P01-Bid Doc - BOD 1-29-21 w appendix.pdf

VA Healthcare System - Bay Pines Campus Gravel Lots | Bid Documents SUBMITTAL 1000 Bay Pines Blvd Bay Pines, FL 33744

Narrative

AE COMM. #16104

VA PROJECT #VB3238

TASK ORDER # 36C10E20N0228

January 21st, 2021

13605 1st Ave. N #100 Plymouth, Minnesota 55441

P 763.412.4000 F 763.412.4090 ae-mn.com

VA BAY PINES HEALTH CARE SYSTEM | ST. PETERSBURG GRAVEL LOTS

Bid Docs – 1-29-2021

VA Bay Pines Healthcare System

St. Petersburg Gravel Lots

CLIENT / OWNER

Department of Veterans Affairs Contact: William Reber VA Project Manager 9500 Bay Pines Blvd St. Petersburg, FL 33708

(727) 657-7109

PROJECT TEAM

PROJECT MANAGEMENT / LANDSCAPE

ARCHITECTURE / PLANNING / CIVIL

ENGINEERING / LAND SURVEYING

Anderson Engineering of MN, LLC Contact: Eric Sautbine 13605 1st Avenue North, Suite 100 Plymouth, MN 55441

(763) 412-4000

ELECTRICAL ENGINEERING

IMEG Corp.

14755 Preston Road Ste. 845 Dallas TX 75254

(214) 485-6433

COST ESTIMATING

CPMI

3265 Northwood Circle, Suite 170 Eagan, MN 55121

(952) 854-3663

GEOTECHNICAL ENGINEERING

Terracon 5463 W. Waters Ave, STE 830

Tampa, FL 33634

(813) 321-0326

Contents Design Narrative

Discipline Narratives

Cost Estimating

Electrical

Site Development and Utilities

Stormwater and Drainage

Geotechnical Exploration

List of Appendices

1. Civil Calculations and SWMP

Design Narrative The Veterans Benefit Administration Regional Office St. Petersburg Florida is proposing the resurfacing of two (North and South) employee gravel parking lots with bituminous asphalt. Curbs, gutters, and trees are to be installed with the bituminous asphalt and IMEG will provide the design for supplementary lighting. The north lot will be accessed through the existing entry points with a one-way angled parking lot. Two new entry points are to be constructed on the north side of the south lot. These access points will be entry only. The exits for the south lot will be reconstructed and will have electronic gates that exist onto Hoover Ave.

The VA asked AE to consider the use of permeable pavement in lieu of asphalt pavement. AE hired

Terracon Inc to perform the geotechnical borings and report. Per Terracon they believe that a porous pavement will not function as designed due to high ground water levels. An additional concern is that porous pavement is not common in this area and construction quality might be an issue. For this design and cost estimate AE has used standard asphalt pavement.

Additionally, porous pavement it typically used when trying to meet certain stormwater requirements.

For this project, we have reduced the impervious area foot print thus reducing our stormwater runoff.

Discipline Narratives

Cost Estimating A cost estimate has been prepared for the parking lot design and will be sent to the VA about one week after document submittal to allow the cost estimator time to review the finalized set.

Electrical North Lot

Installation of new LED area lights on 25’ square steel poles. Fixtures and pole heights shall be selected to match existing lights and poles. Area lights will be located to illuminate the new North Parking to meet IES recommendations of an Average of 1 FC, and minimum of .5 FC for uncovered parking.

New light fixtures will be connected to existing parking lot lighting circuit/controls.

South Lot

Installation of new LED area lights on 25’ square steel poles. Fixtures and pole heights shall be selected to match existing lights and poles. Area lights will be located to illuminate the new North Parking to meet IES recommendations of an Average of 1 FC, and minimum of .5 FC for uncovered parking.

New light fixtures will be connected to existing parking lot lighting circuit/controls.

Provide (2) new exit gates with 12’0 arms to match existing Elka P3500 gates. Power to gates to be obtained from existing receptacle circuit on existing parking lot pole.

Site Development and Utilities North Lot

The north lot will be reconfigured to be a one way drive isle with an east entrance and a west exit as requested by the VA. The layout provided meets VA standards for drive isle and parking lot dimensions and is intended to maximize parking stalls. Additionally, new light poles with LED lights will be configured around the lot for updated lighting.

South Lot

The south lot will be reconfigured to allow for (2) new entrances from the existing employee parking lot.

The (2) south exits will remain and will get (2) electronic gates. The parking lot layout meets VA standards for drive isle and parking lot dimensions. The new layout has reduced the number of stalls that are currently existing because the existing lot does not meet VA design standards. The new layout maximizes the number of parking stalls within the project area and will also receive updated LED lighting.

Stormwater and Drainage The north and south lots proposed drainage will match the existing drainage. The project has reduced the impervious area thus reducing runoff volumes. See attached Storm Water Management Plan

(SWMP) and calculations.

Geotechnical Exploration Geotechnical report is attached as an appendix to the specification.

Post-Construction Storm Water Management Plan

Calculations & Summaries

ST. PETERSBURG GRAVEL

PARKING

100% Submittal

AE-MN Project No. 16104

January 8, 2021

Prepared By:

Anderson Engineering of MN, LLC 13605 1st Avenue North, Suite 100

Plymouth, MN 55441

Ph: 763.412.4000 Fax: 763.412.4090

Anderson Engineering of Minnesota, LLC ● 13605 1st Avenue North, Suite 100 ● Plymouth, Minnesota 55441 ● (763) 412-4000 Main ● (763) 412-4090 Fax ● www.ae-mn.com

1 | P a g e

Table of Contents

• Cover Page

• Table of Contents

• Project Overview

• General Location Map

• Existing Site Conditions

• Soils

• Proposed Site Conditions

• Methodology

• Post-Construction Performance Standards – Pinellas County Stormwater Manual

▪ 3.5 Performance Standards

▪ 3.5.4.4 Minimum Elevation

▪ 3.7 Erosion and Sediment Control

▪ Storm Drain System

▪ 4.1 Stormwater Quantity / Flood Control Requirements

▪ 5.1 Stormwater Quality Permitting Requirements

• Summary

Appendix A – Exhibits and Calculations

• A – Existing Drainage Maps

• B – Proposed Drainage Maps

• C – HydroCADD Report

• D – Geotechnical Report

Stormwater Narrative/Summary November 30th, 2020 St. Petersburg Gravel Parking 60% Submittal

St. Petersburg, FL

2 | P a g e

Project Overview

The Veterans Benefit Administration Regional Office St. Petersburg Florida is proposing the resurfacing of two

(North and South) employee gravel parking lots with bituminous asphalt. Curbs, gutters, and trees are to be installed with the bituminous asphalt and IMEG will provide the design for supplementary lighting. The north lot will be accessed through the existing entry points with a one-way angled parking lot. Two new entry points are to be constructed on the north side of the south lot. These access points will be entry only. The exits for the south lot will be reconstructed and will connect to Hoover Ave.

