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HomeMy Public PortalAbout10%20-%20SWDR.final State of California Town of Truckee Department of Transportation North Region/District 03 03-Pla/Nev-89 PM 21.4/21.7, 0.0/0.4 03-231-IC8404 March 2013 STORM WATER DATA REPORT FOR THE PROPOSED PROJECT TO CONSTRUCT A MULTI-USE PATH IN PLACER AND NEVADA COUNTIES IN THE TOWN OF TRUCKEE FROM WEST RIVER STREET TO DEERFIELD DRIVE Y Prepared By: Chiodo &Associates TABLE OF CONTENTS Long Form Storm Water Data Report MANDATORY ATTACHMENTS Vicinity Map Evaluation Documentation Form Construction Site BMP Consideration Form Risk Level Determination Documentation (Including RUSLE2) Treatment BMP Summary Quantities and Costs PROJECT PLAN SHEETS Erosion Control Sheets (EC, ECL and EQ) Water Pollution Control Sheets (WPC and WPCQ) Drainage Plan Sheets (D) Drainage Profile Sheets (DP) Drainage Details (DD and C-9) CHECKLISTS SW-1, Site Data Sources SW-2, Storm Water Quality Issues DPP-1 (Parts 1-5), Design Pollution Prevention BMPs T-1 (Parts 1, 4 and 7), Treatment BMPs CS-1 (Parts 1-6), Construction Site BMPs APPENDIX E Long Form -Storm Water Data Report Dist-County-Route: 03-Pla, Nev-89 Post Mile Limits: 21.4/21.7; 0.0/0.4 Project Type: Local Funded Project ID (or EA): 03-1C0804 Program Identification: 20.10.400.100 Phase: ❑ PID ��J�� ❑ PA/ED PS&E Regional Water Quality Control Board(s): Lahontan Is the Project required to consider Treatment BMPs? Yes ❑ No If yes, can Treatment BMPs be incorporated into the project? Yes ® No ❑ If No, a Technical Data Report must be submitted to the RWQCB at least 30 days prior to the projects RTL date. List RTL Date: 12/2013 Total Disturbed Soil Area: 2.2 acres Risk Level: 2 Estimated: Construction Start Date: 5/2014 Construction Completion Date: 9/2015 Notification of Construction (NOC) Date to be submitted: 11/2013 Erosivity Waiver Yes ❑ Date: No Notification of ADL reuse (if Yes, provide date) Yes ❑ Date: No Separate Dewatering Permit(if yes, permit number) Yes ❑ Permit# No This Report has been prepared under the direction of the following Licensed Person. The Licensed Person attests to the technical information contained herein and the data upon which recommendations, conclusions,and decisions are ,based. Professional Engineer or Landscape Architect stamp required at PS&E. 3/30/2013 [Name], Gregory S. Chiodo, Registered Project Engineer Date 1 have reviewed the stormwater quality design issues and find this report to he complete, current and accurate: �VESS/f1N ►�cc`��OU4 S ..C,'q!�y Sukhwinder Bajwa, Project Manager Date LU C-62864 m Brian Toepfer, Designated Maintenance Representative Date ` EXP. 6/30/2014 �Q ..CIVl �@ T. Chris Johnson, Designated Landscape Architect Date (Stamp Required for PS&E only) Wes Faubel, District Design SW Coordinator Date ` Caltrans Storm Water Quality Handbooks Project Planning and Design Guide July 2010 STORM WATER DATA INFORMATION 1. Project Description Located on State Route 89 in and near the Town of Truckee, this project proposes to improve non-motorized access to the highway by constructing a new ADA compliant Multi- Use Path (MUP) along the east side of the highway between West River Street and Deerfield Drive. Significant construction features associated with this project proposal include: Multi-use Path (MUP). The multi-use path is proposed as a 10-foot wide concrete surfaced shared-use facility separated from motor vehicle traffic that supports multiple recreation opportunities, such as walking or bicycling, for all individuals regardless of disability. Pedestrian Underpass (Tunnel). The new underpass (tunnel) is proposed as a 12' wide x 10' high x 110' longjacked box tunnel. Retaining Walls. Three retaining walls totaling 1,194' in length and varying from 4' to 16' in height will be constructed along the east side of the MUP. These walls allow preservation of existing vegetated slopes and keep the project out of the 100 year floodplain. Modify three existing culvert systems and construct storm drain systems. Insert manholes into two existing culverts and connect new storm drains. Replace portions of three existing culverts including flared end sections. Construct Curb and Gutter. Construct approximately 1,900' of Type 132-6 Modified curb along the east side of Route 89. Construct Traction Sand Traps (TSTs) and an Infiltration Basin (IB). Construct a combination traction sand trap/infiltration basin (TST/IB) and CIP type, inlet type TSTs. The total disturbed soil area is estimated at 2.2 acres. This calculation is based on excavation of existing roadway to remove and replace structural section, construction of the MUP and tunnel, and temporary staging and soil storage areas. The existing impervious surface area within the construction limits is estimated at 3.3 acres. This was calculated from the existing asphalt concrete surface area adjacent to the project. The proposed construction of a multi-use path, tunnel, and trail will add 0.62 acres of impervious surface area (all on Caltrans right-of-way), for a total of 3.92 acres after the project is complete. The project is located within the Town of Truckee Urban Municipal Storm Sewer System (MS4) Phase II. 2. Site Data and Storm Water Quality Design Issues This project lies within the Truckee River Hydrologic Unit (635.20), in Placer and Nevada Counties in and near the Town of Truckee. All surface water flow from the project area discharges to Donner Creek, located east of the project. Donner Creek flows into the Truckee River approximately 900 feet east of the project location. Caltrans Storm Water Quality Handbooks Project Planning and Design Guide