3-25-14_FLO971523B_Final_Plans_07-10-2025.pdf

CONSTRUCTION PLANS FOR

IDALS NO. FLO971523B

GOVERNING SPECIFICATIONS

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",

SERIES 2023 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

OFTHIS PROJECT.

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.

f

8y

NUTRIENT REDUCTION WETLAND

FLOYD COUNTY, IOWA

June 2025

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. ..-320TH ST

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SHEET INDEX

NUMBER TITLE

A.01 TITLE SHEET

A.02 OVERALL LAYOUT

A.03 SEEDING PLAN

A.04 BENCHMARK MAP

B.01 RCP INSTALLATION

B.02 CPDT INSTALLATION

B.03 MISC. STRUCTURE DETAILS

B.04 WATER CONTROL STRUCTURE DETAIL

.05 STILLING BASIN DETAIL

B.06 SHEET PILE DETAIL

C.01 ESTIMATED QUANTITIES

D.01 PLAN & PROFILE - EMBANKMENT

D.02 PLAN & PROFILE -AUXILIARY SPILLWAY & BERM A

D.03 PLAN & PROFILE - BERM B & BERM C

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

M.02 PLAN & PROFILE - NORTH TILE RE-LAY

M.03 PLAN & PROFILE - SOUTH TILE RE-LAY

M.04 PLAN & PROFILE - DRAWDOWN PIPE

PROJECT

LOCATION

z

I I-

THESE PLANS PREPARED IN ACCORDANCE WITH NRCS

ENGINEERING JOB CLASS IV. STANDARDS FOR TASKS ARE AS

FOLLOWS:

656 - SITE DESIGN

410- OUTLET WEIR DESIGN

TO THE BEST OF MY PROFESSIONAL KNOWLEDGE,

JUDGEMENT, AND BELIEVE, THESE PLANS MEET APPLICABLE

NRCS STANDARDS AND APPLICABLE LAWS AND

REGULATIONS.

I HEREBY CERTIFYTHAT THIS ENGINEERING DOCUMENTWAS

PREPARED BY ME DR UNDER MY DIRECT PERSONAL SUPERVISION

AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER

UNDER THE LAP,Of T ESTATE Of IDWA.

Sl R-15W i~ IOWA DEPARTMENT OF FL~;~':'.o':;~;:;i:.,A Ii~~r; AGRICULTURE & PROJECTDATUM:STATEPLANE j', LAND STEWARDSHIP esUl VERTICAL: NAVD 1988

:..!io:r----------------------------------,-@--==---B-O--~-:T-O--N-----1-~-~-E":,-~-l~-~-~-~-~-OIVE----,~,;,B~":"~''B~~~~-----i~=~"='1'='~""':'=m~o=•~=-=-=-=-=L=-=-=-=-=-=-=-=-==-=-=-=-=1-=-===-=-j+_-_-~-l~O-~-w~~A-~-D~E~P6A~~R-Tf~M-~-EiNfTf~o-~-FCA~~G-~-Ri1Cf~u-~-LTf~u-~-R~E~A~N~~D-~-LAq~N~~D-~-sJT~Eiw&~A-~-Rfo~sJH{il~P-~---~.....-,-HE-IT---I

Phone: (515) 233_6100 B~ IDALS PROJECT NO. FLO971523B A Ql

#l MENK Er n "@2] woos.soi6on-menitom TITLE SHEETid'iii

REG. No. 21661

MY LICENSE RENEWAL DATE IS

.6,721, 12/31/2026

PAGES DR SHEETS COVERED BY THIS SEAL:

ALL PLAN SHEETS

MAINTAIN DRAINAGE CAPACITY OF ALL TILES ENCOUNTERED DURING CONSTRUCTION

70 1170

10 FT. CONSTRUCTED BERM

EL. 1175.50

10 FT. WAVE BERM

EL. 1171.00

NWL 1171.00

CONSTRUCT 45 FT.

SHEETPILE WEIR

EL. 1171.00

INSTALL RCP

DRAWDOWN PIPE

WITH APRON

PROPOSED 100 YR HWL

1174.13

INSTALL SW-402

INSTALL TOE DRAIN

CONSTRUCT DIVERSION

BERMS

AUXILARY SPILLWAY

EL. 1173.25

PROPOSED EASEMENT

20.5 AC

24" HDPE

24" HDPE

24" HDPE

12" HDPE

CONNECT EXISTING TILE

ASSUMED EL=1175.00

CONNECT EXISTING TILE

CONNECT EXISTING TILE

REMOVE EXISTING TILES

PROPOSED TILE INLETS

FL = 1172.00

REMOVE EXISTING TILE

SEARCH FOR TILE

RE-LAY INTO WETLAND

EROSION STONE CHECK DAMS

65 TN EACH

SEDIMENT FOREBAY

REMOVE EXISTING TILES

12" RCP

RIP-RAP

APPROXIMATE TILE LOCATION - LOCATE BEFORE CONSTRUCTION

DAYLIGHT TILE INTO WETLAND IF POSSIBLE

ENSURE DRAINAGE CAPACITY IS MAINTAINED

RIP-RAP

ADDITIONAL BORROW

AREA FOR EMBANKMENT

ADDITIONAL

BORROW AREA

AUXILIARY SPILLWAY CREST ELEVATION

TOP OF EMBANKMENT ELEVATION

DUAL CULVERTS - 37 LF 36" CMP

NORMAL POOL (1171.00)

DEEP WATER AREA (<1168.00)

EXCAVATE TO 1170.50

RIP-RAP

LEGEND

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DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJECT NO. FLO971523B

BCS

BCS

JPR

0T7.130786

1519 BALTIMORE DRIVE

AMES, IOWA 50010

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

R

FEETSCALE

0 100 200

HORZ. A.02

OVERALL LAYOUT

EXISTING DRAINAGE EASEMENT

NOTE: ALL TILE UNDER POOL IS TO BE REMOVED.

