Amendment 0004 - NP MACA 12(1) 908(1).pdf

(x)

693C7325B000012 x x

1 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted ; or (c) By separate letter or electronic communication which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGEMENT TO BE

RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR

OFFER. If by virtue of this amendment you desire to change an offer already submitted , such change may be made by letter or electronic communication, provided each letter or electronic communication makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

x

ASHBURN VA 20147

ATTN: CONSTRUCTION

693C73

SUITE E2-3-300

QUANTUM PARK, 22001 LOUDOUN COUNTY PKWY

EASTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

ASHBURN VA 20147

ATTN: ACQUISITIONS

693C73

SUITE E2-3-300

QUANTUM PARK, 22001 LOUDOUN COUNTY PKWY

EASTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

See Block 1409/08/20250004

13. THIS ITEM ONLY APPLIES TO MODIFICATION OF CONTRACTS/ORDERS. IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

12. ACCOUNTING AND APPROPRIATION DATA (If required) is not extended.is extended, Items 8 and 15, and returning

Offers must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended , by one of the following methods: (a) By completing

The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offers

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

FACILITY CODE CODE

10B. DATED (SEE ITEM 13)

10A. MODIFICATION OF CONTRACT/ORDER NO.

9B. DATED (SEE ITEM 11)

9A. AMENDMENT OF SOLICITATION NO.

CODE

8. NAME AND ADDRESS OF CONTRACTOR (No., street, county, State and ZIP Code)

7. ADMINISTERED BY (If other than Item 6)CODE 6. ISSUED BY

PAGE OF PAGES

4. REQUISITION/PURCHASE REQ. NO.3. EFFECTIVE DATE2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO. (If applicable)

1. CONTRACT ID CODE

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

08/06/2025

CHECK ONE A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE CONTRACT

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority) appropriation data, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(b).

E. IMPORTANT: Contractor is not is required to sign this document and return __________________ copies to the issuing office.

ORDER NO. IN ITEM 10A.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

Project NP MACA 12(1), 908(1)

The purpose of this Amendment is to:

1) Revise Special Contract Requirements (J-Pages) Section 401.03(a).

2) Provide responses and clarifications to bidders' questions.

3) Provide the attached Hydraulics Memo for project specifications.

The Bid Opening date of Tuesday, September 23, 2025, at 2:00 pm EDT remains unchanged.

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)15A. NAME AND TITLE OF SIGNER (Type or print)

15C. DATE SIGNED 16B. UNITED STATES OF AMERICA 15B. CONTRACTOR/OFFEROR 16C. DATE SIGNED

(Signature of person authorized to sign) (Signature of Contracting Officer)

STANDARD FORM 30 (REV. 11/2016)

Prescribed by GSA FAR (48 CFR) 53.243

Previous edition unusable

Except as provided herein, all terms and conditions of the document referenced in Item 9 A or 10A, as heretofore changed, remains unchanged and in full force and effect .

Amendment 0004

Info Page 1 of 3

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Amendment No. 0004 Project NP MACA 12(1), 908(1)

Reconstruction of Hotel Parking Area and Adjacent Access Roads Solicitation: 693C73-25-B-000012

The purpose of this Amendment is to:

1) Revise Special Contract Requirements (J-Pages) Section 401.03(a).

2) Provide responses and clarifications to bidders' questions.

3) Provide the attached Hydraulics Memo for project specifications.

The Bid Opening date of Tuesday, September 23, 2025, at 2:00 pm EDT remains unchanged.

Changes to Special Contract Requirements (J-Pages)

1) Delete Subsection 401.03(a) and substitute the following:

(a) RAP. Limit the quantity of RAP by mass in the JMF for the top lift of surface course to 20 percent. Limit the quantity of RAP by mass in the JMF for intermediate and base courses to 30 percent. For intermediate and base courses containing 20 to 30 percent by mass RAP, reduce the asphalt binder performance grade by 6°C for both high temperature and low temperature performance grades.

Furnish Recycled Asphalt Pavement that passes one hundred percent of the maximum sieve size for the Nominal Maximum Size Aggregate of the submitted Job Mixture Formula.

Bidder Questions and Responses

1. Bidder question: Given the scarcity of non-polishing aggregates that are locally available and the ultimate low speed of traffic that will utilize the work, will non-polishing aggregates be required for the asphalt mixtures?

Response: Aggregates must meet FP-14 703.07 for surface course. “For the surface course, do not use aggregates known to polish or carbonate aggregates containing less than 25 percent by mass of insoluble residue when tested according to ASTM D3042.”

This is for the combined JMF aggregates.

Info Page 2 of 3

2. Bidder question: Will a Material Transfer Vehicle (MTV) be required for placing any asphalt mixture on this project?

Response: No.

3. Bidder question: A number of material suppliers and subcontractors are indicating that they are having difficulty receiving material quotes from various vendors for a multitude of reasons- BABA compliance chief among them. Would the Government consider extending the bid date?

Response: If this question relates to the “Build America, Buy America” clauses, it does not apply to this project. FAR 52.225-11 and FAR 52.225-12 of Buy American on pages F-1 through F-5 do apply to this project. The Bid Opening date was extended with Amendment 0003.

4. Bidder question: KYTC specifications allow up to 20% RAP in surface mixtures. If submitting a quality control plan for methods used to control RAP percentage, will an approved KYTC mixture with 20% be allowed for surface on this project?

Response: Yes. See Revised Special Contract Requirements above.

5. Bidder question: The specifications for this project appear to require a 75-gyration mixture based on ESAL class. KYTC utilizes 65 gyrations for all ESAL classes. Would a KYTC 65 gyration mixture be acceptable for this project?

Response: 65 gyrations will be acceptable and typical for state requirements relative to 75 gyrations.

6. Bidder question: KYTC requires Hamburg Rut Testing for similar ESAL class to meet

12.5 mm max rut at 10,000 passes contrary to 20,000 as listed in the specification. Will mixtures meeting KYTC specifications (10,000 passes) be accepted for this project?

Response: No. However, in consideration of the climate, the Hamburg may be performed at 45 Celsius for any binder great than PG 58 and less than PG 76. Table 401-1A tests temperatures greater than PG 58 and less than PG 76 with changes from 50°C to 45°C.

The passes will remain 20,000. The Hamburg is performed on the surface course only.

7. Bidder question: Is the intent of the Rut Testing Requirements in Table 401-1A that the mix incorporate PG76-22 binder? If so, will PG76-22 binder be required in each course of asphalt mixture or only the wearing course?

Response: No, see Section 401.03. The intent is to use an asphalt binder performance grade PG 64-22, or better, for the surface course. Contractor can use asphalt binder performance grade PG 58-22, or better, for non-surface course lifts. A PG 76-22 would be considered “better” for a surface (wearing) course and allowable but not required.

Info Page 3 of 3

8. Bidder question: What is the scope and estimated duration of the Utility Relocations that will be performed by Caveland Environmental Authority?

Response: CEA has completed their relocation prior to advertisement.

9. Bidder question: We kindly request the design information in reference to Reconstruction of Hotel Parking Area and Adjacent Access Roads, project NP MACA 12(1), 908(1) for the PRO-OilGrit separator (Detail E604-B – Contech Stormceptor) and PRO-FilterInlet (Detail E604-A – Contech StormFilter). For the PRO-OilGrit, please provide the treatment flowrate, and/or the site parameters used for the design (i.e.

drainage area, % impervious, Tc, required oil storage capacity, etc.). For the PRO- FilterInlet, please provide the treatment flowrate, and/or parameters used for the design (i.e. drainage area, % impervious, Tc, etc.). Please also provide any spec documents regarding the FilterInlet and OilGrit, if available. If there is a person of contact to coordinate the designs with, that would be preferred. My contact information is below should any discussion or coordination be needed.

Response: See SCR Section 604. The EFL Hydraulics memo is attached for informational purposes only. Contractor is responsible for submitting drawings and construction details for approval as stated in SCR Section 604.

