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Drainage Report
^The Shea Group a Parametrix company Ye I m Avenue Reta i I Preliminary Drainage Report July, 2001 Engineering • Planning • Environmental Sciences Preliminary Drainage Report Yelm Avenue Drug Store Yelm, WA July 2001 Project Information Project: Prepared for: Contact: Yelm Avenue Drug Store Evergreen Devco, Inc. John Hamilton 21743 21St Avenue W. Brier, WA 98036 Reviewing Agency Jurisdiction: Project Number: Project Contact City of Yelm Project Engineer Prepared by: The Shea Group 8830 Tallon Lane PO Box 3427 Lacey, WA 98516 (360) 459-3609 FAX (360) 459-0154 Contact: Marcy Gustafson, P.E., Project Manager Brad Shea, EIT, Project Engineer Job #: 242-4129-001 File Number: k:\4129-EvergreenDevco\242-4129-001-Walgreens- Yelm\deliverable s\reports\4129001 pdr.rtf t~'~°, ~'ti PROJECT ENGINEERS CERTIFICATION: I hereby certify that this Preliminary Drainage Report for the Yelm Alternative School in Yelm, Washington has been prepared by me or under my supervision and meets the intent of the Thurston County Drainage Design and Erosion Control Manual (DDECM), unless noted otherwise, and normal standards of engineering practice. I understand that the jurisdiction foes not and will not assume liability for the sufficiency, suitability, or performance of drainage facilities designed for this development. EXP'I~S 7-15- 4Z Table of Contents PART I STORM DRAINAGE REPORT TABLE OF CONTENTS ...............................................................................2 SECTION 1 -PROPOSED PROJECT DESCRIPTION ................................2 SECTION 2 -EXISTING CONDITIONS ......................................................5 SECTION 3 -INFILTRATION RATES/SOILS REPORT ............................5 SECTION 4 -WELLS AND SEPTIC SYSTEMS .........................................5 SECTION 5 -FUEL TANKS .........................................................................5 SECTION 6 -SUB-BASIN DESCRIPTION ..................................................5 SECTION 7 -ANALYSIS OF 100 YEAR FLOOD .......................................5 SECTION 8 -AESTHETIC CONSIDERATIONS FOR STORMWATER FACILITIES ..................................................................................................6 SECTION 9 -DOWNSTREAM ANALYSIS AND FACILITY SIZING......6 SECTION 10 -COVENANTS, DEDICATIONS, EASEMENTS .................6 SECTION 11 -PROPERTY OWNERS ASSOCIATION ARTICLES OF INCORPORATION ....................................................................................... 6 MAINTENANCE OF THE PRIVATE STORM DRAINAGE FACILITIES WILL BE PERFORMED BY THE OWNER AND/OR THEIR REPRESENTATIVE; THEREFORE, NO PROPERTY OWNERS ASSOCIATION IS REQUIRED ...................................................................6 SECTION 1 -CONSTRUCTION SEQUENCE AND PROCEDURE...........? SECTION 2 -TRAPPING SEDIMENT .........................................................7 SECTION 3 -PERMANENT EROSION CONTROL & SITE RESTORATION ............................................................................................ 8 SECTION 4 -GEOTECHNICAL ANALYSIS AND REPORT .................... 8 SECTION 5 -INSPECTION SEQUENCE .....................................................8 SECTION 6-CONTROL OF POLLUTANTS OTHER THAN SEDIMENTS ....................................................................................................................... 8 SECTION 1 -REQUIRED MAINTENANCE ...............................................9 SECTION 3 -VEGETATION MANAGEMENT PLAN .............................18 SECTION 4 -SOURCE CONTROL ............................................................18 APPENDICES Appendix I-Preliminary Drainage Calculations Appendix II -Vicinity Map Appendix III -Drainage Basin Map Appendix IV -Facility Summary Form Appendix V - SCS Soils Map Appendix VI - FEMA Firm Map Appendix VII -Commercial Maintenance Agreement Part I -Project Description Walgreens Preliminary Drainage Report The format of this report follows the outline provided in the Thurston County Drainage Design and Erosion Control Manual (DDECM), 1991 and 1994 Editions. SECTION 1 -PROPOSED PROJECT DESCRIPTION Project Proponent: Parcel Numbers: Total Site Area: Zoned: Site Address: Required Permits: Section, Township, Range: Evergreen Devco, Inc. 21743 21St Avenue W. Brier, WA 98036 22730140200,22730140201,22730140202 2.20 acres Commercial Zone (C-1) 10540 SR 507 SE Yelm, WA 98597 Grading, Utility, Plumbing, Electrical, Section 30, Township 17N, Range 2 East, W.M. Thurston County, Washington The site is located in the City of Yelm and is bordered on the north and west by commercial properties; on the south by State Route 507; on the east by Creek Street. The proposal is to clear the site of all existing buildings and construct a 14,490 sf retail building for a Walgreen's drug store. This redevelopment consists of providing full half-street frontage improvements along Yelm Avenue (HWY 507) and along Creek Street. This would also include connections to the city of Yelm water and sewer. The entire site will be brought up to current standards in accordance with the Department of Ecology Stormwater Manual (1992 DOE). The Shea Group Page 2 July 2001 Walgreens Preliminary Drainage Report Storm Drainage Improvements: Once redevelopment of the site is complete, it will include approximately 0.87 acres of impervious parking lot, 0.17 acres of sidewalk areas, 0.76 acres of disturbed pervious area, and 0.34 acres of roof area. The site was divided into two basin areas for storm drainage design purposes (Basins A and B). See Appendix III for basin delineations. Total On-Site Development Coverage Summary Existing_(ac) Proposed (ac) Impervious Roof 0.34 0.34 Impervious Parking/driving aisles 0.51 0.87 Impervious Sidewalk 0.00 0.17 Impervious Ponds/swales 0.00 0.12 Disturbed Pervious 1.34 0.76 Total 2.20 2.20 Pre-Development Basin Summary Basin A (Ac) Basin B (Ac) Total Ac Impervious Roof 0.11 0.23 0.34 Impervious Parking/driving isles 0.25 0.26 0.51 Disturbed Pervious 0.79 0.55 1.34 Total 1.15 1.05 2.20 Post-Development Basin Summary Basin A (Ac) Basin B (Ac) Total Ac Impervious Roof 0.12 0.22 0.34 Impervious Parking/driving isles 0.44 0.43 0.87 Impervious Sidewalk 0.09 0.08 0.17 Impervious Ponds/swales 0.04 0.04 0.08 Disturbed Pervious 0.30 0.44 0.74 Total 0.99 1.21 2.20 The Shea Group Page 3 July 2001 Walgreens Preliminary Drainage Report Stormwater Treatment: The site was divided into two tributary basins (See Appendix 3, Drainage Basin Plan) Basin A: The southern half of the parking lot and wet pond area comprise this drainage basin. New parking areas and sidewalks will generate runoff, which will sheet flow to new catch basins. Stormwater runoff will be conveyed to a detention facility located in the southeast corner of the site. Roof runoff will be tightlined from the new building to the proposed underground roof dry wells. The Stormwater for Basin A parking areas is required to be treated per the 1992 DOE requirements. Treated Stormwater from this detention facility will be conveyed into and treated in a wet pond located in the southeast corner of the site. Stormwater will discharge to two 80 ft long, 5 ft wide, 6 ft deep infiltration galleries located west of the wet pond underneath the parking lot. The wet pond storage volume of 3,749 cf exceeds the 1992 DOE requirement of 3,693 cf The infiltration galleries were sized to infiltrate the 10 yr storm event in less than 24 hrs and the 100 yr storm event in less than 48 hrs using an estimated site infiltration rate of 10 in/hr. (See Appendix 1, Drainage Calculations) Basin B: This drainage basin consists of the northern half of the parking lot and a biofiltration Swale. The new parking lot will generate Stormwater runoff which will sheet flow into new catch basins. Stormwater will be treated in accordance with the 1992 DOE requirements. Stormwater runoff will be conveyed to a biofiltration Swale for treatment and then discharged to two 100 ft long, 5 ft wide, 6 ft. deep infiltration galleries located under the northernmost part of the new parking lot. The 100 ft long, 4 ft wide biofiltration Swale is designed to treat the 6 month storm event. The infiltration galleries were sized to infiltrate the 10 yr storm event in less than 24 hrs and the 100 yr storm event in less than 48 hrs using an estimated site infiltration rate of 10 in/hr. (See Appendix 1, Drainage Calculations) The