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17D0026_Pavement Design Report
DAVIDO CONSULTING GROUP, INC. TO: Monty Bakken —City of Auburn Development Engineer FROM: Tim Gabelein, PE — Davido Consulting Group, Inc. DATE: May 7, 2015 RE: Phoenix Rising — Porous Asphalt Design Summary for 26th St NE Moale f kf(Q Or--,) 56� �8 . ? RECEIVED/RETURNED MAY 13 2015 AUBURN ENG. DIV The following pavement design follows current industry standards for the design of porous asphalt utilizing the pavement design tool "1993 AASHTO Empirical Equation for Flexible Pavements". Many of the inputs/design coefficients used in the design of the pavement section come from similar designs from projects that were recently constructed or are under construction in the City of Tacoma. These projects include the following: South Asotin Court and South Wapato Lake Drive Improvements; Tacoma, WA Cheney Stadium LID Retrofit; Tacoma, WA DCG had several phone conversations and much email correspondence with Jessica Knickerbocker, the Project Manager for these projects with the City of Tacoma. The final pavement section resulting from this analysis described in detail within this memorandum is as follows: Layer Depth (in) Porous Hot Mix Asphalt (PHMA) 3 Asphalt Treated Permeable Base (AT PB) 3 Aggregate Storage Layer 6 Low Permeability Layer 6 Total Pavement Section Thickness 18 Estimated Single Axle Loads (ESAL) Determination: Street Classification: Local Residential 10.01.3.1 Local Residential: Local Residential streets provide access to abutting residential parcels. They offer the lowest level of mobility among all street classifications. The street is designed to conduct traffic between dwelling units and higher order streets. As the lowest order street in the hierarchy, the access street usually carries no through traffic and includes short streets, cul-de-sacs, and courts. Service to through traffic movement is discouraged and the street usually contains no transit bus routes. Local Residential streets are typically constructed to accommodate two (2) lanes of traffic, on -street parking (one side only, the other side shall be signed "No Parking"), and an operating speed of twenty-five miles per hour (25 mph). The design AD is 200 to 1,200 vehicles per day. Mount Vernon Office Lake Forest Park Office Whidbey Island Office 2124 Riverside Drive, Suite 211 15029 Bothell Way NE, Suite 600 PO Box 1132 Mount Vernon, WA 98273 Lake Forest Park, WA 98155 Freeland, WA 98249 Tel 360.899.1110 Tel 206.523.0024 Tel 360.331.4131 Phoenix Rising — 26" St NE Pavement Design May 12, 2015 Traffic counts were not warranted for 261h St NE and would have severely underestimated the ADT compared to the default traffic count shown above. Therefore, the high limit of the above described ADT was used in the design to estimate ESALs. Passenger Vehicles (FHWA Class 2): To be conservative in the pavement design, ADT (two-way) was assumed to be 1,200 vehicles per day. 95% of these vehicles are assumed to be passenger vehicles. Trucks/Buses (FHWA Class 4-7): Per the direction of the City Engineer, it was recommended that the ESAL count take into account possible buses and garbage trucks that may use the street. It was assumed that 5% of the ADT (two way) are Trucks/Buses (2.5% each). VERY conservative counts for these are shown below: Buses per day each direction: 2.5% of ADT = 2.5% of 1,200 = 30/day Garbage Trucks each direction: 2.5% of ADT = 2.5% of 1,200 = 30/day Both school buses and garbage trucks are considered Class 4-7 vehicles according to the FHWA and have been input as such into the ESAL Calculator shown below. Total Design ESALs = 270,000 Traffic Data Method of Determining ESALs Completion Year Traffic (vehicles) 438000 Load Equivalency Factor 00201 Completion Year ESALs 9.000 Design Period 20 Years ESAL Growth Rate 2 Total Design ESALs ^s) 269,000 Annual ESALs Design ESALs ❑i Growth Rate: Per 10.07.3.1 Traffic Requirements, the existing traffic levels shall then be inflated to match the projected traffic at the end of the roadways design life (in most cases a twenty-year design life will be used). The rate of growth is one and a half percent (1.5%) for residential streets. To be conservative in the pavement design, a 2% growth rate was used. Design Life: Per 10.07.3.1 Traffic Requirements, a 20-year design life should be used for pavement design. Page 2 of 6 Phoenix Rising — 261h St NE Pavement -Design May 12, 2015 1993 AASHTO Empirical Equation for Flexible Pavements — Input Coefficients A majority of the input coefficients for the 1993 AASHTO equation were taken from the example Tacoma projects and are conservative values compared to coefficients found in other pavement design manuals (i.e., WSDOT Pavement Design Manual) Structural Coefficients: Layer Structural Coefficients* Per the NAPA** Manual PHMA 0.34 0.40 - 0.42 ATPB 0.34 0.30 - 0.35 Aggregate Base 0.10 0.10 - 0.14 Low Permeability Liner 0.08 NA *From the Wapato and Asotin St Projects in Tacoma **National Asphalt Pavement Association (for comparison purposes only) Resilient Modulus of the Subgrade (MR): Jason Engineering (project geotechnical engineer) performed multiple CBR tests within the 261h St NE in accordance with the Auburn Standards which resulted in the following CBR values and corresponding resilient modulus values: Test # CBR Value Equivalent Mr (psi) 1 33 23,900 2 31 23,000 AMR value of 23,000 was used for the subgrade in the pavement design. This represents good subgrade soils suitable for flexible pavement installation. For the aggregate storage layer, a MR value of 28,000 psi was used as the same permeable ballast material will be used on this project as the example Tacoma projects. These values were input into the AASHTO Design Calculator to determine the Design Structural Number which is associated with the structural strength of the pavement required for the given combination of input variables. The equation was solved first using the MR of the subbase, which determines the amount of support the surface HMA layer needs to provide in order for the subbase layer to perform adequately. The equation is then calculated using the MR of the subgrade which determines the amount of support the surface and base layer needs to provide in order for the pavement to perform adequately. Design Structural Number 1.745 Calculated Structural Number 3.024 The higher calculated structural number results from the minimum depths for each layer that are input into the design calculator (i.e. 2" minimum PH MA layer, 3" minimum ATPB layer). This adds a significant factor or safety to the pavement design, while maintaining industry standard minimum depths for the contractor for each layer. Page 3 of 6 Phoenix Rising — 26`11 St NE Pavement Design May 12, 2015 The results of the AASHTO Equation are shown below. 1993 AASHTO Empirical Equation for Flexible Pavements �Equatlon Solver variable Descriptions and,Typical Values fPrecautionsl Type in data in the grey boxes and click the calculate button to see the output. To make additional calculations, change the desired input data and click the calculate button again. Click on the text descriptions of the input or output variables for more information. INPUT 1. Loading Total Design ESALs ^s): 1 270000 2. Reliability Reliability Level in percent (R): Combined Standard Error (Su): 0.45 3. Serviceability Initial Serviceability Index (p,): 4.2 Terminal Serviceability Index (pc): -2.3 4. Layer Parameters Number of Base Layers: a m MR Min. Depth Surface 0.34 1.o NIA t�_J Base 1 0.$4 f 1.0 F10 0000 Base 2 0.10 0.8 28000 h� 1 Base 3 0.08 o.8 I 14000 Subgrade N/A NIA 23000 NIA Low Permeability Liner Design OUTPUT Calculation Parameters Standard Normal Deviate (zR): 41A37 APSI: 1.0 Design Structural Number (SN): 1,746 2. Layer Depths (to the nearest 1/2 inch) Surface: Base 1: C Base 2: Base 3: Total $N based on layer depths: 3.024 See Solution' Details Comments Calculate Per Section 2.2.3.4 "BMP L633 Alternate Paving Surfaces" of the 2009 Auburn Surface Water Design Manual (hereafter "The Manual"), subgracle infiltration rates less than 2.4 inches/hour and a cation exchange capacity of 5 milliequivalents CEC/100 grams dry soil (or greater) will provide water quality treatment. The results of the geotechnical investigations at the site show that the soils beneath 26th St NE meet the CEC requirements as well as an acceptable percentage of organics for treatment purposes. The results are shown below: Page 4 of 6 Phoenix Rising — 26" St NE Pavement Design May 12, 2015 Water Quality Parameter Requirement from Test Results from Stormwater Manual Geotechnical Engineer Depth of Treatment Soil TBD by Geotechnical 6" Engineer Organic Content Percentage Per Geotechnical 2%* Engineer Cation Exchange Capacity (CEC) 5 meq/100g 15.63 meq/100g Measured Infiltration Rate <2.4 in/hr (for WQ Varies per test pit. Treatment areas) Average of 12.75 in/hr** *The organic content of the native soils is sufficient for treatment of the target pollutants per the opinion of the geotechnical engineer. See supporting documentation in Appendix A. **The use of a low permeability soil layer will reduce the rate to 2.4 inches per hour or less As the results of the infiltration tests show, the design rate is higher than the maximum required to provide water quality treatment. As such, a layer of soil is required to reduce the rate to a maximum of 2.4 inches/hour. Review comments from the City indicated that an 18" layer of soil was required to achieve this rate, with this requirement likely stemming from Section 3.4.3 of The Manual. However, this section is not intended to address permeable pavement surfaces, but rather water quality and flow control facilities. It also is intended to reduce rates to 2.4 x 10-5 inches per minute (.00144 inches/hour), a rate much lower than intended for the permeable pavement surfaces, and a rate which would basically inhibit infiltration at all throughout the facility. Therefore, the project geotechnical engineer has provided a soil specification for a 6 inch layer that will sufficiently slow the rate to the desired 2.4 inches per hour or less. There is no minimum thickness for this layer beneath a permeable pavement surface described in The Manual, but the example Tacoma projects both used a 6" sand layer at the bottom of the pavement section to achieve the desired water quality treatment. The specification for the design layer to slow the infiltration rate to 2 inches/hour or less is below: • A 60/40 sand/compost mix, by volume, compacted to 95% The geotechnical engineer will review the product submittal and run an infiltration test on the sample to confirm the desired rate prior to installation of the material. Infiltration Rate & Required Aggregate Layer Thickness The 26th St NE roadway was modeled in WWHM2012 to verify that the 6" aggregate base course provided adequate storage for stormwater without overtopping the aggregate layer. The roadway area was input into the WWHM2012 model with a design infiltration of 2.4 inches/hour since the low permeability layer will be the limiting rate in the pavement section and subgrade. The results showed that the aggregate base layer need only be 1" thick to achieve adequate storage and infiltration. Therefore, the limiting factor in the aggregate base course thickness is the structural element of 6" minimum. See the modeling results in Appendix F for details. Page 5 of 6 Phoenix Rising — 26" St NE Pavement Design May 12, 2015 Comparison to Porous Asphalt Design of Similar Street/Parking Lot Classifications Project Depth (inches) ESALs (W18) Mr (psi) Asotin Court & Wapato Dr (Tacoma) 994831 11153 PHMA 2 ATPB 3 Aggregate Storage Layer 18 Sand Filter Layer 6 Cheney Stadium Unknown Unknown PHMA 3 ATPB 3 Aggregate Storage Layer 10 Sand Filter Layer 6 26th St NE (Project Site) 270000 23000 PHMA 3 ATPB 3 Aggregate Storage Layer 6 Low Permeability Layer 6 As seen in the above table, the 26th St NE road section is very similar to other porous asphalt pavement sections in the region that have been or are being installed. The 26th St NE project has approximately one third the ESAL count as the Asotin Court project with a similar pavement section. The 26th St NE project has a much better subgrade support system with a CBR of 31(Mr of 23000) versus the Asotin St project. Higher infiltration rates found at 26th St NE negate the need for the deep aggregate storage sections as well, but still provide adequate structural support based on the results of the design software. Appendices: A. Geotechnical Results B. Operations and Maintenance Manual C. Specifications D. Example Tacoma Project Pavement Design E. Example Tacoma Projects Details F. WWHM2012 Modeling Results W. GqQ sy��cF�� wACJ 2 itallFy ig d by W G b in te: 20 . .12 0� S�ONAILL .44: fool 47652 O /STERN Page 6 of 6 Appendix A Geotechnical Results r-,\ Jason Engineering & Consulting Business, Inc. Alan Keimig The Keimig Associates 216 A Street NW Auburn, WA 98001 Geotechnical Engineering Rev Date: 07-26-2014 Retaining Wall / Pavement Design Project: 915 26th Street NE Construction Management Auburn, WA 98002 WABO/AASHTO Inspection & Testing File #: 14002 Attn: Alan Keimig Re: Revised Addendum to Revised Percolation Test Report for 915 26th Street NE Auburn, with 2 additional test locations This letter is for clarification of the perc test report dated 01-27-2014 with respect to the pervious pavement intended for the site. Per the USGS, the water table in the auburn area can be as high as 1 foot below the surface. Other areas are as deep as 10 feet below the surface. For this site, test pits were conducted in late January of 2014 when water tables are expected to be towards the high side (included again for reference). No water table was found during the test pits down to 54" below the surface. The properties adjacent to this site also have pervious pavement that have historically performed adequately. Design values may use this value of 54" as the seasonal high water table. A 30% safety factor could be applied to the depth, but is not required by the geotechnical engineer. The design water table need not be higher than 3.5 feet below the surface. The use of pervious pavement and it's elements will create additional filtration that should serve the downstream habitats and systems for various reasons. 1. Runoff flowing through several layers of pavement, aggregate and sand and is expected to be clean as or cleaner than water flowing off site from typical impervious surfaces. 2. Comparatively, impervious surfaces create runoff which concentrate flows, pick up tine debris, motor oils, minerals and surface pollutants and carry theirs to the drainage system. The pervious system allows water to drain down rather than sideways. 3. Even oversaturated base layers will still slow down surface runoff. However, existing soils are expected to infiltrate sufficiently so oversaturation is not likely to be issue. 4. Ground surfaces are typically warmer than just a few inches below the surface. Surface runoff will tend to be warmer than the streams it flows into. Even slight temperature differentials cause stress to fish and other aquatic organisms. 5. The filtrated water helps the nearby vegetation adjacent to the pervious system; therefore maintain additional filtration for excess surface water. 