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Home My WebLink About421 E Division St_PWD589_2026 Drainage Report for Togstad Apartments 421 East Division St Arlington, WA 98223 April, 2016 Permit# pending Note: this report shall be kept on-site at all times during construction. Owner/Applicant: Stillaguamish Tribe of Indians Chris & Mark Boser-360-652-7362 Jerry OConnell, P.E. #34989 OCE (OConnell Civil Engineering) 2812 Colby Avenue Everett, WA 98201 Phone: (206) 747-3494 Email: ojerry26@yahoo.com OCE (OConnell Civil Engineering) 2812 Colby Avenue Everett, Washington 98201 OCE Job No: 1604 ,..,.---- Introduction Note: This document is the narrative portion of the Drainage Review Report intended to comply with Snohomish County requirements for MR#1 - MR#9. This report shall be kept on-site at all times during construction. Regulatory Requirements Project classification: New development, non-exempt development activity 1. The Applicant intends to obtain permits for renovation of an existing apartment building and new parking on this 0.35-acre site. 2. The site has existing improvements that exceed 35% of the site, so the project is considered a redevelopment project. Site description: tax #00461801001200 in section 2, township 31 n, range 5e. Proposed project thresholds: 1. Will result in or adds more than 5,000sf of new, replaced, or new plus replaced hard surface area. 2. Will cause land disturbing activity of more than 7,000sf. Applicable Minimum Requirements (MRs) : MR#l through MR#9. OCE Togstad Apartments Drainage Report OCE job# 1604 April, 2016 MR-1 Stormwater Site Plan: (see stormwater site plan in appendix) Tabulation of proposed new/replaced hard surface: New permeable pavement = 4,668sf (walks New concrete & pavement)= 1,130sf Upstream analysis: (refer to basin map in appendix) Since the site is in a relative high point, there is no significant runoff onto the site. As mentioned above, no culvert found was under Skinner rd. that could discharge onto the site. Downstream Analysis: (refer to basin map in appendix) Runoff currently drains northerly into the gravel alley, thence easterly into a roadside on the west side of Talcott St; thence drains onto Talcott St at the sw intersection with Gilman Ave.; thence n'ly to the Talcott St. terminus: thence overland until it reaches the south fork of the Stillaguamish River at HWY 530. There were no evident erosion signs of significant or flooding damage along the flowpath. Existing Soils conditions: Based on the soils report by Nelson Associates, permeable pavement was proposed because the report stated that 'the granular subsurface soils within the site are marginally suitable for stormwater infiltration' and that 'pervious pavement is feasible for the site. OGE Togstad Apartments Drainage Report OGE job# 1604 April, 2016 MR-2 SWPPP: General Construction Sequence: 1. Attend pre-construction meeting 2. Flag clearing limits 3. Install silt fence and straw wattles 4. Install stabilized construction entrance 5. Clear site per plan 6. Stabilize exposed soils 7. Inspect, maintain and adjust BMPs as needed 8 .. Remove all BMPs within 30 days after final site stabilization and County has approved removal. Each of the 13 applicable SWPPP elements has been addressed as follows: 1. Mark clearing limits - clearing limits will be marked prior to construction to preserve native vegetation with BMP#C233 high visibility silt fence 2. Establish Construction exit-BMP#C105 3. Control flow rates -properties and waterways downstream will be protected by silt fence-BMP C233, plastic covering-BMP C123 and straw wattles-BMP#C235 (see appendix) 4. Install sediment controls - silt fence-BMP C233 and plastic covering-BMPC123 will be used. (see appendix) 5. Stabilize Soils - all exposed and unworked soils shall be stabilized by plastic covering-BMP C123. (see appendix) Slopes 6. Protect - plastic covering-BMP C123 will be used. (see appendix) 7. Protect permanent drain inlets - there are no existing catch basin inlets, but the roadside ditch will be protected with straw wattles-BMP C235 as needed. (see appendix) 8. Â· Stabilize channels and outlets - straw wattles-BMP C235 shall be used as needed. (see appendix) 9. Control Pollutants - BMP-C151-Concrete Handling (see appendix) will be employed if concrete washout is required for trucks, hand tools, equipment, etc. One such BMP is a portable industrial washout containment system, by 'ECO- PAN' or equal. If required, Source control BMPs for mobile fueling of vehicles and heavy equipment 2010 Snohomish County Drainage Manual (SCDM), vol. IV, 3.18, (see appendix) will be employed. BMPs such as spill kits, liquid-tight drip pans, 5-gallon capacity absorbent pads used at refueling locations. 10. Control dewatering - no dewatering is anticipated. 11. Maintain BMPs - the contractor shall inspect and maintain constructed BMPs. BMPs shall be adjusted as needed. BMPs shall be removed within 30 days after project completion and the County has determined that the site has been stabilized. 12. Manage the Project - Since the area of disturbance is not anticipated to be one or more acres, a certified CESCL is not required. However the Contractor shall OCE Togstad Apartments Drainage Report OCE job# 1604 April, 2016 provide on-going inspection, maintenance and adjustment of BMPs to ensure compliance. 1 J. Protect on-site stormwater management BMPs for runoff from roofs and other hard surfaces - protective construction methods shall be employed, such as; schedule construction of BMPs in a later phase, and restricting equipment access to the areas designated for BMPs by use ofBMP#C233-silt fencing. The following information has been provided as a general guide for SWP PP management: BMPs and Plan Implementation and Monitoring The applicant will designate a SWPPP manager who will be available on a 24-hour basis to implement and monitor the BMPs. The SWPPP calls for traditional BMPs such as silt fences, and a construction entrance. Monitoring and Maintenance Program As mentioned above, the applicant's SWPPP superintendent will be available on a 24-hour basis to direct his team in system implementation and monitoring. A typical monitoring/maintenance program will include, but not be limited to: â€¢ Monitor the discharge turbidity for compliance, record the value in log form and report to the agency inspector (daily) â€¢ Perform routine plumbing inspections (daily) â€¢ Check system flow rates (daily) â€¢ Watch water levels in settling pond to assure pumping schedule will prevent overflow (daily) â€¢ Check sediment levels in settling ponds (weekly) â€¢ Check pump and mechanical system (daily) â€¢ Inspect the bioretention system to assure proper functioning (weekly) The SWPPP manager will maintain adequate supplies, backup power and equipment/supplies onsite 24-hours a day for emergencies. Conventional Erosion and Sedimentation Controls The Construction SWPPP calls for stabilizing exposed areas, covering stock pile areas, prevention of transporting sediment onto adjacent properties, and permanent vegetative cover. Standard erosion control measures should at a minimum consist of flagging the clearing limits. Any area stripped of vegetation where no further work is anticipated for a period of 15 days, should be immediately stabilized by seeding, mulching, netting, or plastic covering. During October 1 to March 31, any area stripped of vegetation where no further work is anticipated for 48 hours should be immediately stabilized. After construction, the site should be stabilized via permanent landscaping, vegetation, pavement and rooftops prior to removal of the remaining temporary erosion control measures. OCE Togstad Apartments Drainage Report OCE job# 1604 April, 2016 MR-3 Water pollution source control for new development: Source control BMPs during construction and on the developed site following construction will be used as appropriate. Such BMPs may include, but not limited to: During construction: ~3.18 BMPs for mobile fueling of vehicles and heavy equipment ~4.18 BMPs for mobile fueling of vehicles and equipment Developed site: ~BMP#T5.13 Post-construction Soil Quality MR-4 Preservation of natural drainage systems and outfalls, and provision of off-site mitigation: Natural drainage patterns have been preserved to the extent feasible and discharges from the site have been designed in compliance with City