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Home My WebLink AboutItem 4.2 - 1436 Annexation of Tassajara Hills to Fallon CroPage 1 of 2 STAFF REPORT GEOLOGIC HAZARD ABATEMENT DISTRICT DATE: May 16, 2017 TO: Honorable President and Board of Directors FROM: Christopher L. Foss, GHAD District Manager SUBJECT: Setting a Public Hearing on the Annexation of the Tassajara Hills Property to the Fallon Crossing Geologic Hazard Abatement District Prepared by: Laurie Sucgang, Senior Civil Engineer EXECUTIVE SUMMARY: The Board of Directors will consider adopting a resolution setting a public hearing for the annexation of the Tassajara Hills property into the Fallon Crossing Geologic Hazard Abatement District (GHAD). The developer of the Tassajara Hills property, in accordance with City of Dublin conditions of approval for the project, has submitted a petition to annex property into the GHAD. Setting a public hearing is the first step in the annexation process. STAFF RECOMMENDATION: Adopt the Resolution Setting a Public Hearing on the Annexation of the Tassajara Hills Property to the Fallon Crossing Geologic Hazard Abatement District. FINANCIAL IMPACT: There is no immediate fiscal impact. Once the territory is annexed to the Fallon Crossing Geologic Hazard Abatement District and a funding mechanism has been approved by the Board of Directors and affected property owners, the costs associated with the operation of the Fallon Crossing GHAD will be offset by assessments paid by property owners within the District. DESCRIPTION: On August 16, 2011, the Dublin City Council formed the Fallon Crossing Geologic Hazard Abatement District (“District"). The Dublin City Council serves as the Board of Directors of the District. Division 17 of the California Public Resources Code establishes legal standards for geologic hazard abatement district ("GHAD") formation, GHAD financing and the scope of GHAD authority (Section 26500 et seq.). Those provisions specify that territory can be annexed to a District and that the Board of Directors of the District annexing territory is to follow the procedures for the formation of a District. Page 2 of 2 California Public Resources Code Section 26550.5 provides that proceedings for the formation of a new GHAD may be initiated by a petition signed by owners of at least ten percent (10%) of the real property to be included within the proposed district. A petition to annex the Tassajara Hills property to the Fallon Crossing GHAD has been executed and submitted to the Clerk of the Board of Directors of the Fallon Crossing GHAD. The petition was executed by the owner of the entirety of the property proposed to be annexed to the Fallon Crossing GHAD. The adoption of a resolution setting a public hearing on the annexation of territory to the Fallon Crossing GHAD is the first step in the annexation process. Under the Public Resources Code, the Board of Directors must adopt a resolution setting a public hearing and noticing by mail the owners of real property to be annexed to the Fallon Crossing GHAD at least twenty (20) days before the date set for the hearing. Property owners may thereafter object in writing to the proposed annexation to the Fallon Crossing GHAD. If the resolution is approved, the Board of Directors will hold a public hearing on the proposed annexation of the property to the Fallon Crossing GHAD on June 6, 2017. If , at the hearing, the owners of more than 50 percent of the assessed valuation of property within the territory to be annexed object to the formation, the proceedings must be abandoned. At the close of the hearing, the Board of Directors will decide whether or not to annex the territory to the Fallon Crossing GHAD. In conjunction with the annexation, the Board will also levy an assessment on the territory proposed for annexation. Based on a draft Engineer's Report prepared by the petitioner, which provides a detailed analysis of costs associated with the District, the annual assessment is proposed to be $1,200 per single family residential unit in the development. This assessment is subject to refinement and will be considered at a future date by the Board following compliance with the state constitutional requirements Proposition 218) governing assessments. NOTICING REQUIREMENTS/PUBLIC OUTREACH: A copy of the Staff Report was provided to Toll CA VIII, LP, a California Limited Partnership, owner of the Tassajara Hills development. ATTACHMENTS: 1. Resolution Setting a Public Hearing on the Annexation of the Tassajara Hills Property 2. Exhibit A to Resolution - Petition for Annexation Boundary DRAFT Plan of Control.pdf 3. Exhibit B to the Resolution - DRAFT Notice of Hearing ATTACHMENT 1 FALLON CROSSING GHAD RESOLUTION NO. XX - 17 RESOLUTION OF THE BOARD OF THE FALLON CROSSING GEOLOGIC HAZARD ABATEMENT DISTRICT SETTING A PUBLIC HEARING ON THE ANNEXATION OF THE TASSAJARA HILLS PROPERTY TO THE FALLON CROSSING GEOLOGIC HAZARD ABATEMENT DISTRICT WHEREAS, this Resolution is adopted pursuant to the provisions of Division 17 (Section 26500 et seq.) of the Public Resources Code, entitled "Geologic Hazard Abatement Districts"; and WHEREAS, on August 16, 2011, the City Council of the City of Dublin adopted Resolution No. 147-11 approving and ordering the formation of the Fallon Crossing Geologic Hazard Abatement District (“GHAD”) and appointed itself to serve as the Board of Directors of the District; and WHEREAS, Public Resources Code section 26581 provides that the Board of a Geologic Hazard Abatement District may annex territory to the District by following the procedures for the formation of a District; and WHEREAS, the Petition, attached hereto as Exhibit A, requesting annexation of the Tassajara Hills Property to the Fallon Crossing GHAD, was submitted to the Clerk of the Board and is substantially in the form described in Section 26551 and 26552 of the Public Resources Code; and WHEREAS, the Board of Directors has reviewed the Plan of Control presented with the GHAD Petition and has determined that the health, safety and welfare require the annexation of the Tassajara Hills Property to the GHAD; and WHEREAS, the Board of Directors intends to schedule a public hearing ("Hearing") on the proposed annexation of territory to the GHAD pursuant to the requirements of Section 26557 of the Public Resources Code. NOW, THEREFORE BE IT RESOLVED, by the Board of Directors of the Fallon Crossing Geologic Hazard Abatement District that: Section 1. Findings and Determinations The Board of Directors hereby finds and determines that the above recitals are true and correct and have served as the basis, in part, for the findings and actions set forth below. Section 2. Public Hearing Scheduled The Board of Directors will conduct a Hearing on the proposed annexation of the Tassajara Hills property to the GHAD on June 6, 2017, at 7:00 p.m., or as soon thereafter as the matter can be heard, in the City Council Chambers, 100 Civic Plaza, Dublin, California 94568. ATTACHMENT 1 At the Hearing, any objections to the proposed annexation to the Fallon Crossing GHAD shall be presented. Section 3. Notice of Hearing The District Clerk shall mail to each owner of real property proposed to be annexed to the Fallon Crossing GHAD as shown on the assessment roll last equalized by Alameda County a notice of the Hearing ("Notice") in substantially the form attached hereto as Exhibit B. The Notice shall be mailed first-class, postage prepaid, in the United States mail and postmarked not less than 20 days preceding the date of the Hearing. The Notice shall include a copy of the GHAD Petition and shall indicate where the Plan of Control may be reviewed or duplicated. The Notice shall also set forth the address where objections to the proposed annexation may be mailed or otherwise delivered up to and including the time of the Hearing. Section 4. Objections to Annexation At any time not later than the time set for hearing objections to the proposed annexation, any owner of real property within the proposed territory to be annexed may make a written objection to the annexation. Such objection shall be in writing, shall contain a description of the land by lot, tract, and map number, and shall be signed by such owner. Objections shall be mailed or delivered as specified in the Notice. If the person whose signature appears on such an objection is not shown on the assessment roll last equalized by Alameda County, the written objection shall be accompanied by evidence sufficient to indicate that such person is the owner of said property. PASSED, APPROVED AND ADOPTED this 16th day of May, 2017, by the following vote: AYES: NOES: ABSENT: ABSTAIN: President ATTEST: District Clerk EXHIBIT "B" LEGAL DESCRIPTION ALL THAT CERTAIN REAL PROPERTY SITUATED IN THE CITY OF DUBLIN, COUNTY OF ALAMEDA, STATE OF CALIFORNIA, AND IS DESCRIBED AS FOLLOWS: BEING A PORTION OF THE LAND AS DESCRIBED IN THE DEED TO RICHEY TRUST, ET AL, RECORDED ON NOVEMBER 09, 2001 IN DOCUMENT NUMBER 2001440482, OFFICIAL RECORDS OF ALAMEDA COUNTY, LYING SOUTH OF THE ALAMEDA AND CONTRA COSTA COUNTY LINE, DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHEAST CORNER OF SECTION 21, TOWNSHIP 2 SOUTH, RANGE 1 EAST, MOUNT DIABLO BASE AND MERIDIAN; THENCE ALONG THE SOUTHERN LINE OF SAID SECTION 21, NORTH 89°20'13" WEST, 1866.14 FEET TO THE MOST EASTERN CORNER OF SAID PARCEL 2; THENCE LEAVING SAID SOUTHERN LINE AND ALONG THE SOUTHEASTERN LINE OF SAID PARCEL 2, SOUTH 31°01'01" WEST, 953.28 FEET; THENCE SOUTH 33°22'51" WEST, 92.98 FEET TO THE EASTERLY LINE OF COUNTY ROAD NO. 2568 (TASSAJARA ROAD); THENCE LEAVING SAID SOUTHEASTERN LINE, ALONG SAID CENTER LINE NORTH 13°02'45" WEST, 165.79 FEET TO A CURVE TO THE LEFT HAVING A RADIUS OF 833.00 FEET, A DELTA OF 26°03'30"; THENCE ALONG SAID CURVE AN ARC LENGTH OF 378.85 FEET; THENCE NORTH 39°06'15" WEST, 637.44 FEET TO A CURVE TO THE RIGHT HAVING A RADIUS OF 767.00 FEET, A DELTA OF 45°10'30"; THENCE ALONG SAID CURVE AN ARC LENGTH OF 604.74 FEET; THENCE NORTH 06°04'15" EAST, 99.53 FEET TO THE ALAMEDA/CONTRA COSTA COUNTY LINE; THENCE ALONG SAID COUNTY LINE, NORTH 73°50'31" EAST, 6067.92 FEET; THENCE LEAVING SAID COUNTY LINE, SOUTH 01°07'46" WEST, 2503.12 FEET TO THE SOUTHERN LINE OF SECTION 22, TOWNSHIP 2 SOUTH, RANGE 1 EAST, MOUNT DIABLO BASE AND MERIDIAN; THENCE ALONG LAST SAID LINE, NORTH 89°20'57" WEST, 2609.11 FEET TO THE POINT OF BEGINNING. APN.: 985-0001-001-01 END OF DESCRIPTION Copyright © 2016 by ENGEO Incorporated. This document may not be reproduced in whole or in part by any means whatsoever, nor may it be quoted or excerpted without the express written consent of ENGEO Incorporated. TASSAJARA HILLS, TRACTS 8102, 8260, AND 8325 DUBLIN, CALIFORNIA FALLON CROSSING GEOLOGIC HAZARD ABATEMENT DISTRICT (GHAD) PLAN OF CONTROL TASSAJARA HILLS DEVELOPMENT ANNEXATION Submitted to Toll Brothers, Inc. 8259 South Monarch Road San Ramon, CA 94583 Prepared by ENGEO Incorporated April 13, 2017 Project No. 5661.002.000 GEOTECHNICAL ENVIRONMENTAL WATER RESOURCES CONSTRUCTION SERVICES 2010 Crow Canyon Place, Suite 250 San Ramon, CA 94583 (925) 866-9000 Fax (888) 279-2698 www.engeo.com Project No. 5661.002.000 April 13, 2017 Mr. Steve Savage Toll Brothers, Inc. 8259 South Monarch Road San Ramon, CA 94583 Subject: Tassajara Hills, Tracts 8102, 8260, and 8325 Dublin, California FALLON CROSSING GHAD PLAN OF CONTROL TASSAJARA HILLS DEVELOPMENT ANNEXATION Dear Mr. Savage: Attached is the proposed Plan of Control to support annexation of the Tassajara Hills development Tracts 8102, 8260, and 8325 (formerly Moller Ranch Tract 8102) into the Fallon Crossing Geologic Hazard Abatement District (GHAD). This annexation satisfies portions of Condition of Approval No. 27 – Ownership and Maintenance of Improvements, No. 38 – Storm Drain Treatment Measures, and No. 48 - GHAD Formation. If you have any questions or would like any additional information, please do not hesitate to contact us. Sincerely, ENGEO Incorporated Prepared by: Phil Stuecheli, CEG Josef J. Tootle, GE pjs/jjt/jf Toll Brothers, Inc. FALLON CROSSING GHAD PLAN OF CONTROL 5661.002.000 Tassajara Hills Development Annexation i of ii April 13, 2017 TABLE OF CONTENTS Letter of Transmittal 1.0 INTRODUCTION .................................................................................................. 1 1.1 PROPERTY IDENTIFICATION, OWNERSHIP AND MAINTENANCE RESPONSIBILITIES ........................................................................................................... 1 2.0 TASSAJARA HILLS PLAN OF CONTROL ......................................................... 1 2.1 GEOLOGIC HAZARDS ....................................................................................................... 1 2.1.1 Slope Instability – Tassajara Hills .......................................................................... 1 2.1.2 Creek Bank Instability ............................................................................................ 3 2.1.3 Surface Erosion ...................................................................................................... 3 2.1.4 Seismically Induced Ground Shaking .................................................................... 3 2.1.5 Swell/Settlement Related to Deep Fills .................................................................. 3 2.1.6 Compressible Soils ................................................................................................ 4 2.1.7 Expansive Soils ...................................................................................................... 4 2.2 SLOPE STABILITY MITIGATION CONSIDERATIONS DURING MASS GRADING ........................................................................................................................... 4 2.3 GHAD-MAINTAINED IMPROVEMENTS AND OPEN SPACE AREAS ............................. 5 2.3.1 Agency Notice ........................................................................................................ 6 2.3.2 General Landslide Mitigation ................................................................................. 7 2.4 BIOTECHNICAL RECOMMENDATIONS FOR PREVENTION AND MITIGATION OF EXISTING OR POTENTIAL EROSION HAZARDS ...................................................... 7 2.5 CRITERIA FOR GHAD RESPONSIBILITY......................................................................... 8 2.5.1 Isolated or Remote Slope Instability ...................................................................... 8 2.5.2 Single Property....................................................................................................... 8 2.5.3 Geologic Hazards Resulting from Negligence of Property Owner ......................... 8 2.5.4 Property Not Accepted ........................................................................................... 8 2.5.5 Geologic Hazard Which Requires Expenditure in Amount Exceeding the Value of the Threatened or Damaged Improvement ............................................. 8 2.5.6 GHAD Funding or Reimbursement for Damaged or Destroyed Structures or Site Improvements ............................................................................................. 9 2.5.7 No Reimbursement of Expenses Incurred by Property Owners ............................ 9 2.6 PRIORITY FOR DISTRICT-FUNDED REPAIRS ................................................................ 9 2.7 MAINTENANCE AND MONITORING SCHEDULE .......................................................... 10 3.0 GLOSSARY ....................................................................................................... 11 4.0 OWNERSHIP AND MANAGEMENT .................................................................. 11 5.0 RIGHT-OF-ENTRY ............................................................................................. 13 LIST OF REFERENCES FIGURES EXHIBIT A – Legal Description for Tract 8102 EXHIBIT B – Plat to Accompany Legal Description for Tract 8102, Boundary Exhibit EXHIBIT C – Tassajara Hills Annexation, Background Toll Brothers, Inc. FALLON CROSSING GHAD PLAN OF CONTROL 5661.002.000 Tassajara Hills Development Annexation TABLE OF CONTENTS (Continued) ii of ii April 13, 2017 EXHIBIT D – Tassajara Hills Geology EXHIBIT E – Tassajara Hills, Funding and Acceptance EXHIBIT F – Tassajara Hills, Disclosure and Right-of-Entry EXHIBIT G – Tassajara Hills, Final Stormwater Quality and Hydromodification Plan EXHIBIT H – Tassajara Hills, Riparian Mitigation and Monitoring Plan EXHIBIT I – Tassajara Hills, Mitigation Grading Plan Toll Brothers, Inc. FALLON CROSSING GHAD PLAN OF CONTROL 5661.002.000 Tassajara Hills Development Annexation Page | 1 April 13, 2017 1.0 INTRODUCTION Under the Conditions of Approval No. 48 for the Tassajara Hills Tracts 8102, 8260, and 8325, the City of Dublin has required that the Tassajara Hills development be annexed into the Fallon Crossing GHAD prior to filing of the first final map for the project. To satisfy this requirement, the developer of the Tassajara Hills Development has petitioned the Board of Directors of the Fallon Crossing GHAD to annex the Tassajara Hills development into the existing Fallon Crossing GHAD (“GHAD” or “District”). Grading for the project began in October 2015; at this time, the grading has not been completed. 1.1 PROPERTY IDENTIFICATION, OWNERSHIP AND MAINTENANCE RESPONSIBILITIES A written description of the properties to be annexed into the existing Fallon Crossing GHAD is provided in Exhibit A and shown graphically on Exhibit B. The GHAD annexation area includes Assessor’s Parcel Numbers (APN) 985-0001-001-01. Ownership and maintenance responsibilities for the individual parcels within the annexation area (Tracts 8102, 8260, and 8325) are shown on Figures 1 and 2. 2.0 TASSAJARA HILLS PLAN OF CONTROL 2.1 GEOLOGIC HAZARDS Geologic hazards identified for the site in the ENGEO Geotechnical Exploration report Reference 1) dated November 12, 2012, include the following items. Slope instability Creek bank instability Surface erosion Seismically induced ground shaking Swell/settlement related to deep fills Compressible soils Expansive soils Alkali Soils These geologic hazards are not expected to be eliminated entirely by site grading. Slope instability or potential slope instability is not unique to this project but is of importance for hillside projects throughout the San Francisco Bay Area, such as Tassajara Hills. Future stability depends on various factors, including any introduction of natural or artificial groundwater, future grading and earthquake ground shaking. 2.1.1 Slope Instability – Tassajara Hills During mapping for the Tassajara Hills geotechnical exploration, areas of slope instability were identified throughout the planned development area and within the future open space areas. The geologic map showing the location of each of the debris flows and landslides is included in Figure 5. The table below identifies each of the landslide areas within the development area and the proposed corrective measures. Potential District monitoring or maintenance activities for the specific areas listed in the table below are discussed in Section 2.3. Toll Brothers, Inc. FALLON CROSSING GHAD PLAN OF CONTROL 5661.002.000 Tassajara Hills Development Annexation Page | 2 April 13, 2017 TABLE 2.1.1-1 Mapped Landslides and Completed or Proposed Corrective Measures AREA DESIGNATION TYPE OF FEATURE COMPLETED OR PLANNED MITIGATION METHOD 1 Earthflow Upslope portion removed by design cut, keyway and removal to support proposed entrance road 2 Deep-seated Rotational Slump Upslope portion removed and replaced, keyway along downslope side of entrance road 3 Deep-seated Earthflow Complex Upslope portion removed and replaced, keyway along downslope side of entrance road 4 Deep-seated Earthflow Complex Upslope portion removed and replaced, keyway along downslope side of entrance road 5 Earthflow Removed and replaced 6 Deep-seated Earthflow Complex Removed and replaced portion within development area, buttressed remaining upslope portion with geogrid reinforcement 7 Slump/Earthflow Outside development area, no proposed mitigation 8 Deep-seated Complex Removed and replaced, buttressed remaining upslope 9 Deep-seated Complex Removed and replaced within development are, keyway along downslope side of road 10 Shallow Earthflow Removed and replaced upslope portion that is within development area 11 Deep-seated Earthflow Complex Removed and replaced surficial portions of landslide, buttressed deep-seated portion of landslide with design fill. 12 Earthflow Complex Removed and replaced 13 Earthflow Complex Removed and replaced 14 Earthflow Complex Removed and replaced 15 Earthflow Complex Removed and replaced portion within development area, construct buttress/catchment area for remaining upslope portion 16 Deep-seated Earthflow Debris Lobe Buttressed with deep engineered fill keyway, remove and replace upper portions within and adjacent to development area buttressed remaining upslope portions 17 Deep-seated Earthflow Complex Removed and replaced within development area and upslope and buttressed by a deep engineered fill keyway 18 Earthflow Complex Removed and replaced within development area C1 Earthflow Complex Removed and replaced within development area C2 Earthflow Complex Removed and replaced within development area C3 Earthflow Complex Removed and replaced within development area A landslide is defined as a mass of rock, soil and other debris that has been displaced downslope by sliding, flowing or falling. Landslides include cohesive block slides and disrupted slumps that have formed by displacement along a planar slip surface or rotation (displacement along a curved slip surface). Undercutting and erosion of hillside slopes can trigger slope failures. Slope failures are also triggered by increased pore water pressure due to the infiltration of rainwater. The resulting decrease of shear resistance (internal resistance to deformation by shearing) can cause a slope to move. The level of the groundwater table varies with the amount of rainfall for the area. If rainfall is higher than average during the winter season, the water table Toll Brothers, Inc. FALLON CROSSING GHAD PLAN OF CONTROL 5661.002.000 Tassajara Hills Development Annexation Page | 3 April 13, 2017 may be higher than average on a hillslope and groundwater pressures may become high. Under these conditions, hillside movement can be activated. Areas of thickened soil cover on the hillslopes are known as colluvium (Qc). Colluvial deposits are typically the result of soil creep and may be in a weak, unconsolidated state, making them susceptible to landsliding if undercut. Colluvial deposits located within open-space areas are natural landforms that do not require mitigation, except where they affect manmade improvements. Potential mitigation and repair measures for District areas near improvements are discussed in Section 2.3. 2.1.2 Creek Bank Instability As identified in the referenced Geotechnical Exploration report, creek banks along Moller Creek are subject to erosion and localized slumping. The banks have been oversteepened by erosion and consist of relatively weak materials. Creek bank erosion has locally been exacerbated by extensive burrowing by ground squirrels and formation of sinkholes associated with concentrated burrow networks. To mitigate the potential for adverse impacts from creek bank instability, it has been recommended that all improvements be set back beyond a 3:1 projection from the toe of the creek bank or where closer, special mitigation measures will be needed. These measures could include use of geogrid-reinforced fills or buried rip-rap. Creek bank areas, especially areas with existing vertical banks and concentrations of gullies or sinkholes, should be periodically monitored by the GHAD so that appropriate maintenance can be completed in a timely manner. 2.1.3 Surface Erosion Graded slopes will be subject to localized erosion and surface sloughing, especially during peak rainfall events. Areas of erosion could also occur along created mitigation swales (shown on Figure 3) and in existing natural drainage channels on open space slopes. Erosion gullies, if left un-mitigated, and allowed to enlarge, can lead to undermining of slopes and development of surface landslides. Potential erosion hazards can be mitigated by erosion control measures recommended in the Geotechnical Exploration report, such as covering graded slopes with a topsoil veneer, and by installation of typical erosion control measures and monitoring as described in the Erosion Control Plans and the SWPPP. Slopes should be periodically monitored by the GHAD so that appropriate maintenance can be completed in a timely manner if areas of erosion develop in project graded slopes, or on an adjacent native slope areas area that could impact improvements. 2.1.4 Seismically Induced Ground Shaking As identified in the Geotechnical Exploration report, an earthquake of moderate to high magnitude generated within the San Francisco Bay Region could cause considerable ground shaking at the site, similar to that which has occurred in the past. Seismic slope stability has been considered in the geotechnical reports completed for the site; however, seismically generated slope failures could occur outside the grading limits within the Tassajara Hills Development. 2.1.5 Swell/Settlement Related to Deep Fills According to the preliminary grading plans, fills up to about 120 feet thick will be placed in the swales and low-lying areas. Studies have shown that engineered fills in residential development Toll Brothers, Inc. FALLON CROSSING GHAD PLAN OF CONTROL 5661.002.000 Tassajara Hills Development Annexation Page | 4 April 13, 2017 sites typically experience increases in moisture content after building construction due to increases in irrigation or natural conditions and to alteration of drainage patterns. This process may take about 10 to 15 years after irrigation commences, or even more, before the fill becomes fully wetted. The wetting process can cause settlement or swell (hydrocompression due to wetting) depending on soil type, compaction, moisture content, and the overburden pressures (fill thickness). 2.1.6 Compressible Soils As identified in the Geotechnical Exploration report, settlement of soft soils may be significant if not properly mitigated. Differential movement under structures is a primary geotechnical concern. Settlement at the site could be generated from: (1) consolidation of the alluvial and colluvial deposits in the swale areas where fills will be placed, (2) compression of the deep fills due to their own weight, and (3) compression of soils beneath foundation systems due to building loads. As recommended, compressible alluvial and colluvial soil materials should be removed within the area of development during corrective grading. 2.1.7 Expansive Soils Near-surface soils, in addition to claystone and siltstone at the site, could exhibit a high potential for expansion. These potentially expansive soils could impact the planned site development . Expansive soils shrink and swell as a result of moisture change. This can cause heaving and cracking of slabs-on-grade, pavements and structures founded on shallow foundations. The potential for expansive soils has been identified in previous reports for the property. Shrink and swell of expansive soils on slopes is a portion of the mechanism of creep movement, which can result in shallow slope instability. 2.1.8 Alkali Soils The site geologic map presented as Figure 2 in the Geotechnical Exploration report for the Tassajara Hills development and on Exhibit D of this document, depicts areas of existing alkali soils on the surface of the creek alluvium. These soils were identified as potentially corrosive in the Geotechnical Report. The corrective Grading Plans recommended removing alkali soil within the grading envelope and placing them in deep fills below pad grade. This recommendation was implemented. If future improvements are proposed in the alkali soils remaining in the open space areas they should be designed with appropriate corrosivity considerations. 2.2 SLOPE STABILITY MITIGATION CONSIDERATIONS DURING MASS GRADING As recommended in the Geotechnical Exploration report for the Tassajara Hills development, existing non-documented artificial fills within the graded area will be removed prior to engineered fill placement. In addition, unsuitable materials, which could include colluvium and other unsuitable material, will be overexcavated to firm undisturbed materials below the unsuitable material as determined by the project Geotechnical Engineer or Engineering Geologist (ENGEO) at the time of grading. Subdrains will be installed to collect subsurface waters. The configuration of the subdrainage system will be tailored to the subsurface conditions at the time of grading. The locations of subdrain outfalls will be shown on the Field-Verified Geology and Subdrain Plan, that will be included with the mas grading testing and observation report. Each subexcavation area will be reconstructed to final grade by keying and benching below the landslide plane with compacted, drained engineered fill. Toll Brothers, Inc. FALLON CROSSING GHAD PLAN OF CONTROL 5661.002.000 Tassajara Hills Development Annexation Page | 5 April 13, 2017 Cuts were mapped by a geologist during grading to provide mitigation schemes for unsuspected slope conditions, which could decrease the slope stability. Such conditions include unfavorable bedrock attitudes, weak or highly sheared bedrock materials, and seepage conditions. Testing and observation reports shall be made available to the GHAD for its use following completion of the project development. 2.3 GHAD-MAINTAINED IMPROVEMENTS AND OPEN SPACE AREAS Conditions of Approval (COA) Numbers 27, 38, and 48 address parcel ownership and GHAD maintenance responsibilities. COA No. 27 – Ownership and Maintenance of Improvements: Ownership, dedications on final map, and maintenance of street right-of-ways, common areas parcels, and open space areas shall be by the City of Dublin, the Homeowner’s Association, and the Geologic Hazard Abatement District, as shown on the Ownership and Maintenance responsibility Exhibit, Stage II submittal, Tract Map 8102, prepared by MacKay and Somps, dated August 2012. COA No. 38 – Storm Drain Treatment Measures: The developer shall install storm drain treatment measures as shown on the Vesting Tentative Map, Sheet 11-13. The stormwater ponds shall include a screen or filter at each storm drain pipe outfall into the pond that comply with Section C.10 of the Municipal Regional Permit for Stormwater with regards to trash capture. Water quality measures located within the GHAD parcels shall be maintained by the Fallon Crossing GHAD. New impervious surface area on Tassajara Road shall also be provided with treatment measures; water quality measures serving the road will be maintained by the City unless directed into the GHAD treatment ponds. COA No. 48 – Geologic Hazard Abatement District: Prior to filing the first final map, the annexation of the entire project into the Fallon Crossing Geologic Hazard Abatement District (GHAD) covering the entire project shall be completed. The GHAD Board of Directors for the GHAD shall be the City Council of the City of Dublin. The GHAD shall be responsible for the ongoing maintenance of the open space areas (including benches and brow ditches, maintenance roads or trails or fencing) and water quality control ponds, and shall include a reserve for unforeseen repair of future slope instability. Ownership of GHAD-maintained parcels shall be by the GHAD in fee as shown on the Vesting Tentative Map. The District will have authority and responsibility to manage erosion and other geologic hazards within the boundary shown in Exhibit B subject to the exclusions listed in Section 2.5 – Criteria for GHAD Responsibility. The GHAD shall be responsible for monitoring and maintenance of the following site improvements located within the GHAD-owned parcels shown on the Open Space and Improvement Ownership/Maintenance Plan (Figures 1 and 2). Developer or GHAD-constructed retaining walls, including repair if structural integrity of a wall or adjacent structure(s) is threatened. Water detention, bioretention cells, and vegetated bio-swales facility maintenance, including access road. Slopes. Toll Brothers, Inc. FALLON CROSSING GHAD PLAN OF CONTROL 5661.002.000 Tassajara Hills Development Annexation Page | 6 April 13, 2017 Debris benches. Emergency vehicle access (EVA) and maintenance roads. Lined and unlined drainage ditches in developed areas and open space. Vegetation control within open space. Storm drain system improvements. Subdrains and subdrain outlets. Fuel management for fire suppression. Fencing. Mitigation swales. Selected Wetland Mitigation Program (WMP), and Open Space Management Plan (OSMP) activities within the deed restricted parcels. The GHAD intends to mitigate, prevent, abate or repair landslide or erosion hazards that could directly affect property within the GHAD boundary, as necessary to implement this Plan of Control. As a responsible landowner, the GHAD will also assume open-space management responsibilities that are required for the Tassajara Hills project. These responsibilities will include vegetation management, vegetation removal (fire suppression), and selected other maintenance associated with open space. 2.3.1 Agency Notice Long-term management, monitoring, and maintenance of habitat features and values within the Riparian Restoration Area and the mitigation swales and channels located uphill and adjacent to the development envelope will be done in accordance with the Riparian Mitigation & Monitoring Plan for the Moller Ranch Residential Development and Tassajara Culvert Replacement Projects, Alameda and Contra Costa Counties, California (H. T. Harvey & Associates, 2014) Riparian MMP) by the Riparian Land Manager. An endowment will provide the funding for the long-term management, monitoring and maintenance activities described in the Riparian MMP, including mitigation channels/swales A through P, which are not included in the GHAD operations or budget estimates. Management of the Riparian Restoration Area, and mitigation channels/swales A through P, including general maintenance, will be conducted by the Land Manager identified in the Riparian MMP and approved by the State and Federal Agencies. Activities not specifically described in the Riparian MMP are not included in the State and Federal permits. The GHAD will comply with the Riparian MMP and will obtain all necessary State and Federal permits for any activity not described in the Riparian MMP, that is regulated pursuant to State law (Porter Cologne Act, Fish Game code, and Section 401 of the Clean Water Act), and Federal law (Clean Water Act and Endangered Species Act). Toll Brothers, Inc. FALLON CROSSING GHAD PLAN OF CONTROL 5661.002.000 Tassajara Hills Development Annexation Page | 7 April 13, 2017 2.3.2 General Landslide Mitigation The techniques the District may employ to prevent, mitigate or abate landsliding or adverse erosion damage might include, but are not necessarily limited to: Removal of the unstable earth mass. Stabilization (either partial or total) of the landslide by removal and replacement with compacted drained fill. Construction of structures to retain or divert landslide material or sediment. Construction of erosion-control devices such as gabions, rip rap, geotextiles or lined ditches. Placement of drained (e.g., underdrains or horizontal drains) engineered buttress fill. Placement of subsurface drainage devices (e.g., underdrains or horizontal drains). Slope correction (e.g., gradient change, biotechnical stabilization, and slope trimming or contouring). Construction of additional surface ditches and/or detention basins, silt fences, sediment traps, or backfill or erosion channels. Potential landslide and erosion hazards can often best be mitigated by controlling soil saturation and water runoff and by maintaining the surface and subsurface drainage system . Maintenance shall be provided for lined surface drainage ditches and drainage terraces . 2.4 BIOTECHNICAL RECOMMENDATIONS FOR PREVENTION AND MITIGATION OF EXISTING OR POTENTIAL EROSION HAZARDS Fill slopes within the boundaries of the District are expected to be erodible as will cut slopes in bedrock; therefore, the maintenance of vegetative cover is especially important . Vegetation provides a layer of protection on soil and exposed rock. It absorbs the impact of raindrops, reduces the velocity of runoff and retards erosion. In many instances, adequate erosion protection for slopes can be accomplished with carefully selected and placed biological elements (plants) without the use of structures (e.g., brush layering and willow waddling). In other areas, biotechnical slope protection may involve the use of mechanical elements or structures in combination with biological elements to provide erosion control and help prevent small-scale slope failures. Locally, walls, welded-wire walls, gabion walls, rock walls, riprap and reinforced earth walls used in combination with carefully selected and planted vegetation can provide high-quality slope protection. The vegetation may be planted on the slope above a low retaining structure or toe wall, or the interstices of the structure can be planted. Toll Brothers, Inc. FALLON CROSSING GHAD PLAN OF CONTROL 5661.002.000 Tassajara Hills Development Annexation Page | 8 April 13, 2017 2.5 CRITERIA FOR GHAD RESPONSIBILITY To establish an appropriate GHAD assessment level for the Tassajara Hills portion of the Fallon Crossing GHAD, it is important to clearly define the limits of the GHAD’s responsibilities. The GHAD will accept responsibility for property as described in Exhibit A. However, the intent of this Plan of Control is not to extend the GHAD’s responsibilities to every potential situation of slope instability; as such, the following are exclusions from GHAD responsibility. 2.5.1 Isolated or Remote Slope Instability The GHAD shall not have responsibility to monitor, abate, mitigate or control slope instability that does not involve damage to, or pose a significant threat to damage, site improvements or flood control capacity. As used herein, the term “site improvements” means buildings, roads, sidewalks, utilities, retaining walls, improved trails, swimming pools, geologic stabilization features and drainage features or similar improvements. 2.5.2 Single Property The GHAD will not prevent, mitigate, abate or control geologic hazards which are limited in area to a single residential parcel of property unless the geologic hazard has damaged or poses a significant threat of damage to site improvements located on other property within the GHAD boundaries. 2.5.3 Geologic Hazards Resulting from Negligence of Property Owner The GHAD may, in the general manager’s sole discretion, decline to prevent, mitigate, abate or control geologic hazards which occur or result from any negligence of a homeowner and/or the homeowner’s contractors, agents or employees in developing, investigating, grading, constructing, maintaining or performing or not performing any post-development work on the subject property. 2.5.4 Property Not Accepted The GHAD shall not have responsibility to repair damage that is situated on a parcel of real property, which the GHAD has not accepted in accordance with Exhibit E. The GHAD, however, may monitor, abate, mitigate or control slope instability on a parcel of real property which the GHAD has not accepted in accordance with Exhibit E, provided that the GHAD responsibility on such parcel shall be limited to the extent necessary to address damage or a significant threat to damage site improvements on a GHAD-accepted parcel. 2.5.5 Geologic Hazard Which Requires Expenditure in Amount Exceeding the Value of the Threatened or Damaged Improvement The GHAD may elect not to prevent, mitigate, abate or control a geologic hazard where, in the general manager's sole discretion, the anticipated expenditure required to be funded by the GHAD to prevent, mitigate, abate or control the geologic hazard will exceed the value of the structure(s) and site improvement(s) threatened with damage or loss. Toll Brothers, Inc. FALLON CROSSING GHAD PLAN OF CONTROL 5661.002.000 Tassajara Hills Development Annexation Page | 9 April 13, 2017 2.5.6 GHAD Funding or Reimbursement for Damaged or Destroyed Structures or Site Improvements In the event a residence or any other private structure, site improvement or landscape feature is damaged or destroyed as a result of a geologic hazard, the District may fund or reimburse the property owner for the expenses necessary to repair or replace the damaged or destroyed structure, site improvement or landscaping. Unless otherwise authorized by the Board of Directors, the total dollar amount of the District funding or reimbursement paid to all property owners whose property is damaged by a geologic hazard may not exceed ten percent (10%) of the total costs incurred by the District in actually mitigating, abating or controlling the geologic hazard that causes the damage1. In the event the geologic hazard damages or destroys a structure, site improvement or landscaping which violates any provisions of the City Building Code or City Code at the time of its installation or improvement, the District may decline to provide any funding, or reimbursement to the property owner for repair or replacement of the damaged structure, improvement or landscaping. 2.5.7 No Reimbursement of Expenses Incurred by Property Owners The GHAD will not be obligated to reimburse a property owner for expenses incurred for the prevention, mitigation, abatement, or control of a geologic hazard absent a written agreement between the property owner and the GHAD to that effect, which agreement has been executed prior to the property owner incurring said expenses, and following an investigation conducted by the GHAD. 2.6 PRIORITY FOR DISTRICT-FUNDED REPAIRS Emergency response and scheduled monitoring, maintenance or repair expenditures are to be prioritized by the General Manager, utilizing its discretion, based upon available funds, a prudent reserve and the approved operating budget. In addition, the GHAD shall support the priorities of the Resource Manager (as defined in the RMP), and the protection of biotic resources, in compliance with the RMP. Should available funds not be sufficient to undertake all of the identified remedial and preventive stabilization measures, the expenditures shall be prioritized as follows in descending order of priority: A. The prevention, mitigation, abatement or control of geologic hazards that have either damaged or pose a significant threat of damage to residences, critical lifeline utilities or emergency vehicle access corridors. B. The prevention, mitigation, abatement or control of geologic hazards that have either damaged or pose a significant threat of damage to water quality basin improvements, wetlands, riparian features, portions of mitigation channels/swales A through D and F through N within limits of GHAD, vegetated swales, restored and unaltered creek channels including annual funding so that the facilities are maintained in accordance with the requirements of the Stormwater and Hydromodification Management Plan, Operations and Maintenance Manual (Exhibit G). 1 For example, if a landslide causes $10,000 in structural damage to each one of four neighboring homes for a total of 40,000 in structural damage and it costs the District $100,000 to design and install a new retaining wall to abate th e slide, the District may only reimburse each property owner $2,500 of their $10,000 in structural damage. Toll Brothers, Inc. FALLON CROSSING GHAD PLAN OF CONTROL 5661.002.000 Tassajara Hills Development Annexation Page | 10 April 13, 2017 C. The prevention, mitigation, abatement or control of geologic hazards that have either damaged or pose a significant threat of damage to private recreation facilities (e.g., pools, spas, etc.). D. The prevention, mitigation, abatement or control of geologic hazards that have either damaged or pose a significant threat of damage limited to loss of landscaping or other similar non-essential amenities. E. The prevention, mitigation, abatement or control of geologic hazards existing entirely on open-space property and which have neither damaged nor pose a significant threat of damage to any site improvements. If sufficient funds are not available to undertake the listed activities, the GHAD may investigate obtaining funding as allowed in Section 26505(e) of the Public Resources Code through the issuance of bonds, notes, or debentures such as a line of credit. 2.7 MAINTENANCE AND MONITORING SCHEDULE Geologic features and District-maintained facilities should be inspected on a regular basis. Budget permitting, inspections should generally be scheduled to occur two times per year in normal years and three or more times per year in years of heavy rainfall . The inspections should be scheduled to take place in the fall, prior to the first significant rainfall; mid-winter as necessary during heavy rainfall years; and in spring at the end of the rainy season. It is anticipated that the monitoring events for the Tassajara Hills development and the Fallon Crossing development within the Fallon Crossing GHAD would be completed on the same schedule. A District Engineer and/or Geologist should inspect the lined surface of concrete-lined drainage ditches within the District boundaries on a regular schedule. Repairs and maintenance should be performed as needed. Excess silt or sediment in ditches should be removed and cracked or broken ditches should be patched or repaired as required before the beginning of the next rainy season. Subsurface drain outlets and horizontal drain outlets, if any, should be inspected on a regular schedule. Water flowing from these outlets should be measured and recorded during each inspection. Any suspicious interruption in flow should signal a need to unplug or clean by flushing the affected drain. If installed, piezometers used to measure groundwater levels, or other instruments such as inclinometers, tiltmeters, and/or settlement-monitoring devices, should be monitored on a regular schedule. In the event of anomalous readings, the monitoring frequency should be increased. Inlets, outfalls or trash racks, if used, must be kept free of debris, and spillways must be maintained. Attention should be given to plantings or other obstructions, which may interfere with access by power equipment. The water-quality basin and bioretention cells shall be monitored and maintained in accordance with the Operations and Maintenance Manual for Tassajara Hills (Exhibit G). Toll Brothers, Inc. FALLON CROSSING GHAD PLAN OF CONTROL 5661.002.000 Tassajara Hills Development Annexation Page | 11 April 13, 2017 The District should review its inspection schedule annually and assess the effectiveness of its preventive maintenance program on a regular basis. District staff should prepare an annual report to the Board of Directors with recommendations for maintenance and/or repair projects. Consultants, as necessary, may be retained to undertake the needed studies. The District Engineer and/or Engineering Geologist retained by the District shall prepare an annual inspection report for presentation to the District Board of Directors. 3.0 GLOSSARY Engineer’s Report – The document that establishes the individual property owners’ GHAD assessment based on the projected expenses (budget) of the GHAD. Geological Hazard Abatement District (GHAD) Manager – An entity employing a licensed Geotechnical Engineer who will oversee the operations of the GHAD including preparation of GHAD budgets. The GHAD Manager is hired by and reports to the GHAD Board of Directors. Mitigation Channels/Swales A through P – Swales are shown on the Mitigation Grading Plan, Tassajara Hills (Formerly Moller Ranch), Dublin, CA, August 2016, and included in Exhibit I. Riparian Land Manager – The Riparian Land Manager refers to the entities that are responsible for implementing the Riparian MMP. Riparian MMP – The Riparian MMP refers to the Riparian Mitigation & Monitoring Plan for the Moller Ranch Residential Development and Tassajara Culvert Replacement Projects, Alameda and Contra Costa Counties, California prepared by H. T. Harvey & Associates (June 11, 2014) Exhibit I) and any amendments thereto approved by the San Francisco Bay Regional Water Quality Control Board and California Department of Fish and Wildlife. Riparian Restoration Area – The portion of the Riparian Restoration Area, as defined in the Riparian MMP, that is owned by the GHAD. Trust – The Agricultural-Natural Resources Trust of Contra Costa County. 4.0 OWNERSHIP AND MANAGEMENT Ownership, funding sources and maintenance responsibilities shall be as shown on the following table and Figures 1 and 2. TABLE 4.0-1 TASSAJARA HILLS RESIDENTIAL DEVELOPMENT/FALLON CROSSING GHAD Long-Term Ownership and Management Matrix FACILITY/FUNCTION MAINTENANCE ENTITY FUNDING TENTATIVE ACCEPTANCE DATE OR MINIMUM INITIAL MONITORING TERM OWNERSHIP 1. Development Area a. Single-Family Residential Parcels (370 units) Private Private Not Applicable Private b. Park City of Dublin City of Dublin Not Applicable City of Dublin Toll Brothers, Inc. FALLON CROSSING GHAD PLAN OF CONTROL 5661.002.000 Tassajara Hills Development Annexation Page | 12 April 13, 2017 FACILITY/FUNCTION MAINTENANCE ENTITY FUNDING TENTATIVE ACCEPTANCE DATE OR MINIMUM INITIAL MONITORING TERM OWNERSHIP c. Neighborhood Common Areas Master HOA HOA Fees Not Applicable Master HOA d. Public Road Areas i. Roadway City of Dublin City of Dublin Not Applicable City of Dublin ii. Median Landscape Maintenance and Replacement City of Dublin City of Dublin Not Applicable City of Dublin iii. Parkway Strip Landscape/Trees Maintenance and Replacement Master HOA HOA Fees Not Applicable City of Dublin iv. Sidewalk HOA or Homeowner HOA Fees or Private Not Applicable City of Dublin v. Bridge City of Dublin City of Dublin Not Applicable City of Dublin e. Private Clubhouse Master HOA HOA Fees Not Applicable City of Dublin f. Emergency Vehicle Access Roads GHAD Assessment Perpetual HOA g. Storm Drain System City of Dublin City of Dublin Not Applicable City of Dublin h. Vegetated Bioswales i. Landscape Maintenance and Replacement HOA HOA Not Applicable HOA ii. Functional Maintenance, Repair, and Replacement GHAD Assessment Perpetual HOA 2. GHAD-Owned Open Space Areas Outside of Conservation Easement Plan of Control Defined Activities 2-Year Minimum Initial Monitoring Period) a. Bioretention cells Developer Private Funding 2 years Developer b. Detention Basin Developer Private Funding 2 years Developer c. Storm Drain System Developer Private Funding 2 years Developer d. Vegetation Management for Fire Suppression Developer Private Funding 2 years Developer e. Slopes, maintenance benches, and Surface Drainage Improvements Developer Private Funding 2 years Developer f. Fire/Emergency Vehicle Access Roads Developer Private Funding 2 years Developer g. Gates and Fencing Developer Private Funding 2 years Developer h. Trail Developer Private Funding 2 years Developer Plan of Control Defined Activities Post Initial Monitoring Period) a. Bioretention cells GHAD Assessment Perpetual GHAD b. Detention Basin GHAD Assessment Perpetual GHAD c. Storm Drain System GHAD Assessment Perpetual GHAD d. Vegetation Management for Fire Suppression GHAD Assessment Perpetual GHAD e. Slopes, maintenance benches, and Surface Drainage Improvements GHAD Assessment Perpetual GHAD Toll Brothers, Inc. FALLON CROSSING GHAD PLAN OF CONTROL 5661.002.000 Tassajara Hills Development Annexation Page | 13 April 13, 2017 FACILITY/FUNCTION MAINTENANCE ENTITY FUNDING TENTATIVE ACCEPTANCE DATE OR MINIMUM INITIAL MONITORING TERM OWNERSHIP f. Fire/Emergency Vehicle Access Roads GHAD Assessment Perpetual GHAD g. Gates and Fencing GHAD Assessment Perpetual GHAD h. Trail Master HOA HOA Fees GHAD 3. Riparian Restoration Area within Conservation Easement a. Mitigation and Monitoring Plan Activities (Pre Final Success Criteria Achievement) Developer Private Funding 10 years following installation of riparian mitigation Developer b. Mitigation and Monitoring Plan Activities (Post Final Success Criteria Achievement) Lands Manager Endowment Perpetual USFWS and CDFW Approved and Accredited Entity (to be determined) 4. Riparian Restoration Area GHAD-Owned Lands a. Mitigation and Monitoring Plan Activities Along Moller Creek and Portions of Mitigation Channels/Swales A through P Pre Final Success Criteria Achievement) Developer Private Funding 10 years following installation of riparian mitigation Developer b. Mitigation and Monitoring Plan Activities (Post Final Success Criteria Achievement) Lands Manager Endowment Perpetual GHAD 5.0 RIGHT-OF-ENTRY District officers, employees, consultants, contractors, agents, and representatives shall have the right to enter upon all lands within the District boundary, as shown on Exhibit B, for the purpose of performing the activities described in the Tassajara Hills GHAD Plan of Control. Should the District need to access parcels owned by the Homeowner’s Association or private residential lots to fulfill its duties under the Plan of Control, the District shall provide the affected landowner and/or resident with 72 hours advanced notice unless, in the reasonable judgment of the GHAD Manager, an emergency situation exists which makes immediate access necessary to protect the public health and safety, in which case no advanced notice is required, but the District shall inform the landowner and/or resident as soon as reasonably possible. The owner or owners of property within the Tassajara Hills development shall record a Declaration of Restrictive Covenants, Right of Entry and Disclosures Regarding Geologic Hazard Abatement District (“Declaration”) after recordation of the Parcel Map, in the form attached as Appendix F. The Declaration creates covenants that run with the land and will be binding upon all future owners of property within the Tassajara Hills development, their successors and assigns. Toll Brothers, Inc. FALLON CROSSING GHAD PLAN OF CONTROL 5661.002.000 Tassajara Hills Development Annexation April 13, 2017 REFERENCES 1. ENGEO, Geotechnical Exploration, Moller Ranch, Tassajara Road, Dublin, California, Project Number 5661.000.001, November 12, 2012. 2. MacKay and Somps; Open Space and Improvements Ownership/Maintenance Plan, Moller Ranch, Tract 8102, Dublin, California; Project Number 19569.0, November 2012. 3. Berlogar Geotechnical Consultants, Plan of Control, Fallon Crossing GHAD, Tassajara Road, Dublin California, Job Number 3058.000, February 17, 2011. 4. Dublin City of, Resolution No. 147-11, Formation of the Fallon Crossing Geologic Hazard Abatement District, August 16, 2011. 5. Dublin City of, Resolution No. 12-45, Approving Vesting Tentative Tract Map 8102 for the Project Known as Moller Ranch (APNs 985-0001-001 and 985-0001-001-02). 6. MacKay and Somps; Final Storm Water Quality/Hydromodification Report, Moller Ranch, Dublin, California; Project Number 19569.010, June 26, 2015. 7. MacKay and Somps; Land Plan, Moller Ranch, Dublin, California; Project Number 19569.000, July 15, 2011. 8. H. T. Harvey & Associates; Riparian Mitigation & Monitoring Plan for the Moller Ranch Residential Development and Tassajara Culvert Replacement Projects, Alameda and Contra Costa Counties, California; May 12, 2014. FIGURES FIGURES 1 AND 2: Ownership Maintenance Plan FIGURE 3: Drainage System Ownership Map – Phase 1 FIGURE 4: Drainage System Ownership Map – Phase 2 FIGURE 5:Geologic Map OW N E R S H I P M A I N T E N A N C E P L A N TA S S A J A R A HI L L S DU B L I N C A LI F O R N I A 56 6 1 0 0 2 0 0 0 AS S H O W N 1 OW N E R S H I P M A I N T E N A N C E P L A N TA S S A J A R A HI L L S DU B L I N C A LI F O R N I A 56 6 1 0 0 2 0 0 0 AS S H O W N 2 0 0 FE E T ME T E R S 30 0 15 0 DR A I N A G E S Y S T E M O W N E R S H I P P L A N P H A S E 1 TA S S A J A R A HI L L S DU B L I N C A LI F O R N I A 56 6 1 0 0 2 0 0 0 AS S H O W N 3 0 0 FE E T ME T E R S 25 0 12 5 DR A I N A G E S Y S T E M O W N E R S H I P P L A N P H A S E 2 TA S S A J A R A HI L L S DU B L I N C A LI F O R N I A 56 6 1 0 0 2 0 0 0 AS S H O W N 4 0 0 FE E T ME T E R S 25 0 12 5 TP 10 8. 5 TP 11 11 TP 9 8 TP 12 6' TP 14 5' TP 15 12 TP 43 15 TP 4 4 3. 5 TP 3 2 15 TP 13 15 5 TP 1 8 15 TP 24 13TP 33 10 TP 2 313 TP 4 2 7. 5 TP 3 9 14 TP 37 3' TP 35 7' TP 36 7' TP 38 14 5 TP 29 15 TP 30 15 TP 2 85' TP 2 6 15 TP 27 10 TP 31 14 TP 2 0 15 TP 19 15 TP 1 6 13 TP 46 15 TP 4 5 15 B- 4 44 B- 3 27 B- 1 62 B- 2 66 TP 2 18 TP 22 5. 5 TP 41 14 TP 4 0 15 TP 2510 5 2- TP 4 11 2- T P5 8' 2- TP6 10 2- T P 29 7' 2- T P30 3. 5 2- T P28 11 2- T P27 10 2- T P 2 6 14 2- T P252. 5 2- T P31 10 2- TP 3 2 3' 2- T P34 16 2- T P33 17 2- TP 3 5 3. 5 2- T P 36 2' 2- TP 3 8 2'2- T P 24 14 5 2- T P23 4. 5 2- T P22 3. 5 2- T P20 2' 2- T P 21 2' 2- T P 18 14 2- T P 19 7' 2- T P 16 4. 52- T P17 3' 2- T P7 7' 2- T P8 8' 2- TP 9 16 2- TP 1 0 162- T P11 18 2- T P 12 3. 5 2- T P 13 1. 5 2- T P14 7' 2- T P 1 5 15 3- B 1 0 70 3- B8 28 3- B7 25 5 3- B 2 23 3- B 6 27 5 3- B1 70 3- B544 3- B11 39 3- B4 15 5 3- B3 23 3- B 12 62 5 3- B939 5 B- 1 B- 4 B- 2 50 B- 1 38 5 B- 4 53 B- 6 24 B- 5 30 2- T P 39 5' 2- T P 37 2. 