Shea Group Page 4 July 2001 Walgreens Preliminary Drainage Report SECTION 2 -EXISTING CONDITIONS This property is comprised of three separate parcels and is located in the northwest corner of the intersection of SR 507 and Creek Street. There are two parcels with commercial buildings and one parcel with apartments on site. The two commercial buildings are located along the south side of the property. There are two 5-unit buildings and one laundry facility building along the eastern property line. All three residences have paved parking and do not have on-site stormwater collection systems. The remainder of the site is covered with either tall grass or lawn with minimal landscaping. The terrain is fairly flat over the entire property. SECTION 3 -INFILTRATION RATES/SOILS REPORT The Soil Conservation Service (SCS) Soil Survey of Thurston County maps the on-site soils as an Spanaway stony sandy loam (0-3% slopes) and Spanaway gravelly sandy loam (0-3% slopes). This soil type features Hydrologic Group B characteristics. Refer to Appendix V for the SCS Soils Map. No on-site soils tests have been completed for this preliminary drainage report. Soil tests will be performed for the final drainage report SECTION 4 -WELLS AND SEPTIC SYSTEMS Septic systems serving the existing structures on site will be abandoned. Any septic system found shall be removed in accordance with Thurston County Department of Health Standards. SECTION 5 -FUEL TANKS A review of the DOE's Leaking Underground Storage Tanks (LUST) list did not indicate any existing or abandoned fuel tanks on the project site. SECTION 6 -SUB-BASIN DESCRIPTION Although the project is located in the Yelm Creek Basin, there will be no runoff from the project site for the 100-year, 24-hour storm event. There is no significant off-site runoff to the project site. Chemicals associated with film processing will be utilized on-site. These materials will be hauled away via a private disposal company contracted with Walgreens. SECTION 7 -ANALYSIS OF 100 YEAR FLOOD The project site does not lay adjacent to or contain a major stream on-site, therefore it has not been identified as a 100-year flood hazard area. Refer to the FEMA Firm Map in Appendix VI. The Shea Group Page 5 July 2001 Walgreens Preliminary Drainage Report SECTION 8 -AESTHETIC CONSIDERATIONS FOR STORMWATER FACILITIES Storm drainage facilities will be underground with the exception of the biofiltration Swale and the wet pond. All disturbed areas will be vegetated and landscaped. The stormwater ponds have been designed to allow both aesthetic and functional characteristics. Aesthetics of facilities will be in keeping with similar facilities in the vicinity. SECTION 9 -DOWNSTREAM ANALYSIS AND FACILITY SIZING There will be no runoff from the project site for the 100-year, 24-hour storm event, therefore, no downstream analysis is necessary. Please refer to Appendix I for all storm drainage calculations. SECTION 10 -COVENANTS, DEDICATIONS, EASEMENTS The on-site storm drainage facilities, including the wet pond, biofiltration Swale, catch basins, and pipes will require routine maintenance. A draft maintenance agreement between the owner and the City of Yelm is included in Appendix VII that will allow the City access to facilities. The owner is responsible for performing regular maintenance of the storm drainage facilities. 'The City of Yelm will provide technical assistance at the owners request. SECTION 11 -PROPERTY OWNERS ASSOCIATION ARTICLES OF INCORPORATION Maintenance of the private storm drainage facilities will be performed by the owner and/or their representative; therefore, no property owners association is required. The Shea Group Page 6 July 2001 Part II -Erosion Control Report Walgreens Preliminary Drainage Report SECTION 1 -CONSTRUCTION SEQUENCE AND PROCEDURE The proposed development of the Walgreens retail store includes an erosion control plan designed to contain silt and soil within the project boundaries during construction, and permanent erosion control afterwards. Erosion/sedimentation control is achieved by a combination of structuraUvegetation cover measures and construction practices tailored to fit the site. Best Construction Management Practices (BMP's) will be employed to properly clear and grade the site and to schedule construction activities. Before any construction begins on-site, erosion control facilities shall first be installed. The planned construction sequence is as follows: 1. Install rock construction entrance. Use 4" to 8" diameter spalls with 12" minimum depth. 2. Install filter fabric fencing and construction fence. 3. Construct wetpond and swale with filter fabric fencing around each. 4. Clear site (grubbing and rough grading). 5. During November 1 through March 31, all disturbed areas greater than 5,000 sf that are to be left unworked for more than twelve (12) hours shall be stabilized by one of the following: mulch, sodding or plastic covering. 6. Install storm drainage system. 7. Provide catch basin inlet protection by installing filter fabric under grates of all inlets to drainage system. 8. Install utilities (water, sanitary sewer, power, etc.). 9. Landscape, sod and/or seed and mulch all disturbed areas. 10. Flush storm drainage system. 11. Maintain all erosion control facilities until the entire site is stabilized and silt runoff ceases. 12. Educate individual home builders about using erosion control BMP's during construction. SECTION 2 -TRAPPING SEDIMENT The soils on-site belong to the Spanaway group and have a low erosion potential according to the SCS. In those areas where the parcel slopes toward the adjoining property, filter fabric fence will be used to control erosion and off-site runoff. A stabilized construction entrance will be installed to prevent vehicles from tracking soil away from the site. The contractor will not be allowed to leave disturbed areas greater than 5,000 sf (that are to be left unworked for more than twelve (12) hours) uncovered during the rainy season from November 1 through March 31. Mulch, sodding or plastic covering will be used to prevent erosion in these areas. During construction, the contractor will be required to install filter fabric fencing as needed and limit site access to one location. A rock construction entrance shall be installed. Catch basin protection shall be provided by installing filter fabric under grates of all inlets to drainage system. All disturbed/exposed soils shall be covered with straw or mulch to prevent erosion in these areas. The Shea Group Page 7 July 2001 Walgreens Preliminary Drainage Report SECTION 3 -PERMANENT EROSION CONTROL & SITE RESTORATION All disturbed areas will be landscaped with grass, natural vegetation or trees per the builder's landscaping plans. SECTION 4 -GEOTECHNICAL ANALYSIS AND REPORT The proposed infiltration facilities are not located within 50' of a slope 15% or greater; therefore, a Geotechnical Analysis and report addressing slope stability was not deemed necessary. SECTION 5 -INSPECTION SEQUENCE In addition to City inspections, the Project Engineer shall inspect the facilities related to stormwater treatment, erosion control, storage and conveyance during construction. At a minimum, the following items shall be inspected at the time specified: 1. The erosion control facilities shall be inspected before the start of clearing and grading to ensure the following structures are in place: a. Construction Entrance b. Filter Fabric Fences 2. The conveyance systems will be inspected after construction of the facility, but before the project is completed to ensure the following are in working order: a. Catch Basins b. Swale and Wet Pond 3. The permanent site restoration measures shall be inspected after landscaping is completed. SECTION 6-CONTROL OF POLLUTANTS OTHER THAN SEDIMENTS Washout from concrete trucks shall not be dumped into the storm drains, or onto soil and pavement, which carries stormwater runoff. It will be dumped into a designated area to be later backfilled or hardened and broken up for disposal into a dumpster. The Contractor will be required to designate a washdown area for equipment and concrete trucks. The Shea Group Page 8 July 2001 Part III -Maintenance Plan Walgreens Preliminary Drainage Report SECTION 1 -REQUIRED MAINTENANCE The on-site storm drainage facilities will require occasional maintenance as follows: ATTACHMENT "A" Maintenance Checklist for