A d d e n d u m

A d d e n d u m

Iowa Department of Transportation

Office of Contracts

Date of Letting: October 19, 2021

Date of Addendum: October 13, 2021

C.O. Proposal ID Proposal Work

Type

County Project Number Addendum

003 07-8155-771 BRIDGE

REPLACEMENT –

PPCB

BLACK HAWK BRM-CHBP-8155(770)--NB-07

BRM-CHBP-8155(771)--NB-07

19OCT003A03

Make the following changes to the Proposal Schedule of Items:

Change Proposal Line No. 0210 2403-0100010 STRUCTURAL CONCRETE (BRIDGE):

From: 1,274.300 CY

To: 1,278.500 CY

Change Proposal Line No. 0230 2404-7775000 REINFORCING STEEL:

From: 196,850.000 LB

To: 177,060.000 LB

Add Proposal Line No. 2465 2525-0000100 TRAFFIC SIGNALIZATION; LUMP SUM

If the above changes are not made, they will be made as shown here.

Make the following changes to the BRM-CHBP-8155(770)--NB-07 PLAN:

Replace SHEETS A.1, C.1, J.6, RC.2, V.01, V.04, V.13, V.14, V.15, V.16, V.17, V.18, V.21,

V.23, V.28 and V.34 with attached SHEETS A.1, C.1, C.5, J.6, RC.2, V.01, V.04, V.13, V.14,

V.15, V.16, V.17, V.18, V.21, V.23, V.28 and V.34.

Notes:

A.1 - Signatures C.1 - Quantities for bid items 21 and 23. Also shown in the attached highlighted C.1 sheet. J.6 - Revised signage per DNR agreement. RC.2 - Signatures. V.01, V.18, V.21, V.23, V.28 and V.34 - Removal of “IN-PROGRESS” Stamp. V.04 - Quantity Summary for non-coated rebar. V.13 - Add note 18 per USACE permit. V.14 to V.17 - Minor rebar details and Rock Socket Elevations.

9209 pw:\\SCI-PWINTEG-2.stanleygroup.com:Datasource-1\Documents\City_of_Waterloo_Iowa\29363 - 11th and Park Ave Bridge Replacements\11-CADD\05-SS10_Roadway\SHT\770_11TH\SHT_29363_770_A01.dgn

DESIGN TEAM PROJECT NUMBER SHEET NUMBER COUNTY

11:11:14 AM

ENGLISH

9/17/2021

FILE NO.

PLANS OF PROPOSED IMPROVEMENT ON THE

SCALES: As Noted

Value Engineering Saves. Refer to Article 1105.15 of the Specifications.

Refer to the Proposal Form for list of applicable specifications.

LE

TTIN

G

DA

TE

REVISIONS

DateSignature

Printed or Typed Name

Pages or sheets covered by this seal:

DateSignature


My license renewal date is December 31, 20


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.

Highway Division

Stanley Consultants Inc. BRM-CHBP-8155(770)--NB-07

DO

T

PR

OJ

EC

T

NU

MB

ER:

BR

M-

CH

BP-8155(7

70)--

NB-07

BRM-CHBP-8155(770)--NB-07

CITY OF WATERLOO

From Commerical St. north to Sycamore St.

11th Street

BRIDGE REPLACEMENT - OTHER

BRI

DG

E

RE

PL

AC

EM

EN

T -

OT

HE

R

CIT

Y

OF

WA

TE

RL

OO

CITY OF WATERLOO

CIT

Y

PR

OJ

EC

T

NU

MB

ER: #

1013

2625

GRAN

TLEAVITT

ST

ST

ST

W 8TH

W 7TH

W 6TH

W 5T

H

WASH

INGTO

N

ST

W

ST

RANDALL ST

ST

VIR

DEN

ST

AVE

W 4TH

ST

ST

ST

ST

ST

ST

ST

ST

SOUTH

ST

HENRY

JEFFERSON

CO

MMERC

IAL

W

W

W

14TH

13TH

12TH

11TH

ST

ST

ST

ST

ST

16TH

ST

AVE

HOGLE

LAKE

AVE

VIN

TO

N

ST

10TH

BLACKH

AWK

ST

E

E

E

E

E

E

ST

ST

ST

ST

11TH

9TH

8TH

ST

ST

ELM

DIVISIO

N

ST

ST

ST

RATH

ST

ST

ST

FOWLER

ST

ELM

MO

BIL

E

ST

RH

EY

ST

LIN

DEN

AVE

ST

DEARBORN

COTTAGE

ST

BLO

CK

ST

STATE

ST

ST

POLK

MADISON

ST

ST

ST

IRVIN

G

CT

COURTLAND

PL

VERM

ONT

BALTIM

ORE

ALLEN

ST

ST

ST

AVE

WELLIN

GTO

N

WASH

INGTO

N

ST

RIVER ST

ST

BLUFF

ST

BLUFF

ST

W 9TH

CT

ST

4TH

ST

W 2N

D

W 1ST

W 3RD

ST

ST

ST

W 1ST

W 2N

D

JEFFERSON

W

W

ST

6TH

W

MULL

AN

AVE

ST

W 1ST

ST

ST

WASH

ON

ST

ST

W

W

W

LAN

E

FERE

DAY

SU

NN

YSID

E

MULL

AN

AVE

LELAND AVE

RANDOLPH

SOUTH

7TH

LAFAYETTESYCAM

ORE

WATER

MULBERRY

10TH VIN

TO

N

ST

FRANKLIN

MULBERRY

LAFAYETTE

MONROE

INGT

W 3RD ST

CED

ARCO

MMERC

IAL

W PA

RK

AVE

OA

KLA

WN

J R DR

W 9TH ST

ST

15TH

BLUFF

SYCAMORE

ARCHER

BUTLER

EIGHMEY

NEV

AD

A

STCO

URT D

UN

HA

M

ELMWOOD ST

WELLIN

GTO

N

GRA

NT

LOC

USTW

ESTERN

DEN

VER

HAMMOND

C N R R

Cedar R

iver

A.1

URBAN ROAD SYSTEM

R-13W

T-89

N

10-19-2021

TOTAL

PROJECT IDENTIFICATION NUMBER

PROJECT NUMBER

R.O.W. PROJECT NUMBER

Phone Number: 319-233-3055

activities in DOT right-of-way.

be informed by Contractor at least 48 hours before start of construction

Barry Thede, Iowa DOT District 2 Waterloo Office Maintenance Supervisor, must

BEGIN PROJECT

STA. 103+99.00

END PROJECT

STA. 119+16.67

19996

HILLEGONDS

JEFFREY A.

JEFFREY A. HILLEGONDS

APPROVED

DATECITY ENGINEER, LICENSED P.E.