July 2010 APPENDIX F Long Form -Storm Water Data Report The Caltrans Water Quality Planning Tool does not identify Donner Creek as a 303(d) listed water body. The Truckee River is on the 303(d) listed water bodies (2006 list), with the pollutant of concern being sedimentation/siltation. It has been determined that Donner Creek is not affected by the "Tributary Rule" and the TMDLs that are imposed upon the Truckee River. Beneficial uses identified in the Lahontan Basin Plan for Donner Creek contain SPAWN, COLD and MIGRATORY, requiring the Receiving Water Risk Factor of HIGH. Site Sediment Risk Factor is LOW. KLS is estimated at 0.11, R factor value is 17.77, watershed erosion estimate is 1.9 tons/acre. Project risk level is 2. A 401 certification is not required on this project. There are no Drinking Water Reservoirs and/or Recharge Facilities located within the project limits. Project Design Considerations: Climate: According to Truckee Ranger Station (#049043), the average summer daytime temperature is in the low 80s and the average summer nighttime temperature is in the mid 30s. During the winter months, the Truckee area experiences an average of 200 inches of snowfall per year, and has temperatures ranging from the low teens to the mid 40s. Average annual total precipitation is 30.15 inches. Soil: A Draft Geotechnical Design Report for the project was prepared by Shannon & Wilson, Inc. (SWI). An exploration program consisting of borings, test pits and ground penetrating radar was used to explore the soils within the project area. The report shows that soils in project area consist chiefly of gravel, sand, silt and boulders with few fines. Fills that underlie the east side of the highway generally consist of these same native soils. Gradation tests show that these soils are generally poorly graded and are moderately to well drained. Topography_: Located in mountainous terrain, this segment of roadway was constructed in fill on a vertical crest curve. Roadway elevation at the underpass is approximately 5894 feet, 5880 feet at Deerfield Drive and 5871 feet at West River Street. Geology: Project site geology consists of unstratified Pleistocene glacial deposits and basalt volcanic rock. In general, these glacial deposits are granular in nature consisting of heterogeneous silts, sands, gravels, cobbles, and boulders. Groundwater: Groundwater is expected to be relatively shallow, based on the proximity of Donner Creek. Groundwater was encountered from 12 feet to 50 feet below the surface of the adjacent highway during soils exploration performed in May 2011. Excavations below the ground water surface would be expected to have high quantities of inflow. Right of Way Requirements: Construction activities will occur within State or Union Pacific Railroad (UPRR) Right of Way. Modification of the existing easement with UPRR is anticipated. A temporary construction easement with the Donner Creek Mobile Home Park is required to reconstruct the driveway that provides access to Route 89. Caltrans Storm Water Quality Handbooks Project Planning and Design Guide July 2010 APPENDIX E Long Form -Storm Water Data Report Slope Stabilization: Existing slopes along the railroad embankment are typically 1.5:1 (h:v), and typically 2:1 (stabilized with native vegetation) along the roadway prism adjacent to Donner Creek and the Donner Creek Mobile Park. The hillside west of the corridor and south of the underpass has a 2:1 slope. Field observations indicate existing 2:1 slopes are typically stable. Several instances of existing slope instability were observed where the 1.5:1 or steeper slopes appeared to be used by pedestrians. The Geotechnical Design Report prepared by SWI states that permanent fill slopes should be constructed no steeper than 2:1 and that slope protection measures should be employed to protect against erosion. To minimize encroachment beyond the existing roadway prism, three retaining walls are proposed. Rock slope protection will be placed along the outside base of the retaining walls when close to the 100 year flood plain in order to reduce wall failure risk. Newly constructed slopes will be 4:1 or flatter except for some locations along the MUP where fill slopes will be 3:1 and fill slopes along the Donner Creek Mobile Park driveway that will be 2:1 (as they are today). A slope exception was applied for on February 27, 2013. The slope exception makes it possible to reduce the project footprint and vegetative impacts. Petroleum Hydrocarbon Contaminated Soil: Geocon Consultants, Inc. performed soil sampling and testing for hazardous materials as part of its December 2009, Site Investigation Report. Those tests found petroleum hydrocarbon contamination in varying degrees within the railroad embankment. Six samples along the MUP alignment were collected by SWI in May 2011 and were tested for hazardous materials (see SWI's, Draft Geotechnical Design Report) and found to contain petroleum hydrocarbon contamination. A Soils Management Work Plan has been prepared by Holdrege & Kull to specify how soils are handled, tested and reused or disposed of. Soils will be tested either in-place, in on-site stockpiles or in stockpiles at the Town of Truckee New Corporation Yard (2.6 miles east of the site on Stockrest Springs Road). Construction is expected to generate between 4,000 and 7,000 CY of surplus excavated soil depending upon how much can be reused as structure backfill. Soils that can be reused on site will be reused for roadway or structure backfill. Remaining soils that can be reused elsewhere will become property of the contractor; any remaining contaminated soil