5 1514 16 18 17 12 11 10 5 4 8 7 9 9 6 13 C3 C2 C1 LI MI T S O F R E C E N T S U R FI CI A L L A N D SLI D E LI MI T S O F E A R T H F L O W LI MI T S O F D E E P S E AT E D L A N D SLI D E LI MI T S O F D E B RI S F A N FI LL AL L U VI U M GR E E N V A L L E Y T A S S A J A R A F O R M A TI O N LI MI T S O F L A N D S LI D E R E M E DI A TI O N A R E A GE O L O GI C C O N T A C T FA U L T BE D DI N G A T TI T U D E SH E A R P L A N E A T TI T U D E EX P L O R A T O R Y T R E N C H TE S T PI T S H O WI N G D E P T H T O B E D R O C K E N G E O 2012 TE S T PI T S H O WI N G D E P T H T O B E D R O C K E N G E O 2003 BO RI N G S H O WI N G D E P T H T O B E D R O C K E N G E O 2 0 1 2 BO RI N G S H O WI N G D E P T H T O B E D R O C K E N G E O 2 0 1 2 BO RI N G S H O WI N G D E P T H T O B E D R O C K E N G E O 2 0 0 6 BO RI N G S H O WI N G D E P T H T O B E D R O C K E N G E O 2003 B- 8 62 GE O L O GI C M A P TA S S A J A R A HI L L S DU B LI N C ALI F O R NI A 56 6 1 0 0 2 0 0 0 AS S H O W N 5 2- T P 3 9 5' 3- B 1 4 8' 2- B 2 5 0 EX P L A N A TI O N EXHIBIT A LEGAL DESCRIPTION FOR TRACTS 8102, 8260, AND 8325 3UHOLPLQDU\5HSRUW 02//(5 3URMHFW7%, 7 7+(1'5()(55('72 1 7+,6 5(3257 6 6,78$7('1 7+(&,7<2)'8%/,1 2817<2) 0('$67$7(2)&$/,)251,$1'6 6&5,%('6 2//2:6 1*3257,216 2)3$5&(/6 21(1'7:2 6 6&5,%('1 7+(72 5,&+(<75867 7 5(&25'('21 129(0%(5 1 2&80(17 180%(5 2)),&,$/5(&25'6 2) 0('$2817<1*6287+2)7+(0('$1'2175$267$2817<1(6&5,%(' 6 2//2:6 11,1*7 7+(6287+($67 251(5 2)6(&7,21 72:16+,3 6287+5$1*(67 02817 2 6(1'0(5,',$1 7+(1&(21*7+(6287+(51 1(2)6$,'6(&7,21 1257+67 7 72 7+(0267 67(51 251(5 2)6$,'3$5&(/7+(1&( 9,1*6$,'6287+(51 1(1'21*7+(6287+($67(51 1(2)6$,'3$5&(/6287+ 67 7 7+(1&(6287+67 7 72 7+(17(5 1(2) 2817<52$'12 7$66$-$5$52$'7+(1&(9,1*6$,'6287+($67(51 1(21* 6$,'17(5 1(1257+67 7 72 859(72 7+(7 9,1*5$',86 2)7 7$2)7+(1&(21*6$,'859(1 5&1*7+2) 7 7+(1&(1257+67 7 72 859(72 7+(5,*+7 9,1*5$',86 2)7 7$2)7+(1&(21*6$,'859(1 5&1*7+2) 7 7+(1&(1257+67 7 72 7+(0('$2175$267$2817<1( 7+(1&(21*6$,'2817<1(1257+67 7 7+(1&(1257+ 67 7 7+(1&(1257+67 7 7+(1&(9,1*6$,'2817< 1(6287+67 7 72 7+(6287+(51 1(2)6(&7,21 72:16+,3 6287+5$1*(67 02817 2 6(1'0(5,',$1 7+(1&(21*67 6$,'1( 1257+67 7 72 7+(32,17 2)11,1* 37,1*7+(5()520 7+$7 3257,21 7+(5(2)1*7+,1 7+(281'$5<1(6 2) 7$66$-$5$52$'25 2817<52$'12 1*1(:3$5&(/6 6&5,%('1 7+$7 57$,1 57,),&$7(2)203/,$1&(1' 281'$5<8670(17 5(&25'('8/<6 167580(17 12 2) 2)),&,$/5(&25'6 VVHVVRU V 3DUFHO 1R EXHIBIT B Plat to Accompany Legal Description for Tracts 8102, 8260, and 8325 Boundary Exhibit N39°06'15"W 637.44' BNDY R=833.00' 26°03'30" L=378.85 BNDY N13°02'45"W 165.79' BNDY N89°20'13"W 1866.14' BNDY N8 9 2 0 5 7 W 2 6 0 9 1 1 B N D Y N1°07'46"E 2503.12' BNDY N 7 3 5 0 3 1 E 6 0 6 7 9 2 B N D Y N31°01'01"E 953.28' BNDY N33°22'51"E 92.98' BNDY TAS S A J A R A R O A D P.O.B. R=767.00' 45°10'30" L=604.74 BNDY N6°04'15"E 99.53' BNDY 22 21 27 28 T. 2 S R 1 E M. D B M EXHIBIT C TASSAJARA HILLS ANNEXATION Background Toll Brothers, Inc. FALLON CROSSING GHAD PLAN OF CONTROL 5661.002.000 Tassajara Hills Development Annexation C - 1 AUTHORITY The Dublin City Council formed the Fallon Crossing Geologic Hazard Abatement District GHAD” or “District”) on August 16, 2011, with approval of Resolution 147-11, under authority of the California Public Resources Code (Division 17, commencing with Section 26500). Included within the District were 106 single-family residences and adjacent open spaces within the Fallon Crossing development (Tract 7617). The Dublin City Council members act as the Board of Directors of the Fallon Crossing GHAD. Section 26509 of the Public Resources Code requires a Plan of Control, prepared by a State-Certified Engineering Geologist, as a prerequisite to formation of a GHAD. An Engineering Geologist, certified pursuant to Section 7822 of the Business and Professions Code, prepared the original Plan of Control for the Fallon Crossing GHAD. The Business and Professions Code requires a Plan of Control to describe in detail geologic hazards, their location, who is affected by them, and most significantly, a plan for the prevention, mitigation, abatement, or control thereof. In accordance with the requirements of the Public Resources Code, a proposed amendment to the original Fallon Crossing GHAD Plan of Control is to accompany the petition to annex the Tassajara Hills Property into the Fallon Crossing GHAD. This Plan of Control applies GHAD operations within the area described in Exhibit A and shown graphically on Exhibit B. BACKGROUND ENGEO conducted a preliminary geotechnical exploration of the site in 2003 that consisted of drilling four exploratory borings ranging from approximately 55 to 80 feet deep, excavation of 46 test pits ranging from about 4 to 17 feet deep, and excavation of two exploratory trenches. In 2006, ENGEO performed preliminary geotechnical explorations for three previously proposed bridges within the development area as well as a bridge where Tassajara Road crosses Moller Creek, near the southwest corner of the site. These explorations included eight borings ranging in depth from about 37 to 101 feet. In July 2012, two exploratory borings were drilled to evaluate subsurface conditions near the southwest corner of the site, where culvert improvements are planned at the existing Tassajara Road crossing over Moller Creek. These borings were drilled to depths of about 51 feet. PROPOSED DEVELOPMENT A Vesting Tentative Map for the project has been prepared by MacKay & Somps that is dated July 2012. The plans indicate that the 225.2-acre property will be developed with approximately 370 single-family residential lots within a development area of approximately 76.5 acres. The majority of the lots will be situated in a bowl-shaped valley in the central portion of the site. Grading for the project site involves cuts up to about 135 feet and fills up to about 90 feet thick. Proposed graded slope gradients vary from 2:1 to 3:1. Low retaining walls are planned between numerous lot side yards. The project design includes five stormwater quality bio-cells and one stormwater detention basin. One crossing over Moller Creek is planned using either a bridge or a partially buried culvert with headwalls at both ends. EXHIBIT D TASSAJARA HILLS ANNEXATION Geology Toll Brothers, Inc. FALLON CROSSING GHAD PLAN OF CONTROL 5661.002.000 Tassajara Hills Development Annexation D - 1 REGIONAL GEOLOGY AND GEOLOGIC MAPS The site is located within the Coast Ranges geologic province of California, a series of northwest-trending ridges and valleys. Regional geologic maps were reviewed as part of the Geotechnical Exploration Report for the Tassajara Hills site. A published geologic map of the site vicinity (Graymer, 1996) indicates that the site is underlain by Plio -Pleistocene Livermore gravels (QTl) and the Green Valley/Tassajara group (Tgvt). Both of these formations consist of poorly indurated, non-marine sedimentary rock. Graymer maps bedrock structure striking to the northwest and dipping to the southwest at inclinations of 40 to 75 degrees. SITE GEOLOGY The geologic units mapped on the site include bedrock and surficial deposits consisting of fill , alluvium and colluvium. The geologic units described below are adapted from a geotechnical exploration report completed by ENGEO for the site in 2012 and are shown on Figures 2 and 3. GEOLOGIC UNITS Existing Fill. Artificial fill was identified as small fills made for existing ranch roads, building pads, and two material stockpiles located in the western portion of the site. The stockpile locations are approximately shown on the Corrective Grading Plan, Figures 2 and 3. Landslides. The onsite landslides have been classified as either recent or dormant, and as surficial or deep-seated (Figures 2 and 3). Recent landslides were identified based on bare, near-vertical head scarps and fairly obvious toe bulges and lateral margins. Dormant landslides are older landslides that have been modified by erosion. Dormant landslides generally have vegetated scarps and subtle toe or lateral margins. Surficial landslides involve primarily soil but may include some highly weathered bedrock material. Test pit exploration indicates that the surficial landslides range from about 5 to 20 feet thick. The surficial landslides in the study area appear to include slumps and earthflow type slides. Slumps move relatively slowly as a somewhat coherent mass. With continued movement and saturation, slumps sometimes become earthflows, which are a more rapidly moving viscous-flow type of landslide. Many of the identified landslide areas are landslide complexes that contain coalescing slide segments. The larger, deep-seated landslides generally have displaced blocks of bedrock in the downslope portions of the landslide area and surficial slumps and earthflow segments in the steeper upslope portions of the landslide area. Residual Soil. Residual soils develop essentially in place from weathering of the underlying parent material. Residual soils were encountered on ridge lines and the flanks of ridges and were found to range from about 2 to 4 feet thick. The residual soils encountered consist of dark brown and dark grayish brown silty clay. Laboratory test results indicated that the residual soils have a high plasticity (with Plasticity Index ranging from 31 to 39) and a high expansion potential. Colluvium. Areas of thicker soil cover in swales are shown as colluvium (Qc) on Figures 2 and 3. Colluvial soils encountered in test pits consist of dark brown and dark grayish brown silty clay that has a high plasticity and a high expansion potential. The colluvial deposits encountered were stiff to hard and range up to about 15 feet thick. Toll Brothers, Inc. FALLON CROSSING GHAD PLAN OF CONTROL 5661.002.000 Tassajara Hills Development Annexation D - 2 Alluvium. Younger Alluvium (Qal) and Older Alluvium (Qoa) were encountered along the Moller Creek valley and extending into the large topographic bowl in the central portion of the site. The alluvial deposits range up to at least 65 feet thick in some areas. The younger alluvium encountered consisted of soft to medium stiff silty clay, sandy clay and clayey sand. Laboratory testing indicated that the near-surface younger alluvium has a high plasticity (Plasticity Index of 32) and a high expansion potential. Older alluvium encountered in borings consisted of stiff to hard, silty and sandy clay. Laboratory testing indicates that the older alluvium varies from low to high plasticity and low to high expansion potential. The older alluvium appears to be sufficiently stiff or dense that it would not be susceptible to liquefaction. Livermore Gravels. The Livermore Gravels (QTl) are a poorly indurated, non-marine sedimentary rock. Where encountered onsite, the Livermore Gravels were found to include interbedded claystone, siltstone and sandstone. The formation is generally friable, poorly indurated and varies from thinly to thickly bedded. The claystone units appeared to have a high plasticity and a high expansion potential. Some sandstone units exposed in the test pits were uncemented and appeared to be a material that would be easily erodable on cut slopes. Bedrock structure was poorly developed in some of the test pit exposures. Bedrock in the western portion of the site was observed striking to the west/northwest and dipping at inclinations of 12 to 15 degrees to the south/southwest. In Trench T-1, in the central portion of the site, bedding was mapped striking to the northwest and dipping 40 to 80 degrees to the northeast. Green Valley/Tassajara Formation. The Green Valley/Tassajara Formation is mapped by Graymer (1996) in the eastern portion of the site. Bedrock characteristics encountered in the area mapped as Green Valley/Tassajara Formation were similar to those encountered in the Livermore Gravels. GROUNDWATER During the site explorations conducted between 2003 and 2012, groundwater was encountered in several exploratory soil borings. Groundwater levels ranged between 27 and 68 feet below the original ground surface. As noted in the Geotechnical Exploration, groundwater conditions are expected to vary depending on factors such as weather conditions, time of year and future irrigation practices. SEISMIC SOURCES No faults are mapped on the site by Graymer (1996) or Dibblee (1980). Crane (1988) maps three thrust faults on the eastern portion of the site. The westerly thrust fault mapped by Crane crosses the area of planned development. Maps showing recency of faulting prepared by Jennings (1994) and Bortugno (1991) do not show the faults mapped by Crane as active or potentially active. Based on the finding of the previous exploration (ENGEO, 2003), no indications of faulting were found from exploratory trenching where Crane (1988) maps a thrust fault in the central portion of the site. The site is not located within a State of California Earthquake Fault Zone for known active faults. EXHIBIT E TASSAJARA HILLS ANNEXATION Funding and Acceptance Toll Brothers, Inc. FALLON CROSSING GHAD PLAN OF CONTROL 5661.002.000 Tassajara Hills Development Annexation E - 1 FUNDING AND ACCEPTANCE OF RESPONSIBILITY BY THE DISTRICT An annual assessment is already being levied for properties in the Fallon Crossing GHAD under the provisions of the existing Plan of Control and Engineer’s Report. Ultimately, an annual assessment shall be levied on all annexed residential parcels within the Tassajara Hills development. 1. Activation of Assessment The assessment shall be levied by the GHAD on each individual parcel beginning the first fiscal year following issuance of a building permit for that parcel. 2. Responsibility for GHAD Activities The party that, on the date each Final Map is recorded within the GHAD annexation boundaries owns the developable parcels shown on that Final Map, shall have the responsibility to perform all the activities of the GHAD on property within that Final Map. Such responsibility shall be eligible to transfer to the GHAD at 9:00 a.m. on the day exactly two (2) years after the first residential building permit within the annexation area is issued by the City of Dublin provided that the items listed under item No. 4 in this section have been completed. This turn-over date may be extended at the sole discretion of the project developer provided that the assessments shall continue to be levied during the extension period and that notice of such extension is delivered to the GHAD Manager at least 30 days prior to the turnover date. 3. Ownership of the Open Space Ownership of the open space parcels will pass from the owner/developers to the District. GHAD-owned parcels shall include Parcels B, C, H, I, J, K, and Q. 4. Process for Transferring Responsibility for GHAD Activities After the Transfer Eligibility Date for parcel(s), the process for transferring responsibility for performing GHAD activities on such parcel(s) shall be as follows: a) Up to one year in advance of the Transfer Eligibility Date or in any subsequent year, at its discretion, the developer may apply to the GHAD ("Transfer Application") to transfer the responsibility for performing GHAD Activities for parcel(s) to the District. Actual transfer date is limited as stated in Section 2 above and does not allow the GHAD transfer prior to the required transfer period. b) Within 45 days of receiving such notice, a representative of the GHAD shall verify that all the facilities for which the GHAD will have maintenance responsibility have been constructed and maintained according to the City-approved plans and specifications for the individual improvements, and that such facilities are operational and in good working order. c) Within 15 days of such inspection, the GHAD will send the developer a list ("Punch list") of all of the items that need to be constructed, repaired or otherwise modified. d) The developer may notify the GHAD when it has completed the items identified on the Punch list. Toll Brothers, Inc. FALLON CROSSING GHAD PLAN OF CONTROL 5661.002.000 Tassajara Hills Development Annexation E - 2 e) Within 30 days of receipt of such notice, the GHAD shall verify whether all Punch List items have been completed. If such items have been completed, the GHAD shall notify the developer that the District accepts responsibility for performing all future GHAD Activities on the parcel(s). f) The GHAD Manager shall confirm that the reserve requirement and minimum number of residential parcels subject to the levy of the assessment, as defined in the approved Engineer’s Report, have been met. g) Ownership of the open space shall be transferred from the owner/developers to the District. h) The GHAD must review, approve, and the developer or HOA must record an access and maintenance easement for HOA activities on GHAD owned parcels. i) The owner or owners of property within the Site shall record a Declaration of Restrictive Covenants, Right of Entry and Disclosures Regarding Geologic Hazard Abatement District Declaration”) previously approved by the GHAD. As part of the transfer, the developer of parcel(s) to be transferred will provide the GHAD, for its use, copies of the applicable geotechnical exploration reports, grading plans, corrective grading plans, improvement plans, field-verified geologic maps, as-built subdrain plans or other pertinent documents as requested by the GHAD. EXHIBIT F FALLON CROSSING GEOLOGIC HAZARD ABATEMENT DISTRICT Tassajara Hills Development GHAD Disclosure and Right of Access Toll Brothers, Inc. FALLON CROSSING GHAD PLAN OF CONTROL 5661.002.000 Tassajara Hills Development Annexation F - 1 DECLARATION OF RESTRICTIVE COVENANTS, RIGHT OF ENTRY AND DISCLOSURES REGARDING GEOLOGIC HAZARD ABATEMENT DISTRICT This Declaration of Restrictive Covenants, Right of Entry and Disclosures Regarding Geologic Hazard Abatement District (the “Declaration”) is made this _____ day of __________, 2016 (the Effective Date”), by Tassajara Hills RE Investors, LLC, (“Declarant”). RECITALS A. Property. The following “Right of Entry and Disclosures” regarding a Geologic Hazard Abatement District shall be recorded against all land within Tracts 8102, 8260, and 8325 as filed on __________________ in Book ____of Maps at Pages _____, Official Records of Alameda County in the City of Dublin, County of Alameda, State of California (“Property”). B. The City of Dublin has approved a subdivision on the Property. A condition of approval of the tentative map for Tract 8102 was that the Property be annexed into the Fallon Crossing Geologic Hazard Abatement District (“GHAD”). C. Under the authority of California Public Resources Code section 26500, et seq., the Dublin City Council on August 16, 2011 formed and established the Fallon Crossing Geologic Hazard Abatement District (“Fallon Crossing GHAD” or “District”) to prevent, mitigate, abate or control potential geologic hazards within the boundaries of the GHAD. On ______, 2016, the Fallon Crossing GHAD Board of Directors adopted Resolution ______, upon the application of Declarant, annexing the Property into the Fallon Crossing GHAD. NOW, THEREFORE, Declarant, as the owner of the Property, for itself, its successors and assigns does hereby declare as follows: 1. Notification and Disclosure of Geologic Hazard Abatement District: The Declarant hereby gives notice and discloses that the Property is a part of the Fallon Crossing GHAD, a Geologic Hazard Abatement District formed pursuant to the laws of the State of California. The Board of Directors of the Fallon Crossing GHAD are the members of the Dublin City Council. Pursuant to the Plan of Control for Annexation of Tassajara Hills Development to Fallon Crossing Geologic Hazard Abatement District as it may be amended from time to time (the “Plan of Control”), the Declarant and the Fallon Crossing GHAD are afforded certain responsibilities and rights relating to the prevention, mitigation, abatement and control of potential geologic hazards on the Property. The powers of the Fallon Crossing GHAD include the power to assess lot owners within the Property for the purposes set out in the Plan of Control. 2. Property Access; Right of Entry: The Declarant hereby grants the Fallon Crossing GHAD, its officials, employees, contractors and agents a non-exclusive, perpetual easement (the GHAD Easement”), for continuing and perpetual access to and across the Property for the purposes and responsibilities set out in the Plan of Control. The GHAD Easement shall become effective upon the conveyance of the various lots within the subdivision by grant deeds including the Deed Statement set out in Section 5 below. Until such conveyance and the effectiveness of the GHAD Easement, the Declarant by executing and recording this Declaration, hereby contractually affords the Fallon Crossing GHAD an irrevocable right of entry over and upon the Property for the purposes of the GHAD Easement as set out above. Toll Brothers, Inc. FALLON CROSSING GHAD PLAN OF CONTROL 5661.002.000 Tassajara Hills Development Annexation F - 2 3. Binding on Successors and Assigns: The covenants and provisions of this Declaration shall be binding upon any and all owners of the Property, their successors and assigns. 4. Deed Statement: Any conveyance of all or a portion of the Property shall include in the deed conveying such property interest the following statement: This conveyance is made subject to the Declaration of Restrictive Covenant, Right of Entry and Disclosures regarding a Geologic Hazard Abatement District, recorded in the Official Records of Alameda County as Instrument No. __________ on ________________, 2016.” 5. Enforcement: The Fallon Crossing GHAD shall have the right but not the obligation to enforce the provisions of this Declaration. 6. Modification or Termination: This Declaration shall not be modified, amended or terminated without the written consent of the Fallon Crossing GHAD. Executed as of the Effective Date. Declarant: Tassajara Hills Investors, LLC By: Its: EXHIBIT G TASSAJARA HILLS DEVELOPMENT Final Stormwater Quality and Hydromodification Report June 26, 2015 M&S Job# 19569.010 Final Stormwater Quality and Hydromodification Management Plan (SWMP) prepared for: Braddock & Logan Services, Inc. 4155 Blackhawk Plaza Circle Suite 201 Danville, CA 94506 For the project entitled: Moller Ranch Dublin, CA Prepared by: MACKAY & SOMPS Mark D. McClellan, PE RCE 60467 Dated: June 26, 2015 MacKay and Somps Civil Engineers Inc. 5142 Franklin Drive, Suite B Pleasanton, CA 94588 Moller Ranch • Storm Water Quality / Hydromodification Report • June 26, 2015 MacKay and Somps Civil Engineers Inc. • Page i TABLE OF CONTENTS Table of Contents........................................................................................................................................................i Introduction............................................................................................................................................................1-2 Storm Water Quality Plan..........................................................................................................................................3 Level I – Site Design Elements...............................................................................................................................3 Level II – Source Control Elements........................................................................................................................4 Level III – Treatment Measures..........................................................................................................................4-6 Hydromodification..................................................................................................................................................7-8 Open Space Drainage................................................................................................................................................9 Ownership / Maintenance - GHAD..........................................................................................................................10 Appendix A – Form D "Rainwater Harvesting and Use Feasibility Worksheet"......................................................11 Appendix B – National Resource Conservation Service - Soil Mapping..................................................................12 Appendix C – Stormwater Quality Exhibit...............................................................................................................13 Appendix D-1 – Bio-Retention Cell Sizing Calculations ...........................................................................................14 Appendix D-2 – Bio-Retention Cell Sizing Summary ...............................................................................................15 Appendix E-1 – BAHM Calculations for Required Hydromodification Detention...................................................16 Appendix E-2 – BAHM Calculations for Provided Hydromodification Detention…………………………………………………17 Appendix F – Hydromodification Management Plan Exhibit..................................................................................18 Appendix G – Open Space Storm Drainage Exhibit.................................................................................................19 Appendix "L" – Soil Specifications for Biofitration Facilities..............................................................................20-26 Moller Ranch • Storm Water Quality / Hydromodification Report • June 26, 2015 MacKay and Somps Civil Engineers Inc. • Page 1 INTRODUCTION This Final Stormwater Quality / Hydromodification Management Plan (SWMP) was prepared in conjunction with the final design of the proposed Moller Ranch project. This SWMP is intended to provide the final stormwater quality and hydromodification calculations to confirm project compliance with the requirements of the Municipal Regional Permit (MRP) adopted by the Regional Water Quality Control Board (RWQCB) under the National Pollution Discharge Elimination System (NPDES) program and administered by the Alameda County Clean Water Program (ACCWP) and City of Dublin as a permittees under the MRP. This Final SWMP has been prepared in compliance with the latest “C.3 Stormwater Technical Guidance” document from the Alameda County Clean Water Program, dated January 1, 2015 (Version 4.1). The proposed Moller Ranch development site is a 225± acre property located on the east side of Tassajara Road just north of the intersection of Tassajara Rd. and Fallon Rd. in the far northeastern corner of the City of Dublin city limits, adjacent to the Alameda Co. / Contra Costa Co. line. The current use of the site is agricultural / ranch land with an existing paved access road to an existing PG&E substation located just north of the 225-acre property in Contra Costa Co. The proposed Moller Ranch development consists of approximately 90-acres and includes up to 381 single family residential homes with associated utility and roadway improvements to serve the homes. In addition to the proposed residential uses, the project would also include a 1.1-acre public park and 1.2-acres of public trails and a regional trail Staging Area, as well as approximately 135-acres of open space / rural agricultural uses surrounding the development. Below is a graphic showing the proposed Moller Ranch development and surrounding open space: The existing hydrology of the property is focused around the existing creek, referred to as Moller Creek, which runs through the property from northeast to southwest and is tributary to Tassajara Creek to the southwest. The Moller Creek watershed contains approximately 2.4 square miles lying in Alameda County and Contra Costa County with the watershed being nearly all undeveloped agricultural ranch land except for the PG&E substation uses and the existing rural ranch homes and out buildings. Published hydrologic mapping of the watershed by Moller Ranch • Storm Water Quality / Hydromodification Report • June 26, 2015 MacKay and Somps Civil Engineers Inc. • Page 2 Alameda County and Contra Costa County indicates approximately 16 -17 inches mean annual precipitation. The watershed is comprised of mostly rolling, grassland hills and some steeper slopes that surface drain to Moller Creek. FEMA Flood Insurance Rate Mapping for the project area (Map No. 06001C0326G, Panel 326, dated 2009) shows that Moller Creek is not a designated floodway and the area immediately surrounding the creek is considered to be “Zone X” or an area of minimal flood hazard and outside of the 100-year floodplain. The existing soil types of the watershed and more specifically the soils of the Moller Ranch project area are indicated to all fall within the hydrologic soil group “D”, per soil mapping by the National Resource Conservation Service. Group “D” soils are defined as being high clay materials having a very slow infiltration rate and as a result, the existing watershed is characterized by rapid storm water runoff after saturation has occurred. This SWMP is divided into four sections: STORM WATER QUALITY PLAN – identifies overall storm water quality strategy, describes Best Management Practices (BMP’s) of source and treatment controls and provides C.3 Bio-Retention Basin sizing calculations for the proposed Bio-Retention treatment basins. HYDROMODIFCATION – describes compliance strategy for hydromodification detention requirements and presents final BAHM calculations (Bay Area Hydrology Model) for sizing of the proposed hydromodification detention facility. OPEN SPACE DRAINAGE – describes the proposed strategy for collecting and conveying open space runoff from the undeveloped hillsides surrounding the project, directing these existing “clean” flows back to the preserved creek. OWNERSHIP/MAINTENANCE – describes the proposed ownership and maintenance entity and funding mechanism for long term maintenance of the water quality and hydromodification treatment facilities. The goal of this document is to address post-construction changes in runoff flow quality and quantity from the Project site through the implementation of control measures along with post-construction treatment measures that minimize impacts to receiving waters to the maximum extent practicable. Moller Ranch • Storm Water Quality / Hydromodification Report • June 26, 2015 MacKay and Somps Civil Engineers Inc. • Page 3 STORM WATER QUALITY PLAN The overall stormwater management strategy is based on a hierarchical approach advocated by local agencies and particularly by the Alameda Countywide Clean Water Program in their C.3 Stormwater Technical Guidance handbook (Version 4.1, January 1, 2015). The hierarchical approach has the following categories or levels: Level I – Site Design One key element of the SWMP for the Moller Ranch project is to incorporate appropriate site design elements that enhance efforts to limit water quality impacts. Properly implemented features in essence “set the stage” for an effective plan by establishing a land use pattern that limits the amount of directly connected impervious areas (DCIAs), clusters buildings/pavement areas, encourages infiltration and runoff reduction to the greatest extent practicable and complements other BMPs that may be used. Level II – Source Control Another primary focus of this SWMP is a strong source control program. This approach capitalizes on the fact that it is generally more effective, in terms of both impact and cost; to prevent or limit constituents of concern from being released than it is to remove them from the environment once they have been mobilized (BASMAA, 1999). Level III – Treatment Measures The term “treatment measures” refers to those BMPs that are designed to reduce constituents of concern once they have been mobilized in stormwater runoff. They should properly be seen as a last line of defense” in the overall suite of BMPs that are employed. Treatment measures are generally considered necessary BMPs since even the most aggressive site design and source control programs cannot guarantee that constituents of concern will not be mobilized from the site. LEVEL I – SITE DESIGN ELEMENTS The primary goal of the Alameda County Clean Water program is to incorporate water quality elements into the project design and limit the amount of DCIA within the development envelope. Limiting DCIA promotes infiltration, increases times of concentration and reduces runoff volumes. Additionally, lower impervious area generally leads to increased amounts of space that can be dedicated to landscaping and open space uses that limit the introduction of pollutants to the environment and can filter out pollutants that already have been mobilized. The site design for Moller Ranch includes many stormwater friendly site design elements including: Reduced Street Widths (reducing impervious area) Sidewalks on only one side of the street where possible, separated sidewalks with landscape strip and separated multi-purpose trail (reducing impervious area and increasing landscape areas) Eliminating direct connections to stormwater systems. Flow from all impervious area of the development has been directed towards multiple bio-retention cells spread throughout the development and roadways draining directly to bio-retention swales. Preservation of open space area (135-acres out of 225-acre site), including setbacks from the existing creek to provided vegetated open space buffers. Moller Ranch • Storm Water Quality / Hydromodification Report • June 26, 2015 MacKay and Somps Civil Engineers Inc. • Page 4 LEVEL II – SOURCE CONTROL ELEMENTS Control of pollutant sources limits the release of pollutants into the stormwater system and serves an important early role in reducing urban pollutants. In addition to maintenance activities such as regular street sweeping and storm drain inlet cleaning, storm drain inlets will be stenciled with appropriate warnings indicating that the runoff flows to the San Francisco Bay. The open space hillsides surrounding the project will be actively managed by the Geologic Hazard Abatement District (GHAD) which will monitor slopes, soil conditions and manage native vegetation to prevent erosion. The site will comply with the Water Efficient Landscape Ordinance, minimizing irrigation needs and nuisance runoff. Additionally, educational materials (provided through existing City Programs) will assist homeowners in reducing the introduction of pollutants to the stormwater system. LEVEL III – TREATMENT MEASURES Treatment measures are generally considered necessary as a final element in water quality protection even when the use of approved site planning and source control BMPs is maximized. The C.3 Provisions of the MRP set minimum standards for the use of treatment measures and Low Impact Development (LID) methods to assure that an appropriate portion of the annual runoff is treated. Pollutants typically found in urban runoff at similar sites include chemicals used in landscape maintenance (insecticides, herbicides, fungicides and pesticides), heavy metals (such as copper, zinc and cadmium), oils and greases, and nutrients (nitrogen and phosphorus). The project will construct several selected treatment controls designed to assure that all runoff from the site is treated before being conveyed to existing Moller Creek. This primarily includes the use of bio- retention cells and vegetated bio-swales, but also includes vegetated buffer strips as self treating areas. Additionally, the MRP and C.3 Technical Guidelines require that stormwater treatment requirements be met using the following LID methods: Rainwater harvesting and reuse Evapotranspiration Infiltration Bio-filtration treatment (when the first three methods above are not feasible) Rainwater harvesting and reuse: Attached as Appendix A is the completed “Form D – Rainwater Harvesting and Use Feasibility Worksheet” confirming harvesting and reuse is not feasible for the Moller Ranch project. Evapotranspiration: Evapotranspiration will be incorporated with the project treatment methods as part of the proposed bio-retention cells and vegetated bio-swales. The bio-retention cells and vegetated bio- swales will comprise landscaped surface area of approximately 80,600-sft (or approximately 1.9-acres) with plant materials specifically selected per Chapter 5 and “Appendix B” of the C.3 Stormwater Technical Guidance handbook (ACCWP) to promote evapotranspiration and biological treatment of stormwater. Ponding within the bio-retention cells will also provide for evapotranspiration through the air. Full treatment of the C.3.d runoff amount will not be feasible through evapotranspiration alone due to the sloped, hillside nature of the site, significant geotechnical slide constraints and limited flat areas to pond runoff. However, use of bio-retention cells and vegetated bio-swales spread throughout the development will implement evapotranspiration to the maximum extent practicable. Infiltration: Per the Screening Worksheet Guidance (Section J.2) in “Appendix J” of the C.3 Stormwater Technical Guidance handbook (ACCWP), if the soils at the project site consist of Type C or Type D soils, then infiltration is not a feasible LID treatment method. Attached as Appendix B is the soil conservation service soils map for the project site area showing that all of the soils on the property are Type D soils. Thus infiltration is not feasible. Moller Ranch • Storm Water Quality / Hydromodification Report • June 26, 2015 MacKay and Somps Civil Engineers Inc. • Page 5 Bio-Filtration treatment: The project incorporates bio-retention cells and vegetated bio-swales located throughout the proposed development in a stair-step or treatment train fashion to capture and treat stormwater runoff at numerous locations close to the source. A Storm Water Quality Exhibit is included in this report as Appendix C. This color-coded exhibit shows the developed watershed areas or Drainage Management Areas (DMA’s) tributary to each proposed bio-retention cell and bio-swale, and presents the calculation of pervious and impervious areas for each DMA. This exhibit is the basis for the sizing of the bio-retention cells and vegetated bio-swales discussed below: Bio-Retention Cells Bio-retention cells function through a combination of soil and plant based filtration devices and remove pollutants through physical, biological and chemical treatment processes. These cells normally consist of an upper layer of mulch followed by a layer of filtration media (sandy loam) with a high infiltration rate 5 in/hr), permeable material is placed beneath with an underdrain to convey treated stormwater to the underground gravity system. Underdrains are particularly necessary with the Moller Ranch site given the poor draining Type D soils. Typical design sections for each of the bio-retention cells and for the bio- swales are shown on the exhibit in Appendix C – Sheet 2. The Bio-retention Cells #1 through #5 for DMA 1 through 5 have now been sized per the Combined Flow and Volume Based approach presented in Chapter 5 of the C.3 Stormwater Technical Guidance handbook (ACCWP). The calculations for the sizing of Bio-retention Cells 1 – 5 are presented in Appendix D-1 of this report. Appendix D-2 provides a color coded summary of the Bio-retention Cell sizing and Bio-swale sizing that correlates the colored DMA areas on Appendix C to the calculations. Vegetated Bio-Swales Vegetated bio-swales function similarly to bio-retention cells in that they function through a combination of soil and plant based filtration devices and remove pollutants through physical, biological and chemical treatment processes. The swales normally consist of an upper layer of mulch followed by a layer of filtration media (sandy loam) with a high infiltration rate (5 in/hr), permeable material is placed beneath with an underdrain to convey treated stormwater to the underground gravity system. The vegetated bio-swale designed to treat DMA #6, or stormwater drainage shed K, is shown on the attached Appendix C exhibit. This bio-swale was designed using the combined flow and volume basedsizing method outlined in Chapter 5 of the C.3 Stormwater Technical Guidance handbook ACCWP). These calculations for sizing of the bio-swale are also shown in Appendix D-1 of this report. Note that the square footage of treatment area provided by the proposed bio-swale is actually about 47% larger than the minimum required. The primary collector roadway has been designed to sheet flow into the adjacent bio-swale providing treatment at the source and providing for disconnection of impervious areas --- treating the roadway runoff before it enters the underground storm drain system. Self Treating Areas (Vegetated Buffer Strips) Self treating areas are portions of the drainage shed in which infiltration and natural processes remove pollutants in stormwater. These self treating areas only treat the stormwater runoff that they create and are not designed to treat other impervious areas. Moller Ranch • Storm Water Quality / Hydromodification Report • June 26, 2015 MacKay and Somps Civil Engineers Inc. • Page 6 Only two types of self treating areas are identified for this project. The first are the landscape strips along Street A and along the south side of the primary collector roadway, between the roadway and the meandering trail. The second type of areas are the individual bio-retention cells. The landscape strips will be planted with long grasses and shrubs as identified in the Alameda County C.3 Manual. The bio-retention cells will function as self treating by passing through stormwater to the gravity system prior to any untreated water entering the BMP device. Bio-Retention Cell / Bio-Swale – Soil Specifications The proposed Bio-retention cells and Bio-swale construction will incorporate biotreatment soil specifications that comply with Appendix L of the Municipal Regional Stormwater Permit. These specifications have been incorporated into this report as Appendix “L”. The specifications also allow for use of alternative bioretention soil mixes that are in accordance with the “Verification of Alternative Bioretention Soil Mixes”, as included in Appendix “L”. Moller Ranch • Storm Water Quality / Hydromodification Report • June 26, 2015 MacKay and Somps Civil Engineers Inc. • Page 7 HYDROMODIFICATION BACKGROUND The City of Dublin is covered under the Municipal Regional Permit (MRP) which includes a provision requiring hydromodification management. Hydromodification management (HM) is a concern when development alters site hydrology to an extent that peak flow rates and/or durations of flow are increased significantly and if the receiving waters are susceptible to erosive impacts related to the increased flow. These potential impacts are often referred to as hydrograph modification impacts and may include erosion or degradation of downstream channels, alteration of sediment transport characteristics and changes in flood frequency, among other issues. Within Alameda County, projects meeting the following applicability criteria are required to comply with the HM requirements in the MRP: The project creates and/or replaces one (1) acre or more of impervious area. [Moller Ranch – YES] The project will increase impervious surface over the pre-project conditions. [Moller Ranch – YES] The project is located in a susceptible area, as shown on the susceptibility map. [Moller Ranch – YES] Hydromodification management measures that mitigate for potential impacts are grouped into three types: Site design and hydrologic source control measures On-site structural HM measures In-stream or restorative measures The Moller Ranch project will address HM impacts through the first two methods above as described in more detail below. The project does not propose to alter or impact the existing Moller Creek other than at the one localized area surrounding the proposed creek crossing, so in-stream measures are not proposed. Site Design & Hydrologic Source Control Measures These types of measures help to minimize hydrological changes caused by development and are generally distributed throughout the project. Moller Ranch will minimize impervious area (as described in Level I – Site Design Elements above) and will disconnect roof leaders as feasible per the geotechnical engineer. Additionally, the bio-retention cells distributed throughout the project in a treatment train fashion provide localized detention and reduction of runoff (in addition to water quality treatment) as the stormwater flows travel through the system. The BAHM calculations, attached as Appendix E-1, confirm that the multiple bio-retention cells distributed throughout the project provide significant mitigation of hydromodification impacts, substantially attenuating the storm water flowrates being discharged from the project. On-site Structural HM Measures These “end-of-pipe” measures mitigate the effects of hydrograph changes through the temporary detention of stormwater runoff and metered discharge of outflow at rates calculated to mimic pre- development runoff (rates calculated to avoid adverse impacts). The structural HM measures are sized for Flow Duration Control which detains and meters the outflow for storm event flows ranging from 10% of the 2-year storm up to the 10-year storm, through continuous hydrologic simulation modeling based on long-term precipitation records. Thus reducing post-development discharge to levels below the critical flow rate that would cause erosion in the receiving waters. Moller Ranch • Storm Water Quality / Hydromodification Report • June 26, 2015 MacKay and Somps Civil Engineers Inc. • Page 8 To facilitate the simulation modeling the Alameda County Clean Water Program (and other agencies) have developed the Bay Area Hydrology Model (BAHM) software to provide analysis of the existing and developed watershed, to determine facility sizing for structural HM measures and to size orifice outlet controls that adequately mimic the pre-development runoff flows and show compliance for post-development flows being less than the critical flow rate. For the Moller Ranch design and for this SWMP, the current BAHM model was utilized to determine required HM detention volumes and to confirm orifice / outflow controls that meet pre-development runoff rate requirements. Appendix E-1 of this report presents the BAHM model input data and the model results for the required HM detention sizing. As noted in the “Site Design Measures” paragraph above, the final BAHM calculations presented in Appendix E-1 conclude that only a minor detention volume of 0.0054 acre-ft is required to meet the HM detention requirements of the C.3 Guidelines, due to the significant flow attenuation provided by the treatment train of multiple Bio-retention cells. Despite the very minor volume of storage required by the BAHM modeling, we have designed the Moller Ranch project to include an oversized HM detention facility with an actual detention volume of 0.46 acre-ft, which far exceeds what is required. Appendix E-2 presents the BAHM modeling and results for the actual HM detention being proposed with the project. We have provided this additional detention in recognition of the City’s desire to be proactive about hydromodification impacts along all of Tassajara Creek, which is the downstream receiving water body for the project runoff. Functionally, the oversized HM detention basin will detain approximately 0.37 acre-ft by use of a diversion weir structure in the downstream end of the project storm drain system, which forces all critical flows into the HM detention basin, based on the BAHM modeling of the critical storm event flowrates. The HM basin will utilize an orifice control device to release flows at pre-development rates. Discharge from the HM basin to Moller Creek will be through an outfall structure located at the upstream end of the proposed new Tassajara Road culvert, per the approved plans and permits for this culvert improvement. Above the 10-year storm event flows for HM treatment, high-flows will spill over the diversion weir and be allowed to discharge directly to Moller Creek at the same outfall location described above. Appendix F presents the Hydromodification Management Plan Exhibit and details that illustrate the HM system described above. Moller Ranch • Storm Water Quality / Hydromodification Report • June 26, 2015 MacKay and Somps Civil Engineers Inc. • Page 9 OPEN SPACE DRAINAGE The proposed Moller Ranch project consists of a development area of approximately 90-acres out of the total 225-acre property. The remaining 135-acres of the property will remain as open space / rural agricultural uses. A significant portion of this 135-acres of open space is comprised of hillsides that are situated above the proposed development and drain downhill toward the development. Portions of these open space hillsides will be disturbed by project grading, however, the graded hillside slopes will be naturally contoured to blend with adjacent existing slopes and the graded areas will be treated with topsoil and re-vegetated with native grasses. Stormwater runoff from these open space hillsides will be undeveloped, “clean” runoff and therefore the project proposes to keep this open space runoff separate from the development runoff through the use of a separate “open space” storm drainage (SDO) system. The SDO drainage system consists of a series of vegetated earth swales and storm drain lines constructed along a flat graded bench that will be situated at the toe of slope where the surrounding open space hillsides meet the proposed development. The earth swales and storm drain lines will collect open space runoff and a separate storm drain system within the proposed streets will convey open space stormwater through the development, separate from the in-tract storm drain conveyance system. The SDO system will ultimately discharge the open space stormwater runoff back to existing Moller Creek at controlled points of discharge. Separating open space stormwater runoff from the developed runoff provides two primary advantages: The stormwater quality treatment and HM management facilities will be limited to treating only developed runoff and won’t have to be “oversized” to include open space flows with developed flows. Routing the open space runoff through the project and back to the existing creek will help maintain the existing hydrologic conditions of the creek. Appendix G is an exhibit that depicts the proposed open space storm drainage system and illustrates the limits of the open space watersheds and which SDO systems will be conveying which watersheds, and where each system will discharge to the existing creek. Moller Ranch • Storm Water Quality / Hydromodification Report • June 26, 2015 MacKay and Somps Civil Engineers Inc. • Page 10 PEN SPACE DRAINAGE OWNERSHIP / MAINTENANCE - GHAD As noted in the previous section, the proposed Moller Ranch project includes approximately 135-acres of open space area. A majority of this 135-acres of open space are the hillsides surrounding the development and the creek area running through the development. To ensure long term maintenance and monitoring of the open space area, hillside and creek stability, the Project proposes that the 135-acres of open space be included in a Geologic Hazard Abatement District (GHAD). This GHAD will also take ownership and maintenance responsibility for the storm water quality / hydromodification treatment facilities. The GHAD would be funded through property tax assessments and governed by a GHAD Plan of Control written by a California Certified Engineering Geologist and Geotechnical Engineer, adopted by the GHAD Board of Supervisors. The GHAD Plan of Control would specifically provide for monitoring and maintenance of the proposed water quality bio-retention facilities, the hydromodification facility and all Project surface drainage facilities. The GHAD Plan of Control would also provide monitoring and maintenance for potential creek erosion, creek bank stability and hillside/slope stability. The assessment would be levied by the GHAD on each individual residential parcel beginning the first fiscal year following issuance of a building permit for that parcel. Moller Ranch • Storm Water Quality / Hydromodification Report • June 26, 2015 MacKay and Somps Civil Engineers Inc. • Appendix A APPENDIX A – FORM D “RAINWATER HARVESTING AND USE FEASIBILITY WORKSHEET” MollerRanch TassajaraRd.,Dublin,CA(APN985-0001-001) MacKay&SompsCivilEngineers/MarkMcClellan 5142FranklinDr.,Ste.B,Pleasanton,CA94588 Residential 381 NA 1,344,934 NA 1,344,9 93,910 0 0 93,910 1,251,024 28.7 13.3 NA 177 NA 10/8/12 MacKay&Somps,5142FranklinDr.,Ste.B,Pleasanton,CA94588(925)225-0690 Moller Ranch • Storm Water Quality / Hydromodification Report • June 26, 2015 MacKay and Somps Civil Engineers Inc. • Appendix B APPENDIX B – NATURAL RESOURCE CONSERVATION SERVICES – SOIL MAPPING MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Units Soil Ratings A A/D B B/D C C/D D Not rated or not available Political Features Cities Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Map Scale: 1:10,200 if printed on A size (8.5" × 11") sheet.The soil surveys that comprise your AOI were mapped at scales ranging from 1:20,000 to 1:24,000.Please rely on the bar scale on each map sheet for accurate map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: UTM Zone 10N NAD83 This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.Soil Survey Area: Alameda Area, California Survey Area Data: Version 6, Jul 26, 2010 Soil Survey Area: Contra Costa County, California Survey Area Data: Version 8, Jul 22, 2008 Your area of interest (AOI) includes more than one soil survey area.These survey areas may have been mapped at different scales, with a different land use in mind, at different times, or at different levels of detail. This may result in map unit symbols, soil properties, and interpretations that do not completely agree across soil survey area boundaries. Date( s) aerial images were photographed: 6/13/2005 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.Hydrologic Soil Group–Alameda Area, California, and Contra Costa County, California Moller Ranch - Soil Mapping)Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/ 1/2012 Page 2 of 4 Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Alameda Area, California (CA609) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI CdA Clear Lake clay, drained, 0 to 3 percent slopes D 2.6 0.5% DbC Diablo clay, 7 to 15 percent slopes D 23.0 4.4% DbD Diablo clay, 15 to 30 percent slopes D 96.7 18.4% DbE2 Diablo clay, 30 to 45 percent slopes, eroded D 6.9 1.3% DdEcc Diablo clay, 15 to 30 percent slopes D 30.6 5.8% DdFcc Diablo clay, 30 to 50 percent slopes D 192.7 36.7% Pbcc Pescadero clay loam D 32.8 6.2% Rh Riverwash A 2.6 0.5% Subtotals for Soil Survey Area 387.9 73.8% Totals for Area of Interest 525.5 100.0% Hydrologic Soil Group— Summary by Map Unit — Contra Costa County, California (CA013) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI Cc CLEAR LAKE CLAY D 2.5 0.5% DdE DIABLO CLAY, 15 TO 30 PERCENT SLOPES D 30.9 5.9% DdF DIABLO CLAY, 30 TO 50 PERCENT SLOPES D 95.5 18.2% Pb PESCADERO CLAY LOAM D 8.6 1.6% Subtotals for Soil Survey Area 137.6 26.2% Totals for Area of Interest 525.5 100.0% Hydrologic Soil Group–Alameda Area, California, and Contra Costa County, California Moller Ranch - Soil Mapping Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/1/2012 Page 3 of 4 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group–Alameda Area, California, and Contra Costa County, California Moller Ranch - Soil Mapping Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/1/2012 Page 4 of 4 Moller Ranch • Storm Water Quality / Hydromodification Report • June 26, 2015 MacKay and Somps Civil Engineers Inc. • Appendix C APPENDIX C – STORM WATER QUALITY EXHIBIT Moller Ranch • Storm Water Quality / Hydromodification Report • June 26, 2015 MacKay and Somps Civil Engineers Inc. • Appendix D APPENDIX D-1 – BIO-RETENTION CELL SIZING CALCULATIONS Mo l l e r R a n c h In p u t s Va lu e Un i t s Va lu e Un i t s Va l u e Un i t s Va lu e Me a n A n n u a l P r e c i p i t a t i o n 1 16 5 i n 16 5 i n 16 5 i n 16 5 Gr o s s I m p e r v i o u s S u r f a c e s 2 32 7 9 5 3 s q f t 6 0 9 2 0 9 s q f t 4 8 7 5 5 9 s q f t 7 3 6 3 7 1 In t e r c e p t o r T r e e I m p e r v io u s A r e a R e d u c t i o n 3 0 s q f t 0 s q f t 0 s q f t 0sq Pe r v i o u s S u r f a c e s 4 87 1 7 7 s q f t 1 6 1 9 4 2 s q f t 1 2 9 6 0 4 s q f t 1 9 5 7 4 4 Ca l c u l a t i o n s Ef f e c t i v e I m p e r v i o u s A r e a 5 33 6 6 7 1 s q f t 6 2 5 4 0 3 s q f t 5 0 0 5 1 9 s q f t 7 5 5 9 4 5 Ad j u s t e d U n i t B a s i n S t o r a g e V o l u m e 6 0. 6 0 i n 0. 6 0 i n 0. 6 0 i n 0. 6 0 Re q u i r e d C a p t u r e d V o l u m e 7 16 9 0 2 c u f t 3 1 3 9 8 c u f t 2 5 1 2 8 c u f t 3 7 9 5 2 Ra i n E v e n t D u r a t i o n 8 3. 0 1 h o u r s 3 0 1 h o u r s 3 0 1 h o u r s 3 0 1 Re s u l t s Ba s i n A r e a p e r 4 A p p r o x i m a t e S i z i n g F a c t o r 9 13 4 6 7 s q f t 2 5 0 1 6 s q f t 2 0 0 2 1 s q f t 3 0 2 3 8 Mi n i m u m B a s i n A r e a a t M a x 1 2 P o n d i n g D e p t h 1 0 7, 5 0 0 s q f t 1 3 9 3 0 s q f t 1 1 1 5 0 s q f t 1 6 8 3 0 Pr o v id e d B i o F i l t r a t i o n A r e a 1 1 7, 5 0 0 s q f t 1 7 8 9 0 s q f t 1 4 3 2 0 s q f t 2 1 6 2 0 De p t h o f P o n d i n g 1 2 11 9 8 i n 6. 0 0 i n 6. 0 0 i n 6. 