WETLAND ELEV INCREMENTAL CUMULATIVE CUMULATIVE

POOL DEPTH AREA VOLUME VOLUME

(FT) (FT) (FT2

) (FT3

) (AC-FT)

0.0 1166.0 331

1.0 1167.0 711 521 0.01

2.0 1168.0 4,142 2,948 0.07

3.0 1169.0 24,171 17,104 0.39

4.0 1170.0 83,379 70,879 1.63

5.0 1171.0 236,030 230,584 5.29

6.0 1172.0 245,478 471,338 10.82

7.0 1173.0 291,555 739,854 16.98

8.0 1174.0 357,974 1,064,619 24.44

9.0 1175.0 477,389 1,482,300 34.03

9.5 1175.5 546,969 1,738,390 39.91

DESIGN CRITERIA VALUE UNIT REQUIREMENT

WATERSHED AREA 766 ACRES

POOL NORMAL WATER LEVEL (NWL) ELEV 1171.00 FT

DESIGNED WETLAND POOL AREA (@ NWL) 5.4 ACRES

PERCENT POOL AREA TO WATERSHED AREA 0.7 % Range 0.5% to 2% of watershed area

MAXIMUM POOL DEPTH 5 FT

AVERAGE POOL DEPTH 1.0 FT

DEEP WATER AREA (DEPTH > 3 FT) 0.1 ACRES

PERCENT DEEP WATER TO POOL AREA 1.8 % Less than 25%

POOL STORAGE VOLUME AT NWL 5.3 ACRE-FT

TOP OF BERM ELEVATION 1175.50 FT

POOL STORAGE VOLUME AT T.O. BERM 40.0 ACRE-FT

PRIMARY WEIR ELEVATION 1171.00 FT

PRIMARY WEIR WIDTH 45 FT

AUXILIARY SPILLWAY ELEVATION 1173.25 FT

TOTAL EASEMENT AREA 23.8 ACRES

AREA OF BUFFER 18.4 ACRES

RATIO BUFFER AREA TO NWL POOL AREA 3.4 Less than 4

10-YEAR STORM HWL IN POOL 1173.08 FT

10-YEAR PEAK INFLOW 466.4 CFS

10-YEAR PEAK OUTFLOW 458.06 CFS

100-YEAR STORM HWL IN POOL 1174.13 FT

100-YEAR PEAK INFLOW 917.63 CFS

100-YEAR PEAK OUTFLOW 906.36 CFS

STRUCTURE SEEDING

BUFFER SEEDING

RIP-RAP

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DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJECT NO. FLO971523B

BCS

BCS

JPR

0T7.130786

1519 BALTIMORE DRIVE

AMES, IOWA 50010

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

R

FEETSCALE

0 100 200

HORZ. A.03

SEEDING PLAN

PROPOSED EASEMENT

BENCHMARK 105

BENCHMARK 103

BENCHMARK 104

BENCHMARK 109

BENCHMARK 110

BENCHMARK 112

BENCHMARK 100

BENCHMARK 111

BENCHMARK 102

BENCHMARK 106 BENCHMARK 107

SECTION LINE

RIGHT-OF-WAY LINE

PROPERTY LINE (TYP)

WETLAND NORMAL POOL

WETLAND HWL

SHEET

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DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJECT NO. FLO971523B

BCS

BCS

JPR

0T7.130786

1519 BALTIMORE DRIVE

AMES, IOWA 50010

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

R

FEETSCALE

0 100 200

HORZ. A.04

BENCHMARK MAP

Benchmark # Northing Easting Elevation Description

100 3906322.587 5162723.446 1177.899 LMFP/1IN DIA PIPE

101 3906384.254 5168014.505 1193.307 LMFP/1in PInched 102 3903667.215 5162750.901 1183.941 LMFR/ 5/8in 103 3906267.738 5165369.484 1184.229 LMFR/ 5/8in 104 3906242.433 5165368.799 1184.286 LMFR/ 5/8in 105 3906292.219 5165368.616 1183.406 LMFP/1in Bent Shot AT STraight

106 3903685.241 5165402.358 1188.058 LMFR/5/8IN ALUM CAP 19211

107 3903689.821 5166064.073 1184.942 LMFR/5/8IN

108 3901044.732 5165435.501 1187.949 LMFP/1IN

109 3906370.460 5162753.932 1177.165 LMFD/CON MON ALUM CAP

110 3906360.491 5162754.337 1177.59 LMFR/5/8

111 3906279.201 5162673.100 1176.056 LMFD/CON MON ALUM CAP

112 3906354.022 5162688.080 1175.65 LMFD/CON MON ALUM CAP

SHEET

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DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJECT NO. FLO971523B

BCS

BCS

JPR

0T7.130786

1519 BALTIMORE DRIVE

AMES, IOWA 50010

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

B.01

RCP INSTALLATION

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

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DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJECT NO. FLO971523B

BCS

BCS

JPR

0T7.130786

1519 BALTIMORE DRIVE

AMES, IOWA 50010

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

B.02

CPDT INSTALLATION

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

M en k, In c.

