Plans.pdf

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ROYAL

ROSSIE GREENVILLE

PETERSON

Creek

Prairie

Willow

Creek

WANATA

STATE

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DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJ. NO. CLA953734C

BCS

NVD

JPR

25X.140338.000

1.1 FINAL DESIGN REV. 1 02-25-20261519 BALTIMORE DRIVE

AMES, IA 50010

Phone: (515) 233-6100 Email: Ames@bolton-menk.com www.bolton-menk.comR

A.01

TITLE SHEET

PROJECT DATUM: STATE PLANE

HORIZONTAL: IOWA NORTH

VERTICAL: NAVD 1988

MY LICENSE RENEWAL DATE IS

PAGES OR SHEETS COVERED BY THIS SEAL:

LICENSE NUMBER: DATE:

I OWA

LI

CE

NS

ED

PROFESS IONAL ENG

INEER

I HEREBY CERTIFY THAT THIS ENGINEERING DOCUMENT WAS

PREPARED BY ME OR UNDER MY DIRECT PERSONAL SUPERVISION

AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER

UNDER THE LAWS OF THE STATE OF IOWA.

29449

12/31/2026

ALL SHEETS

BRANDON C.

SHORT

29449

BRANDON C. SHORT, PE

CLAY COUNTY, IA

CONSTRUCTION PLANS FOR

IDALS NO. CLA953734C

NUTRIENT REDUCTION WETLAND

CLAY COUNTY, IOWA

JUNE 2026

THE SPECIFICATIONS AS PREPARED BY IOWA DEPARTMENT OF AGRICULTURE

AND LAND STEWARDSHIP AND BOLTON & MENK, INC. SHALL BE CONSIDERED

AS PART OF THIS DOCUMENT. NATURAL RESOURCES CONSERVATION SERVICE

CONSTRUCTION SPECIFICATIONS SHALL APPLY.

THE CURRENT EDITION OF THE "IOWA STATEWIDE URBAN STANDARD

SPECIFICATIONS FOR PUBLIC IMPROVEMENTS" SHALL GOVERN.

IOWA DEPARTMENT OF TRANSPORTATION "STANDARD SPECIFICATIONS FOR

HIGHWAY AND BRIDGE CONSTRUCTION" AND ALL CURRENT GENERAL

SUPPLEMENTAL SPECIFICATIONS AND MATERIALS INSTRUCTIONAL

MEMORANDUM SHALL GOVERN AS REFERENCED.

ALL APPLICABLE FEDERAL, STATE, AND LOCAL LAWS AND ORDINANCES WILL BE

COMPLIED WITH IN THE CONSTRUCTION OF THIS PROJECT.

GOVERNING SPECIFICATIONS

THE SUBSURFACE UTILITY INFORMATION IN THIS PLAN IS

UTILITY QUALITY LEVEL D. THIS UTILITY QUALITY LEVEL WAS

DETERMINED ACCORDING TO THE GUIDELINES OF CI/ASCE

38-02, ENTITLED "STANDARD GUIDELINES FOR THE

COLLECTION AND DEPICTION OF EXISTING SUBSURFACE

UTILITY DATA."

THE CONTRACTOR IS RESPONSIBLE FOR CONTACTING IOWA

ONE CALL BY PHONE AT 811, OR ON THE WEB AT

HTTP://WWW.IOWAONECALL.COM/. TICKET# ___________.

TICKET NUMBER MUST BE PROVIDED TO THE NRCS PRIOR TO

COMMENCEMENT OF WORK.

NOTES

1. IF A CULTURAL RESOURCE IS IDENTIFIED DURING

CONSTRUCTION, STOP WORK IMMEDIATELY AND NOTIFY

THE LOCAL NATURAL RESOURCES CONSERVATION SERVICE

OFFICE.

2. THERE IS NO GUARANTEE THAT THE WETLAND WILL FILL OR

REMAIN FILLED WITH WATER.

R-36W

T-

N

PROJECT

LOCATION

R-37W

T-

N

CONSERVATION PRACTICE STANDARDS USED:

656 - CONSTRUCTED WETLAND

NRCS JOB CLASS: IV

300 AC<WATERSHED AREA<1000 AC

TO THE BEST OF MY PROFESSIONAL KNOWLEDGE,

JUDGEMENT, AND BELIEF, THESE PLANS MEET APPLICABLE

NRCS STANDARDS AND APPLICABLE LAWS AND

REGULATIONS.

R

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0 1 2

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SHEET INDEX

SHEET NO. SHEET TITLE

A.01 TITLE SHEET

A.02 PLAN OVERVIEW

A.03 EXISTING CONDITIONS AND REMOVALS

B.01 WATER CONTROL STRUCTURE DETAILS

B.02 SHEET PILE DETAILS

B.03 CPDT INSTALLATION DETAILS

B.04 RCP INSTALLATION DETAILS

B.05 MISCELLANEOUS DETAILS

C.01 ESTIMATED QUANTITIES

D.01 GRADING OVERVIEW

D.02 PLAN & PROFILE - EMBANKMENT

D.03 PLAN & PROFILE - STILLING BASIN & OUTLET

CHANNEL

D.04 PLAN & PROFILE - AUXILIARY SPILLWAY

D.05 PLAN & PROFILE - DIVERSION BERMS

K.01 SEEDING OVERVIEW

M.01 PLAN & PROFILE - TILE MAIN RE-LAY

M.02 PLAN & PROFILE - DRAWDOWN PIPE & NEW TILE

INSTALLATION

brandon.short Text Box 06/10/2026

KRACHT, DUANE & ERNETA

BINDER, ADAM & KRISTINE

BINDER, ADAM &

KRISTINE

KRACHT, DUANE & ERNETA

KRACHT, DUANE & ERNETA

KRACHT, DUANE & ERNETA

68 13

72 13

49 FT SHEET PILE WEIR

ELEV. 1360.00

PROPOSED EASEMENT BOUNDARY

100-YEAR HWL = 1363.49

PROPERTY LINES

RE-LAY 30" RCP TILE MAIN

DAYLIGHT ELEV. 1361.00

TOE DRAINS

DRAWDOWN PIPE OUTLET RISER STRUCTURE

EXCAVATE TO 1359.00

FILL TO 1357.50DEEP WATER AREA (< 1357.00)

NWL = 1360.00

DIVERSION BERMS

TOP ELEV. 1359.50

EXISTING 6 FT BY

6 FT CONCRETE

BOX CULVERT

BORROW AREA

BORROW AREA

SPOIL AREA

EXISTING 18" TILE MAIN

INSTALL 6" HDPE TILE

TILE SEARCH

RE-LAY IF PRESENT TILE SEARCH

RE-LAY IF PRESENT

TILE SEARCH

RE-LAY IF PRESENT

TILE SEARCH

RE-LAY IF PRESENT

REMOVE EXISTING

GRADE CONTROL

STRUCTURE

35 FT AUXILIARY SPILLWAY

ELEV. 1362.75

SEE D.04

74 1376 1378 1382

8 FT COVER BERM

TOP ELEV. 1367.00

SEDIMENT FOREBAY

BOTTOM ELEV. 1356.00

WATER CONTROL STRUCTURE

MODIFIED SW-402

10 FT EMBANKMENT

TOP ELEV. 1364.50

CONSTRUCTION ACCESS

NORMAL POOL (1360.00)

DEEP WATER AREA (<1357.00)

100-YEAR HWL (1363.49)

PROPOSED EASEMENT BOUNDARY

RIP-RAP

EXCAVATE TO 1359.00

FILL TO 1357.50

STRUCTURE SEEDING

LEGEND

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DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJ. NO. CLA953734C

BCS

NVD

JPR

25X.140338.000

1.1 FINAL DESIGN REV. 1 02-25-20261519 BALTIMORE DRIVE

AMES, IA 50010

Phone: (515) 233-6100 Email: Ames@bolton-menk.com www.bolton-menk.comR

A.02

PLAN OVERVIEW

R

FEETSCALE

0 75 150

HORZ.

DESIGN CRITERIA VALUE UNIT REQUIREMENT

WATERSHED AREA 990 ACRES

POOL NORMAL WATER LEVEL (NWL) ELEV 1360.00 FT

DESIGNED WETLAND POOL AREA (@ NWL) 5.5 ACRES

PERCENT POOL AREA TO WATERSHED AREA 0.6 % Range 0.5% to 2% of watershed area

MAXIMUM POOL DEPTH 5.0 FT

AVERAGE POOL DEPTH 2.2 FT

DEEP WATER AREA (DEPTH > 3 FT) 1.1 ACRES

PERCENT DEEP WATER TO POOL AREA 19.9 % Less than 25%

POOL STORAGE VOLUME AT NWL 11.9 ACRE-FT

OVERFLOW ELEVATION 1362.75 FT

POOL STORAGE VOLUME AT OVERFLOW 28.2 ACRE-FT

PRIMARY WEIR ELEVATION 1360.00 FT

PRIMARY WEIR WIDTH 49 FT

TOTAL EASEMENT AREA 20.4 ACRES

AREA OF BUFFER 14.9 ACRES

RATIO BUFFER AREA TO NWL POOL AREA 2.7 Less than 4

25-YEAR STORM HWL IN POOL 1362.64 FT

25-YEAR PEAK INFLOW 672 CFS

25-YEAR PEAK OUTFLOW 656 CFS

100-YEAR STORM HWL IN POOL 1363.49 FT

100-YEAR PEAK INFLOW 1030 CFS

100-YEAR PEAK OUTFLOW 1016 CFS

WETLAND ELEV INCREMENTAL CUMULATIVE CUMULATIVE

POOL DEPTH AREA VOLUME VOLUME

(FT) (FT) (FT2

) (FT3

) (AC-FT)

0.0 1355.0 1,446

1.0 1356.0 29,170 15,308 0.35

2.0 1357.0 50,127 54,957 1.26

3.0 1358.0 95,265 127,653 2.93

4.0 1359.0 225,017 287,794 6.61

5.0 1360.0 240,400 520,502 11.95

6.0 1361.0 252,922 767,163 17.61

7.0 1362.0 264,840 1,026,044 23.55

7.8 1362.75 276,113 1,228,901 28.21

8.0 1363.0 279,974 1,298,451 29.81

9.0 1364.0 300,328 1,588,602 36.47

9.5 1364.5 318,896 1,743,408 40.02

13701370

REMOVE EXISTING LIVESTOCK SHELTER

PRESERVE EXISTING 6 FT x 6 FT

CONCRETE BOX CULVERT

PRESERVE EXISTING 18" CMP CULVERT

REMOVE EXISTING TILE

OR CRUSH IN PLACE

REMOVE EXISTING TILE

OR CRUSH IN PLACE

REMOVE EXISTING TILE

OR CRUSH IN PLACE

PRESERVE EXISTING 18" CMP CULVERT

ABANDON EXISTING TILE IN PLACE

FILL WITH GROUT

REMOVE EXISTING GRADE

CONTROL STRUCTURE & RUBBLE

REMOVE TREES WITHIN EASEMENT

PROPOSED EASEMENT BOUNDARY

EXISTING TILE

TILE REMOVAL

LEGEND

>>506 51080004

80000

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DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJ. NO. CLA953734C

BCS

NVD

JPR

25X.140338.000

1.1 FINAL DESIGN REV. 1 02-25-20261519 BALTIMORE DRIVE

AMES, IA 50010

Phone: (515) 233-6100 Email: Ames@bolton-menk.com www.bolton-menk.comR

A.03

EXISTING CONDITIONS AND REMOVALS

R

FEETSCALE

0 60 120

HORZ.