0 0 Pe r A l a m e d a C o u n t y C 3 G u i d a n c e D o c u m e n t d a t e d M a y 2 0 1 3 DM A 1 B I O C E L L 1 DM A 2 B I O C E L L 2 D M A 3 B I O C E L L 3 D M A 4 B I O AP P E N D I X D 1 Bi o R e t e n t i o n S i z i n g C a l c u l a t i o n Co m b i n a t i o n F l o w a n d V o l u m e A p p r o a c h N o t e s 1 M e a n A n n u a l P r e c i p i t a t i o n M A P d e t e r m i n e d u s i n g t h e m a p o f A l a m e d a C o u n t y p r o v i d e d a s A p p e n d i x D o f t h e M a y 2 0 1 3 S t o r m w a t e r T e c h n i c a l G u i d a n c e d o c u m e n t 2 I m p e r v i o u s S u r f a c e s i n c l u d e s a l l i m p e r v i o u s s u r f a c e s R o o f A r e a s P a v i n g S i d e w a l k s e t c 3 P e r S e c t i o n 4 5 t h e i m p e r v i o u s a r e a c a n b e r e d u c e d f o r e a c h e x i s t i n g t r e e t h a t i s p r e s e r v e d a n d e a c h n e w e v er g r e e n o r d e c i d u o u s t r e e p l a n t e d t h a t m e e t s t h e r e q u i r e m e n t s o f s e c t i o n 4 5 1 o f t h e M a y 2 0 1 3 C 3 S t o r m w a t e r T e c h n i c a l G u i d a n c e d o c u m e n t 4 P e r v i o u s s u r f a c e s L a n d s c a p i n g p r o p e r l y d e s i g n e d p e r v i o u s p a v i n g 5 E f f e c t i v e i m p e r v i o u s a r e a i n c l u d e s t h e t o t a l I m p e r v i o u s S u r f a c e s I n t e r c e p t o r T r e e c r e d i t 0 1 P e r v i o u s S u r f a c e s 6 F o r M A P 1 6 4 i n c h e s t h e O a k l a n d A i r p o r t G a u g e i s u t i l i z e d M A P 1 8 3 5 U n i t B a s i n S t o r a g e V o l u m e 0 6 7 F o r M A P 1 6 4 i n c h e s t h e S a n J o s e A i r p o r t G a u g e i s u t i l i z e d M A P 1 4 4 U n i t B a s i n S t o r a g e V o l u m e 0 5 6 7 R e q u i r e d C a p t u r e V o l u m e i s e q u a l t o t h e A d j u s t e d U n i t B a s i n S t o r a g e V o l u m e x t h e I m p e r v i o u s A r e a 8 R a i n E v e n t D u r a t i o n a s s u m e s a n i n t e n s i t y o f 0 2 i n h r t h e A d j u s t e d U n i t B a s i n V o l u m e i s d i v i d e d b y t h e i n t e n s i t y 9 C a l c u l a t e d B a s i n A r e a u s i n g a f l o w b a s e d c a l c u l a t i o n o n l y n o p o n d i n g 4 m e t h o d 1 0 T h e M a y 2 0 1 3 S t o r m w a t e r T e c h n i c a l G u i d a n c e d o c u m e n t r e c o m m e n d s p o n d i n g d e p t h s b e t w e e n 6 a n d 1 2 i n c h e s w i t h i n a B i o R e t e n t i o n F a c i l i t y o r F l o w T h r u P l a n t e r 1 1 T h e B i o R e t e n t i o n A r e a p r o v i d e d o n t h e s i t e d e s i g n 1 2 Th e d e p t h o f p o n d i n g t h e p r o v i d e d B i o R e t e n t i o n A r e a w i l l h a v e i n t h e d e s i g n e v e n t Moller Ranch • Storm Water Quality / Hydromodification Report • June 26, 2015 MacKay and Somps Civil Engineers Inc. • Appendix D APPENDIX D-2 – BIO-RETENTION CELL SIZING SUMMARY Storm Water Quality Bio-Retention Sizing APPENDIX D-2 MOLLER RANCH 19569.01 Rev. 6/26/15 SHED AREA AC.) AREA SFT.) ESTIMATED IMPERVIOUS IMPERVIOUS AREA (SFT.) SWQ BIO-CELL TREATMENT AREA (SFT.) ESTIMATED @ 4% DMA # / BIO-CELL # PERVIOS AREA A2.6113,96085%96,8663,875517,094 B4.0172,72582%141,6355,665531,091 C1.775,50582%61,914 2,477 513,591 D4.3187,60379%148,206 5,928 539,397 E1.981,75185%69,488 2,780 512,263 F21.4932,11579%736,371 29,455 4195,744 G5.3228,72479%180,692 7,228 348,032 H4.5197,55179%156,065 6,243 341,486 I17.7771,15179%609,209 24,368 2161,942 J4.4190,88879%150,802 6,032 340,086 K9.5415,13079%327,953 13,118 187,177 L 2.2 96,719 70%67,703 2,708 6 / Bioswale 29,016 716,918 CELL #3 Combined SWQ Area Req'd.:19,502 CELL #5 Combined SWQ Area Req'd.:20,724 CELL #3 IMPERVIOUS AREA:487,559CELL #3 PERVIOUS AREA:129,604 CELL #5 IMPERVIOUS AREA:518,109CELL #5 PERVIOUS AREA:113,435 P:\19569\hydro\App-D2-Hydro-C.3SWQ-calc-2015-06-26.xls Moller Ranch • Storm Water Quality / Hydromodification Report • June 26, 2015 MacKay and Somps Civil Engineers Inc. • Appendix E APPENDIX E-1 – BAHM CALCULATIONS FOR REQUIRED HYDROMODIFICATION DETENTION BAHM2013 PROJECT REPORT 19569.04 6/26/2015 2:18:51 PM Page 2 General Model Information Project Name:19569.04 Site Name:Moller Ranch Site Address: City:Dublin Report Date:6/26/2015 Gage:LIVERMORE Data Start:1959/10/01 Data End:2004/09/30 Timestep:Hourly Precip Scale:1.07 Version:2014/02/10 POC Thresholds Low Flow Threshold for POC1:10 Percent of the 2 Year High Flow Threshold for POC1:10 Year 19569.04 6/26/2015 2:18:51 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land UseAcres C D,Grass,Very(>20%)79.4 Pervious Total 79.4 Impervious Land UseAcres Impervious Total0 Basin Total 79.4 Element Flows To: Surface Interflow Groundwater 19569.04 6/26/2015 2:18:51 PM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land UseAcres C D,Grass,Very(>20%)2.97 Pervious Total 2.97 Impervious Land UseAcres Roads,Flat(0-5%) 1.38 Roads,Steep(10-20%) 1.38 Roof Area 3.61 Driveways,Mod(5-10%)0.49 Sidewalks,Flat(0-5%)0.06 Impervious Total6.92 Basin Total 9.89 Element Flows To: Surface Interflow Groundwater Surface retention 1Surface retention 1 19569.04 6/26/2015 2:18:51 PM Page 5 Basin 2 Bypass:No GroundWater:No Pervious Land UseAcres C D,Grass,Very(>20%)4.68 Pervious Total 4.68 Impervious Land UseAcres Roads,Flat(0-5%) 2.18 Roads,Steep(10-20%) 2.18 Roof Area 5.69 Driveways,Mod(5-10%)0.77 Sidewalks,Flat(0-5%)0.1 Impervious Total10.92 Basin Total 15.6 Element Flows To: Surface Interflow Groundwater Surface retention 2Surface retention 2 19569.04 6/26/2015 2:18:51 PM Page 6 Basin 3 Bypass:No GroundWater:No Pervious Land UseAcres C D,Grass,Very(>20%)4.29 Pervious Total 4.29 Impervious Land UseAcres Roads,Flat(0-5%) 2 Roads,Steep(10-20%) 2 Roof Area 5.22 Driveways,Mod(5-10%)0.7 Sidewalks,Flat(0-5%)0.09 Impervious Total10.01 Basin Total 14.3 Element Flows To: Surface Interflow Groundwater Surface retention 3Surface retention 3 19569.04 6/26/2015 2:18:51 PM Page 7 Basin 4 Bypass:No GroundWater:No Pervious Land UseAcres C D,Grass,Very(>20%)6.63 Pervious Total 6.63 Impervious Land UseAcres Roads,Flat(0-5%) 3.09 Roads,Steep(10-20%) 3.09 Roof Area 8.06 Driveways,Mod(5-10%)1.09 Sidewalks,Flat(0-5%)0.14 Impervious Total15.47 Basin Total 22.1 Element Flows To: Surface Interflow Groundwater Surface retention 4Surface retention 4 19569.04 6/26/2015 2:18:51 PM Page 8 Basin 5 Bypass:No GroundWater:No Pervious Land UseAcres C D,Grass,Very(>20%)5.25 Pervious Total 5.25 Impervious Land UseAcres Roads,Flat(0-5%) 2.45 Roads,Steep(10-20%) 2.45 Roof Area 6.38 Driveways,Mod(5-10%)0.86 Sidewalks,Flat(0-5%)0.11 Impervious Total12.25 Basin Total 17.5 Element Flows To: Surface Interflow Groundwater Surface retention 5Surface retention 5 19569.04 6/26/2015 2:18:51 PM Page 9 Routing Elements Predeveloped Routing 19569.04 6/26/2015 2:18:51 PM Page 10 Mitigated Routing Trapezoidal Pond 1 Bottom Length:0.14 ft. Bottom Width:0.14 ft. Depth:4.5 ft. Volume at riser head:0.0054 acre-ft. Side slope 1:2 To 1 Side slope 2:2 To 1 Side slope 3:2 To 1 Side slope 4:2 To 1 Discharge Structure Riser Height:3.5 ft. Riser Diameter:54 in. Notch Type:Rectangular Notch Width:4.500 ft. Notch Height:0.853 ft. Orifice 1 Diameter:6.898 in.Elevation:0 ft. Element Flows To: Outlet 1 Outlet 2 Pond Hydraulic Table Stage(ft)Area(ac)Volume(ac-ft)Discharge(cfs)Infilt(cfs) 0.00000.0000.0000.0000.000 0.05000.0000.0000.2790.000 0.10000.0000.0000.3950.000 0.15000.0000.0000.4840.000 0.20000.0000.0000.5580.000 0.25000.0000.0000.6240.000 0.30000.0000.0000.6840.000 0.35000.0000.0000.7390.000 0.40000.0000.0000.7900.000 0.45000.0000.0000.8380.000 0.50000.0000.0000.8830.000 0.55000.0000.0000.9260.000 0.60000.0000.0000.9680.000 0.65000.0000.0001.0070.000 0.70000.0000.0001.0450.000 0.75000.0000.0001.0820.000 0.80000.0000.0001.1170.000 0.85000.0000.0001.1520.000 0.90000.0000.0001.1850.000 0.95000.0000.0001.2180.000 1.00000.0000.0001.2490.000 1.05000.0000.0001.2800.000 1.10000.0000.0001.3100.000 1.15000.0000.0001.3400.000 1.20000.0000.0001.3690.000 1.25000.0000.0001.3970.000 1.30000.0000.0001.4240.000 1.35000.0000.0001.4520.000 1.40000.0000.0001.4780.000 1.45000.0000.0001.5040.000 1.50000.0000.0001.5300.000 1.55000.0000.0001.5550.000 19569.04 6/26/2015 2:18:51 PM Page 11 1.60000.0010.0001.5800.000 1.65000.0010.0001.6050.000 1.70000.0010.0001.6290.000 1.75000.0010.0001.6530.000 1.80000.0010.0001.6760.000 1.85000.0010.0001.6990.000 1.90000.0010.0001.7220.000 1.95000.0010.0011.7450.000 2.00000.0010.0011.7670.000 2.05000.0010.0011.7890.000 2.10000.0010.0011.8110.000 2.15000.0010.0011.8320.000 2.20000.0010.0011.8530.000 2.25000.0010.0011.8740.000 2.30000.0020.0011.8950.000 2.35000.0020.0011.9150.000 2.40000.0020.0011.9360.000 2.45000.0020.0011.9560.000 2.50000.0020.0021.9750.000 2.55000.0020.0021.9950.000 2.60000.0020.0022.0150.000 2.65000.0020.0022.0370.000 2.70000.0020.0022.2360.000 2.75000.0020.0022.5680.000 2.80000.0030.0022.9890.000 2.85000.0030.0023.4810.000 2.90000.0030.0034.0360.000 2.95000.0030.0034.6470.000 3.00000.0030.0035.3090.000 3.05000.0030.0036.0170.000 3.10000.0030.0036.7710.000 3.15000.0030.0047.5650.000 3.20000.0030.0048.3990.000 3.25000.0040.0049.2710.000 3.30000.0040.00410.180.000 3.35000.0040.00411.120.000 3.40000.0040.00512.090.000 3.45000.0040.00513.100.000 3.50000.0040.00514.140.000 3.55000.0040.00514.650.000 3.60000.0040.00515.560.000 3.65000.0050.00616.740.000 3.70000.0050.00618.130.000 3.75000.0050.00619.700.000 3.80000.0050.00621.440.000 3.85000.0050.00723.330.000 3.90000.0050.00725.360.000 3.95000.0050.00727.520.000 4.00000.0060.00829.800.000 4.05000.0060.00832.190.000 4.10000.0060.00834.700.000 4.15000.0060.00937.320.000 4.20000.0060.00940.030.000 4.25000.0060.00942.850.000 4.30000.0060.01045.750.000 4.35000.0070.01048.750.000 4.40000.0070.01051.840.000 4.45000.0070.01155.020.000 19569.04 6/26/2015 2:18:51 PM Page 12 4.50000.0070.01158.280.000 4.55000.0070.01161.620.000 19569.04 6/26/2015 2:18:51 PM Page 13 Bioretention 1 Bottom Length: 86.60 ft. Bottom Width: 86.60 ft. Material thickness of first layer: 1.5 Material type for first layer: Amended 5 in/hr Material thickness of second layer: 1 Material type for second layer: GRAVEL Material thickness of third layer: 0 Material type for third layer: GRAVEL Underdrain used Underdrain Diameter (ft):0.5 Orifice Diameter (in):5.9 Offset (in):0 Flow Through Underdrain (ac-ft):346.672 Total Outflow (ac-ft):363.931 Percent Through Underdrain:95.26 Discharge Structure Riser Height:1 ft. Riser Diameter:8 in. Notch Type:Rectangular Notch Width:0.000 ft. Notch Height:0.000 ft. Element Flows To: Outlet 1 Outlet 2 Trapezoidal Pond 1 Bioretention Hydraulic Table Stage(ft)Area(ac)Volume(ac-ft)Discharge(cfs)Infilt(cfs) 711.000.19210.00000.00000.0000 711.060.19190.00220.00000.0000 711.120.19140.00440.00000.0000 711.180.19100.00660.00220.0000 711.240.19050.00880.00520.0000 711.300.19000.01100.01010.0000 711.360.18950.01320.01710.0000 711.420.18900.01540.02660.0000 711.480.18860.01990.03870.0000 711.540.18810.02440.05370.0000 711.600.18760.02890.06250.0000 711.660.18710.03340.09300.0000 711.730.18660.03790.10490.0000 711.790.18610.04240.13130.0000 711.850.18570.04690.16150.0000 711.910.18520.05150.17700.0000 711.970.18470.05600.23340.0000 712.030.18420.06060.24110.0000 712.090.18370.06520.29080.0000 712.150.18330.06980.32180.0000 712.210.18280.07440.33280.0000 712.270.18230.07900.37000.0000 712.330.18180.08370.40360.0000 712.390.18130.08830.43450.0000 712.450.18080.09300.46330.0000 712.510.18040.09760.49030.0000 712.570.17990.10220.51600.0000 712.630.17940.10680.54030.0000 19569.04 6/26/2015 2:18:51 PM Page 14 712.690.17890.11150.56360.0000 712.750.17840.11620.58600.0000 712.810.17790.12080.60750.0000 712.870.17750.12550.62830.0000 712.930.17700.13020.64850.0000 712.990.17650.13490.66800.0000 713.050.17600.13970.68690.0000 713.120.17550.14440.71200.0000 713.180.17510.14910.74720.0000 713.240.17460.15390.78090.0000 713.300.17410.15870.81330.0000 713.360.17360.16350.84470.0000 713.420.17310.16820.87540.0000 713.480.17260.17310.88850.0000 713.500.17220.17480.87670.0000 Bioretention Hydraulic Table Stage(ft)Area(ac)Volume(ac-ft)Discharge(cfs)To Amended()cfs)Infilt(cfs) 2.50000.19210.17480.00000.9243 0.0000 2.56040.19260.18640.00000.9243 0.0000 2.62090.19310.19810.00000.9601 0.0000 2.68130.19350.20980.00000.9959 0.0000 2.74180.19400.22150.00001.0317 0.0000 2.80220.19450.23320.00001.0675 0.0000 2.86260.19500.24500.00001.1033 0.0000 2.92310.19550.25680.00001.1391 0.0000 2.98350.19600.26860.00001.1749 0.0000 3.04400.19640.28050.00001.2107 0.0000 3.10440.19690.29240.00001.2465 0.0000 3.16480.19740.30430.00001.2823 0.0000 3.22530.19790.31620.00001.3181 0.0000 3.28570.19840.32820.00001.3539 0.0000 3.34620.19890.34020.00001.3897 0.0000 3.40660.19930.35220.00001.4255 0.0000 3.46700.19980.36430.00001.4613 0.0000 3.52750.20030.37640.02961.4971 0.0000 3.58790.20080.38850.16921.5329 0.0000 3.64840.20130.40070.37101.5687 0.0000 3.70880.20170.41280.61941.6045 0.0000 3.76920.20220.42510.90701.6403 0.0000 3.82970.20270.43731.22901.6761 0.0000 3.89010.20320.44961.58201.7119 0.0000 3.95050.20370.46191.96351.7477 0.0000 4.01100.20420.47422.37161.7835 0.0000 4.07140.20460.48652.80461.8193 0.0000 4.13190.20510.49893.26111.8551 0.0000 4.19230.20560.51133.74001.8909 0.0000 4.25270.20610.52384.24031.9267 0.0000 4.31320.20660.53624.76111.9625 0.0000 4.37360.20710.54875.30171.9983 0.0000 4.43410.20750.56135.86122.0341 0.0000 4.49450.20800.57386.43922.0699 0.0000 4.55490.20850.58647.03512.1057 0.0000 4.61540.20900.59907.64822.1415 0.0000 4.67580.20950.61178.27822.1773 0.0000 4.73630.20990.62438.92462.2131 0.0000 4.79670.21040.63719.58702.2489 0.0000 4.85710.21090.649810.2652.2847 0.0000 19569.04 6/26/2015 2:18:51 PM Page 15 4.91760.21140.662510.9582.3205 0.0000 4.97800.21190.675311.6672.3563 0.0000 5.03850.21240.688212.3892.3921 0.0000 5.09890.21280.701013.1272.4279 0.0000 5.15930.21330.713913.8782.4637 0.0000 5.21980.21380.726814.6432.4995 0.0000 5.28020.21430.739715.4222.5353 0.0000 5.34070.21480.752716.2142.5711 0.0000 5.40110.21530.765717.0192.6069 0.0000 5.46150.21570.778717.8372.6427 0.0000 5.50000.21600.787018.6682.6655 0.0000 19569.04 6/26/2015 2:18:51 PM Page 16 Surface retention 1 Element Flows To: Outlet 1 Outlet 2 Trapezoidal Pond 1Bioretention 1 19569.04 6/26/2015 2:18:51 PM Page 17 Bioretention 2 Bottom Length: 133.75 ft. Bottom Width: 133.75 ft. Material thickness of first layer: 1.5 Material type for first layer: Amended 5 in/hr Material thickness of second layer: 1 Material type for second layer: GRAVEL Material thickness of third layer: 0 Material type for third layer: GRAVEL Underdrain used Underdrain Diameter (ft):0.5 Orifice Diameter (in):5.9 Offset (in):0 Flow Through Underdrain (ac-ft):541.221 Total Outflow (ac-ft):575.86 Percent Through Underdrain:93.98 Discharge Structure Riser Height:0.5 ft. Riser Diameter:8 in. Notch Type:Rectangular Notch Width:0.000 ft. Notch Height:0.000 ft. Element Flows To: Outlet 1 Outlet 2 Trapezoidal Pond 1 Bioretention Hydraulic Table Stage(ft)Area(ac)Volume(ac-ft)Discharge(cfs)Infilt(cfs) 690.000.44150.00000.00000.0000 690.050.44110.00470.00000.0000 690.110.44040.00950.00000.0000 690.160.43980.01430.00000.0000 690.220.43910.01900.00430.0000 690.270.43840.02380.01000.0000 690.330.43770.02860.01930.0000 690.380.43710.03340.03250.0000 690.440.43640.03820.05040.0000 690.490.43570.04300.07320.0000 690.550.43500.04780.10130.0000 690.600.43440.05260.13530.0000 690.660.43370.05740.17530.0000 690.710.43300.06710.22010.0000 690.770.43230.07680.26940.0000 690.820.43170.08650.30420.0000 690.880.43100.09620.31060.0000 690.930.43030.10590.34680.0000 690.990.42960.11570.37940.0000 691.040.42890.12550.40940.0000 691.100.42830.13520.43720.0000 691.150.42760.14500.46330.0000 691.210.42690.15490.48790.0000 691.260.42620.16470.51140.0000 691.320.42560.17450.53380.0000 691.370.42490.18440.55530.0000 691.430.42420.19430.57600.0000 691.480.42350.20410.59590.0000 19569.04 6/26/2015 2:18:51 PM Page 18 691.540.42290.21390.61520.0000 691.590.42220.22370.63390.0000 691.650.42150.23360.65210.0000 691.700.42080.24340.66970.0000 691.760.42010.25320.68690.0000 691.810.41950.26310.70370.0000 691.870.41880.27300.72010.0000 691.920.41810.28290.73620.0000 691.980.41740.29280.75190.0000 692.030.41680.30270.76730.0000 692.090.41610.31270.78240.0000 692.140.41540.32260.79730.0000 692.200.41470.33260.81190.0000 692.250.41410.34260.82630.0000 692.310.41340.35260.84050.0000 692.360.41270.36260.85450.0000 692.420.41200.37270.87400.0000 692.470.41140.38270.91370.0000 692.500.41070.38770.92050.0000 Bioretention Hydraulic Table Stage(ft)Area(ac)Volume(ac-ft)Discharge(cfs)To Amended()cfs)Infilt(cfs) 2.50000.44150.38770.00002.1970 0.0000 2.55490.44210.41200.00002.1970 0.0000 2.60990.44280.43630.00002.2747 0.0000 2.66480.44350.46070.00002.3523 0.0000 2.71980.44420.48510.00002.4299 0.0000 2.77470.44480.50950.00002.5076 0.0000 2.82970.44550.53390.00002.5852 0.0000 2.88460.44620.55840.00002.6628 0.0000 2.93960.44690.58300.00002.7405 0.0000 2.99450.44760.60750.00002.8181 0.0000 3.04950.44820.63220.07142.8957 0.0000 3.10440.44890.65680.21902.9734 0.0000 3.15930.44960.68150.41303.0510 0.0000 3.21430.45030.70620.64403.1286 0.0000 3.26920.45090.73100.90703.2063 0.0000 3.32420.45160.75581.19843.2839 0.0000 3.37910.45230.78061.51563.3615 0.0000 3.43410.45300.80551.85683.4392 0.0000 3.48900.45360.83042.22023.5168 0.0000 3.54400.45430.85532.60483.5944 0.0000 3.59890.45500.88033.00923.6721 0.0000 3.65380.45570.90533.43273.7497 0.0000 3.70880.45640.93043.87443.8273 0.0000 3.76370.45700.95554.33353.9050 0.0000 3.81870.45770.98064.80953.9826 0.0000 3.87360.45841.00585.30174.0603 0.0000 3.92860.45911.03105.80964.1379 0.0000 3.98350.45971.05626.33284.2155 0.0000 4.03850.46041.08156.87084.2932 0.0000 4.09340.46111.10687.42334.3708 0.0000 4.14840.46181.13227.98984.4484 0.0000 4.20330.46241.15758.57004.5261 0.0000 4.25820.46311.18309.16374.6037 0.0000 4.31320.46381.20849.77044.6813 0.0000 4.36810.46451.233910.3904.7590 0.0000 4.42310.46521.259511.0224.8366 0.0000 19569.04 6/26/2015 2:18:51 PM Page 19 4.47800.46581.285111.6674.9142 0.0000 4.53300.46651.310712.3234.9919 0.0000 4.58790.46721.336312.9925.0695 0.0000 4.64290.46791.362013.6725.1471 0.0000 4.69780.46851.387714.3635.2248 0.0000 4.75270.46921.413515.0665.3024 0.0000 4.80770.46991.439315.7805.3800 0.0000 4.86260.47061.465116.5055.4577 0.0000 4.91760.47121.491017.2415.5353 0.0000 4.97250.47191.516917.9875.6129 0.0000 5.00000.47231.529918.7445.6517 0.0000 19569.04 6/26/2015 2:18:51 PM Page 20 Surface retention 2 Element Flows To: Outlet 1 Outlet 2 Trapezoidal Pond 1Bioretention 2 19569.04 6/26/2015 2:18:51 PM Page 21 Bioretention 3 Bottom Length: 119.67 ft. Bottom Width: 119.67 ft. Material thickness of first layer: 1.5 Material type for first layer: Amended 5 in/hr Material thickness of second layer: 1 Material type for second layer: GRAVEL Material thickness of third layer: 0 Material type for third layer: GRAVEL Underdrain used Underdrain Diameter (ft):0.5 Orifice Diameter (in):5.9 Offset (in):0 Flow Through Underdrain (ac-ft):494.119 Total Outflow (ac-ft):527.694 Percent Through Underdrain:93.64 Discharge Structure Riser Height:0.5 ft. Riser Diameter:12 in. Notch Type:Rectangular Notch Width:0.000 ft. Notch Height:0.000 ft. Element Flows To: Outlet 1 Outlet 2 Trapezoidal Pond 1 Bioretention Hydraulic Table Stage(ft)Area(ac)Volume(ac-ft)Discharge(cfs)Infilt(cfs) 656.000.35630.00000.00000.0000 656.050.35600.00380.00000.0000 656.110.35540.00760.00000.0000 656.160.35480.01140.00000.0000 656.220.35420.01520.00340.0000 656.270.35360.01910.00800.0000 656.330.35300.02290.01540.0000 656.380.35240.02670.02610.0000 656.440.35180.03060.04030.0000 656.490.35120.03440.05860.0000 656.550.35060.03830.08110.0000 656.600.35000.04600.10830.0000 656.660.34930.05380.14030.0000 656.710.34870.06150.17750.0000 656.770.34810.06930.22010.0000 656.820.34750.07710.26840.0000 656.880.34690.08490.26940.0000 656.930.34630.09270.31060.0000 656.990.34570.10050.34680.0000 657.040.34510.10840.37940.0000 657.100.34450.11620.40940.0000 657.150.34390.12410.43720.0000 657.210.34330.13200.46330.0000 657.260.34270.13990.48790.0000 657.320.34210.14780.51140.0000 657.370.34150.15580.53380.0000 657.430.34090.16370.55530.0000 657.480.34030.17170.57600.0000 19569.04 6/26/2015 2:18:51 PM Page 22 657.540.33970.17950.59590.0000 657.590.33910.18740.61520.0000 657.650.33840.19530.63390.0000 657.700.33780.20320.65210.0000 657.760.33720.21120.66970.0000 657.810.33660.21910.68690.0000 657.870.33600.22710.70370.0000 657.920.33540.23500.72010.0000 657.980.33480.24300.73620.0000 658.030.33420.25100.75190.0000 658.090.33360.25900.76730.0000 658.140.33300.26710.78240.0000 658.200.33240.27510.79730.0000 658.250.33180.28320.81190.0000 658.310.33120.29120.82630.0000 658.360.33060.29930.84610.0000 658.420.33000.30740.87400.0000 658.470.32940.31550.91370.0000 658.500.32880.31960.92050.0000 Bioretention Hydraulic Table Stage(ft)Area(ac)Volume(ac-ft)Discharge(cfs)To Amended()cfs)Infilt(cfs) 2.50000.35630.31960.00001.7588 0.0000 2.55490.35690.33920.00001.7588 0.0000 2.60990.35750.35880.00001.8210 0.0000 2.66480.35810.37850.00001.8831 0.0000 2.71980.35870.39820.00001.9453 0.0000 2.77470.35930.41790.00002.0074 0.0000 2.82970.35990.43770.00002.0696 0.0000 2.88460.36050.45750.00002.1317 0.0000 2.93960.36120.47730.00002.1939 0.0000 2.99450.36180.49710.00002.2560 0.0000 3.04950.36240.51700.10712.3182 0.0000 3.10440.36300.53700.32852.3803 0.0000 3.15930.36360.55690.61942.4425 0.0000 3.21430.36420.57690.96612.5046 0.0000 3.26920.36480.59691.36052.5668 0.0000 3.32420.36540.61701.79762.6289 0.0000 3.37910.36600.63712.27342.6911 0.0000 3.43410.36660.65722.78512.7532 0.0000 3.48900.36720.67743.33042.8153 0.0000 3.54400.36780.69763.90712.8775 0.0000 3.59890.36840.71784.51382.9396 0.0000 3.65380.36900.73815.14913.0018 0.0000 3.70880.36960.75845.81153.0639 0.0000 3.76370.37020.77876.50023.1261 0.0000 3.81870.37080.79907.21423.1882 0.0000 3.87360.37150.81947.95253.2504 0.0000 3.92860.37210.83998.71443.3125 0.0000 3.98350.37270.86039.49923.3747 0.0000 4.03850.37330.880810.3063.4368 0.0000 4.09340.37390.901311.1353.4990 0.0000 4.14840.37450.921911.9853.5611 0.0000 4.20330.37510.942512.8553.6233 0.0000 4.25820.37570.963113.7453.6854 0.0000 4.31320.37630.983814.6563.7476 0.0000 4.36810.37691.004515.5853.8097 0.0000 4.42310.37751.025216.5333.8719 0.0000 19569.04 6/26/2015 2:18:51 PM Page 23 4.47800.37811.045917.5003.9340 0.0000 4.53300.37871.066718.4853.9962 0.0000 4.58790.37931.087619.4874.0583 0.0000 4.64290.37991.108420.5084.1205 0.0000 4.69780.38051.129321.5454.1826 0.0000 4.75270.38111.150222.5994.2448 0.0000 4.80770.38171.171223.6704.3069 0.0000 4.86260.38241.192224.7584.3691 0.0000 4.91760.38301.213225.8614.4312 0.0000 4.97250.38361.234326.9804.4934 0.0000 5.00000.38391.244828.1164.5244 0.0000 19569.04 6/26/2015 2:18:51 PM Page 24 Surface retention 3 Element Flows To: Outlet 1 Outlet 2 Trapezoidal Pond 1Bioretention 3 19569.04 6/26/2015 2:18:51 PM Page 25 Bioretention 4 Bottom Length: 147.04 ft. Bottom Width: 147.04 ft. Material thickness of first layer: 1.5 Material type for first layer: Amended 5 in/hr Material thickness of second layer: 1 Material type for second layer: GRAVEL Material thickness of third layer: 0 Material type for third layer: GRAVEL Underdrain used Underdrain Diameter (ft):0.5 Orifice Diameter (in):5.9 Offset (in):0 Flow Through Underdrain (ac-ft):742.428 Total Outflow (ac-ft):817.927 Percent Through Underdrain:90.77 Discharge Structure Riser Height:0.5 ft. Riser Diameter:18 in. Notch Type:Rectangular Notch Width:0.000 ft. Notch Height:0.000 ft. Element Flows To: Outlet 1 Outlet 2 Trapezoidal Pond 1 Bioretention Hydraulic Table Stage(ft)Area(ac)Volume(ac-ft)Discharge(cfs)Infilt(cfs) 636.000.53020.00000.00000.0000 636.060.52990.00570.00000.0000 636.110.52910.01150.00000.0000 636.170.52840.01730.00000.0000 636.220.52760.02300.00000.0000 636.280.52690.02880.00000.0000 636.330.52620.03460.00000.0000 636.390.52540.04040.00000.0000 636.440.52470.04620.00000.0000 636.500.52390.05200.00000.0000 636.550.52320.05780.00000.0000 636.610.52240.06360.00000.0000 636.660.52170.06950.00000.0000 636.720.52090.07530.00000.0000 636.770.52020.08700.00000.0000 636.830.51940.09880.00000.0000 636.880.51870.11050.00000.0000 636.940.51800.12230.00000.0000 636.990.51720.13400.00000.0000 637.050.51650.14580.00000.0000 637.100.51570.15770.00000.0000 637.160.51500.16950.00000.0000 637.210.51420.18130.00000.0000 637.270.51350.19320.00000.0000 637.320.51270.20510.00000.0000 637.380.51200.21700.00000.0000 637.430.51130.22890.00000.0000 637.490.51050.24080.00000.0000 19569.04 6/26/2015 2:18:51 PM Page 26 637.540.50980.25260.00000.0000 637.600.50900.26450.00000.0000 637.650.50830.27630.00000.0000 637.710.50750.28820.00000.0000 637.760.50680.30000.00000.0000 637.820.50600.31190.00000.0000 637.870.50530.32390.00000.0000 637.930.50450.33580.00000.0000 637.980.50380.34770.00000.0000 638.040.50310.35970.00000.0000 638.090.50230.37170.00000.0000 638.150.50160.38370.00000.0000 638.200.50080.39570.00000.0000 638.260.50010.40770.00000.0000 638.310.49930.41980.00000.0000 638.370.49860.43180.00000.0000 638.420.49780.44390.00000.0000 638.480.49710.45600.00000.0000 638.500.49630.46090.00000.0000 Bioretention Hydraulic Table Stage(ft)Area(ac)Volume(ac-ft)Discharge(cfs)To Amended()cfs)Infilt(cfs) 2.50000.53020.46090.00002.6555 0.0000 2.55510.53090.49020.00002.6555 0.0000 2.61010.53170.51940.00002.7495 0.0000 2.66520.53240.54870.00002.8436 0.0000 2.72020.53320.57800.00522.9376 0.0000 2.77530.53390.60740.01223.0316 0.0000 2.83030.53470.63680.02343.1256 0.0000 2.88540.53540.66630.03953.2196 0.0000 2.94040.53620.69580.06123.3136 0.0000 2.99550.53690.72530.08893.4077 0.0000 3.05050.53760.75490.12313.5017 0.0000 3.10560.53840.78450.16433.5957 0.0000 3.16070.53910.81420.21293.6897 0.0000 3.21570.53990.84390.22053.7837 0.0000 3.27080.54060.87360.26983.8777 0.0000 3.32580.54140.90340.31113.9718 0.0000 3.38090.54210.93320.34734.0658 0.0000 3.43590.54290.96310.37994.1598 0.0000 3.49100.54360.99300.40994.2538 0.0000 3.54600.54441.02300.43774.3478 0.0000 3.60110.54511.05290.46384.4418 0.0000 3.65620.54581.08300.48854.5359 0.0000 3.71120.54661.11310.51204.6299 0.0000 3.76630.54731.14320.53444.7239 0.0000 3.82130.54811.17330.55594.8179 0.0000 3.87640.54881.20350.57664.9119 0.0000 3.93140.54961.23380.59665.0059 0.0000 3.98650.55031.26400.61595.1000 0.0000 4.04150.55111.29430.63465.1940 0.0000 4.09660.55181.32470.65285.2880 0.0000 4.15160.55261.35510.67055.3820 0.0000 4.20670.55331.38550.68775.4760 0.0000 4.26180.55401.41600.70455.5700 0.0000 4.31680.55481.44660.72095.6640 0.0000 4.37190.55551.47710.73705.7581 0.0000 4.42690.55631.50770.75275.8521 0.0000 19569.04 6/26/2015 2:18:51 PM Page 27 4.48200.55701.53840.76815.9461 0.0000 4.53700.55781.56910.78336.0401 0.0000 4.59210.55851.59980.79816.1341 0.0000 4.64710.55931.63060.81286.2281 0.0000 4.70220.56001.66140.82726.3222 0.0000 4.75730.56081.69220.84146.4162 0.0000 4.81230.56151.72310.85546.5102 0.0000 4.86740.56231.75400.86946.6042 0.0000 4.92240.56301.78500.88346.6982 0.0000 4.97750.56371.81600.91656.7922 0.0000 5.00000.56401.82870.92176.8307 0.0000 19569.04 6/26/2015 2:18:51 PM Page 28 Surface retention 4 Element Flows To: Outlet 1 Outlet 2 Trapezoidal Pond 1Bioretention 4 19569.04 6/26/2015 2:18:51 PM Page 29 Bioretention 5 Bottom Length: 123.07 ft. Bottom Width: 123.07 ft. Material thickness of first layer: 1.5 Material type for first layer: Amended 5 in/hr Material thickness of second layer: 1 Material type for second layer: GRAVEL Material thickness of third layer: 0 Material type for third layer: GRAVEL Underdrain used Underdrain Diameter (ft):0.5 Orifice Diameter (in):5.9 Offset (in):0 Flow Through Underdrain (ac-ft):494.855 Total Outflow (ac-ft):646.905 Percent Through Underdrain:76.5 Discharge Structure Riser Height:0.5 ft. Riser Diameter:24 in. Notch Type:Rectangular Notch Width:0.000 ft. Notch Height:0.000 ft. Element Flows To: Outlet 1 Outlet 2 Trapezoidal Pond 1 Bioretention Hydraulic Table Stage(ft)Area(ac)Volume(ac-ft)Discharge(cfs)Infilt(cfs) 636.000.37600.00000.00000.0000 636.060.37580.00400.00000.0000 636.110.37510.00810.00000.0000 636.170.37450.01210.00000.0000 636.220.37390.01610.00360.0000 636.280.37330.02020.00850.0000 636.330.37260.02420.01640.0000 636.390.37200.02830.02770.0000 636.440.37140.03240.04290.0000 636.500.37080.03650.06220.0000 636.550.37010.04060.08620.0000 636.610.36950.04470.11510.0000 636.660.36890.05290.14910.0000 636.720.36830.06110.18870.0000 636.770.36760.06930.22050.0000 636.830.36700.07760.26980.0000 636.880.36640.08580.31110.0000 636.940.36580.09410.34270.0000 636.990.36520.10240.34730.0000 637.050.36450.11070.37990.0000 637.100.36390.11900.40990.0000 637.160.36330.12740.43770.0000 637.210.36270.13570.46380.0000 637.270.36200.14410.48850.0000 637.320.36140.15250.51200.0000 637.380.36080.16080.53440.0000 637.430.36020.16930.55590.0000 637.490.35950.17770.57660.0000 19569.04 6/26/2015 2:18:51 PM Page 30 637.540.35890.18600.59660.0000 637.600.35830.19440.61590.0000 637.650.35770.20270.63460.0000 637.710.35700.21110.65280.0000 637.760.35640.21950.67050.0000 637.820.35580.22790.68770.0000 637.870.35520.23630.70450.0000 637.930.35450.24480.72090.0000 637.980.35390.25320.73700.0000 638.040.35330.26170.75270.0000 638.090.35270.27020.76810.0000 638.150.35210.27860.78330.0000 638.200.35140.28710.79810.0000 638.260.35080.29570.81280.0000 638.310.35020.30420.82720.0000 638.370.34960.31280.84850.0000 638.420.34890.32130.87650.0000 638.480.34830.32990.91650.0000 638.500.34770.33340.92170.0000 Bioretention Hydraulic Table Stage(ft)Area(ac)Volume(ac-ft)Discharge(cfs)To Amended()cfs)Infilt(cfs) 2.50000.37600.33340.00001.8602 0.0000 2.55510.37660.35410.00001.8602 0.0000 2.61010.37730.37490.00001.9260 0.0000 2.66520.37790.39570.00001.9919 0.0000 2.72020.37850.41650.00002.0578 0.0000 2.77530.37910.43730.00002.1236 0.0000 2.83030.37980.45820.00002.1895 0.0000 2.88540.38040.47920.00002.2553 0.0000 2.94040.38100.50010.00002.3212 0.0000 2.99550.38160.52110.00002.3871 0.0000 3.05050.38230.54210.22142.4529 0.0000 3.10560.38290.56320.66842.5188 0.0000 3.16070.38350.58431.25432.5846 0.0000 3.21570.38410.60541.95152.6505 0.0000 3.27080.38480.62662.74442.7163 0.0000 3.32580.38540.64783.62262.7822 0.0000 3.38090.38600.66904.57852.8481 0.0000 3.43590.38660.69035.60632.9139 0.0000 3.49100.38720.71166.70122.9798 0.0000 3.54600.38790.73297.85933.0456 0.0000 3.60110.38850.75439.07743.1115 0.0000 3.65620.38910.775710.3533.1773 0.0000 3.71120.38970.797211.6833.2432 0.0000 3.76630.39040.818613.0653.3091 0.0000 3.82130.39100.840114.4983.3749 0.0000 3.87640.39160.861715.9803.4408 0.0000 3.93140.39220.883317.5093.5066 0.0000 3.98650.39290.904919.0843.5725 0.0000 4.04150.39350.926520.7043.6383 0.0000 4.09660.39410.948222.3673.7042 0.0000 4.15160.39470.969924.0733.7701 0.0000 4.20670.39540.991725.8193.8359 0.0000 4.26180.39601.013527.6063.9018 0.0000 4.31680.39661.035329.4333.9676 0.0000 4.37190.39721.057131.2984.0335 0.0000 4.42690.39791.079033.2014.0994 0.0000 19569.04 6/26/2015 2:18:51 PM Page 31 4.48200.39851.100935.1404.1652 0.0000 4.53700.39911.122937.1174.2311 0.0000 4.59210.39971.144939.1294.2969 0.0000 4.64710.40041.166941.1764.3628 0.0000 4.70220.40101.189043.2574.4286 0.0000 4.75730.40161.211145.3734.4945 0.0000 4.81230.40221.233247.5224.5604 0.0000 4.86740.40291.255349.7044.6262 0.0000 4.92240.40351.277551.9184.6921 0.0000 4.97750.40411.299854.1644.7579 0.0000 5.00000.40441.308956.4424.7849 0.0000 19569.04 6/26/2015 2:18:51 PM Page 32 Surface retention 5 Element Flows To: Outlet 1 Outlet 2 Trapezoidal Pond 1Bioretention 5 19569.04 6/26/2015 2:18:51 PM Page 33 Analysis Results POC 1 Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:79.4 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:23.82 Total Impervious Area:55.57 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 20.3285 5 year 35.18367 10 year 41.234191 25 year 53.477543 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 10.1505 5 year 27.814574 10 year 32.408617 25 year 35.565978 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 YearPredevelopedMitigated 196017.1496.055 196112.5852.816 196220.4028.417 196322.35119.016 196428.86628.615 196516.9799.108 196614.6821.995 196783.91554.198 196830.43527.975 196928.68621.409 197024.51010.031 197124.90012.147 19722.0261.547 197350.57932.774 19569.04 6/26/2015 2:19:08 PM Page 34 197438.17615.450 197518.8357.662 19760.0090.000 19770.0140.000 197826.8966.963 197930.3679.131 198020.32911.428 198113.3903.332 198242.75931.574 198332.36122.414 198418.6138.033 198511.2563.714 198640.42133.633 198713.86510.151 19887.3760.420 19897.7111.436 199018.60312.587 199115.3249.434 199217.90212.666 199320.10616.309 19948.9462.991 199535.96829.672 199642.79432.214 199723.66312.128 199838.30922.708 199924.5604.214 200016.37413.934 20014.9225.317 20029.1500.693 200329.80527.236 200437.65833.792 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 RankPredevelopedMitigated 1 83.915454.1980 2 50.578733.7915 3 42.793833.6331 4 42.759332.7739 5 40.420832.2138 6 38.309331.5739 7 38.175529.6722 8 37.657728.6147 9 35.967827.9754 10 32.360827.2356 11 30.434722.7082 12 30.366722.4135 13 29.804621.4093 14 28.866119.0156 15 28.686116.3085 16 26.895915.4498 17 24.900013.9338 18 24.559612.6662 19 24.509612.5872 20 23.663412.1467 21 22.350612.1280 22 20.402111.4276 23 20.328510.1505 19569.04 6/26/2015 2:19:08 PM Page 35 24 20.105810.0313 25 18.83489.4337 26 18.61349.1313 27 18.60349.1083 28 17.90248.4167 29 17.14898.0328 30 16.97937.6620 31 16.37396.9632 32 15.32376.0550 33 14.68185.3175 34 13.86544.2142 35 13.38983.7141 36 12.58533.3315 37 11.25602.9910 38 9.15012.8161 39 8.94591.9952 40 7.71151.5466 41 7.37571.4357 42 4.92240.6933 43 2.02570.4204 44 0.01390.0000 45 0.00920.0000 19569.04 6/26/2015 2:19:08 PM Page 36 Duration Flows The Facility PASSED Flow(cfs)PredevMitPercentagePass/Fail 2.0329173550929Pass 2.4288155846429Pass 2.8248139642130Pass 3.2208129238930Pass 3.6167119336330Pass 4.0127109033730Pass 4.4087100931331Pass 4.804791928030Pass 5.200683725830Pass 5.596678123530Pass 5.992671521530Pass 6.388665720130Pass 6.784561418530Pass 7.180557516929Pass 7.576553915729Pass 7.972450114328Pass 8.368446113529Pass 8.764442812829Pass 9.160439811729Pass 9.556336611030Pass 9.952334510329Pass 10.34833229930Pass 10.74433059531Pass 11.14022849031Pass 11.53622538533Pass 11.93222368234Pass 12.32822197534Pass 12.72412036933Pass 13.12011926533Pass 13.51611836434Pass 13.91201736135Pass 14.30801645332Pass 14.70401515335Pass 15.10001395136Pass 15.49591284635Pass 15.89191224637Pass 16.28791124540Pass 16.68391054139Pass 17.0798993939Pass 17.4758963536Pass 17.8718913336Pass 18.2677843238Pass 18.6637793139Pass 19.0597752938Pass 19.4557672943Pass 19.8516642742Pass 20.2476612744Pass 20.6436552749Pass 21.0396532547Pass 21.4355522344Pass 21.8315522344Pass 22.2275482245Pass 22.6235452044Pass 19569.04 6/26/2015 2:19:08 PM Page 37 23.0194441943Pass 23.4154431944Pass 23.8114411946Pass 24.2073401845Pass 24.6033361644Pass 24.9993341647Pass 25.3953341338Pass 25.7912341338Pass 26.1872331339Pass 26.5832311238Pass 26.9792301240Pass 27.3751301136Pass 27.7711281139Pass 28.1671271037Pass 28.5631271037Pass 28.9590259 36Pass 29.3550248 33Pass 29.7510237 30Pass 30.1469217 33Pass 30.5429197 36Pass 30.9389177 41Pass 31.3349167 43Pass 31.7308156 40Pass 32.1268156 40Pass 32.5228145 35Pass 32.9188144 28Pass 33.3147144 28Pass 33.7107133 23Pass 34.1067132 15Pass 34.5026122 16Pass 34.8986112 18Pass 35.2946102 20Pass 35.6906102 20Pass 36.08659 2 22Pass 36.48259 2 22Pass 36.87859 2 22Pass 37.27459 2 22Pass 37.67047 2 28Pass 38.06647 2 28Pass 38.46245 2 40Pass 38.85845 2 40Pass 39.25435 2 40Pass 39.65035 2 40Pass 40.04635 2 40Pass 40.44224 2 50Pass 40.83824 2 50Pass 41.23424 2 50Pass 19569.04 6/26/2015 2:19:08 PM Page 38 Water Quality Drawdown Time Results 19569.04 6/26/2015 2:19:08 PM Page 39 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. 19569.04 6/26/2015 2:19:08 PM Page 40 Appendix Predeveloped Schematic 19569.04 6/26/2015 2:19:09 PM Page 41 Mitigated Schematic 19569.04 6/26/2015 2:19:09 PM Page 42 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1959 10 01 END 2004 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 19569.04.wdm MESSU 25 Pre19569.04.MES 27 Pre19569.04.L61 28 Pre19569.04.L62 30 POC19569.041.dat END FILES OPN SEQUENCE INGRP INDELT 00:60 PERLND 44 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 *** 44 C/D,Grass,Very(>20%) 1 1 1 1 27 0 END GEN-INFO Section PWATER*** ACTIVITY PLS > ************* Active Sections ***************************** ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 44 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO PLS > ***************** Print-flags ***************************** PIVL PYR ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 44 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO 19569.04 6/26/2015 2:19:09 PM Page 43 PWAT-PARM1 PLS > PWATER variable monthly parameter value flags *** CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 44 0 0 0 1 0 0 0 0 1 0 0 END PWAT-PARM1 PWAT-PARM2 PLS > PWATER input info: Part 2 *** FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 44 0 3.4 0.025 200 0.25 2 0.95 END PWAT-PARM2 PWAT-PARM3 PLS > PWATER input info: Part 3 *** PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 44 40 35 3 2 0.15 0.15 0 END PWAT-PARM3 PWAT-PARM4 PLS > PWATER input info: Part 4 *** CEPSC UZSN NSUR INTFW IRC LZETP *** 44 0 0.15 0.25 0.15 0.35 0 END PWAT-PARM4 MON-LZETPARM PLS > PWATER input info: Part 3 *** JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC *** 44 0.4 0.4 0.4 0.45 0.5 0.55 0.55 0.55 0.55 0.55 0.45 0.4 END MON-LZETPARM MON-INTERCEP PLS > PWATER input info: Part 3 *** JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC *** 44 0.12 0.12 0.12 0.11 0.1 0.1 0.1 0.1 0.1 0.1 0.11 0.12 END MON-INTERCEP PWAT-STATE1 PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** CEPS SURS UZS IFWS LZS AGWS GWVS 44 0 0 0.01 0 0.5 0.3 0.01 END PWAT-STATE1 END PERLND IMPLND GEN-INFO PLS ><-------Name-------> Unit-systems Printer *** User t-series Engl Metr *** in out *** END GEN-INFO Section IWATER*** ACTIVITY PLS > ************* Active Sections ***************************** ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO ILS > ******** Print-flags ******** PIVL PYR ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARM1 PLS > IWATER variable monthly parameter value flags *** CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 PLS > IWATER input info: Part 2 *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 19569.04 6/26/2015 2:19:09 PM Page 44 IWAT-PARM3 PLS > IWATER input info: Part 3 *** PETMAX PETMIN END IWAT-PARM3 IWAT-STATE1 PLS > *** Initial conditions at start of simulation RETS SURS END IWAT-STATE1 END IMPLND SCHEMATIC Source-> <--Area--> <-Target-> MBLK *** Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 44 79.4 COPY 501 12 PERLND 44 79.4 COPY 501 13 Routing****** END SCHEMATIC NETWORK Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 12.1 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 A1 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 19569.04 6/26/2015 2:19:09 PM Page 45 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 1.067 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1.067 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 1 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 1 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*** COPY 501 OUTPUT MEAN 1 1 12.1 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS-LINK Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 END MASS-LINK END RUN 19569.04 6/26/2015 2:19:09 PM Page 46 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1959 10 01 END 2004 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 19569.04.wdm MESSU 25 Mit19569.04.MES 27 Mit19569.04.L61 28 Mit19569.04.L62 30 POC19569.041.dat END FILES OPN SEQUENCE INGRP INDELT 00:60 PERLND 44 IMPLND 1 IMPLND 3 IMPLND 5 IMPLND 7 IMPLND 10 GENER 2 RCHRES 1 RCHRES 2 GENER 4 RCHRES 3 RCHRES 4 GENER 6 RCHRES 5 RCHRES 6 GENER 8 RCHRES 7 RCHRES 8 GENER 10 RCHRES 9 RCHRES 10 RCHRES 11 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Trapezoidal Pond 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 *** 2 24 4 24 6 24 8 24 19569.04 6/26/2015 2:19:09 PM Page 47 10 24 END OPCODE PARM K *** 2 0. 4 0. 6 0. 8 0. 10 0. END PARM END GENER PERLND GEN-INFO PLS ><-------Name------->NBLKS Unit-systems Printer *** User t-series Engl Metr *** in out *** 44 C/D,Grass,Very(>20%) 1 1 1 1 27 0 END GEN-INFO Section PWATER*** ACTIVITY PLS > ************* Active Sections ***************************** ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 44 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO PLS > ***************** Print-flags ***************************** PIVL PYR ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 44 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 PLS > PWATER variable monthly parameter value flags *** CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 44 0 0 0 1 0 0 0 0 1 0 0 END PWAT-PARM1 PWAT-PARM2 PLS > PWATER input info: Part 2 *** FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 44 0 3.4 0.025 200 0.25 2 0.95 END PWAT-PARM2 PWAT-PARM3 PLS > PWATER input info: Part 3 *** PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 44 40 35 3 2 0.15 0.15 0 END PWAT-PARM3 PWAT-PARM4 PLS > PWATER input info: Part 4 *** CEPSC UZSN NSUR INTFW IRC LZETP *** 44 0 0.15 0.25 0.15 0.35 0 END PWAT-PARM4 MON-LZETPARM PLS > PWATER input info: Part 3 *** JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC *** 44 0.4 0.4 0.4 0.45 0.5 0.55 0.55 0.55 0.55 0.55 0.45 0.4 END MON-LZETPARM MON-INTERCEP PLS > PWATER input info: Part 3 *** JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC *** 44 0.12 0.12 0.12 0.11 0.1 0.1 0.1 0.1 0.1 0.1 0.11 0.12 END MON-INTERCEP PWAT-STATE1 PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** CEPS SURS UZS IFWS LZS AGWS GWVS 44 0 0 0.01 0 0.5 0.3 0.01 19569.04 6/26/2015 2:19:09 PM Page 48 END PWAT-STATE1 END PERLND IMPLND GEN-INFO PLS ><-------Name-------> Unit-systems Printer *** User t-series Engl Metr *** in out *** 1 Roads,Flat(0-5%) 1 1 1 27 0 3 Roads,Steep(10-20%) 1 1 1 27 0 5 Roof Area 1 1 1 27 0 7 Driveways,Mod(5-10%) 1 1 1 27 0 10 Sidewalks,Flat(0-5%) 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 3 0 0 1 0 0 0 5 0 0 1 0 0 0 7 0 0 1 0 0 0 10 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 3 0 0 4 0 0 0 1 9 5 0 0 4 0 0 0 1 9 7 0 0 4 0 0 0 1 9 10 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 3 0 0 0 0 0 5 0 0 0 0 0 7 0 0 0 0 0 10 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 PLS > IWATER input info: Part 2 *** LSUR SLSUR NSUR RETSC 1 100 0.05 0.1 0.1 3 100 0.15 0.1 0.08 5 100 0.05 0.1 0.1 7 100 0.1 0.1 0.09 10 100 0.05 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 PLS > IWATER input info: Part 3 *** PETMAX PETMIN 1 0 0 3 0 0 5 0 0 7 0 0 10 0 0 END IWAT-PARM3 IWAT-STATE1 PLS > *** Initial conditions at start of simulation RETS SURS 19569.04 6/26/2015 2:19:09 PM Page 49 1 0 0 3 0 0 5 0 0 7 0 0 10 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC Source-> <--Area--> <-Target-> MBLK *** Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 44 2.97 RCHRES 1 2 PERLND 44 2.97 RCHRES 1 3 IMPLND 1 1.38 RCHRES 1 5 IMPLND 3 1.38 RCHRES 1 5 IMPLND 5 3.61 RCHRES 1 5 IMPLND 7 0.49 RCHRES 1 5 IMPLND 10 0.06 RCHRES 1 5 Basin 2*** PERLND 44 4.68 RCHRES 3 2 PERLND 44 4.68 RCHRES 3 3 IMPLND 1 2.18 RCHRES 3 5 IMPLND 3 2.18 RCHRES 3 5 IMPLND 5 5.69 RCHRES 3 5 IMPLND 7 0.77 RCHRES 3 5 IMPLND 10 0.1 RCHRES 3 5 Basin 3*** PERLND 44 4.29 RCHRES 5 2 PERLND 44 4.29 RCHRES 5 3 IMPLND 1 2 RCHRES 5 5 IMPLND 3 2 RCHRES 5 5 IMPLND 5 5.22 RCHRES 5 5 IMPLND 7 0.7 RCHRES 5 5 IMPLND 10 0.09 RCHRES 5 5 Basin 4*** PERLND 44 6.63 RCHRES 7 2 PERLND 44 6.63 RCHRES 7 3 IMPLND 1 3.09 RCHRES 7 5 IMPLND 3 3.09 RCHRES 7 5 IMPLND 5 8.06 RCHRES 7 5 IMPLND 7 1.09 RCHRES 7 5 IMPLND 10 0.14 RCHRES 7 5 Basin 5*** PERLND 44 5.25 RCHRES 9 2 PERLND 44 5.25 RCHRES 9 3 IMPLND 1 2.45 RCHRES 9 5 IMPLND 3 2.45 RCHRES 9 5 IMPLND 5 6.38 RCHRES 9 5 IMPLND 7 0.86 RCHRES 9 5 IMPLND 10 0.11 RCHRES 9 5 Routing****** RCHRES 1 1 RCHRES 11 7 RCHRES 1 COPY 1 17 RCHRES 1 1 RCHRES 2 8 RCHRES 3 1 RCHRES 11 7 RCHRES 3 COPY 1 17 RCHRES 3 1 RCHRES 4 8 RCHRES 5 1 RCHRES 11 7 RCHRES 5 COPY 1 17 RCHRES 5 1 RCHRES 6 8 RCHRES 7 1 RCHRES 11 7 RCHRES 7 COPY 1 17 RCHRES 7 1 RCHRES 8 8 RCHRES 9 1 RCHRES 11 7 RCHRES 9 COPY 1 17 RCHRES 9 1 RCHRES 10 8 RCHRES 11 1 COPY 501 16 19569.04 6/26/2015 2:19:09 PM Page 50 END SCHEMATIC NETWORK Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 12.1 DISPLY 1 INPUT TIMSER 1 GENER 2 OUTPUT TIMSER .0002778 RCHRES 1 EXTNL OUTDGT 1 GENER 4 OUTPUT TIMSER .0002778 RCHRES 3 EXTNL OUTDGT 1 GENER 6 OUTPUT TIMSER .0002778 RCHRES 5 EXTNL OUTDGT 1 GENER 8 OUTPUT TIMSER .0002778 RCHRES 7 EXTNL OUTDGT 1 GENER 10 OUTPUT TIMSER .0002778 RCHRES 9 EXTNL OUTDGT 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 Surface retentio-010 3 1 1 1 28 0 1 2 Bioretention 1 1 1 1 1 28 0 1 3 Surface retentio-016 3 1 1 1 28 0 1 4 Bioretention 2 1 1 1 1 28 0 1 5 Surface retentio-018 3 1 1 1 28 0 1 6 Bioretention 3 1 1 1 1 28 0 1 7 Surface retentio-020 3 1 1 1 28 0 1 8 Bioretention 4 1 1 1 1 28 0 1 9 Surface retentio-022 3 1 1 1 28 0 1 10 Bioretention 5 1 1 1 1 28 0 1 11 Trapezoidal Pond-008 1 1 1 1 28 0 1 END GEN-INFO Section RCHRES*** ACTIVITY PLS > ************* Active Sections ***************************** HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 3 1 0 0 0 0 0 0 0 0 0 4 1 0 0 0 0 0 0 0 0 0 5 1 0 0 0 0 0 0 0 0 0 6 1 0 0 0 0 0 0 0 0 0 7 1 0 0 0 0 0 0 0 0 0 8 1 0 0 0 0 0 0 0 0 0 9 1 0 0 0 0 0 0 0 0 0 10 1 0 0 0 0 0 0 0 0 0 11 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO 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 2 4 0 0 0 0 0 0 0 0 0 1 9 3 4 0 0 0 0 0 0 0 0 0 1 9 4 4 0 0 0 0 0 0 0 0 0 1 9 5 4 0 0 0 0 0 0 0 0 0 1 9 6 4 0 0 0 0 0 0 0 0 0 1 9 7 4 0 0 0 0 0 0 0 0 0 1 9 8 4 0 0 0 0 0 0 0 0 0 1 9 9 4 0 0 0 0 0 0 0 0 0 1 9 10 4 0 0 0 0 0 0 0 0 0 1 9 11 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARM1 19569.04 6/26/2015 2:19:09 PM Page 51 RCHRES Flags for each HYDR Section *** VC A1 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 6 0 0 0 1 0 0 0 2 1 2 2 2 2 0 1 0 0 4 0 0 0 0 0 0 0 0 0 2 2 2 2 2 3 0 1 0 0 4 5 6 0 0 0 1 0 0 0 2 1 2 2 2 4 0 1 0 0 4 0 0 0 0 0 0 0 0 0 2 2 2 2 2 5 0 1 0 0 4 5 6 0 0 0 1 0 0 0 2 1 2 2 2 6 0 1 0 0 4 0 0 0 0 0 0 0 0 0 2 2 2 2 2 7 0 1 0 0 4 5 6 0 0 0 1 0 0 0 2 1 2 2 2 8 0 1 0 0 4 0 0 0 0 0 0 0 0 0 2 2 2 2 2 9 0 1 0 0 4 5 6 0 0 0 1 0 0 0 2 1 2 2 2 10 0 1 0 0 4 0 0 0 0 0 0 0 0 0 2 2 2 2 2 11 0 1 0 0 4 0 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 0.01 0.0 711.0 0.5 0.0 2 2 0.02 0.0 711.0 0.5 0.0 3 3 0.01 0.0 690.0 0.5 0.0 4 4 0.03 0.0 690.0 0.5 0.0 5 5 0.01 0.0 656.0 0.5 0.0 6 6 0.02 0.0 656.0 0.5 0.0 7 7 0.01 0.0 636.0 0.5 0.0 8 8 0.03 0.0 636.0 0.5 0.0 9 9 0.01 0.0 636.0 0.5 0.0 10 10 0.02 0.0 636.0 0.5 0.0 11 11 0.01 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** VOL Initial value of COLIND Initial value of OUTDGT ac-ft for each possible exit for each possible exit 1 0 4.0 0.0 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3 0 4.0 0.0 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5 0 4.0 0.0 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7 0 4.0 0.0 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 8 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9 0 4.0 0.0 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 11 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS User-Defined Variable Quantity Lines addr kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** UVQUAN vol2 RCHRES 2 VOL 4 UVQUAN v2m2 GLOBAL WORKSP 1 3 UVQUAN vpo2 GLOBAL WORKSP 2 3 UVQUAN v2d2 GENER 2 K 1 3 User-Defined Variable Quantity Lines addr kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** UVQUAN vol4 RCHRES 4 VOL 4 UVQUAN v2m4 GLOBAL WORKSP 3 3 UVQUAN vpo4 GLOBAL WORKSP 4 3 UVQUAN v2d4 GENER 4 K 1 3 19569.04 6/26/2015 2:19:09 PM Page 52 User-Defined Variable Quantity Lines addr kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** UVQUAN vol6 RCHRES 6 VOL 4 UVQUAN v2m6 GLOBAL WORKSP 5 3 UVQUAN vpo6 GLOBAL WORKSP 6 3 UVQUAN v2d6 GENER 6 K 1 3 User-Defined Variable Quantity Lines addr kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** UVQUAN vol8 RCHRES 8 VOL 4 UVQUAN v2m8 GLOBAL WORKSP 7 3 UVQUAN vpo8 GLOBAL WORKSP 8 3 UVQUAN v2d8 GENER 8 K 1 3 User-Defined Variable Quantity Lines addr kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** UVQUAN vol10 RCHRES 10 VOL 4 UVQUAN v2m10 GLOBAL WORKSP 9 3 UVQUAN vpo10 GLOBAL WORKSP 10 3 UVQUAN v2d10 GENER 10 K 1 3 User-Defined Target Variable Names addr or addr or kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper UVNAME v2m2 1 WORKSP 1 1.0 QUAN UVNAME vpo2 1 WORKSP 2 1.0 QUAN UVNAME v2d2 1 K 1 1.0 QUAN User-Defined Target Variable Names addr or addr or kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper UVNAME v2m4 1 WORKSP 3 1.0 QUAN UVNAME vpo4 1 WORKSP 4 1.0 QUAN UVNAME v2d4 1 K 1 1.0 QUAN User-Defined Target Variable Names addr or addr or kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper UVNAME v2m6 1 WORKSP 5 1.0 QUAN UVNAME vpo6 1 WORKSP 6 1.0 QUAN UVNAME v2d6 1 K 1 1.0 QUAN User-Defined Target Variable Names addr or addr or kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper UVNAME v2m8 1 WORKSP 7 1.0 QUAN UVNAME vpo8 1 WORKSP 8 1.0 QUAN UVNAME v2d8 1 K 1 1.0 QUAN User-Defined Target Variable Names addr or addr or kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper UVNAME v2m10 1 WORKSP 9 1.0 QUAN UVNAME vpo10 1 WORKSP 10 1.0 QUAN UVNAME v2d10 1 K 1 1.0 QUAN opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp GENER 2 v2m2 = 7161. 19569.04 6/26/2015 2:19:09 PM Page 53 Compute remaining available pore space GENER 2 vpo2 = v2m2 GENER 2 vpo2 -= vol2 Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo2 < 0.0) THEN GENER 2 vpo2 = 0.0 END IF Infiltration volume GENER 2 v2d2 = vpo2 opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp GENER 4 v2m4 = 15837. Compute remaining available pore space GENER 4 vpo4 = v2m4 GENER 4 vpo4 -= vol4 Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo4 < 0.0) THEN GENER 4 vpo4 = 0.0 END IF Infiltration volume GENER 4 v2d4 = vpo4 opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp GENER 6 v2m6 = 13057. Compute remaining available pore space GENER 6 vpo6 = v2m6 GENER 6 vpo6 -= vol6 Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo6 < 0.0) THEN GENER 6 vpo6 = 0.0 END IF Infiltration volume GENER 6 v2d6 = vpo6 opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp GENER 8 v2m8 = 18870. Compute remaining available pore space GENER 8 vpo8 = v2m8 GENER 8 vpo8 -= vol8 Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo8 < 0.0) THEN GENER 8 vpo8 = 0.0 END IF Infiltration volume GENER 8 v2d8 = vpo8 opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp GENER 10 v2m10 = 13652. Compute remaining available pore space GENER 10 vpo10 = v2m10 GENER 10 vpo10 -= vol10 Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo10 < 0.0) THEN GENER 10 vpo10 = 0.0 END IF Infiltration volume GENER 10 v2d10 = vpo10 END SPEC-ACTIONS FTABLES FTABLE 11 91 4 Depth Area Volume Outflow1 Velocity Travel Time*** ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.000000 0.000000 0.000000 0.050000 0.000003 0.000000 0.279441 0.100000 0.000007 0.000000 0.395190 0.150000 0.000012 0.000001 0.484006 0.200000 0.000020 0.000002 0.558882 0.250000 0.000030 0.000003 0.624849 0.300000 0.000041 0.000005 0.684488 19569.04 6/26/2015 2:19:09 PM Page 54 0.350000 0.000054 0.000007 0.739332 0.400000 0.000069 0.000010 0.790379 0.450000 0.000086 0.000014 0.838324 0.500000 0.000105 0.000019 0.883671 0.550000 0.000125 0.000025 0.926802 0.600000 0.000148 0.000031 0.968013 0.650000 0.000172 0.000039 1.007540 0.700000 0.000198 0.000049 1.045573 0.750000 0.000226 0.000059 1.082271 0.800000 0.000256 0.000071 1.117765 0.850000 0.000287 0.000085 1.152166 0.900000 0.000321 0.000100 1.185569 0.950000 0.000356 0.000117 1.218056 1.000000 0.000393 0.000136 1.249699 1.050000 0.000432 0.000156 1.280560 1.100000 0.000473 0.000179 1.310695 1.150000 0.000515 0.000204 1.340153 1.200000 0.000560 0.000230 1.368977 1.250000 0.000606 0.000260 1.397206 1.300000 0.000654 0.000291 1.424876 1.350000 0.000704 0.000325 1.452019 1.400000 0.000756 0.000362 1.478664 1.450000 0.000809 0.000401 1.504837 1.500000 0.000865 0.000443 1.530562 1.550000 0.000922 0.000487 1.555863 1.600000 0.000981 0.000535 1.580758 1.650000 0.001042 0.000585 1.605267 1.700000 0.001105 0.000639 1.629408 1.750000 0.001170 0.000696 1.653196 1.800000 0.001236 0.000756 1.676647 1.850000 0.001304 0.000820 1.699774 1.900000 0.001374 0.000887 1.722591 1.950000 0.001446 0.000957 1.745110 2.000000 0.001520 0.001031 1.767341 2.050000 0.001596 0.001109 1.789297 2.100000 0.001673 0.001191 1.810986 2.150000 0.001753 0.001277 1.832418 2.200000 0.001834 0.001366 1.853603 2.250000 0.001917 0.001460 1.874548 2.300000 0.002002 0.001558 1.895262 2.350000 0.002088 0.001660 1.915752 2.400000 0.002177 0.001767 1.936025 2.450000 0.002267 0.001878 1.956088 2.500000 0.002359 0.001994 1.975948 2.550000 0.002453 0.002114 1.995609 2.600000 0.002549 0.002239 2.015079 2.650000 0.002647 0.002369 2.036979 2.700000 0.002746 0.002504 2.236947 2.750000 0.002848 0.002644 2.568636 2.800000 0.002951 0.002789 2.989033 2.850000 0.003056 0.002939 3.481559 2.900000 0.003163 0.003094 4.036505 2.950000 0.003272 0.003255 4.647276 3.000000 0.003382 0.003421 5.309013 3.050000 0.003494 0.003593 6.017941 3.100000 0.003609 0.003771 6.771018 3.150000 0.003725 0.003954 7.565723 3.200000 0.003843 0.004143 8.399925 3.250000 0.003962 0.004338 9.271788 3.300000 0.004084 0.004540 10.17971 3.350000 0.004207 0.004747 11.12228 3.400000 0.004333 0.004960 12.09825 3.450000 0.004460 0.005180 13.10647 3.500000 0.004588 0.005406 14.14594 3.550000 0.004719 0.005639 14.65256 3.600000 0.004852 0.005878 15.56498 3.650000 0.004986 0.006124 16.74154 3.700000 0.005122 0.006377 18.13168 3.750000 0.005261 0.006637 19.70618 3.800000 0.005400 0.006903 21.44534 19569.04 6/26/2015 2:19:09 PM Page 55 3.850000 0.005542 0.007177 23.33468 3.900000 0.005686 0.007457 25.36299 3.950000 0.005831 0.007745 27.52126 4.000000 0.005979 0.008041 29.80201 4.050000 0.006128 0.008343 32.19896 4.100000 0.006279 0.008653 34.70666 4.150000 0.006431 0.008971 37.32040 4.200000 0.006586 0.009297 40.03601 4.250000 0.006742 0.009630 42.84978 4.300000 0.006901 0.009971 45.75837 4.350000 0.007061 0.010320 48.75876 4.400000 0.007223 0.010677 51.84822 4.450000 0.007387 0.011042 55.02423 4.500000 0.007552 0.011416 58.28447 END FTABLE 11 FTABLE 2 43 4 Depth Area Volume Outflow1 Velocity Travel Time*** ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.192102 0.000000 0.000000 0.060440 0.191927 0.002188 0.000000 0.120879 0.191445 0.004383 0.000000 0.181319 0.190963 0.006583 0.002161 0.241758 0.190481 0.008790 0.005196 0.302198 0.189999 0.011002 0.010087 0.362637 0.189517 0.013221 0.017131 0.423077 0.189034 0.015446 0.026589 0.483516 0.188552 0.019908 0.038695 0.543956 0.188070 0.024383 0.053662 0.604396 0.187588 0.028869 0.062528 0.664835 0.187106 0.033368 0.092964 0.725275 0.186624 0.037879 0.104874 0.785714 0.186142 0.042402 0.131347 0.846154 0.185660 0.046938 0.161492 0.906593 0.185178 0.051486 0.177033 0.967033 0.184696 0.056046 0.233415 1.027473 0.184214 0.060618 0.241082 1.087912 0.183732 0.065202 0.290786 1.148352 0.183250 0.069799 0.321822 1.208791 0.182768 0.074408 0.332840 1.269231 0.182286 0.079029 0.369957 1.329670 0.181804 0.083662 0.403552 1.390110 0.181322 0.088308 0.434472 1.450549 0.180840 0.092966 0.463274 1.510989 0.180358 0.097580 0.490342 1.571429 0.179876 0.102207 0.515959 1.631868 0.179394 0.106846 0.540339 1.692308 0.178913 0.111496 0.563647 1.752747 0.178431 0.116159 0.586014 1.813187 0.177949 0.120834 0.607549 1.873626 0.177467 0.125521 0.628339 1.934066 0.176985 0.130220 0.648459 1.994505 0.176503 0.134931 0.667972 2.054945 0.176021 0.139655 0.686932 2.115385 0.175539 0.144390 0.711980 2.175824 0.175057 0.149138 0.747224 2.236264 0.174575 0.153897 0.780932 2.296703 0.174094 0.158669 0.813340 2.357143 0.173612 0.163453 0.844688 2.417582 0.173130 0.168248 0.875377 2.478022 0.172648 0.173056 0.888509 2.500000 0.172166 0.367096 0.876701 END FTABLE 2 FTABLE 1 51 6 Depth Area Volume Outflow1 Outflow2 outflow 3 Velocity Travel Time*** ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) Minutes)*** 0.000000 0.172166 0.000000 0.000000 0.876701 0.000000 19569.04 6/26/2015 2:19:09 PM Page 56 0.060440 0.192584 0.011625 0.000000 0.924310 0.000000 0.120879 0.193067 0.023279 0.000000 0.960111 0.000000 0.181319 0.193549 0.034963 0.000000 0.995912 0.000000 0.241758 0.194031 0.046675 0.000000 1.031712 0.000000 0.302198 0.194513 0.058417 0.000000 1.067513 0.000000 0.362637 0.194995 0.070188 0.000000 1.103314 0.000000 0.423077 0.195477 0.081988 0.000000 1.182515 0.000000 0.483516 0.195959 0.093817 0.000000 1.174915 0.000000 0.543956 0.196442 0.105675 0.000000 1.210716 0.000000 0.604396 0.196924 0.117563 0.000000 1.246517 0.000000 0.664835 0.197406 0.129479 0.000000 1.282318 0.000000 0.725275 0.197888 0.141425 0.000000 1.318118 0.000000 0.785714 0.198370 0.153400 0.000000 1.353919 0.000000 0.846154 0.198852 0.165404 0.000000 1.389720 0.000000 0.906593 0.199335 0.177437 0.000000 1.425521 0.000000 0.967033 0.199817 0.189499 0.000000 1.461321 0.000000 1.027473 0.200299 0.201591 0.029565 1.497122 0.000000 1.087912 0.200781 0.213711 0.169237 1.532923 0.000000 1.148352 0.201264 0.225861 0.370990 1.568724 0.000000 1.208791 0.201746 0.238040 0.619429 1.604524 0.000000 1.269231 0.202228 0.250248 0.907006 1.640325 0.000000 1.329670 0.202710 0.262485 1.228975 1.676126 0.000000 1.390110 0.203193 0.274751 1.581989 1.711927 0.000000 1.450549 0.203675 0.287047 1.963527 1.747727 0.000000 1.510989 0.204157 0.299371 2.371595 1.783528 0.000000 1.571429 0.204639 0.311725 2.804568 1.819329 0.000000 1.631868 0.205122 0.324108 3.261090 1.855129 0.000000 1.692308 0.205604 0.336520 3.740002 1.890930 0.000000 1.752747 0.206086 0.348961 4.240303 1.926731 0.000000 1.813187 0.206569 0.361431 4.761114 1.962532 0.000000 1.873626 0.207051 0.373931 5.301658 1.998332 0.000000 1.934066 0.207533 0.386460 5.861239 2.034133 0.000000 1.994505 0.208016 0.399017 6.439229 2.069934 0.000000 2.054945 0.208498 0.411604 7.035061 2.105735 0.000000 2.115385 0.208980 0.424220 7.648215 2.141535 0.000000 2.175824 0.209463 0.436866 8.278215 2.177336 0.000000 2.236264 0.209945 0.449540 8.924621 2.213137 0.000000 2.296703 0.210427 0.462244 9.587029 2.248938 0.000000 2.357143 0.210910 0.474976 10.26506 2.284738 0.000000 2.417582 0.211392 0.487738 10.95836 2.320539 0.000000 2.478022 0.211874 0.500529 11.66660 2.356340 0.000000 2.538462 0.212357 0.513349 12.38948 2.392141 0.000000 2.598901 0.212839 0.526199 13.12670 2.427941 0.000000 2.659341 0.213322 0.539077 13.87799 2.463742 0.000000 2.719780 0.213804 0.551985 14.64308 2.499543 0.000000 2.780220 0.214286 0.564922 15.42175 2.535344 0.000000 2.840659 0.214769 0.577888 16.21374 2.571144 0.000000 2.901099 0.215251 0.590883 17.01885 2.606945 0.000000 2.961538 0.215734 0.603907 17.83686 2.642746 0.000000 3.000000 0.216041 0.612210 18.66757 2.665528 0.000000 END FTABLE 1 FTABLE 4 47 4 Depth Area Volume Outflow1 Velocity Travel Time*** ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.441464 0.000000 0.000000 0.054945 0.441125 0.004742 0.000000 0.109890 0.440448 0.009493 0.000000 0.164835 0.439772 0.014251 0.000000 0.219780 0.439095 0.019017 0.004251 0.274725 0.438418 0.023790 0.010013 0.329670 0.437741 0.028572 0.019258 0.384615 0.437065 0.033361 0.032547 0.439560 0.436388 0.038158 0.050370 0.494505 0.435711 0.042963 0.073166 0.549451 0.435035 0.047776 0.101339 0.604396 0.434358 0.052597 0.135264 0.659341 0.433681 0.057425 0.175290 0.714286 0.433004 0.067097 0.220074 0.769231 0.432328 0.076785 0.269392 19569.04 6/26/2015 2:19:09 PM Page 57 0.824176 0.431651 0.086489 0.304190 0.879121 0.430974 0.096208 0.310642 0.934066 0.430298 0.105943 0.346817 0.989011 0.429621 0.115693 0.379426 1.043956 0.428944 0.125459 0.409354 1.098901 0.428268 0.135241 0.437172 1.153846 0.427591 0.145038 0.463274 1.208791 0.426914 0.154851 0.487945 1.263736 0.426238 0.164679 0.511399 1.318681 0.425561 0.174523 0.533803 1.373626 0.424884 0.184383 0.555286 1.428571 0.424208 0.194258 0.575956 1.483516 0.423531 0.204149 0.595900 1.538462 0.422855 0.213938 0.615191 1.593407 0.422178 0.223742 0.633890 1.648352 0.421501 0.233561 0.652051 1.703297 0.420825 0.243396 0.669718 1.758242 0.420148 0.253246 0.686932 1.813187 0.419472 0.263112 0.703729 1.868132 0.418795 0.272993 0.720138 1.923077 0.418118 0.282890 0.736188 1.978022 0.417442 0.292802 0.751905 2.032967 0.416765 0.302729 0.767312 2.087912 0.416089 0.312672 0.782432 2.142857 0.415412 0.322630 0.797284 2.197802 0.414736 0.332604 0.811892 2.252747 0.414059 0.342593 0.826276 2.307692 0.413382 0.352598 0.840465 2.362637 0.412706 0.362618 0.854493 2.417582 0.412029 0.372654 0.873984 2.472527 0.411353 0.382704 0.913660 2.500000 0.410676 0.814245 0.920504 END FTABLE 4 FTABLE 3 47 6 Depth Area Volume Outflow1 Outflow2 outflow 3 Velocity Travel Time*** ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) Minutes)*** 0.000000 0.410676 0.000000 0.000000 0.920504 0.000000 0.054945 0.442140 0.024275 0.000000 2.197038 0.000000 0.109890 0.442817 0.048587 0.000000 2.274672 0.000000 0.164835 0.443494 0.072936 0.000000 2.352306 0.000000 0.219780 0.444171 0.097322 0.000000 2.429940 0.000000 0.274725 0.444848 0.121746 0.000000 2.507574 0.000000 0.329670 0.445524 0.146207 0.000000 2.585207 0.000000 0.384615 0.446201 0.170705 0.000000 2.662841 0.000000 0.439560 0.446878 0.195240 0.000000 2.740475 0.000000 0.494505 0.447555 0.219812 0.000000 2.818109 0.000000 0.549451 0.448232 0.244422 0.071397 2.895743 0.000000 0.604396 0.448908 0.269068 0.219001 2.973377 0.000000 0.659341 0.449585 0.293752 0.412965 3.051011 0.000000 0.714286 0.450262 0.318473 0.644040 3.128644 0.000000 0.769231 0.450939 0.343232 0.907006 3.206278 0.000000 0.824176 0.451616 0.368027 1.198379 3.283912 0.000000 0.879121 0.452293 0.392860 1.515618 3.361546 0.000000 0.934066 0.452970 0.417730 1.856764 3.439180 0.000000 0.989011 0.453646 0.442637 2.220246 3.516814 0.000000 1.043956 0.454323 0.467581 2.604767 3.594448 0.000000 1.098901 0.455000 0.492562 3.009233 3.672081 0.000000 1.153846 0.455677 0.517581 3.432705 3.749715 0.000000 1.208791 0.456354 0.542637 3.874366 3.827349 0.000000 1.263736 0.457031 0.567730 4.333494 3.904983 0.000000 1.318681 0.457708 0.592860 4.809450 3.982617 0.000000 1.373626 0.458385 0.618027 5.301658 4.060251 0.000000 1.428571 0.459062 0.643232 5.809598 4.137885 0.000000 1.483516 0.459738 0.668474 6.332797 4.215519 0.000000 1.538462 0.460415 0.693753 6.870823 4.293152 0.000000 1.593407 0.461092 0.719069 7.423277 4.370786 0.000000 1.648352 0.461769 0.744422 7.989792 4.448420 0.000000 19569.04 6/26/2015 2:19:09 PM Page 58 1.703297 0.462446 0.769813 8.570027 4.526054 0.000000 1.758242 0.463123 0.795240 9.163666 4.603688 0.000000 1.813187 0.463800 0.820705 9.770412 4.681322 0.000000 1.868132 0.464477 0.846207 10.38999 4.758956 0.000000 1.923077 0.465154 0.871747 11.02213 4.836589 0.000000 1.978022 0.465831 0.897323 11.66660 4.914223 0.000000 2.032967 0.466508 0.922937 12.32317 4.991857 0.000000 2.087912 0.467185 0.948588 12.99160 5.069491 0.000000 2.142857 0.467862 0.974276 13.67171 5.147125 0.000000 2.197802 0.468539 1.000001 14.36328 5.224759 0.000000 2.252747 0.469216 1.025764 15.06614 5.302393 0.000000 2.307692 0.469893 1.051563 15.78010 5.380026 0.000000 2.362637 0.470570 1.077400 16.50500 5.457660 0.000000 2.417582 0.471247 1.103274 17.24067 5.535294 0.000000 2.472527 0.471924 1.129186 17.98696 5.612928 0.000000 2.500000 0.472262 1.142155 18.74371 5.651745 0.000000 END FTABLE 3 FTABLE 6 47 4 Depth Area Volume Outflow1 Velocity Travel Time*** ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.356310 0.000000 0.000000 0.054945 0.356007 0.003797 0.000000 0.109890 0.355401 0.007601 0.000000 0.164835 0.354796 0.011412 0.000000 0.219780 0.354190 0.015230 0.003403 0.274725 0.353585 0.019054 0.008016 0.329670 0.352979 0.022886 0.015417 0.384615 0.352374 0.026725 0.026055 0.439560 0.351768 0.030571 0.040323 0.494505 0.351163 0.034424 0.058573 0.549451 0.350557 0.038283 0.081126 0.604396 0.349952 0.046017 0.108284 0.659341 0.349346 0.053764 0.140327 0.714286 0.348741 0.061526 0.177520 0.769231 0.348135 0.069301 0.220074 0.824176 0.347530 0.077091 0.268356 0.879121 0.346924 0.084894 0.269392 0.934066 0.346319 0.092711 0.310642 0.989011 0.345713 0.100543 0.346817 1.043956 0.345108 0.108388 0.379426 1.098901 0.344502 0.116247 0.409354 1.153846 0.343897 0.124120 0.437172 1.208791 0.343292 0.132008 0.463274 1.263736 0.342686 0.139909 0.487945 1.318681 0.342081 0.147824 0.511399 1.373626 0.341475 0.155753 0.533803 1.428571 0.340870 0.163696 0.555286 1.483516 0.340265 0.171653 0.575956 1.538462 0.339659 0.179529 0.595900 1.593407 0.339054 0.187419 0.615191 1.648352 0.338448 0.195323 0.633890 1.703297 0.337843 0.203240 0.652051 1.758242 0.337238 0.211172 0.669718 1.813187 0.336632 0.219117 0.686932 1.868132 0.336027 0.227076 0.703729 1.923077 0.335421 0.235049 0.720138 1.978022 0.334816 0.243035 0.736188 2.032967 0.334211 0.251036 0.751905 2.087912 0.333605 0.259050 0.767312 2.142857 0.333000 0.267078 0.782432 2.197802 0.332395 0.275120 0.797284 2.252747 0.331789 0.283175 0.811892 2.307692 0.331184 0.291245 0.826276 2.362637 0.330579 0.299328 0.846093 2.417582 0.329973 0.307425 0.873984 2.472527 0.329368 0.315536 0.913660 2.500000 0.328763 0.671152 0.920504 END FTABLE 6 FTABLE 5 19569.04 6/26/2015 2:19:09 PM Page 59 47 6 Depth Area Volume Outflow1 Outflow2 outflow 3 Velocity Travel Time*** ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) Minutes)*** 0.000000 0.328763 0.000000 0.000000 0.920504 0.000000 0.054945 0.356915 0.019594 0.000000 1.758817 0.000000 0.109890 0.357521 0.039221 0.000000 1.820966 0.000000 0.164835 0.358126 0.058882 0.000000 1.883115 0.000000 0.219780 0.358732 0.078576 0.000000 1.945264 0.000000 0.274725 0.359338 0.098303 0.000000 2.007413 0.000000 0.329670 0.359943 0.118064 0.000000 2.069562 0.000000 0.384615 0.360549 0.137857 0.000000 2.131711 0.000000 0.439560 0.361154 0.157684 0.000000 2.193860 0.000000 0.494505 0.361760 0.177545 0.000000 2.256009 0.000000 0.549451 0.362365 0.197438 0.107095 2.318158 0.000000 0.604396 0.362971 0.217365 0.328502 2.380307 0.000000 0.659341 0.363577 0.237325 0.619447 2.442456 0.000000 0.714286 0.364182 0.257319 0.966060 2.504605 0.000000 0.769231 0.364788 0.277345 1.360509 2.566754 0.000000 0.824176 0.365394 0.297405 1.797568 2.628903 0.000000 0.879121 0.365999 0.317498 2.273427 2.691052 0.000000 0.934066 0.366605 0.337625 2.785146 2.753201 0.000000 0.989011 0.367211 0.357785 3.330369 2.815350 0.000000 1.043956 0.367816 0.377978 3.907150 2.877499 0.000000 1.098901 0.368422 0.398204 4.513849 2.939648 0.000000 1.153846 0.369028 0.418464 5.149057 3.001797 0.000000 1.208791 0.369633 0.438756 5.811548 3.063946 0.000000 1.263736 0.370239 0.459083 6.500241 3.126095 0.000000 1.318681 0.370845 0.479442 7.214175 3.188244 0.000000 1.373626 0.371450 0.499835 7.952487 3.250393 0.000000 1.428571 0.372056 0.520261 8.714397 3.312542 0.000000 1.483516 0.372662 0.540720 9.499196 3.374691 0.000000 1.538462 0.373267 0.561213 10.30623 3.436840 0.000000 1.593407 0.373873 0.581738 11.13491 3.498989 0.000000 1.648352 0.374479 0.602297 11.98469 3.561138 0.000000 1.703297 0.375084 0.622890 12.85504 3.623287 0.000000 1.758242 0.375690 0.643516 13.74550 3.685436 0.000000 1.813187 0.376296 0.664175 14.65562 3.747585 0.000000 1.868132 0.376902 0.684867 15.58498 3.809734 0.000000 1.923077 0.377507 0.705592 16.53320 3.871883 0.000000 1.978022 0.378113 0.726351 17.49991 3.934032 0.000000 2.032967 0.378719 0.747143 18.48475 3.996181 0.000000 2.087912 0.379325 0.767969 19.48741 4.058330 0.000000 2.142857 0.379930 0.788827 20.50756 4.120479 0.000000 2.197802 0.380536 0.809719 21.54493 4.182628 0.000000 2.252747 0.381142 0.830644 22.59921 4.244777 0.000000 2.307692 0.381748 0.851603 23.67016 4.306926 0.000000 2.362637 0.382354 0.872595 24.75750 4.369075 0.000000 2.417582 0.382959 0.893620 25.86101 4.431224 0.000000 2.472527 0.383565 0.914678 26.98044 4.493373 0.000000 2.500000 0.383868 0.925220 28.11557 4.524447 0.000000 END FTABLE 5 FTABLE 8 47 4 Depth Area Volume Outflow1 Velocity Travel Time*** ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.530190 0.000000 0.000000 0.055055 0.529885 0.005743 0.000000 0.110110 0.529140 0.011494 0.000000 0.165165 0.528394 0.017254 0.000000 0.220220 0.527649 0.023023 0.005158 0.275275 0.526903 0.028800 0.012156 0.330330 0.526158 0.034586 0.023384 0.385385 