDITIONS: PostDev-PM (original) .............................................................................. 14 6. BASIN: Upstream-MTA (updated)......................................................................................................................... 15 7. BASIN: Upstream-PM (original basin, updated text) ............................................................................................. 16 8. BASINS PreDev-MTA +PreDev-PM = PreDev-Both (original) ............................................................................ 16 9. BASINS PostDev-MTA + PostDev-PM = PostDev-Both (updated) ...................................................................... 17 10. BASINS PostDev-MTA + Upstream-MTA = DevMTA+Up (updated) ................................................................. 17 11. BASINS DevMTA+Up + PostDev-PM = Both+Up (updated) ............................................................................... 18 12. STORMWATER QUANTITY CONTROL FACILITY (updated) ........................................................................ 18 13. STORMWATER QUALITY ENHANCEMENT (original) .............................................................................. 22 14. STORMWATER “SSA” ANALYSIS (POND INLET SIDE) ............................................................................... 22 15. STORMWATER “BACKWATER” ANALYSIS (POND INLET SIDE) .............................................................. 23 16. STORMWATER “BACKWATER” ANALYSIS (POND OUTLET SIDE) .......................................................... 23 XI. EROSION AND SEDIMENT CONTROL .......................................................................................................... 25 XII. OPERATION AND MAINTENANCE MANUAL ............................................................................................. 25

ORIGINAL FIGURES FIGURE 1 VICINITY MAP ............................................................................................................................... A1 FIGURE 2A PREDEVELOPED SITE MAP – MOUNTAIN AIRE ..................................................................... A2 FIGURE 2B PREDEVELOPED SITE MAP – POULSBO MEADOWS ............................................................. A3 FIGURE 3A SOILS MAP – MOUNTAIN AIRE .................................................................................................. A4 FIGURE 3B SOILS MAP – POULSBO MEADOWS .......................................................................................... A5 FIGURE 4A DOWN STREAM MAP – MOUNTAIN AIRE ............................................................................... A6 FIGURE 5A DEVELOPED CONDITIONS SITE MAP – MOUNTAIN AIRE ................................................... A7 FIGURE 5B DEVELOPED CONDITIONS SITE MAP – POULSBO MEADOWS ........................................... A8

ORIGINAL EXHIBITS EXHIBIT 1 HYDROLOGIC SOIL GROUPS...................................................................................................... B1 EXHIBIT 2A CURVE NUMBERS – MOUNTAIN AIRE ..................................................................................... B2 EXHIBIT 2B CURVE NUMBERS – POULSBO MEADOWS ............................................................................. B3 EXHIBIT 3 MANNING’S COEFFICIENTS ....................................................................................................... B4 EXHIBIT 4 2 YR, 24 HR ISOPLUVIAL ............................................................................................................. B5 EXHIBIT 5 10 YR, 24 HR ISOPLUVIAL ........................................................................................................... B6 EXHIBIT 6 100 YR, 24 HR ISOPLUVIAL ......................................................................................................... B7 EXHIBIT 7 VOLUME CORRECTION FACTOR .............................................................................................. B8 EXHIBIT 8 MTAPM-POND WETPOND WORKSHEET .................................................................................. B9 EXHIBIT 9 MTAPM-POND VOLUME STAGE-STORAGE WORKSHEET ................................................. B10

OTHER ATTACHMENTS

ATTACHMENT A PROJECT AREA WORKSHEET – MOUNTAIN AIRE .................................................... C1

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ATTACHMENT B PROJECT AREA WORKSHEET – POULSBO MEADOWS ............................................ C2 ATTACHMENT C POND CORRECTION FACTOR WORKSHEET .............................................................. C3 ATTACHMENT D POND VOLUME STAGE-STORAGE WORKSHEET ...................................................... C4 ATTACHMENT E DETAILED HYDROGRAPH DATA .................................................................................. C5 ATTACHMENT F EMERGENCY OVERFLOW CAPACITY CHECK ........................................................... C6 ATTACHMENT G OVERALL BASIN MAP ..................................................................................................... C7 ATTACHMENT H SSA CAPACITY CHECK ................................................................................................... C8 ATTACHMENT I SUNNYMEDE TRUNK LINE PROFILE ........................................................................... C9 ATTACHMENT J PARK TRUNK LINE PROFILE ....................................................................................... C10 ATTACHMENT K BACKWATER CALCULATION WORKSHEET ............................................................ C11 ATTACHMENT L POULSBO MEADOWS DEVELOPMENT MAP ............................................................ C12 ATTACHMENT M POND OUTLET BACKWATER CALCULATION WORKSHEETS.............................. C13 ATTACHMENT N GRAVEL FILTER WINDOW CONVEYANCE WORKSHEET ..................................... C14

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I. EXECUTIVE SUMMARY

The projects known as Mountain Aire and Poulsbo Meadows proposed a “Regional” Stormwater Detention Pond to serve both projects on an adjacent property known as the Wyatt Parcel. The projects are in various stages of development with Mountain Aire Division 1 constructed as a Final Plat, Mountain Aire Division 2 is under construction, and Poulsbo Meadows is currently being reviewed by the City for Preliminary Plat approval.

The “Final Storm Drainage Report” for the overall “Mountain Aire & Poulsbo Meadows Preliminary Plat” Stormwater Management design, dated June 3, 2013, included the approved design that was constructed in 2015. Portions of this report are identified herein as the “Original” report.

Subsequent to completion of construction of Division 1 of Mountain Aire, and during review of Poulsbo Meadows Preliminary Plat, City staff raised concerns about Stormwater conveyance capacity for the approved design.

The City notified Team 4 Engineering of the concern. This report presents the results of the analysis performed in response to the concerns.

The analysis included the following elements;

Reviewed the impervious surfaces areas allowed for each development. The developer of the Mountain Aire project reviewed the completed construction and remaining home construction and provided accurate values for total impervious surfaces within the project. The City requested that the values provided by the developer be increased by 200 square feet per lot. This revision increased the amount of impervious surface in the Mountain Aire project to an amount larger than the approved design. The projected impervious surface amounts for Poulsbo Meadows was not changed.

Upstream runoff tributary to each development was reviewed. Upstream areas tributary to Poulsbo Meadows were removed from the analysis by provision of an upstream bypass system within Poulsbo Meadows.

Stormwater flow rates were calculated using “Storm and Sanitary Analysis 2015” (SSA), a product of Autodesk. Conveyance capacity of the system was analyzed using the “Backwater Analysis” method as defined by the Kitsap County Stormwater Management Manual. Analysis of the As-Built Stormwater Detention Pond was preformed using StormSHEDTM (Release 6.1.6.8) by Engenious Systems, Inc., which uses the SCS-based Santa Barbara Urban Hydrograph (SBUH) method with Type 1A, 24-hour rainfall distribution.

The analysis revealed that corrections are required to address deficiencies in the original design. The corrections are summarized as follows:

Some storm drains segments conveying storm flows to the detention pond are undersized for the anticipated flow rates to be expected with the larger storm events.

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The increase in impervious surface area per lot in the Mountain Aire development requested by the City requires a revision to the size of the orifice in the control structure in the Mountain Aire Stormwater Detention Pond.

Some segments of the Stormwater outfall pipes are undersized for the anticipated flow rates to be expected from Stormwater discharges from the detention pond associated with larger storm events

Construction Plan Addendum plan sheets to address these revisions will be prepared and submitted to the City for review and approval prior to field corrective measures being implemented.

This report has been prepared to replace the original Final Storm Drainage Report. The revised report is similar to the ‘original’ report, but includes the City requested impervious area revision to Mountain Aire basins, tables, software references, etc. Some sections have been left in their original state with no changes made (noted as “original” in the section heading).

II. LOCATION

This report provides an analysis of a detention pond/wetpond water quantity/quality management facility designed to accommodate Stormwater drainage from the proposed Mountain Aire Planned Residential Development (PRD)/Plat and the proposed Poulsbo Meadows Planned Residential Development (PRD)/Plat. The proposed development sites are located in the northeast quarter of Section 24, Township 26 North, Range 1 East, W.M., in Kitsap County, Washington. The Mountain Aire site is situate on the east side of the intersection of Noll Road NE and NE Hostmark Street in Poulsbo, Washington. The Poulsbo Meadows site is located on the south side of Noll Road and west side of Tallagson Road NE. (Figure 1 – Vicinity Map).

III. DESCRIPTION OF PROPOSED DEVELOPMENTS

The 29.75-acre Mountain Aire site is zoned Low Density Residential (4 to 5 dwelling units per acre). The site contains four tax-parcels (242601-1-015-2008, 242601-1-016-2007, 242601-1-043-2004, and 242601-1-044-2003) and has buildable areas throughout the entire site except in the southeast corner where a Category III wetland, Wetland A, (Wiltermood & Associates) and associated 80-foot buffer are located. A man-made, Category IV wetland, Wetland B, is located in the northeast corner of site (Wiltermood & Associates). A permit was obtained from the US Army Corps of Engineers to fill this small, man-made wetland. (Reference #NWS-2009-547) and the work was done during the construction of Division one of the plat.

The Mountain Aire proposal is a PRD/Plat consisting of 145 single-family residences. All buildings and pavement will be constructed outside of the required 80-foot Wetland A buffer plus 15-foot impervious surface setback. In addition, Lemolo Creek (Type IV per WDNR) is located east of the project boundary and is subject to a 100-foot buffer and 25-foot setback. All building will be outside of the Lemolo Creek buffer and setback. Access for the project is from two entry points off of Noll Road NE. Other improvements include water service for domestic and fire flow, sanitary sewer service, miscellaneous utilities, and a storm drainage collection and conveyance system. Water for domestic use is from City of Poulsbo mains located in the right of way of Noll Road NE. Sanitary sewer service is provided by a gravity sewer system extending south through to the Blue Heron project and then west to a City of

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Poulsbo sanitary sewer manhole in the Plat of Deer Run. The project will have open space areas consisting of amenities such as a walking trail, a children’s playground, an open play area, and landscaping. The storm drainage collection and conveyance system includes a detention pond for water quantity mitigation and a wetpond for water quality enhancement to be located south of the project.

Note that the project site is located within a Critical Aquifer Recharge Area of Concern, and the City has required that a hydrogeological report be prepared for the project. Infiltration and low impact development best management practices are required where soils permit per the City’s Critical Areas Ordinance. Neither is proposed for this project based on the results of the hydrogeological report which indicates a limited capacity of the near surface soils for infiltration (ESC, February 2008).

The 9.18-acre Poulsbo Meadows site is zoned Low Density Residential (4 to 5 dwelling units per acre). The site contains one tax-parcel (242601-1-033-2006) and has buildable areas throughout the entire site.

The Poulsbo Meadows proposal is to construct a Planned Residential Development/Plat (PRD)/Plat consisting of 46 single-family, detached residences. Lemolo Creek (Type V) is located east of the project boundary within Kitsap County and all buildings and pavement will be constructed outside of the required 75-foot Lemolo Creek buffer plus 25-foot setback. Access for the project will be off of Noll Road NE approximately 250 feet west of its intersection with Tallagson Lane NE. Other improvements include water service for domestic and fire flow, sanitary sewer service, miscellaneous utilities, and a storm drainage conveyance system. Water for domestic use will be from City of Poulsbo mains located in the right of way of Noll Road NE. Sanitary sewer service is proposed to be through a comprehensive gravity sewer system extending south through the Mountain Aire and Blue Heron projects and then west to a City of Poulsbo sanitary sewer manhole in the Plat of Deer Run. The project will have open space areas that are connected by a sidewalk system and consist of open play and seating areas, picnic areas, and a gazebo. Stormwater will be conveyed south to a Stormwater detention pond and wetpond located on the Mountain Aire PRD/Plat (Wyatt). The Wyatt pond and wetpond are designed to accommodate the Stormwater from both the Mountain Aire and Poulsbo Meadows projects. Clean Stormwater will be used to recharge Wetland A located on the Mountain Aire PRD/Plat site.

Please note that the Poulsbo Meadows project site is located within the City’s Aquifer Recharge Area of Concern (ARAC). The City requires projects within ARACs to utilize Stormwater infiltration where soils permit. Envirosound Consulting, Inc. conducted a geotechnical engineering infiltration study for the project (February 2008). Low impact development and infiltration are not proposed for this project based on the results of the study which indicates a limited capacity of the near surface soils for infiltration.

IV. DESCRIPTION OF PROPOSED WATER QUALITY AND QUANTITY MANAGEMENT FACILITIES

The detention pond and wetpond are located on the adjacent parcel directly south of Mountain Aire (Wyatt). The Mountain Aire site receives offsite runoff from an area north of the site. This offsite runoff will be directed to the proposed detention facility. The following summarizes the sub-basins used in the Stormwater conveyance analysis. (See revised basin map noted below.) The assumed 50% coverage per lot in the original Stormwater report for the Mountain Aire project has been revised per the developer to actual lot coverages of 3,330ft2 on 16 of the lots and the remaining 129 lots having an impervious lot coverage of 2,873ft2 for the conveyance analysis. (See revised basin area worksheet noted below.)

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1. MTA-UPSTREAM - Existing basin for the offsite runoff located north of the Mountain Aire project site (7.54 ac).

2. PM-UPSTREAM – Existing basin for the offsite runoff from the area west of the site (0.0 ac).

3. PM – The Poulsbo Meadows project site (9.18ac).

4. Basin 1-1 – Mountain Aire Lots 60 - 69; 128-138; and Tract C (4.54 ac).

5. Basin 1-2 - Mountain Aire Lots 1-2; 54 - 59; and 139-145 (2.19 ac).

6. Basin 2-1 – Mountain Aire Lots 70 – 80; and 88-98 (3.35 ac).

7. Basin 2-2 – Mountain Aire Lots 3-8; 50-53; 81-87; and Tract H (3.20 ac).

8. Basin 3-1 – Mountain Aire Lots 99-119 (3.10 ac).

9. Basin 3-2 – Mountain Aire Lots 9-11; 46-49; and approximately 80% of Tract F (2.17 ac).

10. Basin 4 – Mountain Aire Lots 12-45; 120-127; and half width of Noll Road adjacent to the property (8.46 ac).

(Attachment A – Project Area Worksheet – Mountain Aire)

(Attachment B – Project Area Worksheet – Poulsbo Meadows)

(Attachment G – Overall Basin Map)

V. PRE-DEVELOPMENT SITE CONDITIONS

The undeveloped site (Figure 2A – Predeveloped Site Conditions) contains established second growth forest, various homes and outbuildings, pastures, and lawns and landscaping. The declivity of the site is from northwest to the wetland in the southeast. The terrain ranges between an 8 to 10 percent slope across the site except for in the northeast corner where the terrain is somewhat shallower than the rest of the site at a 5 percent slope. Isolated pockets of terrain with 15 to 20 percent slopes exist in the western half of the site. Stormwater tends to converge towards the southeast corner of the site.

The site supports a mixed plant community with a variety of coniferous and deciduous trees and groundcovers including shrubs, grasses and other plants. Trees and plants observed include Douglas fir, western hemlock, western white pine, Pacific madrone, red elderberry, holly, Pacific willow, western red cedar, big leaf maple, red alder, bitter cherry, cascara, salmonberry, Himalayan blackberry, Indian plum, Oregon grape, and a variety of ferns and other plants.

The soils on site are listed in the “Soil Survey of Kitsap County Area, Washington” prepared by the United States Department of Agriculture, Soil Conservation Service as (Figure 3A – Soils Map – Mountain Aire):

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MTA (Onsite): 90% #39 Poulsbo Gravelly Sandy Loam, 0-6% Slopes #40 Poulsbo Gravelly Sandy Loam, 6-15% Slopes Hydrologic Group "C" 10% #22 Kapowsin Gravelly Loam, 0-6% Slopes Hydrologic Group "D"

The Poulsbo soil is included in Hydrologic Group “C” and the Kapowsin soil is included in Hydrologic Group “D” (Exhibit 1 – Hydrologic Soil Groups).

The undeveloped site (Figure 2B – Predeveloped Site Conditions) contains established second growth forest and pasture areas. The declivity of the site is from northwest to southeast. The terrain ranges between 5 to 11 percent slopes across the site.

The site supports a mixed plant community with a variety of coniferous and deciduous trees and groundcovers including shrubs, grasses and other plants.

The soils on site are listed in the “Soil Survey of Kitsap County Area, Washington” prepared by the United States Department of Agriculture, Soil Conservation Service as (Figure 3B – Soils Map – Poulsbo Meadows):

Soils: PM (Onsite): 66% #39 Poulsbo Gravelly Sandy Loam, 0-6% Slopes #40 Poulsbo Gravelly Sandy Loam, 6-15% Slopes Hydrologic Group "C" 34% #22 Kapowsin Gravelly Loam, 0-6% Slopes Hydrologic Group "D"

The Poulsbo soil is included in Hydrologic Group “C” and the Kapowsin soil is included in Hydrologic Group “D” (Exhibit 1 – Hydrologic Soil Groups).

VI. UPSTREAM ANALYSIS

Mountain Aire (MTA): A 7.54-acre area to the north and west slopes toward the site and some runoff from this property could enter the site. Offsite runoff will be routed to the runoff control facility.

Per Section 5.2.3 of the Kitsap County Stormwater design manual, offsite contributing runoff may be routed through the runoff control facility if the pre-development peak 2-year and 100-year flow rates from the off-site contributing basin area do not exceed the pre-development on-site peak flow rates for the same storm events.

MTA Site PreDev 2-yr = 2.21 cfs MTA Site PreDev 100-yr = 9.14 cfs

Offsite 2-yr = 1.08 cfs Offsite 100-yr = 3.47 cfs

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Therefore, the 7.54-acre offsite area can be routed through the runoff control facility following outlet control sizing to determine stage of additional required freeboard.

Poulsbo Meadows (PM): The property to the west slopes toward the site and some runoff from this property could enter the site. The offsite runoff from this 5.94-acre basin will be bypassed to an existing culvert on Noll Road extending towards Tallagson Road NE.

PM Site PreDev 2-yr = 1.15 cfs PM Site PreDev 100-yr = 4.18 cfs

Offsite 2-yr = 0.90 cfs Offsite 100-yr = 2.62 cfs

(Figure 5B – Developed Conditions Site Map – Poulsbo Meadows)

VII. DOWNSTREAM ANALYSIS

Stormwater runoff from the developed site will be directed to a wetpond for detention and release at a predeveloped metered rate. The discharge from the detention pond will be released to wetland systems on the eastern portions of the developed site (including the Mountain Aire site and “Wyatt” parcel) via dispersion trench facilities. Flows will continue easterly approximately 75-feet offsite and then enter Lemolo Creek, which flows south approximately 1.5 miles where it enters Liberty Bay.

An emergency overflow weir is located in the southwest corner of the pond. If the weir is breached in an overflow condition, Stormwater will discharge from the pond in this location. The downstream flow path from this outlet weir generally flows in a southeasterly direction. Flow will travel overland and into a manmade pond (constructed by the previous owner as a backyard amenity) located south of the detention pond. This manmade pond, will likely be full during a peak storm event, but will still provide energy dissipation. Flows leaving the manmade pond continue southeasterly on the “Wyatt” parcel, crossing a pedestrian trail, approximately 45’ north of the southern “Wyatt” property line. Flows will continue easterly approximately 75-feet offsite and then enter Lemolo Creek, which flows south approximately 1.5 miles where it enters Liberty Bay. No existing homes are in either discharge flow path.

(Figure 4 – Downstream Map)

VIII. OVERVIEW OF PROPOSED STORM WATER MANAGEMENT STRATEGIES

The Stormwater Management strategy selected for this project includes the following elements:

Basin PostDev-MTA encompasses Stormwater flows from a 29.88-acre area that will be mitigated by the Stormwater management facilities.

Basin PostDev-PM encompasses Stormwater flows from a 9.18-acre area that will be mitigated by the Stormwater management facilities.

The combined project sites will be developed to collect and route Stormwater flows to a two-celled detention pond for Stormwater quantity control. The pond design is based on Stormwater flows from all related sub-basins from the developed Mountain Aire and Poulsbo Meadows project sites.

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Additional freeboard is added to accommodate the offsite contributing basin Upstream-MTA. The SSA analysis includes the Upstream-MTA Basin rather than treating it simply as additional freeboard.

The pond includes additional volume for sediment storage and a 33.6% correction factor.

The wetpond is designed for the treatment of the mean annual storm volume per Kitsap County Stormwater Management Manual 2009, method 6.11 Wetpond sizing. (Exhibit 8 – MTAPM-Pond Wetpond Worksheet).

The constructed closed conveyance piping from the “Wyatt” pond inlet to CB#5 within Division I of the Mountain Aire subdivision must be upgraded to 36” diameter N-12 or equivalent.

Portions of the Mountain Aire – Division II will be rerouted to avoid the main trunk line north of CB#5. Several sheets within the Approved Construction Plan set must be amended to account for these revisions.

IX. TECHNICAL REQUIREMENTS

The City of Poulsbo Department of Public Works – Stormwater Division Standards in conjunction with the 1997 Kitsap County Stormwater Management Design Manual, define the technical requirements for design of the project Stormwater management facilities.

The Water Quantity Mitigation facility will be a two-celled storm detention pond designed to provide stream bank erosion control (50% of the 2-year storm) and detain 10-year and 100-year, 24-hour, Type 1A storm to predeveloped flow rates. The detention volume as calculated by analysis will be increased by the prescribed correction factor from the Manual (Attachment C – Pond Correction Factor Worksheet).

After the detention pond has been sized for onsite flows, offsite contributing flows will be added and routed through the detention pond as designed. The freeboard of the detention pond will be increased to account for the additional storage from the offsite contributing flows.

The Water Quality Mitigation facility will be a wetpond designed to treat the mean annual storm event from the onsite basins.

The pond inlet conveyance systems will be analyzed for backwater and surcharge conditions for the 100-yr storm event (Attachment H – SSA Capacity Check).

The pond outlet conveyance systems will be analyzed for backwater and surcharge conditions for the 100-yr storm event (Attachment M – Pond Outlet Backwater Calculation Worksheets).

X. HYDROLOGIC ANALYSIS

Runoff computations utilize the SCS-based hydrograph method, Santa Barbara Urban Hydrograph (SBUH) method with Type 1A, 24-hour rainfall distribution.

