Text

WCS CISF - Revision 4 to Safety Analysis Report, Chapter 2, Attachment B, HEC-RAS Model or the Calculation of the 500-Year and PMP Water Surface Profiles Antecedent Moisture Condition III, 5 of 5
	ML20261H458
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Site:	Consolidated Interim Storage Facility
Issue date:	09/02/2020
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APPENDIX U HEC-RAS MODEL FOR THE CALCULATION OF THE 500-YEAR AND PMP WATER SURFACE PROFILES ANTECEDENT MOISTURE CONDITION Ill WCS\FINAL\03047103047.05\TECHNICAL NOD 21 TNOD 2 RESPONSES & DOCUMENTS\FLOOD PLAIN\ REV ISION 11 R060331_FLOODPLAIN RPT.DOC 31 MARCH 2006 APP A-831

HEC-RAS Plan: PMP AMiii River. Ottch A Reach: 5 976.00 3469.00 3470.81 3470.81 1.a1 3471.39 0.013220 6.21 566.66 164.80 149.13 0.95 1850.00 3469.00 3471.47 3471,46 2.47 3472.26 0 .010885 7.39 560.18 272.36 176.84 0.93 976.00 3464.00 3466.24 3466.08 2.24 3488.86 0 .010235 5.21 618.01 188.24 162.01 0.83 1850.00 3464.00 3466.72 3466.72 2.72 3467.45 0.013153 6.91 635.61 273.71 197.22 0.98 976.00 3456.00 3457.22 3457.22 1.22 3457.51 0.020477 4.31 788.29 226.46 413.97 1.03 1850.00 3456.00 3457.57 3457.53 1.57 3457.93 0.015410 4.82 819.21 383.60 479.25 0.95 1242.00 3450.00 3451 .93 3451.51 1.93 3452.09 0.004989 3,13 389.43 793.60 396.40 404.17 0 .56 2689.00 3450.00 3452.40 3452.06 2.40 3452.72 0,006338 4.52 345.06 818.68 603.04 473 .62 0 .67 1242.00 3445,00 3446.90 3446.75 1.90 3447.19 0.011 195 4.31 416.94 751 .81 288.10 334.67 0.82 2689.00 3445.00 3447.65 2.65 3447.96 0.007751 4.51 354.62 846.n 596.64 492.15 0.72 1242.00 3440.00 3442.03 3441.49 2.03 3442.15 0.003422 2.73 417.16 854.27 455,81 437.11 0.47 2689.00 3440.00 3442.50 3442.03 2.50 3442.75 0.004847 4.06 390.07 887.66 674,08 497.59 0. 58 1242.00 3437.80 3439.01 3439,01 1.21 3439.38 0.018011 4.88 307.18 657.99 254.54 350.81 1.01 2889.00 3437.80 3439.74 1.94 3440.11 0.009311 4.84 252.35 723.77 555.05 471.42 0.79 3435.00 3438.81 3438.16 1.81 3436.89 0.001808 2.29 382.26 946.12 664.86 563.87 0 .35 3435.00 3437.84 3437.06 2.84 3438.13 0.003105 4.42 329.17 997.14 1299.73 667.97 0.51 3430.00 3431.11 3'431.11 1.11 3431 .57 0.016513 5.44 724.42 1307.78 531.26 583,36 1.00 3430.00 3431 ,94 3431 .94 1.94 3432.64 0.012039 6.76 887.41 1634.53 1091.24 867.12 0.84 2888.00 3425.00 3426.84 3426.14 1.84 3426.94 0.001869 2.54 660.98 1645.22 1198.09 984.24 0.37 7144.00 3425.00 3427.72 3426.80 2.72 3'427.91 0.002098 3.65 577.26 1820.07 2169.17 1242.81 0.42 3286,00 3420.00 3421.49 3421 .49 1.49 3421.94 0.015261 5.39 444.14 1172.66 624.24 728.53 0.97 7766.00 3420.00 3422.20 3422.20 2.20 3422.82 0.013358 6.51 293.64 1337.10 1256.74 1043.46 0.97 3286.00 3416.00 3417.66 3417.07 2.66 3417.76 0.002329 2.66 *122.29 901.15 1293.45 1025.44 0.40 7788.00 3416.00 3418.44 3417.60 3.44 3418.55 0.002671 3.78 *136.55 950.98 2110.92 1087.51 0.46 3286.00 3413.80 3414.95 3414.95 1.15 3415.38 0.016461 5.40 47.78 836.22 645,74 788.45 1.00 7766.00 3413.80 3415.68 3415.59 1.88 3416.28 0.011352 -6.70 894.15 1259.21 900.85 0.92 3286.00 3409.00 3414.41 3412.71 5.41 3414.50 0.000645 3.37 ~18.02 658.08 1773.70 1076.10 0.26 7766.00 3409.00 3415.12 3413.54 6 .12 3'415.31 0.001303 5.22 ~38. 85 687.85 2554.86 1126.70 0.38 Culvert 3286.00 3'408.90 3412.71 3412,71 3,81 3413.25 0.004612 7.06 83.74 515.65 665.51 431 .91 0.67 7768.00 3408.90 3414.37 3414.37 5.47 3414.83 0.003331 7.66 *1467.17 584.55 2185.05 2051.72 0,60 3327,00 3'408.00 3409.80 3409.14 1.80 3409.92 o.002n5 2.72 131.77 1131 .73 1225.09 999.96 0.43 7864.00 3408.00 3410.59 3'409.82 2.59 3410.80 0.002839 3.70 *259.09 1206.15 2224.23 1465.23 0.47 3'473.00 3'402.70 3'404.67 3404.67 1.97 3405.20 0.016121 5.85 589.80 1183.09 593.57 573.29 1.01 8124.00 3402.70 3405.55 3405,55 2.85 3406.22 0.014413 6.58 460.16 1360.29 1235.07 920.12 1.00 APP A-832

F*loodPlain . rep HEC-RAS Version 3 . 0 . 1 Mar 2001 U. S . Anny Corp of Engineers Hydrologic Engineering Center 609 Second Street, Suite D Davis, California 95616-4687 (916) 756-1104 x x xxxxxx xx xx xx xx xx xxxx x x x x x x x x x x x x x x x x x x x xxxxxxx xxxx x xxx xxxx xxxxxx xx xx x x x x x x x x x x x x x x x x x x x x x xxxxxx xx xx x x x x xxxxx PROJECT DATA Project

Title:

WCS Project File FloodPlain.prj Run Date and Time: 3/30/06 9:32:01 AM Project in English units PLAN DATA Plan

Title:

Plan 38 Plan File D: \ program files\WCS\FloodPlain . p38 Geometry

Title:

PMP1-20-04SecRernoved Geometry File D:\program files\WCS\FloodPlain .. g04 Flow Title pmp NOD AMII!

Flow File D:\program files\WCS\FloodPlain . f30 Plan Summary Information:

Number of: Cross Sections 18 Mulitple Openings 0 Culverts 1 Inline Weirs 0 Bridges 0 Computational Information Water surface calculation tolerance 0 . 01

. Critical depth calculaton tolerance 0.01 Maximum number of interations 20 Maximum difference tolerance 0"3 Flow tolerance factor 0 . 001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Mixed Flow FLOW DATA Flow

Title:

prnp NOD AMIII Flow File : D:\program files\WCS\FloodPlain . f30 Page 1 APP A-833

FloodPla in . rep Flow Dat a (cfs)

River Reach RS PF 2 PF 3 Ditch A 5 12674 976 1 850 Di tch A 5 9690 1242 2689 Di tch A 5 7253 1 483 5399 Di tch A 5 63 43 288 8 7144 Ditch A 5 422 1 3286 7766 Ditch A 5 1 888 332 7 7864 Ditch A 5 1060 34 73 8124 Bound a r y Condit i ons River Reach Profile Upstream Down stream Ditch A 5 PF 2 Crit i cal Cr itical GEOMETRY DATA Geomet ry Title : PMP1-2 0 - 04Se cRemoved Geometry File D:\program files\WCS\FloodPlain . g04 CROSS SECTION RIVER : Ditch A REACH : 5 RS : 1267 4 INPUT Desc r iption: Sta . 1 2674 Station Elevati on Data num= 6 Sta El e v Sta El ev Sta El ev Sta El ev Sta El ev 100 3482 380 3478 560 347 7 635 3478 76 1 3 480 964 3482 Manning' s n Va l ues num= 3 St a n Va l Sta n Val Sta n Val 100 .033 380 . 03 3 635 "033 Bank Sta: Left Right Lengths : Left Channel Right Coe ff Contr . Exp an ..

3 80 63 5 1 206 1 337 1 433 "1 .3 CROSS SECTION OUTPUT Pr ofile # PF 2 E . G. El ev ( f t) 3478 . 88 El ement Left OB Channel Righ t OB Ve l Head {ft) 0 . 12 Wt . n - Va l . 0 .. 033 0 . 033 0.033

w. s . Elev (ft) 3478 .. 76 Reach Len . {ft ) 1206 . 00 1337 . 00 1433 . 0 0 Crit W. S . (ft) 3478 . 27 Flow Area (sq f t) 1 9 .. 94 320 . 00 1 7 ' 95 E . G . Slope {ft/ft) 0 .. 003056 Area (s q ft) 19 . 94 320 . 00 17.9 5 Q Total (c f s) 9 76 . 00 Fl ow (cf s) 25 93 926 " 74 23 . 34 Top Width (ft) 3 5 5 .. 40 Top Wi dth (ft) 52 .. 84 255 . 00 4 7..56 Page 2 APP A-834

FloodPlain . rep Vel Total (ft/s) 2 . 73 Avg . Vel . (ft/s) 1 . 30 2 . 90 1 . 30 Max Chl Dpth (ft) 1.. 75 Hydr .. Depth (ft) 0 .. 38 1..25 0 . 38 Conv .. Total (cfs) 17654 .. 0 Conv . (cfs) 469 .. 0 16762.9 422.1 Length Wtd . (ft) 1336 . 00 Wetted Per .. (ft) 52 . 85 255 .. 01 47 .. 56 Min Ch El (ft) 34 77. 00 Shear (lb/sq ft) 0.07 0 . 24 0 .. 07 Alpha 1.08 Stream Power (lb/ft s} 0 . 09 0 . 69 0 .. 09 Frctn Loss (ft) 7.. 45 Cum Volume (acre -ft ) 22 . 71 137 . 88 4 .. 08 c &E Loss (ft) 0 .. 05 Cum SA (acres} 24 . 33 121 .. 69 6 . 69 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0 .. 7 or greater than 1 .. 4 . This may indicate the need for additional cross secti ons ..

Warning: The energy loss was greater than 1..0 ft (0 . 3 m) . between the current and previous er oss section .. This may indicate the need for additional cross sections .

CROSS SECTION OUTPUT Profile itPF 3 E . G .. Elev (ft) 3479.45 Element Left OB Channel Right OB Vel Head (ft) 0 . 19 Wt .. n-Val .. 0 . 033 0 . 033 0 .. 033 W.. S . Elev (ft) 3479 .. 26 Reach Len .. (ft) 1206 . 00 1337 .. 00 1433 . 00 Crit W. S .. (ft} 3478 . 68 Flow Area (sq ft) 55 .. 3 7 448 . 24 49 .. 84 E . G. Slope (ft/ft) 0 . 003167 Area (sq ft) 55 .. 37 448 . 24 49 . 84 Q Total (cfs) 1850 .. 00 Flow (cfs) 102.99 1654 . 32 92 .. 69 Top Width (ft) 422 .. 29 Top Width (ft) 88 .. 05 255 . 00 79 .. 24 Vel Total (ft/s) 3 . 34 Avg .. Vel.. (ft/s) 1.. 86 3.69 1.. 86 Max Chl Dpth (ft) 2 .. 26 Hydr .. Depth (ft) 0 . 63 1.. 76 0.63 Conv . Total (cfs) 32873 .. 9 Conv .. (cfs) 1830 .. 1 29396 . 7 164 7 . 1 Length Wtd. (ft) 1334 .. 81 Wetted Per .. (ft) 88 . 06 255 . 01 79 .. 25 Min Ch El (ft} 3477 . 00 Shear (lb/sq ft) 0 . 12 0 . 35 0 .. 12 Alpha 1..12 Stream Power (lb/ft s) 0 . 23 1..28 0 . 23 Frctn Loss (ft) 7 .. 14 Cum Volume (acre-ft) 54 . 74 234.96 14 .. 97 C & E Loss (ft) 0 . 06 Cum SA (acres) 51 . 06 13 7 .. 20 20 .. 21 Warning: The velocity head has changed by more than 0 .. 5 ft (0 .. 15 ml . This may indicate the n eed for Page 3 APP A-835

FloodPlain .. rep additional cross sections .

Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0 7 or greater than 1 . 4. This may indicate the need for additional cross secti ons.

Warning: The energy loss was greater than 1.. 0 ft ( 0 . 3 m) . between the current and previous er oss section. This may indicate the need for additional cross sections .

CROSS SECTION RIVER: Ditch A REACH: 5 RS: 11337 INPUT

==

Description:==

Sta . 11337 Station Elevation Data num= 8 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 100 3477 315 3474 392 3472 435 3470 499 3469 550 3470 591 34 72 694 3474 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 100 "033 435 .033 550 "033 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr .. Expan .

435 550 545 400 332 .1 "3 CROSS SECTION OUTPUT Profile #PF 2 E .. G . Elev {ft) 34 71 ' 39 Element Left OB Channel Right OB Vel Head (ft J 0 "58 Wt . n-Val.. 0 . 033 0 .. 033 0 . 033 W. S . Elev (ft) 3470 . 81 Reach Len . (ft) 545 . 00 400 . 00 332 . 00 Crit W. S . (ft) 3470 .. 81 Flow Area (sq ft) 7 . 10 150 . 94 6" 77 E . G . Slope (ft/ft) 0 . 013220 Area (sq ft) 7 . 10 150 . 94 6 . 77 Q Total (cfs) 976 . 00 Flow (cfs) 20 . 14 936 . 66 19 .. 20 Top Width (ft) 149 . 13 Top Width (ft) 17. 4 7 115 .. 00 16 . 66 Vel Total (ft/s) 5 . 92 Avg . Vel.. (ft/s) 2 . 84 6 . 21 2 . 84 Max Chl Dpth (ft) 1.. 81 Hydr.. Depth (ft) 0 . 41 1.. 31 0 . 41 tonv . Total (cfs) 8488 . 6 Conv . (cfs) 175 . 2 8146 .. 4 167 .0 Length Wtd .. (ft) 400 . 78 Wetted Per . (ft) 17 . 49 115 . 02 16 . 68 Min Ch El (ft) 3469 .. 00 Shear (lb/sq ft) 0 .. 33 1 . 08 0 . 33 Alpha 1..06 Stream Power (lb/ft s) 0 . 95 6 .. 72 0.95 Frctn Loss (ft) 4 " 64 Cum Volume (acre-ft) 22.34 130 . 65 3 , 67 C & E Loss (ft) 0" 05 Cum SA (acres) 23.35 116 . 01 5 . 64 Warning: The energy equation could not be balanced within the specified number of iterations .

The program selected the water surf ace that had the least amount of error between comput ed Page 4 APP A-836

El oodP la in . rep and a s sumed val u e s ..

Wa r ning : The energy loss was g reater than 1 . 0 f t (0 . 3 m). bet ween the c ur r ent and p r eviou s e r oss secti on .. This may indi c ate the need f o r add i tion al c ross s ect i on s .

Warni n g: During th e stand ard step iterations , when the ass umed wate r s u r f ace was set equal to cri tical d epth , the cal cul a ted water s u r f ace came bac k b elow crit i c a l dept h.. Th is i ndicates t h at t here is not a val id subcri tica l a n swer .. The p rog r am d efau l ted to critical dep th ..

CROSS SECTION OUTPUT Profile #PF 3 E . G .. El ev (ft) 3472 .. 26 Element Le f t OB Channel Right OB Ve l Head ( ft ) 0 .. 79 Wt .. n-Va l . 0.03 3 0 . 033 0 . 033 w.s . El ev (ft ) 3471. 4 7 Reach Len. (f t) 5 45 . 00 400 . 00 332 . 0 0 Cri t w. s .. (ft) 34 71.46 El ow Area (sq ft ) 2 3 . 31 226 . 83 22 .. 22 E .. G . Slope (ft/ft) 0 . 01 0885 Ar ea (sq ft) 23 . 31 226 .. 83 22 .. 22 Q Total (cfs ) 1850 . 00 El ow (c f s) 89 .. 2 0 1675 . 75 85 . 05 Top Width (ft) 176 . 84 Top Width (ft) 3 1 . 66 115 .. 00 30 .. 18 Ve l Total (ft/s) 6 .. 7 9 Avg . Vel . (ft/s) 3 .. 83 7 .. 39 3 . 83 Max Chl Dpth (ft) 2 .47 Hydr . De p th (f t) 0 ' 74 1.. 9 7 0 . 74 Conv .. To t a l (c fs) 1 7732 .. 1 Conv. (cfs) 855 . 0 16061 . 9 815 . 2 Length Wtd .. (ft) 40 1 . 4 7 Wet t ed Pe r.. (ft) 3 1 . 69 11 5 .. 02 30 .. 2 2 Min Ch El (f t ) 3469 . 00 Shear (l b / sq ft ) o. 50 1. 34 0 .. 50 Alph a 1 .. 10 Stream Power (l b/ft s) 1.. 91 9 .. 90 1. 91 Fr c tn Loss (ft) 4 " 79 Cum Vo l ume (acre- f t) 53 .. 65 2 24 .. 60 13 .. 78 C & E Los s (ft ) 0 . 02 Cum SA (acres) 49.40 131 . 52 18 . 41 Warni n g : The e n ergy l os s wa s great e r than LO ft (0 . 3 m) . betwe en the cur rent and previous er oss secti o n . Th i s may indi ca t e the need for addi ti onal cross se c t i ons .

CROSS SECT I ON RIVER : Di t c h A REACH: 5 RS : 10 93 7 INPUT Descr ipti o n: Sta . 1 0937 Stat i on El evati o n Da t a n um= 9 Sta El e v St a Elev Sta El ev St a El ev St a Elev 1 00 3470 351 3468 428 3467 465 3466 5 36 3464 543 3 4 64 609 3466 683 34 68 8 11 3472 Man ning ' s n Value s num= 3 Sta n Va l Sta n Val Sta n Va l 100 " 033 428 " 033 609 .. 033 Page 5 APP A-837

FloodPlain.rep Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr .. Expan .

428 609 729 649 445 .1 .3 CROSS SECTION OUTPUT Profile #PF' 2 E . G. Elev (ft) 3466.66 Element Left OB Channel Right OB Vel Head (ft) 0 .. 42 Wt . n-Val . 0 .. 033 0 .. 033

w. s' Elev (ft) 3466 . 24 Reach Len . (ft) 729 . 00 649 . 00 445 . 00 Cr it w.s . (ft) 3466 .. 08 Flow Area (sq ft) 18 7..15 1..10 E . G. Slope (ft/ft) 0.010235 Area (sq ft) 187 " 15 1 .. 10 Q Total (cfs) 976 . 00 Flow (cfs) 974 " 77 1..23 Top Width (ft) 162 " 01 Top Width (ft) 153 . 01 9.01 Ve l Total (ft/s) 5 . 18 Avg . Vel . (ft/s) 5.21 1..12 Max Chl Dpth (ft) 2 . 24 Hydr . Depth (ft) 1.. 22 0 . 12 Conv .. Total (cfs) 964 7. 4 Conv .. (cfs) 9635 . 2 12 . l Length Wtd . (ft) 648 . 87 Wetted Per . (ft) 153 . 07 9.01 Min Ch El (ft) 3464 .. 00 Shear (lb/sq ft) 0 . 78 0 .. 08 Alpha 1.. 01 Stream Power (lb/ft s) 4" 0 7 0 . 09 E'rctn Loss (ft) 9 .12 Cum Volume (acre-ft) 22 . 29 129 . 10 3 . 64 C & E Loss (ft) 0 . 04 Cum SA (acres) 23 . 25 114. 78 5 . 54 Warning: The conveyance ratio (ups tream conveyance divided by downstream conveyance) is less than 0 . 7 or greater t han 1 . 4 . This may indicate the need for additional cross secti ons .

Warning: The energy loss was greater than 1..0 ft (0 . 3 m) .. between the current and previous er oss section . This may indicate the need for additional cross sections .

CROSS SECTION OUTPUT Profile #PF 3 E . G .. Elev (ft) 3467 . 45 Element Left OB Channel Right OB Vel Head (ft) 0 . 73 Wt . n-Val .. 0 .. 033 0 . 033 w.s . Elev (ft) 3466 . 72 Reach Len .. (ft) 729 .. 00 649 . 00 445 . 00 Crit w. s . (ft) 3466. 72 Flow Area (sq ft) 264 . 14 9 .57 E . G . Slope (ft/ft) 0 . 013153 Area (sq ft) 264 . 14 9.57 Q Total (cfs) 1850 . 00 Flow (cfs) 1825 . 01 24 .. 99 Top Width (ft) 197 . 22 Top Width (ft) 17 0 . 61 26 . 61 Vel Total (ft/s) 6 ' 76 Avg . Vel.. (ft/s) 6.91 2 . 61 Page 6 APP A-838

FloodPlain .. rep Max Chl Dpth {ft) 2 . 72 Hydr .. Depth (ft) 1 .. 55 0 .36 Conv .. Total (cfs ) 16130 . 8 Conv . (cfs) 15913 .. 0 217 .. 9 Length Wtd . {ft) 64 7 . 62 Wetted Per. (ft) 17 0 ' 68 26.62 Min Ch El (ft) 3464.00 Shear (lb/sq ft) 1.27 0 . 30 Alpha 1.03 Stream Power (lb/ft s) 8.78 0 . 77 Frctn Loss (ft) 9 . 21 Cum Volume (acre-ft) 53 . 50 222 . 35 13 . 66 C & E Loss (ft) 0 . 11 Cum SA (acres) 49 . 20 130 . 21 18 .. 19 Warning: The energy equation could not be ba lanced within the specified number of iterations .

The program selected the water surface that had the least amount of error between cornput ed and assumed values .

Warning: The energy loss was greater than 1.0 ft (0.3 m) . between the current and previous er oss section .. This may indicat e the need for additional cross sections .

Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth . This i ndicates that there is not a valid subcritical answer . The program defaulted to critical dep th.

CROSS SECTION RIVER: Ditch A REACH: 5 RS: 102BB INPUT

==

Description:==

Sta . 10288 Station Elevation Data num= 12 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 100 3464 177 3462 238 3460 298 3458 493 3456 519 3456 662 3457 778 3457 .. 1 857 3458 903 3460 947 3462 989 3464 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Va l 100 .033 298 .. 033 857 . 033 Bank Sta: Left Right Length s: Left Channel Right Coe ff Contr .. Expan .

298 857 552 598 633 .1 .. 3 CROSS SECTION OUTPUT Profile llPF 2 E .. G .. Elev (ft) 3457 .. 51 Element Left OB Channel Right OB Vel Head (ft) 0 . 29 Wt .. n-Val .. 0 .. 033

w. s . Elev (ft) 3457 .. 22 Reach Len .. (ft) 552 . 00 598 .. 00 633 .. 00 Crit w. s . (ft) 3457 .. 22 Flow Area (sq ft) 226 " 4 6 E.G . Slope (ft/ft) 0 . 020477 Area (sq ft) 226 . 46 Q Total (cfs) 976.00 flow (cfs) 976 . 00 Page 7 APP A-839

FloodPlain .. rep Top Width (ft) 413 " 9 7 Top Width (ft) 413.97 Ve l Total (ft/s) 4 " 31 Avg .. Vel. (ft/s) 4 . 31 Max Chl Dpth (ft) 1.22 Hydr . Depth (ft) 0 .. 55 Conv .. Total (cfs) 6820 .. 4 Conv .. (cfs) 6820 .. 4 Length Wtd . (ft) 598.00 Wetted Per .. (ft) 413 .. 98 Min Ch El (ft ) 3456 . 00 Shear (lb/sq ft) 0 " 70 Alpha 1.. 00 Stream Power (lb/ft s} 3 . 01 Frctn Loss (ft) 4 .. 93 Cum Volume (acre-ft) 22 . 29 126 .. 01 3 . 64 c & E Loss (ft) 0 . 04 Cum SA (acres) 23.25 110 .. 56 5 . 49 Warning: The energy equation could not be balanced within the specified number of iterations ..

The program used critical depth for the water surface and continued on with the calculat ions.

Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0 . 7 or greater than 1..4 .. This may indicate the need for additional cross secti ons ..

Warning: The energy loss was greater than 1 . 0 ft (0 . 3 m) . between the current and previous er oss section.. This may indicate the need for additional cross sections ..

Warning: During the standard step iterati.ons, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth .. This i ndicates that there is not a valid subcritical answer .. The program defaulted to critical dep th .

CROSS SECTION OUTPUT Profile #PF 3 E .. G .. Elev (ft) 3457 .. 93 Element Left OB Channel Right OB Vel Head (ft} 0 .. 36 Wt .. n-Val . o. 033 W. S .. Elev (ft) 3457 " 5 7 Reach Len .. (ft) 552 . 00 598 .. 00 633 . 00 Crit W.. S. (ft} 3457 .. 53 Flow Area (sq ft) 383 .. 80 E . G . Slope (ft/ft) 0 . 015410 Area (sq ft} 383 . 80 Q Total (cfs} 1850 .. 00 Flow (cfs) 1850 . 00 Top Width (ft) 479 .. 25 Top Width (ft} 479 .. 25 Vel Total (ft/s) 4 .. 82 Avg . Vel.. (ft/s) 4 . 82 Max Chl Dpth (ft) 1.. 57 Hydr . Depth (ft) 0 . 80 Conv . Total (cfs} 14902 .9 Conv .. (cfs) 14902 . 9 Length Wtd. (ft) 59 7 .. 95 Wetted Per .. (ft} 479 .. 26 Min Ch El (ft} 3456 .. 00 Shear (lb/sq ft) 0 .. 77 Page 8 APP A-840

FloodPlain . rep Alpha 1 . 00 Stream Power (lb/ft s) 3.71 Frctn Loss (ft} 5.20 Cum Volume (acre-ft} 53 . 50 217 ' 52 13 . 61 C & E Loss (ft) o. 01 Cum SA {acres) 49 . 20 125.36 lB .. 06 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance} is less than 0 . 7 or greater than 1 .. 4.. This may indicate the need for additional cross secti ons ..

Warning: The energy loss was greater than 1 .0 ft (0 . 3 m} . between the current and previous er oss section . This may indicate the need for additional cross sections .

CROSS SECTION RIVER: Ditch A REACH: 5 RS: 9690 INPUT

==

Description:==

Sta .. 9690 Station Elevation Data num= 8 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 100 3454.5 202 3454 381 3452 632 3450 638 3450 799 3452 897 3454 1010 3458 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 100 . 033 381 .033 799 .. 033 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr . Expan.

381 799 639 681 658 .1 3 CROSS SECTION OUTPUT Profile #PF 2 E . G . Elev (ft) 3452 . 09 Element Left OB Channel Right OB Vel Head {ft) 0.15 Wt . n-Val.. 0 . 033

w. s . Elev {ft} 3451 . 93 Reach Len . (ft) 639 . 00 681 .. 00 658 . 00 Crit w. s . (ft) 3451.. 51 Flow Area (sq ft) 396 . 40 E.G . Slope {ft/ft} 0 . 004969 Area (sq ft} 396 . 40 Q Total (cfs} 1242 . 00 Flow (cfs) 1242 . 00 Top Width (ft) 404 . 17 Top Width (ft) 404 . 17 Ve l Total (ft/s) 3.13 Avg . VeL (ft/s) 3 .. 13 Max Chl Dpth (ft} 1. 93 Hydr . Depth (ft) 0 . 98 Conv .. Total (cfs) 17619 . 0 Conv . (cfs} 17619 . 0 Length Wtd .. (ft) 681.00 Wetted Per .. (ft} 404 . 19 Min Ch El (ft} 3450 ' 00 Shear (lb/sq ft} 0.30 Alpha LOO Stream Power (lb/ft s} 0 . 95 Frctn Loss (ft} 4.. 98 Cum Volume (acre-ft) 22 "29 121.74 3 . 64 C & E Loss (ft ) 0 . 01 Cum SA (acres} 23 . 25 104 . 94 5 . 49 Page 9 APP A-841

F*loodPlain . rep Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0 . 7 or greater than L 4 .. This may indicate the need for additional cross secti ons ..

Warning: The energy loss was greater than 1 . 0 ft ( 0 . 3 m) .. between the current and previous er oss section .. This may indicate the need for additional cross sections ..

CROSS SECTION OUTPUT Profile #PF 3 E . G .. Elev (ft) 3452 . 72 Element Left OB Channel Right OB Vel Head (ft) 0 .. 32 Wt . n-Val .. 0.033 0 . 033 0 .. 033 W. S . Elev {ft) 3452 .. 40 Reach Len . (ft) 639 .. 00 681.. 00 658 . 00 Crit W. S . (ft) 3452 .. 06 Flow Area (sq ft) 7 . 22 591 . 87 3 . 95 E . G. Slope (ft/ft) 0 . 006338 Area (sq ft) 7 . 22 591.. 8 7 3 .. 95 Q Total (cfs) 2689 . 00 Flow (cfs) 8 . B7 2675.27 4 .. 86 Top Width (ft) 4 73 . 62 Top Width (ft) 35 . 94 418 . 00 19 . 68 Vel Total (ft/s) 4 . 46 Avg .. Vel. (ft/s) 1.23 4 .. 52 1 .. 23 Max Chl Dpth (ft) 2 . 40 Hydr . Depth (ft) 0 .. 20 1 . 42 0 . 20 Conv . Total (cfs) 33777 . 0 Conv . (cfs) 111.4 33604.5 61. 0 Length Wtd . (ft) 680 .. 91 We tted Per . (ft) 35 . 95 418 . 02 19 .. 68 Min Ch El (ft) 3450 .. 00 She ar (lb/sq ft) 0 . 08 0.56 0 .. 08 Alpha 1 .. 02 Stream Power (lb/ft s) 0 . 10 2 . 53 0 . 10 Frctn Loss (ft) 4 . 76 Cum Volume (acre-ft) 53 . 46 210 . 83 13 . 59 C & E Loss (ft) 0 . 00 Cum SA (acres) 48 . 97 119 . 21 17 .. 91 Warning: The energy loss was greater than 1.. 0 ft {0 .. 3 rn) . between the current and previous er oss section .. This may indicate the ne ed for additional cross sections .