standards. MR-5 On-site Stormwater management The project intends to infiltrate runoff and treat all permanently exposed disturbed areas with BMP#T5.13 Post-construction soil quality and depth. MR-6 Runoff treatment: Runoff treatment will be provided by infiltration through the permeable pavement into the onsite sandy soil layer. MR-7 Flow Control: thresholds) Since the project has only 1,130sf of PGHS (since the permeable pavement is not counted because by 100% infiltration it is considered non-effective), flow control is not required. The permeable pavement has been sized for 100% infiltration. (See sizing calculations in the appendix. MR-8 Detention or treatment in wetlands and wetland buffers: This element is not applicable. MR-9 Inspection, operation and maintenance requirements: The owner shall develop, keep and maintain an operation and maintenance (O&M) manual consistent with the provisions in volume V, table 5.3 of the drainage manual and shall be available for examination by the county at any reasonable time. OCE Togstad Apartments Drainage Report OCE job# 1604 April, 2016 Appendix â€¢ Site information: basin map â€¢ Soils information: o Soils report by Nelson and Associates â€¢ Drainage calculations: -reduced copies of the swppp & stormwater site plan OCE Togstad Apartments Drainage Report OCE job# 1604 April, 2016 GEOTECHNICAL ASSOCIATES, INC. GEOTECHNECAL ENGINEERS Main Office Eng1nccring .. Gen1ogy Brandi 173 l I " 135'1 Industry Lme, #2 ' Ave NE. A-500 WotidinvHle, WA 98072 Fast \Vcnatchee, WA 98802 (425) 486-1669, FAX {425) 48 l-2510 (509} 665Â·76% Â· FAX (SO'f) 665Â· 7692 April 15, 2016 Adam Clark 2812 Architecture 2812 Colby Avenue Everett, Washington 98201 Geotechnical Engineering Evaluation Infiltration Togstad Apartments 421 East Division Street Arlington, Washington NGA File No. 949616 Dear Mr. Clark: This letter documents our explorations and provides our opinions and recommendations for the proposed parking lot stormwater infiltration improvements at the existing apartment building located at 421 East Division Street in Arlington, Washington, as shown on the Vicinity Map in Figure 1. INTRODUCTION It is our understanding that a gravel-covered road area immediately north and northeast of the existing building and an area within the eastern portion of the property are planned to be paved to improve the existing roadway, and to create some additional parking spots for the existing building. We understand that stormwater runoff generated from the new pavement area is planned to be directed to an on-site infiltration system. The property is currently occupied by an existing multi-level apartment complex within the western portion of the property. The remainder of the property consists of a relatively undeveloped area that is covered with grass, underbrush, and some young to mature evergreen trees. We have been requested to provide infiltration rates for the planned system. The existing site layout is shown on the Site Plan in Figure 2. For our use in preparing this letter, you have provided us with a site plan titled, "Togstad Apartments," prepared by 2812 Architecture, dated October 27, 2015. Geotechnical Engineering Evaluation NGA File No. 949616 Togstad Apartments Infiltration April 15, 2016 Arlington, Washington Page2 Based on our understanding of the planned development and site conditions, the services provided by NGA were to: 1. Review available soil and geologic maps of the area. 2. Explore the subsurface soil and groundwater conditions within the infiltration areas backhoe/trackhoe-excavated test pits. Backhoe/trackhoe was provided by the client. 3. Perform grain-size sieve analysis on soil samples. 4. Provide design infiltration rates per the 2005 Washington State Department of Ecology Stormwater Management Manual for Western Washington. 5. Provide recommendations for infiltration system installation. 6. Document the results of our findings, conclusions, and recommendations in a written geotechnical letter. SITE CONDITIONS Surface Conditions The site consists of two rectangular-shaped parcels that combined, cover approximately 0.57 acres. The property generally consists of a relatively level upper bench area within the southern portion of the property. This upper bench then slopes gently to moderately down to a relatively level area along the northern portion of the property. The overall elevation change between the upper and lower bench areas is approximately 4 to 5 feet. The site is generally vegetated with grass, underbrush and sparse young to mature trees. The site is bounded to the north an existing alleyway, to the east by North Talcot Street, to the south by East Division Street, and to the west by an existing residential property. We did not observe surface water within the site during our visit on March 10, 2016. Subsurface Conditions Geology: The site is mapped on the Geologic Map of the Arlington East Quadrangle, King County, Washington, by James P. Minard (1985). The site is mapped as Till (Qvt) with Arlington Gravel Member (Qvra) mapped within the near vicinity of the site. The Till is described as a non-sorted mixture of clay- silt, sand, pebbles, cobbles, and boulders. The Arlington Gravel Member is described as well-drained stratified outwash sand and gravel. Our explorations generally encountered surficial undocumented fill soils underlain by sand with silt consistent with the description of the Arlington Gravel Member. In one of our explorations, we encountered silty sand with gravel underlying the Arlington Gravel Member soils which we interpreted as Till soils. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA File No. 949616 Togstad Apartments Infiltration April 15, 2016 Arlington, Washington Page 3 Explorations: The subsurface conditions within the site were explored on March 10, 2016 by excavating two test pits. The approximate locations of our explorations are shown on the Site Plan in Figure 2. A geologist from Nelson Geotechnical Associates, Inc. (NGA) was present during the explorations, collected samples of the soils encountered, and maintained logs of the explorations. The soils were visually classified in general accordance with the Unified Soil Classification System, presented as Figure 3. The logs of the explorations are presented as Figure 4. Test Pit 1 was located approximately 24 feet to the east of the existing apartment building. Test Pit 2 was located approximately 81 feet to the east of the existing apartment building within a wooded area. The elevation of Test Pit 2 was approximately 5 feet higher than that of Test Pit l and the existing alleyway area located immediately to the north. At the surface of Test Pits l and 2, we encountered approximately 0.5 feet of surficial underbrush and topsoil. Underlying the topsoil in Test Pit 1, we encountered approximately 0.5 feet of loose, gray fine to coarse sand with gravel and silt, and approximately 1.2 feet of brown, silty fine to medium sand with gravel. We interpreted these soils as undocumented fill soils. Underlying the topsoil in Test Pit 2, we encountered approximately 5.7 feet of loose to medium dense, brown to brown-gray, silty fine to medium sand with gravel which we interpreted as heavily weathered Arlington Gravel Member soils. Underlying the undocumented fill in Test Pit l and the heavily weathered Arlington Gravel Member soils in Test Pit 2, we encountered approximately 1.8 to 3.7 feet of brown-gray to gray, iron-oxide stained, fine to medium sand with silt and gravel which we interpreted as weathered Arlington Gravel Member soils. Underlying the weathered Arlington Gravel Member soils in Test Pit 1, we encountered approximately 0. 1 feet of very dense, gray silty fine to medium sand with gravel and trace iron-oxide staining. We interpreted these soils as weathered glacial till soils. Test Pit 1 met refusal within the weathered glacial till soils at a depth of approximately 6.0 feet below the existing ground surface. Test Pit 2 was completed within the Arlington Gravel Member soils at a depth of approximately 8.0 feet below the existing ground surface. Hydrologic Conditions Minor groundwater seepage was encountered in Test Pit 1 at a depth of approximately 5.9 feet below the existing ground surface. We interpreted this water to be perched groundwater. Perched water occurs when surface water infiltrates through less dense, more permeable soils and accumulates on top of relatively low permeability materials. Perched water does not represent a regional groundwater "table" within the upper soil horizons. Perched water tends to vary spatially and is dependent upon the amount of rainfall. We would expect the amount of perched groundwater to decrease during drier times of the year and increase during wetter periods. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA File No. 949616 Togstad Apartments Infiltration April 15, 2016 Arlington, Washington Page4 LABORATORY ANALYSIS We conducted grain-size sieve analysis on two soil samples obtained from our explorations. Tests were performed on soil samples obtained from Test Pit 1 at 2.9 feet and Test Pit 2 and 8.0 feet. The results of the grain-size analysis are presented on Figures 5 and 6. CONCLUSIONS AND RECOMMENDATIONS It is our opinion that the granular subsurface soils within the site are marginally suitable for stormwater infiltration. The subsurface soils generally consisted of surficial undocumented fill soils and silty fine to medium sand with gravel that we interpreted as weathered native soils. Below the fill and the native weathered soils we encountered relatively clean granular sand soils. Based on the laboratory analysis, the granular soils encountered at depth in our test pit explorations meet the classification of sand in the USDA Textural Triangle. Table 3.7 in the 2005 WSDOE Stormwater Management Manual for Western Washington Volume III indicates a long-term design infiltration rate of 2.0 inches per hour for soils classified as sand. This long- term design infiltration rate includes a correction factor of four. In our opinion, a long-term design infiltration rate of 2.0 inches per hour for infiltration systems founded within the cleaner sand soils encountered within our test pits is adequate. We anticipate that the infiltration systems should encounter these soils within approximately two to three feet below the proposed final site grades. In our opinion, pervious pavement is also feasible for the site. If pervious pavement is utilized, we recommend that the pavement area be over-excavated a minimum of 18-inches to expose the clean sandy soils at depth and replaced with a minimum of 18 inches of clean pit run. The subgrade below the pit run layer should be scarified and graded level. The exposed subgrade should not be compacted or contaminated with silt, as these conditions may reduce the infiltration capability of this material. Also, construction and foot traffic on the exposed subgrade should be kept to a minimum. We should be retained to observe subgrade preparation prior to placing the pit run layer. The pervious pavement section should be supported directly on the pit run. The pit run layer should help facilitate infiltration, but will also aid in providing a "storage" space for infiltrating water. This layer should only be lightly compacted. Regular maintenance of the pervious pavement as recommended by the supplier will also be important. This will include pressure washing and regular sweeping to reduce potential closing of pavement voids. NELSON GEOTECHNICAL ASSOC/A TES, INC. Geotechnical Engineering Evaluation NGA File No. 949616 Togstad Apartments Infiltration April 15, 2016 Arlington, Washington Page 5 USE OF THIS LETTER This letter was prepared for Adam Clark and his agents, for their use in planning and budgeting the above-referenced project only. Our services included an evaluation of the infiltration capability of the site soils at specific locations, and should not be considered as an in-depth geotechnical study. This letter may be used for bidding and estimating purposes, but our letter, conclusions, and interpretations should not be construed as a warranty of the subsurface conditions. The subsurface conditions between explorations may vary. A contingency for changed conditions should be incorporated into the project plans. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering practices in effect in this area at the time this letter was prepared. No other warranty, expressed or implied, is made. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner. 0-0-0 NELSON GEO TECHNICAL ASSOC/A TES, INC. Geotechnical Engineering Evaluation NGA File No. 949616 Togstad Apartments Infiltration April 15, 2016 Arlington, Washington Page 6 We appreciate the opportunity to provide service to you on this project. If you have any questions or require further information, please call. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. ~ Clinton J. Lindgren Staff Geologist Lee S. Bellah, LG Project Manager Exp. July 28, 2017 Khaled M. Shawish, PE Principal LSB:KMS:dy Six Figures Attached NELSON GEOTECHNICAL ASSOC/A TES, INC. VICINITY MAP N Not to Scale -'<?Â·~' ~ "' ~ ~ "' o H~ikr Ave ,,,, N' Ln!const G.1';.:;;.,~<:=::dtÂ· Di:.>itnc~ Aw:: [ &u'1<Je Av'!! E Gurke A:ve :2 ~ ~ Project a !. ~ ::i' ~ ;:, <!) ,; '~ :2 Site ~ ID .;;: ~I !<? ID E Gihrn:m kâ€¢n :imar:/i.;;<r:. C G~\m;;sn ~ ... ~~ 3: FÂ·.~(~td:Qr 1\ittyo ~ E OivisJr.p: S.t Â·~, @! 2 < " '<; ~ Â·t; 3: "' < ;1 Â·a "' "' q ,i:; Â§ g f;,? "' E @ :::1 T 0. ,.3 z (.0 c z "" ~ .:t'.'. 4 "' "" ;;;, "' ~ " " " ;: .,,. " " St f 5th E ~th Sl -8' "' 1?. Pock~~ 3r i1: !>iii Â· ~ t-' trn>:nw.:u 2 C. oncf,f..itnn p, rl :~ "' .c ... ~ E4!h S1 'E Â§ " ' ~ z :z ~ "" ;Â§ 0' L41hs1 ;: 01 ~ .~ .:S: '.;:::; -0 "' 3 ., ,;: "' ~,.-;. ~ ~ 2 ~ "" .r,Â· ,, ~ ~ ~ 5 :;;; fâ€¢ CL 0 g > :z ~ Dbf. e~n1 c~fa .~ ~ .Q ~ E Jrâ€¢]S.f :Â§ JrcS1 0 _J ~ :;;; ffi 0.. Arlington, WA -0 2l I/) 01 0 f- co J;, ..,. "' %; :;; 0 -0 u._ Project Number ~ NELSON GEOTECHNICAL No. I Date I Revision By CK 0 T ogstad Apartments Â·e Q) 949616 /NG~ ASSOCIATES, INC. 0.. 3/15/16 I Original DPN LSB Infiltration <( C9 GEOTECHNICAL ENGINEERS & GEOLOGISTS z Vicinity Map co Figure 1 17311-135\h Ave. NE. A-500 Snohomish County (425) 339-1669 0 Woodinville, WA 98072 Wenatchee/Chelan (509) 665-7696 N (425) 486-1669 I Fax 481-2510 www.ndsonocotcr.h.r.nm <. o,s;z-,gpxe.:::11699,-98V(SZt>l U096 'r!M 'a111!1urpooM OOS-\"I '3N Â·a"Â¥ LllSB,-f f8Lf ue1d e+!S UO!l8Jll!JU I 8Sl NdO 1eu1Bpo g w us 9~96t6 "::>NJ 'S3J.VI::>OSS\f SlLI8WfJBd'ef pels6o l ,V::>INH::>3J.03':) NOS,3N aqwnN pafOJd ::0 (!) CD' ro I -1 ;;J -1111- -0 @ I .:_,_ r- m G> ~ ~ m I z -0 ....., c 0 "'O 0 (fl (]) ill 0. I OJ c 0. / ... , ill I I I I I I * I ~ I CJ) ill ... -Â· -j -0 I (1) ....>. ' â€¢ i f --c I Q) :J I I 0 (J) 0 OJ (]) --" VJ :J 0 :::; () I I II w 0 -(]) -(]) 0) 0 lS l081Bl :z: UNIFIED SOIL CLASSIFICATION SYSTEM GROUP MAJOR DIVISIONS GROUP NAME SYMBOL CLEAN GW WELL-GRADED, FINE TO COARSE GRAVEL COARSE- GRAVEL GRAVEL GP POORLY-GRADED GRAVEL GRAINED MORE THAN 50 % GRAVEL GM SILTY GRAVEL OF COARSE FRACTION RETAINED ON SOILS NO. 4 SIEVE WITH FINES GC CLAYEY GRAVEL SAND CLEAN SW WELL-GRADED SAND, FINE TO COARSE SAND SAND SP POORLY GRADED SAND MORE THAN 50 % MORE THAN 50 % RETAINED ON NO. 200 SIEVE OF COARSE FRACTION SAND SM SILTY SAND PASSES NO. 4 SIEVE WITH FINES SC CLAYEY SAND FINE- SILT AND CLAY ML SILT INORGANIC CL CLAY GRAINED LIQUID LIMIT LESS THAN 50 % ORGANIC OL ORGANIC SILT, ORGANIC CLAY SOILS SILT AND CLAY MH SILT OF HIGH PLASTICITY, ELASTIC SILT INORGANIC MORE THAN 50 % PASSES CH CLAY OF HIGH PLASTICITY, FLAT CLAY LIQUID LIMIT NO. 200 SIEVE 50 % OR MORE ORGANIC OH ORGANIC CLAY, ORGANIC SILT l HIGHLY ORGANIC SOILS PT PEAT cj cg, NOTES: c: "' 0 i" 'E 1) Field classification is based on visual SOIL MOISTURE MODIFIERS: .Q examination of soil in general ~ ~ accordance with ASTM D 2488-93. Dry - Absence of moisture, dusty, dry to the touch :Â§ c: Cl 2) Soil classification using laboratory tests Moist - Damp, but no visible water. 