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Home My WebLink About03-01-2021 Planning Commission Agenda Packet Part 1Planning Commission Meeting March 1, 2021 IMPORTANT UPDATE: Please note that as the City is responding to current COVID-19 concerns, it is important to keep members of the public, our Planning Commission, and staff as safe as possible. For that reason, we will conduct the Planning Commission meeting on March 1, 2021 as a remote video conference meeting. We will continue to update https://www.fairhopeal.gov/departments/planning-and-zoning for the latest information. The City of Fairhope Planning Commission will hold a virtual public hearing at 5:00 PM on Monday, March 1, 2021. Microsoft Teams will be utilized to host our virtual meeting. We will strive to meet the intent of the State’s Open Meetings Act under unprecedented circumstances. If you would like your comments to be considered prior to the meeting, please mail comments to the Planning Department at P.O. Box 429, Fairhope, AL 36533, e-mail to planning@fairhopeal.gov or hand deliver to 555 S. Section Street (a drop box is provided in our lobby) by 3:00 PM on Monday, March 1, 2021. To participate during the public hearings you may join by computer or smartphone: Please send a request to planning@fairhopeal.gov. We will send you a calendar invitation and instructions by 3:00 PM on Monday, March 1, 2021. You may also join by telephone at: +1 334-530-5148 Access code: 978 012 380# Please call in 10-15 minutes prior to the 5:00PM start time. If you are unable to participate by either of the methods above, you may submit a written request to planning@fairhopeal.gov, or call (251) 990-0214 and we will do our best to accommodate. As always, our meetings are also live streamed on YouTube. You may follow along with the meeting at https://www.youtube.com/user/cityoffairhope. Our response is changing daily. Please monitor https://www.fairhopeal.gov/departments/planning-and-zoning for the latest information. MANLEY RD STATE HWY 181STONE CREE K BLV D LAK E V IEWDRSILAGE DR WINESAPDRAMADOR AVTHOMPSON HALL RDCHET AV TWIN BEECH RD SERPENT I NEDRHEMLO CK DR FAIRFIELD DRFORTUNED R ABELI ACT ONYX LNB O ULD E R C R EEK AV AVENUE OF THE PI NESFAIRFAXDRWHITTINGTONAV TRUXTON ST HOLCOMB BLVDS E D GEFIELD AV HARVESTRDG CHESWICK AV FEATHER TR COUNTY RD 13BARNDLINGSTELI STHILTONLNNARROWLEAFBLVD THEAKSTON STSURTEES STLAMBTON STSUMMER OAKS PLNEWS OMELNBAY MEADOWS AV DERBY LN LONGLEAF LN CRA CKWILLOWAVCity of FairhopePlanning Commission February 1, 2021 ¯THOMPSON HALLRDTWIN BEECH RD AMADOR AV SUMMER OAKS PLSD 21.03 - Carmel Park Flats Legend COF Corp. Limits PUD - Planned Unit Development R-1 - Low Density Single-Family R-2 - Medium Density Single-Family R-3 - High Density Single-Family R-3PGH - Patio/Garden Single-Family R-A - Residential/Agriculture District COF Planning Jurisdiction ¯ ¯ ^ Project Name: Carmel Park FlatsSite Data: 20.24 acresProject Type: 242 Unit MOPJurisdiction: Fairhope Planning JurisdictionZoning District: UnzonedPPIN Number: 14962 & 254668General Location: Southwest corner of intersection of CR 44 and Thompson Hall Rd.Surveyor of Record: SE Civil, LLCEngineer of Record: SE Civil, LLCOwner / Developer: FST, Matthew Malone/68V PaydirtSchool District: Fairhope West Elementary School Fairhope Middle and High Schools Recommendation: Approved w/ ConditionsPrepared by: Mike Jeffries 1 SD 21.03 Carmel Park Flats – March 1, 2021 Summary of Request: The applicant is 68V Pay Dirt, LLC and the property is currently owned by FST Matt Malone. Larry Smith with SE Civil, LLC is the engineer of record for the project and the authorized agent. This application is for a 242 unit Multiple Occupancy Project containing approximately 20.24 acres and is located at the southwest corner of the intersection of CR 44 (a.k.a.Twin Beech Road) and Thompson Hall Road, to be known as Carmel Park Flats. The property is unzoned Baldwin County but lies within the Planning Jurisdiction of Fairhope and is being reviewed as a Multiple Occupancy Project (MOP) under the City of Fairhope’s Subdivision Regulations. This application is for preliminary approval. If approved an application for final MOP approval must be submitted to close out the project and record any necessary documents. Comments: -Staff has received numerous letters in opposition, and they are included at the end of this report. -Two traffic studies were conducted. The first study did not recommend any improvements. Staff requested a revised study to confirm the traffic impacts. The study included major intersections along CR 44 from SR 181 to SR 98. Also incorporated were known future developments and known future improvements to CR 44. o The results of the study recommended a left turn lane and a four way stop at the intersection of CR 44 and Boothe Road. In addition to these improvements the applicant is proposing to also install a right turn lane. At time of construction all applicable permits will be required from Baldwin County Highway Department. -Sewer inside the development will remain private. The individual units will gravity feed to a lift station on the south side of the property then be forced to CR 44 to connect to Fairhope’s Sewer system using a gravity line installed by the developer and utilizing the existing lift station in Woodlawn. In addition the developer will pay an aid to construction to go towards purchasing and installing a generator for the existing lift station. -Drainage has been reviewed and approved by City of Fairhope’s Public Works Director, Richard Johnson, P.E. Water will be collected in a series of inlets and underground drainage. The underground drainage will discharge into two (2) proposed ponds on the property. Pond 1 will be a wet retention pond that will discharge into Pond 2. Pond 2 will be a dry detention pond that discharges into the existing wooded wetland channel on the southwest corner of the property. -25% greenspace is required resulting in 5acres+/-. 7.85 acres is being provided as shown on the site data table. -The proposed buildings comply with the 35’ maximum height. -The entrance is located on CR 44 and is a split entry/exit. The entrance and internal road widths meet fire code. Additional Comments: -Planning Commission held a public hearing and held this case over from the February 1st, 2021 Planning Commission meeting for further study and additional information particularly in regards to the traffic study. The City hired a third-party Shane Bergin, a Professional Traffic Engineer, with NEEL_SCHAFFER, INC to review the revised traffic study requested by staff previously. The full review is included in the staff report. -The conclusion of the review as stated by Shane “It is my opinion that the construction of the proposed Carmel Park Development will not have a significant impact to the roadway network as long as the planned improvements are constructed. If you have any questions or comments regarding this review, please call me”. 2 SD 21.03 Carmel Park Flats – March 1, 2021 Staff Recommendation: Approve with the following conditions: 1. A letter confirming all onsite sewer is to remain privately maintained and is not the responsibility of the City of Fairhope or Baldwin County signed by the development owner. 2. A note added on the recorded site plan “All sewer infrastructure within the property boundary is to remain private and is not the responsibility of the City of Fairhope nor Baldwin County.” 3. Traffic improvements including west bound and east bound turn lanes into the development from CR 44 shall be installed before application for Final MOP approval. 4. A replat combining the two lots. 5. Sidewalks added along property along CR 44. 6. Since all Traffic Impact Studies were predicated on two Twin Beech (CR44) Road improvement projects being complete (functioning) prior to the proposed development generating any residential traffic, no certificates of occupancies (CO’s) shall be issued for Carmel Park Flats MOP until such time that Substantial Completion is issued on the following projects by their Project Owners: 1. ALDOT/City of Fairhope Project No. ATRP2-02-2020-204-CN, Adding Turn Lanes on CR 44 at US 98 and Upgrading Traffic Signal at CR 44 and US 98, City of Fairhope 2. Baldwin County Project No. HW18069000, Intersection Improvements at County Road 13 and County Road 44 (Roundabout) PLANNED DEVELOPMENTSITE PLANCivil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-6566VICINITY MAPN.T.S.SECTION 27, TOWNSHIP 6 SOUTH, RANGE 2 EASTBALDWIN COUNTY, ALABAMAJanuary 2021CARMEL PARK FLATSCERTIFICATE OF APPROVAL BY THE COUNTY ENGINEERTHE UNDERSIGNED, AS COUNTY ENGINEER OF BALDWIN COUNTY, ALABAMA, HEREBYAPPROVES THE WITHIN PLAT FOR THE RECORDING OF SAME IN THE PROBATE OFFICE OFBALDWIN COUNTY, ALABAMA THIS ____ DAY OF _________________, 20___.____________________________COUNTY ENGINEERCERTIFICATE OF APPROVAL BY THE BALDWIN COUNTYTHE UNDERSIGNED, AS _____________________OF BALDWIN COUNTY PLANNING AND ZONINGCOMMISSION, HEREBY CERTIFIES THAT, AT IS MEETING OF______________________________,______________________________ THE BALDWIN COUNTY PLANNING AND ZONING COMMISSIONAPPROVED THE WITHIN PLAT FOR THE RECORDING OF THE SAME IN THE PROBATE OFFICE OFBALDWIN COUNTY, ALABAMA, THIS THE ____ DAY OF _________________, 20___.BY:____________________________ITS:____________________________CERTIFICATE OF APPROVAL BY THE BALDWIN COUNTY E-911 ADDRESSINGTHE UNDERSIGNED, AS AUTHORIZED BY THE BALDWIN COUNTY E-911 BOARD, HEREBYAPPROVES THE ROAD NAMES AS DEPICTED ON THE WITHIN PLAT AND HEREBY APPROVES THEWITHIN PLAT FOR THE RECORDING OF SAME IN THE PROBATE OFFICE OF BALDWIN, ALABAMATHIS ____ DAY OF _________________, 20___.____________________________AUTHORIZED SIGNATURECERTIFICATE OF APPROVAL BY THE BALDWIN COUNTY PLANNING DIRECTORTHE UNDERSIGNED, AS DIRECTOR OF THE BALDWIN COUNTY PLANNING AND ZONINGDEPARTMENT, HEREBY APPROVES THE WITHIN PLAT FOR THE RECORDING OF SAME IN THEPROBATE OFFICE OF BALDWIN, ALABAMA THIS ____ DAY OF _________________, 20___.____________________________PLANNING DIRECTORPLANNING AND ZONING COMMISSIONCARMEL PARK FLATS9376 Twin Beech Road (County Hwy 44)Fairhope, AlabamaSHEET1 of 220200672JRBDRAWNDATESCALEJOB No.12/21/20N.T.S.SEALAFFIXREVISIONDATESITETWIN BEECH ROADTHOMPSON HALL ROAD CO RD 13 COWPEN CREEKSR 181 I HEREBY STATE THAT ALL PARTS OF THIS SURVEY AND DRAWING HAVE BEEN COMPLETED IN ACCORDANCE WITHTHE CURRENT REQUIREMENTS OF THE STANDARDS OF PRACTICE FOR SURVEYING IN THE STATE OF ALABAMA TOTHE BEST OF MY KNOWLEDGE, INFORMATION, AND BELIEF.LOTS 3 AND 4, MALLORY ESTATES, AS SHOWN BY MAP OR PLAT THEREOF RECORDED AT SLIDE 2129-C, BALDWINCOUNTY PROBATE RECORDS.______________________________________DAVID E DIEHL AL. P.L.S. NO. 26014 DATESURVEY NOT VALID WITHOUT ORIGINAL SIGNATURE AND SEAL.CERTIFICATE OF LEASEHOLD OWNERSHIPWE, THE UNDERSIGNED, ____________________ AS PROPRIETOR(S), HAVE CAUSED THE LANDEMBRACED IN THE WITHIN PLAT TO BE SURVEYED, LAID OUT AND PLATTED TO BE KNOWN ASCARMEL PARK FLATS, BALDWIN COUNTY, ALABAMA.DATED THIS ___ DAY OF _______________, 20____._______________________________________________PRINT NAME SIGNATURESTATE OF ALABAMACOUNTY OF BALDWINI,_______________, NOTARY PUBLIC IN AND FOR SAID COUNTY, IN SAID STATE, HEREBYCERTIFY THAT _____________________, AS OWNER OF THE LANDS PLATTED HEREON ISSIGNED TO THE FOREGOING INSTRUMENT, AND WHO IS KNOWN TO ME, ACKNOWLEDGEDBEFORE ME ON THIS DAY THAT, BEING INFORMED OF THE CONTENT OF THE INSTRUMENT,AND AS SUCH LEASEHOLD OWNER AND WITH FULL AUTHORITY, EXECUTED THE SAMEVOLUNTARILY.GIVEN UNDER MY HAND AND OFFICIAL SEAL THE _____ DAYOF______________________________.________________________________________________NOTARY PUBLIC MY COMMISSION EXPIRESCERTIFICATE OF NOTARY PUBLIC:CERTIFICATE OF OWNERSHIPWE, FAIRHOPE SINGLE TAX CORPORATION, AN ALABAMA CORPORATION, HEREBY STATE THATWE ARE THE OWNERS OF THE LANDS DESCRIBED HEREON.WE, _______________ AND __________________, WHOSE NAMES AS PRESIDENT ANDSECRETARY HAVE CAUSED THE SAME TO BE SURVEYED AND SUBDIVIDED AS INDICATEDHEREON, FOR THE USES AND PURPOSES HEREIN SET FORTH AND DO HEREBY ACKNOWLEDGEAND ADOPT THE SAME UNDER THE DESIGN AND TITLE HEREON INDICATED.DATED THIS THE ___________ DAY OF ___________________.FAIRHOPE SINGLE TAX CORPORATION, AN ALABAMA CORPORATIONBY:_______________________________ AS ITS: PRESIDENTBY:_______________________________ AS ITS: SECRETARYSTATE OF ALABAMACOUNTY OF BALDWINI,_________________, NOTARY PUBLIC IN AND FOR SAID COUNTY, IN SAID STATE, HEREBYCERTIFY THAT _____________________, AS PRESIDENT, AND _________________________, ASSECRETARY, OF FAIRHOPE SINGLE TAX CORPORATION, AN ALABAMA CORPORATION, ASOWNER OF THE LANDS PLATTED HEREON IS SIGNED TO THE FOREGOING INSTRUMENT, ANDWHO ARE KNOWN TO ME, ACKNOWLEDGED BEFORE ME ON THIS DAY THAT, BEING INFORMEDOF THE CONTENT OF THE INSTRUMENT, AND IN THEIR CAPACITY AS SUCH OWNER AND WITHFULL AUTHORITY, EXECUTED THE SAME VOLUNTARILY.GIVEN UNDER MY HAND AND OFFICIAL SEAL THE _____ DAYOF______________________________.________________________________________________NOTARY PUBLIC MY COMMISSION EXPIRESCERTIFICATE OF NOTARY PUBLIC: SHEET2 of 220200672JRBDRAWNDATESCALEJOB No.12/21/201"=50'SEALAFFIXREVISIONDATERKnow what'sbelow.before you dig.CallPLANNED DEVELOPMENTSITE PLANCivil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-65662000255010050 SCALEBUILDING HEIGHTSITE ANALYSIS±35 FEETLANDSCAPE AREA10.51 AC (52.1%)TOTAL ACREAGE±20.19 AC BUILDING SETBACKS:FRONT YARD:PROPERTY ZONINGUN-ZONEDSIDE YARD:REAR YARD:35 FEET10 FEET30 FEETMAX. GROUND COVER RATIO N/APROPOSED BUILDINGS131,317 SFMAX. BUILDING HEIGHT N/AGROUND COVER RATIO0.479IMPERVIOUS AREA9.68 AC (47.9%)NOTE:THE INTERNAL RIGHTS-OF-WAY, ROADS, EASEMENTS AND DRAINAGE FACILITIES AREPRIVATE AND WILL BE MAINTAINED BY THE DEVELOPER/OWNER. THE INTERNALRIGHT-OF-WAYS, ROADS, EASEMENTS AND DRAINAGE FACILITIES WILL NOT BEMAINTAINED BY BALDWIN COUNTY. IF INDIVIDUAL LOTS, SITES, UNITS, ETC., ARE TOBE SOLD, THE DEVELOPER/OWNER SHALL BE REQUIRED TO MEET THE CURRENTBALDWIN COUNTY SUBDIVISION REGULATIONS IN EFFECT AT THAT TIME, AND THEPROPERTY SHALL BE BROUGHT INTO COMPLIANCE WITH THOSE REGULATIONSPRIOR TO SUCH SALE OR ATTEMPTED SALE.UNITS242DENSITY11.99 UNITS/ACSITE DATA (BALDWIN COUNTY):1. ACREAGE IN TOTAL TRACT: 20.19 ACRES2. SMALLEST LOT SIZE: 1,540 SF3. TOTAL SQUARE FEET OF EACH LOT OR UNIT: 118,122 SF4. TOTAL NUMBER OF LOTS OR UNITS: 2425. TOTAL NUMBER OF BEDROOMS:4716. LINEAR FEET IN STREETS: 3,800 LF (PRIVATE)7. NUMBER OF PARKING SPACES: 484 SPACES8. AMOUNT OF IMPERVIOUS SURFACE: 421,530 SF9. DENSITY: 11.99 UNITS/AC10. TOTAL SF OF ALL AREAS RESERVED FOR TOTAL OPEN SPACE: 457,628 SF (10.51 AC)11. TOTAL SF OF ALL AREAS RESERVED FOR USEABLE OPEN SPACE: 383,481 SF (8.80 AC)12. COMMON AREA:182,098 SF (4.18 AC)OWNER:FAIRHOPE SINGLE TAX CORP.336 FAIRHOPE AVE.FAIRHOPE, AL 36532FLOOD ZONE:PROPERTY LIES IN FLOOD ZONE "X" UNSHADED AS SCALED FROM FLOOD INSURANCERATE MAPS NUMBER 01003C0663M, COMMUNITY NUMBER 015000, PANEL 0663,SUFFIX "M', DATED APRIL 19, 2019 AND NUMBER 01003C0780M, COMMUNITY NUMBER015000, PANEL 0780, SUFFIX "M', DATED APRIL 19, 2019.UTILITY PROVIDERS:WATER - FAIRHOPE PUBLIC UTILITIESSEWER - FAIRHOPE PUBLIC UTILITIESELECTRIC - BALDWIN EMCTELEPHONE - AT&TLESSEE/DEVELOPER:68 V PAY DIRT, LLC29891 WOODROW LANE, SUITE 300SPANISH FORT, AL 36527USABLE OPEN SPACE REQUIRED (50% OF REQ. OPEN SPACE) 2.02 ACOPEN SPACE REQUIRED (20%) 4.04 ACGREENSPACE CALCULATIONS (CITY OF FAIRHOPE):ACREAGE IN TOTAL TRACT: 20.19 ACRESWETLANDS:0.01 ACRESPONDS:1.70 ACRESASPHALT ROADS:1.99 ACRESNET ACREAGE: 16.49 ACRESDENSITY (NET) = 242 UNITS/16.49 ACRES:14.68 UNITS/ACREGREENSPACE REQUIRED (25% OF 20.19 ACRES): 5.05 ACRESGREENSPACE PROVIDED:7.85 ACRESVICINITY MAPN.T.S.SECTION 27, TOWNSHIP 6 SOUTH, RANGE 2 EASTBALDWIN COUNTY, ALABAMASITETWIN BEECH ROADTHOMPSON HALL ROADCO RD 13 COWPEN CREEKSR 181 CARMEL PARK FLATS9376 Twin Beech Road (County Hwy 44)Fairhope, AlabamaREQUIRED PARKINGPROVIDED PARKING484 SPACES484 SPACESPROPOSEDEXISTINGSITE PLAN LEGENDTRAFFIC CONTROL ARROWCURB & GUTTERSTANDARD PARKING QUANTITYMEDIUM DUTY ASPHALT PAVINGX" SYSL - X" WIDE SINGLE YELLOW SOLID LINEX" DYSL - X" WIDE DOUBLE YELLOW SOLID LINEX" SWSL - X" WIDE SINGLE WHITE SOLID LINEACCESSIBLE PARKING SPACECONCRETE PAVINGPERVIOUS CONCRETE PAVINGHEADER CURBRIBBON CURBX TRAFFIC IMPACT STUDY (Revised) Carmel Park Apartments Fairhope, Alabama Prepared for: Baldwin County Highway Department On behalf of: S.E. Civil, LLC 880 Holcomb Blvd., Suite 2F Fairhope, AL 36532 Ph: (251)-990-6566 Prepared by: Samantha Islam, Ph.D., P.E. ASSR Consultants, LLC 3870 Branford Ct Mobile, AL 36619 Ph: (251)-545-9681 December 31, 2000 i TABLE OF CONTENTS Overview and Executive Summary .......................................................................................... 1 1.0 Introduction ...................................................................................................................... 4 2.0 Proposed Development .................................................................................................. 5 2.1 Site Description .................................................................................................................. 5 2.2 Site Location ...................................................................................................................... 5 2.3 Zoning (Current and Proposed) ...................................................................................... 5 2.4 Time Frame of Development ........................................................................................... 5 3.0 Background Information ................................................................................................. 6 3.1 Background Traffic Growth ............................................................................................. 6 3.2 Offsite Development ........................................................................................................ 6 3.3 Planned and Programmed Roadway Improvements .................................................. 7 4.0 Existing Conditions ........................................................................................................... 8 4.1 Project Study Area ........................................................................................................... 8 4.2 Existing Geometric Data ................................................................................................. 8 4.3 Existing Condition Traffic Count ..................................................................................... 8 4.4 Existing Conditions Capacity Analysis ........................................................................... 9 4.5 Existing Conditions Signal Warrant Analysis ................................................................. 10 5.0 Future Conditions ........................................................................................................... 11 5.1 Trip Generation Estimates ............................................................................................. 11 5.2 Directional Distribution of Development Traffic .......................................................... 11 5.3 Development Horizon Year .......................................................................................... 12 5.4 Projected Future Traffic Volumes ................................................................................. 12 5.5 Future Signal Warrant Analysis ...................................................................................... 13 5.6 Future Traffic Conditions Capacity Analysis ................................................................ 14 5.7 Left/right Turn Lane Warrant Analysis ........................................................................... 15 6.0 Conclusions/Recommendations .................................................................................. 17 7.0 References ...................................................................................................................... 18 APPENDIX - A: Proposed Site Layout ........................................................................................ A APPENDIX – B: Traffic counts ...................................................................................................... B APPENDIX – C: Existing Conditions Capacity Analysis .......................................................... C APPENDIX – D: Trip Generation Rates ..................................................................................... D APPENDIX – E: Future Conditions Capacity Analysis without Development ....................... E ii APPENDIX – F: Future Conditions Capacity Analysis with Development ............................. F APPENDIX – G: Turn Lane Warrant Analysis ............................................................................. G List of Tables Table 1: AADTs on Twin Beech Road (CR-44) and SR-181 Adjacent to the Proposed Development .............................................................................................................. 6 Table 2 : Existing (2020) Peak Hour Volumes at CR-44 and SR-181 Intersection ................... 9 Table 3 : Existing Condition Capacity Analysis Results ............................................................ 9 Table 4: Trip Generation Rates and Percentage Entering and Exiting ............................... 11 Table 5: Trip Generation Volumes (Trip Ends) ........................................................................ 11 Table 6: Projected Peak Hour Turning Volumes without Proposed Development............. 13 Table 7: Projected Peak Hour Turning Volumes at CR-44 and SR-181 Intersection with Proposed Development .......................................................................................... 13 Table 8 : Intersection Capacity Analysis Results for 2022 without and with Carmel Park . 14 Table 9 : Capacity Analysis Results for Twin Beech Rd at Boothe Rd after Conversion to 4- way Stop Controlled ................................................................................................ 15 Table 10: Left/right Turn Lane Warrant Analysis for CR-44 at Carmel Park ......................... 16 List of Figures Figure 1: Overall Vicinity Map .................................................................................................... 2 Figure 2 : General Site Plan ........................................................................................................ 3 Figure 3 : Generated Traffic by the Proposed Development .............................................. 12 1 OVERVIEW AND EXECUTIVE SUMMARY A traffic impact study was conducted for the proposed Carmel Park Apartments in Fairhope, Alabama. The site is located on Twin Beech Road (CR-44) across from Thompson Hall Road. An overall vicinity map is provided in Figure 1. The proposed development will consist of 242 dwelling units. The development is expected to be completed and operational in the first quarter of 2022. A general site plan is provided in Figure 2. A detailed site plan is provided in Appendix-A. This study was conducted to determine the impact of the proposed development on the adjacent transportation network. This study investigated the effect of the proposed development on the adjacent Twin Beech Road (County Road 44) and associated transportation facilities. Trip generation estimation was performed using the method recommended in the ITE Trip Generation Manual. Using the trip ends predicted in the trip generation step, the trip distribution step was performed to determine the hourly volumes by direction to and from the proposed development. A method recommended in the Highway Capacity Manual was then used to evaluate the traffic operating conditions on the section of Twin Beech Road adjacent to the proposed development with and without the development. Based on this analysis, the additional traffic volumes from the proposed development are not expected to adversely affect the traffic operations on the segment of Twin Beech Road (CR-44) adjacent to the proposed development. In addition, the capacity analyses were performed for the four major intersections on Twin Beech Road from SR-181 to US-98. The results show that all the intersections except Twin Beech Road at Boothe Road will experience adequate overall level of services (LOS) of C or better during both AM and PM peak hours without and with Carmel Park Development in 2022. The individual approaches will experience LOS of D or better. It should be noted that a LOS of D or better is acceptable for an intersection. For the intersection of Twin Beech Road and Boothe Road, overall intersection LOS was not calculated since it is a two-way stop- controlled intersection. The results show that the north and southbound approaches will experience some level of delay as indicated by the level of service E for both without and with the proposed development in 2022. Further, analyses show that the LOS at this intersection can be improved by converting the intersection from a two-way stop controlled to a four-way stop controlled intersection. This conversion will improve the approach level of services to D or better. To evaluate if a left turn lane is warranted to access the proposed development from Twin Beech Road, a method recommended in AASHTO Green Book, 7th Edition was used. This method revealed that a left turn lane is desirable on Twin Beech Road for the generated traffic turning into the proposed development. Similarly, to determine if a right turn lane is warranted on Twin Beech Road, a method recommended in NCHRP Report No. 457 was used. According to this method, a right-turn lane is not warranted on Twin Beech Road to access the proposed development through the proposed access. 2 Figure 1: Overall Vicinity Map 3 Figure 2 : General Site Plan 4 1.0 INTRODUCTION A traffic Impact Study (TIS) for the proposed Carmel Park Apartments in the City of Fairhope, Alabama was conducted to determine the impacts of the proposed development on the surrounding transportation network. The resulting impacts were analyzed to assess possible improvements or mitigation measures in the study area. This report discusses the general project parameters, the methodology used to perform the TIS, the results obtained from the analysis and the conclusions and recommendations for the improvements needed. Sources of information used in this study include: 1. Baldwin County Traffic Impact Study requirements. Appendix 6 of the Baldwin County Subdivision Regulations, August 6, 2019. 2. Alabama Department of Transportation (ALDOT) Access Management Manual, January 2013 Edition. 3. Institute of Transportation Engineers Trip Generation Manual, 10th Edition. 4. Highway Capacity Manual, 6th Edition. 5. A Policy on Geometric Design of Highways and Streets, 7th Edition, 2018. 6. Evaluating Intersection Improvements: An Engineering Study Guide, NCHRP Report 457. Average daily traffic (ADT) data for Twin Beech Road (CR-44) were obtained from the Alabama Department of Transportation’s traffic data website. 5 2.0 PROPOSED DEVELOPMENT 2.1 Site Description A traffic impact study was conducted for the proposed Carmel Park Apartments in Fairhope, Alabama. The site is located on County Road 44 (Twin Beech Road) across from Thompson Hall Road. The development is expected to be completed and operational in 2022. The Carmel Park Apartment Complex will consist of 242 dwelling units. A general site plan is provided in Appendix-A. The proposed development will be connected to County Road 44 using a major driveway. 2.2 Site Location The proposed development will be located on CR-44 across from Thompson Hall Road and approximately ½ mile West of the intersection of CR-44 and SR-181 in Fairhope, Alabama as shown in the overall vicinity map in Figure 1. 2.3 Zoning (Current and Proposed) The site for the proposed development is currently unzoned. 2.4 Time Frame of Development The proposed development is expected to be completed and become operational in 2022. Analyses of the impact on traffic conditions were performed for the following two scenarios: • projected traffic without the proposed development in 2022; • projected traffic with the proposed development in 2022. 6 3.0 BACKGROUND INFORMATION 3.1 Background Traffic Growth To come up with a reasonable traffic growth rate, we first examined the trend in the Annual Average Daily Traffic (AADT) on Twin Beech Road (County Road 44) and SR-181 in the vicinity of the proposed site. The AADT information, as obtained from ALDOT’s Alabama Traffic Data website, is provided in Table 1. Based on the most recent available AADT’s, the average growth rate is 4.3% on Twin Beech Road and 4.2% on SR-181. However, considering future land use growth in the study area and surroundings, a slightly higher growth rate of 4.5% has been used in this study. Table 1: AADTs on Twin Beech Road (CR-44) and SR-181 Adjacent to the Proposed Development Route Year AADT CR-44 2019 4422 CR-44 2018 4335 CR-44 2017 4220 CR-44 2016 3900 SR-181 2019 12839 SR-181 2018 11626 SR-181 2017 11360 SR-181 2016 11360 The following equation was used to estimate the projected traffic volume (Vprojected) from the existing traffic volume (Vcurrent): 𝑉pojected = 𝑉current ∗(1 +𝐺𝑟𝑜𝑤𝑡ℎ 𝑅𝑎𝑡𝑒 100 ) (Projected year−Current year)……………….(1) 3.2 Offsite Development There are several known off-site developments in the vicinity of the proposed site, which will impact traffic in the study area. These developments are: i. Firethorne Single-family Subdivision: A 228-lot residential subdivision located northeast of the intersection of SR-181 and Twin Beech Road. The subdivision will be fully completed in 2030. Phases I and II (109 lots) have already been completed. Phase III containing 30 units will be completed in 2021 and Phase IV containing 33 will be completed in 2024. ii. Live Oak State Single-family Subdivision: Live Oak State is a 76-lot residential subdivision to be located in the southwest corner of the intersection of SR-181 and Bay Meadows Avenue. This development is currently under construction and expected to be fully completed in 2025. iii. Twin Beech Estates Single-family Subdivision: Twin Beech Estates is located on Twin Beech Road, approximately 0.4 mile east of the proposed Carmel Park 7 development. The subdivision is in its final stage of development and only 20 units are remaining to be built. While calculating the future traffic volumes, traffic volumes generated from these offsite developments that are attracted to the study area were considered in addition to the traffic generated from the proposed development. 3.3 Planned and Programmed Roadway Improvements There are three known planned or programmed roadway improvements/modifications within the study area that could impact the traffic condition within the study area during the timeframe for the proposed development. These improvements are: i. The posted speed limit on Twin Beech Road (CR-44) within the study area will be reduced from 45 mph to 35 mph. ii. The intersection of County Road 44 and County Road 13 will be modified from a traditional 4-leg intersection to a single- lane roundabout. iii. Left turn lanes will be added to the Twin Beech Road (CR-44) approaches of US- 98 and CR-44 intersection. 8 4.0 EXISTING CONDITIONS 4.1 Project Study Area The project study area includes the segment of Twin Beech Road (CR-44) from SR-181 to US-98, the major intersections along this segment and the proposed connection point. The intersections that were analyzed are: I. intersection of Twin Beech Road and SR-181 (signalized), II. intersection of Twin Beech Road and County Road 13 (CR-13) (4-way stop controlled) III. Intersection of Twin Beech Road and Boothe Road (two-way stop controlled), and IV. Intersection of Twin Beech Road and US-98 (signalized) The major land use within the study area is residential. 4.2 Existing Geometric Data Twin Beech Road (CR-44) within the study area is a two-lane undivided roadway with 10 feet travel lanes and very narrow paved shoulders. It is functionally classified as a major collector. The current posted speed limit is 45 mph in the vicinity of the proposed project site. However, the speed limit will be reduced to 35 mph. 4.3 Existing Condition Traffic Count For the section of Twin Beech Road (CR-44) adjacent to the proposed site, the 2019 AADT, K-factor, D-factor and percentage of truck traffic (TDHV) were obtained from ALDOT’s traffic data website. The AADT, K, D and TDHV are 4422 vehicles/day, 0.11, 0.61 and 4% respectively. Assuming a 4.5% growth factor, the existing (2020) AADT is 4422*(1 + 0.045)1 =4621 vehicles/day. More details of estimating projected quantity from existing quantity using the growth factor is provided in Section 3.1 of this report. Turning volume counts were performed at the intersection of Twin Beech Road (CR-44) and SR-181 on Tuesday, October 13 during AM and PM peak hours. The peak hour turning volumes at other three intersections described in Section 4.1 were collected on Wednesday, December 16, 2020. These turning volumes included school traffic. These turning volumes are provided in Table 2. The turning volume counts are also provided in Appendix-B. 9 Table 2 : Existing (2020) Peak Hour Volumes at CR-44 and SR-181 Intersection NB SB EB WB LT TH RT LT TH RT LT TH RT LT TH RT Twin Beech Road at SR-181 Morning 106 392 - - 320 185 166 - 89 - - - Afternoon 108 366 - - 373 183 142 - 84 - - - Twin Beech Road at CR-13 Morning 34 119 53 12 67 57 34 112 22 30 170 19 Afternoon 23 110 73 28 109 35 46 201 26 43 158 35 Twin Beech Road at Boothe Road Morning 22 27 20 11 28 29 19 121 28 25 230 37 Afternoon 12 23 28 31 22 35 33 268 44 24 178 24 Twin Beech Road at US-98 Morning 57 763 81 181 467 57 74 93 51 79 72 61 Afternoon 50 573 51 103 636 63 114 93 44 30 81 97 4.4 Existing Conditions Capacity Analysis The section of Twin Beech Road (CR-44) adjacent to the proposed development is a two- lane highway. Therefore, using the Highway Capacity Manual (6th Edition) method, two- lane highway level of service (LOS) analysis was performed for the existing traffic condition. The results of LOS calculations are provided in Appendix-C. The analysis shows that a level of service (LOS) of B exists during existing condition peak hours. A level of service of B indicates excellent traffic flow condition on CR-44. Table 3 : Existing Condition Capacity Analysis Results Peak Hour Northbound Southbound Eastbound Westbound Overall Intersection Intersection of Twin Beech Rd & SR181 Morning A A D - B Afternoon A A D - B Twin Beech Rd & CR-13 Morning C B C C C Afternoon C C C C C Intersection of Twin Beech Rd & Boothe Rd Morning C C A A ** Afternoon C D A A ** Intersection of Twin Beech Rd & US-98 Morning D C C D C Afternoon B B B B B ** Note: Overall LOS is not reported for a two-way stop-controlled intersection since the free approaches always experience zero delay. As discussed in Section 4.1, four intersections on Twin Beech Road were analyzed in this study. The summary of capacity analysis results for existing condition are provided in Table 10 3. The results show the all the intersections except Twin Beech Road at Boothe Rd experience overall level of services (LOS) of C or better during both AM and PM peak hours. Since the intersection of Twin Beech Road and Boothe Road is a two-way stop controlled intersection, overall LOS was not calculated. However, all the approaches of the intersection experienced LOS of D or better. It should be noted that a LOS of D or better is acceptable for an intersection. 4.5 Existing Conditions Signal Warrant Analysis Existing condition signal warrant analysis in not applicable is this study. 11 5.0 FUTURE CONDITIONS The following general parameters describe the future traffic conditions: 5.1 Trip Generation Estimates The proposed development will be an apartment complex consisting of 242 dwelling units. The proposed site is planned to have a driveway access to Twin Beech Road. Using the aforementioned information, the trip generation estimation for the proposed development was performed according to the ITE Trip Generation Manual 10th Edition. The trip generation rates and volumes are shown in Tables 4 and 5. Appendix-D provides more details regarding these trip generation rates. 5.2 Directional Distribution of Development Traffic Using the trip ends estimated in the trip generation phase, the directional distribution of the generated traffic was calculated in the trip distribution phase. In order to estimate the directional distribution of generated traffic, the logical route, the land use type of the proposed facility, the land use of the surrounding areas, the entrance/exit type and location, etc. were considered. The general distributions of generated traffic to and from the proposed development are shown in Figure 3. Table 4: Trip Generation Rates and Percentage Entering and Exiting ITE Code Unit Daily Total (Av/ Eq) Daily (In) (%) Daily (Out) (%) AM-PK (Av/Eq) AM- Peak (In) (%) AM- Peak (Out) (%) PM- Peak (Av/Eq) PM- Peak (In) (%) PM- Peak (Out) (%) Multifamily Housing (mid- rise) 221 Dwelling unit Eq 3* 50 50 Eq 4* 26 74 Eq 5* 61 39 *Notes: T=5.45(X)-1.75 …. Eq 3 LN(T)=0.98*LN(X) – 0.98 …. Eq 4 LN(T)=0.96*LN(X) – 0.63 …. Eq 5 (Source: ITE Trip Generation Manual, 10th Edition) Av – average; Eq – Equation; X – Dwelling Unit Table 5: Trip Generation Volumes (Trip Ends) ITE Code Dwelling Units Daily Total Daily (In) Daily (Out) AM- Peak Hour Total AM- Peak Hour (In) AM- Peak Hour (Out) PM- Peak Hour Total PM- Peak Hour (In) PM- Peak Hour (Out) 221 242 1318 659 659 82 22 61 104 64 41 *Note: Trips in and out may not add up to the total number of trips due to rounding. 12 Figure 3 : Generated Traffic by the Proposed Development 5.3 Development Horizon Year The proposed development is expected to be completed and operational in the first quarter of 2022. 5.4 Projected Future Traffic Volumes Using a 4.5% growth rate, the traffic volumes for 2022 were calculated using the following equation: 𝑉𝑜𝑙𝑢𝑙𝑒2022 = 𝑉𝑜𝑙𝑢𝑙𝑒2020 ∗1.0452022−2020 …………………………..(6) Table 6 shows the projected peak hour turning volumes without the proposed development (no-build) in 2022 at the four intersections on Twin Beech Road discussed in Section 4.1. Table 7 shows the projected peak hour turning volumes at the same intersections with the proposed development in 2022. 13 Table 6: Projected Peak Hour Turning Volumes without Proposed Development NB SB EB WB LT TH RT LT TH RT LT TH RT LT TH RT Twin Beech Road at SR-181 Morning 118 431 - - 351 210 187 - 100 - - - Afternoon 121 402 - - 409 206 162 - 94 - - - Twin Beech Road at CR-13 Morning 38 130 60 16 74 63 38 130 25 35 200 23 Afternoon 26 121 82 33 120 39 51 234 29 49 182 41 Twin Beech Road at Boothe Road Morning 25 30 24 15 31 32 21 139 31 31 265 43 Afternoon 14 26 34 36 25 39 37 305 49 29 203 29 Twin Beech Road at US-98 Morning 63 834 92 201 510 63 81 105 56 92 84 72 Afternoon 55 626 61 118 695 69 125 107 49 36 93 110 Table 7: Projected Peak Hour Turning Volumes at CR-44 and SR-181 Intersection with Proposed Development NB SB EB WB LT TH RT LT TH RT LT TH RT LT TH RT Twin Beech Road at SR-181 Morning 121 431 - - 351 220 215 - 108 - - - Afternoon 129 402 - - 409 235 181 - 99 - - - Twin Beech Road at CR-13 Morning 38 130 61 17 74 63 38 139 25 36 225 24 Afternoon 26 121 83 34 120 39 51 260 29 50 199 42 Twin Beech Road at Boothe Road Morning 25 30 26 16 31 32 21 147 31 35 286 44 Afternoon 14 26 38 37 25 39 37 327 49 32 217 30 Twin Beech Road at US-98 Morning 63 834 95 204 510 63 81 108 56 99 92 80 Afternoon 55 626 68 126 695 69 125 115 49 41 98 115 5.5 Future Signal Warrant Analysis Future signal warrant analysis is not applicable in this study. 14 5.6 Future Traffic Conditions Capacity Analysis Before and after level of service (LOS) analysis was performed for the section of County Road 44 (Twin Beech Road) adjacent to the proposed development using the projected traffic volumes for 2022. The analysis results are provided in Appendices E and F. The results show that the levels of service will remain at an adequate level (LOS C) during both peak hours for both without and with Carmel Park development in 2022. Table 8 : Intersection Capacity Analysis Results for 2022 without and with Carmel Park Peak Hour Scenario Northbound Southbound Eastbound Westbound Overall Intersection Intersection of Twin Beech & SR181 Morning Without Carmel Park A A D - B With Carmel Park A A D - B) Afternoon Without Carmel Park A A D - B With Carmel Park A A D - B Intersection of Twin Beech & CR-13 Morning Without Carmel Park A A A A A With Carmel Park A A A A A Afternoon Without Carmel Park A A A A A With Carmel Park B A A A A Intersection of Twin Beech & Boothe Rd Morning Without Carmel Park E E A A ** With Carmel Park E E A A ** Afternoon Without Carmel Park D E A A ** With Carmel Park D E A A ** Intersection of Twin Beech & US-98 Morning Without Carmel Park B B D C C With Carmel Park C B D D C Afternoon Without Carmel Park B B C D B With Carmel Park B B C D C ** Note: Overall LOS is not reported for a two-way stop-controlled intersection since the free approaches always experience zero delay. 15 Level of Service (LOS) analyses were also performed for four intersections on Twin Beech Road, as discussed in Section 4.1, to determine how these intersections would perform without and with the proposed development in 2022. It should be noted that in 2022, the intersection of Twin Beech Road and CR-13 will be modified into a single lane roundabout. Also, the intersection of Twin Beech Road and US-98 will be improved as discussed in Section 3.3. The summary of results of the analyses are presented in Table 8. The detailed results are provided in Appendices E and F. The results show that all the intersections except Twin Beech Road at Boothe Road will experience overall levels of service (LOS) of C or better during both AM and PM peak hours. As discussed earlier, since the intersection of Twin Beech Road and Boothe Road is a two-way stop-controlled intersection, overall LOS was not calculated. The results for this intersection show that the Twin Beech Road approaches (i.e. east and westbound) will experience no delay (LOS A). However, the Boothe Road approaches (i.e. north and southbound) will experience some level of delay as indicated by the level of service E both without and with the proposed development in 2022. It should be noted that a LOS of D or better is acceptable for an intersection. Further, analyses show that the LOS at this intersection can be improved by converting the intersection from a two-way stop controlled to a four-way stop controlled intersection. This conversion will improve the approach level of services to D or better (see Table 9). Table 9 shows LOS results with Caramel Park development in 2022 after the intersection improvement to a 4-way stop controlled. Table 9 : Capacity Analysis Results for Twin Beech Rd at Boothe Rd after Conversion to 4-way Stop Controlled Peak Hour Northbound Southbound Eastbound Westbound Overall Intersection Morning B B C D C Afternoon B B D B C 5.7 Left/right Turn Lane Warrant Analysis To determine if a left turn lane is needed on Twin Beech Road for the generated traffic turning left into the proposed development, a method recommended in the AASHTO Green Book, 7th Edition was used. AASHTO Green Book provides a chart to determine if a left turn lane is desirable at unsignalized intersections with streets or driveways where the major road is uncontrolled, and the minor road is stop- or yield-controlled. The Chart is provided in Appendix-G. The peak hour turning volumes into the driveway and adjacent Twin Beech Road through volumes are provided in Table 10. From the table provided in Appendix-G, it is evident that a left turn lane is desirable on Twin Beech Road during both peak hours for the generated traffic turning into the proposed development. Similarly, to determine if a right turn bay is warranted on Twin Beech Road, a chart from NCHRP Report No. 457 was used (see Figure G.1 in Appendix G). From the chart it is evident that none of the right turn volumes and one direction major road volumes combination satisfies the right turn lane warrant based on the 40-mph major street speed. It should be noted that the major street speed is 35 mph in this study. Since the warrant is not met for 40 mph, the warrant is not met for a lower major road speed as well. 16 Table 10: Left/right Turn Lane Warrant Analysis for CR-44 at Carmel Park WB Through WB Left EB Through EB Right AM 341 13 323 10 PM 364 38 280 27 17 6.0 CONCLUSIONS/RECOMMENDATIONS Based on the analysis performed in this study, the additional traffic volumes from the proposed development are not expected to adversely affect the traffic operations on the segment of Twin Beech Road (CR-44) adjacent to the proposed development. In addition to roadway segment analyses, the capacity analyses were performed for the four major intersections on Twin Beech Road from SR-181 to US-98. The results show that all the intersections except Twin Beech Road at Boothe Road will experience adequate overall level of services (LOS) of C or better during both AM and PM peak hours without and with Carmel Park Development in 2022. The individual approaches will experience LOS of D or better. It should be noted that a LOS of D or better is acceptable for an intersection. For the intersection of Twin Beech Road and Boothe Road, the overall intersection LOS was not calculated since it is a two-way stop-controlled intersection. The results of analyses for this intersection show that the individual Boothe Road approaches (i.e. north and southbound approaches) will experience some level of delay as indicated by the level of service E both without and with the proposed development in 2022. Further, analyses show that the LOS at this intersection can be improved by converting the intersection from a two-way stop controlled to a four-way stop controlled intersection. This conversion will improve the approach level of services to D or better. To evaluate if a left turn lane is warranted to access the proposed development from Twin Beech Road, a method recommended in AASHTO Green Book, 7th Edition was used. According to this method, a left turn lane is desirable on Twin Beech Road for the generated traffic turning left into the proposed development. Similarly, to determine if a right turn lane is warranted on Twin Beech Road, a method recommended in NCHRP Report No. 457 was used. According to this method, a right-turn lane is not warranted on Twin Beech Road to access the proposed development through the proposed access. 18 7.0 REFERENCES 1. Baldwin County Traffic Impact Study requirements. Appendix 6 of the Baldwin County Subdivision Regulations, August 6, 2019. 2. Alabama Department of Transportation (ALDOT) Access Management Manual, January, 2013 Edition. 3. Institution of Transportation Engineers (ITE) Trip Generation Manual, 10th Edition. 4. Highway Capacity Manual, 6th Edition. 5. A Policy on Geometric Design of Highways and Streets, 7th Edition, 2018. 6. Evaluating Intersection Improvements: An Engineering Study Guide, NCHRP Report 457. A APPENDIX - A: PROPOSED SITE LAYOUT P:\GCD\GCD-2020\2020012-FAIRHOPEAPARTMENTS\DD\FA-A1-01K.gxd--Scale1:480 B APPENDIX – B: TRAFFIC COUNTS Intersection of Twin Beech Road and SR-181 Morning Peak Hour NB SB EB WB LT TH RT LT TH RT LT TH RT LT TH RT 8:30-8:45 32 101 - - 97 60 50 - 22 - - - 8:45-9:00 26 106 - - 71 42 42 - 23 - - - 9:00-9:15 23 98 - - 80 45 39 - 24 - - - 9:15-9:30 25 87 - - 72 38 35 - 20 - - - Total 106 392 - - 320 185 166 - 89 - - - Afternoon Peak Hour NB SB EB WB LT TH RT LT TH RT LT TH RT LT TH RT 2:30-2:45 23 82 - - 85 45 30 - 15 - - - 2:45-3:00 22 85 - - 99 46 32 - 19 - - - 3:00-3:15 29 111 - - 83 41 40 - 26 - - - 3:15-3:30 34 88 - - 106 51 40 - 24 - - - Total 108 366 - - 373 183 142 - 84 - - - Intersection of Twin Beech Road and CR-13 Morning Peak Hour NB SB EB WB LT TH RT LT TH RT LT TH RT LT TH RT 8:30-8:45 13 41 36 2 16 25 17 38 13 16 50 7 8:45-9:00 13 31 8 6 20 15 9 28 6 5 55 7 9:00-9:15 7 24 6 2 16 6 5 28 2 4 31 3 9:15-9:30 1 23 3 2 15 11 3 18 1 5 34 2 Total 34 119 53 12 67 57 34 112 22 30 170 19 Afternoon Peak Hour NB SB EB WB LT TH RT LT TH RT LT TH RT LT TH RT 2:30-2:45 3 15 15 6 23 5 8 45 4 15 39 7 2:45-3:00 6 24 6 5 26 6 9 47 7 15 33 13 3:00-3:15 8 33 13 8 34 13 12 38 7 8 41 11 3:15-3:30 6 38 39 9 26 11 17 71 8 5 45 4 Total 23 110 73 28 109 35 46 201 26 43 158 35 Intersection of Twin Beech Road and Boothe Road Morning Peak Hour NB SB EB WB LT TH RT LT TH RT LT TH RT LT TH RT 8:30-8:45 13 41 36 2 16 25 17 38 13 16 50 7 8:45-9:00 13 31 8 6 20 15 9 28 6 5 55 7 9:00-9:15 7 24 6 2 16 6 5 28 2 4 31 3 9:15-9:30 1 23 3 2 15 11 3 18 1 5 34 2 Total 34 119 53 12 67 57 34 112 22 30 170 19 Afternoon Peak Hour NB SB EB WB LT TH RT LT TH RT LT TH RT LT TH RT 2:30-2:45 3 15 15 6 23 5 8 45 4 15 39 7 2:45-3:00 6 24 6 5 26 6 9 47 7 15 33 13 3:00-3:15 8 33 13 8 34 13 12 38 7 8 41 11 3:15-3:30 6 38 39 9 26 11 17 71 8 5 45 4 Total 23 110 73 28 109 35 46 201 26 43 158 35 Intersection of Twin Beech Road and US-98 Morning Peak Hour NB SB EB WB LT TH RT LT TH RT LT TH RT LT TH RT 8:30-8:45 16 244 43 88 145 13 14 37 17 47 17 17 8:45-9:00 27 263 26 60 131 11 23 37 17 14 19 15 9:00-9:15 7 130 8 15 80 10 19 10 6 11 20 13 9:15-9:30 7 126 4 18 111 23 18 9 11 7 16 16 Total 57 763 81 181 467 57 74 93 51 79 72 61 Afternoon Peak Hour NB SB EB WB LT TH RT LT TH RT LT TH RT LT TH RT 2:30-2:45 10 119 19 31 148 9 22 27 11 4 13 19 2:45-3:00 18 173 15 25 150 11 29 25 12 5 28 27 3:00-3:15 12 145 10 23 155 24 30 22 8 13 17 25 3:15-3:30 10 136 7 24 183 19 33 19 13 8 23 26 Total 50 573 51 103 636 63 114 93 44 30 81 97 C APPENDIX – C: EXISTING CONDITIONS CAPACITY ANALYSIS Project Name: Traffic Impact Study for Carmel Park Apartment (CR-44) Scenario: Twin Beech Road Existing Condition (2020) - AM Peak Hour Step1 Highway Class III Posted Speed Limit 45 Demand volume in analysis direction, Vd 291 Demand volume in opposite direction, Vo 255 Peak hour factor (PHF)d 0.85 Peak hour factor (PHF)o 0.85 Lane Width 10 Shoulder Width 0 Access Point Density (per mile)39 Percentage of Truck (PT)4 Percentage of RV (RV)0 Passenger Car Equivalent (ET)ATS 1.9 Passenger Car Equivalent (ET)PTSF 1.1 Passenger Car Equivalent (ER)1 Heavy Vehicle Factor, fHV,ATS = 1/(1+PT(ET-1) + PR(ER-1))0.965251 (Equation 15-4 of HCM) ATS Grade adjustment factor, fg,ATS =1 Using Exhibit 15-9 Step 2: Estimate the FFS Lane and shoulder width adjustment factor, fLS =5.3 Exhibit 15-7 Adjustment factor for access point density, fA =9.75 Exhibit 15-8 Base Free-flow Speed, BFFS =55 FFS = BFFS - fLS - fA=39.95 (Equation 15-2 of HCM) Step 3: Demand adjustment for ATS fg,ATS=1 Exhibit 15-9 vd,ATS =Vd/(PHF*fg,ATS*fHV,ATS) =354.6776471 (Equation 15-3 of HCM) vo,ATS =Vo/(PHF*fg,ATS*fHV,ATS) =310.8 (Equation 15-3 of HCM) Step 4: Estimate ATS fnp,ATS =0.9 0% in both drection Exhibit 15-15 ATSd= FFS -0.00776(vd,ATS+vo,ATS)-fnp,ATS=33.88589 (Equation 15-6 of HCM) Step 5:Estimate the PFFS PFFS = (ATSd)/(FFS)=85% Step 6: Determine LOS (Exhibit 15-3 of HCM) LOS A = NO LOSB =YES LOS C =NO LOS D =NO LOS E =NO LOS F =NO Project Name: Traffic Impact Study for Carmel Park Apartment (CR-44) Scenario: Twin Beech Road Existing Condition (2020) - PM Peak Hour Step1 Highway Class III Posted Speed Limit 45 Demand volume in analysis direction, Vd 291 Demand volume in opposite direction, Vo 226 Peak hour factor (PHF)d 0.85 Peak hour factor (PHF)o 0.85 Lane Width 10 Shoulder Width 0 Access Point Density (per mile)39 Percentage of Truck (PT)4 Percentage of RV (RV)0 Passenger Car Equivalent (ET)ATS 1.9 Passenger Car Equivalent (ET)PTSF 1.1 Passenger Car Equivalent (ER)1 Heavy Vehicle Factor, fHV,ATS = 1/(1+PT(ET-1) + PR(ER-1))0.965251 (Equation 15-4 of HCM) ATS Grade adjustment factor, fg,ATS =1 Using Exhibit 15-9 Step 2: Estimate the FFS Lane and shoulder width adjustment factor, fLS =5.3 Exhibit 15-7 Adjustment factor for access point density, fA =9.75 Exhibit 15-8 Base Free-flow Speed, BFFS =55 FFS = BFFS - fLS - fA=39.95 (Equation 15-2 of HCM) Step 3: Demand adjustment for ATS fg,ATS=1 Exhibit 15-9 vd,ATS =Vd/(PHF*fg,ATS*fHV,ATS) =354.6776471 (Equation 15-3 of HCM) vo,ATS =Vo/(PHF*fg,ATS*fHV,ATS) =275.4541176 (Equation 15-3 of HCM) Step 4: Estimate ATS fnp,ATS =0.9 0% in both drection Exhibit 15-15 ATSd= FFS -0.00776(vd,ATS+vo,ATS)-fnp,ATS=34.16018 (Equation 15-6 of HCM) Step 5:Estimate the PFFS PFFS = (ATSd)/(FFS)=86% Step 6: Determine LOS (Exhibit 15-3 of HCM) LOS A = NO LOSB =YES LOS C =NO LOS D =NO LOS E =NO LOS F =NO HCM 6th Signalized Intersection Summary 2: Twin Beech Road & SR-181 10/20/2020 Twin Beech Road and SR-181 10/13/2020 EXISTING AM Synchro 10 Light Report Dr. Samantha Islam Page 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 166 89 106 392 320 185 Future Volume (veh/h) 166 89 106 392 320 185 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 200 96 128 426 390 240 Peak Hour Factor 0.83 0.93 0.83 0.92 0.82 0.77 Percent Heavy Veh, %222222 Cap, veh/h 244 217 640 1461 1309 1109 Arrive On Green 0.14 0.14 0.04 0.78 0.70 0.70 Sat Flow, veh/h 1781 1585 1781 1870 1870 1585 Grp Volume(v), veh/h 200 96 128 426 390 240 Grp Sat Flow(s),veh/h/ln 1781 1585 1781 1870 1870 1585 Q Serve(g_s), s 10.6 5.4 1.8 6.3 7.7 5.2 Cycle Q Clear(g_c), s 10.6 5.4 1.8 6.3 7.7 5.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 244 217 640 1461 1309 1109 V/C Ratio(X) 0.82 0.44 0.20 0.29 0.30 0.22 Avail Cap(c_a), veh/h 476 423 861 1461 1309 1109 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.8 38.6 3.6 3.0 5.5 5.2 Incr Delay (d2), s/veh 6.7 1.4 0.2 0.5 0.6 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.9 0.1 0.4 1.5 2.5 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 47.6 40.0 3.7 3.5 6.1 5.6 LnGrp LOS D D AAAA Approach Vol, veh/h 296 554 630 Approach Delay, s/veh 45.1 3.6 5.9 Approach LOS D A A Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 80.0 17.3 7.9 72.1 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 76.0 26.0 16.0 56.0 Max Q Clear Time (g_c+I1), s 8.3 12.6 3.8 9.7 Green Ext Time (p_c), s 2.6 0.7 0.2 3.1 Intersection Summary HCM 6th Ctrl Delay 12.9 HCM 6th LOS B HCM 6th Signalized Intersection Summary 2: Twin Beech Road & SR-81 10/20/2020 Twin Beech Road and SR-181 10/13/2020 EXISTING PM Synchro 10 Light Report Dr. Samantha Islam Page 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 142 84 108 366 373 183 Future Volume (veh/h) 142 84 108 366 373 183 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 160 104 137 446 424 203 Peak Hour Factor 0.89 0.81 0.79 0.82 0.88 0.90 Percent Heavy Veh, %222222 Cap, veh/h 206 183 655 1497 1341 1137 Arrive On Green 0.12 0.12 0.04 0.80 0.72 0.72 Sat Flow, veh/h 1781 1585 1781 1870 1870 1585 Grp Volume(v), veh/h 160 104 137 446 424 203 Grp Sat Flow(s),veh/h/ln 1781 1585 1781 1870 1870 1585 Q Serve(g_s), s 8.3 5.9 1.7 5.9 7.9 3.9 Cycle Q Clear(g_c), s 8.3 5.9 1.7 5.9 7.9 3.9 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 206 183 655 1497 1341 1137 V/C Ratio(X) 0.78 0.57 0.21 0.30 0.32 0.18 Avail Cap(c_a), veh/h 488 434 882 1497 1341 1137 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.8 39.8 3.1 2.5 4.9 4.4 Incr Delay (d2), s/veh 6.2 2.8 0.2 0.5 0.6 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 5.3 0.5 1.6 2.4 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 47.0 42.5 3.3 3.0 5.5 4.7 LnGrp LOS D D AAAA Approach Vol, veh/h 264 583 627 Approach Delay, s/veh 45.3 3.1 5.3 Approach LOS D A A Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 80.0 15.0 7.9 72.1 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 76.0 26.0 16.0 56.0 Max Q Clear Time (g_c+I1), s 7.9 10.3 3.7 9.9 Green Ext Time (p_c), s 3.2 0.7 0.3 3.3 Intersection Summary HCM 6th Ctrl Delay 11.6 HCM 6th LOS B HCM 6th AWSC 3: CR-13 & CR-44 12/31/2020 12/16/2020 Existing AM_2020 Synchro 10 Light Report Dr. Samantha Islam Page 1 Intersection Intersection Delay, s/veh 16.3 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 34 112 22 30 170 19 34 119 53 12 67 57 Future Vol, veh/h 34 112 22 30 170 19 34 119 53 12 67 57 Peak Hour Factor 0.50 0.74 0.42 0.47 0.77 0.68 0.65 0.73 0.37 0.50 0.84 0.57 Heavy Vehicles, %222222222222 Mvmt Flow 68 151 52 64 221 28 52 163 143 24 80 100 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 15.3 16.8 18.5 13.1 HCM LOS C C C B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %17% 20% 14% 9% Vol Thru, %58% 67% 78% 49% Vol Right, % 26% 13% 9% 42% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 206 168 219 136 LT Vol 34 34 30 12 Through Vol 119 112 170 67 RT Vol 53 22 19 57 Lane Flow Rate 359 272 313 204 Geometry Grp 1111 Degree of Util (X) 0.612 0.483 0.548 0.362 Departure Headway (Hd)6.147 6.393 6.314 6.404 Convergence, Y/N Yes Yes Yes Yes Cap 584 562 569 558 Service Time 4.205 4.458 4.376 4.473 HCM Lane V/C Ratio 0.615 0.484 0.55 0.366 HCM Control Delay 18.5 15.3 16.8 13.1 HCM Lane LOS C C C B HCM 95th-tile Q 4.1 2.6 3.3 1.6 HCM 6th AWSC 3: CR-13 & CR-44 12/31/2020 12/16/2020 Existing PM_2020 Synchro 10 Light Report Dr. Samantha Islam Page 1 Intersection Intersection Delay, s/veh 20.3 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 46 201 26 43 158 35 23 110 73 28 109 35 Future Vol, veh/h 46 201 26 43 158 35 23 110 73 28 109 35 Peak Hour Factor 0.68 0.71 0.81 0.72 0.88 0.67 0.72 0.72 0.47 0.78 0.80 0.67 Heavy Vehicles, %222222222222 Mvmt Flow 68 283 32 60 180 52 32 153 155 36 136 52 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 24.4 18.1 20.6 15.7 HCM LOS CCCC Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, %11% 17% 18% 16% Vol Thru, %53% 74% 67% 63% Vol Right, % 35% 10% 15% 20% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 206 273 236 172 LT Vol 23 46 43 28 Through Vol 110 201 158 109 RT Vol 73 26 35 35 Lane Flow Rate 340 383 292 224 Geometry Grp 1111 Degree of Util (X) 0.632 0.709 0.554 0.442 Departure Headway (Hd)6.696 6.667 6.842 7.091 Convergence, Y/N Yes Yes Yes Yes Cap 541 544 525 507 Service Time 4.722 4.692 4.906 5.159 HCM Lane V/C Ratio 0.628 0.704 0.556 0.442 HCM Control Delay 20.6 24.4 18.1 15.7 HCM Lane LOS CCCC HCM 95th-tile Q 4.4 5.7 3.3 2.2 HCM 6th TWSC 8: Boothe Rd & CR-44 12/31/2020 12/16/2020 Existing AM_2020 Synchro 10 Light Report Dr. Samantha Islam Page 1 Intersection Int Delay, s/veh 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 19 121 28 25 230 37 22 27 20 11 28 29 Future Vol, veh/h 19 121 28 25 230 37 22 27 20 11 28 29 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 48 66 33 37 75 54 61 68 50 69 35 60 Heavy Vehicles, % 2 22222222222 Mvmt Flow 40 183 85 68 307 69 36 40 40 16 80 48 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 376 0 0 268 0 0 848 818 226 824 826 342 Stage 1 ------306306-478478- Stage 2 ------542512-346348- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1182 - - 1296 - - 281 311 813 292 307 701 Stage 1 ------704662-568556- Stage 2 ------525536-670634- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1182 - - 1296 - - 187 279 813 228 275 701 Mov Cap-2 Maneuver ------187279-228275- Stage 1 ------676636-545519- Stage 2 ------386500-573609- Approach EB WB NB SB HCM Control Delay, s 1 1.2 24.2 23.5 HCM LOS C C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)301 1182 - - 1296 - - 336 HCM Lane V/C Ratio 0.385 0.033 - - 0.052 - - 0.429 HCM Control Delay (s) 24.2 8.2 0 - 7.9 0 - 23.5 HCM Lane LOS C A A - A A - C HCM 95th %tile Q(veh) 1.7 0.1 - - 0.2 - - 2.1 HCM 6th TWSC 8: Boothe Rd & CR-44 12/31/2020 12/16/2020 Existing PM_2020 Synchro 10 Light Report Dr. Samantha Islam Page 1 Intersection Int Delay, s/veh 6.