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HomeMy WebLinkAboutWeston Heights TIR II CommentsMarkup Summary Subject: Text Box Page: Page 5 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:05:29 AM Color: Depth: A THOROUGH REVIEW OF OLYMPUS VILLA POND A FLOW CONTROL STRUCTURE MODFICATIONS WILL BE EVALUATED WITH THE WESTON HEIGHTS NORTH UTILITY PERMIT REVIEW. Text Box (18) Subject: Text Box Page: Page 15 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:06:31 AM Color: Depth: 6 Subject: Text Box Page: Page 16 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:07:49 AM Color: Depth: SPECIAL REQUIREMENT #6 - AQUIFER PROTECTION AREA DISCUSSION NEEDED..... Subject: Text Box Page: Page 33 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:09:49 AM Color: Depth: A THOROUGH REVIEW OF THE INTERCEPTOR DIKE SERVING LOT 1 WILL BE EVALUATED WITH THE WESTON HEIGHTS NORTH UTILITY PERMIT REVIEW. Subject: Text Box Page: Page 62 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:14:38 AM Color: Depth: 0.039' A THOROUGH REVIEW OFOLYMPUS VILLA POND A FLOWCONTROL STRUCTUREMODFICATIONS WILL BEEVALUATED WITH THEWESTON HEIGHTS NORTHUTILITY PERMIT REVIEW. 6 Weston Heights Technical Information Report  Special Requirement #3 – Flood Protection Facilities The project neither relies on an existing flood protection facility, nor proposes a new flood protection facility, and therefore, is exempt from this requirement.  Special Requirement #4 – Source Control This project does not require a commercial building or commercial site development permit, and therefore, is exempt from this requirement.  Special Requirement #5 – Oil Control This project does not have high-use site characteristics as defined in KCSWDM Section 1.3.5, and therefore, is exempt from this requirement. SPECIAL REQUIREMENT #6 - AQUIFER PROTECTION AREA DISCUSSION NEEDED..... x 4C for “Wetland Hydroperiod Calculations”. A THOROUGH REVIEW OF THE INTERCEPTOR DIKE SERVINGLOT 1 WILL BE EVALUATED WITH THE WESTON HEIGHTSNORTH UTILITY PERMIT REVIEW. ne rainfall (R 0.47 0.039' Subject: Text Box Page: Page 63 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:14:55 AM Color: Depth: 0.039' Subject: Text Box Page: Page 64 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:15:12 AM Color: Depth: 0.039' Subject: Text Box Page: Page 65 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:15:44 AM Color: Depth: 0.039' Subject: Text Box Page: Page 77 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:17:00 AM Color: Depth: WWHM OUTPUTS ARE NOT READABLE. ENHANCE THE READABILITY. Subject: Text Box Page: Page 80 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:23:11 AM Color: Depth: NO CATCH BASINS ARE ALLOWED IN THE SIDEWALK. REVISE DESIGN. Subject: Text Box Page: Page 85 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:24:12 AM Color: Depth: 3.37% ine rainfall (R 0.47 0.039' 0.039' ne rainfall (R 0.47 0.039' nformation WWHM OUTPUTS ARE NOT READABLE. ENHANCE THEREADABILITY. em Analysis and Design g a conveyance system for each project basin. The conveyance system nal layout. An existing storm drain line is located at the proposed flow lin . Shallow inlets will be installed at the proposed flow line which will tie i osed sidewalk. The KCSWDM requires that the conveyance flows tribut ed with KCRTS using 15-minute timesteps. The KCRTS also requires t NO CATCH BASINS ARE ALLOWED INTHE SIDEWALK. REVISE DESIGN. % 3 ft 3.37% Subject: Text Box Page: Page 85 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:24:37 AM Color: Depth: 510.80 Subject: Text Box Page: Page 86 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:28:20 AM Color: Depth: 510.80 Subject: Text Box Page: Page 86 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:30:37 AM Color: Depth: 10.00% Subject: Text Box Page: Page 88 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:32:57 AM Color: Depth: 510.80 Subject: Text Box Page: Page 95 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:34:19 AM Color: Depth: CHECK (TYP) ft 510.80 510.80 % 0 ft 10.00% Node 5 YPE 1 Increment 510.80 CHECK (TYP) Subject: Text Box Page: Page 285 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:40:02 AM Color: Depth: R-4 ZONING = 50% MAXIMUM IMPERVIOUS AREA YOU WILL NEED TO REDUCE IMPERVIOUS AREA TO 40% TO USE RESTRICTED FOOTPRINT AS FLOW CONTROL BMP. COVENANT IS NOT NEEDED FOR PLAT. RESTRICTED FOOTPRINT INFORMATION WILL BE RECORDED ON THE FACE OF THE PLAT. PROVIDE A TABLE SHOWING LOT AREA, MAXIMUM IMPERVIOUS AREA, AND PROPOSED IMPERVIOUS AREA ON THE PLAN. Subject: Line Page: Page 5 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:02:59 AM Color: Depth: Line (16) Subject: Line Page: Page 15 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:06:22 AM Color: Depth: Subject: Line Page: Page 33 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:09:08 AM Color: Depth: Subject: Line Page: Page 33 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:10:09 AM Color: Depth: R-4 ZONING = 50% MAXIMUM IMPERVIOUS AREA YOU WILL NEED TO REDUCE IMPERVIOUS AREA TO 40%TO USE RESTRICTED FOOTPRINT AS FLOW CONTROLBMP. COVENANT IS NOT NEEDED FOR PLAT. RESTRICTEDFOOTPRINT INFORMATION WILL BE RECORDED ON THEFACE OF THE PLAT. PROVIDE A TABLE SHOWING LOT AREA, MAXIMUMIMPERVIOUS AREA, AND PROPOSED IMPERVIOUS AREAON THE PLAN. lving the Olympus Villa Pond ‘A’ will be found within this text. This is largely due to lopment, Weston Heights, will likely be constructed concurrently with the Weston pment. Although these two developments are likely to be constructed concurrently, ned under separate plat actions. Ultimately, the Weston Height’s stormwater s have been designed to accommodate the Weston Heights North project area. n Heights facilities were not able to accommodate the entire Weston Heights North s reason that the Olympus Villa Pond ‘A’ is mentioned frequently in this text. detained through three separate facilities in order to avoid concentration of flows. directed to combined detention ponds, and/or a detention vault. Flow control ed to match the historic release rates. A flow spreader will service the detention eading flows overland and ultimately into the wetland. New storm sewer vey storm water from the western detention vault to an existing roadside ditch along Nile Ave NE. The Olympus Villa Pond ‘A’ flow control structure will be reconfigured to ease rates. This meets the requirements for Full Drainage Review, as described this report. ct to the ual on to 5 d away from the nd hydroperiod an interceptor the runo dike. R Subject: Line Page: Page 62 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:14:34 AM Color: Depth: Subject: Line Page: Page 63 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:14:55 AM Color: Depth: Subject: Line Page: Page 64 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:15:12 AM Color: Depth: Subject: Line Page: Page 65 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:15:44 AM Color: Depth: Subject: Line Page: Page 80 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:21:07 AM Color: Depth: Subject: Line Page: Page 80 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:21:21 AM Color: Depth: 0.47 0.47 0.47 stem along Nile w line of the tie into Type ributary to each res that the 25-e 100-year Conveyance System Analysis and D The project is proposing a conveyance system Ave is not a conventional layout. An existing frontage improvements. Shallow inlets will be 1’s located in the proposed sidewalk. The KC catch basin be calculated with KCRTS using year peak design flows be contained within th peak design flows must also be analyzed, and 100-year peak design event must not cause o the proposed detention systems have not bee entering the facilties. Conveyance calculations for this project are p Subject: Line Page: Page 80 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:21:33 AM Color: Depth: Subject: Line Page: Page 85 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:24:25 AM Color: Depth: Subject: Line Page: Page 85 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:24:22 AM Color: Depth: Subject: Line Page: Page 86 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:28:09 AM Color: Depth: Subject: Line Page: Page 86 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:30:22 AM Color: Depth: Subject: Line Page: Page 88 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:32:43 AM Color: Depth: sed flow line wh he conveyance The KCRTS also with no surchar ted that any sur 4.48% 510.13 ft 4.48% 510.13 ft 13.00 ft 510.13 ft 4.85% 509.50 ft : TYPE 1 Inc 510.13 ft Ma atio 100.00 Subject: Cloud Page: Page 5 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:05:34 AM Color: Depth: Cloud (6) Subject: Cloud Page: Page 33 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:09:57 AM Color: Depth: Subject: Cloud Page: Page 51 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:12:58 AM Color: Depth: Subject: Cloud Page: Page 77 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:17:11 AM Color: Depth: Subject: Cloud Page: Page 80 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:23:11 AM Color: Depth: Subject: Cloud Page: Page 95 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:33:27 AM Color: Depth: hts storic release rates. This meets the requirements for Full Drainage Re ction 4 of this report. satisfy flow control requirements. In order to satisfy the existing wetla undisturbed Weston North Lot 1, will be redirected into the wetland vi endix 4C for “Wetland Hydroperiod Calculations”. 22.2 | 0.15E-03 0.1 -16.7 | 0.98E-04 0.1 0.0 | 0.16E-04 0.1 05 cfs ( 10.6%) se Data:east-pre.tsf a:ep_rdout.tsf 04 cfs (-11.3%) te Information ystem Analysis and Design osing a conveyance system for each project basin. The conveyance system alo tional layout. An existing storm drain line is located at the proposed flow line o ents. Shallow inlets will be installed at the proposed flow line which will tie into oposed sidewalk. The KCSWDM requires that the conveyance flows tributary ulated with KCRTS using 15-minute timesteps. The KCRTS also requires that ows be contained within the conveyance system with no surcharge. The 100-y 1.00% 505.72 ft Min Cover Subject: Callout Page: Page 51 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:13:01 AM Color: Depth: THE MAXIMUM POSITIVE EXCUSION IS 10.0%. REVISE DESIGN. Callout (3) Subject: Callout Page: Page 80 Lock: Unlocked Status: Checkmark: Unchecked Author: IFitz-James Date: 4/8/2016 10:22:22 AM Color: Depth: KCSWDM 3E-03 0.106 0.110 3.6 0E-03 0.114 0.120 5.6 5E-03 0.122 0.126 2.9 8E-04 0.130 0.130 -0.2 6E-04 0.138 0.138 0.0 6%) -pre.tsf sf 3%) -pre.tsf sf THE MAXIMUMPOSITIVE EXCUSIONIS 10.0%. REVISEDESIGN. he conveyance system along Nile at the proposed flow line of the low line which will tie into Type onveyance flows tributary to each KCRTS also requires that the 25- no surcharge. The 100-year hat any surcharge during the blem. Systems downstream of ates are a reduction of the flows For simplicity of the calculation, yze the 100-year storm event, from detention facilities were KCSWDM March 16, 2016 Weston Heights Technical Information Report 684 Nile Ave NE, Renton, WA SDA Project #349-004-14 Prepared for: Prospect Development, LLC 2913 5th Avenue NE, Ste. 201 Puyallup, WA 98372 CIVIL ENGINEERING | PROJECT MANAGEMENT | PLANNING 1724 W. Marine View Drive, Suite 140, Everett, WA 98201 | 425.486.6533 | www.sdaengineers.com Page 1 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Weston Heights Technical Information Report Prepared For: Prospect Development, LLC 2913 5th Avenue NE, Ste. 201 Puyallup, WA 98372 Prepared By: SDA Engineers 1724 West Marine View Drive, Ste 140 Everett, WA 98201 (425) 486-6533 Last save by: Jay Anderson on 3/16/16 R:\Projects\349 (prospect development)\004-14 (Weston Heights)\Technical\Reports\2016-03-04 TIR\2016-03-16 WH Drainage Report.docm 03-16-16 Page 2 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report TABLE OF CONTENTS SECTION 1 PROJECT OVERVIEW  Project Overview  Figure 1 – TIR Worksheet  Figure 2 – Vicinity Map SECTION 2 CONDITIONS AND REQUIREMENTS SUMMARY SECTION 3 OFF-SITE ANALYSIS  Task 1 – Study Area Definition & Maps  Task 2 – Resource Review  Task 3 – Field Inspection  Task 4 – Drainage System Description and Problem Descriptions  Task 5 – Mitigation of Existing or Potential Problems  Appendix 3A – Downstream Analysis Map and Photos  Appendix 3B – Resource Review Documents SECTION 4 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN  Part A – Existing Site Hydrology  Part B – Developed Site Hydrology  Part C – Performance Standards  Part D – Flow Control System  Part E – Water Quality System  Part F – Wetland Hydrology  Appendix 4A – Flow Control Design Calculations  Appendix 4B – Treatment Design Calculations  Appendix 4C – Wetland Hydroperiod Calculations SECTION 5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN  Appendix 5A – Conveyance Calculations  Appendix 5B – Isopluvial Map – 100-yr, 24-hr Precipitation SECTION 6 SPECIAL REPORTS AND STUDIES  Appendix 6A – Geotechnical Report  Appendix 6B – Olympus Villa LUA 10-090  Appendix 6C – Olympus Villa As-Built Plans SECTION 7 OTHER PERMITS SECTION 8 CSWPPP ANALYSIS AND DESIGN SECTION 9 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT  Appendix 9A – Bond Quantity Worksheet  Appendix 9b – Impervious Surface Limit Covenant SECTION 10 OPERATIONS AND MAINTENANCE MANUAL Page 3 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report SECTION 1 PROJECT OVERVIEW Page 4 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Project Overview The Weston Heights project proposes the construction of 12 single family lots on two existing parcels totaling approximately 4.55 acres. The project occupies King County Tax Parcel Numbers 1123059092 and 1123059010, and is situated in the northwest quarter of Section 11, Township 23 North, Range 5 East, W.M. More specifically, the project is located on the east side of Nile Ave NE, approximately 0.4 miles of the intersection of Nile Ave and north of NE 4th Street. A vicinity map has been provided as Figure 2 of this document. A central wetland area divides the site into two distinct developable pieces. The wetland area and a surrounding buffer will remain undisturbed, and separate access roads will be provided to each of the two developable areas. The wetland also divides the site into two distinct drainage basin areas, which are referred to in this report as the “West” which will contain nine new single-family lots, and “East” basin which will contain three new single-family lots. The central and eastern portion of the combined subject parcel is largely undisturbed, consisting of native forest trees and shrubs. The western side has previously been cleared and primarily consists of pasture grass and lawn area. The topography of the combined subject parcel slopes moderately from the east and west edges into the existing wetland. The project is contained within a single threshold discharge area, but practically speaking, the central wetland bisects the site into two distinct areas, which will be treated separately for stormwater modeling purposes. The USDA Soil Survey for King county indicates that the site consists of Alderwood gravelly sandy loam, which is generally characterized as glacial till, with moderate runoff rates and low capacity for infiltration. Much discussion involving the Olympus Villa Pond ‘A’ will be found within this text. This is largely due to the fact that this development, Weston Heights, will likely be constructed concurrently with the Weston Heights North development. Although these two developments are likely to be constructed concurrently, they are being designed under separate plat actions. Ultimately, the Weston Height’s stormwater management facilities have been designed to accommodate the Weston Heights North project area. However, the Weston Heights facilities were not able to accommodate the entire Weston Heights North development. It is this reason that the Olympus Villa Pond ‘A’ is mentioned frequently in this text. Surface runoff will be detained through three separate facilities in order to avoid concentration of flows. Surface runoff will be directed to combined detention ponds, and/or a detention vault. Flow control structures are included to match the historic release rates. A flow spreader will service the detention pond on the east, spreading flows overland and ultimately into the wetland. New storm sewer infrastructure will convey storm water from the western detention vault to an existing roadside ditch along the eastern edge of Nile Ave NE. The Olympus Villa Pond ‘A’ flow control structure will be reconfigured to satisfy the historic release rates. This meets the requirements for Full Drainage Review, as described further in Section 4 of this report. Page 5 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION A THOROUGH REVIEW OF OLYMPUS VILLA POND A FLOW CONTROL STRUCTURE MODFICATIONS WILL BE EVALUATED WITH THE WESTON HEIGHTS NORTH UTILITY PERMIT REVIEW. Weston Heights Technical Information Report FIGURE 1 TIR WORKSHEET Page 6 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 7 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 8 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 9 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 10 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 11 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report FIGURE 2 VICINITY MAP Page 12 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Date Project No. Drawn Design Figure No. Scale KJM SJR 2015-06-09 349-004-14 WESTON HEIGHTS VICINITYMAP 1"=1000' FIG1.0NPROJECT SITE Page 13 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report SECTION 2 CONDITIONS AND REQUIREMENTS SUMMARY Page 14 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Conditions and Requirements Summary The project proposes more than 2,000 square feet of new impervious surface area, and is subject to the provisions for Full Drainage Review as outlined in the 2009 King County stormwater Design Manual (KCSWDM). Full Drainage Review requires the accommodation of 8 core requirements in addition to 5 special requirements – all of which are listed and discussed below.  Core Requirement #1 – Discharge at Natural Location The pre-developed drainage discharge locations will be maintained for post-developed conditions. Drainage improvements consist of implementing new storm sewer infrastructure to utilize two separate facilities – the combined detention pond serving the eastern developments, and the combined detention vault serving the western developments. The eastern detention facility will discharge via level spreader into the existing wetland, maintaining the pre-developed surface water discharge location. The western detention facility will discharge via a new conveyance system into the existing roadside ditch along Nile Ave NE, maintaining the pre-developed surface water discharge location. Those areas directed to Olympus Villa Pond ‘A’ will ultimately maintain their existing discharge location. The Olympus Villa Pond outlets to the south in man-made conveyance until outfalling to the roadside ditch just south of the west basin’s detention facility. Stormwater from the Olympus Villa pond will combine with the stormwater from the west basin facility at this location, which maintains the pre-developed surface water discharge location.  Core Requirement #2 – Offsite Analysis A thorough off-site analysis is presented in Section 3 of this report.  Core Requirement #3 – Flow Control Flow control of surface runoff for this site is provided via two detention facilities – the detention facility serving the eastern basin, and the detention facility serving the western basin. Olympus Villa Pond ‘A’ provides detention for those areas in the future Weston Heights North project that are unable to be accommodated in the eastern detention facility. Design calculations for these facilities are contained in Section 4 of this report.  Core Requirement #4 – Conveyance System Stormwater conveyance has been analyzed in Section 5 of this report.  Core Requirement #5 – Erosion & Sediment Control An erosion and sediment control analysis has been provided in Section 8 of this report.  Core Requirement #6 – Maintenance & Operations Maintenance and operations of the proposed storm drainage facilities is addressed in Section 10 of this report.  Core Requirement #7 – Financial Guarantees & Liabilities Financial guarantees and liabilities are addressed in Section 9 of this report. Page 15 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION 6 Weston Heights Technical Information Report  Core Requirement #8 – Water Quality All three detention facilities – the two proposed for the Weston Heights project, and the existing Olympus Villa Pond ‘A’, provide permanent wetpools to allow for settling of solids that are suspended in the stormwater runoff. A discussion of the design methodology and calculations for this feature are provided in Section 4 of this document. SUMMARY OF SPECIAL REQUIREMENTS  Special Requirement #1 – Other Adopted Area-Specific Requirements There are no adopted basin plans or area-specific requirements affecting Parcel’s 11023059092 and 11023059010. Therefore, the project is exempt from this requirement.  Special Requirement #2 – Flood Hazard Area Delineation The project site and surrounding area is shown on FEMA Flood Insurance Rate Map No. 53033C0982, and is not located within a flood hazard area. Therefore, the project is exempt from this requirement. A portion of the FEMA map referenced above is included in Appendix 3-B of this report.  Special Requirement #3 – Flood Protection Facilities The project neither relies on an existing flood protection facility, nor proposes a new flood protection facility, and therefore, is exempt from this requirement.  Special Requirement #4 – Source Control This project does not require a commercial building or commercial site development permit, and therefore, is exempt from this requirement.  Special Requirement #5 – Oil Control This project does not have high-use site characteristics as defined in KCSWDM Section 1.3.5, and therefore, is exempt from this requirement. Page 16 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION SPECIAL REQUIREMENT #6 - AQUIFER PROTECTION AREA DISCUSSION NEEDED..... Weston Heights Technical Information Report SECTION 3 OFFSITE ANALYSIS Page 17 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Task 1 – Study Area Definitions and Maps The project’s study area includes the subject parcel, and a flow path extending approximately 1-mile downstream of the site. An off-site analysis map has been included in Appendix 3A. Task 2 – Resource Review The following documents were reviewed, as prescribed by the 2009 King County Surface Water Design Manual:  Adopted Basin Plans There are no adopted basin plans which affect the subject property.  Floodplain/Floodway Maps The project site and surrounding area is shown on FEMA Flood Insurance Rate Map No. 53033C0982, and is not located within a flood hazard area. Therefore, the project is exempt from this requirement. A portion of the FEMA map referenced above is included in Appendix 3B of this report.  Sensitive Areas Folio Maps The King County Sensitive Areas Folio Maps are outdated, and were not consulted for this project. However, a search for other sensitive area documents was performed, and the site was not to contain or be near a coal mine hazard area, erosion hazard area, steep slope, or landslide hazard area. A wetland area occupies the middle of the site, but will remain undisturbed by the project.  Drainage Complaints No documented downstream drainage complaints were located. The preliminary technical information report (prepared by others) also found no relevant drainage complaints.  Road Drainage Problems No road drainage problems were located that would be impacted by the project.  USDA Soil Survey for King County The USDA Soil Survey for King County indicates that the site is underlain by Alderwood soils, which are generally characterized as a consolidated till, with moderate runoff rates and little capacity for infiltration. A portion of the USDA Soil Survey map is included in Appendix 3B.  Wetlands Inventory Mapping A wetland exists near the middle of the project site.  Migrating River Studies No migrating river studies were located which affect the subject property. Page 18 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report  DOE 303(d) List of Polluted Waters The DOE’s Water Quality Assessment Map tool does not identify any 303(d)-listed waterways in the downstream flowpath within several miles of the site. The project is ultimately tributary to the Cedar River, which is a 303(d) listed waterway at its discharge point to Lake Washington, but this is a substantial distance from the site, and the flow contribution from the project site is expected to be insignificant compared to the full capacity of the river at that point.  