Canyonlands Field Drainage Report

CANYONLANDS FIELD Moab, Utah

DRAINAGE REPORT

Hangar Area Drainage Analysis

ACI No. 176422

July 2017

861 Rood Ave. Grand Junction, CO 81501 O: 970-242-0101 F: 970-241-1796 www.armstrongconsultants.com

TABLE OF CONTENTS

1.0 SCOPE OF WORK ...... 1-1 1.1 Narrative ...... 1-1

2.0 PHOTOGRAPHS ...... 2-1

3.0 DRAINAGE ...... 3-1 3.1 Rainfall, Runoff, Storm Drain Design ...... 3-1 3.2 Existing Conditions ...... 3-1 3.3 Proposed Storm Drainage System for Existing Conditions ...... 3-1 3.4 Drainage for Future Development ...... 3-2 3.5 Development Sequence ...... 3-2

4.0 OPINION OF COST ...... 4-1 4.1 Estimate of Probable Construction Cost ...... 4-1

LIST OF APPENDICES

Appendix 1 Proposed Storm Drain System Plan

Appendix 2 Drainage Calculations

Hangar Area Drainage Analysis TOC-1 176422 Canyonlands Field

INTRODUCTION

The firm of Armstrong Consultants, Inc. was retained by Grand County to provide the necessary studies and engineering analysis of the conditions located at the airport. The engineering rationale used for this drainage analysis, is presented in this report.

1.0 SCOPE OF WORK

1.1 Narrative

Canyonlands Field Airport has received numerous requests for hangar space and needs to develop areas to facilitate hangar development and extend taxilanes for access. In order to facilitate development and mitigate storm water impacts with the current hangar facilities and future hangar development, a study was required to evaluate the existing and anticipated drainage requirements in the hangar area. A conceptual grading and drainage system plan was developed as part of the study to address the existing drainage concerns in the vicinity of the identified hangar development area. A conceptual grading and layout plan was developed for future apron development as depicted on the 2015 Airport Layout Plan (ALP). The drainage study evaluated the drainage patterns on the airfield and makes recommendations for improving the existing conditions, as well as storm water management recommendations for future development based up on the development as depicted on the ALP.

The soils at Canyonlands Field are composed of surficial deposits that can exhibit moderate to very high swell potentials. Swell potentials vary with moisture content, density, and the clay chemistry and mineralogy, and can vary markedly both laterally and vertically. The shale weathers easily when exposed and forms soft highly erodible slopes and hills that also have the potential to be collapsible. Because of the nature of the soils found at the site, it is critical that the developed areas be drained effectively to minimize the fluctuations in moisture content and also minimize erosion.

Hangar Area Drainage Analysis 1-1 166393 Canyonlands Field THIS PAGE WAS INTENTIONALLY LEFT BLANK

2.0 PHOTOGRAPHS

NORTH SIDE EXISTING APRON AREA LOOKING SOUTH

MIDDLE OF EXISTING APRON AREA LOOKING SOUTH

Engineer’s Design Report 2-1 166393 Canyonlands Field

MIDDLE OF EXISTING APRON AREA LOOKING SOUTHWEST

LOOKING SOUTH TOWARD FUTURE DEVELOPEMENT AREA

Engineer’s Design Report 2-2 166393 Canyonlands Field

LOOKING NORTH FROM FUTURE DEVELOPEMENT AREA

Engineer’s Design Report 2-3 166393 Canyonlands Field THIS PAGE WAS INTENTIONALLY LEFT BLANK

3.0 DRAINAGE

3.1 Rainfall, Runoff, Storm Drain Design

Hangar and pavement development affect the area runoff due to the significant increase in impervious area and the tendency to concentrate storm water flowing off and around structures and pavement. The intent of the storm drainage system is to capture and direct the storm water off of the ramp and hangar area while minimizing pooling, erosion, or flooding in any areas in the vicinity.

3.2 Existing Conditions

Currently, there are not any major storm water drainage structures in the hangar and taxilane areas. The storm water currently drains across the surface of the taxilanes and through the hangar areas from east to west. During significant rainfall events, sediment is carried by the storm water onto the pavement. The presence of hangars causes the storm water to run off of the roofs and flow in concentrated streams along the sides and between the buildings, encouraging erosion. Also, there are undeveloped low-lying areas that allow storm water to pool and remain until it absorbs into the soil or evaporates. The soil may become saturated in these areas causing the soil to swell, increasing the pressure and upward force on the foundations of the hangars. As the water in the soil dissipates or dries, the amount of swell reduces as the moisture content reduces. This fluctuation in the soil moisture content can cause movement and settling of the hangars and pavement that can lead to premature failure of the building foundation or pavement.

3.3 Proposed Storm Drainage System for Existing Conditions

In order to minimize the current issues, it is recommended that a storm water runoff system is established which allows the storm water to drain in a controlled manner off of the apron and hangar area with minimal erosion or ponding.

For the existing hangar area a combination of a concrete swale and a storm pipe network with inlets allows for minimal disturbance to existing underground utilities while controlling the storm water flow and reducing erosion. In areas where significant amounts of underground utilities are located, a concrete swale is proposed to capture surface flows and direct it into the underground storm drains. The concrete swale directs the storm water into an inlet connected to a series of storm pipes which would carry the storm water underground and release it to the west of the apron and hangar area. A series of inlets are connected to the storm pipe network to capture other area storm water flows. An

Engineer’s Design Report 3-1 166393 Canyonlands Field opinion of cost for the proposed drainage system can be found in the Section 4 of this report. See the drainage plan in Appendix A for the proposed storm drain layout for the existing conditions.

In addition to the proposed storm drain system, it may be beneficial to cover the existing soil with gravel. This would require minimal grading and would not have a significant impact on the existing underground utilities and would help reduce the amount of surface erosion that takes place during significant rainfall events.

3.4 Drainage for Future Development

According to the current Airport Layout Plan, future hangar development is expected to take place to the south of the existing hangar area. The taxilanes will be extended with hangars developed alongside in a similar arrangement as the existing hangar and taxilane configuration. The proposed network of storm drains was developed to accommodate future pavement and hangar development. The storm drain system was designed with the intention of allowing the system to be constructed in segments as the hangars are developed. As each hangar is developed, the subsequent section of storm drains and inlets would be developed. Each newly constructed section would connect to the previously constructed storm drain network.

The primary trunk of the storm drain would be located in a designated utility easement area defined prior to hangar and taxilane development. This would allow for the establishment a drainage pattern and controlled elevations for future development. The proposed location of the utility easement is included in the attached drawings in Appendix A.

In order to effectively establish a drainage plan that can be constructed in segments, elevations and grades need to be established for the flowlines of the pipe, the inlets, the approximate hangar floor elevations, and the elevations of the future pavement. Proposed elevations are included in the drainage plan in Appendix A. An opinion of cost for this storm drain network can be found in Section 4 of this report.

3.5 Development Sequence

The elevations and layout of the future development were determined in order to allow for the orderly development of the future hangar area. Because the hangar development area is on a sloping hill side, it is critical that the positioning of the pavement, hangars, and drainage system are all accounted for and

Engineer’s Design Report 3-2 166393 Canyonlands Field determined prior to development. If the development is constructed according to the proposed elevations, the drainage patterns established for the drain system and pavement runoff will be functional and reduce the instances of flooding, erosion, or ponding due to hangar development.

Elevations shown on the attached drawings should be used as a general guide for the development. Although hangar development may not occur in the exact locations shown on the drawings, determination of the elevations of each hangar should be determined through interpolation in order for the overall pattern drainage grading plan to remain. Interpolation should also be applied when determining the grades and elevations of inlets and storm pipe, as the proposed locations of hangars shown on the drawings and what is actually developed may vary. The grading plan establishes the elevations and grades for the taxilanes to be developed. This will allow for hangars to be developed before the taxilane if needed. The proposed development sequence can be seen in the drainage plan in Appendix A.

3.6 Water and Sewer Systems

Future hangar development will require water and sewer lines to be installed to service the future hangars. A conceptual water and sanitary sewer system layout is shown on plan sheets 2.1 and 2.2. The proposed layout ties into the existing systems and, in general, runs through the proposed utility easements. This is intended to be used for conceptual layout and planning purposes only. A more thorough investigation and design should be performed in order to determine existing system capacity and conditions, proper sizing of proposed piping, as well as proper grades.

Engineer’s Design Report 3-3 166393 Canyonlands Field THIS PAGE WAS INTENTIONALLY LEFT BLANK

4.0 OPINION OF COST

4.1 Estimate of Probable Construction Cost

4.1.1 Drainage System for Existing Hangar Conditions

The following opinion of cost represents the estimated cost to complete the drainage improvements in the currently developed hangar area. This includes a concrete drainage swale, the storm inlets and the storm pipe network to drain the storm water to the west of the existing apron. See attached plan sheets for proposed layout.

DRAINAGE SYSTEM FOR EXISTING HANGAR CONDITIONS ITEM FAA ESTIMATED DESCRIPTION UNIT UNIT COST TOTAL COST NO. ITEM QUANTITY 1 S-1 Mobilization 1 LS $15,000.00 $15,000.00 2 S-2 Relocate Utilities 1 LS $10,000.00 $10,000.00 3 P-152a Grading 1,300 SY $6.00 $7,800.00 Storm Drain Pipe, 24-inch 4 D-701a 910 LF $55.00 $50,050.00 diameter Pipe End Section, 24-inch 5 D-701b 1 EA $1,500.00 $1,500.00 diameter 6 D-751a Drop Inlet 6 EA $4,000.00 $24,000.00 7 D-751b Manhole 1 EA $7,000.00 $7,000.00 Concrete Drainage Swale 8 D-751 32 CY $165.00 $5,280.00 (6-feet wide) Total $120,630.00

4.1.2 Existing Hangar Conditions- Erosion Aggregate

The following table shows the opinion of cost is for the installation of erosion aggregate around the existing hangars to further stabilize the soil. This estimate assumes that a contractor is hired to purchase and install all of the erosion aggregate. This may be done in addition to the storm drain system to further reduce surface erosion.

