CIVIL CALCULATIONS.pdf

PDF 4 MB Posted Oct 20, 2024

Attached to: 4750 NMDA New Building
Solicitation number: 2025-ITB-646
Issued by: New Mexico

About this file

Written by GovTribe AI · Jun 27, 2025

This document is a civil engineering drainage management plan for a New Mexico State University (NMSU) Department of Agriculture office building project located at 967 Agriculture Way in Las Cruces, New Mexico. The project involves detailed hydrological analysis and drainage management for a new building site, with a focus on existing and proposed site conditions, runoff calculations, and flood risk mitigation. The documentation includes comprehensive analysis of four existing drainage basins and five proposed drainage basins, utilizing NOAA Atlas 14 rainfall data and US Army Corps of Engineers hydrologic modeling system (HEC-HMS) to calculate 100-year, 24-hour storm event impacts.

The analysis reveals that the proposed development will result in a minor increase of 0.06 acre-feet of runoff volume compared to current conditions. The project team identified a retention volume deficiency of 0.23 acre-feet, which they propose to address through future campus-wide stormwater management improvements. The finished floor elevation of the proposed building is set at 3905.20, which is 1.46 feet above the highest water elevation on Agriculture Way and 2.93 feet above the water elevation on Espina Street, meeting best practices for flood protection. The documentation includes detailed cross-section analyses, swale calculations, and recommendations for managing stormwater runoff in compliance with NMSU Urban Drainage Criteria.

View the file

Other files

File	Type	Posted
Wage Rates.pdf	PDF	Oct 20, 2024
BID Form rev 2.1.2024.pdf	PDF	Oct 20, 2024
Subcontractor Listing.pdf	PDF	Oct 20, 2024
ADDENDUM 3.pdf	PDF	Oct 20, 2024
Addendum 7.js	JS file	Oct 20, 2024
Specifications and Drawings.js	JS file	Oct 20, 2024
ADDENDUM 8.pdf	PDF	Oct 20, 2024
ADDENDUM 5.pdf	PDF	Oct 20, 2024
Addendum 1 Site Visit.pdf	PDF	Oct 20, 2024
NMSU Construction TC 3-19-24 UGC -- Clean Copy.pdf	PDF	Oct 20, 2024
ADDENDUM 6 Docs.pdf	PDF	Oct 20, 2024
Addendum 4.pdf	PDF	Oct 20, 2024
ADDENDUM 2.pdf	PDF	Oct 20, 2024
ADDENDUM 6.pdf	PDF	Oct 20, 2024
1267644-event.pdf	PDF	Oct 20, 2024

Show all 15

On GovTribe

Work with this file

Download the original file
Contacts named in this file
Similar government files
Ask GovTribe AI about this file

Try for free Login

Text version

The file's text, extracted by GovTribe without its formatting.

1.8' HIGH CMU DECORATIVE W

ALL

5.5' HIGH WOOD FENCE

6' HIGH WOOD FENCE

6' HIGH CHAINLINK FENCE

4.5' HIGH PIPE FENCE

5' HIGH PIPE FENCE

5' HIGH METAL FENCE

5' HIGH PIPE FENCE

5.3' HIGH BLOCK WALL .67' WIDE

SWING GATE

5' HIGH PIPE FENCE

5' HIGH METAL FENCESWING GATE

7' HIGH CHAINLINK FENCE

SWING CHAINLINK GATE

SWING GATE

6' HIGH

CHAINLINK

FENCE

5' HIGH PIPE FENCE

ING GATE

4.5' HIGH METAL FENCE

5' HIGH PIPE FENCE

ING GATE 4.5' HIGHMETALFENCE

SWING GATE SWING GATE

SWING GATE

4.5' HIGH PIPE FENCE

ING GATE

GREGG STREET

PULL BOX

VAULT

PULL BOX

PULL BOXTRANSFORMER

PULL BOX

BH 20-396-032" ALUMINUM CAPON 0.625" REBARSTAMPED "BH 20-396-03"