CITY OF WATERLOO, IOWA

CITY ENGINEERING DEPARTMENT

OVER CEDAR RIVER

BRIDGE REPLACEMENT

FHWA NO. 11830

STA. 112+27.00

Standard Specifications for additional information.

is a part of these contract documents. Refer to Section 2602 of the

of General Permit No. 2 and the storm water pollution prevention plan which

General Permit No. 2. The contractor shall carry out the terms and conditions

This project is covered by the Iowa Department of Natural Resources NPDES

274

21

A.1, B.1-B.4, C.1-C.16, D.1-D.7,

E.1-E.5, G.1-G.4, H.1-H.3, J.1-J.6, L.1-L.9, N.4-N.9, RC.1-RC.3,

Refer to Sheet D.1 for Utility Contact Information

Refer to "C" Sheets for Standard Plans Notes

#1013

S.1-S.9, T.1-T.8, U.1-U.7, U.10-U.15, W.1-W.26, X.1-X.44

09-17-2021

INDEX OF SEALS

NAMESHEET NO.

Primary Signature Block

TYPE

A.1 Jeffrey A. Hillegonds

N.1

M.2

MWM.1

V.1

V.1

Taylor R. Theulen

Lane E. Ingram

Anthony J. Bower

Mark D. Werner Hydraulic Design

Structural Design

Water Main Design

Storm Sewer Design

Tr Signals and Lighting

Angela M.Y. Romero

SPS.1 Matthew D. Cushman Geotechnical Design

Matthew D. Cushman Geotechnical DesignQ.1

STEEL PIPE PEDESTRIAN HAND RAILING5.

ORNAMENTAL METAL RAILING4.

ASSEMBLY

LAMINATED NEOPRENE PAD/ CURVE SOLE PLATE3.

DECK DRAINS2.

STRUCTURAL STEEL - DIAPHRAGMS1.

[email protected]

DES MOINES, IA 50309

100 COURT AVE., SUITE 300

STANLEY CONSULTANTS INC.

BELOW SHALL BE SUBMITTED TO:

FALSEWORK DRAWINGS, AND SPECIFIC ITEMS LISTED

ALL WORKING DRAWINGS, INCLUDING SHOP DRAWINGS,

TRANSPORTATION.

CONSTRUCTION OF THE IOWA DEPARTMENT OF

STANDARD SPECIFICATIONS, FOR HIGHWAY AND BRIDGE

BE IN ACCORDANCE WITH ARTICLE 1105.03, OF THE

SUBMITTAL REQUIREMENTS FOR SHOP DRAWINGS SHOULD

This project is covered by Iowa DNR Floodplain Const. Permit No. 2021-0389.

Engineers reserves the right to visit the site without prior notice.

(http://www.envpermits.iowadot.gov/). The U.S. Army Corps of

A copy of these permits are available from the Iowa DOT website

Engineers Nationwide Permit No. 14, and Permit No. 2021-344.

Construct this project according to the requirements of U.S. Army Corp of

SECTION 404 AND 408 PERMIT AND CONDITIONS

218

LOCATION MAP(Not to Scale)

09/20/2021

9209

Text Box

Changed by Addenda

9/20/2021 8:52:54 AM 9209 c:\projects\datasource-1\common\d0985453\SHT_29363_770_C01.xlsm

PROJECT NUMBER BRM-CHBP-8155(770)--NB-07 SHEET NUMBER C.1FILE NO. ENGLISH DESIGN TEAM Stanley Consultants Inc. CITY OF WATERLOO

100-1D10-18-05

This project involves the construction of a new 11th St bridge over the Cedar River in Waterloo, IA. The project also includes associatedroadway pavement, utilities, grading, sidewalks, and other items as detailed in the plans.

PROJECT DESCRIPTION

Division 1:Division 2:Division 3:Division 4:

Division 1 Division 2 Division 3 Division 4 Division 5 Total Division 1 Division 2 Division 3 Division 4 Division 51 2101-0850002 CLEARING AND GRUBBING UNIT 222 2102-0425070 SPECIAL BACKFILL TON 572.43 2102-2625001 EMBANKMENT-IN-PLACE, CONTRACTOR FURNISHED CY 103964 2102-2710070 EXCAVATION, CLASS 10, ROADWAY AND BORROW CY 23305 2102-2712015 EXCAVATION, CLASS 12, BOULDERS OR ROCK FRAGMENTS CY 1006 2105-8425005 TOPSOIL, FURNISH AND SPREAD CY 12457 2107-0875100 COMPACTION WITH MOISTURE CONTROL CY 121878 2115-0100000 MODIFIED SUBBASE CY 1795.49 2123-7450000 SHOULDER CONSTRUCTION, EARTH STA 25.910 2301-0685550 BRIDGE APPROACH PAVEMENT, AS PER PLAN SY 210.711 2301-0690203 BRIDGE APPROACH, BR-203 SY 255.412 2301-1033090 STANDARD OR SLIP FORM P.C. CONCRETE PAVEMENT, CLASS C, CLASS 3 DURABILITY, 9 IN. SY 4624.313 2315-8275025 SURFACING, DRIVEWAY, CLASS A CRUSHED STONE TON 15014 2401-6745625 REMOVAL OF EXISTING BRIDGE LS 115 2401-6745650 REMOVAL OF EXISTING STRUCTURES LS 116 2401-6750001 REMOVALS, AS PER PLAN LS 117 2402-2720000 EXCAVATION, CLASS 20 CY 5018 2402-2721000 EXCAVATION, CLASS 21 CY 107919 2402-2722000 EXCAVATION, CLASS 22 CY 34220 2403-0100000 STRUCTURAL CONCRETE (MISC.) CY 98.721 2403-0100010 STRUCTURAL CONCRETE (BRIDGE) CY 1278.522 2403-7000210 HIGH PERFORMANCE STRUCTURAL CONCRETE CY 873.723 2404-7775000 REINFORCING STEEL LB 17706024 2404-7775005 REINFORCING STEEL, EPOXY COATED LB 30820425 2404-7775009 REINFORCING STEEL, STAINLESS STEEL LB 769326 2407-0564095 BEAMS, PRETENSIONED PRESTRESSED CONCRETE, BTD95 EACH 527 2407-0564115 BEAMS, PRETENSIONED PRESTRESSED CONCRETE, BTD115 EACH 528 2407-0564120 BEAMS, PRETENSIONED PRESTRESSED CONCRETE, BTD120 EACH 1529 2408-7800000 STRUCTURAL STEEL LB 4034730 2412-0000100 LONGITUDINAL GROOVING IN CONCRETE SY 207331 2414-6424124 CONCRETE OPEN RAILING, TL-4 LF 58132 2414-6425410 CONCRETE BARRIER, REINFORCED, SEPARATION LF 58133 2414-6444100 STEEL PIPE PEDESTRIAN HAND RAILING LF 579.434 2414-6445100 STRUCTURAL STEEL PEDESTRIAN HAND RAILING LF 66135 2414-6460000 ORNAMENTAL METAL RAILING LF 60836 2416-0100024 APRON, CONC, 24" EACH 137 2431-0000100 SEGMENTAL BLOCK RETAINING WALL SF 84038 2435-0130148 MANHOLE, SANITARY SEWER, SW-301, 48 IN. EACH 539 2435-0130184 MANHOLE, SANITARY SEWER, SW-301, 84 IN. EACH 240 2435-0140148 MANHOLE, STORM SEWER, SW-401, 48 IN. EACH 841 2435-0250700 INTAKE, SW-507 EACH 642 2435-0250900 INTAKE, SW-509 EACH 443 2435-0251100 INTAKE, SW-511 EACH 144 2435-0251224 INTAKE, SW-512, 24 IN. EACH 345 2435-0600020 MANHOLE ADJUSTMENT, MAJOR EACH 246 2435-0700010 CONNECTION TO EXISTING MANHOLE EACH 147 2501-0201489 PILES, STEEL, HP 14 X 89 LF 44048 2501-5775000 PILES, STEEL SHEET SF 195349 2502-8212034 SUBDRAIN, LONGITUDINAL, (SHOULDER) 4 IN. DIA. LF 1682.750 2502-8221303 SUBDRAIN OUTLET, DR-303 EACH 1451 2503-0114215 STORM SEWER GRAV. MAIN, TRENCHED, REINF. CONC. PIPE (RCP), 2000D (CL. III), 15 IN. LF 80852 2503-0114236 STORM SEWER GRAV. MAIN, TRENCHED, REINF. CONC. PIPE (RCP), 2000D (CL. III), 36 IN. LF 11553 2503-0200036 REMOVE STORM SEWER PIPE LESS THAN OR EQUAL TO 36 IN. LF 5854 2503-0200136 REMOVE STORM SEWER PIPE GREATER THAN 36 IN. LF 11255 2504-0110012 SANITARY SEWER GRAVITY MAIN, TRENCHED, 12 IN. LF 26556 2504-0110048 SANITARY SEWER GRAVITY MAIN, TRENCHED, 48 IN. LF 13257 2504-0240036 REMOVE SANITARY SEWER PIPE LESS THAN OR EQUAL TO 36 IN. LF 23058 2507-3250005 ENGINEERING FABRIC SY 113059 2507-6875002 REVETMENT, REMOVE AND REPLACE SY 65060 2510-6745850 REMOVAL OF PAVEMENT SY 623961 2510-6750600 REMOVAL OF INTAKES AND UTILITY ACCESSES EACH 1462 2511-0300000 REMOVAL OF RECREATIONAL TRAIL SY 770.363 2511-0302600 RECREATIONAL TRAIL, PORTLAND CEMENT CONCRETE, 6 IN. SY 929.164 2511-0310100 SPECIAL COMPACTION OF SUBGRADE FOR RECREATIONAL TRAIL STA 10.865 2511-6745900 REMOVAL OF SIDEWALK SY 1336.266 2511-7526004 SIDEWALK, P.C. CONCRETE, 4 IN. SY 599.167 2511-7526006 SIDEWALK, P.C. CONCRETE, 6 IN. SY 550.768 2511-7526106 SIDEWALK, REINFORCED P.C. CONCRETE, 6 IN. SY 183.669 2511-7528101 DETECTABLE WARNINGS SF 16370 2515-2475006 DRIVEWAY, P.C. CONCRETE, 6 IN. SY 101071 2515-6745600 REMOVAL OF PAVED DRIVEWAY SY 2117.9