EXISTING HANGAR CONDITIONS ITEM FAA ESTIMATED UNIT DESCRIPTION UNIT TOTAL COST NO. ITEM QUANTITY COST 1 S-4 Erosion Aggregate 5,750 SY $8.00 $46,000.00 Total $46,000.00

Engineer’s Design Report 4-1 166393 Canyonlands Field 4.1.3 Estimated Cost for Gravel, Material Only

An estimated materials cost for the erosion aggregate material is shown below. The volume and total cost is based on the area shown in the above estimate for installed erosion aggregate. This shows an approximate cost and quantity should it be decided that the erosion aggregate will be purchased and placed by Airport/County staff.

ESTIMATED COST FOR EROSION AGGREGATE, MATERIAL ONLY Total Gravel Volume (5,750 SY placed 4 In. Thick) 640 CY Approximate Total Gravel Tonnage 1,035 TONS Approximate Number of Truck Loads (assuming 15 tons 70 Truck Loads per truck) Approximate Cost per CY $23.33 per CY Approximate Cost per Truck Load $350.00 per load Estimated Total Gravel Material Cost $24,500.00

4.1.4 Drainage System for Future Hangar Conditions

The following opinion of cost represents the estimated cost to complete the drainage improvements in the future hangar area. This includes the storm inlets and the storm pipe network to drain the storm water to the south and out to the west of the future apron. See attached plan sheets for proposed layout.

FUTURE HANGAR DEVELOPMENT ITEM FAA ESTIMATED DESCRIPTION UNIT UNIT COST TOTAL COST NO. ITEM QUANTITY 1 S-1 Mobilization 1 LS $20,000.00 $20,000.00 2 P-152a Grading 2,700 SY $6.00 $16,200.00 Storm Drain Pipe, 24-inch 3 D-701a 1,705 LF $50.00 $85,250.00 diameter Storm Drain Pipe, 30-inch 4 D-701c 1,220 LF $55.00 $67,100.00 diameter Pipe End Section, 30-inch 5 D-701d 1 EA $1,500.00 $1,500.00 diameter 6 D-751 Drop Inlet 29 EA $4,000.00 $116,000.00 7 D-751b Manhole 3 EA $7,000.00 $21,000.00 Total $327,050.00

Engineer’s Design Report 4-2 166393 Canyonlands Field 4.1.5 Water and Sewer Systems for Future Hangar Development

The following opinion of cost represents the estimated cost to install water and sewer lines to serve the future hangars. Below is a preliminary estimate for the installation of the water and sewer systems if performed as a standalone project.

ITEM ESTIMATED DESCRIPTION UNIT UNIT COST TOTAL COST NO. QUANTITY 1 Mobilization 1 LS $15,000.00 $15,000.00 2 Water Main 1,980 SY $20.00 $39,600.00 3 Sewer Main 2,035 LF $35.00 $71,225.00 4 Manhole 10 EA $5,000.00 $50,000.00 Total $235,900.00

Engineer’s Design Report 4-3 166393 Canyonlands Field

APPENDIX 1 PROPOSED STORM DRAIN SYSTEM PLAN

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/// 4550 EXISTING 50' UTILITY EASEMENT ///

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ss ss ud TWY A ss ss ss w ss ss // /// /////

ss ss HANGAR 4550 // w ud APRON ///

///// 4560

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w ss

/// 4555 LOW LYING AREA

///// APRON ss //

w ss ud /// HANGAR HANGAR ///// HANGAR

> ss >

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/// >

> > > ///// > > > >

> // up up

w w ud ///

HANGAR

> ss HANGAR sd

// HANGAR FUEL ///// HANGAR up ud ud ud ud ud

w > w

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w up SKY DIVING DROP ZONE //

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4560 w

4565 up up

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4565 w

up 4555

up // t

///// up w /// w

w up //

up BLDG ARFF

up0 t

/////

/// up w //

w 0 0 0 w 0

/ w HANGAR

up HANGAR

/ up

0 up

/ /

ss w t

w / w

w up 0 4560

4565

up w

/ p / /

/ /

4570 /

0 up

up up

p up

0 up

0 up p t

ss up

0 / p

w 0

p p

4570

X up X w

/ t up

p /

w up

p / w

w w

w w p

X t t up 4575

ss ss w ss

w ss ss ss p

/ 4570 / t

/ up 4580 w

p /

t up

ss w ss / ss X

p / /

up w w

/ /

4565 X p

up / up

p /

up / w X

w up /

/ w t

w up p

p / X p

p / p

p p

X p

p p

p PLAN LEGEND

0 > SCALE IN FEET SWALE/DITCH FLOW DIRECTION OVERLAND FLOW DIRECTION 70 140 Approved: Project No: File Name: CONDITIONS Checked: Drawn:

EXISTING CANYONLANDS FIELD Sheet: Date: GRAND COUNTY, UTAH 1.1 CSN EFR BKR/LKB

176422101 10/2017 176422 PLANNING ENGINEERING CONSTRUCTION DRAINAGE STUDY GRAND JUNCTION, CO: 970.242.0101 PHOENIX, AZ: 602.803.7079 DENVER, CO: 303.296.4949 ALBUQUERQUE, NM: 505.508.2192 No. Revision Date By www.armstrongconsultants.com

// //

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EXISTING 50' UTILITY EASEMENT //

///

///// ///

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> ///

> ///// >

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> w >

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PROPOSED REROUTED DITCH

/ /// 8" UNDERDRAIN OUTLET

// // ∅ INV. OUT = 4547.09

RIM ELEV = 4556.20

w ///

/// /////

// RIM ELEV = 4556.02 //

48"

/ /// ∅ SEWER

w /// FUTURE SEWER MAIN SSMH

48" /////

// //

∅

SEWER ///

///

SSMH ///

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REROUTED // ///// //

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// // // // ///// //

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4.1 // 5 // N: 6721547.05 E: 2140532.17 // // // w // ss ss

/// ///// ud // ss ss

R=57.5' // ss ss

ss ss

// ss ss ss

ss ss

// ss

//ss ss ss

ss ss

ss ss //

ss ss

405' 8" HDPE @ 0.00% SLOPE 0.00% @ HDPE 8" 405' ud ss

ss ss

w ss

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ss // ///// // w

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///// //

/// w // ss ///// // ss PROPOSED 18' UTILITY EASEMENT

/// ud w ud ud

ss // /////

ss /// // w 4.1 2 // ss 4.1 ///// 3

ss PROPOSED 6' CONCRETE V-PAN /// // w 95' 24" HDPE @ -0.50% SLOPE // APRON ss

CLEAR

39.5'

39.5' /////

39.5' MIN. ss FUTURE SEWER MAIN /// // w 4.1 1 // AND MANHOLE GRATE ELEV = 4559.00 ss ///// STORM A1 #1 INLET INV. OUT = 4554.66 // /// w HANGAR // HANGAR FUTURE 40'x100' HANGAR N 6721739.67 E 2140737.38 ss up HANGAR

/////

// ud ud ud /// HANGAR FUTURE 40'x50' MATCHLINE - SHEET 2.2 w

// ss up ss

V-PAN CORNER up // /////

V-PAN ANGLE

///

w N: 6722004.52 E: 2140753.06 N: 6721796.11 E: 2140712.21 up

6.18' //

W > W 18' W

> > > ss

// > up /////

/// w 6' INV. OUT = E 2140757.83 N 6721647.31 GRATE ELEV = 4558.50 STORM A1 #2 INLET STORM A2 #4 INLET // w up sd

// ss FUTURE WATER MAIN 58.0 L.F., V-PAN @ 7.7% SLOPE

95' 24" HDPE @ -0.50% SLOPE up ///

///// w // 4554.19 E: 2140759.26 N: 6721795.68 V-PAN ANGLE

w HANGAR E: 2140718.10 N: 6722005.68 V-PAN CORNER 213.0 L.F., V-PAN @ 0.2% SLOPE // sd

ss up

/// up // ///// w HANGAR 4.1

FUEL ud 1 w w HANGAR

// HANGAR up ///

up w ///// w sd w // ///

// up 4.1

up w 3

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W W // W W W

w up ///// //

15' w w

/// up FUTURE WATER MAIN

170' 24" HDPE @ -1.50% SLOPE

PROPOSED 15' UTILITY EASEMENT 0

0 0 BLDG 0

ARFF w up up up up INV. OUT = E 2140962.07 N 6721751.83

GRATE ELEV = 4564.05 STORM A2 #1 INLET // ///// up /

w ///

0 // up w

t HANGAR FUTURE 90'x125'

/////

///

// // w / / up

0 up 4560.00

w /

/ / 0

w up 0

w w w /

/ w

up t

PLAN 4.1 up 1 0

w / ss 0

HANGAR w / / 4.1 0 3

t up w SCALE IN FEET / w w ss 0 w / /

30 w 0 / w up

t up w w

w / ss / 0

/ / / / / / t

up up

60 w /

0 w

ss up

up up

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/ /

X w X X X up

w up up

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X / up ss w PLAN LAYOUT Approved: Project No: File Name: DRAINAGE & Checked:

Drawn: CANYONLANDS FIELD Sheet: FUTURE Date: GRAND COUNTY, UTAH 2.1 CSN EFR BKR/LKB

PROPOSED OUTLET DITCH

PROPOSED REROUTED DITCH

> > > > > > > > > > >

> STORM A1 FLARED END SECTION > INTERCEPT UNDERDRAIN OUTLET 4.1 5 4.1 > 5

FES INV. ELEV.=??? > STORM B1 FLARED END SECTION > 4.1 6721489.88 3 2140484.31 4.1 4.1 4.1 4.1 3

4.1

3 3 4.1 > 3 3 3 FES INV. ELEV. = 4544.59 48' 24" HDPE @ -0.53% SLOPE 8"Ø SANITARY SEWER INVERT 46' 24" HDPE @ 0.53% SLOPE 46' 24" HDPE @ 0.53% SLOPE 51' 24" HDPE @ -0.53% SLOPE 46' 24" HDPE @ 0.53% SLOPE 46' 24" HDPE @ 0.53% SLOPE 57' 24" HDPE @ 0.53% SLOPE 4.1 8" 4.1 1 3 > 4.1 4.1 4.1 4.1 ∅ INV. OUT = 4545.09 4.1 GRATE ELEV = 4555.89 1 4.1