10. Bidder question: The standard drawing for the Oil/Grit Separator and Filtration System on Detail E604-A doesn’t’ show a height for the cast in place structure. It just says “Varies”. Can you please provide a dimension for this?

Response: See SCR Section 604. EFL Hydraulics memo is attached for informational purposes only. Contractor is responsible for submitting drawings and construction details for approval as stated in SCR Section 604.

FHWA: I.Rosado-Vazquez:6257:JS: M\PROJECTS\maca\12(1) 908(1)\Techserv\Hydra\Reports\SD Preliminary Memo\Rev3 Feb 2024\NP MACA 12(1) 908(1) Preliminary Storm Drain System Memo_May 24.docx"Hydraulics, Geotech, Env, HD Eng, TS Engineer, Bridge Engineer

Form FHWA-201 U.S. DEPARTMENT OF TRANSPORTATION (Rev. 11-87) FEDERAL HIGHWAY ADMINISTRATION

MINUTE - MEMO

Use this form in lieu of transmittal slips within Dept. of Trans. when message comment is to be retained as file material. Do not prepare carbons. Not to be used in lieu of Form FHWA-121 for informal correspondence.

SUBJECT: NP MACA 12(1) 908(1) Revised Preliminary Storm Drain System Memo

TO MESSAGE/COMMENT FROM/DATE

Sheila Foronda Project Manager

Rachel Wright Highway Design Manager

We have completed the preliminary storm drain system analysis for several locations within the Mammoth Cave National Park in the Edmonson County, Kentucky. The geometry of Route 908 Parking lot geometry has been updated to include designated parking spots for electrical vehicles (EVs). Consequently, the storm drain system design has been revised reflect this change as well as to correct the RIM elevation at several inlets.

The proposed storm drain system was analyzed and designed based Federal Highway Administration design standards and criteria for hydrology and hydraulics (Federal Lands Highway, Project Development and Design Manual, Chapter 7) to the maximum extent practicable. Based on the PDDM:

1. The design flow was analyzed for a 10-year design event for on-grade inlets, and 50-year design event for sag inlets.

2. Design storm drains should flow full for the design event whenever possible.

3. Design storm drains with slope sufficient to develop a self-cleaning velocity of 3 ft/s when flowing full. Slope less than 0.5% should be avoided for constructability reasons.

4. The limit of spread for a low standard road should be limit to half of one travel lane for gutter flow, both on grade and in roadway sags.

5. The minimum size for storm drain pipe is 15”.

6. The maximum flow depth at the curb should be equal or less to the curb height.

7. The minimum recommended capture efficiency for on-grade inlets is 70%.

8. Inlets located in a sag or sump point, should be designed for a 50% clogging factor.

9. Minimum cover should be equal or greater than 3ft. Under no case should the cover of the pipe be less than 1 ft. HEC 22 defines cover as the distance from the outside top of the pipe to the final grade of the ground surface.

10. In storm drain sections where the hydraulic gradeline for the design flood must exceed the pipe soffit (i.e., the pipe flows under pressure), the hydraulic gradeline for the design flood will remain below the ground elevation at all inlets and access structures, and watertight gaskets should be specified for the pipe joints.

The PDDM storm drain design criteria was met, with exceptions as presented below:

Velocity criterion:

o Pipe-12b’s velocity of 2.92 ft/s do not meet the criteria for 3 ft/s self-cleaning velocity. Providing an inlet type 6A (minimum) to increase pipe slope and subsequently velocity was not feasible at this location due to the effects of downstream backwater conditions. Therefore, we will provide the steepest slope feasible.

Isis Rosado- Vazquez Hydraulics Engineer

THROUGH

Wendy Hiciano Hydraulics Team Leader

05/30/24

ISIS Y

ROSADO-

VAZQUEZ

Digitally signed by

ISIS Y ROSADO-

VAZQUEZ

Date: 2024.05.30 09:59:49 -04'00'

WENDY MERCEDES

HICIANO

Digitally signed by WENDY

MERCEDES HICIANO

Date: 2024.05.30 10:55:03 -04'00'

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Geotech, Env, HD Eng, TS Engineer, Bridge Engineer o Pipe-Bypass01 and Pipe-Bypass02 do not meet the criteria for 3 ft/s self-cleaning velocity. Providing a 3ft/s self-cleaning velocity would require the installation of very deep drainage structures. This change will result in a significant economic impact, and based on the existing topography, we won’t be able to daylight the proposed Oil Grit System. Therefore, we provided the steepest slope feasible at these locations.

Existing Oil Grit Invert Elevation Constrains:

o CB-03, CB-04, CB-05, CB-06b, and C-14b will not meet our standard Type 6A inlet depth. If we install a deeper inlet than what is currently shown in the memo, the invert elevations of INLT-08 will be lower than the existing oil grit bypass chamber invert elevation of 733.28’ and we won’t be able to connect to the existing Oil Grit System. As a result, we recommend removing the 8-in depth top of the inlet Type A and installing only 15-in or 18-in pipes to mitigate the new inlet maximum width restriction of 1’-11 1/8”.

o Refer to Attachment 06 and 08. In order to connect to the existing oil grit bypass chamber invert elevation of 733.28’, the new storm drain pipe slopes will need to range from 0.005 to 0.02. Flatter pipe slope tends to result in higher flow depths inside the pipe, and therefore greater pipe diameters. Based on our StormCadd analysis results, Pipe Ex-Bypass 01 (currently shown in the asbuilts as 18-in diameter) will need to be replaced with a 24-in pipe in order to convey the flow leaving INLT-08B.

o In storm drain design, it is a good practice to transition from a smaller to larger diameter pipes, and not viceversa; Given that we are replacing the Ex-Bypass 01b with a 24-in pipe to convey the flow leaving INLT-08B; we may also need to replace several of the18-in existing oil grit bypass pipes to reduce the potential of significant water pressure due the reduction in diameter size. However, the StormCadd analysis results shows that given the existing 18-in pipes have steep slopes, Ex Bypass 02 and Ex Bypass 03 will be able to convey INLT08b flow.

Therefore, increasing Ex Bypass 02 and Ex Bypass 03 pipe size to 24-in to provide uniform transition in pipe sizes will be a good practice but not required.

Proposed Oil Grit Terrain Constrains:

o CB-26b and CB-27b will not meet our standard Type 6A inlet depth. If we install a deeper inlet that what is currently shown in the memo, we will require the installation of very deep drainage structures and given the existing topography, we won’t be able to daylight the proposed Oil Grit System. This change will result in a significant economic impact. Therefore, we recommend removing the 8-in depth top of the inlet Type A and installing only 15-in or 18-in pipes to mitigate the new inlet maximum width restriction of 1’-11 1/8”.

CB-06b, CB-19, CB-20, and CB-26b will require a grate length equal or greater than 4 ft to meet our PDDM criteria, which is greater than the 3 ft grate length shown in our detail 604-05. However, a 4ft grate length is a typical grate length used and available in the market.

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Hydraulic Grade Line (HGL):

o Most of the pipes were designed to contain the 10-year HGL below their pipe crown, with the exception of the existing and the proposed oil grit storm drain system (See Attachment 08, Attachment 16 and Attachment 17). These locations connect to existing outfalls or existing structures that could not be replaced due to potential disturbance impacts and potential utilities conflicts.

o Pipe 17b, Pipe 18b and Pipe-Oil Grit 01 have 10-year HGL above their respective pipe crowns. Their pipe diameters can’t be increased to 24-in because of the Inlet Type 6A (minimum) width constrain of 1’-11 1/8” discussed earlier in this memo.

However, the hydraulic gradeline for the design flood will remain below the ground elevation. Therefore, as a mitigation we recommend using watertight gaskets for these pipe joints.

Additional observations and considerations during the design and analysis of the storm drain systems includes:

1. Based on the proposed contours, most of the Route 012, Route 228 and Overflow Parking area will flow to the existing oil grit system.

