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HomeMy WebLinkAboutCT 14-08; WESTIN HOTEL AND TIMESHARE; STORM WATER QUALITY MANAGEMENT PLAN; 2016-10-25r . STORM WATER STANDARDS Development Services' City of QUESTIONNAIRE Land Development Engineering Cd 1635 Faraday Avenue l.sbad • E34 ,: (760) 602-2750 www carlsbadca gov INSTRUCTIONS: To address post-development pollutants that may be generated from development projects the city requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMPs) into the project design per Carlsbad BMP Design Manual (BMP Manual). To view the BMP Manual; refer to the Engineering Standards (Volume 5). This questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed developrnent or redevelopment project. Depending on the outcome, your project will either be subject to STANDARD PROJECT: requirements or be subject to 'PRIORITY. DEVELOPMENT PROJECT' (POP) requirements Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts City staff has responsibility for making the final assessment after submission of the development application If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water 'standards than initially assessed by you this will result in the return of the development application as incomplete In this case please make the changes to the questionnaire and resubmit to the city. ' . '' ' .' • If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions please seek assistance from Land Development Engineering staff completed and signed questionnaire must be submitted With' 'each development project' application. Only one completed and signed questionnaire 'is required when multiple development applications' for the same project are submitted concurrently. PROJECT INFORMATION PROJECT NAME Lot 9 Development Westin Hotel and Timeshare PROJECT ID CT 14-08 ADDRESSO 5490 Grand Pacific Drive APN 211-023-07 & 212-271-02 The project is (check one) `W! New Development LI Redevelopment The total proposed disturbed area is 136 778 ft2 (3 14 ) acres The total prOposed newly created and/or replaced impervious area i: 74,364•, ft2 ( 1.71 ')acres If your project is covered by an approved SWQMP as part of a larger development project, provide the project ID and the SWQMP # of the larger development project Project lb, SWQMP Then, go to Step 1 and follow the instructions. When completed, sign the form at the end' and submit this with your, applicatiOn to the city. ' • . ' - ' ' • ' STEP I TO BE COMPLETED FOR ALL PROJECTS To determine if your project is a 'dèvelopment project", please answer the following question: YES.. NO. Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building . or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)? . .. . If you answered yes to the above question provide justification below then go to Step 5 mark the third box stating my project is not a 'development project' and not subject to the requirements of the BMP manual and complete applicant information Justification/discussion (e.g. the project includes only interior remodels within an existing building) If you answered ".no" to the above question, the project is a development project', go to Step 2. STEP . TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS To determine if your project is exempt from.PDP requiremets pursuant to MS4 Permit Provision E.3.b.(3), please answer the following questions: Is your project LIMITED to one or more of the following YES NO 1 Constructing new or retrofitting paved sidewalks bicycle lanes or trails that meet the following criteria Designed and constructed to direct storm water runoff to adjacent vegetated areas or other non- erodible permeable areas; . . . .. . . . . . Designed and constructed to be hydraulically disconnected from paved streets or roads Designed and constructed with permeable pavements or surfaces in accordance with USEPA Green. Streets guidance?. 2 Retrofitting or redeveloping existing paved alleys streets or roads that are designed and constructed in accordance with the USEPA Green Streets guidance? 3 Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manu6I 7 El Il If you answered yes" toone or móreof the abovequestions, provide discussion/justification below, then-go to Step L mark the second box stating my project is EXEMPT from PDP and complete applicant information Discussion to justify exemption ( e.g. the project redeveloping existing road designed and constructed in accordance with the USEPA Green Street guidance) you answered no to the above questions your project is not exempt from PDP go to Step 3 STEP 3 TO BE COMPLETED FOR ALL NEW OR REDEVELOPMENT PROJECTS To determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1)): YES NO 1. Is your project a new development that creates 10,000 square feet or more of impervious.surfaces collectively over the entire project site?This includes commercial industnal residential mixed-use, Ii El and public development projects on public or private land. . . : .. . 2 Is your project a redevelopment project creating and/or replacing 5,900 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more of impeMous surface? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. ' Is your project new or redevelopment project that creates and/or replaces 5,000 square feet or more .a of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is - a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and El E1 refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification (SIC) code 5812). Is yoUr project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillside IJ LI development_project_includes_development_on_any_natural_slope_that_is_twenty-five_percent_or_greater. Is your project a new or redevelopment prOject that creates and/or replaces 5,000 square feet or more Of impervious surface collectively over the entire project site and supports 'a parking lot? A parking lot is 'Of a land area or facility for the tempOrary' parking or stOrage motor vehicles used persOnally' for business or for commerce. Is your project a new or redevelopment prOject that creates and/or replaces 5,000 square feet or more Of impervious surface collectively over the entire projeót site' and supports a street, road; highway freeway or driveway? A street, road, highway, freeway or driveway is any paved impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more of impervious surface. collectively over the entire site, and' discharges directly to an Environmentally . .-Sensitive Area (ESA)? "Discharging Directly to includes flow that is conveyed overland a distance of El II 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the project to the ESA (i.e. not commingled with flows fràm adjacent lands). * '' ' Is yOur project a new development or redevelopment project that creates and/or replaces 5,000 square . . feet or more of impervious surface that supports an automotive repair shop? An automotive repair El. 21 shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or .7536-7539. . .- . . . Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includes , I RGO s that meet the following criteria:(a) 5,000 square feet or more or (b) a project Average Daily Traffic (ADT) of 100 or more vehicles per day. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land I and are expected to generate pollutants post construction? . . Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of. impervious surface or (2) increases impervious surface on the property by more than 10%? (CMC ' LI 1Z 21.203.040) If you answered yes to one or more of the above questions your project is a PDP If your project is a redevelopment project, go to step 4. If your project is a new project, go to step 5, check the first box stating "My project is a POP ..'." and complete applicant information If you answered "no" to all of the above questions, your project is a 'STANDARD PROJECT.' Go to step 5, check the second box stating 'My project is a 'STANDARD PROJECT..." and compléte applicant information. '• * .- STEP . TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THATARE PRIORITY DEVELOPMENT PROJECTS (PDP) - ONLY omplete the questions below regarding your redevelopment project (MS4 Permit Provision E 3 b (2)) YES. NO. Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the previously, existing development? Complete the percent impervious calculation below Existing impervious area (A)'=,. sq. ft 0 El Total proposed newly created or replaced impervious area (B) = sq ft Percent impervious area created or replaced (B/A)*100 = % If you answered "yes", the structural BMPs required for PDP apply only to the creation or replàcemeht of impervious surface and not the entire development. Go to step 5, check the first box stating "My project is PDP ...." and complete applicant information If you answered no the structural BMP 's required for PDP apply to the entire development Go to step 5 check the check the first box stating "My project is a PDP and cómpléte applicant information. STEP 5 CHECK THE APPROPRIATE BOX AND COMPLETE APPLICANT INFORMATION My project is a PDP and must comply with PDP stormwater requirements of the BMP Manual I understand I must prepare a Storm Water Quality Management Plan (SWQMP) for submittal at time of application. My project is a 'STANDARD PROJECT' OR EXEMPT from PDP and must only comply with 'STANDARD PROJECr stormwater requirements of the BMP Manual As part of these requirements I will submit a Standard Project Requirement Checklist Form E-36 and incorporate low impact development strategies throughout my project Note: For pojects that are close to meeting the PDP threshold, staff may require detailed i . mpervious area calculations nd exhibits to verify if STANDARD PROJECT stormwater requirements apply. LI My Project is NOT a 'development project and is not subject to the requirements of the BMP Manual Applicant Information and Signature Box Applicant Name:q Applicant Title Applicant Signature SAJ1.- ' Date VLOMLOMNS * Environmentally Sensitive Areas include but are not. limited to all clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the Stat& Water Resources control Board (Water Quality control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE benficial use by the State Water Resources control Board (Water Quality control Plan for the San Diego Basin (1994) and amendments) areas designated as preserves or their equivalent under the Multi Species conservation Program within the cities and county of San Diego Habitat Management Plan and any other equivalent environmentally sensitive areas which have been identified by the city. .4 -, 000! - 4 - - '0 0 - 0 0 0 .4 Project Name Lot 9 Development, Westin Hotel and Timeshare Project ID CT 1408, i I Project Address Westin Hotel -. 5490 Grand Pacific Drive - Carlsbad CA 92008 Time Shares - 5494 Grand Pacific Drive * Carlsbad CA 92008 Assessor's Parcel Number(s) (APN(s)) -, 211-023-07 &?1227102 Project Watershed (Hydrologic Unit) Carlsbad 904 0• - - -. - ..- - Parcel Area 7Acres (138,172Square.Feet) 00 Existing Impervious Area (subset of Parcel - .12 Acres- (5,271 Square Feet) Area) Area to be disturbed by the project (Project Area) 314 Acres (136,778 Square Feet) Project Proposed Impervious . . Area (subset of Project Area) 0 1.71 , Acres (74,634 Square Feet) ': - - -- 0•' .- - Project Proposed Pervious Area (subset of Project Area) J.43 Acres '(62,291 Square Feet) I 0 •0• •4 I - 4 4 .. . 4 -. - --4 - - - Note: Proposed Impervious Area + Proposed Pervious Area= Area to be Disturbéd by ., the Project .- .4 This may be less than the Parcel Area - - •_ I ._-: ' 4 I 4. 0. 41 ' • .• - .- • • 0 • - - • - 1 •t• I. .. - 0 • -: -Descriptioh ofE*istingSite.Cdhditiohand PraiAage Pàtterns -' - Current Status of the Site (select all that apply): X Existing development - -' i Previously graded but not built out j Agricultural or other non-impervious use-, . ,. .:]..\/acant, undeveloped/natura1 . .• , Description / Additional Information 16 The existing site is houses a large water tank on an existing graded pad 4 Existing Land Cover Includes (select all that apply) - . . (Vegetative Cover (Non-Vegetated Pervious Areas (Impervious Areas Description / Additional Information The existing site is composed of both vegetative and nor-vegetative pervious areas, and irrpervious areas. A portion of the site is existing graded pad, existing water tank and associated piping. - - Underlying Soil belongs to Hydrologic Soil Group (select all that apply): i NRCS Type A - .. - • . - .,. X NRCS Type B ] NRCS Type C XNRCSTypeD Approximate Depth to Groundwater (GW) i GW Depth <5 feet i 5 feet <GW Depth <lOfeet . •. • . . i 10 feet < GW Depth <20 feet -. . • . . XGW Depth > 20 feet Existing Natural Hydrologic Features (select all that apply): ] Watercourses ] Seeps •-.i--:, 4 :• •- i Springs j Wetlands ' XNone Description / Additional Information . Description of Existing. Site Topography and Drainage [How is storm water runoff conveyed from the site? At a minimum, this description should answer (1) whether existing drainage conveyance is natural or urban; (2) describe existing constructed storm water conveyance systems, if applicable; and (3) is runoff from offsite conveyed through the site? if so, describe]: e site is approximately 3.98 acres with a 1.36 acre graded pad. Currently the site houses a rge water tank with a patch of asphalt slurry. Recently a large patch of asphalt was removed and e site was graded to make a dirt lot. runoff for the current site is discharged into 4 different outfalls: utfall-A - at the North-Western portion of the project. The tributary area to this outfall is labelled Basin IA and is only a very small area (.463 Aôres). The water leaves the lot nine development ea and then is discharged onto the existing hotel facility grounds. From there it is then collected area drains and discharged into the storm sewer. utfall-B - located at the south end of the project. The runoff contributing to this outfall comes fron e 2:1 slopes to the south of the project. This area is labelled as Basin 1 and is .806 Acres. The noff discharges from the site onto an existing parking lot where it flows through a gutter )proximately 150 ft. before entering a grate and get discharged into the existing storm drain cilities. jtfall-C - lies to the East of the Project. Discharge from the site is conveyed directly onto The ossings Drive where it is then discharged into the curb inlet in the street. The contributing area this outfall is labelled as Basin C-I. ill-D - located at the North of the project. Runoff from Basin 0-1 will exit the site by way of an ng ditch. are no offsite flows conveyed through the site. 0 Description of Proposed-Site Development andDrainage Patterns Project Description / Proposed Land Use and/or Activities: The proposed site plan includes a combination of parking areas and underground parking, landscaping, hotel buildings and timeshares with associated structures. List/describe proposed impervious features of the project (e.g., buildings, roadways, parking lots, courtyards, athletic courts, other impervious features): Buildings, driveways, parking lot. List/describe proposed pervious features of the project (e.g., landscape areas): Landscape areas, Slopes . Does the project include grading and changes to site topography? KYes No Description / Additional Information: There is extensive grading proposed for the site. Does the project include changes to site drainage (e.g., installation of new storm water conveyance systems)? XYes ]No Description I Additional Information: tfall-A, at the North-Western portion of the project - For the post-developed condition the contributory ea will become only slightly smaller as a building footprint will infringe upon this area and divert the noff to different outfalls. No impermeable area on the project will contribute to this outfall. utfall-B, at the south end of the project - For the post-developed condition the runoff from this basin will e collection in underground storage pipe. From the bio-filtration basin the runoff will run through a short action of storm drain to an existing brow ditch where it will combine with the runoff from the existing ope and be discharged to the nearby parking lot where it will be conveyed through an existing storm 'ater inlet and discharged into the existing storm drain facilities for the area. itfall-C, to the East of the Project - Discharge from the site will be diverted into a single bio-filtration sin. After the runoff is treated by the pond it will conveyed directly onto The Crossings Drive where it is en discharged into the curb inlet in the street. utfall-D, to the North of the project— For the post development conditions basin D will be split into 3 ifferent basins. Flow from these basins will be diverted into 3 different bio-filtration ponds. After the noff is treated in the ponds it will be piped through the site through a series of storm drains and then xit the site by way of an existing ditch. Identify whether any of the following features, activities, and/or pollutant source areas will be present (select all that apply): ] X On-site storm drain inlets i X Interior floor drains and elevator shaft sump pumps i X Interior parking garages .1 X Need for future indoor & structural pest control ] X Landscape/Outdoor Pesticide Use ] X Pools, spas, ponds, decorative fountains, and other water features ] Food service ] Refuse areas ] Industrial processes ] Outdoor storage of equipment or materials ] Vehicle and Equipment Cleaning i Vehicle/Equipment Repair and Maintenance ] Fuel Dispensing Areas ] Loading Docks ] Fire Sprinkler Test Water ] Miscellaneous Drain or Wash Water ] X Plazas, sidewalks, and parking lots ~ is I . 4 1' •' •j, - .- .. 4. t 4 . 4 1 IdentificatiónofRebeivingWatePollutantsofCôncern. Describe path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable): - •- ., ,, I * The project site drains to an unlined channel that then leads to the Aqi'ua Hedionda Lagoon - I List any 303(d) impaired water bodies within the path of storm water from the project site. to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable), identify the pollutant(s)/stressor(s) causing impairment, and identify any TMDLs for the impaired water bodies: 303(d) Impaired Water Body Pollutant(s)IStressor(s) TMDLs Aqua Hedionda 904.30 Indicator bacteria, ' edimentation/siltation • - U :Identificationi of, Project site Pollutants - Identify pollutants anticipated from the project site based on all proposed use(s) of the site (see BMP, Design Manual Appendix B.6): . .. ' I 4 . .. I . Also at Receiving • Not Applicable to Anticipated from the; Water Pollutant of Pollutant , the Project Site -• Project Site . Concern x Sediment , . . .• . ,.. . ' 4 4 - Nutrients' 4 -. . '- - . '''x -- . •. 4 4 . - - 4 .4 Heavy Metals' . . . - - :. •••- -- ., - 4 Organic Compo'unds - ' :': ' 4 Trash & Debris - , -• . .' . 4' :-' x "4 ' '- . Oxygen Demanding - '' . 4 ' - .x ' - r .- - Substances' . - • .. .'- '. ' . . .• . -. 4 Oil &Grease . ' 4. 4 . -- • . ,-•,• - x,' ' • . - 4 ' . ' Bacteria & Viruses '. •. x - -• •• -• - . , ,, 4 •• ,, -: Pesticides .. . -' ''4 - • 4 - .X..- , .• . -. 4 •' - ft ..- -- ft -- - - - - _' b -. - - -, * - -- L- - - - - -- -. -, - ..- 4 - - --: 4- 4 . 4 -4---- 4 4 - 1 -' I. 44 4 44 1 '1 4. -. ---4.. 4.. 44 - t 4. ,44 4 * .1 . . .4 -'._.. . -. 4 4'- * 4,t -. - r r •' -. - - .4 4 1 4 4. 4 4 4 4 4 444 1 4 ::: - 44 S 1 : ' 4 4 1 S: -. ,.•. .4 . . -4 - '.4 4 £ -S ' .4 .4 -S . . . . -, i I 54- When applicable, list other site requirements or constraints that will influence storm water management design; such as zoning requirements including setbacks and open space, or City codes governing minimum street width, sidewalk construction, allowable pavement types, and - drainage requirements No other constraints are applicable to this site..- 4- . •-, ,, ,1 •, .4 •. - ,.4 - . - 4 . -4 !. ' S 4. - . . --,: •- 4 . .4 4 .. . 4, - .' . 4 ., -. - . ,• - -: •Optional"Additional Ihformation-or CÔñtinuatioñ:ófPreviöUs.Sections As Needed . -, This space provided for additional information or continuation of information from previous 'sections as, needed. - 4 . •' 4 - . ' p.4 4 .....- 4 ,•. £ :.' , - a- - - 4 - 4 - - - 4 I - .•_ - 4?.' . - . -, •. - S _4• 4, - _5 , 4 - - -1 - • -+ ---. _$ 1'. 4. . •4.4 $ 4. . ' ,, '" . 4 . I .4 . - .4 4 - .1 '. ., '•. . '• !- - ... .4, -- ' , . 4' . .4 , . . ' • - ..' .4 • II ',4' _. 4 4 4- 4 ' - 4. 4 .444 4 4 . , p - - ,'4. - 4 - 4' -4 - - 4 4 . .4 .4 4 • 1-' - -. _, . -. 41. -. 4 -• 44' * -, - '4 .4 -• - . .4 - 4,4 • -- - ,* - . . - .4 4 4, 4 44 - . 4 ' , - 4' •4-. 4,- 4- - •. - 44 -4,- -4 44 1'' - .4 . ----.4 --,..,. . '1 , • .. , 4 4 4 - .4. .4 - , - -' r '" . --v - - * •- .4. P ',', .4- •' 4', 4.44 • ' .4 .4 • .4 .4 .4 .4 4'•P ' ' - 4 - -. ' •' :, - - - -.• 44'4 - 1 ' - .4. - .4 .4 -4 .4 * .4 .4 4 . • .4 4•'•• •1 4 - 4 1- - •. - .4 - p •' - - 4- - £ •.,. - - * .4 4' 4 . • . - - -: •i-• - a, - , • 5' ...-'' -. _ •. 44 - - - [Insert City's Standard Project Requirement Checklist Form E-36 (here)] SUMMARY OF PDP STRUCTURAL BMPS Project Information, Project Name Lot 9 Development Westin Hotel and Timeshares Project ID CT 14-08 DWG No or Building Permit No 428791 Source Control BMPs All development projects must implement source control BMPs SC-1 through SC -6 where applicable and feasible See Chapter 4 and Appendix E 1 of the BMP Design Manual for information to implement source control BMPs shown in this checklist Answer each category below pursuant to the following "Yes" means the project will implement the source control BMP as described in Chapter 4 and/or Appendix E.1 of the Model BMP Design Manual Discussion/justification is not required "No" means the BMP is applicable to the project but it is not feasible to implement Discussion/justification must be provided Please add attachments if more space is needed "N/A means the BMP is not applicable at the project site because the project does not include the feature that is addressed by the BMP (e.g.-,the project has no outdoor materials storage areas) Discussion/justification may, be provided. :: : V Source Control Requirement Applied? SC-1 Prevention of Illicit Discharges into the MS4 Yes 0 No 0 N/A Discussion/justification if $C-i not implemented 1 4 SC-2 Storm Drain Stenciling or Signage 0 Yes 0 No Discussion/justification if SC-2 not implemented = = = = = 'mboj kbkq=t qbo=nr J qbot vp= ib k'9j fkq fk=tfqe= obJkl=jlafcf qflkp=tfqelrq= dbk v= mmols i'?K -4 SC-3 Prátect Outdoor Materials Storage Areas from Rainfall, Run-On, Rurioff,and Wind 0Yes V 0 No 0 N/A Dispersal Discussion/justification .if.S'C-3; not implemented: .. - • • .V 4? - Revised 03/16 Source Control Requirement (continued) Applied? SC-4 Protect Materials Stored in Outdoor Work Areas from Rainfall Run-On Runoff, and'l Yes 0 No 0 N/A Wind Dispersal : Discussion/justification if SC74 not implemented SC -5 Protect Trash Storage Areas from Rainfall Run-On Runoff nd Wind Dispersal Yes 0 No 0 N/A Discussion/justification if SC-5 not implemented SC-6 Additional BMPs based on Potential Sources of Runoff Pollutants must answer for each source listed below and identify additional BMPs (See Table in Appendix E I of BMP Manual for guidance) On-site storm drain inlets Yes 0 No 0 N/A Interior floor drains and elevator shaft sump pumps Yes 0 No 0 N/A 0- Interior parking, garages .. .. . . : ' : Yes 0 No: 0 N/A Need for future indoor & structural pest control 123 Yes 0 No 0 N/A El. Landscape/Outdoor Pesticide Use Yes 0 No 0 N/A Pools spas ponds decorative fountains and other water features Z Yes 0 No 0 N/A Food service 0 Yes 0 No N/A Refuse areas 0 Yes 0 No ll N/A Industrial processes:.0 Yes 0 No N/A Outdoor storage of equipment or materials 0 Yes 0 No 21 N/A Vehicle and Equipment Cleaning 0 Yes 0 No 21 N/A D Vehicle/Equipment Repair and Maintenance 0 Yes 0 No 0 N/A Fuel Dispensing Areas 0 Yes 0 No Z N/A E] Loading Docks 0 Yes 0 No N/A - 0 Fire Sprinkler TestWater . - - . .-- : 0 Yes 0 No Z N/A M Miscellaneous Drain or Wash Water 0 Yes 0 No N/A D Plazas, sideWalks, and parking lots . --:. .. -. : .Yes 0 No.. 0 N/A For Yes answers identify the additional BMP per Appendix E.1. Provide justification for No answers c =?v '= 1= = = =P=lCj=j K= -- .- .. . :- - -• - .- : -- -- _ _ - _ • - S I, Site DesignBMPs All development prOjects must implement site design BMPs SD-1 through SD-8 where applicable and feasible. See Chapter 4 and Appendix E.2 thru E.6 of the BMP Design Manual for information to implement site design BMPs shown in I this checklist Answer each category below pursuant to the following Yes means the project will implement the site design BMPs as described in Chapter 4 and/or Appendix-E;2 thru E.6 of the Model BMP Design Manual Discussion / justification is not required NO means the BMPs is applicable to the project but it is not feasible to implement Discussion/justification must be provided Please add attachments if more space is needed 'N/A" means the BMPs is not applicable at the project site because the project does not include the feature that is addressed by the BMPs (6.g., the project site has no existing natural areas to conserve) Discussion/justification may be provided.'' • - .• . Source Control Requirement • - Applied? SD-1 Maintain Natural Drainage Pathways and HydrolOgic Features DYes I 0 NO I 91 N/A Discussion/justification if SD-1 not implemented SD-2 Conserve Natural Areas, Soils,' and vegetation' . '. • ' I DYes I 0 No I91 N/A Discussion/justification if SD-2 not implemented I SD-3 Minimize Impervious Area' '. • : . : •: I0 Yes I' 0 No I ON/A Discussion/justification if SD-3 not implemented:- SD-4 Minimize Soil Compaction / I li Yes I 0 N6 --J 0 N/A Discussion/justification if SD4 not implemented SD5 Impervious Area Dispersion •; ' : : '' ''• •• " '.' I Yes 1 0 No,: I 0 N/A: Discussion/justification if SD-5 not implemented •• • 4. . . - . . . . - '• - ' - '.•,-..•. ' .. . •- ,,• . .•• - E-36 .1'. - •. -. '; .: . : . Page 3 of 4 • ' •' •' '. Revised 03/16 Source Control Requirement (continued) Applied' . SD6 Ruñôff Càlleätiàn . S • lz Yes 0 No 0 N/A. Discussion/justification if SD-6 not implemented I S. -, .. . : : •- : • 5. :•.•. SD-7 Landscaping with Native br Drought Tolerant Species: . S .:• .; Yes I 0 No' I 0 N/A:. Discussion/justification if SD-7 not implemented 'SD-8 Harvesting and Using Precipitation . • • ::. ' . : : •. . .: 'I '0 Yes I Z No 'I '0 N/A Discussion/justification if SD-8 not implemented '= =OMNS= jm=j K S .4 .., :. :'. PDPStYuctiral:BMPs' '• . - All PDPs must implement structural BMPs for storm water pollutant control (see Chapter 5 of. . -. .. the BMP Design Manual). Selection of PDP structural BMPs for storm water pollutant control must be based on the selection process described in Chapter 5. PDPs subject to"' .' . hydromodification management requirements must also implement structural BMPs' for flow control for hydromodification management (see Chapter 6 of the BMP Design Manual). Both . storm water pollutant control and flow control for hydromodification management can be achieved within the same structural BMP(s) PDP structural BMPs must'be verified by the City at completion of construction. This may ' include requiring the-project owner or project owner's representative to certify construction of., the structural BMPs (see Section 1.12 of the BMP Design Manual). PDP structural BMPs must. . be maintained into perpetuity, and the City must confirm the mntenance (see Section 7 of the -BMP Design Manual).- Use this form to provide narrative description of the, general strategy for structural BMP -. implementation at the project site in the'box below. Then complete the PDP structural BMP - summary information sheet for each structural BMP within the project (copy the BMP summary information page as many times as needed to provide summary information for each individual structural BMP)..., . '. -' :- - * . , -• , , . -. -- - Describe the general strategy for structural BMP implementation at the site. This information must describe how the steps for selecting and designing storm water pollutant control BMPs. presented in Section 5.1 of the BMP Design Manual were followed, and the results (type of BMPs selected). For projects requiring hydromodification flow control BMPs, indicate whether pollutant control and flow control BMPs are integrated together or separate. 55, The project BMP selection process was accomplished in éonjunction with section 5.1 of the BMP dsign manual. Step 1, the project was divided up and evaluated at the DMA scale. Each DMA area was classified as Self- Treating, De-minimis, Self,-Retaining or Draining to an Integrated Management Practice (IMP). .. - Step 4 For the DMAs that drain to IMPs, the appropriate, runoff factors were applied to each area and the required Design Capture Volume (DCV) of each subarea calculated. For this project, Harvest and reuse is not considered feasible.. Step 3, due to the impermeability of the underlying soils, (soil type D), infiltration BMPs are not feasible. Step 3A&B for the no infiltration condition leads to section 5.5.3 which is the Biofiltration BMP category.' .' The various sizing methods included in Appendix 13.5 were followed and the entire DCV can be treated' , within the proposed IMPS. ' -' : ' ., '. , - ... . : Step 4, 4, each Biofiltration area is sized in accordance with th&fact sheet INF-2 found in appendix E of the BMP design manual: This project requires hydromodification controls, so the Biofiltration units accomplish both storm water treatment and flow control mitigation in an integrated design. [Continued from previous page - This page is reserved for continuation of description of general strategy for structural BMP implementation at the site.] I. •:; StructüralBMPSUthniañlhforñiatión. - • (Copy thus page as needed provide information for each individual proposed '-- ,,s ru4fura`1-`BMP]: 'G Structural BMP ID No. BMP 1-5 •. DWG 496-2A Sheet No. 4, 5, 6, 14. H ' •. Type of structural BMP: . * •• H i Retention by harvest and use (HU-l) i Retention by infiltration basin (INF-I) •• * 4, i Retention by bioretention (INF-2) / -. •. i Retention by permeable pavement (INF-3) j Partial retention by biofiltration with partial retention (PR-1), ] X Biofiltration (BF-1) i Flow-thru treatment control included as pre-treatment/fórebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or; biofiltration BMP it serves in discussion section below) ] Detention pond or vault for hydromodification management * • ] Other.(describe in discussion section below) Purpose: * • . • ] Pollutant control only - i Hydromodification control only ] X Combined pollutant control and hydromodificàtion control ] Pre-treatment/forebay for another structural BMP * ] Other (describe in discussion section below) Discussion (as needed): All of the BMPs used on this project are biofiltration units that are designed per worksheet B.5-1 of :he COC BMP Design Manual and modeled using continuous simulation modeling with SWMM. Each pond is designed with a typical detail and sized according the hydromodification mentioned above. Since each pond is designed per a typical detail, it is intended that each pond will be constructed and maintained using the same general methods and materials. - *0• . I .. 0, . . ** 0 • - 0 0 0' • - 0 * 0 • - . . I *0 0•' - 0 • - .0 • -. 0 ,1 ATTACHMENT I BACKUP FOR PDP POLLUTANT CONTROL BMPS This is the cover sheet for Attachment 1. - Check which Items are Included behind this cover sheet: Attachment Contents Checklist Sequence Attachment la DMA Exhibit (Required) ] X Included See DMA Exhibit Checklist on the back of this Attachment cover sheet. (24"x36" Exhibit typically required) Attachment lb Tabular Summary of DMAs Showing j X Included on DMA DMA ID matching DMA Exhibit, DMA Exhibit in Attachment la Area, and DMA Type (Required)* ] Included as Attachment 1 b, separate from DMA *Provide table in this Attachment OR Exhibit on DMA Exhibit in Attachment la Attachment lc Form 1-7, Harvest and Use Feasibility ] X Included Screening Checklist (Required unless ] Not included because the entire the entire project will use infiltration project will use infiltration BMPs BMPs) Refer to Appendix B.3-1 of the BMP Design Manual to complete Form 1-7. Attachment Id Form 1-8, Categorization of Infiltration .1 X Included Feasibility Condition (Required unless ] Not included because the entire the project will use harvest and use project will use harvest and use BMPs) BMPs Refer to Appendices C and D of the BMP Design Manual to complete Form 1-8. Attachment le Pollutant Control BMP Design ] X Included Worksheets / Calculations (Required) Refer to Appendices B and E of the BMP Design Manual for structural pollutant control BMP design guidelines 40 Use this checklist to ensure the required information has been included on the DMA Exhibit: The DMA Exhibit must identify: ] X Underlying hydrologic soil group ] X Approximate depth to groundwater ] X Existing natural hydrologic features (watercourses, seeps, springs, wetlands) i X Critical coarse sediment yield areas to be protected (if present) i X Existing topography and impervious areas ] X Existing and proposed site drainage network and connections to drainage offsite ] X Proposed grading i X Proposed impervious features ] X Proposed design features and surface treatments used to minimize imperviousness J X Drainage management area (DMA) boundaries, DMA ID numbers, and DMA areas (square footage or acreage), and DMA type (i.e., drains to BMP, self-retaining, or self- mitigating) ] X Structural BMPs (identify location and type of BMP) . .. 10 ~ 0 ~ 0 " \ "\ '\/ , . . kfv':lt-r --- --- ---------- TR EES ------/ ------'-~ 's ' ,.,, ,,., ' I /( "· I I , . I I I I \ I \ \ \ \ \ I \ \ I DMAID OMA Drains to BMP POC ROOF CONCRETE ASPHALT PAVERS TYPE (sqft) (sqft) (sqft) (sqft) DMA-1 Drains to BMP BMP-1 POCD 11433.00 5359.89 0.00 0.00 DMA-2 Drains to BMP BMP-2 POCD 0.00 0.00 6854.10 1212.74 DMA-3 Drains to BMP BMP-3 POCC 20270.53 8974.35 7393.67 4103.58 DMA-4 Drains to BMP BMP-4 POCD 13952.00 2375.55 0.00 0.00 DMA-5 Drains to BMP BMP-5 POCB 0.00 238.00 0.00 5504.00 DMA-6 Self-mitigating N/A 0 0.00 0.00 0.00 0.00 DMA-7 Self-mitigating N/A 0 0.00 0.00 0.00 0.00 DMA-8 Self-mitigating N/A 0 0.00 0.00 0.00 0.00 DMA-9 Self-mitigating N/A 0 0.00 0.00 0.00 0.00 DMA-10 Self-mitigating N/A 0 0.00 0.00 0.00 0.00 DMA-11 Self-mitigating N/A 0 0.00 0.00 o.oo 0.00 DMA-12 De Minimis N/A 0 0.00 0.00 0.00 0.00 DMA-13 DeMinimis N/A 0 0.00 423.65 0.00 0.00 /JEPOI TO 6'HOlNJ /YA 1EN = IKH' DIAN 51 FTP& fJEOlll1NCA/. IMESTK:A lK.W ffJrFlRIE/J BY 11112. / TREES/ / 71 ,-, ___ ; / I / "" a TAIL BELO ' NO ClilllCA/. COlRS£ 77YfffVT >Elli) AREAS QV SITE Plr(,F(}S£]) ~ P& /JIIC Na "96-2A BIi's 1 llli(){,Q( 5 ME BKYll. !HA lK.W BIFS E DISTANCE FROM TOE OF SLOPE TO LINER SURFACE FOO!PR!NT AREA 6' PVC CLEAN our If/ ENO CAP 0//ERfZOW S1Ri!C1VRE ANO AIAINTENANCF ACCESS ~.a\ "" J I 2-/ .. ~--L~~-r-,<:..UL:=;7? OR/RCE' I . / , . . . . · .. 1/,{PERAIEAB. LIN{i(v._ · . · . · · · . . (20-fO AI/L PO. LINER)"/_ . . . 'FINAL SPEC/fl, 'A llON ..f)f,'IJ!IER_['EJ! C¥L ,, EjNGINEERS RECOAIAIENOA i7NS STORA/ ORAIN OUllETPER PLAN ~ FS £LEV PER PLAN ··~ •, -'··' LTOPOF 8A57N v CA TCHBASIN AND 8/0FIL 1RA 710N BASIN DETAIL NOT TO SCALE I ,:: 3: I (fJ I I I k I ---..-?,35, iT, / I e:- I I "'s I \ I \ I ,:: ' ' I fr' I \ I I I ' I i I / I . I \ I I 3: I er: I s,:: I I , /_) I ! I \} l / <00:>< -I er: -s,:: I I I : I I LANDSCAPE (sqft) 611.25 2043.00 12431.95 3658.69 5963.00 24151.00 8899.00 5278.00 32452.00 568.00 1335.00 249.65 0.00 APRON FOR ENERGY 0/SSIPATOR OU1l£T/E PER PLAN t TOTAL (SQFT) 17404.14 10109.84 53174.08 19986.24 11705.00 24151.00 8899.00 5278.00 32452.00 568.00 1335.00 249.65 423.65 CT 14-08 DWG496-2A TOTAL (ACRE) %IMP 0.400 96% 0.232 80% 1.221 77% 0.459 82% 0.269 49% 0.554 0% 0.204 0% 0.121 0% 0.745 0% 0.013 0% 0.031 0% 0.006 0%- 0.010 100% r I I Iii i I ,:: er: I I I ,s:: 3: I OMA EXHIBIT LOT 9 DEVELOPEMENT WESTIN HOTEL AND TIMESHARES 111!#1 ENGINEERING LIND PLINNING • ENllNEERING • 51JR\£'11NG 44() SIAlE PLACE, £SC0tlra00, CA 92029 PH (760)745-8118 FX {760)745-1890 - 0 LI Iix__TIM ffl- I Is there a demand for harvested wate_ (check all that apply) at the project site that is rehably present during the wet season V4 Toilet and urinal flushing d Landscape irrigation - Other 2 If there is a demand, estimate the anti :ipated average wet season demand over a period of 36 hours Guidance for planning level demand calculations :or toilet/urinal flushing and landscape irrigation is provided in Section B.3.2 : • Flushing (200 employees)x(9 3 gal/res) '-7.1,860 gallons (1 860 0)(1 .5 days)/(7 48 gal/cu.,ft) = 373 cu ft Irrigation 36-hr Mod Water per Table B.3-3,-- (1,470 gal days/acre)(1 7 acres)/(7 48 gal/cu feet) = 334 cu ft Total Demand = 707 cu. ft• 3 Calculate the DCV using worksheet B.2-1. DCV = 4,150 (cubic feet) 3a Is the 36 hour demand greater 3D Is the 36 hour demand greater than 3c Is the 36 hour dem and than or equal to the DCV Oi 25DCV but less than the full DCV lessthan 0 25DCW Yes / Yes / (Yes ) - 8 Harvest and use appears to be harvest and use may be feasible Harvest and use is feasible Conduct more detailed Conduct more detailed evaluation and considered to be infeasible evaluation and sizing calculations sizing calculations to determine to confirm that DCV can be used feasibihty. Harvest and use may only be at an adequate rate to meet aDle to be used for a portion of the site, drawdown criteria or (optionally) the storage may need to be u?sl2ed to meet long term capture targets 'While draining in longer than 36 hours Is harvest and use feasible based on further evaluatio& Yes refer to Appendix E to select and size harvest and use BMPs V4 No, select alternate BMPs Geotechnical Engineering Construction Inspection Materials Testing Eiwironrnental August 23, 2016 Grand Pacific Resorts, Inc. . . MTGL Project No: :1916A10 5900 Pasteur Court, Suite 200 MTGL Log No 16-1613 Carlsbad, California 92008 Attention: Mr: Houston Arnold Subject INFILTRATION FEASIBILITY CONDITION Lot 9 and CMWD Water Tank Site Grand Pacific Resorts Carlsbad, California-' . -: •. : ,. . ' - -:. Reference: MTGL, inc. (2014)'. . Geotechnical. -Investigation,' Lot 9. and CMWD . Water Tank Site, Grand Pacific Resorts, Carlsbad, California, MTGL Project No. 1916AIO, LogNo. 14-1168, October 20. City of Carlsbad (2016) BMP Design Manual Form 1-8, completed by MTGL, April 25, 2016 Dear Mr: Arnold- Per your request, we are providing information on the infiltration- feasibility for the . .. Lot 9 and CMWD Water Tank Site project to be located at the Grand Pacific Resorts, Carlsbad, California We previously performed a geotechnical investigation of the site and presented our results in the referenced report We also completed Form 1-8 of the City of Carlsbad BMP Design Manual The site contains undocumented fill materials that were placed during previous grading activities Due to the cultural deposits that exist at the site remedial grading to remove all previously placed undocumented fill materials is not an option As such, there is a potential for adverse settlement and/or slope instability to develop if significant amount of water is introduced into the subgrade at the site Any bio-retentiOn 'basins, bio-swales, and other BMP's that are planned for the site should be designed by the project civil engineer to prevent water infiltration in the underlying soils. . : . . . . . .. OFFICE LOCATIONS SAN DIEGO IAIPERIAL COUNTY 6295 Ferris Square. Suite C San. Diego. CA 92121 Tel: 858.537.3999 Fax: 858.537.3990 ORANGE COUNTY CORvOI.,vI'E BRANCh H 2992 E. La I'alma Avenue SUite A Anaheim. CA 92806 Tèj: 7 14.632.2999 Fax: 714.632.2974 1 ND EMI'IRE 1067 Meridian Parkway Building 2A Riverside. CA 92518 Tel: 951.653.4999 Fax: 951.653.4666 [Nob 44917 Golf Center Pkwy Suite I lndio, CA 92201 Tel: 760.342.4677 Fax: 760.342.4525 OC/LA/INLAND EMPIRE DISPATCH - 800.49 1.2990 SAN DIEGO l)lsPATcn 888.844.5060 .n1tgline.e6 m - •• Page 2 Geotechnical Engineering / \ Construction Inspection / Materials Testing / Li I I Environmental OIIcE LöcA'IoNS .. .. : ORANGE COUNTY -. - - CORPORATE BRANCH 2992 E Li Patina Aenue Suite A .GEOTECHNICAL INVESTIGATION Anaheim CA 92906'Lot 9 and CMVITD Water Tank Site TO 714.632.2999. Fax 714 632 2974 --- - Grand Pacific Resorts Carlsbad, California SAN DIEGo : . '. . . : -• -. -- : . - IMPERIAL COUNTY . .. , .. S . .. . S. 6295 Ferns Squ ire Suite C San Diego. CA 9211;. . . - .'• . .-- :- : . • Tel 858 537 3999 Prepared For. Fax 858 537 3990 Grand Pacific Resorts 5900 Pasteur Court, Suite 200 l\IAD FMpiRF Carlsbad, California 92008 14467 Meridian Pakway, . ..- . •'• •• . '.- . . . •. . . = Building 2A Riverside, CA 92518 Tel: 951.653.4999 . . . . .. . .- . . ... . . S. • -: Fax 951.653.4666 , Prepared By MTGL Inc.' INDIl) 6295 Ferns Square, Suite C 44917 Gotl Centci Pkwy San Diego, California 92121 Suite] lndi6, CA 92201 Tel: 760.342:4677. - . - . •• - - •. . .. . . . - ... - . .. -. . . ..,. •--. : • •. . . -. Fax: 760.342.4525 . . . . . . . • - . - . . -. . • -. - . .... . . October 20, 2014 OC/LA/INLAND I \1P[RI DISPATCH - - : '. - . - . :. : - - - -. :- - • . : - • --. . . 800491 2990 SAN DIEGO Disp TCH MTGL Project No 1916A10 888844 060 MTGL Log No 14-1168 WW nitgtinc coin October 20, 2014 01:1 it' r I O( %llO\, Grand Pacific Resorts MTGL Project No 1916A10 5900 Pasteur Court, Suite 200 MTGL Log No 14-1168 C )IlI()l& I I 1111 \( I I Carlsbad, California 92008 I I a i'iiuiu.i Aniii -• - -- : •- - - - AnalletinA '92806 Attention Mr. Houston Arnold 1l4.,)2.29). .- -- : -• I 714.032.2474 Subject GEOTECHNICAL INVESTIGATION Lot 9 and CMWD Water Tank Site Grand Pacific Resorts Carlsbad, California I \lII- RII. C- (I('I ' •- 0 (2')S I iuit iII Dear Mr Arnold 'uix. I In accordance with your request and authorization we have completed a ix 8 13 7 Geotechnical Investigation for the subject site We are pleased to present the following report which addresses both engineering geologic and geotechnical conditions including a description of the site conditions, results of our field 1',I \II I 'iiI exploration and laboratory testing, our conclusions and recommendations for W 14-167. ikritli i' I'm k u grading and foundations design i1tiiktim2\ iicuxick. t-\ 925I1 Based on our investigation, the site will be suitable for construction, provided the -: I 1S I ( 4Ii9 I M 4066 recommendations presented herein are incorporated into the plans and specifications for the proposed construction Details related to geologic conditions, seismicity, site. preparation, foundation design, and construction considerations are also included in the subsequent sections of this report 44 lilt oil (. ulki l'L 'flflL i We appreciate this opportunity to be of continued service and look forward to intIi I \ 92201 providing additional consulting services during the planning and construction of the 10 760 f '•i 717- project Should you have any questions regarding this report, please do not hesitate to contact us at your convenience Respectfully submitted, I)lI I(II IV1TGL, Inc Ii 14411 000, — Yx\ liii t;O I)lsI't IC II 1 ~//10 Sam E Valdez, RCE 56226, GE 2813 ry Miller-Hicks, C S44 MIN)Vice Preside ering • - Engineering Geol sçt4AiL G -• LS 0 No. 1323 itIiii tllll (xP Gt 2813 Q. ENGINEERING es1211: Page i Lot 9 and CMWD Water Tank Site - Geotechnical Investigation MTGL Project No. 1916A10 Carlsbad, California MTGL Log No. 14-1168 TABLE OF CONTENTS 1.00 INTRODUCTION ------------------------------------------------------------------------------------------------------------------------- 1 1.01 PLANNED CONSTRUCTION ............................................................................................................1 1.02 SCOPE OF WORK ...........................................................................................................................1 1.03 SITE DESCRIPTION ............... . ... .....................................................................................................1 1.04 FIELD INVESTIGATION .............. . ...... . ............. . ........................... . ... . ............................................... 2 1.05 LABORATORY TESTING ........... . ..................................................................................................... 3 2.00 FINDINGS......................................................................................................................................4 2.01 REGIONAL GEOLOGIC CONDITIONS..............................................................................................4 2.02 SITE GEOLOGIC CONDITIONS ........................................................................................................ 4 2.03 GROUNDWATER CONDITIONS .......................................................................................................5 2.04 FAULTING AND SEISMICTY ............................................................................................................ 5 2.05 LIQUEFACTION POTENTIAL...........................................................................................................6 2.06 LANDSLIDES .................................................................................................................................. 6 2.07 TsUNAMI AND SEIcHE HAZARD .................................................................................................... 6 3.00 CONCLUSIONS...........................................................................................................................7 O 3.01 GENERAL CONCLUSIONS...............................................................................................................7 3.02 EARTHQUAKE ACCELERATIONS \ CBC SEISMIC PARAMETERS....................................................7 3.03 EXPANSION POTENTIAL ................................................................................................................8 4.00 RECOMMENDATIONS.............................................................................................................9 4.01 EXCAVATION CHARACTERISTICS/SHRINKAGE .............................................................................9 4.02 SETTLEMENT CONSIDERATIONS ...................................................................................................9 4.03 SITE CLEARING RECOMMENDATIONS .............................. . ........................................................... 10 4.04 SITE GRADING RECOMMENDATIONS - COMPLETE REMOVAL OF UNDOCUMENTED FILLS........10 4.05 SITE GRADING RECOMMENDATIONS - CUT/FILL TRANSITION .................................................... 10 4.06 SITE GRADING RECOMMENDATIONS - PARTIAL REMOVAL OF UNDOCUMENTED FILLS............11 4.07 COMPACTION REQUIREMENTS .................................................................................................... 11 4.08 FILL MATERIALS .........................................................................................................................12 4.09 SWIIVIMING POOLS.......................................................................................................................12 4.10 SLOPES ........................................................................................................................................12 4.11 FOUNDATIONS.............................................................................................................................13 4.11.1 CONVENTIONAL SHALLOW FOUNDATIONS ................................................... . ................ 13 4.11.2 CAST-IN-DRILLED-HOLE (CDII) PILES........................................................................13 4.12 CONCRETE SLABS ON GRADE AND MISCELLANEOUS FLATWORK ............................................. 14 4.13 PREwETFLNG RECOMMENDATION ..............................................................................................16 4.14 CORROSITIVITY...........................................................................................................................16 4.15 RETAINING WALLS .....................................................................................................................16 4.16 PAVEMENT DESIGN.......................................................................................................................18 Page ii Lot 9 and CMWD Water Tank Site - Geotechnical Investigation MTGL Project No. 1916A10 Carlsbad, California MTGL Log No. 14-1168 4.16.1 ASHALT CONCRETE ......................................................................................................... 18 4.16.2 PORTLAND CEMENT CONCRETE ........ ............................................................................. 18 4.17 CONSTRUCTION CONSIDERATIONS .............................................................................................19 4.17.1 MOISTURE SENSITIVE SOILS/WEATHER RELATED CONCERNS......................................19 4.17.2 DRAINAGE AND GROUNDWATER CONSIDERATIONS .......................................................19 4.17.3 TEMPORARY EXCAVATIONS AND SHORING....................................................................20 4.17.4 UTILITY TRENCHES ......................................................................................................... 22 4.17.5 SITE DRAINAGE ............................................................................................................... 22 4.18 GEOTECHNICAL OBSERVATION/TESTING OF EARTiiwortx OPERATIONS ..................................22 5.00 LIMITATIONS ........................................................................................................................... 24 ArFACH11ENTS: Figure 1 - Site Plan Figure 2 - Geologic Cross Section Figure 3 - Geologic Cross Section Figure 4— Retaining Wall Drainage Detail Appendix A - References Appendix B - Field Exploration Program Appendix C - Laboratory Test Procedures Appendix D - Standard Earthwork and Grading Specifications 0 - I Page iii Lot 9 and CMWD Water Tank Site - Geotechnical Investigation MTGL Project No. 1916A10 Carlsbad, California MTGL Log No. 14-1168 S 1.00 INTRODUCTION In accordance with your request and authorization, MTGL, Inc. has completed a Geotechnical Investigation for the subject site. The following report presents a summary of our findings, conclusions and recommendations based on our investigation, laboratory testing, and engineering analysis. 1.01 PLANNED CONSTRUCTION It is our understanding that the project will include construction of two four-story hotel buildings and one three-story timeshare building with an underground parking lot. The structures are anticipated to be supported by a conventional shallow foundation system with a slab-on-grade or by cast-in- drilled-holes (CIDH) piles with a structural slab. Other improvements at the site are to include automobile parking, concrete hardscape, swimming pool, and associate underground utilities. 1.02 SCOPE OF WORK The scope of our geotechnical services included the following: . Review of geologic, seismic, ground waterand geotechnical literature. Logging, sampling and backfilling of five exploratory borings drilled with an 8" hollow stem auger drill rig to a maximum depth of 51 Y2 feet below existing grades and five exploratory test pits with a backhoe to a maximum depth of 13'/2 feet below existing grade. Appendix B presents a summary of the field exploration program. Laboratory testing of representative samples (See Appendix C) Geotechnical engineering review of data and engineering recommendations. Preparation of this report summarizing our findings and presenting our conclusions and recommendations for the proposed construction. 1.03 SITE DESCRIPTION The project is located on the Carlsbad Municipal Water District (CMWD) above ground water storage tank site that is situated west of the northern end of The Crossing Drive in Carlsbad, California. The Site Plan, Figure 1, shows the site and proposed development layout. Original construction at the site consisted of creating a level pad for the above ground steel water storage tank. It is our understanding that the water storage tank has been abandoned and is to be removed. Based on information from a 2001 topographic map of the site the water storage tank sat at the top of 5 a hill at an elevation of about 261 feet msl. Slopes that descended from the site predominantly Page 1 Lot 9 and CMWD Water Tank Site - Geotechnical Investigation MTGL Project No; 1916A10 Carlsbad, California MTGL Log No. 14-1168. projected in northeastern, eastern, and southwestern directions. The site was then graded to its current elevations as part of the grading operations associated with the Crossings Golf Course. It was reported to us that the area east of the water storage tank was to be used as an over-flow automobile parking lot. At the time of our investigation we were not provided with any written documentation, such as compaction or as-graded reports, of the grading operations that previously occurred at the site. There is documentation that during the recent grading operations associated with the golf course human remains and other archeological artifacts were exposed at the site in the area southeast of the water storage tank. To protect the artifacts and remains in place a portion of the site was capped with red colored cement/sand slurry followed by fill soils. During the field portion of our investigation a separate exploration investigation, done by others, was underway at the site to help identify the area of cement/sand slurry. The Site Plan shows the location of the exposed cement/sand slurry which was provided to us by your office. The current configuration of the site consists of a relatively level area around the water storage tank with an elevation of about 262 feet msl (see Site Plan). The 'parking lot' area is unpaved with a high elevation of 263 feet msl on the western side and 258 feet msl on the eastern side. Descending slopes lead away from the site in northeastern, southeastern and western direction. A dirt access road extends from The Crossing Drive to the western corner of the site, near the water storage tank. Retaining walls that border the site on the western side are part of the Marbrisa Resorts development. 1.04 FIELD INVESTIGATION Prior to the field investigation, a site reconnaissance was performed by an engineer from our office to mark the boring and test pit locations, as shown on the Site Plan, and to evaluate the borings and test pits exploration locations with respect to obvious subsurface structures and access for the drilling rig. Underground Service Alert was then notified of the marked location for utility clearance. Our subsurface investigation consisted of drilling test borings utilizing a truck mounted drill rig equipped with an 8" diameter hollow stem auger and excavating test pits with a backhoe. See Appendix B for further discussion of the field exploration including logs of test borings and test pits. Page 2 [I Lot 9 and CMWD Water Tank Site - Geotechnical Investigation MTGL Project No. 1916A10 Carlsbad, California . MTGL Log No. 14-1168 S Borings were logged and sampled using Modified California Ring (Ring) and Standard Penetration Test (SPT) samplers at selected depth intervals. Samplers were driven into the bottom of the boring with successive drops of a 140-pound weight falling 30 inches. Blows required driving the last 12 inches of the 18-inch Ring and SPT samplers are shown on the boring logs in the "blows/foot" column (Appendix B). SPT was performed in the borings in general accordance with the American Standard Testing Method (ASTM) D1586 Standard Test Method. Representative bulk soil samples were also obtained from our borings and test pits. Each soil sample collected was inspected and described in general conformance with the Unified Soil Classification System (USCS). The soil descriptions were entered on the boring logs. All samples were sealed and packaged for transportation to our laboratory. 1.05 LABoRATORY TESTING - Laboratory tests were performed on representative samples to verify the field classification of the recovered samples and to determine the geotechnical properties of the subsurface materials. All laboratory tests were performed in general conformance with ASTM or State of California Standard Methods. The results of our laboratory tests are presented in Appendix C of this report. ~m Lot 9 and CMWD Water Tank Site - Geotechnical Investigation MTGL Project No. 1916A 10 Carlsbad, California MTGL Log No. 14-1168 2.00 FINDINGS 2.01 REGIONAL GEOLOGIC CONDITIONS The site is located in the coastal portion of the Peninsular Range Province of California. This area of the Peninsular Range Province has undergone several episodes of marine inundation and subsequent marine regression throughout the last 54 million years, which has resulted in the deposition of a thick sequence of marine and nonmarme sedimentary rocks on the basement rock of the Southern California Batholith. Gradual emergence of the region from the sea occurred in Pleistocene time, and numerous wave-cut platforms, most of which were covered by relatively thin marine and nonmarine terrace deposits, formed as the sea receded from the land. Accelerated fluvial erosion during periods of heavy rainfall, coupled with the lowering of the base sea level during Quaternary times, resulted in the rolling hills, mesas, and deeply incised canyons which characterize the landforms in the general site vicinity today. 2.02 SITE GEOLOGIC CONDITIONS As observed during this investigation, and our review of geotechnical maps, the site is underlain at . depth by Quaternary-aged Old Paralic Deposits, Unit 2-4 Undivided (Q0p24 and Tertiary-aged Santiago Formation. Residual soils and undocumented fill materials were encountered above the formational materials. Logs of the subsurface conditions encountered in our borings are provided in Appendix B. Generalized descriptions of the materials encountered during this investigation are presented below. Geologic cross sections are shown on Figure 2 and 3. Undocumented fill soils were encountered in all borings and test pits, except for Boring B-3, and ranged in depth from 11/2 to 41 feet below existing grade. As observed in our borings and test pits, the fill materials consisted of light brown, brown, orange, and gray poorly graded sand (SP), Silty Sand (SM) and Clayey Sand (SC). The sandy materials are fine to coarse grain, dry to moist, and medium dense to dense. The fill materials also consisted of brown and dark brown Clay (CL) and Fat Clay (CH). The clays are medium plasticity, moist and stiff to very stiff. The fills also contain mixtures of Poorly Graded Sand with Clayey Sand (SP/SC) and Clayey Sand with Clay (SC/CL). Gravel and trash were encountered within the fill materials. Since we do not have any documentation of the placement of these fill materials the fills are considered undocumented and unsuitable for structural support in their current condition. Residual soils were encountered in Boring B-2 beneath the cement/sand slurry. The residual soils consisted of brown Silty Sand (SM) that was fine grain, dry to moist, and loose. Some trash was encountered within this layer. The residual soils layer is the zone of materials where the human Page 4 Lot 9 and CMWD Water Tank Site - Geotechnical Investigation MTGL Project No. 1916A10 Carlsbad, California MTGL Log No. 14-1168 remains and other archeological artifacts were previously found at the site. The residual soils are not considered suitable for structural support in their current condition. Pockets of trash and debris were encountered within the borings and test pits done as part of this investigation and during the test pits performed for the cement/slurry investigation done by others. The types of trash and debris encountered consisted of aluminum cans, glass, clothing, shoes, metal piping and other miscellaneous trash. Quaternary-aged Old Paralic Deposits, Unit 2-4 Undivided (QoP24 [formerly Terrace Deposits] was encountered in four of the borings and one of the test pits at depths that ranged from existing ground surface to 211/2 below existing grade. As observed in our explorations, the Old Paralic Deposits consisted of orangish brown Silty Sandstone that was fine to medium grained, moist and moderately cemented. In general, the Old Paralic Deposits have a very low expansive potential and are considered suitable for support of structural loading in their current condition. Tertiary-aged Santiago Formation was encountered in one boring, B-i, at a depth of approximately 41 feet below existing grade. The Santiago Formation material encountered consisted of olive gray, light brown and orange Silty Sandstone that was fine grained, moist, and moderately cemented. The Santiago Formation material is expected to underlie Old Paralic Deposits. In general, the sandy materials of the Santiago Formation are considered suitable for support of structural loading in their current condition; however, there are highly expansive clayey portions of the formation that require special handling during construction. 2.03 GROUNDWATER CONDITIONS Seepage and/or groundwater were not observed in our investigation. However, it should be recognized that excessive irrigation, or changes in rainfall or site drainage could produce seepage or locally perched groundwater conditions within the soil underlying the site. 2.04 FAULTING AND SEIsMiicrrY Activ'ë earthquake faults are one of the most significant geologic hazards to development in California. Active faults are those which have undergone surface displacement within the last approximately 11,000 years. Potentially active faults show evidence of surface displacement within the last approximately 1.6 million years. The site is not located within the Alquist-Pnolo Earthquake Fault Zone and therefore surface rupture of an active fault is not considered to be a significant geologic hazard at the site. Page 5 Lot 9 and CMWD Water Tank Site - Geotechnical Investigation MTGL Project No. 1916A10 Carlsbad, California MTGL Log No. 14-1168 Potential seismic hazards at the site are anticipated to be the result of ground shaking from distant active faults. The nearest known active fault is the Rose Canyon fault zone, which is located about 5.3 miles (8.5 km) southwest of the site. A number of other significant faults also occur in the San Diego metropolitan area suggesting that the regional faulting pattern is very complex. Faults such as those offshore are known to be active and any could cause a damaging earthquake. The San Diego metropolitan area has experienced some major earthquakes in the past, and will likely experience future major earthquakes. 2.05 LIQUEFACTION POTENTIAL Liquefaction is a phenomenon where earthquake induced ground vibrations increase the pore pressure in saturated, granular soils until it is equal to the confining, overburden pressure. Whenthis occurs, the soil can completely lose its shear strength and become liquefied. The possibility of liquefaction is dependent upon grain size, relative density, confining pressure, saturation of the soils, and strength of the ground motion and duration of ground shaking. In order for liquefaction to occur three criteria must be met: underlying loose, coarse-grained (sandy) soils, a groundwater depth of less than about 50 feet and a nearby large magnitude earthquake. Given the relatively dense nature of the subsurface soils, and the absence of a groundwater table, the potential for liquefaction at the site is considered to be negligible. 2.06 LANDSLIDES Since the existing slopes at the site were constructed with undocumented fill materials there is a high potential for landslides to occur within the fill materials at the site. The location and extent of the landslides cannot be determined at this time. Remedial grading recommendations are presented in this report to mitigate the potential for landslides at the site. 2.07 TSUNAMi AND SEICI-IE HAZARD The site is not located within an area mapped by the California Geological Survey as subject to inundation by tsunami. Given the location of the site at an elevation of approximately 260 feet MSL, within a densely developed area, the inundation hazard posed by tsunami is considered to be low. Seiches are not considered to be a hazard due the planned removal of the existing above- ground water tank. There are no other nearby bodies of water impoundment. Page 6 Lot 9 and CMWD Water Tank Site - Geotechnical Investigation MTGL Project No. 1916A10 Carlsbad, California MTGL Log No. 14-1168 S 3.00 CONCLUSIONS 3.01 GENERAL CONCLUSIONS Given the findings of the investigation, it appears that the site geology is suitable for the proposed construction. Based on the investigation, it is our opinion that the proposed development is safe against landslides and settlement provided the recommendations presented in our report are incorporated into the design and construction of the project. Grading and construction of the proposed project will not adversely affect the geologic stability of adjacent properties. The nature and extent of the investigation conducted for the purposes of this declaration are, in our opinion, in conformance with generally accepted practice in this area. Therefore, the proposed project appears to be feasible from a geologic standpoint. There appears to be no significant geologic constraint onsite that cannot be mitigated by proper planning, design, and sound construction practices. Specific conclusions pertaining to geologic conditions are summarized below: Due to proximity of the site to regional active and potentially active faults, the site could experience moderate to high levels of ground shaking from regional seismic events within the projected life of the building. A design performed in accordance with the current . California Building Code and the seismic design parameters of the Structural Engineers Association of California is expected to satisfaôtonly mitigate the effects of future ground shaking. The potential for active (on-site) faulting is considered low. The potential for liquefaction during strong ground motion is considered low. The potential for landslides to occur is considered low if the remedial recommendations presented herein are incorporated. The on-site undocumented fill materials are considered not suitable for structural support in their present condition. Recommendations are presented in the following sections for remedial grading at the site. The proposed structures may be supported by either a conventional shallow foundation system if the undocumented fill materials are mitigated as recommended or by a deep foundation system with reduced remedial grading requirements. 3.02 EARTHQUAKE ACCELERATIONS \ CBC SEISMIC PARAMETERS The 2013 California Building Code seismic design parameters were obtained from the USGS website using a project location of latitude 33.13° North and a longitude of 117.31° West. Based E Page 7 Parameter V 'a1ue - Ss -- 1.118g - Si 0.430k' Site Class - - D • SMS - 1.1779 SMI - -' • 0.675g - . SDS.- ' -- - 0.785g SDI - 0.450g 'V , •-• '- .4 Lot 9 and CMWD Water Tank Site - Geotechnical Investigation MTGL Project No 1916A10 4.1 -: Carlsbad, California 'V MTGL Log No. 14-1168 4 •i•• -.. ,• - - .4 -'. -• SA upon the anticipated grading requirements at the site a Site Class --D was used for the project The 2013 Seismic Design Parameters are presented below 4 4 Lot 9 and CMWD Water Tank Site - Geotechnical Investigation MTGL Project No. 1916A10 Carlsbad, California 0 MTGL Log No. 14-1168 4.00 RECOMMENDATIONS Our recommendations are considered minimum and may be superseded by more conservative requirements of the architect, structural engineer, building code, or governing agencies. The foundation recommendations are based on the expansion index and shear strength of the onsite soils. Import soils, if necessary should have a very low expansion potential (Expansion Index less than 20) and should be approved by the Geotechnical Engineer prior to importing to the site. In addition to the recommendations in this section, additional general earthwork and grading specifications are included in Appendix D. 4.01 EXCAVATION CHARACTERISTICS/SHRINKAGE Our exploratory borings were advanced with little difficulty within the fill and residual soils and no oversize materials were encountered in our subsurface investigation. Our exploratory borings were advanced with some effort within the moderately cemented formational materials. Accordingly we expect that all earth materials will be rippable with conventional heavy duty grading equipment with experienced operations and that oversized materials are not expected. Shrinkage is the decrease in volume of soil upon removal and recompaction expressed as a percentage of the original in-place volume, which will account for changes in earth volumes that will occur during grading. Bulking is the increase in volume of soil upon removal recompaction expressed as a percentage of the original in-place volume. Our estimate for shrinkage of the onsite fill soils are expected to range from 5 to 10 percent. Our estimate for bulking of the formational materials is estimated to range from 5 to 10 percent. It should be noted that bulking and shrinkage potential can vary considerably based on the variability of the in-situ densities of the materials in question. 4.02 SETTLEMENT CONSIDERATIONS Based on the proposed grading recommendations, we anticipate that properly designed and constructed foundations that are supported on compacted fill materials will experience a total static settlement of up to 1.0 inch with differential settlements of Y2 an inch. As a minimum, structures supported by shallow conventional foundations should be designed to accommodate a total settlement of at least 1.0 inch with differential settlements of Y2 an inch over a horizontal distance of 40 feet. S Page 9 Lot 9 and CMWD Water Tank Site - Geotechnical Investigation MTGL Project No. 1916A10 Carlsbad, California MTGL Log No. 14-1168 4.03 SITE CLEARING RECOMMENDATIONS All surface vegetation, trash, debris, asphalt concrete, Portland cement concrete and underground pipes should be cleared and removed from the proposed construction site. Underground facilities such as utilities may exist at the site.. Depressions resulting from the removal of foundations of existing buildings, buried obstructions and/or tree roots should be backfllled with properly compacted material. All organics, debris, trash and topsoil should be removed from the grading area and hauled offsite. 4.04 SITE GRADING RECOMMENDATIONS - COMPLETE REMoVAL OF UNDOCUMENTED FILLS Remedial grading at the site should include removal of all undocumented fills to expose undisturbed formational materials (Old Paralic Deposits, Unit 2-4, Undivided or Santiago Formation). Based on information from the borings, removals may extend to about 41 feet below existing grade. The bottom of the removals should then be evaluated by the geotechnical engineer or geologist to see if further remedial grading is warranted. Once formational materials have been exposed and approved, the undocumented fill materials (with an expansion index of less than 50 and with no deleterious materials) may be placed as compacted fill. Prior to fill placement, the exposed excavation bottom should be scarified to a depth of 8 to 12 inches, moisture conditioned and re-compacted. The materials should be compacted to at least 90 percent of the maximum dry density as determined by ASTM Test Method D1557 at a moisture content that is slightly above optimum moisture content. Fill materials placed at a depth greater than 30 feet below finished grade should be compacted to a minimum of 95 percent of the maximum dry density. Structures founded on soils that were prepared as described above may be supported by conventional slab-on-grade construction on a shallow foundation system. 4.05 SITE GRADING RECOMMENDATIONS - CUT/FILL TRANSITION After remedial grading to remove all undocumented fill materials has been performed, there is a potential within the individual building footprints to have a transition where footings rest both on undisturbed formational materials and compacted fill. This 'cut/fill' transition could result in adverse differential settlement. To mitigate the cut/fill transition we recommend that the formational deposits within the cut portion of the building pad be over-excavated to a depth equal to one-half of the maximum fill depth (but not less than 3 feet) of the fill portion of the building pad. The depths - are those measured from the bottom of the proposed footings. The over-excavated cut soils may Page 10 Lot 9 and CMWD Water Tank Site - Geotechnical Investigation MTGL Project No. 1916A10 Carlsbad, California MTGL Log No. 14-1168 then be placed as compacted fill. The purpose of the cut/fill mitigation is to provide a uniform fill of at least 3 feet mat beneath all of the footings. 4.06 SITE GRADING RECOMMENDATIONS - PARTIAL REMOVAL OF UNDOCUMENTED FILLS For structures which are planned to be supported by cast-in-drilled-hole (CIDH) pile foundation system with structural slab, we recommend that remedial grading beneath the structure be performed which includes over-excavation and re-compaction of the upper three feet of soils below finished grade elevation. Prior to re-compaction of soils, the exposed excavation bottom should be scarified to at least 8 to 12 inches, moisture conditioned, and compacted. The materials should be compacted to a minimum of 90 percent of the maximum density at a moisture content that is slightly above optimum. For existing slopes that were constructed with undocumented fill materials, and are planned to be left in place without remedial grading being performed, we recommend slope stabilization using retaining walls supported by soils that have been remediated or C[DH piles. Once layout and extent of slopes that are to be left in place have been identified MTGL should be contacted to provide slope I stability evaluation and mitigation alternatives. For hardscape areas where remedial grading will not be performed we recommend that the upper three feet of finished grade materials be removed and re-compacted. Prior to re-compaction of soils, the exposed excavation bottom should be scarified to at least 8 to 12 inches, moisture conditioned, and compacted. The materials should be compacted to a minimum of 90 percent of the maximum density at a moisture content that is slightly above optimum. With this alternative there is a high probability that adverse settlement will occur below hardscape. Recommendations are presented in this report to help reduce the effects of such settlement. 4.07 CoIvIPAcTIoN REQUIREMENTS All fill materials should be compacted to at least 90 percent of maximum dry density as determined by ASTM Test Method D1557. Deep fill materials, those placed at a depth that is greater than 30 feet below finished grade, should be compacted to at least 95 percent of the maximum dry density as determined by ASTM D1557. Fill materials should be placed in loose lifts, no greater than 8 inches prior to applying compactive effort. All engineered fill materials should be moisture-conditioned and processed as necessary to achieve a uniform moisture content that is slightly above optimum moisture content and within moisture limits required to achieve adequate bonding between lifts. Page 11 Lot 9 and CMWD Water Tank Site - Geotechnical Investigation MTGL Project No. 1916A10 Carlsbad, California MTGL Log No. 14-1168 408 FILL MATERIALS : Removed and/or over-excavated soils may be reused as engineered fill except for expansive soils (expansion index greater than 50) and soils containing detrimental amounts of organic material, trash and other debris. . Imported materials shall be free from vegetable matter and other deleterious substances, shall not contain rocks or lumps of a greater dimension than 4 inches, shall have an expansion index of less than 20, and shall be approved by the geotechnical consultant. Soils of poor gradation, expansion, or strength properties shall be placed in areas designated by the geotechnical consultant or shall be removed off-site. . 4.09 SWIMMING POOLS . Soils to be placed within five feet of planned swimming pool bottoms should have a low expansion potential, expansion index less than 20. The low expansion potential should extend a minimum of five feet beyond pool footprint. . 4.10 SLOPES . Remedial grading at the site will include construction of new fill slopes. We recommend that slopes be inclined no steeper than 2:1 (horizontal to vertical). Fills over, sloping ground should be constructed entirely on prepared bedrock. In areas where the existing ground surface slopes at more than a 5:1 gradient, it should be benched to produce a level area to receive the fill. Benches should be wide enough to provide complete coverage by the compaction equipment during fill placement. Slopes constructed at 2:1 or flatter should be stable with regard to deep seated failure with a factor of safety greater than 1.5, which is the generally accepted safety factor. However, all slopes are susceptible to surficial slope failure and erosion, given substantial wetting of the slope face. Surficial slope stability may be enhanced by providing proper site drainage. The site should be graded so that water from the surrounding areas is not able to flow over the top of the slopes. Diversion structures should be provided where necessary. Surface runoff should be confined to gunite-lined swales or other appropriate devises to reduce the potential for erosion. It is recommended that slopes be planted with vegetation that will increase their stability. Ice plant is generally not recommended. .. S V .• Page 12 Lot 9 and CMWD Water Tank Site - Geotechnical Investigation MTGL Project No. 1916A10 Carlsbad, California MTGL Log No. 14-1168 4.11 FOUNDATIONS The recommendations and design criteria are "minimum" in keeping with the current standard-of- practice. They do not preclude more restrictive criteria by the governing agency or structural considerations. The project structural engineer should evaluate the foundation configurations and reinforcement requirements for actual structural loadings. The foundation design parameters assumes that remedial grading is conducted as recommended in this report, and that all the buildings are underlain by a relatively uniform depth of compacted fill with a low to medium expansion potential. Note that expansion index testing should be conducted on the individual building pads during finish grading in order to confirm this assumption. Conventional shallow foundations are considered suitable for support of the proposed structures provided that remedial grading to remove undocumented fill materials and mitigation of cut/fill transitions are performed. If remedial grading is not performed, then proposed structures should be supported by cast-in-drilled-hole (CIDH) piles. 4.11.1 CONVENTIONAL SHALLOW FOUNDATIONS 3,000 lbs/& (allow a one-third increase for short-term wind or seismic loads). The allowable soil bearing may be increase 500 lbs/& for every 12-inch increase in depth above the minimum footing depth and 250 lbs/& for every 12-inch increase in width above the minimum footing width. The bearing value may not exceed 6,000 lbs/& 24 inches 24 inches below lowest adjacent soil grade 350 psf per foot of depth. Passive pressure and the friction of resistance could be combined without reduction I Allowable Soil Bearing: Minimum Footing Width: Minimum Footing Depth: Coefficient of Friction: 0.33 Passive Pressure 4 11.2 Cast-In-Drilled Hole (CIDH) PILES As an alternative to using a conventional shallow foundation system, which requires mitigation of undocumented fill soils, structures at the site may be supported by cast-in-drilled hole (CIDH) piles extending a minimum of 10 feet into the formational materials (Old Paralic Deposits, Unit 2-4, Undivided or Santiago Formation). The downward and uplift capacities of Page 13 -- -• - I. Lot 9 and CMWD Water Tank Site - Geotechrncal Investigation MTGL Project No 1916A10 Carlsbad, California - - •.. MTGL Log No. 14-1168 - . -• 4 W - CIDH piles are presented below. The capacities are for dead plus live jôad; a one-third mcrease may be used when considering, short-term wind or seismic loads The capacities recommended are based on the strength of the soils, the compressive and tensile strength of the CIDH piles should be verified by a structural engmeer CIDH piles in groups should be spaced at least 2Y2 pile diameters on centers, but not less than three feet. If piles are spaced accordingly; then no reduction in downward capacity of the piles due to group action is necessary. - •. - -. . . - --- I . .-- - -- CIDHEileSizè.......:' Dd:Caçâcii7 UpatdCàpacit -' •-'4. ' (mches) .'- -_ ... i.- -,.. . , (kips) - .30 .•, 100 •, '.. 10.. 36 150 12 42 * 200 -4 • 4. 14 4 4.. The lateral resistance of CIDH piles may be determmed using the formulas in Section 1807A.3 of the 2013 California Building Code When using the formulas, a lateral bearing of 450 psf per foot of depth may be used for that portion of the pile that is within formational materials, up to 4,500 psf. The passive resistance of the compacted/undocumented fill against CIDH pile caps and grade beams may be assumed to be equal to the pressure developed by a fluid with a density of 200 pcf, A one-third increase in the passive value may be used for wind or seismic loads The resistance of the CDII piles and the passive resistance of the soils may be combined without reduction in determining the total lateral resistance 4 12 CONCRETE SLABS ON GRADE AND MISCELLAOUS FLAORK interior slab-on-grade should be designed for the actual applied loading conditions expected The structural engineer should size and reinforce slabs to support the expected loads utilizing. accepted methods of concrete design, such as those provided 6y the Portland Cement Association or the re.' American Concrete Institute A modulus of subgrade reaction of 150 pounds per cubic inch (pci) could be utilized in design Based on geotechmcal consideration, interior slab for conventional slab- on-grade design should be a minimum of 5 inches and should be reinforced with at least No 4 bars on 18 centers, each way. Actual reinforcement should be designed by the project structural engmeer based upon medium expansion potential Structural slabs should be designed by the structural engineer and should span from foundation suppo'4rts I .. - • Concrete slabs constructed on soil ultimately cause the moisture content to rise in the underlying ; .. soil This results from continued capillary rise and the termination of normal evapotranspiration Page 14 - I I Lot 9 and CMWD Water Tank Site - Geotechnical Investigation MTGL Project No. 1916A10 Carlsbad, California MTGL Log No. 14-1168 Because normal concrete is permeable, the moisture will eventually penetrate the slab. Excessive moisture may cause mildewed carpets, lifting or discoloration of floor tiles, or similar problems. To decrease the likelihood of problems related to damp slabs, suitable moisture protection measures should be used where moisture sensitive floor coverings, moisture sensitive equipment, or other factors warrant. A commonly used moisture protection in southern California consists of about 2 inches of clean sand covered by at least 10 mil plastic sheeting. In addition, 2 inches of clean sand are placed over the plastic to decrease concrete curing problems associated with placing concrete directly on an impermeable membrane. However, it has been our experience that such systems will transmit from approximately 6 to 12 pounds of moisture per 1,000 square feet per day. This may be excessive for some applications, particularly for sheet vinyl, wood flooring, vinyl tiles, or carpeting with impermeable backing that use water soluble adhesives. If additional moisture protection is needed, then a Stego Wrap moisture barrier, or equivalent, may be used in lieu of 10 mil plastic sheeting. The Stego Wrap should be installed per the manufacturers' recommendations. Concrete is a rigid brittle material that can withstand very little strain before cracking. Concrete, particularly exterior hardscape is subject to dimensional. changes due to variations in moisture of the concrete, variations in temperature and applied loads. It is not possible to eliminate the potential for cracking in concrete; however, cracking can be controlled by use of joints and reinforcing. Joints provide a pre-selected location for concrete to crack along and release strain and reinforcement provides for closely spaced numerous cracks in lieu of few larger visible cracks. Crack control joints should have a maximum spacing of 5 feet for sidewalks and 10 feet each way for slabs. Differential movement between buildings and exterior slabs, or between sidewalks and curbs may be decreased by doweling the slab into the foundation or curb. Exterior concrete slabs on the expansive site soils may experience some movement and cracking. Exterior slabs should be at least 4 inches thick and should be reinforce with at least 6x6, W2.9/W2.9 welded wire fabric or No. 4 bars spaced at 18 inches on center, each way, supported firmly at mid- height of the slab. Exterior slab areas where complete removal of undocumented fill materials was not performed should be supported by concrete which is at least 5 inches thick with No. 4 bars spaced at 18 inches on center. The slabs should be doweled into curbs and building foundations. The intent of this recommendation is to minimize the potential for adverse settlement that may occur as a result of leaving in undocumented fills. I] Page 15 Lot 9 and CMWD Water Tank Site - Geotechnical Investigation MTGL. Project No. 1916A10 Carlsbad, California MTGL Log No. 14-1168 4.13 PREWETITING RECOMMENDATION The soils underlying the slab-on-grade should be brought to a minimum of 2% and a maximum of 4% above their optimum moisture content for a depth of 12 inches prior to the placement of concrete. The geotechnical consultant should perform insitu moisture tests to verify that the appropriate moisture content has been achieved a maximum of 24 hours prior to the placement of concrete or moisture barriers. 