CROSS SECTION RIVER: Ditch A REACH: 5 RS: 9009 INPUT

==

Description:==

Sta . 9009 Station Elevation Data nurn= 9 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 100 3452 203 3450 325 3448 492 3446 596 3445 637 3446 892 3448 1007 3450 1124 3452 Manning's n Values nurn= 3 Sta n Val Sta n Val Sta n Val 100 .. 033 325 . 033 892 .033 Page 10 APP A-842

FloodPlain.rep Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr . Expan.

325 892 898 879 794 .1 ** 3 CROSS SECTION OUTPUT Profile #PF 2 E . G .. Elev (ft) 3447 19 Element Left OB Channel Right OB Vel Head (ft) 0 . 29 Wt .. n-Val . 0 . 033

w. s . Elev (ft) 3446 . 90 Reach Len. (ft) 898 . 00 879 . 00 794 . 00 Crit w.s . (ft) 3446 .. 75 Flow Area (sq ft) 288 . 10 E .. G .. Slope (ft/ft) 0 . 011195 Area {sq ft) 288 .. 10 Q Total (cfs) 1242 .. 00 Flow (cfs) 1242 .. 00 Top Width (ft) 334 .. 67 Top Width (ft) 334 .. 67 Vel Total (ft/s) 4 " 31 Avg .. VeL (ft/s) 4 .. 31 Max Chl Dpth (ft ) 1.. 90 Hydr . Depth (ft) 0 . 86 Conv . Total (cfs) 11738 .. 3 Conv .. (cfs) 11738 .. 3 Length Wtd .. (ft) 879.00 Wetted Per .. (ft) 334 .. 70 Min Ch El (ft) 3445.00 Shear (lb/sq ft) 0 .. 60 Alpha 1.. 00 Stream Power (lb/ft s) 2 . 59 Frctn Loss (ft ) 4 .. 99 Cum Volume (acre-ft) 2 2 .. 2 9 116 . 39 3 .. 64 C & E Loss (ft) 0 .. 05 Cum SA (acres) 23 . 25 99 . 17 5 .. 49 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0 . 7 or greater than 1..4.. This may indicate the need for additional cross secti ons ..

Warning : The energy loss was greater than 1 .. 0 ft ( 0 .. 3 m) . between the current and previous er oss section .. This may indicate the need for additional cross sections ..

CROSS SECTION OUTPUT Profile #PF 3 E .. G. Elev (ft) 3447 .. 96 Element Left OB Channel Right OB Vel Head ( ft) 0 .. 32 Wt . n-Val . 0 .. 033 W.. s . Elev {ft) 3 4 4 7.. 65 Reach Len . (ft) 898 ** 00 879 .. 00 794.00 Crit W. S . (ft) Flow Area {sq ft) 596 . 64 E .. G .. Slope (ft/ft) 0 .. 007751 Area (sq ft) 596 . 64 Q Total {cfs) 2689 .. 00 Flow (cfs) 2689 .. 00 Top Width (ft) 492 .. 15 Top Width (ft) 492 . 15 Vel Total {ft/s) 4 .. 51 Avg .. VeL (ft/s) 4.51 Page 11 APP A-843

FloodPl ain.rep Ma:x Chl Dpth (ft) 2 . 65 Hydr . Depth (ft) 1 . 21 Conv . Total (cfs) 30543 . 4 Conv . (cfs) 30543.4 Lengt h Wt d . (ft) 878 . 86 Wetted Per . (ft ) 492.18 Min Ch El (ft) 3445.00 Shear (lb /s q ft) 0 .. 5 9 Al pha 1 . 00 Stream Power (lb/ft s) 2 .. 64 Fr c t n Loss (ft) 5. 19 Cum Vo l ume (acre-ft ) 53.40 20 1 . 5 4 1 3 . 56 C & E Loss (ft) 0 . 02 Cum SA (acres) 48 . 71 112 . 09 1 7 . 77 Warning: Th e energ y l oss wa s greater than 1 . 0 f t (0 .. 3 m) . between the cur rent and previous er oss section . This may indi cat e the need fo r additiona l cross sect i ons .

CROSS SECTION RIVER : Di tch A REACH : 5 RS : 813 0 INPUT Description : Sta . 8130 Station El evat ion Data nurn= 8 Sta Elev Sta Elev Sta Elev Sta Elev St a Elev 1 00 3448 303 3444 41 9 3442 654 3440 663 3440 852 3442 995 3444 1104 3446 Manning's n Val ues num= 3 Sta n Val Sta n Val Sta n Val 100 . 033 419 . 033 85 2 . 033 Bank Sta : Left Ri ght Lengths : Left Channel Right Coeff Contr . E:xpan .

419 852 399 413 456 . 1 .. 3 CROSS SECTI ON OUTPUT Profile #PF 2 E . G . El ev (ft) 3442 . 15 El emen t Left OB Ch ann e l Right OB Vel Head (ft) 0 .. 12 Wt . n - Val . 0 . 033 0 .. 033 0 . 03 3

w. s . El ev (ft) 3442 . 03 Re ach Len .. (ft) 399 . 00 413.00 45 6 . 00 Cr i t w. s . (ft) 3441..49 Flow Area (sq ft) 0 .. 03 455 . 74 0 . 04 E . G. Slope (ft/ft ) 0 . 003422 Ar ea (sq f t) 0 .. 03 455 . 74 0 .. 04 Q Total ( c fs ) 1242 . 00 Fl ow (cfs) 0 . 00 1241.99 0 .. 0 1 Top Wi dth (ft) 43 7 .. 1 1 Top Wid th (ft) 1. 84 433 . 00 2. 27 Vel Total ( ft/s) 2 . 72 Avg. Vel. (ft /s) 0 .1 7 2 . 73 0 . 17 Max Ch l Dpth ( f t) 2 . 03 Hydr . Depth (ft ) 0 . 02 1 . 05 0 . 02 Conv . Total (cfs) 21233 . 1 Conv . (cfs ) 0.1 21232 . 9 0.1 Length Wtd . (ft) 413 .. 00 We t t e d Pe r . (ft) 1. 84 433 . 02 2 . 27 Min Ch El (f t) 3440 . 0 0 Sh ear (l b/sq ft ) 0 . 00 0 . 22 0 . 00 Page 12 APP A-844

FloodPlain . rep Alpha LOO Stream Power {lb/ft s) 0 .. 00 0 . 61 0.00 Frctn Loss (ft) 2 . 74 Cum Volume (acre-ft} 22 . 29 108 .. 88 3.63 C & E Loss (ft) 0 . 03 Cum SA (acres) 23 .. 23 91 .. 42 5 .. 4 7 Warning: The conveyance ratio {upstream conveyance divided by downstream conveyance) is less than 0 . 7 or greater than 1 .. 4 .. This may indicate the need for additional cross secti ons ..

Warning: The energy loss was greater than 1 . 0 ft (0 .. 3 m) .. between t he current and previous er oss section . This may indicate the need for additional cross sections ..

CROSS SECTION OUTPUT Profile #PF 3 E .. G .. Elev (ft) 3442. 75 Element Left OB Channel Right OB Vel Head (ft) 0 .. 25 Wt .. n*-Val.. 0.033 o. 033 0 . 033 W.. S .. Elev {ft) 3442 . 50 Reach Len . {ft) 399 ' 00 413 . 00 456 . 00 Crit W.. S .. (ft) 3442.03 Flow Area (sq ft) 7 . 21 657 .. 97 B .. 89 E .. G .. Slope (ft/ft) 0 .. 004647 Area {sq ft) 7 .. 21 65 7 . 9 7 B.89 Q Tot al (cfs) 2689 . 00 Flow (cfs) 8 ' 77 2 669 .. 41 1 0.8 2 Top Width (ft) 497 .. 59 Top Width (ft) 28 " 93 433 . 00 35 .. 66 Vel Total {ft/s) 3 . 99 Avg .. Vel. (ft/s) 1 . 22 4 .. 0 6 1 .. 22 Max Chl Dpth (ft) 2 .. 50 Hydr .. Depth (ft) 0 . 25 1 . 52 0 . 25 Conv .. Total (cfs) 39445 . 5 Conv . (cfs) 128.7 39158 . 1 158 .. 7 Length Wtd . {ft) 413 .. 06 Wetted Per . (ft) 28 .. 93 433.02 35 .6 7 Min Ch El (ft ) 3440 . 00 Shear (lb/sq ft) 0 .. 07 o. 44 0 .. 07 Alpha 1.03 Stream Power (lb/ft s) 0 . 09 1.79 0 . 09 Frctn Loss (ft) 2 . 64 Cum Volume {acre-ft) 53 . 33 188 . 88 13 " 4 7 C & E Loss (ft) 0 .. 01 Cum SA (acres) 48 .. 41 102 .. 76 17 .. 44 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0 .. 7 or greater than 1 . 4 . This may indicate the need for additional cross secti ons .

Warning: The energy loss was greater than 1 .. 0 ft (0 . 3 m) .. between the current and previous er oss section .. This may indicate the need for additional cross sections .

CROSS SECTION RIVER: Ditch A REACH: 5 RS: 7717 INPUT

==

Description:==

Sta 7717 Station Elevat ion Data num= 8 Page 13 APP A-845

FloodPlain . rep Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 100 3442 233 3440 383 3438 492 3437 . 8 510 3438 657 3439 747 3440 879 3442 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 100 . 033 233 . 033 747 .. 033 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr . Expan ..

233 747 444 464 510 .1 .3 CROSS SECTION OUTPUT Profile #PF 2 E . G. Elev (ft) 3439 . 38 Element Left OB Channel Right OB Vel Head (ft) 0. 37 Wt . n-Val. 0 .. 033 W. S . Elev (ft) 3439 .. 01 Reach Len . (ft) 444 . 00 464.00 510 . 00 Crit W.. S . (ft) 3439 . 01 Flow Area (sq ft) 254 . 54 E . G. Slope (ft/ft) 0 .. OlBOll Area (sq ft) 254 . 54 Q Total (cfs) 1242 . 00 Flow (cfs) 1242 . 00 Top Width (ft) 350 . 81 Top Width (ft) 350 . 81 Vel Total (ft/s) 4 . BB Avg . Vel. {ft/s) 4 . 88 Max Chl Dpth (ft) 1..21 Hydr.. Depth (ft) 0 .. 73 Conv. Total (cfs) 9254 . 5 Conv .. (cfs) 9254.5 Length Wtd . {ft) 464 .. 16 Wetted Per . (ft) 350 . 82 Min Ch El (ft) 3437 . 80 Shear (lb/sq ft) 0 . B2 Alpha 1 . 00 Stream Power (lb/ft s) 3 . 98 Frctn Loss (ft) 1. 7 7 Cum Volume {acre-ft) 22 . 29 105 . 52 3 . 63 C & E Loss (ft) 0.09 Cum SA (acres) 23 .. 22 87 . 70 5.46 Warning: The energy equation could not be balanced within the specified number of iterations .

The program used critical depth for the water surface and continued on with the calculat ions.

Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0 . 7 or greater than 1..4.. This may indicate the need for additional cross secti ons ..

Warning: The energy loss was greater than 1 .. 0 ft (0 .. 3 m) .. between the current and previous er oss section . This may indicate the need for additional cross sections .

Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the ca lculated water surface came back below critical depth . This i ndicates that there is not a valid subcritical answer . The program defaul ted to critical dep th.

CROSS SECTION OUTPUT Profile #PF 3 Page 14 APP A-846

FloodPlain . rep E . G .. Elev {ft) 3440 .11 Element Left OB Channel Right OB Vel Head {ft) 0 .. 36 Wt.. n-Val .. 0 . 033

w. s . Elev (ft) 3439 .. 74 Reach Len . (ft) 444 . 00 464 . 00 510. 00 Crit w.s . (ft) Flow Area (sq ft} 555 . 05 E . G. Slope {ft/ft} 0 . 009311 Area {sq ft} 555 . 05 Q Total (cfs} 2689 .. 00 Flow (cfs) 2689 .. 00 Top Width {ft) 471..42 Top Width (ft) 4 71.. 42 Vel Total {ft/s} 4 " 84 Avg. Vel . (ft/s) 4 . 84 Max Chl Dpth (ft) l . 94 Hydr .. Depth (ft) 1.18 Conv . Total {cfs) 27866 . 5 Conv . {cfs) 27866 . 5 Length Wtd . (ft) 4 64 .. 62 Wetted Per . {ft) 471..44 Min Ch El (ft) 3437 . 80 Shear (lb/sq ft) 0 . 68 Alpha 1 . 00 Stream Power (lb/ft s) 3 . 32 Frctn Loss (ft) 1 .. 95 Cum Volume (acre-ft) 53 .. 30 183 . 13 13 . 43 C & E Loss (ft) o. 02 Cum SA (acres) 48 . 28 98 . 4 7 17 . 25 Warning: The conveyance ratio {upstream conveyance divided by downstream conveyance) is less than 0 . 7 or greater than 1..4 .. This may indicate the need for additional cross secti ons ..

Warning: The energy loss was greater than 1..0 ft (0 . 3 m) .. between the current and previous er oss section.. This may indicate the need for additional cross sections ..

CROSS SECTION RIVER: Ditch A REACH: 5 RS: 7253 INPUT

==

Description:==

Sta . 7253 Station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 100 3438 109 3438. 7 321 3438 424 3436 668 3435 906 3436 1005 3438 1200 3440 1365 3442 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 100 . 033 424 . 033 906 .033 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr . Expan .

424 906 756 910 980 "1 .. 3 CROSS SECTION OUTPUT Profile #PF 2 E . G.. Elev (ft) 3436 .. 89 Element Left OB Channel Right OB Vel Head (ft) 0 . 08 Wt . n-Val . 0 .. 033 0 . 033 0 . 033 Page 15 APP A-847

Fl ood P l ain . rep w.s . Elev (ft) 3436 . 81 Rea c h Len . (ft) 756 .. 00 910 . 00 98 0 . 00 Cri t w. s . (ft ) 3436 . 1 6 Flow Ar ea (sq f t ) 16 .. 92 63 1 .68 16 .. 26 E.G . Slope (ft/ f t) 0.001808 Area (sq ft) 1 6 . 92 63 1 .68 16 .26 Q To tal (cfs) 1 4 83 . 00 Flow (cf s) 1 7 " 73 1448 . 22 17 .. 05 Top Width (ft) 563 . 8 7 Top Wi dth (ft ) 41 . 74 482 . 0 0 40 . 12 Vel Total (ft/s ) 2 " 23 Avg . Vel.. (ft /s ) LOS 2 . 29 1 . 05 Max Ch l Dpth (f t ) 1.81 Hydr . Depth (f t ) 0 . 41 1. 31 0 . 41 Conv . Tota l (cf s ) 3488 0 . 8 Conv . (cfs) 417.. 1 34062 . 8 400 . 9 Leng t h Wtd . (ft) 909 . 65 Wet ted Per . (ft) 41.. 75 482.00 40 . 13 Mi n Ch El (ft) 3435.00 Shear (l b/sq ft ) 0 . 05 0 .. 15 0 . 05 Alpha 1.. 04 St ream Power (l b/ f t s) 0 . 05 0 .. 34 0 . 05 Frctn Loss (ft) 5 . 28 Cum Vo l ume (ac re- f t) 22 . 2 1 1 00 . 80 3 . 54 C & E Loss (ft) o. 04 Cum SA (acres) 23.0 1 83 . 2 7 5 . 22 Warning : The con veyance ratio (ups t r e am con veyance divid ed by d own stream con veyanc e) is l ess than 0 . 7 or greate r t h an 1.4 . Th i s ma y i n dicate t he need for a d ditiona l cro s s secti ons .

Wa r ning: The ene r g y l oss was g r eater t han 1. 0 f t (0 . 3 m) . between t he c ur rent and p r evious er oss sect i on. Th is may indi cate the nee d fo r addi tiona l c r oss sections ..

CROSS SECTION OUTPUT Prof i le #P F 3 E . G .. El ev (ft) 3438 . 13 Eleme nt Left OB Channel Right OB Ve l He a d (ft ) 0 . 29 Wt . n - Val . 0 .. 033 0 . 033 0 . 033

w. s . El ev (f t) 343 7 . 84 Reach Len . (ft ) 756 .. 0 0 910 . 00 980 . 0 0 Cr i t w. s . (f t ) 343 7 .. 06 Flow Area (sq f t ) 8 7 . 30 11 28 .. 5 1 83 . 91 E . G . Slope (ft /ft) 0 . 003 1 05 Area ( s q f t ) 87 . 30 11 28 .. 51 83 . 91 Q To t a l (c f s ) 53 99 . 00 Fl ow (c fs ) 20 7 .. 2 8 4992 . 50 1 99.22 Top Width ( ft) 667 . 9 7 Top Width (ft) 94 . 8 3 482 . 00 91. 1 4 Vel Total ( ft / s) 4 . 15 Avg . Vel.. (ft/s) 2 "3 7 4 . 42 2. 37 Max Chl Dpth (ft) 2 . 84 Hyd r . De p t h (f t ) 0 92 2 .. 3 4 0 . 92 Conv . Total (c f s) 9 6891. 5 Conv . (c f s) 3 719 . 8 89596 . 3 35 75 . 3 Length Wtd. (ft) 909 . 03 Wet ted Per . (ft) 94 . 8 5 482 . 00 91.. 1 6 Min Ch El (ft) 343 5 . 00 Sh ear ( lb/ sq ft) 0 . 18 0 .. 45 0 . 18 Al pha 1.. 07 Stream Power (l b/ft s ) 0 .. 42 2 . 01 0 . 42 Page 16 APP A-848

FloodPlain.rep F'rctn Loss (ft) 5 . 45 Cum Volume (acre-ft) 52 . 85 1 74 . 16 12.94 C & E Loss (ft) 0 . 04 Cum SA (acres) 47. 79 93 . 39 16 . 72 Warning: The conveyance ratio {upstream conveyance divided by downstream conveyance) is less than 0 .. 7 or greater than 1..4 .. This may indicate the need for additional cross secti ons .

Warning: The energy loss was greater than 1 .. 0 ft ( 0 . 3 m) .. between the current and previous er oss section .. Th is may indicate the need for additional cross sections .

CROSS SECTION RIVER: Ditch A REACH: 5 RS: 6343 INPUT Des c ription: Sta .. 6343 Station Elevation Data num= 9 St a Elev Sta Elev Sta Elev Sta El e v Sta Elev 100 3434 34 6 3433 663 3432 7 32 3431 86D 343D .2 981 3430 1273 3430 1320 3431..5 1566 3432 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 100 .. 033 663 . 033 13 2 0 .. 033 Bank Sta: Left Right Lengths: Left Channel Right Coe f f Contr . Expan ..

663 1320 767 980 10 5 1 .1 .3 CROSS SECTION OUTPUT Profile #PF 2 E . G .. Elev (ft) 3431..57 Element Left OB Channel Right OB Vel Head {ft) 0 .. 46 Wt . n-Val .. 0 . 033 W. S .. Elev (ft) 343 1.. 11 Reach Len . (ft) 767 .. OD 980 . DO 1D51. OD Crit W.. S . (ft) 3431 . 11 Flow Area (sq ft) 5 3 1.. 26 E . G. Slope (ft/ft) 0 . 016513 Area (sq ft) 531..26 Q Tot al (cfs) 28 8 8 . 0D Flow (cfs) 2888 . DO Top Width (ft) 583 .. 36 Top Width {ft) 583 . 36 Vel Total (ft/s) 5 . 44 Avg . Vel. (ft/s) 5 ., 44 Max Chl Dpth (ft) 1.11 Hydr . Depth (f t ) 0 . 91 Conv . Total (cfs) 22474 . 4 Conv .. (cfs) 22474 .. 4 Length Wtd .. (ft) 979 .. 5 8 Wetted Per .. (ft) 583 . 38 Min Ch El (ft) 3430 . DO Shear (lb/sq ft) D. 9 4 Alpha 1 .. 00 Stream Power (lb/ft s) 5 .10 Frctn Loss (ft) 4 . 10 Cum Volume (acre-ft) 22 .. 06 88 . 65 3 .. 36 C & E Loss (ft ) 0 . 11 Cum SA (acres) 22 .. 64 72 . 14 4 . 77 Page 17 APP A-849

F loodPlain .. rep Warning: The energy equation could not be balanced within the specified number of iterations .

The program used critical depth for the water surface and continued on with the calculat ions.

Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0 . 7 or greater than 1 .. 4 . This may indicate the need for additional cross secti ons .

Wa rning : The energy loss was greater than l . 0 ft ( 0 . 3 m) . between the current and previous er*

oss section . This may indicate the need for additional cross sections .

Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth . This i ndicates that there is not a valid subcritical answer . The program defaulted to critical dep th .

CROSS SECTION OUTPUT Profile JIPF 3 E .. G . Elev {ft) 3432 . 64 Element Left OB Channel Right OB Vel Head (ft) 0 . 70 Wt . n - Val . 0 . 033 0 . 033

w. S . Elev (ft) 3431 . 94 Reach Len . (ft) 767.00 980 . 00 1051..00 Crit W. S . (ft) 3431 . 94 Flow Area (sq ft) 1044 .. 47 46 . 77 E.G . Slope (ft/ft) 0 . 012039 Area (sq ft) 1044 . 47 46. 77 Q Total (cfs) 7144. 00 Flow (cfs) 7060 . 30 83 .. 70 Top Width (ft) 86 7 . 12 Top Width (ft) 652 . 59 214 . 53 Vel Total (ft/s) 6 . 55 Avg . Vel. {ft/s) 6 . 76 1.. 79 Max Chl Dpth (ft) 1.. 94 Hydr. Depth (ft) 1 . 60 0 . 22 Conv . Total (cfs) 65111.. 0 Conv . (cfs) 64348 . 1 762 . 9 Length Wtd .. (ft) 979 . 22 Wetted Per . {ft) 652 . 62 214 . 53 Min Ch El (ft) 3430 . 00 Shear (lb/sq ft) 1.20 0 . 16 Alpha 1 . 05 Stream Power (lb/ft s) 8 .. 13 0 . 29 Frctn Loss (ft) 4 . 09 Cum Volume (acre-ft) 52 .. 09 151..46 11.4 7 C & E Loss (ft) 0 . 15 Cum SA {acres) 46 . 97 81..54 13 .. 28 Warning: The energy equation could not be balanced within the specified number of iterations ..

The program selected the water surface that had the least amount of error between comput ed and assumed values .

Warning: The velocity head has changed by more than 0 . 5 ft ( 0 . 15 rn) .. This may indicate the n eed for additional cross sections ..

Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less Page 18 APP A-850

FloodPlain .. rep than 0 .. 7 or greater than 1..4 .. This may indicate the need for additional cross secti ons.

Warning: The energy loss was greater than 1.0 ft (0 .. 3 m) . between the current and previous er oss section . This may indicate the need for additional cross sections.

Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth .. This i ndicates that there is not a valid subcritical answer .. The program defaulted to critical dep th.

CROSS SECTION RIVER: Ditch A REACH: 5 RS: 5363 INPUT

==

Description:==

Sta .. 5363 Station Elevation Data num= 10 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 100 3432 282 3430 550 3428 742 3426 885 3425 1097 3425 1476 3426 1877 3428 1966 3428 2160 3430 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 100 " 033 742 .. 033 1476 .. 033 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr . Expan ..

742 1476 1199 1142 713 "1 .. 3 CROSS SECTION OUTPUT Profile #PF 2 E . G. Elev (ft) 3426 .. 94 Element Left OB Channel Right OB Vel Head (ft) 0 .1 0 Wt .. n-Val. 0 .. 033 0 .. 033 0.033 W. S .. Elev (ft) 3426 . 84 Reach Len . (ft) 1199 .. 00 1142. 00 713 . 00 CritW . S . (ft) 3426 . 14 Flow Area (sq ft) 34 . 19 1092 . 49 71 . 41 E .. G .. Slope (ft/ft) 0 .. 001869 Area (sq ft) 34 . 19 10 92 .. 49 71 . 41 Q Total (cfs) 2888 .. 00 Elow (cfs) 3 7 " 45 2772 . 35 78.21 Top Width (ft) 984 .. 24 Top Width (ft) 81.02 734.00 169 . 22 Vel Total (ft/s) 2 " 41 Avg . Vel.. (ft/s) 1 . 10 2.54 1..10 Max Chl Dpth (ft) 1 .. 84 Hydr .. Depth (ft) 0 .. 42 1 .. 49 o. 42 Conv .. Total (cfs) 66802 .. 9 Conv .. {cfs) 866 .. 1 64127. 7 1809 .. 0 Length Wtd .. (ft) 1137 . 41 Wetted Per . (ft) 81. 03 734 .OD 169 . 22 Min Ch El (ft) 3425 .. 00 Shear (lb/sq ft) 0.05 0 . 17 0 . 05 Alpha 1.. 07 Stream Power (lb/ft s) 0 .. 05 0 .. 44 0 .. 05 Frctn Loss (ft) 4 " 97 Cum Volume (acre-ft) 21.. 76 70 .. 38 2 " 50 c & E Loss (ft) 0 . 03 Cum SA (acres) 21.. 93 57 .32 2 .. 73 Page 19 APP A-851

EloodPlain . rep Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0 .. 7 or greater than 1 . 4 .. This may indicate the need for additional cross secti ons .

Warning: The energy loss was greater than 1.. 0 ft (0 .. 3 m) .. between the current and previous er oss section . This may indicate the need for additional cross sections ..

CROSS SECTION OUTPUT Profile #PE 3 E . G . Elev (ft) 3427 .. 91 Element Left OB Channel Right OB Vel He ad (ft) 0 .. 19 Wt . n-Val. 0.033 0 .. 033 0 . 033 W.. S .. Elev (ft) 3427 .. 72 Reach Len .. (ft} 1199.00 1142 " 00 713 " 00 Crit W.. S .. (ft) 3426 .. 80 Flow Area (sq f t ) 141.. 35 173 2 . 59 295 ,, 22 E . G .. Slope (ft/ft) 0 .. 002096 Area (sq ft) 141.. 35 1732 .. 59 295 . 2 2 Q Total (cfs) 7144 " 00 Flow (cfs) 263 . 09 633 1 . 42 549 . 49 Top Width (ft) 1 2 42 . 81 Top Width (ft) 164 .. 74 734 .. 00 344 .. 07 Vel Total (ft/s) 3 . 29 Avg . Ve L (ft/s) 1.86 3 " 65 1.. 86 Ma x Chl Dpth (ft) 2 .. 72 Hydr . Depth (ft) 0 . 86 2 " 36 0 " 86 Conv . Total (cfs) 156056 .. 6 Conv . (cfs) 5747 .. 0 138306 . 4 12003 . 2 Length Wtd . (ft) 1129 .. 22 Wetted Per. (ft) 164 " 7 5 734 .. 00 344 .. 08 Min Ch El (ft) 3425 . 00 Shear (lb/sq ft) 0 . 11 0 . 31 0 .. 11 Alph a 1.13 Stream Power (lb/ft s) 0 . 21 1.13 0 .. 21 Frctn Loss (ft} 5 . 04 Cum Volume (acre-ft) 50 .. 85 1 2 0 . 22 7 .. 34 C & E Loss (ft) 0 . 04 Cum SA (acres) 45 . 52 65 .. 94 6 . 54 Warn ing: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0 .. 7 or greater than 1 .. 4 . This may indicate the need for additional cross secti ons .

Warning: The energy loss was greater than 1 . 0 ft (0 .. 3 m) .. between the current and previous er oss section . This may indicate the need for additional cross sections .

CROSS SECTION RIVER: Ditch A REACH: 5 RS: 4221 INPUT

==

Description:==

Sta . 4221 Station Elevation Data num= 12 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 100 3423 341 3422 544 3421 640 3420 669 3420 753 3420.2 829 3420 837 3420 1030 3421 1320 3422 1407 3423 1497 342 4 Manning's n Val u es num= 3 Sta n Val Sta n Val Sta n Val 100 ,, 033 544 . 033 1407 " 033 Page 20 APP A-852

F'loodPlain. rep Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr .. Expan ..

544 1407 749 732 843 ,l .. 3 CROSS SECTION OUTPUT Profile JIPF 2 E .. G .. Elev (ft) 3421.. 94 Element Left OB Channel Right OB Vel Head (ft) 0 " 44 Wt .. n-Val. 0 .. 033 0 .. 033 w .s . Elev (ft) 3421.. 49 Reach Len .. (ft) 749 . 00 732" 00 843.00 Cr it w. s . (ft) 3421.. 49 Flow Area (sq ft) 24 .. 56 599 .. 68 E .. G . Slope (ft/ft) 0 ** 015261 Area (sq ft) 24 . 56 599.68 Q Total (cfs) 3286 . 00 Flow (cfs) 53 .. 64 3232 . 36 Top Width (ft) 728 .. 53 Top Width (ft) 99 .. 86 628 . 66 Vel Total (ft/s) 5.26 Avg ., Vel. (ft/s) 2 . 18 5 .. 39 Max Chl Dpth (ft) 1. 49 Hydr . Depth (ft) 0 .. 25 0 . 95 Conv .. Total (cfs) 26599.8 Conv . (cfs) 434 ,2 26165 .. 6 Length Wtd . (ft) 737..24 Wetted Per .. {ft) 99 .. 87 628 . 67 Min Ch El (ft) 3420 .. 00 Shear (lb/sq ft) 0.23 0 . 91 Alpha 1 . 03 Stream Power (lb/ft s) 0 . 51 4 " 90 Fr ctn Loss (ft) 3 . 55 Cum Volume (acre-ft) 20 . 95 48 . 20 1 .. 91 C & E Loss (ft) 0 .. 10 Cum SA (acres) 19 . 44 39 . 46 1..35 Warning: The energy equation could not be balanced within the specified number of iterations ..