will be disposed of at an appropriate facility. Aerial Deposited Lead: An Aerially Deposited Lead, Traffic Stripe Paint and Asbestos Site Investigation was prepared by Geocon Consultants, Inc. in September 2009. That report concluded that there were no soils or traffic stripe paint on the project site containing lead or asbestos in concentrations that require special handling. Nevertheless, to protect workers, the study recommends that the contractor prepare a Lead Compliance Plan in accordance with CCR Title 8, Section 1532.1, the "Lead in Construction standard. Treated Wood Waste: During construction of the pedestrian underpass it is anticipated that up to 20,000 pounds of treated timbers that are part of an old railroad trestle will be encountered, removed and disposed of in accordance with 22 CA Code of Regs, Div. 4.5, Chp. 34. Caltrans Storm Water Quality Handbooks Project Planning and Design Guide July 2010 APPENDIX F Long Form -Storm Water Data Report There are no existing treatment BMPs within the project limits. 3. Regional Water Quaiiry c ontroi board Agreement:. The project lies within the Lahontan Regional Water Quality Control Board (LhRWQCB) jurisdiction. Under the NPDES General Permit (Order No. 2009-0009-DWQ), Caltrans is required to consider or do the following for the project under location specific requirements Truckee River Hydrologic Unit: a) Caltrans NPDES office will participate in early project design consultation with the LhRWQCB. b) Any storm water/urban runoff collection, treatment, and/or infiltration disposal facilities shall be designed, installed, and maintained for the discharge of storm water runoff from all impervious surfaces generated by the 20-year, one-hour design storm within the Truckee River Hydrologic Unit (3/4 inch of rain). Runoff in excess of the design storm and generated within the project site shall only be discharged to storm drain or stabilized drainage adequate to convey 100-yr, 24-hour flow. If site conditions do not allow for adequate onsite disposal, all site runoff must be treated to meet applicable Effluent Limits and/or Receiving Water Limitations specified in the Basin Plan. The LhRWQCB Executive Officer may approve alternative mitigation measures. c) The project shall comply with Erosion Control Guidelines specified by the LhRWQCB for Truckee River Hydrologic Unit. d) Unless granted a variance by the LhRWQCB Executive Officer, there shall be neither removal of vegetation nor disturbance of existing ground surface conditions between October 15 of any year and May 1 of the following year, except when there is an emergency situation that threatens the public health or welfare. e) In accordance with NPDES General Permit (Order No. 2009-0009-DWQ) Provision L.2, Caltrans shall comply with all Waste Discharge Prohibitions specified in Section 4.1 and 5.2 of the Basin Plan. During public circulation of the environmental document, the Town of Truckee requested that responsibilities for the installation, inspection, monitoring, and removal of erosion control devices should be added in the environmental document. Following current Caltrans storm water program procedures satisfies these concerns. 4. Proposed Design Pollution Prevention BMPs to be used on the Project. Downstream Effects Related to Potentially Increased Flow, Checklist DPP-1, Parts 1 and 2 This project proposes to increase the amount of impervious area by minor widening of the east side shoulder area by adding a multi-use path between West River Street and Deerfield Drive. This will increase the overall impervious area by 0.62 acres (to a total of 3.92 acres within the construction limits). Since the project will result in a net increase in impervious surface of less than one acre, it is not required to consider treatment BMPs (See the Evaluation Documentation form). However, PA&ED level plans developed by Caltrans that Caltrans Storm Water Quality Handbooks Project Planning and Design Guide July 2010 APPENDIX F Long Form -Storm Water Data Report were shared with LhRWQCB showed TSTs and a combination TST/underdrain. LhRWQCB was receptive to inclusion of these water quality amenities in the project plans. Geotechnical investigations showed that a combination TST/IB would be feasible and preferable to a combination TST/underdrain (which is not a recognized treatment option) therefore a combination TST/IB has been included in the project plans and the portions of Checklists applicable to TSTs and Infiltration Basins have been completed. For the area south of the underpass, the majority of the increased flow from the new impervious area will be captured by the new curb and gutter to be constructed on the east side of the highway adjacent to the path. The slope of the east shoulder of the road will also be altered so that it slopes toward the new curb and gutter. Runoff from the path and east roadway shoulder will be collected in drainage inlets (DI's) in Drainage System #6 (DS#6) and conveyed to a new manhole in the existing 48" culvert DS#1 that is approximately 100 feet north of the West River Street intersection. Storm drainage from the east shoulder currently flows across the highway to the west side and is conveyed to the inlet of the 48" culvert in a roadside ditch. The 48" culvert outlets to a roadside ditch along West River Street, and ultimately travels another 900' in that ditch to Donner Creek. North of the underpass, the majority of the increased flow from the new impervious area and the existing highway will be collected in a gutter along the edge of the highway and discharged to a new infiltration basin across the highway from Crossroads