The hydrological analysis for pond sizing was performed using StormSHEDTM (Release 6.1.6.8) by Engenious Systems, Inc. ***Some of the sections 1-13 below are retained from the Original design (noted as “original”), unless noted otherwise (noted as “updated”). ***

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*** The hydrological analysis for conveyance analysis was performed using Autodesk Storm and Sanitary Analysis 2015 v.9.1.140.1 and Kitsap County Stormwater Design Manual Figures 4.9 and 4.10. New sections have been added that incorporate summaries of the analysis provided by the SSA design. ***

Other parameters are as follows:

Runoff Curve Numbers (CN), Type 1A Storm (Exhibits 2A & 2B) Manning Coefficients (Exhibit 3) 2-year, 24-hour Precipitation Isopluvial (Exhibit 4) 10-year, 24-hour Precipitation Isopluvial (Exhibit 5) 100-year, 24-hour Precipitation Isopluvial (Exhibit 6) Volume Correction Factor (Exhibit 7) Project Area Worksheets (Attachments A & B) Pond Correction Factor Worksheet (Attachment C) Pond Volume Stage-Storage Worksheet (Attachment D) Project Precipitation

[6 mo] 1.44 in [2 yr] 2.25 in [10 yr] 3.00 in [100 yr] 4.50 in

1. PRE-DEVELOPED CONDITIONS: PreDev-MTA (original)

Basin PreDev-MTA parameters are presented below. This information is obtained from the history file for the project from the StormShedTM software and is used in the analysis. PreDev-MTA Event Summary: BasinID Peak Q Peak T Peak Vol Area Method Raintype Event ------- (cfs) (hrs) (ac-ft) ac /Loss PreDev-MTA 2.21 8.67 2.0601 29.87 SBUH/SCS TYPE1A 2 yr PreDev-MTA 4.26 8.67 3.4495 29.87 SBUH/SCS TYPE1A 10 yr PreDev-MTA 9.14 8.50 6.5692 29.87 SBUH/SCS TYPE1A 100 yr

Drainage Area: PreDev-MTA Hyd Method: SBUH Hyd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 0.20 Storm Dur: 24.00 hrs Intv: 10.00 min Area CN TC Pervious 29.0700 ac 81.53 1.13 hrs Impervious 0.8000 ac 98.00 0.08 hrs Total 29.8700 ac Supporting Data: Pervious CN Data: MTA - Est. Second Growth Forest 78.50 14.6400 ac MTA - Ex Pasture/Landscaping 85.40 12.2600 ac Wyatt - Est. Second Growth Forest 78.50 1.6700 ac Wyatt - Ex Pasture/Landscaping 85.40 0.5000 ac Impervious CN Data:

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MTA - Ex Homes/Asphalt/Concrete 98.00 0.5000 ac Wyatt - Ex Homes/Asphalt/Concrete 98.00 0.3000 ac Pervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Sheet Forest w/Heavy Ground Litter & Meadows 300.00 ft 4.04% 0.4000 46.55 min Shallow Forest w/Heavy Ground Litter & Meadows 17.13 ft 4.01% 3.0000 0.48 min Shallow Forest w/Heavy Ground Litter & Meadows 200.00 ft 6.68% 3.0000 4.30 min Shallow Forest w/Heavy Ground Litter & Meadows 176.00 ft 4.91% 3.0000 4.41 min Shallow Short Grass, Pasture & Lawns 260.00 ft 6.91% 11.0000 1.50 min Shallow Forest w/Heavy Ground Litter & Meadows 419.00 ft 9.13% 3.0000 7.70 min Shallow Forest w/Heavy Ground Litter & Meadows 164.00 ft 8.74% 3.0000 3.08 min Impervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Fixed Fixed 0.00 ft 0.00% 5.0000 5.00 min

2. PRE-DEVELOPED CONDITIONS: PreDev-PM (original)

Basin PreDev-PM parameters are presented below. This information is obtained from the history file for the project from the StormShedTM software and is used in the analysis. PreDev-PM Event Summary: BasinID Peak Q Peak T Peak Vol Area Method Raintype Event ------- (cfs) (hrs) (ac-ft) ac /Loss PreDev-PM 1.15 8.17 0.7362 9.18 SBUH/SCS TYPE1A 2 yr PreDev-PM 2.08 8.17 1.1938 9.18 SBUH/SCS TYPE1A 10 yr PreDev-PM 4.18 8.17 2.1961 9.18 SBUH/SCS TYPE1A 100 yr

Drainage Area: PreDev-PM Hyd Method: SBUH Hyd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 0.20 Storm Dur: 24.00 hrs Intv: 10.00 min Area CN TC Pervious 9.0200 ac 84.32 0.60 hrs Impervious 0.1600 ac 98.00 0.08 hrs Total 9.1800 ac Supporting Data: Pervious CN Data: PM - Est. Second Growth Forest79.70 2.8000 ac PM - Ex Pasture/Landscaping 86.40 6.2200 ac Impervious CN Data: PM - Ex Homes/Asphalt/Concrete 98.00 0.1600 ac Pervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Sheet Forest w/Heavy Ground Litter & Meadows 300.00 ft 11.00% 0.4000 31.19 min Shallow Lawn & Landscaping 246.00 ft 5.30% 11.0000 1.62 min Shallow Forest w/Heavy Ground Litter & Meadows 76.00 ft 7.90% 3.0000 1.50 min Shallow Short Grass, Pasture & Lawns 76.00 ft 7.90% 11.0000 0.41 min Shallow Forest w/Heavy Ground Litter & Meadows 83.00 ft 11.00% 3.0000 1.39 min Impervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Fixed Fixed 0.00 ft 0.00% 5.0000 5.00 min

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3. POST-DEVELOPED CONDITIONS: PostDev-MTA (original)

Basin PostDev-MTA parameters are presented below. This information is obtained from the history file for the project from the StormShedTM software and is used in the analysis. PostDev-MTA Event Summary: BasinID Peak Q Peak T Peak Vol Area Method Raintype Event ------- (cfs) (hrs) (ac-ft) ac /Loss PostDev-MTA 6.23 8.00 2.2514 29.88 SBUH/SCS TYPE1A 6 mo PostDev-MTA 11.38 8.00 4.0295 29.88 SBUH/SCS TYPE1A 2 yr PostDev-MTA 16.38 8.00 5.7574 29.88 SBUH/SCS TYPE1A 10 yr PostDev-MTA 26.68 8.00 9.3221 29.88 SBUH/SCS TYPE1A 100 yr

Drainage Area: PostDev-MTA Hyd Method: SBUH Hyd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 0.20 Storm Dur: 24.00 hrs Intv: 10.00 min Area CN TC Pervious 12.3200 ac 86.00 0.17 hrs Impervious 17.5600 ac 98.00 0.08 hrs Total 29.8800 ac Supporting Data: Pervious CN Data: MTA - Lot - Lawn & Landscaping 86.00 7.1000 ac MTA - ROW - Lawn & Landscaping 86.00 0.9400 ac MTA - Tracts A-D, F-J - Lawn & Landscaping 86.00 0.8800 ac MTA - Tract E&K - Lawn & Landscaping 86.00 0.0200 ac MTA - Tract H&I - Designated Park 86.00 2.2100 ac Wyatt - Lot - Lawn & Landscaping 86.00 1.1700 ac Impervious CN Data: MTA - Lot - Roofs/Drives 98.00 9.9700 ac MTA - ROW - Drives/Sidewalks 98.00 6.0100 ac MTA - Tract E&K 98.00 0.1200 ac MTA - Tract H&I - Designated Park 98.00 0.1600 ac Wyatt - Lot Improvements 98.00 0.3000 ac Wyatt - Storm Pond Surface 98.00 1.0000 ac Pervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Fixed Fixed 0.00 ft 0.00% 10.0000 10.00 min Impervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Fixed Fixed 0.00 ft 0.00% 5.0000 5.00 min

4. POST-DEVELOPED CONDITIONS: PostDev-MTA (updated)

Basin PostDev-MTA parameters are presented below. This information is obtained from the history file for the project from the StormShedTM software and is used in the analysis. Additional 200 SF per lot is included in this developed basin. This updated basin is used in place of the original in all design and analysis of this revised report. PostDev-MTA Event Summary: BasinID Peak Q Peak T Peak Vol Area Method Raintype Event ------- (cfs) (hrs) (ac-ft) ac /Loss PostDev-MTA 6.20 8.00 2.2411 29.86 SBUH/SCS TYPE1A 6 mo

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PostDev-MTA 11.33 8.00 4.0155 29.86 SBUH/SCS TYPE1A 2 yr PostDev-MTA 16.33 8.00 5.7408 29.86 SBUH/SCS TYPE1A 10 yr PostDev-MTA 26.62 8.00 9.3014 29.86 SBUH/SCS TYPE1A 100 yr

Drainage Area: PostDev-MTA Hyd Method: SBUH Hyd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 0.20 Storm Dur: 24.00 hrs Intv: 10.00 min Area CN TC Pervious 12.4500 ac 86.00 0.17 hrs Impervious 17.4100 ac 98.00 0.08 hrs Total 29.8600 ac Supporting Data: Pervious CN Data: MTA - Lot - Lawn & Landscaping 86.00 7.2200 ac MTA - ROW - Lawn & Landscaping 86.00 0.6800 ac MTA - Tracts - Lawn & Landscaping 86.00 0.3600 ac MTA - Tracts - Designated Park 86.00 3.0200 ac Wyatt - Lot - Lawn & Landscaping 86.00 1.1700 ac Impervious CN Data: MTA - Lot - Roofs/Drives 98.00 9.7300 ac MTA - ROW - Drives/Sidewalks 98.00 6.1500 ac MTA - Tracts 98.00 0.0700 ac MTA - Tracts - Designated Park 98.00 0.1600 ac Wyatt - Lot Improvements 98.00 0.3000 ac Wyatt - Storm Pond Surface 98.00 1.0000 ac Pervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Fixed Fixed 0.00 ft 0.00% 10.0000 10.00 min Impervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Fixed Fixed 0.00 ft 0.00% 5.0000 5.00 min

5. POST-DEVELOPED CONDITIONS: PostDev-PM (original)

Basin PostDev-PM parameters are presented below. This information is obtained from the history file for the project from the StormShedTM software and is used in the analysis. The “Closed Conveyance Tie” shown in the Tc routing accounts for the conveyance of the Stormwater from this project area to the storm pond. PostDev-PM Event Summary: BasinID Peak Q Peak T Peak Vol Area Method Raintype Event ------- (cfs) (hrs) (ac-ft) ac /Loss PostDev-PM 1.77 8.00 0.7087 9.18 SBUH/SCS TYPE1A 6 mo PostDev-PM 3.20 8.00 1.2596 9.18 SBUH/SCS TYPE1A 2 yr PostDev-PM 4.58 8.00 1.7933 9.18 SBUH/SCS TYPE1A 10 yr PostDev-PM 7.43 8.00 2.8920 9.18 SBUH/SCS TYPE1A 100 yr

Drainage Area: PostDev-PM Hyd Method: SBUH Hyd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 0.20 Storm Dur: 24.00 hrs Intv: 10.00 min Area CN TC Pervious 3.5200 ac 86.00 0.30 hrs Impervious 5.6600 ac 98.00 0.21 hrs

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Total 9.1800 ac Supporting Data: Pervious CN Data: PM - Lot - Lawn & Landscaping 86.00 2.1900 ac PM - ROW- Lawn & Landscaping 86.00 0.0000 ac PM - Tracts A & B 86.00 1.0500 ac PM - Tracts C - E 86.00 0.2800 ac Impervious CN Data: PM - Lot - Roofs/Drives 98.00 3.0400 ac PM - ROW - Drives/Sidewalks 98.00 2.1100 ac PM - Private Road Tract 98.00 0.4500 ac PM - Tracts A & B 98.00 0.0600 ac PM - Tracts C - E 98.00 0.0000 ac Pervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Fixed Fixed 0.00 ft 0.00% 10.0000 10.00 min Channel Closed Conveyance Tie 1400.00 ft 0.50% 42.0000 7.86 min Impervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Fixed Fixed 0.00 ft 0.00% 5.0000 5.00 min Channel Closed Conveyance Tie 1400.00 ft 0.50% 42.0000 7.86 min

6. BASIN: Upstream-MTA (updated)

Basin “Upstream-MTA” parameters are presented below. This information is obtained from the history file for the project from the StormShedTM software and is used in the analysis. This is the offsite upstream area that contributes flow to the onsite basin. This runoff will be routed through the storm pond following its design. Additional freeboard will be added to the ponding depth to account for this flow volume. Upstream-MTA Event Summary: BasinID Peak Q Peak T Peak Vol Area Method Raintype Event ------- (cfs) (hrs) (ac-ft) ac /Loss Upstream-MTA 1.11 8.00 0.6328 7.54 SBUH/SCS TYPE1A 2 yr Upstream-MTA 1.87 8.00 1.0021 7.54 SBUH/SCS TYPE1A 10 yr Upstream-MTA 3.61 8.00 1.8138 7.54 SBUH/SCS TYPE1A 100 yr

Drainage Area: Upstream-MTA Hyd Method: SBUH Hyd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 0.20 Storm Dur: 24.00 hrs Intv: 10.00 min Area CN TC Pervious 6.2900 ac 81.74 0.58 hrs Impervious 1.2500 ac 98.00 0.17 hrs Total 7.5400 ac Supporting Data: Pervious CN Data: N - Est. Second Growth Forest 78.50 2.0300 ac N - Ex Pasture/Landscaping 86.40 2.5800 ac S - Est. Second Growth Forest 78.50 1.6800 ac Impervious CN Data: N - Ex Homes/Asphalt/Concrete 98.00 1.0000 ac S - Ex Homes/Asphalt/Concrete 98.00 0.2500 ac Pervious TC Data:

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Flow type: Description: Length: Slope: Coeff: Travel Time Fixed Fixed 0.00 ft 0.00% 35.0000 35.00 min Impervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Fixed Fixed 0.00 ft 0.00% 10.0000 10.00 min

7. BASIN: Upstream-PM (original basin, updated text)

Basin “Upstream-PM” parameters are presented below. This information is obtained from the history file for the project from the StormShedTM software and is used in the analysis. This offsite runoff will be routed around the Poulsbo Meadows site and released at the downstream project boundary. Upstream-PM Event Summary: BasinID Peak Q Peak T Peak Vol Area Method Raintype Event ------- (cfs) (hrs) (ac-ft) ac /Loss Upstream-PM 0.90 8.00 0.5368 5.94 SBUH/SCS TYPE1A 2 yr Upstream-PM 1.43 8.00 0.8361 5.94 SBUH/SCS TYPE1A 10 yr Upstream-PM 2.62 8.00 1.4869 5.94 SBUH/SCS TYPE1A 100 yr

Drainage Area: Upstream-PM Hyd Method: SBUH Hyd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 0.20 Storm Dur: 24.00 hrs Intv: 10.00 min Area CN TC Pervious 4.7400 ac 82.55 1.04 hrs Impervious 1.2000 ac 98.00 0.08 hrs Total 5.9400 ac Supporting Data: Pervious CN Data: W - Est. Second Growth Forest 79.10 2.5000 ac W - Ex Pasture/Landscaping 86.40 2.2400 ac Impervious CN Data: W - Ex Homes/Asphalt/Concrete 98.00 1.2000 ac Pervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Sheet 2nd Growth 105.08 ft 4.76% 0.4000 18.84 min Sheet 2nd Growth 82.65 ft 6.05% 0.4000 14.12 min Sheet 2nd Growth 47.92 ft 10.43% 0.4000 7.34 min Sheet 2nd Growth 64.35 ft 7.20% 0.4000 10.78 min Shallow 2nd Growth 5.14 ft 7.20% 3.0000 0.11 min Shallow 2nd Growth 321.56 ft 7.74% 3.0000 6.42 min Shallow 2nd Growth 30.08 ft 16.62% 3.0000 0.41 min Shallow 2nd Growth 37.44 ft 13.36% 3.0000 0.57 min Shallow 2nd Growth 38.93 ft 12.84% 3.0000 0.60 min Shallow 2nd Growth 55.56 ft 9.00% 3.0000 1.03 min Shallow 2nd Growth 123.15 ft 9.33% 3.0000 2.24 min Impervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Fixed Fixed 0.00 ft 0.00% 5.0000 5.00 min

8. BASINS PreDev-MTA +PreDev-PM = PreDev-Both (original)

Detailed hydrograph data can be found in Attachment E.

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ADDHYD [PreDev-MTA] AS [2 yr] [PreDev-PM] AS [2 yr] TO [PreDev-Both (2yr)] Peak Flow: 3.2704 cfs Peak Time: 8.50 hrs Hyd Vol: 121808.63 cf - 2.7963 acft ADDHYD [PreDev-MTA] AS [10 yr] [PreDev-PM] AS [10 yr] TO [PreDev-Both (10yr)] Peak Flow: 6.2214 cfs Peak Time: 8.17 hrs Hyd Vol: 202260.59 cf - 4.6433 acft ADDHYD [PreDev-MTA] AS [100 yr] [PreDev-PM] AS [100 yr] TO [PreDev-Both (100yr)] Peak Flow: 13.2822 cfs Peak Time: 8.17 hrs Hyd Vol: 381816.00 cf - 8.7653 acft Hydrograph ID: PreDev-Both (2yr) Area: 39.0500 ac Hyd Int: 10.00 min Base Flow: Peak Flow: 3.2704 cfs Peak Time: 8.50 hrs Hyd Vol: 2.7963 acft Hydrograph ID: PreDev-Both (10yr) Area: 39.0500 ac Hyd Int: 10.00 min Base Flow: Peak Flow: 6.2214 cfs Peak Time: 8.17 hrs Hyd Vol: 4.6433 acft Hydrograph ID: PreDev-Both (100yr) Area: 39.0500 ac Hyd Int: 10.00 min Base Flow: Peak Flow: 13.2822 cfs Peak Time: 8.17 hrs Hyd Vol: 8.7653 acft

9. BASINS PostDev-MTA + PostDev-PM = PostDev-Both (updated)

Detailed hydrograph data can be found in Attachment E. ADDHYD [PostDev-MTA] AS [2 yr] [PostDev-PM] AS [2 yr] TO [PostDev-Both (2yr)] Peak Flow: 14.5247 cfs Peak Time: 8.00 hrs Hyd Vol: 229787.00 cf - 5.2752 acft ADDHYD [PostDev-MTA] AS [10 yr] [PostDev-PM] AS [10 yr] TO [PostDev-Both (10yr)] Peak Flow: 20.9093 cfs Peak Time: 8.00 hrs Hyd Vol: 328185.02 cf - 7.5341 acft ADDHYD [PostDev-MTA] AS [100 yr] [PostDev-PM] AS [100 yr] TO [PostDev-Both (100yr)] Peak Flow: 34.0490 cfs Peak Time: 8.00 hrs Hyd Vol: 531142.49 cf - 12.1934 acft Hydrograph ID: PostDev-Both (2yr) Area: 39.0400 ac Hyd Int: 10.00 min Base Flow: Peak Flow: 14.5247 cfs Peak Time: 8.00 hrs Hyd Vol: 5.2752 acft Hydrograph ID: PostDev-Both (10yr) Area: 39.0400 ac Hyd Int: 10.00 min Base Flow: Peak Flow: 20.9093 cfs Peak Time: 8.00 hrs Hyd Vol: 7.5341 acft Hydrograph ID: PostDev-Both (100yr) Area: 39.0400 ac Hyd Int: 10.00 min Base Flow: Peak Flow: 34.0490 cfs Peak Time: 8.00 hrs Hyd Vol: 12.1934 acft

10. BASINS PostDev-MTA + Upstream-MTA = DevMTA+Up (updated)

Detailed hydrograph data can be found in Attachment E. ADDHYD [PostDev-MTA] AS [2 yr] [Upstream-MTA] AS [2 yr] TO [DevMTA + Up(2yr)] Peak Flow: 12.4345 cfs Peak Time: 8.00 hrs Hyd Vol: 202481.70 cf - 4.6483 acft ADDHYD [PostDev-MTA] AS [10 yr] [Upstream-MTA] AS [10 yr] TO [DevMTA + Up(10yr)] Peak Flow: 18.1997 cfs Peak Time: 8.00 hrs Hyd Vol: 293722.51 cf - 6.7429 acft

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ADDHYD [PostDev-MTA] AS [100 yr] [Upstream-MTA] AS [100 yr] TO [DevMTA + Up(100yr)] Peak Flow: 30.2277 cfs Peak Time: 8.00 hrs Hyd Vol: 484177.66 cf - 11.1152 acft Hydrograph ID: DevMTA + Up(2yr) Area: 37.4000 ac Hyd Int: 10.00 min Base Flow: Peak Flow: 12.4345 cfs Peak Time: 8.00 hrs Hyd Vol: 4.6483 acft Hydrograph ID: DevMTA + Up(10yr) Area: 37.4000 ac Hyd Int: 10.00 min Base Flow: Peak Flow: 18.1997 cfs Peak Time: 8.00 hrs Hyd Vol: 6.7429 acft Hydrograph ID: DevMTA + Up(100yr) Area: 37.4000 ac Hyd Int: 10.00 min Base Flow: Peak Flow: 30.2277 cfs Peak Time: 8.00 hrs Hyd Vol: 11.1152 acft

11. BASINS DevMTA+Up + PostDev-PM = Both+Up (updated)

Detailed hydrograph data can be found in Attachment E. ADDHYD [DevMTA + Up(2yr)] AS [2 yr] [PostDev-PM] AS [2 yr] TO [Both + Up(2yr)] Peak Flow: 15.6304 cfs Peak Time: 8.00 hrs Hyd Vol: 257351.75 cf - 5.9080 acft ADDHYD [DevMTA + Up(10yr)] AS [10 yr] [PostDev-PM] AS [10 yr] TO [Both + Up(10yr)] Peak Flow: 22.7814 cfs Peak Time: 8.00 hrs Hyd Vol: 371838.47 cf - 8.5362 acft ADDHYD [DevMTA + Up(100yr)] AS [100 yr] [PostDev-PM] AS [100 yr] TO [Both + Up(100yr)] Peak Flow: 37.6565 cfs Peak Time: 8.00 hrs Hyd Vol: 610152.11 cf - 14.0072 acft Hydrograph ID: Both + Up(2yr) Area: 46.5800 ac Hyd Int: 10.00 min Base Flow: Peak Flow: 15.6304 cfs Peak Time: 8.00 hrs Hyd Vol: 5.9080 acft Hydrograph ID: Both + Up(10yr) Area: 46.5800 ac Hyd Int: 10.00 min Base Flow: Peak Flow: 22.7814 cfs Peak Time: 8.00 hrs Hyd Vol: 8.5362 acft Hydrograph ID: Both + Up(100yr) Area: 46.5800 ac Hyd Int: 10.00 min Base Flow: Peak Flow: 37.6565 cfs Peak Time: 8.00 hrs Hyd Vol: 14.0072 acft

12. STORMWATER QUANTITY CONTROL FACILITY (updated)

The Stormwater quantity control proposed for this project is a two-celled detention pond located on the Wyatt parcel. This will provide detention for flows from Basins PostDev-MTA, PostDev-PM and associated offsite. In the inflow cell of the pond, an additional 0.5 feet of depth will be added to allow sedimentation. Inflow and outflow from the pond are from opposite cells. The pond will contain an orifice control structure with a riser, which will release Stormwater at metered rates to mimic predeveloped conditions and meet all design criteria of the City of Poulsbo Public Works – Engineering Division.