BENCHMARK LOCATIONS

NOTE: TILE REMOVALS SHALL

INCLUDE A MINIMUM OF 20 FT OF

TILE REMOVED EVERY 100 FT.

BENCHMARKS

POINT NO. NORTHING EASTING ELEVATION DESCRIPTION

500 3833276.160 4463594.028 1390.68 5/8" REBAR LAND MARKER - BLUE METAL CAP

505 3833231.762 4466247.842 1377.61 1/2" REBAR LAND MARKER - YELLOW PLASTIC CAP

506 3830551.418 4466291.786 1394.73 5/8" REBAR LAND MARKER

510 3830488.550 4468930.299 1394.89 5/8" REBAR LAND MARKER

80000 3835924.809 4463550.929 1402.49 1" METAL ROD

80004 3830611.406 4463652.592 1375.31 1" TEAL PIPE - YELLOW PLASTIC CAP

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DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJ. NO. CLA953734C

BCS

NVD

JPR

25X.140338.000

1.1 FINAL DESIGN REV. 1 02-25-20261519 BALTIMORE DRIVE

AMES, IA 50010

Phone: (515) 233-6100 Email: Ames@bolton-menk.com www.bolton-menk.comR

B.01

WATER CONTROL STRUCTURE DETAILS

COVER/STOP LOG STORAGE NOTES:

1. PROVIDE HALLIDAY PRODUCTS MODEL S1R3648 (OR APPROVED EQUAL) 36" x 48" ALUMINUM

ACCESS DOOR WITH LOCKING MECHANISM AND LIFTING HANDLE.

2. TOP OF STRUCTURE SHALL BE AN 8" THICK REINFORCED PRECAST TOP WITH ALUMINUM ACCESS

DOOR CAST INTO TOP.

3. PROVIDE 24" GRATE AND COLLAR (AGRI DRAIN GR24 GRATE AND GRC24 COLLAR OR APPROVED

EQUAL) FOR STOP LOG STORAGE.

4. PADLOCKS FOR ACCESS DOOR AND STOP LOG STORAGE TUBE SHALL BE KEYED ALIKE. FOUR KEYS

ARE TO BE SUPPLIED UPON PROJECT COMPLETION.

STOP LOG CHANNEL NOTES:

1. ALL STEEL SHALL BE FY=36 KSI.

2. ANCHORS SHALL BE GALVANIZED STEEL FURNISHED W/NUTS, WASHERS AND LOCK WASHERS.

3. STOP LOG CHANNEL SHALL BE FURNISHED AS ONE CONTINUOUS PIECE W/CONTINUOUS WELDS.

4. ALL STEEL STOP LOG CHANNEL COMPONENTS ARE TO BE GALVANIZED AFTER WELDING AND

DRILLING IS COMPLETE.

5. CONTRACTOR IS TO APPLY SEALANT VERY GENEROUSLY TO BACKSIDE OF STOP LOG CHANNEL TO ENSURE WATERTIGHT SEAL. SEALANT SHALL BE SIKA 30 YEAR INDUSTRIAL CAULK IN LIMESTONE

GREY OR APPROVED EQUIVALENT.

WATER CONTROL STRUCTURE NOTES:

1. STRUCTURE FABRICATION AND INSTALLATION SHALL CONFORM TO SUDAS 6010.302 SW-402

RECTANGULAR STORM SEWER MANHOLE

2. STRUCTURE SHOP DRAWINGS ARE REQUIRED FOR ENGINEER'S REVIEW AND APPROVAL BEFORE

FABRICATION OF WATER CONTROL STRUCTURE.

3. PRECAST WATER CONTROL STRUCTURE SHALL BE SUPPLED IN 2 OR 3 SECTIONS, PLUS AN 8" THICK COVER SECTION. SECTION SIZE IS LEFT TO CONTRACTOR'S DISCRETION EXCEPT BOTTOM SECTION

SHALL INCLUDE BASE AND WALLS TO 12" ABOVE INLET HOLE.

4. A CONCRETE INVERT IS TO BE INSTALLED AFTER STOP LOG CHANNEL IS INSTALLED. THE BOTTOM STOP LOG IS TO BE CAST INTO THE INVERT WITH THREE HALF INCH DIA. "J BOLTS" FASTENED TO

THE BOTTOM STOP LOG. NO LIFTING HOLES ARE REQUIRED FOR THIS BOTTOM LOG.

5. ALL SECTIONS OF THE STRUCTURE ARE TO HAVE "TONGUE AND GROOVE" JOINTS SEALED WITH O

RING GASKETS IN THE JOINT AND MASTIC AND FABRIC WRAP ON THE STRUCTURE EXTERIOR.

6. INTERIOR JOINTS SHALL BE FILLED AND SEALED TO PREVENT WATER FLOW IN JOINT BEHIND STOP

LOG CHANNEL USING EITHER CONCRETE GROUT OR MASTIC.

7. A-LOK (OR EQUIVALENT) WATERTIGHT SEAL IS REQUIRED FOR UPSTREAM PIPE CONNECTION TO

THE WATER CONTROL STRUCTURE. CONCRETE COLLAR IS REQUIRED FOR DOWNSTREAM

CONNECTION.

8. MANHOLE STEPS ARE TO BE INSTALLED FOR MAINTENANCE ACCESS TO THE STOP LOGS. STEPS

ARE TO BE PER SUDAS SECTION 6010-2-2.13.

9. ENSURE THAT ALL JOINTS ARE WATER-TIGHT AND PROPERLY SEALED

FL

O

W

FLOW

WELD

WELD

3"X2 1/2"X

1/4" ANGLE

6"X6"X 1/4" ANGLE

FL

O

W

PREDRILL 5/8" HOLES

FOR ANCHORS IN ANGLE

1/2"X4" GALVANIZED

ANCHORS @ 16"

SPACING STARTING

FROM TOP

SEALANT SHALL BE

APPLIED TO BACKSIDE OF

STOP LOG CHANNEL

PRIOR TO MOUNTING TO

CONCRETE STRUCTUREALL WELDS ARE TO BE

ENTIRE LENGTH OF

CHANNEL TO ENSURE

WATERTIGHTNESS

NOT TO SCALE

SW-402 WATER CONTROL OUTLET STRUCTURE SECTION

TOP OF STOP LOG

CHANNEL

TOP STOP LOG

AT/ABOVE 100-YEAR HWL

12" RCP FLOWLINE

SEE PLAN & PROFILE12" RCP FLOWLINE

SEE PLAN & PROFILE

POUR 6" CONCRETE INVERT WITH BOTTOM STOP LOG

AND STOP LOG CHANNELS CAST 3" INTO IT. SEE NOTE 4.

9" TOTAL SUMP

EXTERIOR MASTIC &

FABRIC WRAP

ALL JOINTS - 9" WIDE

LOCKING BAR

2"X2"X1/4" ANGLE 36" LONG

INSTALL 1/2" BOLT W/WELDED

NUT AS HINGE AT ONE END.

DRILL 1/2" HOLE FOR PADLOCK AT

OTHER END.

6"X1/2" EYEBOLT CAST

INTO SLAB FOR HINGE

36"X36"X4" CONCRETE

SLAB FLUSH WITH

GROUND W/ GRC24P

COLLAR CAST INTO SLAB

5 LF 24" DIA DUAL WALL

HDPE BURIED FOR STOP

LOG STORAGE TUBE

NOT TO SCALE

COVER AND STOP LOG

STORAGE DETAIL

STOP LOG CHANNEL DETAIL

24" GRATE AND COLLAR

PLACE 8" COMPACTED

ROCK TO SUPPORT TUBE

AND PROVIDE DRAINAGE

ALUMINUM ACCESS DOOR

STOP LOG CHANNEL

TOP OF STRUCTURE (SEE PLAN & PROFILE)

ALL INTERIOR JOINTS TO BE

FILLED WITH CONCRETE

GROUT OR MASTIC

2' MIN.

12" RCP

5'-0"

4' - 0"

5' - 0"

12" RCP

1' 4"

1' 8"

4'

MIN. 12"

8"

2 - 1/2" 2 - 3/4"

CONTRACTOR SHALL GROUT JOINTS

INSIDE STRUCTURE BEHIND

STOPLOG RAILS PRIOR TO

RAIL INSTALLATION

INSTALL STEPS

4' - 0"

1' 8"

TOP OF DIKE (SEE PLAN & PROFILE)

12"

3"

2"

6"

3/16"

3/4"

1" 3"

6"

12"

1/2"

1/2"Φ = 1-3/4"

156"

2"X6" ALUMINUM TUBE

WITH 3/16" WALL THICKNESS

FURNISH & INSTALL 2"X6" ALUMINUM

STOP LOGS AND REMOVAL TOOLS.

LOGS ARE TO BE FINISHED CUT 1"

SHORTER THAN OPENING TO FIT THE

FABRICATED STOP LOG CHANNEL.

NOT TO SCALE

STOP LOG & REMOVAL TOOL

DETAIL

1/2" ROUND

STEEL ROD

PROVIDE TWO

REMOVAL TOOLS

45°

1+00 1+20 1+60 2+00 2+40 2+80 3+20 3+50

.0

.7

.3

.4

.8

.3

.7

.8

.4

.5

.5

.2

.8

.5

.5

.5

EXISTING SURFACE

49' WEIR

TOP OF EMBANKMENT

INSTALL WALER ON TOP

EDGE OF SHEET PILE

STILLING BASIN PROFILE

DOWNSTREAM OF WEIR

SEE SHEET D.03

LINE SHOWN IS THE MINIMUM REQUIRED

COVERAGE LIMIT FOR SHEET PILE INSTALLATION.