Shopping Center. A Drainage Report was prepared for this project as part of PS&E. Hydrologic and hydraulic calculations were conducted to support design of new drainage facilities and modification of existing drainage facilities. Analysis shows that the project has negligible potential for adverse downstream effects. By constructing traction sand traps and an infiltration basin, the project will improve overall water quality despite the addition of new impervious area. Slope/Surface Protection Systems, (ieCK st DPP-1. Parts 1 and 3 The post construction slopes will be re-vegetated with native vegetation and trees in accordance with the specifications prepared by the Landscape Architect. The embankment fill slopes will be 3:1 (h:v) or flatter except for the mobile park driveway, which requires 2:1 slopes to avoid impacts to homes and matches the existing slopes. There are no cut slopes. Concentrated Flow C4 This project will modify the following existing concentrated flow conveyance systems. 1) Existing 48" CMP culvert located approximately 100 feet north of West River Street. ➢ See Drainage System #1 in the Drainage Plans and Drainage Profiles. ➢ This system conveys a significant portion of roadside drainage south of the underpass and from mountainous terrain to the west. ➢ The downstream 23 feet of the culvert will be removed and a manhole will be inserted. A storm drain system (DS#6) that collects runoff from the MUP and east shoulder of the highway will connect to the manhole. An Alternative Flared End ` Caltrans Storm Water Quality Handbooks Project Planning and Design Guide July 2010 APPENDIX F Long Form -Storm Water Data Report Section (AFES) will be added and Rock Slope Protection (RSP) will be placed at the outlet. No work will be done at the inlet end of the culvert. 2) Existing 18" CMP culvert located approximately 100 feet south of the underpass. ➢ See Drainage System #2 in the Drainage Plans and Drainage Profiles. ➢ This system primarily conveys water from the railroad drainage ditche with minimal highway contribution. ➢ A DI with TST will be inserted in this culvert to collect drainage from a small area between the MUP and the highway. The downstream 46 feet of the culvert will be replaced. The underpass trench drain (DS#3), which carries any runoff that might enter the underpass, will also connect to this drainage inlet. 3) Existing roadside dike located along the east side of the roadway from just north of the underpass to Deerfield Drive. The existing dike is in two segments with an opening between the segments. ➢ The dike will be replaced with curb and gutter. The curb and gutter will drain via overside drains directly into a combination TST/IB. 4) Existing roadside ditch associated with the opening between the two dike segments north of the tunnel. ➢ The ditch will not be required and will be removed and replaced with curb and gutter. 5) Existing 24" CMP culvert located 300 feet north of the underpass. ➢ See DS#4 in the Drainage Plans and Drainage Profiles. ➢ This system primarily conveys water from terrain to the west with minimal roadway drainage contribution. ➢ Rational method calculations indicate that the existing culvert is undersized to convey the 100-year frequency storm event. However, there is a significant storage area immediately upstream of the culvert that would attenuate peak flows. ➢ The end 8 feet of this culvert will be removed and it will be replaced where it passes through the new retaining wall. An AFES will be added and RSP will be placed at the outlet. 6) Existing drainage system at the north end of the project at Deerfield Drive intersection will be slightly impacted by a small additional amount of additional runoff from approximately 60 feet of roadway (3000 square feet) that will be added to the tributary area of DI at the intersection. Analysis shows that the downstream drainage system is adequate to convey the small additional runoff. Preservation of Existing Vegetation, Checklist DPP-1, Parts 1 ana ` Caltrans Storm Water Quality Handbooks Project Planning and Design Guide July 2010 APPENDIX F Long Form -Storm Water Data Report Construction of the MUP will be primarily on top of the existing embankment. Where the existing embankment is not wide enough to accommodate the MUP a retaining wall be constructed adjacent to the path to minimize soil disturbance and vegetation removal. An ESA will be established along Donner Creek north of the UPRR embankment to protect jurisdictional waters and streambank areas with riparian habitat. Approximately 1,076 feet of Type ESA fencing will be installed to delineate and protect riparian areas. Construction of the retaining wall adjacent to Deerfield Drive will be very close to but will not encroach into the 100-year floodplain. Backfill material and RSP will restore the Donner Creek channel bank to the pre-project configuration. Construction of the infiltration basin outfall will also be close to, but will not extend into the 100-year floodplain. 