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 33 268 44 24 178 24 12 23 28 31 22 35 Future Vol, veh/h 33 268 44 24 178 24 12 23 28 31 22 35 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 65 60 70 75 91 75 60 48 100 60 50 73 Heavy Vehicles, % 2 22222222222 Mvmt Flow 51 447 63 32 196 32 20 48 28 52 44 48 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 228 0 0 510 0 0 903 873 479 895 888 212 Stage 1 ------581581-276276- Stage 2 ------322292-619612- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1340 - - 1055 - - 258 289 587 261 283 828 Stage 1 ------499500-730682- Stage 2 ------690671-476484- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1340 - - 1055 - - 198 264 587 200 258 828 Mov Cap-2 Maneuver ------198264-200258- Stage 1 ------472473-691658- Stage 2 ------585648-385458- Approach EB WB NB SB HCM Control Delay, s 0.7 1.1 23.4 28.3 HCM LOS C D Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)290 1340 - - 1055 - - 295 HCM Lane V/C Ratio 0.331 0.038 - - 0.03 - - 0.487 HCM Control Delay (s) 23.4 7.8 0 - 8.5 0 - 28.3 HCM Lane LOS C A A - A A - D HCM 95th %tile Q(veh) 1.4 0.1 - - 0.1 - - 2.5 HCM 6th Signalized Intersection Summary 13: US-98 & CR-44 01/01/2021 12/16/2020 Existing AM_2020 Synchro 10 Light Report Dr. Samantha Islam Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 74 93 51 79 72 61 57 763 81 181 467 57 Future Volume (veh/h) 74 93 51 79 72 61 57 763 81 181 467 57 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 92 148 68 188 80 68 108 1045 172 355 577 92 Peak Hour Factor 0.80 0.63 0.75 0.42 0.90 0.90 0.53 0.73 0.47 0.51 0.81 0.62 Percent Heavy Veh, %222222222222 Cap, veh/h 171 254 103 263 98 74 464 1147 188 393 1457 232 Arrive On Green 0.30 0.30 0.30 0.30 0.30 0.30 0.06 0.38 0.38 0.16 0.47 0.47 Sat Flow, veh/h 376 854 349 647 330 248 1781 3055 502 1781 3071 488 Grp Volume(v), veh/h 308 0 0 336 0 0 108 607 610 355 333 336 Grp Sat Flow(s),veh/h/ln 1580 0 0 1225 0 0 1781 1777 1780 1781 1777 1782 Q Serve(g_s), s 0.0 0.0 0.0 8.2 0.0 0.0 2.9 25.5 25.7 10.2 9.6 9.6 Cycle Q Clear(g_c), s 13.1 0.0 0.0 21.3 0.0 0.0 2.9 25.5 25.7 10.2 9.6 9.6 Prop In Lane 0.30 0.22 0.56 0.20 1.00 0.28 1.00 0.27 Lane Grp Cap(c), veh/h 528 0 0 435 0 0 464 667 668 393 843 846 V/C Ratio(X) 0.58 0.00 0.00 0.77 0.00 0.00 0.23 0.91 0.91 0.90 0.40 0.40 Avail Cap(c_a), veh/h 536 0 0 442 0 0 500 667 668 410 843 846 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.9 0.0 0.0 27.3 0.0 0.0 13.5 23.4 23.4 19.4 13.4 13.4 Incr Delay (d2), s/veh 1.6 0.0 0.0 8.2 0.0 0.0 0.3 18.7 19.0 22.3 1.4 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.9 0.0 0.0 6.8 0.0 0.0 1.0 12.6 12.7 5.8 3.5 3.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.5 0.0 0.0 35.5 0.0 0.0 13.8 42.0 42.4 41.7 14.8 14.8 LnGrp LOS C A A D A A B D D D B B Approach Vol, veh/h 308 336 1325 1024 Approach Delay, s/veh 25.5 35.5 39.9 24.1 Approach LOS CDDC Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 16.8 34.1 27.9 9.0 41.9 27.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 13.1 29.6 23.8 6.1 36.6 23.8 Max Q Clear Time (g_c+I1), s 12.2 27.7 15.1 4.9 11.6 23.3 Green Ext Time (p_c), s 0.1 1.3 1.2 0.0 3.7 0.1 Intersection Summary HCM 6th Ctrl Delay 32.5 HCM 6th LOS C HCM 6th Signalized Intersection Summary 13: US-98 & CR-44 01/01/2021 12/16/2020 Existing PM_2020 Synchro 10 Light Report Dr. Samantha Islam Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 114 93 44 30 81 97 50 573 51 103 636 63 Future Volume (veh/h) 114 93 44 30 81 97 50 573 51 103 636 63 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 168 131 54 42 92 145 69 796 109 132 795 94 Peak Hour Factor 0.68 0.71 0.81 0.72 0.88 0.67 0.72 0.72 0.47 0.78 0.80 0.67 Percent Heavy Veh, %222222222222 Cap, veh/h 289 183 66 128 193 257 363 1113 152 379 1207 143 Arrive On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.06 0.35 0.35 0.08 0.38 0.38 Sat Flow, veh/h 630 635 229 154 669 890 1781 3140 430 1781 3201 378 Grp Volume(v), veh/h 353 0 0 279 0 0 69 450 455 132 441 448 Grp Sat Flow(s),veh/h/ln 1494 0 0 1713 0 0 1781 1777 1793 1781 1777 1802 Q Serve(g_s), s 3.8 0.0 0.0 0.0 0.0 0.0 1.2 10.9 10.9 2.2 10.2 10.2 Cycle Q Clear(g_c), s 10.6 0.0 0.0 6.8 0.0 0.0 1.2 10.9 10.9 2.2 10.2 10.2 Prop In Lane 0.48 0.15 0.15 0.52 1.00 0.24 1.00 0.21 Lane Grp Cap(c), veh/h 538 0 0 578 0 0 363 630 636 379 670 680 V/C Ratio(X) 0.66 0.00 0.00 0.48 0.00 0.00 0.19 0.71 0.72 0.35 0.66 0.66 Avail Cap(c_a), veh/h 807 0 0 882 0 0 471 1061 1070 699 1312 1330 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 16.1 0.0 0.0 15.0 0.0 0.0 9.7 13.8 13.8 9.9 12.8 12.8 Incr Delay (d2), s/veh 1.4 0.0 0.0 0.6 0.0 0.0 0.3 1.5 1.5 0.5 1.1 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 0.0 0.0 2.3 0.0 0.0 0.3 3.4 3.4 0.6 3.0 3.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 17.5 0.0 0.0 15.6 0.0 0.0 10.0 15.4 15.4 10.5 13.9 13.9 LnGrp LOS BAABAAABBBBB Approach Vol, veh/h 353 279 974 1021 Approach Delay, s/veh 17.5 15.6 15.0 13.5 Approach LOS BBBB Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.7 22.1 18.8 7.6 23.2 18.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 13.1 29.6 23.8 6.1 36.6 23.8 Max Q Clear Time (g_c+I1), s 4.2 12.9 12.6 3.2 12.2 8.8 Green Ext Time (p_c), s 0.2 4.7 1.7 0.0 5.2 1.4 Intersection Summary HCM 6th Ctrl Delay 14.8 HCM 6th LOS B D APPENDIX – D: TRIP GENERATION RATES T = 5.45(X)-1.75 = 5.45*242 - 1.75 = 1318 In = 1318*0.5 = 659 Out = 1318*0.5 = 659 T = EXP(0.98 LN(X)-0.98) = EXP(0.98*LN(242)-0.98) = 82 In = 0.26*82 = 22 Out = 0.74*82 = 61 T = EXP(0.96 LN(X)-0.63) = EXP(0.96*LN(242)-0.63) = 104 In = 0.61*104 = 64 Out = 0.39*104 = 41 E APPENDIX – E: FUTURE CONDITIONS CAPACITY ANALYSIS WITHOUT DEVELOPMENT Project Name: Traffic Impact Study for Carmel Park Apartment (CR-44) Scenario: Twin Beech Road No Build Condition (2022) - AM Peak Hour Step1 Highway Class III Posted Speed Limit 35 Demand volume in analysis direction, Vd 328 Demand volume in opposite direction, Vo 287 Peak hour factor (PHF)d 0.85 Peak hour factor (PHF)o 0.85 Lane Width 10 Shoulder Width 0 Access Point Density (per mile)39 Percentage of Truck (PT)4 Percentage of RV (RV)0 Passenger Car Equivalent (ET)ATS 1.9 Passenger Car Equivalent (ET)PTSF 1.1 Passenger Car Equivalent (ER)1 Heavy Vehicle Factor, fHV,ATS = 1/(1+PT(ET-1) + PR(ER-1))0.965251 (Equation 15-4 of HCM) ATS Grade adjustment factor, fg,ATS =1 Using Exhibit 15-9 Step 2: Estimate the FFS Lane and shoulder width adjustment factor, fLS =5.3 Exhibit 15-7 Adjustment factor for access point density, fA =9.75 Exhibit 15-8 Base Free-flow Speed, BFFS =45 FFS = BFFS - fLS - fA=29.95 (Equation 15-2 of HCM) Step 3: Demand adjustment for ATS fg,ATS=1 Exhibit 15-9 vd,ATS =Vd/(PHF*fg,ATS*fHV,ATS) =399.7741176 (Equation 15-3 of HCM) vo,ATS =Vo/(PHF*fg,ATS*fHV,ATS) =349.8023529 (Equation 15-3 of HCM) Step 4: Estimate ATS fnp,ATS =0.9 0% in both drection Exhibit 15-15 ATSd= FFS -0.00776(vd,ATS+vo,ATS)-fnp,ATS=23.23329 (Equation 15-6 of HCM) Step 5:Estimate the PFFS PFFS = (ATSd)/(FFS)=78% Step 6: Determine LOS (Exhibit 15-3 of HCM) LOS A = NO LOSB =NO LOS C =YES LOS D =NO LOS E =NO LOS F =NO Project Name: Traffic Impact Study for Carmel Park Apartment (CR-44) Scenario: Twin Beech Road No Build Condition (2022) - PM Peak Hour Step1 Highway Class III Posted Speed Limit 35 Demand volume in analysis direction, Vd 327 Demand volume in opposite direction, Vo 256 Peak hour factor (PHF)d 0.85 Peak hour factor (PHF)o 0.85 Lane Width 10 Shoulder Width 0 Access Point Density (per mile)39 Percentage of Truck (PT)4 Percentage of RV (RV)0 Passenger Car Equivalent (ET)ATS 1.9 Passenger Car Equivalent (ET)PTSF 1.1 Passenger Car Equivalent (ER)1 Heavy Vehicle Factor, fHV,ATS = 1/(1+PT(ET-1) + PR(ER-1))0.965251 (Equation 15-4 of HCM) ATS Grade adjustment factor, fg,ATS =1 Using Exhibit 15-9 Step 2: Estimate the FFS Lane and shoulder width adjustment factor, fLS =5.3 Exhibit 15-7 Adjustment factor for access point density, fA =9.75 Exhibit 15-8 Base Free-flow Speed, BFFS =45 FFS = BFFS - fLS - fA=29.95 (Equation 15-2 of HCM) Step 3: Demand adjustment for ATS fg,ATS=1 Exhibit 15-9 vd,ATS =Vd/(PHF*fg,ATS*fHV,ATS) =398.5552941 (Equation 15-3 of HCM) vo,ATS =Vo/(PHF*fg,ATS*fHV,ATS) =312.0188235 (Equation 15-3 of HCM) Step 4: Estimate ATS fnp,ATS =0.9 0% in both drection Exhibit 15-15 ATSd= FFS -0.00776(vd,ATS+vo,ATS)-fnp,ATS=23.53594 (Equation 15-6 of HCM) Step 5:Estimate the PFFS PFFS = (ATSd)/(FFS)=79% Step 6: Determine LOS (Exhibit 15-3 of HCM) LOS A = NO LOSB =NO LOS C =YES LOS D =NO LOS E =NO LOS F =NO HCM 6th Signalized Intersection Summary 2: Twin Beech Rd & SR-181 01/03/2021 Twin Beech Road and SR-181 10/13/2020 Before AM Synchro 10 Light Report Dr. Samantha Islam Page 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 187 100 118 431 351 210 Future Volume (veh/h) 187 100 118 431 351 210 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 225 108 142 468 428 273 Peak Hour Factor 0.83 0.93 0.83 0.92 0.82 0.77 Percent Heavy Veh, %222222 Cap, veh/h 269 240 591 1437 1279 1084 Arrive On Green 0.15 0.15 0.04 0.77 0.68 0.68 Sat Flow, veh/h 1781 1585 1781 1870 1870 1585 Grp Volume(v), veh/h 225 108 142 468 428 273 Grp Sat Flow(s),veh/h/ln 1781 1585 1781 1870 1870 1585 Q Serve(g_s), s 12.1 6.1 2.2 7.7 9.3 6.5 Cycle Q Clear(g_c), s 12.1 6.1 2.2 7.7 9.3 6.5 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 269 240 591 1437 1279 1084 V/C Ratio(X) 0.84 0.45 0.24 0.33 0.33 0.25 Avail Cap(c_a), veh/h 468 416 801 1437 1279 1084 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.8 38.3 4.2 3.6 6.4 6.0 Incr Delay (d2), s/veh 6.7 1.3 0.2 0.6 0.7 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.8 5.6 0.7 2.4 3.1 1.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 47.6 39.6 4.4 4.2 7.1 6.5 LnGrp LOS D D AAAA Approach Vol, veh/h 333 610 701 Approach Delay, s/veh 45.0 4.2 6.9 Approach LOS D A A Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 80.0 19.0 8.3 71.7 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 76.0 26.0 16.0 56.0 Max Q Clear Time (g_c+I1), s 9.7 14.1 4.2 11.3 Green Ext Time (p_c), s 3.4 0.8 0.3 3.6 Intersection Summary HCM 6th Ctrl Delay 13.6 HCM 6th LOS B HCM 6th Signalized Intersection Summary 2: Twin Beech Road & SR-181 01/03/2021 Twin Beech Road and SR-181 10/13/2020 Before PM Synchro 10 Light Report Dr. Samantha Islam Page 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 162 94 121 402 409 206 Future Volume (veh/h) 162 94 121 402 409 206 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 182 116 153 490 465 229 Peak Hour Factor 0.89 0.81 0.79 0.82 0.88 0.90 Percent Heavy Veh, %222222 Cap, veh/h 228 203 608 1476 1314 1114 Arrive On Green 0.13 0.13 0.04 0.79 0.70 0.70 Sat Flow, veh/h 1781 1585 1781 1870 1870 1585 Grp Volume(v), veh/h 182 116 153 490 465 229 Grp Sat Flow(s),veh/h/ln 1781 1585 1781 1870 1870 1585 Q Serve(g_s), s 9.6 6.6 2.1 7.2 9.5 4.8 Cycle Q Clear(g_c), s 9.6 6.6 2.1 7.2 9.5 4.8 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 228 203 608 1476 1314 1114 V/C Ratio(X) 0.80 0.57 0.25 0.33 0.35 0.21 Avail Cap(c_a), veh/h 481 428 824 1476 1314 1114 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.8 39.5 3.7 2.9 5.7 5.0 Incr Delay (d2), s/veh 6.3 2.5 0.2 0.6 0.7 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.5 0.1 0.6 2.1 3.0 1.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 47.1 42.0 3.9 3.5 6.4 5.4 LnGrp LOS D D AAAA Approach Vol, veh/h 298 643 694 Approach Delay, s/veh 45.1 3.6 6.1 Approach LOS D A A Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 80.0 16.3 8.3 71.7 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 76.0 26.0 16.0 56.0 Max Q Clear Time (g_c+I1), s 9.2 11.6 4.1 11.5 Green Ext Time (p_c), s 3.6 0.8 0.3 3.7 Intersection Summary HCM 6th Ctrl Delay 12.2 HCM 6th LOS B HCM 6th Roundabout 3: CR-13 & CR-44 12/31/2020 Before AM-2022 12/16/2020 Before AM-2022 Synchro 10 Light Report Dr. Samantha Islam Page 1 Intersection Intersection Delay, s/veh 7.2 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 312 368 398 231 Demand Flow Rate, veh/h 319 375 406 236 Vehicles Circulating, veh/h 198 319 291 399 Vehicles Exiting, veh/h 437 378 226 295 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 6.0 7.8 7.9 6.7 Approach LOS AAAA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 319 375 406 236 Cap Entry Lane, veh/h 1128 997 1026 919 Entry HV Adj Factor 0.980 0.981 0.981 0.980 Flow Entry, veh/h 312 368 398 231 Cap Entry, veh/h 1104 978 1006 900 V/C Ratio 0.283 0.376 0.396 0.257 Control Delay, s/veh 6.0 7.8 7.9 6.7 LOS AAAA 95th %tile Queue, veh 1221 HCM 6th Roundabout 3: CR-13 & CR-44 12/31/2020 12/16/2020 Before PM_2022 Synchro 10 Light Report Dr. Samantha Islam Page 1 Intersection Intersection Delay, s/veh 8.0 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 441 336 378 250 Demand Flow Rate, veh/h 450 342 385 255 Vehicles Circulating, veh/h 265 284 456 317 Vehicles Exiting, veh/h 307 557 259 309 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 8.2 7.0 9.8 6.2 Approach LOS AAAA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 450 342 385 255 Cap Entry Lane, veh/h 1053 1033 867 999 Entry HV Adj Factor 0.981 0.982 0.981 0.980 Flow Entry, veh/h 441 336 378 250 Cap Entry, veh/h 1033 1014 850 979 V/C Ratio 0.427 0.331 0.444 0.255 Control Delay, s/veh 8.2 7.0 9.8 6.2 LOS AAAA 95th %tile Queue, veh 2121 HCM 6th TWSC 8: Boothe Rd & CR-44 12/31/2020 Before AM-2022 12/16/2020 Before AM-2022 Synchro 10 Light Report Dr. Samantha Islam Page 1 Intersection Int Delay, s/veh 10.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 21 139 31 31 265 43 25 30 24 15 31 32 Future Vol, veh/h 21 139 31 31 265 43 25 30 24 15 31 32 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 48 66 33 37 75 54 61 68 50 69 35 60 Heavy Vehicles, % 2 22222222222 Mvmt Flow 44 211 94 84 353 80 41 44 48 22 89 53 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 433 0 0 305 0 0 978 947 258 953 954 393 Stage 1 ------346346-561561- Stage 2 ------632601-392393- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1127 - - 1256 - - 230 261 781 239 259 656 Stage 1 ------670635-512510- Stage 2 ------468489-633606- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1127 - - 1256 - - 133 226 781 172 225 656 Mov Cap-2 Maneuver ------133226-172225- Stage 1 ------638605-487465- Stage 2 ------317445-524577- Approach EB WB NB SB HCM Control Delay, s 1 1.3 38.3 36.4 HCM LOS E E Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)236 1127 - - 1256 - - 272 HCM Lane V/C Ratio 0.564 0.039 - - 0.067 - - 0.602 HCM Control Delay (s) 38.3 8.3 0 - 8.1 0 - 36.4 HCM Lane LOS E A A - A A - E HCM 95th %tile Q(veh) 3.1 0.1 - - 0.2 - - 3.6 HCM 6th TWSC 8: Boothe Rd & CR-44 12/31/2020 12/16/2020 Before PM_2022 Synchro 10 Light Report Dr. Samantha Islam Page 1 Intersection Int Delay, s/veh 9.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 37 305 49 29 203 29 14 26 34 36 25 39 Future Vol, veh/h 37 305 49 29 203 29 14 26 34 36 25 39 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 65 70 70 75 91 75 60 48 100 60 50 73 Heavy Vehicles, % 2 22222222222 Mvmt Flow 57 436 70 39 223 39 23 54 34 60 50 53 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 262 0 0 506 0 0 957 925 471 950 941 243 Stage 1 ------585585-321321- Stage 2 ------372340-629620- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1302 - - 1059 - - 237 269 593 240 263 796 Stage 1 ------497498-691652- Stage 2 ------648639-470480- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1302 - - 1059 - - 171 242 593 173 236 796 Mov Cap-2 Maneuver ------171242-173236- Stage 1 ------466467-648624- Stage 2 ------532612-367450- Approach EB WB NB SB HCM Control Delay, s 0.8 1.1 27.8 39.4 HCM LOS D E Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)267 1302 - - 1059 - - 261 HCM Lane V/C Ratio 0.418 0.044 - - 0.037 - - 0.626 HCM Control Delay (s) 27.8 7.9 0 - 8.5 0 - 39.4 HCM Lane LOS D A A - A A - E HCM 95th %tile Q(veh) 2 0.1 - - 0.1 - - 3.8 HCM 6th Signalized Intersection Summary 13: US-98 & CR-44 01/01/2021 Before AM-2022 12/16/2020 Before AM-2022 Synchro 10 Light Report Dr. Samantha Islam Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 81 105 56 92 84 72 63 834 92 201 510 63 Future Volume (veh/h) 81 105 56 92 84 72 63 834 92 201 510 63 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 95 124 66 108 99 85 74 981 108 236 600 74 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %222222222222 Cap, veh/h 245 156 83 246 132 113 495 1564 172 385 1676 206 Arrive On Green 0.06 0.14 0.14 0.07 0.14 0.14 0.05 0.48 0.48 0.09 0.53 0.53 Sat Flow, veh/h 1781 1149 611 1781 929 798 1781 3228 355 1781 3185 392 Grp Volume(v), veh/h 95 0 190 108 0 184 74 540 549 236 334 340 Grp Sat Flow(s),veh/h/ln 1781 0 1760 1781 0 1727 1781 1777 1806 1781 1777 1800 Q Serve(g_s), s 3.7 0.0 8.5 4.2 0.0 8.3 1.6 18.3 18.4 5.1 9.0 9.0 Cycle Q Clear(g_c), s 3.7 0.0 8.5 4.2 0.0 8.3 1.6 18.3 18.4 5.1 9.0 9.0 Prop In Lane 1.00 0.35 1.00 0.46 1.00 0.20 1.00 0.22 Lane Grp Cap(c), veh/h 245 0 239 246 0 245 495 861 875 385 935 947 V/C Ratio(X) 0.39 0.00 0.79 0.44 0.00 0.75 0.15 0.63 0.63 0.61 0.36 0.36 Avail Cap(c_a), veh/h 251 0 391 246 0 388 526 861 875 522 935 947 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.2 0.0 34.1 28.0 0.0 33.6 9.4 15.6 15.6 12.2 11.3 11.3 Incr Delay (d2), s/veh 1.0 0.0 5.9 1.2 0.0 4.6 0.1 3.4 3.4 1.6 1.1 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.0 3.9 1.8 0.0 3.7 0.5 6.9 7.0 1.7 3.1 3.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.2 0.0 40.1 29.3 0.0 38.3 9.6 19.0 18.9 13.8 12.3 12.3 LnGrp LOS C A D C A D ABBBBB Approach Vol, veh/h 285 292 1163 910 Approach Delay, s/veh 36.4 34.9 18.4 12.7 Approach LOS D C B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.9 44.0 10.0 15.6 8.6 47.4 9.5 16.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 13.7 34.7 5.5 18.1 5.5 42.9 5.3 18.3 Max Q Clear Time (g_c+I1), s 7.1 20.4 6.2 10.5 3.6 11.0 5.7 10.3 Green Ext Time (p_c), s 0.3 5.5 0.0 0.5 0.0 3.8 0.0 0.5 Intersection Summary HCM 6th Ctrl Delay 20.2 HCM 6th LOS C HCM 6th Signalized Intersection Summary 13: US-98 & CR-44 01/01/2021 12/16/2020 Before PM_2022 Synchro 10 Light Report Dr. Samantha Islam Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 125 107 49 36 93 110 55 626 61 118 695 69 Future Volume (veh/h) 125 107 49 36 93 110 55 626 61 118 695 69 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 139 119 54 42 109 122 65 736 72 139 818 81 Peak Hour Factor 0.90 0.90 0.90 0.85 0.85 0.90 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %222222222222 Cap, veh/h 234 229 104 273 130 146 386 1631 159 433 1676 166 Arrive On Green 0.06 0.19 0.19 0.04 0.16 0.16 0.05 0.50 0.50 0.06 0.51 0.51 Sat Flow, veh/h 1781 1218 553 1781 806 902 1781 3270 320 1781 3266 323 Grp Volume(v), veh/h 139 0 173 42 0 231 65 400 408 139 445 454 Grp Sat Flow(s),veh/h/ln 1781 0 1771 1781 0 1708 1781 1777 1813 1781 1777 1812 Q Serve(g_s), s 5.3 0.0 7.4 1.6 0.0 11.0 1.4 12.2 12.2 3.1 13.6 13.6 Cycle Q Clear(g_c), s 5.3 0.0 7.4 1.6 0.0 11.0 1.4 12.2 12.2 3.1 13.6 13.6 Prop In Lane 1.00 0.31 1.00 0.53 1.00 0.18 1.00 0.18 Lane Grp Cap(c), veh/h 234 0 333 273 0 276 386 886 904 433 912 930 V/C Ratio(X) 0.59 0.00 0.52 0.15 0.00 0.84 0.17 0.45 0.45 0.32 0.49 0.49 Avail Cap(c_a), veh/h 234 0 383 324 0 374 420 886 904 616 912 930 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.4 0.0 30.6 27.6 0.0 34.0 10.0 13.6 13.6 9.9 13.2 13.2 Incr Delay (d2), s/veh 4.0 0.0 1.3 0.3 0.0 11.6 0.2 1.7 1.6 0.4 1.9 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 0.0 3.1 0.7 0.0 5.3 0.5 4.5 4.5 1.0 4.9 5.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.4 0.0 31.8 27.9 0.0 45.5 10.2 15.2 15.2 10.3 15.1 15.1 LnGrp LOS C A C C A D BBBBBB Approach Vol, veh/h 312 273 873 1038 Approach Delay, s/veh 32.1 42.8 14.8 14.4 Approach LOS C D B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.6 46.2 7.6 20.2 8.4 47.4 9.8 18.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 13.7 34.7 5.5 18.1 5.5 42.9 5.3 18.3 Max Q Clear Time (g_c+I1), s 5.1 14.2 3.6 9.4 3.4 15.6 7.3 13.0 Green Ext Time (p_c), s 0.2 4.4 0.0 0.5 0.0 5.4 0.0 0.6 Intersection Summary HCM 6th Ctrl Delay 19.9 HCM 6th LOS B F APPENDIX – F: FUTURE CONDITIONS CAPACITY ANALYSIS WITH DEVELOPMENT Project Name: Traffic Impact Study for Carmel Park Apartment (CR-44) Scenario: Twin Beech Road Build Condition (2022) - AM Peak Hour Step1 Highway Class III Posted Speed Limit 35 Demand volume in analysis direction, Vd 331 Demand volume in opposite direction, Vo 323 Peak hour factor (PHF)d 0.85 Peak hour factor (PHF)o 0.85 Lane Width 10 Shoulder Width 0 Access Point Density (per mile)40 Percentage of Truck (PT)4 Percentage of RV (RV)0 Passenger Car Equivalent (ET)ATS 1.9 Passenger Car Equivalent (ET)PTSF 1.1 Passenger Car Equivalent (ER)1 Heavy Vehicle Factor, fHV,ATS = 1/(1+PT(ET-1) + PR(ER-1))0.965251 (Equation 15-4 of HCM) ATS Grade adjustment factor, fg,ATS =1 Using Exhibit 15-9 Step 2: Estimate the FFS Lane and shoulder width adjustment factor, fLS =5.3 Exhibit 15-7 Adjustment factor for access point density, fA =10 Exhibit 15-8 Base Free-flow Speed, BFFS =45 FFS = BFFS - fLS - fA=29.7 (Equation 15-2 of HCM) Step 3: Demand adjustment for ATS fg,ATS=1 Exhibit 15-9 vd,ATS =Vd/(PHF*fg,ATS*fHV,ATS) =403.4305882 (Equation 15-3 of HCM) vo,ATS =Vo/(PHF*fg,ATS*fHV,ATS) =393.68 (Equation 15-3 of HCM) Step 4: Estimate ATS fnp,ATS =0.9 0% in both drection Exhibit 15-15 ATSd= FFS -0.00776(vd,ATS+vo,ATS)-fnp,ATS=22.61442 (Equation 15-6 of HCM) Step 5:Estimate the PFFS PFFS = (ATSd)/(FFS)=76% Step 6: Determine LOS (Exhibit 15-3 of HCM) LOS A = NO LOSB =NO LOS C =YES LOS D =NO LOS E =NO LOS F =NO Project Name: Traffic Impact Study for Carmel Park Apartment (CR-44) Scenario: Twin Beech Road Build Condition (2022) - PM Peak Hour Step1 Highway Class III Posted Speed Limit 35 Demand volume in analysis direction, Vd 364 Demand volume in opposite direction, Vo 280 Peak hour factor (PHF)d 0.85 Peak hour factor (PHF)o 0.85 Lane Width 10 Shoulder Width 0 Access Point Density (per mile)40 Percentage of Truck (PT)4 Percentage of RV (RV)0 Passenger Car Equivalent (ET)ATS 1.9 Passenger Car Equivalent (ET)PTSF 1.1 Passenger Car Equivalent (ER)1 Heavy Vehicle Factor, fHV,ATS = 1/(1+PT(ET-1) + PR(ER-1))0.965251 (Equation 15-4 of HCM) ATS Grade adjustment factor, fg,ATS =1 Using Exhibit 15-9 Step 2: Estimate the FFS Lane and shoulder width adjustment factor, fLS =5.3 Exhibit 15-7 Adjustment factor for access point density, fA =10 Exhibit 15-8 Base Free-flow Speed, BFFS =45 FFS = BFFS - fLS - fA=29.7 (Equation 15-2 of HCM) Step 3: Demand adjustment for ATS fg,ATS=1 Exhibit 15-9 vd,ATS =Vd/(PHF*fg,ATS*fHV,ATS) =443.6517647 (Equation 15-3 of HCM) vo,ATS =Vo/(PHF*fg,ATS*fHV,ATS) =341.2705882 (Equation 15-3 of HCM) Step 4: Estimate ATS fnp,ATS =0.9 0% in both drection Exhibit 15-15 ATSd= FFS -0.00776(vd,ATS+vo,ATS)-fnp,ATS=22.709 (Equation 15-6 of HCM) Step 5:Estimate the PFFS PFFS = (ATSd)/(FFS)=76% Step 6: Determine LOS (Exhibit 15-3 of HCM) LOS A = NO LOSB =NO LOS C =YES LOS D =NO LOS E =NO LOS F =NO HCM 6th Signalized Intersection Summary 2: Twin Beech Rd & SR-181 01/04/2021 Twin Beech Road and SR-181 10/13/2020 After AM Synchro 10 Light Report Dr. Samantha Islam Page 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 215 108 121 431 351 220 Future Volume (veh/h) 215 108 121 431 351 220 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 259 116 146 468 428 286 Peak Hour Factor 0.83 0.93 0.83 0.92 0.82 0.77 Percent Heavy Veh, %222222 Cap, veh/h 302 269 570 1405 1246 1056 Arrive On Green 0.17 0.17 0.05 0.75 0.67 0.67 Sat Flow, veh/h 1781 1585 1781 1870 1870 1585 Grp Volume(v), veh/h 259 116 146 468 428 286 Grp Sat Flow(s),veh/h/ln 1781 1585 1781 1870 1870 1585 Q Serve(g_s), s 14.3 6.6 2.4 8.4 10.0 7.4 Cycle Q Clear(g_c), s 14.3 6.6 2.4 8.4 10.0 7.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 302 269 570 1405 1246 1056 V/C Ratio(X) 0.86 0.43 0.26 0.33 0.34 0.27 Avail Cap(c_a), veh/h 458 407 771 1405 1246 1056 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.8 37.6 4.9 4.2 7.3 6.9 Incr Delay (d2), s/veh 9.9 1.1 0.2 0.6 0.8 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.0 0.1 0.8 2.8 3.5 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 50.8 38.7 5.1 4.8 8.1 7.5 LnGrp LOS D D AAAA Approach Vol, veh/h 375 614 714 Approach Delay, s/veh 47.0 4.9 7.8 Approach LOS D A A Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 80.0 21.1 8.6 71.4 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 76.0 26.0 16.0 56.0 Max Q Clear Time (g_c+I1), s 10.4 16.3 4.4 12.0 Green Ext Time (p_c), s 3.4 0.9 0.3 3.6 Intersection Summary HCM 6th Ctrl Delay 15.4 HCM 6th LOS B HCM 6th Signalized Intersection Summary 2: Twin Beech Road & SR-181 01/03/2021 Twin Beech Road and SR-181 10/13/2020 After PM Synchro 10 Light Report Dr. Samantha Islam Page 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 181 99 129 402 409 235 Future Volume (veh/h) 181 99 129 402 409 235 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 203 122 163 490 465 261 Peak Hour Factor 0.89 0.81 0.79 0.82 0.88 0.90 Percent Heavy Veh, %222222 Cap, veh/h 249 221 586 1456 1290 1094 Arrive On Green 0.14 0.14 0.05 0.78 0.69 0.69 Sat Flow, veh/h 1781 1585 1781 1870 1870 1585 Grp Volume(v), veh/h 203 122 163 490 465 261 Grp Sat Flow(s),veh/h/ln 1781 1585 1781 1870 1870 1585 Q Serve(g_s), s 10.8 7.0 2.4 7.7 10.0 6.0 Cycle Q Clear(g_c), s 10.8 7.0 2.4 7.7 10.0 6.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 249 221 586 1456 1290 1094 V/C Ratio(X) 0.82 0.55 0.28 0.34 0.36 0.24 Avail Cap(c_a), veh/h 474 422 793 1456 1290 1094 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.8 39.2 4.1 3.2 6.2 5.6 Incr Delay (d2), s/veh 6.4 2.1 0.3 0.6 0.8 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.1 0.1 0.7 2.3 3.3 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 47.2 41.3 4.4 3.9 7.0 6.1 LnGrp LOS D D AAAA Approach Vol, veh/h 325 653 726 Approach Delay, s/veh 45.0 4.0 6.7 Approach LOS D A A Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 80.0 17.6 8.6 71.4 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 76.0 26.0 16.0 56.0 Max Q Clear Time (g_c+I1), s 9.7 12.8 4.4 12.0 Green Ext Time (p_c), s 3.6 0.8 0.3 3.8 Intersection Summary HCM 6th Ctrl Delay 13.0 HCM 6th LOS B HCM 6th Roundabout 3: CR-13 & CR-44 12/31/2020 12/26/2020 After AM_2022 Synchro 10 Light Report Dr. Samantha Islam Page 1 Intersection Intersection Delay, s/veh 7.5 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 324 404 401 233 Demand Flow Rate, veh/h 331 413 409 238 Vehicles Circulating, veh/h 204 319 305 436 Vehicles Exiting, veh/h 470 395 230 296 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 6.1 8.3 8.1 7.0 Approach LOS AAAA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 331 413 409 238 Cap Entry Lane, veh/h 1121 997 1011 885 Entry HV Adj Factor 0.980 0.979 0.981 0.980 Flow Entry, veh/h 324 404 401 233 Cap Entry, veh/h 1098 975 992 867 V/C Ratio 0.295 0.414 0.405 0.269 Control Delay, s/veh 6.1 8.3 8.1 7.0 LOS AAAA 95th %tile Queue, veh 1221 HCM 6th Roundabout 3: CR-13 & CR-44 12/31/2020 12/16/2020 After PM_2022 Synchro 10 Light Report Dr. Samantha Islam Page 1 Intersection Intersection Delay, s/veh 8.5 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 477 358 381 252 Demand Flow Rate, veh/h 486 365 389 257 Vehicles Circulating, veh/h 268 284 494 338 Vehicles Exiting, veh/h 327 599 260 311 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 8.8 7.2 10.5 6.4 Approach LOS AABA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 486 365 389 257 Cap Entry Lane, veh/h 1050 1033 834 978 Entry HV Adj Factor 0.981 0.982 0.979 0.981 Flow Entry, veh/h 477 358 381 252 Cap Entry, veh/h 1030 1014 816 958 V/C Ratio 0.463 0.353 0.467 0.263 Control Delay, s/veh 8.8 7.2 10.5 6.4 LOS AABA 95th %tile Queue, veh 2231 HCM 6th TWSC 8: Boothe Rd & CR-44 12/31/2020 12/26/2020 After AM_2022 Synchro 10 Light Report Dr. Samantha Islam Page 1 Intersection Int Delay, s/veh 12.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 21 147 31 35 286 44 25 30 26 16 31 32 Future Vol, veh/h 21 147 31 35 286 44 25 30 26 16 31 32 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 48 66 33 37 75 54 61 68 50 69 35 60 Heavy Vehicles, % 2 22222222222 Mvmt Flow 44 223 94 95 381 81 41 44 52 23 89 53 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 462 0 0 317 0 0 1041 1010 270 1018 1017 422 Stage 1 ------358358-612612- Stage 2 ------683652-406405- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1099 - - 1243 - - 208 240 769 216 238 632 Stage 1 ------660628-480484- Stage 2 ------439464-622598- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1099 - - 1243 - - 112 204 769 149 203 632 Mov Cap-2 Maneuver ------112204-149203- Stage 1 ------628597-456434- Stage 2 ------287416-511569- Approach EB WB NB SB HCM Control Delay, s 1 1.4 49.1 45.9 HCM LOS E E Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)211 1099 - - 1243 - - 244 HCM Lane V/C Ratio 0.65 0.04 - - 0.076 - - 0.677 HCM Control Delay (s) 49.1 8.4 0 - 8.1 0 - 45.9 HCM Lane LOS E A A - A A - E HCM 95th %tile Q(veh) 3.9 0.1 - - 0.2 - - 4.4 HCM 6th TWSC 8: Boothe Rd & CR-44 12/31/2020 12/16/2020 After PM_2022 Synchro 10 Light Report Dr. Samantha Islam Page 1 Intersection Int Delay, s/veh 10.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 37 327 49 32 217 30 14 26 38 37 25 39 Future Vol, veh/h 37 327 49 32 217 30 14 26 38 37 25 39 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 65 70 70 75 91 75 60 48 100 60 50 73 Heavy Vehicles, % 2 22222222222 Mvmt Flow 57 467 70 43 238 40 23 54 38 62 50 53 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 278 0 0 537 0 0 1012 980 502 1006 995 258 Stage 1 ------616616-344344- Stage 2 ------396364-662651- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1285 - - 1031 - - 218 250 569 220 245 781 Stage 1 ------478482-671637- Stage 2 ------629624-451465- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1285 - - 1031 - - 153 222 569 153 218 781 Mov Cap-2 Maneuver ------153222-153218- Stage 1 ------447451-628605- Stage 2 ------511593-347435- Approach EB WB NB SB HCM Control Delay, s 0.8 1.1 31.4 49.5 HCM LOS D E Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)249 1285 - - 1031 - - 236 HCM Lane V/C Ratio 0.464 0.044 - - 0.041 - - 0.7 HCM Control Delay (s) 31.4 7.9 0 - 8.6 0 - 49.5 HCM Lane LOS D A A - A A - E HCM 95th %tile Q(veh) 2.3 0.1 - - 0.1 - - 4.6 HCM 6th Signalized Intersection Summary 13: US-98 & CR-44 01/01/2021 12/26/2020 After AM_2022 Synchro 10 Light Report Dr. Samantha Islam Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 81 108 56 99 92 80 63 834 95 204 510 63 Future Volume (veh/h) 81 108 56 99 92 80 63 834 95 204 510 63 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 95 127 66 116 108 94 74 981 112 240 600 74 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %222222222222 Cap, veh/h 300 233 121 311 188 163 460 1239 141 411 1518 187 Arrive On Green 0.06 0.20 0.20 0.06 0.20 0.20 0.06 0.39 0.39 0.15 0.48 0.48 Sat Flow, veh/h 1781 1159 603 1781 923 803 1781 3214 367 1781 3185 392 Grp Volume(v), veh/h 95 0 193 116 0 202 74 542 551 240 334 340 Grp Sat Flow(s),veh/h/ln 1781 0 1762 1781 0 1726 1781 1777 1804 1781 1777 1800 Q Serve(g_s), s 3.8 0.0 8.8 4.6 0.0 9.5 2.2 24.3 24.3 6.2 10.9 11.0 Cycle Q Clear(g_c), s 3.8 0.0 8.8 4.6 0.0 9.5 2.2 24.3 24.3 6.2 10.9 11.0 Prop In Lane 1.00 0.34 1.00 0.47 1.00 0.20 1.00 0.22 Lane Grp Cap(c), veh/h 300 0 354 311 0 351 460 685 696 411 847 858 V/C Ratio(X) 0.32 0.00 0.54 0.37 0.00 0.58 0.16 0.79 0.79 0.58 0.39 0.40 Avail Cap(c_a), veh/h 300 0 354 311 0 351 460 685 696 411 847 858 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.6 0.0 32.3 26.7 0.0 32.3 14.4 24.4 24.5 16.3 15.2 15.2 Incr Delay (d2), s/veh 2.8 0.0 5.9 3.4 0.0 6.7 0.7 9.1 9.0 6.0 1.4 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 4.2 2.2 0.0 4.5 0.9 10.8 10.9 2.7 4.1 4.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.3 0.0 38.2 30.1 0.0 39.1 15.2 33.5 33.4 22.2 16.6 16.6 LnGrp LOS C A D C A D B C C C B B Approach Vol, veh/h 288 318 1167 914 Approach Delay, s/veh 35.2 35.8 32.3 18.0 Approach LOS D D C B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 18.2 39.2 10.0 22.6 10.0 47.4 9.8 22.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 13.7 34.7 5.5 18.1 5.5 42.9 5.3 18.3 Max Q Clear Time (g_c+I1), s 8.2 26.3 6.6 10.8 4.2 13.0 5.8 11.5 Green Ext Time (p_c), s 0.3 4.0 0.0 0.5 0.0 3.8 0.0 0.6 Intersection Summary HCM 6th Ctrl Delay 28.2 HCM 6th LOS C HCM 6th Signalized Intersection Summary 13: US-98 & CR-44 01/01/2021 12/16/2020 After PM_2022 Synchro 10 Light Report Dr. Samantha Islam Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 125 115 49 41 98 115 55 626 68 126 695 69 Future Volume (veh/h) 125 115 49 41 98 115 55 626 68 126 695 69 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 147 135 58 48 109 128 65 736 80 148 818 81 Peak Hour Factor 0.85 0.85 0.85 0.85 0.90 0.90 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, %222222222222 Cap, veh/h 233 234 100 263 129 152 384 1594 173 430 1668 165 Arrive On Green 0.06 0.19 0.19 0.04 0.17 0.17 0.05 0.49 0.49 0.06 0.51 0.51 Sat Flow, veh/h 1781 1241 533 1781 784 921 1781 3233 351 1781 3266 323 Grp Volume(v), veh/h 147 0 193 48 0 237 65 404 412 148 445 454 Grp Sat Flow(s),veh/h/ln 1781 0 1774 1781 0 1705 1781 1777 1807 1781 1777 1812 Q Serve(g_s), s 5.3 0.0 8.3 1.8 0.0 11.3 1.5 12.5 12.6 3.4 13.7 13.7 Cycle Q Clear(g_c), s 5.3 0.0 8.3 1.8 0.0 11.3 1.5 12.5 12.6 3.4 13.7 13.7 Prop In Lane 1.00 0.30 1.00 0.54 1.00 0.19 1.00 0.18 Lane Grp Cap(c), veh/h 233 0 334 263 0 281 384 876 891 430 908 926 V/C Ratio(X) 0.63 0.00 0.58 0.18 0.00 0.84 0.17 0.46 0.46 0.34 0.49 0.49 Avail Cap(c_a), veh/h 233 0 382 308 0 372 418 876 891 606 908 926 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.1 0.0 31.0 27.5 0.0 34.0 10.2 14.0 14.0 10.2 13.4 13.4 Incr Delay (d2), s/veh 5.4 0.0 1.6 0.3 0.0 12.5 0.2 1.7 1.7 0.5 1.9 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 0.0 3.6 0.8 0.0 5.5 0.5 4.6 4.7 1.1 5.0 5.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.5 0.0 32.7 27.8 0.0 46.5 10.4 15.7 15.7 10.6 15.3 15.3 LnGrp LOS C A C C A D BBBBBB Approach Vol, veh/h 340 285 881 1047 Approach Delay, s/veh 33.5 43.4 15.3 14.6 Approach LOS C D B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.9 45.9 7.9 20.3 8.4 47.4 9.8 18.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 13.7 34.7 5.5 18.1 5.5 42.9 5.3 18.3 Max Q Clear Time (g_c+I1), s 5.4 14.6 3.8 10.3 3.5 15.7 7.3 13.3 Green Ext Time (p_c), s 0.2 4.4 0.0 0.6 0.0 5.4 0.0 0.5 Intersection Summary HCM 6th Ctrl Delay 20.6 HCM 6th LOS C G APPENDIX – G: TURN LANE WARRANT ANALYSIS Table G.1 : Guideline for Determining a Left turn Lane (Source: A Policy on Geometric Design of Highways and Streets, 7th Edition, 2018) Figure G.1: Guideline for Determining a Major-Road Right Turn Bay (Source: NCHRP Report No. 457) Responses to the Comments from the City  Please provide review comments from Baldwin County Planning and Zoning and/or Baldwin County Highway Department. Response: Our responses to Baldwin County’s comments have been provided.  Staff requests the study area for the Traffic Impact Study (TIS) be enlarged to include the intersection of County Road (CR) 13 and CR44, the intersection of CR4 and US HWY 98, as well as the intersection of CR44 and Boothe Road. The new data shall be collected during a 72-hour window when schools are in full, in-person, session. Response: The traffic study has been revised to include the additional three intersections as recommended in the comment. Additional data was collected as per recommendation in the comment.  Verify the inclusion of traffic counts including, but not limited to new developments such as Twin Beech Estates, Live Oak Estates, Firethorne, and the Dollar General store located at the intersection of CR44 and Boothe Road. Response: Traffic generated from the new offsite developments have been included in the revised study. Please see revised Sections 3.2. Traffic from the new Dollar General is already included in the counts.  The City of Fairhope is considering lowering the speed limit along CR44 to 35mph along section of CR that has been accepted by the city. How will a 35 mph speed limit affect the TIS? Response: Analyses for future year (2022) have been revised for 35 mph speed limit along CR-44.  Improvements to the intersections of US HWY 98 and CR44 as well as CR44 and CR13 are forthcoming. Are those improvements considered by the TIS? Response: These improvements have been considered in the revised study. Please see revised Section 3.3 and other relevant sections in the revised report. 1. The ALDOT traffic from 2019 only looked at one location where ALDOT have statistics. When I looked on the viewer I went all the way back to 2014 and the growth rate for the specific sites east and west of the new development show 2.5% to 3.48% increase in AADT yearly. The TIS given chosen rate was 3.0%. Response: This comment has been addressed and a growth rate of 4.5 has been used based on additional years and additional location in the vicinity of the project. Please see revised Section 3.1. 2. There were no other off site developments (section 3.2) listed that would affect this study. I know there were some quadplexes and a new Dollar General that may be generating more trips now through the build out of the development. We can double check with Fairhope on this. Response: Sections 3.2 and 3.3 have been updated based on the information from the city. Please see revised Sections 3.2 and 3.3. The analyses have been revised accordingly. 3. The trip generation used has the fitted line equation shown. The area highly car dependent, while the generation per unit was calculated around 5.44 trips/unit. The value should be on the higher end of the range (8-11trips/unit/day) due to the vehicle dependence. Response: The fitted equations provided in the ITE Trip Generation Manual are based on sound statistical regression method and the quality of these equations are measured by r- square (r2) or coefficient of determination. In general, if the r-square value of a fitted equation is larger than 0.5, the fitted equations are of acceptable quality in terms of fitting the data. The fitted equations used in this study have r-square values 0.67 or greater (see Appendix-D). Therefore, we used the generation rates based on the fitted equations provided in ITE Trip Generation Manual. I have reviewed several approved TIS for projects in Baldwin county and they used rates based on fitted equations. For example, the TIS for Live Oak States development, which is in the vicinity of our study area, used fitted equations. 4. Current intersection movement counts were taken Oct 13, and there still is a small impact from the COVID pandemic that could be causing a few discrepancies with this TIS. Response: Use of a slightly higher growth rate should have taken care of any such slight discrepancy (if any) to some extent. 5. The site is 2 vehicles away from needing a LT lane in the PM and 3 from needing a RT lane in the PM. Response: The speed limit on Twin Beech Road will be reduced to 35 mph. ALDOT Quick Guide is applicable for speed limit 45 mph or more. Therefore, the method has been revised. Please see revised Section 5.7. 6. If the ALDOT quick lane guide is followed: a. Step 1 Peak Hr Inbound = 242units * 0.40 trips/unit = 96.8 trips b. Step 2 Direction of Approach = (From their Table 8) 58% LT; 42% RT c. Step 3 Peak HR Volumes = 58% lefts * 96.8 trips = 57 LT > 40 LT movements required, Left TL warrants d. 42% rights * 98.6 trips = 41 RT > 30 RT movements required, Right TL warrants IF they followed the ALDOT guidelines both turn-lanes warrant. Response: Please see the previous response and also see the revised Section 5.7. 7. From a safety point, with the study for TLs being showing right under the warranting amount, we could potentially see more fender-bender accidents from the eastbound (RT) movement. Potentially there could be more side impact and fender-bender type accidents from the westbound (LT). Accidents of both types regardless of severity would also create a delay of service during peak time use. Response: TL analyses have been revised because of a future reduction of CR-44 speed limit to 35 mph. Please see revised Section 5.7. engineers planners surveyors environmental scientists landscape architects 851 East I-65 Service Road South, Suite 1000, Mobile, AL 36606• Office 251-471-2000 • Fax 251-471-5997 February 19, 2021 Mr. Richard Johnson, PE Mr. Hunter Simmons City of Fairhope 555 South Section Street Fairhope, AL 36532 REFERENCE: REVIEW OF TRAFFIC ANALYSIS CARMEL PARK APARTMENTS Dear Mr. Johnson and Simmons: Neel-Schaffer has completed their review of the Traffic Impact Study (Revised) for the proposed Carmel Park Apartments in Fairhope, Alabama. Please note that a review was not completed for the original report since there were significant revisions. Review of Background and Existing Conditions The revised report states that the traffic volumes generated from the offsite developments (Firethorne, Live Oak, and Twin Beech Estates) were considered in addition to the traffic generated from the proposed development. However, it is not clear how these volumes were considered or if they were included. I would assume they were not since their proposed completion dates are beyond Year 2022 when this proposed development is supposed to be completed. Turning movement counts were collected on October 13, 2020 for the intersection of Hwy 181 and Twin Beech Road. Students were not in class at the Baldwin County Schools this date and the intersection was not recounted on December 16, 2020 when the additional intersections were counted. The appendix only provides one hour of traffic counts in the morning and in the afternoon. It is difficult to determine if the counts provided covered the peak hour of the intersections. The report indicates a morning peak of 8:30 – 9:30 and an afternoon peak of 2:30 – 3:30. A quick review of ALDOT counts on Twin Beech from 2017 with one (1) hour increments show the morning peak hour to be 7:00 – 8:00 and the afternoon to be 5:00 – 6:00. These reports also show the morning traffic to be almost double between 7:00 – 8:00 than between 8:00 – 9:00. Twin Beech Road is a main route for school traffic, thus having peak hours that coincide with school drop-off and pick-up would be expected. The existing conditions capacity analysis as presented in the report appear to be consistent with standard practice based on the volumes presented in the report. Review of Trip Generation and Trip Distribution The report calculates the trip generation for the proposed development based on ITE Land Use 221, Multi- Family Housing Mid-Rise. The definition of Mid-Rise is a building between three (3) and ten (10) stories. It appears that the proposed building will be three stories. ITE Land Use 220, Multi-Family Housing Low-Rise is a related land use with a definition of a building between one (1) and two (2) stories. Land Use 220 has trip generation rates higher than Land Use 221. While either are acceptable land uses, the low-rise generation would have been more conservative. Review of Carmel Park TIA ________________________________________________________________________________________ 851 East I-65 Service Road South, Suite 1000, Mobile, AL 3 6606 Office 251-471-2000 • Fax 251-471-5997 The report presents the trip distribution in a figure. While one could argue some differing percentages across the network, it would only change the trips by a couple of vehicles thus not changing the results of the analysis. Review of Site Related Traffic Impacts The report provides analysis for Year 2022 with and without the development. These analyses were performed with the planned improvements to the intersection of County Road 13 and Twin Beech Road (roundabout) and the intersection of U.S. Highway 98 and Twin Beech Road (eastbound/westbound left turn lanes). If the proposed project is completed in 2022, these two intersections will have greater delay than what is shown in the report due to the planned improvements lagging. The report does not show an analysis of the planned driveway with Twin Beech Road. However, utilizing the volumes presented in the report, the analysis would yield acceptable levels-of-service at the proposed driveway. The analysis of Twin Beech Road and Boothe Road indicates a level-of-service of “E” for the northbound and southbound approaches. The report states that these could be improved by installing a four-way stop at this location. While that is true, the eastbound and westbound approaches would decrease from LOS A to LOS C and LOS D. Also, a four-way stop should not be installed unless the warrants outlined in the current edition of the Manual on Uniform Traffic Control Devices (MUTCD) are satisfied. These warrants include both correctable crashes and volumes warrants. Based on the volumes presented in the report, it is unlikely that the volume warrants would be satisfied. An examination of the crash history would need to be completed to determine if that warrant could be satisfied. The report also provides turn lane warrant analysis to determine if auxiliary lanes are warranted at the proposed driveway entrance. The report utilizes the AASHTO “Green Book” for the left turn warrants and the NCHRP Report No. 457 for the right turn warrants. The report indicates that a left turn lane is desirable, and a right turn lane is not warranted. The City of Fairhope has auxiliary lane warrants in their Subdivision Regulations. If these warrants were utilized in the report, neither lanes would be warranted based on the volumes presented in the report. If a left turn lane is constructed, it should be of adequate length to provide proper storage, deceleration, taper, and transition. Review of City and County Comments and Responses A review was completed to comments and responses that were provided with the revised report. It appears that a majority of the comments were addressed with changes in methodology and inclusions in the revised report. One comment questioned the traffic count on October 13th with possible impacts from COVID-19. The responses stated that a slightly higher growth should take care of any such slight discrepancy, if any. As stated earlier in this letter, one of the bigger issues with the October 13th count was that no students were present at school on that day. Also, a higher growth rate would only apply to the growth of the counted traffic to Year 2022. If a COVID-19 factor was known, it would be applied to the existing counts, then the future counts would be calculated from this adjusted volume. The results would be higher traffic both in the existing analysis and in the future analysis. A comment from the City requested that new data be collected during a 72-hour window when schools are in full, in-person, session. The response indicated additional data was collected as per recommendation in the comment. New data was collected December 16th. Data was collected two days prior to Christmas break and might have been lower as some high school students do not have to attend if they have completed their finals. Also, the Appendix only provides one (1) hour of data in the morning and afternoon. If 72-hours of data was collected, it should have been provided in the Appendix. Review of Carmel Park TIA ________________________________________________________________________________________ 851 East I-65 Service Road South, Suite 1000, Mobile, AL 3 6606 Office 251-471-2000 • Fax 251-471-5997 Conclusions of Review The revised report provides analysis that is consistent with the standards of our practice with the data that is presented. There may be discrepancies with the peak hour volumes, timing of the data collection, and possible COVID-19 impacts. However, the planned improvements to County Road 13 and to Highway 98 along with the proposed left turn lane into the site, mitigate any potential capacity issues at most of the intersections and are discussed following this section. The intersection of Twin Beech and Boothe Road is projected to operate at capacity for the approaches to Boothe Road. Careful consideration should be given to the recommended improvement in the report. A four-way stop conversion should meet the warrant requirements in the MUTCD. COVID-19 Impacts It is well known that COVID-19 has had an impact on traffic volumes. Without having yearly counts in the area, it is virtually impossible to determine a value of the impacts. In the Mobile Area, some of the major arterials are still showing volumes approximately 10% below those of 2019. Also, there has been a shift in work (working from home) and in school (virtual school). In the planning commission meeting, it was stated that the schools are down 15% – 20% in attendance for in-person students due to COVID-19. Twin Beech Road is shown to have an AADT of 4,400 vehicles during 2019 according to ALDOT. This number has been calculated as the last true count was in 2017. However, a two-lane roadway has a capacity of approximately 14,000 vehicles per day. The issues that exist with Twin Beech Road would be at the intersections of the side streets where Twin Beech is required to stop (Hwy 181, CR 13, and Hwy 98). The intersection with Highway 181 already provides auxiliary turn lanes on all approaches thus providing the maximum capacity for two 2-lane roadways. The other two intersections that currently require Twin Beech Road to stop are programmed for improvements. The intersection with County Road 13 is programmed to be converted to a roundabout and the intersection with Highway 98 is programmed to provide auxiliary lanes (dedicated left) along both approaches of Twin Beech Road. A single-lane roundabout has shown that it can process upwards of 25,000 vehicles a day. The roadway network should be able to handle the increase of traffic from COVID-19 impacts plus several years of significant growth with the planned improvements at County Road 13 and Highway 98. One misconception that seems to exist is that apartment developments generate more traffic than single- family home developments. The ITE Trip Generation Manual is the national standard to forecast the trips that are generated by a development based on planned use and size. This manual is currently in the 10th Edition and considers apartments as multifamily housing. Included in multi-family housing is apartments, townhouses, and condominiums as studies have shown no clear differences in trip making patterns between these three types of multi-family housing. The Manual indicated that on average, a single-family home generates 9.44 trips per lot per day. A multi-family (low-rise) unit generates an average of 7.32 trips per lot per day. This equates to an average of 2.12 more trips per day for a house verses and a multi-family unit. It is my opinion that the construction of the proposed Carmel Park Development will not have a significant impact to the roadway network as long as the planned improvements are constructed. If you have any questions or comments regarding this review, please call me at (251) 471-2000. Review of Carmel Park TIA ________________________________________________________________________________________ 851 East I-65 Service Road South, Suite 1000, Mobile, AL 3 6606 Office 251-471-2000 • Fax 251-471-5997 Sincerely, NEEL-SCHAFFER, INC. Shane M. Bergin, P.E., PTOE, PTP, RSP1 Professional Traffic Engineer 880 Holcomb Blvd, Suite 2F Fairhope, Alabama 36532 251-990-6566 DRAFT January 15, 2021 Mike Jeffries, QCI Fairhope Planning Department 555 S. Section Street Fairhope, Alabama 36532 Re: SD 21.03 Carmel Park Flats (MOP) – Sanitary Sewer Dear Mike: This letter is to serve as a summary of the sanitary sewer improvements that are proposed for the above referenced project. These improvements have been discussed with Jason Langley and we believe it helps solve both our need for sanitary sewer and also helps resolve some issues the city has in the area. The sewer from the site will be gravity to a lift station as currently shown on our drawings. The sewer system on-site will be privately owned and maintained. The force main from the lift station will discharge to a new gravity line that the developer will install on the south side of Twin Beech Road and head east to Bonaventure. The gravity sewer will turn south down Bonaventure and connect to the existing sewer system within that development via a doghouse manhole. This new gravity system within the right of way will be installed by the developer per Fairhope Utilities Standards and Specifications. The gravity sewer within the right of way will be owned and maintained by the City. The developer will also pay, through an aid to construction fee the amount of $xx,xxx., to go towards the cost of purchasing and installing a generator for the existing lift station in Woodlawn. If you have any questions, please let me know. Sincerely, Larry Smith, PE Partner YOSEMITEBLVDLANDRY LNSOPHIEFALLSAV KAI ETEU R FA LLSA V HATCHETT CREEK AV GULLFOSS STKI NLOCK FALLS AV SUTHERLANDCIRSTATE HWY 104 IGUAZU FALL S A V MCPHILLIPSRDLANGFORD RDCity of FairhopePlanning Commission March 1, 2021 ¯KAI ETEUR FALLS A V YO S EM I T E B LVD LANDRY LNSTATE HWY 104 KINLOCK FALLS AV GULLFOSS STSUTHER L A N D CI R I GUAZU FALLS A V SD 21.06 - Fairhope Falls, Phase 3 Legend COF Planning Jurisdiction ¯ ¯ ^ Project Name: Fairhope Falls Ph 3Site Data: 16.19 acresProject Type: 33-lot Major Subdivision FinalJurisdiction: Fairhope Planning JurisdictionZoning District: Unzoned Baldwin CountyPPIN Number: 286553General Location: South side of Hwy. 104 and west of Yosemite Blvd.Surveyor of Record: Dewberry EngEngineer of Record: Dewberry EngOwner / Developer: TH Fairhope Falls 2018, LLCSchool District: Fairhope East, Middle, and High School Recommendation: Approved w/ ConditionsPrepared by: Mike Jeffries 1 SD 21.06 Fairhope Falls Ph3 – March 1, 2021 Summary of Request: The owner and applicant is TH Fairhope Falls 2018 LLC. Dewberry is the authorized agent and Engineer of Record for the project. This final plat application is for a 33-lot subdivision located on the south side of Hwy. 104 and west of Yosemite Blvd. It will connect to the existing Fairhope Falls Subdivision phases 1 and 2. The property is currently unzoned but does have an approved Village Subdivision and preliminary plat approval that it had to be built in substantial conformance to. The preliminary plat was approved at the Jan 3, 2017 Planning Commission meeting (Case number SD 16.27) along with the preliminary approval of Phase 2 which has already received final plat approval. Excerpts of the site data table is included below: Comments: - Baldwin County has provided correspondence that noted there were no deficiencies. - Final plat must be recorded within 60 days after the date of final approval. Stormwater Comments: - The stormwater system for phase 3 was designed to function with the existing stormwater system of phases 1 and 2. The first phases constructed were designed and built to capture, treat, and release the stormwater from the undeveloped portions as well as the same portions once developed. - Staff required a full inspection of the storm water system and the inspection report is included in the staff packet. - The report states maintenance is needed but overall, the system is functioning as designed. o Several items have been corrected as shown in the report but due to the weather a few items were not able to be corrected and that remaining work is captured as a condition of approval. 