N = 465304.724E = 1484409.981ELEV = 3902.292

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

COMMCOMMCOMM

COMM

C O

M M

C O

M M

C O

M M

COMM

COMMCOMM

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

COMM

O M

M C

O M

M C

O M

M C

O M

M C

O M

M C

O M

M C

O M

M C

O M

M C

O M

M C

O M

M C

O M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

COMM

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

COMM

COMMCOMM

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

COMM

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

COMM

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

COMMCOMMCOMM

COMM

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

COMM

O M

M C

O M

M C

O M

M C

O M

M C

O M

M C

O M

M C

O M

M C

O M

M C

O M

M C

O M

M C

O M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

SDE

E E

EEEEEEEEEEEEEEEEEEEE

EEEEEE

E E E E E

E E

E E E

E E

E E E E

EEEEE

E E

E E E E E E E E E E

E E

E E E E E E E E E E E E E E E E E E E E E E

E E E E E

E E

E E E

E E

EEEEEEEEEEEEEEEEEEEE

E E

E E E

EEEEE

E E

E E E E E E E E E E

E E

E E E E E E E E E E E E E E E E E E E E E E

E E E E E

E E

E E E

E E

EEEEE

E E

E E E E E E E E E E E E E E E E E E

EEE

E E

EEE

E E

ESPINA STREET

KNOX STREET

GREGG STREET

EXISTING BASIN 1

Q100YR-24HR= 14.19 CFS

V100YR-24HR= 0..55 AC-FT

EXISTING BASIN 2

Q100YR-24HR= 3.28 CFS

V100YR-24HR= 0.13 AC-FT

EXISTING BASIN 3

Q100YR-24HR= 2.83 CFS

V100YR-24HR= 0.11 AC-FT

EXISTING BASIN 4

Q100YR-24HR= 1.12 CFS

V100YR-24HR= 0.05 AC-FT

2 3 4 5 6

1 2 3 4 5 6

PROJECT

REVISIONS

SHEET NO

DRAWING NAME

SEAL

DATE

REVIEWED BY

PROJECT NO

DRAWN BY

DATE

07/23/2024

N M

M D

O F

R E

U R

E W

S C

R U

, N

22-0227.001

ISSUED FOR

CONSTRUCTION

10/09/2024

SITE

FEMA MAP

LEGEND

HISTORIC/PRE-DEVELOPED CONDITIONS

CURRENT EXISTING CONDITIONS

Fr i, 2

7-S ep

-20

- 1 1:4

4:a m, P lot ted by

: N

\20

\P lan s\G en era l\2

2_ Ex ist ing

.dw g

EXISTING

DRAINAGE

MANAGEMENT

PLAN

C201

24862 R

EENIGNELANOISSEFORP

DER

OCI

XEMWEN

I T PATHAK

09.30.2024

S ESPINA ST

AGRICULTURE WAY

1.8' HIGH CMU DECORATIVE W

ALL

ADOBE BUILDING

5.3' HIGH BLOCK WALL .67' WIDE

ADOBE BUILDING

METALCANOPY

ADOBE BUILDING

OVERHANGMETAL STORAGEBARN

PULL BOX

VAULT

PULL BOX

PULL BOXTRANSFORMER

PULL BOX

BH 20-396-032" ALUMINUM CAPON 0.625" REBARSTAMPED "BH 20-396-03"