Conveyance Systems (Pipes and Swales) Frequency Drainage J Problem Conditions to Check For Conditions That System Should Exist Feature M.S. Pipes J Sediment & Accumulated sediment Pipe cleaned of all debris that exceeds 20% of the sediment and debris. diameter of the ipe. M J Vegetation Vegetation that reduces All vegetation free movement of water removed so water through pipes. flows freely. A Damaged Protective coating is Pipe repaired or (rusted, bent damaged, rust is causing replaced. or crushed) more than 50% deterioration to any part of pipe. M Any dent that Pipe repaired or significantly impedes replaced. flow (i.e., decreases the cross section area of pipe by more then 20%). M ~ Pipe has major cracks or Pipe repaired or tears allowing replaced. groundwater leakage. M.S. Swales ~l Trash & Dumping of yard wastes Remove trash and debris such as grass clippings debris and dispose as and branches into Swale. prescribed by County Unsightly accumulation Waste Management ofnon-degradable Section. materials such as glass, plastic, metal, foam and coated aper. M ,I Sediment Accumulated sediment Swale cleaned of all buildup that exceeds 20% of the sediment and debris design depth. so that it matches design. The Shea Group Page 9 July 2001 Walgreens Preliminary Drainage Report M ~l Vegetation Grass cover is sparse and Aerate soils and not growing weedy or areas are reseed and mulch bare or overgrown with woody areas. Maintain grass overgrown vegetation. height at a minimum of 6" for best stormwater treatment. Remove woody growth, recontour and reseed as necessa M,S Erosion See ponds checklist See ponds checklist damage to slopes M Conversion Swale has been filled in If possible, speak with by or blocked by shed, homeowner and homeowner woodpile, shrubbery, etc. request that Swale to area be restored. incompatible Contact City to report use problem if not rectified voluntarily. A J Swale does Water stands in Swale or A survey maybe not drain flow velocity is very needed to check slow. Stagnation occurs. grades. Grades need to be in 1% range if possible. If grade is less than 1%, underdrains may need to be installed. If you are unsure whether a problem exists, please contact the Jurisdiction and ask for technical assistance. Comments: Key: A =Annual (March or April preferred) M =Monthly (see schedule) S =After major storms The Shea Group Page 10 July 2001 Walgreens Preliminary Drainage Report ATTACHMENT "A" Maintenance Checklist for Catch Basins and Inlets Feature Drainage J Problem Conditions to Check For Conditions That System Should Exist Feature M.S. General J Trash, debris Trash or debris in front No trash or debris and sediment of the catch basin located immediately in in or on basin opening is blocking front of catch basin capacity by more than opening. Grate is kept 10%. clean and allows water to enter. M J Sediment or debris (in No sediment or debris the basin) that exceeds in the catch basin. 1/3 the depth from the Catch basin is dug out bottom of basin to invert and clean. of the lowest pipe into or out of the basin. M.S. J Trash or debris in any Inlet and outlet pipes inlet or pipe blocking free of trash or debris. more than 1/3 of it's height. M J Structural Corner of frame extends Frame is even with damage to more than 3/4" past curb curb. frame and/or face into the street (if top slab applicable). M J Top slab has holes larger Top slab is free of than 2 inches or cracks holes and cracks. wider than 1/4" (intent is to make sure all material is running into the basin). M J Frame not sitting flush Frame is sitting flush on top slab, i.e., on top slab. separation of more than 3/4" of the frame from the top slab. The Shea Group Page 11 July 2001 Walgreens Preliminary Drainage Report A J Cracks in Cracks wider than 1/2" Basin replaced or basin and longer than 3', any repaired to design walls/bottom evidence of soil particles standards. Contact a entering catch basin professional engineer through cracks or for evaluation. maintenance person judges that structure is unsound. A ~ Cracks wider than 1/2" No cracks more than and longer than 1' at the 1/4" wide at the joint joint of any inlet/outlet of inlet/outlet pipe. pipe or any evidence of soil particles entering catch basin through cracks. A ~J Settlement/mi Basin has settled more Basin replaced or s-alignment than 1" or has rotated repaired to design more than 2" out of standards. Contact a alignment. professional engineer for evaluation. M.S. J Fire hazard or Presence of chemicals No color, odor or other such as natural gas, oil sludge. Basin is dug pollution and gasoline. out and clean. Obnoxious color, odor or sludge noted. M.S. ~l Outlet pipe is Vegetation or roots No vegetation or root clogged with growing in inlet/outlet growth present. vegetation pipe joints that is more than 6" tall and less than 6" apart. If you are unsure whether a problem exists, please contact the Jurisdiction and ask for technical assistance. Comments: Key: A =Annual (March or April preferred) M =Monthly (see schedule) S =After major storms The Shea Group Page 12 July 2001 Walgreens Preliminary Drainage Report ATTACHMENT "A" Maintenance Checklist for Grounds (Landscaping) Frequency Drainage ~l Problem Conditions to Check Conditions That System For Should Exist Feature M General ~1 Weeds Weeds growing in Weeds present in less (nonpoisonou more than 20% of the than 5% of the s) landscaped area (trees landscaped area. and shrubs only). M ~1 Safety hazard Any presence of poison No poisonous ivy or other poisonous vegetation or insect vegetation or insect nests present in nests. landscaped area. M.S. ~ Trash & Dumping of yard Remove trash and debris wastes such as grass debris and dispose as buildup in clippings and branches. prescribed by City open space Unsightly Waste Management accumulation of non- Section. degradable materials such as glass, plastic, metal, foam and coated aper. M ~J Missing or Any defect in the fence Fence is mended or broken or screen that permits shrubs replaced to form parts/dead easy entry to a facility. a solid barrier to entry. shrubbery M.S. ~J Erosion Erosion has resulted in Replace soil under an opening under a fence so that no fence that allows entry opening exceeds 4" in by people or pets. height. Causes of erosion identified and steps taken to slow down and/or spread out the water. Eroded areas are filled, contoured, and seeded. M ,l Unruly Shrubbery is growing Shrubbery is trimmed vegetation out of control or is and weeded to provide infested with weeds. appealing aesthetics. Do not use chemicals to control weeds. The Shea Group Page 13 July 2001 Walgreens Preliminary Drainage Report A Trees and ~I Damage Limbs or parts of trees Trim trees/shrubs to shrubs or shrubs that are split restore shape. Replace or broken which affect trees/shrubs with more than 25% of the severe damage. total foliage of the tree or shrub. M ,f Trees or shrubs that Replant tree, inspecting have been blown down for injury to stem or or knocked over. roots. Replace if severely damaged. ~, ~J Trees or shrubs which Place stakes and are not adequately rubber-coated ties supported or are around young leaning over, causing trees/shrubs for exposure of the roots. support. If you are unsure whether a problem exists, please contact the Jurisdiction and ask for technical assistance. Comments: Key: A =Annual (March or April preferred) M =Monthly (see schedule) S =After major storms The Shea Group Page 14 July 2001 Walgreens Preliminary Drainage Report ATTACHMENT "A" Maintenance Checklist for Ponds Frequency Drainage J Problem Conditions to Check Conditions 'That System For Should Exist Feature M,S General J Trash & Clumping of yard Removed trash and debris buildup wastes such as grass debris and dispose as in pond. clippings and prescribed by City branches into basin. Waste Management Unsightly Section accumulation of nondegradable materials such as glass, plastic, metal, foam and coated a er.. M,S J Trash rack Bar screen over outlet Replace screen. plugged or more than 25% Remove trash and missing covered by debris or debris and dispose as missing. prescribed by City Waste Management Section. M ~J Poisonous Any poisonous Remove poisonous vegetation vegetation which may vegetation. Do not constitute a hazard to spray chemicals on the public. Examples vegetation without of poisonous obtaining guidance vegetation include: from the Cooperative tansy ragwort, poison Extension Service