King County Designated Water Quality Problems King County I-Map does not identify the project site as containing or being tributary to any designated water quality problems. Task 3 – Field Inspection A Level 1 Downstream Analysis was prepared in the preliminary design phase by Core Design, and the photos from that analysis have been provided in Appendix 3A. The project site and downstream flowpath were visited on the afternoon of June 10, 2015 to verify the findings of that downstream analysis. Conditions at the time of the visit were warm and sunny, with no significant precipitation having occurred within the previous few days. No surface runoff was observed at the project site during the site visit. The downstream flowpath for the west side of the project simply follows a road-side ditch which extends southerly along the east side of Nile Ave NE. The ditch is primarily grassed, but has been stabilized with quarry spalls in some locations, and contains a number of culvert crossings beneath various intersections and driveways. The east half of the project falls to the central wetland area, then flows west where it is intercepted by the public storm drainage system in Orcas Ave W. This storm system flows to NE 6th Street, jogs westerly, and then discharges to the road-side ditch in Nile Ave NE. Task 4 – Drainage System Description and Problem Description The west half of the project generally falls toward the west, discharging to the road-side ditch along the east side of Nile Ave. The east half of the project generally falls toward the west, and is collected in the wetland area in the center of the project. Water from this wetland enters an overflow device just north of Orcas Ave W, then is conveyed to the Nile Ave roadside ditch. The outfall from the conveyance downstream of the Olympus Villa Pond ‘A’ is the same as the outfall for the west detention facility. There were no significant erosion or sediment issues identified in the downstream system for the ¼-mile analysis distance. Task 5 – Mitigation of Existing or Potential Problems No significant hydraulic problems were observed at the project site or downstream. With routine maintenance to keep debris clear of the ditch/culverts, the downstream system is expected to continue functioning. Page 19 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report APPENDIX 3A DOWNSTREAM ANALYSIS MAP AND PHOTOS Page 20 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 21 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Core Design, Inc. WESTON HEIGHTS Page 6 Level 1 Downstream Analysis Field Investigation A field investigation was completed on May 21, 2014. The temperature was approximately 60 degrees and sunny. The existing site has two residences with gravel driveways and a detached garage. The western quarter of the site is covered in lawn (surrounding the residences and garage) and the remaining site is forested with a wetland in the center of the site. The wetland drains south and overflows into a 12-inch storm drain in the Edenwood Plat which continues south to NE 6th Street. From NE 6th Street, the 12-inch storm drain flows west where it has a confluence with the drainage system on the east side of Nile Avenue NE. Overland flow from the west portion of the site drains west to Nile Avenue NE and drains south in series of grass or rock lined ditches and culverts on the east side of the street. The open channels range from a depth of 1 foot and a width of 4 feet with rock lining on the north end of the site (Picture 1) to a vegetated channel with a depth of 2 feet and width of 3 feet just below the project’s south property line. The ditch and culvert section continues south on the east side of Nile Avenue NE until approximately 300 feet north of NE 4th Pl, where it drains into an 18-inch storm drain and flows south. This is the quarter mile point downstream of the site. The City of Renton provides current storm water information online, using a GIS based system called COR Maps. COR Maps provides information on the type of pipes, manholes and catch basins in the city. Following the pipe flow direction from COR Maps, the 18-inch diameter concrete pipe crosses over to the west side of Nile Avenue just before it intersects with NE 4th street. The pipe then heads west down NE 4th street and crosses to the south side just before Jericho Avenue. The storm water pipe parallels Jericho Avenue running through private property until NE 2nd street. Picture 10 shows the manhole as the pipe crosses from the east side of Jericho Avenue and heads south down the center line of the road. Flow continues south until NE 1st street, where the 36-inch pipe heads west and discharges into Maplewood Creek. Page 22 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Core Design, Inc. WESTON HEIGHTS Page 7 1 – Looking south in drainage ditch along the east side of Nile Avenue next to the site 2 – Looking south along the east side of Nile Avenue into first culvert 3 – Looking south on the east side of Nile Avenue just downstream of site 4 – Looking south along the east side of Nile Avenue just before NE 6th Street Page 23 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Core Design, Inc. WESTON HEIGHTS Page 8 5 – Looking at a concrete pipe junction with water flowing left to right (south) down Nile Avenue 6 – Looking south on the east side of Nile Avenue at the last drainage ditch before pipe flow 7 – Looking south on the east side of Nile Avenue before NE 4th Street 8 – Looking South at the intersection of 4th and Nile Avenue where pipe flow crosses Nile Avenue from left to right (east to west) Page 24 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Core Design, Inc. WESTON HEIGHTS Page 9 9 – Existing man hole looking west on NE 4th street 10 – Existing Man hole looking South down Jericho Avenue 11 – Storm water outlet into Maplewood stream next to Jericho Street 12 – Looking at the downstream flow from Maplewood just after outlet Looking south on Page 25 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report APPENDIX 3B RESOURCE REVIEW DOCUMENTS Page 26 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 27 of 305 Project Location RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Soil Map—King County Area, Washington (Weston Heights) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/8/2015 Page 1 of 3526017052602405260310526038052604505260520526017052602405260310526038052604505260520564330564400564470564540564610564680564750564820564890564960 564330 564400 564470 564540 564610 564680 564750 564820 564890 564960 47° 29' 43'' N 122° 8' 45'' W47° 29' 43'' N122° 8' 14'' W47° 29' 29'' N 122° 8' 45'' W47° 29' 29'' N 122° 8' 14'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84 0 100 200 400 600Feet 0 40 80 160 240Meters Map Scale: 1:3,000 if printed on A landscape (11" x 8.5") sheet. Page 28 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: King County Area, Washington Survey Area Data: Version 10, Sep 30, 2014 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 8, 2014—Jul 15, 2014 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. Soil Map—King County Area, Washington (Weston Heights) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/8/2015 Page 2 of 3 Page 29 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Map Unit Legend King County Area, Washington (WA633) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI AgC Alderwood gravelly sandy loam, 8 to 15 percent slopes 5.5 100.0% Totals for Area of Interest 5.5 100.0% Soil Map—King County Area, Washington Weston Heights Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/8/2015 Page 3 of 3 Page 30 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report SECTION 4 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN Page 31 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Part A – Existing Site Hydrology The project site, including the Weston Heights North development, is effectively split into two distinct basins by a central wetland area. For stormwater modeling purposes, the Weston Heights North project areas are included in this discussion. The separate basins will simply be referred to as “East” and “West”. Both basins ultimately fall toward the southwest. The west basin is intercepted by Nile Avenue, and the east basin discharges to the central wetland area. The central wetland area will be left undisturbed. The west basin, within the Weston Heights project limits, is currently occupied by two existing single family residences. The area north of the west basin, within the Weston Heights North project limits, is currently occupied by a single family residence, a detached garage, a shed, and a Quonset hut. The east basin, within the Weston Heights project limits, is currently forested. The east basin north of the Weston Heights project limits, has been previously developed and is considered pasture. For purposes of the stormwater model, both basins are considered to be forested in the historic condition, as prescribed by the 2009 King County Surface Water Design Manual (KCSWDM). Part B – Developed Site Hydrology The Weston Heights project proposes 12 single family lots with the associated roadways and utilities. The Weston Heights North project, included as part of the east basin, proposes 5 new single family lots, while maintaining the existing lot to the west. Both of the existing drainage basins, east and west, will be preserved in the proposed layout. Nine lots will be constructed in the west basin and three lots will be constructed in the east basin. An equivalent area trade is necessary in the west basin for a portion of roadway not feasibly routed to the western detention facility. Runoff from the west basin will be collected and routed to an underground detention/treatment vault, before being released to the public storm drainage system on the east side of Nile Avenue. Runoff from a majority of the east basin will be collected and routed to a stormwater pond before being released to the wetland in the middle of the site. The remaining runoff generated in the east basin will be either collected and routed north to the Olympus Villa Pond or discharged to the wetland. The Olympus Villa Pond ‘A’ releases to the same ditch, at the same location, as the west detention facility. No wetland impacts are proposed as part of this project. Part C – Performance Standards The project is subject to the “Conservation Flow Control” criteria outlined in Chapter 1 (Core Requirement #3) of the 2009 King County Surface Water Design Manual (KCSWDM). This requires that the developed discharge durations to predeveloped durations for the range of predeveloped discharge rates from 50% of the 2-year peak flow up to the full 50-year peak flow. That lot in the Weston Heights North project not being provided flow control will be included as a bypass basin and included as such when modeling the western detention facility. The project is subject to the “Basic Treatment” criteria outlined in Chapter 1 (Core Requirement #8). The goal of this requirement is 80% removal of total suspended solids for a typical rainfall year. Part D – Flow Control System Flow control will be achieved via an underground detention vault in the west basin, an open detention pond in the east basin, and an open detention pond in the Olympus Villa development – Pond ‘A’, to the north. An equivalent area trade has been utilized for a section of proposed target surface in Weston Heights that may not be feasibly routed to the west underground detention vault. The equivalent area is the eastern side of crowned Nile Ave NE roadway contributing offsite flow. This runoff will be collected in an underground conveyance system and routed to the west underground detention vault. In addition to the equivalent area, the west underground detention vault provides flow control for Weston Heights Lots Page 32 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report 1-9. Weston North Lot 2 landscaping/yard area is not feasibly routed to the east pond, and there is not capacity in Olympus Villa Pond ‘A’. Therefore, this area is considered bypass and is mitigated by oversizing the west underground detention vault. The Olympus Villa LUA and as-built plans have been included in this report as Appendices 6B, and 6C, respectively. The Olympus Villa Pond ‘A’ was constructed larger than designed, thereby allowing this project’s utilization. The required detention volume of the original design was 36,042-CF. The constructed detention volume, as reported in the as- built plans, is 38,648-CF. This project directs the frontage improvement area (sidewalk/roadway/planter area) along NE 7th Pl, as well as the impervious areas of Lot 2 and Lot 3, to Olympus Villa Pond ‘A’. The ultimate discharge of Pond ‘A’ is the same point as the discharge for the west underground detention vault. Lots 4, 5, and 6, as well as Weston Heights Lots 10, 11, and 12 will be collected via underground conveyance and directed to the east pond. Lot 3 landscape/yard area will also be collected and directed to the east pond. All facilities have been designed using King County Runoff Time Series (KCRTS) stormwater runoff modeling software. Refer to Appendix 4A for “Flow Control Design Calculations”. Part E – Water Quality System Basic treatment for all basins on this project will be provided via wetpool storage. The Weston Heights project proposes a combined detention/treatment vault in the west basin. This vault will contain a permanent wetpool in the bottom of the vault, and room for detention storage in the upper portion of the vault. The Weston Heights project also propose a combined detention/treatment pond in the east basin. This facility will contain a permanent wetpool in the bottom of the pond, and room for detention storage in the upper portion of the pond. Olympus Villa Pond ‘A’ was constructed larger than designed. The pond contains permanent wetpool storage in the bottom of the pond. The required water quality volume of the original design was 9,881-CF. The constructed water quality volume, as reported in the as-built plans, is 15,479-CF. Refer to Appendix 4B for “Water Quality Design Calculations”. Part F – Wetland Hydrology A wetland is located in the central region of the project. This wetland and its surrounding buffer – varying between 50-feet and 56.25-feet for the Weston Heights and Weston Heights North projects, respectively, will remain undisturbed. This wetland area divides the Weston Heights development, immediately south of Weston North, into two separate drainage basins. The separate drainage basins, named West Basin and East Basin, are contained within one single threshold discharge area. The predeveloped conditions would have runoff from the eastern most extents of the Weston North project, in addition to the buffer area to the north and west, contributing flow to this wetland. The Weston Heights areas that contribute flow to the wetland include the entire East basin and a portion of the West basin. As a result of these two separate projects, Weston North and Weston Heights, predeveloped runoff will be directed away from the wetland in order to satisfy flow control requirements. In order to satisfy the existing wetland hydroperiod the runoff from the undisturbed Weston North Lot 1, will be redirected into the wetland via an interceptor dike. Refer to Appendix 4C for “Wetland Hydroperiod Calculations”. Page 33 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION A THOROUGH REVIEW OF THE INTERCEPTOR DIKE SERVING LOT 1 WILL BE EVALUATED WITH THE WESTON HEIGHTS NORTH UTILITY PERMIT REVIEW. Weston Heights Technical Information Report APPENDIX 4A FLOW CONTROL DESIGN CALCULATIONS Page 34 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 35 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Page 36 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report KCSWDM – SCALE FACTOR Page 37 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Predeveloped West Basin Flow Frequency Analysis Time Series File:west-pre.tsf Project Location:Landsburg ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.139 2 2/09/01 18:00 0.167 1 100.00 0.990 0.024 7 1/05/02 16:00 0.139 2 25.00 0.960 0.089 4 2/28/03 16:00 0.113 3 10.00 0.900 0.016 8 3/03/04 2:00 0.089 4 5.00 0.800 0.081 5 1/05/05 10:00 0.081 5 3.00 0.667 0.066 6 1/18/06 21:00 0.066 6 2.00 0.500 0.113 3 11/24/06 5:00 0.024 7 1.30 0.231 0.167 1 1/09/08 7:00 0.016 8 1.10 0.091 Computed Peaks 0.157 50.00 0.980 Page 38 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Predeveloped Bypass Basin Flow Frequency Analysis Time Series File:bypass-pre.tsf Project Location:Landsburg ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.007 2 2/09/01 14:00 0.009 1 100.00 0.990 0.001 7 1/05/02 17:00 0.007 2 25.00 0.960 0.005 4 2/28/03 16:00 0.006 3 10.00 0.900 0.001 8 3/03/04 1:00 0.005 4 5.00 0.800 0.004 5 1/05/05 10:00 0.004 5 3.00 0.667 0.004 6 1/18/06 21:00 0.004 6 2.00 0.500 0.006 3 11/24/06 5:00 0.001 7 1.30 0.231 0.009 1 1/09/08 7:00 0.001 8 1.10 0.091 Computed Peaks 0.008 50.00 0.980 Page 39 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Combined Predeveloped Time-Series & Peaks – West Basin & Bypass Basin Flow Frequency Analysis Time Series File:combined-pre.tsf Project Location:Landsburg ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.146 2 2/09/01 18:00 0.175 1 100.00 0.990 0.024 7 1/05/02 16:00 0.146 2 25.00 0.960 0.093 4 2/28/03 16:00 0.119 3 10.00 0.900 0.017 8 3/03/04 2:00 0.093 4 5.00 0.800 0.086 5 1/05/05 10:00 0.086 5 3.00 0.667 0.070 6 1/18/06 21:00 0.070 6 2.00 0.500 0.119 3 11/24/06 5:00 0.024 7 1.30 0.231 0.175 1 1/09/08 7:00 0.017 8 1.10 0.091 Computed Peaks 0.166 50.00 0.980 Page 40 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Developed West Basin Flow Frequency Analysis Time Series File:west-dev.tsf Project Location:Landsburg ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.389 6 2/09/01 2:00 0.700 1 100.00 0.990 0.239 8 12/03/01 17:00 0.470 2 25.00 0.960 0.407 4 9/10/03 15:00 0.463 3 10.00 0.900 0.463 3 8/26/04 1:00 0.407 4 5.00 0.800 0.382 7 10/28/04 18:00 0.397 5 3.00 0.667 0.397 5 10/22/05 17:00 0.389 6 2.00 0.500 0.470 2 11/21/06 9:00 0.382 7 1.30 0.231 0.700 1 1/09/08 7:00 0.239 8 1.10 0.091 Computed Peaks 0.623 50.00 0.980 Page 41 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Developed Bypass Basin Flow Frequency Analysis Time Series File:bypass-dev.tsf Project Location:Landsburg ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.013 3 2/09/01 2:00 0.028 1 100.00 0.990 0.004 8 12/03/01 17:00 0.015 2 25.00 0.960 0.007 5 2/28/03 16:00 0.013 3 10.00 0.900 0.009 4 8/26/04 1:00 0.009 4 5.00 0.800 0.007 6 1/05/05 10:00 0.007 5 3.00 0.667 0.006 7 10/22/05 17:00 0.007 6 2.00 0.500 0.015 2 11/21/06 9:00 0.006 7 1.30 0.231 0.028 1 1/09/08 7:00 0.004 8 1.10 0.091 Computed Peaks 0.023 50.00 0.980 Page 42 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report West Vault Design Retention/Detention Facility Type of Facility: Detention Vault Facility Length: 62.00 ft Facility Width: 48.00 ft Facility Area: 2976. sq. ft Effective Storage Depth: 7.51 ft Stage 0 Elevation: 505.79 ft Storage Volume: 22350. cu. ft Riser Head: 7.51 ft Riser Diameter: 12.00 inches Number of orifices: 3 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 0.78 0.045 2 4.10 1.00 0.050 4.0 3 6.40 1.00 0.029 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 505.79 0. 0.000 0.000 0.00 0.01 505.80 30. 0.001 0.001 0.00 0.02 505.81 60. 0.001 0.003 0.00 0.03 505.82 89. 0.002 0.003 0.00 0.04 505.83 119. 0.003 0.003 0.00 0.05 505.84 149. 0.003 0.004 0.00 0.06 505.85 179. 0.004 0.004 0.00 0.07 505.86 208. 0.005 0.004 0.00 0.21 506.00 625. 0.014 0.008 0.00 0.36 506.15 1071. 0.025 0.010 0.00 0.51 506.30 1518. 0.035 0.012 0.00 0.65 506.44 1934. 0.044 0.013 0.00 0.80 506.59 2381. 0.055 0.015 0.00 0.95 506.74 2827. 0.065 0.016 0.00 1.10 506.89 3274. 0.075 0.017 0.00 1.24 507.03 3690. 0.085 0.018 0.00 1.39 507.18 4137. 0.095 0.020 0.00 1.54 507.33 4583. 0.105 0.021 0.00 1.68 507.47 5000. 0.115 0.021 0.00 1.83 507.62 5446. 0.125 0.022 0.00 1.98 507.77 5893. 0.135 0.023 0.00 2.13 507.92 6339. 0.146 0.024 0.00 2.27 508.06 6756. 0.155 0.025 0.00 2.42 508.21 7202. 0.165 0.026 0.00 2.57 508.36 7648. 0.176 0.027 0.00 2.72 508.51 8095. 0.186 0.027 0.00 2.86 508.65 8511. 0.195 0.028 0.00 3.01 508.80 8958. 0.206 0.029 0.00 3.16 508.95 9404. 0.216 0.029 0.00 3.30 509.09 9821. 0.225 0.030 0.00 3.45 509.24 10267. 0.236 0.031 0.00 3.60 509.39 10714. 0.246 0.031 0.00 3.75 509.54 11160. 0.256 0.032 0.00 3.89 509.68 11577. 0.266 0.033 0.00 4.04 509.83 12023. 0.276 0.033 0.00 Page 43 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report 4.10 509.89 12202. 0.280 0.034 0.00 4.11 509.90 12231. 0.281 0.034 0.00 4.12 509.91 12261. 0.281 0.034 0.00 4.13 509.92 12291. 0.282 0.035 0.00 4.14 509.93 12321. 0.283 0.037 0.00 4.15 509.94 12350. 0.284 0.039 0.00 4.16 509.95 12380. 0.284 0.041 0.00 4.17 509.96 12410. 0.285 0.041 0.00 4.18 509.97 12440. 0.286 0.042 0.00 4.19 509.98 12469. 0.286 0.042 0.00 4.34 510.13 12916. 0.297 0.048 0.00 4.49 510.28 13362. 0.307 0.052 0.00 4.64 510.43 13809. 0.317 0.055 0.00 4.78 510.57 14225. 0.327 0.059 0.00 4.93 510.72 14672. 0.337 0.061 0.00 5.08 510.87 15118. 0.347 0.064 0.00 5.22 511.01 15535. 0.357 0.067 0.00 5.37 511.16 15981. 0.367 0.069 0.00 5.52 511.31 16428. 0.377 0.071 0.00 5.67 511.46 16874. 0.387 0.073 0.00 5.81 511.60 17291. 0.397 0.075 0.00 5.96 511.75 17737. 0.407 0.077 0.00 6.11 511.90 18183. 0.417 0.079 0.00 6.26 512.05 18630. 0.428 0.081 0.00 6.40 512.19 19046. 0.437 0.083 0.00 6.41 512.20 19076. 0.438 0.083 0.00 6.42 512.21 19106. 0.439 0.084 0.00 6.43 512.22 19136. 0.439 0.085 0.00 6.44 512.23 19165. 0.440 0.087 0.00 6.45 512.24 19195. 0.441 0.089 0.00 6.46 512.25 19225. 0.441 0.091 0.00 6.47 512.26 19255. 0.442 0.091 0.00 6.48 512.27 19284. 0.443 0.092 0.00 6.49 512.28 19314. 0.443 0.092 0.00 6.64 512.43 19761. 0.454 0.099 0.00 6.79 512.58 20207. 0.464 0.105 0.00 6.94 512.73 20653. 0.474 0.109 0.00 7.08 512.87 21070. 0.484 0.113 0.00 7.23 513.02 21516. 0.494 0.117 0.00 7.38 513.17 21963. 0.504 0.121 0.00 7.51 513.30 22350. 0.513 0.124 0.00 7.61 513.40 22647. 0.520 0.434 0.00 7.71 513.50 22945. 0.527 1.000 0.00 7.81 513.60 23243. 0.534 1.730 0.00 7.91 513.70 23540. 0.540 2.520 0.00 8.01 513.80 23838. 0.547 2.810 0.00 8.11 513.90 24135. 0.554 3.070 0.00 8.21 514.00 24433. 0.561 3.300 0.00 8.31 514.10 24731. 0.568 3.520 0.00 8.41 514.20 25028. 0.575 3.730 0.00 8.51 514.30 25326. 0.581 3.930 0.00 8.61 514.40 25623. 0.588 4.110 0.00 8.71 514.50 25921. 0.595 4.290 0.00 8.81 514.60 26219. 0.602 4.460 0.00 8.91 514.70 26516. 0.609 4.630 0.00 9.01 514.80 26814. 0.616 4.790 0.00 9.11 514.90 27111. 0.622 4.940 0.00 9.21 515.00 27409. 0.629 5.090 0.00 9.31 515.10 27707. 0.636 5.230 0.00 Page 44 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Hyd Inflow Outflow Peak Storage Stage Elev (Cu-Ft) (Ac-Ft) 1 0.70 0.65 7.65 513.44 22761. 0.523 2 0.39 0.12 7.44 513.23 22136. 0.508 3 0.47 0.12 7.50 513.29 22327. 0.513 4 0.23 0.06 5.02 510.81 14929. 0.343 5 0.27 0.06 5.02 510.81 14946. 0.343 6 0.23 0.03 3.85 509.64 11463. 0.263 7 0.46 0.03 2.99 508.78 8903. 0.204 8 0.22 0.02 2.08 507.87 6192. 0.142 Hyd R/D Facility Tributary Reservoir POC Outflow Outflow Inflow Inflow Target Calc 1 0.65 0.03 ******** 0.17 0.67 2 0.12 0.01 ******** ******* 0.13 3 0.12 0.02 ******** ******* 0.13 4 0.06 0.01 ******** ******* 0.07 5 0.06 0.01 ******** ******* 0.07 6 0.03 0.01 ******** ******* 0.04 7 0.03 0.01 ******** ******* 0.03 8 0.02 0.00 ******** ******* 0.03 ---------------------------------- Route Time Series through Facility Inflow Time Series File:west-dev.tsf Outflow Time Series File:WV_rdout.tsf POC Time Series File:WV_dsout Inflow/Outflow Analysis Peak Inflow Discharge: 0.700 CFS at 7:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.649 CFS at 8:00 on Jan 9 in Year 8 Peak Reservoir Stage: 7.65 Ft Peak Reservoir Elev: 513.44 Ft Peak Reservoir Storage: 22761. Cu-Ft : 0.523 Ac-Ft Duration Comparison Anaylsis Base File: combined-pre.tsf New File: wv_dsout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- Cutoff Base New %Change Probability Base New %Change 0.035 | 0.98E-02 0.87E-02 -11.6 | 0.98E-02 0.035 0.034 -1.4 0.043 | 0.67E-02 0.65E-02 -2.9 | 0.67E-02 0.043 0.040 -8.6 0.052 | 0.45E-02 0.48E-02 8.4 | 0.45E-02 0.052 0.054 3.1 0.061 | 0.30E-02 0.33E-02 9.9 | 0.30E-02 0.061 0.062 1.8 0.069 | 0.20E-02 0.18E-02 -9.8 | 0.20E-02 0.069 0.066 -4.4 0.078 | 0.14E-02 0.14E-02 -2.3 | 0.14E-02 0.078 0.077 -0.3 0.086 | 0.10E-02 0.99E-03 -1.6 | 0.10E-02 0.086 0.086 -0.3 0.095 | 0.75E-03 0.75E-03 0.0 | 0.75E-03 0.095 0.095 0.6 0.103 | 0.55E-03 0.60E-03 8.8 | 0.55E-03 0.103 0.106 2.8 0.112 | 0.31E-03 0.47E-03 52.6 | 0.31E-03 0.112 0.119 6.1 0.120 | 0.20E-03 0.26E-03 33.3 | 0.20E-03 0.120 0.125 3.9 0.129 | 0.13E-03 0.82E-04 -37.5 | 0.13E-03 0.129 0.127 -1.4 0.137 | 0.82E-04 0.00E+00 -100.0 | 0.82E-04 0.137 0.129 -6.2 0.146 | 0.16E-04 0.00E+00 -100.0 | 0.16E-04 0.146 0.130 -10.6 Maximum positive excursion = 0.007 cfs ( 6.7%) occurring at 0.112 cfs on the Base Data:combined-pre.tsf and at 0.120 cfs on the New Data:wv_dsout.tsf Maximum negative excursion = 0.006 cfs (-13.1%) Page 45 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report occurring at 0.042 cfs on the Base Data:combined-pre.tsf and at 0.037 cfs on the New Data:wv_dsout.tsf Duration Comparison Anaylsis Page 46 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Predeveloped East Basin Flow Frequency Analysis Time Series File:east-pre.tsf Project Location:Landsburg ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.139 2 2/09/01 18:00 0.164 1 100.00 0.990 0.022 7 1/05/02 16:00 0.139 2 25.00 0.960 0.088 4 2/28/03 16:00 0.113 3 10.00 0.900 0.016 8 3/03/04 2:00 0.088 4 5.00 0.800 0.081 5 1/05/05 10:00 0.081 5 3.00 0.667 0.065 6 1/18/06 21:00 0.065 6 2.00 0.500 0.113 3 11/24/06 5:00 0.022 7 1.30 0.231 0.164 1 1/09/08 7:00 0.016 8 1.10 0.091 Computed Peaks 0.156 50.00 0.980 Page 47 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Developed East Basin Flow Frequency Analysis Time Series File:east-dev.tsf Project Location:Landsburg ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.340 4 2/09/01 2:00 0.641 1 100.00 0.990 0.183 8 12/03/01 17:00 0.411 2 25.00 0.960 0.295 7 9/10/03 15:00 0.366 3 10.00 0.900 0.366 3 8/26/04 1:00 0.340 4 5.00 0.800 0.298 6 10/28/04 18:00 0.308 5 3.00 0.667 0.308 5 10/22/05 17:00 0.298 6 2.00 0.500 0.411 2 11/21/06 9:00 0.295 7 1.30 0.231 0.641 1 1/09/08 7:00 0.183 8 1.10 0.091 Computed Peaks 0.564 50.00 0.980 Page 48 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report East Pond Design Retention/Detention Facility Type of Facility: Detention Pond Side Slope: 3.30 H:1V Pond Bottom Length: 70.00 ft Pond Bottom Width: 39.00 ft Pond Bottom Area: 2730. sq. ft Top Area at 1 ft. FB: 7416. sq. ft 0.170 acres Effective Storage Depth: 4.00 ft Stage 0 Elevation: 518.00 ft Storage Volume: 17604. cu. ft 0.404 ac-ft Riser Head: 4.00 ft Riser Diameter: 12.