Item No. Item Code Item UnitQuantities

Estimated As Built

100-1C04-17-12

ESTIMATED PROJECT QUANTITIES(UP TO A 5 DIVISION PROJECT)

ParticipatingNon-Participating, Sanitary SewerNon-Participating, Water WorksNon-Participating, Lighting & Signals

Changed by Addenda

9039

Highlight

9039

Highlight

23

26

ST

W

ST

2N

D

ST

ST

ST

ST

ST

ST

ST

ST5TH

JOHNSO

N

GRA

NT

LEA

VIT

T

ST ST ST

W 8TH

W 7TH

W 6TH

W 5TH

WASHIN

GTO

N

ST

ST

W

WELLIN

GTO

N

ST

RAN

DALL

ST

NO

RIMER

ST

AVE

AVE ST

VIRDEN

ST

AVE

W 4TH ST

ST

ST

ST

ST

STST

ST

SO

UTH

ST

HEN

RY

AVEC

OM

MERCIA

L

W

W

W

12TH

11TH

ST

ST

ST10TH

E

E

E

E

E

E

E

ST

ST

ST

ST

ST

11TH

9TH

8TH

6TH

ST

ST

FOW

LER

ELM

ST

MO

BILE

E

E

E

E

2ND

1ST ST

MULLAN

AVEUTICA

ST

WARG

YLEST

STLIN

CO

LNST

ST

ST

ST

BRO

ADW

AY

ST

ST

ST

STE 4TH

E PARK AVE

ST

ST

ST ST ST

ST

VINE

ST

STST

BARC

LAY

ST

IRVI

NG

ST

ST

ST

PINE

ST

ALM

ON

D

ST

E

WALN

UT

ST

ST

IOW

A

ST

4TH

ST

WILBY

STST

MERRIM

AN

ST

ST

ST

MO

BILE

ASH

ST

ST

ST

VAN

AVE

ALBA

NY

STWILLO

W

ST

CHARLES

ST

AVE

CT

S

CO

URTLA

ND

BLACK HAWK

BA

YA

RD

VER

MO

NT

BALTIM

ORE

ALLE

N

ST S

T ST

ST ST

AVE

D

LINC

OLN

WELLIN

GTO

NST

BLU

FF

ST

BLU

FF

ST

RIV

ER RD

MA

RTIN

LUTH

ER

KIN

G JR D

R

W 9TH

CT

ST

FREE

DO

M LN

MARTIN LUTHERKING

AVE

AVE

4THST

JR DR

W 2ND

W 1ST

W 3RD ST

ST

ST

W 1ST

W 2ND

JEFFERSO

NW

W

ST

6TH

W MULLAN AVE

FREM

ONT

ST

WESTFIELD

W 1ST ST

ST

ST

VINTO

NST

WASH

ON

INDEPEN

DEN

CE

AVE

LANE

PARK

LAFA

YETTE

BELM

ONT

FEREDAY

SUNNYSID

E

MULLAN AVE

LELA

ND

AVE

RA

ND

OLP

H

SO

UTH

CEN

TEREDW

ARD

S

BRATN

OBERR

LINCOLN

UTICA

ST

CRESC

ENT

CHESTN

UT

LOG

ANALBANSST.

HARRISO

N

OAK

ARG

YLE

ST

SAXO

NST

CLA

Y

E

SHILLIA

M

BATE

S

BEEC

H

LINDEN

CO

TTAGE

DO

UGLA

S

ASH

STBU

REN

LEWIS

ST

AVE

MU

LBERRY ST

3RD

5TH

7TH

LAFA

YETTE

SYC

AM

ORE

WATER

FRA

NKLIN

MU

LBERRY

10TH

MAPLE

ST

GLEN

WO

OD

MO

BILE

CHER

RY

ST

BEEC

H ST

RHEY S

T

STVIN

E

HIG

H

ST

SMITH

ST

RAILROAD AVE

ING

T

W 3RD ST CED

AR

CO

MM

ERCIA

L

CHIC

AGO

PEORIAST

MAR

SH ST

SUM

MIT

AVE

AVE

W PARK

AVE

OAKL

AWN

ST

ST

ALLE

N

AVE

AVE

PLEASA

NT

6TH

7TH

8TH

J R D

R

W 9TH ST

ST

BLU

FF

AVE

CT

LIN

WO

OD

RANDOLP

H

JOH

NSO

N

UNIVERSITY

THOMPSON

OAK

BRO

AD

WA

Y

PL

AVE

AVE

LIME

ELM

ST

FLO

RENCE

ELMW

OO

D ST

WELLIN

GTO

N

GRA

NT

LOC

UST

WESTERN

DEN

VER

HA

MM

ON

D

W COM

MERC

IAL ST

JEFFE

RSON

W ST

W

WASHIN

GTO

N

ST

Cedar Riv

er

HAN

OVER

Stanley Consultants Inc. BRM-CHBP-8155(770)--NB-07CITY OF WATERLOO

39942:33:31 PM pw:\\SCI-PWINTEG-2.stanleygroup.com:Datasource-1\Documents\City_of_Waterloo_Iowa\29363 - 11th and Park Ave Bridge Replacements\11-CADD\05-SS10_Roadway\SHT\770_11TH\SHT_29363_770_J03.dgn