2. The location of the proposed oil grit system differs from the previously discussed partner’s preferred location. Adding a new curb and gutter to the proposed overflow parking to catch and treat all surface runoff has created a new low point for the new storm drain system. Using the Partner’s preferred location would require us to raise the parking lot elevation +/- 5ft and install deep drainage structures. Based on proposed contours, we are recommending to install the proposed oil grit system south of the proposed overflow parking lot, and connect it to an existing grate inlet (INLT-6). Please refer to Attachment 02. Please note the proposed oil grit system location is very close to the parking lot. Moving it south will require deeper drainage structures and the risk of not being able to connect to the existing grate inlet invert elevation (INLT-6). Asbuilts for the existing sewer system has been verified and no conflict is anticipated.

3. Based on our hydrology analysis, the flow conveyed by the proposed oil grit system will be less than the existing oil grit system. Therefore, we are recommending the proposed oil grit system matches the design of the existing oil grit system (Model No.7200). This approach will also address any future flow that might be connected to the new system.

See Attachment 22 for Existing oil grit asbuilts.

a. The MHSW-Filter Inlet depth will be greater than what it is shown in Attachment 22 in order to meet invert requirements and the top of manhole match the existing ground. See Attachment 17.

b. The diameter of Pipe Loop 01 (15 inches) is greater than the diameter shown in the Route 908 existing oil grit as-built plans. According to the StormCadd results, using a 12-inch diameter would result in a HGL above the pipe crown and subject to water pressure.

4. INLT-04 and INLT-05b efficiency is less than 70%. However, the recommended efficiency of 70% doesn’t apply to these locations because they are not on-grade inlets.

Instead, a clogging factor of 50% was applied to these inlets. Based on the 30% field visit, the area consist of an open grass area and no debris were observed. As a result, clogging and spread concerns are not a concern at these locations. In addition, all proposed improvements equal or exceed spread requirements and in no location do they increase spread beyond existing conditions.

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5. Please note the proposed Route 010 alternative shown in this memo will reduce the grading at the entrance of the storm drain system, reduce flow velocities and provide additional cover.

6. Please note the proposed Route 910C alternative shown in this memo will reduce the grading at the exit of the storm drain system and reduce flow velocities.

7. Although the scope of work for the Trail #4 existing storm drain system is to cap the top of the existing inlet. If during the design or construction phase the determination is made to replace the system, the design alternative shown in this memo is available.

8. White Nose Washing station to be designed by others and connected to INLT-10b. A manhole or junction box is recommended to be installed to avoid any potential conflict with the proposed trees in the area. Refer to Attachment 2b and Attachment 18.

Hydrology and Hydraulic Results

All storm drainage systems hydrology and hydraulics were designed and analyzed using the Bentley Open Flow StormCad software. The drainage areas (DR) were delineated using Bentley StormCad Automatic Catchment Delineation. The peak flow rates were automatically computed by the rational method. Please refer to summary tables for analysis results.

Route 908 Hydrology Summary

Label Area (ac)

Time of Concentration

(hours)

Runoff Coefficient

( C )

Q10 (cfs)

Q50 (cfs)

DR-3 0.119 0.083 0.95 0.74 0.89

DR-4 0.179 0.083 0.95 1.11 1.33

DR-5 0.17 0.083 0.95 1.05 1.26

DR-6 0.28 0.083 0.91 1.67 2.00

DR-7b 0.349 0.096 0.89 1.96 2.36 DR-8b 0.429 0.103 0.85 2.26 2.71 DR-9b 0.292 0.083 0.95 1.81 2.17 DR-10a 0.184 0.083 0.95 1.14 1.37 DR-11a 0.137 0.083 0.52 0.46 0.56 DR-12a 0.011 0.083 0.95 0.07 0.08

DR-13 0.13 0.083 0.68 0.58 0.7

DR-14 0.044 0.083 0.95 0.27 0.33

DR-INLT-2 0.09 0.083 0.95 0.56 0.67

DR-INTL-3 0.425 0.083 0.95 2.64 3.17

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Overflow Parking Lot Hydrology Summary

Label Area (ac)

Time of Concentration

(hours)

Runoff Coefficient

( C )

Q10 (cfs)

Q50 (cfs)

DR-15 0.075 0.087 0.95 0.46 0.55

DR-16 0.014 0.083 0.95 0.08 0.10

DR-17 0.15 0.083 0.95 0.93 1.11

DR-19 0.311 0.083 0.95 1.93 2.32

DR-20 0.236 0.083 0.95 1.46 1.75

DR-22 0.232 0.083 0.95 1.44 1.73

DR-23 0.069 0.083 0.95 0.43 0.51

DR-24 0.048 0.083 0.95 0.30 0.36

DR-25 0.25 0.083 0.46 0.74 0.89

DR-26 0.271 0.083 0.95 1.68 2.02

DR-27 0.172 0.083 0.95 1.07 1.28

DR-INLT-1 0.457 0.168 0.15 0.24 0.28

DR-INLT-6 0.54 0.083 0.35 1.23 1.48

DR-INLT-7 0.019 0.083 0.95 0.12 0.15

Route 010 Hydrology Summary

Label Area (ac)

Time of Concentration (hours)

Runoff Coefficient

( C )

Q10 (cfs)

Q50 (cfs)

DR-INLT4 1.104 0.083 0.35 2.52 3.03

DR-21 0.121 0.083 0.95 0.75 0.9

Trail #4 Hydrology Summary

Label Area (ac)

Time of Concentration (hours)

Runoff Coefficient

( C )

Catchment CA (ac)

Q10 (cfs)

Q50 (cfs)

DR-INTL 5 0.809 0.083 0.35 0.283 1.85 2.22

Route 901C (Service Road) Hydrology Summary

Label Area (ac)

Time of Concentration (hours)

Runoff Coefficient

( C )

Q10 (cfs)

Q50 (cfs)

DR-901C-HW 0.577 0.083 0.512 1.93 2.32

DR--1 1.467 0.083 0.44 4.21 5.06

DR--2 0.099 0.083 0.95 0.61 0.74

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0.95 ATAT

MAT

MMMAMA0.95MAMRMRM8

RMMMRMRMRM

OROR0.083 RRORR

FORo

NFOdFO INNIN(ac) NFNFTime oNFNFNININ.104 NNINNII1I

PPPPUPUUUPURP

URTime of Con

URPOSESES

ESSummaryS

OSES

SESration

SEurs) ESESRECoEESES

OS0.083

OSOSOS83 OS

PO

RPO

RPO

RPPO

RP

PUPPUPU0.809

PUUPUPPUPUPUUPUP

ONOOONON1.23 NONLYYY

YY6 YYLLLYLY

0 89YLYNLNLNLYNLYLYNLYNLNL7

NLNL1.28

NLNL

OONL

ONL0.24 NLNLNL

ONL

ONONOOOO0.ONOOOO

Geotech, Env, HD Eng, TS Engineer, Bridge Engineer

Mammoth Cave Hotel Parking (Route 908) Storm Drain System

Route 908 Link Summary

Q10 Q50

Label Q10 Flow (cfs)

Vel.