6. Rainwater typically diverted to storm water systems is allowed to soak into the ground and recharge the aquifer. Phone: 206-786-8645 Email: jason@jasonengineering.com Page 1 of PO Box 181 Auburn WA. 98071 Jason Engineering & Consulting Business, Inc. TEST PITS Geotechnical Engineering Rev Date: 07-26-2014 Retaining Wall / Pavement Design Project: 915 26th Street NE Construction Management Auburn, WA 98002 WABO/AASHTO Inspection & Testing File #: 14002 Boring ID: Test Pit #1 Method of Sample: hand Date of Excavation: 1-23-14 Surface Elevation (ft): 52 Project Name: 915 26th St NE Total depth: 60" File #: 14002 Technician: JSM Depth(ft): (feet) (meters) Profile USCS Description 0.0 0.00 0.5 0.15 1.0 0.30 1.5 0.46 2.0 0.61 2.5 0.76 3.0 0.91 3.5 1.07 4.0 1.22 4.5 1.37 5.0 1.52 5.5 1.68 6.0 1.83 End Pit $P 11 L Grass surface 0 to 15", Brown Sandy Loam, Soft 15 to 24", Brown Silty Loam, Some Mottling, Slightly Compact 24 to 48", Black Fine Sand, Medium Dense Percolation tested at 54" 48 to 60", Tan -Grey Silt, Mottled, Wet, Firm 60"+, Black Foie Sand, Medium Dense Boring ID: Test Pit #2 Method of Sample: hand Date of Excavation: 1-23-14 Surface Elevation (ft): 52 Project Name: 915 26th St NE Total depth: 60" File #: 14002 Technician: JSM Depth(ft): (feet) (meters) Profile USCS Description 0.0 0.00 0.5 0.15 1.0 0.30 1.5 0.46 2.0 0.61 2.5 0.76 3.0 0.91 3.5 1.07 4.0 1.22 4.5 1.37 5.0 1.52 5.5 1.68 6.0 1.83 End Pit S J4 1p NIL SIR ML Gass surface 0 to 12", Brown Sandy Loam, Soft 12 to 20", Brown Silty Loam, Some Mottling, Slightly Compact 20 to 54", Black Fine Sand, Medium Dense Percolation tested at 54" 54 to 60", Tan -Grey Silt, Mottled, Wet, Firm Phone: 206-786-8645 Email: jason@jasonengineering.com PO Box 181 Auburn WA. 98071 Page 2 of 4 a's ra is Jason Geotechnical Engineering Rev Date: 07-26-2014 Engineering & Retaining Wall / Pavement Design Project: 915 26th Street NE Consulting Construction Management Auburn, WA 98002 Business, hic. WABO/ AASHTO Inspection & Testing File #: 14002 Boring ID: Test Pit #3 Method of Sample: Hand Date of Excavation: 5-22-14 Surface Elevation (ft): 52 Project Name: 915 26th St NE Total depth: 60" File #: 14002 Technician: JECB Depth(ft): Profile Description (feet) (meters) USCS 0.0 0.00 Grass surface 0.5 0.15 SM 0 to 24", Brown Sandy Loam, Soft 1.0 0.30 1.5 0.46 2.0 0.61 2.5 0.76 3.0 0.91 10 to 54", Black Fine Sand, Medium Dense 3.5 1.07 4.0 1.22 4.5 1.37 Percolation tested at 54" 5.0 1.52 5.5 1.68 'ML 54 to 60", Tan -Grey Silt, Mottled, Wet, Firm 6.0 1.83 End Pit PERC TESTS We performed additional percolation testing for the project. The additional tests were located in the proposed parking area and near 26th street in order to provide more complete data for the site infiltration. The results obtained were as follows: Test Pit #1 Test Pit #2 Test Pit #3 Time Distance Rate Time Distance Rate Time Distance Rate minutes inches min/in minutes inches min/in minutes inches min/in 10 2.88 3.48 30 5.13 5.85 30 5.25 5.71 10 2.63 3.81 30 5.25 5.71 30 5.38 5.58 10 2.38 4.21 30 5.38 5.58 30 5.25 5.71 10 3.13 3.20 30 5.25 1 5.71 30 5.25 5.71 10 3.00 3.33 10 2.88 3.48 10 2.88 F 3.48 Rate: 0.29 in/min Rate: 0.18 in/min Rate: 0.18 in/min Average of three: 0.21 in/min 12.75 in/hr Phone: 206-786-8645 Email: jason@jasonengineering.com I Page 3 of PO Box 181 Auburn WA. 98071 Jason Engineering & Consulting GfA Business, Inc. Geotechnical Engineering Retaining Wall / Pavement Design Construction Management WABO/AASHTO Inspection &Testing Rev Date: 07-26-2014 Project:915 26th Street NE Auburn, WA 98002 File #: 14002 Three test pits were excavated using hand tools. Testing was performed in accordance with the applicable EPA standards for a falling head percolation test. Testing was conducted at a depth of 54 inches below the existing ground surface. The soaking of the soils was performed prior to the start of testing and infiltration rate stabilized fairly quickly. We note that these tests indicate significantly slower infiltration than our previous report. This is likely due to the high variation in soil stratigraphy that is common to alluvial deposits. The infiltration rate represents a more conservative estimate for long-term site drainage. We suggest that infiltration design be based on the revised data. Soil logs and site plan are attached for reference. It is our understanding, the designers wish for a slower infiltration rate than that of the existing native soil. Raising the infiltration gallery above the brown sandy loam would provide slower infiltration rates if desired. Or, the top two feet of sandy loam could be used for fill material at the desired depth of infiltration after excavation of black fine sand. Material with 15 to 40% passing the #200 sieve would help slow down the infiltration rate to less than 2.4 inches per hour. Compost or other organics is not desired for these "amended" soils due to decomposition and settlement under driving areas. Sandy silt or silt loam would be most readily available and functional for this site. If you have any questions concerning the above items, the procedures used, or if we can be of any further assistance please call on us at (206) 786-8645. Respectfully Submitted, , 0F' � C. - 10 JASON ENGINEERING AN '+I a ESS, INC. Jason EC Bell A G4 President Q_' . 1`343' ' 4 '.A L Phone: 206-786-8645 Email: jason@jasonengineering.com PO Box 181 Auburn WA. 98071 Page 4 of 4 4 G ,-q I � 1�1�� � � � C� W N Wo TEST PIT 2 EX. SIDEWALK Existing Pavement i -- TEST PIT I — Proposed Parking Area 1 58 li th LOT B PER 1999 BLA 47082 SgFt 1.081 Acres EX. HOUSE ` ..•.,� sa R=22.00' SEW31' FH#36L=34.44' n _ 227.60, D=89°41'0S" S89°21'20"W 86.54' 59 ' -P I T 7 EX. GRAVEL ROAD ?T-N.E. ° DUN230.0t' 484i77.' S89 21'20"W ` .o` -R o o ° N89°2I'20"E 110.0 ' zi;-r- 26TH STREET BE 00 0 = N CD_w Valley Cities Property "IQt: `D 2704 1 Street NE Geotechnical Engineering Jason LA a Auburn. WA Retaining Structures Engineering & o N Parcel #: 0001000068 Project Management / Inspection Consulting A'+ o o. I N Pavement Design & Analysis Business, Inc ° Perc Test I'c) Box 1 S1 Au hu nn, W A. 98071 . I'I 31) s ;�t_7316 w Jason Geotechnical Engineering Date: 05-29-2014 Engineering & Retaining Wall/ Pavement Design Project: 915 26th Street NE -�_, Consulting Construction Management Auburn, WA 98002 Business, Inc. WABO / AASHTO Inspection & Testing File #: 14002 Alan Keimig The Keimig Associates 216 A Street NW Auburn, WA 98001 Attn: Alan Keimig Re: Organic content and Cation Exchange Capacity testing A soil sample was obtained from the site for organic content and Cation Exchange Capacity testing. The CEC test was performed by ARI laboratory in Tukwila. The results are included with this report. The organic content was performed in our laboratory. Results indicate a 2% organic content for the sample. If you have any questions concerning the above items, the procedures used, or if we can be of any further assistance please call on us at (206) 786-8645. Respectfully Su JASON ENG Jason EC Bell_ President-- USINESS, INC. Phone: 206-786-8645 Email: jason@jasonengineering.com Page 1 of 1 PO Box 181 Auburn WA. 98071 Analytical Resources, Incorporated Analytical Chemists and Consultants 29 May 2014 Jason Bell Jason Engineering & Consulting P.O. Box 181 Auburn, WA 98071 RE: Project: Valley Cities Phoenix Rising ARI Job No.: YL38 Dear Jason: Please find enclosed the original Chain -of -Custody record (COC) and the final results for the sample from the project referenced above. Analytical Resources, Inc. (ARI) accepted one soil sample on May 23, 2014. The sample was analyzed for CEC as requested. This analysis proceeded without incident of note. An electronic copy of this report and all supporting raw data will remain on file with ARI. Should you have any questions or problems, please feel free to contact me at your convenience. - Respectfully, ANALYTICAL RESOURCES, INC. �ML 0r D. Harrii�-� Project Manager 206/695-6210 markhta,arilabs.com www.arilabs.com eFile: YL38 Enclosures Page 1 of s. 4611 South 134th Place, Suite 100 • Tukwila WA 98168 • 206-695-6200 • 206-695-6201 fax 7. iin - -ust( - Re( a & - :)W An" is aesf r ARI Assigned Number: t/ � , Turn -around Requested: I Page: of Analytical Resources, Incorporated Analytical Chemists and Consultants 4611 South 134th Place, Suite 100 Tukwila, WA 98168 206-695-b200 206-695-6201 (fax) www.arilabs.com ARI Client C�or any: ` Phone: ��//_ �450, L11� t N E�fLi .2A& 7� D �t'p7S Date: 5—Z3- L{ Ice Present? j> Client Contact No. of Cooler Coolers: Temps: Clien Pro%'ect Na/ Analysis Requested Notes/Comments U Client Proj ct #: Samplers: Sample ID Date Time Matrix No. Containers - -a3 3. h? Comments/Special Instructions jA L� j �a� c���'�l Rehngw by { ature Received by. {Signaiure} RefinquLshed by (Signature) Received by {Signature} Prjn;@jName t�i v Printed N e. 7�, -a Printed Name Printed Name- C wil iNd Li,✓ Company: I t L Company: Comparry- Date & Time: Datj&e Date & Time Date & Time: A Limits of Liability: ARI will perform all requested services in accordance with appropriate methodology following ARI Standard Operating Procedures and the ARI Quality Assurance Program. This program meets standards for the industry. The total liability of ARI, its officers, agents, employees, or successors, arising out of or in connection with the requested services, shall not exceed the Invoiced amount for said services. The acceptance by the client of a proposal for services by ARI release ARI from any liability in excess thereof, not withstanding any provision to the contrary in any contract, purchase order or co- signed agreement between ARI and the Client. Sample Retention Policy: All samples submitted to ARI will be appropriately discarded no sooner than 90 days after receipt or 60 days after submission of hardcopy data, whichever is longer, unless alternate retention schedules have been established by work -order or contract. Analytical Resources, enco oole ' Receipt For Analytical Chemists and Consultants s ARI Client. COC No(s): NA Assigned ARI Job No: Preliminary Examination Phase: Protect Name: Ur-, 11 ti C► A,`t5 Delivered by. Fed -Ex UPS Courier Hand Delivered Other: Tracking No: Were intact, properly signed and dated custody seals attached to the outside of to cooler? YES I& Were custody papers included with the cooler?... ... . Were custody papers properly filled out (ink, signed, etc ).......................................... NO Temperature of Cooler(s) (*C) (recommended 2.0-6.0 'C for chemistry) Zy A Time: If cooler temperature is out of compliance fill out form 00070F Temp Gun I/D/# 1 A Cooler Accepted by , Date: �L'_Z Ll� Time: Complete custody forms and attach all shipping documents Log -In Phase: - Was a temperature blank included in the cooler? .................................................... YES NC What kind of packing material was used? ... Bubble Wrap Wet Ice Gel Packs B ie Foam Block Paper Other: Was sufficient ice used (if appropriate)? ........ .................................................... NA YES 61, Were all bottles sealed in individual plastic bags? . ....................... .......... ...... .. .. NO Did all bottles arrive in good condition (unbroken)?................................................................... NO Were all bottle labels complete and legible? ....... ....................... ......... .................. `V46 NO Did the number of containers listed on COC match with the number of containers received? .. .......... NO Did all bottle labels and tags agree with custody papers? .. '...................................... 1(u NO Were all bottles used correct for the requested analyses7............................................... .... Nita NO Do any of the analyses (bottles) require preservations (attach preservation sheet, excluding VOCs)... AA YES NO Were all VOC vials free of air bubbles?......................................................... N AA / YES NO Was sufficient amount of sample sent in each bottle? .......................... ........................... YZa NO Date VOC Trip Blank was made at ARI.. ...... ......................................... .................. (/ Was Sample Split by ARI NC YES Date/Time: Equipment. Split by: Samples Logged by. T� Date: 5- -t � t Time: Imo_ ** Notify Project Manager of discrepancies or concerns ** Sample ID on Bottle Sample ID on COC Sample ID on Bottle Sample ID on COC Additional Notes, Discrepancies, Resolutions: By: Date: $midA)r Bilhbles "'gym P uab , ' 2-4 MM �r > 4 mrn Small 4 t0sm" (< 2 mm ) Peabubbles -> "pb" (2 to < 4 mm ) Large -i "Ig" (4 to < 6 mm ) Headspace 4 "Its" (> 6 mm ) Cooler Receipt Form Revision 014 L' 0016F 3/2/10 Sample ID 1. 1 Bag -soil ANALYTICAL Sample ID Cross Reference Report RESOURCES NMW INCORPORATED ARI Job No: YL38 Client: Jason Engineering Project Event: N/A Project Name: Valley Cities Phoenix Rising ARI ARI Lab ID LIMS ID Matrix Sample Date/Time VTSR YL38A 14-10188 Soil 05/23/14 15:18 05/23/14 15:18 Printed 05/23/14 Page 1 of 1 r Analytical Resources, Incorporated WoAnalytical Chemists and Consultants Data Reporting Qualifiers Effective 12/31/13 Inorganic Data U Indicates that the target analyte was not detected at the reported concentration Duplicate RPD is not within established control limits B Reported value is less than the CRDL but z the Reporting Limit N Matrix Spike recovery not within established control limits NA Not Applicable, analyte not spiked H The natural concentration of the spiked element is so much greater than the concentration spiked that an accurate determination of spike recovery is not possible L Analyte concentration is :55 times the Reporting Limit and the replicate control limit defaults to t1 RL instead of the normal 20% RPD Organic Data U Indicates that the target analyte was not detected at the reported concentration Flagged value is not within established control limits B Analyte detected in an associated Method Blank at a concentration greater than one-half of ARI's Reporting Limit or 5% of the regulatory limit or 5% of the analyte concentration in the sample. J Estimated concentration when the value is less than ARI's established reporting limits D The spiked compound was not detected due to sample extract dilution E Estimated concentration calculated for an analyte response above the valid instrument calibration range. A dilution is required to obtain an accurate quantification of the analyte. Laboratory Quality Assurance Plan Page 1 of 3 Version 14-003 12/31/13 Analytical Resources, % O-JAO Incorporated Analytical Chemists and Consultants Q Indicates a detected analyte with an initial or continuing calibration that does not meet established acceptance criteria (<20%RSD, <20%Drift or minimum RRF). S Indicates an analyte response that has saturated the detector. The calculated concentration is not valid; a dilution is required to obtain valid quantification of the analyte NA The flagged analyte was not analyzed for NR Spiked compound recovery is not reported due to chromatographic interference NS The flagged analyte was not spiked into the sample M Estimated value for an analyte detected and confirmed by an analyst but with low spectral match parameters. This flag is used only for GC -MS analyses N The analysis indicates the presence of an analyte for which there is presumptive evidence to make a "tentative identification" Y The analyte is not detected at or above the reported concentration. The reporting limit is raised due to chromatographic interference. The Y flag is equivalent to the U flag with a raised reporting limit. EMPC Estimated Maximum Possible Concentration (EMPC) defined in EPA Statement of Work DLM02.2 as a value "calculated for 2,3,7,8-substituted isomers for which the quantitation and /or confirmation ion(s) has signal to noise in excess of 2.5, but does not meet identification criteria" (Dioxin/Furan analysis only) C The analyte was positively identified on only one of two chromatographic columns. Chromatographic interference prevented a positive identification on the second column P The analyte was detected on both chromatographic columns but the quantified values differ by 2:40% RPD with no obvious chromatographic interference X Analyte signal includes interference from polychlorinated diphenyl ethers. (Dioxin/Furan analysis only) Z Analyte signal includes interference from the sample matrix or perfluorokerosene ions. (Dioxin/Furan analysis only) Laboratory Quality Assurance Plan Page 2 of 3 Version 14-003 12/31 /13 Analytical Resources, %F Incorporated Analytical Chemists and Consultants Geotechnical Data A The total of all fines fractions. This flag is used to report total fines when only sieve analysis is requested and balances total grain size with sample weight. F Samples were frozen prior to particle size determination SM Sample matrix was not appropriate for the requested analysis. This normally refers to samples contaminated with an organic product that interferes with the sieving process and/or moisture content, porosity and saturation calculations SS Sample did not contain the proportion of "fines" required to perform the pipette portion of the grain size analysis W Weight of sample in some pipette aliquots was below the level required for accurate weighting i Laboratory Quality Assurance Plan Page 3 of 3 Version 14-003 12/31 /13 SAMPLE RESULTS-CONVENTIONALS ANALYTICAL (& YL38-Jason Engineering RESOURCES INCORPORATED Matrix: Soil Project: Valley Cities Phoenix Rising Data Release Authorized: Event: NA Reported: 05/29/14 Date Sampled: 05/23/14 Date Received: 05/23/14 Client ID: 1 Hag -soil ARI ID: 14-10188 YL38A Analyte Date Method Units RL Sample Total Solids 05/27/14 SM2540G Percent 0.01 78.47 052714#1 Cation Exchange Capacity 05/27/14 9080 meq/100 g 0.06 15.63 052714#1 RL Analytical reporting limit U Undetected at reported I detection limit Soil Sample Report-YL38 METHOD BLANK RESULTS-CONVENTIONALS ANALYTICAL YL38-Jason Engineering RESOURCES INCORPORATED Matrix: Soil Project: Valley Cities Phoenix Rising Data Release Authorized: Event: NA Reported: 05/29/14 Date Sampled: NA Date Received: NA Analyte Date Units Blank Qc ID Total Solids 05/27/14 Percent < 0.01 U ICB Cation Exchange Capacity 05/27/14 meq/100 g < 0.05 U PREP r� r I 1. l r 1 L.J �J Soil Method Blank Report-YL38 �-J REPLICATE RESULTS-CONVENTIONALS ANALYTICAL tM YL38-Jason Engineering RESOURCESNW INCORPORATED Matrix: Soil Project: Valley Cities Phoenix Rising ,Data Release Authorized: Event: NA ;Reported: 05/29/14 Date Sampled: 05/23/14 Date Received• 05/23/14 Analyte Date ARI ID: YL38A Client ID: 1 Hag -soil Cation Exchange Capacity 05/27/14 Units Sample Replicates) RPD/RSD meq/100 g 15.63 13.03 18.1% Soil Replicate Report-YL38 Geotechnical Engineering Date: 3-17-15 Special Inspections Project: Phoenix Rising JECB Materials Testing File #:14-0002 Construction Inspections ALAN KEIMIG The Keimig Associates 216 A Street NW Auburn, WA 98001 Re: In -situ Percolation Tests- Additional Testing Project: Phoenix Rising Report Date: Revisions- 3-17-15 As per your request we have performed additional percolation testing for the above referenced project. The tests were performed in accordance with the applicable EPA falling head percolation test procedure (Onsite Wastewater Treatment and Disposal Systems, EPA, 1980) (King County Storm Water Design Manual- Reference Section 6A) for the falling head percolation test procedure. The depth of the percolation test was performed at 2 feet beneath the existing surface for Test Hole #1, 2.5 feet beneath the existing surface for Test Hole #2 and at 3.5 feet beneath the existing surface for Test Hole #3. The results obtained were as follows: Test Hole #1 Test Hole #2 Test Hui #3 Time Distance PercdafionRate line Distance FWrdatimRate Tire Dishme PmvMmRate seconds inches nin tin seconds inches niWm secwA inches niWm 0 0.00 0 0 0 0.00 600 1.75 5.7143 600 2.50 4.0000 600 2.75 3.6364 600 2.00 5.0000 600 2.50 4.0000 600 2.75 3.6364 600 2.25 4.4444 600 2.75 3.6364 600 3.00 3.3333 600 2.25 4.4444 600 2.75 3.6364 600 3.00 3.3333 600 3.00 3.3333 Ave rage: 4.44 nintin Am-ge: 3.64 rdritin AvaW. 3.33 nin✓m 13.50 iMr. 1 16.50 hIr. 18.00 ink. Test 1-ble Average: 16.00 in9v. The native sandy loam soils drained so slowly during the initial testing that a prolonged soaking period was needed during in - situ testing. This required the soils to be saturated for a period of 15-30 hours prior to testing. Due to the sensitive location and the inability for the roadway to be closed during the extended soaking period, a system that allowed the hole to remain saturated while still allowing the roadway to remain open was created. Test holes were excavated, then saturated, and then covered. The following day the test holes we uncovered and the testing was completed. The sandy loam soils drained slowly enough that standing water remained in the pipe at the completion of each reading. At the completion of each test the water level was then adjusted to the original 6 inch mark prior to taking another reading. The test holes referred to in the above mentioned perc test results are numbered in accordance with the Revised Work Site Plan dated 3-17-15 as modified by JECB. Test hole descriptions are provided in the Test Hole Logs. The above measured infiltration rate values should be used by the design engineer when preparing final calculations for the design infiltration rate values in accordance with King County Surface Water Design Manual Section 5.4.1 P.O. Box 832, Auburn, WA. 98071 Phone #: (206) 786-8645 Email: jecboffice@gmail.com 4t a- :;eotechnical Engineering Special Inspections JECB Materials Testing Construction Inspection,, Date: 347-15 Project: Phoenix Rising File #: 14-0002 We appreciate this opportunity to be of service to you and we look forward to working with you in the future. If you have any questions concerning the test results, the procedures used, or if we can be of any further assistance please call on us at (206) 786-8645. Jason E.C. Bell, P Geotechnical IW Respectfully Submitted, JECB Jamie Hicks, Technical Director Meld Supervisor c— V--- P.O. Box 832, Auburn, WA. 98071 Phone #: (206) 786-8645 Email: jecboffice@gmail.com IF Geotechnical Engineering Special Inspections JECB Materials Testing Construction Inspections Date: 3-17-15 Project: Phoenix Rising File #:14-0002 Depth (Ft) Date: Boring Log #: Boring Type: Field Description 3/10/2015 TH#3 Test Pit Change in Soils % M File#: Client: Depth Drilled: Phoenix Rising Keimig 3.5 feet Comments 0.5 (0'-3") ACP Asphalt Concrete Pavement .,u � � �:�� 1,0 (3" ?4")CSBC Crushed Surfacing Base/Top Course .' 1.5 2.0 2.5 3.0 (24"--42") Native Native- Dark Brown silty sand 3.5 4.0 4.5 5.0 3.5 feet Bottom of Test Pit 5.5 No groundwater was encountered 6.0 6.5 7.0 7.5 8.0 8.5 9.0 9.5 10.0 P.O. Box 832, Auburn, WA. 98071 Phone #: (206) 786-8645 Email: jecboffice@gmail.com G 11, L-11 L. Ll- Geotechnical Engineering I Date: 3-17-15 JECB Special Inspections I Project: Phoenix Rising Materials Testing File #:14-0002 Construction Inspections P.O. Box 832, Auburn, WA. 98071 Phone #: (206) 786-8645 Email: jecboffice@gmail.com -A- JECB CBR Data Using Load Ring Source: Pheonix Rising-TH-3 CBR Load Ring Date Obtained: ####### Calibrated 4/29/95 Sample ID: 15-016 y=mx+b kSTNI D 2487 Classification: Silty Sand (SM) m b N1 aximum Dry Density: 111.4 lbs/ft3 11.1128 170.828 Test Standard AASHTO T 99: Weight of Mold + Sails: 10,013.9 10,266.3 10,497.4 grams ASTM D 698: Weight of Mold: 6,519.0 6,519.0 6,519.0 grams AASHTO T 180: Wet Weight of Soils: 3,494.9 3,747.3 3,978.4 grams ASTM D 1557: X Wet Density: 102.8 110.2 117.0 lbs1W Method: C % Moisture: 7.8% 8 2% 7 1 % Dry Density: 95.3 101.8 109.2 Ibs/ft3 Sample Prepared / Compaction: 85.61/6 91.4 % 98.0 % Moist: X Initial Swell Reading: 0.274 0.621 0.208 Dry: Final Swell Reading: 0.271 0.629 0.204 Manual: % Swell: -0.07". 0.17% -0.091 Mechanical: X CBR: 10.0 31.0 33A Cupyright Span Gnginecdng & F.Micul Services PS. 1996-2nn3 Dial #1 Depth #I CBR Dial #2 Depth #2 CBR Dial #3 Depth #3 CBR Reading Load Inches psi Value Reading Load Inches psi Value Reading Load Inches psi Value cl 0 0.000 0 0 0 0.000 0 0 0 0.000 0 7 249 0.025 83 9 271 0.025 90 19 382 0.025 127 15 338 0.050 113 26 460 0.050 153 46 682 0.050 227 20 393 0.075 131 52 749 0.075 250 78 1,038 0.075 346 26 460 0.100 153 7 76 1,015 0.100 339 24 113 1,427 0.100 476 28 35 560 0.125 187 106 1,349 0.125 450 150 1,838 0.125 613 42 638 0.150 213 134 1,660 0.150 554 190 2,282 0.150 761 47 693 0.175 231 158 1,927 0.175 642 233 2,760 0.175 920 56 793 0.200 264 10 191 2,293 0.200 765 31 281 3,294 0.200 1,098 33 109 1,382 0.300 461 16 300 3,505 0.300 1,169 42 373 4,316 0.300 1,439 46 130 1,615 0.400 539 18 399 4,605 0.400 1,536 47 �64 6.439 0.400 2,147 63 3,027 0.500 1,009 31 1 492 5,638 0.500 1,880 52 1 n-I 7.339 0.500 2,447 64 P.O. Box 832 Auburn, WA. 98071 Ph- (206) 786-8645 Email- JECBOffice@gmail.com 3,000 2,500 �,000 1,000 500 0 *1'-- 0.000 JECB Penetration Curve CBR Penetration Curve A 0.100 0.200 0.300 0.400 0.500 Penetration (inches) t #1 @ #2 ♦ #3 Page 2 0.600 JECB Compaction Curve CBR Compaction Curve 35.0 30.0 25.0 I v20.0 a t� U -- -- - - - - - - - - - -- - - - - -- - -- _ -— - - - -- - -- - - - 15.0 10.0 5.0 0.0 84.0% 86.0% 88.0% 90.0% 92.0% 94.0% 96.0% 98.0% 100.0% % Compaction 0 CBR Compaction Curve Page 3 JECB CBR Data Using Load Ring Source: Pheonix Rising- TH-1 CBR Load Ring Date Obtained: ####### Calibrated 4129/95 Sample ID: 15-018 y=mx+b ASTM D 2487 Classification: Silty Sand (SM) no b Maximum Dry Density: 108.3 Ibs/ft3 11.1128 170.828 Test Standard AASHTO T 99: Weight of Mold+ Soils: 10,122.7 10,206.1 10,330.5 grams ASTM D 698: Weight ofMold: 6,519.0 6,519.0 6,519.0 grams AASHTO T 180: Wet Weight of Soils: 3,603.7 3,687.1 3,811.5 grams ASTM D 1557: X Wet Density: 105.9 108.4 112.1 lbs/ft3 Method:C %Moisture: 7.8% 8.2% 7.1% Dry Densih: 98.3 100.2 104.6 lbs/ft3 Sample Prepared % Compaction: 90.8% 92.5 % 96.6% Moist: X Initial Swell Reading: 0.274 0.621 0.208 Dry: Final Swell Reading: 0.271 0.629 0.204 Manual: % Swell: -0.07% 0.17 i. -0.094,E Mechanical: X CBR: 18.0 27.0 310 Cupyright Spear. Emineeriq & Technical Services PS. 1996-21ID3 Dial #I Depth #1 CBR Dial #2 Depth #2 CBR Dial #3 Depth #3 CBR Reading Load Inches psi Value Reading Load Inches psi Value Reading Load Inches psi Value 0 0 0.000 0 0 0 0.000 0 0 0 0.000 0 7 249 0.025 83 9 271 0.025 90 19 382 0.025 127 15 338 0.050 113 26 460 0.050 153 46 682 0.050 227 20 393 0.075 131 52 749 0.075 250 78 1,038 0.075 346 26 460 0.100 153 12 76 1,015 0.100 339 20 113 1,427 0.100 476 25 35 560 0.125 187 106 1,349 0.125 450 150 1,838 0.125 613 42 638 0.150 213 134 1,660 0.150 554 190 2,282 0.150 761 47 693 0.175 231 158 1,927 0.175 642 233 2,760 0.175 920 56 793 0.200 264 18 191 2,293 0.200 765 27 281 3,294 0.200 1,098 31 109 1,382 0.300 461 21 300 3,505 0.300 1,169 37 373 4,316 0.300 1,439 44 130 1,615 0.400 539 24 399 4,605 0.400 1,536 41 564 6,438 0.400 2,147 58 257 3,027 0.500 1,009 29 492 5,638 0.500 1,880 49 645 7,339 0.500 2,447 59 P.O. Box 832 Auburn, WA. 98071 Ph- (206) 786-8645 Email- JECBOffice@gmail.com 3,000 2,500 2,000 1,000 500 0 0.000 JECB Penetration Curve CBR Penetration Curve i i 0.100 0.200 0.300 0.400 Penetration (inches) 0#1 • #2 —A #3 Page 2 0.�00 0.600 JECB Compaction Curve CBR Compaction Curve 35.0 30.0 25.0 20.0 o - - U 15.0 10.0 5.0 0.0 90.0% 91.0% 92.0% 93.0% 94.0% 95.0% 96.0% 97.0% % Compaction 4 CBR Compaction Curve Page 3 Appendix B Operation and Maintenance Manual F -, Li EXHIBIT `A' LEGAL DESCRIPTION Subject Location/Description: This Storm Water Pollution Prevention Maintenance and Operation Schedule is for the right-of-way portion of the Phoenix Rising project. The Phoenix Rising project is located at 915 26th Street NE, Auburn, WA. The subject site is made up of an area of approximately 9,600 square feet of porous asphalt in the right-of-way of 26th Street NE. This document is for the maintenance of the porous asphalt portion of 26th Street, bordering the Phoenix Rising project site, from the intersection with I St NE and continuing east for approximately 345 lineal feet. Associated Project's Site Address: The project is located at approximately 915 26th Street NE in Auburn, WA. Associated Project's Parcel Number: Legal Description: BRANNAN W-D C #37 POR SD DC IN SW 1/4 6-21-5 DAF - BEG C/L I ST AT A PT N 0-57-35 W 214.77 FT FROM C/L OF 26 TH ST NE TH N 88-58-20 E 30 FT TO ELY LN SD I ST & NW COR LOT 1 AUBURN SP #SPL 0010-97 REC #9711190806 TH S 0-57-35 E ALG SD E MGN 50.03 FT TO S LN OF N 50 FT SD LOT 1 & POB TH CONT SD BRNG 123.07 FT TH TO CRV TO L RAD 22 FT ARC DIST 34.44 FT TO NLY LN SD 26TH ST NE TH N 89-21-20 E ALG SD LN 86.54 FT TH N 84-31-18 E ALG SD MGN 227.6 FT TO WILY LN PARK PLACE - AUBURN PLAT TH N 9-04-08 W ALG SD WLY LN 139.16 FT TO S LN OF SD N 50 FT SD LOT 1 TH S 87-11-46 W ALG SD S LN 315.85 FT TO POB - AKA - PCL B AUBURN LLA #LLA-0029-99 REC #19991019001629. SD 11 STORM IMPROVEMENT SITE MAP Agq�40 40 20 0 80 3 13 4 0 SCALE IN FEET 2 LEGEND: 3 IMPERVIOUS SURFACES 2 \\ MITIGATED BY SUILDING 8 INFILTRATION TRENCH FF=59.W \j\, IMPERVIOUS SURFACES MITIGATED BY INFILTRATION FACILITY A BUILDINGC IMPERVIOUS SURFACES 7F- OC' jUNDER SEPARATE PER.M MITIGATED BY IN' PERVIOUS CONCRETE x SURFACES MITIGATED BY PERVIOUS ASPHALT PERVIOUS LAWN & LANDSCAPING COM61ON BiJMNG :5) SWD X. KEY NOTES KEY DESCRIPTION: OVERFLOW DISCHARGE POINT 3 PERVIOUS SURFACE IMPERVIOUS SURFACE N. X INFILTRATION FACILITY INFILTRATION TRENCH L L L EXHIBIT `C' STORM WATER POLLUTION PREVENTION MAINTENANCE and OPERATION SCHEDULE for Phoenix Rising SEPA NO. SEP12-0032 FAC NO. FAC14-0006 GRA NO. GRA14-0030 Project Name: Phoenix Rising Site Address: 915 26th Street NE, Auburn, WA 98002 Tax Parcel number: 0001000068 The project is located in WA33 T21 N R5E S006 East, W.M., WA33 T21 N R5E S006. Subject Location/Description: This Storm Water Pollution Prevention Maintenance and Operation Schedule is for the right-of-way portion of the Phoenix Rising project. The Phoenix Rising project is located at 915 26th Street NE, Auburn, WA. The subject site is made up of an area of approximately 9,600 square feet of porous asphalt in the right-of-way of 26th Street NE. This document is for the maintenance of the porous asphalt portion of 26th Street, bordering the Phoenix Rising project site, from the intersection with I St NE and continuing east for approximately 345 lineal feet. Introduction: This operation and maintenance report has been prepared to address the proper operation and maintenance of the stormwater facilities for the proposed porous asphalt along this stretch of road, in accordance with the City of Auburn's site development and storm drainage requirements. According to the City of Auburn's Construction Standards for storm water management, the city requires storm water quantity and water quality control to all proposed developments. The project proposes to infiltrate all of the stormwater runoff from the right-of-way pavement areas by infiltration through the porous asphalt. r7 7 Stormwater System Stormwater from the