Attachment K - Engineering Calculations_P23005.pdf

PDF 33 MB Posted Mar 23, 2022

Attached to: Construction of Entry Control Point at Aviano Air Base
Solicitation number: N6247021R0003
Issued by: Department of the Navy Naval Facilities Engineering Command

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Written by GovTribe AI · Dec 28, 2023

This document provides details on a federal solicitation opportunity and its related engineering calculations attachment. The solicitation number is N6247021R0003 for the Construction of an Entry Control Point at Aviano Air Base in Italy. The Naval Facilities Engineering Command within the Department of the Navy issued the solicitation seeking offers for the construction project. An attachment titled Engineering Calculations_P23005.pdf is included but its content is not specified. The solicitation and its attachments contain further information on the project requirements and response instructions.

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File	Type	Posted
N6247021R0003 Amend 0009.pdf	PDF	May 4, 2022
N6247021R0003 Amend 0008.pdf	PDF	Apr 25, 2022
N6247021R0003 Amend 0007.pdf	PDF	Apr 25, 2022
Attachment N - Anti-Mafia Self-Certification Form for Contracts between 150K and 5.3M.pdf	PDF	Apr 25, 2022
Attachment O - Anti-Mafia Self-Certification Form for Contracts greater than 5.3M.pdf	PDF	Apr 25, 2022
N6247021R0003 Amend 0006.pdf	PDF	Apr 7, 2022
Attachment M - 01 33 00 Addendum 04-01-2022.pdf	PDF	Apr 7, 2022
N6247021R0003 Amend 0005.pdf	PDF	Apr 7, 2022
N6247021R0003 Amend 0004.pdf	PDF	Apr 1, 2022
Attachment L - P23005 Site Visit Attendance List.pdf	PDF	Mar 23, 2022
N6247021R0003 Amend 0003.pdf	PDF	Mar 23, 2022
N6247021R0003 Amend 0002.pdf	PDF	Mar 11, 2022
N6247021R0003 Amend 0001.pdf	PDF	Mar 8, 2022
Att. G - 1631931_SupplementalAttachment_SitePhotographs_2of3.pdf	PDF	Feb 28, 2022
Att. I - MASW_srt5.pdf	PDF	Feb 28, 2022
Att. I - Utilities survey.pdf	PDF	Feb 28, 2022
Att. H - 1631931dwg2of4.pdf	PDF	Feb 28, 2022
Att. G - 1631931_SupplementalAttachment_SitePhotographs_1of3.pdf	PDF	Feb 28, 2022
Attachment E - SEC-NAV_5512_1_11787 Form.pdf	PDF	Feb 28, 2022
Att. H - 1631931dwg4of4.pdf	PDF	Feb 28, 2022
Att. I - Appendix B - Photographic annex.pdf	PDF	Feb 28, 2022
Att. H - 1631931dwg3of4.pdf	PDF	Feb 28, 2022
N6247021R0003 Solicitation.pdf	PDF	Feb 28, 2022
Att. G - 1631931spc1of1.pdf	PDF	Feb 28, 2022
Attachment C - Construction Experience Project Data Sheet.pdf	PDF	Feb 28, 2022
Attachment J- Environmental and Hazardous Material Report.pdf	PDF	Feb 28, 2022
Att. G - P23005_Final_Relazione Copertura Search Office_Roof Report.pdf	PDF	Feb 28, 2022
Att. G - P23005_Final_Relazione Copertura Canopy_Roof Report.pdf	PDF	Feb 28, 2022
Attachment F - LRA Commercial Vehicle Inspection Procedures.pdf	PDF	Feb 28, 2022
Att. I - MASW_srt6.pdf	PDF	Feb 28, 2022
Att. I - Appendix C - Geotechnical parameters charts.pdf	PDF	Feb 28, 2022
Att. I - Geophysics Report.pdf	PDF	Feb 28, 2022
Att. I - MASW_srt4.pdf	PDF	Feb 28, 2022
Att. G - P23005_Final_Relazione Copertura Gatehouse_Roof Report.pdf	PDF	Feb 28, 2022
Att. I - MASW_srt2.pdf	PDF	Feb 28, 2022
Att. I - Appendix D - Geotechnical lab reports.pdf	PDF	Feb 28, 2022
Att. G - P23005_Final_PSC_SafetyPlan.pdf	PDF	Feb 28, 2022
Attachment B- Schedule B Price Proposal Form.pdf	PDF	Feb 28, 2022
Att. H - 1631931dwg1of4.pdf	PDF	Feb 28, 2022
Att. I - MASW_srt3.pdf	PDF	Feb 28, 2022
Att. G - 1631931_SupplementalAttachment_SitePhotographs_3of3.pdf	PDF	Feb 28, 2022
Att. I - MASW_srt9.pdf	PDF	Feb 28, 2022
Attachment A - Pre-Proposal Inquiry Form.xls	XLS spreadsheet	Feb 28, 2022
Att. I - MASW_srt8.pdf	PDF	Feb 28, 2022
Att. I - Appendix A - Boring logs.pdf	PDF	Feb 28, 2022
Att. I - SRT Graphs.pdf	PDF	Feb 28, 2022
Att. I - MASW_srt1.pdf	PDF	Feb 28, 2022
Attachment D - Past Performance Questionnaire (PPQ).pdf	PDF	Feb 28, 2022
Att. I - MASW_srt7.pdf	PDF	Feb 28, 2022

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Engineering

Calculations

FY2021 MCON P-23005

Aviano Air Base, Italy

April 8, 2021

Contract No. N62742D00004 eProjects Work Order: 1631931 Task Order: N6247020F4024 NAVFAC Atlantic

HDR Project Number 10224522

Table of Contents A – Civil B – Landscape Architecture C – Structural D – Architectural E – Mechanical & Plumbing F – Electrical G – Telecommunications H – Physical Security I – Cybersecurity

NAVFAC Atlantic | Engineering Calculations – FY2021 NAVFAC Project P-23005 A - Civil

A Civil

A1 Design Vehicles

X X

A R

E A

E N

C O

O L

P O

N A

V A

E N

E E

G S

Y S

C O

M M

A N

1917 S. 67TH ST

OMAHA, NE 68106-2973

(402) 399-1000

GENERAL NOTES - NOTE GENERALI

3010 40m20 1:400

LEGEND - LEGENDA

SCALE:

POV TURNING TEMPLATE

1:400

KEYNOTES - NOTE CHIAVE

PLAN

NORTH

C p w w o r k i n g c e n t r a l d

O D

G a t e s i g n

V e h i c l

P t h s d w g

O V

H E

M P

H I L

X X

A R

E A

E N

C O

O L

P O

N A

V A

E N

E E

G S

Y S

C O

M M

A N

1917 S. 67TH ST

OMAHA, NE 68106-2973

(402) 399-1000

3010 40m20 1:400

SCALE:

BUS TURNING TEMPLATE

1:400

PLAN

NORTH

GENERAL NOTES - NOTE GENERALI

LEGEND - LEGENDA

KEYNOTES - NOTE CHIAVE

C p w w o r k i n g c e n t r a l d

B s i g n

V e h i c t h s d w g

U S

H E

M P

H I

X X

A R

E A

E N

C O

O L

P O

N A

V A

E N

E E

G S

Y S

C O

M M

A N

1917 S. 67TH ST

OMAHA, NE 68106-2973

(402) 399-1000

3010 40m20 1:400

SCALE:

SEMI TURNING TEMPLATE

1:400

PLAN

NORTH

GENERAL NOTES - NOTE GENERALI

LEGEND - LEGENDA

KEYNOTES - NOTE CHIAVE

C p w w o r k i n g c e n t r a l d

B s i g n

V e h i c t h s d w g

E M

H E

M P

H I

X X

A R

E A

E N

C O

O L

P O

N A

V A

E N

E E

G S

Y S

C O

M M

A N

1917 S. 67TH ST

OMAHA, NE 68106-2973

(402) 399-1000

3010 40m20 1:400

SCALE:

P-24 FIRETRUCK TURNING TEMPLATE

1:400

PLAN

NORTH

GENERAL NOTES - NOTE GENERALI

LEGEND - LEGENDA

KEYNOTES - NOTE CHIAVE

C p w w o r k i n g c e n t r a l d

B s i g n

V e h i c t h s d w g

I R

E T

R U

C K

H E

M P

H I

X X

A R

E A

E N

C O

O L

P O

N A

V A

E N

E E

G S

Y S

C O

M M

A N

1917 S. 67TH ST

OMAHA, NE 68106-2973

(402) 399-1000

3010 40m20 1:400

SCALE:

P-26 FIRETRUCK TURNING TEMPLATE

1:400

PLAN

NORTH

GENERAL NOTES - NOTE GENERALI

LEGEND - LEGENDA

KEYNOTES - NOTE CHIAVE

C p w w o r k i n g c e n t r a l d

B s i g n

V e h i c t h s d w g

I R

E T

R U

C K

H E

M P

H I

X X

A R

E A

E N

C O

O L

P O

N A

V A

E N

E E

G S

Y S

C O

M M

A N

1917 S. 67TH ST

OMAHA, NE 68106-2973

(402) 399-1000

3010 40m20 1:400

SCALE:

P-33 FIRETRUCK TURNING TEMPLATE

1:400

PLAN

NORTH

GENERAL NOTES - NOTE GENERALI

LEGEND - LEGENDA

KEYNOTES - NOTE CHIAVE

C p w w o r k i n g c e n t r a l d

B s i g n

V e h i c t h s d w g

I R

E T

R U

C K

H E

M P

H I

E A

E N

C O

O L

P O

N A

V A

E N

E E

G S

Y S

C O

M M

A N

1917 S. 67TH ST

OMAHA, NE 68106-2973

(402) 399-1000

SCALE:

POV TURNING TEMPLATE

1:300

PLAN

NORTH 3015

1:300 0 6045

GENERAL NOTES - NOTE GENERALI

LEGEND - LEGENDA

KEYNOTES - NOTE CHIAVE

C p w w o r k i n g c e n t r a l d

B s i g n

V e h i c t h s d w g

O V

H E

M P

H I

E A

E N

C O

O L

P O

N A

V A

E N

E E

G S

Y S

C O

M M

A N

1917 S. 67TH ST

OMAHA, NE 68106-2973

(402) 399-1000

SCALE:

SEMI TURNING TEMPLATE

1:300

PLAN

NORTH 3015

1:300 0 6045

GENERAL NOTES - NOTE GENERALI

LEGEND - LEGENDA

KEYNOTES - NOTE CHIAVE

C p w w o r k i n g c e n t r a l d

B s i g n

V e h i c t h s d w g

E M

H E

M P

H I

E A

E N

C O

O L

P O

N A

V A

E N

E E

G S

Y S

C O

M M

A N

1917 S. 67TH ST

OMAHA, NE 68106-2973

(402) 399-1000

SCALE:

P-24 FIRETRUCK TURNING TEMPLATE

1:300

PLAN

NORTH 3015

1:300 0 6045

GENERAL NOTES - NOTE GENERALI

LEGEND - LEGENDA

KEYNOTES - NOTE CHIAVE

C p w w o r k i n g c e n t r a l d

B s i g n

V e h i c t h s d w g

I R

E T

R U

C K

H E

M P

H I

E A

E N

C O

O L

P O

N A

V A

E N

E E

G S

Y S

C O

M M

A N

1917 S. 67TH ST

OMAHA, NE 68106-2973

(402) 399-1000

SCALE:

P-26 FIRETRUCK TURNING TEMPLATE

1:300

PLAN

NORTH 3015

1:300 0 6045

GENERAL NOTES - NOTE GENERALI

LEGEND - LEGENDA

KEYNOTES - NOTE CHIAVE

C p w w o r k i n g c e n t r a l d

B s i g n

V e h i c t h s d w g

I R

E T

R U

C K

H E

M P

H I

E A

E N

C O

O L

P O

N A

V A

E N

E E

G S

Y S

C O

M M

A N

1917 S. 67TH ST

OMAHA, NE 68106-2973

(402) 399-1000

SCALE:

P-33 FIRETRUCK TURNING TEMPLATE

1:300

PLAN

NORTH 3015

1:300 0 6045

GENERAL NOTES - NOTE GENERALI

LEGEND - LEGENDA

KEYNOTES - NOTE CHIAVE

C p w w o r k i n g c e n t r a l d

B s i g n

V e h i c t h s d w g

I R

E T

R U

C K

H E

M P

H I

A2 Response Time Calculations

X X

THREAT 4 SEGMENT 1

CURVE

L=19m R=20m

THREAT 4 SEGMENT 2

CURVE

L=67m R=26m

OUTBOUND SEGMENT 1

CURVE

L=18m R=14m

OUTBOUND SEGMENT 2

CURVE

L=13m R=44m

OUTBOUND SEGMENT 3

CURVE

L=21m R=59m

OUTBOUND SEGMENT 4

CURVE

L=40m R=35m

OUTBOUND SEGMENT 5

CURVE

L=77m R=27m

INBOUND SEGMENT 1

CURVE

L=26m R=34m

INBOUND SEGMENT 2

CURVE

L=13m R=63m

INBOUND SEGMENT 3

CURVE

L=47m R=710m

INBOUND SEGMENT 4

CURVE

L=7m R=710m

INBOUND SEGMENT 5

CURVE

L=25m R=27m

INBOUND SEGMENT 6

CURVE

L=53m R=18m

INBOUND SEGMENT 7

CURVE

L=24m R=451m

FINAL DENIAL

BARRIER

FINAL DENIAL

BARRIER

205 MM

VERTICAL CURB

(TYP.)

GATEHOUSE

THREAT 4

POINT OF DETECTION

THREAT 1 & THREAT 3

POINT OF DETECTION

(ID CHECK)

THREAT 1 OUTBOUND

POINT OF DETECTION

(WRONG WAY DETECTION)

THREAT 4 SEGMENT 2

TANGENT

L=7m

18.756.25 25m12.5 1:250

SCALE:

P23005 AREA A1 ENTRY CONTROL POINT, AVIANO AB, IT RESPONSE TIME CALCULATIONS 8/5/2020 1:250

PLAN

NORTH

C p w w o r k i n g c e n t r a l d

B s i g n

T h r e a t

C a l c s d w g

H E

M P

H I

Project: P23005 Area A1 Entry Control Point, Aviano AB, IT Subject: AT/FP

Task: Response Time Calcs - Threat 1, Inbound Job #: 10224522

Computed by: CJP Date:11/10/2020

Page: 1 of 1

7.4 seconds (7.0s Required for Hybrid Beacon)

1 2 3 4 5 6 7

CURVE CURVE CURVE CURVE CURVE CURVE CURVE

Length (m) 26 13 47 7 25 53 24 Radius (m) 34 63 710 710 27 18 451

Superelevation (%) 2.000 2.000 2.000 2.000 2.000 2.000 2.000 Effective Grade (%) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 vi spin (m/s) 18.37 25.17 84.26 84.26 16.39 13.47 67.15 vi stable (m/s) 58.12 58.12 58.12 58.12 58.12 58.12 58.12 vi maximum (m/s) 18.37 25.17 32.63 19.44 16.39 13.47 58.12 vi max_exit (m/s) 18.37 25.17 19.44 16.39 13.47 13.47 58.12 vi max_entry (m/s) 18.37 25.17 32.63 19.44 16.39 13.47 58.12 vi entry (m/s) 18.19 18.37 20.74 19.44 16.39 13.47 13.47 vi exit (m/s) 18.37 20.74 19.44 16.39 13.47 13.47 18.55 ti (s) 1.40 0.69 2.06 0.41 1.53 3.93 1.48 3 4 6 2 2 1 4

Detection at Segment 4 at ID Check vi exit (m/s) 18.37 20.74 19.44 16.39 13.47 13.47 18.55 si a (m) 0.97 13.45 29.41 0.00 0.00 0.00 23.64 si c (m) 24.78 0.00 0.00 0.00 18.57 52.92 0.00 si d (m) 0.00 0.00 17.34 7.43 5.94 0.00 0.00 ti a (s) 0.05 0.69 1.28 0.00 0.00 0.00 1.48 ti c (s) 1.35 0.00 0.00 0.00 1.13 3.93 0.00 ti d (s) 0.00 0.00 0.78 0.41 0.40 0.00 0.00 si (m) 25.75 13.45 46.75 7.43 24.51 52.92 23.64 ti (s) 1.40 0.69 2.06 0.41 1.53 3.93 1.48

CALCULATIONS

Note: Calculations were performed using Army ACP Standard Design/Criteria (Appendix D) and the US Army Corps of Engineers Protective Design Center Vehicle Threat Delay Calculator developed by the University of Nebraska-Lincoln Nebraska Transportation Center.