5, A ll Ri gh ts

R es er ve d c h:

\I

DA

LS

\0 t7

\C

AD

\C 3D

\1

6C

1.

dw g

6/

/2

3:

:2

PM

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJECT NO. FLO971523B

BCS

BCS

JPR

0T7.130786

1519 BALTIMORE DRIVE

AMES, IOWA 50010

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

B.03

MISC. STRUCTURE DETAILS

D

SW-602 Casting

Adjustment Rings

4'' t2 b2

Top b1 w3 w1 t1

Concrete Fillet

Base

Lowest Flowline

Two #4 Hoop Bars

(typ.)

Two #4 Hoop Bars

Wall

6"6"

Cast-in-place base shown. If base is precast integral with walls, the footprint of the base is not required to extend beyond the outer edge of the walls.

Wall widths vary with pipe diameter and range from 40 inches minimum to 77 inches maximum. Provide 6 inches of wall width (minimum) each side of pipe opening.

Provide two #4 hoop bars at top opening and at all pipe openings.

12 inch minimum wall height above all pipes.

Adjacent walls may have different widths based upon pipe configuration, but structure must be rectangular.

8" min. Class I Bedding Material

Short Wall Width12"

27" dia.

12"

6" min.

8" min.

REVISION

04-21-09

SHEET 1 of 1

NEW

REVISIONS:

SW-402

RECTANGULAR STORM SEWER MANHOLE

STANDARD PLANROADFIGURE 6010.402

DESIGN METHODS ENGINEERSUDAS DIRECTOR

TYPICAL SECTION

(not to scale)

SW-402

SEE SHEET B.04 FOR MODIFICATIONS

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

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.

BOTTOM OF COLLAR

ol to n

M en k, In c.

5, A ll Ri gh ts

R es er ve d c h:

\I

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\C 3D

\1

6C

1.

dw g

6/

/2

3:

:3

PM

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJECT NO. FLO971523B

BCS

BCS

JPR

0T7.130786

1519 BALTIMORE DRIVE

AMES, IOWA 50010

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

B.04

WATER CONTROL STRUCTURE DETAIL

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. BOTH PADLOCKS FOR ACCESS DOOR AND

STOP LOG STORAGE TUBE SHALL BE KEYED

ALIKE. FOUR KEYS ARE TO BE SUPPLIED

UPON PROJECT COMPLETION.

3. TOP OF STRUCTURE SHALL BE AN 8" THICK

REINFORCED PRECAST TOP WITH

ALUMINUM ACCESS DOOR CAST INTO TOP.

4. PROVIDE 24" GRATE AND COLLAR (AGRI

DRAIN GR24 GRATE AND GRC24 COLLAR OR

APPROVED EQUAL) FOR STOP LOG STORAGE.

FURNISH & INSTALL

2"X6" ALUMINUM STOP LOGS

AND REMOVAL TOOLS.

LOGS ARE TO BE FINISHED CUT

1" SHORTER THAN OPENING IN

FIELD TO FIT THE FABRICATED

STOP LOG CHANNEL.

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

SANITARY 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. STOP LOG CHANNEL IS TO BE ANCHORED TO THE WALLS AND FLOOR PRIOR TO PLACING CONCRETE

INVERT.

5. 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.

6. 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.

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

LOG CHANNEL USING EITHER CONCRETE GROUT OR MASTIC.

8. ALL REINFORCEMENT FOR WATER CONTROL STRUCTURE SHALL BE ONE LAYER OF #4 REBAR @ 12"

SPACING, CENTERED IN WALL, TWO #4 HOOP BARS ARE TO BE USED AT EACH OPENING.

9. PLACE BASE OF STRUCTURE ON FIRM UNDISTURBED EARTH FOUNDATION APPROVED BY ENGINEER.

10. GROUTED CONNECTIONS ARE REQUIRED FOR PIPE CONNECTIONS TO THE DRAWDOWN CONTROL

STRUCTURE. CONNECTIONS SHALL BE WATER-TIGHT.

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

TO BE PER SUDAS SECTION 6010-2-2.13.

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

FLOW

FL

O W

FLOW

WELD

WELD

3"X2 1/2"X

1/4" ANGLE

4' - 0"5'-0"

4' - 0"

5'-0"

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 ELEVATION

TOP STOP LOG

CHANNEL EL = 1174.50

TOP STOP LOG

EL = 1174.50

12" RCP

FL EL = 1165.56

12" RCP

FL EL = 1165.56

6" POURED CONCRETE INVERT WITH BOTTOM STOP LOG

AND STOP LOG CHANNELS CAST 3" INTO IT. SEE NOTE 5.

EXTERIOR MASTIC &

FABRIC WRAP

ALL JOINTS - 9" WIDE

NOT TO SCALE

STOP LOG & REMOVAL TOOL

DETAIL

2"X6" ALUM TUBE WITH

3/16" WALL THICKNESS

IS REQUIRED

BEND 6" LOOP

AND WELD TO

PROVIDE HANDLE

1/2" ROUND

STEEL ROD

TWO REMOVAL

TOOLS REQUIRED

SUPPLY 1" DIA X 1/4"

THICK 'WASHER' WELDED

TO 1/2" STEEL ROD

LOCKING BAR

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

INSTALL 1/2" BOLT W/WELDED

NUT AS HINGE AT ONE END.