The allowable discharge from the site at the point of analysis is 50% of the 2-year predeveloped flow, and matched predeveloped rates for the 10- and 100-yr storms. To match predeveloped runoff rates, as calculated above, the predeveloped discharge from basin PreDev-Both (PreDev-MTA plus PreDev-PM) is 3.27 cfs and results in an allowable discharge rate for the 2-year storm from the detention pond of

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1.64 cfs. Allowable release rates for the 10-year and 100-year storm are 6.22 cfs and 13.28 cfs, respectively.

An analysis of the As-Built pond with updated basin information is presented. The following data from the History File of StormSHEDTM for this project presents the parameters and results of the analysis: Running Y:\StormShed\RLP-Both Report.pgm on Wednesday, December 28, 2016 HYDLIST SUMMARY [PreDev-Both (2yr)] [PreDev-Both (10yr)] [PreDev-Both (100yr)] [PostDev-Both (2yr)] [PostDev-Both (10yr)] [PostDev-Both (100yr)] [Out2yrBoth] [Out10yrBoth] [Out100yrBoth] LSTEND HydID Peak Q Peak T Peak Vol Cont Area ------- (cfs) (hrs) (ac-ft) (ac) PreDev-Both (2yr) 3.27 8.50 2.7963 39.0500 PreDev-Both (10yr) 6.22 8.17 4.6433 39.0500 PreDev-Both (100yr) 13.28 8.17 8.7653 39.0500 PostDev-Both (2yr) 14.52 8.00 5.2752 39.0400 PostDev-Both (10yr) 20.91 8.00 7.5341 39.0400 PostDev-Both (100yr) 34.05 8.00 12.1934 39.0400 Out2yrBoth 1.64 24.00 5.2741 39.0400 Out10yrBoth 4.05 12.33 7.5322 39.0400 Out100yrBoth 13.28 9.00 12.1890 39.0400

STORLIST [Pond-Both] LSTEND Node ID: Pond-Both Desc: Manhole structure Start El: 236.0000 ft Max El: 241.4500 ft Contrib Basin: Contrib Hyd: Stage Area Volume Volume 236.00 34504.00 0.00 cf 0.0000 acft 238.00 39707.00 74211.00 cf 1.7037 acft 240.00 45691.00 159609.00 cf 3.6641 acft 241.45 49618.00 228708.02 cf 5.2504 acft DISCHLIST [combo-Both] [morif-Both] [rweir-Both] LSTEND Control Structure ID: combo-Both - Combination Control Structure Descrip: Multiple Orifice Start El Max El Increment 236.0000 ft 242.0000 ft 0.10 ID List: morif-Both rweir-Both Control Structure ID: morif-Both - Multiple Orifice Structure Descrip: Multiple Orifice Start El Max El Increment

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236.0000 ft 242.0000 ft 0.10 Orif Coeff: 0.62 Bottom El: 234.00 ft Lowest Diam: 5.7642 in Control Structure ID: rweir-Both - Rectangular weir Descrip: Rectangular Weir Start El Max El Increment 239.2900 ft 242.0000 ft 0.10 Length: 3.7300 ft RLPCOMPUTE [RLP-Both] SUMMARY 2 yr Match Q: 1.6352 cfs Peak Out Q: 1.6360 cfs - Peak Stg: 239.29 ft - Active Vol: 2.9691 acft 10 yr Match Q: 6.2214 cfs Peak Out Q: 4.0466 cfs - Peak Stg: 239.62 ft - Active Vol: 3.2945 acft 100 yr Match Q: 13.2822 cfs Peak Out Q: 13.2812 cfs - Peak Stg: 240.26 ft - Active Vol: 3.9470 acft

The control structure as described above is an orifice structure with a circular orifice for the 2-year storm and a rectangular weir on a riser for the 10-year and 100-year storms. The placement of the circular orifice for the 2-year storm is 2 feet below the outlet elevation. The detailed information is as follows:

2-year storm 5.76-inch diameter orifice ELEV = 234.00 Outlet elevation 24-inch CMP outlet IE = 236.00 10- & 100-year storm 3.73’ weir on riser pipe ELEV = 239.29 Peak Stage / top or riser pipe ELEV = 240.26

The “updated” design analysis used a stage-storage defined pond for simulated calculations. The active storage volume requirements prior to application of the correction factor are 2.97 ac-ft for the 2-yr, 3.30 ac-ft for the 10-yr, and 3.95 ac-ft for the 100-yr storm.

The Manual requires a correction factor be applied to the storage required by calculation. The area within the storm basin has 59.1% impervious surface ground cover resulting in a correction factor of 33.6% (See Exhibit 7 – Volume Correction Factor).

With a correction factor of 33.6%, the volume of the pond was increased. This is accomplished by increasing the pond volume by 33.6 percent. The volume of the design pond as shown on the plans was calculated using average areas of contours with the aid of an Excel spreadsheet (Attachments C & D).

After the pond has been sized and volume corrected, the offsite upstream basins was added to onsite developed basin Both+Up (This basin is a combination of Hydrographs added together, including PostDev-MTA, PostDev-PM and their associated upstream basins.) The combined basins will be routed through the detention pond and outlet control as designed. The addition of the offsite basin area will cause the level in the pond to increase over the corrected peak stage, which may require more freeboard. After routing the upstream offsite through the detention pond, the 100-year storm level reached a stage of 240.15, which is lower than the design peak stage of 240.26. (Pending further analysis, which may alter the peak stage. See Backwater analysis below in sections 14, 15 & 16.) Running Y:\StormShed\RLP-BothUP Report.pgm on Wednesday, December 28, 2016 HYDLIST SUMMARY [PreDev-Both (2yr)] [PreDev-Both (10yr)] [PreDev-Both (100yr)] [Both + Up(2yr)] [Both + Up(10yr)] [Both + Up(100yr)] [Out2yrBothUP] [Out10yrBothUP] [Out100yrBothUP]

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LSTEND HydID Peak Q Peak T Peak Vol Cont Area ------- (cfs) (hrs) (ac-ft) (ac) PreDev-Both (2yr) 3.27 8.50 2.7963 39.0500 PreDev-Both (10yr) 6.22 8.17 4.6433 39.0500 PreDev-Both (100yr) 13.28 8.17 8.7653 39.0500 Both + Up(2yr) 15.63 8.00 5.9080 46.5800 Both + Up(10yr) 22.78 8.00 8.5362 46.5800 Both + Up(100yr) 37.66 8.00 14.0072 46.5800 Out2yrBothUP 1.60 24.17 5.9068 46.5800 Out10yrBothUP 3.98 15.50 8.5342 46.5800 Out100yrBothUP 11.42 9.67 14.0028 46.5800

STORLIST [Pond-BothCF] LSTEND Node ID: Pond-BothCF Desc: Manhole structure Start El: 236.0000 ft Max El: 241.4500 ft Contrib Basin: Contrib Hyd: Stage Area Volume Volume 236.00 45417.00 0.00 cf 0.0000 acft 238.00 52266.00 97683.00 cf 2.2425 acft 240.00 60142.00 210091.00 cf 4.8230 acft 241.45 65311.00 301044.42 cf 6.9110 acft DISCHLIST [combo-Both] [morif-Both] [rweir-Both] LSTEND Control Structure ID: combo-Both - Combination Control Structure Descrip: Multiple Orifice Start El Max El Increment 236.0000 ft 242.0000 ft 0.10 ID List: morif-Both rweir-Both Control Structure ID: morif-Both - Multiple Orifice Structure Descrip: Multiple Orifice Start El Max El Increment 236.0000 ft 242.0000 ft 0.10 Orif Coeff: 0.62 Bottom El: 234.00 ft Lowest Diam: 5.7642 in Control Structure ID: rweir-Both - Rectangular weir Descrip: Rectangular Weir Start El Max El Increment 239.2900 ft 242.0000 ft 0.10 Length: 3.7300 ft RLPCOMPUTE [RLP-BothUP] SUMMARY 2 yr Match Q: 1.6352 cfs Peak Out Q: 1.5967 cfs - Peak Stg: 239.14 ft - Active Vol: 3.7084 acft 10 yr Match Q: 6.2214 cfs Peak Out Q: 3.9842 cfs - Peak Stg: 239.62 ft - Active Vol: 4.3290 acft 100 yr Match Q: 13.2822 cfs Peak Out Q: 11.4222 cfs - Peak Stg: 240.15 ft - Active Vol: 5.0399 acft

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The control structure as described above is an orifice structure with a circular orifice for the 2-year storm and a rectangular weir on a riser for the 10-year and 100-year storms. The placement of the circular orifice for the 2-year storm is 2 feet below the outlet elevation. The detailed information is as follows:

2-year storm 5.76-inch diameter orifice ELEV = 234.00 Outlet elevation 24-inch CMP outlet IE = 236.00 10- & 100-year storm 3.73’ weir on riser pipe ELEV = 239.29 Overflow elevation ELEV = 240.15 Peak Stage / top of riser ELEV = 240.15

13. STORMWATER QUALITY ENHANCEMENT (original)

The selected Stormwater quality enhancement method is a wetpond. The wetpond is designed for the treatment of the mean annual storm volume per Kitsap County Stormwater Management Manual 2009, method 6.11 Wetpond sizing. (Exhibit 8 – MTAPM-Pond Wetpond Worksheet) The wetpond as shown on the plans meets these requirements.

*** SPECIAL NOTE *** Sections 14, 15 & 16 utilized a heavily iterative process. Portions of this analysis can seem out of order and must be reviewed as a whole.

14. STORMWATER “SSA” ANALYSIS (POND INLET SIDE)

The purpose of the Stormwater analysis utilizing the Autodesk Storm and Sanitary Analysis 2015 v.9.1.140.1 (SSA) was to perform a capacity check on the existing storm trunk line under NE Sunnymede Street in the Mountain Aire Plat – Division 1. The conveyance is further described as being from CB#13 at the north limits of the Mountain Aire project site to the pond on the “Wyatt” parcel south of the Mountain Aire site.

This analysis found that portions of the constructed conveyance were undersized and would need to be replaced with larger diameter pipe. In order to limit the amount of pipe that would need to be upsized, portions of the interior site of Mountain Aire have been re-routed away from the main Sunnymede trunk line, to rejoin the main trunk line at CB #5. Also, the upstream for the Poulsbo Meadows site was removed from the basin analysis (this revision is reflected in the “updated” portions of the pond design in earlier sections for overall design and analysis consistency). This upstream will be routed through the Poulsbo Meadows site and discharged at the downstream project margin rather than be routed through the “Wyatt” pond.

(Attachment L – Poulsbo Meadows Development Map)

The peak stage initially utilized to perform the SSA analysis in the pond is 240.13. This is slightly lower than the 240.22 from the original design, corrected pond peak stage. Backwater effect, analyzed in Sections 15 & 16 below, indicate a peak stage of 240.18. This was utilized as the tailwater depth for the final “Backwater” check.

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The results of the capacity check determined the storm drains from CB#5 to the pond need to be upsized to 36” diameter N-12, or equivalent. Amended Construction Plans will be submitted to the City for review to accomplish this and other revised work to affect the overall capacity design from the SSA results. Profiles of the trunk lines being analyzed for capacity are included as attachments.

(Attachment H – SSA Capacity Check)

(Attachment I – Sunnymede Trunk Line Profile)

(Attachment J – Park Trunk Line Profile)

15. STORMWATER “BACKWATER” ANALYSIS (POND INLET SIDE)

The SSA analysis performed in section 14 above provided calculations for the Hydraulic Grade Line (HGL) within the inlet conveyance system. A second method of analysis was performed, called a “Backwater” analysis which also tests the conveyance capacity but is based on the tail water depth of each run.

The more conservative of both sets of analysis was used to determine the overall capacity of all tested conveyance systems.

(Attachment K – Backwater Calculation Worksheet) Note: Attachment K includes supporting documentation.

16. STORMWATER “BACKWATER” ANALYSIS (POND OUTLET SIDE)

The outfall was included in the “Backwater” analysis for a capacity check. The results of this backwater check included revisions to the design outlet control. See conclusions at the end of this Section 16, below for details of the revisions to the outlet control. The discharge conveyance pipes are currently all 12” diameter. These pipes are routed to dispersion trenches which discharge to the surrounding wetland buffers. The analysis of the capacity check indicated that the storm lines discharging from the pond are undersized from the pond outlet to CB#D2. These storm drains need to be upsized to 24” diameter N-12 or equivalent. And the storm line from CB#D2 to the “North” dispersion trench needs to be upsized to 18” diameter N-12 or equivalent.

The Stormwater Detention Pond on the “Wyatt” parcel has an outlet control orifice/riser flow control device in CB#D1. The design peak allowable discharge from this facility is 13.28 cfs under the original report. The actual reported discharge is 11.42 cfs. The discharge from the pond passes through an outlet pipe to the control structure prior to passing through a flow splitter structure (CB#D2). From the flow-splitter, 12” conveyance pipes route Stormwater to dispersion trenches near an onsite wetland buffer. The discharge is meant to be directed to this buffer/wetland to maintain wetland hydrology and provide recharge to these critical areas. This document provides an analysis of the effects of the peak discharge on the conveyance and release mechanisms of the pond discharge facilities. Peak discharge will be reported as 11.41 (remaining less than the 13.28 cfs, allowable discharge) due to revisions to the outlet control, based on backwater pressure, noted below.

Control Structure: The control structure (CB#D1) includes a 5.76” diameter orifice, located in a control outlet riser tee, 2 feet below the outlet discharge IE. The effective elevation of this orifice is at the

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discharge invert elevation (~236.00). The control structure also includes a 24” diameter riser with a rectangular weir (Length of 3.73’, elevated at 239.29) and a top elevation of 240.18. This control structure will be reviewed for backwater effects below.

Conveyance Pipes: The discharge pipe from the Pond to the control Structure (CB#D1) is currently 12” diameter N-12. The conveyance pipe from CB#D1 to CB#D2 is 12” diameter N-12. The pipes from CB#D2 to the dispersion trenches are both 12” diameter N-12. The pipes from the pond to the flow splitter (CB#D2) are very flat (SL=~0.0%). The pipes from CB#D2 have slope on them. The “north” leg has SL=3.94%, the “south” leg has a SL=8.93%.

Evaluation of Conveyance Pipes: Utilizing Backwater analysis, the “flat” pipes from the pond to CB#D2 are required to be upsized to 24” diameter N-12. The 12” diameter N-12 pipe from the flow-splitter (CB#D2) to the “North” dispersion trench also needed to be upsized to 18” diameter while the pipe to the “South” dispersion pipe was found to be adequately sized using calculations in a “Backwater Analysis” spreadsheet.

Dispersion Trenches: There are two dispersion trench systems onsite. They are described as a “North” and a “South” facility and are fed by the respective north and south conveyance pipes from the CB#D2 flow splitter. The “North” dispersion trench is 2’ deep by 2’ wide by 269.3’ long. The “South” dispersion trench is 2’ deep by 2’ wide by 96.8’ long. The discharge flows are distributed through the dispersion trench elements via perforated N-12 pipes, by Prinsco. Stormwater is distributed throughout each of the dispersion trench facilities, roughly evenly, by the carrying capacity of the perforated pipe, located within the dispersion trench section. The slope of the dispersion/distribution pipe varies. The discharge from these facilities is held at a constant grade elevation at the top of the dispersion trench section, above the dispersion/distribution pipe, by a “grade board”. The elevation of the grade board is at 234.00. The backwater effect on the discharge is taken into account in the “Discharge Flow Elevation” section below.

Maintenance Standards Considerations: Volume 5 – Runoff Treatment BMPs found in the DOE Stormwater Management in Western Washington Manual includes “Maintenance Standards” in Table 4.5 for Dispersion Trenches. A key consideration included here is regarding “plugged perforations”. If over half of the perforations are found to be plugged, the facility will be required to be cleaned or replaced. We therefore assume that half of the perforations are plugged, so that normal operations can continue up to this design point.

Porosity Analysis: The dispersion trenches are gravel-filled trenches. The gravel filling the dispersion trench section is poorly-graded, clean, round gravel. The gravel is approximately 1-1/4” in size, although particle size does not affect the porosity, as long as the material is poorly-graded. The void ratio is approximately 30%. The porosity of such a material is very high. For purposes of analysis, the low end of the porosity spectrum for this material was evaluated to determine if the gravel within the dispersion section would have an effect on the Stormwater flowing through the facility. (10,000 cubic-feet per square-feet per day) The total flow capacity through this material, within the combined “north” and “south” dispersion trenches, is approximately 25 cfs. This pass-through rate is much higher than the peak discharge rate (13.28 cfs). No negative affect is anticipated.

Dispersion Trench Orifices: All Stormwater discharge must pass through the perforated dispersion/distribution pipe located within the dispersion trenches. There is a total of 366.1 lineal feet of

25

perforated pipe within the dispersion trenches. The perforated pipe has 48 perforations per lineal foot or 17,572 total perforations. Each perforation is a 0.28” diameter hole. We will assume for this analysis that half of these perforations are plugged. The total area of the free-flowing holes and corresponding elevation head required to pass Stormwater through these facilities is calculated for each storm event for each facility. The additional head required at the north facility for the 2-yr event, 10-year event and peak, 100-yr event is 0.00, 0.03 and 0.29, respectively. The additional head required at the south facility for the 2-yr event, 10-year event and peak, 100-yr event is 0.02, 0.12 and 0.66, respectively. This information is utilized to determine overall backwater effects. See below.

Discharge Flow Elevation: The peak discharge leaves the dispersion facilities as sheet flow over the grade boards (north and south). The average depth of the flow over each facility (north and south) has been calculated by treating the grade board as a “broad-crested weir”, including impacts from the orifices in the perforated dispersion trench pipes. The depth of flow at the north facility for the 2-yr event, 10-year event and peak, 100-yr event are 0.01, 0.02 and 0.04, respectively. The depth of flow at the south facility for the 2-yr event, 10-year event and peak, 100-yr event are 0.02, 0.03 and 0.05, respectively.

Backwater pressure effect on the outlet control from the pond outlet discharge conveyance must be considered. The pond discharge passes through the “design” outlet control orifice/riser and then continues in closed conveyance through a flow-splitter, through additional closed conveyance to two separate dispersion facilities. The original design assumed “free-flow” design. The backwater pressure from the outlet conveyance does not provide “free-flowing” conditions. Each element in the discharge system was analyzed for backwater effect on the outlet control and overall pond stage for each design event. The result of this was a slight modification to the design outlet control to achieve the design discharge while limiting the peak pond stage and overall volume retention of the storm pond to that necessary for Stormwater management compliance.

Backwater Pressure adjusted Peak Stage ELEV = 240.18

Backwater Conclusions: All pond discharge systems have been analyzed for capacity, etc., and with some upgrades required, the systems will handle the peak discharge flows through all required storm events, and up through all regular maintenance intervals.

(Attachment M – Pond Outlet Backwater Calculation Worksheets) Note: Attachment M includes supporting documentation.

XI. EROSION AND SEDIMENT CONTROL

A Temporary Erosion and Sedimentation Control Plan has been prepared for the project and will continue to be applied during these modifications and all future construction plans associated with these projects.

XII. OPERATION AND MAINTENANCE MANUAL

An Operation and Maintenance Manual has been previously prepared and submitted along with the “as-built” construction plans as required by ordinance. Updates to the O&M Manual will be supplied as needed.