pavement surface will infiltrate through the porous asphalt. The porous asphalt will have an engineered soil layer beneath it, designed to slow and treat stormwater as it passes through the engineered soil layer. A standard drainage system consisting of Type 1 catch basins and drainage r , pipes will be constructed to serve as an overflow system for this portion of 26th St NE, in the event that these infiltrating porous asphalt facilities should ever fail to infiltrate stormwater due to unforeseen clogging or soil conditions. This stormwater would then flow to the City's storm system in I St via the piped J system constructed along 26th Ave NE. Pollution Prevention BMP'S: The catch basins shall have stenciled on them "DUMP NO WASTE— DRAINS TO STREAM," as in the event of an unlikely overflow situation, the stormwater from the system will drain to the city's drain system and ultimately end up in a stream. The owner shall be responsible for sweeping the lot, installing storm drainage stenciling and provide spill control procedures. In case of spill call DOE at 1-425-649-7000. The catch basins will be visually inspected for accumulation of debris and silt and will be maintained as required by this pollution prevention plan and attachments. Water Quality Treatment: All porous asphalt surfaces will have an engineered soil layer beneath them, designed to slow and treat stormwater as it passes through the engineered soil layer. These porous asphalt facilities are designed to infiltrate all stormwater from the 100-year storm event, so all stormwater from the site will be treated by the underlying soils. Inspection/Maintenance: Regular inspections of the drainage facilities should be carried out twice per year, in the spring and fall. The responsible party should keep records of these inspections available for review by the City. Additional inspections may be required after severe storms. L 1 LJ Routine maintenance of the site will include mowing, care of landscaping and the removal of trash, debris, and sediment from the drainage system. Be - careful to avoid introducing landscape fertilizer to receiving waters or groundwater. Events such as major storms or heavy winds will require immediate inspections for damages. Maintenance and Care of Stormwater System Components: To ensure proper water quality and treatment, the following stormwater system components must be properly maintained: Catch Basins Any maintenance of catch basins will be performed by the City of Auburn in accordance with their standard maintenance procedures and schedules for catch basins, as the street will be owned by the City of Auburn, and removing sediment from catch basins requires specialized Vactor trucks. The catch basins serve as a back-up standard drainage system design forthe collection of storm water. The catch basins also serve as sedimentation basins, which allow sediment (dirt, debris, etc) to drop out of stormwater, preventing it from flowing further into the system. Catch basins shall be cleaned when sump is 1/3' full of sediment or debris. It is essential that sediment and debris be periodically removed from the catch basin, to prevent the buildup of sediment and debris within the catch basin. Buildup of sediment with the catch basins impedes on the storage capacity of the catch basins and does not allow sediment to properly settle out. Sediment that is allowed to flow into the system of pipes beyond the catch basins will cause clogging of the pipes and gravel storage reservoir course of the pavement and will cause the facility to fail prematurely. Permeable Pavements The subject area of permeable pavement surface includes the porous asphalt portion of 26t" Street NE. Although porous asphalt surfaces look similar to regular asphalt pavement, they have different maintenance and care responsibilities than standard pavements that are important to note. General Maintenance Considerations for Permeable Pavement Facilities The use of any type of sealant on permeable pavements is strictly prohibited, as this would negate the functionality of the permeable pavement. Protect permeable pavement surfaces from stockpiles of landscaping materials (e.g., mulch, soil, compost) being used for adjacent pervious areas, as these will quickly clog the pavement. Erosion and introduction of sediment from surrounding land uses should be strictly controlled after construction by amending exposed soil with compost and mulch, and planting exposed areas as soon as possible. Surrounding landscaped areas should be inspected regularly, be well maintained, and have possible sediment sources controlled immediately. Avoid allowing lawn mowing equipment to discharge debris onto the porous surface. Do not allow landscaping mulch or soils to be temporary piled or stockpiled on porous surface. Sweep and rake leaves as soon as leaves drop, preferably when surface and debris is dry. Remove sediment with dry broom, vacuum system or other equipment. Clean the permeable pavement surfaces to maintain infiltration capacity at least once or twice annually. Permeable pavement surfaces can be cleaned using suction, sweeping with suction or high-pressure wash and suction (sweeping alone is minimally effective). The use of street sweeper equipment that utilizes mechanical brooms should be avoided, if possible, as mechanical brooms can damage the pavement surface, by breaking loose the top surface layer, The, use of Regenerative Air Street Sweeper or Vacuum Street Sweeping equipment is recommended. Hand held pressure washers are effective for cleaning void spaces and appropriate for smaller areas such as permeable sidewalks. Signage or pavement marking can also be used to identify permeable pavement as a stormwater BMP and inform maintenance crews and the general public about protecting the facility's function (e.g., no stockpiling of soils or mulch on pavement surface). Clogging Prevention Since the ability of water to flow through the pavement is essential to its operation, it cannot be allowed to be clogged by dirt, debris, or leaf litter. Therefore, the pavement surfaces will need to be periodically vacuumed (annually or if noticeable accumulation of dirt) by a regenerative vacuum truck or sidewalk vacuum in order to remove sediment that has fallen into the open spaces of the pavement. Permeable pavement surfaces should never be used as a location to wash off vehicles, equipment, etc, as anything washed off will flow into the pavement and clog it. Permeable pavement surfaces should never be a location to wash off anything with grease, oils, or fats (from food preparation, or mechanical oils) as these will clog the pavement. Removal of Mosses and Vegetation Vegetation is often a sign that too much sediment has accumulated. If moss builds up overtime and causes a noticeable reduction to infiltration rates, the following removal techniques can be employed: scrubber washing, weed burner, sweeping, vacuum sweeping, or a combination of these techniques. Weeds should be removed by the use of herbicide then returning within the week to pull the weeds and remove biomass of the mosses. Winter Maintenance Ice and snow build-up on permeable pavement is reduced as the surface becomes free and clear more rapidly compared to conventional pavement. For western Washington, deicing and sand application may be reduced or eliminated for permeable pavement. Vacuum and sweeping frequency will likely be required more often if sand is applied. The use of sand should therefore be restricted on permeable pavement roads during the winter months, to maintain adequate infiltration and to lessen the need for more frequent maintenance. If the use of a snow plow is needed, test small area first and then adjust plow height as needed to minimize scarring of pavement. If possible, use a snow plow with skids or rollers to keep the blade slightly above the pavement surface. Avoid stockpiling plowed snow (i.e., dirty snow) directly on top of permeable pavement. The use of alternative de-icers (e.g., salt, molasses -based and chemical deicers), can be used in place of sand or other abrasives typically used in winter maintenance. They should be used in moderation, as these will have the ability to directly infiltrate into the ground. Utility Cut Patching Utility cuts should be backfilled with the same aggregate base used under the n permeable paving to allow continued conveyance of stormwater through the base, and to prevent migration of fines from the standard base aggregate into the more open graded permeable base material. Ideally, utility cut surfaces will be patched with the same porous material per the original design, however due to high infiltration rates of permeable pavement, and the interconnectivity of the pavement void spaces, small utility cuts in permeable pavements (not to exceed 10% of the total paved area) can be patched with conventional asphalt if small batches of permeable material are not available or are too expensive. This is possible since any given unit - area of permeable pavement has the capacity to infiltrate more stormwater than will fall onto that unit -area. Small impervious patched areas will therefore simply sheet flow onto adjacent permeable areas and infiltrate. Person of Responsibility: Facilities Manager Valley Cities Counseling and Consultation, Inc. 2704 1 Street NE, Auburn, WA 98002 Facilities Manager Office Valley Cities Landing 2516 1 Street, Auburn, WA 98002 Design Engineer: Civil Engineer (Designer of project Stormwater Facilities) Tim Gabelein P.E. Davido Consulting Group, Inc 15029 Bothell Way NE Lake Forest Park, WA 98155 Phone — 206.523.0024 tim@dcgengr.com Plan and/or Information Updates: The City of Auburn Storm Drainage Utility section is to review and approve any changes to this Storm Water Pollution Prevention Plan priorto changes in its implementation. Additionally, any changes in ownership or person of responsibility are to be reported to the City Storm Drainage Utility section. INSPECTION/MAINTENANCE CHECKLIST STRUCTURE Results/ Maintenance Date Inspection All Catch Basins Results Maintenance Done Inspection Conveyance Pipes Results Maintenance Done All permeable Inspection pavement surfaces Results Maintenance Done Maintenance Standards for Drainage Facilities: The following Maintenance Standards for Drainage Facilities are from the City of Auburn Surface Water Management Manual, dated November 2009, No. 24 - Pervious Pavement No. 5 - Catch Basins No. 22 - Compost Amended Soil The facility -specific maintenance standards contained in this section are intended to be conditions for determining if maintenance actions are required as identified through inspection. They are not intended to be measures of the facility's required condition at all times between inspections. In other words, exceeding these conditions at any time between inspections and/or maintenance does not automatically constitute a violation of these standards. However, based upon inspection observations, the inspection and maintenance schedules shall be adjusted to minimize the length of time that a facility is in a condition that requires a maintenance action. NO.24 — PERVIOUS PAVEMENT Maintenance Defect Conditions When Maintenance Is Results Expected Component Needed When Maintenance Is Performed Surface Pervious asphalt Maintenance to prevent clogging with fine Use conventional street or cement sediment. sweepers equipped with concrete vacuums. Prohibit use of sand and sealant application and protect from construction runoff. Major cracks or trip hazards Fill with patching mixes. Large cracks and settlement may require cutting and replacing the pavement section. Utility cuts Any damage or change due to utility cuts must be replaced in kind. Fallen Fallen leaves or debris Remove/dispose leaves/debris Interlocking Interlocking paving block missing or Replace paver block concrete paver damaged. blocks Settlement of surface May require resettling Sediment or debris accumulation Remove/dispose between paver blocks Loss of void material between paver Refill per manufacturer's blocks recommendations. Varied conditions Perform O&M per manufacturer's recommendations. r1, No. 5 - Catch Basins Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed General Trash & Debris Trash or debris which is located immediately in No Trash or debris located front of the catch basin opening or is blocking immediately in front of inletting capacity of the basin by more than catch basin or on grate 10%. opening. Trash or debris (in the basin) that exceeds 60 No trash or debris in the percent of the sump depth as measured from catch basin. the bottom of basin to invert of the lowest pipe into or out of the basin, but in no case less than a minimum of six inches clearance from the debris surface to the invert of the lowest pipe. Trash or debris in any inlet or outlet pipe Inlet and outlet pipes free blocking more than 1/3 of its height. of trash or debris. Dead animals or vegetation that could No dead animals or generate odors that could cause complaints or vegetation present within dangerous gases (e.g., methane). the catch basin. Sediment Sediment (in the basin) that exceeds 60 No sediment in the catch percent of the sump depth as measured from basin. the bottom of basin to invert of the lowest pipe into or out of the basin, but in no case less than a minimum of 6 inches clearance from the sediment surface to the invert of the lowest pipe. Structure Top slab has holes larger than 2 square inches Top slab is free of holes Damage to or cracks wider than 1 /4 inch. and cracks. Frame and/or Top Slab (Intent is to make sure no material is running into basin). Frame not sitting flush on top slab, i.e., Frame is sitting flush on separations of more than 3/4 inch of the frame the riser rings or top slab from the top slab. Frame not securely and firmly attached. attached Fractures or Maintenance person judges that structure is Basin replaced or repaired Cracks in unsound. to design standards. Basin Walls/ Bottom Grout fillet has separated or cracked wider than 1/2 inch and longer than 1 foot at the joint Pipe is regrouted and secure at basin wall. of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. Settlement/ If failure of basin has created a safety, function, Basin replaced or repaired Misalignment or design problem. to design standards. Vegetation Vegetation growing across and blocking more No vegetation blocking than 10% of the basin opening. opening to basin. Vegetation growing in inlet/outlet pipe joints No vegetation or root that is more than six inches tall and less than growth present. six inches apart. LLI No. 5 - Catch Basins Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed Contamination See "Detention Ponds" (No. 1). No pollution present. and Pollution Catch Basin Cover Not in Cover is missing or only partially in place. Any Catch basin cover is Cover Place open catch basin requires maintenance. closed. Locking Mechanism cannot be opened by one Mechanism opens with Mechanism maintenance person with proper tools. Bolts proper tools. Not Working into frame have less than 1/2 inch of thread. Cover Difficult One maintenance person cannot remove lid One maintenance person to Remove after applying normal lifting pressure. can remove cover. (Intent is keep cover from sealing off access to maintenance.) Ladder Ladder Rungs Ladder is unsafe due to missing rungs, not Ladder meets design Unsafe securely attached to basin wall, misalignment, standards and