N = 465304.724E = 1484409.981ELEV = 3902.292

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

COMMCOMMCOMM

COMM

C O

M M

C O

M M

C O

M M

COMM

COMMCOMM

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

COMM

O M

M C

O M

M C

O M

M C

O M

M C

O M

M C

O M

M C

O M

M C

O M

M C

O M

M C

O M

M C

O M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

COMM

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

COMM

COMMCOMM

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

COMM

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

COMM

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

COMMCOMMCOMM

COMM

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

COMM

O M

M C

O M

M C

O M

M C

O M

M C

O M

M C

O M

M C

O M

M C

O M

M C

O M

M C

O M

M C

O M

C O

M M

C O

M M

C O

M M

C O

M M

C O

M M

SDE

E E

EEEEEEEEEEEEEEEEEEEE

EEEEEE

E E E E E

E E

E E E

E E

E E E E

EEEEE

E E

E E E E E E E E E E

E E

E E E E E E E E E E E E E E E E E E E E E E

E E E E E

E E

E E E

E E

EEEEEEEEEEEEEEEEEEEE

E E

E E E

EEEEE

E E

E E E E E E E E E E

E E

E E E E E E E E E E E E E E E E E E E E E E

E E E E E

E E

E E E

E E

EEEEE

E E

E E E E E E E E E E E E E E E E E E

EEE

E E

EEE

E E

39033904

FF=3904.45

FF=3905.20

OFF BASIN 1

Q100YR-24HR= 11.35 CFS

V100YR-24HR= 0.44 AC-FT

POND A

V=0.44 AC-FT

BASIN 1

Q100YR-24HR= 2.74 CFS

V100YR-24HR= 0.11 AC-FT

OFF BASIN 2

Q100YR-24HR= 3.06 CFS

V100YR-24HR= 0.12 AC-FT

BASIN 2

Q100YR-24HR= 4.97 CFS

V100YR-24HR= 0.19AC-FT

BASIN 3

Q100YR-24HR= 1.02 CFS

V100YR-24HR= 0.04 AC-FT

2 3 4 5 6

1 2 3 4 5 6

PROJECT

REVISIONS

SHEET NO

DRAWING NAME

SEAL

DATE

REVIEWED BY

PROJECT NO

DRAWN BY

DATE

07/23/2024

N M

M D

O F

R E

U R

E W

S C

R U

, N

22-0227.001

ISSUED FOR

CONSTRUCTION

10/09/2024

1"=30'

30 15 0 30

LEGEND

INTRODUCTION:

THE PROPOSED NMDA BUILDING 330 IS LOCATED NEAR THE NORTHWEST CORNER OF

AGRICULTURE WAY AND ESPINA STREET, JUST EAST OF THE EXISTING BUILDING 643

WITHIN THE NMSU CAMPUS. THE SITE WAS PREVIOUSLY DEVELOPED WITH AN EXISTING

BUILDING BUT IT HAS RECENTLY BEEN DEMOLISHED FOR THIS PROPOSED DEVELOPMENT.

THE MAJORITY OF THE PROPOSED IMPROVEMENTS ARE TO BE INSTALLED IN THE SAME

LOCATION OF THE PRIOR BUILDING FOOTPRINT.

METHODOLOGY:

THE METHODOLOGY SELECTED TO COMPUTE RUNOFF VOLUMES IS BASED ON THE NMSU

URBAN DRAINAGE CRITERIA PROVIDED BY NMSU. RAINFALL VALUES WERE DETERMINED

FROM THE NATIONAL OCEANIC AND ATMOSPHERIC ADMINISTRATION (NOAA) ATLAS 14. THE

BASINS WERE ANALYZED FOR THE 100 YEAR - 24 HOUR STORM EVENT USING THE US ARMY

CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER'S HYDROLOGIC MODELING

SYSTEM (HEC-HMS, VERSION 4.11). SURFACE CHARACTERISTICS AFFECTING INITIAL

ABSTRACTION AND INFILTRATION RATES ARE REPRESENTED BY CURVE NUMBERS AND

WERE DETERMINED USING THE NATIONAL RESOURCES CONSERVATION SERVICE (NRCS)

SOIL SURVEY DATABASE. CURVE NUMBERS FOR EACH DRAINAGE BASIN WERE ASSIGNED

USING THE NRCS SOIL SURVEY GEOGRAPHIC DATABASE AND APPROPRIATE LAND

TREATMENT TYPES AS ESTABLISHED IN THE NMDOT DRAINAGE MANUAL. FOR PURPOSE OF

THIS ANALYSIS, TABLES 402-2 THROUGH 402-5 WERE UTILIZED.

EXISTING CONDITIONS:

THE EXISTING SITE IN ITS CURRENT CONDITION CAN BE SEEN TO BE MADE UP OF FOUR

DRAINAGE BASINS AS SHOWN ON THE EXISTING CONDITIONS BASIN SHEET. EX-BASIN 1,

WHICH CONSISTS OF THE MAJORITY OF THE SITE, GENERALLY DRAINS FROM EAST TO

WEST WHERE THE FLOWS GENERATED BY THIS PORTION OF THE SITE DRAIN INTO THE

RETENTION POND AND THEN OVERFLOWS TO KNOX STREET. EX-BASIN 2 IS LOCATED DUE

SOUTH OF THE 643 BUILDING AND SURFACE DRAINS TO THE SOUTH TO AGRICULTURE WAY.

EX-BASIN 3, LOCATED ON THE EASTERN SIDE OF THE SITE SURFACE DRAINS TO THE EAST

TO ESPINA STREET. EX-BASIN 4 IS LOCATED ON THE NORTH SIDE OF THE SITE AND DRAINS

TO THE NORTH THROUGH THE EXISTING PARKING LOT AND THEN EAST TO ESPINA STREET.