PLAN QUANTITY IS BASED ON THESE EXTENTS.

7' 7'

STA: 1+70.49

EL: 1364.50

STA: 1+70.48

EL: 1345.50

STA: 1+84.98

EL: 1334.00

STA: 1+77.49

EL: 1364.50

STA: 1+90.99

EL: 1360.00

STA: 2+39.99

EL: 1360.00

STA: 2+53.49

EL: 1364.50

STA: 2+60.49

EL: 1364.50

STA: 2+60.50

EL: 1345.50

STA: 2+46.00

EL: 1345.50

STA: 2+46.00

EL: 1334.00

STA: 1+84.98

EL: 1345.50

2.

5:

3:1 3:

2.5:1

STA: 2+10.49

EL: 1350.00

STA: 2+20.49

EL: 1350.00

BOTTOM OF DAM CORE

STA: 2+03.25

EL: 1334.00 STA: 2+27.73

EL: 1334.00

STA: 2+03.25

EL: 1318.00

STA: 2+27.73

EL: 1318.00

.0

0' T

O

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L

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N

GT

H

.0

0' E

M

BE

DM

EN

T

.5

0'

.0

0'

.0

0'

.5

0'

.0

0'

24.48'

14.5'

18.27' 18.27'

14.5'

76'

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DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJ. NO. CLA953734C

BCS

NVD

JPR

25X.140338.000

1.1 FINAL DESIGN REV. 1 02-25-20261519 BALTIMORE DRIVE

AMES, IA 50010

Phone: (515) 233-6100 Email: Ames@bolton-menk.com www.bolton-menk.comR

B.02

SHEET PILE DETAILS

NOTES:

1. ALL BOLTS WILL BE 1" DIA. WITH 2 WASHERS. BOLT SHALL BE EXTENDED AT A MINIMUM OF 38" BEYOND THE NUT.

2. ALL HOLES SHALL BE DRILLED 1

16" LARGER IN DIAMETER THAN THE BOLT.

3. THE WALER SHALL BE PLACED ON THE DOWNSTREAM SIDE OF THE WEIR.

4. ANY HOLES LEFT IN SHEET PILE (LIFTING HOLES ETC.) SHALL BE WELDED CLOSED.

5. AFTER SHEETING AND WALER INSTALLATION ALL SHEETING ON THE WEIR IS TO BE CUT TO CONFORM WITH 3:1

SLOPE AND THE DESIGN ELEVATIONS.

6. STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDING WITH THE LATEST SPECIFICATION OF AISC.

FABRICATOR SHALL SUBMIT SHOP DRAWINGS SHOWING THAT PLANNED STEEL WILL COMPLETELY COVER

INTENDED WALL AREA. FABRICATE AFTER ENGINEERS REVIEW.

7. DEFLECTIONS SHALL BE MADE IN FABRICATED PIECES AND STILL CONFORM TO THE DIMENSIONS GIVEN.

8. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ALLOWABLE CONSTRUCTION LIVE LOADS.

9. PROVIDE ALL NECESSARY TEMPORARY BRACING, SHORING, GUYING OR OTHER MEANS TO AVOID EXCESSIVE

STRESSES AND TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING CONSTRUCTION.

DESIGN SHEET PILING AREA

SHEET PILING REQUIREMENTS

MINIMUM SECTION MODULUS OF 34.6 CUBIC INCHES PER FOOT OF WALL.

MINIMUM GRADE OF STEEL IS 36 KSI.

MINIMUM MOMENT OF INERTIA OF 305 INCHES ^ 4 PER FOOT OF WALL.

ALL SHEETING SHALL MEET ASTM A-328, A-572 GR50 OR A-690.

APPROVED PRODUCTS

SHORELINE STEEL SZ-14.5

JD FIELDS PZC 12

GERDAU AMERISTEEL PZC 13, PZC 12

NUCOR SKYLINE SCZ 14

OTHER SHEETING MAY BE ALLOWED WITH PRIOR APPROVAL OF ENGINEER. ALL

MATERIALS ARE BASED ON MINIMUM COVERAGE AND FURTHER SIZING WILL

NEED TO BE DONE. SIZING IS BASED ON INSTALLED STRENGTH. CONTRACTOR

SHALL CONSIDER CONSTRUCTIBILITY WHEN SELECTING A SHEET PILE SIZE.

BOLT DETAIL

NOT TO SCALE

GROUTED RIPRAPMETAL SHEET PILING

GEOTEXTILE FABRIC

GROUTED RIPRAP DETAIL

NOT TO SCALE

FLOW

DIRECTION

1" BOLT W/ (2) WASHERS

SHEET PILE

SPLICE

SHEET PILE

SPLICE

SHEET PILE

C10X15.3

WALER CONT.

SHEET PILE

C10X15.3 WALER CONT.

1" BOLT W/ (2)

WASHERS

NOTE: 1 BOLT TO BE PLACED ON EACH SIDE OF SPLICE

WALER BOLT PLACEMENT

NOT TO SCALE

C10X15.3 WALER

CONTINUOUS

ENTIRE FINISHED SURFACE

SHALL BE 0.2' LOWER THAN

TOP OF WEIR

FEETSCALE

0 25 50

HORZ.

FEETSCALE

0 5 10

VERT.

ol to n

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6, A ll Ri gh ts

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DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJ. NO. CLA953734C

BCS

NVD

JPR

25X.140338.000

1.1 FINAL DESIGN REV. 1 02-25-20261519 BALTIMORE DRIVE

AMES, IA 50010

Phone: (515) 233-6100 Email: Ames@bolton-menk.com www.bolton-menk.comR

B.03

CPDT INSTALLATION DETAILS

FLAT BOTTOM TRENCH INSTALLATION

FILL TRENCH TO 6" ABOVE TOP OF PIPE WITH CRUSHED STONE OR GRAVEL

MEETING THE REQUIREMENTS IN TABLE 2. BEDDING MATERIAL SHALL BE

INCIDENTAL TO THE PIPE INSTALLATION.

PREFFERED TRENCH INSTALLATION BOTTOM

CORRUGATED POLYETHYLENE DRAINAGE TUBING

MATERIAL & INSTALLATION NOTES

NOT TO SCALE

SOURCE: ASTM F449

TRAPEZOIDAL GROOVE, "V" GROOVE, & CIRCULAR GROOVE

NOT TO SCALE

SOURCE: ASTM F449

6" MIN FOR

OPEN TRENCH

INSTALLATION

R

6" M

IN

A B G

0.

5R

0.

R

TRENCH WIDTH MEASURED

AT TOP OF PIPE

90° "V" GROOVE

90°

THE CIRCULAR GROOVE SHALL BE A

MINIMUM 0.35R DEEP AND SHALL

MATCH THE OUTSIDE CURVE

SHAPE OF THE DEFLECTED CPDT.

THE TRAPEZOIDAL GROOVE SHALL

BE SHAPED AND ADJUSTED SUCH

THAT POINTS A, B, & C WILL TOUCH

THE UNDEFLECTED CPDT FOR EACH

SIZE INSTALLED.

TRAPEZOIDAL GROOVE

CIRCULAR GROOVE

UNDISTURBED SOIL

UNDISTURBED SOIL

TRENCH WIDTH MEASURED

AT TOP OF PIPE

4" M

IN

SEE TABLE 2 FOR

BEDDING MATERIAL

NOTE: THIS IS AN ALLOWED ALTERNATIVE INSTALLATION FOR CPDT

1. ALL CPDT AND CONNECTORS FURNISHED SHALL BE IN COMPLIANCE WITH MATERIAL STANDARDS ASTM F405 AND F667, AS

APPLICABLE, AND SHALL BE CLASSIFIED AS HEAVY-DUTY UNDER THOSE STANDARDS.

2. EXCEPT MODIFIED HEREIN OR OTHERWISE APPROVED BY ENGINEER, ALL CPDT SHALL BE INSTALLED IN COMPLIANCE WITH THE

ASTM 449 STANDARD PRACTICE.

3. FOR PIPES 6” DIAMETER AND SMALLER A 90° V GROOVE BOTTOM MAY BE USED, FOR ALL LARGER PIPE A TRAPEZOIDAL BOTTOM OR A CIRCULAR BOTTOM CONFORMING TO THE OUTSIDE DIAMETER OF THE PIPE SHALL BE USED. PRIOR TO THE INSTALLATION OF CPDT, CONTRACTOR MUST PROVE TO ENGINEER THAT THE INSTALLATION REQUIREMENTS, INCLUDING THE

SHAPE OF THE TRENCH BOTTOM, WILL BE ACCOMPLISHED.

4. WHERE TRENCH BOTTOM IS IN FIRM UNDISTURBED SOIL, SHAPE TRENCH BASE GROOVE. WHERE EXCESS CUT OCCURS, OVEREXCAVATE AND PLACE MINIMUM THREE (3) INCH THICK, GRAVELLY SAND BEDDING TO RESTORE GRADE. THIS BEDDING SHALL MEET THAT REQUIRED FOR TRENCH INSTALLATION TYPE 3 ON PLAN SHEET B.02. THIS MATERIAL AND WORK SHALL BE INCIDENTAL TO THE INSTALLATION OF THE PIPE. CONTRACTOR MAY SUBSTITUTE PIPE BEDDING ROCK AS THE BEDDING

MATERIAL.

5. NATIVE SOILS MAY BE USED AS BACKFILL MATERIAL UNLESS UNSTABLE TRENCH CONDITIONS PREVENT THE TRENCH BOTTOM HOLDING THE SHAPED GROOVE. IF TRENCH BOTTOM WILL NOT HOLD GROOVE SHAPE CONTRACTOR SHALL NOTIFY ENGINEER IMMEDIATELY. A FLAT BOTTOM TRENCH INSTALLATION WILL THEN BE ASSUMED. THE REQUIRED BEDDING MATERIAL SHALL BE

INCIDENTAL TO THE INSTALLATION OF THE PIPE.

6. MINIMUM TRENCH WIDTH IS PIPE OUTSIDE DIAMETER PLUS FOUR (4) INCHES FOR PLOWED INSTALLATION AND PIPE OUTSIDE

DIAMETER PLUS TWELVE (12) INCHES FOR OPEN TRENCH INSTALLATION.