1 1

1 1 > 1 RIM ELEV = 4555.00 GRATE ELEV = 4555.89 GRATE ELEV = 4556.99 GRATE ELEV = 4555.87 GRATE ELEV = 4556.73 GRATE ELEV = 4556.95 101' 24" HDPE @ -0.54% SLOPE GRATE ELEV = 4555.67 STORM B2 #7 INLET EXISTING SEWER 68' 36" HDPE @ -3.63% SLOPE INV. OUT = 4550.93 STORM B2 #6 INLET STORM B2 #2 INLET STORM B2 #5 INLET STORM B2 #4 INLET STORM B2 #3 INLET STORM B2 #8 INLET INV. OUT = 4551.17 INV. OUT = 4552.18 INV. OUT = 4551.43 INV. OUT = 4551.69 INV. OUT = 4551.94

INV. OUT = 4550.69 N: 6721507.24 2140611.40 6721020.44 E: 2140526.53

APPROX. 4547.01 TOFA(U) TOFA(U) TOFA(U) 48" N 6721233.78 E 2140633.78

E: 2140608.43 N: 6721134.91 N 6721278.73 > E 2140623.89 E 2140582.90 N 6721465.11 E 2140613.58 N 6721420.16 E 2140602.67 E 2140592.78 N 6721325.61 N 6721375.21 N 6721188.82 E 2140643.67 ∅ SSMH

N: 6721142.43

E: 2140642.61

TSA(U)

TSA(U) TSA(U)

TOFA(U)

ss ss

TSA(U)

ss ss

ss ss ss

ss ss

ss ss ss

ss ss 35.0' ss

ss ss

35' ss

ss ss

ss ss ss

ss ss PROPOSED

ss ss ss ss ss ss R=42.5' ss ss 35' TAXIWAY

R=77.5' 26.03' 20' 20.29' 20' 26.03' 20' 26.03' 20' 26.03' 20' 32.7' 20' 26.03' 20' 26.03' 20'

8"Ø SANITARY SEWER INVERT

APPROX. 4544.59 4.1

4.1 4.1

3 TSA(U) TSA(U) 4.1 4.1 3 3 4.1 TSA(U) 3 3 3 INV. OUT = E 2140574.74 N 6721502.20 38' 24" HDPE @ -0.53% SLOPE GRATE ELEV = 4557.13 STORM B2 #1 INLET SS 4.1 INV. OUT = RIM ELEV = 4554.29 E 2140677.49 N 6721035.07 STORM B1 #3 48" SDMH

95' 24" HDPE @ -0.50% SLOPE 3

95' 24" HDPE @ -0.50% SLOPE 46' 24" HDPE @ -0.50% SLOPE 4.1 44' 24" HDPE @ 0.59% SLOPE 4.1 72' 24" HDPE @ 0.51% SLOPE 4.1 1 80' 24" HDPE @ -0.50% SLOPE 4.1 61' 24" HDPE @ -0.50% SLOPE 1 3 1

INV. OUT = E 2140655.83 N 6721133.53 GRATE ELEV = 4555.04 STORM B2 #9 INLET

GRATE ELEV = 4556.06 4.1

TOFA(U) 301' 24" HDPE @ -1.24% SLOPE GRATE ELEV = 4556.06 TOFA(U) TOFA(U) 1 GRATE ELEV = 4557.48 STORM B2A #1 INLET 4.1 STORM B2A #2 INLET 1 STORM B2B #3 INLET GRATE ELEV = 4557.49 INV. OUT = 4551.49 INV. OUT = 4551.26 4.1 GRATE ELEV = 4556.48 STORM B2B #2 INLET 4552.38 INV. OUT = 4552.33

35' 1 STORM B2B #4 INLET 4549.85 E: 2140700.77 N: 6721075.87 INV. OUT = 4552.50 GRATE ELEV = 4555.16 INV. OUT = 4551.90 FUTURE 50'x168' T-HANGAR STORM B2A #3 INLET N 6721276.69 E 2140721.61 N 6721231.77 E 2140731.49 N 6721418.15 E 2140690.50 4550.39 INV. OUT = 4550.87 SS E: 2140693.25 N: 6721110.05 N 6721463.11 E 2140680.61 N 6721346.02 E 2140706.36 4.1 N: 6721123.37 E: 2140753.80 1 N 6721154.07 E 2140748.58 4.1 6 W 4.1

TOFA(U) TOFA(U) TOFA(U)

TSA(U)

TSA(U) TSA(U) TSA(U)

W R=12.5' 43.39' 26.03' 20' 26.03' 20' 26.03' 20' 78.81' 20' 26.03' 20' 26.03' 20' FUTURE WATER MAIN & VALVES 25'

TOFA(U)

211' 36" HDPE @ -0.50% SLOPE R=12.5' PROPOSED 25' TAXIWAY SS

E: 2140763.32 N: 6721138.26 40' 20' 40' 20' 40' 20' 40' 20' 44.33'

20' 40' 20' GRATE ELEV = 4557.04

W E: 2140787.74 N: 6721143.63

FUTURE SEWER MAIN

AND MANHOLE (TYP.) TSA(U) TSA(U)

TSA(U) TSA(U) 4.1 STORM B3 #2 INLET 1 STORM A1 #1 48" SDMH INV. OUT = 4553.23 4.1 INV. OUT = E 2140667.51 N 6721522.67 1 GRATE ELEV = 4557.96 STORM B2B #1 INLET PROPOSED EASEMENT

18' UTILITY

E: 2140802.63 N: 6721134.11

RIM ELEV = 4558.04

TOFA(U) INV. OUT = 4553.02

TOFA(U) TOFA(U) N 6721421.14 E 2140807.91

SS N 6721554.96 E 2140778.28 HANGAR HANGAR HANGAR FUTURE FUTURE HANGAR HANGAR FUTURE FUTURE HANGAR FUTURE FUTURE 40'x40' 40'x40' 40'x40' 4552.81 40'x40' 40'x40' 40'x40'

W 4.1 3 TSA(U) 4.1 4.1 1 3

SS SS

SS SS SS SS

W W W W W W

TOFA(U) INV. OUT = E 2140781.88 N 6721538.68 GRATE ELEV = 4557.96 STORM A2 #4 INLET MATCHLINE - SHEET 2.1 INV. OUT = E 2140833.85 N 6721303.97 GRATE ELEV = 4556.13 STORM B3 #3 INLET 128' 24" HDPE @ -0.50% SLOPE 4.1 120' 24" HDPE @ -0.70% SLOPE 120' 24" HDPE @ -1.00% SLOPE 3 INV. OUT = E 2140861.56 N 6721178.81 TSA(U) GRATE ELEV = 4554.84 STORM B3 #4 INLET 101' 30" HDPE @ -0.50% SLOPE

TOFA(U) 35' TAXIWAY

116' 24" HDPE @ -1.50% SLOPE SS PROPOSED

116' 24" HDPE @ -1.50% SLOPE

116' 24" HDPE @ -1.00% SLOPE SS 100'x100' HANGAR FUTURE HANGAR 100'x100' FUTURE INV. OUT = RIM ELEV = 4555.06 E 2140883.29 N 6721080.63 STORM B1 #2 48" SDMH 4554.06 HANGAR 4552.03 100'x100' FUTURE 4551.40 4.1 1 4550.90 116' 24" HDPE @ -2.00% SLOPE GRATE ELEV = 4560.06 GRATE ELEV = 4561.54 4.1 4.1 1 SS STORM B3 #1 INLET 1 SS 4.1 INV. OUT = 4554.97 STORM A2 #3 INLET 1 INV. OUT = 4556.39 GRATE ELEV = 4558.57 GRATE ELEV = 4556.20 4.1 STORM B3B #1 INLET 1 STORM B3A #1 INLET N: 6721171.84 E: 2140974.14 INV. OUT = 4553.77 E 2140921.16 INV. OUT = 4552.56 N 6721446.21 TSA(U) N 6721563.45 4.1 E 2140895.63 6 4.1 4.1 4.1 3 4.1 3 3 N 6721329.05 E 2140947.10 3 N 6721203.50 E 2140974.88 4.1 3 4.1 3

TOFA(U) TOFA(U)

35' TOFA(U) E: 2140981.66 N: 6721137.65

222' 24" HDPE @ -0.50% SLOPE

R=42.5' 4.1

TSA(U) 3 TSA(U) TSA(U)

SS SS

40' 80' 44.95'

80' 40' 80' R=77.5'

35'

35' PROPOSED 35' TAXIWAY

TSA(U) SS

SS E: 2141006.52 N: 6721222.47 TOFA(U) 4.1 35' 74.42' 35' 74.42' 40.52' 3 E: 2141040.70 N: 6721229.99 35' 80' 106' 24" HDPE @ -1.00% SLOPE

TSA(U) TSA(U) TSA(U) TSA(U)