IN TOTAL, IT CAN BE SEEN THAT THERE IS A TOTAL FLOW RATE 21.42 CFS FOR THE

100YR-24HR STORM EVENT AND 0.84 AC-FT OF VOLUME IN THE EXISTING CONDITIONS.

EX-BASIN 1 HAS A VOLUME OF 0.55AC-FT DRAINING TO THE WEST, EX-BASIN 2 HAS 0.13

AC-FT DRAINING TO THE NORTH, EX-BASIN 3 HAS 0.11 AC-FT DRAINING TO THE SOUTH, AND

EX-BASIN 4 HAS 0.05 AC-FT DRAINING TO THE NORTH.

HISTORIC CONDITIONS

PER THE NMSU URBAN DRAINAGE CRITERIA SECTIONS II.A.III AND III.C.II.F, THE EXISTING

CONDITIONS SHALL BE CALCULATED ASSUMING HISTORIC/UNDEVELOPED FLOWS. BASED

ON THE TOTAL AREA OF THE LIMITS OF 3.68 ACRES WITH AN SCS CURVE NUMBER OF 63 AND

A 0% IMPERVIOUS AREA, THE TOTAL FLOW RATE IS APPROXIMATELY 5.91 CFS FOR THE

100-24HR STORM EVENT AND A TOTAL OF 0.23 AC-FT OF VOLUME OF RUNOFF FLOWING OFF

THE SITE IN THE HISTORIC/UNDEVELOPED CONDITION.

PROPOSED CONDITIONS:

IN PROPOSED CONDITIONS, THE SITE AREA IS BROKEN UP INTO FIVE DIFFERENT DRAINAGE

BASINS. OFFSITE BASIN 1 CONSISTS OF A MAJORITY OF THE EXISTING SITE THAT

GENERALLY DRAINS FROM EAST TO WEST INTO THE EXISTING RETENTION POND. OFFSITE

BASIN 2 IS LOCATED DUE SOUTH OF THE 643 BUILDING AND SURFACE DRAINS TO THE

SOUTH TO AGRICULTURE WAY. BASIN 1, WHICH CONSISTS OF THE WEST PORTION OF THE

BUILDING AND DRAINS TO THE WEST INTO THE EXISTING RETENTION POND. BASIN 2

CONSISTS OF THE EAST PORTION OF THE BUILDING AND DRAINS TO THE EAST WITHOUT

ATTENUATION DIRECTLY TO ESPINA STREET. BASIN 3 CONSISTS OF THE SOUTHERN

PORTION OF THE BUILDING THAT DRAINS TO THE SOUTH WITHOUT ATTENUATION TO

AGRICULTURE WAY.

IN TOTAL, IT CAN BE SEEN THAT THERE IS A TOTAL FLOW RATE OF 23.14 CFS FOR THE

100YR-24HR STORM EVENT AND 0.90 AC-FT OF VOLUME IN THE PROPOSED CONDITIONS.

OFFSITE BASIN 1 HAS A VOLUME OF 0.44 AC-FT DRAINING TO THE WEST, OFFSITE BASIN 2

HAS 0.12 AC-FT DRAINING TO THE SOUTH, PR-BASIN 1 HAS 0.11 AC-FT DRAINING TO THE

WEST. PR-BASIN 2 HAS 0.19 AC-FT DRAINING TO THE EAST AND PR-BASIN 3 HAS 0.04 AC-FT

DRAINING TO THE SOUTH.

AS REQUIRED BY THE NMSU URBAN DRAINAGE CRITERIA, COMPARING THE TOTAL FLOWS

OF THE SITE FROM THE HISTORIC/PRE-DEVELOPED CONDITIONS TO THE PROPOSED

CONDITIONS AT THE 100-YR 24HR STORM EVENT, WE ARE REQUIRED TO PROVIDE AN

ONSITE RETENTION VOLUME OF 0.67 AC-FT (0.90 - 0.23). THE ALREADY BUILT RETENTION

POND ONLY PROVIDES A TOTAL OF 0.44 AC-FT OF VOLUME AT THE HIGH WATER ELEVATION

OF 3896.20. THEREFORE, THE PROPOSED IMPROVEMENTS ARE DEFICIENT OF

APPROXIMATELY 0.23 AC-FT OF RETENTION VOLUME TO MEET THE REQUIREMENTS.