32 ffi is based on ASTM D 2488-93. CL 'O .!!l 3) Descriptions of soil density or Wet - Visible free water or saturated, "' Cl usually soil is obtained from .:=. consistency are based on co below water table interpretation of blowcount data, "' 'Â° visual appearance of soils, and/or ~ test data. " Ci 'O u. Project Number ~ELSON GEOTECHNICAL No. Date Revision By CK 0 T ogstad Apartments NGA ASSOCIATES, INC. " e 949616 1 3/15/16 Original DPN LSB CL Infiltration ~ GEOTECHNICAL ENGINEERS 8c GEOLOGISTS z co Figure 3 Soil Classification Chart 17311-135th Ave. NE, A-500 Snohomish County (425) 337-1669 0 Woodinville, WA 98072 Wenatchee/Chelan {509) 665-7696 (425) 486-1669 /Fax 481-2510 www.nelsongeotech.com ~ LOG OF EXPLORATION DEPTH (FEET) USC SOIL DESCRIPTION TEST PIT ONE 0.0- 0.1 UNDERBRUSH 0.1 -0.5 TOPSOIL 0.5-1.0 GRAY, FINE TO COARSE SAND WITH GRAVEL AND SILT (LOOSE, MOIST) (FILL) 1.0-2.2 BROWN, SIL TY FINE TO MEDIUM SAND WITH GRAVEL (LOOSE, MOIST) (FILL) 2.2-5.9 SP-SM BROWN-GRAY, FINE TO MEDIUM SAND WITH SILT, IRON-OXIDE STAINING, AND TRACE GRAVEL (MEDIUM DENSE, MOIST) 5.9-6.0 SM GRAY, SIL TY FINE TO MEDIUM SAND WITH GRAVEL AND TRACE IRON-OXIDE STAINING (VERY DENSE, MOIST) SAMPLES WERE COLLECTED AT 1.4, 2.9, 4.0, 4.7, AND 6.0 FEET TEST PIT CAVING WAS NOT ENCOUNTERED MINOR GROUNDWATER SEEPAGE WAS ENCOUNTERED AT 5.9 FEET TEST PIT MET REFUSAL AT 6.0 FEET ON 3/10/16 TEST PIT TWO 0.0-0.1 UNDERBRUSH 0.1 -0.5 TOPSOIL 0.5-4.8 SM BROWN, SIL TY FINE TO MEDIUM SAND WITH GRAVEL AND ROOTS (LOOSE, MOIST) 4.8-5.8 SM RED-BROWN, SIL TY FINE SAND WITH GRAVEL AND TRACE ROOTS (LOOSE, MOIST) 5.8- 6.2 SM BROWN-GRAY, SIL TY FINE TO MEDIUM SAND TO FINE TO MEDIUM SAND WITH SILT AND GRAVEL (MEDIUM DENSE, MOIST) 6.2-8.0 SP-SM GRAY, FINE TO MEDIUM SAND WITH SILT AND TRACE GRAVEL (MEDIUM DENSE, MOIST) SAMPLES WERE COLLECTED AT 1.5, 3.8, 5.5, 6.3, 7.5, AND 8.0 FEET TEST PIT CAVING WAS NOT ENCOUNTERED GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 8.0 FEET ON 3/10/16 CJL:LSB NELSON GEOTECHNICAL ASSOC/A TES, INC. PROJECT NO. 949616 FIGURE4 "'U ...... .Q. "Tl C.O CD caÂ· ~ (') U.S. STANDARD SIEVE SIZE c c.o ....... O> z ~Â· ~Â· n,,I:) !><I:) <'ol:) '.l:J I:) ,__CS I:) n,,CS RI en --" c I>< "I:) Ul O> 3 ":Jt ~co ~oÂ· ~oÂ· ~oÂ· ~oÂ· ~oÂ· ~~oÂ· ~oÂ· O" 100 CD T -i... I II I l I 11 --,~ 90 -I I I II 0 I \ I II CJ) (Q ""'Â· I\ -Â· Ul 80 < CD - ,...... ::::i Q) I I\ I II CD ::i a. I- )> ~ )> I I I ~ I II ::::i Q) '"O (9 70 Q) =- Q) UJ I I I II ~. - 0 ;::i s ::::i 3 I I \ I II Ul CD >- 60 ::::i aJ I I II ur 0::: z w I I I II 50 I I II u::: I- I ~ 40 I I II I I II u :1i 0::: <Ofti";x. ~ 30 I I II ~~; $~-~ " \ ~Ng: > 0 a r z 20 I \ I II I'll l'T1 z )> r I \1 II Gl CJ) CJ) z oz CJ) 0 10 I 1\ II 111 ;u 111 () G) I I "'--- ""' :; I'll i~ (/) ~ -i 0 0 I I II I'll -i ~ ~Â· G> ~g CJ) I'll 1000 100 10 1.0 0.1 0.01 0.001 ITl ~ () ~~ ~ -:i: g:i 0 z z GRAIN SIZE IN MILLIMETERS ..s~ G'l . () -() ~~ (ii ~~ ~ r > GRAVEL SAND COBBLES SILT OR CLAY COARSE FINE COARSE' MEDIUM FINE ~I p Z I I ~I CJ ~ ~ U.S.C. EXPLORATION SAMPLE SOIL SOIL DESCRIPTION SYMBOL NUMBER DEPTH DISTRIBUTION ~1~ [ ~Â· 5Â· Brown-gray, fine to medium sand with Gravel= 3% ::i â€¢SP-SM TP-1 2.9 feet silt and trace gravel Sand= 91% Silt/Clay = 6% o I m ;';! '< rlO ~ " lJ ..... ,, .Q. C.O CD U.S. STANDARD SIEVE SIZE (Q" .i::. (") c c.o ....... 0) z ~ ~ ~ ctl ..... c ~- ~- ~ "10 '1-10 ~10 ro10 ~ "cs '1-cs 0) 0) 3 ~\ '~ ~ '1b _,pÂ· """ ~ oÂ· ~ oÂ· ~ oÂ· ~ oÂ· ~00. .,,-~ ~ oÂ· O" 100 CD I~ I I II .... __ .._ I I II 90 I I ~- I II c;i I I I II (/) co -Â· en 80 CD < - .....,. ::l Ill I I \ I II CD ::::tl a.. I-- ""' \ )> q- )> I I I I II ::l Ill "O (.'.) 70 Ill ~- Ill jjj I I I II ~--0~ s ::l 3 I I [\ I II en CD >- 60 ::l co I I I II Ui 0::: I I I II ~ 50 I I \ I II u::: " I-- I I I II ;-;:,,01 ~ as 40 I I I II t;g ~ (.) \ 7'9-.w ~~~ 0::: ~ WO}> I I I II ~~; ~ 30 I I I II ;~i ~ ( ~ I I \ \ I II 20 111 .,._ r z ..... (/) I I \1 II Gl (/) 0 z (/) z I I II l'1 0 10 ;o l'1 n G'l I I "' I 'It-- >[TI 5:g_ 0 ""' J ~ en -I 0 0 I I I II ~ ~- [TI -I (;) (/) [TI 1000 100 10 1.0 0.1 0.01 0.001 ~~ 1'11 ~ n ~g 0 g--" r - J: ~"E 0 z z GRAIN SIZE IN MILLIMETERS i~ ~ n - If 'P en ~ c;, -I ~ ~ IB cn r GRAVEL SAND COBBLES SILT OR CLAY COARSE FINE COARSE' MEDIUM FINE ~I Z I I ~ ~ I 0 Â°' ~ ~ u.s.c. EXPLORATION SAMPLE SOIL CD SOIL DESCRIPTION SYMBOL NUMBER DEPTH DISTRIBUTION j1~ :r :$. !!. VI Gravel= 8% ()" Gray, fine to medium sand with silt and :I â€¢SP-SM TP-2 8.0 feet trace gravel Sand= 86% Silt/Clay - 6% o ;g I '< Â°' .- I o gi " Drainage calculations Methodology: The permeable pavement was sized by the 15-minute wwhm2012 program for 100% infiltration, based on the recommendations & long-term infiltration rate of 2-inches/hour given in the Nelson Associates' soils report. ZIOZJ\UIM..M.. I i:>:Â«Olld iHOd~ll I â€¢1â€¢ I! I General Model Information Project Name: 1604wwhm Site Name: 1604-togstad Site Address: City: arlington Report Date: 4/20/2016 Gage: Everett Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.20 Version Date: 2016/02/25 Version: 4.2.12 POC Thresholds 1604wwhm 4/20/2016 12:18:43 PM Page 2 esnpue7 u1sea e1ea pedo1e11ep8Jd pue7 esn Wl.jMMJ7Q9~ moZ1oz:1t s~:z:~ st tl\ld pe;eomw pue7 esn WLIMM1709~ OZ:/OZ:/17 ~ 9 ~ Z: ~ 8 S17 l/\Jd BuunoCJ s1uawa13 pedo1e11epe1d 6unnoCJ Wl.JMMJ709~ 9~oz1oz1v svg~:z~ lf\Jd Mitigated Routing Permeable Pavement 1 Pavement Area:0.1072 acre.Pavement Length:46.68 ft. Pavement Width: 100.00 ft. Pavement slope 1 :0 To 1 Pavement thickness: 0.25 Pour Space of Pavement: 0.35 Material thickness of second layer: 1.5 Pour Space of material for second layer: 0.4 Material thickness of third layer: 0 Pour Space of material for third layer: 0 Infiltration On . Infiltration rate: 2 Infiltration safety factor: 1 Wetted surface area On Total Volume Infiltrated (ac-ft.): 19.396 Total Volume Through Riser (ac-ft.): O Total Volume Through Facility (ac-ft.): 19.396 Percent Infiltrated: 100 Total Precip Applied to Facility: O Total Evap From Facility: 1.314 Element Flows To: Outlet 1 Outlet 2 Permeable Pavement Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) lnfilt(cfs) 0.0000 0.107 0.000 0.000 0.000 0.0194 0.107 0.000 0.000 0.216 0.0389 0.107 0.001 0.000 0.216 0.0583 0.107 0.002 0.000 0.216 0.0778 0.107 0.003 0.000 0.216 0.0972 0.107 0.004 0.000 0.216 0.1167 0.107 0.005 0.000 0.216 0.1361 0.107 0.005 0.000 0.216 0.1556 0.107 0.006 0.000 0.216 0.1750 0.107 0.007 0.000 0.216 0.1944 0.107 0.008 0.000 0.216 0.2139 0.107 0.009 0.000 0.216 0.2333 0.107 0.010 0.000 0.216 0.2528 0.107 0.010 0.000 0.216 0.2722 0.107 0.011 0.000 0.216 0.2917 0.107 0.012 0.000 0.216 0.3111 0.107 0.013 0.000 0.216 0.3306 0.107 0.014 0.000 0.216 0.3500 0.107 0.015 0.000 0.216 0.3694 0.107 0.015 0.000 0.216 0.3889 0.107 0.016 0.000 0.216 0.4083 0.107 0.017 0.000 0.216 0.4278 0.107 0.018 0.000 0.216 0.4472 0.107 0.019 0.000 0.216 0.4667 0.107 0.020 0.000 0.216 0.4861 0.107 0.020 0.000 0.216 0.5056 0.107 0.021 0.000 0.216 0.5250 0.107 0.022 0.000 0.216 16041MNhrn 4/20/2016 12:1843 PM Page 6 0.5444 0.107 0.023 0.000 0.216 0.5639 0.107 0.024 0.000 0.216 0.5833 0.107 0.025 0.000 0.216 0.6028 0.107 0.025 0.000 0.216 0.6222 0.107 0.026 0.000 0.216 0.6417 0.107 0.027 0.000 0.216 0.6611 0.107 0.028 0.000 0.216 0.6806 0.107 0.029 0.000 0.216 0.7000 0.107 0.030 0.000 0.216 0.7194 0.107 0.030 0.000 0.216 0.7389 0.107 0.031 0.000 0.216 0.7583 0.107 0.032 0.000 0.216 0.7778 0.107 0.033 0.000 0.216 0.7972 0.107 0.034 0.000 0.216 0.8167 0.107 0.035 0.000 0.216 0.8361 0.107 0.035 0.000 0.216 0.8556 0.107 0.036 0.000 0.216 0.8750 0.107 0.037 0.000 0.216 0.8944 0.107 0.038 0.000 0.216 0.9139 0.107 0.039 0.000 0.216 0.9333 0.107 0.040 0.000 0.216 0.9528 0.107 0.040 0.000 0.216 0.9722 0.107 0.041 0.000 0.216 0.9917 0.107 0.042 0.000 0.216 1.0111 0.107 0.043 0.000 0.216 1.0306 0.107 0.044 0.000 0.216 1.0500 0.107 0.045 0.000 0.216 1.0694 0.107 0.045 0.000 0.216 1.0889 0.107 0.046 0.000 0.216 1.1083 0.107 0.047 0.000 0.216 1.1278 0.107 0.048 0.000 0.216 1.1472 0.107 0.049 0.000 0.216 1.1667 0.107 0.050 0.000 0.216 1.1861 0.107 0.050 0.000 0.216 1.2056 0.107 0.051 0.000 0.216 1.2250 0.107 0.052 0.000 0.216 1.2444 0.107 0.053 0.000 0.216 1.2639 0.107 0.054 0.000 0.216 1.2833 0.107 0.055 0.000 0.216 1.3028 0.107 0.055 0.000 0.216 1.3222 0.107 0.056 0.000 0.216 1.3417 0.107 0.057 0.000 0.216 1.3611 0.107 0.058 0.000 0.216 1.3806 0.107 0.059 0.000 0.216 1.4000 0.107 0.060 0.000 0.216 1.4194 0.107 0.060 0.000 0.216 1.4389 0.107 0.061 0.000 0.216 1.4583 0.107 0.062 0.000 0.216 1.4778 0.107 0.063 0.000 0.216 1.4972 0.107 0.064 0.000 0.216 1.5167 0.107 0.064 0.000 0.216 1.5361 0.107 0.065 0.000 0.216 1.5556 0.107 0.066 0.000 0.216 1.5750 0.107 0.067 0.000 0.216 1.5944 0.107 0.067 0.000 0.216 1.6139 0.107 0.068 0.000 0.216 1.6333 0.107 0.069 0.000 0.216 1.6528 0.107 0.070 0.000 0.216 i604wwhm 4/20/2016 12:1843 PM Page 7 1.6722 0.107 0.070 0.000 0.216 1.6917 0.107 0.071 0.000 0.216 1.7111 0.107 0.072 0.000 0.216 1.7306 0.107 0.072 0.000 0.216 1.7500 0.107 0.073 0.000 0.216 1604W\Nhm 4/20/2016 12:1843 PM Page 8 Analysis Results POC 1 POC #1 was not reported because POC must exist in both scenarios and both scenarios must have been run. i604wwhm 4/20/2016 12:1843 PM Page 9 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. 