oak, stinging nettles, and approval from devilsclub. the Ci M,S J Fire hazard or Presence of chemicals Find sources of pollution such as natural gas, oil pollution and and gasoline, eliminate them. obnoxious color, odor Water is free from or sludge noted. noticeable color, odor or contamination. The Shea Group Page 15 July 2001 Walgreens Preliminary Drainage Report M J Vegetation For grassy ponds, For grassy ponds, not growing grass cover is sparse selectively thatch, or is and weedy or is aerate, and reseed overgrown overgrown. For ponds. Grass cutting wetland ponds, plants unnecessary unless are sparse or invasive dictated by species are present. aesthetics. For wetland ponds, handplan nursery- grown wetland plants in bare areas. Contact the Cooperative Extension Service for direction on invasive species such as purple loosestate and reed canary grass. Pond bottoms should have uniform dense coverage of desired lant s ecies. M ~ Rodent holes Any evidence of Rodents destroyed rodent holes if facility and dam or berm is acting as a dam or repaired. Contact the berm, or any evidence Thurston County of water piping Health Department through dam or berm for guidance. via rodent holes. M ~ Insects When insects such as Insects destroyed or wasps and hornets removed from site. interfere with Contact Cooperative maintenance Extension Service for activities, or when guidance. mosquitoes become a nuisance. A ~J Tree growth Tree growth does not Trees do not hinder allow maintenance maintenance access or interferes activities. with maintenance Selectively cultivate activity (i.e., slope trees such as alders mowing, silt removal, for firewood. or equipment movements). If trees are not interfering with access, leave trees along. The Shea Group Page 16 July 2001 Walgreens Preliminary Drainage Report M Side slopes J Erosion on Check around inlets Find causes of of pond berms or at and outlets for signs erosion and eliminate entrance/exit. of erosion. Check them. Then slopes berms for signs of should be stabilized sliding or settling. by using appropriate Action is needed erosion control where eroded damage measure(s); e.g., rock over 2 inches deep reinforcement, and where there is planting of grass, potential for continued compaction. erosion. M Storage area J Sediment Accumulated Sediment cleaned out buildup in sediment that exceeds to designed pond pond 10% of the designed shape and depth; pond depth. Buried or pond reseeded if partially buried outlet necessary to control structure probably erosion. indicates significant sediment deposits. A Pond dikes Settlements Any part of dike Dike should be build which has settled 4 back to the design inches lower than the elevation. design elevation. A Emergency ,I Rock missing Only one layer of rock Replace rocks to overflow/ exists above native design standards. spillway soil in area 5 square feet or larger, or any exposure of native soil. One Time Emergency ~J Overflow Side of pond has no Contact City for overflow/ missing area with large rocks guidance. spillway to handle emergency overflows. If you are unsure whether a problem exists, please contact the Jurisdiction and ask for technical assistance. Comments: Key: A =Annual (March or April preferred) M =Monthly (see schedule) S =After major storms The Shea Group Page 17 July 2001 Walgreens Preliminary Drainage Report SECTION 2 -RESPONSIBLE ORGANIZATION Maintenance of the private storm drainage facilities will be performed by the owner andlor their representative, therefore, no property owners association is required. SECTION 3 -VEGETATION MANAGEMENT PLAN The open space will remain natural to the greatest extent possible. All disturbed areas within the open space area will be landscaped. SECTION 4 -SOURCE CONTROL Warning signs (e.g., "Dump No Waste -Drains to Ground Water") will be painted or embossed on or adjacent to all storm drain and Swale inlets and will be repainted periodically as necessary. The Shea Group Page 18 July 2001 Appendix 1 Drainage Calculations STORMWATER TREATMENT CONVENTIONAL WET POND: Description: Date: Job #: Yelm Ave. Retail Store Basin 1 7/26/200'( 242-4129-001 Reference: -1992 DOE Stormwater Management for Puget Sound Basin (Volume 3) -Per section 111-4.4.1 of the DOE: 1) Identify Required Wetpond Volume: Total Tributary Impervious Area = 0.57 ac. Total Tributary Disturbed Pervious Area = 0.30 ac. Required Volume To Treat 6 Month, 24 Hour Storm Event = 3,693!. c.f. 2) Determine Wetpond Dimensions (Table III-4.2): Note: -Wetpond shall be divided into at least two cells, preferably three, approximately equal in size. -First cell should be 3' deep. -Cells should be approximately equal in size. -Minimum depth is 3 feet, maximum depth is 6 feet. -All ponds greater than 18" or steeper than 4:1 shall be fenced. -Minimum length to width ratio shall be 3:1, preferably 5:1. Permanent Pool Volume Provided: Proposed Wetpond Length = Proposed Wetpond Width = Proposed Wetpond Bottom Area = Proposed Length/Width Ratio = Proposed Wetpond Bottom Elevation = Proposed Wetpond Depth = Proposed Wetpond Freeboard = Proposed Wetpond Side Slope = Proposed Wetpond Cell Volume = Percentage of Cell Volume = Total Volume = 3,749 cf > Required Volume = From StormSHED CELL #1 CELL #2 CELL #3 25 ft 30 ft 25ft 25ft 120 sf 256 sf 1.0 :1 1.2 :1 ft ft aft aft ift 1ft 3 :1 3 :1 1,767 cf 1,982 cf '47 % 53 3,693 cf, Therefore i Oft Oft 0 sf #DIV/0! f :1 Oft Oft Oft 0 :1 0 cf 0% s Adequate. Basin A 6-Month Storm Event (Wet Pond) BSN-A Event Summary: BasinlD Peak Q Peak T ------- (cfs) (hrs) BSN-A 0.24 8.00 Drainage Area: BSN-A Hyd Method: SCS Unit Hyd Peak Factor: 484.00 Storm Dur: 24.00 hrs Area CN Pervious 0.3000 ac 80.00 Impervious 0.5700 ac 98.00 Total 0.8700 ac Supporting Data: Pervious CN Data: landscaping 80.00 Impervious CN Data: impervious area 98.00 Pervious TC Data: Flow type: Description: Fixed None Entered Impervious TC Data: Flow type: Description: Fixed None Entered Peak Vol Area Method Raintype Event (ac-ft) ac /Loss 0.0848 0.87 SCS/SCS TYPEIA Other Loss Method: SCS CN Number SCS Abs: 0.20 Intv: 10.00 min TC 0.08 hrs 0.08 hrs 0.3000 ac 0.5700 ac Length: Slope: Coeff: Travel Time 0.00 ft 0.00% 5.0000 5.00 min Length: Slope: Coeff: Travel Time 0.00 ft 0.00% 5.0000 5.00 min RETENTION (INFILTRATION) GALLERY: 1) 2) Description: Date: Job #: Yelm Avenue Retail Store (Basin A) 7/26(2001 242-4129-001 Reference: 1992 DOE Stormwater Management for Puget Sound Basin (Section III-3.6.5) SITE SUITABILITY CRITERIA PERTAINING TO STREAMBANK EROSION CONTROL ONLY: GL-1 Soil Suitability Min. infiltration rate of 0.5 inches per hour. Infiltration systems shall not use fill material or be placed over fill material. GL-2 Depth to Bedrock, Water Table, or Impermeable Layer Bottom of facility shall be at least 3 feet above limiting layer. GL-3 Setback requirements Infiltration facilities should be at least 100 feet from drinking water wells, septic tanks or drainfields, and springs used for drinking water supplies. Infiltration facilities should be at least 20 feet downslope and 100 feet upslope from building foundations. GL-4 Land Slope Infiltration facilities can be located on slopes up to 15%. Infiltration facilities should be at least 50 feet away from slopes greater than 15%. GL-5 Drainage Area Infiltration trenches shall have a maximum drainage area of 15 acres. GL-6 Control of Siltation Final construction of infiltration trenches shall not be done until) after site construction is finished and site is stabilized. Infiltration facilities should not be used for temporary sediment traps. SIZING INFILTRATION FACILITY: Representative Site Infiltration Rate (f) = 20.00 in/hr Table III-3.1 Sandy Gravel >2' Factor of Safety (FS) = 2.0 Design Infiltration Rate (Fd) = 10.00 in/hr = f / FS 0.000231 fps Distance From Bottom to Bedrock, Till, or Water Level (L1) = 3.0 ft Gallery Length (L2) = 80.0 ft Gallery Width (W) = 5.0 ft Gallery Depth (H) = 6.0 ft Number of Galleries (N1) = 2 Bottom Surface Area (As) = 800 sf Void Ratio = 0.30 Diameter of Perforated Drain Pipe = 2.00 ft Number of Perforated Drain Pipes (N2) = 1 Height of Water Above Bottom of Gallery (h} = Varies Use Darcy's Law (equation 3) to Calculate Infiltration Rate in cubic feet per second. (See Following Table). Q=[(Fd)x(h+L1)x(As)]/L1 Stage-Storage Relationship S = N1[(L2*(W*H-(N2*Apipe))*0.3+(N2*Apipe*L2)] * (h/H) _ h ft I ft/ft Q cfs S c 0.0 1.00 0.185 0 3.0 2.00 0.370 896 6.0 3:00 0.556 1,792 Using StormSHED, model facility and check for complete infiltration of the 10 yr storm in 24 hours and the 100 yr storm within 48 hours. Min. Storage Volume Required for 10 yr, 24 hr Storm = 900 cf Maximum Depth of Water in Gallery = 3.01 ft Min. Storage Volume Required for 100 yr, 24 hr Storm = 1,691 cf Maximum Depth of Water in Gallery = 5.66 ft Time Required to Infiltrate Gallery After 10 yr Storm = 3:6' hr < 24 hours Time Required to Infiltrate Gallery After 100 yr Storm = 6.8' hr < 48 hours, Therefore is Adequate. 