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A4 XX

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EXHIBIT 1 - HYDROLOGICAL SOIL GROUPS B1

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EXHIBIT 2 - CURVE NUMBERS B2

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85.4 - ONSITE PREDEV

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78.5 - ONSITE PREDEV & OFFSITE

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86.0 - ONSITE PSTDEV 86.4-OFFSITE

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SOIL PERCENTAGES: ONSITE 90% #39 Poulsbo Gravelly Sandy Loam, 0-6% Slopes #40 Poulsbo Gravelly Sandy Loam, 6-15% Slopes 10% #22 Kapowsin Gravelly Sandy Loam, 0-6% Slopes WITH OFFSITE 91% #39 Poulsbo Gravelly Sandy Loam, 0-6% Slopes #40 Poulsbo Gravelly Sandy Loam, 6-15% Slopes 9% #22 Kapowsin Gravelly Sandy Loam, 0-6% Slopes

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EXHIBIT 2A - CURVE NUMBERS MTA XXXXXXXXXXXXXXXXXXXXXXXX

EXHIBIT 2 - CURVE NUMBERS B2

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SOIL PERCENTAGES: ONSITE 66% #39 Poulsbo Gravelly Sandy Loam, 0-6% Slopes #40 Poulsbo Gravelly Sandy Loam, 6-15% Slopes 34% #22 Kapowsin Gravelly Sandy Loam, 0-6% Slopes w/OFFSITE 79% #39 Poulsbo Gravelly Sandy Loam, 0-6% Slopes #40 Poulsbo Gravelly Sandy Loam, 6-15% Slopes 21% #22 Kapowsin Gravelly Sandy Loam, 0-6% Slopes

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86.4- ONSITE Pre-Dev

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87.4- ONSITE Pst-Dev 86.8-OFFSITE

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79.7- ONSITE Pre-Dev 79.1-OFFSITE

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EXHIBIT 2B - CURVE NUMBERS PM XXXXXXXXXXXXXXXXXXXXXXXX

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EXHIBIT 3 - MANNING'S COEFFICIENTS B3

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EXHIBIT 4 - 2-YR., 24-HR. ISOPLUVIAL B4

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2.25"

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6-MONTH = (0.64)*(2.25") = 1.44"

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3.0"

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4.5"

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EXHIBIT 7 - VOLUME CORRECTION FACTOR B7

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IMPERVIOUS SURFACE COVERAGE w/in BASIN = 59.1% THEREFORE, THE CORRECTION FACTOR = 33.6% (SEE OTHER ATTACHMENTS "A-C" FOR IMPERVIOUS SURFACE CALCULATIONS)

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B9

MTAPM-POND VOLUME STAGE-STORAGE WORKSHEET

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CELL #1 234 9747

2 11027 22054 22054236 12307

CELL #2234 30436

2 32424 64848 64848236 34412

Depth (ft) Dead Storage Volume (ft3)236 0 0

234.95 1.05 45474234 2.00 86902

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B10

ATTACHMENT A - PROJECT AREA WORKSHEET - MOUNTAIN AIRE

LOT #AREA(SF) ADDED IMP

Total Lot Impervious

1 6000.0 2673.0 200 2873.02 6000.0 2673.0 200 2873.03 5853.9 3130.0 200 3330.04 5411.0 2673.0 200 2873.05 5410.6 2673.0 200 2873.06 5554.0 2673.0 200 2873.07 5926.0 2673.0 200 2873.08 5421.5 2673.0 200 2873.09 5000.0 2673.0 200 2873.010 5000.0 2673.0 200 2873.011 5000.0 2673.0 200 2873.012 5000.0 2673.0 200 2873.013 5000.0 2673.0 200 2873.014 5000.0 2673.0 200 2873.015 6033.5 3130.0 200 3330.016 7426.0 3130.0 200 3330.017 6455.0 3130.0 200 3330.018 5014.0 2673.0 200 2873.019 5273.0 2673.0 200 2873.020 7340.0 3130.0 200 3330.021 5553.6 2673.0 200 2873.022 5043.4 2673.0 200 2873.023 5887.5 3130.0 200 3330.024 5888.8 3130.0 200 3330.025 5019.7 2673.0 200 2873.026 5020.2 2673.0 200 2873.027 5020.7 2673.0 200 2873.028 5021.2 2673.0 200 2873.029 5021.7 2673.0 200 2873.030 5022.2 2673.0 200 2873.031 5022.7 2673.0 200 2873.032 5023.3 2673.0 200 2873.033 5023.8 2673.0 200 2873.034 5000.7 2673.0 200 2873.035 5335.1 2673.0 200 2873.036 5350.0 2673.0 200 2873.037 5350.0 2673.0 200 2873.038 5350.0 2673.0 200 2873.039 5350.0 2673.0 200 2873.040 5350.0 2673.0 200 2873.041 5350.0 2673.0 200 2873.042 4925.0 2673.0 200 2873.043 4500.0 2673.0 200 2873.044 4500.0 2673.0 200 2873.045 5342.0 2673.0 200 2873.046 5400.0 2673.0 200 2873.047 4500.0 2673.0 200 2873.048 4500.0 2673.0 200 2873.049 5400.0 2673.0 200 2873.050 5400.0 2673.0 200 2873.051 4500.0 2673.0 200 2873.052 5259.0 2673.0 200 2873.053 5625.0 3130.0 200 3330.054 5273.0 2673.0 200 2873.055 4500.0 2673.0 200 2873.056 4500.0 2673.0 200 2873.057 4500.0 2673.0 200 2873.058 4500.0 2673.0 200 2873.059 4500.0 2673.0 200 2873.060 4500.0 2673.0 200 2873.061 4500.0 2673.0 200 2873.062 4500.0 2673.0 200 2873.063 4500.0 2673.0 200 2873.064 4500.0 2673.0 200 2873.065 4583.0 2673.0 200 2873.066 4625.0 2673.0 200 2873.067 4625.0 2673.0 200 2873.068 4624.0 2673.0 200 2873.069 6546.0 3130.0 200 3330.0

70 7100.0 3130.0 200 3330.071 5375.0 2673.0 200 2873.072 5375.0 2673.0 200 2873.073 5375.0 2673.0 200 2873.074 5375.0 2673.0 200 2873.075 5279.0 2673.0 200 2873.076 4737.0 2673.0 200 2873.077 4625.0 2673.0 200 2873.078 4625.0 2673.0 200 2873.079 4625.0 2673.0 200 2873.080 4625.0 2673.0 200 2873.081 4625.0 2673.0 200 2873.082 4625.0 2673.0 200 2873.083 4625.0 2673.0 200 2873.084 4625.0 2673.0 200 2873.085 4625.0 2673.0 200 2873.086 4500.0 2673.0 200 2873.087 5400.0 2673.0 200 2873.088 5370.0 2673.0 200 2873.089 4475.0 2673.0 200 2873.090 4475.0 2673.0 200 2873.091 4760.0 2673.0 200 2873.092 4679.0 2673.0 200 2873.093 4601.0 2673.0 200 2873.094 4600.0 2673.0 200 2873.095 4600.0 2673.0 200 2873.096 4600.0 2673.0 200 2873.097 4600.0 2673.0 200 2873.098 4580.0 2673.0 200 2873.099 5132.0 2673.0 200 2873.0100 5150.0 2673.0 200 2873.0101 5150.0 2673.0 200 2873.0102 5150.0 2673.0 200 2873.0103 5150.0 2673.0 200 2873.0104 5150.0 2673.0 200 2873.0105 5150.0 2673.0 200 2873.0106 5650.0 2673.0 200 2873.0107 5300.0 2673.0 200 2873.0108 4654.0 2673.0 200 2873.0109 6349.0 3130.0 200 3330.0110 5670.0 2673.0 200 2873.0111 5099.0 2673.0 200 2873.0112 5025.0 2673.0 200 2873.0113 4600.0 2673.0 200 2873.0114 4600.0 2673.0 200 2873.0115 4600.0 2673.0 200 2873.0116 4600.0 2673.0 200 2873.0117 4600.0 2673.0 200 2873.0118 4600.0 2673.0 200 2873.0119 4583.0 2673.0 200 2873.0120 5997.0 3130.0 200 3330.0121 5000.0 2673.0 200 2873.0122 5000.0 2673.0 200 2873.0123 5000.0 2673.0 200 2873.0124 5000.0 2673.0 200 2873.0125 5000.0 2673.0 200 2873.0126 6000.0 3130.0 200 3330.0127 6000.0 3130.0 200 3330.0128 6953.0 3130.0 200 3330.0129 5069.0 2673.0 200 2873.0130 4802.0 2673.0 200 2873.0131 4800.0 2673.0 200 2873.0132 4800.0 2673.0 200 2873.0133 4800.0 2673.0 200 2873.0134 4800.0 2673.0 200 2873.0135 4800.0 2673.0 200 2873.0136 4800.0 2673.0 200 2873.0137 4800.0 2673.0 200 2873.0138 4800.0 2673.0 200 2873.0139 4800.0 2673.0 200 2873.0140 4800.0 2673.0 200 2873.0

141 4800.0 2673.0 200 2873.0142 4800.0 2673.0 200 2873.0143 4800.0 2673.0 200 2873.0144 4800.0 2673.0 200 2873.0145 5618.0 3130.0 200 3330.0

MAX 7426.0 3330.0MIN 4475.0 2873

TOTAL 738332.1 423897AVG 5091.9 2923.4

TRACT AREASSF AC Description

146 909.7 0.02 Tract A - Landscaped Open Space147 8107.2 0.19 Tract B - Landscaped Open Space148 58953.8 1.35 Tract C - Desiganted Park149 2127.1 0.05 Tract D - Landscaped Open Space150 1933.9 0.04 Tract E - Landscaped Open Space151 61155.4 1.40 Tract F - Designated Park152 2737.5 0.06 Tract G - Designated Park153 2712.3 0.06 Tract H - Landscaped Open Space154 118359.0 2.72 Tract I - Designated Park155 3000.0 0.07 Tract J - Access & Utility TractTotal 259995.9 5.97

OPEN SPACE AREASSF AC Description

Tract A 909.7 0.02 Tract A - Landscaped Open SpaceTract B 8107.2 0.19 Tract B - Landscaped Open SpaceTract C 58953.8 1.35 Tract C - Desiganted ParkTract D 2127.1 0.05 Tract D - Landscaped Open SpaceTract E 1933.9 0.04 Tract E - Landscaped Open SpaceTract F 61155.4 1.40 Tract F - Designated ParkTract G 2737.5 0.06 Tract G - Designated ParkTract H 2712.3 0.06 Tract H - Landscaped Open SpaceTract I 118359.0 2.72 Tract I - Designated ParkTotal 256995.9 5.90

DESIGNATED PARK AREASF AC

Tract C 58953.8 1.35Tract F 61155.4 1.40Tract G 2737.5 0.06Tract I 15883.2 0.36Total 138729.9 3.18

WETLAND AREASSF AC Notes

WETLAND A 55179.0 1.27 Category III - Located in SE Corner of SiteWETLAND A BUFFER 47346.8 1.09 Associated Buffer to Remain Largely IntactWETLAND B 9946.9 0.23 Category IV Located in NE Corner of Site - To Be Filled and DevelopedWETLAND B BUFFER 27096.6 0.62 Associated Buffer to be Abandonded and Developed.

Note: Wetland B and Assocated Buffer Area not included in the Site Area Table.

RIGHT-OF-WAY AREASSF AC Notes

Dedicated Frontage 29715.0 0.68 Calculated Frontage Area Based on 30' Dedication Width (990.5 * 30)Onsite Roads 267892.4 6.15Total 297607.4 6.83

SITE AREA TABLESF AC Notes

Lots 738332.1 16.95 All Lot AreaMisc. Open Space 15790.2 0.36 All Tracts Designated as "Landscaped Open Space" OnlyROW 297607.4 6.83 All Right-of-Way, Including FrontageTract J 3000.0 0.07 Tract J - Access & Utility TractDesignated Park 138729.9 3.18 All Designated Park AreasWetland A & Buffer 102525.8 2.35 Category III - Located in SE Corner of SiteTotal Site 1295985.4 29.75

ONSITE AREA BREAKDOWN

SF AC SF AC Percent Impervious CoverageLots 423897.0 9.73 314435.1 7.22 57.4%Misc Open Space 0.0 0.00 15790.2 0.36 0.0%ROW 267846.7 6.15 29760.7 0.68 90.0%Tract J 3000.0 0.07 0.0 0.00 100.0%Desiganted Park 6964.0 0.16 131765.9 3.02 5.0%Wetland A & Buffer 0.0 0.00 102525.8 2.35 0.0%Totals 701707.7 16.11 594277.7 13.64 54.1%

Overall Area = 29.75 AC

PreDev - OFFSITE AREA BREAKDOWN (WYATT)IMPERVIOUS PERVIOUS

AC ACEx Homes/Asphalt/Concrete 0.30 -Ex Pasture/Landscaping - 0.50Est. Second Growth Forest - 1.67Totals 0.30 2.17


PostDev - OFFSITE AREA BREAKDOWN (WYATT)IMPERVIOUS PERVIOUS

AC ACLot Improvements 0.30 -Lawn & Landscaping - 1.17Storm Pond Surface 1.00 -Totals 1.30 1.17


OFFSITE AREA BREAKDOWN (UPSTREAM)IMPERVIOUS PERVIOUS

AC ACN - Ex Homes/Asphalt/Concrete 1.00 -N - Ex Pasture/Landscaping - 2.58N - Est. Second Growth Forest - 2.03S - Ex Homes/Asphalt/Concrete 0.25 -S - Est. Second Growth Forest - 1.68Totals 1.25 6.29


IMPERVIOUS PERVIOUS

STORM BASIN - PreDev*includes Storm Pond on Wyatt & excludes Wetland A & Associated Buffer

IMPERVIOUS PERVIOUSAC AC

MTA - Est. Second Growth Forest - 14.64MTA - Ex Pasture/Landscaping - 12.26MTA - Ex Homes/Asphalt/Concrete 0.50 -Wyatt - Est. Second Growth Forest - 1.67Wyatt - Ex Pasture/Landscaping - 0.50Wyatt - Ex Homes/Asphalt/Concrete 0.30 -Totals 0.80 29.07


STORM BASIN - PostDev*includes Storm Pond on Wyatt & excludes Wetland A & Associated Buffer

IMPERVIOUS PERVIOUSAC AC

MTA - Lot - Roofs/Drives 9.73 -MTA - Lot - Lawn/Landscaping - 7.22MTA - ROW - Drives/Sidewalks 6.15 -MTA - ROW - Lawn/Landscaping - 0.68MTA - Misc. Landscaping Tracts - 0.36MTA - Access & Utility Tract J 0.07 -MTA - Designated Park Tracts 0.16 3.02Wyatt - Lot Improvements 0.30 -Wyatt - Lawn & Landscaping - 1.17Wyatt - Storm Pond Surface 1.00 -Totals 17.41 12.46


Percent Impervious = 58.3%

ATTACHMENT B - PROJECT AREA WORKSHEET - POULSBO MEADOWS

LOT #AREA(SF) X≤4000

4000<X≤4500

4500<X≤5000

5000<X≤5500

5500<X≤6000 X>6000 50% Lot Area Driveways

Total Lot Impervious

1 5928 0 0 0 0 1 0 2964.0 400 3364.02 4546 0 0 1 0 0 0 2273.0 400 2673.03 4812 0 0 1 0 0 0 2406.0 400 2806.04 5783 0 0 0 0 1 0 2891.5 400 3291.55 5192 0 0 0 1 0 0 2596.0 400 2996.06 4575 0 0 1 0 0 0 2287.5 400 2687.57 4521 0 0 1 0 0 0 2260.5 400 2660.58 4516 0 0 1 0 0 0 2258.0 400 2658.09 4511 0 0 1 0 0 0 2255.5 400 2655.510 4507 0 0 1 0 0 0 2253.5 400 2653.511 4502 0 0 1 0 0 0 2251.0 400 2651.012 5846 0 0 0 0 1 0 2923.0 400 3323.013 4653 0 0 1 0 0 0 2326.5 400 2726.514 4546 0 0 1 0 0 0 2273.0 400 2673.015 4409 0 1 0 0 0 0 2204.5 400 2604.516 5855 0 0 0 0 1 0 2927.5 400 3327.517 4584 0 0 1 0 0 0 2292.0 400 2692.018 4848 0 0 1 0 0 0 2424.0 400 2824.019 4848 0 0 1 0 0 0 2424.0 400 2824.020 5252 0 0 0 1 0 0 2626.0 400 3026.021 4610 0 0 1 0 0 0 2305.0 400 2705.022 4500 0 1 0 0 0 0 2250.0 400 2650.023 4500 0 1 0 0 0 0 2250.0 400 2650.024 4500 0 1 0 0 0 0 2250.0 400 2650.025 4437 0 1 0 0 0 0 2218.5 400 2618.526 4861 0 0 1 0 0 0 2430.5 400 2830.527 8263 0 0 0 0 0 1 4131.5 400 4531.528 4073 0 1 0 0 0 0 2036.5 400 2436.529 4294 0 1 0 0 0 0 2147.0 400 2547.030 4260 0 1 0 0 0 0 2130.0 400 2530.031 7017 0 0 0 0 0 1 3508.5 400 3908.532 5374 0 0 0 1 0 0 2687.0 400 3087.033 4208 0 1 0 0 0 0 2104.0 400 2504.034 4950 0 0 1 0 0 0 2475.0 400 2875.035 4960 0 0 1 0 0 0 2480.0 400 2880.036 5418 0 0 0 1 0 0 2709.1 400 3109.137 4500 0 1 0 0 0 0 2250.0 400 2650.038 4500 0 1 0 0 0 0 2250.0 400 2650.039 4500 0 1 0 0 0 0 2250.0 400 2650.040 4484 0 1 0 0 0 0 2242.2 400 2642.241 4680 0 0 1 0 0 0 2340.1 400 2740.142 4815 0 0 1 0 0 0 2407.5 400 2807.543 4831 0 0 1 0 0 0 2415.3 400 2815.344 5836 0 0 0 0 1 0 2917.8 400 3317.845 5226 0 0 0 1 0 0 2612.9 400 3012.946 5870 0 0 0 0 1 0 2935.0 400 3335.0

MAX 8263.0 4131.5MIN 4073.0 2036.5

TOTAL 227700.8 113850 18400 132250AVG 4950.0

COUNT 0 13 20 5 6 2PERCENT 0% 28% 43% 11% 13% 4%

TRACT AREASSF AC Description

Tract A 16255.2 0.37 Designated ParkTract B 31935.9 0.73 Designated ParkTract C 3797.3 0.09 Landscaped Open SpaceTract D 6229.9 0.14 Landscaped Open SpaceTract E 2241.3 0.05 Landscaped Open SpaceTotal 60459.6 1.39

SITE AREA TABLESF AC Notes

Lots 227700.8 5.23 All Lot AreaROW 92059.1 2.11Private Road Tract 19788.5 0.45Tracts A & B 48191.1 1.11 Designated ParkTracts C-E 12268.5 0.28 All Tracts Designated as "Landscaped Open Space" OnlyTotal Site 400008.0 9.18

ONSITE AREA BREAKDOWN

SF AC SF AC Percent Impervious CoverageLots 132250.4 3.04 95450.4 2.19 58.1%ROW 92059.1 2.11 0.0 0.00 100.0%Private Road Tract 19788.5 0.45 0.0 0.00 100.0%Tracts A & B 2409.6 0.06 45781.5 1.05 5.0%Tracts C-E 0.0 0.00 12268.5 0.28 0.0%Totals 246507.5 5.66 153500.5 3.52 61.6%


OFFSITE AREA BREAKDOWN (UPSTREAM)IMPERVIOUS PERVIOUS

AC ACW - Ex Homes/Asphalt/Concrete 1.20 -W - Ex Pasture/Landscaping - 2.24W - Est. Second Growth Forest - 2.50Totals 1.20 4.74


STORM BASIN - PreDevIMPERVIOUS PERVIOUS

AC AC

PM - Est. Second Growth Forest - 2.80PM - Ex Pasture/Landscaping - 6.22PM - Ex Homes/Asphalt/Concrete 0.16 -Totals 0.16 9.02


STORM BASIN - PostDevIMPERVIOUS PERVIOUS

AC ACPM - Lot - Roofs/Drives 3.04 -PM - Lot - Lawn/Landscaping - 2.19PM - ROW - Drives/Sidewalks 2.11 -PM - ROW - Lawn/Landscaping - 0.00PM - Private Road Tract 0.45 -PM - Tracts A & B 0.06 1.05PM - Tracts C - E 0.00 0.28Totals 5.66 3.52


Percent Impervious = 61.6%

IMPERVIOUS PERVIOUS

ATTACHMENT C - POND CORRECTION FACTOR WORKSHEET

MTAPM-Pond As-Built Correction Factor Worksheet

Mountain Aire17.41 Impervious Area29.87 Basin Area

Poulsbo Meadows5.66 Impervious Area9.18 Basin Area

MTAPM-Pond 23.07 Impervious Area39.05 Basin Area

59.1% Percent Impervious

Correction Factor(0.4 * Imp%) + 0.1 * 100 = 33.6%

MTA-Pond Stage-Storage InfoStage Area Precorrected Area

241.45 65311 49,363240.37 61,643 46,590

240 60,142 45,456238 52,266 39,503236 45,417 34,327

ATTACHMENT D - POND VOLUME STAGE-STORAGE WORKSHEET

MTAPM-POND AS-BUILT VOLUME STAGE-STORAGE WORKSHEETCELL #1

Elevation(ft)

Area(sf)

Stage Increment

(ft)

Average Area Between Stages

(sf)

Volume Between

Stages (ft3)Cumulative Volume (ft3)

236 114592 12921 25841 25841

238 143822 15606 31212 57053

240 16830

CELL #2236 33958

2 35921 71842 71842238 37884

2 40598 81196 153038240 43312

BOTH CELLS240 60142

0.37 60893 22530 22530240.37 61643

1.08 63477 68555 91085241.45 65311

(ft3) (ac-ft)Total Pond Volume 301176 6.91

As-Built Live Volume with Correction Factor 232621 5.34

Design Live Volume with Correction Factor 223463 5.13

ATTACHMENT E - DETAILED HYDROGRAPH DATA CLEARHIS Hydrograph ID: PreDev-Both (2yr) Area: 39.0500 ac Hyd Int: 10.00 min Base Flow: Peak Flow: 3.2704 cfs Peak Time: 8.50 hrs Hyd Vol: 2.7963 acft Time Flow Time Flow Time Flow hr cfs hr cfs hr cfs 1.00 0.0010 12.33 2.0411 23.33 1.3956 1.17 0.0048 12.50 2.0214 23.50 1.3929 1.33 0.0099 12.67 1.9967 23.67 1.3909 1.50 0.0144 12.83 1.9696 23.83 1.3896 1.67 0.0191 13.00 1.9506 24.00 1.3888 1.83 0.0236 13.17 1.9364 24.17 1.2550 2.00 0.0270 13.33 1.9263 24.33 1.0310 2.17 0.0312 13.50 1.9193 24.50 0.8660 2.33 0.0351 13.67 1.9047 24.67 0.7293 2.50 0.0378 13.83 1.8853 24.83 0.6157 2.67 0.0402 14.00 1.8724 25.00 0.5211 2.83 0.0423 14.17 1.8631 25.17 0.4419 3.00 0.0443 14.33 1.8568 25.33 0.3754 3.17 0.0460 14.50 1.8528 25.50 0.3195 3.33 0.0475 14.67 1.8401 25.67 0.2724 3.50 0.0489 14.83 1.8219 25.83 0.2325 3.67 0.0518 15.00 1.8098 26.00 0.1987 3.83 0.0546 15.17 1.8010 26.17 0.1700 4.00 0.0558 15.33 1.7948 26.33 0.1456 4.17 0.0603 15.50 1.7907 26.50 0.1249 4.33 0.0648 15.67 1.7775 26.67 0.1071 4.50 0.0659 15.83 1.7585 26.83 0.0920 4.67 0.0705 16.00 1.7455 27.00 0.0790 4.83 0.0751 16.17 1.7358 27.17 0.0679 5.00 0.0761 16.33 1.7286 27.33 0.0584 5.17 0.0808 16.50 1.7236 27.50 0.0503 5.33 0.0854 16.67 1.7203 27.67 0.0432 5.50 0.0890 16.83 1.7184 27.83 0.0372 5.67 0.1009 17.00 1.7178 28.00 0.0321 5.83 0.1159 17.17 1.7069 28.17 0.0276 6.00 0.1291 17.33 1.6893 28.33 0.0238 6.17 0.1574 17.50 1.6774 28.50 0.0205 6.33 0.1972 17.67 1.6683 28.67 0.0177 6.50 0.2380 17.83 1.6615 28.83 0.0152 6.67 0.3071 18.00 1.6566 29.00 0.0131 6.83 0.3925 18.17 1.6418 29.17 0.0113 7.00 0.4728 18.33 1.6207 29.33 0.0097 7.17 0.5894 18.50 1.6057 29.50 0.0084 7.33 0.7277 18.67 1.5938 29.67 0.0072 7.50 0.8558 18.83 1.5846 29.83 0.0062 7.67 1.3980 19.00 1.5775 30.00 0.0054 7.83 2.2260 19.17 1.5607 30.17 0.0047 8.00 2.9392 19.33 1.5375 30.33 0.0040 8.17 3.2114 19.50 1.5206 30.50 0.0035 8.33 3.1681 19.67 1.5070 30.67 0.0030 8.50 3.2704 19.83 1.4963 30.83 0.0026 8.67 3.2639 20.00 1.4878 31.00 0.0022 8.83 3.1867 20.17 1.4811 31.17 0.0019 9.00 3.1666 20.33 1.4761 31.33 0.0017 9.17 3.0799 20.50 1.4723 31.50 0.0014 9.33 2.9523 20.67 1.4695 31.67 0.0012 9.50 2.8739 20.83 1.4677 31.83 0.0011 9.67 2.7906 21.00 1.4666 32.00 0.0009 9.83 2.7076 21.17 1.4661 32.17 0.0008 10.00 2.6504 21.33 1.4662 32.33 0.0007 10.17 2.5811 21.50 1.4667 32.50 0.0006 10.33 2.5064 21.67 1.4675 32.67 0.0005