SS SS SS

SS SS SS SS SS SS

W W

TOFA(U) W W

W TOFA(U) W W W TOFA(U) W INV. OUT = E 2141045.63 N 6721374.42 GRATE ELEV = 4558.75 STORM B1 INLET #2 INV. OUT = E 2141021.97 N 6721481.24 GRATE ELEV = 4559.06 STORM B1 INLET #1 109' 24" HDPE @ -0.50% SLOPE INV. OUT = E 2141070.50 N 6721262.13 GRATE ELEV = 4557.33 STORM B1 INLET #3 INV. OUT = E 2140998.80 N 6721585.92 GRATE ELEV = 4561.62 STORM A2 #2 INLET 115' 24" HDPE @ -1.00% SLOPE 137' 24" HDPE @ -1.00% SLOPE HANGAR FUTURE 80'x100' HANGAR FUTURE 65'x95' PROPOSED 15' UTILITY EASEMENT INV. OUT = RIM ELEV = 4556.00 E 2141100.07 N 6721128.63 STORM B1 #1 48" SDMH 4554.51 4555.06 4.1 100'x100' FUTURE HANGAR 4553.37 3 4557.45 4557.45 100'x100' HANGAR FUTURE 4552.00 4.1 1 4.1 4.1 1 1 4.1 1 PLAN 4.1 6 0 4.1 3 4.1 4.1 3 3 SCALE IN FEET 30

up 0 p 0

/ / / / /

up p up

60 0

p 0

p p

p 0

p p

0 p

p p

p p PLAN LAYOUT Approved: Project No: File Name: DRAINAGE & Checked:

Drawn: CANYONLANDS FIELD Sheet: FUTURE Date: GRAND COUNTY, UTAH 2.2 CSN EFR BKR/LKB

// //

///

///// ///

// //

///

///// ///

///

> /// /////

///

/////

/ ///

w ///

/// /////

/ ///

w /// /////

///

/////

///

/////

w /// /////

///

/////

///

/////

///// ///

///// //

/// //

///// //

///// // //

// // // // ///// //

/// // // //

// // // w // ss ss

///

///// ud // ss ss

// ss ss

ss ss

// ss ss ss

ss ss

ss ss ss

//ss ss ss

ss ss

ss ss //

ss ss

ud ss

ss ss

ss ss //

ss 4555 ss

ss ss

ss ss // /// ss

ss ss ss ss ss ss ss /////

// ud ud ud ud ud ud ud ud ud

ud ud ud ud ud ud ud ud ud 56.36 56.23 // w

ss ///

ss ud ud ud ud /////

// 56.71 // w ss /// ss ///// // // w ss ///

ss //

///// // w

/// ss // ss APRON

///// //

/// w //

ss ///// 4560 // ss

/// ud w ud ud //

ss // /////

ss ///

// w 58.00 // ss /////

ss /// // w //

ss 58.11 ///// ss /// // w // SWALE, 5' FROM BLDG REGRADE TO 5' DRAIN

ss ///// // /// w F.F.E. = 59.00 HANGAR HANGAR // HANGAR MATCHLINE - SHEET 3.2 HANGAR F.F.E. = 63.18 ss up

/////

// ud ud ud HANGAR ///

// ss up

ss up // /////

/// w up

> W

W 59 60 up >

> > ss 61 // >

62 up /////

/// w DRAINAGE INTO PROPOSED BACK AS NEEDED TO ACCOMODATE EXISTING STORM PIPE OUTLET STORM INLET TO RELEASE ON SURFACE. CUT // w up sd

// ss

63.45 up /// /////

63.88 w // w w HANGAR

// sd

ss up

/// up HANGAR // ///// w ud w w HANGAR //

HANGAR up ///

up w ///// w sd w // ///

// up

up w

///// w w

// up

///

up up w

///// // w

/// 4565 t up

w up /////

w up //

///

w up // ///// w w

// up

///

up w

// up ///// w w

// up

/// t

w up ///// w // w

///

W W // W W W

w up ///// // w w F.F.E. = 63.08 HANGAR

///

0 0 0

0 w up up up up BLDG

// ARFF ///// up /

w ///

0 // up w

/////

///

// // w / / up

0 up

w /

/ / 0

w up 0

w w w /

/ w

up t

0 PLAN up 0

w / ss 0

w w HANGAR / / 0

t up w SCALE IN FEET / w w ss 0 w / /

30 w 0 / w up

t up w w

w / ss / 0

/ / / / / / t

up up w / 60

4570 ss

up up

up up up up up

/ 0

up /

/ t 0

w up

up up

up 0 ss

/ /

X w X X X up

w up up

up w

X / up ss w Approved: Project No: File Name: Checked: DRAINAGE Drawn:

GRADING CANYONLANDS FIELD Sheet: FUTURE Date: GRAND COUNTY, UTAH 3.1 CSN EFR BKR/LKB

PROPOSED OUTLET DITCH

4550 INTERCEPT EXISTING UNDERDRAIN TO DRAIN INTO STORM PIPE

LOCATION AND INSTALL FITTINGS OUTLET. CORE PIPE AT NEAREST

> > > > > > > > > > >

> >

> > >

> > > >

> > > > > > > > >

> > REROUTE DITCH @ TOE 4550 OF SLOPE 8"Ø SANITARY SEWER INVERT >

4550 > APPROX. 4544.59

> >

51 > 52 53 54 55

4550 ud ud 56.57

54.73

ss ss

ss ss ss

ss ss

ss 56.23

ss ss ss

ss ss

ss ss ss

ss ss

ss ss ss ss ss ss

ss ss 56.77 56.71 56.68 56.55 56.46

56.34 56.25 56.12 56.03 55.88 55.79

55.66 55.57 55.45 55.36 55.23 55.08 55.14 55 8"Ø SANITARY SEWER INVERT APPROX. 4547.01

SS 55.10 54.75 F.F.E. = 56.50 57 HANGAR SS

W 54 SS 55.16

58.00 4555 57.72

57.57 57.37 57.21 57.02 56.86 56.26

56.11 55.76 55.91 55.56 55.41 54.91 56

SS 57.96 58.11 57.81 57.50 57.35 57.05 56.89 56.59 56.44 56.13 55.98 55.67 55.52 55.16

W 55.21 SS

F.F.E. = 58.04 HANGAR F.F.E. = 57.58 HANGAR

F.F.E. = 57.12 HANGAR F.F.E. = 56.51 HANGAR F.F.E. = 56.21 HANGAR F.F.E. = 55.75 HANGAR

> > > > >

W >

SS >

SS SS > SS SS

> > > > > > >

> > > > > > > >

> > > W

W W

W W W W

> 59

MATCHLINE - SHEET 3.1 57

60 > 60

62 SS 58

58 61 62

55 > 58

SS > SS F.F.E. = 61.60 F.F.E. = 60.11 HANGAR

F.F.E. = 58.62 HANGAR >

HANGAR

56 > SS

56.35 56.00

> 4560 SS 56.38 SS 62.02 61.48 60.49

59.99 59.00

58.50 57.50 57.29

62 58

SS 4555 62.10 61.85 60.93 60.48 59.43

59.01

58.12 57.64 57.73 57

SS SS SS

SS SS SS SS SS SS

W W W W W W F.F.E. = 59.41 HANGAR F.F.E. = 61.97 HANGAR F.F.E. = 57.86 HANGAR F.F.E. = 59.28 HANGAR

58 61

PLAN 61

0 62 63 64 65 66 SCALE IN FEET 30

up 0

p 0

4560

/ / / /

4565 p

up p up

60 0

p 0

p p

p 0

p p

0 p

p 4570

p p

p p Approved: Project No: File Name: Checked: DRAINAGE Drawn: CANYONLANDS FIELD GRADING Sheet: FUTURE Date: GRAND COUNTY, UTAH 3.2 CSN EFR BKR/LKB 176422101 10/2017 176422 PLANNING ENGINEERING CONSTRUCTION DRAINAGE STUDY GRAND JUNCTION, CO: 970.242.0101 PHOENIX, AZ: 602.803.7079 DENVER, CO: 303.296.4949 ALBUQUERQUE, NM: 505.508.2192 No. Revision Date By www.armstrongconsultants.com

6"x6" 10/10 W.W.F. 22 7/16" GRATE OR #4 REBAR 18" O.C. BOTH WAYS NEENAH R-3362 OR 6" 3'-0" 3'-0" 6" 39 1/4" APPROVED SUBSTITUTE SOLID LID CONCRETE 3" 1" LEVEL AND ADJUST LID AND NEENAH R-6663-JP OR 3" FRAME TO FINSH GRADE APPROVED SUBSTITUTE COLLAR AS PER (1/4" MAX BELOW SURFACE) ALBUQUERQUE, NM: 505.508.2192 PHOENIX, AZ: 602.803.7079

DETAIL A GRATE FRAME 6" 5" NEENAH R-3362 OR

APPROVED SUBSTITUTE 6" SOLID LID FRAME PRECAST GRADE RINGS NEENAH R-6663-JP OR APPROVED SUBSTITUTE 4' DIA. PRECAST FLAT TOP WITH 24" 6" MIN. COMPACTED www.armstrongconsultants.com ECCENTRIC OPENING SUBGRADE 6" CRUSHED AGGREGATE 31 1/4" BASE COURSE

48 1/8" SINGLE PLANNING ENGINEERING CONSTRUCTION 73 1/4" DOUBLE RISERS 6" WALLS & BASE (TYP) 2 CONCRETE V-PAN GUTTER STATION CALL-OUT CONCRETE BOX WITH LOCATION NOT TO SCALE #4 REBAR @8" O.C. BOTH WAYS 4.1 * GRAND JUNCTION, CO: 970.242.0101 IN ALL WALLS & BASE DENVER, CO: 303.296.4949 "O" RING PER ASTM C 361 OR SEAL JOINTS W/MASTIC 24" (TYP)

4" CONCRETE 38" SINGLE 62" DOUBLE 4" SELECT BORROW MATERIAL, FINISHED GRADE CRUSHED AGGREGATE BASE COURSE, SUBBASE COURSE

6" MIN. TOP OF NATURAL GROUND

VARIES AND BITUMINOUS PAVEMENT

CONCRETE FL OF OUTLET PIPE TO BE 6" ABOVE THE FLOOR OF INLET BOX SEE PLAN FOR ELEVS. CONCRETE TRENCH BACKFILL COMPACTED 12" MIN. COVER CAST HOLE AS REQUIRED SECTION A-A SEE BASE DETAIL SECTION B-B FOR CONNECTION PIPE GRANULAR SAND BEDDING MATERIAL (3/8" MAX. SIZE) CAST CONCRETE BASE AROUND 4" WEEPHOLE(S) CENTERED ON HAND TAMPED IN 6" LIFTS CONNECTING PIPES, SEE BASE WALL(S) WITH 8"Ø FILTER FABRIC DETAIL FOR REINFORCING - USE APPLIED TO EXTERIOR WALL 1/2 Bc 1/4 Bc PRECAST BASE SECTION INSTALLED (TYP.) 6" MIN. PER MANUFACTURER RECOMMENDATIONS

a DRILL AND EPOXY 12" LONG #4 DOWEL BARS @ 1'3" O.C. MAX PLACED RADIALLY 1 STORM DRAIN INLET 6" STRUCT. EXCAV. IN SOIL 1" CHAMFER 4.1 NOT TO SCALE STRUCT. EXCAV. IN 12" Bc=PIPE MIN. DRAINAGE STUDY 12" MIN. ROCK OR HARDPAN MIN. O.D. 12" CANYONLANDS FIELD

MAX. GRAND COUNTY, UTAH

a = 12 INCHES MIN. OR 1/2 INCH FOR EACH FOOT OF FILL OVER THE TOP OF THE PIPE WHICHEVER IS GREATER, BUT NOT MORE THAN 3/4 Bc.