1604wwhm 4120/2016 12:1843 PM Page 10 x1pueddv ped0/8118p8Jd Of/BW8lJOS WLjMMJ7Q9~ ~OZ!OZ/17 9 ~ :z ~ 8 Sv 11\Jd Mitigated Schematic 1604wwhrn 4/20/201612:1843 PM Page 12 pedo1e11epe1d 1an e/f::J ~OZIOZ!v 9 ~ :z ~ 8 1717 11\Jd Mitigated UGI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 1604wwhm.wdm MES SU 25 Mitl604wwhm.MES 27 Mit1604wwhm.L61 2 ff Mit1604wwhm.L62 END FILES OPN SEQUENCE INGRP INDELT 00:15 IMPLND 16 RCHRES 1 END INGRP END OPN SEQUENCE DIS PLY DISPLY-INFOl # - #<----------Title----------->***TRAN PIVL DIGl FILl PYR DIG2 FIL2 YRND END DISPLY-INFOl END DISPLY COPY TIME SERIES # # - NPT NMN *** 1 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # # - User t-series Engl Metr *** in out *** END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # # - ATMP SNOW PWAT SEO PST PWG PQAL MSTL PEST NITR PROS TRAC *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # # - ATMP SNOW PWAT SEO PST PWG PQAL MSTL PEST NITR PROS TRAC ********* END PRINT-INFO PWAT-PARMl <PLS > PWATER variable monthly parameter value flags *** # # - CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC RWT *** END PWAT-PARMl PWAT-PARM2 <PLS > PWATER input info: Part 2 *** i604wwhm 4/20/2016 121844 PM Page 14 # - # ***FOREST LZSN INFILT LSUR SL SUR KVARY AGWRC END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PE TM IN INFEXP INFILD DEEP FR BASETP AGWETP END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** END PWAT-PARM4 PWAT-STATEl <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS uzs IFWS LZS AGWS GWVS END PWAT-STATEl END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 16 Porous Pavement 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > **~********** Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 16 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 16 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARMl <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 16 0 0 0 0 0 END IWAT-PARMl IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 16 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 16 0 0 END IWAT-PARM3 IWAT-STATEl <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 16 0 0 END IWAT-STATEl END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** 1604wwhm 4/20/2016 12:1844 PM Page 15 IMPLND 16 0.1072 RCHRES 1 5 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** 1 Permeable Paveme-004 1 2 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # # - HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SEO GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARMl RCHRES Flags for each HYDR Section *** # # - VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 END HYDR-PARMl HYDR-PARM2 # # - FTABNO LEN DELTH STCOR KS DESO *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.01 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # # - *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 1 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FT ABLES FT ABLE 1 91 5 Depth Area Volume Outflowl Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.107163 0.000000 0.000000 0.000000 0.019444 0 .107163 0.000833 0.000000 0.216111 0.038889 0 .107163 0.001667 0.000000 0.216111 0.058333 0.107163 0.002500 0.000000 0. 216111 0.077778 0.107163 0.003334 0.000000 0.216111 1604vvwhm 4/20/2016 12:18:44 PM Page 16 0.097222 0.107163 0.004167 0.000000 0. 216111 0.116667 0.107163 0.005001 0.000000 0. 216111 0 .136111 0.107163 0.005834 0.000000 0.216111 0.155556 0.107163 0.006668 0.000000 0. 216111 0.175000 0.107163 0.007501 0.000000 0.216111 0.194444 0.107163 0.008335 0.000000 0.216111 0.213889 0.107163 0.009168 0.000000 0.216111 0.233333 0.107163 0.010002 0.000000 0.216111 0.252778 oÂ·.107163 0.010835 0.000000 0.216111 0. 272222 0.107163 0.011669 0.000000 0. 216111 0.291667 0.107163 0.012502 0.000000 0.216111 0. 311111 0.107163 0.013336 0.000000 0.216111 0.330556 0.107163 0.014169 0.000000 0. 216111 0.350000 0.107163 0.015003 0.000000 0.216111 0.369444 0.107163 0.015836 0.000000 0.216111 0.388889 0.107163 0.016670 0.000000 0.216111 0.408333 0.107163 0.017503 0.000000 0.216111 0.427778 0.107163 0.018337 0.000000 0.216111 0.447222 0.107163 0.019170 0.000000 0.216111 0.466667 0.107163 0.020004 0.000000 0.216111 0.486111 0.107163 0.020837 0.000000 0.216111 0.505556 0.107163 0.021671 0.000000 0.216111 0.525000 0 .107163 0.022504 0.000000 0.216111 0.544444 0 .107163 0.023338 0.000000 0. 216111 0.563889 0.107163 0.024171 0.000000 0. 216111 0.583333 0.107163 0.025005 0.000000 0.216111 0.602778 0.107163 0.025838 0.000000 0.216111 0.622222 0.107163 0.026672 0.000000 0.216111 0.641667 0.107163 0.027505 0.000000 0.216111 0.661111 0.107163 0.028339 0.000000 0.216111 0.680556 0.107163 0.029172 0.000000 0. 216111 0.700000 0.107163 0.030006 0.000000 0. 216111 0. 719444 0.107163 0.030839 0.000000 0.216111 0.738889 0.107163 0.031672 0.000000 0.216111 0.758333 0.107163 0.032506 0.000000 0.216111 0.777778 0.107163 0.033339 0.000000 0 -216111 0. 797222 0Â·.107163 0.034173 0.000000 0.216111 0.816667 0 .107163 0.035006 0.000000 0.216111 0. 836111 0.107163 0.035840 0.000000 0. 216111 0.855556 0.107163 0.036673 0.000000 0.216111 0.875000 0.107163 0.037507 0.000000 0.216111 0.894444 0.107163 0.038340 0.000000 0.216111 0.913889 0.107163 0.039174 0.000000 0.216111 0.933333 0 .107163 0.040007 0.000000 0 .216111 0.952778 0 .107163 0.040841 0.000000 0. 216111 0.972222 0.107163 0.041674 0.000000 0.216111 0.991667 0.107163 0.042508 0.000000 0.216111 1. 011111 0.107163 0.043341 0.000000 0.216111 1.030556 0.107163 0.044175 0.000000 0.216111 1.050000 0.107163 0.045008 0.000000 0.216111 1.069444 0.107163 0.045842 0.000000 0.216111 1.088889 0.107163 0.046675 0.000000 0.216111 1.108333 0 .107163 0.047509 0.000000 0.216111 1.127778 0.107163 0.048342 0.000000 0. 216111 1.147222 0.107163 0.049176 0.000000 0.216111 1.166667 0.107163 0.050009 0.000000 0. 216111 1.186111 0.107163 0.050843 0.000000 0.216111 1. 205556 0.107163 0.051676 0.000000 0. 216111 1.225000 0.107163 0.052510 0.000000 0.216111 1. 244444 0.107163 0.053343 0.000000 0. 216111 1. 263889 0.107163 0.054177 0.000000 0.216111 1. 283333 0.107163 0.055010 0.000000 0.216111 1.302778 0.107163 0.055844 0.000000 0.216111 1. 322222 0.107163 0.056677 0.000000 0.216111 1.341667 0.107163 0.057511 0.000000 0.216111 1. 361111 0.107163 0.058344 0.000000 0. 216111 1.380556 0.107163 0.059178 0.000000 0.216111 1.400000 0.107163 0. 060011 0.000000 0.216111 1.419444 0.107163 0.060845 0.000000 0.216111 1.438889 0 .107163 0.061678 0.000000 0.216111 1604wwhm 4/20/2016 12:1844 PM Page 17 1.458333 0.107163 0. 062511 0.000000 0.216111 1.477778 0.107163 0.063345 0.000000 0. 216111 1.497222 0.107163 0.064178 0.000000 0.216111 1.516667 0 .107163 0.064908 0.000000 0.216111 1.536111 0.107163 0.065637 0.000000 0.216111 1. 555556 0.107163 0.066366 0.000000 0.216111 1.575000 0 .107163 0. 067096 0.000000 0.216111 1.594444 0.107163 0.067825 0.000000 0.216111 1.613889 0.107163 0.068554 0.000000 0.216111 1.633333 0 .107163 0.069284 0.000000 0.216111 1.652778 0.107163 0. 070013 0.000000 0.216111 1. 672222 0.107163 0.070742 0.000000 0.216111 1.691667 0.107163 0.071471 0.000000 0.216111 1. 711111 0.107163 0.072201 0.000000 0.216111 1.730556 0.107163 0.072930 0.000000 0.216111 1. 750000 0.107163 0.073659 0.000000 0.216111 END FTABLE 1 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tern strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1. 2 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1. 2 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 RCHRES 1 EXTNL POTEV END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tern strg strg*** END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 5 IMPLND I WATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 END MASS-LINK END RUN i604wwhm 4120/2016 121844 PM Page 18 pedo1e11epeJd ::fdSH ef3essew B/f:::I 9~0ZIOZ!v vt8~:z~ 11\Jd pe;.e6!1fl/IJ :::fdSH e6essew ef!:::J WljMMtr09i Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software CopyrightÂ© by: Clear Creek Solutions, Inc. 2005-2016; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA 98501 Toll Free 1 (866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com i604wwhm 4/20/2016 12:i8:44 PM Page 2i CONSTRUCTION PLAN REVIEW & INSPECTION FEE WORKSHEET Community & Economic Development Department 18204 59th Avenue NE City of Arlington ï¬ ï¬ Arlington WA 98223 ï¬ (360) 403-3551 This form is to be completed and submitted with Type I , Type II Type III Construction Permit Application. 