7. ALL LATERAL CONNECTIONS, ELBOWS, TEES, ALIGNMENT CURVES, START HOLES AND ALL PORTIONS OF THE TRENCH NOT MEETING THE GROOVED TRENCH INSTALLATION REQUIREMENTS SHALL BE FILLED TO A MINIMUM OF SIX (6) INCH COVER OVER THE PIPE WITH GRADED CRUSHED STONE OR GRAVEL AS SHOWN ON TABLE 2 OF THIS SHEET. BEDDING MATERIAL SHALL BE

INCIDENTAL TO THE INSTALLATION OF THE PIPE.

8. MANUFACTURER'S ENDCAPS SHALL BE INSTALLED AT THE TERMINATION OF EACH LINE UNLESS A CONNECTION TO AN EXISTING

DRAIN IS MADE.

9. WITH THE INSTALLATION OF THE FIRST REACH OF CPDT ON THE PROJECT, CONTRACTOR IS REQUIRED TO WORK WITH THE

ENGINEER TO CHECK AND CONFIRM THAT THE PIPE STRETCH, IF ANY, DOES NOT EXCEED 5%.

10. ALIGNMENT TURNS MAYBE MADE USING EITHER A MANUFACTURED FITTING OR CURVING THE LINE WITH A 25' MINIMUM

RADIUS.

R25'

PI

X °

PT

PT

Table 1 Maximum Allowable Buried Depth to Flowline of CPDT

Nominal Pipe Diameter (IN)

Pipe Quality

(ASTM)

Trench Width at Top of the Pipe (FT)

12" 18" 24" 30" or Greater

Standard 13 7 5.5 5

Heavy-duty Any 10 7 6

Standard 10 7 5.5 5

Heavy-duty Any 9.5 6.5 6

Standard 10 7 5.5 5

Heavy-duty Any 10 7 6

10 Heavy-duty ... 9 7 6 12 Heavy-duty ... 9 7 6 15 Heavy-duty ... ... 7 6

Table 2 Acceptable Bedding Material and Compaction Requirements

Description Percentage Passing Sieve Sizes Minimum

Standard Density (%)

Maximum Compaction Layer Height

(IN.)1" 3/4" No. 4

Crushed Stone Crushed Gravel* 100% > 95% < 5% Dumped 18

* Class 1 Bedding Material Per SUDAS 3010.202A is an Allowable Substitute

DEGREES Δ DELTA

20° 4.41 30° 6.7 45° 10.36 60° 14.43 70° 17.51 80° 20.98 90° 25 ol to n

M en k, In c.

6, A ll Ri gh ts

R es er ve d c h:

\I

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5x

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D\

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B0

1.

dw g 6/

1/

:0 8:

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M

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJ. NO. CLA953734C

BCS

NVD

JPR

25X.140338.000

1.1 FINAL DESIGN REV. 1 02-25-20261519 BALTIMORE DRIVE

AMES, IA 50010

Phone: (515) 233-6100 Email: Ames@bolton-menk.com www.bolton-menk.comR

B.04

RCP INSTALLATION DETAILS

TRENCH INSTALLATION TYPE 3

COMPLETELY FILL

HAUNCH AREA WITH

GRAVELLY SAND

COMPACT TO 85%

STANDARD PROCTOR

DENSITY.

Do

LOOSELY PLACED UNCOMPACTED

GRAVELLY SAND BEDDING

Do/3

3" MIN.

PIPE SPRINGLINE

GRAVELLY SAND BEDDING SHALL BE CONSISTENT WITH THE GRADATION AND

OTHER CHARACTERISTICS OF STANDARD AASHTO A1 OR A3 SOIL. A

REPRESENTATIVE SAMPLE OF THE MATERIAL AND A GRADATION REPORT OR

SUPPLIER'S CERTIFICATION OF COMPLIANCE SHALL BE SUBMITTED TO THE

ENGINEER FOR APPROVAL PRIOR TO DELIVERY TO SITE. SEE SOIL DATA IN

APPENDIX OF SPECIFICATIONS BOOKLET.

6" TYP

0" MIN MEASURE POINT FOR

MAXIMUM TRENCH WIDTH

TOP OF

PIPE

CRUSHED ROCK MEETING THE GRADATION OF SUDAS CLASS I BEDDING

MATERAL, SPECIFICATION SECTION 3010.2.02.A, MAY BE SUBSTITUTED FOR

THE SAND OR CLAY HAUNCH BACKFILL MATERIAL. NO COMPACTION WILL BE

REQUIRED FOR THE CRUSHED ROCK BEDDING AND BACKFILL. MATERIAL

COSTS SHALL BE INCIDENTAL TO PIPE INSTALLATION.

MODIFIED TRENCH INSTALLATION TYPE 4

COMPLETELY FILL HAUNCH

AREA WITH NON-SATURATED

SILTY CLAY OR CLAY SOIL.

COMPACT TO 85% STANDARD

PROCTOR DENSITY. THERE

ARE NO SPECIFIED MOISTURE

LIMITS.

Do

WHERE TRENCH BOTTOM IN FIRM UNDISTURBED SOIL,

SHAPE TRENCH BASE GROOVE TO MATCH MINIMUM

1/6 OF THE OUTER CIRCUMFERENCE OF THE PIPE.

WHERE THE SHAPED GROOVE CANNOT BE

CONSTRUCTED INTO UNDISTURBED GROUND OR

WHERE EXCESS CUT OCCURS OVER EXCAVATE AND

PLACE MINIMUM 3-INCH THICK COMPACTED GRAVELLY

SAND BEDDING TO RESTORE GRADE SUCH THAT 1/6 OR

MORE OF THE OUTER CIRCUMFERENCE OF THE PIPE IS

BEDDED. THIS MATERIAL AND WORK IS SUBSIDIARY TO

THE INSTALLATION OF THE PIPE. CONTRACTOR MAY

SUBSTITUTE PIPE BEDDING ROCK AS THE BEDDING

MATERIAL. IT ALSO IS SUBSIDIARY.

PIPE SPRINGLINE

6" TYP

0" MIN MEASURE POINT FOR

MAXIMUM TRENCH WIDTH

TOP OF

PIPE

MINIMUM TRENCH WIDTH SHALL BE OUTSIDE DIAMETER OF PIPE PLUS 12" OR

THAT WIDTH WHICH IS REQUIRED FOR COMPACTION, WHICHEVER IS GREATER

WHERE FIRM BASE IS NOT

ENCOUNTERED. OVER

EXCAVATE AS DIRECTED BY

ENGINEER. PLACE CRADLING

ROCK AND BED PIPE IN IT

SUCH THAT 1/6 OR MORE OF

THE OUTER CIRCUMFERENCE

OF THE PIPE IS SUPPORTED.

THIS ROCK IS PAID FOR UNDER

A SEPARATE BID ITEM.

THE CONTRACTOR IS SOLEY RESPONSIBLE FOR THE INSTALLATION OF ALL PIPE ACCORDING TO PLAN REQUIREMENTS.

THE CONTRACTOR'S PARTICIPATION IN AND COMPLIANCE WITH THE FOLLOWING PROCEDURE IS REQUIRED AND WILL

ALLOW FOR FEWER SOIL DENSITY TESTS TO ENSURE PROPER PIPE INSTALLATION.

STEP 1

BEFORE COMMENCING PIPE INSTALLATION, STANDARD SOIL PROCTOR DENSITY TEST RESULTS OF REPRESENTATIVE SAMPLE(S) OF PIPE HAUNCH FILL SHALL BE PROVIDED BY AN INDEPENDENT QUALIFIED SOILS TESTING LAB. THE SELECTION OF THE SAMPLE(S) WILL BE MADE BY THE ENGINEER AND CONTRACTOR (WHEN SPECIFIED).

STEP 2

CONTRACTOR MAY BEGIN EXCAVATING THE MODIFIED TYPE 4 TRENCH

WITH THE REQUIRED SHAPED BOTTOM GROOVE AND PLACE SEVERAL PIPE SECTIONS ONLY WHEN BOTH ENGINEER AND

TESTING LAB TECHNICIAN ARE PRESENT

CONTRACTOR SHALL DEMONSTRATE THE INTENDED METHODS FOR COMPACTING THE FILL FOR THE PIPE HAUNCH AREAS. SOIL DENSITY TESTS SHALL BE TAKEN AT LOCATIONS DESIGNATED BY THE ENGINEER TO CONFIRM THAT THE INTEDNED METHODS FOR FILL AND COMPACTION OF THE PIPE HAUNCH AREAS SATIFIES THE PLAN REQUIREMENTS.

CONTRACTOR SHALL MODIFIY THE INSTALLATION METHODS AND REPEAT STEP 2 UNTIL ACCEPTABLE TESTS RESULTS ARE

ACHIEVED.

STEP 3

CONTRACTOR MAY INSTALL THE NEXT SEVERAL HUNDRED FEET OF PIPE. ENGINEER SHALL DESIGNATE SEVERAL LOCATIONS (APPROXIMATELY 10% OF THE INSTALLED LENGTH) WHERE CONTRACTOR SHALL LEAVE THE PIPE UNBLINDED FOR FURTHER DENSITY TESTS OF THE HAUNCH FILL AREA. ALL DENSITY TESTS MUST MEET PLAN REQUIREMENTS BEFORE

WORK MAY PROCEED FURTHER.

IF DENSITY TESTING DATA CONFIRMS TO THE SATISFACTION OF THE ENGINEER THAT THE CONTRACTOR'S INSTALLATION METHOD WILL PRODUCE CONSISTENT COMPLIANCE WITH PLAN REQUIREMENTS, CONTRACTOR MAY CONTINUE INSTALLATION OF THE PIPE WITH NO ADDITIONAL TESTING REQUIRED. IF NOT, STEPS 2 AND 3 SHALL BE REPEATED UNTIL A RELIABLE, SUCCESSFUL METHOD OF PIPE INSTALLATION THAT PRODUCES SATISFACTORY RESULTS IS ESTABLISHED.

TRENCH WALLS

PLUG DOWNSTREAM

TILE WITH PLASTIC END

PLUG, CONCRETE, OR

AS OTHERWISE

ALLOWED.FLOW FLOW

CUT AND SHAPE END OF P.E.