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 0.88 0.042 2 2.40 1.13 0.043 4.0 Top Notch Weir: Rectangular Length: 1.00 in Weir Height: 3.50 ft Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation Surf Area (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) (sq. ft) 0.00 518.00 0. 0.000 0.000 0.00 2730. 0.01 518.01 27. 0.001 0.002 0.00 2737. 0.02 518.02 55. 0.001 0.003 0.00 2744. 0.03 518.03 82. 0.002 0.003 0.00 2752. 0.04 518.04 110. 0.003 0.004 0.00 2759. 0.05 518.05 137. 0.003 0.005 0.00 2766. 0.06 518.06 165. 0.004 0.005 0.00 2773. 0.07 518.07 193. 0.004 0.006 0.00 2781. 0.17 518.17 475. 0.011 0.009 0.00 2854. 0.27 518.27 764. 0.018 0.011 0.00 2927. 0.37 518.37 1060. 0.024 0.013 0.00 3002. 0.47 518.47 1364. 0.031 0.014 0.00 3078. 0.57 518.57 1676. 0.038 0.016 0.00 3154. 0.67 518.67 1995. 0.046 0.017 0.00 3232. 0.77 518.77 2322. 0.053 0.018 0.00 3310. 0.87 518.87 2657. 0.061 0.019 0.00 3389. 0.97 518.97 3000. 0.069 0.020 0.00 3469. 1.07 519.07 3351. 0.077 0.022 0.00 3550. 1.17 519.17 3710. 0.085 0.022 0.00 3631. 1.27 519.27 4077. 0.094 0.023 0.00 3714. 1.37 519.37 4453. 0.102 0.024 0.00 3797. 1.47 519.47 4837. 0.111 0.025 0.00 3882. 1.57 519.57 5229. 0.120 0.026 0.00 3967. 1.67 519.67 5630. 0.129 0.027 0.00 4053. 1.77 519.77 6040. 0.139 0.028 0.00 4140. 1.87 519.87 6458. 0.148 0.028 0.00 4228. 1.97 519.97 6885. 0.158 0.029 0.00 4316. 2.07 520.07 7321. 0.168 0.030 0.00 4406. 2.17 520.17 7766. 0.178 0.031 0.00 4496. 2.27 520.27 8220. 0.189 0.031 0.00 4587. Page 49 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report 2.37 520.37 8684. 0.199 0.032 0.00 4680. 2.40 520.40 8825. 0.203 0.032 0.00 4707. 2.41 520.41 8872. 0.204 0.032 0.00 4717. 2.42 520.42 8919. 0.205 0.033 0.00 4726. 2.44 520.44 9014. 0.207 0.035 0.00 4745. 2.45 520.45 9061. 0.208 0.037 0.00 4754. 2.46 520.46 9109. 0.209 0.039 0.00 4763. 2.47 520.47 9156. 0.210 0.042 0.00 4773. 2.48 520.48 9204. 0.211 0.043 0.00 4782. 2.49 520.49 9252. 0.212 0.043 0.00 4791. 2.59 520.59 9736. 0.224 0.049 0.00 4885. 2.69 520.69 10229. 0.235 0.053 0.00 4980. 2.79 520.79 10732. 0.246 0.056 0.00 5076. 2.89 520.89 11244. 0.258 0.059 0.00 5173. 2.99 520.99 11767. 0.270 0.062 0.00 5270. 3.09 521.09 12299. 0.282 0.065 0.00 5369. 3.19 521.19 12840. 0.295 0.068 0.00 5468. 3.29 521.29 13392. 0.307 0.070 0.00 5568. 3.39 521.39 13954. 0.320 0.072 0.00 5669. 3.49 521.49 14526. 0.333 0.075 0.00 5771. 3.50 521.50 14584. 0.335 0.075 0.00 5782. 3.56 521.56 14933. 0.343 0.080 0.00 5843. 3.63 521.63 15344. 0.352 0.086 0.00 5915. 3.69 521.69 15701. 0.360 0.092 0.00 5978. 3.75 521.75 16061. 0.369 0.101 0.00 6040. 3.81 521.81 16426. 0.377 0.110 0.00 6103. 3.88 521.88 16856. 0.387 0.121 0.00 6177. 3.94 521.94 17228. 0.396 0.132 0.00 6241. 4.00 522.00 17604. 0.404 0.144 0.00 6305. 4.10 522.10 18240. 0.419 0.454 0.00 6412. 4.20 522.20 18887. 0.434 1.020 0.00 6520. 4.30 522.30 19544. 0.449 1.750 0.00 6629. 4.40 522.40 20213. 0.464 2.540 0.00 6739. 4.50 522.50 20892. 0.480 2.830 0.00 6849. 4.60 522.60 21583. 0.495 3.080 0.00 6961. 4.70 522.70 22284. 0.512 3.320 0.00 7073. 4.80 522.80 22997. 0.528 3.540 0.00 7187. 4.90 522.90 23722. 0.545 3.750 0.00 7301. 5.00 523.00 24458. 0.561 3.940 0.00 7416. 5.10 523.10 25205. 0.579 4.130 0.00 7532. 5.20 523.20 25964. 0.596 4.310 0.00 7649. 5.30 523.30 26735. 0.614 4.480 0.00 7766. 5.40 523.40 27517. 0.632 4.640 0.00 7885. 5.50 523.50 28312. 0.650 4.800 0.00 8004. 5.60 523.60 29118. 0.668 4.950 0.00 8125. 5.70 523.70 29937. 0.687 5.100 0.00 8246. 5.80 523.80 30767. 0.706 5.250 0.00 8368. 5.90 523.90 31610. 0.726 5.390 0.00 8491. 6.00 524.00 32466. 0.745 5.520 0.00 8615. Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 0.64 0.16 0.60 4.13 522.13 18403. 0.422 2 0.34 ******* 0.14 3.97 521.97 17430. 0.400 3 0.41 ******* 0.13 3.94 521.94 17212. 0.395 4 0.30 ******* 0.06 3.02 521.02 11940. 0.274 5 0.30 ******* 0.06 2.95 520.95 11560. 0.265 6 0.31 ******* 0.03 2.42 520.42 8914. 0.205 7 0.37 ******* 0.03 1.68 519.68 5670. 0.130 8 0.18 ******* 0.02 1.33 519.33 4301. 0.099 Page 50 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report ---------------------------------- Route Time Series through Facility Inflow Time Series File:east-dev.tsf Outflow Time Series File:EP_rdout Inflow/Outflow Analysis Peak Inflow Discharge: 0.641 CFS at 7:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.597 CFS at 8:00 on Jan 9 in Year 8 Peak Reservoir Stage: 4.13 Ft Peak Reservoir Elev: 522.13 Ft Peak Reservoir Storage: 18403. Cu-Ft : 0.422 Ac-Ft Duration Comparison Anaylsis Base File: east-pre.tsf New File: ep_rdout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- Cutoff Base New %Change Probability Base New %Change 0.032 | 0.10E-01 0.84E-02 -17.3 | 0.10E-01 0.032 0.032 -1.5 0.041 | 0.70E-02 0.73E-02 4.9 | 0.70E-02 0.041 0.043 6.9 0.049 | 0.47E-02 0.58E-02 24.8 | 0.47E-02 0.049 0.052 6.8 0.057 | 0.31E-02 0.36E-02 14.7 | 0.31E-02 0.057 0.059 3.0 0.065 | 0.20E-02 0.18E-02 -8.9 | 0.20E-02 0.065 0.063 -3.3 0.073 | 0.15E-02 0.12E-02 -17.4 | 0.15E-02 0.073 0.070 -4.1 0.081 | 0.10E-02 0.90E-03 -12.7 | 0.10E-02 0.081 0.077 -5.3 0.089 | 0.78E-03 0.62E-03 -20.8 | 0.78E-03 0.089 0.084 -5.7 0.098 | 0.55E-03 0.47E-03 -14.7 | 0.55E-03 0.098 0.091 -6.5 0.106 | 0.33E-03 0.34E-03 5.0 | 0.33E-03 0.106 0.110 3.6 0.114 | 0.20E-03 0.26E-03 33.3 | 0.20E-03 0.114 0.120 5.6 0.122 | 0.15E-03 0.18E-03 22.2 | 0.15E-03 0.122 0.126 2.9 0.130 | 0.98E-04 0.82E-04 -16.7 | 0.98E-04 0.130 0.130 -0.2 0.138 | 0.16E-04 0.16E-04 0.0 | 0.16E-04 0.138 0.138 0.0 Maximum positive excursion = 0.005 cfs ( 10.6%) occurring at 0.044 cfs on the Base Data:east-pre.tsf and at 0.048 cfs on the New Data:ep_rdout.tsf Maximum negative excursion = 0.004 cfs (-11.3%) occurring at 0.036 cfs on the Base Data:east-pre.tsf and at 0.032 cfs on the New Data:ep_rdout.tsf Page 51 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION THE MAXIMUM POSITIVE EXCUSION IS 10.0%. REVISE DESIGN. Weston Heights Technical Information Report Page 52 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Equivalent East Pond Water Quality Storage Equivalent East Pond Detention Storage Equivalent Pond Sizing Calculation Pond Length =43 ft Pond Width =65 ft Actual Measured Pond Side Slope =3.3 :1 Contour Elev. Actual Contour Area Actual Incremental Volume Actual Cumulative Volume Contour Elev. Calculated Contour Area Calculated Incremental Volume Calculated Cumulative Volume Volume Difference (Calculated - Actual) (ft)(ft2)(ft3)(ft3)(ft)(ft2)(ft3)(ft3)(ft3) 514.00 674 0.00 0 514.00 641 0 0 0 514.50 875 387.13 387 514.50 834 369 369 -18 515.00 1075 487.38 875 515.00 1049 471 839 -35 515.50 1315 597.50 1,472 515.50 1285 583 1,423 -49 516.00 1555 717.50 2,190 516.00 1544 707 2,130 -60 516.50 1831 846.50 3,036 516.50 1824 842 2,972 -64 517.00 2107 984.50 4,021 517.00 2126 987 3,959 -61 517.50 2420 1,131.63 5,152 517.50 2449 1,144 5,103 -49 518.00 2732 1,287.88 6,440 518.00 2795 1,311 6,414 -26 Project: Project No: Sheet No: Made by: Checked by: Backchecked by: Date: 2/4/2016 Date: Date: Weston Heights 349-004-14 JDA Equivalent Pond Sizing Calculation Pond Length =70 ft Pond Width =39 ft Actual Measured Pond Side Slope =3.3 :1 Contour Elev. Actual Contour Area Actual Incremental Volume Actual Cumulative Volume Contour Elev. Calculated Contour Area Calculated Incremental Volume Calculated Cumulative Volume Volume Difference (Calculated - Actual) (ft)(ft2)(ft3)(ft3)(ft)(ft2)(ft3)(ft3)(ft3) 518.00 2732 0.00 0 518.00 2730 0 0 0 518.50 3107 1,459.75 1,460 518.50 3101 1,458 1,458 -2 519.00 3506 1,653.25 3,113 519.00 3493 1,648 3,106 -7 519.50 3932 1,859.50 4,973 519.50 3907 1,850 4,956 -16 520.00 4386 2,079.50 7,052 520.00 4343 2,063 7,019 -33 520.50 4866 2,313.00 9,365 520.50 4801 2,286 9,305 -60 521.00 5373 2,559.75 11,925 521.00 5280 2,520 11,825 -100 521.50 5907 2,820.00 14,745 521.50 5782 2,765 14,590 -155 522.00 6468 3,093.75 17,839 522.00 6305 3,022 17,612 -227 522.50 7055 3,380.75 21,219 522.50 6849 3,288 20,900 -319 523.00 7656 3,677.75 24,897 523.00 7416 3,566 24,467 -430 JDZ Project: Project No: Sheet No: Made by: Checked by: Backchecked by: Date: 12/21/2015 Date: Date: Weston Heights 349-004-14 Page 53 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Predeveloped Olympus Villa Pond ‘A’ Basin Flow Frequency Analysis Time Series File:predev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.222 2 2/09/01 18:00 0.303 1 100.00 0.990 0.075 7 1/05/02 16:00 0.222 2 25.00 0.960 0.178 3 2/28/03 3:00 0.178 3 10.00 0.900 0.025 8 8/26/04 2:00 0.176 4 5.00 0.800 0.107 6 1/05/05 8:00 0.157 5 3.00 0.667 0.176 4 1/18/06 20:00 0.107 6 2.00 0.500 0.157 5 11/24/06 4:00 0.075 7 1.30 0.231 0.303 1 1/09/08 9:00 0.025 8 1.10 0.091 Computed Peaks 0.276 50.00 0.980 *The original design information for Olympus Villa Pond ‘A’ may be found in the provided “Olympus Villa LUA 10-090” report included in Appendix 6C. The original predeveloped areas for Olympus Villa were: - 2.78 ac Till Forest - 0.10 ac Existing Wetland (modeled as impervious) The Weston North project added the following values to the predeveloped conditions: - 0.40 ac Till Forest Page 54 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Developed Olympus Village Basin Flow Frequency Analysis Time Series File:dev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.633 6 2/09/01 2:00 1.29 1 100.00 0.990 0.510 8 1/05/02 16:00 0.792 2 25.00 0.960 0.763 3 2/27/03 7:00 0.763 3 10.00 0.900 0.545 7 8/26/04 2:00 0.671 4 5.00 0.800 0.658 5 10/28/04 16:00 0.658 5 3.00 0.667 0.671 4 1/18/06 16:00 0.633 6 2.00 0.500 0.792 2 10/26/06 0:00 0.545 7 1.30 0.231 1.29 1 1/09/08 6:00 0.510 8 1.10 0.091 Computed Peaks 1.12 50.00 0.980 *The original design information for Olympus Villa Pond ‘A’ may be found in the provided “Olympus Villa LUA 10-090” report included in Appendix 6C. The original developed areas for Olympus Villa were: - 1.35 ac Till Grass - 1.77 ac Impervious The Weston North project added the following values to the predeveloped conditions: - 0.09 ac Till Grass - 0.31 ac Impervious Page 55 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Olympus Village Pond ‘A’ Revised Riser Design & Equivalent Area/Volume Retention/Detention Facility Type of Facility: Detention Pond Side Slope: 2.35 H:1V Pond Bottom Length: 96.36 ft Pond Bottom Width: 60.51 ft Pond Bottom Area: 5831. sq. ft Top Area at 1 ft. FB: 10980. sq. ft 0.252 acres Effective Storage Depth: 4.93 ft Stage 0 Elevation: 0.00 ft Storage Volume: 38588. cu. ft 0.886 ac-ft Riser Head: 4.93 ft Riser Diameter: 12.00 inches Number of orifices: 3 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 1.04 0.065 2 3.27 1.63 0.092 4.0 3 3.90 1.04 0.030 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation Surf Area (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) (sq. ft) 0.00 0.00 0. 0.000 0.000 0.00 5831. 0.01 0.01 58. 0.001 0.003 0.00 5838. 0.02 0.02 117. 0.003 0.004 0.00 5846. 0.03 0.03 175. 0.004 0.005 0.00 5853. 0.04 0.04 234. 0.005 0.006 0.00 5860. 0.05 0.05 293. 0.007 0.007 0.00 5868. 0.06 0.06 351. 0.008 0.007 0.00 5875. 0.08 0.08 469. 0.011 0.008 0.00 5890. 0.09 0.09 528. 0.012 0.009 0.00 5897. 0.10 0.10 587. 0.013 0.009 0.00 5905. 0.20 0.20 1181. 0.027 0.013 0.00 5979. 0.30 0.30 1783. 0.041 0.016 0.00 6054. 0.40 0.40 2392. 0.055 0.018 0.00 6129. 0.50 0.50 3009. 0.069 0.021 0.00 6205. 0.60 0.60 3633. 0.083 0.023 0.00 6281. 0.70 0.70 4265. 0.098 0.024 0.00 6358. 0.80 0.80 4904. 0.113 0.026 0.00 6435. 0.90 0.90 5552. 0.127 0.028 0.00 6512. 1.00 1.00 6207. 0.142 0.029 0.00 6590. 1.10 1.10 6870. 0.158 0.031 0.00 6669. 1.20 1.20 7541. 0.173 0.032 0.00 6747. 1.30 1.30 8219. 0.189 0.033 0.00 6827. 1.40 1.40 8906. 0.204 0.035 0.00 6906. 1.50 1.50 9601. 0.220 0.036 0.00 6986. 1.60 1.60 10303. 0.237 0.037 0.00 7067. 1.70 1.70 11014. 0.253 0.038 0.00 7148. 1.80 1.80 11733. 0.269 0.039 0.00 7230. 1.90 1.90 12460. 0.286 0.040 0.00 7311. 2.00 2.00 13195. 0.303 0.041 0.00 7394. 2.10 2.10 13939. 0.320 0.042 0.00 7477. 2.20 2.20 14691. 0.337 0.043 0.00 7560. 2.30 2.30 15451. 0.355 0.044 0.00 7643. Page 56 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report 2.40 2.40 16219. 0.372 0.045 0.00 7728. 2.50 2.50 16996. 0.390 0.046 0.00 7812. 2.60 2.60 17782. 0.408 0.047 0.00 7897. 2.70 2.70 18576. 0.426 0.048 0.00 7983. 2.80 2.80 19378. 0.445 0.049 0.00 8068. 2.90 2.90 20189. 0.463 0.050 0.00 8155. 3.00 3.00 21009. 0.482 0.051 0.00 8242. 3.10 3.10 21838. 0.501 0.052 0.00 8329. 3.20 3.20 22675. 0.521 0.052 0.00 8416. 3.27 3.27 23266. 0.534 0.053 0.00 8478. 3.29 3.29 23436. 0.538 0.054 0.00 8496. 3.30 3.30 23521. 0.540 0.055 0.00 8504. 3.32 3.32 23691. 0.544 0.058 0.00 8522. 3.34 3.34 23862. 0.548 0.062 0.00 8540. 3.35 3.35 23947. 0.550 0.067 0.00 8549. 3.37 3.37 24118. 0.554 0.073 0.00 8566. 3.39 3.39 24290. 0.558 0.079 0.00 8584. 3.41 3.41 24462. 0.562 0.080 0.00 8602. 3.42 3.42 24548. 0.564 0.082 0.00 8611. 3.52 3.52 25413. 0.583 0.091 0.00 8700. 3.62 3.62 26288. 0.603 0.098 0.00 8789. 3.72 3.72 27171. 0.624 0.105 0.00 8879. 3.82 3.82 28064. 0.644 0.110 0.00 8970. 3.90 3.90 28784. 0.661 0.115 0.00 9042. 3.91 3.91 28875. 0.663 0.115 0.00 9051. 3.92 3.92 28965. 0.665 0.117 0.00 9060. 3.93 3.93 29056. 0.667 0.118 0.00 9070. 3.94 3.94 29147. 0.669 0.120 0.00 9079. 3.95 3.95 29237. 0.671 0.123 0.00 9088. 3.96 3.96 29328. 0.673 0.125 0.00 9097. 3.98 3.98 29510. 0.677 0.127 0.00 9115. 3.99 3.99 29602. 0.680 0.128 0.00 9124. 4.09 4.09 30519. 0.701 0.137 0.00 9216. 4.19 4.19 31445. 0.722 0.144 0.00 9308. 4.29 4.29 32380. 0.743 0.151 0.00 9400. 4.39 4.39 33325. 0.765 0.157 0.00 9493. 4.49 4.49 34279. 0.787 0.163 0.00 9587. 4.59 4.59 35242. 0.809 0.169 0.00 9680. 4.69 4.69 36215. 0.831 0.175 0.00 9775. 4.79 4.79 37197. 0.854 0.180 0.00 9869. 4.89 4.89 38189. 0.877 0.185 0.00 9964. 4.93 4.93 38588. 0.886 0.187 0.00 10003. 5.03 5.03 39593. 0.909 0.500 0.00 10098. 5.13 5.13 40608. 0.932 1.070 0.00 10194. 5.23 5.23 41632. 0.956 1.800 0.00 10291. 5.33 5.33 42666. 0.979 2.600 0.00 10388. 5.43 5.43 43710. 1.003 2.880 0.00 10486. 5.53 5.53 44763. 1.028 3.140 0.00 10584. 5.63 5.63 45827. 1.052 3.380 0.00 10682. 5.73 5.73 46900. 1.077 3.600 0.00 10781. 5.83 5.83 47983. 1.102 3.810 0.00 10880. 5.93 5.93 49076. 1.127 4.010 0.00 10980. 6.03 6.03 50179. 1.152 4.200 0.00 11080. 6.13 6.13 51292. 1.177 4.380 0.00 11181. 6.23 6.23 52415. 1.203 4.550 0.00 11282. 6.33 6.33 53548. 1.229 4.720 0.00 11383. 6.43 6.43 54691. 1.256 4.880 0.00 11485. 6.53 6.53 55845. 1.282 5.040 0.00 11587. 6.63 6.63 57009. 1.309 5.190 0.00 11690. 6.73 6.73 58183. 1.336 5.330 0.00 11793. 6.83 6.83 59368. 1.363 5.470 0.00 11897. 6.93 6.93 60563. 1.390 5.610 0.00 12001. Page 57 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 1.29 0.30 0.83 5.09 5.09 40178. 0.922 2 0.79 ******* 0.05 3.01 3.01 21125. 0.485 3 0.76 ******* 0.15 4.31 4.31 32548. 0.747 4 0.67 ******* 0.11 3.82 3.82 28033. 0.644 5 0.66 ******* 0.04 1.60 1.60 10319. 0.237 6 0.63 ******* 0.19 4.93 4.93 38544. 0.885 7 0.54 ******* 0.04 2.14 2.14 14214. 0.326 8 0.51 ******* 0.05 2.86 2.86 19900. 0.457 ---------------------------------- Route Time Series through Facility Inflow Time Series File:dev.tsf Outflow Time Series File:OV_rdout.tsf Inflow/Outflow Analysis Peak Inflow Discharge: 1.29 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.828 CFS at 10:00 on Jan 9 in Year 8 Peak Reservoir Stage: 5.09 Ft Peak Reservoir Elev: 5.09 Ft Peak Reservoir Storage: 40179. Cu-Ft : 0.922 Ac-Ft Duration Comparison Anaylsis Base File: predev.tsf New File: ov_rdout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- Cutoff Base New %Change Probability Base New %Change 0.053 | 0.76E-02 0.66E-02 -12.3 | 0.76E-02 0.053 0.052 -1.2 0.066 | 0.56E-02 0.53E-02 -4.1 | 0.56E-02 0.066 0.061 -7.6 0.078 | 0.43E-02 0.49E-02 14.8 | 0.43E-02 0.078 0.085 8.9 0.091 | 0.32E-02 0.38E-02 17.6 | 0.32E-02 0.091 0.096 5.5 0.103 | 0.25E-02 0.28E-02 12.6 | 0.25E-02 0.103 0.107 3.7 0.116 | 0.18E-02 0.16E-02 -10.9 | 0.18E-02 0.116 0.113 -2.5 0.128 | 0.12E-02 0.14E-02 18.9 | 0.12E-02 0.128 0.137 6.9 0.141 | 0.91E-03 0.11E-02 19.6 | 0.91E-03 0.141 0.147 4.7 0.153 | 0.59E-03 0.67E-03 13.9 | 0.59E-03 0.153 0.157 2.3 0.166 | 0.36E-03 0.34E-03 -4.5 | 0.36E-03 0.166 0.165 -0.4 0.178 | 0.18E-03 0.16E-03 -9.1 | 0.18E-03 0.178 0.177 -0.4 0.191 | 0.13E-03 0.33E-04 -75.0 | 0.13E-03 0.191 0.181 -5.1 0.203 | 0.82E-04 0.00E+00 -100.0 | 0.82E-04 0.203 0.185 -9.0 0.216 | 0.16E-04 0.00E+00 -100.0 | 0.16E-04 0.216 0.199 -7.8 Maximum positive excursion = 0.007 cfs ( 9.5%) occurring at 0.073 cfs on the Base Data:predev.tsf and at 0.080 cfs on the New Data:ov_rdout.tsf Maximum negative excursion = 0.006 cfs (-10.4%) occurring at 0.061 cfs on the Base Data:predev.tsf and at 0.054 cfs on the New Data:ov_rdout.tsf Page 58 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Equivalent Olympus Villa Pond ‘A’ Dimensions/Side Slope Equivalent Pond Sizing Calculation Pond Length =96.35721918 ft Pond Width =60.51331798 ft Actual Measured Pond Side Slope =2.354987615 :1 Contour Elev. Actual Contour Area Actual Incremental Volume Actual Cumulative Volume Contour Elev. Calculated Contour Area Calculated Incremental Volume Calculated Cumulative Volume Volume Difference (Calculated - Actual) (ft)(ft2)(ft3)(ft3)(ft)(ft2)(ft3)(ft3)(ft3) 512.10 6370 0.00 0 512.10 5831 0 0 0 514.00 7198 12,889.60 12,890 514.00 7315 12,488 12,488 -401 516.00 8872 16,070.00 28,960 516.00 9050 16,365 28,853 -107 517.03 10115 9,778.30 38,738 517.03 10013 9,817 38,670 -68 518.00 10720 10,104.98 48,843 518.00 10962 10,173 48,843 0 JDA Project: Project No: Sheet No: Made by: Checked by: Backchecked by: Date: 2/24/2016 Date: Date: Weston Heights North 349-007-15 Page 59 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report APPENDIX 4B WATER QUALITY DESIGN CALCULATIONS Page 60 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report KCSWDM – SCALE FACTOR Page 61 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Date: 2/5/2016 Date: Date: Wetpool Description: Step 1: Identify the required wetpool volume factor (f) f =3 Fixed value per KCSWDM Section 6.4.1.1 (P. 6-70) Step 2: Determine rainfall (R) for the mean annual storm R =0.47 ft Per KCSWDM Figure 6.4.1.A Step 3: Calculate runoff from the mean annual storm (V r) for the developed site A i =52,272 ft2 Area of impervious surface A tg =29,185 ft2 Area of till soil covered with grass A tf =0 ft2 Area of till soil covered with forest A o =0 ft2 Area of outwash soil covered with grass or forest R =0.47 in Rainfall from mean annual storm (from Step 2) V r =2,128 ft2 [KCSWDM Eq. 6-13] Step 4: Calculate required wetpool volume (V b) VB =6,385 ft3 [KCSWDM Equation 6-14] Step 5: Calculate minimum required wetpool depth (DREQ) Z1 =0.00 H:1V Side Slope #1 Z2 =0.00 H:1V Side Slope #2 Z3 =0.00 H:1V End Slope #3 Z4 =0.00 H:1V End Slope #4 LPOND =62 ft Pond length at top of wetpool WPOND =24 ft Pond width at top of wetpool DREQ =4.29 ft Minimum required pond depth Weston Heights - West Vault Wetpool Sizing Calculation (Per KCSWDM Section 6.4.1.1) Made by: Checked by: Backchecked by: Project: Project No: Weston Heights 349-004 JDA Page 62 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION 0.039' Weston Heights Technical Information Report Date: 3/4/2016 Date: Date: Wetpool Description: Step 1: Identify the required wetpool volume factor (f) f =3 Fixed value per KCSWDM Section 6.4.1.1 (P. 6-70) Step 2: Determine rainfall (R) for the mean annual storm R =0.47 ft Per KCSWDM Figure 6.4.1.A Step 3: Calculate runoff from the mean annual storm (V r) for the developed site A i =35,283 ft2 Area of impervious surface A tg =46,609 ft2 Area of till soil covered with grass A tf =0 ft2 Area of till soil covered with forest A o =0 ft2 Area of outwash soil covered with grass or forest R =0.47 in Rainfall from mean annual storm (from Step 2) V r =1,700 ft2 [KCSWDM Eq. 6-13] Step 4: Calculate required wetpool volume (V b) VB =5,100 ft3 [KCSWDM Equation 6-14] Step 5: Calculate minimum required wetpool depth (DREQ) Z1 =3.30 H:1V Side Slope #1 Z2 =3.30 H:1V Side Slope #2 Z3 =3.30 H:1V End Slope #3 Z4 =3.30 H:1V End Slope #4 LPOND =43 ft Pond length at top of wetpool WPOND =65 ft Pond width at top of wetpool DREQ =2.50 ft Minimum required pond depth Made by: Checked by: Backchecked by: Project: Project No: Weston Heights 349-004 JDA Weston Heights - East Pond Wetpool Sizing Calculation (Per KCSWDM Section 6.4.1.1) Page 63 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION 0.039' Weston Heights Technical Information Report *This is the original design required volume for water quality in the Olympus Villa Pond ‘A’. The as-built facility provides 15,479-CF of volume, for a difference of 5,598-CF in additional wetpool storage capacity. Page 64 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION 0.039' Weston Heights Technical Information Report *This is the required wetpool volume resulting from the addition of the Weston North basin area to Olympus Villa Pond ‘A’ (depicted as North Basin in the basin figures). This volume is below the as-built facility’s 15,479-CF of useable wetpool storage. The additional areas from Weston North leaves a remainder of 4,055-CF in wetpool storage capacity. Date: 2/24/2016 Date: Date: Wetpool Description: Step 1: Identify the required wetpool volume factor (f) f =3 Fixed value per KCSWDM Section 6.4.1.1 (P. 6-70) Step 2: Determine rainfall (R) for the mean annual storm R =0.47 ft Per KCSWDM Figure 6.4.1.A Step 3: Calculate runoff from the mean annual storm (V r) for the developed site A i =90,605 ft2 Area of impervious surface A tg =62,726 ft2 Area of till soil covered with grass A tf =0 ft2 Area of till soil covered with forest A o =0 ft2 Area of outwash soil covered with grass or forest R =0.47 in Rainfall from mean annual storm (from Step 2) V r =3,808 ft2 [KCSWDM Eq. 6-13] Step 4: Calculate required wetpool volume (V b) VB =11,424 ft3 [KCSWDM Equation 6-14] Made by: Checked by: Backchecked by: Project: Project No: Weston Heights North 349-007 JDA Olympus Villa Pond 'A' - Proposed Design Req'd Volume Wetpool Sizing Calculation (Per KCSWDM Section 6.4.1.1) Page 65 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION 0.039' Weston Heights Technical Information Report APPENDIX 4C WETLAND HYDROPERIOD CALCULATIONS Page 66 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 67 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Page 68 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report WWHM2012 – Wetland Fluctuation Report WWHM2012 PROJECT REPORT ___________________________________________________________________ Project Name: Wetland Hydroperiod_160127 Site Name: Weston Heights Site Address: Nile Ave City : Renton Report Date: 2/2/2016 Gage : Seatac Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.17 Version : 2015/02/16 ___________________________________________________________________ PREDEVELOPED LAND USE Name : Predeveloped Bypass: No GroundWater: No Pervious Land Use Acres C, Forest, Mod 2.39 C, Lawn, Flat 1.64 Pervious Total 4.03 Impervious Land Use Acres ROADS FLAT 0.12 Impervious Total 0.12 Basin Total 4.15 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND USE Name : Developed Bypass: No GroundWater: No Pervious Land Use Acres C, Forest, Mod 3.01 C, Lawn, Flat 1.14 Pervious Total 4.15 Impervious Land Use Acres ROADS FLAT 0.2 Page 69 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Impervious Total 0.2 Basin Total 4.35 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ ___________________________________________________________________ ANALYSIS RESULTS Wetland Hydroperiod ___________________________________________________________________ Wetlands Fluctuation for POC 1 Average Annual Volume (acft) Month Predevel Mitigated Percent Pass/Fail Jan 83.5601 86.9170 104.0 Pass Feb 63.2200 66.2666 104.8 Pass Mar 54.1575 56.9560 105.2 Pass Apr 33.8289 35.8210 105.9 Pass May 18.5240 19.7525 106.6 Pass Jun 14.2424 15.0048 105.4 Pass Jul 9.8981 10.6035 107.1 Pass Aug 9.1697 9.6184 104.9 Pass Sep 9.0665 9.3872 103.5 Pass Oct 17.9055 17.3633 97.0 Pass Nov 53.2741 52.4182 98.4 Pass Dec 75.5175 77.4050 102.5 Pass Day Predevel Mitigated Percent Pass/Fail Jan1 2.7430 2.8534 104.0 Pass 2 2.7092 2.7884 102.9 Pass 3 2.5126 2.6107 103.9 Pass 4 2.8627 2.9740 103.9 Pass 5 2.9059 3.0093 103.6 Pass 6 3.0584 3.1707 103.7 Pass 7 2.8224 2.9184 103.4 Pass 8 2.8327 2.9262 103.3 Pass 9 2.4328 2.5347 104.2 Pass 10 2.2725 2.3652 104.1 Pass 11 2.4503 2.5511 104.1 Pass 12 2.5436 2.6594 104.6 Pass 13 3.0111 3.1398 104.3 Pass 14 3.0505 3.1595 103.6 Pass 15 2.7660 2.8722 103.8 Pass 16 2.7902 2.8977 103.9 Pass 17 2.7323 2.8478 104.2 Pass 18 2.9999 3.1201 104.0 Pass 19 2.8991 3.0167 104.1 Pass 20 2.6959 2.8032 104.0 Pass 21 2.4794 2.5859 104.3 Pass 22 2.6825 2.8027 104.5 Pass 23 3.0014 3.1211 104.0 Pass 24 2.7711 2.8702 103.6 Pass Page 70 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report 25 2.4305 2.5326 104.2 Pass 26 2.4197 2.5290 104.5 Pass 27 2.3875 2.5004 104.7 Pass 28 2.5203 2.6423 104.8 Pass 29 2.7496 2.8666 104.3 Pass 30 2.6812 2.8084 104.7 Pass 31 2.6590 2.7690 104.1 Pass Feb1 2.4262 2.5359 104.5 Pass 2 2.1887 2.2876 104.5 Pass 3 2.1662 2.2711 104.8 Pass 4 1.8991 1.9977 105.2 Pass 5 2.0356 2.1533 105.8 Pass 6 2.1972 2.3083 105.1 Pass 7 2.6078 2.7387 105.0 Pass 8 2.6145 2.7341 104.6 Pass 9 2.2087 2.3179 104.9 Pass 10 1.9356 2.0377 105.3 Pass 11 2.1449 2.2598 105.4 Pass 12 2.2049 2.3058 104.6 Pass 13 2.0175 2.1154 104.9 Pass 14 2.1635 2.2767 105.2 Pass 15 2.3941 2.5015 104.5 Pass 16 2.3948 2.5049 104.6 Pass 17 2.3224 2.4363 104.9 Pass 18 2.7174 2.8362 104.4 Pass 19 2.4868 2.5887 104.1 Pass 20 2.2243 2.3342 104.9 Pass 21 2.0803 2.1826 104.9 Pass 22 2.0157 2.1201 105.2 Pass 23 2.1781 2.2843 104.9 Pass 24 2.1322 2.2339 104.8 Pass 25 1.9896 2.0836 104.7 Pass 26 2.1143 2.2143 104.7 Pass 27 2.1150 2.2224 105.1 Pass 28 2.2285 2.3415 105.1 Pass 29 1.9059 2.0044 105.2 Pass Mar1 1.8695 1.9637 105.0 Pass 2 2.1162 2.2193 104.9 Pass 3 2.1276 2.2285 104.7 Pass 4 2.2343 2.3427 104.9 Pass 5 1.8870 1.9784 104.8 Pass 6 1.7340 1.8280 105.4 Pass 7 1.6571 1.7591 106.2 Pass 8 1.9223 2.0242 105.3 Pass 9 1.9731 2.0676 104.8 Pass 10 1.9524 2.0541 105.2 Pass 11 2.1620 2.2708 105.0 Pass 12 1.9730 2.0618 104.5 Pass 13 1.8341 1.9234 104.9 Pass 14 1.8731 