1) Based on permit type requested (Type I, Type II or Type III), complete the form as follows: ï¬ Type I permits complete all sections. ï¬ Type II permits complete as follows: - Grading Only - Complete Temporary Erosion and Sediment Control (TESC). - Stormwater Drainage Only - Complete the Temporary Erosion and Sediment Control and Stormwater Drainage Section for Public or Private ï¬ Type III permits complete the Temporary Erosion and Sediment Control (TESC). 2) The developer shall enter the quantities shown on the construction drawings into the Construction Calculation Worksheet. This document is used to determine the amount of plan reivew and inspection fees due to the city. 3) Excel will auto-calculate the relevant fields and subtotals throughout the document. Only the 'Quantity' columns should be completed. 4) The summary page calculates the fees due at intake for Civil and Stormwater Drainage construction permits only. This does not include fees for Grading or those required by other departments or agencies. Grading fees are based on Cubic Yard Quantity and shall be calculated at time of permit submittal. Grading fees shall be paid at permit submittal. 5) If an item that is part of your project does not exist in the spreadsheet complete the Write-In-Items section with the item, quantity and associated unit cost. There are a few unit prices that are blank, please complete them accordingly. 6) Inspection fees shall be calculated for Private Development during the review process and shall be paid upon permit issuance. PLAN REVIEW & INSPECTION FEES PLAN REVIEW & INSPECTION FEE (6% of Project Value) $ - GRADING FEE (4) (Cubic Yard ) $ - Review fees due at time of submittal Total Review Fees Due $ - An Assurance Device such as a Performance Bond or Assignment of Funds needs to be on file with the City of Arlington prior to permit issuance. The Assurance Device shall be 150% of the Construction Calculation Worksheet which are as follows: ï¬ Road and Alley (Public) ï¬ Stormwater Drainage and Grading (Public) ï¬ Utilities (Public) ï¬ Temporary Erosion and Sediment Control (Public and Private) ASSURANCE DEVICE Base Calculation of Performance Device $ 34,146.63 PERFORMANCE DEVICE 150% Amount Due $ 51,219.94 Base Calculation of Maintenance Device $ 33,881.00 MAINTENANCE DEVICE 20% Amount Due $ 6,776.20 1 CONSTRUCTION CALCULATION WORKSHEET TEMPORARY EROSION & SEDIMENT CONTROL Include Public Improvements & Private Development Description Unit Price Unit Quantity Cost Reference # Backfill & compaction-embankment $ 6.50 CY $ - Check dams $ 78.00 EACH $ - BMP C207 Catch Basin Protection $ 35.50 EACH 3 $ 106.50 Crushed surfacing 1 1/4" minus $ 18.00 TON $ - WSDOT 9-03.9(3) Ditching $ 8.00 CY $ - Excavation-bulk $ 3.00 CY $ - Fence, silt $ 2.00 LF 53 $ 106.00 BMP C233 Fence, Temporary (NGPA) $ 2.00 LF $ - Geotextile Fabric $ 2.50 SY $ - Hay Bale Silt Trap $ 0.50 EACH $ - Hydroseeding $ 4,200.00 ACRE $ - BMP C120 Interceptor Swale / Dike $ 1.00 LF $ - Jute Mesh $ 2.00 SY $ - BMP C122 Level Spreader $ 1.75 LF $ - Mulch, by hand, straw, 3" deep $ 3.00 SY $ - BMP C121 Mulch, by machine, straw, 2" deep $ 1.00 SY $ - BMP C121 Piping, temporary, CPP, 6" $ 12.50 LF $ - Piping, temporary, CPP, 8" $ 19.00 LF $ - Piping, temporary, CPP, 12" $ 24.00 LF $ - Plastic covering, 6mm thick, sandbagged $ 3.00 SY $ - BMP C123 Rip Rap, machine placed; slopes $ 50.00 CY $ - WSDOT 9-13.1(2) Rock Construction Entrance, 50'x15'x1' $ 1,800.00 EACH $ - BMP C105 Rock Construction Entrance, 100'x15'x1' $ 3,600.00 EACH $ - BMP C105 Sediment pond riser assembly $ 3,050.00 EACH $ - BMP C241 Sediment trap, 5' high berm $ 21.00 LF $ - BMP C240 Sed. trap, 5' high, riprapped spillway berm section $ 79.00 LF $ - BMP C240 Seeding, by hand $ 1.00 SY $ - BMP C120 Sodding, 1" deep, level ground $ 8.00 SY $ - BMP C120 Sodding, 1" deep, sloped ground $ 9.50 SY $ - BMP C120 TESC Supervisor $ 84.00 HR $ - Water truck, dust control $ 130.00 HR $ - BMP C140 WRITE-IN-ITEMS $ - $ - $ - $ - $ - $ - SUBTOTAL (TESC Only): $ 212.50 MOBILIZATION 10%: $ 21.25 CONTINGENCY 15%: $ 31.88 TOTAL: $ 265.63 CONSTRUCTION CALCULATION WORKSHEET STORMWATER DRAINAGE Public Private Public Improvements Private Development Description Unit Price Unit Quantity Cost Quantity Cost Access Road, Retention / Detention $ 26.00 SY $ - $ - * (CBs include frame and lid) Beehive $ 90.00 EACH $ - $ - CB Type I $ 1,650.00 EACH 1 $ 1,650.00 $ - CB Type IL $ 1,850.00 EACH $ - $ - CB Type II, 48" Dia $ 2,550.00 EACH $ - $ - for additional depth over 4' $ 650.00 FT $ - $ - CB Type II, 54" Dia $ 2,700.00 EACH $ - $ - for additional depth over 4' $ 600.00 FT $ - $ - CB Type II, 60" Dia $ 2,900.00 EACH $ - $ - for additional depth over 4' $ 750.00 FT $ - $ - CB Type II, 72" Dia $ 4,000.00 EACH $ - $ - for additional depth over 4' $ 900.00 FT $ - $ - Through-curb Inlet Framework (Add) $ 550.00 EACH $ - $ - Cleanout, PVC, 4" $ 200.00 EACH $ - 1 $ 200.00 Cleanout, PVC, 6" $ 250.00 EACH $ - 2 $ 500.00 Cleanout, PVC, 8" $ 300.00 EACH $ - $ - Culvert, Box __ ft x __ ft $ - LS $ - $ - Culvert, PVC, 4" $ 12.00 LF $ - $ - Culvert, PVC, 6" $ 17.00 LF $ - 110 $ 1,870.00 Culvert, PVC, 8" $ 19.00 LF $ - 60 $ 1,140.00 Culvert, PVC, 12" $ 30.00 LF $ - $ - Culvert, CMP, 8" $ 23.00 LF $ - $ - Culvert, CMP, 12" $ 35.00 LF $ - $ - Culvert, CMP, 15" $ 42.00 LF $ - $ - Culvert, CMP, 18" $ 47.00 LF $ - $ - Culvert, CMP, 24" $ 69.00 LF $ - $ - Culvert, CMP, 30" $ 100.00 LF $ - $ - Culvert, CMP, 36" $ 150.00 LF $ - $ - Culvert, CMP, 48" $ 194.00 LF $ - $ - Culvert, CMP, 60" $ 310.00 LF $ - $ - Culvert, CMP, 72" $ 400.00 LF $ - $ - Culvert, Concrete, 8" $ 36.00 LF $ - $ - Culvert, Concrete, 12" $ 43.00 LF $ - $ - Culvert, Concrete, 15" $ 52.00 LF $ - $ - Culvert, Concrete, 18" $ 55.00 LF $ - $ - Culvert, Concrete, 24" $ 85.00 LF $ - $ - Culvert, Concrete, 30" $ 136.00 LF $ - $ - Culvert, Concrete, 36" $ 165.00 LF $ - $ - Culvert, Concrete, 42" $ 196.00 LF $ - $ - Culvert, Concrete, 48" $ 210.00 LF $ - $ - Culvert, CPP, 6" $ 16.00 LF $ - $ - Culvert, CPP, 8" $ 22.00 LF $ - $ - Culvert, CPP, 12" $ 28.00 LF $ - $ - Culvert, CPP, 15" $ 34.00 LF $ - $ - Culvert, CPP, 18" $ 39.00 LF $ - $ - CONSTRUCTION CALCULATION WORKSHEET Culvert, CPP, 24" $ 49.00 LF 24 $ 1,176.00 $ - Culvert, CPP, 30" $ 62.00 LF $ - $ - Culvert, CPP, 36" $ 69.00 LF $ - $ - Ditching $ 12.00 CY $ - $ - Flow Dispersal Trench (1,436 base+) $ 40.00 LF $ - $ - French Drain (3' depth) $ 39.00 LF $ - $ - Geotextile, laid in trench, polypropylene $ 5.00 SY $ - $ - Infiltration pond testing $ 125.00 HR $ - $ - Mid-tank Access Riser, 48" dia, 6' deep $ 2,025.00 EACH $ - $ - Pipe, High Density Water Pipe (HDWP) $ 160.00 LF $ - $ - Pipe, C900 $ 90.00 LF $ - $ - Pond Overflow Spillway $ 18.00 SY $ - $ - Restrictor/Oil Separator, 12" $ 1,500.00 EACH $ - $ - Restrictor/Oil Separator, 15" $ 1,550.00 EACH $ - $ - Restrictor/Oil Separator, 18" $ 1,680.00 EACH $ - $ - Riprap, placed $ 52.00 CY $ - $ - Tank End Reducer (36" Dia) $ 1,280.00 EACH $ - $ - Thru-Inlet at CB $ 150.00 EACH $ - $ - Trash Rack, 12" $ 320.00 EACH $ - $ - Trash Rack, 15" $ 325.00 EACH $ - $ - Trash Rack, 18" $ 350.00 EACH $ - $ - Trash Rack, 21" $ 375.00 EACH $ - $ - WRITE-IN-ITEMS $ - $ - $ - $ - $ - $ - $ - $ - $ - SUBTOTAL: $ 2,826.00 $ 3,710.00 MOBILIZATION 10%: $ 282.60 CONTINGENCY 15%: $ 423.90 TOTAL: $ 3,532.50 $ 3,710.00 CONSTRUCTION CALCULATION WORKSHEET GENERAL ITEMS Public Improvements Description Unit Price Unit Quantity Cost Backfill & Compaction- embankment $ 8.00 CY $ - Backfill & Compaction- trench $ 11.00 CY $ - Clear/Remove Brush, by hand (acre) $ 2,363.00 ACRE 0.1 $ 236.30 Bollards - fixed $ 325.00 EACH $ - Bollards - removable $ 600.00 EACH $ - Clearing/Grubbing/Tree Removal $ 6,000.00 ACRE $ - Excavation - bulk $ 2.50 CY $ - Excavation - Trench $ 5.00 CY $ - Fencing, cedar, 6' high $ 25.00 LF $ - Fencing, chain link, 4' $ 19.50 LF $ - Fencing, chain link, vinyl coated, 6' high $ 18.00 LF $ - Fencing, chain link, gate, vinyl coated, 20' $ 1,563.00 EACH $ - Fencing, split rail, 3' high $ 14.00 LF $ - Fill & compact - common barrow $ 27.00 CY $ - Fill & compact - gravel base $ 30.00 CY $ - Fill & compact - screened topsoil $ 45.00 CY $ - Gabion, 12" deep, stone filled mesh $ 62.00 SY $ - Gabion, 18" deep, stone filled mesh $ 86.00 SY $ - Gabion, 36" deep, stone filled mesh $ 152.00 SY $ - Grading, fine, by hand $ 2.00 SY $ - Grading, fine, with grader $ 1.25 SY $ - Guard Post $ 90.00 EACH $ - Monuments $ 104.00 EACH $ - Sensitive Areas Sign $ 20.00 EACH $ - Sodding, 1" deep, sloped ground $ 10.00 SY $ - Topsoil Type A (imported) $ 30.00 CY 23 $ 690.00 Traffic control crew ( 2 flaggers ) $ 98.00 HR $ - Trail, 4" chipped wood $ 9.00 SY $ - Trail, 4" crushed cinder $ 10.00 SY $ - Trail, 4" top course $ 9.50 SY $ - Wall, retaining, concrete $ 66.00 SF $ - Wall, rockery $ 13.00 SF $ - WRITE-IN-ITEMS $ - $ - $ - $ - $ - $ - Subtotal $ 926.30 CONSTRUCTION CALCULATION WORKSHEET STREET IMPROVEMENT Public Improvements Description Unit Price Unit Quantity Cost AC Grinding, 4' wide machine < 1000sy $ 35.00 SY $ - AC Grinding, 4' wide machine 1000-2000sy $ 8.50 SY $ - AC Grinding, 4' wide machine > 2000sy $ 2.50 SY $ - AC Removal/Disposal/Repair $ 60.00 SY $ - Barricade, Type I $ 36.00 LF $ - Barricade Type II $ 25.00 LF $ - Barricade, Type III ( Permanent ) $ 55.00 LF $ - Conduit, 2" $ 5.00 LF $ - Curb & Gutter, rolled $ 20.00 LF 53 $ 1,060.00 Curb & Gutter, vertical $ 15.00 LF 24 $ 360.00 Curb and Gutter, demolition and disposal $ 20.00 LF $ - Curb, extruded asphalt $ 5.00 LF $ - Curb, extruded concrete $ 4.50 LF $ - Guard Rail $ 30.00 LF $ - Sawcut, asphalt, 3" depth $ 3.50 LF $ - Sawcut, concrete, per 1" depth $ 3.00 LF $ - Sealant, asphalt $ 2.00 LF $ - Shoulder, gravel, 4" thick $ 11.00 SY $ - Sidewalk, 4" thick $ 40.00 SY 13 $ 520.00 Sidewalk, 4" thick, demolition and disposal $ 36.00 SY $ - Sidewalk, 6" thick $ 45.00 SY $ - Sidewalk, 6" thick, demolition and disposal $ 45.00 SY $ - Signs $ - LS $ - Sign, Handicap $ 100.00 EACH $ - Striping, per stall $ 7.50 EACH $ - Street Light System $ - LS $ - Traffic Signal $ - LS $ - Traffic Signal Modification $ - LS $ - Striping, thermoplastic, ( for crosswalk ) $ 3.50 SF $ - Striping, 4" reflectorized line $ 0.40 LF $ - AC Patching/Trenching Restoration $ 100.00 TON $ - Controlled Density Fill (CDF) $ 90.00 CY $ - WRITE-IN-ITEMS $ - $ - $ - $ - $ - $ - Subtotal $ 1,940.00 CONSTRUCTION CALCULATION WORKSHEET STREET SURFACING/PAVEMENT Public Improvements Description Unit Price Unit Quantity Cost Asphalt Overlay, 1.5" AC $ 12.00 SY $ - Asphalt Overlay, 2" AC $ 15.00 SY $ - Asphalt Road 2", First 2500 SY $ 10.00 SY $ - Asphalt Road 2", Qty. over 2500SY $ 9.00 SY $ - Asphalt Road 3", First 2500 SY $ 15.00 SY 571 $ 8,565.00 Asphalt Road 3", Qty. over 2500 SY $ 13.00 SY $ - Asphalt Road 5", First 2500 SY $ 22.00 SY $ - Asphalt Road 5", Qty. Over 2500 SY $ 22.00 SY $ - Asphalt Road 6", First 2500 SY $ 25.00 SY $ - Asphalt Road 6", Qty. Over 2500 SY $ 24.00 SY $ - Asphalt Treated Base, 4" thick $ 14.00 SY $ - Gravel Base Course 2" $ 7.50 SY 571 $ 4,282.50 Gravel Base Course 4" $ 15.00 SY 571 $ 8,565.00 Gravel Base Course 6" $ 22.50 SY $ - Gravel Road, 4" rock, First 2500 SY $ 15.00 SY $ - Gravel Road, 4" rock, Qty. over 2500 SY $ 11.00 SY $ - Concrete Road, 5", no base, over 2500 SY $ 22.00 SY $ - Concrete Road, 6", no base, over 2500 SY $ 32.00 SY $ - Thickened Edge $ 11.00 LF $ - WRITE-IN-ITEMS $ - $ - $ - $ - $ - $ - Subtotal $ 21,412.50 CONSTRUCTION CALCULATION WORKSHEET WATER SYSTEM Public Improvements Description Unit Price Unit Quantity Cost Blowoff $ 1,800.00 EACH $ - Connection to Existing Water Main $ 2,000.00 EACH $ - Ductile Iron Watermain, CL 52, 6 Inch Dia $ 65.00 LF $ - Ductile Iron Watermain, CL 52, 8 Inch Dia $ 85.00 LF $ - Ductile Iron Watermain, CL 52, 10 Inch Dia $ 103.00 LF $ - Ductile Iron Watermain, CL 52, 12 Inch Dia. $ 125.00 LF $ - Gate Valve, 6 inch Dia $ 250.00 EACH $ - Gate Valve, 8 Inch Dia $ 380.00 EACH $ - Gate Valve, 10 Inch Dia $ 425.00 EACH $ - Gate Valve, 12 Inch Dia $ 500.00 EACH $ - Fire Hydrant Assembly, with Guard Posts $ 3,000.00 EACH $ - Fire Hydrant Assembly, without Guard Posts $ 2,500.00 EACH $ - Air-Vac, 8 Inch Dia $ 6,000.00 EACH $ - Air-Vac,10 Inch Dia $ 7,500.00 EACH $ - Air-Vac, 12 Inch Dia $ 12,000.00 EACH $ - Pressure Reducing Valve Assembly, 8 In. Dia $ 3,800.00 EACH $ - Pressure Reducing Valve Assembly, 10 In. Dia $ 4,200.00 EACH $ - Pressure Reducing Valve Assembly, 12 In. Dia $ 5,000.00 EACH $ - Valve Marker Post $ 350.00 EACH $ - WRITE-IN-ITEMS $ - $ - $ - $ - $ - Subtotal $ - CONSTRUCTION CALCULATION WORKSHEET SANITARY SEWER Public Improvements Description Unit Price Unit Quantity Cost Connection to Existing Sewer Main $ - EACH $ - Clean Outs $ 500.00 EACH $ - Grease Interceptor, 500 gallon $ 6,000.00 EACH $ - Grease Interceptor, 1000 gallon $ 10,000.00 EACH $ - Grease Interceptor, 1500 gallon $ 15,000.00 EACH $ - Side Sewer Pipe, PVC. 4 Inch Dia $ 8.00 LF $ - Side Sewer Pipe, PVC. 6 Inch Dia $ 12.00 LF $ - Sewer Pipe, PVC, 8 inch Dia $ 33.00 LF $ - Sewer Pipe, PVC, 12 Inch Dia $ 41.00 LF $ - Sewer Pipe, PVC, ____ Inch Dia $ - LF $ - Lift Station (Entire System) $ - LS $ - Manhole, 48 Inch Dia $ 3,000.00 EACH $ - for additional depth over 4 feet/per foot $ 532.00 FEET $ - Manhole, 54 Inch Dia $ 3,500.00 EACH $ - for additional depth over 4 feet/per foot $ 532.00 FEET $ - Manhole, 60 Inch Dia $ 3,700.00 EACH $ - for additional depth over 4 feet/per foot $ 532.00 FEET $ - Manhole, 72 Inch Dia $ 4,000.00 EACH $ - for additional depth over 4 feet/per foot $ 625.00 FEET $ - Manhole, 96 Inch Dia $ 5,000.00 EACH $ - for additional depth over 4 feet/per foot $ 625.00 FEET $ - Outside Drop $ - LS $ - Inside Drop $ - LS $ - Pipe, C-900 $ 90.00 LF $ - Pipe, High Density Water Pipe (HDWP) $ 160.00 LF $ - WRITE-IN-ITEMS $ - $ - $ - $ - $ - $ - Subtotal $ - CONSTRUCTION CALCULATION WORKSHEET LANDSCAPING & VEGETATION Include Public Improvements & Private Development Description Unit Price Unit Quantity Cost Street Trees $ 500.00 EACH $ - Root Barrier EACH $ - Median Landscaping $ - LS $ - Right-of-Way Landscaping $ - LS $ - Wetland Landscaping $ - LS $ - Private Landscaping $ - LS $ - WRITE-IN-ITEMS $ - $ - $ - $ - $ - $ - Subtotal $ - SUBTOTAL OF ALL PAGES $ 24,278.80 MOBILIZATION 10%: $ 2,427.88 CONTINGENCY 15%: $ 3,641.82 GRANDTOTAL: $ 30,348.50 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA. 98223 (360) 403 - 3551 Project Name: Togstad Aparments - Renovation Permit No. : 589 Review Date : 5/20/2016 Contact: Adam Clark Phone No. : (425) 252 - 2153 Review Phase : 1 Report Date : Email : adam@2812architecture.com Reviewing Department : CED Applicant : Stillaguamish Tribe DWG Issue Date : # Rev. Drawing or Additional Comment Response / Resolution City Spec. Ref. Reference Approved 1. MH Sheet C3 Edit comment to read : Will require thickened edge to meet proposed E.P. 2. MH Sheet C3 Implement Drain Infiltration System per SD - 140 3. MH Sheet C3 Concrete ribbon at permeable pavers cannot drain to right-of-way 4. MH Sheet C3 For proposed permeable pavers, show sample and specs. Also provide the installation method and the long term maintenance plan 5. MH Sheet C4 Permeable pavers; consider adding an underdrain system to convey runoff not infiltrated. 6. MH Sheet C4 Consider 1 1/4" clean "chips" aggregate. 7. MH Sheet C4 STA. 4+30 @ PL, required return to catch basin. 8. MH Sheet C4 Detail of the pad is required at the proposed bioretention ditch. 9. MH Sheet C4 Proposed bioretention ditch requires catch basin inlet to tie into existing storm drain line. 10. GS Water Verify depth and location of 8" DI water main on Talcott for adequate separation. See COA Std. 4-1.05 and 4-1.06. Indicate water service location on south side of building. 11. BB Provide an Unanticipated Discovery Plan. 12. 13. 14. 15. 16. 17. 18. 19. 20. 21. 22. 23. 24. 25. 26. 27. 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA 98223 360-403-3551 Project Name: Togstad Apartments Permit No.: PWD#589/PLN#176 Review Date: 7-25-2018 Contact: Ross - 2812 Phone No.: 425-270-9782 Review Phase: Approved plan Report Date: revision Reviewing Dept.: CED Applicant: 2812 Architects DWG Issue Date: # Rev. Dwg. or Addâ€™l Ref. City Comment Response/Resolution Spec. Ref. Approved 1. NEH Planning PLN#176 The parking stalls required for this project is 12, not counting the ADA and only 11 are being shown. One additional stall must be provided. 