CONCRETE GRADE RINGS 3 PIPE CULVERT BEDDING & BACKFILL DETAIL 4.1 NOT TO SCALE By

DETAIL A Date P-610 CONCRETE

3" CLEAR (TYP)

BASE DETAIL Revision 6 STORM DRAIN MANHOLE A PERPENDICULAR TO RUNWAY ℄ 4.1 NOT TO SCALE 1 STORM DRAIN INLET PRECAST SECTIONS MAX. HEIGHT 4.1 GRADE RINGS 8"

2' No.

FLOW MATCH APRON SLOPE COMBINED GRADE RINGS 18" MATCH APRON SLOPE RISERS 48" 4" Project No: 176422 Date: 10/2017 File Name: 176422101 SLOPE TO 4" CONCRETE PAVING MATCH APRON 2' 2' SLOPE SLOPE SLOPE Drawn: BKR/LKB 1 1 2' SECTION A-A Checked: EFR 4 4 Approved: CSN FLOW

10' A 4 INLET APRON PAVING 4.1 NOT TO SCALE DETAILS 5 DRAINAGE DITCH TYPICAL SECTION 4.1 NOT TO SCALE

Sheet: 4.1

NOTE: LEGEND APPLIES TO ALL SHEETS IN THIS PLAN SET, IS GENERIC, AND NOT SYMBOLS MAY BE SHEETS. / >

0 X g w p 5025 /

/ 0.00 > 0 X ud up fO sd ss / / / g w p 0 X

TW A7 EXISTING CONCRETE PAVEMENT EXISTING WETLANDS EXISTING BUILDING EXISTING GRAVEL EXISTING ASPHALT PAVEMENT EXISTING GRAVEL EDGE EXISTING CONCRETE PAVEMENT EDGE EXISTING ASPHALT PAVEMENT EDGE EXISTING UNDERDRAIN EXISTING UNDERGROUND POWER OR TELE. LINE EXISTING GAS LINE EXISTING WATER LINE EXISTING FIBER OPTIC CABLE EXISTING OVERHEAD POWER CABLE EXISTING STORM DRAIN LINE EXISTING SANITARY SEWER LINE EXISTING WILDLIFE FENCE EXISTING CHAINLINK FENCE EXISTING BARB WIRE FENCE EXISTING SWALE DIRECTION EXISTING CULVERT EXISTING DUCT EXISTING POWER CABLE(S) EXISTING SURVEY CONTROL MONUMENT EXISTING SECTION CORNER EXISTING MANHOLE EXISTING AREA INLET EXISTING BLOW OFF VALVE EXISTING PROPERTY CORNER PIN/CAP EXISTING GUY EXISTING ROAD SIGN(S) EXISTING TREE EXISTING WATER VALVE EXISTING FIRE HYDRANT EXISTING PAD MOUNTED TRANSFORMER EXISTING TELEPHONE RISER EXISTING AREA LIGHT EXISTING UTILITY POLE EXISTING TIEDOWN ANCHOR EXISTING AWOS/ASOS/UNICOM EXISTING REIL EXISTING PAPI / VASI EXISTING SEGMENTED CIRCLE EXISTING WIND CONE EXISTING BEACON EXISTING AIRFIELD SIGN EXISTING SPLICE BASE EXISTING TAXIWAY EDGE LIGHT EXISTING RETROREFLECTIVE MARKER EXISTING RUNWAY EDGE LIGHT EXISTING GROUND CONTOUR (5' INTERVAL) EXISTING SPOT ELEVATION

TW A6 LEGEND 0 ∞ X / ^ ∞ ∞ > 0 X / / 10 SD SS ^ ∞ W P G 99.99 ∞ X ∞ 0 ^ / / / ∞ ∞ PROPOSED GRADING AREA PROPOSED SEEDING AREA PROPOSED BUILDING PROPOSED ROCK RIPRAP PROPOSED GRAVEL PROPOSED ASPHALT REMOVAL PROPOSED ASPHALT PAVEMENT OVERLAY PROPOSED ASPHALT PAVEMENT PROPOSED CONCRETE PAVEMENT PROPOSED SWALE DIRECTION PROPOSED SILT FENCE PROPOSED SEDIMENT LOG PROPOSED UNDERDRAIN PROPOSED UNDERGROUND POWER/TELE PROPOSED GAS LINE PROPOSED WATERLINE PROPOSED COUNTERPOISE CABLE PROPOSED STORM DRAIN LINE PROPOSED SANITARY SEWER LINE PROPOSED WILDLIFE FENCE PROPOSED CHAINLINK FENCE PROPOSED BARBED WIRE FENCE PROPOSED CONCRETE ENCASED DUCT BANK PROPOSED CULVERT w/END SECTIONS PROPOSED AIRFIELD POWER CABLE(S) PROPOSED SURVEY MONUMENT PROPOSED MANHOLE PROPOSED SANITARY SEWER CLEAN-OUT PROPOSED STORM DRAIN INLET PROPOSED WATER VALVE PROPOSED FIRE HYDRANT PROPOSED ELECTRIC TRANSFORMER PROPOSED TIEDOWN ANCHOR PROPOSED AREA LIGHT (S) PROPOSED SUPPLEMENTAL WIND CONE PROPOSED AWOS PROPOSED REIL PROPOSED PAPI PROPOSED SEGMENTED CIRCLE PROPOSED LIGHTED WIND CONE PROPOSED BEACON AND TOWER PROPOSED AIRFIELD SIGN PROPOSED SPLICE BASE PROPOSED TAXIWAY EDGE LIGHT PROPOSED RUNWAY THRESHOLD LIGHT PROPOSED RUNWAY EDGE LIGHT PROPOSED GROUND CONTOUR (1' INTERVAL) PROPOSED FINISHED GRADE ELEVATION

TW A5 LONG: W 109° 45' 19.49" LAT: N 038°45'21.92" SACS FAA CNY B 1. 7. 6. 5. 3. 2. 4. RUNWAY 3/21 N: 6720507.33 E: 2137943.39 TAXIWAY A DISPOSAL WITH ENGINEER AND AIRPORT. LOCATIONS SHALL BE RECLAIMED AT NO ADDITIONAL COST TO THE PRODUCED BY VEHICLES AND EQUIPMENT IN NON-PAVEMENT AREAS MAXIMUM EXTENT POSSIBLE. MANAGEMENT AND THE ENGINEER PRIOR TO ESTABLISHING ENGINEER'S APPROVAL PRIOR TO ORDERING. ESTIMATED QUANTITIES ARE CONSIDERED APPROXIMATE ONLY EXCEPT CONTRACTOR SHALL COORDINATE ALL ON-SITE WASTE MATERIAL CONSTRUCTION ACCESS OR HAUL ROADS. EXISTING PAVEMENT CONFERENCE. CONSTRUCTION PERMITS AS NECESSARY FOR THE PROJECT. SHALL BE REPAIRED BY THE CONTRACTOR AT NO ADDITIONAL COST TO SPONSOR. SURFACES OTHER THAN AIRFIELD PAVEMENTS SHALL BE USED TO THE SPECIFICATIONS. QUANTITIES SHALL BE DETERMINED BY FIELD MEASUREMENT OR THE SPONSOR. WITHIN ALL CONSTRUCTION AREAS. DISTURBED AREAS IN THESE THE CONTRACTOR SHALL MINIMIZE DISTURBANCE INCLUDING RUTS THE CONTRACTOR SHALL OBTAIN APPROVAL FROM AIRPORT THE CONTRACTOR SHALL BE REQUIRED TO SUBMIT A WORK SCHEDULE THE CONTRACTOR IS REQUIRED TO OBTAIN ALL NECESSARY THE CONTRACTOR SHALL PROVIDE MATERIAL SUBMITTALS FOR WHERE PLAN QUANTITIES ARE SPECIFIED FOR PAYMENT. ACTUAL AIRFIELD CABLE CIRCUITS OR FACILITIES DURING CONSTRUCTION AND PROPOSED CONSTRUCTION METHODS AT THE PRE-CONSTRUCTION GENERAL NOTES DAMAGE CAUSED TO EXISTING AIRFIELD PAVEMENTS, NOTE: COORDINATES SHOWN ARE LOCAL GROUND GRID.