Total Route Travel Time

Type Segment

Scenario

SUBSEGMENT CALCULATIONS

Threat Scenario

Task: Response Time Calcs - Threat 3

7.6 seconds (7.0s Required for Hybrid Beacon)

4 5 6 7

CURVE CURVE CURVE CURVE

Length (m) 7 25 53 24

Radius (m) 710 27 18 451

Superelevation (%) 4.000 4.000 4.000 -4.000

Effective Grade (%) 0.000 0.000 0.000 0.000 vi spin

(m/s) 85.08 16.55 13.60 65.15 vi stable

(m/s) 58.12 58.12 58.12 58.12 vi maximum

(m/s) 19.57 16.55 13.60 58.12 vi max_exit

(m/s) 16.55 13.60 13.60 58.12 vi max_entry

(m/s) 19.57 16.55 13.60 58.12 vi entry

(m/s) 11.18 13.27 13.60 13.60 vi exit

(m/s) 13.27 13.60 13.60 18.65 ti (s) 0.61 1.61 3.89 1.47

6 5 1 4

40.2 km/h starting speed at ID Check vi exit

(m/s) 13.27 13.60 13.60 18.65 si a

(m) 7.43 14.19 0.00 23.64 si c

(m) 0.00 4.26 52.92 0.00 si d

(m) 0.00 6.06 0.00 0.00 ti a

(s) 0.61 0.95 0.00 1.47 ti c

(s) 0.00 0.26 3.89 0.00 ti d

(s) 0.00 0.40 0.00 0.00 si (m) 7.43 24.51 52.92 23.64 ti (s) 0.61 1.61 3.89 1.47

CALCULATIONS

Lincoln Nebraska Transportation Center.

Total Route Travel Time

Type

Segment

Scenario

Task: Response Time Calcs - Threat 4

7.0 seconds (5.0s Required for Hybrid Beacon)

1 2 3

CURVE CURVE TANGENT

Length (m) 19 67 7

Radius (m) 20 26 0

Superelevation (%) -2.000 2.000 2.000

Effective Grade (%) 0.000 0.000 0.000 vi spin

(m/s) 13.82 16.20 58.12 vi stable

(m/s) 58.12 58.12 58.12 vi maximum

(m/s) 13.82 16.20 58.12 vi max_exit

(m/s) 13.82 16.20 58.12 vi max_entry

(m/s) 13.82 16.20 58.12 vi entry

(m/s) 4.47 12.27 16.20 vi exit

(m/s) 12.27 16.20 17.66 ti (s) 2.26 4.27 0.42

4 3 4 vi exit

(m/s) 12.27 16.20 17.66 si a

(m) 18.96 16.25 7.19 si c

(m) 0.00 50.62 0.00 si d

(m) 0.00 0.00 0.00 ti a

(s) 2.26 1.14 0.42 ti c

(s) 0.00 3.12 0.00 ti d

(s) 0.00 0.00 0.00 si (m) 18.96 66.87 7.19 ti (s) 2.26 4.27 0.42

CALCULATIONS

Lincoln Nebraska Transportation Center.

Total Route Travel Time

Type

Segment

Scenario

Task: Response Time Calcs - General Notes

Computed by: JDS Date:7/14/2020

Page: 1 of 2

METRIC

Symbol Value Units f 1 e 4 m/100 m v m/s s m t s

G percent v i stable

209.2142 km/h

58.12 m/s

96.5604 km/h

26.822333 m/s d -7.34568 m/s^2 a 3.44424 m/s^2

∞ 1E+12 g 9.8 m/s^2

160.934 km/h

44.70 m/s

64.3736 km/h

94.41 m/s

40.2335 km/h

11.175972 m/s

40.2335 km/h

11.18 m/s

High Speed - Threat vehicle disregards any overspeed detection system

High speed - Threat vehicle does not trigger overspeed detection system

Covert Entry at the ID Check Point

Covert Entry at the end of the last turnaroundThreat Scenario 4

Threat Scenario 1

Threat Scenario 2

Threat Scenario 3

Threat Scenario 3 Entry Speed

Threat Scenario 4 Entry Speed

Threat Scenarios

Threat Scenario 1 Entry Speed

Threat Scenario 2 Entry Speed

Maximum Deceleration Rate

Maximum Acceleration Rate

General

Infinity

Acceleration due to gravity

Maximum speed on segment

Covert Entry Speed

Vehicle

Side Friction

Superelevation

Speed

Distance

Time

Effective grade

GENERAL INFORMATION

Units

Constants Roadway

Task: Response Time Calcs - General Notes

Computed by: JDS Date:7/14/2020

Page: 2 of 2

Constant Speed (equal to maximum speed allowed on segment)

Constant Speed (maximum speed allowed on segment) followed by Deceleration

Acceleration to Maximum Speed and then Constant Speed (if applicable)

Acceleration Only

Acceleration, Constant Speed? and Deceleration

Acceleration and Deceleration?

1.4666667

0.2777778

1.60934

0.6213727 m/s^2 m/s^2 m/s^2 m/100 m percent m m m s m/s m/s m/s m/s m/s m m m m s s s sTime on segment I (e.g. length)

Distance on segment I spent decelerating

Distance on segment I (e.g. length)

Time on segment i spent accelerating

Time on segment i spent at constant speed

Time on segment I spent decelerating

Maximum exit speed on segment i (given constraints)

Maximum entry speed on segment i (given constraints)

Distance on segment i spent accelerating

Distance on segment i spent at constant speed

Distance

Time

Spin out speed on segment i

Stable, or maximum speed possible not considering constraints, on segment i

Maximum speed on segment i (given constraints)

Effective grade of segment i

Length

Radius of segment i ti c ti d ti

NOMENCLATURE

Maximum Acceleration Rate

Maximum Deceleration Rate

Acceleration due to gravity

Superelevation

Side Friction Factor si a si c si d si ti a vi stable vi maximum vi max_exit vi max_entry

Subsegment Variables

S t vi spin e f

Segment Variables

Segment Scenarios

Universal Variables a d g

Conversion Rates mi/h to ft/s km/h to m/s mi/h to km/h km/h to mi/h

A3 Storm Water

Aviano Air Base - Area A1 Entry Control Point – Stormwater Report HDR Project No. 10224522

Department of the Navy – Naval Facility Engineering Systems Command

Project Purpose

This report describes the methods, results, and recommendations of the stormwater drainage analysis performed for NAVFAC Project: P-23005, Area A1 Entry Control Facility. The drainage design and computations were completed in accordance with the Department of Defense’s Unified Facilities Criteria (UFC) for Low Impact Development (UFC 3-210-10), released 1 June 2015 and revised on 1 March 2020.

Background and Design Criteria

The project consists of a new Entry Control Facility for Area A1, located at the existing Gate 1 entrance off Via Pedemonte. Area A1 is located at Latitude 46.0678 N and Longitude 12.5806 E, between Aviano and Pedemonte Italy in the Province of Pordenone, and is northwest of the main flight line area, Area F. The completed project will provide a new ID Check Point to control access to Area A1. Active and passive protection systems, combined with roadway layouts, will provide Area A1 with the necessary threat control and infrastructure to properly route and inspect incoming personal vehicles. A Project Layout Map is provided in Figure 1.

This report summarizes the proposed site conditions’ runoff volumes and bioretention basin design as required by UFC 3-210-10 criteria. The design storm for UFC 3-210-10 compliance is the 95th-percentile rainfall event. The 95th percentile rainfall event is the event whose precipitation total is greater than or equal to 95-percent of all storm events over the period of record. In addition to containing the runoff volume from the 95th percentile rainfall event, the peak discharge leaving the project site shall not be increased from existing conditions for the 95th-percentile rainfall event by the proposed project.

The Low Impact Development (LID) technique being implemented on this project includes construction of four (4) bioretention basins. The basins are designed based on the constraints and requirements provided in Table B-4 of UFC 3-210-10. These include:

0.6-m to 1.2-m depth Minimum 3-m down gradient distance from buildings and foundations Permeable soils with infiltration rates greater than 7 mm/hour Minimum surface area range of 4.6 to 18.6 m2 Minimum length to width ratio 2:1

Site Stormwater

Rainfall

Historic rainfall data from three nearby weather stations was used to estimate the 95th-percentile rainfall depth value for Aviano. Daily rainfall for a valid period of record was not available for Aviano. The locations included the cities of Vivaro, Pordenone, and Piancavallo. Table 1 provides the location, period of record (years), and the calculated 95th-percentile rainfall depth for each of the cities.

Table 1. Rainfall Gage Locations

Location Latitude

(N) Longitude

(E) Start Year

End Year

95th-percentile Rainfall Depth

(mm)

Vivaro 46.0782 12.7769 1991 2019 43 Pordenone 45.9626 12.6551 1995 2019 37

Piancavallo 46.1076 12.5171 2005 2019 73.4

The 95th-percentile rainfall depth for Aviano was calculated based on its weighted proximity to the rainfall gage locations and is estimated to be 60-mm. Figure 2 contains a map that shows each location relative to Aviano.

Table 2 shows rainfall depths at Aviano for various annual exceedance intervals (return frequency). Rainfall data and return frequencies were provided by Alberto Izzo & Partners S.r.l.

and was based on data provided by Regione Autonoma Friuli Venezia Giulia. Annual daily maximum precipitation values from 1923 to 1997 were used to determine the return frequency rainfall depths. The rainfall data utilized by Alberto Izzo & Partners S.r.l. to determine the frequency probabilities can be found in Attachment 2.