allows rust, cracks, or sharp edges. maintenance person safe access. Metal Grates Grate opening Grate with opening wider than 7/8 inch. Grate opening meets (If Applicable) Unsafe design standards. Trash and Trash and debris that is blocking more than Grate free of trash and Debris 20% of grate surface inletting capacity. debris. Damaged or Grate missing or broken member(s) of the Grate is in place and meets Missing. grate. design standards. NO.22 - COMPOST AMENDED SOIL Maintenance Defect Conditions When Maintenance Is Results Expected Component Needed When Maintenance Is Performed General Facility Soil media Vegetation not fully covering ground Re -mulch landscape Requirements (maintain high surface beds with 2-3 inches of organic soil mulch until the content) vegetation fully closes over the ground surface Preventative maintenance Return leaf fall and shredded woody materials from the landscape to the site as mulch. On turf areas, "grasscycle" ((mulch - mow or leave the clippings) to build turf health. Avoid broadcast use of pesticides (bug and weed killers) like "weed & feed", which damage the soil life. Where fertilization is needed (mainly turf and annual flower beds), use a moderate fertilization program that relies on natural organic fertilizers (like compost) or slow -release synthetic balanced fertilizers. Compaction Soils become waterlogged, do not appear To remediate, aerate to be infiltrating. soil, till or further amend soil. If drainage isstill slow, consider investigating alternative causes (e.g. high wet - season groundwaterlevels, low - permeability soils). Also consider land use and protection from compacting activities. If areas are turf, aerate compacted areas and top dress them with '/4 to '/z inch of compost to renovate them. Erosion/scouring Areas of potential erosion are visible. Take steps to repair or prevent erosion. Indentify and address the causes of erosion. L,r NO.22 - COMPOST AMENDED SOIL Maintenance Defect Conditions When Maintenance Is Results Expected Component Needed When Maintenance Is Performed General Facility Grass/vegetation Less than 75% of planted vegetation is Take appropriate Requirements healthy with a generally good maintenance actions appearance. (e.g. remove/replace plants). Noxious weeds Listed noxious vegetation is present. See By law, loxious weeds Pierce County noxious weed list, must be removed and disposed immediately. Herbicides and pesticides shall not be used in order to protect water quality. Weeds Weeds are present. Remove and dispose of weed material. Herbicides and pesticides shall not be used in order to protect water quality. a �1 Maintenance Standards for Drainage Facilities: Additionally, the following Maintenance Standards and Procedures for Permeable Pavement is provided here from the Western Washington Low Impact Development (LID) Operation and Maintenance (O&M), dated July 8, 2013. Table 8. Maintenance Standards and Procedures for Permeable Pavement. Recommended Frequency a Routine Condition when Maintenance is Needed Action Needed Component Inspection Maintenance (Standards) _ (Procedures) Surface/Wearing Course Permeable A, S Runoff from adjacent pervious areas deposits soil, mulch • Clean deposited soil or other materials from permeable pavement or other adjacent surfacing Pavements, all or sediment on paving . Check if surface elevation of planted area is too high, or slopes towards pavement, and can be regraded (prior to regrading, protect permeable pavement by covering with temporary plastic and secure covering in place) • Mulch and/or plant all exposed soils that may erode to pavement surface Porous asphalt or A or B None (routine maintenance) Clean surface debris from pavement surface using one or a combination of the following methods: pervious concrete • Remove sediment, debris, trash, vegetation, and other debris deposited onto pavement (rakes and leaf blowers can be used for removing leaves) • Vacuum/sweep permeable paving installation using: o Walk -behind vacuum (sidewalks) o High efficiency regenerative air or vacuum sweeper (roadways, parking lots) o ShopVac or brush brooms (small areas) • Hand held pressure washer or power washer with rotating brushes Follow equipment manufacturer guidelines for when equipment is most effective for cleaning permeable pavement. Dry weather is more effective for some equipment. A Surface is clogged: • Review the overall performance of the facility (note that small clogged areas may not reduce overall performance of facility) Ponding on surface or water flows off the permeable • Test the surface infiltration rate using ASTM C1701 as a corrective maintenance indicator. Perform one test per installation, up to 2,500 square feet. Perform pavement surface during a rain event (does not infiltrate) an additional test for each additional 2,500 square feet up to 15,000 square feet total. Above 15,000 square feet, add one test for every 10,000 square feet. • If the results indicate an infiltration rate of 10 inches per hour or less, then perform corrective maintenance to restore permeability. To clean clogged pavement surfaces, use one or combination of the following methods: • Combined pressure wash and vacuum system calibrated to not dislodge wearing course aggregate. • Hand held pressure washer or power washer with rotating brushes • Pure vacuum sweepers Note: If the annual/biannual routine maintenance standard to clean the pavement surface is conducted using equipment from the list above, corrective maintenance may not be needed. A Sediment present at the surface of the pavement • Assess the overall performance of the pavement system during a rain event. If water runs off the pavement and/or there is ponding then see above. • Determine source of sediment loading and evaluate whether or not the source can be reduced/eliminated. If the source cannot be addressed, consider increasing frequency of routine cleaning (e.g., twice per year instead of once per year). Summer Moss growth inhibits infiltration or poses slip safety hazard • Sidewalks: Use a stiff broom to remove moss in the summer when it is dry • Parking lots and roadways: Pressure wash, vacuum sweep, or use a combination of the two for cleaning moss from pavement surface. May require stiff broom or power brush in areas of heavy moss. A Major cracks or trip hazards and concrete spalling and • Fill potholes or small cracks with patching mixes raveling • Large cracks and settlement may require cutting and replacing the pavement section. Replace in -kind where feasible. Replacing porous asphalt with conventional asphalt is acceptable if it is a small percentage of the total facility area and does not impact the overall facility function. Take appropriate precautions during pavement repair and replacement efforts to prevent clogging of adjacent porous materials Frequency: A= Annually; B= Biannually (twice per year); S = Perform inspections after major storm events (24-hour storm event with a 10-year or greater recurrence interval). Inspection should occur during storm event. July 2013 Guidance Document-W. Washington Low Impact Development (LID) Operation and Maintenance (OEtM) R HERRERA 45 Permeable Pavement Equipment The following Permeable Pavement Equipment and Materials List is provided here, as an excerpt from the Western Washington Low Impact Development (LID) Operation and Maintenance (O&M), dated July 8, 2013 Table 9 includes recommendations for equipment and materials commonly used to maintain permeable pavement. Some of the equipment and materials will be used for routine maintenance activities, while other equipment and materials will be necessary for specialized maintenance. Table 9. Permeable Pavement Equipment and Materials List. Equipment to address clogging of wearing course, such as: ❑ Hand held pressure washer or power washer with rotating brushes (not recommended for open -celled aggregate -filled systems) ❑ Walk -behind vacuum (sidewalks) ❑ Pure vacuum sweeper ❑ ShopVac (small areas) ❑ Combined higher pressure wash and vacuum system Equipment to remove sediment, debris, and leaf litter, such as: ❑ High efficiency regenerative air or vacuum sweeper (roadways, parking lots) ❑ Push broom (can also be used to spread and clean aggregate in gravel -filled open -celled grid and permeable paver systems) ❑ Brush broom (course bristled broom) to remove moss ❑ Leaf blower Erosion control equipment (to stabilize adjacent landscaped areas and protect pavement from sediment inputs)* ❑ Erosion control matting ❑ Rocks ❑ Mulch ❑ Plants ❑ Landscaping tools ❑ Tarps (to protect pavement in area of landscaping from clogging, e.g., mulch stockpiles) Pipe/structure inspection and maintenance equipment ❑ Hand tools ❑ Wrench or manhole opener (for opening manhole lids, grates, etc.) ❑ Flashlight ❑ Mirror (for viewing pipes without entering structure) ❑ Garden hose ❑ Plumbing snake ❑ Measuring tape or ruler Items not required for routine maintenance Weed / vegetation removal equipment, such as: ❑ Weeding tools ❑ Weed burner ❑ Edging and trimming equipment to control groundcover and other vegetation from extending onto pavement surface Additional equipment for grass -filled open - celled and systems ❑ Mower or mulch mower ❑ Topdress grass seed ❑ Compost ❑ Replacement grid segments Additional equipment for gravel -filled open- celled_grid systems ❑ Rakes and shovels ❑ Aggregate to replace material after vacuuming or to replenish material in high use areas ❑ Replacement grid segments ❑ Wheelbarrow (for transporting replacement aggregate) Additional equipment for permeable paver ❑ Rakes and shovels ❑ Extra pavers and bedding material ❑ Aggregate to replace materials between pavers after vacuuming ❑ Wheelbarrow (for transporting replacement aggregate) Snow removal equipment, such as: ❑ Plow with skids to prevent damage to permeable pavement ❑ Snowblower July 2013 Guidance Document—W. Washington Low Impact Development (LID) Operation and Maintenance (OEtM) % HERR[-RA 5 -� r� �,� r--� Appendix C Specifications r-) 1 2-06 SUBGRADE PREPARATION 3 4 2-06.3 Construction Requirements 5 This section is supplemented with the following: 6 7 During the period of subgrade exposure, no traffic will be allowed on the pervious section. 8 The subgrade must be suitable, as determined by the Engineer, prior to placement of sand 9 filter or crushed rock. All costs for protecting the subgrade from siltation or over -compaction, 10 including replacing all material that becomes unsuitable while the subgrade is exposed, shall 11 be considered incidental to the Work and shall not be measured for separate payment. 12 While the subgrade is exposed it shall be graded to drain to ensure that water does not 13 pond. 14 15 Preparation and compaction of the subgrade shall be considered as essential to the 16 construction and all costs thereof shall be incidental to the Work. Preparation, compaction, 17 maintenance, and all other work related to subgrade shall not be measured for, payment. 18 The subgrade shall be shaped and maintained to drain at all times during construction, 19 including temporary ditches and modifications to drainage structures necessary to eliminate 20 standing water on the subgrade. 21 22 Add the following new sections: 23 24 2-06.3(3) Subgrade for Porous Pavement 25 26 Subgrade shall be prepared in conformance with the 2012 LID Technical Guidance Manual 27 for Puget Sound. 28 29 Subgrade shall be compacted to 90-92% standard proctor of maximum dry density and shall 30 be firm and unyielding prior to placing pavement section material. Contractor shall protect 31 the subgrade as necessary to maintain preconstruction infiltration rates. A potential 32 procedure to prevent excessive subgrade compaction is as follows: 33 • Excavation to final subgrade elevation shall occur immediately prior to placing 34 pavement section materials and paving. If necessary, Contractor may excavate to 35 an intermediate subgrade elevation established at 12-inches above the final 36 subgrade elevation. Grading to final subgrade elevation shall be completed by 37 machinery operating on the intermediate subgrade level. 38 To prevent excessive compaction of subgrade during pavement section material the 39 following steps should be followed: 40 o Excavate to subgrade elevation using method by which equipment, including 41 trucks, are not operated on the final subgrade elevation. 42 o Scarify subgrade during excavation as stated below. 43 o Compact subgrade to density specified herein or as directed by the Engineer. 44 o Back dump the sand filter material onto the subgrade from the edge of the 45 installation and push the sand out onto the subgrade using low ground 46 pressure equipment. 47 o Trucks then back dump subsequent loads on top of the sand filter material as 48 the installation progresses. 49 o Install geotextile for separation. 50 o Repeat this procedure for installation of the permeable ballast base material. 51 Avoid subgrade preparation during wet conditions. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 Contractor shall phase the work so as to not compromise or overly compact the subgrade. Should it be necessary for machinery or trucks to access the final subgrade in certain areas, Contractor shall protect said areas from over -compaction by placing steel sheets on the areas access to diffuse point loading. Areas determined to be overly compacted, in the sole opinion of the Engineer, shall be tilled by the Contractor to a depth specified by the Engineer and re -compacted. Prior to installation of the sand filter layer, the contractor shall scarify the top 6-inches of subgrade to ensure that subgrade is not sealed, compact the subgrade to 90-92% maximum dry density, and proof -roll or probe by the Engineer to check for areas not in a firm unyielding condition. Loose or disturbed areas identified during proof -rolling shall be over excavated to firm bearing and replaced with Gravel Borrow. The Contractor shall notify the Engineer a minimum of 2 working days prior to scarifying the surface. Contractor shall submit a Subgrade Preparation Plan to the Engineer for review and approval prior to beginning excavation work. The Subgrade Preparation Plan shall include method(s) by which the Contractor plans on treating over -compacted subgrade areas. 2-06.3(4) Subgrade Infiltration Tests Contractor shall conduct infiltration tests immediately following final subgrade preparation to verify that the subgrade is not over -compacted. The test shall be conducted using the Large Ring Infiltrometer Test as outlined in the Low Impact Development Technical Guidance Manual for Puget (December 2012). A minimum of 5 and a maximum of 10 subgrade infiltration tests shall be conducted at the discretion of the Engineer. Engineer shall choose the locations of the infiltration tests. Add the following new section 2-06.4 Measurement Preparing, maintaining, testing, and restoring (as necessary) subgrade shall not be measured for payment. END OF SECTION ice:, 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 2-12 CONSTRUCTION GEOSYNTHETIC 2-12.1 Description This section is supplemented with the following: Work shall also include installation of Geosynthetics to the limits indicated on the Plans, or as directed by the Engineer. 2-12.2 Materials This section is supplemented with the following: The Construction Geotextile for Separation shall be Mirafi RS380i as manufactured by Tencate. The Geomembrane Liner shall be ultraviolet light resistant woven HDPE Polyolefin Fabric with and LDPE Coating, and having a minimum total thickness of 30 mils. See Special Provision 9-33.2(4). 