3) STORMWATER STORAGE VOLUME PROVIDED: Infiltration Galleries. Stage Elevation Stage Storage Volume Total Storage Volume Gallery Bottom `100:0 ft 0 cf 0 cf Mid-Depth 103.0 ft 896 cf 896 cf Gallery Top 106.0 ft 896: cf 1,792 cf Total Pond Storage Capacity = 1,792 cf Storage Volume = 1,792 c.f. > Required Volume = 1,691 c.f. Therefore, use 2 80 feet long x 5.0 feet wide x 6.0' feet deep infiltration gallery (galleries) with 1 2.00 ft. diameter perforated drain pipe(s). HYDLIST SUMMARY [BSN-A 10 yr out] [BSN-A 100 yr out] LSTEND HydID Peak Q Peak T Peak Vol Cont Area ------- (cfs) (hrs) (ac-ft) (ac) BSN-A 10 yr out 0.37 8.17 0.2523 0.8700 BSN-A 100 yr out 0.53 8.33 0.3765 0.8700 STORLIST (STO-A] LSTEND Node ID: STO-A Desc: gallery Start EI: 100.0000 ft Max EI: 106.0000 ft Contrib Basin: Contrib Hyd: Stage Input Volume Volume 100.00 0.00 cf 0.00 cf 0.0000 acft 103.00 896.00 cf 896.00 cf 0.0206 acft 106.00 1792.00 cf 1792.00 cf 0.0411 acft DISCHLIST [Dis-A] LSTEND Control Structure ID: Dis-A -Stage Discharge rating curve Descrip: gallery Start EI Max EI Increment 100.0000 ft 106.0000 ft 0.10 Stage Discharge 100.0000 ft 0.0000 cfs 100.1000 ft 0.1850 cfs 103.0000 ft 0.3700 cfs 106.0000 ft 0.5560 cfs Basin A 10-Yr and 100-Yr Storm Event (Infiltration Galleries) RLPCOMPUTE [LPN-A] SUMMARY 10 yr MatchQ=PeakQ= 0.7336 cfs Peak Out Q: 0.3710cfs -Peak Stg: 103.01 ft -Active Vol: 900.42 cf 100 yr MatchQ=PeakQ= 1.0974 cfs Peak Out Q: 0.5349 cfs -Peak Stg: 105.66 ft -Active Vol: 1690.57 cf Running K:\4129-Evergreen Devco\242-4129-001-Walgreens-Yelm\stormshed\LPN-A Report.pgm on Thursday, July 26, 2001 Summary Report of all RLPooI Data Project Precips [2 yr] 2.80 in [5 yr] 3.75 in [10 yr] 4.35 in [25 yr] 5.10 in [100 yr] 6.15 in [Other] 1.79 in BASLIST2 [BSN-A] Using [TYPE1A] As [10 yr] [BSN-A] Using [TYPE1A] As [100 yr] LSTEND BasinlD PeakQ Peak T Peak Vol Area Method Raintype Event (cfs) (hrs) (ac-ft) ac /Loss BSN-A 0.7336 8.00 0.2523 0.87 SCS/SCS TYPE1A 10 yr BSN-A 1.0974 8.00 0.3765 0.87 SCS/SCS TYPE1A 100 yr BASLIST [TYPE1A] AS [10 yr] DETAILED [BSN-A] LSTEND Drainage Area: BSN-A Hyd Method: SCS Unit 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 0.3000 ac 80.00 0.08 hrs Impervious 0.5700 ac 98.00 0.08 hrs Total 0.8700 ac Supporting Data: Pervious CN Data: landscaping 80.00 0.3000 ac Impervious CN Data: impervious area 98.00 0.5700 ac Pervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Fixed None Entered 0.00 ft 0.00°/a 5.0000 5.00 min Impervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Fixed None Entered 0.00 ft 0.00°/a 5.0000 5.00 min STORMWATER TREATMENT BIOFILTRATION SWALE: Description: Date: Job #: Yelm Ave. Retail store 7/26!2001 242-4129-001 Reference : -1992 DOE Stormwater Management in Washington State (Section III-6.3, BMP R6.05). SUMMARY OF BIOSWALE DESIGN CRITERIA Manning coefficient 0.07 Min. swale length 200 ft., unless increase width proportionally Maximum bottom width 2 ft min, and 10 ft max. (Preferable) Maximum water depth 5" Maximum velocity 1.5 fps WQ design storm (5 fps peak 100 year storm) Flow line slope 2% to 4% (If < 2%, use underdrain w/pert pipe. If > 4%, use check dams 50' on center) Min. freeboard height 1 ft. Side slopes no steeper than 3:1, prefer 4:1. 1) Calculate Minimum Swale Width Required for 6 mo, 24 hr Storm Event: 6 MO. Design Storm Flow = 0.33 cfs From StormSHED Channel Slope = 0.020 ft./ft. Manning "n" For Design = 0.07 Left Side Slope = 3 :1 Right Side Slope = 3 :1 Bottom Width = 2.00 ft. 'Min. 2', Max. 10' Channel Depth = 1.50 ft. Freeboard = 1.33 ft. Flow Depth = 0.17 ft. From FlowMaster Velocity = 0.79 fps From FlowMaster Flow Depth = 2.0 in.< 5" Velocty = 0.79 fps < Maximum Design Velocity of 1.5 fps for Bioswales 2) Check Capacity of Swale to Convey 100 yr, 24 hr Storm Event: 100 YR. Design Storm Flow = 1.52 cfs From StormSHED Manning "n" For Grassed Channel = 0.04 Bottom Width = 2.00 ft Flow Depth = 0.28 ft From FlowMaster Velocity = 1.88 fps From FlowMaster Flow Depth = 0.28 ft < Channel Depth of 1.50 ft Velocty = 1.88 fps < Maximum Velocity of 4.0 fps 3) Check Bioswale Length and Width: Min. Swale Length = 200 ft Proposed Swale Length = 100 ft Width = 2.00 ft Modified Width = 4.00 ft Therefore, usa a 4.00 ft. wide by 100 ft. long biofiltration swale with a 2.0 % slope. Basin A 6-Month Storm Event BSN-A Event Summary: BasinlD Peak Q Peak T ------- (cfs) (hrs) BSN-A 0.24 8.00 Drainage Area: BSN-A Hyd Method: SCS Unit Hyd Peak Factor: 484.00 Storm Dur: 24.00 hrs Area CN Pervious 0.3000 ac 80.00 Impervious 0.5700 ac 98.00 Total 0.8700 ac Supporting Data: Pervious CN Data: landscaping 80.00 Impervious CN Data: impervious area 98.00 Pervious TC Data: Flow type: Description: Fixed None Entered Impervious TC Data: Flow type: Description: Fixed None Entered Peak Vol Area Method Raintype Event (ac-ft) ac /Loss 0.0848 0.87 SCS/SCS TYPE1A Other Loss Method: SCS CN Number SCS Abs: 0.20 Intv: 10.00 min TC 0.08 hrs 0.08 hrs 0.3000 ac 0.5700 ac Length: Slope: Coeff: Travel Time 0.00 ft 0.00% 5.0000 5.00 min Length: Slope: Coeff: Travel Time 0.00 ft 0.00% 5.0000 5.00 min Worksheet Worksheet for Trapezoidal Channel (c. Mbnl"f`M Si'oRr't ~.dtr.d7'~ Project Description Worksheet Yelm Ave Retail S Flow Element Trapezoidal Chan Method Manning's Formul. Solve For Channel Depth Input Data Mannings Coeffic 0.070 Slope 0 20000 ft/ft Left Side Slope 3.00 H : V Right Side Slope 3.00 H : V Bottom Width 2.00 ft Discharge 0.33 cfs Results Depth 0.17 ft Flow Area 0.4 ft2 Wetted Perim 3.05 ft Top Width 3.00 ft Critical Depth 0.09 ft Critical Slope 0.167832 fUft Velocity 0.79 ft/s Velocity Head 0.01 ft Specific Enerc 0.18 ft Froude Numb 0.38 Flow Type 5ubcritical Project Engineer: Jim Stites c:\haestad\fmw\walgreens.fm2 Parametrix Inc FlowMaster v6.1 [614k] 07/26/01 11:57:40 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Worksheet Worksheet for Trapezoidal Channel C Icx;- ~~ 51~~.~Y, ~~>JJ~~ Project Description Worksheet Yelm Ave Retail S Flow Element Trapezoidal Chan Method Manning's Formul. Solve For Channel Depth Input Data Mannings Coeffic 0.040 Slope 0 20000 ft/ft Left Side Slope 3.00 H : V Right Side Slope 3.00 H : V Bottom Width 2.00 ft Discharge 1.52 cfs Results Depth 0.28 ft Flow Area 0.8 ft2 Wetted Perim 3.80 ft Top Width 3.70 ft Critical Depth 0.23 ft Critical Slope 0.042194 ft/ft Velocity 1.88 fUs Velocity Head 0.05 ft Specific Enerc 0.34 ft Froude Numb 0.71 Flow Type 5ubcritical Project Engineer: Jim Stites c:\haestad\fmw\walgreens.fm2 Parametrix Inc FlowMaster v6.1 [614k] 07/26/01 12:01:15 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 RETENTION (INFILTRATION) GALLERY: 1) 2) Description: Date: Job #: Yelm Avenue Retail Store (Basin B) 7/26/2001 242-4129-001 Reference: 1992 DOE Stormwater Management for Puget Sound Basin (Section III-3.6.5) SITE SUITABILITY CRITERIA PERTAINING TO STREAMBANK EROSION CONTROL ONLY: GL-1 Soil Suitability Min. infiltration rate of 0.5 inches per hour. Infiltration systems shall not use fill material or be placed over fill material. GL-2 Depth to Bedrock, Water Table, or Impermeable Layer Bottom of facility shall be at least 3 feet above limiting layer. GL-3 Setback requirements Infiltration facilities should be at least 100 feet from drinking water wells, septic tanks or drainfields, and springs used for drinking water supplies. Infiltration facilities should be at least 20 feet downslope and 100 feet upslope from building foundations. GL-4 Land Slope Infiltration facilities can be located on slopes up to 15%. Infiltration facilities should be at least 50 feet away from slopes greater than 15%. GL-5 Drainage Area Infiltration trenches shall have a maximum drainage area of 15 acres. GL-6 Control of Siltation Final construction of infiltration trenches shall not be done until) after site construction is finished and site is stabilized. Infiltration facilities should not be used for temporary sediment traps. SIZING INFILTRATION FACILITY: Representative Site Infiltration Rate (f) = 20.00 in/hr Table III-3.1 Sandy Gravel >2' Factor of Safety (FS) = 2.0 Design Infiltration Rate (Fd) = 10.00 in/hr = f / FS 0.000231 fps Distance From Bottom to Bedrock, Till, or Water Level (L1) = 3.0 ft Gallery Length (L2) = 110.0 ft Gallery Width (W) = 5.0 ft Gallery Depth (H) = 6.0 ft Number of Galleries (N1) = 2 Bottom Surface Area (As) = 1,100 sf Void Ratio = 0.30 Diameter of Perforated Drain Pipe = 2.00 ft Number of Perforated Drain Pipes (N2) = 1 Height of Water Above Bottom of Gallery (h) = Varies Use Darcy's Law (equation 3) to Calculate Infiltration Rate in cubic feet per second. (See Following Table). 