The program used critical depth for the water surface and continued on with the calculat ions .

Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0 .. 7 or greater than 1.4 .. This may indicate the need for additional cross secti ons .

Warning: The energy loss was greater than 1.0 ft (0 .. 3 m) . between the current and previous er oss section .. This may indicate the need for additional cross sections ..

Warning: During the standard step i terations, when the assumed water surface was set equal to cri tical depth, the calculated water surface came back below critical depth . This i ndicates that there is not a valid subcritical answer .. The program defaulted to critical dep th ..

CROSS SECTION OUTPUT Profile #PF 3 E .. G .. Elev (ft) 3422 . 82 Element Left OB Channel Right OB Vel Head (ft) 0 . 63 Wt .. n-Val . 0 .. 033 0 .. 033 W. S. Elev (ft) 3422 . 20 Reach Len .. (ft) 749 .. 00 732 .. 00 843 . 00 Page 21 APP A-853

FloodPlain . rep Crit w. s . (ft) 3422 . 20 Flow Area {sq ft) 146 .. 05 1110 . 69 E .. G . Slope (ft/ft) 0 . 013358 Are a {sq ft) 14 6 . 05 1110 69 Q Total (cfs) 7766 . 00 Flow (cfs) 530 , 65 7235 . 35 Top Width (ft) 1043 " 46 Top Width (ft) 250.36 793 . 10 Vel Total (ft/s) 6 . 18 Avg . Vel . (ft/s) 3 . 63 6 . 51 Max Chl Dpth (ft) 2 . 20 Hydr . Depth (ft) 0 .. 58 1 . 40 Conv . Total (cfs) 67192 . 6 Conv .. (cfs) 4591 . 3 62601.. 3 Length Wtd . (ft) 737 .. 87 Wetted Per . (ft) 250 . 37 793 . 11 Min Ch El (ft) 3420 .. 00 Shear (lb/sq ft) 0 . 49 1..17 Alpha 1 . 06 Stream Power (lb/ft s) 1. 77 7 . 61 Frctn Loss (ft) 3 " 76 Cum Volume (acre-ft) 46 . 89 82 . 95 4 " 92 C & E Loss (ft) 0 . 12 Cum SA {acres) 39. 81 45 . 93 3 . 73 Warning: The energy equation could not be balanced within t h e specified number of iterations .

The program selected the water surface that had the least amount of e rror between comput ed and assumed values.

Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0 . 7 or greater than 1 . 4. This may indicate the need for additional cross secti ons .

Warning: The energy loss was greater than LO ft (0.3 m) .. between the current and previous er oss section . This may indicate the need for additional cross sections .

Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth . This i ndicates that there is not a valid subcritical answer . The program defaulted to critical dep th .

CROSS SECTION RIVER: Ditch A REACH: 5 RS: 3489 INPUT

==

Description:==

Sta .. 3489 Station Elevation Data num= 22 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev

-286 3420 -138 3418.5 -126 3418 -104 3416 -91 3415.5

-76 3416 -21 3417 100 3417 258 3416.5 299 3416 309 3 415 318 3416 405 3416 422 3416 539 3416.4 581 3416.2 642 3416.4 744 3416 830 3416 918 3418 1068 3420 1159 3421 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val

-286 .. 033 539 . 033 918 . 033 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr . Expan .

539 918 464 500 457 "1 .3 Page 22 APP A-854

FloodPlain . rep CROSS SECTION OUTPUT Profile #PF 2 E .. G .. Elev (ft) 3417 .. 76 Element Left OB Channel Right OB Vel Head (ft) 0 10 Wt . n-Val .. 0 .. 033 0 .. 033

w. s . Elev (ft) 3417 .. 66 Reach Len .. (ft) 464.00 500 . 00 45 7 ** 00 Crit w. s . (ft) 3417 .. 07 Flow Area (sq ft) 800 . 11 493.34 E .. G .. Slope (ft/ft) 0 . 002329 Area (sq ft) 800 .. 11 493 . 34 Q Total (cfs) 3286 .. 00 Flow (cfs) 1973 .. 59 1312 .. 41 Top Width (ft) 1025 . 44 Top Width (ft) 661.. 29 364 .. 15 Vel Total (ft/s) 2 .. 54 Avg .. Vel.. (ft/s) 2 . 47 2.66 Max Chl Dpth (ft) 2 " 66 Hydr . Depth (ft) 1.21 1.. 35 Conv .. Total (cfs) 68095. 7 Conv . (cfs) 40898 . 7 27197 .. 0 Length Wtd .. (ft) 481..91 Wetted Per . (ft) 661 .. so 364 . 1 7 Min Ch El (ft) 3416 .. 00 Shear (lb/sq ft) 0 .. 18 0 . 20 Alpha 1 " 00 Stream Power (lb/ft s) 0 . 43 0 . 52 Frctn Loss (ft) 2 "3 7 Cum Volume (acre-ft) 13 .. 86 39.02 1.91 C & E Loss (ft) 0 .. 03 Cum SA (acres) 12 .. 90 31..12 1.35 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0 . 7 or greater than 1.4 . This may indicate the need for additional cross secti ons .

Warning: The energy loss was greater than 1..0 ft (0 .. 3 m) .. between the current and previous er oss section .. This may indicate the need for additional cross sections ..

CROSS SECTION OUTPUT Profile #PF 3 E . G . Elev (ft) 3418 .. 65 Element Left OB Channel Right OB Vel Head (ft) 0 .. 21 Wt .. n-Val . 0 .. 033 o.. 033 0.033 w .s. Elev (ft) 3418 . 44 Reach Len. (ft) 464 . 00 500.00 457.00 Crit w. s . (ft) 3417 . 60 Flow Area (sq ft) 1318 . 41 785 . 27 7 .. 24 E .. G .. Slope (ft/ft) 0 .. 002671 Area (sq ft) 1318 .. 41 785 .. 27 7 "24 Q Total (cfs) 7766 .. 00 Flow (cfs) 4790 .. 13 2969 . 74 6 .. 14 Top Width (ft) 1087 . 51 Top Width (ft) 675 .. 55 379 . 00 32.96 Vel Total (ft/s) 3.68 Avg .. Vel . (ft/s) 3 . 63 3 .. 78 0 . 85 Max Chl Dpth (ft) 3 .. 44 Hydr .. Depth (ft) 1 . 95 2 .. 07 0 . 22 Conv .. Total (cfs) 150271. 6 Conv . (cfs) 92688 .. 7 57464 . 2 118 " 7 Page 23 APP A-855

FloodPlain .. rep Length Wtd .. (ft) 480 . 92 Wetted Per .. (ft) 675 . 78 3 7 9 .. 02 32 . 96 Min Ch El (ft} 3416 . 00 --

Shear (lb/sq ft) 0 . 33 0 .. 35 0.04 Alpha 1 .. 01 Stream Power (lb/ft s) 1.. 18 1..31 0 .. 03 Frctn Lo ss (ft) 2 .. 33 Cum Volume (acre-ft) 34 , 30 67 . 02 4 85 C & E Loss (ft) 0 . 04 Cum SA (acres) 31 . 85 36 . 08 3" 41 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0 . 7 or greater than 1 .. 4 .. This may indicate the need for additional cross secti ons ..

Warning: The energy loss was greater than LO ft (0 .. 3 m), between the current and previ o us er oss section . This may indicate the need for additional cross sections ..

CROSS SECTION RIVER: Di t ch A REACH: 5 RS : 2 9 8 9 INPUT

==

Description:==

Sta. 2989 Station Elevation Data num= 14 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev

-31 3416 59 3414. 8 170 3414 . 8 196 3414 436 3413.8 613 3414 651 3414 700 3414 747 3414 761 3414 841 3415 . 01 920 3416 976 3418 1067 3420 Manning's n Value s num= 3 Sta n Val Sta n Val Sta n Val

-31 . 033 436 . 033 841 . 033 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr .. Expan .

436 841 317 215 172 "3 .5 CROSS SECTION OUTPUT Profile #PF 2 E .. G . Elev (ft) 3415 .. 36 Element Left OB Channel Right OB Vel Head (ft) 0.41 Wt . n-Val .. 0 . 033 0 . 033

w. s . Elev (ft) 3414 . 95 Reach Len .. (ft) 317 .. 00 215 . 00 1 72 " 00 Cr it w. s . (ft) 3414 . 95 Flow Area (sq ft) 283 . 67 362 . 07 E . G .. Slope (ft/ft) 0 . 016461 Area (sq ft) 28 3 .. 67 362 " 0 7 Q Total (cfs) 3286 . 00 Flow (cfs} 1329 .. 43 1956 . 57 Top Width (ft) 788 .. 45 Top Width (ft} 388 .. 22 400 .. 22 Vel Total (ft/s) 5 . 09 Avg .. Vel.. (ft/s) 4 .. 69 5 . 40 Max Chl Dpth (ft) 1 . 15 Hydr . Depth (ft) 0 . 73 0.90 Conv . Total (cfs) 25611.. 5 Conv . (cfs) 10361 .. 7 15249 . 8 Length Wtd . (ft) 255 . 96 Wetted Per .. (ft) 388 .. 24 400.23 Min Ch El (ft ) 3413 .. 80 Shear (lb/sq ft) 0. 75 0 . 93 Page 24 APP A-856

FloodPlain . rep Alpha 1 .. 01 Stream Power (lb/ft s) 3 . 52 5 .. 02 Frctn Loss (ft ) 0 ' 46 Cum Volume (acre-ft) 8 . 09 34 " 11 1.. 91 C & E Loss (ft) 0 .. 16 Cum SA (acres) 7.31 26 . 73 1.. 35 Warning: The energy equation could not be balanced within the specified number of iterations .

The program selected the water surface that had the least amount of e rror between comput ed and assumed values.

Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0 . 7 or greater than 1 . 4 .. This may indicate the need for additional cross secti ons .

Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back b e low cri t ical depth . This i ndica tes that there is not a valid subcritical a n swer . The program defaulted to critical dep th .

CROSS SECTION OUTPUT Profile #PF 3 E .. G . Elev (f t ) 3416 . 28 Element Left OB Channel Right OB Vel Head (ft) 0 " 61 Wt . n-Val . o. 033 0.033 0 . 033

w. s .. Elev (ft} 3415 . 68 Reach Len . (ft) 31 7 ' 00 215 .. 00 172. 00 Crit w. s . (ft) 3415 . 59 Flow Area (sq ft) 585 . 43 656 .. 09 17 .. 70 E . G.. Slope (ft/ft} 0 . 011352 Area (sq ft} 585 . 43 656 .. 09 17 ' 70 Q Total (cfs} 7766 .. 00 Flow (cfs) 3383 .. 66 4341.. 55 4 0 . 79 Top Widt h (ft) 900 . 85 Top Width (ft) 4 42 . 70 405 . 00 53 . 15 Vel Total (ft/s) 6 . 17 Avg . Vel.. (ft/s) 5 " 78 6 . 62 2 . 30 Max Chl Dpth (ft ) 1 . 88 Hydr . Depth (ft) 1 . 32 1 . 62 0 . 33 Conv . Total (cfs) 72888 .. 6 Conv . (cfs) 31757 . 7 40748 . 1 382 . 9 Length Wtd. (ft} 263 . 06 Wetted Per . (ft) 442 .. 72 405 . 01 53 .. 15 Min Ch El (ft) 3413 . 80 Shear (lb/sq ft) o. 94 1 . 15 0 .. 24 Alpha 1. 03 Stream Power (lb/ft s) 5 . 42 7. 60 o. 54 Frctn Loss (ft) 0 . 76 Cum Volume (acre-ft) 24 . 16 58 . 75 4 . 72 C & E Loss (ft) 0 .. 20 Cum SA (acres) 25.89 31.. 58 2.96 warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0 .. 7 or greater t han 1 . 4 . This may indicate the need for additional cross secti ons .

Page 25 APP A-857

FloodPlain.rep CROSS SECTION RIVER: Ditch A REACH: 5 RS: 2774 INPUT

Description:

Sta .. 2774 Upstream of culverts Station Elevation Data num= 18 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev

-453 3416 -437 3415 -405 3414 -289 3413.8 -13 3413 .. 8 100 3413. 8 175 3413.8 204 3412 261 3412 298 3411. 2 402 3410.9 437 3410 469 3409 491 3409 511 3410 560 3412 641 3414 725 3416 Manning's n Values nurn= 3 Sta n Val Sta n Val Sta n Val

-453 .. 033 437 . 033 511 . 033 Bank Sta: Left Right Lengths: Left Channel Right Coef f Contr . Expan .

437 511 40 40 40 "3 "5 Ineffective Flow nurn= 2 Sta L Sta R Elev Permanent

-888 F 888 F CROSS SECTION OUTPUT Profile #PF 2 E .. G .. Elev (ft) 3414 .. 50 Element Left OB Channel Right OB Vel Head (ft) 0 .. 09 Wt . n-Val .. 0.033 0 . 033 o. 033

w. s . Elev (ft) 3414 . 41 Reach Len . (ft) 40 . 00 40 .. 00 40.00 Crit w.s . (ft) 3412 .. 71 Flow Area (sq ft) 1115 .. 26 374 . 10 284.35 E . G .. Slope (ft/ft) 0 . 000645 Area (sq ft) 1115 . 26 374 . 10 284 .. 35 Q Total (cfs) 3286 .. 00 Flow {cfs) 1522 . 17 1259 .. 4 5 504 . 38 Top Width (ft) 1076 .. 10 Top Width {ft) 855 .. 02 74 " 00 147 . 08 Vel Total (ft/s) LBS Avg .. Vel . (ft/s) 1.. 36 3 . 37 1 . 77 Max Chl Dpth (ft) 5 .. 41 Hydr .. Depth (ft) 1.30 5 . 06 1 .. 93 Conv . Total (cfs) 129409 .. 2 Conv .. (cfs) 59946 . 0 49599 . 6 19863 . 6 Length Wtd . (ft) 40 " 00 Wetted Per . (ft) 855 .. 10 74 " 04 147 . 15 Min Ch El (ft) 3409 .. 00 Shear (lb/sq ft) 0 .. 05 0 .. 20 0 . OB Alpha 1.66 Stream Power (lb/ft S) 0 . 07 0 . 68 0 .. 14 Frctn Loss (ft) Cum Volume (acre-ft) 3 . 00 32.29 1 . 35 C & E Loss (ft) Cum SA (acres) 2. 78 25 .. 56 1.. 06 Warning: The cross section had to be extended vertically during the critical depth calculatio ns .

Warning: The parabolic search method failed to converge on critical depth .. The program will try the cross section slice/secant method to find critical depth ..

Page 26 APP A-858

FloodPlain . rep CROSS SECTION OUTPUT Profile #Pf 3 E .. G .. Elev (ft) 3415 . 31 Element Left OB Channel Right OB Vel Head (ft) 0.20 Wt . n-Val . 0 . 033 0 . 033 0 . 033

w. s .. Elev (ft) 3415 .. 12 Reach Len . {ft) 40 .. 00 40 .. 00 40 . 00 Cr it w. s . (ft) 3413.54 Flow Area (sq ft) 1729 . 17 42 6 .. 55 399 . 14 E . G . Slope (ft/ft) 0 . 001303 Area (sq ft) 1729 .. 17 426 . 55 399 . 14 Q Total (cfs) 7766 . 00 Flow {cfs) 4422 . 39 2227.. 79 1115 . 82 Top Width (ft) 1126. 70 Top Width (ft) 875 . 85 74 .. 00 176 . 85 Vel Total (ft/s) 3 .. 04 Avg . Vel . (ft/s) 2 . 56 5 . 22 2 . 80 Max Chl Dpth (ft ) 6 . 12 Hydr . Depth (ft) 1.97 5 . 76 2 26 Conv . Total (cfs) 215162 . 4 Conv . (cfs) 122525 . 4 61722 .. 5 30914 . 5 Length Wtd . (ft) 40 . 00 Wetted Per .. (ft) 875 . 94 74 . 04 176 . 93 Min Ch El (ft) 3409 . 00 Shear (lb/sq ft) 0 . 16 0 .4 7 0 . 18 Alpha 1.37 Stream Power {lb/ft s) 0 . 41 2 . 45 0 . 51 Frctn Loss (ft) Cum Volume (acre-ft) 15 . 74 56 . 08 3 . 90 C & E Loss (ft) Cum SA (acres) 21.. 09 30 . 40 2 . 50 CULVERT RIVER: Ditch A REACH: 5 RS: 2773 INPUT

==

Description:==

Distance from Upstream XS 8 Deck/Roadway Width 24 Weir Coefficient 3 Upstream Deck/Roadway Coordinates num= 6 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 26 3413 . 8 100 3413 . 8 402 3412 .. 7 500 3412 . 8 600 3413 . 9 700 3415 .. 7 Upstream Bridge Cross Section Data Station Elevation Data num= 18 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev

-453 3416 -437 3415 -405 3414 -289 3413.8 -13 3413 . 8 100 3413 .. 8 175 3413.8 204 3412 261 3412 298 3411.2 402 3410.9 437 3410 469 3409 491 3409 511 3410 560 3412 641 3414 725 3416 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val

-453 . 033 437 . 033 511 . 033 Bank Sta: Le ft Right Coe ff Contr .. Expan ..

437 511 .3 .5 Ineffective Flow num= 2 Page 27 APP A-859

FloodPlain . rep Sta L Sta R Elev Permanent

-888 F 888 F Downstream Deck/Roadway Coordinates num= 6 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 26 3413 . 8 100 3413 . 8 402 3412.7 500 3412 . 8 600 3413 . 9 700 3415.7 Downstream Bridge Cross Section Data Station Elevation Data num= 17 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev

-1721 3416 -1410 3414 26 3413 .. 8 100 3412 . 4 155 3412 299 3411.. 4 349 3410 387 3408 .. 9 391. 4 3408.9 395.8 3408.9 400.2 3408.9 404.6 3408.9 409 3408 . 9 434 3410 487 3412 568 3414 658 3416 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val

-1721 .. 033 349 "033 434 "033 Bank Sta: Left Right Coe ff Contr . Expan .

349 434 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent

-888 F 888 F Upstream Embankment side slope 3 horiz .. to 1 . 0 vertical Downstream Embankment side slope 3 horiz . to 1 . 0 vertical Maximum allowable submergence for weir flow .95 Elevation at which weir flow begins 3412 . 7 Energy head used in spillway design Spillway height used in design Weir crest shape Broad Crested Number of Culverts 1 Culvert Name Shape Ris e Span Culvert #1 Pipe Arch 1 . 833 2 . 43 FHWA Chart # 34- 18 inch corner radius; Corrugated metal FHWA Scale # l - 90 Degree headwall Solution Criteria =Highest U. S . EG Culvert Upstrm Dist Length n Value Entrance Loss Coef Exit Loss Coef 1 39 "024 .. 5 1 Number of Barrels = 6 Upstream Elevation - 3409 Centerline Stations Sta. Sta. Sta. Sta. Sta. Sta.

469 473 .. 4 47 7 " 8 482 . 2 486 . 6 491 Downstream Elevation = 3408 . 9 Centerline Stations Sta. Sta. Sta. Sta. Sta. Sta.

387 39.1 . 4 395 . 8 400 . 2 404 " 6 409 CROSS SECTION RIVER: Ditch A REACH: 5 RS: 2734 INPUT

==

Description:==

Sta . 2734 Downstream of culverts Station Elevation Data num= 17 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev

-1721 3416 -1410 3414 2 6 3413.B 100 3412 .. 4 155 3412 299 3411 . 4 349 3410 387 3408 .. 9 391. 4 3408 . 9 395 . 8 3408 . 9 Page 28 APP A-860

FloodPlain .. rep 40 0 .2 3408.9 404.6 3408.9 409 3408 . 9 434 3410 487 3412 568 3414 658 3416 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val

-1721 . 033 349 " 033 434 .033 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr .. Expan.

349 434 745 846 1015 "3 "5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent

-888 F 888 F CROSS SECTION OUTPUT Profile #PF 2 E .. G . Elev (ft) 3413 . 25 Element Left OB Channel Right OB Vel Head (ft) 0 . 55 Wt .. n-Val . o . 033 0 .. 033 0 .. 033

w. s . Elev (ft) 3412 .. 71 Reach Len .. (ft) 745 .. 00 846 . 00 1015 .. 00 Crit w.s . (ft) 3412 .. 71 Flow Area (sq ft) 275 . 89 288.99 100 . 64 E . G . Slope (ft/ft) 0 . 004812 Area (sq ft) 275 .. 89 288 .. 99 100 .. 64 Q Total (cfs) 3286 . 00 Flow (cfs) 884 .. 51 2040 .. 31 361.18 Top Width (ft) 431.. 91 Top Width (ft) 265 . 26 85 .. 00 81.. 65 Vel Total (ft/s) 4 .. 94 Avg . Ve!.. (ft/s} 3 " 21 7" 0 6 3 .. 59 Max Chl Dpth (ft) 3 .. 81 Hydr . Depth (ft) 1. 04 3 . 40 1.23 Conv .. Total (cfs) 4 7371.. 8 Conv. {cfs} 12751.3 29413 . 6 5206 . 9 Length Wtd . (ft) 841.. 72 Wetted Per . {ft) 265 . 28 85.04 81.. 70 Min Ch El (ft) 3408 . 90 Shear (lb/sq ft) 0 " 31 1 .. 02 0 . 37 Alpha 1. 44 Stream Power (lb/ft s) 1. 00 7 .. 21 1 .. 33 Frctn Loss (ft) 3 .. 01 Cum Volume (acre-ft) 2 .. 36 31.. 99 1..17 C & E Loss (ft) 0 .. 22 Cum SA (acres) 2 " 27 25 .. 49 0 .. 95 Warning: The energy equation could not be balanced within the specified number of iterations .

The program selected the water surface that had the least amount of error between comput ed and assumed values ..

Warning: The energy loss was greater than 1.0 ft (0 . 3 m) .. between the current and previous er oss section . This may indicate the need for additional cross sections .

Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth .. This i ndicates that there is not a valid subcritical answer . The program defaulted to critical dep th ..

Warning: The parabolic search method failed to converge on critical depth .. The program will Page 29 APP A-861

FloodPlain .. rep try the cross section slice/secant method to find critical depth ..

CROSS SECTION OUTPUT Profile if PF 3 E .. G. Elev (ft) 3414 . 83 Element Left OB Channel Right OB Vel Head (ft) 0 .. 46 Wt . n-Val.. 0 .. 033 0 . 033 0 .. 033 w.s . Elev (ft) 3414 . 37 Reach Len .. (ft) 745 .. 00 846 . 00 1015 .. 00 Crit w. s . (ft) 3414 . 37 Flow Area {sq ft) 1462 . 63 430 . 11 292 . 31 E . G .. Slope (ft/ft) 0 .. 003331 Area (sq ft) 1462 .. 63 430 . 11 292 .. 31 Q Total (cfs) 7766.00 Flow (cfs) 3290 . 35 3293 .. 62 1182 . 03 Top Width (ft) 2051. 72 Top Width (ft) 1816 .. 17 85 .. 00 150 . 55 Vel Total (ft/s) 3 .. 55 Avg. Vel . (ft/s) 2 . 25 7 . 66 4 . 04 Max Chl Dpth (ft) 5 .47 Hydr . Depth {ft) 0.81 5 .. 06 1.. 9 4 Conv .. Total (cfs) 134550 . 1 Conv .. (cfs) 57007 . 1 57063 .. 8 20479 . 3 Length Wtd . (ft) Wetted Per . {ft) 1816 . 21 85 . 04 150 .. 61 Min Ch El (ft) 3408 . 90 Shear (lb/sq ft) o. 17 1. 05 0 .. 40 Alpha 2 " 34 Stream Power (lb/ft s) 0 ' 38 8 . 06 1 .. 63 Frctn Loss (ft) Cum Volume (acre-ft) 14 .. 28 55 . 69 3 . 58 C & E Loss (ft) Cum SA (acres) 19 . 86 30 .. 32 2 .. 35 Warning: The energy equation could not be balanced within t he specified number of iterations ..

The program used critical depth for the water surface and continued on with the calculat ions.

Warning: The energy loss was greater than LO ft (0 .. 3 m) .. between the current and previous er oss section .. This may indicate the need for additional cross sections .

CROSS SECTION RIVER: Ditch A REACH: 5 RS: 1888 INPUT Descript i on: Sta. 1888 Station Elevation Data num= 10 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev

-775 3412 -41 3410 81 3410 100 3410.2 110 3410 331 3408 532 3408 690 3408 1180 3410 1268 3412 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val

-775 .. 033 100 .. 033 1180 .. 033 Ban k Sta: Left Right Lengths: Left Channel Right Coeff Contr . Expan ..

100 1180 305 828 980 .1 .. 3 CROSS SECTION OUTPUT Profile Jf PF 2 Page 30 APP A-862

FloodPlain . rep E . G . Elev (ft) 3409 . 92 Element Left OB Channe l Right OB Ve l Head (ft) 0.11 Wt . n-Val .. 0 .. 033

w. s . Elev (ft) 3409 . 80 Reach Len .. (ft) 305 . 00 828 . 00 980 . 00 Crit W.. S . (ft) 3409 . 14 Flow Area (sq ft) 1225 . 09 E . G .. Slope (ft/ft) 0 .. 002775 Area (sq ft) 1225.09 Q Total {cfs) 3327 . 00 Flow (cfs) 332 7 . 00 Top Width {ft) 999 . 96 Top Width (ft) 999 .. 96 Vel Total (ft/s) 2 ' 72 Avg . Vel . (ft/s) 2 ' 72 Max Chl Dpth (ft) L 80 Hydr . Depth {ft) 1.23 Conv .. Total (cfs) 63158 .. 9 Conv .. (cfs) 63158 .. 9 Length Wtd . (ft) 828 . 00 Wetted Per .. (ft) 999 . 97 Min Ch El (ft) 3408 . 00 Shear (lb/sq ft) 0 . 21 Alpha LO O Stream Power (lb/ft s) 0 . 58 Frctn Loss (ft) 4 .. 6 7 Cum Volume {acre-ft) 17..28 C & E Loss (f t) 0 . 04 Cum SA (acres) 14 . 95 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0 . 7 or greater than 1 .. 4 .. This may indicate the need for additional cross secti ons .

Warning: The energy loss was greater than 1..0 ft (0 . 3 ml . between the current and previous er oss section. This may indicate the need for additional cross sections ..

Note: Hydraulic jump has occurred between this cross section and the previous upstream sec tion .

CROSS SECTION OUTPUT Profile #PF' 3 E . G .. Elev (ft) 3410 .80 Element Left OB Channel Right OB Vel Head (ft) 0 . 21 Wt .. n-Val .. 0 . 033 0 . 033 o. 033

w. s . Elev (ft) 3410 . 59 Reach Len . (ft) 305 . 00 828 .. 00 980 .. 00 Cr i t w.s. {ft) 3409 . 82 Flow Area (sq ft) 146 .. 69 2069 .. 78 7 . 77 E.G .. Slope (ft/ft) 0 . 002839 Area (sq ft) 14 6 .. 69 2069 ' 78 7 ' 77 Q Total {cfs) 7864 .. 00 Flow (cfs) 193 .. 7 6 7661.. 94 8 . 30 Top Width (ft) 1465 . 23 Top Width {ft) 359 . 09 1080 .. 00 26 . 15 Vel Total (ft/s) 3 . 54 Avg . Vel .. {ft/s) 1.32 3 " 70 1 .. 0 7 Max Chl Dpth (ft) 2 . 59 Hydr . Depth (ft) 0 . 41 1. 92 0" 30 Page 31 APP A-863

noodPlain .. rep 147583 .. 8 Conv .. (cfs} 3636 .. 3 143791.8 155 . 7 Conv .. Total (cfs)

Length Wtd .. (ft) 821. 74 Wetted Per. (ft) 359.09 1080 .. 02 26.15 3408.00 Shear (lb/sq ft) 0 . 07 0 . 34 0.05 Min Ch El {ft}

1. 07 Stream Power (lb/ft s) 0 .. 10 1.26 0 .. 06 Alpha (ft) 4 .. 53 Cum Volume (acre-ft) 0.51 31. 41 0.09 Frctn Loss C & E Loss (ft) o. 05 Cum SA (acres} 1.. 26 19 .. 01 0 "29

) is less Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance than 0 .. 7 or greater than 1.4 .. This may indicate the need for additional cross secti ons .

previous er Warning: The energy loss was greater than 1..0 ft (0 .. 3 m) . between the current and oss section. This may indicate the need for additional cross sections .

Note: Hydraulic jump has occurred between this cross section and the previous upstream sec tion ..

CROSS SECTION RIVER: Ditch A REACH: 5 RS : 1060 INPUT Descriptio n: Sta .. 1060 Station Elevation Data num= 6 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 100 3408 394 3406 879 3402 .. 7 909 3402 .. 7 1206 3405 1523 3406 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 100 . 033 394 " 033 1523 .033 Bank Sta: Left Right Lengths: Left Channel Right Coe ff Contr. Expan ..