SURVEY CONTROL LAYOUT

WELL WATER SPIG WATER 0 SCALE IN FEET 300

TW A4 600 (PROJECT BENCHMARK) LONG: W 109° 45' 02.76" LAT: N 038°45'41.19" PACS FAA CNY A ELEV. = 4568.40 N: 6722482.64 E: 2139229.88

IS PROVIDED FOR THE CONVENIENCE OF CONTRACTOR AND NOT TO BE RELIED UPON AS UTILITIES. LEAST 48 HOURS BEFORE ANY EXCAVATION / EMBANKMENT TO REQUEST FIELD LOCATION OF BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL UTILITY COMPANIES AND WHERE POSSIBLE, MEASUREMENTS IN THE FIELD. INFORMATION EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED RECORDS OF THE VARIOUS THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT LOCATION AND/OR ELEVATION OF CAUTION - NOTICE TO CONTRACTOR W

TW A3

APRON TW A2 BRASS CAP IN CONCRETE LONG: W 109° 44' 46.29"

SURVEY MONUMENT 0 LAT: N 038°45'47.05" N: 6723101.04 TW A1 E: 2140523.16

UTAH 811 (1-800-662-4111) RESTRICTED AREA RESTRICTED AT

p Approved: Project No: File Name: Checked: LEGEND & Drawn: CONTROL GENERAL CANYONLANDS FIELD Sheet: SURVEY NOTES, Date: GRAND COUNTY, UTAH 4.2 CSN EFR BKR/LKB

CONSTRUCTED WITH HANGAR A CONSTRUCTED WITH HANGAR D CONSTRUCTED WITH HANGAR E CONSTRUCTED WITH HANGAR C

A B C D E

CULVERT OUTLET

DRAINAGE SWALE

> > > > > > ALBUQUERQUE, NM: 505.508.2192 PHOENIX, AZ: 602.803.7079

TIE HANGAR C CULVERT INTO TAXIWAY DROP INLET CONSTRUCTED WITH EXISTING APRON/TAXIWAY HANGAR D CONSTRUCTED WITH HANGAR F

CONSTRUCTED WITH HANGAR G www.armstrongconsultants.com CONSTRUCTED WITH HANGAR H CONSTRUCTED WITH TAXIWAY PLANNING ENGINEERING CONSTRUCTION sd GRAND JUNCTION, CO: 970.242.0101 DENVER, CO: 303.296.4949

F G H TAXIWAY sd CULVERT OUTLET

DRAINAGE SWALE

> > > > > > FINISH FLOOR ELEVATION (F.F.E.) EQUAL OR GREATER THAN UPHILL EDGE OF PAVEMENT ELEVATION GRADE TO DRAIN TO INLET TIE HANGAR F (OUTLET) INTO (MIN. 0.5% SLOPE) DROP INLET CONSTRUCTED WITH HANGAR G HANGAR A F.F.E. CULVERT OUTLET HANGAR B F.F.E. HANGAR C F.F.E. EXISTING APRON/TAXIWAY TAXIWAY HANGAR D F.F.E. HANGAR E F.F.E.

DEVELOPMENT SEQUENCE - OPTION #1 TAXIWAY E.O.P. PROFILE 0 50 100 > > > > > >

SCALE IN FEET DRAINAGE SWALE

INLET CONSTRUCTED WITH HANGAR E HANGAR DEVELOPMENT PROFILE INLET CONSTRUCTED WITH HANGAR D DRAINAGE STUDY INLET CONSTRUCTED WITH HANGAR C N.T.S. VERTICAL

0 50 100 CANYONLANDS FIELD HORIZONTAL: GRAND COUNTY, UTAH

SCALE IN FEET A B C D E By

CULVERTS CONSTRUCTED Date TAXIWAY PRIOR TO HANGAR DEVELOPMENT EXISTING APRON/TAXIWAY INLETS AND PIPE SECTIONS CONSTRUCTED WITH HANGAR F INLETS AND PIPE SECTIONS CONSTRUCTED WITH HANGAR G INLETS AND PIPE SECTIONS CONSTRUCTED WITH HANGAR H Revision sd

F G H No. sd Project No: 176422

TAXIWAY Date: 10/2017 File Name: 176422101

Drawn: BKR/LKB INLETS AND PIPE SECTIONS Checked: EFR CONSTRUCTED WITH TAXIWAY Approved: CSN

CULVERTS AND INLET CONSTRUCTED INLETS TIED INTO CULVERT PRIOR TO FUTURE HANGAR DEVELOPEMENT AS HANGARS ARE DEVELOPED EXISTING APRON/TAXIWAY TAXIWAY DEVELOPMENT SEQUENCING DEVELOPMENT SEQUENCE - OPTION #2 DETAILS 0 50 100

SCALE IN FEET Sheet: 5.1

APPENDIX 2 STORM DRAIN CALCULATIONS

Autodesk® Storm and Sanitary Analysis 2016 - Version 10.1.53 (Build 1) ------

******************* Project Description ******************* File Name ...... Storm Drain System- Revised.SPF Description ...... Moab Basins A and B

**************** Analysis Options **************** Flow Units ...... cfs Subbasin Hydrograph Method. Rational Time of Concentration...... FAA Return Period...... 5 years Link Routing Method ...... Kinematic Wave Storage Node Exfiltration.. None Starting Date ...... JUN-14-2017 00:00:00 Ending Date ...... JUN-14-2017 00:30:00 Report Time Step ...... 00:00:10

************* Element Count ************* Number of subbasins ...... 18 Number of nodes ...... 24 Number of links ...... 22

**************** Subbasin Summary **************** Subbasin Total Flow Average Area Length Slope ID acres ft % ------Sub-03 0.60 245.00 2.0000 Sub-04 0.60 220.00 2.0000 Sub-05 0.30 140.00 1.0000 Sub-06 2.80 450.00 1.0000 Sub-07 0.60 210.00 1.0000 Sub-09 0.30 140.00 1.0000 Sub-13 0.50 150.00 0.5000 Sub-14 0.50 150.00 0.5000 Sub-15 0.50 150.00 0.5000 Sub-16 0.50 150.00 0.5000 Sub-17 1.00 200.00 0.5000 Sub-18 1.00 200.00 0.5000 Sub-19 0.50 100.00 0.5000 Sub-20 0.50 150.00 0.5000 Sub-21 0.50 150.00 0.5000 Sub-22 0.50 200.00 0.5000 Sub-23 0.25 50.00 0.5000 Sub-24 1.00 300.00 0.5000

************ Node Summary ************ Node Element Invert Maximum Ponded External ID Type Elevation Elev. Area Inflow ft ft ft² ------Jun-01 JUNCTION 4553.73 4558.04 0.00 Jun-02 JUNCTION 4552.00 4556.00 0.00 Jun-03 JUNCTION 4550.90 4555.06 0.00 Jun-04 JUNCTION 4549.04 4554.45 0.00 Out-01 OUTFALL 4549.96 4551.96 0.00 Out-02 OUTFALL 4547.39 4550.39 0.00

************* Inlet Summary ************* Inlet Inlet Manufacturer Inlet Number Catchbasin Inlet Ponded Initial Grate ID Manufacturer Part Location of Invert Rim Area Water Clogging Number Inlets Elevation Elevation Elevation Factor ft ft ft² ft % ------0 NEENAH FOUNDRY R-3362 On Sag 1 4553.37 4557.33 4.00 4553.37 10.00 4 NEENAH FOUNDRY R-3362 On Sag 1 4552.03 4556.13 10.00 4552.03 10.00 Inlet-01 NEENAH FOUNDRY R-3362 On Sag 1 4554.64 4559.00 10.00 4554.64 10.00 Inlet-02 NEENAH FOUNDRY R-3362 On Sag 1 4554.19 4558.50 10.00 4554.19 10.00 Inlet-03 NEENAH FOUNDRY R-3362 On Sag 1 4554.07 4557.96 10.00 4554.07 10.00 Inlet-07 NEENAH FOUNDRY R-3362 On Sag 1 4555.06 4559.06 10.00 4555.06 10.00 Inlet-08 NEENAH FOUNDRY R-3362 On Sag 1 4554.52 4558.75 10.00 4554.52 10.00 Inlet-11 NEENAH FOUNDRY R-3362 On Sag 1 4551.40 4554.84 10.00 4551.40 10.00 Inlet-12 NEENAH FOUNDRY R-3362 On Sag 1 4552.56 4556.20 10.00 4552.56 10.00 Inlet-14 NEENAH FOUNDRY R-3362 On Sag 1 4553.77 4558.57 10.00 4553.77 10.00 Inlet-15 NEENAH FOUNDRY R-3362 On Sag 1 4553.23 4557.04 10.00 4553.23 10.00 Inlet-16 NEENAH FOUNDRY R-3362 On Sag 1 4554.97 4560.06 10.00 4554.97 10.00 Inlet-17 NEENAH FOUNDRY R-3362 On Sag 1 4552.13 4556.43 10.00 4552.13 10.00 Inlet-18 NEENAH FOUNDRY R-3362 On Sag 1 4551.45 4555.74 10.00 4551.45 10.00 Inlet-19 NEENAH FOUNDRY R-3362 On Sag 1 4550.47 4554.94 10.00 4550.47 10.00 Inlet-4 NEENAH FOUNDRY R-3362 On Sag 1 4556.39 4561.54 10.00 4556.39 10.00 Inlet-5 NEENAH FOUNDRY R-3362 On Sag 1 4557.45 4561.62 10.00 4557.45 10.00 Inlet-6 NEENAH FOUNDRY R-3362 On Sag 1 4560.00 4564.05 10.00 4560.00 10.00

************************** Roadway and Gutter Summary ************************** Inlet Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Manning's Cross Width Depression Slope Slope Roughness Slope ft/ft ft/ft ft/ft ft in ------0 - 0.0200 0.0160 0.0620 2.00 2.00 4 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet-01 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet-02 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet-03 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet-07 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet-08 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet-11 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet-12 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet-14 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet-15 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet-16 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet-17 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet-18 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet-19 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet-4 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet-5 - 0.0200 0.0160 0.0620 2.00 2.00 Inlet-6 - 0.0200 0.0160 0.0620 2.00 2.00