0=[(Fd)x(h+L1)x(As)]/L1 Stage-Storage Relationship S = N1[(L2*(W*H-(N2*Apipe))*0.3+(N2*Apipe*L2)] * (h/H) _ h ft I ft/ft Q cfs S c 0.0 1.00 0.255 0 3.0 2.00 0.509 1,232 6.0 3.00 0.764 2,464 Using StormSHED, model facility and check for complete infiltration of the 10 yr storm in 24 hours and the 100 yr storm within 48 hours. Min. Storage Volume Required for 10 yr, 24 hr Storm = 1,236 cf Maximum Depth of Water in Gallery = 3.01 ft Min. Storage Volume Required for 100 yr, 24 hr Storm = 2,336 cf Maximum Depth of Water in Gallery = 5.69 ft Time Required to Infiltrate Gallery After 10 yr Storm = 3.6' hr < 24 hours Time Required to Infiltrate Gallery After 100 yr Storm = 68 hr < 48 hours, Therefore is Adequate. 3) STORMWATER STORAGE VOLUME PROVIDED: Infiltration Galleries. Stage Elevation Stage Storage Volume Total Storage Volume Gallery Bottom 100:0 ft 0 cf 0 cf Mid-Depth 103.0 ft 1,232=cf 1,232.cf Gallery Top 106.0 ft 1,232'. cf 2,464! cf Total Pond Storage Capacity = 2,464 cf Storage Volume = 2,464: c.f. > Required Volume = .2,336 c.f. Therefore, use 2 110 feet long x 5.0 feet wide x 6.0 feet deep infiltration gallery (galleries) with 1 2.00 ft. diameter perforated drain pipe(s). Basin B 10-Yr and 100-Yr Storm Event (Infiltration Galleries) RLPCOMPUTE [LPN-B] SUMMARY 10 yr MatchQ=PeakQ= 1.0106 cfs Peak Out Q: 0.5099 cfs -Peak Stg: 103.01 ft -Active Vol: 1236.42 cf 100 yr MatchQ=PeakQ= 1.5165 cfs Peak Out Q: 0.7375 cfs -Peak Stg: 105.69 ft -Active Vol: 2335.98 cf Running K:\4129-Evergreen Devco\242-4129-001-Walgreens-Yelm\stormshedlLPN-B Report.pgm on Thursday, July 26, 2001 Summary Report of all RLPooI Data Project Precips [2 yr] 2.80 in [5 yr] 3.75 in [10 yr] 4.35 in [25 yr] 5.10 in [100 yr] 6.15 in [Other] 1.79 in BASLIST2 [BSN-B] Using [TYPEIA] As [10 yr] [BSN-B] Using [TYPE1A] As [100 yr] LSTEND BasinlD PeakQ Peak T Peak Vol Area Method Raintype Event ------- (cfs) (hrs) (ac-ft) ac /Loss BSN-B 1.0106 8.00 0.3475 1.21 SCS/SCS TYPE1A 10 yr BSN-B 1.5165 8.00 0.5199 1.21 SCS/SCS TYPE1A 100 yr BASLIST [TYPE1A] AS [10 yr] DETAILED [BSN-B] LSTEND Drainage Area: BSN-B Hyd Method: SCS Unit Hyd Peak Factor: 484.00 Storm Dur: 24.00 hrs Area Pervious 0.4400 ac Impervious 0.7700 ac Total 1.2100 ac Supporting Data: Pervious CN Data: landscaping Impervious CN Data: impervious area Pervious TC Data: Flow type: Description: Fixed None Entered Impervious TC Data: Flow type: Description: Fixed None Entered Loss Method: SCS CN Number SCS Abs: 0.20 Intv: 10.00 min CN TC 80.00 0.08 hrs 98.00 0.08 hrs 80.00 0.4400 ac 98.00 0.7700 ac Length: Slope: Coeff: Travel Time 0.00 ft 0.00% 5.0000 5.00 min Length: Slope: Coeff: Travel Time 0.00 ft 0.00% 5.0000 5.00 min HYDLIST SUMMARY [BSN-B 10 yr out] LSTEND HydID Peak Q ------- (cfs) BSN-B 10 yr out 0.51 BSN-B 100 yr out 0.74 STORLIST [STO-B] LSTEND Node ID: STO-B Desc: gallery Start EI: 100.0000 ft Contrib Basin: Stage Input 100.00 0.00 cf 103.00 1232.00 cf 106.00 2464.00 cf DISCHLIST [Dis-B] LSTEND [BSN-B 100 yr out] Peak T Peak Vol Cont Area (hrs) (ac-ft) (ac) 8.17 0.3475 1.2100 8.50 0.5199 1.2100 Max EI: 106.0000 ft Contrib Hyd: Volume Volume 0.00 cf 0.0000 acft 1232.00 cf 0.0283 acft 2464.00 cf 0.0566 acft Control Structure ID: Dis-B -Stage Discharge rating curve Descrip: gallery Start EI Max EI Increment 100.0000 ft 106.0000 ft 0.10 Stage Discharge 100.0000 ft 0.0000 cfs 100.1000 ft 0.2550 cfs 103.0000 ft 0.5090 cfs 106.0000 ft 0.7640 cfs Roof Drywells 10-Yr and 100-Yr Storm Event RLPCOMPUTE [LPN-roof] SUMMARY 10 yr MatchQ=PeakQ= 0.3371 cfs Peak Out Q: 0.1883 cfs -Peak Stg: 103.31 ft -Active Vol: 391.84 cf 100 yr MatchQ=PeakQ= 0.4792 cfs Peak Out Q: 0.2551 cfs -Peak Stg: 105.82 ft -Active Vol: 688.13 cf Running K:\4129-Evergreen Devco1242-4129-001-Walgreens-Yelmistormshed\LPN-roof Report.pgm on Thursday, July 26, 2001 Summary Report of all RLPooI Data Project Precips [2 yr] 2.80 in [5 yr] 3.75 in (10 yr] 4.35 in [25 yr] 5.10 in [100 yr] 6.15 in [Other] 1.79 in BASLIST2 [Roof] Using [TYPE1A] As [10 yr] [Roof] Using [TYPE1A] As [100 yr] LSTEND BasinlD PeakQ Peak T Peak Vol Area Method Raintype Event ------- (cfs) (hrs) (ac-ft) ac /Loss Roof 0.3371 8.00 0.1159 0.34 SCS/SCS TYPE1A 10 yr Roof 0.4792 8.00 0.1665 0.34 SCS/SCS TYPE1A 100 yr BASLIST [TYPE1A] AS [10 yr] DETAILED (Roof] LSTEND Drainage Area: Roof Hyd Method: SCS Unit Hyd Peak Factor: 484.00 Storm Dur: 24.00 hrs Area Pervious 0.0000 ac Impervious 0.3400 ac Total 0.3400 ac Supporting Data: Impervious CN Data: roof Pervious TC Data: Flow type: Description: Fixed None Entered Impervious TC Data: Flow type: Description: Fixed None Entered Loss Method: SCS CN Number SCS Abs: 0.20 Intv: 10.00 min CN TC 80.00 0.08 hrs 98.00 0.08 hrs 98.00 0.3400 ac Length: Slope: Coeff: Travel Time 0.00 ft 0.00% 5.0000 5.00 min Length: Slope: Coeff: Travel Time 0.00 ft 0.00% 5.0000 5.00 min HYDLIST SUMMARY [Roof 10 yr out] LSTEND HydID Peak Q ------- (cfs) Roof 10 yr out 0.19 Roof 100 yr out 0.26 STORLIST [Roof] LSTEND Node ID: Roof [Roof 100 yr out) Desc: drywell Start EI: 100.0000 ft Contrib Basin: Stage Input 100.00 0.00 cf 103.00 355.00 cf 106.00 710.00 cf DISCHLIST [Roof] LSTEND Peak T Peak Vol Cont Area (hrs) (ac-ft) (ac) 8.17 0.1158 0.3400 8.17 0.1665 0.3400 Max EI: 106.0000 ft Contrib Hyd: Volume Volume 0.00 cf 0.0000 acft 355.00 cf 0.0081 acft 710.00 cf 0.0163 acft Control Structure ID: Roof -Stage Discharge rating curve Descrip: drywell Start EI Max EI Increment 100.0000 ft 106.0000 ft 0.10 Stage Discharge 100.0000 ft 0.0000 cfs 100.1000 ft 0.0900 cfs 103.0000 ft 0.1800 cfs 106.0000 ft 0.2600 cfs Appendix 2 Facility Summary Form CITY OF YELM REGION FACILITY SUMMARY FORM Complete one (1) for each facility (detention/retention, coalescing plate filter, etc.) on the project site. Attach 8 1/2 x 11 sketch showing location of facility. Proponent's Facility Name or Identifier (e.g., Pond A) ............. . Name of Road or Street to Access Facility :..................... . Hearings Examiner Case Number :........................... . Development Rev. Project No.Bldg. Permit No .:................ . Parcel Number :.......................................... . See Part 6 Access from parking lot To be completed by Utility Staff:. Utility Facility Number Project Number (nuin) Parcel Number Status: (num, l ch) 0, Known; 1, Public; 2 Unknown; 3, Unassigned. Basin and Subbasin: (num, 6ch) .(2ch for basin, 2ch for Subbasin; 2ch future Responsible jurisdiction: {alpha, lch) Part 1 - Proiect Name and Proponent Project Name ................................ Yelm Avenue Drug Store Project Owner ............................... Evergreen Devco, Inc. Project Contact .............................. John Hamilton Address ................................... 21743 21St Avenue W. Phone .......... ........................... (425)712-0330 Project Proponent: (if different) .................. Same Address .................................... Same Phone ..................................... Same Project Engineer ............................. Marcy J. Gustafson, P.E. Brad Shea, EIT Firm ....................................... The Shea Group 360-459-3609 Part 2 - Proiect Location Section(s) 30 Township 17 N Range 2 E, Willamette Meridian Part 3 -Type of Permit Application Type of permit (e.g., Commercial Bldg.): Other Permits (circle) ^DOF/W HPA ^COE Wetlands ^FEMA ^Shoreline Mgrnt ^Encroachment ^NPDES ^Other ^COE 404 ^DOE Dam Safety ^Floodplain ^Rockery/Retaining Wall ^Grading Other Agencies (Federal, State, Local, etc.) that have had or will review this Drainage Erosion Control Plan: Part 4 -Proposed Proiect Description What stream basin is this project in (e.g., Percival, Woodland):.... Yelm Creek Project Size, acres ...................................... 