4.14 CoRRosIvrrY Corrosion series tests consisting of pH, soluble sulfates, soluble chlorides, and minimum resistivity were performed on selected samples of the on-site soils. Soluble sulfate levels for the on-site fill soils indicate a negligible sulfate exposure for concrete structure. As such, no special considerations are required for concrete placed in contact with the on-site soils. However, it is recommended that Type II cement to be used for all concrete. Based on the soluble chloride levels the on-site soils have a degree of corrosivity to metals that is corrosive. Based on the pH and Resistivity, the on-site soils have a degree of'corrosivity to ferrous metals that is moderately corrosive to very corrosive. The actual corrosive potential is determined by many factors in addition to those presented herein. MTGL, Inc. does not practice corrosion engineering. Underground metal conduits in contact with the soil need to be protected. We recommend that a corrosion engineer be consulted. 4.15 RETAINING WALLS Embedded structural walls should be designed for lateral earth pressures exerted on the walls. The magnitude of these earth pressures will depend on the amount of deformation that the wall can yield under the load. If the wall can yield sufficiently to mobilize the full shear strength of the soils, it may be designed for the active condition. If the wall cannot yield under the applied load, then the shear strength of the soil cannot be mobilized and the earth pressures will be higher. These walls such as basement walls and swimming pools should be designed for the at rest condition. If a structure moves towards the retained soils, the resulting resistance developed by the soil will be the passive resistance. For design purposes, the recommended equivalent fluid pressure for each case for walls constructed above the static groundwater table, backfilled with low expansive soils, and where remedial grading has been performed is provided below. Retaining wall backfill should be compacted to at least 90% Page 16 Lot 9 and CMWD Water Tank Site - Geotechmc74al Investigation MTGL Project No 1916A10 Carlsbad, California . . MTGL Log No. 14-1168 " S relative compaction based on the maximum density defined by ASTM D1557 Retaining structures may be designed to resist the following lateral earth pressures Allowable Beanng Pressure - 3,000 psf Coefficient of Friction (Soil to Footing) —0 33 Passive Earth Pressure - equivalent fluid weight of 300 pcf (Maximum of 2,000 pcf) At rest lateral earth pressure - 70 pcf, Active Earth Pressures - equivalent fluid weights 4 c .4 --4-' ..* Slop"e of Retained Equivalent Fluid Weight 4 - •..... Material. (J)cl) - Level 4 ..50. 2:1 (H:V) I : ' '.. 85 7*4 .; 4' 7 €.• .' ".',. It is 'recommended that all retailing wall footings' be embedded at least 24 inches below the lo''est adjacent finish grade.,In addition, the wall footings should be designed and reinforced as required for structural considerations Lateral resistance parameters provided above are ultimate values Therefore, a suitable factor of safety should be applied to these values for design purposes The appropriate factor of safety will depend on the design condition and should be determined by the project Structural Engineer..If any super-imposed loads are anticipated, this office should be' notified so that appropnate recommendations for earth pressures may be provided.. 4 '4 Retaining structures should be drained to prevent the accumulation of subsurface water behind the walls Back drains should be installed behind all retaining walls exceeding 3.0 feet in height A .. 4 - ,- , . 4, 45 . typical detail for retaining wall back drains is presented as Figure 4 All back drams should be outlet Jo suitable drainage devices Walls and portions thereof that retain soil and enclose interior spaces and floors below grade should be waterproofed and damp-proofed in accordance with the 2013 CBC 4- 4 For retaining walls exceeding 6 feet m height we recommend that a seismic retaining wall design be conducted by the structural engineer.. For seismic design we used a peak site acceleration of 0.45g calculated from the modified seismic design parameters (S§/2.5). For a retained wall condition, such as the planned basement levels, we recommend a seismic load of 18H be used for design. The - seismic load is dependent of the retained wall height where H is the height of the wall, in feet, and C I * .4 Page 17 r 4 1 41 '4 ' 4 A. A. -. S.. 1• 4 162 PORTLAND CEMENT CONCRETE A A Concrete pavement design was conducted in accordance with the simplified design procedure of the Portland Cement Association This methodology is based on a 20 year design lift For design, it was assumed that aggregate interlock would be used for load transfer across control joints Laboratory R-Value tests indicate that the subgrade materials will provide a 'low' subgrade support Based on these assumptions, we recommend that the pavement section consist of 6 inches of Portland cement c4oncrete over native subgrade This PCC section is A 4 _l_ . - . .• I. -. -- - - -. . _4. - ..- .,*I' -A- a - • ..4L - - -. . -. t - Page 18 A I A - - - .•- ,- . -.- -- . - A - A 'fr 4W 4 .;Traffic Index - Asphal t Thickness Base Thickness - 4.5 . - __.4:iflhS. . 4 inches 6.0 - '4 inches 9Y2 inches '.-. . . ., -A . .• . ;- - ;-._ -Lot 9 and CMWD Water Tank Site- Geotechnical Investigation -MTGL Project No. 1916A10 . -• Carlsbad California MTGL Log No 14-1168 - A tle calculated triangular loads result in pounds per square foot exerted at the base of the walPand r zero at the top of the wall 'A. -- - 4.16 PAVEMENT DESIGN'., - . - -' A • - - . 4 . - - Alternatives for asphalt or Portland cement concrete pavements are given below: Imiediately prior to constructing pavement sections, the upper 12 inches of pavement subgrade should be scarified, brought to about optimum moisture content, and compacted to at least 95 percent of the maximum dry density as determined by ASTM D 1557 Aggregate base should also be compacted to at least 95 percent relative compaction. Aggregate base should conform to Caltrans Class II- 4or Standard Specifications for Public Works Constructions (SSPWC), Section 200 for crushed aggregate base. -. Asphalt concrete should be compacted to at least 95 percent of the Hveem unit weight. Asphalt concrete should conform to SSPWC Section 400-4 4 . t . 4-• :4 -. - ..r 4 16 1 ASPHALT CONCRETE A Asphalt concrete pavement design was conducted in general accordance with Caltrans Design Method (Topic 608.4). Two traffic types are anticipated at the site These include areas of light traffic and passenger car parking (Traffic Index of 4 5), and access and truck routes (Traffic Index of .6.0). The project civil engineer should review these anticipated traffic levels to - determine if they are appropriate. Laboratory R-Value tests on the site soils indicate that an R- -. - Value of 15 may be used for preliminary pavement design R-Value confirmation and final pavement design should be performed on the finished soils within the pavement areas The A following pavement sections would apply based on the Caltrans Dsign Method:, . Lot 9 and CMWD Water Tank Site - Geotechnical Investigation MTGL Project No. 1916A10 Carlsbad, California MTGL Log No. 14-1168 S applicable for both truck traffic areas and passenger car parking areas. Crack control joints should be constructed for all PCC pavements on a maximum of 10 foot centers, each way. Concentrated truck traffic areas, such as trash truck aprons, should be reinforced with at least No. 4 bars on 18-inch centers, each way. 4.17 CONSTRUCTION CONSIDERATIONS 4.17.1 MOISTURE SENSITIVE SOILS/WEATHER RELATED CONCERNS The upper soils encountered at this site may be sensitive to disturbances caused by construction traffic and to changes in moisture content. During wet weather periods, increases in the moisture content of the soil can cause significant reduction in the soil strength and its support capabilities. In addition, soils that become excessively wet may be slow to dry and thus significantly delay the progress of the grading operations. Therefore, it will be advantageous to perform earthwork and foundation construction activities during the dry season. Much of the on-site soils may be susceptible to erosion during periods of inclement weather. As a result, the project Civil Engineer/Architect and Grading Contractor should take appropriate precautions to reduce the potential for erosion during and after construction. 4.17.2 DRAINAGE AND GROUNDWATER CONSIDERATIONS No groundwater was encountered within the maximum explored depth of 51 Y2 feet below existing grade. It should be noted, however, that variations in the ground water table may result from fluctuation in the ground surface topography, subsurface stratification, precipitation, irrigation, and other factors that may not have been evident at the time of our exploration. Seepage sometimes occurs where relatively impermeable and/or cemented formational materials are overlain by fill soils. We should be consulted to evaluate areas of seepage during construction. Water should not be allowed to collect in the foundation excavation, on floor slab areas, or on prepared subgrades of the construction area either during or after construction. Undercut or excavated areas should be sloped to facilitate removal of any collected rainwater, groundwater, or surface runoff. Positive site drainage should be provided to reduce infiltration of surface water around the perimeter of the building and beneath the floor slabs. The grades should be sloped away from the building and surface drainage should be collected and discharged such that water is not permitted to infiltrate the backfill and floor slab areas of the building. Page 19 Lot 9 and CMWD Water Tank Site - Geotechnical Investigation MTGL Project No. 1916A10 Carlsbad, California MTGL Log No. 14-1168 4.17.3 TEMPORARY EXCAVATIONS AND SHORING Short term temporary excavations, in existing soils may be safely made at an inclination of 1:1 (horizontal to vertical) or flatter. If vertical sidewalls are required in excavations greater than 3 feet in depth, the use of cantilevered or braced shoring is recommended. Excavations less than 3 feet in depth may be constructed with vertical sidewalls without shoring or shielding. Our recommendations for lateral earth pressures to be used in the design of cantilevered and/or braced shoring are presented below. These values incorporate a uniform lateral pressure of 72 psf to provide for the normal construction loads imposed by vehicles, equipment, materials, and workmen on the surface adjacent to the trench excavation. However, if vehicles, equipment, materials, etc. are kept a minimum distance equal to the height of the excavation away from the edge of the excavation, this surcharge load need not be applied. ~ 0 / . H -. OH / • - • • - L P. 30 H psi • 72 psi - P. 25 H Psi w i n 72 Psi - P, Total = 72 psis 30 H • P. Total = 72 pots 25 H pof SHORING DESIGN: LATERAL SHORING PRESSURES Design of the shield struts should be based on a value of 0.65 times the indicated pressure, Pa, for the approximate trench depth. The wales and sheeting can be designed for a value of 2/3 the design strut value. . Lot 9 and CMWD Water Tank Site - Geotechnical Investigation MTGL Project No. 1916A 10 Carlsbad, California MTGL Log No. 14-1168 Al TRUTS ; _ D (typ.) HSh SHIELD -v UNDISTURBED SOIL— BEDDING P, = 30 Hs' psf HEIGHT OF SHIELD, HSh = DEPTH OF TRENCH, D , MINUS DEPTH OF SLOPE, H1 TYPICAL SHORING DETAIL Placement of the shield may be made after the excavation is completed or driven down as the material is excavated from inside of the shield. If placed after the excavation, some over- excavation may be required to allow for the shield width and advancement of the shield. The shield may be placed at either the top or the bottom of the pipe zone. Due to the anticipated thinness of the shield walls, removal of the shield after construction should have negligible effects on the load factor of pipes. Shields may be successively placed with conventional trenching equipment. Vehicles, equipment, materials, etc. should be set back away from the edge of temjorary excavations a minimum distance of 15 feet from the top edge of the excavation. Surface waters should be diverted away from temporary excavations and prevented from draining over the top of the excavation and down the slope face. During periods of heavy rain, the slope face should be protected with sandbags to prevent drainage over the edge of the slope, and a visqueen liner placed on the slope face to prevent erosion of the slope face. Periodic observations of the excavations should be made by the geotechnical consultant to verify that the soil conditions have not varied from those anticipated and to monitor the overall condition of the temporary excavations over time. If at any time during construction conditions are encountered which differ from those anticipated, the geotechnical consultant should be contacted and allowed to analyze the field conditions prior to commencing work within the excavation. All Cal/OSHA construction safety orders should be observed during all is underground work. Page 21 Lot 9 and CMWD Water Tank Site - Geotechnical Investigation MTGL Project No. 1916A 10 Carlsbad, California MTGL Log No. 14-1168 4. 17.4 UTI1rrY TRENCHES All Cal/OSHA construction safety orders should be observed during all underground work. All utility trench backfill within street right of way, utility easements, under or adjacent to sidewalks, driveways, or building pads should be observed and tested by the geotechnical consultant to verify proper compaction. Trenches excavated adjacent to foundations should not extend within the footing influence zone defined as the area within a line projected at a 1:1 (horizontal to vertical) drawn from the bottom edge of the footing. Trenches crossing perpendicular to foundations should be excavated and backfllled prior to the construction of the foundations. The excavations should be backflhled in the presence of the geotechnical engineer and tested to verify adequate compaction beneath the proposed footing. Utilities should be bedded and backfilled with clean sand or approved granular soil to a depth of at least 1-foot over the pipe. The bedding materials shall consist of sand, gravel, crushed aggregate, or native, free draining soils with a sand equivalence of not less than 30. The bedding should be uniformly watered and compacted to a firm condition for pipe support. The remainder of the backfill shall be typical on-site soil or imported soil which should be placed in lifts not exceeding 8 inches in thickness, watered or aerated to near optimum moisture content, and mechanically compacted to at least 90% of maximum dry density (ASTM D1557). 4.17.5 SITE DRAINAGE The site should be drained to provide for positive drainage away from structures in accordance with the building code and applicable local requirements. Unpaved areas should slope no less than 2% away from structure. Paved areas should slope no less than 1% away from structures. Concentrated roof and surface drainage from the site should be collected in engineered, non- erosive drainage devices and conducted to a safe point of discharge. The site drainage should be designed by a civil engineer. 4.18 GEOTECHNICAL OBSERVATION/TESTING OF EARTHwORK OPERATIONS The recommendations provided in this report are based on preliminary design information and subsurface conditions as interpreted from the investigation. Our preliminary conclusion and recommendations should be reviewed and verified during site grading, and revised accordingly if exposed Geotechnical conditions vary from our preliminary findings and interpretations. The Page 22 Lot 9 and CMWD Water Tank Site - Geotechnical Investigation MTGL Project No 1916A 10 Carlsbad, California MTGL Log No. 14-1168 S Geotechnical consultant should perform Geotechnical observation and testing during the following phases of grading and construction: During site grading and over-excavation. During foundation excavations and placement. Upon completion of retaining wall footing excavation prior to placing concrete. During excavation and backfilling of all utility trenches During processing and compaction of the subgrade for the access and parking areas and prior to construction of pavement sections. When any unusual or unexpected Geotechnical conditions are encountered during any phase of construction. H Page 23 Lot 9 and CMWD Water Tank Site - Geotechnical Investigation MTGL Project No. 1916A10 Carlsbad, California MTGL Log No. 14-1168 5.00 LIMITATIONS The findings, conclusions, and recommendations contained in this report are based on the site conditions as they existed at the time of our investigation, and further assume that the subsurface conditions encountered during our investigation are representative of conditions throughout the site. Should subsurface conditions be encountered during construction that are different from those described in this report, this office should be notified immediately so that our recommendations may be re-evaluated. This report was prepared for the exclusive use and benefit of the owner, architect, and engineer for evaluating the design of the project as it relates to geotechnical aspects. It should be made available to prospective contractors for information on factual data only, and not as a warranty of subsurface conditions included in this report. Our investigation was performed using the standard of care and level of skill ordinarily exercised under similar circumstances by reputable soil engineers and geologists currently practicing in this or similar localities. No warranty, express or implied, is made as to the conclusions and professional advice included in this report. This firm does not practice or consult in the field of safety engineering. We do not direct the Contractor's operations, and we are not responsible for their actions. The contractor will be solely and completely responsible for working conditions on the job site, including the safety of all persons and property during performance of the work. This responsibility will apply continuously and will not be limited to our normal hours of operation. The findings of this report are considered valid as of the present date. However, changes in the conditions of a site can occur with the passage of time, whether they are due to natural events or to human activities on this or adjacent sites. In addition, changes in applicable or appropriate codes and standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, this report may become invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and revision as changed conditions are identified. Page 24 FIGURES I 0 .. : ~ ~~ 1¥----<:;: 0 ~ Ir. " -{ ~ REFERENCE: ,/ / ; /. / / / / / KEY: $9_5 FM- TD- OT- Boring Number and Approximate location FM -Approximate Depth to Fonmational Soils TD -Total Depth OT -Approximate Depth to 2001 Existing Grade (NE -Not Encountered) HTP-5 FM- TD- OT- Test Pit Number and Approximate Location C C' H FM -Approximate Depth to Fonnational Soils TD -Total Depth OT -Approximate Depth to 2001 Existing Grade (NE -Not Encountered) Geologic Cross Section j"a 60 ~ SITE PLAN MTGL, INC PROJECT NO. 1g16A10 LOG NO. 14-1168 FIGURE 1 27> 210 200 &? "" :I £ .; ~ 240 z 0 I= < > ~ no .... 220 210 - A A' -..-~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~...-,~ c..-,_ \ / // /--/ / PROPOSED HOTEL BUILDING PROPOSED HOTEL BUILDING .... ... 11'-I ,;-,;-/1-----FILL --/ ------- // ?" "' ------ / f'onnotJoftal Contact FILL lD-1°'6/ / / / ,.-/ ,....,,...../\ FILL ?--~-? Tso n>-41" ~, .. 2001 Qr(l(M rc>-0' _, .. N Horizontal Scale: 1 • = 60' Vertical Scale: 1· = 15' Oop2-4 ro-•· lD-191" ""' 200 "' "° r ,., < > :;j 2 240 'i ~ 5· 3:: 2JO l 220 210 - KEY: B-5 -Boring Number TP-5 -Test Pit Number FD -Approximate Depth to Fonnational Soils TD-Total Depth FILL -Undcoumented Fill Qop2-4 -Old Paralic Deposits, Unit 2-4 Undivided Tsa -Santiago Fonnation GEOLOGIC CROSS SECTION PROJECT NO. 1916A10 MTGL, INC LOG NO. 14-1168 FIGURE2 8 8' m m 270 2SO~ 2001 "'-~ ~ v! ,.. ::E E .; " ~-z 0 I= ;; ~ 2JO "' 220 210 -- ....... TD-111'' FILL ------ TIMESHARE BUI.DING ,..... II!-< TIMl!SHARE BAS£MENT L£VEL -...-......_-.. ,.,-, ... -......._ FILL --...... ____ \ __ ........................ __ ...._ --~, FonnoUonol Conto:t Oop2-4 rn-21»· lD-311'' 270 / Cw.-.nt Grode 1-200 \ i "' ,.. i;; ~ ::J FILL \ -\\ I 0 z 240 ~ .. -~ -------5· \ ~ ' J 2:,oia '--~ 220 210 -- KEY: B-5 -Boring Number TP-5 -Test Pit Number S 45"W Horizontal Scale: 1" = 60' Vertical Scale: 1" = 15' FD -Approximate Depth to Formational Soils TD -Total Depth FILL -Undcoumented Fill Qop2-4 -Old Paralic Deposits, Unit 2-4 Undivided C c· 27>-,----------------------------------~~ ,,. 270 llMEHARE BUILDING Cunnt Gro;. ... Ii' \ 142.... 1· t '.J' Cl),.. ::E E .. .. .:::.. 240 ~ ~ d 2lO 220 210 llMESHARE BASEMENT lE',£i. -· 2001-\ FlLL ----------------~~;~ FILL -----,- ------"' f'D-211'' ,_..,,,.. fonnotlond c.ontoc:t lD-311'' ----Qop2-4 ...... , . ... -·-·--·-N 45"W Horizontal Scale: 1" = 60' Vertical Scale: 1" = 15' --- 270 2IO ,.. p "' < > ::J 0 z I 2..0 ~ .. !!. 5" ~ 2JO U) .s 220 210 200 GEOLOGIC CROSS SECTION PROJECT NO. 1916A10 MTGL, INC LOG NO. 14-1168 FIGURE3_ Lot 9 and CMWD Water Tank Site - Geotechnicàl Investigation MTGL Project No. 1916A10 Carlsbad, California MTGL Log No. 14-1168 S. Retaining wall Wall waterproofing per architect's specifications Provide open cell head joints or outlet drain at - 50 feet on center to a suitable drainage device Compacted fill Wall footing -' --------- Soil backfill, compacted to 90% relative compaction Filter fabric envelope (Mirafi 140N or approved equivalent) ** Minimum of 1 cubic foot per linear foot of 3/4" 44 0 Aow, crushed rock .0 o . 0 ___.._-- 3" diameter perforated 0 PVC pipe (schedule 40 or \ .q 0 equivalent) with perforations 0 0 oriented down as depicted 0 .00 3" mm. minimum 1% gradient to 0 19 . if suitable outlet. * Based on ASTM D1557 ** If class 2 permeable material (See gradation to left) is used in place of 3/4" - 1 1/2" gravel. Filter fabric may be deleted. Class 2 permeable material compacted to 90% relative compaction. * SPECIFICATIONS FOR CLASS 2 PERMEABLE MATERIAL (CAL TRANS SPECIFICATIONS) Sieve Size % Passing 1" 100 3/4" 90-100 3/8" 40-100 No.4 25-40 No.8 18-33 No.30 5-15 No.50 0-7 No.200 0-3 . ., . . RETAINING WALL DRAINAGE DETAIL Figure 0 0 Lot 9 and CMWD Water Tank Site - Geotechnical Investigation MTGL Project No. 1916A 10 Carlsbad, California MTGL Log No. 14-1168 S APPENDIX A REFERENCES Anderson, J.G., Rockwell, T.K., Agnew, D.0 (1989). Past and Possible Future Earthquakes of Significance to the San Diego Region, Earthquake Spectra, Vol. 4, No. 2, pp 299-335. California Building Standards Commission (2013). 2013 California Building Code, July 2013. California Division of Mines and Geology, 1997, Fault-Rupture Hazard Zones in California, Special Publication 42. California Geological Survey, 2008, Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117. Kennedy, Michael P. and Siang Tan (2005). Geologic Map of the Oceanside 30' x 60' Quadrangle, California, USGS Digitally Prepared. Seed, H.B. and Whitman, R.V., 1970, Design of Earth Structures for Dynamic Loads in ASCE Specialty Conference, Lateral Stresses in the Ground and Design of Earth-Retaining Structures. U.S. Geologic Survey (2010). Design Maps, http://geohazards.usgs.gov/designmpas/us. Page Al Lot 9 and CMWD Water Tank Site - Geotechnical Investigation MTGL Project No. 1916A10 Carlsbad, California MTGL Log No. 14-1168 S APPENDIX B FIELD EXPLORATION PROGRAM The subsurface conditions for this Geotechnical Investigation were explored by excavating five (5) exploratory borings and five (5) exploratory trenches. The exploratory borings were excavated using an 8-inch diameter hollow-stem-auger to a maximum depth of 511/2 feet below existing grade. The exploratory trenches were excavated using a 416E backhoe to a maximum depth of 13 Y2 below existing grade. The approximate locations of the borings and test pits are shown on the Site Plan (Figure 1). The field exploration was performed under the supervision of our engineer who maintained a continuous log of the subsurface soils encountered and obtained samples for laboratory testing. All drive samples were obtained by SPT or California Tube Sampler. Subsurface conditions are summarized on the accompanying Logs ofBonngs. The logs contain factual information and interpretation of subsurface conditions between samples. The stratum indicated on these logs represents the approximate boundary between earth units and the transition may be gradual. The logs show subsurface conditions at the dates and locations indicated, and may not be representative of subsurface conditions at other locations and times. Identification of the soils encountered during the subsurface exploration was made using the field identification procedure of the Unified Soils Classification System (ASTM D2488). A legend indicating the symbols and definitions used in this classification system and a legend defining the terms used in describing the relative compaction, consistency or firmness of the soil are attached in this appendix. Bag samples of the major earth units were obtained for laboratory inspection and testing, and the in-place density of the various strata encountered in the exploration was determined The exploratory borings were located in the field by using cultural features depicted on a preliminary site plan provided by the client. Each location should be considered accurate only to the scale and detail of the plan utilized. The exploratory borings were backfllled in accordance with State of California regulations which incorporated compacting soil cuttings and bentonite chips. Page B 1 - UNIFIED SOIL CLASSIFICATION SYSTEM • • GRAVELS Clean Gravels (less GW Well-graded gravels, gravel-sand mixtures, are more than half of than 5% fines) .little or no fines • . coarse fraction larger Gravels ,ith fines OP Poorly-graded gravels, gravel-sand mixtures, than #4 sieve . little or no fines - • ' SANDS Clean Sands (less Silty Gravels, poorly-graded gravel- 4. more than half of. than 5% fines) GM - sand-silt mixtures ç,63 - coarse fraction larger Sands with fines GC Clayey Gravels, poorly-graded gravel- thaii#4 sieve - -. sand-clay mixtures - SW . Well-graded sands, gravelly sands; little or no fines 5J) Poorly-graded sands, gravelly sands, E little or no fines SILTS AND CLAYS - SM Silty Sands, poorly-graded sands- • Liquid Limit,. -2 . Lessthan50 gravel-clay mixtures SC Clayey Sands, poorly-graded sand i " ' ... gravel-silt mixtures ML Inorganic clays of low to med plasticity, A ' - gravelly, sandy, silty, or lean clays • - CL Inorganic clays of low to med plasticity, . ______ gravelly, sandy, silty,- or lean clays OL Organic silts and clays 8 ' SILTS AND CLAYS' 1 , _____ . - of low plasticity MH Inorganic silts, micaceous or diatomaceous Z - Liquid Limit ' . Greater than 50 _______ fine sands or silts - CH inorganic clays of high plasticity, • . fat clays -- OH • - Organic silts and clays of medium to high plasticity Highly Organic Soils PT Peat, humus swamp soils with - high organic content l :'GRAIN SIZE. •,.''. '• SIZE PROPORTION Des&iption- Sie'eSize: OraiiiSiè. Approximate Size' . Trace—Less than 5% Boulders >12" >12" Larger than basketball-sized Few —5%to 10% Cobbles 3"- 12" 3"- 12" Fist-sized to basketball-sized Little - 15% to 20% Gravel Coarse %"- 3" ~"- 3" Thumb-sized . Some -- 30% to 45% Fine #4- ~" '0.19" - 0.75" ' Peat-sized to thumb-sized Mostly - 50% to 100% Coarse #10 - #4 0.079" -0.19" Rock salt-sized to pea-sized MOISTURE CONTENT, Sand Medium #40 - #10 0.017"-0.079" Sugar-sized to rock salt-sized Dry - Absence of moisture ,Fine #200 - #40 0.0029" - 0.017" Flour-sized to sugar-sized Moist - Damp but not visible Fines Passing #200 <0.0029" Flour-sized or smaller Wet - Visible free water 'CONSISTENCY FINE CRAINEDSOILST:. RELATIVE DENSITY COARSE GRAINED SOILS - Apparent r.. - Density --' SPT (BiwsfFoot)- - Mod CA Smplei . :(BlfF,t) - ' Apprent ' _---.. Density - ' SPT 't (Blows/Fóit) Mod CA Sample ' (Blows/Foot)- Very Soft - <2 <3 Very Loose <4 <5 Soft 2-4 3-6 , Loose 4-10 5-12 Firm ' 5-8 7-12 . Medium Dense 11-30 13-35 Stiff 9-15 13-25 Dense 31-50 36-60 Very Stiff 16-30 26-50 Very Dense <50 • <60. Hard >30 >50 .; 6 .. Page B-2 Lot 9 and CMWD Water Tank Site - Geotechnical Investigation MTGL Project No 1916A10 Carlsbad, California . . MTGL Log No. 14-1168 6 . .-_. S BORING NO B Logged by SEV Date Drilled 9/9/2014 Method of Drilling: 8-inch diameter hollow-stem auger Elévàtion: 260 msl — I— I.- IL LU J a j . IL U Uj , 0 •0 . •. . •. 0 0 LU 0 DESCRIPTION : 0 LAB TESTS' LU . C - z Ø 0 - :.. ,. •0 0 0:'•0 0 0 .0 0 • . 00 ,. 0 . .j, D LU - . ,... . 0• 0 1 0 0 . FILL Clayey Sand (SC) brown fine to medium moist medium dense Expansion Index • 0 0 0• 0 :0 . .: R-Valüe (Expansion Index = 36; R-Value =15) 20 CAL 119 117 -4. - 5 : , 0 , 0 ' 0 6 .27 CAL - - Gravel in sampler. :, • . . . 0 0 1 . . . : 7 -8'--------. ---------- ... PoorlyGraded Sand (SP) light brown fine moist medium dense to dense 10 0 0 .' 0 ,0 , ' •0 •0 - 30 SPI -12 - 13 -14 - 15 16 30 CAL 113 9 6 ----. ---------.. Some clay brown - 17 - 18 ' --------•-- 0 19 0 Poorly Graded Sand I Clayey Sand (SP/SC) light brown and brown fine moist , . medium dense to dense. :•: 00 0 .0 0 0 0, : ' - 20 21 30 SPT :-22 -23 : . : 0 0 ' '00 0 0 0 . -.24 . ' . 0 --. -----0 ---0 . 0 ', .- 0 0 ' -25 43 - 26 CAL 110 7.7 - 27 -28 ' 1 0 0 0 •, , -29 30 PROJECT NO.' 1916A16. - LOG OF BORING FIGURE B-la 9 BORING NO. B-2 . . Logged by SEV Date Drilled 9/10/2014 Method of Drilling. 8-inch diameter hollow-stem auger . Elevation: 2621/2 msl I— LU l w j U. . ... x to . LU . . . DESCRIPTION LAB TESTS 0. LU 0 I Uj . Z O - . . ............ —J LU .. ., ., 1 EH Clayey Sand (SC) brown fine to medium dry to moist medium dense 2 ----------------- At 18-inches, of cement/sand 3 . . . . . . . RESIDUAL SOILS: Silty Sand (SM), brown, fine, dry, to moist, loose. : Adjacent trench used for identification of cement/sand slurry extent . 4 . exposed abundant trash which included glass, clothing, aluminum cans, metal pipes and other debris. .5 •• - U -- -.. .. . . . .. •. . .. . . 6 : 69 1.15. 3.6 OLD PARALIC DEPOSITS. Unit 2.4 Undivided (Q02.4): Silty SandstoneSM', orangish brown, fine to nedium grain, moist, moderately cemented. .. . .7 . . .. . . .., . . . . . .... .•. -8 . . .. . .. .. . . .9 . . . . .. 2: .. .: •. . . . . . :.... 10 50° I ' : . .. : • :: : FsT 11 . . . . . .. . . . •. . . . . 12 . . .. . . •.. .. . . .. ..... .. 13 . . . . . . . . . .. . ..• . .. .. -14 . ... . • .. ...•.• . ,. ... . 1.5. . : ••.•. ..• • . . : •.• .• •. •.. ST -16 . .:-.-. .. .- .. . . .. . ... .. . .. - 17 . . . . .. . . . . .. . . . . .. . .• . .• - 18 . . . . . . .• . . ., . . . - 19 50-6° - . . . . . . . .. . . . . . • . .• . ., IST.. 20 Total depth 19 feet Groundwater not encountered. - 21 Backfihled: 9/10/2014 -22 . .. . . . .. . . .-.S. S. .. ... .. -23 .. . . .• . .. . . . . . ... . ...•.,... ... -24 . .. .. .. . . ... .. . .:.,.• . •.. -25 .. . . . . , . .. . . . -26 . . .... . .. ,. . .• .. .- .... -. ... -27 . . • . . . .. . . . • . . -28 . . ... • . ... • ..., .. .. • .. .. . -29 . . . S ,. .. .., .. . 30. - PROJECT NO. 1916A10 LOG OF BORING FIGURE B-2 :.: : BORING NO B3 . Logged by SEV Date Drilled 9/9/2014 Method .of Drilling:-. 8-inch diameter hollow-stem auger .. Elevation 26T msF • I- I LU a.;.Q•0 .I ..Q iu • . w. . LU -. S.- • DESCRIPTION LAB TESTS • O W ~ -J 5 z - . S.. S.. .-• S ..,. • - w . 0 •• .. - , ••. - . . . . -- 0 - 1 — OLD PARALIC DEPOSITS Unit 2-4 Undivided (Q..2-4):Silty Sandstone SM No 200 Wash pH orangish brown fine to medium grain moist moderately cemented Resistivity Sulfate : . I . . . . . . . ... . Chloride (21 5% Passing No 200 Sieve) 503 CAL 4' . .. . . . 0 , .. . 0•• '• .. . . •0, ,, 503 FSPT -.6 .' . ' 0. 2 : •:-' ''' 7 . .. . . . . •0 S ,0 .. ... . . . . .5. 0 -.8 . . . . . . ••. •.:' .... ,•,,... 0 • .. 0 :. . . : ' ; • :, -. •. . . .. .: . to 505w . . . . . '.. ' .: .: •• . : • [SP -.11: . ' . .• •• . . . ..• ... S. ••• -: - 12 13 14 . . . .. . .. . .. ..... .15 505% •••.. . . : .. : '.•• :. -16 .• ' .• .. - 17 • S • . . • •. • . • • . . . . ... . ... . . • • - 18. . . .. • . . • .. • • • • : • • • • : - . • • . . . . • 0 •• • • . .• • • ... . . .....• . • • . .... . . . . .. . 20 Medium to coarse grain - • 21. 8o1:1" spr . . : .... . : : • • • :: • • . . • ... • . •• • •• 22 Total depth 21 feet Groundwater, not encountered 23 5 . • . • Backfilled: 9/9/2014 • •. • . • • : • : .. ':. - 24 . :. •.• 0 • • • •, 0 - -- •, • - . . . .• - . . 0 -25 .' - H • • 0 ••• ••• .:.. . •..- - :. -26 .. S. - 00• , •.0 .. --. :-.- .- -' -.5- - 27 • . -. . . 0 • , • • - 0• • - . . 0 -28 .. • . . .5 0 • • • - . .- . S -29 . 5 5 . - .. ,•' S • 0 • ......S .- •• 30 PROJECT NO. 1916A10 — LOG OF BORING FIGURE B-3 [1 BORING NO B-4 Logged by: SEV . Date Drilled: 9/9/2014 Method of Drilling: 8-inch diameter hollow-stem auger. . .. . . Elevation: 259' msl : I— W w - I- 0. SW . w .• S.. . DESCRIPTION . . . LAB TESTS 0. ~ W .• . UJ -j z -. . . W 0 S 0 . . . .. . . . . S .. - 1 FILL: Sandy Clay (CL); brown, medium plasticity, moist, firm to stiff. . Atterberg Limits, pH (LL 32.2, PL = 14.4, PI = 17.8; Expansion Index = 57) . . . Resistivity, Sulfate, - 2 - Chloride Expansion - PC • Some asphalt concrete chunks:. : . . . .1 .. Index, Maximum 20 AL 109 17.6 • . . . . . . . . Density/Optimum Moisture, - 4 Direct Shear - 5 --------- . -. • - 6 27 . 116 11.0 Clayey Sand,/ Sandy Clay (SC/CL), brown and yellowish brown, fine, medium .. : . . plasticity, moist, medium dense, stiff to very stiff. —7 8 . POorly graded sand (SP), light gray and orange, fine, moist, dense, some clay .---- --5' . chunks. . . . —9 . —10 - 36 - 12 - 13 —•--- - - 14 : . . Poorly Graded Sand / Clayey Sand (SP/SC), gray and dark brown, fine, moist, ' S dense. . . S S• S -15 . . S S•• •S 5, . S S - U 16 114 14.8 •• : : . . '••. S S •S• : 17 . . . S • :' S S S 18 . S • 55 5 S. S S S S 19 -S.--- . S •• S •• •• S 20 :1 50 Brown and dark brown OLD PARALIC DEPOSITS, Unit 2-4 Undivided (QO12.4): Silty Sandstone' SM', 22 23 orangish brown, fine to medium grOin, moist, moderately cemented. . S 24 25 S S S '• S - U 26 50-5" 113 7.8 S S •S : . . . : . . .27 . . .'. S • S • S • S S 28 • • . Total depth: 31 feet . S • • • S • • S • S S Groundwater not encountered S 29 Bckfilled: 9/9/2014 ' . : • S 30 ,. . • : . S S 5. • - 31 • ..:. .:'. .87 . 5; 5 .•• ____ S PROJECT NO. 1916A10 LOG OF. BORING FIGURE B-4 .. . ...... .•: .: .;•.; .. .... I .1 . r.., r I I I I I •I . . I. I -I. I - -. - I- I I I -. I -.1 I. . CD I - I . 0) J 0) - (71 . C.) F'.). DEPTH (FT) . 0 f 0 CO. -J 0) (71 C.) F'.) - - 0 (0 0) .J .0) (71 . C.) .F'.) - 0 . m - C. - - . olD. -0. . 9. . 9: :- . BLOWS PER FT a a c Oa• • DRIVE SAMPLE ..- BULK SAMPLE • . . - DENSITY (PCF) MOISTURE . -- . . . .00 .- .. 'j:ii . •x r . . a ..• .. . .•. ... • . .-r .. •. - -• . -. - G)l - . - - : . ,.o . .. g- -. 2. IN CD CL [V CD CD CL i CL !!! C')CL Ill LOG' OF EXPLORATION TEST PIT NO I ' Logged by SEV Date Excavated 9/9/2014 Equipment Used: 416E backhoe with 1,8-inch bucket' Elevation: 261' msl,. w . I- • S " DESCRIPTION LAB TESTS 0•' S'S ' ' 0',." '•, S. 0,,',, W '0 ' . . .•'.. ' ' . . . FILL: Clayey Sand (SC), brown, fine to coarse, moist, medium dense. - 2 Aluminum cans old clothing and shoes -3 54 .. ' . —5 —6 . ' M6.1/2 feet pocket of trash. Silty Sand (SM) brown fine to medium moist metal debris organics -. 8 . . Tota! Depth: 101,4 feet"• Groundwater not encountered 9 . .. . Backfilled: 9/9/2014 —10 LOG OF EXPLORATION TEST PIT NO 2 Logged by: SEV Date Excavated: 9/9/2014 Equipment Used: 416E backhoe with 18-inch bucket, ' ,' . . Elevation: 259' msl Ui -- _1 I- • S ' . 0 , . S ' '' ' S ' - - S S ' , , DESCRIPTION - .' . ':' LAB TESTSCL LU S S S S S FILL: Clayey Sand '(SC), brown; fine to medium, moist, densé,'some gravel.' - 2 Some clay chunks some gravel -3 —4 - Pocket of Poorly Graded Sand (SP) light brown loose -6 75 - 8 Total depth 91,4 feet .9 - Groundwater not encountered'. Backfihled: 9/9/2014 10 PROJECT NO 1916A10 LOG OF TEST PITS FIGURE B-6 LOGQF EXPLORATION TEST PIT NO. 4 Logged by SEV Date Excavated 9/10/2014 Equipment Used 416E backhoe with 18-inch bucket Elevation 262 msl w. 0 •0 •0 -- - _J I- • 0 • •• .. DESCRIPTION : LAB TESTS 0. . . . :0 . . LU -J - 0• 00 1 FILL: Silty Sand / Sandy Clay (SM/SC), light brown and dark brown, fine to medium, medium 0 plasticity, moist medium dense firm to stiff. —2 0 —3 .- 0 —.4 00 • —5 . - • - - 6- . 0 0 • 7 . . —8 —9 - 0• . 0 10 . . . . • . - —11 '0 - - 0' • . • 0 —12 . 0 .,- 0 • 0 13 - . 0 0 00 0 -• 0 - 14 Total Depth 13% feet -- 15 Groundwater not encountered 0 • - • - • 0 0 - - - - Backfilled: 9/10/2014 - - ... 0 - 0 • • • • . - 0 16 - • -- 0 0 • 0 . : - .• LOG OF EXPLORATION TEST PIT NO 5 Logged by SEV Date Excavated 9/10/2014 Equipment Used: 416E backhoe with 181nch bucket Elevation: 263 msl uJ S S I- • S. .5' DESCRIPTION '. LAB TESTS Q. Ui o - Sandy Clay I Clayey Sand (CL/SC) light brown medium plasticity, fine to medium moist firm to stiff, medium dense —3 Some gravel and cobbles, asphalt concrete debris. : —5' —6 7 5 - -' 8 Cement/sand slurry.. - - -. 5 - --'s. 5 - Total Depth 8 feet S Groundwater not encountered '10 ' Backfilled: 9/10/2014 _11 -. . - - S -. ' "• 5 .5 5 5 5 12 ' . 5 -•' 5 5 —13 —14 —15—' APPENDIX C LABORATORY TEST PROCEDURES * ... 4 APPENDIX C * F- LABORATORY TESTING PROCEDURES r •- - • ' - - • 4 • 4 - -• 1 Classification '- :---:- • Soils were 'classified -visually, generally according to the Unified Soil Classification System. Classification tests were also completed on representative samples in accordance • with ASTM D422 for Grain Size. The test resultant soil classifications are sh&.vn on the + Boring Logs and Test Pit Logs in Ap -pendix B. . .• 4 . .. .. * . 4' 2 1 0• • - fl-- In-Situ Moisture/Density I., The in-place moisture content and dry unit weight of selected soil samples were determined • using relatively undisturbed samples from the Cal Tube Sampler., The thy unit weights and - moisture contents are shown on the Bormg Logs in Appendix B 3 Percent Passing No 200 Sieve • Particle size determinations for the percentage of sample passing the No 200 sieve were performed in general accordance with the laboratory procedures outlined 'in ASTM tet Method Dl 140 The results are shown on the Boring Logs in Appendix B , 4 Atterberg Limits - , The liquid limit, plastic limit, and plasticity index of selected goil samples were estimated in general accordance with the laboratory, procedures outlined in ASTM D 4318 The results are shown on Figure C- I' - ' 5 .- •• -. •.+'+•- 4+ 4+. --. - , I . Maximum Density Maximum density tests were performed on répresentafie bag sample of the near srfac • soils in accordance with ASTM D1557 Test results are presented below. Sãmple-'. -.-.; * .•. -• Location •- -'+ •..'-- .- ': :JMaxiniumDiy . •- • ..,De scription ..- . .-- -. •.. - - •- :-- • -., ,. Density (pcf)r ['Optofium Móisture +4. • Content (%)+, B-4 at 0 to 2' Sandy Clay (CL) - Brown - • 125.6, -, 9.4 B-S at 0 to 2' Silty Sand (SM) - 0iange and Brown 133.1 - . 9.5 - 7i ie-4I 4 -- :'-j: CIiIKdes... Su1fätes- Rsistivitr. H Y: i2ocation . . . ppn)• - B-3at1'to3'- , 7.6 - 148- - lii •-'- 3,600 - B-4 at 0 to 2' -, - 8.5 - : - - 247 . - - 690 - -- - - i -. - - - -2 •-. •- -:-- - - -'; Lot 9 and CMWD Water Tank Site - Geotechmcàl Investigation MTGL Project No 1916A10 'Carlsbad, California •- MTGLLogNo. 14-1168 -'5 . . - ..- •4 t - - - . -4 -- w 5. 6 Direct Shear S I •ç -.- - - . •4-. -.. Direct Shear Tests were performed on in-place samples of site soils in accordance with ASTM D3080 The test results are presented in Figures C-2 thru C-4 7.' Expansion Index Expansion Index testing was completed in acordance with the standard test method ASTM D4829 Test results are presented below Sample -. - Expansun Index Expansion ' - Location Description. (EI : Index "Y - - B-i at 0 to 2' - Clayey Sand - Brown 36 - - - Low - B-4 at 0 to 2' - Sandy Clay (CL)— Brdwn - 57 - - - - Medium B-5 at 0 to 2' Silty Sand (SM) - Orange and Brown 4 - - Very Low 4• S -- . .4 -. - - 8 • -. .- .- - - S S 8 Corrosion Chemical Chemical testing was performed on rèpresëntative samples to determine -the corrosion' - potential of the onsite soils Testing consisted of pH, chlorides (CTM 422), soluble sulfates (CTM 417), and resistivity (CTM 643) Test results are as follows - - -fit. -'4 - -t •_ ç 9 R-Value --. - •_4 j - 4. -- . - - - - I S - - I- .•' - --. - - -. S - S -. - - . - - -.'. - R-value test was performed on a sam1e of the upper soils in general accordance with the * laboratory procedures outlined in ASTM D 2844 Test results are presented below. - ' Sample Descnption, fi"- R-Vale Location - - - B-i at Oto 2' - - Clayey Sand (SC) - Brown - ' 15 - 194- 0 - ' ..-i • - ~ 0 ~ 0 Tested By: JH Checked By: SV Lot 9 and CMWD Water Tank Site - Geotechnical Investigation MTGL Project No. 1916A10 Carlsbad, California MTGL Log No. 14-1168 Lot 9 and CMWD Water Tank Site - Geotechnical Investigation MTGL Project No. 1916A10 Carlsbad, California MTGL Log No. 14-1168 S APPENDIX D GENERAL EARTHWORK AND GRADING SPECIFICATIONS GENERAL These specifications present general procedures and requirements for grading and earthwork as shown on the approved grading plans, including preparation of areas to be filled, placement of fill, installation of subdrains, and excavations. The recommendations contained in the attached geotechnical report are a part of the earthwork and grading specifications and shall supersede the provisions contained herein in the case of conflict. Evaluations performed by the Consultant during the course of grading may result in new recommendations, which could supersede these specifications, or the recommendations of the geotechnical report. EARTHWORK OBSERVATION AND TESTING Prior to the start of grading, a qualified Geotechnical Consultant (Geotechnical Engineer) shall be employed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechnical report and these specifications. It will be necessary that the Consultant provide adequate testing and observation so that he may determine that the work was accomplished as specified. It shall be the responsibility of the Contractor to assist the Consultant and keep them apprised of work schedules and changes so that he may schedule his personnel accordingly. It shall be the sole responsibility of the Contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances, these specifications and the approved grading plans. Maximum dry density tests used to determine the degree of compaction will be performed in accordance with the American Society for Testing and Materials Test Method (ASTM) D1557. PREPARATION OF AREAS TO BE FILLED Clearing and Grubbing: All brush, vegetation and debris shall be removed or piled and otherwise disposed of. Page Dl Lot 9 and CMWD Water Tank Site - Geotechnical Investigation MTGL Project No. 1916A 10 Carlsbad, California MTGL Log No. 14-1168 Processing: The existing ground which is determined to be satisfactory for support of fill shall be scarified to a minimum depth of 12 inches. Existing ground, which is not satisfactory, shall be overexcavated as specified in the following section. Overexcavation: Soft, dry, spongy, highly fractured or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, shall be overexcavated down to firm ground, approved by the Consultant. Moisture conditioning: Overexcavated and processed soils shall be watered, dried-back, blended, and mixed as required to have a relatively uniform moisture content near the optimum moisture content as determined by ASTM D1557. Recompaction: Overexcavated and processed soils, which have been mixed, and moisture conditioned uniformly shall be recompacted to a minimum relative compaction of 90 percent of ASTM D1557. Benching: Where soils are placed on ground with slopes steeper than 5:1 (horizontal to vertical), the ground shall be stepped or benched. Benches shall be excavated in firm material for a minimum width of 4 feet. FILL MATERIAL General: Material to be placed as fill shall be free of organic matter and other deleterious substances, and shall be approved by the Consultant. Oversize: Oversized material defined as rock, or other irreducible material with a maximum dimension greater than 12 inches, shall not be buried or placed in fill, unless the location, material, and disposal methods are specifically approved by the Consultant. Oversize disposal operations shall be such that nesting of oversized material does not occur, and such that the oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 feet vertically of finish grade or within the range of future utilities or underground construction, unless specifically approved by the Consultant. Import: If importing of fill material is required for grading, the import material shall meet, the general requirements. . . Page D2 Is S Lot 9 and CMWD Water Tank Site - Geotechnical Investigation MTGL Project No. 1916A10 Carlsbad, California I MTGL Log No. 14-1168 FILL PLACEMENT AND COMPACTION Fill Lifts: Approved fill material shall be placed in areas prepared to receive fill in near-horizontal layers not exceeding 6 inches in compacted thickness. The Consultant may approve thicker lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to attain uniformity of material and moisture in each layer. Fill Moisture: Fill layers at a moisture content less than optimum shall be watered and mixed, and wet fill layers shall be aerated by scarification or shall be blended with drier material. Moisture conditioning and mixing of fill layers shall continue until the fill material is at uniform moisture content at or near optimum. Compaction of Fill: After each layer has been evenly spread, moisture conditioned, and mixed, it shall be uniformly compacted to not less that 90 percent of maximum dry density in accordance with ASTM D1557. Compaction equipment shall be adequately sized and shall be either specifically designed for soil compaction or of proven reliability, to efficiently achieve the specified degree of compaction. Fill Slopes: Compacting on slopes shall be accomplished, in addition to normal compacting procedures, by backrolling of slopes with sheepsfoot rollers at frequent increments of 2 to 3 feet as the fill is placed, or by other methods producing satisfactory results. At the completion of grading, the relative compaction of the slope out to the slope face shall be at least 90 percent in accordance with ASTM D1557. Compaction Testing: Field tests to check the fill moisture and degree of compaction will be performed by the consultant. The location and frequency of tests shall be at the consultant's discretion. In general, these tests will be taking at an interval not exceeding 2 feet in vertical rise, and/or 1,000 cubic yards of fill placed. In addition, on slope faces, at least one test shall be taken for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. SUBDRAIN INSTALLATION Subdrain systems, if required, shall be installed in approved ground to conform to the approximate alignment and details shown on the plans or herein. The subdrain location or materials shall not be changed or modified without the approval of the Consultant. The Consultant, however, may recommend and, upon approval, direct changes in subdrain line, grade or materials. All subdrains N Page D3 Lot 9 and CMWD Water Tank Site - Geotechnical Investigation MTGL Project No. 1916A 10 Carlsbad, California MTGL Log No. 14-1168 should be surveyed for line and grade after installation and sufficient time shall be allowed for the surveys, prior to commencement of fill over the subdrain. - EXCAVATION : Excavations and cut slopes will be examined during grading. If directed by the Consultant, further excavation or overexcavation and refilling of cut areas, and/or remedial grading of cut slopes shall be performed. Where fill over cut slopes are to be graded, unless otherwise approved, the cut portion of the slope shall be made and approved by the Consultant prior to placement of materials for construction of the fill portion of the slope. • June 2i 2015 Oiiici LOCATIONS Grand Pacific Resorts, Inc MTGL Project No 1916A10 DECO 5900 Pasteur Court, Suite 200 MTGL Log No 15-1127 IMPERIALCOUVIV Carlsbad, California 92008 6295 Ferris Square Suite C Attention:.Mr..Houston Arnold San DieLo CA 92121 Tel 853.537.3999 .. S Fa' 858 537 3990 Subje6tf SUPPLEMENTAL GEOTECHNICAL RECOMMENDATIONS Lot 9 and CMWD Water Tank Site • :. Grand Pacific Resorts S Oit\cECouvn Carlsbad, California CORPORATE BRAcIu : • .• - -- 2992 E La PIrna Avenue Reference MTGL, Inc (2014) Geotechnical Investigation Lot 9 and CMWD . Suite A AnahLlrn CA 92806 Water Tank Site Grand Pacific Resorts Carlsbad California, MTGL TLA 714.632.2999 Project No..1916A10, Log No 14-1168, October 20. Fax: 7146322974 Dear Mr. Arnold ' E\IPIRE Per your request, we are providing supplemental geotechrncal recommendations for 14467 Meridian Parkway the Lot 9 and CMWD Water Tank Site project to be located at the Grand Pacific Building 2A Rncrsidt, CA 92518 Resorts, Carlsbad, California We previously performed a geotechnical investigation 951.653.4999 of the site and presented our results in the referenced report This letter provides F5.x: 951.65146661 geotechnical recommendations for any, bio-retention basin or bio-swales that are planned for the site INmo - . -- 44917 Goll ClntLr Pkwy Suite Indio, CA 92201 -.5 Remedial grading is recommended for the site which will use the on-site soils as. Tel 760 342 4677 compacted fill The soils that are anticipated to be used as engineered fill consist of Fa 7603424525 silty sand, clayey sand and sandy clay. Based on our experience with the on-site soils, the compacted fill matenals are expected to have a very low permeability and very OCILA/It EiPnu. OisPlci; low infiltration characteristics which would make them unsuitable for infiltration of 800491 2990 storm water runoff. SAN DILGo DiSM.T01 888.844.5060 Any bio-retention basins or bio-swales that are planned for the site should be designed by the project civil engineer. Due to site soil conditions any permanent bio-retention basins should be lined with an impermeable barrier to prevent water infiltration in the mtgiinc underlying soils Appendix I Forms and Checklists Palm _F ___ cfr ~86 O3 Part 1 - Full Infiltration Feasibility Screening Criteria Would infiltration of the full design volume be feasible from a physical perspective without any undesirable consequences that cannot be reasonably mitigated? Criteria Screening Question Yes No Is the estimated reliable infiltration rate below proposed - facility locations grater than 0.5 inches per hour? The response - X !. to this Screening Question shall be based on a comprehensive .. . evaluation of the factors presented in Appendix C 2 and Appendix Provide basis The on site soils are a combination of silts sands and clays The soils would be classified as HSG 'B and 'C depending on the amounts of clay in any given area As a result some areas may have an infiltration rate greater. than 0.5 inches per hour while other areas will not In addition portions of the site are underlain with a non permeable cement/sand slurry that is scheduled to remain in place Reference:. "Geotechnical Investigation Lot 9 and CMWD Water Tank Site, Grand Pacific Resorts, Carlsbad California",MTLG Project No 1916Al0 October 20, 2014 Summarize findings of studies provide reference to studies calculations maps data sources etc Provide narrative discussion of study/data source applicability - Can infiltration greater than .0 .5 inches per hour be allowed without increasing risk of geotechnical hazards (slope stability, 2- groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The reponse to this - Screening Question shall be based on a comprehensive evaluation of - - • the factors presnted in Appendix C.2. • - Provide basis: : • - I - • . The site sits atop an area with descending slopes towards the northeast eastern and southwestern directions Portions of the slopes were created during previous grading activities that were not geotechnically engineering certified Because of limitations at the site remedial grading to remove all surficial compressible soils was not performed Therefore there is a potential for slope failure and adverse settlement at the site and the addition of water will increase the probability of these happening Also, there is currently a limitation at the site whereby remedial grading cannot be performed ['Geotechnical Investigation Lot 9 and CMWD Water Tank Site Grand Pacific Resorts Carlsbad California MTLG Project No. 1916A 10, October 20i 2014] Summarize findings of studies provide reference to studies calculations maps data sources etc Provide narrative discussion of study/data source applicability $ Form 1-8 Page 2 of 4 Criteri Screening Question Yes - No a Can infiltration greater than 0 5 inches per hour be allowed without increasing risk of groundwater contamination (shallow water table, storm water pollutants or other factors) that cannot - be mitigated to an acëeptable level? The response to this Screening Question shall be based on a comprehensive eva1uation of - - the factors presented in Appendix C.3. Provide basis Summarize findings of studies provide reference to studies calculations maps data sources etc Provide narrative discussion of study/data source applicability-. Can infiltration greater than 0.5 inches per hour be allowed without causing potential water balance issues such as change of seasonality of ephemeral streams or increased discharge of contaminated groundwater to surface waters The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3. Provide basis 1 •-, --. .- .- - --s Summarize findings of studies provide reference to studies calculations maps data 80u*rce*si etc Provide narrative discussion of stud /data, source applicability. If all answers to rows 1 4 are "Yes .—a. full infiltration design is potentially feasible Part The feasibility screening category is Full Infiltration Result If an answer from row 1-4 is"No",infiltration may be possible to some extent but would not generally be feasible or desirable to achieve a full infiltration design Proceed to Part 2 - - - •- - : - ''To be completed using gathered site infofmation and best professional judgment considering the definition of MEP in the MS4 Permit Additional testing and/or studies may be required by the City to substantiate findings . -• - • MlGLProjectNo 1916A10 by Sam E Valdez PE 56226 1-4 February 2016 Chief Engine er April25 2016 -- - Form 1-8 Page 3 of -4 Part 2— Partial Infiltration vs. No Infiltration Feasibility Screening Criteria Would infiltration of water in any appreciable amount be physically feasible without any negative consequences that cannot be reasonably mitigated? Criteria Screening Question Yes No Do soil and geologic conditions allow for infiltration m any. appreciable rate or volume? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D Provide basis Portions of the site are underlain with a non permeable cement/sand slurry that is scheduled to remain in place The on site soils are a combination of silts sands and clays The clayey materials do not allow for any appreciable infiltration rate Based on the variability of the materials on site it would be difficult to locate a silty sand or sandy only area that may allow infiltration Reference "Geotechnical Investigation Lot 9 and CMWD Water Tank Site Grand Pacific Resorts Carlsbad California' MTLG Project No 1916&10 October 20 2014 Summarize findings of studies provide reference to studies calculations maps data sources etc Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates Can Infiltration in any appreciable quantity be allowed without mcreasmg risk of geotechnical hazards (slope 6 stability, groundwater mounding, utilities, or other factors) X that cannot be mitigated to an acceptable level? The response -. to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.,2. • I Provide basis The site sits atop an area with descending slopes towards the northeast eastern and southwestern directions Portions of the slopes were created during previous grading activities that were not geotechnically engineering certified Because of limitations at the site remedial grading to remove all surficial compressible soils was not performed Therefore there is 9 a potential for slope failure and adverse settlement at the site and the addition of water will increase the probability of these happening Also there is currently a limitation at the site whereby remedial grading cannot be performed [ Geotechnical Investigation, Lot 9 and CMWD Water Tank Site, Grand Pacific Resorts Carlsbad California",MTLG Project No 1916A 10, Oct ober20 20141 Summarize findings of studies provide reference to studies calculations maps data sources etc Provide narrative discussion of study/data source applicability and why it was not feasible to mitigate low infiltration rates MTGL Project No 1916A 10 Appendix I Forms and Checklists 1. •., BMP- 1 BMP17 2 BMP-3 BMP-4 BMP-5 85th percentile 24-hr storm 1 d= '-.0.61 0.6 .0.6. 0 6 depth from Fig: 9.1-1. (inch) ______ ______ 0 . 6 '. • . • - 2 Area Tributary to BMP (acres) A= 0 40 --.0.-23, 1 22 0.46 0:27 Area Weighted runoff Factor 87 .74 ,0 031 0.75 0.49 - (using App B1.1 and B.2.1) -:4.. StreetTree.VóIumereduction- y TCV .0..- f..-' : 0. 5 Rain barrels volume reduction RCV= .0 0 0., 0 0: Calculate DCV = 6 - DCV= 759 373 1896 - 753 288 - (3630xC.xd-xA)-TCV-RCV (CU ET) • .• :: _______ _______ 7 Percent Impervious %IMP 96% 80% 77% 82% 49% .• -e I- ••- - •• •, •• • t.• - •- •. .• .•. -. - .•. - --•• - - .0 4 •1 $ . . DMA ID DMA ' TYPE Drains to BMP poc ROOF (sqft) CONCRETE (sqft) ASPHALT (sqft) PAVERS (sqft) LANDSCAPE (sqft) TOTAL (SOFT) TOTAL (ACRE) %IMP DMA-i ' Drains to BMP. BMP - 1. POC D 11433.00 5359.89 . 0.00 . 0.00 611.25 -17404.14,0.400 . 96% :.DMA-2'.Drains to BMP. BMP - 2 "POC D 0.00 0.00' '" '. - 6854.10 1212.74' ' 2043.00 10109.84 . 0.232 80% DMA-3 ' Drains to BMP -- BMP -3 . 1 _P0CC -20270.53. 8974.35' 7393.67 4103.58 ' .12431.95 53174.08 1.221 77% DMA4 Drains to BMP BMP-.4. '. POC D A3952.00 2375.55'. -. 0.00-.- .' ' _0.00 - 3658.69 '19986.24. 0.459 82%, DMA-5 Drains to BMP BMP 5 POC B 0.00- '238.00. 0.00 - 5504.00- 5963 00 11705 00 0.269 49% DMA-6 ' self-mitigating N/A ' 0.00 '0.00 0.00 , ' 0.00 ., ' - 24151.00 24151.00 0.554 0% DMA-7 Self7mitigating ', N/A - 0.00' 0.00' ' . 0.00 ':• 0.00 , 8899.00 889900 ' 0.204 .' 0% DMA 8 Self mitigating N/A 0 00 0 00 0.00 0.00 5278 00 5278.00 0.121 0% DMA-9 ' 'Self-mitigating '' - , N/A '. ' ', ' ',. ' 0.00 .' 0.00 '', 0.00' ' 0.00 '. 3245200 32452.00 ,' '0745- , , '0%. - DMA-b." Self-mitigating :_,' N/A . ' ' 0.00. ' . _0.00 . -, 0.00 ' , 0.00 , , : ,568.00 ' 568.00 . ,0.013 0% DMA-il. Self-mitigating '- N/A' .' ' 0.00 - ' '0.00 ' ,000 .' - 0.00 ' ' ' 1335.00 1335.00 - ' 0.031 ' - 0%- DMA-12 De'Minimis . N/A'. ' . , " -, 0.00, ' 000': -0.00; :10.00 .'. '249.65 1 , 249.65. .0.006 '- -0%' DMA-13 DeMinimis N/A _____ 000 42365 000 000 000 42365 0.010 100% S. t - - 0 .' . -- --• -.:- . -- . , 0 _ .. . - .'. '.BIO-BASIN SUMMARY TABLE BMP# SURFACE.. FOOTPRINT Al (INCH) - -. A2 (INCH) . - - '.. B * (INCH) •- '( (SQFT) SIZE C : (INCH) . (INCH) . . . BOX RISER/ OVERFLOW STRUCTURE.UPPER INCHES) ORIFICES -, - DIAMETER - - . IMPERMEABLE LINERS' (INCH).. LOWER -(INCH) BMP-1 937.0 16.0- 18.0 '9.6 ' 18.0 .18.0 - 36x36 -. 2x6 -0.500 YES BMP -'2 . '374.0 ' '10.0 12.0 - 4.2 18.0. 18.0 - 36x36 2x12 0.500 YES BMP-3 '19560 27.2 30;0 . 7.8 . 180 -- - 18.0 . _'36x36 - 2x6 0.500 YES - BMP-4 -163.0. 16.0 18.0 10.8 18.0 - '18.0. 36x36 - 2x8. - 0.500'. - YES -- BMP-5 216.0 - 10.0 - 12.0 ' - 4.9 18.0 9.0 - 36)(36' 2x12 . 0.500 YES -AAV -. 0 •s . * .STANCf aw T -. . -fleurnme - -. . . , —- RM M9 - -ThPfR. as -A TQ, 4 -6 $Z WY 1V ftV(R / AND fAINTE4'AMCE / 8.45W AND5CAFE LA/V L4cQ IVT TO -• AC CE4N UT.*\• - . . .,, - - ARRW I (7C( Pt? PM/V P7 REY Arp A" - -. .. - I . W (QL#VAL(NT V /W'E PEM7R.417aV Lfl 4N1/ R4)F . %ol - (2a-JO .°c ewr * S — — ° 4v4Mw \\ * 0 -- APF #oxv- * ,1çcq4 ITO - ' WPAC/TD - 7A4t- u, -. -. ..'.- - - LWDERD4JN - - 9.45/N. - * * f?ECO4IMENVA [IONS' 5IURAI a?.4w - -\ - ' • P? 5Q f/VQf/iTh'3 \ - . * _ - * * . * •. - - .- - - * - -. -.• '-\,..\ -- . : -. . -. * -. -. * . . . • - 0 * - - NOIT /4L -wESS - sacs Lt'w's REcOiI.VDAI7aVS ,- , . •- 5___ - • - - - * - •0 - '-S. - * - S -. - - 5 - -. 4- 5 - 0 -. • - _5. --S. ' .0 '•• ' - - - - 0$- . - . S . • S -. J(n) / 4/4' lwllTv.9nvv = ip ffl,2C V /1) 141L 2 IIOT-D/P C4L V4N/41D PLA1 AFIER ______ HOUS /1A'( 9ff/V OR/EP - I (VOf OUT 9D/7041 Or CATCI? £49/V - 0 0 - -. - 0 • . . • - -. 0 - p/Q/• • • -. . . . 0 • - 0 •• TOPR0WO5LOT FOR //2 OFPLA1E I , /Y PIA 1r(fl1') 0 0 - an or V. /7C, (IF t(C(S5AAY) - 4:oarPLAJE. / CA/C7? a4$VI - . o I .,' •• 0 • 0 • .• . 0 • - . 0 • 0 -_ -• - - - ''OL( (TIP) -?4 PLA/V A/Vt) A/W 8A5.IN h4 a4I/'L aw,q & • 0 0• • 00 0 • /2Ev4,,ay.PIN 84SW 1481! -. • - : • --- - •- - 0 - •• • • • - 0 • • 0 - flON' W,WL - 0 0 • • 0 NOT-TO SCALE QW-WE RAY RETAIL -- . 0 • -- • - • 0 - - - • . • • • . - - - •• • . . RECALCULATE WORKSHEET B.5-1: BASED ON LOWER ORIFICE FLOW RATE Simple Sizing Method for Biofiltration BMPs BMP-1 BMP-2 8MP-3 8MP-4 BMP -5 1 Remaining DCV after implementing retention BMPs (cubic feet) 759 373 1896 753 288 Partial Retention 2 Infiltration rate from Worksheet 0.5-1 if partial infiltration is feasible (in/hr) 0.00 0.00 0.00 0.00 0.00 3 Allowable drawdown time for aggregate storage below the underdrain (hrs) 36 36 36 36 36 4 Depth of runoff that can be infiltrated (Line2xline3) (in) 0.00 0.00 0.00 0.00 0.00 5 Aggregate pore space 0.4 0.4 0.4 0.4 0.4 6 Required depth of gravel below the underdrain (Line4/Line5) (in) 0 0 0 0 0 7 Assumed surface area of bioretention 8MP (sq-ft) 582 316 716 185 47 8 Media retained pore space (in/in) 0.1 0.1 0.1 0.1 0.1 9 Volume retained by 8MP (Line4+(Line12xline8))/12*Line7 (cubic feet) 87 47 107 28 7 10 DCV that requires bioretention (Linel-Line9) (cubic feet) 671 326 1788 725 281 BMP PARAMETERS 11 Surface Ponding [ 6" min I 12" max] 9.6 4.2 7.8 10.8 4.92 12 Media Thickness (18 inches minimum] 18 18 18 18 18 13 Aggregate storage above underdrain invert (12" typical) 15 15 15 15 6 14 media available pore space (in/in) 0.2 0.2 0.2 0.2 0.2 15 Media filtration rate (in/hr) 5.00 5.00 5.00 5.00 5.00 15a MODIFIED filtration based on lower orifice (rn/hrl 0.59 1.38 0.28 0 73 2 13 15b F 1lt, at.on rate to be used for sizing ...,Min(line 15, ine 15a)J (in 'hr) 0.59 1.38 0.28 0 73 2.13 Baseline Calculations 16 Allowable Routing Time for sizing (hours) 6 6 6 6 6 17 Depth filtered during the storm [line 15b x line 16](inches) 4 8 2 4 13 18 Depth of Detention Storage [line ll+(line 12xline14)+(1ine 13xline5)] 19 14 17 20 11 19 Total depth treated [line 17+1ine 18) 22.73 22.10 19.06 24.79 23.72 OPTION 1-BIORETENTION 1.5 TIMES THE DCV 20 Required biofiltered volume [1.SxlinelO] (cubic feet) 1007 489 2682 1088 422 21 Required footprint [line 20/line 19]x12 (square feet) 532 265 1689 527 213 OPTION-2-Store 0.75 of remaining DCV in pores and ponding 22 Required Storage (surface+pores) volume [0.75xline10] (cubic-feet) 504 244 1341 544 211 23 Required footprint [line 22/line 18]x12 315 212 925 320 232 FOOTPRINT OF THE BMP 24 Area draining to the 8MP (sq-ft) 17404 10110 53174 19986 11705 25 Adjusted Runoff Factor for drainage area (Refer to Appedix 8.1 and 8.2) 0.87 0.74 0.71 0.75 0.49 26 Minimum 8MP Footprint [Line 24xline 25x0.03] 455 224 1137 452 173 27 Footprint of the BMP = Maximum (Minimum(line 21, Line 23), Line 26) 455.2 223.9 1137.3 451.8 213.3 28 8MP area provided in this project 937.00 374.00 1956.00 763.00 216.00 Check for Volume Reduction [Not applicable for No Infiltration Condition) 29 Calculate the fraction of the DCV retained by the BMP [Line 9 I Line 1) N/A N/A N/A N/A N/A 30 Minimum required fraction of DCV retained for partial infiltration condition 0.375 0.375 0.375 0.375 0.375 31 Is the retained DCV > 0.375? If the answer is "NO" increase Line 26 until "YES" N/A N/A N/A N/A N/A Attachment Contents. Checklist Sequence Attachment 2a Hydromodification Management i X Included Exhibit (Required) See Hydromodification Management Exhibit Checklist on the back of this Attachment cover sheet Attachment 2b Management of Critical Coarse:. ] XExhibit showing project • Sediment Yield Areas (WMAA Exhibit drainage boundaries marked on is required, additional analyses are WMAACritical Coarse Sediment optional) Yield Area Map (Required) See Section 6.2 of the BMP Design Optional analyses for Critical Coarse Manual Sediment Yield Area Determination i 6.2.1 Verification of Geomorphic Landscape Units Onsite i 6.2.2 Downstream Systems Sensitivity to Coarse Sediment i 6 2 3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite Attachment 2c Geomorphic Assessment of Receiving i X Not performed Channels (Optional).] Included See Section 6.3.4 of the BMP Design Manual. Attachment 2d Flow Control Facility Design and ] X Included Structural BMP Drawdown Calculations (Required) See Chapter 6 and Appendix G of the • BMP Design Manual • - : Usethis checklist to ensure the required information has been included on the \\ :k 0 : Zz j 1;31 ,/ \ / / ; H 0 a ////iy\/ \ C SOIL TREES -- - SOW I / 'L ,' ED 11119' - — N DMA J9 2/ V \\X I> I , DM41 f L I . PROPOSED / 0 - r' I :. SIIN HOWL t / / -- N N PRPOSED - I 84/P /Ny\\ ' \> N i' . • if V N _V V - 0 0 / 0 / 0 D/A 7 lit WA / o/o - - — 0 // \ N ka, 111W, lit MH k 04 . ____ V V V ... • - / / . / , - -4-:: - - -: - - - - / 10 7 k 74- till -41 it 11 - V V M1 1 \\\\\ f , if Ii :2/ ,--- ' GO 4VV _- - BMP # SURFACE FOOTPRINT (SQFT) Al (INCH) A2 (INCH) B (INCH) C , (INCH) D (INCH) BOX RISER / OVERFLOW STRUCTURE SIZE (INCHES) ORIFICES DIAMETER IMPERMEA BLE LINER? UPPER (INCH) LOWER (INCH) BMP -1 937.0 16.0 18.0 9.6 18.0 18.0 36x36 2x6 0.500 YES BMP - 2 374.0 10.0 12.0 4.2 18.0 18.0 36x36 2x12 0.500 YES BMP — 3 1956.0 27.2 30.0 7.8 18.0 18.0 36x36 2x6 0.500 YES BMP — 4 763.0 16.0 18.0 10.8 18.0 18.0 36x36 2x8 0.500 YES BMP - 5 216.0 1 lu.0 I 14.0 4.9 18.0 9.0 36x36 2x12 0.500 YES DEP1H 10 CROUND IPA1ER = MORE 11/AN 51 FT PD? QEO1ECHNICAL INkES11CA11CW PERFORMED BY #76Z V NO CR/11CAL COURSE SEDIMENT YE1L0 AREAS CH 1E PROPOSED ORADINC PER OW NO. 496-24 8MP1 11/RWC'/ 5 ARE 8It9L NA; 76) BMPS SURFACE FOOTPRINT AREA APRON FOR V . V FREE 6 PVC CLEAN OUT H'/ MfRoy DFTAIL BELOW LINER AND MAINITNANCE BASIN ENEROY LANDSCAPE CURB CUT 70 ACMSS OISSIPA TOR PLAN APRON TV/_UFPfR ORIfiCE I I OU1ZET/E I .V V\\V V V LE */7NAL SPECIf7CA liON LINER PER SOIL EN6YNEt - I LI I I /\RRE5TONE PIPE BOOT RECOMAIENDA liONS \\fl I I AfEOIA $fIII AW 5 1N$N\>OR EQUIVALENT TO SEAL \ 'j I I 1 I I JIV/J'R IlL tRAl7o/I A\ VVVV\\\\PIPE PENETRA liON \R011011 IMPERMOUS WER IT Al PER 6A \ N 0 0 00 0 0 0 0 _______ SFEC568-125 $VV 91\ W ENSURE A 6' MYEMR OI'ERLFOIV S1RUCTURE - \\LO 0'IfiCE UNDERDRAIN BASIN VVV N4PERFORA PLAX TED STORM DRAIN V\\\</P/PE FZOWJNE OUTLET PLAN CA IC//BASIN AND BIOFIL iRA liON BASIN DETAIL NOT TO SCALE f C(47A C J1/,AikffA FT ri!LEN T ft7A[IVIT LOT 9 DEVELOPEMENT WESTIN HOTEL AND TIMESHARES 1LT1 ENGINEERING LAND PLANNING ENGINEERING • SURI'Vfl1NG 440 STATE PLACE, ESCONDIDO, CA 92029 PH (760)745-8118 FX (760)745-1890 Coarse Sediment Yield Areas Map I I SITE DRAINAGE AREA POTENTIAL CRITICAL COARS SEDIMENT YIELD AREAS O Table 0 ontents ,, INTRODUCTION :. Section I Pre- and Post Development Model Setup 4 Section H System Representation 7 Section III Continuous Simulation Options 11 Section IV Bio-retention As LID Control 12 Section V Running the Simulation 21 Section VI Result Analysis 21 Section VII Summary and Conclusion 33 ATACHEMENTS Attachment A SWMM Drainage Management Area Map Attachment B SWMM Statistics Analysis, Flow Duration Curve and Pass/Fail Table Attachment C SWMM Input Data Summary and Detail S 1 S INTRODUCTION This report provides Hydromodification and Water Quality design based on LID (Low Impact Development) principles for the proposed Westin hotel and timeshares on the west side of The Crossing Drive Cul de sac, approximately 560 ft north from the intersection of Grand Pacific Drive and The Crossing Drive The site is approximately 3.60 acres with graded pad with impervious asphalt slurry in existing condition located in the City of Carlsbad, San Diego County, California The Hydromodification and Water Quality calculations were performed utilizing continuous simulation analysis to size the storm water treatment and control facilities Storm Water Management Model (SWMM) version 5.0 distributed by USEPA is the basis of all calculations within this report SWMM generates peak flow recurrence frequencies and flow duration series statistics based on an assigned rain gauge for pre development, unmitigated post-development flows and post-development mitigated flows to determine compliance with the State Water Resources Control Board Order 119-2007-0001 and the County wide Model Standard Urban Stormwater Management Plan (SUSMP) and Hydromodification Management Plan (HMP) requirements The developed project is comprised of several tributary areas directed to five bio retention basins (BMP 1-5) There are three points of compliances (OUTFALL B,C and D) This system detains storm water in the basin surface and also in the underdrain reservoir. Bio retention filters storm water through plant roots and a biologically active soil mix, and then releases it into the existing storm drain system which currently collects the sites storm flows The resulting mitigated outflows are shown to be equal to or less than all continuously simulated storms based on the historical data collected from the Oceanside rain gage Low Flow Threshold A downstream channel assessment has not been completed for this project and therefore the low flow threshold utilized for the system analysis is 10% of 2-year storm event (0.1Q2). This will be used as the low flow threshold to meet peak flow frequency and flow duration controls Soil characteristics No percolation tests were conducted for this project, however based on Natural Resources Conservation Service Soil Survey Map this project is categorized as 47% soil type B loamy sand and 53% soil type D or low infiltration rate soil with clay texture assumption This is the most conservative approach due to an incomplete soil investigation conducted for this project The USDA NRCS soil texture classification was used to determine the average soil capillary suction, saturated hydraulic conductivity rate and the soil initial moisture deficit S - •2 • • .. ... ' ~ z " :sr •ww ~z l° 0 l l~ C f i M Je ~ i 9 f f i r~ 8 ~ • ; ~ I i I fM ~ ~ l n -n r i Oti' I 5 C: !""" u :I: ; < a. .... ii 0 0 (IQ f~ r=;· V') -J Q. G) J .... 0 ~ C "C i ll 111' lllZW 111"8'1/ZW • ... ' z SECTION I. MODEL SETUP S . .. : Pre-developrnent Model Setup The SWMM model for this projects pre-development site is analyzed using historical rain gauge data The Oceanside gauge is utilized for this project. That data provides continuous precipitation input to a sub- catchment with its outfall based on the contributing basins imperviousness The imperviousness parameter in SWMM is the amount of effective or directly connected impervious area. The effective impervious area is the impervious area that drains directly to the Stormwater conveyance system. The pre-develOpment condition is a vacant area with impervious pad, a water tower and some shrubs with no trees For the purpose of this study, the site is assumed to have 90% of impervious surface in the existing condition, except some spots that were used to be a slope. Approximately 100% of the oh-site area has been disturbed and compacted (vehicle access). .. Post-Development Model Setup • . • • : • •: • • •. The proposed project is a hotel and timeshare condominium units consist of buildings, road access, underground parking lot and pool area Please refer to Attachment A for detailed impervious/pervious area and the point of compliance locations The Stormwater runoff is treated and mitigated by means of bioretention system (see Fig -2 below) Figure 3ä through 3f illustrates each contributing basin discharging its overland flow directly into the bio- • retention system Each bio retention layer section has a similar configuration as seen as in the detail drawing below. There is no actual elevation entered in the program The bottom elevation of the bio-retention surface storage is assumed at 0 ft 1W or Alsw Pft.IB • • . • - AM -- ,-- S • • • I A60W1ZWA At2 e4 \ • / S S.. ARM MA T \ / (A 119' saw AWW L{_ WIN O/1Z(TPf'PiAA' '-S' • : r:v j". 5 4Y/? /ZRAMW RAT . S • • • Lovwa— .r s'w aAz a.ow • S 0 S • S • •A2%7RA&W8A9#LF7A1L • •. S • • . WYWAiT10JYR0YaWNfiVR-J • •. :. S •S • • S •. • S S • . . S • S • Fig-2. Typical Bio-retention Section . S H... .4 5. uansd$ Ubf ,., Ynhi /// It •r- 5.5'2'//i" Pr75éZ I DMA -52 I! -•":- lo I ' 'Nr •'A ••'••• L' / / ,flMA-ol ?OC-3 • \ .t,. :.z- •,;;Q\ •4 ernionipe / O If i- / - • Fig 3a - SWMM Post-Development with Mitigation Model for POC B • 5 • Oceanside S1D67 ,- - 4 I rL; i'STO-aMPJ -- Fig.3b - SWMM Post-Development with Mitigation Model for POC C 0 0 0 Oceanside-SID&7 Fig.3c - SWMM Post-Development with Mitigation Model for POC D 0 0 0 7 Oceanside-$1067 • e2l • I I ,..,": .. "' .. ' .... .," .. " .,,;:,. .... POC-8-:· .... ~ ~· .... Fig.3d-SWMM Pre-Development Model for POC B 8 \;: .~ ... ~-' Fig.3e -SWMM Pre-Development Model for POC C rr ...... .it!P-!IIOR7 ~ ml 9 ..... 0 'Tl (!ti" w -I VI :E s: s: ,, .... II) I 0 II) < II) 0 "C 3 II) ::, ,-+ s: 0 a. ~ o' .... ,, 0 n 0 I l • ·- SECTION II. SYSTEM REPRESENTATION SWMM is a distributed model, which means that a study area can be subdivided into any number of irregular sub-catchments to best capture the effect that spatial variability in topography, drainage pathways, land cover, and soil characteristics have on runoff generation. For modeling of Hydromodification calculations, there are four main system representations: Rain gage, Sub-catchment (contributing basin or LID area), Nodes and links. Time Series Oceanside 0 0 100,000 200,000 300,000 400,000 500,000 Sapsed Time (hours) Fig. 4 -Time series rain data, which corresponds to runoff estimates for each of the 508,080 time steps (each date and hour) of the 58-year simulation period. (Inches/hour vs. elapsed time) Rain Gauge The properties of a rain gauge describe the source and format of the precipitation data that are applied to the study area. In this project, the rainfall data consist of a long-term rainfall record stored in a user- defined Time Series labeled as "Oceanside" rain gauge station. The Oceanside rain station was chosen due to its data quality and its location to the project site. The rain gauge supplies precipitation data for one or more sub-catchment areas in a study region taken from the Project Clean Water website (www.projectcleanwater.org). This data file contains rainfall intensity, hourly-recorded time interval, and the dates of recorded precipitation each hour. The Oceanside rain data has approximately 58 years of hourly precipitation data from 8/28/1951 to 5/23/2008 and generates 58 years of hourly runoff estimates, which corresponds to runoff estimates for each of the 508,080 time steps (each date and hour) of the 58 year simulation period. See figure 1 for hourly precipitation intensity graph for 58 years in inches. Sub-catchment (contributing basin or LID area) A basin is modeled using a sub-catchment object, which contains some of the following properties: 11 S . Rain Gauge 0 The rate of stormwater runoff and volume depends directly on the precipitation magnitude and its: spatial and temporal distribution over the catchment Each sub catchment in SWMM is linked to a rain gauge object that describes the format and source of the rainfall input for the sub-catchment Area 00 0 0 0 0 This area is bounded by the sub catchment boundary. Its value is determined directly from maps or field 0 surveys of the site or by using SWMM'S Auto-length to when the sub-catchment is drawn to scale on 0 0 SWMM's study area map. This Project is divided into several sub-catchments based on its outfall. Width Width can be defined as the sub-catchment's area divided bythe length of the longest overland flow, path that water can travel When there are several such paths, one would use an average of their lengths to compute a width If overland flow is visualized as running down —slope off an idealized, rectangular catchment, then the width of the sub catchment is the physical width of overland flow. In natural areas, true overland flow can only occur for distances of about 500 feet before it begins to consolidate.intb a small stream flow. In post-development, the true overland flow can be very short 0 before it is collected into open channels A maximum overland flow of 500 ft is appropriate for a non- urban catchment, while the typical overland flow length is appropriate for non-urban catchments, the typical overland flow length is the length from the back of a representative lot to the center of the street ••• S for urban catchments: If the overland flow length varies greatly within a sub-catchment, then an area- • • • 0 •• weighted average should be used Slope .. . 0 ••• • ••• 0 0 • • 0 • . This is the slope of the land surface over which runoff flows and is the same for both the pervious and impervious surfaces It is the slope of what one considers being the overland flow path or its area- weighted average if there are several paths in the sub-catchment 0 • frnperviousness •• • 0 0 •• .. •0 0 0• •0 S 0 This is the percentage of a sub catchment area covered by impervious surfaces such as sidewalks and roadways or whatever surfaces that rainfall cannot infiltrate. . • 0 0 0 •• 0 • Roughness Coeff,cient The roughness coefficient reflects the amount of resistance that overland flow encounters as it runs off of the sub-catchment surface. 0 0 • • • . . 1 • • • • Infiltration Model The pre development condition is primarily a barren land with the dirt roads Some minor areas have been developed with pavement Based on the hydrology manual this area was grouped as soil type B and D In the model, clay soil was used for the post development condition and the pre development condition fora conservative approach. InfiltratiOn of rainfall from the pervious area of a.sub-cátchment 12 into the unsaturated upper soil zone can be described using three different infiltration models Horton, Green Ampt, and NRCS Curve Number The Green Ampt method was chosen to calculate the infiltration of the pervious areas based on the availability of data for this project It is invoked when editing the infiltration property of a sub catchment Table 1—Soil Infiltration Parameter Suction Iliad inchis 1.93 - 1260 presented ll3drologic Soil Group A I (Green Arnpt) in Table A.2 of SWM.M Hydrologic Soil (.iroup B 10 Minual Hydrologic Soil Group C 60 ___________ ___________ ________________ Hydrologic Soil Group D: 9.0. .Concluctivity Inches per hour 0.01 4.74 presented Hydrologic.SoilGroup A 0.3 (Green-Ampt in Table A.2 bCSWMM fldrologic Soil GroupB: 0:2 Manual by soil texture Hydrologic Sail Group C: 0.1 class . Hydrologic Soil Group D: 0.025 0.00 ?0.45 presented in Table A.3 of SWMM Note: reduce conductivity by 25% in Manual by hydrologic the post-project condition when soil group . native . soils will be compacted. Conducth'iiy may also be reduced by 25% in the pre-development - . - condition model for redevelopment - - - areas that are currently concrete or asphalt but must be modeled according to their underlying soil characteristics. For fill soils in post- _____________ project condition, sec. Section G.1.4.3. Initial Deficit The difference bcr ccn Hydrologic Soil Group A 030 .