Plans.pdf

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DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV HAMILTON COUNTY, IOWA

HAM892326B NUTRIENT REDUCTION WETLAND

BCS

NVD

JPR

0A1.127685

1.1 BID PLANS 01-22-2026

R

1519 BALTIMORE DRIVE

AMES, IA 50010

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

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

HAMILTON COUNTY, IA

CONSTRUCTION PLANS FOR

IDALS NO. HAM892326B

NUTRIENT REDUCTION WETLAND

HAMILTON COUNTY, IOWA

JANUARY 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-23W

T-

N

PROJECT

LOCATION

R-23W

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.

CLIENT ACCEPTANCE

SIGNATURE DATE

SHEET LIST TABLE

SHEET NUMBER SHEET TITLE

A.01 TITLE SHEET

A.02 PLAN OVERVIEW SHEET

A.03 EXISTING CONDITIONS & REMOVALS

B.01 CPDT INSTALLATION DETAIL

B.02 RCP INSTALLATION DETAIL

B.03 WETLAND INLET STRUCTURE

B.04 WETLAND OUTLET STRUCTURE

C.01 ESTIMATED QUANTITIES

D.01 SEPARATION BERM PLAN & PROFILE

D.02 CONNECTION CHANNEL & DIVERSION BERM

K.01 SEEDING PLAN

M.01 PLAN AND PROFILE - TILE RELAYS

M.02 PARTIAL CAPTURE INLET & PRIVATE TILE

RE-LAY

M.03 WETLAND OUTLET

T-

N

T-

N brandon.short Text Box 01/22/2026

15" RCP

12" RCP

81 1182

117211731174

781179

MIDWEST OILSEEDS INC

MIDWEST OILSEEDS INC

MIDWEST OILSEEDS INC

SUMMIT FARMS ASSETS LLC

SUMMIT FARMS ASSETS LLC

GERALD & JANELLE PETERSON

JOEL & DEBBIE PETERSON

GERALD & JANELLE PETERSON

JOEL & DEBBIE PETERSON

GERALD & JANELLE PETERSON

JOEL & DEBBIE PETERSON

GERALD & JANELLE PETERSON

JOEL & DEBBIE PETERSON

MIDWEST OILSEEDS INC MIDWEST OILSEEDS INC MIDWEST OILSEEDS INC

11771178 11811182

11771178

CONNECT TO EXISTING TILE

ELEV. 1172.67

CONNECT TO EXISTING TILE

ELEV. 1172.50

FUTURE BORROW

POND BY OTHERS

PROPOSED EASEMENT BOUNDARY

CONNECT TO EXISTING TILE

ELEV. 1165

DAYLIGHT TILE 1171.50

SW-401 MANHOLE

INLET CHANNEL

TEMPORARY SURFACE FLOW CHANNEL

OUTLET STRUCTURE

MODIFIED SW-513

18" RCP

15" SMOOTH LINED CPDT

INLET STRUCTURE

MODIFIED SW-513

NWL 1170.50

12" RCP

OVERFLOW ELEVATION 1175

CONNECT TO EXISTING TILE

ELEV. 1175.10

PROPOSED SEPARATION BERM

CONSTRUCTION ACCESS

CONNECTION CHANNEL

SPOIL AREA

DIVERSION BERM

TOP ELEV. = 1170.50

EXISTING DISTRICT MAIN TILE

10" DIA. CLAY

EXISTING DISTRICT BRANCH TILE

12" DIA. CLAY

EXISTING PRIVATE TILE

12" DIA.

EXISTING DISTRICT TILE

18" DIA. CLAY

BENCHMARK 60000

BENCHMARK 60012

BENCHMARK 60011

BENCHMARK 60010

BENCHMARK 60008

NORMAL POOL (1170.50)

100-YEAR HWL (1175.31)

PROPOSED EASEMENT BOUNDARY

EXCAVATE TO 1169.50

FLOW PATH THROUGH WETLAND

LEGEND

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DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV HAMILTON COUNTY, IOWA