2 SD 21.06 Fairhope Falls Ph3 – March 1, 2021 The City of Fairhope Subdivision Regulations contain the following criteria in Article V.B.2. Approval Standards. “2. Consistency with Plans, Regulations and Laws - The Planning Commission shall not approve the subdivision of land if the Commission makes a finding that such land is not suitable for platting and development as proposed, due to any of the following: a. The proposed subdivision is not consistent with the City’s Comprehensive Plan, and/or the City’s Zoning ordinance, where applicable; • Not appliable – subject development is not located within one of the City of Fairhope’s zoning districts. b. The proposed subdivision is not consistent with the City’s Comprehensive Plan or any other plan or program for the physical development of the City including but not limited to a Master Street Plan, a Parks Plan, a Bicycle Plan, a Pedestrian Plan, or the Capital Improvements Program; • Not appliable c. The proposed subdivision is not consistent with these Regulations; • Meets d. The proposed subdivision is not consistent with other applicable state or federal laws and regulations; • Meets e. The proposed subdivision otherwise endangers the health, safety, welfare or property within the planning jurisdiction of the City.” • Meets Follow‐Up Activities Required by Staff and the Applicant: • Copy of the recorded plat • Copy of the recorded O&M Agreement • Fully-executed copy of the Sub Perf Bond agreement (the mayor does not sign this doc) • Fully executed performance bond • Maintenance and Guaranty (M&G) Agreement executed by the developer - the mayor signs this agreement to fully execute it o Remember to include the instrument # from the recorded plat o Please include 30 days in paragraph 3 • A draft copy of the Maintenance Bond Recommendation: Staff recommends approval SD 21.06 Fairhope Falls Ph3 final plat with the following conditions: 1. The deficiencies listed in the stormwater Inspection Report dated February 12, 2021 are corrected and approved by City of Fairhope’s Public Works Director before the City will sign Final Plat for recording. 2. Complete above-mentioned Follow-up Activities. 194 212 216215 217 185 186 187 188 189190 191 192 193 195 196 197 198 199 200201 202 203 204 205 206 207 208 209 210 211 213 214 Common Area 10 Common Area 8Common Area 9C.A. 625353 Friendship Road Daphne, AL 36526 251.990.9950 fax 251.929-9815C.A. 7 B AAMALA MAGERITOVICRL.NW:\NATHAN\50082843-FAIRHOPE FALLS 2-3\PLN\FINAL PHASE 3\50082843FINAL PH 3_REVISE LOT 212.dwg, 1/7/2021 2:09:34 PM OPERATION & MAINTENANCE PLAN AND AGREEMENT FOR FAIRHOPE FALLS PHASE I, II & III This Instrument Prepared By: Andrew N. Bobe, P.E. Project Engineer Dewberry 25353 Friendship Road Daphne, Alabama 36526 The owner is responsible for inspecting the storm water system and BMPs according to the schedule and submitting reports to the Planning Director or his authorized representative every five (5) years to document that inspections have been completed and necessary maintenance has been performed. The first inspection report is due December 31 of the third year after construction has been completed. Inspection reports are then due by December 31 of every fifth year following submittal of the first report. The Planning Director or his authorized representative must be notified of any change in ownership. Failure to file the five-year inspection reports and perform required maintenance activities could result in enforcement action. _________________________________________ OWNER’S SIGNATURE January 12, 2021 INDEX 1. CONTACT INFORMATION 2. VICINITY MAP 3. PHASES I, II, & III OVERALL MAP 4. ENGINEERING CERTIFICATE 5. STORM WATER FACILITY MAINTENANCE AGREEMENT CITY OF FAIRHOPE, ALABAMA 6. EXHIBIT A - LEGAL DESCRIPTION OF PROPERTY 7. EXHIBIT B – COPY OF PLAT 8. EXHIBIT C – MAINTENANCE PLAN 9. EXHIBIT D – MAINTENANCE CHECKLISTS CONTACT INFORMATION OWNER ENTITY NAME: Fairhope Falls Owners Association INC CONTACT PERSON: ADDRESS:25366 Profit Drive, Daphne, AL 36526 & 29891 Woodrow Lane Ste 300 Spanish Fort, AL 36527 TELEPHONE NO.: ENGINEER ENTITY NAME: Dewberry CONTACT PERSON:Andrew N. Bobe P.E. ADDRESS:25353 Friendship Road, Daphne, Alabama 36526 TELEPHONE NO.:251-990-9950 “ENGINEER’S CERTIFICATE” “I, the undersigned, a Registered Engineer in the State of Alabama holding Certificate Number 30021, hereby certify that the development was designed in conformity with applicable codes and laws and with the principals of good engineering practice, at the time they were developed. I further certify that Dewberry has observed the construction of the improvements within Phase III, that the same conforms to the design, that the within is a true and accurate representation of improvements as installed and that said improvements are hereby recommended for acceptance by the City of Fairhope, Alabama. ____________________ Project Engineer ____________________ Date ____________________ Name of Project to which the Certificate Applies Plans which are certified consist of Page 1 thru 19 in Phase III, each of which bears by seal and signature.” WSWWWWWWSSSSSSSSSS SSSSSSSSSSW WWWWSSSSSSWWW WWWSSSS S SSS SS S S SSW WWWWW W WWW W W W WWWSSSSSS S SW WWSSS FISH RIVERFISH RIVERFISH RIVERCommonArea 2 Common Area 3C.A. 4C.A. 5C.A. 6Common Area 10 C.A. 7Common Area 8Common Area 9Common Area 1 C.A. 6154 155 156 157 158 159 160 161 162 163 164 165 166 167 168 169 170171172 173 175 176 177 178 179 180 181 182 183 184 152 153 151 174 217 185 186 187 188 189190 191 192 193 194 195 196 197 198 199 200201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 SSSSSSSS S S S SSWWSSS96OO1 OO2 WW W W W W WWWWWWWWWWWWWWWWWWWWWWWWPOND 1 POND 2 POND 3 POND 4 POND 5 City of Fairhope, Alabama Storm Water Facility Maintenance Agreement THIS STORM WATER FACILITY MAINTENANCE AGREEMENT (this “Agreement”) is made, executed and entered into this day of , 2021, by Fairhope Falls Owners Association INC (hereinafter called “Landowner”), to and for the benefit of the City of Fairhope, Alabama, a municipal corporation organized under the laws of the State of Alabama (hereinafter called the “City”). Recitals: WHEREAS, Landowner is the owner of that certain real property located in Baldwin County, Alabama and more particularly described on Exhibit “A” attached hereto and by reference made a part - hereof (the “Property”); WHEREAS, Landowner is in the process and constructing and developing a subdivision on the Property to be known as FAIRHOPE FALLS, PHASE ONE, TWO & THREE (the “Subdivision”); WHEREAS, Landowner has applied with the City for preliminary plat approval for the plat of the Subdivision, a copy of which is attached hereto as Exhibit “B” (the “Plat”); WHEREAS, as a condition to the preliminary approval of the Plat, the City requires the construction and improvement of certain storm water management facilities as shown and referenced on the Plat and/or otherwise approved by the City in writing (the “Facilities”); WHEREAS, as a further condition to the approval of the Plat, the City requires that the Facilities be constructed and adequately maintained by Landowner, its successors and assigns, including any homeowners association formed by Landowner for purposes of managing and maintaining any common G NOW THEREFORE, for and in consideration of the premises and other good and valuable consideration, the receipt, adequacy and sufficiency of which are hereby acknowledged, Landowner and 6the City, intending to be legally bound, hereby covenant and agree as follows: 1. Landowner shall construct and improve the Facilities strictly in accordance with the plans and specifications therefor (a) set forth on the Plat and/or (b) otherwise approved by the City in writing. Landowner acknowledges and agrees that the completion of construction of the Facilities is a condition to the City’s final approval of the Plat; provided, however, that in the event the City allows Landowner to provide a bond or other guarantee of completion of the Facilities, the Facilities shall be completed at least thirty (30) days prior to the expiration of said bond or other guarantee. 2. Landowner shall maintain the Facilities in such condition that the Facilities properly operate, function and perform (as designed by a professional engineer) for their intended purpose(s), which maintenance shall include, at a minimum, all maintenance required by all laws and ordinances of the City, the maintenance plan attached hereto as Exhibit “C”, all items set forth on the Maintenance Checklist (hereinafter defined), and such other maintenance as is customary in Baldwin County, Alabama with respect to substantially similar stormwater management facilities. As used herein, the term “Facilities” shall include, without limitation, all pipes, channels or other conveyances built to convey storm water to the Facilities, as well as all storm water structures, improvements, and vegetation provided to control the quantity and quality of storm water that discharges from the Property. In connection with Landowner’s maintenance of the Facilities, Landowner shall follow and comply with the Storm Water Structural Control Maintenance Checklists attached hereto as Exhibit “D” and incorporated herein by reference (“Maintenance Checklist”). 3. Landowner shall inspect the Facilities and submit an inspection report every three years. Said inspections shall be conducted at the sole expense of Landowner by a professional engineer registered in the State of Alabama and reasonably acceptable to the City and which inspection report shall be certified by said engineer to the City, which form of certification shall be reasonably acceptable to the City. The first inspection report is due by December 31st of the third year after completion of construction of the Facilities and subsequent inspection reports are due by December 31st of every successive third year thereafter. Each inspection report shall detail the then-current state of effectiveness of the Facilities and shall note any deficiencies in the Facilities and/or any portion or component thereof. The purpose of the inspection reports is to assure safe and proper operation and functioning of the Facilities. 4. Landowner hereby grants an irrevocable license to the City and its authorized agents and employees to enter upon the Property and to inspect the Facilities whenever the City deems necessary. The City shall provide Landowner copies of any inspection findings of the City. In the event the City finds any deficiencies in the Facilities, whether as a result of the inspection reports required under Paragraph 3 hereof or as a result of a City inspection conducted in accordance with this Paragraph, the City shall have the right, but not the obligation, to issue a written notice to Landowner of any such deficiencies. In the event the City issues any such deficiency notice, Landowner shall cure any such deficiencies within the time set forth for such deficiencies required by applicable law (whether federal, state, local or otherwise) and in any event within thirty (30) days of its receipt of such notice. 5. In the event Landowner fails to maintain the Facilities in good working condition acceptable to the City and in accordance with the terms and conditions hereof, the City shall have the right, but not the obligation, to enter upon the Property and take whatever steps are necessary to correct and bring the Facilities into good working condition and to charge the costs of such repairs to Landowner; provided, however, that in no event shall the foregoing be construed as to allow the City to erect any structure of permanent nature on the Property outside of the easement or other areas for the Facilities as shown on the Plat. It is expressly understood and agreed that the City is under no obligation to maintain or repair the Facilities and in no event shall this Agreement be construed to impose any such obligation on the City. 6. In the event the City pursuant to this Agreement, performs work of any nature, or expends any funds in performance of said work for labor, use of equipment, supplies, materials, and the like, Landowner shall reimburse the City for all such costs and expenses within thirty (30) days of Landowner’s receipt of the City’s written demand therefor. Any sums not reimbursed to the City within said thirty (30) day period shall accrue interest at the rate of twelve percent (12%) per annum. 7. In the event of the employment of an attorney for the collection of any amount due hereunder or for the institution of any valid suit for the enforcement of any of the terms and conditions hereof, or on account of or for any other reason in connection herewith, Landowner covenants and agrees to pay and reimburse the City for its reasonable attorney’s fees incurred in connection therewith. 8. This Agreement imposes no liability of any kind whatsoever on the City and Landowner covenants and agrees to defend, indemnify and hold the City harmless from and against any and all liability, loss, cost, damage and expense (including reasonable attorney’s fees) in the event the Facilities fail to operate properly, whether as a result of improper design, maintenance or otherwise. 9. This Agreement shall be recorded in the records of the Probate Court of Baldwin County, Alabama and shall constitute a covenant running with the land, and shall be binding on Landowner and its successors and assigns with regard to any interest in the Property, including, without limitation, the Association. It is expressly contemplated hereby that Landowner may convey the Facilities to the Association in which event the Association shall be obligated to perform all duties and obligations of “Landowner” hereunder. 10. Landowner represents and warrants to the City that Landowner is the sole and absolute owner of the Property and is properly authorized to enter into this Agreement. 11. This Agreement shall be construed in accordance with the laws of the State of Alabama. 12. This Agreement may be executed in multiple counterparts by original or facsimile signatures, and each such counterpart shall be considered an original, but all of which together shall constitute one and the same agreement. 13. In the event of a default by Landowner hereunder, the City shall be entitled to all rights and remedies provided under applicable state law, including the right of specific performance. 14. This Agreement shall be binding upon and inure to the benefit of the parties hereto and their respective successors and assigns. 15. This Agreement shall not be construed more strictly against one party than against the other merely by virtue of the fact that it may have been prepared by counsel for one of the parties, it being recognized that all parties have contributed substantially and materially to the preparation of this Agreement. 16. Each notice, request, and communication required under this Agreement shall be in writing. It will be deemed to have been received: (i) on personal delivery; (ii) on the second business day after its deposit for overnight delivery with a recognized overnight delivery service; (iii) if by facsimile, on receipt of electronic confirmation of its receipt (but only if the facsimile is followed by delivery by United States mail); or (iv) if mailed, on actual receipt (but only if sent by registered or certified mail, with return receipt requested, addressed to the other party’s address below): If to the City: City of Fairhope, Alabama Attn: Planning Director 555 South Section Street Fairhope, Alabama 36532 If to Landowner: Fairhope Falls Owners Association INC Attn: 25366 Profit Dr 29891 Woodrow Ln Daphne, AL 36526 Spanish Fort, AL 36527 Any party hereto may change its address for notice hereunder by giving notice to the other party in accordance with the foregoing. Any such change in address shall be effective ten (10) days following receipt of such notice by the receiving party. 17. Time is of the essence with respect to each obligation of the parties hereto under this Agreement. 18. The foregoing constitutes the entire agreement between the parties with respect to the subject matter hereof and may not be modified or amended except in a writing signed by all of the parties hereto. To the extent that this Agreement differs in any manner whatsoever from prior written or oral agreements regarding the subject matter hereof, or from any documents which are attached hereto, the terms and conditions of this Agreement shall control. [Remainder of Page Intentionally Left Blank] IN WITNESS WHEREOF, Landowner have caused this Agreement to be executed by and through its duly authorized representatives effective as of the date first set forth above. LANDOWNER: [Insert name of Landowner] By: Fairhope Falls Owners Association INC Name: ______________________________ As Its: STATE OF ______________: COUNTY OF ____________: I, the undersigned Notary Public in and for said County in said State, hereby certify that ___________________, whose name as ___________ of ____________________________, a ___________________, is signed to the foregoing instrument and who is known to me, acknowledged before me on this day that, being informed of the contents of the instrument, he/she, as such _____________ and with full authority, executed the same voluntarily on the day the same bears date for and as the act of said _________________________. Given under my hand and official notarial seal this ____ day of __________, 201__. {SEAL} __________________________________________ NOTARY PUBLIC My Commission Expires: ___________________ EXHIBIT A FAIRHOPE FALLS PHASE I LEGAL DESCRIPTION EXHIBIT A FAIRHOPE FALLS PHASE II LEGAL DESCRIPTION ° EXHIBIT A FAIRHOPE FALLS PHASE III LEGAL DESCRIPTION EXHIBIT B FAIRHOPE FALLS PHASE I COPY OF PLAT (NOT FINAL RECORDED DOCUMENT) EXHIBIT B FAIRHOPE FALLS PHASE II COPY OF PLAT (NOT FINAL RECORDED DOCUMENT) EXHIBIT B FAIRHOPE FALLS PHASE III COPY OF PLAT (NOT FINAL RECORDED DOCUMENT) 194 212 216215 217 185 186 187 188 189190 191 192 193 195 196 197 198 199 200201 202 203 204 205 206 207 208 209 210 211 213 214 Common Area 10 Common Area 8Common Area 9C.A. 625353 Friendship Road Daphne, AL 36526 251.990.9950 fax 251.929-9815C.A. 7 B AAMALA MAGERITOVICRL.N:?1$7+$1?)$,5+23()$//6?3/1?),1$/3+$6(?),1$/3+B5(9,6(/27GZJ30 EXHIBIT C FAIRHOPE FALLS MAINTENANCE PLAN The following plan outlines the ongoing long-term maintenance activities for the stormwater management system components at the Fairhope Falls subdivision. Note that all stormwater facilities located outside of the City of Fairhope’s Right of Way will be subject to the requirements in this maintenance plan. Access to the detention pond is located within recorded common areas. Access to these common areas and easements are from the right-of-way (See Plat for additional information). STORMWATER MANAGEMENT SYSTEM DESCRIPTION The purpose of the stormwater management system at the Fairhope Falls, subdivision is to provide a sustainable approach to managing stormwater runoff from the developed areas of the site. The stormwater management system at Fairhope Falls utilizes best management practices (bmp). The purpose of bmp’s is to maintain the original site hydrology as much as possible by minimizing surface run-off and reducing the contaminants in the stormwater. The system consists of the following components: •DETENTION PONDS The overall development uses existing ponds and wetlands to detain the stormwater runoff to the pre-developed runoff rate. All the ponds were either existing or constructed during Phase I and no further enhancements are required. In Phase III the smaller wetland pond will be used to treat the storm water runoff and then discharge into the larger pond. The existing pond capacity has been verified through SCS drainage design. The primary maintenance objective of the existing ponds is to maintain the side slopes and prevent siltation of the pond. This is accomplished through regular landscape maintenance and protection of inlets from runoff with high suspended solids. •DRAINAGE STRUCTURES The proposed drainage system includes pipes, inlets, headwalls, and outfall structures. The Property Owners Association shall maintain all drainage features that fall outside of the public right of way. This included drainage features within the alley ways. The primary maintenance objective is to prevent any obstructions in the flow of water through the system and maintain the integrity of the structures themselves. This can be accomplished by routine inspection and cleaning of the structures. •DRAINAGE DITCHES The drainage ditches are located behind lots at various locations throughout the development to route the stormwater to other stormwater collection components. The dimensions of the swales are 1 foot in depth, a bottom width of 3 feet, 3 to 1 side slopes and vegetated for stabilization. The primary maintenance objectives are to maintain the side slopes, bottom width, vegetation for stabilization, prevent tree and brush growth, and prevent siltation of the swales. This is accomplished through regular landscape maintenance and protection of the swales from runoff with high suspended solids, and removal of tree and brush roots if growth is found. LOW IMPACT DEVELOPMENT NARRATIVE & MAINTENANCE: Please find below the list of ten (10) LID techniques that we are incorporating into our design for Fairhope Falls Phase II & III. 1. WET BASINS/RETENTION BASINS: •Definition: A retention basin, also called a wet pond or wet detention basin, is used to manage storm water runoff to prevent flooding and downstream erosion, and improve water quality in an adjacent river, stream, lake or bay. It is an artificial lake with vegetation around the perimeter and includes a permanent pool of water in its design. •Fairhope Falls Design: There are currently four (4) wet ponds that are currently on site. They are to remain in place during the Phase II & Phase III construction and are used to manage storm water on-site. •Maintenance: Maintenance of wet basin to include: Vegetation inspected periodically. Weeding and mowing around pond, as required. Replanting grass, as required. Sediment removal, as required. 2. GRASS SWALES: •Definition: A water quality swale is a shallow, open-channel stabilized with grass or other vegetation design to filter pollutants and convey storm water. Grass Swales are storm water runoff conveyance systems that provide a less expensive alternative to storm sewers. •Fairhope Falls Design: There are four (4) grass swales located throughout the proposed Phase II and Phase III site. One (1) grass swale is located on the west side of the property flowing from north to south towards the drainage pond. Three (3) other grass swales will be installed throughout the site in order to collect and convey storm water from the back side of properties into the underground drainage system. •Maintenance: Routine inspection for debris. Mow grass and weeds in swale to maintain appearance. Remove accumulated trash and debris. 3. GRASS BUFFERS: •Definition: Grass buffers are small areas of land in permanent vegetation, designed to intercept pollutants and manage other environmental concerns. It typically receives sheet flow of storm water runoff from a nearby impervious surface in order to reduce peak discharge rates. •Fairhope Falls Design: We have included green space around the wetland pond for active or passive recreation opportunities. The grass buffers will reduce sheet flow and reduce peak discharge rates. •Maintenance: Routine inspection for debris. Mow grass and weeds in swale to maintain appearance. Remove accumulated trash and debris. 4. WETLANDS: •Definition: Wetlands are defined as an artificial ecosystem for the purpose of treating anthropogenic discharge such as storm water runoff. Physical, chemical, and biological processes combine in wetlands to remove contaminants from storm water. •Fairhope Falls Design: According to the wetland delineation by EcoSolutions, there are currently two (2) wetland areas within our site. We are proposing to leave these wetlands on-site and incorporate them into our design. •Maintenance: Wetland maintenance include the following: Repair of embankments. Control density of desirable vegetation. Removal of invasive and/or non-native species that could be a problem in native habitats. Replacement of wetland plants. Repair of pipelines and spillways. Control of unwanted animals or mosquitos. 5. IN-LINE STORAGE: •Definition: In-line storage provides attenuation and limits sedimentation. It is designed to be self-cleaning where possible and clean out access is provided and designed into the system. •Fairhope Falls Design: We are providing in-line storage in our underground drainage system. Collecting the storm water underground will minimize surface flooding. We are also installing junction boxes/inlets that will be able to collect sedimentation before discharging. The junction boxes can be cleaned out at any time once sedimentation builds up in the boxes. •Maintenance: In-line storage maintenance include the following: Repair of underground pipes and/or junction boxes. Eliminate silt/sediment, as required, in junction boxes. 6. SITE DESIGN FOR WETLANDS: •Definition: This low impact development includes site design that incorporates the natural features of the property such as wetlands and/or other water bodies on-site. This can help to minimize erosion and reduce stress on natural water conveyance and attenuation systems. Using existing natural features decreases the proposed impervious surfaces which is advantageous to the existing surroundings. •Fairhope Falls Design: We are proposing to use all existing ponds/wetlands on site. No additional ponds are proposed. We are incorporating our site design/layout around the existing features and this will help minimize erosion and reduce stress rather than install additional systems. •Maintenance: Site design for wetlands maintenance include the following: Repair of embankments. Control density of desirable vegetation. Removal of invasive and/or non-native species that could be a problem in native habitats. Repair of pipelines and spillways. 7. LEVEL SPREADER: •Definition: Level spreaders are devices that create diffuse or sheet flow that is evenly distributed or dispersed to decrease flow velocity and discourage erosive forces associated with concentrated flows. Level spreaders are intended to capture runoff in small watersheds. •Fairhope Falls Design: We are proposing to install a Bubble structure at the discharge into the small wetland pond. This will cause storm water to discharge through the 6’x6’ bubble structure and be evenly distributed rather than discharging from one (1) pipe at a high discharge rate. Class II riprap will also be installed around the structure to reduce possibilities of erosion. •Maintenance for the level spreader include the following: 1. Sediment removal. 2. Erosion inspection. 3. Plant maintenance. 4. Turf maintenance. 5. Plant removal on level spreader. 8. GREENWAYS: •Definition: Greenways provide beneficial use of LID for potentially active and passive recreation opportunities. This technique allows for the creative integration that includes sensitive wetland areas or other natural land forms. •Fairhope Falls Design: There are multiple grassed common areas and easements located throughout Phase II and Phase III that are considered grassways. •Maintenance: Routine inspection for debris. Mow grass and weeds in swale to maintain appearance. Remove accumulated trash and debris. 9. BIO-RETENTION: •Definition: Bio-retention is the process in which contaminants and sedimentation are removed from storm water runoff. Storm water is collected into the treatment area which consists of a grass buffer strip, sand bed, ponding area or an organic layer. •Fairhope Falls Design: We are proposing to incorporate the small wetland pond as a bio-retention pond. Treated water will discharge into the larger wetland pond. Once the storm water elevation overtops the small wetland pond into the larger pond, sediments will have percolated through the soil. •Scheduled maintenance tasks include: Project completion: As Needed o Re-mulch void areas o Mow turf areas o Treat plant diseases o Water plants throughout periods of persistent drought. o Removal of top two to three inches of discolored planting medium and its replacement with fresh mix, when ponding of water lasts for more than 48 hours. •Monthly o Inspect basin to evaluate condition and problems needing maintenance attention. o Remove litter and plant debris. o Repair eroded areas. •Twice per year: Remove and replace dead and diseased plants. •Once per year o Add new mulch if needed. o Replace tree stakes and wires if needed. 10. BIO-RETENTION (2): •Definition: Bio-retention is the process in which contaminants and sedimentation are removed from storm water runoff. Storm water is collected into the treatment area which consists of a grass buffer strip, sand bed, ponding area or organic layer. •Fairhope Falls Design: We are proposing to install a bubble up structure at the small wetland pond discharge. Stone (#57) will be installed around the under drain pipe and Class II riprap will be installed around the entire bubble up structure. The stone will allow sediments to settle out of the storm water before it discharges into the larger pond. The barrier between the two wetland ponds will also act as a bio-retention as listed above so there will be two (2) separate ways to act as bio-retention before it discharges into the large wetland pond. •Scheduled maintenance tasks include: Project completion: As Needed o Re-mulch void areas o Mow turf areas o Treat plant diseases o Water plants throughout periods of persistent drought. o Removal of top two to three inches of discolored planting medium and its replacement with fresh mix, when ponding of water lasts for more than 48 hours. •Monthly o Inspect basin to evaluate condition and problems needing maintenance attention. o Remove litter and plant debris. o Repair eroded areas. •Twice per year: Remove and replace dead and diseased plants. •Once per year o Add new mulch if needed. o Replace tree stakes and wires if needed. Be advised that this work is the responsibility of the Home Owners Association or Property Owners. The Engineer assumes no responsibility for either performing this work or verifying that it is being completed. The Homeowners Association or Property Owners shall review Article V Section F 3 a 3b City of Fairhope Regulations, which contains the inspection responsibilities and potential consequences (enforcement action) for not fulfilling the inspection responsibilities. EXHIBIT D FAIRHOPE FALLS MAINTENANCE CHECKLISTS Stormwater Pond Inspections and Maintenance Checklist Site Name: ___________________________________ Owner change since last inspection? Y N Location: _____________________________________________________________________________ Owner Name: _________________________________________________________________________ Address: _________________________________________ Phone Number: _____________________ Site Status: ___________________________________________________________________________ Date: _____________ Time: ______________ Site conditions: ____________________________ Stormwater Pond Type: Wet Pond Wet ED Pond Micropool Pond Multiple Pond System Dry Pond Inspection Frequency Key: A=annual; M=monthly; S=after major storms Inspection Items Inspection Frequency Inspected? (Yes/No) Maintenance Needed? (Yes/No)Comments/Description Embankment Vegetation healthy?A/S Erosion on embankment?A/S Animal burrows in embankment?A/S Cracking, sliding, bulging of dam?A/S Drains entering pond blocked or not functioning?A/S Leaks or seeps on embankment?A/S Slope protection failure functional?A/S Other (describe)A/S Outfall Structure Box Low-flow orifice functional?A/S Concrete/masonry condition (Cracks or displacement? Spalling?)A Outfall pipe in good condition?A Rip Rap Filter Bern in good condition?A Inspection Items Inspection Frequency Inspected? (Yes/No) Maintenance Needed? (Yes/No)Comments/Description Outfall channels function, not eroding?A Rip Rap at the end of the outfall pipe in good condition (No signs of erosion) A Other (describe)A Hazards Have there been complaints from residents? M Public hazards noted?M Inspector Comments: ______________________________________________________________________________________ ______________________________________________________________________________________ ______________________________________________________________________________________ ______________________________________________________________________________________ ______________________________________________________________________________________ _____________________________________________ Overall Condition of Facility: Acceptable Unacceptable If any of the inspection items above are checked “yes” for “maintenance needed,” list maintenance actions and the completion dates below: Maintenance Action Needed Due Date The next routine inspection is scheduled for approximately: ______________________ (date) Inspected by: (signature) __________________________________________ Inspected by: (printed) ____________________________________________ Swales / Grass Channels Inspections and Maintenance Checklist Site Name: __________________________________ Owner change since last inspection? Y N Location: _____________________________________________________________________________ Owner Name: _________________________________________________________________________ Address: _______________________________________ Phone Number: _______________________ Site Status: ___________________________________________________________________________ Date: __________________ Time: ______________ Inspector: ____________________________ Inspection Frequency Key: A=annual; M=monthly; S=after major storms Inspection Items Inspection Frequency Inspected? (Yes/No) Maintenance Needed? (Yes/No) Comments/Description Debris Removal Facility and adjacent area free of debris? M Inlets and outlets free of debris? M Any dumping of yard wastes into facility? Litter (branches) removed? M Vegetation Surrounding area fully stabilized? (no evidence of eroding material into swale, channel or filter strip) M Grass mowed? M Plan composition according to approved plan?M Filtration Capacity Clogging from oil or grease? M Facility dewaters between storms? M Inspection Items Inspection Frequency Inspected? (Yes/No) Maintenance Needed? (Yes/No) Comments/Description Sediment Deposition Swale clean of sediments A Sediment not >20% of swale design depth A Outfall Ditch Downstream of Outfall Pipe In good condition?A Any evidence of erosion?A Any evidence of blockages?A Has facility been filled or blocked inappropriately?A Inspector Comments: ______________________________________________________________________________________ ______________________________________________________________________________________ ______________________________________________________________________________________ ______________________________________________________________________________________ ______________________________________________________________________________________ _____________________________________________ Overall Condition of Facility: Acceptable Unacceptable If any of the above Inspection Items are checked “yes” for “maintenance needed,” list maintenance actions and their completion dates below: Maintenance Action Needed Due Date The next routine inspection is scheduled for approximately: ______________________ (date) Inspected by: (signature) __________________________________________ Inspected by: (printed) ____________________________________________ LANDRY LNSTATE HWY 104 LACEY RDYOSEMITEBLVDGULLFOSSSTS UTHERL ANDCIRHARE LNI G UAZUFALLSAV DRESSAG EWAY MY WAY BAUGHMAN RD BABB'S LN LI NNRIDGEDRKENNETHKINGLNLANGFORD RDCity of FairhopePlanning Commission March 1, 2021 ¯SOPHIE FALLS AVLANDRYLNHATCHETTCREEKAV GULLFOSS STYOSEMITE BLVDSUTHERLANDCIRDRESSAGE WAY MY WAYLANGFORD RDSD 21.12 - Fairhope Falls, Phase 6 Legend COF Planning Jurisdiction ¯ ¯ ^ Project Name: Fairhope Falls Ph6Site Data: 30.98 acresProject Type: 70-lot Major Subdivision PreliminaryJurisdiction: Fairhope Planning JurisdictionZoning District: UnzonedPPIN Number: 350639, 310029, 350184, 382511General Location: East side of Langford Rd. just north of Dressaga Way.Surveyor of Record: Dewberry EngEngineer of Record: Dewberry EngOwner / Developer: Leonard and Sharon Smart; TH Dairhope Falls 2018, LLC;Fairhope Falls Owners AssociationSchool District: Fairhope East, Middle, and High School Recommendation: Approved w/ ConditionsPrepared by: Mike Jeffries 1 SD 21.12 Fairhope Falls Ph6– March 1, 2021 Summary of Request: The owner and applicants are Fairhope Falls Owners Association Inc, TH Fairhope Falls 2018 LLC, and Leonard and Sharon Smart. Dewberry is the authorized agent and Engineer of Record for the project. This preliminary plat application is for a 70-lot subdivision located on the east side of Langford Road just north of Dressage Way. It will connect to a stub out of Yosemite Boulevard in the approved preliminary plat of Fairhope Falls Subdivision Ph 4. The property is currently unzoned but does have an approved Village Subdivision that it must be built in substantial conformance to. The Village Subdivision Fairhope Falls West was approved November 2020. Comments: - Review comments from Baldwin County were not submitted. - Drainage has been reviewed and approved by City of Fairhope’s Public Works Director, Richard Johnson, P.E. The drainage for phases 4-9 will utilize 3 detention ponds that will discharge through concrete weir outfalls structures to the immediate pond down stream eventually into a stilling basin before sheet flowing into existing wetlands. - The ponds as wet basins achieve the required 80% TSS removal. - Wetland buffer signs must be in place prior to any land disturbance activities. - The proposed lot sizes and layout are consistent with the approved Village Subdivision and with minimum lot size of 8,400 SF. - Amenities for Phase 6 include a passive recreation area labeled K to include bench seating. Bench details not included in landscape plans. Amenity K was also in recently approved Phase 5. - Landscape plans also show a buffer along Langford Road consisting of a 6’ high wooden privacy fence and evergreen hedge. - A traffic study was provided for preliminary approval of phases 4 and 5 that included the remaining phases 4-9 encompassing 391 lots. The study recommended improvements for the intersection of Langford Road and SR 104 be widened to accommodate northbound left turn lane, an eastbound right turn lane, and a westbound left turn lane. These improvements shall be installed before application for Final Plat. 2 SD 21.12 Fairhope Falls Ph6– March 1, 2021 The subdivision regulations contain the following criteria in Article IV.B.2. Approval Standards: “2. Consistency with Plans, Regulations and Laws - The Planning Commission shall not approve the subdivision of land if the Commission makes a finding that such land is not suitable for platting and development as proposed, due to any of the following: a. The proposed subdivision is not consistent with the City’s Comprehensive Plan, and/or the City’s Zoning ordinance, where applicable; • Not applicable b. The proposed subdivision is not consistent with the City’s Comprehensive Plan or any other plan or program for the physical development of the City including but not limited to a Master Street Plan, a Parks Plan, a Bicycle Plan, a Pedestrian Plan, or the Capital Improvements Program; • Not applicable c. The proposed subdivision is not consistent with these Regulations; • Meets d. The proposed subdivision is not consistent with other applicable state or federal laws and regulations; or • Meets e. The proposed subdivision otherwise endangers the health, safety, welfare or property within the planning jurisdiction of the City.” • Meets - Note that installation of sidewalks and street trees are required before final plat - Note that approved preliminary plats expire after 2-years - Note that if approved a pre-construction meeting is required before land disturbance. Staff Recommendation: Approve with the following condition: 1. A replat satisfying condition 1 of approval for SD 20.47 Fairhope Falls West Village Subdivision. 2. Recommended traffic improvements as stated in staff report are installed prior to acceptance of application for final plat. Any deviation will require reapproval from the Planning Commission. 3. Amenities are installed prior to acceptance of application for final plat. 4. Add City of Fairhope Gas signature block to the plat. 5. Add 15’ Utility easement along front lot lines per Riviera Utilities to general notes on the plat. EROSION AND SEDIMENT CONTROL NOTESROADWAY•STA••••UTILITIES OVERLAPPING ASPHALT 402403404405406407408409410411412413442443444445446447448449450451452453440439438437436435434433432431430429428401400399398397 396395394TORRENT ROADTELUGA AVENUEGRAND RAPIDS ROAD490491492493494495496497498499500501502503504505506507508509 510511 512513515514516517518519520521522523524525526527528529530531532533 534545544543542541540539538537536535489SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS S S S S S S S S S S S S S S S S S S S S S SSSS SSSSSSSSS S S S S S S S S SSSS S S S S SSSSSSSS S S S SSSSSSS464465466467468469470471472473474475476478477479480481482483484485486487454455456457458459460461462463324325326327 328329330 331332333334335336337338339340341342343344345346347348349350351352353354355356365366367368369370371372373374375376377378379380381382383384385386387388389390391392393363364362361360359358357SHOSHONEY AVENUEVERNAL ROADBURNEY ROADTELUGA AVENUEGRAND RAPIDS ROADTORRENT ROADSELFOSS ROADWETLAND BUFFERLINEWETLAND BUFFERLINENON JURISDICTIONALWETLANDWETLAND LINEWETLAND LINEWETLAND LINEWETLAND BUFFERLINE58 57 565554 53525150 49484746 454443 565554535251504948474645FEET2000100 324325326327 328329330 331332333334335336337338377378379380381382383384385386387388389390391392393SHOSHONEY AVENUEVERNAL ROADBURNEY ROADSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS S S S S S S S S S S S S S S S S S S S S SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS S S S S S S S S S S S S S S S S S S S S SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS S S S S S S S S S S S S S S S S S S S S SSSSSSSSSSSSSSS471472473474475476478477504505506507508509 510511 512513515514516528529530531532533 534545544543542SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS S S S S S S S S S S S S S S S S S S S S SSSSSSSSSSSSSSS68 V PAY DIRT, LLC50'0 100'FEETMATCHLINE - SEE SHEET C1C 339340341342343344345346352353354355356365366367368369370371372373374375376363364362361360359358357TELUGA AVENUEGRAND RAPIDS ROADTORRENT ROADSSSSSSSSSSSSSSSSSSSSSSSSS SSSSSSSSSSSSSSSSSSS S S S S S S S S S S S S S S S S S S S S SSSSSSSSSSSS S S S S S S SWETLAND BUFFERLINENON JURISDICTIONALWETLANDWETLAND LINEWETLAND LINEWETLAND LINEWETLAND BUFFERLINE3 494846 454443 565554535251504948474645SSSSSSSSSSSSSSSSSSSSSSSSS SSSSSSSSSSSSSSSSSSS S S S S S S S S S S S S S S S S S S S S S S SSSSSSSSSSSS S S S S S 402403404405406407408409446447448449450451452453437436435434401400399398397 396395394TORRENT ROADSSSSSSSSSSSSSSSSSSSSSSSSS SSSSSSSSSSSSSSSSSSS S S S S S S S S S S S S S S S S S S S S S S SSSSSSSSSSSS S S S S S 479480481482483484485486487SSSSSSSSSSSSSSSSSSSSSSSSS SSSSSSSSSSSSSSSSSSS S S S S S S S S S S S S S S S S S S S S S S SSSSSSSSSSSS S S S S S SSSSSSSSSSSSSSSSSSSS440439438437436433432431430429428427GRAND RAPIDS ROADSSSSSSSSSSSSSSSSSSSS68 V PAY DIRT, LLC50'0100'FEETMATCHLINE - SEE SHEET C1DMATCHLINE - SEE SHEET C1BMATCHLINE - SEE THIS SHEET LEFTMATCHLINE - SEE THIS SHEET RIGHT 343344345346347348349350351352353354SELFOSS ROADS S S S S S S S S S S S S S S S S SSSSSSSSW WETLAND BUFFERLINEWETLAND BUFFERLINENON JURISDICTIONALWETLANDWETLAND LINE58 57 565554 53525150 49484746 454443 565554535251504948474645S S S S S S S S S S S S S S S S S SSSSSSSSS S S S S S S S S S S S S S S S S SSSSSSSS4844854864874544554567S S S S S S S S S S S S S S S S S SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS S S 25825725625568 V PAY DIRT, LLC50'0100'FEETMATCHLINE - SEE SHEET C1C SSSSSSSSSS 258257256W W SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS S S S S S S S S S S S S S S S S S S S S S SSSS SSSSSSSSS S S S S S S S S SSSS S S S SSSSSSSS S S S SSSSSSS402403404405406407408409410411412413442443444445446447448449450451452453440439438437436435434433432431430429428401400399398397 396395394TORRENT ROADTELUGA AVENUEGRAND RAPIDS ROAD498499500501502503504505506507508509 510511 512513515514516517518519520521522523524525526527528529530531532533 534545544543542541540539538537536SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS S S S S S S S S S S S S S S S S S S S S S SSSS SSSSSSSSS S S S S S S S S SSSS S S S SSSSSSSS S S S SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS S S S S S S S S S S S S S S S S S S S S S SSSS SSSSSSSSS S S S S S S S S SSSS S S S SSSSSSSS S S S SSSSSSS465466467468469470471472473474475476478477479480481482483484485486487454455456457458459460461462463324325326327 328329330 331332333334335336337338339340341342343344345346347348349350351352353354355356365366367368369370371372373374375376377378379380381382383384385386387388389390391392393363364362361360359358357SHOSHONEY AVENUEVERNAL ROADBURNEY ROADTELUGA AVENUEGRAND RAPIDS ROADTORRENT ROADSELFOSS ROADSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS S S S S S S S S S S S S S S S S S S S S SSSS SSSSSSSSS S S S S S S S S SSSS S S S SSSSSSSS S S S SSSSSSSSWETLAND BUFFERLINEWETLAND BUFFERLINENON JURISDICTIONALWETLANDWETLAND LINEWETLAND LINEWETLAND LINEWETLAND BUFFERLINE58 57 565554 53525150 49484746 454443 565554535251504948474645PHASE 8 (FUTURE DEVELOPMENT)PHASE 4 EXISTINGPHASE 6PHASE 4 EXISTINGPHASE 9 (FUTURE DEVELOPMENT)PHASE 6PHASE 8 (FUTURE DEVELOPMENT)PHASE 6PHASE 8 (FUTURE DEVELOPMENT)PHASE 6PHASE 9 (FUTURE DEVELOPMENT)PHASE 8 (FUTURE DEVELOPMENT)PHASE 7 (FUTURE DEVELOPMENT)PHASE 6PHASE 7 (FUTURE DEVELOPMENT)PHASE 7 (FUTURE DEVELOPMENT)PHASE 7 (FUTURE DEVELOPMENT)PHASE 6PHASE 6PHASE 9 (FUTURE DEVELOPMENT)PHASE 6FUTURE DRAINAGEFUTURE DRAINAGEFUTURE DRAINAGEFUTURE DRAINAGEFUTURE DRAINAGEFUTURE DRAINAGEFUTURE DRAINAGE X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 1000 200FEET SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS S S S S S S S S S S S 506507508509 510511 512513514545SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS S S S S S S S S S S S SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS S S S S S S S S S S S474475 324325326327 328329330 331332333334335336337338377378379380381382383384385386387388389390391392393SHOSHONEY AVENUEVERNAL ROADBURNEY ROADSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS S S S S S S S S S S S PHASE 9 (FUTURE DEVELOPMENT)PHASE 6PHASE 6PHASE 6 X X X X X X X X X X X X X X X X X X X X X X X X X X X PHASE 8(FUTURE DEVELOPMENT) X •••MATCHLINE - SEE SHEET C2CFEET100'050' SSSSSSSSSSSSSSSSSSSSSSSSS SSSSSSSSSSSSSSSSSSS S S S S S S S S S S SSSSSSSSSSSS S S S S S 402403404405406407408409446447448449450451452453437436435434401400399398397 396395394TORRENT ROADSSSSSSSSSSSSSSSSSSSSSSSSS SSSSSSSSSSSSSSSSSSS S S S S S S S S S S SSSSSSSSSSSS S S S S S SSSSSSSSSSSSSSSSSSSSSSSSS SSSSSSSSSSSSSSSSSSS S S S S S S S S S S SSSSSSSSSSSS S S S S S 482483484339340341342343355356365366367368369370371372373374375376363364362361360359358357TELUGA AVENUEGRAND RAPIDS ROADTORRENT ROADSSSSSSSSSSSSSSSSSSSSSSSSS SSSSSSSSSSSSSSSSSSS S S S S S S S S SSSSSSSSSSSS S S S S S S SLINEWETLAND LINEWETLAND LINEWETLAND BUFFERLINEPHASE 7 (FUTURE DEVELOPMENT)PHASE 6PHASE 7 (FUTURE DEVELOPMENT)PHASE 6 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X FUTURE DRAINAGE X MATCHLINE - SEE SHEET C2DMATCHLINE - SEE SHEET C2BFUTURE DRAINAGEFUTURE DRAINAGEFUTURE DRAINAGEFUTURE DRAINAGE50'0 100'FEET SSSSSSSSSSSSSS S S 258257256W W W W S S S S S S S S S S S S SSSSSSSS S S S S S S S S S S S SSSSSSSS S S S S S S S S S S S SSSSSSS4854864874544556343344345346347348349350351352353354SELFOSS ROADS S S S S S S S S S S S SSSSSSSNW565554535251504948474645PHASE 6PHASE 4 EXISTINGPHASE 8 (FUTURE DEVELOPMENT)PHASE 6PHASE 6 X X X X X X X X X X X X X MATCHLINE - SEE SHEET C2CEXISTING DRAINAGEFUTURE DRAINAGE50'0 100'FEET 151SSSSSSSSSSSSS S 218258257256255254253SHOSHONEY AVWETLAND BUFFERLINE490491492493494495496497498499500501502503504505506507508509 510511 512513515514516517518519520521522523524525526527528529530531532533 534545544543542541540539538537536535489488WETLAND BUFFERLINESSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS S S S S S S S S S S S S S S S S S S S S S SSSS SSSSSSSSSSS S S S S S SSSS S S S SSSS S S S S SSSSSSSS S S S SSSSSSS324325326327 328329330 331332333334335336337338339340341342343344345346347348349350351352353354355356365366367368369370371372373374375376377378379380381382383384385386387388389390391392393363364362361360359358357SHOSHONEY AVENUEVERNAL ROADBURNEY ROADTELUGA AVENUEGRAND RAPIDS ROADTORRENT ROADSELFOSS ROADSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS S S S S S S S S S S S S S S S S S S S S SSSS SSSSSSSSSSS S S S S S S SSSS S S S SSSSS S S S S SSSSSSSS S S S SSSSSSSSWETLAND BUFFERLINEWETLAND BUFFERLINEWETLAND BUFFERLINENON JURISDICTIONALWETLANDWETLAND LINEWETLAND LINEWETLAND LINEWETLAND BUFFERLINE58 57 565554 53525150 49484746 454443 565554535251504948474645WETLAND LINEWETLAND BUFFERWETLANDSSSSSSSSSSSSSS S 402403404405406407408409410411412413414415416417418419420421422423441442443444445446447448449450451452453440439438437436435434433432431430429428427426425424401400399398397 396395394TORRENT ROADTELUGA AVENUEGRAND RAPIDS ROAD464465466467468469470471472473474475476478477479480481482483484485486487454455456457458459460461462463WETLAND BUFFERLINEEXISTING DRAINAGE PIPEEXISTING DRAINAGESTRUCTURE2159606137262444454657473678943414211401239132930313214152716171819202122242325263635343337386468656686879789939094919551525354555657587776847885798081828347485049677069719810310759610499114105HW4118HW3631000 200FEET 151402403404405406407408409410445446447448449450451452453439438437436435434433432401400399398397 396395394TORRENT ROADENUE490491492493494495496497498499500501502503504505506507508509 510511 512513515514516517518519520521522523524525526527528529530531532533 534545544543542541540539538537536535489488WETLAND BUFFERLINESSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS S S S S S S S S S S S S S S S S S S S S S SSSS SSSSSS S S S S S S S SSSS S S S S SSSSSSSS S S S SSSSSSS464465466467468469470471472473474475476478477479480481482483484485486487454455456457458459460461462463SSSSSSSSSSSSS S S 218258257256255254253SHOSHONEY AVEWETLAND BUFFERLINEWETLAND BUFFERLINE324325326327 328329330 331332333334335336337338339340341342343344345346347348349350351352353354355356365366367368369370371372373374375376377378379380381382383384385386387388389390391392393363364362361360359358357SHOSHONEY AVENUEVERNAL ROADBURNEY ROADTELUGA AVENUEGRAND RAPIDS ROADTORRENT ROADSELFOSS ROADSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS S S S S S S S S S S S S S S S S S S S S SSSS SSSSSS S S S S S S S SSSS S S S S SSSSSSSS S S S SSSSSSSSWETLAND BUFFERLINEWETLAND BUFFERLINEWETLAND BUFFERLINENON JURISDICTIONALWETLANDWETLAND LINEWETLAND LINEWETLAND LINEWETLAND BUFFERLINE58 57 565554 53525150 49484746 454443 565554535251504948474645SSSSSSSSSSSSS S S B12A11C1W1X1Y1D1Z1A2B2E1C2D2E2F1F2G1H1I1J1G2H2K1I2L1M1J2N1K2L2M2S4U2Y3Z3A4B4C4596061372624444546574736789434142114012391329303132146479808182834771K4L49885PHASE 9 (FUTURE DEVELOPMENT)EXISTING PHASE 4PHASE 8 (FUTURE DEVELOPMENT)PHASE 4 EXISTINGPHASE 6PHASE 4 EXISTINGPHASE 9 (FUTURE DEVELOPMENT)PHASE 6PHASE 8 (FUTURE DEVELOPMENT)PHASE 6PHASE 8 (FUTURE DEVELOPMENT)PHASE 6PHASE 9 (FUTURE DEVELOPMENT)PHASE 8 (FUTURE DEVELOPMENT)PHASE 7 (FUTURE DEVELOPMENT)PHASE 6PHASE 7 (FUTURE DEVELOPMENT)PHASE 6PHASE 6PHASE 9 (FUTURE DEVELOPMENT)PHASE 610V499X4103Y4114105HW2HW4118HW363FUTURE DRAINAGESTRUCTUREFUTURE DRAINAGEFUTURE DRAINAGE PIPEFUTURE DRAINAGEFEET2000100 324325326327 328329330 331332333334335336337338377378379380381382383384385386387388389390391392393SHOSHONEY AVENUEVERNAL ROADBURNEY ROADSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS S S S S S S S S S474475 514545A1B12C1W15960X1Y16164K4L4983D172Z1A262B27141105HW2114Y4V499HW4118HW363PIPE TABLEPIPE NAME123459SIZEINSTALL 24 LF OF 24" RCPINLET ELEV: 87.14OUTLET ELEV: 87.04INSTALL 277 LF OF 24" RCPINLET ELEV: 82.22OUTLET ELEV: 87.04INSTALL 361 LF OF 36" RCPINLET ELEV: 70.22OUTLET ELEV: 78.22INSTALL 272 LF OF 36" RCPINLET ELEV: 60.67OUTLET ELEV: 70.22INSTALL 24 LF OF 36" RCPINLET ELEV: 79.72OUTLET ELEV: 78.22PIPE TABLEPIPE NAME6061626364SIZEINSTALL 31 LF OF 36" RCPINLET ELEV: 79.22OUTLET ELEV: 80.42INSTALL 24 LF OF 18" RCPINLET ELEV: 81.93OUTLET ELEV: 80.42INSTALL 24 LF OF 18" RCPINLET ELEV: 74.55OUTLET ELEV: 74.00INSTALL 31 LF OF 18" RCPINLET ELEV: 72.45OUTLET ELEV: 75.26INSTALL 120 LF OF 30" RCPINLET ELEV: 82.04OUTLET ELEV: 80.42PIPE TABLEPIPE NAME71729899105SIZEINSTALL 117 LF OF 24" RCPINLET ELEV: 72.45OUTLET ELEV: 75.13INSTALL 53 LF OF 30" RCPINLET ELEV: 72.45OUTLET ELEV: 70.22INSTALL 24 LF OF 18" RCPINLET ELEV: 79.57OUTLET ELEV: 79.66INSTALL 204 LF OF 24" RCPINLET ELEV: 87.04OUTLET ELEV: 90.61INSTALL 17 LF OF 18" RCPINLET ELEV: 79.50OUTLET ELEV: 79.57PIPE TABLEPIPE NAME114SIZEINSTALL 17 LF OF 18" RCPINLET ELEV: 79.66OUTLET ELEV: 79.75118INSTALL 84 LF OF 43 3/4" x 26 5/8" ARCPINLET ELEV: 98.11OUTLET ELEV: 98.35STRUCTURE TABLEID NO.A1A2B1B2C1DETAILSINSTALL S1 INLETSTA: 90+49.55 - SHOSHONEY AVETHROAT = 91.04PIPE 1 - INV IN = 87.04PIPE 99 - INV IN = 87.04PIPE 2 - INV OUT = 87.04INSTALL S1 INLETSTA: 64+94.53 - BURNEY ROADTHROAT = 78.45PIPE 63 - INV IN = 72.45PIPE 62 - INV IN = 74.00PIPE 71 - INV IN = 72.45PIPE 72 - INV OUT = 72.45INSTALL S1 INLETSTA: 90+49.64 - SHOSHONEY AVETHROAT = 91.03PIPE 1 - INV OUT = 87.14INSTALL S1 INLETSTA: 64+94.51 - BURNEY ROADTHROAT = 78.45PIPE 62 - INV OUT = 74.55INSTALL S1 INLETSTA: 93+32.61 - SHOSHONEY AVETHROAT = 86.22PIPE 59 - INV IN = 78.22PIPE 3 - INV OUT = 78.22STRUCTURE TABLEID NO.D1HW2HW3HW4K4DETAILSINSTALL S1 INLETSTA: 96+99.92 - SHOSHONEY AVETHROAT = 78.24PIPE 3 - INV IN = 70.22PIPE 72 - INV IN = 70.22PIPE 4 - INV OUT = 70.22INSTALL HEADWALLSTA: 94+11.11 - SHOSHONEY AVETHROAT = 84.08PIPE 105 - INV OUT = 79.50INSTALL HEADWALLSTA: 85+24.49 - SHOSHONEY AVETHROAT = 100.58PIPE 118 - INV OUT = 98.11INSTALL HEADWALLSTA: 85+25.68 - SHOSHONEY AVETHROAT = 100.82PIPE 118 - INV IN = 98.35INSTALL S1 INLETSTA: 42+08.73 - VERNAL ROADTHROAT = 82.64PIPE 98 - INV OUT = 79.66PIPE 114 - INV OUT = 79.66STRUCTURE TABLEID NO.L4V4W1X1Y1DETAILSINSTALL S1 INLETSTA: 42+08.73 - VERNAL ROADTHROAT = 82.64PIPE 98 - INV IN = 79.57PIPE 105 - INV IN = 79.57INSTALL S1 INLETSTA: 88+39.51 - SHOSHONEY AVETHROAT = 94.68PIPE 99 - INV OUT = 90.61INSTALL S1 INLETSTA: 93+32.61 - SHOSHONEY AVETHROAT = 86.22PIPE 60 - INV IN = 79.22PIPE 2 - INV IN = 82.22PIPE 59 - INV OUT = 79.72INSTALL S1 INLETSTA: 44+12.87 - VERNAL ROADTHROAT = 85.93PIPE 61 - INV IN = 80.42PIPE 64 - INV IN = 80.42PIPE 60 - INV OUT = 80.42INSTALL S1 INLETSTA: 44+12.85 - VERNAL ROADTHROAT = 85.93PIPE 61 - INV OUT = 81.93STRUCTURE TABLEID NO.Y4Z1DETAILSINSTALL YARD INLETSTA: 93+38.12 - SHOSHONEY AVETHROAT = 83.75PIPE 114 - INV IN = 79.75INSTALL S1 INLETSTA: 96+57.61 - SHOSHONEY AVETHROAT = 79.27PIPE 63 - INV OUT = 75.26MATCHLINE - SEE SHEET C3DFUTURE DRAINAGEFUTURE DRAINAGEFUTURE DRAINAGEFUTURE DRAINAGE50'0 100'FEET 339340341342343355356365366367368369370371372373374375376363364362361360359358357TELUGA AVENUEGRAND RAPIDS ROADTORRENT ROADSSSSSSSSSSSSSSSSSSSSSSSSS SSSSSSSSSSSSSSSSSSS S S S S S S S S SSSSSSSSSSSS S S S S S S SLINEWETLAND LINEWETLAND LINEWETLAND BUFFERLINE402403404405406407408409446447448449450451452453437436435434401400399398397 396395394TORRENT ROAD482483484E144C245D246E247S45F1F274U26G17H18I19J143G2H241K14211I240L112M139J213N129K230L231M2321410R414STRUCTURE TABLEID NO.C2D2E1E2DETAILSINSTALL S1 INLETSTA: 99+77.26 - SHOSHONEY AVETHROAT = 69.18PIPE 45 - INV IN = 61.68PIPE 44 - INV OUT = 61.68INSTALL S1 INLETSTA: 14+62.95 - TELUGA AVETHROAT = 67.68PIPE 46 - INV IN = 62.18PIPE 47 - INV IN = 62.18PIPE 45 - INV OUT = 62.18INSTALL S1 INLETSTA: 99+77.61 - SHOSHONEY AVETHROAT = 69.17PIPE 4 - INV IN = 60.67PIPE 44 - INV IN = 60.67PIPE 5 - INV OUT = 60.67INSTALL S1 INLETSTA: 14+62.69 - TELUGA AVETHROAT = 67.69PIPE 46 - INV OUT = 63.79STRUCTURE TABLEID NO.F1F2G1G2DETAILSINSTALL S1 INLETSTA: 102+02.26 - SHOSHONEY AVETHROAT = 62.11PIPE 5 - INV IN = 56.11PIPE 73 - INV IN = 56.11PIPE 6 - INV OUT = 56.11INSTALL S1 INLETSTA: 102+01.90 - SHOSHONEY AVETHROAT = 62.12PIPE 74 - INV IN = 58.22PIPE 73 - INV OUT = 58.22INSTALL S1 INLETSTA: 103+16.44 - SHOSHONEY AVETHROAT = 60.40PIPE 6 - INV IN = 55.40PIPE 7 - INV OUT = 55.40INSTALL S1 INLETSTA: 25+54.83 - GRAND RAPIDS ROADTHROAT = 54.95PIPE 43 - INV OUT = 50.95STRUCTURE TABLEID NO.H1H2I1I2DETAILSINSTALL S2 INLETSTA: 103+41.74 - SHOSHONEY AVETHROAT = 60.20PIPE 7 - INV IN = 55.20PIPE 8 - INV OUT = 55.20INSTALL S1 INLETSTA: 23+31.04 - GRAND RAPIDS ROADTHROAT = 52.20PIPE 41 - INV OUT = 48.20INSTALL S1 INLETSTA: 27+44.53 - GRAND RAPIDS ROADTHROAT = 60.24PIPE 8 - INV IN = 55.00PIPE 9 - INV OUT = 52.24INSTALL S2 INLETSTA: 21+66.56 - GRAND RAPIDS ROADTHROAT = 51.10PIPE 40 - INV OUT = 47.10STRUCTURE TABLEID NO.J1J2K1K2DETAILSINSTALL S1 INLETSTA: 25+54.83 - GRAND RAPIDS ROADTHROAT = 54.95PIPE 9 - INV IN = 44.95PIPE 43 - INV IN = 50.85PIPE 10 - INV OUT = 44.95INSTALL YARD INLETSTA: 20+29.49 - GRAND RAPIDS ROADTHROAT = 51.89PIPE 39 - INV OUT = 48.00INSTALL S1 INLETSTA: 23+03.50 - GRAND RAPIDS ROADTHROAT = 51.98PIPE 11 - INV IN = 44.89PIPE 41 - INV IN = 47.50PIPE 42 - INV OUT = 43.00INSTALL S1 INLETSTA: 18+14.51 - GRAND RAPIDS ROADTHROAT = 56.85PIPE 30 - INV IN = 51.80PIPE 29 - INV OUT = 51.80STRUCTURE TABLEID NO.L1L2M1M2DETAILSINSTALL S2 INLETSTA: 21+66.55 - GRAND RAPIDS ROADTHROAT = 51.10PIPE 12 - INV IN = 45.60PIPE 40 - INV IN = 46.59PIPE 11 - INV OUT = 45.60INSTALL S1 INLETSTA: 16+10.31 - TORRENT ROADTHROAT = 55.92PIPE 31 - INV IN = 51.92PIPE 32 - INV IN = 51.92PIPE 30 - INV OUT = 51.92INSTALL S1 INLETSTA: 20+17.55 - GRAND RAPIDS ROADTHROAT = 51.86PIPE 13 - INV IN = 46.86PIPE 39 - INV IN = 46.86PIPE 12 - INV OUT = 46.86INSTALL S1 INLETSTA: 16+10.32 - TORRENT ROADTHROAT = 55.92PIPE 31 - INV OUT = 52.02PIPE TABLEPIPE NAME45678910SIZEINSTALL 272 LF OF 36" RCPINLET ELEV: 60.67OUTLET ELEV: 70.22INSTALL 219 LF OF 42" RCPINLET ELEV: 56.11OUTLET ELEV: 60.67INSTALL 117 LF OF 48" RCPINLET ELEV: 55.40OUTLET ELEV: 56.11INSTALL 33 LF OF 48" RCPINLET ELEV: 55.20OUTLET ELEV: 55.40INSTALL 43 LF OF 48" RCPINLET ELEV: 55.00OUTLET ELEV: 55.20INSTALL 186 LF OF 48" RCPINLET ELEV: 44.95OUTLET ELEV: 52.24INSTALL 129 LF OF 18" RCPINLET ELEV: 52.64OUTLET ELEV: 44.95PIPE TABLEPIPE NAME11121314293031SIZEINSTALL 137 LF OF 48" RCPINLET ELEV: 44.89OUTLET ELEV: 45.60INSTALL 149 LF OF 42" RCPINLET ELEV: 45.60OUTLET ELEV: 46.86INSTALL 174 LF OF 42" RCPINLET ELEV: 46.86OUTLET ELEV: 48.33INSTALL 294 LF OF 42" RCPINLET ELEV: 48.33OUTLET ELEV: 49.32INSTALL 30 LF OF 24" RCPINLET ELEV: 51.68OUTLET ELEV: 51.80INSTALL 31 LF OF 24" RCPINLET ELEV: 51.80OUTLET ELEV: 51.92INSTALL 24 LF OF 18" RCPINLET ELEV: 51.92OUTLET ELEV: 52.02PIPE TABLEPIPE NAME32394041424344SIZEINSTALL 125 LF OF 24" RCPINLET ELEV: 51.92OUTLET ELEV: 53.16INSTALL 42 LF OF 24" RCPINLET ELEV: 46.86OUTLET ELEV: 48.00INSTALL 24 LF OF 18" RCPINLET ELEV: 46.59OUTLET ELEV: 47.10INSTALL 33 LF OF 18" RCPINLET ELEV: 47.50OUTLET ELEV: 48.20INSTALL 116 LF OF 48" RCPINLET ELEV: 44.89OUTLET ELEV: 43.00INSTALL 24 LF OF 18" RCPINLET ELEV: 50.85OUTLET ELEV: 50.95INSTALL 24 LF OF 30" RCPINLET ELEV: 61.68OUTLET ELEV: 60.67STRUCTURE TABLEID NO.N1R4S4DETAILSINSTALL S1 INLETSTA: 18+37.55 - GRAND RAPIDS ROADTHROAT = 56.35PIPE 14 - INV IN = 48.33PIPE 29 - INV IN = 51.68PIPE 13 - INV OUT = 48.33INSTALL JUNTION BOXSTA: 14+73.86 - TORRENT ROADTHROAT = 57.68PIPE 33 - INV IN = 53.16PIPE 32 - INV OUT = 53.16INSTALL YARD INLETSTA: 16+69.16 - TELUGA AVETHROAT = 66.10PIPE 38 - INV OUT = 62.10INSTALL YARD INLETSTA: ??? ???PIPE TABLEPIPE NAME45464774SIZEINSTALL 32 LF OF 24" RCPINLET ELEV: 62.18OUTLET ELEV: 61.68INSTALL 24 LF OF 18" RCPINLET ELEV: 63.79OUTLET ELEV: 62.18INSTALL 117 LF OF 24" RCPINLET ELEV: 64.19OUTLET ELEV: 62.18INSTALL 93 LF OF 24" RCPINLET ELEV: 60.55OUTLET ELEV: 58.22MATCHLINE - SEE SHEET C3EMATCHLINE - SEE SHEET C3CFUTURE DRAINAGEFUTURE DRAINAGEFUTUREDRAINAGEPROPOSED LIFTSTATION50'0 100'FEET SSSSSSSSSSSSSSSSSSSSSSS S S 258257256343344345346347348349350351352353354SELFOSS ROADS S S S S S S S S S S S SSSSSSSWETLAND BUFFERLINEWETLAND BUFFERLINENON JURISDICTIONALWETLANDWETLAND LINE58 57 565554 53525150 49484746 454443 565554535251504948474645SSSSSSSSSSSSSSSSSSSSSSS S S 485486487454455685Z3Y3798081B482C483A4103X4STRUCTURE TABLEID NO.A4B4C4X4DETAILSINSTALL S1 INLETSTA: 108+31.25 - SHOSHONEY AVETHROAT = 62.65PIPE 103 - INV IN = 59.96PIPE 80 - INV OUT = 58.65INSTALL S1 INLETSTA: 107+34.76 - SHOSHONEY AVETHROAT = 62.13PIPE 81 - INV IN = 57.00PIPE 82 - INV OUT = 54.13INSTALL JUNCTION BOXSTA: ??? - ???THROAT = 57.70PIPE 82 - INV IN = 51.71PIPE 83 - INV OUT = 47.71INSTALL YARD INLETSTA: 109+53.05 - SHOSHONEY AVETHROAT = 65.13PIPE 103 - INV OUT = 61.13STRUCTURE TABLEID NO.Y3Z3DETAILSINSTALL S1 INLETSTA: 16+00.77 - SELFOSS ROADTHROAT = 63.99PIPE 85 - INV IN = 57.99PIPE 79 - INV IN = 57.99PIPE 81 - INV OUT = 57.99INSTALL S1 INLETSTA: 16+00.77 - SELFOSS ROADTHROAT = 63.38PIPE 80 - INV IN = 58.53PIPE 79 - INV OUT = 58.53PIPE TABLEPIPE NAME79808182SIZEINSTALL 24 LF OF 30" RCPINLET ELEV: 58.53OUTLET ELEV: 57.99INSTALL 32 LF OF 30" RCPINLET ELEV: 58.65OUTLET ELEV: 58.53INSTALL 62 LF OF 30" RCPINLET ELEV: 57.99OUTLET ELEV: 57.00INSTALL 147 LF OF 30" RCPINLET ELEV: 54.13OUTLET ELEV: 51.71PIPE TABLEPIPE NAME8385103SIZEINSTALL 99 LF OF 30" RCPINLET ELEV: 47.71OUTLET ELEV: 43.00INSTALL 317 LF OF 30" RCPINLET ELEV: 57.99OUTLET ELEV: 67.75INSTALL 118 LF OF 18" RCPINLET ELEV: 61.13OUTLET ELEV: 59.96MATCHLINE - SEE SHEET C3DEXISTING DRAINAGE50'0 100'FEET 402403404405406407408409410411412413442443444445446447448449450451452453440439438437436435434433432431430429428401400399398397 396395394TORRENT ROADTELUGA AVENUEGRAND RAPIDS ROAD498499500501502503504505506507508509 510511 512513515514516517518519520521522523524525526527528529530531532533 534545544543542541540539538537536SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS S S S S S S S S S S S S S S S S S S S S S SSSS SSSSSSSSS S S S S S S S S SSSS S S S SSSSSSSS S S S SSSSSSS465466467468469470471472473474475476478477479480481482483484485486487454455456457458459460461462463SSSSSSSSSS 258257256324325326327 328329330 331332333334335336337338339340341342343344345346347348349350351352353354355356365366367368369370371372373374375376377378379380381382383384385386387388389390391392393363364362361360359358357SHOSHONEY AVENUEVERNAL ROADBURNEY ROADTELUGA AVENUEGRAND RAPIDS ROADTORRENT ROADSELFOSS ROADWETLAND BUFFERLINEWETLAND BUFFERLINENON JURISDICTIONALWETLANDWETLAND LINEWETLAND LINEWETLAND LINEWETLAND BUFFERLINE58 57 565554 53525150 49484746 454443 565554535251504948474645MH 1MH 2MH 3MH 4MH 5MH 6MH 7MH 20MH 19MH 18MH 8MH 9MH 10MH 11MH 13 (DROP)INSTALL 397 LF OF 8" PVC GRAVITYSEWER PIPE @ 1.35% SLOPEINSTALL 397 LF OF 8" PVC GRAVITYSEWER PIPE @ 2.60% SLOPEINSTALL 322 LF OF 8" PVC GRAVITYSEWER PIPE @ 1.97% SLOPEINSTALL 317 LF OF 8" PVC GRAVITYSEWER PIPE @ 3.41% SLOPEINSTALL 168 LF OF 8" PVC GRAVITYSEWER PIPE @ 1.69% SLOPEINSTALL 116 LF OF 8" PVC GRAVITYSEWER PIPE @ 1.60% SLOPEINSTALL 86 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.96% SLOPEINSTALL 397 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.40% SLOPEINSTALL 164 LF OF 8" PVC GRAVITYSEWER PIPE @ 2.23% SLOPEINSTALL 280 LF OF 8" PVC GRAVITYSEWER PIPE @ 4.57% SLOPEINSTALL 397 LF OF 8" PVC GRAVITYSEWER PIPE @ 2.28% SLOPEINSTALL 246 LF OF 8" PVC GRAVITYSEWER PIPE @ 1.34% SLOPEINSTALL 141 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.88% SLOPEINSTALL 122 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.77% SLOPEINSTALL 48 LF OF 8" PVC GRAVITYSEWER PIPE @ 2.40% SLOPEINSTALL 253 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.40% SLOPEINSTALL 354 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.40% SLOPEINSTALL 158 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.43% SLOPEINSTALL 397 LF OF 8" PVC GRAVITYSEWER PIPE @ 2.44% SLOPEINSTALL 343 LF OF 8" PVC GRAVITYSEWER PIPE @ 1.59% SLOPEMH 15MH 16MH 17MH 21MH 12MH 14SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS S S S S S S S S S S S S S S S S S S S S S SSSS SSSSSSSSS S S S S S S S S SSSS S S S SSSSSSSS S S S SSSSSSSINSTALL 73 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.48% SLOPEINSTALL FIRE HYDRANTASSEMBLYINSTALL FIRE HYDRANTASSEMBLYINSTALL FIRE HYDRANTASSEMBLYINSTALL 6" PVCWATER MAININSTALL 6" PVCWATER MAININSTALL 8" PVCWATER MAININSTALL 6" PVCWATER MAININSTALL 8" PVCWATER MAININSTALL SEWERSERVICE(TYPICAL)INSTALL WATERSERVICE (TYPICAL)INSTALL SEWERSERVICE (TYPICAL)INSTALL SEWER SERVICE(TYPICAL)INSTALL WATER SERVICE(TYPICAL)INSTALL 18 L.F. OF 6"DUCTILE IRON PIPE &6" M.J. PLUGINSTALL 18 L.F. OF 6"DUCTILE IRON PIPE &6" M.J. PLUGINSTALL 18 L.F. OF 6"DUCTILE IRON PIPE &6" M.J. PLUGINSTALL FIRE HYDRANTASSEMBLYINSTALL WATER SERVICE(TYPICAL)INSTALL FIRE HYDRANTASSEMBLYINSTALL FIRE HYDRANTASSEMBLYINSTALL FIRE HYDRANTASSEMBLYINSTALL 6" PVC WATER MAININSTALL 18 L.F. OF 8"DUCTILE IRON PIPE &8" M.J. PLUGINSTALL 8" PVCWATER MAININSTALL 6" PVCWATER MAININSTALL 6" PVCWATER MAININSTALL SEWERSERVICE (TYPICAL)INSTALL 6" PVC WATER MAININSTALL 6" PVC WATER MAININSTALL 6" PVC WATER MAININSTALL 6" PVC WATER MAININSTALL 18 L.F. OF 6"DUCTILE IRON PIPE &6" M.J. PLUGINSTALL 18 L.F. OF 6" DUCTILEIRON PIPE & 6" M.J. PLUGINSTALL WATER SERVICE(TYPICAL)INSTALL SEWER SERVICE(TYPICAL)INSTALL 18 L.F. OF 6"DUCTILE IRON PIPE &6" M.J. PLUGINSTALL 6" PVCWATER MAININSTALL 6" PVCWATER MAININSTALL 6" PVCWATER MAINREMOVE EXISTING 6" M.J. PLUG &CONNECT TO EXISTING6" PVC WATER MAININSTALL FIRE HYDRANTASSEMBLYINSTALL 18 L.F. OF 6" DUCTILEIRON PIPE & 6" M.J. PLUGINSTALL 8" PVCWATER MAININSTALL SEWERSERVICE (TYPICAL)INSTALL SEWERSERVICE (TYPICAL)INSTALL SEWERSERVICE (TYPICAL)INSTALL SEWER SERVICE(TYPICAL)INSTALL SEWER SERVICE(TYPICAL)INSTALL LIFT STATIONINSTALL 4" 45° M.J. BENDINSTALL 4" FORCEMAININSTALL 4" FORCEMAININSTALL 4" FORCEMAININSTALL 4" FORCEMAININSTALL 4" 45° M.J. BENDINSTALL 4" FORCEMAININSTALL 4" 45° M.J. BENDCONNECT 4" FORCEMAINTO EXISTING MANHOLE(LINE MH PER BCSS SPECS)INSTALL 4" FORCEMAININSTALL 12"x8" TAPPING SLEEVE & VALVETIE TO 12" EXISTING WATERMAINEX. 12"WATERMAIN1000 200FEET 471472473474475476478477503504505506507508509 510511 512513515514516528529530531532533 534545544543542324325326327 328329330 331332333334335336337338377378379380381382383384385386387388389390391392393SHOSHONEY AVENUEVERNAL ROADBURNEY ROADSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS S S S S S S S S S S S S S S S S S S S S S SSSSSSSSSSSSSSSMH 1MH 2MH 3MH 4MH 16MH 15INSTALL 397 LF OF 8" PVC GRAVITYSEWER PIPE @ 1.35% SLOPEINSTALL 397 LF OF 8" PVC GRAVITYSEWER PIPE @ 2.60% SLOPEINSTALL 322 LF OF 8" PVC GRAVITYSEWER PIPE @ 1.97% SLOPEINSTALL 397 LF OF 8" PVC GRAVITYSEWER PIPE @ 2.44% SLOPEINSTALL 343 LF OF 8" PVC GRAVITYSEWER PIPE @ 1.59% SLOPEMATCHLINE - SEE SHEET C4CINSTALL 12"x8" TAPPING SLEEVE & VALVETIE TO 12" EXISTING WATERMAININSTALL FIRE HYDRANTASSEMBLYINSTALL FIRE HYDRANTASSEMBLYINSTALL FIRE HYDRANTASSEMBLYINSTALL 8"x6" M.J. TEE,8" M.J. GATE VALVE, &6" M.J. GATE VALVEW/ MEGALUGSINSTALL 6" PVCWATER MAININSTALL 8" M.J. GATE VALVEW/ MEGALUGSINSTALL 8"x6" M.J. CROSS &6" M.J. GATE VALVE W/ MEGALUGSINSTALL 6" PVCWATER MAININSTALL 8" PVCWATER MAININSTALL 6" PVCWATER MAININSTALL 8" PVCWATER MAININSTALL 6" M.J. GATE VALVEW/ MEGALUGSINSTALL SEWER SERVICE(TYPICAL)INSTALL WATER SERVICE(TYPICAL)INSTALL SEWER SERVICE(TYPICAL)INSTALL WATER SERVICE(TYPICAL)INSTALL SEWER SERVICE(TYPICAL)INSTALL WATER SERVICE(TYPICAL)INSTALL 18 L.F. OF 6"DUCTILE IRON PIPE &6" M.J. PLUGTO END PHASE 6CONSTRUCTIONINSTALL 18 L.F. OF 6"DUCTILE IRON PIPE &6" M.J. PLUG TO END PHASE 6CONSTRUCTIONINSTALL 18 L.F. OF 6"DUCTILE IRON PIPE &6" M.J. PLUGTO END PHASE 6CONSTRUCTIONINSTALL 8" PVCWATER MAINEX. 12"WATERMAINFUTURE GRAVITY SEWER50'0 100'FEET 402403404405406407408409446447448449450451452453437436435434401400399398397 396395394TORRENT ROAD479480481482483484485486487339340341342343344345346352353354355356365366367368369370371372373374375376363364362361360359358357TELUGA AVENUEGRAND RAPIDS ROADTORRENT ROADSSSSSSSSSSSSSSSSSSSSSSSSS SSSSSSSSSSSSSSSSSSS S S S S S S S S S S S S S S S S S S S S SSSSSSSSSSSS S S S S S S S MH 5MH 6MH 7MH 20MH 8MH 9MH 10MH 11MH 13 (DROP)MH 14MH 17INSTALL 317 LF OF 8" PVC GRAVITYSEWER PIPE @ 3.41% SLOPEINSTALL 168 LF OF 8" PVC GRAVITYSEWER PIPE @ 1.69% SLOPEINSTALL 397 LF OF 8" PVC GRAVITYSEWER PIPE @ 2.28% SLOPEINSTALL 116 LF OF 8" PVC GRAVITYSEWER PIPE @ 1.60% SLOPEINSTALL 86 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.96% SLOPEINSTALL 397 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.40% SLOPEINSTALL 246 LF OF 8" PVC GRAVITYSEWER PIPE @ 1.34% SLOPEINSTALL 141 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.88% SLOPEINSTALL 122 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.77% SLOPEINSTALL 48 LF OF 8" PVC GRAVITYSEWER PIPE @ 2.40% SLOPEINSTALL 253 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.40% SLOPEINSTALL 158 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.43% SLOPEINSTALL 354 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.40% SLOPEINSTALL 354 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.40% SLOPE440439438437436433432431430429428427GRAND RAPIDS ROADSSSSSSSSSSMH 12INSTALL 354 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.40% SLOPEMATCHLINE - SEE SHEET C4DMATCHLINE - SEE SHEET C4BINSTALL FIRE HYDRANTASSEMBLY &6" M.J. GATE VALVEW/ MEGALUGSINSTALL WATER SERVICE(TYPICAL)INSTALL FIRE HYDRANT ASSEMBLY,6" M.J. TEE, (2) 6" M.J. GATE VALVES, &6" M.J. 22.5° BEND W/ MEGALUGSINSTALL FIRE HYDRANTASSEMBLYINSTALL 6" M.J. TEE& (2) 6" M.J. GATE VALVESW/ MEGALUGSINSTALL 8" M.J. TEE,8" M.J. GATE VALVE, &(2) 8" M.J. 45° BENDSW/ MEGALUGSINSTALL 6" M.J. GATE VALVEW/ MEGALUGSINSTALL 6" 22.5° M.J. BENDW/ MEGALUGSINSTALL 6" 45° M.J. BENDW/ MEGALUGSINSTALL 6" PVC WATER MAININSTALL 18 L.F. OF 8"DUCTILE IRON PIPE &8" M.J. PLUGTO END PHASE 6CONSTRUCTIONINSTALL 8" PVCWATER MAININSTALL 6" PVCWATER MAININSTALL 8" PVCWATER MAININSTALL 6" PVCWATER MAININSTALL SEWER SERVICE(TYPICAL)INSTALL 6" PVC WATER MAININSTALL (3) 6" 22.5° M.J. BENDSW/ MEGALUGSINSTALL 6" 11.25° M.J. BENDW/ MEGALUGSINSTALL (2) 6" M.J. 45° BENDSW/ MEGALUGSINSTALL 6" PVC WATER MAININSTALL 6" PVC WATER MAININSTALL 6" PVC WATER MAININSTALL 18 L.F. OF 6"DUCTILE IRON PIPE &6" M.J. PLUGTO END PHASE 6CONSTRUCTIONINSTALL 18 L.F. OF 6"DUCTILE IRON PIPE &6" M.J. PLUGTO END PHASE 6CONSTRUCTIONINSTALL 6" M.J. 22.5° BENDW/ MEGALUGSINSTALL FIRE HYDRANT ASSEMBLY &6" M.J. GATE VALVE W/ MEGALUGSINSTALL 18 L.F. OF 6"DUCTILE IRON PIPE &6" M.J. PLUGTO END PHASE 6CONSTRUCTIONINSTALL 6" M.J. TEEW/ MEGALUGSMATCHLINE - SEE THIS SHEET LEFTMATCHLINE - SEE THIS SHEET RIGHTFUTURE SEWER PIPEINSTALL LIFT STATION &ACCESS ROADINSTALL 4" 45° M.J. BENDINSTALL 4" FORCEMAININSTALL 4" FORCEMAININSTALL 4" FORCEMAININSTALL 4" FORCEMAININSTALL (3) 6" 22.5° M.J. BENDSW/ MEGALUGSINSTALL 8" x 6"M.J. REDUCERW/ MEGALUGSINSTALL SEWER SERVICE(TYPICAL)INSTALL SEWER SERVICE(TYPICAL)INSTALL SEWER SERVICE(TYPICAL)INSTALL SEWER SERVICE(TYPICAL)50'0 100'FEET SSSSSSSSSSSSSS S S 2582572562554844854864874544554567343344345346347348349350351352353354SELFOSS ROADS S S S S S S S S S S S S S S S S SSSSSSSSMH 19MH 18MH 17MH 21INSTALL 397 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.40% SLOPEINSTALL 164 LF OF 8" PVC GRAVITYSEWER PIPE @ 2.23% SLOPEINSTALL 280 LF OF 8" PVC GRAVITYSEWER PIPE @ 4.57% SLOPEMATCHLINE - SEE SHEET C4CINSTALL WATER SERVICE(TYPICAL)INSTALL SEWER SERVICE(TYPICAL)INSTALL 18 L.F. OF 6"DUCTILE IRON PIPE &6" M.J. PLUG FOR FUTURECONNECTIONINSTALL 6" M.J. TEE &(2) 6" M.J. GATE VALVESW/ MEGALUGSINSTALL 6" PVCWATER MAININSTALL 6" PVCWATER MAININSTALL 6" PVCWATER MAINREMOVE EXISTING PLUG &CONNECT TO EXISTING6" PVC WATER MAININSTALL FIRE HYDRANTASSEMBLYINSTALL 4" FORCEMAININSTALL 4" 45° M.J. BENDINSTALL 4" 45° M.J. BENDTIE 4" FORCEMAINTO EXISTING MANHOLE(LINE MH PER BCSS SPECS)INSTALL 4" FORCEMAIN50'0 100'FEET 498499500501502503504505506507508509 510511 512513515514516517518519520521522523524525526527528529530531532533 534545544543542541540539538537536SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS S S S S S S S S S S S S S S S S S S S S S SSSS SSSSSSSSS S S S S S S S S SSSS S S S SSSSSSSS S S S SSSSSSS402403404405406407408409410411412413442443444445446447448449450451452453440439438437436435434433432431430429428401400399398397 396395394TORRENT ROADTELUGA AVENUEGRAND RAPIDS ROAD465466467468469470471472473474475476478477479480481482483484485486487454455456457458459460461462463SSSSSSSSSS 258257256324325326327 328329330 331332333334335336337338339340341342343344345346347348349350351352353354355356365366367368369370371372373374375376377378379380381382383384385386387388389390391392393363364362361360359358357SHOSHONEY AVENUEVERNAL ROADBURNEY ROADTELUGA AVENUEGRAND RAPIDS ROADTORRENT ROADSELFOSS ROADINSTALL 5' SIDEWALKINSTALL STREET LIGHTINSTALL 5' SIDEWALKINSTALLSTREET LIGHTINSTALL STREET LIGHTINSTALL STREET LIGHTINSTALL 5' SIDEWALKINSTALL 5' SIDEWALKINSTALL 5' SIDEWALKINSTALL 5' SIDEWALKINSTALL STREET LIGHTINSTALL 5' SIDEWALKINSTALL 5' SIDEWALKINSTALL 5' SIDEWALKINSTALL STREET LIGHTINSTALL CURB RAMPS(SEE DETAIL)INSTALL STOP SIGN &(2) STREET SIGNSINSTALL STOP SIGN &(2) STREET SIGNSINSTALL CURB RAMPS(SEE DETAIL)INSTALL CURB RAMPS(SEE DETAIL)INSTALL CURB RAMPS(SEE DETAIL)INSTALL CURB RAMPS(SEE DETAIL)INSTALL CURB RAMPS(SEE DETAIL)INSTALL CURB RAMPS(SEE DETAIL)INSTALL STOP SIGN &(2) STREET SIGNSINSTALL 5' SIDEWALKINSTALL CURB RAMPS(SEE DETAIL)INSTALL CURB RAMPS(SEE DETAIL)INSTALL CURB RAMPS(SEE DETAIL)INSTALL STREET LIGHTINSTALL STREET LIGHTINSTALLSTREET LIGHTINSTALL STREET LIGHTINSTALL STREET LIGHTINSTALL STREET LIGHTINSTALL CURBRAMPS (SEE DETAIL)INSTALL STOPSIGN & (2)STREET SIGNSINSTALL CURB RAMPS(SEE DETAIL)INSTALL CURB RAMPS(SEE DETAIL)INSTALL CURB RAMPS(SEE DETAIL)INSTALL CURB RAMPS(SEE DETAIL)INSTALL STOP SIGN &(2) STREET SIGNSINSTALL CURB RAMPS(SEE DETAIL)INSTALL CURB RAMPS(SEE DETAIL)INSTALL STOP SIGN &(2) STREET SIGNSINSTALL CURB RAMPS(SEE DETAIL)INSTALL CURB RAMPS(SEE DETAIL)INSTALL CURB RAMPS(SEE DETAIL)INSTALL CURB RAMPS(SEE DETAIL)INSTALL CURB RAMPS(SEE DETAIL)INSTALL STOP SIGN &(2) STREET SIGNSINSTALL STREET LIGHTINSTALL 5' SIDEWALKINSTALL STOP SIGN &(2) STREET SIGNSINSTALL CURB RAMPS(SEE DETAIL)INSTALL STREET LIGHTINSTALL CURB RAMPS(SEE DETAIL)INSTALL CURB RAMPS(SEE DETAIL)INSTALL CURB RAMPS(SEE DETAIL)INSTALL CURB RAMPS(SEE DETAIL)INSTALL 5' SIDEWALKINSTALL 5' SIDEWALKINSTALL 5' SIDEWALKINSTALL 5'SIDEWALKINSTALL 5' SIDEWALKINSTALL5' SIDEWALKINSTALL 5' SIDEWALKINSTALL 5' SIDEWALKINSTALL 5' SIDEWALKINSTALL CURB RAMPS(SEE DETAIL)FEET2000100 474475514545324325326327 328329330 331332333334335336337338377378379380381382383384385386387388389390391392393SHOSHONEY AVENUEVERNAL ROADBURNEY ROADSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS S S S S S S S S S MATCHLINE - SEE SHEET C5CINSTALL 5' SIDEWALKINSTALL STREET LIGHTINSTALL 5' SIDEWALKINSTALL STREET LIGHTINSTALL STREET LIGHTINSTALL STREET LIGHTINSTALL 5' SIDEWALKINSTALL 5' SIDEWALKINSTALL 5' SIDEWALKINSTALL 5' SIDEWALKINSTALL STREET LIGHTINSTALL 5' SIDEWALKINSTALL 5' SIDEWALKINSTALL 5' SIDEWALKINSTALL STREET LIGHTINSTALL CURB RAMP(SEE DETAIL)INSTALL STOP SIGN &(2) STREET SIGNSINSTALL STOP SIGN &(2) STREET SIGNSINSTALL CURB RAMP (SEE DETAIL)INSTALL CURB RAMP (SEE DETAIL)INSTALL CURB RAMPS(SEE DETAIL)INSTALL CURB RAMPS(SEE DETAIL)INSTALL CURB RAMP(SEE DETAIL)INSTALL CURB RAMP(SEE DETAIL)INSTALL STOP SIGN &(2) STREET SIGNSINSTALL 5' SIDEWALKINSTALL CURB RAMP (SEE DETAIL)INSTALL CURB RAMP(SEE DETAIL)INSTALL CURB RAMP(SEE DETAIL)50'0 100'FEET 402403404405406407408409446447448449450451452453437436435434401400399398397 396395394TORRENT ROAD482483484339340341342355356365366367368369370371372373374375376363364362361360359358357TELUGA AVENUEGRAND RAPIDS ROADTORRENT ROADSSSSSSSSSSSSSSSSSSSSSSSSS SSSSSSSSSSSSSSSSSSS S S S S S S S S SSSSSSSSSSSS S S S S S S SWETLAND LINEWETLAND LINEWETLAND BUFFERLINE402403404405406407408409446447448449450451452453437436435434401400399398397 396395394TORRENT ROAD482483484339340341342355356365366367368369370371372373374375376363364362361360359358357TELUGA AVENUEGRAND RAPIDS ROADTORRENT ROADSSSSSSSSSSSSSSSSSSSSSSSSS SSSSSSSSSSSSSSSSSSS S S S S S S S S SSSSSSSSSSSS S S S S S S SWETLAND LINEWETLAND LINEWETLAND BUFFERLINEMATCHLINE - SEE SHEET C5DINSTALL STREET LIGHTINSTALL STREET LIGHTINSTALL STREET LIGHTINSTALL STREET LIGHTINSTALL STREET LIGHTINSTALL STREET LIGHTINSTALL CURB RAMPS(SEE DETAIL)INSTALL STOP SIGN &(2) STREET SIGNSINSTALL CURB RAMPS(SEE DETAIL)INSTALL CURB RAMP (SEE DETAIL)INSTALL CURB RAMP (SEE DETAIL)INSTALL CURB RAMPS(SEE DETAIL)INSTALL STOP SIGN &(2) STREET SIGNSINSTALL CURB RAMPS(SEE DETAIL)INSTALL CURB RAMPS(SEE DETAIL)INSTALL STOP SIGN &(2) STREET SIGNSINSTALL CURB RAMP (SEE DETAIL)INSTALL CURB RAMP(SEE DETAIL)INSTALL CURB RAMP(SEE DETAIL)INSTALL CURB RAMP(SEE DETAIL)INSTALL STOP SIGN &(2) STREET SIGNSINSTALL 5' SIDEWALKINSTALL 5' SIDEWALKINSTALL5' SIDEWALKINSTALL 5' SIDEWALKINSTALL CURB RAMPS(SEE DETAIL)INSTALL CURB RAMP(SEE DETAIL)50'0 100'FEET SSSSSSSSSSSSS S S 2582572564844854864874544556343344345346347348349350351352353354SELFOSS ROADS S S S S S S S S S S S SSSSSSSMATCHLINE - SEE SHEET C5D•••••••5'-6"1'-0" CONC. BASEEXISTING GRADENOT TO SCALE1'-0"2'-6" (MIN.)1'-0"x1'-6"x.080" ALUMINUMWETLAND BUFFER BOUNDARYSIGN TO READ "WETLANDBUFFER BOUNDARY PER BOLT TO STEEL TUBE ORWITH 3/8" CADMIUMPLATED BOLTS, NUTSAND WASHERS.2"x2"x.188" STEEL TUBEOR GALVANIZED U CHANNELBASE 2'-0"1'-6"CITY OF FAIRHOPE GALVANIZED U CHANNELEXTEND INTO CONC.••••INSTALL STREET LIGHTINSTALL 5' SIDEWALKINSTALL STOP SIGN &(2) STREET SIGNSINSTALL CURB RAMPS(SEE DETAIL)INSTALL STREET LIGHTINSTALL CURB RAMP(SEE DETAIL)INSTALL CURB RAMP(SEE DETAIL)INSTALL CURB RAMP (SEE DETAIL)INSTALL CURB RAMP(SEE DETAIL)INSTALL 5' SIDEWALKINSTALL 5' SIDEWALKINSTALL 5' SIDEWALKINSTALL 5'SIDEWALKTIE TO EXISTING 5' SIDEWALK50'0 100'FEET 102.06(FIELD VERIFY)101.75(FIELD VERIFY)101.39(FIELD VERIFY)101.40101.41100.83100.59102.09(FIELD VERIFY)86.2585.6885.1085.1085.1685.2285.2285.9086.5786.5886.4286.2585.8485.8486.0578.8678.3477.8378.9679.6079.2378.8678.7268.1067.3566.6068.2069.3968.7468.1068.0069.3966.6067.9967.3568.7466.9867.3667.3668.3860.7160.2559.7860.0860.4360.7960.9059.9960.6963.6063.3563.1163.6363.1862.7363.1362.9256.3756.3755.9656.7955.4357.2056.6056.39LANGFORD ROAD (EXISTING)VERNAL ROADSHOSHONEY AVENUE334335382383SHOSHONEY AVENUEBURNEY RD.379378SHOSHONEY AVENUETELUGA AVE.SHOSHONEY AVENUEGRAND RAPIDS ROADSHOSHONEY AVENUESELFOSS RD.351350GRAND RAPIDS ROADTORRENT ROAD360361362364SHOSHONEYAVENUE20040FEET 60657075808590951001051106065707580859095100105110102.00100.61101.6099.51100.4798.4199.0897.3197.6896.2196.5295.1895.4094.2294.4693.3293.5692.5092.6791.7492.6290.9891.4690.2290.4189.4089.7388.5288.9887.5888.1886.5787.2785.5186.1684.4485.0783.3784.0382.3082.9081.2381.7280.1580.4878.9579.1977.6177.9076.1576.6274.5574.7884+50 85+0086+0087+0088+0089+0090+0091+0092+0093+0094+0095+0096+0097+0098+00 98+50-0.54%-2.20%-1.51%-2.14%HIGH PT STA = 85+35.09HIGH PT ELEV = 101.64PVI STA = 85+59.57PVI ELEV = 101.50AD = -1.67%K = 29.34LENGTH = 49'BVCS: 85+35.09BVCE: 101.64EVCS: 85+84.06EVCE: 100.96HIGH PT STA = 91+25.00HIGH PT ELEV = 90.60PVI STA = 92+50.00PVI ELEV = 88.72AD = -0.63%K = 397.78LENGTH = 250'BVCS: 91+25.00BVCE: 90.60EVCS: 93+75.00EVCE: 86.04HIGH PT STA = 96+25.00HIGH PT ELEV = 80.70PVI STA = 98+00.00PVI ELEV = 76.96AD = -1.85%K = 189.41LENGTH = 350'BVCS: 96+25.00BVCE: 80.70LOW PT STA = 90+25.00LOW PT ELEV = 92.11PVI STA = 89+00.00PVI ELEV = 94.00AD = 0.69%K = 359.79LENGTH = 250'BVCS: 87+75.00BVCE: 96.76EVCS: 90+25.00EVCE: 92.11INSTALL 397 LF OF 8" PVC GRAVITYSEWER PIPE @ 1.35% SLOPESTA 89+97.27RIM = 92.71INV IN = 86.10MH 2INV OUT = 86.00STA 85+97.27RIM = 100.84MH 1INV OUT = 91.50INSTALL 397 LF OF 8" PVC GRAVITYSEWER PIPE @ 2.60% SLOPESTA 93+97.24RIM = 86.05INV IN = 75.60INV IN = 77.50MH 3INV OUT = 75.50STA 97+22.24RIM = 78.72INV IN = 69.10INV IN = 70.00MH 4INV OUT = 69.00INSTALL 322 LF OF 8" PVC GRAVITYSEWER PIPE @ 1.97% SLOPEV4992W1C1Z1D1416072363A1B1324325326327 328329330 3313323333343353363373383377378379380381382383384385386387388389390391392393SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS S S S S S S S SHOSHONEY AVEVERNAL ROADBURNEY ROADSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS S S S S S S S MH 1MH 2MH 3MH 4V499A1B112W16059C1X161Y1643D14B2A272Z171629810511463Y4K4L4HW2MATCHLINE STA 98+50 - SEE SHEET P2MATCHLINE STA 98+50 - SEE SHEET P2PHASE 6PHASE 8 (FUTURE DEVELOPMENT)PHASE 9 (FUTURE DEVELOPMENT)EXISTING GROUNDCENTERLINE PROFILEGRADE LINEFUTURE DRAINAGEFUTURE DRAINAGE 4045505560657075808590404550556065707580859074.5574.7872.8272.8368.9969.2366.9967.5465.2365.8763.9364.5662.8663.2261.8462.0561.1661.2160.8960.9061.0260.9561.2961.5261.5662.2261.8462.9262.1163.3762.3863.7562.6563.7062.9263.2863.1963.4063.4664.0063.7364.4464.0764.7264.5464.9864.9265.1598+50 99+00100+00 101+00 102+00 103+00 104+00 105+00 106+00 107+00 108+00 109+00 110+00110+35-2.14%0.54%-3.99%HIGH PT STA = 96+25.00HIGH PT ELEV = 80.70PVI STA = 98+00.00PVI ELEV = 76.96AD = -1.85%K = 189.41LENGTH = 350'EVCS: 99+75.00EVCE: 69.98LOW PT STA = 103+57.99LOW PT ELEV = 60.89PVI STA = 103+09.19PVI ELEV = 60.53AD = 2.68%K = 61.20LENGTH = 164'BVCS: 102+27.28BVCE: 62.28EVCS: 103+91.10EVCE: 60.98LOW PT STA = 109+00.00LOW PT ELEV = 63.73PVI STA = 109+50.00PVI ELEV = 64.00AD = 0.54%K = 185.40LENGTH = 100'BVCS: 109+00.00BVCE: 63.73EVCS: 110+00.00EVCE: 64.54LOW PT STA = 101+50.00LOW PT ELEV = 63.93PVI STA = 101+00.00PVI ELEV = 65.00AD = 1.85%K = 54.05LENGTH = 100'BVCS: 100+50.00BVCE: 66.99EVCS: 101+50.00EVCE: 63.93INSTALL 317 LF OF 8" PVC GRAVITYSEWER PIPE @ 3.41% SLOPESTA 100+42.24RIM = 67.72INV IN = 58.10INV IN = 59.10MH 5INV OUT = 58.00INSTALL 168 LF OF 8" PVC GRAVITYSEWER PIPE @ 1.69% SLOPESTA 102+13.29RIM = 62.75INV IN = 55.10MH 6INV OUT = 55.00STA 104+11.99RIM = 61.26INV IN = 54.06MH 20INV OUT = 53.96INSTALL 397 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.40% SLOPESTA 108+11.95RIM = 63.73INV IN = 55.75INV IN = 55.75MH 19INV OUT = 55.65INSTALL 164 LF OF 8" PVC GRAVITYSEWER PIPE @ 2.23% SLOPESTA 109+79.76RIM = 64.50MH 18INV OUT = 59.50INSTALL 116 LF OF 8" PVC GRAVITYSEWER PIPE @ 1.60% SLOPESTA 27+44.69RIM = 60.81INV IN = 53.10INV IN = 53.10MH 7INV OUT = 53.00INSTALL 86 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.96% SLOPEE1F2F16G17H1I18454473981B4Y3Z37980A4103X48582SSSSSSSSSSSSSSS S S S S S S TELUGA AVESHOSHONEY AVESSSSSSSSSSSSSSS S S S S S S MH 5MH 6MH 7MH 2044C2E1545D246E2F1F274U2G1H1I194767873SSSSSSSSSSSSSS S S S SHOSHONEY AVESELFOSS ROADSSSSSSSSSSSSSMH 19MH 188179Y3Z38580103A4X482B4MATCHLINE STA 98+50 - SEE SHEET P1MATCHLINE STA 104+50MATCHLINE STA 104+50340341342343344345346347348349350351352353354355356AREA 16371372373374375376339PHASE 6PHASE 8 (FUTURE)PHASE 6PHASE 8 (FUTURE)483255MATCHLINE STA 98+50 - SEE SHEET P1EXISTING GROUNDCENTERLINE PROFILEGRADE LINE 303540455055606570758059.0558.6059.1157.8358.4256.7657.3155.4055.7253.9454.3352.8253.0052.3051.7152.0551.1451.8251.0051.8951.1252.2651.2652.6652.0853.0653.0753.4553.7953.8554.2854.4754.9855.5356.1056.8257.2558.1058.2759.3959.4360.6760.68+0018+0019+0020+0021+0022+0023+0024+0025+0026+0027+0028+002.08%0.80%2.57%-2.90%-0.50%LOW PT STA = 20+47.78LOW PT ELEV = 52.31PVI STA = 19+97.78PVI ELEV = 52.56AD = 2.41%K = 41.57LENGTH = 100'BVCS: 19+47.78BVCE: 54.01EVCS: 20+47.78EVCE: 52.31LOW PT STA = 21+65.72LOW PT ELEV = 51.81PVI STA = 21+76.00PVI ELEV = 51.67AD = 1.29%K = 68.83LENGTH = 89'BVCS: 21+31.47BVCE: 51.89EVCS: 22+20.53EVCE: 52.02LOW PT STA = 24+50.00LOW PT ELEV = 53.85PVI STA = 25+00.00PVI ELEV = 54.25AD = 1.77%K = 56.41LENGTH = 100'BVCS: 24+50.00BVCE: 53.85EVCS: 25+50.00EVCE: 55.53INSTALL 354 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.40% SLOPESTA 18+79.11RIM = 56.28INV IN = 45.08INV IN = 49.80MH 13 (DROP)INV OUT = 44.98INSTALL 253 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.40% SLOPESTA 21+38.94RIM = 52.02INV IN = 45.87INV IN = 43.96MH 11INV OUT = 43.86STA 22+08.89RIM = 52.11INV IN = 47.21MH 10INV OUT = 47.11INSTALL 48 LF OF 8" PVC GRAVITYSEWER PIPE @ 2.40% SLOPEINSTALL 122 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.77% SLOPESTA 23+44.16RIM = 53.18INV IN = 48.28MH 9INV OUT = 48.18INSTALL 141 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.88% SLOPESTA 24+94.83RIM = 54.55INV IN = 49.65MH 8INV OUT = 49.55INSTALL 246 LF OF 8" PVC GRAVITYSEWER PIPE @ 1.34% SLOPESTA 27+44.69RIM = 60.81INV IN = 53.10INV IN = 53.10MH 7INV OUT = 53.00HIGH PT STA = 16+74.88HIGH PT ELEV = 59.16PVI STA = 17+80.87PVI ELEV = 58.85AD = -2.61%K = 81.20LENGTH = 212'EVCS: 18+86.85EVCE: 55.78K2N114M11312I2L111K1H241J192939G2PHASE 7(FUTUREDEVELOPMENT)PHASE 6304210GRADE BREAKSTA = 27+50.75ELEV = 60.69S S S S S S SSSSSSSSSSS S S S S WE GRAND RAPIDS ROADTORRENT ROADS S S S S S SSSSSSSSSSMH 9MH 13 (DROP)MH 10MH 11MH 1414K2L232M2N1M1J2L1I2R43311121329303139404142SSSSSSSSSSSSSSSSSGRAND RAPIDS ROADSHOSHONEYAVESSSSSSSSSSSSSSSSSMH 6MH 7MH 20MH 8MH 9MH 10L1G1H19G2J1678114041424310364MATCHLINE STA 22+50MATCHLINE STA 22+50PHASE 6PHASE 7 (FUTURE)PHASE 6PHASE 7 (FUTURE)363394362367366365361360359358357366367368369370371EXISTING GROUNDCENTERLINE PROFILEGRADE LINE 5055606570758085909510050556065707580859095100657075808590951001051101156570758085909510010511011583.2184.4884.8585.6585.6686.3986.3287.3187.5688.2988.8089.2689.7590.0141+50 42+0043+0044+0045+00 45+381.64%2.08%-2.08%78.9378.4979.2379.2079.9280.1680.6081.0780.8481.3064+53 65+0066+0066+18STA 93+97.24RIM = 86.05INV IN = 75.60INV IN = 77.50MH 3INV OUT = 75.50INSTALL 343 LF OF 8" PVC GRAVITYSEWER PIPE @ 1.59% SLOPESTA 97+22.24RIM = 78.72INV IN = 69.10INV IN = 70.00MH 4INV OUT = 69.00INSTALL 397 LF OF 8" PVC GRAVITYSEWER PIPE @ 2.44% SLOPEK4L4C159W160Y1X16472A2B271983262S S S S SSSSSSSSSSSSMH 3W16059C1X161Y16498105114Y4K4L4HW2S S S S S SSSSSSSSSSSSSSSMH 4D1B2A272Z1716263363334382335380337338379378EXISTING GROUNDCENTERLINE PROFILEGRADE LINEEXISTING GROUNDCENTERLINE PROFILEGRADE LINE 4550556065707580859095455055606570758085909569.8471.4169.7871.3269.1670.4268.5569.5368.1068.6567.4067.7766.5566.8265.7466.1465.1865.8913+45 14+0015+0016+00 16+912.08%-2.08%-1.69%LOW PT STA = 17+64.32LOW PT ELEV = 64.45PVI STA = 16+91.71PVI ELEV = 65.00AD = 0.94%K = 154.07LENGTH = 145'BVCS: 16+19.10BVCE: 66.23STA 100+42.24RIM = 67.72INV IN = 58.10INV IN = 59.10MH 5INV OUT = 58.0047D2C2E1S4SSSSSSSSSTELUGA AVESHOSHONEY AVESSSSSSSSSMH 544C2E1545D246E247S4341374340375PHASE 6PHASE 8 (FUTURE)PHASE 6PHASE 7 (FUTURE)EXISTING GROUNDCENTERLINE PROFILEGRADE LINE SWALE E5055606570758050556065707580GRADE BREAKSTA = 10+00.00ELEV = 69.88GRADE BREAKSTA = 10+24.98ELEV = 68.78GRADE BREAKSTA = 10+86.31ELEV = 68.53GRADE BREAKSTA = 13+62.91ELEV = 64.55-1.44%-4.41%-0.41%-1.44%-4.41%-0.41%9+50 10+0011+0012+0013+0014+0015+00U274F273TIE TO EX. GROUND341342343344345346SHOSHONEY AVENUESELFOSS ROAD10+0010+5011+0011+5012+0012+5013+0013+5014+00 14+50 14+94 U274F273F15EXISTING GROUNDBOTTOM OF SWALE 3383384385386387388389390391392393VERNAL ROAD10+0010+5011+0011+5012+0012+5013+0013+5014+0014+5015+0015+5016+0016+5017+0017+5018+0018+3610+0010+50K498L4105 Y4114HW2SWALE F72758085909510072758085909510099.9599.9598.7298.7297.3097.3096.5996.5995.8895.8895.1895.1894.4794.4793.7693.7693.0693.0692.6092.6092.1392.1391.6791.6791.2091.2090.7490.7490.2890.2889.8189.8189.3589.3588.8888.8888.3988.3987.8887.8887.3887.3886.9086.9086.5286.5286.1586.1585.7785.7785.4385.4385.1085.1084.7884.7884.4684.4684.1384.1383.8183.819+50 10+0011+0012+0013+0014+0015+0016+0017+0018+00 18+50-5.15%-2.02%-1.86%-2.83%-1.86%-1.51%-1.29%-5.15%-2.02%-1.86%-2.83%-1.86%-1.51%-1.29%98L4K4105114HW1GRADE BREAKSTA = 10+00.00ELEV = 99.95GRADE BREAKSTA = 10+22.59ELEV = 98.79GRADE BREAKSTA = 15+44.07ELEV = 86.99GRADE BREAKSTA = 14+54.63ELEV = 88.80GRADE BREAKSTA = 12+23.61ELEV = 93.09GRADE BREAKSTA = 13+22.49ELEV = 91.25GRADE BREAKSTA = 16+33.35ELEV = 85.64GRADE BREAKSTA = 17+79.71ELEV = 83.75EXISTING GROUNDBOTTOM OF SWALE 374375376377378379380381382383VERNAL ROADTELUGA AVENUE17+5018+0018+36 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+30 10+0010+50K498L4105S438Y4114HW2SWALE G586065707580855860657075808580.4080.4079.4379.4379.3679.3679.2879.2879.2179.2179.1379.1379.0679.0678.7678.7678.3178.3177.8677.8677.4277.4276.9776.9776.3176.3175.5075.5074.6974.6973.8873.8873.0773.0772.2672.2670.9470.9469.7569.7568.7068.7067.7067.7066.7166.718+50 9+0010+0011+0012+0013+0014+0015+0016+0017+0018+00 18+50-2.33%-4.23%-3.96%-3.24%-6.41%-1.78%-29.98%-0.30%-2.33%-4.23%-3.96%-3.24%-6.41%-1.78%-29.98%-0.30%GRADE BREAKSTA = 10+39.03ELEV = 83.69GRADE BREAKSTA = 16+24.76ELEV = 66.10GRADE BREAKSTA = 15+51.06ELEV = 68.65GRADE BREAKSTA = 16+02.02ELEV = 66.63GRADE BREAKSTA = 14+84.13ELEV = 71.96GRADE BREAKSTA = 15+06.08ELEV = 70.55GRADE BREAKSTA = 13+35.36ELEV = 76.79GRADE BREAKSTA = 10+52.99ELEV = 79.50GRADE BREAKSTA = 12+09.60ELEV = 79.03K498105L4HW2114S438EXISTING GROUNDBOTTOM OF SWALE 365366367368369370372373374363364358357TORRENT ROADTELUGA AVENUE10+0010+5011+0011+5012+0012+5013+0013+5014+0014+5015+0015+5016+0016+5017+0017+50GRAND RAPIDS ROADJ239M11312SWALE H424550556065704245505560657065.3865.3863.7863.7862.5362.5361.9161.9161.2861.2860.6660.6660.0360.0359.4159.4158.8358.8358.3758.3757.9057.9057.4457.4456.9756.9756.5156.5156.1956.1955.8755.8755.5555.5555.2355.2354.9154.9154.5954.5954.3054.3054.0954.0953.8853.8853.6553.6553.2353.2352.8252.8252.4152.4152.0052.009+50 10+0011+0012+0013+0014+0015+0016+0017+00 17+50-6.54%-2.50%-1.86%-1.28%-1.65%-0.85%-6.54%-2.50%-1.86%-1.28%-1.65%-0.85%GRADE BREAKSTA = 10+00.00ELEV = 65.38GRADE BREAKSTA = 10+24.30ELEV = 63.80GRADE BREAKSTA = 12+16.96ELEV = 58.98GRADE BREAKSTA = 13+50.16ELEV = 56.50GRADE BREAKSTA = 15+17.74ELEV = 54.36GRADE BREAKSTA = 15+97.37ELEV = 53.69GRADE BREAKSTA = 17+06.29ELEV = 51.89J239EXISTING GROUNDBOTTOM OF SWALE 3035404550556065303540455055606551.050.99+50 10+0011+00 11+50STA 21+38.94RIM = 52.02INV IN = 45.87INV IN = 43.96MH 11INV OUT = 43.86INSTALL 73 LF OF 8" PVC GRAVITYSEWER PIPE @ 0.48% SLOPE1242 '' RCPINV=45.85365SS SSSS SSMH 10MH 11L1I2111240354045505560653540455055606563.362.660.959.959.158.457.556.554.048.29+50 10+0011+0012+0013+0014+0081B482C483345346350351352S S S S S SSSSSHOSSELFOSS ROADS S S S S10+0011+0012+0012+72MH 198179Y3Z38580050100150050100150 PHASE 6 ENTRANCE92951001059295100105EXISTING GROUNDCENTERLINE PROFILEGRADE LINE ••• CURB INLET PROTECTION DETAIL HAYBALE PROTECTION DETAIL H12"CONCRETE DEAD ENDANCHOR BLOCKSEE DETAIL THIS SHEETMIN. 18-FT JOINTDI PIPED.I. M.J. CAP OR PLUGM.J. GATE VALVESIZE TO MATCH MAIN DIAMETERFIRE HYDRANT6" D.I. PIPELENGTH AS REQ'D6" M.J. GATE VALVESIZE OF MAIN x 6"D.I. ANCHOR TEE6" FRICTION TYPERESTRAINED FITTINGSSIZE OF MAIN x 6"ANCHOR TEE30" MIN. COVERWATER MAIN“” 3/4",1" AND, 2" SERVICES SHALL BE TYPE KCOPPER TUBING (SEAMLESS WITH NO BENDS,JOINTS OR COMPRESSION COUPLINGS)CORPORATION STOP - FORDBALLCORP FB1000 (SEE NOTE NO.2)SERVICE SADDLE: ROMAC 202NS NYLON COATED DUCTILEIRON SERVICE SADDLE W/STAINLESS STEEL DOUBLESTRAP WITH NEOPRENEGASKET OR EQUAL (IFREQUIRED) A54321BCDEAPPROVED BYCHECKED BYSHEET NO.TITLEDRAWN BYDATEPROJECT NO.SCALESEALREVISIONSNO.DESCRIPTIONDATED4SEWER DETAILSdaaccbjneJANUARY 202150125554FAIRHOPE FALLSPHASE 6FAIRHOPE, AL68 V PAY DIRT, LLC.25353 FRIENDSHIP ROADDAPHNE, AL 36526251.990.9950N/ABAAMALA ESNN.ESTJASOPRELIMINARY- NOT FOR CONSTRUCTIONMANHOLE FRAME & COVER DETAILWITH EXCEPTION OF DROP CONNECTION,MANHOLE CONSTRUCTION SIMILAR TOSTANDARD SEWER MANHOLE.SEAL FLEXIBLE BOOTRELINER INSIDEDROP BOWLSECURE WITHS.S. BOLTSCONNECTOR TO MANHOLE WITHNON-SHRINK PRECISION GROUT.ONE SECTIONOF PVC PIPEMIN. 48" DIA.*DROP CONNECTIONREQUIRED WHEN THISDIMENSION ISGREATER THAN 24"6"PIPE SUPPORT BRACKETS TOBE PLACED AT 2' O.C.(SEE PIPE SUPPORT DETAILTHIS SHEET)PVC PIPELONG RADIUSELL (PVC)DETAIL OF DROP CONNECTIONOUTSIDE OF MANHOLEN.T.S.VARIES* EX 36" CPPEX N INV:47.58EX S INV:48.53TO BE REMOVED30+0031+0032+0033+0034+0035+00 36+00 36+93 104+00105+00106+00107+00108+00109+00110+00111+00SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS S S W W W W W W W W W 104+00105+00106+00107+00108+00109+00110+00111+0030+0031+0032+0033+0034+0035+00 36+00 36+93 104+00105+00106+00107+00108+00109+00110+00111+0016+43 21+0022+0023+0024+0025+0026+0027+0027+61348349350351352353354355356365366367368369370371GRAND RAPIDS ROADSSSSSSSSSSSSSSSSSSSSSSSSSS S SSSSSSS S S S S S S S SWETLAND BUFFERLINEWETLAND BUFFERLINENON JURISDICTIONALWETLANDWETLAND LINEWETLAND LINEWETLAND LINEWETLAND BUFFERLINE10+0010+5010+7558 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 5655545352515049484746455351504948474645444342418I19J11043G242H241K111I24012L1B482C483A54321BCDEAPPROVED BYCHECKED BYSHEET NO.TITLEDRAWN BYDATEPROJECT NO.SCALESEALREVISIONSNO.DESCRIPTIONDATED5POND DETAILdaaccbjneJANUARY 202150125554FAIRHOPE FALLSPHASE 6FAIRHOPE, AL68 V PAY DIRT, LLC25353 FRIENDSHIP ROADDAPHNE, AL 36526251.990.9950BAAMALA ESNN.ESTJASOSCALE: 1" = 50'FEET100'050' SSS S S S S S S S S S S SSSSSSSSSSSSSSSSSSSSSGRAND RAPIDS ROADR=15'R=15' STA 85+50.00010203040500-10-20-30-40-50STA 86+00.00010203040500-10-20-30-40-50STA 86+50.00010203040500-10-20-30-40-50STA 87+00.00010203040500-10-20-30-40-50STA 87+50.00010203040500-10-20-30-40-50STA 88+00.00010203040500-10-20-30-40-50STA 88+50.00010203040500-10-20-30-40-50STA 89+00.00010203040500-10-20-30-40-50FINISH GRADE(TYP.)EXISTING GRADE(TYP.)FINISH GRADE ELEV. (TYP.)EXISTING GRADE ELEV. (TYP.) STA 89+50.00010203040500-10-20-30-40-50STA 90+00.00010203040500-10-20-30-40-50STA 90+50.00010203040500-10-20-30-40-50STA 91+00.00010203040500-10-20-30-40-50STA 91+50.00010203040500-10-20-30-40-50STA 92+00.00010203040500-10-20-30-40-50STA 92+50.00010203040500-10-20-30-40-50STA 93+00.00010203040500-10-20-30-40-50FINISH GRADE(TYP.)EXISTING GRADE(TYP.)FINISH GRADE ELEV. (TYP.)EXISTING GRADE ELEV. (TYP.) STA 93+50.00010203040500-10-20-30-40-50STA 94+00.00010203040500-10-20-30-40-50STA 94+50.00010203040500-10-20-30-40-50STA 95+00.00010203040500-10-20-30-40-50STA 95+50.00010203040500-10-20-30-40-50STA 96+00.00010203040500-10-20-30-40-50STA 96+50.00010203040500-10-20-30-40-50STA 97+00.00010203040500-10-20-30-40-50FINISH GRADE(TYP.)EXISTING GRADE(TYP.)FINISH GRADE ELEV. (TYP.)EXISTING GRADE ELEV. (TYP.) STA 100+00.00010203040500-10-20-30-40-50STA 97+50.00010203040500-10-20-30-40-50STA 98+00.00010203040500-10-20-30-40-50STA 98+50.00010203040500-10-20-30-40-50STA 99+00.00010203040500-10-20-30-40-50STA 99+50.00010203040500-10-20-30-40-50STA 100+50.00010203040500-10-20-30-40-50STA 101+00.00010203040500-10-20-30-40-50FINISH GRADE(TYP.)EXISTING GRADE(TYP.)FINISH GRADE ELEV. (TYP.)EXISTING GRADE ELEV. (TYP.) STA 101+50.00010203040500-10-20-30-40-50STA 102+00.00010203040500-10-20-30-40-50STA 102+50.00010203040500-10-20-30-40-50STA 103+00.00010203040500-10-20-30-40-50STA 103+50.00010203040500-10-20-30-40-50STA 104+00.00010203040500-10-20-30-40-50STA 104+50.00010203040500-10-20-30-40-50STA 105+00.00010203040500-10-20-30-40-50FINISH GRADE(TYP.)EXISTING GRADE(TYP.)FINISH GRADE ELEV. (TYP.)EXISTING GRADE ELEV. (TYP.) STA 105+50.00010203040500-10-20-30-40-50STA 106+00.00010203040500-10-20-30-40-50STA 106+50.00010203040500-10-20-30-40-50STA 107+00.00010203040500-10-20-30-40-50STA 107+50.00010203040500-10-20-30-40-50STA 108+00.00010203040500-10-20-30-40-50STA 108+50.00010203040500-10-20-30-40-50STA 109+00.00010203040500-10-20-30-40-50FINISH GRADE(TYP.)EXISTING GRADE(TYP.)FINISH GRADE ELEV. (TYP.)EXISTING GRADE ELEV. (TYP.) STA 109+50.00010203040500-10-20-30-40-50STA 110+00.00010203040500-10-20-30-40-50STA 110+34.76010203040500-10-20-30-40-50FINISH GRADE(TYP.)EXISTING GRADE(TYP.)FINISH GRADE ELEV. (TYP.)EXISTING GRADE ELEV. (TYP.) STA 42+00.00010203040500-10-20-30-40-50STA 42+50.00010203040500-10-20-30-40-50STA 43+00.00010203040500-10-20-30-40-50STA 43+50.00010203040500-10-20-30-40-50STA 44+00.00010203040500-10-20-30-40-50STA 44+50.00010203040500-10-20-30-40-50STA 45+00.00010203040500-10-20-30-40-50STA 45+30.85010203040500-10-20-30-40-50FINISH GRADE(TYP.)EXISTING GRADE(TYP.)FINISH GRADE ELEV. (TYP.)EXISTING GRADE ELEV. (TYP.) STA 64+52.53010203040500-10-20-30-40-50STA 65+00.00010203040500-10-20-30-40-50STA 65+50.00010203040500-10-20-30-40-50STA 66+00.00010203040500-10-20-30-40-50STA 66+12.54010203040500-10-20-30-40-50FINISH GRADE(TYP.)EXISTING GRADE(TYP.)FINISH GRADE ELEV. (TYP.)EXISTING GRADE ELEV. (TYP.) STA 13+50.00010203040500-10-20-30-40-50STA 14+00.00010203040500-10-20-30-40-50STA 14+50.00010203040500-10-20-30-40-50STA 15+00.00010203040500-10-20-30-40-50STA 15+50.00010203040500-10-20-30-40-50STA 16+00.00010203040500-10-20-30-40-50STA 16+50.00010203040500-10-20-30-40-50STA 16+91.11010203040500-10-20-30-40-50FINISH GRADE(TYP.)EXISTING GRADE(TYP.)FINISH GRADE ELEV. (TYP.)EXISTING GRADE ELEV. (TYP.) STA 17+61.54010203040500-10-20-30-40-50STA 18+00.00010203040500-10-20-30-40-50STA 18+50.00010203040500-10-20-30-40-50STA 19+00.00010203040500-10-20-30-40-50STA 19+50.00010203040500-10-20-30-40-50STA 20+00.00010203040500-10-20-30-40-50STA 20+50.00010203040500-10-20-30-40-50STA 21+00.00010203040500-10-20-30-40-50FINISH GRADE(TYP.)EXISTING GRADE(TYP.)FINISH GRADE ELEV. (TYP.)EXISTING GRADE ELEV. (TYP.) STA 21+50.00010203040500-10-20-30-40-50STA 22+00.00010203040500-10-20-30-40-50STA 22+50.00010203040500-10-20-30-40-50STA 23+00.00010203040500-10-20-30-40-50STA 23+50.00010203040500-10-20-30-40-50STA 24+00.00010203040500-10-20-30-40-50STA 24+50.00010203040500-10-20-30-40-50STA 25+00.00010203040500-10-20-30-40-50FINISH GRADE(TYP.)EXISTING GRADE(TYP.)FINISH GRADE ELEV. (TYP.)EXISTING GRADE ELEV. (TYP.) STA 25+50.00010203040500-10-20-30-40-50STA 26+00.00010203040500-10-20-30-40-50STA 26+50.00010203040500-10-20-30-40-50STA 27+00.00010203040500-10-20-30-40-50STA 27+50.00010203040500-10-20-30-40-50STA 27+60.75010203040500-10-20-30-40-50FINISH GRADE(TYP.)EXISTING GRADE(TYP.)FINISH GRADE ELEV. (TYP.)EXISTING GRADE ELEV. (TYP.) STA 14+92.30010203040500-10-20-30-40-50STA 15+00.00010203040500-10-20-30-40-50STA 15+50.00010203040500-10-20-30-40-50STA 16+00.00010203040500-10-20-30-40-50STA 16+50.00010203040500-10-20-30-40-50STA 16+52.31010203040500-10-20-30-40-50FINISH GRADE(TYP.)EXISTING GRADE(TYP.)FINISH GRADE ELEV. (TYP.)EXISTING GRADE ELEV. (TYP.) STA 14+75.00010203040500-10-20-30-40-50STA 15+00.00010203040500-10-20-30-40-50STA 15+50.00010203040500-10-20-30-40-50STA 16+00.00010203040500-10-20-30-40-50STA 16+43.19010203040500-10-20-30-40-50FINISH GRADE(TYP.)EXISTING GRADE(TYP.)FINISH GRADE ELEV. (TYP.)EXISTING GRADE ELEV. (TYP.) SHOSHONEY AVENUEVERNAL ROADBURNEY ROADTELUGA AVENUEGRAND RAPIDS ROADTORRENT ROADSELFOSS ROAD58 57 565554 53525150 49484746 454443 565554535251504948474645254255C.A. 15324325326327328329330331332333334335336337341347349350351352353354355356357358359360361362363364365366367368369370371372373374375376377378379380381382383384385386387388389390391392393338339340342343344345346C.A.1C.A.2C.A.3C.A.5C.A.11C.A.12SHOSHONEY AVENUEVERNAL ROADBURNEY ROADTELUGA AVENUEGRAND RAPIDS ROADTORRENT ROADSELFOSS ROAD01002003001.CONTRACTOR SHALL GRADE AND FILL THE LOTS IN ACCORDANCE WITH THE SPECIFICATIONSSHOWN HEREON.2. FILL PLACED WITHIN THE BUILDING PAD OF EACH LOT UP TO AN ELEVATION OF TWO FEET (2')BELOW THE FINAL SUBGRADE ELEVATION SHOULD BE COMPACTED TO AT LEASTNINETY-FIVE PERCENT (95%) OF THE ASTM D-698 STANDARD DENSITY AT MOISTURECONTENTS WITHIN +/- 3% OF THE MATERIAL'S OPTIMAL MOISTURE CONTENT.3. FILL PLACED WITHIN TWO FEET (2') OF THE FINAL SUBGRADE ELEVATION SHOULD BECOMPACTED TO AT LEAST NINETY-EIGHT PERCENT (98%) OF THE ASTM D-698 STANDARDDENSITY AT MOISTURE CONTENTS WITHIN +/- 3% OF THE MATERIAL'S OPTIMAL MOISTURECONTENT.4. ONCE THE SURFACE OF EACH LIFT OF FILL IS READY FOR THE NEXT LIFT, THE EXPOSED SOILSHOULD BE MAINTAINED AT THE REQUIRED MOISTURE CONTENT UNTIL THE NEXT LIFT OFFILL IS PLACED. THE SURFACE OF THE LIFTS SHOULD NOT BE EXPOSED TO WEATHER FOR ANEXTENDED PERIOD OF TIME.5.CONTRACTOR SHALL PROVIDE A LICENSED SOIL ENGINEER'S LETTER CERTIFYING THECOMPACTION AND/OR SOIL BEARING PRESSURE OF EACH LOT.6. CONTRACTOR SHALL PROVIDE A COMPLETE LIST OF LOTS WHERE ANY OFFSITE FILLMATERIAL HAS BEEN USED TO DEVELOP THE LOTS. NOTWITHSTANDING ANYTHINGCONTAINED HEREIN TO THE CONTRARY, THERE SHALL BE NO MUCK, TRASH, CLAY OR OTHERUNSUITABLE SOIL OR UNSUITABLE MATERIAL LOCATED ON OR UNDER ANY OF THE LOTS.7. THE LOTS SHALL BE DEVELOPED WITH BUILDING PADS WITHIN TWO (2) INCHES OF THE PADFINISHED ELEVATIONS REFLECTED ON THE LOT GRADING PLAN, AND THEY WILL SUPPORTMONOLITHIC SLAB FOUNDATIONS (THE “BUILDING PADS”). FFE 67.71FFE 64.21FFE 62.71 SHOSHONEY AVENUEVERNAL ROADBURNEY ROAD324325326327328329330331332333334335336337377378379380381382383384385386387388389390391392393338C.A.11C.A.12FFE 102.826FFE 101.35FFE 99.81FFE 98.27FFE 96.78FFE 95.43FFE 94.22FFE 93.13FFE 92.08FFE 90.97FFE 89.74FFE 92.99FFE 94.90FFE 95.52FFE 97.24FFE 98.76FFE 100.18FFE 101.68FFE 103.13FFE 105.39FFE 105.39FFE 87.95FFE 89.54FFE 86.13FFE 81.56FFE 86.48FFE 84.98FFE 83.48FFE 81.99FFE 80.34FFE 76.28FFE 104.78SHOSHONEY AVENUEVERNAL ROADBURNEY ROAD0501002001. CONTRACTOR SHALL GRADE AND FILL THE LOTS IN ACCORDANCE WITH THE SPECIFICATIONSSHOWN HEREON.2. FILL PLACED WITHIN THE BUILDING PAD OF EACH LOT UP TO AN ELEVATION OF TWO FEET (2')BELOW THE FINAL SUBGRADE ELEVATION SHOULD BE COMPACTED TO AT LEASTNINETY-FIVE PERCENT (95%) OF THE ASTM D-698 STANDARD DENSITY AT MOISTURECONTENTS WITHIN +/- 3% OF THE MATERIAL'S OPTIMAL MOISTURE CONTENT.3. FILL PLACED WITHIN TWO FEET (2') OF THE FINAL SUBGRADE ELEVATION SHOULD BECOMPACTED TO AT LEAST NINETY-EIGHT PERCENT (98%) OF THE ASTM D-698 STANDARDDENSITY AT MOISTURE CONTENTS WITHIN +/- 3% OF THE MATERIAL'S OPTIMAL MOISTURECONTENT.4. ONCE THE SURFACE OF EACH LIFT OF FILL IS READY FOR THE NEXT LIFT, THE EXPOSED SOILSHOULD BE MAINTAINED AT THE REQUIRED MOISTURE CONTENT UNTIL THE NEXT LIFT OFFILL IS PLACED. THE SURFACE OF THE LIFTS SHOULD NOT BE EXPOSED TO WEATHER FOR ANEXTENDED PERIOD OF TIME.5. CONTRACTOR SHALL PROVIDE A LICENSED SOIL ENGINEER'S LETTER CERTIFYING THECOMPACTION AND/OR SOIL BEARING PRESSURE OF EACH LOT.6. CONTRACTOR SHALL PROVIDE A COMPLETE LIST OF LOTS WHERE ANY OFFSITE FILLMATERIAL HAS BEEN USED TO DEVELOP THE LOTS. NOTWITHSTANDING ANYTHINGCONTAINED HEREIN TO THE CONTRARY, THERE SHALL BE NO MUCK, TRASH, CLAY OR OTHERUNSUITABLE SOIL OR UNSUITABLE MATERIAL LOCATED ON OR UNDER ANY OF THE LOTS.7. THE LOTS SHALL BE DEVELOPED WITH BUILDING PADS WITHIN TWO (2) INCHES OF THE PADFINISHED ELEVATIONS REFLECTED ON THE LOT GRADING PLAN, AND THEY WILL SUPPORTMONOLITHIC SLAB FOUNDATIONS (THE “BUILDING PADS”). MATCHLINE - SEE SHEET LG3 TELUGA AVENUEGRAND RAPIDS ROADTORRENT ROADWETLAND BUFFERLINENON JURISDICTIONALWETLANDWETLAND LINEWETLAND LINEWETLAND LINEWETLAND BUFFERLINE3 494846 454443 565554535251504948474645341352353354355356357358359360361362363364365366367368369370371372373374375376339340342343344345346C.A.3C.A.5FFE 79.42FFE 76.92FFE 70.6528FFE 76.28FFE 73.86FFE 67.71FFE 65.73FFE 64.21FFE 63.15FFE 67.57FFE 68.63FFE 69.58FFE 70.36FFE 70.62FFE 64.23FFE 63.85FFE 63.47FFE 63.09FFE 62.71FFE 58.59FFE 57.71FFE 56.87FFE 56.22FFE 56.09FFE 54.85FFE 58.42FFE 58.80FFE 53.96FFE 55.13FFE 56.86FFE 60.07FFE 58.45FFE 59.61TELUGA AVENUEGRAND RAPIDS ROADTORRENT ROAD0501002001. CONTRACTOR SHALL GRADE AND FILL THE LOTS IN ACCORDANCE WITH THE SPECIFICATIONSSHOWN HEREON.2. FILL PLACED WITHIN THE BUILDING PAD OF EACH LOT UP TO AN ELEVATION OF TWO FEET (2')BELOW THE FINAL SUBGRADE ELEVATION SHOULD BE COMPACTED TO AT LEASTNINETY-FIVE PERCENT (95%) OF THE ASTM D-698 STANDARD DENSITY AT MOISTURECONTENTS WITHIN +/- 3% OF THE MATERIAL'S OPTIMAL MOISTURE CONTENT.3. FILL PLACED WITHIN TWO FEET (2') OF THE FINAL SUBGRADE ELEVATION SHOULD BECOMPACTED TO AT LEAST NINETY-EIGHT PERCENT (98%) OF THE ASTM D-698 STANDARDDENSITY AT MOISTURE CONTENTS WITHIN +/- 3% OF THE MATERIAL'S OPTIMAL MOISTURECONTENT.4. ONCE THE SURFACE OF EACH LIFT OF FILL IS READY FOR THE NEXT LIFT, THE EXPOSED SOILSHOULD BE MAINTAINED AT THE REQUIRED MOISTURE CONTENT UNTIL THE NEXT LIFT OFFILL IS PLACED. THE SURFACE OF THE LIFTS SHOULD NOT BE EXPOSED TO WEATHER FOR ANEXTENDED PERIOD OF TIME.5. CONTRACTOR SHALL PROVIDE A LICENSED SOIL ENGINEER'S LETTER CERTIFYING THECOMPACTION AND/OR SOIL BEARING PRESSURE OF EACH LOT.6. CONTRACTOR SHALL PROVIDE A COMPLETE LIST OF LOTS WHERE ANY OFFSITE FILLMATERIAL HAS BEEN USED TO DEVELOP THE LOTS. NOTWITHSTANDING ANYTHINGCONTAINED HEREIN TO THE CONTRARY, THERE SHALL BE NO MUCK, TRASH, CLAY OR OTHERUNSUITABLE SOIL OR UNSUITABLE MATERIAL LOCATED ON OR UNDER ANY OF THE LOTS.7. THE LOTS SHALL BE DEVELOPED WITH BUILDING PADS WITHIN TWO (2) INCHES OF THE PADFINISHED ELEVATIONS REFLECTED ON THE LOT GRADING PLAN, AND THEY WILL SUPPORTMONOLITHIC SLAB FOUNDATIONS (THE “BUILDING PADS”). MATCHLINE - SEE SHEET LG4MATCHLINE - SEE SHEET LG2 SELFOSS ROADNW565554535251504948474645252253254255C.A. 15347349350351352353354355343344345346C.A.1C.A.2FFE 68 63FFE 69.58FFE 70.36FFE 70.62FFE 70.59FFE 65.42FFE 64.98FFE 64.61FFE 64.23FFE 63.85FFE 63.47SELFOSS ROAD0501002001. CONTRACTOR SHALL GRADE AND FILL THE LOTS IN ACCORDANCE WITH THE SPECIFICATIONSSHOWN HEREON.2. FILL PLACED WITHIN THE BUILDING PAD OF EACH LOT UP TO AN ELEVATION OF TWO FEET (2')BELOW THE FINAL SUBGRADE ELEVATION SHOULD BE COMPACTED TO AT LEASTNINETY-FIVE PERCENT (95%) OF THE ASTM D-698 STANDARD DENSITY AT MOISTURECONTENTS WITHIN +/- 3% OF THE MATERIAL'S OPTIMAL MOISTURE CONTENT.3. FILL PLACED WITHIN TWO FEET (2') OF THE FINAL SUBGRADE ELEVATION SHOULD BECOMPACTED TO AT LEAST NINETY-EIGHT PERCENT (98%) OF THE ASTM D-698 STANDARDDENSITY AT MOISTURE CONTENTS WITHIN +/- 3% OF THE MATERIAL'S OPTIMAL MOISTURECONTENT.4. ONCE THE SURFACE OF EACH LIFT OF FILL IS READY FOR THE NEXT LIFT, THE EXPOSED SOILSHOULD BE MAINTAINED AT THE REQUIRED MOISTURE CONTENT UNTIL THE NEXT LIFT OFFILL IS PLACED. THE SURFACE OF THE LIFTS SHOULD NOT BE EXPOSED TO WEATHER FOR ANEXTENDED PERIOD OF TIME.5. CONTRACTOR SHALL PROVIDE A LICENSED SOIL ENGINEER'S LETTER CERTIFYING THECOMPACTION AND/OR SOIL BEARING PRESSURE OF EACH LOT.6. CONTRACTOR SHALL PROVIDE A COMPLETE LIST OF LOTS WHERE ANY OFFSITE FILLMATERIAL HAS BEEN USED TO DEVELOP THE LOTS. NOTWITHSTANDING ANYTHINGCONTAINED HEREIN TO THE CONTRARY, THERE SHALL BE NO MUCK, TRASH, CLAY OR OTHERUNSUITABLE SOIL OR UNSUITABLE MATERIAL LOCATED ON OR UNDER ANY OF THE LOTS.7. THE LOTS SHALL BE DEVELOPED WITH BUILDING PADS WITHIN TWO (2) INCHES OF THE PADFINISHED ELEVATIONS REFLECTED ON THE LOT GRADING PLAN, AND THEY WILL SUPPORTMONOLITHIC SLAB FOUNDATIONS (THE “BUILDING PADS”). MATCHLINE - SEE SHEET LG3 155156LANGFORD ROADTO CO RD 48ZONE X (SHADED)REGULATORYFLOOWAYZONE AESHOSHONEY AVENUEVERNAL ROADBURNEY ROADTELUGA AVENUEGRAND RAPIDS ROADTORRENT ROADSELFOSS ROAD53515049484746454443424141403938152151WW PHASE 9- 48 LOTSPHASE 7- 60 LOTSPHASE 5- 68 LOTSPHASE 4- 38 LOTSPHASE 8- 34 LOTSPHASE 6- 70 LOTSWOMEN'SRESTROOMADA STORAGE$$ MEN'SRESTROOM$$ADA STORAGE Open 00150'300'N O R T HOVERALL SITE REFERENCE PLAN11LH202WOOD FENCE W/TOP RAILELEVATION2 Op e n 32-1132-1032-0132 EXTERIOR IMPROVEMENTSSYMBOLDESCRIPTIONQTYPIP Pedestrian Concrete500 sfCrosstie Timber Edging122 lfPlayground Surface, 6" Deep Dark Hardwood Mulch 1,147 sf32-0132-1032-11REFERENCE NOTES SCHEDULE PHASE 7 AMENITY AREA0010'20'N O R T HPHASE 7 AMENITY ENLARGEMENT PLAN1PLAYGROUND VIGNETTE - SYNERGY SY-29682 PAVILLION124356789101118910GENERAL NOTES11234567891011CONTROL JOINTPEDESTRIAN CONCRETE PAVINGTYP. CONC. PAVING SECTIONEXPANSION/CONSTRUCTION JOINTCONCRETE AT WALL/BLDG.2CROSSTIE TIMBER EDGING DETAIL3 TO CO RD 48ZONE X (SHADED)REGULATORYFLOOWAYZONE AESHOSHONEY AVENUEVERNAL ROADBURNEY ROADTELUGA AVENUEGRAND RAPIDS ROADTORRENT ROADSELFOSS ROAD53515049484746454443424141403938EX 36" CPPEX N INV:47.58EX S INV:48.53TO BE REMOVEDTORRENT ROADTELUGA AVENUEGRAND RAPIDS ROADPHASE 9- 48 LOTSPHASE 7- 60 LOTSPHASE 8- 34 LOTSPHASE 6- 70 LOTSWOMEN'SRESTROOMADASTORAGE$$MEN'SRESTROOM$$ADASTORAGEOpen 6440135C1 119C1 139C2139C1159C2159C1 115C1115C2111C1 TO CO RD 48ZONE X (SHADED)REGULATORYFLOOWAYZONE AESHOSHONEY AVENUEVERNAL ROADBURNEY ROADTELUGA AVENUEGRAND RAPIDS ROADTORRENT ROADSELFOSS ROAD53515049484746454443424141403938EX 36" CPPEX N INV:47.58EX S INV:48.53TO BE REMOVEDTORRENT ROADTELUGA AVENUEGRAND RAPIDS ROADPHASE 9- 48 LOTSPHASE 7- 60 LOTSPHASE 8- 34 LOTSPHASE 6- 70 LOTSWOMEN'SRESTROOMADASTORAGE$$MEN'SRESTROOM$$ADASTORAGEOpen 6440135C1 119C1 139C2139C1159C2159C1 115C1115C2111C1 00100'200'N O R T HLANDSCAPE PLANTING PLAN1GENERAL NOTESLANGFORD ROAD LANDSCAPE BUFFER PROFILE2 TREESCODEQTYBOTANICAL NAMECOMMON NAMECONTCALHTREMARKSLN2 53 Lagerstroemia indica `Natchez` `Natchez` Crape Myrtle 30 gal 2"Cal 12`Standard, full headCP 27 Pistacia chinensisChinese Pistache 30 gal 2"Cal 10`QN 92 Quercus nuttalliiNuttall Oak30 gal 2"Cal 10`Full head, specimen qualityQV 96 Quercus virginianaSouthern Live Oak 30 gal 2"Cal 10`Full head, specimen qualitySHRUBSCODEQTYBOTANICAL NAMECOMMON NAMECONTHTWSPACINGREMARKSSB 47 Viburnum odoratissimum Sweet Viburnum 3 gal72" o.c.PLANT SCHEDULESHRUB PLANTING3MULTI-TRUNK TREE STAKING••2PLANTING ATSHRUB AREAS.STAKING DETAILPLANTING ATTURF AREAS.PLANT PIT DETAILTREE PLANTING - GUY STRAP6AABBTYPICAL PLANT SPACING4GENERAL PLANTING NOTES••••••••••••••••••••1GROUNDCOVER PLANTING5 Page 2 of 11 Table of Contents General Information ......................................................................................................................3 Location ......................................................................................................................................... Existing Conditions ....................................................................................................................... Proposed Conditions ..................................................................................................................... Drainage Design ............................................................................................................................... Soil Conditions .............................................................................................................................3 Pond Design ................................................................................................................................4 Closed System Design .................................................................................................................4 Water Quality Calculations ........................................................................................................5 Summary of Results ...................................................................................................................6 