10.50 2.4542 21.83 1.4687 32.83 0.0004 10.67 2.3960 22.00 1.4702 33.00 0.0004 10.83 2.3359 22.17 1.4599 33.17 0.0003 11.00 2.2929 22.33 1.4417 33.33 0.0003 11.17 2.2506 22.50 1.4289 33.50 0.0002 11.33 2.2103 22.67 1.4187 33.67 0.0002 11.50 2.1813 22.83 1.4106 33.83 0.0002 11.67 2.1499 23.00 1.4043 34.00 0.0002 11.83 2.1181 23.17 1.3994 34.17 0.0001 12.00 2.0957 23.33 1.3956 34.33 0.0001 12.17 2.0692 23.50 1.3929 34.50 0.0001

Hydrograph ID: PreDev-Both (10yr) Area: 39.0500 ac Hyd Int: 10.00 min Base Flow: Peak Flow: 6.2214 cfs Peak Time: 8.17 hrs Hyd Vol: 4.6433 acft Time Flow Time Flow Time Flow hr cfs hr cfs hr cfs 0.83 0.0023 12.33 3.3204 23.50 2.0879 1.00 0.0080 12.50 3.2777 23.67 2.0837 1.17 0.0160 12.67 3.2284 23.83 2.0806 1.33 0.0239 12.83 3.1760 24.00 2.0783 1.50 0.0300 13.00 3.1367 24.17 1.8813 1.67 0.0366 13.17 3.1056 24.33 1.5498 1.83 0.0427 13.33 3.0813 24.50 1.3024 2.00 0.0470 13.50 3.0628 24.67 1.0975 2.17 0.0526 13.67 3.0329 24.83 0.9271 2.33 0.0578 13.83 2.9961 25.00 0.7849 2.50 0.0609 14.00 2.9694 25.17 0.6659 2.67 0.0637 14.17 2.9487 25.33 0.5660 2.83 0.0661 14.33 2.9328 25.50 0.4819 3.00 0.0682 14.50 2.9211 25.67 0.4109 3.17 0.0701 14.67 2.8964 25.83 0.3509 3.33 0.0718 14.83 2.8634 26.00 0.3000 3.50 0.0733 15.00 2.8397 26.17 0.2567 3.67 0.0770 15.17 2.8212 26.33 0.2199 3.83 0.0807 15.33 2.8071 26.50 0.1886 4.00 0.0819 15.50 2.7965 26.67 0.1618 4.17 0.0879 15.67 2.7723 26.83 0.1389 4.33 0.0947 15.83 2.7393 27.00 0.1194 4.50 0.0995 16.00 2.7154 27.17 0.1026 4.67 0.1140 16.17 2.6966 27.33 0.0883 4.83 0.1325 16.33 2.6820 27.50 0.0759 5.00 0.1485 16.50 2.6707 27.67 0.0654 5.17 0.1795 16.67 2.6623 27.83 0.0563 5.33 0.2241 16.83 2.6562 28.00 0.0485 5.50 0.2726 17.00 2.6521 28.17 0.0418 5.67 0.3381 17.17 2.6328 28.33 0.0360 5.83 0.4144 17.33 2.6032 28.50 0.0310 6.00 0.4907 17.50 2.5821 28.67 0.0267 6.17 0.5951 17.67 2.5653 28.83 0.0230 6.33 0.7161 17.83 2.5522 29.00 0.0199 6.50 0.8289 18.00 2.5421 29.17 0.0171 6.67 0.9865 18.17 2.5174 29.33 0.0147 6.83 1.1713 18.33 2.4831 29.50 0.0127 7.00 1.3386 18.50 2.4577 29.67 0.0110 7.17 1.5635 18.67 2.4373 29.83 0.0095 7.33 1.8243 18.83 2.4210 30.00 0.0082 7.50 2.0595 19.00 2.4080 30.17 0.0070 7.67 3.0213 19.17 2.3806 30.33 0.0061 7.83 4.5028 19.33 2.3437 30.50 0.0052 8.00 5.7579 19.50 2.3160 30.67 0.0045 8.17 6.2214 19.67 2.2936 30.83 0.0039 8.33 6.1009 19.83 2.2753 31.00 0.0034 8.50 6.1874 20.00 2.2606 31.17 0.0029 8.67 6.1014 20.17 2.2488 31.33 0.0025 8.83 5.8988 20.33 2.2393 31.50 0.0022 9.00 5.7895 20.50 2.2318 31.67 0.0019 9.17 5.5815 20.67 2.2261 31.83 0.0016 9.33 5.3113 20.83 2.2216 32.00 0.0014

9.50 5.1231 21.00 2.2184 32.17 0.0012 9.67 4.9350 21.17 2.2161 32.33 0.0010 9.83 4.7525 21.33 2.2147 32.50 0.0009 10.00 4.6157 21.50 2.2139 32.67 0.0008 10.17 4.4653 21.67 2.2137 32.83 0.0007 10.33 4.3098 21.83 2.2141 33.00 0.0006 10.50 4.1927 22.00 2.2148 33.17 0.0005 10.67 4.0703 22.17 2.1983 33.33 0.0004 10.83 3.9477 22.33 2.1700 33.50 0.0004 11.00 3.8540 22.50 2.1495 33.67 0.0003 11.17 3.7643 22.67 2.1328 33.83 0.0003 11.33 3.6800 22.83 2.1194 34.00 0.0002 11.50 3.6149 23.00 2.1087 34.17 0.0002 11.67 3.5482 23.17 2.1001 34.33 0.0002 11.83 3.4822 23.33 2.0932 34.50 0.0002 12.00 3.4321 23.50 2.0879 34.67 0.0001 12.17 3.3771 23.67 2.0837 34.83 0.0001

Hydrograph ID: PreDev-Both (100yr) Area: 39.0500 ac Hyd Int: 10.00 min Base Flow: Peak Flow: 13.2822 cfs Peak Time: 8.17 hrs Hyd Vol: 8.7653 acft Time Flow Time Flow Time Flow hr cfs hr cfs hr cfs 0.67 0.0061 12.33 6.0312 23.83 3.4750 0.83 0.0190 12.50 5.9342 24.00 3.4693 1.00 0.0312 12.67 5.8280 24.17 3.1449 1.17 0.0451 12.83 5.7178 24.33 2.5969 1.33 0.0583 13.00 5.6312 24.50 2.1837 1.50 0.0668 13.17 5.5604 24.67 1.8411 1.67 0.0766 13.33 5.5028 24.83 1.5560 1.83 0.0855 13.50 5.4560 25.00 1.3180 2.00 0.0908 13.67 5.3911 25.17 1.1186 2.17 0.0986 13.83 5.3149 25.33 0.9512 2.33 0.1059 14.00 5.2564 25.50 0.8101 2.50 0.1094 14.17 5.2090 25.67 0.6910 2.67 0.1124 14.33 5.1707 25.83 0.5902 2.83 0.1150 14.50 5.1401 26.00 0.5047 3.00 0.1173 14.67 5.0882 26.17 0.4320 3.17 0.1215 14.83 5.0224 26.33 0.3702 3.33 0.1312 15.00 4.9725 26.50 0.3175 3.50 0.1465 15.17 4.9321 26.67 0.2724 3.67 0.1722 15.33 4.8996 26.83 0.2340 3.83 0.2098 15.50 4.8736 27.00 0.2011 4.00 0.2574 15.67 4.8252 27.17 0.1729 4.17 0.3303 15.83 4.7618 27.33 0.1487 4.33 0.4195 16.00 4.7138 27.50 0.1279 4.50 0.5096 16.17 4.6748 27.67 0.1101 4.67 0.6246 16.33 4.6432 27.83 0.0948 4.83 0.7550 16.50 4.6178 28.00 0.0817 5.00 0.8817 16.67 4.5975 28.17 0.0704 5.17 1.0330 16.83 4.5814 28.33 0.0606 5.33 1.1993 17.00 4.5687 28.50 0.0523 5.50 1.3576 17.17 4.5309 28.67 0.0451 5.67 1.5405 17.33 4.4758 28.83 0.0388 5.83 1.7381 17.50 4.4346 29.00 0.0335 6.00 1.9236 17.67 4.4012 29.17 0.0289 6.17 2.1627 17.83 4.3741 29.33 0.0249 6.33 2.4352 18.00 4.3522 29.50 0.0214 6.50 2.6806 18.17 4.3063 29.67 0.0185 6.67 3.0133 18.33 4.2442 29.83 0.0159 6.83 3.4020 18.50 4.1969 30.00 0.0138 7.00 3.7447 18.67 4.1583 30.17 0.0119 7.17 4.1945 18.83 4.1266 30.33 0.0102 7.33 4.7135 19.00 4.1007 30.50 0.0088 7.50 5.1694 19.17 4.0512 30.67 0.0076 7.67 7.0627 19.33 3.9857 30.83 0.0066 7.83 10.0010 19.50 3.9354 31.00 0.0057 8.00 12.4356 19.67 3.8940 31.17 0.0049 8.17 13.2822 19.83 3.8599 31.33 0.0042

8.33 12.9395 20.00 3.8318 31.50 0.0037 8.50 12.9325 20.17 3.8088 31.67 0.0032 8.67 12.6198 20.33 3.7898 31.83 0.0027 8.83 12.0949 20.50 3.7744 32.00 0.0023 9.00 11.7448 20.67 3.7617 32.17 0.0020 9.17 11.2333 20.83 3.7515 32.33 0.0017 9.33 10.6178 21.00 3.7434 32.50 0.0015 9.50 10.1587 21.17 3.7369 32.67 0.0013 9.67 9.7146 21.33 3.7319 32.83 0.0011 9.83 9.2913 21.50 3.7280 33.00 0.0010 10.00 8.9588 21.67 3.7252 33.17 0.0008 10.17 8.6127 21.83 3.7233 33.33 0.0007 10.33 8.2647 22.00 3.7221 33.50 0.0006 10.50 7.9911 22.17 3.6927 33.67 0.0005 10.67 7.7157 22.33 3.6435 33.83 0.0005 10.83 7.4455 22.50 3.6068 34.00 0.0004 11.00 7.2309 22.67 3.5768 34.17 0.0003 11.17 7.0287 22.83 3.5522 34.33 0.0003 11.33 6.8401 23.00 3.5320 34.50 0.0003 11.50 6.6889 23.17 3.5155 34.67 0.0002 11.67 6.5385 23.33 3.5021 34.83 0.0002 11.83 6.3923 23.50 3.4911 35.00 0.0002 12.00 6.2759 23.67 3.4822 35.17 0.0001 12.17 6.1541 23.83 3.4750 35.33 0.0001

Hydrograph ID: PostDev-Both (2yr) Area: 39.0400 ac Hyd Int: 10.00 min Base Flow: Peak Flow: 14.5247 cfs Peak Time: 8.00 hrs Hyd Vol: 5.2752 acft Time Flow Time Flow Time Flow hr cfs hr cfs hr cfs 1.00 0.0221 9.50 4.4176 17.83 2.2059 1.17 0.1041 9.67 4.2077 18.00 2.2068 1.33 0.2202 9.83 4.0012 18.17 2.1452 1.50 0.3267 10.00 3.9724 18.33 2.0744 1.67 0.4386 10.17 3.7894 18.50 2.0629 1.83 0.5458 10.33 3.5908 18.67 2.0590 2.00 0.6315 10.50 3.5638 18.83 2.0582 2.17 0.7304 10.67 3.4385 19.00 2.0587 2.33 0.8256 10.83 3.3048 19.17 1.9965 2.50 0.8938 11.00 3.2869 19.33 1.9252 2.67 0.9535 11.17 3.2238 19.50 1.9132 2.83 1.0065 11.33 3.1581 19.67 1.9090 3.00 1.0537 11.50 3.1514 19.83 1.9079 3.17 1.0960 11.67 3.0920 20.00 1.9080 3.33 1.1341 11.83 3.0270 20.17 1.9088 3.50 1.1686 12.00 3.0201 20.33 1.9097 3.67 1.2343 12.17 2.9598 20.50 1.9108 3.83 1.3010 12.33 2.8937 20.67 1.9119 4.00 1.3331 12.50 2.8859 20.83 1.9131 4.17 1.4340 12.67 2.8245 21.00 1.9142 4.33 1.5393 12.83 2.7572 21.17 1.9153 4.50 1.5734 13.00 2.7486 21.33 1.9165 4.67 1.6779 13.17 2.7475 21.50 1.9176 4.83 1.7857 13.33 2.7494 21.67 1.9187 5.00 1.8283 13.50 2.7526 21.83 1.9198 5.17 1.9584 13.67 2.6948 22.00 1.9209 5.33 2.0973 13.83 2.6282 22.17 1.8583 5.50 2.1590 14.00 2.6194 22.33 1.7861 5.67 2.3008 14.17 2.6178 22.50 1.7736 5.83 2.4486 14.33 2.6192 22.67 1.7690 6.00 2.5130 14.50 2.6217 22.83 1.7675 6.17 2.7519 14.67 2.5627 23.00 1.7674 6.33 3.0085 14.83 2.4949 23.17 1.7678 6.50 3.0925 15.00 2.4853 23.33 1.7684 6.67 3.4486 15.17 2.4830 23.50 1.7691 6.83 3.8333 15.33 2.4837 23.67 1.7699 7.00 3.9472 15.50 2.4856 23.83 1.7708 7.17 4.3865 15.67 2.4257 24.00 1.7716 7.33 4.8599 15.83 2.3568 24.17 1.0684

7.50 5.0016 16.00 2.3464 24.33 0.2587 7.67 8.9602 16.17 2.3436 24.50 0.1096 7.83 13.4962 16.33 2.3437 24.67 0.0486 8.00 14.5247 16.50 2.3450 24.83 0.0224 8.17 11.7931 16.67 2.3469 25.00 0.0108 8.33 8.3631 16.83 2.3489 25.17 0.0053 8.50 7.9551 17.00 2.3511 25.33 0.0027 8.67 6.9671 17.17 2.2906 25.50 0.0014 8.83 5.9666 17.33 2.2207 25.67 0.0007 9.00 5.8158 17.50 2.2097 25.83 0.0003 9.17 5.1881 17.67 2.2063 26.00 0.0002 9.33 4.5205 17.83 2.2059 26.17 0.0001

Hydrograph ID: PostDev-Both (10yr) Area: 39.0400 ac Hyd Int: 10.00 min Base Flow: Peak Flow: 20.9093 cfs Peak Time: 8.00 hrs Hyd Vol: 7.5341 acft Time Flow Time Flow Time Flow hr cfs hr cfs hr cfs 0.83 0.0494 9.33 6.4209 17.67 3.0564 1.00 0.1751 9.50 6.2582 17.83 3.0551 1.17 0.3562 9.67 5.9545 18.00 3.0555 1.33 0.5413 9.83 5.6567 18.17 2.9703 1.50 0.6904 10.00 5.6079 18.33 2.8720 1.67 0.8488 10.17 5.3470 18.50 2.8548 1.83 0.9973 10.33 5.0638 18.67 2.8487 2.00 1.1064 10.50 5.0194 18.83 2.8469 2.17 1.2383 10.67 4.8406 19.00 2.8470 2.33 1.3642 10.83 4.6498 19.17 2.7611 2.50 1.4457 11.00 4.6202 19.33 2.6622 2.67 1.5154 11.17 4.5291 19.50 2.6446 2.83 1.5757 11.33 4.4344 19.67 2.6381 3.00 1.6286 11.50 4.4217 19.83 2.6360 3.17 1.6753 11.67 4.3365 20.00 2.6358 3.33 1.7167 11.83 4.2434 20.17 2.6363 3.50 1.7536 12.00 4.2309 20.33 2.6372 3.67 1.8376 12.17 4.1451 20.50 2.6382 3.83 1.9231 12.33 4.0508 20.67 2.6393 4.00 1.9664 12.50 4.0374 20.83 2.6404 4.17 2.1263 12.67 3.9503 21.00 2.6415 4.33 2.3017 12.83 3.8549 21.17 2.6427 4.50 2.3763 13.00 3.8405 21.33 2.6438 4.67 2.5589 13.17 3.8371 21.50 2.6449 4.83 2.7503 13.33 3.8382 21.67 2.6460 5.00 2.8307 13.50 3.8412 21.83 2.6471 5.17 3.0231 13.67 3.7598 22.00 2.6483 5.33 3.2243 13.83 3.6658 22.17 2.5621 5.50 3.3077 14.00 3.6516 22.33 2.4624 5.67 3.5075 14.17 3.6479 22.50 2.4443 5.83 3.7168 14.33 3.6485 22.67 2.4375 6.00 3.8023 14.50 3.6507 22.83 2.4350 6.17 4.1424 14.67 3.5682 23.00 2.4344 6.33 4.5105 14.83 3.4729 23.17 2.4346 6.50 4.6253 15.00 3.4578 23.33 2.4352 6.67 5.1324 15.17 3.4534 23.50 2.4359 6.83 5.6838 15.33 3.4532 23.67 2.4366 7.00 5.8409 15.50 3.4547 23.83 2.4374 7.17 6.4619 15.67 3.3712 24.00 2.4382 7.33 7.1346 15.83 3.2748 24.17 1.4764 7.50 7.3282 16.00 3.2589 24.33 0.3645 7.67 12.9676 16.17 3.2538 24.50 0.1544 7.83 19.4544 16.33 3.2530 24.67 0.0684 8.00 20.9093 16.50 3.2540 24.83 0.0316 8.17 17.0024 16.67 3.2557 25.00 0.0152 8.33 12.0691 16.83 3.2577 25.17 0.0076 8.50 11.3983 17.00 3.2599 25.33 0.0039 8.67 9.9621 17.17 3.1758 25.50 0.0019 8.83 8.5180 17.33 3.0786 25.67 0.0010 9.00 8.2726 17.50 3.0621 25.83 0.0005 9.17 7.3746 17.67 3.0564 26.00 0.0003

Hydrograph ID: PostDev-Both (100yr) Area: 39.0400 ac Hyd Int: 10.00 min Base Flow: Peak Flow: 34.0490 cfs Peak Time: 8.00 hrs Hyd Vol: 12.1934 acft Time Flow Time Flow Time Flow hr cfs hr cfs hr cfs 0.67 0.1302 9.33 10.2750 17.83 4.7506 0.83 0.4151 9.50 9.9858 18.00 4.7501 1.00 0.6996 9.67 9.4889 18.17 4.6173 1.17 1.0255 9.83 9.0040 18.33 4.4639 1.33 1.3415 10.00 8.9120 18.50 4.4355 1.50 1.5577 10.17 8.4920 18.67 4.4247 1.67 1.7942 10.33 8.0361 18.83 4.4209 1.83 2.0108 10.50 7.9551 19.00 4.4199 2.00 2.1498 10.67 7.6671 19.17 4.2867 2.17 2.3346 10.83 7.3599 19.33 4.1326 2.33 2.5098 11.00 7.3052 19.50 4.1038 2.50 2.6052 11.17 7.1568 19.67 4.0926 2.67 2.6836 11.33 7.0026 19.83 4.0885 2.83 2.7598 11.50 6.9768 20.00 4.0872 3.00 2.8502 11.67 6.8392 20.17 4.0873 3.17 2.9509 11.83 6.6887 20.33 4.0879 3.33 3.0505 12.00 6.6640 20.50 4.0887 3.50 3.1454 12.17 6.5261 20.67 4.0896 3.67 3.3255 12.33 6.3747 20.83 4.0907 3.83 3.5119 12.50 6.3491 21.00 4.0917 4.00 3.6100 12.67 6.2100 21.17 4.0927 4.17 3.8889 12.83 6.0574 21.33 4.0938 4.33 4.1857 13.00 6.0308 21.50 4.0948 4.50 4.3004 13.17 6.0224 21.67 4.0958 4.67 4.5970 13.33 6.0213 21.83 4.0968 4.83 4.9098 13.50 6.0231 22.00 4.0978 5.00 5.0300 13.67 5.8942 22.17 3.9647 5.17 5.3376 13.83 5.7450 22.33 3.8102 5.33 5.6622 14.00 5.7195 22.50 3.7810 5.50 5.7856 14.17 5.7112 22.67 3.7695 5.67 6.1017 14.33 5.7096 22.83 3.7651 5.83 6.4356 14.50 5.7108 23.00 3.7635 6.00 6.5608 14.67 5.5808 23.17 3.7632 6.17 7.1071 14.83 5.4303 23.33 3.7635 6.33 7.7043 15.00 5.4039 23.50 3.7640 6.50 7.8792 15.17 5.3948 23.67 3.7647 6.67 8.6940 15.33 5.3925 23.83 3.7653 6.83 9.5872 15.50 5.3931 24.00 3.7661 7.00 9.8288 15.67 5.2620 24.17 2.2890 7.17 10.8174 15.83 5.1105 24.33 0.5751 7.33 11.8947 16.00 5.0833 24.50 0.2433 7.50 12.1876 16.17 5.0735 24.67 0.1078 7.67 21.2636 16.33 5.0706 24.83 0.0499 7.83 31.7441 16.50 5.0706 25.00 0.0241 8.00 34.0490 16.67 5.0718 25.17 0.0120 8.17 27.7141 16.83 5.0734 25.33 0.0061 8.33 19.6809 17.00 5.0754 25.50 0.0032 8.50 18.4374 17.17 4.9443 25.67 0.0017 8.67 16.0717 17.33 4.7920 25.83 0.0009 8.83 13.7140 17.50 4.7642 26.00 0.0005 9.00 13.2648 17.67 4.7540 26.17 0.0003 9.17 11.8131 17.83 4.7506 26.33 0.0001

Hydrograph ID: DevMTA + Up(2yr) Area: 37.4000 ac Hyd Int: 10.00 min Base Flow: Peak Flow: 12.4345 cfs Peak Time: 8.00 hrs Hyd Vol: 4.6483 acft Time Flow Time Flow Time Flow hr cfs hr cfs hr cfs 1.00 0.0196 10.33 3.2197 19.33 1.7661 1.17 0.0913 10.50 3.2005 19.50 1.7569 1.33 0.1899 10.67 3.0879 19.67 1.7533 1.50 0.2772 10.83 2.9694 19.83 1.7520 1.67 0.3686 11.00 2.9567 20.00 1.7518