39 4 1523 60 60 60 .. 1 .. 3 CROSS SECTION OUTPUT Profile #PF 2 E . G .. Elev (ft) 3405 .. 20 Element Left OB Channel Right OB Vel Head (ft) 0 " 53 Wt. n-Val .. 0 . 033

w. s . Elev (ft) 3404 " 67 Reach Len . (ft)

Cr it w. s . {ft) 3404 .. 67 Flow Area (sq ft) 593 . 57 E .. G. Slope (ft/ft) 0 .. 016121 Area (sq ft) 593 . 57 Q Total (cfs) 3473 . 00 Flow (cfs) 3473 . 00 Top Width (ft) 573 .. 29 Top Width (ft) 573 . 29 Vel Total (H/s) 5 .. 85 Avg .. Vel . (ft/s} 5 . 85 Max Chl Dpth {ft) 1.97 Hydr .. Depth {ft) 1. 04 Conv . Total {cfs) 27353 . 4 Conv .. (cfs) 27353 .. 4 Length Wtd .. {ft) Wetted Per .. (ft) 5 73 .. 31 Page 32 APP A-864

FloodPlain . rep Min Ch El (ft) 3402 . 70 Shear (lb/sq ft) 1 .. 04 Alpha LOO Stream Power (lb/ft s) 6 .. 10 Frctn Loss (ft) Cum Volume (acre-ft)

C & E Loss (ft) Cum SA (acres)

CROSS SECTION OUTPUT Profile JIPF 3 E . G.. Elev (ft) 3406.22 Element Left OB Channel Right OB Vel Head (ft) 0 " 67 Wt . n-Val.. 0" 033

w. s . Elev (ft) 3405 . 55 Reach Len , (ft)

Crit w. s . (ft} 3405 . 55 Flow Area (sq ft) 1235 . 07 E .G . Slope (ft/ft} 0 . 014413 Area (sq ft} 1235 . 07 Q Total (cfs) 8124 . 00 Flow (cfs} 8124 . 00 Top Width (ft) 920 .. 12 Top Width (ft) 920 . 12 Vel Total (ft/s) 6 .. 58 Avg .. Vel , (ft/s) 6 . 58 Max Chl Dpth (ft) 2 . 85 Hydr .. Depth (ft} 1 . 34 Conv . Total (cfs} 67669.9 Conv.. (cfs) 67669 .. 9 Length Wtd .. (ft) We tted Per . (ft) 920 . 14 Min Ch El (ft) 3402 .. 70 Shear (lb/sq ft) 1..21 Alpha 1 .. 00 Stream Power (lb/ft s} 7. 94 Frctn Loss (ft) Cum Volume (acre-ft)

C & E Loss (ft) Cum SA (acres}

SUMMARY

OF MANNING'S N VALUES River: Ditch A Reach River Sta .. nl n2 n3 5 12674 . 033 .. 033 . 033 5 11337 . 033 .. 033 .. 033 5 10937 . 033 .. 033 .. 033 5 10288 .033 "033 . 033 5 9690 .033 .033 . 033 5 9009 . 033 .. 033 . 033 5 8130 . 033 . 033 . 033 5 7717 . 033 . 033 . 033 5 7253 . 033 .. 033 . 033 Page 33 APP A-865

Fl ood Pla i n .. rep 5 63 4 3 " 033 . 033 . 033 5 5363 ' 033 . 033 .0 33 5 4221 " 033 . 033 . 033 5 3489 . 033 . 033 .033 5 2989 " 033 . 033 .033 5 2 77 4 .033 . 033 . 033 5 2773 Culvert 5 2734 . 033 .. 033 . 033 5 1888 .. 03 3 .. 033 . 033 5 1060 . 033 . 033 .. 033

SUMMARY

OF' REACH LENGTHS River : Dit ch A Reach River Sta .. Le f t Channel Ri ght 5 1 2 6 74 1 206 13 37 1433 5 11 33 7 54 5 400 332 5 1 0937 729 649 4 45 5 10288 552 598 633 5 9690 63 9 681 658 5 9009 898 879 794 5 8130 399 413 456 5 7717 4 44 4 64 510 5 725 3 756 910 980 5 6343 76 7 980 1051 5 5363 11 99 1142 713 5 4221 7 49 732 843 5 3489 464 500 457 5 2989 317 21 5 172 5 2774 40 40 40 5 2773 Culvert 5 2734 745 846 1 015 5 1888 305 828 980 5 1 060 60 60 60

SUMMARY

OF CONTRACT I ON AND EXPANS I ON COEFFICIENTS River : Di tch A Reach River Sta . Contr .. Expan .

5 12674 .1 .3 5 1133 7 .1 .3 5 10937 .1 .. 3 5 1 0288 .1 .. 3 5 9690 .1 .. 3 5 9009 1 .. 3 5 8 130 .. 1 .. 3 5 7717 .. 1 .. 3 5 7253 .1 .3 5 6343 .1 .3 5 53 63 "1 .. 3 5 4221 *' 1 "3 5 3489 .1 .. 3 5 2989 .. 3 .5 5 2774 "3 .s 5 2 773 Culve r t Page 34 APP A-866

f l oodPl ain . rep 5 2 73 4 .. 3 .5 5 188 B .1 .3 5 1 060 .1 .3 Pro fil e Ou t put Tab l e - St and a r d Tabl e 1 Re ach River Sta Q Tot a l Min Ch El W.. S. El ev Crit W.. S. E . G .. Elev E .. G.. s lope Ve l Chn l Fl ow Are a Top Wi dth Froude # Chl (c f s} (f t) (ft} (ft ) (ft) (ft

/ f t) (ft/s) (sq f t) (ft )

5 1 2 674 9 76 . 0 0 34 77 . 00 347B .. 76 34 78 . 2 7 3 4 7B .. 8B 0 .. 00 3056 2 .. 90 35 7 . 89 355 . 40 0 . 46 5 126 74 1850.00 3477 . 00 3479 . 26 3478 . 68 3479 . 45 0 .. 00 31 67 3 .. 69 553 .. 4 5 422 .. 29 0 . 49 5 11 3 3 7 976 . 0 0 3469 . 00 3470 . 81 3470 .. 8 1 34 71.39 0 .. 0 1 3220 6 . 21 1 64 .. BO 149 .1 3 0 . 95 5 11337 1 850 . 00 3469 . 00 3471.47 3471..46 3472 .. 26 0 .. 01 0885 7 . 39 272 .. 36 1 76 . 84 0 .. 93 5 1 0937 976 .. 00 3464 . 00 3466 . 24 3466 . 08 3466.66 0 . 01 023 5 5 . 21 188 " 24 162.01 0.83 5 10937 1850 . 00 3 4 64 . 00 3466 .. 72 34 6 6. 72 3467 . 45 0 . 01 3 153 6 .. 91 273 .. 71 19 7 .. 22 0 " 98 5 10288 9 76 . 0 0 3456 . 00 345 7 . 22 3457 .. 22 34 57 . 51 0 .. 02 047 7 4.31 226 .. 46 413. 9 7 1. 03 5 10288 1850 .. 00 3456.00 3457 .. 57 3457 . 53 34 5 7.. 93 0 . 01 54 1 0 4 . 82 3B3 .. 80 479 . 25 0 .. 95 5 9690 1 2 42 .. 00 3 4 50 . 00 3451.93 3451. 51 3452 . 09 0 .. 00 4969 3 "13 396 .. 40 404.17 0 . 56 5 9690 2689 . 00 3450 . 00 3452 . 40 3452 .. 06 34 5 2 ' 72 0 .. 00 6338 4 . 52 603 . 04 4 73 " 62 0 .. 67 5 9009 1 2 42 .. 0 0 3445.00 34 4 6 . 90 34 4 6 . 75 3447 . 19 0 . 01 1195 4 . 31 2B8 . 10 33 4 . 67 0 . 82 5 9009 2689 .. 0 0 3445 . 00 3 4 47 . 65 3447 . 96 0 . 00 7751 4 "51 596 .. 64 492 .. 15 0.72 5 8 130 1242 .. 00 3440.0 0 3442 . 03 3441.4 9 34 42 . 1 5 0 .. 00 3422 2 . 73 455 . 81 43 7 . 11 0 . 47 5 B130 26 8 9 .. 00 3440 . 00 3442 .. 50 3442 . 03 3442 . 75 0 .. 00 4647 4 .. 06 674 .. 08 497 . 5 9 0 .. 5 8 5 7 71 7 1242 .. 00 3437 . 80 3439 .. 01 343 9 . 01 343 9 . 3B 0.0 1 80 11 4 .. BB 254 .. 54 350 . 81 1. 01 5 7 717 2689 . 00 343 7. 80 3439 . 74 3440 . 11 0 .. 00 9311 4 " 84 55 5 .. 05 471..42 0 .. 79 5 72 5 3 1483 . 00 3435.00 3436 . 8 1 3436 .. 1 6 3436 . 89 0 .. 00 1808 2 .29 664.86 563 . 87 0.35 5 7253 5399 . 00 3435 .. 00 3437 . 84 3437 . 06 3438 .. 13 0 .. 00 Pag e 3 5 APP A-867

FloodPl a i n. r ep 3 1 05 4 " 42 1299 . 73 667 .. 97 0 51 5 63 43 28 8 8 . 0 0 343 0. 00 3431.. 11 34 3 1 . 1 1 3431.. 5 7 0 . 01 6513 5. 4 4 53 1 .26 5 83 . 36 1. 0 0 5 6343 714 4..00 343 0 .0 0 3 4 31 . 94 3431.. 9 4 3432 .. 64 0 .. 01 2039 6 " 76 1 091..24 867 . 12 0.94 5 5363 2888.00 3425 . 00 3426 .. 84 3426 .. 14 342 6 .. 94 0 .. 00 1869 2 .54 11 98 . 09 98 4. 24 0.37 5 5 363 714 4 ** 00 3425 . 00 3 427 . 72 3426 . 8 0 342 7.. 91 0 . 00 2096 3 .. 65 2 1 69 . 17 1 242 . 81 0 .. 42 5 4221 3286 .. 0 0 3420 . 00 34 2 1.. 49 34 21.. 49 342 1 .94 0 " 01 5261 5 . 39 62 4 . 24 728 .5 3 0 . 97 5 422 1 776 6 .. 00 3 42 0.0 0 3422 . 2 0 3 422 . 2 0 3 422 .. 8 2 0.0 1 3358 6 .. 5 1 1256 . 74 10 43 .. 4 6 0 .. 97 5 3489 32 86 . 00 3 416 . 00 3417 . 66 34 1 7 . 0 7 3417.. 76 0 .. 00 2329 2 . 66 12 93 . 45 1025 .4 4 0 . 40 5 3489 7766 .. 00 3416.00 3418.44 3 41 7 . 60 3418 .. 65 0 . 00 26 71 3 . 78 2110 .. 92 1087 .. 5 1 0 .. 46 5 2989 3 2 86 . 00 34 1 3.80 3414 .. 95 34 1 4 . 95 34 15 . 36 0 .. 01 6461 5 .. 40 645 .. 74 788 . 45 1. 00 5 2989 7766 . 00 34 1 3 . 80 3 41 5 .. 68 3415 .. 59 34 1 6 . 28 0.01 13 5 2 6 . 62 1 25 9 .. 21 900 .. 85 0 . 92 5 2774 3286 .. 0 0 3409 . 00 3 414 . 41 3412 . 71 3414.50 0 . 00 0645 3 . 37 1 773 . 70 1 076.10 0.26 5 2 7 74 7766 . 00 3409 . 00 3415 . 12 3 413 . 54 341 5 .. 3 1 0 .. 00 1303 5.22 2554 . 86 1126 .. 70 0 . 38 5 2 773 Culvert 5 2734 3286 . 00 3408 . 90 34 1 2 . 71 3412 . 71 3 41 3.25 0 . 00 4812 7 .. 06 665 .5 1 43 1. 91 0.67 5 27 3 4 7766 .. 0 0 3408 . 90 3414 .. 37 341 4 .3 7 3414.83 0.0 0 3331 7 . 66 2 1 85 .. 05 20 5 1. 72 0 . 60 5 1 888 3 3 2 7 .. 00 3408 . 00 34 0 9 .. 8 0 3409 .. 14 3 409 .. 92 0 .. 00 2775 2 .. 72 12 25 .09 9 99 .96 0. 4 3 5 1 888 786 4 .. 00 3408 . 00 34 1 0.59 3409 .. 82 34 1 0 . 80 0 .. 00 2839 3 .. 70 2224 .. 23 1465 . 23 0 . 47 5 1060 34 73 .. 0 0 3402 . 70 34 0 4 .. 67 3404 .. 67 3 4 05 .. 20 0 .. 01 612 1 5 . 85 593 . 57 573 . 29 1. 01 5 1060 8124.00 3402 .70 3 405 .. 5 5 3405 . 55 3406.22 0 . 01 4413 6 . 58 1 235 .. 07 920 . 12 LOO Pr o f ile Ou tput Tabl e - Repo r t Standard Tabl e 1 Pag e 36 APP A-868

FloodPlain . rep Reach River Sta Q Total Min Ch El W. S . Elev Crit W. S .. Max Chl Dpth E . G Elev E.G . Slope Vel Chnl Sta W.S . Lft Sta W. S .. Rgt Flow Area Top Width Froude # Chl (cfs} (ft} (ft} (ft) (ft)

(ft) {ft/ft) (ft/s) (ft) (ft} (sq ft) (ft}

5 12674 976.00 3477 . 00 3478 . 76 3478 .. 27 1. 75 3 478 . 88 0 .. 003056 2 . 90 327 . 16 682 . 56 357 . 89 355.40 0 .. 46 5 12674 1850.00 3477 . 00 3479 . 26 3478 . 68 2 . 26 3 479 . 45 0 .. 003167 3 " 69 291 . 95 714 .. 24 553 . 45 422 . 29 0 .. 49 5 11337 976.00 3469 .. 00 3470 . 81 3470 . 81 1.. 81 3 471 . 39 0 . 013220 6 .. 21 417.53 566 . 66 164.80 149 . 13 0 . 95 5 11337 1850.00 3469 .. 00 3471 . 47 3471 . 46 2. 47 3 472.26 0 . 010885 7 . 39 403 . 34 580 . 18 272 .. 36 1 76 . 84 0 .. 93 5 10937 976.00 3464.00 3466 . 24 3466 . 08 2 . 24 3 466 . 66 0 . 010235 5 . 21 455 . 99 618 .. 01 188 . 24 162 . 01 0 .. 83 5 10937 1 850 .00 3464 . 00 3466 . 72 3466 . 72 2 . 72 3 467 . 45 0 . 013153 6 91 438 . 39 635 . 61 273 . 71 197 . 22 0 . 98 5 10288 976.00 3456 . 00 3457 . 22 3457 . 22 1 . 22 3 457 . 51 0 . 020477 4 . 31 374 . 31 788 . 29 226 . 46 413 . 97 1 . 03 5 10288 1850.00 3456 . 00 3457 .. 57 3457 . 53 1 . 57 3 457 . 93 0 . 015410 4 .. 82 339 .. 97 819 . 21 383 . 80 479 . 25 0 . 95 5 9690 1242.00 3450 . 00 3451 . 93 3451 . 51 1.93 3 452 . 09 0 . 004969 3 . 13 389.43 793 . 60 396 . 40 404 . 17 0 . 56 5 9690 26 89.00 3450 . 00 3452 . 40 3452 . 06 2 . 40 3 452 .. 72 0 . 006338 4.52 345.06 818 . 68 603 . 04 473 . 62 0 . 67 5 9009 1242.00 3445 .. 00 3446.90 3446 . 75 1.90 3 44 7 .. 19 0 . 011195 4 . 31 416 .. 94 751 . 61 288 .. 10 334 . 67 0 .. 82 5 9009 2689.00 3445 . 00 3447 . 65 2 .. 65 3 447 . 96 0 . 007751 4 .. 51 354 .. 62 846 .. 77 596 . 64 492 . 15 0 . 72 5 8130 1242 . 00 3440 . 00 3442 . 03 3441.. 49 2 . 03 3 Page 37 APP A-869

F'loodPlain .. rep 442 . 15 0 ** 003422 2 . 73 417 . 16 854 . 27 455 . 81 43 7 ' 11 0 . 47 5 8130 2689.00 3440 . 00 3442 . 50 3442 . 03 2 . 50 3 442 . 75 o. 004647 4 . 06 390 . 07 887 . 68 674 . 08 497 . 59 0 .. 58 s 7717 1242.00 3437 . 80 3439 .. 01 3439 .. 01 1 . 21 3 439 . 38 0 . 018011 4 "88 307 . 18 657 . 99 254 . 54 350 . 81 1.. 01 5 7717 2689.00 3437 .80 3439 .. 74 1.. 94 3 440 . 11 0 . 009311 4 . 84 252 . 35 723 .. 77 555 . 05 471..42 0 ' 79 5 7253 1483.00 3435 .. 00 3436 . 81 3436 . 16 1.81 3 436 . 89 0 . 001808 2 . 29 382 . 26 946 .. 12 664.86 563 . 87 o. 35 5 7253 5399.00 3435 . 00 3437 . 84 3437 . 06 2 " 84 3 438 .. 13 0 . 003105 4 " 42 329 .. 17 997 . 14 1299 .. 73 667 . 97 0.51 5 6343 2888.00 3430 . 00 3431 .. 11 3431 . 11 1. 11 3 431..57 0 . 016513 5 . 44 724 . 42 1307 . 78 531 . 26 583 . 36 1 .. 00 s 6343 7144.po 3430 . 00 3431 . 94 3431 . 94 1.. 94 3 432 " 64 0 . 012039 6. 76 667 . 41 1534 .. 53 1091 . 24 867 . 12 0 " 94 5 5363 28 8 8.00 3425 . 00 3426 . 84 3426 . 14 1.. 84 3 426 . 94 0 .. 001869 2 " 54 660 . 98 1645 . 22 1198 . 09 984 .. 24 0 " 37 5 5363 7144.00 3425 . 00 3427 . 72 3426 . 80 2 " 72 3 427 . 91 0 . 002096 3 . 65 577 .. 26 1820 . 07 2169 . 17 1242 . 81 0 .. 42 5 4221 3286.00 3420.00 3421 . 49 3421.49 1..49 3 421 . 94 0 . 015261 5 . 39 444 . 14 1172 . 66 624 . 24 728 . 53 0 .. 97 5 4221 7766.00 3420 . 00 3422 . 20 3422.20 2 .. 20 3 422 . 82 0 . 013358 6 .. 51 293 . 64 1337 . 10 1256 . 74 1043 . 46 0 . 97 5 3489 3286.00 3416 . 00 3417 . 66 3417 . 07 2 " 66 3 417 . 76 0 . 002329 2 . 66 -122 . 29 903 . 15 1293 . 45 1025 . 44 0 . 40 5 3489 7766.00 3416 . 00 3418 . 44 3417 . 60 3 " 44 3 418.65 0 . 002671 3 " 78 . -136 . 55 950 . 96 2110 .. 92 1087 . 51 0 . 46 5 2989 3286.00 3413 . 80 3414 . 95 3414 . 95 1.15 3 415 . 36 0 . 016461 5 . 40 47 . 78 836 .. 22 645 . 74 788 . 45 1..00 Page 38 APP A-870

FloodPlain . rep 5 2989 7766 .. 00 3413 . 80 3415 . 68 3415 . 59 1.88 3 416 . 28 0 . 011352 6.62 -6 .. 70 894 . 15 1259 .. 21 900 . 85 0 " 92 5 2 774 3286.00 3409 . 00 3414 .. 41 3412 .. 71 5 . 41 3 414 . 50 0.000645 3 .. 3 7 -418 . 02 658 . 08 1773 . 70 1076 .. 10 0 . 26 5 2 7 74 7766.00 3409 .. 00 3415 . 12 3413 . 54 6 .12 3 415 .. 31 0 . 001303 5 . 22 -438 . 85 687 . 85 2554 . 86 1126 . 70 o. 38 5 2773 Culvert 5 2734 3286 .00 3408 . 90 3412 .. 71 3412 . 71 3 . 81 3 413 . 25 0 . 0048 12 7 .. 06 83 . 74 515 . 65 665 .. 51 431 . 91 0 ' 67 5 2734 7766.00 3408 . 90 3414 . 37 3414 .. 37 5.47 3 414 " 83 0 . 003331 7 . 66 -1467 . 17 584 . 55 2185 . 05 2051 . 72 o . 60 5 1888 3327.00 3408 . 00 3409 .. 80 3409 . 14 1 .. 80 3 409 . 92 0. 002775 2 .. 72 131 . 77 1131 . 73 1225 .. 09 999 . 96 0 " 43 5 1888 7864.00 3408 . 00 3410 . 59 3409 .. 82 2 " 59 3 410 . 80 0 . 002839 3 . 70 - 259 . 09 1206 . 15 2224 . 23 1465 . 23 o. 47 5 1060 3473.00 3402.70 3404 . 67 3404 .. 67 1.. 97 3 405 .. 20 0 **016121 5 . 85 589 . 80 1163 .. 09 593 . 57 573 . 29 1.. 01 5 1060 8124.00 3402 .. 70 3405 .. 55 3405 . 55 2 .. 85 3 406 . 22 0 " 014413 6 .58 460 . 16 1380 . 29 1235 . 07 920 . 12 1 . 00 Page 39 APP A-871

wcs Geom : PMP1-20-04SecRemoved Flow: pmp NOD AMiii Sta . 12674

.033 ........................,. ,..................... .033 **********************

" ************************ .033 ******************************'

3482 c .. Ce9ei1Ci

+---------

EG PF 3

+---------

ws PF 3 EG PF 2 WS PF2 Ground Bank Sta 3481 3480 g

c 0

~

Q)

UJ

.Jlt--------------------------------

3479 3478 3477-+-~~~~~~~~~~~~~~~~~~~~--~~~~~~~~~~~~~~~~-

o 200 400 600 800 1000 Station (ft)

APPA-872

wcs Geom : PMP1-20-04SecRemoved Flow: pmp NOD AMiii Sta . 11337

" "' ********* . 033************** ~**

- - - - .033****************************************************** **************** . 033****************** "

3478 c .. Ce9ei1Ci

+---------

EG PF 3

+---------

ws PF 3 EG PF 2 WS PF2 Ground Bank Sta 3476 3474 g

c 0

~

Q)

UJ 3472 3470 3468-+-~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~-

100 200 300 400 500 600 700 Station (ft)

APPA-873

wcs Geom : PMP1-20-04SecRemoved Flow: pmp NOD AMiii Sta . 10937

.033 ***********************************+* *" .033 ****************** "~ ******************** .033 **********************

3472 c .. Ce9ei1Ci

+---------

EG PF 3

+---------

ws PF 3 EG PF 2 WS PF2 Ground Bank Sta 3470 g

c 0

3468

~

Q)

UJ 3466 3464-+-~~~~~~~~~~~~~~~~~~~~-...~~~~~~~~~~~~~~~~-

100 200 300 400 500 600 700 800 900 Station (ft)

APPA-874

wcs Geom : PMP1-20-04SecRemoved Flow: pmp NOD AMiii Sta . 10288

.033 ............... ,~., ......................................................... .033 ********************************************************'

" *************** "'********.033 3464

... Ce9ei1Ci

+---------

EG PF 3

+---------

ws PF 3 EG PF 2 WS PF2 Ground Bank Sta 3462 g

c 0

3460

~

Q)

UJ 3458 __________________________________________ ..,.,_________________________________________________________________________ _

3456-+-~~~~~~~~~~~~~~~~~~----~~~~~~~~~~~~~~~~~~

0 200 400 600 800 1000 Station (ft)

APPA-875

wcs Geom : PMP1-20-04SecRemoved Flow: pmp NOD AMiii Sta . 9690 3458 c .. Ce9ei1Ci

+---------

EG PF 3

+---------

ws PF 3 EG PF 2 WS PF2 Ground Bank Sta 3456 g

c 0

3454

~

Q)

UJ

A--------------------------------

3452 3450-+-~~~~~~~~~~~~~~~~~~~---~~~~~~~~~~~~~~~~~-

o 200 400 600 800 1000 1200 Station (ft)

APPA-876

wcs Geom: PMP1-20-04SecRemoved Flow: pmp NOD AMiii Sta. 9009

" ***********.033************ ~~ ;: ***************************************** . 033****************************************** ,~, ............ .

3452 c .. Ce9ei1Ci

+---------

EG PF 3

+---------

ws PF 3 EG PF 2 WS PF2 3451 ---------*---------

Ground Bank Sta 3450 3449 g

c 0

Q)

UJ 3448 _______________________________________________ ,._ __________________________________________________ _

6--------------------------------------------

3447 3446 3445-+-~~~~~~~~~~~~~~~~~~---~~~~~~~~~~~~~~~~~~-

o 200 400 600 800 1000 1200 Station (ft)

APPA-877

wcs Geom : PMP1-20-04SecRemoved Flow: pmp NOD AMiii Sta . 8130

'"********************************** .033 .033 ****************'

3448 c .. Ce9ei1Ci

+---------

EG PF 3

+---------

ws PF 3 EG PF 2 WS PF2 Ground Bank Sta 3446 g

c 0

3444

~

Q)

UJ

6----------------------------------------

3442 3440-+-~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~-

o 200 400 600 800 1000 1200 Station (ft)

APPA-878

wcs Geom: PMP1-20-04SecRemoved Flow: pmp NOD AMiii Sta 7717

...... *~, **************************************************** . 033************************************************ "*' ****

3442 c .. Ce9ei1Ci

+---------

EG PF 3

+---------

ws PF 3 EG PF 2 WS PF2 Ground Bank Sta 3441 3440

A--------------------------------------------------

g c

0

~

Q)

UJ 3439 3438 3437-+-~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~-

o 200 400 600 800 1000 Station (ft)

APPA-879

wcs Geom : PMP1-20-04SecRemoved Flow: pmp NOD AMiii Sta . 7253

.033 .................. ,,.,, _____ ------------------------ .033 ----------- ___________________.,.,_, _____ ----------------------- .033 ------

3442 c __ Ce9ei1Ci

+---------

EG PF 3

+---------

ws PF 3 EG PF 2 WS PF2 3441 ---------*---------

Ground Bank Sta 3440 3439 g

c 0

Q)

UJ 3438

A--------------------------------------------------

3437 3436 3435-+-~~~~~~~~~~~~~~~~~--~~~~~~~~~~~~~~~~~~~-

o 200 400 600 800 1000 1200 1400 Station (ft)

APPA-880

wcs Geom : PMP1-20-04SecRemoved Flow: pmp NOD AMiii Sta . 6343

.033 ***********--------------------+*c**- ---------------------- ---------- .033 ----------------- --------------------'"-'*--------- .033 3434 c __ Ce9ei1Ci

+---------

EG PF 3

+---------

ws PF 3 EG PF 2 WS PF2 Ground Bank Sta 3433 g

c 0

3432

~

Q)

UJ 3431 3430-+-~~~~~~~~~~~~~---r-~~~~~~~~-----,--~---r-~----,~-----~~~~~~~~

0 200 400 600 800 1000 1200 1400 1600 Station (ft)

APP A-881

wcs Geom : PMP1-20-04SecRemoved Flow: pmp NOD AMiii Sta . 5363 3432 c .. Ce9ei1Ci

+---------

EG PF 3

+---------

ws PF 3 EG PF 2 WS PF2 3431 ---------*---------

Ground Bank Sta 3430 3429 g

c 0

Q)

UJ 3428

k----------------------------------------------------------------------

3427 3426 3425-+-~~~~~~~~~~~~----r----r-----<.-~~~~~~~~~~~~~~~~~~~~~

0 500 1000 1500 2000 2500 Station (ft)

APPA-882

wcs Geom : PMP1-20-04SecRemoved Flow: pmp NOD AMiii Sta . 4221

.033 .033 . *k.033*1 3424 c .. Ce9ei1Ci

+---------

EG PF 3

+---------

ws PF 3 EG PF 2 WS PF2 Ground Bank Sta 3423

A--------------------------------------------------------------------------------

g c

0 3422

~

Q)

UJ 3421 3420-+-~~~~~~~~~~~~~~-------~~~--~~~~~~~~~~~~~~~~~~

0 200 400 600 800 1000 1200 1400 1600 Station (ft)

APPA-883

wcs Geom : PMP1-20-04SecRemoved Flow: pmp NOD AMiii Sta . 3489

----------- .033 .033 -------------------'"-'**--------

3421 c __ Ce9ei1Ci

+---------

EG PF 3

+---------

ws PF 3 EG PF 2 WS PF2 Ground 3420 Bank Sta 3419

6--------------------

g c

0 3418

~

Q)

UJ 3417 3416 3415-+-~~~~~~~~~~~~~~~~,.__~~~~~~~~~~~~~~~~~~~~-

-400 -200 0 200 400 600 800 1000 1200 Station (ft)

APPA-884

wcs Geom : PMP1-20-04SecRemoved Flow: pmp NOD AMiii Sta . 2989

"'******************************.033 ................................,~ ,. ......................... .033 .........................,~ , ........... .033 3420 c .. Ce9ei1Ci

+---------

EG PF 3

+---------

ws PF 3 EG PF 2 WS PF2 3419 ---------*---------

Ground Bank Sta 3418 3417 g

c 0

Q)

-----------------------------------------------------------------------+---------------------------------------------------------------------------

UJ 3416 3415 3414 3413-+-~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~-

-200 0 200 400 600 800 1000 1200 Station (ft)

APPA-885

wcs Geom : PMP1-20-04SecRemoved Flow: pmp NOD AMiii Sta. 277 4 Upstream of culverts

" ***************-----------------------------------------------.033 ~+: . 033:f* -------- .033 3416

+---------

EG PF 3

+---------

ws PF 3

*-------------------------------- EG PF 2

6------------------------------- WS PF2 3415 ---------*---------

Ground lneff Bank Sta 3414 3413 g

c 0

Q)

UJ 3412 3411 3410 3409-+-~~~~~~~~~~~~~~~~~~~~~~~~~~~~--4,<I----,-~~~~~~~~

-600 -400 -200 0 200 400 600 800 Station (ft)

APPA-886

wcs Geom : PMP1-20-04SecRemoved Flow: pmp NOD AMiii

" --------------- ---------------------- ------------------------ .033 ~+: . 033:f* -------- .033 3416

+---------

EG PF 3

+---------

ws PF 3

*----------------------------- - EG PF 2

6------------------------------ WS PF2 3415 ---------*---------

Ground lneff Bank Sta 3414 3413 g

c 0

Q)

UJ 3412 3411 3410 3409+-~~~~~~~~~~~~~~~~~~~~~~~~~~~~---Ml'lli---,~~~~~~~~

-600 -400 -200 0 200 400 600 800 Station (ft)

APPA-887

wcs Geom : PMP1-20-04SecRemoved Flow: pmp NOD AMiii

" --- ---------------------- ---------------------- ------------------- .033 ----------- ---------------------- ---------------------- -----------"

" .033 *i 3416 0' 3

3 ---------+---------

EG PF 3

+---------

ws PF 3 EG PF 2 3415 ---------------------------------------------------------------------------------------------------------------------------------------------.,&-------------- WS PF2 Ground lneff Bank Sta 3414 3413 g

c 0

3412

~

Q)

UJ 3411 3410 3409 3408-+-~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~-

-2000 -1500 -1000 -500 0 500 1000 Station (ft)

APPA-888

wcs Geom : PMP1-20-04SecRemoved Flow: pmp NOD AMiii Sta. 2734 Downstream of culverts

.033 ************************************************************************ "

" .033 *i 3416 0' 3

3 ---------+---------

EG PF 3

+---------

ws PF 3 EG PF 2 3415 WS PF2

1'.------------- ---------*---------

Ground lneff

A------------

Bank Sta 3414 3413 g

c 0

3412

~

Q)

UJ 3411 3410 3409 3408-+-~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~-

-2000 -1500 -1000 -500 0 500 1000 Station (ft)

APPA-889

wcs Geom : PMP1-20-04SecRemoved Flow: pmp NOD AMiii Sta . 1888 3412 c .. Ce9ei1Ci

+---------

EG PF 3

+---------

ws PF 3 EG PF 2 WS PF2 Ground Bank Sta 3411

A------------------------------------------------------------

g c

0 3410

~

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UJ 3409 3408-+-~~~~~~~~~~~~~~~~~---,-~,.-.---,-~..,.....---,-~-----,-~~~~~~~~~~~

-1000 -500 0 500 1000 1500 Station (ft)

APPA-890

wcs Geom : PMP1-20-04SecRemoved Flow: pmp NOD AMiii Sta . 1060

.033 .033 .................. ---------------------- ---------------------- ------'"

3408 c __ Ce9ei1Ci

+---------

EG PF 3

+---------

ws PF 3 EG PF 2 WS PF2 Ground 3407 Bank Sta

A-------------------------------------------------------------------------------------A 3406

Jr----------------------------------------------------------------

g c

0 3405

~

Q)

UJ 3404 3403 3402-+-~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~-

o 200 400 600 800 1000 1200 1400 1600 Station (ft)

APP A-891

Cii APPENDIX B SOIL STUDY WCS\FINAL\150521 REVISION 2 R161212_CISF REPORT 12 DECEMBER 2016

USDA United States A product of the National Custom Soil Resource

==-:-==;; Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for NRCS States Department of Agriculture and other Federal agencies , State Andrews County, Natural Resources agencies including the Agricultural Experiment Texas, and Lea County, Conservation Service Stations , and local participants New Mexico wcs 0--------8,00 ft December 22 , 2015 APP B-1

Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users , including farmers , ranchers , foresters , agronomists , urban planners ,

community officials , engineers , developers , builders , and home buyers. Also ,

conservationists , teachers , students , and specialists in recreation , waste disposal ,

and pollution control can use the surveys to help them understand , protect, or enhance the environment.