(ft/s)

HGL

In (ft)

HGL

Out (ft)

Depth In (ft)

Depth Out (ft)

Q50 Flow (cfs)

Vel (ft/s)

HGL

In (ft)

HGL

Out (ft)

Depth In (ft)

Depth Out (ft)

Pipe-01 0.71 3.33 736.49 736.25 0.33 0.63 0.84 3.49 736.52 736.43 0.36 0.81 Pipe-02 1.79 4.16 736.15 736.12 0.53 0.82 2.14 4.37 736.37 736.37 0.75 1.07 Pipe-03 2.82 4.19 736.04 736.04 0.74 1.14 3.37 4.4 736.32 736.29 1.02 1.39 Pipe-04b 4.95 4.48 735.92 735.81 1.02 1.29 5.94 4.65 736.18 736 1.28 1.48 Pipe-05b 6.67 5.06 735.72 735.7 1.2 1.58 7.99 5.3 735.91 735.87 1.39 1.75 Pipe-06b 2.81 5.02 735.58 735.7 0.58 1.58 3.36 5.29 735.82 735.87 0.82 1.75 Pipe-07b 1.31 3.18 735.87 735.69 0.43 0.69 1.58 3.35 735.91 735.88 0.47 0.88 Pipe-08b 1.32 3.39 736.24 735.95 0.45 0.51 1.59 3.57 736.29 736 0.5 0.56 Pipe-09a 0.46 4.96 737.34 736.33 0.26 0.54 0.56 5.25 737.37 736.38 0.29 0.59 Pipe-10b 0.82 3.08 736.41 736.33 0.36 0.54 0.99 3.24 736.44 736.38 0.39 0.59 Pipe-11b 0.27 3.03 738.54 736.47 0.2 0.42 0.33 3.2 738.56 736.51 0.22 0.46 Pipe-22 0.56 3.01 736.04 736.04 0.74 1.3 0.67 3.18 736.29 736.29 1 1.56 Pipe-24a 1.88 5.05 736.14 735.7 0.52 0.95 2.17 5.26 736.18 735.87 0.56 1.12 Pipe-Ex

Bypass 01b 13.05 9.53 735.42 734.73 1.3 1.45 15.58 9.97 735.54 734.9 1.42 1.62

Pipe-Ex Bypass 02 12.98 17.57 734.45 730.96 1.3 1.32 15.5 18.48 734.57 731.13 1.42 1.49

Pipe-Ex Bypass 03 12.95 17.12 730.67 727.07 1.29 0.67 15.46 18.01 730.8 727.14 1.42 0.74

Route 908 Node Summary

Q10 Q50

Label

Q10 Flow (Total

In) (cfs)

Q10 Flow (Total Out) (cfs)

Elevation (Ground)

(ft)

Elevation (Invert)

(ft)

EGL

In (ft)

EGL

Out (ft)

Q50 Flow (Total

In) (cfs)

Q50 Flow (Total Out) (cfs)

EGL

In (ft

EGL

Out (ft)

CB-03 0.71 0.71 738.95 736.16** 736.66 736.61 0.84 0.84 736.71 736.65

CB-04 1.82 1.79 738.58 735.62** 736.27 736.35 2.17 2.14 736.44 736.49

CB-05 2.85 2.82 738.84 735.30** 736.14 736.18 3.41 3.37 736.43 736.42

CB-06b 5.04 4.95 738.61 734.90** 735.91 736.01 6.05 5.94 736.29 736.39 CB-10b 1.32 1.31 740.23 735.44 736.07 736.02 1.59 1.58 736.14 736.08 CB-11a 0.46 0.46 741.04 737.08 737.48 737.44 0.56 0.56 737.52 737.47 CB-12a 1.35 1.32 741 735.79 736.37 736.41 1.63 1.59 736.43 736.48

OR RRRRRR

FOROR

FOOR

FOFO FOOFOFOFOFOOFOFO

IININN

FORMATIO

NNNNONN736.52 N N NNOO

ONON736.3NN7

ONONOO.4 ONON36.32 ONOTTTIOTIO4.65 OO736OT OTT99 TIOTIO.3 OOTIOT O

AATATATITI5TI

AAT

MAAMATAT1.58 ATTAT

MAAT

MAMA51

MAMA1.AMAMAA

RRMA

RMA0.54 MAMA0.5MA

RMA

RR

RMRM0.54 MMRMRM

OROR0.2 RMRM0.42 RMROO

OROR0.74 RROROR

FOFO5.7

FOROR52 RROR

FOR

NNFOFO734.73FOO1FO

NFO

INN

4.45 NFNF730.96FNFNF

0.67 NNININ

PPPPPURPOSESSSSSSSSSSSESES1.4

ESS

5.5SES

SS

SES

SE1.3ESES

SEES

OOOSOS1.29 SES0SE

OOOSSES

RPO

RPO

RPPO

URP

URPRP

PUUPUPU (Total PUIn) Pcfs) PURURQ10

PURw

PU(Total PUPURREUR

PUUR

PP

ONLYYYYYYLYY

5.82

LYYYLYLYLYLYY73LYLYNNNLYNLY736LYYLYNLYNN5.25 NLNL737.37 NLNOOONON3.24 NN736NONOO3 ONON3.2 NNONONOO7 OO.18OOOOOOO

Geotech, Env, HD Eng, TS Engineer, Bridge Engineer

CB-13b 0.85 0.82 740.92 736.05 736.48 736.53 1.02 0.99 736.52 736.58 CB-14b 0.27 0.27 741.13 738.34** 738.65 738.61 0.33 0.33 738.68 738.64

INLT-02 0.56 0.56 738.95 735.29 735.92 735.92 0.67 0.67 736.3 736.29

INLT-03a 1.88 1.88 740.37 735.62 736.42 736.33 2.17 2.17 736.49 736.38 INLT-07b 6.75 6.67 739.27 734.52 735.89 735.9 8.07 7.99 736.18 736.09 INLT-08b 13.62 13.05 739.62 734.12 735.74 735.99 16.23 15.58 735.91 736.2 INLT-09b 2.95 2.81 740 735 735.73 735.79 3.53 3.36 735.91 735.94

Ex Bypass* 13.05 12.98 737.13 733.15 735.17 735.01 15.58 15.5 735.41 735.23 Ex MH

Constant* 12.98 12.95 733.49 729.38 731.5 731.24 15.5 15.46 731.72 731.45

HW-Ex OilGrit Outfall*

(N/A) 12.92 730.4 (N/A) 727.07 727.07 (N/A) 15.43 727.14 727.14

Notes: * Potential replacement.

**Cash Basin invert elevation should match the pipe invert elevation.

Route 908 Catch Basin and Inlet Summary

Q10 Q50

Label Flow

(Captured) (cfs)

Flow (Total

Bypassed) (cfs)

Capture Efficiency

(Calculated)

Depth (Gutter)

(in)

Spread / Top Width

(ft)

Flow (Captured)

(cfs)

Flow (Total

Bypassed) (cfs)

Capture Efficiency

(Calculated)

Depth (Gutter)

(in)

Spread / Top Width

(ft)

CB-03 0.71 0.03 95.7 2.61 4.54 0.84 0.05 94 2.76 5.17

CB-04 1.11 0 100 3.62 8.76 1.33 0 100 3.91 9.95

CB-05 1.05 0 100 3.55 8.45 1.26 0 100 3.82 9.60

CB-06b 1.67 0 100 4.03 10.45 2 0 100 4.36 11.82 CB-10b 1.14 0 100 0.99 0.99 1.37 0 100 1.06 1.06 CB-11a 0.46 0 100 2.65 4.73 0.56 0 100 2.81 5.40 CB-12a 0.07 0 100 1.27 1.27 0.08 0 100 1.43 1.43 CB-13b 0.58 0 100 2.85 5.55 0.7 0 100 3.04 6.33 CB-14b 0.27 0 100 2.28 3.15 0.33 0 100 2.40 3.65

INLT-02 0.56 0 100 2.68 4.85 0.67 0 100 2.88 5.65

INLT-03a 1.88 0.75 71.4 3.77 9.37 2.17 1 70 3.97 10.20 INLT-07b 1.8 0.16 91.6 3.77 9.37 2.13 0.22 90.5 3.97 10.20 INLT-08b 2.26 0 100 4.38 11.92 2.71 0 100 4.78 13.57 INLT-09b 1.64 0.16 91 3.50 8.24 1.95 0.22 89.7 3.68 9.02

FFFFORRRRR

RRROROR0 RR RROOOROR0 RROROR

FOFO7

FOR

FOR0 OR

FOFOFO0.58 FOFO0FOFOFOFO.27 FOFOFOFOFF

ININ00 NFORMATIO

NNNN

15.5

NNONONONON15.46 N NONN

TIOTI7

TIO

N

TIO(N/AONOON

TIOTIOTIOO

N

RMAMAe 9 Mand Inlet SummMA

RMRMMMRMM

NFOF

d)