Appendix A .....................................................................................................................................7 Vicinity Map .................................................................................................................................. Pre-Developed Drainage Map ........................................................................................................ Post-Developed Drainage Map ...................................................................................................... Appendix B .....................................................................................................................................8 Web Soil Survey Data ..................................................................................................................... Appendix C .....................................................................................................................................9 Detention Pond Design (PondPack)................................................................................................ Appendix D ...................................................................................................................................10 Closed System Analysis (StormCad) ............................................................................................. Appendix E ...................................................................................................................................11 Drainage Swale Analysis (Flowmaster) ......................................................................................... Page 3 of 11 General Information Location The subject property is located on the east side of Langford Road and on the south side of Hwy 104. The property lies within Baldwin County and in the City of Fairhope’s extra-territorial jurisdiction. A vicinity map has been included in Appendix A. The overall development is proposed to consist of 9 phases for a total of 545 lots. Three of those phases are existing. Phases 4 & 5 are currently under review by the City of Fairhope and Baldwin County for preliminary plat approval. The portion that is the subject of this report consists of 4 Phases totaling 222 single family lots The property has access to Highway 104 and Langford Road. Existing Conditions The terrain of the proposed development site generally falls in a west to east/southeast direction with elevations ranging from 118 ft. to 25 ft. A small portion of the site sheet flows west to the ditch on the east side of Langford Road. The site is mostly open pasture with the wetland area to the extreme south/southeast being wooded. Existing runoff enters a draw that begins north of the site and runs into existing manmade ponds that outfall to each other and eventually to the wetlands to the south and then offsite. Phases 1-3 of the development are existing. Other than a small area in Phase 2, the rest of Phases 1-3 utilize stormwater ponds that discharge to the east that do not tie to the drainage system that is the subject of this narrative. Maps showing the vicinity and the pre-developed drainage basin may be seen in Appendix A. Proposed Conditions Phases 4 & 5, currently under review and approval by the City of Fairhope and Baldwin County consists of 106 lots. The proposed development consists of 4 Phases totaling 222 single family lots with associated roads, drainage, and utility infrastructure. The proposed site will collect storm water runoff utilizing open ditches, yard inlets, and curb inlets spaced appropriately for their contributing drainage area. The system is designed for a 25 year post developed event. The detention basins were sized to have both the required detention volume and the required treatment volume to comply with the storm water quality requirement per the more stringent of Baldwin County & the City of Fairhope’s subdivision regulations. Pond 4 is an existing wet pond. Ponds 5 & 7 are proposed to be built with Phases 4 & 5 and Pond 6 will be constructed with Phase 6. A map showing the post-developed drainage basin may be found in Appendix A. Page 4 of 11 Drainage Design Soil Conditions The lakes were designed using SCS method. Tables shown in Appendix B show the pre- development and post-development soil information used in the process. The soil information was obtained from the Web Soil Survey (USDA). Pond Design Fairhope Falls, Phases 4-9, will utilize three (3) detention ponds to regulate the runoff rate from the site. These ponds will discharge through concrete weir outfall structures to the immediate pond downstream and eventually into a stilling basin before sheet flowing south to existing wetlands. Bentley’s PondPack utilizes the composite runoff curve number and the area of the drainage basin to determine the outflow of the drainage basin. A twenty-four-hour rainfall intensity for a two, five, ten, twenty-five, fifty, and one-hundred-year return storm event was applied to the drainage areas to determine the flow. The software was used to determine the flow exiting the drainage basin and entering the proposed detention pond for pre- and post-development scenarios. According to our calculations, the proposed pond is adequate to accommodate the proposed development and the report can be seen in Appendix C. Closed System Design StormCAD was used to analyze the closed drainage systems for the proposed project. Curbs and gutters channel storm water from the roadways; the storm water is then collected into wing inlets and yard inlets, which eventually is piped to the proposed detention ponds. Weir structures were installed in each pond and discharge into the wetlands at a controlled rate less than the pre-developed rate. A 25-year storm was analyzed with StormCAD and the report can be seen in Appendix D. Drainage Swales Drainage swales are located throughout the development behind interior lots inside a common area. The swales will route runoff into yard inlets and to the proposed ponds. A bottom width of 3.0 ft. was used for all with side slopes of 3:1. Bentley’s FlowMaster was used to analyze the channels. FlowMaster utilized the Manning’s equation for open channel flow to check the design inside the channel. Please see Appendix E for calculations. Page 5 of 11 Wet Basin (Water Quality Calculations) The Wet Basin has been designed to achieve the goal of removing at least 80% of the average annual post construction total suspended solids (TSS) load. The stormwater quality treatment goal is designed to capture 85% of the annual storm water runoff. WQv=P x RV x Where: WQv=Water quality Treatment volume (acre-feet) P=rainfall for the 85% storm event (1.8”) Rv=runoff coefficient (Rv=0.015+.0092I) I=drainage area impervious cover in percentage (50% impervious would be 50) A=drainage area (acres) WET POND 4 (EXISTING POND) Total Drainage Basin=6.23 acres Impervious Area=6.022 acres I=100 (6.022/28.5) = 21.13 Rv=0.015 + 0.0092(21.13) = .21 WQv=1.8 x .21 x (28.5/12) = 0.90 acre-ft Pond has a wet volume of 14.04 acre-ft, therefore the volume of the first flush will be adequately treated. WET POND 5 (PHASE 4 POND) Total Drainage Basin=28.5 acres Impervious Area=6.022 acres I=100 (6.022/28.5) = 21.13 Rv=0.015 + 0.0092(21.13) = .21 WQv=1.8 x .21 x (28.5/12) = 0.90 acre-ft Pond has a wet volume of 14.04 acre-ft, therefore the volume of the first flush will be adequately treated. WET POND 6 (FUTURE PHASES) Total Drainage Basin=76.6 acres Impervious Area=27.44 acres I=100 (27.44/76.6) = 35.82 Rv=0.015 + 0.0092(35.82) = .35 WQv=1.8 x .35 x (76.6/12) = 4.02 acre-ft Pond has a wet volume of 18.95 acre-ft, therefore the volume of the first flush will be adequately treated. WET POND 7 (PHASE 5 POND) Total Drainage Basin=18.70 acres Impervious Area=5.97 acres I=100 (27.44/76.6) = 31.91 Rv=0.015 + 0.0092(35.82) = .31 WQv=1.8 x .31 x (18.70/12) = 0.87 acre-ft Pond has a wet volume of 1.53 acre-ft, therefore the volume of the first flush will be adequately treated. Page 6 of 11 SUMMARY OF RESULTS: FAIRHOPE FALLS, PHASES 4-9 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year Pre to Pond(cfs) 44.17 77.28 112.54 173.22 228.85 292.97 Post from pond 6 (cfs) 5.20 26.21 56.93 95.95 165.54 275.73 Difference (cfs) 38.97 51.07 55.61 77.27 63.31 17.24 Pre- Direct runoff South(cfs) 44.11 94.50 151.78 255.30 352.91 465.94 Post- Direct runoff South(cfs) 35.65 64.79 96.51 151.24 201.54 258.75 Difference (cfs) 8.46 29.71 55.27 104.06 151.37 207.19 Pre- Direct runoff West (cfs) 9.33 17.09 25.39 39.71 52.87 67.83 Post- Direct runoff West (cfs) 9.95 15.34 20.83 29.82 37.78 46.60 Difference (cfs) (0.62) 1.75 4.56 9.89 15.09 21.23 Pond 4 Max Water Elev (ft) 57.06 57.62 58.23 59.21 59.65 60.01 Freeboard (ft) 3.94 3.38 2.77 1.79 1.35 0.99 Pond 5 Max Water Elev (ft) 53.74 54.09 54.45 55.02 55.51 56.11 Freeboard (ft) 3.26 2.91 2.55 1.98 1.49 0.89 Pond 6 Max Water Elev (ft) 47.34 49.23 49.61 49.95 50.41 51.00 Freeboard (ft) 3.66 1.77 1.39 1.05 0.59 0.00 Pond 7 Max Water Elev (ft) 64.44 65.10 65.35 65.68 65.92 66.17 Freeboard (ft) 2.56 5.20 1.65 1.32 1.08 0.83 Page 7 of 11 APPENDIX A VICINITY MAP PRE-DEVELOPED DRAINAGE MAP POST-DEVELOPED DRAINAGE MAP VICINITY MAP CommonArea 2Common Area 3C.A. 4C.A. 5C.A. 6Common Area 10C.A. 7Common Area 8Common Area 9Common Area 1C.A. 615415515615715815916016116216316416516616716816917017117217317517617717817918018118218318415215315117421718518618718818919019119219319419519619719819920020120220320420520620720820921021121221321421521632-03 32-0 513-04 13-0 1 13-0 5 13-0 3 12-08 13-0 4 32-05 32-0 1 32-0 2 12-0632-02 12-0 7 12-05 32-10 32-09 32-0 8 12-02 12-0112-04 12-0 332-0632-12 32-0 7 32-0 7 32-1332-14 32-14 13-0 5ZONE X (SHADED)REGULATORYFLOOWAYZONE AEPRE-9.029 AcPRE-2.412 AcPRE-6.078 AcPRE-148.40 AcPRE-84.95 AcPRE (DIRECT WEST)-13.50 Ac25353 FRIENDSHIP ROADDAPHNE, AL 36526251.990.9950 CommonArea 2Common Area 3C.A. 4C.A. 5C.A. 6Common Area 10C.A. 7Common Area 8Common Area 9Common Area 1C.A. 615415515615715815916016116216316416516616716816917017117217317517617717817918018118218318415215315117421718518618718818919019119219319419519619719819920020120220320420520620720820921021121221321421521632-03 96OO1 OO2 32-0 513-04 13-0 1 13-0 5 13-0 3 12-08 13-0 4 32-05 32-0 1 32-0 2 12-0632-02 12-0 7 12-05 32-10 32-09 32-0 8 12-02 12-0112-04 12-0 332-0632-12 32-0 7 32-0 7 32-1332-14 32-14 13-0 5 LANGFORD ROAD TO HWY 104TO CO RD 48 ZONE X (SHADED)REGULATORYFLOOWAYZONE AEPOST- 6.226 AcPOST-18.709 AcPOST-19.054 AcPOST-9.486 AcPOST- 76.626 AcDIRECT-5.789 Ac D I R E C T - 3 8 . 4 0 A c POST-9.029 AcPOST-2.412 AcPOST-6.078 AcPOST-71.10 Ac25353 FRIENDSHIP ROADDAPHNE, AL 36526251.990.9950 Page 8 of 11 APPENDIX B Web Soil Survey Data United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Baldwin County, Alabama PRE-WEST OFFSITE POND NORTH Natural Resources Conservation Service October 15, 2020 16 Custom Soil Resource Report Map—Hydrologic Soil Group (WEST OFFSITE-POND NORTH)3379050337907033790903379110337913033791503379170337919033790503379070337909033791103379130337915033791703379190422070 422090 422110 422130 422150 422170 422190 422210 422230 422250 422270 422290 422070 422090 422110 422130 422150 422170 422190 422210 422230 422250 422270 422290 30° 32' 33'' N 87° 48' 45'' W30° 32' 33'' N87° 48' 35'' W30° 32' 28'' N 87° 48' 45'' W30° 32' 28'' N 87° 48' 35'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 50 100 200 300Feet 0 15 30 60 90Meters Map Scale: 1:1,110 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:20,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Baldwin County, Alabama Survey Area Data: Version 12, May 29, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Nov 16, 2018—Dec 18, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 17 Table—Hydrologic Soil Group (WEST OFFSITE-POND NORTH) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI FaA Faceville fine sandy loam, 0 to 2 percent slopes A 0.8 34.2% MrB2 Marlboro very fine sandy loam, 2 to 5 percent slopes, eroded B 0.3 11.7% SuD2 Sunsweet fine sandy loam, 8 to 17 percent slopes, eroded C 1.3 54.1% Totals for Area of Interest 2.4 100.0% Rating Options—Hydrologic Soil Group (WEST OFFSITE-POND NORTH) Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 18 United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Baldwin County, Alabama PRE-WEST OFFSITE POND SOUTH Natural Resources Conservation Service October 15, 2020 16 Custom Soil Resource Report Map—Hydrologic Soil Group (WEST OFFSITE- POND SOUTH)337892033789503378980337901033790403379070337910033791303378920337895033789803379010337904033790703379100422030 422060 422090 422120 422150 422180 422210 422240 422270 422300 422330 422030 422060 422090 422120 422150 422180 422210 422240 422270 422300 422330 30° 32' 31'' N 87° 48' 46'' W30° 32' 31'' N87° 48' 34'' W30° 32' 24'' N 87° 48' 46'' W30° 32' 24'' N 87° 48' 34'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 50 100 200 300Feet 0 20 40 80 120Meters Map Scale: 1:1,490 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:20,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Baldwin County, Alabama Survey Area Data: Version 12, May 29, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Nov 16, 2018—Dec 18, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 17 Table—Hydrologic Soil Group (WEST OFFSITE- POND SOUTH) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI FaA Faceville fine sandy loam, 0 to 2 percent slopes A 3.0 48.6% MrB2 Marlboro very fine sandy loam, 2 to 5 percent slopes, eroded B 1.0 16.0% SuD2 Sunsweet fine sandy loam, 8 to 17 percent slopes, eroded C 2.2 35.5% Totals for Area of Interest 6.1 100.0% Rating Options—Hydrologic Soil Group (WEST OFFSITE- POND SOUTH) Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 18 United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Baldwin County, Alabama PRE-WEST OFFSITE Natural Resources Conservation Service October 14, 2020 17 Custom Soil Resource Report Map—Hydrologic Soil Group (OFFSITE WEST)337887033789403379010337908033791503379220337929033793603379430337887033789403379010337908033791503379220337929033793603379430421980 422050 422120 422190 422260 422330 422400 421980 422050 422120 422190 422260 422330 422400 30° 32' 41'' N 87° 48' 48'' W30° 32' 41'' N87° 48' 31'' W30° 32' 22'' N 87° 48' 48'' W30° 32' 22'' N 87° 48' 31'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 100 200 400 600Feet 0 40 80 160 240Meters Map Scale: 1:2,940 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:20,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Baldwin County, Alabama Survey Area Data: Version 12, May 29, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Nov 16, 2018—Dec 18, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 18 Table—Hydrologic Soil Group (OFFSITE WEST) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI FaA Faceville fine sandy loam, 0 to 2 percent slopes A 10.1 57.9% FaB Faceville fine sandy loam, 2 to 5 percent slopes A 0.2 1.2% MrB2 Marlboro very fine sandy loam, 2 to 5 percent slopes, eroded B 2.1 11.9% SuD2 Sunsweet fine sandy loam, 8 to 17 percent slopes, eroded C 5.1 29.0% Totals for Area of Interest 17.5 100.0% Rating Options—Hydrologic Soil Group (OFFSITE WEST) Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 19 United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Baldwin County, Alabama FAIRHOPE FALLS, PH 4-9 PRE- DIRECT SOUTH TO WETLANDS Natural Resources Conservation Service December 14, 2020 24 Custom Soil Resource Report Map—Hydrologic Soil Group (PRE-DIRECT SOUTH TO WETLANDS)337790033780003378100337820033783003378400337850033786003378700337790033780003378100337820033783003378400337850033786003378700422100 422200 422300 422400 422500 422600 422700 422800 422900 423000 423100 423200 423300 422100 422200 422300 422400 422500 422600 422700 422800 422900 423000 423100 423200 423300 30° 32' 17'' N 87° 48' 47'' W30° 32' 17'' N87° 47' 55'' W30° 31' 48'' N 87° 48' 47'' W30° 31' 48'' N 87° 47' 55'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 300 600 1200 1800Feet 0 50 100 200 300Meters Map Scale: 1:6,240 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:20,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Baldwin County, Alabama Survey Area Data: Version 12, May 29, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Nov 16, 2018—Dec 18, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 25 Table—Hydrologic Soil Group (PRE-DIRECT SOUTH TO WETLANDS) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI Bb Bibb and Mantachie soils, local alluvium B/D 0.3 0.4% BoC Bowie fine sandy loam, 5 to 8 percent slopes C 10.7 12.5% EuB Eustis loamy fine sand, 0 to 5 percent slopes A 21.8 25.5% LaB Lakeland loamy fine sand, 0 to 5 percent slopes A 36.1 42.3% LaC Lakeland loamy fine sand, 5 to 8 percent slopes A 1.2 1.4% MrB2 Marlboro very fine sandy loam, 2 to 5 percent slopes, eroded B 2.9 3.4% NoB Norfolk fine sandy loam, 2 to 5 percent slopes B 8.9 10.4% Ok Okenee soils C/D 2.6 3.0% RuA Ruston fine sandy loam, 0 to 2 percent slopes B 0.9 1.0% Totals for Area of Interest 85.5 100.0% Rating Options—Hydrologic Soil Group (PRE-DIRECT SOUTH TO WETLANDS) Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 26 United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants &XVWRP6RLO5HVRXUFH 5HSRUWIRU %DOGZLQ&RXQW\ $ODEDPD )$,5+23()$//63+35( ($6772321' Natural Resources Conservation Service December 14, 2020 28 Custom Soil Resource Report Map—Hydrologic Soil Group (PRE-EAST TO POND) 0$3/(*(1'0$3,1)250$7,21$UHDRI,QWHUHVW$2, 7DEOH²+\GURORJLF6RLO*URXS35(($6772321' 0DSXQLWV\PERO 0DSXQLWQDPH 5DWLQJ $FUHVLQ$2,3HUFHQWRI$2, Bb Bibb and Mantachie soils, local alluvium B/D 9.9 6.7% BoC Bowie fine sandy loam, 5 to 8 percent slopes C 5.2 3.5% EuB Eustis loamy fine sand, 0 to 5 percent slopes A 34.2 23.0% FaA Faceville fine sandy loam, 0 to 2 percent slopes A 8.4 5.7% FaB Faceville fine sandy loam, 2 to 5 percent slopes A 4.9 3.3% LaB Lakeland loamy fine sand, 0 to 5 percent slopes A 17.2 11.6% LaD Lakeland loamy fine sand, 8 to 12 percent slopes A 5.3 3.5% MrB2 Marlboro very fine sandy loam, 2 to 5 percent slopes, eroded B 25.0 16.8% NoA Norfolk fine sandy loam, 0 to 2 percent slopes B 2.6 1.7% NoB Norfolk fine sandy loam, 2 to 5 percent slopes B 15.0 10.1% RuA Ruston fine sandy loam, 0 to 2 percent slopes B 0.8 0.5% SuD2 Sunsweet fine sandy loam, 8 to 17 percent slopes, eroded C 13.2 8.9% W Water 6.7 4.5% 7RWDOVIRU$UHDRI,QWHUHVW 5DWLQJ2SWLRQV²+\GURORJLF6RLO*URXS35(($6772321' $JJUHJDWLRQ0HWKRGDominant Condition &RPSRQHQW3HUFHQW&XWRII1RQH6SHFLILHG 7LHEUHDN5XOHHigher Custom Soil Resource Report 30 United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants &XVWRP6RLO5HVRXUFH 5HSRUWIRU %DOGZLQ&RXQW\ $ODEDPD )$,5+23()$//63+3267 ',5(&7:(67 Natural Resources Conservation Service December 14, 2020 17 Custom Soil Resource Report Map—Hydrologic Soil Group (POST- DIRECT WEST) 0$3/(*(1'0$3,1)250$7,21$UHDRI,QWHUHVW$2, 7DEOH²+\GURORJLF6RLO*URXS3267',5(&7:(67 0DSXQLWV\PERO 0DSXQLWQDPH 5DWLQJ $FUHVLQ$2,3HUFHQWRI$2, FaA Faceville fine sandy loam, 0 to 2 percent slopes A 2.2 37.9% GvA Greenville loam, 0 to 2 percent slopes B 2.4 41.3% MrB2 Marlboro very fine sandy loam, 2 to 5 percent slopes, eroded B 0.8 14.4% RuA Ruston fine sandy loam, 0 to 2 percent slopes B 0.4 6.4% 7RWDOVIRU$UHDRI,QWHUHVW 5DWLQJ2SWLRQV²+\GURORJLF6RLO*URXS3267',5(&7:(67 $JJUHJDWLRQ0HWKRGDominant Condition &RPSRQHQW3HUFHQW&XWRII1RQH6SHFLILHG 7LHEUHDN5XOHHigher Custom Soil Resource Report 19 United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Baldwin County, Alabama PRE-POND NORTH OFFSITE Natural Resources Conservation Service October 14, 2020 27 Custom Soil Resource Report Map—Hydrologic Soil Group (OFFSITE-NORTH)337880033789003379000337910033792003379300337940033795003379600337880033789003379000337910033792003379300337940033795003379600422300 422400 422500 422600 422700 422800 422900 422300 422400 422500 422600 422700 422800 422900 30° 32' 48'' N 87° 48' 38'' W30° 32' 48'' N87° 48' 12'' W30° 32' 18'' N 87° 48' 38'' W30° 32' 18'' N 87° 48' 12'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 200 400 800 1200Feet 0 50 100 200 300Meters Map Scale: 1:4,500 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:20,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Baldwin County, Alabama Survey Area Data: Version 12, May 29, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Nov 16, 2018—Dec 18, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 28 Table—Hydrologic Soil Group (OFFSITE-NORTH) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI Bb Bibb and Mantachie soils, local alluvium B/D 4.9 7.0% BoC Bowie fine sandy loam, 5 to 8 percent slopes C 0.4 0.6% EuB Eustis loamy fine sand, 0 to 5 percent slopes A 10.5 14.8% FaA Faceville fine sandy loam, 0 to 2 percent slopes A 8.4 11.9% FaB Faceville fine sandy loam, 2 to 5 percent slopes A 4.9 7.0% LaB Lakeland loamy fine sand, 0 to 5 percent slopes A 2.4 3.4% LaD Lakeland loamy fine sand, 8 to 12 percent slopes A 1.6 2.3% MrB2 Marlboro very fine sandy loam, 2 to 5 percent slopes, eroded B 15.9 22.4% NoA Norfolk fine sandy loam, 0 to 2 percent slopes B 2.6 3.6% NoB Norfolk fine sandy loam, 2 to 5 percent slopes B 4.8 6.7% SuD2 Sunsweet fine sandy loam, 8 to 17 percent slopes, eroded C 13.2 18.5% W Water 1.4 2.0% Totals for Area of Interest 71.1 100.0% Rating Options—Hydrologic Soil Group (OFFSITE-NORTH) Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 29 United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Baldwin County, Alabama PRE-POND 4 Natural Resources Conservation Service October 14, 2020 16 Custom Soil Resource Report Map—Hydrologic Soil Group (POND 4)3378730337876033787903378820337885033788803378910337894033787303378760337879033788203378850337888033789103378940422860 422890 422920 422950 422980 423010 423040 423070 423100 423130 423160 423190 422860 422890 422920 422950 422980 423010 423040 423070 423100 423130 423160 423190 30° 32' 25'' N 87° 48' 15'' W30° 32' 25'' N87° 48' 2'' W30° 32' 18'' N 87° 48' 15'' W30° 32' 18'' N 87° 48' 2'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 50 100 200 300Feet 0 20 40 80 120Meters Map Scale: 1:1,640 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:20,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Baldwin County, Alabama Survey Area Data: Version 12, May 29, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Nov 16, 2018—Dec 18, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 17 Table—Hydrologic Soil Group (POND 4) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI LaB Lakeland loamy fine sand, 0 to 5 percent slopes A 5.4 86.4% LaD Lakeland loamy fine sand, 8 to 12 percent slopes A 0.1 1.1% RuA Ruston fine sandy loam, 0 to 2 percent slopes B 0.8 12.5% Totals for Area of Interest 6.2 100.0% Rating Options—Hydrologic Soil Group (POND 4) Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 18 United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Baldwin County, Alabama POST- POND 5 Natural Resources Conservation Service October 15, 2020 22 Custom Soil Resource Report Map—Hydrologic Soil Group (POST-POND 5)3378460337855033786403378730337882033789103379000337846033785503378640337873033788203378910422360 422450 422540 422630 422720 422810 422900 422990 423080 423170 422360 422450 422540 422630 422720 422810 422900 422990 423080 423170 30° 32' 27'' N 87° 48' 34'' W30° 32' 27'' N87° 48' 2'' W30° 32' 9'' N 87° 48' 34'' W30° 32' 9'' N 87° 48' 2'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 150 300 600 900Feet 0 50 100 200 300Meters Map Scale: 1:3,860 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:20,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Baldwin County, Alabama Survey Area Data: Version 12, May 29, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Nov 16, 2018—Dec 18, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 23 Table—Hydrologic Soil Group (POST-POND 5) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI Bb Bibb and Mantachie soils, local alluvium B/D 0.9 3.2% BoC Bowie fine sandy loam, 5 to 8 percent slopes C 1.2 4.3% EuB Eustis loamy fine sand, 0 to 5 percent slopes A 8.5 29.6% LaB Lakeland loamy fine sand, 0 to 5 percent slopes A 3.6 12.5% LaD Lakeland loamy fine sand, 8 to 12 percent slopes A 0.7 2.6% MrB2 Marlboro very fine sandy loam, 2 to 5 percent slopes, eroded B 5.1 18.0% NoB Norfolk fine sandy loam, 2 to 5 percent slopes B 4.3 15.0% W Water 4.2 14.8% Totals for Area of Interest 28.5 100.0% Rating Options—Hydrologic Soil Group (POST-POND 5) Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 24 United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Baldwin County, Alabama POST-POND 6 Natural Resources Conservation Service October 15, 2020 23 Custom Soil Resource Report Map—Hydrologic Soil Group (POST-POND 6)337790033780003378100337820033783003378400337850033786003378700337790033780003378100337820033783003378400337850033786003378700422100 422200 422300 422400 422500 422600 422700 422800 422900 423000 423100 423200 423300 422000 422100 422200 422300 422400 422500 422600 422700 422800 422900 423000 423100 423200 423300 30° 32' 20'' N 87° 48' 47'' W30° 32' 20'' N87° 47' 55'' W30° 31' 50'' N 87° 48' 47'' W30° 31' 50'' N 87° 47' 55'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 300 600 1200 1800Feet 0 50 100 200 300Meters Map Scale: 1:6,360 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:20,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Baldwin County, Alabama Survey Area Data: Version 12, May 29, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Nov 16, 2018—Dec 18, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 24 Table—Hydrologic Soil Group (POST-POND 6) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI Bb Bibb and Mantachie soils, local alluvium B/D 2.5 3.0% BoC Bowie fine sandy loam, 5 to 8 percent slopes C 3.9 4.8% EuB Eustis loamy fine sand, 0 to 5 percent slopes A 26.7 32.6% GvA Greenville loam, 0 to 2 percent slopes B 0.4 0.5% LaB Lakeland loamy fine sand, 0 to 5 percent slopes A 27.9 34.1% LaD Lakeland loamy fine sand, 8 to 12 percent slopes A 2.2 2.6% MrB2 Marlboro very fine sandy loam, 2 to 5 percent slopes, eroded B 7.5 9.2% NoB Norfolk fine sandy loam, 2 to 5 percent slopes B 9.5 11.7% RuA Ruston fine sandy loam, 0 to 2 percent slopes B 1.1 1.4% Totals for Area of Interest 81.7 100.0% Rating Options—Hydrologic Soil Group (POST-POND 6) Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 25 United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Baldwin County, Alabama POST-POND NORTH Natural Resources Conservation Service October 15, 2020 24 Custom Soil Resource Report Map—Hydrologic Soil Group (POST-POND NORTH ONSITE)33787103378780337885033789203378990337906033791303378710337878033788503378920337899033790603379130422280 422350 422420 422490 422560 422630 422700 422770 422840 422910 422980 422280 422350 422420 422490 422560 422630 422700 422770 422840 422910 30° 32' 31'' N 87° 48' 36'' W30° 32' 31'' N87° 48' 10'' W30° 32' 17'' N 87° 48' 36'' W30° 32' 17'' N 87° 48' 10'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 150 300 600 900Feet 0 45 90 180 270Meters Map Scale: 1:3,210 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:20,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Baldwin County, Alabama Survey Area Data: Version 12, May 29, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Nov 16, 2018—Dec 18, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 25 Table—Hydrologic Soil Group (POST-POND NORTH ONSITE) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI Bb Bibb and Mantachie soils, local alluvium B/D 1.5 8.2% BoC Bowie fine sandy loam, 5 to 8 percent slopes C 1.3 6.8% EuB Eustis loamy fine sand, 0 to 5 percent slopes A 4.0 21.2% FaA Faceville fine sandy loam, 0 to 2 percent slopes A 1.4 7.5% LaB Lakeland loamy fine sand, 0 to 5 percent slopes A 3.5 18.7% LaD Lakeland loamy fine sand, 8 to 12 percent slopes A 0.7 3.6% MrB2 Marlboro very fine sandy loam, 2 to 5 percent slopes, eroded B 2.2 11.7% NoB Norfolk fine sandy loam, 2 to 5 percent slopes B 3.1 16.5% W Water 1.1 5.9% Totals for Area of Interest 18.7 100.0% Rating Options—Hydrologic Soil Group (POST-POND NORTH ONSITE) Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 26 Page 9 of 11 APPENDIX C Detention Pond Design 44Time of Concentration Calculations, 100 years (Pre- Development 100 year, 24 hr) 42Time of Concentration Calculations, 100 years (Post- Development 100 year, 24 hr) CM-WEST OFFSITE NORTH 40Time of Concentration Calculations, 100 years (Pre- Development 100 year, 24 hr) 38Time of Concentration Calculations, 100 years (Post- Development 100 year, 24 hr) CM-OFFSITE WEST -SOUTH 36Time of Concentration Calculations, 100 years (Pre- Development 100 year, 24 hr) 34Time of Concentration Calculations, 100 years (Post- Development 100 year, 24 hr) CM-OFFSITE WEST MIDDLE 32Time of Concentration Calculations, 100 years (Pre- Development 100 year, 24 hr) CM-EAST ALL 30Time of Concentration Calculations, 100 years (Pre- Development 100 year, 24 hr) 28Time of Concentration Calculations, 100 years (Post- Development 100 year, 24 hr) CM-DIRECT WEST 26Time of Concentration Calculations, 100 years (Pre- Development 100 year, 24 hr) 24Time of Concentration Calculations, 100 years (Post- Development 100 year, 24 hr) CM-DIRECT SOUTH 21Time of Concentration Calculations, 100 years (Post- Development 100 year, 24 hr) CM-9 19Time of Concentration Calculations, 100 years (Post- Development 100 year, 24 hr) CM-8 15Time of Concentration Calculations, 100 years (Post- Development 100 year, 24 hr) CM-7 12Time of Concentration Calculations, 100 years (Post- Development 100 year, 24 hr) CM-11 10Time of Concentration Calculations, 100 years (Post- Development 100 year, 24 hr) CM-10 8Time-Depth Curve, 100 years (Pre-Development 100 year, 24 hr) 6Time-Depth Curve, 100 years (Post-Development 100 year, 24 hr) SCS NOAA ATLAS 14 (TYPE III) 2Master Network Summary Table of Contents 66Unit Hydrograph Summary, 100 years (Post-Development 100 year, 24 hr) CM-DIRECT WEST 64Unit Hydrograph Summary, 100 years (Pre-Development 100 year, 24 hr) 62Unit Hydrograph Summary, 100 years (Post-Development 100 year, 24 hr) CM-DIRECT SOUTH 61Runoff CN-Area, 100 years (Pre-Development 100 year, 24 hr) 60Runoff CN-Area, 100 years (Post-Development 100 year, 24 hr) CM-WEST OFFSITE NORTH 59Runoff CN-Area, 100 years (Pre-Development 100 year, 24 hr) 58Runoff CN-Area, 100 years (Post-Development 100 year, 24 hr) CM-OFFSITE WEST -SOUTH 57Runoff CN-Area, 100 years (Pre-Development 100 year, 24 hr) 56Runoff CN-Area, 100 years (Post-Development 100 year, 24 hr) CM-OFFSITE WEST MIDDLE 55Runoff CN-Area, 100 years (Pre-Development 100 year, 24 hr) CM-EAST ALL 54Runoff CN-Area, 100 years (Pre-Development 100 year, 24 hr) 53Runoff CN-Area, 100 years (Post-Development 100 year, 24 hr) CM-DIRECT WEST 52Runoff CN-Area, 100 years (Pre-Development 100 year, 24 hr) 51Runoff CN-Area, 100 years (Post-Development 100 year, 24 hr) CM-DIRECT SOUTH 50Runoff CN-Area, 100 years (Post-Development 100 year, 24 hr) CM-9 49Runoff CN-Area, 100 years (Post-Development 100 year, 24 hr) CM-8 48Runoff CN-Area, 100 years (Post-Development 100 year, 24 hr) CM-7 47Runoff CN-Area, 100 years (Post-Development 100 year, 24 hr) CM-11 46Runoff CN-Area, 100 years (Post-Development 100 year, 24 hr) CM-10 Table of Contents Table of Contents 122Level Pool Pond Routing Summary, 100 years (Post- Development 100 year, 24 hr) POND 7 (EX NORTH) (IN) 121Interconnected Pond Routing Summary, 100 years (Post- Development 100 year, 24 hr) POND 6 120Interconnected Pond Routing Summary, 100 years (Post- Development 100 year, 24 hr) POND 5 119Interconnected Pond Routing Summary, 100 years (Post- Development 100 year, 24 hr) POND 4 118Composite Rating Curve, 100 years (Post-Development 100 year, 24 hr) POND NORTH 117Composite Rating Curve, 100 years (Post-Development 100 year, 24 hr) POND 6 OUTFALL 82Composite Rating Curve, 100 years (Post-Development 100 year, 24 hr) Pond 5 72Composite Rating Curve, 100 years (Post-Development 100 year, 24 hr) POND 4- CONCRETE FLUME 70Unit Hydrograph Summary, 100 years (Pre-Development 100 year, 24 hr) CM-EAST ALL 68Unit Hydrograph Summary, 100 years (Pre-Development 100 year, 24 hr) Subsection: Master Network Summary Catchments Summary Peak Flow (ft³/s) Time to Peak (hours) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel 292.9713.900109.511100Pre-Development 100 year, 24 hr CM-EAST ALL 34.2412.6505.895100Pre-Development 100 year, 24 hr CM-WEST OFFSITE NORTH 34.2412.6505.895100Post-Development 100 year, 24 hr CM-WEST OFFSITE NORTH 49.1512.2005.211100Pre-Development 100 year, 24 hr CM-OFFSITE WEST - SOUTH 49.1512.2005.211100Post-Development 100 year, 24 hr CM-OFFSITE WEST - SOUTH 23.4812.1502.293100Pre-Development 100 year, 24 hr CM-OFFSITE WEST MIDDLE 23.4812.1502.293100Post-Development 100 year, 24 hr CM-OFFSITE WEST MIDDLE 621.7812.25073.129100Post-Development 100 year, 24 hr CM-7 106.0215.75057.001100Post-Development 100 year, 24 hr CM-8 133.8612.35017.043100Post-Development 100 year, 24 hr CM-9 43.6712.1503.844100Post-Development 100 year, 24 hr CM-10 316.3212.10026.866100Post-Development 100 year, 24 hr CM-11 67.8312.5009.851100Pre-Development 100 year, 24 hr CM-DIRECT WEST 46.6012.2505.282100Post-Development 100 year, 24 hr CM-DIRECT WEST 465.9412.30053.758100Pre-Development 100 year, 24 hr CM-DIRECT SOUTH 258.7512.25028.113100Post-Development 100 year, 24 hr CM-DIRECT SOUTH Node Summary Peak Flow (ft³/s) Time to Peak (hours) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel 61.0112.75010.118100Pre-Development 100 year, 24 hr J-2 61.0112.75010.118100Post-Development 100 year, 24 hr J-2 58.8512.80010.066100Pre-Development 100 year, 24 hr O-OFFSITE NORTH 58.8512.80010.066100Post-Development 100 year, 24 hr O-OFFSITE NORTH 61.8412.70010.150100Pre-Development 100 year, 24 hr J-1 Page 2 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Subsection: Master Network Summary Node Summary Peak Flow (ft³/s) Time to Peak (hours) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel 61.8412.70010.150100Post-Development 100 year, 24 hr J-1 292.9713.900109.511100Pre-Development 100 year, 24 hr O-POND 6 275.7312.950126.974100Post-Development 100 year, 24 hr O-POND 6 67.8312.5009.851100Pre-Development 100 year, 24 hr O-DIRECT WEST 46.6012.2505.282100Post-Development 100 year, 24 hr O-DIRECT WEST 465.9412.30053.758100Pre-Development 100 year, 24 hr O-DIRECT SOUTH 258.7512.25028.113100Post-Development 100 year, 24 hr O-DIRECT SOUTH Pond Summary Maximum Pond Storage (ac-ft) Maximum Water Surface Elevation (ft) Peak Flow (ft³/s) Time to Peak (hours) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel (N/A)(N/A)361.8612.10097.893100Post- Development 100 year, 24 hr POND 5 (IN) 14.32356.11145.7312.50093.276100Post- Development 100 year, 24 hr POND 5 (OUT) (N/A)(N/A)43.6712.1503.844100Post- Development 100 year, 24 hr POND 4 (IN) 1.28760.0122.5312.4003.785100Post- Development 100 year, 24 hr POND 4 (OUT) (N/A)(N/A)133.8612.35068.458100Post- Development 100 year, 24 hr POND 7 (EX NORTH) (IN) 2.44966.17123.5312.45067.243100Post- Development 100 year, 24 hr POND 7 (EX NORTH) (OUT) Page 3 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Subsection: Master Network Summary Pond Summary Maximum Pond Storage (ac-ft) Maximum Water Surface Elevation (ft) Peak Flow (ft³/s) Time to Peak (hours) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel (N/A)(N/A)106.0215.75057.001100Post- Development 100 year, 24 hr POND- OFFSITE NORTH (IN) 5.91875.97105.9815.80051.415100Post- Development 100 year, 24 hr POND- OFFSITE NORTH (OUT) (N/A)(N/A)49.1512.2005.211100Pre- Development 100 year, 24 hr POND OFFSITE WEST- SOUTH (IN) 2.462109.7824.7012.5502.962100Pre- Development 100 year, 24 hr POND OFFSITE WEST- SOUTH (OUT) (N/A)(N/A)49.1512.2005.211100Post- Development 100 year, 24 hr POND OFFSITE WEST- SOUTH (IN) 2.462109.7824.7012.5502.962100Post- Development 100 year, 24 hr POND OFFSITE WEST- SOUTH (OUT) (N/A)(N/A)33.5012.5005.255100Pre- Development 100 year, 24 hr POND OFFSITE WEST NORTH (IN) 0.817106.4733.2212.5504.511100Pre- Development 100 year, 24 hr POND OFFSITE WEST NORTH (OUT) (N/A)(N/A)33.5012.5005.255100Post- Development 100 year, 24 hr POND OFFSITE WEST NORTH (IN) 0.817106.4733.2212.5504.511100Post- Development 100 year, 24 hr POND OFFSITE WEST NORTH (OUT) (N/A)(N/A)66.4512.55010.407100Pre- Development 100 year, 24 hr PO-OFFSITE WEST (IN) Page 4 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Subsection: Master Network Summary Pond Summary Maximum Pond Storage (ac-ft) Maximum Water Surface Elevation (ft) Peak Flow (ft³/s) Time to Peak (hours) Hydrograph Volume (ac-ft) Return Event (years) ScenarioLabel 1.356107.3161.8412.70010.150100Pre- Development 100 year, 24 hr PO-OFFSITE WEST (OUT) (N/A)(N/A)66.4512.55010.407100Post- Development 100 year, 24 hr PO-OFFSITE WEST (IN) 1.356107.3161.8412.70010.150100Post- Development 100 year, 24 hr PO-OFFSITE WEST (OUT) (N/A)(N/A)744.7912.300166.404100Post- Development 100 year, 24 hr POND 6 (IN) 48.87951.00275.7312.950126.974100Post- Development 100 year, 24 hr POND 6 (OUT) Page 5 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: SCS NOAA ATLAS 14 (TYPE III) Return Event: 100 yearsSubsection: Time-Depth Curve Time-Depth Curve: 24 hr (15.84") 24 hr (15.84") Label hours0.000Start Time hours0.100Increment hours24.000End Time years100Return Event CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Depth (in) Depth (in) Depth (in) Depth (in) Depth (in) Time (hours) 0.10.00.00.00.00.000 0.10.10.10.10.10.500 0.20.20.20.20.21.000 0.30.30.30.30.21.500 0.40.40.30.30.32.000 0.50.50.40.40.42.500 0.60.50.50.50.53.000 0.70.60.60.60.63.500 0.80.70.70.70.74.000 0.90.90.80.80.84.500 1.01.00.90.90.95.000 1.11.11.11.01.05.500 1.21.21.21.21.16.000 1.41.41.31.31.36.500 1.61.51.51.51.47.000 1.81.71.71.61.67.500 2.01.91.91.81.88.000 2.32.22.12.12.08.500 2.62.52.42.42.39.000 2.92.82.82.72.69.500 3.33.23.23.13.010.000 3.83.73.63.53.410.500 4.54.44.24.14.011.000 6.65.95.45.04.711.500 10.910.59.99.37.912.000 11.811.611.511.311.112.500 12.312.212.112.011.913.000 12.812.712.612.512.413.500 13.113.113.012.912.814.000 13.513.413.313.313.214.500 13.813.713.613.613.515.000 14.013.913.913.913.815.500 14.214.214.114.114.016.000 14.414.314.314.314.216.500 14.514.514.514.414.417.000 Page 6 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: SCS NOAA ATLAS 14 (TYPE III) Return Event: 100 yearsSubsection: Time-Depth Curve CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Depth (in) Depth (in) Depth (in) Depth (in) Depth (in) Time (hours) 14.714.614.614.614.617.500 14.814.814.714.714.718.000 14.914.914.914.814.818.500 15.015.015.015.014.919.000 15.115.115.115.115.119.500 15.215.215.215.215.220.000 15.315.315.315.315.320.500 15.415.415.415.415.421.000 15.515.515.515.515.421.500 15.615.615.615.615.522.000 15.715.715.615.615.622.500 15.815.715.715.715.723.000 15.815.815.815.815.823.500 (N/A)(N/A)(N/A)(N/A)15.824.000 Page 7 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Pre-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: SCS NOAA ATLAS 14 (TYPE III) Return Event: 100 yearsSubsection: Time-Depth Curve Time-Depth Curve: 24 hr (15.84") 24 hr (15.84") Label hours0.000Start Time hours0.100Increment hours24.000End Time years100Return Event CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Depth (in) Depth (in) Depth (in) Depth (in) Depth (in) Time (hours) 0.10.00.00.00.00.000 0.10.10.10.10.10.500 0.20.20.20.20.21.000 0.30.30.30.30.21.500 0.40.40.30.30.32.000 0.50.50.40.40.42.500 0.60.50.50.50.53.000 0.70.60.60.60.63.500 0.80.70.70.70.74.000 0.90.90.80.80.84.500 1.01.00.90.90.95.000 1.11.11.11.01.05.500 1.21.21.21.21.16.000 1.41.41.31.31.36.500 1.61.51.51.51.47.000 1.81.71.71.61.67.500 2.01.91.91.81.88.000 2.32.22.12.12.08.500 2.62.52.42.42.39.000 2.92.82.82.72.69.500 3.33.23.23.13.010.000 3.83.73.63.53.410.500 4.54.44.24.14.011.000 6.65.95.45.04.711.500 10.910.59.99.37.912.000 11.811.611.511.311.112.500 12.312.212.112.011.913.000 12.812.712.612.512.413.500 13.113.113.012.912.814.000 13.513.413.313.313.214.500 13.813.713.613.613.515.000 14.013.913.913.913.815.500 14.214.214.114.114.016.000 14.414.314.314.314.216.500 14.514.514.514.414.417.000 Page 8 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Pre-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: SCS NOAA ATLAS 14 (TYPE III) Return Event: 100 yearsSubsection: Time-Depth Curve CUMULATIVE RAINFALL (in) Output Time Increment = 0.100 hours Time on left represents time for first value in each row. Depth (in) Depth (in) Depth (in) Depth (in) Depth (in) Time (hours) 14.714.614.614.614.617.500 14.814.814.714.714.718.000 14.914.914.914.814.818.500 15.015.015.015.014.919.000 15.115.115.115.115.119.500 15.215.215.215.215.220.000 15.315.315.315.315.320.500 15.415.415.415.415.421.000 15.515.515.515.515.421.500 15.615.615.615.615.522.000 15.715.715.615.615.622.500 15.815.715.715.715.723.000 15.815.815.815.815.823.500 (N/A)(N/A)(N/A)(N/A)15.824.000 Page 9 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-10 Return Event: 100 yearsSubsection: Time of Concentration Calculations Time of Concentration Results Segment #1: User Defined Tc hours0.167Time of Concentration Time of Concentration (Composite) hours0.167Time of Concentration (Composite) Page 10 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-10 Return Event: 100 yearsSubsection: Time of Concentration Calculations ==== User Defined Value entered by userTc = Tc= Time of concentration, hoursWhere: Page 11 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-11 Return Event: 100 yearsSubsection: Time of Concentration Calculations Time of Concentration Results Segment #1: TR-55 Sheet Flow ft75.00Hydraulic Length 0.013Manning's n ft/ft0.006Slope in5.92 Year 24 Hour Depth ft/s0.95Average Velocity hours0.022Segment Time of Concentration Segment #2: TR-55 Shallow Concentrated Flow ft215.50Hydraulic Length FalseIs Paved? ft/ft0.005Slope ft/s1.14Average Velocity hours0.052Segment Time of Concentration Segment #3: TR-55 Channel Flow ft²1.8Flow Area ft304.00Hydraulic Length 0.013Manning's n ft/ft0.015Slope ft4.71Wetted Perimeter ft/s7.25Average Velocity hours0.012Segment Time of Concentration Segment #4: TR-55 Channel Flow ft²3.1Flow Area ft330.00Hydraulic Length 0.013Manning's n ft/ft0.036Slope ft6.28Wetted Perimeter ft/s13.78Average Velocity hours0.007Segment Time of Concentration Segment #5: TR-55 Channel Flow ft²4.9Flow Area ft704.00Hydraulic Length 0.013Manning's n ft/ft0.038Slope Page 12 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-11 Return Event: 100 yearsSubsection: Time of Concentration Calculations Segment #5: TR-55 Channel Flow ft7.85Wetted Perimeter ft/s16.42Average Velocity hours0.012Segment Time of Concentration Segment #6: TR-55 Channel Flow ft²7.1Flow Area ft114.00Hydraulic Length 0.013Manning's n ft/ft0.005Slope ft9.43Wetted Perimeter ft/s6.69Average Velocity hours0.005Segment Time of Concentration Segment #7: TR-55 Channel Flow ft²7.1Flow Area ft56.00Hydraulic Length 0.013Manning's n ft/ft0.330Slope ft9.42Wetted Perimeter ft/s54.35Average Velocity hours0.000Segment Time of Concentration Time of Concentration (Composite) hours0.110Time of Concentration (Composite) Page 13 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-11 Return Event: 100 yearsSubsection: Time of Concentration Calculations ==== SCS Channel Flow R = Qa / Wp V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n (Lf / V) / 3600 Tc = R= Hydraulic radius Aq= Flow area, square feet Wp= Wetted perimeter, feet V= Velocity, ft/sec Sf= Slope, ft/ft n= Manning's n Tc= Time of concentration, hours Lf= Flow length, feet Where: ==== SCS TR-55 Shallow Concentration Flow Unpaved surface: V = 16.1345 * (Sf**0.5) Paved Surface: V = 20.3282 * (Sf**0.5) (Lf / V) / 3600 Tc = V= Velocity, ft/sec Sf= Slope, ft/ft Tc= Time of concentration, hours Lf= Flow length, feet Where: ==== SCS TR-55 Sheet Flow (0.007 * ((n * Lf)**0.8)) / ((P**0.5) * (Sf**0.4))Tc = Tc= Time of concentration, hours n= Manning's n Lf= Flow length, feet P= 2yr, 24hr Rain depth, inches Sf= Slope, % Where: Page 14 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-7 Return Event: 100 yearsSubsection: Time of Concentration Calculations Time of Concentration Results Segment #1: TR-55 Sheet Flow ft103.00Hydraulic Length 0.240Manning's n ft/ft0.015Slope in5.92 Year 24 Hour Depth ft/s0.14Average Velocity hours0.203Segment Time of Concentration Segment #2: TR-55 Shallow Concentrated Flow ft803.00Hydraulic Length FalseIs Paved? ft/ft0.019Slope ft/s2.21Average Velocity hours0.101Segment Time of Concentration Segment #3: TR-55 Channel Flow ft²1.8Flow Area ft50.00Hydraulic Length 0.013Manning's n ft/ft0.080Slope ft4.71Wetted Perimeter ft/s16.86Average Velocity hours0.001Segment Time of Concentration Segment #4: TR-55 Shallow Concentrated Flow ft577.00Hydraulic Length FalseIs Paved? ft/ft0.056Slope ft/s3.82Average Velocity hours0.042Segment Time of Concentration Segment #5: TR-55 Channel Flow ft²1.8Flow Area ft168.00Hydraulic Length 0.013Manning's n ft/ft0.012Slope ft4.71Wetted Perimeter ft/s6.53Average Velocity Page 15 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-7 Return Event: 100 yearsSubsection: Time of Concentration Calculations Segment #5: TR-55 Channel Flow hours0.007Segment Time of Concentration Segment #6: TR-55 Channel Flow ft²3.1Flow Area ft619.00Hydraulic Length 0.013Manning's n ft/ft0.010Slope ft6.28Wetted Perimeter ft/s7.11Average Velocity hours0.024Segment Time of Concentration Segment #7: TR-55 Channel Flow ft²4.9Flow Area ft80.00Hydraulic Length 0.013Manning's n ft/ft0.005Slope ft7.85Wetted Perimeter ft/s5.92Average Velocity hours0.004Segment Time of Concentration Segment #8: TR-55 Channel Flow ft²7.1Flow Area ft480.00Hydraulic Length 0.013Manning's n ft/ft0.011Slope ft9.43Wetted Perimeter ft/s9.92Average Velocity hours0.013Segment Time of Concentration Segment #9: TR-55 Channel Flow ft²9.6Flow Area ft120.00Hydraulic Length 0.013Manning's n ft/ft0.025Slope ft11.00Wetted Perimeter ft/s16.58Average Velocity hours0.002Segment Time of Concentration Page 16 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-7 Return Event: 100 yearsSubsection: Time of Concentration Calculations Segment #10: TR-55 Channel Flow ft²9.6Flow Area ft25.00Hydraulic Length 0.013Manning's n ft/ft0.333Slope ft11.00Wetted Perimeter ft/s60.51Average Velocity hours0.000Segment Time of Concentration Time of Concentration (Composite) hours0.398Time of Concentration (Composite) Page 17 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-7 Return Event: 100 yearsSubsection: Time of Concentration Calculations ==== SCS Channel Flow R = Qa / Wp V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n (Lf / V) / 3600 Tc = R= Hydraulic radius Aq= Flow area, square feet Wp= Wetted perimeter, feet V= Velocity, ft/sec Sf= Slope, ft/ft n= Manning's n Tc= Time of concentration, hours Lf= Flow length, feet Where: ==== SCS TR-55 Shallow Concentration Flow Unpaved surface: V = 16.1345 * (Sf**0.5) Paved Surface: V = 20.3282 * (Sf**0.5) (Lf / V) / 3600 Tc = V= Velocity, ft/sec Sf= Slope, ft/ft Tc= Time of concentration, hours Lf= Flow length, feet Where: ==== SCS TR-55 Sheet Flow (0.007 * ((n * Lf)**0.8)) / ((P**0.5) * (Sf**0.4))Tc = Tc= Time of concentration, hours n= Manning's n Lf= Flow length, feet P= 2yr, 24hr Rain depth, inches Sf= Slope, % Where: Page 18 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-8 Return Event: 100 yearsSubsection: Time of Concentration Calculations Time of Concentration Results Segment #1: User Defined Tc hours0.083Time of Concentration Segment #2: Kirpich (TN) ft21,626.00Hydraulic Length ft/ft0.003Slope 2.000Tc Multiplier ft/s1.13Average Velocity hours5.299Segment Time of Concentration Time of Concentration (Composite) hours5.383Time of Concentration (Composite) Page 19 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-8 Return Event: 100 yearsSubsection: Time of Concentration Calculations ==== User Defined Value entered by userTc = Tc= Time of concentration, hoursWhere: ==== Kirpich (TN) 0.00013 * (Lf**0.77) * (Sf**-0.385) * MtTc = Tc= Time of concentration, hours Lf= Flow length, feet Sf= Slope, ft/ft Mt= Tc Multiplier (Tc adjustment) Where: Page 20 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-9 Return Event: 100 yearsSubsection: Time of Concentration Calculations Time of Concentration Results Segment #1: TR-55 Sheet Flow ft132.00Hydraulic Length 0.240Manning's n ft/ft0.005Slope in5.92 Year 24 Hour Depth ft/s0.10Average Velocity hours0.381Segment Time of Concentration Segment #2: TR-55 Shallow Concentrated Flow ft434.00Hydraulic Length TrueIs Paved? ft/ft0.005Slope ft/s1.44Average Velocity hours0.084Segment Time of Concentration Segment #3: TR-55 Channel Flow ft²1.8Flow Area ft346.00Hydraulic Length 0.013Manning's n ft/ft0.046Slope ft6.28Wetted Perimeter ft/s10.55Average Velocity hours0.009Segment Time of Concentration Segment #4: TR-55 Channel Flow ft²3.1Flow Area ft346.00Hydraulic Length 0.013Manning's n ft/ft0.046Slope ft6.28Wetted Perimeter ft/s15.49Average Velocity hours0.006Segment Time of Concentration Segment #5: TR-55 Channel Flow ft²4.9Flow Area ft520.00Hydraulic Length 0.013Manning's n ft/ft0.031Slope Page 21 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-9 Return Event: 100 yearsSubsection: Time of Concentration Calculations Segment #5: TR-55 Channel Flow ft7.85Wetted Perimeter ft/s14.70Average Velocity hours0.010Segment Time of Concentration Segment #6: TR-55 Channel Flow ft²7.1Flow Area ft233.00Hydraulic Length 0.013Manning's n ft/ft0.043Slope ft9.43Wetted Perimeter ft/s19.60Average Velocity hours0.003Segment Time of Concentration Segment #7: TR-55 Channel Flow ft²7.1Flow Area ft15.00Hydraulic Length 0.013Manning's n ft/ft0.333Slope ft9.40Wetted Perimeter ft/s54.69Average Velocity hours0.000Segment Time of Concentration Time of Concentration (Composite) hours0.493Time of Concentration (Composite) Page 22 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-9 Return Event: 100 yearsSubsection: Time of Concentration Calculations ==== SCS Channel Flow R = Qa / Wp V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n (Lf / V) / 3600 Tc = R= Hydraulic radius Aq= Flow area, square feet Wp= Wetted perimeter, feet V= Velocity, ft/sec Sf= Slope, ft/ft n= Manning's n Tc= Time of concentration, hours Lf= Flow length, feet Where: ==== SCS TR-55 Shallow Concentration Flow Unpaved surface: V = 16.1345 * (Sf**0.5) Paved Surface: V = 20.3282 * (Sf**0.5) (Lf / V) / 3600 Tc = V= Velocity, ft/sec Sf= Slope, ft/ft Tc= Time of concentration, hours Lf= Flow length, feet Where: ==== SCS TR-55 Sheet Flow (0.007 * ((n * Lf)**0.8)) / ((P**0.5) * (Sf**0.4))Tc = Tc= Time of concentration, hours n= Manning's n Lf= Flow length, feet P= 2yr, 24hr Rain depth, inches Sf= Slope, % Where: Page 23 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-DIRECT SOUTH Return Event: 100 yearsSubsection: Time of Concentration Calculations Time of Concentration Results Segment #1: TR-55 Sheet Flow ft100.00Hydraulic Length 0.240Manning's n ft/ft0.040Slope in5.92 Year 24 Hour Depth ft/s0.21Average Velocity hours0.133Segment Time of Concentration Segment #2: TR-55 Shallow Concentrated Flow ft1,521.00Hydraulic Length FalseIs Paved? ft/ft0.024Slope ft/s2.50Average Velocity hours0.169Segment Time of Concentration Segment #3: TR-55 Shallow Concentrated Flow ft433.00Hydraulic Length FalseIs Paved? ft/ft0.042Slope ft/s3.29Average Velocity hours0.037Segment Time of Concentration Time of Concentration (Composite) hours0.338Time of Concentration (Composite) Page 24 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-DIRECT SOUTH Return Event: 100 yearsSubsection: Time of Concentration Calculations ==== SCS Channel Flow R = Qa / Wp V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n (Lf / V) / 3600 Tc = R= Hydraulic radius Aq= Flow area, square feet Wp= Wetted perimeter, feet V= Velocity, ft/sec Sf= Slope, ft/ft n= Manning's n Tc= Time of concentration, hours Lf= Flow length, feet Where: ==== SCS TR-55 Shallow Concentration Flow Unpaved surface: V = 16.1345 * (Sf**0.5) Paved Surface: V = 20.3282 * (Sf**0.5) (Lf / V) / 3600 Tc = V= Velocity, ft/sec Sf= Slope, ft/ft Tc= Time of concentration, hours Lf= Flow length, feet Where: Page 25 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Pre-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-DIRECT SOUTH Return Event: 100 yearsSubsection: Time of Concentration Calculations Time of Concentration Results Segment #1: TR-55 Sheet Flow ft100.00Hydraulic Length 0.240Manning's n ft/ft0.035Slope in5.92 Year 24 Hour Depth ft/s0.20Average Velocity hours0.140Segment Time of Concentration Segment #2: TR-55 Shallow Concentrated Flow ft2,041.00Hydraulic Length FalseIs Paved? ft/ft0.024Slope ft/s2.52Average Velocity hours0.225Segment Time of Concentration Segment #3: TR-55 Shallow Concentrated Flow ft442.00Hydraulic Length FalseIs Paved? ft/ft0.072Slope ft/s4.33Average Velocity hours0.028Segment Time of Concentration Time of Concentration (Composite) hours0.393Time of Concentration (Composite) Page 26 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Pre-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-DIRECT SOUTH Return Event: 100 yearsSubsection: Time of Concentration Calculations ==== SCS Channel Flow R = Qa / Wp V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n (Lf / V) / 3600 Tc = R= Hydraulic radius Aq= Flow area, square feet Wp= Wetted perimeter, feet V= Velocity, ft/sec Sf= Slope, ft/ft n= Manning's n Tc= Time of concentration, hours Lf= Flow length, feet Where: ==== SCS TR-55 Shallow Concentration Flow Unpaved surface: V = 16.1345 * (Sf**0.5) Paved Surface: V = 20.3282 * (Sf**0.5) (Lf / V) / 3600 Tc = V= Velocity, ft/sec Sf= Slope, ft/ft Tc= Time of concentration, hours Lf= Flow length, feet Where: Page 27 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-DIRECT WEST Return Event: 100 yearsSubsection: Time of Concentration Calculations Time of Concentration Results Segment #1: TR-55 Sheet Flow ft100.00Hydraulic Length 0.240Manning's n ft/ft0.005Slope in5.92 Year 24 Hour Depth ft/s0.09Average Velocity hours0.305Segment Time of Concentration Segment #2: TR-55 Shallow Concentrated Flow ft50.00Hydraulic Length FalseIs Paved? ft/ft0.005Slope ft/s1.14Average Velocity hours0.012Segment Time of Concentration Segment #3: TR-55 Shallow Concentrated Flow ft378.00Hydraulic Length TrueIs Paved? ft/ft0.008Slope ft/s1.82Average Velocity hours0.058Segment Time of Concentration Time of Concentration (Composite) hours0.375Time of Concentration (Composite) Page 28 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-DIRECT WEST Return Event: 100 yearsSubsection: Time of Concentration Calculations ==== SCS Channel Flow R = Qa / Wp V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n (Lf / V) / 3600 Tc = R= Hydraulic radius Aq= Flow area, square feet Wp= Wetted perimeter, feet V= Velocity, ft/sec Sf= Slope, ft/ft n= Manning's n Tc= Time of concentration, hours Lf= Flow length, feet Where: ==== SCS TR-55 Shallow Concentration Flow Unpaved surface: V = 16.1345 * (Sf**0.5) Paved Surface: V = 20.3282 * (Sf**0.5) (Lf / V) / 3600 Tc = V= Velocity, ft/sec Sf= Slope, ft/ft Tc= Time of concentration, hours Lf= Flow length, feet Where: Page 29 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Pre-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-DIRECT WEST Return Event: 100 yearsSubsection: Time of Concentration Calculations Time of Concentration Results Segment #1: SCS Lag ft750.00Hydraulic Length 54.000CN ft/ft0.016Slope ft/s0.31Average Velocity hours0.670Segment Time of Concentration Time of Concentration (Composite) hours0.670Time of Concentration (Composite) Page 30 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Pre-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-DIRECT WEST Return Event: 100 yearsSubsection: Time of Concentration Calculations ==== SCS Lag 0.000877 * (Lf**0.8) * ((1000/CN)-9)**0.7) * (Sf**-0.5)Tc = Tc= Time of concentration, hours Lf= Flow length, feet CN= SCS Curve Number Sf= Slope, ft/ft Where: Page 31 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Pre-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-EAST ALL Return Event: 100 yearsSubsection: Time of Concentration Calculations Time of Concentration Results Segment #1: SCS Lag ft4,678.00Hydraulic Length 56.000CN ft/ft0.013Slope ft/s0.43Average Velocity hours3.056Segment Time of Concentration Time of Concentration (Composite) hours3.056Time of Concentration (Composite) Page 32 