Table 2. Rainfall Depths

Annual Exceedance

Probability of Event

Annual Return

Frequency

Rainfall Depth (mm)

50% 2 103 20% 5 131

10% 10 151 5% 20 172 2% 50 201

1% 100 224

Hydrologic Methods

The methodology used in this assessment generally follows the guidance in accordance with UFC 3-210-10. Runoff quantities were determined using NRCS Curve Number Methodology (also known as TR-55 and formerly known as SCS TR-20 Method) and modeled in conjunction with the bioretention basins using HydroCAD (version 10.00). The runoff volume is based on the following variables:

Rainfall Depth (D) Drainage Area (A) Runoff Curve Number (CN)

Runoff Curve Numbers were computed based on the weighted average between pavement (impervious area) and green space (pervious area). Impervious areas are assigned a CN of 98 and pervious areas are assigned a CN of 49. The green space CN was chosen based on Open Space (Fair Condition) and Hydrologic Soil Group (HSG) A, while the pavement CN was chosen based on Impervious Areas (Paved) from Table 2-2a from TR-55 (210-VI-TR-55, Second Ed, June 1986). The HSG determination was based on infiltration rates collected on the project site.

Double ring infiltrometer tests were conducted at four (4) locations near the project site. The testing and analyses were conducted by SRV Indagini Geologiche. A map of the locations and detailed results are provided in Attachment 3. The infiltration rate for each of the four test locations and the average rate used for infiltration basin evaluation are provided below in Table 3.

Table 3. Infiltrometer Test Results

Location Average

Infiltration Rate (mm/hr)

P1 1800 P2 432 P3 792

P4 1008

Avg. 1000

The average value of the four infiltration tests is 1000 mm/hr (or 1 m/hr) and is used as the constant infiltration rate for design of the bioretention basins.

Existing Conditions

The existing project footprint does not incorporate any LID features. The area consists of 6109 square meters (m2) of impervious area and 2189 m2 of green space. One of the design criteria for the post-project (proposed) condition is to reduce the amount of impervious area from existing conditions, which will ultimately reduce the total runoff volume from a given rainfall event. The incorporation of bioretention basins will also ultimately reduce the peak discharge due to increased attenuation of the runoff discharges.

Proposed Conditions

The runoff is computed from a total of seven (7) catch basins, including a large impervious rooftop that was computed as a separate basin. The parameters provided in Table 4 were developed based on the proposed conditions catch basins provided in Attachment 1.

Table 4. Catch Basin Runoff Parameters

Catch Basin Drainage Area (m2)

Curve Number Percent

Impervious

CB1 2663 86 76%

CB2 890 78 58%

DS1 561 98 100%

CB3 1198 80 64%

CB4 1303 81 65%

CB5 923 83 69%

CB6 765 70 43%

HydroCAD models were prepared for each proposed catch basin using the respective contributing areas and runoff curve numbers. Precipitation values for six return frequency design storms and the 95th-percentile storm were applied to the model to estimate the runoff volume for each storm event. The runoff volumes for the 95th-percentile storm and six frequency storms are listed in Table 5.

Table 5. Individual Catch Basin Runoff Volumes (m3)

Catch Basin

95th -percentile1

Average Annual Exceedance

50% 20% 10% 5% 2% 1%

CB1 76 175 244 295 348 422 482

CB2 16 44 64 80 97 120 139

CB3 24 63 92 114 137 168 195

CB4 28 72 103 127 152 187 216

CB5 22 55 78 95 113 138 159

CB6 8 26 42 54 67 85 101

DS1 30 54 70 82 93 110 123

1 95th-percentile rainfall event and not an exceedance probability

A plan view and locations of the four proposed bioretention basins is provided in Attachment 1.

Table 6 provides a summary of the bioretention basin characteristics and the hydrologic results for the 95th percentile event.

Table 6. Bioretention Basin Characteristics

Data Type Bioretention Basin

BR-A BR-B BR-C BR-D

Bottom Elevation1 154.5 153.9 154.3 153.6 Top Elevation 155.4 155.4 155.4 155.0

Depth (m) 0.9 1.5 1.1 1.4

Surface Area (Top) (m2) 78.8 275.4 115.2 86.9

Surface Area (Bottom) (m2) 6.8 47.8 23.3 8.5 Average Length (m) 10.7 25.9 17.2 15.7

Average Width (m) 5.4 11.4 8.4 7.0 L/W Ratio (value:1) 2.0 2.3 2.0 2.2 Total Volume (m3) 32.1 244.6 79.8 56.8

95th-percentile Runoff Volume (m3) 29.8 105.9 55.0 53.0 Containment of 95th-percentile? Yes Yes Yes Yes 95th-percentile Event Peak Elevation 155.1 154.8 154.9 154.9 Time to Infiltrate 95th-percentile2 (hrs) 4.4 2.2 2.4 6.3

1 Elevations in meters 2 Time to infiltrate is based on the 95th-percentile runoff volume divided average infiltration rate times the bottom surface area

The runoff volumes for various annual exceedance intervals are provided in Table 7. The bioretention basin are designed to contain the 95th-percentile event. Runoff volume that exceeds the capacity of the bioretention basin will exit the basin either through an 8-inch concrete pipe (cross basin connectors) or overflow from the basins to the street or parking lot. BR-B is designed with an overflow weir to a v-notch channel that flows the BR-D and does not have an 8-inch outlet pipe. BR-D is the downstream most bioretention basin and is not equipped with an 8-inch outlet. Flows that exceed the capacity of BR-D will overflow to the parking area to the south of the project site. This is the same location where the existing conditions site discharges leave the project area.

Table 7. Annual Exceedance Probability Interval Runoff Volume (m3)

Bioretention Basin

Basin Volume

50%

2-YR

20%

5-YR

10%

10-YR

20-YR

50-YR

100-YR

BR-A 32.1 81 119 149 179 223 259

BR-B 244.6 265 393 489 589 730 845

BR-C 79.8 118 162 195 230 278 317

BR-D 56.8 175 380 533 692 915 1099

Table 8 provides the hydraulic results for Bioretention Basin A. The basin is equipped with an 8-inch outlet that drains to Bioretention Basin B. BR-A has the capacity to hold discharges up to the 20-YR Return Frequency (5% ACE) at which point discharges will overflow via overland runoff to BR-B.

Table 8. Bioretention Basin A Hydraulic Results

Frequency Event Results

50%

2-YR

20%

5-YR

10%

10-YR

20-YR

50-YR

100-YR

Peak Inflow (m3/s) 0.040 0.058 0.072 0.086 0.106 0.122 Peak Outflow (m3/s) 0.028 0.040 0.040 0.040 0.079 0.119

8-inch Pipe Q (m3/s) 0.028 0.039 0.039 0.040 0.035 0.035

Overflow Q (m3/s) 0.000 0.000 0.000 0.000 0.045 0.086

Peak Elevation (m) 155.4 155.4 155.5 155.6 155.8 155.8

Table 9 provides the hydraulic results for Bioretention Basin B. The outlet for this basin is a v-notch weir that drains to Bioretention Basin D. BR-B contains the 95th-percentile event but has overflow discharge to BR-D for the 2-YR (50% ACE) and larger return frequency events.

Table 9. Bioretention Basin B Hydraulic Results

Frequency Event Results

50%

2-YR

20%

5-YR

10%

10-YR

20-YR

50-YR

100-YR

Peak Inflow (m3/s) 0.126 0.184 0.213 0.237 0.276 0.393 Peak Outflow (m3/s) 0.002 0.010 0.037 0.112 0.245 0.353

8-inch Pipe Q (m3/s) NA NA NA NA NA NA

Overflow Q (m3/s) 0.002 0.010 0.037 0.112 0.245 0.353

Peak Elevation (m) 155.4 155.4 155.4 155.5 155.5 155.5

Table 10 provides the hydraulic results for Bioretention Basin C. The basin is equipped with an 8-inch outlet that drains to Bioretention Basin D. BR-C has the capacity to hold discharges up to the 20-YR Return Frequency (5% ACE) at which point discharges will overflow via overland runoff to BR-D.

Table 10. Bioretention Basin C Hydraulic Results

Frequency Event Results

50%

2-YR

20%

5-YR

10%

10-YR

20-YR

50-YR

100-YR

Peak Inflow (m3/s) 0.054 0.074 0.088 0.103 0.124 0.141 Peak Outflow (m3/s) 0.030 0.033 0.038 0.042 0.111 0.140

8-inch Pipe Q (m3/s) 0.030 0.033 0.038 0.042 0.043 0.043

Overflow Q (m3/s) 0.000 0.000 0.000 0.000 0.068 0.097

Peak Elevation (m) 155.1 155.2 155.3 155.4 155.5 155.5

Table 11 provides the hydraulic results for Bioretention Basin D. The basin is not equipped with an outlet and drains to the parking lot located to the south of the project area. The basin is the final bioretention pond in the series and therefore receives the largest inflow volume and overflow discharges. BR-D has the capacity to contain the 95th-percentile event but does not have the capacity to contain the 2-YR (50% ACE) and larger return frequency events.