(çrccnA.mpt : . •. . soil porosity and initial Hydrologic Soil Group B: 0131 moisture content H34rologic. Soil Group C 032 Based on the 'alites Hydrologic Soil Group 1) 0.33. provided in Table A.2 of SWMM Minual, the Note in long term continuous range for compictcAy simulanon, this viluc is not Important - dry soil would be 0 097 as the soil will reach ec4wlibrium after to 0.375 a few storm events regardless of the initial moisture content specified Groundwater yes/no - yes/no - . . NO -LiD Controls -- • --- S. • • 5 - .Project. Specific : •: . SnowPack Not applicable to hydrofiodiflcation Lind Uses - management studies - Initial Buildap . Cutb -Length . ______________ . . LID controls : Utilizing LID. controls within a SWMM project is a twostep process that: - Creates a set of scale-independent LID controls that can bedèployed throughout the study area, - Assign any desired mix and sizing of these controls to designated sub catchments The LID control types selected were bio retention cells that contain vegetation grown in an engineered soil mixture placed above a gravel drainage bed and Lihear Sand Filtration trenches. Bio-retentiôn and Sand filter provides storage, percolation, infiltration (not applicable for this project due to soil type D) and evaporation of both direct rainfall and runoff captured from surrounding areas For this project, we do not allow infiltration to the existing/filled soil SECTION III. CONTINUES SIMULATION OPTIONS Simulation bates These dates determine the starting and ending dates/times of 'a simulation and are chosen based on the rain data availability. Start analysis on 08/01/1951 Start Reporting on 08/01/1951 End Analysis on 05/23/2008 Time Steps The Time Steps establish the length of the time steps used for runoff computation, routing computation and results reporting Time steps are specified in days and hours minutes seconds except for flow routing which is entered as decimal seconds Climatology . S • -Evaporation Data ; S • • • • The available monthly evaporation data for project area was obtained from the California Irrigation Management Information System "Reference Eva pbtranspiration Zones" brochure and map (CIMIS ETo Zone Map), prepared by California Department of Water Resources, dated January 2012 Project site falls in"Zone 4" South Coast Inland Plains based on CIMIS ETó Zone map. : Table .2 - Zone 4 Monthly Evaporation data (in/day) SECTION I.Y. BIO-RETENTION AS LID CONTROL LID controls are represented by a combination of vertical layers whose properties are defined braper-. unit area basis This allows an LID of the same design but differing coverage area to easily be placed within different sub catchments of a study area During a simulation, SWMM performs a moisture balance that keeps track of how much water moves between and is stored within each LID layer If the bio-retention basin is full and water is leaving the upper weir, the flow is divided in two flows the lower flow discharging from the bottom orifice directly draining to the point of compliance and the upper flow is routed at the top of the bio-retention basin and after routing, discharged to the point of co mpliance In this project, we used 100% of the area of this specific sub catchment for bio retention I Surface • •' Storaé Depth . • • • . •• . • •' .• .. • • .•. . •. • . . • •. When confining walls or berms are present, this is the maximum depth to which water can pond above the surface of the unit before overflow occurs (in inches) The surface storage depth is set to 6" The storm water fills up the soil mix and the gravel storage When soil starts saturating, the storm water is routed to SWMM storage tool Storage is modeled based on the bioretention surface storage, see Section V Modeling surface storage L Sam Suthce • - Berm Height inchs Pro' ct-specific also known as Storage - Depth ___________ .- Vegetati e Volume - 0 Fraction also kno'unas Vegetati e Cover Fraction Surface Roughness --- . 0 (this parameter is not applicable to bio-retention cell) Surface Slope -- 0 (this parameter is not applicable to bio retention cell) Sdil: •• .-•.•• --- -.•• •:- : --:- Thickness inches project-specific porosity,.- - 040 Field Capacity 0.2 Wilting Point -- 01 Conductivity Inches/hour 5 CondictivitiS1ópe •• : . . :- Suction Head inches •' . :1.5 • Thickness . itihes • Project-specific also known as Height __________ .• - Void Ratio - - 067 Seepage Rate . Inches/hour -onductiviry froth the storage layer refers to infiltration also knowYn. . as from de bottom of the structural BMP into the native Conductivity, soil This variable is project specific, see Section G.5. I. . • Use. 0 if the bio-retention cell includes an hnpermeabl liuier Clogging Factor ----- - 0 Underdrain '•. - .•. 5 - . . .5 . S S Flow Coefficient - . Project-specific • - 5 Also kijown as Lirain S • Coefficient 5 Flow Exponent --- Project-specific, typically, 0 5 Also known s Drain - : : Exponent S Offset Height • Inches Project-specific S S Also known a Drain • S • Offset Height Field Capacity Volume of pore water relative to total volume after the soil has been allowed to drain fully (as a fraction) Value of 0.2 was used for the soil as no vertical drainage of water through the soil layer occurs below this value. (See Table 1— Soil lnfi!tration Parameter). 0 Wilting Point Volume of pore water relative to total volume for áwell-dried soilwhere only bound water remains (as a fraction) The moisture content of the soil cannot fall below this limit Conductivity . . . . .. Hydraulic conductivity for the fully saturated soil is 5 inches/hour This is a design minimum value for percolation rate Conductivity Slope Slope of the curve of log (conductivity) versus soil moisture content (dimensionless) Typical values range from 5 for sands to 15 for silty clay. The conductivity slope is 5 since the soil was designed to have a very good percolation rate. Suction Head : S The average value of soil capillary suction along the wetting front (inches) Loamy Sand was considered for approximately 10% clay content and sedimentation collected during a rain event, therefore the suction head will be 1.5 inches. 3. Storage Layer . S 5 The Storage Layer page of the LID Control Editor describes the properties of the crushed stone or gravel layer used in .bio-retention. cells as a bottom storage/drainage layer The following data fields are displayed: . S 5 . .• . S Height this is the thickness of a gravel layer (inches). Crushed stone and gravel layers are 1830 inches thick. including 3" filter course Void Ratio The volume of void space relative to the volume of solids in the layer. Typical values range from 0.5 to 0.75 for gravel beds. Note that porosity = void ratio / (1 + void ratio). We designed this void ratio to have a value of 0.67. Seepage rate The rate at which water infiltrates into-the native soil below the layer, (in inches/hour). This would typically be the Saturated Hydraulic Conductivity of the surrounding sub-catchment if Green-Ampt infiltration is used However due to fill soil on this project, therefore impervious liner is utilized to prevent water infiltration to the sil. S Clogging FactOr Total volume, of treated runoff it takes to completely clog the bottom of the layer divided by the void S 5 Volume of the layer. A value of 0 was used to ignore clogging due to insignificant seepage rate 17 BMPNAME AREA . (SQ) ORIFICE (IN) GRAVEL . :. (IN).. C .BMP - i ia 6089 : BMP - 2 ' 374. .0.5 . : 18 0.223 BMP 3 1956 05 18 0043 'BMP-4 .763 ':0.5'.. 18 .0.109. BMP 5 216 6.5 9 0385 STUDY RESULTS The above values of SWMM "C" factor, which is directly related to the orifice size, and the Divider flow rate which is also a function of the underdrain orifice size, are put into the SWMM model After running the SWMM input files with the SWMM program and then doing a statistical comparison of the pre and post development conditions, the results of the statistical analysis show that the project passes hydromodification requirements using the above orifice sizing and soil layer depths 5 Modeling Bio-retent,on surface ponding The main elements used to design surface ponding in SWMM are storage units (labeled as BMP#) with orifice and weir outlets; .. . . . . .': .' '.. . . .. . .....' '. :. Storage Curve Edrtor I.S3i Cur veName STO bmp3 Storage Curve Viewer I_ I Description Storage Curve STO bmp3 01 . : ". '.:' " • 4' .,.: I . '.. HeIp} [ Copy To [ Print ] Close j Storage Units• - Storage units are drainage system nodes that provide storage volume Physically they could represent storage facilities as small as .a catch basin or as large as a lake The volumetric properties of a storage unit are described by a function or table of surface area versus height Storage volume is described by a storage curve, an evaporation factor and a maximum depth of storage Detention pipe as hydromodification flowrate reduction Two (2) underground detention pipe systems utilize 42" (adjacent BMP 5/POC B) and 36" (adjacent to BMP 3/POC-C) However only 42" detention pipe was used to analyze hydromodification at POC B The other detention pipe was analyzed for peak flow 100 year storm event analysis only. This detention pipe stores storm water and releases it through a controlled outlet or holds it with a controlled small flow rate A bypass system is provided to allow bigger Stormwater to be conveyed to the downstream In SWMM, this system is modeled by storage node, a weir and an orifice The weir is representing a metal plate installed in the cleanout box as shown on the detail below and the orifice is representing a rectangular opening at the bottom of the plate The main elements used to design ponding in SWMM are storage units with orifice and weir outlets I. Storage Units Storage units are drainage system nodes that provide storage volume Physically they could represent Storage facilities as small as .a catch basin or as large as a lake The volumetric properties of a storage unit are described by a function or table of surface area versus height Storage volume is described by a Storage curve, zero evaporation factor and a maximum depth of storage Storage Curve Editor I i / Curve Name. .• . StorageCurve Viewer Desaiption S . Storage Curve STO-pipe EvI-. 3 2.5 [-.Load Save..; 1 t.5 p . 0.5 0 S. •S S F. HpT1 . [copyio... .1 [n -ciose -j SECTION V. RUNNING THE SIMULATION In general, the Run time will depend on the complexity of the watershed being modeled, the routing method used, and the size of the routing time step used The larger the time steps, the faster the simulation, but the less detailed the results Model Results SWMM's Status Report summarizes overall results for the 58-yr simulation. The runoff continuity error is 7'531 % and the flow routing continuity error is 0.009,o. When a run completes successfully, the mass continuity errors for runoff, flow routing, and pollutant routing will be displayed in the Run Status window. These errors represent the percent difference between initial storage + total inflow and final storage .+ total outflow for the entire drainage system. If they exceed some reasonable level, such as 10 percent, then the validity of the analysis results must be questioned The most common reasons for an excessive continuity error are computational time steps that are too long or conduits that are too short, In addition to the system continuity error, the Status Report produced by a run will list those nodes of the drainage network that have the largest flow continuity errors If the error for 'a node is excessive, then one should first consider if the node in question is of importance to the purpose of the simulation If it is, then further study is warranted to determine how the error might be reduced The SWMM program ranks the partial duration series, the exceedance frequency and the return period They are computed using the Weibull formula for plotting position See the flow duration curve and peak flow frequency on the following pages SECTION VI. RESULT ANALYSIS Development of the Flow Duration Statistics The flow duration statistics are also developed directly from the SWMM binary output file It should be noted right from the start that the "durations" that we are talking about in this section have nothing to do with the "storm durations" presented in the peak flow statistics section Other than using the same sequence of letters for the word, the two concepts have nothing to do with each other and the reader is cautioned not to confuse the two The goal of the flow duration statistics is to determine, for the flow • rates that fall within the hydromorphologicaly significant range, the length of time that each of those • •: flow rates occur. Since the amount of sediment transported by a river or stream is proportional to the velocity of the water flowing and the length of time that velocity of flow acts on the sediment, knowing the velocity and length of time for each flow rate is very useful 23 Method lo gy The methodology for determining the flow duration curves comes from a document developed by the U.S. Geological Survey (USGS) The first stop on the journey to find this document was a link to the . USGS water site (http://www.usgs.gov/water/). This link is found in Appendix E (SDHMP Continuous Simulation Modeling Primer), found in the County Hydromodification Management Plan' On this web site a search for "Flow Duration Curves" leads to USGS Publication 1542-A, Flow duration curves, by James K Searcy 1959 (http I/pubs er usgs gov/publication/wsp1542A) Ins publication the V V development of the flow duration curves is discussed in detail.'. . V In Pub 1542 A, beginning on page 7 an example problem is used to illustrate the compilation of data used to create the flow duration plots A completed form .9-217-c form shows the monthly tabulation of V flow rates for Bowie Creek near Hattiesburg, Miss. For each flow range the number of readings is V V tabulated and then the total number of each flow rate is totaled for the year. It should be noted that While this example is for astreamwith a minimum flow rate of 100cfs, for the 'purposes Of run-off V studies in Southern California the minimum flow rate of zero (0) cfs is the common low flow value Once each of the year's data has been compiled the summary numbers from each year are transferred to form 9-2177d. On this form the total number of each flow rate is again totaled and the percentage of time exceeded calculated (as will be explained later under the discussion of our calculations) Once the data has been compiled a graph of Discharge Rate vs Percent Time Exceeded is developed As will be explained in the next section, the use of these curves leads to the amount of time each particular flow can be expected to occur (based on historical data) How to Read the Graphs' V :VV V Figure. 1 shows a flow duration curve fOr a hypothetical development. The three curves show what V percentage of the time a range of flow rates are exceeded for three different conditions pre-project, post project and post-project with storm water mitigation Under pre project conditions the minimum geomorphically significant flow rate is 0 l0cfs (assumed) and as read from the graph, flows would equal or exceed this value about 0'14% of the time (or about 12 hours per year) (0.0014 x 365days x 24 hour/day) For post project conditions, this flow rate would occur more often - about 0.38% of the time (or about 33 hours per year) (0.0038 x 365days x 24 hour/day) This increase in the duration of the geomorphically significant flow after development illustrates why duration control is closely linked to 1 FINAL HYDROMODIFICATION MANAGEMENT PLAN, Prepared for County of San Diego, California, March 2011, by. Brown and Caldwell Engineering of San Diego V • (http://www.proiectcIeariwater.org/images/storjes/Docs/LDS/H MP/0311. SD HMP wAppendices.pdf) V. • V V 2 The graph and the explanation were taken directly from Appendix E of the Hydromodification Plan V V V 24 protecting creeks from accelerated erosion. 070 060 0 50 '111" '0 l 0 4D a ... 0.30 020 0 10 -.--lmper.;ous Flow (cfs) -Pre-Project Flow (cfs) --Post.Project M1igated Flow (cfs) - -Pre.Project 0.205 - -Pre-Project 0 10 OOD-t-~~--,.~~~,-~~--,,--~~-+-~~~..-~~-..-~~~-..--~~--t 000 0.05 0.10 0.15 020 025 0.30 0.35 0.40 % Time Exceeded Fi!JUP 1. FlowOUrat·on Series Statistics for a Hypo'll«icaf Development Scenario Development of Flow Duration Curves The first step in developing the flow duration curves is to count the number of occurrences of each flow rate. This is done by first rounding every non-zero flow value to an appropriate number of decimal places (say two places). This in effect groups each flow into closely related values or "bins" as they are referred to in publication 9-217d. Then the entire runoff record is queried for each value and the number of each value counted. The next step is to entef the results of the query into a grid patterned after form 9-217d. The data is entered in ascending order starting with the lowest flow first. The grid is composed of four columns. They are (from left to right) Discharge Rate, Number of Periods (count), Total Periods Exceeding (the total number of periods equal to or exceeding this value), and Percent Time Exceeded. Starting at the top row (row 1), the flow rate (which is often times zero) is entered with the corresponding number of times that value was found. The next column is the total number of values greater than or equal to that flow rate. For the first flow rate point, by definition all flow rate values are greater than or equal to this value, therefore the total number of runoff records of the rainfall record is entered here. The final column which is the percent of time exceeded is calculated by dividing the total periods exceeded by the total number of periods in the study. For the first row this number should be 100% For the next row (row 2), the flow rate, and the flow rate count are entered. The total number of periods exceeding for row 2 is calculated by subtracting Number of Periods of row 1 from the Total Periods Exceeding of line 1. This result is entered in the Total Periods Exceeding on row 2. As was the 25 case for line 1, the final column is calculated by dividing the total periods exceeded by the total number of periods in the study. For, the second row this number should be something less than 100% and continually decrease as we move down the chart If all the calculations are correct, then everything should zero out on the last line of the calculations. The final step in developing the flow duration curves is to make a plot of the Discharge Rate vs. the Percent Time Exceeded. For the purposes of this report, the first value corresponding to the zero flow rate is not plotted allowing the graph to be focused on the actual flow rate values The Flow Duration Analysis The Peak Flow Statistics analysis is composed of the following series of files 1; The Flow Duration Plot 2 Comparison of the Un-Mitigated Flow Duration Curve to the Pre Development Curve (Pass/Fail) 3 Comparison of the Mitigated Flow Duration Curve to the Pre Development Curve (Pass/Fail) 4 The calculations for the Pre-Development flow duration curve development (USGS9217d) 5 The calculations for the Post-Development flow duration curve development (USGS9217d) 6 The calculations for the Mitigated flow duration curve development (USGS9217d) The Flow Duration Plot The Flow Duration Curves Plot is the plotting of all three (pre, un-mitigated and mitigated) sets of Discharge Rate vs the Percent Time Exceeded data point pair lists In addition to these curves horizontal lines are plotted corresponding to the Qio and Qj (low flow threshold) values Within the . geomorphically significant range (Qio - Qi) one can see a visual representation of the relative positions of the flow duratiän curves. The flow duration curves are compared in an East/West (horizontal) direction to compare post development Discharge Rates to pre development Discharge Rates The pre- development curve is plotted in blue, the unmitigated curve is plotted in red, and the mitigated curve is plotted in green As long as the post development curve lies to the left of the pre development curve (mostly'); the project meets the peak flow hydromodification requirements • Pass/Fail comparison of the curves • •• The next two sets of data are the point by point comparison of the post development curve(s) and the pre-development curve The Pass/Fail table is helpful in determining compliance since the plotted lines can be difficult to see at the scales suitable for use in a report Each point on the post development curve has a corresponding "Y" value (Flow Rate), and "X" value (% Time Exceeded). For each point on the post development curve, the "Y" value is used to interpolate the corresponding Percent Time Exceeded (X) value from the pre development curve Then the Post- development Percent Time Exceeded value is compared to the pre development Percent Time Exceeded value Based on the relative values of each point, pass/fail criteria are determined point by point See hydromodification limits for exceedance of pre-development values . .•• 26 For each set of data, the upper right hand header valüê shows the name of the file being displayed (ex,., flowDurationPassFailMitigated TXT) The first line of the file shows the name of the SWMM output file (* out) The next line shows the time stamp of the SWMM file that is being analyzed The time stamps of all of the report files should be within a minute or two of each other, otherwise there may have been tampering with the files Each report run creates and prints all of the files and reports at one time so all the time stamps should be very close The first column is the zero based number of the point The next two columns show the post development "X" and "Y" values The next column shows the value interpolated between the two 'bounding points on the pre-development curve. The next three columns show the true or false values 'of the comparison of the two "X" 'values. The last column shows the resultant pass or fail status of the point There are three ways a point can pass They are I. being outside of the geomorphically significant range Qj to 0.10 2. Qp,,t being less than Qpre 3 Qposi being less than 110% of the value of Qpre if the point is between Qi, and Qio There are two ways that a point can fail They are 1Qp.,t being greater than 110% of Qpre if the point is between Qi, and Qio 2 If more than 10% of the points are between 100% and 110% of Qpre for the points between Oil and Qio A quick scan down the last column will quickly tell if there are any points that fail At the bottom of each set of data are the date stamp of the report to the left, and to the right is the page number/number of pages for the specific set of data (not the pages of the report') Each new set of data has its own page numbering Between the file name in the header row and the page numbering in the footer row, the engineer can readily scan the document for the data of interest Plan Check Suggestions As was described under the peak flow section, is the responsibility of the reviewing agency to confirm that the data sets presented are valid results from consistent calculations1 and that any and all results • can be duplicated by manual methods and achieve the same results In light of these goals, the plan checker is invited to consider the following tasks as part of. the plan check process. ' • • • • Compare the Data Stamps for Each of the Statistics Files Used In This Analysis As was described in the Peak Flows section, all report files should have time stamps that are nearly identical If the time values are more than a few minutes apart then the potential for inconsistent results files should be investigated Verify the Flow Rate Counts For each of the pre, un mitigate and mitigated flow duration tables, a few randomly selected flow value counts should be checked against the values taken directly from the SWMM file This can be done by opening the corresponding SWMM file, selecting the outfall node, selecting Report>Table>By Object, 27 Setting the time format to Date/Time, selecting the appropriate node value, and clicking the OK button to generate a table of the date/time/Total Inflow values. Next step is to click in the left most header row of the SWMM table which will select the entire table. Now from the main menu select Edit>Copy To>Clipboard. Now open a new blank sheet in MS Excel (or suitable spread sheet program) select cell. Al and paste the results from the clipboard into the spread sheet. Now sort the values based on the Total Inflow column. This will group all the flow values together enabling the number of occurrences of each value to be counted At this point the a few (or all) of the counts on the various USGS9217d txt files can be verified. . .. . Manually Verify That the Percent Exceeded Values (form USGS9217d) are Correctly Calculated The discharge rates and counts are confirmed as was described above The top row should be the smallest runoff value (0.00cfs usually). Total Periods Exceeding of the first line should be the total number of rainfall records in the study. The percentage of Time Exceeding should be the total periods Exceeding divided by the total number of rainfall records in the study (100% for the first, line). For each successive discharge rate, the total periods exceeding for the current line should be the total periods exceeding from the line abOve minus the number of periods from the line above. The number of periods and the number of periods exceeding should zero out at the last line. . Compare Plotted Curves to Table Data . .. . ., . . Randomly check a few of the plotted points against the values verified above. . Verify by Observation that the plotted values of 010 and Qjr are reasonable. ,. . . . Verify that the correct values for each of these return periods are plotted correctly on the graph Development of the Peak Flow Statistics The peak flow statistics are developed directly from the binary output file produced by the SWMM program The site is modeled three ways, Pre Development, Post-Development-Unmitigated, and Post- Development-Mitigated. For each of these files a specific time period differentiating distinct storms is chosen. The SWMM results are extracted and each flow value is queried. The majority of the values for Southern California sites are zero flow. As each successive record is read, as soon as a non-zero value is read the time and flow value of that record are recorded as the beginning of an event The first record is automatically recorded as the "tentative" peak value. As each successive nonzero value is read and the successive flow value is compared to the peak value and the greater value is retained as the peak value of the storm As soon as a successive number of zero values equal to the predetermined storm . separation value, then the time value of the last non-zero value is recorded asthe end of the storm, the . duration of the storm is the difference between the end time and the start time, and the peak value is recorded as the highest flow value between the start and end times.' Once the entire SWMM output file is read all of the distinct storm events will have been recorded in a special list The storms will be in the order of their occurrence To develop the peak flow statistics table the first step is to sort the storms in descending order of the peak flow value Once the list is sorted then the relative rank of each storm is assigned with the highest ranking storm being the storm with the highest peak flow. There are several methods that can be used to determine which storm should be 28 ranked above another equally valued storm For the purposes of these studies an Ordinal ranking is used so that each storm has a unique rank number Where two or more storms have equal flow values, the earlier storm is assigned the higher rank This is done consistently throughout the storm record Since we are only looking at peak flow statistics, it is assumed that the relative ranking of individual (but equal) storms is irrelevant to the calculations The exceedance frequency and return period are both computed using the Weibull formula for plotting position Therefore, for a specific event the exceedance frequency F and the return period in years T are calculated using the following equations4 F=m/(ñ+1) and, T=+1/m where m is the event's rank, flR is the total number of events and n is the number of years under analysis. Once the Peak flow statistics table is complete, a plot of Return Frequency vs peak flow is created.'All three conditions (pre, post and mitigated) are plotted on the same plot The Peak Flow Statistics Analysis The Peak Flow Statistics analysis is composed of the following series of files 1. The Peak Flow Frequency Plot . . 2 The Comparison of the Un Mitigated Peak Flow Curve to the Pre-Development Curve (Pass/Fail) 3 The Comparison of the Mitigated Conditions Curve to the Pre Development Curve (Pass/Fail) . 4 The Peak Flow Statistics Calculation for the Pre-Development Curve 5 The Peak Flow Statistics Calculation for the Un-Mitigated Curve 6 The Peak Flow Statistics Calculation for the Mitigated Curve The Peak Flow Frequency Plot The Peak Flow Frequency Curves are the plotting of all three (Pre, Un Mitigated and Mitigated) sets of return Period vs peak flow data point pair lists In addition to these curves horizontal lines are plotted corresponding to the Qo, Qs, Q2 and Qj (low flow threshold) values Within the geomorphically significant range (Ow - Qj) one can see a visual representation of the relative positions of the peak flow curves The peak flow curves are compared in a North/South (vertical) direction to compare post development peak flows to pre development flows The Pre Development curve is plotted in blue, thel. unmitigated curve is plotted in red, and the mitigated curve is plotted in green As long as the post development curve lies below the pre-development curve (mostly5), the project meets the peak flow hydromodification requirements Pass/Fail comparison of the curves Pg 169-170 STORM WATER MANAGEMENT MODEL APPLICATIONS MANUAL EPA/600/R 09/000 July 2009 See hydromodification limits for exceedance of pre development values 29 The next two sets of data are the point by point comparison of the post development curve(s) and the pre development curve The Pass/Fail table is helpful in determining compliance since the plotted lines can be difficult to see at the scales suitable for use in a report Each point on the post- development curve has a corresponding "X" value (Recurrence Interval), and "V" value (Peak Flow) For each point on the post development curve, the "X" value is used to interpolate the corresponding peak flow value from the pre-development curve Then the Post development peak flow value is compared to the pre development peak flow value Based on the relative values of each point, pass/fail criteria are determined point by point For each set of data, the upper right hand header value shows the name of the file being displayed (ex peakFlowPassFailMitigated TXT) The first line of the file also shows this value The next line shows the time stamp of the file that is being analyzed The time stamps of all of the report files should be within a minute or two of each other, otherwise there may have been tampering with the files..Each report run creates and prints all of the files and reports atone time so all the time stamps should be very close It should be noted that the SWMM out files will not have related time stamps since each file is developed independently. The first column is the zero based number of the point The next two columns show the post development "X" and "Y" values The next column shows the value interpolated between the two bounding points on the pre development curve The next three columns show the true or false values of the comparison of the two "Y" values The last column shows the resultant pass or fail status of the point; There are three ways a point can pass. They are : . 1 Point is outside of the geomorphically significant range Qio - Qit 2 Qtp0S't being less than 0 pre 3 being less than 110% of the value of Qpre if the point is between Q and 0io6 There are four ways that a point can fail They are 1 Ql,ost being greater than Qpre if the point is between Qf and Q5 2 Opost being greater than 110% of Qpre if the point is between Qjr and 0io 3 If more than 109,10 of the points are between 100% and 110% of Qpre for the points between Os 1QiO 4 If the frequency interval for points> 100% of Qpre is greater than 1 year for the points between Q5 and 010 A quick scan down the last column will quickly tell if there are any points that fail At the bottom of each set of data are the date stamp of the report to the left, and to the right is the page number/number of pages for the specific set of data (not the pages of the report') Each new set of data has its own page numbering Between the file name in the header row and the page numbering in the footer row, the engineer can readily scan the document for the data of interest 6 See section on how a point can fail point number 3 hereon . 30 The Peak Flow Statistics Calculations There are three sets of data for the Peak Flow Statistics calculations (Pre-Developmént; Un-Mitigated, and Mitigated). As was the case for the pass/fail data, the upper right hand corner of each sheet has the file name. The first row of the data is the SWMM file name. The second row is the SWMM file time stamp of the file being analyzed. The 4th, 5th and 6th rows are the calculated values for Qio, Q, and Q2. These values are derived by linear interpolation between the nearest bounding points in the listing While the relationship between the points in the peak flow analysis is not technically a linear .. relationship, the error introduced in using linear interpolation between such relatively close data points is assumed to be irrelevant. Finally, the foóter'row shows the report time and the page/number of pages of the data set As was previously discussed, each storm listed was determined by reading the flow values directly from the binary output file from the SWMM program The storms were then sorted in descending order of peak flow values Then each storm was assigned a unique rank, then the Frequency and Return Period were calculated using Weibull formulas Every discharge value for the entire rainfall record is listed in each of these lists It should be noted that the derivation of these peak flow statistics values use full precision (i.e. no rounding off) of the SWMM output values. Since the precision of the calculations may not be the same as the SWMM program uses, and also the assignment of rank to values of equal peak flow value may differ slightly from the way SWMM calculates the tables, minor variances in the data values and/or the order of storms can be expected. Finally, as was previously stated, the values of the Return Period were plotted vs. the peak flow values to develop the peak flow frequency curves. . . Compare the Data Stamps,for Each of the Statistics Files Used In This Analysis. For each set of calculations and report files, the first step of the process is to list out all the files in the report folder and delete those files. The very first step leaves the reports folder completely empty. Then as each successive, step is performed, the results file is placed in the reports folder. Once all of the results files are complete, then the report file is compiled using the data directly from the files placed in the results folder. This means that the time stamps on each of the report files in the report should be within a minute or two depending on the.speed of the computer. If the time values are more than a few minutes apart then the potential for inconsistent results files should be investigated. Verify A Few Random Storm' Statistics • : : ,.. . .• . • . • • For each of the Pre, Un-mitigate and Mitigated peak flow statics tables, a few randomly selected storms should be checked against the values taken directly from the SWMM file. This can be done by opening the corresponding SWMM file, selecting the outfall node, selecting Report>Table>By Object, Setting the time format to Date/Time, selecting the appropriate node value, and clicking the OK button to generate a table of the date/time/Total Flnf low values. Now scroll down the list to the start date and time of the • • randomly selected storm. Verify that the start date, end date, and the highest flow value between the . • '. start and end date correspond to the values shown in the statistics table. Do this for a few storm to • . •. • • . .':':. " S . ' . .•... " .31. verify that the data corresponds to the SWMM output file Verify by hand a few of the frequency and return period values Compare Plotted Curves to Table Data Randomly check a few of the plotted points against the values found in the Peak Flow Frequency Tables Verify by Observation that the values of Q10, QS, Q2 and QIf are reasonable For each value shown on the reports, verify that the value shown for say Q10 is in between the next higher return period and the next lower period Also verify that the correct values for each of these return periods are plotted correctly on the peak flow frequency graph Manually Verify That the Pass Fail Table Is Correctly Calculated Select at random several points on each of the pass fail tables to verify that the values for post X/Y and interpolated V look reasonable Also check that the various test results are shown accurately in the chart and also the final pass/fail result looks accurate Drawdown Time of Bio-retention Surface Ponding The drawdown time for hydromodification flow control facilities was calculated by assuming a starting water surface elevation coincident with the peak operating level in the bio retention facility such as the elevation at the weir or the emergency spillway overflow. 0 The instruction from the county of San Diego Department of Environmental Health (DEH) limits the : drawdown time hydrômodification flow control facilities to 96 hours. This restriction was implemented as mitigation to potential vector breeding issues and the subsequent risk to human health Drawdown times were calculated based on the volume of the pond divided by Darcy's flow through a bioretention Ak soil q = ktA = k Therefore, T'. /3600 q. Where: • •. 0 • • • • q= Flow rate (cfs) k=Bioretention percolation rate = 0.8.7 in/hr t=Hydraulic gradient (dimensionless) L\h=Total head lbst(ft) 0 • •' : t=Bioretention thickness (ft) A= Bioretention area (sqit) • • • 0 : • V=Volume of pond surface (cuft) T= Drawdown time (hrs) However, surface ponding is limited to 24 hours for plant health Surface ponding drawdown time greater than but less than 96 hours may be allowed at the discretion of the City Engineer if certified by a landscape architect of agronomist (Appendix E BMP design Fact Sheets page 66) 32 BMPNAME AREA '• (SQT) ORIFICE :.(IN)::,:_(IN);Y GRAVEL* - DDT (hrs): BMP 1 937 05 21 .0.089 39 BMP 2 374 05 21 0223 43 BM 3 1956 05 21 0.043 650 4MPH4:' 763:, 'o:5. . 21:: 0.1Q9: BMP 5 216 05 12 0385 28 *Note: gravel depth includes 3" dead storage at the bottom VII SUMMARY AND CONCLUSION Hydromodification calculations were performed utilizing continuous simulation to size storm water control facilities.Storm Water Management Model (SWMM) version 5.0 distributed by USEPA was used to generate computed peak flow recurrence and flow duration series statistics See Attachment B for complete graphs and table analysis for each POC There are several tributary areas treated by bio retention units labeled as BMP # with a total tributary area listed in Table -5. Three (3) point of compliances (POCs) were analyzed for pre development and mitigated post development conditions located at the on site downstream Approximately 0 3 acres of tributary areas have been diverted from POC Dto POC-C to allow hydromodification passes However, total areas for whole project area have remained the same between pre and post development conditions Table 5 —Tributary Areas at Pre D m evelopent and P ev ost-Delopment Condition POC B 2.3 (HRS/YR) 2.3 (HRS/YR) POCC 19.4 (HRS/YR) 14.4 (HRS/YR) POCD 17.9 (HRS/YR) 7.8 (HRS/YR) This study has demonstrated that the proposed optimized bio-retention is sufficient to meet the current HMP and SUSMP criteria. Flow Duration Curves -Pre Oevtk,pmtnt QIO (0 158ds) 0.15 ~ ~ 0.10 .!! l'O IX 0.05 J 0 u:: 0.00 9 -0.05 Flow Durollon P<.-M•'65(da1"loc24(hfldey)l,0.027('11)-2 )("°'"")'oar) F ..... Oumlon Md911 .. Pool ~•'65(dllyl),24(1vldey).,!l.~'ll}'<Jl,2(hoLw>l)'M,) 0.00 0.02 0.04 0.06 (%) Percent Time Exceedance Fig.Sa -Flow Duration Curve for POC B 0.3 i 0.2 ! 0.1 1 u. 0.0 -0.1 0.00 0.05 Flow Duration Curves 0.10 -Pre~ ""*"" 0 10 (0 341cfs) 0.15 (%) Percent Time Exceedance Fig.Sb -Flow Duration Curve for POC C 0.08 0.10 -Potl~Milig•ed ""*"° Off (0 0224cfs) 0.20 34 Flow Duration Curves -Pre DevelOl)fflenl 010 (0 856cfs) 0.8 0.6 ~ c., 0.4 -~ "' a:: ~ 0.2 0 i'.L 0.0 § 0 -0.2 Flow Ounuion Pro0evelopmenP365(days)x24(1vlday).0.204(,C.)•17.9(houflfyear) Flow Duration Mttigated Poll Devetopmenra365(days)JC24(hr/day)x0 090('4)"7.8(hou'9/year) 0.00 0.05 0.10 0.15 (%) Percent Time Exceedance Fig.Sc -Flow Duration Curve for POC D Table 7 -Summary of Bioretention sizes AREA ORIFICE SOIL GRAVEL DDT BMPNAME C (hrs) (SQFT) (IN) (IN) (IN) BMP -1 937 0.5 18 18 0.089 3.9 BMP -2 374 0.5 18 18 0.223 4.3 BMP -3 1956 0.5 18 18 0.043 65.0 BMP -4 763 0.5 18 18 0.109 15.4 BMP -5 216 0.5 18 9 0.385 2.8 -Post DeYClopment M,tJgated OIi (0 0636cf1) 0.20 Note: 3 inches minimum ponding is provided on each pond with 6 inch ponding capacity 35 Excel Engineering STATISTICS ANALYSIS OF THE SWMM FILES FOR: DISC H ARGE [N ODE: I.I: ANALYSIS DETAILS 7 Statistics Selection Nodes/Total Inflow I Stream Susceptibility to Channel Erosion High (QIf = (01)02),* Assu med time between storms (hours) 24 {PRE-DEVELOPMENT SWMM FILE SWMM file name 0\13\13070\gpip\.gp2\Starm\SWMM\swmm calcs\Outfall 13\1 13070 Pre OUTFALLB out SWMM file time stamp 10/21/2016 1:12:40 PM Selected Node to Analyze POC B - - POST-DEVELOPMENT MITIGATED SWMM FILE SWMM file name Q\13\13070\gpip\gp2\Storm\SWMM\swmm calcs\Outfall B\3A 13070 MIT POST - OUTFALLB4 out SWMM file time stamp 10/24/2016 5:12:34 PM Selected Node to Analyze POC B MITIGATED CONDITIONS RESULTS For the Mitigated Conditions Peak Flow Conditions PASS Flow Duration Conditions PASS The Mitigated Conditions peak flow frequency curve is corposed of 822 points Of the points, 1 point(s) are above the flow control upper limit (010) 796 point(s) are below the low flow threshold value (QIf) Of the points within the flow control range (QIf to 010) 25 point(s) have a lower peak flow rate than pre development conditions These points all pass There are no points that failed therefore the unmitigated conditions peak flow requirements have been met - The Mitigated Conditions flow duration curve composed 100 flow bins between flow is of (points) the upper threshold (cfs) and lower flow threshold (cfs) Each point represents the number of hours where the discharge was equal to or greater than the discharge value but less than the next greater flow value Comparing the post development flow duration curve to the pre development curve 98 point(s) have a lower duration than pre development conditions These points all pass There are no points that failed therefore the unmitigated conditions flow duration requirements have been met 44 0 \13\13070\gpip\gp2\Storm\SWMM\swmm calcs\Outfall B\Statistics Reportc\POC B\Statistics Results POC B Of 10/24/2016 5:16:45 PM software version 1.0.6103.20271 Excel Engineering 0.25 0.20 -~ CJ i 0.15 0 LL ~ : 0.10 n. 0.05 0.00 Peak Flow Frequency Curves -Pre Development · · ~ · · · · · · · · · · · · · : · · · · · · · · · · · · · : · · · · · · · · ·I-Post Development Mitigated ~ 010 (0.158cfs) ~ as (0.146cfs) ~ 02 (0.097cfs) ~----------'---------'--------..,__ ______ .,__ ___ ~~ Qlf (0.0097cfs) 0 10 20 30 40 50 60 Return Period (Years) Excel Engineering pea kFlowPassFailM itigated.TXT Compare Post-Development Curve to Pre-Development Curve post-development SWMM file: Q:\13\13070\gpip\gp2\Storm\SWMM\swmm calcs\Outfall B\3A-1 3070-MIT-POST-OUTFALLB4.out post-development time stamp: 10/24/2016 5:15:09 PM Compared to: pre-development SWMM file: Q:\1 3\13070\gpip\gp2\Storm\SWMM\swmm calcs\Outfall B\1 -13070-Pre-OUTFALLB.out pre-development time stamp: 10/24/2016 2:55:40 PM G 58.00 0.19 0.24 FALSE FALSE FALSE Pass- Qpost Above Flow Control Upper Limit 29.00 0.09 0.19 TRUE FALSE FALSE Pass- Qpost < Qpre 19.33 0.06 0.18 TRUE FALSE FALSE Pass- Qpost < Qpre 14.50 0.04 0.17 TRUE FALSE FALSE Pass- Qpost <Qpre 4 11.60 0.04 0.16 TRUE FALSE FALSE Pass- Qpost <Qpre 9.67 0.04 0.16 TRUE FALSE FALSE Pass- Qpost < Qpre 6 8.29 0.03 0.16 TRUE FALSE FALSE Pass- Qpost < Qpre 7 7.25 0.03 0.16 TRUE FALSE FALSE Pass- Qpost < Qpre 6.44 0.02 0.15 TRUE FALSE FALSE Pass- Qpost < Qpre 9 5.80 0.02 0.15 TRUE FALSE FALSE Pass- Qpost < Qpre 10 5.27 0.02 0.15 TRUE FALSE FALSE Pass- Qpost < Qpre 11 4.83 0.01 0.14 TRUE FALSE FALSE Pass- Qpost<Qpre 12 4.46 0.01 0.13 TRUE FALSE FALSE Pass- Qpost <Qpre 13 4.14 0.01 0.13 TRUE FALSE FALSE Pass- Qpost<Qpre 14 3.87 0.01 0.13 TRUE FALSE FALSE Pass- Qpost <Qpre 15 3.63 0.01 0.13 TRUE FALSE FALSE Pass- Qpost <Qpre 16 3.41 0.01 0.13 TRUE FALSE FALSE Pass- Qpost < Opre 17 3.22 0.01 0.12 TRUE FALSE FALSE Pass- Qpost < Qpre 18 3.05 0.01 0.12 TRUE FALSE FALSE Pass- Qpost < Qpre 19 2.90 0.01 0.12 TRUE FALSE FALSE Pass- Qpost < Qpre 20 2.76 0.01 0.12 TRUE FALSE FALSE Pass- Qpost < Qpre 21 2.64 0.01 0.11 TRUE FALSE FALSE Pass- Qpost <Qpre 22 2.52 0.01 0.11 TRUE FALSE FALSE Pass- Qpost<Qpre 23 2.42 0.01 0.11 TRUE FALSE FALSE Pass- Qpost < Qpre 24 2.32 0.01 0.11 TRUE FALSE FALSE Pass- Qpost < Qpre 25 2.23 0.01 0.11 TRUE FALSE FALSE Pass- Qpost < Qpre 26 2.15 0.01 0.11 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 27 2.07 0.01 0.10 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 28 2.00 0.01 0.10 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 29 1.93 0.01 0.09 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 30 1.87 0.01 0.09 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 31 1.81 0.01 0.09 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 32 1.76 0.01 0.09 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 33 1.71 1 0.01 0.09 FALSE I FALSE FALSE Pass- Qpost Below Flow Control Threshold 10/24/2016 5:16 PM 1/20 0 0 9 Excel Engineering pea kFlowPassFailM itigated.TXT G 34 1.66 0.01 0.09 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 35 1.61 0.01 0.09 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 36 1.57 0.01 0.09 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 37 1.53 0.01 0.09 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 38 1.49 0.01 0.08 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 39 1.45 0.01 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 40 1.42 0.01 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 41 1.38 0.01 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 42 1.35 0.01 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 43 1.32 0.01 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 44 1.29 0.01 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 45 1.26 0.01 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 46 1.23 0.01 0.06 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 47 1.21 0.01 0.06 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 48 1.18 0.01 0.06 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 49 1.16 0.01 0.06 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 50 1.14 0.01 0.06 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 51 1.12 0.01 0.06 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 52 1.09 0.01 0.06 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 53 1.07 0.01 0.06 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 54 1.06 0.01 0.06 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 55 1.04 0.01 0.06 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 56 1.02 0.01 0.06 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 57 1.00 0.01 0.06 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 58 0.98 0.01 0.06 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 59 0.97 0.01 0.06 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 60 0.95 0.01 0.06 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 61 0.94 0.01 0.05 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 62 0.92 0.01 0.05 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 63 0.91 0.01 0.05 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 64 0.89 0.01 0.05 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 65 0.88 0.01 0.05 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 66 0.87 0.01 0.05 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 67 0.85 0.01 0.05 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 68 0.84 0.01 0.05 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 69 0.83 0.01 0.05 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 70 0.82 0.01 0.05 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 71 0.81 0.01 0.05 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 72 0.80 0.01 0.05 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 73 0.78 0.01 0.05 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 74 0.77 0.01 0.05 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 75 0.76 0.01 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 10/24/2016 5:16 PM 2/20 0 0 9 Excel Engineering peakFlowPassFailMitigated.TXT G GA? dIf o\O 76 0.75 0.01 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 77 0.74 0.01 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 78 0.73 0.01 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 79 0.73 0.01 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 80 0.72 0.01 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 81 0.71 0.01 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 82 0.70 0.01 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 83 0.69 0.01 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 84 0.68 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 85 0.67 0.01 0.03 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 86 0.67 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 87 0.66 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 88 0.65 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 89 0.64 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 90 0.64 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 91 0.63 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 92 0.62 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 93 0.62 0.01 0.02 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 94 0.61 0.01 0.02 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 95 0.60 0.01 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 96 0.60 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 97 0.59 0.01 -0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 98 0.59 0.01 -0.02 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 99 0.58 0.01 -0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 100 0.57 0.01 -0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 101 0.57 0.01 -0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 102 0.56 0.01 -0.06 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 103 0.56 0.01 -0.06 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 104 0.55 0.01 -0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 105 0.55 0.01 -0.08 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 106 0.54 0.01 -0.09 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 107 0.54 0.01 -0.10 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 108 0.53 0.01 -0.11 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 109 0.53 0.01 -0.12 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 110 0.52 0.01 -0.12 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 111 0.52 0.01 -0.13 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 112 0.51 0.01 -0.14 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 113 0.51 0.01 -0.15 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 114 0.50 0.01 -0.16 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 115 0.50 0.01 -0.16 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 116 0.50 0.01 -0.17 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 117 1 0.49 0.01 1 -0.18 1 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 10/24/2016 5:16 PM 3/20 0 S 0 Excel Engineering peakFlowPassFail M itigated .TXT O\O 4 4q G 0. GAP GAP 118 0.49 0.01 -0.18 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 119 0.48 0.01 -0.19 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 120 0.48 0.01 -0.20 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 121 0.48 0.01 -0.21 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 122 0.47 0.01 -0.21 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 123 0.47 0.01 -0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 124 0.46 0.01 -0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 125 0.46 0.01 -0.23 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 126 0.46 0.01 -0.24 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 127 0.45 0.01 -0.24 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 128 0.45 0.01 -0.25 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 129 0.45 0.01 -0.26 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 130 0.44 0.01 -0.26 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 131 0.44 0.01 -0.27 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 132 0.44 0.01 -0.27 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 133 0.43 0.01 -0.28 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 134 0.43 0.01 -0.28 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 135 0.43 0.01 -0.29 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 136 0.42 0.01 -0.29 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 137 0.42 0.01 -0.30 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 138 0.42 0.01 -0.30 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 139 0.41 0.01 -0.31 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 140 0.41 0.01 -0.31 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 141 0.41 0.01 -0.32 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 142 0.41 0.01 -0.32 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 143 0.40 0.01 -0.33 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 144 0.40 0.01 -0.33 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 145 0.40 0.01 -0.34 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 146 0.40 0.01 -0.34 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 147 0.39 0.01 -0.35 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 148 0.39 0.01 -0.35 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 149 0.39 0.01 -0.36 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 150 0.38 0.01 -0.36 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 151 0.38 0.01 -0.36 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 152 0.38 0.01 -0.37 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 153 0.38 0.01 -0.37 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 154 0.37 0.01 -0.38 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 155 0.37 0.01 -0.38 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 156 0.37 0.01 -0.39 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 157 0.37 0.01 -0.39 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 158 0.37 0.01 -0.39 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 159 0.36 1 0.01 1 -0.40 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 10/24/2016 5:16 PM 4/20 0 S 0 Excel Engineering peakFlowPassFail Mitigated.TXT 160 0.36 0.01 -0.40 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 161 0.36 0.01 -0.41 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 162 0.36 0.01 -0.41 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 163 0.35 0.01 -0.41 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 164 0.35 0.01 -0.42 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 165 0.35 0.01 -0.42 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 166 0.35 0.01 -0.42 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 167 0.35 0.01 -0.43 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 168 0.34 0.01 -0.43 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 169 0.34 0.01 -0.43 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 170 0.34 0.01 -0.44 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 171 0.34 0.01 -0.44 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 172 0.34 0.01 -0.44 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 173 0.33 0.01 -0.45 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 174 0.33 0.01 -0.45 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 175 0.33 0.01 -0.45 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 176 0.33 0.01 -0.46 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 177 0.33 0.01 -0.46 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 178 0.32 0.01 -0.46 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 179 0.32 0.01 -0.47 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 180 0.32 0.01 -0.47 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 181 0.32 0.01 -0.47 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 182 0.32 0.01 -0.48 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 183 0.32 0.01 -0.48 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 184 0.31 0.01 -0.48 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 185 0.31 0.01 -0.48 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 186 0.31 0.01 -0.49 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 187 0.31 0.01 -0.49 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 188 0.31 0.01 -0.49 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 189 0.31 0.01 -0.50 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 190 0.30 0.01 -0.50 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 191 0.30 0.01 -0.50 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 192 0.30 0.01 -0.50 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 193 0.30 0.01 -0.51 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 194 0.30 0.01 -0.51 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 195 0.30 0.01 -0.51 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 196 0.29 0.01 -0.51 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 197 0.29 0.01 -0.52 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 198 0.29 0.01 -0.52 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 199 0.29 1 0.01 1 -0.52 1 FALSE FAL AL I Pass- Qpost Below Flow Control Threshold 200 0.29 0.01 -0.52 FALSE FALSE FALSE I Pass- Qpost Below Flow Control Threshold 201 1 0.29 0.01 -0.53 FALSE FALSE FALSE I Pass- Qpost Below Flow Control Threshold 10/24/2016 5:16 PM 5/20 S S . Excel Engineering pea kFlowPassFailMitigated.TXT 09 G9 0\0 GR 202 0.29 0.01 -0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 203 0.28 0.01 -0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 204 0.28 0.01 -0.53 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 205 0.28 0.01 -0.54 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 206 0.28 0.01 -0.54 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 207 0.28 0.01 -0.54 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 208 0.28 0.01 -0.54 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 209 0.28 0.01 -0.55 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 210 0.28 0.01 -0.55 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 211 0.27 0.01 -0.55 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 212 0.27 0.01 -0.55 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 213 0.27 0.01 -0.55 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 214 0.27 0.01 -0.56 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 215 0.27 0.01 -0.56 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 216 0.27 0.01 -0.56 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 217 0.27 0.01 -0.56 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 218 0.27 0.01 -0.56 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 219 0.26 0.01 -0.57 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 220 0.26 0.01 -0.57 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 221 0.26 0.01 -0.57 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 222 0.26 0.01 -0.57 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 223 0.26 0.01 -0.57 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 224 0.26 0.01 -0.58 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 225 0.26 0.01 -0.58 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 226 0.26 0.01 -0.58 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 227 0.25 0.01 -0.58 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 228 0.25 0.01 -0.58 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 229 0.25 0.01 -0.59 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 230 0.25 0.01 -0.59 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 231 0.25 0.01 -0.59 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 232 0.25 0.01 -0.59 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 233 0.25 0.01 -0.59 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 234 0.25 0.01 -0.60 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 235 0.25 0.01 -0.60 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 236 0.25 0.01 -0.60 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 237 0.24 0.01 -0.60 FALSE FALSE - FALSE Pass- Qpost Below Flow Control Threshold 238 0.24 0.01 -0.60 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 239 0.24 0.01 -0.60 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 240 0.24 0.01 -0.61 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 241 0.24 0.01 -0.61 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 242 0.24 0.01 -0.61 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 243 0.24 0.01 -0.61 FALSE FALSE FALSE I Pass- Qpost Below Flow Control Threshold 10/24/2016 5:16 PM 6/20 0 0 0 Excel Engineering peakFlowPassFailM itigated.TXT Al ON OR 0\0 NI 244 0.24 0.01 -0.61 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 245 0.24 0.01 -0.61 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 246 0.24 0.01 -0.62 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 247 0.23 0.01 -0.62 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 248 0.23 0.01 -0.62 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 249 0.23 0.01 -0.62 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 250 0.23 0.01 -0.62 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 251 0.23 0.01 -0.62 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 252 0.23 0.01 -0.63 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 253 0.23 0.01 -0.63 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 254 0.23 0.01 -0.63 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 255 0.23 0.01 -0.63 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 256 0.23 0.01 -0.63 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 257 0.23 0.01 -0.63 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 258 0.22 0.01 -0.63 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 259 0.22 0.01 -0.64 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 260 0.22 0.01 -0.64 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 261 0.22 0.01 -0.64 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 262 0.22 0.01 -0.64 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 263 0.22 0.01 -0.64 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 264 0.22 0.01 -0.64 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 265 0.22 0.01 -0.64 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 266 0.22 0.01 -0.65 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 267 0.22 0.01 -0.65 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 268 0.22 0.01 -0.65 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 269 0.22 0.01 -0.65 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 270 0.21 0.01 -0.65 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 271 0.21 0.01 -0.65 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 272 0.21 0.01 -0.65 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 273 0.21 0.01 -0.65 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 274 0.21 0.01 -0.66 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 275 0.21 0.01 -0.66 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 276 0.21 0.01 -0.66 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 277 0.21 0.01 -0.66 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 278 0.21 0.01 -0.66 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 279 0.21 0.01 -0.66 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 280 0.21 0.01 -0.67 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 281 0.21 0.01 -0.67 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 282 0.21 0.01 -0.67 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 283 0.20 0.01 -0.67 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 284 0.20 0.01 -0.67 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 285 0.20 0.01 1 -0.67 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 10/24/2016 5:16 PM 7/20 0 0 0 Excel Engineering pea kFlowPassFail Mitigated .TXT G9 09 I 286 0.20 0.01 -0.67 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 287 0.20 0.01 -0.67 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 288 0.20 0.01 -0.67 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 289 0.20 0.01 -0.68 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 290 0.20 0.01 -0.68 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 291 0.20 0.01 -0.68 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 292 0.20 0.01 -0.68 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 293 0.20 0.01 -0.68 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 294 0.20 0.01 -0.68 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 295 0.20 0.01 -0.68 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 296 0.20 0.01 -0.68 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 297 0.20 0.01 -0.68 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 298 0.19 0.01 -0.69 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 299 0.19 0.01 -0.69 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 300 0.19 0.01 -0.69 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 301 0.19 0.01 -0.69 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 302 0.19 0.00 -0.69 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 303 0.19 0.00 -0.69 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 304 0.19 0.00 -0.69 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 305 0.19 0.00 -0.69 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 306 0.19 0.00 -0.69 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 307 0.19 0.00 -0.70 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 308 0.19 0.00 -0.70 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 309 0.19 0.00 -0.70 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 310 0.19 0.00 -0.70 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 311 0.19 0.00 -0.70 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 312 0.19 0.00 -0.70 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 313 0.19 0.00 -0.70 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 314 0.18 0.00 -0.70 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 315 0.18 0.00 -0.70 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 316 0.18 0.00 -0.70 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 317 0.18 0.00 -0.71 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 318 0.18 0.00 -0.71 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 319 0.18 0.00 -0.71 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 320 0.18 0.00 -0.71 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 321 0.18 0.00 -0.71 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 322 0.18 0.00 -0.71 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 323 0.18 0.00 -0.71 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 324 0.18 0.00 -0.71 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 325 0.18 0.00 -0.71 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 326 0.18 0.00 -0.71 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 327 1 0.18 0.00 -0.71 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 10/24/2016 5:16 PM 8/20 Excel Engineering peakFlowPassFail Mitigated.TXT / / ed 328 0.18 0.00 -0.72 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 329 0.18 0.00 -0.72 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 330 0.18 0.00 -0.72 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 331 0.18 0.00 -0.72 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 332 0.17 0.00 -0.72 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 333 0.17 0.00 -0.72 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 334 0.17 0.00 -0.72 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 335 0.17 0.00 -0.72 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 336 0.17 0.00 -0.72 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 337 0.17 0.00 -0.72 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 338 0.17 0.00 -0.73 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 339 0.17 0.00 -0.73 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 340 0.17 0.00 -0.73 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 341 0.17 0.00 -0.73 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 342 0.17 0.00 -0.73 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 343 0.17 0.00 -0.73 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 344 0.17 0.00 -0.73 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 345 0.17 0.00 -0.73 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 346 0.17 0.00 -0.73 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 347 0.17 0.00 -0.73 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 348 0.17 0.00 -0.73 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 349 0.17 0.00 -0.73 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 350 0.17 0.00 -0.74 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 351 0.17 0.00 -0.74 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 352 0.16 0.00 -0.74 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 353 0.16 0.00 -0.74 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 354 0.16 0.00 -0.74 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 355 0.16 0.00 -0.74 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 356 0.16 0.00 -0.74 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 357 0.16 0.00 -0.74 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 358 0.16 0.00 -0.74 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 359 0.16 0.00 -0.74 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 360 0.16 0.00 -0.74 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 361 0.16 0.00 -0.74 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 362 0.16 0.00 -0.74 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 363 0.16 0.00 -0.75 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 364 0.16 0.00 -0.75 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 365 0.16 0.00 -0.75 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 366 0.16 0.00 -0.75 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 367 0.16 0.00 -0.75 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 368 0.16 0.00 -0.75 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 369 0.16 1 0.00 -0.75 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 10/24/2016 5:16 PM 9/20 Excel Engineering peakFlowPassFailMitigated.TXT G9 COI G9 dIf GR 0\0 4. dIf 370 0.16 0.00 -0.75 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 371 0.16 0.00 -0.75 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 372 0.16 0.00 -0.75 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 373 0.16 0.00 -0.75 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 374 0.16 0.00 -0.75 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 375 0.15 0.00 -0.75 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 376 0.15 0.00 -0.75 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 377 0.15 0.00 -0.76 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 378 0.15 0.00 -0.76 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 379 0.15 0.00 -0.76 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 380 0.15 0.00 -0.76 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 381 0.15 0.00 -0.76 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 382 0.15 0.00 -0.76 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 383 0.15 0.00 -0.76 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 384 0.15 0.00 -0.76 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 385 0.15 0.00 -0.76 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 386 0.15 0.00 -0.76 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 387 0.15 0.00 -0.76 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 388 0.15 0.00 -0.76 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 389 0.15 0.00 -0.76 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 390 0.15 0.00 -0.76 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 391 0.15 0.00 -0.76 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 392 0.15 0.00 -0.76 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 393 0.15 0.00 -0.77 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 394 0.15 0.00 -0.77 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 395 0.15 0.00 -0.77 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 396 0.15 0.00 -0.77 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 397 0.15 0.00 -0.77 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 398 0.15 0.00 -0.77 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 399 0.15 0.00 -0.77 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 400 0.15 0.00 -0.77 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 401 0.14 0.00 -0.77 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 402 0.14 0.00 -0.77 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 403 0.14 0.00 -0.77 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 404 0.14 0.00 -0.77 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 405 0.14 0.00 -0.77 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 406 0.14 0.00 -0.77 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 407 0.14 0.00 -0.77 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 408 0.14 0.00 -0.77 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 409 0.14 0.00 -0.78 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 410 0.14 0.00 -0.78 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 411 1 0.14 0.00 -0.78 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 10/24/2016 5:16 PM 10/20 I 0 0 Excel Engineering peakFlowPassFail M itigated.TXT df 412 0.14 0.00 -0.78 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 413 0.14 0.00 -0.78 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 414 0.14 0.00 -0.78 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 415 0.14 0.00 -0.78 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 416 0.14 0.00 -0.78 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 417 0.14 0.00 -0.78 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 418 0.14 0.00 -0.78 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 419 0.14 0.00 -0.78 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 420 0.14 0.00 -0.78 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 421 0.14 0.00 -0.78 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 422 0.14 0.00 -0.78 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 423 0.14 0.00 -0.78 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 424 0.14 0.00 -0.78 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 425 0.14 0.00 -0.78 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 426 0.14 0.00 -0.78 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 427 0.14 0.00 -0.78 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 428 0.14 0.00 -0.79 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 429 0.14 0.00 -0.79 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 430 0.14 0.00 -0.79 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 431 0.13 0.00 -0.79 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 432 0.13 0.00 -0.79 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 433 0.13 0.00 -0.79 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 434 0.13 0.00 -0.79 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 435 0.13 0.00 -0.79 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 436 0.13 0.00 -0.79 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 437 0.13 0.00 -0.79 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 438 0.13 0.00 -0.79 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 439 0.13 0.00 -0.79 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 440 0.13 0.00 -0.79 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 441 0.13 0.00 -0.79 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 442 0.13 0.00 -0.79 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 443 0.13 0.00 -0.79 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 444 0.13 0.00 -0.80 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 445 0.13 0.00 -0.80 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 446 0.13 0.00 -0.80 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 447 0.13 0.00 -0.80 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 448 0.13 0.00 -0.80 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 449 0.13 0.00 -0.80 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 450 0.13 0.00 -0.80 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 451 0.13 0.00 -0.80 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 452 0.13 0.00 -0.80 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 453 1 0.13 1 0.00 1 -0.80 1 FALSE FALSE I FALSE Pass- Qpost Below Flow Control Threshold 10/24/2016 5:16 PM 11/20 0 0 0 Excel Engineering pea kFlowPassFailMitigated.TXT /41 1 454 0.13 0.00 -0.80 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 455 0.13 0.00 -0.80 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 456 0.13 0.00 -0.80 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 457 0.13 0.00 -0.80 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 458 0.13 0.00 -0.80 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 459 0.13 0.00 -0.80 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 460 0.13 0.00 -0.80 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 461 0.13 0.00 -0.80 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 462 0.13 0.00 -0.80 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 463 0.13 0.00 -0.80 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 464 0.13 0.00 -0.80 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 465 0.12 0.00 -0.81 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 466 0.12 0.00 -0.81 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 467 0.12 0.00 -0.81 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 468 0.12 0.00 -0.81 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 469 0.12 0.00 -0.81 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 470 0.12 0.00 -0.81 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 471 0.12 0.00 -0.81 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 472 0.12 0.00 -0.81 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 473 0.12 0.00 -0.81 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 474 0.12 0.00 -0.81 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 475 0.12 0.00 -0.81 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 476 0.12 0.00 -0.81 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 477 0.12 0.00 -0.81 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 478 0.12 0.00 -0.81 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 479 0.12 0.00 -0.81 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 480 0.12 0.00 -0.81 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 481 0.12 0.00 -0.81 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 482 0.12 0.00 -0.81 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 483 0.12 0.00 -0.81 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 484 0.12 0.00 -0.81 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 485 0.12 0.00 -0.81 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 486 0.12 0.00 -0.81 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 487 0.12 0.00 -0.81 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 488 0.12 0.00 -0.81 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 489 0.12 0.00 -0.82 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 490 0.12 0.00 -0.82 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 491 0.12 0.00 -0.82 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 492 0.12 0.00 -0.82 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 493 0.12 0.00 -0.82 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 494 0.12 0.00 -0.82 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 495 1 0.12 1 0.00 -0.82 FALSE FALSE I FALSE Pass- Qpost Below Flow Control Threshold 10/24/2016 5:16 PM 12/20 . . . Excel Engineering pea kFlowPassFailMitigated.TXT 'Ile 0\0 496 0.12 0.00 -0.82 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 497 0.12 0.00 -0.82 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 498 0.12 0.00 -0.82 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 499 0.12 0.00 -0.82 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 500 0.12 0.00 -0.82 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 501 0.12 0.00 -0.82 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 502 0.12 0.00 -0.82 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 503 0.12 0.00 -0.82 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 504 0.12 0.00 -0.82 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 505 0.12 0.00 -0.82 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 506 0.11 0.00 -0.82 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 507 0.11 0.00 -0.82 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 508 0.11 0.00 -0.82 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 509 0.11 0.00 -0.82 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 510 0.11 0.00 -0.82 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 511 0.11 0.00 -0.82 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 512 0.11 0.00 -0.82 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 513 0.11 0.00 -0.82 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 514 0.11 0.00 -0.82 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 515 0.11 0.00 -0.83 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 516 0.11 0.00 -0.83 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 517 0.11 0.00 -0.83 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 518 0.11 0.00 -0.83 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 519 0.11 0.00 -0.83 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 520 0.11 0.00 -0.83 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 521 0.11 0.00 -0.83 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 522 0.11 0.00 -0.83 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 523 0.11 0.00 -0.83 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 524 0.11 0.00 -0.83 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 525 0.11 0.00 -0.83 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 526 0.11 0.00 -0.83 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 527 0.11 0.00 -0.83 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 528 0.11 0.00 -0.83 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 529 0.11 0.00 -0.83 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 530 0.11 0.00 -0.83 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 531 0.11 0.00 -0.83 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 532 0.11 0.00 -0.83 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 533 0.11 0.00 -0.83 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 534 0.11 0.00 -0.83 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 535 0.11 0.00 -0.83 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 536 0.11 0.00 -0.83 FALSE FALSE FALSE I Pass- Qpost Below Flow Control Threshold 537 0.11 - 0.00 -0.83 FALSE FALSE FALSE I Pass- Qpost Below Flow Control Threshold 10/24/2016 5:16 PM 0 13/20 S . Excel Engineering peakFlowPassFail Mitigated.TXT Al IZ 0\0 538 0.11 0.00 -0.83 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 539 0.11 0.00 -0.83 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 540 0.11 0.00 -0.83 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 541 0.11 0.00 -0.83 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 542 0.11 0.00 -0.83 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 543 0.11_ 0.00 -0.83 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 544 0.11 0.00 -0.84 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 545 0.11 0.00 -0.84 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 546 0.11 0.00 -0.84 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 547 0.11 0.00 -0.84 