For the purposes of this Stormwater Management Plan, only the North and South parking lots will be considered.

General Location Map

Existing Site Conditions

The VA St. Petersburg Regional Office is located within the City limits of St Petersburg, in Pinellas County. The

North and South parking lots are located in the parking area West of the St. Petersburg Office. The South parking lot is bordered by 10th Street and Hoover Blvd to the South.

3 | P a g e

The North parking lot sheet drains into the swale located north of the parking lot which is retained by a concrete weir. It then makes its way into a detention basin west of the parking area that discharges into Lake Timucuan.

The South parking lot is divided into two drainage trends. Generally, the north half of the south parking lot drains into a 15” RCP. The South half drains into a ditch which makes its way into a detention basin East of the parking lot then into the same 15” RCP which leads into the detention basin west of the overall parking area.

The site is minimally sloped with elevation ranging from 6 to 12 above sea level.

The existing drainage pattern can be seen in Exhibit A- Existing Drainage Maps found in Appendix A of this report.

Soils

ThThe soils typically found on this project are classified as hydraulic soil Type A. The soils mainly consist of a top layer or gravel (GM) about 1’ in depth, with an underlying soil of poorly graded sand with silt (SP-SM). The soils encountered by the by the borings were found to be clean sands and will provide good drainage that are suitable for infiltration practices with an infiltration design rate of 0.80 in/hr.

A full report, complete with soil boring logs can be found in Exhibit D – Geotechnical Report within Appendix A of this report. This report was assembled by Terracon dated November 18, 2020.

Proposed Site Conditions

The north parking lot drainage divide will be kept consistent with existing conditions. Stormwater will continue to sheet flow to the north and into the existing drainage swale located on the north side of the site. Construction limits are to be help outside of the existing swale. Stormwater will be detained within the swale via concrete weir. Stormwater will discharge into the existing basin located on the west side of the site.

The south lot drainage pattern is to be divided to the north and south. The south side of the lot will be directed into the drainage swales located adjacent to Hoover Ave that discharges into the existing basin to the east.

The existing 15” RCP outlet that runs under the existing parking lot is to be replaced and re-routed. The north side of the lot will drain into a series of catch basins that are connected to the storm system. Discharge for the lot will be in the northwest corner into an existing drainage swale that leads to the basin located to the west of the site.

The proposed drainage pattern can be seen in Exhibit B – Proposed Drainage Maps found in Appendix A of this report.

Methodology

The hydrologic characteristics of the site were modeled using HydroCAD software. TR55/TR20 methods were utilized. Existing and proposed drainage areas were determined via review of current land survey data and aerial photos.

The 25, & 100-year frequency events where analyzed for peak runoff rate control in the existing and proposed conditions. The SCS Type II 24-hr storm event distribution was used. Depths for the 25, and 100-year storms were found to be 9.05”, and 12.98” respectively. Runoff from pervious and impervious surfaces were calculated separately to more accurately model the runoff volume from the site surfaces. The time of concentration for each drainage area has been calculated using the NRCS method with a minimum time of 5.0 min.

The generated report can be seen in Exhibit C –HydroCAD Report.

4 | P a g e

Post-Construction Performance Standards – Pinellas County

Stormwater Manual

3.5 Performance Standards

• Requirement: Any development or redevelopment activity, including demolition and reconstruction, of impervious surfaces that produce stormwater runoff, is subject to the performance standards.

Per rule 3.5.1.5, Resurfacing of existing paved roads, and grading of existing unpaved roads are except from stormwater criteria. The anticipated impervious area is to be decreased overall from existing conditions, and therefore stormwater treatment is not required for this project.

Rate control was analyzed for informational purposes only. The 25 and 100-year storm events were modeled per Pinellas County Stormwater Manual. Existing condition rates and proposed rates were compared for the entire property area. A full summary of the existing and proposed Hydrocad results can be found within Exhibit

C – Hydrocad Report, tabulation of the existing and proposed peak runoff rates can be found in Table 1 below.

Table 1 – Existing & Proposed Runoff Rate Summary

Storm Event Overall Pre-Development

Rate (CFS)

Overall Post-Development

Rate (CFS)

25YR – 9.05” 13.81 11.07

100YR – 12.98” 21.31 17.71

3.5.4.4 Minimum Elevation

• Requirement: The minimum edge of pavement elevation for road construction is five feet above mean see level (NAVD) or the loest edge of pavement shall be above the 25-year event as indicated in the stormwater management plan.

Pavement elevations for both the north and south lot have been risen from existing conditions to provide proper drainage throughout. The lowest proposed pavement elevation for the north lot is found to be 9.30. The lowest proposed pavement elevation for the south lot is located at the curb cut(s) adjacent to Hoover Ave and is found to be 7.3. Both lot minimum elevations are above the required elevation.

3.7 Erosion and Sediment Control

Erosion and Sediment Control measures have been designed based off of the Florida’s NPDES Generic Permit for Stormwater Discharge for Large and Small Construction Activities. A Stormwater Pollution Prevention Plan

(SWPPP) has been developed and included within the project plan set.

Storm Drain Systems

All storm sewer has been designed using a 10-year return frequency storm intensities. Intensities used for design have been pulled from the IDF tables developed by NOAA Atlas 14. The rational method was employed to determine the flowrate into the storm sewer; pipe diameter, inlet elevations, and slopes were designed to maintain an ultimate cleaning velocity of at least 3.0 fps (Feet per Second).

5 | P a g e

4.1 Stormwater Quantity / Flood Control Requirements

Per subsection 3.5.1, this project is exempt from this rule.

5.1 Stormwater Quality Permitting Requirements

Per subsection 3.5.1, this project is exempt from this rule.

Summary

The site layout and final grading is designed to take advantage of the existing terrain for drainage and will result in a gently rolling topography matching the surrounding landscape. Within the project boundary, some changes to the existing drainage patterns are expected due to the construction of the site improvements.

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Fi le

P at h:

y:

\1

\1 v ba s t p et er sb ur g gr av el p ar ki ng s w m p\ dw gs

\1

_e xi st in g dr ai na ge s.

dw g e di t:b fie ld sa ve d:1 1/

/2

6:

A M p lo t:1

1/

/2

6:

A

M

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORDSTAMPCONSULTANT

321 4 5 6 7 8 9 10

IMEG CORP.