0.525412 0.040381 0.039524 0.440440 0.524667 0.046184 0.061171 0.495495 0.523922 0.051995 0.088860 0.550549 0.523176 0.057816 0.123079 0.605604 0.522431 0.063645 0.164284 0.660659 0.521685 0.069482 0.212901 19569.04 6/26/2015 2:19:09 PM Page 60 0.715714 0.520940 0.075329 0.220515 0.770769 0.520194 0.087038 0.269837 0.825824 0.519449 0.098765 0.311102 0.880879 0.518704 0.110509 0.347296 0.935934 0.517958 0.122271 0.379924 0.990989 0.517213 0.134049 0.409872 1.046044 0.516468 0.145845 0.437709 1.101099 0.515722 0.157658 0.463831 1.156154 0.514977 0.169488 0.488521 1.211209 0.514231 0.181336 0.511994 1.266264 0.513486 0.193201 0.534416 1.321319 0.512741 0.205083 0.555918 1.376374 0.511995 0.216982 0.576605 1.431429 0.511250 0.228898 0.596566 1.486484 0.510505 0.240832 0.615874 1.541538 0.509759 0.252641 0.634590 1.596593 0.509014 0.264466 0.652767 1.651648 0.508269 0.276309 0.670450 1.706703 0.507523 0.288169 0.687680 1.761758 0.506778 0.300046 0.704492 1.816813 0.506033 0.311940 0.720916 1.871868 0.505288 0.323850 0.736982 1.926923 0.504542 0.335778 0.752714 1.981978 0.503797 0.347723 0.768136 2.037033 0.503052 0.359685 0.783270 2.092088 0.502306 0.371664 0.798138 2.147143 0.501561 0.383660 0.812761 2.202198 0.500816 0.395673 0.827162 2.257253 0.500071 0.407703 0.841367 2.312308 0.499325 0.419750 0.855414 2.367363 0.498580 0.431814 0.869364 2.422418 0.497835 0.443896 0.883361 2.477473 0.497090 0.455994 0.916529 2.500000 0.496344 0.967993 0.921651 END FTABLE 8 FTABLE 7 47 6 Depth Area Volume Outflow1 Outflow2 outflow 3 Velocity Travel Time*** ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) Minutes)*** 0.000000 0.496344 0.000000 0.000000 0.921651 0.000000 0.055055 0.530936 0.029210 0.000000 2.655533 0.000000 0.110110 0.531681 0.058461 0.000000 2.749549 0.000000 0.165165 0.532427 0.087753 0.000000 2.843565 0.000000 0.220220 0.533172 0.117087 0.000000 2.937581 0.000000 0.275275 0.533918 0.146461 0.000000 3.031597 0.000000 0.330330 0.534663 0.175876 0.000000 3.125614 0.000000 0.385385 0.535409 0.205333 0.000000 3.219630 0.000000 0.440440 0.536154 0.234830 0.000000 3.313646 0.000000 0.495495 0.536900 0.264369 0.000000 3.407662 0.000000 0.550549 0.537645 0.293948 0.166028 3.501678 0.000000 0.605604 0.538391 0.323569 0.501336 3.595694 0.000000 0.660659 0.539136 0.353230 0.940729 3.689710 0.000000 0.715714 0.539882 0.382933 1.463605 3.783726 0.000000 0.770769 0.540628 0.412677 2.058281 3.877742 0.000000 0.825824 0.541373 0.442461 2.716943 3.971759 0.000000 0.880879 0.542119 0.472287 3.433890 4.065775 0.000000 0.935934 0.542864 0.502154 4.204718 4.159791 0.000000 0.990989 0.543610 0.532062 5.025894 4.253807 0.000000 1.046044 0.544355 0.562011 5.894501 4.347823 0.000000 1.101099 0.545101 0.592001 6.808078 4.441839 0.000000 1.156154 0.545847 0.622032 7.764512 4.535855 0.000000 1.211209 0.546592 0.652104 8.761961 4.629871 0.000000 1.266264 0.547338 0.682217 9.798803 4.723888 0.000000 1.321319 0.548083 0.712371 10.87360 4.817904 0.000000 1.376374 0.548829 0.742566 11.98504 4.911920 0.000000 1.431429 0.549575 0.772803 13.13197 5.005936 0.000000 1.486484 0.550320 0.803080 14.31332 5.099952 0.000000 1.541538 0.551066 0.833398 15.52811 5.193968 0.000000 19569.04 6/26/2015 2:19:09 PM Page 61 1.596593 0.551811 0.863758 16.77545 5.287984 0.000000 1.651648 0.552557 0.894158 18.05450 5.382000 0.000000 1.706703 0.553303 0.924600 19.36450 5.476016 0.000000 1.761758 0.554048 0.955082 20.70474 5.570033 0.000000 1.816813 0.554794 0.985606 22.07455 5.664049 0.000000 1.871868 0.555540 1.016171 23.47330 5.758065 0.000000 1.926923 0.556285 1.046776 24.90041 5.852081 0.000000 1.981978 0.557031 1.077423 26.35532 5.946097 0.000000 2.037033 0.557777 1.108111 27.83751 6.040113 0.000000 2.092088 0.558522 1.138840 29.34649 6.134129 0.000000 2.147143 0.559268 1.169610 30.88179 6.228145 0.000000 2.202198 0.560014 1.200421 32.44297 6.322161 0.000000 2.257253 0.560760 1.231273 34.02961 6.416178 0.000000 2.312308 0.561505 1.262166 35.64130 6.510194 0.000000 2.367363 0.562251 1.293100 37.27766 6.604210 0.000000 2.422418 0.562997 1.324076 38.93832 6.698226 0.000000 2.477473 0.563742 1.355092 40.62294 6.792242 0.000000 2.500000 0.564048 1.367795 42.33117 6.830712 0.000000 END FTABLE 7 FTABLE 10 47 4 Depth Area Volume Outflow1 Velocity Travel Time*** ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.376015 0.000000 0.000000 0.055055 0.375760 0.004023 0.000000 0.110110 0.375136 0.008054 0.000000 0.165165 0.374512 0.012092 0.000000 0.220220 0.373888 0.016137 0.003613 0.275275 0.373264 0.020189 0.008515 0.330330 0.372640 0.024249 0.016380 0.385385 0.372016 0.028315 0.027687 0.440440 0.371392 0.032389 0.042850 0.495495 0.370768 0.036470 0.062246 0.550549 0.370144 0.040559 0.086216 0.605604 0.369521 0.044654 0.115080 0.660659 0.368897 0.052859 0.149136 0.715714 0.368273 0.061079 0.188667 0.770769 0.367649 0.069314 0.220515 0.825824 0.367025 0.077562 0.269837 0.880879 0.366401 0.085826 0.311102 0.935934 0.365777 0.094103 0.342726 0.990989 0.365153 0.102395 0.347296 1.046044 0.364529 0.110702 0.379924 1.101099 0.363906 0.119022 0.409872 1.156154 0.363282 0.127358 0.437709 1.211209 0.362658 0.135707 0.463831 1.266264 0.362034 0.144072 0.488521 1.321319 0.361410 0.152450 0.511994 1.376374 0.360786 0.160843 0.534416 1.431429 0.360162 0.169250 0.555918 1.486484 0.359539 0.177672 0.576605 1.541538 0.358915 0.186008 0.596566 1.596593 0.358291 0.194358 0.615874 1.651648 0.357667 0.202723 0.634590 1.706703 0.357043 0.211101 0.652767 1.761758 0.356420 0.219494 0.670450 1.816813 0.355796 0.227901 0.687680 1.871868 0.355172 0.236322 0.704492 1.926923 0.354548 0.244758 0.720916 1.981978 0.353924 0.253208 0.736982 2.037033 0.353301 0.261672 0.752714 2.092088 0.352677 0.270150 0.768136 2.147143 0.352053 0.278643 0.783270 2.202198 0.351429 0.287150 0.798138 2.257253 0.350806 0.295671 0.812761 2.312308 0.350182 0.304206 0.827162 2.367363 0.349558 0.312756 0.848534 2.422418 0.348934 0.321320 0.876465 2.477473 0.348311 0.329898 0.916529 2.500000 0.347687 0.700166 0.921651 19569.04 6/26/2015 2:19:09 PM Page 62 END FTABLE 10 FTABLE 9 47 6 Depth Area Volume Outflow1 Outflow2 outflow 3 Velocity Travel Time*** ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) Minutes)*** 0.000000 0.347687 0.000000 0.000000 0.921651 0.000000 0.055055 0.376639 0.020719 0.000000 1.860188 0.000000 0.110110 0.377263 0.041472 0.000000 1.926046 0.000000 0.165165 0.377887 0.062259 0.000000 1.991904 0.000000 0.220220 0.378511 0.083081 0.000000 2.057762 0.000000 0.275275 0.379135 0.103937 0.000000 2.123620 0.000000 0.330330 0.379759 0.124827 0.000000 2.189477 0.000000 0.385385 0.380383 0.145752 0.000000 2.255335 0.000000 0.440440 0.381007 0.166711 0.000000 2.321193 0.000000 0.495495 0.381631 0.187705 0.000000 2.387051 0.000000 0.550549 0.382255 0.208733 0.221370 2.452909 0.000000 0.605604 0.382879 0.229795 0.668448 2.518767 0.000000 0.660659 0.383503 0.250892 1.254306 2.584624 0.000000 0.715714 0.384127 0.272022 1.951474 2.650482 0.000000 0.770769 0.384752 0.293188 2.744374 2.716340 0.000000 0.825824 0.385376 0.314387 3.622591 2.782198 0.000000 0.880879 0.386000 0.335621 4.578520 2.848056 0.000000 0.935934 0.386624 0.356890 5.606290 2.913914 0.000000 0.990989 0.387248 0.378193 6.701191 2.979771 0.000000 1.046044 0.387872 0.399530 7.859334 3.045629 0.000000 1.101099 0.388496 0.420901 9.077437 3.111487 0.000000 1.156154 0.389120 0.442307 10.35268 3.177345 0.000000 1.211209 0.389744 0.463747 11.68261 3.243203 0.000000 1.266264 0.390368 0.485222 13.06507 3.309061 0.000000 1.321319 0.390992 0.506730 14.49813 3.374919 0.000000 1.376374 0.391616 0.528274 15.98006 3.440776 0.000000 1.431429 0.392241 0.549851 17.50930 3.506634 0.000000 1.486484 0.392865 0.571463 19.08443 3.572492 0.000000 1.541538 0.393489 0.593110 20.70415 3.638350 0.000000 1.596593 0.394113 0.614790 22.36726 3.704208 0.000000 1.651648 0.394737 0.636505 24.07267 3.770066 0.000000 1.706703 0.395361 0.658255 25.81934 3.835923 0.000000 1.761758 0.395985 0.680038 27.60632 3.901781 0.000000 1.816813 0.396610 0.701857 29.43273 3.967639 0.000000 1.871868 0.397234 0.723709 31.29774 4.033497 0.000000 1.926923 0.397858 0.745596 33.20054 4.099355 0.000000 1.981978 0.398482 0.767517 35.14042 4.165213 0.000000 2.037033 0.399106 0.789473 37.11668 4.231070 0.000000 2.092088 0.399730 0.811463 39.12866 4.296928 0.000000 2.147143 0.400355 0.833487 41.17573 4.362786 0.000000 2.202198 0.400979 0.855546 43.25730 4.428644 0.000000 2.257253 0.401603 0.877639 45.37281 4.494502 0.000000 2.312308 0.402227 0.899766 47.52173 4.560360 0.000000 2.367363 0.402851 0.921928 49.70354 4.626217 0.000000 2.422418 0.403476 0.944124 51.91776 4.692075 0.000000 2.477473 0.404100 0.966355 54.16392 4.757933 0.000000 2.500000 0.404355 0.975461 56.44156 4.784881 0.000000 END FTABLE 9 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 1.067 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1.067 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 1 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 1 IMPLND 1 999 EXTNL PETINP WDM 2 PREC ENGL 1.067 RCHRES 1 EXTNL PREC WDM 2 PREC ENGL 1.067 RCHRES 3 EXTNL PREC WDM 2 PREC ENGL 1.067 RCHRES 5 EXTNL PREC WDM 2 PREC ENGL 1.067 RCHRES 7 EXTNL PREC WDM 2 PREC ENGL 1.067 RCHRES 9 EXTNL PREC WDM 2 PREC ENGL 1.067 RCHRES 11 EXTNL PREC 19569.04 6/26/2015 2:19:09 PM Page 63 WDM 1 EVAP ENGL 0.5 RCHRES 1 EXTNL POTEV WDM 1 EVAP ENGL 0.7 RCHRES 2 EXTNL POTEV WDM 1 EVAP ENGL 0.5 RCHRES 3 EXTNL POTEV WDM 1 EVAP ENGL 0.7 RCHRES 4 EXTNL POTEV WDM 1 EVAP ENGL 0.5 RCHRES 5 EXTNL POTEV WDM 1 EVAP ENGL 0.7 RCHRES 6 EXTNL POTEV WDM 1 EVAP ENGL 0.5 RCHRES 7 EXTNL POTEV WDM 1 EVAP ENGL 0.7 RCHRES 8 EXTNL POTEV WDM 1 EVAP ENGL 0.5 RCHRES 9 EXTNL POTEV WDM 1 EVAP ENGL 0.7 RCHRES 10 EXTNL POTEV WDM 1 EVAP ENGL 1 RCHRES 11 EXTNL POTEV 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 11 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 11 HYDR STAGE 1 1 1 WDM 1001 STAG ENGL REPL COPY 1 OUTPUT MEAN 1 1 12.1 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 12.1 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS-LINK Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 2 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 2 MASS-LINK 3 PERLND PWATER IFWO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 3 MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 7 RCHRES OFLOW OVOL 1 RCHRES INFLOW IVOL END MASS-LINK 7 MASS-LINK 8 RCHRES OFLOW OVOL 2 RCHRES INFLOW IVOL END MASS-LINK 8 MASS-LINK 16 RCHRES ROFLOW COPY INPUT MEAN END MASS-LINK 16 MASS-LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 END MASS-LINK END RUN 19569.04 6/26/2015 2:19:09 PM Page 64 Predeveloped HSPF Message File 19569.04 6/26/2015 2:19:09 PM Page 65 Mitigated HSPF Message File ERROR/WARNING ID: 341 6 DATE/TIME: 1967/ 1/21 20: 0 RCHRES: 11 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 91 4.8099E+02 497.28 663.08 ERROR/WARNING ID: 341 5 DATE/TIME: 1967/ 1/21 20: 0 RCHRES: 11 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 7.1874E+00 643.56 -7.274E+03 10.151 10.151 4 19569.04 6/26/2015 2:19:09 PM Page 66 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, Applied Marine SciencesIncorporated, the Alameda County Flood Control and Water Conservation District, EOA Incorporated, member agencies of the Alameda Countywide Clean Water Program, member agencies of the San Mateo Countywide Water Pollution Prevention Program, member agencies of the Santa Clara Valley Urban Runoff Pollution Prevention Program or any other LOU Participants or authorized representatives of LOU Participants 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 programeven if Clear Creek Solutions Inc., Applied Marine Sciences Incorporated, the Alameda County Flood Control and Water Conservation District, EOA Incorporated or any member agencies of the LOU Participants or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by Clear Creek Solutions, Inc. 2005-2013; 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 Moller Ranch • Storm Water Quality / Hydromodification Report • June 26, 2015 MacKay and Somps Civil Engineers Inc. • Appendix E APPENDIX E-2 – BAHM CALCULATIONS FOR PROVIDED HYDROMODIFICATION DETENTION RUN GLOBAL WWHM4 model simulation START 1959 10 01 END 2004 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 19569.07.wdm MESSU 25 Pre19569.07.MES 27 Pre19569.07.L61 28 Pre19569.07.L62 30 POC19569.071.dat END FILES OPN SEQUENCE INGRP INDELT 00:60 PERLND 44 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 *** 44 C/D,Grass,Very(>20%) 1 1 1 1 27 0 END GEN-INFO Section PWATER*** ACTIVITY PLS > ************* Active Sections ***************************** ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 44 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO PLS > ***************** Print-flags ***************************** PIVL PYR ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 44 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 PLS > PWATER variable monthly parameter value flags *** CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 44 0 0 0 1 0 0 0 0 1 0 0 END PWAT-PARM1 PWAT-PARM2 PLS > PWATER input info: Part 2 *** FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 44 0 3.4 0.025 200 0.25 2 0.95 END PWAT-PARM2 PWAT-PARM3 PLS > PWATER input info: Part 3 *** PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 44 40 35 3 2 0.15 0.15 0 END PWAT-PARM3 PWAT-PARM4 PLS > PWATER input info: Part 4 *** CEPSC UZSN NSUR INTFW IRC LZETP *** 44 0 0.15 0.25 0.15 0.35 0 END PWAT-PARM4 MON-LZETPARM PLS > PWATER input info: Part 3 *** JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC *** 44 0.4 0.4 0.4 0.45 0.5 0.55 0.55 0.55 0.55 0.55 0.45 0.4 END MON-LZETPARM MON-INTERCEP PLS > PWATER input info: Part 3 *** JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC *** 44 0.12 0.12 0.12 0.11 0.1 0.1 0.1 0.1 0.1 0.1 0.11 0.12 END MON-INTERCEP PWAT-STATE1 PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** CEPS SURS UZS IFWS LZS AGWS GWVS 44 0 0 0.01 0 0.5 0.3 0.01 END PWAT-STATE1 END PERLND IMPLND GEN-INFO PLS ><-------Name-------> Unit-systems Printer *** User t-series Engl Metr *** in out *** END GEN-INFO Section IWATER*** ACTIVITY PLS > ************* Active Sections ***************************** ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO ILS > ******** Print-flags ******** PIVL PYR ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARM1 PLS > IWATER variable monthly parameter value flags *** CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 PLS > IWATER input info: Part 2 *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 PLS > IWATER input info: Part 3 *** PETMAX PETMIN END IWAT-PARM3 IWAT-STATE1 PLS > *** Initial conditions at start of simulation RETS SURS END IWAT-STATE1 END IMPLND SCHEMATIC Source-> <--Area--> <-Target-> MBLK *** Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 44 79.4 COPY 501 12 PERLND 44 79.4 COPY 501 13 Routing****** END SCHEMATIC NETWORK Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 12.1 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 A1 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 1.067 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1.067 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 1 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 1 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*** COPY 501 OUTPUT MEAN 1 1 12.1 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS-LINK Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 END MASS-LINK END RUN RUN GLOBAL WWHM4 model simulation START 1959 10 01 END 2004 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 19569.07.wdm MESSU 25 Mit19569.07.MES 27 Mit19569.07.L61 28 Mit19569.07.L62 30 POC19569.071.dat END FILES OPN SEQUENCE INGRP INDELT 00:60 PERLND 44 IMPLND 1 IMPLND 3 IMPLND 5 IMPLND 7 IMPLND 10 GENER 2 RCHRES 1 RCHRES 2 GENER 4 RCHRES 3 RCHRES 4 GENER 6 RCHRES 5 RCHRES 6 GENER 8 RCHRES 7 RCHRES 8 GENER 10 RCHRES 9 RCHRES 10 RCHRES 11 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Trapezoidal Pond 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 *** 2 24 4 24 6 24 8 24 10 24 END OPCODE PARM K *** 2 0. 4 0. 6 0. 8 0. 10 0. END PARM END GENER PERLND GEN-INFO PLS ><-------Name------->NBLKS Unit-systems Printer *** User t-series Engl Metr *** in out *** 44 C/D,Grass,Very(>20%) 1 1 1 1 27 0 END GEN-INFO Section PWATER*** ACTIVITY PLS > ************* Active Sections ***************************** ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 44 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO PLS > ***************** Print-flags ***************************** PIVL PYR ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 44 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 PLS > PWATER variable monthly parameter value flags *** CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 44 0 0 0 1 0 0 0 0 1 0 0 END PWAT-PARM1 PWAT-PARM2 PLS > PWATER input info: Part 2 *** FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 44 0 3.4 0.025 200 0.25 2 0.95 END PWAT-PARM2 PWAT-PARM3 PLS > PWATER input info: Part 3 *** PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 44 40 35 3 2 0.15 0.15 0 END PWAT-PARM3 PWAT-PARM4 PLS > PWATER input info: Part 4 *** CEPSC UZSN NSUR INTFW IRC LZETP *** 44 0 0.15 0.25 0.15 0.35 0 END PWAT-PARM4 MON-LZETPARM PLS > PWATER input info: Part 3 *** JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC *** 44 0.4 0.4 0.4 0.45 0.5 0.55 0.55 0.55 0.55 0.55 0.45 0.4 END MON-LZETPARM MON-INTERCEP PLS > PWATER input info: Part 3 *** JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC *** 44 0.12 0.12 0.12 0.11 0.1 0.1 0.1 0.1 0.1 0.1 0.11 0.12 END MON-INTERCEP PWAT-STATE1 PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** CEPS SURS UZS IFWS LZS AGWS GWVS 44 0 0 0.01 0 0.5 0.3 0.01 END PWAT-STATE1 END PERLND IMPLND GEN-INFO PLS ><-------Name-------> Unit-systems Printer *** User t-series Engl Metr *** in out *** 1 Roads,Flat(0-5%) 1 1 1 27 0 3 Roads,Steep(10-20%) 1 1 1 27 0 5 Roof Area 1 1 1 27 0 7 Driveways,Mod(5-10%) 1 1 1 27 0 10 Sidewalks,Flat(0-5%) 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 3 0 0 1 0 0 0 5 0 0 1 0 0 0 7 0 0 1 0 0 0 10 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 3 0 0 4 0 0 0 1 9 5 0 0 4 0 0 0 1 9 7 0 0 4 0 0 0 1 9 10 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 3 0 0 0 0 0 5 0 0 0 0 0 7 0 0 0 0 0 10 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 PLS > IWATER input info: Part 2 *** LSUR SLSUR NSUR RETSC 1 100 0.05 0.1 0.1 3 100 0.15 0.1 0.08 5 100 0.05 0.1 0.1 7 100 0.1 0.1 0.09 10 100 0.05 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 PLS > IWATER input info: Part 3 *** PETMAX PETMIN 1 0 0 3 0 0 5 0 0 7 0 0 10 0 0 END IWAT-PARM3 IWAT-STATE1 PLS > *** Initial conditions at start of simulation RETS SURS 1 0 0 3 0 0 5 0 0 7 0 0 10 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC Source-> <--Area--> <-Target-> MBLK *** Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 44 2.97 RCHRES 1 2 PERLND 44 2.97 RCHRES 1 3 IMPLND 1 1.38 RCHRES 1 5 IMPLND 3 1.38 RCHRES 1 5 IMPLND 5 3.61 RCHRES 1 5 IMPLND 7 0.49 RCHRES 1 5 IMPLND 10 0.06 RCHRES 1 5 Basin 2*** PERLND 44 4.68 RCHRES 3 2 PERLND 44 4.68 RCHRES 3 3 IMPLND 1 2.18 RCHRES 3 5 IMPLND 3 2.18 RCHRES 3 5 IMPLND 5 5.69 RCHRES 3 5 IMPLND 7 0.77 RCHRES 3 5 IMPLND 10 0.1 RCHRES 3 5 Basin 3*** PERLND 44 4.29 RCHRES 5 2 PERLND 44 4.29 RCHRES 5 3 IMPLND 1 2 RCHRES 5 5 IMPLND 3 2 RCHRES 5 5 IMPLND 5 5.22 RCHRES 5 5 IMPLND 7 0.7 RCHRES 5 5 IMPLND 10 0.09 RCHRES 5 5 Basin 4*** PERLND 44 6.63 RCHRES 7 2 PERLND 44 6.63 RCHRES 7 3 IMPLND 1 3.09 RCHRES 7 5 IMPLND 3 3.09 RCHRES 7 5 IMPLND 5 8.06 RCHRES 7 5 IMPLND 7 1.09 RCHRES 7 5 IMPLND 10 0.14 RCHRES 7 5 Basin 5*** PERLND 44 5.25 RCHRES 9 2 PERLND 44 5.25 RCHRES 9 3 IMPLND 1 2.45 RCHRES 9 5 IMPLND 3 2.45 RCHRES 9 5 IMPLND 5 6.38 RCHRES 9 5 IMPLND 7 0.86 RCHRES 9 5 IMPLND 10 0.11 RCHRES 9 5 Routing****** RCHRES 1 1 RCHRES 11 7 RCHRES 1 COPY 1 17 RCHRES 1 1 RCHRES 2 8 RCHRES 3 1 RCHRES 11 7 RCHRES 3 COPY 1 17 RCHRES 3 1 RCHRES 4 8 RCHRES 5 1 RCHRES 11 7 RCHRES 5 COPY 1 17 RCHRES 5 1 RCHRES 6 8 RCHRES 7 1 RCHRES 11 7 RCHRES 7 COPY 1 17 RCHRES 7 1 RCHRES 8 8 RCHRES 9 1 RCHRES 11 7 RCHRES 9 COPY 1 17 RCHRES 9 1 RCHRES 10 8 RCHRES 11 1 COPY 501 16 END SCHEMATIC NETWORK Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 12.1 DISPLY 1 INPUT TIMSER 1 GENER 2 OUTPUT TIMSER .0002778 RCHRES 1 EXTNL OUTDGT 1 GENER 4 OUTPUT TIMSER .0002778 RCHRES 3 EXTNL OUTDGT 1 GENER 6 OUTPUT TIMSER .0002778 RCHRES 5 EXTNL OUTDGT 1 GENER 8 OUTPUT TIMSER .0002778 RCHRES 7 EXTNL OUTDGT 1 GENER 10 OUTPUT TIMSER .0002778 RCHRES 9 EXTNL OUTDGT 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 Surface retentio-010 3 1 1 1 28 0 1 2 Bioretention 1 1 1 1 1 28 0 1 3 Surface retentio-016 3 1 1 1 28 0 1 4 Bioretention 2 1 1 1 1 28 0 1 5 Surface retentio-018 3 1 1 1 28 0 1 6 Bioretention 3 1 1 1 1 28 0 1 7 Surface retentio-020 3 1 1 1 28 0 1 8 Bioretention 4 1 1 1 1 28 0 1 9 Surface retentio-022 3 1 1 1 28 0 1 10 Bioretention 5 1 1 1 1 28 0 1 11 Trapezoidal Pond-008 1 1 1 1 28 0 1 END GEN-INFO Section RCHRES*** ACTIVITY PLS > ************* Active Sections ***************************** HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 3 1 0 0 0 0 0 0 0 0 0 4 1 0 0 0 0 0 0 0 0 0 5 1 0 0 0 0 0 0 0 0 0 6 1 0 0 0 0 0 0 0 0 0 7 1 0 0 0 0 0 0 0 0 0 8 1 0 0 0 0 0 0 0 0 0 9 1 0 0 0 0 0 0 0 0 0 10 1 0 0 0 0 0 0 0 0 0 11 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO 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 2 4 0 0 0 0 0 0 0 0 0 1 9 3 4 0 0 0 0 0 0 0 0 0 1 9 4 4 0 0 0 0 0 0 0 0 0 1 9 5 4 0 0 0 0 0 0 0 0 0 1 9 6 4 0 0 0 0 0 0 0 0 0 1 9 7 4 0 0 0 0 0 0 0 0 0 1 9 8 4 0 0 0 0 0 0 0 0 0 1 9 9 4 0 0 0 0 0 0 0 0 0 1 9 10 4 0 0 0 0 0 0 0 0 0 1 9 11 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** VC A1 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 6 0 0 0 1 0 0 0 2 1 2 2 2 2 0 1 0 0 4 0 0 0 0 0 0 0 0 0 2 2 2 2 2 3 0 1 0 0 4 5 6 0 0 0 1 0 0 0 2 1 2 2 2 4 0 1 0 0 4 0 0 0 0 0 0 0 0 0 2 2 2 2 2 5 0 1 0 0 4 5 6 0 0 0 1 0 0 0 2 1 2 2 2 6 0 1 0 0 4 0 0 0 0 0 0 0 0 0 2 2 2 2 2 7 0 1 0 0 4 5 6 0 0 0 1 0 0 0 2 1 2 2 2 8 0 1 0 0 4 0 0 0 0 0 0 0 0 0 2 2 2 2 2 9 0 1 0 0 4 5 6 0 0 0 1 0 0 0 2 1 2 2 2 10 0 1 0 0 4 0 0 0 0 0 0 0 0 0 2 2 2 2 2 11 0 1 0 0 4 0 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 0.01 0.0 711.0 0.5 0.0 2 2 0.02 0.0 711.0 0.5 0.0 3 3 0.01 0.0 690.0 0.5 0.0 4 4 0.03 0.0 690.0 0.5 0.0 5 5 0.01 0.0 656.0 0.5 0.0 6 6 0.02 0.0 656.0 0.5 0.0 7 7 0.01 0.0 636.0 0.5 0.0 8 8 0.03 0.0 636.0 0.5 0.0 9 9 0.01 0.0 636.0 0.5 0.0 10 10 0.02 0.0 636.0 0.5 0.0 11 11 0.01 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** VOL Initial value of COLIND Initial value of OUTDGT ac-ft for each possible exit for each possible exit 1 0 4.0 0.0 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3 0 4.0 0.0 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5 0 4.0 0.0 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7 0 4.0 0.0 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 8 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9 0 4.0 0.0 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 11 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS User-Defined Variable Quantity Lines addr kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** UVQUAN vol2 RCHRES 2 VOL 4 UVQUAN v2m2 GLOBAL WORKSP 1 3 UVQUAN vpo2 GLOBAL WORKSP 2 3 UVQUAN v2d2 GENER 2 K 1 3 User-Defined Variable Quantity Lines addr kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** UVQUAN vol4 RCHRES 4 VOL 4 UVQUAN v2m4 GLOBAL WORKSP 3 3 UVQUAN vpo4 GLOBAL WORKSP 4 3 UVQUAN v2d4 GENER 4 K 1 3 User-Defined Variable Quantity Lines addr kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** UVQUAN vol6 RCHRES 6 VOL 4 UVQUAN v2m6 GLOBAL WORKSP 5 3 UVQUAN vpo6 GLOBAL WORKSP 6 3 UVQUAN v2d6 GENER 6 K 1 3 User-Defined Variable Quantity Lines addr kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** UVQUAN vol8 RCHRES 8 VOL 4 UVQUAN v2m8 GLOBAL WORKSP 7 3 UVQUAN vpo8 GLOBAL WORKSP 8 3 UVQUAN v2d8 GENER 8 K 1 3 User-Defined Variable Quantity Lines addr kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** UVQUAN vol10 RCHRES 10 VOL 4 UVQUAN v2m10 GLOBAL WORKSP 9 3 UVQUAN vpo10 GLOBAL WORKSP 10 3 UVQUAN v2d10 GENER 10 K 1 3 User-Defined Target Variable Names addr or addr or kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper UVNAME v2m2 1 WORKSP 1 1.0 QUAN UVNAME vpo2 1 WORKSP 2 1.0 QUAN UVNAME v2d2 1 K 1 1.0 QUAN User-Defined Target Variable Names addr or addr or kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper UVNAME v2m4 1 WORKSP 3 1.0 QUAN UVNAME vpo4 1 WORKSP 4 1.0 QUAN UVNAME v2d4 1 K 1 1.0 QUAN User-Defined Target Variable Names addr or addr or kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper UVNAME v2m6 1 WORKSP 5 1.0 QUAN UVNAME vpo6 1 WORKSP 6 1.0 QUAN UVNAME v2d6 1 K 1 1.0 QUAN User-Defined Target Variable Names addr or addr or kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper UVNAME v2m8 1 WORKSP 7 1.0 QUAN UVNAME vpo8 1 WORKSP 8 1.0 QUAN UVNAME v2d8 1 K 1 1.0 QUAN User-Defined Target Variable Names addr or addr or kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper UVNAME v2m10 1 WORKSP 9 1.0 QUAN UVNAME vpo10 1 WORKSP 10 1.0 QUAN UVNAME v2d10 1 K 1 1.0 QUAN opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp GENER 2 v2m2 = 7161. Compute remaining available pore space GENER 2 vpo2 = v2m2 GENER 2 vpo2 -= vol2 Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo2 < 0.0) THEN GENER 2 vpo2 = 0.0 END IF Infiltration volume GENER 2 v2d2 = vpo2 opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp GENER 4 v2m4 = 15837. Compute remaining available pore space GENER 4 vpo4 = v2m4 GENER 4 vpo4 -= vol4 Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo4 < 0.0) THEN GENER 4 vpo4 = 0.0 END IF Infiltration volume GENER 4 v2d4 = vpo4 opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp GENER 6 v2m6 = 13057. Compute remaining available pore space GENER 6 vpo6 = v2m6 GENER 6 vpo6 -= vol6 Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo6 < 0.0) THEN GENER 6 vpo6 = 0.0 END IF Infiltration volume GENER 6 v2d6 = vpo6 opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp GENER 8 v2m8 = 18870. Compute remaining available pore space GENER 8 vpo8 = v2m8 GENER 8 vpo8 -= vol8 Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo8 < 0.0) THEN GENER 8 vpo8 = 0.0 END IF Infiltration volume GENER 8 v2d8 = vpo8 opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp GENER 10 v2m10 = 13652. Compute remaining available pore space GENER 10 vpo10 = v2m10 GENER 10 vpo10 -= vol10 Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo10 < 0.0) THEN GENER 10 vpo10 = 0.0 END IF Infiltration volume GENER 10 v2d10 = vpo10 END SPEC-ACTIONS FTABLES FTABLE 11 91 4 Depth Area Volume Outflow1 Velocity Travel Time*** ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.083493 0.000000 0.000000 0.050000 0.084047 0.004188 0.279441 0.100000 0.084604 0.008405 0.395190 0.150000 0.085162 0.012649 0.484006 0.200000 0.085722 0.016921 0.558882 0.250000 0.086284 0.021221 0.624849 0.300000 0.086848 0.025550 0.684488 0.350000 0.087414 0.029906 0.739332 0.400000 0.087982 0.034291 0.790379 0.450000 0.088551 0.038704 0.838324 0.500000 0.089122 0.043146 0.883671 0.550000 0.089695 0.047617 0.926802 0.600000 0.090270 0.052116 0.968013 0.650000 0.090847 0.056644 1.007540 0.700000 0.091425 0.061200 1.045573 0.750000 0.092006 0.065786 1.082271 0.800000 0.092588 0.070401 1.117765 0.850000 0.093172 0.075045 1.152166 0.900000 0.093758 0.079718 1.185569 0.950000 0.094346 0.084421 1.218056 1.000000 0.094935 0.089153 1.249699 1.050000 0.095527 0.093915 1.280560 1.100000 0.096120 0.098706 1.310695 1.150000 0.096715 0.103527 1.340153 1.200000 0.097312 0.108377 1.368977 1.250000 0.097911 0.113258 1.397206 1.300000 0.098512 0.118168 1.424876 1.350000 0.099114 0.123109 1.452019 1.400000 0.099718 0.128080 1.478664 1.450000 0.100325 0.133081 1.504837 1.500000 0.100932 0.138112 1.530562 1.550000 0.101542 0.143174 1.555863 1.600000 0.102154 0.148267 1.580758 1.650000 0.102767 0.153390 1.605267 1.700000 0.103383 0.158543 1.629408 1.750000 0.104000 0.163728 1.653196 1.800000 0.104619 0.168943 1.676647 1.850000 0.105240 0.174190 1.699774 1.900000 0.105862 0.179467 1.722591 1.950000 0.106487 0.184776 1.745110 2.000000 0.107113 0.190116 1.767341 2.050000 0.107741 0.195488 1.789297 2.100000 0.108371 0.200890 1.810986 2.150000 0.109003 0.206325 1.832418 2.200000 0.109637 0.211791 1.853603 2.250000 0.110272 0.217288 1.874548 2.300000 0.110910 0.222818 1.895262 2.350000 0.111549 0.228379 1.915752 2.400000 0.112190 0.233973 1.936025 2.450000 0.112833 0.239598 1.956088 2.500000 0.113477 0.245256 1.975948 2.550000 0.114124 0.250946 1.995609 2.600000 0.114772 0.256669 2.015079 2.650000 0.115422 0.262424 2.034363 2.700000 0.116075 0.268211 2.053465 2.750000 0.116728 0.274031 2.072391 2.800000 0.117384 0.279884 2.091146 2.850000 0.118042 0.285769 2.109735 2.900000 0.118701 0.291688 2.128161 2.950000 0.119362 0.297640 2.146428 3.000000 0.120025 0.303624 2.164542 3.050000 0.120690 0.309642 2.182505 3.100000 0.121357 0.315693 2.200322 3.150000 0.122025 0.321778 2.217996 3.200000 0.122696 0.327896 2.235529 3.250000 0.123368 0.334048 2.252927 3.300000 0.124042 0.340233 2.270191 3.350000 0.124718 0.346452 2.289941 3.400000 0.125396 0.352705 2.487813 3.450000 0.126075 0.358991 2.817458 3.500000 0.126757 0.365312 3.235859 3.550000 0.127440 0.371667 3.726438 3.600000 0.128125 0.378056 4.279481 3.650000 0.128812 0.384480 4.888394 3.700000 0.129501 0.390938 5.548315 3.750000 0.130192 0.397430 6.255467 3.800000 0.130884 0.403957 7.006807 3.850000 0.131578 0.410518 7.799814 3.900000 0.132274 0.417115 8.632353 3.950000 0.132972 0.423746 9.502588 4.000000 0.133672 0.430412 10.40892 4.050000 0.134374 0.437113 11.34993 4.100000 0.135077 0.443849 12.32437 4.150000 0.135783 0.450621 13.33109 4.200000 0.136490 0.457428 14.36908 4.250000 0.137199 0.464270 14.87427 4.300000 0.137909 0.471148 15.78528 4.350000 0.138622 0.478061 16.96045 4.400000 0.139337 0.485010 18.34922 4.450000 0.140053 0.491995 19.92239 4.500000 0.140771 0.499015 21.66024 END FTABLE 11 FTABLE 2 43 4 Depth Area Volume Outflow1 Velocity Travel Time*** ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.192102 0.000000 0.000000 0.060440 0.191927 0.002188 0.000000 0.120879 0.191445 0.004383 0.000000 0.181319 0.190963 0.006583 0.002161 0.241758 0.190481 0.008790 0.005196 0.302198 0.189999 0.011002 0.010087 0.362637 0.189517 0.013221 0.017131 0.423077 0.189034 0.015446 0.026589 0.483516 0.188552 0.019908 0.038695 0.543956 0.188070 0.024383 0.053662 0.604396 0.187588 0.028869 0.062528 0.664835 0.187106 0.033368 0.092964 0.725275 0.186624 0.037879 0.104874 0.785714 0.186142 0.042402 0.131347 0.846154 0.185660 0.046938 0.161492 0.906593 0.185178 0.051486 0.177033 0.967033 0.184696 0.056046 0.233415 1.027473 0.184214 0.060618 0.241082 1.087912 0.183732 0.065202 0.290786 1.148352 0.183250 0.069799 0.321822 1.208791 0.182768 0.074408 0.332840 1.269231 0.182286 0.079029 0.369957 1.329670 0.181804 0.083662 0.403552 1.390110 0.181322 0.088308 0.434472 1.450549 0.180840 0.092966 0.463274 1.510989 0.180358 0.097580 0.490342 1.571429 0.179876 0.102207 0.515959 1.631868 0.179394 0.106846 0.540339 1.692308 0.178913 0.111496 0.563647 1.752747 0.178431 0.116159 0.586014 1.813187 0.177949 0.120834 0.607549 1.873626 0.177467 0.125521 0.628339 1.934066 0.176985 0.130220 0.648459 1.994505 0.176503 0.134931 0.667972 2.054945 0.176021 0.139655 0.686932 2.115385 0.175539 0.144390 0.711980 2.175824 0.175057 0.149138 0.747224 2.236264 0.174575 0.153897 0.780932 2.296703 0.174094 0.158669 0.813340 2.357143 0.173612 0.163453 0.844688 2.417582 0.173130 0.168248 0.875377 2.478022 0.172648 0.173056 0.888509 2.500000 0.172166 0.367096 0.876701 END FTABLE 2 FTABLE 1 51 6 Depth Area Volume Outflow1 Outflow2 outflow 3 Velocity Travel Time*** ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) Minutes)*** 0.000000 0.172166 0.000000 0.000000 0.876701 0.000000 0.060440 0.192584 0.011625 0.000000 0.924310 0.000000 0.120879 0.193067 0.023279 0.000000 0.960111 0.000000 0.181319 0.193549 0.034963 0.000000 0.995912 0.000000 0.241758 0.194031 0.046675 0.000000 1.031712 0.000000 0.302198 0.194513 0.058417 0.000000 1.067513 0.000000 0.362637 0.194995 0.070188 0.000000 1.103314 0.000000 0.423077 0.195477 0.081988 0.000000 1.182515 0.000000 0.483516 0.195959 0.093817 0.000000 1.174915 0.000000 0.543956 0.196442 0.105675 0.000000 1.210716 0.000000 0.604396 0.196924 0.117563 0.000000 1.246517 0.000000 0.664835 0.197406 0.129479 0.000000 1.282318 0.000000 0.725275 0.197888 0.141425 0.000000 1.318118 0.000000 0.785714 0.198370 0.153400 0.000000 1.353919 0.000000 0.846154 0.198852 0.165404 0.000000 1.389720 0.000000 0.906593 0.199335 0.177437 0.000000 1.425521 0.000000 0.967033 0.199817 0.189499 0.000000 1.461321 0.000000 1.027473 0.200299 0.201591 0.029565 1.497122 0.000000 1.087912 0.200781 0.213711 0.169237 1.532923 0.000000 1.148352 0.201264 0.225861 0.370990 1.568724 0.000000 1.208791 0.201746 0.238040 0.619429 1.604524 0.000000 1.269231 0.202228 0.250248 0.907006 1.640325 0.000000 1.329670 0.202710 0.262485 1.228975 1.676126 0.000000 1.390110 0.203193 0.274751 1.581989 1.711927 0.000000 1.450549 0.203675 0.287047 1.963527 1.747727 0.000000 1.510989 0.204157 0.299371 2.371595 1.783528 0.000000 1.571429 0.204639 0.311725 2.804568 1.819329 0.000000 1.631868 0.205122 0.324108 3.261090 1.855129 0.000000 1.692308 0.205604 0.336520 3.740002 1.890930 0.000000 1.752747 0.206086 0.348961 4.240303 1.926731 0.000000 1.813187 0.206569 0.361431 4.761114 1.962532 0.000000 1.873626 0.207051 0.373931 5.301658 1.998332 0.000000 1.934066 0.207533 0.386460 5.861239 2.034133 0.000000 1.994505 0.208016 0.399017 6.439229 2.069934 0.000000 2.054945 0.208498 0.411604 7.035061 2.105735 0.000000 2.115385 0.208980 0.424220 7.648215 2.141535 0.000000 2.175824 0.209463 0.436866 8.278215 2.177336 0.000000 2.236264 0.209945 0.449540 8.924621 2.213137 0.000000 2.296703 0.210427 0.462244 9.587029 2.248938 0.000000 2.357143 0.210910 0.474976 10.26506 2.284738 0.000000 2.417582 0.211392 0.487738 10.95836 2.320539 0.000000 2.478022 0.211874 0.500529 11.66660 2.356340 0.000000 2.538462 0.212357 0.513349 12.38948 2.392141 0.000000 2.598901 0.212839 0.526199 13.12670 2.427941 0.000000 2.659341 0.213322 0.539077 13.87799 2.463742 0.000000 2.719780 0.213804 0.551985 14.64308 2.499543 0.000000 2.780220 0.214286 0.564922 15.42175 2.535344 0.000000 2.840659 0.214769 0.577888 16.21374 2.571144 0.000000 2.901099 0.215251 0.590883 17.01885 2.606945 0.000000 2.961538 0.215734 0.603907 17.83686 2.642746 0.000000 3.000000 0.216041 0.612210 18.66757 2.665528 0.000000 END FTABLE 1 FTABLE 4 47 4 Depth Area Volume Outflow1 Velocity Travel Time*** ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.441464 0.000000 0.000000 0.054945 0.441125 0.004742 0.000000 0.109890 0.440448 0.009493 0.000000 0.164835 0.439772 0.014251 0.000000 0.219780 0.439095 0.019017 0.004251 0.274725 0.438418 0.023790 0.010013 0.329670 0.437741 0.028572 0.019258 0.384615 0.437065 0.033361 0.032547 0.439560 0.436388 0.038158 0.050370 0.494505 0.435711 0.042963 0.073166 0.549451 0.435035 0.047776 0.101339 0.604396 0.434358 0.052597 0.135264 0.659341 0.433681 0.057425 0.175290 0.714286 0.433004 0.067097 0.220074 0.769231 0.432328 0.076785 0.269392 0.824176 0.431651 0.086489 0.304190 0.879121 0.430974 0.096208 0.310642 0.934066 0.430298 0.105943 0.346817 0.989011 0.429621 0.115693 0.379426 1.043956 0.428944 0.125459 0.409354 1.098901 0.428268 0.135241 0.437172 1.153846 0.427591 0.145038 0.463274 1.208791 0.426914 0.154851 0.487945 1.263736 0.426238 0.164679 0.511399 1.318681 0.425561 0.174523 0.533803 1.373626 0.424884 0.184383 0.555286 1.428571 0.424208 0.194258 0.575956 1.483516 0.423531 0.204149 0.595900 1.538462 0.422855 0.213938 0.615191 1.593407 0.422178 0.223742 0.633890 1.648352 0.421501 0.233561 0.652051 1.703297 0.420825 0.243396 0.669718 1.758242 0.420148 0.253246 0.686932 1.813187 0.419472 0.263112 0.703729 1.868132 0.418795 0.272993 0.720138 1.923077 0.418118 0.282890 0.736188 1.978022 0.417442 0.292802 0.751905 2.032967 0.416765 0.302729 0.767312 2.087912 0.416089 0.312672 0.782432 2.142857 0.415412 0.322630 0.797284 2.197802 0.414736 0.332604 0.811892 2.252747 0.414059 0.342593 0.826276 2.307692 0.413382 0.352598 0.840465 2.362637 0.412706 0.362618 0.854493 2.417582 0.412029 0.372654 0.873984 2.472527 0.411353 0.382704 0.913660 2.500000 0.410676 0.814245 0.920504 END FTABLE 4 FTABLE 3 47 6 Depth Area Volume Outflow1 Outflow2 outflow 3 Velocity Travel Time*** ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) Minutes)*** 0.000000 0.410676 0.000000 0.000000 0.920504 0.000000 0.054945 0.442140 0.024275 0.000000 2.197038 0.000000 0.109890 0.442817 0.048587 0.000000 2.274672 0.000000 0.164835 0.443494 0.072936 0.000000 2.352306 0.000000 0.219780 0.444171 0.097322 0.000000 2.429940 0.000000 0.274725 0.444848 0.121746 0.000000 2.507574 0.000000 0.329670 0.445524 0.146207 0.000000 2.585207 0.000000 0.384615 0.446201 0.170705 0.000000 2.662841 0.000000 0.439560 0.446878 0.195240 0.000000 2.740475 0.000000 0.494505 0.447555 0.219812 0.000000 2.818109 0.000000 0.549451 0.448232 0.244422 0.071397 2.895743 0.000000 0.604396 0.448908 0.269068 0.219001 2.973377 0.000000 0.659341 0.449585 0.293752 0.412965 3.051011 0.000000 0.714286 0.450262 0.318473 0.644040 3.128644 0.000000 0.769231 0.450939 0.343232 0.907006 3.206278 0.000000 0.824176 0.451616 0.368027 1.198379 3.283912 0.000000 0.879121 0.452293 0.392860 1.515618 3.361546 0.000000 0.934066 0.452970 0.417730 1.856764 3.439180 0.000000 0.989011 0.453646 0.442637 2.220246 3.516814 0.000000 1.043956 0.454323 0.467581 2.604767 3.594448 0.000000 1.098901 0.455000 0.492562 3.009233 3.672081 0.000000 1.153846 0.455677 0.517581 3.432705 3.749715 0.000000 1.208791 0.456354 0.542637 3.874366 3.827349 0.000000 1.263736 0.457031 0.567730 4.333494 3.904983 0.000000 1.318681 0.457708 0.592860 4.809450 3.982617 0.000000 1.373626 0.458385 0.618027 5.301658 4.060251 0.000000 1.428571 0.459062 0.643232 5.809598 4.137885 0.000000 1.483516 0.459738 0.668474 6.332797 4.215519 0.000000 1.538462 0.460415 0.693753 6.870823 4.293152 0.000000 1.593407 0.461092 0.719069 7.423277 4.370786 0.000000 1.648352 0.461769 0.744422 7.989792 4.448420 0.000000 1.703297 0.462446 0.769813 8.570027 4.526054 0.000000 1.758242 0.463123 0.795240 9.163666 4.603688 0.000000 1.813187 0.463800 0.820705 9.770412 4.681322 0.000000 1.868132 0.464477 0.846207 10.38999 4.758956 0.000000 1.923077 0.465154 0.871747 11.02213 4.836589 0.000000 1.978022 0.465831 0.897323 11.66660 4.914223 0.000000 2.032967 0.466508 0.922937 12.32317 4.991857 0.000000 2.087912 0.467185 0.948588 12.99160 5.069491 0.000000 2.142857 0.467862 0.974276 13.67171 5.147125 0.000000 2.197802 0.468539 1.000001 14.36328 5.224759 0.000000 2.252747 0.469216 1.025764 15.06614 5.302393 0.000000 2.307692 0.469893 1.051563 15.78010 5.380026 0.000000 2.362637 0.470570 1.077400 16.50500 5.457660 0.000000 2.417582 0.471247 1.103274 17.24067 5.535294 0.000000 2.472527 0.471924 1.129186 17.98696 5.612928 0.000000 2.500000 0.472262 1.142155 18.74371 5.651745 0.000000 END FTABLE 3 FTABLE 6 47 4 Depth Area Volume Outflow1 Velocity Travel Time*** ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.356310 0.000000 0.000000 0.054945 0.356007 0.003797 0.000000 0.109890 0.355401 0.007601 0.000000 0.164835 0.354796 0.011412 0.000000 0.219780 0.354190 0.015230 0.003403 0.274725 0.353585 0.019054 0.008016 0.329670 0.352979 0.022886 0.015417 0.384615 0.352374 0.026725 0.026055 0.439560 0.351768 0.030571 0.040323 0.494505 0.351163 0.034424 0.058573 0.549451 0.350557 0.038283 0.081126 0.604396 0.349952 0.046017 0.108284 0.659341 0.349346 0.053764 0.140327 0.714286 0.348741 0.061526 0.177520 0.769231 0.348135 0.069301 0.220074 0.824176 0.347530 0.077091 0.268356 0.879121 0.346924 0.084894 0.269392 0.934066 0.346319 0.092711 0.310642 0.989011 0.345713 0.100543 0.346817 1.043956 0.345108 0.108388 0.379426 1.098901 0.344502 0.116247 0.409354 1.153846 0.343897 0.124120 0.437172 1.208791 0.343292 0.132008 0.463274 1.263736 0.342686 0.139909 0.487945 1.318681 0.342081 0.147824 0.511399 1.373626 0.341475 0.155753 0.533803 1.428571 0.340870 0.163696 0.555286 1.483516 0.340265 0.171653 0.575956 1.538462 0.339659 0.179529 0.595900 1.593407 0.339054 0.187419 0.615191 1.648352 0.338448 0.195323 0.633890 1.703297 0.337843 0.203240 0.652051 1.758242 0.337238 0.211172 0.669718 1.813187 0.336632 0.219117 0.686932 1.868132 0.336027 0.227076 0.703729 1.923077 0.335421 0.235049 0.720138 1.978022 0.334816 0.243035 0.736188 2.032967 0.334211 0.251036 0.751905 2.087912 0.333605 0.259050 0.767312 2.142857 0.333000 0.267078 0.782432 2.197802 0.332395 0.275120 0.797284 2.252747 0.331789 0.283175 0.811892 2.307692 0.331184 0.291245 0.826276 2.362637 0.330579 0.299328 0.846093 2.417582 0.329973 0.307425 0.873984 2.472527 0.329368 0.315536 0.913660 2.500000 0.328763 0.671152 0.920504 END FTABLE 6 FTABLE 5 47 6 Depth Area Volume Outflow1 Outflow2 outflow 3 Velocity Travel Time*** ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) Minutes)*** 0.000000 0.328763 0.000000 0.000000 0.920504 0.000000 0.054945 0.356915 0.019594 0.000000 1.758817 0.000000 0.109890 0.357521 0.039221 0.000000 1.820966 0.000000 0.164835 0.358126 0.058882 0.000000 1.883115 0.000000 0.219780 0.358732 0.078576 0.000000 1.945264 0.000000 0.274725 0.359338 0.098303 0.000000 2.007413 0.000000 0.329670 0.359943 0.118064 0.000000 2.069562 0.000000 0.384615 0.360549 0.137857 0.000000 2.131711 0.000000 0.439560 0.361154 0.157684 0.000000 2.193860 0.000000 0.494505 0.361760 0.177545 0.000000 2.256009 0.000000 0.549451 0.362365 0.197438 0.107095 2.318158 0.000000 0.604396 0.362971 0.217365 0.328502 2.380307 0.000000 0.659341 0.363577 0.237325 0.619447 2.442456 0.000000 0.714286 0.364182 0.257319 0.966060 2.504605 0.000000 0.769231 0.364788 0.277345 1.360509 2.566754 0.000000 0.824176 0.365394 0.297405 1.797568 2.628903 0.000000 0.879121 0.365999 0.317498 2.273427 2.691052 0.000000 0.934066 0.366605 0.337625 2.785146 2.753201 0.000000 0.989011 0.367211 0.357785 3.330369 2.815350 0.000000 1.043956 0.367816 0.377978 3.907150 2.877499 0.000000 1.098901 0.368422 0.398204 4.513849 2.939648 0.000000 1.153846 0.369028 0.418464 5.149057 3.001797 0.000000 1.208791 0.369633 0.438756 5.811548 3.063946 0.000000 1.263736 0.370239 0.459083 6.500241 3.126095 0.000000 1.318681 0.370845 0.479442 7.214175 3.188244 0.000000 1.373626 0.371450 0.499835 7.952487 3.250393 0.000000 1.428571 0.372056 0.520261 8.714397 3.312542 0.000000 1.483516 0.372662 0.540720 9.499196 3.374691 0.000000 1.538462 0.373267 0.561213 10.30623 3.436840 0.000000 1.593407 0.373873 0.581738 11.13491 3.498989 0.000000 1.648352 0.374479 0.602297 11.98469 3.561138 0.000000 1.703297 0.375084 0.622890 12.85504 3.623287 0.000000 1.758242 0.375690 0.643516 13.74550 3.685436 0.000000 1.813187 0.376296 0.664175 14.65562 3.747585 0.000000 1.868132 0.376902 0.684867 15.58498 3.809734 0.000000 1.923077 0.377507 0.705592 16.53320 3.871883 0.000000 1.978022 0.378113 0.726351 17.49991 3.934032 0.000000 2.032967 0.378719 0.747143 18.48475 3.996181 0.000000 2.087912 0.379325 0.767969 19.48741 4.058330 0.000000 2.142857 0.379930 0.788827 20.50756 4.120479 0.000000 2.197802 0.380536 0.809719 21.54493 4.182628 0.000000 2.252747 0.381142 0.830644 22.59921 4.244777 0.000000 2.307692 0.381748 0.851603 23.67016 4.306926 0.000000 2.362637 0.382354 0.872595 24.75750 4.369075 0.000000 2.417582 0.382959 0.893620 25.86101 4.431224 0.000000 2.472527 0.383565 0.914678 26.98044 4.493373 0.000000 2.500000 0.383868 0.925220 28.11557 4.524447 0.000000 END FTABLE 5 FTABLE 8 47 4 Depth Area Volume Outflow1 Velocity Travel Time*** ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.530190 0.000000 0.000000 0.055055 0.529885 0.005743 0.000000 0.110110 0.529140 0.011494 0.000000 0.165165 0.528394 0.017254 0.000000 0.220220 0.527649 0.023023 0.005158 0.275275 0.526903 0.028800 0.012156 0.330330 0.526158 0.034586 0.023384 0.385385 0.525412 0.040381 0.039524 0.440440 0.524667 0.046184 0.061171 0.495495 0.523922 0.051995 0.088860 0.550549 0.523176 0.057816 0.123079 0.605604 0.522431 0.063645 0.164284 0.660659 0.521685 0.069482 0.212901 0.715714 0.520940 0.075329 0.220515 0.770769 0.520194 0.087038 0.269837 0.825824 0.519449 0.098765 0.311102 0.880879 0.518704 0.110509 0.347296 0.935934 0.517958 0.122271 0.379924 0.990989 0.517213 0.134049 0.409872 1.046044 0.516468 0.145845 0.437709 1.101099 0.515722 0.157658 0.463831 1.156154 0.514977 0.169488 0.488521 1.211209 0.514231 0.181336 0.511994 1.266264 0.513486 0.193201 0.534416 1.321319 0.512741 0.205083 0.555918 1.376374 0.511995 0.216982 0.576605 1.431429 0.511250 0.228898 0.596566 1.486484 0.510505 0.240832 0.615874 1.541538 0.509759 0.252641 0.634590 1.596593 0.509014 0.264466 0.652767 1.651648 0.508269 0.276309 0.670450 1.706703 0.507523 0.288169 0.687680 1.761758 0.506778 0.300046 0.704492 1.816813 0.506033 0.311940 0.720916 1.871868 0.505288 0.323850 0.736982 1.926923 0.504542 0.335778 0.752714 1.981978 0.503797 0.347723 0.768136 2.037033 0.503052 0.359685 0.783270 2.092088 0.502306 0.371664 0.798138 2.147143 0.501561 0.383660 0.812761 2.202198 0.500816 0.395673 0.827162 2.257253 0.500071 0.407703 0.841367 2.312308 0.499325 0.419750 0.855414 2.367363 0.498580 0.431814 0.869364 2.422418 0.497835 0.443896 0.883361 2.477473 0.497090 0.455994 0.916529 2.500000 0.496344 0.967993 0.921651 END FTABLE 8 FTABLE 7 47 6 Depth Area Volume Outflow1 Outflow2 outflow 3 Velocity Travel Time*** ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) Minutes)*** 0.000000 0.496344 0.000000 0.000000 0.921651 0.000000 0.055055 0.530936 0.029210 0.000000 2.655533 0.000000 0.110110 0.531681 0.058461 0.000000 2.749549 0.000000 0.165165 0.532427 0.087753 0.000000 2.843565 0.000000 0.220220 0.533172 0.117087 0.000000 2.937581 0.000000 0.275275 0.533918 0.146461 0.000000 3.031597 0.000000 0.330330 0.534663 0.175876 0.000000 3.125614 0.000000 0.385385 0.535409 0.205333 0.000000 3.219630 0.000000 0.440440 0.536154 0.234830 0.000000 3.313646 0.000000 0.495495 0.536900 0.264369 0.000000 3.407662 0.000000 0.550549 0.537645 0.293948 0.166028 3.501678 0.000000 0.605604 0.538391 0.323569 0.501336 3.595694 0.000000 0.660659 0.539136 0.353230 0.940729 3.689710 0.000000 0.715714 0.539882 0.382933 1.463605 3.783726 0.000000 0.770769 0.540628 0.412677 2.058281 3.877742 0.000000 0.825824 0.541373 0.442461 2.716943 3.971759 0.000000 0.880879 0.542119 0.472287 3.433890 4.065775 0.000000 0.935934 0.542864 0.502154 4.204718 4.159791 0.000000 0.990989 0.543610 0.532062 5.025894 4.253807 0.000000 1.046044 0.544355 0.562011 5.894501 4.347823 0.000000 1.101099 0.545101 0.592001 6.808078 4.441839 0.000000 1.156154 0.545847 0.622032 7.764512 4.535855 0.000000 1.211209 0.546592 0.652104 8.761961 4.629871 0.000000 1.266264 0.547338 0.682217 9.798803 4.723888 0.000000 1.321319 0.548083 0.712371 10.87360 4.817904 0.000000 1.376374 0.548829 0.742566 11.98504 4.911920 0.000000 1.431429 0.549575 0.772803 13.13197 5.005936 0.000000 1.486484 0.550320 0.803080 14.31332 5.099952 0.000000 1.541538 0.551066 0.833398 15.52811 5.193968 0.000000 1.596593 0.551811 0.863758 16.77545 5.287984 0.000000 1.651648 0.552557 0.894158 18.05450 5.382000 0.000000 1.706703 0.553303 0.924600 19.36450 5.476016 0.000000 1.761758 0.554048 0.955082 20.70474 5.570033 0.000000 1.816813 0.554794 0.985606 22.07455 5.664049 0.000000 1.871868 0.555540 1.016171 23.47330 5.758065 0.000000 1.926923 0.556285 1.046776 24.90041 5.852081 0.000000 1.981978 0.557031 1.077423 26.35532 5.946097 0.000000 2.037033 0.557777 1.108111 27.83751 6.040113 0.000000 2.092088 0.558522 1.138840 29.34649 6.134129 0.000000 2.147143 0.559268 1.169610 30.88179 6.228145 0.000000 2.202198 0.560014 1.200421 32.44297 6.322161 0.000000 2.257253 0.560760 1.231273 34.02961 6.416178 0.000000 2.312308 0.561505 1.262166 35.64130 6.510194 0.000000 2.367363 0.562251 1.293100 37.27766 6.604210 0.000000 2.422418 0.562997 1.324076 38.93832 6.698226 0.000000 2.477473 0.563742 1.355092 40.62294 6.792242 0.000000 2.500000 0.564048 1.367795 42.33117 6.830712 0.000000 END FTABLE 7 FTABLE 10 47 4 Depth Area Volume Outflow1 Velocity Travel Time*** ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.376015 0.000000 0.000000 0.055055 0.375760 0.004023 0.000000 0.110110 0.375136 0.008054 0.000000 0.165165 0.374512 0.012092 0.000000 0.220220 0.373888 0.016137 0.003613 0.275275 0.373264 0.020189 0.008515 0.330330 0.372640 0.024249 0.016380 0.385385 0.372016 0.028315 0.027687 0.440440 0.371392 0.032389 0.042850 0.495495 0.370768 0.036470 0.062246 0.550549 0.370144 0.040559 0.086216 0.605604 0.369521 0.044654 0.115080 0.660659 0.368897 0.052859 0.149136 0.715714 0.368273 0.061079 0.188667 0.770769 0.367649 0.069314 0.220515 0.825824 0.367025 0.077562 0.269837 0.880879 0.366401 0.085826 0.311102 0.935934 0.365777 0.094103 0.342726 0.990989 0.365153 0.102395 0.347296 1.046044 0.364529 0.110702 0.379924 1.101099 0.363906 0.119022 0.409872 1.156154 0.363282 0.127358 0.437709 1.211209 0.362658 0.135707 0.463831 1.266264 0.362034 0.144072 0.488521 1.321319 0.361410 0.152450 0.511994 1.376374 0.360786 0.160843 0.534416 1.431429 0.360162 0.169250 0.555918 1.486484 0.359539 0.177672 0.576605 1.541538 0.358915 0.186008 0.596566 1.596593 0.358291 0.194358 0.615874 1.651648 0.357667 0.202723 0.634590 1.706703 0.357043 0.211101 0.652767 1.761758 0.356420 0.219494 0.670450 1.816813 0.355796 0.227901 0.687680 1.871868 0.355172 0.236322 0.704492 1.926923 0.354548 0.244758 0.720916 1.981978 0.353924 0.253208 0.736982 2.037033 0.353301 0.261672 0.752714 2.092088 0.352677 0.270150 0.768136 2.147143 0.352053 0.278643 0.783270 2.202198 0.351429 0.287150 0.798138 2.257253 0.350806 0.295671 0.812761 2.312308 0.350182 0.304206 0.827162 2.367363 0.349558 0.312756 0.848534 2.422418 0.348934 0.321320 0.876465 2.477473 0.348311 0.329898 0.916529 2.500000 0.347687 0.700166 0.921651 END FTABLE 10 FTABLE 9 47 6 Depth Area Volume Outflow1 Outflow2 outflow 3 Velocity Travel Time*** ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) Minutes)*** 0.000000 0.347687 0.000000 0.000000 0.921651 0.000000 0.055055 0.376639 0.020719 0.000000 1.860188 0.000000 0.110110 0.377263 0.041472 0.000000 1.926046 0.000000 0.165165 0.377887 0.062259 0.000000 1.991904 0.000000 0.220220 0.378511 0.083081 0.000000 2.057762 0.000000 0.275275 0.379135 0.103937 0.000000 2.123620 0.000000 0.330330 0.379759 0.124827 0.000000 2.189477 0.000000 0.385385 0.380383 0.145752 0.000000 2.255335 0.000000 0.440440 0.381007 0.166711 0.000000 2.321193 0.000000 0.495495 0.381631 0.187705 0.000000 2.387051 0.000000 0.550549 0.382255 0.208733 0.221370 2.452909 0.000000 0.605604 0.382879 0.229795 0.668448 2.518767 0.000000 0.660659 0.383503 0.250892 1.254306 2.584624 0.000000 0.715714 0.384127 0.272022 1.951474 2.650482 0.000000 0.770769 0.384752 0.293188 2.744374 2.716340 0.000000 0.825824 0.385376 0.314387 3.622591 2.782198 0.000000 0.880879 0.386000 0.335621 4.578520 2.848056 0.000000 0.935934 0.386624 0.356890 5.606290 2.913914 0.000000 0.990989 0.387248 0.378193 6.701191 2.979771 0.000000 1.046044 0.387872 0.399530 7.859334 3.045629 0.000000 1.101099 0.388496 0.420901 9.077437 3.111487 0.000000 1.156154 0.389120 0.442307 10.35268 3.177345 0.000000 1.211209 0.389744 0.463747 11.68261 3.243203 0.000000 1.266264 0.390368 0.485222 13.06507 3.309061 0.000000 1.321319 0.390992 0.506730 14.49813 3.374919 0.000000 1.376374 0.391616 0.528274 15.98006 3.440776 0.000000 1.431429 0.392241 0.549851 17.50930 3.506634 0.000000 1.486484 0.392865 0.571463 19.08443 3.572492 0.000000 1.541538 0.393489 0.593110 20.70415 3.638350 0.000000 1.596593 0.394113 0.614790 22.36726 3.704208 0.000000 1.651648 0.394737 0.636505 24.07267 3.770066 0.000000 1.706703 0.395361 0.658255 25.81934 3.835923 0.000000 1.761758 0.395985 0.680038 27.60632 3.901781 0.000000 1.816813 0.396610 0.701857 29.43273 3.967639 0.000000 1.871868 0.397234 0.723709 31.29774 4.033497 0.000000 1.926923 0.397858 0.745596 33.20054 4.099355 0.000000 1.981978 0.398482 0.767517 35.14042 4.165213 0.000000 2.037033 0.399106 0.789473 37.11668 4.231070 0.000000 2.092088 0.399730 0.811463 39.12866 4.296928 0.000000 2.147143 0.400355 0.833487 41.17573 4.362786 0.000000 2.202198 0.400979 0.855546 43.25730 4.428644 0.000000 2.257253 0.401603 0.877639 45.37281 4.494502 0.000000 2.312308 0.402227 0.899766 47.52173 4.560360 0.000000 2.367363 0.402851 0.921928 49.70354 4.626217 0.000000 2.422418 0.403476 0.944124 51.91776 4.692075 0.000000 2.477473 0.404100 0.966355 54.16392 4.757933 0.000000 2.500000 0.404355 0.975461 56.44156 4.784881 0.000000 END FTABLE 9 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 1.067 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1.067 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 1 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 1 IMPLND 1 999 EXTNL PETINP WDM 2 PREC ENGL 1.067 RCHRES 1 EXTNL PREC WDM 2 PREC ENGL 1.067 RCHRES 3 EXTNL PREC WDM 2 PREC ENGL 1.067 RCHRES 5 EXTNL PREC WDM 2 PREC ENGL 1.067 RCHRES 7 EXTNL PREC WDM 2 PREC ENGL 1.067 RCHRES 9 EXTNL PREC WDM 2 PREC ENGL 1.067 RCHRES 11 EXTNL PREC WDM 1 EVAP ENGL 0.5 RCHRES 1 EXTNL POTEV WDM 1 EVAP ENGL 0.7 RCHRES 2 EXTNL POTEV WDM 1 EVAP ENGL 0.5 RCHRES 3 EXTNL POTEV WDM 1 EVAP ENGL 0.7 RCHRES 4 EXTNL POTEV WDM 1 EVAP ENGL 0.5 RCHRES 5 EXTNL POTEV WDM 1 EVAP ENGL 0.7 RCHRES 6 EXTNL POTEV WDM 1 EVAP ENGL 0.5 RCHRES 7 EXTNL POTEV WDM 1 EVAP ENGL 0.7 RCHRES 8 EXTNL POTEV WDM 1 EVAP ENGL 0.5 RCHRES 9 EXTNL POTEV WDM 1 EVAP ENGL 0.7 RCHRES 10 EXTNL POTEV WDM 1 EVAP ENGL 1 RCHRES 11 EXTNL POTEV 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 11 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 11 HYDR STAGE 1 1 1 WDM 1001 STAG ENGL REPL COPY 1 OUTPUT MEAN 1 1 12.1 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 12.1 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS-LINK Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 2 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 2 MASS-LINK 3 PERLND PWATER IFWO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 3 MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 7 RCHRES OFLOW OVOL 1 RCHRES INFLOW IVOL END MASS-LINK 7 MASS-LINK 8 RCHRES OFLOW OVOL 2 RCHRES INFLOW IVOL END MASS-LINK 8 MASS-LINK 16 RCHRES ROFLOW COPY INPUT MEAN END MASS-LINK 16 MASS-LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 END MASS-LINK END RUN ERROR/WARNING ID: 341 6 DATE/TIME: 1963/ 2/ 1 5: 0 RCHRES: 11 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 91 2.1431E+04 2.1737E+04 2.1864E+04 ERROR/WARNING ID: 341 5 DATE/TIME: 1963/ 2/ 1 5: 0 RCHRES: 11 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 3.1276E+01 1.2201E+04 -1.732E+04 1.4140 1.4140E+00 3 ERROR/WARNING ID: 341 6 DATE/TIME: 1963/11/20 1: 0 RCHRES: 11 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 91 2.1431E+04 2.1737E+04 2.6417E+04 ERROR/WARNING ID: 341 5 DATE/TIME: 1963/11/20 1: 0 RCHRES: 11 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 3.1276E+01 1.2201E+04 -1.995E+05 15.714 1.5714E+01 3 ERROR/WARNING ID: 341 6 DATE/TIME: 1967/ 1/21 20: 0 RCHRES: 11 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 91 2.1431E+04 2.1737E+04 3.1049E+04 ERROR/WARNING ID: 341 5 DATE/TIME: 1967/ 1/21 20: 0 RCHRES: 11 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 3.1276E+01 1.2201E+04 -3.848E+05 29.329 2.9329E+01 4 ERROR/WARNING ID: 341 6 DATE/TIME: 1967/ 1/21 21: 0 RCHRES: 11 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 91 2.1431E+04 2.1737E+04 2.4499E+04 ERROR/WARNING ID: 341 5 DATE/TIME: 1967/ 1/21 21: 0 RCHRES: 11 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 3.1276E+01 1.2201E+04 -1.227E+05 9.8104 9.8103E+00 3 ERROR/WARNING ID: 341 6 DATE/TIME: 1968/ 1/29 24: 0 RCHRES: 11 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 91 2.1431E+04 2.1737E+04 2.5089E+04 ERROR/WARNING ID: 341 5 DATE/TIME: 1968/ 1/29 24: 0 RCHRES: 11 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 3.1276E+01 1.2201E+04 -1.463E+05 11.645 11.644 3 ERROR/WARNING ID: 341 6 DATE/TIME: 1969/ 1/24 24: 0 RCHRES: 11 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 91 2.1431E+04 2.1737E+04 2.3461E+04 ERROR/WARNING ID: 341 5 DATE/TIME: 1969/ 1/24 24: 0 RCHRES: 11 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 3.1276E+01 1.2201E+04 -8.119E+04 6.5445 6.5445 3 ERROR/WARNING ID: 341 6 DATE/TIME: 1972/11/11 1: 0 RCHRES: 11 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 91 2.1431E+04 2.1737E+04 2.7155E+04 ERROR/WARNING ID: 341 5 DATE/TIME: 1972/11/11 1: 0 RCHRES: 11 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 3.1276E+01 1.2201E+04 -2.290E+05 17.940 17.940 4 ERROR/WARNING ID: 341 6 DATE/TIME: 1972/11/14 1: 0 RCHRES: 11 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 91 2.1431E+04 2.1737E+04 2.2039E+04 ERROR/WARNING ID: 341 5 DATE/TIME: 1972/11/14 1: 0 RCHRES: 11 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 3.1276E+01 1.2201E+04 -2.431E+04 1.9819 1.9819E+00 3 ERROR/WARNING ID: 341 6 DATE/TIME: 1982/ 1/ 4 21: 0 RCHRES: 11 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 91 2.1431E+04 2.1737E+04 2.3449E+04 ERROR/WARNING ID: 341 5 DATE/TIME: 1982/ 1/ 4 21: 0 RCHRES: 11 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 3.1276E+01 1.2201E+04 -8.073E+04 6.5082 6.5081E+00 3 ERROR/WARNING ID: 341 6 DATE/TIME: 1982/ 1/ 4 22: 0 RCHRES: 11 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 91 2.1431E+04 2.1737E+04 2.3530E+04 ERROR/WARNING ID: 341 5 DATE/TIME: 1982/ 1/ 4 22: 0 RCHRES: 11 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 3.1276E+01 1.2201E+04 -8.394E+04 6.7621 6.7621 3 ERROR/WARNING ID: 341 6 DATE/TIME: 1982/12/22 14: 0 RCHRES: 11 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 91 2.1431E+04 2.1737E+04 2.2108E+04 ERROR/WARNING ID: 341 5 DATE/TIME: 1982/12/22 14: 0 RCHRES: 11 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 3.1276E+01 1.2201E+04 -2.708E+04 2.2073 2.2073E+00 3 ERROR/WARNING ID: 341 6 DATE/TIME: 1983/ 1/22 11: 0 RCHRES: 11 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 91 2.1431E+04 2.1737E+04 2.3038E+04 ERROR/WARNING ID: 341 5 DATE/TIME: 1983/ 1/22 11: 0 RCHRES: 11 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 3.1276E+01 1.2201E+04 -6.428E+04 5.1994 5.1994E+00 3 ERROR/WARNING ID: 341 6 DATE/TIME: 1983/ 1/24 2: 0 RCHRES: 11 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 91 2.1431E+04 2.1737E+04 2.3412E+04 ERROR/WARNING ID: 341 5 DATE/TIME: 1983/ 1/24 2: 0 RCHRES: 11 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 3.1276E+01 1.2201E+04 -7.925E+04 6.3903 6.3903 3 ERROR/WARNING ID: 341 6 DATE/TIME: 1983/ 4/28 5: 0 RCHRES: 11 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 91 2.1431E+04 2.1737E+04 2.3221E+04 ERROR/WARNING ID: 341 5 DATE/TIME: 1983/ 4/28 5: 0 RCHRES: 11 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 3.1276E+01 1.2201E+04 -7.160E+04 5.7821 5.7821 3 ERROR/WARNING ID: 341 6 DATE/TIME: 1986/ 2/18 22: 0 RCHRES: 11 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 91 2.1431E+04 2.1737E+04 2.4026E+04 ERROR/WARNING ID: 341 5 DATE/TIME: 1986/ 2/18 22: 0 RCHRES: 11 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 3.1276E+01 1.2201E+04 -1.038E+05 8.3281 8.3280E+00 3 ERROR/WARNING ID: 341 6 DATE/TIME: 1986/ 2/18 23: 0 RCHRES: 11 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 91 2.1431E+04 2.1737E+04 2.3706E+04 ERROR/WARNING ID: 341 5 DATE/TIME: 1986/ 2/18 23: 0 RCHRES: 11 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 3.1276E+01 1.2201E+04 -9.101E+04 7.3214 7.3213E+00 3 ERROR/WARNING ID: 341 6 DATE/TIME: 1993/ 2/ 8 13: 0 RCHRES: 11 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 91 2.1431E+04 2.1737E+04 2.2081E+04 ERROR/WARNING ID: 341 5 DATE/TIME: 1993/ 2/ 8 13: 0 RCHRES: 11 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 3.1276E+01 1.2201E+04 -2.600E+04 2.1198 2.1198E+00 3 ERROR/WARNING ID: 341 6 DATE/TIME: 1995/ 1/ 9 21: 0 RCHRES: 11 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 91 2.1431E+04 2.1737E+04 2.2131E+04 ERROR/WARNING ID: 341 5 DATE/TIME: 1995/ 1/ 9 21: 0 RCHRES: 11 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 3.1276E+01 1.2201E+04 -2.800E+04 2.2815 2.2815E+00 3 ERROR/WARNING ID: 341 6 DATE/TIME: 1995/ 1/ 9 22: 0 RCHRES: 11 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 91 2.1431E+04 2.1737E+04 2.4005E+04 ERROR/WARNING ID: 341 5 DATE/TIME: 1995/ 1/ 9 22: 0 RCHRES: 11 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 3.1276E+01 1.2201E+04 -1.030E+05 8.2641 8.2640E+00 3 ERROR/WARNING ID: 341 6 DATE/TIME: 1996/ 1/27 6: 0 RCHRES: 11 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB(). To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 91 2.1431E+04 2.1737E+04 2.3970E+04 The count for the WARNING printed above has reached its maximum. If the condition is encountered again the message will not be repeated. ERROR/WARNING ID: 341 5 DATE/TIME: 1996/ 1/27 6: 0 RCHRES: 11 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0). Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 3.1276E+01 1.2201E+04 -1.016E+05 8.1535 8.1535 3 Moller Ranch • Storm Water Quality / Hydromodification Report • June 26, 2015 MacKay and Somps Civil Engineers Inc. • Appendix F APPENDIX F – HYDROMODIFICATION MANAGEMENT PLAN EXHIBIT Moller Ranch • Storm Water Quality / Hydromodification Report • June 26, 2015 MacKay and Somps Civil Engineers Inc. • Appendix G APPENDIX G – OPEN SPACE STORM DRAINAGE EXHIBIT Moller Ranch • Storm Water Quality / Hydromodification Report • June 26, 2015 MacKay and Somps Civil Engineers Inc. • Appendix “L” APPENDIX “L” – SOIL SPECIFICATIONS FOR BIOFILTRATION FACILITIES APPENDIX L Soil Specifications The regional biotreatment soil specifications, approved by the Regional Water Board on November 28, 2011, are provided on the following pages. The soil specifications are included in Attachment L of the Municipal Regional Stormwater Permit (MRP), as amended. Effective December 1, 2011, stormwater biotreatment measures are required to use the Water Board-approved specifications. Alternative biotreatment mixes that achieve a long-term infiltration rate of 5 to 10 inches per hour, and are suitable for plant health, may be used in accordance with the requirements described in the specifications, under the heading “Verification of Alternative Bioretention Soil Mixes”. Appendix LL Municipal Regional Stormwater Permit NPDES No. CAS612008 Order No. R2-2009-0074 Attachment L Attachment L Page L-1 Date: November 28, 2011 ATTACHMENT L Provision C.3.c.i.(1)(b)(vi) Specification of soils for Biotreatment or Bioretention Facilities Soils for biotreatment or bioretention areas shall meet two objectives: Be sufficiently permeable to infiltrate runoff at a minimum rate of 5" per hour during the life of the facility, and Have sufficient moisture retention to support healthy vegetation. Achieving both objectives with an engineered soil mix requires careful specification of soil gradations and a substantial component of organic material (typically compost). Local soil products suppliers have expressed interest in developing ‘brand-name’ mixes that meet these specifications. At their sole discretion, municipal construction inspectors may choose to accept test results and certification for a ‘brand-name’ mix from a soil supplier. Tests must be conducted within 120 days prior to the delivery date of the bioretention soil to the project site. Batch-specific test results and certification shall be required for projects installing more than 100 cubic yards of bioretention soil. SOIL SPECIFICATIONS Bioretention soils shall meet the following criteria. “Applicant” refers to the entity proposing the soil mixture for approval by a Permittee. 1. General Requirements – Bioretention soil shall: a. Achieve a long-term, in-place infiltration rate of at least 5 inches per hour. b. Support vigorous plant growth. c. Consist of the following mixture of fine sand and compost, measured on a volume basis: 60%-70% Sand 30%-40% Compost 2. Submittal Requirements – The applicant shall submit to the Permittee for approval: a. A sample of mixed bioretention soil. b. Certification from the soil supplier or an accredited laboratory that the Bioretention Soil meets the requirements of this guideline specification. c. Grain size analysis results of the fine sand component performed in accordance with ASTM D 422, Standard Test Method for Particle Size Analysis of Soils. d. Quality analysis results for compost performed in accordance with Seal of Testing Assurance (STA) standards, as specified in 4. Municipal Regional Stormwater Permit NPDES No. CAS612008 Order No. R2-2009-0074 Attachment L Attachment L Page L-2 Date: November 28, 2011 e. Organic content test results of mixed Bioretention Soil. Organic content test shall be performed in accordance with by Testing Methods for the Examination of Compost and Composting (TMECC) 05.07A, “Loss-On-Ignition Organic Matter Method”. f. Grain size analysis results of compost component performed in accordance with ASTM D 422, Standard Test Method for Particle Size Analysis of Soils. g. A description of the equipment and methods used to mix the sand and compost to produce Bioretention Soil. h. Provide the name of the testing laboratory(s) and the following information: 1) Contact person(s) 2) Address(s) 3) Phone contact(s) 4) E-mail address(s) 5) Qualifications of laboratory(s), and personnel including date of current certification by STA, ASTM, or approved equal 3. Sand for Bioretention Soil a. Sand shall be free of wood, waste, coating such as clay, stone dust, carbonate, etc., or any other deleterious material. All aggregate passing the No. 200 sieve size shall be nonplastic. b. Sand for Bioretention Soils shall be analyzed by an accredited lab using #200, #100, #40, 30, #16. #8, #4, and 3/8 inch sieves (ASTM D 422 or as approved by municipality), and meet the following gradation: Sieve Size Percent Passing (by weight) Min Max 3/8 inch 100 100 No. 4 90 100 No. 8 70 100 No. 16 40 95 No. 30 15 70 No. 40 5 55 No. 100 0 15 No. 200 0 5 Note: all sands complying with ASTM C33 for fine aggregate comply with the above gradation requirements. Municipal Regional Stormwater Permit NPDES No. CAS612008 Order No. R2-2009-0074 Attachment L Attachment L Page L-3 Date: November 28, 2011 4. Composted Material Compost shall be a well decomposed, stable, weed free organic matter source derived from waste materials including yard debris, wood wastes or other organic materials not including manure or biosolids meeting the standards developed by the US Composting Council USCC). The product shall be certified through the USCC Seal of Testing Assurance (STA) Program (a compost testing and information disclosure program). a. Compost Quality Analysis – Before delivery of the soil, the supplier shall submit a copy of lab analysis performed by a laboratory that is enrolled in the US Composting Council’s Compost Analysis Proficiency (CAP) program and using approved Test Methods for the Evaluation of Composting and Compost (TMECC). The lab report shall verify: 1) Feedstock Materials shall be specified and include one or more of the following: landscape/yard trimmings, grass clippings, food scraps, and agricultural crop residues. 2) Organic Matter Content: 35% - 75% by dry wt. 3) Carbon and Nitrogen Ratio: C:N < 25:1 and C:N >15:1 4) Maturity/Stability: shall have a dark brown color and a soil-like odor. Compost exhibiting a sour or putrid smell, containing recognizable grass or leaves, or is hot 120F) upon delivery or rewetting is not acceptable. In addition any one of the following is required to indicate stability: i) Oxygen Test < 1.3 O2 /unit TS /hr ii) Specific oxy. Test < 1.5 O2 / unit BVS / iii) Respiration test < 8 C / unit VS / day iv) Dewar test < 20 Temp. rise (°C) e. v) Solvita® > 5 Index value 5) Toxicity: any one of the following measures is sufficient to indicate non-toxicity. i) NH4- : NO3-N < 3 ii) Ammonium < 500 ppm, dry basis iii) Seed Germination > 80 % of control iv) Plant Trials > 80% of control v) Solvita® > 5 Index value 6) Nutrient Content: provide analysis detailing nutrient content including N-P-K, Ca, Na, Mg, S, and B. i) Total Nitrogen content 0.9% or above preferred. ii) Boron: Total shall be <80 ppm; Soluble shall be <2.5 ppm 7) Salinity: Must be reported; < 6.0 mmhos/cm 8) pH shall be between 6.5 and 8. May vary with plant species. Municipal Regional Stormwater Permit NPDES No. CAS612008 Order No. R2-2009-0074 Attachment L Attachment L Page L-4 Date: November 28, 2011 b. Compost for Bioretention Soil Texture – Compost for bioretention soils shall be analyzed by an accredited lab using #200, 1/4 inch, 1/2 inch, and 1 inch sieves ASTM D 422 or as approved by municipality), and meet the following gradation: Sieve Size Percent Passing (by weight) Min Max 1 inch 99 100 1/2 inch 90 100 1/4 inch 40 90 No. 200 2 10 c. Bulk density shall be between 500 and 1100 dry lbs/cubic yard d. Moisture content shall be between 30% - 55% of dry solids. e. Inerts – compost shall be relatively free of inert ingredients, including glass, plastic and paper, < 1 % by weight or volume. f. Weed seed/pathogen destruction – provide proof of process to further reduce pathogens PFRP). For example, turned windrows must reach min. 55C for 15 days with at least 5 turnings during that period. g. Select Pathogens – Salmonella <3 MPN/4grams of TS, or Coliform Bacteria <10000 MPN/gram. h. Trace Contaminants Metals (Lead, Mercury, Etc.) – Product must meet US EPA, 40 CFR 503 regulations. i. Compost Testing – The compost supplier will test all compost products within 120 calendar days prior to application. Samples will be taken using the STA sample collection protocol. (The sample collection protocol can be obtained from the U.S. Composting Council, 4250 Veterans Memorial Highway, Suite 275, Holbrook, NY 11741 Phone: 631-737-4931, www.compostingcouncil.org). The sample shall be sent to an independent STA Program approved lab. The compost supplier will pay for the test. VERIFICATION OF ALTERNATIVE BIORETENTION SOIL MIXES Bioretention soils not meeting the above criteria shall be evaluated on a case by case basis. Alternative bioretention soil shall meet the following specification: “Soils for bioretention facilities shall be sufficiently permeable to infiltrate runoff at a minimum rate of 5 inches per hour during the life of the facility, and provide sufficient retention of moisture and nutrients to support healthy vegetation.” The following steps shall be followed by municipalities to verify that alternative soil mixes meet the specification: Municipal Regional Stormwater Permit NPDES No. CAS612008 Order No. R2-2009-0074 Attachment L Attachment L Page L-5 Date: November 28, 2011 1. General Requirements – Bioretention soil shall achieve a long-term, in-place infiltration rate of at least 5 inches per hour. Bioretention soil shall also support vigorous plant growth. The applicant refers to the entity proposing the soil mixture for approval. a. Submittals – The applicant must submit to the municipality for approval: 1) A sample of mixed bioretention soil. 2) Certification from the soil supplier or an accredited laboratory that the Bioretention Soil meets the requirements of this guideline specification. 3) Certification from an accredited geotechnical testing laboratory that the Bioretention Soil has an infiltration rate between 5 and 12 inches per hour as tested according to Section 1.b.(2)(ii). 4) Organic content test results of mixed Bioretention Soil. Organic content test shall be performed in accordance with by Testing Methods for the Examination of Compost and Composting (TMECC) 05.07A, “Loss-On-Ignition Organic Matter Method”. 5) Grain size analysis results of mixed bioretention soil performed in accordance with ASTM D 422, Standard Test Method for Particle Size Analysis of Soils. 6) A description of the equipment and methods used to mix the sand and compost to produce Bioretention Soil. 7) The name of the testing laboratory(s) and the following information: i) contact person(s) ii) address(s) iii) phone contact(s) iv) e-mail address(s) v) qualifications of laboratory(s), and personnel including date of current certification by STA, ASTM, or approved equal b. Bioretention Soil 1) Bioretention Soil Texture Bioretention Soils shall be analyzed by an accredited lab using #200, and 1/2” inch sieves (ASTM D 422 or as approved by municipality), and meet the following gradation: Sieve Size Percent Passing (by weight) Min Max 1/2 inch 97 100 No. 200 2 5 2) Bioretention Soil Permeability testing Bioretention Soils shall be analyzed by an accredited geotechnical lab for the following tests: Municipal Regional Stormwater Permit NPDES No. CAS612008 Order No. R2-2009-0074 Attachment L Attachment L Page L-6 Date: November 28, 2011 i) Moisture – density relationships (compaction tests) shall be conducted on bioretention soil. Bioretention soil for the permeability test shall be compacted to 85 to 90 percent of the maximum dry density (ASTM D1557). ii) Constant head permeability testing in accordance with ASTM D2434 shall be conducted on a minimum of two samples with a 6-inch mold and vacuum saturation. MULCH FOR BIORETENTION FACILITIES Mulch is recommended for the purpose of retaining moisture, preventing erosion and minimizing weed growth. Projects subject to the State’s Model Water Efficiency Landscaping Ordinance (or comparable local ordinance) will be required to provide at least two inches of mulch. Aged mulch, also called compost mulch, reduces the ability of weeds to establish, keeps soil moist, and replenishes soil nutrients. Aged mulch can be obtained through soil suppliers or directly from commercial recycling yards. It is recommended to apply 1" to 2" of composted mulch, once a YUear, preferably in June following weeding. EXHIBIT H TASSAJARA HILLS DEVELOPMENT Riparian Mitigation and Monitoring Plan 983 University Avenue, Building D Los Gatos, CA 95032 Ph: 408.458.3200 F: 408.458.3210 Moller Ranch Residential Development and Tassajara Road Culvert Replacement Projects Riparian Mitigation and Monitoring Plan Project # 3313-03 Prepared for: Braddock & Logan Services, Inc. Contact: Mr. Jeff Lawrence 4155 Blackhawk Plaza Circle, Suite201 Danville, CA 94526-1076 Prepared by: H. T. Harvey & Associates 24 September 2014 Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan i H. T. Harvey & Associates 24 September 2014 Table of Contents Section 1.0 Introduction and Responsible Parties .................................................................................................. 1 1.1 Purpose of this Riparian Mitigation & Monitoring Plan ................................................................................... 1 1.2 Responsible Parties .................................................................................................................................................. 1 1.2.1 Applicant/Permittee ....................................................................................................................................... 1 1.2.2 Preparer of the Mitigation and Monitoring Plan ......................................................................................... 1 1.2.3 Land Ownerership........................................................................................................................................... 2 1.2.4 Land Management ........................................................................................................................................... 2 Section 2.0 Project Requiring Mitigation .................................................................................................................. 3 2.1 Location .................................................................................................................................................................... 3 2.2 Summary of Project ................................................................................................................................................. 3 2.3 Site Characteristics ................................................................................................................................................... 4 2.4 Riparian Woodland Habitat Impacts .................................................................................................................... 4 2.5 Drainage Channel Impacts ..................................................................................................................................... 4 Section 3.0 Conceptual Riparian and Drainage Channel Mitigation Design ...................................................... 8 3.1 Proposed Habitat Mitigation for Project Impacts .............................................................................................. 8 3.2 Basis for Design ....................................................................................................................................................... 9 3.2.1 Riparian Mitigation Ratios and Surface Area .............................................................................................. 9 3.2.2 Riparian Mitigation Opportunities and Goals ............................................................................................ 9 3.3 Riparian Mitigation-Site Selection ....................................................................................................................... 13 3.4 Existing and Proposed Riparian Restoration Area Functions and Values ................................................... 14 3.4.1 Hydrology/Topography ............................................................................................................................... 14 3.4.2 Soils .................................................................................................................................................................. 15 3.4.3 Vegetation ....................................................................................................................................................... 15 3.4.4 Wildlife ............................................................................................................................................................ 17 3.4.5 Riparian Restoration Area Land Use.......................................................................................................... 19 3.5 Mitigation Swales/Channels- Basis of Design .................................................................................................. 20 Section 4.0 Implementation Plan ............................................................................................................................. 21 4.1 Riparian Mitigation and Riparian Enhancement .............................................................................................. 21 4.1.1 Avoidance and Minimization Measures ..................................................................................................... 21 4.1.2 Conceptual Fencing Plan ............................................................................................................................. 22 4.1.3 Conceptual Irrigation Plan ........................................................................................................................... 22 4.1.4 Conceptual Planting Plan ............................................................................................................................. 22 4.1.5 Planting Installation Methods ..................................................................................................................... 27 4.2 Created Mitigation Swales/Channels ................................................................................................................. 29 4.2.1 Earthwork ....................................................................................................................................................... 29 4.2.2 Surface Soil Preparation ............................................................................................................................... 29 4.2.3 Revegetation ................................................................................................................................................... 29 4.3 Schedule .................................................................................................................................................................. 31 Section 5.0 Maintenance Plan .................................................................................................................................. 32 5.1 Maintenance Activities .......................................................................................................................................... 32 5.1.1 Dead Plant Replacement .............................................................................................................................. 32 5.1.2 Irrigation ......................................................................................................................................................... 32 5.1.3 Mulch ............................................................................................................................................................... 33 5.1.4 Weed and Invasive Plant Control ............................................................................................................... 33 5.1.5 Natural Recruitment ..................................................................................................................................... 34 5.1.6 Maintenance Schedule .................................................................................................................................. 34 Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan ii H. T. Harvey & Associates 24 September 2014 5.1.7 Long-Term Management ............................................................................................................................. 34 Section 6.0 Monitoring Plan and Success Criteria ................................................................................................ 36 6.1 Riparian Restoration Goals and Monitoring Plan Overview ......................................................................... 36 6.1.1 Riparian Mitigation Areas ............................................................................................................................ 36 6.1.2 Mitigation Swales/Channels ........................................................................................................................ 36 6.2 Construction Monitoring ..................................................................................................................................... 37 6.3 Maintenance Monitoring ...................................................................................................................................... 37 6.4 Riparian Habitat Performance and Final Success Criteria ........................................................................ 37 6.4.1 Performance Criteria for the Riparian Mitigation Areas ......................................................................... 37 6.4.2 Final Success Criteria for the Riparian Mitigation Areas ........................................................................ 38 6.4.3 Performance and Final Success Criteria for the Riparian Restoration Area ........................................ 39 6.5 Mitigation Swales/Channels Performance and Final Success Criteria ................................................ 39 6.5.1 Swale/Channel Geomorphic Stability Performance and Success Criteria ........................................... 39 6.5.2 Vegetation Criteria ........................................................................................................................................ 41 6.6 Mitigation Monitoring Methods .......................................................................................................................... 41 6.6.1 Riparian Mitigation Areas ............................................................................................................................ 41 6.6.2 Riparian Restoration Area ............................................................................................................................ 43 Cattle Exclusion Fencing. A restoration ecologist will inspect the Cattle Exclusion Fence to verify the fence excludes cattle throughout the Riparian Restoration Area. ................................................................... 43 6.6.3 Mitigation Swales/Channels ........................................................................................................................ 43 Section 7.0 Reporting ................................................................................................................................................ 45 7.1 Habitat Mitigation As-built Report .............................................................................................................. 45 7.2 Monitoring Reports ............................................................................................................................................... 45 Section 8.0 Adaptive Management .......................................................................................................................... 46 Section 9.0 Completion of Mitigation Responsibilities ........................................................................................ 47 Section 10.0 References ............................................................................................................................................... 48 Figures Figure 1. Project Vicinity Map .......................................................................................................................................... 6 Figure 2. Riparian Habitat Impacts Map ......................................................................................................................... 7 Figure 3. Riparian Mitigation and Enhancement Overview Map ............................................................................. 12 Figure 4. Riparian Mitigation Conceptual Planting Layout Map ............................................................................... 23 Figure 5. Riparian Restoration Area Cross Section ..................................................................................................... 24 Tables Table 1. Summary of Mitigation for the Moller Ranch Residential Project .............................................................. 8 Table 2. Summary of Mitigation for Tassajara Road Culvert Project ......................................................................... 9 Table 3. Surface Area of Riparian Habitat Impacts and Proposed On-site Mitigation ........................................... 9 Table 4. Summary of Soil Characteristics in the Riparian Reference and Potential Mitigation Areas ................ 15 Table 5. Willow Plant Association ................................................................................................................................. 25 Table 6. Valley Oak Plant Association .......................................................................................................................... 25 Table 7. Shrub/ Oak Plant Association ........................................................................................................................ 26 Table 8. Planting Hole Soil Amendment ...................................................................................................................... 28 Table 9. Mitigation Swale/Channel Hydroseed Mix1 .................................................................................................. 29 Table 10. Created Mitigation Swale/Channel Container Plant Palette1 ................................................................... 30 Table 11. Riparian Mitigation Approximate Implementation Schedule .................................................................. 31 Table 12. Mitigation Swales/Channels- Approximate Implementation Schedule ................................................. 31 Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan iii H. T. Harvey & Associates 24 September 2014 Table 13. Long-Term Management Tasks .................................................................................................................... 35 Table 14. Tree Height Final Success Criteria ............................................................................................................... 38 Table 15. Geomorphic Stability Monitoring Tasks, Performance and Final Success Criteria, and Conceptual Remedial Actions1 ........................................................................................................................................ 39 Table 16. Plant Health and Vigor Categories ............................................................................................................... 42 Appendices Appendix A Reference and Mitigation Site Soils Analysis .................................................................................. A-1 Appendix B Water Availability Analysis (by ENGEO) ....................................................................................... B-1 Appendix C Tributary Channel Basis of Design Report (Prepared by ENGEO) .......................................... C-1 Appendix D Avoidance and Minimization Measures .......................................................................................... D-1 Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan iv H. T. Harvey & Associates 24 September 2014 Distribution Mr. Jeff Lawrence Braddock & Logan Services, Inc. 4155 Blackhawk Plaza Circle, Suite 201 Danville, CA 94526 925) 736-4000 / jlawrence@braddockandlogan.com Mr. Brian Wines Regional Water Quality Control Board San Francisco Bay Region 1515 Clay Street, Suite 1400 Oakland, CA 94612 510) 622-5680 / bwines@waterboards.ca.gov Ms. Marcia Grefsrud California Department of Fish and Wildlife, Region 3 7329 Silverado Trail Napa, CA 94558 707) 644-2812 / Marcia.Grefsrud@wildlife.ca.gov With Copy to: Katarina Galacatos, South Section Chief Regulatory Branch U.S. Army Corps of Engineers 1455 Market Street, Suite 16 San Francisco, CA 94103-1398 415) 503-6778 / Katerina.galacatos@usace.army.mil Dan Cordova United States Fish and Wildlife Service Sacramento Field Office 2800 Cottage Way, Suite W-2605 Sacramento, CA 95825-1846 916) 414-6600 / dan_cordova@fws.gov This report should be cited as: H. T. Harvey & Associates. 2014. Riparian Mitigation & Monitoring Plan for the Moller Ranch Residential Development and Tassajara Culvert Replacement Projects, Contra Costa County, California. Prepared for Braddock & Logan Services, Inc. Danville, CA. Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 1 H. T. Harvey & Associates 24 September 2014 Section 1.0 Introduction and Responsible Parties 1.1 Purpose of this Riparian Mitigation & Monitoring Plan Braddock & Logan, Inc. proposes to construct a residential housing development and a culvert replacement project along Tassajara Creek in Alameda County, California. The Moller Ranch Residential Development Project (the “Moller Ranch Project”) and the Tassajara Road Culvert Replacement Project (the “Culvert Replacement Project”; hereafter, collectively, the “Project”) are expected to impact a total of 1.21 acres (ac) of riparian habitat, 3.35 ac of wetlands, and 0.93 ac (8,913 linear feet [ln ft]) of drainages. In this Riparian Habitat Mitigation and Monitoring Plan (MMP), “riparian habitat” refers to woody vegetation growing within the bed and banks of creek channels and along the top of creek channel banks. The purpose of this MMP is to provide the Regional Water Quality Control Board (RWQCB) and the California Department of Fish and Wildlife (CDFW) with sufficient information regarding the Project’s proposed riparian habitat and drainage channel impacts and associated compensatory on-site mitigation such that these impacts can be evaluated by the Lake and Streambed Alteration Agreement and Clean Water Act Section 401 water quality certification that the Project has requested. Mitigation for wetland impacts within USACE jurisdiction and additional riparian habitat mitigation is proposed at the Cayetano Creek Preserve and is described in the Mitigation & Monitoring Plan for the Cayetano Creek Preserve (Olberding Environmental, Inc. 2014) All measures prescribed in this MMP shall be funded by the Applicant/Permittee identified below. 1.2 Responsible Parties 1.2.1 Applicant/Permittee Braddock & Logan Services, Inc. P. O. Box 5300 Danville, CA 94526-1076 Contact- Jeff Lawrence, Vice President P: (925) 736-4000 1.2.2 Preparer of the Mitigation and Monitoring Plan H. T. Harvey & Associates 983 University Avenue, Building D Los Gatos, California 95032 Contact- Max Busnardo, M.S., Principal Restoration Ecologist P: (408) 458-3222 Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 2 H. T. Harvey & Associates 24 September 2014 1.2.3 Land Ownership The Project’s Riparian Restoration Area (described below) and Mitigation Swales/Channels are proposed on lands owned by Moller RE Investors, LLC. Moller RE Investors, LLC Contact - Jeff Lawrence, Vice President 4155 Blackhawk Plaza Circle, Suite 201 Danville, CA 94526 P: (925) 736-4000 Ownership of the portion to the Riparian Mitigation Area that falls within Alameda County, as well as the Mitigation Swales/Channels will be transferred to a Geologic Hazard Abatement District (GHAD) following Project completion. The GHAD will be responsible for protecting the Project’s developments from geologic hazards. 1.2.4 Land Management The Applicant/Permittee will be responsible for implementing the riparian mitigation and monitoring measures set forth in this MMP. After the Riparian Mitigation Areas and Mitigation Swales/ Channels meet the final success criteria described in this MMP, responsibility for management of the Riparian Restoration Area and Mitigation Swales/ Channels will be transferred to the Agricultural-Natural Resources Trust of Contra Costa County (hereafter, “the Trust”). The Trust will be responsible for the long-term management of the habitat in these areas in perpetuity (see Section 5.1.7). Agricultural-Natural Resources Trust of Contra Costa County Contact - Joe Ciolek, Executive Director 2366-A Stanwell Circle Concord, CA 94520 P: (925) 588-5351 The GHAD will be responsible for notifying the Trust and obtaining all applicable environmental clearance approvals prior to any geologic hazard abatement work that impacts the Riparian Restoration Area and/or the Mitigation Swales/Channels. Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 3 H. T. Harvey & Associates 24 September 2014 Section 2.0 Project Requiring Mitigation The Project information in this section is based on the Project’s California Environmental Protection Agency San Francisco Bay Regional Water Quality Control Board Application for 401 Water Quality Certification and/or Report of Waste Discharge and State of California Department of Fish and Wildlife Notification of Lake or Streambed Alteration submitted under the project names, “Moller Ranch Project” and “Tassajara Road Culvert Replacement Project” and the Project’s Biological Assessments (H. T. Harvey & Associates 2013a; H. T. Harvey & Associates 2013b). 2.1 Location The Moller Ranch Project is located within the northern area of the Eastern Extended Planning area of the City of Dublin within Alameda County (Figure 1). The Moller Ranch Project site is located on the east side of Tassajara Road and north of Fallon Crossing. The Alameda County boundary line with Contra Costa County forms the northerly boundary of the Moller Ranch Project site. The Moller Ranch Project site consists of 182.85 ac. The lands to the south, east, and north are primarily composed of public and private open spaces, including private conservation easements, grazing lands, and publicly owned regional parklands. Lands to the southwest and west comprise privately owned open spaces bordered by residential development. The Culvert Replacement Project is located in Alameda County, approximately 4.3 miles (mi) northeast of the center of the City of Dublin along lower Moller Creek, just above its confluence with Tassajara Creek and just downstream of the Moller Ranch Project (Figure 1). The Culvert Replacement Project site consists of approximately 2.45 ac including Tassajara Road where it crosses Moller Creek, as well as Moller Creek and surrounding uplands extending approximately 250 feet (ft) upstream and 270 ft downstream of the existing culvert under Tassajara Road. The site is bordered on the east and south by residential areas, to the west by a ranchette, and to the north by the proposed Moller Ranch Project. The corridors of Moller Creek south of the Culvert Replacement Project site, and Tassajara Creek to the south of its confluence with Moller Creek, are currently undeveloped, and portions of Tassajara Creek and adjacent uplands southwest of the Culvert Replacement Project site fall within protected open space managed by the East Bay Regional Parks District. 2.2 Summary of Project The Moller Ranch Project proposes the construction of up to 381 single-family homes on lots of various sizes, a neighborhood park, staging area and trails, transportation and utilities infrastructure (including a single crossing over Moller Creek), and a system of bio-retention cells for storm water pollution control. The Culvert Replacement Project entails the replacement of an existing, failing culvert, with an enlarged culvert that will allow for the eventual expansion of Tassajara Road from two to six lanes. The eventual replacement of the existing roadway will also help to protect a 20-inch diameter water distribution main located in Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 4 H. T. Harvey & Associates 24 September 2014 Tassajara Road that is owned and maintained by Dublin San Ramon Services District (DSRSD) and provides regional water supply between Dublin and Dougherty Valley. 2.3 Site Characteristics The vegetation at the Moller Ranch Project site comprises primarily California annual grassland (173.82 ac), with some eucalyptus dominated riparian woodland (0.51 ac), seasonal wetland and seeps (3.47 ac), ephemeral and intermittent drainages (0.73 ac), perennial drainage (0.19 ac), and freshwater wetland/aquatic 0.01 ac). The site is primarily undeveloped and is used for livestock grazing. Moller Creek is an incised, intermittent drainage which flows through the Project site. Moller Creek is tributary to Tassajara Creek and is part of the Alameda Creek watershed. The Culvert Replacement Project construction disturbance area extends along Moller Creek approximately 250 ft upstream and 270 ft downstream of Tassajara Road. Habitat types within the Culvert Replacement Project boundary include Tassajara Road (0.09 ac), the existing culvert (0.03 ac), California annual grassland 1.49 ac), valley oak (Quercus lobata)/ red willow (Salix laevigata) riparian woodland (0.70 ac), freshwater wetland/aquatic (0.17) and roadside coyote brush (Baccharis pilularis)/ valley oak woodland (0.06 ac). 2.4 Riparian Woodland Habitat Impacts The Moller Ranch Project will permanently impact 0.51 ac of riparian habitat. This consists, primarily, of eucalyptus (Eucalyptus sp.) dominated riparian woodland (non-native) located in two patches along Moller Creek (Figure 2). The eucalyptus patches have no understory and provide low quality habitat for nesting birds and small mammals (H. T. Harvey & Associates 2013c). A small portion of the riparian corridor along lower Moller Creek near Tassajara Road will also be impacted. Riparian woodland in this area is dominated by valley oak and red willow (native), with an understory comprised mostly by non-native annual grasses and forbs, coyote brush and poison oak (Toxicodendron diversilobum). The Culvert Replacement Project will permanently impact 0.70 ac of mature valley oak and red willow riparian habitat along Moller Creek (Figure 2) upstream and downstream of Tassajara Road. Moller Creek along the downstream portion of the riparian impact area is deeply incised. The riparian understory in the impact area is predominantly composed of non-native annual grasses (e.g., Italian ryegrass (Festuca multiflorum), wild oats (Avena fatua) and ripgut brome (Bromus diandrus), small patches of coyote brush, poison oak and mugwort (Artemisia douglasiana). 2.5 Drainage Channel Impacts The Project will permanently impact/fill approximately 0.93 ac (8,913 ln ft) of drainage channel habitat, which constitute both Waters of the U. S. and State. Figure 2 shows the drainage channel impact locations. The majority of this impact will be due to the Moller Ranch Project and its associated mass grading plan. The Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 5 H. T. Harvey & Associates 24 September 2014 Moller Ranch Project will impact 0.92 ac (8,362 ln ft) of drainage channels, whereas the Culvert Replacement Project will permanently impact 0.01 ac (551 ln ft) of drainage channel habitat along Moller Creek. The drainages impacted by the Moller Ranch Project are tributaries to Moller Creek and exhibit flow regimes that are ephemeral (short flow duration after rain events) and intermittent (flow present during the rainy season). These drainages occur within the matrix of non-native grassland habitat and do not support riparian woodland habitat. This grassland is dominated by annual Mediterranean grasses such as wild oats, Italian ryegrass, and soft chess brome (Bromus hordeaceus) interspersed with a variety of native annual herbs such as hayfield tarweed (Hemizonia congesta) and small patches of non-native species such as yellow star thistle Centaurea solstitialis) and sweet fennel (Foeniculum vulgare). C A L A V E R A S R D Sources: Esri, HERE, DeLorme, USGS, Intermap, increment P Corp., NRCAN, Esri Japan, METI, Esri China (Hong Kong), Esri (Thailand), TomTom, MapmyIndia, © OpenStreetMap contributors, and the GIS User Community 4.5 0 4.52.25 Miles Napa Oakland San Jose StocktonMartinez Hollister Fairfield Santa Cruz San Rafael Santa Rosa Redwood City San Francisco SOLANO SANTA CLARA ALAMEDA NAPA SONOMA CONTRA COSTA MARIN SAN MATEO SANTA CRUZ SAN JOAQUIN STANISLAUS SAN BENITO YOLO MONTEREY SAN FRANCISCO PACIFICOCEAN Detail California 0 20 Miles Figure 1: Project Vicinity Map September 2014 N: P r o je c ts 3 3 0 0 3 3 1 3 0 1 0 3 R e p o rts R ip a ria n M M P F ig 1 V ic in ity M a p m x d ProjectVicinity Moller Ranch Residential Development Project (MRRDP) andTassajaraRoadCulvertReplacementProject (TRCRP) MMP (3313-03) Tassajara RoadCulvertReplacementProject Moller RanchResidentialDevelopmentProject Ca mino Tassajara Rd PG&EStation MMoolllleerr CCrree ee kk TT aa ss aa jj aa rr aa CC rr eeeekk Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community Figure 2: Riparian Woodland and Drainage Channel Habitat Impacts Map September 2014 N: P r o je c ts 3 3 0 0 3 3 1 3 0 1 0 3 R e p o rts R ip a ria n M M P F ig 2 R ip a ria n H a b ita t Im p a c ts M a p m x d Moller Ranch Residential Development Project (MRRDP) andTassajaraRoadCulvertReplacementProject (TRCRP) MMP (3313-03) 450 0450225 Feet LEGEND Moller Ranch Residential Development Project (MRRDP) Tassajara Road Culvert Replacement Project (TRCRP) MRRDP Riparian Woodland Habitat Impacts (0.51 ac) TRCRP Riparian Woodland Habitat Impacts (0.70 ac) Drainage Channel Habitat Impacts (0.93 ac) Aerial Date: 05/10/2010 Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 8 H. T. Harvey & Associates 24 September 2014 Section 3.0 Conceptual Riparian and Drainage Channel Mitigation Design 3.1 Proposed Habitat Mitigation for Project Impacts The Moller Ranch project will mitigate for impacts to jurisdictional waters and for impacts to riparian woodland habitat through a combination of mitigation measures located both at the Moller Ranch, and at the Cayetano Creek Preserve. Table 1 summarizes the mitigation for those impacts, including specifying the location and type of mitigation proposed. The following sections of this document provide the specific management methodology for riparian and drainage channel mitigation provided at the Moller Ranch Project site. Table 1. Summary of Mitigation for the Moller Ranch Residential Project Impact Mitigation Location Mitigation Ratio Mitigation Type Wetland 3.18 ac 6.36 ac wetland creation Cayetano Preserve 2:1 Off-site creation Drainage Channels 0.92 ac 0.92 ac wetland creation Cayetano Preserve 1:1 Off-site, out-of- kind creation Riparian 0.51 ac 1.53 ac riparian enhancement Moller Ranch 3:1 On-site creation 1.53 ac riparian enhancement Cayetano Preserve 3:1 Off-site creation Drainage Channels 8,362 LF 7,256 LF creation Moller Ranch 0.87:1 On-site creation 710 LF enhancement Moller Ranch 0.08:1 On-site enhancement 2,812 LF riparian enhancement1 Moller Ranch 0.34:1 On-site enhancement 3,798 LF riparian enhancement Cayetano Preserve 0.45:1 Off-site enhancement 34,830 LF channel preservation Moller Ranch 4.17:1 On-site preservation 1Represents length of Moller Creek Restoration within Alameda County The Tassajara Road Culvert Replacement project will mitigate for impacts to jurisdictional waters and for impacts to riparian woodland habitat through a combination of mitigation measures located both at the Moller Ranch Project site, and at the Cayetano Creek Preserve. Table 2 summarizes the mitigation for those impacts, including specifying the location and type of mitigation proposed. The following sections of this document provide the specific management methodology for riparian and drainage channel mitigation provided at the Moller Ranch Project site. Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 9 H. T. Harvey & Associates 24 September 2014 Table 2. Summary of Mitigation for Tassajara Road Culvert Project Impact Mitigation Location Mitigation Ratio Mitigation Type Wetland 0.17 ac 0.34 ac wetland creation Cayetano Preserve 2:1 Off-site creation1 Drainage Channel 0.01 ac 0.01 ac wetland creation Cayetano Preserve 1:1 Off-site, out-of-kind creation Riparian 0.70 ac 2.10 ac riparian enhancement Moller Ranch 3:1 On-site creation 2.10 ac riparian enhancement Cayetano Preserve 3:1 Off-site creation Drainage Channel 551 LF 2661 LF riparian enhancement1 Moller Ranch 4.83:1 Off-site enhancement 1Represents length of Moller Creek Restoration within Contra Costa County 3.2 Basis for Design 3.2.1 Riparian Mitigation Ratios and Surface Area The applicant is proposing to mitigate for impacts to a total of 1.21 ac of mixed riparian woodland by active revegetation of at least 3.63 ac of riparian woodland (Table 3). This mitigation proposed herein will compensate for lost riparian habitat functions and is intended to meet the requirements of the Clean Water Act and Section 1600 of the CDFW code. The mitigation ratio proposed (Table 1) is also consistent with the requirements of the Project’s Final Supplemental Environmental Impact Report (Haag 2012). Table 3. Surface Area of Riparian Habitat Impacts and Proposed On-site Mitigation Impact Type Impact Area (ac) Mitigation Ratio (Mitigation Area: Impact Area) Mitigation Area (ac) Required 1 Permanent Loss of Red Willow/ Valley Oak and Eucalyptus Riparian Canopy 1.21 3:1 3.63 ac 1 Riparian impacts are per the Moller Ranch Residential Development Project (0.51 ac) and Tassajara Road Culvert Replacement Project (0.70 ac) 3.2.2 Riparian Mitigation Opportunities and Goals Figure 3 presents the proposed location of the “Riparian Restoration Area” along Moller Creek. The Riparian Restoration Area comprises active riparian revegetation areas (the “Riparian Mitigation Area”) interspersed with a larger “Riparian Enhancement Area” which will be managed to reduce erosion and improve Moller Creek water quality. Cattle exclusion fencing will be installed approximately 20 feet from the top-of-bank along Moller Creek to protect the entire Riparian Restoration Area from cattle grazing (Figure 3). Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 10 H. T. Harvey & Associates 24 September 2014 The Riparian Restoration Area extends upstream and downstream of the proposed crossing of Moller Creek Figure 3). The lower half of the Riparian Restoration Area is in Alameda County. The upper half of the Riparian Restoration Area is in Contra Costa County and the proposed Moller Ranch Conservation Area. The location of the Riparian Restoration Area does not overlap with the tributary channel enhancements or site grading proposed in the Moller Ranch Project area (ENGEO 2013). The Riparian Restoration Area (Figure 3) offers the opportunity to restore a mosaic of high-quality riparian habitat along a 5,473 linear foot (ln ft) stretch of Moller Creek. Intensive and prolonged cattle grazing, a lack of existing native woody propagule sources, and a dry climate have resulted in a lack of woody vegetation within the Riparian Restoration Area (H. T. Harvey & Associates 2014). A detailed investigation of soils in the proposed Riparian Mitigation Areas relative to reference sites (Appendix A) and hydrology studies Appendix B), confirm that a mosaic of riparian willow, valley oak and scrub/oak plant associations can be established in the Riparian Mitigation Areas. For example, salinity and boron levels in the proposed Riparian Mitigation Areas are below levels seen in other successful riparian mitigation sites in the Dublin area Appendix A). Furthermore, analysis of the site’s water budget determined that sufficient water is available to support the acreage and composition of plantings in the Riparian Mitigation Areas (Appendix B). The overall goal of the MMP is to provide a relatively contiguous 5,473-foot wooded riparian corridor that connects to a downstream riparian reference area. The riparian restoration proposed in this MMP is not specifically intended to enhance habitat for special-status species. The more specific riparian mitigation goals are described below and the riparian enhancement goals in the next section. 3.2.2.1 Riparian Mitigation Goals The goal of the riparian mitigation is to restore a minimum of 3.63 ac of native tree and shrub dominated riparian habitat to mitigate for lost functions of the mature red willow/ valley oak and eucalyptus riparian woodland habitats impacted by the Project. Ample suitable area is available in a mosaic of patches within the Riparian Restoration Area to meet this mitigation goal. The Riparian Mitigation Area surface area is shown in Figure 3, totals 3.85 ac, and provides a 5% acreage contingency above the 3.63 ac of required mitigation. Under the proposed layout of Riparian Mitigation Areas, the Moller Ranch Project riparian impacts will be mitigated by 1.63 ac and the Culvert Replacement Project will be mitigated by 2.22 ac of riparian mitigation Figure 3). The mitigation work will restore a relatively contiguous riparian habitat corridor connected to the existing riparian habitat along Moller Creek just upstream of the Tassajara Road crossing, more than doubling the length of riparian habitat along Moller Creek (Figure 3). Riparian revegetation within the Riparian Mitigation Areas will create wooded riparian areas beneficial for wildlife and increase channel and bank stability relative to the current condition. These goals will be accomplished by a combination of cattle exclusion (via fence installation) and active revegetation. Active revegetation includes a combination of plant installation and maintenance, irrigation and weed control. A variety of riparian trees, shrubs and forbs will be revegetated. Within the Riparian Mitigation Areas, valley oaks, shrubs and forbs will be revegetated on suitable terraces and slopes within the creek. A Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 11 H. T. Harvey & Associates 24 September 2014 mix of oak and shrub species will be revegetated along the top of the creek bank, where topography and soils are favorable. A small proportion of the Riparian Mitigation Areas’ floodplains will be revegetated with willows (Salix spp.) where hydrology and soils are suitable. 3.2.2.2 Riparian Enhancement Goals The goal of the riparian enhancement is to decrease soil erosion and improve the local creek water quality along 5,473 linear feet (6.81 ac) of riparian habitat along Moller Creek; a secondary long-term goal is to facilitate the gradual establishment of woody riparian habitat through natural recruitment. This area is shown as the Riparian Enhancement Area on Figure 3. Ca mino Tassajara Rd PG&EStation ExistingRanchImprovementstoRemain RangeManagementHomeSite MMoolllleerrCCrreeeekkTT aa ss aa jj aa rr aa CC rr eeeekk ProposedCrossingAlamedaCounty Alameda Co u n tyContraCostaCoun t y Contra Costa C o u n t y Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community Figure 3: Riparian Mitigation and Enhancement Overview Map September 2014 N: P r o je c ts 3 3 0 0 3 3 1 3 0 1 0 3 R e p o rts R ip a ria n M M P F ig 3 R ip a ria n M itig a tio n a n d E n h a n c e m e n t O v e rv ie w M a p m x d Moller Ranch Residential Development Project (MRRDP) andTassajaraRoadCulvertReplacementProject (TRCRP) MMP (3313-03) 550 0550275 Feet Aerial Date: 05/10/2010 LEGEND Moller Ranch Residential Development Project (MRRDP) Tassajara Road Culvert Replacement Project (TRCRP) Proposed Moller Ranch Conservation Area Riparian Restoration Area Riparian Enhancement Area Riparian Mitigation Area (3.85 ac)* Moller Ranch Residential Development Project (1.63 ac) Tassajara Road Culvert Replacement Project (2.22 ac) Comprises 3.63 ac of required riparian mitigation and 0.22 ac of riparian plantings included as contingency Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 13 H. T. Harvey & Associates 24 September 2014 These goals will be achieved by installing and maintaining cattle exclusion fencing and by controlling noxious weeds during a 5 year vegetation maintenance period (H. T. Harvey & Associates 2014). No active revegetation is proposed in the Riparian Enhancement Area because slope steepness and/or soil chemistry salinity and boron concentrations) are not suitable for woody riparian revegetation (Appendix A). However, cattle exclusion will quickly lead to greater herbaceous vegetation cover and height compared to the current condition and may also result in the gradual, long-term establishment of woody riparian habitat patches via natural recruitment. Moreover, cattle exclusion will eliminate trampling within the creek bed and banks and reduce fecal matter inputs to the creek. These improvements are intended to decrease soil erosion and improve creek water quality. 3.3 Riparian Mitigation-Site Selection The Riparian Restoration Area was selected to be located as close to the riparian habitat impacts as possible. H. T. Harvey & Associates’ restoration ecologists conducted a detailed field investigation of soils, hydrology, and vegetation to determine specific locations suitable for woody riparian revegetation (e.g. for the Riparian Mitigation Areas) within the Riparian Restoration Area. Soils in the vicinity of the Riparian Restoration Area can have elevated salinity and boron; a condition that reduces plant vigor and growth, and could preclude woody riparian vegetation establishment in extreme cases (H. T. Harvey & Associates 2014). Therefore, H. T. Harvey & Associates sampled soil in existing (reference) valley oak and willow habitat along Moller Creek, reviewed performance of willow and oak trees planted in boron laden or saline soils from other riparian mitigation projects in the area, and reviewed salinity and boron tolerance limits in the literature to establish soil chemistry criteria for the specific plant associations within the Riparian Mitigation Areas. The methods and results of this study are provided in Appendix A; key results are presented below. Based on our investigation, three target plant associations were identified as suitable for riparian mitigation: willow, valley oak and scrub/oak. These associations were identified based on soil chemistry, landscape position, and vegetation/hydrology; and then mapped with a mapping grade Trimble GPS unit. Together, these plant associations provide sufficient acreage to meet the goal of providing no less than 3.63 ac of riparian mitigation. The following criteria were used to select Riparian Mitigation Area plant associations (Appendix A): Willow Plant Associations Boron less than 3.0 parts per million (ppm) and salinity less than 3.0 parts per thousand (ppt). Landscape position characterized by floodplain terraces near the creek channel bottom and ponded areas downstream of head cuts. Vegetated with predominantly obligate wetland species (e.g., yerba mansa, spikerush, cattail [Typha sp]). Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 14 H. T. Harvey & Associates 24 September 2014 Valley Oak Plant Associations Boron less than 1.5 ppm and salinity less than 2.0 ppt. Landscape position characterized by floodplain terraces approximately 3-5 ft above the channel and creek bank slopes. Vegetated with, predominantly, facultative or upland grasses and forbs (e.g., foxtail [Hordium murinum], coastal heron’s bill (Erodium cicutarium) and bearded ryegrass [Elymus triticoides]). Scrub/Oak Plant Associations Boron less than 1.5 ppm and salinity less than 2.0 ppt. Located within approximately 20 ft of the top-of-bank. Vegetated with, upland grasses and forbs (e.g., foxtail, coastal heron’s bill, and wild oats [Avena fatua]. 3.4 Existing and Proposed Riparian Restoration Area Functions and Values These sections present existing conditions in the proposed Riparian Restoration Area and describe how riparian mitigation and enhancement will affect hydrology, soils, vegetation, wildlife and land use. 3.4.1 Hydrology/Topography Moller Creek is tributary to Tassajara Creek within the Alameda Creek watershed. Moller Creek is incised and shows evidence of flashy winter flows, including eroded cut banks and high wrack lines. The creek supports a mosaic of wetlands and pools scattered throughout the length of the drainage. The pools range in depth from approximately 0.5 ft to 3 ft or more. Aside from a small number of perennial pools, Moller Creek does not retain notable amounts of standing or flowing water in summer months. Water quality in Moller Creek is currently degraded by cattle grazing which increases streambed and bank erosion, sediment loads, nutrient levels, and fecal coliform counts. Head and bank cuts along the Riparian Restoration Area further degrade water quality. Fencing and the establishment of riparian woodland habitat will improve Moller Creek water quality by excluding cattle and helping to stabilize head and bank cuts Appendix B). Cessation of grazing will increase vegetation cover on creek banks, leading to increased filtration of sediment and pollutants from lateral sources. ENGEO assessed water requirements of the proposed Riparian Mitigation Areas. Following an initial 3 year vegetation establishment period in which plantings will receive supplemental irrigation, Moller Creek groundwater and seeps will be sufficient to support the proposed willow association plantings. Rain water will be sufficient to sustain the valley oak and scrub/oak plant associations (Appendix B). In addition to modeled rainfall and groundwater flows assessed by ENGEO, sub-drains will deliver nuisance flows to the Riparian Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 15 H. T. Harvey & Associates 24 September 2014 Restoration Area (ENGEO 2013). As a result, flows from sub-drains will likely benefit riparian mitigation plantings, especially during summer months. 3.4.2 Soils The United States Department of Agriculture National Resource Conservation Service (USDA/NRCS) classifies soils in the Riparian Restoration Area as Pescadero clay loam (poorly drained). Soil sampling in the Riparian Mitigation Areas determined that soil texture ranged from sandy loam to clay in areas suitable for willow revegetation (Appendix A). Soil texture in the oak and scrub/oak target revegetation areas were generally sandy loam or sandy clay loam. Targeted soil sampling by H. T. Harvey & Associates in the Riparian Restoration Area found that soil salinity and boron were generally low along the top-of-bank and on elevated terraces within Moller Creek. Scrub/ oak and valley oak plant associations (respectively) are proposed in these areas. Areas proposed for willow restoration generally had higher salinity and boron. Potential mitigation areas with salinity or boron values exceeding the tolerance limits determined from reference site and literature review were excluded from the mitigation plan. Table 4 summarizes the boron and salinity of soils in the riparian references sites relative to proposed and excluded Riparian Mitigation Areas by target plant association. Table 4. Summary of Soil Characteristics in the Riparian Reference and Potential Mitigation Areas Target Plant Association Soil Variable Soil Sample Location Approximate Upper limit based on Reference Sites and Literature Review1 Average (± S.E.) in Proposed Mitigation Planting Area Average (± S.E.) in Area Excluded from Mitigation Planting Willow Salinity (ppt) 3.0 ppt 2.1 ± 0.6 (n = 6) 5.3 ± 1.5 (n = 3) Boron (ppm) 3.0 ppt 2.4 ± 0.5 (n = 6) 5.6 ± 3.1 (n = 3) Valley Oak Salinity (ppt) 2.0 ppt 0.6 ± 0.2 (n = 7) 2.6 ± 1.7 (n = 2) Boron (ppm) 1.5 ppm 0.5 ± 0.1 (n = 7) 2.4 ± 0.8 (n = 2) Oak/ Scrub Salinity (ppt) 2.0 ppt 0.8 ± 0.3 (n = 3) 1.2 (n = 1) Boron (ppm) 1.5 ppm 0.6 ± 0.5 (n = 3) 4.6 (n = 1) 1 See Appendix A 3.4.3 Vegetation General biotic assessments of Moller Ranch, including portions of the proposed Riparian Restoration Area, were conducted in 1993, 2002, and 2006 (Wallace Roberts and Todd 1992, WRA 2002, Haag 2006). Rare plants surveys were conducted in 2003 and 2006 by WRA. In addition, H. T. Harvey & Associates conducted surveys on several dates from October to early December 2011 and in April 2014 to further document biological resources within the Project footprint, including the Riparian Restoration Area. Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 16 H. T. Harvey & Associates 24 September 2014 Currently, the Riparian Restoration Area is nearly devoid of woody vegetation. The Riparian Restoration Area is dominated by non-native grassland habitat interspersed with pockets of seasonally wet areas in the bed of Moller Creek supporting yerba mansa (Anemopsis californica), Mexican rush (Juncus mexicanus), spike rush Eleocharis marcostachya), and saltgrass (Distichlis spicata). In a few places with longer-duration pooling in Moller Creek, cattails and hardstem bulrush (Schoenoplectus acutus) are established in the standing water. Outside of perennially wetted areas, much of the proposed restoration areas are dominated by non-native grassland habitat (e.g., wild oats, soft chess brome, fox tail, rip gut brome and Italian ryegrass) interspersed with non- native forbs (e.g., coastal heron’s bill, black mustard) and native grasses and forbs (e.g., beardless ryegrass, California buttercup [Ranunculus californicus] and annual lupine [Lupinus bicolor]). Riparian mitigation vegetation along Moller Creek will comprise willow, oak and shrubs, similar to the existing oak/willow riparian woodland immediately downstream of the mitigation area. As interconnected mitigation plantings mature, in-fill and expand, a mosaic of native, oak/willow riparian woodland areas will establish interspersed by non-native grassland. The mosaic of revegetated riparian habitat will form a relatively contiguous wooded riparian corridor connected to that of the downstream riparian reference area Figure 3). 3.4.3.1 Special-Status Plant Species Special-status plant species may be present in or immediately adjacent to the Riparian Restoration Area. Protocol-level plant surveys conducted by WRA in 2003 and 2006 observed two plant species ranked as 1B by the California Rare Plant Ranks: San Joaquin spearscale (Atriplex joaquiniana) and Congdon’s tarplant Centromadia parryi ssp. congdonii) within the Moller Ranch Conservation Area. The Moller Ranch & Culvert Replacement Project Final Supplemental Enviornmental Impact Report (hereafter, “EIR”) reports the presence of both species in or near the Riparian Restoration Areas (Haag 2012). These species and their potential to be impacted by riparian mitigation actions are described below. San Joaquin Spearscale. San Joaquin spearscale is an annual herb in the goosefoot family Chenopodiaceae) that blooms from April to October. It is found in alkaline soils in chenopod scrublands, meadows and seeps, playas, and valley and foothill grasslands from 3 to 2740 ft elevation. Surveys performed in 2003 observed 305 individuals of San Joaquin spearscale in “highly alkali wetlands” within the Moller Ranch Project area (Haag 2012; WRA 2003a). Maps in the EIR show San Joaquin spearscale patches occurred in 2003 either in or near the proposed Riparian Restoration Area (Haag 2012). Avoidance and minimization measures (described below) will be sufficient to avoid impacts to San Joaquin spearscale during the installation of the Riparian Restoration Area and Riparian Mitigation Areas. Excluding cattle from the proposed Riparian Enhancement Area may enhance San Joaquin spearscale habitat in alkali wetlands within Moller Creek by reducing disturbance (e.g., trampling). Congdon’s Tarplant. Congdon’s tarplant is an annual herb in the composite family (Asteraceae) that has a variable blooming period extending from June through November. It occurs in valley and foothill grasslands, particularly those with alkaline substrates, and in slumps or disturbed areas where water collects in lower Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 17 H. T. Harvey & Associates 24 September 2014 elevation wetlands below approximately 760 ft. During a 2003 survey, approximately 1,100 Congdon’s tarplant individuals were observed “in alkaline wetlands and adjacent uplands, and in Moller Creek” (Haag 2012). A rare plant survey within the Moller Ranch Property Boundary in 2006, by contrast, found 216 Congdon’s tarplant individuals outside of the proposed Riparian Restoration Area (WRA 2006). If Congdon’s tarplant is currently present in the proposed Riparian Restoration Area, the avoidance and minimization measures (described below) will be sufficient to avoid impacts to Congdon’s tarplant. No other special status plant species are likely to be in the Riparian Restoration Area (H. T. Harvey & Associates 2012a). 3.4.3.2 Invasive Plant Species Black mustard is abundant along the disturbed edges of Moller Creek, particularly in areas near the access road and former developed areas. Black mustard is an invasive forb considered to have a “moderate” impact on native ecosystems (Calflora.org 2014). Black mustard will be controlled in the Riparian Restoration Area to prevent competition with native riparian plantings. No other non-native weeds are currently abundant in the Riparian Restoration Area. This MMP outlines measures to control invasive plants in the Riparian Restoration Area below (see Maintenance Plan Section). 3.4.4 Wildlife General biotic assessments of the Project sites and Moller Ranch Conservation Area, including the Riparian Restoration Area, were conducted in 1992, 2002, and 2006 (Wallace Roberts and Todd 1992, WRA 2002, Haag 2006), and site assessments, focused surveys for the California red-legged frog (Rana draytonii) and California tiger salamander (Ambystoma californiense) were conducted in 2003 (WRA 2003b and c). In addition, H. T. Harvey & Associates wildlife biologists conducted reconnaissance-level wildlife surveys of the Moller/Tassajara Conservation Area in 2011. The purpose of these surveys was to identify the potential of the proposed conservation lands to support state and federally listed species, as well as other special-status species, and to identify potential wildlife conservation opportunities provided by the proposed mitigation lands. Wildlife species commonly found in grassland habitats adjacent to Moller Creek include the western fence lizard (Sceloporus occidentalis), western skink (Eumeces skiltonianus), gopher snake (Pituophis catenifer), and racer Coluber constrictor). Several species of birds use these grassland habitats throughout the year. Western meadowlarks (Sturnella neglecta) may build their nests directly on the ground in these grasslands and seeds produced by annual and perennial grasses provide food for migrating and wintering songbirds, such as lesser goldfinches (Carduelis psaltria) and white-crowned sparrows (Zonotrichia leucophrys). California ground squirrel Spermophilus beecheyi), Botta's pocket gopher (Thomomys bottae), and California vole (Microtus californicus) burrows are scattered throughout the grasslands. These small mammals attract predators such as the red-tailed hawk Buteo jamaicensis), coyote (Canis latrans), and American badger (Taxidea taxus). Moller Creek provides habitat Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 18 H. T. Harvey & Associates 24 September 2014 for amphibians such as the Sierran chorus frog (Pseudacris regilla) and several fish species as well as special status species (described below). Decades of livestock grazing has degraded wildlife habitat quality by reducing diversity in vegetation structure and composition in grassland habitat in the Riparian Restoration Area. Installation of cattle exclusion fencing around the Riparian Restoration Area will enhance conditions for wildlife by allowing vegetation to re- establish. In addition, the proposed riparian plantings will restore a mosaic of high-quality riparian habitat along Moller Creek, increasing habitat quality for a variety of wildlife species. Riparian habitats in California, with their high structural and vegetation diversity and presence of moisture through much of the year, often support exceptionally rich animal communities and contribute disproportionately to landscape-level plant and animal diversity. However, this habitat type currently makes up only a tiny fraction of Moller Creek and the ephemeral drainages that feed it lack any woody riparian vegetation. Therefore, the restoration of riparian canopy will enhance the value of Moller Creek for wildlife. 3.4.4.1 Special-Status Wildlife Species Numerous special-status species are likely to occur on or immediately adjacent to the Riparian Restoration Area. California species of special concern, such as the golden eagle (Aquila chrysaetos), northern harrier (Circus cyaneus), burrowing owl (Athene cunicularia), loggerhead shrike (Lanius ludovicianus), and American badger, as well as the state fully-protected white-tailed kite (Elanus leucurus), may breed and/or forage in the uplands adjacent to Moller Creek. Moller Creek also provides suitable aquatic habitat for the western pond turtle Actinemys marmorata), a California species of special concern, and the surrounding uplands provide nesting and dispersal habitat for this species. In addition, the Riparian Restoration Area provides habitat for three federal and/or state listed species, the California red-legged frog, California tiger salamander, and the San Joaquin kit fox (Vulpes macrotis mutica). California Red-legged Frog. The California red-legged frog was listed as threatened throughout its entire range by the USFWS on 23 May 1996 (USFWS 1996). A recovery plan addressing the California red-legged frog was approved on 28 May 2002 (USFWS 2002), and revised critical habitat was designated on 17 March 2010 (USFWS 2010). The Project, including the Riparian Restoration Area, fall within California red-legged frog critical habitat unit CCS 2. California red-legged frogs have been recorded in Moller Creek within the proposed Riparian Restoration Area (CNDDB 2014) and the deepest in-channel pools represent suitable breeding habitat for the species. The remaining portions of the creek provide suitable non-breeding aquatic habitat. In addition, the uplands adjacent to the creek provide suitable dispersal and refugial habitat for this species. California Tiger Salamander. The USFWS listed the California tiger salamander as threatened throughout its range in 2004 (USFWS 2004). Critical habitat for the species was designated in 2005 (USFWS 2005). The Project is not within designated critical habitat for this species. The California tiger salamander was listed as threatened under the California Endangered Species Act (CESA) in 2010. California tiger salamanders are Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 19 H. T. Harvey & Associates 24 September 2014 known to occur in the vicinity of the Moller Ranch Project and to breed in ponds within dispersal distance of the Riparian Restoration Area (H. T. Harvey & Associates 2012b, CNDDB 2014). Upland habitat throughout the Riparian Restoration Area currently provides suitable dispersal and dry season refugia (e.g., ground squirrel [Spermophilus beecheyi] burrows] for this species. San Joaquin Kit Fox. The San Joaquin kit fox was listed as endangered by the U.S. Department of the Interior in 1967 (USFWS 1967) and was listed as threatened by the State of California in 1971. The Project sites are located on the extreme northwestern edge of the current range of the kit fox, and extensive surveys of lands to the east and west of the Project sites have failed to find any positive indication of occupancy by kit foxes (H. T. Harvey & Associates 2007). Nevertheless, the San Joaquin kit fox is predicted to occur on the Project sites and in surrounding areas by the East Alameda County Conservation Strategy (EACCS) habitat model for the species (ICF Jones & Stokes 2010). The Project sites and surrounding lands, including the Riparian Restoration Area, offer moderately suitable habitat for kit foxes; the heavy clay soil characteristic of the area is difficult for these animals to dig burrows into, and populations of coyotes (Canis latrans), a natural predator of kit foxes, are high in the area. The Riparian Restoration Area offers suitable foraging habitat for dispersing or commuting individuals, as they are contiguous with large areas of annual grasslands that fall within the range of the species. However, the lack of recent records in the general vicinity suggests that the probability of San Joaquin kit fox utilizing the Riparian Restoration Area is extremely low. Special-status species expected to occur in the Riparian Restoration Area described in more detail in the Moller Ranch Biological Resources Update Report (H. T. Harvey & Associates 2012a) and the Moller Ranch/Moller Creek Culvert Replacement Project Final Supplemental Environmental Impact Report (Haag 2012). Species listed under the Federal Endangered Species Act (FESA) and the California Endangered Species Act (CESA), including the California tiger salamander, California red-legged frog, and San Joaquin kit fox, are described in additional detail in the Biological Assessment and Incidental Take Permit application prepared for the Moller Ranch Project (H. T. Harvey & Associates 2012b-c) and the Biological Assessment and Incidental Take Permit application prepared for the Tassajara Road Culvert Replacement Project (H. T. Harvey & Associates 2012d- e). 3.4.5 Riparian Restoration Area Land Use Historically, cattle grazing was the sole land use on the Riparian Restoration Area. Decades of continuous cattle grazing has degraded the restoration area by decreasing wetland vegetation cover, limiting the growth and establishment of certain woody and herbaceous plant species, eroding creek banks, and incising the creek channel bed. This MMP proposes to exclude cattle from the riparian restoration area. The Moller Ranch Residential Development and the proposed Moller Ranch Conservation Area will border the riparian restoration area following implementation of the Project (Figure 3). The Moller Ranch Residential Development will be a mixed use housing development. Cattle grazing will continue in the Moller Ranch Conservation Area (H. T. Harvey & Associates 2014b) Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 20 H. T. Harvey & Associates 24 September 2014 3.5 Mitigation Swales/Channels- Basis of Design Permanent drainage channel impacts will be mitigated via a combination of Mitigation Swales/Channels located on-site), on-site riparian habitat enhancement along Moller Creek (described above), on-site channel preservation, and off-site riparian habitat enhancement at the Cayetano Creek Preserve. This section summarizes the basis of design for the Mitigation Swales/Channels. The on-site channel preservation is described in the Moller Ranch Conservation Area and Tassajara Road Project Conservation Area Habitat Mitigation and Management Plan (H. T. Harvey & Associates. 2014b) and the off-site riparian habitat enhancement is presented in the Mitigation & Monitoring Plan for the Cayetano Creek Preserve (Olberding Environmental, Inc. 2014). The Moller Ranch Project will construct approximately 7,966 ln ft of Mitigation Swales/Channels. ENGEO prepared the conceptual design for the created channels which is included herein as Appendix C. The goal of the on-site created channel mitigation is to convey runoff from undeveloped lands (upslope of the proposed Moller Ranch Project) around the Moller Ranch Project perimeter to Moller Creek via stable, earthen channels. Therefore, these channels located around the periphery of the proposed residential development and associated roadway infrastructure. The flow regime within the created channels will be ephemeral/intermittent, similar to the existing condition. Moreover, the created channels will provide ecological functions similar to the existing drainages to be impacted. These functions will include: flood water conveyance to Moller Creek in dynamically stable, primarily earthen channels; erosion control and associated protection of topsoil, groundwater levels, and downstream water quality, and; dense cover of non-native grassland habitat that will assist with erosion control and provide wildlife habitat for common non-native grassland species. Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 21 H. T. Harvey & Associates 24 September 2014 Section 4.0 Implementation Plan 4.1 Riparian Mitigation and Riparian Enhancement The following section presents the implementation plan for the Project’s riparian mitigation and riparian enhancement. The general layout of these restoration areas is shown in Figure 3. Riparian mitigation and enhancement implementation will comprise of the following actions: Invasive Plant Species Control. Without control, invasive species may compete with native riparian plantings, reduce species diversity, and degrade the quality of the Riparian Restoration Area. Therefore, all invasive plant species rated by the California Invasive Plant Council as having a moderate” or “high” impact on native ecosystems shall be controlled in the Riparian Restoration Area. Currently, numerous patches of black mustard are present throughout the Riparian Restoration Area, particularly in disturbed areas on creek bank slopes and along the top-of-bank where infrastructure has been removed. Install Cattle Exclusion Fencing. Cattle fencing typical of the region will be installed to protect the Riparian Restoration Area from cattle grazing. The conceptual fencing plan is provided in Section 4.3. Provide Irrigation. The planted riparian trees and shrubs will be manually irrigated during a three year establishment period, or until adequately established, as described in section 4.4. Install Mitigation Plantings. Mitigation plantings will be installed per the conceptual planting plan in Section 4.5. 4.1.1 Avoidance and Minimization Measures Riparian restoration actions will employ a number of avoidance and minimization measures to reduce impacts on special-status plant and animal species. A qualified wildlife biologist will determine which of the measures referenced below are applicable to the restoration project at the time of construction. This includes all of the Generalized Avoidance and Minimization Measure to Reduce Effects on Focal Species as described in Table 3-2 of the EACCS, Species-Specific Avoidance and Minimization Measures described in Table 3-3 of the EACCS, avoidance and minimization measures stipulated by the Biological Opinion, and avoidance and minimization measures stipulated in the 2012 Moller Ranch/Moller Creek Culvert Replacement Project Final Supplemental Environmental Impact Report (Haag 2012). These measures are provided in detail in Appendix C and include: Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 22 H. T. Harvey & Associates 24 September 2014 Pre-construction surveys by a qualified biologist for special-status plants and animals that may occur within the riparian mitigation areas prior to cattle exclusion fence installation and mitigation planting Construction monitoring by a qualified biologist during fence installation and mitigation plant installation A worker education program given by a qualified biologist to the revegetation construction crew prior to the start of work. 4.1.2 Conceptual Fencing Plan Fencing typical of the region will be installed to exclude cattle from the Riparian Restoration Area. The proposed fencing alignment is shown in Figure 4. Gates will be installed to allow access to the Riparian Restoration Area for site maintenance in locations to be determined in collaboration with the land owner Moller RE Investors, LLC) and the long-term land manager (the Trust). Following attainment of the final success criteria in this MMP, fencing will be maintained in perpetuity by the Trust. 4.1.3 Conceptual Irrigation Plan All planted riparian trees and shrubs will be manually irrigated for 3 growing seasons, or until adequately established, as determined by the monitoring restoration ecologist. 4.1.4 Conceptual Planting Plan Figure 4 shows the approximate plan view layout of the Riparian Mitigation Area plant associations. Figure 5 shows the distribution of the Riparian Mitigation Area plant associations relative to a typical cross section of Moller Creek within the Riparian Restoration Area. This layout is approximate and may be modified based on site conditions at the time of construction. The planting layout is intended to establish plant associations in locations with appropriate soil chemistry, landscape position/slope (slopes 2H:1V), and suitable hydrology described above). The planting plan was laid out to facilitate connectivity between the Riparian Mitigation Areas and existing downstream riparian habitat. The Riparian Mitigation Areas will be revegetated with the following three plant associations: Willow Plant Association on low floodplains with perennial soil moisture close to the surface Valley Oak Plant Association on drier floodplains and slopes Scrub/ Oak Plant Association along the top-of-bank 4.1.4.1 Plant Palette Rationale Soil moisture in the Riparian Mitigation Areas decreases with elevation gain from the channel (where soil moisture is higher) to above the top-of-bank (where soil moisture is lower) (Figure 5). Therefore, the planting plan distributes increasingly drought tolerant plant associations from low to high elevations within the Riparian Mitigation Areas. Some species were included in more than one plant association because soil MM oo llll ee rr CC rr ee ee kk Match line Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community Figure 4: Riparian Mitigation Conceptual Planting Layout Map and Cattle Exclusion Fencing Plan September 2014 N: P r o je c ts 3 3 0 0 3 3 1 3 0 1 0 3 R e p o rts R ip a ria n M M P F ig 4 R ip a ria n M itig a tio n C o n c e p tu a l P la n tin g L a y o u t M a p m x d Moller Ranch Residential Development Project (MRRDP) andTassajaraRoadCulvertReplacementProject (TRCRP) MMP (3313-03) PG&EStation ExistingRanchImprovementstoRemain RangeManagementHomeSite MMoolllleerr CCrreeeekk Matc hl ine Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community 200 0200100 Feet 200 0200100 Feet Source: Esri, DigitalGlobe, GeoEye, i-cubed, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community 0 1000500 Feet Legend Moller Ranch Residential Development Project (MRRDP) Thalweg Cattle Exclusion Fence Riparian Restoration Area Riparian Enhancement Area Riparian Mitigation Area Plant Association Scrub/Oak (1.80 ac) Valley Oak (1.81 ac) Willow (0.24 ac) Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 25 H. T. Harvey & Associates 24 September 2014 moisture levels overlap between neighboring plant associations (e.g., a small percentage of red willows are included in the valley oak plant association because minor portions of some oak terraces are low/moist enough for red willows). The dominant plant species in each association were chosen to mimic the composition of the riparian habitat located immediately downstream of the proposed Riparian Restoration Area along Moller Creek. However, native species diversity is probably lower than historic conditions in the reference reach because of anthropogenic influences. Therefore, we selected additional species typical of riparian habitats in the Tassajara Creek watershed to increase native species diversity in each plant association. 4.1.4.2 Willow, Valley Oak and Scrub/Oak Plant Palette and Spacing Willow plant association and valley oak plant association plantings will be installed per the on-center spacing described below. Trees will be installed per the on-center spacing to cover the entirety of their respective plant association areas. However, shrubs will be installed in dense multi-species “planting clusters” per the on-center spacing prescribed below; shrub planting clusters will occupy approximately 50% of the valley oak and scrub/oak plant association planting areas. Planting clusters are intended to form relatively dense, weed resistant patches of understory riparian vegetation over the 10-year monitoring period. Shrub planting clusters are also intended to facilitate moisture retention in this relatively xeric landscape. The plant spacing and planting cluster layout equates to approximately 8 ft on-center triangular spacing across the Riparian Mitigation Areas, or approximately 780 plants/acre. Tables 5, 6, and 7 provide the plant species palettes for the riparian mitigation willow, valley oak and scrub/oak plant associations. Table 5. Willow Plant Association Common Name Scientific Name Percent Composition On-Center Spacing (ft)1 Propagule Type/ Container Size2 Quantity Fremont cottonwood Populus fremontii 10 10 treepot 4 12 Red willow Salix laevigata 50 8 cuttings 94 Arroyo willow Salix laseolepis 40 8 cuttings 75 Total 100 181 1 On-center spacing refers to the triangular spacing within the willow plant association area. 2 treepot = 4 inch by 4 inch square by 14 inch long planting container; cuttings = 3-4 ft long by 3/4 – 2 inch diameter live stakes Table 6. Valley Oak Plant Association Common Name Scientific Name Percent Composition On-Center Spacing (ft) 1 Propagule Type/ Container Size2 Quantity Trees Box elder Acer negundo 15 14 treepot 4 69 California buckeye Aesculus californica 15 10 treepot 4 136 Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 26 H. T. Harvey & Associates 24 September 2014 Common Name Scientific Name Percent Composition On-Center Spacing (ft) 1 Propagule Type/ Container Size2 Quantity Valley oak Quercus lobata 60 16 treepot 4 213 Red willow Salix laevigata 10 10 cuttings 91 Tree Total 100 509 Shrubs/Perennial Forbs Mugwort Artemisia douglasiana 5 6 deepot 50 Mexican whorled milkweed Asclepias fascicularis 10 6 deepot 101 Big saltbush Atriplex lentiformis 15 6 deepot 151 Coyote brush Baccharis pilularis 20 6 deepot 201 Goldenrod Euthamia occidentalis 5 6 deepot 50 Bush lupine Lupinus albifrons 10 6 deepot 101 California rose Rosa california 15 6 deepot 151 Blue elderberry Sambucus nigra 20 8 deepot 91 Shrubs/Perennial Forbs Total 100 896 Total 1405 1 On-center spacing refers to the triangular spacing within the valley oak plant association area for trees and within planting clusters for shrubs/perennial forbs. Planting clusters will cover approximately 50% of the valley oak plant association area. 2 treepot = 4 inch by 4 inch square by 14 inch long planting container; depot = 2.5 inch diameter by 10 inch long planting container; cuttings = 3-4 ft long by 3/4 – 2 inch diameter live stakes Table 7. Shrub/ Oak Plant Association Common Name Scientific Name Percent Composition On-Center Spacing (ft) 1 Container Size2 Quantity Trees Coast live oak Quercus agrifolia 30 25 treepot 4 43 Valley oak Quercus lobata 70 25 treepot 4 101 Tree Total 100 144 Shrubs California sage brush Artemisia californica 10 6 deepot 118 Big saltbush Atriplex lentiformis 10 6 deepot 118 Coyote brush Baccharis pilularis 25 5 deepot 107 Toyon Heteromeles arbutifolia 5 8 deepot 447 Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 27 H. T. Harvey & Associates 24 September 2014 Common Name Scientific Name Percent Composition On-Center Spacing (ft) 1 Container Size2 Quantity Deerweed Lotus scoparius 5 5 deepot 31 Bush lupine Lupinus albifrons 10 6 deepot 83 Holly leaf cherry Prunus ilicifolia 5 8 deepot 121 Coffeeberry Rhamnus californica 10 6 deepot 28 California rose Rosa californica 10 6 deepot 118 Black sage Salvia mellifera 10 6 deepot 118 Shrub Total 100 1289 Total 1433 1 On-center spacing refers to the triangular spacing within the shrub/oak plant association area for trees and within planting clusters for shrubs. Planting clusters will cover approximately 50% of the shrub/oak plant association area. 2 treepot = 4 inch by 4 inch square by 14 inch long planting container; depot = 2.5 inch diameter by 10 inch long planting container. 4.1.4.3 Source of Propagules All propagules for container stock and willow cuttings will be obtained from populations originating within the Tassajara Creek Watershed to help ensure the plant material is adapted to the climatic conditions of the mitigation site. Plant propagules will be derived from as close to the mitigation site as feasible in sites with similar soils and elevations. If adequate propagules are unavailable from the Tassajara Creek Watershed, then they will originate from the Alameda Creek Watershed from areas that exhibit similar environmental conditions to those found at the mitigation site. 4.1.5 Planting Installation Methods 4.1.5.1 Container Stock. Riparian trees and shrubs and forbs will be installed between October 1 and December 31, after the onset of the winter rains. Planting holes for tree and shrub container stock will be 1 ft in diameter by 2 ft deep. Forb species (i.e., Mexican whorled milkweed and goldenrod) will be installed in holes that are 4-6 inches wide and at least equal to the depth of the container. All rocks greater than 3 inches in diameter will be removed from the excavated soils. The sides of the holes will be scarified to eliminate glazing. All plants will be installed so that their root crowns are at or slightly above (up to ½ inch) grade following soil settlement that may occur after initial irrigation. All plants will also be installed so their root crowns are at the highest position within the irrigation basin. This will minimize standing water at the root crown and reduce the potential for root disease. The holes will be backfilled around the rootball with amended site soil (see below soil amendment section) and lightly compacted to remove air voids and provide good root to soil contact. 4.1.5.2 Irrigation basin and wood chip mulch installation. Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 28 H. T. Harvey & Associates 24 September 2014 A 2 to 3-ft diameter irrigation basin with a 4-inch high, 4-inch wide earthen berm will be constructed around each tree and shrub. The basin will help conserve water use by each plant and will be kept weed free during the 3-yr plant establishment period to reduce plant competition. A 3-inch thick layer of coarse wood chip mulch will be spread throughout the bottom of each irrigation basin. Mulch will be derived from wood chips and will be free of salt, leaves, soil clods, sticks, rocks, weeds, or weed seeds. Wood chips used for mulch will be derived from material and locations that are free of sudden oak death infestation. Willow Cuttings Willow cuttings that are approximately 3-4 ft long and 3/4 inch-2 inch diameter will be harvested from existing willows along Moller Creek or Tassajara Creek. Cuttings will be harvested over the period December through February after the trees have dropped their leaves. Cuttings will be harvested from numerous trees to obtain a diversity of genetic material and no more than 10% of the canopy will be impacted by cutting. The cuttings will be transported and stored in fresh water and installed within 48 hours of harvest. Cuttings will be installed so that the lower 3/4 (2-3 ft) of the cutting is buried. Pilot holes will be drilled in the soil for each cutting and the soil will be compacted firmly around the cutting to eliminate voids between the soil and cutting. Cuttings will not be driven into the ground using a hammer or mallet. Irrigation basin and rice straw mulch installation. A ~2-ft diameter irrigation basin will be constructed around each cutting, and the irrigation basins will be surrounded by 4-inch high, 4-inch wide berms. A 3-inch thick layer of rice straw will be spread within the bottom of each irrigation basin to reduce weed competition and conserve moisture. 4.1.5.3 Planting Hole Soil Amendments Oak and shrub/oak planting area soils had low soil organic matter relative to reference sites (Appendix A). Therefore, a composted organic matter amendment will be thoroughly mixed into the backfill of individual planting holes to a depth of 12 inches. Table 8 describes the type and quantity of amendment to be used. Two cups of native soil collected from directly beneath the leaf litter layer of valley oak trees free of sudden oak death will be mixed into the soil backfill of each planted valley oak and coast live oak tree. This will inoculate the root zone with beneficial mycorrhizae. Mycorrhizae are symbiotic fungi that, among other functions, help oak trees tolerate drought conditions. Aerial photos show that riparian habitat has not been present within the proposed riparian mitigation areas in recent decades. Therefore mycorrhizae are not likely to be present without inoculation. Native soil for inoculation will be collected from the existing valley oak riparian habitat along Moller Creek. Table 8. Planting Hole Soil Amendment Amendment Amount Per Planting Hole by Volume composted organic matter 1 part compost : 5 parts soils backfill Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 29 H. T. Harvey & Associates 24 September 2014 4.2 Created Mitigation Swales/Channels 4.2.1 Earthwork Appendix C provides the conceptual grading plan for the Created Mitigation Swales/Channels. 4.2.2 Surface Soil Preparation Surface soils will be prepared during finish grading to facilitate herbaceous vegetation establishment. The relative compaction within the upper 1 vertical ft of the surface soil profile across the created swale and channel cross-sections will be 90%. Moreover, the upper 1 vertical ft of the soil profile will meet the following soil horticultural criteria: average percent organic matter = 3-6% (dry weight organic matter/dry weight soil); average salinity 1.5 ppt (saturation extract method); average boron concentration 1.5 ppm (saturation extract method; dry weight basis); average pH = 5.0-8.0, and; calcium: magnesium ratio 2:1. The monitoring restoration ecologist will sample and test the surface soil for these constituents and make feasible soil salvage/replacement or amendment recommendations to the project engineer to ensure these criteria are met. 4.2.3 Revegetation The Mitigation Swales/Channels will be hydroseeded with the seed mix and application rates provided in Table 9. Seed should originate from San Francisco Bay Area ecotypes. Hydroseed will be applied in a one- step process prior to installation of erosion control fabric. The one-step hydroseed application will consist of wood fiber (700 lbs/acre), non-asphaltic tackifier (120 lbs/acre), and seed. Table 9. Mitigation Swale/Channel Hydroseed Mix1 Common Name Scientific Name Seeding Rate three-week fescue Festuca microstachys 10 lbs/ac pure live seed meadow barley var-Salt Hordeum brachyantherum 20 lbs/ac pure live seed California brome Bromus californicus 20 lbs/ac pure live seed blue wild rye Elymus glaucus 10 lbs/ac pure live seed arroyo lupine Lupinus succulentus 6 lbs/ac pure live seed California poppy Eschscholzia californica 2 lbs/ac pure live seed 1Note- This hydroseed mix supersedes that shown in Appendix C (Table 3). Coyote brush and coast live oak will be installed from container stock along the created swales/channels in accordance with Table 10. These plants will be installed using the same Container Stock and Irrigation Basin/Wood Chip Mulch methods presented above in Section 4.1.5 (Plant Installation Methods). Container stock will originate from propagules collected within the Tassajara Creek Watershed to help ensure the plant Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 30 H. T. Harvey & Associates 24 September 2014 material is adapted to the climatic conditions of the mitigation site. Plant propagules will be derived from as close to the mitigation site as feasible in sites with similar soils and elevations. If adequate propagules are unavailable from the Tassajara Creek Watershed, then they will originate from the Alameda Creek Watershed from areas that exhibit similar environmental conditions to those found at the mitigation site. Table 10. Created Mitigation Swale/Channel Container Plant Palette1 Creates Swales/Channels Common Name Scientific Name Average On-center Spacing (ft) Layout Concept Container Size2 A,B,Upper D, E, F, G, H, I, J, K, L coyote brush Baccharis pilularis 20 Located on both sides of swale banks with spacing varying from 10-30 ft between individuals along the swale profile to achieve a natural configuration with an average spacing of 20 ft. deepot Lower D coast live oak Quercus agrifolia 50 Located on the north facing slope of the swale/channel with spacing varying from 30-70 ft between individuals along the swale profile to achieve a natural configuration with an average spacing of 50 ft. treepot 4 coyote brush Baccharis pilularis 8 Located on both sides of swale banks with spacing varying from 6-10 ft between individuals to achieve the average spacing of 8 ft. deepot C, M, N coyote brush Baccharis pilularis 8 Located on both sides of swale banks with spacing varying from 6-10 ft between individuals to achieve the average spacing of 8 ft. deepot 1Note- This planting plan supersedes that shown in Appendix C (Table 3). 2 treepot = 4 inch by 4 inch square by 14 inch long planting container; depot = 2.5 inch diameter by 10 inch long planting container. Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 31 H. T. Harvey & Associates 24 September 2014 4.3 Schedule The riparian mitigation plantings will be installed during the same year as the Culvert Replacement Project impacts. The approximate schedule implementing the riparian mitigation and enhancement measures is detailed in Table 11. Table 11. Riparian Mitigation Approximate Implementation Schedule Activity Schedule Invasive species control March – April Install cattle exclusion fencing Prior to Riparian plant installation Riparian plant installation October – January; after the onset of the rainy season Invasive species control plantings October – January; after the onset of the rainy season The Mitigation Swales/Channels will be constructed during the same year as the mass grading for the residential development. Table 12 provides the schedule for implementation of this work. Table 12. Mitigation Swales/Channels- Approximate Implementation Schedule Activity Schedule earthwork Anytime in dry season- 15 April – 15 October hydroseeding September- October container plant installation October – January; after the onset of the rainy season Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 32 H. T. Harvey & Associates 24 September 2014 Section 5.0 Maintenance Plan This section outlines maintenance required in the Riparian Restoration Area and in the Mitigation Swales/Channels. The planted trees and shrubs will require maintenance during the first 5 years following installation (i.e., during the plant establishment period) to increase the likelihood they will successfully establish and become self-sustaining. Maintenance will include dead plant replacement, irrigation, mulch replenishment, and weed control. If performance criteria are met (see Monitoring Plan section), then plant replacement and irrigation will cease after 3 years. Weed control activities will be conducted for 5 years. Monitoring data (as outlined by requirements discussed in the Monitoring Plan section below) collected by a qualified ecologist will be used to evaluate the success of the Riparian Mitigation Areas and Mitigation Swales/Channels. Monitoring results will be used to guide maintenance and help ensure the goals of this MMP are achieved. 5.1 Maintenance Activities 5.1.1 Dead Plant Replacement All dead tree and shrub plantings will be replaced in the first 2 years. Moreover all dead tree and shrub plantings will be replaced in Year-3, if the percent survival falls below 80% in Year-3. This will facilitate rapid establishment of the target habitat. Survival rates of the installed plants will be assessed to determine which, if any, of the plantings require replacement (see Monitoring Plan section below). Species which are well-suited to the site as reflected in their health and vigor will be used to replace dead plants at the discretion of the monitoring restoration ecologist (see Monitoring Plan and Success Criteria Section below). Replacement plants will be field tagged with the date they were installed to facilitate measurement of the percent survival of the initially installed plants (see the Monitoring Plan Section below). 5.1.2 Irrigation The planted riparian tree and shrub seedlings will be manually irrigated during the first 3 years or until adequately established, as determined by the monitoring restoration ecologist. Irrigation water will be supplied to the site via a water truck. Each plant’s irrigation basin will be hose watered with each irrigation event providing sufficient water (~10 gallons/plant) to encourage vigorous root growth deep into the soil profile. Appropriate flow rates will be used such that water delivery does not cause soil erosion. The site will not be spray or sprinkler irrigated to avoid amplifying weed growth between the irrigation basins. Plants will be irrigated with adequate frequency to avoid visible signs of drought stress; the frequency of irrigation will be tailored to the rainfall pattern/quantity each year and the corresponding health and vigor of the plantings. The irrigation frequency will be gradually reduced during this 3 year period to encourage plant acclimation to the site’s natural moisture regime. In Yr-1, the plantings will be irrigated approximately 2 to 3 times/month over the period March through October. The irrigation schedule in Yr-2 will be based on the overall health and vigor of the plants, but should be substantially less (i.e., one to 2 times/month) compared to Yr-1. Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 33 H. T. Harvey & Associates 24 September 2014 Further reduction (zero to one time/month) in watering frequency should occur in Yr-3. The irrigation schedule can be adjusted to reflect seasonal and inter-annual differences in weather patterns to ensure vigorous growth. 5.1.3 Mulch The mulch around each riparian planting will be replenished, as needed, to ensure that a 3-inch deep by 3-ft diameter volume layer of mulch is present around each riparian planting. Willow stakes will also be mulched. Mulch will be replenished throughout the first 5 years after plant installation. 5.1.4 Weed and Invasive Plant Control The following weed and invasive plant control work will occur throughout the first 5 years following plant installation. Riparian Mitigation Areas. All weeds (grasses and forbs) within the Riparian Mitigation Areas will be controlled around and between each installed planting. Control refers to maintaining all weeds to a maximum height of 2 ft throughout the site (via weed whacking). All non-native, woody species will be prohibited from establishing within the Riparian Mitigation Areas. Care will be exercised during weeding to not inflict damage to the stem and roots of the mitigation plantings. Each irrigation basin will be maintained free of weeds by manually removing all weeds that become established. Weeding should occur in the late spring or early summer while the ground is still moist and before the maturation and natural dispersal of weed seeds. Invasion of the Riparian Mitigation Areas by non-native plant species, both herbaceous and woody, is a significant obstacle to native riparian habitat establishment. Therefore, invasive plant species with a moderate” or higher ecosystem impact rating by the California Invasive Plant Council (Cal-IPC) will be actively monitored and controlled. A qualified ecologist will assess the type, distribution and abundance of invasive plant species and, when warranted, recommend effective control measures. The applicant will then be responsible for controlling plant species that could negatively affect site performance. Riparian Enhancement Area and Mitigation Swales/Channels. Invasive, non-native plant species with a moderate” or higher ecosystem impact rating by the Cal-IPC will be controlled within the Riparian Enhancement Area. Control of invasive weeds will likely consist of a combination of mechanical removal e.g., mowing, hand-pulling) and herbicide treatment. Care will be exercised during weeding to not inflict damage to the stem and roots of the coyote brush and coast live oak plantings within the Mitigation Swales/Channels. Also, within the Mitigation Swales/Channels, each container plant irrigation basin will be maintained free of weeds by manually removing all weeds that become established. Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 34 H. T. Harvey & Associates 24 September 2014 5.1.5 Natural Recruitment Native woody plant species which naturally establish in the Riparian Restoration Area will be identified and avoided during weed control activities. 5.1.6 Maintenance Schedule The Riparian Mitigation Areas and Mitigation Swales/Channels will be maintained as described above during the 5-yr plant establishment period (the “maintenance period”). During the first 3 years, maintenance activities will occur approximately 2 times per month during the growing season (March through October), and approximately one time per month from November through February. During Years 4 and 5, maintenance activities will be limited to mulch replenishment and weed control, assuming that performance criteria are met. The frequency of maintenance activities in Years 4 and 5 will be reduced to approximately once every other month. Maintenance activities will be informed by regular maintenance monitoring visits conducted by a restoration ecologist (see “Maintenance Monitoring” section below). 5.1.7 Long-Term Management Long term-management” begins after the Riparian Mitigation Areas and Mitigation Swales/Channels meet the final success criteria described in this MMP. At that time, management of the entire Riparian Restoration Area and all Mitigation Swales/Channels will be transferred to the Trust. The Trust will be responsible for carrying out the long-term management tasks listed in Table 13 in perpetuity. These tasks are necessary to meet the habitat mitigation goals in this MMP. The long-term management tasks in Table 13 will be funded by an endowment established by the Project applicant (Braddock & Logan Services, Inc.). Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 35 H. T. Harvey & Associates 24 September 2014 Table 13. Long-Term Management Tasks Long-Term Management Task Description Applicable Mitigation Area Maintain cattle exclusion fencing Maintain and repair cattle exclusion fencing. Replace cattle exclusion fencing as required based on the life-cycle of the fence. Riparian Restoration Area Control invasive plants that threaten native riparian trees Control invasive plants which can out-compete native riparian trees or prevent native riparian tree for establishing in the Riparian Restoration Area. Examples of invasive plants that should be controlled are eucalyptus trees (e.g. Eucalyptus globulus), acacia trees (e.g., Acacia melanoxylon), tree of heaven (Ailanthus altissima) and giant reed (Arundo donax). Riparian Restoration Area Remove trash and debris Remove trash and anthropogenic debris. Riparian Restoration Area and Mitigation Swales/Channels Communicate with the GHAD Notify the GHAD regarding the timing of these tasks. Respond to notifications of geomorphic stabilization work in the Riparian Restoration Area initiated by the GHAD. Riparian Restoration Area and Mitigation Swales/Channels Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 36 H. T. Harvey & Associates 24 September 2014 Section 6.0 Monitoring Plan and Success Criteria 6.1 Riparian Restoration Goals and Monitoring Plan Overview 6.1.1 Riparian Mitigation Areas The long-term goal of the Riparian Mitigation Areas is to establish at least 3.63 ac of high-quality, tree and shrub dominated riparian habitat. To help ensure this goal is met, 3.85 acres of riparian plantings will be installed and maintained within the proposed 5,473 lf ft Riparian Restoration Area; the planting area is 0.22 acre greater than the minimum mitigation acreage requirement to provide a contingency. At maturity (i.e, 30+ years after installation) the Riparian Mitigation Areas will consist of a moderately dense valley oak and native shrub dominated riparian canopy interspersed with patches of willow trees. The long-term goal of the Riparian Enhancement Area is to decrease soil erosion and improve water quality; a secondary long-term goal is to facilitate the gradual establishment of woody riparian habitat through natural recruitment. This monitoring plan defines the objective, measurable success criteria that will be used to determine if the Riparian Mitigation Areas and the Riparian Enhancement Area are on a trajectory towards meeting the long- term habitat goals. Monitoring data will be collected and compared to stipulated success criteria to evaluate the success of the mitigation. Results from the monitoring program will also provide feedback to inform maintenance to ensure successful habitat establishment. The Riparian Mitigation Areas will be monitored and maintained for 10 years (in Years 1, 2, 3, 4, 6, 8 and 10). The duration monitoring in the Riparian Mitigation Areas is necessary because of the naturally slow growth rate of many of the planted trees and shrubs. The Riparian Enhancement Area will be monitored and maintained for the same duration. 6.1.2 Mitigation Swales/Channels The long-term goal of the Mitigation Swales/Channels is to convey runoff from undeveloped lands (upslope of the proposed Moller Ranch Project) around the Moller Ranch Project perimeter to Moller Creek via stable, earthen channels. The created channels will provide ecological functions similar to the existing ephemeral/intermittent drainages to be impacted. These functions will include flood water conveyance to Moller Creek in dynamically stable, primarily earthen channels that demonstrate geomorphic stability during average rainfall years. The created swales/channels will also provide erosion control, protection of downstream water quality, and provision of a dense cover of non-native grassland habitat that will assist with erosion control and provide wildlife habitat for common grassland animal species. We anticipate that dense grassland vegetation cover will establish rapidly within the first 3 years following construction and that 5 years is an ample duration to determine whether the channels are geomorphically stable during average rainfall years. Therefore, the Mitigation Swales/Channels will be monitoring annually for 5 years to assess performance relative to the below performance and final success criteria. Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 37 H. T. Harvey & Associates 24 September 2014 6.2 Construction Monitoring A restoration ecologist will monitor the timing and extent of Project impacts to riparian habitats with sufficient frequency to determine whether riparian impacts are consistent with those outlined in this document. A restoration ecologist will also monitor the installation of the Riparian Restoration Area (e.g., fence installation, plant installation) and Created Mitigations Swales/Channels with sufficient frequency to document whether the riparian and created swale/channel mitigation measures are installed as described in this plan. Site visit reports will be generated after all inspections. Permanent photo-documentation points will be established to document the Riparian Mitigation Areas and Mitigation Swales/Channels before and after implementation. 6.3 Maintenance Monitoring Site visits will be made once every 3 months, on average, during the maintenance period. Qualitative assessments of the site will be made and reported during these visits. The purpose of monitoring during the growing season is to assess the adequacy of vegetation maintenance and provide maintenance recommendations, as needed, to help achieve the below performance criteria. Assessment of the following factors will be made during maintenance monitoring site visits: Vegetation establishment with special attention paid to areas lacking vegetation Mortality of planted shrubs and trees Plant species composition Irrigation and maintenance of planted trees and shrubs Invasion of the restoration sites by invasive, non-native weeds Erosion that could threaten riparian mitigation success 6.4 Riparian Habitat Performance and Final Success Criteria This section sets forth the performance and final success criteria for the Riparian Mitigation Areas and the Riparian Enhancement Area. Quantitative measurements will be compared to the criteria outlined below to determine the extent to which the Riparian Mitigation Areas is developing riparian functions and values on a trajectory toward meeting the riparian mitigation goals. 6.4.1 Performance Criteria for the Riparian Mitigation Areas Percent Tree and Shrub Survival Performance Standard. The percent survival performance standard is utilized primarily to trigger replanting and guide species adjustments during the plant establishment period. Thus, although the performance standard for trees and shrubs (combined) is 100% in Years 1 and 2 and 80% in Yr-3, if those levels are not met it should not be interpreted as site failure. The Yr-3, 80% performance criterion pertains to the percent survival of the initially installed trees and shrubs (combined). Achieving Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 38 H. T. Harvey & Associates 24 September 2014 100% survival is unlikely on any but the most ideal sites, nevertheless, such a high standard is a useful trigger for aggressive replanting need. Percent survival will be measured by species and all dead plants up to the performance standard will be replaced in-kind unless a restoration ecologist determines that site performance would be enhanced by substitution with another species that exhibits vigorous growth on the site. Performance and success criteria after Yr-3 are based on response variables that measure plant growth and habitat development such as percent cover and plant height. Percent Cover Native Trees and Shrubs. Average percent cover of native riparian tree and shrub species in the Riparian Mitigation Area shall exhibit an increasing trend over time with a positive slope that will attain the final success criterion. Percent Cover Invasive Plant Species. Average percent cover of invasive plant species shall be less than 5% throughout the 10 year monitoring period. Invasive plant species are defined as non-native species with a moderate” or “high” impact invasive by the California Invasive Plant Council. Tree Height. The average height of each tree species installed in the Riparian Mitigation Area shall exhibit an increasing trend over time with a positive slope that will attain the final success criterion. 6.4.2 Final Success Criteria for the Riparian Mitigation Areas Percent Cover Native Trees and Shrubs. The Riparian Mitigation Areas shall have an average percent cover of native woody species of at least 35% in Yr-10, within an area measuring at least 3.63 ac. Percent Cover Invasive Plant Species. Average percent cover of invasive plant species shall be less than 5% in Yr-10, within an area measuring at least 3.63 ac. Tree Height. Table 14 below provides the Yr-10 final success criteria for average height by tree species representative of each of the three plant associations in the Riparian Mitigation Areas. Table 14. Tree Height Final Success Criteria Common Name Scientific Name Tree Height Final Goal (ft) Coast live oak Quercus agrifolia 6 Valley oak Quercus lobata 8 Red willow Salix laevigata 10 Arroyo willow Salix laseolepis 10 Riparian Mitigation Surface Area. At least 3.63 ac of riparian habitat will be restored. This criterion will be achieved in any monitoring year when the average percent cover success criterion is met in an area of 3.63 ac or more. Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 39 H. T. Harvey & Associates 24 September 2014 6.4.3 Performance and Final Success Criteria for the Riparian Restoration Area Cattle Exclusion Fencing. Cattle exclusion fencing shall function to exclude cattle from the Riparian Restoration Area. Percent Cover Invasive Plant Species. Average percent cover of invasive plant species shall be less than 5% in the Riparian Restoration Area throughout the 10 year monitoring period. 6.5 Mitigation Swales/Channels Performance and Final Success Criteria 6.5.1 Swale/Channel Geomorphic Stability Performance and Success Criteria The geomorphic stability performance and final success criteria are presented in Table 15. Table 15. Geomorphic Stability Monitoring Tasks, Performance and Final Success Criteria, and Conceptual Remedial Actions1 Area Monitoring Task Performance Criteria Years 1-4) Final Success Criteria (Year-5) Maintenance Protocol Channel Performance and Longitudinal Profile Monitor evidence of channel bed incision, which includes documenting any knickpoints/headcuts and the initiation and/or growth of gullies The longitudinal profile of the creek system should remain fairly consistent, without excessive scour, erosion or deposition. The longitudinal slope of 1 percent should be maintained between structures. Performance criteria attained for 3 consecutive years. Any significant deviation from the design channel slope should be reported and addressed by maintenance as necessary. Bank Performance Monitor the banks for obvious signs of vertical and horizontal displacements, seepage or erosion caused by high creek levels. Significant displacement, seepage or erosion should not occur along the channel banks. Performance criteria attained for 3 consecutive years. Any excessive slope displacement, seepage or erosion should be reported and addressed by maintenance as necessary. Both an Engineering Geologist and a Geotechnical Engineer should be consulted on significant bank repairs. Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 40 H. T. Harvey & Associates 24 September 2014 Area Monitoring Task Performance Criteria Years 1-4) Final Success Criteria (Year-5) Maintenance Protocol Rock Energy Dissipation Structures Monitor dissipation structures for structural integrity and stability including the extent of any erosion taking place around the edges of the rock aprons, as well as immediately downstream of the rock installations. Structures should remain in the approximate locations and configurations originally constructed. Performance criteria attained for 3 consecutive years. Irregularities should be reported in the monitoring report and repairs coordinated with the Geotechnical engineer. Sediment Movement Monitor evidence of excessive deposition in channel including active channel depth to width ratios. The channel width:depth ratio is to be monitored for changes that could affect the creek function or the structural integrity of the drop structures. Performance criteria attained for 3 consecutive years. Any excessive deposition or erosion in the creek channel causing channel width:depth ration to change by more than 10 percent should be reported and addressed by maintenance as necessary. Both an Engineering Geologist and a Geotechnical Engineer should be consulted on significant channel repairs. Vegetation Obstructions of Flood Flows Creek channel and banks will be monitored for vegetation that could obstruct flood flows. Vegetation does not obstruct flood flows in the creek areas. Vegetation does not obstruct flood flows in the creek areas. Portions of vegetation that are obstructing channel flow should be trimmed or removed as necessary to allow creek function for conveying storm runoff. Debris Accumulation Creek channel and banks will be monitored for flow obstructing trash or debris. Trash or debris does not obstruct flood flow in the creek areas. Trash or debris does not obstruct flood flow in the creek areas. Trash and other undesirable debris obstructing flow should be removed from the creek areas. 1Note-The content of this table was prepared by ENGEO. Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 41 H. T. Harvey & Associates 24 September 2014 6.5.2 Vegetation Criteria Performance Criteria- Percent Tree and Shrub Survival. The coyote brush and coast live oak plantings are an enhancement measure, and are not being installed within the Mitigation Swales/Channels to mitigate the loss of woody riparian habitat. Thus, although the performance standard for trees and shrubs is 100% in Years 1 and 2 and 80% in Yr-3, if those levels are not met it should not be interpreted as site failure. The percent survival performance standard is utilized to trigger replanting and guide species adjustments during the plant establishment period to facilitate establishment of the enhancement plantings. Achieving 100% survival is unlikely on any but the most ideal sites, nevertheless, such a high standard is a useful trigger for aggressive replanting need. Percent survival will be measured by species and all dead plants up to the performance standard will be replaced in-kind unless a restoration ecologist determines that site performance would be enhanced by substitution with another species that exhibits vigorous growth on the site. Performance and final success criteria after Yr-3 are based on percent cover in order to assess plant growth and habitat development. Performance Criteria-Percent Vegetation Cover. The average percent vegetation cover (all species combined) will equal or exceed the following by monitoring year: Year-1: 20% Year-2: 35% Year-3: 50% Year-4: 60% Final Success Criteria-Percent Vegetation Cover. The average percent vegetation cover (all species combined) will be greater than or equal to 70%. 