HAM892326B NUTRIENT REDUCTION WETLAND

BCS

NVD

JPR

0A1.127685

1.1 BID PLANS 01-22-2026

R

1519 BALTIMORE DRIVE

AMES, IA 50010

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

R

FEETSCALE

0 150 300

HORZ. A.02

BENCHMARK NO. NORTHING EASTING DESCRIPTION

60000 3645311.12 4913536.06 LMFR /SCR 34IN

60008 3642649.16 4913546.24 LMFR /SCR MCAP 15745

60010 3644660.40 4913538.68 LMFR /34 LEAN N

60011 3644968.05 4913537.44 LMFR /58 OPC 15745

60012 3645278.06 4913536.18 LMFR /58 OPC 15745

DESIGN CRITERIA VALUE UNIT REQUIREMENT

WATERSHED AREA 605 ACRES

POOL NORMAL WATER LEVEL (NWL) ELEV 1170.50 FT

DESIGNED WETLAND POOL AREA (@ NWL) 6.5 ACRES

PERCENT POOL AREA TO WATERSHED AREA 1.1 % Range 0.5% to 2% of watershed area

MAXIMUM POOL DEPTH 1.0 FT

AVERAGE POOL DEPTH 1.0 FT

DEEP WATER AREA (DEPTH > 3 FT) 0.0 ACRES

PERCENT DEEP WATER TO POOL AREA 0.0 % Less than 25%

POOL STORAGE VOLUME AT NWL 3.1 ACRE-FT

OVERFLOW ELEVATION 1174.25 FT Natural Berm

POOL STORAGE VOLUME AT OVERFLOW 53.0 ACRE-FT

PRIMARY WEIR ELEVATION 1170.50 FT Conveys Tile Flow Only PRIMARY WEIR WIDTH 4 FT SUDAS SW-513 Outlet Structure

TOTAL EASEMENT AREA 26.5 ACRES

AREA OF BUFFER 20.0 ACRES

RATIO BUFFER AREA TO NWL POOL AREA 3.1 Less than 4

AVERAGE CAPTURE FLOW CFS

25-YEAR STORM HWL IN POOL 1175.76 FT

25-YEAR PEAK INFLOW 621 CFS

25-YEAR PEAK OUTFLOW 624.00 CFS

100-YEAR STORM HWL IN POOL 1176.02 FT

100-YEAR PEAK INFLOW 864 CFS

100-YEAR PEAK OUTFLOW 868 CFS

MIDWEST OILSEEDS INC

MIDWEST OILSEEDS INC

MIDWEST OILSEEDS INC

SUMMIT FARMS ASSETS LLC

SUMMIT FARMS ASSETS LLC

GERALD & JANELLE PETERSON

JOEL & DEBBIE PETERSON

GERALD & JANELLE PETERSON

JOEL & DEBBIE PETERSON

GERALD & JANELLE PETERSON

JOEL & DEBBIE PETERSON

GERALD & JANELLE PETERSON

JOEL & DEBBIE PETERSON

MIDWEST OILSEEDS INC MIDWEST OILSEEDS INC MIDWEST OILSEEDS INC

MIDWEST OILSEEDS INC

MIDWEST OILSEEDS INC

MIDWEST OILSEEDS INC

EXISTING STORM BOUNCES

GREEN: 5-YEAR (1175.43)

ORANGE: 10-YEAR (1175.58)

YELLOW: 25-YEAR (1175.76)

PURPLE: 100-YEAR (1176.03)

EXPOSE, CRUSH AND BURY

EXISTING TILE

PROPOSED EASEMENT BOUNDARY

EXPOSE, CRUSH AND BURY

EXISTING TILE

EXPOSE, CRUSH AND BURY

EXISTING TILE

NOTES:

1. ALL CLAY TILES TO BE DEMOLISHED MAY BE REMOVED OR CRUSHED IN PLACE.

2. PLASTIC TILES SHALL BE REMOVED AND DISPOSED OF WHERE BROKEN.

3. ALL TILE SHALL BE DESTROYED THROUGH WETLAND POOL.

EXISTING TILE

FLOW LINE ELEV. = 1168.51

TOP OF PIPE = 1169.20

EXISTING TILE

FLOW LINE ELEV. = 1173.86

TOP OF PIPE = 1174.96

EXISTING TILE

FLOW LINE ELEV. = 1167.59

EXISTING TILE

FLOW LINE ELEV. = 1166.04

EXISTING TILE

FLOW LINE ELEV. = 1165.42

PROPOSED EASEMENT BOUNDARY

TILE REMOVAL

LEGEND

SHEET

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A

M

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV HAMILTON COUNTY, IOWA

HAM892326B NUTRIENT REDUCTION WETLAND

BCS

NVD

JPR

0A1.127685

1.1 BID PLANS 01-22-2026

R

1519 BALTIMORE DRIVE

AMES, IA 50010

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

R

FEETSCALE

0 150 300

HORZ.

EXISTING CONDITIONS & REMOVALS

A.03

SHEET

B ol to n

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6, A ll Ri gh ts

R es er ve d c h:

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:3 1:

A

M

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV HAMILTON COUNTY, IOWA

HAM892326B NUTRIENT REDUCTION WETLAND

BCS

NVD

JPR

0A1.127685

1.1 BID PLANS 01-22-2026

R

1519 BALTIMORE DRIVE

AMES, IA 50010

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

B.01

CPDT INSTALLATION DETAIL

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 C.02. IF DUE TO CONTRACTOR ERROR THIS MATERIAL AND WORK IS SUBSIDIARY 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 WILL BE

PAID UNDER THE TILE TRENCH STABILIZATION AND CRADLING ROCK BID ITEM.

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. UNLESS DUE TO CONTRACTOR ERROR THIS BEDDING MATERIAL WILL BE PAID UNDER THE TILE TRENCH STABILIZATION AND CRADLING ROCK BID ITEM.