Table 11. Bioretention Basin D Hydraulic Results

Frequency Event Results

50%

2-YR

20%

5-YR

10%

10-YR

20-YR

50-YR

100-YR

Peak Inflow (m3/s) 0.064 0.077 0.094 0.187 0.413 0.572 Peak Outflow (m3/s) 0.031 0.077 0.094 0.186 0.413 0.572

8-inch Pipe Q (m3/s) NA NA NA NA NA NA

Overflow Q (m3/s) 0.031 0.077 0.094 0.186 0.413 0.572

Peak Elevation (m) 155.0 155.0 155.0 155.0 155.0 155.0

Conclusion

The project satisfies the design criteria laid out in UFC 3-210-10 for LID design. The 95 th-percentile rainfall runoff volume is contained within the bioretention basins and will infiltrate the soil to be treated prior to discharging into a local stream or aquifer. In addition to meeting the design criteria for the 95th-percentile rainfall event, the proposed project results in a reduction in runoff volume for all frequency events evaluated. Runoff volume comparisons for all seven rainfall events are listed in Table 12.

Table 12. Changes in Runoff Volume and Peak Discharge at Project Outlet

Rainfall Event

Existing Outflow Volume

Proposed Outflow Volume

Change Existing Outflow

Discharge

Proposed Outflow Discharge

Change

95% 224 53 -171 0.080 0.000 -0.065 2-Year 526 175 -351 0.187 0.064 -0.123

5-Year 739 380 -359 0.260 0.077 -0.183

10-Year 896 533 -363 0.313 0.094 -0.219

20-Year 1060 692 -368 0.368 0.187 -0.181

50-Year 1288 915 -373 0.442 0.411 -0.031

100-Year 1475 1099 -376 0.503 0.572 +0.069

PROJECT LAYOUT MAP

FIGURE 1

AVIANO AIR BASE - AREA A1 ENTRY CONTROL POINT

STORMWATER REPORT

Driv ew ay

En tra nc e

Roofed Security Entrance

Bioretention Basin C

Bioretention Basin D

Bioretention Basin B

Bioretention Basin A

Via Pedemonte

Exit

29.6 km km

28.5 km

22 km

18.9 km

9.9 km Vivaro

Aviona

Pordenone

Piancavallo

95TH-PERCENTILE RAINFALL DATA LOCATIONS

FIGURE 2

AVIANO AIR BASE - AREA A1 ENTRY CONTROL POINT

STORMWATER REPORT

0 3Miles

LEGEND

#* Rain Gage Locations

#*#* #*Project

Location

I t a l yI t a l y

A u s t r i aA u s t r i a

S l o v e n i aS l o v e n i a

C r o a t i aC r o a t i a

LAT: 46.0782 N

LON: 12.7769 E

LAT: 45.9626 N

LON: 12.6551 E

LAT: 46.1076 N

LON: 12.5171 E

LAT: 46.0678 N

LON: 12.5806 E

ATTACHMENT 1

CATCH BASINS

f e r e n c e p o i n t

S T O

X X

CATCH BASINS

AREA SqM

CB1

CB1-GS

CB2

CB2-GS

CB3

CB3-GS

CB4

CB4-GS

CB5

CB5-GS

CB6

CB6-GS

DS1

2015.007 645.870 518.953 370.612 764.748 434.697 852.261 449.048 670.606 249.868 333.280 431.569 561.162

BR-A

BR-B

BR-C

BR-D

PIPE INVERT: 155.1

PIPE INVERT: 154.73

PIPE INVERT: 154.66

PIPE INVERT: 154.78

N O

R C

O N

U C

P R

E L

R Y

A R

E A

E N

C O

O L

P O

N A

V A

E N

E E

G S

Y S

C O

M M

A N

GENERAL NOTES

3010 40m20 1:400

LEGEND

SCALE:

FIGURE A

1:400

NEW WORK SHEET NOTES

PLAN

NORTH

C p w w o r k i n g c e n t r a l d

I N

A G

I G

U R

E d w g

F i g u r e

H E

M P

H I

ATTACHMENT 2

FREQUENCY STORM RAINFALL DATA

Comune di Pordenone – progetto generale delle fognature 4 Indagine pluviometrica

4.9

Stazione: Aviano ANNO 15' 30' 45' 1 h 3 h 6 h 12 h 24 h

1923 143 1932 81.6 108.2 118.8 119.2 122.4 1933 37 60 1934 19.6 29 32.4 56.6 89 105 130 1935 26.8 61 86.6 104.4 185.8 1936 37.2 38.6 46 66 101.6 1937 39 56.4 103.4 130.4 173.2 1938 47 71.6 74.6 78 127.6 1939 50 58 74 103 118.8 1940 50 66.4 74.8 82.8 95.4 1941 43.8 53 66 110 166 1942 39 60.4 72.8 78.8 97 1943 20 21.4 35.6 59.6 99 1945 18 22.8 33.4 59 67.2 116.4 1946 28.4 31.8 39 48 69.2 81.8 1947 28.4 29.4 31.4 35 66.6 105.6 1948 29.8 31.2 61 91.4 128.2 140.4 1949 8 13.6 29.2 49 72.5 125.4 1950 30.6 36.2 41.8 56.8 61 77.8 1951 15 19 45 80.4 117.6 179.2 1952 43.8 46.8 48.2 93.4 143.4 194.6 1953 19.4 27.2 34.8 45.2 48.8 62.4 99.2 1954 20 37.2 50.4 85.2 114.8 1955 17.2 40 66.8 100.4 118.6 1956 14.6 34 40 61.4 116.6 139.6 193 1957 40 41 51.2 85.4 115.2 1958 24 34 43 63.2 71.6 82.4 87.6 1959 25.2 47.4 79 117.6 154.4 1960 23.4 26.2 35.2 54.8 55 66.8 1961 13.4 20 40.4 65.6 91 100 1962 9.6 13 29 52.4 92.2 135.4 1963 17 26.8 41.4 41.6 117.5 1964 14.6 20.8 26 34 59.4 83.2 103.8 125.1 1965 25.8 48.2 48.8 49.8 49.8 51.8 73 137 1966 18.2 21.4 24.6 25.4 39 64.6 110.2 189.8 1967 25.6 33.4 38.2 39.4 52.2 62.4 89.4 101.6 1968 28.6 34.4 34.8 35.2 49.6 57.8 85.2 104 1969 24 27.2 28.6 29.6 45.8 63.2 88.4 118.2 1970 19.6 27 32.4 46.6 49.6 69.6 99.8 123.8 1971 16.6 19.4 27.4 32.6 48.2 50.8 73.4 96.2 1973 15.2 22 24.6 25.4 40.4 53.2 70.8 94.2 1974 31 31.6 31.8 32 38.2 51.8 91.4 144.2 1975 27.2 40.4 41.4 41.8 44.6 60.6 93.4 128 1976 21 25.8 26.2 29.2 44.8 61 85 95.6 1977 28.8 30.4 31.4 31.8 46.8 62.4 84.4 96.8 1978 11.6 16.6 19.8 20.8 37.6 48.8 70.4 103.8 1979 17.6 18.6 21.8 23.2 32 47.2 75 117.2 1980 14.2 16.2 20.4 23 33.6 50.2 70.8 85 1981 14.4 17.4 22.6 24.4 41.2 57.2 101.8 109.6 1982 17.2 22.8 28 31.6 39.8 64.4 116.4 165.2 1983 19.2 26 33 35.2 41.4 57 87.4 105.2 1984 14.4 23 25.2 31.2 41.6 56 80.2 128.6 1985 23.4 33.8 42.6 49.6 55.4 55.4 58.6 98 1986 18 18.6 18.8 19 27.4 47.4 76 103.4 1987 17 19.4 23.8 26.8 47.4 61.8 98.8 118.6 1988 28.4 52.4 57.6 60.8 79.8 104.2 139.8 168.8 1989 20.8 33.2 42.2 43.6 45.2 52 82.2 91.2 1990 26.2 38.2 44.8 45.6 69.8 110.8 156.6 193.8 1991 30.4 43.4 50.8 51.4 54.6 75.2 102.6 103.6 1992 20.8 28.8 31.4 33.8 51.2 56.2 104.2 149.8 1993 18.4 25.4 26.6 26.8 39.6 48.6 50 60.6 1994 17 18.2 29.2 36.2 48 67.2 97.2 103 1995 26.8 35.2 36.2 37 50 58.6 107.2 108 1996 21.2 24.6 35 38.6 54.2 59.4 88 140.8 1997 20.4 25.8 26 26.2 36.8 60.6 107.2 158.6

ATTACHMENT 3

DOUBLE RING INFILTROMETER TESTS

ww ww ww .. ii nn dd aa gg ii nn ii gg ee oo ll oo gg ii cc hh ee .. ii tt

T e l e f o n o e F a x : 0 4 3 2 / 7 8 3 4 7 2 e-mail: info@indaginigeologiche.it

C.F./P.IVA: 02531030308 - R.E.A.: UD 268292

Cap. Sociale Euro 20.000,00 – i .v .