Various land use regulations of Federal , State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations.

Although soil survey information can be used for general farm , local , and wider area planning , onsite investigation is needed to supplement this information in some cases.

Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/portal/

nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information , contact your local USDA Service Center (http://

offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?

cid=nrcs142p2_053951 ).

Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations.

The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies , State agencies including the Agricultural Experiment Stations , and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey.

Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information.

The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race , color, national origin , age, disability, and where applicable , sex, marital status, familial status , parental status, religion , sexual orientation , genetic information , political beliefs, reprisal , or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require alternative means 2

APP B-2

for communication of program information (Braille , large print, audiotape , etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination , write to USDA, Director, Office of Civil Rights , 1400 Independence Avenue , S.W. , Washington , D.C. 20250-9410 or call (800) 795-3272 (voice) or (202 ) 720-6382 (TDD). USDA is an equal opportunity provider and employer.

3 APP B-3

Contents Preface ............................................ .......... .. .......... .. ......... .. .......... .. .......... .. ............. 2 How Soil Surveys Are Made ............. .. ......... .. ................................ ......... .. ............ .5 Soil Map .................................................. .......... .. ........... .. .......... .. ........... .. .............. 7 Soil Map ......................................... .......... .......... .......... .......... .......... .......... ........... 8 Legend ............................................................... .......... .......... .......... .......... ......... 11 Map Unit Legend ....................... ............. ............ ............ ............ ............ ............ 12 Map Unit Descriptions .................... .............. ............. .............. .............. ............. 12 Andrews County, Texas ....................................................................... ........... 15 BcB-Blakeney and Conger soils, gently undulating ..... .... ......................... 15 FdB-Faskin and Douro soils, gently undulating ................................... ..... 16 lmB-lma loamy fine sand, Oto 3 percent slopes ............. ............. ............. 18 JPC-Jalmar-Penwell association, undulating ................... ............ ............. 19 KmB-Kimbrough soils, gently undulating ................. ................ ................. 21 RaB-Ratliff soils, gently undulating ............................................ ............... 22 TwB-Triomas and Wickett soils, gently undulating .............................. ..... 23 Lea County, New Mexico ........................................................ ............ ............ 25 AB-Amarillo-Arvana loamy fine sands association .............................. ..... 25 BO-Brownfield-Springer association ............................... ............ .............. 27 BS-Brownfield-Springer association, hummocky ..................... ................. 29 KM-Kermit soils and dune land, 0 to 12 percent slopes ............... ............. 31 MU-Mixed alluvial land ................................................................... ........... 32 PG-Portales and gomez fine sandy loams ................................... ............. 34 SE-Simona fine sandy loam, Oto 3 percent slopes ..... .... ......................... 36 SR-Simona-Upton association ....................................................... ........... 37 References ........................................................ ..................... ..................... ......... .40 4

APP B-4

How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length , and shape of the slopes ; the general pattern of drainage; the kinds of crops and native plants ; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers , or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity.

Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources ,

soils, biological resources , and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA.

The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms , relief, climate, and natural vegetation of the area.

Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform , a soil scientist develops a concept, or model , of how they were formed. Thus, during mapping , this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape.

Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map , however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless , these observations, supplemented by an understanding of the soil-vegetation-landscape relationship , are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries.

Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates , kind and amount of rock fragments , distribution of plant roots , reaction , and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties , the soil scientists assigned the soils to taxonomic classes (units).

Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States , is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil scientists classified and named the soils in the survey area , they compared the 5

APP B-5

Custom Soil Resource Report individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research.

The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned , onsite investigation is needed to define and locate the soils and miscellaneous areas.

Soil scientists make many field observations in the process of producing a soil map.

The frequency of observation is dependent upon several factors , including scale of mapping , intensity of mapping , design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined , a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements , such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand , silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape.

Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties.

While a soil survey is in progress , samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions , and some new interpretations are developed to meet local needs. Data are assembled from other sources , such as research information ,

production records , and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil.

Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example , soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years , but they cannot predict that a high water table will always be at a specific level in the soil on a specific date.

After soil scientists located and identified the significant natural bodies of soil in the survey area , they drew the boundaries of these bodies on aerial photographs and identified each as a specific map unit. Aerial photographs show trees, buildings , fields ,

roads , and rivers , all of which help in locating boundaries accurately.

6 APP B-6

Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map , and a description of each soil map unit.

7 APP B-7

Custom Soil Resource Report Soil Map Index Sheet 678500 679400 680300 681200 682100 683000 683900 684800 685700 686600 687500 32" 28'32"N 32° 28' 32"N 1

~

M ~

~

r

- ~

M

~

M

~

M

(.

32" 2S37'N 32° 2S 37" N 678500 679400 680300 681200 682100 683000 683900 684800 685700 686600 687500 Map Scale: 1:26,400 ifprinlEd on B landscape (17" x 11") sheet N ---------=========-----------------================Meters A

0 350 700 1400 2100

=======-------------=============FOO:

0 1000 2000 4000 6000 Map projection: Web Merratnr Comer mordina!Es: WGS84 Edge tics: UTM Zone 13N WGS84 8

APP B-8

Custom Soil Resource Report Soil Map Map sheet 1 of 2 680800 681200 681600 682000 682400 682800 683200 683600 684000 684400 684800 32° 28' 24" N § 32° 28' 24" N

~

32° 27 5 N 680800 681200 681600 682000 682400 682800 683200 683600 684000 684400 684800 685200

~

~; 32° 275N Joins sheet 2 ;:

Map Scale: 1:12,000 if printed on B landscape (17" x 11") sheet.

~

N --------========----------------===============Meters 0

A 150 300 600 900

=======--------------=============~ Feet 0 500 1000 2000 3000 Map projection : Web Mercator Comer mordinates: WGS84 Edge tics: UTM Zone 13N WGS84 9

Map Sheet Location APP B-9

Custom Soil Resource Report Soil Map Map sheet 2 of 2 Joins sheet 1 681200 681600 682000 682400 682800 683200 683600 684000 684400 684800 685200 32° 27 5 N 32° 27 5 N F

32° 25' 45 N 32° 25'45" N 681200 681600 682000 682400 682800 683200 683600 684000 684400 684800 685200 Map Scale: 1:12,000 if printed on B landscape (17" x 11") sheet .

N ........150 0

<========-----------------================Meters A

300 600 900

=======--------------==============Feet 0 500 1000 2000 3000 Map projection : Web Mercator Comer mordinates: WGS84 Edge tics: UTM Zone 13N WGS84 2 10 Map Sheet Location APP B-10

Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest (AOI) Spoil Area The soil surveys that comprise your AOI were mapped at scales D Area of Interest (AOI)

Stony Spot ranging from 1 :20,000 to 1 :31 ,700.

Soils Very Stony Spot Please rely on the bar scale on each map sheet for map D Soil Map Unit Polygons measurements.

Wet Spot

,....,,. Soil Map Unit Lines Other Source of Map: Natural Resources Conservation Service

[] Soil Map Unit Points

..... Special Line Features Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857)

Special Point Features Water Features

~ Blowout Streams and Canals Maps from the Web Soil Survey are based on the Web Mercator Ill Borrow Pit projection , which preserves direction and shape but distorts Transportation Clay Spot distance and area. A projection that preserves area , such as the ttt Rails Albers equal-area conic projection , should be used if more accurate 0 Closed Depression

"'"""" Interstate Highways calculations of distance or area are required.

x Gravel Pit US Routes This product is generated from the USDA-NRCS certified data as of Gravelly Spot Major Roads the version date(s) listed below.

0 Landfill Local Roads Soil Survey Area: Andrews County, Texas

/\. Lava Flow Background Survey Area Data: Version 13, Sep 18, 2015 Marsh or swamp

Aerial Photography Soil Survey Area: Lea County, New Mexico

'R' Mine or Quarry Survey Area Data: Version 12, Sep 29, 2015 0 Miscellaneous Water 0 Perennial Water Your area of interest (AOI) includes more than one soil survey area.

These survey areas may have been mapped at different scales, with v Rock Outcrop a different land use in mind , at different times, or at different levels

...+..

Saline Spot of detail. This may result in map unit symbols, soil properties, and interpretations that do not completely agree across soil survey area Sandy Spot boundaries.

Severely Eroded Spot Soil map units are labeled (as space allows)for map scales 1 :50,000 0 Sinkhole or larger.

Jll Slide or Slip Date(s) aerial images were photographed: Data not available.

% Sodic Spot The orthophoto or other base map on which the soil lines were imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.

11 APP B-11

Custom Soil Resource Report Map Unit Legend Andrews County, Texas (TX003)

Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI BcB Blakeney and Conger soils , 795.1 28.6%

gently undulating FdB Faskin and Douro soils , gently 40.8 1.5%

undulating lmB Ima loamy fine sand , Oto 3 61.8 2.2%

percent slopes JPC Jalmar-Penwell association , 907.7 32.6%

undulating KmB Kimbrough soils , gently 21.2 0.8%

undulating RaB Ratliff soils , gently undulating 342.7 12.3%

TwB Trio mas and Wickett soils, gently 109.6 3.9%

undulating Subtotals for Soil Survey Area 2,278.8 82.0%

Totals for Area of Interest 2,780.3 100.0%

Lea County, New Mexico (NM025)

Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI AB Amarillo-Arvana loamy fine 12.5 0.5%

sands association BO Brownfield-Springer association 47.5 1.7%

BS Brownfield-Springer association , 134.3 4.8%

hummocky KM Kermit soils and dune land , O to 11.5 0.4%

12 percent slopes MU Mixed alluvial land 19.4 0.7%

PG Portales and gomez fine sandy 17.9 0.6%

loams SE Simona fine sandy loam , Oto 3 117.0 4.2%

percent slopes SR Simona-Upton association 141.3 5.1 %

Subtotals for Soil Survey Area 501.5 18.0%

Totals for Area of Interest 2,780.3 100.0%

Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions , along with the maps , can be used to determine the composition and properties of a unit.

12 APP B-12

Custom Soil Resource Report A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena , and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely , if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils.

Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting , or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting , or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used.

Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area , the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed , and consequently they are not mentioned in the descriptions , especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape.

The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned , however, onsite investigation is needed to define and locate the soils and miscellaneous areas.

An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities.

Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition , thickness , and arrangement.

Soils of one series can differ in texture of the surface layer, slope, stoniness , salinity, degree of erosion , and other characteristics that affect their use. On the basis of such differences , a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam , 0 to 2 percent slopes , is a phase of the Alpha series.

Some map units are made up of two or more major soils or miscellaneous areas.

These map units are complexes, associations , or undifferentiated groups.

A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes , is an example.

13 APP B-13

Custom Soil Resource Report An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area , it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association , 0 to 2 percent slopes , is an example.

An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas , or it can be made up of all of them. Alpha and Beta soils , 0 to 2 percent slopes, is an example.

Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example.

14 APP B-14

Custom Soil Resource Report Andrews County, Texas BcB-Blakeney and Conger soils, gently undulating Map Unit Setting National map unit symbol: d53f Elevation: 1,500 to 3,600 feet Mean annual precipitation: 10 to 17 inches Mean annual air temperature: 63 to 68 degrees F Frost-free period: 210 to 240 days Farmland classification: Not prime farmland Map Unit Composition Blakeney and similar soils: 49 percent Conger and similar soils: 4 7 percent Minor components: 4 percent Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Blakeney Setting Landform: Ridges, divides Landform position (two-dimensional): Summit Down-slope shape: Convex Across-slope shape: Convex, linear Parent material: Loamy eolian deposits in the blackwater draw formation of pleistocene age overlying calcareous loamy alluvium in the ogallala formation of miocene-pliocene age Typical profile H1 - Oto 18 inches: fine sandy loam H2 - 18 to 32 inches: cemented material H3 - 32 to 68 inches: gravelly loam Properties and qualities Slope: Oto 3 percent Depth to restrictive feature: 7 to 20 inches to petrocalcic Natural drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.57 in/hr)

Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 70 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mm hos/cm)

Available water storage in profile: Very low (about 2.0 inches)

Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: D Ecological site: Shallow 12-17" PZ (R077DY048TX) 15 APP B-15

Custom Soil Resource Report Description of Conger Setting Landform: Ridges, divides Landform position (two-dimensional): Summit Down-slope shape: Convex Across-slope shape: Convex, linear Parent material: Loamy eolian deposits in the blackwater draw formation of pleistocene age overlying calcareous loamy alluvium in the ogallala formation of miocene-pliocene age Typical profile H1 - Oto 17 inches: loam H2 - 17 to 39 inches: cemented material H3 - 39 to 75 inches: gravelly loam Properties and qualities Slope: Oto 3 percent Depth to restrictive feature: 8 to 20 inches to petrocalcic Natural drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.57 in/hr)

Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 70 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mm hos/cm)

Available water storage in profile: Very low (about 2.9 inches)

Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: D Ecological site: Shallow 12-17" PZ (R077DY048TX)

Minor Components Unnamed Percent of map unit: 4 percent FdB-Faskin and Douro soils, gently undulating Map Unit Setting National map unit symbol: d53h Elevation: 2,750 to 3,400 feet Mean annual precipitation: 13 to 17 inches Mean annual air temperature: 57 to 70 degrees F Frost-free period: 210 to 240 days Farmland classification: Not prime farmland 16 APP B-16

Custom Soil Resource Report Map Unit Composition Faskin and similar soils: 63 percent Douro and similar soils: 21 percent Minor components: 16 percent Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Faskin Setting Landform: Plains Down-slope shape: Convex Across-slope shape: Linear Parent material: Loamy eolian deposits from the blackwater draw formation of pleistocene age Typical profile H1 - Oto 8 inches: fine sandy loam H2 - 8 to 42 inches: sandy clay loam H3 - 42 to 80 inches: sandy clay loam Properties and qualities Slope: Oto 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr)

Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 50 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mm hos/cm)

Available water storage in profile: Moderate (about 8.5 inches)

Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Ecological site: Sandy Loam 12-17" PZ (R077DY047TX)

Description of Douro Setting Landform: Plains Down-slope shape: Convex Across-slope shape: Linear Parent material: Loamy eolian deposits in the blackwater draw formation of pleistocene age overlying calcareous loamy alluvium in the ogallala formation of miocene-pliocene age Typical profile H1 - Oto 9 inches: fine sandy loam H2 - 9 to 30 inches: sandy clay loam H3 - 30 to 51 inches: cemented material H4 - 51 to 75 inches: gravelly loam Properties and qualities Slope: Oto 3 percent 17 APP B-17

Custom Soil Resource Report Depth to restrictive feature: 20 to 40 inches to petrocalcic Natural drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.57 in/hr)

Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 80 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mm hos/cm)

Available water storage in profile: Low (about 4.3 inches)

Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: C Ecological site: Sandy Loam 12-17" PZ (R077DY04 ?TX)

Minor Components Unnamed Percent of map unit: 16 percent lmB-lma loamy fine sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: d53j Elevation: 4,000 to 4,600 feet Mean annual precipitation: 12 to 17 inches Mean annual air temperature: 57 to 63 degrees F Frost-free period: 180 to 210 days Farmland classification: Not prime farmland Map Unit Composition Ima and similar soils: 100 percent Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Ima Setting Landform: Plains Down-slope shape: Convex Across-slope shape: Linear Parent material: Sandy alluvium and eolian deposits derived from calcareous sandstone of triassic and/or permian age Typical profile H1 - Oto 14 inches: loamy fine sand H2 - 14 to 55 inches: fine sandy loam H3 - 55 to 80 inches: very fine sandy loam 18 APP B-18

Custom Soil Resource Report Properties and qualities Slope: Oto 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr)

Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mm hos/cm)

Sodium adsorption ratio, maximum in profile: 4.0 Available water storage in profile: Moderate (about 7.1 inches)

Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 6c Hydrologic Soil Group: A Ecological site: Sandy 12-17" PZ (R077DY046TX)

JPC-Jalmar-Penwell association, undulating Map Unit Setting National map unit symbol: d53k Elevation: 2,400 to 3,500 feet Mean annual precipitation: 10 to 17 inches Mean annual air temperature: 61 to 70 degrees F Frost-free period: 210 to 240 days Farmland classification: Not prime farmland Map Unit Composition Jalmar and similar soils: 56 percent Penwell and similar soils: 40 percent Minor components: 4 percent Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Jalmar Setting Landform: Sand sheets Down-slope shape: Convex Across-slope shape: Linear Parent material: Sandy eolian deposits of holocene age over loamy eolian deposits from the blackwater draw formation of pleistocene age Typical profile H1 - Oto 14 inches: fine sand H2 - 14 to 26 inches: fine sand H3 - 26 to 80 inches: sandy clay loam Properties and qualities Slope: Oto 8 percent 19 APP B-19

Custom Soil Resource Report Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr)

Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 25 percent Available water storage in profile: Low (about 6.0 inches)

Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: B Ecological site: Sandy 12-17" PZ (R077DY046TX)

Description of Penwell Setting Landform: Sand sheets Down-slope shape: Convex Across-slope shape: Linear Parent material: Sandy eolian deposits of holocene age Typical profile H1 - Oto 13 inches: fine sand H2 - 13 to 80 inches: fine sand Properties and qualities Slope: 1 to 8 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Excessively drained Capacity of the most limiting layer to transmit water (Ksat): High to very high (5.95 to 19.98 in/hr)

Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mm hos/cm)

Available water storage in profile: Low (about 3.6 inches)

Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: A Ecological site: Sand Hills 12-17" PZ (R077DY045TX)

Minor Components Unnamed Percent of map unit: 4 percent 20 APP B-20

Custom Soil Resource Report KmB-Kimbrough soils, gently undulating Map Unit Setting National map unit symbol: d531 Elevation: 2,000 to 5,000 feet Mean annual precipitation: 10 to 17 inches Mean annual air temperature: 57 to 75 degrees F Frost-free period: 175 to 215 days Farmland classification: Not prime farmland Map Unit Composition Kimbrough and similar soils: 100 percent Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Kimbrough Setting Landform: Plains Down-slope shape: Convex Across-slope shape: Linear Parent material: Calcareous , loamy alluvium in the ogallala formation of miocene-pliocene age Typical profile H1 - Oto 8 inches: loam H2 - 8 to 31 inches: cemented material Properties and qualities Slope: Oto 3 percent Depth to restrictive feature: 4 to 20 inches to petrocalcic Natural drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr)

Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 10 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mm hos/cm)

Available water storage in profile: Very low (about 1.2 inches)

Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: D Ecological site: Shallow 12-17" PZ (R077DY048TX) 21 APP B-21

Custom Soil Resource Report RaB-Ratliff soils, gently undulating Map Unit Setting National map unit symbol: d53s Elevation: 2,500 to 3,400 feet Mean annual precipitation: 13 to 17 inches Mean annual air temperature: 63 to 70 degrees F Frost-free period: 210 to 240 days Farmland classification: Not prime farmland Map Unit Composition Ratliff and similar soils: 100 percent Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Ratliff Setting Landform: Plains Down-slope shape: Convex Across-slope shape: Linear Parent material: Calcareous , loamy eolian deposits from the blackwater draw formation of pleistocene age Typical profile H1 - Oto 10 inches: loam H2 - 10 to 25 inches: clay loam H3 - 25 to 80 inches: clay loam Properties and qualities Slope: Oto 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr)

Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 50 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mm hos/cm)

Available water storage in profile: Moderate (about 8.5 inches)

Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Ecological site: Limy Upland 12-17" PZ (R077DY042TX) 22 APP B-22

Custom Soil Resource Report TwB-Triomas and Wickett soils, gently undulating Map Unit Setting National map unit symbol: d53w Elevation: 2,300 to 3,500 feet Mean annual precipitation: 10 to 17 inches Mean annual air temperature: 63 to 68 degrees F Frost-free period: 210 to 240 days Farmland classification: Not prime farmland Map Unit Composition Triomas and similar soils: 78 percent Wickett and similar soils: 16 percent Minor components: 6 percent Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Triomas Setting Landform: Plains Down-slope shape: Convex Across-slope shape: Linear Parent material: Sandy eolian deposits from the blackwater draw formation of pleistocene age Typical profile H1 - Oto 16 inches: fine sand H2 - 16 to 68 inches: sandy clay loam H3 - 68 to 80 inches: sandy clay loam Properties and qualities Slope: Oto 5 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr)

Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 30 percent Available water storage in profile: Moderate (about 7.5 inches)

Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 6e Hydrologic Soil Group: B Ecological site: Sandy 12-17" PZ (R077DY046TX)

Description of Wickett Setting Landform: Plains 23 APP B-23

Custom Soil Resource Report Landform position (three-dimensional): Talf Down-slope shape: Convex Across-slope shape: Linear Parent material: Sandy eolian deposits overlying calcareous , loamy alluvium in the ogallala formation of miocene-pliocene age Typical profile H1 - Oto 16 inches: loamy fine sand H2 - 16 to 33 inches: fine sandy loam H3 - 33 to 53 inches: cemented material H4 - 53 to 67 inches: gravelly loam Properties and qualities Slope: Oto 3 percent Depth to restrictive feature: 20 to 40 inches to petrocalcic Natural drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.57 in/hr)

Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 85 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mm hos/cm)

Available water storage in profile: Low (about 3.5 inches)

Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 6e Hydrologic Soil Group: B Ecological site: Sandy 12-17" PZ (R077DY046TX)

Minor Components Unnamed Percent of map unit: 6 percent 24 APP B-24

Custom Soil Resource Report Lea County, New Mexico AB-Amarillo-Arvana loamy fine sands association Map Unit Setting National map unit symbol: dmnr Elevation: 3,500 to 4,400 feet Mean annual precipitation: 12 to 16 inches Mean annual air temperature: 58 to 60 degrees F Frost-free period: 190 to 205 days Farmland classification: Farmland of statewide importance Map Unit Composition Amarillo and similar soils: 50 percent Arvana and similar soils: 40 percent Minor components: 1O percent Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Amarillo Setting Landform: Plains Landform position (three-dimensional): Rise Down-slope shape: Linear Across-slope shape: Linear Parent material: Calcareous alluvium and/or calcareous eolian deposits derived from sedimentary rock Typical profile A - O to 8 inches: loamy fine sand Bt - 8 to 36 inches: sandy clay loam Bk - 36 to 60 inches: marly loam Properties and qualities Slope: Oto 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 2.00 in/hr)

Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 50 percent Gypsum, maximum in profile: 1 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mm hos/cm)

Sodium adsorption ratio, maximum in profile: 2.0 Available water storage in profile: Moderate (about 8.7 inches)

Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Ecological site: Sandy Plains (R077CY056NM) 25 APP B-25

Custom Soil Resource Report Description of Arvana Setting Landform: Plains Landform position (three-dimensional): Rise Down-slope shape: Linear Across-slope shape: Linear Parent material: Calcareous alluvium and/or calcareous eolian deposits derived from sedimentary rock Typical profile A - O to 6 inches: loamy fine sand Bt - 6 to 28 inches: sandy clay loam Bkm - 28 to 38 inches: cemented material BCk - 38 to 60 inches: sandy clay loam Properties and qualities Slope: Oto 3 percent Depth to restrictive feature: 20 to 40 inches to petrocalcic Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Low to moderately high (0.01 to 0.60 in/hr)

Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 50 percent Gypsum, maximum in profile: 1 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mm hos/cm)

Sodium adsorption ratio, maximum in profile: 2.0 Available water storage in profile: Low (about 3.8 inches)

Interpretive groups Land capability classification (irrigated): 6e Land capability classification (nonirrigated): 6e Hydrologic Soil Group: C Ecological site: Sandy Plains (R077CY056NM)

Minor Components Portales Percent of map unit: 2 percent Ecological site: Limy Upland 16-21" PZ (R077CY028TX)

Brownfield Percent of map unit: 2 percent Ecological site: Sandy 12-17" PZ (R077DY046TX)

Patricia Percent of map unit: 2 percent Ecological site: Sandy Plains (R077CY056NM)

Gomez Percent of map unit: 2 percent Ecological site: Sandy Plains (R077CY056NM)

Mansker Percent of map unit: 1 percent 26 APP B-26

Custom Soil Resource Report Ecological site: Limy Upland 16-21" PZ (R077CY028TX)

Tivoli Percent of map unit: 1 percent Ecological site: Sandy 12-17" PZ (R077DY046TX)

BO-Brownfield-Springer association Map Unit Setting National map unit symbol: dmpj Elevation: 3,500 to 4,400 feet Mean annual precipitation: 12 to 16 inches Mean annual air temperature: 58 to 60 degrees F Frost-free period: 190 to 205 days Farmland classification: Farmland of statewide importance Map Unit Composition Brownfield and similar soils: 60 percent Springer and similar soils: 30 percent Minor components: 1O percent Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Brownfield Setting Landform: Plains Landform position (three-dimensional): Rise Down-slope shape: Linear Across-slope shape: Linear Parent material: Eolian deposits derived from sedimentary rock Typical profile A - Oto 22 inches: fine sand Bt- 22 to 60 inches: sandy clay loam Properties and qualities Slope: Oto 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 2.00 in/hr)

Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mm hos/cm)

Sodium adsorption ratio, maximum in profile: 2.0 Available water storage in profile: Moderate (about 7.0 inches) 27 APP B-27

Custom Soil Resource Report Interpretive groups Land capability classification (irrigated): 6e Land capability classification (nonirrigated): 6e Hydrologic Soil Group: B Ecological site: Sandy 12-17" PZ (R077DY046TX)

Description of Springer Setting Landform: Plains Landform position (three-dimensional): Rise Down-slope shape: Linear Across-slope shape: Linear Parent material: Eolian deposits derived from sedimentary rock Typical profile A - Oto 14 inches: loamy fine sand Bt - 14 to 60 inches: fine sandy loam Bk - 60 to 79 inches: fine sandy loam Properties and qualities Slope: Oto 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 6.00 in/hr)

Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 20 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mm hos/cm)

Sodium adsorption ratio, maximum in profile: 2.0 Available water storage in profile: Moderate (about 7.1 inches)

Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Ecological site: Sandy 12-17" PZ (R077DY046TX)

Minor Components Patricia Percent of map unit: 4 percent Ecological site: Sandy Plains (R077CY056NM)

Amarillo Percent of map unit: 4 percent Ecological site: Sandy 16-21" PZ (R077CY035TX)

Tivoli Percent of map unit: 1 percent Ecological site: Sandy 12-17" PZ (R077DY046TX)

Gomez Percent of map unit: 1 percent Ecological site: Sandy Plains (R077CY056NM) 28 APP B-28