14755 PRESTON RD STE 845

DALLAS, TX 75254

972-239-6100

MARIO ARRENDONDO

Project Director

Revisions:

13605 1st Ave. N. #100 Pl ymout h, MN 55441 P 763.412.4000 | F 763.412.4090 | ae-mn.com Anderson Engineering of Minnesota, LLC | Proj # #####

ST. PETERSBURG GRAVEL

PARKING

VB3238

NOV. 30TH, 2020

ST. PETERSBURG, FLORIDA

60% CONSTRUCTION

DOCUMENTS

60 % CONSTRUCTION DOCUMENTS

NOT FOR CONSTRUCTION

Date:

SW-101

EXISTING DRAINAGE MAP -

NORTH PARKING LOT

ES BF

N 0 10' 20'

SCALE:1

EXISTING DRAINAGE MAP - NORTH PARKING LOT

1" = 10' (30" x 42" PAPER SIZE)

LEGEND

DRAINAGE ARROW DIRECTION

DRAINAGE AREA BOUNDARY

TIME OF CONCENTRATION PATH

SUB-DRAINAGE AREA

STORMWATER FEATURE

DRAINAGE AREA REACH

XX

DRAINAGE AREA SUMMARY

DRAINAGE AREA IMPERVIOUS (SF) PERVIOUS (SF) TOTAL (SF)

10S 16293 5237 21529 20S 0 15889 15889 30S 1193 253 1446

TOTAL 17486 21379 38864

60L

50P

AutoCAD SHX Text

POINT NO. 10003

AutoCAD SHX Text

POINT NO. 10002

AutoCAD SHX Text

LANDSCAPE TIMBER

AutoCAD SHX Text

LANDSCAPE TIMBER

AutoCAD SHX Text

BUMPER CURB

AutoCAD SHX Text

BUMPER CURB

0.

1%

0.1%

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Fi le

P at h:

y:

\1

\1 v ba s t p et er sb ur g gr av el p ar ki ng s w m p\ dw gs

\1

_e xi st in g dr ai na ge s.

di t:b fie ld sa ve d:1 1/

/2

6:

A M p lo t:1

1/

/2

6:

A

M

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORDSTAMPCONSULTANT

321 4 5 6 7 8 9 10

IMEG CORP.

14755 PRESTON RD STE 845

DALLAS, TX 75254

972-239-6100

MARIO ARRENDONDO

Project Director

Revisions:

13605 1st Ave. N. #100 Pl ymout h, MN 55441 P 763.412.4000 | F 763.412.4090 | ae-mn.com Anderson Engineering of Minnesota, LLC | Proj # #####

ST. PETERSBURG GRAVEL

PARKING

VB3238

NOV. 30TH, 2020

ST. PETERSBURG, FLORIDA

60% CONSTRUCTION

DOCUMENTS

60 % CONSTRUCTION DOCUMENTS

NOT FOR CONSTRUCTION

Date:

SW-102

EXISTING DRAINAGE MAP-

SOUTH PARKING LOT

ES BF

N 0 20' 40'

SCALE:1

EXISTING DRAINAGE MAP - SOUTH PARKING LOT

1" = 20' (30" x 42" PAPER SIZE)

LEGEND

DRAINAGE ARROW DIRECTION

DRAINAGE AREA BOUNDARY

TIME OF CONCENTRATION PATH

SUB-DRAINAGE AREA

STORMWATER FEATURE

DRAINAGE AREA REACH

XX

DRAINAGE AREA SUMMARY

DRAINAGE AREA IMPERVIOUS (SF) PERVIOUS (SF) TOTAL (SF)

40S 49789 19221 69010

TOTAL 49789 19221 69010

60L

CONCRETE WALK

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Fi le

P at h:

y:

\1

\1 v ba s t p et er sb ur g gr av el p ar ki ng s w m p\ dw gs

\1

_p ro po se d dr ai na ge s.

di t:cn el so n s av ed :11

/2 3/

:4

P

M p lo t:1 1/

/2

6:

A M

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORDSTAMPCONSULTANT

321 4 5 6 7 8 9 10

IMEG CORP.

14755 PRESTON RD STE 845

DALLAS, TX 75254

972-239-6100

MARIO ARRENDONDO

Project Director

Revisions:

13605 1st Ave. N. #100 Pl ymout h, MN 55441 P 763.412.4000 | F 763.412.4090 | ae-mn.com Anderson Engineering of Minnesota, LLC | Proj # #####

ST. PETERSBURG GRAVEL

PARKING

VB3238

NOV. 30TH, 2020

ST. PETERSBURG, FLORIDA

60% CONSTRUCTION

DOCUMENTS

60 % CONSTRUCTION DOCUMENTS

NOT FOR CONSTRUCTION

Date:

SW-201

EXISTING DRAINAGE MAP -

NORTH PARKING LOT

ES BF

N 0 10' 20'

SCALE:1

EXISTING DRAINAGE MAP - NORTH PARKING LOT

1" = 10' (30" x 42" PAPER SIZE)

LEGEND

DRAINAGE ARROW DIRECTION

DRAINAGE AREA BOUNDARY

TIME OF CONCENTRATION PATH

SUB-DRAINAGE AREA

STORMWATER FEATURE

DRAINAGE AREA REACH

XX

DRAINAGE AREA SUMMARY

DRAINAGE AREA IMPERVIOUS (SF) PERVIOUS (SF) TOTAL (SF)

100S 12419 9110 21529 200S 0 15889 15889 300S 891 555 1446

TOTAL 13310 25054 38864

600L

500P

AutoCAD SHX Text

BUMPER CURB

BAY PINES BLVD.

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Fi le

P at h:

y:

\1

\1 v ba s t p et er sb ur g gr av el p ar ki ng s w m p\ dw gs

\1

_p ro po se d dr ai na ge s.

di t:cn el so n s av ed :11

/2 3/

:4

P

M p lo t:1 1/

/2

6:

A M

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORDSTAMPCONSULTANT

321 4 5 6 7 8 9 10

IMEG CORP.

14755 PRESTON RD STE 845

DALLAS, TX 75254

972-239-6100

MARIO ARRENDONDO

Project Director

Revisions:

13605 1st Ave. N. #100 Pl ymout h, MN 55441 P 763.412.4000 | F 763.412.4090 | ae-mn.com Anderson Engineering of Minnesota, LLC | Proj # #####

ST. PETERSBURG GRAVEL

PARKING

VB3238

NOV. 30TH, 2020

ST. PETERSBURG, FLORIDA

60% CONSTRUCTION

DOCUMENTS

60 % CONSTRUCTION DOCUMENTS

NOT FOR CONSTRUCTION

Date:

SW-202

EXISTING DRAINAGE MAP-

SOUTH PARKING LOT

ES BF

N 0 20' 40'

SCALE:1

EXISTING DRAINAGE MAP - SOUTH PARKING LOT

1" = 20' (30" x 42" PAPER SIZE)

LEGEND

DRAINAGE ARROW DIRECTION

DRAINAGE AREA BOUNDARY

TIME OF CONCENTRATION PATH

SUB-DRAINAGE AREA

STORMWATER FEATURE

DRAINAGE AREA REACH

XX

DRAINAGE AREA SUMMARY

DRAINAGE AREA IMPERVIOUS (SF) PERVIOUS (SF) TOTAL (SF)

400S 46613 22397 69010

TOTAL 46613 22397 69010

600L

AutoCAD SHX Text

BUMPER CURB

AutoCAD SHX Text

BUMPER CURB

AutoCAD SHX Text

SPEED HUMP

AutoCAD SHX Text

BENCH MARK: TOP NUT OF HYDRANT ELEVATION = 10.46 FEET

AutoCAD SHX Text

HOOVER BLVD.