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 548 0.11 0.00 -0.84 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 549 0.11 0.00 -0.84 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 550 0.11 0.00 -0.84 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 551 0.11 0.00 -0.84 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 552 0.11 0.00 -0.84 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 553 0.11 0.00 -0.84 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 554 0.11 0.00 -0.84 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 555 0.10 0.00 -0.84 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 556 0.10 0.00 -0.84 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 557 0.10 0.00 -0.84 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 558 0.10 0.00 -0.84 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 559 0.10 0.00 -0.84 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 560 0.10 0.00 -0.84 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 561 0.10 0.00 -0.84 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 562 0.10 0.00 -0.84 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 563 0.10 0.00 -0.84 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 564 0.10 0.00 -0.84 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 565 0.10 0.00 -0.84 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 566 0.10 0.00 -0.84 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 567 0.10 0.00 -0.84 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 568 0.10 0.00 -0.84 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 569 0.10 0.00 -0.84 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 570 0.10 0.00 -0.84 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 571 0.10 0.00 -0.84 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 572 0.10 0.00 -0.84 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 573 0.10 0.00 -0.84 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 574 0.10 0.00 -0.84 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 575 0.10 0.00 -0.84 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 576 0.10 0.00 -0.84 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 577 0.10 0.00 -0.85 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 578 0.10 0.00 -0.85 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 579 0.10 1 0.00 -0.85 FALSE FALSE I FALSE I Pass- Qpost Below Flow Control Threshold 10/24/2016 5:16 PM 0 14/20 S . Excel Engineering pea kFlowPassFailM itigated.TXT Al I 580 0.10 0.00 -0.85 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 581 0.10 0.00 -0.85 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 582 0.10 0.00 -0.85 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 583 0.10 0.00 -0.85 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 584 0.10 0.00 -0.85 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 585 0.10 0.00 -0.85 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 586 0.10 0.00 -0.85 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 587 0.10 0.00 -0.85 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 588 0.10 0.00 -0.85 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 589 0.10 0.00 -0.85 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 590 0.10 0.00 -0.85 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 591 0.10 0.00 -0.85 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 592 0.10 0.00 -0.85 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 593 0.10 0.00 -0.85 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 594 0.10 0.00 -0.85 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 595 0.10 0.00 -0.85 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 596 0.10 0.00 -0.85 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 597 0.10 0.00 -0.85 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 598 0.10 0.00 -0.85 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 599 0.10 0.00 -0.85 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 600 0.10 0.00 -0.85 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 601 0.10 0.00 -0.85 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 602 0.10 0.00 -0.85 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 603 0.10 0.00 -0.85 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 604 0.10 0.00 -0.85 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 605 0.10 0.00 -0.85 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 606 0.10 0.00 -0.85 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 607 0.10 0.00 -0.85 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 608 0.10 0.00 -0.85 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 609 0.10 0.00 -0.85 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 610 0.10 0.00 -0.85 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 611 0.10 0.00 -0.85 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 612 0.10 0.00 -0.85 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 613 0.09 0.00 -0.86 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 614 0.09 0.00 -0.86 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 615 0.09 0.00 -0.86 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 616 0.09 0.00 -0.86 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 617 0.09 0.00 -0.86 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 618 0.09 0.00 -0.86 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 619 0.09 0.00 -0.86 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 620 0.09 0.00 -0.86 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 621 0.09 0.00 1 -0.86 1 FALSE FALSE I FALSE I Pass- Qpost Below Flow Control Threshold 10/24/2016 5:16 PM 0 15/20 . . Excel Engineering pea kFlowPassFailMitigated.TXT df 622 0.09 0.00 -0.86 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 623 0.09 0.00 -0.86 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 624 0.09 0.00 -0.86 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 625 0.09 0.00 -0.86 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 626 0.09 0.00 -0.86 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 627 0.09 0.00 -0.86 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 628 0.09 0.00 -0.86 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 629 0.09 0.00 -0.86 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 630 0.09 0.00 -0.86 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 631 0.09 0.00 -0.86 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 632 0.09 0.00 -0.86 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 633 0.09 0.00 -0.86 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 634 0.09 0.00 -0.86 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 635 0.09 0.00 -0.86 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 636 0.09 0.00 -0.86 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 637 0.09 0.00 -0.86 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 638 0.09 0.00 -0.86 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 639 0.09 0.00 -0.86 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 640 0.09 0.00 -0.86 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 641 0.09 0.00 -0.86 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 642 0.09 0.00 -0.86 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 643 0.09 0.00 -0.86 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 644 0.09 0.00 -0.86 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 645 0.09 0.00 -0.86 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 646 0.09 0.00 -0.86 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 647 0.09 0.00 -0.86 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 648 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 649 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 650 0.09 0.00 -0.87 FALSE . FALSE FALSE Pass- Qpost Below Flow Control Threshold 651 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 652 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 653 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 654 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 655 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 656 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 657 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 658 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 659 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 660 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 661 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 662 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 663 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 10/24/2016 5:16 PM 16/20 0 0 0 Excel Engineering peakFlowPassFail M itigated.TXT 664 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 665 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 666 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 667 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 668 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 669 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 670 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 671 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 672 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 673 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 674 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 675 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 676 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 677 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 678 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 679 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 680 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 681 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 682 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 683 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 684 0.09 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 685 0.08 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 686 0.08 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 687 0.08 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 688 0.08 0.00 -0.87 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 689 0.08 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 690 0.08 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 691 0.08 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 692 0.08 0.00 -0.87 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 693 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 694 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 695 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 696 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 697 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 698 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 699 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 700 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 701 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 702 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 703 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 704 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 705 0.08 0.00 1 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 10/24/2016 5:16 PM fl 17/20 . . Excel Engineering peakFlowPassFailMitigated.TXT Ile GAP G4) Ile GAP 706 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 707 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 708 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 709 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 710 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 711 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 712 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 713 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 714 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 715 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 716 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 717 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 718 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 719 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 720 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 721 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 722 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 723 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 724 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 725 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 726 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 727 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 728 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 729 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold - 730 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 731 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 732 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 733 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 734 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 735 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 736 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 737 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 738 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 739 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 740 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 741 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 742 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 743 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 744 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 745 0.08 0.00 -0.88 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 746 0.08 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 747 1 0.08 0.00 1 -0.89 1 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 10/24/2016 5:16 PM 18/20 0 0 0 Excel Engineering pea kFlowPassFa i I Mitigated .TXT 0 1' G GAP G43 SP 748 0.08 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 749 0.08 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 750 0.08 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 751 0.08 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 752 0.08 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 753 0.08 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 754 0.08 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 755 0.08 0.00 -0.89 FALSE FALSE FALSE Pais---Qpost Below Flow Control Threshold 756 0.08 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 757 0.08 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 758 0.08 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 759 0.08 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 760 0.08 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 761 0.08 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 762 0.08 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 763 0.08 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 764 0.08 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 765 0.08 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 766 0.08 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 767 0.08 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 768 0.08 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 769 0.08 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 770 0.08 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 771 0.08 0.00 0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 772 0.08 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 773 0.08 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 774 0.08 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 775 0.08 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 776 0.07 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 777 0.07 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 778 0.07 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 779 0.07 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 780 0.07 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 781 0.07 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 782 0.07 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 783 0.07 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 784 0.07 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 785 0.07 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 786 0.07 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 787 0.07 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 788 0.07 - 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 789 0.07 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 10/24/2016 5:16 PM 19/20 . . Excel Engineering peakFlowPassFailM itigated .TXT 790 0.07 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 791 0.07 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 792 0.07 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 793 0.07 0.00 -0.89 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 794 0.07 0.00 -0.89 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 795 0.07 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 796 0.07 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 797 0.07 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 798 0.07 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 799 0.07 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 800 0.07 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 801 0.07 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 802 0.07 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 803 0.07 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 804 0.07 0.00 -0.89 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 805 0.07 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 806 0.07 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 807 0.07 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 808 0.07 0.00 -0.89 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 809 0.07 0.00 -0.90 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 810 0.07 0.00 -0.90 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 811 0.07 0.00 -0.90 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 812 0.07 0.00 -0.90 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 813 0.07 0.00 -0.90 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 814 0.07 0.00 -0.90 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 815 0.07 0.00 -0.90 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 816 0.07 0.00 -0.90 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 817 0.07 0.00 -0.90 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 818 0.07 0.00 -0.90 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 819 0.07 0.00 -0.90 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 820 0.07 0.00 -0.90 1 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 821 0.07 1 0.00 -0.90 1 FALSE FALSE FALSE I Pass- Opost Below Flow Control Threshold 10/24/2016 5:16 PM 20/20 0 Excel Engineering peakFlowStatisticsPre.csv SWMM.out file name: Q:\1 3\13070\gpip\gp2\Storm\SWMM\swmm calcs\Outfall B\1 -13070-Pre-OUTFALLB.out SWMM.out time stamp: 10/24/2016 2:55:40 PM Q10: 0.158 05: 0.146 Q2: 0.097 Peak Flow Statistics Table Values Rank Start Date End Date Duration Peak Frequency Return Period 1 1995/01/04 17:00:00 1995/01/04 22:00:00 6 0.24 1.04% 57 2 2003/02/25 17:00:00 2003/02/25 18:00:00 2 0.193 2.08% 28.5 3 1958/02/04 03:00:00 1958/02/04 04:00:00 2 0.179 0.171 3.13% 19 4 1969/02/25 15:00:00 1969/02125 17:00:00 3 4.17% 14.25 5 2005/02/1821:00:00 2005/02/1822:00:00 2 0.163 5.21% 11.4 6 1980/02/20 22:00:00 1980/02/20 23:00:00 2 0.157 6.25% 9.5 7 1978/01/04 16:00:00 1978/01/04 17:00:00 2 0.157 7.29% 8.14 8 1980/03/0221:00:00 1980/03/02 22:00:00 2 0.155 8.33% 7.13 9 1978/03/01 04:00:00 1978/03/01 07:00:00 4 0.155 9.38% 6.33 10 1958/04/01 15:00:00 1958/04/01 17:00:00 3 0.15 10.42% 5.7 11 1993/01/14 04:00:00 1993/01/14 05:00:00 2 0.15 11.46% 5.18 12 1952/11/1513:00:00 1952/11/1514:00:00 2 0.141 12.50% 4.75 13 1952/01/16 12:00:00 1952/01/16 13:00:00 2 0.132 13.54% 4.39 14 2000/10/29 22:00:00 2000/10/29 23:00:00 2 0.13 14.58% 4.07 15 1982/03/17 11:00:00 1982/03/17 16:00:00 6 0.128 15.63% 3.8 16 1983/02/27 16:00:00 1983/02/27 17:00:00 2 0.125 16.67% 3.56 17 1998/02/03 17:00:00 1998/02/03 18:00:00 2 0.125 17.71% 3.35 18 2004/10/27 04:00:00 2004/10/27 05:00:00 2 0.123 18.75% 3.17 19 1965/11/22 22:00:00 1965/11/22 23:00:00 2 0.122 19.79% 3 20 1978/02/10 04:00:00 1978/02/10 04:00:00 1970/12/19 03:00:00 1 0.117 20.83% 2.85 21 1970/12/19 03:00:00 1 0.116 21.88% 2.71 22 1998/02/23 17:00:00 1998/02/2317:00:00 1 0.113 22.92% 2.59 23 1983/01/29 00:00:00 1983/01/29 00:00:00 1 0.112 23.96% 2.48 24 1979/01/15 13:00:00 1979/01/15 13:00:00 1 0.112 25.00% 2.38 25 1980/02/1618:00:00 1980/02/1618:00:00 1 0.111 26.04% 2.28 26 2004/10/20 09:00:00 2004/10/20 10:00:00 2 0.111 27.08% 2.19 27 1998/02/17 17:00:00 1998/02/1717:00:00 1 0.103 28.13% 2.11 28 2008/01/06 23:00:00 2008/01/07 00:00:00 2 0.1 29.17% 2.04 29 1995/03/11 22:00:00 1995/03/11 22:00:00 1 0.094 30.21% 1.97 30 1983/10/01 01:00:00 1983/10/01 01:00:00 1 0.094 31.25% 1.9 31 1978/01/16 20:00:00 1978/01/16 21:00:00 2 0.094 32.29% 1.84 32 1980/01/29 01:00:00 1980/01/29 03:00:00 3 0.094 33.33% 1.78 33 1992/02/1217:00:00 1992/02/13 06:00:00 14 0.094 34.38% 1.73 34 1991/02/28 14:00:00 1991/03/01 10:00:00 21 0.091 35.42% 1.68 35 1991/12/30 00:00:00 1991/12/30 00:00:00 1 0.091 36.46% 1.63 36 2008/01/27 16:00:00 2008/01/27 16:00:00 1 0.089 37.50% 1.58 37 1993/02/08 01:00:00 1993/02/08 01:00:00 1 0.088 38.54% 1.54 38 1998/02/14 17:00:00 1998/02/14 17:00:00 1 0.085 39.58% 1.5 39 2004/12/3114:00:00 2004/12/3114:00:00 1 0.075 40.63% 1.46 10/24/2016 5:16 PM 1/3 C S Excel Engineering peakFlowStatisticsPre.csv Rank Start Date End Date Duration Peak Frequency Return Period 40 1998/02/22 17:00:00 1998/02/22 17:00:00 1 0.072 41.67% 1.43 41 2002/11/08 17:00:00 2002/11/08 17:00:00 1 0.072 42.71% 1.39 42 2003/02/12 17:00:00 2003/02/12 17:00:00 1 0.072 43.75% 1.36 43 1961/12/02 08:00:00 1961/12/02 08:00:00 1 0.071 44.79% 1.33 44 1993/01/18 09:00:00 1993/01/18 09:00:00 1 0.07 45.83% 1.3 45 1958/02/19 13:00:00 1958/02/19 13:00:00 1 0.066 46.88% 1.27 46 1986/02/15 00:00:00 1986/02/15 04:00:00 5 0.065 47.92% 1.24 47 1965/12/10 08:00:00 1965/12/10 08:00:00 1 0.063 48.96% 1.21 48 1980/01/11 06:00:00 1980/01/11 06:00:00 1 0.063 50.00% 1.19 49 1980/02/18 05:00:00 1980/02/18 05:00:00 1 0.063 51.04% 1.16 50 1988/12/2423:00:00 1988/12/2423:00:00 1 0.063 52.08% 1.14 51 1991/03/27 02:00:00 1991/03/27 02:00:00 1 0.063 53.13% 1.12 52 2005/02/2202:00:00 2005/02/2202:00:00 1 0.063 54.17% 1.1 53 2005/02/23 02:00:00 2005/02/23 02:00:00 1 0.063 55.21% 1.08 54 1963/09/18 20:00:00 1963/09/18 20:00:00 1 0.063 56.25% 1.06 55 1979/01/06 03:00:00 1979/01/06 05:00:00 3 0.062 57.29% 1.04 56 2005/01/11 02:00:00 2005/01/11 02:00:00 1 0.062 58.33% 1.02 57 2001/02/14 17:00:00 2001/02/14 17:00:00 1 0.059 59.38% 1 58 2003/03/15 17:00:00 2003/03/15 17:00:00 1 0.059 60.42% 0.98 59 1978/01/15 02:00:00 1978/01/15 02:00:00 1 0.057 61.46% 0.97 60 1977/08/17 02:00:00 1977/08/17 03:00:00 2 0.056 62.50% 0.95 61 1954/02/1319:00:00 1954/02/1 21:00:00 3 0.055 63.54% 0.93 62 1971/12/24 21:00:00 1971/12/24 21:00:00 1 0.053 64.58% 0.92 63 1960/01/12 03:00:00 1960/01/12 04:00:00 2 0.053 65.63% 0.91 64 1980/02/1907:00:00 1980/02/1907:00:00 0.052 66.67% 0.89 65 1986/03/15 22:00:00 1986/03/15 22:00:00 1 0.052 67.71% 0.88 66 1960/04/27 09:00:00 1960/04/27 09:00:00 1 0.052 68.75% 0.86 67 1994/02/0409:00:00 1994/02/0409:00:00 1 0.051 69.79% 0.85 68 1968/03/08 08:00:00 1968/03/08 10:00:00 3 0.051 70.83% 0.84 69 1985/11/11 09:00:00 1985/11/11 09:00:00 1 0.051 71.88% 0.83 70 1993/01/15 15:00:00 1993/01/16 18:00:00 28 0.05 72.92% 0.81 71 1999/01/26 22:00:00 1999/01/26 22:00:00 1 0.05 73.96% 0.8 72 2005/01/09 18:00:00 2005/01/09 20:00:00 0.049 75.00% 0.79 73 1962/01/20 17:00:00 1962/01/20 18:00:00 2 0.048 76.04% 0.78 74 1993/02/19 19:00:00 1993/02/19 19:00:00 0.046 77.08% 0.77 75 2008/02/2205:00:00 2008/02/2207:00:00 0.044 78.13% 0.76 76 1983/03/01 14:00:00 1983/03/01 15:00:00 0.044 79.17% 0.75 77 1977/12/29 06:00:00 1977/12/2906:00:00 0.043 80.21% 0.74 78 1975/04/08 17:00:00 1975/04/08 17:00:00 0.043 81.25% 0.73 79 2003/04/14 16:00:00 2003/04/14 16:00:00 0.039 82.29% 0.72 80 1959/02/1110:00:00 1959/02/1110:00:00 0.038 83.33% 0.71 81 1959/12/24 12:00:00 1959/12/24 12:00:00 0.038 84.38% 0.7 82 2005/01/03 08:00:00 2005/01/03 09:00:00 0.037 85.42% 0.7 83 1972/01/16 22:00:00 1972/01/1622:00:00 1 0.035 86.46% 0.69 84 1966/12/0507:00:00 1966/12/0508:00:00 2 0.034 87.50% 0.68 85 1952/12/02 01:00:00 1952/12/02 01:00:00 1 0.034 88.54% 0.67 86 1958/03/16 06:00:00 1958/03/16 06:00:00 1 1 0.032 89.58% 10.66 10/24/2016 5:16 PM 2/3 0 Excel Engineering - pea kFlowStãtisticsPre.csv Rank Start Date End Date Duration Peak Frequency Return Period 87 2004/02126 07:00:00 2004/02/26 07:00:00 1 0.032 90.63% 0.66 88 1954/01/19 16:00:00 1954/01/19 17:00:00 2 0.031 91.67% 0.65 89 1957/01/13 05:00:00 1957/01/13 06:00:00 2 0.03 92.71% 0.64 90 1987/10/1211:00:00 1987/10/1211:00:00 1 0.03 93.75% 0.63 91 1980/02/14 03:00:00 1980/02/14 03:00:00 1 0.029 94.79% 0.63 92 1969/02/06 14:00:00 1969/02/06 14:00:00 1 0.026 95.83% 0.62 93 1997/01/13 05:00:00 1997/01/13 05:00:00 1 0.021 96.88% 0.61 94 1963/11/20 08:00:00 1963/11/20 08:00:00 1 0.018 97.92% 10.61 95 1952/03/1520:00:00 1952/03/1520:00:00 1 0.008 98.96% 10.6 -End of Data----------------- Excel Engineering pea kFlowStatisticsPostMitigated.csv SWMM.out file name: Q:\13\13070\gpip\gp2\Storm\SWMM\swmm calcs\Outfall B\3A-1 3070-MIT-POST-OUTFALLB4.out SWMM.out time stamp: 10/24/2016 5:15:09 PM 010:0.000 05: 0.000 Q2: 0.000 Peak Flow Statistics Table Values Rank Start Date End Date Duration Peak Frequency Return Period 1995/01/03 10:00:00 1995/01/0911:00:00 146 0.194 0.12% 58 1980/01/28 02:00:00 1980/01/31 22:00:00 93 0.092 0.24% 29 1993/01/12 17:00:00 1993/01/20 04:00:00 180 0.055 0.36% 19.33 4 1969/02/22 05:00:00 1969/02/27 19:00:00 135 0.044 0.48% 14.5 5 1978/02/27 09:00:00 1978/03/05 14:00:00 150 0.043 0.61% 11.6 6 1986/02/15 00:00:00 1986/02/17 13:00:00 62 0.038 0.73% 9.67 7 1982/03/17 07:00:00 1982/03/20 05:00:00 71 0.03 0.85% 8.29 8 1965/11/22 06:00:00 1965/11/25 17:00:00 84 0.026 0.97% 7.25 9 1979/01/05 08:00:00 1979/01/08 07:00:00 72 0.02 1.09% 6.44 10 1968/03/08 00:00:00 1968/03/10 11:00:00 60 0.02 1.21% 5.8 11 2008/02/2204:00:00 2008/02/25 01:00:00 70 0.015 1.33% 5.27 12 1991/02/2719:00:00 1991/03/03 09:00:00 87 0.011 1.45% 4.83 13 2004/10/27 03:00:00 2004/10/29 13:00:00 59 0.011 1.58% 4.46 14 2003/02/25 07:00:00 2003/02/28 08:00:00 74 0.011 1.70% 4.14 15 1980/01/09 04:00:00 1980/01/14 07:00:00 124 0.011 1.82% 3.87 16 1996/11/21 17:00:00 1996/11/23 23:00:00 55 0.011 1.94% 3.63 17 1978/01/14 18:00:00 1978/01/20 00:00:00 127 0.01 2.06% 3.41 18 1958/02/03 07:00:00 1958/02/0605:00:00 71 0.01 2.18% 3.22 19 1952/01/16 10:00:00 1952/01/19 17:00:00 80 0.01 2.30% 3.05 20 1962/01/20 14:00:00 1962/01/23 08:00:00 67 0.01 - 0.01 2.42% 2.559/. 2.9 21 2005/02/1808:00:00 2005/02/2423:00:00 160 2.76 22 2005/01/07 09:00:00 2005/01/12 21:00:00 133 0.01 2.67% 2.64 23 2007/11/30 09:00:00 2007/12/0215:00:00 55 0.01 2.79% 2.52 24 1998/02/2209:00:00 1998/02/25 19:00:00 83 0.01 2.91% 2.42 25 1969/01/24 10:00:00 1969/01/29 05:00:00 116 0.01 3.03% 2.32 26 1958/04/01 10:00:00 1958/04/04 17:00:00 80 0.01 3.15% 2.23 27 2003/04/14 07:00:00 2003/04/16 15:00:00 57 0.01 3.27% 2.15 28 1966/12/03 08:00:00 1966/12/07 21:00:00 110 0.01 3.39% 2.07 29 1977/08/16 22:00:00 1977/08/19 06:00:00 57 0.01 3.52% 2 30 1980/02/13 15:00:00 1980/02/2217:00:00 219 0.01 3.64% 1.93 31 1995/03/05 05:00:00 1995/03/07 14:00:00 58 0.01 3.76% 1.87 32 1995/03/11 03:00:00 1995/03/13 13:00:00 59 0.009 3.88% 1.81 33 1997/01/12 17:00:00 1997/01/16 19:00:00 99 0.009 4.00% 1.76 34 1991/12/29 17:00:00 1991/12/3115:00:00 47 0.009 4.12% 1.71 35 2004/10/17 09:00:00 2004/10/22 04:00:00 116 0.009 4.24% 1.66 36 1978/02/05 13:00:00 1978/02/14 18:00:00 222 0.009 4.36% 1.61 37 1983/12/24 12:00:00 1983/12/27 18:00:00 79 0.009 4.48% 11.57 38 1967/01/22 18:00:00 1967/01/25 18:00:00 73 0.009 4.61% 11.53 39 1992/02/12 15:00:00 1992/02/1620:00:00 102 0.009 4.73% 11.49 10/24/2016 5:17 PM 1/18 0 Rank 40 Start Date 1998/02/03 07:00:00 End Date .1998/02/0511:00:00 Duration . 53 Peak 0.009 Frequency 4.85% Return Period 1.45 41 1957/01/13 04:00:00 1957/01/14 20:00:00 41 0.009 4.97% 1.42 42 2004/02/26 03:00:00 2004/02/27 20:00:00 42 0.009 5.09% - 1.38 - 43 . 1987/10/11 18:00:00 1987/10/14 05:00:00 - 60 0.009 5.21% 1.35 44 1987/12/16 15:00:00 1987/12/18 19:00:00 53 0.009 5.33% 1.32 45 1985/11/11 07:00:00 1985/11/13 10:00:00 52 0.009 5.45% 1.29 46 1980/03/02 21:00:00 1980/03/04 20:00:00 48 0.009 5.58% 1.26 47 1954/02/13 18:00:00 1954/02/1511:00:00 42 0.009 5.70% 1.23 - 48 1985/11/2908:00:00 1985/11/3023:00:00 40 0.009 5.82% 1.21 49 1983/02/26 09:00:00 1983/03/07 03:00:00 211 0.009 5.94% 1.18 50 1967/12/1818:00:00 1967/12/20 21:00:00 52 0.009 6.06% 1.16 51 2000/10/29 22:00:00 2000/10/31 12:00:00 39 0.009 6.18% 1.14 - 52 1972/01/1622:00:00 1972/01/2001:00:00 76 0.009 6.30% 1.12 53 1998/02/14 09:00:00 1998/02/20 06:00:00 142 0.009 6.42% 1.09 54 1971/12/2209:00:00 1971/12/2613:00:00 101 0.009 6.55% 1.07 - 55 1956/01/25 19:00:00 1956/01/28 15:00:00 69 0.009 6.67% 1.06 56 1979/01/14 22:00:00 1979/01/19 10:00:00 109 0.009 6.79% 1.04 57 1954/01/18 21:00:00 1954/01/21 09:00:00 61 0.009 6.91% 1.02 - 58 1978/01/03 21:00:00 1978/01/07 00:00:00 76 0.009 7.03% 1 59 1977/01/05 17:00:00 1977/01/08 11:00:00 67 0.009 . 7.15% 0.98 60 - 1960/01/10 13:00:00 1960/01/13 16:00:00 76 .. 0.009 7.27% 0.97 61 - 1975/04/08 10:00:00 1975/04/10 11:00:00 -50 0.009 7.39% 0.95 62 1965/11/14 21:00:00 1965/11/18 22:00:00 98. 0.008 7.52% 0.94 63 1960/04/27 07:00:00 1960/04/28 19:00:00 - 37 . 0.008 . 7.64% 0.92 64 - 2008/01/05 06:00:00 2008/01/08 11:00:00 78 . 0.008 . 7.76% 0.91 65 1952/03/1520:00:00 1952/03/17 19:00:00 48 - . 0.008' 7.88% 0.89 66 1960/02/01 22:00:00 1960/02/0309:00:00 36 0.008 8.00% . .88 67 1970/12/1702:00:00 1970/12/22 10:00:00 129 0.008 8.12% 0.87 . 68 1986/11/17 20:00:00 1986/11/19 15:00:00 44 - 0.008 - - 8.24% 0.85 .• - 69 1961/12/01 22:00:00 1961/12/03 22:00:00 49 0.008 - 8.36% 0.84 70 . 1969/02/0610:00:00 1969/02/07 23:00:00 38 0.008 - 8.48% 0.83 71 1957/01/28 04:00:00 1957/01/30 20:00:00 65 0.008 8.61% 0.82 , 72 1956/04/12 23:00:00 1956/04/15 00:00:00 50 0.008 8.73% 0.81 73 2004/12/28 10:00:00 2005/01/01 19:00:00 106 0.008 - 8.85% 0.8 74 1983/01/27 09:00:00 1983/01/30 11:00:00 75 0.008 8.97% 0.78 - 75 1993/01/0604:00:00 -1993/01/0902:00:00 71 0.008 9.09% - 0.77 - 76 1963/09/17 08:00:00 - 1963/09/20 04:00:00 69 0.008 9.21% 0.76 - - 77 1963/03/17 00:00:00 1963/03/18 11:00:00 36 0.008 9.33% 0.75 78 1952/03/07 10:00:00 1952/03/0908:00:00 47 0.008 - 9.45% 0.74 - 79 1952/11/1417:00:00 1952/11/17 08:00:00 . 64 0.008 9.58% 0.73 80 1963/11/20 05:00:00 1963/11/22 11:00:00 55 0.008 9.70% 0.73 81 1958/03/15 18:00:00 1958/03/17 17:00:00 48 0.008 - 9.82% 0.72 - 82 1951/12/2822:00:00 1951/12/3119:00:00 70 0.008 9.94% 0.71, 83 1958/02/19 11:00:00 1958/02/20 21:00:00 35 0.008 - 10.06% 0.7 - 84 1993/02/07 23:00:00 . 1993/02/09 21:00:00 . 47 . 0.008 10.18% 0.69 85 2003/02/11 13:00:00 2003/02/1411:00:00 71 0.008 - 10.30% 10.68 86 2005/01/03 08:00:00 2005/01/05 09:00:00 50 0.008 1 10.42% 10.67 Excel Engineering • : peakFlowStatisticsPostMitigated.csv 10/24/2016 5:17 PM • . . - 2/18 . .• . -._. . Excel Engineering pea kFlowStatisticsPostMitigated.csv Rank Start Date End Date Duration Peak Frequency Return Period 87 1994/02/03 23:00:00 1994/02105 16:00:00 42 0.008 10.55% 0.67 88 2005/02/11 05:00:00 2005/02/13 16:00:00 60 0.008 10.67% 0.66 89 1954/11/11 02:00:00 1954/11/12 18:00:00 41 0.008 10.79% 0.65 90 1988/12/24 22:00:00 1988/12/26 04:00:00 31 0.008 10.91% 0.64 91 1958/03/20 21:00:00 1958/03/23 12:00:00 64 0.008 11.03% 0.64 92 1963/02/09 19:00:00 1963/02/12 02:00:00 56 0.008 11.15% 0.63 93 1962/02/0723:00:00 1962/02/1004:00:00 54 0.008 11.27% 0.62 94 1994/03/24 23:00:00 1994/03/26 11:00:00 37 0.008 11.39% 0.62 95 1958/04/06 21:00:00 1958/04/08 19:00:00 47 0.008 11.52% 0.61 96 1967/03/13 12:00:00 1967/03/15 02:00:00 39 0.008 11.64% 0.6 97 1992101/0511:00:00 1992/01/09 00:00:00 1967/11/2207:00:00 86 0.008 11.76% 0.6 98 1967/11/1908:00:00 72 0.008 11.88% 0.59 99 2008/01/2701:00:00 2008/01/29 07:00:00 55 0.008 12.00% 0.59 100 1978/09/05 19:00:00 1978/09/07 07:00:00 37 0.008 12.12% 0.58 101 1974/03/08 02:00:00 1974/03/09 14:00:00 37 0.008 12.24% 0.57 102 2002/11/08 13:00:00 2002111/1002:00:00 38 0.008 12.36% 0.57 103 1981/11/27 00:00:00 1981/11/30 00:00:00 73 0.008 12.48% 0.56 104 2001/02/1312:00:00 2001/02116 00:00:00 61 0.008 12.61% 0.56 105 2001/01/10 22:00:00 2001/01/13 05:00:00 56 0.007 12.73% 0.55 106 1985/11/24 18:00:00 1985/11/26 11:00:00 42 0.007 12.85% 0.55 107 1970/11/28 23:00:00 1970/12102 01:00:00 75 0.007 12.97% 0.54 108 1977/05/08 01:00:00 1977/05/10 08:00:00 56 0.007 13.09% 0.54 109 1965/04/07 07:00:00 1965/04/10 12:00:00 78 0.007 13.21% 0.53 110 1952/11/3002:00:00 1952112/0221:00:00 68 0.007 13.33% 0.53 111 1965/1210910:00:00 1965/1211112:00:00 51 0.007 13.45% 0.52 112 1992/12/0711:00:00 199211210820:00:00 34 0.007 13.58% 0.52 113 1997/01/25 21:00:00 1997/01/27 14:00:00 42 0.007 13.70% 0.51 114 1986/09/24 03:00:00 1986/09/26 08:00:00 54 0.007 13.82% 0.51 115 1991/03/25 06:00:00 1991/03/28 07:00:00 74 0.007 13.94% 0.5 116 1988/11/24 03:00:00 1988/11/26 12:00:00 58 0.007 14.06% 0.5 117 1957/05/11 02:00:00 1957/05/12 07:00:00 30 0.007 14.18% 0.5 118 1983/11/24 23:00:00 1983/11/26 03:00:00 29 0.007 14.30% 0.49 119 1990/0211712:00:00 1990/02119 07:00:00 44 0.007 14.42% 0.49 120 1978/01/09 18:00:00 1978/01/11 21:00:00 52 0.007 14.55% 0.48 121 1970/02/28 16:00:00 1970/03/02 20:00:00 53 0.007 14.67% 0.48 122 1988/01/17 07:00:00 1988/01/18 21:00:00 39 0.007 14.79% 0.48 123 2003/03/15 12:00:00 2003/03/17 11:00:00 48 0.007 14.91% 0.47 124 1986/03/15 22:00:00 1986/03/17 14:00:00 41 0.007 15.03% 0.47 125 1976/09/10 03:00:00 1976/09/12 00:00:00 46 0.007 15.15% 0.46 126 1988/04/20 03:00:00 1988/04/23 20:00:00 90 0.007 15.27% 0.46 127 1959/02/1110:00:00 1959/02/1219:00:00 34 0.007 15.39% 0.46 128 1985/12/11 05:00:00 1985/12/12 09:00:00 29 0.007 15.52% 0.45 129 1988/02/02 04:00:00 1988/02/03 16:00:00 37 0.007 15.64% 0.45 130 2004/02/22 08:00:00 2004/02/2406:00:00 47 0.007 15.76% 0.45 131 1982/12/08 00:00:00 1982112/09 01:00:00 26 0.007 15.88% 10.44 132 1974/01/07 17:00:00 1974/01/09 06:00:00 38 0.007 16.00% 10.44 133 1988/04/14 21:00:00 1 1988/04/1601:00:00 29 1 0.007 16.12% 10.44 10/24/2016 5:17 PM 3/18 . . . Excel Engineering pea kFlowStatisticsPostMitigated.csv Rank Start Date End Date Duration Peak Frequency Return Period 134 1988/12/21 02:00:00 1988/12/23 09:00:00 56 0.007 16.24% 0.43 135 1995/01/10 17:00:00 1995/01/13 16:00:00 72 0.007 16.36% 0.43 136 1966/11/07 16:00:00 1966/11/08 20:00:00 29 0.007 16.48% 0.43 137 1984/12/26 17:00:00 1984/12/28 20:00:00 52 0.007 16.61% 0.42 138 1952/01/13 06:00:00 1952/01/14 12:00:00 31 0.007 16.73% 0.42 139 1994/03/19 05:00:00 1994/03/20 22:00:00 42 0.007 16.85% 0.42 140 1994/03/07 03:00:00 1994/03/08 07:00:00 29 0.007 16.97% 0.41 141 1976/07/22 12:00:00 1976/07/23 13:00:00 26 0.007 17.09% 0.41 142 1988/12/15 12:00:00 1988/12/17 12:00:00 49 0.007 17.21% 0.41 143 1976/07/08 13:00:00 1976/07/09 14:00:00 26 0.007 17.33% 0.41 144 1992/02/06 10:00:00 1992/02/0803:00:00 1982/01/0222:00:00 42 0.007 17.45% 0.4 145 1981/12/3009:00:00 86 0.007 17.58% 0.4 146 1978/12/1701:00:00 1978/12/1923:00:00 71 0.007 17.70% 0.4 147 1993/02/18 12:00:00 1993/02/21 03:00:00 64 0.007 17.82% 0.4 148 1967/04/11 09:00:00 1967/04/12 11:00:00 27 0.007 17.94% 0.39 149 1975/03/08 10:00:00 1975/03/09 12:00:00 27 0.007 18.06% 0.39 150 1974/12/0409:00:00 1974/12/0509:00:00 25 0.007 18.18% 0.39 151 1958/01/25 05:00:00 1958/01/27 09:00:00 53 0.007 18.30% 0.38 152 1976/03/01 17:00:00 1976/03/03 10:00:00 42 0.007 18.42% 0.38 153 1981/02/08 20:00:00 1981/02/10 05:00:00 34 0.007 18.55% 0.38 154 1976/07/15 15:00:00 1976/07/16 15:00:00 25 0.007 18.67% 0.38 155 1977/01/0301:00:00 1977/01/04 03:00:00 27 0.007 18.79% 0.37 156 1981/03/18 20:00:00 1981/03/20 23:00:00 52 0.007 18.91% 0.37 157 1982/03/14 16:00:00 1982/03/1522:00:00 31 0.007 19.03% 0.37 158 1996/12/09 18:00:00 1996/12/12 17:00:00 72 0.007 19.15% 0.37 159 1959/12/2411:00:00 1959/12/2513:00:00 27 0.007 19.27% 0.37 160 1965/03/31 15:00:00 1965/04/05 02:00:00 108 0.006 19.39% 0.36 161 1961/01/26 11:00:00 1961/01/27 14:00:00 28 0.006 19.52% 0.36 162 1955/01/18 17:00:00 1955/01/19 20:00:00 28 0.006 19.64% 0.36 163 2006/04/04 20:00:00 2006/04/05 23:00:00 28 0.006 19.76% 0.36 164 2005/04/28 09:00:00 . 2005/04/29 07:00:00 23 0.006 19.88% 0.35 165 1980/03/06 02:00:00 1980/03/07 10:00:00 33 0.006 20.00% 0.35 166 1990/01/17 02:00:00 1990/01/18 20:00:00 43 0.006 20.12% 0.35 167 1960/02/2821:00:00 1960/03/01 22:00:00 50 0.006 20.24% 0.35 168 1982/01/0508:00:00 1982/01/06 12:00:00 29 0.006 20.36% 0.35 169 1992/03/2021:00:00 1992/03/2400:00:00 76 0.006 20.48% 0.34 170 1983/09/29 13:00:00 1983/10/02 04:00:00 64 0.006 20.61% 0.34 171 1992/03/0209:00:00 1992/03/03 15:00:00 31 0.006 20.73% 0.34 172 1994/02/17 12:00:00 1994/02/18 11:00:00 24 0.006 20.85% 0.34 173 1973/11/23 00:00:00 1973/11/24 00:00:00 25 0.006 20.97% 0.34 174 1991/03/19 01:00:00 1991/03/22 02:00:00 74 0.006 21.09% 0.33 175 1959/02/2112:00:00 1959/02/22 15:00:00 28 0.006 21.21% 0.33 176 2006/02/2722:00:00 2006/03/01 05:00:00 32 0.006 21.33% 0.33 177 1977/03/25 01:00:00 1977/03/26 04:00:00 28 0.006 21.45% 0.33 178 1987/01/06 21:00:00 1987/01/08 01:00:00 29 0.006 21.58% 0.33 179 1960/01/14 19:00:00 1960/01/15 23:00:00 29 0.006 21.70% 0.32 180 1982/12/22 12:00:00 1982/12/2400:00:00 1 37 1 0.006 21.82% 0.32 10/24/2016 5:17 PM 4/18 . S . Excel Engineering pea kFlowStatisticsPostMittgated csv Rank Start Date End Date. Duration Peak 'Frequency Retuin Period 181 1999/01/25 08:00:00 1999/01/27 21:00:00 62 0.006 21.94% 0.32 - - 182 1968/12/25 19:00:00 1968/12/2621:00:00 27 0.006 22.06% 0.32 183 1995/04/18 11:00:00 1995/04/19 12:00:00 26 0.006 22.18% 0.32 S 184 1983/04/20 05:00:00 . 1983/04/21 17:00:00 37 0.006 22.30% 0.32 185 • 1973/03/20 09:00:00 1973/03/2108:00:00 24 0.006 22.42% . .31 186 1986/03/08 19:00:00 1986/03/12 22:00:00 100 0.006 22.55% 0.31 187 1964/01/21 09:00:00 1964/01/23 02:00:00 42 -. 0.006 22.67% 0.31 188 1979/03/17 06:00:00 1979/03/21 13:00:00 - 104 0.006 22.79% 0.31 189 1985/02/0908:00:00 1985/02/10 09:00:00 26 0.006 22.91% 0.31 190 1966/02/06 13:00:00 1966/02/08 18:00:00 54 0.006 23.03% 0.31 191 1982/02/09 21:00:00 1982/02/1115:00:00 .43 158 0.006 23.15% 0.3 • 192 1976/02/0411:00:00 1976/02/11 00:00:00 0.006 23.27% 0.3 193 1978/03/30 14:00:00 1978/04/01 08:00:00 43 0.006 23.39% 0.3 194• 2002/12/2012:00:00 2002/12/22 04:00:00 41 0.006 23.52% 0.3 195 . 2007/01/30 16:00:00 ' 2007/01/31 21:00:00 ; 30 • - 0.006 23.64% 0.3 196 1981/01/28 08:00:00 1981/01/30 23:00:00 64 0.006 . 23.76% 0.3 197 1957/01/07 15:00:00 - 1957/01/08 17:00:00 27 0.006 23.88% 0.29 198 1969/02/18 10:00:00 1969/02/20 18:00:00 57 0.006 - 24.00% 0.29 199 1990/04/04 10:00:00 1990/04/05 08:00:00 23 0.006 ' 24.12% 0.29 200 2001/02/25 12:00:00 2001/03/01 00:00:00 85 0.006 24.24% 0.29 201 1993/03/26 02:00:00 1993/03/27 03:00:00 . 26 0.006 24.36% • .29 202 2001/01/26 14:00:00 . 2001/01/28 04:00:00 39 0.006 - 24.48% 0.29 203 1964/11/17 15:00:00 1964/11/18 15:00:00 ' 25 0.006 24.61% 0.29 - 204 . ' 1996/10/30 15:00:00 1996/10/31 13:00:00 . 23 . 0.006 •. 24.73% - .28 205 1981/03/05 05:00:00 1981/03/06 07:00:00 27 - 0.006 . 24.85% - • 0.28 . 206 1982/01/20 06:00:00 1982/01/22 03:00:00 . 46 • . 0.006 24.97% 0.28 - 207 •. 1983/11/11 23:00:00 1983/11/13 17:00:00 43 0.006 25.09% 0.28 - 208 1972/11/1613:00:00 1972111/1804:00:00 - . 40 0.006 25.21% . 0.28 209 - 1969/01/14 00:00:00 1969/01/15 05:00:00 30 0.006 25.33% 0.28 - 210 - 2006/10/14 02:00:00 2006/10/1421:00:00 20 0.006 25.45% 0.28 - 211 . 1998/11/0809:00:00 '- 1998/11/0907:00:00 23 0.006 25.58% 0.28 •. I 212 1977/12/25 20:00:00 1977/12/3014:00:00 115 0.006 25.70% 0.27 213 1955/04/30 23:00:00 1955/05/02 14:00:00 . 40 0.006 25.82% 0.27 214 1951/12/12 01:00:00 1951/12/1300:00:00 24 0.006 25.94% 0.27 215 1952101/25 06:00:00 1952101/26 05:00:00 24 .0.006 - 26.06% 0.27 216 1982104/0111:00:00 1982104/0210:00:00 24 0.006 26.18% 0.27 217 1976/1213017:00:00 1976/12/31 21:00:00 29 0.006 26.30% 0.27 218 1983/04/29 09:00:00 1983/04/30 10:00:00 - 26 0.006 26.42% • 0.27 - 219 1962/03/18 20:00:00 1962/03/19 22:00:00 27 0.006 - 26.55% 0.27 220 1970/02/10 06:00:00 1970/02/11 20:00:00 39 0.006 26.67%- 0.26 -' - - - 221 1989/03/25 14:00:00 1989/03/26 16:00:00 27 0.006 26.79% 0.26 222 1992/12/27 22:00:00 1992/12/29 23:00:00 50 0.006 26.91% 0.26 • - 223 1982/11/0918:00:00 1982/11/11 05:00:00 36 0.006 27.03% 0.26 224 1979/03/01 11:00:00 1979/03/02 10:00:00 24 0.006 • 27.15% 0.26 - -. 225 1988/11/1408:00:00 1988/11/1504:00:00 21 0.006 . 27.27% • 0.26 •. 226 1965/12/14 18:00:00 1965/1211703:00:00 58 0.006 27.39% 0.26 - - - - 227 1991/01/09 15:00:00 1991/01/10 11:00:00 21 0.006 27.52% 0.26 Rank Start Date . End Date Duration Peak Frequency Return Period - -228 1957/02/2820:00:00 1957/03/0205:00:00 34 0.006 27.64% 0.25 - 229 1979/11/0719:00:00 1979/11/0818:00:00 - -24 -0.006 27.76% 0.25 230 . 1998/02/0619:00:00 1998/02/0914:00:00 68 - _0.006 27.88% 0.25 231 1972/11/1416:00:00 1972/11/1511:00:00 20 0.006 28.00% 0.25 232 1993/01/3101 :00:00 1993/01/3120:00:00 20 0.006 28.12% 0.25 233 1983/03/1705:00:00 1983/03/1913:00:00 57 0.006 28.24% 0.25 234 1965/02/06 02:00:00 1965/02/07 17:00:00 . 40 0.006 28.36% 0.25 235 1998/01/29 12:00:00 - 1998/01/30 15:00:00 28 0.006 28.48% 0.25 236 .1984/11/24 19:00:00 1984/11/25 15:00:00 . 21 0.006 28.61% 0.25 237 1959/02/16 06:00:00 1959/02/1712:00:00 31 0.006 28.73% 0.25 238 1999/04/11 23:00:00 1999/04/1 20:00:00 22 0.006 28.85% 0.24 239 1971/04/14 12:00:00 1971/04/1 08:00:00 21 0.006 28.97% 0.2 - 240 1951/08/28 10:00:00 1951/08/29 08:00:00 23 0.006 29.09% 0.24 241 1964/12/27 10:00:00 1964/12/28 22:00:00 37 0.006 29.21% 0.24 242 1986/04/06 04:00:00 1986/04/07 03:00:00 24 0.006 29.33% 0.24 243 - 1958/03/06 13:00:00 . 1958/03/07 14:00:00 26 0.006 29.45% 0.24 - 244 1983/12/03 18:00:00 1983/12/04 13:00:00 20 0.006 . 29.58% 0.24 245 1958/02/2509:00:00 1958/02/2604:00:00 . 20 0.006 29.70% 0.24 246 1955/01/10 07:00:00 . 1955/01/11 08:00:00 26 - 0.006 29.82% 0.24 247 1970/03/05 01:00:00 1970/03/05 20:00:00 - 20 - 0.006 29.94% 0.24 248 - 1994/01/2501:00:00 . 1994/01/26 12:00:00 .. 36 . 0.006 30.06% 0.23 249 1969/03/21 14:00:00 1969/03/22 13:00:00 . 24 0.006 30.18% 0.23 250 1960/09/11 06:00:00 1960/09/12 01:00:00 20 0.005 . 30.30% 0.23 - 251 •. 1979/10/20 05:00:00 1979/10/21 08:00:00 .28 0.005 . - 30.42% . .23 252 • 1986/02/08 01:00:00 1986/02/09 04:00:00 28 . 0.005 - 30.55% 0.23 253 -. "1975/03/10 14:00:00 1975/03/11 22:00:00 33 0.005-. 30.67% .23 .. • - 254 1974/10/28 13:00:00 1974/10/30 03:00:00 39 - 0.005 30.79% 0.23 255 1981/02/2523:00:00 1981/02/26 18:00:00 20 V 0.005 • 30.91% - .23 - - 256 2007/04/20 16:00:00 2007/04/21 10:00:00 19 0.005 31.03% 0.23 257 1984/12/18 10:00:00 . 1984/12/20 16:00:00 55 0.005 31.15% 0.23 - 258 1954/03/16 23:00:00 - 1954/03/17 20:00:00 22 0.005 - - 31.27% 0.23 259 1987/12/0422:00:00 1987/12/0518:00:00 V 21., 0.005 V - 31.39% 0.22 260 1983/03/21 07:00:00 1983/03/25 15:00:00 105 0.005 31.52% 0.22 261 - 1978/03/11 21:00:00 1978/03/13 04:00:00 32 0.005 - 31.64% 0.22 262 - 1957/04/20 18:00:00 1957/04/21 13:00:00 20 0.005 31.76% 0.22 263 - 1952/12/20 13:00:00 1952/12/21 08:00:00 20 0.005 31.88% 0.22 264 2002/12/16 14:00:00 2002/12/17 13:00:00 24 0.005 32.00% 0.22 - 265 1973/02/1109:00:00 1973/02/13 21:00:00 61 0.005 32.12% 0.22 - - 266 1986/10/09 23:00:00 .1986/10/11 15:00:00 41 • . 0.005 32.24% 0.22 - 267 • - 2001/04/07 17:00:00 2001/04/08 13:00:00 21 0.005 . 32.36% 0.22 268 -- 1971/02/1707:00:00 - 1971/02/1805:00:00 23 0.005 32.48% 0.22 V 269 1993/06/05 14:00:00 - 1993/06/06 09:00:00 - 20 0.005 32.61% 0.22 270 1981/02/2815:00:00 1981/03/03 11:00:00 69 0.005 32.73% 0.22 - 271 . 1959/04/2607:00:00. V 1959/04/27 01:00:00 - 19 • 0.005 32.85% 0.21 - - 272 - 1957/12/05 05:00:00 • - 1957/12/06 04:00:00 - 24 - 0.005 32.97% 0.21 - - - 273 - 1973/03/11 08:00:00 1973/03/1220:00:00 V - V 37 - 0.005 33.09% 0.21 . - • . 274 1979/03/2707:00:00 1979/03/2901:00:00 43 - - 0.005 33.21% 0.21 EcéI -Engineeing - - - peakFlowStatisticsPostMitigated.csv 10/24/2016 5:17 PM - - V • - . 6/18 - ,•V : •ExeI Engineering _ - - . '. . pea kFIowStatisticsPosMiigated.csv - Rank - Start Date - End Date Duration Peak Frequency Return Period 275 1999/03/25 17:00:00 1999/03/2611:00:00 19 0.005 33.33% 0.21 276 - 1984/12/0802:00:00 1984/12/08 19:00:00. . 18 -0.005 33.45% 0.21 - 277 1959/12/21 03:00:00 1959/12/2201:00:00 23 0.005 33.58% 0.21 278 1986/01/30 06:00:00 1986/02/01 09:00:00 52 0.005 33.70% 0.21 .279 1997/12/06 16:00:00 1997/12/0801:00:00 34 0.005 33.82% 0.21 - 280 1972/12/04 17:00:00 1972/12105 10:00:00 18 0.005 33.94% 0.21 '281 1976/08/30 13:00:00 1976/08/31 06:00:00 18 0.005 34.06% 0.21 282 2001/12/09 14:00:00 2001/12110 12:00:00 23 0.005 34.18% 0.21 283 1954/03/20 13:00:00 1954/03/25 16:00:00 124 0.005 34.30% 0.21 284 1966/01/30 10:00:00 1966/01/31 11:00:00 26 0.005 34.42% 0.2 285 1980/03/26 01:00:00 1980/03/26 18:00:00 18 0.005 34.55% 0.2 286 2000/03/04 21:00:00 2000/03/06 22:00:00 50 0.005 34.67% 0.2 287 1973/03/08 14:00:00 1973/03/09 07:00:00 18 0.005 34.79% 0.2 288 . .1963/11/15 19:00:00 1963/11/16 12:00:00 18 0.005 34.91% 0.2 . 289 1960/11/26 20:00:00 1960/11/27 12:00:00 17 0.005 35.03% 0.2 290 1990/05/28 10:00:00 - 1990/05/29 04:00:00 19 0.005 35.15% 0.2 291 1979/01/30 21:00:00 1979/0210303:00:00 79 0.005 35.27% 0.2 292 1965/12/2920:00:00 1965/12/30 13:00:00 18 0.005 35.39% 0.2 293 1967/11/30 17:00:00 1967/1210110:00:00 18 . 0.005 35.52% 0.2 294 .. . 1993/11/30 05:00:00 1993/11/30 23:00:00 19 0.005 35.64% 0.2 - 295 * 1957/10/14 02:00:00 1957/10/15 00:00:00 23 0.005 35.76% 0.2 296 . 1955/01/16 11:00:00 1955/01/17 06:00:00 20 0.005 .35.88% 0.2 297 1957/03/1612:00:00 1957/03/1705:00:00 . _.18 0.005- 36.00%. 0.2 298 2004/12/0514:00:00 2004/12/0608:00:00 19 0.005 . 36.12% 0.2__. 299 1995/04/1610:00:00 1995/04/1710:00:00 25 0.005 36.24% 0.19 300 .2004/04/0123:00:00 2004/04/0216:00:00 18 0.005 36.36% 0.19 301 .1995/01/2401:00:00 1995/01/2700:00:00 72 0.005 . _36.48% 0.19 302 ¼.1965/01/2409:00:00 1965/01/2501:00:00 17 . 27T' - 0.005 0.005 36.61% 0.19 303 1995/02/14 04:00:00 1995/02/1506:00:00 .. 36.73% 0.19 304 1952/12/30 22:00:00 1952/12/3116:00:00 19 0.005 36.85% 0.19 305 2001/11/24 15:00:00 2001/11/25 11:00:00 . 21 0.005 36.97% 0.19 - 306 1954/01/24 12:00:00 1954/01/25 18:00:00 31 0.005 37.09% 0.19 307 1979/02/21 04:00:00 1979/02/21 22:00:00 19 0.005 37.21% 0.19 308 1955/0211622:00:00 1955/0211800:00:00 27 0.005 37.33% 0.19 309 1962/02/19 13:00:00 196210212118:00:00 54 . 0.005 37.45% 0.19 310 . 1960/01/25 23:00:00 1960/01/26 15:00:00 - 17 0.005 37.58% 0.19 311 1986/1210609:00:00-. . 1986/12/0715:00:00 - 31 0.005 37.70% 0.19 312 1980/10/16 07:00:00 1980/10/16 22:00:00 16 0.005 37.82% 0.19 313 1952/04/10 13:00:00 1952104/1110:00:00 22 0.005 37.94% 0.19 . . 314 1955/02/26 14:00:00 1955/02/28 12:00:00 47 0.005 38.06% 0.19 - 315 - 2003/12/2502:00:00 2003/1212611:00:00 34 0.005 38.18% 0.18 316 1975/02/03 10:00:00 1975/02/04 16:00:00 * 31 0.005 38.30% 0.18 317 1984/10/17 09:00:00 1984/10/18 00:00:00 16 0.005 * 38.42% 0.18 318 1959/12110 02:00:00 1959/12/1019:00:00 18 0.005 38.55% 0.18 319 1968/0211307:00:00 1968/0211322:00:00 16 0.005 . 38.67% 0.18 320 2006/05/22 07:00:00 . 2006/05/22 22:00:00 16 0.005 38.79% 0.18 321 1993/03/28 05:00:00 1993/03/28 20:00:00 - 16 0.005 38.91% 0.18 10/24/2016 5:17 PM * Excel Engineering - I peakFlowStatisticsPostMitigated csv 'V a. Rank -- Start Date End Date Duration Peak, Frequency Return Period 322 .2006/03/10 19:00:00 2006/03/12 03:00:00 . 33 0.005 ' 39.03% 0.18 323 1980/01/17 22:00:00 1980/01/19 10:00:00 . 37 . ' 0.005 39.15% 0.18 324 1987/04/04 09:00:00 1987/04/05 08:00:00 24 0.005 39.27% 0.18 325 1980/12/07 14:00:00 1980/12/08 04:00:00 .. 15 .. 0.005 39.39% 0.18 326 1963/04/17 08:00:00 1963/04/17 23:00:00 16 0.005 39.52% ' 0.18 - V 327 2008/02/03 10:00:00 2008/02/04 08:00:00 V 23 0.005 39.64% 0.18 V V 328 1980/12/04 15:00:00 1980/12/05 18:00:00 V 28 0.005 . 39.76% 0.18 - - 329 2004/02/03 02:00:00 2004/02104 04:00:00 - .' - 27 - 0.005 39.88% 0.18 330 1996/01/31 06:00:00 1996/02101 19:00:00 - 38 - . . 0.005 40.00% - .18 V 331 1957/01/05 13:00:00 1957/01/06 03:00:00 15 0.005 'V 40.12% 0.18 332 2006/03/29 00:00:00 2006/03/29 18:00:00 ' 19 0.005 40.24% 40.36% - .18 .17 333 1982/11/29 14:00:00 . 1982/12/01 03:00:00 38 ' 0.005 334 1983/02/02 18:00:00 1983/02/03 23:00:00 30 ' 0.005 V 40.48% 0.17 335 1978/03/09 20:00:00 1978/03/10 10:00:00 15 0.005 40.61% - .17 336 1980/04/22 14:00:00 1980/04/23 19:00:00 V . 30 - 0.005 - 40.73% 0.17. - 337 V 1980/03/10 18:00:00 1980/03/11 08:00:00 15 0.005 - 40.85% 0.17 338 1969/11/06 22:00:00 . 1969/11/08 01:00:00 28 0.005 40.97% 0.17 V 339 1995/03/21 14:00:00 1995/03/22 04:00:00 15 0.005 41.09% 0.17 340 1974/03/02 12:00:00 1974/03/03 02:00:00 15 0.005 41.21% 0.17 341 1954/12110 01:00:00 1954/1211018:00:00 . 18 0.005 41.33% 0.17 - 342 2007/12107 07:00:00 2007/12109 08:00:00 50 0.005 . 41.45% • .17 V V 343 . 1983/04/18 05:00:00 1983/04/18 23:00:00 .. 19 0.005 41.58% 0.17 344 1999/0210411:00:00 - 1999/0210513:00:00 27 0.005 41.70% 0.17 345 . 1988/01/05 17:00:00 1988/01/06 07:00:00 . 15 .. 0.005 41.82% • .17 - - - - - .. 346 '. '1979/02/1407:00:00 - 1979/02/1420:00:00 14 ' - 0.005 41.94% 0.17 . V 347 . . 1987/0212320:00:00 • V 1987/0212605:00:00 V 58 0.005 • 42.06%. 0.17 348 2000/02/20 16:00:00 V 2000/02/2209:00:00 - 42 - 0.005 42.18% 0.17 . 349 1952/03/01 00:00:00 1952/03/01 23:00:00 - 24 0.005 42.30% 0.17- 350 1962/02/1522:00:00 1962/02/1 01:00:00 28 0.005 42.42% 0.17 - 351 2006/1211002:00:00 2006/12/1 05:00:00 28 .0.005 ,.42.55% .17 V 352 . 1970/01/16 19:00:00 -1970/01/1 09:00:00 15 0.005 .42.67% 0.17 353 . 2006/0211906:00:00 2006/0211922:00:00 17 0.005 42.79% 0.16 -354 1994/02/07 06:00:00 1994/02/08 15:00:00 34 0.005 42.91% 0.16 . V 355 1998/05/12 17:00:00 1998/05/13 09:00:00 17 0.005 43.03% 0.16 V 356 1973/0212805:00:00 1973/0212820:00:00 16 . . 0.005 43.15% 0.16 • 357 . 2007/08/26 13:00:00 2007/08/27 02:00:00 14 . . 0.005 V 43.27% 0.16 . V 358 2000/04/17 20:00:00 2000/04/18 17:00:00 22 , 0.005 ' ' 43.39% .16 359 1982109/26 06:00:00 -' 1982109/27 03:00:00 ' 22 0.005 ' 43.52% 0.16 • - 360 2000/10/26 12:00:00 2000/10/27 23:00:00 '. 36' 0.005 43.64% 0.16 361 . 1972111/1111:00:00 1972/11/12 00:00:00 14 0.005 43.76% 0.16 V 362 - 1955/04/22 07:00:00 1955/04/22 21:00:00 15 0.005 43.88% 0.16 . 363 ' 1953/03/01 05:00:00 1953/03/02 14:00:00 34 - 0.005 44.00% 0.16 364 1961/11/2505:00:00 1961/11/2609:00:00 29 0.005 44.12% 0.16 - 365 1962/03/06 10:00:00 . 1962/03/07 08:00:00 23 0.005 44.24% 0.16 V V 366 . - 1960/11/0523:00:00 . 1960/11/06 22:00:00 24 . 0.005 44.36% - 0.16 .. 367 1961/11/20 19:00:00 - 1961/11/21 08:00:00 • 14 0.005 44.48% 0.16 368 1993/0212320:00:00 1993/02/24 13:00:00 . -. 18 ' ' 0.005 44.61% 0.16 10/24/2016 5:17 PM 8/18 V 'V 'V .. Excel Engineering peakFlowStatisticsPostMitigated.csv Rank Start Date End Date Duration Peak Frequency Return Period 369 1951/11/23 02:00:00 1951/11/23 20:00:00 19 0.005 44.73% 0.16 370 1957/01/26 07:00:00 1957/01/26 21:00:00 15 0.004 44.85% 0.16 371 1998/01/09 16:00:00 1998/01/11 05:00:00 38 0.004 44.97% 0.16 372 1954/03/30 07:00:00 1954/03/30 19:00:00 13 0.004 45.09% 0.16 373 1958/09/24 06:00:00 1958/09/24 19:00:00 14 0.004 45.21% 0.16 374 1996/12/27 19:00:00 1996/12/28 16:00:00 22 0.004 45.33% 0.16 375 1953/11/14 19:00:00 1953/11/15 15:00:00 21 0.004 45.45% 0.16 376 1964/03/23 02:00:00 1964/03/24 09:00:00 32 0.004 45.58% 0.15 377 1985/12/02 14:00:00 1985/12/03 11:00:00 22 0.004 45.70% 0.15 378 1990/04/17 00:00:00 1990/04/18 01:00:00 26 0.004 45.82% 0.15 379 1957/10/31 03:00:00 1957/10/31 15:00:00 13 0.004 45.94% 0.15 380 1973/02/15 14:00:00 1973/02/1602:00:00 13 0.004 46.06% 0.15 381 1965/03/12 18:00:00 1965/03/14 03:00:00 34 0.004 46.18% 0.15 382 1952/03/13 01:00:00 1952/03/1318:00:00 18 0.004 46.30% 0.15 383 2007/12/1901:00:00 2007/12/1922:00:00 22 0.004 46.42% 0.15 384 1990/06/09 17:00:00 1990/06/11 01:00:00 33 0.004 46.55% 0.15 385 1952/11/23 03:00:00 1952/11/2318:00:00 16 0.004 46.67% 0.15 386 1974/12/28 10:00:00 1974/12/2920:00:00 35 0.004 46.79% 0.15 387 1953/01/06 19:00:00 1953/01/08 10:00:00 40 0.004 46.91% 0.15 388 1973/11/17 09:00:00 1973/11/19 06:00:00 46 0.004 47.03% 0.15 389 1963/09/04 10:00:00 1963/09/05 00:00:00 15 0.004 47.15% 0.15 - 390 1953/04/27 23:00:00 1953/04/28 11:00:00 13 0.004 47.27% 0.15 391 1968/04/01 23:00:00 1968/04/02 12:00:00 14 0.004 47.39% 0.15 392 1986/03/13 22:00:00 1986/03/14 13:00:00 16 0.004 47.52% 0.15 393 1982/01/2820:00:00 1982/01/29 13:00:00 18 0.004 47.64% 0.15 394 1967/04/18 23:00:00 1967/04/20 09:00:00 35 0.004 47.76% 0.15 395 2005/03/22 23:00:00 2005/03/23 10:00:00 12 0.004 47.88% 0.15 396 1977/12/1808:00:00 1977/12/18 19:00:00 12 0.004 48.00% 0.15 397 1957/01/10 02:00:00 1957/01/10 19:00:00 18 0.004 48.12% 0.15 398 1959/01/06 11:00:00 1959/01/06 22:00:00 12 0.004 48.24% 0.15 399 1963/04/26 06:00:00 1963/04/26 18:00:00 13 0.004 48.36% 0.15 400 1984/12/1606:00:00 1984/12/16 17:00:00 12 0.004 48.48% 0.15 401 1996/02/21 04:00:00 1996/02/2207:00:00 28 0.004 48.61% 0.15 402 1996/03/12 20:00:00 1996/03/13 20:00:00 25 0.004 48.73% 0.14 403 1997/01/23 09:00:00 1997/01/24 05:00:00 21 0.004 48.85% 0.14 404 1998/03/25 17:00:00 1998/03/27 06:00:00 38 0.004 48.97% 0.14 405 1998/03/31 17:00:00 1998/04/01 22:00:00 30 0.004 49.09% 0.14 406 1985/01/07 14:00:00 1985/01/08 14:00:00 25 0.004 49.21% 0.14 407 1967/03/31 14:00:00 1967/04/01 01:00:00 12 0.004 49.33% 0.14 408 1982/12/2922:00:00 1982/12/3009:00:00 12 0.004 49.45% 0.14 409 1982/11/19 03:00:00 1982/11/2016:00:00 38 0.004 49.58% 0.14 410 1978/11/21 20:00:00 1978/11/22 11:00:00 16 0.004 49.70% 0.14 411 1990/01/31 04:00:00 1990/01/31 15:00:00 12 0.004 49.82% 0.14 412 1959/02/0806:00:00 1959/02/0906:00:00 25 0.004 49.94% 0.14 413 1983/04/12 11:00:00 1983/04/13 16:00:00 30 0.004 50.06% 0.14 414 1960/02/09 01:00:00 1960/02/1018:00:00 42 0.004 50.18% 0.14 415 1982/03/2600:00:00 1982/03/26 16:00:00 17 0.004 1 50.30% 0.14 10/24/2016 5:17 PM 9/18 . S 0 - e - ExcI Engineering • .- . .: peakFlowStatistics Post Mitigated. csv Rank Sta rt Date End Date - Duration. Peak Frequency Return Period, .416 •-.. . 1991/12128 05:00:00 1991/12/28 16:00:00 12 0.004 • 50.42% 0.14 - 417 1979/01/09 14:00:00 1979/01/10 02:00:00 13 • 0.004- . -. - 50.55% . .14 418 1990/02/0414:00:00 1990/02/0501:00:00 12 - 0.004 50.67% 0.14 419 1956/01/31 13:00:00 1956/02/01 00:00:00 12 - 0.004 50.79% 0.14 420 1969/01/19 00:00:00 1969/01/21 17:00:00 66 0.004 50.91% 0.14 421 1983/11/20 11:00:00 1983/11/21 03:00:00 17 0.004 51.03% 0.14 422 1996/02/25 12:00:00 1996/02/28 10:00:00 71 0.004 51.15% 0.14 423 1955/03/11 03:00:00 . 1955/03/11 15:00:00 13 0.004 51.27% 0.14 424 1975/02/0909:00:00 1975/02/10 10:00:00 26 • 0.004 51.39% 0.14 425 1958/03/27 17:00:00 1958/03/28 03:00:00 11 0.004 51.52% 0.14. 426 1982101/10 23:00:00 1982/01/1114:00:00 16 0.004 51.64% 0.14 427 1957/06/10 05:00:00 1957/06/10 16:00:00 - 12 0.004 51.76% 0.14 428 1978/11/24 12:00:00 • 1978/11/25 00:00:00 13 0.004 51.88% 0.14 • - 429 1975/12/20 17:00:00 1975/12/21 05:00:00 13 0.004 52.00% 0.14 • 430 1969/04/06 00:00:00 . 1969/04/06 10:00:00 11 . 0.004 52.12% 0.14 431 - 1987/03/22 04:00:00 1987/03/22 14:00:00 11 0.004 52.24% 0.14. 432 . 1995/01/21 06:00:00 . 1995/01/21 16:00:00 11 0.004 . 52.36% 0.13 - 433 1975/11/2720:00:00 1975/11/2905:00:00 34 . 0.004 52.48% 0.13 434 2005/1213119:00:00 2006/01/03 08:00:00 • 62 0.004 52.61% 0.13 435 2000/02/1119:00:00 2000/02/14 23:00:00 77 .- . 0.004 52.73% 0.13 436 - • 1967/04/22 00:00:00 1967/04/22 12:00:00 . . . 13 . . 0.004 . 52.85% •. .1' •-• .437 2005/10/1620:00:00 _. 2005/10/18.18:00:00 .47 _. •0.004 52.97% 0.13 438 . _-1955/11/1409:00:00T 1955/11/1420:00:00 ._12 0.004 53.09% 0.13 • • - 439 1968/11/1420:00:00 . 1968/11/1510:00:00 • _15 . 0.004 53.21%.. 1 .•. 440 .1995/03/2312:00:00 -1995/03/2403:00:00 . .'16 . 0.004 53.33% 0.13_____.-.. 441 - --1971/12/2718:00:00 -. 1971/12/29 01 :00:00 .. _32___. 0.004 53.45% 0.13 442 . •1987/10/3109:00:00 _. 1987/11/0107:00:00 23 0.004 . -53.58% 0.13 443 . 1976/04/1518:00:00 . 1976/04/1617:00:00 24 .0.004 53.70% 0.13 .. 444 1966/10/1016:00:00 .1966/10/1102:00:00. 11 0.004 . -53.82% 0.13 ....- 445 1971/10/1622:00:00 - 1971/10/1714:00:00 17 0.004 • 53.94% 0.13 -- 446 1976/04/1307:00:00 1976/04/1321:00:00 15 0.004 54.06% 0.13 447 1953/02/2313:00:00 1953/0212403:00:00 15 -0.004 54.18% 0.13 448 1998/12/0608:00:00 1998/12/0618:00:00 11 0.004 54.30%. .13 449 1951/12/1911:00:00 1951/1211921 :00:00 11• 0.004 54.42% 0.13 450 1973/03/0511:00:00 - 1973/03/0709:00:00 47 •0.004 •54.55% 0.13 . 451 1971/01/1223:00:00 1971/01/1311:00:00 13 0.004 54.67% 0.13 452 1987/02/1323:00:00 . 1987/02/1410:00:00 12 0.004 54.79% 0.13 453 1957/02/2309:00:00 1957/02/2321:00:00 .13 0.004 54.91% 0.13 •. 454 2004/03/0203:00:00 2004/03/0214:00:00 12 -.0.004 55.03% 0.13 __.•.-- 455 _• 1995/03/0314:00:00 1995/03/0323:00:00 10 0.004 55.15% 0.13 456 1978/01/3014:00:00 1978/01/3108:00:00 19 0.004 -. 55.27% 0.13 457 1985/01/2818:00:00 1985/01/2910:00:00 17 . 0.004 55.39% 0.13 458 1997/01/0207:00:00 1997/01/0320:00:00 38 0.004 55.52% 0.13 __•• 459 1986/0211311:00:00 1986/0211323:00:00 -13 0.004 •. -55.64% 0.13 _- .460 1998/1210119:00:00 - 1998/1210205:00:00 -11 - 0.004 -- 55.76% 0.13 - 461 1974/03/2711:00:00 1974/03/2720:00:00 10 .0.004 . •55.88% 0.13 ..- 462 1996/1210602:00:00 .1996/12/0616:00:00 .15 0.004 • 56.00% 0.13 - 10/24/2016 5:17 PM • . - . - • .10/18 -: •-.; . Excel Engineering pea kFlowStatisticsPostMitigated.csv Rank Start Date End Date Duration Peak Frequency Return Period 463 1993/12/11 20:00:00 1993/12/12 10:00:00 15 0.004 56.12% 0.13 464 1993/01/02 10:00:00 1993/01/02 22:00:00 13 0.004 56.24% 0.13 465 1975/04/1711:00:00 1975/04/17 20:00:00 10 0.004 56.36% 0.13 466 1996/01/21 21:00:00 1996/01/22 17:00:00 21 0.004 56.48% 0.12 467 2007/02/28 08:00:00 2007/03/01 06:00:00 23 0.004 56.61% 0.12 468 2006/03/21 04:00:00 2006/03/21 13:00:00 10 0.004 56.73% 0.12 469 1954/01/12 17:00:00 1954/01/13 07:00:00 15 0.004 56.85% 0.12 470 1969/11/10 05:00:00 1969/11/10 14:00:00 10 0.004 56.97% 0.12 471 2007/02/1115:00:00 2007/02/12 00:00:00 10 0.004 57.09% 0.12 472 1988/08/24 07:00:00 1988/08/24 22:00:00 16 0.004 57.21% 0.12 473 1970/01/10 02:00:00 1970/01/10 16:00:00 15 0.004 57.33% 0.12 474 1958/03/11 04:00:00 1958/03/12 10:00:00 31 0.004 57.45% 0.12 475 1952/12/2811:00:00 1952/12/28 22:00:00 12 0.004 57.58% 0.12 476 1960/11/13 03:00:00 1960/11/13 11:00:00 9 0.004 57.70% 0.12 477 1963/03/28 14:00:00 1963/03/28 23:00:00 10 0.004 - 57.82% 0.12 478 2001/03/06 18:00:00 2001/03/08 01:00:00 32 0.004 57.94% 0.12 479 1998/04/11 18:00:00 1998/04/1205:00:00 12 0.004 58.06% 0.12 480 1984/04/28 00:00:00 1984/04/28 09:00:00 10 0.004 58.18% 0.12 481 1988/12/18 16:00:00 1988/12/1905:00:00 14 0.004 58.30% 0.12 482 1991/10/27 03:00:00 1991/10/27 18:00:00 16 0.004 58.42% 0.12 483 1977/05/24 07:00:00 1977/05/24 18:00:00 12 0.004 58.55% 0.12 484 1994/12/2504:00:00 1994/12/2514:00:00 11 0.004 58.67% 0.12 485 1957/10/21 07:00:00 1957/10/21 15:00:00 9 0.004 58.79% 0.12 486 2004/11/21 10:00:00 2004/11/21 18:00:00 9 0.004 58.91% 0.12 487 1983/02/06 15:00:00 1983/02/08 17:00:00 51 0.004 59.03% 0.12 488 1994/01/27 17:00:00 1994/01/28 01:00:00 9 0.004 59.15% 0.12 489 1996/01/16 23:00:00 1996/01/17 07:00:00 9 0.004 59.27% 0.12 490 1957/12/15 12:00:00 1957/12/17 16:00:00 53 0.004 59.39% 0.12 491 1989/01/07 19:00:00 1989/01/08 03:00:00 9 0.004 59.52% 0.12 492 1990/01/13 14:00:00 1990/01/14 19:00:00 30 0.004 59.64% 0.12 493 1964/11/09 16:00:00 1964/11/11 03:00:00 36 0.004 59.76% 0.12 494 1952/03/1021:00:00 1952/03/1112:00:00 16 0.004 59.88% 0.12 495 1983/02/2403:00:00 1983/02/2508:00:00 30 0.004 60.00% 0.12 496 1977/01/29 05:00:00 1977/01/29 13:00:00 9 0.004 60.12% 0.1 497 1965/01/01 01:00:00 1965/01/01 09:00:00 9 0.004 60.24% 0.1 498 1991/03/15 17:00:00 1991/03/16 01:00:00 9 0.004 60.36% 0.12 499 1983/12/09 20:00:00 1983/12/1004:00:00 9 0.004 60.48% 0.12 500 1989/05/14 12:00:00 1989/05/15 17:00:00 30 0.004 60.61% 0.12 501 1951/12/0503:00:00 1951/12/05 14:00:00 12 0.004 60.73% 0.12 502 1982/09/16 14:00:00 1982/09/17 19:00:00 30 0.004 60.85% 0.12 503 1992/03/27 09:00:00 1992/03/27 17:00:00 9 0.004 60.97% 0.12 504 1971/02/2307:00:00 1971/02/23 15:00:00 9 0.004 61.09% 0.12 505 1984/11/13 12:00:00 1984/11/13 20:00:00 9 0.004 61.21% 0.12 506 1989/02/0918:00:00 1989/02/10 12:00:00 19 0.004 61.33% 10.12 507 1955/11/17 14:00:00 1955/11/18 01:00:00 12 0.004 61.45% 10.11 508 1987/11/04 22:00:00 1987/11/05 17:00:00 20 0.004 61.58% 10.11 509 1978/11/11 11:00:00 1978/11/12 16:00:00 30 0.004 61.70% 10.11 10/24/2016 5:17 PM Excel Engineering pea kFlowStatisticsPostMitigated.csv Rank Start Date End Date Duration Peak Frequency Return Period 510 1992/03/0805:00:00 1992/03/08 18:00:00 14 0.004 61.82% 0.11 511 1955/01/02 02:00:00 1955/01/02 11:00:00 10 0.004 61.94% 0.11 512 2008/02/20 13:00:00 2008/02/20 21:00:00 9 0.004 62.06% 0.11 513 2001/03/10 19:00:00 2001/03/11 05:00:00 11 0.004 62.18% 0.11 514 1973/02/06 06:00:00 1973/02/07 14:00:00 33 0.003 62.30% 0.11 515 1975/03/22 12:00:00 1975/03/22 19:00:00 8 0.003 62.42% 0.11 516 1979/02/23 05:00:00 1979/02/23 13:00:00 9 0.003 62.55% 0.11 517 1985/02/02 06:00:00 1985/02/02 21:00:00 16 0.003 62.67% 0.11 518 1993/01/10 14:00:00 1993/01/10 22:00:00 9 0.003 62.79% 0.11 519 1971/12/04 04:00:00 1971/12/04 12:00:00 9 0.003 62.91% 0.11 520 1957/05/21 07:00:00 1957/05/21 16:00:00 10 - 9 0.003 63.03% 0.11 521 1976/11/12 06:00:00 1976/11/12 14:00:00 0.003 63.15% 0.11 522 2003/11/12 09:00:00 2003/11/12 16:00:00 8 0.003 63.27% 0.11 523 1984/12/1023:00:00 1984/12/1115:00:00 17 0.003 63.39% 0.11 524 1994/11/10 14:00:00 1994/11/10 22:00:00 9 0.003 63.52% 0.11 525 1989/02/04 01:00:00 1989/02/0502:00:00 26 0.003 63.64% 0.11 526 2008/01/23 22:00:00 2008/01/24 06:00:00 9 0.003 63.76% 0.11 527 1962/01/1304:00:00 1962/01/13 11:00:00 8 0.003 63.88% 0.1 528 1989/01/23 23:00:00 1989/01/24 06:00:00 8 0.003 64.00% 0.1 529 1976/07/27 03:00:00 1976/07/27 10:00:00 8 0.003 64.12% 0.1 530 1997/12/18 19:00:00 1997/12/1904:00:00 10 0.003 64.24% 0.1 531 1980/03/21 13:00:00 1980/03/22 07:00:00 19 0.003 64.36% 0.1 532 1989/02/02 10:00:00 1989/02/02 18:00:00 9 0.003 64.48% 0.1 533 1963/02/14 13:00:00 1963/02/1420:00:00 8 0.003 64.61% 0.1 534 1984/12/03 11:00:00 1984/12/03 19:00:00 9 0.003 64.73% 0.1 535 1987/03/15 12:00:00 1987/03/15 19:00:00 8 0.003 64.85% 0.1 536 1989/03/02 13:00:00 1989/03/03 03:00:00 15 0.003 64.97% 0.11 537 1978/04/15 23:00:00 1978/04/16 06:00:00 8 0.003 65.09% 0.11 538 1953/10/22 09:00:00 1953/10/22 17:00:00 9 0.003 65.21% 0.11 539 1955/01/31 02:00:00 1955/01/31 15:00:00 14 0.003 65.33% 0.11 540 1981/04/19 05:00:00 1981/04/19 13:00:00 9 0.003 65.45% 0.11 541 1972/10/1905:00:00 1972/10/20 10:00:00 30 0.003 65.58% 0.11 542 1995/01/16 13:00:00 1995/01/16 20:00:00 8 0.003 65.70% 0.11 543 1960/11/03 22:00:00 1960/11/0405:00:00 8 0.003 65.82% 0.11 544 2001/02/20 19:00:00 2001/02/21 04:00:00 10 0.003 65.94% 0.11 545 1985/10/22 03:00:00 1985/10/22 09:00:00 7 0.003 66.06% 0.11 546 1998/03/13 20:00:00 1998/03/15 02:00:00 31 0.003 66.18% 0.11 547 2006/12/2711:00:00 2006/12/2717:00:00 7 0.003 66.30% 0.11 548 1956/02/24 12:00:00 1956/02/24 19:00:00 8 0.003 66.42% 0.11 549 1979/12/21 09:00:00 1979/12/2119:00:00 11 0.003 66.55% 0.11 550 1992/12/1805:00:00 1992/12/1811:00:00 7 0.003 66.67% 0.1 551 1972/12/0709:00:00 1972/12/08 19:00:00 35 0.003 66.79% 0.1 552 2002/03/1801:00:00 2002/03/1809:00:00 9 0.003 66.91% 0.1 553 1957/01/20 21:00:00 1957/01/21 03:00:00 7 0.003 67.03% 0.1 554 1995/12/23 13:00:00 1995/12/23 19:00:00 7 0.003 67.15% 0.1 555 1999/06/04 03:00:00 1999/06/04 09:00:00 7 0.003 67.27% 0.1 556 1957/05/19 10:00:00 1 1957/05/19 17:00:00 8 0.003 1 67.39% 0.1 10/24/2016 5:17 PM 12/18 Excel Engineering pea kFlowStatisticsPostMitigated.csv Rank Start Date End Date Duration Peak Frequency Return Period 557 1992/02/10 04:00:00 1992/02/10 13:00:00 10 0.003 67.52% 0.1 558 1973/02/04 00:00:00 1973/02/04 06:00:00 7 0.003 67.64% 0.1 559 1978/04/08 15:00:00 1978/04/09 00:00:00 10 0.003 67.76% 0.1 560 1998/01/03 19:00:00 1998/01/04 23:00:00 29 0.003 67.88% 0.1 561 1967/11/26 22:00:00 1967/11/27 04:00:00 7 0.003 68.00% 0.1 562 1956/12/0606:00:00 1956/12/06 12:00:00 7 0.003 68.12% 0.1 563 2007/02/19 09:00:00 2007/02/19 16:00:00 8 0.003 68.24% 0.1 564 1973/01/10 03:00:00 1973/01/10 09:00:00 7 0.003 68.36% 0.1 565 2001/11/29 19:00:00 2001/11/30 03:00:00 9 0.003 68.48% 0.1 566 1996/03/05 00:00:00 1996/03/05 07:00:00 8 0.003 68.61% 0.1 567 2001/02/23 19:00:00 2001/02/24 02:00:00 1964/10/15 20:00:00 8 0.003 68.73% 0.1 568 1964/10/15 14:00:00 7 0.003 68.85% 0.1 569 1977/03/16 16:00:00 1977/03/22 20:00:00 149 0.003 68.97% 0.1 570 1957/04/18 05:00:00 1957/04/18 12:00:00 8 0.003 69.09% 0.1 571 1987/03/05 23:00:00 1987/03/06 20:00:00 22 0.003 69.21% 0.1 572 1974/01/01 08:00:00 1974/01/01 14:00:00 0.003 69.33% 0.1 573 1969/12/0903:00:00 1969/12/0908:00:00 0.003 69.45% 0.1 574 1958/02/1306:00:00 1958/02/13 13:00:00 0.003 69.58% 0.1 575 1969/03/13 05:00:00 1969/03/13 11:00:00 7 0.003 69.70% 0.1 576 1977/02/2205:00:00 1977/02/22 12:00:00 8 0.003 69.82% 0.1 577 1997/02/11 00:00:00 1997/02/11 05:00:00 6 0.003 69.94% 0.1 578 1975/12/12 19:00:00 1975/12/1301:00:00 7 0.003 70.06% 0.1 579 1962/02/2500:00:00 1962/02/2506:00:00 7 0.003 70.18% 0.1 580 1990/01/02 10:00:00 1990/01/02 16:00:00 7 0.003 70.30% 0.1 581 1954/12/04 02:00:00 1954/12/0407:00:00 6 0.003 70.42% 0.1 582 1965/12/22 04:00:00 1965/12/2214:00:00 11 0.003 70.55% 0.1 583 2000/02/23 20:00:00 2000/02/24 02:00:00 7 0.003 70.67% 0.1 584 1996/01/25 16:00:00 1996/01/2521:00:00 6 0.003 70.79% 0.1 585 2000/11/30 12:00:00 2000/11/30 17:00:00 6 0.003 70.91% 0.1 586 2007/02/23 00:00:00 2007/02/23 05:00:00 6 0.003 71.03% 0.1 587 1982/03/2823:00:00 1982/03/2908:00:00 10 0.003 71.15% 0.1 588 1957/04/22 14:00:00 1957/04/22 19:00:00 6 0.003 71.27% 0.1 589 1996/02/03 15:00:00 1996/02/03 19:00:00 5 0.003 71.39% 0.1 590 2001/12/0419:00:00 2001/12/05 01:00:00 7 0.003 71.52% 0.1 591 1951/10/08 10:00:00 1951/10/08 15:00:00 6 0.003 71.64% 0.1 592 1999/01/31 14:00:00 1999/01/31 18:00:00 5 0.003 71.76% 0.1 593 1975/03/14 05:00:00 1975/03/14 09:00:00 5 0.003 71.88% 0.1 594 1961/03/28 05:00:00 1961/03/28 17:00:00 13 0.003 72.00% 0.1 595 1983/08/18 12:00:00 1983/08/18 17:00:00 6 0.003 72.12% 0.1 596 2007/04/23 02:00:00 2007/04/23 06:00:00 5 0.003 72.24% 0.1 597 1997/01/22 05:00:00 1997/01/22 09:00:00 5 0.003 72.36% 0.1 598 1995/06/16 01:00:00 1995/06/17 03:00:00 27 0.003 72.48% 0.1 599 1960/03/28 05:00:00 1960/03/28 11:00:00 7 0.003 72.61% 0.1 600 2006/12/1700:00:00 2006/12/1709:00:00 10 0.003 72.73% 0.1 601 2006/03/03 18:00:00 2006/03/03 22:00:00 5 0.003 72.85% 0.1 602 1955/04/26 14:00:00 1955/04/26 18:00:00 5 0.003 72.97% 0.1 603 1993/12/14 20:00:00 1 1993/12/15 01:00:00 6 0.003 1 73.09% 0.1 10/24/2016 5:17 PM 13/18 7-7 Excel Engineering pea kFlowStatisticsPostMitigated.csv Rank Start Date End Date Duration Peak Frequency Return Period 604 1951/10/11 03:00:00 1951/10/11 07:00:00 5 0.003 73.21% 0.1 605 1953/11/05 12:00:00 1953/11/05 16:00:00 5 0.003 73.33% 0.1 606 1964/02/29 08:00:00 1964/02/29 12:00:00 5 0.003 73.45% 0.1 607 2005/09/20 08:00:00 2005/09/20 12:00:00 5 0.003 73.58% 0.1 608 1966/01/01 02:00:00 1966/01/01 07:00:00 6 0.003 73.70% 0.1 609 2002/02/1720:00:00 2002/02/1801:00:00 6 0.003 73.82% 0.1 610 1975/04/25 11:00:00 1975/04/25 15:00:00 5 0.003 73.94% 0.1 611 1958/05/11 13:00:00 1958/05/11 19:00:00 7 0.003 74.06% 0.1 612 1966/01/27 09:00:00 1966/01/27 15:00:00 7 0.003 74.18% 0.1 613 1969/04/03 09:00:00 1969/04/03 13:00:00 0.003 74.30% 0.1 614 1993/02/2622:00:00 1993/02/2703:00:00 0.003 74.42% 0.09 615 1957/11/1420:00:00 1957/11/1501:00:00 6 0.003 74.55% 0.09 616 1985/09/18 15:00:00 1985/09/18 19:00:00 0.003 74.67% 0.09 617 1981/04/02 08:00:00 1981/04/02 16:00:00 0.003 74.79% 0.09 618 1952/12/1710:00:00 1952/12/1720:00:00 11 0.003 74.91% 0.09 619 1999/01/20 17:00:00 1999/01/20 22:00:00 6 0.003 75.03% 0.09 620 1964/03/02 15:00:00 1964/03/02 19:00:00 5 0.003 75.15% 0.09 621 2000/11/11 02:00:00 2000/11/11 07:00:00 6 0.003 75.27% 0.09 622 1983/01/24 21:00:00 1983/01/25 23:00:00 27 0.003 75.39% 0.09 623 1983/01/18 13:00:00 1983/01/19 16:00:00 28 0.003 75.52% 0.09 624 1978/11/14 00:00:00 1978/11/14 04:00:00 5 0.003 75.64% 0.09 625 1975/01/30 18:00:00 1975/01/30 22:00:00 5 0.003 75.76% 0.09 626 1985/10/07 13:00:00 1985/10/07 17:00:00 5 0.003 75.88% 0.09 627 1978/03/22 18:00:00 1978/03/23 20:00:00 27 0.003 76.00% 0.09 628 1987/03/2501:00:00 1987/03/26 03:00:00 27 0.003 76.12% 0.09 629 1978/11/15 13:00:00 1978/11/15 17:00:00 5 0.003 76.24% 0.09 630 1988/11/11 11:00:00 1988/11/11 15:00:00 5 0.003 76.36% 0.09 631 1981/01/12 13:00:00 1981/01/12 17:00:00 5 0.003 76.48% 0.09 632 1971/03/13 11:00:00 1971/03/13 15:00:00 5 0.003 76.61% 0.09 633 1965/12/1222:00:00 1965/12/13 17:00:00 20 0.003 76.73% 0.09 634 1977/02/24 18:00:00 1977/02/2505:00:00 12 0.003 76.85% 0.09 635 1991/12/19 13:00:00 1991/12/19 17:00:00 5 0.003 76.97% 0.09 636 1987/12/1922:00:00 1987/12/2002:00:00 5 0.003 77.09% 0.09 637 1983/10/07 12:00:00 1983/10/08 09:00:00 22 0.003 77.21% 0.09 638 1983/01/22 18:00:00 1983/01/23 19:00:00 26 0.003 77.33% 0.09 639 1985/03/27 12:00:00 1985/03/28 18:00:00 31 0.003 77.45% 0.09 640 1988/12/2802:00:00 1988/12/28 17:00:00 16 0.003 77.58% 0.09 641 1987/11/02 07:00:00 1987/11/02 11:00:00 5 0.003 77.70% 0.09 642 1984/12/1223:00:00 1984/12/1303:00:00 5 0.003 77.82% 0.09 643 1984/01/15 20:00:00 1984/01/16 14:00:00 19 0.003 77.94% 0.09 644 2005/03/04 13:00:00 2005/03/05 07:00:00 19 0.003 78.06% 0.09 645 1980/04/28 19:00:00 1980/04/29 15:00:00 21 0.003 78.18% 0.09 646 1983/05/01 12:00:00 1983/05/02 15:00:00 28 0.003 78.30% 0.09 647 1987/12/29 15:00:00 1987/12/30 11:00:00 21 0.003 78.42% 0.09 648 1987/02/05 15:00:00 1987/02/05 19:00:00 5 0.003 78.55% 0.09 649 1951/10/1512:00:00 1951/10/15 16:00:00 5 0.003 78.67% 0.09 650 1992/01/03 12:00:00 1992/01/04 10:00:00 23 0.003 1 78.79% 0.09 10/24/2016 5:17 PM 14/18 Excel Engineering . - peakFlowStatisticsPostMitigated.csv Rank Start Date End Date Duration Peak Frequency Return Period 651 1985/02/04 00:00:00 1985/02/04 04:00:00 5 0.003 78.91% 0.09 - 652 1980/05/09 16:00:00 1980/05/10 20:00:00 29 0.003 79.03% 0.09 653 1952/12/0607:00:00. 1952/12/06 11:00:00 5 0.003 79.15% 0.09 654 1962/03/23 02:00:00 1962/03/23 06:00:00 5 0.003 79.27% 0.09 655 1998/11/28 10:00:00 1998/11/29 05:00:00 20 0.003 79.39% 0.09 656 1953/12/04 13:00:00 1953/12/04 17:00:00 5 - 0.003 79.52% 0.09 657 1992/03/31 18:00:00 1992/03/31 21:00:00 - 4 0.003 79.64% 0.09 658 - 1977/07/15 18:00:00 1977/07/15 21:00:00 4 0.003 79.76% 0.09 659 1998/12/1922:00:00 1998/12/2001:00:00 4 0.003 79.88% 0.09 660 1990/01/22 14:00:00 1990/01/22 17:00:00 ., 4 0.003 80.00% 0.09 661 1979/12/25 13:00:00 1979/12/25 16:00:00 4 0.003 80.12% 0.09 662 1987/07/17 14:00:00 .1987/07/17 18:00:00 5 0.003 80.24% 0.09 663 1992/03/29 16:00:00 1992/03/29 19:00:00 4 0.003 80.36% 0.09 664 1983/12/1918:00:00 1983/12/1921:00:00 4 0.003 80.48% 0.09 - 665 1984/11/16 18:00:00 . 1984/11/16 21:00:00 4 0.003 80.61% 0.09 666 1959/10/01 08:00:00 1959/10/01 12:00:00 5 0.003 80.73% 0.09 667 1978/04/02 22:00:00 1978/04/03 01:00:00 4 0.003 80.85% 0.09 668 1951/11/20 05:00:00 1951/11/21 03:00:00 23 0.003 80.97% 0.09 669 1977/12/2307:00:00 1977/12/23 10:00:00 4 0.003 81.09% 0.09 670 2007/10/13 12:00:00 2007/10/13 15:00:00 4 0.003 81.21% 0.09 671 1991/03/13 23:00:00 1991/03/14 02:00:00 4 - 0.003. 81.33% 0.09 - 672. 1960/03/13 08:00:00 1960/03/13 11:00:00 4 0.003 81.45% 0.09 673 1987/11/1801:00:00 1987/11/1804:00:00 4 0.003 81.58% 0.09 - 674 2008/01/22 08:00:00 2008/01/22 11:00:00 4 0.003 - 81.70% 0.09 - 675 1995/12/13 08:00:00 1995/12/13 15:00:00 8- 0.003 81.82% 0.09 676 1983/03/28 11:00:00 1983/03/28 14:00:00 4 0.003 81.94% 0.09 677 1979/11/12 15:00:00 1979/11/12 18:00:00 4 0.003 82.06% 0.09 678 1983/12/1517:00:00 . 1983/12/1520:00:00 1999/06/02 12:00:00 4 0.003 82.18% 0.09 679 1999/06/02 06:00:00 7 0.003 82.30% 0.09 680 1987/12/11 09:00:00 1987/12/1112:00:00 4 0.003 82.42% 0.09 681 2001/04/10 20:00:00 2001/04/11 01:00:00 6 0.003 82.55% 0.09 682 1977/07/22 15:00:00 1977/07/22 18:00:00 4 . 0.003 82.67% 0.09 683 1983/01/05 12:00:00 1983/01/05 15:00:00 4 - 0.003 82.79% 0.09 684 1979/01/25 18:00:00 1979/01/25 21:00:00 4 0.003 82.91% 0.09 - 685 1989/12/0114:00:00 1989/12/0117:00:00 4 0.003 - 83.03% 0.09 686 1983/11/1803:00:00 1983/11/1806:00:00 . 4 0.003 83.15% 0.09 687 1982/04/04 15:00:00 - 1982/04/04 18:00:00 4 0.003 83.27% 0.08 688 1981/03/14 16:00:00 1981/03/14 19:00:00 4 0.003 83.39% 0.08 689 1987/02/03 16:00:00 1987/02/03 19:00:00 4 0.003 - 83.52% 0.08 690 1971/05/07 23:00:00 - 1971/05/08 03:00:00 5 0.003 83.64% 0.08 691 1988/04/18 08:00:00 1988/04/18 11:00:00 4 0.003 83.76% 0.08 692 1999/03/11 16:00:00 1999/03/11 20:00:00 5 0.003 83.88% 0.08 693 1970/01/11 20:00:00 1970/01/12 01:00:00 6 0.003 84.00% 0.08 694 1965/09/17 04:00:00 1965/09/17 13:00:00 10 0.003 84.12% 0.08 695 1986/02/23 10:00:00 1986/02/23 13:00:00 4 0.003 84.24% 0.08 696 1980/05/02 14:00:00 1980/05/02 17:00:00 4 0.003 84.36% 0.08_- 697 1982/02/17 05:00:00 1982/02/17 08:00:00 4 0.003 84.48% 0.08 10/24/2016 5:17 PM -- 15/18 . . ., 'V. Excel Engineering * pea kFlowStatisticsPostMitigated.csv - Rank Start Date End Date - Duration Peak Frequency Return Period 698 1986/03/01 11:00:00 1986/03/01 14:00:00 4 0.003 84.61% 0.08 699 1984/01/04.19:00:00 1984/01/04 22:00:00 4 . V 0.003 84.73% 0.08 . 700. 1989/01/05 22:00:00 1989/01/06 01:00:00 4 0.003 84.85% 0.08 701 1977/05/12 13:00:00 1977/05/12 16:00:00 4 0.003 84.97% 0.08 702 1987/10/28 04:00:00 1987/10/28 07:00:00 4 0.003 85.09% 0.08 703 1991/12/18 07:00:00 1991/12/18 10:00:00 4 0.003 . 85.21% 0.08 704 1984/11/23 09:00:00 1984/11/23 12:00:00 . 4 0.003 85.33% 0.08 - 705 1981/03/10 21:00:00 1981/03/11 00:00:00 4 0.003 85.45% 0.08 - 706 1978/12101 22:00:00 - 1978/12/0201:00:00 4 0.003 • 85.58% 0.08 - 707 1967/12/0803:00:00 1967/12/08 12:00:00. 0.003 85.70% 0.08 708 2004/02/1820:00:00 2004/0211823:00:00 4 0.003 - 85.82% 0.08 709 1978/04/07 05:00:00 . 1978/04/07 08:00:00 4 0.003 - 85.94% .08 710 1956/05/10 03:00:00 1956/05/10 06:00:00 V - 4 0.003 86.06% .08 711 1973/12/01 22:00:00 1973/12/02 01:00:00 4 0.003 - 86.18% .08 712 1983/05/06 12:00:00 . 1983/05/06 15:00:00 4 - 0.003 86.30% .08 713 1977/09/10 01:00:00 1977/09/10 04:00:00 4 . 0.003 86.42% .08 . . 714 - 1971/04/26 08:00:00 . 1971/04/26 11:00:00 4 0.003 86.55% .08 - 715 1987/11/1405:00:00 • 1987/11/1408:00:00 - . 4 0.003 86.67% .08 716 1972/01/09 12:00:00 1972/01/09 15:00:00 4 0.003 86.79% .08 717 . 1983/01/17 09:00:00 . 1983/01/17 12:00:00 . 4 . 0.003 86.91% .08 718 1981/05/01 15:00:00 1981/05/01 18:00:00 4 - 0.003 87.03% .08 .719 -. 1980/04/01 -19:00:00 1980/04/01 22:00:00 ' 4 - . 0.003 - - 87.15% .08 -720 2006/04/14 17:00:00 • 2006/04/15 12:00:00 . 20 . 0.003 . 87.27% - .08 . . 721 1965/04/13 03:00:00 -. - 1965/04/13 06:00:00 . . 4 . 0.003 . 87.39% .08 . 722 - - 1980/01/07 11:00:00 1980/01/07 14:00:00 4 .. 0.003 . 87.52% .08 723- - . 1982/02/08 16:00:00 z 1982/02/08 19:00:00 4 V 0.003 87.64% 0.08 -. 724 1998/03/28 21:00:00 1998/03/29 23:00:00 .27 0.003 87.76% 0.08 725 -- 1962/05/27 15:00:00 1962/05/27 18:00:00 -- . 4 . 0.003 - 87.88% 0.08 726 - . 1996/10/02 23:00:00 1996/10/03 02:00:00 4 - 0.003 -- -- - . -- 88.00%' 0.08 - - 727 1973/03/26 10:00:00 1973/03/26 13:00:00 . - 4 - 0.003 88.12% 0.08 - - - 728 1962/02/11 08:00:00 1962/02/1111:00:00 -- 4 0.003 88.24% 0.08 - - 729 2007/02/1400:00:00 - 2007/02/1403:00:00 4 - 0.003 88.36% 0.08 - - -. - - 730 1955/12/04 13:00:00. 1955/12/04 16:00:00 - 0.003 88.48% 0.08 - - - 731 1980/03/18 20:00:00 1980/03/18 22:00:00 V 0.003 - 88.61% 0.08 - - - - 732 - 1960/12/0306:00:00 1960/12/0309:00:00 - 4 - 0.003 - r 88.73% 0.08 733 V 1991/01/0401:00:00 - • -- 1991/01/0403:00:00 - - - - - 0.003 -- 88.85%. -. 0.08 734 1985/02/20 23:00:00 1985/02/21 01:00:00 - 0.003 88.97% 0.08 735 - 1999/04/01 22:00:00 1999/04/02 01:00:00 - 4 0.003 89.09% 0.08 - V 736 - - 1977/07/20 13:00:00 - 1977/07/20 15:00:00 3 . 0.003 89.21% 0.08' - - - 737 2004/01/03 00:00:00 - 2004/01/03 02:00:00 3 1 - 0.003 - 89.33% 0.08 - 738 - - 1971/12/1309:00:00 -. 1971/12/1311:00:00 3 V 0.002 89.45% 0.08 - - - 739 1999/04/07 13:00:00 1999/04/07 16:00:00 V - 4 - 0.002 - 89.58% 0.08 740 1977/07/27 16:00:00 - V 1977/07/27 18:00:00 - 3 0.002 - - 89.70% 0.08 - V • VV - V - 741 1952/04/08 02:00:00 - 1952/04/0808:00:00 • 7. - 0.002 89.82% - - 0.08 742 - 2006/12/22 14:00:00 2006/12/22 16:00:00 3 -0.002 .89.94% 0.08 - - - 743 199 5/01/15 04:00:00 1995/01/15 07:00:00 -4 - 0.002 - 90.06% - 0.08 744 198 - 0/05/08 14:00:00 1980/05/08 16:00:00 3 0.002 90.18% 10.08 - - - 10/24/2016 5:17 PM S. - S - -'f- S. - .5- - Excel Engineering pea kFlowStatisticsPostMitigated.csv * Rank Start Date End Date Duration Peak Frequency Return Period . 745 . . 1996/01/28 08:00:00 1996/01/28 11:00:00 - 4 0.002 90.30% .08 746 1999/09/18 20:00:00 1999/09/18 22:00:00 0.002 90.42% 0.08 747 1991/03/11 06:00:00 1991/03/11 08:00:00 ' 0.002 90.55% 0.08 748 1969/03/09 06:00:00 1969/03/09 08:00:00 . 0.002 90.67% 0.08 749 1999/03/15 14:00:00 1999/03/15 16:00:00 - 0.002 90.79% 0.08 750 1968/01/28 03:00:00 - 1968/01/28 05:00:00 0.002 . 90.91% 0.08 751 1970/04/27 14:00:00 1970/04/27 16:00:00 . 0.002 91.03% 0.08 752 1982/04/1123:00:00 1982/04/1201:00:00 5 ,. 0.002 91.15% 0.08 753 1981/04/26 21:00:00 1981/04/26 23:00:00 3 0.002 91.27% 0.08 754 1962/05/14 23:00:00 1962/05/15 01:00:00 3 . 0.002 91.39% . .08 755 1977/01/26 04:00:00 1977/01/26 06:00:00 - 3 5 4 0.002 91.52% 0.08 756 1964/02/1511:00:00 1964/02/15 14:00:00 0.002, 91.64% 0.08 757 1996/02/12 17:00:00 1996/02/12 19:00:00 3 0.002 91.76% 0.08 758 1987/10/23 10:00:00 1987/10/23 12:00:00 3 - 0.002 91.88% 0.08 759 1966/01/20 03:00:00 1966/01/20 05:00:00 3 0.002 92.00% 0.08 760 2003/05/03 21:00:00 2003/05/04 00:00:00 4 0.002 . 92.12% 0.08 761 1975/04/06 01:00:00 1975/04/06 04:00:00 4 - - 0.002 92.24% 0.08 762 1965/01/07 12:00:00 1965/01/07 15:00:00 4 0.002 92.36% 0.08 763 2008/02/14 18:00:00 2008/02/14 20:00:00 -3 - 0.002 92.48% 0.08 764 1976/11/27 14:00:00 - 1976/11/27 16:00:00 3 0.002 - 92.61% 0.08,- 765 1953/04/20 14:00:00 1953/04/20 16:00:00 3 • . . 0.002 92.73% 0.08 766 - 2000/03/08 21:00:00 2000/03/08 23:00:00 3 0.002 " 92.85% 0.08 767 1963/12/1003:00:00 . 1963/12/1005:00:00 . 3 0.002 . 92.97% 0.08 . 768 -- 1971/12/0705:00:00 1971/12/0707:00:00 -3 0.002 93.09% 0.08 769 1995/05/01 16:00:00 1995/05/01 18:00:00 - 3 0.002 • 93.21% 0.08 - -• -- 770 2004/12/0811:00:00 2004/12/08 13:00:00 - 3 0.002 • 93.33% 0.08 • - . 771 1987/01/28 11:00:00 1987/01/28 13:00:00 - '- 3 ' 0.002 0.08 772 1967/01/31 05:00:00 1967/01/31 08:00:00 - 4 0.002 93.58% 0.08 - 773 1963/11/06 18:00:00 1963/11/06 20:00:00 3 0.002 - 93.70% 0.08 . 774 1953/11/20 10:00:00 1953/11/20 12:00:00 -- 3 - - 0.002 93.82% 0.08 775 1981/12/21 05:00:00 1981/12/21 07:00:00 3 0.002 93.94% 0.08 776 2004/03/26 13:00:00 2004/03/26 15:00:00 3 0.002 94.06% 0.08 777 1974/05/19 12:00:00 1974/05/19 14:00:00 3 0.002 94.18% 0.08 778 2006/03/07 04:00:00 2006/03/07 06:00:00 3 0.002 94.30% 0.08 779 1964/03/13 03:00:00 1964/03/13 05:00:00 3 0.002 94.42% 0.07 780 2001/12/21 21:00:00 2001/12/21 23:00:00 3 - 0.002 94.55% 0.07 - 781 1963/10/19 03:00:00 1963/10/19 05:00:00 3 0.002 - 94.67% 0.07 782 1998/05/06 21:00:00 1998/05/06 23:00:00 -3 0.002 94.79% 0.07 783 1978/04/25 20:00:00 - 1978/04/25 21:00:00 2 . 0.002 94.91% 0.07 784 1960/04/23 11:00:00 1960/04/23 13:00:00 3 - 0.002 95.03% 0.07 785 2001/01/08 20:00:00 2001/01/08 21:00:00 2 0.002 95.15% 0.07 786 1960/03/23 13:00:00 1960/03/23 14:00:00 2' 0.002 95.27% 0.07 787 1978/09/16 15:00:00 1978/09/16 16:00:00 2 0.002 95.39% 0.07 788 2002/12/2921:00:00 2002/12/2923:00:00 0.002 95.52% 0.07 789 2001/04/21 14:00:00 2001/04/21 16:00:00 -. - 0.002 95.64% - .07 790 1979/11/05 02:00:00 1979/11/05 03:00:00 - 2. 0.002 95.76% 0.07 791 1958/01/30 16:00:00 1958/01/30 17:00:00 2 0.002 95.88% 10.07 10/24/2016 5:17 PM . • - 17/18 .- Excel Engineering peakFlowStatisticsPostMitigated.csv Rank Start Date End Date Duration Peak Frequency Return Period 792 1953/01/14 00:00:00 1953/01/14 02:00:00 3 0.002 96.00% 0.07 793 1956/04/27 06:00:00 1956/04/27 07:00:00 2 0.002 96.12% 0.07 794 1969/03/10 12:00:00 1969/03/10 22:00:00 11 0.002 96.24% 0.07 795 1996/04/18 07:00:00 1996/04/18 08:00:00 2 0.002 96.36% 0.07 796 1967/03/29 10:00:00 1967/03/29 11:00:00 2 0.002 96.48% 0.07 797 1998/04/1521:00:00 1998/04/15 22:00:00 2 0.002 96.61% 0.07 798 1951/12/0205:00:00 1951/12/0206:00:00 2 0.002 96.73% 0.07 799 2004/04/17 17:00:00 2004/04/17 18:00:00 2 0.002 96.85% 0.07 800 2005/01/28 19:00:00 2005/01/28 20:00:00 2 0.002 96.97% 0.07 801 1963/10/16 13:00:00 1963/10/16 14:00:00 2 0.002 97.09% 0.07 802 1984/02/10 08:00:00 1984/02/10 09:00:00 2 0.002 97.21% 0.07 803 2001/11/12 21:00:00 2001/11/12 22:00:00 2 0.002 97.33% 0.07 804 1986/04/01 12:00:00 1986/04/01 13:00:00 2 0.002 97.45% 0.07 805 1976/06/10 13:00:00 1976/06/10 14:00:00 2 0.002 97.58% 0.07 806 1964/01/18 23:00:00 1964/01/19 00:00:00 2 0.002 97.70% 0.07 807 2003/03/22 21:00:00 2003/03/22 22:00:00 2 0.002 97.82% 0.07 808 1968/12/20 14:00:00 1968/12/20 15:00:00 0.002 97.94% 0.07 809 1963/04/08 11:00:00 1963/04/08 11:00:00 0.002 98.06% 0.07 810 1994/04/24 10:00:00 1994/04/24 10:00:00 0.002 98.18% 0.07 811 1965/03/07 02:00:00 1965/03/07 03:00:00 2 0.002 98.30% 0.07 812 1955/12/0705:00:00 1955/12/0706:00:00 2 0.002 98.42% 0.07 813 1957/11/04 09:00:00 1957/11/04 10:00:00 2 0.002 98.55% 0.07 814 1958/03/31 03:00:00 1958/03/31 04:00:00 2 0.002 98.67% 0.07 815 1998/01/13 21:00:00 1998/01/13 21:00:00 1 0.002 98.79% 0.07 816 1957/11/03 04:00:00 1957/11/03 04:00:00 1 0.002 98.91% 0.07 817 1957/11/16 20:00:00 1957/11/16 21:00:00 2 0.002 99.03% 0.07 818 1973/03/04 07:00:00 1973/03/04 07:00:00 0.002 99.15% 0.07 819 1999/02/0923:00:00 1999/0210923:00:00 -- 0.002 0.002 - 99.27% 99.39% 0.07 820 2001/12/20 21:00:00 2001/12/20 21:00:00 0.07 821 1976/04/04 07:00:00 1976/04/04 07:00:00 0.002 99.52% 0.07 822 2003/11/16 04:00:00 2003/11/16 04:00:00 0.002 99.64% 0.07 823 1957/01/24 13:00:00 1957/01/24 13:00:00 0.002 99.76% 0.07 824 1992105/17 21:00:00 1992105/17 21:00:00 0.002 99.88% 0.07 -End of Data----------------- 10/24/2016 5:17 PM 18/18 Excel Engineering 0.15 -0.10 J!! u -Cl) -c,s a:::: 0.05 == 0 LL 0.00 -0.05 Flow Duration Curves --Pre Development -Post Development Mitigated >l, 1-,IE-Q10(0.158cfs) -,IE-Qlf(0.0097cfs) I . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ............ . .... \• . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ............ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ............ . ,._ N 0 c:i Flow Duration PreDevelopment=365(days)x24(hr/day)x0.027(%)=2.3(hours/year) . . . . . . . Flow Duration Mitigated Post Development=365(days)x24(hr/day)x0.094(%)=8.2(hours/year) 0.00 0.02 0.04 0.06 (0/o) Percent Time Exceedance 0.08 ~ 0 c:i 0.10 Excel Engineering flowDu ration PassFailMitigated.TXT Compare Post-Development Curve to Pre-Development Curve post-development SWMM file: Q:\1 3\13070\gpip\gp2\Storm\SWMM\swmm calcs\Outfall B\3A-1 3070-MIT-POST-OUTFALLB4.out post-development time stamp: 10/24/2016 5:15:09 PM Compared to: pre-development SWMM file: Q:\1 3\13070\gpip\gp2\Storm\SWMM\swmm calcs\Outfall B\1 -13070-Pre-OUTFALLB.out pre-development time stamp: 10/24/2016 2:55:40 PM °0 0 o\o 0 0.01 0.09 0.03 FALSE FALSE TRUE Pass- Qpost Below Flow Control Threshold 1 0.01 0.01 0.03 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 2 0.01 0.01 0.03 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 3 0.01 0.01 0.03 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 4 0.02 0.01 0.03 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 5 0.02 0.00 0.03 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 6 0.02 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 7 0.02 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 8 0.02 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 9 0.02 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 10 0.02 0.00 0.02' TRUE FALSE FALSE Pass: Post Duration < Pre Duration 11 0.03 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 12 0.03 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 13 0.03 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration < Pro Duration 14 0.03 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 15 0.03 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 16 0.03 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 17 0.04 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 18 0.04 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 19 0.04 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 20 0.04 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 21 0.04 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 22 0.04 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration < Pro Duration 23 0.04 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 24 0.05 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 25 0.05 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 26 0.05 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 27 0.05 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration < Pro Duration 28 0.05 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 29 0.05 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration - 30 0.05 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 31 0.06 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pro Duration 10/24/2016 5:17 PM 1/3 Excel Engineering flowDu ration PassFailMitigated.TXT o\ o\o 32 0.06 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 33 0.06 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 34 0.06 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 35 0.06 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 36 0.06 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 37 0.07 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 38 0.07 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 39 0.07 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 40 0.07 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 41 0.07 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 42 0.07 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 43 0.07 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 44 0.08 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 45 0.08 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 46 0.08 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 47 0.08 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 48 0.08 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 49 0.08 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 50 0.08 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 51 0.09 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 52 0.09 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 53 0.09 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 54 0.09 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 55 0.09 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 56 0.09 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 57 0.10 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 58 0.10 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 59 0.10 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 60 0.10 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 61 0.10 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 62 0.10 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 63 0.10 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 64 0.11 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 65 0.11 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 66 0.11 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 67 0.11 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 68 0.11 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 69 0.11 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 70 0.11 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 71 0.12 0.00 0.00 1 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 10/24/2016 5:17 PM 2/3 . . . Excel Engineering flowou ration PassFailMitigated.TXT oI 0 00 o\o 72 0.12 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 73 0.12 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 74 0.12 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 75 0.12 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 76 0.12 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 77 0.13 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 78 0.13 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 79 0.13 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 80 0.13 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 81 0.13 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 82 0.13 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 83 0.13 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 84 0.14 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 85 0.14 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 86 0.14 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 87 0.14 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 88 0.14 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 89 0.14 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 90 0.14 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 91 0.15 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 92 0.15 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 93 0.15 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 94 0.15 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 95 0.15 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 96 0.15 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 97 0.16 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 98 0.16 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 99 0.16 1 0.00 0.00 TRUE FALSE FALSE Pass- Qpost Above Flow Control Upper Limit 10/24/2016 5:17 PM 3/3 0 0 0 C I Excel Engineering USGS9217dPre.csv Duration Table Summary at Project Discharge Point file name: Q:\1 3\13070\gpip\gp2\Storm\SWMM\swmm calcs\Outfall B\1 -13070-Pre-OUTFALLB.out time stamp: 10/24/2016 2:55:40 PM DISCHARGE Number of periods when discharge was equal to or greater than DISCHARGE column but less than that shown on the next line 4' NO qz CIO Iq 4" çCj 1 0.010 1 133 0.027 2 0.011 2 132 0.027 3 0.013 4 130 0.026 4 0.014 0 126 0.025 5 0.016 0 126 0.025 6 0.017 4 126 0.025 7 0.019 3 122 0.025 8 0.020 1 119 0.024 9 0.022 2 118 0.024 10 0.023 1 116 0.023 11 0.025 1 115 0.023 12 0.026 0 114 0.023 13 0.028 2 114 0.023 14 0.029 5 112 0.023 15 0.031 7 107 0.022 16 0.032 1 100 0.020 17 0.034 2 99 0.020 18 0.035 1 97 0.020 19 0.037 1 96 0.019 20 0.038 3 95 0.019 21 0.040 0 92 0.019 22 0.041 1 92 0.019 23 0.043 4 91 0.018 24 0.044 0 87 0.018 25 0.046 2 87 0.018 26 0.047 2 85 0.017 27 0.049 5 83 0.017 28 0.050 3 78 0.016 29 0.052 4 75 0.015 30 0.053 1 71 0.014 31 0.055 3 70 0.014 32 0.056 1 67 0.014 33 0.058 0 66 0.013 34 0.059 2 66 0.013 35 0.061 3 64 0.013 36 0.062 10 61 0.012 37 0.064 1 51 0.010 38 0.065 1 50 0.010 39 0.067 0 49 0.010 40 0.068 0 49 0.010 41 0.070 2 49 0.010 42 0.071 3 47 0.009 43 0.073 0 44 0.009 44 0.074 1 44 0.009 45 0.076 0 43 0.009 46 0.077 0 43 0.009 47 0.079 0 43 0.009 48 0.080 0 43 0.009 49 0.082 0 43 0.009 50 0.083 1 43 0.009 51 0.085 0 42 0.008 10/24/2016 5:17 PM LI Excel Engineering USGS9217dPre.csv 1 NRI 52 0.086 1 42 0.008 53 0.088 4 41 0.008 - 54 0.089 0 37 0.007 55 0.091 2 37 0.007 56 0.092 3 35 0.007 57 0.094 2 32 0.006 58 0.095 0 30 0.006 59 0.097 0 30 0.006 60 0.098 0 30 0.006 61 0.100 1 30 0.006 62 0.101 0 29 0.006 63 0.103 1 29 0.006 64 0.104 0 28 0.006 65 0.106 0 28 0.006 66 0.107 0 28 0.006 67 0.109 0 28 0.006 68 0.110 3 28 0.006 69 0.112 2 25 0.005 70 0.113 1 23 0.005 71 0.115 1 . 22 0.004 72 0.116 1 21 0.004 73 0.118 0 20 0.004 74 0.119 0 20 0.004 75 0.121 1 20 0.004 76 0.122 1 19 0.004 77 0.124 0 18 0.004 78 0.125 2 18 0.004 79 0.127 0 16 0.003 80 0.128 1 16 0.003 81 0.130 1 15 0.003 82 0.131 1 14 0.003 83 0.133 u 13 0.003 84 0.134 0 13 0.003 85 0.136 0 13 0.003 86 0.137 0 13 0.003 87 0.139 0 13 . 0.003 88 0.140 1 13 0.003 89 0.142 0 12 0.002 90 0.143 0 12 0.002 91 0.145 0 12 0.002 92 0.146 0 12 0.002 93 0.148 0 12 0.002 94 0.149 2 12 0.002 95 0.151 0 10 0.002 96 0.152 0 10 0.002 97 0.154 2 10 0.002 98 0.155 2 8 0.002 99 0.157 0 6 0.001 100 0.158 0 6 0.001 End of Data ----------------- 10/24/2016 5:17 PM S Excel Engineering USGS9217d PostMitigated.csv Duration Table Summary at Project Discharge Point file name: Q:\13\13070\gpip\gp2\Storm\SWMM\swmm calcs\Outfall B\3A-1 3070-MIT-POST-OUTFALLB4.out time stamp: 10/24/2016 5:15:09 PM DISCHARGE Number of periods when discharge was equal to or greater than DISCHARGE column but less than that shown on the next line 'S. I I) 4 1 0.010 418 466 0.094 2 0.011 13 48 0.010 3 0.013 2 35 0.007 4 0.014 6 33 0.007 5 0.016 3 27 0.005 6 0.017 3 24 0.005 7 0.019 2 21 0.004 8 0.020 0 19 0.004 9 0.022 0 19 0.004 10 0.023 3 19 0.004 11 0.025 1 16 0.003 12 0.026 2 15 0.003 13 0.028 0 13 0.003 14 0.029 2 13 0.003 15 0.031 1 11 0.002 16 0.032 1 10 0.002 17 0.034 0 0.002 18 0.035 0 0.002 19 0.037 1 0.002 20 0.038 0 0.002 21 0.040 0 0.002 22 0.041 2 . 0.002 23 0.043 1 0.001 24 0.044 0 5 0.001 25 0.046 0 5 0.001 26 0.047 0 5 0.001 27 0.049 0 5 0.001 28 0.050 0 5 0.001 29 0.052 0 5 0.001 30 0.053 0 5 0.001 31 0.055 1 5 0.001 32 0.056 0 4 0.001 33 0.058 0 4 0.001 34 0.059 0 4 0.001 35 0.061 0 4 0.001 36 0.062 0 4 0.001 37 0.064 0 4 0.001 38 0.065 0 4 0.001 39 0.067 0 4 0.001 40 0.068 0 4 0.001 41 0.070 0 4 0.001 42 0.071 0 4 0.001 43 0.073 0 4 0.001 44 0.074 0 4 0.001 45 0.076 0 4 0.001 46 0.077 0 4 0.001 47 0.079 0 4 0.001 48 0.080 0 4 0.001 49 0.082 0 4 0.001 50 0.083 0 4 0.001 51 0.085 1 0 4 0.001 10/24/2016 5:17 PM 1/2 11 I Excel Engineering USGS9217d PostMitigated.csv ç A ( - 52 0.086 4 0.001 53 0.088 4 0.001 54 0.089 4 0.001 55 0.091 4 0.001 56 0.092 2 0.000 57 0.094 2 0.000 58 0.095 2 0.000 59 0.097 u 2 0.000 60 0.098 0 2 0.000 61 0.100 0 2 0.000 62 0.101 0 2 0.000 63 0.103 0 2 0.000 64 0.104 0 2 0.000 65 0.106 . 0 2 0.000 66 0.107 0 2 0.000 67 0.109 0 2 0.000 68 0.11' 0 2 0.000 69 0.112 0 2 0.000 70 0.113 0 2 0.000 71 0.115 0 2 0.000 72 0.116 0 2 0.000 73 0.118 0 2 0.000 74 0.119 0 2 0.000 75 0.121 0 2 0.000 76 0.122 0 2 0.000 77 0.124 0 2 0.000 78 0.125 0 2 0.000 79 0.127 0 2 0.000 80 0.128 0 2 0.000 81 0.130 0 2 0.000 82 0.131 0 2 0.000 83 0.133 0 2 0.000 84 0.134 0 2 0.000 85 0.136 0 2 0.000 86 0.137 0 2 0.000 87 0.139 0 2 0.000 88 0.140 0 2 0.000 89 0.142 0 0.000 90 0.143 0 0.000 91 0.145 0 0.000 92 0.146 0.000 93 0.148 0.000 94 0.149 0.000 95 0.151 0.000 96 0.152 0.000 97 0.154 u 2 0.000 98 0.155 0 2 0.000 99 0.157 0 2 0.000 100 0.158 0 2 0.000 End of Data ----------------- 10/24/2016 5:17 PM 2/2 Excel Engineering -. -. -S :-• : STATISTICS ANALYSIS OF THE SWMM-FILES FOR: DISCHARGE NODE: POC-C J ANALYSIS DETAILS Statistics Selection Nodes/Total Inflow Stream Susceptibility to Channel Erosion High (QIf = (01)02) Assumed time between storms (hours) 24 REDEVELOPMENT SWMM FILE 1 SWMM file name Q \13\13070\gpip\gp2\Storm\SWMM\swmm calcs\OUTFALL C\13070-PRE7 P0CC out SWMM file time stamp 10/14/2016 10 56 30 AM Selected Node to Analyze--POC C .[P0STDEVELOPMENT MITIGATED SWMM FILE ] SWMM file name 0 \13\13070\gpip\gp2\Storm\SWMM\swmm calcs\OUTFALL C\3A 13070 MIT POST P0CC SmailPaver out SWMM file time stamp 10/20/2016 9:47:4'7 AM Selected Node to Analyze POC C •MITIGATED CONDITIONS RESULTS For the Mitigated Conditions Peak Flow Conditions PASS Flow Duration Conditions PASS The Mitigated Conditions peak flow frequency curve is composed of 432 points Of the points 1 point(s) are above the flow control upper limit (010) 378 point(s) are below the low flow threshold value (QIf) Of the points within the flow control range (Qlf to 010) 53 point(s) have a lower peak flow rate than pre development conditions These points all pass There are no points that failed, therefore the unmitigated conditions peak flow requirements have been met The Mitigated Conditions flow duration curve is composed of 100 flow bins (points) between the upper flow. threshold (cfs) and lower flow threshold (cfs) Each point represents the number of hours where the discharge was equal to or greater than the discharge value but less than the next greater flow value Comparing the post development flow duration curve to the pre development curve, 99 point(s) have a lower duration than pre development conditions, and 1 point(s) have a duration that exceeds the pre development by less than 10%, and for less than 10% of the curve length These points all pass There are no points that failed therefore the unmitigated conditions flow duration requirements have been met F * F - 'S - O \13\13070\gpip\gp2\Storm\SWMM\swmm calcs\OUTFALL C\Statistics Rportc\POC C\Statistics Results POC C Pelf 10/20/2016 10:32:56 AM software version 1'.0.15103 20271 Excel Engineering Peak Flow Frequency Curves 0.6 <··············:··············:·············:·············:·······/····:··········....;.··:····· 0.5 . . . . . . . . . . . . . .................................... . ci, ···-·············-············ 'ti 0.4 ............... .. -~ 0 LL 0.3 ~ cu Cl) o.. 0.2 0.1 0.0 ••••••••••• t •••••••••••••••••••••• ,""iil,l:, ••••• . . . . . . . .................................................................. . -Pre Development -Post Development Mitigated ·· • ·•· · · · · · · · · · · ·: · · · · · · · · · · · · · ·: · · · · · · · · · · · · · '. · · · · · · · · · · · · · '. · · · · · · · · · · 1~ 010 (0.341cfs) ~ 05 (0.297cfs) ~ 02 (0.224cfs) ._,t---------'---------'------------------------i~ Olf (0.0224cfs) 0 10 20 30 40 50 Return Period (Years) 60 Excel Engineering pea kFlowPassFail Mitigated .TXT Compare Post-Development Curve to Pre-Development Curve post-development SWMM tile: Q:\1 3\13070\gpip\gp2\Storm\SWMM\swmm calcs\OUTFALL C\3A-1 3070-MIT POST-POCC-SmallPaver.out post-development time stamp: 10/20/2016 9:47:47 AM Compared to: pre-development SWMM file: Q:\1 3\13070\gpip\gp2\Storm\SWMM\swmm calcs\OUTFALL C\1 3070-PRE-POCC.out pre-development time stamp: 10/14/2016 10:56:30 AM lot / GAP df o GAP 0 58.00 0.84 0.59 FALSE FALSE FALSE Pass- Qpost Above Flow Control Upper Limit 1 29.00 0.25 0.38 TRUE FALSE FALSE Pass- Qpost < Qpre 2 19.33 0.25 0.38 TRUE FALSE FALSE Pass- Qpost < Qpre 3 14.50 0.25 0.37 TRUE FALSE FALSE Pass- Qpost < Qpre 4 11.60 0.23 0.34 TRUE FALSE FALSE Pass- Qpost < Qpre 5 9.67 0.23 0.34 TRUE FALSE FALSE Pass- Qpost < Qpre 6 8.29 0.23 0.31 TRUE FALSE FALSE Pass- Qpost < Qpre 7 7.25 0.23 0.31 TRUE FALSE FALSE Pass- Qpost < Qpre 8 6.44 0.23 0.31 TRUE FALSE FALSE Pass- Opost < Qpre 9 5.80 0.21 0.30 TRUE FALSE FALSE Pass- Qpost < Qpre 10 5.27 0.20 0.30 TRUE FALSE FALSE Pass- Qpost < Qpre 11 4.83 0.20 0.30 TRUE FALSE FALSE Pass- Qpost < Qpre 12 4.46 0.19 0.29 TRUE FALSE FALSE Pass- Qpost < Qpre 13 4.14 0.19 0.29 TRUE FALSE FALSE Pass- Qpost < Qpre 14 3.87 0.19 0.28 TRUE FALSE FALSE Pass- Qpost < Qpre 15 3.63 0.19 0.28 TRUE FALSE FALSE Pass- Qpost < Qpre 16 3.41 0.17 0.28 TRUE FALSE FALSE Pass- Qpost < Qpre 17 3.22 0.17 0.28 TRUE FALSE FALSE Pass- Qpost < Qpre 18 3.05 0.17 0.27 TRUE FALSE FALSE Pass- Qpost < Qpre 19 2.90 0.16 0.27 TRUE FALSE FALSE Pass- Qpost < Qpre 20 2.76 0.16 0.27 TRUE FALSE FALSE Pass- Qpost < Qpre 21 2.64 0.16 0.26 TRUE FALSE FALSE Pass- Opost < Qpre 22 2.52 0.16 0.25 TRUE FALSE FALSE Pass- Qpost < Qpre 23 2.42 0.16 0.25 TRUE FALSE FALSE Pass- Qpost < Qpre 24 2.32 0.16 0.24 TRUE FALSE FALSE Pass- Qpost < Qpre 25 2.23 0.14 0.24 TRUE FALSE FALSE Pass- Qpost < Qpre 26 2.15 0.13 0.23 TRUE FALSE FALSE Pass- Qpost < Qpre 27 2.07 0.13 0.22 TRUE FALSE FALSE Pass- Qpost < Qpre 28 2.00 0.13 0.22 TRUE FALSE FALSE Pass- Qpost <Qpre 29 1.93 0.13 0.22 TRUE FALSE FALSE Pass- Qpost <Qpre 30 1.87 0.12 0.22 TRUE FALSE FALSE Pass- Qpost <Qpre 31 1.81 0.12 0.21 TRUE FALSE FALSE Pass- Qpost <Qpre 32 1.76 0.11 0.20 TRUE FALSE FALSE Pass- Qpost<Qpre 33 1.71 0.11 1 0.20 TRUE FALSE FALSE Pass- Qpost <Qpre 10/20/2016 10:33 AM . S . Excel Engineering peakFlowPassFailMitigated.TXT 34 1.66 0.11 0.20 TRUE FALSE FALSE Pass- Qpost < Qpre 35 1.61 0.09 0.19 TRUE FALSE FALSE Pass- Qpost<Qpre 36 1.57 0.08 0.19 TRUE FALSE FALSE Pass- Qpost<Qpre 37 1.53 0.08 0.19 TRUE FALSE FALSE Pass- Qpost<Qpre 38 1.49 0.08 0.18 TRUE FALSE FALSE Pass- Qpost < Qpre 39 1.45 0.07 0.18 TRUE FALSE FALSE Pass- Qpost < Qpre 40 1.42 0.07 0.18 TRUE FALSE FALSE Pass- Qpost < Qpre 41 1.38 0.07 0.18 TRUE FALSE FALSE Pass- Qpost < Qpre 42 1.35 0.06 0.18 TRUE FALSE FALSE Pass- Qpost <Qpre 43 1.32 0.05 0.18 TRUE FALSE FALSE Pass- Qpost <Qpre 44 1.29 0.05 0.18 TRUE FALSE FALSE Pass- Qpost <Qpre 45 1.26 0.05 0.17 TRUE FALSE FALSE Pass- Qpost <Qpre 46 1.23 0.04 0.17 TRUE FALSE FALSE Pass- Qpost < Qpre 47 1.21 0.04 0.17 TRUE FALSE FALSE Pass- Qpost < Qpre 48 1.18 0.04 0.17 TRUE FALSE FALSE Pass- Qpost < Qpre 49 1.16 0.04 0.17 TRUE FALSE FALSE Pass- Qpost <Qpre 50 1.14 0.03 0.17 TRUE FALSE FALSE Pass- Qpost < Qpre 51 1.12 0.03 0.16 TRUE FALSE FALSE Pass- Qpost < Qpre 52 1.09 0.02 0.16 TRUE FALSE FALSE Pass- Qpost < Qpre 53 1.07 0.02 0.16 TRUE FALSE FALSE Pass- Qpost < Qpre 54 1.06 0.02 0.16 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 55 1.04 0.02 0.16 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 56 1.02 0.01 0.15 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 57 1.00 0.01 0.15 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 58 0.98 0.01 0.15 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 59 0.97 0.01 0.15 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 60 0.95 0.01 0.15 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 61 0.94 0.01 0.15 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 62 0.92 0.01 0.15 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 63 0.91 0.01 0.14 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 64 0.89 0.01 0.14 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 65 0.88 0.01 0.14 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 66 0.87 0.01 0.14 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 67 0.85 0.01 0.14 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 68 0.84 0.01 0.14 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 69 0.83 0.01 0.13 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 70 0.82 0.01 0.13 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 71 0.81 0.01 0.13 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 72 0.80 0.01 0.13 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 73 0.78 0.01 0.13 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 74 0.77 0.01 0.13 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 75 0.76 0.01 0.13 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 10/20/2016 10:33 AM 2/11 0 0 0 Excel Engineering peakFlowPassFail Mitigated .TXT GAP o1, G4, , I 76 0.75 0.01 0.13 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 77 0.74 0.01 0.13 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 78 0.73 0.01 0.12 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 79 0.73 0.01 0.12 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 80 0.72 0.01 0.12 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 81 0.71 0.01 0.12 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 82 0.70 0.01 0.12 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 83 0.69 0.01 0.12 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 84 0.68 0.01 0.12 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 85 0.67 0.01 0.12 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 86 0.67 0.01 0.12 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 87 0.66 0.01 0.11 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 88 0.65 0.01 0.11 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 89 0.64 0.01 0.11 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 90 0.64 0.01 0.11 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 91 0.63 0.01 0.11 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 92 0.62 0.01 0.11 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 93 0.62 0.01 0.11 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 94 0.61 0.01 0.11 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 95 0.60 0.01 0.10 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 96 0.60 0.01 0.10 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 97 0.59 0.01 0.10 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 98 0.59 0.01 0.10 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 99 0.58 0.01 0.10 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 100 0.57 0.01 0.10 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 101 0.57 0.01 0.10 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 102 0.56 0.01 0.10 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 103 0.56 0.01 0.10 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 104 0.55 0.01 0.10 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 105 0.55 0.01 0.10 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 106 0.54 0.01 0.10 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 107 0.54 0.01 0.10 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 108 0.53 0.01 0.10 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 109 0.53 0.01 0.10 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 110 0.52 0.01 0.10 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 111 0.52 0.01 0.10 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 112 0.51 0.01 0.10 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 113 0.51 0.01 0.10 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 114 0.50 0.01 0.10 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 115 0.50 0.01 0.09 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 116 0.50 0.01 0.09 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold _117 0.49 0.01 0.09 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 10/20/2016 10:33 AM 3/il 0 Excel Engineering pea kFlowPassFailM itigated,TXT 118 0.49 0.01 0.09 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 119 0.48 0.01 0.09 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 120 0.48 0.01 0.09 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 121 0.48 0.01 0.09 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 122 0.47 0.01 0.09 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 123 0.47 0.01 0.09 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 124 0.46 0.01 0.09 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 125 0.46 0.01 0.09 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 126 0.46 0.01 0.09 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 127 0.45 0.01 0.09 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 128 0.45 0.01 0.09 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 129 0.45 0.01 0.08 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 130 0.44 0.01 0.08 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 131 0.44 0.01 0.08 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 132 0.44 0.01 0.08 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 133 0.43 0.01 0.08 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 134 0.43 0.01 0.08 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 135 0.43 0.01 0.08 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 136 0.42 0.01 0.08 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 137 0.42 0.01 0.08 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 138 0.42 0.01 0.08 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 139 0.41 0.01 0.08 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 140 0.41 0.01 0.08 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 141 0.41 0.01 0.08 - FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 142 0.41 0.01 0.08 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 143 0.40 0.01 0.08 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 144 0.40 0.01 0.08 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 145 0.40 0.01 0.08 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 146 0.40 0.01 0.08 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 147 0.39 0.01 0.08 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 148 0.39 0.01 0.08 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 149 0.39 0.01 0.08 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 150 0.38 0.01 0.08 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 151 0.38 0.01 0.08 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 152 0.38 0.01 0.08 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 153 0.38 0.01 0.08 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 154 0.37 0.01 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 155 0.37 0.01 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 156 0.37 0.01 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 157 0.37 0.01 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 158 0.37 0.01 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 159 0.36 0.01 1 0.07 1 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 10/20/2016 10:33 AM 4/11 . S S -- :- -.- - • Excel Engineering pea kFlowPassFailMitigated lxi / I' 160 0.36 0.01 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold - 161 0.36 0.01 0.07 FALSE I FALSE FALSE Pass- Qpost Below Flow Control Threshold 162 0.36 0.01 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 163 0.35 0.01 - 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 164 0.35 0.01 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 165- 0.35 0.01 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 166 0.35 0.01 0.07 FALSE - FALSE FALSE Pass- Qpost Below Flow Control Threshold 167 0.35 0.01 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 168 0.34 0.01 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 169 0.34 0.01 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 170 ' 0.34 0.01 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold - 171 0.34 - 0.01 0.07 - FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 172 0.34 0.01 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold - 173 0.33 0.01 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 174 - 0.33 0.01 - 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 175 0.33 0.01 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 176 0.33 0.01 . - 0.07 - FALSE - FALSE FALSE Pass- Qpost Below Flow Control Threshold 177 - 0.33 '0.01 0.07 . FALSE FALSE • FALSE Pass- Opost Below Flow Control Threshold 178 - 0.32 0.01 0.07: - FALSE - FALSE FALSE Pass- Opost Below Flow Control Threshold - 179 - 0.32 - -0.01 0.06 FALSE - --i FALSE FALSE Pass- Qpost Below Flow Control Threshold; 180 0.32 0.01 0.06 TFALSE . . FALSE FALSE Pass- Qpost Below Flow Control Threshold -- 181 0.32 0.01 0.06 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold - 182 - -0.32 0.01 0.06 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold 183 - --0.32 0.01 - -.0.06 - -FALSE -. FALSE FALSE . Pass- OpostBelowFlowControlThreshold __-- 184 - 0.31 -0.01 0.06 - FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold - 185 0.31 0.01 0.06 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 186 0.31 0.01 0.06 FALSE - FALSE FALSE Pass-QpostBelowFlow ControlThreshold 187 0.31 • 0.01 0.06 -FALSE -FALSE FALSE _- Pass-QpostBelowFlow ControlThreshold _- 188 0.31 0.01-- 0.06 - -FALSE FALSE • FALSE Pass-QpostBelowFlowControlThreshold -189 0.31 :0.01 _- -0.06 FALSE -FALSE FALSE - Pass-QpostBelowFlow Control Threshold 190 0.30 0.01 0.06 . FALSE FALSE -FALSE Pass- QpostBelowFlowControlThreshold 191 0.30 0.01 - --0.06 -- FALSE -FALSE FALSE Pass-QpostBelowFlowControlThreshold -192, 0.30 .0.01 0.06 - FALSE FALSE -FALSE - Pass- QpostBelowFlowControlThreshold 193 0.30 0.01 0.06 FALSE FALSE '-FALSE Pass- QpostBelowFlowControlThreshold 194 0.30 0.01 0.06 FALSE FALSE FALSE - Pass- Opost Below Flow Control Threshold 195 0.30 0.01 0.06 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold 196 0.29 0.01 0.06 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold 197 -0.29 0.01 0.06 FALSE FALSE- FALSE - Pass- Qpost Below Flow Control Threshold 198 . 0.29 _- 0.01 0.06 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold 199 -0.29 0.01 0.06 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold 200 0.29 0.01 0.06 FALSE FALSE -FALSE - Pass- QpostBelowFlowControlThreshold 0.01 - 0.06 FALSE FALSE FALSE Pass-QpostBelowFlow Control Threshold 201 0.29 10/20/2016 10:33 AM Excel Engineering peakFlowPassFail M itigated.TXT GAP XX 202 0.29 0.01 0.06 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold 203 0.28 0.01 0.06 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold 204 0.28 0.01 0.06 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold 205 0.28 0.01 0.05 FALSE FALSE FALSE Pass- QpostBelowFlowControlThreshold 206 0.28 0.01 0.05 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold 207 0.28 0.01 0.05 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold 208 0.28 0.01 0.05 FALSE FALSE FALSE Pass-OpostBelowFlowControlThreshold 209 0.28 0.01 0.05 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold 210 0.28 0.01 0.05 FALSE FALSE FALSE Pass- QpostBelowFlowControlThreshold 211 0.27 0.01 0.05 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold 212 0.27 0.01 0.05 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold 213 0.27 0.01 0.05 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold 214 0.27 0.01 0.05 FALSE FALSE FALSE Pass- OpostBelowFlowControlThreshold 215 0.27 0.01 0.05 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold 216 0.27 0.01 0.05 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold 217 0.27 0.01 0.05 FALSE FALSE FALSE Pass-QpostBelowFlow ControlThreshold 218 0.27 0.01 0.05 FALSE FALSE FALSE Pass- QpostBelowFlow ControlThreshold 219 0.26 0.01 0.05 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold 220 0.26 0.01 0.05 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold 221 0.26 0.01 0.05 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold 222 0.26 0.01 0.05 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold 223 0.26 0.01 0.05 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold 224 0.26 0.01 0.05 FALSE FALSE FALSE Pass- QpostBelowFlowControlThreshold 225 0.26 0.01 0.05 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold 226 0.26 0.01 0.05 FALSE FALSE FALSE Pass- QpostBelowFlowControlThreshold 227 0.25 0.01 0.05 FALSE FALSE FALSE Pass- QpostBelowFlowControlThreshold 228 0.25 0.01 0.05 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold 229 0.25 0.01 0.05 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold 230 0.25 0.01 0.05 FALSE FALSE FALSE Pass- QpostBelowFlowControlThreshold 231 0.25 0.01 0.05 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold 232 0.25 0.01 0.05 FALSE FALSE FALSE Pass- QpostBelowFlowControlThreshold 233 0.25 0.01 0.05 FALSE FALSE FALSE Pass- QpostBelowFlowControlThreshold 234 0.25 0.01 0.05 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold 235 0.25 0.01 0.05 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold 236 0.25 0.01 0.04 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold 237 0.24 0.01 0.04 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold 238 0.24 0.01 0.04 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold 239 0.24 0.01 0.04 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold 240 0.24 0.01 0.04 FALSE FALSE FALSE Pass- QpostBelowFlowControlThreshold 241 0.24 0.01 0.04 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold 242 0.24 0.01 0.04 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold 243 0.24 0.01 0.04 FALSE FALSE FALSE Pass-QpostBelowFlowControlThreshold 10/20/2016 10:33 AM 6/11 Excel Engineering pea kFlowPassFa ii Mitigated .TXT I cS fO cf 4.1 244 0.24 0.01 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 245 0.24 0.01 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 246 0.24 0.01 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 247 0.23 0.01 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 248 0.23 0.01 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 249 0.23 0.01 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 250 0.23 0.01 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 251 0.23 0.01 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 252 0.23 0.01 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 253 0.23 0.01 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 254 0.23 0.01 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 255 0.23 0.01 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 256 0.23 0.01 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 257 0.23 0.01 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 258 0.22 0.01 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 259 0.22 0.01 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 260 0.22 0.01 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 261 0.22 0.01 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 262 0.22 0.01 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 263 0.22 0.01 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 264 0.22 0.01 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 265 0.22 0.01 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 266 0.22 0.01 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 267 0.22 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 268 0.22 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 269 0.22 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 270 0.21 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 271 0.21 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 272 0.21 0.01 0.03 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 273 0.21 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 274 0.21 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 275 0.21 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 276 0.21 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 277 0.21 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 278 0.21 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 279 0.21 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 280 0.21 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 281 0.21 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 282 0.21 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 283 0.20 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 284 0.20 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 285 0.20 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 10/20/2016 10:33 AM 7/li 0 . S ._. - I - ••. . Excel Engineering Engineering - .. ' , -• •." - " - peak FIowPassFailMitigated.TXT 286 . 0.20 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 287 . 0.20 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 288 0.20 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 289 0.20 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 290 0.20 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 291 0.20 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 292 0.20 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 293 0.20 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 294 0.20 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 295 0.20 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 296 ' 0.20 - 0.01 0.03 . FALSE FALSE FALSE - Pass- Qpost Below Flow Control Threshold 297 0.20 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 298 0.19 0.01 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold - 299 0.19 0.01 0.03 FALSE FALSE . FALSE Pass- Qpost Below Flow Control Threshold 300 0.19 0.01 . - 0.03 - FALSE FALSE ' FALSE Pass- Qpost Below Flow Control Threshold : 301 - 0.19 0.01 * 0.03 FALSE - FALSE - FALSE Pass- Qpost Below Flow Control Threshold 302 0.19 - 0.01 - 0.03 0.03 . FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 303 0.19 - 0.01 . . FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 304 0.19 0.01. 0.02 - FALSE -. FALSE • FALSE Pass- Qpost Below Flow Control Threshold - 305 . - 0.19 0.01 - - 0.02 -. FALSE FALSE- • -. FALSE " FALSE Pass- Qpost Below Flow Control Threshold 306 0.19. 0.01 .0.02 - -.FALSE . FALSE Pass- Qpost Below Flow Control Threshold 307 --0.19 - 0.01 0.02 .. -FALSE FALSE FALSE •. . FALSE Pass- Qpost Below Flow Control Threshold 308 0.19 0.01 0.02 . - FALSE, - FALSE Pass- Qpost Below Flow Control Threshold - 309 0.19 0.01 0.02 .. FALSE * FALSE FALSE Pass- Qpost Below Flow Control Threshold 310 0.19 . - 0.01 0.02 .'' FALSE - FALSE FALSE Pass- Qpost Below Flow Control Threshold 311 0.19 0.01 0.02 . . FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 312 0.19 0.01 0.02 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 313 0.19 0.01 ' 0.01 - 0.02 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 314 0.18 0.02 FALSE FALSE FALSE . FALSE Pass- Qpost Below Flow Control Threshold 315 0.18 . 0.01 0.02 . FALSE FALSE Pass- Qpost Below Flow Control Threshold 316 - 0.18 - 0.01 - 0.02 - FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 317 318 - 0.18 . 0.01 0.02 FALSE FALSE - _FALSE Pass-QpostBelowFlow ControlThreshold 0.18 '0.01 0.02 FALSE FALSE FALSE Pass-QpostBelowFlow ControlThreshold 319 0.18 0.01 0.02 - FALSE FALSE FALSE Pass-QpostBelowFlow ControlThreshold _- 320 0.18 0.01 .0.02 . FALSE FALSE FALSE . Pass-QpostBelowFlow ControlThreshold 321 0.18 0.01 -0.01 FALSE FALSE FALSE Pass-QpostBelowFlow Control Threshold 322 0.18 .0.01 0.01 FALSE FALSE , FALSE Pass-QpostBelowFlow ControlThreshold 323 . .0.18 0.01 0.01 -.FALSE FALSE FALSE . - Pass-QpostBelowFlow Control Threshold *324 - 0.18 - 0.01 0.01 - - FALSE . FALSE FALSE - Pass- Qpost Below Flow Control Threshold - 325 0.18 0.01 0.01 FALSE FALSE - FALSE Pass- Qpost Below Flow Control Threshold - 326 0.18 0.01- 0.01' - FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 327 0.18 - 0.01 0.01 - FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold' 10/20/2016 10:33 AM - . . . . 8/11 -'--- Excel Engineering peakFlowPassFail Mitigated .TXT G9 GR 1 328 0.18 0.01 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 329 0.18 0.01 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 330 0.18 0.01 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 331 0.18 0.01 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 332 0.17 0.01 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 333 0.17 0.01 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 334 0.17 0.01 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 335 0.17 0.01 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 336 0.17 0.01 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 337 0.17 0.01 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 338 0.17 0.01 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 339 0.17 0.01 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 340 0.17 0.01 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 341 0.17 0.01 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 342 0.17 0.01 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 343 0.17 0.01 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 344 0.17 0.01 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 345 0.17 0.01 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 346 0.17 0.01 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 347 0.17 0.01 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 348 0.17 0.01 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 349 0.17 0.01 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 350 0.17 0.01 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 351 0.17 0.01 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 352 0.16 0.01 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 353 0.16 0.01 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 354 0.16 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 355 0.16 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 356 0.16 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 357 0.16 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 358 0.16 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 359 0.16 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 360 0.16 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 361 0.16 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 362 0.16 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 363 0.16 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 364 0.16 0.01 0.00 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 365 0.16 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 366 0.16 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 367 0.16 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 368 0.16 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 369 0.16 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 10/20/2016 10:33 AM Excel Engineering peakFlowPassFailMitigated.TXT 04, G 370 0.16 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 371 0.16 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 372 0.16 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 373 0.16 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 374 0.16 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 375 0.15 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 376 0.15 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 377 0.15 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 378 0.15 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 379 0.15 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 380 0.15 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 381 0.15 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 382 0.15 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 383 0.15 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 384 0.15 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 385 0.15 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 386 0.15 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 387 0.15 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 388 0.15 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 389 0.15 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 390 0.15 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 391 0.15 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 392 0.15 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 393 0.15 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 394 0.15 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 395 0.15 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 396 0.15 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 397 0.15 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 398 0.15 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 399 0.15 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 400 0.15 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 401 0.14 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 402 0.14 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 403 0.14 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 404 0.14 0.01 0.00 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 405 0.14 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 406 0.14 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 407 0.14 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 408 0.14 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 409 0.14 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 410 0.14 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 411 1 0.14 1 0.01 1 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 10/20/2016 10:33 AM 10/11 S 0 0 Excel Engineering pea kFlowPassFailMitigated.TXT qo de GR - 412 0.14 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 413 0.14 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 414 0.14 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 415 0.14 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 416 0.14 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 417 0.14 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 418 0.14 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 419 0.14 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 420 0.14 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 421 0.14 0.01* 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 422 0.14 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 423 0.14 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 424 0.14 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 425 0.14 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 426 0.14 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 427 0.14 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 428 0.14 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 429 0.14 0.01 0.00 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 430 0.14 0.01 0.00 . FALSE . FALSE - FALSE Pass- Opost Below Flow Control Threshold 431 0.13 0.01 0.00 FALSE FALSE FALSE I Pass- Qpost Below Flow Control Threshold 10/20/2016 10:33 AM 11/11 0 0 0- Excel Engineering peakFlowStatisticsPre.csv SWMM.out file name: Q:\13\13070\gpip\gp2\Storm\SWMM\swmm calcs\OUTFALL C\1 3070-PRE-POCC.out SWMM.out time stamp: 10/14/2016 10:56:30 AM 010: 0.341 05: 0.297 Q2: 0.224 Peak Flow Statistics Table Values Rank Start Date End Date Duration Peak Frequency Return Period 1 1995/01/04 16:00:00 1995/01/04 23:00:00 8 0.593 0.28% 58 2 1969/02/24 00:00:00 1969/02/25 20:00:00 45 0.383 0.56% 29 3 2003/02/25 15:00:00 2003/02/25 19:00:00 5 0.379 0.85% 19.33 4 1958/02/03 04:00:00 1958/02/04 10:00:00 31 0.368 1.13% 14.5 5 1978/02/28 01:00:00 1978/03/01 09:00:00 33 0.341 1.41% 11.6 6 2005/02/1806:00:00 2005/02/1900:00:00 19 0.341 1.69% 9.67 7 1952/01/16 08:00:00 1952/01/16 15:00:00 8 0.314 1.98% 8.29 8 1978/01/04 16:00:00 1978/01/04 18:00:00 3 0.311 2.26% 7.25 9 1982/03/1711:00:00 1982/03/18 03:00:00 17 0.31 2.54% 6.44 10 1993/01/13 20:00:00 1993/01/14 05:00:00 10 0.298 2.82% 5.8 11 2000/10/29 22:00:00 2000/10/30 00:00:00 3 0.297 3.11% 5.27 12 2004/10/27 02:00:00 2004/10/27 09:00:00 8 0.296 3.39% 4.83 13 1965/11/22 04:00:00 1965/11/23 04:00:00 25 0.289 3.67% 4.46 14 1980/02/20 18:00:00 1980/02/21 07:00:00 14 0.287 3.95% 4.14 15 1958/04/01 12:00:00 1958/04/01 21:00:00 10 0.284 4.24% 3.87 16 1978/02/10 02:00:00 1978/02/10 06:00:00 5 0.284 4.52% 3.63 17 2004/10/20 09:00:00 2004/10/20 15:00:00 7 0.282 4.80% 3.41 18 1980/03/02 21:00:00 1980/03/03 10:00:00 14 0.28 5.08% 3.22 19 1980/01/28 20:00:00 1980/01/2921:00:00 26 0.268 5.37% 3.05 20 1983/01/29 00:00:00 1983/01/29 03:00:00 4 0.268 5.650/6 2.9 21 1980/02/1618:00:00 1980/02/16 20:00:00 3 0.268 5.93% 2.76 22 1998/02/03 15:00:00 1998/02/03 20:00:00 6 0.262 6.21% 2.64 23 1986/02/1423:00:00 1986/02/1506:00:00 8 0.251 6.50% 2.52 24 2008/01/05 06:00:00 2008/01/07 01:00:00 44 0.249 6.78% 2.42 25 1952/11/15 13:00:00 1952/11/1514:00:00 2 0.244 7.06% 2.32 26 1998/02/22 15:00:00 1998/02/2321:00:00 31 0.243 7.34% 2.23 27 1983/02/27 16:00:00 1983/02/27 19:00:00 4 0.235 7.63% 2.15 28 1970/12/1903:00:00 1970/12/19 04:00:00 2 0.225 7.91% 2.07 29 1998/02/16 17:00:00 1998/02/1720:00:00 28 0.224 8.19% 2 30 1979/01/15 13:00:00 1979/01/15 16:00:00 4 0.218 8.47% 1.93 31 1978/01/16 19:00:00 1978/01/17 02:00:00 8 0.216 8.76% 1.87 32 2008/02/2202:00:00 2008/02/2209:00:00 8 0.214 9.04% 1.81 33 1995/03/11 02:00:00 1995/03/12 00:00:00 23 0.201 9.32% 1.76 34 2008/01/27 00:00:00 2008/01/27 20:00:00 21 0.197 9.60% 1.71 35 1992/02/12 17:00:00 1992/02/1307:00:00 15 0.196 9.89% 1.66 36 1960/01/12 02:00:00 1960/01/12 08:00:00 7 0.194 10.17% 1.61 37 1991/12/29 15:00:00 1991/12/3003:00:00 13 0.19 10.45% 1.57 38 1998/02/14 15:00:00 1998/02/1420:00:00 6 0.189 10.73% 1.53 39 1993/02/0801:00:00 1993/02/0811:00:00 11 0.185 1 11.02% 1.49 10/20/2016 10:33 AM 1/8 0 16 Excel Engineering peakFlowStatisticsPre.csv Rank Start Date End Date Duration Peak Frequency Return Period 40 1954/02/13 15:00:00 1954/02/1403:00:00 13 0.184 11.30% 1.45 41 2005/02/21 03:00:00 2005/02/23 04:00:00 50 0.18 11.58% 1.42 42 1979/01/05 23:00:00 1979/01/06 07:00:00 9 0.179 11.86% 1.38 43 1980/01/10 23:00:00 1980/01/12 12:00:00 38 0.177 12.15% 1.35 44 1993/01/18 09:00:00 1993/01/18 15:00:00 7 0.177 12.43% 1.32 45 1962/01/20 14:00:00 1962/01/20 20:00:00 7 0.175 12.71% 1.29 46 1983/03/01 13:00:00 1983/03/04 05:00:00 65 0.174 12.99% 1.26 47 1980/02/17 22:00:00 1980/02/18 07:00:00 10 0.173 13.28% 1.23 48 1961/12/01 20:00:00 1961/12/0215:00:00 20 0.171 13.56% 1.21 49 1971/12/24 07:00:00 1971/12/24 23:00:00 17 0.167 13.84% 1.18 50 2004/12/3114:00:00 2004/12/3115:00:00 2 0.167 14.12% 1.16 51 1977/08/17 02:00:00 1977/08/17 04:00:00 3 0.166 14.41% 1.14 52 1993/01/15 12:00:00 1993/01/16 22:00:00 35 0.163 14.69% 1.12 53 1991/02/2718:00:00 1991/03/01 11:00:00 42 0.162 14.97% 1.09 54 1963/09/18 18:00:00 1963/09/18 22:00:00 5 0.161 15.25% 1.07 55 1968/03/08 05:00:00 1968/03/08 12:00:00 8 0.159 15.54% 1.06 56 2003/02/1117:00:00 2003/02/12 19:00:00 27 0.156 15.82% 1.04 57 2005/01/09 04:00:00 2005/01/09 22:00:00 19 0.152 16.10% 1.02 58 1960/04/27 08:00:00 1960/04/27 11:00:00 4 0.151 16.38% 1 59 1972/01/1621:00:00 1972/01/1623:00:00 3 0.15 16.67% 0.98 60 2005/01/11 01:00:00 2005/01/11 08:00:00 8 0.15 16.95% 0.97 61 1994/02/03 23:00:00 1994/02/04 10:00:00 12 0.149 17.23% 0.95 62 1991/03/25 06:00:00 1991/03/27 05:00:00 48 0.147 17.51% 0.94 63 1985/11/11 09:00:00 1985/11/11 12:00:00 4 0.146 17.80% 0.92 64 1958/02/19 13:00:00 1958/02/19 15:00:00 3 0.142 18.08% 0.91 65 1993/02/18 12:00:00 1993/02/18 13:00:00 2 0.139 18.36% 0.89 66 2005/01/03 08:00:00 2005/01/04 11:00:00 28 0.138 18.64% 0.88 67 1957/01/13 04:00:00 1957/01/13 08:00:00 5 0.136 18.93% 0.87 68 2002/11/0817:00:00 2002/11/0818:00:00 2 0.136 19.21% 0.85 69 1978/01/14 16:00:00 1978/01/15 05:00:00 14 0.135 19.49% 0.84 70 1986/03/15 22:00:00 1986/03/16 19:00:00 22 0.134 19.77% 0.83 71 1967/12/1817:00:00 1967/12/1911:00:00 19 0.13 20.06% 0.82 72 1988/12/24 21:00:00 1988/12/25 00:00:00 4 0.129 20.34% 0.81 73 2003/03/15 16:00:00 2003/03/16 18:00:00 27 0.129 20.62% 0.8 74 1966/12/0502:00:00 1966/12/05 10:00:00 9 0.128 20.90% 0.78 75 1965/12/10 06:00:00 1965/12/10 09:00:00 4 0.127 21.19% 0.77 76 1963/03/17 00:00:00 1963/03/17 02:00:00 3 0.127 21.47% 0.76 77 1980/02/1907:00:00 1980/02/19 16:00:00 10 0.127 21.75% 0.75 78 1997/01/12 16:00:00 1997/01/13 07:00:00 16 0.126 22.03% 0.74 79 1954/01/19 16:00:00 1954/01/19 22:00:00 7 0.124 22.32% 0.73 80 1994/03/24 22:00:00 1994/03/25 01:00:00 4 0.123 22.60% 0.73 81 1992/02/15 13:00:00 1992/02115 16:00:00 4 0.123 22.88% 0.72 82 1981/03/19 20:00:00 1981/03/19 21:00:00 2 0.122 23.16% 0.71 83 1959/02/11 09:00:00 1959/02/1112:00:00 4 0.121 23.45% 0.7 84 1969/02/0608:00:00 1969/02/06 15:00:00 8 0.12 23.73% 0.69 85 2001/02/13 17:00:00 2001/02/14 18:00:00 26 0.12 24.01% 0.68 86 1 1983/10/01 01:00:00 1983/10/01 03:00:00 3 1 0.119 1 24.29% 0.67 10/20/2016 10:33 AM 2/8 . S S Excel Engineering pea kFlowStatisticsPre.csv Rank Start Date End Date Duration Peak Frequency Return Period 87 1982/1212223:00:00 1982/12/2300:00:00 2 0.117 24.58% 0.67 88 1983/11/24 22:00:00 1983/11/25 01:00:00 4 0.113 24.86% 0.66 89 1986/11/1803:00:00 1986/11/1805:00:00 3 0.112 25.14% 0.65 90 1960/02/01 22:00:00 1960/02/0201:00:00 4 0.111 25.42% 0.64 91 1988/11/25 08:00:00 1988/11/25 10:00:00 3 0.109 25.71% 0.64 92 1977/12/29 06:00:00 1977/12/30 02:00:00 21 0.109 25.99% 0.63 93 1983/12/24 18:00:00 1983/12/25 11:00:00 18 0.108 26.27% 0.62 94 1993/02/19 19:00:00 1993/02/19 20;00:00 2 0.106 26.55% 0.62 95 2004/0212604:00:00 2004/0212609:00:00 6 0.106 26.84% 0.61 96 2007/11/30 08:00:00 2007/11/30 21:00:00 14 0.105 27.12% 0.6 97 2001/01/26 16:00:00 2001/01/27 00:00:00 9 0.104 27.40% 0.6 98 1975/04/08 16:00:00 1975/04/09 00:00:00 9 0.104 27.68% 0.59 99 1995/03/05 08:00:00 1995/03/05 22:00:00 15 0.104 27.97% 0.59 100 1980/01/09 05:00:00 1980/01/09 18:00:00 14 0.102 28.25% 0.58 101 2005/04/28 08:00:00 2005/04/28 09:00:00 2 0.1 28.53% 0.57 102 1983/01/27 08:00:00 1983/01/27 13:00:00 6 0.099 28.81% 0.57 103 1999/01/26 22:00:00 1999/01/26 23:00:00 2 0.099 29.10% 0.56 104 1996/11/21 16:00:00 1996/11/22 03:00:00 12 0.099 29.38% 0.56 105 1956/04/1221:00:00 1956/04/13 17:00:00 21 0.099 29.66% 0.55 106 2004/1212809:00:00 2004/1212909:00:00 25 0.099 29.94% 0.55 107 1963/11/20 04:00:00 1963/11/21 06:00:00 27 0.099 30.23% 0.54 108 1952103/1520:00:00 1952/03/1605:00:00 10 0.099 30.51% 0.54 109 1980/02/1401:00:00 1980/0211502:00:00 26 0.099 30.79% 0.53 110 1987/10/12 10:00:00 1987/10/12 15:00:00 6 0.097 31.07% 0.53 111 1983/04/20 03:00:00 1983/04/20 05:00:00 3 0.096 31.36% 0.52 112 1966/02/0722:00:00 1966/02/0800:00:00 3 0.096 31.64% 0.52 113 1995/01/10 19:00:00 1995/01/12 14:00:00 44 0.096 31.92% 0.51 114 1987/1211618:00:00 1987/12/17 09:00:00 16 0.095 32.20% 0.51 115 1969/01/24 07:00:00 1969/01/25 18:00:00 36 0.095 32.49% 0.5 116 1978/09/05 18:00:00 1978/09/05 19:00:00 2 0.094 32.77% 0.5 117 2007/01/30 23:00:00 2007/01/31 00:00:00 2 0.094 33.05% 0.5 118 1957/01/28 03:00:00 1957/01/29 09:00:00 31 0.094 33.33% 0.49 119 2003/04/14 15:00:00 2003/04/14 20:00:00 6 0.093 33.62% 0.49 120 1973/11/22 23:00:00 1973/11/23 01:00:00 3 0.093 33.90% 0.48 121 1985/11/29 07:00:00 1985/11/29 14:00:00 8 0.092 34.18% 0.48 122 1978/02/12 17:00:00 1978/0211323:00:00 31 0.092 34.46% 0.48 123 1993/01/06 05:00:00 1993/01/08 00:00:00 44 0.089 34.75% 0.47 124 1952111/3001:00:00 1952/11/3004:00:00 4 0.089 35.03% 0.47 125 1957/05/11 01:00:00 1957/05/11 03:00:00 3 0.088 35.31% 0.46 126 1959/12/24 12:00:00 1959/12/24 13:00:00 2 0.087 35.59% 0.46 127 1965/04/08 14:00:00 1965/04/0901:00:00 12 0.087 35.88% 0.46 128 1990/02/17 18:00:00 1990/02/17 19:00:00 2 0.086 36.16% 0.45 129 1967/11/30 16:00:00 1967/.11/30 17:00:00 2 0.085 36.44% 0.45 130 2004/02/2207:00:00 2004/02/2303:00:00 21 0.085 36.72% 0.45 131 1997/01/15 16:00:00 1997/01/15 19:00:00 4 0.084 37.01% 0.44 132 1988/04/20 09:00:00 1988/04/21 07:00:00 23 0.084 37.29% 10.44 133 1965/11/16 11:00:00 1 1965/11/16 18:00:00 1 8 0.084 1 37.57% 10.44 10/20/2016 10:33 AM 3/8 0 0 0 Excel Engineering pea kFlowStatisticsPre.csv Rank Start Date End Date Duration Peak Frequency Return Period 134 1958/03/15 19:00:00 1958/03/1611:00:00 17 0.084 37.85% 0.43 135 2002/12/20 17:00:00 2002/12/20 19:00:00 3 0.083 38.14% 0.43 136 1995/01/25 08:00:00 1995/01/26 10:00:00 27 0.083 38.42% 0.43 137 1967/03/13 20:00:00 1967/03/13 21:00:00 2 0.082 38.70% 0.42 138 1988/12/21 03:00:00 1988/12/21 07:00:00 5 0.081 38.98% 0.42 139 1952/12/0201:00:00 1952/12/0202:00:00 2 0.081 39.27% 0.42 140 1955/01/18 15:00:00 1955/01/18 19:00:00 5 0.08 39.55% 0.41 141 1964/11/17 16:00:00 1964/11/17 18:00:00 3 0.08 39.83% 0.41 142 1952/01/17 22:00:00 1952/01/18 08:00:00 11 0.08 40.11% 0.41 143 1968/12/25 19:00:00 1968/12/2520:00:00 2 0.08 40.40% 0.41 144 2001/02/25 17:00:00 2001/02/27 18:00:00 50 0.079 - 40.68% 40.96% 0.4 0.4 145 2001/01/11 05:00:00 2001/01/11 07:00:00 3 0.079 146 1958/04/07 03:00:00 1958/04/07 15:00:00 13 0.079 41.24% 0.4 147 1994/02/17 10:00:00 1994/02/17 13:00:00 4 0.079 41.530/. 0.4 148 1972/11/1611:00:00 1972/11/1707:00:00 21 0.078 41.81% 0.39 149 1988/01/17 11:00:00 1988/01/17 12:00:00 2 0.078 42.09% 0.39 150 1972/11/1414:00:00 1972/11/1416:00:00 3 0.077 42.37% 0.39 151 1976/09/10 05:00:00 1976/09/10 11:00:00 7 0.076 42.66% 0.38 152 1958/03/21 00:00:00 1958/03/22 06:00:00 31 0.076 42.94% 0.38 153 1992/01/07 19:00:00 1992/01/0722:00:00 4 0.075 43.22% 0.38 154 1992/03/2023:00:00 1992/03/21 00:00:00 2 0.075 43.50% 0.38 155 1998/01/29 17:00:00 1998/01/29 19:00:00 3 0.075 43.79% 0.37 156 1983/03/24 03:00:00 1983/03/24 05:00:00 3 0.075 44.07% 0.37 157 1981/11/28 03:00:00 1981/11/28 21:00:00 19 0.074 44.35% 0.37 158 1977/01/03 04:00:00 1977/01/03 05:00:00 2 0.074 44.63% 0.37 159 2006/03/11 07:00:00 2006/03/11 08:00:00 2 0.074 44.92% 0.37 160 1978/01/09 17:00:00 1978/01/10 23:00:00 31 0.074 45.20% 0.36 161 1980/03/05 23:00:00 1980/03/06 12:00:00 14 0.073 45.48% 0.36 162 1990/01/17 00:00:00 1990/01/17 02:00:00 3 0.073 45.76% 0.36 163 1992/01/05 09:00:00 1992/01/06 01:00:00 17 0.072 46.05% 0.36 164 2005/01/07 14:00:00 2005/01/07 20:00:00 7 0.072 46.33% 0.35 165 1960/01/14 17:00:00 1960/01/14 21:00:00 5 0.071 46.61% 0.35 166 1965/04/03 05:00:00 1965/04/03 06:00:00 2 0.071 46.89% 0.35 167 1991/03/20 07:00:00 1991/03/21 09:00:00 27 0.071 47.18% 0.35 168 1984/12/2703:00:00 1984/12/2720:00:00 18 0.071 47.46% 0.35 169 1967/01/22 17:00:00 1967/01/23 00:00:00 8 0.071 47.74% 0.34 170 1991/03/19 00:00:00 1991/03/19 04:00:00 5 0.07 48.02% 0.34 171 1952/03/07 14:00:00 1952/03/08 10:00:00 21 0.07 48.31% 0.34 172 1960/03/01 05:00:00 1960/03/01 06:00:00 2 0.069 48.59% 0.34 173 1998/02/07 17:00:00 1998/02/08 19:00:00 27 0.068 48.87% 0.34 174 2006/10/14 01:00:00 2006/10/14 01:00:00 1 0.068 49.15% 0.33 175 1956/01/26 20:00:00 1956/01/27 07:00:00 12 0.067 49.44% 0.33 176 1958/04/03 10:00:00 1958/04/03 12:00:00 3 0.067 49.72% 0.33 177 1979/11/07 18:00:00 1979/11/07 19:00:00 2 0.066 50.00% 0.33 178 1982/12/0723:00:00 1982/12/0800:00:00 2 0.066 50.28% 10.33 179 1965/12/29 19:00:00 1965/12/2920:00:00 2 0.066 50.56% 10.32 180 1979/03/19 03:00:00 1979/03/20 04:00:00 26 0.064 1 50.85% 10.32 10/20/2016 10:33 AM 4/8 0 . . Excel Engineering peakFlowStatisticsPre.csv Rank Start Date End Date Duration Peak Frequency Return Period 181 1978/03/30 15:00:00 1978/03/31 05:00:00 15 0.064 51.13% 0.32 182 1992/12/07 15:00:00 1992/12/07 16:00:00 2 0.063 51.41% 0.32 183 1957/02/28 23:00:00 1957/03/01 11:00:00 13 0.063 51.69% 0.32 184 2001/12/09 17:00:00 2001/12/09 18:00:00 2 0.062 51.98% 0.32 185 1986/03/10 07:00:00 1986/03/10 20:00:00 14 0.062 52.26% 0.31 186 2000/03/05 17:00:00 2000/03/05 18:00:00 2 0.062 52.54% 0.31 187 1997/01/25 23:00:00 1997/01/26 05:00:00 7 0.061 52.82% 0.31 188 1970/02/28 16:00:00 1970/03/02 04:00:00 37 0.061 53.11% 0.31 189 1958/01/25 04:00:00 1958/01/25 05:00:00 2 0.061 53.39% 0.31 190 1955/01/10 10:00:00 1955/01/10 11:00:00 2 0.06 53.67% 0.31 191 1973/03/20 08:00:00 1973/03/20 09:00:00 2 0.06 53.95% 0.3 192 1954/03/30 04:00:00 1954/03/30 05:00:00 2 0.06 54.24% 0.3 193 1985/12/11 04:00:00 1985/12/11 06:00:00 3 0.06 54.52% 0.3 194 1985/11/25 04:00:00 1985/11/25 05:00:00 2 0.06 54.80% 0.3 195 1977/01/05 19:00:00 1977/01/07 06:00:00 36 0.06 55.08% 0.3 196 1967/11/21 13:00:00 1967/11/21 14:00:00 2 0.059 55.37% 0.3 197 1967/11/19 08:00:00 1967/11/19 17:00:00 10 0.059 55.65% 0.29 198 1982/01/01 09:00:00 1982/01/0110:00:00 2 0.058 55.93% 0.29 199 1981/03/01 11:00:00 1981/03/02 13:00:00 27 0.058 56.21% 0.29 200 1973/02/1300:00:00 1973/02/1303:00:00 4 0.057 56.50% 0.29 201 1976/07/22 11:00:00 1976/07/22 13:00:00 3 0.056 56.78% 0.29 202 1957/01/07 14:00:00 1957/01/07 18:00:00 5 0.056 57.06% 0.29 203 1981/01/29 18:00:00 1981/01/29 19:00:00 2 0.056 57.34% 0.29 204 1986/09/25 05:00:00 1986/09/25 06:00:00 2 0.055 57.63% 0.28 205 2001/11/24 17:00:00 2001/11/24 18:00:00 2 0.055 57.91% 0.28 206 1958/01/26 09:00:00 1958/01/26 10:00:00 2 0.054 58.19% 0.28 207 1982/04/01 09:00:00 1982104/0112:00:00 4 0.054 58.47% 0.28 208 1970/12/21 08:00:00 1970/12/21 09:00:00 2 0.053 58.76% 0.28 209 2004/10/18 07:00:00 2004/10/18 07:00:00 1 0.052 59.04% 0.28 210 1993/11/30 04:00:00 1993/11/30 04:00:00 1 0.052 59.32% 0.28 211 1993/03/28 02:00:00 1993/03/28 03:00:00 2 0.052 59.60% 0.28 212 1951/12/29 23:00:00 1951/12/3011:00:00 13 0.051 59.89% 0.27 213 1976/07/15 14:00:00 1976/07/15 16:00:00 3 0.051 60.17% 0.27 214 2001/04/07 17:00:00 2001/04/07 18:00:00 2 0.051 60.45% 0.27 215 1967/04/11 08:00:00 1967/04/11 10:00:00 3 0.05 60.73% 0.27 216 1995/01/07 19:00:00 1995/01/08 06:00:00 12 0.05 61.02% 0.27 217 1998/05/12 17:00:00 1998/05/12 18:00:00 2 0.05 61.30% 0.27 218 1951/11/23 05:00:00 1951/11/23 06:00:00 2 0.05 61.58% 0.27 219 1966/12/03 15:00:00 1966/12/03 17:00:00 3 0.05 61.86% 0.27 220 1969/01/26 18:00:00 1969/01/26 20:00:00 3 0.05 62.15% 0.26 221 1954/03/22 13:00:00 1954/03/23 11:00:00 23 0.049 62.43% 0.26 222 1973/03/11 12:00:00 1973/03/11 21:00:00 10 0.049 62.71% 0.26 223 1969/02/2004:00:00 1969/02/20 05:00:00 2 0.049 62.99% 0.26 224 1957/04/20 15:00:00 1957/04/20 17:00:00 3 0.049 63.28% 0.26 225 1979/03/27 04:00:00 1979/03/28 10:00:00 31 0.048 63.56% 0.26 226 1962/02/08 10:00:00 1962/02/08 17:00:00 8 0.048 63.84% 0.26 227 1969/02/2203:00:00 1969/02/2206:00:00 4 1 0.048 1 64.12% 10.26 10/20/2016 10:33 AM 5/8 0 0 0 Excel Engineering pea kFlowStatisticsPre.csv Rank Start Date End Date Duration Peak Frequency Return Period 228 1970/03/04 23:00:00 1970/03/0501:00:00 3 0.047 64.41% 0.25 229 1966/01/30 07:00:00 1966/01/30 19:00:00 13 0.047 64.69% 0.25 230 1974/03/0801:00:00 1974/03/08 09:00:00 9 0.047 64.97% 0.25 231 1978/03/11 21:00:00 1978/03/12 11:00:00 15 0.046 65.25% 0.25 232 1979/03/17 05:00:00 1979/03/17 05:00:00 1 0.046 65.54% 0.25 233 1954/11/11 02:00:00 1954/11/11 10:00:00 9 0.046 65.82% 0.25 234 1966/12/06 19:00:00 1966/12/06 21:00:00 3 0.046 66.10% 0.25 235 1964/01/21 07:00:00 1964/01/21 08:00:00 2 0.045 66.38% 0.25 236 1982/02/10 14:00:00 1982/02/10 19:00:00 6 0.045 66.67% 0.25 237 1984/12/18 22:00:00 1984/12/20 03:00:00 30 0.045 66.95% 0.25 238 1984/11/24 17:00:00 1984/11/24 21:00:00 5 0.045 67.23% 0.24 239 1978/02/08 20:00:00 1978/02/09 01:00:00 6 0.044 67.51% 0.24 240 1995/04/18 10:00:00 1995/04/18 11:00:00 2 0.044 67.80% 0.24 241 2000/02/20 17:00:00 2000/02/21 18:00:00 26 0.044 68.08% 0.24 242 1994/02/07 14:00:00 1994/02/07 15:00:00 2 0.043 68.36% 0.24 243 1978/03/04 14:00:00 1978/03/04 15:00:00 2 0.043 68.64% 0.24 244 1978/02/07 17:00:00 1978/02/07 20:00:00 4 0.043 68.93% 0.24 245 1964/01/22 08:00:00 1964/01/22 09:00:00 2 0.043 69.21% 0.24 246 1960/11/05 20:00:00 1960/11/06 12:00:00 17 0.042 69.49% 0.24 247 1982/01/2900:00:00 1982/01/2900:00:00 1 0.042 69.77% 0.24 248 1976/02/0604:00:00 1976/02/0606:00:00 3 0.042 70.06% 0.23 249 1974/12/0409:00:00 1974/12/0409:00:00 1 0.042 70.34% 0.23 250 1988/11/1407:00:00 1988/11/1408:00:00 2 0.042 70.62% 0.23 251 1987/02/2501:00:00 1987/02/2502:00:00 2 0.042 70.90% 0.23 252 1973/03/08 13:00:00 1973/03/08 14:00:00 2 0.041 71.19% 0.23 253 1982/01/0509:00:00 1982/01/05 10:00:00 2 0.041 71.47% 0.23 254 1983/03/21 04:00:00 1983/03/21 05:00:00 2 0.04 71.75% 0.23 255 1977/03/2501:00:00 1977/03/25 03:00:00 3 0.04 72.03% 0.23 256 1981/03/05 02:00:00 1981/03/05 08:00:00 7 0.04 72.32% 0.23 257 1998/01/09 17:00:00 1998/01/09 18:00:00 2 0.04 72.60% 0.23 258 1970/11/30 15:00:00 1970/11/30 23:00:00 9 0.04 72.88% 0.23 259 1963/02/0923:00:00 1963/02/11 00:00:00 26 0.04 73.16% 0.22 260 1983/03/06 05:00:00 1983/03/06 06:00:00 2 0.039 73.45% 0.22 261 1962/03/1900:00:00 1962/03/1901:00:00 2 0.038 73.73% 0.22 262 2003/12/25 18:00:00 2003/12/25 18:00:00 1 0.038 74.01% 0.22 263 1983/02/26 13:00:00 1983/02/26 14:00:00 2 0.038 74.29% 0.22 264 1978/02/05 12:00:00 1978/02/06 11:00:00 24 0.037 74.58% 0.22 265 1994/03/20 05:00:00 1994/03/20 06:00:00 2 0.036 74.86% 0.22 266 1965/12/1604:00:00 1965/12/1608:00:00 5 0.036 75.14% 0.22 267 1976/07/08 13:00:00 1976/07/08 14:00:00 2 0.035 75.42% 0.22 268 2006/04/04 20:00:00 2006/04/04 22:00:00 3 0.035 75.71% 0.22 269 2002/12/16 17:00:00 2002/12/16 18:00:00 0.034 75.99% 0.22 270 1975/03/08 09:00:00 1975/03/08 09:00:00 1 0.034 76.27% 0.22 271 1954/01/24 11:00:00 1954/01/24 13:00:00 3 0.034 76.55% 0.21 272 1957/10/14 05:00:00 1957/10/14 05:00:00 1 0.034 76.84% 0.21 273 1972/01/1822:00:00 1972/01/1903:00:00 6 0.033 77.12% 0.21 274 1 1966/02/06 14:00:00 1966/02/06 15:00:00 2 0.033 1 77.40% 10.21 10/20/2016 10:33 AM 6/8 0 4 . Excel Engineering peakFlowStatisticsPre csv -. •. ... . Rank Start Date - End Date Duration - Peak Frequenci Return Period 275 1996/12/11 09:00:00 1996/12/11 17:00:00 9 0.033 77.68% 0.21 -276 1985/02/09 11:00:00 1985/02/09 12:00:00 2 . 0.033 77.97% 0.21 277 1998/03/25 17:00:00 1998/03/26 18:00:00 26 . 0.033 78.25% 0.21 278 1998/03/31 17:00:00 1998/03/31 18:00:00 2 . 0.033 - 78.53% 0.21 - .279 . 1969/02/18 08:00:00 1969/02/18 15:00:00 8 0.032 78.81% .21 280 1962/02/21 05:00:00 1962/02/21 06:00:00 2 0.032 79.10% 0.21 281 .. 1952/01/13 04:00:00 1952/01/13 12:00:00 9 0.032- 79.38% 0.21 282 1959/02/2111:00:00 1959/02/2112:00:00 2 0.032 79.66% 0.21 283 1996/02/2721:00:00 1996/02/2722:00:00 2 0.032 79.94% 0.21 284 1975/03/10 12:00:00 1975/03/10 23:00:00 12 0.032 0.2 285 1979/01/31 08:00:00 1979/01/31 09:00:00 2 - 0.031 80.51% 0.2 286 1993/01/31 00:00:00 1993/01/31 00:00:00 1 0.03 . 80.79% 0.2 287 1981/02/0905:00:00 1981/02/0906:00:00 2 0.03 81.07% 0.2 288 . 1959/02/1604:00:00 1959/02/1620:00:00 17 - - 0.03 81.36% 0.2 289 2005/02/1119:00:00 2005/02/12 00:00:00 6 0.03 . - 81.64% 0.2 - 290 1954/03/25 02:00:00 1954/03/25 04:00:00 3 0.029 - 81.92% 0.2 291 - 1982/01/2006:00:00 1982/01/20 23:00:00 - 18 0.029 82.20% 0.2 292 1980/12/0711:00:00 - 1980/12/0712:00:00 - 2 0.028 82.49% 0.2 293 1958/02/2508:00:00 1958/02/2509:00:00 2 0.028 82.77% 0.2 -'. - 294 1983/11/12 19:00:00 1983/11/12 19:00:00 - .1 0.028 83.05% . - 295 1967/01/24 19:00:00 1967/01/24 22:00:00 - 4 -. 0.028 83.33% 0.2 296 1983/02/08 06:00:00 1983/02/0807:00:00 2 0.027 83.62% 0.2 - 297 - - -1997/12/06.17:00:00 ..1997/12/06 18:00:00. . 2 0.027 * 83.90% •. 0.2 . 298 - 1955/02/27 20:00:00 - 1955/02/27 20:00:00 - - - 1 -. 0.027 84.18% 0.2 - 299 - 1974/01/08 03:00:00 1974/01/08 04:00:00 2 - -- 0.026 84.46% 0.19 300 1965/02/0621:00:00 . 1965/02/0622:00:00 2 0.026 84.75% 0.19 - 301 - -1965/11/14 22:00:00 1965/11/15 01:00:00 4 - - 0.026 - - 85.03% 0.19 302 - 2007/04/20 15:00:00 2007/04/20 15:00:00 1 - 0.025 85.31% 0.19 - - - 303 1980/01/1803:00:00 - 1980/01/18 04:00:00 2 0.025 85.59% 0.19 - 304 1994/03/07 02:00:00 1994/03/07 02:00:00 1 . 0.024 - 85.88% 0.19 305 1980/03/25 23:00:00 1980/03/26 00:00:00 2 - 0.023 - 86.16% 0.19 306 -- 1971/12/27 17:00:00 1971/12/28 14:00:00 - - - 22 0.022 - 86.44% 0.19 - 307 1976/02/1007:00:00 1976/02/1008:00:00 2 0.022 86.72% 0.19 - - 308 1982/03/14 23:00:00 1982/03/14 23:00:00 1 . 0.022 87.01% 0.19 - - - 309 1973/02/1511:00:00 1973/02/1512:00:00 2 - 0.022 87.29% 0.19 - - 310 1966/11/07 16:00:00 1966/11/07 16:00:00 0.021' 87.57% - 0.19 .- - - 311 1996/02/2613:00:00 1996/02/2614:00:00 2 - 0.021 - - 87.85% - 0.19 - 312 2008/02/24 09:00:00 2008/02/24 09:00:00 1 - - 0.02 -88.14% 0.19 - -- - 313 - .1984/12/08 00:00:00 1984/12/08 01:00:00 2 - 0.02 88.42% 0.19 - - - - - - 314 1977/05/09 02:00:00 - 1977/05/09 02:00:00 - - 0.02 88.70% - 0.19 - 315 1999/04/12 02:00:00 1999/04/12 03:00:00 - 2 0.019 88.98% 0.18 - - - 316 - 1992/03/22 16:00:00 - 1992/03/2303:00:00 - . - 12 0.018 - - 89.27% 0.18 - 317 2006/02/2806:00:00 2006/02/2806:00:00 - -- . 1 0.017 89.55% 0.18 - 318 - 1963/09/17 17:00:00 1963/09/17 17:00:00 - 1 0.016 89.83% 0.18 - - - - 319 1952/04/1017:00:00 1952/04/1018:00:00 - - 2 - 0.015. 90.11% 0.18 320 1998/02/1917:00:00 1998/02/1918:00:00 - 2 - 0.015 - 90.40% 0.18 321 - . 1953/03/01 22:00:00 1953/03/01 22:00:00 1 - 0.015 . 90.68% 0.18 '1 Excel Engineering pea kFlowStatisticsPre.csv Rank Start Date End Date Duration Peak Frequency Return Period 322 1983/03/18 06:00:00 1983/03/18 08:00:00 3 0.015 90.96% 0.18 323 1952/12/20 12:00:00 1952/12/20 13:00:00 2 0.014 91.24% 0.18 324 1998/04/11 17:00:00 1998/04/11 18:00:00 2 0.014 91.53% 0.18 325 1982/03/2604:00:00 1982/03/26 04:00:00 1 0.014 91.81% 0.18 326 1978/03/09 17:00:00 1978/03/09 17:00:00 0.013 92.09% 0.18 327 1991/01/09 14:00:00 1991/01/09 14:00:00 0.013 92.37% 0.18 328 1977/12/26 06:00:00 1977/12/26 06:00:00 1 0.013 92.66% 0.18 329 1998/11/08 08:00:00 1998/11/08 08:00:00 0.013 92.94% 0.18 330 2001/03/06 17:00:00 2001/03/06 18:00:00 2 0.012 93.22% 0.18 331 1954/03/16 22:00:00 1954/03/16 22:00:00 0.012 93.50% 0.18 332 1970/01/16 18:00:00 1970/01/16 19:00:00 2 0.012 93.79% 0.18 333 2001/01/12 07:00:00 2001/01/12 11:00:00 5 0.012 94.07% 0.17 334 1957/03/16 10:00:00 1957/03/16 10:00:00 0.011 94.35% 0.17 335 1971/04/14 11:00:00 1971/04/14 11:00:00 0.011 94.63% 0.17 336 1983/04/18 08:00:00 1983/04/18 08:00:00 0.01 94.92% 0.17 337 1978/01/19 08:00:00 1978/01/19 08:00:00 0.01 95.20% 0.17 338 1996/01/31 20:00:00 1996/02/01 09:00:00 14 0.01 95.48% 0.17 339 1969/04/05 21:00:00 1969/04/0521:00:00 0.01 95.76% 0.17 340 1973/02/11 07:00:00 1973/02111 07:00:00 0.01 96.05% 0.17 341 1958/03/06 10:00:00 1958/03/06 10:00:00 0.01 96.33% 0.17 342 1969/01/28 19:00:00 1969/01/28 19:00:00 0.009 96.61% 0.17 343 2000/04/17 19:00:00 2000/04/17 19:00:00 0.009 96.89% 0.17 344 1965/12/14 17:00:00 1965/12/14.17:00:00 0.008 97.18% 0.17 345 1976/04/15 18:00:00 1976/04/15 18:00:00 0.008 97.46% 0.17 346 1976/02/0822:00:00 1976/02/0822:00:00 0.008 97.74% 0.17 347 1969/03/21 13:00:00. 1969/03/21 13:00:00 0.008 98.02% 0.17 348 1987/12104 21:00:00 1987/12/04 21:00:00 0.008 98.31% 0.17 349 1969/11/0709:00:00 1969/11/0709:00:00 0.007 98.59% 0.17 350 1995/01/24 00:00:00 1995/01/24 00:00:00 0.006 98.87% 0.17 351 1956/01/31 10:00:00 1956/01/31 10:00:00 0.006 99.15% 0.17 352 1980/03/10 16:00:00 1980/03/10 16:00:00 0.006 99.44% 0.17 353 1952/12/30 19:00:00 195211213023:00:00 5 0.005 1 99.72% 10.16 -End of Data 10/20/2016 10:33 AM 8/8 . S . Excel Engineering pea kFlowStatisticsPostMitigated.csv SWMM.out file name: Q:\13\13070\gpip\gp2\Storm\SWMM\swmm calcs\OUTFALL C\3A-1 3070-MIT POST-POCC-SmallPaver.out SWMM.out time stamp: 10/20/2016 9:47:47 AM 010: 0.000 05: 0.000 Q2: 0.000 Peak Flow Statistics Table Values Rank Start Date End Date Duration Peak Frequency Return Period 1 1995/01/03 15:00:00 1995/01/20 05:00:00 399 0.844 0.23% 58 2 1969/02/18 10:00:00 1969/03/05 04:00:00 355 0.25 0.46% 29 3 1978/02/27 20:00:00 1978/03/15 20:00:00 385 0.248 0.69% 19.33 4 1980/01/28 11:00:00 1980/02/06 13:00:00 219 0.246 0.92% 14.5 5 1977/1212521:00:00 1978/01/25 09:00:00 733 0.234 1.15% 11.6 6 1980/02/13 15:00:00 1980/02/28 07:00:00 353 0.232 1.39% 9.67 7 1965/11/14 23:00:00 1965/11/30 20:00:00 382 0.23 1.62% 8.29 8 1982/03/14 16:00:00 1982/03/2721:00:00 318 0.227 1.85% 7.25 9 1978/02/05 13:00:00 1978/02/1923:00:00 347 0.226 2.08% 6.44 10 1998/02/0311:00:00 1998/03/03 08:00:00 670 0.213 2.31% 5.8 11 1993/01/06 05:00:00 1993/01/26 00:00:00 476 0.205 2.54% 5.27 12 1979/01/05 10:00:00 1979/01/22 11:00:00 410 0.202 2.77% 4.83 13 2005/02/11 04:00:00 2005/03/02 08:00:00 461 0.193 3.00% 4.46 14 2004/1212811:00:00 2005/01/18 17:00:00 511 0.193 3.23% 4.14 15 1980/01/09 05:00:00 1980/01/22 17:00:00 325 0.192 3.46% 3.87 16 1966/12103 09:00:00 1966/12/13 12:00:00 244 0.187 3.70% 3.63 17 1995/03/05 06:00:00 1995/03/18 17:00:00 324 0.174 3.93% 3.41 18 1991/0212721:00:00 1991/03/08 16:00:00 212 0.167 4.16% 3.22 19 1996/11/21 18:00:00 1996/11/28 21:00:00 172 0.166 4.39% 3.05 20 1958/0210307:00:00 1958/02/11 03:00:00 189 0.165 4.62% 2.9 21 1986/02/13 12:00:00 1986/02/23 11:00:00 240 0.165 4.85% 2.76 22 1983/02/26 15:00:00 1983/03/12 06:00:00 328 0.161 5.08% 2.64 23 1969/01/19 03:00:00 1969/0210312:00:00 370 0.16 5.31% 2.52 24 1968/03/08 02:00:00 1968/03/15 11:00:00 178 0.159 5.54% 2.42 25 2008/0212205:00:00 2008/03/01 13:00:00 201 0.158 5.77% 2.32 26 1952/01/13 06:00:00 1952/01/28 10:00:00 365 0.143 6.00% 2.23 27 2004/10/18 10:00:00 2004/11/03 20:00:00 395 0.134 6.24% 2.15 28 1991/03/19 03:00:00 1991/04/02 05:00:00 339 . 0.133 6.47% 2.07 29 2007/11/30 10:00:00 2007/12/10 18:00:00 249 0.132 6.70% 2 30 1991/1212918:00:00 1992101/14 03:00:00 370 0.128 6.93% 1.93 31 1997/01/12 17:00:00 1997/01/31 11:00:00 451 0.124 7.16% 1.87 32 1958/04/01 11:00:00 1958/04/13 13:00:00 291 0.122 7.39% 1.81 33 1976/12/30 17:00:00 1977/01/13 15:00:00 335 0.109 7.62% 1.76 34 2004/02/2209:00:00 2004/03/04 13:00:00 269 0.108 7.85% 1.71 35 2008/01/05 06:00:00 2008/01/13 11:00:00 198 0.106 8.08% 1.66 36 1962/01/20 15:00:00 1962/01/28 16:00:00 194 0.089 8.31% 1.61 37 1967/12/18 19:00:00 1967/1212522:00:00 172 0.084 8.55% 1.57 38 1992/02/06 13:00:00 199210212118:00:00 366 0.079 8.78% 1.53 39 1983/12/24 20:00:00 1984/01/01 23:00:00 196 0.077 9.01% 1.49 10/20/2016 10:33 AM 1/10 0 'Excel Engineering, pea kFlowStatisticsPostMitigated csv Rank Start Date End Date . Duration Peak Frequency - Return Period 40 2003/02/25 10:00:00 2003/03/05 18:00:00 201 0.074 9.24% 1.45 41 1967/01/22 19:00:00 1967/01/31 06:00:00 204 -. - 0.073 9.47% 1.42 -. - 42 1980/03/02 23:00:00 1980/03/13 09:00:00 251 0.065 9.70% 1.38 43 . 1963/11/20 05:00:00 1963/11/27 08:00:00 172 0.059 9.93% 1.35 44 2003/04/14 11:00:00 2003/04/21 08:00:00 166 0.048 10.16% 1.32 45 1956/01/25 20:00:00 1956/02/03 15:00:00 212 0.047 10.39% 1.29 46 1976/02/04 17:00:00 1976/02/15 18:00:00 266 0.046 10.62% 1.26 47 1987/12/16 15:00:00 1987/12/2321:00:00 175 - 0.045 10.85% 1.23 48 1977/08/17 03:00:00 1977/08/23 19:00:00 161 0.04 11.09% 1.21 49 1971/12/2210:00:00 1972/01/0205:00:00 260 0.038 11.32% 1.18 50 1983/01/27 10:00:00 1983/02/0920:00:00 323 0.036 11.55% 1.16 51 1954/01/19 00:00:00 1954/01/28 21:00:00 238 0.033 11.78% 1.14 52 1957/01/26 09:00:00 1957/02/04 20:00:00 228 0.031 12.01% 1.12 53 1985/11/11 10:00:00 1985/11/1801:00:00 160 0.023 12.24% 1.09 54 . 1958/03/15 21:00:00 1958/03/29 12:00:00 328 0.023 12.47% 1.07 55 1952/03/0711:00:00 1952/03/2214:00:00 364 0.018 . 12.70% 1.06 56 1987/10/11 18:00:00 1987/10/18 21:00:00 172 0.017 12.93% 1.04 57 1951/12/2912:00:00 1952/01/05 13:00:00 170 0.014 13.16% 1.02 - 58 2003/02/1118:00:00 2003/02/1910:00:00 185 0.014 13.39% 1 59 1985/11/25 01 :00:00 1985/12/0705:00:00 293 0.014 13.63% 0.98 60 1963/02/0920:00:00 1963/02/1706:00:00 179. 0.014 13.86% 0.97 -61 1960/01/1016:00:00 1960/01/2015:00:00 240 .0.014 14.09% 0.95 62 1981/11/2703:00:00 1981/12/0419:00:00 185 0.014 14.32% 0.94 63 1975/04/0811:00:00 1975/04/1423:00:00 -157 0.014 14.55% 0.92 -- 64 1972/01/1622:00:00 1972/01/2414:00:00 185 0.014 14.78% 0.91 _65 1970/12/1806:00:00 1970/12/2620:00:00 _. 207 0.014 15.01% 0.89 66 1962/02/0800:00:00 1962/02/1420:00:00 165 0.013 15.24% 0.88 67 1965/03/3116:00:00 1965/04/1509:00:00 354 0.013 15.47% 0.87 68 1956/04/1300:00:00 1956/04/1906:00:00 151 0.013 15.70% 0.85 69 1954/02/1319:00:00 1954/02/1916:00:00 142 0.013 15.94% 0.84 70 - 1967/11/1910:00:00 1967/11/2710:00:00 193 0.013 16.17% 0.83 , 71 1963/09/1709:00:00 1963/09/2405:00:00 165 0.013 - 16.40% 0.82 72 1993/02/0800:00:00 1993/02/1402:00:00 147 0.013 16.63% 0.81 - 73 2001/02/1319:00:00 2001/02/2116:00:00 190 0.013 16.86% 0.8 74 1957/01/0716:00:00 1957/01/1900:00:00 273 0.013 17.09% 0.78 75 2001/01/1103:00:00 2001/01/1708:00:00 150 0.013 17.32% .77 76 1952/11/1418:00:00 1952/11/2109:00:00 160 0.013 - 17.55% 0.76 _- 77 1970/02/2816:00:00 1970/03/0817:00:00 194 0.013 17.78% .75 78 1988/12/1521:00:00 - -1988/12/3015:00:00 355 0.013 18.01% 0.74 79 1977/05/0815:00:00 1977/05/1406:00:00 136 0.013 18.24% 0.73 __--- 80 1993/02/1815:00:00 1993/02/2711:00:00 213 0.013 18.48% 0.73 - 81 1984/12/2703:00:00 1985/01/0117:00:00 135 0.013 18.71% 0.72 . 82 1970/11/3006:00:00 -1970/12/0521:00:00 136 0.013 18.94% 0.71 83 -1961/12/0122:00:00 1961/12/0722:00:00 145 0.013 -19.17% 0.7 84 1986/03/0820:00:00 1986/03/2108:00:00 301 0.013 -19.40% 0.69 85 1976/09/1006:00:00 1976/09/1511:00:00 126 0.013 19.63% 10.68 • -86 2008/01/2703:00:00 2008/02/0202:00:00 144 -0.013 1 19.86% 10.67 - Excel Engineering pea kFlowStatisticsPostMitigated.csv Rank Start Date End Date Duration Peak Frequency Return Period 87 1960/02101 22:00:00 1960/02/0623:00:00 122 0.013 20.09% 0.67 88 1986/11/18 05:00:00 1986/11/23 05:00:00 121 0.013 20.32% 0.66 89 2001/02125 16:00:00 2001/03/04 13:00:00 166 0.013 20.55% 0.65 90 1954/11/11 05:00:00 1954/11/16 04:00:00 120 0.013 20.79% 0.64 91 1969/02/06 11:00:00 1969/02/11 14:00:00 124 0.013 21.02% 0.64 92 1994/02/04 01:00:00 1994/02/11 14:00:00 182 0.013 21.25% 0.63 93 1988/04/20 04:00:00 1988/04/26 11:00:00 152 0.013 21.48% 0.62 94 1996/12/09 21:00:00 1996/12/16 03:00:00 151 0.013 21.71% 0.62 95 1974/03/08 02:00:00 1974/03/12 21:00:00 116 0.013 21.94% 0.61 96 1972/11/14 17:00:00 1972/11/2117:00:00 169 0.013 22.17% 0.6 97 1967/03/13 13:00:00 1967/03/18 08:00:00 116 0.012 22.40% 0.6 98 1994/03/25 00:00:00 1994/03/29 22:00:00 119 0.012 22.63% 0.59 99 1960/04/27 07:00:00 1960/05/01 20:00:00 110 0.012 22.86% 0.59 100 1954/03/20 15:00:00 1954/03/28 22:00:00 200 0.012 23.09% 0.58 101 1965/12/09 13:00:00 1965/12/19 17:00:00 245 0.012 23.33% 0.57 102 1983/03/17 07:00:00 1983/03/28 17:00:00 275 0.012 23.56% 0.57 103 1952111/30 04:00:00 1952/12/0619:00:00 160 0.012 23.79% 0.56 104 1981/12/30 10:00:00 1982/01/09 13:00:00 244 0.012 24.02% 0.56 105 1978/12117 02:00:00 1978/12/23 06:00:00 149 0.012 24.25% 0.55 106 1988/01/17 13:00:00 1988/01/2201:00:00 109 0.012 24.48% 0.55 107 1958/01/25 06:00:00 1958/01/31 06:00:00 145 0.012 24.71% 0.54 108 1978/09/05 20:00:00 1978/09/10 11:00:00 112 0.012 24.94% 0.54 109 1981/02/25 22:00:00 1981/03/09 08:00:00 275 0.012 25.17% 0.53 110 1963/03/17 02:00:00 1963/03/21 16:00:00 111 0.012 25.40% 0.53 111 1958/02/1912:00:00 1958/02/2321:00:00 106 0.012 25.64% 0.52 112 1982101/20 07:00:00 1982101/25 06:00:00 120 0.012 25.87% 0.52 113 1988/02/0204:00:00 1988/02/0611:00:00 104 0.012 26.10% 0.51 114 1974/01/07 17:00:00 1974/01/12 09:00:00 113 0.012 26.33% 0.51 115 1999/01/25 09:00:00 1999/01/31 19:00:00 155 0.012 26.56% 0.5 116 1990/02/17 18:00:00 1990/02/2212:00:00 115 0.012 26.79% 0.5 117 1986/09/24 20:00:00 1986/09/29 02:00:00 103 0.012 27.02% 0.5 118 2003/03/15 17:00:00 2003/03/20 14:00:00 118 0.012 27.25% 0.49 119 2000/10/30 00:00:00 2000/11/03 20:00:00 117 0.012 27.48% 0.49 120 1979/03/17 07:00:00 1979/03/24 06:00:00 168 0.012 27.71% 0.48 121 1975/03/08 10:00:00 1975/03/15 11:00:00 170 0.012 27.94% 0.48 122 1994/03/19 05:00:00 1994/03/23 18:00:00 110 0.012 28.18% 0.48 123 1984/12/18 16:00:00 1984/12/23 17:00:00 122 0.012 28.41% 0.47 124 1988/11/25 09:00:00 1988/11/29 10:00:00 98 0.012 28.64% 0.47 125 1979/03/27 07:00:00 1979/03/31 20:00:00 110 0.012 28.87% 0.46 126 1960/02/2904:00:00 1960/03/04 18:00:00 111 0.012 29.10% 0.46 127 1992112/0711:00:00 1992/12/1112:00:00 98 0.012 29.33% 0.46 128 1983111/12 02:00:00 1983/11/16 10:00:00 105 0.012 29.56% 0.45 129 1981/01/28 09:00:00 1981/02/02 20:00:00 132 0.012 29.79% 0.45 130 1955/01/16 11:00:00 1955/01/22 19:00:00 153 0.012 30.02% 0.45 131 1981/02/0823:00:00 1981/02/12 18:00:00 92 0.012 30.25% 0.44 132 1985/12/11 06:00:00 1985/12/1423:00:00 90 0.012 1 30.48% 0.44 133 1978/03/30 18:00:00 1978/04/04 08:00:00 111 1 0.012 1 30.72% 10.44 10/20/2016 10:33 AM 3/10 0 0 0 Excel Engineering peakFlowStatisticsPostMitigated.csv Rank Start Date End Date Duration Peak Frequency Return Period 134 1966/02/06 13:00:00 1966/02/11 13:00:00 121 0.012 30.95% 0.43 135 1957/05/11 04:00:00 1957/05/15 00:00:00 93 0.012 31.18% 0.43 136 2002/11/08 18:00:00 2002/11/12 19:00:00 98 0.012 31.41% 0.43 137 1983/09/30 02:00:00 1983/10/04 23:00:00 118 0.012 31.64% 0.42 138 1973/02/11 09:00:00 1973/02/1721:00:00 157 0.012 31.87% 0.42 139 1959/02/11 11:00:00 1959/02/1921:00:00 203 0.012 32.10% 0.42 140 1994/03/07 04:00:00 1994/03/10 13:00:00 82 0.012 32.33% 0.41 141 1992/03/21 01:00:00 1992/03/27 22:00:00 166 0.012 32.56% 0.41 142 1995/04/16 11:00:00 1995/04/21 21:00:00 131 0.012 32.79% 0.41 143 1982/12/08 00:00:00 1982/12/1111:00:00 84 0.012 33.03% 0.41 144 2001/01/26 14:00:00 2001/01/30 22:00:00 105 0.012 33.26% 0.4 145 1983/11/24 23:00:00 1983/11/28 15:00:00 89 0.012 33.49% 0.4 146 1995/01/24 01:00:00 1995/01/29 12:00:00 132 0.012 33.72% 0.4 147 1983/04/18 09:00:00 1983/04/24 09:00:00 145 0.012 33.95% 0.4 148 1965/02/0603:00:00 1965/02/1001:00:00 95 0.012 34.18% 0.39 149 1981/03/19 22:00:00 1981/03/23 12:00:00 87 0.012 34.41% 0.39 150 1957/02/2822:00:00 1957/03/04 15:00:00 90 0.012 34.64% 0.39 151 1982/02/10 10:00:00 1982/02/1323:00:00 86 0.012 34.87% 0.38 152 1988/04/14 22:00:00 1988/04/18 14:00:00 89 0.012 35.10% 0.38 153 1964/01/21 10:00:00 1964/01/25 16:00:00 103 0.012 35.33% 0.38 154 2006/02/2801:00:00 2006/03/04 04:00:00 100 0.012 35.57% 0.38 155 1976/07/22 13:00:00 1976/07/25 15:00:00 75 0.012 35.80% 0.37 156 1966/11/07 17:00:00 1966/11/11 00:00:00 80 0.012 36.03% 0.37 157 1992/03/02 12:00:00 1992/03/05 17:00:00 78 0.012 36.26% 0.37 158 1976/03/01 18:00:00 1976/03/05 06:00:00 85 0.011 36.49% 0.37 159 1962/02/1521:00:00 1962/02/2402:00:00 198 0.011 36.72% 0.37 160 1976/07/15 15:00:00 1976/07/18 13:00:00 71 0.011 36.95% 0.36 161 1987/01/06 22:00:00 1987/01/10 01:00:00 76 0.011 37.18% 0.36 162 1959/02/2112:00:00 1959/02/2422:00:00 83 0.011 37.41% 0.36 163 1973/03/05 11:00:00 1973/03/15 03:00:00 233 0.011 37.64% 0.36 164 2006/04/04 19:00:00 2006/04/08 02:00:00 80 0.011 37.88% 0.35 165 1967/04/11 10:00:00 1967/04/14 11:00:00 74 0.011 38.11% 0.35 166 1959/12/21 08:00:00 1959/12/27 21:00:00 158 0.011 38.34% 0.35 167 1990/01/17 03:00:00 1990/01/20 19:00:00 89 0.011 38.57% 0.35 168 2000/02/2018:00:00 2000/02/2515:00:00 118 0.011 38.80% 0.35 169 2002/12/20 16:00:00 2002/12/24 17:00:00 98 0.011 39.03% 0.34 170 1970/02/10 09:00:00 1970/02/13 22:00:00 86 0.011 39.26% 0.34 171 1977/03/25 00:00:00 1977/03/28 09:00:00 82 0.011 39.49% 0.34 172 1973/11/23 02:00:00 1973/11/26 08:00:00 79 0.011 39.72% 0.34 173 1982/12/23 01:00:00 1982/12/26 08:00:00 80 0.011 39.95% 0.34 174 1985/02/0910:00:00 1985/02/1210:00:00 73 0.011 40.18% 0.33 175 1961/01/26 13:00:00 1961/01/29 09:00:00 69 0.011 40.42% 0.33 176 1994/02/1713:00:00 1994/02/2017:00:00 77 0.011 40.65% 0.33 177 1996/01/31 06:00:00 1996/02/0416:00:00 107 0.011 40.88% 0.33 178 1974/12/0410:00:00 1974/12/07 06:00:00 69 0.011 41.11% 0.33 179 1968/12/25 21:00:00 1968/12/28 21:00:00 73 0.011 41.34% 0.32 180 1976/07/08 15:00:00 1 1976/07/11 07:00:00 1 65 0.011 1 41.57% 0.32 10/20/2016 10:33 AM 4/10 0 . Excel Engineering . pe'akFlowStatisticsPostMitigated.csv Rank - Start Date End Date . Duration. Peak . . Frequency Return Period •. 181 . 1973/03/20 11:00:00 • 1973/03/23 08:00:00 70 0.011 - 41.80% 0.32 - - 182 .1969/01/14 04:00:00 1969/01/17 02:00:00 71 0.011 42.03% 0.32 183 1964/11/17 17:00:00 1964/11/20 17:00:00 73 0.01 • 42.26% 0.32 184 1993/03/26 02:00:00 1993/03/30 15:00:00 110 0.011 42.49% 0.32 185 2003/12/25 03:00:00 2003/12/28 08:00:00 • 78 0.011 42.73% 0.31 186 - 2007/01/31 02:00:00 2007/02/02 21:00:00 68 0.011 42.96% 0.31 - 187 - 1962/03/18 20:00:00 1962/03/21 17:00:00 70 0.011 43.19% 0.31 188 1986/02/08 03:00:00 1986/02/11 00:00:00 70 0.011 43.42% 0.31 189 1966/01/30 10:00:00 1966/02/02 10:00:00 73- . 0.011 43.65% 0.31 190 1982/04/0112:00:00 1982/04/04 19:00:00 80 . 0.011 43.88% 0.31 191 2006/03/11 00:00:00 2006/03/14 04:00:00 77 . 69 .. 0.01 44.11% 0.3 192 1958/03/06 12:00:00 - 1958/03/09 08:00:00 ''0.011- 44.34% 0.3 193 1979/01/31 05:00:00 1979/02/04 22:00:00 114 0.011 44.57% 0.3 194 1998/01/29 17:00:00 1998/02/0115:00:00 . 71 0.011 - 44.80% 0.3 - 195 1974/10/29 06:00:00 1974/10/31 20:00:00 63 0.011 . . 45.03% 0.3 196 2005/04/28 11:00:00 2005/05/01 01:00:00 63 0.011 . 45.27% 0.3 197 1979/11/07 21:00:00 1979/11/10 11:00:00 63 0.011 . 45.50% 0.29 198 1955/04/30 22:00:00 1955/05/03 23:00:00 74 0.011 45.73% 0.29 199 . 1951/12/1202:00:00 . 1951/12/1420:00:00 67 0.011 45.96% 0.29 . 200 . 1982/11/0921:00:00 . 1982/11/1223:00:00 75 0.011 . . 46.19% 0.29 201. 1979/03/0112:00:00 1979/03/04 01:00:00 62 . . 0.011 46.42% 0.29 202.. 1982/11/2915:00:00 1982/12/0220:00:00 . . 78 - 0.011 46.65% 0.29 • . - 203 . 1992/12/27 23:00:00 1992/12/31 10:00:00 84 0.011 46.88% 0.29 ' 204 1986/12/0616:00:00 1986/12/09 08:00:00 - ... 65 - 0.011 . 47.11% 0.28 • - • - 205 .,"1988/11/1409:00:00 1988/11/16 16:00:00 - 56 . - 0.011. 47.34% 0.28 . . 206 1989/03/2515:00:00 1989/03/28 08:00:00 • 66 . . .0.011 47.58% 0.28 - - 207 - 1983/04/2910:00:00 1983/05/03 04:00:00 91 0.011 '47.81% 0.28 - 208 1955/01/10 10:00:00 1955/01/13 05:00:00 68 . 0.01 48.04% - .28 209 .. -. 1993/01/31 02:00:00 1993/02/02 14:00:00 . 61 0.01 . 48.27% 0.28 210 1969/03/21 15:00:00 1969/03/24 02:00:00 60 . 0.01 48.50% 0.28 211 - 1999/04/12 00:00:00 1999/04/14 07:00:00 . 56 0.01 48.73% 0.28 212 1984/11/24 18:00:00 1984/11/27 05:00:00 • 60 0.01 48.96% 0.27 213 1998/01/09 19:00:00 .1998/01/1303:00:00 81 • 0.01 49.19% 0.27 214 1986/04/06 07:00:00 1986/04/08 11:00:00 53 0.01 49.42% . 0.27.. . 215 1990/04/04 11:00:00 1990/04/06 16:00:00 - 54- . - 0.01 . 49.65% 0.27 •. 216 1958/02/25 09:00:00 1958/02/27 16:00:00 56 0.01 49.88% 0.27 • 217 1974/12/2811:00:00 1974/12/3111:00:00 73 0.01 . 50.12% 0.27 .. 