1.9703 105.2 Pass 15 1.7426 1.8322 105.1 Pass 16 1.7716 1.8597 105.0 Pass 17 1.7369 1.8329 105.5 Pass 18 1.6771 1.7601 105.0 Pass 19 1.5238 1.6050 105.3 Pass 20 1.3688 1.4434 105.5 Pass 21 1.5437 1.6436 106.5 Pass 22 1.7103 1.8065 105.6 Pass 23 1.6897 1.7777 105.2 Pass 24 1.6292 1.7066 104.7 Pass 25 1.5146 1.5882 104.9 Pass 26 1.4484 1.5233 105.2 Pass 27 1.3629 1.4393 105.6 Pass Page 71 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report 28 1.4321 1.5121 105.6 Pass 29 1.4413 1.5171 105.3 Pass 30 1.3416 1.4118 105.2 Pass 31 1.2912 1.3637 105.6 Pass Apr1 1.2031 1.2743 105.9 Pass 2 1.2292 1.2982 105.6 Pass 3 1.4703 1.5584 106.0 Pass 4 1.5932 1.6776 105.3 Pass 5 1.4277 1.5050 105.4 Pass 6 1.2210 1.2883 105.5 Pass 7 1.2380 1.3139 106.1 Pass 8 1.3309 1.4079 105.8 Pass 9 1.2034 1.2700 105.5 Pass 10 1.1577 1.2253 105.8 Pass 11 1.1392 1.2042 105.7 Pass 12 1.1922 1.2654 106.1 Pass 13 1.1368 1.2038 105.9 Pass 14 1.0513 1.1166 106.2 Pass 15 1.2047 1.2791 106.2 Pass 16 1.2644 1.3280 105.0 Pass 17 0.9998 1.0551 105.5 Pass 18 1.1756 1.2543 106.7 Pass 19 1.2570 1.3122 104.4 Pass 20 0.9942 1.0472 105.3 Pass 21 0.9451 1.0103 106.9 Pass 22 1.1374 1.2077 106.2 Pass 23 0.9987 1.0579 105.9 Pass 24 0.8788 0.9316 106.0 Pass 25 0.7714 0.8228 106.7 Pass 26 0.8072 0.8689 107.6 Pass 27 0.7815 0.8327 106.6 Pass 28 0.8216 0.8813 107.3 Pass 29 0.9064 0.9602 105.9 Pass 30 0.8834 0.9340 105.7 Pass May1 0.8146 0.8594 105.5 Pass 2 0.7234 0.7672 106.1 Pass 3 0.7039 0.7546 107.2 Pass 4 0.7335 0.7820 106.6 Pass 5 0.7237 0.7734 106.9 Pass 6 0.6674 0.7119 106.7 Pass 7 0.6067 0.6482 106.8 Pass 8 0.5894 0.6303 106.9 Pass 9 0.5948 0.6358 106.9 Pass 10 0.6170 0.6672 108.1 Pass 11 0.5564 0.5989 107.6 Pass 12 0.5951 0.6374 107.1 Pass 13 0.6041 0.6489 107.4 Pass 14 0.5836 0.6227 106.7 Pass 15 0.5778 0.6119 105.9 Pass 16 0.5337 0.5718 107.1 Pass 17 0.5369 0.5784 107.7 Pass 18 0.5724 0.6180 108.0 Pass 19 0.5710 0.6071 106.3 Pass 20 0.5182 0.5539 106.9 Pass 21 0.5125 0.5471 106.8 Pass 22 0.5033 0.5448 108.3 Pass 23 0.4946 0.5343 108.0 Pass 24 0.4706 0.5038 107.1 Pass 25 0.4739 0.5185 109.4 Pass 26 0.4951 0.5241 105.9 Pass 27 0.5079 0.5349 105.3 Pass 28 0.5618 0.5888 104.8 Pass 29 0.5996 0.6263 104.5 Pass Page 72 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report 30 0.5979 0.6163 103.1 Pass 31 0.5806 0.5976 102.9 Pass Jun1 0.6004 0.6172 102.8 Pass 2 0.5982 0.6274 104.9 Pass 3 0.5865 0.6154 104.9 Pass 4 0.5109 0.5358 104.9 Pass 5 0.5241 0.5587 106.6 Pass 6 0.6303 0.6477 102.8 Pass 7 0.5774 0.5972 103.4 Pass 8 0.5766 0.6013 104.3 Pass 9 0.5866 0.6113 104.2 Pass 10 0.5274 0.5552 105.3 Pass 11 0.5057 0.5314 105.1 Pass 12 0.4584 0.4785 104.4 Pass 13 0.4170 0.4425 106.1 Pass 14 0.4063 0.4375 107.7 Pass 15 0.4152 0.4464 107.5 Pass 16 0.4373 0.4724 108.0 Pass 17 0.4199 0.4459 106.2 Pass 18 0.3956 0.4247 107.4 Pass 19 0.3964 0.4291 108.3 Pass 20 0.4374 0.4605 105.3 Pass 21 0.4318 0.4480 103.8 Pass 22 0.4067 0.4312 106.0 Pass 23 0.4853 0.5189 106.9 Pass 24 0.4480 0.4598 102.6 Pass 25 0.3991 0.4185 104.9 Pass 26 0.3748 0.4001 106.8 Pass 27 0.3709 0.4006 108.0 Pass 28 0.3681 0.3962 107.6 Pass 29 0.3693 0.3977 107.7 Pass 30 0.3923 0.4172 106.4 Pass Jul1 0.3715 0.3955 106.5 Pass 2 0.3610 0.3851 106.7 Pass 3 0.3479 0.3709 106.6 Pass 4 0.3485 0.3757 107.8 Pass 5 0.3339 0.3571 107.0 Pass 6 0.3323 0.3599 108.3 Pass 7 0.3402 0.3676 108.1 Pass 8 0.3416 0.3708 108.6 Pass 9 0.3339 0.3588 107.5 Pass 10 0.3199 0.3419 106.9 Pass 11 0.3344 0.3629 108.5 Pass 12 0.3449 0.3654 105.9 Pass 13 0.3392 0.3601 106.1 Pass 14 0.3227 0.3387 105.0 Pass 15 0.3399 0.3708 109.1 Pass 16 0.3213 0.3408 106.1 Pass 17 0.3107 0.3297 106.1 Pass 18 0.3072 0.3298 107.4 Pass 19 0.3010 0.3230 107.3 Pass 20 0.2948 0.3157 107.1 Pass 21 0.2980 0.3207 107.6 Pass 22 0.2921 0.3132 107.2 Pass 23 0.2869 0.3069 107.0 Pass 24 0.2856 0.3063 107.2 Pass 25 0.2988 0.3269 109.4 Pass 26 0.2873 0.3070 106.9 Pass 27 0.2835 0.3032 106.9 Pass 28 0.2769 0.2951 106.6 Pass 29 0.2751 0.2941 106.9 Pass 30 0.2745 0.2926 106.6 Pass 31 0.2818 0.3025 107.3 Pass Page 73 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Aug1 0.2813 0.3042 108.2 Pass 2 0.3049 0.3226 105.8 Pass 3 0.2855 0.3021 105.8 Pass 4 0.2758 0.2904 105.3 Pass 5 0.2902 0.3117 107.4 Pass 6 0.2885 0.3115 108.0 Pass 7 0.2744 0.2880 105.0 Pass 8 0.2818 0.3032 107.6 Pass 9 0.2690 0.2837 105.5 Pass 10 0.2651 0.2833 106.8 Pass 11 0.2607 0.2792 107.1 Pass 12 0.2557 0.2731 106.8 Pass 13 0.2935 0.3143 107.1 Pass 14 0.3247 0.3377 104.0 Pass 15 0.2920 0.3008 103.0 Pass 16 0.2925 0.3040 103.9 Pass 17 0.3120 0.3270 104.8 Pass 18 0.2945 0.3112 105.7 Pass 19 0.2755 0.2881 104.6 Pass 20 0.2755 0.2965 107.6 Pass 21 0.2855 0.3098 108.5 Pass 22 0.3410 0.3609 105.8 Pass 23 0.3444 0.3501 101.7 Pass 24 0.3414 0.3409 99.9 Pass 25 0.3505 0.3513 100.2 Pass 26 0.3272 0.3359 102.6 Pass 27 0.2986 0.3082 103.2 Pass 28 0.3044 0.3168 104.1 Pass 29 0.3133 0.3128 99.8 Pass 30 0.2885 0.2968 102.9 Pass 31 0.2829 0.2972 105.1 Pass Sep1 0.2818 0.2979 105.7 Pass 2 0.2649 0.2800 105.7 Pass 3 0.2810 0.2997 106.7 Pass 4 0.2587 0.2722 105.2 Pass 5 0.2713 0.2908 107.2 Pass 6 0.2465 0.2570 104.3 Pass 7 0.2661 0.2854 107.3 Pass 8 0.2659 0.2772 104.3 Pass 9 0.2721 0.2949 108.4 Pass 10 0.2597 0.2759 106.2 Pass 11 0.2652 0.2706 102.0 Pass 12 0.2525 0.2652 105.0 Pass 13 0.2644 0.2894 109.5 Pass 14 0.2478 0.2658 107.3 Pass 15 0.2569 0.2762 107.5 Pass 16 0.3463 0.3755 108.4 Pass 17 0.3285 0.3301 100.5 Pass 18 0.3278 0.3360 102.5 Pass 19 0.3146 0.3221 102.4 Pass 20 0.3152 0.3166 100.4 Pass 21 0.3942 0.3991 101.2 Pass 22 0.4552 0.4377 96.2 Pass 23 0.3714 0.3707 99.8 Pass 24 0.3180 0.3269 102.8 Pass 25 0.3202 0.3270 102.1 Pass 26 0.3047 0.3161 103.7 Pass 27 0.3497 0.3484 99.6 Pass 28 0.3116 0.3119 100.1 Pass 29 0.3716 0.3736 100.6 Pass 30 0.3468 0.3376 97.3 Pass Oct1 0.3370 0.3322 98.6 Pass 2 0.3294 0.3376 102.5 Pass Page 74 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report 3 0.3590 0.3714 103.5 Pass 4 0.3794 0.3717 98.0 Pass 5 0.6622 0.6694 101.1 Pass 6 0.5517 0.5501 99.7 Pass 7 0.5764 0.5836 101.2 Pass 8 0.6355 0.6100 96.0 Pass 9 0.6238 0.5983 95.9 Pass 10 0.4975 0.4661 93.7 Pass 11 0.3969 0.3927 98.9 Pass 12 0.3829 0.3864 100.9 Pass 13 0.3533 0.3641 103.1 Pass 14 0.3660 0.3652 99.8 Pass 15 0.3655 0.3683 100.7 Pass 16 0.4480 0.4502 100.5 Pass 17 0.5083 0.4877 95.9 Pass 18 0.5993 0.5724 95.5 Pass 19 0.9120 0.8832 96.8 Pass 20 0.9762 0.9332 95.6 Pass 21 0.7848 0.7455 95.0 Pass 22 0.6761 0.6374 94.3 Pass 23 0.6093 0.5795 95.1 Pass 24 0.5887 0.5680 96.5 Pass 25 0.6908 0.6507 94.2 Pass 26 0.7488 0.7118 95.1 Pass 27 0.7848 0.7261 92.5 Pass 28 0.8381 0.7874 93.9 Pass 29 0.8031 0.7701 95.9 Pass 30 0.7731 0.7555 97.7 Pass 31 0.7833 0.7544 96.3 Pass Nov1 0.8828 0.8560 97.0 Pass 2 1.1326 1.0864 95.9 Pass 3 1.3244 1.2282 92.7 Pass 4 1.1448 1.0417 91.0 Pass 5 1.3206 1.2589 95.3 Pass 6 1.3471 1.2806 95.1 Pass 7 1.1443 1.0887 95.1 Pass 8 1.2744 1.2302 96.5 Pass 9 1.4212 1.3733 96.6 Pass 10 1.6837 1.6439 97.6 Pass 11 1.8512 1.7812 96.2 Pass 12 1.7836 1.7170 96.3 Pass 13 1.8537 1.7787 96.0 Pass 14 1.5832 1.5346 96.9 Pass 15 1.5666 1.5344 97.9 Pass 16 1.6178 1.5823 97.8 Pass 17 1.6998 1.6613 97.7 Pass 18 2.0576 2.0667 100.4 Pass 19 2.3915 2.3789 99.5 Pass 20 2.2344 2.2116 99.0 Pass 21 1.9792 1.9702 99.5 Pass 22 2.0826 2.1103 101.3 Pass 23 2.9019 2.9154 100.5 Pass 24 2.9612 2.9930 101.1 Pass 25 2.6232 2.6335 100.4 Pass 26 2.3597 2.3573 99.9 Pass 27 1.9725 1.9817 100.5 Pass 28 2.0196 2.0490 101.5 Pass 29 2.2769 2.3194 101.9 Pass 30 2.1939 2.2162 101.0 Pass Dec1 2.3079 2.3272 100.8 Pass 2 2.8916 2.9337 101.5 Pass 3 2.6311 2.6640 101.3 Pass 4 2.3432 2.3947 102.2 Pass Page 75 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report 5 2.3360 2.3678 101.4 Pass 6 2.0890 2.1250 101.7 Pass 7 2.0435 2.0847 102.0 Pass 8 2.1148 2.1701 102.6 Pass 9 2.3573 2.4166 102.5 Pass 10 2.4178 2.4762 102.4 Pass 11 2.5444 2.5989 102.1 Pass 12 2.5694 2.6223 102.1 Pass 13 2.6401 2.6939 102.0 Pass 14 3.0557 3.1354 102.6 Pass 15 2.7431 2.8105 102.5 Pass 16 2.4663 2.5182 102.1 Pass 17 2.2397 2.2970 102.6 Pass 18 2.0809 2.1458 103.1 Pass 19 2.4036 2.4877 103.5 Pass 20 2.4839 2.5477 102.6 Pass 21 2.3052 2.3657 102.6 Pass 22 2.3251 2.3955 103.0 Pass 23 2.2466 2.3116 102.9 Pass 24 2.1462 2.2270 103.8 Pass 25 2.5632 2.6587 103.7 Pass 26 2.9059 2.9964 103.1 Pass 27 2.3743 2.4429 102.9 Pass 28 2.3438 2.4457 104.3 Pass 29 2.9308 3.0287 103.3 Pass 30 2.4225 2.5019 103.3 Pass 31 2.3459 2.4386 104.0 Pass ___________________________________________________________________ This program and accompanying documentation are provided 'as-is' without warranty of any kind. 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Page 76 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report WWHM2012 – Site Information WWHM2012 – Predeveloped Scenario Page 77 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION WWHM OUTPUTS ARE NOT READABLE. ENHANCE THE READABILITY. Weston Heights Technical Information Report WWHM2012 – Developed Scenario WWHM2012 – Fluctuation Analysis Page 78 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report SECTION 5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN Page 79 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Conveyance System Analysis and Design The project is proposing a conveyance system for each project basin. The conveyance system along Nile Ave is not a conventional layout. An existing storm drain line is located at the proposed flow line of the frontage improvements. Shallow inlets will be installed at the proposed flow line which will tie into Type 1’s located in the proposed sidewalk. The KCSWDM requires that the conveyance flows tributary to each catch basin be calculated with KCRTS using 15-minute timesteps. The KCRTS also requires that the 25- year peak design flows be contained within the conveyance system with no surcharge. The 100-year peak design flows must also be analyzed, and it must be demonstrated that any surcharge during the 100-year peak design event must not cause or aggravate a flooding problem. Systems downstream of the proposed detention systems have not been included as the release rates are a reduction of the flows entering the facilties. Conveyance calculations for this project are provided in Appendix 5A. For simplicity of the calculation, and in order to provide a conservative design, the calculations only analyze the 100-year storm event, and show that there is no surcharge during that event. The 100-yr flows from detention facilities were routed through the downstream systems – Stormshed 3G analyzed a fixed flow rate for these systems. Page 80 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION KCSWDM NO CATCH BASINS ARE ALLOWED IN THE SIDEWALK. REVISE DESIGN. Weston Heights Technical Information Report APPENDIX 5A CONVEYANCE CALCULATIONS Page 81 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 82 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Weston Heights Conveyance – Stormshed 3G Report - Layout 1 Page 83 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Appended on: Friday, March 11, 2016 2:10:05 PM ROUTEHYD [] THRU [Layout 1] USING [100 year] AND [TYPE1A.RAC] NOTZERO RELATIVE SCS/SBUH Gravity Analysis using 24 hr duration storm Reach ID Area (ac) Flow (cfs) Full Q (cfs) Full ratio nDepth (ft) Depth ratio Size nVel (ft/s) fVel (ft/s) Infil Vol (cf) CBasin / Hyd WN1 0.06 0.0619 6.5678 0.0094 0.0682 0.0682 12 in Diam 2.6619 8.3623 0.00 BASIN-1 WN2 0.06 0.0619 5.5691 0.0111 0.074 0.074 12 in Diam 2.357 7.0908 0.00 13A 0.42 0.4332 6.2193 0.0697 0.1788 0.1788 12 in Diam 4.5501 7.9186 0.00 BASIN-2 13 0.48 0.4951 8.9315 0.0554 0.1599 0.1599 12 in Diam 6.1099 11.372 0.00 5 0.88 0.8531 9.2942 0.0918 0.2047 0.2047 12 in Diam 7.381 11.8337 0.00 BASIN-3 8 0.69 0.6226 3.3377 0.1865 0.2927 0.2927 12 in Diam 3.2516 4.2497 0.00 BASIN-5 7 0.69 0.6226 12.2629 0.0508 0.153 0.153 12 in Diam 8.1912 15.6136 0.00 4 1.62 1.5157 16.433 0.0922 0.2052 0.2052 12 in Diam 13.0685 20.9231 0.00 BASIN-4 HGL Analysis From Node To Node HG El (ft) App (ft) Bend (ft) Junct Loss (ft) Adjusted HG El (ft) Max El (ft) 505.0222 CB4 VAULT-IN 510.1827 ------ 0.0048 0.3765 510.5641 514.5000 CB5 CB4 510.5913 0.5797 0.0219 ------ 510.0336 513.8000 CB13 CB5 513.2372 ------ 0.3651 0.0362 513.6385 515.8000 WN2 CB13 515.1269 ------ 0.1464 ------ 515.2734 517.9900 WN1 WN2 515.4135 ------ ------ ------ 515.4135 517.2900 CB13A CB13 514.0150 ------ ------ ------ 514.0150 515.1200 CB7 CB4 515.9005 ------ 0.2499 ------ 516.1504 518.0000 CB8 CB7 516.3896 ------ ------ ------ 516.3896 518.6500 Conduit Notes Reach HW Depth (ft) HW/D ratio Q (cfs) TW Depth (ft) Dc (ft) Dn (ft) Comment 4 0.6827 0.6827 1.52 0.5222 0.5222 0.2052 SuperCrit flow, Inlet end controls 5 1.0913 1.0913 0.85 1.0641 0.3867 0.2047 Outlet Control 13 0.3772 0.3772 0.50 0.2918 0.2918 0.1599 SuperCrit flow, Inlet end controls WN2 0.1269 0.1269 0.06 0.7785 0.1009 0.0740 SuperCrit flow, Inlet end controls WN1 0.1235 0.1235 0.06 0.2734 0.1009 0.0682 SuperCrit flow, Inlet end controls 13A 0.8950 0.8950 0.43 0.7785 0.2723 0.1788 Outlet Control M1 Backwater 7 0.4105 0.4105 0.62 1.0641 0.3284 0.1530 SuperCrit flow, Inlet end controls 8 0.4496 0.4496 0.62 0.6604 0.3284 0.2927 SuperCrit flow, Inlet end controls Licensed to: SDA Engineers Page 84 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Appended on: Friday, March 11, 2016 2:13:14 PM Layout Report: Layout 1 Event Precip (in) other 2.10 2 yr 24 hr 2.50 5 year 3.50 10 year 4.00 25 year 4.25 100 year 4.50 Reach Records Record Id: 13 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.011 Routing Method: Travel Time Shift Contributing Hyd DnNode CB5 UpNode CB13 Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 61.00 ft Slope 4.48% Up Invert 512.86 ft Dn Invert 510.13 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: 13A Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.011 Routing Method: Travel Time Shift Contributing Hyd DnNode CB13 UpNode CB13A Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 12.00 ft Slope 2.17% Up Invert 513.12 ft Dn Invert 512.86 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: 4 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.011 Routing Method: Travel Time Shift Contributing Hyd DnNode VAULT-IN UpNode CB4 Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Page 85 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION 3.37% 510.80 Weston Heights Technical Information Report Length 33.00 ft Slope 15.15% Up Invert 509.50 ft Dn Invert 504.50 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: 5 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.011 Routing Method: Travel Time Shift Contributing Hyd DnNode CB4 UpNode CB5 Material Closed Conduits, Concrete Pipe Size 12 in Diam Ent Losses Groove End w/Headwall Length 13.00 ft Slope 4.85% Up Invert 510.13 ft Dn Invert 509.50 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: 7 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.011 Routing Method: Travel Time Shift Contributing Hyd DnNode CB4 UpNode CB7 Material Closed Conduits, Concrete Pipe Size 12 in Diam Ent Losses Groove End w/Headwall Length 71.00 ft Slope 8.44% Up Invert 515.49 ft Dn Invert 509.50 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: 8 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.011 Routing Method: Travel Time Shift Contributing Hyd DnNode CB7 UpNode CB8 Material Closed Conduits, Concrete Pipe Size 12 in Diam Ent Losses Groove End w/Headwall Length 72.00 ft Slope 0.63% Up Invert 515.94 ft Dn Invert 515.49 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover Page 86 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION 510.80 10.00% Weston Heights Technical Information Report 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: WN1 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.011 Routing Method: Travel Time Shift Contributing Hyd DnNode WN2 UpNode WN1 Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 12.00 ft Slope 2.42% Up Invert 515.29 ft Dn Invert 515.00 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: WN2 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.011 Routing Method: Travel Time Shift Contributing Hyd DnNode CB13 UpNode WN2 Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 123.00 ft Slope 1.74% Up Invert 515.00 ft Dn Invert 512.86 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Node Records Record Id: CB13 Descrip: TYPE 1 Increment 0.10 ft Start El. 512.86 ft Max El. 515.80 ft Void Ratio 100.00 Condition Proposed Structure Type CB-TYPE 1 Channelization No Special Shape Catch 0.00 ft Bottom Area 3.97 sf MH/CB Type Node Record Id: CB13A Descrip: CONCRETE INLET Increment 0.10 ft Start El. 513.12 ft Max El. 515.12 ft Void Ratio 100.00 Condition Proposed Structure Type CONCRETE INLET Channelization No Special Shape Page 87 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Catch 0.00 ft Bottom Area 3.67 sf MH/CB Type Node Record Id: CB4 Descrip: TYPE 1 Increment 0.10 ft Start El. 509.50 ft Max El. 514.50 ft Void Ratio 100.00 Condition Proposed Structure Type CB-TYPE 1 Channelization No Special Shape Catch 0.00 ft Bottom Area 3.97 sf MH/CB Type Node Record Id: CB5 Descrip: TYPE 1 Increment 0.10 ft Start El. 510.13 ft Max El. 513.80 ft Void Ratio 100.00 Condition Proposed Structure Type CB-TYPE 1 Channelization No Special Shape Catch 0.00 ft Bottom Area 3.97 sf MH/CB Type Node Record Id: CB7 Descrip: TYPE 1 Increment 0.10 ft Start El. 515.49 ft Max El. 518.00 ft Void Ratio 100.00 Condition Proposed Structure Type CB-TYPE 1 Channelization No Special Shape Catch 0.00 ft Bottom Area 3.97 sf MH/CB Type Node Record Id: CB8 Descrip: TYPE 1 Increment 0.10 ft Start El. 515.94 ft Max El. 518.65 ft Void Ratio 100.00 Condition Proposed Structure Type CB-TYPE 1 Channelization No Special Shape Catch 0.00 ft Bottom Area 3.97 sf MH/CB Type Node Record Id: VAULT-IN Descrip: COMBINED DETENTION/WETPOOL VAULT Increment 0.10 ft Start El. 501.00 ft Max El. 513.80 ft Void Ratio 100.00 Dummy Type Node Record Id: WN1 Descrip: CONCRETE INLET Increment 0.10 ft Start El. 515.29 ft Max El. 517.29 ft Void Ratio 100.00 Page 88 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION 510.80 Weston Heights Technical Information Report Condition Proposed Structure Type CB-TYPE 1 Channelization No Special Shape Catch 0.00 ft Bottom Area 3.97 sf MH/CB Type Node Record Id: WN2 Descrip: TYPE 1 Increment 0.10 ft Start El. 515.99 ft Max El. 517.99 ft Void Ratio 100.00 Condition Proposed Structure Type CB-TYPE 1 Channelization No Special Shape Catch 0.00 ft Bottom Area 3.97 sf MH/CB Type Node Contributing Drainage Areas Record Id: BASIN-1 Design Method SBUH Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.06 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 0.06 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 5 min. minimum 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Record Id: BASIN-2 Design Method SBUH Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.42 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 0.42 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 5 min. minimum 0.00 ft 0.0% 5.0 0.00 in 5.00 min Page 89 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Pervious TC 5.00 min Record Id: BASIN-3 Design Method SBUH Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.19 ac DCIA 0.21 ac Pervious CN 86.00 DC CN 98.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn yard/landscape area 0.19 ac 86.00 Pervious Composited CN (AMC 2) 86.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 5 min. minimum 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min DCI - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 0.21 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 5 min. minimum 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Record Id: BASIN-4 Design Method SBUH Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.04 ac DCIA 0.01 ac Pervious CN 86.00 DC CN 98.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn yard/landscape area 0.04 ac 86.00 Pervious Composited CN (AMC 2) 86.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 5 min. minimum 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min DCI - CN Calc Description SubArea Sub cn Page 90 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Impervious surfaces (pavements, roofs, etc) 0.01 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 5 min. minimum 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Record Id: BASIN-5 Design Method SBUH Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.31 ac DCIA 0.38 ac Pervious CN 86.00 DC CN 98.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn yard/landscape area 0.31 ac 86.00 Pervious Composited CN (AMC 2) 86.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 5 min. minimum 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min DCI - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 0.38 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 5 min. minimum 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: SDA Engineers Page 91 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Weston Heights Conveyance – Stormshed 3G Report - Layout 2 Page 92 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Appended on: Friday, March 11, 2016 2:45:44 PM ROUTEHYD [] THRU [Layout 2] USING [100 year] AND [] NOTZERO RELATIVE Fixed Flow Gravity Analysis using fixed flowrates Reach ID Flow (cfs) Full Q (cfs) Full ratio nDepth (ft) Size nVel (ft/s) fVel (ft/s) CFlow VAULT-OUT 0.67 4.2219 0.1587 0.2693 12 in Diam 3.9307 5.3755 0.67 3 0.67 2.9853 0.2244 0.3221 12 in Diam 3.065 3.8011 0.00 EXISTING PIPE 0.83 4.2219 0.1966 0.3007 12 in Diam 4.1751 5.3755 0.83 1A 0.83 19.652 0.0422 0.1403 12 in Diam 12.3798 25.0217 0.00 1 1.50 2.9991 0.5002 0.5002 12 in Diam 3.818 3.8185 0.00 HGL Analysis From Node To Node HG El (ft) App (ft) Bend (ft) Junct Loss (ft) Adjusted HG El (ft) Max El (ft) 505.6193 CB1 DITCH OUTLET 506.4011 ------ 0.5918 1.1377 508.1305 510.5900 CB3 CB1 508.1516 0.0113 0.0106 ------ 508.1510 516.0300 VAULT-OUT CB3 508.1666 --na-- --na-- --na-- 508.1666 513.8000 CB1A CB1 508.6730 ------ 0.0741 ------ 508.7471 510.9700 OLYMPUS VILLA OUT CB1A 509.0685 --na-- --na-- --na-- 509.0685 510.2600 Conduit Notes Reach HW Depth (ft) HW/D ratio Q (cfs) TW Depth (ft) Dc (ft) Dn (ft) Comment 1 0.7511 0.7511 1.50 0.5193 0.5193 0.5002 SuperCrit flow, Inlet end controls 3 2.5016 2.5016 0.67 2.4805 0.3413 0.3221 Outlet Control VAULT-OUT 2.4466 2.4466 0.67 2.4310 0.3413 0.2693 Outlet Control 1A 0.4230 0.4230 0.83 2.4805 0.3813 0.1403 SuperCrit flow, Inlet end controls EXISTING PIPE 0.8085 0.8085 0.83 0.4971 0.3813 0.3007 Outlet Control M1 Backwater Licensed to: SDA Engineers Page 93 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Appended on: Friday, March 11, 2016 2:46:29 PM Layout Report: Layout 2 Event Precip (in) other 0 2 yr 24 hr 0 5 year 0 100 year 0.83-CFS 100-yr flow from Olympus Villa Pond ‘A’ 100 year 0.67-CFS 100-yr flow from West Vault 100 year 0.072-CFS 100-yr flow from BASIN-12 Reach Records Record Id: 1 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.011 Routing Method: Travel Time Shift Contributing Hyd DnNode DITCH OUTLET UpNode CB1 Material Closed Conduits, Concrete Pipe Size 12 in Diam Ent Losses Groove End w/Headwall Length 109.00 ft Slope 0.50% Up Invert 505.65 ft Dn Invert 505.10 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: 1A Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.011 Routing Method: Travel Time Shift Contributing Hyd DnNode CB1 UpNode CB1A Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 12.00 ft Slope 21.67% Up Invert 508.25 ft Dn Invert 505.65 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: 3 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.011 Routing Method: Travel Time Shift Contributing Hyd DnNode CB1 UpNode CB3 Material Closed Conduits, Concrete Pipe Size 12 in Diam Ent Losses Groove End w/Headwall Page 94 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Length 30.00 ft Slope 0.50% Up Invert 505.80 ft Dn Invert 505.65 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: EXISTING PIPE Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.011 Routing Method: Travel Time Shift Contributing Hyd DnNode CB1A UpNode OLYMPUS VILLA OUT Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 1.00 ft Slope 1.00% Up Invert 508.26 ft Dn Invert 508.25 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: VAULT-OUT Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.011 Routing Method: Travel Time Shift Contributing Hyd DnNode CB3 UpNode VAULT-OUT Material Closed Conduits, Concrete Pipe Size 12 in Diam Ent Losses Groove End w/Headwall Length 8.00 ft Slope 1.00% Up Invert 505.80 ft Dn Invert 505.72 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Node Records Record Id: CB1 Descrip: TYPE 1 Increment 0.10 ft Start El. 505.65 ft Max El. 510.59 ft Void Ratio 100.00 Condition Proposed Structure Type CB-TYPE 1 Channelization No Special Shape Catch 0.00 ft Bottom Area 3.97 sf MH/CB Type Node Record Id: CB1A Page 95 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION CHECK (TYP) Weston Heights Technical Information Report Descrip: TYPE 1 Increment 0.10 ft Start El. 508.25 ft Max El. 510.97 ft Void Ratio 100.00 Condition Proposed Structure Type CB-TYPE 1 Channelization No Special Shape Catch 0.00 ft Bottom Area 3.97 sf MH/CB Type Node Record Id: CB3 Descrip: CONTROL STRUCTURE Increment 0.10 ft Start El. 505.72 ft Max El. 516.03 ft Void Ratio 100.00 Condition Proposed Structure Type CB-TYPE 2-54 Channelization No Special Shape Catch 0.00 ft Bottom Area 15.904 sf MH/CB Type Node Record Id: DITCH OUTLET Descrip: DOWNSTREAM OUTLET INTO DITCH Increment 0.10 ft Start El. 505.10 ft Max El. 506.10 ft Void Ratio 100.00 Dummy Type Node Record Id: OLYMPUS VILLA OUT Descrip: 100-YR FLOW FROM OV POND A Increment 0.10 ft Start El. 508.26 ft Max El. 510.26 ft Void Ratio 100.00 Dummy Type Node Record Id: VAULT-OUT Descrip: 100-YR FLOW FROM VAULT Increment 0.10 ft Start El. 505.30 ft Max El. 513.80 ft Void Ratio 100.00 Dummy Type Node Contributing Drainage Areas Record Id: BASIN-12 Design Method