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Pre-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-EAST ALL Return Event: 100 yearsSubsection: Time of Concentration Calculations ==== SCS Lag 0.000877 * (Lf**0.8) * ((1000/CN)-9)**0.7) * (Sf**-0.5)Tc = Tc= Time of concentration, hours Lf= Flow length, feet CN= SCS Curve Number Sf= Slope, ft/ft Where: Page 33 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-OFFSITE WEST MIDDLE Return Event: 100 yearsSubsection: Time of Concentration Calculations Time of Concentration Results Segment #1: SCS Lag ft444.00Hydraulic Length 69.000CN ft/ft0.027Slope ft/s0.53Average Velocity hours0.231Segment Time of Concentration Time of Concentration (Composite) hours0.231Time of Concentration (Composite) Page 34 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-OFFSITE WEST MIDDLE Return Event: 100 yearsSubsection: Time of Concentration Calculations ==== SCS Lag 0.000877 * (Lf**0.8) * ((1000/CN)-9)**0.7) * (Sf**-0.5)Tc = Tc= Time of concentration, hours Lf= Flow length, feet CN= SCS Curve Number Sf= Slope, ft/ft Where: Page 35 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Pre-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-OFFSITE WEST MIDDLE Return Event: 100 yearsSubsection: Time of Concentration Calculations Time of Concentration Results Segment #1: SCS Lag ft444.00Hydraulic Length 69.000CN ft/ft0.027Slope ft/s0.53Average Velocity hours0.231Segment Time of Concentration Time of Concentration (Composite) hours0.231Time of Concentration (Composite) Page 36 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Pre-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-OFFSITE WEST MIDDLE Return Event: 100 yearsSubsection: Time of Concentration Calculations ==== SCS Lag 0.000877 * (Lf**0.8) * ((1000/CN)-9)**0.7) * (Sf**-0.5)Tc = Tc= Time of concentration, hours Lf= Flow length, feet CN= SCS Curve Number Sf= Slope, ft/ft Where: Page 37 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-OFFSITE WEST -SOUTH Return Event: 100 yearsSubsection: Time of Concentration Calculations Time of Concentration Results Segment #1: SCS Lag ft442.00Hydraulic Length 61.000CN ft/ft0.023Slope ft/s0.40Average Velocity hours0.309Segment Time of Concentration Time of Concentration (Composite) hours0.309Time of Concentration (Composite) Page 38 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-OFFSITE WEST -SOUTH Return Event: 100 yearsSubsection: Time of Concentration Calculations ==== SCS Lag 0.000877 * (Lf**0.8) * ((1000/CN)-9)**0.7) * (Sf**-0.5)Tc = Tc= Time of concentration, hours Lf= Flow length, feet CN= SCS Curve Number Sf= Slope, ft/ft Where: Page 39 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Pre-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-OFFSITE WEST -SOUTH Return Event: 100 yearsSubsection: Time of Concentration Calculations Time of Concentration Results Segment #1: SCS Lag ft442.00Hydraulic Length 61.000CN ft/ft0.023Slope ft/s0.40Average Velocity hours0.309Segment Time of Concentration Time of Concentration (Composite) hours0.309Time of Concentration (Composite) Page 40 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Pre-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-OFFSITE WEST -SOUTH Return Event: 100 yearsSubsection: Time of Concentration Calculations ==== SCS Lag 0.000877 * (Lf**0.8) * ((1000/CN)-9)**0.7) * (Sf**-0.5)Tc = Tc= Time of concentration, hours Lf= Flow length, feet CN= SCS Curve Number Sf= Slope, ft/ft Where: Page 41 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-WEST OFFSITE NORTH Return Event: 100 yearsSubsection: Time of Concentration Calculations Time of Concentration Results Segment #1: SCS Lag ft897.00Hydraulic Length 50.000CN ft/ft0.014Slope ft/s0.27Average Velocity hours0.919Segment Time of Concentration Time of Concentration (Composite) hours0.919Time of Concentration (Composite) Page 42 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-WEST OFFSITE NORTH Return Event: 100 yearsSubsection: Time of Concentration Calculations ==== SCS Lag 0.000877 * (Lf**0.8) * ((1000/CN)-9)**0.7) * (Sf**-0.5)Tc = Tc= Time of concentration, hours Lf= Flow length, feet CN= SCS Curve Number Sf= Slope, ft/ft Where: Page 43 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Pre-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-WEST OFFSITE NORTH Return Event: 100 yearsSubsection: Time of Concentration Calculations Time of Concentration Results Segment #1: SCS Lag ft897.00Hydraulic Length 50.000CN ft/ft0.014Slope ft/s0.27Average Velocity hours0.919Segment Time of Concentration Time of Concentration (Composite) hours0.919Time of Concentration (Composite) Page 44 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Pre-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-WEST OFFSITE NORTH Return Event: 100 yearsSubsection: Time of Concentration Calculations ==== SCS Lag 0.000877 * (Lf**0.8) * ((1000/CN)-9)**0.7) * (Sf**-0.5)Tc = Tc= Time of concentration, hours Lf= Flow length, feet CN= SCS Curve Number Sf= Slope, ft/ft Where: Page 45 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-10 Return Event: 100 yearsSubsection: Runoff CN-Area Runoff Curve Number Data Adjusted CNUC (%) C (%) Area (acres) CNSoil/Surface Description 98.0000.00.01.04598.000LOTS 13 @ 3500 SF 10.0000.00.00.50510.000POND 39.0000.00.04.67639.000Open space (Lawns,parks etc.) - Good condition; grass cover > 75% - Soil A 46.551(N/A)(N/A)6.226(N/A)COMPOSITE AREA & WEIGHTED CN ---> Page 46 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-11 Return Event: 100 yearsSubsection: Runoff CN-Area Runoff Curve Number Data Adjusted CNUC (%) C (%) Area (acres) CNSoil/Surface Description 98.0000.00.02.68898.000Roads, Curbs, Sidewalk 98.0000.00.03.33498.000Lots- 41.5 @ 3,500 sf ea 100.0000.00.04.988100.000Pond 39.0000.00.010.89339.000Open space (Lawns,parks etc.) - Good condition; grass cover > 75% - Soil A 61.0000.00.05.63861.000Open space (Lawns,parks etc.) - Good condition; grass cover > 75% - Soil B 74.0000.00.00.41274.000Open space (Lawns,parks etc.) - Good condition; grass cover > 75% - Soil C 80.0000.00.00.54780.000Open space (Lawns,parks etc.) - Good condition; grass cover > 75% - Soil D 67.788(N/A)(N/A)28.500(N/A)COMPOSITE AREA & WEIGHTED CN ---> Page 47 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-7 Return Event: 100 yearsSubsection: Runoff CN-Area Runoff Curve Number Data Adjusted CNUC (%) C (%) Area (acres) CNSoil/Surface Description 98.0000.00.09.27898.000Roads, Curbs & SW 98.0000.00.018.16098.000Lots- 226 @ 3,500 sq ea 100.0000.00.04.980100.000Pond 39.0000.00.030.86839.000Open space (Lawns,parks etc.) - Good condition; grass cover > 75% - Soil A 61.0000.00.09.85861.000Open space (Lawns,parks etc.) - Good condition; grass cover > 75% - Soil B 74.0000.00.02.12074.000Open space (Lawns,parks etc.) - Good condition; grass cover > 75% - Soil C 80.0000.00.01.36280.000Open space (Lawns,parks etc.) - Good condition; grass cover > 75% - Soil D 68.618(N/A)(N/A)76.626(N/A)COMPOSITE AREA & WEIGHTED CN ---> Page 48 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-8 Return Event: 100 yearsSubsection: Runoff CN-Area Runoff Curve Number Data Adjusted CNUC (%) C (%) Area (acres) CNSoil/Surface Description 39.0000.00.024.07039.000Pasture, grassland, or range - good - Soil A 61.0000.00.023.30061.000Pasture, grassland, or range - good - Soil B 86.0000.00.013.60086.000Pasture, grassland, or range - poor - Soil C 89.0000.00.04.90089.000Pasture, grassland, or range - poor - Soil D 100.0000.00.01.400100.000Pond 98.0000.00.03.73098.000Impervious Areas - Paved parking lots, roofs, driveways, Streets and roads - Soil A 62.976(N/A)(N/A)71.000(N/A)COMPOSITE AREA & WEIGHTED CN ---> Page 49 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-9 Return Event: 100 yearsSubsection: Runoff CN-Area Runoff Curve Number Data Adjusted CNUC (%) C (%) Area (acres) CNSoil/Surface Description 98.0000.00.03.41598.000LOTS= 42.5 AT 3M500 SF EA 98.0000.00.01.45398.000ROADS, CURBS, SW 100.0000.00.01.100100.000POND 39.0000.00.07.23239.000Open space (Lawns,parks etc.) - Good condition; grass cover > 75% - Soil A 61.0000.00.03.59061.000Open space (Lawns,parks etc.) - Good condition; grass cover > 75% - Soil B 74.0000.00.00.86674.000Open space (Lawns,parks etc.) - Good condition; grass cover > 75% - Soil C 80.0000.00.01.04480.000Open space (Lawns,parks etc.) - Good condition; grass cover > 75% - Soil D 66.081(N/A)(N/A)18.700(N/A)COMPOSITE AREA & WEIGHTED CN ---> Page 50 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-DIRECT SOUTH Return Event: 100 yearsSubsection: Runoff CN-Area Runoff Curve Number Data Adjusted CNUC (%) C (%) Area (acres) CNSoil/Surface Description 98.0000.00.01.40698.000Lots- 17.5 @ 3,500 sf ea 39.0000.00.022.78039.000Open space (Lawns,parks etc.) - Good condition; grass cover > 75% - Soil A 74.0000.00.09.90374.000Open space (Lawns,parks etc.) - Good condition; grass cover > 75% - Soil C 80.0000.00.01.52580.000Open space (Lawns,parks etc.) - Good condition; grass cover > 75% - Soil D 98.0000.00.00.25098.000Offsite- impervious 61.0000.00.02.53561.000Open space (Lawns,parks etc.) - Good condition; grass cover > 75% - Soil B 53.651(N/A)(N/A)38.399(N/A)COMPOSITE AREA & WEIGHTED CN ---> Page 51 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Pre-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-DIRECT SOUTH Return Event: 100 yearsSubsection: Runoff CN-Area Runoff Curve Number Data Adjusted CNUC (%) C (%) Area (acres) CNSoil/Surface Description 39.0000.00.059.10039.000Pasture, grassland, or range - good - Soil A 74.0000.00.012.00074.000Pasture, grassland, or range - good - Soil C 80.0000.00.01.45080.000Pasture, grassland, or range - good - Soil D 61.0000.00.012.40061.000Pasture, grassland, or range - good - Soil B 47.855(N/A)(N/A)84.950(N/A)COMPOSITE AREA & WEIGHTED CN ---> Page 52 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-DIRECT WEST Return Event: 100 yearsSubsection: Runoff CN-Area Runoff Curve Number Data Adjusted CNUC (%) C (%) Area (acres) CNSoil/Surface Description 98.0000.00.00.43898.000Roads, Curbs, SW 98.0000.00.01.45898.000Lots- 22 lots @3,500 sq ea 39.0000.00.02.00039.000Open space (Lawns,parks etc.) - Good condition; grass cover > 75% - Soil A 61.0000.00.01.89361.000Open space (Lawns,parks etc.) - Good condition; grass cover > 75% - Soil B 65.518(N/A)(N/A)5.789(N/A)COMPOSITE AREA & WEIGHTED CN ---> Page 53 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Pre-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-DIRECT WEST Return Event: 100 yearsSubsection: Runoff CN-Area Runoff Curve Number Data Adjusted CNUC (%) C (%) Area (acres) CNSoil/Surface Description 39.0000.00.04.40039.000Pasture, grassland, or range - good - Soil A 61.0000.00.09.10061.000Pasture, grassland, or range - good - Soil B 53.830(N/A)(N/A)13.500(N/A)COMPOSITE AREA & WEIGHTED CN ---> Page 54 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Pre-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-EAST ALL Return Event: 100 yearsSubsection: Runoff CN-Area Runoff Curve Number Data Adjusted CNUC (%) C (%) Area (acres) CNSoil/Surface Description 39.0000.00.070.00039.000Pasture, grassland, or range - good - Soil A 61.0000.00.048.35061.000Pasture, grassland, or range - good - Soil B 86.0000.00.018.40086.000Pasture, grassland, or range - poor - Soil C 89.0000.00.04.95089.000Pasture, grassland, or range - poor - Soil D 100.0000.00.06.700100.000Water 56.417(N/A)(N/A)148.400(N/A)COMPOSITE AREA & WEIGHTED CN ---> Page 55 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-OFFSITE WEST MIDDLE Return Event: 100 yearsSubsection: Runoff CN-Area Runoff Curve Number Data Adjusted CNUC (%) C (%) Area (acres) CNSoil/Surface Description 39.0000.00.00.80039.000Pasture, grassland, or range - good - Soil A 61.0000.00.00.30061.000Pasture, grassland, or range - good - Soil B 86.0000.00.00.98086.000Pasture, grassland, or range - poor - Soil C 100.0000.00.00.320100.000Pond 69.074(N/A)(N/A)2.400(N/A)COMPOSITE AREA & WEIGHTED CN ---> Page 56 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Pre-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-OFFSITE WEST MIDDLE Return Event: 100 yearsSubsection: Runoff CN-Area Runoff Curve Number Data Adjusted CNUC (%) C (%) Area (acres) CNSoil/Surface Description 39.0000.00.00.80039.000Pasture, grassland, or range - good - Soil A 61.0000.00.00.30061.000Pasture, grassland, or range - good - Soil B 86.0000.00.00.98086.000Pasture, grassland, or range - poor - Soil C 100.0000.00.00.320100.000Pond 69.074(N/A)(N/A)2.400(N/A)COMPOSITE AREA & WEIGHTED CN ---> Page 57 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-OFFSITE WEST -SOUTH Return Event: 100 yearsSubsection: Runoff CN-Area Runoff Curve Number Data Adjusted CNUC (%) C (%) Area (acres) CNSoil/Surface Description 39.0000.00.03.00039.000Pasture, grassland, or range - good - Soil A 61.0000.00.01.00061.000Pasture, grassland, or range - good - Soil B 86.0000.00.01.38986.000Pasture, grassland, or range - poor - Soil C 100.0000.00.00.810100.000Pond 61.051(N/A)(N/A)6.199(N/A)COMPOSITE AREA & WEIGHTED CN ---> Page 58 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Pre-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-OFFSITE WEST -SOUTH Return Event: 100 yearsSubsection: Runoff CN-Area Runoff Curve Number Data Adjusted CNUC (%) C (%) Area (acres) CNSoil/Surface Description 39.0000.00.03.00039.000Pasture, grassland, or range - good - Soil A 61.0000.00.01.00061.000Pasture, grassland, or range - good - Soil B 86.0000.00.01.38986.000Pasture, grassland, or range - poor - Soil C 100.0000.00.00.810100.000Pond 61.051(N/A)(N/A)6.199(N/A)COMPOSITE AREA & WEIGHTED CN ---> Page 59 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-WEST OFFSITE NORTH Return Event: 100 yearsSubsection: Runoff CN-Area Runoff Curve Number Data Adjusted CNUC (%) C (%) Area (acres) CNSoil/Surface Description 39.0000.00.06.50039.000Pasture, grassland, or range - good - Soil A 61.0000.00.00.80061.000Pasture, grassland, or range - good - Soil B 89.0000.00.01.60089.000Pasture, grassland, or range - poor - Soil D 49.966(N/A)(N/A)8.900(N/A)COMPOSITE AREA & WEIGHTED CN ---> Page 60 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Pre-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-WEST OFFSITE NORTH Return Event: 100 yearsSubsection: Runoff CN-Area Runoff Curve Number Data Adjusted CNUC (%) C (%) Area (acres) CNSoil/Surface Description 39.0000.00.06.50039.000Pasture, grassland, or range - good - Soil A 61.0000.00.00.80061.000Pasture, grassland, or range - good - Soil B 89.0000.00.01.60089.000Pasture, grassland, or range - poor - Soil D 49.966(N/A)(N/A)8.900(N/A)COMPOSITE AREA & WEIGHTED CN ---> Page 61 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-DIRECT SOUTH Return Event: 100 yearsSubsection: Unit Hydrograph Summary 24 hr (15.84")Storm Event years100Return Event hours24.000Duration in15.8Depth hours0.338Time of Concentration (Composite) acres38.399Area (User Defined) hours0.045Computational Time Increment hours12.223Time to Peak (Computed) ft³/s259.57Flow (Peak, Computed) hours0.050Output Increment hours12.250Time to Flow (Peak Interpolated Output) ft³/s258.75Flow (Peak Interpolated Output) Drainage Area 54.000SCS CN (Composite) acres38.399Area (User Defined) in8.5Maximum Retention (Pervious) in1.7Maximum Retention (Pervious, 20 percent) Cumulative Runoff in8.8Cumulative Runoff Depth (Pervious) ac-ft28.226Runoff Volume (Pervious) Hydrograph Volume (Area under Hydrograph curve) ac-ft28.113Volume SCS Unit Hydrograph Parameters hours0.338Time of Concentration (Composite) hours0.045Computational Time Increment 483.432Unit Hydrograph Shape Factor 0.749K Factor 1.670Receding/Rising, Tr/Tp ft³/s128.61Unit peak, qp Page 62 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-DIRECT SOUTH Return Event: 100 yearsSubsection: Unit Hydrograph Summary SCS Unit Hydrograph Parameters hours0.226Unit peak time, Tp hours0.902Unit receding limb, Tr hours1.128Total unit time, Tb Page 63 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Pre-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-DIRECT SOUTH Return Event: 100 yearsSubsection: Unit Hydrograph Summary 24 hr (15.84")Storm Event years100Return Event hours24.000Duration in15.8Depth hours0.393Time of Concentration (Composite) acres84.950Area (User Defined) hours0.052Computational Time Increment hours12.259Time to Peak (Computed) ft³/s466.17Flow (Peak, Computed) hours0.050Output Increment hours12.300Time to Flow (Peak Interpolated Output) ft³/s465.94Flow (Peak Interpolated Output) Drainage Area 48.000SCS CN (Composite) acres84.950Area (User Defined) in10.8Maximum Retention (Pervious) in2.2Maximum Retention (Pervious, 20 percent) Cumulative Runoff in7.6Cumulative Runoff Depth (Pervious) ac-ft54.007Runoff Volume (Pervious) Hydrograph Volume (Area under Hydrograph curve) ac-ft53.758Volume SCS Unit Hydrograph Parameters hours0.393Time of Concentration (Composite) hours0.052Computational Time Increment 483.432Unit Hydrograph Shape Factor 0.749K Factor 1.670Receding/Rising, Tr/Tp ft³/s244.96Unit peak, qp Page 64 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Pre-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-DIRECT SOUTH Return Event: 100 yearsSubsection: Unit Hydrograph Summary SCS Unit Hydrograph Parameters hours0.262Unit peak time, Tp hours1.048Unit receding limb, Tr hours1.310Total unit time, Tb Page 65 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-DIRECT WEST Return Event: 100 yearsSubsection: Unit Hydrograph Summary 24 hr (15.84")Storm Event years100Return Event hours24.000Duration in15.8Depth hours0.375Time of Concentration (Composite) acres5.789Area (User Defined) hours0.050Computational Time Increment hours12.246Time to Peak (Computed) ft³/s46.65Flow (Peak, Computed) hours0.050Output Increment hours12.250Time to Flow (Peak Interpolated Output) ft³/s46.60Flow (Peak Interpolated Output) Drainage Area 66.000SCS CN (Composite) acres5.789Area (User Defined) in5.2Maximum Retention (Pervious) in1.0Maximum Retention (Pervious, 20 percent) Cumulative Runoff in11.0Cumulative Runoff Depth (Pervious) ac-ft5.301Runoff Volume (Pervious) Hydrograph Volume (Area under Hydrograph curve) ac-ft5.282Volume SCS Unit Hydrograph Parameters hours0.375Time of Concentration (Composite) hours0.050Computational Time Increment 483.432Unit Hydrograph Shape Factor 0.749K Factor 1.670Receding/Rising, Tr/Tp ft³/s17.50Unit peak, qp Page 66 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-DIRECT WEST Return Event: 100 yearsSubsection: Unit Hydrograph Summary SCS Unit Hydrograph Parameters hours0.250Unit peak time, Tp hours1.000Unit receding limb, Tr hours1.250Total unit time, Tb Page 67 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Pre-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-DIRECT WEST Return Event: 100 yearsSubsection: Unit Hydrograph Summary 24 hr (15.84")Storm Event years100Return Event hours24.000Duration in15.8Depth hours0.670Time of Concentration (Composite) acres13.500Area (User Defined) hours0.089Computational Time Increment hours12.504Time to Peak (Computed) ft³/s67.86Flow (Peak, Computed) hours0.050Output Increment hours12.500Time to Flow (Peak Interpolated Output) ft³/s67.83Flow (Peak Interpolated Output) Drainage Area 54.000SCS CN (Composite) acres13.500Area (User Defined) in8.5Maximum Retention (Pervious) in1.7Maximum Retention (Pervious, 20 percent) Cumulative Runoff in8.8Cumulative Runoff Depth (Pervious) ac-ft9.923Runoff Volume (Pervious) Hydrograph Volume (Area under Hydrograph curve) ac-ft9.851Volume SCS Unit Hydrograph Parameters hours0.670Time of Concentration (Composite) hours0.089Computational Time Increment 483.432Unit Hydrograph Shape Factor 0.749K Factor 1.670Receding/Rising, Tr/Tp ft³/s22.83Unit peak, qp Page 68 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Pre-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-DIRECT WEST Return Event: 100 yearsSubsection: Unit Hydrograph Summary SCS Unit Hydrograph Parameters hours0.447Unit peak time, Tp hours1.786Unit receding limb, Tr hours2.233Total unit time, Tb Page 69 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Pre-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-EAST ALL Return Event: 100 yearsSubsection: Unit Hydrograph Summary 24 hr (15.84")Storm Event years100Return Event hours24.000Duration in15.8Depth hours3.056Time of Concentration (Composite) acres148.400Area (User Defined) hours0.407Computational Time Increment hours13.855Time to Peak (Computed) ft³/s293.08Flow (Peak, Computed) hours0.050Output Increment hours13.900Time to Flow (Peak Interpolated Output) ft³/s292.97Flow (Peak Interpolated Output) Drainage Area 56.000SCS CN (Composite) acres148.400Area (User Defined) in7.9Maximum Retention (Pervious) in1.6Maximum Retention (Pervious, 20 percent) Cumulative Runoff in9.2Cumulative Runoff Depth (Pervious) ac-ft113.793Runoff Volume (Pervious) Hydrograph Volume (Area under Hydrograph curve) ac-ft109.511Volume SCS Unit Hydrograph Parameters hours3.056Time of Concentration (Composite) hours0.407Computational Time Increment 483.432Unit Hydrograph Shape Factor 0.749K Factor 1.670Receding/Rising, Tr/Tp ft³/s55.02Unit peak, qp Page 70 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Pre-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: CM-EAST ALL Return Event: 100 yearsSubsection: Unit Hydrograph Summary SCS Unit Hydrograph Parameters hours2.037Unit peak time, Tp hours8.150Unit receding limb, Tr hours10.187Total unit time, Tb Page 71 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: POND 4- CONCRETE FLUME Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0053.000.0055.00 0.0053.000.0055.50 0.0053.000.0056.00 0.0053.000.0056.30 0.0053.000.0956.50 0.0053.000.5957.00 0.0053.001.3157.50 0.0053.002.2158.00 0.0053.003.2658.50 0.0053.004.4359.00 0.0053.004.9359.20 0.0053.008.8659.50 0.0053.0022.1460.00 0.0053.0042.5160.50 0.0053.0069.9661.00 Contributing Structures None Contributing None Contributing None Contributing SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION Page 72 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: POND 4- CONCRETE FLUME Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0053.500.0055.00 0.0053.500.0055.50 0.0053.500.0056.00 0.0053.500.0056.30 0.0053.500.0956.50 0.0053.500.5957.00 0.0053.501.3157.50 0.0053.502.2158.00 0.0053.503.2658.50 0.0053.504.4359.00 0.0053.504.9359.20 0.0053.508.8659.50 0.0053.5022.1460.00 0.0053.5042.5160.50 0.0053.5069.9661.00 Contributing Structures None Contributing None Contributing None Contributing SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION Page 73 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: POND 4- CONCRETE FLUME Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0054.000.0055.00 0.0054.000.0055.50 0.0054.000.0056.00 0.0054.000.0056.30 0.0054.000.0956.50 0.0054.000.5957.00 0.0054.001.3157.50 0.0054.002.2158.00 0.0054.003.2658.50 0.0054.004.4359.00 0.0054.004.9359.20 0.0054.008.8659.50 0.0054.0022.1460.00 0.0054.0042.5160.50 0.0054.0069.9661.00 Contributing Structures None Contributing None Contributing None Contributing SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION Page 74 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: POND 4- CONCRETE FLUME Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0054.500.0055.00 0.0054.500.0055.50 0.0054.500.0056.00 0.0054.500.0056.30 0.0054.500.0956.50 0.0054.500.5957.00 0.0054.501.3157.50 0.0054.502.2158.00 0.0054.503.2658.50 0.0054.504.4359.00 0.0054.504.9359.20 0.0054.508.8659.50 0.0054.5022.1460.00 0.0054.5042.5160.50 0.0054.5069.9661.00 Contributing Structures None Contributing None Contributing None Contributing SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION Page 75 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: POND 4- CONCRETE FLUME Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0055.000.0055.00 0.0055.000.0055.50 0.0055.000.0056.00 0.0055.000.0056.30 0.0055.000.0956.50 0.0055.000.5957.00 0.0055.001.3157.50 0.0055.002.2158.00 0.0055.003.2658.50 0.0055.004.4359.00 0.0055.004.9359.20 0.0055.008.8659.50 0.0055.0022.1460.00 0.0055.0042.5160.50 0.0055.0069.9661.00 Contributing Structures None Contributing None Contributing None Contributing SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION Page 76 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: POND 4- CONCRETE FLUME Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0055.500.0055.00 0.0055.500.0055.50 0.0055.500.0056.00 0.0055.500.0056.30 0.0055.500.0956.50 0.0055.500.5957.00 0.0055.501.3157.50 0.0055.502.2158.00 0.0055.503.2658.50 0.0055.504.4359.00 0.0055.504.9359.20 0.0055.508.8659.50 0.0055.5022.1460.00 0.0055.5042.5160.50 0.0055.5069.9661.00 Contributing Structures SMALL PORTION None Contributing None Contributing SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION Page 77 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: POND 4- CONCRETE FLUME Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0056.000.0055.00 0.0056.000.0055.50 0.0056.000.0056.00 0.0056.000.0056.30 0.0056.000.0956.50 0.0056.000.5957.00 0.0056.001.3157.50 0.0056.002.2158.00 0.0056.003.2658.50 0.0056.004.4359.00 0.0056.004.9359.20 0.0056.008.8659.50 0.0056.0022.1460.00 0.0056.0042.5160.50 0.0056.0069.9661.00 Contributing Structures SMALL PORTION SMALL PORTION None Contributing SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION Page 78 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: POND 4- CONCRETE FLUME Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0056.300.0055.00 0.0056.300.0055.50 0.0056.300.0056.00 0.0056.300.0056.30 0.0056.300.0956.50 0.0056.300.5957.00 0.0056.301.3157.50 0.0056.302.2158.00 0.0056.303.2658.50 0.0056.304.4359.00 0.0056.304.9359.20 0.0056.308.8659.50 0.0056.3022.1460.00 0.0056.3042.5160.50 0.0056.3069.9661.00 Contributing Structures SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION Page 79 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: POND 4- CONCRETE FLUME Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0056.500.0055.00 0.0056.500.0055.50 0.0056.500.0056.00 0.0056.500.0056.30 0.0056.500.0056.50 0.0056.500.5557.00 0.0056.501.2857.50 0.0056.502.1858.00 0.0056.503.2358.50 0.0056.504.4059.00 0.0056.504.9059.20 0.0056.508.8359.50 0.0056.5022.1060.00 0.0056.5042.4760.50 0.0056.5069.9261.00 Contributing Structures SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION Page 80 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: POND 4- CONCRETE FLUME Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0057.000.0055.00 0.0057.000.0055.50 0.0057.000.0056.00 0.0057.000.0056.30 0.0057.000.0056.50 0.0057.000.0057.00 0.0057.001.0557.50 0.0057.001.9758.00 0.0057.003.0258.50 0.0057.004.2059.00 0.0057.004.7059.20 0.0057.008.6359.50 0.0057.0021.9160.00 0.0057.0042.2860.50 0.0057.0069.7361.00 Contributing Structures SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION SMALL PORTION + V- NOTCH SLOPED + LARGE PORTION Page 81 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: Pond 5 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0043.000.0053.00 0.0043.0010.6153.50 0.0043.0029.9854.00 0.0043.0055.1154.50 0.0043.0084.8355.00 0.0043.00118.5955.50 0.0043.00152.7156.00 0.0043.00177.2956.50 0.0043.00194.3657.00 Contributing Structures (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Page 82 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: Pond 5 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0043.250.0053.00 0.0043.2510.6153.50 0.0043.2529.9854.00 0.0043.2555.1154.50 0.0043.2584.8355.00 0.0043.25118.5955.50 0.0043.25152.7156.00 0.0043.25177.2956.50 0.0043.25194.3657.00 Contributing Structures (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Page 83 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: Pond 5 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0043.500.0053.00 0.0043.5010.6153.50 0.0043.5029.9854.00 0.0043.5055.1154.50 0.0043.5084.8355.00 0.0043.50118.5955.50 0.0043.50152.7156.00 0.0043.50177.2956.50 0.0043.50194.3657.00 Contributing Structures (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Page 84 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: Pond 5 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0043.750.0053.00 0.0043.7510.6153.50 0.0043.7529.9854.00 0.0043.7555.1154.50 0.0043.7584.8355.00 0.0043.75118.5955.50 0.0043.75152.7156.00 0.0043.75177.2956.50 0.0043.75194.3657.00 Contributing Structures (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Page 85 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: Pond 5 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0044.000.0053.00 0.0044.0010.6153.50 0.0044.0029.9854.00 0.0044.0055.1154.50 0.0044.0084.8355.00 0.0044.00118.5955.50 0.0044.00152.7156.00 0.0044.00177.2956.50 0.0044.00194.3657.00 Contributing Structures (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Page 86 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: Pond 5 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0044.250.0053.00 0.0044.2510.6153.50 0.0044.2529.9854.00 0.0044.2555.1154.50 0.0044.2584.8355.00 0.0044.25118.5955.50 0.0044.25152.7156.00 0.0044.25177.2956.50 0.0044.25194.3657.00 Contributing Structures (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Page 87 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: Pond 5 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0044.500.0053.00 0.0044.5010.6153.50 0.0044.5029.9854.00 0.0044.5055.1154.50 0.0044.5084.8355.00 0.0044.50118.5955.50 0.0044.50152.7156.00 0.0044.50177.2956.50 0.0044.50194.3657.00 Contributing Structures (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Page 88 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: Pond 5 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0044.750.0053.00 0.0044.7510.6153.50 0.0044.7529.9854.00 0.0044.7555.1154.50 0.0044.7584.8355.00 0.0044.75118.5955.50 0.0044.75152.7156.00 0.0044.75177.2956.50 0.0044.75194.3657.00 Contributing Structures (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Page 89 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: Pond 5 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0045.000.0053.00 0.0045.0010.6153.50 0.0045.0029.9854.00 0.0045.0055.1154.50 0.0045.0084.8355.00 0.0045.00118.5955.50 0.0045.00152.7156.00 0.0045.00177.2956.50 0.0045.00194.3657.00 Contributing Structures (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Page 90 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: Pond 5 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0045.250.0053.00 0.0045.2510.6153.50 0.0045.2529.9854.00 0.0045.2555.1154.50 0.0045.2584.8355.00 0.0045.25118.5955.50 0.0045.25152.7156.00 0.0045.25177.2956.50 0.0045.25194.3657.00 Contributing Structures (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Page 91 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: Pond 5 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0045.500.0053.00 0.0045.5010.6153.50 0.0045.5029.9854.00 0.0045.5055.1154.50 0.0045.5084.8355.00 0.0045.50118.5955.50 0.0045.50152.7156.00 0.0045.50177.2956.50 0.0045.50194.3657.00 Contributing Structures (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Page 92 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: Pond 5 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0045.750.0053.00 0.0045.7510.6153.50 0.0045.7529.9854.00 0.0045.7555.1154.50 0.0045.7584.8355.00 0.0045.75118.5955.50 0.0045.75152.7156.00 0.0045.75177.2956.50 0.0045.75194.3657.00 Contributing Structures (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Page 93 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: Pond 5 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0046.000.0053.00 0.0046.0010.6153.50 0.0046.0029.9854.00 0.0046.0055.1154.50 0.0046.0084.8355.00 0.0046.00118.5955.50 0.0046.00152.7156.00 0.0046.00177.2956.50 0.0046.00194.3657.00 Contributing Structures (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Page 94 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: Pond 5 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0046.250.0053.00 0.0046.2510.6153.50 0.0046.2529.9854.00 0.0046.2555.1154.50 0.0046.2584.8355.00 0.0046.25118.5955.50 0.0046.25152.7156.00 0.0046.25177.2956.50 0.0046.25194.3657.00 Contributing Structures (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Page 95 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: Pond 5 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0046.500.0053.00 0.0046.5010.6153.50 0.0046.5029.9854.00 0.0046.5055.1154.50 0.0046.5084.8355.00 0.0046.50118.5955.50 0.0046.50152.7156.00 0.0046.50177.2956.50 0.0046.50194.3657.00 Contributing Structures (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Page 96 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: Pond 5 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0046.750.0053.00 0.0046.7510.6153.50 0.0046.7529.9854.00 0.0046.7555.1154.50 0.0046.7584.8355.00 0.0046.75118.5955.50 0.0046.75152.7156.00 0.0046.75177.2956.50 0.0046.75194.3657.00 Contributing Structures (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Page 97 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: Pond 5 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0047.000.0053.00 0.0047.0010.6153.50 0.0047.0029.9854.00 0.0047.0055.1154.50 0.0047.0084.8355.00 0.0047.00118.5955.50 0.0047.00152.7156.00 0.0047.00177.2956.50 0.0047.00194.3657.00 Contributing Structures (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Page 98 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: Pond 5 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0047.250.0053.00 0.0047.2510.6153.50 0.0047.2529.9854.00 0.0047.2555.1154.50 0.0047.2584.8355.00 0.0047.25118.5955.50 0.0047.25152.7156.00 0.0047.25177.2956.50 0.0047.25194.3657.00 Contributing Structures (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Page 99 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: Pond 5 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0047.500.0053.00 0.0047.5010.6153.50 0.0047.5029.9854.00 0.0047.5055.1154.50 0.0047.5084.8355.00 0.0047.50118.5955.50 0.0047.50152.7156.00 0.0047.50177.2956.50 0.0047.50194.3657.00 Contributing Structures (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Page 100 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: Pond 5 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0047.750.0053.00 0.0047.7510.6153.50 0.0047.7529.9854.00 0.0047.7555.1154.50 0.0047.7584.8355.00 0.0047.75118.5955.50 0.0047.75152.6856.00 0.0047.75177.2956.50 0.0047.75194.3657.00 Contributing Structures (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Page 101 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: Pond 5 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0048.000.0053.00 0.0048.0010.6153.50 0.0048.0030.0054.00 0.0048.0055.1154.50 0.0048.0084.8355.00 0.0048.00118.5955.50 0.0048.00152.6856.00 0.0048.00177.2956.50 0.0048.00194.3657.00 Contributing Structures (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Page 102 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: Pond 5 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0048.250.0053.00 0.0048.2510.6153.50 0.0048.2530.0054.00 0.0048.2555.1154.50 0.0048.2584.8355.00 0.0048.25118.5955.50 0.0048.25152.6856.00 0.0048.25177.2956.50 0.0048.25194.3657.00 Contributing Structures (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Page 103 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: Pond 5 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0048.500.0053.00 0.0048.5010.6153.50 0.0048.5030.3154.00 0.0048.5055.1154.50 0.0048.5084.8355.00 0.0048.50118.5955.50 0.0048.50152.6656.00 0.0048.50177.2956.50 0.0048.50194.3357.00 Contributing Structures (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Page 104 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: Pond 5 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0048.750.0053.00 0.0048.7510.6153.50 0.0048.7530.0054.00 0.0048.7555.1254.50 0.0048.7584.8355.00 0.0048.75118.5955.50 0.0048.75152.7156.00 0.0048.75177.2956.50 0.0048.75194.3657.00 Contributing Structures (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Page 105 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: Pond 5 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0049.000.0053.00 0.0049.0010.6153.50 0.0049.0030.0054.00 0.0049.0055.1554.50 0.0049.0084.8555.00 0.0049.00118.5955.50 0.0049.00152.7156.00 0.0049.00177.2956.50 0.0049.00194.3657.00 Contributing Structures (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Page 106 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: Pond 5 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0049.250.0053.00 0.0049.2510.6153.50 0.0049.2530.3754.00 0.0049.2555.1354.50 0.0049.2584.8655.00 0.0049.25118.5955.50 0.0049.25151.4956.00 0.0049.25176.8756.50 0.0049.25194.3357.00 Contributing Structures (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Page 107 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: Pond 5 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0049.500.0053.00 0.0049.5010.6153.50 0.0049.5030.0054.00 0.0049.5055.0754.50 0.0049.5084.8455.00 0.0049.50118.6155.50 0.0049.50149.5356.00 0.0049.50174.1756.50 0.0049.50191.9457.00 Contributing Structures (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Page 108 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: Pond 5 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0049.750.0053.00 0.0049.7510.6153.50 0.0049.7530.0054.00 0.0049.7555.1354.50 0.0049.7584.8455.00 0.0049.75118.5955.50 0.0049.75147.4056.00 0.0049.75171.3856.50 0.0049.75188.8157.00 Contributing Structures (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Page 109 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: Pond 5 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0050.000.0053.00 0.0050.0010.6153.50 0.0050.0030.0054.00 0.0050.0055.1254.50 0.0050.0084.8755.00 0.0050.00118.5955.50 0.0050.00145.1656.00 0.0050.00168.5456.50 0.0050.00185.6857.00 Contributing Structures (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Page 110 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: Pond 5 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0050.250.0053.00 0.0050.2510.6153.50 0.0050.2530.0054.00 0.0050.2555.1254.50 0.0050.2584.8555.00 0.0050.25118.5955.50 0.0050.25142.7756.00 0.0050.25165.6256.50 0.0050.25182.4357.00 Contributing Structures (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Page 111 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: Pond 5 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0050.500.0053.00 0.0050.5010.6153.50 0.0050.5030.0054.00 0.0050.5055.1054.50 0.0050.5084.8555.00 0.0050.50118.2255.50 0.0050.50140.2756.00 0.0050.50162.6256.50 0.0050.50179.1557.00 Contributing Structures (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Page 112 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: Pond 5 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0050.750.0053.00 0.0050.7511.3853.50 0.0050.7530.0054.00 0.0050.7555.1354.50 0.0050.7584.8755.00 0.0050.75116.7955.50 0.0050.75137.6556.00 0.0050.75159.5456.50 0.0050.75175.7857.00 Contributing Structures (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Page 113 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: Pond 5 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0051.000.0053.00 0.0051.0010.6153.50 0.0051.0030.0354.00 0.0051.0055.0854.50 0.0051.0084.8755.00 0.0051.00114.9455.50 0.0051.00134.9156.00 0.0051.00156.4056.50 0.0051.00172.3357.00 Contributing Structures (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Page 114 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: Pond 5 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0053.000.0053.00 0.0053.0010.8353.50 0.0053.0029.2554.00 0.0053.0051.0054.50 0.0053.0072.3855.00 0.0053.0091.4555.50 0.0053.00108.0056.00 0.0053.00127.2756.50 0.0053.00141.4857.00 Contributing Structures (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Culvert - 2 (no Q: Weir - Throat,OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Page 115 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: Pond 5 Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.0056.500.0053.00 0.0056.500.0053.50 0.0056.500.0054.00 0.0056.500.0054.50 0.0056.500.0055.00 0.0056.500.0055.50 0.0056.500.0056.00 0.0056.500.0056.50 0.0056.5050.8357.00 Contributing Structures (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) (no Q: Weir - Slot,Weir - Throat,Culvert - 2,OVERFLOW CULVERTS) Weir - Slot,Weir - Throat,Culvert - 2 (no Q: OVERFLOW CULVERTS) Page 116 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: POND 6 OUTFALL Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.00(N/A)0.0043.00 0.00(N/A)0.6843.50 0.00(N/A)2.0044.00 0.00(N/A)2.7344.50 0.00(N/A)3.3045.00 0.00(N/A)3.7945.50 0.00(N/A)4.2246.00 0.00(N/A)4.6146.50 0.00(N/A)4.9747.00 0.00(N/A)5.3047.50 0.00(N/A)6.6848.00 0.00(N/A)8.9248.50 0.00(N/A)11.7149.00 0.00(N/A)43.8249.50 0.00(N/A)102.3450.00 0.00(N/A)180.3250.50 0.00(N/A)275.7351.00 Contributing Structures None Contributing Orifice - 1 Orifice - 1 Orifice - 1 Orifice - 1 Orifice - 1 Orifice - 1 Orifice - 1 Orifice - 1 Orifice - 1 + Weir - SLOT Orifice - 1 + Weir - SLOT Orifice - 1 + Weir - SLOT Orifice - 1 + Weir - SLOT + Weir - OVERFLOW Orifice - 1 + Weir - SLOT + Weir - OVERFLOW Orifice - 1 + Weir - SLOT + Weir - OVERFLOW Orifice - 1 + Weir - SLOT + Weir - OVERFLOW Orifice - 1 + Weir - SLOT + Weir - OVERFLOW Page 117 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: POND NORTH Return Event: 100 yearsSubsection: Composite Rating Curve Composite Outflow Summary Convergence Error (ft) Tailwater Elevation (ft) Flow (ft³/s) Water Surface Elevation (ft) 0.00(N/A)0.0063.00 0.00(N/A)3.1863.50 0.00(N/A)9.0064.00 0.00(N/A)16.5364.50 0.00(N/A)18.3964.61 0.00(N/A)27.1965.00 0.00(N/A)57.8565.50 0.00(N/A)104.8466.00 0.00(N/A)133.0566.26 0.00(N/A)168.7166.50 0.00(N/A)267.5667.00 Contributing Structures Weir -SLOT Weir -SLOT Weir -SLOT Weir -SLOT Weir -SLOT Weir -SLOT + EXISTING CULVERTS + PROPOSED WEIR OVERFLOW Weir -SLOT + EXISTING CULVERTS + PROPOSED WEIR OVERFLOW Weir -SLOT + EXISTING CULVERTS + PROPOSED WEIR OVERFLOW Weir -SLOT + EXISTING CULVERTS + PROPOSED WEIR OVERFLOW + EXISTING GRASS OVERFLOW Weir -SLOT + EXISTING CULVERTS + PROPOSED WEIR OVERFLOW + EXISTING GRASS OVERFLOW Weir -SLOT + EXISTING CULVERTS + PROPOSED WEIR OVERFLOW + EXISTING GRASS OVERFLOW Page 118 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: POND 4 Return Event: 100 yearsSubsection: Interconnected Pond Routing Summary Infiltration No InfiltrationInfiltration Method (Computed) Initial Conditions Calculation Tolerances ft57.00Elevation (Starting Water Surface Computed) ft³/s0.000Flow Tolerance (Minimum) ac-ft0.320Volume (Starting)35Maximum Iterations ft³/s0.59Outflow (Starting)hours0.050ICPM Time Step 1.28760.0112.400 Volume (ac-ft) Elevation (ft) Time to Peak (hours) Maximum Storage 0.000.000 0.000.000 Flow (Peak) (ft³/s) Time to Peak (hours) Reverse Flow Peaks 22.5312.400Pond Outflow... 43.6712.150Pond Inflow.... Flow (Peak) (ft³/s) Time to Peak (hours) Forward Flow Peaks Forward3.785 Reverse0.000 DirectionVolume (ac-ft) Total Volume Out Reverse0.000Pond Outflow... Forward3.844Pond Inflow.... DirectionVolume (ac-ft) Total Volume In Mass Balance (ac-ft) ac-ft0.320Volume (Initial ICPM) ac-ft3.844Volume (Total In ICPM) ac-ft3.785Volume (Total Out ICPM) ac-ft0.378Volume (Ending) ft57.22Elevation (Ending) ac-ft0.001Difference %0.0 Percent of Inflow Volume (Interconnected Pond Mass Balance) Page 119 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: POND 5 Return Event: 100 yearsSubsection: Interconnected Pond Routing Summary Infiltration No InfiltrationInfiltration Method (Computed) Initial Conditions Calculation Tolerances ft53.00Elevation (Starting Water Surface Computed) ft³/s0.000Flow Tolerance (Minimum) ac-ft0.000Volume (Starting)35Maximum Iterations ft³/s0.00Outflow (Starting)hours0.050ICPM Time Step 14.32356.1112.750 Volume (ac-ft) Elevation (ft) Time to Peak (hours) Maximum Storage 0.000.000 0.000.000 Flow (Peak) (ft³/s) Time to Peak (hours) Reverse Flow Peaks 145.7312.500Pond Outflow... 361.8612.100Pond Inflow.... Flow (Peak) (ft³/s) Time to Peak (hours) Forward Flow Peaks Forward93.276 Reverse0.000 DirectionVolume (ac-ft) Total Volume Out Reverse0.000Pond Outflow... Forward97.893Pond Inflow.... DirectionVolume (ac-ft) Total Volume In Mass Balance (ac-ft) ac-ft0.000Volume (Initial ICPM) ac-ft97.893Volume (Total In ICPM) ac-ft93.276Volume (Total Out ICPM) ac-ft4.483Volume (Ending) ft54.05Elevation (Ending) ac-ft0.135Difference %0.1 Percent of Inflow Volume (Interconnected Pond Mass Balance) Page 120 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: POND 6 Return Event: 100 yearsSubsection: Interconnected Pond Routing Summary Infiltration No InfiltrationInfiltration Method (Computed) Initial Conditions Calculation Tolerances ft43.00Elevation (Starting Water Surface Computed) ft³/s0.000Flow Tolerance (Minimum) ac-ft0.000Volume (Starting)35Maximum Iterations ft³/s0.00Outflow (Starting)hours0.050ICPM Time Step 48.87951.0012.950 Volume (ac-ft) Elevation (ft) Time to Peak (hours) Maximum Storage 0.000.000 0.000.000 Flow (Peak) (ft³/s) Time to Peak (hours) Reverse Flow Peaks 275.7312.950Pond Outflow... 744.7912.300Pond Inflow.... Flow (Peak) (ft³/s) Time to Peak (hours) Forward Flow Peaks Forward126.974 Reverse0.000 DirectionVolume (ac-ft) Total Volume Out Reverse0.000Pond Outflow... Forward166.404Pond Inflow.... DirectionVolume (ac-ft) Total Volume In Mass Balance (ac-ft) ac-ft0.000Volume (Initial ICPM) ac-ft166.404Volume (Total In ICPM) ac-ft126.974Volume (Total Out ICPM) ac-ft39.289Volume (Ending) ft49.53Elevation (Ending) ac-ft0.141Difference %0.1 Percent of Inflow Volume (Interconnected Pond Mass Balance) Page 121 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Scenario: Post-Development 100 year, 24 hr Storm Event: 24 hr (15.84")Label: POND 7 (EX NORTH) (IN) Return Event: 100 yearsSubsection: Level Pool Pond Routing Summary Infiltration No InfiltrationInfiltration Method (Computed) Initial Conditions ft63.00Elevation (Water Surface, Initial) ac-ft0.000Volume (Initial) ft³/s0.00Flow (Initial Outlet) ft³/s0.00Flow (Initial Infiltration) ft³/s0.00Flow (Initial, Total) hours0.050Time Increment Inflow/Outflow Hydrograph Summary ft³/s133.86Flow (Peak In)hours12.350Time to Peak (Flow, In) ft³/s123.53Flow (Peak Outlet)hours12.450Time to Peak (Flow, Outlet) ft66.17Elevation (Water Surface, Peak) ac-ft2.449Volume (Peak) Mass Balance (ac-ft) ac-ft0.000Volume (Initial) ac-ft68.458Volume (Total Inflow) ac-ft0.000Volume (Total Infiltration) ac-ft67.243Volume (Total Outlet Outflow) ac-ft1.129Volume (Retained) ac-ft-0.087Volume (Unrouted) %0.1Error (Mass Balance) Page 122 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc CM-OFFSITE WEST MIDDLE (Runoff CN-Area, 100 years (Pre-Development 100 year, 24 hr))...57 CM-OFFSITE WEST MIDDLE (Runoff CN-Area, 100 years (Post-Development 100 year, 24 hr))...56 CM-EAST ALL (Unit Hydrograph Summary, 100 years (Pre-Development 100 year, 24 hr))...70, 71 CM-EAST ALL (Time of Concentration Calculations, 100 years (Pre-Development 100 year, 24 hr))...32, 33 CM-EAST ALL (Runoff CN-Area, 100 years (Pre-Development 100 year, 24 hr))...55 CM-DIRECT WEST (Unit Hydrograph Summary, 100 years (Pre-Development 100 year, 24 hr))...68, 69 CM-DIRECT WEST (Unit Hydrograph Summary, 100 years (Post-Development 100 year, 24 hr))...66, 67 CM-DIRECT WEST (Time of Concentration Calculations, 100 years (Pre- Development 100 year, 24 hr))...30, 31 CM-DIRECT WEST (Time of Concentration Calculations, 100 years (Post- Development 100 year, 24 hr))...28, 29 CM-DIRECT WEST (Runoff CN-Area, 100 years (Pre-Development 100 year, 24 hr))...54 CM-DIRECT WEST (Runoff CN-Area, 100 years (Post-Development 100 year, 24 hr))...53 CM-DIRECT SOUTH (Unit Hydrograph Summary, 100 years (Pre-Development 100 year, 24 hr))...64, 65 CM-DIRECT SOUTH (Unit Hydrograph Summary, 100 years (Post-Development 100 year, 24 hr))...62, 63 CM-DIRECT SOUTH (Time of Concentration Calculations, 100 years (Pre- Development 100 year, 24 hr))...26, 27 CM-DIRECT SOUTH (Time of Concentration Calculations, 100 years (Post- Development 100 year, 24 hr))...24, 25 CM-DIRECT SOUTH (Runoff CN-Area, 100 years (Pre-Development 100 year, 24 hr))...52 CM-DIRECT SOUTH (Runoff CN-Area, 100 years (Post-Development 100 year, 24 hr))...51 CM-9 (Time of Concentration Calculations, 100 years (Post-Development 100 year, 24 hr))...21, 22, 23 CM-9 (Runoff CN-Area, 100 years (Post-Development 100 year, 24 hr))...50 CM-8 (Time of Concentration Calculations, 100 years (Post-Development 100 year, 24 hr))...19, 20 CM-8 (Runoff CN-Area, 100 years (Post-Development 100 year, 24 hr))...49 CM-7 (Time of Concentration Calculations, 100 years (Post-Development 100 year, 24 hr))...15, 16, 17, 18 CM-7 (Runoff CN-Area, 100 years (Post-Development 100 year, 24 hr))...48 CM-11 (Time of Concentration Calculations, 100 years (Post-Development 100 year, 24 hr))...12, 13, 14 CM-11 (Runoff CN-Area, 100 years (Post-Development 100 year, 24 hr))...47 CM-10 (Time of Concentration Calculations, 100 years (Post-Development 100 year, 24 hr))...10, 11 CM-10 (Runoff CN-Area, 100 years (Post-Development 100 year, 24 hr))...46 C Index Page 123 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc SCS NOAA ATLAS 14 (TYPE III) (Time-Depth Curve, 100 years (Pre-Development 100 year, 24 hr))...8, 9 SCS NOAA ATLAS 14 (TYPE III) (Time-Depth Curve, 100 years (Post-Development 100 year, 24 hr))...6, 7 S POND NORTH (Composite Rating Curve, 100 years (Post-Development 100 year, 24 hr))...118 POND 7 (EX NORTH) (IN) (Level Pool Pond Routing Summary, 100 years (Post- Development 100 year, 24 hr))...122 POND 6 OUTFALL (Composite Rating Curve, 100 years (Post-Development 100 year, 24 hr))...117 POND 6 (Interconnected Pond Routing Summary, 100 years (Post-Development 100 year, 24 hr))...121 POND 5 (Interconnected Pond Routing Summary, 100 years (Post-Development 100 year, 24 hr))...120 Pond 5 (Composite Rating Curve, 100 years (Post-Development 100 year, 24 hr))...82, 83, 84, 85, 86, 87, 88, 89, 90, 91, 92, 93, 94, 95, 96, 97, 98, 99, 100, 101, 102, 103, 104, 105, 106, 107, 108, 109, 110, 111, 112, 113, 114, 115, 116 POND 4- CONCRETE FLUME (Composite Rating Curve, 100 years (Post- Development 100 year, 24 hr))...72, 73, 74, 75, 76, 77, 78, 79, 80, 81 POND 4 (Interconnected Pond Routing Summary, 100 years (Post-Development 100 year, 24 hr))...119 P Master Network Summary...2, 3, 4, 5 M CM-WEST OFFSITE NORTH (Time of Concentration Calculations, 100 years (Pre- Development 100 year, 24 hr))...44, 45 CM-WEST OFFSITE NORTH (Time of Concentration Calculations, 100 years (Post- Development 100 year, 24 hr))...42, 43 CM-WEST OFFSITE NORTH (Runoff CN-Area, 100 years (Pre-Development 100 year, 24 hr))...61 CM-WEST OFFSITE NORTH (Runoff CN-Area, 100 years (Post-Development 100 year, 24 hr))...60 CM-OFFSITE WEST -SOUTH (Time of Concentration Calculations, 100 years (Pre- Development 100 year, 24 hr))...40, 41 CM-OFFSITE WEST -SOUTH (Time of Concentration Calculations, 100 years (Post- Development 100 year, 24 hr))...38, 39 CM-OFFSITE WEST -SOUTH (Runoff CN-Area, 100 years (Pre-Development 100 year, 24 hr))...59 CM-OFFSITE WEST -SOUTH (Runoff CN-Area, 100 years (Post-Development 100 year, 24 hr))...58 CM-OFFSITE WEST MIDDLE (Time of Concentration Calculations, 100 years (Pre- Development 100 year, 24 hr))...36, 37 CM-OFFSITE WEST MIDDLE (Time of Concentration Calculations, 100 years (Post- Development 100 year, 24 hr))...34, 35 Page 124 of 12427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 Bentley PondPack CONNECT Edition [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.ppc Page 10 of 11 APPENDIX D Closed System Analysis FlexTable: Catch Basin Table Spread / Top Width (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Elevation (Invert) (ft) Elevation (Rim) (ft) InletLabel 4.4109.39109.39108.45112.45S1A1 5.169.5669.5668.5073.50YIA2 6.088.7888.7887.7091.70S1A3 5.4109.37109.37108.35112.45S1B1 5.766.7366.7363.7967.79S1B2 6.288.8088.8086.7091.70S1B3 5.1102.45102.45100.20106.63S1C1 5.356.1056.1055.0559.05S1C2 5.780.3980.3979.5983.59S1C3 3.650.1850.1849.0559.05S1D2 4.689.2289.2286.8794.68S1E1 3.978.8478.8476.4581.95S1G1 4.964.7264.7262.2267.72S1I1 7.163.7763.7760.7366.23S1J1 6.167.6267.6266.8170.81S1J2 7.558.7958.7956.0466.04S1K1 7.0113.80113.80113.00117.00S1L2 4.0103.24103.24102.60106.61S1M1 5.3113.69113.69112.70116.70S1M2 6.0108.30108.30107.00112.00YIN1 5.0112.72112.72111.38115.44S1N2 3.9104.00104.00102.32109.52S1O2 8.0104.11104.11100.76105.76S1P1 3.688.7088.7086.5893.46S1P2 4.7102.96102.96100.35105.10S1Q1 5.480.0380.0377.7883.28S1Q2 5.6104.12104.12101.76105.76S1R1 4.5102.96102.96101.10105.10S1S1 5.972.7872.7870.4876.48S1S2 4.391.2891.2890.6394.63S1T1 6.072.0672.0669.6775.67S1T2 5.294.6194.6193.5097.50YIU1 7.2112.77112.77111.48115.48S1V2 3.389.2489.2487.0092.65S1W1 3.9103.99103.99103.51107.51S1W2 4.089.2189.2188.6592.65S1X1 5.0104.04104.04102.52107.52S1X2 4.578.8678.8677.4881.48S1Y1 5.1104.02104.02102.40109.50S1Y2 6.564.6064.6063.7267.72S1Z1 5.288.9888.9888.2392.23S1Z2 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 12/14/2020 StormCAD CONNECT Edition [10.02.01.04] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.stsw FlexTable: Catch Basin Table Spread / Top Width (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Elevation (Invert) (ft) Elevation (Rim) (ft) InletLabel 488.4888.4887.0491.04S1A1 173.9373.9372.4978.49S1A2 076.9176.9175.8081.80YIA3 488.5188.5187.1491.03S1B1 175.0175.0174.5978.49S1B2 582.2782.2781.1585.15YIB3 180.7380.7378.2286.22S1C1 164.1264.1262.1669.18S1C2 185.7685.7685.2989.29S1C3 0105.94105.94104.89109.32<None>CB-46 291.6191.6190.6894.68S1CB-48 174.0274.0271.2779.27S1D1 164.0664.0662.7868.28S1D2 184.5184.5182.2989.29S1D3 164.1564.1561.1769.17S1E1 164.7664.7664.3868.28S1E2 185.1185.1183.6189.61S1E3 159.1259.1256.1162.11S1F1 159.4259.4258.2262.12S1F2 790.3490.3488.8892.62YIF3 158.7658.7655.4060.40S1G1 152.4852.4851.6155.51S1G2 4106.86106.86105.41109.31S1G3 358.6158.6155.2060.20S2H1 3106.83106.83105.31109.31S1H3 555.3455.3452.2460.24S1I1 3101.79101.79100.50104.40S1I3 150.7450.7445.5155.51S1J1 1101.74101.74100.40104.40S1J3 193.5893.5891.8797.87S1K3 696.1796.1794.8298.72YIL3 087.8387.8385.9791.97<None>M3 188.8588.8586.9993.99S1N3 489.6089.6088.4393.99S1O3 189.6489.6488.5593.55S1P3 189.9389.9389.5593.55S1Q3 561.5361.5360.5564.55YIU2 466.6766.6765.6071.60YIU4 166.5666.5665.9669.96S1V2 482.2182.2179.7286.22S1W1 366.1666.1664.9669.96S1W2 182.6382.6380.4286.92S1X1 573.0673.0672.0576.05YIX2 183.3583.3582.9286.92S1Y1 176.8476.8476.2480.24S1Y2 173.7973.7972.3779.27S1Z1 576.5276.5275.2480.24S1Z2 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/9/2021 StormCAD CONNECT Edition [10.02.01.04] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS POND 6 MIDDLE BASIN.stsw FlexTable: Catch Basin Table Spread / Top Width (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Elevation (Invert) (ft) Elevation (Rim) (ft) InletLabel 260.3160.3158.6562.65S1A4 257.0257.0254.6662.66S1B4 051.8551.8547.7157.71<None>C4 662.7362.7361.1365.13YICB-19 096.1996.1994.8999.89<None>F4 198.5598.5597.25102.60S1G4 298.6598.6597.35102.59S1H4 198.6998.6997.47101.47S1I4 198.6998.6997.57101.47S1J4 293.7593.7592.0696.06S1R3 193.5093.5091.9495.94S1S3 382.1482.1479.7585.25S1T3 687.0687.0685.2191.21YIT4 282.4782.4781.6585.65S1U3 077.6377.6375.6583.65<None>V3 173.3273.3272.6776.67S1W3 169.8069.8067.7375.73S1X3 159.2659.2656.9164.91S1Y3 160.2160.2158.5364.91S1Z3 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/9/2021 StormCAD CONNECT Edition [10.02.01.04] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS POND 6 NORTH BASIN.stsw FlexTable: Catch Basin Table Spread / Top Width (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Elevation (Invert) (ft) Elevation (Rim) (ft) InletLabel 250.3650.3647.6951.69S1H2 350.7150.7147.1051.10S2I2 551.4251.4248.0051.89YIJ2 150.3050.3044.8951.29S1K1 254.5554.5552.1756.84S1K2 182.2882.2879.1983.07S1K4 350.6550.6545.6051.10S2L1 155.0555.0552.2956.29S1L2 181.5581.5579.0983.07S1L4 151.3551.3546.8651.86S1M1 155.0855.0852.3956.29S1M2 062.9362.9360.5764.47S1M4 152.0052.0048.3356.41S1N1 062.2862.2860.4864.48S1N4 152.3652.3649.2358.68S1O1 354.1254.1252.7456.74S2O2 060.8460.8459.4263.42<None>O4 352.6152.6149.9556.74S2P1 357.3557.3555.9460.94S1P2 157.3057.3054.0558.36S1P4 052.7252.7250.3957.01<None>Q1 560.1260.1259.2963.29YIQ2 257.3757.3754.1558.15S1Q4 052.8352.8350.7559.43<None>R1 157.5757.5757.0461.04S1R2 056.1656.1653.1957.19<None>R4 052.9152.9150.9459.86<None>S1 459.3859.3858.3562.35S1S2 066.1966.1962.2166.21S1S4 052.9752.9751.3659.00<None>T1 