DESIGN TEAM PROJECT NUMBER SHEET NUMBER COUNTY

10/4/2021

ENGLISHFILE NO. J.6

PROJECT AREA

670'

Cedar Riv

er

2

1

HOUSEBOAT WATERLOO

DAM SIX ST.

DAM AVE.PARK

DAM

Hazard Signs Near Waterloo Boat House Launch

Sign Type and Location Example Sign Size

1

2

(ON-WATER) SIGNLAST LANDING ABOVE

HeightText

(ON-LAND) SIGNLAST LANDING ABOVE

of boat launch Place on bank upstream

Place at top of boat launch

98"x114" 14"

18"x24" 2"

Water Trail Ends Here

Last Landing

0.9 Miles

Dam Ahead

the temporary construction platform is removed. 5. All construction debris to be removed from the river channel when

interactive river mapping system and removed. placed and removed so that hazard symbol can be added to the DNR's [email protected] when temporary channel obstruction is 4. Contractor shall notify John Wenck via email at

3. Contractors shall verify the sizes of signs with Iowa DNR prior to ordering.

https://www.iowadnr.gov/things-to-do/canoeing-kayaking/water-trail-development"Developing Water Trails in Iowa" found at this link: to help the public avoid injury - see Chapter Six on signage in 2. Contractor shall use Iowa DNR's warning signage recommendations

letter heights for sign No. 1.

vision chart was used to develop appropriate3020boat traffic, so the

1. The Waterloo Boat House is in an urban setting with high-speed Notes:

18"x24" 3"

64"x44" 13"

Bridge Construction

2,000 Feet Ahead

No Thru Traffic

Landing

Last Boat

Dam Ahead

0.9 Miles

3APPROACHING RIVERPORTAGE RAMPFACING UPSTREAM ON

4

5 UP STREAM45 DEGREE ANGLE FACINGEITHER BANK OF RIVER ATSTREET BRIDGE, ONE ONUPSTREAM FROM 11TH

3

4 5

63

63

11th St.O

FEET

400

LEGEND

9209

Text Box

Changed by Addenda

RC.29/20/2021 10:17:25 AM 9209 c:\projects\datasource-1\common\d0985453\SHT_29363_770_RC01.xlsm

CITY OF WATERLOO PROJECT NUMBER BRM-CHBP-8155(770)--NB-07 SHEET NUMBERFILE NO. ENGLISH DESIGN TEAM Stanley Consultants Inc.

Installation Maintenance RemovalEACH EACH EACH

105+54.40 RT 1 1 1 SW-401105+99.04 LT 1 1 1 SW-511106+80.69 RT 1 1 1 SW-401106+89.52 LT 1 1 1 SW-401108+85.48 RT 1 1 1 SW-401108+86.08 RT 1 1 1 SW-401109+17.96 RT 1 1 1 SW-512116+87.28 LT 1 1 1 SW-401118+67.30 LT 1 1 1 SW-4012109+94.88 RT 1 1 1 SW-401

Totals: 10 10 10

100-1104-18-17

EROSION CONTROL FOR

INTAKE OR MANHOLE WELLPossible Detail: 570-5

Location

StationSide

Cover AssemblyRemarks

LF104+20.00 105+62.00 LT 142.0115+38.00 117+00.00 RT 162.0

Totals: 304.0

100-1704-20-10

TABULATION OF SILT FENCESRefer to EC-201

LocationLength

RemarksBegin Station End Station Side

LF EACH EACH105+50.08 LT 8.0 1 1 11th St, SW-509105+50.08 RT 8.0 1 1 11th St, SW-509108+30.00 LT 4.0 1 1 11th St, SW-507108+30.00 RT 4.0 1 1 11th St, SW-507116+07.28 LT 4.0 1 1 11th St, SW-507116+07.28 RT 4.0 1 1 11th St, SW-507118+42.83 LT 8.0 1 1 11th St, SW-509118+42.83 RT 8.0 1 1 11th St, SW-5092109+78.81 LT 4.0 1 1 Blackhawk St, SW-5072109+97.33 RT 4.0 1 1 Blackhawk St, SW-507

Totals: 56.0 10 10

100-3610-16-18

OPEN-THROAT CURB INTAKE

SEDIMENT FILTERPossible Standard: EC-602

Location

StationSide

Installation Maintenance RemovalRemarks

110-12L10-20-20

IV. MAINTENANCE PROCEDURES The Contractor is required to maintain all temporary erosion and sediment control measures in proper working order, including cleaning, repairing, or replacing them throughout the contract period. This shall begin when the features have lost 50% of their capacity.

V. INSPECTION REQUIREMENTSA. Inspections shall be made jointly by the Contractor and the Contracting Authority's inspector at least once every seven calendar

days. Storm water site inspections will include:1. Date of the inspection.2. Summary of the scope of the inspection.3. Name and qualifications of the personnel making the inspection.5. Review of erosion and sediment control measures within disturbed areas for the effectiveness in preventing impacts to receiving

waters.6. Major observations related to the implementation of the PPP.7. Identification of corrective actions required to maintain or modify erosion and sediment control measures.

B. Include storm water site inspection reports in the amended PPP. Incorporate any additional erosion and sediment controlmeasures determined as a result of the inspection. Immediately begin corrective actions on all deficiencies found within 3calendar days of the inspection and complete within 7 calendar days following the inspection. If it is determined that making thecorrections less than 72 hours after the inspection is impracticable, it should be documented why it is impracticable and indicatean estimated date by which the corrections will be made.

VI. NON-STORM WATER DISCHARGES This includes subsurface drains (i.e. longitudinal and standard subdrains) and slope drains. The velocity of the discharge from these features may be controlled by the use of headwalls or blocks, Class A stone, erosion stone or other appropriate materials. This also includes uncontaminated groundwater from dewatering operations, which will be controlled as discussed in Section III of the PPP.

VII. POTENTIAL SOURCES OF OFF RIGHT-OF-WAY (ROW) POLLUTIONSilts, sediment, and other forms of pollution may be transported onto highway right-of-way (ROW) as a result of a storm event.Potential sources of pollution located outside highway ROW are beyond the control of this PPP. Pollution within highway ROW will beconveyed and controlled per this PPP.