************ Link Summary ************ Link From Node To Node Element Length Slope Manning's ID Type ft % Roughness ------Link-01 Inlet-01 Inlet-02 CONDUIT 91.4 0.4923 0.0150 Link-02 Inlet-03 Inlet-15 CONDUIT 120.3 0.6983 0.0150 Link-03 Inlet-5 Inlet-4 CONDUIT 105.6 1.0038 0.0150 Link-04 Inlet-6 Inlet-5 CONDUIT 170.0 1.5000 0.0150 Link-07 Inlet-4 Inlet-03 CONDUIT 116.4 1.9931 0.0150 Link-08 Inlet-02 Jun-01 CONDUIT 93.0 0.4946 0.0150 Link-09 Jun-01 Out-01 CONDUIT 378.0 0.9974 0.0150 Link-10 Inlet-07 Inlet-08 CONDUIT 110.0 0.4909 0.0150 Link-11 Inlet-08 0 CONDUIT 115.0 1.0000 0.0150 Link-12 0 Jun-02 CONDUIT 137.0 1.0000 0.0150 Link-13 Jun-02 Jun-03 CONDUIT 220.0 0.5000 0.0150 Link-14 Inlet-16 Inlet-15 CONDUIT 116.0 1.5000 0.0150 Link-15 Inlet-15 4 CONDUIT 120.0 1.0000 0.0150 Link-16 Inlet-14 4 CONDUIT 116.0 1.5000 0.0150 Link-17 4 Inlet-11 CONDUIT 128.2 0.4914 0.0150 Link-18 Inlet-12 Inlet-11 CONDUIT 116.0 1.0000 0.0150 Link-19 Inlet-11 Jun-03 CONDUIT 100.0 0.5000 0.0150 Link-20 Jun-03 Jun-04 CONDUIT 187.3 0.4965 0.0150 Link-21 Inlet-17 Inlet-18 CONDUIT 68.0 1.0000 0.0150 Link-22 Inlet-18 Inlet-19 CONDUIT 196.6 0.4985 0.0150 Link-23 Inlet-19 Jun-04 CONDUIT 100.8 0.4960 0.0150 Link-24 Jun-04 Out-02 CONDUIT 86.2 2.9930 0.0150

********************* Cross Section Summary ********************* Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Area Radius Capacity ft ft ft² ft cfs ------Link-01 CIRCULAR 2.00 2.00 1 3.14 0.50 13.76 Link-02 CIRCULAR 2.00 2.00 1 3.14 0.50 16.38 Link-03 CIRCULAR 2.00 2.00 1 3.14 0.50 19.64 Link-04 CIRCULAR 2.00 2.00 1 3.14 0.50 24.01 Link-07 CIRCULAR 2.00 2.00 1 3.14 0.50 27.68 Link-08 CIRCULAR 2.00 2.00 1 3.14 0.50 13.79 Link-09 CIRCULAR 2.00 2.00 1 3.14 0.50 19.58 Link-10 CIRCULAR 2.00 2.00 1 3.14 0.50 13.74 Link-11 CIRCULAR 2.00 2.00 1 3.14 0.50 19.61 Link-12 CIRCULAR 2.00 2.00 1 3.14 0.50 19.61 Link-13 CIRCULAR 2.50 2.50 1 4.91 0.63 25.14 Link-14 CIRCULAR 2.00 2.00 1 3.14 0.50 24.01 Link-15 CIRCULAR 2.00 2.00 1 3.14 0.50 19.61 Link-16 CIRCULAR 2.00 2.00 1 3.14 0.50 24.01 Link-17 CIRCULAR 2.50 2.50 1 4.91 0.63 24.92 Link-18 CIRCULAR 2.00 2.00 1 3.14 0.50 19.61 Link-19 CIRCULAR 2.50 2.50 1 4.91 0.63 25.14 Link-20 CIRCULAR 3.00 3.00 1 7.07 0.75 40.73 Link-21 CIRCULAR 2.00 2.00 1 3.14 0.50 19.61 Link-22 CIRCULAR 2.00 2.00 1 3.14 0.50 13.84 Link-23 CIRCULAR 2.00 2.00 1 3.14 0.50 13.81 Link-24 CIRCULAR 3.00 3.00 1 7.07 0.75 100.01

************************** Volume Depth Runoff Quantity Continuity acre-ft inches ************************** ------Total Precipitation ...... 1.264 1.219 Continuity Error (%) ..... 0.286

************************** Volume Volume Flow Routing Continuity acre-ft Mgallons ************************** ------External Inflow ...... 0.000 0.000 External Outflow ...... 0.888 0.289 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.003 0.001 Continuity Error (%) ..... 0.012

************************************** Runoff Coefficient Computations Report **************************************

------Subbasin Sub-03 ------Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ------1.00 - 0.72 Composite Area & Weighted Runoff Coeff. 1.00 0.72

------Subbasin Sub-04 ------Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ------15.75 - 0.72 Composite Area & Weighted Runoff Coeff. 15.75 0.72

------Subbasin Sub-05 ------Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ------0.30 - 0.72 Composite Area & Weighted Runoff Coeff. 0.30 0.72

------Subbasin Sub-06 ------Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ------2.80 - 0.72 Composite Area & Weighted Runoff Coeff. 2.80 0.72

------Subbasin Sub-07 ------Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ------0.60 - 0.72 Composite Area & Weighted Runoff Coeff. 0.60 0.72

------Subbasin Sub-09 ------Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ------0.30 - 0.72 Composite Area & Weighted Runoff Coeff. 0.30 0.72

------Subbasin Sub-13 ------Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ------0.50 - 0.72 Composite Area & Weighted Runoff Coeff. 0.50 0.72

------Subbasin Sub-14 ------Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ------0.50 - 0.72 Composite Area & Weighted Runoff Coeff. 0.50 0.72

------Subbasin Sub-15 ------Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ------0.50 - 0.72 Composite Area & Weighted Runoff Coeff. 0.50 0.72

------Subbasin Sub-16 ------Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ------0.50 - 0.72 Composite Area & Weighted Runoff Coeff. 0.50 0.72

------Subbasin Sub-17 ------Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ------1.00 - 0.72 Composite Area & Weighted Runoff Coeff. 1.00 0.72

------Subbasin Sub-18 ------Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ------1.00 - 0.72 Composite Area & Weighted Runoff Coeff. 1.00 0.72

------Subbasin Sub-19 ------Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ------0.50 - 0.72 Composite Area & Weighted Runoff Coeff. 0.50 0.72

------Subbasin Sub-20 ------Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ------0.50 - 0.72 Composite Area & Weighted Runoff Coeff. 0.50 0.72

------Subbasin Sub-21 ------Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ------0.50 - 0.72 Composite Area & Weighted Runoff Coeff. 0.50 0.72

------Subbasin Sub-22 ------Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ------0.50 - 0.72 Composite Area & Weighted Runoff Coeff. 0.50 0.72

------Subbasin Sub-23 ------Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ------0.25 - 0.72 Composite Area & Weighted Runoff Coeff. 0.25 0.72

------Subbasin Sub-24 ------Area Soil Runoff Soil/Surface Description (acres) Group Coeff. ------1.00 - 0.72 Composite Area & Weighted Runoff Coeff. 1.00 0.72

*********************************************************************** FAA (Federal Aviation Agency) Time of Concentration Computations Report ***********************************************************************

Tc = (1.8 * (1.1 - C) * (L^0.5) * (S^-0.333))

Where:

Tc = Time of Concentration (min) C = Runoff Coefficient L = Flow Length (ft) S = Slope (%)

------Subbasin Sub-03 ------

Runoff Coefficient: 0.72 Flow Length (ft): 245.00 Slope (%): 2.00 Computed TOC (minutes): 8.50

------Subbasin Sub-04 ------

Runoff Coefficient: 0.72 Flow Length (ft): 220.00 Slope (%): 2.00 Computed TOC (minutes): 8.05

------Subbasin Sub-05 ------

Runoff Coefficient: 0.72 Flow Length (ft): 140.00 Slope (%): 1.00 Computed TOC (minutes): 8.09

------Subbasin Sub-06 ------

Runoff Coefficient: 0.72 Flow Length (ft): 450.00 Slope (%): 1.00 Computed TOC (minutes): 14.51

------Subbasin Sub-07 ------

Runoff Coefficient: 0.72 Flow Length (ft): 210.00 Slope (%): 1.00 Computed TOC (minutes): 9.91

------Subbasin Sub-09 ------

Runoff Coefficient: 0.72 Flow Length (ft): 140.00 Slope (%): 1.00 Computed TOC (minutes): 8.09

------Subbasin Sub-13 ------

Runoff Coefficient: 0.72 Flow Length (ft): 150.00 Slope (%): 0.50 Computed TOC (minutes): 10.55

------Subbasin Sub-14 ------

Runoff Coefficient: 0.72 Flow Length (ft): 150.00 Slope (%): 0.50 Computed TOC (minutes): 10.55

------Subbasin Sub-15 ------

Runoff Coefficient: 0.72 Flow Length (ft): 150.00 Slope (%): 0.50 Computed TOC (minutes): 10.55

------Subbasin Sub-16 ------

Runoff Coefficient: 0.72 Flow Length (ft): 150.00 Slope (%): 0.50 Computed TOC (minutes): 10.55

------Subbasin Sub-17 ------

Runoff Coefficient: 0.72 Flow Length (ft): 200.00 Slope (%): 0.50 Computed TOC (minutes): 12.18

------Subbasin Sub-18 ------

Runoff Coefficient: 0.72 Flow Length (ft): 200.00 Slope (%): 0.50 Computed TOC (minutes): 12.18

------Subbasin Sub-19 ------

Runoff Coefficient: 0.72 Flow Length (ft): 100.00 Slope (%): 0.50 Computed TOC (minutes): 8.62

------Subbasin Sub-20 ------

Runoff Coefficient: 0.72 Flow Length (ft): 150.00 Slope (%): 0.50 Computed TOC (minutes): 10.55

------Subbasin Sub-21 ------

Runoff Coefficient: 0.72 Flow Length (ft): 150.00 Slope (%): 0.50 Computed TOC (minutes): 10.55