218 1996/02/25 13:00:00 1996/02/2923:00:00 107 0.01 - 50.35% 0.27 219 2000/03/05 17:00:00 - 2000/03/09 09:00:00 • 89 . 0.01 • 50.58% 0.27 • 220 1953/01/06 23:00:00 1953/01/10 08:00:00- 82 0.01 50.81% .26.... 221 1987/02/24 08:00:00 1987/02/27 20:00:00 85 0.01 51.04% 0.26 222 . 2006/01/02 04:00:00 2006/01/05 03:00:00 72. 0.01 . 51.27% .26 223 1983/12/0318:00:00 1983/12/06 02:00:00 57 0.01 51.50% 0.26 224 1955/02/27 21:00:00 1955/03/02 01:00:00 53 0.01 51.73% 0.26 . . . 225 2001/12/09 19:00:00 2001/12/12 08:00:00 62 0.01 . 51.96% -. .26 226 - 1969/11/07 00:00:00 - 1969/11/11 05:00:00 102. 0.01 52.19% 10.26 .: 227 1996/10/30 16:00:00 1996/11/01 19:00:00 52 0.01 - 52.42% 10.26 . 10/20/2016 10:33 AM • • - • 5/10 . .-: • •; •.- - .. 1 - 4 Excel Engineering . . ,. peakFloSatistièsPostMitigated.csv 2 Rank Start Date End Date Duration Peak Frequency Return Period 228 1979/10/20 10:00:00 -1979/10/22 17:00:00 56 0.01 . 52.66% 0.25 229 1995/02/14 07:00:00 . 1995/02/16 18:00:00 60 0.01 52.89% 0.25 230 1986/01/30 07:00:00 1986/02/02 20:00:00 86 0.01 53.12% 0.25 231 1991/01/09 17:00:00 1991/01/11 16:00:00 48 0.01 53.35% 0.25 232 1971/02/17 11:00:00 1971/02/19 12:00:00 50 0.01 53.58% 0.25 -' 233 1994/01/25 02:00:00 1994/01/29 03:00:00 98 0.01 53.81% 0.25 234 1957/04/20 17:00:00 1957/04/23 15:00:00 71 0.01 54.04% 0.25 235 1998/11/08 11:00:00 1998/11/10 15:00:00 53 0.01 54.27% 0.25 236 1952/12/20 13:00:00 1952/12/2220:00:00 56 0.01 - 54.50% 0.25 237 1980/12/0416:00:00 1980/12/0914:00:00 .• 119 0.01 54.73% 0.25 .238 2002/12/1619:00:00 2002/12/19 01:00:00 55 61 0.009 54.97% 0.24 239 1960/11/05 23:00:00 1960/11/08 11:00:00 0.009 55.20% 0.24 240 . 1987/12/05 00:00:00 1987/12/06 21:00:00 46 0.009 55.43% 0.24 241 1998/03/25 20:00:00 1998/03/30 03:00:00 . 104 0.009 55.66% 0.24 242 2006/10/14 04:00:00 . - 2006/10/16 04:00:00 49 0.009 55.89% 0.24 243 1964/12/27 12:00:00 1964/12/3006:00:00 . 67 0.009 56.12% 0.24 . . 244 1975/02/03 12:00:00 1975/02/0607:00:00 68 0.009 56.35% 0.24 245 1984/12/0802:00:00 1984/12/1003:00:00 50 0.009 56.58% 0.24 246 1954/03/17 01:00:00 1954/03/19 04:00:00 52 0.009 56.81% 0.24 247 1980/03/2601:00:00 1980/03/2723:00:00. - 47 0.009 57.04% 0.24 248 1971/04/14 14:00:00 1971/04/16 10:00:00 45 0.009 57.27% 0.23 - 249 . 1967/11/30 18:00:00 - 1967/12/0218:00:00 49 0.009 57.51% 0.23 - 250 . 1986/10/09 22:00:00 - 1986/10/12 07:00:00 58 . 0.009 . 57.74% 0.23 . 251' . 1962/03/0611:00:00 1962/03/0815:00:00 . 53 - .. 0.009 57.97% 0.23 - 252. 1965/12/29 22:00:00 1966/01/01 19:00:00 - 70 - - 0.009 58.20% 0.23 253 .- '1952/04/10 18:00:00 1952/04/12 16:00:00 47 . 0.009 58.43% 0.23 254 1996/02/21 12:00:00 1996/02/2316:00:00 . 53 .0.009 58.66%- 0.23 255 1972/12/0418:00:00 1972/12/0611:00:00 42 . 0.009 58.89% 0.23 256 1951/08/28 11:00:00 1951/08/3012:00:00 V-50 0.008 -59.12% 0.23 257 1979/02/21 08:00:00 1979/02/2408:00:00 73 0.008 59.35% 0.23 258 =1960/09/11 07:00:00 ..1960/09/1301:00:00 43 .0.008 59.58% 0.23 .259 2000/02/12 22:00:00 2000/02/1602:00:00 77 0.008 . 59.82% 0.22 260 1957/12/05 06:00:00 1957/12/0710:00:00 53 0.008 60.05% 0.22 261 1999/02/0418:00:00 1999/02/0623:00:00 . 54 0.008 60.28% 0.22 262 2004/12/0515:00:00 2004/12/0707:00:00 41 _. 0.008 60.51% 0.22 263 1999/03/2517:00:00 1999/03/2708:00:00 40 0.008 -. 60.74% 0.22 264 2001/11/24 19:00:00 2001/11/2614:00:00 44 0.008 60.97% 0.22 265 2001/04/0720:00:00 2001/04/0916:00:00 _- -45 0.008 61.20% 0.22 266 2007/04/2018:00:00 . 2007/04/2305:00:00 60 0.008 61.43% 0.22 - 267 1952/12/3022:00:00 1953/01/0203:00:00 54 0.008 61.66% 0.22 268 1952/03/0103:00:00 1952/03/0303:00:00 49 0.008 . 61.89% 0.22 269 1996/12/2721:00:00 1996/12/29 21 :00:00 49 0.008 62.12% 0.22 270 .2005/10/1718:00:00 2005/10/20 01 :00:00 56 0.008 _. 62.36% 0.22 271 982/09/2607:00:00 1982/09/2804:00:00 46 0.008 62.59% 0.21 _V 272 1957/10/1407:00:00 1957/10/1602:00:00 -44 0.008 62.82% 0.21 273 1973/11/1811:00:00 1973/11/2012:00:00 50 - 0.008 63.05% 0.21 .V 274 1993/06/0516:00:00 1993/06/0708:00:00 41 0.008 . 63.28%. 0.21 10/20/2016 10:33 AM - V - 6/10 V .•VV . - - V .. V; Excel Engineering pea kFlowStatisticsPostMitigated.csv Rank Start Date End Date Duration Peak Frequency Return Period 275 1963/11/15 19:00:00 1963/11/17 06:00:00 36 0.008 63.51% 0.21 276 2006/03/29 00:00:00 2006/03/30 21:00:00 46 0.008 63.74% 0.21 277 1975/02/09 19:00:00 1975/02/11 17:00:00 47 0.008 63.97% 0.21 278 2004/04/02 00:00:00 2004/04/03 10:00:00 35 0.008 64.20% 0.21 279 1995/03/21 15:00:00 1995/03/25 07:00:00 89 0.008 64.43% 0.21 280 1997/12/06 20:00:00 1997/12/09 08:00:00 61 0.008 64.67% 0.21 281 1957/03/16 12:00:00 1957/03/18 00:00:00 37 0.008 64.90% 0.21 282 1965/01/24 09:00:00 1965/01/25 23:00:00 39 0.008 65.13% 0.21 283 1957/12/15 15:00:00 1957/12/18 19:00:00 77 0.008 65.36% 0.21 284 1960/11/26 20:00:00 1960/11/28 09:00:00 38 0.008 65.59% 0.2 285 1987/04/04 18:00:00 1987/04/06 04:00:00 35 0.008 65.82% 0.2 286 1960/02/09 01:00:00 1960/02/1119:00:00 67 0.008 66.05% 0.2 287 1955/02/1709:00:00 1955/02/1900:00:00 40 0.008 66.28% 0.2 288 1996/03/13 06:00:00 1996/03/15 00:00:00 43 0.008 66.51% 0.2 289 1959/04/26 08:00:00 1959/04/27 20:00:00 37 0.008 66.74% 0.2 290 1960/01/25 23:00:00 1960/01/27 16:00:00 42 0.008 66.97% 0.2 291 1961/11/25 20:00:00 1961/11/27 13:00:00 42 0.008 67.21% 0.2 292 2007/12/19 04:00:00 2007/12/21 01:00:00 46 0.007 67.44% 0.2 293 1993/11/30 07:00:00 1993/12/01 20:00:00 38 0.007 67.67% 0.2 294 1959/02/0807:00:00 1959/02/10 09:00:00 51 0.007 67.90% 0.2 295 1954/12/1002:00:00 1954/12/1117:00:00 40 0.007 68.13% 0.2 296 2008/02/03 11:00:00 2008/02/0513:00:00 51 0.007 68.36% 0.2 297 1970/01/16 20:00:00 1970/01/18 12:00:00 41 0.007 68.59% 0.2 298 1976/08/30 13:00:00 1976/08/31 23:00:00 35 0.007 68.82% 0.2 299 1980/04/23 06:00:00 1980/04/24 12:00:00 31 0.007 69.05% 0.19 300 1982/01/1022:00:00 1982/01/12 13:00:00 40 0.007 69.28% 0.19 301 1951/11/23 07:00:00 1951/11/24 16:00:00 34 0.007 69.52% 0.19 302 1963/04/17 07:00:00 1963/04/18 15:00:00 33 0.007 69.75% 0.19 303 1988/01/05 18:00:00 1988/01/07 03:00:00 34 0.007 69.98% 0.19 304 1953/11/14 20:00:00 1953/11/16 12:00:00 41 0.007 70.21% 0.19 305 1996/01/21 21:00:00 1996/01/23 15:00:00 43 0.007 70.44% 0.19 306 1987/10/31 11:00:00 1987/11/02 21:00:00 59 0.007 70.67% 0.19 307 1965/03/12 21:00:00 1965/03/15 01:00:00 53 0.007 70.90% 0.19 308 1998/03/31 20:00:00 1998/04/02 21:00:00 50 0.007 71.13% 0.19 309 2004/02/0302:00:00 2004/02/0501:00:00 48 0.007 71.36% 0.19 310 1979/02/14 06:00:00 1979/02/1511:00:00 30 0.007 71.59% 0.19 311 1975/11/28 17:00:00 1975/11/30 04:00:00 36 0.007 71.82% 0.19 312 1990/05/28 11:00:00 1990/05/29 19:00:00 33 0.007 72.06% 0.19 313 1982/01/2902:00:00 1982/01/3009:00:00 32 0.007 72.29% 0.19 314 1990/06/10 09:00:00 1990/06/11 18:00:00 34 0.007 72.52% 0.19 315 1968/02/1307:00:00 1968/02/14 12:00:00 30 0.007 72.75% 0.18 316 1964/03/23 03:00:00 1964/03/25 05:00:00 51 0.007 72.98% 0.18 317 1973/02/2804:00:00 1973/03/01 12:00:00 33 0.007 73.21% 0.18 318 1954/03/30 07:00:00 1954/03/31 13:00:00 31 0.007 73.44% 0.18 319 1983/04/13 01:00:00 1983/04/14 11:00:00 35 0.007 73.67% 0.18 320 2006/02/19 06:00:00 2006/02/20 14:00:00 33 0.007 73.90% 0.18 321 1 1952/11/2303:00:00 1952/11/2415:00:00 37 0.007 74.13% 0.18 10/20/2016 10:33 AM 7/10 0 0 9 Excel Engineering peakFlowStatisticsPostMitigated.csv Rank Start Date End Date Duration Peak Frequency Return Period 322 1990/04/17 11:00:00 1990/04/18 15:00:00 29 0.007 74.36% 0.18 323 2000/10/2711:00:00 2000/10/28 14:00:00 28 0.007 74.60% 0.18 324 1983/11/20 12:00:00 1983/11/2201:00:00 38 0.007 74.83% 0.18 325 1978/11/21 20:00:00 1978/11/23 04:00:00 33 0.007 75.06% 0.18 326 1953/03/0201:00:00 1953/03/03 08:00:00 32 0.007 75.29% 0.18 327 1998/05/12 19:00:00 1998/05/14 02:00:00 32 0.007 75.52% 0.18 328 1982/11/1904:00:00 1982/11/21 03:00:00 48 0.007 75.75% 0.18 329 1959/12/1006:00:00 1959/12/1109:00:00 28 0.007 75.98% 0.18 330 1987/11/05 04:00:00 1987/11/06 14:00:00 35 0.007 76.21% 0.18 331 1984/12/11 05:00:00 1984/12/13 01:00:00 45 0.007 76.44% 0.18 332 1967/04/2201:00:00 1967/04/23 06:00:00 30 0.007 76.67% 0.18 333 1978/01/30 21:00:00 1978/02/0101:00:00 29 0.007 76.91% 0.1 334 1967/04/19 21:00:00 1967/04/21 00:00:00 28 0.007 77.14% 0.1 335 1989/02/10 01:00:00 1989/02/11 07:00:00 31 0.007 77.37% 0.1 336 2001/03/06 19:00:00 2001/03/08 21:00:00 51 0.007 77.60% 0.1 337 2000/04/17 21:00:00 2000/04/19 09:00:00 37 0.007 77.83% 0.17 338 1995/01/21 05:00:00 1995/01/22 06:00:00 26 0.007 78.06% 0.17 339 1985/01/08 04:00:00 1985/01/09 05:00:00 26 0.007 78.29% 0.17 340 1972/11/1111:00:00 1972/11/1206:00:00 20 0.007 78.52% 0.17 341 1978/11/24 12:00:00 1978/11/25 14:00:00 27 0.007 78.75% 0.17 342 1957/01/05 12:00:00 1957/01/06 11:00:00 24 0.007 78.98% 0.17 343 1976/04/15 20:00:00 1976/04/17 09:00:00 38 0.007 79.21% 0.17 344 1980/10/16 07:00:00 1980/10/17 04:00:00 22 0.006 79.45% 0.17 345 1984/10/17 09:00:00 1984/10/18 06:00:00 22 0.006 79.68% 0.17 346 1997/01/03 09:00:00 1997/01/04 11:00:00 27 0.006 79.91% 0.17 347 1984/12/16 05:00:00 1984/12/17 05:00:00 25 0.006 80.14% 0.17 348 1993/12/11 21:00:00 1993/12/12 22:00:00 26 0.006 80.37% 0.17 349 1996/12/06 05:00:00 1996/12/0703:00:00 23 0.006 80.60% 0.17 350 2006/05/22 07:00:00 2006/05/23 04:00:00 22 0.006 80.83% 0.17 351 1978/11/12 00:00:00 1978/11/13 23:00:00 48 0.006 81.06% 0.17 352 1982/12/2922:00:00 1982/12/30 18:00:00 21 0.006 81.29% 0.17 353 1967/03/31 14:00:00 1967/04/01 02:00:00 13 0.006 81.52% 0.16 354 2005/03/22 23:00:00 2005/03/23 16:00:00 18 0.006 81.76% 0.16 355 1958/03/11 08:00:00 1958/03/12 18:00:00 35 0.006 81.99% 0.16 356 1957/10/31 03:00:00 1957/10/31 22:00:00 20 0.006 82.22% 0.16 357 1990/02/04 14:00:00 1990/02/05 10:00:00 21 0.006 82.45% 0.16 358 1974/03/02 13:00:00 1974/03/03 03:00:00 15 0.006 82.68% 0.16 359 1990/01/31 03:00:00 1990/01/31 20:00:00 18 0.006 82.91% 0.16 360 1975/12/20 17:00:00 1975/12/21 13:00:00 21 0.006 83.14% 0.16 361 1987/03/06 08:00:00 1987/03/07 07:00:00 24 0.006 83.37% 0.16 362 1990/01/14 07:00:00 1990/01/15 02:00:00 20 0.006 83.60% 0.16 363 1985/01/28 21:00:00 1985/01/29 18:00:00 22 0.006 83.83% 0.16 364 1963/04/26 05:00:00 1963/04/26 20:00:00 16 0.006 84.06% 0.16 365 1991/12/28 05:00:00 1991/12/28 17:00:00 13 0.006 84.30% 0.16 366 2006/12/10 03:00:00 2006/12/10 18:00:00 16 0.006 84.53% 0.16 367 1976/04/13 10:00:00 1976/04/14 02:00:00 17 0.006 84.76% 0.16 368 1 1969/04/06 00:00:00 1969/04/06 12:00:00 13 0.006 1 84.99% 10.16 10/20/2016 10:33 AM 8/10 . . . Excel Engineering pea kFlowStatistics Post Mitigated. csv Rank Start Date End Date Duration Peak Frequency Return Period 369 1985/02/02 14:00:00 1985/02/04 01:00:00 36 0.006 85.22% 0.16 370 1955/03/11 05:00:00 1955/03/11 17:00:00 13 0.006 85.45% 0.16 371 1975/04/17 11:00:00 1975/04/18 00:00:00 14 0.006 85.68% 0.16 372 1993/01/02 13:00:00 1993/01/03 06:00:00 18 0.006 85.91% 0.16 373 1953/04/28 00:00:00 1953/04/28 11:00:00 12 0.006 86.14% 0.16 374 1998/12/06 08:00:00 1998/12/07 00:00:00 17 0.006 86.37% 0.16 375 1987/03/22 04:00:00 1987/03/22 15:00:00 12 0.006 86.61% 0.16 376 1968/04/01 23:00:00 1968/04/02 13:00:00 15 0.006 86.84% 0.15 377 1972/12/0711:00:00 1972/12/09 05:00:00 43 0.006 87.07% 0.15 378 1989/02/0419:00:00 1989/02/05 07:00:00 13 0.006 87.30% 0.15 379 1992/03/08 04:00:00 1992/03/0900:00:00 21 0.006 87.53% 0.15 380 2007/08/26 14:00:00 2007/08/2701:00:00 12 0.006 87.76% 0.15 381 1951/12/1912:00:00 1951/12/20 01:00:00 14 0.006 87.99% 0.15 382 1958/09/24 07:00:00 1958/09/24 18:00:00 12 0.006 88.22% 0.15 383 1954/01/12 19:00:00 1954/01/13 17:00:00 23 0.006 88.45% 0.1 384 2001/03/10 20:00:00 2001/03/11 13:00:00 18 0.006 88.68% 0.1 385 1983/02/25 01:00:00 1983/02/25 10:00:00 10 0.006 88.91% 0.1 386 1955/01/31 09:00:00 1955/01/31 19:00:00 11 0.006 89.15% 0.1 387 1955/11/17 19:00:00 1955/11/18 05:00:00 1 0.006 89.38% 0.1 388 1970/01/10 08:00:00 1970/01/10 18:00:00 11 0.006 89.61% 0.1 - 389 1980/03/22 00:00:00 1980/03/22 07:00:00 8 0.006 89.84% 0.1 390 1957/02/2312:00:00 1957/02/2319:00:00 8 0.006 90.07% 0.15 391 1998/12/0119:00:00 1998/12/0206:00:00 12 0.006 90.30% 0.15 392 1983/01/2314:00:00 1983/01/2322:00:00 9 0.006 90.53% 0.15 393 1963/09/0413:00:00 1963/09/0422:00:00 10 0.006 90.76% 0.15 394 1998/04/1120:00:00 1998/04/1208:00:00 13 0.006 90.99% 0.15 395 1971/01/1222:00:00 1971/01/1314:00:00 17 0.006 91.22% 0.15 396 1987/02/1400:00:00 1987/02/1407:00:00 8 0.006 91.45% 0.15 397 1961/11/2019:00:00 1961/11/2105:00:00 11 0.006 91.69% 0.15 398 1955/04/2208:00:00 1955/04/2219:00:00 12 0.005 91.92% 0.15 399 1951/12/0506:00:00 1951/12/0514:00:00 9 0.005 92.15% 0.15 400 2006/03/2104:00:00 2006/03/2112:00:00 9 0.005 92.38% 0.15 401 2007/02/2808:00:00 2007/03/0107:00:00 24 0.005 92.61% 0.15 402 1982/03/2903:00:00 1982/03/2909:00:00 7 0.005 92.84% 0.14 403 1952/12/2811:00:00 1952/12/2900:00:00 14 0.005 93.07% 0.14 404 1998/03/1419:00:00 1998/03/1505:00:00 11 0.005 93.30% 0.14 405 1971/10/1703:00:00 1971/10/1714:00:00 12 0.005 93.53% 0.14 406 2005/03/0 01:00:00 2005/03/0509:00:00 9 0.005 93.76% 0.14 407 1960/11/1 02:00:00 1960/11/1306:00:00 5 0.005 94.00% 0.14 408 2007/02/1114:00:00 2007/02/1118:00:00 5 0.005 94.23% .14 409 1977/12/1.._08:00:00 1977/12/1812:00:00 5 0.005 94.46% 0.14 410 1971/02/2307:00:00 1971/0212311:00:00 5 0.005 94.69% 0.14 411 1995/03/0314:00:00 1995/03/0316:00:00 3 0.005 94.92% 0.14 412 1987/03/2523:00:00 1987/03/2602:00:00 4 0.005 95.15% 0.14 413 1953/02/2321:00:00 1953/02/24 01 :00:00 5 0.005 95.38% 0.14 414 1997/12/1821:00:00 1997/12/1903:00:00 7 0.005 95.61% 0.14 415 1965/01/0100:00:00 1965/01/0103:00:00 1 4 1 0.005 1 95.84% 0.14 10/20/2016 10:33 AM 9/10 . . Excel Engineering pea kFlowStatisticsPostMitigated.csv Rank Start Date End Date Duration Peak Frequency Return Period 416 1959/01/0611:00:00 1959/01/06 13:00:00 3 0.005 96.07% 0.14 417 1957/05/21 09:00:00 1957/05/21 11:00:00 3 0.005 96.30% 0.14 418 1964/11/10 20:00:00 1964/11/1022:00:00 3 0.005 96.54% 0.14 419 1989/01/07 18:00:00 1989/01/07 21:00:00 4 0.005 96.77% 0.14 420 1957/10/21 07:00:00 1957/10/21 08:00:00 2 0.005 97.00% 0.14 421 1974/03/27 10:00:00 1974/03/27 12:00:00 3 0.005 97.23% 0.14 422 1963/03/28 15:00:00 1963/03/28 17:00:00 3 0.005 97.46% 0.14 423 1983/12/09 19:00:00 1983/12/0921:00:00 3 0.005 97.69% 0.14 424 2008/01/23 23:00:00 2008/01/24 00:00:00 2 0.005 97.92% 0.14 425 1976/07/27 02:00:00 1976/07/27 03:00:00 2 0.005 98.15% 0.14 426 1977/01/29 05:00:00 1977/01/29 05:00:00 1 0.005 98.38% 0.14 427 1982/09/17 14:00:00 1982/09/17 14:00:00 1 0.005 98.61% 0.14 428 1989/05/15 08:00:00 1989/05/15 09:00:00 2 0.005 98.85% 0.14 429 1973/02/07 07:00:00 1973/02/07 07:00:00 0.005 99.08% 0.14 430 1991/03/15 17:00:00 1991/03/15 17:00:00 0.005 99.31% 0.14 431 1989/03/02 20:00:00 1989/03/02 20:00:00 0.005 99.54% 0.14 432 1962/02/2502:00:00 1962/02/2502:00:00 0.005 1 99.77% 10.13 -End of Data 10/20/2016 10:33 AM 10/10 I . S Excel Engineering 0.3 -0.2 J!! (.) -Cl) -ca a:: 0.1 ~ 0 -LL 0.0 -0 .1 Flow Duration Curves Pre Development -Post Development Mitigated )I I~ 010 (0.341cfs) ~ Qlf (0.0224cfs) I .•................. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ........ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ...... . Flow Duration PreDevelopment=365(days)x24(hr/day)x0.222(%)=19.4(hours/year) IO <D .... 0 N N N 0 Flow Duration Mitigated Post Development=365(days)x24(hr/day)x0.165(%)=14.4(hours/year) · · · · • · · · · · · · · . · · · . · .. · ..•..... 0.00 0.05 0.10 0.15 0.20 (0/o) Percent Time Exceedance Excel Engineering flowDu ration PassFailMitigated.TXT Compare Post-Development Curve to Pre-Development Curve post-development SWMM file: Q:\13\13070\gpip\gp2\Storm\SWMM\swmm calcs\OUTFALL C\3A-1 3070-MIT POST-POCC-SmallPaver.out post-development time stamp: 10/20/2016 9:47:47 AM Compared to: pre-development SWMM file: Q:\13\13070\gpip\gp2\Storm\SWMM\swmm calcs\OUTFALL C\1 3070-PRE-POCC.out pre-development time stamp: 10/14/2016 10:56:30 AM ZZ o\o 00 SP -i-s 0 0.02 0.16 0.22 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 1 0.03 0.15 0.21 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 2 0.03 0.14 0.19 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 3 0.03 0.13 0.17 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 4 0.04 0.11 0.16 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 5 0.04 0.11 0.15 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 6 0.04 0.10 0.14 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 7 0.04 0.09 0.13 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 8 0.05 0.09 0.12 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 9 0.05 0.08 0.11 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 10 0.05 0.08 0.11 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 11 0.06 0.07 0.10 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 12 0.06 0.07 0.09 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 13 0.06 0.07 0.09 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 14 0.07 0.06 0.08 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 15 0.07 0.06 0.08 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 16 0.07 0.06 0.07 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 17 0.08 0.05 0.07 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 18 0.08 0.05 0.06 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 19 0.08 0.05 0.06 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 20 0.09 0.05 0.06 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 21 0.09 0.04 0.05 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 22 0.09 0.04 0.05 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 23 0.10 0.04 0.05 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 24 0.10 0.04 0.05 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 25 0.10 0.04 0.04 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 26 0.11 0.04 0.04 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 27 0.11 0.03 0.04 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 28 0.11 0.03 0.04 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 29 0.12 0.03 0.03 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 30 0.12 0.03 0.03 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 31 0.12 1 0.03 0.03 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 10/20/2016 10:33 AM 1/3 Excel Engineering flowDu ration PassFailMitigated.TXT / o / 32 0.13 0.03 0.03 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 33 0.13 0.03 0.03 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 34 0.13 0.03 . 0.03 FALSE TRUE FALSE Pass: Post Duration <10% Over Pre Duration 35 0.13 0.02 0.03 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 36 0.14 0.02 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 37 0.14 0.02 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 38 0.14 0.02 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 39 0.15 0.02 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 40 0.15 0.02 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 41 0.15 0.02 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 42 0.16 0.02 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 43 0.16 0.01 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 44 0.16 0.01 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 45 0.17 0.01 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 46 0.17 0.01 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 47 0.17 0.01 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 48 0.18 0.01 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 49 0.18 0.01 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 50 0.18 0.01 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 51 0.19 0.01 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 52 0.19 0.01 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 53 0.19 0.01 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 54 0.20 0.01 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 55 0.20 0.01 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 56 0.20 0.01 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 57 0.21 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 58 0.21 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 59 0.21 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 60 0.22 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 61 0.22 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 62 0.22 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 63 0.23 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 64 0.23 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 65 0.23 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 66 0.23 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 67 0.24 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 68 0.24 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 69 0.24 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 70 0.25 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 71 0.25 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 10/20/2016 10:33 AM 2/3 . . Excel Engineering flowDu ration PassFailMitigated.TXT Ao CP o\ o\o 72 0.25 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 73 0.26 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 74 0.26 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 75 0.26 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 76 0.27 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 77 0.27 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 78 0.27 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 79 0.28 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 80 0.28 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 81 0.28 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 82 0.29 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 83 0.29 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 84 0.29 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 85 0.30 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 86 0.30 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 87 0.30 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 88 0.31 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 89 0.31 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 90 0.31 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 91 0.32 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 92 0.32 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 93 0.32 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 94 0.32 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 95 0.33 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 96 0.33 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 97 0.33 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 98 1 0.34 0.00:::±0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 99 1 0.34 1 0.00 1 0.00 TRUE FALSE FALSE I Pass: Post Duration < Pre Duration 10/20/2016 10:33 AM 3/3 0 . 0 Excel Engineering USGS9217dPre.csv Duration Table Summary at Project Discharge Point file name: Q:\13\13070\gpip\gp2\Storm\SWMM\swmm calcs\OUTFALL C\1 3070-PRE-POCC.out time stamp: 10/14/2016 10:56:30 AM DISCHARGE - Number of periods when discharge was equal to or greater than DISCHARGE column but less than that shown on the next line A10 CIO K" Iq 1 0.022 75 1104 0.222 2 0.026 96 1029 0.207 3 0.029 72 933 0.187 4 0.032 68 861 0.173 5 0.035 44 793 0.159 6 0.038 56 749 0.150 7 0.042 46 693 0.139 8 0.045 53 647 0.130 9 0.048 39 594 0.119 10 0.051 29 555 0.111 11 0.055 26 526 0.106 12 0.058 39 500 0.100 13 0.061 36 461 0.093 14 0.064 19 425 0.085 15 0.067 27 406 0.082 16 0.071 23 379 0.076 17 0.074 27 356 0.072 18 0.077 18 329 0.066 19 0.080 15 311 0.062 20 0.083 14 296 0.059 21 0.087 12 282 0.057 22 0.090 13 270 0.054 23 0.093 14 257 0.052 24 0.096 18 243 0.049 25 0.100 11 225 0.045 26 0.103 11 214 0.043 27 0.106 12 203 0.041 28 0.109 6 191 0.038 29 0.112 12 185 0.037 30 0.116 10 173 0.035 31 0.119 8. 163 0.033 32 0.122 8 155 0.031 33 0.125 8 147 0.030 34 0.129 139 0.028 35 0.132 130 0.026 36 0.135 125 0.025 37 0.138 120 0.024 38 0.141 4 117 0.024 39 0.145 113 0.023 40 0.148 9 110 0.022 41 0.151 4 101 0.020 42 0.154 . 97 0.020 43 0.157 94 0.019 44 0.161 92 0.019 45 0.164 85 0.017 46 0.167 4 82 0.017 47 0.170 78 0.016 48 0.174 . 76 0.015 49 0.177 4 71 0.014 50 0.180 2 67 0.014 51 0.183 2 65 0.013 10/20/2016 10:33 AM 1/2 Excel Engineering USGS9217dPre.csv 0 I j., 52 0.186 3 63 0.013 53 0.190 3 60 0.012 54 0.193 2 57 0.011 55 0.196 3 55 0.011 56 0.199 3 52 0.010 57 0.202 3 49 0.010 58 0.206 0 46 0.009 59 0.209 3 46 0.009 60 0.212 3 43 0.009 61 0.215 2 40 0.008 62 0.219 0 38 0.008 63 0.222 3 38 0.008 64 0.225 0 35 0.007 65 0.228 0 35 0.007 66 0.231 1 35 0.007 67 0.235 0 34 0.007 68 0.238 0 34 0.007 69 0.241 2 34 0.007 70 0.244 1 32 0.006 71 0.248 4 31 0.006 72 0.251 2 27 0.005 73 0.254 0 25 0.005 74 0.257 0 25 0.005 75 0.260 1 25 0.005 76 0.264 0 24 0.005 77 0.267 3 24 0.005 78 0.270 0 21 0.004 79 0.273 0 21 0.004 80 0.276 0 21 0.004 81 0.280 2 21 0.004 82 0.283 2 19 0.004 83 0.286 2 17 0.003 84 0.289 0 15 0.003 85 0.293 0 15 0.003 86 0.296 3 15 0.003 87 0.299 0 12 0.002 88 0.302 0 12 0.002 89 0.305 0 12 0.002 90 0.309 3 12 0.002 91 0.312 1 9 0.002 92 0.315 0 8 0.002 93 0.318 0 8 0.002 94 0.322 0 8 0.002 95 0.325 0 8 0.002 96 0.328 0 8 0.002 97 0.331 0 8 0.002 98 0.334 0 8 0.002 99 0.338 1 8 0.002 100 0.341 0 7 0.001 End of Data ----------------- 10/20/2016 10:33 AM 2/2 Excel Engineering USGS9217dPostMitigated.csv Duration Table Summary at Project Discharge Point file name: Q:\1 3\13070\gpip\gp2\Storm\SWMM\swmm calcs\OUTFALL C\3A-1 3070-MIT POST-POCC-SmallPaver.out time stamp: 10/20/2016 9:47:47 AM DISCHARGE Number of periods when discharge was equal to or greater than DISCHARGE column but less than that shown on the next line 4' A 1' 0"62 de qe C19i 0- Z 1 0.022 87 821 0.165 2 0.026 57 734 0.147 3 0.029 51 677 0.136 4 0.032 55 626 0.126 5 0.035 32 571 0.115 6 0.038 42 539 0.108 7 0.042 33 497 0.100 8 0.045 36 464 0.093 9 0.048 25 428 0.086 10 0.051 18 403 0.081 11 0.055 12 385 0.077 12 0.058 27 373 0.075 13 0.061 17 346 0.070 14 0.064 18 329 0.066 15 0.067 18 311 0.062 16 0.071 14 293 0.059 17 0.074 13 279 0.056 18 0.077 13 266 0.053 19 0.080 15 253 0.051 20 0.083 13 238 0.048 21 0.087 9 225 0.045 22 0.090 4 216 0.043 23 0.093 8 212 0.043 24 0.096 10 204 0.041 25 0.100 6 194 0.039 26 0.103 7 188 0.038 27 0.106 7 181 0.036 28 0.109 10 174 0.035 29 0.112 3 164 0.033 30 0.116 7 161 0.032 31 0.119 6 154 0.031 32 0.122 8 148 0.030 33 0.125 4 140 0.028 34 0.129 6 136 0.027 35 0.132 12 130 0.026 36 0.135 6 118 0.024 37 0.138 7 112 0.023 38 0.141 8 105 0.021 39 0.145 4 97 0.020 40 0.148 6 93 0.019 41 0.151 5 87 0.018 42 0.154 82 0.017 43 0.157 80 0.01' 44 0.161 74 0.01 45 0.164 69 0.014 46 0.167 4 63 0.013 47 0.170 6 59 0.01 48 0.174 4 53 0.011 49 0.177 1 49 0.010 50 0.180 2 48 0.010 51 0.183 6 46 0.009 10/20/2016 10:33 AM 1/2 S S Excel Engineering USGS9217dPostMitigated.csv 10 bc) 0 0- (<jc. 1 10 52 0.186 4 40 0.008 53 0.190 4 36 0.007 54 0.193 1 32 0.006 55 0.196 1 31 0.006 56 0.199 5 30 0.006 57 0.202 2 25 0.005 58 0.206 0 23 0.005 59 0.209 0 23 0.005 60 0.212 1 23 0.005 61 0.215 0 22 0.004 62 0.219 2 22 0.004 63 0.222 1 20 0.004 64 0.225 3 19 0.004 65 0.228 1 16 0.003 66 0.231 3 15 0.003 67 0.235 2 12 0.002 68 0.238 1 10 0.002 69 0.241 1 9 0.002 70 0.244 2 8 0.002 71 '0.248 3 6 0.001 72 0.251 0 3 0.001 73 0.254 0 3 0.001 74 0.257 0 3 0.001 75 0.260 0 3 0.001 76 0.264 0 3 0.001 77 0.267 0 3 0.001 78 0.270 0 3 0.001 79 0.273 0 3 0.001 80 0.276 0 3 0.001 81 0.280 0 3 0.001 82 0.283 0 3 0.001 83 0.286 0 3 0.001 84 0.289 0 3 0.001 85 0.293 0 3 0.001 86 0.296 0 3 0.001 87 0.299 0 3 0.001 88 0.302 0 3 0.001 89 0.305 0 3 0.001 90 0.309 0 3 0.001 91 0.312 0 3 0.001 92 0.315 0 3 0.001 93 0.318 '0 3 0.001 94 0.322 0 3 0.001 95 ' 0.325 0 3 0.001 96 0.328 0 3 0.001 97 0.331 0 3 0.001 98 0.334 0 3 0.001 99 0.338 0 3 0.001 100 0.341 0 3 0.001 End of Data ----------------- 10/20/2016 10:33 AM S Excel Engineering STATISTICS ANALYSIS, OF THE SWMM FILES FOR: DISCHARGE NODE: POC-D 1 HY IS D ETAILS Statistics Selection Nodes/Total Inflow Stream Susceptibility to Channel Erosion High (QIf = (0.1)Q2) Assumed time between storms (hours) 24 1 PRE-DEVELOPMENT SWMM FILE 1' SWMM file name Q:\13\13070\gpip\gp2\Storm\SWMM\swmm calcs\OUTFALL D\1A 13070 PRE POCD out SWMM file time stamp 10/25/2016 9:34:54 AM Selected Node to Analyze POC D [POST-DEVELOPMENT MITIGATED SWMM FILE SWMM file name Q \13\13070\gpip\gp2\Storm\SWMM\swmm calcs\OUTFALL D\3D 13070 MIT POST POCD un out SWMM file time stamp 10/26/2016 5:53-'47 AM Selected Node to Analyze 06C -D' MITIGATED CONDITIONS RESULTS For the Mitigated Conditions Peak Flow Conditions PASS Flow Duration Conditions PASS The Mitigated Conditions peak flow frequency curve is composed of 764 points Of the points 1 point(s) are above the flow control upper limit (Q10) 653 point(s) are below the low flow threshold value (Qif) Of the points within the flow control range (6.1f .to Q10) 110 point(s) have a lower peak flow rate than pre development conditions These points all pass There are no points that failed therefore the unmitigated conditions peak flow requirements have been met .4 ...- : The Mitigated Conditions flow duration curve is composed of 100 flow bins (points) between the upper flow -- .- - threshold (cfs) and lower flow threshld (cfs): Each point represents the number of hours where the discharge was equal to or greater than the discharge value but less than the next greater flow value..Comparing the post development flow duration curve to the pre development curve 98 point(s) have a lower duration than pre development conditions These points all pass There are no points that failed therefore the unmitigated conditions flow duration requirements have been met - - . .5 - --- -:. •. -' 'c ..'. .,.,' v - 1 - : -- '- --•- - — 0 \13\13070\gpip\gp2\Storm\SWMM\swmm calcs\OUTFALL D\Statistics Reports\POC D\Statistics Results POC D pdf 10/,26/20165:59':08 AM software version 1.0. 6103.2 0271 • - - -- I - . '•., V • -- ! • -- -- - - -.. - .: -, ;. .. :-• . "_ I- • '- •:: • •'' •. •_••, . -:-' Excel Engineering 1.2 1.0 -fl) 'ti - 0.8 ~ 0 LL ~ 0.6 ca G> Q. 0.4 0.2 0.0 Peak Flow Frequency Curves ............................................................... . . . . . . . . . . ............................................................. . -Pre Development . . . . -Post Development Mitigated ........... ·: ............. ·: ............. '. ............. '. ......... ·1-r 010 (0.856cfs) -r 05 (0.821cfs) -------------------------------------;-r 02 (0.636cfs) -r Olf (0.0636cfs) 0 10 20 30 40 50 60 Return Period (Years) Excel Engineering peakFlowPassFailMitigated.TXT Compare Post-Development Curve to Pre-Development Curve post-development SWMM file: Q:\i 3\13070\gpip\gp2\Storm\SWMM\swmm calcs\OUTFALL D\30-1 3070-MIT POST-POCD-1 in.out post-development time stamp: 10/26/2016 5:53:47 AM Compared to: ore-development SWMM file: Q:\i 3\13070\gpip\gp2\Storm\SWMM\swmm calcs\OUTFALL D\1 A-i 3070-PRE-POCD.out ore-development time stamp: 10/25/2016 9:34:54 AM 040 0 58.00 1.03 1.27 FALSE FALSE FALSE Pass- Qpost Above Flow Control Upper Limit 1 29.00 0.80 0.97 TRUE FALSE FALSE Pass- Qpost < Qpre 2 19.33 0.75 0.94 TRUE FALSE FALSE Pass- Qpost < Qpre 3 14.50 0.74 0.92 TRUE FALSE FALSE Pass- Qpost < Opre 4 11.60 0.68 0.87 TRUE FALSE FALSE Pass- Qpost < Qpre 5 9.67 0.63 0.85 TRUE FALSE FALSE Pass- Qpost < Qpre 6 8.29 0.63 0.85 TRUE FALSE FALSE Pass- Qpost < Qpre 7 7.25 0.61 0.85 TRUE FALSE FALSE Pass- Qpost < Opre 8 6.44 0.54 0.84 TRUE FALSE FALSE Pass- Qpost <Qpre 9 5.80 0.54 0.82 TRUE FALSE FALSE Pass- Qpost < Qpre 10 5.27 0.54 0.82 TRUE FALSE FALSE Pass- Qpost < Qpre 11 4.83 0.51 0.82 TRUE FALSE FALSE Pass- Qpost < Qpre 12 4.46 0.49 0.82 TRUE FALSE FALSE Pass- Qpost < Qpre 13 4.14 0.48 0.82 TRUE FALSE FALSE Pass- Qpost < Qpre 14 3.87 0.47 0.79 TRUE FALSE FALSE Pass- Qpost < Qpre 15 3.63 0.43 0.73 TRUE FALSE FALSE Pass- Qpost < Qpre 16 3.41 0.42 0.71 TRUE FALSE FALSE Pass- Qpost < Qpre 17 3.22 0.42 0.71 TRUE FALSE FALSE Pass- Qpost < Qpre 18 3.05 0.42 0.71 TRUE FALSE FALSE Pass- Qpost < Qpre 19 2.90 0.41 0.71 TRUE FALSE FALSE Pass- Qpost < Qpre 20 2.76 0.41 0.70 TRUE FALSE FALSE Pass- Qpost < Qpre 21 2.64 0.41 0.69 TRUE FALSE FALSE Pass- Qpost < Qpre 22 2.52 0.39 0.69 TRUE FALSE FALSE Pass- Qpost < Qpre 23 2.42 0.38 0.69 TRUE FALSE FALSE Pass- Qpost <Opre 24 2.32 0.37 0.68 TRUE FALSE FALSE Pass- Qpost < Qpre 25 2.23 0.36 0.68 TRUE FALSE FALSE Pass- Qpost < Qpre 26 2.15 0.34 0.67 TRUE FALSE FALSE Pass- Qpost < Qpre 27 2.07 0.34 0.67 TRUE FALSE FALSE Pass- Qpost < Qpre 28 2.00 0.33 0.64 TRUE FALSE FALSE Pass- Qpost < Qpre 29 1.93 0.33 0.62 TRUE FALSE FALSE Pass- Qpost < Qpre 30 1.87 0.33 0.61 TRUE FALSE FALSE Pass- Opost < Qpre 31 1.81 0.33 0.61 TRUE FALSE FALSE Pass- Qpost < Qpre 32 1.76 0.33 0.60 TRUE FALSE FALSE Pass- Qpost < Qpre 33 1.71 0.32 0.60 TRUE FALSE FALSE I Pass- Qpost < Qpre 10/26/2016 5:59 AM 1/19 40 Excel Engineering peakFlowPassFail M itigated.TXT IRO Ile q 34 1.66 0.27 0.60 TRUE FALSE FALSE Pass- Qpost < Qpre 35 1.61 0.26 0.60 TRUE FALSE FALSE Pass- Qpost < Qpre 36 1.57 0.26 0.58 TRUE FALSE FALSE Pass- Qpost<Qpre 37 1.53 0.26 0.56 TRUE FALSE FALSE Pass- Qpost < Qpre 38 1.49 0.24 0.56 TRUE FALSE FALSE Pass- Qpost <Qpre 39 1.45 0.23 0.55 TRUE FALSE FALSE Pass- Qpost < Qpre 40 1.42 0.22 0.55 TRUE FALSE FALSE Pass- Qpost < Qpre 41 1.38 0.22 0.55 TRUE FALSE FALSE Pass- Qpost < Qpre 42 1.35 0.22 0.54 TRUE FALSE FALSE Pass- Opost < Opre 43 1.32 0.20 0.53 TRUE FALSE FALSE Pass- Qpost < Qpre 44 1.29 0.20 0.51 TRUE FALSE FALSE Pass- Qpost < Qpre 45 1.26 0.20 0.51 TRUE FALSE FALSE Pass- Qpost < Qpre 46 1.23 0.19 0.50 TRUE FALSE FALSE Pass- Qpost <Opre 47 1.21 0.19 0.50 TRUE FALSE FALSE Pass- Qpost <Opre 48 1.18 0.19 0.49 TRUE FALSE FALSE Pass- Qpost < Qpre 49 1.16 0.19 0.49 TRUE FALSE FALSE Pass- Qpost<Qpre 50 1.14 0.19 0.49 TRUE FALSE FALSE Pass- Qpost <Qpre 51 1.12 0.19 0.48 TRUE FALSE FALSE Pass- Qpost < Qpre 52 1.09 0.18 0.47 TRUE FALSE FALSE Pass- Qpost < Qpre 53 1.07 0.18 0.47 TRUE FALSE FALSE Pass- Qpost <Qpre 54 1.06 0.18 0.47 TRUE FALSE FALSE Pass- Qpost<Qpre 55 1.04 0.17 0.47 TRUE FALSE FALSE Pass- Qpost<Qpre 56 1.02 0.17 0.46 TRUE FALSE FALSE Pass- Qpost<Opre 57 1.00 0.16 0.46 TRUE FALSE FALSE Pass- Qpost < Qpre 58 0.98 0.16 0.45 TRUE FALSE FALSE Pass- Qpost < Qpre 59 0.97 0.16 0.45 TRUE FALSE FALSE Pass- Qpost <Qpre 60 0.95 0.16 0.45 TRUE FALSE FALSE Pass- Qpost < Qpre 61 0.94 0.15 0.45 TRUE FALSE FALSE Pass- Qpost < Qpre 62 0.92 0.15 0.44 TRUE FALSE FALSE Pass- Qpost < Qpre 63 0.91 0.15 0.44 TRUE FALSE FALSE Pass- Qpost < Qpre 64 0.89 0.15 0.44 TRUE FALSE FALSE Pass- Qpost < Qpre 65 0.88 0.14 0.44 TRUE FALSE FALSE Pass- Qpost <Qpre 66 0.87 0.14 0.44 TRUE FALSE FALSE Pass- Qpost < Qpre 67 0.85 0.14 0.44 TRUE FALSE FALSE Pass- Qpost < Qpre 68 0.84 0.13 0.44 TRUE FALSE FALSE Pass- Qpost < Opre 69 0.83 0.13 0.44 TRUE FALSE FALSE Pass- Qpost < Qpre 70 0.82 0.13 0.44 TRUE FALSE FALSE Pass- Qpost < Qpre 71 0.81 0.13 0.43 TRUE FALSE FALSE Pass- Qpost < Qpre 72 0.80 0.13 0.43 TRUE FALSE FALSE Pass- Qpost < Qpre 73 0.78 0.13 0.43 TRUE FALSE FALSE Pass- Qpost < Qpre 74 0.77 0.13 0.43 TRUE FALSE FALSE Pass- Qpost < Qpre 75 0.76 0.13 0.42 TRUE FALSE FALSE I Pass- Qpost < Opre 10/26/2016 5:59 AM 2/19 0 0 . Excel Engineering peakFlowPassFail Mitigated .TXT 16 GAP de 76 0.75 0.12 0.42 TRUE FALSE FALSE Pass- Qpost < Qpre 77 0.74 0.12 0.42 TRUE FALSE FALSE Pass- Qpost < Qpre 78 0.73 0.11 0.41 TRUE FALSE FALSE Pass- Qpost<Qpre 79 0.73 0.11 0.41 TRUE FALSE FALSE Pass- Qpost < Qpre 80 0.72 0.11 0.41 TRUE FALSE FALSE Pass- Qpost < Qpre 81 0.71 0.11 0.41 TRUE FALSE FALSE Pass- Qpost < Qpre 82 0.70 0.11 0.41 TRUE FALSE FALSE Pass- Qpost < Qpre 83 0.69 0.11 0.40 TRUE FALSE FALSE Pass- Qpost < Qpre 84 0.68 0.11 0.40 TRUE FALSE FALSE Pass- Qpost < Qpre 85 0.67 0.11 0.40 TRUE FALSE FALSE Pass- Qpost < Qpre 86 0.67 0.10 0.40 TRUE FALSE FALSE Pass- Qpost < Qpre 87 0.66 0.10 0.40 TRUE FALSE FALSE Pass- Qpost < Qpre 88 0.65 0.10 0.39 TRUE FALSE FALSE Pass- Qpost < Qpre 89 0.64 0.10 0.39 TRUE FALSE FALSE Pass- Qpost < Qpre 90 0.64 0.10 0.39 TRUE FALSE FALSE Pass- Qpost < Qpre 91 0.63 0.09 0.39 TRUE FALSE FALSE Pass- Qpost < Qpre 92 0.62 0.09 0.39 TRUE FALSE FALSE Pass- Qpost < Qpre 93 0.62 0.09 0.39 TRUE FALSE FALSE Pass- Qpost < Qpre 94 0.61 0.09 0.37 TRUE FALSE FALSE Pass- Qpost < Qpre 95 0.60 0.09 0.37 TRUE FALSE FALSE Pass- Qpost < Qpre 96 0.60 0.09 0.36 TRUE FALSE FALSE Pass- Qpost < Qpre 97 0.59 0.09 0.35 TRUE FALSE FALSE Pass- Qpost < Qpre 98 0.59 0.08 0.35 TRUE FALSE FALSE Pass- Qpost < Qpre 99 0.58 0.08 0.35 TRUE FALSE FALSE Pass- Qpost < Qpre 100 0.57 0.08 0.34 TRUE FALSE FALSE Pass- Qpost < Qpre 101 0.57 0.08 0.34 TRUE FALSE FALSE Pass- Qpost < Qpre 102 0.56 0.08 0.34 TRUE FALSE FALSE Pass- Qpost<Qpre 103 0.56 0.07 0.34 TRUE FALSE FALSE Pass- Qpost < Qpre 104 0.55 0.07 0.34 TRUE FALSE FALSE Pass- Qpost < Qpre 105 0.55 0.07 0.34 TRUE FALSE FALSE Pass- Qpost < Qpre 106 0.54 0.07 0.33 TRUE FALSE FALSE Pass- Qpost < Qpre 107 0.54 0.07 0.33 TRUE FALSE FALSE Pass- Qpost < Qpre 108 0.53 0.07 0.33 TRUE FALSE FALSE Pass- Qpost < Qpre 109 0.53 0.07 0.33 TRUE FALSE FALSE Pass- Qpost < Qpre 110 0.52 0.06 0.33 TRUE FALSE FALSE Pass- Qpost<Qpre 111 0.52 0.06 0.33 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 112 0.51 0.06 0.33 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 113 0.51 0.06 0.32 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 114 0.50 0.06 0.32 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 115 0.50 0.06 0.32 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 116 0.50 0.05 0.32 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 117 0.49 0.05 0.32 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 10/26/2016 5:59 AM 3/19 0 0 0 Excel Engineering peakFlowPassFail Mitigated.TXT 118 0.49 0.05 0.32 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 119 0.48 0.05 0.32 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 120 0.48 0.05 0.32 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 121 0.48 0.05 0.31 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 122 0.47 0.05 0.31 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 123 0.47 0.05 0.31 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 124 0.46 0.05 0.31 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 125 0.46 0.05 0.31 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 126 0.46 0.04 0.31 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 127 0.45 0.04 0.31 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 128 0.45 0.04 0.31 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 129 0.45 0.04 0.31 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 130 0.44 0.04 0.31 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 131 0.44 0.04 0.31 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 132 0.44 0.04 0.30 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 133 0.43 0.04 0.30 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 134 0.43 0.04 0.30 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 135 0.43 0.04 0.30 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 136 0.42 0.04 0.30 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 137 0.42 0.04 0.30 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 138 0.42 0.04 0.30 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 139 0.41 0.04 0.30 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 140 0.41 0.04 0.30 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 141 0.41 0.04 0.30 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 142 0.41 0.04 0.30 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 143 0.40 0.04 0.30 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 144 0.40 0.04 0.30 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 145 0.40 0.04 0.29 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 146 0.40 0.04 0.29 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 147 0.39 0.04 0.29 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 148 0.39 0.04 0.29 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 149 0.39 0.04 0.29 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 150 0.38 0.04 0.29 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 151 0.38 0.04 0.29 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 152 0.38 0.04 0.29 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 153 0.38 0.04 0.29 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 154 0.37 0.04 0.28 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 155 0.37 0.04 0.28 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 156 0.37 0.04 0.28 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 157 0.37 0.04 0.28 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 158 0.37 0.04 0.28 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 159 0.36 1 0.04 0.28 FALSE FALSE FALSE I Pass- Qpost Below Flow Control Threshold 10/26/2016 5:59 AM 4/19 . . . Excel Engineering peakFlowPassFailMitigated.TXT / / O\OG9 3\1 160 0.36 0.04 0.27 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 161 0.36 0.04 0.27 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 162 0.36 0.04 0.27 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 163 0.35 0.04 0.27 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 164 0.35 0.04 0.27 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 165 0.35 0.04 0.27 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 166 0.35 0.04 0.26 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 167 0.35 0.04 0.26 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 168 0.34 0.04 0.26 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 169 0.34 0.04 0.26 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 170 0.34 0.04 0.26 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 171 0.34 0.04 0.26 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 172 0.34 0.04 0.26 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 173 0.33 0.04 0.26 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 174 0.33 0.04 0.25 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 175 0.33 0.04 0.25 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 176 0.33 0.04 0.25 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 177 0.33 0.04 0.25 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 178 0.32 0.04 0.25 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 179 0.32 0.04 0.25 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 180 0.32 0.04 0.25 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 181 0.32 0.04 0.25 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 182 0.32 0.03 0.25 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 183 0.32 0.03 0.24 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 184 0.31 0.03 0.24 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 185 0.31 0.03 0.24 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 186 0.31 0.03 0.23 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 187 0.31 0.03 0.23 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 188 0.31 0.03 0.23 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 189 0.31 0.03 0.23 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 190 0.30 0.03 0.23 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 191 0.30 0.03 0.23 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 192 0.30 0.03 0.23 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 193 0.30 0.03 0.23 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 194 0.30 0.03 0.23 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 195 0.30 0.03 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 196 0.29 0.03 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 197 0.29 0.03 0.22 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 198 0.29 0.03 1 0.22 1 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 199 0.29 0.03 0.21 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 200 0.29 0.03 0.21 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 201 1 0.29 0.03 0.21 FALSE FALSE I FALSE Pass- Qpost Below Flow Control Threshold 10/26/2016 5:59 AM 5/19 0 0 0 Excel Engineering pea Wow Pass Fail Mitigated.TXT 202 0.29 0.03 0.21 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 203 0.28 0.03 0.21 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 204 0.28 0.03 0.21 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 205 0.28 0.03 0.21 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 206 0.28 0.03 0.21 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 207 0.28 0.03 0.21 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 208 0.28 0.03 0.21 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 209 0.28 0.03 0.21 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 210 0.28 0.03 0.20 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 211 0.27 0.03 0.20 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 212 0.27 0.03 0.20 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 213 0.27 0.03 0.20 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 214 0.27 0.03 0.20 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 215 0.27 0.03 0.19 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 216 0.27 0.03 0.19 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 217 0.27 0.03 0.19 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 218 0.27 0.03 0.19 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 219 0.26 0.03 0.19 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 220 0.26 0.03 0.19 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 221 0.26 0.03 0.19 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 222 0.26 0.03 0.18 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 223 0.26 0.03 0.18 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 224 0.26 0.03 0.18 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 225 0.26 0.03 0.18 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 226 0.26 0.03 0.18 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 227 0.25 0.03 0.18 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 228 0.25 0.03 0.18 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 229 0.25 0.03 0.18 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 230 0.25 0.03 0.18 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 231 0.25 0.03 0.18 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 232 0.25 0.03 0.18 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 233 0.25 0.03 0.18 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 234 0.25 0.03 0.18 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 235 0.25 0.03 0.18 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 236 0.25 0.03 0.18 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 237 0.24 0.03 0.18 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 238 0.24 0.03 0.18 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 239 0.24 0.03 0.18 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 240 0.24 0.03 0.17 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 241 0.24 0.03 0.17 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 242 0.24 0.03 0.17 FALSE FALSE FALSE I Pass- Qpost Below Flow Control Threshold 243 0.24 1 0.03 1 0.17 1 FALSE FALSE FALSE I Pass- Qpost Below Flow Control Threshold 10/26/2016 5:59 AM 6/19 0 0 0 Excel Engineering pea kFlowPassFailM itigated .TXT G4, COI SP 244 0.24 0.03 0.17 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 245 0.24 0.03 0.16 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 246 0.24 0.03 0.16 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 247 0.23 0.03 0.16 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 248 0.23 0.03 0.16 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 249 0.23 0.03 0.16 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 250 0.23 0.03 0.16 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 251 0.23 0.03 0.16 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 252 0.23 0.03 0.15 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 253 0.23 0.03 0.15 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 254 0.23 0.03 0.15 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 255 0.23 0.03 0.15 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 256 0.23 0.03 0.15 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 257 0.23 0.03 0.15 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 258 0.22 0.03 0.15 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 259 0.22 0.03 0.15 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 260 0.22 0.03 0.14 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 261 0.22 0.03 0.14 FALSE FALSE FALSE Pass- Qpost Below Flow Control. Threshold 262 0.22 0.03 0.14 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 263 0.22 0.03 0.14 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 264 0.22 0.03 0.14 FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 265 0.22 0.03 0.14 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 266 0.22 0.03 0.14 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 267 0.22 0.03 0.14 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 268 0.22 0.03 0.14 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 269 0.22 0.03 0.14 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 270 0.21 0.03 0.14 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 271 0.21 0.03 0.13 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 272 0.21 0.03 0.13 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 273 0.21 0.03 0.13 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 274 0.21 0.03 0.13 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 275 0.21 0.03 0.13 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 276 0.21 0.03 0.13 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 277 0.21 0.03 0.13 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 278 0.21 0.03 0.13 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 279 0.21 0.03 0.13 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 280 0.21 0.03 0.13 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 281 0.21 0.03 0.13 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 282 0.21 0.03 0.12 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 283 0.20 0.03 0.12 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 284 0.20 0.03 0.12 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 285 0.20 0.03 0.12 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 10/26/2016 5:59 AM 7/19 0 0 0 Excel Engineering pea kFlowPassFail Mitigated .TXT o.GRO I 286 0.20 0.03 0.12 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 287 0.20 0.03 0.12 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 288 0.20 0.03 0.12 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 289 0.20 0.03 0.11 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 290 0.20 0.03 0.11 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 291 0.20 0.03 0.11 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 292 0.20 0.03 0.11 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 293 0.20 0.03 0.11 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 294 0.20 0.03 0.11 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 295 0.20 0.03 0.10 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 296 0.20 0.03 0.10 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 297 0.20 0.03 0.10 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 298 0.19 0.03 0.10 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 299 0.19 0.03 0.10 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 300 0.19 0.03 0.10 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 301 0.19 0.03 0.10 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 302 0.19 0.03 0.10 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 303 0.19 0.03 0.10 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 304 0.19 0.03 0.09 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 305 0.19 0.03 0.09 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 306 0.19 0.03 0.09 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 307 0.19 0.03 0.09 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 308 0.19 0.03 0.09 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 309 0.19 0.03 0.08 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 310 0.19 0.02 0.08 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 311 0.19 0.02 0.08 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 312 0.19 0.02 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 313 0.19 0.02 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 314 0.18 0.02 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 315 0.18 0.02 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 316 0.18 0.02 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 317 0.18 0.02 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 318 0.18 0.02 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 319 0.18 0.02 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 320 0.18 0.02 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 321 0.18 0.02 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 322 0.18 0.02 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 323 0.18 0.02 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 324 0.18 0.02 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 325 0.18 0.02 0.07 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 326 0.18 0.02 0.06 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 327 0.18 0.02 1 0.06 1 FALSE FALSE FALSE I Pass- Qpost Below Flow Control Threshold 10/26/2016 5:59 AM 8/19 0 0 0 Excel Engineering peakFlowPassFailMitigated.TXT G o\o 328 0.18 0.02 0.06 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 329 0.18 0.02 0.06 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 330 0.18 0.02 0.06 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 331 0.18 0.02 0.06 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 332 0.17 0.02 0.06 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 333 0.17 0.02 0.06 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 334 0.17 0.02 0.05 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 335 0.17 0.02 0.05 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 336 0.17 0.02 0.05 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 337 0.17 0.02 0.05 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 338 0.17 0.02 0.05 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 339 0.17 0.02 0.05 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 340 0.17 0.02 0.05 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 341 0.17 0.02 0.05 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 342 0.17 0.02 0.05 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 343 0.17 0.02 0.05 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 344 0.17 0.02 0.05 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 345 0.17 0.02 0.05 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 346 0.17 0.02 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 347 0.17 0.02 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 348 0.17 0.02 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 349 0.17 0.02 0.04 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 350 0.17 0.02 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 351 0.17 0.02 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 352 0.16 0.02 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 353 0.16 0.02 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 354 0.16 0.02 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 355 0.16 0.02 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 356 0.16 0.02 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 357 0.16 0.02 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 358 0.16 0.02 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 359 0.16 0.02 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 360 0.16 0.02 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 361 0.16 0.02 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 362 0.16 0.02 0.03 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 363 0.16 0.02 0.02 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 364 0.16 0.02 0.02 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 365 0.16 0.02 0.02 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 366 0.16 0.02 0.02 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 367 0.16 0.02 0.02 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 368 0.16 0.02 0.02 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 369 0.16 0.02 0.02 FALSE FALSE FALSE I Pass- Qpost Below Flow Control Threshold 10/26/2016 5:59 AM 9/19 . 0 0 Excel Engineering peakFlowPassFail Mitigated.TXT ' G Ole G9 0\0 370 0.16 0.02 0.02 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 371 0.16 0.02 0.02 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 372 0.16 0.02 0.02 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 373 0.16 0.02 0.02 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 374 0.16 0.02 0.02 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 375 0.15 0.02 0.02 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 376 0.15 0.02 0.02 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 377 0.15 0.02 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 378 0.15 0.02 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 379 0.15 0.02 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 380 0.15 0.02 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 381 0.15 0.02 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 382 0.15 0.02 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 383 0.15 0.02 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 384 0.15 0.02 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 385 0.15 0.02 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 386 0.15 0.02 0.01 FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 387 0.15 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 388 0.15 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 389 0.15 0.02 Infinity FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 390 0.15 0.02 Infinity FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 391 0.15 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 392 0.15 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 393 0.15 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 394 0.15 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 395 0.15 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 396 0.15 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 397 0.15 0.02 Infinity FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 398 0.15 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 399 0.15 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 400 0.15 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 401 0.14 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 402 0.14 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 403 0.14 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 404 0.14 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 405 0.14 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 406 0.14 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 407 0.14 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 408 0.14 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 409 0.14 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 410 0.14 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 411 0.14 0.02 1 Infinity I FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 10/26/2016 5:59 AM Excel Engineering pea kFlowPassFailM itigated .TXT 412 0.14 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 413 0.14 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 414 0.14 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 415 0.14 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 416 0.14 0.02 Infinity FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 417 0.14 0.02 Infinity FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 418 0.14 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 419 0.14 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 420 0.14 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 421 0.14 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 422 0.14 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 423 0.14 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 424 0.14 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 425 0.14 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 426 0.14 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 427 0.14 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 428 0.14 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 429 0.14 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 430 0.14 0.02 Infinity FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 431 0.13 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 432 0.13 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 433 0.13 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 434 0.13 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 435 0.13 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 436 0.13 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 437 0.13 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 438 0.13 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 439 0.13 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 440 0.13 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 441 0.13 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 442 0.13 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 443 0.13 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 444 0.13 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 445 0.13 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 446 0.13 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 447 0.13 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 448 0.13 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 449 0.13 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 450 0.13 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 451 0.13 0.02 Infinity FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 452 0.13 1 0.02 1 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 453 0.1 - 0.02 1 Infinity I FALSE FALSE FALSE I Pass- Qpost Below Flow Control Threshold 10/26/2016 5:59 AM Excel Engineering peakFlowPassFail Mitigated.TXT 04, Ile G4, GAP GAP 454 0.13 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 455 0.13 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 456 0.13 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 457 0.13 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 458 0.13 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 459 0.13 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 460 0.13 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 461 0.13 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 462 0.13 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 463 0.13 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 464 0.13 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 465 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 466 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 467 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 468 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 469 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 470 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 471 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 472 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 473 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 474 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 475 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 476 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 477 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 478 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 479 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 480 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 481 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 482 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 483 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 484 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 485 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 486 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 487 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 488 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 489 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 490 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 491 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 492 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 493 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 494 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 495 0.12 1 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 10/26/2016 5:59 AM 12/19 . S . Excel Engineering pea kFlowPassFailMitigated .TXT 496 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 497 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 498 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 499 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 500 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 501 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 502 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 503 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 504 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 505 0.12 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 506 0.11 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 507 0.11 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 508 0.11 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 509 0.11 0.02 Infinity FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 510 0.11 0.02 Infinity FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 511 0.11 0.02 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 512 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 513 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 514 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 515 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 516 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 517 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 518 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 519 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 520 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 521 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 522 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 523 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 524 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 525 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 526 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 527 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 528 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 529 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 530 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 531 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 532 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 533 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 534 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 535 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 536 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 537 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 10/26/2016 5:59 AM 13/19 Excel Engineering peakFlowPassFail M itigated.TXT 538 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 539 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 540 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 541 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 542 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 543 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 544 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 545 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 546 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 547 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 548 0.11 0.01 Ihfinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 549 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 550 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 551 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 552 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 553 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 554 0.11 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 555 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 556 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 557 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 558 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 559 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 560 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 561 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 562 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 563 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 564 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 565 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 566 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 567 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 568 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 569 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 570 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 571 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 572 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 573 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 574 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 575 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 576 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 577 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 578 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 579 0.10 1 0.01 Infinity FALSE FALSE FALSE I Pass- Qpost Below Flow Control Threshold 10/26/2016 5:59 AM 14/19 . . . Excel Engineering peakFlowPassFailM itigated.TXT I' /dd,GAP GR 580 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 581 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 582 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 583 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 584 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 585 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 586 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 587 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 588 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 589 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 590 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 591 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 592 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 593 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 594 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 595 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 596 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 597 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 598 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 599 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 600 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 601 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 602 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold Pass- Qpost Below Flow Control Threshold 603 0.10 0.01 Infinity FALSE FALSE FALSE 604 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 605 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 606 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 607 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 608 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 609 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 610 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 611 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 612 0.10 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 613 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 614 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 615 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 616 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 617 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 618 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 619 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 620 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 621 1 0.09 0.01 Infinity I FALSE FALSE FALSE I Pass- Qpost Below Flow Control Threshold 10/26/2016 5:59 AM 15/19 0 0 0 Excel Engineering peakFlowPassFailMitigated.TXT ON OR GAP G9 dIf p\0 622 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 623 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 624 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 625 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 626 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 627 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 628 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 629 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 630 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 631 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 632 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 633 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 634 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 635 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 636 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 637 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 638 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 639 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 640 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 641 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 642 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 643 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 644 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 645 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 646 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 647 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Opost Below Flow Control Threshold 648 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 649 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 650 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 651 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 652 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 653 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 654 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 655 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 656 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 657 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 658 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 659 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 660 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 661 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 662 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 663 1 0.09 1 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 10/26/2016 5:59 AM - Excel Engineéring , .. pea kFlowPassFailMitigated lxi a. 664 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 665 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 666 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 667 0.09 - 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 668 . 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 669 0.09 0.01 Infinity FALSE FALSE FALSE - Pass- Qpost Below Flow Control Threshold 670 0.09 . 0.01 Infinity -- FALSE - FALSE. FALSE Pass- Qpost Below Flow Control Threshold 671 0.09 0.01 Infinity FALSE - FALSE FALSE Pass- Qpost Below Flow Control Threshold 672 0.09 0.01 Infinity FALSE FALSE FALSE - Pass- Qpost Below Flow Control Threshold 673 0.09 - 0.01 Infinity FALSE - FALSE FALSE Pass- Qpost Below Flow Control Threshold 674 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 675 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 676 0.09 0.01 Infinity FALSE FALSE - FALSE Pass- Qpost Below Flow Control Threshold 677 0.09 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold - 678 0.09 0.01 - Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 679 009 0.01 Infinity - FALSE FALSE FALSE . Pass- Qpost Below Flow Control Threshold 680 < 0.09 0.01 Infinity FALSE - FALSE. FALSE Pass- Qpost Below Flow Control Threshold 681 -'009 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 682' . -0.09 0.01 - Infinity - - -FALSE FALSE . FALSE Pass- Qpost Below Flow Control Threshold - 683 0.09 -- 0.01 . Infinity FALSE . FALSE FALSE Pass- Qpost Below Flow Control Threshold 684 . . 0.09 - 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 685 - 0.09 'O.Ol Infinity . FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 686 0.08 0.01 Infinity -. FALSE . - FALSE FALSE Pass- Qpost Below Flow Control Threshold 687 - 0.08 . 0.01 Infinity FALSE . FALSE FALSE Pass- Qpost Below Flow Control Threshold 688 0.08 0.01 ' Infinity FALSE FALSE - FALSE Pass- Qpost Below Flow Control Threshold 689 0.08 0.01 Infinity FALSE . FALSE FALSE Pass- Qpost Below Flow Control Threshold - 690 0.08 0.01 Infinity FALSE . FALSE FALSE Pass- Qpost Below Flow Control Threshold 691 0.08 - 0.01 Infinity FALSE FALSE - FALSE Pass- Qpost Below Flow Control Threshold 692 0.08 . 0.01 Infinity - - FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 693 0.08 0.01 Infinity . FALSE FALSE FALSE - Pass- Qpost Below Flow Control Threshold 694. . 0.08 0.01 Infinity FALSE FALSE . FALSE Pass- Qpost Below Flow Control Threshold - 695 0.08 . 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 696 0.08 0.01 Infinity FALSE - FALSE . FALSE Pass- Qpost Below Flow Control Threshold 697 0.08 - 0.01 Infinity FALSE FALSE - FALSE - Pass- Qpost Below Flow Control Threshold 698 0.08 0.01 infinity . FALSE . FALSE FALSE Pass- Qpost Below Flow Control Threshold 699 0.08 0.01 - Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 700 . . 0.08 0.01 - Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 701 . 0.08 - 0.01 Infinity FALSE FALSE - FALSE Pass- Qpost Below Flow Control Threshold 702 . 0.08 . 0.01 - Infinity FALSE - FALSE FALSE Pass- Qpost Below Flow Control Threshold 703 0.08 . 0.01 Infinity • FALSE FALSE - . FALSE Pass- Qpost Below Flow Control Threshold 704 0.08 0.01 Infinity FALSE FALSE .FALSE I Pass- Qpost Below Flow Control Threshold . 705 0.08 0.01 Infinity - FALSE FALSE FALSE I Pass- Qpost Below Flow Control Threshold 10/26/2016 5:59 AM - .. - . - . - -.. - - 17/19 -- .-- Excel Engineering peakFlowPassFail Mitigated.TXT 0. Ile G9 0\0 706 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 707 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 708 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 709 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 710 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 711 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 712 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 71. 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 714 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 715 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 716 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 717 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 718 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 719 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 720 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 721 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 722 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 723 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 724 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 725 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 726 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 727 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 728 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 729 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 730 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 731 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 732 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 733 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 734 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 735 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 736 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 737 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 738 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 739 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 740 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 741 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 742 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 743 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 744 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 745 0.08 0.01 Infinity FALSE FALSE FALSE I Pass- Qpost Below Flow Control Threshold 746 0.08 0.01 Infinity FALSE FALSE FALSE I Pass- Opost Below Flow Control Threshold 747 0.08 0.01 Infinity FALSE FALSE FALSE I Pass- Qpost Below Flow Control Threshold 10/26/2016 5:59 AM 18/19 Excel Engineering pea kFlowPassFailMitigated.TXT o : GAP G Gle 748 0.08 - 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 749 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 750 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 751 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 752 0.08 - 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 753 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 754 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 755 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 756 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 757 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 758 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 759 0.08 0.01 Infinity FALSE - FALSE FALSE Pass- Qpost Below Flow Control Threshold 760 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 761 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 762 0.08 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold 763 0.08 . 0.01 Infinity FALSE FALSE FALSE Pass- Qpost Below Flow Control Threshold Excel Engineering - .. . pea kFlowStatisticsPre csv SWMM.out file name: Q:\13\13070\gpip\gp2\Storm\SWMM\swmm calcs\OUTFALL D\1 A-1 3070-PRE-POCD.out SWMM.out time stamp: 10/25/2016 9:34:54 AM 010:0.856 05: 0.821 •. .. 02: 0.636 - Peak Flow Statistics Table Values Rank . Start Date End Date Duration Peak Frequency Return Period 1 - 1995/01/04 16:00:00 - 1995/01/04 22:00:00 7 1.266 0.26% 58 2 2003/02/25 15:00:00 2003/02/25 19:00:00 5 0.968 0.52% 29 V 3 1958/02/03 04:00:00 1958/02/04 10:00:00 31 0.942 . . 0.77% 19.33 4 1969/02/24 00:00:00 1969/02/25 20:00:00 45 0.924 1.03% 14.5 V 5 1993/01/12 20:00:00 . 1993/01/14 05:00:00 34 0.873 1.29% 11.6 6 2005/02/1805:00:00 2005/02/1822:00:00 18 0.852 1.55% 9.67 7 2000/10/29 22:00:00 2000/10/29 23:00:00 2 0.847. 1.80% 8.29 V 8 2004/10/27 02:00:00 V 2004/10/27 08:00:00 • 7 0.846 2.06% 7.25 9. 1980/02/20 18:00:00 1980/02/2106:00:00 13 0.842 2.32% 6.44 V 10 1982/03/1711:00:00 1982/03/18 03:00:00 17 0.824 2.58% 5.8 11 .- 1978/01/04 16:00:00 1978/01/04 17:00:00 . 2 0.822 2.84% V .27 12 V 1978/02/28 18:00:00 1978/03/01 09:00:00 16 0.819 3.09% 4.83 . V 13 1952/01/1607:00:00 - 1952/01/16 15:00:00 V 9 • 0.819 3.35% 4.46 V 14 V 1958/04/01 12:00:00 1958/04/01 20:00:00 - - 9 - 0.817 V 3.61% . 4.14. V 15 1979/01/15 13:00:00 1979/01/15 14:00:00 -. 2 , 0.786 - 3.87% . .87. V 16 1980/03/02 20:00:00 1980/03/03 10:00:00 15 0.732 . - 4.12% .63 •. - V 17 • 1983/02/27 16:00:00 1983/02/2719:00:00 - V 4 .. .. 0.715 . • 4.38%. ..41.V V 18 1978/02/1002:00:00 V - 1978/02/1005:00:00 4 0.714 4.64% V .22 19 . 1965/11/22 04:00:00 1965/11/23 04:00:00 V V 25 V - 0.712 4.90%. . .05. . V 20.V - 1998/02/0315:00:00 V 1998/02/0320:00:00 . 6 . 0.71 - . . 5.15% 541% 2.9 . 2.76 21 1991/12/29150000 1991/12/30 03 00 00 13 07 22 2008/01/27 00:00:00 . 2008/01/27 20:00:00 21 0.694 5.67% 2.64 23 . 1970/12/19 02:00:00 1970/12/19 19:00:00 . 18 -. .0.69 5.93% 2.52 V V 24 1980/02/16 18:00:00 1980/02/16 20:00:00 V 3 0.689 6.19% . 