DRILL 12" 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

6 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 1.5'

TOP OF EMBANKMENT 1175.50

TOP EL=1176.50

NWL 1171.00

ALL INTERIOR JOINTS TO

BE FILLED WITH EITHER

CONCRETE GROUT

2' MIN.

5'-0"

3'-0"

6"

8"

4' - 0"

5' - 0"

6"

1 1/4" 1/2"

1 - 1/2"

10' -6"

8"

1.5'

4'

9' - 6"

MIN. 12"

8"

15" 15"

1164.75

NOTE:

NEED 15 STOP LOGS

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

CONTRACTOR SHALL GROUT JOINTS

INSIDE STRUCTURE BEHIND

STOPLOG RAILS PRIOR TO

RAIL INSTALLATION

12" RCP

12" RCP

WAVE BERM

1171.00

EXISTING

GROUND

STILLING BASIN

EMBANKMENT TOP

1175.50

24.5 FT,24' WIDE BOTTOM

2:1 SIDE SLOPES

ARMORED WITH

GROUTED CLASS E RIPRAP

.8

.0

.0

.0

.0

.0

.0

.0

.2

.0

.3

.0

.2

.9

.2

1+00 2+00

0.00%

VPI: 0+44

EL: 1165.00

VPI: 1+25

EL: 1165.00

VPI: 1+30

EL: 1163.50

VPI: 1+50

EL: 1163.50

VPI: 1+50

EL: 1171.00 VPI: 1+79

EL: 1171.00

VPI: 1+86

EL: 1168.38

3:1

3:1

25.5 FT,

BOTTOM WIDTH VARIES

3:1 SIDE SLOPES

ARMORED WITH

GROUTED CLASS E RIPRAP

NWL

1171.00

SHEET PILING

SEE SHEET B.07

SHEET PILE INSTALLATION BERM

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

.7

.4

.5

.4

.5

.8

.5

.4

.3

.4

5+00

VPI: 4+53

EL: 1175.50

VPI: 4+77

EL: 1163.50

VPI: 5+01

EL: 1163.50

VPI: 5+25

EL: 1175.50

2:1 2:

24' WIDE

STILLING BASIN

EXISTING

GROUND

PLACE CLASS E RIP RAP IN A

LAYER 1.5' THICK CEMENTED

WITH GROUT UNDERLAIN

WITH GEOTEXTILE FABRIC

NORMAL POOL (1171.00)

DEEP WATER AREA (<1168.00)

STRUCTURE SEEDING

BUFFER SEEDING

EXCAVATE TO 1170.50

RIP-RAP

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

\0 t7

\C

AD

\C 3D

\1

6C

2.

dw g

6/

/2

3:

:5

PM

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJECT NO. FLO971523B

BCS

BCS

JPR

0T7.130786

1519 BALTIMORE DRIVE

AMES, IOWA 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. B.05

STILLING BASIN DETAIL

R

D

SEC

SPILLWAY CROSS SECTION DSTILLING BASIN PROFILE

GROUTED CLASS E RIP-RAP

4063 SF, 1.5' DEPTH

396 TN RIP RAP

90 CY GROUT

SHEET-PILE WEIR

WAVE BERM

STILLING BASIN

GRADE TO EXISTING CHANNEL

DRAWDOWN STRUCTURE

CLASS E RIP RAP

2691 SF, 1.5' DEPTH

222 TN

CONCRETE APRON

CONCRETE APRON

CONCRETE APRON

CONCRETE APRON

.5

.2

.5

.9

.5

.7

.5

.5

.1

.4

.0

.3

.0

.8

.8

.3

.5

.9

.5

.8

.5

.6

.5

.9

3+80 4+00 4+20 4+40 4+60 4+80 5+00 5+20 5+40 5+60 5+80 6+00

2:

VPI: 4+77

EL: 1163.50

VPI: 5+01

EL: 1163.50

2:

3:

3:

VPI: 4+53

EL: 1175.50

VPI: 4+67

EL: 1171.00

VPI: 5+12

EL: 1171.00

VPI: 5+25

EL: 1175.50

TOP OF

EMBANKMENT

AFTER SETTLEMENT

EXISTING

GROUND

STILLING BASIN PROFILE

DOWNSTREAM OF WEIR

SEE SHEET B.05

TOP OF

SHEET PILE

VPI: 4+49

EL: 1175.50

VPI: 4+77

EL: 1155.00

VPI: 5+01

EL: 1155.00

VPI: 5+29

EL: 1175.50

VPI: 4+49

EL: 1164.25

VPI: 4+58

EL: 1164.25

VPI: 5+22

EL: 1165.25

VPI: 5+29

EL: 1165.25

LINE SHOWN IS THE

MINIMUM REQUIRED

COVERAGE LIMIT FOR

SHEET PILE INSTALLATION

45.00'

24.00'

80.75'

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

\0 t7

\C

AD

\C 3D

\1

6C

3.

dw g

6/

/2

3:

:5

PM

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJECT NO. FLO971523B

BCS

BCS

JPR

0T7.130786

1519 BALTIMORE DRIVE

AMES, IOWA 50010

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

B.06

SHEET PILE DETAIL

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" DIA. LARGER 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: 5.01 CUBIC INCHES PER FOOT OF WALL.

MINIMUM GRADE OF STEEL: 25 KSI.

MINIMUM MOMENT OF INERTIA: 10.39 INCHES ^ 4 PER FOOT OF WALL.