SSOONNDDAAGGGGII GGEEOOGGNNOOSSTTIICCII EE AAMMBBIIEENNTTAALLII –– MMOONNIITTOORRAAGGGGII -- GGEEOOFFIISSIICCAA -- PPEERRFFOORRAAZZIIOONNII PPOOZZZZII AACCQQUUAA -- PPEERRFFOORRAAZZIIOONNII GGEEOOTTEERRMMIIAA

INDAGINI GEOLOGICHE s.r.l.

Se d e L e ga l e : V i a R oc c a , 13

33053 LATISANA (UD) – ITALIA

Sede Operativa: Via dell’Unione Europea, 16

33017 TARCENTO (UD) – ITALIA

Tarcento, li 19/09/2019

C.M.C

DI RAVENNA SOCIETÀ COOPERATIVA

Via Trieste 76, 48122 Ravenna Italia

48121 RAVENNA

OGGETTO: REPORT INDAGINE INFILTROMETRICA PRESSO AVIANO AIR BASE – GUARDIAN ANGEL

OPERATION FACILITY.

Figura 01 – Punti indagine

3 4

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33053 LATISANA (UD) – ITALIA

Premessa:

Su incarico di CMC Società Coperativa di Ravenna, Ordine n°43066-GAOF del 26/07/2019, è stato eseguito un campo prove infiltrometriche all’interno della Base Militare di Aviano (PN) in corrispondenza dei punti indicati dalla Committenza (Area Guardian Angel Operation Facility).

Dati generali:

Figura 02 – Strumentazione utilizzata

L'infiltrometro a doppio anello impiegato per le determinazioni in sito è uno strumento utilizzato per determinare l'infiltrazione di acqua nel terreno (Misure secondo il metodo di prova standard ASTM

D3385-03 e DIN 19682). Gli anelli sono stati parzialmente inseriti nel terreno e riempiti d'acqua, dopo di che è stata misurata la velocità di infiltrazione. Il doppio anello limita la diffusione laterale dell'acqua dopo l'infiltrazione. Il set standard è composto da 2 coppie di anelli interni ed esterni, consentendo la

C.F./P.IVA: 02531030308 - R.E.A.: UD 268292

33053 LATISANA (UD) – ITALIA

misurazione sincronica.

In generale, l'infiltrazione è il processo di penetrazione dell'acqua nella superficie del terreno. L'intensità di questo processo è chiamata tasso di infiltrazione. La velocità di infiltrazione è espressa in termini di volume d'acqua per superficie del suolo e per unità di tempo [L / T, ad esempio mm / min].

La capacità di infiltrazione del suolo indica la massima velocità di infiltrazione in un determinato momento. In determinate circostanze, potrebbe essere necessario determinare la capacità di infiltrazione del suolo, ad esempio nelle aree di infiltrazione o nei bacini di infiltrazione.

In generale l'infiltrometro a doppio anello è adatto a quasi ogni tipo di terreno e viene applicato in progetti di irrigazione e drenaggio, acque sotterranee e bacini di infiltrazione, nell'ottimizzazione della disponibilità d'acqua per le piante e per determinare gli effetti della coltivazione.

La strumentazione utilizzata in sito comprende una coppia di anelli di infiltrazione in acciaio inossidabile con diametri: 28/53 cm. L'altezza dell'anello è di 25 cm e ha un tagliente (secondo DIN 19682-7). Lo scopo dell'anello esterno è di far agire l'acqua infiltrante come una zona cuscinetto contro l'acqua infiltrante che si allontana lateralmente dall'anello interno (questo vale in particolare per i terreni eterogenei).

Ogni anello interno ha un ponte di misura sintetico, l'asta di misura con galleggiante si muove liberamente in verticale attraverso un tubicino nel ponte di misurazione. L'asta di misurazione indica il livello dell'acqua. Il galleggiante è posizionato a metà dell'anello interno.

Le aste di misurazione hanno una calibrazione millimetrica. La piastra di guida in acciaio zincato è a forma di croce con una testa battente al centro.

Data di taratura della strumentazione impiegata:

La taratura è stata eseguita dalla Ditta Ecosearch in data Settembre 2019.

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33053 LATISANA (UD) – ITALIA

Risultati dell’indagine

L’indagine è stata eseguita in corriponndenza dei punti indicati dalla Commmittenza ed ubicati nella planimetria di Figura 1.

Figura 03 – Prove P1 e P2

C.F./P.IVA: 02531030308 - R.E.A.: UD 268292

33053 LATISANA (UD) – ITALIA

Figura 04 – Prove P3 e P4

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33053 LATISANA (UD) – ITALIA

Qui di seguito si riassumono i risultati ottenuti in termini di capacità d’infiltrazione (mm/ora)

Prova P1 P2 P3 P4

Capacità infiltrometrica

(mm/sec)

0.50 0.12 0.22 0.28

In allegato si riportano i dati rilevati in sito su ciascuna postazione di prova.

A disposizione per qualsiasi chiarimento in merito alla presente, ci è grato l’ incontro per porgere

DISTINTI SALUTI

dott. geol. Massimo Valent (SRV srl)

348 2941997

Site: Air Base Aviano - Aviano (PN) Prova P1 Date: 20/09/2019 Committente: CMC Ravenna

Ring 1 (m) Radius 0.28 Ring 1 (mq) Area 0.2462936 Ring 2 (m) Radius 0.53 Ring 1 (mc) Volume tot 0.0615734

0.05m

Time (min) First Filling mm After Filling Tot Time (min) Interval inf. (mm) Infiltration mm Kinf (mm/sec) 0 818 0.00 0 0.00 0.00

0.18 830 0.18 12.00 12.00 1.11

0.38 840 0.38 10.00 22.00 0.83

0.6 850 0.60 10.00 32.00 0.76

0.85 860 0.85 10.00 42.00 0.67

1.13 870 1.13 10.00 52.00 0.60

1.43 880 1.43 10.00 62.00 0.56

1.75 890 1.75 10.00 72.00 0.52

2.1 900 2.10 10.00 82.00 0.48 0 840 2.10 0.00 82.00 0.00

0.26 850 2.36 10.00 92.00 0.64

0.51 860 2.61 10.00 102.00 0.67

0.88 870 2.98 10.00 112.00 0.45

1.21 880 3.31 10.00 122.00 0.51

1.51 890 3.61 10.00 132.00 0.56

2 900 4.10 10.00 142.00 0.34

2.41 910 4.51 10.00 152.00 0.41

2.93 920 5.03 10.00 162.00 0.32

3.2 930 5.30 10.00 172.00 0.62 0 815 11.23 0.00 172.00 0.00

0.22 820 5.52 10.00 182.00 0.76

0.44 830 11.67 10.00 192.00 0.76

0.78 840 6.30 10.00 202.00 0.49

1.02 850 12.69 10.00 212.00 0.69

1.45 860 7.75 10.00 222.00 0.39

1.95 870 14.64 10.00 232.00 0.33

2.35 880 10.10 10.00 242.00 0.42

2.8 890 17.44 10.00 252.00 0.37

3.5 900 13.60 10.00 262.00 0.24

0.50

Double ring infiltration test

Variable water level

Penetration Depth Ring

Capacità Infiltrazione media (mm/sec) last two cicles www.indaginigeologiche.it

Site: Air Base Aviano - Aviano (PN) Prova P2

Committente: CMC Ravenna

Ring 1 (m) Radius 0.28 Ring 1 (mq) Area 0.2462936 Ring 2 (m) Radius 0.53 Ring 1 (mc) Volume tot 0.0615734

0.05m

Time (min) First Filling mm After Filling Tot Time (min) Interval inf. (mm) Infiltration mm Kinf (mm/sec) 0 850 0.00 0 0.00 0.00