2.20 ac Zoning ............................................... Commercial (C-1) On-site: Residential Subdivision: Number of Lots :................................. . Lot size (average), acres :......................... . Building Permit /Commercial :......................... . Building Footprint, acres :.......................... 0.34 Concrete Paving, acres ::....................... 0.82 Gravel Surface, acres ::...................... . Lattice Block Paving, acres :.:...................... . Public Roads (including gravel shoulder), acres:.......... . Private Roads (including gravel shoulder), acres :....... .. . On-site Impervious Surface Total, acres :................. 1.04 Part 5 -Pre-Developed Project Site Characteristics Stream through site, y/n: ................................... No Name: ............................. .......... DNR Type: ........................................ Type of feature this facility discharges to (i.e., lake, stream, intermittent stream, pothole, roadside ditch, sheetflow to adjacent private property, etc.): Infiltration into ground, y/n :.................... ..... . Swales, Ravines, y/n :............................ . Steep slopes (steeper than 15%) y/n :................ . Erosion Hazard, y/n :............................ . 100 yr. Floodplain, y/n :..................... ..... . Lakes or Wetlands, y/n :............................ Seeps/Springs, y/n ::............................. . High Groundwater Table, y/n :..................... . Wellhead Protection or Aquifer Sensitive Area, y/n:...... . New storm drainage pipes underneath the parking lot N N N N N N N N Y Part 6 -Facility Description - Basin A -Wet Pond and Infiltration Galle Total Area Tributary to Facility Including Off-site (acres):........ 0.99 ac Total On-site Area Tributary to Facility (acres) :................ 0.99 ac Design Impervious Area Tributary to Facility (acres) :............ 0.69 ac Design Landscaped Area Tributary to Facility (acres):........... 0.30 ac Design Total Tributary Area to Facility (acres) :................ 0.99 ac Enter a one (1) for the type of facility: ) :..................... . Wet pond detention .................................. 1 Wet pond water surface area, acres ........... ......... 0.04 Dry pond detention ................................. Underground detention ............................. . Infiltration pond ................. .................. . Dry well infiltration ................................... Coalescing plate separator ............................ Centrifuge separator ............................... . Biofilter ........................................... Other (Infiltration galleries) .............................. 1 Outlet type (Enter a one (1) for each type present) Filter ............................................. Oil water separator ................................. . Single orifice ...................................... . Multiple orifice ...................................... 1 Weir ............................................. Spillway .......................................... Pump(s) .......................................... Other ............................................. Part 7 -Release to Groundwater Design Percolation Rate to Groundwater (if applicable) ............... 10 inch hour Part 8 -Release to Surface Water (Basin A) N/A Part 6 -Facility Description - Basin B - Biofiltration Swale and Infiltration Gallery Total Area Tributary to Facility Including Off-site (acres):........ 1.21 ac Total On-site Area Tributary to Facility (acres) :................ 1.21 ac Design Impervious Area Tributary to Facility (acres) :............ 0.77 ac Design Landscaped Area Tributary to Facility (acres):........... 0.44 ac Design Total Tributary Area to Facility (acres) :................ 1.21 ac Enter a one (1) for the type of facility: ) :..................... . Wet pond detention ................................. . Wet pond water surface area, sf ........... ........ . Dry pond detention ................................ . Underground detention .............................. Infiltration pond ................. .................. . Dry well infiltration ................................... Coalescing plate separator ............................ Centrifuge separator ............................... . Biofilter ........................................... 1 Other (Infiltration Gallery) .............................. 1 Outlet type (Enter a one (1) for each type present) Filter ............................................. Oil water separator ................................. . Single orifice ....................................... 1 Multiple orifice ..................................... . Weir ............................................. Spillway .......................................... Pump(s) .......................................... Other ............................................. Part 7 -Release to Groundwater Design Percolation Rate to Groundwater (if applicable) ............... 10 inch/hour Part 8 -Release to Surface Water (Basin B) N/A Appendix 3 Drainage Basin Plan w °~ w ° a ~ ~ m Z ~ w0 ~ N ~ n Z ~ Z o m I ~ ~ ~ ~ K 0 ~ N ~ p ~ <L ~ WW ~ \ ,~ ~ z zo m ~ 7/1 U' ~ ~H w \ V1 Q z ~ ~ Q ~ r-a E-+ ' ~' \~ ~y ~ •'•`: ~ W Z ~~ \ W ':?~ 1 a '_ ~ .~ . .~ ~ \ •'~ ~i \ ..~ \ :; ~ ~ ->\ ml ml I ~ 1 ~ _ / ° N / m m Q ~/ 1 Y ~ w m WY .. / \ ~ ~ U ~ U O ~ ~ O 1 , •'~ i i , i /r, .. _... ... r - 1 r // ~'/- ~ w ° 1 ~ z ~ ~ o~° ~~ 1 "/ ~~// / -~ I wQ0 ~20~i / ~ I= {I' ~ 1 w=3 - '° - - - ~ ~ J ~ ~\~ -- ,~ ~ / ~v - -- wUm ~/ /~ ~ ~ OlV - I 1 O • ~ // ~ 1 i' ~, ~/ /// ..~ __• - - _ Fines I !, ~ ( / a 1 > ~ i ~~/vim I i i /~~/~ ~ W ~ ~ v / w /~ ~~ I I `~~' ~ j I Z ~ ~ I I ~ ~'o ~ I ~ /~ ~' ^ 1 I I I z~~ ''/ i /l ~ ~ I I I I~ J~ ~ a I ~ o / 1I ~ ~ J% / I I I I ~v ~ I y" ~ ~. ~ I I o N r l I i ~ ~~ I I I I O °o .n W(y~J 1 ~~~ ~ I I sm Iyl I I w~ I I I W Q i I I I I :" ® :: ~ ~' 0 .}, ® ^ ', i. 1 I~ I, ~ W ~' I ' rc I 1 ~ ,, •''. ~ .i I ~ ~'. ,~ ° O 2 O ~' n ~ z c ~ N i h ~ o p ~ .. O Q N M O O ~ 'rt~J U Of O~ ~ x a a ~ V ~ ~ G E ~ ~ o ^' ~ ~ ~ '> VJ o ~ a r ^~ o ~ ~ c ^ ~ C 1(7 C ^\ p ~ C W J ~ O a ~ °a ~ 3 ~ >: ~ ^ o d ~ o ~ a0 J ~' W << a a ~ w o~ < m m a o Q '- w O m O n O H tV (n O w 5~ < o < a 6 o a wa n a o n Q a d o d o W Q Sw s a N a u'ri a n a a Z a ~ 0 0 0 m a O O ~~ o m S o mo .- Appendix 4 SCS Soils Map W ~ Q Q U ~ '~ _J ~c~ O ~ O ~ Z ~ z N ~ ~ ~ ~ ~ W W z W ~ ~ O ~ ~ ~ Z ~ ~ ~ Q Q ~ I ~ Q z o ~ Q U ~ (J") ~ I N Z ~~ 4°~° ~~~'' O ..mir any. 'ht Trj ~,./,. F ~ -t ~ ~~ J ~ ~ a ~+`, ~ ,.,~, f <,r s~ ~~ ti~ ~ 'r +' +~j[ { 1 ~L ~ ~V~ ~ ~~ tv ~~'~~~^~S '+1~P ~' m ,ti ii ,~ Y' ~~ 'i "~ ~tt 577 f ~ r Si' ~~ ~ =1: Wr ~"~, 4%''. fig; ~~ `/'E ~ s." ~`~/N ~~~ 1 r=te ~~ ~ ~ / ~ ~' I/ ~ r 4~.",; ,~,~~ ~ 4~~r i ~ I /'} ~' ~j` ~ ~ ~ rt ~ l !~ '~ ~ ~ .~ ~, / ~ ! .~" /' ~M 9~ ~~ ~ fah'. F ` Y~ ~ .r~... ~ ~~ ern ~ 5 _ ~+ o - ~1-~ + y ~ ~ ~ . / J ~, t I f 7 _ ~~ ~~'~1'~~y ~ _ ~ i ~ ~ Cs u.O e~ ~ r iyr ~.'~, _ F+n Y v C yr- ~- .~##, ~~ •/ / !~- { 1 _ ~_ •ti d~ ~. fir d'v'y~ Q r~ ~ ~ ' .-. ~/ ~ ' ~rf ~ ~"~ do - r y! ~'+ _ I ~ ~- ~ k ., ~ ~~ A~ ~_a ,~~ ~ ~ t~ a p v ~ 't%,` r"~~ ~r~"-~y~p~.C - ~~r~ s ~ r~ k ~r ~n ?b r 1` ~' ~ '~ k a~`''3~~`~ f t ~ . i ~ to 1(~ ~p~ ~`~.:;k jr*~~ E ~~` ~.~; a ~irh~ ,ram ~ ~ f e s ~ ~~~b 1~~ / ..... Is d9 ::~ r ~ ~ ~'~~~! f~P~ ;tr ~ ~ ~,+r1+'S~l}~~~ t i ~~t ' ~~ ~ ~ ~ ~ ~ ~ r - fiu' d,! J (~ ~i~b n ~ ~ 4714- k1 tot ~` ~ ~~~ ~ 1 ~ P ~}~,~~ ~ ~ ~ c~ i7 ~-~ ~~ i ~-.~ O f ~s.:.45` ~ ~ 4 ~ ~ ~~ ~ i ~~,n4' :~ ~' c'u % f"C i t, ~~ N~r'~ f~~ `7~ '! ~ ~ / J~ ~ ~` r S,.YI$ 1~Jy ~~ p,y~A~r~' ~t S{ i~~ k~ ~~ ~ ~~,~~ ~ '. ~, er~S4 ~l ~ ~ ~ ~ /~ ~~~~'1u t4~ t t"'S 't~~ s'~~' Iv~P,'S' ~ f~~! ~J~4~ . ~ «i~FF' i k fE4 frf / d ~' "~ A. j ( ~ ~' ~ ~r ~ ~~ ~ ~S- 1 ~~~ ~ ,~'~ ~.re ~ ,~J ~~ ~. ~U ~ ~~ e iii, ACS ` / .r r ~ x r.'t ~ 4 ~L~1 1 ~ ti ; ~ r'/ q ~ 1 t ~ i:_ ~i, ~ ~ ~ ~ °.~ ey ~ f~,~it~ L ~ 9 - i ~ r S~ ~ y, - y ~ , ~ ~ ~. - ~' ~ ~.~ a +rr~ i ~ ~ p.~ z ~l; iy' ^ ~ ~ ~, ~ .r" ~ ,~~r ~~~ ~j~~~~ad~~s ~ ~ 2 ~ i ~ w;,-~ b ~~~t y ~;,%~ ^rc ~ '~f7P'G ~~.1~i ~}~ ~"iki'~0~ ;3rtK ~~ r ~ -0` 2 ~F E A ~ ~ ~ ~-+ . rmr. ti rRfr I / '~' ' f'~S~ u! ti ~ 1, ~x~(,y~t j, a~~TJ` ~ r~ ~ ~ ~1p !~ ~~ per" $; e ~rr~~~ ~ r~s~i~~~;~ a 7 ~ _~. W ~ T O c ~ G ~ rn .~ v / ~ ~_ O ~ Cr/~' v / ~^, W ~~^^ Q v, ~~U//~~ VJ ~ C Q T ~ c o ~ a ~ o L V O / ~ L C V °' v E E a o _ o a w o • ,c c c o d rn c .~ c .~ ^ ~ w Thurston County, Washington TABLE 16.