FFORORDepth

FOR(G

FO(in) ORORSp

OR/ TOR

FOOR

NFNF.7 FFNFF

IN

F

IN

F100 FFNFF

INII10I

PPP0.16PUR

PUPUURPOSE

OSOS.55

OSE

OSSESESE

t)

ESSS(Captur

ES (cfs)

ES

SSES

SE4.54 ESES0ES

SES

SSSESE8.76 EESESE

ESE

OSE

OOSOS4 OSOS10OSOOS

POPPOPO0 OOOPOO

RPO

RP0 POPO65POPO

RPRP100 PPRPP

UURP

URP100 PPRP

U

P

UUURUR100URUPURUR1UR

PUPUPU0.75 PUUPUPUPPUPPPP

ONLYYY

ONLYNL

ONLNLY

ONONONOOONOFlO(OONO

Geotech, Env, HD Eng, TS Engineer, Bridge Engineer

Route 908 Catch Basin and Inlet Summary

Label Grate width (+/- ft)

Grate length (+/- ft)

Type of inlet On-grade vs Sag

Clogging

CB-03 2 3 6A (minimum) On-grade 50% CB-04 2 3 6A (minimum) Sag 50% CB-05 2 3 6A (minimum) Sag 50% CB-06b 2 4 6A(limited) Sag 50% CB-10b 2 3 6A(limited) On-grade 0% CB-11a 2 3 6A(limited) Sag 50% CB-12a 2 3 6A(headroom) Sag 50% CB-13b 2 3 6A(headroom) Sag 50% CB-14b 2 3 6A (minimum) Sag 50% INLT-02 3 3 604-08 Sag 50% INLT-03a 2.38 2.38 E604-07 On-grade 0% INLT-07b 2.33 4.33 5B- E604-04 On-grade 0% INLT-08b 2.33 4.33 5B- E604-04 On-grade 0% INLT-09b 2.33 4.33 5B- E604-04 On-grade 0%

Route 908 Pipe Summary

Label Diameter (in)

Length (ft)

Invert Start (ft)

Invert Stop (ft)

Material

Pipe-01 15 60 736.16 735.62 RCP Pipe-02 15 40 735.62 735.30 RCP Pipe-03 18 66 735.30 734.90 RCP Pipe-04b 18 77 734.90 734.52 RCP Pipe-05b 24 72 734.52 734.12 RCP Pipe-06b 24 82 735.00 734.12 RCP Pipe-07b 18 87 735.44 735.00 RCP Pipe-08b 15 61 735.79 735.44 RCP Pipe-09a 15 32 737.08 735.79 RCP Pipe-10b 15 41 736.05 735.79 RCP Pipe-11b 15 150 738.34 736.05 RCP Pipe-22 18 64 735.29 734.73 RCP Pipe-24a 18 63 735.62 734.75 RCP

Pipe-Ex Bypass 01b 24* 74 734.12 733.28 PVC Pipe-Ex Bypass 02 24* 57 733.15 729.64 PVC Pipe-Ex Bypass 03 24* 52 729.38 726.40 PVC

Note: * Potential replacement.

FORORPipRR Pip

ORRPipe-03RORORPi

OROR

FOFOFOFOFOFOFOFOFOFFFF

ININ

FOORMATIO

NNN

NNNN50%NNONONrade

ON

ON0%N

ONONONSag ONON5ONON

TIOTIOSag OOOT OTTm) TIOTIOSag TIOTATATATI

ATITI

ATATAT08 ATATATAT

MAMA604-07 AAAAMAMA5B- E604-04 MA

RMRM5B- E604

RMR3

ORMRM5B- E6RM

OROROR

FOORRoute

FOPipeOR

NFFOFOFFOFO

ININ-01 ININININ

RPO

RPO

RPPOPPOSESES SSry S

SES

SESESLength

SES

(ft) SSInSES

SES

OSE

OS5 SESE60SESE

OOSOS15 SSOSOS

POPOPOS

POSOS

POPOPOPOPO18POPOPOPO

RPRP06b PRPP URURe-07b R

PUR

PURPipe-08b UR PUPUPipe-09a PUPUPUPPUPPPP

ONLYYY

0%

YY%YYLLLYLY0%YLYNLNLrade

NLYNLY%LYNLNLNLn-grade NLNL0NLNL ONONOn-grade NNNLNOOONONn-gradeONOOOOOO

Geotech, Env, HD Eng, TS Engineer, Bridge Engineer

Overflow Parking Lot Storm Drain System

Overflow Parking Lot Link Summary

Q10 Q50

Label Q10 Flow (cfs)

Vel.

(ft/s)

HGL

In (ft)

HGL

Out (ft)

Depth In (ft)

Depth Out (ft)

Q50 Flow (cfs)

Vel (ft/s)

HGL

In (ft)

HGL

Out (ft)

Depth In (ft)

Depth Out (ft)

Pipe-12b 0.19 2.92 737.71 737.39 0.17 0.58 0.23 3.09 737.73 737.46 0.19 0.65 Pipe-13b 1.05 3.54 737.35 737.36 0.54 0.75 1.25 3.72 737.43 737.43 0.62 0.82 Pipe-14 2.79 5.47 737.24 736.21 0.63 0.94 3.29 5.72 737.3 736.31 0.69 1.04 Pipe-15 0.46 3.34 736.37 736.21 0.26 0.94 0.55 3.52 736.39 736.31 0.29 1.04 Pipe-16b 4.18 6.17 736.05 735.45 0.78 1.01 4.99 6.46 736.13 735.68 0.86 1.24 Pipe-17b 4.75 7.84 735.28 735.4 0.84 1.48 5.66 8.22 735.55 735.58 1.11 1.66 Pipe-18b 2.98 3.83 735.51 735.4 0.78 1.48 3.53 4 735.73 735.58 1 1.66 Pipe-19b 1.97 5.36 735.95 735.59 0.56 0.86 2.32 5.61 736 735.79 0.61 1.06 Pipe-20b 1.72 4.33 736.57 736.06 0.52 0.67 2.02 4.52 736.62 736.12 0.57 0.73 Pipe-21b 0.43 3.05 737.85 736.67 0.25 0.62 0.51 3.22 737.88 736.72 0.28 0.67 Pipe-23 0.24 4 736.92 736.21 0.19 0.94 0.28 4.23 736.94 736.31 0.21 1.04 Pipe-31 0.12 1.67 738.4 738.16 0.14 0.16 0.15 1.76 738.41 738.17 0.15 0.17 Pipe-32 0.12 1.7 738.13 737.74 0.13 0.2 0.14 1.79 738.15 737.76 0.15 0.22

Pipe- Bypass01 6.9 11.89 734.79 732.87 0.93 0.53 8.21 12.51 734.88 732.93 1.02 0.59

Pipe- Bypass02 8.41 6.37 731.27 731.08 1.03 1.31 10.01 6.66 731.37 731.21 1.13 1.44

Pipe-Loop01 1.62 4.32 734.36 734.39 0.5 0.67 1.92 4.51 734.45 734.47 0.59 0.75 Pipe-Loop02 1.62 4.33 734.17 733.92 0.54 0.48 1.92 4.52 734.22 733.97 0.59 0.53 Pipe-Loop03 1.61 5.27 731.58 731.48 0.54 0.58 1.92 5.52 731.63 731.61 0.59 0.71 Pipe-Loop04 1.61 4.79 731.44 731.48 0.64 1.14 1.91 5.04 731.58 731.6 0.78 1.26

Pipe-Pro OilGrit 01 8.53 4.83 735.18 735.01 1.26 1.13 10.15 5.74 735.3 735.11 1.38 1.23 Existing

Pipe_Do not disturb

9.3 11.26 730.86 727.87 1.09 0.63 11.08 11.83 730.96 727.94 1.19 0.7 FOROO61 ORORRRRRRR4.33RRRROOOROR5.27 RR

73ROROR4.79 RROROR

FFFOFO8.53 OO4.8OFOFFFOF9 OFOFO

NFORMATIO

NNNN

(ft)