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

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1/

/2

:3 1:

A

M

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV HAMILTON COUNTY, IOWA

HAM892326B NUTRIENT REDUCTION WETLAND

BCS

NVD

JPR

0A1.127685

1.1 BID PLANS 01-22-2026

R

1519 BALTIMORE DRIVE

AMES, IA 50010

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

B.02

RCP INSTALLATION DETAIL

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:

\h am ilt on

_c o_ ia \0 a1

\C

AD

\C 3D

\P et er so n\

B0 1.

dw g

1/

/2

:3 1:

A

M

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV HAMILTON COUNTY, IOWA

HAM892326B NUTRIENT REDUCTION WETLAND

BCS

NVD

JPR

0A1.127685

1.1 BID PLANS 01-22-2026

R

1519 BALTIMORE DRIVE

AMES, IA 50010

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

B.03

WETLAND INLET STRUCTURE

SECTION

MODIFIED SW-513

INLET STRUCTURE

BOLT ON 38" STEEL WEIR PLATE WITH 38"

GALVANIZED STEEL EXPANSION ANCHORS

PROVIDE EXTERIOR GRADE SEALANT

BEHIND WEIR PLATE

SEE SHEET SUDAS FOR SW-513 DETAILS

PRECAST STRUCTURE SHALL BE ONE SECTION OR

PROVIDE WATERTIGHT SEAL BETWEEN SECTIONS.

TOP OF STRUCTURE ELEVATION (SEE PROFILE)

WEIR CREST ELEVATION (SEE PROFILE)

PRECAST OPENING ELEVATION

47-1/2" x 47-1/2" x 1.5" GALVANIZED STEEL

GRATE TOP. BOLT TO STEEL ANGLE AT ALL 4

CORNERS WITH 38" BOLTS, WASHERS AND NUTS.

GALVANIZED STEEL ANGLE L 2x2x1 4 , ANCHOR TO WALL WITH 38" EXPANSION

ANCHORS, SPACED 8" APART. TYPICAL 3

SIDES OF STRUCTURE.

BOLT GALVANIZED STEEL GRATE TO

GALVANIZED STEEL ANGLE AT EACH

PLAN

MODIFIED SW-513

INLET STRUCTURE

B.03

" W

AL

L

W

ID

TH

48" WALL WIDTH

58"

1.

0'

1.

NOT TO SCALE

NOT TO SCALE

6" SUMP

FL ELEV (SEE PROFILE)

SEE SUDAS FOR SW-513 DETAILS

INLET PIPE

7 FT x 7 FT x 1.5 FT DEEP RIP RAP (4.1 TN)

WITH GEOTEXTILE

NOTES:

1. BAR GRATE SHALL BE McNICHOLS HEAVY DUTY

WELDED GHB-100, 19 W-4, OR APPROVED EQUAL.

2. ALL FASTENERS SHALL BE GALVANIZED OR

STAINLESS STEEL.

3. WEIR PLATE, STEEL GRATE, AND ALL HARDWARE

AND APPURTENANCES SHOWN ON THIS PAGE OR

REQUIRED FOR INSTALLATION ARE SUBSIDIARY TO

THE INLET STRUCTURE.

BEDDING PER SUDAS

48" WALL WIDTH

1'

*CUT OPENING FOR VALVE HANDLE ACCESS

EXCAVATED WETLAND POOL

PROVIDE FLEXIBLE, WATERTIGHT GASKET FOR PIPE OPENINGS

ol to n

M en k, In c.

6, A ll Ri gh ts

R es er ve d c h:

\h am ilt on

_c o_ ia \0 a1

\C

AD

\C 3D

\P et er so n\

B0 1.

dw g

1/

/2

:3 1:

A

M

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV HAMILTON COUNTY, IOWA

HAM892326B NUTRIENT REDUCTION WETLAND

BCS

NVD

JPR

0A1.127685

1.1 BID PLANS 01-22-2026

R

1519 BALTIMORE DRIVE

AMES, IA 50010

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

B.04

WETLAND OUTLET STRUCTURE

SHEET STEEL

SHEET STEEL

SHEET STEEL

1 - STEEL SHEET - 60" x 24" x 3/8" 2 - STEEL SHEETS - 72" x 24" x 3/8"

ANGLE IRON--EITHER WELDED OR BOLTED--ON TOP AND BOTTOM OF EACH SHEET AS BRACE

BOLT TRASH GUARD ONTO OUTLET STRUCTURE

GRADE AS NECESSARY TO ALLOW FLOW OF WATER UNDER TRASH GUARD WITH 6" MINIMUM CLEARANCE

60"

OUTLET

WEIR

TRASH GUARD FOR WETLAND OUTLET STRUCTURE

PROVIDE FLEXIBLE, WATERTIGHT GASKET FOR PIPE OPENINGS

GROUND

CONTACT

TREATED POST

4"x4"

SECTION

MODIFIED SW-513

OUTLET STRUCTURE

BOLT ON 38" STEEL WEIR PLATE WITH 38"

GALVANIZED STEEL EXPANSION ANCHORS

PROVIDE EXTERIOR GRADE SEALANT

BEHIND WEIR PLATE

SEE SHEET SUDAS FOR SW-513 DETAILS

PRECAST STRUCTURE SHALL BE ONE SECTION OR

PROVIDE WATERTIGHT SEAL BETWEEN SECTIONS.