TILE TO FIT FLUSH WITH INSIDE

OF CONCRETE TILE. GROUT

CONNECTION

FILL TRENCH TO P.E. SPRINGLINE WITH COMPACTED CRUSHED

STONE. WHERE COVER EXCEEDS 8 FEET, COVER CONNECTION

AND EXPOSED P.E. WITH 12 INCHES OF CRUSHED STONE

BEDDING COMPLYING WITH SUDAS SPECIFICATION SECTION

3010.301. BUCKET PRESS & COMPACT EARTH FILL UNIFORMLY

ON BOTH SIDES OF STONE TO RESIST LATERAL MOVEMENT OF

THE STONE.

CONCRETE COLLAR EXCEPTION

CONNECTIONS TO THE PIPE AT BOTH ENDS MAY BE MADE

WITH A MANUFACTURED POLYETHYLENE INTERNAL SNAP

COUPLER INSERTED FULLY INTO THE PIPE. CONCRETE COLLARS

NOT REQUIRED WITH POSITIVE LOCKED CONNECTION OR

WHERE COMPACTED CRUSHED ROCK FULLY SURROUNDS THE

CONNECTION. GAPS AT THE CONNECTIONS SHALL BE COVERED

WITH ENGINEERING FABRIC WRAPPED AROUND THE JOINT.

INSERTA TEE WILL BE CONSIDERED AS ALTERNATE

CONNECTION AT NEW MAIN WITH ENGINEERS PRIOR

APPROVAL AND INSTALLATION PER MANUFACTURERS

RECOMMENDATION.

TYPICAL FIELD TILE CONNECTION

FOR FIELD TILE UP TO 10" DIAMETER

CO

VE

R

USE NON-PERFORATED

CORRUGATED P.E. DRAIN TILE

UNDISTURBED

SOIL

SLIDE CORRUGATED P.E. TILE A

MINIMUM OF 6" OVER END OF

EXISTING TILE. ENCASE JOINT (IF

NOT TIGHT FITTING) IN P.C.

CONCRETE COLLAR, AS SHOWN.

FIELD TILE

A

A

PIPE HAUNCH FILL AND COMPACTION METHOD

PLAN REQUIREMENTS COMPLIANCE VERIFICATION

12"

6"

HAND SHAPE TRENCH FOR P.E.

TILE TO INSURE UNDISTURBED

SOIL SUPPORT LOWER 1/2 OF

TILE PERIMETER OR BED ON

CRUSHED STONE FILL AND

THOROUGHLY TAMP SOIL

ENVELOPE

SECTION A-A

TOP OF SOIL

ENVELOPE

UNDISTURBED

SOIL

CONTRACTOR IS REQUIRED TO PROPERLY AND ADEQUATELY INSTRUCT SUBCONTRACTORS AND/OR SUBSEQUENT PIPE

INSTALLATION WORKERS ON THE PROPER INSTALLATION METHOD.

STEP 4A

SOIL OR TRENCH CONDITION CHANGES

TO VERIFY CONTRACTOR'S COMPLIANCE WITH PLAN REQUIREMENTS UNDER THE CHANGED CONDITIONS, ENGINEER MAY STOP WORK AND REQUIRE ADDITIONAL SOIL PROCTOR TESTS AND/OR SOIL DENSITY TESTS SIMILAR TO STEPS 1 THROUGH

3. THE WORK AND COSTS OF THE FIRST TWO REVERIFICATIONS IS SUBSIDIARY TO THE PIPE INSTALLATION. SUBSEQUENT

VERIFICATIONS WILL BE CONSIDERED EXTRA WORK.

STEP 4B

CONTRACTOR FAILS TO CONSISTENTLY PERFORM INSTALLATION METHOD OR INSTRUCT OTHER INSTALLERS

IF CONTRACTOR FAILS TO CONSISTENTLY PERFORM OR ADEQUATELY INSTRUCT SUBCONTRACTORS AND/OR SUBSEQUENT PIPE INSTALLATION WORKERS ON THE APPROVED INSTALLATION METHOD, ENGINEER MAY STOP WORK AND REQUIRE ADDITIONAL SOIL PROCTOR TESTS AND/OR SOIL DENSITY TESTS SIMILAR TO STEPS 1 THROUGH 3 TO VERIFY CONTRACTOR'S COMPLIANCE WITH PLAN REQUIREMENTS. THE WORK AND COSTS OF ALL VERIFICATIONS UNDER SUCH

CONDITIONS IS SUBSIDIARY TO THE PIPE INSTALLATION.

EXCEPTION

IF CONTRACTOR ELECTS TO SHAPE THE TRENCH BOTTOM SUCH THAT A MINIMUM OF 45% OF THE OUTER CIRCUMFERENCE OF THE PIPE IS FIRMLY BEDDED IN AND CONSISTENTLY SUPPORTED BY UNDISTURBED SOIL, PIPE HAUNCH FILL COMPACTION TESTING WILL NOT BE REQUIRED. THE CONTRACTOR IS REQUIRED TO COMPLY WITH A PROPER INSTALLATION METHOD AND TO FULLY COMPLY WITH THE REQUIREMENTS OF THE VERIFICATION OUTLINED

ABOVE FOR ALL SITUATIONS WHERE THIS EXCEPTION IS NOT MET.

NOT TO SCALE

SOURCE: AMERICAN CONCRETE PIPE ASSOCIATION

CONCRETE PIPE DESIGN MANUAL

NOT TO SCALE

SOURCE: AMERICAN CONCRETE PIPE ASSOCIATION

CONCRETE PIPE DESIGN MANUAL

ol to n

M en k, In c.

6, A ll Ri gh ts

R es er ve d c h:

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5x

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DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJ. NO. CLA953734C

BCS

NVD

JPR

25X.140338.000

1.1 FINAL DESIGN REV. 1 02-25-20261519 BALTIMORE DRIVE

AMES, IA 50010

Phone: (515) 233-6100 Email: Ames@bolton-menk.com www.bolton-menk.comR

B.05

MISCELLANEOUS DETAILS

2" DIA. PERFORATIONS

SPACED 5" O.C.

SURROUND WITH CLASS E RIP RAP TO 3 FT HEIGHT

1.5 TN

12" RCP DRAWDOWN PIPE

CONCRETE COLLAR

AT JOINT

24" DIA. DUAL-WALL

HDPE RISER PIPE

24" AGRI DRAIN HEAVY DUTY BAR

GUARD OR APPROVED EQUAL

NWL

EXISTING GROUND

SURFACE

36" DIAMETER x 12" THICK

REINFORCED CONCRETE PAD

24" AGRI DRAIN HEAVY DUTY BAR

GUARD OR APPROVED EQUAL

12" RCP DRAWDOWN PIPE

CONCRETE COLLAR

AT JOINT

OUTLET RISER DETAIL

ALTERNATIVE 1: RCP ANTI-SEEP COLLAR

NOT TO SCALE

1/2" X 2" SLOTTED HOLES

FOR 3/8" DIA. BOLTS

CONTINUOUS WELD

BETWEEN BAND

AND COLLAR.

3'

3'

10'

SLOTTED HOLES

@ 8" O.C.

CONTINUOUS WELD

BETWEEN BAND

AND COLLAR.

BAND

BOTTOM OF BAND

2" 2"

BAND

A

A

12"TOP OF BAND

BOTTOM OF COLLAR

CORRUGATED METAL SHEET WELDED

TO CENTER OF SMOOTH METAL

BAND WITH MASTIC APPLIED FOR

SEALANT AROUND THE PIPE.

OPTIONAL SUBSTITUTE -

CAST-IN-PLACE CONCRETE BAND.

ANTI-SEEP COLLAR DETAILS

ALTERNATIVE 2: COMPOSITE BENTONITE AGGREGATE COLLAR

NOT TO SCALE

12" ID

RCP

TRENCH WIDTH (SEE PLANS)

5 FT MIN. COLLAR WIDTH

FT

C O

LL

AR

TH

IC

KN

ES

S

NOTES:

1. COMPOSITE BENTONITE AGGREGATE

(CBA) SHALL BE AQUABLOK OR

APPROVED EQUAL.

2. COLLAR SHALL EXTEND 1.75 FT BELOW

BOTTOM OF PIPE AND 1.75 FT ABOVE

TOP OF PIPE

3. COLLAR SHALL BE A MINIMUM OF 5 FT

WIDE AND EXTEND A MINIMUM OF 6"

BEYOND EDGE OF TRENCH

4. NO COMPACTION OF CBA IS

REQUIRED.

5. EXCAVATE AND BACKFILL THE

REMAINDER OF THE TRENCH AS

NOTED IN THE PLANS.

CORRUGATED METAL SHEET

GALVANIZED STEEL

PREFABRICATED HPDE ANTI-SEEP

COLLARS ARE AN ALLOWED ALTERNATIVE.

BAND

ol to n

M en k, In c.

6, A ll Ri gh ts

R es er ve d c h:

\I

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\2

5x

0\

CA

D\

C3 D\

C0

1.

dw g 6/

1/

:0 9:

A

M

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJ. NO. CLA953734C

BCS

NVD

JPR

25X.140338.000

1.1 FINAL DESIGN REV. 1 02-25-20261519 BALTIMORE DRIVE

AMES, IA 50010

Phone: (515) 233-6100 Email: Ames@bolton-menk.com www.bolton-menk.comR

C.01

ESTIMATED QUANTITIES

Bid Item Sub-Item Description

Specifications Plan No.