Custom Soil Resource Report BS-Brownfield-Springer association, hummocky Map Unit Setting National map unit symbol: dmpk Elevation: 3,500 to 4,400 feet Mean annual precipitation: 12 to 16 inches Mean annual air temperature: 58 to 60 degrees F Frost-free period: 190 to 205 days Farmland classification: Farmland of statewide importance Map Unit Composition Brownfield and similar soils: 65 percent Springer and similar soils: 25 percent Minor components: 1O percent Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Brownfield Setting Landform: Plains Landform position (three-dimensional): Rise Down-slope shape: Linear Across-slope shape: Linear Parent material: Eolian deposits derived from sedimentary rock Typical profile A - Oto 22 inches: fine sand Bt- 22 to 60 inches: sandy clay loam Properties and qualities Slope: Oto 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 2.00 in/hr)

Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mm hos/cm)

Sodium adsorption ratio, maximum in profile: 2.0 Available water storage in profile: Moderate (about 7.0 inches)

Interpretive groups Land capability classification (irrigated): 6e Land capability classification (nonirrigated): 6e Hydrologic Soil Group: B Ecological site: Sandy 12-17" PZ (R077DY046TX) 29 APP B-29

Custom Soil Resource Report Description of Springer Setting Landform: Plains Landform position (three-dimensional): Rise Down-slope shape: Linear Across-slope shape: Linear Parent material: Eolian deposits derived from sedimentary rock Typical profile A - O to 7 inches: loamy fine sand Bt - 7 to 60 inches: fine sandy loam Bk - 60 to 79 inches: fine sandy loam Properties and qualities Slope: Oto 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 6.00 in/hr)

Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 20 percent Gypsum, maximum in profile: 1 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mm hos/cm)

Sodium adsorption ratio, maximum in profile: 2.0 Available water storage in profile: Moderate (about 7.4 inches)

Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Ecological site: Sandy 12-17" PZ (R077DY046TX)

Minor Components Amarillo Percent of map unit: 4 percent Ecological site: Sandy 16-21" PZ (R077CY035TX)

Arvana Percent of map unit: 3 percent Ecological site: Sandy 16-21" PZ (R077CY035TX)

Tivoli Percent of map unit: 2 percent Ecological site: Sandy 12-17" PZ (R077DY046TX)

Dune land Percent of map unit: 1 percent 30 APP B-30

Custom Soil Resource Report KM-Kermit soils and dune land, 0 to 12 percent slopes Map Unit Setting National map unit symbol: dmpx Elevation: 3,000 to 4,400 feet Mean annual precipitation: 10 to 15 inches Mean annual air temperature: 60 to 62 degrees F Frost-free period: 190 to 205 days Farmland classification: Not prime farmland Map Unit Composition Dune land: 45 percent Kermit and similar soils: 45 percent Minor components: 1O percent Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Kermit Setting Landform: Dunes Landform position (two-dimensional): Shoulder, backslope, footslope Landform position (three-dimensional): Side slope Down-slope shape: Convex, linear, concave Across-slope shape: Convex Parent material: Calcareous sandy eolian deposits derived from sedimentary rock Typical profile A - O to 8 inches: fine sand C - 8 to 60 inches: fine sand Properties and qualities Slope: 5 to 12 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Excessively drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Very high (20.00 in/hr)

Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 3 percent Gypsum, maximum in profile: 1 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mm hos/cm)

Sodium adsorption ratio, maximum in profile: 2.0 Available water storage in profile: Low (about 3.1 inches)

Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: A 31 APP B-31

Custom Soil Resource Report Ecological site: Sandhills (R042XC022NM)

Description of Dune Land Setting Landform: Dunes Landform position (two-dimensional): Shoulder, backslope, footslope Landform position (three-dimensional): Side slope Down-slope shape: Convex, linear, concave Across-slope shape: Convex Typical profile A - O to 6 inches: fine sand C - 6 to 60 inches: fine sand Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8e Hydrologic Soil Group: A Minor Components Palomas Percent of map unit: 3 percent Ecological site: Loamy Sand (R042XC003NM)

Pyote Percent of map unit: 3 percent Ecological site: Loamy Sand (R042XC003NM)

Maljamar Percent of map unit: 2 percent Ecological site: Loamy Sand (R042XC003NM)

Wink Percent of map unit: 2 percent Ecological site: Loamy Sand (R042XC003NM)

MU-Mixed alluvial land Map Unit Setting National map unit symbol: dmqg Elevation: 3,600 to 4,400 feet Mean annual precipitation: 12 to 16 inches Mean annual air temperature: 58 to 62 degrees F Frost-free period: 190 to 205 days Farmland classification: Not prime farmland Map Unit Composition Ustifluvents and similar soils: 85 percent Minor components: 15 percent 32 APP B-32

Custom Soil Resource Report Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Ustifluvents Setting Landform: Drainageways Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Tread Down-slope shape: Concave Across-slope shape: Linear Parent material: Mixed alluvium derived from sedimentary rock Typical profile C - O to 60 inches: stratified sand to loamy fine sand to loam to sandy clay loam to clay loam to clay Properties and qualities Slope: Oto 7 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat): Moderately low to very high (0.06 to 20.00 in/hr)

Depth to water table: More than 80 inches Frequency of flooding: Frequent Frequency of ponding: None Calcium carbonate, maximum in profile: 20 percent Gypsum, maximum in profile: 5 percent Salinity, maximum in profile: Nonsaline to moderately saline (0.0 to 8.0 mmhos/cm)

Available water storage in profile: Moderate (about 7.8 inches)

Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: A Ecological site: Bottomland (R042XC017NM)

Minor Components Amarillo Percent of map unit: 7 percent Ecological site: Sandy Plains (R077CY056NM)

Portales Percent of map unit: 7 percent Ecological site: Limy Upland 16-21" PZ (R077CY028TX)

Play as Percent of map unit: 1 percent Landform: Flood-plain playas Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Tread Down-slope shape: Concave Across-slope shape: Concave 33 APP B-33

Custom Soil Resource Report PG-Portales and gomez fine sandy loams Map Unit Setting National map unit symbol: dmqm Elevation: 3,600 to 4,400 feet Mean annual precipitation: 12 to 16 inches Mean annual air temperature: 58 to 60 degrees F Frost-free period: 190 to 205 days Farmland classification: Farmland of statewide importance Map Unit Composition Portales and similar soils: 45 percent Gomez and similar soils: 45 percent Minor components: 1O percent Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Gomez Setting Landform: Plains Landform position (three-dimensional): Dip Down-slope shape: Linear Across-slope shape: Linear Parent material: Calcareous alluvium and/or calcareous lacustrine deposits derived from sedimentary rock Typical profile A - O to 6 inches: fine sandy loam Bk1 - 6 to 22 inches: fine sandy loam Bk2 - 22 to 60 inches: fine sandy loam Properties and qualities Slope: Oto 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): High (2.00 to 6.00 in/hr)

Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 50 percent Gypsum, maximum in profile: 1 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mm hos/cm)

Sodium adsorption ratio, maximum in profile: 2.0 Available water storage in profile: Moderate (about 6.2 inches)

Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4c Hydrologic Soil Group: A 34 APP B-34

Custom Soil Resource Report Ecological site: Sandy 16-21" PZ (R077CY035TX)

Description of Portales Setting Landform: Plains Landform position (three-dimensional): Dip Down-slope shape: Linear Across-slope shape: Linear Parent material: Calcareous alluvium and/or calcareous eolian deposits derived from sedimentary rock Typical profile A - O to 8 inches: fine sandy loam Bk - 8 to 60 inches: clay loam Properties and qualities Slope: Oto 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 2.00 in/hr)

Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 50 percent Gypsum, maximum in profile: 1 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mm hos/cm)

Sodium adsorption ratio, maximum in profile: 2.0 Available water storage in profile: High (about 11.0 inches)

Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Ecological site: Sandy 16-21" PZ (R077CY035TX)

Minor Components Lea Percent of map unit: 4 percent Ecological site: Limy Upland 16-21" PZ (R077CY028TX)

Arvan a Percent of map unit: 3 percent Ecological site: Sandy 16-21" PZ (R077CY035TX)

Amarillo Percent of map unit: 2 percent Ecological site: Sandy Plains (R077CY056NM)

Play as Percent of map unit: 1 percent Landform: Playa floors Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Dip Down-slope shape: Concave 35 APP B-35

Custom Soil Resource Report Across-slope shape: Concave SE-Simona fine sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: dmr2 Elevation: 3,000 to 4,400 feet Mean annual precipitation: 10 to 16 inches Mean annual air temperature: 58 to 62 degrees F Frost-free period: 190 to 205 days Farmland classification: Not prime farmland Map Unit Composition Simona and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Simona Setting Landform: Plains Landform position (three-dimensional): Rise Down-slope shape: Linear Across-slope shape: Linear Parent material: Calcareous eolian deposits derived from sedimentary rock Typical profile A - O to 8 inches: fine sandy loam Bk- 8 to 16 inches: gravelly fine sandy loam Bkm - 16 to 26 inches: cemented material Properties and qualities Slope: Oto 3 percent Depth to restrictive feature: 7 to 20 inches to petrocalcic Natural drainage class: Well drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately low (0.00 to 0.06 in/hr)

Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 35 percent Gypsum, maximum in profile: 1 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mm hos/cm)

Sodium adsorption ratio, maximum in profile: 2.0 Available water storage in profile: Very low (about 2.0 inches)

Interpretive groups Land capability classification (irrigated): 6s Land capability classification (nonirrigated): 7s 36 APP B-36

Custom Soil Resource Report Hydrologic Soil Group: D Ecological site: Shallow Sandy (R042XC002NM)

Minor Components Kimbrough Percent of map unit: 7 percent Ecological site: Very Shallow 16-21" PZ (R077CY037TX)

Lea Percent of map unit: 7 percent Ecological site: Limy Upland 16-21" PZ (R077CY028TX)

Play as Percent of map unit: 1 percent Landform: Playa floors Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Dip Down-slope shape: Concave Across-slope shape: Concave SR-Simona-Upton association Map Unit Setting National map unit symbol: dmr3 Elevation: 3,000 to 4,400 feet Mean annual precipitation: 10 to 16 inches Mean annual air temperature: 58 to 62 degrees F Frost-free period: 190 to 205 days Farmland classification: Not prime farmland Map Unit Composition Simona and similar soils: 50 percent Upton and similar soils: 35 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Simona Setting Landform: Ridges Landform position (two-dimensional): Shoulder Landform position (three-dimensional): Rise Down-slope shape: Convex Across-slope shape: Linear Parent material: Calcareous eolian deposits derived from sedimentary rock Typical profile A - 0 to 8 inches: gravelly fine sandy loam Bk - 8 to 16 inches: fine sandy loam Bkm - 16 to 26 inches: cemented material 37 APP B-37

Custom Soil Resource Report Properties and qualities Slope: Oto 3 percent Depth to restrictive feature: 7 to 20 inches to petrocalcic Natural drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately low (0.00 to 0.06 in/hr)

Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 50 percent Gypsum, maximum in profile: 1 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mm hos/cm)

Sodium adsorption ratio, maximum in profile: 2.0 Available water storage in profile: Very low (about 1.9 inches)

Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: D Ecological site: Shallow Sandy (R042XC002NM )

Description of Upton Setting Landform: Ridges Landform position (two-dimensional): Shoulder Landform position (three-dimensional): Rise Down-slope shape: Convex Across-slope shape: Linear Parent material: Calcareous eolian deposits derived from sedimentary rock Typical profile A - 0 to 8 inches: gravelly loam Bkm - 8 to 18 inches: cemented material BCk- 18 to 60 inches: very gravelly loam Properties and qualities Slope: Oto 3 percent Depth to restrictive feature: 7 to 20 inches to petrocalcic Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Low to moderately high (0.01 to 0.60 in/hr)

Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 75 percent Gypsum, maximum in profile: 1 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mm hos/cm)

Sodium adsorption ratio, maximum in profile: 2.0 Available water storage in profile: Very low (about 0.9 inches)

Interpretive groups Land capability classification (irrigated): 6e Land capability classification (nonirrigated): 7s 38 APP B-38

Custom Soil Resource Report Hydrologic Soil Group: D Ecological site: Shallow (R042XC025NM)

Minor Components Stegall Percent of map unit: 5 percent Ecological site: Limy Upland 16-21" PZ (R077CY028TX)

Kimbrough Percent of map unit: 5 percent Ecological site: Very Shallow 16-21" PZ (R077CY037TX)

Slaughter Percent of map unit: 4 percent Ecological site: Limy Upland 16-21" PZ (R077CY028TX)

Play as Percent of map unit: 1 percent Landform: Playa floors Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Dip Down-slope shape: Concave Across-slope shape: Concave 39 APP B-39

References American Association of State Highway and Transportation Officials (AASHTO). 2004.

Standard specifications for transportation materials and methods of sampling and testing. 24th edition.

American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00.

Cowardin , L.M. , V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31.

Federal Register. July 13, 1994. Changes in hydric soils of the United States.

Federal Register. September 18, 2002. Hydric soils of the United States.

Hurt, G.W. , and L.M. Vasi las , editors. Version 6.0 , 2006. Field indicators of hydric soils in the United States.

National Research Council. 1995. Wetlands: Characteristics and boundaries.

Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S.

Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/nrcs/

detail/national/soils/?cid=nrcs 142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http://www.nrcs.usda.gov/wps/portal/

nrcs/detail/national/soils/?cid=nrcs 142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http://www.nrcs.usda.gov/wps/

portal/nrcs/detail/national/soils/?cid=n res 142 p2_053580 Tiner, R.W. , Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control , Wetlands Section.

United States Army Corps of Engineers , Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1.

United States Department of Agriculture, Natural Resources Conservation Service.

National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/

home/?cid=nrcs 142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service.

National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/

detail/national/land use/rangepastu re/?cid =stelprd b 1043084 40 APP B-40

Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service.

National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/

nrcs/detail/soils/scientists/?cid=nrcs 142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service.

2006. Land resource regions and major land resource areas of the United States , the Caribbean , and the Pacific Basin. U.S. Department of Agriculture Handbook 296.

http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?

cid=nrcs 142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http://

www.nrcs.usda.gov/lnternet/FSE_DOCUMENTS/nrcs142p2_052290.pdf 41 APP B-41

APPENDIX C CALCULATIONS WCS\FINAL\15052\ REVISION 4 R191010_CISF REPORT.DOCX 10 OCTOBER 2019

APPENDIXC WCS - CISF FLOOD ANALYSIS POST-DEVELOPMENT CURVE NUMBER CALCULATIONS DES CHK wcs DD 9/6/2016 DD 3/8/2016 File: 15052 - CN Revised 12/08/2016 DD Revised 09/13/19 DD CURVE NUMBER

Reference:

1. drawing: S:\CAD\WCS\15052 CISF Floodplain\Engineering\15052- P CN.dwg

2. Soil information taken from US Department Of Agriculture, Natural Resources Conservation Service Custom Soil Resource Report For Andrews County, Texas, And Lea County, New Mexico, dated December 22, 2015

3. Texas Engineering Technical Note, No. 210-18-TX5, Estimating Runoff for Conservation Practices, 1990 Drainage Area - P DA 1 A= 101.5 Acres 0.159 sq mi ARC I Adjustment** ARC Ill Adjustment**

Cover Type & Hydrolociic Condition Soil Type Hyd, Soil Group Area CN* Area X CN (60 Min.) (60 Min.)

Desert Shrub Poor JPC B/A*** 55.08 77 4241 .2 Imo. Cover 0.00 98 0.0 Desert Shrub Poor TwB B 12.79 77 984.8 Imo. Cover 0.00 98 0.0 Desert Shrub Poor BCB D 13.19 88 1160.7 Imp. Cover 0.00 98 0.0 Desert Shrub Poor RaB B 18.43 77 1419.1 Imp. Cover 2.00 98 196.0 Total 101 .5 8001.8 COMPOSITE CN 79 62 91 Drainage Area - P DA 2A A= 25.8 Acres 0.040 sq mi ARC I Adjustment** ARC Ill Adjustment**

Cover T e & H drolo ic Condition SoilT e H d. Soil Grau Area CN* Area X CN (60 Min.) (60 Min.)

Desert Shrub Poor BcB D 25.75 88 2266.0 Im . Cover 0.00 98 0.0 Desert Shrub Poor RaB B 0.05 77 3.6 Im . Cover 0.00 98 0.0 Total 25.8 2269.6 COMPOSITE CN 88 75 95 Drainage Area - P DA 2B A= 9.6 Acres 0.015 sq mi ARC I Adjustment** ARC Ill Adjustment**

Cover Tvoe & Hydrolociic Condition Soil Type Hyd. Soil Group Area CN* Area X CN (60 Min.) (60 Min.)

Desert Shrub Poor BcB D 7.88 88 693.2 Imo. Cover 0.00 98 0.0 Desert Shrub Poor RaB B 1.71 77 131.3 Imo. Cover 0.00 98 0.0 Total 9.6 824.5 COMPOSITE CN 86 72 94 WCSIFINAL\150521 APP C-1 REVISION 4 R190913_CURVE NO 10 OCTOBER 2019

APPENDIX C WCS - CISF FLOOD ANALYSIS POST-DEVELOPMENT CURVE NUMBER CALCULATIONS Drainage Area - P DA 3 A= 42.8 Acres 0.067 sq mi ARC I Adjustment** ARC III Adjustment**

Cover Type & Hydrologic Condition Soil Type Hyd. Soil Group Area CN* Area x CN (60 Min.) (60 Min.)

Desert Shrub Poor RaB B 2.95 77 227.1 Imp. Cover 0.00 0 0.0 Desert Shrub Poor BcB D 34.20 88 3009.6 Imp. Cover 5.65 98 553.8 Total 42.8 3790.5 COMPOSITE CN 89 76 96 Drainage Area - P DA 4 A= 679.34 Acres 1.061 sq mi ARC I Adjustment** ARC III Adjustment**

Cover Type & Hydrologic Condition Soil Type Hyd. Soil Group Area CN* Area x CN (60 Min.) (60 Min.)

Stockpile (Bare soil) D 60.67 94 5703.3 Desert Shrub Poor JPC B/A*** 150.67 77 11601.5 Imp. Cover 21.88 98 2143.9 Desert Shrub Poor RaB B 215.19 77 16569.4 Imp. Cover 4.48 98 439.3 Desert Shrub Poor BcB D 98.43 88 8662.1 Imp. Cover 54.29 98 5320.2 Desert Shrub Poor TwB B 25.88 77 1992.8 Imp. Cover 47.81 98 4685.8 Total 679.3 57118.4 COMPOSITE CN 84 68 93

Taken from Table 2c of Texas Engineering Technical Note, Hydrology, No. 210-18-TX5, Estimating Runoff for Conservation Practices

- Taken from Table 3 of Texas Engineering Technical Note, Hydrology, No. 210-18-TX5, Estimating Runoff for Conservation Practices

- - USDA Soil Survey indicates 46% A and 50% B. CN is conservatively calculated to be 100% B WCS\FINAL\15052\ APP C-2 REVISION 4 R190913_CURVE NO 10 OCTOBER 2019

APPENDIX C WCS - CISF FLOOD ANALYSIS POST-DEVELOPMENT DRAINAGE AREA TIME OF CONCENTRATION DES CHK WCS DD 9/6/2016 DD 3/8/2016 Revised 12/08/16 DD Revised 09/23/19 DD

Reference:

1. United States Department of Agriculture, Urban Hydrology for Small Watersheds TR-55, 1986

2. Reference Drawing: S:\CAD\WCS\15052 CISF Floodplain\Engineering\15052 - P Hydraulic Calcs DD.dwg P DA 1 P DA 2A P DA 2B P DA 3 P DA 4 Drainage Area A 101.5 (acres) A 25.8 (acres) A 9.6 (acres) A 42.8 (acres) A 679.3 (acres) 0.159 (sqmi) 0.040 (sqmi) 0.015 (sqmi) 0.067 (sqmi) 1.061 (sqmi)

Sheet Flow Manning's roughness coef.1 n 0.15 n/a n 0.011 n/a n 0.011 n/a n 0.011 n/a n 0.15 n/a Flow Length L 300 feet L 300 feet L 300 feet L 300 feet L 300 feet 2-year, 24-hour rainfall P2 2.5 inches P2 2.5 inches P2 2.5 inches P2 2.5 inches P2 2.5 inches Slope s 0.015 ft/ft s 0.003 ft/ft s 0.005 ft/ft s 0.003 ft/ft s 0.01400 ft/ft Travel time2 Tt 0.50 hours Tt 0.11 hours Tt 0.10 hours Tt 0.11 hours Tt 0.51 hours 30.0 min. 6.8 min. 5.7 min. 6.8 min. 30.8 min.

Shallow Concentrated Flow Flow Length L 1540 feet L 1589 feet L 784 feet L 1681 feet L 3545 feet Slope s 0.01650 ft/ft s 0.00736 ft/ft s 0.00714 ft/ft s 0.00476 ft/ft s 0.00555 ft/ft Surface (1=paved or 2=unpaved) 2 n/a 2 n/a 2 n/a 2 n/a 2 n/a Velocity3 V 2.07 ft/sec V 1.38 ft/sec V 1.36 ft/sec V 1.11 ft/sec V 1.20 ft/sec Travel time Tt 0.21 hours Tt 0.32 hours Tt 0.16 hours Tt 0.42 hours Tt 0.82 hours 12.38 min. 19.13 min. 9.58 min. 25.17 min. 49.15 min.

Manning's Equation Flow Length L 1605 feet L 0 feet L 0 feet L 0 feet L 0 feet Slope S 0.00460 ft/ft S 0.00000 ft/ft S 0.00000 ft/ft S 0.00000 ft/ft S 0.00000 ft/ft roughness4 n 0.028 n/a n 0.028 n/a n 0.028 n/a n 0.028 n/a n 0.028 n/a Open Channel Bottom Width BW 150 feet BW 0 feet BW 0 feet BW 0 feet BW 0 feet Side Slopes (ft/ft, H:V) Rt. H:V 125 feet H:V 0 feet H:V 0 feet H:V 0 feet H:V 0 feet Side Slopes (ft/ft, H:V) Lt. H:V 125 feet H:V 0 feet H:V 0 feet H:V 0 feet H:V 0 feet Depth d 0.5 feet d 0 feet d 0 feet d 0 feet d 0 feet Flow Rate Q 203 cfs Q 0 cfs Q 0 cfs Q 0 cfs Q 0 cfs Velocity V 1.91 ft/sec V 0 ft/sec V 0 ft/sec V 1 ft/sec V 1 ft/sec Travel time Tt 0.23 hours Tt 0.00 hours Tt 0.00 hours Tt 0.00 hours Tt 0.00 hours 14.01 min. 0.00 min. 0.00 min. 0.00 min. 0.00 min.

Total Travel Time T 0.94 hours T 0.43 hours T 0.26 hours T 0.53 hours T 1.33 hours T 56.34 min. T 25.89 min. T 15.33 min. T 31.93 min. T 79.94 min.

Lag Time (Tc*0.6) Tlag 0.56 hours Tlag 0.26 hours Tlag 0.15 hours Tlag 0.32 hours Tlag 0.80 hours Tlag 33.80 min. Tlag 15.53 min. Tlag 9.20 min. Tlag 19.16 min. Tlag 47.97 min.

Notes:

1. Manning's roughness coefficient taken from ' Table 3-1 Roughness coefficients (Manning's n) for sheet flow' - United States Department of Agriculture, Urban Hydrology for Small Watersheds TR-55 , 1986

2. Equation 3-3, United States Department of Agriculture, Urban Hydrology for Small Watersheds TR-55 , 1986

3. Figure 3-1, United States Department of Agriculture, Urban Hydrology for Small Watersheds TR-55 , 1986

4. Reference Manning's 'n' calculations in APPDX C: POST-DEVELOPMENT HYDRAULIC CALCULATIONS S:\Projects\W - Z\WCS (Waste Control Specialists)\draft\15052 Floodplain Analysis CISF\Engineering\15052 - Tc.xls WCS\FINAL\15052\ APP C-3 REVISION 4 R190923_TC\P PMP 10 OCTOBER 2019

APPENDIX C WCS - CISF FLOOD ANALYSIS POST-DEVELOPMENT HYDRAULIC CALCULATIONS DES CHK WCS AVV 3/8/2016 DD 3/8/2016

Reference:

1. Guide for Selecting Manning's Roughness Coefficients for Natural Channels and Flood Plains, The U.S. Department of Transportation, 1984 Manning's Roughness Coefficient Eq. 3 n = (n0 + n1 + n2 + n3 + n4)m Where: n0= a base value of n for straight, uniform, smooth channel in natural materials n1= a value added to correct for the effect of surface irregularities n2= a value for variations in shape and size of the channel cross section n3= a value for obstructions n4= a value for vegetation and flow conditions m= a correction factor for meandering of the channel Channel Roughness n 0= 0.020 earth Table1 n 1= 0.000 smooth Table 2 n 2= 0.000 gradual Table 2 n 3= 0.000 neglible Table 2 n 4= 0.008 low Table 2 m= 1.0 minor Table 2 n = (0.02 + 000 + 000 + 000 + 0.008)1.0

= 0.028 WCS\FINAL\15052\ REVISION 0 R161209_HYDRAULIC CALCSManning's n APP C-4 8 MARCH 2016

APPENDIX C WCS - CISF FLOOD ANALYSIS POST-DEVELOPMENT HYDRAULIC CALCULATIONS DES CHK WCS AVV 3/8/2016 DD 3/8/2016 Revised 12/09/2016 DD Revised 10/01/2019 DD

Reference:

1. Topographic aerial survey provided by Dallas Aerial Surveys, Inc., flown 5292014. 10220 Forest Lane, Dallas, Texas 2143492190, 8008622190, Fax 2143492193.

2. Reference Drawing: S:\CAD\WCS\15052 CISF Floodplain\Engineering\15052 P Hydraulic Calcs DD.dwg Manning's Formula Q = vA = (1.49/n)AR2/3s1/2 Where:

Q= Flow Rate (cfs) v= velocity, (ft/s)

A= Flow Area, (ft2) n= Mannings Roughness Coefficient R= Hydraulic Radius, (ft) s= Channel Slope, (ft/ft)

AP1 Stateline Road Road Elevation at P AP 1: 3486.5 ft AMC I 100 YR Roughness Channel Left Side Right Side Bottom Peak Peak Peak Coef Slope Slope Slope Width Discharge Velocity Depth n2 (ft/ft) (ft/ft) (H:V) (ft/ft) (H:V) (ft) (CFS) (ft/s) (ft) 0.028 0.0046 125 125 150 119.4 1.59 0.38 500 YR Roughness Channel Left Side Right Side Bottom Peak Peak Peak Coef Slope Slope Slope Width Discharge Velocity Depth n2 (ft/ft) (ft/ft) (H:V) (ft/ft) (H:V) (ft) (CFS) (ft/s) (ft) 0.028 0.0046 125 125 150 247.7 2.01 0.56 PMP Roughness Channel Left Side Right Side Bottom Peak Peak Peak Coef Slope Slope Slope Width Discharge Velocity Depth n2 (ft/ft) (ft/ft) (H:V) (ft/ft) (H:V) (ft) (CFS) (ft/s) (ft) 0.028 0.0046 125 125 150 413.3 2.35 0.73 AMC II 100 YR Roughness Channel Left Side Right Side Bottom Peak Peak Peak Coef Slope Slope Slope Width Discharge Velocity Depth n2 (ft/ft) (ft/ft) (H:V) (ft/ft) (H:V) (ft) (CFS) (ft/s) (ft) 0.028 0.0046 125 125 150 225.5 1.97 0.53 WCS\FINAL\15052\ REVISION 4 R191001_HYDRAULIC CALCSStateline Road APP C-5 10 OCTOBER 2019

APPENDIX C WCS - CISF FLOOD ANALYSIS POST-DEVELOPMENT HYDRAULIC CALCULATIONS 500 YR Roughness Channel Left Side Right Side Bottom Peak Peak Peak Coef Slope Slope Slope Width Discharge Velocity Depth n2 (ft/ft) (ft/ft) (H:V) (ft/ft) (H:V) (ft) (CFS) (ft/s) (ft) 0.028 0.0046 125 125 150 376.6 2.27 0.7 PMP Roughness Channel Left Side Right Side Bottom Peak Peak Peak Coef Slope Slope Slope Width Discharge Velocity Depth n2 (ft/ft) (ft/ft) (H:V) (ft/ft) (H:V) (ft) (CFS) (ft/s) (ft) 0.028 0.0046 125 125 150 424.2 2.36 0.74 AMC III 100 YR Roughness Channel Left Side Right Side Bottom Peak Peak Peak Coef Slope Slope Slope Width Discharge Velocity Depth n2 (ft/ft) (ft/ft) (H:V) (ft/ft) (H:V) (ft) (CFS) (ft/s) (ft) 0.028 0.0046 125 125 150 294.7 2.09 0.62 500 YR Roughness Channel Left Side Right Side Bottom Peak Peak Peak Coef Slope Slope Slope Width Discharge Velocity Depth n2 (ft/ft) (ft/ft) (H:V) (ft/ft) (H:V) (ft) (CFS) (ft/s) (ft) 0.028 0.0046 125 125 150 444.8 2.39 0.76 PMP Roughness Channel Left Side Right Side Bottom Peak Peak Peak Coef Slope Slope Slope Width Discharge Velocity Depth n2 (ft/ft) (ft/ft) (H:V) (ft/ft) (H:V) (ft) (CFS) (ft/s) (ft) 0.028 0.0046 125 125 150 426.9 2.34 0.75 WCS\FINAL\15052\ REVISION 4 R191001_HYDRAULIC CALCSStateline Road APP C-6 10 OCTOBER 2019

APPENDIX C WCS - CISF FLOOD ANALYSIS POST-DEVELOPMENT HYDRAULIC CALCULATIONS AP2B Stateline Road Road Elevation at P AP 2B: 3486.4 ft Assumptions: Road is basically flat at this location, therefore use a large bottom width and relatively flat side slopes.