CONCLUSION

IT'S OUR UNDERSTANDING THAT NMSU HAS FUTURE PLANS FOR THE ENTIRE CAMPUS TO

IMPROVE STORMWATER MANAGEMENT/DRAINAGE AND INCREASE THE OVERALL STORAGE

CAPACITY FOR STORMWATER RUNOFF. THE FINAL MASTER DRAINAGE MANAGEMENT PLAN

PREPARED BY MOLZEN CORBIN DATED FEBRUARY 2024 SUMMARIZES THESE SOLUTIONS

WHICH ARE DOWNSTREAM OF THIS PROPOSED DEVELOPMENT'S RUNOFF AND WOULD

DIRECTLY BENEFIT THE PROJECT. THEREFORE, TO MEET THE REQUIREMENTS AS

OUTLINED IN THE NMSU URBAN DRAINAGE CRITERIA, WE PROPOSE THAT 0.23 AC-FT OF

RETENTION VOLUME BE ACCOUNTED FOR ELSEWHERE ON THE CAMPUS AS PART OF THOSE

FUTURE IMPROVEMENTS. IN ADDITION, WE ANALYZED AND COMPARED THE CURRENT

EXISTING CONDITIONS (WHERE THE EXISTING 330 BUILDING WAS NOT DEMOLISHED) TO THE

PROPOSED CONDITIONS (WHERE THE NEW BUILDING AND IMPROVEMENTS WILL BE

DEVELOPED). THE EXISTING CONDITIONS VOLUME AT THE 100-YR 24HR STORM EVENT HAD

0.84 AC-FT OF RUNOFF AND THE PROPOSED CONDITIONS VOLUME HAD 0.90 AC-FT OF

RUNOFF. THEREFORE, THERE IS A MINOR INCREASE OF 0.06 AC-FT OF RUNOFF VOLUME

LEAVING THE SITE FROM CURRENT EXISTING CONDITIONS TO PROPOSED CONDITIONS.

TO CALCULATE THE FINISHED FLOOR ELEVATION OF THE PROPOSED BUILDING, WE USED

THE FLOWS FROM THE 1995 MASTER DRAINAGE MANAGEMENT REPORT WITHIN THE

ADJACENT ROADWAYS OF AGRICULTURE WAY AT CROSS SECTION A-A AND ESPINA STREET

AT CROSS SECTION B-B. FOR THE CROSS SECTION A-A ON AGRICULTURE WAY, ABOUT 75%

OF UPSTREAM BASIN 138 (110.25 CFS) AND 20% OF UPSTREAM BASIN 139 (20.2 CFS) IS BEING

ANALYZED FOR A TOTAL FLOW OF 130.45 CFS FOR THE 100YR-24HR STORM EVENT. BASED

ON THE PROPOSED PROFILE OF CROSS SECTION A-A, THE HIGH WATER ELEVATION WITHIN

AGRICULTURE WAY IS 3903.74'.

FOR CROSS SECTION B-B ON ESPINA ST, ABOUT 25% OF UPSTREAM BASIN 138 (36.75 CFS)

AND 20% OF UPSTREAM BASIN 128 (13.6 CFS) IS BEING ANALYZED FOR A TOTAL FLOW OF

50.35 CFS FOR THE 100YR-24HR STORM EVENT. BASED ON THE PROPOSED PROFILE OF

CROSS SECTION B-B, THE HIGH WATER ELEVATION WITHIN ESPINA IS 3902.27'.

THE PROPOSED BUILDING FINISHED FLOOR ELEVATION IS ANTICIPATED TO BE SET AT

3905.20 WHICH IS 1.46-FT ABOVE THE HIGH WATER ELEVATION ON AGRICULTURE WAY AND

IS 2.93-FT ABOVE THE HIGH WATER ELEVATION ON ESPINA ST. KEEPING THE FINISHED

FLOOR 1-FT ABOVE THE HIGHEST WATER ELEVATION OF THE ADJACENT ROADWAY IS BEST

PRACTICE FOR SUFFICIENT FREEBOARD, WHICH THE DESIGN DOES MEET.