1.83 0.4553 11.17 2.9001 20.17 1.7521 2.00 0.5229 11.33 2.8417 20.33 1.7527 2.17 0.6032 11.50 2.8372 20.50 1.7535 2.33 0.6801 11.67 2.7836 20.67 1.7545 2.50 0.7331 11.83 2.7262 20.83 1.7556 2.67 0.7800 12.00 2.7221 21.00 1.7567 2.83 0.8216 12.17 2.6682 21.17 1.7580 3.00 0.8589 12.33 2.6101 21.33 1.7592 3.17 0.8924 12.50 2.6054 21.50 1.7605 3.33 0.9226 12.67 2.5506 21.67 1.7618 3.50 0.9500 12.83 2.4915 21.83 1.7632 3.67 1.0053 13.00 2.4859 22.00 1.7645 3.83 1.0602 13.17 2.4858 22.17 1.7077 4.00 1.0839 13.33 2.4879 22.33 1.6435 4.17 1.1700 13.50 2.4910 22.50 1.6341 4.33 1.2572 13.67 2.4387 22.67 1.6304 4.50 1.2802 13.83 2.3801 22.83 1.6290 4.67 1.3683 14.00 2.3747 23.00 1.6285 4.83 1.4572 14.17 2.3743 23.17 1.6285 5.00 1.4868 14.33 2.3761 23.33 1.6288 5.17 1.5962 14.50 2.3787 23.50 1.6293 5.33 1.7103 14.67 2.3254 23.67 1.6300 5.50 1.7545 14.83 2.2657 23.83 1.6308 5.67 1.8725 15.00 2.2594 24.00 1.6316 5.83 1.9931 15.17 2.2583 24.17 0.9894 6.00 2.0387 15.33 2.2593 24.33 0.2651 6.17 2.2438 15.50 2.2612 24.50 0.1477 6.33 2.4611 15.67 2.2069 24.67 0.0937 6.50 2.5249 15.83 2.1459 24.83 0.0646 6.67 2.8387 16.00 2.1388 25.00 0.0466 6.83 3.1709 16.17 2.1370 25.17 0.0342 7.00 3.2603 16.33 2.1373 25.33 0.0255 7.17 3.6511 16.50 2.1385 25.50 0.0190 7.33 4.0651 16.67 2.1402 25.67 0.0143 7.50 4.1813 16.83 2.1422 25.83 0.0107 7.67 7.7274 17.00 2.1444 26.00 0.0080 7.83 11.6705 17.17 2.0896 26.17 0.0060 8.00 12.4345 17.33 2.0279 26.33 0.0045 8.17 9.9407 17.50 2.0202 26.50 0.0034 8.33 6.9797 17.67 2.0178 26.67 0.0025 8.50 6.8008 17.83 2.0176 26.83 0.0019 8.67 6.0082 18.00 2.0184 27.00 0.0014 8.83 5.1839 18.17 1.9622 27.17 0.0011 9.00 5.1130 18.33 1.8992 27.33 0.0008 9.17 4.5760 18.50 1.8906 27.50 0.0006 9.33 4.0034 18.67 1.8875 27.67 0.0005 9.50 3.9395 18.83 1.8867 27.83 0.0003 9.67 3.7602 19.00 1.8868 28.00 0.0003 9.83 3.5806 19.17 1.8299 28.17 0.0002 10.00 3.5606 19.33 1.7661 28.33 0.0001 10.17 3.3956 19.50 1.7569 28.50 0.0001

Hydrograph ID: DevMTA + Up(10yr) Area: 37.4000 ac Hyd Int: 10.00 min Base Flow: Peak Flow: 18.1997 cfs Peak Time: 8.00 hrs Hyd Vol: 6.7429 acft Time Flow Time Flow Time Flow hr cfs hr cfs hr cfs 0.83 0.0438 10.17 4.9018 19.33 2.4763 1.00 0.1530 10.33 4.6437 19.50 2.4620 1.17 0.3067 10.50 4.6053 19.67 2.4560 1.33 0.4596 10.67 4.4396 19.83 2.4532 1.50 0.5787 10.83 4.2656 20.00 2.4521 1.67 0.7069 11.00 4.2398 20.17 2.4518 1.83 0.8263 11.17 4.1548 20.33 2.4520 2.00 0.9111 11.33 4.0677 20.50 2.4525 2.17 1.0183 11.50 4.0560 20.67 2.4533 2.33 1.1198 11.67 3.9771 20.83 2.4542 2.50 1.1822 11.83 3.8926 21.00 2.4553 2.67 1.2362 12.00 3.8825 21.17 2.4565

2.83 1.2834 12.17 3.8039 21.33 2.4577 3.00 1.3249 12.33 3.7193 21.50 2.4590 3.17 1.3617 12.50 3.7089 21.67 2.4603 3.33 1.3944 12.67 3.6296 21.83 2.4616 3.50 1.4236 12.83 3.5441 22.00 2.4630 3.67 1.4949 13.00 3.5329 22.17 2.3844 3.83 1.5656 13.17 3.5300 22.33 2.2951 4.00 1.5975 13.33 3.5306 22.50 2.2809 4.17 1.7339 13.50 3.5329 22.67 2.2750 4.33 1.8791 13.67 3.4584 22.83 2.2722 4.50 1.9324 13.83 3.3746 23.00 2.2710 4.67 2.0848 14.00 3.3642 23.17 2.2705 4.83 2.2414 14.17 3.3617 23.33 2.2704 5.00 2.2988 14.33 3.3622 23.50 2.2706 5.17 2.4624 14.50 3.3642 23.67 2.2711 5.33 2.6337 14.67 3.2888 23.83 2.2717 5.50 2.7014 14.83 3.2038 24.00 2.2724 5.67 2.8792 15.00 3.1926 24.17 1.3910 5.83 3.0639 15.17 3.1893 24.33 0.3905 6.00 3.1385 15.33 3.1891 24.50 0.2196 6.17 3.4459 15.50 3.1903 24.67 0.1402 6.33 3.7711 15.67 3.1138 24.83 0.0970 6.50 3.8681 15.83 3.0276 25.00 0.0700 6.67 4.3256 16.00 3.0155 25.17 0.0516 6.83 4.8132 16.17 3.0113 25.33 0.0384 7.00 4.9449 16.33 3.0104 25.50 0.0286 7.17 5.5073 16.50 3.0108 25.67 0.0215 7.33 6.1069 16.67 3.0121 25.83 0.0161 7.50 6.2740 16.83 3.0138 26.00 0.0121 7.67 11.3634 17.00 3.0158 26.17 0.0091 7.83 17.0680 17.17 2.9391 26.33 0.0068 8.00 18.1997 17.33 2.8523 26.50 0.0051 8.17 14.6458 17.50 2.8397 26.67 0.0038 8.33 10.3636 17.67 2.8352 26.83 0.0029 8.50 10.0071 17.83 2.8337 27.00 0.0021 8.67 8.8323 18.00 2.8337 27.17 0.0016 8.83 7.6189 18.17 2.7553 27.33 0.0012 9.00 7.4721 18.33 2.6669 27.50 0.0009 9.17 6.6864 18.50 2.6532 27.67 0.0007 9.33 5.8499 18.67 2.6477 27.83 0.0005 9.50 5.7297 18.83 2.6455 28.00 0.0004 9.67 5.4579 19.00 2.6448 28.17 0.0003 9.83 5.1883 19.17 2.5656 28.33 0.0002 10.00 5.1444 19.33 2.4763 28.50 0.0002

Hydrograph ID: DevMTA + Up(100yr) Area: 37.4000 ac Hyd Int: 10.00 min Base Flow: Peak Flow: 30.2277 cfs Peak Time: 8.00 hrs Hyd Vol: 11.1152 acft Time Flow Time Flow Time Flow hr cfs hr cfs hr cfs 0.67 0.1154 10.17 7.9838 19.50 3.8740 0.83 0.3619 10.33 7.5544 19.67 3.8628 1.00 0.5984 10.50 7.4726 19.83 3.8570 1.17 0.8678 10.67 7.1961 20.00 3.8539 1.33 1.1248 10.83 6.9068 20.17 3.8522 1.50 1.2925 11.00 6.8515 20.33 3.8514 1.67 1.4825 11.17 6.7066 20.50 3.8511 1.83 1.6557 11.33 6.5590 20.67 3.8513 2.00 1.7612 11.50 6.5308 20.83 3.8518 2.17 1.9115 11.67 6.3989 21.00 3.8525 2.33 2.0528 11.83 6.2582 21.17 3.8533 2.50 2.1237 12.00 6.2342 21.33 3.8544 2.67 2.1833 12.17 6.1047 21.50 3.8555 2.83 2.2427 12.33 5.9652 21.67 3.8566 3.00 2.3150 12.50 5.9420 21.83 3.8578 3.17 2.3957 12.67 5.8125 22.00 3.8590 3.33 2.4750 12.83 5.6726 22.17 3.7370 3.50 2.5501 13.00 5.6490 22.33 3.5975 3.67 2.7018 13.17 5.6396 22.50 3.5735

3.83 2.8587 13.33 5.6363 22.67 3.5628 4.00 2.9397 13.50 5.6359 22.83 3.5575 4.17 3.1876 13.67 5.5162 23.00 3.5545 4.33 3.4477 13.83 5.3808 23.17 3.5528 4.50 3.5453 14.00 5.3598 23.33 3.5519 4.67 3.8133 14.17 5.3519 23.50 3.5515 4.83 4.0928 14.33 5.3494 23.67 3.5514 5.00 4.2000 14.50 5.3493 23.83 3.5516 5.17 4.4828 14.67 5.2291 24.00 3.5520 5.33 4.7776 14.83 5.0930 24.17 2.1934 5.50 4.8916 15.00 5.0713 24.33 0.6421 5.67 5.1861 15.17 5.0628 24.50 0.3641 5.83 5.4933 15.33 5.0596 24.67 0.2339 6.00 5.6122 15.50 5.0589 24.83 0.1624 6.17 6.1173 15.67 4.9376 25.00 0.1174 6.33 6.6580 15.83 4.8002 25.17 0.0866 6.50 6.8154 16.00 4.7776 25.33 0.0644 6.67 7.5639 16.17 4.7683 25.50 0.0482 6.83 8.3699 16.33 4.7643 25.67 0.0360 7.00 8.5843 16.50 4.7629 25.83 0.0270 7.17 9.4953 16.67 4.7627 26.00 0.0203 7.33 10.4741 16.83 4.7634 26.17 0.0152 7.50 10.7405 17.00 4.7647 26.33 0.0114 7.67 19.0037 17.17 4.6440 26.50 0.0086 7.83 28.3448 17.33 4.5066 26.67 0.0064 8.00 30.2277 17.50 4.4839 26.83 0.0048 8.17 24.4814 17.67 4.4745 27.00 0.0036 8.33 17.4569 17.83 4.4703 27.17 0.0027 8.50 16.6900 18.00 4.4684 27.33 0.0020 8.67 14.7080 18.17 4.3453 27.50 0.0015 8.83 12.6786 18.33 4.2059 27.67 0.0011 9.00 12.3554 18.50 4.1818 27.83 0.0009 9.17 11.0498 18.67 4.1711 28.00 0.0006 9.33 9.6642 18.83 4.1659 28.17 0.0005 9.50 9.4169 19.00 4.1633 28.33 0.0004 9.67 8.9483 19.17 4.0392 28.50 0.0003 9.83 8.4884 19.33 3.8988 28.67 0.0002 10.00 8.3890 19.50 3.8740 28.83 0.0002

Hydrograph ID: Both + Up(2yr) Area: 46.5800 ac Hyd Int: 10.00 min Base Flow: Peak Flow: 15.6304 cfs Peak Time: 8.00 hrs Hyd Vol: 5.9080 acft Time Flow Time Flow Time Flow hr cfs hr cfs hr cfs 1.00 0.0230 10.33 4.0992 19.33 2.2297 1.17 0.1086 10.50 4.0604 19.50 2.2139 1.33 0.2303 10.67 3.9212 19.67 2.2073 1.50 0.3425 10.83 3.7725 19.83 2.2046 1.67 0.4605 11.00 3.7465 20.00 2.2038 1.83 0.5736 11.17 3.6751 20.17 2.2040 2.00 0.6642 11.33 3.6012 20.33 2.2047 2.17 0.7683 11.50 3.5902 20.50 2.2056 2.33 0.8687 11.67 3.5249 20.67 2.2068 2.50 0.9410 11.83 3.4533 20.83 2.2082 2.67 1.0042 12.00 3.4432 21.00 2.2096 2.83 1.0601 12.17 3.3777 21.17 2.2110 3.00 1.1100 12.33 3.3053 21.33 2.2126 3.17 1.1547 12.50 3.2944 21.50 2.2141 3.33 1.1949 12.67 3.2278 21.67 2.2157 3.50 1.2313 12.83 3.1542 21.83 2.2172 3.67 1.3002 13.00 3.1423 22.00 2.2188 3.83 1.3704 13.17 3.1396 22.17 2.1524 4.00 1.4047 13.33 3.1409 22.33 2.0739 4.17 1.5102 13.50 3.1441 22.50 2.0578 4.33 1.6209 13.67 3.0828 22.67 2.0510 4.50 1.6579 13.83 3.0109 22.83 2.0481 4.67 1.7673 14.00 2.9996 23.00 2.0470 4.83 1.8807 14.17 2.9969 23.17 2.0468 5.00 1.9261 14.33 2.9978 23.33 2.0471

5.17 2.0611 14.50 3.0005 23.50 2.0477 5.33 2.2057 14.67 2.9380 23.67 2.0485 5.50 2.2700 14.83 2.8647 23.83 2.0495 5.67 2.4168 15.00 2.8523 24.00 2.0505 5.83 2.5703 15.17 2.8487 24.17 1.2996 6.00 2.6372 15.33 2.8488 24.33 0.4149 6.17 2.8866 15.50 2.8505 24.50 0.2211 6.33 3.1590 15.67 2.7868 24.67 0.1302 6.50 3.2552 15.83 2.7121 24.83 0.0830 6.67 3.6352 16.00 2.6987 25.00 0.0560 6.83 4.0500 16.17 2.6942 25.17 0.0391 7.00 4.1859 16.33 2.6934 25.33 0.0281 7.17 4.6609 16.50 2.6944 25.50 0.0204 7.33 5.1772 16.67 2.6962 25.67 0.0150 7.50 5.3510 16.83 2.6985 25.83 0.0110 7.67 9.5284 17.00 2.7011 26.00 0.0082 7.83 14.3895 17.17 2.6371 26.17 0.0061 8.00 15.6304 17.33 2.5615 26.33 0.0045 8.17 12.8821 17.50 2.5475 26.50 0.0034 8.33 9.3092 17.67 2.5423 26.67 0.0025 8.50 8.8592 17.83 2.5410 26.83 0.0019 8.67 7.8165 18.00 2.5413 27.00 0.0014 8.83 6.7487 18.17 2.4754 27.17 0.0011 9.00 6.5684 18.33 2.3983 27.33 0.0008 9.17 5.8935 18.50 2.3831 27.50 0.0006 9.33 5.1687 18.67 2.3771 27.67 0.0005 9.50 5.0354 18.83 2.3749 27.83 0.0003 9.67 4.7978 19.00 2.3746 28.00 0.0003 9.83 4.5651 19.17 2.3078 28.17 0.0002 10.00 4.5214 19.33 2.2297 28.33 0.0001 10.17 4.3191 19.50 2.2139 28.50 0.0001

Hydrograph ID: Both + Up(10yr) Area: 46.5800 ac Hyd Int: 10.00 min Base Flow: Peak Flow: 22.7814 cfs Peak Time: 8.00 hrs Hyd Vol: 8.5362 acft Time Flow Time Flow Time Flow hr cfs hr cfs hr cfs 0.83 0.0514 10.17 6.2012 19.33 3.1161 1.00 0.1828 10.33 5.8804 19.50 3.0925 1.17 0.3727 10.50 5.8134 19.67 3.0821 1.33 0.5675 10.67 5.6093 19.83 3.0773 1.50 0.7252 10.83 5.3924 20.00 3.0753 1.67 0.8922 11.00 5.3471 20.17 3.0747 1.83 1.0488 11.17 5.2407 20.33 3.0749 2.00 1.1644 11.33 5.1312 20.50 3.0755 2.17 1.3033 11.50 5.1097 20.67 3.0765 2.33 1.4360 11.67 5.0138 20.83 3.0776 2.50 1.5226 11.83 4.9091 21.00 3.0789 2.67 1.5963 12.00 4.8900 21.17 3.0804 2.83 1.6601 12.17 4.7948 21.33 3.0818 3.00 1.7160 12.33 4.6898 21.50 3.0833 3.17 1.7653 12.50 4.6703 21.67 3.0849 3.33 1.8090 12.67 4.5742 21.83 3.0865 3.50 1.8480 12.83 4.4681 22.00 3.0881 3.67 1.9359 13.00 4.4477 22.17 2.9963 3.83 2.0259 13.17 4.4408 22.33 2.8873 4.00 2.0718 13.33 4.4400 22.50 2.8638 4.17 2.2377 13.50 4.4420 22.67 2.8534 4.33 2.4204 13.67 4.3548 22.83 2.8486 4.50 2.4984 13.83 4.2522 23.00 2.8464 4.67 2.6875 14.00 4.2333 23.17 2.8455 4.83 2.8863 14.17 4.2271 23.33 2.8454 5.00 2.9710 14.33 4.2262 23.50 2.8457 5.17 3.1737 14.50 4.2279 23.67 2.8462 5.33 3.3896 14.67 4.1396 23.83 2.8470 5.50 3.4858 14.83 4.0356 24.00 2.8479 5.67 3.7041 15.00 4.0157 24.17 1.8176 5.83 3.9352 15.17 4.0085 24.33 0.5974 6.00 4.0390 15.33 4.0068 24.50 0.3214

6.17 4.4089 15.50 4.0075 24.67 0.1911 6.33 4.8126 15.67 3.9179 24.83 0.1228 6.50 4.9545 15.83 3.8124 25.00 0.0833 6.67 5.5060 16.00 3.7914 25.17 0.0585 6.83 6.1111 16.17 3.7833 25.33 0.0420 7.00 6.3077 16.33 3.7806 25.50 0.0306 7.17 6.9888 16.50 3.7805 25.67 0.0225 7.33 7.7329 16.67 3.7817 25.83 0.0166 7.50 7.9798 16.83 3.7836 26.00 0.0124 7.67 13.9684 17.00 3.7860 26.17 0.0092 7.83 20.9791 17.17 3.6964 26.33 0.0068 8.00 22.7814 17.33 3.5903 26.50 0.0051 8.17 18.8591 17.50 3.5689 26.67 0.0038 8.33 13.7012 17.67 3.5602 26.83 0.0029 8.50 12.9496 17.83 3.5569 27.00 0.0021 8.67 11.4121 18.00 3.5562 27.17 0.0016 8.83 9.8474 18.17 3.4643 27.33 0.0012 9.00 9.5395 18.33 3.3563 27.50 0.0009 9.17 8.5549 18.50 3.3334 27.67 0.0007 9.33 7.5006 18.67 3.3237 27.83 0.0005 9.50 7.2794 18.83 3.3195 28.00 0.0004 9.67 6.9231 19.00 3.3180 28.17 0.0003 9.83 6.5766 19.17 3.2251 28.33 0.0002 10.00 6.4977 19.33 3.1161 28.50 0.0002

Hydrograph ID: Both + Up(100yr) Area: 46.5800 ac Hyd Int: 10.00 min Base Flow: Peak Flow: 37.6565 cfs Peak Time: 8.00 hrs Hyd Vol: 14.0072 acft Time Flow Time Flow Time Flow hr cfs hr cfs hr cfs 0.67 0.1354 10.17 10.0421 19.50 4.8505 0.83 0.4333 10.33 9.5116 19.67 4.8323 1.00 0.7327 10.50 9.3825 19.83 4.8232 1.17 1.0757 10.67 9.0438 20.00 4.8185 1.33 1.4088 10.83 8.6853 20.17 4.8162 1.50 1.6381 11.00 8.5977 20.33 4.8151 1.67 1.8875 11.17 8.4179 20.50 4.8148 1.83 2.1161 11.33 8.2340 20.67 4.8151 2.00 2.2637 11.50 8.1891 20.83 4.8158 2.17 2.4581 11.67 8.0296 21.00 4.8167 2.33 2.6428 11.83 7.8561 21.17 4.8178 2.50 2.7446 12.00 7.8171 21.33 4.8190 2.67 2.8277 12.17 7.6606 21.50 4.8204 2.83 2.9077 12.33 7.4885 21.67 4.8217 3.00 3.0013 12.50 7.4502 21.83 4.8231 3.17 3.1047 12.67 7.2936 22.00 4.8246 3.33 3.2067 12.83 7.1209 22.17 4.6820 3.50 3.3037 13.00 7.0820 22.33 4.5121 3.67 3.4902 13.17 7.0657 22.50 4.4736 3.83 3.6877 13.33 7.0595 22.67 4.4559 4.00 3.7978 13.50 7.0581 22.83 4.4472 4.17 4.0986 13.67 6.9179 23.00 4.4426 4.33 4.4227 13.83 6.7527 23.17 4.4402 4.50 4.5602 14.00 6.7179 23.33 4.4390 4.67 4.8877 14.17 6.7037 23.50 4.4385 4.83 5.2359 14.33 6.6984 23.67 4.4385 5.00 5.3854 14.50 6.6974 23.83 4.4388 5.17 5.7303 14.67 6.5566 24.00 4.4394 5.33 6.0964 14.83 6.3905 24.17 2.8521 5.50 6.2539 15.00 6.3547 24.33 0.9629 5.67 6.6122 15.17 6.3398 24.50 0.5226 5.83 6.9926 15.33 6.3337 24.67 0.3134 6.00 7.1559 15.50 6.3318 24.83 0.2029 6.17 7.7606 15.67 6.1897 25.00 0.1383 6.33 8.4273 15.83 6.0222 25.17 0.0976 6.50 8.6547 16.00 5.9854 25.33 0.0702 6.67 9.5535 16.17 5.9694 25.50 0.0513 6.83 10.5484 16.33 5.9624 25.67 0.0377 7.00 10.8645 16.50 5.9597 25.83 0.0279

7.17 11.9640 16.67 5.9591 26.00 0.0207 7.33 13.1732 16.83 5.9598 26.17 0.0155 7.50 13.5631 17.00 5.9613 26.33 0.0115 7.67 23.2731 17.17 5.8204 26.50 0.0086 7.83 34.7127 17.33 5.6529 26.67 0.0064 8.00 37.6565 17.50 5.6161 26.83 0.0048 8.17 31.3038 17.67 5.5999 27.00 0.0036 8.33 22.8608 17.83 5.5926 27.17 0.0027 8.50 21.4403 18.00 5.5894 27.33 0.0020 8.67 18.8623 18.17 5.4452 27.50 0.0015 8.83 16.2596 18.33 5.2751 27.67 0.0011 9.00 15.6674 18.50 5.2365 27.83 0.0009 9.17 14.0370 18.67 5.2190 28.00 0.0006 9.33 12.2995 18.83 5.2105 28.17 0.0005 9.50 11.8857 19.00 5.2064 28.33 0.0004 9.67 11.2783 19.17 5.0611 28.50 0.0003 9.83 10.6931 19.33 4.8899 28.67 0.0002 10.00 10.5348 19.50 4.8505 28.83 0.0002

ATTACHMENT F - EMERGENCY OVERFLOW CAPACITY CHECK

EMERGENCY OVERFLOW CAPACITY CHECK

L=[Q100/(3.21*H3/2)] - 2.4*H2

Q100 = 30 cfs

L (length of weir bottom, 6' min.) = 26 feetH (height of weir, 0.2' min.) = 0.5 feet

SOLVE FOR L.