2.42 V 25 1983/01/29 00:00:00 . 1983/01/29 03:00:00 V 4 0.678 VV 6.44% 2.32 V V V 26 1998/02/22 15:00:00 V 1998/02/23 21:00:00 V 31 0.675 6.70% 2.23 V V 27 . 1952/11/15 13:00:00 - 1952/11/1514:00:00 2 . 0.665 - 6.96% 2.15 V• V V 28 2004/10/20 09:00:00 2004/10/20 14:00:00 6-- V V -- 0.665 V 7.22% 2.07 V V V V 29 1998/02/1617:00:00 - 1998/02/17 20:00:00 28 0.636 7.47% 2 - V 30 1961/12/0119:00:00 . 1961/12/02 14:00:00 - 20 0.622 7.73% 1.93 31 1993/01/18 09:00:00 V1993/01/18 15:00:00 - V 7 0.609 7.99% 1.87 V 32 • 1994/02/0323:00:00 1994/02/04 10:00:00 12 0.607 • 8.25% 1.81 - 33 1985/11/11 09:00:00 1985/11/11 11:00:00 . 3 0.605 V 8.51% 1.76 - 34 1980/01/28 20:00:00 1980/01/29 21:00:00 26 - 0.602 • 8.76% 1.71 V V 35 V 1978/01/16 19:00:00 V V 1978/01/17 02:00:00 8 V 0.602 9.02% 1.66 -. - 36 . 1995/03/11 02:00:00 1995/03/11 23:00:00 22 . 0.598 - 9.28% V 1.61 37 . 2008/01/05 05:00:00 2008/01/07 00:00:00 44 0.576 9.54% 11.57 38 1993/02/1812:00:00 1993/02/18 13:00:00 V 2 V 0.562 9.79% 1.53 39 1998/02/1415:00:00 . 1998/02/1420:00:00 .6 0.557 1 10.05% 11.49 •.V V - VVVV Rank Start Date End Date Duration -. Peak Frequency Return Period 40 . 1986/02/14 23:00:00 1986/02/15 05:00:00 7 0.553 10.31% 1.45 41 1991/02/2718:00:00 1991/03/01 11:00:00 42 0.551 .. 10.57% 1.42 42 . 1992/02/12 17:00:00 - 1992/02/13 07:00:00 - 15 0.549 10.82% 1.38 43 -1963/03/16 23:00:00 1963/03/17 02:00:00 . 4 0.536 11.08% 1.35 44 1986/03/15 22:00:00 1986/03/16 19:00:00 22 0.528 1.340/6 1.32 45 1993/02/0801:00:00 1993/02/08 10:00:00 10 0.51 11.60% 1.29 46 - 2008/02/22 02:00:00 2008/02/22 08:00:00 7 0.505 11.86% 1.26 47 1960/04/27 08:00:00 1960/04/27 10:00:00 3 0.502 .12.11% 1.23 48 - 1983/10/01 01:00:00 1983/10/01 02:00:00 2 * 0.496 12.37% 1.21 * 49 1972/01/1621:00:00 1972/01/1623:00:00 - 3 0.493 12.63% 1.18 50 2003/02/1116:00:00 2003/02/1219:00:00 28 0.49 12.89% 1.16 51 1981/03/19 20:00:00 1981/03/19 21:00:00 2 0.489 13.14% 1.14 52 1969/02/0608:00:00' 1969/02/0615:00:00 8 0.482 13.40% 1.12 53 1982/12/2223:00:00 1982/12/2300:00:00 2 0.474 13.66% 1.09 54 2004/12/3114:00:00 2004/12/3115:00:00 2 0.473 13.92% 1.07 ' - 55 2005/01/11 00:00:00 2005/01/11 08:00:00 9 0.465 14.18% 1.06 56 1977/08/1701:00:00 1977/08/17 04:00:00 4 0.465 14.43% 1.04 57 1954/02/13 15:00:00 1954/02/1402:00:00 12 0.461 14.69% 1.02 58 - 2005/02/21 03:00:00 2005/02/2304:00:00 50 0.459 14.95% 1 59 1980/01/10 23:00:00 1980/01/12 12:00:00 38 0.452 15.21% 0.98 60 1983/03/01 13:00:00 1983/03/04 05:00:00 •. 65 0.451 15.46% 0.97 61 1991/03/25 06:00:00 1991/03/27 05:00:00 • 48 - 0.449 15.72% . 0.95 * - 62 / 1977/12/2906:00:00 1977/12/3002:00:00 21 0.447 - 15.98% 0.94 63 . 2002/11/08 16:00:00 2002/11/08 18:00:00 • 3 0.444 . .. .16.24% 0.92 64 . ... 1978/01/14 16:00:00 1978/01/15 05:00:00 14 . 0.442 16.49% 0.91 65 1980/02/17 22:00:00 . 1980/02/1807:00:00' 10- • - 0.442 -. - . 16.75% 0.89 • 66 1988/12/24 21:00:00 1988/12/25 00:00:00 4 - . 0.442 . 17.01% 0.88 67 • 2001/01/26 16:00:00 2001/01/27 00:00:00 9 0.441 17.27% 0.87. 68 2003/03/15 15:00:00 2003/03/16 17:00:00 27 . 0.44 17.53% 0.85 69 1980/02/1907:00:00 1980/02/19 16:00:00 10 0.439 17.78% 0.84 70 1979/01/05 23:00:00 . 1979/01/06 07:00:00 9 0.439 18.04% 0.83 71 1983/12/24 18:00:00 1983/12/25 10:00:00 7 17 0.437 18.30%'. 0.82 72 - 1971/12/24 07:00:00 . 1971/12/24 22:00:00 16 . 0.434 18.56% 0.81 - . • . 73 1963/09/18 18:00:00 . 1963/09/18 21:00:00 4 0.432 18.81% 0.8 74 1958/02/19 12:00:00 1958/02/19 14:00:00 3 0.431 19.07% 0.78 75 1960/01/1202:00:00 -1960/01/1207:00:00 6 0.426 19.33%- 0.77 _..- 76 2005/04/2808:00:00 . 2005/04/28_09:00:00 2 0.416 19.59% 0.76 77 1980/01/0904:00:00 1980/01/0917:00:00 14 0.416 19.85% 0.75 78 2001/02/1417:00:00 2001/02/1418:00:00 2 0.415 20.10%. 0.74 _- 79 1997/01/1216:00:00 _- 1997/01/1307:00:00 16 0.415 20.36% 0.73 • 80 2005/01/09 04:00:00 - 2005/01/09 21:00:00 18 0.411 20.62% ' 0.73 81 - 1968/03/08 05:00:00 - 1968/03/08 10:00:00 6 . - 0.41 - 20.88% 0.72 - 82 1967/12/18 17:00:00 1967/12/19 10:00:00 18 0.407 21.13% 0.71 - 83 1993/01/15 12:00:00 • 1993/01/17 09:00:00 46. 0.407 21.39% • 7 * 84 1962/01/20 13:00:00 1962/01/20 19:00:00 •• 7 . 0.401 21.65% • .69 • 85 1952/03/15 20:00:00 1952/03/16 04:00:00 . 9 0.399 - 21.91% 0.68 - 86 1993/02/1919:00:00 1993/02/19 20:00:00 2 0.398 22.16% 0.67 - • -• - Excel Engineering .' ' - . - , peakFlowSt'àtisticsPre.csv - 10/26/2016 5:59 AM 2/9' .: - Excel Engineering peakFlowStatisticsPre.csv Rank Start Date End Date Duration Peak Frequency Return Period 87 1983/01/27 08:00:00 1983/01/27 13:00:00 6 0.398 22.42% 0.67 88 1965/12/10 06:00:00 1965/12/10 09:00:00 4 0.397 22.68% 0.66 89 1999/01/26 22:00:00 1999/01/26 23:00:00 2 0.393 22.94% 0.65 90 1983/11/24 22:00:00 1983/11/25 01:00:00 4 0.389 23.20% 0.64 91 2007/01/30 23:00:00 2007/01/30 23:00:00 1 0.388 23.45% 0.64 92 1992/02/15 13:00:00 1992/02/15 16:00:00 4 0.388 23.71% 0.63 93 1995/01/10 19:00:00 1995/01/12 14:00:00 44 0.386 23.97% 0.62 94 1978/09/05 18:00:00 1978/09/05 19:00:00 2 0.386 24.23% 0.62 95 1988/11/2508:00:00 1988/11/25 10:00:00 3 0.373 24.48% 0.61 96 1968/12/25 18:00:00 1968/12/25 19:00:00 2 0.367 24.74% 0.6 97 1959/02/11 09:00:00 1959/02/12 03:00:00 19 0.363 25.00% 0.6 98 2005/01/03 08:00:00 2005/01/04 11:00:00 28 0.354 25.26% 0.59 99 1967/11/30 16:00:00 1967/11/30 16:00:00 1 0.353 25.52% 0.59 100 1975/04/08 09:00:00 1975/04/09 00:00:00 16 0.35 25.77% 0.58 101 2004/02/22 07:00:00 2004/02/2306:00:00 24 0.344 26.03% 0.57 102 1990/02/17 16:00:00 1990/02/17 19:00:00 4 0.344 26.29% 0.57 103 1958/03/15 18:00:00 1958/03/16 10:00:00 17 0.342 26.55% 0.56 104 1959/12/24 12:00:00 1959/12/24 13:00:00 2 0.338 26.80% 0.56 105 1995/01/25 08:00:00 1995/01/26 09:00:00 26 0.337 27.06% 0.55 106 1952/12/0201:00:00 1952/12/0201:00:00 1 0.336 27.32% 0.55 107 1994/03/24 22:00:00 1994/03/25 01:00:00 4 0.333 27.58% 0.54 108 2004/02/2604:00:00 2004/02/2608:00:00 5 0.331 27.84% 0.54 109 2001/01/11 04:00:00 2001/01/12 11:00:00 32 0.33 28.09% 0.53 110 1957/01/13 04:00:00 1957/01/13 08:00:00 5 0.33 28.35% 0.53 111 1960/02/01 22:00:00 1960/02/02 01:00:00 4 0.326 28.61% 0.52 112 1964/11/17 16:00:00 1964/11/17 18:00:00 3 0.325 28.87% 0.52 113 2007/11/30 08:00:00 2007/11/30 20:00:00 13 0.325 29.12% 0.51 114 1954/01/19 16:00:00 1954/01/19 21:00:00 1966/12/0510:00:00 6 0.324 29.38% 0.51 115 1966/12105 02:00:00 9 0.322 29.64% 0.5 116 1973/11/2223:00:00 1973/11/2301:00:00 3 0.321 29.90% 0.5 117 1972/11/1414:00:00 1972/11/1415:00:00 2 0.318 30.15% 0.5 118 1981/11/2803:00:00 1981/11/2821:00:00 19 0.317 30.41% 0.49 119 1972/11/1611:00:00 1972/11/1706:00:00 20 0.317 30.67% 0.49 120 1976/09/10 05:00:00 1976/09/10 11:00:00 7 0.316 30.93% 0.48 121 1986/11/1803:00:00 1986/11/1804:00:00 2 0.316 31.19% 0.48 122 1988/01/17 11:00:00 1988/01/17 11:00:00 1 0.314 31.44% 0.48 123 1978/02/12 17:00:00 1978/02/1323:00:00 31 0.312 31.70% 0.47 124 2002/12/20 16:00:00 2002/12/20 18:00:00 3 0.312 31.96% 0.47 125 2001/02/2517:00:00 2001/02/27 17:00:00 49 0.311 32.22% 0.46 126 1956/04/12 21:00:00 1956/04/13 17:00:00 21 0.31 32.47% 0.46 127 1979/11/07 18:00:00 1979/11/07 19:00:00 2 0.31 32.73% 0.46 128 1983/03/24 03:00:00 1983/03/24 05:00:00 3 0.309 32.99% 0.45 129 1978/03/30 15:00:00 1978/03/31 05:00:00 15 0.309 33.25% 0.45 130 1963/11/20 03:00:00 1963/11/21 06:00:00 28 0.308 33.51% 0.45 131 1995/03/05 07:00:00 1995/03/0521:00:00 15 0.307 33.76% 0.44 132 1992/03/2023:00:00 1992/03/20 23:00:00 1 0.305 34.02% 0.44 133 1 1958/03/20 22:00:00 1958/03/22 06:00:00 1 33 0.304 34.28% 10.44 10/26/2016 5:59 AM 3/9 . 0 49 Excel Engineering peakFlowStatisticsPre.csv Rank • Start Date End Date - Duration Peak Frequency Return Period 134. . 2006/03/11 07:00:00 2006/03/11 07:00:00 1 0.304 34.54% 0.43 135 1988/04/20 08:00:00 1988/04/21 04:00:00 21 0.304 34.79% 0.43 - 136 1978/01/09 16:00:00 1978/01/10 23:00:00 32 - 0.303 35.05% 0.43 137 - 1966/02/07 22:00:00 1966/02/07 23:00:00 2 0.301 35.31% 0.42 138 1980/03/05 23:00:00 1980/03/06 12:00:00 14 0.3 35.57% 0.42 139 1988/12/21 03:00:00 - 1988/12/21 06:00:00 4 0.3 35.82% 0.42 140 1998/01/29 17:00:00 1998/01/29 18:00:00 - 2 0.3 36.08% 0.41 141 2004/12/28 09:00:00 2004/12/29 09:00:00 25. 0.3 36.34% 0.41 142 1977/01/03 04:00:00 1977/01/03 04:00:00 . - 1 0.298 36.60% 0.41 143 - 2003/04/14 14:00:00 2003/04/14 20:00:00 7 0.298 36.86% 0.41 144 1967/01/22 17:00:00 1967/01/22 23:00:00 7 - 0.297 0.297 37.11% 37.37% 0.4 0.4 145 1987/12/1617:00:00 1987/12/1709:00:00 7 17 146 1965/11/1610:00:00 1965/11/1618:00:00 9 0.295 37.63% 0.4 147 1965/04/0305:00:00 1965/04/0306:00:00 2 0.293 37.89% 0.4 148 1991/03/2007:00:00 1991/03/2109:00:00 27 0.292 38.14% 0.39 149 1967/03/1320:00:00 1967/03/1321:00:00 2 0.29 38.40% 0.39 150 2006/10/1401:00:00 2006/10/1401:00:00 1 0.29 38.66% 0.39 151 1997/01/1516:00:00 1997/01/1518:00:00 3 0.288 38.92% 0.38 .152 1996/11/2116:00:00 1996/11/2203:00:00 12 0.287 39.18% 0.38 153 2005/01/0714:00:00 2005/01/0720:00:00 7 0.286 39.43% 0.38 154 1985/11/2907:00:00 1985/11/2913:00:00 .7 __. 0.285 39.69% 0.38 . 155 1960/01/1417:00:00 1960/01/1420:00:00 .4. 0.284 39.95% .37 156 1960/02/2908:00:00 1960/03/0105:00:00 22 0.283 40.21% .37 157. 1965/12/2919:00:00 1965/12/2920:00:00 2 0.283 40.46% 0.37 158 1956/01/2619:00:00 1956/01/2708:00:00 14 __. 0.278 .40.72% 0.37 159 1965/04/0814:00:00 1965/04/0923:00:00 34 0.276 40.98% 0.37 160 1983/04/2003:00:00 1983/04/2005:00:00 3 0.276 41.24% 0.36 161 1998/02/0717:00:00 .. 1998/02/0818:00:00 26 _- 0.274 41.49% 0.36 162 .1980/02/14 00:00:00 1980/02/15 01:00:00 26 0.272 41.75% 0.36 163 1957/05/1101:00:00 1957/05/1103:00:00 - 3 0.272 42.01% 0.36 164 1969/01/2407:00:00 1969/01/2518:00:00 36 . 0.268 42.27% 0.35 165 1979/03/1903:00:00 1979/03/2003:00:00. 25 0.268 42.53% 0.35 166 .1993/01/3023:00:00 1993/01/3100:00:00 2 0.266 42.78% 0.35 167 1991/03/1900:00:00 1991/03/1902:00:00 .3 0.265 43.04% 0.35 . 168 1957/02/2823:00:00 1957/03/0110:00:00 12 0.264 . 43.30% 0.35 169 1957/01/2803:00:00 1957/01/2909:00:00 31 - 0.262 .. 43.56% 0.34 170 1973/03/2008:00:00 1973/03/2009:00:00 2 0.259 43.81% 0.34 171 1958/01/25 04:00:00 1958/01/2504:00:00 1 0.259 _. 4407% 0.34 __- 172 1992/12/07 10:00:00 1992/12/0715:00:00 6 0.259 44.33% 0.34 173 1970/02/2813:00:00 . 1970/03/02 03:00:00 39 0.257 44.59% 0.34 174 1958/04/03 10:00:00 1958/04/0311:00:00 2 0.256 44.850/. 0.33 175 2001/12/09 17:00:00 2001/12/0918:00:00 2 .0.251 45.10% 0.33 176 1985/11/25 04:00:00 1985/11/25 05:00:00 - 2 0.25 45.36% 0.33 177 1955/01/1010:00:00 1955/01/1010:00:00 1 0.25 45.62% 0.33 178 1986/09/2419:00:00 1986/09/2505:00:00 11 0.249 45.881. 0.33 179 1982/01/0109:00:00 1982/01/0110:00:00 .2 0.249 46.13% 0.32 _.. 180 1955/01/1815:00:00 1955/01/1819:00:00 -5 0.248 46.39% 0.32__- 10/26/2016 5:59 AM -- - 4/9 - 49 .. ... - . . . , _ Excel Engineering pea kFlowStatisticsPre.csv Rank Start Date End Date Duration Peak Frequency Return Period 181 2000/03/05 17:00:00 2000/03/05 18:00:00 2 0.248 46.65% 0.32 182 1954/03/30 04:00:00 1954/03/30 04:00:00 1 0.245 46.91% 0.32 183 1987/10/12 10:00:00 1987/10/12 15:00:00 6 0.245 47.16% 0.32 184 1967/11/19 08:00:00 1967/11/19 17:00:00 10 0.244 47.42% 0.32 185 1990/01/17 00:00:00 1990/01/17 02:00:00 3 0.237 47.68% 0.31 186 1982/12/07 23:00:00 1982/12/08 00:00:00 2 0.237 47.94% 0.31 187 1993/01/06 03:00:00 1993/01/08 00:00:00 46 0.234 48.20% 0.31 188 2001/04/07 17:00:00 2001/04/07 17:00:00 0.233 48.45% 0.31 189 1993/11/30 04:00:00 1993/11/30 04:00:00 0.233 48.71% 0.31 190 1952/11/3001:00:00 1952/11/3004:00:00 4 0.232 48.97% 0.31 191 2004/10/18 07:00:00 2004/10/18 07:00:00 0.231 49.23% 0.3 192 1981/01/29 18:00:00 1981/01/29 19:00:00 0.231 49.48% 0.3 193 1958/01/26 09:00:00 1958/01/26 09:00:00 0.229 49.74% 0.3 194 1994/02/17 10:00:00 1994/02/17 12:00:00 0.226 50.00% 0.3 195 1958/04/07 03:00:00 1958/04/07 14:00:00 12 0.225 50.26% 0.3 196 1973/02/1300:00:00 1973/02/1302:00:00 3 0.225 50.52% 0.3 197 2001/11/24 17:00:00 2001/11/24 18:00:00 2 0.224 50.77% 0.29 198 1970/12/21 08:00:00 1970/12/21 08:00:00 1 0.224 51.03% 0.29 199 1952/01/1722:00:00 1952/01/1807:00:00 10 0.222 51.29% 0.29 200 1967/11/21 12:00:00 1967/11/21 13:00:00 2 0.213 51.55% 0.29 201 1969/01/26 18:00:00 1969/01/26 20:00:00 3 0.212 51.80% 0.29 202 1967/04/11 08:00:00 1967/04/11 10:00:00 3 0.212 52.06% 0.29 203 1951/11/23 05:00:00 1951/11/23 05:00:00 1 0.212 52.32% 0.29 204 1985/12/11 04:00:00 1985/12/11 06:00:00 3 0.21 52.58% 0.28 205 1954/11/11 02:00:00 1954/11/11 10:00:00 9 0.21 52.84% 0.28 206 1951/12/29 23:00:00 1951/12/3011:00:00 13 0.21 53.09% 0.28 207 1952/03/07 14:00:00 1952/03/08 09:00:00 20 0.209 53.35% 0.28 208 1979/03/17 05:00:00 1979/03/17 05:00:00 1 0.207 53.61% 0.28 209 1966/01/30 07:00:00 1966/01/30 18:00:00 12 0.206 53.87% 0.28 210 1998/05/12 17:00:00 .1998/05/12 18:00:00 2 0.206 54.12% 0.28 211 1969/02/20 04:00:00 1969/02/20 04:00:00 1 0.2 54.38% 0.28 212 1960/11/05 20:00:00 1960/11/06 11:00:00 16 0.199 54.64% 0.27 213 1973/03/11 12:00:00 1973/03/12 09:00:00 22 0.197 54.90% 0.27 214 1977/01/05 19:00:00 1977/01/07 06:00:00 36 0.197 55.15% 0.27 215 1992/01/0719:00:00 1992/01/07 22:00:00 4 0.197 55.41% 0.27 216 1997/01/25 22:00:00 1997/01/26 05:00:00 8 0.191 55.67% 0.27 217 1981/03/01 11:00:00 1981/03/02 12:00:00 26 0.191 55.93% 0.27 218 1958/02/2507:00:00 1958/02/2509:00:00 3 0.19 56.19% 0.27 219 1992/01/0509:00:00 1992/01/05 22:00:00 14 0.189 56.44% 0.27 220 2003/12/25 18:00:00 2003/12/25 18:00:00 1 0.189 56.70% 0.26 221 1978/03/11 21:00:00 1978/03/12 10:00:00 14 0.186 56.96% 0.26 222 1964/01/21 07:00:00 1964/01/22 08:00:00 26 0.186 57.22% 0.26 223 1966/12/06 19:00:00 1966/12/0620:00:00 2 0.184 57.47% 0.26 224 1995/04/18 10:00:00 1995/04/18 11:00:00 2 0.183 57.73% 0.26 225 2000/02/20 17:00:00 2000/02/2118:00:00 26 0.183 57.99% 0.26 226 1982/02/10 13:00:00 1982/02/10 19:00:00 7 0.183 58.25% 0.26 227 1976/02/0604:00:00 1976/02/06 06:00:00 3 0.183 58.51% 0.26 10/26/2016 5:59 AM 5/9 . 0 0 ExeIErigineering - pea kFlowStatistksPre.csV Rank Start Date End Date - Duration Peak . Frequency Return Period . 228 1962/03/19 00:00:00 1962/03/19 02:00:00 3 . 0.183 58.76% 0.25 229 1987/02/2501:00:00 . 1987/02/2501:00:00 1 0.182 59.02% 0.25 230 . 1978/02/0820:00:00 1978/02/0901:00:00 6 0.182 59.28% 0.25 231 1995/01/07 19:00:00 1995/01/08 06:00:00 12 0.181 59.54% 0.25 232 1976/07/2211:00:00 1976/07/22 13:00:00 3 0.181 59.79% 0.25 233 2002/12/16 17:00:00 2002/12/16 17:00:00 1 0.181 60.05% 0.25 234 1963/02/09 19:00:00 1963/02/10 20:00:00 26 0.18 60.31% 0.25 235 1974/12/0409:00:00 1974/12/0409:00:00 1 0.178 60.57% 0.25 - 236 1983/03/06 05:00:00 1983/03/06 05:00:00 1 0.178 60.82% 0.25 237 1979/03/27 04:00:00 1979/03/28 09:00:00 30 0.177 61.08% 0.25 - 238 1984/12/27 02:00:00 1984/12/2720:00:00 19 0.177 61.34% 0.24 - 239 1984/11/24 17:00:00 1984/11/24 20:00:00 4 0.177 61.60% 0.24 240 1978/02/0717:00:00 1978/02/0720:00:00 - 4 0.176 61.86% 0.24 241 1998/01/09 17:00:00 1998/01/09 18:00:00 0.171. 62.11% 0.24 242 1973/03/08 13:00:00 1973/03/08 13:00:00 0.169 62.37% 0.24, 243 1977/03/2501:00:00 1977/03/2503:00:00 0.168 62.63% 0.24 244 1982/01/05 09:00:00 1982/01/05 10:00:00 2 0.168 62.89% 0.24 245 1986/03/10 07:00:00 1986/03/10 19:00:00 13 0.166 63.14% 0.24 246 1975/03/08 09:00:00 1975/03/08 09:00:00 1 0.165 63.40% 0.24 247 .1984/12/1822:00:00 1984/12/2003:00:00 . 30 0.164 63.66% 0.24 248 - 1983/02/26 13:00:00 - 1983/02/26 13:00:00 1, 0.162 63.92% 0.23 249 1957/01/07 14:00:00 . 1957/01/07 18:00:00 5 0.159 64.18% 0.23 250 •... 1997/12/06 17:00:00 1997/12/06 17:00:00 1 0.157 64.43% 0.23 251 .. 2001/02/13 17:00:00 2001/02/13 17:00:00 1 - 0.155 64.69% 0.23 - 252 1978/02/0511:00:00 . 1978/02/0611:00:00 25 0.155 . 64.95% 0.23 253 1970/03/04 23:00:00 1970/03/05 00:00:00 - 2 . r 0.154 65.21% .23 . . 254 1957/10/14 04:00:00 1957/10/14 05:00:00 2 0.154 65.46% 0.23 255 1978/03/04 14:00:00 1978/03/04 15:00:00 - . 2 - - 7 0.153 65.72% 0.23 - 256 1969/02/1808:00:00 1969/02/18 14:00:00 . -0.15 65.98% 0.23 257 1973/02/1511:00:00 1973/02/1511:00:00 1 0.147 66.24% 0.23 258 1982/01/2006:00:00 1982/01/2021:00:00 16- .0.146 . 66.49%. 0.23 259 1998/03/2517:00:00 1998/03/2617:00:00 -25 0.146 66.75% 0.22 260 1998/03/3117:00:00 1998/03/3118:00:00 2 0.146 67.01% 0.22 261 1985/02/0911:00:00 1985/02/0912:00:00 2 0.144 67.27% 0.22 262 1954/03/2419:00:00 1954/03/2504:00:00 -10 0.143 67.53% 0.22 263 1954/03/2212:00:00 1954/03/2310:00:00 23 0.143 67.78% 0.22 264 • 1981/03/0502:00:00 1981/03/0508:00:00. 7 - -0.141 68.04% 0.22 265 1957/04/2015:00:00 1957/04/20 17:00:00 3 0.14 68.30% 0.22 .• _.- 266 1952/01/1304:00:00 1952/01/1 12:00:00 .-9 0.139 68.56% 0.22 267 1996/12/1109:00:00 1996/12/1 17:00:00 _. 9 0.137 68.81% 0.22 268 1976/07/1514:00:00 • 1976/07/1 16:00:00 . _3 0.137 69.07% 0.22 269 2007/04/2015:00:00 • 2007/04/2015:00:00 1 0.136 . 69.33% 0.22 _- 270 1983/02/0806:00:00 1983/02/0806:00:00 1 0.136 69.59% 0.22 271 1962/02/0810:00:00- 1962/02/0817:00:00 8 .0.135 - 69.85% 0.21 . 272 1965/02/0621:00:00 1965/02/0621:00:00 1 . -0.134 70.10% 10.21 _- 273 -1982/04/0109:00:00 1982/04/0110:00:00 2 - -0.133 70.36% 10.21 274 1993/03/2802:00:00 1993/03/2803:00:00 2 0.133 70.62% .21 .... - 10/26/2016 5:59 AM . . • . - . . 6/9. . ,.-•- .. . .-.• "- Excel Engineering pea kFlowStatisticsPre csv ,Rank - - Start Date End Date Duration Peak Frequency Return Period 275 1974/03/08 00:00:00 1974/03/08 08:00:00 - 9. 0.132 70.88% 0.21 - 276 ' 1959/02/21 10:00:00 1959/02/21 12:00:00 . 3 0.131 71.13% 0.21 . . 277.. 1996/02/2721:00:00 1996/02/2721:00:00 1 0.131 71.39% 0.21 278 . 1981/02/0905:00:00 . 1981/02/0906:00:00 - 2 0.13 71.65% 0.21 279 _1970/11/30 14:00:00 1970/11/30 23:00:00 . . 10 . 0.13 - 71.91% 0.21 280 1994/02/07 14:00:00 1994/02/07 15:00:00 . 0.129 - 72.16% 0.21 281 1969/02/2203:00:00 1969/02/2208:00:00 . 6 . 0.128 72.42% 0.21 .282 1976/07/08 13:00:00 1976/07/08 14:00:00 0.126 - .. 72.68% 0.21 , 283 1988/11/1406:00:00 1988/11/1408:00:00 3: 0.125 72.94% 0.21 4 284 2006/04/04 20:00:00 2006/04/04 22:00:00 . -' 0.124 73.20% 0.2 .285 1959/02/16 19:00:00 . 1959/02/16 19:00:00 . 0.122 - 73.45% 0.2 286 . 1955/02/27 20:00:00 1955/02/27 20:00:00 - 0.12 - 73.71% 0.2 287 1983/11/12 19:00:00 1983/11/12 19:00:00 0.119 73.97% 0.2 - 288 2005/02/1111:00:00 2005/02/11 23:00:00 . 13 . 0.118 . 74.23% 0.2 289 .1966/12/0307:00:00 - 1966/12/0316:00:00 . - 10 0.115 . 74.48% 0.2 . 290 1991/01/09 14:00:00 1991/01/0914:00:00 - 1 0.113 . 74.74% 0.2 291 . 1996/02/2613:00:00 1996/02/2613:00:00 1 -0.112 75.00% 0.2 292 1966/02/0613:00:00 1966/02/0614:00:00 -2 .0.112 75.26% 0.2 __- 293 1974/01/0717:00:00" 1974/01/0804:00:00 .12 -- 0.11 75.52% _'0.2 294 ..1965/12/16 03:00:00 1965/12/16 08:00:00 . 6 0.11 75.77% 0.2 295 -1977/05/0819:00:00 ' ,1977/05/0902:00:00. 8 - 0.104 76.03% 0.2 . '296 - 1976/02/1007:00:00 1976/02/1008:00:00 -2 0.101 76.29% 0.2 297 - _2006/02/2806:00:00. 2006/02/2806:00:00 .1 ... 0.1 76.55% 0.2 . 1994/03/1908:00:00 1994/03/2006:00:00 23 0.099 76.80% 0.2 _-' ' _1982/03/1423:00:00 .,1982/03/1423:00:00 _. 1 - _'. 0.098 , . - 77.06% 0.19 . -. 300 1967/01/24 18:00:00 1967/01/24 22:00:00 5 0.098 ' - 77.32% - .19 301 ____- 1972/01/1822:00:00 .1972/01/1903:00:00 -. -6 0.098 _.., 77.58% 0.19 -302 - 1954/01/2410:00:00 - 1954/01/2413:00:00 4 0.097 -. -77.84% 0.19 303 1953/03/0122:00:00 -1953/03/0122:00:00 - -1 0.096 _- - 78.09%' .19 304 - 1979/01/3108:00:00 1979/01/3109:00:00 - 2 0.093 _- 78.35% 0.19 305 1992/03/2216:00:00 1992/03/2303:00:00 -.12 _- 0.092 -78.61% 0.19 306 1954/03/1622:00:00 1954/03/1622:00:00 - - 1 - '0.091 78.87%- .19 307 1983/03/1806:00:00 1983/03/1806:00:00 , 1 0.09 79.12% 0.19 - 308 1998/11/08 08:00:00 1998/11/08 08:00:00 1 -- 0.089 79.38% 0.19 . . 309 1994/03/07 01:00:00 1994/03/07 06:00:00 6 0.082 - 79.64% 0.19 - 310 1971/04/14 11:00:00 ' 1971/04/14 11:00:00. 1. 0.082 - - 79.90% 0.19 - - - 311 1975/03/10 11:00:00 1975/03/10 23:00:00 13 - 0.079 - 80.15% 0.19 312 - 1998/02/19 17:00:00 1998/02/19 17:00:00 - 1 - 0.078 80.41% 0.19 - 313 1983/04/18 08:00:00 . 1983/04/18 08:00:00 1 0.075 80.67% 0.19 314 1973/02/11 07:00:00 1973/02/11 07:00:00 - . . 0.075 80.93% .19 - -- 315 - 1965/11/14 18:00:00 1965/11/15 01:00:00 - 8 0.075 81.19% 0.18 316 1969/04/05 21:00:00 1969/04/05 21:00:00 1 0.074 81.44% 0.18 . 317 1963/09/17 17:00:00 1963/09/17 17:00:00 1 0.073 81.70% 0.18 - - 318 1978/01/19 08:00:00 - 1978/01/19 08:00:00 ' 1 0.072 81.96% 0.18 -319 . 1987/12/04 21:00:00 . 1987/12/04 21:00:00 - 1' 0.07 82.22% 0.18 320 - 1996/01/31 20:00:00 - - 1996/02/01 08:00:00 - 13 .0.068 82.47% 0.18 321 T 1998/04/11 17:00:00 .- 1998/04/11 17:00:00 - 1 0.067 82.73% 0.18 - 4 Rank Start Date End Date - Duration Peak Frequency Return Period 322 1969/11/07 09:00:00 1969/11/07 09:00:00 1 -. 0.066 82.99% 0.18 323 -. 1983/03/21 04:00:00 1983/03/21 04:00:00 ill 0.066 83.25% 0.18 324 1980/12/07 11:00:00 1980/12/07 12:00:00 2 - 0.065 83.51% 0.18 325' 1971/12/27 17:00:00 1971/12/28 14:00:00 22 0.065 83.76% 0.18 .326 1976/04/15 18:00:00 1976/04/15 18:00:00 1 0.064 84.02% 0.18 327 . 1969/03/21 13:00:00 1969/03/21 13:00:00 1 0.064 84.28% 0.18 328 1982/03/26 04:00:00 1982/03/26 04:00:00 1 . 0.064 .84.54% 0.18 329 1962/02/21 05:00:00 1962/02/21 06:00:00 2 . 0.063 .. 84.79% 0.18 330 1984/12/08 00:00:00 1984/12/08.01:00:00 2 0.063 85.05% 0.18 331 1958/03/06 10:00:00 . 1958/03/06 10:00:00 -1 0.061 85.31% 0.18 332 1980/01/18 03:00:00 1980/01/18 04:00:00 2 0.058 85.57% 0.18 333 1977/12/26 06:00:00 1977/12/26 06:00:00 1 0.056 85.82% 0.17 334 1957/03/16 09:00:00 - 1957/03/16 10:00:00 2 0.055 86.08% 0.17 335 1970/01/16 18:00:00 1970/01/16 19:00:00 - 2 0.055 86.34% 0.17 336 1995/01/24 00:00:00 1995/01/24 00:00:00 1 0.054 86.60% 0.17 337 . 1980/03/25 23:00:00 1980/03/26 00:00:00 2 0.052 86.86% 0.17 338 1952/12/30 19:00:00 1952/12/30 19:00:00 1 0.051 87.11% 0.17 339 1986/10/09 19:00:00 1986/10/10 00:00:00 6 0.051 87.37% 0.17 340 1980/03/10 16:00:00 1980/03/10 16:00:00 1 0.05 87.63% 0.17 341 1983/12/03 15:00:00 1983/12/03 17:00:00 3 - 0.048 87.89% 0.17 342 1999/04/12 02:00:00 1999/04/12 03:00:00 2 0.047 88.14% 0.17 343 . 1988/12/16 10:00:00' '1988/12/1610:00:00 - 1 - 0.047 88.40% .17 344 - 1966/11/07 15:00:00 - - 1966/11/07 16:00:00 2 - 0.046 88.66% . - 0.17. - 3455 1978/03/09 16:00:00 .1978/03/0916:00:00 1 0.045 88.92% 0.17 346 2001/03/06 17:00:00 2001/03/06 17:00:00 1 ______ 0.045 89.18% .17 347 '1973/02/0704:00:00' . 1973/02/0704:00:00 1 -'. 0.044 89.43% - .17 348 1956/01/31 09:00:00 1956/01/31 10:00:00 - 2 - 0.042 89.69% 0.17 349 1965/12/14 17:00:00 1965/12/14 17:00:00 1 0.042 . 89.95% 0.17 350 - 1952/12/2011:00:00 - 1952/12/2013:00:00 3 0.039 90.21% 0.17. 351 - 1953/04/27 21:00:00 1953/04/27 22:00:00 - 2 0.034 - 90.46% 0.17 352. 1957/02/2309:00:00 . 1957/02/23 10:00:00 2 0.034 90.72% 0.17 - 353 1993/06/05 13:00:00 1993/06/05 13:00:00 1 0.034 90.98% 0.16 354 1952/04/10 16:00:00 1952/04/10 18:00:00 3 0.034 91.24% 0.16 355 1954/12/09 23:00:00 1954/12/09 23:00:00 -- 1 . 0.033 91.49% 0.16 - - 356 1980/04/23 04:00:00 1980/04/23 04:00:00 - 1 . 0.032 - 91.75% 0.16 357 1969/01/28 17:00:00 1969/01/28 19:00:00 . 3 - 0.029 92.01% 0.16 358 1985/12/02 23:00:00 1985/12/0223:00:00 1 - - 0.029 92.27% 0.16 359 . - 1952/01/2504:00:00 ' 1952/01/25 10:00:00 7 0.028 - 92.53% 0.16 360 1987/04/04 15:00:00 1987/04/04 15:00:00 1. 0.027 92.78% 0.16 361 2000/04/17 18:00:00 2000/04/17 19:00:00 - 2 ' 0.026 93.04% 0.16 362 1976/02/08 19:00:00 1976/02/08 22:00:00 . 4 0.026 93.30% - 0.16 - 363 1956/01/25 17:00:00 - 1956/01/25 18:00:00 2 0.026 93.56% 0.16 364 1976/03/01 16:00:00 1976/03/01 16:00:00 1 - 0.025 93.81% 0.16 365 1957/12/17 05:00:00 1957/12/17 05:00:00 1 0.024 -. 94.07% 0.16 366 1978/12/1701:00:00 -1978/12/1701:00:00 1 0.023 94.33% 0.16 - 367 . 2004/04/01 21:00:00 -- 2004/04/01 22:00:00 - 2 - 0.023 94.59% 0.16 368 1965/01/24 07:00:00 1965/01/24 07:00:00 1 ' 0.022 94.85% 0.16 - - ExcelEnginéering -. . •. , -. . -. S . . peakFlowStatisticsPre.csv 10/26/2016 5:59 AM . - - ' .. -. 8/9 -. 4 . Excel Engineering pea kFlowStatisticsPre.csv Rank Start Date End Date Duration - - Peak Frequency Return Period 369 - 1975/02103 11:00:00 1975/02/03 13:00:00 3 0.022 95.10% 0.16 370 1998/12/0606:00:00 1998/12/0606:00:00 1 0.022 95.36% 0.16 371 1965/03/31 14:00:00 1965/03/31 14:00:00 1 0.021 95.62% 0.16 372 1963/04/17 05:00:00 1963/04/17 07:00:00 3 0.021 95.88% 0.16 373 1983/04/12 22:00:00 1983/04/12 23:00:00 2 0.02 96.13% 0.16 374 2004/02/02 23:00:00 2004/02/02 23:00:00 1 0.018 96.39% 0.16 375 1962/03/06 20:00:00 1962/03/06 20:00:00 1 0.018 96.65% 0.16 376 1999/02/04 17:00:00 1999/02/04 17:00:00 1 0.017 96.91% 0.15 377 1955/04/30 21:00:00 1955/04/30 21:00:00 1 0.016 97.16% 0.15 378 2000/02/13 17:00:00 2000/02/13 17:00:00 1 0.015 97.42% 0.15 379 1972110/20 01:00:00 1972110/20 01:00:00 1 0.014 97.68% 0.15 380 1959/04/26 06:00:00 1959/04/26 06:00:00 1 0.014 97.94% 0.15 381 1986/04/06 10:00:00 1986/04/06 10:00:00 1 0.012 98.20% 0.15 382 1978/12/18 13:00:00 1978/1211813:00:00 1 0.011 98.45% 0.15 383 1957/01/26 07:00:00 1957/01/26 07:00:00 1 0.011 98.71% 0.15 384 1963/02/14 10:00:00 1963/02/14 10:00:00 1 0.009 98.97% 0.15 385 1996/01/22 06:00:00 1996/01/22 06:00:00 1 0.009 99.23% 0.15 386 1972/11/11 09:00:00 1972/11/11 09:00:00 1 0.009 99.48% 0.15 387 1984/1211603:00:00 1984/1211603:00:00 1 0.008 99.74% 0.15 -End of Data 10/26/2016 5:59 AM 9/9 S .. .. Excel Engineering pea kFlowStatisticsPostMitigated.csv SWMM.out file name: Q:\13\13070\gpip\gp2\Storm\SWMM\swmm catcs\OUTFALL D\30-1 3070-MIT POST-POCD-1 in.out SWMM.out time stamp: 10/26/2016 5:53:47 AM 010: 0.000 05: 0.000 02: 0.000 Peak Flow Statistics Table Values Rank Start Date End Date Duration Peak Frequency Return Period 1 1995/01/03 09:00:00 1995/01/17 11:00:00 339 1.03 0.13% 58 2 1969/02/22 04:00:00 1969/02/27 15:00:00 132 0.803 0.26% 29 3 2003/02/25 06:00:00 2003/02/28 17:00:00 84 0.748 0.39% 19.33_ 4 1978/02/27 08:00:00 1978/03/06 01:00:00 162 0.742 0.52% 14.5 5 1958/02/03 06:00:00 1958/02/06 09:00:00 76 0.676 0.65% 11.6 6 1982/03/14 15:00:00 1982/03/2004:00:00 134 0.63 0.78% 9.67 7 1965/11/22 05:00:00 1965/11/25 18:00:00 86 0.627 0.92% 8.29 8 1980/02/13 14:00:00 1980/02/2301:00:00 228 0.609 1.05% 7.25 9 1952/01/16 09:00:00 1952/01/20 04:00:00 92 0.541 1.18% 6.44 10 1998/02/2207:00:00 1998/02/2604:00:00 94 0.538 1.31% 5.8 11 1980/01/28 01:00:00 1980/02/0102:00:00 98 0.536 1.44% 5.27 12 2004/10/27 04:00:00 2004/10/29 17:00:00 62 0.514 1.57% 4.83 13 1978/01/14 17:00:00 1978/01/20 07:00:00 135 0.492 1.70% 4.46 14 1991/12/2804:00:00 1991/12/31 22:00:00 91 0.482 1.83% 4.14 15 2008/02/22 04:00:00 2008/02/25 08:00:00 77 0.474 1.96% 3.87 16 1991/02/27 19:00:00 1991/03/03 05:00:00 83 0.427 2.09% 3.63 17 2005/02/1806:00:00 2005/02/2502:00:00 165 0.425 2.22% 3.41 18 1986/02/15 01:00:00 1986/02/1714:00:00 62 0.422 2.35% 3.22 19 1979/01/05 10:00:00 1979/01/08 05:00:00 68 0.418 2.48% 3.05 20 1968/03/08 01:00:00 1968/03/10 07:00:00 55 0.413 2.61% 2.9 21 1997/01/12 16:00:00 1997/01/17 07:00:00 112 0.411 2.75% 2.76 22 1977/08/16 22:00:00 1977/08/19 16:00:00 67 0.406 2.88% 2.64 23 1962/01/20 14:00:00 1962/01/23 18:00:00 77 0.394 3.01% 2.52 24 2005/01/07 08:00:00 2005/01/13 04:00:00 141 0.382 3.14% 2.42 25 1983/12/2411:00:00 1983/12/28 02:00:00 88 0.367 3.27% 2.32 26 1980/01/09 03:00:00 1980/01/14 13:00:00 131 0.359 3.40% 2.23 27 1993/01/12 16:00:00 1993/01/20 11:00:00 188 0.342 3.53% 2.15 28 1978/02/05 13:00:00 1978/02/1509:00:00 237 0.341 3.66% 2.07 29 1996/11/21 18:00:00 1996/11/23 23:00:00 54 0.334 3.79% 2 30 1995/03/03 13:00:00 1995/03/07 22:00:00 106 0.332 3.92% 1.93 31 1995/03/11 04:00:00 1995/03/13 19:00:00 64 0.33 4.05% 1.87 32 1966/12/0307:00:00 1966/12/0810:00:00 124 0.329 4.18% 1.81 33 1992/02/1214:00:00 1992/02/17 07:00:00 114 0.327 4.31% 1.76 34 2007/11/30 09:00:00 2007/12/0219:00:00 59 0.317 4.44% 1.71 35 1998/02/0307:00:00 1998/02/1005:00:00 167 0.272 4.58% 1.66 36 1969/01/24 09:00:00 1969/01/29 11:00:00 123 0.264 4.71% 1.61 37 1958/04/01 09:00:00 1958/04/05 06:00:00 94 0.26 4.84% 1.57 38 1967/01/22 18:00:00 1967/01/26 07:00:00 86 0.257 4.97% 1.53 39 1972/01/1621:00:00 1972/01/2013:00:00 89 0.241 5.10% 1.49 10/26/2016 5:59 AM 1/17 0 Excel Engineering pea kFlowStatisticsPostMitigated.csv Rank Start Date End Date Duration Peak Frequency Return Period 40 1998/02/14 09:00:00 1998/02/20 16:00:00 152 0.226 5.23% 1.45 41 1965/11/14 20:00:00 1965/11/19 03:00:00 104 0.224 5.36% 1.42 42 1983/02/24 02:00:00 1983/03/07 05:00:00 268 0.219 5.49% 1.38 43 2004/02/26 02:00:00 2004/02/28 05:00:00 52 0.215 5.62% 1.35 44 2004/10/17 10:00:00 2004/10/22 11:00:00 122 0.199 5.75% 1.32 45 1985/11/29 08:00:00 1985/12101 08:00:00 49 0.197 5.88% 1.29 46 1954/02/13 17:00:00 1954/02/15 22:00:00 54 0.196 6.01% 1.26 47 1980/03/02 22:00:00 1980/03/07 21:00:00 120 0.194 6.14% 1.23 48 1960/02/01 21:00:00 1960/02/03 20:00:00 48 0.192 6.27% 1.21 49 1954/01/18 20:00:00 1954/01/21 22:00:00 75 0.19 6.41% 1.18 50 2003/04/14 09:00:00 2003/04/16 21:00:00 61 0.19 6.54% 1.16 51 2008/01/0505:00:00 2008/01/0901:00:00 93 0.189 6.67% 1.14 52 1987/10/11 17:00:00 1987/10/14 15:00:00 71 0.187 6.80% 1.12 53 1956/01/25 18:00:00 1956/01/29 03:00:00 82 0.182 6.93% 1.09 54 1957/01/13 05:00:00 1957/01/15 05:00:00 49 0.179 7.06% 1.07 55 1958/03/20 20:00:00 1958/03/2401:00:00 78 0.179 7.19% 1.06 56 1969/0210609:00:00 1969/02/08 11:00:00 51 0.174 7.32% 1.04 57 1960/04/27 06:00:00 1960/04/29 05:00:00 48 0.166 7.45% 1.02 58 1977/01/05 16:00:00 1977/01/09 01:00:00 82 0.164 7.58% 1 59 1952103/15 21:00:00 1952/03/18 09:00:00 61 0.163 7.71% 0.98 60 2004/12128 09:00:00 2005/01/02 05:00:00 117 0.161 7.84% 0.97 61 1971/1212208:00:00 1971/12/2905:00:00 166 0.157 7.97% 0.95 62 1987/12/16 14:00:00 1987/12/2001:00:00 - 84 0.154 8.10% 0.94 63 2000/10/29 23:00:00 2000/10/31 22:00:00 48 0.153 8.24% 0.92 64 1967/12/18 17:00:00 1967/12/21 09:00:00 65 0.146 8.37% 0.91 65 1965/04/07 06:00:00 1965/04/11 03:00:00 94 0.145 8.50% 0.89 66 1967/03/13 12:00:00 1967/03/15 15:00:00 52 0.144 8.63% 0.88 67 1958/04/06 20:00:00 1958/04/09 09:00:00 62 70 0.136 0.135 8.76% 8.89% 0.87 68 1963/11/20 04:00:00 1963/11/23 01:00:00 0.85 69 1956/04/12 23:00:00 1956/04/15 12:00:00 62 0.134 9.02% 0.84 70 1985/11/11 07:00:00 1985/11/14 00:00:00 66 0.133 9.15% 0.83 71 1986/11/17 19:00:00 1986/11/20 02:00:00 56 0.132 9.28% 0.82 72 1992/01/05 10:00:00 1992/01/09 16:00:00 103 0.132 9.41% 0.81 73 1957/01/26 06:00:00 1957/01/31 12:00:00 127 0.13 9.54% 0.8 74 1963/09/17 08:00:00 1963/09/20 15:00:00 80 0.126 9.67% 0.78 75 1988/1212422:00:00 1988/12/26 16:00:00 43 0.126 9.80% 0.77 76 1961/12101 21:00:00 1961/12/0411:00:00 63 0.126 9.93% 0.76 77 1978/01/03 20:00:00 1978/01/07 09:00:00 86 0.124 10.07% 0.75 78 1979/01/1421:00:00 1979/01/19 12:00:00 112 0.119 10.20% 0.74 79 1993/01/06 03:00:00 1993/01/11 00:00:00 118 0.115 10.33% 0.73 80 1960/01/10 12:00:00 1960/01/16 11:00:00 144 0.114 10.46% 0.73 81 2003/02/1113:00:00 2003/02/1502:00:00 86 0.112 10.59% 0.72 82 1962/02/07 22:00:00 1962/02/1111:00:00 86 0.11 10.72% 0.71 83 1952103/07 09:00:00 1952/03/1115:00:00 103 0.11 10.85% 0.7 84 1958/03/15 17:00:00 1958/03/18 06:00:00 62 0.11 10.98% 0.69 85 2005/02/11 04:00:00 2005/02114 08:00:00 77 0.106 11.11% 0.68 86 1963/03/17 01:00:00 1963/03/18 23:00:00 1 47 0.106 1 11.24% 10.67 10/26/2016 5:59 AM 2/17 0 Excel Engineering . pea kFiowStattsticsPostMitigated csv Rank Start Date End Date - Duration Peak . Frequency Return Period 87 - 1970/12/1701:00:00 1970/12/22 18:00:00 138 0.103 11.37% 0.67 88 - 1994/03/25 00:00:00 1994/03/27 00:00:00 49 0.101 11.50% .66 89 1951/12/2821:00:00 1952/01/0109:00:00 85 0.099 11.63% 0.65 90 - 1975/04/08 09:00:00 1975/04/11 00:00:00 64 0.096 11.76% 0.64 91 1993/02/0722:00:00 1993/02/10 11:00:00 62 0.096 11.90% 0.64 92 1974/03/08 02:00:00 1974/03/10 04:00:00 51 0.095 12.03% 0.63 93 1967/11/19 09:00:00 1967/11/22 18:00:00 82 0.094 12.16% 0.62 94 1970/11/28 23:00:00 1970/12/02 16:00:00 90 0.094 12.29% 0.62 95 1983/01/27 09:00:00 1983/01/31 00:00:00 88 0.093 12.42% 0.61 96 1952/11/30 03:00:00 1952/12/03 05:00:00 75 - 0.09 12.55% 0.6 97 2005/01/03 07:00:00 2005/01/06 03:00:00 69 - 0.089 12.68% 0.6 98 1994/02/03 23:00:00 1994/02/0604:00:00 54 0.088 12.81% 0.59 - 99 . 1957/05/11 02:00:00 1957/05/12 20:00:00 43 0.08 12.94% 0.59 100 2008/01/27 00:00:00 2008/01/29 18:00:00 67 0.079 13.07% 0.58 101 . 1954/11/11 01:00:00 1954/11/13 07:00:00 55 0.078 13.20% 0.57 - - 102 1952/11/1417:00:00 1952/11/17 23:00:00 79 - 0.076 13.33%. 0.57 103 . 1958/02/19 10:00:00 1958/02/21 08:00:00 47 0.076 13.46% 0.56 104 1993/02/18 13:00:00 1993/02/2118:00:00 78 0.074 1359% 0.56 105 1981/11/26 23:00:00 1981/11/30 17:00:00 91 0.073 13.73% 0.55 106 . 1997/01/2520:00:00 - 1997/01/28 04:00:00 57 0.072 13.86% 0.55 107 . 1991/03/25 05:00:00- 1991/03/28 23:00:00 91 . 0.072 - .13.99% 0.54 -. 108 1963/02/09 19:00:00 1963/02/12 19:00:00 73 0.069 14.12% 0.54 - I 109 1978/09/05 19:00:00 1978/09/07 22:00:00 . 52 ., 0.069 14.25% 0.53 -. 110 1992/12/0710:00:00 1992/12/09 09:00:00 . - 48 0.065 . 14.38% -. 0.53 V -111 1990/02/1711:00:00 1990/02/19 21:00:00 - 59 . 0.065- -. 14.51% 0.52 112 1982/12/08 00:00:00 - 1982/12/09 14:00:00 39 - 0.062, 14.64% 0.52 113. 1978/01/09 17:00:00 1978/01/12 15:00:00 71 0.058 . 14.77% 0.51 114 1977/05/08 00:00:00 1977/05/10 23:00:00 72 0.058 14.90% 0.51 . 115 1988/11/24 02:00:00 1988/11/27 02:00:00 73 0.057 15.03% 0.5 110 1970/02/28 16:00:00 1970/03/03 12:00:00 69 0.057 15.16% 0.5 117 1984/12/26 16:00:00 1984/12/29 12:00:00 V 69 0.055 15.29% 0.5 118 1965/12/0909:00:00 1965/12/13 17:00:00 105 0.053 V• 15.42% 0.49 119 1976/07/22 13:00:00 - 1976/07/24 02:00:00 38 0.052 - 15.56% 0.49 --.- - 120 2004/02/2208:00:00 2004/02/2423:00:00 64 0.051 15.69% 0.48 - 121 1985/11/24 17:00:00 1985/11/27 00:00:00 - 56 V 0.051 15.82% - .48 122 1988/12/21 01:00:00. 1988/12/2312:00:00 . 60 - 0.05 15.95% V .48 123 V 2001/01/10 21:00:00 - 2001/01/13 22:00:00 - 74 - 0.05 - .16.08% 0.47.- 124 1986/09/24 03:00:00 1986/09/26 21:00:00 67 - - 0.049 16.21% 0.47. V 125 2001/02/13 12:00:00 2001/02/16 15:00:00 76 • 0.048 16.34% 0.46 V V 126 _- 1982/12/2211:00:00 - __1982/12/2412:00:00 .50 0.045 __-- 16.47% 0.46 ..-, 127 1985/12/1105:00:00 1985/12/1222:00:00 42 V 0.044 16.60% 0.46 128 1988/04/20 02:00:00 1988/04/2321:00:00 92 0.042 16.73% 0.45 129 2005/04/2809:00:00 -2005/04/2917:00:00 33 0.041 16.86% 0.45 __-- 130 1967/04/1110:00:00 1967/04/1223:00:00 38 0.038 16.99% 0.45 _.- 131 -1959/02/1110:00:00- 1959/02/13 07:00:00 46 0.038 17.12%- 0.44 132 1983/11/2422:00:00 1983/11/2614:00:00 .41 0.037 - 17.25% 133 - 2002/11/0813:00:00 2002/11/1014:00:00 50 - 0.037 1 17.39% .44 _- 10/26/2016 5:59 AM - 3/17 Rank Start Date End Date Duration Peak Frequency Return Period 134 1988/01/17 06:00:00 1988/01/19 12:00:00 55 0.037- 17.52% 0.43 135 1986/03/15 23:00:00 1986/03/18 03:00:00 53 0.037 17.65% 0.43 136 1981/03/18 19:00:00 1981/03/21 12:00:00 66 0.037 17.78% 0.43 137 1974/01/07 16:00:00 1974/01/10 00:00:00 -. 57 0.037 17.91% 0.42 138 1994/03/07 02:00:00 1994/03/08 19:00:00 42 0.037 18.04% 0.42 139 1976/09/10 02:00:00 1976/09/12 16:00:00 . 63 0.037 18.17% 0.42 140 1991/03/19 02:00:00 1991/03/22 18:00:00 89 0.037 18.30% 0.41 141 - 1988/04/14 21:00:00 1988/04/16 11:00:00 39 0.036 18.43% 0.41 142 1952/01/1305:00:00 1952/01/1501:00:00 45 0.036 18.56% 0.41 143 2003/03/15 12:00:00 2003/03/18 00:00:00 61 0.036 18.69% 0.41 144 1976/07/08 14:00:00 1976/07/10 00:00:00 35 0.036 18.82% 0.4 145 1955/01/18 17:00:00 1955/01/20 11:00:00 43 0.036 18.95% 0.4 146 1976/07/15 14:00:00 1976/07/17 02:00:00 37 0.036 19.08% 0.4 147 1988/02/02 03:00:00 1988/02/04 05:00:00 51 0.036 19.22% 0.4 148 1976/03/01 16:00:00 1976/03/03 15:00:00 48 0.036 19.35% 0.39 149 . 1981/12/3009:00:00 1982/01/03 10:00:00 98 0.036 19.48% 0.39 150 1973/11/23 00:00:00 1973/11/24 12:00:00 37 0.036 19.61% 0.39 151 1958/01/25 05:00:00 1958/01/28 01:00:00 69 0.036 19.74% 0.38 152 1981/02/08 19:00:00 1981/02/10 17:00:00 47 0.036 19.87% 0.38 153 1966/11/07 15:00:00 1966/11/09 07:00:00 41 0.036 20.00% 0.38 154 1983/04/20 05:00:00 1983/04/22 04:00:00 48 - 0.036 20.13% 0.38 155 1990/01/17 02:00:00 1990/01/18 22:00:00 45 0.036 20.26% 0.37 156 1996/12/09 17:00:00 1996/12/1306:00:00 86 0.036 20.39% 0.37 157 1988/12/15 11:00:00 1988/12/19 08:00:00 - 94 0.036 20.52% 0.37 158 1994/03/19 05:00:00 1994/03/21 10:00:00 54 0.036 - 20.65% 0.37- 159 . 1978/03/30 13:00:00 . 1978/04/01 20:00:00 . 56 0.036 20.78% 0.37 160 1974/12/0408:00:00 1974/12/05 19:00:00 36 0.036 . 20.92% 0.36 161 1960/02/28 22:00:00 1960/03/02 11:00:00 62 0.036 21.050% 0.36 162 1977/01/03 00:00:00 1977/01/04 13:00:00 38 0.036 21.18% 0.36 - - 163 1992/03/2020:00:00 1992/03/2409:00:00 86 0.036 21.31% 0.36 164 1976/02/0411:00:00 1976/02/1113:00:00 171 0.036 21.44% 0.35 165 1994/02/17 13:00:00 1994/02/18 22:00:00 34 0.036 - 21.57% 0.35 166 1977/03/25 00:00:00 1977/03/26 15:00:00 40 0.036 21.70% 0.35 167 1965/03/31 15:00:00 1965/04/05 08:00:00 114 0.036 21.83% 0.35 168 1975/03/08 09:00:00 1975/03/1 10:00:00 98 0.036 21.96% 0.35 169 1978/12/1701:00:00 1978/12/2008:00:00 80 0.036 22.09% 0.34 170 1968/12/2519:00:00 1968/12/2709:00:00 39 0.036 22.22% 0.34 171 1992/02/06 11:00:00 1992/02/08 16:00:00 54 0.035 22.35% 0.34 172 1959/12/24 10:00:00 1959/12/25 22:00:00 37 0.035 22.48% .34 173 2006/04/04 19:00:00 2006/04/06 10:00:00 . 40 : 0.035 22.61% .34 174 1985/02/09 07:00:00 1985/02/10 19:00:00 37 0.035 22.75% 0.33 175 1973/03/20 10:00:00 1973/03/22 01:00:00 40 0.035 22.88% 0.33 176 1999/01/25 07:00:00 1999/01/28 09:00:00 75 0.035 23.01% 0.33 - 177 2006/02/27 21:00:00 2006/03/01 16:00:00 44 0.035 23.14% 0.33 178 1979/03/17 07:00:00 1979/03/21 16:00:00 106 0.035 23.27% 0.33 179 . 1961/01/26 10:00:00 1961/01/27 22:00:00 37 0.035 23.40% 0.32 180 1981/02/28 14:00:00 1981/03/04 00:00:00 83 0.035 1 23.53% 10.32 Excel Engineering pea kFIwStatiscsPostMitigated.csv 10/26/2016 5:59 AM . 4/17 . - . .-. _. . 4 . - - . . . - . - . '• ExcetEngineering - - . . .- - --- . . - :- . pea kFlowStatisticsPostMitigated.csv - Rank , Start Date - End Date Duration Peak Frequency. Return Period - - 181 .. - .1983/11/11 23:00:00 . 1983/11/14 06:00:00 . 56 0.035 23.66% 0.32 182 . 1964/11/17 15:00:00 1964/11/19 01:00:00 35 0.035 • 23.79% 0.32. . 183 . 2001/01/26 14:00:00 2001/01/28 17:00:00 52 0.035 23.92% 0.32 .184 . 1983/09/29 13:00:00 1983/10/02 13:00:00 73 0.035 24.05% 0.32 185 1981/01/28 08:00:00 1981/01/31 10:00:00 . 75 0.035 24.18% 0.31 186 1959/02/21 12:00:00 1959/02/23 02:00:00 39 0.035 24.31% 0.31 187 1965/02/0601:00:00 - 1965/02/0804:00:00 52 0.035 24.44% 0.31 - 188 1964/01/21 09:00:00 1964/01/23 19:00:00 59 - 0.035 24.58% 0.31 189 . 1957/02/28 20:00:00 1957/03/02 17:00:00 46 0.035 24.71% 0.31 190 1982/01/05 07:00:00 . 1982/01/06 22:00:00 40 0.035 24.84% 0.31 191 2007/01/30 15:00:00 2007/02/01 09:00:00 43 0.035 24.97% 0.3 - 192 1957/01/07 13:00:00 1957/01/11 01:00:00 85 0.035 25.10% 0.3 193 1982/02/09 20:00:00 1982/02/1202:00:00 55 0.035 25.23% 0.3 194 2006/10/14 02:00:00 2006/10/15 05:00:00 28 0.035 25.36% 0.3 - 195 1966/02/06 13:00:00 1966/02/0904:00:00 . 64 0.035 25.49% 0.3 196 1986/03/08 18:00:00 1986/03/14 19:00:00 • 146 0.034 25.62% 0.3 197 2002/12/2011:00:00 2002/12/2214:00:00 52 . 0.034 25.75% 0.29 198 1992/03/02 08:00:00 1992/03/04 01:00:00 42 - 0.034 • . 25.88% 0.29 - 199 1972/11/14 16:00:00 1972/11/1816:00:00 97 0.034 26.01% 0.29 - 200 1988/11/14 08:00:00 1988/11/15 13:00:00 30 0.034 - 26.14% 0.29 201 2001/02/25 10:00:00 2001/03/01 06:00:00 - 93. - -0.034.- - 26.27% • 0.29 202 - 1969/02/1809:00:00 - 1969/02/21 00:00:00 - 64 0.034 -26.41%- 0.29 - - 203 1979/11/07 19:00:00 1979/11/09 05:00:00 -. • 35 .. . 0.034 26.54%. 0.29 - 204 1981/03/05 04:00:00 1981/03/06 17:00:00 38 . - 0.034 . - 26.67% . 0.28- . -. 205 • - 1965/12/14 17:00:00 - - - 1965/12/17 12:00:00 - .. 68 . 0.033 .26.80% 0.28 - 206 -1977/12/25 19:00:00 1977/12/31 03:00:00 129 - 0033 26.93% - 0.28 207 -- 1993/01/31 02:00:00 - • - 1993/02/01 05:00:00 • - 28 - 0.033 27.06% 0.28 - 208 - 1982/04/0112:00:00 1982/04/02 19:00:00 32 - - 0.033 27.19% - 0.28 - 209 - 1987/01/06 20:00:00 - 1987/01/08 11:00:00 - 40 0.033 - 27.32% 0.28 - 210 1995/04/1609:00:00 1995/04/1921:00:00 - 85 0.033 27.45% 0.28 211 - 1962/03/18 19:00:00 1962/03/20 08:00:00 - 38 - 0.033 27.58% 0.28 • - - 212- - -1973/02/11 08:00:00 -- 1973/02/14 07:00:00 72 - 0.033 27.71% 0.27 • - - 213 1982/01/2005:00:00 - - - 1982/01/22 17:00:00 - 61 - 0.033 --27.84% 0.27 214 - _1991/01/0915:00:00 1991/01/1019:00:00 29 -0.033 27.97% 0.27 -- 215 -1984/11/2418:00:00 1984/11/2523:00:00 -30 -0.033 28.10% 0.27 •- 216 1983/03/1704:00:00 1983/03/2004:00:00 73 0.033 -28.24% 0.27 _- 217 1958/02/2509:00:00 1958/02/2611:00:00 .-27 0.033 -28.37% 0.27 218 1954/03/2012:00:00 _ 1954/03/26 00:00:00 - 133 -0.032 28.50% 0.27 _- 219 1955/01/1006:00:00 - 1955/01/1117:00:00 36 0.032 28.63% 0.27 - 220 _. 1998/01/29 12:00:00 1998/01/31 00:00:00 - 37 0.032 - 28.76% 0.26 - V 221 1990/04/04 10:00:00 - 1990/04/05 15:00:00 30 - 0.032 28.89% 0.26 .222 - 1951/12/12 00:00:00 1951/12/13 09:00:00 - 34 - 0.032 .29.02% 0.26 - - - - 223 . 1970/03/0500:00:00 1970/03/0604:00:00 29 0.032 29.15% 0.26 - - 224. - 1957/04/20 17:00:00 1957/04/22 20:00:00 52 - 0.032 • -29.28% 0.26 • -' . - 225 - 1978/03/11 20:00:00 - -1978/03/13 15:00:00 . 44 0.032 ' 29.41% 0.26 226 1952/01/2505:00:00 V - - - 1952/01/26 14:00:00 34 . . 0.032 29.54% 0.26 - - 227 1996/10/30 15:00:00 1996/10/31 19:00:00 -. 29 0.032- 29.67% 0.26 - - V Excel Engineering peakFlowStatisticsPostMitigated.csv Rank Start Date End Date Duration Peak Frequency Return Period 228 1979/03/01 10:00:00 1979/03/02 18:00:00 33 0.032 29.80% 0.25 229 1984/12/08 02:00:00 1984/12/09 02:00:00 25 0.032 29.93% 0.25 230 1971/04/14 13:00:00 1971/04/15 14:00:00 26 0.032 30.07% 0.25 231 1989/03/25 14:00:00 1989/03/27 02:00:00 37 0.032 30.20% 0.25 232 1999/04/11 22:00:00 1999/04/13 05:00:00 32 0.032 30.33% 0.25 233 1983/04/29 08:00:00 1983/05/02 15:00:00 80 0.031 30.46% 0.25 234 1971/02/17 06:00:00 1971/02/18 12:00:00 31 0.031 30.59% 0.25 235 1982/11/09 17:00:00 1982/11/11 13:00:00 45 0.031 30.72% 0.25 236 1967/11/30 18:00:00 1967/12/0118:00:00 25 0.031 30.85% 0.25 237 1984/12/18 09:00:00 1984/12/21 05:00:00 69 0.031 30.98% 0.25 238 1979/03/27 06:00:00 1979/03/29 15:00:00 58 0.031 31.11% 0.24 239 1983/03/21 06:00:00 1983/03/25 18:00:00 109 0.031 31.24% 0.24 240 1979/01/30 20:00:00 1979/02/0306:00:00 83 0.031 31.37% 0.24 241 1970/02/1005:00:00 1970/02/1206:00:00 50 0.031 31.50% 0.24 242 1973/03/11 08:00:00 1973/03/13 07:00:00 48 0.031 31.63% 0.24 243 1993/11/30 06:00:00 1993/12/01 06:00:00 25 0.031 31.76% 0.24 244 1954/03/1701:00:00 1954/03/1805:00:00 29 0.03 31.90% 0.24 245 1987/12/0423:00:00 1987/12/06 01:00:00 27 0.03 32.03% 0.24 246 1998/11/08 10:00:00 1998/11/09 14:00:00 29 0.03 32.16% 0.24 247 2001/12/0913:00:00 2001/12/10 21:00:00 33 0.03 32.29% 0.24 248 1952/12/20 12:00:00 1952/12/21 15:00:00 28 0.03 32.42% 0.23 249 1986/04/06 03:00:00 1986/04/07 11:00:00 33 0.03 32.55% 0.23 250 1969/01/14 02:00:00 1969/01/15 15:00:00 38 0.03 32.68% 0.23 251 1980/03/26 00:00:00 1980/03/27 00:00:00 25 0.03 32.81% 0.23 252 1959/12/21 02:00:00 1959/12/2209:00:00 32 0.03 32.94% 0.23 253 2007/04/20 16:00:00 2007/04/21 17:00:00 26 0.03 33.07% 0.23 254 1992/12/27 21:00:00 1992/12/30 01:00:00 53 0.03 33.20% 0.23 255 1974/10/2812:00:00 1974/10/30 11:00:00 48 - 29 0.03 33.33% 0.23 256 1951/08/28 10:00:00 1951/08/29 14:00:00 0.03 33.46% 0.23 257 1993/03/26 02:00:00 1993/03/29 02:00:00 73 0.03 33.59% 0.23 258 2002/12/16 15:00:00 2002/12/1800:00:00 34 0.03 33.73% 0.23 259 1965/12/29 20:00:00 1965/12/30 20:00:00 25 0.03 33.86% 0.22 260 2000/03/04 19:00:00 2000/03/07 20:00:00 74 0.03 33.99% 0.22 261 1993/06/05 16:00:00 1993/06/06 16:00:00 25 0.029 34.12% 0.22 262 2003/12/2501:00:00 2003/12/2621:00:00 45 0.029 34.25% 0.22 263 2004/04/02 00:00:00 2004/04/02 22:00:00 23 0.029 34.38% 0.22 264 1959/02/1605:00:00 1959/02/1723:00:00 43 0.029 34.51% 0.22 265 1958/03/06 12:00:00 1958/03/07 23:00:00 36 0.029 34.64% 0.22 266 1957/10/14 03:00:00 1957/10/15 07:00:00 29 0.029 34.77% 0.22 267 1969/03/21 14:00:00 1969/03/22 21:00:00 32 0.029 34.90% 0.22 268 1994/01/2501:00:00 1994/01/28 03:00:00 75 0.029 35.03% 0.22 269 1957/12/05 05:00:00 1957/12/0611:00:00 31 0.029 35.16% 0.22 270 1957/03/16 12:00:00 1957/03/17 10:00:00 23 0.029 35.29% 0.22 271 1966/01/30 09:00:00 1966/01/31 22:00:00 38 0.029 35.42% 0.21 272 1981/02/2522:00:00 1981/02/26 23:00:00 26 0.029 35.56% 0.21 273 1976/12/30 16:00:00 1977/01/01 06:00:00 39 0.029 35.69% 0.21 274 1983/12/03 17:00:00 1983/12/0420:00:00 28 0.029 1 35.82% 10.21 10/26/2016 5:59 AM 6/17 0 0 0 Excel Enginééring Rank Start Date End Date Duration - Peak 275 1959/04/26 07:00:00 1959/04/27 06:00:00 24 0.029 35.95% 0.21 V 276 1973/03/08 13:00:00 1973/03/09 14:00:00 26 0.029 36.08% 0.21 277 V 2001/04/07 17:00:00 2001/04/08 20:00:00 28 0.028 36.21% 0.21 278 1960/09/11 05:00:00 1960/09/12 07:00:00 27 0.028 36.34% 0.21 279 1955/04/30 22:00:00 1955/05/02 15:00:00 42 0.028 V 36.47% 0.21 V 280 2006/03/10 18:00:00 2006/03/12 14:00:00 . 45 0.028 36.60% 0.21 281 . 1995/01/24 00:00:00 1995/01/27 09:00:00 82 0.028 36.730/6 0.21 282 1980/01/17 21:00:00 1980/01/19 19:00:00 47 0.028 36.86% 0.21 283 V 1978/03/09 19:00:00 1978/03/10 15:00:00 21 0.028 V 36.99% 0.21 284 - 1976/08/30 12:00:00 1976/08/31 10:00:00. V 23 0.028 37.12% 0.2 285 1980/12/0713:00:00 1980/12/0810:00:00 22 0.027 37.25% 0.2 286 1986/01/3006:00:00 1986/02/0112:00:00 55 0.027 37.39% 0.2 287 1965/01/2408:00:00 1965/01/2506:00:00 23 0.027 37.52% 0.2 V 288 V 1955/02/2613:00:00 1955/02/2819:00:00 V 55 0.027 37.65% 0.2 289 1986/02/08 00:00:00 _V 1986/02/0913:00:00 V 38 0.027 37.78% 0.2 290 2001/11/24 15:00:00 V 2001/11/2519:00:00 29 0.027 37.91% 0.2 291 1963/11/15 18:00:00 1963/11/1617:00:00 24 0.027 38.04% 0.2 292 2000/02/20 15:00:00 2000/02/2402:00:00 84 0.027 38.17% 0.2 293 1987/02/2319:00:00 1987/02/2608:00:00 62 V 0.027 38.30% 0.2 V 294 1979/02/2103:00:00 1979/02/2204:00:00 26 0.027 38.43% 0.2 V 295 1997/12/0618:00:00 1997/12/0805:00:00 36 0.027 38.56% 0.2 296 1979/10/2004:00:00 1979/10/2115:00:00 36 . 0.027 38.69% 0.2 297 1969/11/0621:00:00 1969/11/0809:00:00 37 0.026 38.82% 0.2 298 1994/02/0705:00:00 1994/02/0900:00:00 44 V 0.026 38.95% 0.2 V 299 1987/04/0408:00:00 1987/04/0514:00:00 31 0.026 V 39.08% 0.19 300 1999/03/2516:00:00 1999/03/2616:00:00 _V V 25 -0.026 39.22% 0.19 301 V 1964/12/2709:00:00 1964/12/2901:00:00 41 0.026 _. .39.35% 0.19 302 1995/02/1403:00:00 1995/02/15 15:00:00 37 0.026 39.48% 0.19 303 1986/10/0922:00:00 1986/10/11 15:00:00 42 0.026 . _. 39.61% 0.19 304 1960/11/2619:00:00 1960/11/27 17:00:00 23 0.026 39.74% 0.19 V 305 1986/12/0608:00:00 1986/12/0801:00:00 42 V 0.025 39.87% 0.19 306 1960/01/2523:00:00 1960/01/2621:00:00 23 _. 0.025 40.00% 0.19 _- 307 1955/01/1610:00:00 1955/01/1714:00:00 29 0.025 40.13% 0.19 308 1951/11/2301:00:00 1951/11/2402:00:00 26 V 0.025 40.26% 0.19 309 1972/12/0416:00:00 1972/12/0516:00:00 25 0.025 40.39% 0.19 310 1980/03/1017:00:00 1980/03/1113:00:00 21 0.025 40.52% 0.19 V 311 1952/04/1013:00:00 1952/04/1118:00:00 30 0.025 40.65% 0.19 _V 312 1952/12/30 21 :00:00 1953/01/0100:00:00 28 0.025 40.78% 0.19 V 313 2004/12/0513:00:00 V 2004/12/0614:00:00 26 0.025 40.92% 0.19. _- 314 1979/02/1406:00:00 1979/02/15 00:00:00 19 0.025 V 41.05% 0.19 315 1954/01/2411:00:00 1954/01/26 04:00:00 42 0.025 41.18% 0.18 316 1983/04/1804:00:00 V 1983/04/1905:00:00 26 0.025 41.31% 0.18 317 2004/02/0301:00:00 2004/02/0408:00:00 .32 0.024 41.44% 0.18 318 1954/12/1000:00:00 1954/12/1101:00:00 26 0.024 41.57% 0.18 V V 319 1999/02/04 10:00:00 1999/02/0520:00:00 35 . 0.024 41.70% 0.18 320 1955/02/16 22:00:00 1955/02/18 08:00:00 .35 0.024 41.83% 0.18 321 1962/02/1912:00:00 1962/02/22 03:00:00 64 0.024 41.96% 0.18 10/26/2016 5:59 AM V V . V 7/17 V V:VV V .. .. Frequency Return Period requency V * Excel Engineering .. . -' . . pea kFlo*SttistksPostMitigtedcsv I Rank Start Date End Date Duration Peak Frequency Return Period 322 -. 1996/01/31 05:00:00 . 1996/02/02 07:00:00 51 0.024 42.09% 0.18 323 1960/11/05 22:00:00 1960/11/07 07:00:00 • 34 0.024 42.22% 0.18 324 1982/11/29 13:00:00 1982/12/01 11:00:00 . 47 0.024 42.35% 0.18 325 . 1980/04/22 13:00:00 1980/04/24 00:00:00 36 0.024 42.48% 0.18 326 . 1975/02/03 10:00:00 1975/02/0503:00:00 42 0.023 42.61% 0.18 * 327 1998/05/12 17:00:00 1998/05/13 19:00:00 27 0.023 42.75% 0.18 328 2007/12/0707:00:00. 2007/12/0909:00:00 ., 51 . 0.023 42.88% 0.18 329 1998/01/09 15:00:00 1998/01/11 13:00:00 47 0.023 43.01% 0.18 330 1952/03/01 00:00:00 1952/03/02 06:00:00 31 0.023 . 43.14% 0.18 331 2006/03/29 00:00:00 2006/03/30 01:00:00 26 0.023 43.27% 0.18 332 1970/01/16 08:00:00 1970/01/17 15:00:00 32 0.023 43.40% 0.18 333 1974/12/2809:00:00 1974/12/3005:00:00 45 0.023 43.53% 0.17 334 1984/10/17 08:00:00 1984/10/18 02:00:00 19 . 0.023 43.66% 0.17 335 1983/02/0217:00:00 - 1983/02/04 00:00:00 32 0.023 - 43.79% 0.17 336 1959/12/1002:00:00 1959/12/11 00:00:00 23 0.023 43.92% 0.17 337 1953/03/01 04:00:00 1953/03/02 18:00:00 39 0.023 44.05% 0.17 338 1968/02/13 06:00:00 1968/02/14 03:00:00 22 0.023 - 44.18% 0.17 339 1963/04/17 07:00:00 1963/04/18 05:00:00 23 0.023 44.31% 0.17 340 1988/01/05 16:00:00 1988/01/06 12:00:00 21 0.023 - 44.44% 0.17 - 341 . 1990/05/28 10:00:00 1990/05/29 08:00:00 23 0.022 44.58% 0.17 342 . 1980/10/16 07:00:00 1980/10/17 00:00:00 . 18 0.022 44.71% 0.17 343 . 1995/03/21 13:00:00 1995/03/22 09:00:00 - 21 0.022 44.84% 0.17 344 .. 1954/03/30 06:00:00 . 1954/03/31 00:00:00 19 . 0.022 44.97% 0.17 345 . 1972/11/11 10:00:00 1972/11/12 03:00:00 . 18 0.022 45.10%. 0.17 - - 346 .1973/02/15 13:00:00 1973/02/1606:00:00 . . ..- .18 0.022 45.23% 0.17 . 347 2000/10/26 13:00:00 2000/10/28 04:00:00 40 0.022 45.36% 0.17 . 348 1962/0211521:00:00 1962/02/1708:00:00 36 0.022 45.49% 0.17 349 2008/02/03 09:00:00 2008/02/04 12:00:00 28 - - - 0.022 45.62% 0.17 350 . 1957/01/05 12:00:00 1957/01/06 06:00:00 19 0.022 45.750/6 .17 351 1982/01/28 19:00:00 . 1982/01/29 18:00:00 24 0.022 45.88% 0.17 352 . 1980/12/0415:00:00 1980/12/06 02:00:00 - 36 - 0.022 46.01% 0.17 353 . 1984/12/16 05:00:00 . 1984/12/1620:00:00 . . 16 0.022 . 46.14% 0.16 354 1993/02/23 19:00:00 1993/02/24 19:00:00 25 0.022 46.27% .. .16 - 355 1982/09/26 05:00:00 1982/09/2709:00:00 29 0.022 46.41% 0.16 356 1985/12/0213:00:00 1985/12/0318:00:00 30 0.022 46.54% 0.16 . 357 1998/03/31 16:00:00 . 1998/04/01 23:00:00 32 0.022 46.67% 0.16 358 1956/01/31 11:00:00 1956/02/01 03:00:00 17 - 0.022 - 46.80% 0.16 359 1996/02/21 03:00:00 1996/02/22 14:00:00 36 0.022 . 46.93% 0.16 - 360 . .1962/03/06 09:00:00 1962/03/07 16:00:00 32 - 0.022 • 47.06% 0.16 361 - 1996/12/27 18:00:00 1996/12/28 23:00:00 - 30 • . 0.022 47.19%---- 47.32% 0.16,.-- 0.16 - 362 . 2007/1211900:00:00 . 2007/12/2004:00:00 29 0.021 363 1961/11/25 04:00:00 1961/11/26 15:00:00 . 36 0.021 47.45% - .16 . 364 1974/03/02 11:00:00 1974/03/03 15:00:00 29 . 0.021 . 47.58% 0.16 365 2007/08/26 13:00:00 2007/08/27 04:00:00 . 16 0.021 47.71% - .16 366 .2006/12/10 03:00:00 . 2006/12/11 05:00:00 27 . .0.021 - 47.84% 0.16 367 . 2006/0211905:00:00 2006/02/20 03:00:00 23 0.021 47.97% 1 0.16 . 368 - 2006/05/22 06:00:00 2006/05/23 00:00:00 19 0.021 1 48.10% 10.16 Excel Engineering - . . pea kFlowStatisticsPostMitigated.csv 10/26/2016 5:59 AM . - . 9/17 Rank 369 Start Date 1953/01/06 18:00:00 . End Date - 1953/01/08 19:00:00 Duration 50 Peak 0.021 Frequency 48.24% Return Period 0.16 370. ,. 1998/03/25 17:00:00 1998/03/29 22:00:00 102 0.021 48.37% 0.16 371 1964/03/23 01:00:00 1964/03/24 13:00:00 37 0.021 48.50% 0.16 372 1969/04/05 23:00:00 1969/04/06 13:00:00 15 0.021 48.63% 0.16 373 1973/02/28 04:00:00 1973/03/01 00:00:00 21 0.021 48.76% 0.16 374 1973/11/17 09:00:00 1973/11/19 13:00:00 53 0.021 48.89% 0.16 375 1963/04/26 05:00:00 1963/04/26 20:00:00 16 0.021 - 49.02% 0.16 376 1996/02/25 11:00:00 1996/02/28 13:00:00 75 0.021 49.15% 0.15 377 2000/02/11 19:00:00 2000/02/1500:00:00 78 0.021 - 49.28% 0.15 378 1975/02/09 08:00:00 1975/02/10 17:00:00 - 34 0.021 49.41% 0.15 379 1953/11/14 18:00:00 - 1953/11/15 21:00:00 28 . 0.021 - 49.54% 0.15 380 1958/09/24 07:00:00 1958/09/2421:00:00 . 15 0.021 . 49.67% 0.15 381 1978/11/21 19:00:00 1978/11/22 15:00:00 21 0.021 49.80% 0.15 382 1967/04/18 22:00:00 1967/04/20 13:00:00 40 0.021 49.93% 0.15 383 1968/04/01 23:00:00 1968/04/02 15:00:00 17 0.021 50.07% 0.15 384 1990/01/31 03:00:00 1990/01/31 17:00:00 15 0.02 50.20% 0.15 - 385 1990/04/17 09:00:00 1990/04/18 06:00:00 22 . 0.02 50.33% 0.15 386 1996/03/12 19:00:00 1996/03/14 04:00:00 34 0.02 50.46% 0.15 387 1976/04/15 17:00:00 1976/04/16 18:00:00 26 0.02 50.59% 0.15 388 1990/06/09 16:00:00 1990/06/11 05:00:00 38 0.02 50.72% 0.15 - - 389 1958/03/27 16:00:00 1958/03/28 05:00:00 14 0.02 50.85% 0.15 390 1997/01/22 04:00:00 1997/01/24 10:00:00 55 0.02 50.98% 0.15 391 2005/12/3119:00:00. 2006/01/03 17:00:00. 71 -0.02 - 51.11% 0.15 392 -' 1967/03/31 13:00:00 1967/04/01 03:00:00 15 0.02 51.24% 0.15 393 1983/04/12 11:00:00 . 1983/04/13 21:00:00 35 0.02 . 51.37% 0.15 394 - 1996/01/21 20:00:00 1996/01/22 22:00:00 . 27 0.02 51.50% 0.15 395 1979/01/09 13:00:00 - 1979/01/10 05:00:00 . . 17 0.02 . 51.63% 0.15 396 1965/03/12 17:00:00 1965/03/14 07:00:00 . 39 . 0.02 51.76% 0.15 397 1985/01/07 13:00:00 - - 1985/01/08 18:00:00 30 0.02 51.90% 0.15: 398 . 1982/12/29 21:00:00 1982/12/3011:00:00 . 15 0.02 52.03% 0.15 - - 399 . 1982/03/2523:00:00 . 1982/03/2620:00:00 22 . . 0.02 52.16% 0.15 400 1957/10/31 02:00:00, 1957/10/31 18:00:00 17 0.02 52.29% 0.15 401 1973/03/05 10:00:00 - 1973/03/07 10:00:00 - 49 0.02 52.42% 0.15 402 1983/11/20 10:00:00 .1983/11/21 08:00:00 - 23 0.02 52.55% 0.14 403 2005/03/22 22:00:00 2005/03/23 13:00:00 16 . - 0.02 52.68% 0.14 . 404 2000/04/17 20:00:00 2000/04/18 21:00:00 26 0.02 52.81% 0.14 405 1961/11/20 18:00:00 1961/11/21 09:00:00 16 0.02 52.94% 0.14 406 1953/04/27 22:00:00 1953/04/28 14:00:00 17 0.02 53.07% 0.14 407 1969/01/18 23:00:00 1969/01/22 12:00:00 86 0.02 53.20%' 0.14 408 1955/03/11 03:00:00 1955/03/11 17:00:00 15 . 0.019 53.33% 0.14 409 . 1995/01/21 05:00:00 1995/01/21 19:00:00 15 -0.019 53.46% 0.14 - 410 1967/04/21 23:00:00 1967/04/22 16:00:00 18 0.019 53.59% 0.14 41.1 1952/11/2302:00:00 . 1952/11/2323:00:00 22 0.019 53.73% 0.14 - - 412 1959/01/06 10:00:00 - 1959/01/06 22:00:00 . 13 0.019 53.86% 0.14 - 413 1955/04/22 06:00:00 1955/04/22 22:00:00 17 0.019 53.99% 0.14 . 414 1975/04/17 10:00:00 1975/04/17 22:00:00 13 0.019 54.12% 0.14 415 1982/01/1022:00:00 1982/01/11 20:00:00 -23 0.019 54.25% 0.14 Rank Start Date End Date - Duration Peak Frequency Return Period 416 . ' 1952/03/13 00:00:00 1952/03/13 23:00:00 - 24. L 0.019 54.38% 0.14 - 417 1990/02/04 13:00:00 1990/02/05 04:00:00 . 16 0.019 54.51% 0.14 418 1982/11/1902:00:00 1982/11/20 16:00:00 39 0.019 . 54.64% 0.14 - - 419 1998/12/06 07:00:00 1998/12/06 20:00:00 14 0.019 54.77% 0.14 -420 1987/03/22 03:00:00 1987/03/22 16:00:00 - . 14 0.019 54.90% 0.14 421 1975/12/20 16:00:00 1975/12/21 08:00:00 . 17 0.019 55.03% .14 422 . 1978/11/24 11:00:00 1978/11/2503:00:00 -17 0.019 - 55.16% 0.14 423 1960/02/09 00:00:00 1960/02/10 20:00:00 - -. 45 0.019 55.29% 0.14 424 •- - 1957/12/15 11:00:00 . .1957/12/1719:00:00 57 - 0.019 - 55.42% 0.14 .- - 425 1977/12/1807:00:00 1977/12/1820:00:00 14 0.019 55.56% 0.14 426 1976/04/13 06:00:00 - 1976/04/14 01:00:00 20 0.019 - 55.69% 0.14 - 427 1963/09/04 10:00:00 1963/09/05 01 :00:00 - 16 .0.019 55.82% - .14 428 1975/11/27 20:00:00 1975/11/29 10:00:00 39 - . - _0.019 55.95% 0.14 429 . 1959/02/0805:00:00 :1959/02/0913:00:00 -33 . 0.019 .__56.08%. 0.14 430 _- 1987/10/3108:00:00 -1987/11/0211:00:00 52 0.019 56.21% 0.14 431 .1998/04/1118:00:00 1998/04/1209:00:00 -16 -0.019 56.34% 0.14 .- 432 2001/03/0617:00:00 2001/03/0803:00:00 35 0.019 56.47% 0.13 433 1983/02/0614:00:00 1983/02/0819:00:00 54 0.019 56.60%- .13 - 434 1954/01/1216:00:00 1954/01/1312:00:00 21 0.019 - 56.73% 0.13 435 1995/03/2311:00:00 1995/03/2407:00:00 21 r --0.019 56.86% 0.13 .- 436 1978/01/3013:00:00 . 1978/01/3112:00:00 -24 0.019 56.99% 0.13 _-- 437 - -1986/02/1310:00:00 1986/02/1401:00:00 - -16 •- 0.018 57.12%- .13 _- 438. 2007/02/2807:00:00 2007/03/0106:00:00 24 0.018 57.25% 0.13 - 439 - 1997/01/02 06:00:00 -' 1997/01/03 23:00:00 . . 42 0.018 57.39% 0.13 . • . 5 440 1957/06/10 05:00:00 1957/06/10 16:00:00 . 12 - 0.018 - 57.52% 0.13 - 441- - 1960/11/13 02:00:00 1960/11/13 12:00:00 - 11 - 0.018 '- 57.65% 0.13 442 - 1993/12111 19:00:00 1993/12/1213:00:00 19. 0.018 57.78% . .13 443 1987/02/1322:00:00 1987/02/1411:00:00 14 0.018 57.91% 0.13 - 444 1969/11/10 04:00:00 1969/11/10 16:00:00 - 13 0.018 58.04% 0.13 445 1974/03/27 10:00:00 1974/03/27 20:00:00 11 0.018 58.17% 0.13 446 1951/12/1910:00:00 1951/12/19 23:00:00 . 14 . 0.018 58.30% 0.13 447 1971/01/12 22:00:00 1971/01/13 13:00:00 16 0.018 - 58.43% • 0.13 448 - 1957/02/2308:00:00. 1957/02/23 22:00:00 15 - 0.018 •. 58.56% 0.13 - • - 449 2007/02/1114:00:00 2007/02/12 03:00:00 '14 0.018 . 58.69% - 0.13 • • - - 450 1998/12/0118:00:00 1998/12/02 06:00:00 13 - 0.018 58.82% - .13 -• - • - - 451 - 1973/02/0605:00:00 1973/02/07 16:00:00 • 36 - 0.018 - 58.95% • .13 - 452 1965/01/01 00:00:00 1965/01/01 09:00:00 10 0.018 - 59.08% - .13 - 453 1985/01/28 17:00:00 1985/01/29 13:00:00 . . 21 0.017 - 59.22% 0.13 • - - - 454 1971/0212306:00:00 1971/02/2316:00:00 11 0.017 59.35% 0.13 -. - * 455 1996/12106 02:00:00 1996/12106 20:00:00 . 19 . 0.017 • 59.48% 0.13 - - 456 - 1952/12/2810:00:00 - 1952/12/2823:00:00 --14 0.017 . 59.61% 0.13 -- 457 1955/11/1409:00:00 1955/11/1420:00:00 12 •. 0.017' 59.74% 0.13 458 1983/12/0919:00:00 1983/1211004:00:00 - 10 0.017 - 59.87% 0.13 - 459 1958/03/1103:00:00 1958/03/1210:00:00 - 32 0.017 60.00% 0.13 460 1992/03/2708:00:00 1992/03/2717:00:00 - .10 0.017 . 60.13% 0.13 461 - 1987/11/0421:00:00 1987/11/0522:00:00 - 26 __• _- .0.017 60.26% 0.13 462 1 2006/03/2103:00:00 1 2006/03/2115:00:00 13 0.017 60.39% 0.13 Excel Engineering - - pea kFlowStatistics Post Mitigate d csv p.- 10/26/2016 5:59 AM • . 10/17 . - -S . - -••S. .5: - 10/26/2016 5:59 AM .. .Rank Start Date - End Date Duration - Peak - Frequency Return Period 463 • 1989/01/07 18:00:00 -- 1989/01/08 03:00:00 . 10 0.017 60.52% 0.13 464 1966/10/10 15:00:00 1966/10/1101:00:00 11 0.017 - 60.65% 0.13. 465 .2004/03/02 02:00:00 2004/03/02 16:00:00 15 . 0.017 60.78% 0.13 466 1993/01/02 09:00:00 1993/01/03 00:00:00 16 - 0.017 60.92% 0.12 467 1977/01/29 04:00:00 1977/01/29 13:00:00 . 10 0.017 61.05% 0.12 468 1957/10/21 06:00:00 1957/10/21 15:00:00 10 0.017 61.18% 0.12 469 2001/03/10 18:00:00 2001/03/11 08:00:00 15 0.017 61.31% 0.12 - 470 . 1985/0210205:00:00 1985/02/0223:00:00 19 0.017 61.44% 0.1" 471 . 1992/03/0804:00:00 1992/03/0820:00:00 - 17 0.017 - 61.57% 0.1 472 2005/10/16 20:00:00 2005/10/18 23:00:00 52 -- 0.017 61.70% 0.1 473 1989/05/14 12:00:00 1989/05/15 17:00:00 30 - 10 0.017 - 0.017 61.83% 0.1 474 1991/03/15 16:00:00 1991/03/16 01:00:00 61.96% 0.1 - 475 1984/12/10 22:00:00 1984/12/11 17:00:00 20 0.017 62.09% . 0.1 - 476 1984/11/13 11:00:00 1984/11/13 20:00:00 10 0.017 62.22% 0.1 - - 477 1971/10/16 22:00:00 1971/10/17 16:00:00 19 0.017 62.35% 01 . 478 1957/05/21 07:00:00 1957/05/21 17:00:00 11. 0.017 . 62.48% 0.1 479 1978/11/11 11:00:00 1978/11/12 18:00:00 32 0.017 62.61% 0.1 . - 480 1990/01/13 13:00:00 1990/01/14 22:00:00 34 0.017 62.75% 0.1 481 . 1989/02/09 17:00:00 1989/02/10 16:00:00 24 0.016 62.88% 0.1 482 - 1970/01/10 02:00:00 1970/01/12 08:00:00 55 0.016 63.01% 0.1 483 . 2008/01/23 21:00:00 . 2008/01/24 22:00:00 26 0.016 - 63.14% 0.1 484- - :1955/01/31 01:00:00 1955/01/3117:00:00 .-17. 0.016 ..63.27% 0.1 . _-. 485 1968/11/1420:00:00 968/11/1511:00:00 .16 0.016 -63.40% 0.1 - - 486 .1963/03/2813:00:00-- 1963/03/2823:00:00 - 0.016 ..63.53% _.. 0.1 • _-.-. 487 -. -_.1955/11/1713:00:00 1955/11/1803:00:00_- 15__. 0.016 - 63.66% 0.12 --- 488 1953/0212312:00:00 1953/02/2405:00:00 18 0.016 63.79% 0.1 . - 489 -1980/03/2112:00:00 - 1980/03/2209:00:00 -22 - 0.016 63.92%- _- 0.1 490 1964/11/0915:00:00 -1964/11/1104:00:00 _. 38 0.016 _. 64.05% 0.1 - 491 997/12/18 18:00:00 1997/1211906:00:00 .13 0.016 -. 64.18% 0.12 *- 492 '1979/02/2304:00:00 . 1979/02/2314:00:00 11 0.016 64.31% 0.12 - 493 1989/02/0400:00:00 1989/02/0502:00:00 27 0.016 -64.44% 0.12 - 494 1963/02/1412:00:00 1963/02/1420:00:00 9 - .0.016 64.58% 0.12 - • - •- - 495 1988/08/24 07:00:00 . 1988/08/24 23:00:00 17 . 0.016 64.71% 0.12 . . - 496 - 2008/02/20 12:00:00 2008/0212021:00:00 10 0.016 - 64.84% 0.12 497 2004/11/21 09:00:00 - 2004/11/21 17:00:00 - 9 . 0.016 64.97% 0.12. 498 1977/05/24 07:00:00 ' 1977/05/24 18:00:00 12 - 0.016 - 65.10% 0.12 499 1989/02/02 09:00:00 1989/02/0218:00:00 10 0.015 65.23% 0.12 500 - - 1984/12/03 10:00:00 1984/12/03 19:00:00 10 . - 0.015 - . 65.36% 0.12 501 - 2006/12/27 10:00:00 . 2006/12/27 17:00:00 8 - 0.015 - 65.49%' 0.12 - 502 - 1975/03/22 11:00:00 . 1975/03/22 19:00:00 9 - 0.015 - 65.62% 0.12 --- 503 1976/07/2702:00:00 1976/07/2710:00:00 9 0.015 - 65.75% 0.12 _- 504 2007/0211908:00:00 2007/02/1917:00:00 10 0.015 .65.88% 0.12 . _.- 505 1992/1211804:00:00 1992/1211811:00:00 8 0.015 66.01% 0.12.- _- 506 -1972/12/0708:00:00 1972/1210822:00:00 39 0.015 66.14%. 0.12 . 507 1951/12/0502:00:00 1951/12/0516:00:00 -15 0.015 66.27% .11-- 508 .1989/03/0217:00:00 . .1989/03/0304:00:00 12 -. 0.015 . 66.41% 10.11 ---..- 509 1 1957/01/2020:00:00 1957/01/2103:00:00 8 0.015 66.54% 10.11 4 - I--- -- a. .l_ -- - * ) Excel Engineering peakFlowStatisticsPostMitigated csv I - - - . * - _•3 3. - .. - - -- - Excel Engineering pea kFlowStatistics Post Mitigated. csv Rank Start Date End Date Duration Peak Frequency Return Period 510 1999/06/04 02:00:00 1999/06/04 09:00:00 8 0.015 66.67% 0.11 511 2001/02/20 18:00:00 2001/02/21 05:00:00 12 0.015 66.80% 0.11 512 1962/01/13 03:00:00 1962/01/13 10:00:00 8 0.015 66.93% 0.11 513 1989/01/23 22:00:00 1989/01/24 06:00:00 9 .0.015 67.06% 0.11 514 1995/12/23 12:00:00 1995/12/23 19:00:00 8 0.015 67.19% 0.11 515 1987/03/1511:00:00 1987/03/15 19:00:00 9 0.015 67.32% 0.11 516 1987/03/05 22:00:00 1987/03/06 23:00:00 26 0.015 67.45% 0.11 517 1996/03/04 23:00:00 1996/03/05 08:00:00 10 0.015 67.58% 0.11 518 1956/02/24 12:00:00 1956/02/24 20:00:00 9 0.015 67.71% 0.11 519 1984/04/2800:00:00 1984/04/2808:00:00 9 0.015 67.84% 0.11 520 1967/11/26 21:00:00 1967/11/27 04:00:00 8 0.01 67.97% 0.11 521 1982/09/1613:00:00 1982/09/1721:00:00 33 0.015 68.10% 0.11 522 1994/12/25 03:00:00 1994/12/2513:00:00 11 0.015 68.24% 0.11 523 1981/04/19 04:00:00 1981/04/19 14:00:00 11 0.015 68.37% 0.11 524 1992/02/1003:00:00 1992/02/10 14:00:00 12 0.015 68.50% 0.11 525 1978/04/15 22:00:00 1978/04/16 05:00:00 8 0.015 68.63% 0.11 526 1991/10/27 02:00:00 1991/10/27 19:00:00 18 0.015 68.76% 0.11 527 1978/04/08 14:00:00 1978/04/0901:00:00 12 0.014 68.89% 0.11 528 1996/01/16 22:00:00 1996/01/17 07:00:00 10 0.014 69.02% 0.11 529 1972/10/2002:00:00 1972/10/2010:00:00 9 0.014 69.15% 0.11 530 1957/05/19 10:00:00 1957/05/19 17:00:00 8 0.014 69.28% 0.11 531 1985/10/22 02:00:00 1985/10/22 08:00:00 7 0.014 69.41% 0.11 532 1955/01/02 01:00:00 1955/01/02 12:00:00 12 . 0.014 69.54% 0.11 533 2001/02/2319:00:00 2001/02/24 04:00:00 10 0.014 69.67% 0.11 534 1998/03/13 19:00:00 1998/03/15 03:00:00 33 0.014 69.80% 0.11 535 1976/11/12 05:00:00 1976/11/12 14:00:00 10 0.014 69.93% 0.11 536 1998/01/03 19:00:00 1998/01/04 23:00:00 29 0.014 70.07% 0.11 537 1982/03/2822:00:00 1982/03/2909:00:00 12 0.014 70.20% 0.1 538 2001/11/29 19:00:00 2001/11/30 04:00:00 10 0.014 70.33% 0.1 539 2003/11/12 08:00:00 2003/11/13 06:00:00 23 0.014 70.46% 0.1 540 1996/02/03 14:00:00 1996/02/03 20:00:00 7 0.013 70.59% 0.1 541 1962/02/2500:00:00 1962/02/25 07:00:00 8 0.013 70.72% 0.1 542 2001/12/03 20:00:00 2001/12/05 02:00:00 31 0.013 70.85% 0.11 543 1999/01/31 13:00:00 1999/01/31 19:00:00 7 0.013 70.98% 0.1 544 1979/12/21 09:00:00 1979/12/2119:00:00 11 0.013 71.11% 0.1 545 1977/02/2417:00:00 1977/02/2506:00:00 14 0.013 71.24% 0.11 546 1973/02/0323:00:00 1973/02/0405:00:00 7 0.013 71.37% 0.11 547 1977/03/16 15:00:00 1977/03/22 20:00:00 150 0.013 71.50% 0.11 548 2005/03/04 12:00:00 2005/03/05 09:00:00 22 0.013 71.63% 0.11 549 1987/03/25 00:00:00 1987/03/26 03:00:00 28 0.013 71.76% 0.11 550 1975/12/1218:00:00 1975/12/13 01:00:00 8 0.013 71.90% 0.11 551 1983/01/22 17:00:00 1983/01/23 20:00:00 28 - 0.013 72.03% 0.11 552 2007/02/2223:00:00 2007/02/2305:00:00 7 0.013 72.16% 0.11 553 1975/03/14 04:00:00 1975/03/14 10:00:00 7 0.013 72.29% 0.11 554 1951/10/11 02:00:00 1951/10/11 07:00:00 6 0.013 72.42% 0.11 555 1952/12/1709:00:00 1952/12/1721:00:00 13 0.013 72.55% 10.11 556 2006/03/03 17:00:00 2006/03/03 22:00:00 6 1 0.013 72.68% 10.1 10/26/2016 5:59 AM 12/17 . S . Excel Engineering pea kFlowStatisticsPostMitigated.csv Rank Start Date End Date Duration Peak Frequency Return Period 557 1974/01/01 09:00:00 1974/01/01 14:00:00 6 0.013 72.81% 0.1 558 1993/12/14 19:00:00 1993/12/15 10:00:00 16 0.013 72.94% 0.1 559 1965/12/22 03:00:00 1965/12/22 15:00:00 13 0.013 73.07% 0.1 560 1998/11/28 09:00:00 1998/11/29 07:00:00 23 .0.013 73.20% 0.1 561 1969/03/13 04:00:00 1969/03/13 11:00:00 8 0.013 73.33% 0.1 562 1964/03/02 14:00:00 1964/03/02 19:00:00 6 0.013 73.46% 0.1 563 1955/04/26 13:00:00 1955/04/26 18:00:00 6 0.013 73.59% 0.1 564 2006/12/16 23:00:00 2006/12/17 10:00:00 12 0.013 73.73% 0.1 565 1960/11/03 22:00:00 1960/11/04 04:00:00 7 0.012 73.86% 0.1 566 1973/01/10 02:00:00 1973/01/10 08:00:00 7 0.012 73.99% 0.1 567 1958/02/1305:00:00 1958/02/13 13:00:00 9 6 -- 0.012 74.12% 0.1 568 1978/11/1323:00:00 1978/11/14 04:00:00 0.012 74.25% 0.1 569 1988/12/28 01:00:00 1988/12/2817:00:00 17 0.012 74.38% 0.1 570 1978/11/15 12:00:00 1978/11/15 17:00:00 6 0.012 74.51% 0.1 571 1996/01/25 15:00:00 1996/01/25 21:00:00 7 0.012 74.64% 0.1 572 1966/01/27 08:00:00 1966/01/27 17:00:00 10 0.012 74.77% 0.1 573 1987/02/05 14:00:00 1987/02/05 19:00:00 6 0.012 74.90% 0.1 574 1981/04/02 11:00:00 1981/04/02 16:00:00 6 0.012 75.03% 0.1 575 1980/05/09 15:00:00 1980/05/10 20:00:00 30 0.012 75.16% 0.1 576 1994/11/10 14:00:00 1994/11/10 20:00:00 7 0.012 75.29% 0.1 577 1985/02/0400:00:00 1985/02/0405:00:00 6 0.012 75.42% 0.1 578 1985/03/27 11:00:00 1985/03/28 18:00:00 32 0.012 75.56% 0.1 579 1953/10/22 09:00:00 1953/10/22 15:00:00 7 0.012 75.69% 0.1 580 2002/03/1801:00:00 2002/03/1809:00:00 9 0.012 75.82% 0.1 581 1978/03/22 17:00:00 1978/03/23 20:00:00 28 0.012 75.95% 0.1 582 2001/04/10 19:00:00 2001/04/11 01:00:00 7 0.012 76.08% 0.1 583 2000/11/11 01:00:00 2000/11/11 07:00:00 7 0.012 76.21% 0.1 584 1992/01/03 11:00:00 1992/01/0410:00:00 24 0.012 76.34% 0.1 585 1992/03/3117:00:00 1992/03/31 21:00:00 5 0.012 76.47% 0.1 586 1990/01/22 13:00:00 1990/01/22 17:00:00 5 0.012 76.60% 0.1 587 1979/12/25 12:00:00 1979/12/25 16:00:00 5 0.012 76.73% 0.1 588 1954/12/0401:00:00 1954/12/0405:00:00 5 0.012 76.86% 0.1 589 1977/02/2206:00:00 1977/02/2211:00:00 6 0.012 76.99% 0.1 590 1983/12/1917:00:00 1983/12/19 21:00:00 0.012 77.12% 0.1 591 1992/03/29 15:00:00 1992/03/29 19:00:00 0.012 77.25% 0.1 592 1951/11/20 23:00:00 1951/11/21 03:00:00 5 0.012 77.39% 0.1 593 2000/11/30 11:00:00 2000/11/30 15:00:00 5 0.012 77.52% 0.1 594 1978/04/02 21:00:00 1978/04/03 01:00:00 5 0.012 77.65% 0.1 595 1984/11/16 17:00:00 1984/11/16 21:00:00 5 0.012 77.78% 0.1 596 1990/01/02 11:00:00 1990/01/02 16:00:00 6 0.012 77.91% 0.1 597 1997/02/10 23:00:00 1997/02/1105:00:00 7 0.012 78.04% 0.1 598 1966/01/01 01:00:00 1966/01/01 07:00:00 7 0.012 78.17% 0.1 599 1984/01/15 19:00:00 1984/01/16 14:00:00 20 0.012 78.30% 0.1 600 1983/01/24 20:00:00 1983/01/25 23:00:00 28 0.012 78.43% 0.1 601 1983/01/18 12:00:00 1983/01/19 16:00:00 29 0.012 78.56% 0.1 602 1 1987/12/29 14:00:00 1987/12/30 11:00:00 22 0.012 78.69% 0.1 603 1 1983/10/07 11:00:00 1 1983/10/08 09:00:00 1 23 0.012 78.82% 0.1 10/26/2016 5:59 AM 13/17 0 S Excel Engineering pea kFlowStatisticsPostMitigated.csv Rank Start Date End Date Duration Peak Frequency Return Period 604 1977/12/23 06:00:00 1977/12/23 10:00:00 5 0.012 78.95% 0.1 605 1991/03/13 22:00:00 1991/03/14 02:00:00 5 0.012 79.08% 0.1 606 1993/02/26 21:00:00 1993/02/27 03:00:00 7 0.012 79.22% 0.1 607 1980/04/28 18:00:00 1980/04/29 15:00:00 22 0.012 79.35% 0.1 608 1984/12/12 22:00:00 1984/12/13 03:00:00 6 0.012 79.48% 0.1 609 1987/11/18 00:00:00 1987/11/18 04:00:00 5 0.012 79.61% 0.1 610 1951/10/15 11:00:00 1951/10/15 16:00:00 6 0.012 79.74% 0.1 611 1983/03/28 10:00:00 1983/03/28 14:00:00 5 0.012 79.87% 0.1 612 2007/04/23 01:00:00 2007/04/23 07:00:00 7 0.012 80.00% 0.1 613 1962/03/2301:00:00 1962/03/23 06:00:00 6 0.012 80.13% 0.1 614 1979/11/12 14:00:00 1979/11/12 18:00:00 5 0.012 80.26% 0.09 615 1991/12/19 12:00:00 1991/12/19 17:00:00 6 0.012 80.39% 0.09 616 1983/12/15 16:00:00 1983/12/1520:00:00 5 0.012 80.52% 0.09 617 1971/12/0404:00:00 1971/12/0409:00:00 6 0.012 80.65% 0.09 618 1975/04/25 10:00:00 1975/04/25 14:00:00 5 0.012 80.78% 0.09 619 1960/03/28 04:00:00 1960/03/28 12:00:00 9 0.012 80.92% 0.09 620 1987/12/11 08:00:00 1987/12/1112:00:00 5 0.012 81.05% 0.09 621 1983/11/18 02:00:00 1983/11/18 06:00:00 5 0.012 81.18% 0.09 622 1982/04/04 14:00:00 1982/04/04 18:00:00 5 0.012 81.31% 0.09 623 1977/07/22 14:00:00 1977/07/22 18:00:00 5 0.012 81.44% 0.09 624 1979/01/25 17:00:00 1979/01/25 21:00:00 5 0.012 81.57% 0.09 625 1967/12/0802:00:00 1967/12/08 13:00:00 12 0.012 81.70% 0.09 626 1983/01/05 11:00:00 1983/01/05 15:00:00 5 0.012 81.83% 0.09 627 1953/11/05 12:00:00 1953/11/05 16:00:00 5 0.011 81.96% 0.09 628 1981/01/12 12:00:00 1981/01/12 17:00:00 0.011 82.09% 0.09 629 1988/04/18 07:00:00 1988/04/18 11:00:00 0.011 82.22% 0.09 630 1977/05/12 12:00:00 1977/05/12 16:00:00 0.011 82.35% 0.09 631 1981/03/14 15:00:00 1981/03/14 19:00:00 0.011 82.48% 0.09 632 1957/11/14 19:00:00 1957/11/15 01:00:00 7 0.011 82.61% 0.09 633 1969/12/09 02:00:00 1969/12/09 07:00:00 0.011 82.75% 0.09 634 1987/02/03 15:00:00 1987/02/03 19:00:00 0.011 82.88% 0.09 635 1998/12/19 21:00:00 1998/12/20 01:00:00 0.011 83.01% 0.09 636 2007/02/1323:00:00 2007/02/1403:00:00 0.011 83.14% 0.09 637 1956/12/06 07:00:00 1956/12/0611:00:00 0.011 83.27% 0.09 638 1982/02/1704:00:00 1982/02/1708:00:00 0.011 83.40% 0.09 639 1986/02/2309:00:00 1986/02/23 13:00:00 0.011 83.53% 0.09 640 1980/05/02 13:00:00 1980/05/02 17:00:00 0.011 83.66% 0.09 641 1999/01/20 16:00:00 1999/01/21 07:00:00 16 0.011 83.79% 0.09 642 1964/02/29 07:00:00 1964/02/29 11:00:00 5 0.011 83.92% 0.09 643 1986/03/01 10:00:00 1986/03/01 14:00:00 5 0.011 84.05% 0.09 644 1999/04/01 21:00:00 1999/04/02 00:00:00 4 0.011 84.18% 0.09 645 1952/12/06 06:00:00 1952/12/0611:00:00 6 0.011 84.31% 0.09 646 1984/01/04 18:00:00 1984/01/04 21:00:00 4 0.011 84.44% 0.09 647 2008/01/22 07:00:00 2008/01/22 11:00:00 5 0.011 84.58% 0.09 648 1989/01/05 21:00:00 1989/01/06 00:00:00 4 0.011 84.71% 0.09 649 1953/12/0412:00:00 1953/12/0415:00:00 4 0.011 84.84% 10.09 650 1987/10/28 03:00:00 1987/10/28 06:00:00 1 4 0.011 84.97% 10.09 10/26/2016 5:59 AM 14/17 0 0 . Excel Engineering . pea kFlowSttisticsPostMitigated.csv Rank Start Date End Date Duration -Peak Frequency Return Period 651 1981/03/10 20:00:00 1981/03/10 23:00:00 4 0.011 . 85.10% 0.09 652 1984/11/23 08:00:00 1984/11/23 11:00:00 4 0.011 85.23% 0.09 653 1985/10/07 12:00:00 1985/10/07 15:00:00 4 0.011 85.36% 0.09 654 . 1969/04/03 08:00:00 1969/04/03 13:00:00 6 0.011 85.49% 0.09 655 1999/04/07 12:00:00 1999/04/07 15:00:00 4 0.011 85.62% 0.09 656 1995/06/16 00:00:00 1995/06/17 04:00:00 29 0.011 85.75% 0.09 657 - 1978/12/01 21:00:00 - 1978/12/0200:00:00 - 4 0.011 85.88% 0.09 -. 658 . 1964/10/1 14:00:00 1964/10/15 17:00:00 -4 0.011 86.01% 0.09 659 2002/02/17 20:00:00 2002/02/18 01:00:00 6 0.011 86.14% 0.09 660 1965/04/13 02:00:00 1965/04/13 05:00:00 4 0.011 86.27% 0.09 661 1978/04/07 04:00:00 1978/04/07 07:00:00 4 - 0.011 86.41% 0.09 - 662 1973/12/01 21:00:00 1973/12/0200:00:00 . 4 0.011 86.54% 0.09 663 1965/01/07 12:00:00 1965/01/07 15:00:00 4 0.011 86.67% 0.09 664 1961/03/28 10:00:00 1961/03/28 20:00:00 11 0.011 86.80% 0.09 665 1960/03/13 07:00:00 1960/03/13 10:00:00 4 0.01 86.93% 0.09 666 1983/05/06 11:00:00 1983/05/06 14:00:00 4 - 0.01 87.06% 0.09 667 1973/03/26 09:00:00 1973/03/26 12:00:00 4 0.01 87.19% 0.09 668 1987/11/14 04:00:00 1987/11/14 07:00:00 4 0.01 87.32% 0.09 669 1972/01/09 11:00:00 1972/01/0914:00:00 4 - 0.01 87.45% 0.09 670 1971/12/1308:00:00 1971/12/13 11:00:00 4 0.01 87.58% 0.09 671 2006/03/07 03:00:00 - 2006/03/07 06:00:00 A 0.01 - 87.71% 0.09 672 1965/09/17 04:00:00 1965/09/17 15:00:00 - 12 0.01 - 87.84% 0.09 - 673 1983/01/17 08:00:00 . 1983/01/17 11:00:00 4 . - 0.01 87.97% 0.09 - 674 1957/04/18 05:00:00 .: 1957/04/18 11:00:00 . - .7 . 0.01 88.10% 0.09 - 675 1981/05/01 14:00:00 - 1981/05/01 17:00:00 - 4 - 0.01 88.24% 0.09 676 1971/03/13 10:00:00 - 1971/03/13 13:00:00 4 -. - 0.01 88.37% 0.09 - 677 2004/01/02 23:00:00 2004/01/03 02:00:00 4 -0.01 - 88.50% 0.09 678 2006/12/22 13:00:00 2006/12/22 16:00:00 4 0.01 88.63% 0.09 679 1980/04/01 18:00:00 1980/04/01 21:00:00 4 - 0.01 88.76% 0.09 680 1955/12/04 12:00:00 1955/12/04 15:00:00 4 0.01 88.89% 0.09 681 1980/01/0710:00:00 - .1980/01/0713:00:00 4 -0.01 89.02% 0.09 682 1982/02/0815:00:00 1982/02/0817:00:00 - 0.01 89.15% 0.09 683 1996/01/2807:00:00 1996/01/2811:00:00 0.01 89.28% 0.09 684 1971/12/0704:00:00 1971/12/0706:00:00 0.01 89.41% 0.09 685 1975/01/3018:00:00 1975/01/30 21 :00:00 4 0.01 89.54% 0.09 686 1999/03/1513:00:00 1999/03/1515:00:00 3 0.01 89.67% 0.09 - 687 2000/03/0820:00:00 2000/03/0823:00:00 4 0.01 89.80% 0.08 688 2004/02/1819:00:00 2004/02/1821:00:00 -3 .- 0.01 89.93% 0.08 689 1995/12/1310:00:00 1995/12/1314:00:00 -5 0.01 90.07%- 0.08 -- 690 2004/12/0809:00:00 2004/12/0813:00:00 5 0.01 ... 90.20% 0.08 - 691 1980/03/1819:00:00 1980/03/18 21 :00:00 3 _- --0.01 90.33% 0.08 692 1985/02/2022:00:00 1985/02/2100:00:00 3 - -0.01 90.46% 0.08 -- 693 1960/12/0305:00:00 1960/12/0308:00:00 4 0.01 90.59% 0.08 694 1977/07/2012:00:00 1977/07/2014:00:00 -3 0.01 -- 90.72% 0.08 - 695 1969/03/1011:00:00 1969/03/1023:00:00 13 -0.01 . 90.85% 0.08 696 - 2001/12/2120:00:00 2001/12/2123:00:00 4 0.009 90.98% .08 - 697 1967/01/3104:00:00 1967/01/3109:00:00 6 0.0091 91.11% 0.08 10/26/2016 5:59 AM 15/17 . . . - .. Excel Engineering pea kFlowStatisticsPostMitigated csv Rank - Start Date End Date Duration Peak Frequency Return Period 698 2006/04/14 16:00:00 2006/04/15 12:00:00 21. 0.009 91.24% 0.08 699 1977/07/27 15:00:00 1977/07/27 17:00:00 3 0.009 91.37% 0.08 700 1996/02/12 16:00:00 1996/02/12 18:00:00 3 . 0.009 91.50% . .08 701 - 1953/11/20 09:00:00 . 1953/11/20 11:00:00 -• 3 0.009 91.63% 0.08 702 1991/03/11 05:00:00 - 1991/03/11 07:00:00 3 0.009 . 91.76% 0.08 703 1969/03/09 05:00:00 1969/03/09 07:00:00 . 3 0.009 91.90% 0.08 704 1980/05/08 13:00:00 1980/05/08 15:00:00 3 0.009 92.03% 0.08 705 . 1958/01/30 15:00:00 1958/01/30 17:00:00 3 0.009 92.16% 0.08, 706 1971/04/26 08:00:00 . 1971/04/2609:00:00 -- _2 0.009 92.29% .08 707 2005/03/1914:00:00 -.2005/03/1919:00:00 . 6 0.009 92.42% 0.08 708 2008/02/1417:00:00 2008/02/1418:00:00 2 0.009 92.55% 0.08 709 -1987/10/2309:00:00 1987/10/2310:00:00 . _.2 0.009 92.68% 0.08 710 1977/01/2603:00:00 1977/01/2604:00:00 2 .. _0.009 . 92.81% 0.08 711 - 1951/10/0810:00:00 1951/10/0811:00:00 2 0.009 92.94% 0.08 712 1982/04/1122:00:00 1982/04/1123:00:00 2 0.009 93.07%- .08 713 1957/11/0408:00:00 - -1957/11/04 09:00:00 2 -0.009 93.20% 0.08 714 - _1981/04/26 20:00:00. 1981/04/26 21:00:00 . 2 0.009 - 93.33% 0.08 715 2001/04/21 14:00:00 2001/04/21 15:00:00 2 0.009 . 93.46% 0.08 - 716 1963/10/19 02:00:00 1963/10/19 03:00:00 . 2 0.009 93.59% 0.08 717 2005/09/20 07:00:00 . 2005/09/20 08:00:00 - 2. 0.009 93.73% 0.08 718 - 1966/01/20 02:00:00 1966/01/20 03:00:00 2 - 0.009 93.86% 0.08 719 . .- 1999/06/02 06:00:00 1999/06/02 11:00:00 . 6 0.009 93.99% . .08 720 1955/12/07 04:00:00 - 1955/12/07 05:00:00 2 .- . .0.0091, 94.12% 0.08 721 . 2002/12/2920:00:00 2002/12/2922:00:00 . 3 - .s 0.008 94.25% ..08. 722 . 1953/01/1400:00:00 1953/01/1401:00:00 . . 2 . - 0.008 94.38% 0.08 . 723 - 1958/05/11 12:00:00 1958/05/11 18:00:00 - 7 0.008 94.51% 0.08 724 1957/11/03 03:00:00 1957/11/0304:00:00 - 2 0.008 94.64% 0.08 725 1956/05/10 02:00:00 - 1956/05/10 03:00:00 2 0.008 94.77% . .08 - - 726 1996/10/02 22:00:00 - 1996/10/02 23:00:00 -. 2 0.008 - 94.90% . .08 727 . 1963/12/10 02:00:00 1963/12/1003:00:00 2 0.008 .. 95.03% 0.08 728 1988/11/11 11:00:00 1988/11/11 12:00:00 0.008 95.16% 0.08 729 1957/11/16 19:00:00 . 1957/11/1700:00:00. 0.008 . 95.29% 0.08 730 . 1957/01/24 12:00:00 1957/01/24 13:00:00 2 .. . 0.008 95.42% 0.08 731 1976/11/27 13:00:00 . 1976/11/27 14:00:00 . - 0.008 - 95.56% 0.08 - 732 1998/01/13 20:00:00 1998/01/13 21:00:00 .0.008 . 95.69% 0.08 733 . 1983/08/18 13:00:00 - 1983/08/18 14:00:00 0.008 - 95.82% 0.08 734 1999/03/11 17:00:00 1999/03/11 18:00:00 0.008 95.95% 0.08 735 . 1975/04/06 02:00:00 . 1975/04/06 19:00:00 . 18 0.008 96.08% 0.08 .. 736 . 1971/05/0723:00:00 . . 1971/05/0801:00:00 3 0.008 96.21% 0.08 737 . 1955/11/21 19:00:00 1955/11/21 19:00:00 - - 11 0.008 . 96.34% 0.08 - - - 738 2001/12/1420:00:00 2001/12/1421:00:00 . 2 0.008 96.47% 0.08 - - 739 1964/02/15 11:00:00 1964/02/1512:00:00 2 0.008 96.60% 0.08 740 1999/02/09 22:00:00. - 1999/02/0923:00:00 2 - 0.008 96.73% 0.08 741 2003/11/16 03:00:00 2003/11/16 11:00:00 - 9 - - 0.008 96.86% 0.08 742 - 1956/04/27 10:00:00 1956/04/27 10:00:00 .1 - 0.008 96.99% . - .08 . . 743 1987/01/28 10:00:00 . .. - 1987/01/28 11:00:00 - 2 0.008 97.12% 0.08 . . 744 1985/09/18 15:00:00 1985/09/18 15:00:00 .__1 0.008 97.25% 0.08 _.. Excel Engineering pea kFlowStatisticsPostMitigated.csv Rank Start Date End Date Duration Peak Frequency Return Period 745 1998/01/19 20:00:00 1998/01/19 21:00:00 2 .0.008 97.39% 0.08 746 1977/07/15 17:00:00 1977/07/15 17:00:00 1 0.008 97.52% 0.08 747 1951/12/02 04:00:00 1951/12/02 04:00:00 1 0.008 97.65% 0.08 748 1998/12/05 04:00:00 1998/12/05 04:00:00 1 0.008 97.78% 0.08 749 1987/07/17 14:00:00 1987/07/17 14:00:00 1 0.008 97.91% 0.08 750 1994/02/20 16:00:00 1994/02/20 16:00:00 1 0.008 98.04% 0.08 751 1998/04/15 20:00:00 1998/04/15 21:00:00 2 0.008 98.17% 0.08 752 1958/03/31 02:00:00 1958/03/31 02:00:00 1 0.008 98.30% 0.08 753 1981/12/21 04:00:00 1981/12/21 04:00:00 1 0.008 98.43% 0.08 754 2001/12/20 20:00:00 2001/12/20 20:00:00 1 0.008 98.56% 0.08 755 1952/04/08 03:00:00 1952/04/0807:00:00 5 0.008 98.69% 0.08 756 1960/03/23 12:00:00 1960/03/23 12:00:00 1 0.008 98.82% 0.08 757 1964/03/13 02:00:00 1964/03/13 02:00:00 1 0.008 98.95% 0.08 758 1962/02/26 14:00:00 1962/02/26 14:00:00 1 0.008 99.08% 0.08 759 1973/03/04 06:00:00 1973/03/04 06:00:00 1 0.008 99.22% 0.08 760 1963/11/06 18:00:00 1963/11/06 18:00:00 1 0.007 99.35% 0.08 761 2003/03/22 20:00:00 2003/03/22 20:00:00 1 0.007 99.48% 0.08 762 1962/05/27 15:00:00 1962/05/27 15:00:00 1 0.007 99.61% 0.08 763 2005/01/28 18:00:00 2005/01/28 18:00:00 . 1 0.007 99.74% 0.08 764 2001/12/30 20:00:00 2001/12/30 20:00:00 1 0.007 99.87% 0.08 -End of Data 10/26/2016 5:59 AM . 17/17 . 0 0 Excel Engineering Flow Duration Curves --Pre Development ~ 010 (0.856cfs) -Post Development Mitigated ~ Qlf (0.0636cfs) 0.8 ..... · · ..... · · · · · · · · · · · · · · · · · · -· · · · · · · · · · · · · · · · · · · ... · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · ·, · · · · 0 .6 -~ CJ 0.4 -Cl) -ca a:: ~ 0.2 0 u. 0.0 -0.2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ......................................... . .!._'....... . ..................................... . 0 "' 0 0 · · · '. Flow Duration PreDevelopment=365(days)x24(hr/day)x0.204(%)=17.9(hours/year) ·Flow Duration Mitigated Post Development=365(days)x24(hr/day)x0.090(%)=7.8(hours/year) 0 .00 0.05 0.10 (0/o) Percent Time Exceedance 0.15 ~ N 0 0.20 Excel Engineering flowou ration Pass FailMitigated.TXT Compare Post-Development Curve to Pre-Development Curve post-development SWMM file: Q:\13\1 3070\gpip\gp2\Storm\SWMM\swmm calcs\OUTFALL D\3D-1 3070-MIT POST-POCD-1 in.out post-development time stamp: 10/26/2016 5:53:47 AM Compared to: pre-development SWMM file: Q:\1 3\13070\gpip\gp2\Storm\SWMM\swmm calcs\OUTFALL D\1 A-i 3070-PRE-POCD.out pre-development time stamp: 10/25/2016 9:34:54 AM o\o 0.6 o\o Ile 00 0\0 o\o 0 0.06 0.09 0.20 TRUE FALSE FALSE Pass- Qpost Below Flow Control Threshold 1 0.07 0.08 0.18 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 2 0.08 0.07 0.17 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 3 0.09 0.06 0.16 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 4 OW 0.06 0.16 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 5 0.10 0.05 0.15 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 6 0.11 0.05 0.14 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 7 0.12 0.04 0.13 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 8 0.13 0.04 0.13 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 9 0.14 0.04 0.12 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 10 0.14 0.03 0.11 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 11 0.15 0.03 0.11 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 12 0.16 0.03 0.10 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 13 0.17 0.03 0.10 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 14 0.18 0.03 0.09 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 15 0.18 0.02 0.08 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 16 0.19 0.02 0.08 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 17 0.20 0.02 0.07 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 18 0.21 0.02 0.07 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 19 0.22 0.02 0.07 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 20 0.22 0.02 0.06 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 21 0.23 0.01 0.06 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 22 0.24 0.01 0.06 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 23 0.25 0.01 0.06 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 24 0.26 0.01 0.05 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 25 0.26 0.01 0.05 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 26 0.27 0.01 0.05 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 27 0.28 0.01 0.05 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 28 0.29 0.01 0.04 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 29 0.30 0.01 0.04 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 30 0.30 0.01 0.04 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 31 0.31 0.01 1 0.03 TRUE FALSE FALSE I Pass: Post Duration < Pre Duration 10/26/2016 5:59 AM 1/3 0 Excel Engineering flowDu ration PassFailMitigated.TXT qj o\o 32 0.32 0.01 0.03 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 33 0.33 0.01 0.03 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 34 0.34 0.01 0.03 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 35 0.34 0.01 0.03 TRUE FALSE FALSE Pass: Post DuratiOn < Pre Duration 36 0.35 0.01 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 37 0.36 0.01 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 38 0.37 0.01 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 39 0.38 0.01 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 40 0.38 0.01 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 41 0.39 0.01 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 42 0.40 0.01 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 43 0.41 0.01 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 44 0.42 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 45 0.42 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 46 0.43 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 47 0.44 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 48 0.45 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 49 0.46 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 50 0.46 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 51 0.47 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 52 0.48 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 53 0.49 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 54 0.50 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 55 0.50 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 56 0.51 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 57 0.52 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 58 0.53 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 59 0.54 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 60 0.54 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 61 0.55 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 62 0.56 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 63 0.57 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 64 0.58 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 65 0.58 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 66 0.59 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 67 0.60 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 68 0.61 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 69 0.62 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 70 0.62 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 71 0.63 1 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 10/26/2016 5:59 AM 2/3 0 0 0 Excel Engineering flowDu ration PassFailMitigated.TXT 0\0 0 00 Ile 00 0 00 o\O 72 0.64 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 73 0.65 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 74 0.66 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 75 0.66 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 76 0.67 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 77 0.68 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 78 0.69 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 79 0.70 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 80 0.70 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 81 0.71 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 82 0.72 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 83 0.73 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 84 0.74 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 85 0.74 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 86 0.75 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 87 0.76 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 88 0.77 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 89 0.78 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 90 0.78 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 91 0.79 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 92 0.80 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 93 0.81 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 94 0.82 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 95 0.82 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 96 0.83 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 97 0.84 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 98 0.85 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration < Pre Duration 99 0.86 1 0.00 0.00 TRUE FALSE FALSE Pass- Qpost Above Flow Control Upper Limit 10/26/2016 5:59 AM 3/3 S Excel Engineering USGS9217dPre.csv Duration Table Summary at Project Discharge Point file name: Q:\1 3\13070\gpip\9p2\Storm\SWMM\swmm calcs\OUTFALL D\1 A-i 3070-PRE-POCD.out time stamp: 10/25/2016 9:34:54 AM DISCHARGE Number of periods when discharge was equal to or greater than DISCHARGE column but less than that shown on the next line 4' \O CIO - 4' 1 0.064 96 1016 0.204 2 0.072 70 920 0.185 3 0.080 44 850 0.171 4 0.088 34 806 0.162 5 0.096 41 772 0.155 6 0.104 48 731 0.147 7 0.112 28 683 0.137 8 0.120 30 655 0.132 9 0.128 26 625 0.126 10 0.136 37 599 0.120 11 0.144 24 562 0.113 12 0.152 31 538 0.108 13 0.160 27 507 0.102 14 0.168 21 480 0.096 15 0.176 47 459 0.092 16 0.184 24 412 0.083 17 0.192 19 388 0.078 18 0.200 22 369 0.074 19 0.208 21 347 0.070 20 0.216 7 326 0.066 21 0.224 13 319 0.064 22 0.232 14 306 0.061 23 0.240 10 292 0.059 24 0.248 9 282 0.057 25 0.256 12 263 0.053 26 0.264 11 251 0.050 27 0.272 12 240 0.048 28 0.280 14 228 0.046 29 0.288 11 214 0.043 30 0.296 17 203 0.041 31 . 