SBUH Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.07 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 0.07 ac 98.00 Page 96 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 5 min. minimum 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Appended on: Friday, March 11, 2016 2:48:04 PM BASIN-12 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method other 0.0326 8.00 0.0109 0.07 SBUH 2 yr 24 hr 0.0393 8.00 0.0132 0.07 SBUH 5 year 0.0558 8.00 0.0191 0.07 SBUH 10 year 0.064 8.00 0.022 0.07 SBUH 25 year 0.0681 8.00 0.0234 0.07 SBUH 100 year 0.0722 8.00 0.0249 0.07 SBUH All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: BASIN-12 Design Method SBUH Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.07 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 0.07 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 5 min. minimum 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: SDA Engineers Page 97 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Weston Heights Conveyance – Stormshed 3G Report - Layout 3 Page 98 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Appended on: Friday, March 11, 2016 2:26:00 PM ROUTEHYD [] THRU [Layout 3] USING [100 year] AND [TYPE1A.RAC] NOTZERO RELATIVE SCS/SBUH Gravity Analysis using 24 hr duration storm Reach ID Area (ac) Flow (cfs) Full Q (cfs) Full ratio nDepth (ft) Depth ratio Size nVel (ft/s) fVel (ft/s) Infil Vol (cf) CBasin / Hyd WN3 0.11 0.1106 3.1594 0.035 0.1278 0.1278 12 in Diam 1.8889 4.0227 0.00 BASIN-6 WNE1 0.11 0.1106 4.7983 0.023 0.1049 0.1049 12 in Diam 2.5228 6.1094 0.00 WNE2 0.17 0.1725 5.9951 0.0288 0.1167 0.1167 12 in Diam 3.3665 7.6332 0.00 BASIN-13 WNE5 1.03 0.9244 6.1327 0.1507 0.2618 0.2618 12 in Diam 5.6431 7.8084 0.00 BASIN-16 WN4 0.32 0.3301 12.3922 0.0266 0.1125 0.1125 12 in Diam 6.7938 15.7782 0.00 BASIN-7 WNE4 2.07 1.8965 4.5275 0.4189 0.4515 0.4515 12 in Diam 5.5083 5.7646 0.00 BASIN-15 WNE3 2.33 2.1618 12.5277 0.1726 0.2805 0.2805 12 in Diam 11.9771 15.9508 0.00 BASIN-14 HGL Analysis From Node To Node HG El (ft) App (ft) Bend (ft) Junct Loss (ft) Adjusted HG El (ft) Max El (ft) 510.8783 WNE3 OVPONDINLET 514.7722 ------ 0.5698 0.0346 515.3766 517.9100 WNE2 WNE3 515.3786 0.0988 0.1333 ------ 515.4130 518.3900 WNE1 WNE2 515.5760 ------ 0.0744 ------ 515.6504 518.3500 WN3 WNE1 515.7796 ------ ------ ------ 515.7796 517.5500 WNE4 WNE3 515.7899 ------ 0.0060 0.1257 515.9216 519.1100 WNE5 WNE4 519.7944 ------ ------ ------ 519.7944 523.3400 WN4 WNE4 517.4388 ------ ------ ------ 517.4388 519.1600 Conduit Notes Reach HW Depth (ft) HW/D ratio Q (cfs) TW Depth (ft) Dc (ft) Dn (ft) Comment WNE3 0.9122 0.9122 2.16 0.6283 0.6283 0.2805 SuperCrit flow, Inlet end controls WNE2 1.5186 1.5186 0.17 1.5166 0.1700 0.1167 Outlet Control WNE1 0.1760 0.1760 0.11 0.3230 0.1342 0.1049 SuperCrit flow, Inlet end controls WN3 0.1796 0.1796 0.11 0.2504 0.1342 0.1278 SuperCrit flow, Inlet end controls WNE4 0.8699 0.8699 1.90 1.5166 0.5872 0.4515 SuperCrit flow, Inlet end controls WNE5 0.5544 0.5544 0.92 0.9016 0.4033 0.2618 SuperCrit flow, Inlet end controls WN4 0.2788 0.2788 0.33 1.0016 0.2368 0.1125 SuperCrit flow, Inlet end controls Licensed to: SDA Engineers Page 99 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Appended on: Friday, March 11, 2016 2:28:39 PM Layout Report: Layout 3 Event Precip (in) other 2.10 2 yr 24 hr 2.50 5 year 3.50 10 year 4.00 25 year 4.25 100 year 4.50 Reach Records Record Id: WN3 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.011 Routing Method: Travel Time Shift Contributing Hyd DnNode WNE1 UpNode WN3 Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 36.00 ft Slope 0.56% Up Invert 515.60 ft Dn Invert 515.40 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: WN4 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.011 Routing Method: Travel Time Shift Contributing Hyd DnNode WNE4 UpNode WN4 Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 26.00 ft Slope 8.62% Up Invert 517.16 ft Dn Invert 514.92 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: WNE1 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.011 Routing Method: Travel Time Shift Contributing Hyd DnNode WNE2 UpNode WNE1 Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Page 100 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Length 24.00 ft Slope 1.29% Up Invert 515.40 ft Dn Invert 515.09 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: WNE2 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.011 Routing Method: Travel Time Shift Contributing Hyd DnNode WNE3 UpNode WNE2 Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 61.00 ft Slope 2.02% Up Invert 515.09 ft Dn Invert 513.86 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: WNE3 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.011 Routing Method: Travel Time Shift Contributing Hyd DnNode OVPONDINLET UpNode WNE3 Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 41.00 ft Slope 8.80% Up Invert 513.86 ft Dn Invert 510.25 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: WNE4 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.011 Routing Method: Travel Time Shift Contributing Hyd DnNode WNE3 UpNode WNE4 Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 92.00 ft Slope 1.15% Up Invert 514.92 ft Dn Invert 513.86 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover Page 101 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: WNE5 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.011 Routing Method: Travel Time Shift Contributing Hyd DnNode WNE4 UpNode WNE5 Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 200.00 ft Slope 2.11% Up Invert 519.24 ft Dn Invert 515.02 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Node Records Record Id: OVPONDINLET Descrip: INLET TO OLUMPUS VILLA POND Increment 0.10 ft Start El. 500.00 ft Max El. 517.00 ft Void Ratio 100.00 Dummy Type Node Record Id: WN3 Descrip: TYPE 1 Increment 0.10 ft Start El. 515.55 ft Max El. 517.55 ft Void Ratio 100.00 Condition Proposed Structure Type CB-TYPE 1 Channelization No Special Shape Catch 0.00 ft Bottom Area 3.97 sf MH/CB Type Node Record Id: WN4 Descrip: TYPE 1 Increment 0.10 ft Start El. 516.50 ft Max El. 519.16 ft Void Ratio 100.00 Condition Proposed Structure Type CB-TYPE 1 Channelization No Special Shape Catch 0.00 ft Bottom Area 3.97 sf MH/CB Type Node Record Id: WNE1 Descrip: EXISTING Increment 0.10 ft Start El. 515.40 ft Max El. 518.35 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1 Page 102 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Channelization No Special Shape Catch 0.00 ft Bottom Area 3.97 sf MH/CB Type Node Record Id: WNE2 Descrip: EXISTING Increment 0.10 ft Start El. 515.09 ft Max El. 518.39 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1 Channelization No Special Shape Catch 0.00 ft Bottom Area 3.97 sf MH/CB Type Node Record Id: WNE3 Descrip: EXISTING Increment 0.10 ft Start El. 513.86 ft Max El. 517.91 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1 Channelization No Special Shape Catch 0.00 ft Bottom Area 3.97 sf MH/CB Type Node Record Id: WNE4 Descrip: EXISTING Increment 0.10 ft Start El. 514.92 ft Max El. 519.11 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1 Channelization No Special Shape Catch 0.00 ft Bottom Area 3.97 sf MH/CB Type Node Record Id: WNE5 Descrip: EXISTING Increment 0.10 ft Start El. 519.24 ft Max El. 523.34 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 1 Channelization No Special Shape Catch 0.00 ft Bottom Area 3.97 sf MH/CB Type Node Contributing Drainage Areas Record Id: BASIN-13 Design Method SBUH Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.06 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min Page 103 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report DCI - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 0.06 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 5 min. minimum 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Record Id: BASIN-14 Design Method SBUH Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.09 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 0.09 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 5 min. minimum 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Record Id: BASIN-15 Design Method SBUH Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.35 ac DCIA 0.37 ac Pervious CN 86.00 DC CN 98.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn yard/landscape area 0.35 ac 86.00 Pervious Composited CN (AMC 2) 86.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 5 min. minimum 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min DCI - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 0.37 ac 98.00 DC Composited CN (AMC 2) 98.00 Page 104 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 5 min. minimum 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Record Id: BASIN-16 Design Method SBUH Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.48 ac DCIA 0.55 ac Pervious CN 86.00 DC CN 98.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn yard/landscape area 0.48 ac 86.00 Pervious Composited CN (AMC 2) 86.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 5 min. minimum 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min DCI - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 0.55 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 5 min. minimum 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Record Id: BASIN-6 Design Method SBUH Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.01 ac DCIA 0.10 ac Pervious CN 86.00 DC CN 98.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn yard/landscape area 0.01 ac 86.00 Pervious Composited CN (AMC 2) 86.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 5 min. minimum 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Page 105 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report DCI - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 0.10 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 5 min. minimum 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Record Id: BASIN-7 Design Method SBUH Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.32 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 0.32 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 5 min. minimum 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: SDA Engineers Page 106 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Weston Heights Conveyance – Stormshed 3G Report - Layout 4 Page 107 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Appended on: Tuesday, March 15, 2016 9:51:58 AM ROUTEHYD [] THRU [Layout 4] USING [100 year] AND [TYPE1A.RAC] NOTZERO RELATIVE SCS/SBUH Gravity Analysis using 24 hr duration storm Reach ID Area (ac) Flow (cfs) Full Q (cfs) Full ratio nDepth (ft) Depth ratio Size nVel (ft/s) fVel (ft/s) Infil Vol (cf) CBasin / Hyd WN5 0.10 0.0945 3.6473 0.0259 0.1111 0.1111 12 in Diam 1.9815 4.6438 0.00 BASIN-8 WN6 0.71 0.6087 5.9047 0.1031 0.2163 0.2163 12 in Diam 4.8658 7.518 0.00 BASIN-9 12 0.96 0.8292 4.9107 0.1688 0.2775 0.2775 12 in Diam 4.6639 6.2525 0.00 BASIN-10 11 1.42 1.2318 8.5392 0.1442 0.2561 0.2561 12 in Diam 7.7539 10.8725 0.00 BASIN-11 HGL Analysis From Node To Node HG El (ft) App (ft) Bend (ft) Junct Loss (ft) Adjusted HG El (ft) Max El (ft) 517.4683 CB11 POND-IN 520.7978 ------ 0.2052 ------ 521.0030 524.3400 CB12 CB11 522.7443 ------ 0.0012 ------ 522.7455 526.2200 WN6 CB12 524.4373 ------ 0.0002 ------ 524.4375 527.5000 WN5 WN6 525.1646 ------ ------ ------ 525.1646 527.0000 Conduit Notes Reach HW Depth (ft) HW/D ratio Q (cfs) TW Depth (ft) Dc (ft) Dn (ft) Comment 11 0.6478 0.6478 1.23 0.4683 0.4683 0.2561 SuperCrit flow, Inlet end controls 12 0.5243 0.5243 0.83 0.8530 0.3811 0.2775 SuperCrit flow, Inlet end controls WN6 0.4373 0.4373 0.61 0.5255 0.3246 0.2163 SuperCrit flow, Inlet end controls WN5 0.1646 0.1646 0.09 0.4375 0.1252 0.1111 SuperCrit flow, Inlet end controls Licensed to: SDA Engineers Page 108 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Appended on: Tuesday, March 15, 2016 9:50:54 AM Layout Report: Layout 4 Event Precip (in) other 2.10 2 yr 24 hr 2.50 5 year 3.50 10 year 4.00 25 year 4.25 100 year 4.50 Reach Records Record Id: 11 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.011 Routing Method: Travel Time Shift Contributing Hyd DnNode POND-IN UpNode CB11 Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 77.00 ft Slope 4.09% Up Invert 520.15 ft Dn Invert 517.00 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: 12 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.011 Routing Method: Travel Time Shift Contributing Hyd DnNode CB11 UpNode CB12 Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 153.00 ft Slope 1.35% Up Invert 522.22 ft Dn Invert 520.15 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: WN5 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.011 Routing Method: Travel Time Shift Contributing Hyd DnNode WN6 UpNode WN5 Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 134.00 ft Slope 0.75% Page 109 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Up Invert 525.00 ft Dn Invert 524.00 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: WN6 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.011 Routing Method: Travel Time Shift Contributing Hyd DnNode CB12 UpNode WN6 Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 91.00 ft Slope 1.96% Up Invert 524.00 ft Dn Invert 522.22 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Node Records Record Id: CB11 Descrip: TYPE 1 Increment 0.10 ft Start El. 520.15 ft Max El. 524.34 ft Void Ratio 100.00 Condition Proposed Structure Type CB-TYPE 1 Channelization No Special Shape Catch 0.00 ft Bottom Area 3.97 sf MH/CB Type Node Record Id: CB12 Descrip: TYPE 1 Increment 0.10 ft Start El. 522.22 ft Max El. 526.22 ft Void Ratio 100.00 Condition Proposed Structure Type CB-TYPE 1 Channelization No Special Shape Catch 0.00 ft Bottom Area 3.97 sf MH/CB Type Node Record Id: POND-IN Descrip: INLET TO POND Increment 0.10 ft Start El. 517.00 ft Max El. 518.00 ft Void Ratio 100.00 Dummy Type Node Record Id: WN5 Descrip: TYPE 1 Increment 0.10 ft Page 110 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Start El. 525.00 ft Max El. 527.00 ft Void Ratio 100.00 Condition Proposed Structure Type CB-TYPE 1 Channelization No Special Shape Catch 0.00 ft Bottom Area 3.97 sf MH/CB Type Node Record Id: WN6 Descrip: TYPE 1 Increment 0.10 ft Start El. 524.00 ft Max El. 527.50 ft Void Ratio 100.00 Condition Proposed Structure Type CB-TYPE 1 Channelization No Special Shape Catch 0.00 ft Bottom Area 3.97 sf MH/CB Type Node Contributing Drainage Areas Record Id: BASIN-10 Design Method SBUH Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.13 ac DCIA 0.12 ac Pervious CN 86.00 DC CN 98.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn yard/landscape area 0.13 ac 86.00 Pervious Composited CN (AMC 2) 86.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 5 min. minimum 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min DCI - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 0.12 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 5 min. minimum 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Record Id: BASIN-11 Design Method SBUH Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Page 111 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Pervious Area 0.25 ac DCIA 0.21 ac Pervious CN 86.00 DC CN 98.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn yard/landscape area 0.25 ac 86.00 Pervious Composited CN (AMC 2) 86.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 5 min. minimum 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min DCI - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 0.21 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 5 min. minimum 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Record Id: BASIN-8 Design Method SBUH Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.03 ac DCIA 0.07 ac Pervious CN 86.00 DC CN 98.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn yard/landscape area 0.03 ac 86.00 Pervious Composited CN (AMC 2) 86.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 5 min. minimum 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min DCI - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 0.07 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 5 min. minimum 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Page 112 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Record Id: BASIN-9 Design Method SBUH Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.40 ac DCIA 0.21 ac Pervious CN 86.00 DC CN 98.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn yard/landscape area 0.40 ac 86.00 Pervious Composited CN (AMC 2) 86.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 5 min. minimum 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min DCI - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 0.21 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 5 min. minimum 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: SDA Engineers Page 113 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report APPENDIX 5B ISOPLUVIAL MAP – 100-YR, 24-HR PRECIPITATION Page 114 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 115 of 305 Project Site RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report SECTION 6 SPECIAL REPORTS AND STUDIES Page 116 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Special Reports and Studies A geotechnical report was prepared by The Riley Group, Inc. for the project on January 29th, 2015. A copy of this report is included in Appendix 6A. A copy of the Olympus Villa LUA 10-090 TIR has been attached as Appendix 6B. The Olympus Villa Pond ‘A’ was utilized as part of this project. A copy of the Olympus Villa original design and As-Built plans has been attached as Appendix 6C. The Olympus Villa Pond ‘A’ was utilized as part of this project. Page 117 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report APPENDIX 6A GEOTECHNICAL REPORT Page 118 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 119 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Page 120 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Page 121 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Page 122 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Page 123 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Page 124 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Page 125 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Page 126 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Page 127 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Page 128 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING 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DIVISION Weston Heights Technical Information Report APPENDIX 6B OLYMPUS VILLA LUA 10-090 Page 155 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 156 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 157 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 158 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 159 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 160 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 161 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 162 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 163 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 164 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 165 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 166 of 305 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jcisneros DEVELOPMENT ENGINEERING DIVISION Page 179 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 180 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 181 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 182 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 183 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 184 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 185 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 186 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 187 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 188 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 189 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 190 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT 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203 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 204 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 205 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 206 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 207 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 208 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 209 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 210 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 211 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 212 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 213 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 214 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 215 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 216 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 217 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 218 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 219 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report APPENDIX 6C OLYMPUS VILLA AS-BUILT PLANS Page 220 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 221 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Page 222 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Page 223 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Page 224 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Page 225 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Page 226 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Page 227 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Page 228 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Page 229 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Page 230 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Page 231 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Page 232 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Page 233 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Page 234 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report SECTION 7 OTHER PERMITS Page 235 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Other Permits This project will require the following permits: Grading Permit - City of Renton Right-of-Way Use Permit - City of Renton Construction Stormwater Permit - WA Dept. of Ecology Page 236 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report SECTION 8 CSWPPP ANALYSIS AND DESIGN Page 237 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report ESC Plan Analysis and Design This section, along with the Temporary Erosion and Sediment Control (TESC) Plan contained in the engineering drawings, is intended to serve as the construction Stormwater Pollution Prevention Plan (SWPPP) for the project. The SWPPP is outlined in conformance with the 2005 edition of the Washington State Department of Ecology’s Stormwater Management Manual for Western Washington (DOE Manual). 1.0 – INTRODUCTION An introductory overview of the project has been provided in the Project Overview section of this report. 2.0 – SITE DESCRIPTION A general site description has been provided in the Project Overview section of this report. Additional detailed information is provided through the rest of this report. 