VIII. DEFINITIONSA. Base PPP - Initial Pollution Prevention Plan.B. Amended PPP - Base PPP amended during construcion. May include Plan Revisions or Contract Modifications for new items, storm water

site inspection reports, fieldbook entries made by the inspector, amended PPP site map by the Contractor, ECIP, NOI, co-permitteecertifications, and Subcontractor Request Forms. Items amending the PPP are stored electronically and are readily available uponrequest.

C. Fieldbook Entries – This contains the inspector’s daily diary and bid item postings.D. Controls - Methods, practices, or measures to minimize or prevent erosion, control sedimentation, control storm water, or minimize

contaminants from other types of waste or materials. Also called Best Management Practices (BMPs).E. Signature Authority - Representative authorized to sign various storm water documents.

---------------------------------------------------------------------------------------------------------------------------------CERTIFICATION STATEMENT I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordancewith a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiryof the person or persons who manage the system, or those persons directly responsible for gathering the information, the informationsubmitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties forsubmitting false information, including the possibility of fine and imprisonment for knowing violations.

________________________________________Signature

________________________________________Printed or Typed Name

________________________________________Signature

________________________________________Printed or Typed Name

POLLUTION PREVENTION PLAN

Jeffrey A. Hillegonds

Jamie Knutson

9209

Text Box

Changed by Addenda

24'-10„

7'-11… 7'-11… 7'-11…

20'-4•

DESIGN TEAM PROJECT NUMBER SHEET NUMBER

IOWA DEPARTMENT OF TRANSPORTATION - HIGHWAY DIVISION

Stanley Consultants Inc.

578'-0 X 30'-0 PRETENSIONED PRESTRESSED

DESIGN FOR 0° SKEW

116'-0 & 121'-0 END SPANS 122'-0 & 97'-0 INTERIOR SPANS

CITY OF WATERLOOIOWA DEPARTMENT OF TRANSPORTATION - HIGHWAY DIVISION

V.01

CONC. BEAM BRIDGE W/ 11'-0 SIDEWALK

BRM-CHBP-8155(770)--NB-07

STA. 115+16.00 11TH ST.

CITY OF WATERLOO

AUGUST 2021

SIG

N

SIG

N

SIG

N

SIG

N

SIG

N

SIG

N

WV

GV

GV

GV

RR

B

RAIL

RO

AD

SWIT

CH

SIG

N

SIG

N

BB

108

109

110

111

112

113

114

115

116

117

DateSignature



LICENSED

PROFESSIONAL EN

GIN

EER

IOWA

HYDRAULIC DESIGN

by me or under my direct personal supervision and that I


of the State of Iowa.

am a duly licensed Professional Engineer under the laws

Mark Werner

Mark D.

Werner

15418


DateSignature



LICENSED

PROFESSIONAL EN

GIN

EER

IOWA

STRUCTURAL DESIGN

by me or under my direct personal supervision and that I


of the State of Iowa.

am a duly licensed Professional Engineer under the laws

Anthony J. Bower

Anthony J.

Bower

19231


Refer to Sheet No. E.3 - E.5

For Trail Details

Refer to Sheet No. E.3 - E.5

For Trail Details

121'-0122'-097'-0122'-0116'-0

578'-0 | - | ABUTMENT BEARINGS

581'-0 FACE TO FACE OF PAVING NOTCHES

1'-6 1'-6

45'-

3

27' 25'

MI

N.

11'-

7

10'

30'-

0

TRAIL

10'-0

37' 14' 26'

TRAIL

10'-0

CN R.O.W.

LIMITS

OF

MI

N.

11'-

6

3'-6 (TYP.)

V.01

CE

DA

R

RI

VE

R

SOUTH ABUT. BRG.

| EXIST

PIER 1

| EXIST

PIER 2

| EXIST

PIER 3

| EXIST

PIER 4

| EXIST

NORTH ABUT. BRG.

| EXIST

STA. 115+16.00

| NORTH ABUT. BRG.

STA. 113+95.00

| PIER 4

LOCATION

840

860

820

800

HYDRAULIC DATA

SITUATION PLAN

EXIST GROUND

PROPOSED GRADE

ELEV. 854.16

| SOUTH ABUT. BRG.

ELEV. 854.02

| NORTH ABUT. BRG.

ELEV. 857.87

| PIER 1

ELEV. 859.81

| PIER 2

ELEV. 859.83

| PIER 3

ELEV. 857.93

| PIER 4

TY

PIC

AL

AP

PR

OA

CH S

EC

TI

ON

2%

2%3

0'

VA

R.

RD

WY.

VA

R.

RD

WY.

OU

T

TO

OU

T

LONGITUDE -92.33111279°

LATITUDE 42.49127663°

FHWA NO. 11830

BLACK HAWK COUNTY

SECTION 25

T-89N R-13W

STA. 109+38.00

| SOUTH ABUT. BRG.

STA. 110+54.00

| PIER 1

STA. 111+76.00

| PIER 2

STA. 112+73.00

| PIER 3

PR

OFIL

E

GR.

|

11th

ST.

RD

WY.

BU

FF

ER

ELEV. 845.0TOP OF BERM

FLOOD WALL (U.A.C.)EXISTING


| 11th STREET

(TO BE REMOVED)

BRIDGE, DESIGN NO. 239

STEEL DECK PLATE GIRDER

EXISTING 615'-0 X 64'-6


R.O.W.

APPROXIMATE

(U.A.C.)FLOOD WALLEXISTING

PROPOSED OVERLOOK (TYP.)

LONGITUDINAL SECTION ALONG | 11th STREET

840

860

820

800

WALL BEYOND (U.A.C.)EXISTING FLOOD

ABUTMENT STUB WALLFILL BEHIND EXTENDED

-3.657%+3.534%

GRADE 11th STREET

PROPOSED PROFILEVC = 250'

VPI ELEV = 845.65

VPI STA = 117+89.60VC = 500'

VPI ELEV = 864.48

VPI STA = 112+30.00

VC = 210'

VPI ELEV = 841.69

VPI STA = 105+85.00

CLEARANCE

MINIMUM VERTICAL

CLEARANCE

MINIMUM VERTICAL

V.P.D.

V.P.D.

V.P.H.

2045 AADT

2020 AADT

2045 DHV 1,010

10,100

9,150

TRAFFIC ESTIMATE

WALL EXTENSION. WALL AND PROPOSED STUB BETWEEN EXISTING FLOOD PROVIDE EXPANSION JOINT

ELEV. 846.9

EXIST CNRR

EXIST GROUND

PROPOSED GRADE

SPREAD FOOTING

SEE SHEET V.111EXIST. TEMP. CLOSURETO REMAIN ATLINE OF PROTECTION

(TYP.)ABUTMENT STUB WALLFILL BEHIND EXTENDED

SITUATION PLAN

AVG. LOW WATER STAGE = 824.0

STREAM SLOPE = 3.1 FT./MI.

DRAINAGE AREA = 5146 SQ. MI.