L = 25.83 feet

Project Description16.12.28 SSA Rev.SPF

Project OptionsCFSElevationSanta Barbara UHSCS TR-55Kinematic WaveYESYES

Analysis OptionsMay 20, 2016 00:00:00May 20, 2016 23:59:00May 20, 2016 00:00:000 days0 01:00:00 days hh:mm:ss0 00:05:00 days hh:mm:ss0 00:05:00 days hh:mm:ss30 seconds

Number of ElementsQty1102019000119019000000

Rainfall DetailsSN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall

ID Source ID Type Units Period Depth Distribution(years) (inches)

1 POULSBO Time Series TS-01 Cumulative inches Washington Kitsap 100 4.50 SCS Type IA 24-hr

Outlets .................................................Pollutants .....................................................Land Uses ...................................................

Links............................................................. Channels ............................................. Pipes ................................................... Pumps ................................................. Orifices ................................................ Weirs ...................................................

Nodes........................................................... Junctions ............................................. Outfalls ................................................ Flow Diversions ................................... Inlets ................................................... Storage Nodes ....................................

Runoff (Dry Weather) Time Step .................Runoff (Wet Weather) Time Step ................Reporting Time Step ...................................Routing Time Step .......................................

Rain Gages ..................................................Subbasins.....................................................

Enable Overflow Ponding at Nodes .............Skip Steady State Analysis Time Periods ...

Start Analysis On .........................................End Analysis On ..........................................Start Reporting On .......................................Antecedent Dry Days ...................................

File Name ....................................................

Flow Units ....................................................Elevation Type .............................................Hydrology Method ........................................Time of Concentration (TOC) Method .........Link Routing Method ....................................

Subbasin SummarySN Subbasin Area Impervious Impervious Pervious Total Total Total Peak Time of

ID Area Area Curve Area Curve Rainfall Runoff Runoff Runoff ConcentrationNumber Number Volume

(ac) (%) (in) (in) (ac-in) (cfs) (days hh:mm:ss)1 BASIN1-1 4.54 58.00 98.00 86.00 4.49 3.69 16.73 3.02 0 00:30:502 BASIN1-2 2.19 58.00 98.00 86.00 4.49 3.71 8.12 1.74 0 00:16:483 BASIN2-1 3.35 58.00 98.00 86.00 4.49 3.71 12.42 2.67 0 00:16:454 BASIN2-2 3.20 58.00 98.00 86.00 4.49 3.70 11.85 2.50 0 00:17:555 BASIN3-1 3.10 58.00 98.00 86.00 4.49 3.70 11.48 2.43 0 00:17:416 BASIN3-2 2.17 58.00 98.00 86.00 4.49 3.70 8.03 1.63 0 00:20:187 BASIN4 8.46 58.00 98.00 86.00 4.49 3.72 31.43 7.47 0 00:10:008 MTA-UP-NORTH 5.61 18.00 98.00 81.72 4.49 2.84 15.94 2.36 0 00:46:099 MTA-UP-SOUTH 1.93 13.00 98.00 81.72 4.49 2.78 5.36 0.89 0 00:34:43

10 PM 9.18 62.00 98.00 86.00 4.49 3.75 34.43 7.04 0 00:20:00

Node SummarySN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time

ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded FloodedElevation Elevation Attained Depth Attained Flooding Volume

Attained Occurrence(ft) (ft) (ft) (ft) (ft²) (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)

1 CB#1 Junction 236.16 244.04 236.16 244.04 0.00 30.36 238.79 0.00 5.25 0 00:00 0.00 0.002 CB#10 Junction 240.40 244.67 240.40 244.67 0.00 11.05 241.59 0.00 3.08 0 00:00 0.00 0.003 CB#11 Junction 241.20 247.29 241.20 247.29 0.00 11.05 242.35 0.00 4.94 0 00:00 0.00 0.004 CB#12 Junction 241.55 248.27 241.55 248.27 0.00 9.35 242.64 0.00 5.63 0 00:00 0.00 0.005 CB#13 Junction 242.04 246.46 242.04 246.46 0.00 7.04 242.97 0.00 3.49 0 00:00 0.00 0.006 CB#2 Junction 236.69 247.86 236.69 247.86 0.00 30.36 239.00 0.00 8.86 0 00:00 0.00 0.007 CB#3 Junction 236.95 249.28 236.95 249.28 0.00 30.36 238.54 0.00 10.74 0 00:00 0.00 0.008 CB#34 Junction 245.53 249.48 245.84 249.48 0.00 8.03 246.30 0.00 3.18 0 00:00 0.00 0.009 CB#4 Junction 237.25 250.32 237.25 250.32 0.00 23.16 238.67 0.00 11.65 0 00:00 0.00 0.00

10 CB#43 Junction 259.08 265.51 259.08 265.51 0.00 5.62 261.61 0.00 3.90 0 00:00 0.00 0.0011 CB#44 Junction 261.69 264.79 261.69 264.79 0.00 3.02 262.32 0.00 2.47 0 00:00 0.00 0.0012 CB#5 Junction 237.62 249.39 237.62 249.39 0.00 23.16 239.37 0.00 10.02 0 00:00 0.00 0.0013 CB#52 Junction 265.87 271.40 265.97 271.40 0.00 3.02 266.53 0.00 4.87 0 00:00 0.00 0.0014 CB#53 Junction 266.47 271.24 266.47 271.24 0.00 3.02 267.03 0.00 4.21 0 00:00 0.00 0.0015 CB#58 Junction 253.23 261.85 253.23 261.85 0.00 8.03 254.00 0.00 7.85 0 00:00 0.00 0.0016 CB#6 Junction 238.66 244.69 238.66 244.69 0.00 15.14 240.28 0.00 4.41 0 00:00 0.00 0.0017 CB#7 Junction 239.60 247.76 239.60 247.76 0.00 13.51 241.00 0.00 6.76 0 00:00 0.00 0.0018 CB#8 Junction 240.07 246.69 240.07 246.69 0.00 13.51 241.38 0.00 5.31 0 00:00 0.00 0.0019 CB#9 Junction 240.17 245.47 240.17 245.47 0.00 11.05 241.58 0.00 3.89 0 00:00 0.00 0.0020 Pond Storage Node 236.00 242.00 236.00 0.00 31.22 236.00 0.00 0.00

Link SummarySN Element Element From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported

ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged ConditionNode Elevation Elevation Ratio Total Depth

Ratio(ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min)

1 10-9 Pipe CB#10 CB#9 47.30 240.40 240.17 0.4900 24.000 0.0120 11.05 17.09 0.65 5.78 1.17 0.59 0.00 Calculated2 11-10 Pipe CB#11 CB#10 147.40 241.20 240.44 0.5200 24.000 0.0120 11.05 17.60 0.63 5.92 1.15 0.57 0.00 Calculated3 12-11 Pipe CB#12 CB#11 74.10 241.55 241.23 0.4300 24.000 0.0120 9.35 16.11 0.58 5.32 1.09 0.55 0.00 Calculated4 13-12 Pipe CB#13 CB#12 107.50 242.04 241.59 0.4200 24.000 0.0120 7.04 15.86 0.44 4.90 0.93 0.47 0.00 Calculated5 1-POND Pipe CB#1 Pond 41.20 236.16 236.00 0.3900 36.000 0.0120 30.36 45.03 0.67 6.83 1.81 0.60 0.00 Calculated6 2-1 Pipe CB#2 CB#1 111.10 236.69 236.48 0.1900 36.000 0.0120 30.36 32.31 0.94 5.20 2.31 0.77 0.00 Calculated7 3-2 Pipe CB#3 CB#2 36.10 236.95 236.74 0.5800 36.000 0.0120 30.36 55.11 0.55 7.98 1.59 0.53 0.00 Calculated8 34-5 Pipe CB#34 CB#5 30.30 245.84 237.75 26.7000 12.000 0.0120 8.03 19.94 0.40 24.02 0.44 0.44 0.00 Calculated9 4-3 Pipe CB#4 CB#3 60.80 237.25 236.95 0.4900 36.000 0.0120 23.16 50.76 0.46 7.02 1.42 0.47 0.00 Calculated

10 43-58 Pipe CB#43 CB#58 292.40 259.08 253.23 2.0000 18.000 0.0120 5.62 16.10 0.35 8.30 0.61 0.41 0.00 Calculated11 44-43 Pipe CB#44 CB#43 30.30 261.69 261.08 2.0100 12.000 0.0120 3.02 5.48 0.55 7.14 0.53 0.53 0.00 Calculated12 52-44 Pipe CB#52 CB#44 204.20 265.87 261.79 2.0000 12.000 0.0120 3.02 5.46 0.55 7.12 0.53 0.53 0.00 Calculated13 53-52 Pipe CB#53 CB#52 30.30 266.47 265.97 1.6500 12.000 0.0120 3.02 4.96 0.61 6.62 0.56 0.56 0.00 Calculated14 5-4 Pipe CB#5 CB#4 48.83 237.62 237.25 0.7600 36.000 0.0120 23.16 62.90 0.37 8.21 1.26 0.42 0.00 Calculated15 58-34 Pipe CB#58 CB#34 155.00 253.23 245.53 4.9700 12.000 0.0120 8.03 8.60 0.93 12.44 0.77 0.77 0.00 Calculated16 6-5 Pipe CB#6 CB#5 233.80 238.66 237.75 0.3900 24.000 0.0120 15.14 15.29 0.99 5.56 1.62 0.81 0.00 Calculated17 7-6 Pipe CB#7 CB#6 199.10 239.60 238.73 0.4400 24.000 0.0120 13.51 16.20 0.83 5.77 1.40 0.70 0.00 Calculated18 8-7 Pipe CB#8 CB#7 58.10 240.07 239.63 0.7600 24.000 0.0120 13.51 21.33 0.63 7.18 1.16 0.58 0.00 Calculated19 9-8 Pipe CB#9 CB#8 58.10 240.27 240.07 0.3400 24.000 0.0120 11.05 14.38 0.77 5.05 1.31 0.66 0.00 Calculated

Subbasin Hydrology

Subbasin : BASIN1-1

Input Data

Area (ac) ........................................................................ 4.54Impervious Area (%) ...................................................... 58.00Impervious Area Curve Number .................................... 98.00Pervious Area Curve Number ........................................ 86.00Rain Gage ID ................................................................. POULSBO

Composite Curve Number Area Soil CurveSoil/Surface Description (acres) Group NumberComposite Area & Weighted CN 4.54 92.96

Time of Concentration

TOC Method : SCS TR-55

Sheet Flow Equation :

Tc = (0.007 * ((n * Lf)^0.8)) / ((P^0.5) * (Sf^0.4))

Where :

Tc = Time of Concentration (hr) n = Manning's roughness Lf = Flow Length (ft) P = 2 yr, 24 hr Rainfall (inches) Sf = Slope (ft/ft)

Shallow Concentrated Flow Equation :

V = 16.1345 * (Sf^0.5) (unpaved surface) V = 20.3282 * (Sf^0.5) (paved surface) V = 15.0 * (Sf^0.5) (grassed waterway surface) V = 10.0 * (Sf^0.5) (nearly bare & untilled surface) V = 9.0 * (Sf^0.5) (cultivated straight rows surface) V = 7.0 * (Sf^0.5) (short grass pasture surface) V = 5.0 * (Sf^0.5) (woodland surface) V = 2.5 * (Sf^0.5) (forest w/heavy litter surface) Tc = (Lf / V) / (3600 sec/hr)

Where:

Tc = Time of Concentration (hr) Lf = Flow Length (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft)

Channel Flow Equation :

V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n R = Aq / Wp Tc = (Lf / V) / (3600 sec/hr)

Where :

Tc = Time of Concentration (hr) Lf = Flow Length (ft) R = Hydraulic Radius (ft) Aq = Flow Area (ft²) Wp = Wetted Perimeter (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) n = Manning's roughness

Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness : .4 0.00 0.00 Flow Length (ft) : 263 0.00 0.00 Slope (%) : 9.5 0.00 0.00 2 yr, 24 hr Rainfall (in) : 2.25 0.00 0.00 Velocity (ft/sec) : 0.15 0.00 0.00 Computed Flow Time (min) : 29.76 0.00 0.00

Subarea Subarea SubareaShallow Concentrated Flow Computations A B C Flow Length (ft) : 135 0.00 0.00 Slope (%) : 5.2 0.00 0.00 Surface Type : Paved Unpaved Unpaved Velocity (ft/sec) : 4.64 0.00 0.00 Computed Flow Time (min) : 0.48 0.00 0.00

Subarea Subarea SubareaChannel Flow Computations A B C Manning's Roughness : .012 0.00 0.00 Flow Length (ft) : 479 0.00 0.00 Channel Slope (%) : 7.52 0.00 0.00 Cross Section Area (ft²) : 0.7854 0.00 0.00 Wetted Perimeter (ft) : 3.14 0.00 0.00 Velocity (ft/sec) : 13.52 0.00 0.00 Computed Flow Time (min) : 0.59 0.00 0.00Total TOC (min) ..................30.84

Subbasin Runoff Results

Total Rainfall (in) ............................................................ 4.49Total Runoff (in) ............................................................. 3.69Peak Runoff (cfs) ........................................................... 3.02Weighted Curve Number ............................................... 92.96Time of Concentration (days hh:mm:ss) ........................ 0 00:30:50

Subbasin : BASIN1-1

Subbasin : BASIN1-2

Input Data




Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness : 0.20 0.00 0.00 Flow Length (ft) : 108 0.00 0.00 Slope (%) : 2 0.00 0.00 2 yr, 24 hr Rainfall (in) : 2.25 0.00 0.00 Velocity (ft/sec) : 0.12 0.00 0.00 Computed Flow Time (min) : 15.64 0.00 0.00

Subarea Subarea SubareaShallow Concentrated Flow Computations A B C Flow Length (ft) : 300 0.00 0.00 Slope (%) : 8 0.00 0.00 Surface Type : Paved Unpaved Unpaved Velocity (ft/sec) : 5.75 0.00 0.00 Computed Flow Time (min) : 0.87 0.00 0.00

Subarea Subarea SubareaChannel Flow Computations A B C Manning's Roughness : .012 0.00 0.00 Flow Length (ft) : 97 0.00 0.00 Channel Slope (%) : 1.31 0.00 0.00 Cross Section Area (ft²) : .7854 0.00 0.00 Wetted Perimeter (ft) : 3.14 0.00 0.00 Velocity (ft/sec) : 5.64 0.00 0.00 Computed Flow Time (min) : 0.29 0.00 0.00Total TOC (min) ..................16.80



Subbasin : BASIN1-2

Subbasin : BASIN2-1

Input Data




Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness : .20 0.00 0.00 Flow Length (ft) : 109 0.00 0.00 Slope (%) : 2 0.00 0.00 2 yr, 24 hr Rainfall (in) : 2.25 0.00 0.00 Velocity (ft/sec) : 0.12 0.00 0.00 Computed Flow Time (min) : 15.76 0.00 0.00


Subarea Subarea SubareaChannel Flow Computations A B C Manning's Roughness : .012 0.00 0.00 Flow Length (ft) : 392 0.00 0.00 Channel Slope (%) : 8 0.00 0.00 Cross Section Area (ft²) : 0.7854 0.00 0.00 Wetted Perimeter (ft) : 3.14 0.00 0.00 Velocity (ft/sec) : 13.94 0.00 0.00 Computed Flow Time (min) : 0.47 0.00 0.00Total TOC (min) ..................16.75



Subbasin : BASIN2-1

Subbasin : BASIN2-2

Input Data






Subarea Subarea SubareaChannel Flow Computations A B C Manning's Roughness : .012 0.00 0.00 Flow Length (ft) : 91 0.00 0.00 Channel Slope (%) : .5 0.00 0.00 Cross Section Area (ft²) : 0.7584 0.00 0.00 Wetted Perimeter (ft) : 3.14 0.00 0.00 Velocity (ft/sec) : 3.41 0.00 0.00 Computed Flow Time (min) : 0.45 0.00 0.00Total TOC (min) ..................17.93



Subbasin : BASIN2-2

Subbasin : BASIN3-1

Input Data






Subarea Subarea SubareaChannel Flow Computations A B C Manning's Roughness : .012 0.00 0.00 Flow Length (ft) : 483 0.00 0.00 Channel Slope (%) : 7.24 0.00 0.00 Cross Section Area (ft²) : 0.7854 0.00 0.00 Wetted Perimeter (ft) : 3.14 0.00 0.00 Velocity (ft/sec) : 13.26 0.00 0.00 Computed Flow Time (min) : 0.61 0.00 0.00Total TOC (min) ..................17.69



Subbasin : BASIN3-1

Subbasin : BASIN3-2

Input Data





Subarea Subarea SubareaChannel Flow Computations A B C Manning's Roughness : 0.12 0.00 0.00 Flow Length (ft) : 30 0.00 0.00 Channel Slope (%) : .5 0.00 0.00 Cross Section Area (ft²) : 0.7854 0.00 0.00 Wetted Perimeter (ft) : 3.14 0.00 0.00 Velocity (ft/sec) : 0.35 0.00 0.00 Computed Flow Time (min) : 1.43 0.00 0.00Total TOC (min) ..................20.30



Subbasin : BASIN3-2

Subbasin : BASIN4

Input Data




User-Defined TOC override (minutes): 10



Subbasin : BASIN4

Subbasin : MTA-UP-NORTH

Input Data





Subarea Subarea SubareaShallow Concentrated Flow Computations A B C Flow Length (ft) : 903 0.00 0.00 Slope (%) : 8.0 0.00 0.00 Surface Type : WoodlandGrass pastureForest Velocity (ft/sec) : 1.41 0.00 0.00 Computed Flow Time (min) : 10.67 0.00 0.00

Subarea Subarea SubareaChannel Flow Computations A B C Manning's Roughness : 0.013 0.00 0.00 Flow Length (ft) : 49 0.00 0.00 Channel Slope (%) : 2 0.00 0.00 Cross Section Area (ft²) : 10 0.00 0.00 Wetted Perimeter (ft) : 10.5 0.00 0.00 Velocity (ft/sec) : 15.69 0.00 0.00 Computed Flow Time (min) : 0.05 0.00 0.00Total TOC (min) ..................46.15



Subbasin : MTA-UP-NORTH

Subbasin : MTA-UP-SOUTH

Input Data





Subarea Subarea SubareaShallow Concentrated Flow Computations A B C Flow Length (ft) : 221 0.00 0.00 Slope (%) : 10 0.00 0.00 Surface Type : Woodland Unpaved Unpaved Velocity (ft/sec) : 1.58 0.00 0.00 Computed Flow Time (min) : 2.33 0.00 0.00Total TOC (min) ..................34.73



Subbasin : MTA-UP-SOUTH

Subbasin : PM

Input Data




User-Defined TOC override (minutes): 20



Subbasin : PM

Junction InputSN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum

ID Elevation (Max) (Max) Water Water Elevation Depth Area PipeElevation Offset Elevation Depth Cover

(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft²) (in)1 CB#1 236.16 244.04 7.88 236.16 0.00 244.04 0.00 0.00 54.722 CB#10 240.40 244.67 4.27 240.40 0.00 244.67 0.00 0.00 26.763 CB#11 241.20 247.29 6.09 241.20 0.00 247.29 0.00 0.00 48.724 CB#12 241.55 248.27 6.72 241.55 0.00 248.27 0.00 0.00 56.165 CB#13 242.04 246.46 4.42 242.04 0.00 246.46 0.00 0.00 29.046 CB#2 236.69 247.86 11.17 236.69 0.00 247.86 0.00 0.00 97.447 CB#3 236.95 249.28 12.33 236.95 0.00 249.28 0.00 0.00 111.968 CB#34 245.53 249.48 3.95 245.84 0.31 249.48 0.00 0.00 31.689 CB#4 237.25 250.32 13.07 237.25 0.00 250.32 0.00 0.00 120.84

10 CB#43 259.08 265.51 6.43 259.08 0.00 265.51 0.00 0.00 41.1611 CB#44 261.69 264.79 3.10 261.69 0.00 264.79 0.00 0.00 24.0012 CB#5 237.62 249.39 11.77 237.62 0.00 249.39 0.00 0.00 105.2413 CB#52 265.87 271.40 5.53 265.97 0.10 271.40 0.00 0.00 53.1614 CB#53 266.47 271.24 4.77 266.47 0.00 271.24 0.00 0.00 45.2415 CB#58 253.23 261.85 8.62 253.23 0.00 261.85 0.00 0.00 85.4416 CB#6 238.66 244.69 6.03 238.66 0.00 244.69 0.00 0.00 47.5217 CB#7 239.60 247.76 8.16 239.60 0.00 247.76 0.00 0.00 73.5618 CB#8 240.07 246.69 6.62 240.07 0.00 246.69 0.00 0.00 55.4419 CB#9 240.17 245.47 5.30 240.17 0.00 245.47 0.00 0.00 38.40

Junction ResultsSN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time

ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded FloodedInflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume

Attained Occurrence(cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh:mm) (days hh:mm) (ac-in) (min)