NNOO

ONON737.73 NNN

ONOO.7 ONON737.43ONOTITTIOTIO5.72 OO73OTIOTIT55 TIOTIO3.52 OOTIOTIO

AATI

AT4

ATITITI

AATI

AAATAT5.66 ATT8ATAAT

MAMA48

MAMA3.AAMAA

RRMAMA0.86 MAMA2MA

RMMA

RR

RMRM0.67 MMRMRMM

OROR0.2 RMRM0.62RMRM

OO

OROR0.19 RROROR

FOFO16

FOROR14 ROR

FOR

FOFO737.74 FOO0.13FOFO

NN

NFO

NFO

732FOOFO

NFO

ININ731.27 NFN731NFNININ4.36NNINNIII

PURPOS

SSSSS

SSSSESES0.2

ESS 0.1SES

SESESES.53ESS8ES

SEES

OSES1.03 SESE1.31 SESEE

OO

OSOS0 SS0

OSOS

POPO92

POSOS54 SOS

POS

POPO731.48

POO0.5

POPO

RPRRPO

RPO731.4POOPO

RPPO

URPR35.1 RPRP5.0RPRP

PUU26

PURUR30.86 RRUR

PUPUPUR

ONLYYY

YYYYY6. YYYYLLYLYYY7YLYNLNNLYNLY735.73 YYLYNLYNLN5 NLNL736 NLNL

OOONON4.52 NN73NONOO51 ONON3.22 NNONONOO28 OO4.2OOOOOOOO

Geotech, Env, HD Eng, TS Engineer, Bridge Engineer

Overflow Parking Lot Node Summary

Q10 Q50

Label

Q10 Flow (Total

In) (cfs)

Q10 Flow (Total Out) (cfs)

Elevation (Ground)

(ft)

Elevation (Invert)

(ft)

EGL In (ft)

EGL

Out (ft)

Q50 Flow (Total

In) (cfs)

Q50 Flow (Total Out) (cfs)

EGL In (ft

EGL

Out (ft)

CB-15 0.46 0.46 739.98 736.10 736.51 736.46 0.55 0.55 736.55 736.5

CB-16b 0.2 0.19 741.33 737.33 737.75 737.77 0.24 0.23 737.77 737.79 CB-17b 1.11 1.05 741.77 736.81 737.39 737.42 1.31 1.25 737.46 737.49

CB-19 2.91 2.79 740.57 736.61 737.39 737.48 3.43 3.29 737.47 737.57

CB-20 5.02 4.18 739.23 735.27 736.21 736.37 6.02 4.99 736.31 736.48

CB-22b 1.77 1.72 740.34 736.05 736.68 736.77 2.08 2.02 736.73 736.83 CB-23b 0.43 0.43 741.06 737.60** 737.99 737.94 0.51 0.51 738.03 737.98

CB-24 2 1.97 739.43 735.39 736.16 736.16 2.36 2.32 736.23 736.24

CB-25b 4.93 4.75 737.98 734.44** 735.62 735.62 5.88 5.66 735.83 735.8 CB-26b 9.4 8.53 737.71 733.92** 735.51 735.63 11.21 10.15 735.74 735.85 CB-27b 3.04 2.98 738.61 734.73 735.66 735.67 3.6 3.53 735.86 735.86

INLT-01 0.24 0.24 739.75 736.73** 737.02 736.98 0.28 0.28 737.04 737.01

INLT-06 9.65 9.3 733.42 729.77 731.31 731.3 11.5 11.08 731.48 731.46

INLT-10b 0.12 0.12 741.92 738.26 738.46 738.44 0.15 0.15 738.48 738.46

PRO-

BYPASS1 8.53 6.9 738.22 733.86 735.52 735.15 10.15 8.21 735.75 735.28

PRO-Deep MH 01_Not

Constant

1.61 1.61 738.25 730.8 731.66 731.52 1.92 1.91 731.77 731.65

PRO-Drop MH 01 8.51 8.41 738.00* 730.17 731.5 731.68 10.12 10.01 731.63 731.84

PRO-FilterInlet 1.62 1.61 738.66 731.04 731.98 731.8 1.92 1.92 732.07 731.88 PRO-OilGrit 1.62 1.62 738.02 722.45 734.5 734.39 1.92 1.92 734.59 734.47 WS-Junction

Box 0.12 0.12 741.72 738 738.18 738.18 0.15 0.14 738.2 738.2

Existing Headwall_Do not disturb (N/A) 9.27 730.24 (N/A) 727.87 727.87 (N/A) 11.05 727.94 727.94

Note: **Cash Basin invert elevation should match the pipe invert elevation.

a RIM elevation of the proposed Drop MH will be above the existing ground.

FOFOFOtion

FOx FOFOORRRR1 R R8RROOROR1.62

ORR1ROOROOOROR2 ORR1OROOR

0.12 OOFOOFFg FoFFF

NFORMATIO

NNNNN

0.55

NNONONONON0.23 N NONNONON1.31

ONON1.2

ONON

IOIIO

N

IO

N3 ONONON

IOO

N

TIOTI6.37

TIOTIO6.02OOIOTIOO

ATIO

ATI736.77TIOTIO2.0TIOTIO

AA

ATAT4TTATAT

MAMA6.

MAT

MAT736.16AT

MAMAMA5.62

MAMA7MAMMA

RMRRMA

RMA

735.51MAMAMA

RMMA

RMR4.73 RMRM735.66RMRM

ORM

OR.73**RMRM737RMRM

OOOROR29.77 RROROR

FOFO92

FOFO.2OFO

NFO

NFO738.22 FOFOFOFO

ININ61 IN

F

IN738 25

FNF

IN

F

ININI7ININ

PURPOSESSSSSSSS8.46 SS73SSEESES735.52 S S73SES

OSESE30. SES

SE731.6

SES

SES

POOPOSOS0.1 SOS

POS

POPO38.66 POPO731.0POPO

RPO

RPO738.02 POPOPO

RPO

URUR2

URP

URP741.72PRP

URP

PUP

PUR

PUR9 URURUR

PUPUPUUR

sin invert elevatisin invert tion of the prtion o

ONLYYYYY

YYYYLLYLY

0.51 YYYLYLL6 LYLYYYLYLYNLNL.88

NLYNLY66 LYNL

ONOONL

ONL11.21 NLNL10NL

ONNL

ONO

5.67

ONON3.6NNONONNONO36 ONON0.28ONONOO1.3 OOOOOOO

Geotech, Env, HD Eng, TS Engineer, Bridge Engineer

Overflow Parking Lot Catch Basin and Inlet Summary

Q10 Q50

Label Flow

(Captured) (cfs)

Flow (Total

Bypassed) (cfs)

Capture Efficiency

(Calculated)

Depth (Gutter)

(in)

Spread / Top Width

(ft)

Flow (Captured)

(cfs)

Flow (Total

Bypassed) (cfs)

Capture Efficiency

(Calculated)

Depth (Gutter)

(in)

Spread / Top Width

(ft)

CB-15 0.46 0 100 2.65 4.69 0.55 0 100 2.81 5.36

CB-16b 0.08 0 100 1.47 1.48 0.1 0 100 1.67 1.67 CB-17b 0.91 0.01 99 2.16 2.68 1.08 0.03 97 2.31 3.29

CB-19 1.86 0.07 96 2.34 3.43 2.17 0.15 94 2.49 4.04

CB-20 1.53 0 100 3.89 9.88 1.9 0 100 4.26 11.42

CB-22b 1.35 0.09 94 2.51 4.14 1.57 0.16 91 2.66 4.76 CB-23b 0.43 0 100 1.63 1.63 0.51 0 100 1.75 1.75

CB-24 0.29 0.01 96 2.51 4.12 0.34 0.02 95 2.66 4.74

CB-25b 0.74 0 100 2.97 6.06 0.89 0 100 3.17 6.88 CB-26b 1.68 0 100 4.04 10.52 2.02 0 100 4.37 11.89 CB-27b 1.07 0 100 3.57 8.54 1.28 0 100 3.85 9.70