TOP OF STRUCTURE ELEVATION (SEE PROFILE)

WEIR CREST ELEVATION (SEE PROFILE)

PRECAST OPENING ELEVATION

47-1/2" x 47-1/2" x 1.5" GALVANIZED STEEL

GRATE TOP. BOLT TO STEEL ANGLE AT ALL 4

CORNERS WITH 38" BOLTS, WASHERS AND NUTS.

GALVANIZED STEEL ANGLE L 2x2x1 4 , ANCHOR TO WALL WITH 38" EXPANSION

ANCHORS, SPACED 8" APART. TYPICAL 3

SIDES OF STRUCTURE.

BOLT GALVANIZED STEEL GRATE TO

GALVANIZED STEEL ANGLE AT EACH

PLAN

MODIFIED SW-513

OUTLET STRUCTURE

B.03

" W

AL

L

W

ID

TH

48" WALL WIDTH

58"

1.

0'

1.

NOT TO SCALE

NOT TO SCALE

6" SUMP

FL ELEV (SEE PROFILE)

SEE SUDAS FOR SW-513 DETAILS

OUTLET PIPE

7 FT x 7 FT x 1.5 FT DEEP RIP RAP (4.1 TN)

WITH GEOTEXTILE

NOTES:

1. BAR GRATE SHALL BE McNICHOLS HEAVY DUTY WELDED

GHB-100, 19 W-4, OR APPROVED EQUAL.

2. INSTALL WITH ALL STOPLOGS IN PLACE.

3. ALL FASTENERS SHALL BE GALVANIZED OR STAINLESS

STEEL.

4. DUAL-WALL HDPE, FIELD INTAKE, KNIFE/GATE VALVE,

WEIR PLATE, TRASH GUARD, STEEL GRATE, AND ALL

HARDWARE AND APPURTENANCES SHOWN ON THIS

PAGE OR REQUIRED FOR INSTALLATION ARE SUBSIDIARY

TO THE OUTLET STRUCTURE.

BEDDING PER SUDAS

48" WALL WIDTH

1'

12" DUAL-WALL HDPE

12" HICKENBOTTOM INTAKE

OR APPROVED EQUAL

3 LF 12" DUAL-WALL HDPE

12" HICKENBOTTOM INTAKE OR APPROVED EQUAL

12" 90° ELBOW

EXCAVATED WETLAND POOL

EXCAVATE 1 FT ADDITIONAL AROUND INTAKE

PLACE RIP RAP IN 3-FT DIA. CIRCLE AROUND INTAKE

UNDERLAY WITH GEOTEXTILE (0.6 TN)

PLACE RIP RAP IN 3-FT DIA. CIRCLE AROUND INTAKE

UNDERLAY WITH GEOTEXTILE (0.6 TN)

OUTLET

STRUCTURE

6" M

IN

SP

AC

E

BE

LO

W

GU

AR

D

NOT TO SCALE

60"

CONCRETE

FOOTINGS MIN

12" DIAMETER

3 FT

AGRI DRAIN IN-LINE

WATER LEVEL CONTROL

STRUCTURE OR

APPROVED EQUAL

ATTACH TO CONCRETE

STRUCTURE

7 FT x 7 FT x 1.5 FT DEEP RIP RAP (4.1 TN)

WITH GEOTEXTILE

FT

M

IN

EM

BE

DM

EN

T

AGRI DRAIN IN-LINE WATER LEVEL CONTROL

STRUCTURE OR APPROVED EQUAL

STUB IN 12" PIPE

BACKFILL MIN. 1 FT AROUND

WCS WITH 1" CLEAN ROCK

6" OVERLAP

GALVANIZED ANCHORS

ol to n

M en k, In c.

5, A ll Ri gh ts

R es er ve d c h:

\h am ilt on

_c o_ ia \0 a1

\C

AD

\C 3D

\P et er so n\

C0 1.

dw g

1/

/2

:3 1:

A

M

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV HAMILTON COUNTY, IOWA

HAM892326B NUTRIENT REDUCTION WETLAND

BCS

NVD

JPR

0A1.127685

1.1 BID PLANS 01-22-2026

R

1519 BALTIMORE DRIVE

AMES, IA 50010

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

C.01

ESTIMATED QUANTITIES

Bid Item Sub - Item Description

Specifications Plan No.