AMC I 100 YR Roughness Channel Left Side Right Side Bottom Peak Peak Peak Coef Slope Slope Slope Width Discharge Velocity Depth n2 (ft/ft) (ft/ft) (H:V) (ft/ft) (H:V) (ft) (CFS) (ft/s) (ft) 0.028 0.007 500 500 500 37.1 0.76 0.09 500 YR Roughness Channel Left Side Right Side Bottom Peak Peak Peak Coef Slope Slope Slope Width Discharge Velocity Depth n2 (ft/ft) (ft/ft) (H:V) (ft/ft) (H:V) (ft) (CFS) (ft/s) (ft) 0.028 0.007 500 500 500 65.5 0.97 0.12 PMP Roughness Channel Left Side Right Side Bottom Peak Peak Peak Coef Slope Slope Slope Width Discharge Velocity Depth n2 (ft/ft) (ft/ft) (H:V) (ft/ft) (H:V) (ft) (CFS) (ft/s) (ft) 0.028 0.007 500 500 500 39.8 0.81 0.09 AMC II 100 YR Roughness Channel Left Side Right Side Bottom Peak Peak Peak Coef Slope Slope Slope Width Discharge Velocity Depth n2 (ft/ft) (ft/ft) (H:V) (ft/ft) (H:V) (ft) (CFS) (ft/s) (ft) 0.028 0.007 500 500 500 53 0.87 0.11 500 YR Roughness Channel Left Side Right Side Bottom Peak Peak Peak Coef Slope Slope Slope Width Discharge Velocity Depth n2 (ft/ft) (ft/ft) (H:V) (ft/ft) (H:V) (ft) (CFS) (ft/s) (ft) 0.028 0.007 500 500 500 82.5 1.03 0.14 PMP Roughness Channel Left Side Right Side Bottom Peak Peak Peak Coef Slope Slope Slope Width Discharge Velocity Depth n2 (ft/ft) (ft/ft) (H:V) (ft/ft) (H:V) (ft) (CFS) (ft/s) (ft) 0.028 0.007 500 500 500 40.2 0.82 0.09 WCS\FINAL\15052\ REVISION 4 R191001_HYDRAULIC CALCSStateline Road APP C-7 10 OCTOBER 2019

APPENDIX C WCS - CISF FLOOD ANALYSIS POST-DEVELOPMENT HYDRAULIC CALCULATIONS AMC III 100 YR Roughness Channel Left Side Right Side Bottom Peak Peak Peak Coef Slope Slope Slope Width Discharge Velocity Depth n2 (ft/ft) (ft/ft) (H:V) (ft/ft) (H:V) (ft) (CFS) (ft/s) (ft) 0.028 0.007 500 500 500 59.9 0.89 0.12 500 YR Roughness Channel Left Side Right Side Bottom Peak Peak Peak Coef Slope Slope Slope Width Discharge Velocity Depth n2 (ft/ft) (ft/ft) (H:V) (ft/ft) (H:V) (ft) (CFS) (ft/s) (ft) 0.028 0.007 500 500 500 88.5 1.03 0.15 PMP Roughness Channel Left Side Right Side Bottom Peak Peak Peak Coef Slope Slope Slope Width Discharge Velocity Depth n2 (ft/ft) (ft/ft) (H:V) (ft/ft) (H:V) (ft) (CFS) (ft/s) (ft) 0.028 0.007 500 500 500 40.3 0.82 0.09 Notes:

1. Channel geometry sources from aerial survey provided by Dallas Aerial Surveys, Inc., flown 5292014.

2. See Manning's Roughness Coefficient calculation. Manning's n from Guide for Selecting Manning's Roughness Coefficients for Natural Channels and Flood Plains, The U.S. Department of Transportation, 1984

3. Peak velocity and depth calculated using AutoCAD Civil 3D Hydraflow Express 2019.

WCS\FINAL\15052\ REVISION 4 R191001_HYDRAULIC CALCSStateline Road APP C-8 10 OCTOBER 2019

APPENDIX C WCS - CISF FLOOD ANALYSIS POST-DEVELOPMENT ELEVATION-STORAGE TABLES DES CHK WCS AVV 2/1/2016 DD 2/4/2016 Revised 09/23/19 DD Elevation-Storage-Discharge

Reference:

1. 2008 URS AsBuilt Rail Drawings R/T Infrastructure Improvements Facilities G.E. Hudson River Project Andrews County, Texas Project No. 29600

2. Topographic aerial survey provided by Dallas Aerial Surveys, Inc., flown 5292014. 10220 Forest Lane, Dallas, Texas 2143492190, 8008622190, Fax 2143492193.

3. Reference Drawing: S:\CAD\WCS\15052 CISF Floodplain\Engineering\15052 P GRND 92319.dwg P DA 2A Elevation1 Storage Storage ft cu yd acft 3480 0 0.0000 3481 0.24 0.0001 3482 4 0.0024 3483 23 0.0142 3484 61 0.0379 3485 201 0.1244 3486 436 0.2699 3486.4 476 0.2947 Notes:

1. Topographic elevations reference aerial survey provided by Dallas Aerial Surveys, Inc., flown 5292014.

WCS\FINAL\15052\ REVISION 4 R190924 ELEV STORAGE\DA 2A APP C-9 10 OCTOBER 2019

APPENDIX C WCS - CISF FLOOD ANALYSIS POST-DEVELOPMENT ELEVATION-STORAGE TABLES DES CHK WCS AVV 2/1/2016 DD 2/4/2016 Elevation-Storage-Discharge

Reference:

1. 2008 URS As-Built Rail Drawings - R/T Infrastructure Improvements Facilities G.E. Hudson River Project Andrews County, Texas Project No. 29600

2. Topographic aerial survey provided by Dallas Aerial Surveys, Inc., flown 5-29-2014. 10220 Forest Lane, Dallas,

3. WCS CISF Rail Plans, 1/22/16

4. Reference Drawing: S:\CAD\WCS\15052 CISF Floodplain\Engineering\15052 - Elevation-Storage Calcs.dwg.dwg P DA 3 Elevation1 Storage Storage ft cu yd ac-ft 3484 0 0.0000 3486 12111 7.5068 3488 43926 27.2267 3490 103970 64.4437 Notes:

1. Topographic elevations reference aerial survey provided by Dallas Aerial Surveys, Inc., flown 5-29-2014.

WCS\FINAL\15052\ APP C-10 REVISION 0 R161208 ELEV STORAGE\DA3 23 FEBRUARY 2016

APPENDIX C WCS - CISF FLOOD ANALYSIS POST-DEVELOPMENT ELEVATION-STORAGE TABLES DES CHK WCS AVV 2/1/2016 DD 2/4/2016 Revised 12/08/16 DD Elevation-Storage-Discharge

Reference:

1. 2008 URS As-Built Rail Drawings - R/T Infrastructure Improvements Facilities G.E. Hudson River Project Andrews County, Texas Project No. 29600

2. Topographic aerial survey provided by Dallas Aerial Surveys, Inc., flown 5-29-2014. 10220 Forest Lane, Dallas,

3. WCS CISF Rail Plans, 1/22/16

4. Reference Drawing: S:\CAD\WCS\15052 CISF Floodplain\Design\Surfaces\15052 - EX TOPO & PROP.dwg Playa Elevation1 Storage Storage ft cu yd ac-ft 3476.65 0 0 3478 3559 2.2060 3480 34133 21.1567 3482 84014 52.0744 3484 172618 106.9938 3486 476370 295.2684 3487 762062 472.3489 3488 1104022 684.3060 3489 1514069 938.4654 3490 1963987 1217.3381 Notes:

1. Topographic elevations reference aerial survey provided by Dallas Aerial Surveys, Inc., flown 5-29-2014.

WCS\FINAL\15052\ APP C-11 REVISION 0 R161208 ELEV STORAGE\DA3 23 FEBRUARY 2016

APPENDIX C WCS - CISF FLOOD ANALYSIS POST-DEVELOPMENT NON-LEVEL DAM TOP CROSS SECTIONS DES CHK WCS AVV 3/8/2016 DD 3/8/2016 Revised: 09/27/2019 DD Cross Sections

Reference:

1. Topographic aerial survey provided by Dallas Aerial Surveys, Inc., flown 5292014. 10220 Forest Lane, Dallas, Texas 2143492190, 8008622190, Fax 2143492193.

2. 2008 URS AsBuilt Rail Drawings R/T Infrastructure Improvements Facilities G.E. Hudson River Project Andrews County, Texas Project No. 29600

3. Reference Drawing: S:\CAD\WCS\15052 CISF Floodplain\Engineering\15052 P GRND 92319.dwg (Alignment Stateline RD Profile).

NonLevel Dam P DA 2A Profile Station Station Elevation 100.00 3486.40 193.95 3486.22 346.64 3485.70 354.52 3485.41 382.77 3484.02 385.72 3484.02 402.37 3486.00 408.34 3486.40 WCS\FINAL\15052\ REVISION 4 R190927_CROSS SECTIONS\P DA 2A OVERTOP APP C-12 10 OCTOBER 2019

APPENDIX C WCS - CISF FLOOD ANALYSIS POST-DEVELOPMENT NON-LEVEL DAM TOP CROSS SECTIONS DES CHK WCS AVV 3/8/2016 DD 3/8/2016 Cross Sections

Reference:

1. WCS CISF Rail Plans, 1/22/16 NonLevel Dam P DA 3 Rail XS Station Slope Station1 Elevation Ahead prail 5477.49 3489.00 0.16%

prail 5489.81 3488.98 0.13%

prail 5689.81 3488.72 0.13%

prail 5889.81 3488.46 0.13%

prail 6089.81 3488.20 0.12%

prail 6262.89 3488.00 0.22%

prail 6632.18 3488.80 0.06%

prail 7407.91 3489.23 NOTES:

1. Proposed rail stations reference the proposed WCS CISF Rail Plans, 1/22/16 WCS\FINAL\15052\ REVISION 0 R160308_CROSS SECTIONS\P DA 3 OVERTOP APP C-13 8 MARCH 2016

APPENDIX C WCS - CISF FLOOD ANALYSIS POST-DEVELOPMENT NON-LEVEL DAM TOP CROSS SECTIONS DES CHK WCS AVV 3/8/2016 DD 3/8/2016 Cross Sections

Reference:

1. 2008 URS AsBuilt Rail Drawings R/T Infrastructure Improvements Facilities G.E. Hudson River Project Andrews County, Texas Project No. 29600

2. Topographic aerial survey provided by Dallas Aerial Surveys, Inc., flown 5292014. 10220 Forest Lane, Dallas, Texas 2143492190, 8008622190, Fax 2143492193.

3. Reference Drawing: S:\CAD\WCS\15052 CISF Floodplain\Engineering\15052 P Hydraulic Calcs PMP.dwg NonLevel Dam P DA 4 Rail XS Station Slope Station Station Elevation Ahead exrail1 8500.00 8500.00 3489.96 0.12%

exrail1 9900.00 9900.00 3488.28 0.15%

exrail1 10017.67 10017.67 3488.10 0.20%

exrail1 10387.00 10387.00 3487.36 8.00%

topo2 10404.00 3486.00 5.58%

topo2 10439.87 3488.00 0.00%

topo2 10742.10 3488.00 0.65%

topo2 11051.85 3490.00 NOTES:

1. Existing rail stations reference 2008 URS rail asbuilt drawings R/T Infrastructure Improvements Facilities G.E.

Hudson River Project Andrews County, Texas Project No. 29600 and are approximate

2. Topographic elevations come from the topographic aerial survey provided by Dallas Aerial Surveys, Inc., flown 529 2014.

WCS\FINAL\15052\ REVISION 0 R160308_CROSS SECTIONS\P DA 4 OVERTOP APP C-14 8 MARCH 2016

APPENDIX C WCS - CISF FLOOD ANALYSIS POST-DEVELOPMENT PAD OVERLAND DEPTH OF FLOW DES CHK WCS AVV 3/8/2016 DD 3/8/2016 Revised 11/11/16 Clarifications DD

Reference:

1. Reference Drawing: Figure 1.1.2-1

2. Fundamentals of Hydraluic Engineering Systems, Ned H.C. Hwang, 1982 Manning Equation 2/3 1/2 v= 1.49/n*Rh *s Where, v= velocity (ft/s) n= Manning's n Rh= hydraulic radius s= slope (ft/ft)

And q= v*y Where, 2

q= unit discharge (ft /s) y= depth For sheet flow and a wide rectangular channel:

Rh y Reference 2, page 182 Therefore q= (1.49/n*y2/3*s1/2)(y) 5/3 1/2

= 1.49/n*y *s And 1/2 3/5 y= (q/(1.49/n*s ))

v= q/y Where, q= unit discharge (ft2/s) v= velocity (ft/s) n= Manning's n y= depth s= slope (ft/ft)

Max flow qMax= I*L Where, 2

qMax= maximum unit discharge (ft /s)

I= maximum rainfaill Intensity L= Length of Pad WCS\FINAL\15052.01\ REVISION 2 R161212_Sheet Flow of Pads.xlsx APP C-15 12 DECEMBER 2016

Max depth ymax= (qmax/(1.49/n*s1/2))3/5 Where, ymax= Maximum depth of flow (ft) qMax= Maximum unit discharge n= Manning's n s= slope (ft/ft)

Max velocity vmax= qmax/ymax Where, 2

qMax= maximum unit discharge (ft /s) ymax= Maximum depth of flow (ft)

Inputs s= 0.0075 ft/ft phase slope L= 515 ft length of phase I= 0.210 in/min Max 500 yr24hr rainfall intensity (HECHMS 500 yr SCS Storm) 2.92E04 ft/s n= 0.015 manning's n for concrete Calculation qMax= I*L 2

qMax= 1.50E01 ft /s ymax = 0.088154 ft

= 1.1 in vmax= 1.7 ft/s WCS\FINAL\15052.01\ REVISION 2 R161212_Sheet Flow of Pads.xlsx APP C-16 12 DECEMBER 2016

APPENDIX D HEC-HMS OUTPUT WCS\FINAL\15052\ REVISION 4 R191010_CISF REPORT.DOCX 10 OCTOBER 2019

Project: 15052-CISF Simulation Run: 100 YR 24 HR Start of Run: 01Jan2016, 00:00 Basin Model: P AP 1 AMC I End of Run: 02Jan2016, 12:00 Meteorologic Model: 100 yr Compute Time: 24Sep2019, 16:58:21 Control Specifications:Control 24 HR Storms Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

P DA 1 0.159 119.4 01Jan2016, 12:29 2.09 APP D-1

Project: 15052-CISF Simulation Run: 500 YR 24 HR Start of Run: 01Jan2016, 00:00 Basin Model: P AP 1 AMC I End of Run: 02Jan2016, 12:00 Meteorologic Model: 500 yr Compute Time: 24Sep2019, 17:24:35 Control Specifications:Control 24 HR Storms Hydrologic Drainage Area Peak DischargeTime of Peak Volume Element (MI2) (CFS) (IN)

P DA 1 0.159 247.7 01Jan2016, 12:27 4.11 APP D-2

Project: 15052-CISF Simulation Run: PMP Dist A Start of Run: 01Jan2016, 00:00 Basin Model: P AP 1 AMC I End of Run: 05Jan2016, 00:00 Meteorologic Model: PMP Distribution A Compute Time: 25Sep2019, 11:16:23 Control Specifications:Control PMP Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

P DA 1 0.159 413.3 03Jan2016, 06:01 33.97 APP D-3

Project: 15052-CISF Simulation Run: 100 YR 24 HR Start of Run: 01Jan2016, 00:00 Basin Model: P AP 1 AMC II End of Run: 02Jan2016, 12:00 Meteorologic Model: 100 yr Compute Time: 25Sep2019, 11:32:56 Control Specifications:Control 24 HR Storms Hydrologic Drainage Area Peak DischargeTime of Peak Volume Element (MI2) (CFS) (IN)

P DA 1 0.159 225.5 01Jan2016, 12:26 3.68 APP D-4

Project: 15052-CISF Simulation Run: 500 YR 24 HR Start of Run: 01Jan2016, 00:00 Basin Model: P AP 1 AMC II End of Run: 02Jan2016, 12:00 Meteorologic Model: 500 yr Compute Time: 25Sep2019, 11:35:21 Control Specifications:Control 24 HR Storms Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

P DA 1 0.159 376.6 01Jan2016, 12:26 6.17 APP D-5

Project: 15052-CISF Simulation Run: PMP Dist A Start of Run: 01Jan2016, 00:00 Basin Model: P AP 1 AMC II End of Run: 05Jan2016, 00:00 Meteorologic Model: PMP Distribution A Compute Time: 25Sep2019, 11:37:05 Control Specifications:Control PMP Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

P DA 1 0.159 424.2 03Jan2016, 06:00 37.48 APP D-6

Project: 15052-CISF Simulation Run: 100 YR 24 HR Start of Run: 01Jan2016, 00:00 Basin Model: P AP 1 AMC III End of Run: 02Jan2016, 12:00 Meteorologic Model: 100 yr Compute Time: 25Sep2019, 11:39:00 Control Specifications:Control 24 HR Storms Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

P DA 1 0.159 294.7 01Jan2016, 12:25 4.96 APP D-7

Project: 15052-CISF Simulation Run: 500 YR 24 HR Start of Run: 01Jan2016, 00:00 Basin Model: P AP 1 AMC III End of Run: 02Jan2016, 12:00 Meteorologic Model: 500 yr Compute Time: 25Sep2019, 11:40:30 Control Specifications:Control 24 HR Storms Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

P DA 1 0.159 444.8 01Jan2016, 12:25 7.63 APP D-8

Project: 15052-CISF Simulation Run: PMP Dist A Start of Run: 01Jan2016, 00:00 Basin Model: P AP 1 AMC III End of Run: 05Jan2016, 00:00 Meteorologic Model: PMP Distribution A Compute Time: 25Sep2019, 11:42:16 Control Specifications:Control PMP Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

P DA 1 0.159 426.9 03Jan2016, 06:00 39.34 APP D-9

Project: 15052-CISF Simulation Run: 100 YR 24 HR Start of Run: 01Jan2016, 00:00 Basin Model: P AP 2A AMC I End of Run: 02Jan2016, 12:00 Meteorologic Model: 100 yr Compute Time: 26Sep2019, 11:36:24 Control Specifications:Control 24 HR Storms Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

P DA 2A 0.04 84.0 01Jan2016, 12:08 3.28 P DA 2A Storage 0.04 83.9 01Jan2016, 12:09 3.26 APP D-10

Project: 15052-CISF Simulation Run: 500 YR 24 HR Start of Run: 01Jan2016, 00:00 Basin Model: P AP 2A AMC I End of Run: 02Jan2016, 12:00 Meteorologic Model: 500 yr Compute Time: 26Sep2019, 11:39:06 Control Specifications:Control 24 HR Storms Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

P DA 2A 0.04 145.1 01Jan2016, 12:08 5.69 P DA 2A Storage 0.04 144.9 01Jan2016, 12:09 5.66 APP D-11

Project: 15052-CISF Simulation Run: PMP Dist A Start of Run: 01Jan2016, 00:00 Basin Model: P AP 2A AMC I End of Run: 05Jan2016, 00:00 Meteorologic Model: PMP Distribution A Compute Time: 26Sep2019, 11:41:22 Control Specifications:Control PMP Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

P DA 2A 0.04 106.4 03Jan2016, 06:00 36.76 P DA 2A Storage 0.04 106.4 03Jan2016, 06:00 36.74 APP D-12

Project: 15052-CISF Simulation Run: 100 YR 24 HR Start of Run: 01Jan2016, 00:00 Basin Model: P AP 2A AMC II End of Run: 02Jan2016, 12:00 Meteorologic Model: 100 yr Compute Time: 26Sep2019, 11:30:40 Control Specifications:Control 24 HR Storms Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

P DA 2A 0.04 115.4 01Jan2016, 12:08 4.63 P DA 2 STORAGE 0.04 115.1 01Jan2016, 12:08 4.60 APP D-13

Project: 15052-CISF Simulation Run: 500 YR 24 HR Start of Run: 01Jan2016, 00:00 Basin Model: P AP 2A AMC II End of Run: 02Jan2016, 12:00 Meteorologic Model: 500 yr Compute Time: 26Sep2019, 11:53:08 Control Specifications:Control 24 HR Storms Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

P DA 2A 0.04 177.1 01Jan2016, 12:08 7.26 P DA 2 STORAGE 0.04 177.1 01Jan2016, 12:08 7.24 APP D-14

Project: 15052-CISF Simulation Run: PMP Dist A Start of Run: 01Jan2016, 00:00 Basin Model: P AP 2A AMC II End of Run: 05Jan2016, 00:00 Meteorologic Model: PMP Distribution A Compute Time: 26Sep2019, 12:01:54 Control Specifications:Control PMP Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

P DA 2A 0.04 107.3 03Jan2016, 06:00 38.91 P DA 2 STORAGE 0.04 107.3 03Jan2016, 06:00 38.89 APP D-15

Project: 15052-CISF Simulation Run: 100 YR 24 HR Start of Run: 01Jan2016, 00:00 Basin Model: P AP 2A AMC III End of Run: 02Jan2016, 12:00 Meteorologic Model: 100 yr Compute Time: 26Sep2019, 12:05:41 Control Specifications:Control 24 HR Storms Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

P DA 2A 0.040 127.5 01Jan2016, 12:08 5.41 P DA 2A STORAGE 0.040 127.4 01Jan2016, 12:08 5.39 APP D-16

Project: 15052-CISF Simulation Run: 500 YR 24 HR Start of Run: 01Jan2016, 00:00 Basin Model: P AP 2A AMC III End of Run: 02Jan2016, 12:00 Meteorologic Model: 500 yr Compute Time: 26Sep2019, 11:09:09 Control Specifications:Control 24 HR Storms Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

P DA 2A 0.040 187.5 01Jan2016, 12:08 8.11 P DA 2A STORAGE 0.040 187.6 01Jan2016, 12:08 8.08 APP D-17

Project: 15052-CISF Simulation Run: PMP Dist A Start of Run: 01Jan2016, 00:00 Basin Model: P AP 2A AMC III End of Run: 05Jan2016, 00:00 Meteorologic Model: PMP Distribution A Compute Time: 26Sep2019, 12:09:06 Control Specifications:Control PMP Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

P DA 2A 0.040 107.5 03Jan2016, 06:00 39.88 P DA 2A STORAGE 0.040 107.5 03Jan2016, 05:59 39.85 APP D-18

Project: 15052-CISF Simulation Run: 100 YR 24 HR Start of Run: 01Jan2016, 00:00 Basin Model: P AP 2B AMC I End of Run: 02Jan2016, 12:00 Meteorologic Model: 100 yr Compute Time: 26Sep2019, 12:25:35 Control Specifications:Control 24 HR Storms Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

P DA 2B 0.015 37.1 01Jan2016, 12:03 2.99 APP D-19

Project: 15052-CISF Simulation Run: 500 YR 24 HR Start of Run: 01Jan2016, 00:00 Basin Model: P AP 2B AMC I End of Run: 02Jan2016, 12:00 Meteorologic Model: 500 yr Compute Time: 26Sep2019, 12:28:57 Control Specifications:Control 24 HR Storms Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

P DA 2B 0.015 65.5 01Jan2016, 12:02 5.32 APP D-20

Project: 15052-CISF Simulation Run: PMP Dist A Start of Run: 01Jan2016, 00:00 Basin Model: P AP 2B AMC I End of Run: 05Jan2016, 00:00 Meteorologic Model: PMP Distribution A Compute Time: 26Sep2019, 12:30:05 Control Specifications:Control PMP Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

P DA 2B 0.015 39.8 03Jan2016, 06:00 36.18 APP D-21

Project: 15052-CISF Simulation Run: 100 YR 24 HR Start of Run: 01Jan2016, 00:00 Basin Model: P AP 2B AMC II End of Run: 02Jan2016, 12:00 Meteorologic Model: 100 yr Compute Time: 26Sep2019, 12:46:27 Control Specifications:Control 24 HR Storms Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

P DA 2B 0.015 53.0 01Jan2016, 12:02 4.41 APP D-22

Project: 15052-CISF Simulation Run: 500 YR 24 HR Start of Run: 01Jan2016, 00:00 Basin Model: P AP 2B AMC II End of Run: 02Jan2016, 12:00 Meteorologic Model: 500 yr Compute Time: 26Sep2019, 12:47:47 Control Specifications:Control 24 HR Storms Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

P DA 2B 0.015 82.5 01Jan2016, 12:02 7.02 APP D-23

Project: 15052-CISF Simulation Run: PMP Dist A Start of Run: 01Jan2016, 00:00 Basin Model: P AP 2B AMC II End of Run: 05Jan2016, 00:00 Meteorologic Model: PMP Distribution A Compute Time: 26Sep2019, 12:49:44 Control Specifications:Control PMP Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

P DA 2B 0.015 40.2 03Jan2016, 06:00 38.61 APP D-24

Project: 15052-CISF Simulation Run: 100 YR 24 HR Start of Run: 01Jan2016, 00:00 Basin Model: P AP 2B AMC III End of Run: 02Jan2016, 12:00 Meteorologic Model: 100 yr Compute Time: 26Sep2019, 12:50:48 Control Specifications:Control 24 HR Storms Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

P DA 2B 0.015 59.9 01Jan2016, 12:02 5.30 APP D-25

Project: 15052-CISF Simulation Run: 500 YR 24 HR Start of Run: 01Jan2016, 00:00 Basin Model: P AP 2B AMC III End of Run: 02Jan2016, 12:00 Meteorologic Model: 500 yr Compute Time: 26Sep2019, 12:52:12 Control Specifications:Control 24 HR Storms Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

P DA 2B 0.015 88.5 01Jan2016, 12:02 7.99 APP D-26

Project: 15052-CISF Simulation Run: PMP Dist A Start of Run: 01Jan2016, 00:00 Basin Model: P AP 2B AMC III End of Run: 05Jan2016, 00:00 Meteorologic Model: PMP Distribution A Compute Time: 26Sep2019, 12:53:41 Control Specifications:Control PMP Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

P DA 2B 0.015 40.3 03Jan2016, 06:00 39.74 APP D-27

Project: 15052-CISF Simulation Run: 100 YR 24 HR Start of Run: 01Jan2016, 00:00 Basin Model: P AP3 AMC I End of Run: 02Jan2016, 12:00 Meteorologic Model: 100 yr Compute Time: 30Sep2019, 15:12:07 Control Specifications:Control 24 HR Storms Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

P DA 3 0.067 127.9 01Jan2016, 12:12 3.38 P DA 4 1.061 806.1 01Jan2016, 12:43 2.62 P DA 3 STORAGE 0.067 0.0 01Jan2016, 00:00 0.00 PLAYA 1.128 0.0 01Jan2016, 00:00 0.00 APP D-28

Project: 15052-CISF Simulation Run: 500 YR 24 HR Start of Run: 01Jan2016, 00:00 Basin Model: P AP3 AMC I End of Run: 02Jan2016, 12:00 Meteorologic Model: 500 yr Compute Time: 30Sep2019, 15:12:14 Control Specifications:Control 24 HR Storms Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

P DA 3 0.067 218.8 01Jan2016, 12:11 5.81 P DA 4 1.061 1527.6 01Jan2016, 12:42 4.84 P DA 3 STORAGE 0.067 0.0 01Jan2016, 00:00 0.00 PLAYA 1.128 0.0 01Jan2016, 00:00 0.00 APP D-29

Project: 15052-CISF Simulation Run: PMP Dist A Start of Run: 01Jan2016, 00:00 Basin Model: P AP3 AMC I End of Run: 05Jan2016, 00:00 Meteorologic Model: PMP Distribution A Compute Time: 30Sep2019, 15:11:58 Control Specifications:Control PMP Hydrologic Drainage Area Peak DischargeTime of Peak Volume Element (MI2) (CFS) (IN)

P DA 3 0.067 178.4 03Jan2016, 06:00 36.94 P DA 4 1.061 2787.0 03Jan2016, 06:01 35.35 P DA 3 STORAGE 0.067 178.3 03Jan2016, 06:01 29.18 PLAYA 1.128 2875.1 03Jan2016, 06:19 26.75 APP D-30

Project: 15052-CISF Simulation Run: 100 YR 24 HR Start of Run: 01Jan2016, 00:00 Basin Model: P AP3 AMC II End of Run: 02Jan2016, 12:00 Meteorologic Model: 100 yr Compute Time: 30Sep2019, 14:59:07 Control Specifications:Control 24 HR Storms Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

P DA 3 0.067 174.3 01Jan2016, 12:11 4.74 P DA 4 1.061 1327.9 01Jan2016, 12:41 4.20 P DA 3 STORAGE 0.067 0.0 01Jan2016, 00:00 0.00 PLAYA 1.128 0.0 01Jan2016, 00:00 0.00 APP D-31

Project: 15052-CISF Simulation Run: 500 YR 24 HR Start of Run: 01Jan2016, 00:00 Basin Model: P AP3 AMC II End of Run: 02Jan2016, 12:00 Meteorologic Model: 500 yr Compute Time: 30Sep2019, 14:59:14 Control Specifications:Control 24 HR Storms Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

P DA 3 0.067 266.1 01Jan2016, 12:11 7.38 P DA 4 1.061 2120.0 01Jan2016, 12:40 6.78 P DA 3 STORAGE 0.067 0.0 01Jan2016, 00:00 0.00 PLAYA 1.128 4.6 02Jan2016, 01:53 0.09 APP D-32

Project: 15052-CISF Simulation Run: PMP Dist A Start of Run: 01Jan2016, 00:00 Basin Model: P AP3 AMC II End of Run: 05Jan2016, 00:00 Meteorologic Model: PMP Distribution A Compute Time: 30Sep2019, 14:58:59 Control Specifications:Control PMP Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

P DA 3 0.067 179.8 03Jan2016, 06:00 39.05 P DA 4 1.061 2839.4 03Jan2016, 06:00 38.30 P DA 3 STORAGE 0.067 179.8 03Jan2016, 06:00 31.29 PLAYA 1.128 2980.9 03Jan2016, 06:14 29.65 APP D-33