INLT-01 0.24 0 100 2.05 2.20 0.28 0 100 2.15 2.64

INLT-06 1.23 0 100 3.69 9.03 1.48 0 100 4.01 10.36

INLT-10b 0.12 0 100 1.73 1.73 0.15 0 100 1.81 1.81

Overflow Parking Lot Catch Basin and Inlet Summary

Label Grate width (+/- ft)

Grate length (+/- ft)

Type of inlet On-grade vs Sag

Clogging

CB-15 2 3 6A(limited) Sag 50% CB-16b 2 3 6A(limited) Sag 50% CB-17b 2 3 6A(headroom) On-grade 0% CB-19 2 4 6A(limited) On-grade 0% CB-20 2 4 6A(limited) Sag 50% CB-21 2 3 6A (headroom) On-grade 0%

CB-22b 2 3 6A(limited) On-grade 0% CB-23b 2 3 6A(limited) On-grade 0% CB-24b 2 3 6A(limited) On-grade 50% CB-25b 2 3 6A (minimum) Sag 50%

CB-26b 2 4 6A(limited) but may end up be (minimum) if there are field adjustments Sag 50%

CB-27b 2 3 6A(limited) Sag 50% INLT-1 3 3 604-08 Sag 50% INLT-6 3 3 604-08 Sag 50%

INLT-10b 3 3 604-08 Sag 50%

FORRRR(+/- ft)RRROOOROR2 ROROOb OROR2 OROR FOFOB-17b OOOOFOFOCB-19 OOFOOFFCB-2FFF2F

IN

FORMATIO

NNNNNNONONONON 100NONONON0.03

ONONONON

IO

N

IO

N0 ONONONON

TTTIOTIO0 OIOT O

ATAT57

ATIOTIO0.16TIO

ATATAT0.

ATTATAT

MMAT

MAT0.34 ATTAT

MAT

MMMAMA.89

MAMRMRM0.52 MAMA

2.0MAMRRRMRM8.54 MMRMRM

ORORORM

ORM2 20 MRM

ORM

OROR3.69OROR9.OROR

FOFFOFO1 OOOFOFOFOO

IN

FO

NFNFCatcFO IININGrateINlength INININ

PPPUPUPPURPOSES SSSSS0.15SSSS

SES

SESParking Lot

SEin and Inlet SumES

OSE

OSTypSE

POPOPOP

RPO

RPOPO

RP3 3 RPRPRPRP

UU

4 4 RPRRP

URP

UU4 4 2 URUR

PUPU3 32 UPUPU2 PUPPUPP2PP2P

ONLYYYY

YLLLYLY

10YLYLL2 LYLY5LYLYNLNL0

NLYLY1LYNLY

ONL

ONL0 NLLNLNL

OOONON0 NONONOOONONONOOOOOOOOOOOO

Geotech, Env, HD Eng, TS Engineer, Bridge Engineer

Overflow Parking Lot Pipe Summary

Label Diameter (in)

Length (ft)

Invert Start (ft)

Invert Stop

(ft) Material

Pipe-12b 15 39 737.54 736.81 RCP Pipe-13b 15 26 736.81 736.61 RCP Pipe-14 18 106 736.61 735.27 RCP Pipe-15 15 64 736.10 735.27 RCP Pipe-16b 18 64 735.27 734.44 RCP Pipe-17b 18 23 734.44 733.92 RCP Pipe-18b 18 179 734.73 733.92 RCP Pipe-19b 15 44 735.39 734.73 RCP Pipe-20b 15 71 736.05 735.39 RCP Pipe-21b 15 145 737.60 736.05 RCP Pipe-23 15 38 736.73 735.27 RCP Pipe-31 15 47 738.26 738.00 RCP Pipe-32 15 77 738.00 737.54 RCP

Pipe-Bypass01 24 44 733.86 732.34 HDPE Pipe-Bypass02 24 90 730.24 729.77 HDPE Pipe-Loop01 15 36 733.86 733.72 HDPE Pipe-Loop02 12 34 733.63 733.44 HDPE Pipe-Loop03 12 15 731.04 730.90 HDPE Pipe-Loop04 18 57 730.80 730.34 HDPE

Pipe-Pro OilGrit 01 18 16 733.92 733.88 HDPE Existing Pipe_Do not disturb 24 64 729.77 727.24 RCP

Note: Proposed oil grit loop pipes matches the size and material of the Route 908 asbuilt existing oil grit loop pipes, except for Pipe-Loop01.

Washing Station Node Summary

Label Diameter

(in) Type

Manhole or Junction Box 42 Preliminary Memo, Attachment #22, Sheet 35 of 37, Typical 1-C33

FOR RRR

l grit loop pl grit loo

OROROOROOOO

IN

FORMATIO

NNNNNNN27 NNNNONON34.44 NN NNONON733.92 NONN

TITTIOTIO733.92 OTITIT.39 TIOTIO734.TIOTI

ATI

AT36 05 TITI7TITI

AAATAT737.6 TTATAT

MAMAMAT

MA736.73 AT

MAMAMA4 MAMA738MAMA

RRRMRM77 MMMRM

ORRORMRM44 MRM

ORM

OROR24

OROROROR

FFOROROROROR

FOR

FFFOFO12 OFOFO

NFNFNFOFOFO

NFNFNFNFFNFNF

ININit 01 NNNININdisturb INIm

PURPOSESSSSS

SESESESES 733.6SESESES15ESES731.ESES

SSSES

SES57 ESESES

SES

SSSESE16 ESESE

OSOS24

OSS64SOSOSOShe size and materiasize and ma

RPO

RPPO

URP

URabel RPRPDiaRRPRP

PUR

PURManhole or

PUJunction BoUR

PPU

ONLYYYYYYYYYYYLYLYLYLYYLYNLYNLY735.27 LYLYLYLYNLNL38.00 LNLL

OOONL

ONL

737.54 NL

OOO86 ONON732ONOOO24 OOOOOOOOOO

Geotech, Env, HD Eng, TS Engineer, Bridge Engineer

Mammoth Cave Parkway (Route 010) Storm Drain System (Alternative)

Route 010 Link Summary

Q10 Q50

Label Q10 Flow (cfs)

Velocity (ft/s)

HGL

In (ft)

HGL

Out (ft)

Depth In (ft)

Depth Out (ft)

Q50 Flow (cfs)

Velocity (ft/s)

HGL

In (ft)

HGL

Out (ft)

Depth In (ft)

Depth Out (ft)

Pipe-28 1.22 3.25 740.72 740.73 0.86 1.16 1.37 3.36 740.74 740.74 0.88 1.17 Pipe-29 7.41 5.23 740.54 740.23 0.97 0.92 7.63 5.27 740.55 740.24 0.98 0.94

Route 010 Node Summary

Q10 Q50

Label

Q10 Flow (Total

In) (cfs)

Q10 Flow (Total Out) (cfs)

Elev (Ground)

(ft)

Elev (Invert)

(ft)

EGL

In (ft

EGL

Out (ft)

Q50 Flow (Total

In) (cfs)

Q50 Flow (Total Out) (cfs)

EGL

In (ft

EGL

Out (ft)

CB-21 7.43 7.41 745.53 739.57 740.73 740.91 7.64 7.63 745.53 739.57

INLT-4 1.22 1.22 744.67 739.86 740.74 740.74 1.37 1.37 744.67 739.86

HW-

Rte10 (N/A) 7.4 742.3 (N/A) 740.23 740.23 (N/A) 7.61 742.3 (N/A)

Route 010 Catch Basin and Inlet Summary

Q10 Q50

Label Flow

(Capture

d) (cfs)

Flow (Total Bypass

ed) (cfs)

Bypass Target

Capture Efficiency (Calculate

d) (%)

Depth (Gutter)

(in)

Spread / Top Width

(ft)

Flow (Capt ured) (cfs)

Flow (Total Bypass

ed) (cfs)

Bypass Target

Capture Efficiency (Calculate

d) (%)