Estimated Quantities

No. Page Quantity Unit or Select

1 - Site Stripping & Preparation IA CS-001 1.0 LS 2 - Crop Damage IA CS-001 0.0 AC 3 - Structure & Channel Seeding IA CS-006 2.5 AC 4 - Buffer Seeding IA CS-006 0.4 AC 5 - Mobilization and Demobilization IA CS-008 1.0 LS 6 - Drain Tile Investigation and Removal IA CS-009 4 HR 7 - Excavation (General) IA CS-021 19671 CY 8 - Earthfill (General) IA CS-023 1464 CY 9 - Reinforced Concrete Pipe

A. 12" Diameter IA CS-031 1344 LF B. 15" Diameter IA CS-031 932 LF C. 18" Diameter IA CS-031 369 LF

10 - Smooth Lined CPDT Pipe (15" Diameter) IA CS-046 1579 LF 11 - Tile Connection - 10" Dia. or Smaller IA CS-046 1 EA 12 - Tile Connection - 12" Dia. or Larger IA CS-046 2 EA 13 - Modified SW-513 Inlet Structure IA CS-031 1 EA 14 - Modified SW-513 Outlet Structure IA CS-031 1 EA 15 - SW-401 Concrete Manhole Structure IA CS-031 1 EA 16 - Reinforced Concrete Apron, Footing, Bar Guard

A. 12" Diameter IA CS-031 2 EA B. 15" Diameter IA CS-031 1 EA

17 - Tied Concrete Block Mat IA CS-031 2350 SF 18 - Riprap (Class E) IA CS-061 33.3 TN

.9

.7

.6

.4

.4

.3

.0

.0

.0

.8

.5

.5

.5

.5

.5

.2

.5

.0

.5

.1

.5

.2

.5

.2

.5

.4

.5

.1

.5

.9

.5

.0

.5

.8

.5

.9

.5

.9

.5

.8

.5

.7

.5

.9

.5

.7

.5

.8

.5

.0

.5

.1

.5

.4

.5

.6

.0

.9

.0

.3

.5

.6

.6

.8

.0

0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 9+40

0.00% 0.00%2.00% 0.00% -2.00%

VPI: 1+43.30

EL: 1173.00

VPI: 1+75.00

EL: 1173.00

VPI: 7+91.20

EL: 1173.00

VPI: 2+00.00

EL: 1173.50

VPI: 7+50.00

EL: 1173.50

VPI: 7+75.00

EL: 1173.00

SEPERATION BERM

EXISTING GROUND

PROPOSED SEPARATION BERM

TOP ELEV = 1173.50

10 FT WIDE CONNECTION CHANNEL

3:1 SIDE SLOPES

VP

I:

4+

.3

EL

: 1

3.

VPI: 4+27.37

EL: 1170.50

VPI: 4+37.37

EL: 1170.50

VP

I:

4+

.3

EL

: 1

3.

0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 9+39.80

BP

: 0

+0 0.

EP

: 9

+3 9.

PROPOSED SEPARATION BERM

TOP ELEV = 1173.50

TEMPORARY

CHANNEL

PRIVATE TILE RE-LAY

0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 9+39.80

BP

: 0

+0 0.

EP

: 9

+3 9.

NORMAL POOL (1171.00)

DEEP WATER AREA (<1168.00)

100-YEAR HWL (1175.31)

PROPOSED EASEMENT BOUNDARY

EXCAVATE TO 1170.50

RIP-RAP

FLEXAMAT CONCRETE BLOCK MAT

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:

\h am ilt on

_c o_ ia \0 a1

\C

AD

\C 3D

\P et er so n\

D0 1.

dw g

1/

/2

:3 2:

A

M

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV HAMILTON COUNTY, IOWA

HAM892326B NUTRIENT REDUCTION WETLAND

BCS

NVD

JPR

0A1.127685

1.1 BID PLANS 01-22-2026

R

1519 BALTIMORE DRIVE

AMES, IA 50010

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

R

FEETSCALE

0 50 100

HORZ.

FEETSCALE

0 5 10

VERT. D.01

SEPARATION BERM PLAN & PROFILE

0+00 1+00 2+00

0.00%

BOTTOM OF 10-FT

CHANNEL = 1170.50

NWL = 1170.50

SEPARATION BERM

1173.50

FUTURE BORROW

POND BY OTHERS

EXCAVATED

POOL

.3

.9

.5

.5

.5

.2

.5

.8

.5

.7

.5

.4

.2

0+00 1+00 2+00

BP

: 0

+0 0.

EP

: 2

+0 0.

CONNECTION CHANNEL

10 FT BOTTOM WIDTH

3:1 SIDE SLOPES

FLEXAMAT CONCRETE BLOCK MAT

100' x 23.5'

SEED PRIOR TO PLACING FLEXAMAT

0+00

1+00

2+00

3+00

BP

: 0

+0 0.

PC

: 2

+1 7.