0.17 855 0.17 5.00 5.00 0.49

0.58 860 0.58 5.00 10.00 0.20

0.9 865 0.90 5.00 15.00 0.26

1.3 870 1.30 5.00 20.00 0.21

1.75 875 1.75 5.00 25.00 0.19

2.6 880 2.60 5.00 30.00 0.10

3.1 885 3.10 5.00 35.00 0.17

3.5 890 3.50 5.00 40.00 0.21 0 830 3.50 0.00 40.00 0.00

0.83 835 4.33 5.00 45.00 0.10

1.33 840 4.83 5.00 50.00 0.17

1.75 845 5.25 5.00 55.00 0.20

2.15 850 5.65 5.00 60.00 0.21

2.7 855 6.20 5.00 65.00 0.15

3.25 860 6.75 5.00 70.00 0.15

3.9 865 7.40 5.00 75.00 0.13

4.41 870 7.91 5.00 80.00 0.16

5.31 875 8.81 5.00 85.00 0.09

0 880 11.23 0.00 85.00 0.00

1.8 885 10.61 5.00 90.00 0.05

2.41 890 13.64 5.00 95.00 0.14

3.5 895 14.11 5.00 100.00 0.08

4.55 900 18.19 5.00 105.00 0.08

5.61 905 19.72 5.00 110.00 0.08

6.43 910 24.62 5.00 115.00 0.10

7.65 915 27.37 5.00 120.00 0.07

9.35 920 33.97 10.00 130.00 0.10

10.66 930 38.03 10.00 140.00 0.13

0.12

Double ring infiltration test

Variable water level

Penetration Depth Ring

Capacità Infiltrazione media (mm/sec) last two

Site: Air Base Aviano - Aviano (PN) Prova P3

Committente: CMC Ravenna

Ring 1 (m) Radius 0.28 Ring 1 (mq) Area 0.2462936 Ring 2 (m) Radius 0.53 Ring 1 (mc) Volume tot 0.0615734

0.05m

Time (min) First Filling mm After Filling Tot Time (min) Interval inf. (mm) Infiltration mm Kinf (mm/sec) 0 820 0.00 0 0.00 0.00

0.4 830 0.40 10.00 10.00 0.42

0.88 840 0.88 10.00 20.00 0.35

1.43 850 1.43 10.00 30.00 0.30

2 860 2.00 10.00 40.00 0.29

2.58 870 2.58 10.00 50.00 0.29

3.3 880 3.30 10.00 60.00 0.23 4 890 4.00 10.00 70.00 0.24 5 900 5.00 10.00 80.00 0.17 0 835 5.00 0.00 80.00 0.00

0.31 840 5.31 5.00 85.00 0.27

0.78 845 5.78 5.00 90.00 0.18

1.16 850 6.16 5.00 95.00 0.22

1.56 855 6.56 5.00 100.00 0.21

2 860 7.00 10.00 110.00 0.38 3 870 8.00 10.00 120.00 0.17

3.83 880 8.83 10.00 130.00 0.20

4.9 890 9.90 10.00 140.00 0.16

6.23 900 11.23 10.00 150.00 0.13 0 825 11.23 0.00 150.00 0.00

0.3 835 11.53 10.00 160.00 0.56

0.8 845 12.03 5.00 165.00 0.17

1.3 850 12.83 5.00 170.00 0.17

1.65 855 13.68 5.00 175.00 0.24

2.2 860 15.03 10.00 185.00 0.30

3.5 870 17.18 10.00 195.00 0.13

4.2 880 19.23 10.00 205.00 0.24

5.5 890 22.68 10.00 215.00 0.13

6.8 900 26.03 10.00 225.00 0.13

0.22

Double ring infiltration test

Variable water level

Penetration Depth Ring

Capacità Infiltrazione media (mm/sec) last two

Site: Air Base Aviano - Aviano (PN) Prova 4

Committente: CMC Ravenna

Ring 1 (m) Radius 0.28 Ring 1 (mq) Area 0.2462936 Ring 2 (m) Radius 0.53 Ring 1 (mc) Volume tot 0.0615734

0.05m

Time (min) First Filling mm After Filling Tot Time (min) Interval inf. (mm) Infiltration mm Kinf (mm/sec) 0 830 0.00 0 0.00 0.00

0.32 840 0.32 10.00 10.00 0.52

0.68 850 0.68 10.00 20.00 0.46

1.24 860 1.24 10.00 30.00 0.30

1.8 870 1.80 10.00 40.00 0.30

2.22 880 2.22 10.00 50.00 0.40

2.74 890 2.74 10.00 60.00 0.32

3.18 900 3.18 10.00 70.00 0.38

3.65 910 3.65 10.00 80.00 0.35

0 830 3.65 0.00 80.00 0.00

0.74 840 4.39 10.00 90.00 0.23

1.24 850 4.89 10.00 100.00 0.33

1.65 860 5.30 10.00 110.00 0.41

2.24 870 5.89 10.00 120.00 0.28

2.87 880 6.52 10.00 130.00 0.26

3.12 890 6.77 10.00 140.00 0.67

3.74 900 7.39 10.00 150.00 0.27

4.55 910 8.20 10.00 160.00 0.21

5.12 920 8.77 10.00 170.00 0.29

0 840 11.23 0.00 170.00 0.00

0.88 850 9.65 10.00 180.00 0.19

1.64 860 12.87 10.00 190.00 0.22

2.4 870 12.05 10.00 200.00 0.22

3.11 880 15.98 10.00 210.00 0.23

3.74 890 15.79 10.00 220.00 0.26

4.32 900 20.30 10.00 230.00 0.29

5.2 910 20.99 10.00 240.00 0.19

5.98 920 26.28 10.00 250.00 0.21

6.74 930 27.73 10.00 260.00 0.22

0.28

Double ring infiltration test

Variable water level

Penetration Depth Ring

Capacità Infiltrazione media (mm/sec) last two

ATTACHMENT 4

HYDROCAD RESULTS

CB1

CB6

CB3

CB5

CB2

10S

CB4

11S

DS1

12S

Existing Condition2P

BR-A

BR-B

BR-D

BR-C

Routing Diagram for Aviano_Rev1 Prepared by HDR, Inc, Printed 2/24/2021

Subcat Reach Pond Link

Type II 24-hr 2-YR Rainfall=103 mmAviano_Rev1 Printed 2/24/2021Prepared by HDR, Inc

Summary for Subcatchment 1S: CB1

Runoff = 0.08416 m³/s @ 11.97 hrs, Volume= 0.175 Ml, Depth> 66 mm

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YR Rainfall=103 mm

Area (ha) CN Description

* 0.2015 98 Impervious

* 0.0647 49 Green Space

0.2663 86 Weighted Average

0.0647 24.32% Pervious Area

0.2015 75.68% Impervious Area

Tc Length Slope Velocity Capacity Description (min) (meters) (m/m) (m/sec) (m³/s)

6.0 Direct Entry, Subcatchment 1S: CB1

Runoff

Hydrograph

Time (hours) 2423222120191817161514131211109876543210

F lo w m ³/ s)

0.09

0.085

0.08

0.075

0.07

0.065

0.06

0.055

0.05

0.045

0.04

0.035

0.03

0.025

0.02

0.015

0.01

0.005

Type II 24-hr 2-YR Rainfall=103 mm

Runoff Area=0.2663 ha Runoff Volume=0.175 Ml

Runoff Depth>66 mm Tc=6.0 min

CN=86

0.08416 m³/s

Summary for Subcatchment 6S: CB6

Runoff = 0.01298 m³/s @ 11.98 hrs, Volume= 0.026 Ml, Depth> 35 mm

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YR Rainfall=103 mm

Area (ha) CN Description

* 0.0332 98 Impervious

* 0.0433 49 Green Space

0.0765 70 Weighted Average

0.0433 56.61% Pervious Area

0.0332 43.39% Impervious Area

Tc Length Slope Velocity Capacity Description (min) (meters) (m/m) (m/sec) (m³/s)

6.0 Direct Entry, Subcatchment 6S: CB6

Runoff

Hydrograph

Time (hours) 2423222120191817161514131211109876543210

F lo w m ³/ s)

0.014

0.013

0.012

0.011

0.01

0.009

0.008

0.007

0.006

0.005

0.004

0.003

0.002

0.001

Type II 24-hr 2-YR Rainfall=103 mm

Runoff Area=0.0765 ha Runoff Volume=0.026 Ml

Runoff Depth>35 mm Tc=6.0 min

CN=70

0.01298 m³/s

Summary for Subcatchment 7S: CB3

Runoff = 0.03114 m³/s @ 11.97 hrs, Volume= 0.063 Ml, Depth> 53 mm

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YR Rainfall=103 mm

Area (ha) CN Description

* 0.0765 98 Impervious

* 0.0433 49 Green Space

0.1198 80 Weighted Average

0.0433 36.15% Pervious Area

0.0765 63.85% Impervious Area

Tc Length Slope Velocity Capacity Description (min) (meters) (m/m) (m/sec) (m³/s)