Depth (Gutter ) (in)

Spread / Top Width

(ft)

CB-21 3.21 1.44 (N/A) 70 3.07 6.47 3.27 1.53 (N/A) 70 3.10 6.59

INLT-4 1.22 1.3 (N/A) 48.4 2.56 4.34 1.37 1.66 (N/A) 45 2.71 4.97

Route 010 Inlet Summary

Label Grate width (ft)

Grate length (ft) Type of inlet On-grade vs Sag

Clogging CB-21 2 3 6A(headroom) Sag 50% INLT-4 3 3 604-08 Sag 50%

FORRRRQR

FOFF

fs)

FOROROR(Total

FORB

FOed)

FOcfs)ORORBypOR

FOOR

FOF1 FOFOFOFOFFFFFF

IN

FORMATIO

NNNN

N NN(NOOONON740.74NN740NONOOONON0.5 NNONOOON

ATI

ATI

ATyary TI

MAT

MATATATATAT

ORR

t)

Rt)

ORMA

RMEGL

RMIn (ft MAMAEGLMAMA

ORMAA

OOROR739.57 ORR74OROOR

FOFO7

FOFO739.86 OOFOO

NFO

NFO42.3 FOFOFO

NFFOF

INININ

PURPOSESSSSSSS40.74SSESES40.2

ESES740.23

SESESES

OSRoute 01

OStch Basin and InSOS

POSSOSS

URURPOPOaptur

RPOEfficiency

RP(Calculate

URPd) (%) POPOPPPO

URPO

URUR)URUR7URUR

PPUR

PUR(N/ URUR4UR

PPPUURUPUPUPPU

ONLYLYYLYYNLYLYLY

OOONNNlow

ON(Total

ONIn) ON) NLYNLYQ50

NLFlow N(TotaNNLYNLY

ONLY

OOO7.64 OOOOO

Geotech, Env, HD Eng, TS Engineer, Bridge Engineer

Route 010 Pipe Summary

Label Diameter (in)

Length (ft)

Invert Start (ft)

Invert Stop (ft)

Material

Pipe-28 24 47 739.86 739.57 RCP Pipe-29 24 47 739.57 739.3 RCP

Service Road (Route 910C) Storm Drain System (Alternative)

Route 901C (Service Road) Link Summary

Q10 Q50

Label Q10 Flow (cfs)

Velocity (ft/s)

HGL

In (ft)

HGL

Out (ft)

Depth In (ft)

Depth Out (ft)

Q50 Flow (cfs)

Velocity (ft/s)

HGL

In (ft)

HGL

Out (ft)

Depth In (ft)

Depth Out (ft)

Pipe-25b 6.83 6.93 736.03 735.66 0.93 0.76 7.22 7.04 736.05 735.69 0.95 0.79 Pipe-26 9.86 8.76 735.37 735.14 1.12 1.40 10.61 8.93 735.42 735.2 1.17 1.46 Pipe-27 10.46 7.36 734.9 734.57 1.16 1.00 11.33 7.51 734.95 734.61 1.21 1.04

Route 901C (Service Road) Node Summary

Q10 Q50

Label

Q10 Flow (Total

In) (cfs)

Q10 Flow (Total Out) (cfs)

Elevation (Ground)

(ft)

Elevation (Invert)

(ft)

EGL

In (ft

EGL

Out (ft)

Q50 Flow (Total

In) (cfs)

Q50 Flow (Total Out) (cfs)

EGL

In (ft

EGL

Out (ft)

CB-01 9.86 9.86 739.04 734.25 736.2 735.83 10.62 10.61 739.04 734.25

CB-02 10.47 10.46 737.95 733.74 735.41 735.38 11.35 11.33 737.95 733.74

HW-901C-2 (N/A) 10.45 736.57 (N/A) 734.57 734.57 (N/A) 11.32 736.57 (N/A)

Route 901C (Service Road) Catch Basin and Inlet Summary

Q10 Q50

Label Flow

(Captured) (cfs)

Flow (Total

Bypassed) (cfs)

Bypass Target

Capture Efficiency

(Calculated)

Depth (Gutter)

(in)

Spread / Top Width

(ft)

Flow (Captured)

(cfs)

Flow (Total

Bypassed) (cfs)

Bypass Target

Capture Efficiency

(Calculated)

Depth (Gutter)

(in)

Spread / Top Width

(ft)

CB-01 3.04 1.17 (N/A) 72.1 3.00 6.15 3.4 1.66 (N/A) 70 3.16 6.84

CB-02 0.61 0 (N/A) 100 1.50 1.51 0.74 0 (N/A) 100 1.612 1.61

FFF01C-FFOROORRRlow

ORTotal

ORIn)

ORfs) RRRR(TotRRROR

FOFO-01

FOO86 OFOFOFOCB-02 FOO10FOFOFFF

NINININ

FORMATIO

N

ATI

ATATTI

MMMAT

MATAT

MRRMMpth

RMut

RM(ft)

RMAMAQ50MFlow M(cf

AMA

RRMA

ORORORM

ORM0.76 RMMRM

ORRM

OROR1.12

OROR1.4

OROR

FFOR

FOR1 OROR0OR

FFFOORO

IN

FNFR

IN

FNF

INININININN

PPPURUURPO

RPOSES SSSS

11.33

SSSS

SES

SESC (Service Roa

SENode Summary ES

OSE

OSESE

RRPOPOon

POGround)

POft) POSOSevaO(InvOSOS

RPOS

RR86 RPRP9.04RPRURUR10.46 RR737RRUURUR0.45 RRURUUUR

PUPUPPUP

ONLYLYYLYYNLYNLYLY

ONNcity city

ON(ft/s)

ONLNLHGL NIn (ft

LLNLY

ONL

OOONONONN7ONOONOOO8.93 OOOOOO

Geotech, Env, HD Eng, TS Engineer, Bridge Engineer

Route 910C (Service Road) Inlet Summary

Label Grate width (ft)

Grate length (ft) Type of inlet On-grade vs Sag

Clogging CB-01 2 3 6A(limited) On-grade 0% CB-02 2 3 6A(limited) On-grade 0%

Route 910C (Service Road) Pipe Summary

Label Diameter (in)

Length (ft)

Invert Start (ft)

Invert Stop (ft)

Material

Pipe-25b 24 15 735.10 734.90 RCP Pipe-26 24 27 734.25 733.74 RCP Pipe-27* 24 15 733.74 733.57 RCP

Note: *Grading will be needed at outfall.

Trail#4 Storm Drain System (Alternative)

Trail #4 Link Summary

Q10 Q50

Label Q10 Flow (cfs)

Velocity (ft/s)

HGL

In (ft)

HGL

Out (ft)

Depth In (ft)

Depth Out (ft)

Q50 Flow (cfs)

Velocity (ft/s)

HGL

In (ft)

HGL

Out (ft)

Depth In (ft)

Depth Out (ft)

Pipe-30 1.01 3.69 736.82 736.2 0.39 0.34 1.15 3.83 736.85 736.22 0.42 0.37

Trail#4 Node Summary

Q10 Q50

Label

Q10 Flow (Total

In) (cfs)

Q10 Flow (Total Out) (cfs)

Elevation (Ground)

(ft)

Elevation (Invert)

(ft)

EGL

In (ft

EGL

Out (ft)

Q50 Flow (Total

In) (cfs)

Q50 Flow (Total Out) (cfs)

EGL

In (ft

EGL

Out (ft)

INLT-05b 1.01 1.01 738.83 736.43* 737.04 736.97 1.15 1.15 737.08 737.01

HW-Trail04 (N/A) 1 738.11 (N/A) 736.2 736.2 (N/A) 1.13 736.22 736.22 Note: *Cash Basin elevation invert should match the pipe invert

RROORRocit

OR(ft/s) RRR In (fROR

FOFO0

FOR

FOR9 ROR

FOFOFOR

FFFF

NFORMATIO

N

ONONONNNN

TIOOTIOtop

TIO(ftTIO…