1 CB#1 30.36 0.00 238.79 2.63 0.00 5.25 237.33 1.17 0 08:03 0 00:00 0.00 0.002 CB#10 11.05 0.00 241.59 1.19 0.00 3.08 240.91 0.51 0 08:06 0 00:00 0.00 0.003 CB#11 11.05 1.74 242.35 1.15 0.00 4.94 241.69 0.49 0 08:06 0 00:00 0.00 0.004 CB#12 9.35 2.36 242.64 1.09 0.00 5.63 242.02 0.47 0 08:06 0 00:00 0.00 0.005 CB#13 7.04 7.04 242.97 0.93 0.00 3.49 242.42 0.38 0 08:00 0 00:00 0.00 0.006 CB#2 30.36 0.00 239.00 2.31 0.00 8.86 237.54 0.85 0 08:02 0 00:00 0.00 0.007 CB#3 30.36 7.47 238.54 1.59 0.00 10.74 237.60 0.65 0 08:02 0 00:00 0.00 0.008 CB#34 8.03 0.00 246.30 0.77 0.00 3.18 246.03 0.50 0 08:01 0 00:00 0.00 0.009 CB#4 23.16 0.00 238.67 1.42 0.00 11.65 237.85 0.60 0 08:04 0 00:00 0.00 0.00

10 CB#43 5.62 2.67 261.61 2.53 0.00 3.90 261.31 2.23 0 08:06 0 00:00 0.00 0.0011 CB#44 3.02 0.00 262.32 0.63 0.00 2.47 262.02 0.33 0 08:06 0 00:00 0.00 0.0012 CB#5 23.16 0.00 239.37 1.75 0.00 10.02 238.35 0.73 0 08:06 0 00:00 0.00 0.0013 CB#52 3.02 0.00 266.53 0.66 0.00 4.87 266.21 0.34 0 08:06 0 00:00 0.00 0.0014 CB#53 3.02 3.02 267.03 0.56 0.00 4.21 266.71 0.24 0 08:06 0 00:00 0.00 0.0015 CB#58 8.03 2.43 254.00 0.77 0.00 7.85 253.52 0.29 0 08:01 0 00:00 0.00 0.0016 CB#6 15.14 1.63 240.28 1.62 0.00 4.41 239.28 0.62 0 08:03 0 00:00 0.00 0.0017 CB#7 13.51 0.00 241.00 1.40 0.00 6.76 240.15 0.55 0 08:06 0 00:00 0.00 0.0018 CB#8 13.51 2.50 241.38 1.31 0.00 5.31 240.60 0.53 0 08:06 0 00:00 0.00 0.0019 CB#9 11.05 0.00 241.58 1.41 0.00 3.89 240.80 0.63 0 08:06 0 00:00 0.00 0.00

Pipe InputSN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of

ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate BarrelsElevation Offset Elevation Offset Height

(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs)1 10-9 47.30 240.40 0.00 240.17 0.00 0.23 0.4900 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 12 11-10 147.40 241.20 0.00 240.44 0.04 0.76 0.5200 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 13 12-11 74.10 241.55 0.00 241.23 0.03 0.32 0.4300 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 14 13-12 107.50 242.04 0.00 241.59 0.04 0.45 0.4200 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 15 1-POND 41.20 236.16 0.00 236.00 0.00 0.16 0.3900 CIRCULAR 36.000 36.000 0.0120 0.5000 1.0000 0.0000 0.00 No 16 2-1 111.10 236.69 0.00 236.48 0.32 0.21 0.1900 CIRCULAR 36.000 36.000 0.0120 0.5000 0.5000 0.0000 0.00 No 17 3-2 36.10 236.95 0.00 236.74 0.05 0.21 0.5800 CIRCULAR 36.000 36.000 0.0120 0.5000 0.5000 0.0000 0.00 No 18 34-5 30.30 245.84 0.31 237.75 0.13 8.09 26.7000 CIRCULAR 12.000 12.000 0.0120 0.5000 1.0000 0.0000 0.00 No 19 4-3 60.80 237.25 0.00 236.95 0.00 0.30 0.4900 CIRCULAR 36.000 36.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1

10 43-58 292.40 259.08 0.00 253.23 0.00 5.85 2.0000 CIRCULAR 18.000 18.000 0.0120 0.5000 0.5000 0.0000 0.00 No 111 44-43 30.30 261.69 0.00 261.08 2.00 0.61 2.0100 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 112 52-44 204.20 265.87 0.00 261.79 0.10 4.08 2.0000 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 113 53-52 30.30 266.47 0.00 265.97 0.10 0.50 1.6500 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 114 5-4 48.83 237.62 0.00 237.25 0.00 0.37 0.7600 CIRCULAR 36.000 36.000 0.0120 0.5000 0.5000 0.0000 0.00 No 115 58-34 155.00 253.23 0.00 245.53 0.00 7.70 4.9700 CIRCULAR 12.000 12.000 0.0120 0.5000 0.5000 0.0000 0.00 No 116 6-5 233.80 238.66 0.00 237.75 0.13 0.91 0.3900 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 117 7-6 199.10 239.60 0.00 238.73 0.07 0.87 0.4400 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 118 8-7 58.10 240.07 0.00 239.63 0.03 0.44 0.7600 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 119 9-8 58.10 240.27 0.10 240.07 0.00 0.20 0.3400 CIRCULAR 24.000 24.000 0.0120 0.5000 0.5000 0.0000 0.00 No 1

Pipe ResultsSN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported

ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number ConditionOccurrence Ratio Total Depth

Ratio(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)

1 10-9 11.05 0 08:06 17.09 0.65 5.78 0.14 1.17 0.59 0.00 Calculated2 11-10 11.05 0 08:06 17.60 0.63 5.92 0.41 1.15 0.57 0.00 Calculated3 12-11 9.35 0 08:06 16.11 0.58 5.32 0.23 1.09 0.55 0.00 Calculated4 13-12 7.04 0 08:00 15.86 0.44 4.90 0.37 0.93 0.47 0.00 Calculated5 1-POND 30.36 0 08:03 45.03 0.67 6.83 0.10 1.81 0.60 0.00 Calculated6 2-1 30.36 0 08:03 32.31 0.94 5.20 0.36 2.31 0.77 0.00 Calculated7 3-2 30.36 0 08:02 55.11 0.55 7.98 0.08 1.59 0.53 0.00 Calculated8 34-5 8.03 0 08:01 19.94 0.40 24.02 0.02 0.44 0.44 0.00 Calculated9 4-3 23.16 0 08:04 50.76 0.46 7.02 0.14 1.42 0.47 0.00 Calculated

10 43-58 5.62 0 08:06 16.10 0.35 8.30 0.59 0.61 0.41 0.00 Calculated11 44-43 3.02 0 08:06 5.48 0.55 7.14 0.07 0.53 0.53 0.00 Calculated12 52-44 3.02 0 08:06 5.46 0.55 7.12 0.48 0.53 0.53 0.00 Calculated13 53-52 3.02 0 08:06 4.96 0.61 6.62 0.08 0.56 0.56 0.00 Calculated14 5-4 23.16 0 08:04 62.90 0.37 8.21 0.10 1.26 0.42 0.00 Calculated15 58-34 8.03 0 08:01 8.60 0.93 12.44 0.21 0.77 0.77 0.00 Calculated16 6-5 15.14 0 08:06 15.29 0.99 5.56 0.70 1.62 0.81 0.00 Calculated17 7-6 13.51 0 08:06 16.20 0.83 5.77 0.58 1.40 0.70 0.00 Calculated18 8-7 13.51 0 08:06 21.33 0.63 7.18 0.13 1.16 0.58 0.00 Calculated19 9-8 11.05 0 08:06 14.38 0.77 5.05 0.19 1.31 0.66 0.00 Calculated

Storage Nodes

Storage Node : Pond

Input Data

236.00242.006.00236.000.000.000.00

Storage Area Volume CurvesStorage Curve : Storage-02

Stage Storage StorageArea Volume

(ft) (ft²) (ft³)0 34327 0.0002 39503 73830.004 45456 158789.00

5.45 49363 227532.78

Evaporation Loss ......................................................

Invert Elevation (ft) ....................................................Max (Rim) Elevation (ft) ............................................Max (Rim) Offset (ft) .................................................Initial Water Elevation (ft) .........................................Initial Water Depth (ft) ...............................................Ponded Area (ft²) ......................................................

Storage Node : Pond (continued)

Output Summary Results

31.220.890.000.00236.000236.0000 00:000.000000.00

Total Time Flooded (min) .........................................Total Retention Time (sec) .......................................

Max HGL Depth Attained (ft) ....................................Average HGL Elevation Attained (ft) .........................Average HGL Depth Attained (ft) ..............................Time of Max HGL Occurrence (days hh:mm) ...........Total Exfiltration Volume (1000-ft³) ...........................Total Flooded Volume (ac-in) ...................................

Peak Inflow (cfs) .......................................................Peak Lateral Inflow (cfs) ...........................................Peak Outflow (cfs) ....................................................Peak Exfiltration Flow Rate (cfm) .............................Max HGL Elevation Attained (ft) ...............................

Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary Analysis

Attachment K ‐ Backwater Calculation WorksheetMountain Aire Kentrance = 0.5 K= 0.0098 C= 0.039827‐Dec‐16 Kexit = 1.0 M= 2.00 Y= 0.67100‐YR EVENT

(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) Bend Kb (18) Q1 Q3 (19) (20) (21) (22) (23) (24) (25)Barrel Barrel Barrel Tailwater Friction Entrance Entrance Exit Outlet Inlet Approach Angle Bend Junction HW Rim Freeboard Q/AD^0.5 HW/D HW/D HW HW

Pipe Segment Q Length Pipe Size "n" IE IE Area Velocity Velocity Head Elevation Loss HGL Elevation Head Loss Head Loss Control Elevation Control Elevation Velocity Head Head Loss Head Loss Elevation Check UNSUBMERGED SUBMERGED ELEVATION(cfs) (ft) (inches) Value OUT IN (sq‐ft) (fps) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft)

Pond Outlet CB#1 30.36 41.20 36 0.012 236.00 236.16 7.07 4.30 0.29 240.18 0.0723 240.25 0.14 0.29 240.68 239.16 0.29 12 0.06 0.02 30.36 0.00 0.0000 240.41 244.04 3.63 2.5 UNSUB 1.00 3.00 239.16CB#1 CB#2 30.36 111.10 36 0.012 236.48 236.69 7.07 4.30 0.29 240.41 0.1949 240.61 0.14 0.29 241.04 239.69 0.29 24 0.16 0.05 30.36 0.00 0.0000 240.80 247.86 7.06 2.5 UNSUB 1.00 3.00 239.69CB#2 CB#3 30.36 36.10 36 0.012 236.74 236.95 7.07 4.30 0.29 240.80 0.0633 240.86 0.14 0.29 241.29 239.95 0.17 27 0.19 0.03 23.16 6.33 Basin 4 0.0337 241.19 249.28 8.09 2.5 UNSUB 1.00 3.00 239.95CB#3 CB#4 23.16 60.80 36 0.012 236.95 237.25 7.07 3.28 0.17 241.19 0.0621 241.25 0.08 0.17 241.50 240.25 0.17 38 0.32 0.05 23.16 0.00 0.0000 241.39 250.32 8.93 1.9 UNSUB 1.00 3.00 240.25CB#4 CB#5 23.16 48.83 36 0.012 237.25 237.62 7.07 3.28 0.17 241.39 0.0499 241.44 0.08 0.17 241.69 240.62 0.36 0 0.02 0.01 15.14 7.97 CB #34 0.1256 241.46 249.39 7.93 1.9 UNSUB 1.00 3.00 240.62CB#5 CB#6 15.14 233.80 24 0.012 237.75 238.66 3.14 4.82 0.36 241.46 0.8855 242.34 0.18 0.36 242.89 240.66 0.29 0 0.02 0.01 13.51 1.62 Basin 3‐2 0.0274 242.63 244.69 2.06 3.4 UNSUB 1.00 2.00 240.66CB#6 CB#7 13.51 199.10 24 0.012 238.73 239.60 3.14 4.30 0.29 242.63 0.6004 243.23 0.14 0.29 243.66 241.60 0.29 10 0.05 0.01 13.51 0.00 0.0000 243.39 247.76 4.37 3.0 UNSUB 1.00 2.00 241.60CB#7 CB#8 13.51 58.10 24 0.012 239.63 240.07 3.14 4.30 0.29 243.39 0.1752 243.57 0.14 0.29 244.00 242.07 0.19 20 0.12 0.02 11.05 2.48 Basin 2‐2 0.0326 243.86 246.69 2.83 3.0 UNSUB 1.00 2.00 242.07CB#8 CB#9 11.05 58.10 24 0.012 240.07 240.27 3.14 3.52 0.19 243.86 0.1172 243.98 0.10 0.19 244.26 242.27 0.19 10 0.05 0.01 11.05 0.00 0.0000 244.08 245.47 1.39 2.5 UNSUB 1.00 2.00 242.27CB#9 CB#10 11.05 47.30 24 0.012 240.17 240.40 3.14 3.52 0.19 244.08 0.0954 244.18 0.10 0.19 244.47 242.40 0.19 0 0.02 0.00 11.05 0.00 0.0000 244.28 244.67 0.39 2.5 UNSUB 1.00 2.00 242.40CB#10 CB#11 11.05 147.40 24 0.012 240.44 241.20 3.14 3.52 0.19 244.28 0.2974 244.58 0.10 0.19 244.86 243.20 0.14 0 0.02 0.00 9.35 1.73 Basin 1‐2 0.0196 244.75 247.29 2.54 2.5 UNSUB 1.00 2.00 243.20CB#11 CB#12 9.35 74.10 24 0.012 241.23 241.55 3.14 2.98 0.14 244.75 0.1070 244.86 0.07 0.14 245.06 243.55 0.08 90 1.34 0.10 7.04 2.36 MTA‐UP‐North 0.0188 245.11 248.27 3.16 2.1 UNSUB 1.00 2.00 243.55CB#12 CB#13 7.04 107.50 24 0.012 241.59 242.04 3.14 2.24 0.08 245.11 0.0880 245.19 0.04 0.08 245.31 244.04 0.08 90 1.34 0.10 7.04 0.00 0.0000 245.34 246.46 1.12 1.6 UNSUB 1.00 2.00 244.04

CB#5 CB#34 8.03 30.30 12 0.012 237.75 245.84 0.79 10.22 1.62 241.46 1.2985 242.76 0.81 1.62 245.19 250.54 1.62 0 0.02 0.03 8.03 0.00 0.0000 248.95 249.48 0.53 10.2 SUB 4.70 4.70 250.54CB#34 CB#58 8.03 155.00 12 0.012 245.53 253.23 0.79 10.22 1.62 248.95 6.6425 255.59 0.81 1.62 258.02 258.04 0.16 64 0.75 0.12 5.62 2.42 Basin 3‐1 0.0466 258.04 261.85 3.81 10.2 SUB 4.81 4.81 258.04CB#58 CB#43 5.62 292.40 18 0.012 253.23 259.08 1.77 3.18 0.16 258.04 0.7071 258.75 0.08 0.16 258.99 260.58 0.23 13 0.07 0.02 3.02 2.65 Basin 2‐1 0.1163 260.48 265.51 5.03 2.6 UNSUB 1.00 1.50 260.58CB#43 CB#44 3.02 30.30 12 0.012 261.08 261.69 0.79 3.85 0.23 260.48 0.1837 260.67 0.11 0.23 261.01 262.94 0.23 0 0.02 0.00 3.02 0.00 0.0000 262.71 264.79 2.08 3.8 SUB 1.25 1.25 262.94CB#44 CB#52 3.02 204.20 12 0.012 261.79 265.87 0.79 3.85 0.23 262.71 1.2378 263.95 0.11 0.23 264.30 267.12 0.23 0 0.02 0.00 3.02 3.00 Basin 1‐1 0.1263 267.02 271.40 4.38 3.8 SUB 1.25 1.25 267.12CB#52 CB#53 3.02 30.30 12 0.012 265.97 266.47 0.79 3.85 0.23 267.02 0.1837 267.20 0.11 0.23 267.55 267.72 0.23 0 0.02 0.00 3.02 0.00 0.0000 267.50 271.24 3.74 3.8 SUB 1.25 1.25 267.72

NORTH TRENCH 7.40 234.33 234.33CB#D2 NORTH 7.40 113.10 18 0.012 231.54 235.99 1.77 4.19 0.27 234.33 0.4742 234.80 0.14 0.27 235.21 237.66 0.21 0 0.02 0.00 4.02 0.00 0.0000 237.46 240.32 2.86 3.4 SUB 1.12 1.67 237.66

SOUTH TRENCH 4.02 234.72 234.72CB#D2 SOUTH 4.02 56.00 12 0.012 230.99 235.99 0.79 5.12 0.41 234.72 0.6015 235.32 0.20 0.41 235.93 237.66 0.21 90 1.34 0.27 11.42 0.00 0.0000 237.73 240.32 2.59 5.1 SUB 1.67 1.67 237.66

CB#D1 CB#D2 11.42 88.10 24 0.012 235.99 235.99 3.14 3.64 0.21 237.73 0.1898 237.92 0.10 0.21 238.23 237.85 0.21 0 0.02 0.00 11.42 0.00 0.0000 238.02 242.00 3.98 2.6 UNSUB 0.93 1.86 237.85

NOTES(16) Inlet Control Elevation calculation varies depending on submergence condition of the pipe end. See Columns 21‐25 for submerged condition results.(17) Assumed aproach velocity in last pipe matched to previous pipe as a conservative approach.(21) This column includes a test caclulation for determining unsubmerged vs submerged condition. We are assuming all results over 3.5 are "submerged". (22) Unsubmerged pipes on pond inlet side will be assumed full to crown; on pond outlet side will use calculated flow depth, assuming free‐flowing.(24) HW is height of water over IE at pipe end.(25) HW Elevation is the calculated column (16) "Inlet Control Elevation".

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PRINSCO PERFORATION PATTERNS

1717 16th St NE | 3rd Floor | Willmar, MN 56201 | 800.992.1725 | www.prinsco.com © Prinsco, Inc. 08/12

Introduction Prinsco offers 3-inch through 60-inch diameter pipe in solid and perforated configurations. The table provided in this technical note provides the standard perforations available for single-wall (SW) and dual-wall (DW) Prinsco pipe. In some cases, there are more than one available perforation pattern, so please verify the perforation pattern needed prior to ordering.

Single-Wall (SW) and Dual-Wall (DW) Pipe Perforations

Nominal Pipe Size

(in.) Perforation

Style

Approximate Slot Length/

Hole Dia. inches mm

Approximate Slot Width

Inches mm

Number of

Rows Perf.

Pattern

Number of Perforations

Average Water Inlet Area

3 SW slotted 0.725 18.415 0.050 1.270 8 A 72 240 2.61 56.13

3SW narrow 0.725 18.415 0.020 0.508 8 A 72 240 1.04 22.45

4 DW/SW slotted 0.725 18.415 0.050 1.270 8 A 72 240 2.61 56.13

4 SW narrow 0.725 18.415 0.020 0.508 8 A 72 240 1.04 22.45

5 SW slotted 0.725 18.415 0.050 1.270 8 A 72 240 2.61 56.13

5 SW narrow 0.725 18.415 0.020 0.508 8 A 72 240 1.04 22.45

6 DW/SW slotted 0.725 18.415 0.050 1.270 8 A 60 200 2.18 46.77

6 SW narrow 0.725 18.415 0.020 0.508 8 A 60 200 0.87 18.71

6 DW circular 0.188 4.775 - - 4 C 60 200 1.67 35.82

8 DW/SW slotted 0.725 18.415 0.050 1.270 8 A 48 160 1.74 37.42

8 DW circular 0.194 4.928 - - 4 C 48 160 1.42 30.52

10 DW/SW slotted 0.975 24.765 0.0625 1.588 8 A 36 120 2.19 47.19

10 DW circular 0.280 7.112 - - 4 C 36 120 2.21 47.67

12 SW slotted 0.975 24.765 0.0625 1.588 8 B 48 160 2.93 62.92

12 DW circular 0.280 7.112 - - 8 B 48 160 2.96 63.56

15 SW slotted 0.975 24.765 0.0625 1.588 8 B 36 120 2.19 47.19

15 DW circular 0.280 7.112 - - 8 B 36 120 2.21 47.67

18 DW circular 0.316 8.026 - - 8 B 32 104 2.51 52.62

24 DW circular 0.392 9.957 - - 8 B 24 80 2.90 62.29

30 DW circular 0.392 9.957 - - 8 B 24 80 2.90 62.29

36 DW-MW1 circular 0.392 9.957 - - 8 B 24 80 2.90 62.29

36 DW-WC2 circular 0.313 7.938 - - 12 D 30 96 2.31 47.51

42 DW-MW1 circular 0.392 9.957 - - 12 D 24 78 2.90 60.74

42 DW-WC2 circular 0.313 7.938 - - 12 D 30 96 2.31 47.51

48 DW-MW1 circular 0.392 9.957 - - 12 D 24 78 2.90 60.74

48 DW-WC2 circular 0.313 7.938 - - 12 D 30 96 2.31 47.51

60 DW circular 0.392 9.957 - - 12 D 24 78 2.90 60.74

Aeration Pipe Perforations

Nominal Pipe Size

(in.) Perforation

Style


Hole Dia. inches mm


Inches mm

Number of

Rows Perf.

Pattern



12 DW circular 0.390 9.906 - - 8 B 48 160 5.73 123.31

15 DW circular 0.390 9.906 - - 8 B 36 120 4.30 92.48

18 DW circular 0.650 16.510 - - 8 B 32 104 10.62 222.65

24 DW circular 0.650 16.510 - - 8 B 24 80 7.96 171.27

Per ft. Per

Meter cm²/min²/ft

Per ft. Per

Meter cm²/min²/ft

toddv

Line

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PRINSCO PERFORATION PATTERNS

1717 16th St NE | 3rd Floor | Willmar, MN 56201 | 800.992.1725 | www.prinsco.com © Prinsco, Inc. 08/12

Perforation Pattern Descriptions: A: 8 rows spaced 45 degrees apart, perforations in alternating corrugation valleys B: 8 rows spaced 45 degrees apart, perforations in every corrugation valley C: 4 rows spaced 90 degrees apart, perforations in every corrugation valley D: 12 rows spaced 30 degrees apart, perforations in every corrugation valley E: 3 rows spaced 120 degrees apart, perforations every 4 inches 1: Pipe available from Midwest manufacturing plants 2: Pipe available from Fresno, CA manufacturing plant

Muck Pipe Perforations

Nominal Pipe Size

(in.) Perforation

Style


Hole Dia. inches mm


Inches mm

Number of

Rows Perf.

Pattern



4 SW circular 0.625 15.875 - - 3 E 9 27 2.98 53.44

5 SW circular 0.625 15.875 - - 3 E 9 27 2.98 53.44

6 SW circular 0.625 15.875 - - 3 E 9 27 2.98 53.44

Per Feet

Per Meter cm²/min²/ft

16.12.27 final storm drainage report - poulsbo, …...the 29.75-acre mountain aire site is zoned low...

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