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

APPROVED PRODUCTS

SHORELINE STEEL LZ-3, LZ-250

NUCOR SKYLINE SKS 11

JD FIELDS L60, L65

GERDAU AMERISTEEL PZC 13

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

MATERIALS ARE ESTIMATED AND FURTHER SIZING WILL NEED TO BE DONE.

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 UP TO 0.2' LOWER

THAN TOP OF WEIR

FEETSCALE

0 20 40

HORZ.

ol to n

M en k, In c.

5, A ll Ri gh ts

R es er ve d c h:

\I

DA

LS

\0 t7

\C

AD

\C 3D

\1

6G

2.

dw g

6/

/2

3:

:0

PM

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJECT NO. FLO971523B

BCS

BCS

JPR

0T7.130786

1519 BALTIMORE DRIVE

AMES, IOWA 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 A.02 1 LS 2 - Crop Damage IA CS-001 A.02 0 AC 3 - Structure & Channel Seeding IA CS-006 A.02 1.9 AC 4 - Buffer Seeding IA CS-006 A.02 11.4 AC 5 - Mobilization and Demobilization IA CS-008 A.02 1 LS 6 - Drain tile Investigation and Removal IA CS-009 A.02 8 HR.

7 - Steel Sheet Piling IA CS-013 B.06 1063 SF 8 - Excavation (General) IA CS-021 A.02 7050 CY 9 - Earthfill (General) IA CS-023 D.02-D.03, M.01, M.03 935 CY

10 - Earthfill (General Dam) IA CS-023 D.01 2641 CY 11 - Earthfill (Dam Core) IA CS-023 D.01 950 CY 12 - Drainfill, Fine IA CS-024 D.01 28.5 CY 13 - Topsoil Strip, Stockpile, Salvage IA CS-026 A.02 4460 CY 14 - Toe Drain - 6" Diameter IA CS-046 D.01 358 LF 15 - Reinforced Concrete Pipe - 12" IA CS-031 M.04 145 LF 16 - Dual-Wall HDPE Pipe

A. 12" Diameter IA CS-046 M.01-M.02 139 LF C. 24" Diameter IA CS-046 M.01, M.03 1343 LF

17 - SW-402 Water Control Structure IA CS-031 B.04, M.04 1 EA 18 - 12" Apron, Footing, Bar Guard IA CS-031 M.04 2 EA 19 - 8" x 20' CMP Tile Outlet IA CS-051 D.01 2 EA 20 - Riprap (Class E) IA CS-061 B.05, M.01, M.03 735 TN 21 - Erosion Stone IA CS-061 A.02 105 TN 22 - Concrete Grout IA CS-062 B.05 90 CY 23 - Anti-Seep Collars IA CS-051 B.03, M.04 4 EA 24 - Culvert Crossing IA CS-051 M.04 1 EA

.8

.5

.1

.5

.4

.5

.8

.5

.1

.5

.8

.5

.3

.5

.8

.5

.5

.5

.0

.5

.9

.5

.0

.5

.6

.5

.3

.5

.3

.5

.9

.5

.7

.5

.4

.0

.4

.0

.8

.5

.4

.5

.3

.5

.4

.5

.9

.5

.4

.5

.0

.2

.4

.5

.3

.5

.0

1+00 2+00 3+00 4+00 5+00 6+00 7+00

2:1

VPI: 4+77

EL: 1163.50

VPI: 5+01

EL: 1163.50

0.00%

VPI: 0+37

EL: 1175.50

VPI: 4+53

EL: 1175.50

VPI: 4+67

EL: 1171.00

VPI: 5+12

EL: 1171.00

VPI: 5+25

EL: 1175.50 VPI: 6+61

EL: 1175.50

VPI: 6+66

EL: 1173.25

VPI: 6+86

EL: 1173.25

VPI: 6+91

EL: 1175.50

VPI: 7+44

EL: 1175.50

2:

3:1 3:

0.00%

2:1 2:

0.00%

EMBANKMENT TOP

ELEV. 1175.5

EXISTING GROUND

CORE TRENCH

5' BELOW EXISTING GROUND

NWL &

TOP OF WAVE BERM

ELEV. 1171

SHEET PILING

SEE SHEET B.07

STILLING BASIN

SEE SHEET B.06

AUXILIARY SPILLWAY

SEE SHEET D.02

707 LF

10' WIDE TOP

3:1 SIDE SLOPES

272 LF 6" TOE DRAIN

WITH DRAINFILL

86 LF 6" TOE DRAIN

WITH DRAINFILL

12 LF 12" TIED RCP TILE OUTLET

FL = 1165.75 12 LF 12" TIED RCP TILE OUTLET

FL = 1165.75

PRE-SETTLEMENT

EL: 1176.10

PRE-SETTLEMENT

EL: 1175.76

PRE-SETTLEMENT

EL: 1176.05 PRE-SETTLEMENT

EL: 1175.87

PRE-SETTLEMENT

EL: 1175.82 PRE-SETTLEMENT

EL: 1175.75

NWL = 1171.00

CORE TRENCH

5' BELOW EXISTING GROUND

0+00

1+00

2+00

3+00

4+00

5+00

6+00

7+00

7+50

.0

.7

.5

.7

.8

.5

-0+50 0+00 0+50

3:

3:

3:1

10' WIDE TOP

EXISTING

GROUND

BOTTOM OF

CORE TRENCH

5' BELOW EG

1:

11:1

VA

RI

ES

VARIES

TOP OF DAM

CORE = 1171.0010' WIDE

WAVE BERM

NORMAL POOL (1171.00)

DEEP WATER AREA (<1168.00)

STRUCTURE SEEDING

BUFFER SEEDING

EXCAVATE TO 1170.50

RIP-RAP

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

\0 t7

\C

AD

\C 3D

\1

6C

1.

dw g

6/

/2

3:

:2

PM

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJECT NO. FLO971523B

BCS

BCS

JPR

0T7.130786

1519 BALTIMORE DRIVE

AMES, IOWA 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.01

PLAN & PROFILE - EMBANKMENT

TYPICAL SECTION A

EMBANKMENT PROFILE

TOP OF DIKE FINAL ELEVATION SHALL BE 1175.50.