259.4059.4058.4562.45S1T2 253.1753.1751.6856.00S1U1 153.2053.2052.0056.00S1V1 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/10/2021 StormCAD CONNECT Edition [10.02.01.04] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS POND 6 SOUTH BASIN.stsw FlexTable: Manhole Table Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Elevation (Invert in 1) (ft) Elevation (Rim) (ft) Label 97.5797.5795.63100.63D1 87.5287.5285.1790.67F1 69.0969.0966.7172.21H1 77.2577.2575.0080.77R2 104.29104.29103.00108.00O1 89.4189.4187.4592.45V1 66.8566.8564.9668.96K2 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 12/14/2020 StormCAD CONNECT Edition [10.02.01.04] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.stsw FlexTable: Conduit Table Slope (%) Invert Out (ft) Invert In (ft) Diameter (in) Length (ft) Pipe -0.385108.45108.3518.026.01 4.970100.20108.3518.0164.02 2.67395.63100.2024.0171.03 5.65286.8795.6324.0155.04 1.88985.1786.8730.090.05 4.07576.4585.1730.0214.06 3.76166.7176.4530.0259.07 3.45462.2266.7130.0130.08 4.02760.7362.2230.037.09 0.69760.5060.7336.033.010 6.49550.0056.0436.093.011 0.385102.50102.6018.026.012 3.030103.00107.0024.0132.013 11.200100.76103.0024.020.014 0.304100.35100.7624.0135.015 0.405100.20100.3524.037.016 3.846100.76101.7618.026.017 2.885100.35101.1018.026.018 0.50090.5090.6318.026.019 4.58387.4593.5018.0132.020 0.33687.0087.4524.0134.021 0.31786.8787.0030.041.022 6.34687.0088.6518.026.023 3.81576.4577.4812.027.024 5.76962.2263.7218.026.025 2.77163.7968.5018.0170.026 1.71960.7363.7918.0178.027 1.62563.7964.9618.072.028 0.38554.9555.0518.026.029 1.41948.0049.0518.074.030 0.600112.70113.0018.050.035 1.119111.38112.7018.0118.036 3.190102.32111.3818.0284.037 4.58986.58102.3230.0343.038 3.16577.7886.5830.0278.039 2.69975.0077.7830.0103.040 3.47770.4875.0030.0130.041 1.76169.6770.4836.046.042 4.56160.0069.6736.0212.043 0.323111.38111.4818.031.044 3.808102.52103.5118.026.045 0.316102.40102.5224.038.046 0.308102.32102.4030.026.048 3.84686.7087.7018.026.049 0.31686.5886.7024.038.050 4.02486.5888.2318.041.051 6.46477.7879.5918.028.052 1.25964.9666.8118.0147.053 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 12/14/2020 StormCAD CONNECT Edition [10.02.01.04] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS WEST.stsw FlexTable: Conduit Table MaterialSlope (ft/ft) Invert Out (ft) Invert In (ft) Diameter (in) Length (ft) Pipe Concrete0.00387.0487.1424.0291 Concrete0.01782.2287.0424.02832 Concrete0.02171.2778.2236.03253 Concrete0.03261.1771.2736.03204 Concrete0.02356.1161.1742.02255 Concrete0.00655.4056.1148.01236 Concrete0.00555.2055.4048.0407 Concrete0.00455.0055.2048.0518 Concrete0.03545.5152.2448.01929 Concrete0.01943.0045.5148.013210 Concrete0.00351.5151.6118.02943 Concrete0.03461.1762.1630.02944 Concrete0.01662.1662.7824.03945 Concrete0.05562.7864.3818.02946 Concrete0.01862.7864.9624.012347 Concrete0.03464.9665.9618.02948 Concrete0.03964.9665.6018.01749 Concrete0.05065.6072.0518.012950 Concrete0.05278.2279.7236.02959 Concrete0.01879.7280.4236.03960 Concrete0.08780.4282.9218.02961 Concrete0.07272.4974.5918.02962 Concrete0.00372.3772.4930.03963 Concrete0.01580.4282.2930.012664 Concrete0.08082.2983.6124.01765 Concrete0.03983.6188.8824.013766 Concrete0.04175.8081.1518.013267 Concrete0.04484.0085.2924.02968 Concrete0.03475.2476.2418.02969 Concrete0.03475.2475.8018.01770 Concrete0.02272.4975.2424.012371 Concrete0.03871.2772.3730.02972 Concrete0.07356.1158.2218.02973 Concrete0.02458.2260.5524.09974 Concrete0.02682.2985.9730.014286 Concrete0.02685.9786.9930.03987 Concrete0.05086.9988.4318.02988 Concrete0.00388.4388.5518.03989 Concrete0.02193.8794.8218.04690 Concrete0.003100.40100.5018.02991 Concrete0.004105.31105.4118.02692 Concrete0.03986.9991.8724.012693 Concrete0.03491.87100.4018.024894 Concrete0.003104.89105.3118.014095 Concrete0.03488.5589.5518.02997 Concrete0.021100.40104.8918.0219CO-1 Concrete0.01887.0490.6818.0208CO-5 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/9/2021 StormCAD CONNECT Edition [10.02.01.04] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS POND 6 MIDDLE BASIN.stsw FlexTable: Conduit Table MaterialSlope (ft/ft) Invert Out (ft) Invert In (ft) Diameter (in) Length (ft) Pipe Concrete0.00397.4797.5718.02951 Concrete0.00397.3597.4718.03952 Concrete0.00397.2597.3524.02953 Concrete0.06094.8997.2524.03954 Concrete0.01492.0694.8924.020355 Concrete0.00491.9492.0624.03056 Concrete0.04585.2191.9424.014857 Concrete0.03779.7585.2124.014858 Concrete0.00479.5079.7530.06476 Concrete0.01081.2581.6518.04077 Concrete0.02371.7372.6718.04078 Concrete0.00458.4058.5330.02979 Concrete0.00358.5358.6530.03980 Concrete0.03254.6656.9130.06981 Concrete0.01951.7154.6630.015282 Concrete0.04743.0047.7130.010183 Concrete0.03467.7375.6530.023684 Concrete0.02260.7067.7330.032385 Concrete-0.02061.1358.6518.0121CO-2 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/9/2021 StormCAD CONNECT Edition [10.02.01.04] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS POND 6 NORTH BASIN.stsw FlexTable: Conduit Table MaterialSlope (ft/ft) Invert Out (ft) Invert In (ft) Diameter (in) Length (ft) Pipe Concrete0.00544.8945.6048.014511 Concrete0.00845.6046.8642.015512 Concrete0.00846.8648.3342.018013 Concrete0.00348.3349.2342.029814 Concrete0.00349.2349.9542.023815 Concrete0.00349.9550.3936.014616 Concrete0.00350.3950.7536.012017 Concrete0.00350.7550.9436.06318 Concrete0.00350.9451.3630.013919 Concrete0.00351.3651.6824.010520 Concrete0.00351.6852.0018.010521 Concrete0.03950.9455.9424.012922 Concrete0.02255.9459.2918.014923 Concrete0.03255.9457.0418.03424 Concrete0.01055.9458.3518.024025 Concrete0.00358.3558.4518.03426 Concrete0.02652.0052.7418.02927 Concrete0.00552.0052.1724.03729 Concrete0.00352.1752.2924.03930 Concrete0.00352.2952.3918.02931 Concrete0.00752.2953.1924.013132 Concrete0.00753.1954.0524.012933 Concrete0.00354.0554.1518.03334 Concrete0.01854.0559.4224.029735 Concrete-0.01760.4859.4218.06336 Concrete0.00360.4860.5718.02937 Concrete0.01260.5762.2118.014138 Concrete0.02446.8648.0024.04839 Concrete0.01846.5947.1018.02940 Concrete0.00547.5047.6918.04041 Concrete0.01643.0044.8948.011842 Concrete0.00379.0979.1918.02998 Concrete0.18679.1982.1718.016CO-3 Concrete0.00679.0079.0918.016CO-4 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/10/2021 StormCAD CONNECT Edition [10.02.01.04] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS POND 6 SOUTH BASIN.stsw Page 11 of 11 APPENDIX E Drainage Swales Analysis Trapezoidal Channel (FAIRHOPE FALLS PH 5 SWALES.fm8) Normal Depth (in) Channel Slope (ft/ft) Roughness Coefficient Friction MethodSolve ForLabel 7.30.0250.030Manning FormulaNormal DepthSWALE A 11.00.0050.030Manning FormulaNormal DepthSWALE B 9.90.0030.030Manning FormulaNormal DepthSWALE C 5.80.0200.030Manning FormulaNormal DepthSWALE D Wetted Perimeter (ft) Flow Area (ft²) Discharge (cfs) Bottom Width (ft) Right Side Slope (H:V) Left Side Slope (H:V) 6.82.913.013.003.0003.000 8.85.313.013.003.0003.000 8.24.58.143.003.0003.000 6.02.17.533.003.0003.000 Velocity Head (ft) Velocity (ft/s) Critical Slope (ft/ft) Critical Depth (in) Top Width (ft) Hydraulic Radius (in) 0.314.440.0178.06.655.1 0.092.460.0178.08.517.2 0.051.820.0196.17.936.6 0.193.520.0195.95.894.3 MessagesNotesFlow TypeFroude NumberSpecific Energy (ft) Supercritical1.1780.91 Subcritical0.5521.01 Subcritical0.4250.87 Supercritical1.0280.67 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 FlowMaster [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS PH 5 SWALES.fm8 FAIRHOPE FALLS PH 6-9 SWALES Normal Depth (in) Channel Slope (ft/ft) Roughness Coefficient Friction MethodSolve ForLabel 6.60.0120.030Manning FormulaNormal DepthSWALE E 8.20.0220.030Manning FormulaNormal DepthSWALE F 8.20.0290.030Manning FormulaNormal DepthSWALE G 6.10.0230.030Manning FormulaNormal DepthSWALE H 5.50.0110.030Manning FormulaNormal DepthSWALE I 7.80.0150.030Manning FormulaNormal DepthSWALE J 6.40.0170.030Manning FormulaNormal DepthSWALE K 5.70.0260.030Manning FormulaNormal DepthSWALE L 1.50.0260.030Manning FormulaNormal DepthSWALE M 6.00.0150.030Manning FormulaNormal DepthSWALE N 4.70.0360.030Manning FormulaNormal DepthSWALE O 1.50.0360.030Manning FormulaNormal DepthSWALE P 3.70.4200.030Manning FormulaNormal DepthSWALE Q 6.90.0300.030Manning FormulaNormal DepthSWALE R 8.00.0280.030Manning FormulaNormal DepthSWALE S 2.00.0220.030Manning FormulaNormal DepthSWALE T Wetted Perimeter (ft) Flow Area (ft²) Discharge (cfs) Bottom Width (ft) Right Side Slope (H:V) Left Side Slope (H:V) 6.52.67.533.003.0003.000 7.33.415.323.003.0003.000 7.33.517.753.003.0003.000 6.22.38.833.003.0003.000 5.92.05.033.003.0003.000 7.13.211.453.003.0003.000 6.42.48.333.003.0003.000 6.02.18.333.003.0003.000 3.80.40.783.003.0003.000 6.22.26.843.003.0003.000 5.51.66.843.003.0003.000 3.80.40.873.003.0003.000 4.91.214.853.003.0003.000 6.72.713.053.003.0003.000 7.23.316.343.003.0003.000 4.10.61.213.003.0003.000 Velocity Head (ft) Velocity (ft/s) Critical Slope (ft/ft) Critical Depth (in) Top Width (ft) Hydraulic Radius (in) 0.132.940.0195.96.314.7 0.314.450.0178.77.105.7 0.415.120.0179.57.125.7 0.233.840.0196.46.054.4 0.102.530.0204.65.734.1 0.203.580.0187.46.885.4 0.183.420.0196.26.184.6 0.243.940.0196.25.864.2 0.051.840.0281.53.751.3 0.143.050.0195.65.994.4 0.274.190.0195.65.353.6 0.072.130.0271.63.731.3 Page 1 of 227 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 FlowMaster [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS PH 6-9 SWALES.fm8 FAIRHOPE FALLS PH 6-9 SWALES Velocity Head (ft) Velocity (ft/s) Critical Slope (ft/ft) Critical Depth (in) Top Width (ft) Hydraulic Radius (in) 2.4112.450.0178.64.832.9 0.354.760.0178.06.474.9 0.384.930.0179.06.985.5 0.062.040.0261.94.011.7 MessagesNotesFlow TypeFroude NumberSpecific Energy (ft) Subcritical0.8120.69 Supercritical1.1250.99 Supercritical1.2921.09 Supercritical1.0990.74 Subcritical0.7590.55 Subcritical0.9260.85 Subcritical0.9600.71 Supercritical1.1560.72 Subcritical0.9620.18 Subcritical0.8800.64 Supercritical1.3380.66 Supercritical1.1330.19 Supercritical4.4172.71 Supercritical1.2900.93 Supercritical1.2621.04 Subcritical0.9350.23 Page 2 of 227 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1/13/2021 FlowMaster [10.00.00.02] Bentley Systems, Inc. Haestad Methods Solution CenterFAIRHOPE FALLS PH 6-9 SWALES.fm8 INDEX 1. CONTACT INFORMATION 2. VICINITY MAP 3. STORM WATER FACILITY MAINTENANCE AGREEMENT CITY OF FAIRHOPE, ALABAMA 4. EXHIBIT A - LEGAL DESCRIPTION OF PROPERTY 5. EXHIBIT B – COPY OF PLAT 6. EXHIBIT C – MAINTINANCE PLAN 7. EXHIBIT D – MAINTENANCE CHECKLISTS CONTACT INFORMATION OWNER ENTITY NAME: 68V Paydirt, LLC. CONTACT PERSON: Nathan Cox ADDRESS: 29891 Woodrow Lane, Spanish Fort, AL 36527 TELEPHONE NO.: 251-625-1198 ENGINEER ENTITY NAME: Dewberry Engineers, Inc. CONTACT PERSON: Jason Estes, P.E. ADDRESS: 25353 Friendship Road, Daphne, Alabama 36526 TELEPHONE NO.: 251-929-9789 VICINITY MAP City of Fairhope, Alabama Storm Water Facility Maintenance Agreement THIS STORM WATER FACILITY MAINTENANCE AGREEMENT (this “Agreement”) is made, executed and entered into this _____ day of _________________, 2020, by ______________________________ (hereinafter called “Landowner”), to and for the benefit of the City of Fairhope, Alabama, a municipal corporation organized under the laws of the State of Alabama (hereinafter called the “City”). Recitals: WHEREAS, Landowner is the owner of that certain real property located in Baldwin County, Alabama and more particularly described on Exhibit “A” attached hereto and by reference made a part hereof (the “Property”); WHEREAS, Landowner is in the process and constructing and developing a subdivision on the Property to be known as Fairhope Falls, Phase 6 (the “Subdivision”); WHEREAS, Landowner has applied with the City for preliminary plat approval for the plat of the Subdivision, a copy of which is attached hereto as Exhibit “B” (the “Plat”); WHEREAS, as a condition to the preliminary approval of the Plat, the City requires the construction and improvement of certain storm water management facilities as shown and referenced on the Plat and/or otherwise approved by the City in writing (the “Facilities”); WHEREAS, as a further condition to the approval of the Plat, the City requires that the Facilities be constructed and adequately maintained by Landowner, its successors and assigns, including any homeowners association formed by Landowner for purposes of managing and maintaining any common areas of the Subdivision (the “Association”); Agreement: NOW THEREFORE, for and in consideration of the premises and other good and valuable consideration, the receipt, adequacy and sufficiency of which are hereby acknowledged, Landowner and the City, intending to be legally bound, hereby covenant and agree as follows: 1. Landowner shall construct and improve the Facilities strictly in accordance with the plans and specifications therefor (a) set forth on the Plat and/or (b) otherwise approved by the City in writing. Landowner acknowledges and agrees that the completion of construction of the Facilities is a condition to the City’s final approval of the Plat; provided, however, that in the event the City allows Landowner to provide a bond or other guarantee of completion of the Facilities, the Facilities shall be completed at least thirty (30) days prior to the expiration of said bond or other guarantee. 2. Landowner shall maintain the Facilities in such condition that the Facilities properly operate, function and perform (as designed by a professional engineer) for their intended purpose(s), which maintenance shall include, at a minimum, all maintenance required by all laws and ordinances of the City, the maintenance plan attached hereto as Exhibit “C”, all items set forth on the Maintenance Checklist (hereinafter defined), and such other maintenance as is customary in Baldwin County, Alabama with respect to substantially similar stormwater management facilities. As used herein, the term “Facilities” shall include, without limitation, all pipes, channels or other conveyances built to convey storm water to the Facilities, as well as all storm water structures, improvements, and vegetation provided to control the quantity and quality of storm water that discharges from the Property. In connection with Landowner’s maintenance of the Facilities, Landowner shall follow and comply with the Storm Water Structural Control Maintenance Checklists attached hereto as Exhibit “D” and incorporated herein by reference (“Maintenance Checklist”). 3. Landowner shall inspect the Facilities and submit an inspection report every five years. Said inspections shall be conducted at the sole expense of Landowner by a professional engineer registered in the State of Alabama and reasonably acceptable to the City and which inspection report shall be certified by said engineer to the City, which form of certification shall be reasonably acceptable to the City. The first inspection report is due by December 31st of the fifth year after completion of construction of the Facilities and subsequent inspection reports are due by December 31st of every successive fifth year thereafter. Each inspection report shall detail the then-current state of effectiveness of the Facilities and shall note any deficiencies in the Facilities and/or any portion or component thereof. The purpose of the inspection reports is to assure safe and proper operation and functioning of the Facilities. 4. Landowner hereby grants an irrevocable license to the City and its authorized agents and employees to enter upon the Property and to inspect the Facilities whenever the City deems necessary. The City shall provide Landowner copies of any inspection findings of the City. In the event the City finds any deficiencies in the Facilities, whether as a result of the inspection reports required under Paragraph 3 hereof or as a result of a City inspection conducted in accordance with this Paragraph, the City shall have the right, but not the obligation, to issue a written notice to Landowner of any such deficiencies. In the event the City issues any such deficiency notice, Landowner shall cure any such deficiencies within the time set forth for such deficiencies required by applicable law (whether federal, state, local or otherwise) and in any event within thirty (30) days of its receipt of such notice. 5. In the event Landowner fails to maintain the Facilities in good working condition acceptable to the City and in accordance with the terms and conditions hereof, the City shall have the right, but not the obligation, to enter upon the Property and take whatever steps are necessary to correct and bring the Facilities into good working condition and to charge the costs of such repairs to Landowner; provided, however, that in no event shall the foregoing be construed as to allow the City to erect any structure of permanent nature on the Property outside of the easement or other areas for the Facilities as shown on the Plat. It is expressly understood and agreed that the City is under no obligation to maintain or repair the Facilities and in no event shall this Agreement be construed to impose any such obligation on the City. 6. In the event the City pursuant to this Agreement, performs work of any nature, or expends any funds in performance of said work for labor, use of equipment, supplies, materials, and the like, Landowner shall reimburse the City for all such costs and expenses within thirty (30) days of Landowner’s receipt of the City’s written demand therefor. Any sums not reimbursed to the City within said thirty (30) day period shall accrue interest at the rate of twelve percent (12%) per annum. 7. In the event of the employment of an attorney for the collection of any amount due hereunder or for the institution of any valid suit for the enforcement of any of the terms and conditions hereof, or on account of or for any other reason in connection herewith, Landowner covenants and agrees to pay and reimburse the City for its reasonable attorney’s fees incurred in connection therewith. 8. This Agreement imposes no liability of any kind whatsoever on the City and Landowner covenants and agrees to defend, indemnify and hold the City harmless from and against any and all liability, loss, cost, damage and expense (including reasonable attorney’s fees) in the event the Facilities fail to operate properly, whether as a result of improper design, maintenance or otherwise. 9. This Agreement shall be recorded in the records of the Probate Court of Baldwin County, Alabama and shall constitute a covenant running with the land and shall be binding on Landowner and its successors and assigns with regard to any interest in the Property, including, without limitation, the Association. It is expressly contemplated hereby that Landowner may convey the Facilities to the Association in which event the Association shall be obligated to perform all duties and obligations of “Landowner” hereunder. 10. Landowner represents and warrants to the City that Landowner is the sole and absolute owner of the Property and is properly authorized to enter into this Agreement. 11. This Agreement shall be construed in accordance with the laws of the State of Alabama. 12. This Agreement may be executed in multiple counterparts by original or facsimile signatures, and each such counterpart shall be considered an original, but all of which together shall constitute one and the same agreement. 13. In the event of a default by Landowner hereunder, the City shall be entitled to all rights and remedies provided under applicable state law, including the right of specific performance. 14. This Agreement shall be binding upon and inure to the benefit of the parties hereto and their respective successors and assigns. 15. This Agreement shall not be construed more strictly against one party than against the other merely by virtue of the fact that it may have been prepared by counsel for one of the parties, it being recognized that all parties have contributed substantially and materially to the preparation of this Agreement. 16. Each notice, request, and communication required under this Agreement shall be in writing. It will be deemed to have been received: (i) on personal delivery; (ii) on the second business day after its deposit for overnight delivery with a recognized overnight delivery service; (iii) if by facsimile, on receipt of electronic confirmation of its receipt (but only if the facsimile is followed by delivery by United States mail); or (iv) if mailed, on actual receipt (but only if sent by registered or certified mail, with return receipt requested, addressed to the other party’s address below): If to the City: City of Fairhope, Alabama Attn: Planning Director 555 South Section Street Fairhope, Alabama 36532 If to Landowner: __________________________ Attn:_____________________ __________________________ __________________________ Any party hereto may change its address for notice hereunder by giving notice to the other party in accordance with the foregoing. Any such change in address shall be effective ten (10) days following receipt of such notice by the receiving party. 17. Time is of the essence with respect to each obligation of the parties hereto under this Agreement. 18. The foregoing constitutes the entire agreement between the parties with respect to the subject matter hereof and may not be modified or amended except in a writing signed by all of the parties hereto. To the extent that this Agreement differs in any manner whatsoever from prior written or oral agreements regarding the subject matter hereof, or from any documents which are attached hereto, the terms and conditions of this Agreement shall control. [Remainder of Page Intentionally Left Blank] IN WITNESS WHEREOF, Landowner have caused this Agreement to be executed by and through its duly authorized representatives effective as of the date first set forth above. LANDOWNER: [Insert name of Landowner] By:______________________________________ Name:______________________________ As Its:_____________________________ STATE OF ______________: COUNTY OF ____________: I, the undersigned Notary Public in and for said County in said State, hereby certify that ___________________, whose name as ___________ of ____________________________, a ___________________, is signed to the foregoing instrument and who is known to me, acknowledged before me on this day that, being informed of the contents of the instrument, he/she, as such _____________ and with full authority, executed the same voluntarily on the day the same bears date for and as the act of said _________________________. Given under my hand and official notarial seal this ____ day of __________, 2020. {SEAL} __________________________________________ NOTARY PUBLIC My Commission Expires:___________________ EXHIBIT A FAIRHOPE FALLS, PHASE 6 LEGAL DESCRIPTION FAIRHOPE FALLS, PHASE 6 PROPERTY DESCRIPTION COMMENCE AT A 5/8" CAPPED REBAR (PLS 10675) AT THE SOUTHEAST CORNER OF SECTION 7, TOWNSHIP 6 SOUTH, RANGE 3 EAST AND RUN THENCE NORTH 89°57'23" WEST, A DISTANCE OF 1330.56 FEET TO A 1/2" A CAPPED REBAR (CA-0089-LS); THENCE RUN NORTH 00°29'27" EAST, A DISTANCE OF 1321.10 FEET TO A 1/2" CAPPED REBAR FOR THE POINT OF BEGINNING: THENCE RUN NORTH 89°50'29" WEST, A DISTANCE OF 1303.79 FEET TO A 5/8" REBAR ON THE EAST RIGHT-OF- WAY OF LANGFORD ROAD; THENCE RUN NORTH 00°31'02" EAST, ALONG SAID EAST RIGHT OF WAY OF LANGFORD ROAD, A DISTANCE OF 209.54 FEET; THENCE RUN NORTH 89°42'28" EAST, A DISTANCE OF 25.00 FEET; THENCE RUN NORTH 00°31'02" EAST, A DISTANCE OF 135.01 FEET; THENCE RUN NORTH 89°42'28" EAST, A DISTANCE OF 1484.77 FEET; THENCE RUN SOUTH 00°17'32" EAST, A DISTANCE OF 47.50 FEET; THENCE RUN NORTH 89°42'28" EAST, A DISTANCE OF 130.00 FEET; THENCE RUN NORTH 00°17'32" WEST, A DISTANCE OF 417.50 FEET; THENCE RUN NORTH 89°42'28" EAST, A DISTANCE OF 55.00 FEET; THENCE RUN NORTH 00°17'32" WEST, A DISTANCE OF 130.00 FEET; THENCE RUN NORTH 32°42'28" EAST, A DISTANCE OF 20.99 FEET; THENCE RUN NORTH 16°33'17" EAST, A DISTANCE OF 140.00 FEET; THENCE RUN ALONG A CURVE TO THE LEFT, HAVING A RADIUS OF 650.00 FEET, AN ARC DISTANCE OF 21.73 FEET, (CHORD BEARS SOUTH 74°24'12" EAST, 21.73 FEET); THENCE RUN ALONG A REVERSE CURVE TO THE RIGHT, HAVING A RADIUS OF 25.00 FEET, AN ARC DISTANCE OF 33.05 FEET, (CHORD BEARS SOUTH 37°29'13" EAST, 30.70 FEET); THENCE RUN SOUTH 00°23'13" WEST, A DISTANCE OF 120.06 FEET; THENCE RUN SOUTH 89°36'47" EAST, A DISTANCE OF 50.00 FEET; THENCE RUN NORTH 00°23'13" EAST, A DISTANCE OF 102.53 FEET; THENCE RUN ALONG A CURVE TO THE RIGHT, HAVING A RADIUS OF 25.00 FEET, AN ARC DISTANCE OF 41.72 FEET, (CHORD BEARS NORTH 48°12'00" EAST, 37.05 FEET); THENCE RUN ALONG A REVERSE CURVE TO THE LEFT, HAVING A RADIUS OF 650.00 FEET, AN ARC DISTANCE OF 10.31 FEET, (CHORD BEARS SOUTH 84°26'29" EAST, 10.31 FEET); THENCE RUN SOUTH 84°53'45" EAST, A DISTANCE OF 102.63 FEET; THENCE RUN SOUTH 00°23'13" WEST, A DISTANCE OF 562.17 FEET; THENCE RUN SOUTH 37°13'17" EAST, A DISTANCE OF 214.89 FEET; THENCE RUN NORTH 48°17'12" EAST, A DISTANCE OF 139.74 FEET; THENCE RUN SOUTH 41°41'57" EAST, A DISTANCE OF 631.73 FEET; THENCE RUN SOUTH 00°11'12" WEST, A DISTANCE OF 297.32 FEET; THENCE RUN NORTH 89°48'48" WEST, A DISTANCE OF 454.34 FEET; THENCE RUN NORTH 50°21'50" WEST, A DISTANCE OF 140.00 FEET; THENCE RUN SOUTH 39°38'10" WEST, A DISTANCE OF 16.06 FEET; THENCE RUN NORTH 50°21'50" WEST, A DISTANCE OF 180.00 FEET; THENCE RUN NORTH 39°38'10" EAST, A DISTANCE OF 68.10 FEET; THENCE RUN NORTH 28°26'11" EAST, A DISTANCE OF 50.00 FEET; THENCE RUN ALONG A CURVE TO THE RIGHT, HAVING A RADIUS OF 150.00 FEET, AN ARC DISTANCE OF 12.50 FEET, (CHORD BEARS SOUTH 59°10'31" EAST, 12.50 FEET); THENCE RUN NORTH 33°12'47" EAST, A DISTANCE OF 140.00 FEET; THENCE RUN ALONG A CURVE TO THE LEFT, HAVING A RADIUS OF 290.00 FEET, AN ARC DISTANCE OF 166.49 FEET, (CHORD BEARS NORTH 73°14'02" WEST, 164.21 FEET); THENCE RUN NORTH 89°40'48" WEST, A DISTANCE OF 401.70 FEET; THENCE RUN SOUTH 02°31'00" WEST, A DISTANCE OF 6.29 FEET; THENCE RUN NORTH 89°40'50" WEST, A DISTANCE OF 195.75 FEET; THENCE RUN SOUTH 45°31'53" WEST, A DISTANCE OF 15.19 FEET TO THE POINT OF BEGINNING. TRACT CONTAINS 28.42 ACRES, MORE OR LESS, AND LIES IN SECTION 7, TOWNSHIP 6 SOUTH, RANGE 3 EAST, BALDWIN COUNTY, ALABAMA. EXHIBIT B FAIRHOPE FALLS, PHASE 6 COPY OF PLAT (NOT FINAL RECORDED DOCUMENT) PHASE 6 FAIRHOPE FALLS WEST 25353 Friendship Road Daphne, AL 36526 251.990.9950 fax 251.929-9815 37 101 102 103 SOP H I E F A L L S A V E N U E 154 155 156 157 158 159 160 161 152 153 151 37 101 102 103 SOP H I E F A L L S A V E N U E 154 155 156 157 158 159 160 161 152 153 151 237 238 239 240 241 242 243 244 245 246 247 248 249 250 251 252 253 254 255 LEGEND: ZONE X (SHADED) REGULATORY FLOOWAY ZONE AE B AAMALA MAG E RIT OVI C R L.NC.A. 2POINT OF COMMENCEMENTLANGFORD ROAD (60' R/W)YOSEMI T E B O U L E V A R DC.A. 8C.A. 12C.A. 10C.A. 14 C.A. 15 PHASE 4 (APPROVED) POINT OF BEGINNING EXHIBIT C FAIRHOPE FALLS, PHASE 6 MAINTENANCE PLAN The following plan outlines the ongoing long-term maintenance activities for the stormwater management system components at the Fairhope Falls, Phase 6 subdivision. Note that all stormwater facilities located outside of the City of Fairhope’s Right of Way will be subject to the requirements in this maintenance plan. Access to the detention pond is located within recorded common areas. Access to these common areas and easements are from the right-of-way (See Plat for additional information). STORMWATER MANAGEMENT SYSTEM DESCRIPTION The purpose of the stormwater management system in Fairhope Falls, Phase 6 is to provide a sustainable approach to managing stormwater runoff from the developed areas of the site. The stormwater management system at Fairhope Falls, Phase 6 utilizes best management practices (BMP). The purposes of BMP’s are to maintain the original site hydrology as much as possible by minimizing surface run-off and reducing the contaminants in the stormwater. The system consists of the following components: · RETENTION POND Fairhope Falls, Phase 6, uses one retention pond to detain the stormwater runoff to the pre- developed runoff rate. The pond is wet pond with a 100-yr release rate totaling 275.73 cfs that discharges to existing wetlands to the south. In addition to detaining runoff the pond is designed to perform a water quality function as well. The pond will discharge through a concrete outlet structure to release the pre-developed flow for the 2, 5, 10, 25, 50, and 100-year storm events. The discharge from the pond will be released to the south of the property where it will continue its original path. The release for Fairhope Falls, Phase 6 will have no adverse effects downstream. The primary maintenance objective is to maintain the side slopes and prevent siltation of the pond. This is accomplished through regular landscape maintenance and protection of inlets from runoff with high suspended solids. · DRAINAGE STRUCTURES The drainage system of Fairhope Falls, Phase 6 also includes pipes, inlets, headwalls, and an outfall structure. The Property Owners Association shall maintain all drainage features that fall outside of the public right of way. The primary maintenance objective is to prevent any obstructions in the flow of water through the system and maintain the integrity of the structures themselves. This can be accomplished by routine inspection and cleaning of the structures. · GRASS SWALES The drainage system incorporates the use of drainage swales behind lots. The Property Owners Association shall maintain all drainage features that fall outside of the public right of way. The primary maintenance objective is to prevent any obstructions in the flow of water through the swales and maintain the integrity of the swales themselves. This can be accomplished by routine inspection for debris and periodic mowing. Be advised that this work is the responsibility of the Home Owners Association or Property Owners. The Engineer assumes no responsibility for either performing this work or verifying that it is being completed. The Homeowners Association or Property Owners shall review Article V Section F 3 a 3b City of Fairhope Regulations, which contains the inspection responsibilities and potential consequences (enforcement action) for not fulfilling the inspection responsibilities. EXHIBIT D FAIRHOPE FALLS, PHASE 6 MAINTENANCE CHECKLISTS Stormwater Pond Inspections and Maintenance Checklist Site Name: ___________________________________ Owner change since last inspection? Y N Location: _____________________________________________________________________________ Owner Name: _________________________________________________________________________ Address: _________________________________________ Phone Number: _____________________ Site Status: ___________________________________________________________________________ Date: _____________ Time: ______________ Site conditions: ____________________________ Stormwater Pond Type: Wet Pond  Wet ED Pond  Micropool Pond  Multiple Pond System  Dry Pond  Inspection Frequency Key: A=annual; M=monthly; S=after major storms Inspection Items Inspection Frequency Inspected? (Yes/No) Maintenance Needed? (Yes/No) Comments/Description Embankment Vegetation healthy? A/S Erosion on embankment? A/S Animal burrows in embankment? A/S Cracking, sliding, bulging of dam? A/S Drains entering pond blocked or not functioning? A/S Leaks or seeps on embankment? A/S Slope protection failure functional? A/S Other (describe) A/S Outfall Structure Box Low-flow orifice functional? A/S Concrete/masonry condition (Cracks or displacement? Spalling?) A Outfall pipe in good condition? A Rip Rap Filter Bern in good condition? A Inspection Items Inspection Frequency Inspected? (Yes/No) Maintenance Needed? (Yes/No) Comments/Description Outfall channels function, not eroding? A Rip Rap at the end of the outfall pipe in good condition (No signs of erosion) A Other (describe) A Hazards Have there been complaints from residents? M Public hazards noted? M Inspector Comments: _____________________________________________________________________________________________ _____________________________________________________________________________________________ _____________________________________________________________________________________________ _____________________________________________________________________________________________ _____________________________________________________________________________________________ __________ Overall Condition of Facility:  Acceptable  Unacceptable If any of the inspection items above are checked “yes” for “maintenance needed,” list maintenance actions and the completion dates below: Maintenance Action Needed Due Date The next routine inspection is scheduled for approximately: ______________________ (date) Inspected by: (signature) __________________________________________ Inspected by: (printed) ____________________________________________ Swales / Grass Channels Inspections and Maintenance Checklist Site Name: __________________________________ Owner change since last inspection? Y N Location: _____________________________________________________________________________ Owner Name: _________________________________________________________________________ Address: _______________________________________ Phone Number: _______________________ Site Status: ___________________________________________________________________________ Date: __________________ Time: ______________ Inspector: ____________________________ Inspection Frequency Key: A=annual; M=monthly; S=after major storms Inspection Items Inspection Frequency Inspected? (Yes/No) Maintenance Needed? (Yes/No) Comments/Description Debris Removal Facility and adjacent area free of debris? M Inlets and outlets free of debris? M Any dumping of yard wastes into facility? Litter (branches) removed? M Vegetation Surrounding area fully stabilized? (no evidence of eroding material into swale, channel or filter strip) M Grass mowed? M Plan composition according to approved plan? M Filtration Capacity Clogging from oil or grease? M Facility dewaters between storms? M Inspection Items Inspection Frequency Inspected? (Yes/No) Maintenance Needed? (Yes/No) Comments/Description Sediment Deposition Swale clean of sediments A Sediment not >20% of swale design depth A Outfall Ditch Downstream of Outfall Pipe In good condition? A Any evidence of erosion? A Any evidence of blockages? A Has facility been filled or blocked inappropriately? A Inspector Comments: _____________________________________________________________________________________________ _____________________________________________________________________________________________ _____________________________________________________________________________________________ _____________________________________________________________________________________________ _____________________________________________________________________________________________ __________ Overall Condition of Facility:  Acceptable  Unacceptable If any of the above Inspection Items are checked “yes” for “maintenance needed,” list maintenance actions and their completion dates below: Maintenance Action Needed Due Date The next routine inspection is scheduled for approximately: ______________________ (date) Inspected by: (signature) __________________________________________ Inspected by: (printed) ____________________________________________ Level Spreader Inspections and Maintenance Checklist Site Name: ___________________________________ Owner change since last inspection? Y N Location: _____________________________________________________________________________ Owner Name: _________________________________________________________________________ Address: _________________________________________ Phone Number: _____________________ Site Status: ___________________________________________________________________________ Date: _____________ Time: ______________ Site conditions: ____________________________ Inspection Frequency Key: A=annual; M=monthly; S=after major storms Inspection Items Inspection Frequency Inspected? (Yes/No) Maintenance Needed? (Yes/No) Comments/Description Sediment Removal Is there an accumulation of sediment? A Is it functioning properly? A Erosion Inspection Evidence of erosion at or around spreader? A Vegetation Removal Is vegetation present on level spreader? M Is vegetation adversely affecting spreader? M Inspector Comments: _____________________________________________________________________________________________ _____________________________________________________________________________________________ _____________________________________________________________________________________________ Overall Condition of Facility:  Acceptable  Unacceptable If any of the inspection items above are checked “yes” for “maintenance needed,” list maintenance actions and the completion dates below: TRAFFIC IMPACT ANALYSIS for Fairhope Falls West Final Report April 2020 Prepared by: FAIRHOPE FALLS WEST SILVERHILL, AL Neel-Schaffer, Inc. Mobile, Alabama M:\Projects\NS-15681 - Fairhope Falls West\Report\Sec1_intro.doc TABLE OF CONTENTS Section ....................................................................................................................................................... Page No. Section 1 Introduction ...................................................................................................1 - 1 Figure 1.1 Project Location Map ........................................................................1 - 2 Section 2 Existing Conditions .........................................................................................2 - 1 2.1 Langford Road............................................................................................................2 -1 2.2 AL Highway 104.........................................................................................................2 - 1 2.3 Intersection of AL Highway 104 and Langford Road...................................................2 - 1 2.4 Intersection of AL Highway 104 and Yosemite Boulevard...........................................2 - 1 Section 3 Evaluation of Existing Conditions ...................................................................3 - 1 3.1 Existing Traffic Volumes.............................................................................................3 - 1 Table 3.1 Historical Daily Traffic Volumes........................................................3 - 1 Figure 3.1 Existing Traffic Volumes....................................................................3 - 2 3.2 Basis of Analysis........................................................................................................3 -3 3.3 AL Highway 104 and Langford Road..........................................................................3 - 3 Figure 3.2 Existing Intersection Level-of-Service ...............................................3 - 3 3.4 AL Highway 104 and Yosemite Boulevard..................................................................3 - 4 Figure 3.3 Existing Intersection Level-of-Service ...............................................3 - 4 Section 4 Proposed Development ..................................................................................4 - 1 4.1 Proposed Site.............................................................................................................4 -1 Figure 4.1 Proposed Site Plan..............................................................................4 - 2 4.2 Trip Generation ..........................................................................................................4 -3 Table 4.1 Trip Generation ...................................................................................4 - 3 Figure 4.2 Site Traffic Assignment........................................................................4 - 4 4.3 Non-Site Traffic Forecast............................................................................................4 - 5 4.4 Year 2027 Total Traffic...............................................................................................4 - 5 Figure 4.3 2027 Non-Site Traffic...........................................................................4 - 6 Figure 4.4 2027 Total Traffic ................................................................................4 - 7 4.5 Year 2027 Traffic Analysis..........................................................................................4 - 8 Table 4.3 Year 2027 Non-Site Traffic Level-of-Service........................................4 - 8 Table 4.4 Year 2027 Total Traffic Level-of-Service..............................................4 - 8 Section 5 Recommendations and Conclusions ...............................................................5-1 5.1 Auxiliary Lane Warrants .............................................................................................5 - 1 Table 5.1 Improved Level-of-Service..........................................................................5 - 1 5.3 Conclusions................................................................................................................5-1 Figure 5.1 Recommended Improvements.............................................................5 - 2 FAIRHOPE FALLS WEST SILVERHILL, AL Neel-Schaffer, Inc. Mobile, Alabama M:\Projects\NS-15681 - Fairhope Falls West\Report\Sec1_intro.doc Appendix Year 2020 Existing Traffic Volumes Peak Hour Volumes and Trip Distribution Year 2020 HCS Analysis Year 2027 HCS Analysis Auxiliary Lane Warrant Worksheets FAIRHOPE FALLS WEST SILVERHILL, AL 1 - 1 Neel-Schaffer, Inc. Mobile, Alabama M:\Projects\NS-15681 - Fairhope Falls West\Report\Sec1_intro.doc Section 1 Introduction This report summarizes the findings of the traffic analysis performed by Neel-Schaffer, Inc. as requested by 68V Development Services, LLC for the construction of Fairhope Falls West. The project site is located along Langford Road, south of AL Highway 104 in Silverhill, Alabama. Development of the site is planned to include the construction of a 391-lot single family subdivision. The purpose of this analysis is to estimate the trip generation potential for the project site and evaluate the impact of the site traffic on adjacent roadways and intersections. Based on these impacts, recommended improvements were evaluated to mitigate traffic concerns as they relate to the site development. To analyze the related impact to the surrounding area, existing roadway capacity and non-site traffic levels-of-service were also evaluated. FAIRHOPE FALLS WEST SILVERHILL, AL 2 - 1 Neel-Schaffer, Inc. Mobile, Alabama M:\Projects\NS-15681 - Fairhope Falls West\Report\Sec2_Xconditions.doc Section 2 Existing Conditions The project site is located southeast of the intersection of AL Highway 104 and Langford Road. Currently, the site is a mix of agricultural land and wooded areas. Direct access to the property is limited to Langford Road and through the existing Fairhope Falls subdivision. The study area is comprised of four intersections: AL Highway 104 with Langford Road, AL Highway 104 with Yosemite Boulevard, Langford Road with North Driveway and Langford Road with South Driveway. 2.1 Langford Road Langford Road is an undivided two-lane roadway. Langford Road has a typical section that consists of two 12-foot travel lanes with an open drainage system. Langford Road is not a functionally classified roadway and has a posted speed of 45 miles per hour in the vicinity of the project site. Langford Road appears to be a partial cut through for those traveling west and avoiding traffic near St. Michael’s High School and AL Highway 181. 2.2 AL Highway 104 AL Highway 104 is an undivided two-lane highway. AL Highway 104 has a typical section that consists of two 12-foot travel lanes and two-foot paved shoulders in each direction with an open drainage system. AL Highway 104 is functionally classified as a minor arterial and has a posted speed limit of 55 miles per hour in the vicinity of the project site. 2.4 Intersection of AL Highway 104 and Langford Road The intersection of AL Highway 104 and Langford Road is an unsignalized “T” intersection. All approaches to the intersection are single lane approaches. The northbound approach is currently stop controlled. 2.5 Intersection of AL Highway 104 and Yosemite Boulevard The intersection of AL Highway 104 and Yosemite Boulevard is an unsignalized intersection. AL Highway 104 widens to provide an eastbound right turn and a westbound left turn auxiliary lane. The northbound approach is a divided two-lane roadway. The southbound approach is a driveway. The northbound and southbound approaches are currently stop controlled. FAIRHOPE FALLS WEST SILVERHILL, AL 3 - 1 Neel-Schaffer, Inc. Mobile, Alabama M:\Projects\NS-15681 - Fairhope Falls West\Report\Sec3_Xanalysis.doc Section 3 Evaluation of Existing Conditions 3.1 Existing Traffic Volumes The project area for this analysis includes the unsignalized intersections of AL Highway 104 with Langford Road and AL Highway 104 with Yosemite Boulevard along with the future one-way stop-controlled intersections of Langford Road with the new North Residential Entrance Road and South Residential Entrance Road. Turning movement counts conducted on March 12, 2020 were utilized for this study. These counts were conducted before the local restrictions for COVID-19 were put into place. A review of the historical 24-hour daily traffic volumes from ALDOT traffic counts was conducted to see the historical impacts of traffic growth on the roadways adjacent to the project site. The comparison of traffic volumes is provided in Table 3.1. Table 3.1 – Historical Daily Traffic Volumes Year Location AL Hwy 104 S of Langford Rd CR48 W of Lanford Rd 2018 10,195 3,475 2017 10,030 3,440 2016 10,360 3,510 2015 7,460 4,870 2014 7,180 4,770 2013 5,270 3,990 2012 2,890 2011 813 2010 5,410 2009 5,400 Annual Growth Factor 7.31%-2.73% A review of the historical traffic counts in the area seem to show a flattening of the growth or a decrease in volume of the last three years. Based on this data, a 2.00% compounded annual growth rate was used to forecast non-site traffic from Year 2020 to Year 2027. Figure 3.1 illustrates the Year 2020 Existing Traffic Volumes. FAIRHOPE FALLS WEST SILVERHILL, AL 3 - 3 Neel-Schaffer, Inc. Mobile, Alabama M:\Projects\NS-15681 - Fairhope Falls West\Report\Sec3_Xanalysis.doc 3.2 Basis of Analysis From a performance perspective, the effective operation of an intersection is evaluated based on the delay, turning movement volumes, traffic composition and roadway geometrics. The methodology utilized in this analysis is based on the Highway Capacity Manual, 6 th Edition. Intersection level-of-service is based on delay per vehicle (in seconds). The level-of-service, as outlined in the Manual, is reported as a letter designation of LOS A through F (A is the least delay and F is the most delay). The delay range for signalized intersections and unsignalized intersections (roundabouts, all-way and two-way) is as follows: Signalized Intersections Unsignalized Intersections LOS Delay (s/veh) LOS Delay (s/veh) A ≤ 10 A ≤ 10 B > 10 – 20 B > 10 – 15 C > 20 – 35 C > 15 – 25 D > 35 – 55 D > 25 – 35 E> 55–80 E>35–50 F> 80 F> 50 The Highway Capacity Software was used to evaluate the existing peak hour traffic volumes at the unsignalized intersections. Analysis was not complete for the new intersections since they are not in existence. 3.3 AL Highway 104 and Langford Road AL Highway 104 and Langford Road intersection levels-of-service, based on the Year 2020 traffic volumes, are illustrated in Figure 3.2. This analysis is based on a unsignalized intersection. Figure 3.2 – Existing Intersection Level-of-Service AL Highway 104 and Langford Road The intersection of currently operating at acceptable levels-of-service. FAIRHOPE FALLS WEST SILVERHILL, AL 3 - 4 Neel-Schaffer, Inc. Mobile, Alabama M:\Projects\NS-15681 - Fairhope Falls West\Report\Sec3_Xanalysis.doc 3.4 AL Highway 104 and Yosemite Boulevard AL Highway 104 and Yosemite Boulevard intersection levels-of-service, based on the Year 2020 traffic volumes, are illustrated in Figure 3.3. This analysis is based on a unsignalized intersection. Figure 3.3 – Existing Intersection Level-of-Service AL Highway 104 and Yosemite Boulevard The intersection of currently operating at acceptable levels-of-service. FAIRHOPE FALLS WEST SILVERHILL, AL 4 - 1 Neel-Schaffer, Inc. Mobile, Alabama M:\Projects\NS-15681 - Fairhope Falls West\Report\Sec4_Panalysis.doc Section 4 Proposed Development 4.1 Proposed Site The site is currently planned to be developed with 391 single family lots. The proposed residential lots are planned to have two new accesses to Langford Road and tie to the existing Fairhope Falls to the east. Figure 4-1 illustrates the proposed site plan for this development. FAIRHOPE FALLS WEST SILVERHILL, AL 4 - 3 Neel-Schaffer, Inc. Mobile, Alabama M:\Projects\NS-15681 - Fairhope Falls West\Report\Sec4_Panalysis.doc 4.2 Trip Generation The trip generation of the single-family detached housing was developed using the trip rates contained in the Institute of Transportation Engineers Trip Generation, 10 th Edition. The site traffic was assigned based on the demographic distribution in the study area and on the roadways that provide access to the project site. The trip generation calculation for the proposed site traffic are shown in Table 4.1. Table 4. 1 – Trip Generation Daily Trips AM Peak Hour PM Peak Hour Land Use Intensity Total In Out Total In Out Single-Family Detached Housing 391 Dwelling Units 3,645 282 71 211 376 237 139 Daily Traffic Generation Single-Family Detached Housing [ITE 210] = Ln(T)=0.92*Ln(X) + 2.71; (50%in/50%out) AM Peak Hour Traffic Generation Single-Family Detached Housing [ITE 210] = T=0.71(x) + 4.80; (25%in/75%out) PM Peak Hour Traffic Generation Single-Family Detached Housing [ITE 210]= Ln(T)=0.96*Ln(X) + 0.20; (63%in/37%out) Source: ITE Trip Generation, 10th Edition The estimated site traffic volumes are illustrated in Figure 4.2. FAIRHOPE FALLS WEST SILVERHILL, AL 4 - 5 Neel-Schaffer, Inc. Mobile, Alabama M:\Projects\NS-15681 - Fairhope Falls West\Report\Sec4_Panalysis.doc 4.3 Non-Site Traffic Forecast A 2.00% compounded annual growth rate was used to forecast non-site traffic from Year 2020 to Year 2027 for the study intersections as discussed previously in Section 3.1. Figure 4.3 illustrates the Year 2027 Non-Site Traffic Volumes. 