3.0 – CONSTRUCTION STORMWATER BMPs 3.1 – 12 BMP ELEMENTS Element #1 – Mark Clearing Limits To protect adjacent properties and to reduce the area of soil exposed to construction, the limits of construction will be clearly marked before land-disturbing activities begin. Trees that are to be preserved, as well as all sensitive areas and their buffers, shall be clearly delineated, both in the field and on the plans. In general, natural vegetation and native topsoil shall be retained in an undisturbed state to the maximum extent possible. The BMPs relevant to marking the clearing limits are identified in Appendix 8B. Alternate BMPs for marking clearing limits are included in Appendix 8C as a quick reference tool for the onsite inspector in the event the primary BMP(s) are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix 8D). To avoid potential erosion and sediment control issues that may cause a violation of the NPDES Construction Stormwater permit, the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs after the first sign that existing BMPs are ineffective or failing. Element #2 – Establish Construction Access Construction access or activities occurring on unpaved areas shall be minimized, yet where necessary, access points shall be stabilized to minimize the tracking of sediment onto public roads, and wheel washing, street sweeping, and street cleaning shall be employed to prevent sediment from entering state waters. All wash wastewater shall be controlled on site. The specific BMPs related to establishing construction access that will be used on this project are identified in Appendix 8B. Alternate construction access BMPs are included in Appendix 8C as a quick reference tool for the onsite inspector in the event the primary BMP(s) are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix 8D). To avoid potential erosion and sediment control issues that may cause a violation of the NPDES Construction Stormwater permit, the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs after the first sign that existing BMPs are ineffective or failing. Page 238 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Element #3 - Control Flow Rates In order to protect the properties and waterways downstream of the project site, stormwater discharges from the site will be controlled. The specific BMPs for flow control that shall be used on this project are identified in Appendix 8B. Alternate flow control BMPs are included in Appendix 8C as a quick reference tool for the onsite inspector in the event the primary BMP(s) are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit. To avoid potential erosion and sediment control issues that may cause a violation of the NPDES Construction Stormwater permit, the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs after the first sign that existing BMPs are ineffective or failing. In general, discharge rates of stormwater from the site will be controlled where increases in impervious area or soil compaction during construction could lead to downstream erosion, or where necessary to meet local agency stormwater discharge requirements (e.g. discharge to combined sewer systems). Element #4 - Install Sediment Controls All stormwater runoff from disturbed areas shall pass through an appropriate sediment removal BMP before leaving the construction site or prior to being discharged to an infiltration facility. The specific BMPs to be used for controlling sediment on this project are identified in Appendix 8B. Alternate sediment control BMPs are included in Appendix 8C as a quick reference tool for the onsite inspector in the event the primary BMP(s) are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix 8D). To avoid potential erosion and sediment control issues that may cause a violation of the NPDES Construction Stormwater permit, the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs at the first sign that existing BMPs are ineffective or failing. In addition, sediment will be removed from paved areas in and adjacent to construction work areas manually or using mechanical sweepers, as needed, to minimize tracking of sediments on vehicle tires away from the site and to minimize wash off of sediments from adjacent streets in runoff. Whenever possible, sediment laden water shall be discharged into onsite, relatively level, vegetated areas (BMP C240 paragraph 4, Volume II page 116). In some cases, sediment discharge in concentrated runoff can be controlled using permanent stormwater BMPs (e.g., infiltration swales, ponds, trenches). Sediment loads can limit the effectiveness of some permanent stormwater BMPs, such as those used for infiltration or biofiltration; however, those BMPs designed to remove solids by settling (wet ponds or detention ponds) can be used during the construction phase. When permanent stormwater BMPs will be used to control sediment discharge during construction, the structure will be protected from excessive sedimentation with adequate erosion and sediment control BMPs. Any accumulated sediment shall be removed after construction is complete and the permanent stormwater BMP will be restabilized with vegetation per applicable design requirements once the remainder of the site has been stabilized. Page 239 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Element #5 - Stabilize Soils Exposed and unworked soils shall be stabilized with the application of effective BMPs to prevent erosion throughout the life of the project. The specific BMPs for soil stabilization that shall be used on this project are identified in Appendix 8B. Seeding will be used on disturbed areas that have reached final grade or that will remain unworked for more than thirty days. Plastic Covering will be used on the temporary stock pile areas and elsewhere on the site as needed. Dust control will be implemented as needed, to prevent it being required all roadways and driveways to be paved will receive early application of gravel base. Alternate soil stabilization BMPs are included in Appendix 8C as a quick reference tool for the onsite inspector in the event the primary BMP(s) are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix 8D). To avoid potential erosion and sediment control issues that may cause a violation of the NPDES Construction Stormwater permit, the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs after the first sign that existing BMPs are ineffective or failing. The project site is located west of the Cascade Mountain Crest. As such, no soils shall remain exposed and unworked for more than 7 days during the dry season (May 1 to September 30) and 2 days during the wet season (October 1 to April 30). Regardless of the time of year, all soils shall be stabilized at the end of the shift before a holiday or weekend if needed based on weather forecasts. In general, cut and fill slopes will be stabilized as soon as possible and soil stockpiles will be temporarily covered with plastic sheeting. All stockpiled soils shall be stabilized from erosion, protected with sediment trapping measures, and where possible, be located away from storm drain inlets, waterways, and drainage channels. Element #6 - Protect Slopes All cut and fill slopes will be designed, constructed, and protected in a manner than minimizes erosion. The specific BMPs that will be used to protect slopes for this project are identified in Appendix 8B. Alternate slope protection BMPs are included in Appendix 8C as a quick reference tool for the onsite inspector in the event the primary BMP(s) are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix 8D). To avoid potential erosion and sediment control issues that may cause a violation of the NPDES Construction Stormwater permit, the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs after the first sign that existing BMPs are ineffective or failing. Element #7 - Protect Drain Inlets All storm drain inlets and culverts made operable during construction shall be protected to prevent unfiltered or untreated water from entering the drainage conveyance system. However, the first priority is to keep all access roads clean of sediment and keep street wash water separate from entering storm drains until treatment can be provided. Storm Drain Inlet Protection (BMP C220) will be implemented for all drainage inlets and culverts that could potentially be impacted by sediment-laden runoff on and near the project site. The inlet protection measures to be applied on this project are identified in Appendix 8B. Page 240 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report If the primary BMP options are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix 8D), or if no BMPs are listed above but deemed necessary during construction, the Certified Erosion and Sediment Control Lead shall implement one or more of the alternative BMP inlet protection options. Element #8 - Stabilize Channels and Outlets Where site runoff is to be conveyed in channels, or discharged to a stream or some other natural drainage point, efforts will be taken to prevent downstream erosion. The specific BMPs for channel and outlet stabilization that shall be used on this project are identified in Appendix 8B. Alternate channel and outlet stabilization BMPs are included in Appendix 8C as a quick reference tool for the onsite inspector in the event the primary BMP(s) are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix 8D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit, the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs after the first sign that existing BMPs are ineffective or failing. The project site is located west of the Cascade Mountain Crest. As such, all temporary on- site conveyance channels shall be designed, constructed, and stabilized to prevent erosion from the expected peak 10 minute velocity of flow from a Type 1A, 10-year, 24-hour recurrence interval storm for the developed condition. Alternatively, the 10-year, 1-hour peak flow rate indicated by an approved continuous runoff simulation model, increased by a factor of 1.6, shall be used. Stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent stream banks, slopes, and downstream reaches shall be provided at the outlets of all conveyance systems. Element #9 - Control Pollutants All pollutants, including waste materials and demolition debris, that occur onsite shall be handled and disposed of in a manner that does not cause contamination of stormwater. Good housekeeping and preventative measures will be taken to ensure that the site will be kept clean, well-organized, and free of debris. Any required BMPs to be implemented to control specific sources of pollutants are identified in Appendix 8B. The contractor shall implement the following measures as much as is practicable, in order to mitigate pollutant impacts from vehicles, construction equipment, and/or petroleum product storage/dispensing:  All vehicles, equipment, and petroleum product storage/dispensing areas will be inspected regularly to detect any leaks or spills, and to identify maintenance needs to prevent leaks or spills.  On-site fueling tanks and petroleum product storage containers shall include secondary containment.  Spill prevention measures, such as drip pans, will be used when conducting maintenance and repair of vehicles or equipment.  In order to perform emergency repairs on site, temporary plastic will be placed beneath and, if raining, over the vehicle. Page 241 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report  Contaminated surfaces shall be cleaned immediately following any discharge or spill incident.  The contractor shall implement the following concrete and grout pollution control measures:  Process water and slurry resulting from concrete work will be prevented from entering the waters of the State by implementing Concrete Handling measures (BMP C151). The contractor shall implement the following Solid Waste pollution control measures:  Solid waste will be stored in secure, clearly marked containers. Element #10 - Control Dewatering Foundation, vault, and trench de-watering water, which shall have similar characteristics to stormwater runoff at the site, shall be discharged into a controlled conveyance system prior to discharge to a sediment trap, pond, or other specified facility. Channels must be stabilized as specified in Element #8. Clean, non-turbid de-watering water, such as well-point groundwater, can be discharged to systems tributary to state surface waters, provided the de-watering flow does not cause erosion or flooding of receiving waters. These clean waters should not be routed through stormwater sediment ponds. Highly turbid or contaminated dewatering water shall be handled separately from stormwater. Element #11 - Maintain BMPs All BMPs should be monitored and maintained regularly to ensure adequate operation. A TESC supervisor shall be identified at the beginning of the project to provide monitoring and direct the appropriate maintenance activity. As site conditions change, all BMPs shall be updated as necessary to maintain compliance with local regulations. Temporary BMPs can be removed when they are no longer needed. All temporary erosion and sediment control BMPs shall be removed within 30 days after construction is completed and the site is stabilized. Element #12 - Manage the Project Erosion and sediment control BMPs for this project have been designed based on the following principles:  Design the project to fit the existing topography, soils, and drainage patterns.  Emphasize erosion control rather than sediment control.  Minimize the extent and duration of the area exposed.  Keep runoff velocities low.  Retain sediment on site.  Thoroughly monitor site and maintain all ESC measures. Page 242 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report  Schedule major earthwork during the dry season. As this project site is located west of the Cascade Mountain Crest, the project will be managed according to the following key project components: Phasing of Construction  The construction project is being phased to the extent practicable in order to prevent soil erosion, and, to the maximum extent possible, the transport of sediment from the site during construction.  Revegetation of exposed areas and maintenance of that vegetation shall be an integral part of the clearing activities during each phase of construction, per the Scheduling BMP (C 162). Seasonal Work Limitations  From October 1 through April 30, clearing, grading, and other soil disturbing activities shall only be permitted if shown to the satisfaction of the local permitting authority that silt- laden runoff will be prevented from leaving the site through a combination of the following: o Site conditions including existing vegetative coverage, slope, soil type, and proximity to receiving waters; and o Limitations on activities and the extent of disturbed areas; and o Proposed erosion and sediment control measures.  Based on the information provided and/or local weather conditions, the local permitting authority may expand or restrict the seasonal limitation on site disturbance.  The following activities are exempt from the seasonal clearing and grading limitations: o Routine maintenance and necessary repair of erosion and sediment control BMPs; o Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil; and o Activities where there is 100 percent infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. Coordination with Utilities and Other Jurisdictions  Care has been taken to coordinate with utilities, other construction projects, and the local jurisdiction in preparing this SWPPP and scheduling the construction work. Inspection and Monitoring  All BMPs shall be inspected, maintained, and repaired as needed to assure continued performance of their intended function. Site inspections shall be conducted by a person who is knowledgeable in the principles and practices of erosion and sediment control. This person has the necessary skills to: o Assess the site conditions and construction activities that could impact the quality of stormwater, and o Assess the effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges. Page 243 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report  A Certified Erosion and Sediment Control Lead shall be on-site or on-call at all times.  Whenever inspection and/or monitoring reveals that the BMPs identified in this SWPPP are inadequate, due to the actual discharge of or potential to discharge a significant amount of any pollutant, appropriate BMPs or design changes shall be implemented as soon as possible. Maintaining an Updated Construction SWPPP  This SWPPP shall be retained on-site or within reasonable access to the site.  The SWPPP shall be modified whenever there is a change in the design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the state.  The SWPPP shall be modified if, during inspections or investigations conducted by the owner/operator, or the applicable local or state regulatory authority, it is determined that the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. The SWPPP shall be modified as necessary to include additional or modified BMPs designed to correct problems identified. Revisions to the SWPPP shall be completed within seven (7) days following the inspection. 3.2 – SITE SPECIFIC BMPs Site specific BMPs are shown on the TESC plan sheet(s) in Appendix 8A. 4.0 – CONSTRUCTION PHASING AND BMP IMPLEMENTATION The BMP implementation schedule will be driven by the construction schedule. The list below provides an estimate of the anticipated construction schedule. The project site is located west of the Cascade Mountain Crest. As such, the dry season is considered to be from May 1 to September 30, and the wet season is considered to be from October 1 to April 30. 5.0 – POLLUTION PREVENTION TEAM 5.1 ROLES AND RESPONSIBILITIES The pollution prevention team consists of personnel responsible for implementation of the SWPPP, including the following:  Certified Erosion and Sediment Control Lead (CESCL) – primary contractor contact, responsible for site inspections (BMPs, visual monitoring, sampling, etc.); to be called upon in case of failure of any ESC measures.  Resident Engineer – For projects with engineered structures only (sediment ponds/traps, sand filters, etc.): Site representative for the owner that is the project’s supervising engineer responsible for inspections and issuing instructions and drawings to the contractor’s site supervisor or representative.  Emergency Ecology Contact – Individual to be contacted at Ecology in case of emergency.  Emergency Owner Contact – Individual that is the site owner or representative of the site owner to be contacted in the case of an emergency.  Non-Emergency Ecology Contact – Individual that is the site owner or representative of the site owner that can be contacted if required. Page 244 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report  Monitoring Personnel – Personnel responsible for conducting water quality monitoring; for most sites this person is also the CESCL. 5.2 TEAM MEMBERS Names and contact information for those identified as members of the pollution prevention team are provided in the project summary in Appendix 8B. 6.0 – SITE INSPECTIONS AND MONITORING Monitoring includes visual inspection, monitoring for water quality parameters of concern, and documentation of the inspection and monitoring findings in a site log book. A site log book will be maintained for all on-site construction activities and will include:  A record of the implementation of the SWPPP and other permit requirements;  Site inspections; and,  Stormwater quality monitoring. For convenience, the inspection forma and water quality monitoring forms included in Appendix 8E of this report include the required information for the site log book. This SWPPP may function as the site log book, if desired, or the forms may be separated and included in a separate site log book. However, if separated, the site log book must be maintained on-site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. 6.1 SITE INSPECTION All BMPs will be inspected, maintained, and repaired as needed to assure continued performance of their intended function. The inspector will be a Certified Erosion and Sediment Control Lead (CESCL) per BMP C160. The name and contact information for the CESCL is provided in Section 5 of this SWPPP. Site inspection will occur in all areas disturbed by construction activities and at all stormwater discharge points. Stormwater will be examined for the presence of suspended sediment, turbidity, discoloration, and oily sheen. The site inspector will evaluate and document the effectiveness of the installed BMPs and determine if it is necessary to repair or replace any of the BMPs to improve the quality of stormwater discharges. All maintenance and repairs will be documented in the site log book or forms provided in this document. All new BMPs or design changes will be documented in the SWPPP as soon as possible. 6.1.1 Site Inspection Frequency Site inspections will be conducted at least once a week and within 24 hours following any rainfall event which causes a discharge of stormwater from the site. For sites with temporary stabilization measures, the site inspection frequency can be reduced to once every month. 6.1.2 Site Inspection Documentation The site inspector will record each site inspection using the site log inspection forms provided in Appendix 8E. The site inspection log forms may be separated from this SWPPP document, but will be maintained on-site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. Page 245 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report 6.2 Stormwater Quality Monitoring 6.2.1 Turbidity Sampling Monitoring requirements for the proposed project will include turbidity sampling to monitor site discharges for water quality compliance with the 2010 Snohomish County Drainage manual and Snohomish County Code Title 30.63A NPDES Construction Stormwater General Permit (Appendix 8D). Sampling will be conducted at all site discharge points at least once per calendar week. Turbidity monitoring will follow the analytical methodologies described in Section S4 of the 2005 Construction Stormwater General Permit (Appendix 8D). The key benchmark values that require action include 25 NTU and 250 NTU for turbidity. If the 25 NTU benchmark for turbidity is exceeded, the following steps will be conducted: 1. Ensure all BMPs specified in this SWPPP are installed and functioning as intended. 2. Assess whether additional BMPs should be implemented and make revisions to the SWPPP as necessary. 3. Sample the discharge location daily until the analysis results are less than 25 NTU (turbidity) or 32 cm (transparency). If the turbidity is greater than 25 NTU but less than 250 NTU for more than 3 days, additional treatment BMPs will be implemented within 24 hours of the third consecutive sample that exceeded the benchmark value. Additional treatment BMPs will include, but are not limited to, off-site treatment, infiltration, filtration and chemical treatment. If the 250 NTU benchmark for turbidity is exceeded at any time, the following steps will be conducted: 1. Notify Ecology by phone within 24 hours of analysis. 2. Continue daily sampling until the turbidity is less than 25 NTU. 3. Initiate additional treatment BMPs such as off-site treatment, infiltration, filtration and chemical treatment within 24 hours of the first 250 NTU exceedance. 4. Implement additional treatment BMPs as soon as possible, but within 7 days of the first 250 NTU exceedance. 5. Describe inspection results and remedial actions that are taken in the site log book and in monthly discharge monitoring reports. 6.2.2 pH Sampling Stormwater runoff will be monitored for pH starting on the first day of any activity that includes more than 40 yards of poured or recycled concrete, or after the application of “Engineered Soils” such as, Portland cement treated base, cement kiln dust, or fly ash. This does not include fertilizers. For concrete work, pH monitoring will start the first day concrete is poured and continue until 3 weeks after the last pour. For engineered soils, the pH monitoring period begins when engineered soils are first exposed to precipitation and continue until the area is fully stabilized. Page 246 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Stormwater samples will be collected daily from all points of discharge from the site and measured for pH using a calibrated pH meter, pH test kit, or wide range pH indicator paper. If the measured pH is 8.5 or greater, the following steps will be conducted: 1. Prevent the high pH water from entering storm drains or surface water. 2. Adjust or neutralize the high pH water if necessary using appropriate technology such as CO2 sparging (liquid or dry ice). 3. Contact Ecology if chemical treatment other than CO2 sparging is planned. 7.0 – REPORTING AND RECORDKEEPING 7.1 RECORDKEEPING 7.1.1 Site Log Book A site log book will be maintained for all on-site construction activities and will include:  A record of the implementation of the SWPPP and other permit requirements;  Site inspections; and,  Stormwater quality monitoring. For convenience, the inspection form and water quality monitoring forms included in Appendix 8E of this report include the required information for the site log book. 7.1.2 Records Retention Records of all monitoring information (site log book, inspection reports/checklists, etc.), this Stormwater Pollution Prevention Plan, and any other documentation of compliance with permit requirements will be retained during the life of the construction project and for a minimum of three years following the termination of permit coverage in accordance with permit condition S5.C. 7.1.3 Access to Plans and Records The SWPPP, General Permit, Notice of Authorization letter, and Site Log Book will be retained on site or within reasonable access to the site and will be made immediately available upon request to Ecology or the local jurisdiction. A copy of this SWPPP will be provided to Ecology within 14 days of receipt of a written request for the SWPPP from Ecology. Any other information requested by Ecology will be submitted within a reasonable time. A copy of the SWPPP or access to the SWPPP will be provided to the public when requested in writing in accordance with permit condition S5.G. 7.1.4 Updating the SWPPP In accordance with Conditions S3, S4.B, and S9.B.3 of the General Permit, this SWPPP will be modified if the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site or there has been a change in design, construction, operation, or maintenance at the site that has a significant effect on the discharge, or potential for discharge, of pollutants to the waters of the State. The SWPPP will be modified within seven days of determination based on inspection(s) that Page 247 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report additional or modified BMPs are necessary to correct problems identified, and an updated timeline for BMP implementation will be prepared. 7.2 REPORTING 7.2.1 Discharge Monitoring Reports Discharge Monitoring Report (DMR) forms will not be submitted to Ecology because water quality sampling is not being conducted at the site. 7.2.2 Notification of Noncompliance If any of the terms and conditions of the permit are not met, and it causes a threat to human health of the environment, the following steps will be taken in accordance with permit section S5.F: 1. Ecology will be immediately notified of the failure to comply. 2. Immediate action will be taken to control the noncompliance issue and to correct the problem. If applicable, sampling and analysis of any noncompliance will be repeated immediately and the results submitted to Ecology within five (5) days of becoming aware of the violation. 3. A detailed written report describing the noncompliance will be submitted to Ecology within five (5) days, unless requested earlier by Ecology. In accordance with permit condition S2.A, a complete application form will be submitted to Ecology and the appropriate local jurisdiction (if applicable) to be covered by the General Permit. Page 248 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report APPENDIX 8A SITE PLAN WITH BMP MEASURES Page 249 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 250 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report APPENDIX 8B SWPPP PROJECT SUMMARY Page 251 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION !"#$ %##!