DIKE SHALL BE CONSTRUCTED HIGHER BY 5% OF

FILL HEIGHT TO ACCOUNT FOR SETTLEMENT AS

SHOWN AT KEY POINTS BELOW.

ASECEMBANKMENT ℄

CONCRETE APRON

WATER CONTROL STRUCTURE

CONCRETE APRONCONCRETE TOE DRAIN OUTLETS

TOE DRAIN

TOE DRAIN

.2

.5

.7

.0

.1

.8

.6

.3

.1

.5

.2

.4

.2

.1

1+00

1.86% 0.00% 0.00%

VPI: 0+00

EL: 1170.79

VPI: 1+32

EL: 1173.25

VPI: 1+55

EL: 1173.25

VPI: 1+83

EL: 1173.25

EXISTING

GROUND

AUXILIARY

SPILLWAY

FLOWLINE

EMBANKMENT

TOP

170 LF

20' WIDE BOTTOM

2:1 SIDE SLOPES

GRADE TO MATCH EXISTING

AT 1173.25

0+00

1+00

1+99.36

.5

.5

.5

.7

.5

.7

.3

.7

.8

.7

.4

.7

.0

.7

.9

.7

.6

.7

.5

.7

.2

.7

.5

.5

1+00 2+00 3+00

6:1

VPI: 0+78

EL: 1170.50 VPI: 3+30

EL: 1170.50

VPI: 0+80

EL: 1170.75

VPI: 3+29

EL: 1170.75

0.00% 6:1

EXISTING

GROUND

EXISTING

GROUND NWL = 1171.00

252 LF

10' WIDE TOP

3:1 SIDE SLOPES

EXCAVATED TO 1170.50

EXCAVATED TO 1170.50

TOP OF BERM = 1170.75

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

.5

.7

.4

-0+50 0+00

3:

1 3:1

NWL

10' WIDE

TOP

EXISTING

GROUND

.3

.0

-0+25 0+00 0+25

2:1 2:

20 FT NORMAL POOL (1171.00)

DEEP WATER AREA (<1168.00)

STRUCTURE SEEDING

BUFFER SEEDING

EXCAVATE TO 1170.50

RIP-RAP

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

\0 t7

\C

AD

\C 3D

\1

6C

1.

dw g

6/

/2

3:

:2

PM

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJECT NO. FLO971523B

BCS

BCS

JPR

0T7.130786

1519 BALTIMORE DRIVE

AMES, IOWA 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 - AUXILIARY SPILLWAY & BERM A

R

TYPICAL DIVERSION

BERM CROSS

SECTION B

DIVERSION BERM A PROFILEAUXILIARY SPILLWAY PROFILE

BSEC

C

SEC

AUXILIARY SPILLWAY

CROSS SECTION C

℄ OF AUX

SPILLWAY

℄OF

BERM A

MATCH EXISTING GRADE AT 1173.25

.5

.5

.7

.5

.7

.5

.7

.5

.7

.5

.7

.5

.5

1+00 2+00

6:1

VPI: 0+50

EL: 1170.50

VPI: 0+52

EL: 1170.75

VPI: 1+97

EL: 1170.75

VPI: 1+98

EL: 1170.50

0.00% 6:1

EXISTING

GROUND

FINISHED

GROUND

148 LF

10' WIDE TOP

3:1 SIDE SLOPES

EXCAVATED TO 1170.50EXCAVATED TO 1170.50

NWL = 1171.00TOP OF BERM = 1170.75

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

.5

.7

.5

.7

.5

.7

.5

.7

.5

.7

.5

.7

.5

.7

.5

.5

.6

1+00 2+00

6:1

VPI: 0+37

EL: 1170.50

VPI: 0+39

EL: 1170.75

VPI: 2+17

EL: 1170.75

VPI: 2+19

EL: 1170.50

0.00% 6:1

EXISTING

GROUND

FINISHED

GROUND

181 LF

10' WIDE TOP

3:1 SIDE SLOPES

EXCAVATED TO 1170.50

NWL = 1171.00TOP OF BERM = 1170.75

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

NORMAL POOL (1171.00)

DEEP WATER AREA (<1168.00)

STRUCTURE SEEDING

BUFFER SEEDING

EXCAVATE TO 1170.50

RIP-RAP

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

\0 t7

\C

AD

\C 3D

\1

6C

1.

dw g

6/

/2

3:

:3

PM

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJECT NO. FLO971523B

BCS

BCS

JPR

0T7.130786

1519 BALTIMORE DRIVE

AMES, IOWA 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 - BERM B & BERM C

R

DIVERSION BERM B PROFILE DIVERSION BERM C PROFILE

℄ OF

BERM B

℄ OF

BERM C

.2

.0

.7

.0

.3

.0

.8

.0

.5

.0

.7

.0

.8

.0

.0

.0

.2

.0

.4

.1

.6

.1

.7

.1

.9

.1

.0

.1

.2

.1

.3

.1

.2

.1

.3

.1

.3

.1

.4

.1

.4

.1

.4

.1

.3

.1

.2

.1

.2

.1

.3

.1

.4

.2

.7

.2

.1

.2

.1

.2

.1

.2

0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 7+75

0.02%

VPI: 0+13.19

EL: 1172.00

VPI: 7+65.77

EL: 1172.17

ST

A

5+

"x

"x

" T

EE

FL

IN

2.