------Subbasin Sub-22 ------

Runoff Coefficient: 0.72 Flow Length (ft): 200.00 Slope (%): 0.50 Computed TOC (minutes): 12.18

------Subbasin Sub-23 ------

Runoff Coefficient: 0.72 Flow Length (ft): 50.00 Slope (%): 0.50 Computed TOC (minutes): 6.09

------Subbasin Sub-24 ------

Runoff Coefficient: 0.72 Flow Length (ft): 300.00 Slope (%): 0.50 Computed TOC (minutes): 14.92

*********************** Subbasin Runoff Summary ***********************

------Subbasin Accumulated Rainfall Total Peak Weighted Time of ID Precip Intensity Runoff Runoff Runoff Concentration in in/hr in cfs Coeff days hh:mm:ss ------Sub-03 0.99 6.99 0.71 3.02 0.720 0 00:08:30 Sub-04 0.95 7.11 0.68 3.07 0.720 0 00:08:03 Sub-05 0.97 7.10 0.70 1.53 0.720 0 00:08:05 Sub-06 1.43 5.92 1.03 11.94 0.720 0 00:14:30 Sub-07 1.09 6.66 0.79 2.88 0.720 0 00:09:54 Sub-09 0.97 7.10 0.70 1.53 0.720 0 00:08:05 Sub-13 1.14 6.54 0.82 2.35 0.720 0 00:10:33 Sub-14 1.14 6.54 0.82 2.35 0.720 0 00:10:33 Sub-15 1.14 6.54 0.82 2.35 0.720 0 00:10:33 Sub-16 1.14 6.54 0.82 2.35 0.720 0 00:10:33 Sub-17 1.27 6.25 0.91 4.50 0.720 0 00:12:10 Sub-18 1.27 6.25 0.91 4.50 0.720 0 00:12:10 Sub-19 1.01 6.96 0.72 2.51 0.720 0 00:08:37 Sub-20 1.14 6.54 0.82 2.35 0.720 0 00:10:33 Sub-21 1.14 6.54 0.82 2.35 0.720 0 00:10:33 Sub-22 1.27 6.25 0.91 2.25 0.720 0 00:12:10 Sub-23 0.80 7.75 0.57 1.40 0.720 0 00:06:05 Sub-24 1.47 5.87 1.06 4.23 0.720 0 00:14:55 ------

****************** Node Depth Summary ******************

------Node Average Maximum Maximum Time of Max Total Total Retention ID Depth Depth HGL Occurrence Flooded Time Time Attained Attained Attained Volume Flooded ft ft ft days hh:mm acre-in minutes hh:mm:ss ------Jun-01 0.94 1.58 4555.31 0 00:15 0 0 0:00:00 Jun-02 0.62 1.11 4553.11 0 00:12 0 0 0:00:00 Jun-03 0.96 1.94 4552.84 0 00:11 0 0 0:00:00 Jun-04 1.91 2.87 4551.91 0 00:11 0 0 0:00:00 Out-01 0.75 1.20 4551.16 0 00:15 0 0 0:00:00 Out-02 0.69 1.25 4548.64 0 00:11 0 0 0:00:00

***************** Node Flow Summary *****************

------Node Element Maximum Peak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding Inflow Occurrence Overflow Occurrence cfs cfs days hh:mm cfs days hh:mm ------Jun-01 JUNCTION 0.00 13.29 0 00:15 0.00 Jun-02 JUNCTION 0.00 10.27 0 00:12 0.00 Jun-03 JUNCTION 0.00 30.65 0 00:11 0.00 Jun-04 JUNCTION 0.00 36.06 0 00:11 0.00 Out-01 OUTFALL 0.00 13.21 0 00:15 0.00 Out-02 OUTFALL 0.00 36.06 0 00:11 0.00

******************* Inlet Depth Summary *******************

------Inlet Max Gutter Max Gutter Max Gutter Time of ID Spread Water Elev Water Depth Maximum during during during Depth Peak Flow Peak Flow Peak Flow Occurrence ft ft ft days hh:mm ------0 0.00 4557.50 0.17 0 00:12 4 0.00 4556.30 0.17 0 00:10 Inlet-01 59.18 4560.43 1.43 0 00:14 Inlet-02 0.00 4558.69 0.19 0 00:14 Inlet-03 0.00 4558.09 0.13 0 00:08 Inlet-07 0.51 4559.32 0.26 0 00:12 Inlet-08 0.51 4559.01 0.26 0 00:12 Inlet-11 0.00 4555.01 0.17 0 00:10 Inlet-12 0.00 4556.37 0.17 0 00:10 Inlet-14 0.00 4558.74 0.17 0 00:10 Inlet-15 0.00 4557.21 0.17 0 00:09 Inlet-16 0.00 4560.23 0.17 0 00:10 Inlet-17 0.00 4556.59 0.16 0 00:12 Inlet-18 0.00 4555.86 0.12 0 00:06 Inlet-19 0.00 4555.19 0.25 0 00:15 Inlet-4 0.00 4561.67 0.13 0 00:08 Inlet-5 0.00 4561.82 0.20 0 00:08 Inlet-6 0.00 4564.25 0.20 0 00:08

****************** Inlet Flow Summary ******************

------Inlet Peak Peak Peak Peak Inlet Total Total ID Flow Lateral Flow Flow Efficiency Flooding Time Flow Intercepted Bypassing during Flooded by Inlet Inlet Peak Flow cfs cfs cfs cfs % acre-in minutes ------0 2.51 2.51 - - - 0.000 0 4 2.35 2.35 - - - 0.000 0 Inlet-01 11.94 11.94 - - - 0.000 0 Inlet-02 2.88 2.88 - - - 0.000 0 Inlet-03 1.53 1.53 - - - 0.000 0 Inlet-07 4.50 4.50 - - - 0.000 0 Inlet-08 4.50 4.50 - - - 0.000 0 Inlet-11 2.35 2.35 - - - 0.000 0 Inlet-12 2.35 2.35 - - - 0.000 0 Inlet-14 2.35 2.35 - - - 0.000 0 Inlet-15 2.35 2.35 - - - 0.000 0 Inlet-16 2.35 2.35 - - - 0.000 0 Inlet-17 2.25 2.25 - - - 0.000 0 Inlet-18 1.40 1.40 - - - 0.000 0 Inlet-19 4.23 4.23 - - - 0.000 0 Inlet-4 1.53 1.53 - - - 0.000 0 Inlet-5 3.07 3.07 - - - 0.000 0 Inlet-6 3.02 3.02 - - - 0.000 0

*********************** Outfall Loading Summary ***********************

------Outfall Node ID Flow Average Peak Frequency Flow Inflow (%) cfs cfs ------Out-01 93.95 7.03 13.21 Out-02 95.89 15.50 36.06 ------System 94.92 22.53 47.20

***************** Link Flow Summary *****************

------Link ID Element Time of Maximum Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Velocity Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days hh:mm ft/sec cfs cfs Flow Depth minutes ------Link-01 CONDUIT 0 00:14 5.51 1.00 11.87 13.76 0.86 0.72 0 Calculated Link-02 CONDUIT 0 00:08 5.32 1.00 8.68 16.38 0.53 0.52 0 Calculated Link-03 CONDUIT 0 00:08 5.46 1.00 5.79 19.64 0.29 0.37 0 Calculated Link-04 CONDUIT 0 00:08 7.29 1.00 2.97 24.01 0.12 0.24 0 Calculated Link-07 CONDUIT 0 00:08 7.43 1.00 7.25 27.68 0.26 0.35 0 Calculated Link-08 CONDUIT 0 00:15 5.04 1.00 13.29 13.79 0.96 0.79 0 Calculated Link-09 CONDUIT 0 00:15 6.80 1.00 13.21 19.58 0.67 0.60 0 Calculated Link-10 CONDUIT 0 00:12 4.92 1.00 4.46 13.74 0.32 0.39 0 Calculated Link-11 CONDUIT 0 00:12 6.11 1.00 8.88 19.61 0.45 0.47 0 Calculated Link-12 CONDUIT 0 00:12 6.34 1.00 10.27 19.61 0.52 0.51 0 Calculated Link-13 CONDUIT 0 00:13 4.91 1.00 10.23 25.14 0.41 0.44 0 Calculated Link-14 CONDUIT 0 00:10 6.05 1.00 2.33 24.01 0.10 0.21 0 Calculated Link-15 CONDUIT 0 00:09 6.64 1.00 12.64 19.61 0.64 0.58 0 Calculated Link-16 CONDUIT 0 00:10 6.05 1.00 2.33 24.01 0.10 0.21 0 Calculated Link-17 CONDUIT 0 00:10 5.49 1.00 16.91 24.92 0.68 0.60 0 Calculated Link-18 CONDUIT 0 00:10 5.43 1.00 2.33 19.61 0.12 0.23 0 Calculated Link-19 CONDUIT 0 00:11 5.79 1.00 21.54 25.14 0.86 0.71 0 Calculated Link-20 CONDUIT 0 00:11 6.36 1.00 30.60 40.73 0.75 0.65 0 Calculated Link-21 CONDUIT 0 00:12 4.57 1.00 2.24 19.61 0.11 0.23 0 Calculated Link-22 CONDUIT 0 00:07 3.33 1.00 2.45 13.84 0.18 0.28 0 Calculated Link-23 CONDUIT 0 00:15 4.29 1.00 6.13 13.81 0.44 0.47 0 Calculated Link-24 CONDUIT 0 00:11 12.99 1.00 36.06 100.01 0.36 0.42 0 Calculated

******************************** Highest Flow Instability Indexes ******************************** Link Link-12 (12) Link Link-13 (11) Link Link-20 (9) Link Link-24 (7) Link Link-09 (1)

Analysis began on: Mon Aug 28 13:04:19 2017 Analysis ended on: Mon Aug 28 13:04:20 2017 Total elapsed time: 00:00:01