Project: 15052-CISF Simulation Run: 100 YR 24 HR Start of Run: 01Jan2016, 00:00 Basin Model: P AP 3 AMC III End of Run: 02Jan2016, 12:00 Meteorologic Model: 100 yr Compute Time: 30Sep2019, 11:42:47 Control Specifications:Control 24 HR Storms Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

P DA 3 0.067 191.6 01Jan2016, 12:11 5.53 P DA 4 1.061 1579.3 01Jan2016, 12:40 5.18 P DA 3 STORAGE 0.067 0.0 01Jan2016, 00:00 0.00 PLAYA 1.128 0.0 01Jan2016, 00:00 0.00 APP D-34

Project: 15052-CISF Simulation Run: 500 YR 24 HR Start of Run: 01Jan2016, 00:00 Basin Model: P AP 3 AMC III End of Run: 02Jan2016, 12:00 Meteorologic Model: 500 yr Compute Time: 30Sep2019, 11:23:24 Control Specifications:Control 24 HR Storms Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

P DA 3 0.067 280.7 01Jan2016, 12:11 8.23 P DA 4 1.061 2353.7 01Jan2016, 12:40 7.87 P DA 3 STORAGE 0.067 2.7 02Jan2016, 00:18 0.41 PLAYA 1.128 16.0 02Jan2016, 01:22 0.35 APP D-35

Project: 15052-CISF Simulation Run: PMP Dist A Start of Run: 01Jan2016, 00:00 Basin Model: P AP 3 AMC III End of Run: 05Jan2016, 00:00 Meteorologic Model: PMP Distribution A Compute Time: 30Sep2019, 14:44:32 Control Specifications:Control PMP Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

P DA 3 0.067 180.1 03Jan2016, 06:00 40.00 P DA 4 1.061 2849.7 03Jan2016, 06:00 39.61 P DA 3 STORAGE 0.067 180.0 03Jan2016, 05:58 32.24 PLAYA 1.128 3005.0 03Jan2016, 06:11 30.94 APP D-36

Project: 15052-CISF Simulation Run: 100 YR 24 HR Reservoir: P DA 2A Storage Start of Run: 01Jan2016, 00:00 Basin Model: P AP 2A AMC I End of Run: 02Jan2016, 12:00 Meteorologic Model: 100 yr Compute Time: 26Sep2019, 11:36:24 Control Specifications: Control 24 HR Storms Volume Units:IN Computed Results Peak Inflow: 84.0 (CFS) Date/Time of Peak Inflow: 01Jan2016, 12:07 Peak Discharge: 83.9 (CFS) Date/Time of Peak Discharge:01Jan2016, 12:09 Inflow Volume: 3.28 (IN) Peak Storage: 0.2 (AC-FT)

Discharge Volume:3.26 (IN) Peak Elevation: 3485.5 (FT)

APP D-37

Project: 15052-CISF Simulation Run: 500 YR 24 HR Reservoir: P DA 2A Storage Start of Run: 01Jan2016, 00:00 Basin Model: P AP 2A AMC I End of Run: 02Jan2016, 12:00 Meteorologic Model: 500 yr Compute Time: 26Sep2019, 11:39:06 Control Specifications: Control 24 HR Storms Volume Units:IN Computed Results Peak Inflow: 145.1 (CFS) Date/Time of Peak Inflow: 01Jan2016, 12:07 Peak Discharge: 144.9 (CFS) Date/Time of Peak Discharge:01Jan2016, 12:09 Inflow Volume: 5.69 (IN) Peak Storage: 0.2 (AC-FT)

Discharge Volume:5.66 (IN) Peak Elevation: 3485.8 (FT)

APP D-38

Project: 15052-CISF Simulation Run: PMP Dist A Reservoir: P DA 2A Storage Start of Run: 01Jan2016, 00:00 Basin Model: P AP 2A AMC I End of Run: 05Jan2016, 00:00 Meteorologic Model: PMP Distribution A Compute Time: 26Sep2019, 11:41:22 Control Specifications: Control PMP Volume Units:IN Computed Results Peak Inflow: 106.4 (CFS) Date/Time of Peak Inflow: 03Jan2016, 05:59 Peak Discharge: 106.4 (CFS) Date/Time of Peak Discharge:03Jan2016, 06:00 Inflow Volume: 36.76 (IN) Peak Storage: 0.2 (AC-FT)

Discharge Volume:36.74 (IN) Peak Elevation: 3485.6 (FT)

APP D-39

Project: 15052-CISF Simulation Run: 100 YR 24 HR Reservoir: P DA 2 STORAGE Start of Run: 01Jan2016, 00:00 Basin Model: P AP 2A AMC II End of Run: 02Jan2016, 12:00 Meteorologic Model: 100 yr Compute Time: 26Sep2019, 11:44:45 Control Specifications: Control 24 HR Storms Volume Units:IN Computed Results Peak Inflow: 115.4 (CFS) Date/Time of Peak Inflow: 01Jan2016, 12:07 Peak Discharge: 115.1 (CFS) Date/Time of Peak Discharge:01Jan2016, 12:08 Inflow Volume: 4.63 (IN) Peak Storage: 0.2 (AC-FT)

Discharge Volume:4.60 (IN) Peak Elevation: 3485.7 (FT)

APP D-40

Project: 15052-CISF Simulation Run: 500 YR 24 HR Reservoir: P DA 2 STORAGE Start of Run: 01Jan2016, 00:00 Basin Model: P AP 2A AMC II End of Run: 02Jan2016, 12:00 Meteorologic Model: 500 yr Compute Time: 26Sep2019, 11:53:08 Control Specifications: Control 24 HR Storms Volume Units:IN Computed Results Peak Inflow: 177.1 (CFS) Date/Time of Peak Inflow: 01Jan2016, 12:07 Peak Discharge: 177.1 (CFS) Date/Time of Peak Discharge:01Jan2016, 12:08 Inflow Volume: 7.26 (IN) Peak Storage: 0.3 (AC-FT)

Discharge Volume:7.24 (IN) Peak Elevation: 3485.9 (FT)

APP D-41

Project: 15052-CISF Simulation Run: PMP Dist A Reservoir: P DA 2 STORAGE Start of Run: 01Jan2016, 00:00 Basin Model: P AP 2A AMC II End of Run: 05Jan2016, 00:00 Meteorologic Model: PMP Distribution A Compute Time: 26Sep2019, 12:01:54 Control Specifications: Control PMP Volume Units:IN Computed Results Peak Inflow: 107.3 (CFS) Date/Time of Peak Inflow: 03Jan2016, 05:59 Peak Discharge: 107.3 (CFS) Date/Time of Peak Discharge:03Jan2016, 06:00 Inflow Volume: 38.91 (IN) Peak Storage: 0.2 (AC-FT)

Discharge Volume:38.89 (IN) Peak Elevation: 3485.6 (FT)

APP D-42

Project: 15052-CISF Simulation Run: 100 YR 24 HR Reservoir: P DA 2A STORAGE Start of Run: 01Jan2016, 00:00 Basin Model: P AP 2A AMC III End of Run: 02Jan2016, 12:00 Meteorologic Model: 100 yr Compute Time: 26Sep2019, 12:05:41 Control Specifications: Control 24 HR Storms Volume Units:IN Computed Results Peak Inflow: 127.5 (CFS) Date/Time of Peak Inflow: 01Jan2016, 12:07 Peak Discharge: 127.4 (CFS) Date/Time of Peak Discharge:01Jan2016, 12:08 Inflow Volume: 5.41 (IN) Peak Storage: 0.2 (AC-FT)

Discharge Volume:5.39 (IN) Peak Elevation: 3485.7 (FT)

APP D-43

Project: 15052-CISF Simulation Run: 500 YR 24 HR Reservoir: P DA 2A STORAGE Start of Run: 01Jan2016, 00:00 Basin Model: P AP 2A AMC III End of Run: 02Jan2016, 12:00 Meteorologic Model: 500 yr Compute Time: 26Sep2019, 11:09:09 Control Specifications: Control 24 HR Storms Volume Units:IN Computed Results Peak Inflow: 187.5 (CFS) Date/Time of Peak Inflow: 01Jan2016, 12:07 Peak Discharge: 187.6 (CFS) Date/Time of Peak Discharge:01Jan2016, 12:08 Inflow Volume: 8.11 (IN) Peak Storage: 0.3 (AC-FT)

Discharge Volume:8.08 (IN) Peak Elevation: 3486.0 (FT)

APP D-44

Project: 15052-CISF Simulation Run: PMP Dist A Reservoir: P DA 2A STORAGE Start of Run: 01Jan2016, 00:00 Basin Model: P AP 2A AMC III End of Run: 05Jan2016, 00:00 Meteorologic Model: PMP Distribution A Compute Time: 26Sep2019, 12:09:06 Control Specifications: Control PMP Volume Units:IN Computed Results Peak Inflow: 107.5 (CFS) Date/Time of Peak Inflow: 03Jan2016, 05:59 Peak Discharge: 107.5 (CFS) Date/Time of Peak Discharge:03Jan2016, 05:59 Inflow Volume: 39.88 (IN) Peak Storage: 0.2 (AC-FT)

Discharge Volume:39.85 (IN) Peak Elevation: 3485.6 (FT)

APP D-45

Project: 15052-CISF Simulation Run: 100 YR 24 HR Reservoir: PLAYA Start of Run: 01Jan2016, 00:00 Basin Model: P AP3 AMC I End of Run: 02Jan2016, 12:00 Meteorologic Model: 100 yr Compute Time: 30Sep2019, 15:12:07 Control Specifications: Control 24 HR Storms Volume Units:IN Computed Results Peak Inflow: 806.1 (CFS) Date/Time of Peak Inflow: 01Jan2016, 12:42 Peak Discharge: 0.0 (CFS) Date/Time of Peak Discharge:01Jan2016, 00:00 Inflow Volume: 2.47 (IN) Peak Storage: 148.3 (AC-FT)

Discharge Volume:0.00 (IN) Peak Elevation: 3484.4 (FT)

APP D-46

Project: 15052-CISF Simulation Run: 500 YR 24 HR Reservoir: PLAYA Start of Run: 01Jan2016, 00:00 Basin Model: P AP3 AMC I End of Run: 02Jan2016, 12:00 Meteorologic Model: 500 yr Compute Time: 30Sep2019, 15:12:14 Control Specifications: Control 24 HR Storms Volume Units:IN Computed Results Peak Inflow: 1527.6 (CFS) Date/Time of Peak Inflow: 01Jan2016, 12:41 Peak Discharge: 0.0 (CFS) Date/Time of Peak Discharge:01Jan2016, 00:00 Inflow Volume: 4.55 (IN) Peak Storage: 273.8 (AC-FT)

Discharge Volume:0.00 (IN) Peak Elevation: 3485.8 (FT)

APP D-47

Project: 15052-CISF Simulation Run: PMP Dist A Reservoir: PLAYA Start of Run: 01Jan2016, 00:00 Basin Model: P AP3 AMC I End of Run: 05Jan2016, 00:00 Meteorologic Model: PMP Distribution A Compute Time: 30Sep2019, 15:11:58 Control Specifications: Control PMP Volume Units:IN Computed Results Peak Inflow: 2965.3 (CFS) Date/Time of Peak Inflow: 03Jan2016, 06:00 Peak Discharge: 2875.1 (CFS) Date/Time of Peak Discharge:03Jan2016, 06:19 Inflow Volume: 34.99 (IN) Peak Storage: 894.8 (AC-FT)

Discharge Volume:26.75 (IN) Peak Elevation: 3488.8 (FT)

APP D-48

Project: 15052-CISF Simulation Run: 100 YR 24 HR Reservoir: PLAYA Start of Run: 01Jan2016, 00:00 Basin Model: P AP3 AMC II End of Run: 02Jan2016, 12:00 Meteorologic Model: 100 yr Compute Time: 30Sep2019, 14:59:07 Control Specifications: Control 24 HR Storms Volume Units:IN Computed Results Peak Inflow: 1327.9 (CFS) Date/Time of Peak Inflow: 01Jan2016, 12:40 Peak Discharge: 0.0 (CFS) Date/Time of Peak Discharge:01Jan2016, 00:00 Inflow Volume: 3.95 (IN) Peak Storage: 237.5 (AC-FT)

Discharge Volume:0.00 (IN) Peak Elevation: 3485.4 (FT)

APP D-49

Project: 15052-CISF Simulation Run: 500 YR 24 HR Reservoir: PLAYA Start of Run: 01Jan2016, 00:00 Basin Model: P AP3 AMC II End of Run: 02Jan2016, 12:00 Meteorologic Model: 500 yr Compute Time: 30Sep2019, 14:59:14 Control Specifications: Control 24 HR Storms Volume Units:IN Computed Results Peak Inflow: 2120.0 (CFS) Date/Time of Peak Inflow: 01Jan2016, 12:39 Peak Discharge: 4.6 (CFS) Date/Time of Peak Discharge:02Jan2016, 01:53 Inflow Volume: 6.38 (IN) Peak Storage: 381.5 (AC-FT)

Discharge Volume:0.09 (IN) Peak Elevation: 3486.5 (FT)

APP D-50

Project: 15052-CISF Simulation Run: PMP Dist A Reservoir: PLAYA Start of Run: 01Jan2016, 00:00 Basin Model: P AP3 AMC II End of Run: 05Jan2016, 00:00 Meteorologic Model: PMP Distribution A Compute Time: 30Sep2019, 14:58:59 Control Specifications: Control PMP Volume Units:IN Computed Results Peak Inflow: 3019.2 (CFS) Date/Time of Peak Inflow: 03Jan2016, 05:59 Peak Discharge: 2980.9 (CFS) Date/Time of Peak Discharge:03Jan2016, 06:14 Inflow Volume: 37.88 (IN) Peak Storage: 900.7 (AC-FT)

Discharge Volume:29.65 (IN) Peak Elevation: 3488.9 (FT)

APP D-51

Project: 15052-CISF Simulation Run: 100 YR 24 HR Reservoir: PLAYA Start of Run: 01Jan2016, 00:00 Basin Model: P AP 3 AMC III End of Run: 02Jan2016, 12:00 Meteorologic Model: 100 yr Compute Time: 30Sep2019, 14:44:12 Control Specifications: Control 24 HR Storms Volume Units:IN Computed Results Peak Inflow: 1579.3 (CFS) Date/Time of Peak Inflow: 01Jan2016, 12:39 Peak Discharge: 0.0 (CFS) Date/Time of Peak Discharge:01Jan2016, 00:00 Inflow Volume: 4.87 (IN) Peak Storage: 293.3 (AC-FT)

Discharge Volume:0.00 (IN) Peak Elevation: 3486.0 (FT)

APP D-52

Project: 15052-CISF Simulation Run: 500 YR 24 HR Reservoir: PLAYA Start of Run: 01Jan2016, 00:00 Basin Model: P AP 3 AMC III End of Run: 02Jan2016, 12:00 Meteorologic Model: 500 yr Compute Time: 30Sep2019, 11:23:24 Control Specifications: Control 24 HR Storms Volume Units:IN Computed Results Peak Inflow: 2353.7 (CFS) Date/Time of Peak Inflow: 01Jan2016, 12:39 Peak Discharge: 16.0 (CFS) Date/Time of Peak Discharge:02Jan2016, 01:22 Inflow Volume: 7.42 (IN) Peak Storage: 437.0 (AC-FT)

Discharge Volume:0.35 (IN) Peak Elevation: 3486.8 (FT)

APP D-53

Project: 15052-CISF Simulation Run: PMP Dist A Reservoir: PLAYA Start of Run: 01Jan2016, 00:00 Basin Model: P AP 3 AMC III End of Run: 05Jan2016, 00:00 Meteorologic Model: PMP Distribution A Compute Time: 30Sep2019, 14:44:32 Control Specifications: Control PMP Volume Units:IN Computed Results Peak Inflow: 3029.7 (CFS) Date/Time of Peak Inflow: 03Jan2016, 05:59 Peak Discharge: 3005.0 (CFS) Date/Time of Peak Discharge:03Jan2016, 06:11 Inflow Volume: 39.17 (IN) Peak Storage: 902.0 (AC-FT)

Discharge Volume:30.94 (IN) Peak Elevation: 3488.9 (FT)

APP D-54

APPENDIX E HEC-HMS INPUT (CD)

WCS\FINAL\15052\ REVISION 4 R191010_CISF REPORT.DOCX 10 OCTOBER 2019

ADDENDUM A BERM BREACH ANALYSIS WCS\FINAL\15052\ REVISION 4 R191010_CISF REPORT.DOCX 10 OCTOBER 2019

C, I COOK-JOVCE INC.

ENGINEERING AND CONSULTING 812 WEST ELEVENTH 512-474-9097

---AUSTIN, TEXAS 78701---

ADDENDUM A BERM BREACH ANALYSIS FEBRUARY 2019 REVISED OCTOBER 2019 (FIGURE A-1 ONLY)

Prepared for:

Waste Control Specialists LLC P.O. Box 1129 Andrews, Texas 78714 Prepared by:

Cook-Joyce, Inc.

812 West 11 th Street, Suite 205 Austin, Texas 78701 WCS\FI NAL \ 15052\ REVISION 4 R19101 0_ADDENDUM A.DOCX 10 OCTOBER 2019 TEXAS REGISTERED ENGINEERING FIRM F-883

TABLE OF CONTENTS SECTION PAGE

1.0 INTRODUCTION

............................................................................................................... 1 2.0 WATERSHED DESCRIPTION AND MODEL ................................................................... 1 3.0 BERM BREACH ............................................................................................................... 1 WCS\FINAL\18059\ ii REVISION 0 R190206_ADDENDUM A 06 FEBRUARY 2019

LIST OF FIGURES FIGURE A-1 DEVELOPED DRAINAGE AREA DITCHES LIST OF APPENDICES APPENDIX APPENDIX A CALCULATIONS APPENDIX B HEC-HMS OUTPUT WCS\FINAL\18059\ iii REVISION 0 R190206_ADDENDUM A 06 FEBRUARY 2019

1.0 INTRODUCTION

This addendum presents the results of a hydrologic and hydraulic analysis for an unlikely berm breach of the proposed berm and ditch located just north of the protected area fence for the Centralized Interim Storage Facility (CISF). The same analysis methods, strategies and references that are found in the main part of the flood report are used in this analysis.

The diversion berms and collection ditches, A and B as shown on Figure A-1, will divert surface water runoff from the area north and upgradient of the CISF. Collection ditches A and B drainage areas that will contribute runoff to the ditches and berms are delineated on Figure A-1. Collection Ditch A drainage area is 4.3 acres and Collection Ditch B drainage area is 62.2 acres. Collection Ditch B has the largest drainage area contributing surface water runoff to it by a substantial amount and will carry the largest flow. Therefore, only a berm breach in Collection Ditch B is analyzed since it will yield the greatest potential surface water flow to the storage pads.

2.0 WATERSHED DESCRIPTION AND MODEL Drainage Area Ditch B DA contains 62.2 acres and drains southeast toward the collection ditch and berm. Collection Ditch B drains to the east and ends several hundred feet past the northeast corner of the protected area fence. The soils in the area draining to Ditch B DA are the Jalmar-Pehnwell series and are classified as hydrologic group A/B as shown on Figure 2.2.1-1, Soils Boundary Map. Curve number (CN) and time of concentration parameters are found in Addendum A, Appendix A, Calculations.

The Ditch B DA parameters are input into the HEC-HMS model to determine peak runoff rates for Collection Ditch B. The 100-year, 500-year and PMP peak discharges for Collection Ditch B are 60 cubic feet per second (CFS), 129 CFS and 251 CFS, respectively. HEC-HMS model setup and inputs are found on the CD in Appendix E of the main part of the report. Results of the HEC-HMS modeling for Collection Ditch B are found in Addendum A, Appendix B, HEC-HMS Output.

3.0 BERM BREACH Onsite surface water runoff will be mainly sheet flow off the sloped storage pads and the sloped areas in between the pads. The Collection Ditch B berm is 2.6 feet high and approximately 470 feet from the nearest storage pad at the northern side of the CISF as surface water flows, which is the Phase 8 storage pad. The worst-case for a berm breach will be when Collection Ditch B WCS\FINAL\18059\ 1 REVISION 0 R190206_ADDENDUM A 06 FEBRUARY 2019

has the greatest amount of surface water flowing in it and will be at the location where breach flow can still reach a storage pad. The peak flow, 251 CFS, in Collection Ditch B is calculated by HEC-HMS at the analysis point depicted on Figure A-1. The analyzed berm breach location is approximately 800 feet upstream from the analysis point, yet the peak flow is conservatively assumed to flow in Collection Ditch B at that location. The berm breach location is depicted on Figure A-1.

Assumptions for the overland depth of flow adjacent to the Phase 8 storage pad from a berm breach include the following: the berm breach is large enough to release the entire PMP flow, even though Ditch B will still be flowing to the southeast; all of the breach flow will reach the storage pad, even though the pads sit above the surrounding area; and the berm breach flow will spread out from the breach at approximately 2:1 angles from the breach area as it returns to overland flow over the approximately 470 feet to the nearest pad.

The estimated depth of flow adjacent to the pad is approximately 3 inches. Overland depth of flow calculations are found in Addendum A, Appendix A, Calculations.

WCS\FINAL\18059\ 2 REVISION 0 R190206_ADDENDUM A 06 FEBRUARY 2019

FIGURE WCS\FINAL\15052\ REVISION 4 R191010_ADDENDUM A.DOCX 10 OCTOBER 2019

APPENDICES WCS\FINAL\18059\ REVISION 0 R190206_ADDENDUM A 06 FEBRUARY 2019

APPENDIX A CALCULATIONS WCS\FINAL\18059\ REVISION 0 R190206_ADDENDUM A 06 FEBRUARY 2019

ADDENDUM A WCS - CISF DITCH B Cii POST-DEVELOPMENT DRAINAGE AREA TIME OF CONCENTRATION DES CHK wcs DD 1/31 /2019 SC 2/5/2019

Reference:

1. United States Department of Agriculture, Urban Hydrology for Small Watersheds TR-55, 1986

2. Reference Drawing: S:\CAD\WCS\15052 CISF Floodplain\Engineering\15052 - P Hydraulic Cales DD.dwg DITCH B Drainage Area A 62.2 (acres) 0.097 (sqmi)

Sheet Flow Manning's roughness coef.1 n 0.15 n/a Flow Length L 408 feet 2-year, 24-hour rainfall P2 2.5 inches Slope s 0.0098 ft/ft Travel time' Tt 0.76 hours 45.4 min.

Shallow Concentrated Flow Flow Length L 1060 feet Slope s 0.00710 ft/ft Surface (1 =paved or 2=unpaved) 2 n/a Velocit/ V 1.36 ft/sec Travel time Tt 0.22 hours 12.99 min.

Manning's Equation Flow Length L 1383 feet Slope s 0.00500 ft/ft roughness4 n 0.028 n/a Open Channel Bottom Width BW 4 feet Side Slopes (ft/ft, H:V) Rt. H:V 3 feet Side Slopes (ft/ft, H :V) Lt. H:V 3 feet Depth d 2 feet Flow Rate Q 111 cfs Velocity V 4.2 ft/sec Travel time Tt 0.09 hours 5.49 min.

Total Travel Time T 1.06 hours T 63.90 min.

Lag Time (Tc*0.6) Tlag 0.64 hours Tlag 38 .34 min.

Notes :

1. Manning's roughness coefficient taken from 'Table 3-1 Roughness coefficients (Manning's n) for sheet flow' - United States Department of Agriculture ,

Urban Hydrology for Small Watersheds TR-55, 1986 2 . Equation 3-3, United States Department of Agriculture , Urban Hydrology for Small Watersheds TR-55, 1986 3 . Figure 3-1 , United States Department of Agriculture, Urban Hydrology for Small Watersheds TR-55 , 1986

4. Reference Manning's 'n' calculations in APPDX C: POST-DEVELOPMENT HYDRAULIC CALCULATIONS S:\Projects\W - Z\WCS (Waste Control Specialists)ldraft\ 18059 ISP - NRC Responses\Engineering Checks\Ditch B HEC\R190204_TC.xls WCS\F INAL\ 18059 APPA-1 REVISION 0 R190206_ADDENDUM A 06 FEBRUARY 2019

ADDENDUM A WCS - CISF DITCH B POST-DEVELOPMENT CURVE NUMBER CALCULATIONS DES CHK WCS Job No. 18059 DD 2/4/2019 SC 2/5/2019 File: R190204_CURVE NO CURVE NUMBER

Reference:

1. CISF Drainage Evaluation and Floodplain Analysis Fig. No. 2.2.1-1, Soils Boundary Map

2. Soil information taken from US Department Of Agriculture, Natural Resources Conservation Service Custom Soil Resource Report For Andrews County, Texas, And Lea County, New Mexico, dated December 22, 2015

3. Texas Engineering Technical Note, No. 210-18-TX5, Estimating Runoff for Conservation Practices, 1990 Drainage Area - Ditch B A= 62.2 Acres 0.097 sq mi ARC I Adjustment** ARC III Adjustment**

Cover Type & Hydrologic Condition Soil Type Hyd. Soil Group CN* (60 Min.) (60 Min.)

Desert Shrub Poor JPC B/A*** 77 60 89

Taken from Table 2c of Texas Engineering Technical Note, Hydrology, No. 210-18-TX5, Estimating Runoff for Conservation Practices

- Taken from Table 3 of Texas Engineering Technical Note, Hydrology, No. 210-18-TX5, Estimating Runoff for Conservation Practices

- - USDA Soil Survey indicates 46% A and 50% B. CN is conservatively calculated to be 100% B WCS\FINAL\18059 APP A-2 REVISION 0 R190206_ADDENDUM A 06 FEBRUARY 2019

ADDENDUM A WCS - CISF BERM BREACH POST-DEVELOPMENT BERM BREACH OVERLAND DEPTH OF FLOW DES CHK WCS DD 1/16/2019 SC 2/5/2019

Reference:

1. Reference Drawing: S:\CAD\WCS\15052 CISF Floodplain\Engineering\15052 - P Hydraulic Calcs PMP.dwg Dich B carries the largest flow.

Use the PMP peak flow in Ditch B to calculate the pad depth of flow.

Manning Equation 2/3 1/2 v= 1.49/n*Rh *s Where, v= velocity (ft/s) n= Manning's n Rh= hydraulic radius s= slope (ft/ft)

Manning Equation for Sheet Flow 5/3 1/2 q= v*y= 1.49/n*y *s Therefore 1/2 3/5 y= (q/(1.49/n*s ))

v= q/y Where, q= unit discharge (ft2/s) v= velocity (ft/s) n= Manning's n y= depth s= slope (ft/ft)

Max flow qMax= I*L Where, 2

qMax= maximum unit discharge (ft /s)

I= Rainfaill Intensity L= Length of flow Max depth at edge of pad ymax= (qmax/(1.49/n*s1/2))3/5 Where, ymax= Maximum depth of flow (ft) qMax= Maximum unit discharge n= Manning's n s= slope (ft/ft)

WCS\FINAL\18059 APP A-3 REVISION 0 R190206_ADDENDUM A 06 FEBRUARY 2019

Max velocity vmax= qmax/ymax Where, 2

qMax= maximum unit discharge (ft /s) ymax= Maximum depth of flow (ft)

Inputs Qmax = 251 cfs From HECHMS Ditch B Assumptions: Berm breach is large enough to release Ditch B PMP peak flow The flow spreads out at approx. 1:2 on each side from center of berm breach, Length of flow from berm breach to phase 8 pad = 470 ft., See Fig. A1 Width of flow at phase 8 pad = 470 ft The peak flow reaches a pad and flows onto a pad.

2 qMax= 0.534043 ft /s I= qmax/L s= 0.011 ft/ft flow slope L= 470 ft length of flow from berm breach to phase 8 pad, see Fig. A1 n= 0.025 Manning's n for gravel Calculation I= 0.001136 ft/sec Max y= 0.228549 ft 2.7 in Max v= 2.3 ft/s WCS\FINAL\18059 APP A-4 REVISION 0 R190206_ADDENDUM A 06 FEBRUARY 2019

APPENDIX B HEC-HMS OUTPUT WCS\FINAL\18059\ REVISION 0 R190206_ADDENDUM A 06 FEBRUARY 2019

Project: 15052 - CISF Design Simulation Run: Collection Ditch B R Start of Run: 01Jan2016, 00:00 Basin Model: Collection Ditch B revised End of Run: 02Jan2016, 12:00 Meteorologic Model: 100 yr Compute Time: 04Feb2019, 16:25:04 Control Specifications:Control 24 HR Storms Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

Collection Ditch B R 0.097 59.7 01Jan2016, 12:34 1.92 WCS\FINAL\18059 APP B-1 REVISION 0 R190206_ADDENDUM A 06 FEBRUARY 2019

Project: 15052 - CISF Design Simulation Run: Collection Ditch B R 500 Yr Start of Run: 01Jan2016, 00:00 Basin Model: Collection Ditch B revised End of Run: 02Jan2016, 12:00 Meteorologic Model: 500 yr Compute Time: 04Feb2019, 16:26:45 Control Specifications:Control 24 HR Storms Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

Collection Ditch B R 0.097 128.5 01Jan2016, 12:33 3.87 WCS\FINAL\18059 APP B-2 REVISION 0 R190206_ADDENDUM A 06 FEBRUARY 2019

Project: 15052 - CISF Design Simulation Run: Collection Ditch B R PMP Start of Run: 01Jan2016, 00:00 Basin Model: Collection Ditch B revised End of Run: 05Jan2016, 00:00 Meteorologic Model: PMP Distribution A Compute Time: 04Feb2019, 16:26:51 Control Specifications:Control PMP Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN)

Collection Ditch B R 0.097 250.6 03Jan2016, 06:01 33.47 WCS\FINAL\18059 APP B-3 REVISION 0 R190206_ADDENDUM A 06 FEBRUARY 2019

ML20261H458

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1.0 INTRODUCTION

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