4.4 Year 2027 Total Traffic Site generated traffic volumes were added to non-site traffic volumes to arrive at total (Year 2027) traffic volumes. Figure 4.4 illustrates the Year 2027 total traffic volumes. FAIRHOPE FALLS WEST SILVERHILL, AL 4 - 8 Neel-Schaffer, Inc. Mobile, Alabama M:\Projects\NS-15681 - Fairhope Falls West\Report\Sec4_Panalysis.doc 4.5 Year 2027 Traffic Analysis An analysis of the Year 2027 Non-Site and Total traffic volumes was conducted using the information provided in the Highway Capacity Manual, Sixth Edition. The lane geometry and traffic control for the total traffic analysis includes the existing roadway geometrics. The results of the analysis are shown in Table 4.3 and Table 4.4. Table 4.3 – Year 2027 Non-Site Traffic Level-of-Service Unsignalized Intersection Peak Hour Level-of-Service – Delay (sec/veh) Northbound Southbound Eastbound Westbound Total AL Hwy 104 / Langford Rd AM E–35 - A–1 A–4 - PM C – 17 -A – 1 A – 2 - AL Hwy 104 / Yosemite Blvd AM C–18 C–18 A–1 A–1 - PM B–15 B–11 A–1 A-1 - Table 4.4 – Year 2027 Total Traffic Level-of-Service Unsignalized Intersection Peak Hour Level-of-Service – Delay (sec/veh) Northbound Southbound Eastbound Westbound Total AL Hwy 104 / Langford Rd AM F – 363 - A – 1 A – 4 - PM F – 75 -A – 1 A – 4 - AL Hwy 104 / Yosemite Blvd AM C–19 C–19 A–1 A–1 - PM C–15 B–12 A–1 A–1 - Langford Rd / North Driveway AM A–1 A–1 - B–11 - PM A–1 A–3 - B–11 - Langford Rd / South Driveway AM A–1 A–1 - B–10 - PM A–1 A–3 - B–11 - The northbound approach of the intersection of AL Highway 104 and Langford Road is anticipated to operate at capacity/failing levels-of-service due to the heavy volumes on AL Highway 104. All other intersections are anticipated to operate at acceptable levels-of-service in Year 2027 with the construction of the subdivision. FAIRHOPE FALLS WEST SILVERHILL, AL 5 - 1 Neel-Schaffer, Inc. Mobile, Alabama M:\Projects\NS-15681 - Fairhope Falls West\Report\Sec5_Precom.doc Section 5 Recommendations and Conclusions 5.1 Auxiliary Lane Warrants The traffic volumes at the intersections of AL Highway 104 with Langford Road, Langford Road and North Driveway, and Langford Road and South Driveway were evaluated to determine if auxiliary lane warrants are met utilizing the ALDOT Access Management Manual and the National Cooperative Highway Research Program (NCHRP) Report 457, Evaluating Intersection Improvements: An Engineering Study Guide. The intersection of AL Highway 104 and Langford Road does meet the requirements for both a westbound left turn lane and an eastbound right turn lane as established in the ALDOT Access Management Manual. The traffic counts collected in March 2020 show that both auxiliary lanes are warranted with the existing traffic. The new planned driveways onto Langford Road do not meet the requirements for auxiliary lanes as established in NCHRP Report 457. The Highway Capacity Software was utilized to analyze the levels-of-service for the intersection of AL Highway 104 and Langford Road with the construction of an eastbound right turn lane, a westbound left turn lane, and a northbound left turn lane. The analysis was performed on the Total Year 2027 traffic volumes. The results of the analysis are shown in Table 5.1. Table 5.1 – Improved Level-of-Service Unsignalized Intersection Peak Hour Level-of-Service – Delay (sec/veh) Northbound Southbound Eastbound Westbound Total AL Hwy 104 / Langford Rd AM D – 32 - A – 1 A – 2 - PM C – 15 -A – 1 A – 2 - 5.2 Conclusions Development of the project site with a 391-single family lot subdivision is not anticipated to create additional capacity related deficiencies along the existing roadways that cannot be mitigated. The northbound approach of Langford Road to AL Highway 104 is anticipated to operate at capacity/failing levels-of-service during Year 2027 with and without the development. Construction of auxiliary turn lanes at this intersection will mitigate the failing levels-of-service. It is recommended that the intersection of AL Highway 104 and Langford Road be widened to accommodate a northbound left turn lane, an eastbound right turn lane, and a westbound left turn lane. Figure 5.1 illustrates the recommended improvements. FAIRHOPE FALLS WEST SILVERHILL, AL Neel-Schaffer, Inc. Mobile, Alabama M:\Projects\NS-15681 - Fairhope Falls West\Report\Sec5_Precom.doc Appendix Year 2020 Existing Traffic Volumes Peak Hour Volumes and Trip Distribution Year 2020 HCS Analysis Year 2027 HCS Analysis Auxiliary Lane Warrant Worksheets FAIRHOPE FALLS WEST SILVERHILL, AL Neel-Schaffer, Inc. Mobile, Alabama M:\Projects\NS-15681 - Fairhope Falls West\Report\Sec5_Precom.doc Year 2020 Existing Traffic Volumes ĂůĚǁŝŶŽƵŶƚǇ͕> Classified Turn Movement Count ^ŝƚĞϮŽĨϮ Langford Rd Marr Traffic Inc AL-104 (West)www.marrtraffic.com AL-104 (East) >Ăƚͬ>ŽŶŐ 30.545487°, -87.810012° ĂƚĞ Thursday, March 12, 2020 tĞĂƚŚĞƌ Mostly Cloudy 67°F 0600 - 0900 (Weekday 3h Session) (12-03-2020) All vehicles 1 23 456 78 9 1234 11121314 16171819 Northbound Eastbound Westbound Langford Rd AL-104 (West) AL-104 (East) Left Right U-Turn App Thru Right U-Turn App Left Thru U-Turn App Int TIME 2.1 2.2 2.3 Total 2.4 2.5 2.6 Total 2.7 2.8 2.9 Total Total 0600 - 0615 4 3 0 7 30 1 0 31 7 44 0 51 89 0615 - 0630 15 4 0 19 25 1 0 26 8 44 0 52 97 0630 - 0645 8 8 0 16 34 3 0 37 10 74 0 84 137 0645 - 0700 10 15 0 25 37 2 0 39 25 82 0 107 171 Hourly Total 37 30 0 ϲϳ 126 7 0 ϭϯϯ 50 244 0 Ϯϵϰ ϰϵϰ 0700 - 0715 15 9 0 24 40 3 0 43 32 121 0 153 220 0715 - 0730 14 9 0 23 51 5 0 56 45 138 0 183 262 0730 - 0745 8 19 0 27 77 7 0 84 53 138 0 191 302 0745 - 0800 4 12 0 16 54 2 0 56 44 95 0 139 211 Hourly Total 41 49 0 ϵϬ 222 17 0 Ϯϯϵ 174 492 0 ϲϲϲ ϵϵϱ 0800 - 0815 8 15 0 23 53 5 0 58 23 93 0 116 197 0815 - 0830 5 6 0 11 45 2 0 47 19 77 0 96 154 0830 - 0845 5 10 0 15 60 1 0 61 17 79 0 96 172 0845 - 0900 7 5 0 12 51 6 0 57 14 77 0 91 160 Hourly Total 25 36 0 ϲϭ 209 14 0 ϮϮϯ 73 326 0 ϯϵϵ ϲϴϯ Grand Total 103 115 0 Ϯϭϴ 557 38 0 ϱϵϱ 297 1062 0 ϭϯϱϵ ϮϭϳϮ Approach % 47.25 52.75 0.00 - 93.61 6.39 0.00 - 21.85 78.15 0.00 - Intersection % 4.74 5.29 0.00 10.04 25.64 1.75 0.00 27.39 13.67 48.90 0.00 62.57 1500 - 1800 (Weekday 3h Session) (12-03-2020) All vehicles 1234 11121314 16171819 Northbound Eastbound Westbound Langford Rd AL-104 (West) AL-104 (East) Left Right U-Turn App Thru Right U-Turn App Left Thru U-Turn App Int TIME 2.1 2.2 2.3 Total 2.4 2.5 2.6 Total 2.7 2.8 2.9 Total Total 1500 - 1515 7 10 0 17 69 2 0 71 18 78 0 96 184 1515 - 1530 8 25 0 33 90 9 0 99 16 89 0 105 237 1530 - 1545 4 23 0 27 98 6 0 104 16 75 0 91 222 1545 - 1600 3 16 0 19 84 8 0 92 19 79 0 98 209 Hourly Total 22 74 0 ϵϲ 341 25 0 ϯϲϲ 69 321 0 ϯϵϬ ϴϱϮ 1600 - 1615 8 27 0 35 107 9 0 116 12 74 0 86 237 1615 - 1630 6 22 0 28 100 13 0 113 20 68 0 88 229 1630 - 1645 3 18 0 21 81 9 0 90 16 87 0 103 214 1645 - 1700 5 13 0 18 85 9 0 94 11 74 0 85 197 Hourly Total 22 80 0 ϭϬϮ 373 40 0 ϰϭϯ 59 303 0 ϯϲϮ ϴϳϳ 1700 - 1715 7 15 0 22 88 9 0 97 16 75 0 91 210 1715 - 1730 7 27 0 34 110 11 0 121 20 77 0 97 252 1730 - 1745 4 25 0 29 96 11 0 107 17 75 0 92 228 1745 - 1800 3 14 0 17 89 9 0 98 14 59 0 73 188 Hourly Total 21 81 0 ϭϬϮ 383 40 0 ϰϮϯ 67 286 0 ϯϱϯ ϴϳϴ Grand Total 65 235 0 ϯϬϬ 1097 105 0 ϭϮϬϮ 195 910 0 ϭϭϬϱ ϮϲϬϳ Approach % 21.67 78.33 0.00 - 91.26 8.74 0.00 - 17.65 82.35 0.00 - Intersection % 2.49 9.01 0.00 11.51 42.08 4.03 0.00 46.11 7.48 34.91 0.00 42.39 ĂůĚǁŝŶŽƵŶƚǇ͕> Classified Turn Movement Count ^ŝƚĞϮŽĨϮ Langford Rd Marr Traffic Inc AL-104 (West)www.marrtraffic.com AL-104 (East) >Ăƚͬ>ŽŶŐ 30.545487°, -87.810012° ĂƚĞ Thursday, March 12, 2020 tĞĂƚŚĞƌ Mostly Cloudy 67°F 0600 - 0900 (Weekday 3h Session) (12-03-2020) Bikes 1 23 456 78 9 1234 11121314 16171819 Northbound Eastbound Westbound Langford Rd AL-104 (West) AL-104 (East) Left Right U-Turn App Thru Right U-Turn App Left Thru U-Turn App Int TIME 2.1 2.2 2.3 Total 2.4 2.5 2.6 Total 2.7 2.8 2.9 Total Total 0600 - 0615 0 0 0 0 000000 000 0615 - 0630 0 0 0 0 000000 000 0630 - 0645 0 0 0 0 000000 000 0645 - 0700 0 0 0 0 000000 000 Hourly Total 0 0 0 Ϭ 000Ϭ 00 0ϬϬ 0700 - 0715 0 0 0 0 000000 000 0715 - 0730 0 0 0 0 000000 000 0730 - 0745 0 0 0 0 000000 000 0745 - 0800 0 0 0 0 000000 000 Hourly Total 0 0 0 Ϭ 000Ϭ 00 0ϬϬ 0800 - 0815 0 0 0 0 000000 000 0815 - 0830 0 0 0 0 000000 000 0830 - 0845 0 0 0 0 000000 000 0845 - 0900 0 0 0 0 000000 000 Hourly Total 0 0 0 Ϭ 000Ϭ 00 0ϬϬ Grand Total 0 0 0 Ϭ 000Ϭ 00 0ϬϬ Approach % 0.00 0.00 0.00 - 0.00 0.00 0.00 - 0.00 0.00 0.00 - Intersection % 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1500 - 1800 (Weekday 3h Session) (12-03-2020) Bikes 1234 11121314 16171819 Northbound Eastbound Westbound Langford Rd AL-104 (West) AL-104 (East) Left Right U-Turn App Thru Right U-Turn App Left Thru U-Turn App Int TIME 2.1 2.2 2.3 Total 2.4 2.5 2.6 Total 2.7 2.8 2.9 Total Total 1500 - 1515 0 0 0 0 000000 000 1515 - 1530 0 0 0 0 000000 000 1530 - 1545 0 0 0 0 000000 000 1545 - 1600 0 0 0 0 000000 000 Hourly Total 0 0 0 Ϭ 000Ϭ 00 0ϬϬ 1600 - 1615 0 0 0 0 000000 000 1615 - 1630 0 0 0 0 000000 000 1630 - 1645 0 0 0 0 000000 000 1645 - 1700 0 0 0 0 000000 000 Hourly Total 0 0 0 Ϭ 000Ϭ 00 0ϬϬ 1700 - 1715 0 0 0 0 000000 000 1715 - 1730 0 0 0 0 000000 000 1730 - 1745 0 0 0 0 000000 000 1745 - 1800 0 0 0 0 000000 000 Hourly Total 0 0 0 Ϭ 000Ϭ 00 0ϬϬ Grand Total 0 0 0 Ϭ 000Ϭ 00 0ϬϬ Approach %0.00 0.00 0.00 -0.00 0.00 0.00 - 0.00 0.00 0.00 - Intersection %0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ĂůĚǁŝŶŽƵŶƚǇ͕> Classified Turn Movement Count ^ŝƚĞϮŽĨϮ Langford Rd Marr Traffic Inc AL-104 (West)www.marrtraffic.com AL-104 (East) >Ăƚͬ>ŽŶŐ 30.545487°, -87.810012° ĂƚĞ Thursday, March 12, 2020 tĞĂƚŚĞƌ Mostly Cloudy 67°F 0600 - 0900 (Weekday 3h Session) (12-03-2020) Passenger Vehicles (1-3)1 23 456 78 9 1234 11121314 16171819 Northbound Eastbound Westbound Langford Rd AL-104 (West) AL-104 (East) Left Right U-Turn App Thru Right U-Turn App Left Thru U-Turn App Int TIME 2.1 2.2 2.3 Total 2.4 2.5 2.6 Total 2.7 2.8 2.9 Total Total 0600 - 0615 4 3 0 7 29 1 0 30 7 43 0 50 87 0615 - 0630 15 4 0 19 25 1 0 26 7 43 0 50 95 0630 - 0645 8 8 0 16 33 3 0 36 10 72 0 82 134 0645 - 0700 10 15 0 25 35 2 0 37 24 82 0 106 168 Hourly Total 37 30 0 ϲϳ 122 7 0 ϭϮϵ 48 240 0 Ϯϴϴ ϰϴϰ 0700 - 0715 15 8 0 23 38 3 0 41 31 120 0 151 215 0715 - 0730 14 9 0 23 49 5 0 54 42 134 0 176 253 0730 - 0745 8 19 0 27 73 6 0 79 52 135 0 187 293 0745 - 0800 4 11 0 15 53 2 0 55 42 91 0 133 203 Hourly Total 41 47 0 ϴϴ 213 16 0 ϮϮϵ 167 480 0 ϲϰϳ ϵϲϰ 0800 - 0815 8 14 0 22 52 5 0 57 21 92 0 113 192 0815 - 0830 5 4 0 9 43 2 0 45 16 76 0 92 146 0830 - 0845 5 10 0 15 58 1 0 59 16 76 0 92 166 0845 - 0900 7 4 0 11 49 5 0 54 14 74 0 88 153 Hourly Total 25 32 0 ϱϳ 202 13 0 Ϯϭϱ 67 318 0 ϯϴϱ ϲϱϳ Grand Total 103 109 0 ϮϭϮ 537 36 0 ϱϳϯ 282 1038 0 ϭϯϮϬ ϮϭϬϱ Approach % 48.58 51.42 0.00 - 93.72 6.28 0.00 - 21.36 78.64 0.00 - Intersection % 4.89 5.18 0.00 10.07 25.51 1.71 0.00 27.22 13.40 49.31 0.00 62.71 1500 - 1800 (Weekday 3h Session) (12-03-2020) Passenger Vehicles (1-3) 1234 11121314 16171819 Northbound Eastbound Westbound Langford Rd AL-104 (West) AL-104 (East) Left Right U-Turn App Thru Right U-Turn App Left Thru U-Turn App Int TIME 2.1 2.2 2.3 Total 2.4 2.5 2.6 Total 2.7 2.8 2.9 Total Total 1500 - 1515 6 10 0 16 68 2 0 70 17 76 0 93 179 1515 - 1530 8 23 0 31 88 9 0 97 16 87 0 103 231 1530 - 1545 3 22 0 25 94 6 0 100 16 73 0 89 214 1545 - 1600 3 16 0 19 80 8 0 88 18 77 0 95 202 Hourly Total 20 71 0 ϵϭ 330 25 0 ϯϱϱ 67 313 0 ϯϴϬ ϴϮϲ 1600 - 1615 8 26 0 34 98 8 0 106 11 71 0 82 222 1615 - 1630 6 22 0 28 99 12 0 111 20 66 0 86 225 1630 - 1645 3 17 0 20 80 9 0 89 16 83 0 99 208 1645 - 1700 5 13 0 18 84 9 0 93 11 73 0 84 195 Hourly Total 22 78 0 ϭϬϬ 361 38 0 ϯϵϵ 58 293 0 ϯϱϭ ϴϱϬ 1700 - 1715 7 15 0 22 82 9 0 91 16 75 0 91 204 1715 - 1730 7 27 0 34 107 11 0 118 19 77 0 96 248 1730 - 1745 4 25 0 29 94 11 0 105 17 75 0 92 226 1745 - 1800 3 13 0 16 86 9 0 95 14 59 0 73 184 Hourly Total 21 80 0 ϭϬϭ 369 40 0 ϰϬϵ 66 286 0 ϯϱϮ ϴϲϮ Grand Total 63 229 0 ϮϵϮ 1060 103 0 ϭϭϲϯ 191 892 0 ϭϬϴϯ Ϯϱϯϴ Approach % 21.58 78.42 0.00 - 91.14 8.86 0.00 - 17.64 82.36 0.00 - Intersection % 2.48 9.02 0.00 11.51 41.77 4.06 0.00 45.82 7.53 35.15 0.00 42.67 ĂůĚǁŝŶŽƵŶƚǇ͕> Classified Turn Movement Count ^ŝƚĞϮŽĨϮ Langford Rd Marr Traffic Inc AL-104 (West)www.marrtraffic.com AL-104 (East) >Ăƚͬ>ŽŶŐ 30.545487°, -87.810012° ĂƚĞ Thursday, March 12, 2020 tĞĂƚŚĞƌ Mostly Cloudy 67°F 0600 - 0900 (Weekday 3h Session) (12-03-2020) Single Unit Trucks (4-7)1 23 456 78 9 1234 11121314 16171819 Northbound Eastbound Westbound Langford Rd AL-104 (West) AL-104 (East) Left Right U-Turn App Thru Right U-Turn App Left Thru U-Turn App Int TIME 2.1 2.2 2.3 Total 2.4 2.5 2.6 Total 2.7 2.8 2.9 Total Total 0600 - 0615 0 0 0 0 100101 012 0615 - 0630 0 0 0 0 000011 022 0630 - 0645 0 0 0 0 100101 012 0645 - 0700 0 0 0 0 100110 012 Hourly Total 0 0 0 Ϭ 300ϯ 23 0ϱϴ 0700 - 0715 0 1 0 1 200211 025 0715 - 0730 0 0 0 0 200224 068 0730 - 0745 0 0 0 0 400411 026 0745 - 0800 0 1 0 1 100123 057 Hourly Total 0 2 0 Ϯ 900ϵ 69 0ϭϱ Ϯϲ 0800 - 0815 0 1 0 1 100111 024 0815 - 0830 0 2 0 2 200220 026 0830 - 0845 0 0 0 0 200211 024 0845 - 0900 0 1 0 1 010102 024 Hourly Total 0 4 0 ϰ 510ϲ 44 0ϴϭϴ Grand Total 0 6 0 ϲ 17 1 0 ϭϴ 12 16 0 Ϯϴ ϱϮ Approach % 0.00 100.00 0.00 - 94.44 5.56 0.00 - 42.86 57.14 0.00 - Intersection % 0.00 11.54 0.00 11.54 32.69 1.92 0.00 34.62 23.08 30.77 0.00 53.85 1500 - 1800 (Weekday 3h Session) (12-03-2020) Single Unit Trucks (4-7) 1234 11121314 16171819 Northbound Eastbound Westbound Langford Rd AL-104 (West)AL-104 (East) Left Right U-Turn App Thru Right U-Turn App Left Thru U-Turn App Int TIME 2.1 2.2 2.3 Total 2.4 2.5 2.6 Total 2.7 2.8 2.9 Total Total 1500 - 1515 1 0 0 1 100112 035 1515 - 1530 0 2 0 2 200202 026 1530 - 1545 1 1 0 2 100101 014 1545 - 1600 0 0 0 0 400412 037 Hourly Total 2 3 0 ϱ 800ϴ 27 0ϵϮϮ 1600 - 1615 0 1 0 1 610713 0412 1615 - 1630 0 0 0 0 010102 023 1630 - 1645 0 1 0 1 100104 046 1645 - 1700 0 0 0 0 100100 001 Hourly Total 0 2 0 Ϯ 820ϭϬ 19 0ϭϬ ϮϮ 1700 - 1715 0 0 0 0 600600 006 1715 - 1730 0 0 0 0 200210 013 1730 - 1745 0 0 0 0 200200 002 1745 - 1800 0 1 0 1 300300 004 Hourly Total 0 1 0 ϭ 13 0 0 ϭϯ 10 0ϭϭϱ Grand Total 2 6 0 ϴ 29 2 0 ϯϭ 416 0ϮϬ ϱϵ Approach %25.00 75.00 0.00 -93.55 6.45 0.00 - 20.00 80.00 0.00 - Intersection %3.39 10.17 0.00 13.56 49.15 3.39 0.00 52.54 6.78 27.12 0.00 33.90 ĂůĚǁŝŶŽƵŶƚǇ͕> Classified Turn Movement Count ^ŝƚĞϮŽĨϮ Langford Rd Marr Traffic Inc AL-104 (West)www.marrtraffic.com AL-104 (East) >Ăƚͬ>ŽŶŐ 30.545487°, -87.810012° ĂƚĞ Thursday, March 12, 2020 tĞĂƚŚĞƌ Mostly Cloudy 67°F 0600 - 0900 (Weekday 3h Session) (12-03-2020) Combination Trucks (8-13)1 23 456 78 9 1234 11121314 16171819 Northbound Eastbound Westbound Langford Rd AL-104 (West) AL-104 (East) Left Right U-Turn App Thru Right U-Turn App Left Thru U-Turn App Int TIME 2.1 2.2 2.3 Total 2.4 2.5 2.6 Total 2.7 2.8 2.9 Total Total 0600 - 0615 0 0 0 0 000000 000 0615 - 0630 0 0 0 0 000000 000 0630 - 0645 0 0 0 0 000001 011 0645 - 0700 0 0 0 0 100100 001 Hourly Total 0 0 0 Ϭ 100ϭ 01 0ϭϮ 0700 - 0715 0 0 0 0 000000 000 0715 - 0730 0 0 0 0 000010 011 0730 - 0745 0 0 0 0 010102 023 0745 - 0800 0 0 0 0 000001 011 Hourly Total 0 0 0 Ϭ 010ϭ 13 0ϰϱ 0800 - 0815 0 0 0 0 000010 011 0815 - 0830 0 0 0 0 000011 022 0830 - 0845 0 0 0 0 000002 022 0845 - 0900 0 0 0 0 200201 013 Hourly Total 0 0 0 Ϭ 200Ϯ 24 0ϲϴ Grand Total 0 0 0 Ϭ 310ϰ 38 0ϭϭ ϭϱ Approach % 0.00 0.00 0.00 - 75.00 25.00 0.00 - 27.27 72.73 0.00 - Intersection % 0.00 0.00 0.00 0.00 20.00 6.67 0.00 26.67 20.00 53.33 0.00 73.33 1500 - 1800 (Weekday 3h Session) (12-03-2020) Combination Trucks (8-13) 1234 11121314 16171819 Northbound Eastbound Westbound Langford Rd AL-104 (West)AL-104 (East) Left Right U-Turn App Thru Right U-Turn App Left Thru U-Turn App Int TIME 2.1 2.2 2.3 Total 2.4 2.5 2.6 Total 2.7 2.8 2.9 Total Total 1500 - 1515 0 0 0 0 000000 000 1515 - 1530 0 0 0 0 000000 000 1530 - 1545 0 0 0 0 300301 014 1545 - 1600 0 0 0 0 000000 000 Hourly Total 0 0 0 Ϭ 300ϯ 01 0ϭϰ 1600 - 1615 0 0 0 0 300300 003 1615 - 1630 0 0 0 0 100100 001 1630 - 1645 0 0 0 0 000000 000 1645 - 1700 0 0 0 0 000001 011 Hourly Total 0 0 0 Ϭ 400ϰ 01 0ϭϱ 1700 - 1715 0 0 0 0 000000 000 1715 - 1730 0 0 0 0 100100 001 1730 - 1745 0 0 0 0 000000 000 1745 - 1800 0 0 0 0 000000 000 Hourly Total 0 0 0 Ϭ 100ϭ 00 0Ϭϭ Grand Total 0 0 0 Ϭ 800ϴ 02 0ϮϭϬ Approach %0.00 0.00 0.00 -100.00 0.00 0.00 - 0.00 100.00 0.00 - Intersection %0.00 0.00 0.00 0.00 80.00 0.00 0.00 80.00 0.00 20.00 0.00 20.00 ĂůĚǁŝŶŽƵŶƚǇ͕> Pedestrian Count ^ŝƚĞϮŽĨϮ Langford Rd Marr Traffic Inc AL-104 (West)www.marrtraffic.com AL-104 (East)2f 2h >Ăƚͬ>ŽŶŐ 30.545487°, -87.810012° ĂƚĞ Thursday, March 12, 2020 2e 2g tĞĂƚŚĞƌ Mostly Cloudy 2a 67°F 2b 0600 - 0900 (Weekday 3h Session) (12-03-2020) Pedestrians ab cd ef gh 1234 6789 11121314 16171819 Northbound Eastbound Westbound Langford Rd AL-104 (West)AL-104 (East) EB WB App NB SB App NB SB App Int TIME 2a 2b Total 2e 2f Total 2g 2h Total Total 0600 - 0615 0 0 0 0 0 0 0 0 0 0 0615 - 0630 0 0 0 0 0 0 0 0 0 0 0630 - 0645 0 0 0 0 0 0 0 0 0 0 0645 - 0700 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 Ϭ 00 Ϭ 00 ϬϬ 0700 - 0715 0 0 0 0 0 0 0 0 0 0 0715 - 0730 0 0 0 0 0 0 0 0 0 0 0730 - 0745 0 0 0 0 0 0 0 0 0 0 0745 - 0800 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 Ϭ 00 Ϭ 00 ϬϬ 0800 - 0815 0 0 0 0 0 0 0 0 0 0 0815 - 0830 0 0 0 0 0 0 0 0 0 0 0830 - 0845 0 0 0 0 0 0 0 0 0 0 0845 - 0900 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 Ϭ 00 Ϭ 00 ϬϬ Grand Total 0 0 Ϭ 00 Ϭ 00 ϬϬ Approach %0.00 0.00 -0.00 0.00 - 0.00 0.00 - Intersection %0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1500 - 1800 (Weekday 3h Session) (12-03-2020) Pedestrians 1234 6789 11121314 16171819 Northbound Eastbound Westbound Langford Rd AL-104 (West)AL-104 (East) EB WB App NB SB App NB SB App Int TIME 2a 2b Total 2e 2f Total 2g 2h Total Total 1500 - 1515 0 0 0 0 0 0 0 0 0 0 1515 - 1530 0 0 0 0 0 0 0 0 0 0 1530 - 1545 0 0 0 0 0 0 0 0 0 0 1545 - 1600 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 Ϭ 00 Ϭ 00 ϬϬ 1600 - 1615 0 0 0 0 0 0 0 0 0 0 1615 - 1630 0 0 0 0 0 0 0 0 0 0 1630 - 1645 0 0 0 0 0 0 0 0 0 0 1645 - 1700 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 Ϭ 00 Ϭ 00 ϬϬ 1700 - 1715 0 0 0 0 0 0 0 0 0 0 1715 - 1730 0 0 0 0 0 0 0 0 0 0 1730 - 1745 0 0 0 0 0 0 0 0 0 0 1745 - 1800 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 Ϭ 00 Ϭ 00 ϬϬ Grand Total 0 0 Ϭ 00 Ϭ 00 ϬϬ Approach %0.00 0.00 -0.00 0.00 - 0.00 0.00 - Intersection %0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 >ĂŶŐĨŽƌĚZĚ>ͲϭϬϰ;tĞƐƚͿ>ͲϭϬϰ;ĂƐƚͿEB WB NB Marr Traffic Inc www.marrtraffic.com ession) (1 (1-3) (4-7) (8-13) Total Total (8-13) (4-7) (1-3) 521 9 3 533 492 3 9 480 0 (1-3) (4-7) (8-13) Total 0 174 1 6 167 0 0 0 0 964 26 5 995 0 0 0 0 0 0.823 0.813 0.667 0.8225 0 213 9 0 222 16 0 1 17 271 0 11 260 (1-3) (4-7) (8-13) Total Total (8-13) (4-7) (1-3) 0 0 Total 191 0 41 49 Total (8-13) 2 0 0 0 (8-13) (4-7) 6 0 0 2 (4-7) (1-3) 183 0 41 47 (1-3) Northbound >ĂŶŐĨŽƌĚZĚ Volume >ͲϭϬϰ;tĞƐƚͿEastboundPeak Hour 0700 - 0800 Peak Hour Westbound>ͲϭϬϰ;ĂƐƚͿClasses Volume PHF ĂůĚǁŝŶŽƵŶƚǇ͕> Peak Hour Turning Movement Count Thursday, March 12, 2020 Session Parameters Period 0600 - 0900 (Drop Down Menu) Marr Traffic Inc www.marrtraffic.com ession) (1 (1-3) (4-7) (8-13) Total Total (8-13) (4-7) (1-3) 330 9 1 340 317 1 8 308 0 (1-3) (4-7) (8-13) Total 0 63 0 2 61 0 0 0 0 869 29 7 905 0 0 0 0 0 0.880 0.604 0.500 0.88 0 360 13 6 379 31 1 0 32 470 6 17 447 (1-3) (4-7) (8-13) Total Total (8-13) (4-7) (1-3) 0 0 Total 95 0 23 91 Total (8-13) 0 0 0 0 (8-13) (4-7) 3 0 1 4 (4-7) (1-3) 92 0 22 87 (1-3) >ĂŶŐĨŽƌĚZĚ Westbound>ͲϭϬϰ;ĂƐƚͿClasses Volume PHF Northbound Peak Hour 1515 - 1615 Peak Hour Volume >ͲϭϬϰ;tĞƐƚͿEastboundĂůĚǁŝŶŽƵŶƚǇ͕> Peak Hour Turning Movement Count Thursday, March 12, 2020 Session Parameters Period 1500 - 1800 (Drop Down Menu) ĂůĚǁŝŶŽƵŶƚǇ͕> Classified Turn Movement Count ^ŝƚĞϭŽĨϮ Yosemite Blvd Local Access Marr Traffic Inc AL-104 (West)www.marrtraffic.com AL-104 (East) >Ăƚͬ>ŽŶŐ 30.545485°, -87.800972° ĂƚĞ Thursday, March 12, 2020 tĞĂƚŚĞƌ Mostly Cloudy 67°F 0600 - 0900 (Weekday 3h Session) (12-03-2020) All vehicles 1234 5678 9101112 13141516 1234 6789 11121314 16171819 Northbound Southbound Eastbound Westbound Yosemite Blvd Local Access AL-104 (West) AL-104 (East) Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Int TIME 1.1 1.2 1.3 1.4 Total 1.5 1.6 1.7 1.8 Total 1.9 1.10 1.11 1.12 Total 1.13 1.14 1.15 1.16 Total Total 0600 - 0615 20103000000321033054005490 0615 - 0630 20204000000271028047004779 0630 - 0645 202150000013700381850086129 0645 - 0700 6020800000050205219900100160 Hourly Total 12071ϮϬ 0000Ϭ 1 146 4 0 ϭϱϭ 2 285 0 0 Ϯϴϳ ϰϱϴ 0700 - 0715 14 0 5 0 19 010011472050014500145215 0715 - 0730 18 0 4 0 22 000000580058016800168248 0730 - 0745 803011100012816089017500175276 0745 - 0800 70108001010669075112810130214 Hourly Total 470130ϲϬ 1110ϯ 3 252 17 0 ϮϳϮ 1 616 1 0 ϲϭϴ ϵϱϯ 0800 - 0815 30306001011615067210600108182 0815 - 0830 303060010114520481930094149 0830 - 0845 301040010106840721901092169 0845 - 0900 603091000115140560830083149 Hourly Total 150100Ϯϱ 1030ϰ 3 225 15 0 Ϯϰϯ 4 372 1 0 ϯϳϳ ϲϰϵ Grand Total 740301ϭϬϱ 2140ϳ 7 623 36 0 ϲϲϲ 7 1273 2 0 ϭϮϴϮ ϮϬϲϬ Approach %70.48 0.00 28.57 0.95 - 28.57 14.29 57.14 0.00 - 1.05 93.54 5.41 0.00 - 0.55 99.30 0.16 0.00 - Intersection %3.59 0.00 1.46 0.05 5.10 0.10 0.05 0.19 0.00 0.34 0.34 30.24 1.75 0.00 32.33 0.34 61.80 0.10 0.00 62.23 1500 - 1800 (Weekday 3h Session) (12-03-2020) All vehicles 1234 6789 11121314 16171819 Northbound Southbound Eastbound Westbound Yosemite Blvd Local Access AL-104 (West)AL-104 (East) Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Int TIME 1.1 1.2 1.3 1.4 Total 1.5 1.6 1.7 1.8 Total 1.9 1.10 1.11 1.12 Total 1.13 1.14 1.15 1.16 Total Total 1500 - 1515 400040000007330761910092172 1515 - 1530 503080000001128012039800101229 1530 - 1545 101020000001126011819900100220 1545 - 1600 3010400101196601033900093201 Hourly Total 13050ϭϴ 0010ϭ 1 393 23 0 ϰϭϳ 8 378 0 0 ϯϴϲ ϴϮϮ 1600 - 1615 30306000000125201272830085218 1615 - 1630 30104000000119501240830083211 1630 - 1645 501060010109930102410200106215 1645 - 1700 50005000000971001075750080192 Hourly Total 16050Ϯϭ 0010ϭ 0 440 20 0 ϰϲϬ 11 343 0 0 ϯϱϰ ϴϯϲ 1700 - 1715 7020900000095501005810086195 1715 - 1730 20103000000129601352950097235 1730 - 1745 50207000000120901293850088224 1745 - 1800 4000400000097501022670069175 Hourly Total 18050Ϯϯ 0000Ϭ 0 441 25 0 ϰϲϲ 12 328 0 0 ϯϰϬ ϴϮϵ Grand Total 470150ϲϮ 0020Ϯ 1 1274 68 0 ϭϯϰϯ 31 1049 0 0 ϭϬϴϬ Ϯϰϴϳ Approach %75.81 0.00 24.19 0.00 - 0.00 0.00 100.00 0.00 - 0.07 94.86 5.06 0.00 - 2.87 97.13 0.00 0.00 - Intersection %1.89 0.00 0.60 0.00 2.49 0.00 0.00 0.08 0.00 0.08 0.04 51.23 2.73 0.00 54.00 1.25 42.18 0.00 0.00 43.43 ĂůĚǁŝŶŽƵŶƚǇ͕> Classified Turn Movement Count ^ŝƚĞϭŽĨϮ Yosemite Blvd Local Access Marr Traffic Inc AL-104 (West)www.marrtraffic.com AL-104 (East) >Ăƚͬ>ŽŶŐ 30.545485°, -87.800972° ĂƚĞ Thursday, March 12, 2020 tĞĂƚŚĞƌ Mostly Cloudy 67°F 0600 - 0900 (Weekday 3h Session) (12-03-2020) Bikes 1234 5678 9101112 13141516 1234 6789 11121314 16171819 Northbound Southbound Eastbound Westbound Yosemite Blvd Local Access AL-104 (West) AL-104 (East) Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Int TIME 1.1 1.2 1.3 1.4 Total 1.5 1.6 1.7 1.8 Total 1.9 1.10 1.11 1.12 Total 1.13 1.14 1.15 1.16 Total Total 0600 - 0615 000000000000000000000 0615 - 0630 000000000000000000000 0630 - 0645 000000000000000000000 0645 - 0700 000000000000000000000 Hourly Total 0000Ϭ 0000Ϭ 0000Ϭ 0000ϬϬ 0700 - 0715 000000000000000000000 0715 - 0730 000000000000000000000 0730 - 0745 000000000000000000000 0745 - 0800 000000000000000000000 Hourly Total 0000Ϭ 0000Ϭ 0000Ϭ 0000ϬϬ 0800 - 0815 000000000000000000000 0815 - 0830 000000000000000000000 0830 - 0845 000000000000000000000 0845 - 0900 000000000000000000000 Hourly Total 0000Ϭ 0000Ϭ 0000Ϭ 0000ϬϬ Grand Total 0000Ϭ 0000Ϭ 0000Ϭ 0000ϬϬ Approach %0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 - Intersection %0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.000.000.000.000.000.000.00 1500 - 1800 (Weekday 3h Session) (12-03-2020) Bikes 1234 6789 11121314 16171819 Northbound Southbound Eastbound Westbound Yosemite Blvd Local Access AL-104 (West)AL-104 (East) Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Int TIME 1.1 1.2 1.3 1.4 Total 1.5 1.6 1.7 1.8 Total 1.9 1.10 1.11 1.12 Total 1.13 1.14 1.15 1.16 Total Total 1500 - 1515 000000000000000000000 1515 - 1530 000000000000000000000 1530 - 1545 000000000000000000000 1545 - 1600 000000000000000000000 Hourly Total 0000Ϭ 0000Ϭ 0000Ϭ 0000ϬϬ 1600 - 1615 000000000000000000000 1615 - 1630 000000000000000000000 1630 - 1645 000000000000000000000 1645 - 1700 000000000000000000000 Hourly Total 0000Ϭ 0000Ϭ 0000Ϭ 0000ϬϬ 1700 - 1715 000000000000000000000 1715 - 1730 000000000000000000000 1730 - 1745 000000000000000000000 1745 - 1800 000000000000000000000 Hourly Total 0000Ϭ 0000Ϭ 0000Ϭ 0000ϬϬ Grand Total 0000Ϭ 0000Ϭ 0000Ϭ 0000ϬϬ Approach %0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 - Intersection %0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.000.000.000.000.000.000.00 ĂůĚǁŝŶŽƵŶƚǇ͕> Classified Turn Movement Count ^ŝƚĞϭŽĨϮ Yosemite Blvd Local Access Marr Traffic Inc AL-104 (West)www.marrtraffic.com AL-104 (East) >Ăƚͬ>ŽŶŐ 30.545485°, -87.800972° ĂƚĞ Thursday, March 12, 2020 tĞĂƚŚĞƌ Mostly Cloudy 67°F 0600 - 0900 (Weekday 3h Session) (12-03-2020) Passenger Vehicles (1-3)1234 5678 9101112 13141516 1234 6789 11121314 16171819 Northbound Southbound Eastbound Westbound Yosemite Blvd Local Access AL-104 (West) AL-104 (East) Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Int TIME 1.1 1.2 1.3 1.4 Total 1.5 1.6 1.7 1.8 Total 1.9 1.10 1.11 1.12 Total 1.13 1.14 1.15 1.16 Total Total 0600 - 0615 20103000000321033053005389 0615 - 0630 20204000000271028047004779 0630 - 0645 202150000013600371830084126 0645 - 0700 502070000004810491970098154 Hourly Total 11071ϭϵ 0000Ϭ 1 143 3 0 ϭϰϳ 2 280 0 0 ϮϴϮ ϰϰϴ 0700 - 0715 12 0 5 0 17 010011460047014000140205 0715 - 0730 18 0 4 0 22 000000560056016400164242 0730 - 0745 803011000000786084017300173268 0745 - 0800 70108000000659074112310125207 Hourly Total 450130ϱϴ 0100ϭ 1 245 15 0 Ϯϲϭ 1 600 1 0 ϲϬϮ ϵϮϮ 0800 - 0815 30306000000601061210400106173 0815 - 0830 303060000004520471900091144 0830 - 0845 301040000006740711861088163 0845 - 0900 503080000005030530820082143 Hourly Total 140100Ϯϰ 0000Ϭ 0 222 10 0 ϮϯϮ 4 362 1 0 ϯϲϳ ϲϮϯ Grand Total 700301ϭϬϭ 0100ϭ 2 610 28 0 ϲϰϬ 7 1242 2 0 ϭϮϱϭ ϭϵϵϯ Approach %69.31 0.00 29.70 0.99 - 0.00 100.00 0.00 0.00 - 0.31 95.31 4.38 0.00 - 0.56 99.28 0.16 0.00 - Intersection %3.51 0.00 1.51 0.05 5.07 0.00 0.05 0.00 0.00 0.05 0.10 30.61 1.40 0.00 32.11 0.35 62.32 0.10 0.00 62.77 1500 - 1800 (Weekday 3h Session) (12-03-2020) Passenger Vehicles (1-3) 1234 6789 11121314 16171819 Northbound Southbound Eastbound Westbound Yosemite Blvd Local Access AL-104 (West)AL-104 (East) Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Int TIME 1.1 1.2 1.3 1.4 Total 1.5 1.6 1.7 1.8 Total 1.9 1.10 1.11 1.12 Total 1.13 1.14 1.15 1.16 Total Total 1500 - 1515 400040000007130741890090168 1515 - 1530 403070000001107011739700100224 1530 - 1545 10102000000106601121950096210 1545 - 1600 3010400000095501003890092196 Hourly Total 12050ϭϳ 0000Ϭ 0 382 21 0 ϰϬϯ 8 370 0 0 ϯϳϴ ϳϵϴ 1600 - 1615 20305000000118201202810083208 1615 - 1630 30104000000116501210820082207 1630 - 1645 50106001010973010049700101208 1645 - 1700 50005000000951001055730078188 Hourly Total 15050ϮϬ 0010ϭ 0 426 20 0 ϰϰϲ 11 333 0 0 ϯϰϰ ϴϭϭ 1700 - 1715 701080000009140955810086189 1715 - 1730 20103000000123601292950097229 1730 - 1745 50106000000118901273840087220 1745 - 1800 4000400000095501002670069173 Hourly Total 18030Ϯϭ 0000Ϭ 0 427 24 0 ϰϱϭ 12 327 0 0 ϯϯϵ ϴϭϭ Grand Total 450130ϱϴ 0010ϭ 0 1235 65 0 ϭϯϬϬ 31 1030 0 0 ϭϬϲϭ ϮϰϮϬ Approach %77.59 0.00 22.41 0.00 - 0.00 0.00 100.00 0.00 - 0.00 95.00 5.00 0.00 - 2.92 97.08 0.00 0.00 - Intersection %1.86 0.00 0.54 0.00 2.40 0.00 0.00 0.04 0.00 0.04 0.00 51.03 2.69 0.00 53.72 1.28 42.56 0.00 0.00 43.84 ĂůĚǁŝŶŽƵŶƚǇ͕> Classified Turn Movement Count ^ŝƚĞϭŽĨϮ Yosemite Blvd Local Access Marr Traffic Inc AL-104 (West)www.marrtraffic.com AL-104 (East) >Ăƚͬ>ŽŶŐ 30.545485°, -87.800972° ĂƚĞ Thursday, March 12, 2020 tĞĂƚŚĞƌ Mostly Cloudy 67°F 0600 - 0900 (Weekday 3h Session) (12-03-2020) Single Unit Trucks (4-7)1234 5678 9101112 13141516 1234 6789 11121314 16171819 Northbound Southbound Eastbound Westbound Yosemite Blvd Local Access AL-104 (West) AL-104 (East) Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Int TIME 1.1 1.2 1.3 1.4 Total 1.5 1.6 1.7 1.8 Total 1.9 1.10 1.11 1.12 Total 1.13 1.14 1.15 1.16 Total Total 0600 - 0615 000000000000000010011 0615 - 0630 000000000000000000000 0630 - 0645 000000000001001010012 0645 - 0700 100010000001102020025 Hourly Total 1000ϭ 0000Ϭ 0210ϯ 0400ϰϴ 0700 - 0715 200020000001203040049 0715 - 0730 000000000002002040046 0730 - 0745 000001000123005010017 0745 - 0800 000000010101001030035 Hourly Total 2000Ϯ 1010Ϯ 2720ϭϭ 0120 0ϭϮ Ϯϳ 0800 - 0815 000000010111406020029 0815 - 0830 000000010110001020024 0830 - 0845 000000010100000000001 0845 - 0900 000001000111002010014 Hourly Total 0000Ϭ 1030ϰ 3240ϵ 0500ϱϭϴ Grand Total 3000ϯ 2040ϲ 5117 0Ϯϯ 0210 0Ϯϭ ϱϯ Approach %100.00 0.00 0.00 0.00 - 33.33 0.00 66.67 0.00 - 21.74 47.83 30.43 0.00 - 0.00 100.00 0.00 0.00 - Intersection %5.66 0.00 0.00 0.00 5.66 3.77 0.00 7.55 0.00 11.32 9.43 20.75 13.21 0.00 43.40 0.00 39.62 0.00 0.00 39.62 1500 - 1800 (Weekday 3h Session) (12-03-2020) Single Unit Trucks (4-7) 1234 6789 11121314 16171819 Northbound Southbound Eastbound Westbound Yosemite Blvd Local Access AL-104 (West)AL-104 (East) Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Int TIME 1.1 1.2 1.3 1.4 Total 1.5 1.6 1.7 1.8 Total 1.9 1.10 1.11 1.12 Total 1.13 1.14 1.15 1.16 Total Total 1500 - 1515 000000000002002020024 1515 - 1530 100010000002103010015 1530 - 1545 000000000003003030036 1545 - 1600 000000010111103010015 Hourly Total 1000ϭ 0010ϭ 1820ϭϭ 0700ϳϮϬ 1600 - 1615 100010000006006020029 1615 - 1630 000000000002002010013 1630 - 1645 000000000001001050056 1645 - 1700 000000000001001010012 Hourly Total 1000ϭ 0000Ϭ 0100 0ϭϬ 0900ϵϮϬ 1700 - 1715 001010000004105000006 1715 - 1730 000000000005005000005 1730 - 1745 001010000002002010014 1745 - 1800 000000000002002000002 Hourly Total 0020Ϯ 0000Ϭ 0131 0ϭϰ 0100ϭϭϳ Grand Total 2020ϰ 0010ϭ 1313 0ϯϱ 0170 0ϭϳ ϱϳ Approach %50.00 0.00 50.00 0.00 - 0.00 0.00 100.00 0.00 - 2.86 88.57 8.57 0.00 - 0.00 100.00 0.00 0.00 - Intersection %3.51 0.00 3.51 0.00 7.02 0.00 0.00 1.75 0.00 1.75 1.75 54.39 5.26 0.00 61.40 0.00 29.82 0.00 0.00 29.82 ĂůĚǁŝŶŽƵŶƚǇ͕> Classified Turn Movement Count ^ŝƚĞϭŽĨϮ Yosemite Blvd Local Access Marr Traffic Inc AL-104 (West)www.marrtraffic.com AL-104 (East) >Ăƚͬ>ŽŶŐ 30.545485°, -87.800972° ĂƚĞ Thursday, March 12, 2020 tĞĂƚŚĞƌ Mostly Cloudy 67°F 0600 - 0900 (Weekday 3h Session) (12-03-2020) Combination Trucks (8-13)1234 5678 9101112 13141516 1234 6789 11121314 16171819 Northbound Southbound Eastbound Westbound Yosemite Blvd Local Access AL-104 (West) AL-104 (East) Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Int TIME 1.1 1.2 1.3 1.4 Total 1.5 1.6 1.7 1.8 Total 1.9 1.10 1.11 1.12 Total 1.13 1.14 1.15 1.16 Total Total 0600 - 0615 000000000000000000000 0615 - 0630 000000000000000000000 0630 - 0645 000000000000000010011 0645 - 0700 000000000001001000001 Hourly Total 0000Ϭ 0000Ϭ 0100ϭ 0100ϭϮ 0700 - 0715 000000000000000010011 0715 - 0730 000000000000000000000 0730 - 0745 000000000000000010011 0745 - 0800 000000000000000020022 Hourly Total 0000Ϭ 0000Ϭ 0000Ϭ 0400ϰϰ 0800 - 0815 000000000000000000000 0815 - 0830 000000000000000010011 0830 - 0845 000000000001001040045 0845 - 0900 100010000000101000002 Hourly Total 1000ϭ 0000Ϭ 0110Ϯ 0500ϱϴ Grand Total 1000ϭ 0000Ϭ 0210ϯ 0100 0ϭϬ ϭϰ Approach %100.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 - 0.00 66.67 33.33 0.00 - 0.00 100.00 0.00 0.00 - Intersection %7.14 0.00 0.00 0.00 7.14 0.00 0.00 0.00 0.00 0.00 0.00 14.29 7.14 0.00 21.43 0.00 71.43 0.00 0.00 71.43 1500 - 1800 (Weekday 3h Session) (12-03-2020) Combination Trucks (8-13) 1234 6789 11121314 16171819 Northbound Southbound Eastbound Westbound Yosemite Blvd Local Access AL-104 (West)AL-104 (East) Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Left Thru Right U-Turn App Int TIME 1.1 1.2 1.3 1.4 Total 1.5 1.6 1.7 1.8 Total 1.9 1.10 1.11 1.12 Total 1.13 1.14 1.15 1.16 Total Total 1500 - 1515 000000000000000000000 1515 - 1530 000000000000000000000 1530 - 1545 000000000003003010014 1545 - 1600 000000000000000000000 Hourly Total 0000Ϭ 0000Ϭ 0300ϯ 0100ϭϰ 1600 - 1615 000000000001001000001 1615 - 1630 000000000001001000001 1630 - 1645 000000000001001000001 1645 - 1700 000000000001001010012 Hourly Total 0000Ϭ 0000Ϭ 0400ϰ 0100ϭϱ 1700 - 1715 000000000000000000000 1715 - 1730 000000000001001000001 1730 - 1745 000000000000000000000 1745 - 1800 000000000000000000000 Hourly Total 0000Ϭ 0000Ϭ 0100ϭ 0000Ϭϭ Grand Total 0000Ϭ 0000Ϭ 0800ϴ 0200ϮϭϬ Approach %0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 - 0.00 100.00 0.00 0.00 - 0.00 100.00 0.00 0.00 - Intersection %0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 80.00 0.00 0.00 80.00 0.00 20.00 0.00 0.00 20.00 ĂůĚǁŝŶŽƵŶƚǇ͕> Pedestrian Count ^ŝƚĞϭŽĨϮ 1c Yosemite Blvd Local Access 1d Marr Traffic Inc AL-104 (West)www.marrtraffic.com AL-104 (East)1f 1h >Ăƚͬ>ŽŶŐ 30.545485°, -87.800972° ĂƚĞ Thursday, March 12, 2020 1e 1g tĞĂƚŚĞƌ Mostly Cloudy 1a 67°F 1b 0600 - 0900 (Weekday 3h Session) (12-03-2020) Pedestrians ab cd ef gh 1234 6789 11121314 16171819 Northbound Southbound Eastbound Westbound Yosemite Blvd Local Access AL-104 (West)AL-104 (East) EB WB App EB WB App NB SB App NB SB App Int TIME 1a 1b Total 1c 1d Total 1e 1f Total 1g 1h Total Total 0600 - 0615 0 0 0 0 0 0 0 0 0 0 0 0 0 0615 - 0630 0 0 0 0 0 0 0 0 0 0 0 0 0 0630 - 0645 0 0 0 0 0 0 0 0 0 0 0 0 0 0645 - 0700 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 Ϭ 00 Ϭ 00 Ϭ 00 ϬϬ 0700 - 0715 0 0 0 0 0 0 0 0 0 0 0 0 0 0715 - 0730 0 0 0 0 0 0 0 0 0 0 0 0 0 0730 - 0745 0 0 0 0 0 0 0 0 0 0 0 0 0 0745 - 0800 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 Ϭ 00 Ϭ 00 Ϭ 00 ϬϬ 0800 - 0815 0 0 0 0 0 0 0 0 0 0 0 0 0 0815 - 0830 0 0 0 0 0 0 0 0 0 0 0 0 0 0830 - 0845 0 0 0 0 0 0 0 0 0 0 0 0 0 0845 - 0900 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 Ϭ 00 Ϭ 00 Ϭ 00 ϬϬ Grand Total 0 0 Ϭ 00 Ϭ 00 Ϭ 00 ϬϬ Approach %0.00 0.00 - 0.00 0.00 - 0.00 0.00 - 0.00 0.00 - Intersection %0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1500 - 1800 (Weekday 3h Session) (12-03-2020) Pedestrians 1234 6789 11121314 16171819 Northbound Southbound Eastbound Westbound Yosemite Blvd Local Access AL-104 (West)AL-104 (East) EB WB App EB WB App NB SB App NB SB App Int TIME 1a 1b Total 1c 1d Total 1e 1f Total 1g 1h Total Total 1500 - 1515 0 0 0 0 0 0 0 0 0 0 0 0 0 1515 - 1530 0 0 0 0 0 0 0 0 0 0 0 0 0 1530 - 1545 0 0 0 0 0 0 0 0 0 0 0 0 0 1545 - 1600 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 Ϭ 00 Ϭ 00 Ϭ 00 ϬϬ 1600 - 1615 0 0 0 0 0 0 0 0 0 0 0 0 0 1615 - 1630 0 0 0 0 0 0 0 0 0 0 0 0 0 1630 - 1645 0 0 0 0 0 0 0 0 0 0 0 0 0 1645 - 1700 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 Ϭ 00 Ϭ 00 Ϭ 00 ϬϬ 1700 - 1715 0 0 0 0 0 0 0 0 0 0 0 0 0 1715 - 1730 0 0 0 0 0 0 0 0 0 0 0 0 0 1730 - 1745 0 0 0 0 0 0 0 0 0 0 0 0 0 1745 - 1800 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 Ϭ 00 Ϭ 00 Ϭ 00 ϬϬ Grand Total 0 0 Ϭ 00 Ϭ 00 Ϭ 00 ϬϬ Approach %0.00 0.00 - 0.00 0.00 - 0.00 0.00 - 0.00 0.00 - Intersection %0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 zŽƐĞŵŝƚĞůǀĚ >ŽĐĂůĐĐĞƐƐ >ͲϭϬϰ;tĞƐƚͿ>ͲϭϬϰ;ĂƐƚͿSB EB WB NB Right Thru Left U-Turn Marr Traffic Inc www.marrtraffic.com (1-3)0100 2(1-3) ession) (1 (4-7)1010 2(4-7) (8-13)0000 0(8-13) Total1110 4Total 0 0 (1-3) (4-7) (8-13) Total Total (8-13) (4-7) (1-3) 645 15 4 664 1 001 616 4 12 600 0 (1-3) (4-7) (8-13) Total 0 1 0 0 1 0 0 0 0 922 27 4 953 0 0 0 0 1 2 0 3 0 0.860 0.750 0.400 0.8601 0 245 7 0 252 15 2 0 17 266 0 8 258 (1-3) (4-7) (8-13) Total Total (8-13) (4-7) (1-3) 0 0 Total 19 0 47 0 13 Total (8-13)0 0000(8-13) (4-7)2 0200(4-7) (1-3) 17 0 45 0 13 (1-3) Northbound zŽƐĞŵŝƚĞůǀĚ Volume >ͲϭϬϰ;tĞƐƚͿEastboundWestbound>ͲϭϬϰ;ĂƐƚͿClasses Volume PHF Thursday, March 12, 2020 Period 0600 - 0900 (Drop Down Menu) Peak Hour 0700 - 0800 Peak Hour Session Parameters ĂůĚǁŝŶŽƵŶƚǇ͕> Peak Hour Turning Movement Count >ŽĐĂůĐĐĞƐƐ Southbound Right Thru Left U-Turn Marr Traffic Inc www.marrtraffic.com (1-3)0000 0(1-3) ession) (1 (4-7)1000 1(4-7) (8-13)0000 0(8-13) Total1000 1Total 0 0 (1-3) (4-7) (8-13) Total Total (8-13) (4-7) (1-3) 372 10 1 383 0 000 370 1 7 362 0 (1-3) (4-7) (8-13) Total 0 9 0 0 9 0 0 0 0 838 25 5 868 0 0 0 0 0 1 0 1 0 0.915 0.694 0.375 0.9148 0 429 12 4 445 20 2 0 22 453 4 12 437 (1-3) (4-7) (8-13) Total Total (8-13) (4-7) (1-3) 0 0 Total 31 0 12 0 8 Total (8-13)0 0000(8-13) (4-7)2 0200(4-7) (1-3) 29 0 10 0 8 (1-3) Northbound zŽƐĞŵŝƚĞůǀĚ Volume >ͲϭϬϰ;tĞƐƚͿEastboundWestbound>ͲϭϬϰ;ĂƐƚͿClasses Volume PHF Thursday, March 12, 2020 Period 1500 - 1800 (Drop Down Menu) Peak Hour 1515 - 1615 Peak Hour Session Parameters ĂůĚǁŝŶŽƵŶƚǇ͕> Peak Hour Turning Movement Count >ŽĐĂůĐĐĞƐƐ Southbound FAIRHOPE FALLS WEST SILVERHILL, AL Neel-Schaffer, Inc. Mobile, Alabama M:\Projects\NS-15681 - Fairhope Falls West\Report\Sec5_Precom.doc Peak Hour Volumes and Trip Distribution $/+Z\/DQJIRUG5GSeasonal Adjustment Factor1Annual Growth Factor 2.00%Base Year2020Horizon Year2027StartTimeLeft Thru Right Left Thru Right Left Thru Right Left Thru Right Total$03HDN+RXU2020 Existing Traffic 4104900002221717449209952027 Non-Site Traffic 4705600002552020056501143Site Traffic Total106043000003614001992027 Non-Site Traffic 47056000025520200565011432027 Total Traffic15309900002555621456501342303HDN+RXU2020 Existing Traffic 230910000379326331709052027 Non-Site Traffic 2601050000435377236401039Site Traffic Total700280000011949002662027 Non-Site Traffic 26010500004353772364010392027 Total Traffic960133000043515612136401305NorthboundSouthboundEastboundWestbound $/+Z\<RVHPLWH%RXOHYDUGSeasonal Adjustment Factor1Annual Growth Factor2.00%Base Year2020Horizon Year2027StartTimeLeft Thru Right Left Thru Right Left Thru Right Left Thru Right Total$03HDN+RXU2020 Existing Traffic 47013111325217161619532027 Non-Site Traffic 54015111328920170811094Site Traffic Total001100004304140722027 Non-Site Traffic 540151113289201708110942027 Total Traffic54026111333220572211166303HDN+RXU2020 Existing Traffic 1208001144522937008682027 Non-Site Traffic 1409001151125104250996Site Traffic Total007000028012490962027 Non-Site Traffic 14090011511251042509962027 Total Traffic140160011539252247401092NorthboundSouthboundEastboundWestbound /DQJIRUG5RDG1RUWK'ULYHZD\Seasonal Adjustment Factor1Annual Growth Factor 2.00%Base Year2020Horizon Year2027StartTimeLeft Thru Right Left Thru Right Left Thru Right Left Thru Right Total$03HDN+RXU2020 Existing Traffic0 90 0 0 191 0 0 0 0 0 0 0 2812027 Non-Site Traffic0 103 0 0 219 0 0 0 0 0 0 0 322Site Traffic Total0 70 9 27 23 0 0 0 0 27 0 79 2352027 Non-Site Traffic0 103 0 0 219 0 0 0 0 0 0 0 3222027 Total Traffic0 173 9 27 242 0 0 0 0 27 0 79 557303HDN+RXU2020 Existing Traffic0 114 0 0 95 0 0 0 0 0 0 0 2092027 Non-Site Traffic0 131 0 0 109 0 0 0 0 0 0 0 240Site Traffic Total0 46 30 89 79 0 0 0 0 18 0 52 3142027 Non-Site Traffic0 131 0 0 109 0 0 0 0 0 0 0 2402027 Total Traffic0 177 30 89 188 0 0 0 0 18 0 52 554NorthboundSouthboundEastboundWestbound /DQJIRUG5RDG6RXWK'ULYHZD\Seasonal Adjustment Factor1Annual Growth Factor2.00%Base Year2020Horizon Year2027StartTimeLeft Thru Right Left Thru Right Left Thru Right Left Thru Right Total$03HDN+RXU2020 Existing Traffic0 90 0 0 191 0 0 0 0 0 0 0 2812027 Non-Site Traffic0 103 0 0 219 0 0 0 0 0 0 0 322Site Traffic Total0 9 8 23 27 0 0 0 0 24 0 70 1612027 Non-Site Traffic0 103 0 0 219 0 0 0 0 0 0 0 3222027 Total Traffic0 112 8 23 246 0 0 0 0 24 0 70 483303HDN+RXU2020 Existing Traffic0 114 0 0 95 0 0 0 0 0 0 0 2092027 Non-Site Traffic0 131 0 0 109 0 0 0 0 0 0 0 240Site Traffic Total0 30 27 79 18 0 0 0 0 16 0 46 2162027 Non-Site Traffic0 131 0 0 109 0 0 0 0 0 0 0 2402027 Total Traffic0 161 27 79 127 0 0 0 0 16 0 46 456NorthboundSouthboundEastboundWestbound FAIRHOPE FALLS WEST SILVERHILL, AL Neel-Schaffer, Inc. 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Mobile, Alabama M:\Projects\NS-15681 - Fairhope Falls West\Report\Sec5_Precom.doc Auxiliary Lane Warrant Worksheets )LJXUH*XLGHOLQHIRUGHWHUPLQLQJWKHQHHGIRUDPDMRUURDGOHIWWXUQED\DWDWZRZD\VWRSFRQWUROOHGLQWHUVHFWLRQODQHURDGZD\(QJOLVKINPUTValue4530%188177OUTPUTValue288CALIBRATION CONSTANTSValue3.05.01.9Critical headway, s:Average time for left-turn vehicle to clear the advancing lane, s:Limiting advancing volume (VA), veh/h:*XLGDQFHIRUGHWHUPLQLQJWKHQHHGIRUDPDMRUURDGOHIWWXUQED\/HIWWXUQWUHDWPHQW127ZDUUDQWHGAverage time for making left-turn, s:Advancing volume (VA), veh/h:Opposing volume (VO), veh/h:VariableVariableVariable85th percentile speed, mph:Percent of left-turns in advancing volume (VA), %:01002003004005006007008000 100 200 300 400 500 600 7002SSRVLQJ9ROXPH92YHKK$GYDQFLQJ9ROXPH9$YHKKLeft-turn treatment warranted.Left-turn treatment not warranted.North Driveway INPUTCOMPUTATIONSSpeed: 45 mph rho 0.018LT_percent: 30% f = 0.79Time_tw 0.7 sVolume_Vo: 177 veh/h serv_rate: 1063 veh/hVolume_Va: 288 veh/hVo Time_tw Vo Serv_rate0 0.0 0 1200100 0.4 100 1121200 0.8 200 1046300 1.2 300 976400 1.7 400 910500 2.2 500 848600 2.8 600 789700 3.5 700 735800 4.2 800 683Time_t1: 3.0 sCriticalGap_Gc 5.0 s % LT veh. 30% 10% 15% 20% 40%Time_te: 1.9 s VoVAVAVAVAVA0 355 543 456 407 332100 315 481 404 360 294200 280 428 360 321 262300 251 383 322 287 235400 225 344 289 258 211500 203 310 260 232 190600 183 280 235 210 171700 166 253 213 190 155800 150 229 193 172 140 )LJXUH*XLGHOLQHIRUGHWHUPLQLQJWKHQHHGIRUDPDMRUURDGULJKWWXUQED\DWDWZRZD\VWRSFRQWUROOHGLQWHUVHFWLRQINPUTValue4520030OUTPUTValue231ULJKWWXUQED\IRUDODQHURDGZD\'R127DGGULJKWWXUQED\Roadway geometry:VariableVariable*XLGDQFHIRUGHWHUPLQLQJWKHQHHGIRUDPDMRUURDGMajor-road speed, mph:Major-road volume (one direction), veh/h:Right-turn volume, veh/h:Limiting right-turn volume, veh/h:2-lane roadway020406080100120140200 400 600 800 1000 1200 1400 165LJKW7XUQ9ROXPHYHKK0DMRU5RDG9ROXPHRQHGLUHFWLRQYHKKAdd right - turn bayNorth Driveway 600 2-lane road4-lane road dwaydway2-lane roadwayMajor road speed (accounts for speeds greater than 100)Speed: 72.405 km/hVol_MJ: 200Vol_RT: 30R_type: 1 (1= 2-lane, 2=4-lane)RTV = EXP(B) * Volume^CB_parm: 15.15 B = bo + b1*Speed + b2*Speed^2C_parm: -1.83 C = c0 + c1*Speed + c2*Speed^2RTV_given231Major VolRTVcalc200 231.4400 65.0600 30.9800 18.21000 12.11200 8.71400 6.51600 5.1ln (a) bb1b2b0c1 c2 co2 - lane1 -2.088 0.010 113.618 0.298 -0.001 -15.8474 - lane2 -1.107 0.005 71.429 0.150 -0.001 -9.257234567Values used:-2.088 0.010 113.618 0.298 -0.001 -15.847 Waterline Narrative and Calculations Fairhope Falls Phases 4 - 9 PREPARED BY: October 2020 Table of Contents Introduction ........................................................................................................................1 Site Description ..................................................................................................................1 Existing Water Distribution System.................................................................................1 Proposed Water Distribution System...............................................................................2 Water System Demands ....................................................................................................2 Water Model Analysis .......................................................................................................3 Summary .............................................................................................................................3 Appendix A .........................................................................................................................4 Vicinity Map ...................................................................................................................... Appendix B .........................................................................................................................5 WaterCad Results ............................................................................................................... 1 INTRODUCTION The purpose of this report is to provide an analysis of the proposed water distribution system for Fairhope Falls Phases 4 - 9 (a residential development). This report also includes analysis for the existing phases of Fairhope Falls (Phases 1, 2, and 3). The system was designed to provide sufficient domestic demand during average daily flows, while providing adequate fire flow demand to each hydrant. The system was analyzed using Bentley’s computer modeling software, WaterCAD V8i. SITE DESCRIPTION Fairhope Falls Phases 4 – 9 is a proposed development located on the south side of Highway 104 approximately 3 miles east of 181 in Baldwin County, Alabama. The development connects to Langford Road (in two locations), and it also connects to the existing phases of Fairhope Falls through Yosemite Blvd. Phases 4 - 9 of the development consists of 110 ± acres with a total of 328 lots, while the existing phases 1, 2, and 3 consist of 214 lots. A vicinity map of the site can be found in Appendix A. EXISTING WATER DISTRIBUTION SYSTEM There is an existing 6-inch water main located along Highway 104, an existing 12-inch water main located along Langford Road, and an existing 10-inch water main located through the middle of the proposed development. The water mains are maintained by the City of Fairhope. Phase One, Two, and Three of Fairhope Falls are existing and currently have existing homes. It has been included in this water model. Fire hydrants, one located at the corner of Bridalwood Lane and Langford Road and the other located approximately 500 feet south on Langford Road, were tested in order to obtain the available flow and pressure. The resulting flow and pressure from the flow test are as follows: Fire Hydrant Flow, Qf = 1,036 gallons per minute Static Pressure, Ps = 59 psi Residual Pressure, Pr = 45 psi 2 PROPOSED WATER DISTRIBUTION SYSTEM The proposed water distribution system will tie (in two places) to the existing 12" water main located on Langford Road. It will also tie (in multiple locations) to the existing 10" water main that runs through the proposed development. Domestic water services for each lot and fire hydrant are connected to the mains throughout the development. The proposed water pipe network can be seen in Appendix B. WATER SYSTEM DEMANDS The following design parameters were used to determine the demands for the proposed water distribution system. 1. Average Daily Residential Demand per Lot = 350 gallons/day/residential lot = 0.24 gpm/lot 2. Peak Factor = 3 3. Fire Flow Demand = 1000 gallons/minute 4. All while maintaining a minimum of 20 psi The required fire flow demand was obtained through the latest edition of the International Fire Code for Group R-2 buildings without an automatic sprinkler system. Once the full development is complete the demand on the proposed water main was determined as follows: Average Daily Residential Demand = 0.24 gpm/lot * 3 (Peak Factor) * 542 lots = 390.24 gallons per minute Total Fire Flow Demand = 1000 gallons per minute Total Demand = 390.24 gpm + 1000 gpm = 1390 gallons per minute 3 WATER MODEL ANALYSIS WaterCAD V8i was used to model the proposed water distribution system. A Hazen Williams roughness factor “C” of 150 for PVC pipes was used. The elevations for the water main and various hydrants were obtained utilizing survey data and GIS contours. The proposed pipe sizes in the distribution system were obtained from the required flows and pressures throughout the system. The water source for the development was modeled in WaterCAD as a pump and reservoir located at the corner of Bridalwood Lane and Langford Road. A pump curve was determined using the flow test information shown below. Hydrant located approximately 500 south of Bridalwood Lane on Langford Road: Qr = Available Fire Flow Actual Flow, Qf = 1,036 gpm Static Pressure, Ps = 59 psi Residual Flow, Pr = 45 psi Desired Pressure, Pd = 20 psi Q = Q P − P . P − P . = 1036 59 − 20 . 59 − 45 . Qr = 1,801 gpm @ 20 psi A water model was developed to analyze Fairhope Falls Phases 1 through 9. A steady state analysis was performed to determine the fire flow at each hydrant with a minimum pressure of 20 psi. The fire flow for the 37 fire hydrants in the future development ranged from 1,095 gpm to 1,308 gpm. The domestic demand was also included in the steady state analysis for each hydrant to ensure the domestic demands were being met. The water model data can be found in Appendix B. SUMMARY Based on the water model, the proposed water distribution system will provide the required average daily demand and a fire flow demand, while maintaining a pressure above 20 psi. For more detailed information refer to the computer model in the Appendices. 4 Appendix A (Maps) 5 Appendix B (WaterCad Results) Scenario: Base P-66 P-65 P-113 P-110 P-109 P-102 P-101 P-95 P-94 P-92 P-91P-90 P-89 P-88P-87 P-84 P-81 P-74P-71P-70P-69 P-68P-125 P-124 P-123 P-127 P-126 P-67 P-128P-62 J-37 J-35 J-26 J-31 J-28 J-20 J-25 J-19 J-23 J-22 J-21 J-16 J-17 J-33 J-27 PMP-1 R-1 H-72 H-71 H-70 H-69 H-68 H-67 H-66H-65 H-64 H-63 H-62 H-61H-60 H-59 H-58 H-57H-56 H-55 H-54 H-53 H-52 H-51 H-50 H-49 H-48 H-47 H-46H-45 H-44 H-43 H-42 H-41 H-38 H-14 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 10/16/2020 WaterCAD CONNECT Edition Update 1 [10.01.01.04] Bentley Systems, Inc. Haestad Methods Solution Center WaterCAD Fairhope Falls - updated to include Fairhope Falls West.wtg EX 12" EX 10" PROPOSED 8" (MINIMUM) PROPOSED 6" (MINIMUM) FlexTable: Hydrant Table Pressure (Residual Lower Limit) (psi) Flow (Total Needed) (gpm) Fire Flow (Available) (gpm) Pressure (psi) Demand (gpm) Elevation (ft) LabelID 20.01,0021,30877.2266.00H-125 20.01,0031,30881.5356.00H-226 20.01,0041,30885.4447.00H-327 20.01,0031,30885.8346.00H-428 20.01,0031,30886.7344.00H-529 20.01,0041,30887.1443.00H-630 20.01,0051,30883.3552.00H-731 20.01,0051,30888.4540.00H-832 20.01,0041,30891.0434.00H-933 20.01,0041,30888.0441.00H-1034 20.01,0041,30881.5456.00H-1135 20.01,0051,30877.6565.00H-1236 20.01,0041,30877.7465.00H-1337 20.01,0021,30879.6260.53H-1438 20.01,0041,30875.9469.00H-1539 20.01,0041,30874.2473.00H-1640 20.01,0031,30880.2359.00H-1741 20.01,0051,30874.2573.00H-1842 20.01,0041,30874.2473.00H-1943 20.01,0061,30872.0678.00H-2044 20.01,0041,30873.7474.00H-2145 20.01,0031,30876.3368.00H-2246 20.01,0041,30875.5470.00H-2347 20.01,0041,30879.8460.00H-2448 20.01,0041,30877.2466.00H-2549 20.01,0041,30875.5470.00H-2650 20.01,0041,30872.9476.00H-2751 20.01,0041,30873.3475.00H-2852 20.01,0031,30870.7381.00H-2953 20.01,0031,30870.7381.00H-3054 20.01,0041,30872.4477.00H-3155 20.01,0031,30874.6372.00H-3256 Page 1 of 327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 10/19/2020 WaterCAD CONNECT Edition Update 1 [10.01.01.04]Bentley Systems, Inc. Haestad Methods Solution Center WaterCAD Fairhope Falls - updated to include Fairhope Falls West.wtg FlexTable: Hydrant Table Pressure (Residual Lower Limit) (psi) Flow (Total Needed) (gpm) Fire Flow (Available) (gpm) Pressure (psi) Demand (gpm) Elevation (ft) LabelID 20.01,0041,30669.8483.00H-3357 20.01,0021,29166.8290.00H-3458 20.01,0031,27963.8397.00H-3559 20.01,0031,29865.5393.00H-3660 20.01,0041,30872.9476.00H-37121 20.01,0051,30871.6579.18H-38163 20.01,0061,31659.56107.33H-41172 20.01,0061,34854.86118.34H-42175 20.01,0061,09554.36119.21H-43178 20.01,0061,18554.76118.17H-44179 20.01,0061,25959.96106.17H-45180 20.01,0061,29065.4693.49H-46181 20.01,0071,29770.7781.27H-47182 20.01,0071,30374.2773.03H-48183 20.01,0051,31378.8562.53H-49184 20.01,0071,31572.5777.04H-50185 20.01,0051,31567.4588.76H-51186 20.01,0051,31266.3591.47H-52187 20.01,0071,23560.47105.09H-53188 20.01,0071,11056.07115.39H-54189 20.01,0071,12557.97110.95H-55190 20.01,0071,18460.17105.69H-56191 20.01,0071,25065.2793.91H-57192 20.01,0061,33267.7688.32H-58193 20.01,0071,35764.8795.18H-59194 20.01,0061,31970.9680.70H-60195 20.01,0061,31675.4670.31H-61196 20.01,0051,31579.9559.90H-62197 20.01,0041,31583.2452.21H-63198 20.01,0071,31581.0757.24H-64199 20.01,0051,31578.1563.97H-65200 20.01,0071,31579.9759.80H-66201 Page 2 of 327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 10/19/2020 WaterCAD CONNECT Edition Update 1 [10.01.01.04]Bentley Systems, Inc. Haestad Methods Solution Center WaterCAD Fairhope Falls - updated to include Fairhope Falls West.wtg FlexTable: Hydrant Table Pressure (Residual Lower Limit) (psi) Flow (Total Needed) (gpm) Fire Flow (Available) (gpm) Pressure (psi) Demand (gpm) Elevation (ft) LabelID 20.01,0051,31578.8562.43H-67202 20.01,0071,31580.5758.57H-68203 20.01,0051,31579.7560.36H-69204 20.01,0051,26082.2554.60H-70205 20.01,0051,30665.4593.58H-71206 20.01,0041,30876.5467.81H-72213 Page 3 of 327 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 10/19/2020 WaterCAD CONNECT Edition Update 1 [10.01.01.04]Bentley Systems, Inc. Haestad Methods Solution Center WaterCAD Fairhope Falls - updated to include Fairhope Falls West.wtg FlexTable: Junction Table Flow (Total Needed) (gpm) Fire Flow (Available) (gpm) Pressure (psi) Demand (gpm) Elevation (ft) LabelID 1,0001,30877.2066.00J-165 1,0001,30877.2066.00J-280 1,0001,30875.0071.00J-383 1,0001,30872.9076.00J-486 1,0001,30874.2073.00J-595 1,0001,30878.1064.00J-6100 1,0001,30872.0078.00J-7108 1,0001,30870.3082.00J-8110 1,0001,30870.3082.00J-9112 1,0001,30872.0078.00J-10114 1,0001,30873.7074.00J-11124 1,0001,30874.2073.00J-12130 1,0001,30877.2066.00J-13142 1,0001,38757.70111.63J-16157 1,0001,30876.8067.00J-17160 1,0001,30966.1092.00J-19208 1,0001,31568.6086.00J-20211 1,0001,31379.0062.00J-21212 1,0001,32071.2080.00J-22214 1,0001,31675.5070.00J-23215 1,0001,32168.2087.00J-25217 1,0001,25660.00106.00J-26218 1,0001,28865.6093.00J-27219 1,0001,31160.00106.00J-28220 1,0001,31572.5077.00J-31225 1,0001,31675.5070.00J-33227 1,0001,37962.30101.00J-35249 1,0001,30877.3066.00J-37281 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 10/16/2020 WaterCAD CONNECT Edition Update 1 [10.01.01.04] Bentley Systems, Inc. Haestad Methods Solution Center WaterCAD Fairhope Falls - updated to include Fairhope Falls West.wtg FlexTable: Pipe Table Hazen-Williams C Manning's nMaterialDiameter (in) Length (ft) Length (User Defined) (ft) Has User Defined Length? Stop NodeStart NodeLabelID 150.00.010PVC10.0207.430.00FalseH-1J-13P-264 150.00.010PVC10.047.020.00FalseJ-1H-1P-366 150.00.010PVC8.0274.720.00FalseH-2J-1P-467 150.00.010PVC8.0388.840.00FalseH-3H-2P-568 150.00.010PVC8.0321.720.00FalseH-4H-3P-669 150.00.010PVC8.0299.540.00FalseH-5H-4P-770 150.00.010PVC8.0234.400.00FalseH-6H-5P-871 150.00.010PVC8.0324.680.00FalseH-7H-6P-972 150.00.010PVC8.0396.600.00FalseH-8H-7P-1073 150.00.010PVC8.0317.760.00FalseH-9H-8P-1174 150.00.010PVC8.0294.620.00FalseH-10H-9P-1275 150.00.010PVC8.0243.640.00FalseH-11H-10P-1376 150.00.010PVC10.0444.120.00FalseH-23H-11P-1477 150.00.010PVC10.0281.020.00FalseH-24H-23P-1578 150.00.010PVC10.0260.520.00FalseH-25H-24P-1679 150.00.010PVC10.053.440.00FalseJ-2H-25P-1781 150.00.010PVC10.0386.530.00FalseH-26J-2P-1882 150.00.010PVC10.045.270.00FalseJ-3H-26P-1984 150.00.010PVC10.0282.340.00FalseH-27J-3P-2085 150.00.010PVC8.045.400.00FalseJ-4H-27P-2187 150.00.010PVC10.0307.770.00FalseJ-1J-4P-2288 150.00.010PVC8.0252.520.00FalseH-28J-1P-2389 150.00.010PVC8.0363.210.00FalseH-35H-36P-2591 150.00.010PVC8.0301.900.00FalseH-34H-35P-2692 150.00.010PVC8.0375.300.00FalseH-33H-34P-2793 150.00.010PVC8.0360.570.00FalseH-20H-33P-2894 150.00.010PVC8.0329.780.00FalseJ-5H-20P-2996 150.00.010PVC8.045.940.00FalseH-18J-5P-3097 150.00.010PVC8.0368.760.00FalseH-17H-18P-3198 150.00.010PVC8.0329.000.00FalseH-15H-17P-3299 150.00.010PVC8.0334.970.00FalseJ-6H-15P-33101 150.00.010PVC10.050.170.00FalseH-12J-6P-34102 150.00.010PVC10.0327.910.00FalseH-13H-12P-35103 150.00.010PVC10.0348.070.00FalseH-14H-13P-36104 150.00.010PVC10.0337.840.00FalseH-11J-6P-37105 150.00.010PVC8.0303.070.00FalseH-32J-2P-38106 150.00.010PVC8.0397.580.00FalseH-31H-32P-39107 Page 1 of 427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203- 755-1666 10/16/2020 WaterCAD CONNECT Edition Update 1 [10.01.01.04]Bentley Systems, Inc. Haestad Methods Solution CenterWaterCAD Fairhope Falls - updated to include Fairhope Falls West.wtg FlexTable: Pipe Table Hazen-Williams C Manning's nMaterialDiameter (in) Length (ft) Length (User Defined) (ft) Has User Defined Length? Stop NodeStart NodeLabelID 150.00.010PVC8.055.660.00FalseJ-7H-31P-40109 150.00.010PVC8.0337.860.00FalseJ-8J-7P-41111 150.00.010PVC8.0331.450.00FalseJ-9J-8P-42113 150.00.010PVC8.056.720.00FalseJ-10H-28P-43115 150.00.010PVC8.0339.890.00FalseH-36J-10P-44116 150.00.010PVC8.0287.310.00FalseJ-10J-9P-45117 150.00.010PVC8.056.870.00FalseH-29J-9P-46118 150.00.010PVC8.0388.040.00FalseJ-4H-29P-47119 150.00.010PVC8.056.150.00FalseH-30J-8P-48120 150.00.010PVC8.0249.180.00FalseH-37H-30P-49122 150.00.010PVC8.0289.990.00FalseJ-3H-37P-50123 150.00.010PVC8.0341.170.00FalseJ-11J-7P-51125 150.00.010PVC8.056.220.00FalseH-21J-11P-52126 150.00.010PVC8.0379.600.00FalseH-22H-21P-53127 150.00.010PVC8.0375.000.00FalseH-32H-22P-54128 150.00.010PVC8.0266.980.00FalseH-19H-22P-55129 150.00.010PVC8.0245.560.00FalseJ-12H-19P-56131 150.00.010PVC8.049.090.00FalseH-16J-12P-57132 150.00.010PVC8.0277.090.00FalseH-15H-16P-58133 150.00.010PVC8.0625.300.00FalseJ-5J-12P-59134 150.00.010PVC8.0340.940.00FalseJ-11H-20P-60135 150.00.010PVC60.01.001.00TrueR-1PMP-1P-62139 150.00.010PVC10.030.290.00FalsePMP-1J-16P-128159 150.00.010PVC10.0310.520.00FalseH-38J-17P-67164 150.00.010PVC10.0401.290.00FalseH-42H-41P-126176 150.00.010PVC10.0401.410.00FalseJ-16H-42P-127177 150.00.010PVC10.0373.980.00FalseJ-19H-38P-123209 150.00.010PVC10.0288.100.00FalseJ-28J-19P-124221 150.00.010PVC10.067.230.00FalseH-41J-28P-125222 150.00.010PVC8.0551.710.00FalseH-44H-43P-68230 150.00.010PVC8.0348.950.00FalseJ-26H-44P-69231 150.00.010PVC6.0284.450.00FalseJ-27J-26P-70232 150.00.010PVC6.0383.320.00FalseH-47J-27P-71233 150.00.010PVC6.0397.060.00FalseH-48H-47P-72234 150.00.010PVC6.0383.820.00FalseH-72H-48P-73235 150.00.010PVC6.048.950.00FalseJ-17H-72P-74236 150.00.010PVC8.041.740.00FalseH-45J-26P-75237 Page 2 of 427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203- 755-1666 10/16/2020 WaterCAD CONNECT Edition Update 1 [10.01.01.04]Bentley Systems, Inc. Haestad Methods Solution CenterWaterCAD Fairhope Falls - updated to include Fairhope Falls West.wtg FlexTable: Pipe Table Hazen-Williams C Manning's nMaterialDiameter (in) Length (ft) Length (User Defined) (ft) Has User Defined Length? Stop NodeStart NodeLabelID 150.00.010PVC8.0417.710.00FalseJ-28H-45P-76238 150.00.010PVC6.044.110.00FalseH-46J-27P-77239 150.00.010PVC6.0393.340.00FalseH-71H-46P-78240 150.00.010PVC6.038.690.00FalseJ-19H-71P-79241 150.00.010PVC6.0416.790.00FalseH-53H-41P-80242 150.00.010PVC6.0455.250.00FalseH-54H-53P-81243 150.00.010PVC6.0365.580.00FalseH-55H-54P-82244 150.00.010PVC6.0376.560.00FalseH-56H-55P-83245 150.00.010PVC6.0455.950.00FalseH-57H-56P-84246 150.00.010PVC6.0349.160.00FalseJ-25H-57P-85247 150.00.010PVC6.0420.090.00FalseH-57H-53P-86248 150.00.010PVC6.0352.540.00FalseH-59J-35P-87250 150.00.010PVC6.0420.410.00FalseH-58H-59P-88251 150.00.010PVC6.095.130.00FalseJ-25H-58P-89252 150.00.010PVC6.0325.630.00FalseJ-22J-25P-90253 150.00.010PVC6.0318.030.00FalseJ-23J-22P-91254 150.00.010PVC6.040.870.00FalseJ-33J-23P-92255 150.00.010PVC6.0356.390.00FalseH-65J-33P-93256 150.00.010PVC6.0257.270.00FalseH-66H-65P-94257 150.00.010PVC6.0377.010.00FalseH-64H-66P-95258 150.00.010PVC6.0414.700.00FalseH-68H-64P-96259 150.00.010PVC6.0417.260.00FalseH-69H-68P-97260 150.00.010PVC6.0275.430.00FalseH-70H-69P-98261 150.00.010PVC6.0271.260.00FalseH-67H-65P-99262 150.00.010PVC6.0378.290.00FalseH-69H-67P-100263 150.00.010PVC6.0360.220.00FalseH-62J-33P-101264 150.00.010PVC6.0408.410.00FalseH-63H-62P-102265 150.00.010PVC6.0528.750.00FalseH-64H-63P-103266 150.00.010PVC6.0340.480.00FalseH-52J-19P-104267 150.00.010PVC6.0314.120.00FalseJ-20H-52P-105268 150.00.010PVC6.035.400.00FalseH-51J-20P-106269 150.00.010PVC6.0416.620.00FalseH-60H-51P-107270 150.00.010PVC6.051.900.00FalseJ-22H-60P-108271 150.00.010PVC6.0276.290.00FalseH-50J-20P-109272 150.00.010PVC6.043.400.00FalseJ-31H-50P-110273 150.00.010PVC6.0451.390.00FalseH-61J-31P-111274 150.00.010PVC6.052.440.00FalseJ-23H-61P-112275 Page 3 of 427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203- 755-1666 10/16/2020 WaterCAD CONNECT Edition Update 1 [10.01.01.04]Bentley Systems, Inc. Haestad Methods Solution CenterWaterCAD Fairhope Falls - updated to include Fairhope Falls West.wtg FlexTable: Pipe Table Hazen-Williams C Manning's nMaterialDiameter (in) Length (ft) Length (User Defined) (ft) Has User Defined Length? Stop NodeStart NodeLabelID 150.00.010PVC6.0362.390.00FalseJ-21J-31P-113276 150.00.010PVC6.0409.600.00FalseH-62J-21P-114277 150.00.010PVC10.0560.720.00FalseJ-37H-14P-65282 150.00.010PVC10.074.410.00FalseJ-17J-37P-66283 150.00.010PVC6.0328.450.00FalseH-49J-37P-117284 150.00.010PVC6.035.300.00FalseJ-21H-49P-119286 150.00.010PVC12.01,182.470.00FalseJ-16J-35P-120287 Page 4 of 427 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203- 755-1666 10/16/2020 WaterCAD CONNECT Edition Update 1 [10.01.01.04]Bentley Systems, Inc. Haestad Methods Solution CenterWaterCAD Fairhope Falls - updated to include Fairhope Falls West.wtg FlexTable: Reservoir Table Elevation (ft) LabelID 113.00R-1138 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 10/15/2020 WaterCAD CONNECT Edition Update 1 [10.01.01.04] Bentley Systems, Inc. Haestad Methods Solution Center WaterCAD Fairhope Falls - updated to include Fairhope Falls West.wtg Pump Definition Detailed Report: Pump Definition - 1 Element Details 143ID Notes Pump Definition - 1Label Pump Definition Type Standard (3 Point)Pump Definition Type ft103.80Design Head gpm0Shutoff Flow gpm1,801Maximum Operating Flow ft136.10Shutoff Head ft46.13Maximum Operating Head gpm1,036Design Flow Pump Efficiency Type Best Efficiency Point Pump Efficiency Type %100.0Motor Efficiency %100.0BEP Efficiency FalseIs Variable Speed Drive? gpm0BEP Flow Transient (Physical) lb·ft²0.000Inertia (Pump and Motor)SI=25, US=1280Specific Speed rpm0Speed (Full)TrueReverse Spin Allowed? Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 10/16/2020 WaterCAD CONNECT Edition Update 1 [10.01.01.04] Bentley Systems, Inc. Haestad Methods Solution Center WaterCAD Fairhope Falls - updated to include Fairhope Falls West.wtg