AutoCAD SHX Text

BLDG.

AutoCAD SHX Text

GATE

AutoCAD SHX Text

CONCRETE SLAB

400S

EXISTING

CONDITIONS

PROPOSED

CONDITIONS

10S

EX. NORTH LOT

20S

EX. NORTH

30S

EX. NORTH

UNCAPTURED

40S

EX. SOUTH LOT

100S

PROPOSED NORTH

LOT

200S

PROPOSED NORTH

300S

PROPOSED NORTH

UNCAPTURED

400S

PROPOSED SOUTH

LOT

50P

EX. NORTH SWALE

500P

PROPOSED NORTH

SWALE

60L

EX. WEST BASIN

70L

EX. OVERALL RUNOFF

600L

PROPOSED WEST

BASIN

700L

PROPOSED OVERALL

RUNOFF

Routing Diagram for 16104_Hydrocad Prepared by Anderson Engineering of MN, LLC, Printed 11/30/2020 HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Subcat Reach Pond Link

EXISTING

10S

EX. NORTH LOT

20S

EX. NORTH

30S

EX. NORTH

UNCAPTURED

40S

EX. SOUTH LOT

50P

EX. NORTH SWALE

60L

EX. WEST BASIN

70L

EX. OVERALL RUNOFF

Routing Diagram for 16104_Hydrocad Prepared by Anderson Engineering of MN, LLC, Printed 11/30/2020

St. Petersburg Parking Lots

16104_Hydrocad Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC

Page 3HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Project Notes

Rainfall events imported from "NRCS-Rain.txt" for 999 FL Pinellas East

Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC

Page 4HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Area Listing (selected nodes)

Area

(acres)

CN Description

(subcatchment-numbers)

0.932 39 >75% Grass cover, Good, HSG A (10S, 20S, 30S, 40S)

1.544 98 Paved parking, HSG A (10S, 30S, 40S)

2.476 76 TOTAL AREA

Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC

Page 5HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Soil Listing (selected nodes)

Area

(acres)

Soil

Group

Subcatchment

Numbers

2.476 HSG A 10S, 20S, 30S, 40S

0.000 HSG B

0.000 HSG C

0.000 HSG D

0.000 Other

2.476 TOTAL AREA

Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC

Page 6HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Ground Covers (selected nodes)

HSG-A

(acres)

HSG-B

(acres)

HSG-C

(acres)

HSG-D

(acres)

Other

(acres)

Total

(acres)

Ground

Cover

Subcatchment

Numbers

0.932 0.000 0.000 0.000 0.000 0.932 >75% Grass cover, Good 10S, 20S, 30S, 40S

1.544 0.000 0.000 0.000 0.000 1.544 Paved parking 10S, 30S, 40S

2.476 0.000 0.000 0.000 0.000 2.476 TOTAL AREA

MSE 24-hr 6 25-Year Rainfall=9.05"16104_Hydrocad Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC

Page 7HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN

Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method

Runoff Area=21,530 sf 75.68% Impervious Runoff Depth>7.10"Subcatchment 10S: EX. NORTH LOT Flow Length=81' Tc=5.3 min CN=84 Runoff=3.82 cfs 0.293 af

Runoff Area=15,889 sf 0.00% Impervious Runoff Depth>1.62"Subcatchment 20S: EX. NORTH Flow Length=62' Slope=0.0020 '/' Tc=20.2 min CN=39 Runoff=0.34 cfs 0.049 af

Runoff Area=1,446 sf 82.50% Impervious Runoff Depth>7.59"Subcatchment 30S: EX. NORTH Flow Length=17' Tc=5.0 min CN=88 Runoff=0.27 cfs 0.021 af

Runoff Area=69,010 sf 72.15% Impervious Runoff Depth>6.85"Subcatchment 40S: EX. SOUTH LOT Flow Length=391' Slope=0.0010 '/' Tc=10.2 min CN=82 Runoff=10.26 cfs 0.905 af

Peak Elev=8.97' Storage=2,797 cf Inflow=3.92 cfs 0.342 afPond 50P: EX. NORTH SWALE Discarded=0.07 cfs 0.085 af Primary=3.35 cfs 0.216 af Outflow=3.42 cfs 0.301 af

Inflow=13.60 cfs 1.120 afLink 60L: EX. WEST BASIN Primary=13.60 cfs 1.120 af

Inflow=13.81 cfs 1.141 afLink 70L: EX. OVERALL RUNOFF Primary=13.81 cfs 1.141 af

Total Runoff Area = 2.476 ac Runoff Volume = 1.268 af Average Runoff Depth = 6.14" 37.64% Pervious = 0.932 ac 62.36% Impervious = 1.544 ac

Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC

Page 8HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Summary for Subcatchment 10S: EX. NORTH LOT

[49] Hint: Tc<2dt may require smaller dt

Runoff = 3.82 cfs @ 12.12 hrs, Volume= 0.293 af, Depth> 7.10"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 6 25-Year Rainfall=9.05"

Area (sf) CN Description

16,293 98 Paved parking, HSG A 5,237 39 >75% Grass cover, Good, HSG A

21,530 84 Weighted Average 5,237 24.32% Pervious Area

16,293 75.68% Impervious Area

Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)

0.3 50 0.0260 3.27 Shallow Concentrated Flow, Paved Kv= 20.3 fps

5.0 31 0.0160 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 4.71"

5.3 81 Total

Subcatchment 10S: EX. NORTH LOT

Runoff

Hydrograph

Time (hours) 2423222120191817161514131211109876543210

F lo w

(c fs

MSE 24-hr 6

25-Year Rainfall=9.05"

Runoff Area=21,530 sf

Runoff Volume=0.293 af

Runoff Depth>7.10"

Flow Length=81'

Tc=5.3 min

CN=84

3.82 cfs

Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC

Page 9HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Summary for Subcatchment 20S: EX. NORTH

Runoff = 0.34 cfs @ 12.35 hrs, Volume= 0.049 af, Depth> 1.62"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 6 25-Year Rainfall=9.05"

Area (sf) CN Description

0 98 Paved parking, HSG A 15,889 39 >75% Grass cover, Good, HSG A

15,889 39 Weighted Average 15,889 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)

20.2 62 0.0020 0.05 Sheet Flow, Grass: Dense n= 0.240 P2= 4.71"

Subcatchment 20S: EX. NORTH

Runoff

Hydrograph

Time (hours) 2423222120191817161514131211109876543210

F

0.38

0.36

0.34

0.32

0.3

0.28

0.26

0.24

0.22

0.2

0.18

0.16

0.14

0.12

0.1

0.08

0.06

0.04

0.02

MSE 24-hr 6

25-Year Rainfall=9.05"

Runoff Area=15,889 sf

Runoff Volume=0.049 af

Runoff Depth>1.62"