PT: 2+56.62

EP: 3+00.00

DIVERSION BERM

TOP ELEV = 1170.50

.5

.4

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

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

.0

0% 0.00%

TOP OF DIVERSION BERM = 1170.50

NWL = 1170.50

EXCAVATED POOL

NORMAL POOL (1171.00)

DEEP WATER AREA (<1168.00)

100-YEAR HWL (1175.31)

PROPOSED EASEMENT BOUNDARY

EXCAVATE TO 1170.50

RIP-RAP

FLEXAMAT CONCRETE BLOCK MAT

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:

\h am ilt on

_c o_ ia \0 a1

\C

AD

\C 3D

\P et er so n\

D0 1.

dw g

1/

/2

:3 2:

A

M

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV HAMILTON COUNTY, IOWA

HAM892326B NUTRIENT REDUCTION WETLAND

BCS

NVD

JPR

0A1.127685

1.1 BID PLANS 01-22-2026

R

1519 BALTIMORE DRIVE

AMES, IA 50010

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

R

FEETSCALE

0 50 100

HORZ.

FEETSCALE

0 5 10

VERT. D.02

CONNECTION CHANNEL & DIVERSION BERM

R

4:1 SIDE SLOPES EXCAVATED POOL

10' TOP WIDTH

DIVERSION BERM

CROSS SECTION

DIVERSION BERMCONNECTION CHANNEL

SEEDING AREAS

BUFFER SEEDING 2.5 AC

STRUCTURE SEEDING 0.4 AC

801185 11

117211

117711

841186 11

79 1179

82 1183 11841184

SEED BERM & CHANNEL

STRUCTURE SEEDING

SEED AREAS DISTURBED FOR PIPE INSTALLATIONS

BUFFER SEEDING

SEED DISTRUBED/GRADED AREAS TO

1 FT BELOW NORMAL POOL

BUFFER SEEDING

DO NOT SEED POOL OR DIVERSION BERM

SEED FINAL SPOIL AREA

BUFFER SEEDING

SEED COVER BERM

BUFFER SEEDING

SEED INLET CHANNEL TO 1 FT

BELOW NORMAL POOL

STRUCTURE SEEDING

SEED SEPARATION BERM AND

CONNECTION CHANNEL

STRUCTURE SEEDING

SEED PRIOR TO PLACING FLEXAMAT

PROPOSED EASEMENT BOUNDARY

RIP-RAP

BUFFER SEEDING (2.5 AC)

STRUCTURE SEEDING (0.4 AC)

LEGEND

SHEET

B ol to n

M en k, In c.

5, A ll Ri gh ts

R es er ve d c h:

\h am ilt on

_c o_ ia \0 a1

\C

AD

\C 3D

\P et er so n\

K0 1.

dw g

1/

/2

:3 2:

A

M

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV HAMILTON COUNTY, IOWA

HAM892326B NUTRIENT REDUCTION WETLAND

BCS

NVD

JPR

0A1.127685

1.1 BID PLANS 01-22-2026

R

1519 BALTIMORE DRIVE

AMES, IA 50010

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

K.01

SEEDING PLANFEETSCALE

0 100 200

HORZ.

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

.2

.9

.6

.1

.4

.2

.2

.3

.1

.1

.9

.4

.3

.2

.1

.0

.9

.8

.6

.5

-0.11%

STA: 0+45

EL: 1172.50 STA: 9+77

EL: 1171.50

WETLAND INLET CHANNEL

EXISTING GROUND SURFACE

NWL = 1170.50

COVER BERM

MIN. 3 FT COVER

EXISTING 12" CLAY TILE

ST

A

9+

" A

PR

O

N , F

O O

TI

N

G, B

AR

G

U

AR

D

FL

IN

1.

(1 5"

S W

ST

A

0+

CO

N

N

EC

T

TO

E

XI

ST

IN

G

" C

LA

Y

TI

LE

M

AT

CH

C

RO

W N

S

FL

IN

2.

(1 2"

S

FL

O

U T

.5

(1

5" N

E)

932' - 15" RCP

932 LF - 15" CLASS IV RCP 7745

BRANCH TILE RE-LAY

EXISTING BRANCH CAPACITY = 1.95 CFS

PROPOSED BRANCH RE-LAY CAPACITY = 2.14 CFS

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

BP

: 0

+0 0.

EP

: 1

0+

.0

STA 0+45

CONNECT TO EXISTING 12' CLAY TILE

MATCH CROWNS

STA 9+77

15" APRON, FOOTING, BAR GUARD

COVER BERM EXTENTS

GRADE OUT

AT 10:1 SLOPE

RIP RAP

4.8 TONS

RIP RAP

4.8 TONS

0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 10+50

.1

.0

.9

.9

.5

.1

.9

.8

.9

.7

.0

.6

.4

.3

.1

.0

.9

.8

.6

.5

-0.13%

STA: 0+45

EL: 1172.50 STA: 8+43

EL: 1171.50

ST

A

4+

° E

LB

O

W

FL

IN

2.