SEE CALCULATIONS ENCLOSED FOR MORE INFORMATION

SEE CALCULATIONS ENCLOSED

FOR MORE INFORMATION

PROPOSED CONDITIONS

PROPOSED

DRAINAGE

MANAGEMENT

PLAN

C202

Fr i, 2

7-S ep

-20

- 1 1:4

4:a m, P lot ted by

: N

\20

\P lan s\G en era l\2

2_ Pr op os ed D

.dw g

24862 R

EENIGNELANOISSEFORP

DER

OCI

XEMWEN

I T PATHAK

09.30.2024

Section A-A

MANNING'S N = 0.022 SLOPE = 0.020 (ft/ft)

POINT DIST ELEV POINT DIST ELEV POINT DIST ELEV

1.0 0.0 3905.2 9.0 45.9 3903.7 17.0 99.2 3903.3

2.0 0.6 3905.2 10.0 57.3 3903.2 18.0 100.9 3903.3

3.0 15.3 3904.4 11.0 61.0 3903.2 19.0 102.1 3903.3

4.0 16.5 3904.4 12.0 64.0 3903.3 20.0 102.2 3903.3

5.0 17.1 3904.4 13.0 64.1 3903.3 21.0 103.0 3903.8

6.0 17.2 3904.4 14.0 64.8 3903.2 22.0 105.6 3907.0

7.0 19.7 3904.4 15.0 65.1 3903.2

8.0 27.2 3904.2 16.0 84.5 3903.3

WSEL DEPTH FLOW FLOW WETTED FLOW TOPWID TOPWID TOTAL FROUDE

INC AREA RATE PER VEL PLUS WATER ENERGY NO.

FT. SQ.FT. (CFS) (FT) (FPS) OBSTRUCTIONS (FT)

3903.330 0.100 2.806 4.184 45.494 1.491 48.465 45.485 0.135 1.058

3903.430 0.200 7.661 21.059 49.627 2.749 50.880 49.590 0.318 1.233

3903.530 0.300 12.741 47.611 52.069 3.737 53.294 52.004 0.517 1.331

3903.630 0.400 18.062 82.613 54.512 4.574 55.708 54.418 0.725 1.400

3903.730 0.500 23.624 125.513 56.955 5.313 58.123 56.833 0.939 1.453

3903.830 0.600 29.496 173.759 60.906 5.891 62.031 60.741 1.140 1.490

3903.930 0.700 35.773 229.469 65.008 6.415 66.084 64.794 1.340 1.522

3904.030 0.800 42.455 293.066 69.110 6.903 70.136 68.846 1.541 1.550

3904.130 0.900 49.542 364.769 73.211 7.363 74.189 72.899 1.743 1.575

3904.230 1.000 57.036 444.272 77.459 7.789 78.387 77.097 1.944 1.597

3904.330 1.100 64.985 530.365 82.288 8.161 83.167 81.877 2.136 1.615

3904.430 1.200 73.449 620.600 88.290 8.449 88.421 87.831 2.310 1.629

3904.530 1.300 82.352 738.390 90.557 8.966 90.638 90.048 2.550 1.653

3904.630 1.400 91.457 866.303 92.621 9.472 92.651 92.061 2.796 1.675

3904.730 1.500 100.764 1003.309 94.685 9.957 94.664 94.074 3.042 1.696

3904.830 1.600 110.272 1149.367 96.748 10.423 96.677 96.087 3.290 1.715

3904.930 1.700 119.982 1304.453 98.812 10.872 98.690 98.100 3.539 1.733

3905.030 1.800 129.892 1468.560 100.876 11.306 100.703 100.113 3.788 1.750

3905.130 1.900 140.004 1641.691 102.940 11.726 102.716 102.126 4.039 1.766

Q = 130.45 cfs based off of NMSU Main Campus DMP. 75% basin 138 and 20% basin 139. See enclosed basin map for backup calculations

MWSE = 3903.74'

FFE = 3905.20' and therefore is 1.46-ft above the highest water elevation on Agriculture Way at this cross section.