6.0 Direct Entry, Subcatchment 7S: CB3

Runoff

Hydrograph

Time (hours) 2423222120191817161514131211109876543210

F lo w m ³/ s)

0.034

0.032

0.03

0.028

0.026

0.024

0.022

0.02

0.018

0.016

0.014

0.012

0.01

0.008

0.006

0.004

0.002

Type II 24-hr 2-YR Rainfall=103 mm

Runoff Area=0.1198 ha Runoff Volume=0.063 Ml

Runoff Depth>53 mm Tc=6.0 min

CN=80

0.03114 m³/s

Summary for Subcatchment 8S: CB5

Runoff = 0.02659 m³/s @ 11.97 hrs, Volume= 0.055 Ml, Depth> 59 mm

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YR Rainfall=103 mm

Area (ha) CN Description

* 0.0639 98 Impervious

* 0.0283 49 Green Space

0.0923 83 Weighted Average

0.0283 30.70% Pervious Area

0.0639 69.30% Impervious Area

Tc Length Slope Velocity Capacity Description (min) (meters) (m/m) (m/sec) (m³/s)

6.0 Direct Entry, Subcatchment 8S: CB5

Runoff

Hydrograph

Time (hours) 2423222120191817161514131211109876543210

F lo w m ³/ s)

0.028

0.026

0.024

0.022

0.02

0.018

0.016

0.014

0.012

0.01

0.008

0.006

0.004

0.002

Type II 24-hr 2-YR Rainfall=103 mm

Runoff Area=0.0923 ha Runoff Volume=0.055 Ml

Runoff Depth>59 mm Tc=6.0 min

CN=83

0.02659 m³/s

Summary for Subcatchment 9S: CB2

Runoff = 0.02149 m³/s @ 11.97 hrs, Volume= 0.044 Ml, Depth> 49 mm

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YR Rainfall=103 mm

Area (ha) CN Description

* 0.0518 98 Impervious

* 0.0372 49 Green Space

0.0890 78 Weighted Average

0.0372 41.82% Pervious Area

0.0518 58.18% Impervious Area

Tc Length Slope Velocity Capacity Description (min) (meters) (m/m) (m/sec) (m³/s)

6.0 Direct Entry, Subcatchment 9S: CB2

Runoff

Hydrograph

Time (hours) 2423222120191817161514131211109876543210

F lo w m ³/ s)

0.024 0.023 0.022 0.021 0.02

0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01

0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001

Type II 24-hr 2-YR Rainfall=103 mm

Runoff Area=0.0890 ha Runoff Volume=0.044 Ml

Runoff Depth>49 mm Tc=6.0 min

CN=78

0.02149 m³/s

Summary for Subcatchment 10S: CB4

Runoff = 0.03510 m³/s @ 11.97 hrs, Volume= 0.072 Ml, Depth> 55 mm

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YR Rainfall=103 mm

Area (ha) CN Description

* 0.0854 98 Impervious

* 0.0449 49 Green Space

0.1303 81 Weighted Average

0.0449 34.47% Pervious Area

0.0854 65.53% Impervious Area

Tc Length Slope Velocity Capacity Description (min) (meters) (m/m) (m/sec) (m³/s)

6.0 Direct Entry, Subcatchment 10S: CB4

Runoff

Hydrograph

Time (hours) 2423222120191817161514131211109876543210

F lo w m ³/ s)

0.038

0.036

0.034

0.032

0.03

0.028

0.026

0.024

0.022

0.02

0.018

0.016

0.014

0.012

0.01

0.008

0.006

0.004

0.002

Type II 24-hr 2-YR Rainfall=103 mm

Runoff Area=0.1303 ha Runoff Volume=0.072 Ml

Runoff Depth>55 mm Tc=6.0 min

CN=81

0.03510 m³/s

Summary for Subcatchment 11S: DS1

Runoff = 0.02263 m³/s @ 11.97 hrs, Volume= 0.054 Ml, Depth> 97 mm

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YR Rainfall=103 mm

Area (ha) CN Description

* 0.0563 98 Roof Top Runoff

0.0563 100.00% Impervious Area

Tc Length Slope Velocity Capacity Description (min) (meters) (m/m) (m/sec) (m³/s)

6.0 Direct Entry, Subcatchment 11S: DS1

Runoff

Hydrograph

Time (hours) 2423222120191817161514131211109876543210

F lo w m ³/ s)

0.025 0.024 0.023 0.022 0.021 0.02

0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01

0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001

Type II 24-hr 2-YR Rainfall=103 mm

Runoff Area=0.0563 ha Runoff Volume=0.054 Ml

Runoff Depth>97 mm Tc=6.0 min

CN=98

0.02263 m³/s

Summary for Subcatchment 12S: Existing Condition

Runoff = 0.18728 m³/s @ 12.07 hrs, Volume= 0.526 Ml, Depth> 63 mm

Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YR Rainfall=103 mm

Area (ha) CN Description

* 0.6111 98 Impervious Area

* 0.2189 49 Green Space

0.8300 85 Weighted Average

0.2189 26.38% Pervious Area

0.6111 73.62% Impervious Area

Tc Length Slope Velocity Capacity Description (min) (meters) (m/m) (m/sec) (m³/s)

15.0 Direct Entry, Subcatchment 12S: Existing Condition

Runoff

Hydrograph

Time (hours) 2423222120191817161514131211109876543210

F lo w m ³/ s)

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

Type II 24-hr 2-YR Rainfall=103 mm Runoff Area=0.8300 ha Runoff Volume=0.526 Ml Runoff Depth>63 mm Tc=15.0 min

CN=85

0.18728 m³/s

Summary for Pond 2P: BR-A

Inflow Area = 0.1688 ha, 57.55% Impervious, Inflow Depth > 48 mm for 2-YR event Inflow = 0.03952 m³/s @ 11.97 hrs, Volume= 0.081 Ml Outflow = 0.02780 m³/s @ 12.04 hrs, Volume= 0.046 Ml, Atten= 30%, Lag= 3.7 min Primary = 0.02780 m³/s @ 12.04 hrs, Volume= 0.046 Ml Secondary = 0.00000 m³/s @ 0.00 hrs, Volume= 0.000 Ml

Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 155.391 m @ 21.30 hrs Surf.Area= 78.8 m² Storage= 34.8 m³

Plug-Flow detention time= 127.0 min calculated for 0.046 Ml (57% of inflow) Center-of-Mass det. time= 8.1 min ( 838.4 - 830.4 )

Volume Invert Avail.Storage Storage Description #1 154.290 m 159.3 m³ Custom Stage Data (Prismatic) Listed below (Recalc)

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

154.290 0.0 0.0 0.0

154.503 0.9 0.1 0.1

154.595 6.8 0.4 0.5

154.686 14.9 1.0 1.4

154.838 28.9 3.3 4.8

154.991 41.8 5.4 10.2

155.143 56.3 7.5 17.6

155.296 72.4 9.8 27.4

155.357 78.8 4.6 32.1

156.972 78.8 127.3 159.3

Device Routing Invert Outlet Devices #1 Primary 155.101 m 203 mm Round Culvert

L= 23.90 m RCP, groove end w/headwall, Ke= 0.200 Inlet / Outlet Invert= 155.101 m / 154.729 m S= 0.0156 m/m Cc=

0.900 n= 0.012, Flow Area= 0.032 m²

#2 Secondary 155.753 m Custom Weir/Orifice, Cv= 1.45 (C= 1.81) Head (meters) 0.000 1.524 Width (meters) 9.14 9.14

Primary OutFlow Max=0.02776 m³/s @ 12.04 hrs HW=155.269 m TW=154.784 m (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.02776 m³/s @ 0.96 m/s)

Secondary OutFlow Max=0.00000 m³/s @ 0.00 hrs HW=154.290 m TW=153.863 m (Dynamic Tailwater) 2=Custom Weir/Orifice ( Controls 0.00000 m³/s)

Pond 2P: BR-A

Inflow Outflow Primary Secondary

Hydrograph

Time (hours) 2423222120191817161514131211109876543210

F lo w m ³/ s)

0.044

0.042

0.04

0.038

0.036

0.034

0.032

0.03

0.028

0.026

0.024

0.022

0.02

0.018

0.016

0.014

0.012

0.01

0.008

0.006

0.004

0.002

Inflow Area=0.1688 ha Peak Elev=155.391 m

Storage=34.8 m³

0.03952 m³/s

0.02780 m³/s0.02780 m³/s

0.00000 m³/s

Pond 2P: BR-A

Surface Storage

Stage-Area-Storage

Storage (cubic-meters) 140120100806040200

Surface/Horizontal/Wetted Area…

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File details come from the government source that posted it. Updated Mar 23, 2022.