Flow Length=62'

Slope=0.0020 '/'

Tc=20.2 min

CN=39

0.34 cfs

Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC

Page 10HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Summary for Subcatchment 30S: EX. NORTH UNCAPTURED

[49] Hint: Tc<2dt may require smaller dt

Runoff = 0.27 cfs @ 12.11 hrs, Volume= 0.021 af, Depth> 7.59"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 6 25-Year Rainfall=9.05"

Area (sf) CN Description

1,193 98 Paved parking, HSG A 253 39 >75% Grass cover, Good, HSG A

1,446 88 Weighted Average 253 17.50% Pervious Area

1,193 82.50% Impervious Area

Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)

5.0 17 0.06 Direct Entry, Subcatchment 30S: EX. NORTH UNCAPTURED

Runoff

Hydrograph

Time (hours) 2423222120191817161514131211109876543210

F

0.3

0.28

0.26

0.24

0.22

0.2

0.18

0.16

0.14

0.12

0.1

0.08

0.06

0.04

0.02

MSE 24-hr 6

25-Year Rainfall=9.05"

Runoff Area=1,446 sf

Runoff Volume=0.021 af

Runoff Depth>7.59"

Flow Length=17'

Tc=5.0 min

CN=88

0.27 cfs

Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC

Page 11HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Summary for Subcatchment 40S: EX. SOUTH LOT

Runoff = 10.26 cfs @ 12.17 hrs, Volume= 0.905 af, Depth> 6.85"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 6 25-Year Rainfall=9.05"

Area (sf) CN Description

49,789 98 Paved parking, HSG A 19,221 39 >75% Grass cover, Good, HSG A

69,010 82 Weighted Average 19,221 27.85% Pervious Area 49,789 72.15% Impervious Area

Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)

10.2 391 0.0010 0.64 Shallow Concentrated Flow, Paved Kv= 20.3 fps

Subcatchment 40S: EX. SOUTH LOT

Runoff

Hydrograph

Time (hours) 2423222120191817161514131211109876543210

F

MSE 24-hr 6

25-Year Rainfall=9.05"

Runoff Area=69,010 sf

Runoff Volume=0.905 af

Runoff Depth>6.85"

Flow Length=391'

Slope=0.0010 '/'

Tc=10.2 min

CN=82

10.26 cfs

Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC

Page 12HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Summary for Pond 50P: EX. NORTH SWALE

Inflow Area = 0.859 ac, 43.54% Impervious, Inflow Depth > 4.77" for 25-Year event Inflow = 3.92 cfs @ 12.12 hrs, Volume= 0.342 af Outflow = 3.42 cfs @ 12.16 hrs, Volume= 0.301 af, Atten= 13%, Lag= 2.6 min Discarded = 0.07 cfs @ 12.16 hrs, Volume= 0.085 af Primary = 3.35 cfs @ 12.16 hrs, Volume= 0.216 af

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 8.97' @ 12.16 hrs Surf.Area= 3,933 sf Storage= 2,797 cf

Plug-Flow detention time= 91.2 min calculated for 0.301 af (88% of inflow) Center-of-Mass det. time= 33.5 min ( 844.1 - 810.6 )

Volume Invert Avail.Storage Storage Description

#1 8.00' 9,919 cf Custom Stage Data (Prismatic) Listed below (Recalc)

Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet)

8.00 1,837 0 0

9.00 4,000 2,919 2,919

10.00 10,000 7,000 9,919

Device Routing Invert Outlet Devices

#1 Primary 8.70' 10.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00

2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65

2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88

#2 Discarded 8.00' 0.800 in/hr Exfiltration over Surface area

Discarded OutFlow Max=0.07 cfs @ 12.16 hrs HW=8.97' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.07 cfs)

Primary OutFlow Max=3.27 cfs @ 12.16 hrs HW=8.97' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 3.27 cfs @ 1.23 fps)

Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC

Page 13HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Pond 50P: EX. NORTH SWALE

Inflow Outflow Discarded Primary

Hydrograph

Time (hours) 2423222120191817161514131211109876543210

F

Inflow Area=0.859 ac

Peak Elev=8.97'

Storage=2,797 cf

3.92 cfs

3.42 cfs

0.07 cfs

3.35 cfs

Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC

Page 14HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Summary for Link 60L: EX. WEST BASIN

Inflow Area = 2.443 ac, 62.09% Impervious, Inflow Depth > 5.50" for 25-Year event Inflow = 13.60 cfs @ 12.17 hrs, Volume= 1.120 af Primary = 13.60 cfs @ 12.17 hrs, Volume= 1.120 af, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs

Link 60L: EX. WEST BASIN

Inflow Primary

Hydrograph

Time (hours) 2423222120191817161514131211109876543210

F

Inflow Area=2.443 ac

13.60 cfs13.60 cfs

Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC

Page 15HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Summary for Link 70L: EX. OVERALL RUNOFF

Inflow Area = 2.476 ac, 62.36% Impervious, Inflow Depth > 5.53" for 25-Year event Inflow = 13.81 cfs @ 12.17 hrs, Volume= 1.141 af Primary = 13.81 cfs @ 12.17 hrs, Volume= 1.141 af, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs

Link 70L: EX. OVERALL RUNOFF

Inflow Primary

Hydrograph

Time (hours) 2423222120191817161514131211109876543210

F

Inflow Area=2.476 ac

13.81 cfs13.81 cfs

MSE 24-hr 6 100-Year Rainfall=12.98"16104_Hydrocad Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC

Page 16HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN

Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method

Runoff Area=21,530 sf 75.68% Impervious Runoff Depth>10.94"Subcatchment 10S: EX. NORTH LOT Flow Length=81' Tc=5.3 min CN=84 Runoff=5.73 cfs 0.451 af

Runoff Area=15,889 sf 0.00% Impervious Runoff Depth>3.79"Subcatchment 20S: EX. NORTH Flow Length=62' Slope=0.0020 '/' Tc=20.2 min CN=39 Runoff=0.97 cfs 0.115 af

Runoff Area=1,446 sf 82.50% Impervious Runoff Depth>11.47"Subcatchment 30S: EX. NORTH Flow Length=17' Tc=5.0 min CN=88 Runoff=0.40 cfs 0.032 af

Runoff Area=69,010 sf 72.15% Impervious Runoff Depth>10.66"Subcatchment 40S: EX. SOUTH LOT Flow Length=391' Slope=0.0010 '/' Tc=10.2 min CN=82 Runoff=15.56 cfs 1.407 af

Peak Elev=9.07' Storage=3,192 cf Inflow=6.18 cfs 0.566 afPond 50P: EX. NORTH SWALE Discarded=0.08 cfs 0.094 af Primary=5.46 cfs 0.430 af Outflow=5.54 cfs 0.524 af