6.6 Mitigation Monitoring Methods 6.6.1 Riparian Mitigation Areas Plant Survival. The survivorship of riparian plant associations will be determined by field counts of all trees and shrubs installed in Years 1, 2 and 3. Percent survival will be calculated by species as follows: Percent Survival of Species A = (number of individuals of species A alive during monitoring period / total number of species A alive at installation) * 100. Plant survival in Year-3 will be measured not only for all plants installed, but also for the plants initially installed. The percent survival (in Year-3) of the initially installed plants will be compared to the 80% performance criterion. Therefore, replacement plants will be field tagged with the date they were installed to facilitate measurement of the percent survival of the initially installed plants. Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 42 H. T. Harvey & Associates 24 September 2014 The percent survival of all planted tree species for the willow, valley oak and shrub/oak riparian plant association areas combined will be calculated and compared to the performance criteria. Percent Cover. Percent cover will be determined for the Riparian Mitigation Areas using the line-intercept method after Bonham (1989); one of the standard, accepted methods in quantitative plant ecology for estimation of percent forest canopy cover. Fixed-length (100 ft), permanent transects will be established and marked with metal T-posts. Random, or stratified random, transect locations will be established in Yr-1. The number of transects will be evaluated on the variability of the site’s vegetative cover, which itself will be determined by evaluating the average cover value obtained over increasing numbers of transects. The number of transects used will be the point where additional samples do not substantially change the average cover value obtained (Kershaw 1973). The average percent cover of native riparian species (by species and for all species combined) will be calculated among the fixed length transects. The results will be compared to the percent cover final success criteria described above Tree Height. The height of all planted trees within a 20 ft band along each monitoring transect will be measured using a measuring tape, telescopic pole, or clinometer. Average tree height will be calculated for each tree species sampled and compared to the tree height final success criterion described above. Health and Vigor. A qualitative assessment of overall tree and shrub health and vigor will be made by considering health-related factors such as leaf color, bud development, new growth, herbivory, drought stress, fungal/insect infestation, and physical damage. Overall health and vigor will be quantified using the numerical and qualitative scale shown in Table 16. Plant health and vigor will be assessed for all trees and shrubs within a 20 ft band along each permanent monitoring transect. Health and vigor for each species will be calculated by averaging the numerical values for each species. Table 16. Plant Health and Vigor Categories Qualitative Value Numerical Value Observations High health and vigor 1-3 67-100% healthy foliage Medium health and vigor 4-6 34-66% healthy foliage Low health and vigor 7-9 zero-33% healthy foliage Photo-documentation. Photographs of the Riparian Mitigation Areas will be taken from fixed locations. Photographs will also be taken to record any event(s) with the potential to significantly affect the success of the mitigation, including flooding, fire, and general vandalism. The fixed photo-documentation locations will be established during construction monitoring. Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 43 H. T. Harvey & Associates 24 September 2014 6.6.2 Riparian Restoration Area Creek Channel Stability. A qualified geomorphologist will visually assess creek channel stability within the Riparian Restoration Area during each monitoring year. The purpose of the assessment will be to identify whether any erosion occurs that would compromise attainment of the final success criteria described above. Cattle Exclusion Fencing. A restoration ecologist will inspect the Cattle Exclusion Fence to verify the fence excludes cattle throughout the Riparian Restoration Area. Invasive Plant Cover. A restoration ecologist will spatially map all “invasive plant patches” within the Riparian Restoration Area during annual vegetation monitoring. For this monitoring method, “invasive plant patches” are defined as patches of vegetation in which invasive plant cover (as defined above) constitutes 50% relative cover of the vegetation within the patch (as determined by a visual estimate) and which covers at least 20 square feet. The total area of all invasive plant patches will be divided by size of the Riparian Restoration Area reported in the As-built report to determine the percent cover of invasive plants in the Riparian Restoration Area. 6.6.3 Mitigation Swales/Channels Geomorphic Stability. A qualified geomorphologist/hydrologist conduct a field assessment of creek channel stability within the Mitigation Swales/Channels in May during each monitoring year. The assessment will evaluate the performance criteria presented in Table 15. Survey equipment (e.g. laser level, GPS unit) will be used to assess the quantitative performance criteria (i.e., Channel Performance and Longitudinal Profile, Rock Energy Dissipaton Structures, Sediment Movement). Plant Survival. The survivorship of coyote brush and coast live oak will be determined by field counts of all plants installed in Years 1, 2 and 3. Percent survival will be calculated by species as follows: Percent Survival of Species A = (number of individuals of species A alive during monitoring period / total number of species A alive at installation) * 100. The percent survival of all planted coyote brush and coast live oak combined will be calculated and compared to the performance criteria. Percent Cover. Herbaceous vegetation will dominate the plant community within the Mitigation Swales/Channels. Therefore, percent vegetation cover will be quantified using the quadrat method (Bonham 1989). Quadrats will comprise 1m2 plots sampled at stratified random locations such that at least 0.5% of each Created Mitigation Swale/Channel area is sampled. The sample frame will be the swale/channel bed and banks. If the swale/channel bank blends uniformly into the adjacent upland slopes, then the sample frame will extent to upslope edge of the canopy of planted coyote brush and coast live oak. The percent plant cover of each species occurring within each quadrat will be visually estimated to the nearest 5%. Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 44 H. T. Harvey & Associates 24 September 2014 The number of quadrats will be evaluated based upon the variability of the site’s vegetative cover, which itself will be determined by evaluating the average cover value obtained over increasing numbers of quadrats. The number of quadrats used will be the point where additional samples do not substantially change the average cover value obtained (Kershaw 1973). The average percent cover of plant species combined will be calculated among the quadrats. The results will be compared to the percent cover criteria described above. Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 45 H. T. Harvey & Associates 24 September 2014 Section 7.0 Reporting 7.1 Habitat Mitigation As-built Report The monitoring ecologist will prepare a Habitat Mitigation As-built Report documenting any significant deviations between the extent of Project impacts to riparian habitats, constructed condition of the mitigation site and the conceptual design presented herein. Deviations that will be documented include changes in the area of riparian impacts, site configuration, mitigation site surface area, plant species palette, among others. Future analysis of the site will be based on this report. The As-built Report will be submitted to the CDFW and RWQCB within 3 months of the completion of the mitigation construction. The Report will include photo-documentation of the constructed condition. 7.2 Monitoring Reports Ecological monitoring reports will be submitted to the CDFW and RWQCB by 31 December of each monitoring year. Each report will describe the purpose and goals and the riparian restoration associated with the Project, evaluate the Riparian Restoration Area’s overall performance relative to stipulated performance and success criteria, and provide maintenance recommendations. Maintenance and monitoring will cease upon the attainment of the final success criteria described in Section 6.4.2. Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 46 H. T. Harvey & Associates 24 September 2014 Section 8.0 Adaptive Management Vegetation. If percent survival falls below the performance criterion for a given monitoring year, each dead plant will be replaced with an individual of the same species within 4 months of survival data collection (data will be collected in late summer/fall) to bring survival back up to the applicable annual percent survival criterion (i.e., 100% in years 1 and 2, 80% in year 3). If the site is deemed not conducive to the survival of a particular species, then another species that exhibits vigorous growth on the site will be substituted. A summary of species and quantities replanted will be included in the subsequent annual monitoring report. Replacement plantings shall be irrigated for three years or until adequately established, as determined by the monitoring restoration ecologist. Erosion. If creek bank erosion occurs within the Riparian Mitigation Areas or Mitigation Swales/Channels that would compromise attainment of the success criteria, the Applicant will propose a remedial action plan for regulatory agency approval. The remedial action plan will include proposed location(s) for riparian mitigation plantings to replace, at minimum, the acreage of Riparian Mitigation Area lost to erosion. Replacement riparian mitigation plantings will be located within the Riparian Restoration Area, if feasible. Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 47 H. T. Harvey & Associates 24 September 2014 Section 9.0 Completion of Mitigation Responsibilities The Applicant will submit a final monitoring report to the RWQCB and CDFW documenting that the final success criteria have been met. The applicant will be released from the mitigation obligation when the agencies issue written “sign-off” acknowledging that the mitigation success criteria have been met and that ecological monitoring and reporting can cease. Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 48 H. T. Harvey & Associates 24 September 2014 Section 10.0 References Calflora. 2014. Taxon Report 1144. Brassica nigra (L.) Kock. [Internet] Accessed 5 May 2014. http://www.calflora.org/ CNDDB] California Natural Diversity Data Base. 2014. California Department of Fish and Game, Sacramento, California. ENGEO [Geotechnical Environmental Water Resources Construction Services]. 2014. Moller Ranch Project Dublin, California. Tributary Channel- Basis of Design Report. Submitted to Braddock & Logan Services, Inc. Revised 2 August 2013. ENGEO [Geotechnical Environmental Water Resources Construction Services]. 2013. Creek Stabilization Recommendations for the Moller Ranch Development. Submitted to Braddock & Logan Services, Inc. Revised 20 May 2013. Haag, J. 2006. Casamira Valley/Moller Ranch Project. Reorganization/Annexation Specific Plan Amendment Prezoning. Draft Supplemental Environmental Impact Report. City of Dublin PA, 03-060. Prepared by Jerry Haag, Urban Planner. October 2006. Haag, J. 2012. Moller Ranch/Moller Creek Culvert Replacement Project. City of Dublin SCH# 2005052146. Final Supplemental Environmental Impact Report. Prepared by Jerry Haag, Urban Planner. November 2012. H. T. Harvey & Associates. 2007. Braddock & Logan Fallon Village Project Habitat Mitigation and Management Plan. Project Number 2382-02. Prepared for Mr. Jeff Lawrence, Braddock & Logan Services, Inc. H. T. Harvey & Associates. 2012a. Moller Ranch Biological Resource Update Report. Prepared for Jeff Lawrence/Andy Byde; Braddock & Logan Services, Inc. Project #3313-02. 20 July 2012. H. T. Harvey & Associates. 2012b. California Endangered Species Act Incidental Take Permit Application Moller Ranch Project Alameda County, California Addressing the California Tiger Salamander, California Red-legged Frog, and San Joaquin Kit Fox. Revised 21 December 2012. H. T. Harvey & Associates. 2012c. Biological Assessment Moller Ranch Project Alameda County, California Covering the California Tiger Salamander and San Joaquin Kit Fox. Revised 21 December 2012. H. T. Harvey & Associates. 2012d. Biological Assessment Tassajara Road Culvert Replacement Project Alameda County, California Covering the California Tiger Salamander and San Joaquin Kit Fox. Revised 21 December 2012. Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 49 H. T. Harvey & Associates 24 September 2014 H. T. Harvey & Associates. 2012e. California Endangered Species Act Incidental Take Permit Application Tassajara Road Culvert Replacement Project Alameda County, California Addressing the California Tiger Salamander, California Red-legged Frog, and San Joaquin Kit Fox. Revised 21 December 2012. H. T. Harvey & Associates. 2013a. Biological Assessment Moller Ranch Project Alameda County, California Covering the California Tiger Salamander, California Red-legged Frog, and San Joaquin Kit fox. Prepared for Jeff Lawrence, Braddock & Logan Services, Inc. HTH Project #3313-01. July 2013 H. T. Harvey & Associates. 2013b. Biological Assessment Tassajara Road Culvert Replacement Project Alameda County, California Covering the California Tiger Salamander, California Red-legged Frog, and San Joaquin Kit fox. Prepared for Jeff Lawrence, Braddock & Logan Services, Inc. HTH Project #3314-01. Revised 16 April 2013 H. T. Harvey & Associates. 2013c. Moller Ranch Project. Submittal of Materials for Section 404 Individual Permit to the United States Army Corps of Engineers. 18 September 2013 H. T. Harvey & Associates. 2014a. Moller Ranch Drainage Riparian Habitat Enhancement Assessment. Memorandum to Jeff Lawrence, Braddock & Logan. Prepared for Jeff Lawrence, Braddock & Logan Services, Inc. HTH Project #3314-01. 5 March 2014 H. T. Harvey & Associates. 2014b. Moller Ranch Conservation Area and Tassajara Road Project Conservation Area. Habitat Mitigation and Management Plan. HTH. Project #3313-01 & 3314-01. ICF Jones & Stokes. 2010. The East Alameda County Conservation Strategy. Olberding Environmental Inc. 2014. Mitigation & Monitoring Plan for the Cayetano Creek Preserve. Prepared for Braddock & Logan. Wallace Roberts and Todd. 1992. Draft Environmental Impact Report. SC# 91103064. Eastern Dublin General Plan Amendment and Specific Plan. August 28, 1992. WRA] Wetland Research Associates. 2002. Biological Assessment of the Casamira Valley Site Alameda County, California. Prepared for Jay Egy, DeSilva Group. September 2002. WRA] Wetland Research Associates. 2003a. Special Status Plant Survey of Casamira Valley. Prepared for Jay Egy, DeSilva Group. September 2003. WRA] Wetlands Research Associates. 2003b. California Tiger Salamander Survey Report, Casamira Valley. Prepared for The DeSilva Group. June 2003. WRA] Wetlands Research Associates. 2003c. San Joaquin Kit Fox, Report of Early Evaluation, Casamira Valley. Prepared for Jay Egy, DeSilva Group. February 2003. Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan 50 H. T. Harvey & Associates 24 September 2014 WRA] Wetland Research Associates. 2006. Supplemental Special Status Plant Survey Report of Casamira Valley Project. Moller Ranch, Contra Costa County, California. Prepared for Glenn Brown, DeSilva Group. October 2006. USFWS] U.S. Fish and Wildlife Service. 1967. Native Fish and Wildlife Endangered Species. Federal Register 32:4001. USFWS] U.S. Fish and Wildlife Services. 1996. Endangered and Threatened Wildlife and Plants; Determination of Threatened Status for the California Red-legged Frog. Federal Register 61:25813-25833. USFWS] U.S. Fish and Wildlife Service. 2002. Recovery plan for the California red-legged frog Rana aurora draytonii). U.S. Fish and Wildlife Service, Region 1. USFWS] U.S. Fish and Wildlife Service. 2004. Endangered and threatened wildlife and plants; determination of threatened status for the California tiger salamander; and special exemption for existing routine ranching activities; Final Rule. Federal Register 69(149):47211-47248. USFWS] U.S. Fish and Wildlife Service. 2005. Endangered and Threatened Wildlife and Plants: Designation of Critical habitat for the California Tiger Salamander, Central Population: Final rule. Federal Register 70: 49380-49458. USFWS] U.S. Fish and Wildlife Service. 2010. Endangered and Threatened Wildlife and Plants; Revised Designation of Critical Habitat for California Red-legged Frog; Final Rule. Federal Register 75:12815-12959. Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan A-1 H. T. Harvey & Associates 24 September 2014 Appendix A Reference and Mitigation Site Soils Analysis Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan A-1 H. T. Harvey & Associates 9 May 2014 Appendix A. REFERENCE AND MITIGATION SITE SOILS ANALYSIS 1.0 Introduction This report documents the soil sampling, observations and literature review carried out by H. T. Harvey & Associates to select the Riparian Mitigation Areas proposed in Riparian Mitigation and Monitoring Report (MMP) for the Moller Ranch Residential Development and Tassajara Road Culvert Replacement Project (hereafter, the Project”) (H. T. Harvey & Associates 2014a). 2.0 Methods 2.1. Overview Soils in the proposed Riparian Restoration Area can have high salinity and boron; a condition that reduces plant vigor and growth, and could preclude woody riparian vegetation establishment in extreme cases (H. T. Harvey & Associates 2014b). Therefore, to determine the upper limits of soil salinity and boron for red and arroyo willow (Salix laevigata; S. laseolepis ) and valley oak growth (Quercus lobata), H. T. Harvey and Associates restoration ecologists: sampled soil within established red willow and valley oak riparian habitats along Moller Creek (i.e., the “Reference Sites”) shown in Figure 1; reviewed performance of willow and oak trees planted in boron laden/ saline soils from other riparian mitigation projects; and, conducted a literature review of existing information on willow and oak tolerances of boron and salinity. We then sampled soils and observed vegetation the within the proposed Riparian Restoration Area, an approximately 5,400 linear reach of Moller Creek shown in Figure 1. Based on the results of these surveys and our literature review, we selected and mapped areas within the proposed Riparian Restoration Area suitable for revegetation of willow, valley oak and scrub/oak plant associations (i.e., the Riparian Mitigation Areas). The resulting location and acreage of the proposed Riparian Mitigation Areas are presented in the MMP (H. T. Harvey & Associates 2014a). C a mino Tassajara R d PG&EStation Reach 2 Rea c h 1 Rea c h 3 Reach 4 Re a c h 7 Re ach 8 Reac h 6 Re ach 5 Source: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community Appendix A: Figure 1 Reference and Mitigation Site Soils Analysis June 2014 N: P r o je c ts 3 3 0 0 3 3 1 3 0 1 0 3 R e p o rts R ip a ria n M M P A p p e n d ix A R e fe re n c e a n d M itig a tio n S ite A s s e s s m e n t L o c a tio n s M a p m x d Moller Ranch Residential Development Project (MRRDP) andTassajaraRoadCulvertReplacementProject (TRCRP) MMP (3313-03) 400 0400200 Feet LEGEND Moller Ranch Residential Development Project (MRRDP) Proposed Moller Ranch Conservation Area Thalweg Proposed Riparian Restoration Assessment Area (Reaches 1-8) Reference Sites Valley Oak and Red Willows Below Reach 1 (BR1) Red Willows in Reach 6 Red Willows at Brown Ranch Soil Sample Points Oak Plant Association Willow Plant Association Scrub/Oak Plant Association at Top of Bank PG&E Conservation Area Red Willows at Brown Ranch Reference Sites Source: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community 0 22001100 Feet Overview Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan A-3 H. T. Harvey & Associates 9 May 2014 2.2 Soil Sampling H. T. Harvey & Associates’ restoration ecologists, G. Archbald (M.S.) and M. Parsons (M.S.), collected soil samples from three willow reference sites and one valley oak reference site situated along Moller Creek in April 2014. These three reference sites are referred to as “Brown Ranch”, “Reach 6” and “Below Reach 1” hereafter, “BR1”) and their locations with respect to the “Riparian Restoration Assessment Area” shown in Figure 1. At all reference sites, G. Archbald and M. Parsons sampled soil from 12- 36 inches in depth within the rooting zone of mature red willows and noted understory vegetation. At the BR1 reference site, soil was also sampled near mature valley oak trees and red willow trees from 0-12 inches in depth. Soil samples comprised 4 composited sub-samples from within each target habitat (e.g., oak or willow) and reference site in all cases; except for the willow rooting zone soil sample at Reach 6 which was collected from a single soil pit between the only two willow trees at the site. Soil samples were also collected in April 2014 from the proposed Riparian Restoration Area (Figure 1; H. T. Harvey & Associates 2014a). The proposed Riparian Restoration Area was divided into 8 reaches (Figure 1). Within each reach, areas potentially suitable for willow, valley oak, and shrub/oak plant revegetation were sampled from a depth of 0-12 inches. Potential willow planting areas were located on floodplain terraces near the creek channel bottom, in ponded areas downstream of head cuts, and along bank-slump areas near the creek channel bottom and were vegetated with either obligate wetland species (e.g., yerba mansa (Anemopsis californica), creeping spike rush (Eleocharis marcostachya), cattail [Typha sp]) or saltgrass (Distichlis spicata). Potential valley oak planting areas were located on floodplain terraces approximately 3-5 ft above the channel and on creek banks with slopes less than 1V : 2H and vegetated with, predominantly, facultative or upland grasses and forbs (e.g., foxtail [Hordium murinum], coastal heron’s bill (Erodium cicutarium) and bearded ryegrass Elymus triticoides]). Potential scrub/oak planting areas were located within approximately 20 ft of the top-of- bank and were either vegetated with, upland grasses and forbs (e.g., foxtail, coastal heron’s bill, and wild oats Avena fatua] or located in mostly bare, scald areas. Soil samples were analyzed for texture and horticultural suitability by Soil and Plant Laboratory, Inc. Anaheim, CA). 2.3 Literature Review and Off-site References We reviewed literature regarding salinity and boron tolerance of oak and willow trees, including a review of soil properties and success of valley oak and red willow trees planted the Northern Drainage, a ten year-old riparian mitigation site with relatively high salinity and boron (H. T. Harvey & Associates 2013); and reviewed willow planting success at Wrigley Creek, a three year-old mitigation site planted in soils known to have high boron (Harvey & Associates 2014c). The Northern Drainage riparian mitigation site is located less than a mile to the south of Moller Creek in Dublin, CA. The Wrigley Creek riparian mitigation site is located in Milpitas, CA. Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan A-4 H. T. Harvey & Associates 9 May 2014 3.0 Results & Discussion 3.1 Salinity and Boron in Reference Site Soils Boron is required for plant growth but is toxic at elevated levels (Nable al. 1997). Toxicity levels are species specific. As a rule of thumb, boron can be problematic for plants in concentrations ranging from 1 – 2 ppm. However, many crop and horticultural species are known to be tolerant of boron up to 10 ppm USDA/AARS 2014). Salinity tolerance is also species specific. Soil salinity and boron levels in reference oak and willow habitats are presented in Table 1. Soil salinity in Moller Creek reference sites ranged from 0.7 to 2.0 ppt and boron ranged from 0.27 to 1.69 ppm. Complete soil lab reports from Moller Creek reference sites (and the Riparian Restoration Area) are included in Attachment 1. Reference sites along Moller Creek were either sandy loam or sandy clay loam soils and pH ranged from 7.2 to 8.2 across oak and willow habitat types. Our review of soil properties at other riparian mitigation sites show that willow and oaks can tolerate considerably higher salinity and boron levels than found in the Moller Creek reference sites. In the Northern Drainage riparian mitigation site, after 10 years red willow cover was 26.9% in spite of relatively high boron and salinity (Table 1). At the Wrigley Ford riparian mitigation site, planting survival was high (above 86%) and health and vigor of red and arroyo willow plantings was “fair” or “good” in areas of relatively high boron and moderate salinity (Table 1). Valley and coast live oak trees have been successfully planted in soils with boron from 3 – 5 ppm according to the Las Pilitas Nursery (2014). A prior assessment by H. T. Harvey & Associates based on literature review and direct observation determined that valley oak and coast live oak species can tolerate soil salinity up to 2 ppt while willow trees might tolerate up to 3 ppt (H. T. Harvey & Associates 2008). These findings are summarized in Table 1, below. Table 1. Reference Site and Literature Soil Characteristics HABITAT REFERENCE SITE or LITERATURE SOURCE SOIL SALINITY PPT) SOIL BORON PPM) Red Willow Brown Ranch 1 0.4 0.27 Reach 6 1 2.0 0.97 BR11 (12-36 inches) 0.7 0.74 BR11 (0-12 inches) 0.7 1.69 Northern Drainage 2 4.6 2.70 Wrigley Creek 3 1.3 4.30 H. T. Harvey & Associates 2008 3.0 N/A Valley Oak BR1 1 0.3 0.56 H. T. Harvey & Associates 2008 2.0 N/A Las Pilitas Nursury 2014 N/A 3-5 1 Located in Moller Creek (see Figure 1) 2 Located approximately 1 mile south of Moller Creek in Dublin, CA 3 Located in Milpitas, CA. Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan A-5 H. T. Harvey & Associates 9 May 2014 3.2 Riparian Restoration Area Soils Soil salinity and boron were low in most reaches within the potential valley oak and scrub/oak planting areas Figure 1; Attachment 1). Exceptions to this were the scalded areas along the top-of-bank in reaches 1 and 2, bank slopes in reach 2 and terraces in reach 5 which had either elevated salinity, boron or both (Table 2). Soil texture in the oak and scrub/oak target revegetation areas were generally sandy loam or sandy clay loam. In the potential willow planting areas, salinity and boron values were generally higher than the areas targeted for oak and scrub/oak revegetation (Table 2). Salinity and boron values were lowest in reaches 1, 2 and 4. Salinity and boron were highest in saltgrass-dominated bank slump areas in reach 1. Soil texture ranged from sandy loam to clay along the Moller Creek channel in areas considered for willow revegetation (Appendix A). Table 2. Restoration Area Site Soil Characteristics TARGET PLANT ASSOCIATION SUB- HABITAT REACH SOIL SALINITY PPT) SOIL BORON PPM) Red Willow Terrace 1 1.3 2.38 Slump 1 8.3 11.70 Terrace and Slump 2 2.3 2.43 3 3.6 3.26 4 0.3 0.26 5 4.0 1.74 6 4.6 2.12 7 3.0 3.99 8 1.3 3.21 Valley Oak Terrace 1 0.3 0.24 2 0.8 0.55 Slope 2 0.9 1.62 Terrace and Slope 3 0.3 0.22 4 0.4 0.46 5 4.2 3.14 6 0.4 0.42 7 1.7 1.33 8 0.3 0.40 Scrub/Oak Scald Areas 1,2 1.2 4.64 No Scald 1,2 1.3 1.53 3,4,5 0.5 0.13 6,7,8 0.5 0.16 3.3 Selection of Riparian Mitigation Areas Table 3 summarizes the boron and salinity criteria that H. T. Harvey & Associates developed to select and exclude Riparian Mitigation Areas by target plant association. We based these criteria upon the tolerance limits determined from our reference site assessment and literature review for each target plantings Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan A-6 H. T. Harvey & Associates 9 May 2014 association. The resulting planting plan is provided in the Project MMP (H. T. Harvey & Associates 2014a). Potential Riparian Mitigation Areas with salinity or boron values exceeding the tolerance limits determined from reference site and literature review were excluded from the mitigation plan with the following exception: in spite of salinity and/or boron values exceeding criteria in reaches 6, 7 and 8, three areas totaling 0.04 ac were identified for willow revegetation across reaches 6, 7 and 8. These were selected because we observed wetland vegetation (specifically, mature red willow trees in reach 6 and cattails in reaches 7 and 8) and ponding that indicated these areas had lower salinity/boron then the surrounding wetland areas which were dominated by salt-tolerant vegetation (e.g., yerba mansa and saltgrass). Table 3 Summary of Soil Characteristics in the Riparian Reference and Proposed Riparian Mitigation Areas TARGET PLANT ASSOCIATION SOIL VARIABLE SOIL SAMPLE LOCATION Approximate Upper limit based on Reference Sites and Literature Review1 Average (± S.E.) in Proposed Mitigation Planting Area Average (± S.E.) in Area Excluded from Mitigation Planting Willow Salinity (ppt) 3.0 ppt 2.1 ± 0.6 (n = 6) 5.3 ± 1.5 (n = 3) Boron (ppm) 3.0 ppm 2.4 ± 0.5 (n = 6) 5.6 ± 3.1 (n = 3) Valley Oak Salinity (ppt) 2.0 ppt 0.6 ± 0.2 (n = 7) 2.6 ± 1.7 (n = 2) Boron (ppm) 1.5 ppm 0.5 ± 0.1 (n = 7) 2.4 ± 0.8 (n = 2) Oak/ Scrub Salinity (ppt) 2.0 ppt 0.8 ± 0.3 (n = 3) 1.2 (n = 1) Boron (ppm) 1.5 ppm 0.6 ± 0.5 (n = 3) 4.6 (n = 1) Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan A-7 H. T. Harvey & Associates 9 May 2014 4.0 REFERENCES H. T. Harvey & Associates. 2008. Soil and Groundwater Salinity Tolerance of Willows, Cottonwoods and Oaks. Excerpt from the Upper Pajaro River/Soap Lake Restoration Project #2693-01. H. T. Harvey & Associates. 2013. Dublin Ranch Northern Drainage Year-10 (2013) Mitigation Monitoring Report. Prepared for Ms. Jennifer Lin, c/o Martin W. Inderbitzen, Attorney at Law. 10 September 2013. Project No. 555-49 H. T. Harvey & Associates. 2014a. Riparian Mitigation and Monitoring Report for the Moller Ranch Residential Development and Tassajara Road Culvert Replacement Project. Prepared for Braddock & Logan 9 May 2014. Project #3313-03 H. T. Harvey & Associates. 2014b. Moller Ranch Drainage Riparian Habitat Enhancement Assessment. Memorandum to Jeff Lawrence, Braddock & Logan. HTH Project #3314-01. 5 March 2014 H. T. Harvey & Associates. 2014c. Wrigley Creek Improvement Project – Willow Leaf Discoloration Investigation and Maintenance Technical Memorandum. Prepared for the Santa Clara Valley Transportation Authority. 23 January 2014. Project #2995-04 Las Pilitas Nursury website [Internet] Accessed 20 April 2014. http://www.laspilitas.com/advanced/boron.htm Nable, R., Banuelos, B., and J. Paull. 1997. Boron Toxicity. Plant and Soil, 193, 181-198. USDA/AARS] United States Department of Agriculture Agricultural Research Service. Boron Tolerance Database. [Internet] Accessed 20 April 2014. http://www.ars.usda.gov/services/docs.htm?docid=8908 Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan A-8 H. T. Harvey & Associates 9 May 2014 Attachment 1. Soil and Plant Laboratory Report H. T H a rv e y A s s o c ia te s 98 3 U n iv e rs ity A v e Lo s G a to s Report Date Pu r c h Da Pr o je c t Du b lin Jo b 3 3 1 3 0 3 Mo lle r D ra in a g e CO M P R E H E N S I V E S O IL A N A L Y S I S CA Bu ild in g D 95 0 3 2 EC e dS m pH Qu a l Li m e TE C Ha lf S a t Su ffic ie n c y F a c to rs Sa m p le D e s c rip tio n S a m p le ID NO N 3 NH 4 N P O P 4 K C a M g C u Z n pp m p p m p p m p p m p p m p p m p p m p p m p 27 21 3 N o n e 7. 2 0. 8 2 5 0. 1 0. 619 35 8 1. 3 0 8 27 93 70 6 1. 5 0 8 2. 2 6. 2 0. 6 To p O f B a n k R e a ch e s 5 4 3 29 32 8 N o n e 7. 0 0. 7 3 7 0. 2 0.28 1 6 7 0. 4 0. 6 31 54 18 6 7 2. 8 0. 5 2. 0 0 8 0. 1 To p O f B a n k R e a ch e s 8 7 6 37 14 8 N o n e 8. 5 1. 8 7 4 0. 2 0.29 1 0 6 0. 4 0. 6 14 22 57 6 1. 7 1 1 2. 1 0. 4 0. 1 To p O f B a n k R e a c h e s 1 2 S ca ld s 26 22 3 N o n e 7. 8 2. 0 7 4 0. 2 1. 445 79 6 2. 9 0. 6 21 69 85 4 1. 8 0 8 2. 3 1 2 5 1. 1 To p O f B a n k R e a c h e s 1 2 19 17 4 L o w 7. 9 0. 7 3 3 0. 2 0.13 4 5 0. 2 1. 0 25 80 42 9 1. 3 0. 7 1. 5 0. 7 0. 1 Re fe re n c e B r o w n W illo w s R o o tin g Z o n e 18 12 8 L o w 8. 2 1. 1 1 3 0. 1 0.24 6 5 0. 4 0. 7 14 68 51 4 1. 9 1 2 1. 9 0. 5 0. 1 Re fe re n c e B R 1 W illo w s R o o tin g Z o n e Sa tu ra tio n E x tra c t V a lu e s Ca me q L Mg me q L Na me q L m e q L K B pp m m e q L SO 4 SA R Co a rs e 5 1 2 Fi n e 2 5 Gr a v e l Ve ry C o a rs e 1 2 Co a rs e 0. 5 1 Me d to V e ry F in e 0. 0 5 0 5 Sa n d Pe rc e n t o f S a m p le P a s s in g 2 m m S c re e n Si lt 0 0 2 0 5 Cl a y 0- 0 0 2 USDA 1. 7 1. 1 3. 3 0. 8 0. 1 3 3. 3 2. 8 0 0 4 0. 8 1. 8 38 5 32 4 26 3 1. 8 1. 2 3. 6 0. 3 0. 1 6 0. 7 3. 0 0 0 1 0. 2 0. 7 41 2 28 4 29 3 0. 9 0. 5 13 9 0. 1 4. 6 4 8. 8 16 2 0 0 0. 3 0. 4 40 4 26 4 32 3 2. 4 1. 6 13 5 1. 0 1. 5 3 6. 3 9. 5 1. 3 0 1 0. 6 1. 1 41 4 28 4 28 3 1. 3 0. 7 4. 5 0. 1 0. 2 7 3. 1 4. 5 1. 1 4 2 4. 8 11 2 55 1 15 4 13 3 1. 2 0. 7 6. 9 0. 1 0. 7 4 5. 3 7. 1 0. 8 1 3 1. 3 3. 4 57 4 25 4 12 3 Su fficie n cy fa c to r 1 0 suffic ient fo r a verage c ro p b elo w ea c h nutrie n t valu e N fa cto r b a s e d on 2 0 0 p pm c o n sta n t fe e d S A R S o d ium a d sorptio n ra tio H alf S a tu ra tion approx fie ld m o is tu re cap Ca lc ium C a a nd M a g n e siu m M g by s o diu m chlo rid e ex tra c tion P ho s p horus P by s odiu m b ic a rb o n ate e x tra c tio n C o p p e r C u Z in c Z n M ang a n e se M n Iron F e b y D T P A ex tra c tion S at e xt m B S ulfa te S O LO W SU FF IC IE N T HI G H 4 S o d ium N a G rav e l fra ctio n exp re s sed a s perc e n t b y w eig h t o f o ve n d rie d s a m p le p a s sin g a 12m m 1 2 inc h siev e P a rticle siz e s in m illim e ters O rg a nic p ercen ta g e dete rm in ed H. T H a r v e y A s s o c ia t e s 98 3 U n i v e r s it y A v e Lo s G a t o s Report Date Pu r c h Da Pr o je c t Du b lin Jo b 3 3 1 3 0 3 Mo lle r D r a in a g e CO M P R E H E N S I V E S O I L A N A L Y S I S CA Bu ild in g D 95 0 3 2 EC e dS m pH Qu a l Li m e TE C Ha l f S a t Su f f ic ie n c y F a c t o r s Sa m p le D e s c r i p t io n S a m p le ID NO N 3 NH 4 N P O P 4 K C a M g C u Z n pp m p p m p p m p p m p p m p p m p p m p p m p 29 18 1 L o w 8. 3 3. 1 1 3 0. 1 0.28 8 7 0. 4 0. 5 15 1 5 93 4 2. 4 1 2 2. 7 1. 2 0. 1 Re f e r e n c e R e a c h 6 W illo w s R o o ti n g Z o n e Sa t u r a t i o n E x t r a c t V a lu e s Ca me q L Mg me q L Na me q L m e q L K B pp m m e q L SO 4 SA R Co a r s e 5 1 2 Fi n e 2 5 Gr a v e l Ve r y C o a r s e 1 2 Co a r s e 0. 5 1 Me d t o V e r y F in e 0. 0 5 0 5 Sa n d Pe r c e n t o f S a m p le P a s s i n g 2 m m S c r e e n Si lt 0 0 2 0 5 Cl a y 0- 0 0 2 USDA 2. 7 2. 5 21 8 0. 1 0. 9 7 18 9 13 4 0 0 3 0. 6 1. 7 45 8 24 4 27 3 Su ffic ie n c y fa c to r 1 0 s u ffic ie n t fo r a v e r a g e c r o p b e lo w e a c h n u tr ie n t v a lu e N fa c t o r b a s e d o n 2 0 0 p p m c o n s ta n t fe e d S A R S o d iu m a d s o r p tio n ra tio H a lf S a tu r a t io n a p p r o x fie ld m o is tu r e c a p Ca lc iu m C a a n d M a g n e s iu m M g b y s o d iu m c h lo rid e e x tra c tio n P h o s p h o r u s P b y s o d iu m b ic a r b o n a te e x tr a c tio n C o p p e r C u Z in c Z n M a n g a n e s e M n Ir o n F e b y D T P A e x tra c tio n S a t e x t m B S u lfa te S O LO W SU F F IC IE N T HI G H 4 S o d iu m N a G r a v e l fra c ti o n e x p re s s e d a s p e r c e n t b y w e ig h t o f o v e n d r ie d s a m p le p a s s in g a 1 2 m m 1 2 in c h s ie v e P a r tic le s iz e s in m illim e te r s O r g a n ic p e r c e n ta g e d e te rm in e d Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan B-1 H. T. Harvey & Associates 24 September 2014 Appendix B Water Availability Analysis (by ENGEO) GEOTECHNICAL ENVIRONMENTAL WATER RESOURCES CONSTRUCTION SERVICES 2010 Crow Canyon Place, Suite 250 San Ramon, CA 94583 (925) 866-9000 Fax (888) 279-2698 www.engeo.com Project No. 5661.000.001 May 12, 2014 Revised May 28, 2014 Mr. Jeff Lawrence Braddock & Logan Services, Inc. 4155 Blackhawk Plaza, Suite 201 Danville, CA 94506 Subject: Moller Ranch Project Dublin, California WATER AVAILABILITY ANALYSIS Dear Mr. Lawrence: We have completed our water availability analysis for the proposed Moller Creek riparian mitigation area located within the Moller Ranch project in Dublin, California. As shown on the Riparian Mitigation & Monitoring Plan for the project prepared by HT Harvey & Associates, the mitigation area consists of approximately 5,400 L.F. of Moller Creek, which has been historically grazed and will be revegetated as part of the Moller Ranch Residential Development and Tassajara Road Culvert Replacement Projects. The first purpose of this analysis was to develop an understanding of the typical flow volumes that could be expected in the reach of Moller Creek channel where planting is proposed. The flow-volume results of the analysis were then used to develop an estimate of available water to sustain the various vegetation communities proposed for the channel as part of the mitigation area design. HYDROLOGIC SETTING Published hydrologic mapping of the area prepared by the Contra Costa County Public Works Department indicates that approximately 17 inches of annual precipitation occurs per year in the area of the creek watershed located within Contra Costa County based on precipitation records collected between 1879 and 1973. Mapping prepared by the Alameda County Flood Control and Water Conservation District indicate approximately 16 inches of annual precipitation in the Alameda County portion of the watershed. The area generally exhibits a mild, Mediterranean-type climate with warm, dry summers and cool, wet winters. The existing watershed in both counties is estimated to contain approximately 2.0 square miles contributing to the creek at the southerly downstream end of the proposed restoration area as shown on Figure 1. Braddock & Logan Services, Inc. 5661.000.001 Moller Ranch Project May 12, 2014 WATER AVAILABILITY ANALYSIS Revised May 28, 2014 Page 2 GEOLOGY The Moller Creek watershed is located in Tassajara Valley within the Mount Diablo fold-and-thrust belt on the south flank of the Mount Diablo uplift. The bedrock formations in the area south of Mount Diablo and north of the Livermore Valley have been folded and cut by thrust faults that typically dip toward the north, according to recent geologic mapping by Crane (1995) and Graymer, et al. (1996). The site is underlain by Pliocene non-marine sedimentary rock consisting of weakly indurated claystone, siltstone and thin beds of sandstone and pebble conglomerate. Soil mapping of the watershed prepared by the National Resource Conservation Service (NRCS) indicates that surficial soil materials are primarily comprised of montmorillonitic clay soils with a hydrologic group rating of ‘D.’ Group ‘D’ soils are defined as having a very slow infiltration rate when thoroughly saturated. As a result, the watershed is characterized by rapid run-off characteristics after saturation has occurred. Groundwater is estimated at approximately 20 feet in depth or less along the creek corridor by ENGEO for areas south of the county line based on the geotechnical exploration performed. CLIMATE This study uses the average monthly data to determine the water balance of the studied system. ENGEO is unaware of any current or historic precipitation study performed at or near the site that could be used to estimate the mean monthly precipitation amounts for the site. Therefore, data from a weather station located at the Livermore Municipal Airport, which is approximately 6 miles from the site, was utilized to estimate the values shown in Table 1. Historical daily precipitation data for water years 1998 to present were obtained from the Livermore Municipal Airport weather station from the joint National Oceanic and Atmospheric Administration NOAA) and National Climatic Data Center (NCDC) website (NOAA and NCDC, 2010); this website identifies this weather station as Weather Station Number 724927. The site has approximately the same precipitation and temperature characteristics as the Livermore Municipal Airport, in terms of annual expected rainfall and temperature intensities. Table 1 summarizes the mean monthly precipitation amounts for the site. TABLE 1 Monthly Mean Precipitation (inches) Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec 2.48 2.91 1.65 1.04 0.48 0.04 0.01 0.00 0.10 0.96 1.34 2.66 Source: Livermore Municipal Airport Station (NOAA and NCDC, 2010) WATER BUDGET The water budget defines and quantifies the important input and output parameters, such as precipitation, evapotranspiration, and infiltration into or out of a given body of water. Each of these parameters is analyzed individually to develop expected numerical value flux estimates, Braddock & Logan Services, Inc. 5661.000.001 Moller Ranch Project May 12, 2014 WATER AVAILABILITY ANALYSIS Revised May 28, 2014 Page 3 and the sum of the parts provides an estimate of available water at a given time step. For the referenced project, this summation analysis provides an approximation of the volumes of available surface water expected to flow through the creek corridor each month. As illustrated in Diagram 1 below, the water availability analysis that is used in this report is expressed mathematically as: outoutinGRETDPRtS/ Where, Change in storage over time Rin: Surface Inflow (including upstream runon in acre-ft/month) DP: Direct Precipitation (in acre-ft/month) ET: Evapotranspiration (in acre-ft/month) Rout: Surface Outflow (in acre-ft/month) Gout: Subsurface Infiltration (in ac-ft/month) DIAGRAM 1 Water Balance Model An estimate of the amount of water available to the proposed plant communities is considered separately in this document. Inflow Parameters For the water budget, we quantified several sources of inflow to the project. Inflow components included direct precipitation falling on areas within the restored creek and predicted run-on from Moller Creek upstream of the proposed restoration project. We calculated these inflows using published precipitation data, approximate project watershed areas, and typical hydrologic calculations to estimate runoff from developed sites. For purposes of this analysis, we estimate that 10% of the total volume of rainfall occurring within the upstream Moller Creek watershed will be transformed into rainfall runoff and enter the creek channel as surface flow in the study area for an average month. The 10% ET RoutRin DP Gout Braddock & Logan Services, Inc. 5661.000.001 Moller Ranch Project May 12, 2014 WATER AVAILABILITY ANALYSIS Revised May 28, 2014 Page 4 overall estimate of total rainfall volume entering the stream channel as rainfall runoff corresponds with United States Geologic Survey estimates for the area according to a study by Rantz (1974) and with rainfall-runoff transformation estimates used by the California Stormwater Quality Association (2003). The 10% estimate considers seasonal variations in rainfall intensity and the nature of clay soils in the watershed which often retain considerable water in the early rainfall season. The estimate is thus somewhat conservative in the spring after watershed saturation occurs and water requirements of plantings are higher. The upstream watershed area for the restoration project is estimated by ENGEO as 1,093 acres at the Contra Costa County/Alameda County line. We are using this as the estimated upstream watershed area of the project which slightly over estimates flows north of the county line, and slight under estimates flows at the lower end of the project. 100% of direct precipitation based on average monthly rainfall is also included in the analysis over the total project area as a hydrologic input. Table 2 below summarizes the results of the monthly water inflows for Moller Creek. TABLE 2 Monthly Water Inflows for Moller Creek Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Total Average Monthly Precipitation in.) 2.48 2.91 1.65 1.04 0.48 0.04 0.01 0.00 0.10 0.96 1.34 2.66 Upstream Watershed Ac) 1093.0 1093.0 1093.0 1093.0 1093.0 1093.0 1093.0 1093.0 1093.0 1093.0 1093.0 1093.0 10%) Upstream Inflows Ac-ft) 22.6 26.5 15.0 9.5 4.4 0.4 0.1 0.0 0.9 8.7 12.2 24.2 Study Area Watershed Ac) 3.8 3.8 3.8 3.8 3.8 3.8 3.8 3.8 3.8 3.8 3.8 3.8 100%) Study Area Direct Rainfall Ac-ft) 0.8 0.9 0.5 0.3 0.2 0.0 0.0 0.0 0.0 0.3 0.4 0.8 Braddock & Logan Services, Inc. 5661.000.001 Moller Ranch Project May 12, 2014 WATER AVAILABILITY ANALYSIS Revised May 28, 2014 Page 5 Outflow Parameters The outflow components of our water balance consisted of evapotranspiration and groundwater infiltration, and we calculated these using both published data and approximations. Several of these assumptions are listed as follows: Groundwater infiltration is difficult to estimate in ephemeral channels in semiarid and arid regions such as Moller Creek, because periods of stream flow are unpredictable and typically of short duration, and because seepage losses are unsteady in initially dry channels. Based on research conducted by Niswonger et al., we estimate losses to infiltration as being 5% of the total volume of stream flow entering the channel per reach, as an average, for purposes of this study. Evapotranspiration is estimated based on referenced evapotranspiration recorded since 2004 for Pleasanton, California, based on the plant palette associated with the project. The reduction of the evapotranspiration rates by a crop factor of 0.7 was used to account for the employment of native vegetation in the planting scheme. Therefore, the total evapotranspiration for the native plant palettes used in the study and inherent in the creek corridor is estimated as 70% of the evapotranspiration rate expected for referenced agricultural crops in conformance with recommendations from the California Irrigation Management Information System. The project reach does not contain significant areas of ponding. Evaporation is considered to be negligible during periods of stream flow. Table 3 below summarizes the results of the monthly outflows for Moller Creek. TABLE 3 Monthly Water Outflow for Moller Creek Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Total Monthly Evapo- transpiration inches) 0.8 1.5 2.9 4.4 5.6 6.7 7.4 6.4 4.7 3.3 1.5 1.0 Adusted Evapo- transpiration inches) 0.6 1.0 2.0 3.1 3.9 4.7 5.2 4.4 3.3 2.3 1.1 0.7 Study Area Watershed (ac) 3.8 3.8 3.8 3.8 3.8 3.8 3.8 3.8 3.8 3.8 3.8 3.8 Evapo- transpiration ac-ft) 0.2 0.3 0.7 1.0 1.2 1.5 1.7 1.4 1.1 0.7 0.3 0.2 Infiltration 5% of Inflow) 1.2 1.4 0.8 0.5 0.2 0.0 0.0 0.0 0.0 0.5 0.6 1.3 Braddock & Logan Services, Inc. 5661.000.001 Moller Ranch Project May 12, 2014 WATER AVAILABILITY ANALYSIS Revised May 28, 2014 Page 6 For this project, this summation analysis approximates the volumes of available surface water expected to flow through, or be retained in, the Riparian Restoration Area each month. Plant Available Water In months with calculated inflow, the vegetation is assumed to evapotranspire available surface water up to the limit of maximum estimated evapotranspiration. In months with no inflow, the vegetation is assumed to rely on residual water found in perched groundwater sources. However, the total amount of plant available water should not exceed the planting requirements for the selected vegetation types as defined in Table 5, in order for the planting scheme to be considered sustainable. Results of the study are summarized in Table 4 below: TABLE 4 Monthly Water Balance for Moller Creek Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Total Total Inflows ac-ft) 23.4 27.4 15.6 9.8 4.5 0.4 0.1 0.0 0.9 9.1 12.6 25.1 Evapo- transpiration ac-ft) 0.2 0.3 0.7 1.0 1.2 1.5 1.7 1.4 1.1 0.7 0.3 0.2 Plant Available Water ac-ft) 0.2 0.3 0.7 1.0 1.2 0.4 0.1 0.0 0.9 0.7 0.3 0.2 6.0 Conclusions As shown in Table 4 above, our analysis shows that the maximum moisture we expect to observe in the Moller creek channel should occur in February. We expect the creek channel to be dry for approximately 4 months out of the year between June and September, with very limited amounts of flow and residual moisture occurring in May and October. This is consistent with our observations in the channel since project planning commenced in 2005. PLANTING PALETTE Based on information furnished to us by the project biologist, HT Harvey & Associates, the following obligate riparian and facultative riparian planting palette is proposed for the project. Yearly water demand for these palettes has been estimated by the Department of Water Resources (DWR) after studying average drawdown in creek channels in Southern California by various native plant species in average rainfall years. Note that in the DWR study of the facultative riparian species such as oak species associations, the drawdown was estimated to be equal to the annual average rainfall in a clayey loam soil type, thus the consumptive use for the Braddock & Logan Services, Inc. 5661.000.001 Moller Ranch Project May 12, 2014 WATER AVAILABILITY ANALYSIS Revised May 28, 2014 Page 7 facultative riparian community was reduced to equal the average annual rainfall for Dublin, California in this study. Yearly water demand is estimated in Table 5 below. TABLE 5 Yearly Watering Requirements Plant Community Water Requirements inches/year) Study Area acres) Yearly Water Demand ac-ft) Willow Association 44 0.24 0.88 Scrub Oak Association 17 1.80 2.55 Valley Oak Association 17 1.81 2.56 Total 3.85 5.99 Table 5 indicates that the 5.99 acre-ft of total water required to sustain the proposed planting scheme is approximately equal but less than the 6.0 acre-ft of available water in the watershed shown at the bottom right of Table 4. Therefore, the planting scheme appears to be sustainable based on our analysis for an average rainfall year. Because the DWR studies examined established vegetation communities in an average rainfall year, we expect that the palette is sustainable through years of below and above average rainfall. CONCLUSION Based on the fact that the proposed planting palette consists of species that already occur within the watershed, the overall volume of water, combined with the temporal (season to season) availability, the proposed planting plan appears to be sustainable for an average water year. We are pleased to be of service to you on this project and look forward to consulting further with you and your design team. Very truly yours, ENGEO Incorporated Jonathan D. Buck, PE Raymond P Skinner, CEG jdb/rps/jf Attachments: List of Selected References Figure 1 – Moller Creek Restoration Location Map 5661.000.001 May 12, 2014 Revised May 28, 2014 SELECTED REFERENCES 1. ENGEO; Baseline Analysis Casamira Creek; January 20, 2006. Project No. 5661.1.500.01. 2. Contra Costa County Public Works Department; 1977. Mean Seasonal Isohyets Compiled from Precipitation Records 1879-1973. Drawing Number B-166. Revised January 1, 2010. 3. Hydrology and Hydraulics Criteria Summary; Western Alameda County, Alameda County Flood Control and Water Conservation District, 1989. 4. Graymer, R. W. et al; Preliminary Geologic Map Emphasizing Bedrock Formations in Alameda County, California; Derived from the Digital Database Open-File 96-252, U.S. Geologic Survey; 1996. 5. National Conservation Resource Service; www.websoilsurvey.com, Dublin California, 2014. 6. Crane, R.; Geology of the Mount Diablo Region, in Geology of the Mount Diablo Region Guidebook, Northern California Geological Society; 1995. 7. ENGEO; Geotechnical Exploration, Moller Property, Dublin, California, November 29, 2012, Project No. 5661.000.001. 8. California Stormwater Quality Association. Stormwater Handbook, 2003. 9. Rantz, S.E., 1974, Mean annual runoff in the San Francisco Bay Region, California, 70. Miscellaneous Field Studies Map MF-613, Department of the Interior, States Geological Survey, prepared in cooperation with the California Department of Water Resources, San Francisco Bay Region Environment and Resources Planning Study, 24p. Pamphlet and map 10. California Irrigation Management Information System; Pleasanton Gage, Pleasanton, California, 2014. 11. Niswonger et al.; Method for Estimating Spatially Variable Seepage Loss and Hydraulic Conductivity in Intermittent and Ephemeral Streams. Water Resources Research Vol 44. 2008. 12. H T. Harvey & Associates; Riparian Mitigation & Monitoring Plan for the Moller Ranch Residential Development and Tassajara Road Culvert Replacement Projects. May 2014. 13. Department of Water Resources, Use of Water in Native Vegetation, Bulletin No 50, 1942. 2.#0#6+10 241215'&4+2#4+#0 4'5614#6+10 6 6'45 1..'4 4''-4'5614#6+10 1%#6+10 2 1..'4 4#0%* 7$.+0 140+# 5 5*190 Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan C-1 H. T. Harvey & Associates 24 September 2014 Appendix C Tributary Channel Basis of Design Report Prepared by ENGEO) GEOTECHNICAL ENVIRONMENTAL WATER RESOURCES CONSTRUCTION SERVICES 2010 Crow Canyon Place, Suite 250 San Ramon, CA 94583 (925) 866-9000 Fax (888) 279-2698 www.engeo.com Project No. 5661.000.001 May 14, 2013 Revised August 2, 2013 Mr. Jeff Lawrence Braddock & Logan Services, Inc. 4155 Blackhawk Plaza, Suite 201 Danville, CA 94506 Subject: Moller Ranch Project Dublin, California TRIBUTARY CHANNEL - BASIS OF DESIGN REPORT References: 1. MacKay and Somps, Preliminary Stormwater and Hydrograph Modification Management Plan, Moller Ranch, Dublin, California, October 2012. 2. MacKay and Somps, Vesting Tentative Map, Moller Ranch Project, Dublin, California, January 2013. 3. United States Army Corps of Engineers; HEC-RAS Version 3.01, Hydraulic Reference Manual; Davis, California; 2003. 4. ENGEO; Corrective Grading Plan, Moller Ranch Project, Dublin California, June 2013. Dear Mr. Lawrence: As requested, we are providing this report at the request of the San Francisco Bay Regional Water Quality Control Board (RWQCB) regarding the creation and basis of design for several onsite channel systems located on your project in Dublin, California. We understand that several small drainage swales will be filled in as the result of grading activities at this project. However, given the re-contouring associated with final project finished grades, several new channels will be created to route open space water around the perimeter of the project and also to route open space along the frontage of several access roads. The purpose of this document is to describe the basis of design for the recreated channels in terms of geomorphic, hydrologic and hydraulic input as well as to outline a monitoring program acceptable to the RWQCB for channel monitoring after construction activities at the project have ceased. GEOMORPHIC SETTING According to the Baseline Hydrology Report prepared for the project by ENGEO, soil mapping of the watershed prepared by the National Resource Conservation Service (NRCS) indicates that surficial soil materials in the creek watershed are primarily comprised of Diablo Braddock & Logan Services, Inc. 5661.000.001 Moller Ranch Project May 14, 2013 TRIBUTARY CHANNEL - BASIS OF DESIGN REPORT Revised August 2, 2013 Page 2 montmorillonitic materials with a hydrologic group rating of ‘D.’ Group ‘D’ soils are defined as having a very slow infiltration rate when thoroughly saturated. As a result, the watershed is characterized by rapid runoff characteristics after saturation has occurred. However, according to Reference 3, clay soils can withstand velocities up to 8 feet per second if lined with grass, making them substantially more stable than sandier materials. The creeks, which are being filled by the project, are generally devoid of vegetation, hydrologically driven by seeps in areas of geotechnical instability, and have gradients as steep as 15% in some places. There are no developed floodplains or other complex geomorphic features in the existing creek systems. Also, the existing creeks onsite are located in areas that have been severely grazed by cattle, which often degrades the watershed by removal of vegetation and soil compaction. The mitigation creeks described herein will be designed to the maximum extent to mimic existing creek systems which will be filled, support vegetation, be geotechnically stable and be hydrologically driven through runoff from rain storm events on portions of the project which are not being developed. GEOMORPHIC CRITERIA Based on our experience in the San Francisco Bay Area, we have calculated equilibrium slope and stable channel dimensions for several other similar mitigation creeks with anticipated low peak flow rates such as the channels described in this report. In terms of fluvial geomorphology, the concept of an equilibrium slope is based on the experience that alluvial channels adjust their slope profile in response to changing sediment loads and hydrologic flow ‘regimes’. If the created bed slope of the channel is too steep, velocities will be too high and erosion will develop. If the bed slope is too flat, aggradation of the bed slope is possible with sediment accumulation. Similarly, stable channel dimensions are based on “bankfull” channel dimensions, which attempt to mimic natural channel geomorphology with similar flow and sediment transport characteristics. If the channel is too narrow, shear stresses in the bed of the channel may develop which cause erosive forces that lead to bed downcutting. Similarly, if the channel is too wide, localized rills may form in the channel as water is not spread uniformly across the section. For the channels described herein, we anticipate sediment transport processes to be negligible based on the small flow rates anticipated for the channels and the fact that the watershed is primarily composed of clay soil types. Therefore, we recommend that bed slopes for the recreated creek channels not exceed 2 percent in order to achieve equilibrium conditions in terms of sediment transport for channels with more than 10 cubic feet per second in required flow capacity. Smaller channels may have gradients up to 20 percent. Check dams or other grade controls should be provided in channels which exceed this criteria to flatten the slope of the channel below this criteria. A summary of proposed recreated channel enhancements is included in this report. For the majority of creek channels, we recommend a minimum channel bottom width of 2 feet. Minimum side slopes of 2:1 (horizontal:vertical) for a minimum height of 1 foot should be included in areas of the channel in order to contain approximate 10-year recurrence interval discharges. Based on this geometry and bed slope, the channel should be able to convey up to Braddock & Logan Services, Inc. 5661.000.001 Moller Ranch Project May 14, 2013 TRIBUTARY CHANNEL - BASIS OF DESIGN REPORT Revised August 2, 2013 Page 3 10 cfs of water, within the channel assuming conservatively that heavily established vegetation is present. For the lower portion of Mitigation Creek D, which is located in the northeastern portion of the parcel, we recommend a minimum bottom width of four feet and minimum side slopes of 2.5:1 (horizontal:vertical) as the capacity of the channel is much larger. Based on our above criteria, the maximum longitudinal gradient of the channel should not exceed 2 percent. A summary of the mitigation creeks shown on Figure 1 of this report is included in Table 1 below: TABLE 1 Mitigation Swale Location Geomorphic Setting A Upslope of Lot 6 Recreated creek in proposed landslide debris removal to convey run-on water B Upslope of Lot 19 Recreated creek in proposed landslide debris removal to convey run-on water C Between ‘A’ Street and Moller Creek near County Line Creation/Enhancement of existing swale along terrace adjacent to Moller Creek into Pool-Riffle sequence D North side of Keyway 20* Recreated channel at edge of landslide debris removal and open space run-on convenyance channel in lower portion.. E South side of Keyway 20* Recreated channel at edge of landslide debris removal. F Upslope of Lot 163 Recreated creek in proposed landslide debris removal to convey run-on water G Upslope of Lot 179 Recreated creek in proposed landslide debris removal to convey run-on water H Upslope of Lot 185 Recreated creek in proposed landslide debris removal to convey run-on water I Upslope of Lot 234 Recreated creek in proposed landslide debris removal to convey run-on water J Downslope of Lot 323 Recreated creek on engineered fill slope. K Downslope of Lot 329 Recreated creek in proposed landslide debris removal to convey run-on water L Upslope of Lot 43 Recreated creek in proposed landslide debris removal to convey run-on water M Downslope of Lot 39 Creation/Enhancement of existing swale along terrace adjacent to Moller Creek into Pool-Riffle sequence N Downslope of Lot 49 Creation/Enhancement of existing swale along terrace adjacent to Moller Creek into Pool-Riffle sequence As shown on Corrective Grading Plan prepared by ENGEO (Reference 4) Braddock & Logan Services, Inc. 5661.000.001 Moller Ranch Project May 14, 2013 TRIBUTARY CHANNEL - BASIS OF DESIGN REPORT Revised August 2, 2013 Page 4 HYDROLOGIC INPUTS Peak flow hydrologic calculations for the Mitigation Creek D were performed using the ‘rational method’ methodology according to Western Alameda County (1989) guidelines as described by that agency and included in Appendix A of this report. Other mitigation creeks are conservatively estimated to contain 1.15 cfs per acre of tributary area based on our experience in the area. We have included a summary of the calculations below. TABLE 2 Mitigation Swale Length L.F.) Tributary Watershed ac) Maximum 100-year flow rate cfs)** A 153 2.45 2.81 B 163 7.95 9.14 C 654 5.38 6.18 D 2358 74.5 105 E 716 23.45 26.97 F 319 9.44 10.86 G 276 0.95 1.09 H 181 3.08 3.54 I 552 4.49 5.16 J 461 2.52 2.90 K 578 2.10 2.42 L 437 2.68 3.08 M 710 15.77 18.13 N 408 3.24 3.73 SUMMARY OF PROPOSED ENHACEMENTS The following table summarizes the proposed enhancements of the mitigation creeks in terms of geomorphic type. Braddock & Logan Services, Inc. 5661.000.001 Moller Ranch Project May 14, 2013 TRIBUTARY CHANNEL - BASIS OF DESIGN REPORT Revised August 2, 2013 Page 5 TABLE 3 Proposed Enhancements Geomorphic Class Creeks Stabilization Vegetation* High Gradient Low Flow, A,B, Upper D, E, F, G, H, I, J, K, L Temporary erosion control fabric at time of construction. Construct Buried 25-lb rock check dams at 20 ft. on center in flow line. Use Regreen Wheatgrass (Triticum aestivum) seed mix under erosion control mat. Plant Coyote Brush (Baccharis Pilularis) staggered each side at 20 feet on center. Low Gradient High Flow Lower D Temporary erosion control fabric at time of construction Place grade control structures as indicated on Figure 1. Use Regreen Wheatgrass (Triticum aestivum) seed mix under erosion control mat. Plant mixture of California Wild Rose (Rosa Californica) and Coyote Brush (Baccharis Pilularis) staggered each side approximately at 5 feet on center. Plant Coast Live Oak (Quercus agrifloia) on north slope at approximately 50 feet on-center. Low Gradient Low Flow C, M, N Temporary erosion control fabric at time of construction. Place pool sequence in creek at 50 ft on center widening channel to 8 ft x 8ft. Use Regreen Wheatgrass (Triticum aestivum) seed mix under erosion control mat. Plant mixture of California Wild Rose (Rosa Californica) and Coyote Brush (Baccharis Pilularis) staggered each side approximately at 5 feet on center. Vegetation recommendations are intended to provide minimum enhancement based on experience with similar creek channels in the general vicinity of the project but species may be appropriately substituted by the project biologist based on plant availability and vigor at the time of construction. CHANNEL MONITORING The following schedule for monitoring and maintenance is recommended. The schedule may be modified as needed when conditions change in order to fulfill the overall creek maintenance goals. Monitoring visits should be performed according to the following schedule: TABLE 4 Monitoring Schedule Schedule Monitoring Type Annually in May Channel and Bank Monitoring; Sediment Movement; Energy Dissipation Structures; Vegetation Performance; Longitudinal Profile; Debris Accumulation. After any storm greater or equal to the 10-year rainfall event as defined by the Alameda County Flood Control and Water Conservation District criteria for the Dublin area (a storm event generating approximately 3.2 inches of rainfall in a 24-hour period). Channel and Bank Monitoring; Energy Dissipation Structures; Sediment Movement; Vegetation Performance; Longitudinal Profile; Debris Accumulation. Braddock & Logan Services, Inc. 5661.000.001 Moller Ranch Project May 14, 2013 TRIBUTARY CHANNEL - BASIS OF DESIGN REPORT Revised August 2, 2013 Page 6 The following table summarizes the monitoring tasks, which should be performed at each scheduled monitoring event. TABLE 5 Monitoring Tasks Area Monitoring Task Performance Standard Remedial Actions Channel Performance and Longitudinal Profile Monitor evidence of channel bed incision, which includes documenting any knickpoints/headcuts and the initiation and/or growth of gullies The longitudinal profile of the creek system should remain fairly consistent, without excessive scour, erosion or deposition. The longitudinal slope of 1 percent should be maintained between structures. Any significant deviation from the design channel slope should be reported and addressed by maintenance as necessary. Bank Performance The banks should be observed for obvious signs of vertical and horizontal displacements, seepage or erosion caused by high creek levels. Significant displacement, seepage or erosion should not occur along the channel banks. Any excessive slope displacement, seepage or erosion should be reported and addressed by maintenance as necessary. Both an Engineering Geologist and a Geotechnical Engineer should be consulted on significant bank repairs. Rock Energy Dissipation Structures Dissipation structures should be observed for structural integrity and stability including the extent of any erosion taking place around the edges of the rock aprons, as well as immediately downstream of the rock installations. Structures should remain in the approximate locations and configurations originally constructed. Irregularities should be reported in the monitoring report and repairs coordinated with the Geotechnical engineer. Sediment Movement Monitor evidence of excessive deposition in channel including active channel depth to width ratios. The channel width:depth ratio is to be monitored for changes that could affect the creek function or the structural integrity of the drop structures. Any excessive deposition or erosion in the creek channel causing channel width:depth ration to change by more than 10 percent should be reported and addressed by maintenance as necessary. Both an Engineering Geologist and a Geotechnical Engineer should be consulted on significant channel repairs. Braddock & Logan Services, Inc. 5661.000.001 Moller Ranch Project May 14, 2013 TRIBUTARY CHANNEL - BASIS OF DESIGN REPORT Revised August 2, 2013 Page 7 Area Monitoring Task Performance Standard Remedial Actions Vegetation Performance Creek channel and banks should be monitored for obstructing vegetation. No vegetation should obstruct flow in the creek areas. Portions of vegetation that are obstructing channel flow should be trimmed or removed as necessary to allow creek function for conveying storm runoff. Debris Accumulation Creek channel and banks should be monitored for obstructing trash or debris. No trash or debris should obstruct flow in the creek areas. Trash and other undesirable debris obstructing flow should be removed from the creek areas. We recommend photodocumentation be performed on the channels annually at the locations shown on Figure 2. CLOSING The created channels proposed on the project plans should perform adequately if constructed using the recommendations above. We understand that the project Geologic Hazard Abatement District (GHAD) will be responsible for long-term maintenance of the channels themselves. However, a conservation manager will be responsible for overseeing any maintenance activities as they relate to habitat management. We appreciate the opportunity to prepare this report and look forward to working with you on this project. If you have any questions, please do not hesitate to contact us. Sincerely, ENGEO Incorporated Jonathan Buck, PE Raymond P. Skinner, CEG jb/rps/jf Attachments: Figure 1 Appendix A – Hydrologic Calculations – Creek D 5661.000.001 May 14, 2013 Revised August 2, 2013 FIGURE Figure 1 – Conceptual Surface Water Management Plans 0 6 6 4 5 1 4 4 0 7 0 1 4 0 5 5 1 9 0 7 Ä 4 1 6 9 6 1 0 1 0 Ä 9 1 8 0 6 4 4 0 5 6 5 6 1 4 7 4 6 1 7 6; 2 2 4 1 6 4 7 6 4 4 0 7 0 6 5 6 0 0 7 0 0 0 5 1 0 5 6 6 1 0 5 9 0 0 7 0 0 7 0 0 0 5 1 0 5 6 4 7 6 4 4 01 5 01 5 01 5 2 0 6 1 02 2 4 1 6 1 6 1 0 1 1 0 Ä 5 6 6 6 1 0 5 9 4 6 0 0 2 2 4 1 6 1 6 1 0 1 2 4 1 8 6 4 7 6 4 4 0 0 4 6 0 4 1 0 0 6 6 1 0 4 5 7 9 6 4 5 2 2 4 1 6 1 6 1 0 1 4 1 0 6 4 1 5 6 4 7 6 7 4 4 2 2 4 1 6 1 6 1 0 1 1 0 Ä 5 6 6 6 1 0 5 9 9 6 2 1 1 Ä 4 0 0 0 6 01 6 5 5 1 2 5 6 1 4 4 0 6 6 1 0 5 9 5 1 4 6 5 9 1 6 1 0 0 0 6 5661.000.001 May 14, 2013 Revised August 2, 2013 APPENDIX A Hydrologic Calculations – Creek D Ca l c u l a t i o n s Mi t i g a t i o n Cr e e k D Mo l l e r Ra n c h pr o j e c t Al a m e d a Co u n t y Fl o o d Co n t r o l Me t h o d 1. Fi n d Ti m e of Co n c e n t r a t i o n Se c t i o n Se g m e n t Le n g t h F e e t V e r t i c a l He i g h t f t S l o p e S l o p e Ve l o c i t y f t s e c A u p p e r 17 2 4 41 3 2 0 2 3 9 6 7 5 2 3 9 6 7 5 2 B s t o r m dr a i n 33 5 45 0 1 3 4 3 2 8 1 3 4 3 2 8 4 C e n g i n e e r e d ch a n n e l 12 7 9 10 3 0 0 8 0 5 3 2 8 0 5 3 1 6 7 To t a l Tc 2. Fi n d Ra i n f a l l In t e n s i t y in in h r Pe r Al a m e d a Co u n t y 1 5 6 Mi n u t e s 10 0 ye a r Un i t ra i n f a l l in t e s i t y fa c t o r 0. 1 1 7 Ra i n f a l l In t e n s i t y I 0. 1 1 7 X Me a n An n u a l Pr e c i p i t a t i o n i n h Ra i n f a l l In t e s i t y 2 8 3 2 i n h r 3. Us e US D A Ty p e D so i l fo r sl o p e s ov e r 8% si n c e Al a m e d a Co u n t y do e s no t Fa c t o r Sl o p e s un t i l ov e r 20 C 0. 5 4. Fl o w ra t e eq u a l to C* I A 10 5 4 9 2 f t s e c Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan D-1 H. T. Harvey & Associates 24 September 2014 Appendix D Avoidance and Minimization Measures Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan D-2 H. T. Harvey & Associates 18 September 2014 Appendix D AVOIDANCE AND MINIMIZATION MEASURES Riparian mitigation and enhancement actions associated with the Moller Ranch Residential Development and Tassajara Road Culvert Replacement Projects (hereafter, the Project) will employ all the general Generalized Avoidance and Minimization Measures to Reduce Effects on Focal Species as described in Table 3-2 of the East Alameda County Conservation Strategy (hereafter, EACCS; ICF International 2010). In addition, the Project will follow the Species-Specific Avoidance and Minimization Measures described in Table 3-3 of the EACCS that pertain to the Project. The applicable species-specific measures are provided below verbatim from the EACCS, and in some cases text has been added in italics and square brackets to indicate more specifically how the Project will implement the measure. EACCS Measures for Amphibians 1. AMPH-1. If aquatic habitat is present, a qualified biologist will stake and flag an exclusion zone prior to activities. The exclusion zone will be fenced with orange construction zone and erosion control fencing (to be installed by construction crew). The exclusion zone will encompass the maximum practicable distance from the work site and at least 500 ft from the aquatic feature wet or dry. [Because the proposed project includes the construction of a bridge over Moller Creek and impacts on other drainages and wetlands, the complete exclusion of activity within 500 ft of aquatic habitat is not feasible. However, in order to comply with this measure to the greatest extent practicable, the limits of project activities in and adjacent to aquatic habitats will be clearly marked, and construction fencing will prevent equipment from entering aquatic habitats outside the designated impact areas.] 2. AMPH-2. A qualified biologist will conduct pre-construction surveys prior to activities. If individuals are found, work will not begin until they are moved out of the construction zone to a Service/CDFW approved relocation site. [For the California tiger salamander and California red- legged frog, the relocation site will be a suitable burrow on the project’s conservation lands, if the animal is found in terrestrial areas; if the animal is found in aquatic habitat, the relocation site will be a suitable pool on the project’s conservation lands (for California tiger salamanders), or for California red-legged frogs, either a suitable pool on the project’s conservation lands or a pool in Moller Creek outside the impact area, whichever is closest.] A Service/CDFW-approved biologist will be present for initial ground disturbing activities. If the work site is within the typical dispersal distance (contact Service/CDFW for latest research on this distance for species of interest) of potential breeding habitat, barrier fencing will be constructed around the worksite to prevent amphibians from entering the work area. Barrier fencing will be removed within 72 hours of completion of work. [The Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan D-3 H. T. Harvey & Associates 18 September 2014 project impact site is known to be within dispersal distance of potential breeding habitat, and therefore barrier fencing consisting of silt fence and orange construction zone fencing will be installed around the entire worksite. Per the PBO, the barrier fencing will be at least 3 ft high and the lower 6 inches of the fence will be buried in the ground to prevent animals from crawling under. The remaining 2.5 ft will be left above ground to serve as a barrier for animals moving on the ground surface.] No monofilament plastic will be used for erosion control. Construction personnel will inspect open trenches in the morning and evening for trapped amphibians. A qualified biologist possessing a valid FESA Section 10(a)(1)(A) permit or Service- approved under an active biological opinion, will be contracted to trap and to move amphibians to nearby suitable habitat if amphibians are found inside a fenced area. [No trapping, such as the use of upland traplines for California tiger salamanders, is proposed for this project. However, a biologist approved by the Service and by the CDFW under the project’s ITP will survey for and relocate any individuals found within the impact area.] Work will be avoided within suitable habitat from 15 October (or the first measurable fall rain of 1 inch or greater) to 1 May. EACCS Measures for Mammals 1. MAMM-1. If potential dens are present, their disturbance and destruction will be avoided. [Potential dens are defined in the PBO {see PBO San Joaquin Kit Fox Measure 1below}.] If potential dens are located within the proposed work area and cannot be avoided during construction, a qualified biologist will determine if the dens are occupied or were recently occupied using methodology coordinated with the Service and CDFW. If unoccupied, the qualified biologist will collapse these dens by hand in accordance with Service procedures Service 1999). Exclusion zones will be implemented following Service procedures (Service 1999) or the latest Service procedures available at the time. The radius of these zones will follow current standards or will be as follows: Potential Den—50 ft; Known Den—100 ft; Natal or Pupping Den—to be determined on a case-by-case basis in coordination with Service and CDFW. Pipes will be capped and trenches will contain exit ramps to avoid direct mortality while construction areas are active. This Project will also employ all of the avoidance and minimization measures from the Programmatic Biological Opinion (hereafter, PBO; Revised draft language submitted by H. T. Harvey & Associates to USFWS, April 9 2014). As above, text has been added in italics and square brackets where necessary to elucidate how the Project will implement the measure. Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan D-4 H. T. Harvey & Associates 18 September 2014 PBO General Minimization Measures 1. At least 15 days prior to any ground disturbing activities, the applicant will submit to the Service for review and approval the qualifications of the proposed biological monitor(s). A qualified biological monitor means any person who has completed at least four years of university training in wildlife biology or a related science and/or has demonstrated field experience in the identification and life history of the listed species. 2. A Service-approved biological monitor will remain on-site during all construction activities in or adjacent to habitat for listed species. The Service-approved biological monitor(s) will be given the authority to stop any work that may result in the take of listed species. If the Service-approved biological monitor(s) exercises this authority, the Service will be notified by telephone and electronic mail within one working day. The Service-approved biological monitor will be the contact for any employee or contractor who might inadvertently kill or injure a listed species or anyone who finds a dead, injured, or entrapped individual. The Service-approved biological monitor will possess a working wireless/mobile phone whose number will be provided to the Service. 3. Prior to construction, a construction employee education program will be conducted in reference to potential listed species on site. At minimum, the program will consist of a brief presentation by persons knowledgeable in endangered species biology and legislative protection (Service-approved biologist) to explain concerns to contractors, their employees, and agency personnel involved in the project. The program will include: a description of the species and their habitat needs; any reports of occurrences in the project area; an explanation of the status of each listed species and their protection under the Act; and a list of measures being taken to reduce effects on the species during construction and implementation. Fact sheets conveying this information and an educational brochure containing color photographs of all listed species in the work area(s) will be prepared for distribution to the above-mentioned people and anyone else who may enter the project area. A list of employees who attend the training sessions will be maintained by the applicant to be made available for review by the Service upon request. Contractor training will be incorporated into construction contracts and will be a component of weekly project meetings. 4. Pre-construction surveys for listed species will be performed immediately prior to groundbreaking activities. Surveys will be conducted by Service-approved biologists. If at any point, construction activities cease for more than five consecutive days, additional pre-construction surveys will be conducted prior to the resumption of these actions. 5. To prevent the accidental entrapment of listed species during construction, all excavated holes or trenches deeper than 6 inches will be covered at the end of each work day with plywood or similar materials. Foundation trenches or larger excavations that cannot easily be covered will be ramped at Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan D-5 H. T. Harvey & Associates 18 September 2014 the end of the work day to allow trapped animals an escape method. Prior to the filling of such holes, these areas will be thoroughly inspected for listed species by Service-approved biologists. In the event of a trapped animal is observed, construction will cease until the individual has been relocated to an appropriate location. 6. Translocation will be approved on a project specific basis. The applicant will prepare a listed species translocation plan for the project to be reviewed and approved by the Service prior to project implementation. The plan will include trapping and translocation methods, translocation site, and post translocation monitoring. [This project does not propose any trapping regimes. However, any individuals of listed species found during pre-construction surveys or at any time during project activities will be relocated by an agency-approved biologist to suitable locations outside of the work area. For the California tiger salamander and California red-legged frog, the relocation site will be a suitable burrow on the project’s conservation land, if the animal is found in terrestrial areas; if the animal is found in aquatic habitat, the relocation site will be a suitable pool on the project’s conservation land (for California tiger salamanders), or for California red-legged frogs, either a suitable pool on the project’s conservation land or a pool in Moller Creek outside the impact area, whichever is closest. The applicant will prepare a relocation plan for the project to be reviewed and approved by the Service prior to the onset of construction.] 7. Only Service-approved biologists will conduct surveys and move listed species. 8. All trash and debris within the work area will be placed in containers with secure lids before the end of each work day in order to reduce the likelihood of predators being attracted to the site by discarded food wrappers and other rubbish that may be left on-site. Containers will be emptied as necessary to prevent trash overflow onto the site and all rubbish will be disposed of at an appropriate off-site location. 9. All vegetation which obscures the observation of wildlife movement within the affected areas containing or immediately adjacent to aquatic habitats will be completely removed by hand just prior to the initiation of grading to remove cover that might be used by listed species. The Service- approved biologist will survey these areas immediately prior to vegetation removal to find, capture, and relocate any observed listed species, as approved by the Service. 10. All construction activities must cease one half hour before sunset and should not begin prior to one half hour after sunrise. There will be no nighttime construction. 11. Grading and construction will be limited to the dry season, typically May-October, or if dry weather persists outside of this period, upon approval by the Service. 12. BMPs will be used to minimize erosion and effects on water quality and effects on aquatic habitat. If necessary, a SWPPP will be prepared. Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan D-6 H. T. Harvey & Associates 18 September 2014 13. The applicant will ensure a readily available copy of this BO is maintained by the construction foreman/manager on the project site whenever earthmoving and/or construction is taking place. The name and telephone number of the construction foreman/manager will be provided to the Service prior to groundbreaking. 14. The construction area shall be delineated with high visibility temporary fencing at least 4 ft in height, flagging, or other barrier to prevent encroachment of construction personnel and equipment outside of the construction area. Such fencing shall be inspected and maintained daily until completion of the project. The fencing will be removed only when all construction equipment is removed from the site. 15. Silt fencing or wildlife exclusion fencing will be used to prevent listed species from entering the project area. Exclusion fencing will be at least 3 ft high and the lower 6 inches of the fence will be buried in the ground to prevent animals from crawling under. The remaining 2.5 ft will be left above ground to serve as a barrier for animals moving on the ground surface. The fence will be pulled taut at each support to prevent folds or snags. Fencing shall be installed and maintained in good condition during all construction activities. Such fencing shall be inspected and maintained daily until completion of the project. The fencing will be removed only when all construction equipment is removed from the site. 16. A Service-approved biologist shall ensure that the spread or introduction of invasive exotic plant species shall be avoided to the maximum extent possible. When practicable, invasive exotic plants in the project areas shall be removed. 17. Project sites shall be revegetated with an appropriate assemblage of native riparian wetland and upland vegetation suitable for the area. A species list and restoration and monitoring plan shall be included with the project proposal for review and approval by the Service and the USACE. Such a plan must include, but not be limited to, location of the restoration, species to be used, restoration techniques, time of year the work will be done, identifiable success criteria for completion, and remedial actions if the success criteria are not achieved. 18. If a work site is to be temporarily dewatered by pumping, intakes shall be completely screened with wire mesh not larger than 5 millimeters. Water shall be released or pumped downstream at an appropriate rate to maintain downstream flows during construction. Upon completion of construction activities, any barriers to flow shall be removed in a manner that would allow flow to resume with the least disturbance to the substrate. 19. A Service-approved biologist shall permanently remove, from within the project area, any individuals of exotic species, such as bullfrogs [Lithobates catesbeianus], crayfish [Pacifastacus leniusculus Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan D-7 H. T. Harvey & Associates 18 September 2014 and Procambarus clarkii], and centrarchid fishes, to the maximum extent possible. The applicant shall have the responsibility to ensure that their activities are in compliance with the California Fish and Game Code. PBO California Red-legged Frog Minimization Measures 1. A Service-approved biologist shall survey the work site immediately prior to construction activities. If California red-legged frogs, tadpoles, or eggs are found, the approved biologist shall contact the Service to determine if moving any of these life-stages is appropriate. In making this determination, the Service shall consider if an appropriate relocation site exists as provided in the relocation plan. If the Service approves moving animals, the approved biologist shall be allowed sufficient time to move California red-legged frogs from the work site before work activities begin. Only Service-approved biologists shall participate in activities associated with the capture, handling, and monitoring of California red-legged frogs. [For California red-legged frogs, the relocation site will be a suitable burrow on the project’s conservation land, if the animal is found in terrestrial areas, or if the animal is found in aquatic habitat, a suitable pool on the project’s conservation land or in Moller Creek outside the impact area, whichever is closest.] 2. Bare hands shall be used to capture California red-legged frogs. Service-approved biologists will not use soaps, oils, creams, lotions, repellents, or solvents of any sort on their hands within two hours before and during periods when they are capturing and relocating individuals. To avoid transferring disease or pathogens of handling of the amphibians, Service-approved biologists will follow the Declining Amphibian Populations Task Force's "Code of Practice." PBO California Tiger Salamander Minimization Measures 1. A Service-approved biologist shall survey the work site immediately prior to construction activities. If Central California tiger salamanders, larvae, or eggs are found, the approved biologist shall contact the Service to determine if moving any of these life-stages is appropriate. In making this determination, the Service shall consider if an appropriate relocation site exists as provided in the relocation plan. If the Service approves moving animals, the approved biologist shall be allowed sufficient time to move Central California tiger salamanders from the work site before work activities begin. Only Service-approved biologists shall participate in activities associated with the capture, handling, and monitoring of Central California tiger salamanders. [For California tiger salamanders, the relocation site will be a suitable burrow on the project’s conservation lands, if the animal is found in terrestrial areas, or if the animal is found in aquatic habitat, a suitable pool on the project’s conservation lands.] 2. Bare hands shall be used to capture Central California tiger salamanders. Service approved biologists will not use soaps, oils, creams, lotions, repellents, or solvents of any sort on their hands within two hours before and during periods when they are capturing and relocating individuals. To avoid Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan D-8 H. T. Harvey & Associates 18 September 2014 transferring disease or pathogens of handling of the amphibians, Service-approved biologists will follow the Declining Amphibian Populations Task Force's "Code of Practice." PBO San Joaquin Kit Fox Minimization Measures 1. A qualified Service-approved biologist will conduct a pre-construction survey no more than 30 days before the beginning of ground disturbance or any activity likely to affect San Joaquin kit fox. This measure will be implemented in all off-road construction areas. The biologist will survey the proposed construction area and a 200-ft buffer area around the construction area to identify suitable dens. The biologist will conduct den searches by systematically walking transects spaced 30-100 ft apart through the survey area. Transect distance should be determined on the basis of the height of vegetation such that 100 percent visual coverage of the project area is achieved. If dens are found during the survey, the biologist will map the location of each den as well as record the size and shape of the den entrance; the presence of tracks, scat, and prey remains; and if the den was recently excavated. The biologist will also record information on prey availability (e.g., ground squirrel colonies). The status of the den as defined by the Service should also be determined and recorded. Dens will be classified in one of the following four den status categories: a. Potential den: Any subterranean hole within the species' range that has entrances of appropriate dimensions for which available evidence is sufficient to conclude that it is being used or has been used by a San Joaquin kit fox. Potential dens comprise: (1) any suitable subterranean hole or (2) any den or burrow of another species (e.g., coyote [Canis latrans], badger [Taxidea taxus], red fox [Vulpes vulpes], or ground squirrel) that otherwise has appropriate characteristics for San Joaquin kit fox use. b. Known den: Any existing natural den or artificial structure that is used or has been used at any time in the past by a San Joaquin kit fox. Evidence of use may include historical records; past or current radio telemetry or spotlighting data; San Joaquin kit fox signs such as tracks, scat, and/or prey remains; or other reasonable proof that a given den is being or has been used by a San Joaquin kit fox. c. Natal or pupping den: Any den used by San Joaquin kit fox to whelp and/or rear their pups. Natal/pupping dens may be larger with more numerous entrances than dens occupied exclusively by adults. These dens typically have more San Joaquin kit fox tracks, scat, and prey remains in the vicinity of the den, and may have a broader apron of matted dirt and/or vegetation at one or more entrances. A natal den, defined as a den in which San Joaquin kit fox pups are actually whelped but not necessarily reared, is a more restrictive version of the pupping den. In practice, however, it is difficult to distinguish between the two; therefore, for purposes of this definition either term applies. d. Atypical den: Any artificial structure that has been or is being occupied by a San Joaquin kit fox. Atypical dens may include pipes, culverts, and diggings beneath concrete slabs and buildings. Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan D-9 H. T. Harvey & Associates 18 September 2014 Written results of the surveys will be submitted to the Service within one week of the completion of surveys and prior to the beginning of ground disturbance and/or construction activities likely to affect the San Joaquin kit fox. 2. After pre-construction den searches and before the commencement of construction activities, a qualified Service-approved biologist will establish and maintain the following exclusion zones measured in a radius outward from the entrance or cluster of entrances of each den. a. Potential and atypical dens: A total of 4-5 flagged stakes will be placed 50 ft from the den entrance to identify the den location. b. Known den: Orange construction barrier fencing will be installed between the construction work area and the known den site at a minimum distance of 100 ft from the den. The fencing will be maintained until all construction-related disturbances have been terminated. At that time, all fencing will be removed to avoid attracting subsequent attention to the den. c. Natal/pupping den: The Service will be contacted immediately if a natal or pupping den is discovered at or within 200 ft from the boundary of the construction area. d. Construction and other project activities will be prohibited or greatly restricted within these exclusion zones. Only essential vehicular operation on existing roads and foot traffic should be permitted and articulated to the Service. All other construction activities, vehicle operation, material and equipment storage, and other surface-disturbing activities will be prohibited in the exclusion zones. e. In cases where avoidance is not a reasonable alternative, limited destruction of potential San Joaquin kit fox dens will be allowed. Potential dens can be removed by careful hand excavation by a Service-approved biologist or under the supervision of a Service-approved biologist, after the dens have been monitored for three days with tracking medium or a remote sensor camera and determined to be vacant of San Joaquin kit foxes. If, during excavation or monitoring, a potential den is determined to be currently or previously used e.g., San Joaquin kit fox sign found inside) by San Joaquin kit fox, then destruction of the den or construction in that area will cease and the Service will be notified immediately. [For the Moller Ranch Project, any potential den found within the impact footprint will be subject to the three-day monitoring approach and hand excavation described in this measure.] 3. Vehicle traffic will be restricted to established roads, construction areas, and other designated areas. 4. Grading activities shall be designed to minimize or eliminate effects on rodent burrows. Areas with high concentrations of burrows and large burrows suitable for San Joaquin kit fox dens shall be avoided by grading activities to the maximum extent possible. In addition, when concentrations of burrows or large burrows are observed within the site these areas shall be staked and flagged to ensure construction personnel are aware of their location and to facilitate avoidance of these areas. Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan D-10 H. T. Harvey & Associates 18 September 2014 5. Compensate for the loss of San Joaquin kit foxes and suitable habitat by protecting occupied habitat and/or restoring suitable habitat to establish and maintain San Joaquin kit fox presence. Finally, this Project will employ the following avoidance and minimization measures from the 2012 SEIR Haag 2012), the 2006 SEIR (Haag 2006), and the 1993 EIR (Wallace Roberts & Todd 1993): General The City shall require development applicants to conduct a pre-construction survey within 60 days prior to habitat modification (clearing construction and road site, etc.) to verify the presence of sensitive species, especially the San Joaquin kit fox, nesting raptors, the red-legged frog, the Pacific pond turtle, the California tiger salamander, the tri-colored blackbird and other species of special concern. American badger (Taxidea taxus) Undertake preconstruction surveys on the Project site by a U.S. Fish and Wildlife Service USFWS)/California Department of Fish and Wildlife (CDFW) approved biologist prior to grading or ground disturbance. Avoid disturbance and destruction of potential badger dens to the extent practicable. If disturbance of dens is unavoidable, a qualified biologist shall determine if the dens are occupied using methodology developed in coordination with the USFWS and/or CDFW. If the dens are determined to be unoccupied, they shall be collapsed by hand in accordance with USFWS procedures. Exclusion zones around occupied dens will be established by a qualified biologist following USFWS procedures following current standards (potential den- 50 ft; known den - 100 ft; natal den - determined on a case-by-case basis in consultation with the USFWS and CDFW). Pipes will be capped and trenches equipped with exit ramps to prevent animals from becoming trapped. If an active badger den is discovered on the Project site and cannot be avoided using the measures described above, mitigation for loss of the burrow(s) will be provided at a 3:1 ratio, and mitigation lands will be protected in perpetuity. Maintain a minimum buffer (at least 300 feet) around known or those identified by the aforementioned pre-construction surveys nesting sites of the burrowing owl and breeding sites of the American badger during the breeding season. Tri-colored Blackbird (Agelaius tricolor) If the proposed project were to remove trees during the nesting bird season (February 1- August 31) then pre-construction breeding bird surveys should be conducted within 10-14 days of ground disturbance to avoid disturbance to active nests, eggs, and/or young of ground-nesting birds. Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan D-11 H. T. Harvey & Associates 18 September 2014 Golden eagle (Aquila chrysaetos) The following steps shall be undertaken if a Golden eagle nets is discovered on the site: If an active nest is identified near (i.e., within 1000 ft. or as determined by a qualified biologist in consultation with the CDFW) a proposed work area, work shall be conducted outside of the nesting season (February 1 to September 1). If an active nest is identified near a proposed work area and work cannot be conducted outside of the nesting season, a no-activity zone shall be established by a qualified biologist. The no-activity zone shall be large enough to avoid nest abandonment and will at a minimum be 250-feet radius from the nest. If an effective no-activity zone cannot be established in either case, an experienced golden eagle biologist shall develop a site-specific plan (i.e., a plan that considers the type and extent of the proposed activity, the duration and timing of the activity, the sensitivity and habituation of the eagles, and the dissimilarity of the proposed activity with background activities) to minimize the potential to affect the reproductive success of the eagles. Loggerhead shrike (Lanius ludovicianus) and White-tailed Kite Elanus leucurus) A qualified biologist shall conduct white-tailed kite and loggerhead shrike nest surveys prior to tree pruning, tree removal, ground disturbing activities, or construction activities to locate any active nests on or immediately adjacent to the site. Preconstruction surveys shall be conducted at least 30 days prior to construction or ground disturbing activities and at 30-day intervals until construction activities have been initiated in an area. Preconstruction surveys shall be conducted between February 1 and August 31. Locations of active nests shall be described and protective measures implemented. Protective measures shall include establishment of clearly delineated (i.e., orange construction fencing) avoidance areas around each nest site that is a minimum of 300 feet from the dripline of the nest tree or nest for raptors and 100 feet for shrikes. The active nest sites within an exclusion zone shall be monitored on a weekly basis throughout the nesting season to identify any signs of disturbance. These protection measures shall remain in effect until the young have left the nest and are foraging independently or the nest is no longer active. A report shall be prepared at the end of each construction season detailing the results of the preconstruction surveys. The report shall be submitted to CDFW by November 30 of each year. If the proposed project were to remove trees during the nesting bird season (February 1- August 31) then pre-construction breeding bird surveys should be conducted within 10-14 days of ground disturbance to avoid disturbance to active nests, eggs, and/or young of ground-nesting birds. Any trees and shrubs in or adjacent to the project area that are proposed for removal and that could be used as nesting sites by loggerhead shrike and white-tailed kite may only be removed during the non- breeding season (September through February). Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan D-12 H. T. Harvey & Associates 18 September 2014 Pacific Pond Turtle (Actinemys marmorata) Maintain a minimum buffer (at least 100 feet) around breeding sited of the red-legged frog, California tiger salamander, and the Pacific pond turtle identified by the aforementioned pre-construction surveys. Raptors A qualified biologist shall conduct raptor and loggerhead shrike nest surveys prior to tree pruning, tree removal, ground disturbing activities, or construction activities to locate any active nests on or immediately adjacent to the site. Preconstruction surveys shall be conducted at least 30 days prior to construction or ground disturbing activities and at 30-day intervals until construction activities have been initiated in an area. Preconstruction surveys shall be conducted between February 1 and August 31. Locations of active nests shall be described and protective measures implemented. Protective measures shall include establishment of clearly delineated (i.e., orange construction fencing) avoidance areas around each nest site that is a minimum of 300 feet from the dripline of the nest tree or nest for raptors and 100 feet for shrikes. The active nest sites within an exclusion zone shall be monitored on a weekly basis throughout the nesting season to identify any signs of disturbance. These protection measures shall remain in effect until the young have left the nest and are foraging independently or the nest is no longer active. A report shall be prepared at the end of each construction season detailing the results of the preconstruction surveys. The report shall be submitted to CDFW by November 30 of each year. Burrowing owl (Athene cunicularia) Preconstruction surveys shall be conducted for burrowing owls prior to ground disturbing activities, including clearing and grubbing. These surveys shall conform to the survey protocol established by the California Burrowing Owl Consortium (1993). Preconstruction surveys shall be conducted no more than 30 days prior to the initiation of construction activities and at 30-day intervals if construction activities have not been initiated in an area. If an active nest is identified within 250 foot distance of a burrowing owl nest or a distance determined by a qualified biologists in coordination with CDFW, a proposed work area work shall be conducted outside of the nesting season (15 March to 1 September) if feasible. If an active nest is identified near a proposed work area and work cannot be conducted outside of the nesting season, a no-activity zone will be established by a qualified biologist. The no-activity zone shall be large enough to avoid nest abandonment and will at a minimum be a 250-feet radius from the nest. If burrowing owls are present at the site during the non-breeding period, a qualified biologist shall establish a no-activity zone of at least 150 feet, if feasible. If an effective no activity zone cannot be established around an occupied burrow, an experienced burrowing owl biologist shall develop a site-specific plan (i.e., a plan that considers the type and extent of the proposed activity, the duration and timing of the activity, the sensitivity and habituation of the owls Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan D-13 H. T. Harvey & Associates 18 September 2014 and the dissimilarity of the proposed activity with background activities) to minimize the potential to affect the reproductive success of the owls. A Burrowing Owl Exclusion Plan shall be prepared if occupied burrows cannot be avoided during the breeding season. Nesting birds If the proposed project were to remove trees during the nesting bird season (February 1- August 31) then pre-construction breeding bird surveys should be conducted within 10-14 days of ground disturbance to avoid disturbance to active nests, eggs, and/or young of ground-nesting birds. Any trees and shrubs in or adjacent to the project area that are proposed for removal and that could be used as nesting sites by loggerhead shrike and white-tailed kite may only be removed during the non- breeding season (September through February). Prior to removal of any on-site trees, a qualified bat biologist shall perform a survey to identify any roosting bats present. If a maternity roost is found, tree removal shall be postponed until the young become independent and the mothers vacate the roost. Bats, including Townsend’s western big-eared bat (Corynorhinus townsendii townsendii), Yuma myotis (Myotis yumanensis), and Pallid bat (Antrozous pallidus): Prior to removal of any on-site trees, a qualified bat biologist shall perform a survey to identify any roosting bats present. If a maternity roost is found, tree removal shall be postponed until the young become independent and the mothers vacate the roost. Impacts to special-status plants (BIOL-5-12). Approximately, 305 San Joaquin spearscale plants were found in the 2003 rare plant surveys in sparsely vegetated alkali wetlands. Updated floristic surveys are required to comply with the EACCS and impacts will be assessed based on those surveys. Because spearscale plants are CNPS List 1B species that occupy a relatively narrow habitat niche, the loss individuals of these plants on the project site (depending on survey results) represents a large enough proportion of its regional population such that the loss is a potentially significant impact. Special-status plant species on the project site shall be avoided to the extent possible and impacts be mitigated based on an assessment of how the project will affect the focal plant population, with the assessment methodology requiring agency approval. [For the Project, floristic surveys of the potential riparian mitigation areas will be conducted in June- July of the year in which riparian mitigation plantings will be installed. If special-status plants are identified in any of the potential riparian mitigation planting areas, the location of the planting area will be adjusted such that the plant(s) is (are) not impacted by habitat mitigation, if possible.] Moller Ranch & Tassajara Rd. Culvert Replacement Projects Riparian Mitig./ Monit. Plan D-14 H. T. Harvey & Associates 18 September 2014 REFERENCES Haag, J. 2012. Moller Ranch/Moller Creek Culvert Replacement Project. City of Dublin File #PLPA 2011- 0003. Draft Supplemental Environmental Impact Report. Prepared by Jerry Haag, Urban Planner. September 2012. H. T. Harvey & Associates. 2014. Revised Draft Biological Opinion on the Moller Ranch Residential Development /Tassajara Road Culvert Replacement Project. 9 April 2014. ICF International. 2010. East Alameda County Conservation Strategy (Final Draft). Prepared for the East Alameda County Conservation Strategy Steering Committee. October 2010. USFWS] U.S. Fish and Wildlife Service. 1999. U. S. Fish and Wildlife Service Standardized Recommendations for Protection of the San Joaquin Kit Fox Prior to or During Ground Disturbance. Prepared by the Sacramento Fish and Wildlife Office. EXHIBIT I TASSAJARA HILLS DEVELOPMENT Mitigation Grading Plan H J M N O P B A2A1 C D E1 E2 D D F G KL I SHE E T 3 SHE E T 4 SHEET 5 SHEET 6 SHEET 7 S H E E T 8 SHEET 9 T A S S A J A R A R D F A L L O N R D A SHE E T 2 CITY OF DUBLIN PLANS FOR THE IMPROVEMENTS OF TASSAJARA HILLS ROUGH GRADING PLANS FOR 9 VICINITY MAP HO P Y A R D RO A D DO U G H E R T Y R O A D S A N R A M O N V A L L E Y I 6 8 0 B L V D FALLON VILLAGERO A D GLEASON DRIVE TA S S A J A R A R O A D PLEASANTON DRI V E HAC I E N D A SAN T A R I T A RO A D I-580 DUBLIN BOULEVARD CENTRAL PARKWAY EL C H A R R O RO A D F A L L O N DUBLIN ALAME D A C O U N T Y CONTR A C O S T A C O U N T Y ROAD N. CAN Y O N S PAR K W A Y COLLIER CANYON D O O L A N R O A D I-580 PROJECT SITE MOLLER RANCH GEOTECHNICAL ENGINEER APPROVAL APPROXIMATE LOCATION OF ON-SITE MITIGATION SWALE (EARTH CHANNEL) APPROXIMATE LOCATION OF IMPROVED TRIBUTARY CREEK CHANNEL (EARTH AND ROCK CHANNEL) APPROXIMATE LIMITS OF SUBWATERSHED BOUNDARY MITIGATION CREEK SUBWATERSHED APPROXIMATE LOCATION OF GRADE CONTROL STRUCTURE CREEK 'D' APPROXIMATE LOCATION OF ON-SITE MITIGATION SWALE WITH POOL-RIFFLE ENHANCEMENT LIMIT OF ROUGH GRADING LIMIT OF CORRECTIVE GRADING A MITIGATION GRADING PLAN TASSAJARA HILLS AUGUST 2016 3. MITIGATION SWALES A1, A2 AND B TABLE OF CONTENTS SHEET DESCRIPTION 1. COVER SHEET, VICINITY MAP, NOTES 5. MITIGATION SWALE D 6. MITIGATION SWALES D, E1, E2, F AND G 7. MITIGATION SWALES H, I AND J 8. MITIGATION SWALES K, L AND M 4. MITIGATION SWALE C 9. MITIGATION SWALES N, O AND P LEGEND 1 INDEX MAP ENHANCEMENT SWALE SUMMARY: PLANTING AND SEEDING NOTES: TABLE 7. CREATED MITIGATION SWALE/CHANNEL HYDROSEED MIX¹ FORMERLY MOLLER RANCH) CREATION SWALE SUMMARY: 2. MITIGATION SWALE A 530530530 530530530 535 540 510 515 520 525 530 535 540 545 550 555 560 565 570 575 580 585 590 595 600 605 610 615 620 625 630 635 640 645 650 655 660 495 500 505 510 515 520 525 530 535 540 545 550 555 560 565 570 575 580 585 590 595 600 605 610 615 620 625 630 635 640 645 650650 650 655 655 4 9 5 5 0 0 505 1 4 3 2 A 1 1 INSTALL ROCK CHECK DAMS PER DETAIL THIS SHEET GRADE MITIGATION SWALE PER SECTION 1 LIMIT OF ROUGH GRADING CITY OF DUBLIN PLANS FOR THE IMPROVEMENTS OF TASSAJARA HILLS ROUGH GRADING PLANS FOR 9 SWALE A APPROXIMATE LOCATION OF ON-SITE MITIGATION SWALE (EARTH CHANNEL) APPROXIMATE LOCATION OF IMPROVED TRIBUTARY CREEK CHANNEL (EARTH AND ROCK CHANNEL) APPROXIMATE LIMITS OF SUBWATERSHED BOUNDARY MITIGATION CREEK SUBWATERSHED APPROXIMATE LOCATION OF GRADE CONTROL STRUCTURE CREEK 'D' APPROXIMATE LOCATION OF ON-SITE MITIGATION SWALE WITH POOL-RIFFLE ENHANCEMENT PROPOSED CONTOUR GRADING FOR MITIGATION SWALES LEGEND A 2 545 550 555 560 565 570 575 580 585 590 595 600 605 5 3 5 5 3 5 5 4 0 5 4 5 5 5 0 5 5 5 5 6 0 5 6 5 5 7 0 5 7 5 5 8 0 5 8 5 5 9 0 530530530 535 540 545 550 555 560 565 570 575 580 A2 B 1 1 1 1 8 7 4 5 6 10 9 18 17 19 A1 1 1 LIMIT OF ROUGH GRADING GRADE MITIGATION SWALE PER PROPOSED CONTOURS SHOWN AND PER SECTION1INSTALLROCK CHECK DAMS PER DETAIL THIS SHEET GRADE MITIGATION SWALE PER PROPOSED CONTOURS SHOWN AND PER SECTION 1 INSTALL ROCK CHECK DAMS PER DETAIL THIS SHEET LIMIT OF ROUGH GRADING CITY OF DUBLIN PLANS FOR THE IMPROVEMENTS OF TASSAJARA HILLS ROUGH GRADING PLANS FOR 93 SWALES A1, A2 AND B APPROXIMATE LOCATION OF ON-SITE MITIGATION SWALE (EARTH CHANNEL) APPROXIMATE LOCATION OF IMPROVED TRIBUTARY CREEK CHANNEL (EARTH AND ROCK CHANNEL) APPROXIMATE LIMITS OF SUBWATERSHED BOUNDARY MITIGATION CREEK SUBWATERSHED APPROXIMATE LOCATION OF GRADE CONTROL STRUCTURE CREEK 'D' APPROXIMATE LOCATION OF ON-SITE MITIGATION SWALE WITH POOL-RIFFLE ENHANCEMENT PROPOSED CONTOUR GRADING FOR MITIGATION SWALES LEGEND A 615 620 625 630 635 640 645 650 655 660 665 670 675 680 685 690 695 700 705 710 715 645 65 0 65 5 6 6 0 66 5 67 0 67 5 6 8 0 560 565 570 575 580 585 590 545 550 555 560 565 570 575 580 530 625 630 635 640 640 640 645 645 645 650 650 655 655 C 1 1 87 79 78 8586 84 82 83 81 80 POOL RIFFLE ENHANCEMENT SEE DETAIL THIS SHEET LIMIT OF ROUGH GRADING GRADE MITIGATION SWALE PER SECTION 1 INSTALL ROCK CHECK DAM AT TOP AND TOE OF DISCHARGE CITY OF DUBLIN PLANS FOR THE IMPROVEMENTS OF TASSAJARA HILLS ROUGH GRADING PLANS FOR 94 SWALE C APPROXIMATE LOCATION OF ON-SITE MITIGATION SWALE (EARTH CHANNEL) APPROXIMATE LOCATION OF IMPROVED TRIBUTARY CREEK CHANNEL (EARTH AND ROCK CHANNEL) APPROXIMATE LIMITS OF SUBWATERSHED BOUNDARY MITIGATION CREEK SUBWATERSHED APPROXIMATE LOCATION OF GRADE CONTROL STRUCTURE CREEK 'D' APPROXIMATE LOCATION OF ON-SITE MITIGATION SWALE WITH POOL-RIFFLE ENHANCEMENT PROPOSED CONTOUR GRADING FOR MITIGATION SWALES LEGEND A A A 615 620 625 630 635 640 645 650 655 660 665 670 570 575 580 585 590 595 600 605 610 615 620 625 630 635 640 645 650 655 660 665 2 2 2 2 D 14 15 16 17 18 12 13 11 10 20 21 22 23 19 GRADE MITIGATION SWALE ALONG TRIBUTARY CREEK" PER PROPOSED CONTOURS SHOWN AND PER SECTION 2 INSTALL ROCK CHECK DAMS PER TYPICAL PROFILE OF TRIBUTARY CREEK, THIS SHEET LIMIT OF ROUGH GRADING LIMIT OF CORRECTIVE GRADING (OUTSIDE OF CIVIL GRADING) GRADE MITIGATION SWALE ALONG "TRIBUTARY CREEK" PER PROPOSED CONTOURS SHOWN AND PER SECTION 2 5 CITY OF DUBLIN PLANS FOR THE IMPROVEMENTS OF TASSAJARA HILLS ROUGH GRADING PLANS FOR 9 SWALE D APPROXIMATE LOCATION OF ON-SITE MITIGATION SWALE (EARTH CHANNEL) APPROXIMATE LOCATION OF IMPROVED TRIBUTARY CREEK CHANNEL (EARTH AND ROCK CHANNEL) APPROXIMATE LIMITS OF SUBWATERSHED BOUNDARY MITIGATION CREEK SUBWATERSHED APPROXIMATE LOCATION OF GRADE CONTROL STRUCTURE CREEK 'D' APPROXIMATE LOCATION OF ON-SITE MITIGATION SWALE WITH POOL-RIFFLE ENHANCEMENT PROPOSED CONTOUR GRADING FOR MITIGATION SWALES LEGEND A 7 0 0 7 0 5 7 1 0 7 1 5 7 2 0 7 2 5 73 0 73 5 740660 665 670 675 680 685 690 695 7 4 5 7 5 0 7 5 5 7 6 0 7 6 5 7 7 0 7 7 5 D F 2 2 1 1 23 37 35 36 25 24 38 40 39 41 E2E1 D G 1 1 1 1 1 1 1 1 2 2 LIMIT OF ROUGH GRADING GRADE MITIGATION SWALE ALONG "TRIBUTARY CREEK" PER PROPOSED CONTOURS SHOWN AND PER SECTION 1 INSTALL ROCK CHECK DAMS PER DETAIL THIS SHEET LIMIT OF ROUGH GRADING INSTALL ROCK CHECK DAMS PER HIGH GRADIENT ROCK CHECK DAM DETAIL THIS SHEET LIMIT OF CORRECTIVE GRADING (OUTSIDE OF CIVIL GRADING) INSTALL ROCK CHECK DAMS PER DETAIL THIS SHEET INSTALL ROCK CHECK DAM PER TYPICAL PROFILE OF TRIBUTARY CREEK THIS SHEET INSTALL ROCK CHECK DAMS PER DETAIL THIS SHEET GRADE MITIGATION SWALE PER PROPOSED CONTOURS AND PER SECTION 1 INSTALL ROCK CHECK DAMS PER DETAIL THIS SHEET GRADE MITIGATION SWALE PER PROPOSED CONTOURS AND PER SECTION 1 GRADE MITIGATION SWALE PER PROPOSED CONTOURS AND PER SECTION 1 GRADE MITIGATION SWALE ALONG "TRIBUTARY CREEK" PER PROPOSED CONTOURS SHOWN AND PER SECTION 2 6 CITY OF DUBLIN PLANS FOR THE IMPROVEMENTS OF TASSAJARA HILLS ROUGH GRADING PLANS FOR 9 SWALES D, E1, E2, F AND G APPROXIMATE LOCATION OF ON-SITE MITIGATION SWALE (EARTH CHANNEL) APPROXIMATE LOCATION OF IMPROVED TRIBUTARY CREEK CHANNEL (EARTH AND ROCK CHANNEL) APPROXIMATE LIMITS OF SUBWATERSHED BOUNDARY MITIGATION CREEK SUBWATERSHED APPROXIMATE LOCATION OF GRADE CONTROL STRUCTURE CREEK 'D' APPROXIMATE LOCATION OF ON-SITE MITIGATION SWALE WITH POOL-RIFFLE ENHANCEMENT PROPOSED CONTOUR GRADING FOR MITIGATION SWALES LEGEND A 7 3 5 740 745 750 755 760 765 770 775 780 725 730 735 740 745 750 755 760 765 770 775 780 785 790 795 800 805 810 815 820 825 830 835 715 720 725 730 735 740 745 750 755 760 765 770 775 780 785 790 795 800 805 810 815 820 825 830 835 840 845 850 855 7 0 5 H J 11 1 1 46 48 47 43 44 45 42 145145144144143143142142 148148 147147 146146 4949 140140139139137137136136135135134134133133138138 141141 5050 5656 4848 8080 7979 5454 5555 5353 5252 5151 585857575959 7878 7777 151151 150150 149149 I 1 1 GRADE MITIGATION SWALE PER PROPOSED CONTOURS SHOWN AND PER SECTION 1 INSTALL ROCK CHECK DAMS PER DETAIL THIS SHEET LIMIT OF ROUGH GRADING LIMIT OF ROUGH GRADING GRADE MITIGATION SWALE PER PROPOSED CONTOURS SHOWN AND PER SECTION 1 LIMIT OF CORRECTIVE GRADING (OUTSIDE OF CIVIL GRADING) GRADE MITIGATION SWALE PER PROPOSED CONTOURS SHOWN AND PER SECTION 1 INSTALL ROCK CHECK DAMS PER DETAIL THIS SHEET INSTALL ROCK CHECK DAMS PER DETAIL THIS SHEET LIMIT OF CORRECTIVE GRADING (OUTSIDE OF CIVIL GRADING) 7 CITY OF DUBLIN PLANS FOR THE IMPROVEMENTS OF TASSAJARA HILLS ROUGH GRADING PLANS FOR 9 SWALES H, I AND J APPROXIMATE LOCATION OF ON-SITE MITIGATION SWALE (EARTH CHANNEL) APPROXIMATE LOCATION OF IMPROVED TRIBUTARY CREEK CHANNEL (EARTH AND ROCK CHANNEL) APPROXIMATE LIMITS OF SUBWATERSHED BOUNDARY MITIGATION CREEK SUBWATERSHED APPROXIMATE LOCATION OF GRADE CONTROL STRUCTURE CREEK 'D' APPROXIMATE LOCATION OF ON-SITE MITIGATION SWALE WITH POOL-RIFFLE ENHANCEMENT PROPOSED CONTOUR GRADING FOR MITIGATION SWALES LEGEND A 7 4 5 7 5 0 7 5 5 7 6 0 7 6 5 7 7 0 7 7 5 7 8 0 7 8 5 7 9 0 7 9 5 8 0 0 8 0 5 8 1 0 8 1 5 8 2 0 8 2 5 8 3 0 8 3 5 8 4 0 8 4 5 8 5 0 8 5 5 8 6 0 8 6 5 8 7 0 8 7 5 8 8 0 710 710 715 715 720 725 730 735 740 745 750 755 760 765 770 775 780 785 790 795 800 805 810 815 820 825 830 835 840 845 850 855 860 865 870 875 880 885 890 895 900 905905 780 785 790 795 800 805 810 M 1 1 123123 122122 127127 125125 124124 126126 8686 7676 7373 134134 133133 132132 130130 131131 128128 PARCELFPARCELF 129129 8383 8282 8181 8080 7979 7777 7575 7474 8484 8585 1 1 1 1 KL LIMIT OF ROUGH GRADING INSTALL ROCK CHECK DAMS PER DETAIL THIS SHEET GRADE MITIGATION SWALE PER PROPOSED CONTOURS SHOWN AND PER SECTION 1 LIMIT OF ROUGH GRADING GRADE MITIGATION SWALE PER PROPOSED CONTOURS SHOWN AND PER SECTION 1 INSTALL ROCK CHECK DAMS PER DETAIL THIS SHEET GRADE MITIGATION SWALE PER PROPOSED CONTOURS SHOWN AND PER SECTION 1 INSTALL ROCK CHECK DAMS PER DETAIL THIS SHEET LIMIT OF CORRECTIVE GRADING (OUTSIDE OF CIVIL GRADING) LIMIT OF CORRECTIVE GRADING (OUTSIDE OF CIVIL GRADING) CITY OF DUBLIN PLANS FOR THE IMPROVEMENTS OF TASSAJARA HILLS ROUGH GRADING PLANS FOR 98 SWALE K, L AND M APPROXIMATE LOCATION OF ON-SITE MITIGATION SWALE (EARTH CHANNEL) APPROXIMATE LOCATION OF IMPROVED TRIBUTARY CREEK CHANNEL (EARTH AND ROCK CHANNEL) APPROXIMATE LIMITS OF SUBWATERSHED BOUNDARY MITIGATION CREEK SUBWATERSHED APPROXIMATE LOCATION OF GRADE CONTROL STRUCTURE CREEK 'D' APPROXIMATE LOCATION OF ON-SITE MITIGATION SWALE WITH POOL-RIFFLE ENHANCEMENT PROPOSED CONTOUR GRADING FOR MITIGATION SWALES LEGEND A 5 6 5 5 7 0 5 7 5 5 8 0 5 8 5 5 9 0 5 9 5 6 0 0 6 0 5 6 1 0 6 1 5 6 2 0 6 2 5 6 3 0 6 3 5 6 4 0 6 4 5 6 5 0 6 5 5 6 6 0 6 6 5 67 0 67 5 68 0 68 5 69 0 69 5 70 0 70 5 71 0 71 5 72 0 72 5 565 57 0 57 5 5 8 0 5 8 5 5 9 0 5 9 5 6 0 0 6 0 5 6 1 0 6 1 5 6 2 0 6 2 5 6 3 0 6 3 5 6 4 0 6 4 5 6 5 0 6 5 5 6 6 0 6 6 5 6 7 0 6 7 5 6 8 0 6 8 5 6 9 0 6 9 5 7 0 0 7 0 5 7 1 0 7 1 5 7 2 0 7 2 5 570 575 580 585 590 5 3 0 5 3 5 5 4 0 5 4 5 5 5 0 5 5 5 52 5 53 0 53 5 54 0 54 5 550 55 5 56 0 N P 1 1 44 45 42 43 40 41 32 33 46 30 39 31 28 36 27 29 34 35 91 90 1 1 O 1 1 INSTALL ROCK CHECK PER DETAIL THIS SHEET GRADE MITIGATION SWALE PER PROPOSED CONTOURS SHOWN AND PER SECTION 1 LIMIT OF ROUGH GRADING GRADE MITIGATION SWALE PER SECTION 1 POOL RIFFLE ENHANCEMENT SEE DETAIL THIS SHEET LIMIT OF ROUGH GRADING LIMIT OF CORRECTIVE GRADING (OUTSIDE OF CIVIL GRADING) INSTALL ROCK CHECK PER DETAIL THIS SHEET GRADE MITIGATION SWALE PER PROPOSED CONTOURS SHOWN AND PER SECTION 1 INSTALL ROCK CHECK DAM AT TOP AND TOE OF SWALE DISCHARGE CITY OF DUBLIN PLANS FOR THE IMPROVEMENTS OF TASSAJARA HILLS ROUGH GRADING PLANS FOR 99 SWALES N, O AND P APPROXIMATE LOCATION OF ON-SITE MITIGATION SWALE (EARTH CHANNEL) APPROXIMATE LOCATION OF IMPROVED TRIBUTARY CREEK CHANNEL (EARTH AND ROCK CHANNEL) APPROXIMATE LIMITS OF SUBWATERSHED BOUNDARY MITIGATION CREEK SUBWATERSHED APPROXIMATE LOCATION OF GRADE CONTROL STRUCTURE CREEK 'D' APPROXIMATE LOCATION OF ON-SITE MITIGATION SWALE WITH POOL-RIFFLE ENHANCEMENT PROPOSED CONTOUR GRADING FOR MITIGATION SWALES LEGEND A A A NOTICE OF PUBLIC HEARING ON ANNEXATION OF TERRITORY TO THE FALLON CROSSING GEOLOGIC HAZARD ABATEMENT DISTRICT For further information, or to lodge an objection, please contact Andrew Russell, District Engineer, at Dublin City Hall, 100 Civic Plaza, Dublin, CA 94568, or at 925) 833-6630. Caroline Soto, District Clerk You are hereby notified that on June 6, 2017, at 7:00 p.m. in the City Council Chambers at 100 Civic Plaza, Dublin, California 94568, the Board of Directors of the Fallon Crossing Geologic Hazard Abatement District (“Fallon Crossing GHAD”) will consider the annexation of certain territory to the Fallon Crossing GHAD pursuant to the attached “Petition for Annexation of Territory to the Fallon Crossing Geologic Hazard Abatement District Pursuant to Division 17 of the Public Resources Code of the State of California” (the “Petition”). The territory proposed for inclusion in the Fallon Crossing GHAD is located in the area generally known as Tassajara Hills, and is described in detail in the Petition. The annexation of the territory to the Fallon Crossing GHAD will require the levy of an assessment to pay for the costs and expenses of the activities described in the plan of control for the Tassajara Hills Development Plan of Control”). The Plan of Control can be reviewed at Dublin City Hall at the address set forth below. The Plan of Control may be duplicated at cost upon request. The purpose of this Hearing is to receive and consider any and all objections to the annexation of the territory to the Fallon Crossing GHAD. Valid objections can be made in writing, not later than the time set for hearing, by any owner of real property within the boundaries of the territory proposed for annexation. Objections shall contain a description of the land by lot, tract and map number, and shall be signed by the owner of such property. Objections must be mailed or delivered to the address set forth below and must otherwise comply with the provisions of Public Resources Code Section 26564.