2. NEH Civil PWD#589 Need to show additional parking per planning comment 3. NEH Civil PWD#589 Construction access easement is required 4. NEH Civil PWD#589 Removal of any significant tree will require a 3:1 replacement or payment of a mitigation fee. Mitigation fee is 3 x $150 per replacement tree not planted. Page 1 of 1 Know what'sR CONSTRUCTION CHANGE SITE DEVELOPMENT PLAN C3SCALE: OCE 1"=10' TOGSTAD APARTMENTS ~ RENOVATION Know what'sR AS-BUILT SCALE: COVER SHEETC1 OCE 1"=20' TOGSTAD APARTMENTS ~ RENOVATION THE ENTIRE SWPPP SHALL BE POSTED ON THE CONSTRUCTION SITE.SITE PLAN AND THE SWPPP NARRATIVE REPORT (A SEPARATE DOCUMENT) CONSTITUTE THE ENTIRE SWPPP.MANUAL FOR WESTERN WASHINGTON PROVIDES THE BEST MANAGEMENT PRACTICES (BMPS). THIS SWPPPVOLUME II, CHAPTER 4 OF THE FEBRUARY 2014 DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENTSWPPP NARRATIVE AND PLANNEEDED AT THE FINAL STAGE OF THE CONSTRUCTION PROCESS.DURING THE CONSTRUCTION PROCESS, TESTING FUNCTIONALITY, AND RESTORING FUNCTIONALITY AREEROSION AND SEDIMENTATION CONTROL BMPS. ADDITIONAL REQUIREMENTS FOR PROTECTING THESE BMPSOPERATIONS, BY EXCLUDING EQUIPMENT FROM THE BMPS AND THE ASSOCIATED AREAS, AND BY USINGCONSTRUCTION IN A FASHION TO INSTALL THESE BMPS AT THE LATER PART OF THE CONSTRUCTION GRADINGPROTECTED FROM SILTATION AND COMPACTION DURING CONSTRUCTION BY SEQUENCING THEAND CONCENTRATED FLOW DISPERSION. THE AREAS ON THE SITE USED FOR THESE BMPS SHALL BECONNECTIONS, RAIN GARDENS, BIORETENTION SYSTEMS, PERMEABLE PAVEMENT, SHEET FLOW DISPERSION,INCLUDE: FULL DISPERSION, ROOF DOWNSPOUT FULL INFILTRATION OR SYSTEMS, PERFORATED STUBOUTON-SITE STORMWATER MANAGEMENT BMPS USED FOR RUNOFF FROM ROOFS AND OTHER HARD SURFACESHARD SURFACESELEMENT 13: PROTECT ON-SITE STORMWATER MANAGEMENT BMPS FOR RUNOFF FROM ROOFS AND OTHERACTIVITIES FOR ANY PHASE.EXPOSED AREAS AND MAINTENANCE OF THAT VEGETATION SHALL BE AN INTEGRAL PART OF THE CLEARINGPRACTICABLE, THE TRANSPORT OF SEDIMENT FROM THE SITE DURING CONSTRUCTION. REVEGETATION OFPHASED WHERE FEASIBLE IN ORDER TO PREVENT SOIL EROSION AND, TO THE MAXIMUM EXTENTELEMENT 12: MANAGE THE PROJECT. NEEDED.DAYS AFTER FINAL SITE STABILIZATION IS ACHIEVED OR AFTER THE TEMPORARY BMPS ARE NO LONGERSPECIFICATIONS. ALL TEMPORARY EROSION AND SEDIMENT CONTROL BMPS SHALL BE REMOVED WITHIN 30INTENDED FUNCTION. MAINTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE WITH BMPSHALL BE MAINTAINED AND REPAIRED AS NEEDED TO ASSURE CONTINUED PERFORMANCE OF THEIRELEMENT 11: MAINTAIN BMPS. ELEMENT 10: CONTROL DE-WATERING. CONTAMINATION OF STORMWATER.DEBRIS THAT OCCURS ONSITE SHALL BE HANDLED AND DISPOSED OF IN A MANNER THAT DOES NOT CAUSEELEMENT 9: CONTROL POLLUTANTS. REACHES SHALL BE PROVIDED AT THE OUTLETS OF ALL CONVEYANCE SYSTEMS.ADEQUATE TO PREVENT EROSION OF OUTLETS, ADJACENT STREAMBANKS, SLOPES, AND DOWNSTREAMELEMENT 8: STABILIZE CHANNELS AND OUTLETS. FIRST BEING FILTERED OR TREATED TO REMOVE SEDIMENT.SHALL BE PROTECTED SO THAT STORMWATER RUNOFF DOES NOT ENTER THE CONVEYANCE SYSTEM WITHOUTELEMENT 7: PROTECT DRAIN INLETS. MINIMIZE EROSION.ELEMENT 6: PROTECT SLOPES. OCTOBER 1 AND APRIL 30, AND NO MORE THAN 7 DAYS BETWEEN MAY 1 AND SEPTEMBER 30.WATER, AND WIND. NO SOILS SHALL REMAIN EXPOSED OR UNWORKED FOR MORE THAN 2 DAYS BETWEENEFFECTIVE BMPS THAT PROTECT THE SOIL FROM THE EROSIVE FORCES OF RAINDROP IMPACT, FLOWINGELEMENT 5: STABILIZE SOILS. THROUGH A SEDIMENT POND OR OTHER APPROPRIATE SEDIMENT REMOVAL BMP.DISCHARGE TO AN INFILTRATION FACILITY, STORMWATER RUNOFF FROM DISTURBED AREAS SHALL PASSELEMENT 4: INSTALL SEDIMENT CONTROLS. AUTHORITY.RATE OF STORMWATER RUNOFF FROM THE PROJECT SITE, AS REQUIRED BY LOCAL PLAN APPROVALSITES SHALL BE PROTECTED FROM EROSION DUE TO INCREASES IN THE VOLUME, VELOCITY, AND PEAK FLOWELEMENT 3: CONTROL FLOW RATES. LIMITED TO ONE ROUTE, IF POSSIBLE.ELEMENT 2: ESTABLISH CONSTRUCTION ACCESS. TREES THAT ARE TO BE PRESERVED WITHIN THE CONSTRUCTION AREA.CLEARING AND GRADING, CLEARLY MARK ALL CLEARING LIMITS, SENSITIVE AREAS AND THEIR BUFFERS, ANDELEMENT 1: MARK CLEARING LIMITS. Know what'sR ALL TEMPORARY AND PERMANENT EROSION AND SEDIMENT CONTROL BMPSALL EXPOSED AND UNWORKED SOILS SHALL BE STABILIZED BY APPLICATION OF DESIGN AND CONSTRUCT CUT AND FILL SLOPES IN A MANNER THAT WILL PHASING OF CONSTRUCTION. DEVELOPMENT PROJECTS SHALL BEALL POLLUTANTS, INCLUDING WASTE MATERIALS AND DEMOLITIONALL STORM DRAIN INLETS MADE OPERABLE DURING CONSTRUCTIONPROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENTPRIOR TO BEGINNING LAND DISTURBING ACTIVITIES, INCLUDING (NONE ANTICIPATED) PRIOR TO LEAVING A CONSTRUCTION SITE OR PRIOR TO 13 SWPPP ELEMENTS STABILIZATION, INCLUDING ARMORING MATERIAL, CONSTRUCTION VEHICLE ACCESS AND EXIT SHALL BE 14. 13. 12. 11. 10. 9. 8. 7. 6. 5. 4. 3. 2. 1. CURRENT WSDOT STANDARDS AND SPECIFICATIONS AND THE CITY OF SULTAN REQUIREMENTS.IS PREFERRED.PERENNIAL OR HYBRID RYE GRASS. THIS ALSO INCLUDES PERIMETER DIKES AND THE SEDIMENT BASIN EMBANKMENT. HYDROSEEDINGAREAS TO BE ROUGH GRADED WITH FINISHED GRADING TO FOLLOW NEAR PROJECT COMPLETION ARE TO BE SEEDED WITH ANNUAL,IMMEDIATELY STABILIZED WITH THE APPROVED ESC METHODS (E.G. SEEDING, MULCHING, NETTING, EROSION BLANKETS, ETC.).PERIOD OF 2 DAYS DURING THE WET SEASON OR 7 DAYS DURING THE DRY, SHALL BEINCHES.SEEDING OR MULCHING. HYDROSEEDING IS PREFERRED.FLUSH SEDIMENT LADEN WATER INTO THE DOWNSTREAM SYSTEM.STORAGE. ALL CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE CLEANING OPERATION SHALL NOTCLEAN OR REMOVE AND REPLACE INLET PROTECTION DEVICES WHEN SEDIMENT HAS FILLED ONE-THIRD OF THE AVAILABLENECESSARY AND SO DIRECTED BY THE CITY.THE CONTRACTOR SHALL SWEEP ACCESS STREETS AND RIGHT-OF-WAY AT LEAST DAILY OR MORE FREQUENTLY AS MAY BEPUBLIC RIGHTS OF WAY, SHALL BE CLEANED TO PREVENT "TRACKING" OF MUD, DIRT OR OTHER DEBRIS.CONSTRUCTION ACCESS TO THE SITE SHALL BE ONLY AS SHOWN ON THE APPROVED PLANS. ALL VEHICLES LEAVING THE SITE, ONTOFENCES, ETC.) AS NEEDED FOR UNEXPECTED STORM EVENTS.CONSTRUCTION PERIOD, THESE ESC FACILITIES SHALL BE UPGRADED (E.G. ADDITIONAL SUMPS, RELOCATION OF DITCHES AND SILTTHE ESC FACILITIES SHOWN ON THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS. DURING THEWATER STANDARDS.SUCH A MANNER AS TO INSURE THAT SEDIMENT LADEN WATER DOES NOT ENTER THE DRAINAGE SYSTEM OR VIOLATE APPLICABLETHE ESC FACILITIES SHOWN ON THIS PLAN MUST BE CONSTRUCTED AS OUTLINED ON THE TYPICAL CONSTRUCTION SEQUENCE AND INDURATION OF CONSTRUCTION.CLEARING LIMITS SHALL BE PERMITTED. THE FLAGGING SHALL BE MAINTAINED BY THE APPLICANT/CONTRACTOR FOR THEFLAGGED IN THE FIELD PRIOR TO CONSTRUCTION. DURING THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE FLAGGEDTHE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN (INCLUDING INDIVIDUAL TREES TO BE SAVED) SHALL BE CLEARLYFOR ON-SITE EROSION HAS PASSED.FACILITIES IS THE RESPONSIBILITY OF THE APPLICANT/CONTRACTOR UNTIL ALL CONSTRUCTION IS APPROVED, AND THE POTENTIALTHE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION, MAINTENANCE, REPLACEMENT, AND UPGRADING OF THESE ESCDRAINAGE DESIGN (E.G. SIZE AND LOCATION OF ROADS, PIPES, RESTRICTORS, CHANNELS, RETENTION FACILITIES, UTILITIES, ETC.).APPROVAL OF THIS EROSION/SEDIMENTATION CONTROL (ESC) PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD ORREFER TO GENERAL PLAN NOTES FOR ADDITIONAL REQUIREMENTS.TEMPORARY EROSION AND SEDIMENT CONTROL (TESC) NOTES IMMEDIATELY FOLLOWING FINISH GRADING, PERMANENT VEGETATION WILL BE APPLIED AS APPROVED PER THE APPROVED PLANS,VEGETATION SHALL BE ESTABLISHED ON AREAS DISTURBED OR ON AREAS OF CONSTRUCTION AS NECESSARY TO MINIMIZE EROSION.ANY AREA STRIPPED OF VEGETATION, INCLUDING ROADWAY EMBANKMENTS, WHERE NO FURTHER WORK IS ANTICIPATED FOR AWHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED, IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF TWOSTOCKPILES ARE TO BE LOCATED IN SAFE AREAS AND ADEQUATELY PROTECTED BY TEMPORARY SECURED PLASTIC COVER, AS-BUILT C2SCALE: OCE SWPPP 1"=20' TOGSTAD APARTMENTS ~ RENOVATION Know what'sR AS-BUILT SITE DEVELOPMENT PLAN C3SCALE: OCE 1"=10' TOGSTAD APARTMENTS ~ RENOVATION Know what'sR AS-BUILT ALLEY PROFILE & DETAILS C4SCALE: OCE 1"=10' TOGSTAD APARTMENTS ~ RENOVATION AS-BUILT STANDARD NOTES & DETAILS SCALE: OCE C5 N/A TOGSTAD APARTMENTS ~ RENOVATION !" # $ !%&'( )** +,-./0. 1 23 0.** 4, 35667869:;<=>;??6@A=?BC6 DE +/4F'(G$ GH#'%%GF" I44)5.3JHH"(G$ K51 L/1 M3/ 4D N34 $68:OPC67AQB@CR;>BA:;@;OST UBA68?B:@;@"BR>;AAO;8BC6V<BA6=67B8BA:;@D66#' * ACD DB@C D D @C:>BA6UBA68=689:>6R;>BA:;@;@=;<AQ=:C6;OW<:RC:@XDE 3 K5Y3 35 JB8>6RZ1 " !!E% ["( G'\ FT F " !!E% ["( G'\ FT F]]%'^G_J' F"T( GT $ 'F"(! 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