5. Proposed Permanent Treatment HMPs to be used on the Project Treatment Strategy: Although this project is not required to consider treatment BMPs in accordance with the location specific requirements as detailed in Section 2 above. Sediment control BMPs and TSTs were considered as discussed in more detail below. The treatment strategy is to provide the most water quality benefits feasible within the physical and financial constraints of the project. This strategy resulted in the development of a plan that treats a significant portion of the highway drainage as well as drainage from the new impervious surface north of the underpass. The net result is that the new infiltration basin will treat runoff from an area of highway and MUP equivalent to 165% of the new impervious area added by construction of the MUP. It will treat approximately 50% of the new impervious area added by construction of the MUP itself (all of it north of the underpass) and an additional area of highway equal to approximately 115% of the total new impervious area created by the project. South of the underpass Inlet type TSTs will be used to capture traction sand. Dry Weather Diversion The project will not generate dry weather flows from Caltrans activities. Dry Weather Diversion is not feasible. Gross Solids Removal Devices (GSRDs) The receiving water bodies have not been listed as impaired nor have a TMDL for trash or litter. GSRDs are not feasible. Caltrans maintenance regularly uses traction sand in the project area. After considering the project scope, area aesthetics, and hydraulics it was determined that the best strategy was to provide a combination traction sand trap/infiltration basin (TST/IB) to capture most of the traction sand from the highway north of the underpass and to use Dls modified to make them CIP type, pipe inlet style TSTs (TST/DIs) at all locations where Dls are used (all are south of the underpass). ` Caltrans Storm Water Quality Handbooks Project Planning and Design Guide July 2010 APPENDIX E Long Form -Storm Water Data Report Infiltration Devices A combination TST/IB has been incorporated into the project plans. It will treat runoff from both the highway and the MUP north of the underpass. See the drainage study for supporting design documentation. Media Filters The candidate locations have insufficient tributary area (and consequently insufficient WQV) and hydraulic head to operate Austin or Delaware sand filters. Because of this Media Filters are infeasible. Wet basins require a year round base flow to work properly. The nearest source of water would be Donner Creek. This project was designed to not impact state and federal jurisdictional waters. Further, impacts to the Lahontan cutthroat trout and mountain yellow legged frog preclude diverting water from the creek for a Wet Basin. The only available location for a detention basin is where the infiltration basin will be located. Installation of detention basins in other locations would require significant alteration to slopes vegetated with mature native trees . Inlet style traction sand traps have been incorporated into project. Jiofiltration Swales/Strips Climatic conditions, project topography and heavy use of road sand preclude the establishment of vegetation dense enough to act as approved Biofiltration. Multi-Chanbered Treatment Trains (MCTTs) The Caltrans owned tributary watersheds contain no critical source areas. Therefore, MCTTs are not feasible. C. Proposed Temporary Construction Site HMPs to be used on Proiect Temporary construction site BMPs will be deployed under a contractor prepared SWPPP. The following bid items are included in the BEES: • Prepare Lead Compliance Plan • Treated Wood Waste • Prepare SWPPP • Rain Event Action Plan • Storm Water Sampling and Analysis • Storm Water Annual Report • Move-in/Move-out-Temporary Erosion Control • Temporary Hydraulic Mulch • Temporary Drainage Inlet Protection • Temporary Fiber Roll ` Caltrans Storm Water Quality Handbooks Project Planning and Design Guide July 2010 APPENDIX F Long Form -Storm Water Data Report • Temporary Silt Fence • Temporary Construction Entrance • Street Sweeping • Temporary Concrete Washout • Temporary Fence -Type ESA • Stockpile Management • Stockpile Mats and Covers • Additional Pollution Control Maintenance Sharing • Additional Water Pollution Control Construction site BMP cost has been estimated at $110,444 based the 95% design and accompanying BEES. , 7. Maintenance BMPs (Drain Inlet Stenciling) The preliminary recommendation is to stencil all new drainage inlets accessible to pedestrians and bicyclists. Annual removal of accumulated traction sand from the TST/IB and TST/Dls. Vicinity Map (Title Sheet) Evaluation Documentation Form (EDF) Construction Site BMP Consideration Form RUSLE2 Summary Sheet, as applicable Risk Level Determination Documentation Treatment BMP Summary Spreadsheets Quantities for Construction Site BMPs Rainfall Erosivity Waiver, if applicable Supplemental Attachments Note:Supplement Attachments are to he supplied during the SWDR approval process; where noted, some of these Items may only he required on a project-specific basis. Storm Water BMP Cost Summary BMP cost information from: Project Planning Cost Estimate (PPCE) during PID and PA/ED project phases; Preliminary Engineer's Cost Estimate (PECE) for PS&E project phase Plans showing BMP Deployment (i.e. Layout Sheets, Drainage Sheets, Water Pollution Control Sheets, etc) Checklist SW-1, Site Data Sources ` Caltrans Storm Water Quality Handbooks Project Planning and Design Guide July 2010 APPENDIX F Long Form -Storm Water Data Report Checklist SW-2, Storm Water Quality Issues Summary Checklist SW-3, Measures for Avoiding or Reducing Potential Storm Water BMPs Checklists DPP-1, Parts 1-5 (Design Pollution Prevention BMPs) Checklists T-1, Parts 1-10 (Treatment BMPs) Checklists CS-1, Parts 1-6 (Construction Site BMPs) Calculations and cross sections related to BMPs (if requested by District/Regional Design Storm Water Coordinator) Section 13 2010 or (07-340 or 07-345 for 2006) (During PS&E Phase if requested or recommended by District/Regional Design Storm Water Coordinator) Has this been requested? If not delete. Conceptual Drainage Map or Drainage Plans, if available (if requested by District/Regional Design Storm Water Coordinator for review) ` Caltrans Storm Water Quality Handbooks Project Planning and Design Guide July 2010 c n z y b z d y y r x y ' — 62O(1 r■.