Estimated Quantities No. Page Quantity Unit

1 - Site Stripping & Preparation IA CS-001 3-4 A.02 1 LS 2 - Crop Damage IA CS-001 3-4 - 0 AC 3 - Structure & Channel Seeding IA CS-006 7-10 K.01 2.1 AC 4 - Buffer Seeding IA CS-006 7-10 K.01 13.1 AC 5 - Mobilization and Demobilization IA CS-008 11-12 - 1 LS 6 - Drain Tile Investigation and Removal

1 Tile Removal IA CS-009 14-17 A.03 8 HR 2 Tile Abandonment IA CS-009 14-17 A.03 1 LS

7 - Steel Sheet Piling IA CS-013 20-21 B.02, D.02 2523 SF 8 - Excavation (General) IA CS-021 22-24 D.01 10944 CY 9 - Earthfill (General) IA CS-023 25-28 D.01, D.05 1210 CY

10 - Earthfill (General Dam) IA CS-023 25-28 D.02 2283 CY 11 - Earthfill (Dam Core) IA CS-023 25-28 D.02 767 CY 12 - Drainfill, Fine IA CS-024 29-31 D.02 23 CY 13 - Topsoil Strip, Salvage, and Respread IA CS-026 32-33 D.01 3073 CY 14 - 12" Dia. Reinforced Concrete Pipe IA CS-031 34-40 D.02 16 LF 15 - 12" Dia. Reinforced Concrete Pipe (Gasketed) IA CS-031 34-40 M.02 136 LF 16 - 30" Dia. Reinforced Concrete Pipe IA CS-031 34-40 M.01 805 LF 17 - Modified SW-402 Water Control Structure IA CS-031 34-40 B.01, M.02 1 EA 18 - 12" Dia. Reinforced Concrete Apron, Footing, Bar Guard IA CS-031 34-40 M.02 1 EA 19 - 30" Dia. Reinforced Concrete Apron, Footing, Bar Guard IA CS-031 34-40 M.01 1 EA 20 - 6" Dia. Corrugated HDPE Pipe (Single-Wall; Perforated) IA CS-046 41-44 D.02, M.02 335 LF 21 - 6" Dia. Corrugated HDPE Pipe (Single-Wall; Non-Perforated) IA CS-046 41-44 M.02 205 LF 22 - Stoplog Storage Structure IA CS-046 41-44 B.01 1 EA 23 - Outlet Riser Structure IA CS-046 41-44 B.05, M.02 1 EA 24 - Anti-Seep Collars IA CS-051 45-47 B.05, M.02 2 EA 25 - Rip Rap (Class E) IA CS-061 48-49 D.03, M.01-M.02 383 TN 26 - Grout for Rip Rap IA CS-062 50-52 D.04 46 CY

56 13

62 13

62 13

DIVERSION BERMS

TOP ELEV. 1359.50

4:1 SIDE SLOPES

FILL TO 1357.50

FILL TO 1357.50

EXCAVATE TO 1359.00

10 FT WIDE EMBANKMENT

TOP ELEV. 1364.50

3:1 SIDE SLOPES

GRADE OUT TO EXISTING

SURFACE AT 4:1 SLOPE

GRADE OUT TO EXISTING

SURFACE AT 4:1 SLOPE

GRADE OUT TO EXISTING

SURFACE AT 4:1 SLOPE

GRADE OUT TO EXISTING

SURFACE AT 4:1 SLOPE

CONSTRUCT 10 FT WIDE

WAVE BERM ADJACENT

TO NORMAL POOL

EXCAVATE TO 1359.00

EXCAVATE TO 1359.00

35 FT WIDE AUXILIARY SPILLWAY

CREST ELEV. 1362.75

3:1 SIDE SLOPES

10 FT x 20 FT STILLING BASIN

BOTTOM ELEV. 1350.00

2.5:1 SIDE SLOPES

10 FT WIDE OUTLET CHANNEL

3:1 SIDE SLOPES

8 FT WIDE COVER BERM

TOP ELEV. 1367.00

6:1 SIDE SLOPES

40 FT x 40 FT SEDIMENT BASIN

BOTTOM ELEV. 1356.00

2.5:1 SIDE SLOPES

NORMAL POOL (1360.00)

DEEP WATER AREA (<1357.00)

100-YEAR HWL (1363.49)

PROPOSED EASEMENT BOUNDARY

RIP-RAP

EXCAVATE TO 1359.00

FILL TO 1357.50

MINIMUM 6" TOPSOIL LAYER

LEGEND

SHEET

B ol to n

M en k, In c.

5, A ll Ri gh ts

R es er ve d c h:

\I

DA

LS

\2

5x

0\

CA

D\

C3 D\

D0

1.

dw g 6/

1/

:0 9:

A

M

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJ. NO. CLA953734C

BCS

NVD

JPR

25X.140338.000

1.1 FINAL DESIGN REV. 1 02-25-20261519 BALTIMORE DRIVE

AMES, IA 50010

Phone: (515) 233-6100 Email: Ames@bolton-menk.com www.bolton-menk.comR

D.01

GRADING OVERVIEW

R

FEETSCALE

0 50 100

HORZ.

0+00 1+00 2+00 3+00 4+00 5+00

.5

.4

.1

.7

.0

.3

.7

.6

.4

.2

.5

.2

.7

.9

.8

.2

.4

.0

.0

.1

.3

.4

.4

.5

.5

.2

.2

.8

.8

.5

.5

.5

.5

.5

.5

.5

144' - 6" HDPE @ ???

144 LF - 6" PERF. HDPE

3:1 3:

2.5:1

2.

5:

OVERBUILD

ELEV: 1364.71

OVERBUILD

ELEV: 1364.85

OVERBUILD

ELEV: 1365.00

OVERBUILD

ELEV: 1364.99

OVERBUILD

ELEV: 1364.84

OVERBUILD

ELEV: 1364.61

0.00%

3:1 3:

0.00%0.00%

STA: 0+59.96

EL: 1364.50

STA: 0+63.18

EL: 1364.50

STA: 0+69.22

EL: 1362.50

STA: 0+94.59

EL: 1362.50

STA: 1+00.79

EL: 1364.50 STA: 1+77.49

EL: 1364.50

STA: 1+90.99

EL: 1360.00

STA: 2+39.99

EL: 1360.00

STA: 2+53.49

EL: 1364.50

STA: 4+38.24

EL: 1364.50

49' WEIR

EXISTING SURFACE

35 FT AUXILIARY SPILLWAY

ELEV. 1362.75 TOE DRAIN

CONNECT TOE DRAIN

TO DRAWDOWN PIPE

BOTTOM OF CORE TRENCH

5 FT BELOW EXISTING SURFACE

WATER CONTROL STRUCTURE

NWL = 1360.00

DEEP WATER AREA ( > 3 FT DEEP)

TOE DRAIN

DAYLIGHT ELEV. 1362.00

16 LF 12" RCP

STILLING BASIN

BOTTOM ELEV. 1350.00

7.22%

5.42%

16' - 12" RCP @ 5.42%

16 LF - 12" RCP

@ 5.42%

5.56%

3.07%

81' - 6" HDPE @ 7.22%

81 LF - 6" PERF. HDPE

@ 7.22%09

0+00 1+00 2+00 3+00 4+00 5+00

BP

: 0

+0 0.

EP

: 5

+0 0.

136113 621363

13641366

55 13

60 13 651356

1357 13

55 13

MODIFIED SW-402 WATER CONTROL STRUCTURE

TOE DRAIN

TOE DRAIN

OUTLET RISER STRUCTURE

35 FT AUXILIARY SPILLWAY

CONNECT TOE DRAIN TO DRAWDOWN PIPE

DAYLIGHT TOE DRAIN TO STILLING BASIN

ELEV. 1352.00

DRAWDOWN PIPE

10 FT WIDE WAVE BERM

ADJACENT TO NORMAL POOL

NORMAL POOL (1360.00)

DEEP WATER AREA (<1357.00)

100-YEAR HWL (1363.49)

PROPOSED EASEMENT BOUNDARY

RIP-RAP

EXCAVATE TO 1359.00

FILL TO 1357.50

STRUCTURE SEEDING

LEGEND

SHEET

B ol to n

M en k, In c.

5, A ll Ri gh ts

R es er ve d c h:

\I

DA

LS

\2

5x

0\

CA

D\

C3 D\

D0

2.

dw g 6/

1/

:0 9:

A

M

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJ. NO. CLA953734C

BCS

NVD

JPR

25X.140338.000

1.1 FINAL DESIGN REV. 1 02-25-20261519 BALTIMORE DRIVE

AMES, IA 50010

Phone: (515) 233-6100 Email: Ames@bolton-menk.com www.bolton-menk.comR

R

FEETSCALE

0 25 50

HORZ.

FEETSCALE

0 5 10

VERT. D.02

PLAN & PROFILE - EMBANKMENT

TOE DRAIN CROSS SECTION

1 FT

FT

6" PERFORATED DRAIN TILE

FINE DRAINFILL ENVELOPE

(MINIMUM EXTENTS)

3"

10 FT WIDE TOP (4.5 FT ABOVE NWL)

10 FT WAVE BERM (AT NWL)

5 FT MIN. CORE TRENCH WIDTH

(TOP AND BOTTOM)

NORMAL WATER LEVEL

TOP OF CORE TRENCH

AT NWL

1:1 MAX SLOPES

3:1

3:1

EMBANKMENT CROSS SECTION

NOTE: ONLY BUILD WAVE

BERM ADJACENT TO POOL BOTTOM OF CORE TRENCH

5 FT BELOW EXISTING GRADE

-0+50 0+00 1+00 2+00 2+75

.0

.5

.8

.0

.5

.6

.5

STA: 0+81.50

EL: 1360.00

STA: 1+00.00

EL: 1360.00

ST

A:

+0

0.

EL

: 1

0.

STA: 1+20.00

EL: 1350.00

STA: 1+24.50

EL: 1351.50

STA: 1+29.50

EL: 1351.50 STA: 1+84.30

EL: 1349.17

0.00%

3:

1 -4.25%

0.00%

0.00%

MINIMUM SHEET PILE

COVERAGE LIMIT

EXISTING SURFACE

10 FT WIDE WAVE BERM

NWL = 1360.00

10 FT WIDE EMBANKMENT

TOP ELEV. 1364.50

DEEP WATER AREA

( > 3 FT DEEP)

TEMPORARY SHEET PILE

CONSTRUCTION BERM

PLACE RIP RAP 1.5 FT THICK

(GROUTED AREA SHADED)

OUTLET CHANNEL

EXISTING 6 FT x 6 FT BOX CULVERT

INVERT ELEV. 1349.25

0+00 1+00 2+00

BP

: 0

+0 0.

EP

: 2

+0 0.