STAGE = 847.8

CALCULATED DESIGN SCOUR = 810.7

= 107,000 CFSQ 2

DATE = 06/11/2008

EXTREME HW STAGE = 851.2

NOT FOR CONSTRUCTION

IN-PROGRESS PLANS

SEE SHEET V.201RETAINING WALLPROPOSED

SEE SHEET V.202

PROPOSED RETAINING WALL

SEE SHEET V.203

PROPOSED RETAINING WALL

GENERAL NOTES:

615' X 70'-2 STEEL DECK PLATE GIRDER, DESIGN NO. 239.

THIS DESIGN IS FOR THE REPLACMENET OF THE EXISTING 1.

(U.A.C.)

EXIST. TRAIL LINE OF PROTECTION

PROVIDED MIN. VERT. CLEARANCE = 11'-7

REQUIRED MIN. VERT. CLEARANCE = 8'-0

UNDERPASS ELEVATION = 837.5

UNDERPASS STATION = N/A

DEPTH OF SUPERSTRUCTURE = 5'-4

OVERHEAD ELEVATION = 854.5

OVERHEAD STATION = 109+61.6, OFFSET 25.5' RT.

MIN. VERT. CL.

MIN. VERT. CL.

TO BE ABANDONED BY CNEXISTING TRACK CROSSING

TRAIL

PROPOSED

ELEV. 841.0TOP OF BERM

FFFFE EE E E

E

ELEV. 846.7

Q«

PROVIDED MIN. VERT. CLEARANCE = 11'-6

REQUIRED MIN. VERT. CLEARANCE = 8'-0

UNDERPASS ELEVATION = 837.90

UNDERPASS STATION = 6114+95.0

DEPTH OF SUPERSTRUCTURE = 5'-4

OVERHEAD ELEVATION = 854.72

OVERHEAD STATION = 114+82.0, OFFSET 27.0' RT.

TR

AIL

REGULATORY LOW BEAM

REGULATORY LOW BEAM ELEV. = 852.7

PROPERTY LINES

APPROXIMATE

APPROXIMATE EDGE OF WATER

APPROXIMATE EDGE OF WATER

REMOVED (TYP.)

TO BE

SUBSTRUCTURE

EXISTING

V.22 FOR DETAILS.

WALL EXTENSION. SEE SHT.

WALL AND PROPOSED STUB

BETWEEN EXISTING FLOOD

PROVIDE EXPANSION JOINT

LOW BEAM

OPERATIONAL

TO ROCKSTEEL H-PILE

TRAIL / RETAINING WALL

STANDARD COMBINED

LINE OF PROTECTION

ELEV. 845.0

Qª

AVG. BRIDGE VELOCITY = 8.4 FPS

BACKWATER = 0.1 FT.

OPERATIONAL LOW BEAM = 847.8

STAGE = 846.7

Q«`= 94,000 CFS

CALCULATED CHECK SCOUR = 807.1

AVG. BRIDGE VELOCITY = 9.8 FPS

STAGE = 849.4

Q¬`= 123,000 CFS

V.01, V.12, V.13

2/25/2021

| BLACKHAWK

PROVIDE VENT HOLES IN BEAMS.

BEAM TYPE - BTD

WITH CANTILEVER PIER CAP.

PIER TYPE - AESTHETIC DIAPHRAGM PIER

NON-STANDARD ABUTMENT WING WALLS.

4.

3.

2.

1.

SHEET V.02SEE SITE PLANWALL REMOVALPARTIAL

SHEETS U.10-U.16, V.01-V.59, V.110-V.112

V.201-V.208

DESIGN NOTES:

GENERAL NOTES:

615' X 70'-2 STEEL DECK PLATE GIRDER, DESIGN NO. 239.

THIS DESIGN IS FOR THE REPLACEMENT OF THE EXISTING.

ABOVE/BELOW PROJECT DATUM.

JULY 18, 2011. F.I.S. DATUM 0.0 FT.

FROM BLACK HAWK COUNTY F.I.S., DATED

100 & 500 YR. STAGES AND DISCHARGES

ROCK SOCKETS (TYP.)

42" DIAM.

7/2/2021

9209

Text Box

Changed by Addenda

SUMMARY QUANTITIES SHEET

LOCATION

PIER #1

PIER #2

LOCATION

TOTAL (CU. YDS.)

TOTAL (LBS.)

LOCATION LOCATION

PIER #1

PIER #2

TOTAL (LBS.)TOTAL (CU. YDS.)

CONCRETE

STRUCTURAL

CONCRETE

HPC STRUCTURAL

REINFORCING STEEL

NON-COATED

REINFORCING STEEL

EPOXY COATED

REINFORCING STEEL

STAINLESS STEEL

PIER #1

PIER #2

EXCAVATION

CLASS 20

BRIDGE DECK DRAINS

SUMMARY OF CONCRETE QUANTITIES SUMMARY OF REINFORCING STEEL SUMMARY OF EXCAVATION

SUMMARY OF STRUCTURAL STEEL

BRIDGE DECK **

LOCATION

PIER #1

PIER #2

BEARING TYPE NUMBER ASSOCIATED BID ITEM

SUMMARY OF BEARINGS

**`INCLUDES ABUTMENT & PIER DIAPHRAGMS FOR PCC

LOCATION

PIER #1

PIER #2

NUMBERTYPE

SUBSTRUCTURE

(LIN. FT.)

LENGTH

(LIN. FT.)

TOTAL

SUMMARY OF FOUNDATIONS

FOUNDATION TYPE

DIAPHRAGMS

PIER #3

PIER #3

PIER #3

PIER #3

PIER #3

TOTAL (LBS.)

EXCAVATION

CLASS 21

EXCAVATION

CLASS 22

ABUTMENT BEARING STEEL ASSEMBLIES

PIER BEARING STEEL ASSEMBLIES

14 x 6† x 2'-4 LAMINATED NEOPRENE PAD / CURVED SOLE PL ASSEMBLY ~ INCIDENTAL ITEM

14 x 6† x 2'-4 LAMINATED NEOPRENE PAD / CURVED SOLE PL ASSEMBLY ~ INCIDENTAL ITEM

14 x 5ƒ x 2'-4 LAMINATED NEOPRENE PAD / CURVED SOLE PL ASSEMBLY ~ INCIDENTAL ITEM INCIDENTAL TO PPC BEAMS.