Section A-A

MANNING'S N = 0.022 SLOPE = 0.020

POINT DIST ELEV POINT DIST ELEV POINT DIST ELEV

1.0 0.0 3905.2 15.0 34.0 3904.1 29.0 85.6 3902.2

2.0 11.8 3905.2 16.0 36.2 3904.0 30.0 85.9 3902.0

3.0 17.5 3905.2 17.0 38.8 3904.0 31.0 86.3 3902.0

4.0 17.7 3905.2 18.0 46.1 3903.6 32.0 87.2 3902.0

5.0 18.0 3905.2 19.0 55.6 3903.3 33.0 107.5 3902.0

6.0 20.0 3905.2 20.0 56.0 3903.3 34.0 128.3 3902.1

7.0 21.2 3905.2 21.0 57.5 3903.2 35.0 130.3 3902.1

8.0 21.3 3905.2 22.0 58.4 3903.2 36.0 133.1 3902.1

9.0 21.7 3905.2 23.0 67.1 3902.9 37.0 136.3 3902.0

10.0 21.9 3905.2 24.0 68.3 3902.8 38.0 139.8 3902.2

11.0 24.9 3905.1 25.0 73.2 3902.6 39.0 143.6 3902.5

12.0 25.2 3904.9 26.0 78.3 3902.5 40.0 149.0 3902.5

13.0 26.2 3904.1 27.0 80.5 3902.5 41.0 154.5 3902.5

14.0 27.1 3904.1 28.0 85.3 3902.3 42.0 160.4 3902.5

WSEL DEPTH FLOW FLOW WETTED FLOW TOPWID TOPWID TOTAL FROUDE

INC AREA RATE PER VEL PLUS WATER ENERGY NO.

FT. SQ.FT. (CFS) (FT) (FPS) OBSTRUCTIONS (FT)

3902.070 0.100 2.864 3.969 51.842 1.386 75.065 51.815 0.130 1.039

3902.170 0.200 8.176 22.089 54.365 2.702 77.559 54.309 0.314 1.227

3902.270 0.300 13.669 51.220 55.638 3.747 78.797 55.547 0.518 1.332

3902.370 0.400 19.317 88.201 58.453 4.566 81.589 58.339 0.724 1.399

3902.470 0.500 25.404 132.030 63.303 5.197 86.433 63.183 0.920 1.445

Q = 50.35 cfs based off of NMSU Main Campus DMP. 25% basin 138 and 20% basin 128. See enclosed basin map for backup calculations

MWSE = 3902.267'

FFE = 3905.20' and therefore is 2.93-ft above the highest water elevation on Espina St at this cross section.

Section B-B

Project Location

SECTION B-B

(Espina St) Assumed 25% of Basin 138 = 36.75 cfs + 20% of Basin 128 = 13.6 cfs =

50.35 cfs

SECTION A-A

(Agriculture Way) Assumed 20% of basin 139 = 20.2 cfs + 75% of Basin 138 =

110.25 = 130.45 cfs total assuming Basin 139 send 20% to section A-A. Basin 139 flow = 101 cfs (20% = 20.2cfs)

Assuming that Basin 138 sends 25% off flow down Espina st and 75% down Gregg St. (now Agricultural Way). Basin 138 = 147 cfs

Assuming 20% of basin 128 gets to section B-B. Basin 128 = 68 cfs (20% =

13.6 cfs)

Channel Report

Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Jun 21 2024

Swale 1 100yr-24hr

Trapezoidal Bottom Width (ft) = 3.00 Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 0.50 Invert Elev (ft) = 3904.00 Slope (%) = 0.62 N-Value = 0.023

Calculations Compute by: Known Q Known Q (cfs) = 3.08

Highlighted Depth (ft) = 0.36 Q (cfs) = 3.080 Area (sqft) = 1.47 Velocity (ft/s) = 2.10 Wetted Perim (ft) = 5.28 Crit Depth, Yc (ft) = 0.29 Top Width (ft) = 5.16 EGL (ft) = 0.43

0 1 2 3 4 5 6 7 8

Elev (ft) Depth (ft) Section

3903.75 -0.25

3904.00 0.00

3904.25 0.25

3904.50 0.50

3904.75 0.75

3905.00 1.00

Reach (ft)

Channel Report

Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Jun 21 2024

Swale 2 100yr-24hr

Trapezoidal Bottom Width (ft) = 3.00 Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 0.50 Invert Elev (ft) = 3904.00 Slope (%) = 0.62 N-Value = 0.023

Calculations Compute by: Known Q Known Q (cfs) = 1.89

Highlighted Depth (ft) = 0.27 Q (cfs) = 1.890 Area (sqft) = 1.03 Velocity (ft/s) = 1.84 Wetted Perim (ft) = 4.71 Crit Depth, Yc (ft) = 0.22 Top Width (ft) = 4.62 EGL (ft) = 0.32

0 1 2 3 4 5 6 7 8

Elev (ft) Depth (ft) Section

3903.75 -0.25

3904.00 0.00

3904.25 0.25

3904.50 0.50

3904.75 0.75

3905.00 1.00

Reach (ft)

File details come from the government source that posted it. Updated Jun 27, 2025.