Inflow=20.99 cfs 1.837 afLink 60L: EX. WEST BASIN Primary=20.99 cfs 1.837 af

Inflow=21.31 cfs 1.869 afLink 70L: EX. OVERALL RUNOFF Primary=21.31 cfs 1.869 af

Total Runoff Area = 2.476 ac Runoff Volume = 2.005 af Average Runoff Depth = 9.72" 37.64% Pervious = 0.932 ac 62.36% Impervious = 1.544 ac

Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC

Page 17HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Summary for Subcatchment 10S: EX. NORTH LOT

[49] Hint: Tc<2dt may require smaller dt

Runoff = 5.73 cfs @ 12.12 hrs, Volume= 0.451 af, Depth>10.94"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 6 100-Year Rainfall=12.98"

Area (sf) CN Description

16,293 98 Paved parking, HSG A 5,237 39 >75% Grass cover, Good, HSG A

21,530 84 Weighted Average 5,237 24.32% Pervious Area

16,293 75.68% Impervious Area

Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)

0.3 50 0.0260 3.27 Shallow Concentrated Flow, Paved Kv= 20.3 fps

5.0 31 0.0160 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 4.71"

5.3 81 Total

Subcatchment 10S: EX. NORTH LOT

Runoff

Hydrograph

Time (hours) 2423222120191817161514131211109876543210

F

MSE 24-hr 6

100-Year Rainfall=12.98"

Runoff Area=21,530 sf

Runoff Volume=0.451 af

Runoff Depth>10.94"

Flow Length=81'

Tc=5.3 min

CN=84

5.73 cfs

Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC

Page 18HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Summary for Subcatchment 20S: EX. NORTH

Runoff = 0.97 cfs @ 12.32 hrs, Volume= 0.115 af, Depth> 3.79"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 6 100-Year Rainfall=12.98"

Area (sf) CN Description

0 98 Paved parking, HSG A 15,889 39 >75% Grass cover, Good, HSG A

15,889 39 Weighted Average 15,889 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)

20.2 62 0.0020 0.05 Sheet Flow, Grass: Dense n= 0.240 P2= 4.71"

Subcatchment 20S: EX. NORTH

Runoff

Hydrograph

Time (hours) 2423222120191817161514131211109876543210

F

MSE 24-hr 6

100-Year Rainfall=12.98"

Runoff Area=15,889 sf

Runoff Volume=0.115 af

Runoff Depth>3.79"

Flow Length=62'

Slope=0.0020 '/'

Tc=20.2 min

0.97 cfs

Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC

Page 19HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Summary for Subcatchment 30S: EX. NORTH UNCAPTURED

[49] Hint: Tc<2dt may require smaller dt

Runoff = 0.40 cfs @ 12.11 hrs, Volume= 0.032 af, Depth>11.47"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 6 100-Year Rainfall=12.98"

Area (sf) CN Description

1,193 98 Paved parking, HSG A 253 39 >75% Grass cover, Good, HSG A

1,446 88 Weighted Average 253 17.50% Pervious Area

1,193 82.50% Impervious Area

Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)

5.0 17 0.06 Direct Entry, Subcatchment 30S: EX. NORTH UNCAPTURED

Runoff

Hydrograph

Time (hours) 2423222120191817161514131211109876543210

F

0.44

0.42

0.4

0.38

0.36

0.34

0.32

0.3

0.28

0.26

0.24

0.22

0.2

0.18

0.16

0.14

0.12

0.1

0.08

0.06

0.04

0.02

MSE 24-hr 6

100-Year Rainfall=12.98"

Runoff Area=1,446 sf

Runoff Volume=0.032 af

Runoff Depth>11.47"

Flow Length=17'

Tc=5.0 min

CN=88

0.40 cfs

Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC

Page 20HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Summary for Subcatchment 40S: EX. SOUTH LOT

Runoff = 15.56 cfs @ 12.17 hrs, Volume= 1.407 af, Depth>10.66"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 6 100-Year Rainfall=12.98"

Area (sf) CN Description

49,789 98 Paved parking, HSG A 19,221 39 >75% Grass cover, Good, HSG A

69,010 82 Weighted Average 19,221 27.85% Pervious Area 49,789 72.15% Impervious Area

Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)

10.2 391 0.0010 0.64 Shallow Concentrated Flow, Paved Kv= 20.3 fps

Subcatchment 40S: EX. SOUTH LOT

Runoff

Hydrograph

Time (hours) 2423222120191817161514131211109876543210

F

MSE 24-hr 6

100-Year Rainfall=12.98"

Runoff Area=69,010 sf

Runoff Volume=1.407 af

Runoff Depth>10.66"

Flow Length=391'

Slope=0.0010 '/'

Tc=10.2 min

CN=82

15.56 cfs

Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC

Page 21HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Summary for Pond 50P: EX. NORTH SWALE

Inflow Area = 0.859 ac, 43.54% Impervious, Inflow Depth > 7.90" for 100-Year event Inflow = 6.18 cfs @ 12.12 hrs, Volume= 0.566 af Outflow = 5.54 cfs @ 12.16 hrs, Volume= 0.524 af, Atten= 10%, Lag= 2.4 min Discarded = 0.08 cfs @ 12.16 hrs, Volume= 0.094 af Primary = 5.46 cfs @ 12.16 hrs, Volume= 0.430 af

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 9.07' @ 12.16 hrs Surf.Area= 4,392 sf Storage= 3,192 cf

Plug-Flow detention time= 66.3 min calculated for 0.524 af (93% of inflow) Center-of-Mass det. time= 27.0 min ( 829.0 - 802.0 )

Volume Invert Avail.Storage Storage Description

#1 8.00' 9,919 cf Custom Stage Data (Prismatic) Listed below (Recalc)

Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet)

8.00 1,837 0 0

9.00 4,000 2,919 2,919

10.00 10,000 7,000 9,919

Device Routing Invert Outlet Devices

#1 Primary 8.70' 10.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00

2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65

2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88

#2 Discarded 8.00' 0.800 in/hr Exfiltration over Surface area

Discarded OutFlow Max=0.08 cfs @ 12.16 hrs HW=9.06' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.08 cfs)

Primary OutFlow Max=5.35 cfs @ 12.16 hrs HW=9.06' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 5.35 cfs @ 1.48 fps)

Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC

Page 22HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Pond 50P: EX. NORTH SWALE

Inflow Outflow Discarded Primary

Hydrograph

Time (hours) 2423222120191817161514131211109876543210

F

Inflow Area=0.859 ac

Peak Elev=9.07'

Storage=3,192 cf

6.18 cfs

5.54 cfs

0.08 cfs

5.46 cfs

Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC

Page 23HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Summary for Link 60L: EX. WEST BASIN

Inflow Area = 2.443 ac, 62.09% Impervious, Inflow Depth > 9.02" for 100-Year event Inflow = 20.99 cfs @ 12.17 hrs, Volume= 1.837 af Primary = 20.99 cfs @ 12.17 hrs, Volume= 1.837 af, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs

Link 60L: EX. WEST BASIN

Inflow Primary

Hydrograph

Time (hours) 2423222120191817161514131211109876543210

F

20.99 cfs20.99 cfs

Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC

Page 24HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Summary for Link 70L: EX. OVERALL RUNOFF