~ CURVED SOLE PLATES ARE

PLAIN NEOPRENE 1" INCIDENTAL ITEM

V.04

SOUTH ABUT. FTG. + WING EXT. + MASKWALL

NORTH ABUT. FTG. + WING EXT. + MASKWALL + WINGS

PIER #4

SOUTH ABUT. FTG. + WING EXT. + MASKWALL

NORTH ABUT. FTG. + WING EXT. + MASKWALL

PIER #4

SOUTH ABUTMENT

NORTH ABUTMENT

PIER #4

SOUTH ABUTMENT

NORTH ABUTMENT

SEMI-INTEGRAL ABUTMENT

SEMI-INTEGRAL ABUTMENT

WALL PIER

WALL PIER

WALL PIER

WALL PIERPIER #4

SPREAD FOOTING

14 x 5ƒ x 2'-4 LAMINATED NEOPRENE PAD / CURVED SOLE PL ASSEMBLY ~ INCIDENTAL ITEMPIER #4

PLAIN NEOPRENE 1" INCIDENTAL ITEM

SOUTH ABUTMENT

NORTH ABUTMENT

5

5

10

10

10

10

865.2

60.2

430.9

17 @ 0.5

873.7

BARRIER RAIL - WEST RAIL

BARRIER RAIL - EAST RAIL

50

512

112

201

138

116

70

70

70

70

62

3421079

11 40 440

28752.0

10 @ 123

10 @ 345.52

20 @ 345.52

3,455.2

6,910.4

BRIDGE DECK+ OVERLOOKS + ABUT. & PIER DIAPHRAGMS

41,840

41,840

46,690

46,690

177,060

183.7

183.7

207.9

207.9

1278.5

208,051

BOLLARDS 8.5

42" DIAM. ROCK SOCKET




5 30.06.0

5 6.7 33.5

5 21.7

5 6.0 30.0

108.5

HP14x89

1230.0

40,347.6

50

67,186

7,226

2,066

10,677

12,494

3,581

3,787

7,693 308,204

LIGHT BOLLARDS 4 @ 234 5 @ 226

SEPARATION RAIL CONDUIT SUPPORT BAR 178

APPROACH SIDEWALK - SOUTH END 4.2

APPROACH SIDEWALK - SOUTH END 33 336





DESIGN FOR 0° SKEW




BRM-CHBP-8155(770)--NB-07

STA. 115+16.00 11TH ST.

CITY OF WATERLOO

AUGUST 2021

9209

Text Box

Changed by Addenda





DESIGN FOR 0° SKEW




BRM-CHBP-8155(770)--NB-07

STA. 115+16.00 11TH ST.

CITY OF WATERLOO

AUGUST 2021

V.13

CAUSEWAY NOTES

FLOOD CONTINGENCY PLAN:

18.

17.

16.

15.

14.

13.

12.

11.

10.

9.

8.

7.

6.

5.

4.

3.

2.

1.

WALLS.

BEFORE ANY MATERIALS SHALL BE PLACED BETWEEN THE EXISTING FLOOD PROTECTION

FLOOD CONTINGENCY PLAN TO THE CITY AND USACE FOR REVIEW MINIMUM 30 DAYS

CONTRACTOR SHALL PROVIDE AN UPDATED FINAL TEMPORARY RIVER ACCESS DESIGN AND

CLAY MATERIAL SHALL BE INCIDENTAL TO MOBILIZATION.

MONITORING OF RIVER GAUGES, COORDINATION WITH THE CITY, AND STOCKPILING OF

BRIDGE CONSTRUCTION AND FLOODWALL RECONSTRUCTION.

THE ORIGINAL PROTECTION ELEVATION WILL BE RESTORED AT THE COMPLETION OF

THE DRAWINGS IS ALLOWED.

DEMOLITION OF THE FLOOD PROTECTION WALLS OR LEVEES BEYOND WHAT IS SHOWN ON

DURING GRADING AND CONSTRUCTION OF THE PROPOSED BRIDGE, NO REMOVAL OR

ELEVATION.

PROVIDING APPROXIMATELY 6.3 OF FREEBOARD ABOVE THE Q100 WATER SURFACE

THE DESIGN ELEVATION OF THE FLOOD WALL EXISTS AT APPROXIMATELY 853.0

LOCATION THAT INCLUDES A PORTION OF WORK ON THE EXISTING FLOOD WALL.

THE Q100 WATER SURFACE ELEVATION IS APPROXIMATELY 846.7 AT THE PROJECT

WATERLOO GAGE) AND CONTINUE TO RECEDE WITH NO EXPECTED RISE.

UNTIL WATER SURFACE ELEVATIONS FALL BELOW MODERATE FLOOD STAGE (19 FEET AT

EXISTING FLOODWALL IS ACHIEVED. THESE MITIGATION EFFORTS WILL BE EMPLOYED

WATER LEVELS REACH 20 FEET AT THE WATERLOO GAGE UNTIL THE PROTECTION OF THE

CLAY CLOSURE CONSTRUCTION WILL BEGIN WHEN THE RIVER LEVELS, OR FORECASTED

REMOVED COMPLETELY AND ANY TEMPORARY CULVERTS SHALL BE REMOVED.

CITY OR EARLIER AT THE CONTRACTOR'S OWN DIRECTION. THE CAUSEWAY SHALL BE

TEMPORARY RIVER CROSSINGS/BRIDGES WITHIN 72 HOURS OF NOTIFICATION BY THE

THIS TIME, THE CONTRACTOR WILL ALSO BEGIN TO COORDINATE THE REMOVAL OF ANY

CLOSURES AT THE OPENING ON THE BRIDGE IN ANY AREAS THAT WILL BE AFFECTED. AT

SUPPLY ROUTES AND EQUIPMENT FOR THE POSSIBILITY OF CONSTRUCTING CLAY

STAGE OF 19 FEET AT THE WATERLOO GAGE, THE CONTRACTOR SHALL COORDINATE

WHEN RIVER LEVELS, OR FORECASTED WATER LEVELS, REACH THE MODERATE FLOOD

OTHER TIMES OF THE YEAR.

AT WATERLOO ARE ISSUED ROUTINELY DURING THE WARM SEASON, AND AS NEEDED AT

RIVER FORECAST CENTER AT WWW.WEATHER.GOV/NCRFC. FORECAST FOR THE CEDAR RIVER

THE CONTRACTOR SHALL MONITOR THE NATIONAL WEATHER SERVICE NORTH CENTRAL

NAVD88 AND 0.06 FEET.

FEET. WATERLOO GAGE DATUM IS 824.14 FEET NGVD29. TO CONVERT FROM NGVD29 TO

STAGE IS 13 FEET, MODERATE FLOOD STAGE IS 19 FEET, AND MAJOR FLOOD STAGE IS 21

WWW.RIVERGAGES.COM. AND WWW.WATERDATA.USGS.GOV. ACTION STAGE IS 8.5 FEET. FLOOD

EAST SEVENTH STREET (USGS NO. 054640000) AND OTHER UPSTREAM GAGES THROUGH

THE CONTRACTOR SHALL MONITOR THE CEDAR RIVER GAGE AT WATERLOO LOCATED AT

PERSONNEL IN CHARGE OF FLOOD PROTECTION.

ANY CLOSURE FOR FLOOD PROTECTION WILL BE COORDINATED WITH THE CITY'S

PRE-CONSTRUCTION MEETING.

BY THE CONTRACTOR AND THIS LOCATION WILL BE REPORTED AT THE

CLOSURES AND THIS MATERIAL WILL BE DESIGNATED AT A STAGING AREA DETERMINED

CLAY MATERIAL SHALL BE STOCKPILED BY THE CONTRACTOR FOR COMPLETING THESE

IN THE EXISTING FLOODWALL TO PROVIDE PROTECTION FOR SURROUNDING STRUCTURES.

USE A CLAY CLOSURE AT THE ROADWAY OPENING ON THE BRIDGE AND FOR ANY OPENING

FOR MAINTAINING THE EXISTING LINE OF FLOOD PROTECTION, THE CONTRACTOR SHALL

IN ADVANCE OF, A PROJECTED FLOOD EVENT.