■ . f . • E . . J _. 5�p • �.. aOONNFR SS ROAD�_—_— - . t* • id h OSP - _ °Graves C-wTahoe-Truckee j High Sch _ • •• • ' g boa° r� ♦ ..`� 1 '` ' • ,� F f V ■ •• F r Gravel Pit vei Pitz I Ca f` 7 i + i X +&43 i f 6200! d AV 00 1 f f"a GRAPHIC SCALE 1000 0 500 1000 2000 4000 1"=1000' Prepared by Chiodo&Associates SWDR VICINITY MAP February 2013 TRUCKEE QUADRANGLE 95=21 <-031101E 3N 11 00-00-110 - - =031LO1d 3140 o= ols�.r o 00 CO O N o a VO O 0co N 10, �o a - J z U - p o w�LLD o, w a woma z o r s o m wI ZZ Wow �1 1 o <o1F v d Z W ^) O o z O oZ. 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CRITERIA YES NO SUPPLEMENTAL INFORMATION FOR EVALUATION 1. Begin Project Evaluation regarding See Figure 4-1, Project Evaluation Process requirement for consideration of for Consideration of Permanent Treatment Treatment BMPs BMPs. Go to 2 2. Is this an emergency project? ✓ If Yes,go to 10. If No, continue to 3. 3. Have TMDLs or other Pollution If Yes, contact the District/Regional Control Requirements been NPDES Coordinator to discuss the established for surface waters Department's obligations under the within the project limits? TMDL(if Applicable)or Pollution Control Information provided in the water ✓ Requirements,go to 9 or 4. quality assessment or equivalent (Dist./Reg.SW Coordinator initials) document. If No, continue to 4. 4. Is the project located within an area If Yes. (Town of Truckee Eli-ban Municipal Storm Sewer of a local MS4 Permittee? ✓ system),go to 5. If No,document in SWDR go to 5. 5. Is the project directly or indirectly ✓ If Yes, continue to 6. discharging to surface waters? If No,go to 10. 6. Is it a new facility or major ✓ If Yes, continue to 8. reconstruction? If No,go to 7. 7. Will there be a change in line/grade If Yes, continue to 8. or hydraulic capacity? If No,go to 10. 8. Does the project result in a net If Yes, continue to 9. increase of one acre or more of ✓ If No,go to 10. new impervious surface? 0.62 (Net Increase New Impervious Surface) 9. Project is required to consider See Sections 2.4 and either Section 5.5or 6.5 for BMP approved Treatment BMPs. Evaluation and Selection Process. Complete Checklist T-1 in this Appendix E. 10. Project is not required to consider Treatment BMPs. _(Dist./Reg.Design SW Coord. ✓ Document for Project Files by completing this form, Initials) and attaching it to the SWDR. [ r P-oject Engineer Initials) 3/2/2013 (Date) 1 See Figure 4-1, Project Evaluation Process for Consideration of Permanent Treatment BMPs • Although the project is not required by policy to consider treatment BMPs, it does incorporate traction sand traps and an infiltration basin. Checklist T-1, Parts 1, 4 (infiltration) and 7 (TST) have been completed. ` Caltrans Storm Water Quality Handbooks Project Planning and Design Guide July 2010 C'� z y z n y 0 z y b n 0 z d y 0 z 0 z Construction Site BMP Consideration Form DATE:3/02/2013 Project ID(or EA): 03-231-1C0804 Project Evaluation Process for the Consideration of Construction Site BMPs NO. CRITERIA YES NOv/ SUPPLEMENTAL INFORMATION 1. Will construction of the project result in If Yes, Construction Site BMPs for Soil areas of disturbed soil as defined by the Stabilization (SS)will be required. Complete Project Planning and Design Guide CS-1, Part 1.Continue to 2. (PPDG)? If No,Continue to 3. 2. Is there a potential for disturbed soil If Yes, Construction Site BMPs for Sediment areas within the project to discharge to Control (SC)will be required. Complete CS-1, storm drain inlets, drainage ditches, Part 2. areas outside the right-of-way, etc? Continue to 3. 3. Is there a potential for sediment or If Yes, Construction Site BMPs for Tracking construction related materials and Control (TC)will be required. Complete CS-1, wastes to be tracked offsite and Part 3. deposited on private or public paved Continue to 4. roads by construction vehicles and equipment? 4. Is there a potential for wind to transport I/ If Yes, Construction Site BMPs for Wind soil and dust offsite during the period of Erosion Control (WE)will be required. construction? Complete CS-1, Part 4. Continue to 5. 5. Is dewatering anticipated or will If Yes, Construction Site BMPs for Non-Storm construction activities occur within or Water Management(NS)will be required. adjacent to a live channel or stream? Complete CS-1, Part 5. Continue to 6. 6. Will construction include saw-cutting, If Yes, Construction Site BMPs for Non-Storm grinding, drilling, concrete or mortar Water Management(NS)will be required. mixing, hydro-demolition, blasting, Complete CS-1, Parts 5 &6. sandblasting, painting, paving,or other Continue to 7. activities that produce residues? 7. Are stockpiles of soil, construction If Yes, Construction Site BMPs for Waste related materials,and/or wastes Management and Materials Pollution Control anticipated? (WM)will be required. Complete CS-1, Part 6. Continue to 8. 8. Is there a potential for construction If Yes, Construction Site BMPs for Waste related materials and wastes to have Management and Materials Pollution Control direct contact with precipitation; (WM)will be required. Complete CS-1, Part stormwater run-on,or stormwater 6. runoff; be dispersed by wind; be Continue to 9. dumped and/or spilled into storm drain systems? 