&#’#% ###% %##%#! ( ’ $# ( # Page 252 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION !" Page 253 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 254 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 255 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 256 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 257 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 258 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report PROJECT TEAM MEMBERS: Title Name(s) Phone Number Certified Erosion & Sediment Control Lead To be provided Resident Engineer To be provided Emergency Ecology Contact Puget Sound Office (425) 649-7000 Emergency Owner Contact To be provided Non-Emergency Ecology Contact Northwest Region (425) 649-7000 Monitoring Personnel To be provided ESTIMATED CONSTRUCTION SCHEDULE:  Construction Start Date July 2016  Install ESC Measures July 2016  Construction End Date October 2016 CONSTRUCTION BMP LIST (Details following):  Silt Fence (BMP C233)  Stabilized Construction Entrance  Storm Drain Inlet Protection (BMP C220)  Materials on Hand (BMP C150) may also be applicable  Detention Pond Or Vault  Temporary and Permanent Seeding (BMP C120)  Plastic Covering (BMP C123)  Interceptor Dike and Swale (BMP C200)  Check Dams (BMP C207) Page 259 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report APPENDIX 8C ALTERNATIVE BMPs Page 260 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report The following includes a list of possible alternative BMPs for each of the 12 elements not described in the main SWPPP text. This list can be referenced in the event a BMP for a specific element is not functioning as designed and an alternative BMP needs to be implemented. Element #1 - Mark Clearing Limits  High Visibility Plastic or Metal Fence (BMP C103) Element #2 - Establish Construction Access  Wheel Wash (BMP C106) Element #3 - Control Flow Rates  (none) Element #4 - Install Sediment Controls  Straw Bale Barrier (BMP C230)  Vegetated Strip (BMP C234)  Materials on Hand (BMP C150) Element #5 - Stabilize Soils  Dust Control (BMP C140)  Topsoiling (BMP C125)  Sodding (BMP C124) Element #6 - Protect Slopes  Straw Wattles (BMP C235)  Grass-Lined Channels (BMP C201) Element #7 - Protect Drain Inlets  (none) Element #8 - Stabilize Channels and Outlets  Level Spreader (BMP C206) Element #10 - Control Dewatering  (none) Page 261 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report APPENDIX 8D GENERAL PERMIT Page 262 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Construction Stormwater General Permit A copy of the construction stormwater general permit will be added to this appendix once it is obtained. Page 263 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report APPENDIX 8E SITE LOG & INSPECTION FORMS Page 264 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Site Inspection Forms (and Site Log) The results of each inspection shall be summarized in an inspection report or checklist that is entered into or attached to the site log book. It is suggested that the inspection report or checklist be included in this appendix to keep monitoring and inspection information in one document, but this is optional. However, it is mandatory that this SWPPP and the site inspection forms be kept onsite at all times during construction, and that inspections be performed and documented as outlined below. At a minimum, each inspection report or checklist shall include: a. Inspection date/times b. Weather information: general conditions during inspection, approximate amount of precipitation since the last inspection, and approximate amount of precipitation within the last 24 hours. c. A summary or list of all BMPs that have been implemented, including observations of all erosion/sediment control structures or practices. d. The following shall be noted: i. Locations of BMPs inspected, ii. Locations of BMPs that need maintenance, iii. The reason maintenance is needed iv. Locations of BMPs that failed to operate as designed or intended, and v. Locations where additional or different BMPs are needed, and the reason(s) why. e. A description of stormwater discharged from the site. The presence of suspended sediment, turbid water, discoloration, and/or oil sheen shall be noted, as applicable. f. A description of any water quality monitoring performed during inspection, and the results of that monitoring. g. General comments and notes, including a brief description of any BMP r repairs, maintenance or installations made as a result of the inspection. h. A statement that, in the judgment of the person conducting the site inspection, the site is either in compliance or out of compliance with the terms and conditions of the SWPPP and the NPDES permit. If the site inspection indicates that the site is out of compliance, the inspection report shall include a summary of the remedial actions required to bring the site back into compliance, as well as a schedule of implementation. i. Name, title, and signature of person conducting the site inspection; and the following statement: “I certify under penalty of law that this report is true, accurate, and complete, to the best of my knowledge and belief”. When the site inspection indicates that the site is not in compliance with any terms and conditions of the NPDES permit, the Permittee shall take immediate action(s) to: stop, contain, and clean up the unauthorized discharges, or otherwise stop the noncompliance; correct the problem(s); implement appropriate Best Management Practices (BMPs), and/or conduct maintenance of existing BMPs; and achieve compliance with all applicable standards and permit conditions. In addition, if the noncompliance causes a threat to human health or the environment, the Permittee shall comply with the Noncompliance Notification requirements in Special Condition S5.F of the permit. Page 265 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Site Inspection Form General Information Project Name: Inspector Name: Title: CESCL # : Date: Time: Inspection Type: □ After a rain event □ Weekly □ Turbidity/transparency benchmark exceedance □ Other Weather Precipitation Since last inspection In last 24 hours Description of General Site Conditions: Inspection of BMPs Element 1: Mark Clearing Limits BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP Element 2: Establish Construction Access BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP Page 266 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Element 3: Control Flowrates BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP Element 4: Install Sediment Controls BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP Element 5: Stabilize Soils BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP Page 267 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Element 6: Protect Slopes BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP Element 7: Protect Drain Inlets BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP Element 8: Stabilize Channels and Outlets BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP Page 268 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Element 9: Control Pollutants BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP Element 10: Control Dewatering BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP Stormwater Discharges From the Site Observed? Problem/Corrective Action Y N Location Turbidity Discoloration Sheen Location Turbidity Discoloration Sheen Page 269 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Water Quality Monitoring Was any water quality monitoring conducted? □ Yes □ No If water quality monitoring was conducted, record results here: If water quality monitoring indicated turbidity 250 NTU or greater; or transparency 6 cm or less, was Ecology notified by phone within 24 hrs? □ Yes □ No If Ecology was notified, indicate the date, time, contact name and phone number below: Date: Time: Contact Name: Phone #: General Comments and Notes Include BMP repairs, maintenance, or installations made as a result of the inspection. Were Photos Taken? □ Yes □ No If photos taken, describe photos below: Page 270 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report SECTION 9 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT Page 271 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Bond Quantities, Facilities Summaries, and Declaration of Covenant Bond Quantities have been provided at the City’s request. Storm drainage facilities are detailed on the engineering plans. Reference 8-N, “Impervious Surface Limit Covenant”, utilized as the on-site BMP, has been provided at the City’s request. Page 272 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report APPENDIX 9A BOND QUANTITY WORKSHEET Page 273 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Site Improvement Bond Quantity WorksheetS15 Web date: 04/03/2015Department of Permitting & Environmental Review35030 SE Douglas Street, Suite 210Snoqualmie, Washington 98065-9266206-296-6600 TTY Relay 711Project Name: Date: Location: Project No.: Activity No.: Note: All prices include labor, equipment, materials, overhead and Clearing greater than or equal to 5,000 board feet of timber? profit. Prices are from RS Means data adjusted for the Seattle area or from local sources if not included in the RS Means database._____________yesXno If yes, Forest Practice Permit Number: (RCW 76.09)Page 1 of 9Weston HeightsRenton, WAFor alternate formats, call 206-296-6600. __________________3/16/2016King County SI Bond Quantity Wsksht.xlsUnit prices updated: 3/2/2015 Version: 3/2/2015Report Date: 3/16/2016Page 274 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Site Improvement Bond Quantity WorksheetS15 Web date: 04/03/2015Unit# ofReference #Price Unit Quantity Applications CostEROSION/SEDIMENT CONTROLNumberBackfill & compaction-embankmentESC-16.00$ CYCheck dams, 4" minus rockESC-2SWDM 5.4.6.380.00$ Each71560Crushed surfacing 1 1/4" minusESC-3WSDOT 9-03.9(3) 95.00$ CYDitchingESC-49.00$ CYExcavation-bulkESC-52.00$ CYFence, siltESC-6SWDM 5.4.3.11.50$ LF70011050Fence, Temporary (NGPE)ESC-71.50$ LFHydroseedingESC-8SWDM 5.4.2.40.80$ SY1200019600Jute MeshESC-9SWDM 5.4.2.2 3.50$ SYMulch, by hand, straw, 3" deepESC-10SWDM 5.4.2.12.50$ SYMulch, by machine, straw, 2" deepESC-11SWDM 5.4.2.12.00$ SYPiping, temporary, CPP, 6"ESC-1212.00$ LFPiping, temporary, CPP, 8"ESC-1314.00$ LFPiping, temporary, CPP, 12"ESC-1418.00$ LFPlastic covering, 6mm thick, sandbaggedESC-15SWDM 5.4.2.3 4.00$ SY 100 1400Rip Rap, machine placed; slopesESC-16WSDOT 9-13.1(2) 45.00$ CYRock Construction Entrance, 50'x15'x1'ESC-17SWDM 5.4.4.1 1,800.00$ Each213600Rock Construction Entrance, 100'x15'x1'ESC-18SWDM 5.4.4.1 3,200.00$ EachSediment pond riser assemblyESC-19SWDM 5.4.5.2 2,200.00$ EachSediment trap, 5' high berm ESC-20SWDM 5.4.5.119.00$ LFSed. trap, 5' high, riprapped spillway berm section ESC-21SWDM 5.4.5.1 70.00$ LFSeeding, by handESC-22SWDM 5.4.2.41.00$ SYSodding, 1" deep, level groundESC-23SWDM 5.4.2.58.00$ SYSodding, 1" deep, sloped groundESC-24SWDM 5.4.2.510.00$ SYTESC SupervisorESC-25110.00$ HR1909900Water truck, dust controlESC-26SWDM 5.4.7 140.00$ HRWRITE-IN-ITEMS **** (see page 9)EachESC SUBTOTAL:25,110.00$ 30% CONTINGENCY & MOBILIZATION:7,533.00$ ESC TOTAL:32,643.00$ COLUMN:APage 2 of 9King County SI Bond Quantity Wsksht.xlsUnit prices updated: 3/2/2015 Version: 3/2/2015Report Date: 3/16/2016Page 275 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Site Improvement Bond Quantity WorksheetWeb date: 04/03/2015ExistingFuture PublicPrivateRight-of-WayRight of WayImprovementsUnit Price Unit Quant.CostQuant.CostQuant.CostGENERAL ITEMSNo.Backfill & Compaction- embankment GI - 1 6.00$ CYBackfill & Compaction- trenchGI - 2 9.00$ CYClear/Remove Brush, by handGI - 3 1.00$ SYClearing/Grubbing/Tree Removal GI - 4 10,000.00$ Acre 0.09 900.00 0.28 2,800.00 2.52 25,200.00Excavation - bulkGI - 5 2.00$ CY16453,290.00 40718,142.00Excavation - TrenchGI - 6 5.00$ CY 46230.00 65325.00 2061,030.00Fencing, cedar, 6' highGI - 7 20.00$ LFFencing, chain link, vinyl coated, 6' high GI - 8 20.00$ LF4008,000.00Fencing, chain link, gate, vinyl coated, 20GI - 9 1,400.00$ Each1 1,400.00Fencing, split rail, 3' highGI - 10 15.00$ LFFill & compact - common barrow GI - 11 25.00$ CY6580164,500.00Fill & compact - gravel baseGI - 12 27.00$ CYFill & compact - screened topsoil GI - 13 39.00$ CYGabion, 12" deep, stone filled mesh GI - 14 65.00$ SYGabion, 18" deep, stone filled mesh GI - 15 90.00$ SYGabion, 36" deep, stone filled mesh GI - 16 150.00$ SYGrading, fine, by handGI - 17 2.50$ SYGrading, fine, with graderGI - 18 2.00$ SYMonuments, 3' longGI - 19 250.00$ Each 1250.002500.00Sensitive Areas SignGI - 20 7.00$ Each963.00Sodding, 1" deep, sloped ground GI - 21 8.00$ SYSurveying, line & gradeGI - 22 850.00$ Day21,700.00Surveying, lot location/linesGI - 23 1,800.00$ Acre35,400.00Traffic control crew ( 2 flaggers ) GI - 24 120.00$ HRTrail, 4" chipped woodGI - 25 8.00$ SYTrail, 4" crushed cinderGI - 26 9.00$ SYTrail, 4" top courseGI - 27 12.00$ SYWall, retaining, concreteGI - 28 55.00$ SFWall, rockeryGI - 29 15.00$ SF3004,500.00Page 3 of 9SUBTOTAL1,380.006,415.00220,435.00 & Drainage Facilities*KCC 27A authorizes only one bond reduction.King County SI Bond Quantity Wsksht.xlsUnit prices updated: 03/02/2015Version: 03/02/2015Report Date: 3/16/2016Page 276 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Site Improvement Bond Quantity WorksheetWeb date: 04/03/2015ExistingFuture PublicRight-of-wayRight of WayImprovementsUnit Price Unit Quant.CostQuant.CostQuant.CostROAD IMPROVEMENTNo.AC Grinding, 4' wide machine < 1000sy RI - 1 30.00$ SYAC Grinding, 4' wide machine 1000-2000 RI - 2 16.00$ SYAC Grinding, 4' wide machine > 2000sy RI - 3 10.00$ SYAC Removal/DisposalRI - 4 35.00$ SY 35012,250.00 782,730.00Barricade, type III ( Permanent ) RI - 6 56.00$ LFCurb & Gutter, rolledRI - 7 17.00$ LFCurb & Gutter, verticalRI - 8 12.50$ LFCurb and Gutter, demolition and disposal RI - 9 18.00$ LFCurb, extruded asphaltRI - 10 5.50$ LFCurb, extruded concreteRI - 11 7.00$ LF6004,200.00Sawcut, asphalt, 3" depthRI - 12 1.85$ LF 6001,110.00 300555.00Sawcut, concrete, per 1" depth RI - 13 3.00$ LFSealant, asphaltRI - 14 2.00$ LF 6001,200.00 300600.00Shoulder, AC, ( see AC road unit price ) RI - 15 -$ SYShoulder, gravel, 4" thickRI - 16 15.00$ SYSidewalk, 4" thickRI - 17 38.00$ SY31511,970.00Sidewalk, 4" thick, demolition and disposaRI - 18 32.00$ SYSidewalk, 5" thickRI - 19 41.00$ SYSidewalk, 5" thick, demolition and disposaRI - 20 40.00$ SYSign, handicap RI - 21 85.00$ EachStriping, per stallRI - 22 7.00$ EachStriping, thermoplastic, ( for crosswalk ) RI - 23 3.00$ SFStriping, 4" reflectorized line RI - 24 0.50$ LF 600300.00 250125.00Page 4 of 9SUBTOTAL 14,860.0020,180.00 & Drainage FacilitiesPrivate*KCC 27A authorizes only one bond reduction.King County SI Bond Quantity Wsksht.xlsUnit prices updated: 03/02/2015Version: 03/02/2015Report Date: 3/16/2016Page 277 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Site Improvement Bond Quantity WorksheetWeb date: 04/03/2015ExistingFuture PublicPrivateRight-of-wayRight of WayImprovementsUnit Price Unit Quant.CostQuant.CostQuant.CostROAD SURFACING No. (4" Rock = 2.5 base & 1.5" top course) 9 1/2" Rock= 8" base & 1.5" top course)Additional 2.5" Crushed Surfacing RS - 1 3.60$ SYHMA 1/2" Overlay, 1.5" RS - 2 14.00$ SYHMA 1/2" Overlay 2"RS - 3 18.00$ SYHMA Road, 2", 4" rock, First 2500 SY RS - 4 28.00$ SYHMA Road, 2", 4" rock, Qty. over 2500 SYRS - 5 21.00$ SYHMA Road, 3", 9 1/2" Rock, First 2500 SYRS - 6 35.00$ SYHMA Road, 3", 9 1/2" Rock, Qty Over 250RS - 7 42.00$ SYNot UsedRS - 8Not UsedRS - 9HMA Road, 6" Depth, First 2500 SY RS - 10 33.10$ SY 35011,585.00 65021,515.00 120039,720.00HMA Road, 6" Depth, Qty. Over 2500 SYRS - 11 30.00$ SYHMA 3/4" or 1", 4" DepthRS - 12 20.00$ SYGravel Road, 4" rock, First 2500 SY RS - 13 15.00$ SYGravel Road, 4" rock, Qty. over 2500 SY RS - 14 10.00$ SYPCC Road (Add Under Write-Ins w/DesigRS - 15Thickened EdgeRS - 17 8.60$ LF3803,268.00Page 5 of 9 SUBTOTAL 11,585.00 21,515.00 42,988.00 & Drainage Facilities*KCC 27A authorizes only one bond reduction.King County SI Bond Quantity Wsksht.xlsUnit prices updated: 03/02/2015Version: 03/02/2015Report Date: 3/16/2016Page 278 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Site Improvement Bond Quantity WorksheetWeb date: 04/03/2015ExistingFuture PublicPrivateRight-of-wayRight of WayImprovementsUnit Price Unit Quant.CostQuant.CostQuant.CostDRAINAGE (CPP = Corrugated Plastic Pipe, N12 or Equivalent)Access Road, R/DD - 1 21.00$ SY1002,100.00Bollards - fixedD - 2 240.74$ EachBollards - removableD - 3 452.34$ Each* (CBs include frame and lid)CB Type ID - 4 1,500.00$ Each1421,000.00CB Type ILD - 5 1,750.00$ EachCB Type II, 48" diameterD - 6 2,300.00$ Each for additional depth over 4' D - 7 480.00$ FTCB Type II, 54" diameterD - 8 2,500.00$ Each25,000.00 for additional depth over 4'D - 9 495.00$ FT167,920.00CB Type II, 60" diameterD - 10 2,800.00$ Each for additional depth over 4'D - 11 600.00$ FTCB Type II, 72" diameterD - 12 3,600.00$ Each for additional depth over 4'D - 13 850.00$ FTThrough-curb Inlet Framework (Add) D - 14 400.00$ Each2800.00Cleanout, PVC, 4"D - 15 150.00$ EachCleanout, PVC, 6"D - 16 170.00$ Each122,040.00Cleanout, PVC, 8"D - 17 200.00$ EachCulvert, PVC, 4"D - 18 10.00$ LFCulvert, PVC, 6"D - 19 13.00$ LFCulvert, PVC, 8"D - 20 15.00$ LFCulvert, PVC, 12"D - 21 23.00$ LFCulvert, CMP, 8"D - 22 19.00$ LFCulvert, CMP, 12"D - 23 29.00$ LFCulvert, CMP, 15"D - 24 35.00$ LFCulvert, CMP, 18"D - 25 41.00$ LFCulvert, CMP, 24"D - 26 56.00$ LFCulvert, CMP, 30"D - 27 78.00$ LFCulvert, CMP, 36"D - 28 130.00$ LFCulvert, CMP, 48"D - 29 190.00$ LFCulvert, CMP, 60"D - 30 270.00$ LFCulvert, CMP, 72"D - 31 350.00$ LFPage 6 of 9SUBTOTAL 38,860.00 & Drainage Facilities For Culvert prices, Average of 4' cover was assumed. Assume perforated PVC is same price as solid pipe.*KCC 27A authorizes only one bond reduction.King County SI Bond Quantity Wsksht.xlsUnit prices updated: 03/02/2015Version: 03/02/2015Report Date: 3/16/2016Page 279 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Site Improvement Bond Quantity WorksheetWeb date: 04/03/2015ExistingFuture PublicPrivateRight-of-wayRight of WayImprovementsDRAINAGE CONTINUEDNo. Unit Price Unit Quant.CostQuant.CostQuant.CostCulvert, Concrete, 8"D - 32 25.00$ LFCulvert, Concrete, 12"D - 33 36.00$ LFCulvert, Concrete, 15"D - 34 42.00$ LFCulvert, Concrete, 18"D - 35 48.00$ LFCulvert, Concrete, 24"D - 36 78.00$ LFCulvert, Concrete, 30"D - 37 125.00$ LFCulvert, Concrete, 36"D - 38 150.00$ LFCulvert, Concrete, 42"D - 39 175.00$ LFCulvert, Concrete, 48"D - 40 205.00$ LFCulvert, CPP, 6"D - 41 14.00$ LFCulvert, CPP, 8"D - 42 16.00$ LFCulvert, CPP, 12"D - 43 24.00$ LF90021600Culvert, CPP, 15"D - 44 35.00$ LFCulvert, CPP, 18"D - 45 41.00$ LFCulvert, CPP, 24"D - 46 56.00$ LFCulvert, CPP, 30"D - 47 78.00$ LFCulvert, CPP, 36"D - 48 130.00$ LFDitching D - 49 9.50$ CYFlow Dispersal Trench (1,436 base+) D - 50 28.00$ LF1004236French Drain (3' depth)D - 51 26.00$ LFGeotextile, laid in trench, polypropylene D - 52 3.00$ SYMid-tank Access Riser, 48" dia, 6' deep D - 54 2,000.00$ EachPond Overflow SpillwayD - 55 16.00$ SY16256Restrictor/Oil Separator, 12"D - 56 1,150.00$ EachRestrictor/Oil Separator, 15"D - 57 1,350.00$ EachRestrictor/Oil Separator, 18"D - 58 1,700.00$ EachRiprap, placedD - 59 42.00$ CY5210Tank End Reducer (36" diameter) D - 60 1,200.00$ EachTrash Rack, 12"D - 61 350.00$ EachTrash Rack, 15"D - 62 410.00$ EachTrash Rack, 18"D - 63 480.00$ EachTrash Rack, 21"D - 64 550.00$ EachPage 7 of 9SUBTOTAL26302 & Drainage Facilities*KCC 27A authorizes only one bond reduction.King County SI Bond Quantity Wsksht.xlsUnit prices updated: 03/02/2015Version: 03/02/2015Report Date: 3/16/2016Page 280 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Site Improvement Bond Quantity WorksheetWeb date: 04/03/2015ExistingFuture PublicPrivateRight-of-wayRight of WayImprovementsUnit Price Unit Quant.PriceQuant.CostQuant.CostPARKING LOT SURFACINGNo.2" AC, 2" top course rock & 4" borrow PL - 1 21.00$ SY NANA2" AC, 1.5" top course & 2.5" base coursPL - 2 28.00$ SY NANA4" select borrowPL - 3 5.00$ SY NANA1.5" top course rock & 2.5" base course PL - 4 14.00$ SY NANAUTILITY POLES & STREET LIGHTINGUtility pole relocation costs must be accompanied by Franchise Utility's Cost EstimateUtility Pole(s) RelocationUP-1Street Light Poles w/Luminaires UP-2EachWRITE-IN-ITEMS(Such as detention/water quality vaults.)No.West VaultWI - 1 ######### Each1150,000.00WI - 2SYWI - 3CYWI - 4LFWI - 5FTWI - 6WI - 7WI - 8WI - 9WI - 10SUBTOTAL 150,000.00SUBTOTAL (SUM ALL PAGES):27,825.00 263,272.00 263,423.0030% CONTINGENCY & MOBILIZATION:8,347.50 78,981.60 79,026.90 GRANDTOTAL: 36,172.50 342,253.60 342,449.90COLUMN:BCDPage 8 of 9 & Drainage FacilitiesNot To Be Used For Roads Or ShouldersLump Sum*KCC 27A authorizes only one bond reduction.King County SI Bond Quantity Wsksht.xlsUnit prices updated: 03/02/2015Version: 03/02/2015Report Date: 3/16/2016Page 281 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Site Improvement Bond Quantity WorksheetWeb date: 04/03/2015Original bond computations prepared by:Name:Date:PE Registration Number:Tel. #:Firm Name:Address:Project No: Stabilization/Erosion Sediment Control (ESC)(A)Existing Right-of-Way Improvements(B)Future Public Right of Way & Drainage Facilities (C)Private Improvements (D)Calculated Quantity CompletedTotal Right-of Way and/or Site Restoration Bond*/** (A+B)(First $7,500 of bond* shall be cash.Performance Bond* Amount (A+B+C+D) = TOTAL (T)T x 0.30Minimum is $2000.Minimum is $2000.Maintenance/Defect Bond* TotalMinimum is $2000.NAME OF PERSON PREPARING BOND* REDUCTION:Date:* NOTE:The word "bond" as used in this document means a financial guarantee acceptable to King County.** NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required. The restoration requirement shall include the total cost for all TESC as a minimum, not a maximum. In addition, corrective work, both on- and off-site needs to be included. Quantities shall reflect worse case scenarios not just minimum requirements. For example, if a salmonid stream may be damaged, some estimated costs for restoration needs to be reflected in this amount. The 30% contingency and mobilization costs are computed in this quantity.*** NOTE: Per KCC 27A, total bond amounts remaining after reduction shall not be less than 30% of the original amount (T) or as revised by major design changes.REQUIRED BOND* AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY KING COUNTY(B+C) x 0.25 =68,815.5$ 342,449.9$ 753,519.0$ 94,606.5$ 32,643.0$ 36,172.5$ 342,253.6$ 226,055.7$ FINANCIAL GUARANTEE REQUIREMENTSPUBLIC ROAD & DRAINAGE MAINTENANCE/DEFECT BOND*PERFORMANCE BOND*AMOUNTMINIMUM BOND* AMOUNT REQUIRED FOR RECORDING ORTEMPORARY OCCUPANCY AT SUBSTANTIAL COMPLETION ***Page 9 of 9King County SI Bond Quantity Wsksht.xlsCheck out the DDES Web site at www.kingcounty.gov/permitsUnit prices updated: 03/02/2015Version: 03/02/2015Report Date: 3/16/2016Page 282 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report APPENDIX 9B IMPERVIOUS SURFACE LIMIT COVENANT Page 283 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Page 284 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Page 285 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISIONR-4 ZONING = 50% MAXIMUM IMPERVIOUS AREAYOU WILL NEED TO REDUCE IMPERVIOUS AREA TO 40%TO USE RESTRICTED FOOTPRINT AS FLOW CONTROLBMP. COVENANT IS NOT NEEDED FOR PLAT. RESTRICTEDFOOTPRINT INFORMATION WILL BE RECORDED ON THEFACE OF THE PLAT. PROVIDE A TABLE SHOWING LOT AREA, MAXIMUMIMPERVIOUS AREA, AND PROPOSED IMPERVIOUS AREAON THE PLAN. Page 286 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Page 287 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Page 288 of 305RECEIVED[03/18/2016]jcisnerosDEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report SECTION 10 OPERATIONS AND MAINTENANCE MANUAL Page 289 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report Operations and Maintenance Manual The following pages are selections from Appendix A of the 2009 King County Stormwater Design Manual, applicable to this project: Page 290 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report NO. 1 – DETENTION PONDS Maintenance Component Defect or Problem Conditions When Maintenance Is Needed Results Expected When Maintenance Is Performed Site Trash and debris Any trash and debris which exceed 1 cubic foot per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Trash and debris cleared from site. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to County personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass/groundcover Grass or groundcover exceeds 18 inches in height. Grass or groundcover mowed to a height no greater than 6 inches. Top or Side Slopes of Dam, Berm or Embankment Rodent holes Any evidence of rodent holes if facility is acting as a dam or berm, or any evidence of water piping through dam or berm via rodent holes. Rodents removed or destroyed and dam or berm repaired. Tree growth Tree growth threatens integrity of slopes, does not allow maintenance access, or interferes with maintenance activity. If trees are not a threat or not interfering with access or maintenance, they do not need to be removed. Trees do not hinder facility performance or maintenance activities. Erosion Eroded damage over 2 inches deep where cause of damage is still present or where there is potential for continued erosion. Any erosion observed on a compacted slope. Slopes stabilized using appropriate erosion control measures. If erosion is occurring on compacted slope, a licensed civil engineer should be consulted to resolve source of erosion. Settlement Any part of a dam, berm or embankment that has settled 4 inches lower than the design elevation. Top or side slope restored to design dimensions. If settlement is significant, a licensed civil engineer should be consulted to determine the cause of the settlement. Storage Area Sediment accumulation Accumulated sediment that exceeds 10% of the designed pond depth. Sediment cleaned out to designed pond shape and depth; pond reseeded if necessary to control erosion. Liner damaged (If Applicable) Liner is visible or pond does not hold water as designed. Liner repaired or replaced. Inlet/Outlet Pipe. Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. Emergency Overflow/Spillway Tree growth Tree growth impedes flow or threatens stability of spillway. Trees removed. Rock missing Only one layer of rock exists above native soil in area five square feet or larger or any exposure of native soil on the spillway. Spillway restored to design standards. Page 291 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report NO. 3 – DETENTION TANKS AND VAULTS Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Site Trash and debris Any trash and debris which exceed 1 cubic foot per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Trash and debris cleared from site. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to County personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass/groundcover Grass or groundcover exceeds 18 inches in height. Grass or groundcover mowed to a height no greater than 6 inches. Tank or Vault Storage Area Trash and debris Any trash and debris accumulated in vault or tank (includes floatables and non-floatables). No trash or debris in vault. Sediment accumulation Accumulated sediment depth exceeds 10% of the diameter of the storage area for ½ length of storage vault or any point depth exceeds 15% of diameter. Example: 72-inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than ½ length of tank. All sediment removed from storage area. Tank Structure Plugged air vent Any blockage of the vent. Tank or vault freely vents. Tank bent out of shape Any part of tank/pipe is bent out of shape more than 10% of its design shape. Tank repaired or replaced to design. Gaps between sections, damaged joints or cracks or tears in wall A gap wider than ½-inch at the joint of any tank sections or any evidence of soil particles entering the tank at a joint or through a wall. No water or soil entering tank through joints or walls. Vault Structure Damage to wall, frame, bottom, and/or top slab Cracks wider than ½-inch, any evidence of soil entering the structure through cracks or qualified inspection personnel determines that the vault is not structurally sound. Vault is sealed and structurally sound. Inlet/Outlet Pipes Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. Page 292 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report NO. 3 – DETENTION TANKS AND VAULTS Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Access Manhole Cover/lid not in place Cover/lid is missing or only partially in place. Any open manhole requires immediate maintenance. Manhole access covered. Locking mechanism not working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to remove One maintenance person cannot remove cover/lid after applying 80 lbs of lift. Cover/lid can be removed and reinstalled by one maintenance person. Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. Large access doors/plate Damaged or difficult to open Large access doors or plates cannot be opened/removed using normal equipment. Replace or repair access door so it can opened as designed. Gaps, doesn't cover completely Large access doors not flat and/or access opening not completely covered. Doors close flat and covers access opening completely. Lifting Rings missing, rusted Lifting rings not capable of lifting weight of door or plate. Lifting rings sufficient to lift or remove door or plate. Page 293 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report NO. 4 – CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Structure Trash and debris Trash or debris of more than ½ cubic foot which is located immediately in front of the structure opening or is blocking capacity of the structure by more than 10%. No Trash or debris blocking or potentially blocking entrance to structure. Trash or debris in the structure that exceeds 1/ 3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. No trash or debris in the structure. Deposits of garbage exceeding 1 cubic foot in volume. No condition present which would attract or support the breeding of insects or rodents. Sediment Sediment exceeds 60% of the depth from the bottom of the structure to the invert of the lowest pipe into or out of the structure or the bottom of the FROP-T section or is within 6 inches of the invert of the lowest pipe into or out of the structure or the bottom of the FROP-T section. Sump of structure contains no sediment. Damage to frame and/or top slab Corner of frame extends more than ¾ inch past curb face into the street (If applicable). Frame is even with curb. Top slab has holes larger than 2 square inches or cracks wider than ¼ inch. Top slab is free of holes and cracks. Frame not sitting flush on top slab, i.e., separation of more than ¾ inch of the frame from the top slab. Frame is sitting flush on top slab. Cracks in walls or bottom Cracks wider than ½ inch and longer than 3 feet, any evidence of soil particles entering structure through cracks, or maintenance person judges that structure is unsound. Structure is sealed and structurally sound. Cracks wider than ½ inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles entering structure through cracks. No cracks more than 1/ inch wide at 4 the joint of inlet/outlet pipe. Settlement/ misalignment Structure has settled more than 1 inch or has rotated more than 2 inches out of alignment. Basin replaced or repaired to design standards. Damaged pipe joints Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering the structure at the joint of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of inlet/outlet pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Ladder rungs missing or unsafe Ladder is unsafe due to missing rungs, misalignment, rust, cracks, or sharp edges. Ladder meets design standards and allows maintenance person safe access. FROP-T Section Damage T section is not securely attached to structure wall and outlet pipe structure should support at least 1,000 lbs of up or down pressure. T section securely attached to wall and outlet pipe. Structure is not in upright position (allow up to 10% from plumb). Structure in correct position. Connections to outlet pipe are not watertight or show signs of deteriorated grout. Connections to outlet pipe are water tight; structure repaired or replaced and works as designed. Any holes—other than designed holes—in the structure. Structure has no holes other than designed holes. Page 294 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report NO. 4 – CONTROL STRUCTURE/FLOW RESTRICTOR person. Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Cleanout gate is not watertight. Gate is watertight and works as designed. Gate cannot be moved up and down by one maintenance person. Gate moves up and down easily and is watertight. Chain/rod leading to gate is missing or damaged. Chain is in place and works as designed. Orifice Plate Damaged or missing Control device is not working properly due to missing, out of place, or bent orifice plate. Plate is in place and works as designed. Obstructions Any trash, debris, sediment, or vegetation blocking the plate. Plate is free of all obstructions and works as designed. Overflow Pipe Obstructions Any trash or debris blocking (or having the potential of blocking) the overflow pipe. Pipe is free of all obstructions and works as designed. Deformed or damaged lip Lip of overflow pipe is bent or deformed. Overflow pipe does not allow overflow at an elevation lower than design Inlet/Outlet Pipe Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. Metal Grates (If Applicable) Unsafe grate opening Grate with opening wider than 7/ inch. 8 Grate opening meets design standards. Trash and debris Trash and debris that is blocking more than 20% of grate surface. Grate free of trash and debris. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s) of the grate. Grate is in place and meets design standards. Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in place. Any open structure requires urgent maintenance. Cover/lid protects opening to structure. Locking mechanism Not Working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to Remove One maintenance person cannot remove cover/lid after applying 80 lbs. of lift. Cover/lid can be removed and reinstalled by one maintenance Page 295 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report NO. 5 – CATCH BASINS AND MANHOLES Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Structure Sediment Sediment exceeds 60% of the depth from the bottom of the catch basin to the invert of the lowest pipe into or out of the catch basin or is within 6 inches of the invert of the lowest pipe into or out of the catch basin. Sump of catch basin contains no sediment. Trash and debris Trash or debris of more than ½ cubic foot which is located immediately in front of the catch basin opening or is blocking capacity of the catch basin by more than 10%. No Trash or debris blocking or potentially blocking entrance to catch basin. Trash or debris in the catch basin that exceeds 1/ the depth from the bottom of basin to invert the 3 lowest pipe into or out of the basin. No trash or debris in the catch basin. Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g., methane). No dead animals or vegetation present within catch basin. Deposits of garbage exceeding 1 cubic foot in volume. No condition present which would attract or support the breeding of insects or rodents. Damage to frame and/or top slab Corner of frame extends more than ¾ inch past curb face into the street (If applicable). Frame is even with curb. Top slab has holes larger than 2 square inches or cracks wider than ¼ inch. Top slab is free of holes and cracks. Frame not sitting flush on top slab, i.e., separation of more than ¾ inch of the frame from the top slab. Frame is sitting flush on top slab. Cracks in walls or bottom Cracks wider than ½ inch and longer than 3 feet, any evidence of soil particles entering catch basin through cracks, or maintenance person judges that catch basin is unsound. Catch basin is sealed and structurally sound. Cracks wider than ½ inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. No cracks more than 1/ inch wide at 4 the joint of inlet/outlet pipe. Settlement/ misalignment Catch basin has settled more than 1 inch or has rotated more than 2 inches out of alignment. Basin replaced or repaired to design standards. Damaged pipe joints Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering the catch basin at the joint of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of inlet/outlet pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Inlet/Outlet Pipe Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. Page 296 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report NO. 5 – CATCH BASINS AND MANHOLES person. Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Metal Grates (Catch Basins) Unsafe grate opening Grate with opening wider than 7/ inch. 8 Grate opening meets design standards. Trash and debris Trash and debris that is blocking more than 20% of grate surface. Grate free of trash and debris. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s) of the grate. Any open structure requires urgent maintenance. Grate is in place and meets design standards. Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in place. Any open structure requires urgent maintenance. Cover/lid protects opening to structure. Locking mechanism Not Working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to Remove One maintenance person cannot remove cover/lid after applying 80 lbs. of lift. Cover/lid can be removed and reinstalled by one maintenance Page 297 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report NO. 6 – CONVEYANCE PIPES AND DITCHES Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Pipes Sediment & debris accumulation Accumulated sediment or debris that exceeds 20% of the diameter of the pipe. Water flows freely through pipes. Vegetation/roots Vegetation/roots that reduce free movement of water through pipes. Water flows freely through pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damage to protective coating or corrosion Protective coating is damaged; rust or corrosion is weakening the structural integrity of any part of pipe. Pipe repaired or replaced. Damaged Any dent that decreases the cross section area of pipe by more than 20% or is determined to have weakened structural integrity of the pipe. Pipe repaired or replaced. Ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 square feet of ditch and slopes. Trash and debris cleared from ditches. Sediment accumulation Accumulated sediment that exceeds 20% of the design depth. Ditch cleaned/flushed of all sediment and debris so that it matches design. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to County personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Vegetation Vegetation that reduces free movement of water through ditches. Water flows freely through ditches. Erosion damage to slopes Any erosion observed on a ditch slope. Slopes are not eroding. Rock lining out of place or missing (If Applicable) One layer or less of rock exists above native soil area 5 square feet or more, any exposed native soil. Replace rocks to design standards. Page 298 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report NO. 9 – FENCING Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed. Site Erosion or holes under fence Erosion or holes more than 4 inches high and 12-18 inches wide permitting access through an opening under a fence. No access under the fence. Wood Posts, Boards and Cross Members Missing or damaged parts Missing or broken boards, post out of plumb by more than 6 inches or cross members broken. No gaps on fence due to missing or broken boards, post plumb to within 1 ½ inches, cross members sound. Weakened by rotting or insects Any part showing structural deterioration due to rotting or insect damage. All parts of fence are structurally sound. Damaged or failed post foundation Concrete or metal attachments deteriorated or unable to support posts. Post foundation capable of supporting posts even in strong wind. Metal Posts, Rails and Fabric Damaged parts Post out of plumb more than 6 inches. Post plumb to within 1 ½ inches. Top rails bent more than 6 inches. Top rail free of bends greatyer than 1 inch. Any part of fence (including post, top rails, and fabric) more than 1 foot out of design alignment. Fence is aligned and meets design standards. Missing or loose tension wire. Tension wire in place and holding fabric. Deteriorated point or protective coating Part or parts that have a rusting or scaling condition that has affected structural adequacy. Structurally adequate posts or parts with a uniform protective coating. Openings in fabric Openings in fabric are such that an 8- inch diameter ball could fit through. Fabric mesh openings within 50% of grid size. Page 299 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report NO. 10 – GATES/BOLLARDS/ACCESS BARRIERS Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Chain Link Fencing Gate Damaged or missing members Missing gate. Gates in place. Broken or missing hinges such that gate cannot be easily opened and closed by a maintenance person. Hinges intact and lubed. Gate is working freely. Gate is out of plumb more than 6 inches and more than 1 foot out of design alignment. Gate is aligned and vertical. Missing stretcher bar, stretcher bands, and ties. Stretcher bar, bands, and ties in place. Locking mechanism does not lock gate Locking device missing, no-functioning or does not link to all parts. Locking mechanism prevents opening of gate. Openings in fabric Openings in fabric are such that an 8-inch diameter ball could fit through. Fabric mesh openings within 50% of grid size. Bar Gate Damaged or missing cross bar Cross bar does not swing open or closed, is missing or is bent to where it does not prevent vehicle access. Cross bar swings fully open and closed and prevents vehicle access. Locking mechanism does not lock gate Locking device missing, no-functioning or does not link to all parts. Locking mechanism prevents opening of gate. Support post damaged Support post does not hold cross bar up. Cross bar held up preventing vehicle access into facility. Bollards Damaged or missing Bollard broken, missing, does not fit into support hole or hinge broken or missing. No access for motorized vehicles to get into facility. Does not lock Locking assembly or lock missing or cannot be attached to lock bollard in place. No access for motorized vehicles to get into facility. Boulders Dislodged Boulders not located to prevent motorized vehicle access. No access for motorized vehicles to get into facility. Circumvented Motorized vehicles going around or between boulders. No access for motorized vehicles to get into facility. Page 300 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report NO. 11 – GROUNDS (LANDSCAPING) Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Site Trash or litter Any trash and debris which exceed 1 cubic foot per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Trash and debris cleared from site. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to County personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass/groundcover Grass or groundcover exceeds 18 inches in height. Grass or groundcover mowed to a height no greater than 6 inches. Trees and Shrubs Hazard Any tree or limb of a tree identified as having a potential to fall and cause property damage or threaten human life. A hazard tree identified by a qualified arborist must be removed as soon as possible. No hazard trees in facility. Damaged Limbs or parts of trees or shrubs that are split or broken which affect more than 25% of the total foliage of the tree or shrub. Trees and shrubs with less than 5% of total foliage with split or broken limbs. Trees or shrubs that have been blown down or knocked over. No blown down vegetation or knocked over vegetation. Trees or shrubs free of injury. Trees or shrubs which are not adequately supported or are leaning over, causing exposure of the roots. Tree or shrub in place and adequately supported; dead or diseased trees removed. Page 301 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report NO. 12 – ACCESS ROADS Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Site Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 square feet (i.e., trash and debris would fill up one standards size garbage can). Roadway drivable by maintenance vehicles. Debris which could damage vehicle tires or prohibit use of road. Roadway drivable by maintenance vehicles. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Blocked roadway Any obstruction which reduces clearance above road surface to less than 14 feet. Roadway overhead clear to 14 feet high. Any obstruction restricting the access to a 10- to 12 foot width for a distance of more than 12 feet or any point restricting access to less than a 10 foot width. At least 12-foot of width on access road. Road Surface Erosion, settlement, potholes, soft spots, ruts Any surface defect which hinders or prevents maintenance access. Road drivable by maintenance vehicles. Vegetation on road surface Trees or other vegetation prevent access to facility by maintenance vehicles. Maintenance vehicles can access facility. Shoulders and Ditches Erosion Erosion within 1 foot of the roadway more than 8 inches wide and 6 inches deep. Shoulder free of erosion and matching the surrounding road. Weeds and brush Weeds and brush exceed 18 inches in height or hinder maintenance access. Weeds and brush cut to 2 inches in height or cleared in such a way as to allow maintenance access. Modular Grid Pavement Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damaged or missing Access surface compacted because of broken on missing modular block. Access road surface restored so road infiltrates. Page 302 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report NO. 16 – WETPOND Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance Is Performed Site Trash and debris Any trash and debris accumulated on the wetpond site. Wetpond site free of any trash or debris. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to County personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass/groundcover Grass or groundcover exceeds 18 inches in height. Grass or groundcover mowed to a height no greater than 6 inches. Side Slopes of Dam, Berm, internal berm or Embankment Rodent holes Any evidence of rodent holes if facility is acting as a dam or berm, or any evidence of water piping through dam or berm via rodent holes. Rodents removed or destroyed and dam or berm repaired. Tree growth Tree growth threatens integrity of dams, berms or slopes, does not allow maintenance access, or interferes with maintenance activity. If trees are not a threat to dam, berm or embankment integrity, are not interfering with access or maintenance or leaves do not cause a plugging problem they do not need to be removed. Trees do not hinder facility performance or maintenance activities. Erosion Eroded damage over 2 inches deep where cause of damage is still present or where there is potential for continued erosion. Any erosion observed on a compacted slope. Slopes stabilized using appropriate erosion control measures. If erosion is occurring on compacted slope, a licensed civil engineer should be consulted to resolve source of erosion. Top or Side Slopes of Dam, Berm, internal berm or Embankment Settlement Any part of a dam, berm or embankment that has settled 4 inches lower than the design elevation. Top or side slope restored to design dimensions. If settlement is significant, a licensed civil engineer should be consulted to determine the cause of the settlement. Irregular surface on internal berm Top of berm not uniform and level. Top of berm graded to design elevation. Pond Areas Sediment accumulation (except first wetpool cell) Accumulated sediment that exceeds 10% of the designed pond depth. Sediment cleaned out to designed pond shape and depth. Sediment accumulation (first wetpool cell) Sediment accumulations in pond bottom that exceeds the depth of sediment storage (1 foot) plus 6 inches. Sediment storage contains no sediment. Liner damaged (If Applicable) Liner is visible or pond does not hold water as designed. Liner repaired or replaced. Water level (first wetpool cell) First cell empty, doesn't hold water. Water retained in first cell for most of the year. Algae mats (first wetpool cell) Algae mats develop over more than 10% of the water surface should be removed. Algae mats removed (usually in the late summer before Fall rains, especially in Sensitive Lake Protection Areas.) Gravity Drain Inoperable valve Valve will not open and close. Valve opens and closes normally. Valve won’t seal Valve does not seal completely. Valve completely seals closed. Page 303 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report NO. 16 – WETPOND Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance Is Performed Emergency Overflow Spillway Tree growth Tree growth impedes flow or threatens stability of spillway. Trees removed. Rock Missing Only one layer of rock exists above native soil in area five square feet or larger, or any exposure of native soil at the top of out flow path of spillway. Rip-rap on inside slopes need not be replaced. Spillway restored to design standards. Inlet/Outlet Pipe Sediment accumulation Sediment filling 20% or more of pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. Page 304 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION Weston Heights Technical Information Report NO. 17 – WETVAULT access. Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Site Trash and debris Trash and debris accumulated on facility site. Trash and debris removed from facility site. Treatment Area Trash and debris Any trash and debris accumulated in vault (includes floatables and non-floatables). No trash or debris in vault. Sediment accumulation Sediment accumulation in vault bottom exceeds the depth of the sediment zone plus 6 inches. No sediment in vault. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Vault Structure Damage to wall, frame, bottom, and/or top slab Cracks wider than ½-inch, any evidence of soil entering the structure through cracks, vault does not retain water or qualified inspection personnel determines that the vault is not structurally sound. Vault is sealed and structurally sound. Baffles damaged Baffles corroding, cracking, warping and/or showing signs of failure or baffle cannot be removed. Repair or replace baffles or walls to specifications. Ventilation Ventilation area blocked or plugged. No reduction of ventilation area exists. Inlet/Outlet Pipe Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. Gravity Drain Inoperable valve Valve will not open and close. Valve opens and closes normally. Valve won’t seal Valve does not seal completely. Valve completely seals closed. Access Manhole Access cover/lid damaged or difficult to open Access cover/lid cannot be easily opened by one person. Corrosion/deformation of cover/lid. Access cover/lid can be opened by one person. Locking mechanism not working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to remove One maintenance person cannot remove cover/lid after applying 80 lbs of lift. Cover/lid can be removed and reinstalled by one maintenance person. Access doors/plate has gaps, doesn't cover completely Large access doors not flat and/or access opening not completely covered. Doors close flat and covers access opening completely. Lifting Rings missing, rusted Lifting rings not capable of lifting weight of door or plate. Lifting rings sufficient to lift or remove door or plate. Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe Page 305 of 305 RECEIVED [03/18/2016] jcisneros DEVELOPMENT ENGINEERING DIVISION