2-12.3 Construction Requirements This section is supplemented with the following: The geotextile shall either be overlapped a minimum of 24-inches at all longitudinal and transverse joints or sewn together. The geomembrane liner shall be jointed / seamed as per the manufacturer's recommendations. 2-12.4 Measurement This section is modified with the following: "Geomembrane Liner" will be measured per square yard, exclusive of overlaps at joints. 2-12.5 Payment This section is modified with the following: "Geomembrane Liner", per square yard. The unit cost for "Geomembrane Liner" will be total compensation for all material, tools, labor, and equipment necessary to procure, weld (as necessary), place, and all other work necessary or incidental to complete installation, in place, as specified on the Plans or as directed by the Engineer. END OF SECTION 1 4-04 BALLAST AND CRUSHED SURFACING 2 3 4 4-04.2 Materials 5 This section is supplemented with the following: 6 7 Permeable Ballast 9-03.9(2)A 8 9 4-04.3(2) Subgrade 10 This section is supplemented with the following: 11 12 See Special Provision Section 2-06 for information regarding subgrade preparation in 13 porous HMA areas. 14 15 4-04.3(5) Shaping and Compaction 16 This section is supplemented with the following: 17 18 Permeable Ballast Base Course shall be compacted with a minimum 10-ton vibratory roller, 19 making two passes in vibratory mode and two passes in static mode, until no visible 20 movement of aggregate is observed. 21 22 4-04.4 Measurement 23 This section is supplemented with the following: 24 25 Permeable Ballast Base Course will be measured by the ton based on certified truck tickets 26 collected by the Contractor and provided to the inspector at the end of each working day. 27 Tickets will be accepted for payment after the end of each working day only when prior 28 arrangements have been made with the inspector. 29 30 4-04.5 Payment 31 This section is supplemented with the following: 32 33 All costs for labor, equipment, and materials required to furnish, place, and compact the 34 crushed surfacing top course for all asphalt concrete approaches and non -paved 35 approaches shall be included in the unit contract price for "Crushed Surfacing Top Course", 36 per ton. 37 38 This section is supplemented with the following: 39 40 "Permeable Ballast Base Course Incl. Haul", per ton. 41 42 The contract Bid prices for "Permeable Ballast Base Course Incl. Haul", including all 43 incidental work, shall be full compensation for all labor, material, tools, and equipment 44 necessary to satisfactorily complete the work as defined in these Special Provisions and the 45 Plans, including procuring, hauling, placing, compacting, grading, and proof rolling. 46 47 END OF SECTION 48 L) 1 4-06 ASPHALT TREATED PERMEABLE BASE 3 4 4-06.1 Description 5 This section is supplemented with the following: 6 7 Work shall also include providing and placing Asphalt Treated Permeable Base (ATPB) on a 8 prepared foundation or base in accordance with these Specifications and in conformity with 9 the lines, grades, thicknesses, and typical cross -sections shown in the Plans or established 10 by the Engineer. All work related to the construction of the ATPB shall be completed in 11 accordance with Section 4-06 of the Standard Specifications, except as modified herein. 12 13 4-06.2 Materials 14 The second paragraph is revised to read: 15 16 The grade of paving asphalt shall be the same as specified for the porous HMA. 17 18 4-06.3(2)A Mix Design 19 This section is supplemented with the following: 20 21 The asphalt binder shall be PG 70-22ER polymer modified and shall be between 3.0% and 22 4.5% of the pavement section by weight. 23 24 Target void space shall be approximately 30% per ASATM D3203. 25 26 See Section 5-04.3(7)A for additional mix design requirements. 27 28 4-06.3(6) Spreading and Finishing 29 This section is supplemented with the following: 30 31 Unless otherwise directed by the Engineer the nominal compacted depth for any layer of 32 asphalt treated base shall not exceed 0.35 foot. 33 34 4-06.4 Measurement 35 This section is supplemented with the following: 36 37 "Asphalt Treated Permeable Base" will be measured per ton. 38 39 The ATPB quantity assumes that the entire surface of the reconstructed parking lot area will 40 be paved with the prescribed pavement section, and that the parking lot medians will be 41 constructed by then saw cutting the newly -installed pavement at the locations shown on the 42 Plans. - 43 44 ATPB placed thicker than the tolerances allowed within the Standard Specifications will not 45 be measured for payment. Areas of the ATPB section which are in excess of 1-inch over 46 that which is specified on the Typical Sections will be measured for payment in place by the 47 square yard and converted to tons using the ATPB depth shown on the Typical Sections 48 and the RICE value provided by the lab. It is the Contractor's responsibility to assure that 49 the aggregate is graded to the proper elevations to avoid exceeding the compacted 50 thickness shown on the Typical Sections. 51 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 No deductions will be made for the weight of asphalt binder, anti -stripping additive, or any other component of the mixture. ATPB shall be measured based on certified truck tickets collected on the day of paving. 4-06.5 Payment This section is supplemented with the following: "Asphalt Treated Permeable Base", per ton. The unit contract price shall be full pay for all labor, equipment, and materials required to complete the ATPB of designated locations of the parking lot, including joints, where required, and removal of temporary base. The unit price shall include but not be limited to surface preparation, haul, compaction, and additives. END OF SECTION END OF DIVISION 4 L:J Page 1, Section 321243 Porous Asphalt Paving SECTION 321243 POROUS HOT MIX ASPHALT PART 1 GENERAL Conditions of the Contract and Division 1 Apply to this Section 1.01 Related Documents a. Development Guidelines for Public Works Standards. 1. Contractor shall obtain a copy of the City of Auburn Development Design Standards and keep on site for reference during the construction of all utilities. b. The WSDOT Standard Specifications for Road, Bridge and Municipal Construction 2014 and the Standard Drawings for Road, Bridge and Municipal Construction 2013, Current Edition, published jointly be Washington State Department of Transportation and the Washington State Chapter of the American Public Works Association. C. The General Conditions shall rule where conflicts exist between the Auburn Standards and/or (WSDOT) Standard Specifications and the General Conditions. The provisions of the Technical Specifications included herewith shall govern where conflicts exist between them and the City of Auburn Design Standards and/or (WSDOT) Standard Specifications. 1. Measurement and payment provisions and safety program submittals included in Standard Specifications (WSDOT) do not apply to this Section. 1.02 Summary a. This Section includes the following: l . Porous asphalt pavement 2. Porous asphalt patching b. Related Sections include the following: 1. Division 31 Section "Earthwork" for aggregate subbase and base course and for aggregate pavement shoulders. 1.03 System Description a. The work shall consist of providing and placing one or more layers of plant -mixed porous hot mix asphalt (PHMA) on a prepared foundation or base in accordance with these Contract Documents to the lines, grades, thicknesses and typical cross -sections shown in the plans or as established by the engineer. The manufacture of PHMA may include porous warm mix asphalt (PWMA) processes in accordance with these specifications. PWMA processes include organic additives, chemical additives, and foaming. PHMA shall be composed of asphalt binder and mineral materials as may be required, mixed in the proportions specified to provide a homogeneous, stable, and workable mixture. b. Work shall also include preparation and protection of subgrade, subbase and leveling course specific to PHMA. PART 2 PRODUCTS Section 5-04.2 is supplemented with the following: The aggregate for PHMA shall conform to the following gradation: 7 Page 2, Section 321243 Porous Asphalt Paving Sieve Size Percent Passing %" square 100 '/j' square 90 - 100 3/8" square 55 - 90 U.S. No. 4 10 - 40 U.S. No. 8 0 - 20 U.S. No. 40 0 - 13 U.S. No. 200 0-5 The aggregate should consist of crushed stone with a percent fracture greater than 90% on two faces on the No. 4 sieve and above, when tested in accordance with the field operating procedures for AASHTO T 33,5. Recycled asphalt pavement shall not be used in PHMA. Mix Designs for PHMA shall be submitted to the Project Engineer on Washington State DOT Form 350-042 with the additional PHMA test data required by this specification provided as a one page supplemental attachment. The anti -stripping requirements for PHMA shall be equivalent to the anti -stripping requirement for same maximum nominal aggregate class of dense graded HMA design from the same aggregate materials source. PART 3 CONSTRUCTION REQUIREMENTS Section 5-04.3 is supplemented with the following: 5-04.3(1) HOT MIX ASPHALT MIXING PLANT This section is supplemented with the following: Plants used for preparation of HMA and PHMA shall conform to the following requirements: Fiber Supply System When fiber stabilizing additives are used for PHMA (if needed to achieve the drain down specification), a separate feed system that meets the following will be required: Accurately proportions by weight the required quantity into the mixture in such a manner that uniform distribution will be obtained. The fibers shall be uniformly distributed prior to the injection of the asphalt binder into the mixture When a continuous or drier -drum type plant is used, the fiber shall be added to the aggregate and uniformly dispersed prior to the injection of asphalt binder. Surge and Storage Systems The storage time for PHMA mixtures not hauled immediately to the project shall be no more than four (4) hours for non -insulated silos or eight (8) hours for insulated silos. Placement temperature specifications shall still be met regardless of silo storage time. LJ Page 3, Section 321243 Porous Asphalt Paving 5-04.3(2) Hauling Equipment The temperature of the mix at the time of discharge from the haul vehicle shall be within the temperature range identified in the approved PHMA 5-04.3(7)A Mix Design Section 5-04.3(7)A is supplemented with the following for Porous HMA: The asphalt binder for PHMA shall be PG 70-22ER polymer modified or higher grade. Binder content shall be between 6.0% and 7.0% by total weight of the mix, and will be the highest percentage that passes both the drain down and void requirements tests at Ndesign = 75 gyrations. The binder content tolerance shall be ±0.3% during production/ placement of the PHMA. The contractor shall adjust the aggregate to meet the maximum drain down test requirements within the ranges provided in section 9-03.8. • Drain down shall be 0.3 %, maximum, according to ASTM D6390-05. • Void ratio shall be 16% to 25% per ASTM D3203 at Ndesign = 75 gyrations. The contractor shall include in the submittal letter from the polymer -modified asphalt supplier the recommended mixing, delivery, and compaction temperatures. The Contractor shall determine anti -strip requirements for PHMA and provide data for anti - stripping. The asphaltic mix shall be tested for its resistance to stripping by water in accordance with ASTM D-3625. If the estimated coating area is not above 95 percent, anti -stripping agents shall be added to the asphalt. Contractor shall be responsible for conducting the anti -stripping evaluation and providing a report to the Engineer. 5-04.3(8)A Acceptance Sampling and Testing — HMA Mixture Section 5-04.3(8)A is supplemented with the following: Commercial evaluation will be the basis for acceptance of PHMA. Spreading and Finishing Section 5-04.3(9) is supplemented with the following: Placement temperature of the mixture shall be within the temperature range identified in the approved PHMA submittal. Compaction Section 5-04.3(10)A is supplemented with the following for PHMA: Pneumatic tire rollers shall not be used. The Contractor will develop a roller pattern that will initially consolidate the pavement structure as well as target 15% to 18% final air voids (82% to 85% of maximum theoretical r� Page 4, Section 321243 Porous Asphalt Paving (Rice) density). The Contractor shall monitor compaction during placement of PHMA with a pavement density gage. 5-04.3(21) Porous Asphalt (PHMA) Acceptance Infiltration Test Section 5-04.3(10)A is added: Contractor shall conduct infiltration tests on the finished PHMA per ASTM C 1701 at locations chosen by the Engineer. Newly -placed PHMA should be able to accommodate a minimum infiltration rate of 100 inches/hour. It is anticipated that infiltration tests be completed every 150 linear feet of roadway and conducted in accordance with ASTM C1701. If the measured infiltration rate is less than 100 inches /hour, conduct additional four additional tests as follows in line with the paver direction of travel. Two tests upstream and two tests downstream of the initial test locations shall be taken at distances of 20 feet and 40 feet. Results of the additional tests should be averaged. Conduct additional testing upstream and downstream to identify area to be removed. If the average infiltration rate is, less than required remove and replace at the direction of the Engineer and at no cost to the Owner. PART 3 MEASUREMENT Section 5-04.4 is supplemented with the following: PHMA PG 70-22 ER (or higher) shall be measured by the ton in accordance with Section 1- 09.2, with no deduction being made for the weight of asphalt binder, blending sand, mineral filler, or any other component of the HMA. If the contractor elects to remove and replace mix as allowed in Section 5-04.3(11), the material removed will not be measured. Payment Section 5-04.5 is supplemented with the following: "Porous HMA CL. 1/2" In. PG 70-22ER", per ton The unit Contract price per ton for "Porous HMA CL. 1/2 In. PG 70-22ER" shall be full compensation for all costs, including anti -stripping additive, incurred to carry out requirements of Section 5-04 except for those costs included in other items which are included in this subsection and which are included in the proposal. END SECTION 321243 f7 Lj Lj Porous Asphalt Pavement Design Data Summary HMA Mix Design Data HMA Properties Prii ary Asphalt Binder Percent Binder (Pb), by total mix wt 6.0% 6.2% 6.4%% % VA Gmm RICE Gmb Draindown %, ASTM D6390-05 at anticipated production Temp. 305 F Draindown %, ASTM D6390-05 15 °C above anticipated production Temp. 320 F Contractor Mix Desian Proposal HMA Properties Primary Asphalt Binder Target "" Requirements Percent Binder (Pb), by total mix wt 6.0% min. but as great as draindown will allow % VA 16.0 min. Gmm (RICE) Gmb Draindown %, ASTM D6390-05 at anticipated production Temp. 305 F 0.3.% max. Draindown %, ASTM D6390-05 15 °C above anticipated production Temp. 320 F 0.3.