Inflow Area = 2.476 ac, 62.36% Impervious, Inflow Depth > 9.06" for 100-Year event Inflow = 21.31 cfs @ 12.17 hrs, Volume= 1.869 af Primary = 21.31 cfs @ 12.17 hrs, Volume= 1.869 af, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs

Link 70L: EX. OVERALL RUNOFF

Inflow Primary

Hydrograph

Time (hours) 2423222120191817161514131211109876543210

F

21.31 cfs21.31 cfs

PROPOSED

100S

PROPOSED NORTH

LOT

200S

PROPOSED NORTH

300S

PROPOSED NORTH

UNCAPTURED

400S

PROPOSED SOUTH

LOT

500P

PROPOSED NORTH

SWALE600L

PROPOSED WEST

BASIN

700L

PROPOSED OVERALL

RUNOFF

Routing Diagram for 16104_Hydrocad Prepared by Anderson Engineering of MN, LLC, Printed 11/30/2020

Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC

Page 26HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Project Notes

Rainfall events imported from "NRCS-Rain.txt" for 999 FL Pinellas East

Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC

Page 27HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Area Listing (selected nodes)

Area

(acres)

CN Description

(subcatchment-numbers)

1.101 39 >75% Grass cover, Good, HSG A (100S, 200S, 300S, 400S)

1.376 98 Paved parking, HSG A (100S, 300S, 400S)

2.476 72 TOTAL AREA

Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC

Page 28HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Soil Listing (selected nodes)

Area

(acres)

Soil

Group

Subcatchment

Numbers

2.476 HSG A 100S, 200S, 300S, 400S

0.000 HSG B

0.000 HSG C

0.000 HSG D

0.000 Other

2.476 TOTAL AREA

Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC

Page 29HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Ground Covers (selected nodes)

HSG-A

(acres)

HSG-B

(acres)

HSG-C

(acres)

HSG-D

(acres)

Other

(acres)

Total

(acres)

Ground

Cover

Subcatchment

Numbers

1.101 0.000 0.000 0.000 0.000 1.101 >75% Grass cover, Good 100S, 200S, 300S, 400S

1.376 0.000 0.000 0.000 0.000 1.376 Paved parking 100S, 300S, 400S

2.476 0.000 0.000 0.000 0.000 2.476 TOTAL AREA

Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC Page 30HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN

Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method

Runoff Area=21,529 sf 57.68% Impervious Runoff Depth>5.75"Subcatchment 100S: PROPOSED NORTH Flow Length=71' Tc=5.0 min CN=73 Runoff=3.28 cfs 0.237 af

Runoff Area=15,889 sf 0.00% Impervious Runoff Depth>1.62"Subcatchment 200S: PROPOSED NORTH Flow Length=62' Slope=0.0020 '/' Tc=20.2 min CN=39 Runoff=0.34 cfs 0.049 af

Runoff Area=1,446 sf 61.62% Impervious Runoff Depth>6.00"Subcatchment 300S: PROPOSED NORTH Flow Length=17' Tc=5.0 min CN=75 Runoff=0.23 cfs 0.017 af

Runoff Area=69,010 sf 67.55% Impervious Runoff Depth>6.48"Subcatchment 400S: PROPOSED SOUTH Flow Length=381' Slope=0.0010 '/' Tc=15.2 min CN=79 Runoff=8.52 cfs 0.855 af

Peak Elev=8.94' Storage=2,665 cf Inflow=3.38 cfs 0.286 afPond 500P: PROPOSED NORTH SWALE Discarded=0.07 cfs 0.077 af Primary=2.70 cfs 0.169 af Outflow=2.77 cfs 0.245 af

Inflow=10.96 cfs 1.024 afLink 600L: PROPOSED WEST BASIN Primary=10.96 cfs 1.024 af

Inflow=11.07 cfs 1.041 afLink 700L: PROPOSED OVERALL RUNOFF Primary=11.07 cfs 1.041 af

Total Runoff Area = 2.476 ac Runoff Volume = 1.158 af Average Runoff Depth = 5.61" 44.45% Pervious = 1.101 ac 55.55% Impervious = 1.376 ac

Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC Page 31HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Summary for Subcatchment 100S: PROPOSED NORTH LOT

[49] Hint: Tc<2dt may require smaller dt

Runoff = 3.28 cfs @ 12.11 hrs, Volume= 0.237 af, Depth> 5.75"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 6 25-Year Rainfall=9.05"

Area (sf) CN Description

12,419 98 Paved parking, HSG A 9,110 39 >75% Grass cover, Good, HSG A

21,529 73 Weighted Average 9,110 42.32% Pervious Area

12,419 57.68% Impervious Area

Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)

5.0 71 0.24 Direct Entry, Subcatchment 100S: PROPOSED NORTH LOT

Runoff

Hydrograph

Time (hours) 2423222120191817161514131211109876543210

F

MSE 24-hr 6

25-Year Rainfall=9.05"

Runoff Area=21,529 sf

Runoff Volume=0.237 af

Runoff Depth>5.75"

Flow Length=71'

Tc=5.0 min

CN=73

3.28 cfs

Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC Page 32HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Summary for Subcatchment 200S: PROPOSED NORTH

Runoff = 0.34 cfs @ 12.35 hrs, Volume= 0.049 af, Depth> 1.62"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 6 25-Year Rainfall=9.05"

Area (sf) CN Description

0 98 Paved parking, HSG A 15,889 39 >75% Grass cover, Good, HSG A

15,889 39 Weighted Average 15,889 100.00% Pervious Area

Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)

20.2 62 0.0020 0.05 Sheet Flow, Grass: Dense n= 0.240 P2= 4.71"

Subcatchment 200S: PROPOSED NORTH

Runoff

Hydrograph

Time (hours) 2423222120191817161514131211109876543210

F

0.38

0.36

0.34

0.32

0.3

0.28

0.26

0.24

0.22

0.2

0.18

0.16

0.14

0.12

0.1

0.08

0.06

0.04

0.02

MSE 24-hr 6

25-Year Rainfall=9.05"

Runoff Area=15,889 sf

Runoff Volume=0.049 af

Runoff Depth>1.62"

Flow Length=62'

Slope=0.0020 '/'

Tc=20.2 min

0.34 cfs

Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC Page 33HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Summary for Subcatchment 300S: PROPOSED NORTH UNCAPTURED

[49] Hint: Tc<2dt may require smaller dt

Runoff = 0.23 cfs @ 12.11 hrs, Volume= 0.017 af, Depth> 6.00"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 6 25-Year Rainfall=9.05"

Area (sf) CN Description

891 98 Paved parking, HSG A 555 39 >75% Grass cover, Good, HSG A

1,446 75 Weighted Average 555 38.38% Pervious Area 891 61.62% Impervious Area

Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)