, 2 4"

N E

FL

IN

2.

, 1

2" N

W

FL

O U

T

.1 2, 4"

S W

ST

A

7+

° A

LI

GN

M

EN

T

TU

RN

FL

IN

2.

, 2 4"

E

FL

O U

T

.1 6, 4"

S W

ST

A

7+

CO

N

N

EC

T

TO

E

XI

ST

IN

G

TI

LE

FL

O U

T

.1 7, 4"

W

ST

A

0+

AP

RO

N , F

O O

TI

N

G, A

N D

GU

AR

D

FL

IN

2.

, 2 4"

N E

248' - 24" HDPE @ 0.02%

248 LF - 24" HDPE

@ 0.02%17 66

504' - 24" HDPE @ 0.02%

504 LF - 24" HDPE

@ 0.02%13 17

REMOVE EXISTING TILE

PIPE COVER BERM

PROVIDE 3 FT MIN. COVER

EXISTING 12" PLASTIC TILE

NORMAL WATER LEVEL

COVER BERM SHALL BE 6

FT WIDE ON TOP WITH

10:1 SIDE SLOPES

0+00

1+00

2+00

3+00

4+00

5+00

6+00

7+00

7+75

BP

: 0

+0 0.

PI

: 4

+1 5.

PI

: 7

+2 2.

EP

: 7

+7 5.

10" PLASTIC PIPE

TOP = 1173.06

5" PLASTIC PIPE

TOP = 1173.65

12" PLASTIC PIPE

TOP = 1172.345" PLASTIC PIPE

TOP = 1173.66

12" CMP

FL = 1170.20

12" PLASTIC PIPE

FL = 1171.06

STA. 5+17

24"x24"x24" TEE

STA. 4+15

11° ALIGNMENT TURN

STA. 0+13

APRON, FOOTING, AND GUARD

STA. 7+66

CONNECT TO EXISTING TILE

STA. 7+22

34° ALIGNMENT TURN

NORMAL POOL (1171.00)

DEEP WATER AREA (<1168.00)

STRUCTURE SEEDING

BUFFER SEEDING

EXCAVATE TO 1170.50

RIP-RAP

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

\0 t7

\C

AD

\C 3D

\1

6C

1.

dw g

6/

/2

3:

:4

PM

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJECT NO. FLO971523B

BCS

BCS

JPR

0T7.130786

1519 BALTIMORE DRIVE

AMES, IOWA 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. M.01

PLAN & PROFILE - CENTER TILE RE-LAY

CONNECT NORTH TILE RE-LAY

REMOVE EXISTING TILE

EXISTING 12" PLASTIC TILE

TIE IN EXISTING 5" COLLECTOR PIPE

TIE IN EXISTING 5" COLLECTOR PIPES210 TN CLASS E RIP RAP

2157 SF

REMOVE EXISTING TILE

.8

.6

.7

.7

.7

.8

.7

.9

.9

.9

.4

.7 0+00 1+00 2+00

0.30%

VPI: 0+10.00

EL: 1172.58

VPI: 1+48.89

EL: 1173.00

ST

A

0+

"x

"x

" T

EE

FL

IN

2.

, 2 4"

N E

FL

IN

2.

, 1

2" N

W

FL

O U

T

.1 2, 4"

S W

139' - 12" HDPE @ 0.30%

139 LF - 12" HDPE

@ 0.30%10 49

ST

A

1+

CO

N

N

EC

T

TO

E

XI

ST

IN

G

TI

LE

FL

O U

T

.0 0, 2"

S E

REMOVE EXISTING TILE

FILL OVER PIPE TO PROVIDE 3'

MINIMUM COVER

EXISTING 10"

PLASTIC TILE

COVER BERM SHALL BE 6

FT WIDE ON TOP WITH

10:1 SIDE SLOPES

0+00 1+00 1+58.89

BP

: 0

+0 0.

EP

: 1

+5 8.

10" PLASTIC PIPE

TOP = 1173.065" PLASTIC PIPE

TOP = 1173.6512" PLASTIC PIPE

TOP = 1172.34

5" PLASTIC PIPE

TOP = 1173.66

STA. 5+17

24"x24"x24" TEE

STA. 4+15

11° ALIGNMENT TURN

STA. 1+49

CONNECT TO EXISTING TILE

NORMAL POOL (1171.00)

DEEP WATER AREA (<1168.00)

STRUCTURE SEEDING

BUFFER SEEDING

EXCAVATE TO 1170.50

RIP-RAP

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

\0 t7

\C

AD

\C 3D

\1

6C

1.

dw g

6/

/2

3:

:4

PM

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJECT NO. FLO971523B

BCS

BCS

JPR

0T7.130786

1519 BALTIMORE DRIVE

AMES, IOWA 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. M.02

PLAN & PROFILE - NORTH TILE RE-LAY

EXISTING 10" PLASTIC TILE

.5

.0

.6

.0

.6

.1

.9

.1

.1

.1

.7

.2

.1

.2

.5

.2

.6

.3

.8

.3

.8

.3

.8

.4

.8

.4

.8

.4

.9

.5

.9

.5

.8

.5

.7

.5

.7

.6

.7

.6

.9

.6

.0

.7

.0

.7

.2

.7

.0

.1

0+00 1+00 2+00 3+00 4+00 5+00 6+00 6+11

0.12%

VPI: 0+10.00

EL: 1172.00

VPI: 6+01.45

EL: 1172.74

ST

A

6+

CO

N

N

EC

T

TO

E

XI

ST

IN

G

TI

LE

FL

O U

T

.7 4, 4"

W

ST

A

0+

° A

LI

GN

M

EN

T

TU

RN

FL

IN

2.

, 2 4"

E

FL

O U

T

.0 8, 4"

N W

ST

A

0+

AP

RO

N , F

O O

TI

N

G, A

N D

GU

AR

D

FL

IN

2.

, 2 4"

S E

591' - 24" HDPE @ 0.12%

591 LF - 24" HDPE

@ 0.12%10 01

REMOVE EXISTING TILE

PIPE COVER BERM

PROVIDE 3 FT MIN. COVER

EXISTING 18" PLASTIC TILE

NORMAL WATER LEVEL

COVER BERM SHALL BE 6

FT WIDE ON TOP WITH

10:1 SIDE SLOPES

0+00

1+00

2+00

3+00

4+00

5+00

6+00 6+11.45

BP

: 0

+0 0.0

PI:

0+

.89

EP

: 6

+1 1.

18" PLASTIC PIPE

TOP = 1173.99

5" PLASTIC PIPE

TOP = 1174.37

PLASTIC PIPE OUTLET

FL = 1170.83

12" CMP

FL = 1170.20

12" PLASTIC PIPE

FL = 1171.06

STA. 6+01

CONNECT TO EXISTING TILE

STA. 0+78

40° ALIGNMENT TURN

STA. 0+10

APRON, FOOTING, AND GUARD

NORMAL POOL (1171.00)

DEEP WATER AREA (<1168.00)

STRUCTURE SEEDING

BUFFER SEEDING

EXCAVATE TO 1170.50

RIP-RAP

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

\0 t7

\C

AD

\C 3D

\1

6C

1.

dw g

6/

/2

3:

:4

PM

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJECT NO. FLO971523B

BCS

BCS

JPR

0T7.130786

1519 BALTIMORE DRIVE

AMES, IOWA 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. M.03

PLAN & PROFILE - SOUTH TILE RE-LAY

REMOVE EXISTING TILE

EXISTING 18" PLASTIC TILE

210 TN CLASS E RIP RAP

2157 SF

.8

.5

.8

.5

.3

.6

.9

.6

.4

.6

.1

.0 0+00 1+00 1+64

0.10%VP

I:

0+

.0

EL

: 1

5.

VP

I:

1+

.0

EL

: 1

5.

ST

A

0+

M O

DI

FI

ED

S

W -4

W

AT

ER

C O

N

TR

O L

ST

RU

CT

U

RE

SE

E

B.

FL

IN

5.

, 1

2" N

E

FL

O U

T

.5 6, 2"

N W

ST

A

1+

" R

CP

A

PR

O

N W

IT

H

FO

O

TI

N

G, B

AR

G

U

AR

D

FL

O U

T

.6 3, 2"

S W

ST

A

0+

" R

CP

A

PR

O

N W

IT

H

FO

O

TI

N

G, B

AR

G

U

AR

D

FL

IN

5.

, 1 2"

S E

121' - 12" RCP @ 0.10%

121 LF - 12" RCP

@ 0.10%15 36

FINAL GRADE

EXISTING GRADE

NORMAL WATER LEVEL

TOE DRAIN CROSSING

4 FT HIGH x 6 FT WIDE ANTI-SEEP COLLAR (TYP)

TIE FIRST THREE JOINTS

0+00

1+00

1+50

BP: 0

+00.00

EP: 1+50.00

PI: 0

+72.89

STA. 0+73

MODIFIED SW-402

WATER CONTROL

STRUCTURE - SEE B.04

STA. 1+36

12" RCP APRON

WITH FOOTING, BAR GUARD

STA. 0+15

12" RCP APRON

WITH FOOTING, BAR GUARD

NORMAL POOL (1171.00)

DEEP WATER AREA (<1168.00)

STRUCTURE SEEDING

BUFFER SEEDING

EXCAVATE TO 1170.50

RIP-RAP

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

\0 t7

\C

AD

\C 3D

\1

6C

1.

dw g

6/

/2

3:

:5

PM

DESIGNED

DRAWN

CHECKED

CLIENT PROJ. NO.

DATEDESCRIPTION REV IOWA DEPARTMENT OF AGRICULTURE AND LAND STEWARDSHIP

IDALS PROJECT NO. FLO971523B

BCS

BCS

JPR

0T7.130786

1519 BALTIMORE DRIVE

AMES, IOWA 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. M.04

PLAN & PROFILE - DRAWDOWN PIPE

2 x 37 LF 36" CMP CULVERTS

PROVIDE METAL APRONS

FILL CHANNEL TO 1170 OVER PIPES

PLACE 30 TN MACADAM STONE