% max. Remarks: j Signature Laboratory Manager Title Date Porous Asphalt Supplemental Information 7 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 9-03 AGGREGATES 9-03.1(1) General Requirements The seventh paragraph is deleted 9-03.6 Aggregates for Asphalt Treated Base (ATB) 9-03.6(2) Grading This section is supplemented with the following: Acceptable aggregates for asphalt treated permeable base are as follows: Sieve Size Percent Passing #57 Stone Percent Passing #78 Stone Percent Passing ATPB 11/2 inches 100 1 inch 95 —100 100 3/4 inch - 100 85 — 95 1/2 inch 25 — 60 90 - 100 35 — 68 3/8 inch - 40 - 80 #4 0 — 10 0 - 20 2-10 #8 0-5 0-8 0-5 #16 0-5 0-2 The aggregate should consist of crushed stone with a percent fracture greater than 75%. 9-03.8 Aggregates for Hot Mix Asphalt Add the following new section: 9-03.8(2)A Porous HMA Test Requirements The Mix design shall produce a porous HMA mixture when combined within the limits set forth in Section 9-03.8(6) for porous HMA and mixed in the laboratory with the designated grade of asphalt binder, using a Superpave gyratory compactor in accordance with WSDOT FOP for AASHTO T 312, and at 75 gyrations will meet the following properties: • Asphalt Binder Content: Between 6.0% and 6.5% by weight of total (dry aggregate) mix. • Drain Down: 0.3 %, maximum, according to ASTM D6390-05. • Anti -stripping Evaluation: Pass • Total Void Space: 16% to 25% per ASATM D3203. ri Im 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 9-03.8(3) Grading Add the following new section: 9-03.8(3)C Gradation — Porous HMA The Contractor may furnish aggregates for use on the same contract from multiple stockpiles. The gradation of the aggregates shall be such that the completed mixture complies in all respects with the pertinent requirements of Section 9-03.8(6)A Porous HMA Proportions of Materials. Acceptance of the aggregate gradation shall be based on samples taken from the final mix. 9-03.8(4) Blending Sand Add the following new section: 9-03.8(4)A Blending Sand — Porous HMA In the production of aggregate for asphalt concrete, there is often a deficiency of material passing the U.S. No. 40. When this occurs, blending sand in an amount specified by the Engineer may be used to make up this deficiency, provided that a satisfactory final mix is produced, including fracture requirements. Blending sand shall be clean, hard, sound material, either naturally occurring sand or crusher fines, and must be material which will readily accept an asphalt coating. The exact grading requirements for the blending sand shall be such that, when it is mixed with an aggregate, the combined product shall meet the requirements of this Special Provision. Blending sand shall meet the following quality requirement: Sand Equivalent 27 Minimum 9-03.8(6) HMA Proportions of Materials Add the following new section: 9-03.8(6)A Porous HMA Proportions of Materials The materials of which asphalt concrete is composed shall be of such sizes, gradings, and quantities that, when proportioned and mixed together, they will produce a well graded mixture within the requirements listed in the table which follows. The percentages of aggregate refer to completed dry mix, and include mineral filler when used. Aggregate Gradation Control Points Sieve Sizes Percent Passing 3/4" square 1100 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 1/2" square 90-100 3/8" square 70-90 U.S. No. 4 20-40 U.S. No. 8 10-20 U.S. No. 40 7-13 U.S. No. 200 0-3 9-03.9(2) Permeable Ballast Add the following new section: 9-03.9(2)APermeable Ballast — Porous HMA Permeable Ballast Base Course shall meet the grading and quality requirements of the American Association of State Highway and Transportation Officials (AASHTO) No. 3. This material shall consist of clean, uniformly graded, and crushed with minimum voids of 40% as determined by ASTM C29. The grading and quality requirements are; Sieve Size Percent Passing 2-1/2 inch 100 2 inch 90-100 1 1/2 inch 35-70 1 inch 0-15 1/2 inch 0-5 % Fracture 99 All percentages are by weight. Appendix D Example Tacoma Project Pavement Design r-� L J Li AASHTO 93 FLEXIBLE PAVEMENT DESIGN Project Information Project: Asotin Ct and Wapato Dr Notes: Pervious Asphalt pavement is similar to Asphalt treated base therefore use an asphalt treated base structural coefficient. Assume AASHTO #57 has a structural number coefficient of 0.12 and the sand filter has a structural number coefficient of 0.08 Owner: City of Tacoma Job Number: 0570-127-00 Analysis by: CAJ Date/Time: 3/28/2012 Run Designation: S. Asotin and Wapato 20-yr 11 Traffic Loading Pavement Input Variable Value LEF Variable Value Reference Design Life (years) 20 Standard Deviations (So) 0.45 1.62, III-53 Growth Rate 0.025 Reliability (R) 85 II-9 Growth Factor 25.54 Standard Normal Deviate (Zr) -1.037 1-62 Cars and pickups 1900 0.0008 Po 4.2 II-10 Trucks 100 0.0915 Pt 2.3 II-10 3+axle SU 0 0 PSI 1.9 II-10 3 axle TST 0 0 California Bearing Ratio (CBR) 10 4 axle TST 0 0 Subgrade Resilient Modulus (Mr) 11153 WSDOT 5+ axle TST 0 0 Drainage Coefficient (mBase) 0.80 II-26 Buses, trucks w/trailers 0 0 Drainage Cool. (mSubbase) 0.80 II-26 Twin trailers 0 0 Layer Cool. (aAC) 0.34 II-19 Total ESALs 994831 Layer Coef. (Choker) 0.12 II-20 Estimated Structural Number 2.82 Layer Coal. (Coarse Agg.) 0.10 11-20 Allowable ESALs 994831 Layer Cool. (Sand Bed) 0.08 II-20 Reservoir Thickness Individual Minimum Thickness Porosity Thickness Asphalt Concrete Pavement Coarse Aggregate Porosity 0.45 4 Inches Base Resilient Modulus (Mrl) (psl) 47000 Minimum Thickness Sand Bed Porosity 0.3 6 Inches Structural Number 1 1.62 Reservoir Thickness 1 3.6 Inches Allowable ESALs 994831 4.8 Inches Required Thickness 1 3.6 Inches I Choker Coarse Subbase Resilient Modulus (W) (psl) 11153 Minimum Structural Number 2.80 Thickness Allowable ESALs 947008 7.9 Inches Coarse Aggregate Minimum Thickness 4.7 Inches Asphalt Concrete Structural Number 2.04 Choker Coarse Structural Number 0.24 Coarse Aggregate Structural Number 0.40 Sand Bed Structural Number 0.48 Total Structural Numberl 3.16 of WAS//i:\�t�i Design Section Asphalt Concrete Pavement 6 Inches AASHTO #57 Gravel 2 Inches Permeable Ballast Gravel 4 Inches Sand Filter 6 Inches 20-year Design Permeable Asphalt Concrete Design Calculations Asotin Court, Wapato Lake Drive Pavement Desi Tacoma, ;Washin ton GEOENGINEERS /// I Figure C-1 r� Appendix E Example Tacoma Project Details r--� r-) Lj CEMENT TRAFFIC CURB USED CEMENT TRAFFIC CURB USED FOR OUTER BOUNDARY ONLY 9 FOR OUTER BOUNDARY ONLY 9 SEE SHEETS 8 & 11 FOR LOCATION SEE SHEETS 9 & 11 FOR LOCATION 1 it l �, �p'A 2' 1 3' 2 3' 2 ......:::::::.:ray:.::: v:::::e:::.-::::::Ar.:. ...... .. .... ........ MAIN DRIVE AISLE POROUS PAVEMENT SECTION . FIRE -LANE SECTION NTS PARKING AISLES AND AUXLIARY DRIVE LANES POROUS PAVEMENT SECTION. PER SECTION B. THE Sf PARKING AISLES AND AU)UUARY DRIVE LANES POROUS PAVEMENT SECTION B AUXIUARY SECTION NTS IVE AISLE POROUS PAVEMENT PER SECTION A, THIS SHEET MATERIAL CODE ® NATERLcs DESCRIPIKTN POROUS HNA CL 1/Y PG JO ER 2 ASPHALT TREATED PBTA1EABtE BASE 3 PERHEABIE BALLlSf BASE COARSE FLIER S4 0 1HOCR0N CEOTETTLLE fIIt SEPARATON 6 PM—S CONE SIOEWAD( PER �ECIBCARON SECRON 3-03 —U) —ACING TOP C BSE 6 EXID NG SIBHNDE SEE SPMRCATON 6ECiWN 2-06.3(3) FOR 9JBCRADE REWIRwwTS 9 CEMENT DON= TRAMC afm PER aTY GF TIC— SN DETNLS S 03 1G —ER—HMA 11 MUSHED S116AONG BASE —R6E 12 cwwT cw�TE mAmc arm x arrtLx PLR att —A sro ocruL v-03. 13 P—S PORiLAND C ENT CONCRETE PER SPECIMC TN SECTION 5-03 TRANSITION FROM AUXILIARY SECTION TO FIRE LANE SECTION C PERVIOUS CONCRETE ROADWAY SECTI� NTS NTS J 12 EXISTING PAVEMENT MATCH SIDEWALK TO BACK OF CURB HEIGHT APPROXIMATE 4.0' EXISIINC�GROUND 6 e I)IIII G C - TUTTERIAM - - - -1 / CURB & CURB FULL -DEPTH SAWCUT N TYPICAL PERVIOUS SIDEWALK SECTION E TYPICAL SECTION MER ST ENTRANCE SOUTH EDGE SECTION NTS NTS r CALL 2 DAYS BEFORE YOU DIG BID z9meArx ffi3demAe 1-800-424-5555 DOCUMENT •^ T��p" Palm= gzjwoa ' booma zo�a ems a iA x P �x ,, ti A Y of VIC ES ENVIRONMENTAL SERVICES DEPARTMENT ES 13-0323F �swL NIN CHENEYSTADIUMLIDRETROFIT 25D2 S TYLER ST. TACOMA WASHINGTON TYPICAL SECTIONS ENV-03020-06 " �M '�1e1E'' P e x ze as NORTHING/EASTING REFERENCE POINT SHOWN ON PLANS, TYR SAWCUT LINE WHERE SHOWN ON PLANS. TYR 1' NORTHING/EASTING REFERENCE POINT SHOWN ON PLANS. TYP 2" BARK MULCH MIN TOPSOIL TYPE A m EXTRUDED CURB TYPE 6 PER WSDOT STD PLAN F-10.42-00 MEDIAN TYPE A DETAIL NTS r 2" BARK MULCH r 8" MIN TOPSOIL TYPE A EXISTING EXTRUDED CURB WHERE SHOWN ON PLANS STANDARD ASPHALT PIPE ZONE 12' THICK BENTONITE, OR BEDDING _ _ OTHER MATERIAL AS APPROVED eI < Ia BY THE ENGINEER al. I _ dal 1 UTILITY PIPE < T12" MIN BEYOND PIPE BEDDING MATERIAL (ALL EDGES) TRENCH DAM DETAIL NTS ° 30 MIL THICK POROUS ASPHALT SECTION ON SHEET 7 GEOTEXTILE 6' MIN GEOMBABRANE LINER FOR SEPARATION LINER WITHOUT PIPE II E=1 �E= EXTRUOEO CURB TYPE 6 a PER WSDOT STD PLAN F-10.42-00 N� II �AEII IXISTING PAVEMENT SECTION OR PROPOSED PAVEMENT SECTION, TYP 3:7 3;1 POfE0l15 ASPtALT^ ;; STANDARD ASPHALT GEOTE%TILE SUBGP,ADE FOR SEPARATION BEGIN TRANSITION SUBGRADE CONTINUATION SUBGRAOE MATCHES SUBGRADE BREAK LINE PAVEMENT GRADE MEDIAN TYPE B DETAILS NTS 3o MIL THICK GEOTE%TILE GEOMEMBRANE LINER FOR SEPARATION SUBGRADE BREAK LINE DETAIL % NTS CEMENT CONCRETE TRAFFIC CURB, TYR PIPE ZONE BEDDING PER---' --'- ' EXTEND LINER TO BOTTOM COT STANDARD PLAN SU_16 OF PIPE ZONE BEDDING WHEN OR PER PERF PIPE 10" UNER PARALLELS A STORM TYPICAL SECTION. SHEET 33 PIPE DRAIN PIPE �DRFlAW LINER ALONG PIPE 1,17' DSD' 0.50' MTYPIN .IN NOTE 1. CONTRACTOR TO INSTALL GEOMEMBRANE LINER AT TIE—IN OF PROPOSED POROUS ASPHALT PARKING LOT AND EXISTING TYLER ST ENTRANCE ASPHALT g �� — O GEOMEMBRANE LINER DETAIL NTS 1.50' EXISTING OR PROPOSED MIN PLANTER, TYR QUARRY SPALLS NOTE 12" DEPTH MINIMUM SCUPPERS IN CURB AT LOCATIONS DICTATED BY GRADING PLAN, SHEETS 8 & 11 OVERFLOW DETAIL NTS CALL 2DAYS BEFORE YOU DIG 1-800-424-5555 BID� �'M^^`°^k'°91^'� DOCUMENT See°°•PART T�"'W^°°� (SE11ffi1&0 µcgmar� i'z,> w®3o�3xrs UK, _W x , e ti CITY CM OF TAOA ENVIRONMENTAL SERVICES DEPARTMENT ES 13-0323F �3W�I ,, CHENEY STADIUM LID RETROFIT 2502 S TYLER ST. TACOMA WASHINGTON TYPICAL DETAILS ENV-03020-06 c e�e+cxa „. 31 36 ROW ROW ASOTIN STREET 51 CROSS SECTION DETAIL F71 NEW CEMENT CONC. TRAFFIC CURB NOTE GFVERALDRArNAGE PLAN PERMEABLE PAVEMENT STANDARD SIGN MONrrOMNG POKr DETAIL CITY OF TACOMA ENVIRONMENTAL SERVICES DEPARTMENT F From STA 20+00 to End Plan & Profile r^, rl Lj Appendix F WWHM2012 Modeling Results �1 L-, WWHM2012 PROJECT REPORT 26th St NE Aggregate Storage Modeling for Stormwater Infiltration General Model Information Project Name: Porous Pavement 2 Site Name: Phoenix Rising - 26th St NE Site Address: City: Auburn Report Date: 5/12/2015 Gage: Seatac Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.00 Version: 2015/01/08 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year Porous Pavement 2 5/12/2015 2:37:55 PM Page 2 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres Pervious Total 0 Impervious Land Use Acres ROADS FLAT 0.246 Impervious Total 0.246 Basin Total 0.246 Element Flows To: Surface Interflow Groundwater Porous Pavement 2 5/12/2015 2:37:55 PM Page 3 Mitigated Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres Pervious Total 0 Impervious Land Use Acres ROADS FLAT 0.246 Impervious Total 0.246 Basin Total 0.246 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 1 Gravel Trench Bed 1 Porous Pavement 2 5/12/2015 2:37:55 PM Page 4 Mitigated Routing Gravel Trench Bed 1 Bottom Length: Bottom Width: Trench bottom slope 1: Trench Left side slope 0: Trench right side slope 2: Material thickness of first layer: Pour Space of material for first layer: Material thickness of second layer: Pour Space of material for second layer Material thickness of third layer: Pour Space of material for third layer: Infiltration On Infiltration rate: Infiltration safety factor: Total Volume Infiltrated (ac-ft): Total Volume Through Riser (ac-ft): Total Volume Through Facility (ac-ft): Percent Infiltrated: Total Precip Applied to Facility: Total Evap From Facility: Discharge Structure Riser Height: 0.0833 ft. Riser Diameter: 100 in. Element Flows To: Outlet 1 Outlet 2 103.50 ft. 103.50 ft. 0.01 To 1 0 To 1 0 To 1 0.0833 0.4 0 0 0 0 12.5 0.192 38.42 0 38.42 100 0 0 Gravel Trench Bed Hydraulic Table Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs) 0.0000 0.245 0.000 0.000 0.000 0.0120 0.245 0.001 0.000 0.595 0.0241 0.245 0.002 0.000 0.595 0.0361 0.245 0.003 0.000 0.595 0.0481 0.245 0.004 0.000 0.595 0.0602 0.245 0.005 0.000 0.595 0.0722 0.245 0.007 0.000 0.595 0.0843 0.245 0.010 0.002 0.595 0.0963 0.245 0.013 0.120 0.595 0.1083 0.245 0.016 0.321 0.595 0.1204 0.245 0.018 0.579 0.595 0.1324 0.245 0.021 0.883 0.595 0.1444 0.245 0.024 1.226 0.595 0.1565 0.245 0.027 1.606 0.595 0.1685 0.245 0.030 2.018 0.595 0.1806 0.245 0.033 2.461 0.595 0.1926 0.245 0.036 2.932 0.595 0.2046 0.245 0.039 3.429 0.595 0.2167 0.245 0.042 3.952 0.595 0.2287 0.245 0.045 4.499 0.595 0.2407 0.245 0.048 5.069 0.595 0.2528 0.245 0.051 5.662 0.595 0.2648 0.245 0.054 6.275 0.595 0.2768 0.245 0.057 6.910 0.595 Porous Pavement 2 5/12/2015 2:37:55 PM Page 6 w 0.2889 0.245 0.060 7.564 0.595 0.3009 0.245 0.063 8.238 0.595 r 0.3130 0.245 0.066 8.931 0.595 0.3250 0.245 0.069 9.643 0.595 0.3370 0.245 0.072 10.37 0.595 0.3491 0.245 0.075 11.11 0.595 0.3611 0.245 0.078 11.88 0.595 0.3731 0.245 0.081 12.66 0.595 0.3852 0.245 0.084 13.46 0.595 0.3972 0.245 0.087 14.27 0.595 0.4092 0.245 0.090 15.10 0.595 0.4213 0.245 0.092 15.94 0.595 0.4333 0.245 0.095 16.80 0.595 0.4454 0.245 0.098 17.68 0.595 - 0.4574 0.245 0.101 18.57 0.595 0.4694 0.245 0.104 19.47 0.595 0.4815 0.245 0.107 20.39 0.595 0.4935 0.245 0.110 21.32 0.595 0.5055 0.245 0.113 22.26 0.595 ram, 0.5176 0.245 0.116 23.22 0.595 0.5296 0.245 0.119 24.19 ' 0.595 ` - 0.5417 0.245 0.122 25.18 0.595 0.5537 0.245 0.125 26.18 0.595 ' 0.5657 0.245 0.128 27.19 0.595 0.5778 0.245 0.131 28.21 0.595 0.5898 0.245 0.134 29.25 0.595 0.6018 0.245 0.137 30.30 0.595 0.6139 0.245 0.140 31.36 0.595 0.6259 0.245 0.143 32.43 0.595 r , 0.6379 0.245 0.146 33.52 0.595 0.6500 0.246 0.149 34.62 0.595 0.6620 0.246 0.152 35.73 0.595 0.6741 0.246 0.155 36.85 0.595 r 0.6861 0.246 0.158 37.98 0.595 0.6981 0.246 0.161 39.12 0.595 0.7102 0.246 0.164 40.28 0.595 0.7222 0.246 0.167 41.44 0.595 j 0.7342 0.246 0.169 42.62 0.595 0.7463 0.246 0.172 43.81 0.595 0.7583 0.246 0.175 45.00 0.595 0.7703 0.246 0.178 46.21 0.595 -' 0.7824 0.246 0.181 47.43 0.595 0.7944 0.246 0.184 48.66 0.595 0.8065 0.246 0.187 49.90 0.595 1L 0.8185 0.246 0.190 51.16 0.595 0.8305 0.246 0.193 52.42 0.595 0.8426 0.246 0.196 53.69 0.595 0.8546 0.246 0.199 54.97 0.595 0.8666 0.246 0.202 56.26 0.595 0.8787 0.246 0.205 57.56 0.595 0.8907 0.246 0.208 58.88 0.595 0.9028 0.246 0.211 60.20 0.595 0.9148 0.246 0.214 61.53 0.595 0.9268 0.246 0.217 62.87 0.595 0.9389 0.246 0.220 64.22 0.595 0.9509 0.246 0.223 65.58 0.595 0.9629 0.246 0.226 66.95 0.595 0.9750 0.246 0.229 68.33 0.595 Porous Pavement 2 5/12/2015 2:37:55 PM Page 7 0.9870 0.246 0.232 69.72 0.595 0.9990 0.246 0.235 71.12 0.595 1.0111 0.246 0.238 72.52 0.595 1.0231 0.246 0.241 73.94 0.595 1.0352 0.246 0.243 75.36 0.595 1.0472 0.246 0.246 76.80 0.595 1.0592 0.246 0.249 78.24 0.595 1.0713 0.246 0.252 79.69 0.595 Porous Pavement 2 5/12/2015 2:37:55 PM Page 8 Analysis Results POC 1 1 ° Cumulative ProbabilAy I t LL aot oat 1 05 1 2 5 10 20 30 50 70 00 90 95 98 999950 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 0 Total Impervious Area: 0.246 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0 Total Impervious Area: 