62 13

GROUTED RIP RAP

UPSTREAM OF WEIR

18.3 CY GROUT

65.0 TONS RIP RAP

RIP RAP DOWNSTREAM OF WEIR

296.1 TONS

GROUT DOWNSTREAM OF WEIR

27.5 CY

GROUTED AREA SHADED

10' 10'

.5

29.5' EXISTING 6 FT x 6 FT

CONCRETE BOX CULVERT

INVERT ELEV. 1349.25

0+50 1+00 2+00 3+00 3+75

.1

.7

.0

.3

.7

.6

.4

.2

.5

.2

.7

.9

.8

.2

.4

.4

.5

.5

.2

.2

.8

.8

.5

.5

.5

.5

.5

49' WEIR

STA: 1+74.24

EL: 1364.50

STA: 2+10.49

EL: 1350.00

STA: 2+20.49

EL: 1350.00

STA: 2+56.74

EL: 1364.50

STA: 0+59.96

EL: 1364.50

STA: 0+63.18

EL: 1364.50

STA: 0+69.22

EL: 1362.50

STA: 0+94.59

EL: 1362.50

STA: 1+00.79

EL: 1364.50

STA: 1+77.49

EL: 1364.50

STA: 1+90.99

EL: 1360.00

STA: 2+39.99

EL: 1360.00

STA: 2+53.49

EL: 1364.50

UPSTREAM SPILLWAY SURFACE

EXISTING SURFACE

STILLING BASIN

10 FT BOTTOM WIDTH

PLACE RIP RAP IN 1.5 FT THICK LAYER CEMENTED

WITH GROUT UNDERLAIN BY GEOTEXTILE FABRIC

MINIMUM SHEET PILE

COVERAGE LIMIT

TOP OF EMBANKMENT

1+00 2+00 3+00 4+00

136113 621363

13641366

55 13

601356

1357 13

PRESERVE EXISTING 6 FT x 6 FT

CONCRETE BOX CULVERT

49 FT WEIR

55 13

OUTLET CHANNEL

10 FT BOTTOM WIDTH

3:1 SIDE SLOPES

20 FT STILLING BASIN

10 FT BOTTOM WIDTH

2.5:1 SIDE SLOPES

NORMAL POOL (1360.00)

DEEP WATER AREA (<1357.00)

100-YEAR HWL (1363.49)

PROPOSED EASEMENT BOUNDARY

RIP-RAP

EXCAVATE TO 1359.00

FILL TO 1357.50

STRUCTURE SEEDING

LEGEND

SHEET

B ol to n

M en k, In c.

5, A ll Ri gh ts

R es er ve d c h:

\I

DA

LS

\2

5x

0\

CA

D\

C3 D\

D0

2.

dw g 6/

1/

:0 9:

A

M

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJ. NO. CLA953734C

BCS

NVD

JPR

25X.140338.000

1.1 FINAL DESIGN REV. 1 02-25-20261519 BALTIMORE DRIVE

AMES, IA 50010

Phone: (515) 233-6100 Email: Ames@bolton-menk.com www.bolton-menk.comR

R

FEETSCALE

0 25 50

HORZ.

FEETSCALE

0 5 10

VERT. D.03

PLAN & PROFILE - STILLING BASIN & OUTLET CHANNEL

R

STILLING BASIN PROFILE STILLING BASIN CROSS-SECTION

-3+00 -2+00 -1+00 0+00 1+00 2+00 3+00 4+00 4+50

.4

.9

.6

.9

.2

.5

.2

.5

.7

.9

.4

.0

.7

.7

.3

.8

.3

.8

EXISTING SURFACE

AUXILIARY SPILLWAY

35 FT WIDTH

TOP OF EMBANKMENT

10 FT WIDTH

NWL = 1360.00

EXCAVATED POOL

0.00%

-5.90%

ST

A:

+8

7.

EL

: 1

2.

ST

A:

+0

8.

EL

: 1

2.

ST

A:

+3

3.

EL

: 1

5.

0+

1+00

2+00

2+50

BP: 0+00.00

PC: 0+43.16

PT: 1+54.22

PI: 1+58.16

EP: 2+50.00

NORMAL POOL (1360.00)

DEEP WATER AREA (<1357.00)

100-YEAR HWL (1363.49)

PROPOSED EASEMENT BOUNDARY

RIP-RAP

EXCAVATE TO 1359.00

FILL TO 1357.50

STRUCTURE SEEDING

LEGEND

35 FT BOTTOM

3:1 SIDES

TOP OF EMBANKMENT

EXISTING

GROUND

AUXILIARY SPILLWAY SECTION THROUGH EMBANKMENT

SHEET

B ol to n

M en k, In c.

5, A ll Ri gh ts

R es er ve d c h:

\I

DA

LS

\2

5x

0\

CA

D\

C3 D\

D0

2.

dw g 6/

1/

:0 9:

A

M

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJ. NO. CLA953734C

BCS

NVD

JPR

25X.140338.000

1.1 FINAL DESIGN REV. 1 02-25-20261519 BALTIMORE DRIVE

AMES, IA 50010

Phone: (515) 233-6100 Email: Ames@bolton-menk.com www.bolton-menk.comR

R

FEETSCALE

0 25 50

HORZ.

FEETSCALE

0 5 10

VERT. D.04

PLAN & PROFILE - AUXILIARY SPILLWAY

0+00 1+00 2+00 3+00 3+25

.1

.6

.7

.5

.7

.0

.4

.2

.0

.0

.0

.8

.8

.6

.0

.6

.6

.5

.6

.9

.3

.1

.0

.9

.0

.7

.7

.6

STA: 1+00.00

EL: 1358.99

STA: 2+60.00

EL: 1358.99

STA: 2+57.96

EL: 1359.50

STA: 1+02.04

EL: 1359.50

4:1

4:1

POOL EXCAVATION

ELEV. 1359.00

POOL EXCAVATION

ELEV. 1359.00

POOL FILL

ELEV. 1357.00

TOP OF DIVERSION BERM

ELEV. 1359.50 NWL = 1360.00

EXISTING SURFACE

0+00 1+00 2+00 3+00 3+25

BP

: 0

+0 0.

EP

: 3

+2 5.

136013621364

1360 1362 1364

13581358

NORMAL POOL (1360.00)

DEEP WATER AREA (<1357.00)

100-YEAR HWL (1363.49)

PROPOSED EASEMENT BOUNDARY

RIP-RAP

EXCAVATE TO 1359.00

FILL TO 1357.50

STRUCTURE SEEDING

LEGEND

0+00 1+00 2+00 3+00 3+25

BP

: 0

+0 0.

EP

: 3

+2 5.

0+00 1+00 2+00 3+00 3+25

.9

.6

.7

.0

.5

.6

.6

.0

.4

.2

.5

.5

.0

.2

.9

.6

.7

.0

.4

.6

.5

.0

.3

.1

.4

.5

.0

.1

STA: 1+20.00

EL: 1358.99

STA: 1+22.04

EL: 1359.50

STA: 2+07.96

EL: 1359.50

STA: 2+10.00

EL: 1358.99

4:1

4:1

POOL EXCAVATION

ELEV. 1359.00

POOL EXCAVATION

ELEV. 1359.00

TOP OF DIVERSION BERM

ELEV. 1359.50

NWL = 1360.00

EXISTING SURFACE

SHEET

B ol to n

M en k, In c.

5, A ll Ri gh ts

R es er ve d c h:

\I

DA

LS

\2

5x

0\

CA

D\

C3 D\

D0

3.

dw g 6/

1/

:0 9:

A

M

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJ. NO. CLA953734C

BCS

NVD

JPR

25X.140338.000

1.1 FINAL DESIGN REV. 1 02-25-20261519 BALTIMORE DRIVE

AMES, IA 50010

Phone: (515) 233-6100 Email: Ames@bolton-menk.com www.bolton-menk.comR

R

FEETSCALE

0 25 50

HORZ.

FEETSCALE

0 5 10

VERT. D.05

PLAN & PROFILE - DIVERSION BERMS

SHEET

B ol to n

M en k, In c.

5, A ll Ri gh ts

R es er ve d c h:

\I

DA

LS

\2

5x

0\

CA

D\

C3 D\

D0

3.

dw g 6/

1/

:0 9:

A

M

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJ. NO. CLA953734C

BCS

NVD

JPR

25X.140338.000

1.1 FINAL DESIGN REV. 1 02-25-20261519 BALTIMORE DRIVE

AMES, IA 50010

Phone: (515) 233-6100 Email: Ames@bolton-menk.com www.bolton-menk.comR

R

10 FT WIDE TOP

6" BELOW NWL

NORMAL WATER LEVEL

DIVERSION BERM CROSS SECTION

EXISTING/EXCAVATED

GROUND SURFACE

4:1 SIDE SLOPES

WEST DIVERSION BERM EAST DIVERSION BERM

SEEDING AREAS

BUFFER SEEDING 13.1 AC

STRUCTURE SEEDING 2.1 AC

SEED EMBANKMENT

STRUCTURE SEEDING

SEED OUTLET CHANNEL

STRUCTURE SEEDING

SEED AUXILIARY SPILLWAY

AND SURROUNDING AREA

STRUCTURE SEEDING

SEED WAVE BERM TO 1 FT

BELOW NORMAL POOL

STRUCTURE SEEDING

DO NOT SEED POOL OR

DIVERSION BERMS

SEED DISTURBED AREAS TO

1 FT BELOW NORMAL POOL

STRUCTURE SEEDING

SEED DISTURBED AREAS TO

1 FT BELOW NORMAL POOL

STRUCTURE SEEDING

SEED BUFFER AREA TO

EASEMENT BOUNDARY

BUFFER SEEDING

SEED BUFFER AREA TO

EASEMENT BOUNDARY

BUFFER SEEDING

SEED DISTURBED AREAS TO

1 FT BELOW NORMAL POOL

STRUCTURE SEEDING

SEED COVER BERM EXTENTS

STRUCTURE SEEDING

DO NOT SEED RIP RAP AREAS

62 13

60 13

64 13

66 13

NORMAL POOL (1360.00)

DEEP WATER AREA (<1357.00)

100-YEAR HWL (1363.49)

PROPOSED EASEMENT BOUNDARY

RIP-RAP

EXCAVATE TO 1359.00

FILL TO 1357.50

STRUCTURE SEEDING

BUFFER SEEDING

LEGEND

SHEET

B ol to n

M en k, In c.

5, A ll Ri gh ts

R es er ve d c h:

\I

DA

LS

\2

5x

0\

CA

D\

C3 D\

K0

1.

dw g 6/

1/

:1 0:

A

M

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJ. NO. CLA953734C

BCS

NVD

JPR

25X.140338.000

1.1 FINAL DESIGN REV. 1 02-25-20261519 BALTIMORE DRIVE

AMES, IA 50010

Phone: (515) 233-6100 Email: Ames@bolton-menk.com www.bolton-menk.comR

K.01

SEEDING OVERVIEW

R

FEETSCALE

0 50 100

HORZ.

-1+25 -1+00 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 10+75

.1

.6

.5

.2

.7

.0

.2

.1

.0

.5

.8

.8

.9

.4

.6

.9

.2

.6

.1

.4

.6

.2

.2

.5

.8

.2

.7

.2

.4

.8

.3

.8

.2

.9

.0

.5

.2

.4

.4

.4

.4

.4

.4

.3

.3

.3

.3

.3

.3

.3

.2

.2

.2

.2

.2

.2

.1

.1

.1

.1

.1

.1

.1

.0

.0

.0

.0

.0

.0

-0.06%

STA: 0+29.70

EL: 1361.50

STA: 8+35.09

EL: 1361.00

ST

A

8+

" A

PR

O

N , F

O O

TI

N

G, B

AR

G

U

AR

D

DA

YL

IG

HT

E

LE

V.