--WATER FEATURES--Continued Soil name and iHydrologic map symbol , group ; Frequency 100, 101----------------; D Scamman ' i i i 102, 103----------------~ B Schneider i i 104---------------------, C Semiahmoo ' i i i 105---------------------; D Shalcar ' i i 106---------------------, D Shalcar Variant i i 107, 108----------------~ D Skipopa i i 109---------------------' i D Spana i i 110, 111, 112, 113------, B Spanaway i 114*: Spanaway---------------; B i Nisquallp--------------~ i B i 115---------------------; C Sultan ' i i i 116---------------------; D Tacoma ' i i i 117, 118, 119-----------; C Tenino ' i i 120---------------------, D Tisch ' i i 121, 122----------------~ B Vailton i i 123, 124---------------- B ; Wilkeson ' i 125---------------------~ C Xerorthents ' i i i 126, 127, 128-----------, C Yelm i None------------; --- ~ --- ; 0.5-1.5 ;Perched None------------; --- , --- ! >6.0 ; --- Rare------------; --- ; --- ; 1.5-3.0 ;Apparent ~ i None------------i --- i i --- { +1-0 ;Apparent i i Occasional------;Long----------; i Nov-May ; +1-0 i ;Apparent ~ ~ None------------, --- ; ~ i i --- ; 1.0-2.0 i i ;Perched ~ i i i i i i None------------i --- ~ i i i --- ~ 1.0-3.0 i i i Apparent None------------, --- ; --- ~ >6.0 ~ --- , ;None------------ '..None------------'', ~i '.Occasional------' i i i i Frequent-------- i i i i None------------~ i i i Rare------------ i i i None------------~ i i i i None------------~ i i i Rare---------=--' i i i i i None------------! Brief--------- Brief--------- --- it i ___ i i i i i ___ i i i i i i --- ' i i i i i --- ' --- , >6.0 i i --- , >6.0 i i fov-Apr ; 2.0-4.0 i i i i fov-Jun ~ +1-0 i i i --' , >6.0 i i i --- { 0-1.0 i i i --- , >6.0 i ~ ii --- ; >6.0 --- ~ >2.0 i --- ; 1.5-3.0 Apparent Apparent Apparent Apparent Apparent 277 Duration , Months ; Depth , Kind , Months i , Ft i i ' Nov-Mar i i i i i ~ --- i i i i Nov-May i i Oct-May i i i Oct-May i i Nov-May i i Nov-Apr i ' --- ov-Apr ov-Jun ec-Apr ov-Mar ec-Mar ^ gee aescription of the map unit for composition and behavior characteristics of the map unit. Thurston County, Washington summer, irrigation is needed for lawn grasses, shrubs, vines, shade trees, and ornamental trees. Mulch, fertilizer, and irrigation are needed to establish lawn grasses and other small-seeded plants. Topsoil can be stockpiled and used to reclaim areas disturbed during construction. The main limitation affecting septic tank absorption fields is a poor filtering capacity in the substratum. If the density of housing is moderate or high, community sewage systems are needed to prevent the contamination of water supplies caused by seepage from onsite sewage disposal systems. The slope hinders the installation of the absorption fields. Absorption lines should be installed on the contour. Douglas-fir is the main woodland species on this unit. Among the trees of -imited extent are Oregon white oak, lodgepole pine, and red alder. Douglas-fir and Scotch pine are grown on Christmas tree plantations. On the basis of a 100-year site curve, the mean site index for Douglas-fir is 140. On the basis of a 50-year site curve, it is 108. The highest average growth rate of an unmanaged, even-aged stand of Douglas-fir is 145 cubic feet per acre per year at 65 years of age. This soil is suited to year-round logging. Unsurfaced roads and skid trails are slippery when wet. Logging roads require suitable surfacing material for year-round use. Rounded pebbles and cobbles for road construction are readily available on this unit. Disturbance of the protective layer of duff can be minimized by the careful use of wheeled and tracked equipment. Seedling establishment and seedling mortality are the main concerns in the production of timber. Reforestation can be accomplished by planting Douglas-fir seedlings. If the stand includes seed trees, natural reforestation of cutover areas by Oregon white oak and lodgepole pine occurs infrequently. Droughtiness in the surface layer reduces the seedling survival rate. When openings are made in the canopy, invading brushy plants can delay .the establishment of planted Douglas-fir seedlings. Common forest understory plants are cascade Oregon-grape, salal, western brackenfern, western swordfern, Indian plum, and Scotch-broom. This map unit is in capability subclass IVs. 112-Spanaway stony sandy loam, 0 to 3 percent slopes. This very deep, somewhat excessively drained soil is on terraces. It formed in glacial outwash and volcanic ash. The native vegetation is mainly grasses, ferns, and a few conifers. Elevation is 200 to 400 feet. The average annual precipitation is 40 to 50 inches, the average annual air temperature is about 51 degrees F, 91 and the average frost-free period is 150 to 200 days. Typically, the surface layer is black stony sandy loam about 16 inches thick. The subsoil is very dark brown gravelly sandy loam about 6 inches thick. The substratum to a depth of 60 inches or more is grayish brown extremely gravelly sand. Included in this unit are small areas of Alderwood soils on till plains, Baldhill soils on terminal moraines, and Everett, Indianola, and Nisqually soils on terraces. Also included are small areas of Spanaway soils that have a gravelly sandy loam surface layer and small areas of Spanaway stony sandy loam that have slopes of 3 to 15 percent. Included areas make up about 15 percent of the total acreage. Permeability is moderately rapid in the subsoil of the Spanaway soil and very rapid in the substratum. Available water capacity is low. Effective rooting depth is 60 inches or more. Runoff is slow, and the hazard of water erosion is slight. This unit is used mainly for hayland, pasture, or homesites. The main limitations affecting hay and pasture are the low available water capacity and the stones on the surface. Proper grazing practices, weed control, and fertilizer are needed to ensure maximum quality of forage. Rotation grazing helps to maintain the quality of the forage. Because of the surface stones, spreading animal manure, mowing, and seeding are difficult. In summer, irrigation is needed for maximum production of most forage crops. Sprinkler irrigation is the best method of applying water. The amount of water applied should be sufficient to wet the root zone but small enough to minimize the leaching of plant nutrients. This unit is well suited to homesites. Pebbles, cobbles, and stones should be removed, particularly in areas used for lawns. In summer, irrigation is needed for lawn grasses, shrubs, vines, shade trees, and ornamental trees. Mulch, fertilizer, and irrigation are needed to establish lawn grasses and other small- seeded plants. Cutbanks are not stable and are subject to sloughing. The main limitation affecting septic tank absorption fields is a poor filtering capacity in the substratum. If the density of housing is moderate or high, community sewage systems are needed to prevent the contamination of water supplies caused by seepage from onsite sewage disposal systems. This map unit is in capability subclass IVs. 113-Spanaway stony sandy loam, 3 to 15 percent slopes. This very deep, somewhat excessively drained soil is on terraces. It formed in glacial outwash and Appendix 5 FEMA Firm Map z O cn F= z cn F- Q o Q w cn ,~ Q Q cn ~ o Q ~ ww ~, ~ ~w Q w ¢ o ~t- ~ Q ~ Q J w ~ Q C~ z ~~ cn ~o °oo o _ ° 0 z o~ W o0 0 o w ~ ~ W ~ ~ ~' z ~ ~m ~ w ~ Q c n ~ v w, 0 o z o Q o m o z cn o ~ ~ o .- o~ ~ w z z ~ ~ Q o ~ Y o ~ ~ ~ N Q~ Q~ m U O W z= ~ W z= W z W z ~ ~ o ~ o o o Q ~ ~ ~ O O Q ~ C ~~ 4 v ~ O Q~ ZQ ~~~ Q' ~ \ ~ w ~ T c~ W ~ o Q ~ J C Q L ~ W W Q Z W ~ a ~ ~ w ~T ~ ~ C ~ O ~ a ~ Q E . 0 L U O /~ ` C V N d /~ ~ O `v O /~\ O ~ ~L/ a w ~~ o V J ~ ~c c Q~ a c .~ c .~ ^ ~ c w Appendix 6 Vicinity Map Ea~,~ Z 1- Q U O J i- G ,,.~- _ C.~ - W ... - /) . ~ ~i o ,,p ro ~ a 4~r ~r C +o °s o , ~ n u46 N ~^l~ "'o° o ' N °+ o " ia% ~~ C ew I y ~ ~ S ' ~ a A / n E ~ m ~ j H S ~~ r r `iy>Kf~~.J~f PGR ~ -. S ~ ~i pNO V. tiV pr~ 1] X138 t] plOnH ' ~ ly ~~ 4 4 ~wtl 3~, NOS NI%lIM - lS ~ 1 ,~ - 6 a ba .v _ ~ o d B 4 ptl ]31N %3tl3% ~ " ~~ 5 ~ IIIM I ~ ~ ..LL z/- l~! 1 ~/ ~ u u ~: ~ ~ W ]: a ] f~.. ~ ] b39 x 3japl` - _ _ ri 3 tlO M3 v d1N~ ~W - - ~ b` / „ z dl SIOW ! ri~a 1j gyp' ~~¢ ~ S'< / ( ( I - ` ~T - O ~ ~ 1 ` J ! / s ,~ ~ N. ~~ ~ ai 1 s ~ O / ~ / 4 ~ - ~ O ~ ~ / _ ~ % 3s a rr /A3 v1M1 ~i ~S - s 1NVHflp I W r G7 LL W I..1.. Q _J G Q H W ~- W Z z `UJ Q J W ~/~) G ~ ~ )VL T C ~ O a ~ O E . 0 L u o / R ` C V N E E o 0 ^, `o VJ a ,~ !~ a c V J ~ c Q~ a rn c .~ c .~ ^ v c w