0.246 Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.100567 5 year 0.127414 10 year 0.145697 25 year 0.169457 50 year 0.187671 100 year 0.206351 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.130 0.000 1950 0.138 0.000 1951 0.079 0.000 1952 0.068 0.000 1953 0.078 0.000 1954 0.081 0.000 1955 0.096 0.000 1956 0.087 0.000 1957 0.100 0.000 1958 0.084 0.000 Porous Pavement 2 5/12/2015 2:37:55 PM Page 9 1959 0.089 0.000 1960 0.085 0.000 1961 0.083 0.000 1962 0.075 0.000 1963 0.087 0.000 1964 0.087 0.000 1965 0.102 0.000 1966 0.070 0.000 1967 0.121 0.000 1968 0.148 0.000 1969 0.094 0.000 1970 0.094 0.000 1971 0.112 0.000 1972 0.110 0.000 1973 0.072 0.000 1974 0.106 0.000 1975 0.115 0.000 1976 0.081 0.000 1977 0.085 0.000 1978 0.116 0.000 1979 0.148 0.000 1980 0.138 0.000 1981 0.101 0.000 1982 0.144 0.000 1983 0.118 0.000 1984 0.072 0.000 1985 0.099 0.000 1986 0.088 0.000 1987 0.137 0.000 1988 0.083 0.000 1989 0.120 0.000 1990 0.171 0.000 1991 0.142 0.000 1992 0.073 0.000 1993 0.074 0.000 1994 0.075 0.000 1995 0.091 0.000 1996 0.105 0.000 1997 0.093 0.000 1998 0.097 0.000 1999 0.202 0.000 2000 0.097 0.000 2001 0.113 0.000 2002 0.120 0.000 2003 0.109 0.000 2004 0.191 0.000 2005 0.081 0.000 2006 0.074 0.000 2007 0.179 0.000 2008 0.136 0.000 2009 0.136 0.000 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.2021 0.0000 2 0.1911 0.0000 3 0.1795 0.0000 Porous Pavement 2 5/12/2015 2:38:11 PM Page 10 4 0.1708 0.0000 5 0.1479 0.0000 r 6 0.1477 0.0000 7 0.1437 0.0000 8 0.1424 0.0000 9 0.1383 0.0000' 10 0.1376 0.0000 11 0.1366 0.0000 12 0.1359 0.0000 13 0.1358 0.0000 14 0.1300 0.0000 15 0.1205 0.0000 16 0.1203 0.0000 17 0.1202 0.0000 18 0.1181 0.0000 19 0.1155 0.0000 20 0.1154 0.0000 21 0.1135 0.0000 22 0.1125 0.0000 ; 7 23 0.1099 0.0000 24 0.1089 0.0000 25 0.1058 0.0000 r , 26 0.1049 0.0000 27 0.1024 0.0000 28 0.1013 0.0000 29 0.0996 0.0000 30 0.0991 0.0000 _ 31 0.0970 0.0000 32 0.0969 0.0000 33 0.0962 0.0000 34 0.0938 0.0000 `l 35 0.0935 0.0000 36 0.0929 0.0000 37 0.0915 0.0000 38 0.0893 0.0000 39 0.0877 0.0000 40 0.0873 0.0000 L 41 0.0872 0.0000 42 0.0866 0.0000 43 0.0853 0.0000 44 0.0852 0.0000 Li 45 0.0836 0.0000 46 0.0832 0.0000 47 0.0830 0.0000 48 0.0814 0.0000 49 0.0813 0.0000 50 0.0807 0.0000 Li 51 0.0790 0.0000 52 0.0783 0.0000 53 0.0754 0.0000 54 0.0752 0.0000 55 0.0739 0.0000 56 0.0738 0.0000 57 0.0725 0.0000 58 0.0723 0.0000 59 0.0723 0.0000 60 0.0696 0.0000 61 0.0677 0.0000 Porous Pavement 2 5/12/2015 2:38:11 PM Page 11 �.r Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0503 1588 0 0 Pass 0.0517 1434 0 0 Pass 0.0531 1301 0 0 Pass 0.0544 1183 0 0 Pass 0.0558 1086 0 0 Pass 0.0572 981 0 0 Pass 0.0586 898 0 0 Pass 0.0600 830 0 0 Pass 0.0614 757 0 0 Pass 0.0628 683 0 0 Pass 0.0642 637 0 0 Pass 0.0655 575 0 0 Pass 0.0669 526 0 0 Pass 0.0683 483 0 0 Pass 0.0697 449 0 0 Pass 0.0711 424 0 0 Pass 0.0725 399 0 0 Pass 0.0739 371 0 0 Pass 0.0753 344 0 0 Pass 0.0767 317 0 0 Pass 0.0780 292 0 0 Pass 0.0794 273 0 0 Pass 0.0808 257 0 0 Pass 0.0822 234 0 0 Pass 0.0836 220 0 0 Pass 0.0850 206 0 0 Pass 0.0864 198 0 0 Pass 0.0878 183 0 0 Pass 0.0891 177 0 0 Pass 0.0905 167 0 0 Pass 0.0919 155 0 0 Pass 0.0933 145 0 0 Pass 0.0947 135 0 0 Pass 0.0961 127 0 0 Pass 0.0975 116 0 0 Pass 0.0989 110 0 0 Pass 0.1002 104 0 0 Pass 0.1016 99 0 0 Pass 0.1030 92 0 0 Pass 0.1044 87 0 0 Pass 0.1058 83 0 0 Pass 0.1072 77 0 0 Pass 0.1086 75 0 0 Pass 0.1100 72 0 0 Pass 0.1113 64 0 0 Pass 0.1127 61 0 0 Pass 0.1141 57 0 0 Pass 0.1155 53 0 0 Pass 0.1169 50 0 0 Pass 0.1183 46 0 0 Pass 0.1197 44 0 0 Pass 0.1211 41 0 0 Pass 0.1224 39 0 0 Pass Porous Pavement 2 5/12/2015 2:38:11 PM Page 13 0.1238 37 0 0 Pass 0.1252 34 0 0 Pass 0.1266 32 0 0 Pass 0.1280 29 0 0 Pass 0.1294 28 0 0 Pass 0.1308 26 0 0 Pass 0.1322 25 0 0 Pass 0.1335 23 0 0 Pass 0.1349 22 0 0 Pass 0.1363 19 0 0 Pass 0.1377 17 0 0 Pass 0.1391 16 0 0 Pass 0.1405 16 0 0 Pass 0.1419 15 0 0 Pass 0.1433 14 0 0 Pass 0.1447 12 0 0 Pass 0.1460 11 0 0 Pass 0.1474 11 0 0 Pass 0.1488 8 0 0 Pass 0.1502 8 0 0 Pass 0.1516 8 0 0 Pass 0.1530 8 0 0 Pass 0.1544 8 0 0 Pass 0.1558 7 0 0 Pass 0.1571 7 0 0 Pass 0.1585 7 0 0 Pass 0.1599 7 0 0 Pass 0.1613 7 0 0 Pass 0.1627 6 0 0 Pass 0.1641 6 0 0 Pass 0.1655 5 0 0 Pass 0.1669 5 0 0 Pass 0.1682 5 0 0 Pass 0.1696 4 0 0 Pass 0.1710 3 0 0 Pass 0.1724 3 0 0 Pass 0.1738 3 0 0 Pass 0.1752 3 0 0 Pass 0.1766 3 0 0 Pass 0.1780 3 0 0 Pass 0.1793 3 0 0 Pass 0.1807 2 0 0 Pass 0.1821 2 0 0 Pass 0.1835 2 0 0 Pass 0.1849 2 0 0 Pass 0.1863 2 0 0 Pass 0.1877 2 0 0 Pass LJ Porous Pavement 2 5/12/2015 2:38:11 PM Page 14 LI Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Porous Pavement 2 5/12/2015 2:38:11 PM Page 15 LID Report LID Technique Used for Total Volume Volume Infiltration Cumulative Percent Water Quality Percent Water Comment Treatment 7 Needs Through Volume Volume Volume Quality Treatment Facility (ac-ft) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Gravel Trench Bed 1 POC ❑ 35.19 ❑ 99.36 Total Volume Infiltrated 35.19 0.00 0.00 99.36 0.00 0% No Treat Credit Duration Compliance with LID Standard Analysis 8% of 2-yr to 50-yr Result = Passed 7' r- Porous Pavement 2 5/12/2015 2:38:11 PM Page 16 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. Porous Pavement 2 5/12/2015 2:38:32 PM Page 17 Appendix Predeveloped Schematic - Basin 1 Porous Pavement 2 5/12/2015 2:38:32 PM Page 18 Mitigated Schematic Basin 1 I Gravel 'Trench Bed 1 Porous Pavement 2 5/12/2015 2:38:32 PM Page 19 Predeveloped UCI 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 Porous Pavement 2.wdm MESSU 25 PrePorous Pavement 2.MES 27 PrePorous Pavement 2.L61 28 PrePorous Pavement 2.L62 30 POePorous Pavement 21.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 IMPLND 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<---------- Title ----------- >***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Basin 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 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 SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* END PRINT -INFO PWAT-PARMl <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 6 4- w_j k: Porous Pavement 2 5/12/2015 2:38:33 PM Page 20 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** END PWAT-PARM4 PWAT-STATEI <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 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><------- Name ------- > Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 1 ROADS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 END ACTIVITY PRINT -INFO <ILS > ******** Print -flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 0 1 9 END PRINT -INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.02 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 END IWAT-STATEI END IMPLND AGWRC AGWETP GWVS Porous Pavement 2 5/12/2015 2:38:33 PM Page 21 a SCHEMATIC <-Source-> <Name> # Basin 1*** IMPLND 1 ******Routing****** END SCHEMATIC <--Area--> <-factor-> 0.246 <-Target-> <Name> # COPY 501 MBLK *** Tbl# *** 15 NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-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 *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT -INFO HYDR-PARM1 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 * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------ ><-------- ><--------><--------><--------><--------><--------> *** 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 <------><-------- > <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC -ACTIONS END SPEC -ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 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 V Porous Pavement 2 5/12/2015 2:38:33 PM Page 22 L_J END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS -LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS -LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS -LINK 15 END MASS -LINK END RUN Porous Pavement 2 5/12/2015 2:38:33 PM Page 23 Mitigated UCI 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 Porous Pavement 2.wdm MESSU 25 MitPorous Pavement 2.MES 27 MitPorous Pavement 2.L61 28 MitPorous Pavement 2.L62 30 POCPorous Pavement 21.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 IMPLND 1 RCHRES 1 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<---------- Title ----------- >***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Gravel Trench Bed 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 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 SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* END PRINT -INFO PWAT-PARM1 Porous Pavement 2 5/12/2015 2:38:33 PM Page 24 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** END PWAT-PARM4 PWAT-STATEI <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 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><------- Name ------- > Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 1 ROADS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 END ACTIVITY PRINT -INFO <ILS > ******** Print -flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 0 1 9 END PRINT -INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.02 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 -' <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS - 1 0 0 END IWAT-STATEI AGWRC AGWETP GWVS Porous Pavement 2 5/12/2015 2:38:33 PM Page 25 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** r Basin 1*** IMPLND 1 0.246 RCHRES 1 5 ******Routing****** IMPLND 1 0.246 COPY 1 15 RCHRES 1 1 COPY 501 17 END SCHEMATIC C" `1 NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1, <-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 Gravel Trench Be-007 2 1 1 1 28 0 1 `1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** t. 1 1 0 0 0 0 0 0 0 0 0 END ACTIVITY r � PRINT -INFO L J <PLS > ***************** Print -flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 LJ END PRINT -INFO HYDR-PARM1 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 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><-------- ><-------- ><-------- ><-------- ><-------- > 1 1 0.02 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 L-j END HYDR-INIT END RCHRES SPEC -ACTIONS END SPEC -ACTIONS Porous Pavement 2 5/12/2015 2:38:33 PM Page 26 i L FTABLES - FTABLE 1 91 5 Depth Area Volume Outflowl Outflow2 (ft) (acres) (acre-ft) (cfs) (cfs) 0.000000 0.245919 0.000000 0.000000 0.000000 0.012037 0.245920 0.001184 0.000000 0.595125 0.024073 0.245921 0.002368 0.000000 0.595125 0.036110 0.245921 0.003552 0.000000 0.595125 -- 0.048147 0.245922 0.004736 0.000000 0.595125 0.060183 0.245922 0.005920 0.000000 0.595125 0.072220 0.245923 0.007104 0.000000 0.595125 0.084257 0.245923 0.010064 0.002401 0.595125 0.096293 0.245924 0.013024 0.120203 0.595125 0.108330 0.245925 0.015984 0.321384 0.595125 0.120367 0.245925 0.018945 0.579173 0.595125 0.132403 0.245926 0.021905 0.883079 0.595125 0.144440 0.245926 0.024865 1.226934 0.595125 0.156477 0.245927 0.027825 1.606542 0.595125 0.168513 0.245927 0.030785 2.018805 0.595125 0.180550 0.245928 0.033745 2.461317 0.595125 0.192587 0.245929 0.036705 2.932135 0.595125 0.204623 0.245929 0.039666 3.429649 0.595125 0.216660 0.245930 0.042626 3.952497 0.595125 0.228697 0.245930 0.045586 4.499506 0.595125 0.240733 0.245931 0.048546 5.069652 0.595125 0.252770 0.245931 0.051506 5.662033 0.595125 0.264807 0.245932 0.054467 6.275842 0.595125 0.276843 0.245933 0.057427 6.910356 0.595125 0.288880 0.245933 0.060387 7.564921 0.595125 0.300917 0.245934 0.063347 8.238940 0.595125 0.312953 0.245934 0.066307 8.931867 0.595125 0.324990 0.245935 0.069268 9.643199 0.595125 0.337027 0.245935 0.072228 10.37247 0.595125 0.349063 0.245936 0.075188 11.11926 0.595125 0.361100 0.245937 0.078148 11.88315 0.595125 0.373137 0.245937 0.081109 12.66377 0.595125 0.385173 0.245938 0.084069 13.46078 0.595125 0.397210 0.245938 0.087029 14.27384 0.595125 0.409247 0.245939 0.089989 15.10264 0.595125 0.421283 0.245939 0.092950 15.94689 0.595125 0.433320 0.245940 0.095910 16.80631 0.595125 0.445357 0.245941 0.098870 17.68064 0.595125 0.457393 0.245941 0.101831 18.56962 0.595125 0.469430 0.245942 0.104791 19.47303 0.595125 0.481467 0.245942 0.107751 20.39062 0.595125 0.493503 0.245943 0.110712 21.32219 0.595125 0.505540 0.245943 0.113672 22.26754 0.595125 0.517577 0.245944 0.116632 23.22645 0.595125 0.529613 0.245945 0.119593 24.19875 0.595125 0.541650 0.245945 0.122553 25.18425 0.595125 0.553687 0.245946 0.125513 26.18277 0.595125 0.565723 0.245946 0.128474 27.19416 0.595125 0.577760 0.245947 0.131434 28.21824 0.595125 0.589797 0.245947 0.134394 29.25486 0.595125 0.601833 0.245948 0.137355 30.30387 0.595125 0.613870 0.245949 0.140315 31.36513 0.595125 0.625907 0.245949 0.143276 32.43850 0.595125 0.637943 0.245950 0.146236 33.52384 0.595125 0.649980 0.245950 0.149196 34.62103 0.595125 0.662017 0.245951 0.152157 35.72993 0.595125 0.674053 0.245951 0.155117 36.85042 0.595125 0.686090 0.245952 0.158078 37.98238 0.595125 0.698127 0.245953 0.161038 39.12570 0.595125 0.710163 0.245953 0.163999 40.28027 0.595125 0.722200 0.245954 0.166959 41.44598 0.595125 0.734237 0.245954 0.169920 42.62273 0.595125 0.746273 0.245955 0.172880 43.81040 0.595125 - 0.758310 0.245955 0.175841 45.00890 0.595125 0.770347 0.245956 0.178801 46.21814 0.595125 Velocity Travel Time*** (ft/sec) (Minutes)*** Porous Pavement 2 5/12/2015 2:38:33 PM Page 27 0.782383 0.245957 0.181762 47.43802 0.595125 0.794420 0.245957 0.184722 48.66844 0.595125 0.806457 0.245958 0.187683 49.90933 0.595125 0.818493 0.245958 0.190643 51.16058 0.595125 0.830530 0.245959 0.193604 52.42212 0.595125 0.842567 0.245959 0.196564 53.69386 0.595125 0.854603 0.245960 0.199525 54.97572 0.595125 0.866640 0.245961 0.202485 56.26762 0.595125 0.878677 0.245961 0.205446 57.56949 0.595125 0.890713 0.245962 0.208406 58.88125 0.595125 0.902750 0.245962 0.211367 60.20282 0.595125 0.914787 0.245963 0.214327 61.53413 0.595125 0.926823 0.245963 0.217288 62.87511 0.595125 0.938860 0.245964 0.220249 64.22570 0.595125 0.950897 0.245965 0.223209 65.58582 0.595125 0.962933 0.245965 0.226170 66.95540 0.595125 0.974970 0.245966 0.229130 68.33439 0.595125 0.987007 0.245966 0.232091 69.72272 0.595125 0.999043 0.245967 0.235052 71.12033 0.595125 1.011080 0.245967 0.238012 72.52715 0.595125 1.023117 0.245968 0.240973 73.94313 0.595125 1.035153 0.245969 0.243934 75.36821 0.595125 1.047190 0.245969 0.246894 76.80232 0.595125 1.059227 0.245970 0.249855 78.24541 0.595125 1.071263 0.245970 0.252815 79.69744 0.595125 1.083300 0.245971 0.255776 81.15833 0.595125 END FTABLE 1 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 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 END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** RCHRES 1 HYDR RO 1 1 1 WDM 1004 FLOW ENGL REPL RCHRES 1 HYDR 0 1 1 1 WDM 1005 FLOW ENGL REPL RCHRES 1 HYDR 0 2 1 1 WDM 1006 FLOW ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1007 STAG ENGL REPL COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS -LINK <Volume> <-Grp> <-Member-><--Mult--> <Name> <Name> # #<-factor-> MASS -LINK 5 IMPLND IWATER SURD 0.083333 END MASS -LINK 5 MASS -LINK 15 IMPLND IWATER SURO END MASS -LINK 15 MASS -LINK 17 RCHRES OFLOW OVOL END MASS -LINK 17 END MASS -LINK END RUN <Target> <Name> RCHRES 0.083333 COPY 1 COPY <-Grp> <-Member->*** <Name> # #*** INFLOW IVOL INPUT MEAN INPUT MEAN H Porous Pavement 2 5/12/2015 2:38:33 PM Page 28 Lj 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 Copyright © by: Clear Creek Solutions, Inc. 2005-2015; 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 Porous Pavement 2 5/12/2015 2:38:33 PM Page 31