9. End of checklist. Document for Project Files by completing this form, and attaching it to the SWDR. PE to initialize after concurrence with Construction (PS&E only) Date ` Caltrans Storm Water Quality Handbooks Project Planning and Design Guide July 2010 r C r d y z y 0 z z r d z z r N Risk Level Assessment Pla/Nev-89 Multi-Use Path 03-231-1C0804 The attached documents represent documentation of the Project Risk Level Determination in accordance with the California Department of Transportation's Project Risk Level Determination Guidance, April 2012. Included Documents: 1. Combined Risk Level Matrix 2. Sediment Risk Factor Worksheet 3. Rainfall Erosivity Factor Calculator Results 4. Soil Grain Size Distribution (from Shannon &Wilson, Geotechnical Design Report, December 2011 5. Soil Erodibility Factor Nomograph 6. LS Factor Calculation Spreadsheet 7. LS Factor Cross Sections 8. Receiving Water Risk Factor Worksheet This Project Risk Level Assessment has been prepared under the direction of the following registered civil engineer. The registered civil engineer attests to the technical information contained herein and the engineering data upon which conclusions were made. 2/14/2013 REGISTERED CIVIL ENGINEER DATE Q�pFESS LU C-62864 ' m i EXP. 6/30f2014 t p `n/x�„ Prepared by Chiodo &Associates February 2013 Combined Risk Level Matrix Sediment Risk Low Medium High N ca 3: Low Level Level �I High Level Level Project Sediment Risk: Low Project RW Risk: High Project Combined Risk: A B C 1 Sediment Risk Factor Worksheet Entry 2 A) R Factor Analyses of data indicated that when factors other than rainfall are held constant, soil loss is directly proportional to a rainfall factor composed of total storm kinetic energy (E)times the maximum 30-min intensity (130) (Wischmeier and Smith, 1958). The numerical value of R is the average annual sum of E130 for storm events during a rainfall record of at least 22 years. "Isoerodent" maps were developed based on R values calculated for more than 1000 locations in 3 the Western U.S. Refer to the link below to determine the R factor for the project site. 4 http://cfi)ub.er)a.gov/ni)des/stormwater/LEW/lewCalculator.cfm 5 R Factor Value 17.77 6 B) K Factor(weighted average, by area, for all site soils) The soil-erodibility factor K represents: (1)susceptibility of soil or surface material to erosion, (2) transportability of the sediment, and (3)the amount and rate of runoff given a particular rainfall input, as measured under a standard condition. Fine-textured soils that are high in clay have low K values (about 0.05 to 0.15) because the particles are resistant to detachment. Coarse-textured soils, such as sandy soils, also have low K values (about 0.05 to 0.2) because of high infiltration resulting in low runoff even though these particles are easily detached. Medium-textured soils, such as a silt loam, have moderate K values (about 0.25 to 0.45) because they are moderately susceptible to particle detachment and they produce runoff at moderate rates. Soils having a high silt content are especially susceptible to erosion and have high K values, which can exceed 0.45 and can be as large as 0.65. Silt-size particles are easily detached and tend to crust, producing high rates and large volumes of runoff. Use Site-specific data must 7 be submitted. 8 Site-specific K factor guidance 9 K Factor Value 0.17 10 C) LS Factor(weighted average, by area, for all slopes) The effect of topography on erosion is accounted for by the LS factor, which combines the effects of a hillslope-length factor, L, and a hillslope-gradient factor, S. Generally speaking, as hillslope length and/or hillslope gradient increase, soil loss increases. As hillslope length increases, total soil loss and soil loss per unit area increase due to the progressive accumulation of runoff in the downslope direction. As the hillslope gradient increases, the velocity and erosivity of runoff increases. Use the LS table located in separate tab of this spreadsheet to determine LS factors. 11 Estimate the weighted LS for the site prior to construction. 12 LS Table 13 LS Factor Value 0.64 72F 1 15 Watershed Erosion Estimate (=RxKxLS) in tons/acre 1.933376 16 Site Sediment Risk Factor 17 Low Sediment Risk: < 15 tons/acre 18 Medium Sediment Risk: >=15 and <75 tons/acre Low 191 High Sediment Risk: >= 75 tons/acre 1201 1 EPA NPDES -Welcome to the Lower Erosivity Index Calculator Page 1 of 1 ygrtmsr� U.S. ENVIRONMENTAL PROTECTION AGENCY }• �= National Pollutant Discharge Elimination System (NPDES) s Recent Additions I Contact Us I Print Version Search NPDES:F Om a� �t EPA Home>OW Home>OWM Home>NPDES Home> Basic Information NPDES Topics Alphabetical Index Glossary About NPDES eNCI A& MunicipalMS4s Rainfall Erosivity Factor Calculator for Small NN_': Construction Activities Construction Sites Stormwater Industrial Activities Facility Information Information Road-Related MS4s Recent Additions Facility Name: Mousehole mup Menu of BMPs Start Date:6/1/2012 FAQs Green Infrastructure End Date: 10/1/2013 Publications Latitude:39.3069 Urban BMP Tool Longitutde:-120.1791 Regulations Training&Meetings Stormwater Home Erosivity Index Calculator Results Links Contacts AN EROSIVITY INDEX VALUE OF 17.77 HAS BEEN DETERMINED FOR THE CONSTRUCTION PERIOD OF 6/1/2012-10/1/2013. A rainfall erosivity factor of 5.0 or greater has been calculated for your site and period of construction.You do not quality for a waiver from NPDES permitting requirements. ' Start Over The documents on this site are best viewed with Acrobat 8.0 Office of Water I Office of Wastewater Management I Disclaimer I Search EPA EPA Home I Privacy and Security Notice I Contact Us Last updated on August 07,2009 3:37 PM URL:http://cfpub.epa.gov/npdes/stormwater/LE W/erosivity_i ndex_resu It.cfm http://cfpub.epa.gov/npdes/stortnwater/LEW/erosivity_index_result.cfm 2/17/2011 (D N CO N � Y i O � (6 O (0 Q N O c � Q � (0 (p Q N O) O � O 000 Q N O ! o 75J M Ilk Ro o 2 �� oa '. P �'� .y I ! h `y-i I .a o LL = tf LU o c - -, c � _ w n 0 a�ic�a p -4a NEm c � (� � ca� � i a� o O cap � a- Oo� N aD o 0 o (B C: U) � o - � .