1.

FL

IN

1.

(3

0" N

E)

ST

A

6+

° B

EN

D

CO

N

N

EC

T 6"

H

DP

E

TI

LE

TO

T

IL

E M

AI

N

R E-

LA

Y

FL

IN

1.

(3

0" N

E)

FL

O U

T

.1

(3 0"

S W

ST

A

0+

° B

EN

D

FL

IN

1.

(3

0" N

FL

O U

T

.4

(3 0"

S W

ST

A

0+

CO

N

N

EC

T

TO

E

XI

ST

IN

G

" T

IL

E M

AI

N

M

AT

CH

IN

VE

RT

S

° B

EN

D

FL

IN

1.

(1 8"

N E)

FL

O

U T

.5

(3

0" S

805' - 30" RCP @ 0.06%

805 LF - 30" RCP

@ 0.06% 3530

EXISTING SURFACE

EXISTING 18" TILE MAIN

FIELD LOCATE TIE-IN LOCATION

40 FT x 40 FT SEDIMENT BASIN

BOTTOM ELEV. 1256.00

8 FT WIDE COVER BERM

TOP ELEV. 1376.00

PROVIDE MIN. 3 FT COVER

NWL = 1360.00

STA: 8+03.09

EL: 1367.00

STA: 6+84.81

EL: 1367.00

2.5:1 2.

5:

6:1

EXCAVATED POOL

ELEV. 1359.00

DEEP WATER AREA

( > 3 FT DEEP)

NORMAL POOL (1360.00)

DEEP WATER AREA (<1357.00)

100-YEAR HWL (1363.49)

PROPOSED EASEMENT BOUNDARY

RIP-RAP

EXCAVATE TO 1359.00

FILL TO 1357.50

STRUCTURE SEEDING

LEGEND

>> >> >> >> >> >> >> >> >> >> >> >> >> >> >> >> >> >> >> >>0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 9+25

STA 0+30

CONNECT TO EXISTING

18" TILE MAIN

MATCH INVERTS

34° BEND

FL IN = 1361.50 (18" NE)

FL OUT = 1361.50 (30" S)

STA 0+50

30° BEND

FL IN = 1361.49 (30" N)

FL OUT = 1361.49 (30" SW)

STA 6+16

22° BEND

CONNECT 6" HDPE TILE

TO TILE MAIN RE-LAY

FL IN = 1361.14 (30" NE)

FL OUT = 1361.14 (30" SW)

STA 8+35

30" APRON, FOOTING, BAR GUARD

DAYLIGHT ELEV. 1361.00

FL IN = 1361.00 (30" NE)

BP

: 0

+0 0.

EP

: 9

+2 5.

PI

: 0

+2 9.

PI: 0+49.70

PI

: 6

+1 6.

6" HDPE TILE

SEE M.02

RIP RAP

20.1 TONS

15 FT x 17 FT

8 FT WIDE COVER BERM

TOP ELEV. 1367.00

SHEET

B ol to n

M en k, In c.

5, A ll Ri gh ts

R es er ve d c h:

\I

DA

LS

\2

5x

0\

CA

D\

C3 D\

M

.d w g

6/ 1/

:1

0:

A M

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJ. NO. CLA953734C

BCS

NVD

JPR

25X.140338.000

1.1 FINAL DESIGN REV. 1 02-25-20261519 BALTIMORE DRIVE

AMES, IA 50010

Phone: (515) 233-6100 Email: Ames@bolton-menk.com www.bolton-menk.comR

FEETSCALE

0 40 80

HORZ.

FEETSCALE

0 5 10

VERT. M.01

PLAN & PROFILE - TILE MAIN RE-LAY

SHEET

B ol to n

M en k, In c.

5, A ll Ri gh ts

R es er ve d c h:

\I

DA

LS

\2

5x

0\

CA

D\

C3 D\

M

.d w g

6/ 1/

:1

0:

A M

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJ. NO. CLA953734C

BCS

NVD

JPR

25X.140338.000

1.1 FINAL DESIGN REV. 1 02-25-20261519 BALTIMORE DRIVE

AMES, IA 50010

Phone: (515) 233-6100 Email: Ames@bolton-menk.com www.bolton-menk.comR

COVER BERM CROSS SECTION

8 FT

6:1

DD NO. 103 TILE MAIN CAPACITIES

EXISTING PROPOSED

DIAMETER (IN) = 18 30

SLOPE (%) = 0.60 0.06

CAPACITY (CFS) = 7.05 11.87

PR

O

VI

DE

M

IN

. 3 F

T

CO

VE

R

PROPOSED PIPE

R

EXISTING SURFACE

6:1

-0+50 0+00 1+00 2+00 2+50

.2

.9

.6

.4

.1

.8

.1

.1

.7

.2

.6

.8

.1

-1.87%

-3.04%

VPI: 0+35.00

EL: 1354.00

VP

I:

0+

.5

EL

: 1

3.

VPI: 1+70.85

EL: 1350.50

54' - 12" RCP @ 1.87%

54 LF

12" GASKETED RCP

@ 1.87% 8935

82' - 12" RCP @ 3.04%

82 LF

12" GASKETED RCP

@ 3.04% 71

ANTI-SEEP COLLAR

SEE B.05

EXISTING SURFACE

NWL = 1360.00

DEEP WATER

AREA ( < 3 FT)

EMBANKMENT

TOP ELEV. 1364.50

OUTLET CHANNEL

10 FT WAVE BERM

ST

A

0+

O U

TL

ET

R

IS

ER

S

TR

U

CT

U

RE

SE

E B.

TO

P

.0

FL

O

U T

.0

(1

2" W

ST

A

1+

" A

PR

O

N , F

O O

TI

N

G, B

AR

G

U

AR

D

DA

YL

IG

HT

E

LE

V.

0.

FL

IN

0.

(1

2" N

E)

M O

DI

FI

ED

S

W -4

(S

TA

+8 9)

W

AT

ER

C

O N

TR

O

L

ST

RU

CT

U

RE

SE

E

B.

TO

P

.5

FL

IN

3.

(1 2"

E

FL

O

U T

.0

(1

2" S

W

6 FT WIDE COVER BERM

PROVIDE MIN. 3 FT COVER

0+00 1+00 2+00 3+00 4+00

.5

.7

.7

.0

.5

.5

.8

.7

.7

.7

.6

.5

.8

.2

.1

.1

.5

.5

.7

.7

.9

.5

.4

.7

.6

.6

.7

.6

.5

.7

.2

.1

.1

.5

-0.11%

VPI: 0+45.00

EL: 1362.49

VPI: 3+60.00

EL: 1362.14

EXISTING SURFACE

ST

A

2+

° B

EN

D

FL

IN

2.

(6

" N E)

FL

O

U T

.2

(6

" S

TILE MAIN RE-LAY

30" RCP

MATCH PIPE CENTERLINES

ST

A

6+

CO

N

N

EC

T

TO

0"

R

CP

T

IL

E M

AI

N

M

AT

CH

P

IP

E

CE

N

TE

RL

IN

ES

FL

IN

2.

(6

" N

FL

IN

1.

(3

0" N

E)

FL

O U

T

.1

(3 0"

S W

110' - 6" HDPE @ 0.11%

110 LF - 6" PERF. HDPE

@ 0.11% 5545

205' - 6" HDPE @ 0.11%

205 LF - 6" NON-PERF. HDPE

@ 0.13% 60

NOTE: THIS TILE INSTALLATION SHALL INCLUDE

PERFORATED HDPE OUTSIDE OF EASEMENT

BOUNDARY, AND NON-PERFORATED HDPE

INSIDE THE EASEMENT BOUNDARY.

0+00

1+00

2+00

BP

: 0

+0 0.

PI

: 0

+8 8.

EP

: 2

+0 0.

RIP RAP

1.5 TONS

SEE B.05

54 13

56 13

64 13

CONNECT TOE DRAIN

TO DRAWDOWN PIPE

STA 0+35

OUTLET RISER STRUCTURE

SEE B.05

FL OUT = 1354.00 (12" W)

MODIFIED SW-402 (STA 0+89)

WATER CONTROL STRUCTURE

SEE B.01

TOP = 1365.50

FL IN = 1353.00 (12" E)

FL OUT = 1353.00 (12" SW)

STA 1+71

12" APRON, FOOTING, BAR GUARD

DAYLIGHT ELEV. 1350.50

FL IN = 1350.50 (12" NE)

GRADE COVER BERM

TO DRAIN DOWNHILL

NORMAL POOL (1360.00)

DEEP WATER AREA (<1357.00)

100-YEAR HWL (1363.49)

PROPOSED EASEMENT BOUNDARY

RIP-RAP

EXCAVATE TO 1359.00

FILL TO 1357.50

STRUCTURE SEEDING

LEGEND

0+00

1+00

2+00

3+00

4+00

BP

: 0

+0 0.

PI

: 0

+4 5.

PI

: 2

+2 5.

PI

: 3

+6 0.

EP

: 4

+0 0.

STA 2+25

34° BEND

FL IN = 1362.29 (6" NE)

FL OUT = 1362.29 (6" S)

STA 6+16

CONNECT TO 30" RCP TILE MAIN

MATCH PIPE CENTERLINES

FL IN = 1362.17 (6" N)

FL IN = 1361.14 (30" NE)

FL OUT = 1361.14 (30" SW)

30" RCP TILE MAIN

SHEET

B ol to n

M en k, In c.

5, A ll Ri gh ts

R es er ve d c h:

\I

DA

LS

\2

5x

0\

CA

D\

C3 D\

M

.d w g

6/ 1/

:1

0:

A M

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJ. NO. CLA953734C

BCS

NVD

JPR

25X.140338.000

1.1 FINAL DESIGN REV. 1 02-25-20261519 BALTIMORE DRIVE

AMES, IA 50010

Phone: (515) 233-6100 Email: Ames@bolton-menk.com www.bolton-menk.comR

FEETSCALE

0 25 50

HORZ.

FEETSCALE

0 5 10

VERT. M.02

PLAN & PROFILE - DRAWDOWN PIPE & NEW TILE INSTALLATION

R

NEW TILE INSTALLATIONDRAWDOWN PIPE

R