5.0 17 0.06 Direct Entry, Subcatchment 300S: PROPOSED NORTH UNCAPTURED

Runoff

Hydrograph

Time (hours) 2423222120191817161514131211109876543210

F

0.25

0.24

0.23

0.22

0.21

0.2

0.19

0.18

0.17

0.16

0.15

0.14

0.13

0.12

0.11

0.1

0.09

0.08

0.07

0.06

0.05

0.04

0.03

0.02

0.01

MSE 24-hr 6

25-Year Rainfall=9.05"

Runoff Area=1,446 sf

Runoff Volume=0.017 af

Runoff Depth>6.00"

Flow Length=17'

Tc=5.0 min

CN=75

0.23 cfs

Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC Page 34HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Summary for Subcatchment 400S: PROPOSED SOUTH LOT

Runoff = 8.52 cfs @ 12.23 hrs, Volume= 0.855 af, Depth> 6.48"

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 6 25-Year Rainfall=9.05"

Area (sf) CN Description

46,613 98 Paved parking, HSG A 22,397 39 >75% Grass cover, Good, HSG A

69,010 79 Weighted Average 22,397 32.45% Pervious Area 46,613 67.55% Impervious Area

Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)

5.2 200 0.0010 0.64 Shallow Concentrated Flow, Paved Kv= 20.3 fps

10.0 181 0.30 Direct Entry,

15.2 381 Total

Subcatchment 400S: PROPOSED SOUTH LOT

Runoff

Hydrograph

Time (hours) 2423222120191817161514131211109876543210

F

MSE 24-hr 6

25-Year Rainfall=9.05"

Runoff Area=69,010 sf

Runoff Volume=0.855 af

Runoff Depth>6.48"

Flow Length=381'

Slope=0.0010 '/'

Tc=15.2 min

CN=79

8.52 cfs

Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC Page 35HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Summary for Pond 500P: PROPOSED NORTH SWALE

Inflow Area = 0.859 ac, 33.19% Impervious, Inflow Depth > 3.99" for 25-Year event Inflow = 3.38 cfs @ 12.12 hrs, Volume= 0.286 af Outflow = 2.77 cfs @ 12.17 hrs, Volume= 0.245 af, Atten= 18%, Lag= 3.2 min Discarded = 0.07 cfs @ 12.17 hrs, Volume= 0.077 af Primary = 2.70 cfs @ 12.17 hrs, Volume= 0.169 af

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 8.94' @ 12.17 hrs Surf.Area= 3,861 sf Storage= 2,665 cf

Plug-Flow detention time= 101.2 min calculated for 0.245 af (86% of inflow) Center-of-Mass det. time= 36.4 min ( 873.0 - 836.5 )

Volume Invert Avail.Storage Storage Description

#1 8.00' 9,919 cf Custom Stage Data (Prismatic) Listed below (Recalc)

Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet)

8.00 1,837 0 0

9.00 4,000 2,919 2,919

10.00 10,000 7,000 9,919

Device Routing Invert Outlet Devices

#1 Primary 8.70' 10.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00

2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65

2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88

#2 Discarded 8.00' 0.800 in/hr Exfiltration over Surface area

Discarded OutFlow Max=0.07 cfs @ 12.17 hrs HW=8.93' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.07 cfs)

Primary OutFlow Max=2.61 cfs @ 12.17 hrs HW=8.93' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 2.61 cfs @ 1.13 fps)

Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC Page 36HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Pond 500P: PROPOSED NORTH SWALE

Inflow Outflow Discarded Primary

Hydrograph

Time (hours) 2423222120191817161514131211109876543210

F

Inflow Area=0.859 ac

Peak Elev=8.94'

Storage=2,665 cf

3.38 cfs

2.77 cfs

0.07 cfs

2.70 cfs

Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC Page 37HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Summary for Link 600L: PROPOSED WEST BASIN

Inflow Area = 2.443 ac, 55.47% Impervious, Inflow Depth > 5.03" for 25-Year event Inflow = 10.96 cfs @ 12.21 hrs, Volume= 1.024 af Primary = 10.96 cfs @ 12.21 hrs, Volume= 1.024 af, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs

Link 600L: PROPOSED WEST BASIN

Inflow Primary

Hydrograph

Time (hours) 2423222120191817161514131211109876543210

F

10.96 cfs10.96 cfs

Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC Page 38HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Summary for Link 700L: PROPOSED OVERALL RUNOFF

Inflow Area = 2.476 ac, 55.55% Impervious, Inflow Depth > 5.04" for 25-Year event Inflow = 11.07 cfs @ 12.21 hrs, Volume= 1.041 af Primary = 11.07 cfs @ 12.21 hrs, Volume= 1.041 af, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs

Link 700L: PROPOSED OVERALL RUNOFF

Inflow Primary

Hydrograph

Time (hours) 2423222120191817161514131211109876543210

F

11.07 cfs11.07 cfs

Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC Page 39HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN

Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method

Runoff Area=21,529 sf 57.68% Impervious Runoff Depth>9.40"Subcatchment 100S: PROPOSED NORTH Flow Length=71' Tc=5.0 min CN=73 Runoff=5.24 cfs 0.387 af

Runoff Area=15,889 sf 0.00% Impervious Runoff Depth>3.79"Subcatchment 200S: PROPOSED NORTH Flow Length=62' Slope=0.0020 '/' Tc=20.2 min CN=39 Runoff=0.97 cfs 0.115 af

Runoff Area=1,446 sf 61.62% Impervious Runoff Depth>9.69"Subcatchment 300S: PROPOSED NORTH Flow Length=17' Tc=5.0 min CN=75 Runoff=0.36 cfs 0.027 af

Runoff Area=69,010 sf 67.55% Impervious Runoff Depth>10.24"Subcatchment 400S: PROPOSED SOUTH Flow Length=381' Slope=0.0010 '/' Tc=15.2 min CN=79 Runoff=13.16 cfs 1.352 af

Peak Elev=9.04' Storage=3,103 cf Inflow=5.69 cfs 0.502 afPond 500P: PROPOSED NORTH SWALE Discarded=0.08 cfs 0.085 af Primary=4.97 cfs 0.375 af Outflow=5.05 cfs 0.460 af

Inflow=17.52 cfs 1.727 afLink 600L: PROPOSED WEST BASIN Primary=17.52 cfs 1.727 af

Inflow=17.71 cfs 1.754 afLink 700L: PROPOSED OVERALL RUNOFF Primary=17.71 cfs 1.754 af

Total Runoff Area = 2.476 ac Runoff Volume = 1.881 af Average Runoff Depth = 9.11" 44.45% Pervious = 1.101 ac 55.55% Impervious = 1.376 ac

Printed 11/30/2020Prepared by Anderson Engineering of MN, LLC Page 40HydroCAD® 10.00-25 s/n 00837 © 2019 HydroCAD Software Solutions LLC

Summary for Subcatchment 100S: PROPOSED NORTH LOT

[49] Hint: Tc<2dt may require smaller dt

Runoff = 5.24 cfs @ 12.11 hrs, Volume= 0.387…