0.304 20 186 0.037 32 0.312 13 166 0.033 33 0.320 13 153 0.031 34 0.328 7 140 0.028 35 0.336 4 133 0.027 36 0.344 5 129 0.026 37 0.352 5 124 0.025 38 0.360 2 19 0.024 39 0.368 1 17 0.024 40 0.376 4 16 0.023 41 0.384 6 12 0.023 42 0.392 5 106 0.021 43 0.400 5 101 0.020 44 0.408 7 96 0.019 45 0.416 2 89 0.018 46 0.424 2 87 0.018 47 0.432 5 85 0.017 48 0.440 8 80 0.016 49 0.448 6 72 0.015 50 0.456 2 66 0.013 51 0.464 2 64 0.013 10/26/2016 5:59 AM 1/2 Excel Engineering USGS9217dPre.csv I bN / 4, 52 0.472 2 62 0.012 53 0.480 2 60 0.012 54 0.488 5 58 0.012 55 0.496 1 53 0.011 56 0.504 3 52 0.010 57 0.512 0 49 0.010 58 0.520 0 49 0.010 59 0.528 3 49 0.010 60 0.536 0 46 0.009 61 0.544 2 46 0.009 62 0.552 2 44 0.009 63 0.560 2 42 0.008 64 0.568 0 40 0.008 65 0.576 1 40 0.008 66 0.584 1 39 0.008 67 0.592 1 38 0.008 68 0.600 4 37 0.007 69 0.608 1 33 0.007 70 0.616 1 32 0.006 71 0.624 0 31 0.006 72 0.632 1 31 0.006 73 0.640 0 30 0.006 74 0.648 0 30 0.006 75 0.656 0 30 0.006 76 0.664 2 30 0.006 77 0.672 2 28 0.006 78 0.680 0 26 0.005 79 0.688 3 26 0.005 80 0.696 1 23 0.005 81 0.704 2 22 0.004 82 0.712 3 20 0.004 83 0.720 0 17 0.003 84 0.728 1 17 0.003 85 0.736 0 16 0.003 86 0.744 0 16 0.003 87 0.752 0 16 0.003 88 0.760 0 16 0.003 89 0.768 0 16 0.003 90 0.776 0 16 0.003 91 0.784 1 16 0.003 92 0.792 0 15 0.003 93 0.800 0 15 0.003 94 0.808 0 15 0.003 95 0.816 4 15 0.003 96 0.824 1 11 0.002 97 0.832 0 10 0.002 98 0.840 3 10 0.002 99 0.848 1 7 0.001 100 0.856 0 6 0.001 End of Data ----------------- 10/26/2016 5:59 AM . 2/2 U Excel Engineering USGS9217d PostMitigated.csv Duration Table Summary at Project Discharge Point tile name: Q:\1 3\13070\gpip\gp2\Storm\SWMM\swmm calcs\OUTFALL D\30-1 3070-MIT POST-POCD-1 in.out time stamp: 10/26/2016 5:53:47 AM DISCHARGE Number of periods when discharge was equal to or greater than DISCHARGE column but less than that shown on the next line 0 CIZ CIO 1 0.064 46 446 0.090 2 0.072 57 400 0.080 3 0.080 24 343 0.069 4 0.088 39 319 0.064 5 0.096 35 280 0.056 6 0.104 19 245 0.049 7 0.112 21 226 0.045 8 0.120 11 205 0.041 9 0.128 17 194 0.039 10 0.136 8 177 0.036 11 0.144 10 169 0.034 12 0.152 8 159 0.032 13 0.160 12 151 0.030 14 0.168 6 139 0.028 15 0.176 11 133 0.027 16 0.184 6 122 0.025 17 0.192 9 116 0.023 18 0.200 9 107 0.022 19 0.208 16 98 0.020 20 0.216 6 82 0.017 21 0.224 2 76 0.015 22 0.232 4 74 0.015 23' 0.240 . 4 70 0.014 24 0.248 2 66 0.013 25 0.256 5 64 0.013 26 0.264 2 59 0.012 27 0.272 3 57 0.011 28 0.280 2 54 0.011 29 0.288 2 52 0.010 30 0.296 0 50 0.010 31 ' 0.304 1 50 0.010 32 0.312 2 49 0.010' 33 0.320 3 47 0.009 34 0.328 8 44 0.009 35 0.336 36 0.007 36 0.344 1 33 0.007 37 0.352 1 32 0.006 38 0.360 1 31 0.006 39 0.368 0 30 0.006 40 0.376 30 0.006 41 0.384 0 28 0.006 42 0.392 1 28 0.006 43 0.400 1 27 0.005 44 0.408 26 0.005 45 0.416 3 24 0.005 46 0.424 2 21 0.004 47 0.432 0 19 0.004 48 0.440 1 1 19 0.004 49 0.448 0 18 0.004 50 0.456 0 18 0.004 51 1 0.464 0 18 0.004 10/26/2016 5:59 AM 1/2 n Excel Engineering USGS9217dPostMitigated.csv - ' 6110 52 0.472 1 18 0.004 53 0.480 2 17 0.003 54 0.488 1 15 0.003 55 0.496 0 14 0.003 56 0.504 0 14 0.003 57 0.512 1 14 0.003 58 0.520 0 13 0.003 59 0.528 0 13 0.003 60 0.536 4 13 0.003 61 . 0.544 0 9 0.002 62 0.552 0 9 0.002 63 0.560 0 9 0.002 64 0.568 0 9 0.002 65 0.576 0 9 0.002 66 0.584 0 9 0.002 67 0.592 0 9 0.002 68 0.600 0 9 0.002 69 • 0.608 1 9 0.002 70 0.616 0 8 0.002 71 0.624 2 8 0.002 72 0.632 0 6 0.001 73 0.640 0 6 0.001 74 0.648 0 6 0.001 75 0.656 0 6 0.001 76 0.664 0 6 0.001 77 0.672 1 6 0.001 78 0.680 0 5 0.001 79 0.688 0 5 0.001 80 0.696 0 5 0.001 81 0.704 0 5 0.001 82 0.712 0 5 0.001 83 0.720 0 5 0.001 84 0.728 0 5 0.001 85 0.736 1 5 0.001 86 0.744 1 4 0.001 87 0.752 0 3 0.001 88 0.760 0 3 0.001 89 0.768 0 3 0.001 90 0.776 0 3 0.001 91 0.784 0 3 0.001 92 0.792 0 3 0.001 93 0.800 1 3 0.001 94 0.808 1 2 0.000 95 0.816 0 0.000 96 0.824 0 0.000 97 0.832 0 0.000 98 0.840 0 0.000 99 0.848 0 1 0.000 100 0.856 0 0.000 End of Data ----------------- 10/26/2016 5:59 AM PRE-DEVELOPMENT POC -B (TITLE] ;;Project Title/Notes [OPTIONS] ;;Option Value FLOW UNITS CFS INFILTRATION GREEN AMPT S FLOW ROUTING KINWAVE - LINK OFFSETS DEPTH MIN SLOPE 0 ALLOW PONDING NO SKIP_STEADY_STATE NO START DATE 08/01/1951 START TIME 15:00:00 REPORT _START_DATE 08/01/1951 REPORT _START_TIME 16:00:00 END DATE 05/23/2008 END TIME 23:00:00 SWEEP START 01/01 SWEEP END 12/31 DRY DAYS 0 REPORT _STEP 01:00:00 WET STEP 01:00:00 S DRY STEP 01:00:00 ROUTING—STEP 0:01:00 S INERTIAL DAMPING PARTIAL NORMAL FLOW LIMITED BOTH FORCE MAIN EQUATION H-W VARIABLE STEP 0.75 - LENGTHENING_STEP 0 MIN SURFAREA 12.557 MAX TRIALS 8 HEAD TOLERANCE 0.005 SYS FLOW TOL 5 LAT FLOW TOL 5 MINIMUM STEP 0.5 THREADS [EVAPORATION] S ;;Data Source Parameters MONTHLY .060 .080 .110 .150 .170 .190 .190 - .180 .150 - .110 .080 .060 DRY ONLY NO [RAINGAGES] Page 10f2 . -S . . ;;Name Format Interval SCF Source Oceanside-51D67 INTENSITY 1:00 1.0 FILE "R:\SWMM model\Rain gage dat\ALERT station at Oceanside (Sensor ID67) .dat" Oceanside IN [SUBCATCHMENTS] ;;Name Rain Gage Outlet Area %Impery Width %Slope CurbLen SnowPack BASIN 8-1 Oceanside-51D67 POC-B 0.139 0 121 5 0 BASIN—B-2 1 Oceanside-S1D67 POC-B 0.177 0 167 10 0 [SUBAREAS] ;;Subcatchment N-Impery N-Pery S-Impery S-Pery PctZero RouteTo PctRouted BASIN B-i 0.012 0.015 0.05 0.1 25 OUTLET BASIN—B-2 0.012 0.050 0.05 0.1 25 OUTLET [INFILTRATION] ;;Subcatchment Suction Ksat IMD BASIN B-i 3 0.2 0.31 BASIN—B-2 3 0.2 0.31 (OUTFALL S) ;;Name Elevation Type Stage Data Gated Route To POC-B 0 FREE NO [REPORT] ;;Reporting Options INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL - [BACKDROP] FILE "Q:\13\13070\Concepts\Concept8\Rev-SWMM 5-4-15\OUTFALL B\13-074 swmm Pre-Development Exhibit.wmf" DIMENSIONS 6237389.858 1992371.956 6237849.382 1992618.719 Page 2 of 2 . ._. . POST-DEVELOPMENT POC-B 110 .15C [EVAPORATION] ;;Data Source Parameters MONTHLY .060 .080 DRY ONLY NO [TITLE] ;Project Title/Notes [OPTIONS] ;;Option Value FLOW_UNITS CFS INFILTRATION GREEN AMPT FLOW—ROUTING KINWAVE LINK OFFSETS DEPTH WIN SLOPE 0 ALLOW_POND ING NO SKIP—STEADY—STATE NO START DATE 08/01/1951 START TIME 16:00:00 REPORT_START_DATE 08/01/1951 REPORT_START_TIME 16:00:00 END DATE 05/23/2008 END TIME 23:00:00 SWEEP START 01/01 SWEEP_END 12/31 DRY DAYS 0 REPORT STEP 01:00:00 WET STEP 01:00:00 DRY STEP 01:00:00 ROUTING—STEP 0:01:00 INERTIAL DAMPING PARTIAL NORMAL FLOW LIMITED BOTH FORCE MAIN EQUATION H-W VARIABLE STEP 0.75 LENGTHENING_STEP 0 MIN SURFAREA 12 .557 MAX TRIALS 8 HEAD TOLERANCE 0.005 SYS FLOW TOL 5 LAT FLOW TOL 5 MINIMUM STEP 0.5 THREADS 1 [RAINGAGES] ;;Name Format Interval SCF Source Oc6anside-51D67 INTENSITY 1:00 1.0 FILE "R:\SWMM model\Rain gage dat\ALERT station at Oceanside (Sensor ID 67) .dat Oceanside IN [SUBCATCHMENTS] Name Rain Gage Outlet Area %Impery Width %Slope CurbLen SnowPack BMP-5 Oceanside-S1D67 Detention_pipe 0.0049587 0 71 0 0 DMA-5.1 Oceanside-51D67 BMP-5 0.0433 91.35 66.16 2 0 DMA-5.2 Oceanside-51D67 BMP-5 0.0722 100 78.63 2 0 DMA-5.3 . Oceanside-SID67 BMP-5 0.0584 71 90.53 0.5 0 DMA-5.4 Oceanside-51D67 BMP-5 0.0172 32.8 21.75 2 0 DMA-5.5 Oceanside-SID67 Detention_pipe 0.0730 01 174.24 1 0 [SUBAREAS] ;;Subcatchment N-Impery N-Pery S-Impery S-Pery PctZero RouteTo PctRouted BMP-5 0.012 0.1 0.05 0.1 25 OUTLET DMA-5.1 0.012 0.1 0.05 0.1 25 OUTLET DMA-5.2 0.012 0.1 0.05 0.1 25 OUTLET DMA-5.3 0.012 0.1 . 0.05 0.1 25 OUTLET DMA-5.4 0.012 0.1 0.05 0.1 25 OUTLET DMA-5.5 0.012 0.15 0.05 0.1 25 - OUTLET [INFILTRATION] - ;;Subcatchment Suction Ksat IND BMP-5 3 0.15 0.31 DMA-5.1 3 0.15 0.31 DMA-5.2 3 0.15 0.31 DMA-5.3 3 0.15 0.31 DMA-5.4 3 0.15 0.31 DMA-5.5 3 0.15 0.31 (LID CONTROLS] ;;Name Type/Layer Parameters BMP-5 BC . BMP-5 SURFACE 6 0 0 0- 5 BMP-5 SOIL 18 0.4 0.2 0.1 5 5 1.5 BMP-5 STORAGE 12 0.67, 0 0 BNP-5 DRAIN 0.385 0.5 3 6 (LID USAGE] . ;;Subcatchment LID Process Number Area Width InitSat Fromlmp ToPery RptFile DrainTo BMP-5 BMP-5 1 216.00 0 - 0 0 0 Page 2 of 4 ._ . . (OUTFALLS) ;;Name Elevation Type Stage Data Gated Route To POC-B 0 FREE NO [STORAGE) ;;Name Elev. MaxDepth InitDepth Shape Curve Name/Params N/A Fevap Psi Ksat IMD Detention_pipe 0 3.5 0 TABULAR STO-pipe 0 0 (ORIFICES) . ,;Name From Node To Node Type Offset Qcoeff Gated CloseTime Or Detention_pipe POC-B SIDE 0 0.61 NO 0 [WEIRS] ;;Name From Node To Node Type CrestHt Qcoeff Gated EndCon EndCoeff Surcharge RoadWidth RoadSurf Wr Detention_pipe POC-B SIDEFLOW 1.75 3.33 NO 0 0 YES [XSECTIONS] ;;Link Shape Geomi Geom2 Geom3 Geom4 Barrels Culvert Or RECT CLOSED 0.04166 0.04166 0 0 Wr RECT OPEN 1 - 5 0 0 [CURVES] . . Name Type X-Value Y-Value OUTLET Rating 0 0 - - - OUTLET .18 .02 OUTLET - .35 .02 OUTLET .53 .03 OUTLET .7 .03 OUTLET .88 .04 OUTLET 1.05 .04 OUTLET 1.23 .05 OUTLET 1.4 .05 OUTLET 1.58 .05 OUTLET 1.75 .06 OUTLET 1.93 .06 OUTLET 2.1 .06 OUTLET 2.28 .06 OUTLET 2.45 .07 OUTLET 2.63 .07 . OUTLET 2.8 .07 OUTLET . 2.97 .49 OUTLET 3.15 1.25 Page 3 of 4 . . . . OUTLET 3.32 2.1 OUTLET 3.5 2.63 STO-pipe Storage .1 263 STO-pipe .2 - 365 STO-pipe .3 441 STO-pipe .4 502 STO-pipe .5 551 STO-pipe .6 594 STO-pipe .7 630 STO-pipe .8 662 STO-pipe .9 689 STO-pipe 1 • 711 STO-pipe 1.1 731 STO-pipe 1.2 747 STO-pipe 1.3 761 STO-pipe 1.4 772 STO-pipe 1.5 779 STO-pipe 1.6 785 STO-pipe 1.7 788 STO-pipe 1.8 788 STO-pipe 1.9 785 STO-pipe 2 779 STO-pipe 2.1 772 STO-pipe 2.2 761 STO-pipe 2.3 747 STO-pipe 2.4 731 STO-pipe 2.5 711 STO-pipe 2.6 689 STO-pipe 2.7 662 STO-pipe 2.8 630 STO-pipe 2.9 594 STO-pipe 3 551 STO-pipe 3.1 502 STO-pipe 3.2 441 STO-pipe 3.3 365 STO-pipe 3.4 263 STO-pipe 3.5 0 [REPORT] ;;Reporting Options INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [BACKDROP] FILE Q: \13\13070\gpip\gp2\Storm\SWMM\swmm calcs\OUTFALL C\Background2. jpg DIMENSIONS 6237572.824 1992335.330 6237899.956 1992659.500 Page 4 of 4 . .. . PRE-DEVELOPMENT POC-C [TITLE] ;;Project Title/Notes [OPTIONS] ;Option Value FLOW—UNITS CFS INFILTRATION GREEN ANPT FLOW ROUTING KINWAVE LINK OFFSETS DEPTH MIN SLOPE 0 ALLOW PONDING NO SKIP_STEADY_STATE NO START DATE 08/01/1951 START TIME 16:00:00 REPORT _START_DATE 08/01/1951 REPORT _START—TIME 16:00:00 END DATE 05/23/2008 END TIME 23:00:00 SWEEP START 01/01 SWEEP END 12/31 DRY DAYS 0 REPORT _STEP 01:00:00 WET STEP 01:00:00 DRY—STEP 01:00:00 ROUTING—STEP 0:01:00 INERTIAL DAMPING PARTIAL NORMAL FLOW LIMITED BOTH FORCE MAIN EQUATION H-W VARIABLE STEP 0.75 LENGTHENING_STEP 0 MIN SURFAREA 12.557 MAX TRIALS 8 HEAD TOLERANCE 0.005 SYS FLOW TOL 5 LAT FLOW TOL 5 MINIMUM _STEP 0.5 THREADS 1 [EVAPORATION] ;;Data Source Parameters MONTHLY 006 008 0.11 0.15 0.17 0.19 0.19 0.18 0.15 0.11 0.08 0.06 DRY ONLY NO [RAINGAGES] Page lof 2 ,;Name Format Interval SCF Source Oceanside-S1D67 INTENSITY 1:00 1.0 FILE "R:\Rain gage dat\ALERT station at Oceanside (Sensor ID 67) .dat" Oceanside IN [SUBCATCHMENTS I ;;Name Rain Gage Outlet - Area %Impery Width %Slope CurbLen SnowPack BASIN C-i Oceanside-SID67 BASIN—C-4 0.389 0 83 9 0 BASIN—C-2 Oceanside-S1D67 BASIN—C-1 0.053 0 109 50 0 BASINC-3 Oceanside-51D67 BASIN—C-4 0.159 0 182 50 0 BASIN—C-4 Oceanside-51D67 POC-C 0.301 0 67 5 0 [SUBAREAS] ;;Subcatchment N-Impery N-Pery S-Impery S-Pery PctZero RouteTo PctRouted BASIN C-1 0.012 0.050 0.02 0.1 25 OUTLET BASIN C-2 0.012 0.050 0.02 0.1 25 OUTLET BASIN C-3 0.012 0.050 0.02 0.1 25 OUTLET BASIN—C-4 0.012 0.050 0.02 0.1 25 OUTLET [INFILTRATION] ;;Subcatchment Suction Ksat IMD BASIN C-1 . 3.0 0.2 0.31 BASIN—C-2 3.0 0.2 0.31 BASIN C-3 9 0.025 0.33 BASIN—C-4 9 - 0.025 0.33 [OUTFALLS] ;;Name Elevation Type Stage Data Gated Route To POC-C 0 FREE NO - [REPORT) ;Reporting Options INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL - LINKS ALL [BACKDROP] FILE Q: \13\13070\Concepts\Concept8\Rev-SWMM 5-4-15\OUTFALL C\13-074 swmm Pre-Development Exhibit .wmf" DIMENSIONS 6237448.461 1992304.984 6238259.240 1992740.370 Page 2 of 2 . S . POST-DEVELOPMENT POC-C [TITLE] Project Title/Notes [OPTIONS] ;;Option Value FLOW_UNITS CFS INFILTRATION GREEN ANPT FLOW_ROUTING KINWAVE LINK OFFSETS DEPTH MIN SLOPE 0 ALLOW PONDING YES SKIP_STEADY_STATE NO START DATE 08/01/1951 START—TIME 16:00:00 REPORT START DATE 08/01/1951 REPORT_START_TIME 16:00:00 END—DATE 05/23/2008 END TIME 23:00:00 SWEEP START 01/01 SWEEP END 12/31 DRY—DAYS 0 REPORT STEP •. 01:00:00 WET—STEP 01:00:00 DRY STEP 01:00:00 ROUTING—STEP 0:01:00 INERTIAL DAMPING PARTIAL NORMAL FLOW LIMITED BOTH FORCE MAIN EQUATION H-W VARIABLE STEP 0.75 LENGTHENING_STEP 0 MIN SURFAREA 12.557 MAX TRIALS 8 HEAD TOLERANCE 0.005 SYS FLOW TOL • 5 LAT FLOW TOL 5 MINIMUM STEP 0.5 THREADS 1 [EVAPORATION] ;;Data Source Parameters MONTHLY 0.06 0.08 0.11 0.15 0.17 0.19 0.19 0.18 0.15 0.11 0.08 0.06 DRY ONLY NO [RAINGAGES] Page 1of4 Name - - Format Interval SCF Source Oceanside-51D67 INTENSITY 1:00 1.0 FILE R:\SWMM model\Rain gage dat\ALERT station at Oceanside (Sensor ID 67) .dat Oceanside - IN [SrJBCATCHMENTS] Name Rain Gage Outlet Area %Impery Width %Slope CurbLen SnowPack BMP-3 Oceanside-51D67 3 0:0449 0 45 0.5 0 DMA-3.1 Oceanside-51D67 BMP-3 - 0059 0 74.2 -2 0 DMA-3.2 Oceanside-51D67 'BMP-3 0.296 90 103 5 0 DMA-3.4 . Oceanside-51D67 DMA-3..1 0.2294 60 93 2 0 DMA-3.3 Oceanside-51D67 BMP-3 0.3892 100 781 2 0 DMA-3.5 Oceanside-SID67 DMA-3.4 0.2223 50 51. 2 0 [SUBAREAS] ;;Subcatchment N-Impery N-Pery S.-Impery 5-Pery PctZero RouteTo PctRouted BMP-3 - 0.012 0.1 0.05 0.1 25 OUTLET DMA-3.1 0.012 0.1 0.05 0.1 25 OUTLET DMA-3.2 0.012 0.1 0.05 0.1 25 OUTLET DMA-3.4 0.012 . 0.1 0.05 0.1 25 OUTLET . DMA-3.3 0.012 0.1 0.05 0.1 25 OUTLET DMA-3.5 - 9.012 0.1 0.05 0.1 25 OUTLET [INFILTRATION) - Subcatchment Suction Ksat IMD - - - BMP-3 9 0.01875 0.33 . . DMA-3.1 3.0 0.15 0.31 . DMA-3.2 9 0.01875 0.33 DMA-3.4 3.0 0.15 0.31- . . DMA-3.3 9.0 0.01875 0.33 DMA-3.5 9 0:01875 0.33. . [LID CONTROLS) ;;Name Type/Layer Parameters BMP-3 BC BMP-3 SURFACE 21 0 0 0 5 BMP-3 SOIL 18 0.4 0.2 0.1 5 5 1.5 BMP-3 STORAGE 18 - 0:67 0 0 BMP-3 DRAIN 0.096 0.5 3 6 PervPaver • PP PervPaver SURFACE 1 0.0 0 0 5 PervPaver PAVEMENT 3.125 0.15 0 100 0 PervPaver SOIL 2 0.4 0.2 0.1 9 7 1.5 PervPaver STORAGE 36 .0.67 0 0 PervPaver DRAIN 0.01967 0.5 3 6 - . . Page2of4 . . . [LID USAGE] ;;Subcatchment LID Process Number Area Width InitSat Fromlmp ToPery RptFile DrainTo BMP-3 BMP-3 1 1955.84 0 0 0 0 * . POC-C DMA-3.1 PervPaver 1 2570.04 0 0 0 0 [OUTFALLS) ;;Name Elevation Type Stage Data Gated Route To POC-C 0 FREE NO [STORAGE] ;;Name Elev. MaxDepth InitDepth Shape Curve Name/Params N/A Fevap Psi Ksat IND 3 0 1 0 TABULAR STO-bmp3 0 0 3.5 - 0.01 1.5 [ORIFICES] ;;Name From Node To Node Type Offset Qcoeff Gated CloseTime 6 3 POC-C SIDE 0 0.6 NO 0 [WEIRS] . Name From Node To Node Type CrestHt Qcoeff Gated EndCon EndCoeff Surcharge RoadWidth RoadSurf 1 3 POC-C SIDEFLOW 0.75 3.33 NO 0 0 YES [XSECTIONSJ - . ... . Link Shape Geomi Geom2 Geom3 Geom4 Barrels Culvert 6 RECT_CLOSED 0.25 0.25 0 0 1 RECT_OPEN 0.25 12 0 . 0 [CURVES] Name Type X-Value Y-Value STO-bmp3 Storage 0 1009 - STO-bmp3 1 1956 [REPORT] ;Reporting Options INPUT NO CONTROLS NO . SUBCATCHMENTS ALL NODES ALL LINKS ALL . . Page 3 of 4 . . . [BACKDROP] FILE Q:\13\13070\gpip\gp2\Storm\SWMM\swmm calcs\OUTFALL C\Background2. jpg DIMENSIONS 6237666.773 1992317.518 6238030.238 1992677.692 0 Page 4 of 4 S PRE-DEVELOPMENT POC -D (TITLE] ;;Project Title/Notes [OPTIONS] ,;Option Value FLOW UNITS CFS INFILTRATION . GREEN ANPT FLOW—ROUTING - KINWAVE LINK—OFFSETS DEPTH MIN SLOPE 0 ALLOW PONDING - NO SKIP STEADY STATE NO START_DATE 08/01/1951 START TIME 16:00:00 REPORT _START_DATE 08/01/1951 REPORT _START_TIME 16:00:00 END DATE 05/23/2008 END TIME 23:00:00 SWEEP START 01/01 SWEEP—END 12/31. DRY DAYS 0 REPORT _STEP 01:00:00 WET—STEP 01:00:00 DRY STEP 01:00:00 ROUTING—STEP 0:01:00 'INERTIAL DAMPING PARTIAL NORMAL FLOW LIMITED BOTH FORCE MAIN EQUATION H-W VARIABLE STEP 0.75 LENGTHENING_STEP 0 MIN SURFAREA 12.557 MAX TRIALS 8 HEAD TOLERANCE 0.005 SYS FLOW TOL 5 LAT FLOW TOL 5 MINIMUM STEP 0.5 THREADS 1 [EVAPORATION] ;;Data Source Parameters MONTHLY 0.06 0.08 0.11 0.15. 0.17 0.19 0.19 0.18 0.15 0.11 0.08 0.06 DRY ONLY NO [RAINGAGES] Page 1 of 3 . . . . ;;Name Format Interval SCF Source Oceanside-S1067 INTENSITY 1:00 1.0 FILE R:\Rain gage dat\ALERT station at Oceanside (Sensor ID 67) .dat Oceanside IN [SUBCATCHMENTS] - ;;Name Rain Gage Outlet Area ,%Impery Width %Slope CurbLen SnowPack ---------------- BASIN D-1 Oceanside-S1D67 POC-D 0.114 0 124 0.5 0 BASIN—D-2 Oceanside-S1D67 BASIN D-3 0.184 0 154 3 0 BASIN D-3 Oceanside-51D67 Juncti 0.884 0 267 4 0 BASIN--D-4 Oceanside-51D67 POC-D 0.315 . 0 160 50 . 0 (SUBAREAS] ;;Subcatchment N-Impery N-Pery S-Imperv. S-Pery PctZero RouteTo PctRouted BASIN D-1 0.012 0.05 0.02 0.1 25 OUTLET BASIN—D-2 0.012 0.05 0.02 0.1 25 OUTLET BASIND-3 0.012 0.05 0.02 0.1 25 OUTLET BASIN—D-4 0.012 0.05 0.02 0.1 25 OUTLET [INFILTRATION] Subcatchment Suction Ksat IMD ---------- BASIN D-1 3.0 0.2 0.31 BASIN—D-2 3.0 0.2 0.31 BASIN D-3 9 0.025 0.33 . BASIN—D-4 12.45 0.025 0.203 [JUNCTIONS]- ;;Name Elevation MaxDepth InitDepth SurDepth Aponded Junctl 0 0 0 0 0 Junct2 0 0 0 0 0 [OUTFALLS] . . ;;Name Elevation Type Stage Data Gated Route To POC-D 0 FREE NO [CONDUITS] - ;;Name From Node To Node Length Roughness InOffset OutOffset InitFIow MaxFlow 1 Juncti Junct2 400 0.01 0 0 0 0 2 Junct_2 POC-D 400 0.01 0 0 0 0 [XSECTIONS] ;;Link Shape Geoml Geom2 Geom3 Geom4 Barrels Culvert 1 DUMMY 0 0 0 0 1 Page 2 of 3 . .. 0 2 DUMMY 0 0 0 0 1 [REPORT] Reporting Options INPUT NO CONTROLS NO SUBCATCHMENTS ALL NODES ALL LINKS ALL [BACKDROP) FILE "Q:\13\13070\Concepts\Concept8\Rev-SWMM 5-4-15\OUTFALL D\13-074 swmm Pre-Development Exhibit.wmf" DIMENSIONS 6237418.586 1992301.349 6238254.780 1992750.382 Page 3 of 3 0 POST-DEVELOPMENT POC-D [TITLE) ;Project Title/Notes (OPTIONS) ;;Option Value FLOW_UNITS CFS INFILTRATION GREEN AMPT FLOW—ROUTING KINWAVE LINK OFFSETS DEPTH MIN—SLOPE 0 ALLOW PONDING YES SKIP STEADY STATE NO START DATE 08/01/1951 START—TIME 16:00:00 REPORT_START_DATE 08/01/1951 REPORT START TIME 16:00:00 END—DATE 05/23/2008 END TIME 23:00:00 SWEEP START 01/01 SWEEP—END 12/31 DRY DAYS . 0 REPORT STEP 01:00:00 WET—STEP 01:00:00 DRY STEP 01:00:00 ROUTING—STEP 0:01:00 INERTIAL DAMPING PARTIAL NORMAL FLOW LIMITED BOTH FORCE MAIN EQUATION H-W VARIABLE STEP 0.75 LENGTHENING_STEP 0 MIN SURFAREA 12.557 MAX TRIALS 8 HEAD TOLERANCE 0.005 SYS FLOW TOL 5 LAT FLOW TOL 5 MINIMUM STEP 0.5 THREADS 1 [EVAPORATION] ;;Data Source Parameters MONTHLY . 0.06 0.08 0.11 0.15 0.17 0.19 0.19 0.18 0.15 0.11 0.08 0.06 DRY ONLY NO [RAINGAGES] Page 1 o 4 0 ;;Name Format Interval SCF Source - * Oceanside-S1D67 INTENSITY 1:00 1.0 FILE "R:\SWMM model\Rain gage dat\ALERT station at Oceanside (Sensor ID 67) .dat" Oceanside IN [SUBCATCHMENTSJ ;;Name Rain Gage Outlet Area %Impery Width %Slope CurbLen SnowPack BMP-2 Oceanside-SID67 POC-D 0.008586 0 24.08 0.5 0 BMP-4 Oceanside-S1067 POC-D . 0.017516 0 17.42 0.5 0 BMP-1 Oceanside-S1D67 POC-D 0.020845 0 28.83 0.5 0 DMA-2.1 Oceanside-SID67 BMP-2 0.1265 77 217.4 2 0 DMA-2.2 Oceanside-SID67 BMP-2 0.02785 100 25.54 2 0 DMA-2.3 Oceanside-51067 BMP-2 0.07775 77 141.7 2 0 DMA-4.4 Oceanside-51067 BMP-4 0.13 100 159.5 2 0 DMA-4.3 Oceanside-51D67 BMP-4 0.190356 100 180 2 0 DMA-4.2 Oceanside-SID67 BMP-4 0.0975 37.35 193 2 0 DMA-4.1 Oceanside-51D67 BNIP-4 0.039 46.4 170 2 0 DMA-1.1 Oceanside-51D67 DMA-1.2 0.011846 100 23.45 2 0 DMA-1.2 Oceanside-SID67 BMP-1 0.0769 39.15 159.6 2 0 DMA-1.3 Oceanside-51D67 BMP-1 0.2625 100 197 2 0 DMA-1.4 - Oceanside-51067 BMP-1 0.04899 74.6 147 2 0 [SUBAREAS) ;;Subcatchment N-Impery N-Pery S-Impery S-Pery PctZero RouteTo PctRouted BMP-2 0.012 0.1 0.05 0.1 25 OUTLET - BMP-4 0.012 0.1 0.05 0.1 25 OUTLET BMP-1 0.012 0.1 0.05 0.1 25. OUTLET DMA-2.1 0.012 0.1 0.05 0.1 25 OUTLET DMA-2.2 0.012 0.1 0.05 0.1 25 OUTLET DMA-2.3 . 0.012 0.1 0.05 0.1 25 OUTLET DMA-4.4 0.012 0.1 0.05 0.1 25 OUTLET DMA-4.3 0.012 0.1 005 0.1 25 OUTLET DMA-4.2 0.012 0.1 0.05 0.1 25 OUTLET DMA-4.1 0.012 0.1 0.05 0.1 25 OUTLET DMA-1.1 0.012 0.1 0.05 0.1 25 OUTLET DMA-1.2 0.012 0.1 0.05 0.1 25 OUTLET DMA-1.3 0.012 0.1 0.05 0.1 25 OUTLET DMA-1.4 0.012 ' 0.1 0.05 0.1 25 OUTLET [INFILTRATION] - ;;Subcatchment Suction Ksat mID BMP-2 9 0.01875 0.33 BMP-4 9 0.01875 0.33 BMP-1 3.0 0.15 0.31 DMA-2.1 9 0.01875 0.33 DMA-2.2 .9 0.01875 0.33 DMA-2.3 9 0.01875 0.33 Page 2 of 4 . .. . DMA-4.4 3.0 0.15 0.31 DMA-4.3 9 0.01875 0.33 DMA-4.2. 9 0.01875 0.33 DMA-4.1 9 0.01875 0.33 DMA-1.1 9 0.01875 0.33 DMA-1.2 3.0 0.15 0.31 DMA-l.3 3.0 0.15 0.31 DMA-1.4 3.0 0.15 0.31 [LID CONTROLS] ;;Name Type/Layer Parameters BMP-1 BC BMP-1 SURFACE 9.6 . 0 0 0 5 BMP-1 SOIL 18 0.4 0.2 0.1 5 5 1.5 BMP-1 STORAGE 21 0.67 0 0 BMP-1 DRAIN 0.385. 0.5 3 6 BMP-2 BC BMP-2 SURFACE 6 0.0 0 0 5 BMP-2 SOIL 18 0.4 0.2 0.1 5 5 1.5 BMP-2. STORAGE 21 0.67 0 0 BMP-2 DRAIN 0.223 0.5 3 6 BMP-4 BC - BMP-4 SURFACE 10.8 0.0 0 0 5 * BMP-4 SOIL 18 0.4 0.2 0.1. 5 5 is; BMP-4 . -, STORAGE 21 0.67 0- .0 . BMP-4 . DRAIN 0.109 05 3 - 6 [LID USAGE] . ;;Subcatchment LID Process Number Area Width InitSat Fromlmp ToPery RptFile BMP-2 . BMP-2 1 374.01 0 0 0 0 BMP-4 Bt-IP-4 . 1 763.00 0 0 0 0 BMP-1 BMP-1 1 908.01 0 0 0 0 [OUTFALLS] - ;;Name Elevation Type Stage Data Gated Route To POC-D 0 FREE NO [REPORT] ;;Reporting Options INPUT NO - CONTROLS NO . . SUBCATCFiMENTS ALL NODES ALL . LINKS ALL DrainTo -, Page 3 of 4 . ., . [BACKDROP] FILE Q:\13\13070\gpip\gp2\Storm\SWMM\swmm ca1cs\O(JTFALL C\Background2. jpg DIMENSIONS 6237666.773 1992317.518 6238030.238 1992677.692 ., S Page 4of4 ATTACHMENT 3 Structural BMP Maintenance Information Use this checklist to ensure the required information has been included in the Structural BMP Maintenance Information Attachment: Preliminary DesignlPlanninglCEQA level submittal: Attachment 3 must identify: ] X Typical maintenance indicators and actions for proposed structural BMP(s) based on Section 7.7 of the BMP Design Manual Final Design level submittal: Attachment 3 must identify: ] X Specific maintenance indicators and actions for proposed structural BMP(s). This shall be based on Section 7.7 of the BMP Design Manual and enhanced to reflect actual proposed components of the structural BMP(s) j X How to access the structural BMP(s) to inspect and perform maintenance J X Features that are provided to facilitate inspection (e.g., observation ports, cleanouts, silt posts, or other features that allow the inspector to view necessary components of the structural BMP and compare to maintenance thresholds) j X Manufacturer and part number for proprietary parts of structural BMP(s) when applicable J X Maintenance thresholds for BMPs subject to siltation or heavy trash(e.g., silt level posts or other markings shall be included in all BMP components that will trap and store sediment, trash, and/or debris, so that the inspector may determine how full the BMP is, and the maintenance personnel may determine where the bottom of the BMP is. If required, posts or other markings shall be indicated and described on structural BMP plans.) ] X Recommended equipment to perform maintenance ] X When applicable, necessary special training or certification requirements for inspection and maintenance personnel such as confined space entry or hazardous waste management 0 Attachment 3 Operation and Maintenance Information O ATTACHMENT 3 1.1 Operations, Maintenance and Inspection 1.1.1 Structural BMP Ownership and responsible party for permanent O&M The parties responsible for maintenance during the construction phase of the BMPs identified and Source Controls specified in this document. Developer's Name: Grand Pacific Resorts, INC Address: 5900 Pasteur Court, Suite 200 City: Carlsbad, CA 92008 Email Address: Harnold@gpresorts.com Phone Number: (760) 827-4121 Engineer of Work: Excel Engineering Engineer's Phone Number: (760)-745-8118 Responsible Party for Ongoing Maintenance: Developer's Name: Grand Pacific Resorts, INC Address: 5900 Pasteur Court, Suite 200 City: Carlsbad, CA 92008 Email Address: Harnold@gpresorts.com Phone Number: (760) 827-4121 Maintenance Funding Mechanism: Funding Source or sources for long-term operation and maintenance of each BMP identified in this document. By certifying the PDP SWQMP the applicant is certifying that the funding responsibilities have been addressed and will be transferred to future owners. Developer's Name: Grand Pacific Resorts, INC Address: 5900 Pasteur Court, Suite 200 City: Carlsbad, CA 92008 Email Address: Harnold@gpresorts.com Phone Number: (760) 827-4121 1.1.2 Expected Maintenance actions for the Bioffitration BMP Watering plants daily Removing sediment, thrash and debris Re-mulching areas as necessary Treat diseased vegetation or replace Mowing turf areas (6" grass height optimum) Repairing erosion at inflow points Repairing outflow structures Un-clog the orifice plate located at the box and the underdrain 1.1.3 Operation and Maintenance (O&M) Plan An O&M Plan will be prepared for the proposed project and submitted for approval by the City of Carlsbad prior to grading permit issuance. The O&M Plan describes the designated responsible party to manage the stormwater BMP(s), employee's training program and duties, operating schedule, maintenance frequency, routine service schedule, specific maintenance activities, copies of resource agency permits, and any other necessary activities. At a minimum, maintenance agreements shall require the inspection and servicing of all structural BMPs per manufacturer or engineering specifications. Parties responsible for the O&M Plan shall retain records for at least 5 years. These documents shall be made available to the City for inspection upon request at any time. While the PDP SWQMP must include general O&M requirements for structural BMPs, the PDP SWQMP may not be the final O&M Plan. 1.1.4 Project BMP Verification The applicant's Engineer of Record must verify through inspection of the site that the BMPs have been constructed and implemented as proposed in the approved SWQMP. The inspection must be conducted and City approval must be obtained prior to granting a certificate of occupancy. This approval may be verified through signatures on the as- built plans, specifically on the BMP sheet. 1.1.5 Annual BMP Operation and Maintenance Verification The BMP owner must verify annually that the O&M Plan is being implemented by submitting a self-certification statement to the City. The verification must include a record of inspection of the BMPs prior to the rainy season (October 1st of each year). 1.2 Requirements for Construction Plans 1.2.1 BMP Identification and Display on Construction Plan Plans for construction of the project (grading plans, improvement Plans, and landscaping plans) must show all permanent site design, source control, and structural BMPs, and must congruent with the PDP SWQMP. Structural BMP Summary BMP City BMP ID Latitude; APN BMP Type Provided Name number Longitude Area(Sg.Ft) I 212-023-07 & 212-2 Biofiltration 908 2 212-023-07 & 212-2 Biofiltration 602 3 212-023-07 & 212-2 Biofiltration 1956 4 212-023-07 & 212-2 Biofiltration 763 5 212-023-07 & 212-2 Biofl.Itration 209 0 1.2.2 • Structural BMP Maintenance Information on Construction Plans Plans for construction of the project provide sufficient information to describe maintenance requirements (threshold and actions) for structural BMPs. BMP TYPE INSPECTION MAINTENANCE Bioflltration/ TC-32 - Inspect soil and repair eroded areas monthly - Water plans daily for 2 weeks at project - Inspect semi-annually for damage to vegetation and completion. prior to October 1 to schedule summer maintenance. - Remove sediment, trash and debris • - Inspect before major rainfall events to ensure the - Remulch areas as necessary • Biofiltration pond are ready for runoff. Perform - Treat diseased vegetation or replace additional inspections after periods of heavy runoff. - Mow turf areas (6" grass height optimum) - Check for debris and litter, and areas of sediment -, Repair erosion at inflow points. accumulation semi-annually - Repair outflow structures. - Unclog the underdrain especially the low flow orifice. - Refer to TC-32 CASQA literature for more detail. 1.2.3 Structural BMP Maintenance Information on Construction Plans Plans for construction of the project provide sufficient information to describe maintenance requirements (threshold and actions) for structural BMPs. TRAINING EQUIPMENT MAINTENANCE INSPECTION No specialized training, - Equipment shall Access to Bmp shall be entered from the - Visual inspections will be done from or certifications is include but not be parking lots to each BMP the parking lot of the BMP. required limited to lawn - Cones can be used to block off temporarily - Inspection of trash and debris of and shrub care parking stalls adjacent to BMP to allow for BMP and when applicable measure equipment better access riser from bottom of basin to top - Trash collecting equipment insure measurement agrees with Al - Tools necessary for access to BMP dimension on plans - Gloves for removing catch basin grates and - Check top of grates and inside catch wier structure basins, if any debris is in catch basin - Chain and lift for lifting wier if lifted then remove. uniformly, and evenly. RECORDING.REQUESTD BY: : : .•. WHEN RECORDED MAIL TO (property owner) SPACE ABOVE THIS LINE FOR RECORDER'S USE. MAINTENANCE NOTIFICATION AGREEMENT FOR CATEGORY 1 STORMWATER STRUCTURAL BMP's THIS AGREEMENT is made on the clay of . .20 the Owner(s) of the hereindfter dOcribed real property: Address Post Office Zip Code Assessor Parcel No(s) •• .• . •• . List, identify, locate (plan/drawing number) and describe the Structural Owner(s) of the above property acknowledge the existence of the storm water Structural Best Management Practice on the said property. Perpetual maintenance of the Structural BMP(s) is the requirement of the State NPDES Permit, Order No. R9-2015-0001, Section E.3.e.(1)( c) and the County of San Diego Watershed Protection Ordinance (WPO) Ordinance No. 10385 Section 67.812 through Section 67.814, and County BMP Design Manual (BMP DM) Chapters 7 & 8 In consideration of the requirement to construct and maintain Structural BMP(s) as conditioned by Discretionary Permit Grading Permit and Building Permit (as may be applicable), ]/we hereby covenant and agree that: • . 1. I/We are the owner(s) of the existing (or to be constructed concurrently) premises located on the above described property. 2 I/We shall take the responsibility for the perpetual maintenance of the Structural BMP(s) as listed above in accordance with the maintenance plan and in compliance with County's self inspection reporting and verification for as long as I/we have ownership of said property(ies) 3 I/We shall cooperate with and allow the County staff to come onto said property(ies) and perform inspection duties as prescribed by local and state regulators: . 4. I/We shall inform future buyer(s) or successors of said property(ies) of the existei-ice and perpetual maintenance requiremert responsibilities for Structural BMP(s) as listed above and to ensure that such responsibility shall transfer to the future owner(s). 5 I/We will abide by all of the requirements and standards of Section 67.812 through Section 67.814 of the WPO (or renumbering thereof) as it exists on the date of this Agreement and which hereby is incorporated herein by reference This Agreement shall run with the land. If the subject property is conveyed to any other person. firm, or corporation, the instrument that conveys title or any interest in or to said property, or any portion thereof, shall contain a provision transferring maintenance • • - responsibility for Structural BMP(s) to the successive owner according to the terms of this Agreement. Any violatioh of this Agreement is grounds for the County to impose penalties upon the property owner as prescribed in County Code of Regulatory Ordinances Title 1 Division 8 Chapter 1 Administrative Citations §18.101-18.116. Owner(s) Signature(s) . • . . . . . 0 • • • Print Owner(s) Name(s) and Title . STATE OF CALIFORNIA COUNTY OF, . : ) . ' • - . On before me, • . Notary Public,: personally appeared . • • • who proved to mean the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they ekecutéd the some in his/her/their authorized cap acity(res) and that by his/her/their signature(s) on the inst ument the person(s) or the entity upon behalf Of whih the person(s) acted, exeuted the instrument. : Icertify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. • WITNESS my hand-and official seal. . . ATTACHMENT 3B SEPTEMBER 2016 2 0 Contents PROJECT DESCRIPTION .............................................................................................. ....I OPERATION & MAINTENANCE PLAN ......................................................................... .1 Operation & Maintenance of BMP'S ..................................................................................1 Training ...............................................................................................................2 Landscaping ................................ .................. ............................................ ......... 2 Irrigation System ................................................................................................5 Roof Drains ........................................................................................................5 Trash Storage Areas ..........................................................................................5 Storm Water Conveyance System Stenciling and Signing .................................5 Biofiltration .........................................................................................................6 Outlet Structures ................................................................................................8 Vector Management Control Requirements .....................................................10 ATTACHMENTS A. O&M Exhibit Al. Inspection & Maintenance Schedule Bi. Cost Estimate Cl. BMP Training Log Dl. Inspection & Maintenance Log El. Maintenance Indicators (Table 7-2) -1- S PROJECT DESCRIPTION - The purpose of the project is to build an industrial building with amenities, a parking lot with landscaping and several bioretention facilities (Biofiltration). OPERATION & MAINTENANCE PLAN The Operation and Maintenance Plan (O&M) needs to address construction and post-construction concerns as shown in the Storm Water Mitigation Plan. Operation & Maintenance of BMP'S It shall be the responsibility of the owner to train all employees for the maintenance and operation of all BMPs, to achieve the maximum pollutant reduction, as addressed in the approved Project's SWQMP. The following schedule of (O&M's) must be followed to satisfy the Conditions of Concern and the Pollutants of Concern as addressed in the approved Project's SWQMP and the City's BMP manual. This schedule shall include periodic inspections of all Source Control and Treatment Control BMP's. All maintenance records for training, inspection and maintenance shall be retained and provided to the city upon request. All BMPs shall be inspected 30 days prior to October 1st each year and certified to the City Engineering Department as to their readiness to receive runoff from the annual rainfall season. The owner will also provide to the City, as part of the maintenance and operation agreement, an executed maintenance and access easement that shall be binding on the land throughout the life of the project. 1 S Responsible Party for O&M and For Training- Property Owner Grand Pacific Resorts, Inc do Tim Stripe 5900 Pasteur Court, Suite 200 Carlsbad, CA 92008 Phone: (760) 827-4121 Training Training of Operation and Maintenance personnel is of primary importance to provide knowledge of the operation and maintenance of BMPs. Proper training shall provide information that will enable employees to have in place an effective preventive maintenance program as described in this 0 & M manual. The responsible party mentioned above should read the course provided by the San Diego BMP Manual, to be trained in the purpose and use of BMPs and the maintenance thereof. Proper preventive maintenance will prevent environmental incidents that may be a health and safety hazard. New employees should be trained as to the purpose and proper maintenance within the first week of their employment. Employee training shall include receiving a copy of this 0 & M manual; a discussion on the location and purpose of site specific BMPs, such as Source Control and Treatment Control BMPs; training on how to inspect and report maintenance problems and to whom they report to; They shall be trained in site specific Pollutants of Concern so that they can evaluate the functioning of all on-site BMPs. These Pollutants are identified in section 2 of this report. A log of all training and reported inspections and maintenance problems along with what was done to correct the problem shall be keep on the premises at all times. Employees shall be periodically trained, at a minimum of once a year, to refresh their abilities to Operate and Maintain all on-site BMPs. Landscaping Operational and maintenance needs include: Vegetation management to maintain adequate hydraulic functioning and to limit habitat for disease-carrying animals. Animal and vector control. Periodic sediment removal to optimize performance. Trash, debris, grass trimmings, tree pruning, dead vegetation collection and removal. Removal of standing water, which may contribute to the development of aquatic plant communities or mosquito breeding areas. Erosion and structural maintenance to prevent the loss of soil and maintain the performance of S all landscaping. 2 Inspection Frequency S The facility will be inspected and inspection visits will be completely documented: Once a month at a minimum. After every large storm (after every storm monitored or these storms with more than 0.50 inch of precipitation.) On a weekly basis during extended periods of wet weather. Inspect for proper irrigation and fertilizer use, and ensure that all landscaped areas have minimum of 80% coverage. Aesthetic Maintenance The following activities will be included in the aesthetic maintenance program: Grass Trimming: Trimming of grass will be done on all landscaped areas, around fences, at the inlet And outlet structures, and sampling structures. Weed Control. Weeds will be removed through mechanical means. Herbicide will not be used because these chemicals may impact the water quality monitoring. Functional Maintenance Functional maintenance has two components: Preventive maintenance Corrective maintenance Preventive Maintenance Preventive maintenance activities to be instituted for landscaped areas are: Grass Mowing: Vegetation seed, mix within the landscaped areas, are to be designed to be kept short to maintain adequate hydraulic functioning and to limit the development of faunal habitats. Trash and Debris: During each inspection and maintenance visit to the site, debris and trash removal will be conducted to reduce the potential for inlet and outlet structures and other components from becoming clogged and inoperable during storm events. Sediment Removal: Sediment accumulation, as part of the operation and maintenance program.at of landscaped areas, will be monitored once a month during the dry season, after every large storm (0.50 inch), and monthly during the wet season. Specifically, if sediment reaches a level at or near plant height, or could interfere with flow or operation, the sediment shall be removed. If accumulation of debris or sediment is determined to be the cause of decline in design performance, prompt action (i.e., within ten working days) will be taken to restore the landscaped areas to design performance standards. Actions will include using additional vegetation and/or removing accumulated sediment to correct channeling or ponding. Characterization and Appropriate disposal of sediment will comply with applicable local, county, state, or federal requirements. Landscaped areas will be re-graded, if the flow gradient has been altered. This should be a sign that the BMP is failing and the soil matrix may need to be replaced. 3 Removal of Standing Water: Standing water must be removed if it contributes to the development of aquatic plant communities or mosquito breeding areas. Fertilization and Irrigation: fertilization and irrigation is to be keep at a minimum Elimination of Mosquito Breeding Habitats. The most effective mosquito control program is one that eliminates standing water over a period less than 96 hours. Corrective Maintenance Corrective maintenance is required on an emergency or non-routine basis to correct problems and to restore the intended operation and safe function of all landscaped areas. Corrective maintenance activities include: Removal of Debris and Sediment: Sediment, debris, and trash, which impede the hydraulic functioning of landscaping and prevent vegetative growth, will be removed and properly disposed. Temporary arrangements will be made for handling the sediments until a permanent arrangement is made. Vegetation will be re-established after sediment removal. Structural Repairs: Once deemed necessary, repairs to structural components of landscaping will be done within 10 working days. Qualified individuals (i.e., the designers or contractors) will conduct repairs where structural damage has occurred. Embankment and Slope Repairs: Once deemed necessary, damage to the embankments and slopes of landscaped areas will be repaired within 10 working days. Erosion Repair: Where a reseeding program has been ineffective, or where other factors have created erosive conditions (i.e., pedestrian traffic, concentrated flow, etc.), corrective steps will be taken to prevent loss of soil and any subsequent danger to the performance and use of landscaped areas as BMPs. There are a number of corrective actions than can be taken. These include erosion control blankets, riprap, or reducing flow velocity. Consult with an engineer and contractor to address frequently occurring erosion problems. Elimination of Animal Burrows: animal burrows will be filled and steps taken to remove the animals if burrowing problems continue to occur (filling and compacting). If. the problem persists, vector control specialists will be consulted regarding removal steps. This consulting is necessary as the threat of rabies in some areas may necessitate the animals being destroyed rather than relocated. If the BMP performance is affected, abatement will begin: Otherwise, abatement will be performed annually in September. General Facility Maintenance: In addition to the above elements of corrective maintenance, general corrective maintenance will address the overall facility and its associated components. If corrective maintenance is being done to one component, other components will be inspected to see if maintenance is needed. Maintenance Frequency The maintenance indicators for selected BMPs are included in Attachment Al. Debris and Sediment Disposal Waste generated onsite is ultimately the responsibility of the Owner. Disposal of sediments, debris, and trash will comply with applicable local, county, state, and federal waste control programs. Hazardous Waste Suspected hazardous wastes will be analyzed to determine disposal options. Hazardous wastes 4 generated onsite will be handled and disposed of according to applicable local, state, and federal regulations. A solid or liquid waste is considered a hazardous waste if it exceeds the criteria listed in the CCR, Title 22, Article 11. C. Irrigation System Inspection Frequency and Procedure The Irrigation system shall be checked each week as a minimum. The following items shall be checked to insure that they are functioning properly: Shut-off devices. All piping and sprinkler heads to insure there are no leaks and that proper water spread is maintained. All flow reducers. Check for overspray/runoff Roof Drains All roof drains shall be inspected 30 days prior to October 1st of each year to insure that they are clean and free from trash and in good repair. They shall be flushed and any leaks or damages, piping shall be either replaced or repaired. Where roof drains flow onto grass areas splash structures and or rock rip- rap shall be maintained so the flow from the roof drains do not cause erosion or damage to the grass area. During the rain season roof drains shall be inspected weekly and after each rain storm to insure that there is no trash and or silt build up that will restrict the run-off flow from the roof. All trash and/or silt build up shall be removed immediately. Trash Storage Areas All trash storage areas shall be inspected daily to insure that they are clean from trash. Also the following shall be inspected annually 30 days prior to October 1st of each year. Pavement is in good repair. Drainage will not run-off onto adjacent areas. That they remain screened or walled to prevent off-site transport of trash. That all lids are closed and/or awnings are in good repair to minimize direct precipitation. F. Storm Water Conveyance System Stenciling and Signing Signage/stenciling are to be inspected for legibility and visual obstruction and shall be Repaired and cleared of any obstruction within 5 working day of inspection. Inspection Frequency: Semi-annually, 30 days prior to October 1st each year, and monthly during rainy season. G. Biofiltration Operational and maintenance needs include: Vegetation management to maintain adequate hydraulic functioning and to limit habitat for disease-carrying animals. 5 Animal and vector control. Periodic sediment removal to optimize performance. Trash, debris, grass trimmings, tree pruning, dead vegetation collection and removal. Removal of standing water, which may contribute to the development of aquatic plant communities or mosquito breeding areas. Erosion and structural maintenance to prevent the loss of soil and maintain the performance of all landscaping. Outlet maintenance: maintain trash free; remove silt; clear clogged outlets and standing Water after 96 hours. Biofitration areas will have signage stating "PERMANENT WATER QUALITY TREATMENT FACILITY" "KEEPING OUR WATERWAYS CLEAN" "MAINTAIN WITH CARE - NO MODIFICATIONS WITHOUT AGENCY APPROVAL" Outlet Structures All outlet structures shall be kept functional at all times. Routine inspection and corrective maintenance shall include removal of trash sediment and debris and repair of any structural damage or clogging of orifice outlets. The minimum maintenance frequency shall be 30 days prior to October 1st each year, weekly during rainy season or within 24 hours prior to forcasts. Outlet Structures All outlet structures shall be kept functional at all times. Routine inspection and corrective maintenance shall include removal of trash sediment and debris and repair of any structural damage or clogging of orifice outlets. The minimum maintenance frequency shall be 30 days prior to October 1st each year, weekly during rainy season or within 24 hours prior to rain forecasts. Vector Management Control Requirements Due to Clean Water Act requirements and mandates imposed by the Water Quality Control Board, large quantities of stormwater will be detained onsite in above ground and underground storage facilities for treatment and storage. These storage facilities are required to dewater or discharge at a very small flow rate in order to comply with these requirements. The outlet structure for the underground storage and bioretention facility had to be sized to a variable size between 0.25" to 6" in order to maintain the maximum allowed discharge flow. The facility was designed to dewater in less than 96 hours. However, due to its small size and if not properly maintained regularly, it is anticipated that the outlet might have a tendency to clog frequently. Consequently, the 'facility may not drain within 96 hours and possibly take substantially longer time. This creates an increased risk for onsite Vector Issues and bringing their potential for severe harm to human health. In order to implement vector controls including minimizing the risk for mosquito-borne disease transmission, It is the responsibility of the Owner to regularly maintain the outlet structures and monitor the site after every storm event to ensure that the system (comprising of above ground storage facilities) is dewatered in less than 96 hours. Otherwise the owner will be required to implement a vector control plan in accordance with California Department of Public Health. General guidelines to help create a project specific vector control plan for your project: In order to perform maintenance on the structural BMP, it is recommended that lawn and shrub care equipment be used Compaction of BMP soils shall be avoided and it is recommended that heavy equipment not be used No special training or certification is needed in inspecting or maintaining this BMP Structural BMP- 3 Structural BMP-3 is constructed near the Villa entrance and Southern parking lot Please see Figure I 11-2 of Attachment 3b for site overview and BMP location Access for inspection and maintenance is.provided off the Southern parking lot to the northwest of the structural BMP BMP-3 is designed as a bioretention basin with a 36"x36" box riser to attenuate a 100-year storm event The basin design consist of layered sand and gravel aggregate with 30" surface ponding Inspection of the outlet pipe will be performed through the grated lid of the catch basin No proprietary parts have been used in the cbnstrtiton of this bioreterition basin. Maintenance of BMP-3 will be performed, at minimum, when these thresholds are exceeded • Grass higher than 4" .. •. .. : Wilting and/or dying trees, shrubs or grass Erosive conditions cause ponding area side slopes to exceed 3 1 Silt buildup of more than 2" Ponding surface drawdown time exceeds 24 hours • Ponding elevation exceeds top of pond elevation In order to perform maintenance on the structural BMP, it is recommended that lawn and shrub care equipment be used Compaction of BMP soils shall be avoided and it is recommended that heavy equipment not be used, . . •. . - No special training or certification is needed in inspecting or maintaining this BMP Structural 9MP-4 Structural BMP-4 is constructed between northern entrance of proposed Westin Hotel and Northern parking lot of the Villa Please see Figure 1.11-2 of Attachment 3b for site overview and BMP location Access for inspection and maintenance is provided off the sidewalk to the southwest • of the structural BMP. . , : • . . • BMP-4 is designed as a bioretention basin with a 36"06" box riser to attenuate a 100-year storm event. The basin design consist of 1aered sand and gravel aggregate with I 8'. surface pOnding. • • • Inspection of the outlet pipe will be performed through the grated lid of the catch basin No proprietary parts have been used in the construction of this bioretention basin Maintenance of BMP-4 will be performed, at minimum, when these thresholds are exceeded • Grass higher than 4" : • . • •• Wilting and/or dying trees, shrubs or grass Erosive conditions cause ponding area side slopes to exceed 3:1 •• • : Silt buildup of more than 2" • . . . . . • . ATTACHMENT 3A - SEPTEMBER 2016 • :. ... - . : . • ATTACHMENT "Al" INSPECTION & MAINTENANCE 0 H SCHEDULE. ••' •• • • H PREVENTATIVE MAINTENANCE AND ROUTINE INSPECTION.. TYPE BMP Routine Action : •. Maintenance: Maintenance MAINTENANCE SITE-SPECIFIC REQUIREMENTS Indicator Frequency ACTIVITY Landscaping & Proper irrigation & Less than 80% 30 days prior to Re-seed or Re- plant. All slopes and landscaped areas are to have a irrigation Fertilizer. coverage October 1st each year Repair Irrigation minimum coverage of 80% and Monthly system with-in 57days. Trash storage Trash free and removal Visual Inspection Daily inspection Remove trash and silt Alltrásh storage areas to be free from trash areas of silt . S Daily. and silt at all times Roof drain Trash free and removal of Silt build up of more 30 days prior to Remove all trash and silt All Roof to be free from trash and silt and in silt, sedimentation & than 1" no trash October 1st each and repair any damage good repair Debris year and weekly to roof drains, - during rain season. Bioretention Trash free and removal of Silt build up of more 30 days prior to Remove trash and silt - All biO-filters to be free from trash and silt at all silt. Clear Clogged outlets than 2" no trash, October 1st each repair and reseed times, grass area to be free from exposed soil • and Standing Water. Exposed soils, dead year, monthly during exposed areas, maintain and maintained to proper height, ponding of - . • • vegetation, ponded rainy season, and grass height so as not be water for more than 72 hours maintenance will water, and excessive after Storm Event shorter than 2" or higher be required vegetation than 5 remove all (see TC 32) ponded water weekly inspections (See TC 32) Storm Water • • Must be legible at all times Fading of paint or • Semi-annually, 30 Repaint stenciling and/or Applicable to all stenciling and signs Conveyance . and have a clear view, illegible letters or • days prior to October replace signs 30 days - S system • • 1St each year & prior to October 1 st. • : - •- Stenciling & monthly during rainy Signing • • :- S -- - -• season • - -S - • -- • Outlet Must be kept functional at Silt, debris, trash 30 days prior to Silt, debris, trash • All outlet structures shall be kept functional at all Structures all times. Clear Clogged accumulation, Ponding October 1st each accumulation and repair times. - • outlets and Standing Water year and weekly any structural damage • • Water. • during rainy season,. to the outlet structures. S - - S or within 24 hours - - prior to rain forecasts. -. 0 • S S S - thx-.iE • Accumulation of sediment, litter, or Remove and properly dispose of accumulated materials, without debris damage to the vegetation. Poor vegetation estabhshment Re-seed, re-plant or re establish vegetation per original plans Overgrown vegetation Mow or trim as appropriate, but not less than the design height of the vegetation per original plans when applicable (e.g. a vegetated swale may require a minimum vegetation height). Erosion due to concentrated irrigation Repair/re-seed/re plant eroded areas and adjust the irrigation flow system 1Uftifl fl_ft3)) U • . Y1/tMS(I] Erosion due to concentratedstorm water. Repair/re-seed/re-plant eroded areas, and make appropriate runoff flow corrective measures such as adding erosion control blankets, adding stone at flow entry points, or minor re-grading to restore • proper drainage according to the original plan. If the issue is not corrected by restoring the BMP to the original plan and grade, the [City Engineer] shall be contacted prior to any additional repairs or - reconstruction. Standing water in vegetated swales Make appropriate corrective measures such as adjusting irrigation system, removing obstructions of debris or, invasive vegetation, loosening or replacing top soil to allow for better infiltration or minor re grading for proper drainage If the issue is not corrected Syrestoring the BMP to the original plan and grade the [City Engineer] shall be contacted prior to any additional repairs or reconstruction. .• . . .• •• -. Standing water in bioretention, Make appropriate corrective measures such as adjusting irrigation biofiltration with partial retention, or system, removing obstructions of debris, or:invasive vegetation; bioflitration areas, or flow-through clearing underdrains (where applicable), or repairing/replacing planter boxes for longer than 96 hours clogged or compacted soils. following a storm event* Obstructed inlet or outlet structure Clear obstructions Damage to structural components such Repair or replace as Applicable.. as weirs, inlet or outlet structures •.. -- -. . •. . • • : - : - •- : :..:.:.: .. . *These BMPs typically include a surface pondmg layer as part of their function which may take 96 hours to - drain following a storm event; - : •-• -' ' . 0 ,• TABLE 7-3 Maintenance Indicators and Actions for Non-Vegetated Infiltration BMPs Typical Maintenance Indicator(s) for Non-Vegetated Infiltration BMPs Accumulation of sediment, litter, or debris in infiltration basin pretreatment device, or on permeable Remove and properly dispose accumulated materials. pavement surface Standing water in infiltration basin without subsurface infiltration gallery . for longer than 96 hours, following a . Remove and replace clogged surface sdils ..- .- . . ••. ' .. •. storm event .. •. : . '. . . This condition requires investigation of why infiltration is not Standing water in subsurface. occurring. If feasible, corrective action shall be taken to restore . infiltration gallery for longer than 96 infiltration (e.g. flush fine sediment or remove and replace clogged -. hours following astorm event soils). BMP may require retrofit if infiltration cannot be restored. If retrofit is necessary, the [City Engineer] shall be contacted prior to any repairs or reconstruction. Standing water in permeable paving Flush fine sediment from paving and subsurface gravel Provide area routine vacuuming of permeable paving areas to prevent clogging Note When inspection or maintenance indicates sediment is accumulating in an infiltration BMP, the DMA draining to the infiltration BMP should be examined to determine 1.the source of the sediment, and corrective measures should be made as applicable to minimize the sediment supply 00 , TAB 7-4. Mintènanëe Itithcatos and Ation fr Filtráiàn' BMP • '. •' .•:: Typical Maintenance Indicator(s) for Filtration BMPs Accumulation of sediment, litter, or debris Remove and properly dis0 ppse accumulated materials. Obstructed inlet or outlet structure Clear obstructions Clogged filter media - Remove and properly dispose flltei media, and replace with fresh media. Damage to components of the filtration system : ' Repair or replace as applicable. • . • - • •. • • •; Note: For proprietary media filters, refer to the manufacturer's maintenance guide.' Potential Sources of Runoff Pollutants Permanent Controls—Show on Drawings Permanent Controls—List in Table and Narrative 4. Operational BMPs—Include in Table and Narrative U A Onsite storm drain U Locations of mlts U Mark all inlets with the words "No U periodically and periocally repaint inlets Dumping Flows to Bay" or similar or replace inlet markingc See stencil template provided m U Provide storm water pollution U Not Applicable Appendix 1-4 prevention information to new site owners, lessees, or operators U See applicable operational BMPs in Fact Sheet SC-44, "Drainage System Maintenance," in the - CASQA Storm Water Quality - ' Handbooks at - wwwcasgaorg/resources/bmp- handbooks /mumcipal-bmp- handbook U Include the following in lease agreements "Tenant shall not allow, anyone to discharge anything to storm drains or to store or deposit matenals so as to create a potential discharge to storm drains" . . ....•.- •••• • ••••••• . ,••.. .. .... Appendix E BMP Design Fact Sheets if These Sources'iI1 Be Iff onithe P1rojISite - : Potential Sources of Permanent Controls-Show on Permanent Controls-List in, Table Operational BMPs-Include in Runoff Pollutants Drawings and Narrative * Table and Narrative U B Interior.',floor 4. U State that mtenor floor drains and U Inspect And'.mamtaln drains to drains and elevator elevator shaft sunip pumps will be prevent blockages and overflow shaft sump pumps plumbed to sanitary sewer. U Not Applicable ________________ ___________________________________ U C Interior parking U State that par g garage, floor U Inspect and maintain drains to garages drains will be plumbed to the prevent blockages and overflow U Not Applicable sanitary sewer U Dl Need for *future U Note building design features that LF. Provide Integrated Pest indoor & structural discourage entry of pests Management information to Pest control - - owners, lessees, and operators U. NotApplicable .. . • -.. :-. - -. -• .. •.• . •-, ...:. . •. . S . - - - -..-... -..- -- Appendix E BMP Design Fact Sheets 1. ff These Sources WtllIBe onithe 1j1itez... 1, Potential Sources of Runoff Pollutants . -'2- Permanent Controls—Show, on Drawmgs .- .--.-3.. ', Permanent Controls—List in Table and Narrative 4-. Operational BMPs—Include in Table and Narrative LI D2 Landscape/ U Show locations of existing State that final landscape plans will U Maintain landscaping using Outdoor Pesticide trees or areas of shrubs and accomplish all of the following minimum or no pesticides Use U Not-Applicable ground cover to be - i-. -.-i- . -i.- -1 U Preserve existing drought tolerant •- U See applicable operational unwsturueu anu retalneu trees, shrubs, and ground cover to the BMPs in Fact Sheet SC-41, U Show self-retaining landscape maximum extent possible "Building and Grounds areas, if any U Design landscaping to minimize Maintenance," in the CASQA • Show storm water. treatment.-. facilities. . ..... . • irrigation and runoff, to promote Storm Water . . Quality : -- - , : : . -. . '. - S. surface thfiltraUon where 'appropriate,. Hafldbooks -- - at. and..to minimize the use of fertilizers www casga org/resources/bmp and pesticides that can contribute to -handbooks/municipal-bmp- storm water pollution an oo - U Where landscaped areas are used to U Provide IPM- information to * retain or detain storm water, specify new owners, lessees and Plants that are tolerant of periodic operators - saturated soil conditions U Consider using pest-resistant plants, especially adjacent to hardscape U To ensure successful establishment, select plants appropnate to site soils, slopes, climate, sun, wind, ram, land * use, air movement, ecological - consistency, and plant interaction's.- I Appendix E BMP Design Fct Sheets • 2. .. . .. '3 . ,. 4 Potential Sources of Permanent Controls—Show on Permanent Controls—List in Table Operational BMPs—Inc1ude Runoff Pollutants Drawings and Narrative in Table and Narrative U E Pools, spas, U Show location of water. feature U If the local municipality requires U See applicable operational ponds, decorative and a sanitary sewer cleanout in poois to be plumbed to the sanitary BMPs in Fact Sheet SC-72, fountains, and other an accessible area within 10 feet sewer, place a note on the plans and "Fountain and Pool water features state in the narrative that this Maintenance," in the CASQA U Not Applicable connection will be made according to Storm Water Quality local requirements Handbooks at www.casqa.org/res6urces/bm p-handbooks/municipal- bmp-handbook U F Food service • U For restaurants, grocery. stores, U - Describe the location and features of U Not Applicab1 and other food service the designated cleaning area - - operations, show 'location'U Describe the items to be cleaned in -- (indoors or in a covered area this facility, and how it has been sized outdoors) of a floor sink or other to ensure that the largest items can be area for cleaning floor mats,'accommodated containers, and equipment U On the drawing, show a note that this dram will be connected to a grease interceptor before .: dischargingtothe sanitary sewer. -, . . . • : . ..,.. ' .... - - 1 H - 2: Potential Sources - Permanent Controls—Show Permanent Controls—List Operational BMPs—Include in of on Drawings in Table and Narrative Table and Narrative EL G Refuse areas U Show where site refuse and U State how site refuse will U State how the following will be implemented U Not Applicable recycled matenals will be be handled and provide Provide adequate number of receptacles Inspect handled and stored for supporting detail to what receptacles regularly, repair or replace Lleaky pickup Seel local municipal is shown on plans.receptacles Keep receptacles covered requirements for sizes and:,L],.State that signs will be Prohibit/prevent dumping of liquid or hazardous V •' - other details of refuse areas.: posted on. or near , wastes. Post "no.hazardous materials?' signs. Inspect V V V• V ' -If dumpsters or V other V dumpsters V with, 'the. -. .and pick V up . litter daily and clean up spills V receptacles are outdoors, words "Do not dump immediately Keep spill control materials available show, how the designated hazardous matenals on site See Fact Sheet SC-34, "Waste Handling and area will be covered, graded, here" or similar Disposal" in the CASQA Storm Water Quality and paved to prevent run- - - Handbooks at www casqa org/resources/bmp- on and show locations of " handbooks/municipal-bmp-handbook berms to prevent runoff from the area Also show how the designated area will be protected from wind dispersal - U Any drains from dumpsters, compactors, and tallow bin areas must be connected to a grease removal device''. V ,.before discharge to sanitary. V V V - ' VV, V '• '-V -. : - VV: . . -' ' - V - sewer - . . . . 9coo 1.. -: •- - :... •-... 2 ..• '. . ,. . -. • 3• . . • 4 Potential Sources of Permanent Controls—Show on Permanent Controls—List in Table and Operational BMPs—Include Runoff Pollutants -'Drawings', Narrative in Table and Narrative Table and Narrative U H Industrial U Show process area U If industrial processes are to be located U See Fact Sheet SC-1O, "Non L3; onsite, state "All process activities to be Storm Water Discharges" in U Not Applicable performed indoors.'. No processes to the CASQA Storm Water dram to exterior or to storm drain Quahty Handbooks at system" https://www.casqa.org/kesou .rces/bmp-handbooks. 0 U I Outdoor storage E3-. Show any outdoor storage U Include a detailed description of U See the Fact Sheets SC731, of equipment or areas, including how materials materials to be stored, storage areas, and '.'Outdoor,.Liquid Container materials (See rows J -, will be covered Show how structural features to prevent pollutants Storage" , and SC-33, and K for source U,,areas will be..graded and from entering storm drains "Outdoor Storage of Raw control measures for bermed to prevent run-on or where appropriate' reference Materials"'.in the CASQA vehicle cleaning, runoff from area and documentation of compliance with the Storm Water Quality repair, and protected from wind dispersal requirements of local Hazardous Hand at . maintenance) .-. u Storage. of. nonhazardous . Materials Programs for: • .- .. ..... . .r.casqa.org/resources/bm o Not Applicable _ . . liquids must be covered by a . . .. .. •, . . Hazardous Waste Generation. . p-handbooks/municipal-bmp- - .-handbook.. roof and/or.. drain to the sanitary sewer system, and be Hazardous Materials Release contained by berms, dikes, Response and Inventory liners, or vaults California Accidental Release U Storage of hazardous materials Prevention Program and wastes must be in Aboveground Storage Tank compliance with the local - - hazardous materials ordinance Uniform Fire Code Article 80 - and a Hazardous Materials Section 103(b) & (c) 1991 - - Management Plan for the site Underground Storage Tank . ,• . - ,• - •. .- 0 •,'• •0 ••., '•:---' Appendix E BMP Design Fact Sheets fl1iI • 1 2 3 4 Potential Sources of Permanent Controls—Show on Drawings Permanent Controls—List in Operational BMPs—Include in Runoff Pollutants Table and Narrative Table and Narrative U J Vehicle and U Show on drawings as appropriate U If a car wash area is not Describe operational measures to Equipment Cleaning provided, describe measures implement the following (if U Not A hcable • '(1) Commercial/industrial facilities, having vehicle. /equipment cleaning needs must• . taken to discourage onsite V applicable) either provide a covered bermed area for• car washing and explain how - V V these will be enforced . 'or wasiiing activities discourage U Washwater from vehicle and vehicle/equipment washing by removing equipment washing operations hose bibs and installing signs prohibiting such must not be discharged to the uses storm drain system - (2) Multi-dwelling complexes must have a U Car dealerships and similar - paved, bermed, and covered car wash area 'may rinse cars with water only. (unless car washing is prohibited onsite and hoses are provided with an automatic shut- - - U See Fact Sheet SC-21 - V - V • •' . - •. V - • •' V . Off to discourage sucn used V V V V V - V 'Vehicle V • and 'Eawpment Cleaning," in the CASQA (3) Washing areas for cars, vehicles, nd - Storm Water Quality equipment must be paved, designed to Handbooks at prevent run-on to or runoff from the area, www casqa or/resources/bm - and plumbed to drain to the sanitary sewer.'p7handbooks/mumcipal-bmp- handbook (4) Commercial car wash facilities must be designed such that no runoff from the facility is discharged to the storm dram system - Wastewater from the facility must discharge - to the 1sanitary sewer, or a wastewater reclamation system must be installed 1 * .* 4 •0 IRS Potential Sources of Permanent Controls—Show on Permanent Controls—List in Operational BMPs—Include in Runoff Pollutants Drawings Table and. Narrative Table and Narrative U K U Accommodate all vehicle U State that no vehicle repair or In the report, note that all of the following Vehicle/Equipment equipment repair and maintenance will be done restrictions apply to use the site Repair and maintenance indoors Or, outdoors, or else describe the U No person must dispose of, nor permit Maintenance designate an outdoor work area required features of the the disposal, directly or indirectly of U Not Applicable and design the area to protect outdoor work area vehicle fluids, hazardous materials, or from rainfall, run-on runoff, and U State that there are no floor rmsewater from parts cleaning into wind dispersal drains or if there are floor storm drains U Show secondary containment for drains, note the agency from U No vehicle fluid removal must be exterior work areas where motor which an industrial waste performed outside a building, nor on oil, brake fluid, gasoline, diesel discharge permit will beJ asphalt or ground surfaces, whether fuel, radiator fluid, acid- 'obtained and that the design inside or outside a building, except in - containing batteries or other meets that agency's such a manner as to ensure that any hazardous materials or hazardous requirements spilled fluid will be in an area of wastes are used or stored Drains 13-,'State that there are no tanks, secondary containment Leaking must not be installed within the containers or sinks to be used. sed vehicle fluids must be contained or secondary containment areas for parts cleaning or rinsing drained from the vehicle immediately U Add a note on the.-plans that or, if there are, note the U No person must leave unattended drip.: states either (1) there are no floor agency from which an parts or other open containers drams, or (2) floor drains are industrial waste discharge containing vehicle fluid, unless such connected to wastewater permit will be obtained and,containers are in use or in an area of pretreatment systems prior to that the design meets that secondary containment discharge to the sanitary sewer agency's requirements - and an industrial waste discharge permit will be obtained Appendix E BMP Design Fact Sheets Mob V 2. 3. .4 Potential Sources of - Permanent Controls—Show on Permanent Controls—List Operational BMPs—Include in Runoff Pollutants Drawings in Table and Narrative Table and Narrative CJ L Fuel Dispensing U Fueling areas16 must have El-.-The. property owner must dry sweep Areas impermeable floors (i e, portland - the fueling area routinely. U Not Applicable cement concrete or equivalent smooth U See the Business Guide Sheet impervious surface) that are (1) graded "Automotive Service—Service at the minimum slope necessary to Stations" in the CASQA Storm prevent ponding, and (2) separated Water Quality Handbooks at from the rest of the site by ..'a'. grade https //www casqa org/resources/b break that prevents run-on of storm mp-handbooks V V• V water to the MER V V V V V V V V - V V U Fueling 'areas-must.-be covered by a V - canopy that extends a minimum of ten feet in each direction from each -* pump [Alternative The fueling area - must be covered and the 'cover's:-- minimum dimensions must be equal - to or greater than the area within the grade break or, fuel dispensing areal] The canopy, [or cover] must not dram onto the fueling area H 0 0;- - Appendix .,E: BMP Design Fact Sheets V Potential Sources of Permanent Controls—Show on Permanent Operational BMPs—Include in Runoff Pollutants Drawings Controls—List in Table and Narrative M Loading Docks EY Show a preliminary, design for the U Move loaded and unloaded items indoors as U Not Applicable loading dock area, including soon as possible roofing and drainage Loading U See Fact Sheet SC-30 "Outdoor Loading and docks must be covered and/or Unloading" in the CASQA Storm Water graded to minimize run-on to and Quality Handbooks at runoff from the loading area Roof www casqa org/resources/bmp- downspouts must be positioned to .'handbooks/municipal-bmp-handbook. 'direct-.storm water away from the loading area Water from loading dock areas should be drained to the sanitary sewer where feasible - Direct connections to storm drains from depressed c loading 0 docks are prohibited . 0--. 0 •00 I - '.-- U Loading dock areas-,draining - directly, to the sanitary sewer must be equipped with a spill control valve or equivalent device, which must be kept closed during periods of operation C. U Provide a roof overhang over the loading area or install door skirts (cow1m at each bay that enclose the end of the trailer Appendix E BMP Design Fact Sheets 2. 0 Potential Sources of Permanent Controls— Permanent Controls—List in Table and Operational BMPs—Include in Runoff Pollutants Show on Drawings Narrative Table and Narrative 0 N Fire Spnnkler. U Provide a means to drain fire sprinkler test water. U See the note in Fact Sheet SC- Test Water to the sanitary sewer. 41, "Building and Grounds U Not Applicable Maintenance," in the CASQA Storm Water Quality 0 00 0 0 0 • .. . 0 Handbook at - www. asqa.org/resources/--bm' p-handbooks/mumcipal-bmp- handbook - _0 0'. Miscellaneous ;Drain 0 0 0 Boiler drain linés must be directly or indirectly 0 0 0 or Wash Water 0 connected to the sanitary, sewer system and may U Boiler drain lines not discharge to the storm drain system O Condensate drain U Condensate drain lines may discharge to lines landscaped areas if the flow is small enough that O Rooftop runoff will not occur. Condensate dram lines -' equipment may not discharge to the storm dram system O Drainage imps U Rooftop mounted equipment with potential to produce pollutants must be roofed and/or have O Roofing, gutters, secondary containment 0 and trim' •• • 0 0 •: • - 0 0 • - U Any drainage sumps onsite must feature a U Not Applicable sediment sump to reduce the,.quantity, of - •• :- % • - - • 0 •• * - sediment in pumped water • • • •• 0 0 - • - • • • 0 0 U Avoid roofing, gutters, and trim made of copper - or other unprotected metals that may leach into runoff .1 4 . .., 2•.. .• ... . .3. '•..,••. ,. 4 Potential Sources of Permanent Controls—Show on Permanent Controls—List in Operational BMPs—Inc1ude in Runoff Pollutants Drawings Table and Narrative Table and Narrative 0 P Plazas, 0 Plazas, sidewalks, and parking lots must sidewalks, and be swept regularly to prevent the parking lots accumulation of litter and debris. 0 Not Applicable Debns from pressure washing must be collected to prevent entry into the storm drain system Washwater containing any cleaning agent or degreaser must be collected and - discharged to the sanitary sewer and not discharged to a storm drain SWQMP NO 16-29 MAINTENANCE ACREEMENT DOCIJiWENT YES L NO___ REC0RDI4 110/V NO PARTY RESPONSIBLE FOR MAINTENANCE NAME GRAND PAC/RC DEVEL OPEMEN1 INC CONTACT HOUSTON ARNOLD ADDRESS 5900 PASTEUR CT SUITE 200 CARLSBAD, CA 92008 PHONE NO 760-585-887.9 PLAN PREPARED 8,v- NAM.- ROBERT D DEN17N0 COMPANY EXCEL ENGINEERING ADDRESS 440 STATE PLACE ESCOND/DO CA 9202.9 PHONE NO (760)745-8118 CER11FICA liON RCE 45629 84/P NOTES 1 THESE BMPS ARE MANDATORY TO BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS OR THESE PLANS 2 NO CHANGES TO THE PROPOSED BMPS ON THIS SHEET WITHOUT PR/OR APPROVAL FROM THE CITY ENGINEER 3 NO SUBSTITUTIONS TO THE MATERIAL OR TYPES OR PLANTING TYPES WITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER 4 NO OCCUPANCY HILL BE GRANTED UNTIL THE CITY INSPECTION STAFF HAS INSPECTED THIS PROJECT FOR APPROPRIATE BMP CONSTRUCTION AND INSTALLA 170/V 5 INSPECT BMP 'S EVERY 3 MONTHS OR AFTER RAIN EVENTS 6 SEE PROJECT SH9bIP FOR ADDITIONAL INFORMATION BAIP SITE MAP INSTRUCliONS THE BA/P SITE MAP IS A LIkiNG DOCUME/VT USED TO PLAN AND DOCUMENT THE DEPLOYMENT OF BMPS ON THE SITE THERE ARE SEVERAL WA )' TO MAINTAIN THE MAP IN AN UP—TO—DATE CONDITION AND TO ARCHIVE THE VARIOUS STAGES OF BA/P DEPLOYMENT ONE METHOD OF KEEPING THE BMP SITE MAP CURRENT /S TO LAM/NATE THE BA/P SITE MAP AND MAKE MARKS AND EDITS USING DRY—ERASE MARKERS OR GREASE PENC/L3 ETC EACH WEEK A DIGITAL PICTURE (WITH DATE STAMP) CAN BE TAKEN OF THE MAP TO DOCUMENT AND ARCHIVE THE VARIOUS STAGES OF SMP DEPLOYMENT ANOTHER METHOD WOULD BE TO MAKE NEW COP/ES OF THE BA/P SITE MAP ON A HfEKL Y BASIS AND DRAFT EDITS AAD BA/P DEPLOYMENT DIREC7Z Y ON THE BMP SITE MAP THE COMPLETED MAPS CAN THEN BE STORED WITH THE PROJECT RECORDS IT /5 UP TO THE PROJECT QSP ALONG WITH THE PROJECT ADAI/N/STRA 770/V PERSONNEL TO DECIDE ON THE METHOD USED TO MAINTAIN AND DOCUMENT THE BMP SITE MAP THE ABOVE IDEAS ARE OM Y SUGGESTIONS THE ONL Y IMPORTANT ASPECT OF THIS DISCUSSION IS THAT THE BMP SITE MAP MUST BE UPDA TED CONTINUAL AS THE BA/PS ARE DEPLOYED AT VARIOUS L OCA 170/VS AROUND TIlE SITE THE BMP DETAILS SHOI*'V ON THIS SHEET ARE SCHEMA 17C IN NATURE THEY -DETAIL 5 ARE SUBORDINANT TO THf -DETAIL S SHOIPN IN THE BMP FACT SHEETS LOCATED IN f THE SMPPP THE CONFIGURA liON OF MATERIALS AND EQUIPMENT STORAGE AND RECE/ kiNG AREAS NOT ONLY VAR/ES WITH EACH INDIWDUAL CONTRACTOR BUT CAN VARY SIGMFICANIZ Y DURING VARIOUS STAGES OF CONSTRUCTION THE MOST IMPORTANT CONCEPTS TO REMEMBER WITH RESPECT TO STORAGE AREAS MATERIALS STOCK PILES ETC IS TO ENSURE THAT POTENTIAL POLLUTANTS REMAIN CONTAINED IN THESE AREAS AND DO NOT ENTER STORM WATER GROUND WATER OR DISPERSE TO THE AIR TO ILLUSTRATE THE LOCATIONS OF EACH OF THESE AREAS EACH AREA SHOULD BE MARKED OFF TO SCALE ON THE BA/P SITE YAP, AND A SIMPLE TEXT MARKING OF THE PURPOSE OF THE AREA (SUCH AS NS-8 NS—.9 ETC) NOTE 1 THE PROJECT SITE SOIL FALL WITHIN THE TYPE 's" & "D" SOIL CATEGORY THERE IS NO HYDROLOGIC FEA TURES SUCH AS WA TERCOURSE3 SEEPS SPRINGS, Mf1ZANDS ET HAVE BEEN FOUND WITHIN THE PROPOSED DEVELOPMENT THERE ARE NO CRI17CAL COARSE SEDIMENT )IELD AREAS HAVE BEEN IDENTIFIED WITHIN THE PROJECT AREA NOTE2 POTEN17AL POLLUTANT SOURCE AREAS ARE DRAINED TO THE CORRESPONDING BA/Ps FOR TREATMENT CONTROL NOTE 3 A1,4NTEN14NCE OF TRE14 TMENT CONTROL 54IRs TYPE INSPEC liON MAINTENANCE IND/CA TOR MAINTENANCE - INSPECT SOIL AND REPAIR ERODED AREAS - ACCUMULA TED SEDIMENT AT THE INLET - NA TER PLANTS flAIL I FOR 2 HEEKS AT 8yORE1TN17ON/ MONT/IL Y - FAD/NO VEGETA 170/V ON THE 9I0RE1Y-N?70N PROJECT COMPLE17ON TC-32 - INSPECT 91—ANNUALL Y FOR DAMAGE TO SOIL. - REMOVE SEDIMEN1 TRASh & DEBRIS I'ECETA 770/V AND PRIOR TO OCTOBER 1 TO - TRASH AND DEBRIS ON THE POND - REMULCH AREAS AS NECESSARY SCHEDULE SUMMER MAINTENANCE - POND/NO - TREAT DISEASED VEGETA liON OR REPLACE - CHECK FOR DEBRIS AND LITTER AND AREAS - MOM' TURF AREAS (6" GRASS HEIGHT OF SEDIMENT ACCUMULA 710/V BI—ANNUAL L Y OPTIMUM) - INSPECT BEFORE MAJOR RAINFALL EVENTS TO - REPAIR EROSION AT /NFL OH' POINTS ENSURE THE BASINS ARE READY FOR RUNOFF - REPAIR OUTFLOW STRUCTURES PERFORM ADD/11ONAL INSPEC17ONS AFTER - UNCLOG THE UNDERDRAIN REFER TO PERIODS OF HEAVY RUNOFF CASQ14 LITERATURE FOR MORE ETA BMP ID BMP TYPE SYMBOL CASQA NO. QUANTITY 1 ,0RAWING' NO. SHEET NO. (5)INSOMMW E 'ONSTRUCIION h'YDROMOD/F/CA liON CTREATMENT CONTROL Ø_Ø8/0 —RETENTION TC-32 4,438 SF 496-24 45614 SEE NOTE 3 SEE NOTE 3 L011' /4/PACT DES/ON (L./D.) ROOF DRAIN TO LANDSCAPINO 0 SD—il 7 496-2A SHEETS 4,5,9 QUARTERLY QUARTERL Y SOURCE CONTROL 0 STENCILS 5/) 13 8 4.96-24 MEETS ANNUALL Y ANNUALL Y 7R,491 CO[ ON I I I SL?—J2 1 AREA 4.96-24 SHEET 5 QIJARTERL Y QUARTERL Y SWEEPING N/A SE-7 8 4.96-2A HfE/(L Y HEEKL Y INSPECTOR DATE SHT CITY OF CARLSBAD SHEETS 1 EE ENGINEERING DEPARTMENT 1 BMP SITE PLAN: LOT 9 DEVELOPEMENT HfS71N HOTEL AND 774/ES//ARE SWQMP NO 16-2.9 APPROVED ENGINEERING MANAGER RCE 63912 EXPIRES 9/30/16 DATE DWN BY: PROJECT NO. DRAWING NO. RVWD BY: MB CHKD BY: CT-14-08 496-2A DATE IN111AL REVISION DESCRIPTION INITIAL ENGINEER DATE INITIAL DATE OF WORK OTHER APPROVAL CITY APPROVAL ------- H H - -