� � � (Da)U0) o io o E —O O L M Y o ai -T 2) (D C UN O O � � (6 WHo CD CD • .' .. IIII lllllllllllllll . IIIIIIIIIIII I 111111111111111f11 ,. 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I Calculation of LS Factor per Individual Method, Strom Water Quality Handbook, Section 2.2 Pla/Nev-89 , 03-231-1C0804, Mulit-Use Path Section 11+00 Segment Length(ft) Rise(ft) Steepness (%) LS Length x LS 1 4.65 0.18 3.87 0.2 0.93 2 26.39 1.32 5.00 0.34 8.97 3 17.56 1.98 11.28 0.43 7.55 4 14.64 3.51 23.98 1 14.64 63.24 32.09 Weighted LS 0.51 Section 16+00 Segment Length(ft) Rise(ft) Steepness (%) LS 1 8.36 0.04 0.48 0.07 0.59 2 6.17 0.2 3.24 0.17 1.05 3 10.1 5.45 53.96 1.55 15.66 24.63 17.2891 Weighted LS 0.70 Section21+00 Segment Length(ft) Rise(ft) Steepness (%) 1 8.52 0.21 2.46 0.14 1.19 2 42.99 1.7 3.95 0.35 15.05 3 0.26 0.14 53.85 0.6 0.16 51.77 15.2025 Weighted LS 0.29 Section 26+00 Segment Length(ft) Rise(ft) Steepness (%) 1 7.9 0.04 0.51 0.07 0.55 2 17.48 9.21 52.69 2.45 42.83 25.38 43.379 Weighted LS 1.71 Section 29+00 Segment Length(ft) Rise(ft) Steepness (%) 1 21.98 1.25 5.69 0.31 6.81 2 3.28 0.39 11.89 0.36 1.18 3 15.46 0.51 3.30 0.18 2.78 4 8.91 1.79 20.09 0.13 1.16 5 20.14 0.91 4.52 0.26 5.24 6 9.44 0.88 9.32 0.36 3.40 79.21 20.5705 Weighted LS 0.26 Section 33+00 Segment Length(ft) Rise(ft) Steepness (%) 1.00 15.54 0.91 5.86 0.26 4.04 2.00 2.97 1.04 35.02 0.51 1.51 3.00 2.18 1.20 55.05 0.61 1.33 4.00 3.62 1.06 29.28 0.48 1.74 24.31 8.62 Weighted LS 0.35 Composite Weighted LS Factor 0.64 5900 5890 5880 DATUM ELEV 584. 00 —50 0 +50 GR❑UP Quick Section SECTI❑N 21+00 5880 5870 DATUM ELEV 5864. 00 -50 0 +50 GR❑UP Quick Section SECTI❑N 16+00 5870 DATUM ELEV 5858. 00 —50 0 +50 GR❑UP Quick Section SECTI❑N 11+oo SEDIMENT RISK LEVEL CROSS SECTIONS SCALE: 1 " = 20' 2/14/2013 Page 1 of 2 5880 5870 DATUM ELEV 5862. 00 -50 0 +50 GROUP Quick Section SECTI❑N 33+00 5890 5880 DATUM ELEV 5870. 00 -50 0 +50 GROUP Quick Section SECTI❑N 29+00 LS SEGMENT TYP. 5890 5880 G TYP. 5870 5860 DATUM ELEV 5856. 00 -50 0 +50 GROUP Quick Section SECTI❑N 26+00 SEDIMENT RISK LEVEL CROSS SECTIONS SCALE: 1 " = 20' H&V 2/14/2013 Page 2 of 2 Receiving Water (RW) Risk Factor Worksheet Entry Score A.Watershed Characteristics yes/no A.1. Does the disturbed area discharge (either directly or indirectly)to a 303(d)-listed waterbody impaired by sediment(For help with impaired waterbodies please check the attached worksheet or visit the link below)or has a USEPA approved TMDL implementation plan for sediment?: 2006 Approved Sediment-impared WBs Worksheet http://www.waterboards.ca.gov/water issues/programs/tmdl/303d lists2006 epa.shtml Yes High OR A.2. 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Q3NN3HN A3SV3 Lod dl SW 1e a3Sn3d 000[H0'0 10 a3N91S0 -a]lv]A3]v9 HOS[ndldnS 1vNouvNnd NOIIVIdOdSNVdi 10 IN3Vi M30 - tlINa03[ltl0 30 31tlIS r y N i W APPENDIX E Storm Water Checklist SW-1 Checklist SW-1, Site Data Sources Prepared by: Greg Chiodo Date: 3/02/2013 District-Co-Route: 03-Pla, Nev-89 PM : 21.4/21.7, 0.0/0.4 Project ID (or EA): 03-1C0804 RWQCB: Lahontan Information for the following data categories should be obtained, reviewed and referenced as necessary throughout the project planning phase. Collect any available documents pertaining to the category and list them and reference your data source. For specific examples of documents within these categories, refer to Section 5.5 of this document. Example categories have been listed below; add additional categories, as needed. Summarize pertinent information in Section 2 of the SWDR. DATA CATEGORY/SOURCES Date Topographic • USGS Truckee Quad Map Revised 1994 • Aerial Mapping/Surveys provided by Town of Truckee Obtained 7/31/2007 • Caltrans Topographic Survey(US Feet-NAD83-NGVD29) August 2006 • Sageland supplemental topographic survey (US Feet-NAD83- May 2012 NGVD29) Hydraulic • Floodplain Risk Assessment 3/3/2010 • FEMA Flood Insurance Rate Map (FIRM), Nevada County, Map 2/3/2010 06057CO529E Soils • SR-89 Draft Geotechnical Design Report, Mousehole Pedestrian Undercrossing and Multi-Use Pathway, Shannon & 12/2011 Wilson, Inc. • NRCS Soil Survey Reports and Maps 9/1/2009 htti)://websoilsurvey.nres.usda.F-Fov/app/WebSoilSurvey.asi) , v7 • 03-1 C0800 Preliminary Geotechnical Report, DOT-DES- 10/23/06 Geotechnical Services • Site Investigation Report, Union Pacific Railroad Embankment at Br. 17-16—"Truckee Mousehole" 03-NEV-89 Post Mile December 2009 0.133, Geocon Consultants, Inc. • Aerially Deposited Lead, Traffic Stripe Paint and site Investigation Report, 03-PLA-89 PM 21.4/21.7 and 03 NEV-89 September 2009 PM 0.0/0.4, Geocon Consultants, Inc. • Soil Management Work Plan, Holdrege & Kull March 2013 ` Caltrans Stora Water Quality Handbooks Project Planning and Design Guide May 2012 APPENDIX E Storm Water Checklist SW-1 Climatic • Truckee Ranger Station Climate Summary 2/4/2013 htti)://www.wrcc.dri.edu/cPi-bin/cliMAIN.i)l?ca9043 • Precipitation Frequency Data, NOAA Atlas 14 2/4/2013 Water Quality • Water Quality Control Plan for the Lahontan Regional (Basin Plan) http-//www.waterboards.ca.gov/lahontan/water_issues/programs/bas Updated 12/20/2012 i n_pla n/refe re nces.shtm I other Data Categories • State Route 89 Bicycle and Pedestrian Improvements, Initial Study April 2011 with Negative Declaration ` Caltrans Storm Water Quality Handbooks Project Planning and Design Guide May 2012