(1 2"

S

FL

O

U T

.0

(1

2" N

E)

ST

A

8+

" A

PR

O

N , F

O O

TI

N

G, B

AR

G

U

AR

D

FL

IN

1.

(1 2"

S W

ST

A

0+

CO

N

N

EC

T

TO

E

XI

ST

IN

G

" C

LA

Y

TI

LE

M

AT

CH

C

RO

W N

S

FL

IN

2.

(1 0"

S W

FL

O U

T

.5

(1 2"

N

WETLAND INLET CHANNEL

EXISTING GROUND SURFACE

NWL = 1170.50

COVER BERM

MIN. 3 FT COVER

EXISTING 10" CLAY TILE

798' - 12" RCP

798 LF - 12" CLASS IV RCP 4345

MAIN TILE RE-LAY

EXISTING MAIN CAPACITY = 1.25 CFS

PROPOSED MAIN RE-LAY CAPACITY = 1.28 CFS

0+00 1+00

2+00 3+00

4+00 5+00 6+00

7+00 8+00

9+00

10+00 10+50

BP

: 0

+0 0.

PI

: 4

+2 7.

PI

: 8

+7 5.

EP

: 1

0+

.0

STA 0+45

CONNECT TO EXISTING 10' CLAY MAIN

MATCH CROWNS

STA 4+27

27° ELBOW

STA 8+43

12" APRON, FOOTING, BAR GUARD

COVER BERM EXTENTS

GRADE OUT

AT 10:1 SLOPE

RIP RAP

3.6 TONS

MIN. 3 FT COVER OVER PIPE

10:1 SIDE SLOPES

OUTSIDE OF EASEMENT

BRANCH RE-LAY

MAIN RE-LAY

COVER BERM CROSS SECTION

EXISTING

GROUND SURFACE

NORMAL POOL (1171.00)

DEEP WATER AREA (<1168.00)

100-YEAR HWL (1175.31)

PROPOSED EASEMENT BOUNDARY

RIP-RAP

EXCAVATE TO 1170.50

FLEXAMAT CONCRETE BLOCK MAT

LEGEND

SHEET

B ol to n

M en k, In c.

5, A ll Ri gh ts

R es er ve d c h:

\h am ilt on

_c o_ ia \0 a1

\C

AD

\C 3D

\P et er so n\

M

.d w g 1/

/2

:3

2:

A M

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV HAMILTON COUNTY, IOWA

HAM892326B NUTRIENT REDUCTION WETLAND

BCS

NVD

JPR

0A1.127685

1.1 BID PLANS 01-22-2026

R

1519 BALTIMORE DRIVE

AMES, IA 50010

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

FEETSCALE

0 100 200

HORZ.

FEETSCALE

0 5 10

VERT. M.01

PLAN AND PROFILE - TILE RELAYS

R

0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 16+50

.6

.7

.2

.0

.1

.6

.5

.2

.6

.9

.5

.5

.9

.3

.2

.8

.9

.4

.3

.2

.0

.1

.0

.9

.8

.7

.6

.5

.4

.3

.2

.1

.0

PO

N

D

IN

LE

T

(S

TA

6+

M O

DI

FI

ED

S

W -5

SE

E B.

TO

P

.0

O

PE

N

IN

G

.0

FL

IN

7.

(1

5" N

SW

-4

(S

TA

+3 0)

SW

-4

(4

8i n)

SU

DA

S

SW

-6

T

YP

E G

CA

ST

IN

G

TO

P

.2

FL

IN

5.

(1 2"

N W

FL

O U

T

.5

(1 5"

S

FL

O

U T

.1

(1

2" S

E)

EXISTING 12" CLAY TILE

NWL = 1170.50

EXISTING GROUND SURFACE

EXCAVATED WETLAND POOL

ST

A

4+

GR

AD

E

BR

EA

K

FL

IN

8.

(1

5" N

FL

O U

T

.1

(1 5"

S

PARTIAL CAPTURE INLET

-0.10%

-2.20%

-0.10%

STA: 0+30

EL: 1173.50

STA: 2+55

EL: 1173.28

STA: 4+90

EL: 1168.12 STA: 16+10

EL: 1167.00

ST

A

2+

GR

AD

E

BR

EA

K

FL

IN

3.

(1

5" N

FL

O U

T

.2

(1 5"

S

1579' - 15" RCP

1579 LF - 15" SMOOTH LINED CPDT 0930

0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+0016+18.76>> >> >> >> >> >> >> >> >> >> >> >> >> >>

BP: 0+00.00

PI: 0+30.00 PI

: 2 +5

5.

PI

: 4

+9 0.

EP

: 1

6+

.7

STA 16+10

MODIFIED SW-513 (SEE B.03)

STA 0+30

SW-401 (48IN)

RIP RAP

2.9 TONS

ST

A

2+

° E

LB

O

W

FL

IN

3.

(1 2"

N W

FL

O U

T

.5

(1 2"

S E)

NWL = 1170.50

0+00 1+00 2+00 3+00 4+00 5+00 6+00

-0.66%

STA: 0+30

EL: 1175.08

STA: 5+76

EL: 1171.50

SW

-4

(S

TA

+3 0)

SW

-4

(4

8i n)

SU

DA

S

SW

-6

T

YP

E G

CA

ST

IN

G

TO

P

.2

FL

IN

5.

(1 2"

N W

FL

O U

T

.5

(1 5"

S

FL

O

U T

.1

(1

2" S

E)

ST

A

5+

" A

PR

O

N , F

O O

TI

N

G, B

AR

G

U

AR

D

FL

IN

1.

(1 2"

N W

.6

.9

.3

.6

.0

EXISTING GROUND SURFACE

EXCAVATED BORROW POOL

EXISTING 12" CLAY TILE

546' - 12" RCP

546 LF - 12" CLASS IV RCP 7630

PRIVATE TILE RE-LAY

EXISTING PRIVATE TILE CAPACITY = 2.58 CFS

PROPOSED PRIVATE TILE RE-LAY CAPACITY = 2.89 CFS

.6

.6

.4

.7

.1

.3

.4

0+00 1+00

2+00 3+00

4+00 5+00

6+00

BP

: 0

+0 0.

PI

: 0

+3 0.

00 PI

: 2

+7 3.

PI

: 5

+7 6.

EP

: 6 +0

0.

STA 0+30

SW-401 (48IN)

STA 5+76

12" APRON, FOOTING, BAR GUARD

RIP RAP

3.6 TONS

NORMAL POOL (1171.00)

DEEP WATER AREA (<1168.00)

100-YEAR HWL (1175.31)

PROPOSED EASEMENT BOUNDARY

RIP-RAP

EXCAVATE TO 1170.50

FLEXAMAT CONCRETE BLOCK MAT

LEGEND

SHEET

B ol to n

M en k, In c.

5, A ll Ri gh ts

R es er ve d c h:

\h am ilt on

_c o_ ia \0 a1

\C

AD

\C 3D

\P et er so n\

M

.d w g 1/

/2

:3

2:

A M

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV HAMILTON COUNTY, IOWA

HAM892326B NUTRIENT REDUCTION WETLAND

BCS

NVD

JPR

0A1.127685

1.1 BID PLANS 01-22-2026

R

1519 BALTIMORE DRIVE

AMES, IA 50010

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

R

FEETSCALE

0 100 200

HORZ.

FEETSCALE

0 5 10

VERT. M.02

PARTIAL CAPTURE INLET & PRIVATE TILE RE-LAY

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

EXISTING GROUND SURFACE

NWL = 1170.50

-0.50%

STA: 0+05

EL: 1166.84

STA: 3+75

EL: 1165.00

PO

N

D O

U

TL

ET

(S

TA

+0 5)

M O

DI

FI

ED

S

W -5

SE

E B.

TO

P

.5

O

PE

N

IN

G

.5

FL

O

U T

.8

(1

8" N

E)

ST

A

3+

CO

N

N

EC

T

TO

E

XI

ST

IN

G

" C

LA

Y

TI

LE

M

AT

CH

F

LO

W

LI

N

ES

FL

IN

5.

(1

8" S

W

FL

O

U T

.0

(1

5" E

EXCAVATED WETLAND POOL EXISTING 18" CLAY TILE

369' - 18" RCP

369 LF - 18" CLASS IV RCP 7506

WETLAND OUTLET

EXISTING TILE CAPACITY = 1.75 CFS

PROPOSED OUTLET CAPACITY = 7.43 CFS

0+00 1+00

2+00

3+00 4+00BP

: 0 +0

0.

00 PI

: 3 +7

5.

0+00 1+00

2+00

3+00 4+00BP

: 0 +0

0.

00 PI

: 3 +7

5.

STA 0+05

MODIFIED SW-513

(SEE B.03)

STA 3+75

CONNECT TO EXISTING 18" CLAY TILE

MATCH FLOWLINES

RIP RAP

0.6 TONS

NORMAL POOL (1171.00)

100-YEAR HWL (1175.31)

PROPOSED EASEMENT BOUNDARY

EXCAVATE TO 1170.50

LEGEND

SHEET

B ol to n

M en k, In c.

5, A ll Ri gh ts

R es er ve d c h:

\h am ilt on

_c o_ ia \0 a1

\C

AD

\C 3D

\P et er so n\

M

.d w g 1/

/2

:3

2:

A M

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV HAMILTON COUNTY, IOWA

HAM892326B NUTRIENT REDUCTION WETLAND

BCS

NVD

JPR

0A1.127685

1.1 BID PLANS 01-22-2026

R

1519 BALTIMORE DRIVE

AMES, IA 50010

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

R

FEETSCALE

0 25 50

HORZ.

FEETSCALE

0 5 10

VERT. M.03

WETLAND OUTLET