CONSTRUCTION CROSSING MATERIAL FROM THE FLOODPLAIN AT ANY POINT DURING, OR

THE CONTRACTOR, UNDER ITS OWN DIRECTION, MAY REMOVE THE TEMPORARY

ITEM "EMERGENCY REMOVAL/REPLACEMENT OF CONSTRUCTION ACCESS".

OF THE CROSSING WHEN DIRECTED BY THE CITY WILL BE PAID FOR UNDER THE BID

BACKWATER FOR THE Q100 WITHIN 72 HOURS OF NOTIFICATION BY THE CITY. REMOVAL

TEMPORARY CROSSINGS WILL BE REMOVED, IF NECESSARY, TO RESULT IN A 0.00' RISE IN

BACKWATER TO LESS THAN 1.0' FOR THE 2% ANNUAL CHANCE FLOOD EVENT (Q50).

THE TEMPORARY CONSTRUCTION CROSSING SHOWN HAS BEEN DESIGNED TO LIMIT

RIVER ACCESS HAVE BEEN PROVIDED.

AS DESIGNATED IN THE CONTRACT DOCUMENTS, THE DETAILS OF OPTIONAL TEMPORARY

ASSUME RESPONSIBILITY FOR MAINTAINING THE EXISTING LEVEL OF FLOOD PROTECTION.

IN THE EVENT THAT THE CEDAR RIVER REACHES FLOOD STAGE, THE CONTRACTOR SHALL

9209

Text Box

Changed by Addenda

3

CL.

10d1 B

AR

4'-

1 P

ROJ

EC

TI

ON

8 8 1'-01'-0

3

CL.

4'-

0

| BEAM (TYP.)4'-9…4'-9…

1'-

01'-

0

(TYP.)

| BRG.

2'-

22'-

2

4'-

4

14'-06'-01'-1‡

2Š

0†

2Š

2Š

VARIES

4'-

0

4'-4

PR

OJ

EC

TI

ON

4'-

1

2'-33'-62'-3

TYP.

5

4'-

3

24'-

0

MI

N.

LA

P (1

0d2)

8'-

0

49 SPA @ 9 = 36'-9; 50-10d1 (EACH FACE)

4'-

3

24'-

0

2'-09'-6ƒ9'-6ƒ9'-6ƒ9'-6ƒ2'-0

41 SPA. @ 1'-0 = 41'-0; 84-6c1

(TY

P.)

2"

2" RECESS

14'-0

2" RECESS

14'-0

35s1 S

PIR

AL

10g3

BI

D

LE

NG

TH F

OR

RO

CK S

OC

KE

T

6'-

0

MI

N.

3'-

0

MI

N.

2" INTO SHAFT CAP

TOP OF SHAFT EMBEDDED

SHAFT CAP

DRILLED

| PIER

2

| PIER

3 CL.

8" PITCH

5s1 SPIRAL

3'-6

16 - 10g3

FROM ENGINEER (`TYP.`)

AFTER APPROVAL

GROUT FULL HEIGHT

TUBES (`4 TOTAL`)

SONIC LOGGING (`CSL`)

2" ID CROSSHOLE

14'-08'-02'-3

48'-6

19'-0 (STAGE 2 CAP) 23'-3 (STAGE 1 CAP)

21'-1•

42'-3

VARIES

24-5e1, 96-5e2, 336-5e4, 24-5e5

23 S

PA

CE

S

AT 1'-

0

= 23'-

0;





DESIGN FOR 0° SKEW




BRM-CHBP-8155(770)--NB-07

STA. 115+16.00 11TH ST.

CITY OF WATERLOO

AUGUST 2021

STEP ELEVATIONS

PIER 1

PIER 4

BEAM A BEAM B BEAM C BEAM D BEAM E

BEVELED KEY

3x10x28'-05m1

5n1

SYMMETRICAL ABOUT |

| PIER LOW STEP

| CAP

ELEV. B

ELEV.`819.47 (PIER 4)

ELEV.`819.41 (PIER 1)

ELEV.`C

BEVELED KEY

3x10x28'-0

8f18f1

9g1

9g1

5c1

A B

C

D

C

8f2

10g2

10d1

10d2

ELEV. 847.47 (PIER 4)

ELEV. 847.41 (PIER 1)

BOTTOM PIER CAP

V.14

PIER ELEVATION

SECTION A-A

BEAM SPACES

CAP PLAN

PIER 1 & 4 DETAILS

8'-

0

SEE SHEET 25NEOPRENE PAD,LAMINATED

(TYP. E.F.)

6a1 6a2

5n1

5m1

A A

6a2

SYMMETRICAL ABOUT |

END VIEW

ELEV.`D

E

10d1 (TYP.)

10d2 (TYP.)

10g2

851.90

851.96 852.15

852.09

852.10

852.04

851.72

851.66

851.91

851.85

5e15e25e4

10d1 (TYP.)5e5

JOINT IN CAP

CONSTRUCTION

OPTIONAL

JOINT IN CAP

CONSTRUCTION

OPTIONAL

6a1

(LOW STEP)ELEV.`E

ELEV. A

A B C & D BRG. LOCATIONS

REQUIRED AT BEAMS

5m1`&`5n1 BARS

5c1

3'-

6

DRILLED SHAFT (TYP.)42"½ CONCRETE


B B

4'-0 4'-0

DRILLED SHAFT DETAIL(DRILLED SHAFT CAP REINFORCING NOT SHOWN FOR CLARITY)

819.57 (PIER 1) / 819.63 (PIER 4)

TOP OF DRILLED SHAFT ELEV.

JOINTCONSTR.

JOINTCONSTR.

SECTION B-B

| DRILLED SHAFT

1

12

C

813.57 (PIER 1) / 813.63 (PIER 4)

EST. ROCK SOCKET TIP ELEV.

5c1 @ 1'-0 MAX. (TYP.)

| PIER| 11TH ST.

| 11TH ST.

EACH END10-10d1

PLAN, DATA TABLE, AND BAR LISTS.

SEE SHEET V.15 FOR DRILLED SHAFT CAP

DETAILS.

SEE SHEET V.18 FOR PIER AESTHETIC

NOTES:

8f2

10d3

9209

Text Box

Changed by Addenda

NON-EPOXY REINFORCEMENT - EACH PIER

3'-

2

4'-

11

3'-

2

6

6

6 (TYP.)

2'-5

1'-

6

3'-10

3'-

2

4'-

11

3'-

2

3'-3

6

6

6 (TYP.)

2'-5

1'-

6

3'-10

8'-

0

3

3

3 6

6 3

6

6

3'-

11

6'-0‡

48 SPA. @ 1'-0 MAX. = 48'-0; 49 - 8f1

6

2'-

8

3'-3

6

6

4'-0

16 - 10g

2

15 S

P.

@ 0'-

6=7'-

6

4 DRILLED SHAFT SPACES @ 10'-6 = 42'-0

48'-6

64 SPA. @ 0'-9 MAX. = 48'-0; 65 - 9g1

8 - 8f

2

7 S

P.

@ 1'-

0

= 7'-

0

3'-3

3'-3

2'-0

13'-

0

2'-0

13'-

0

2'-0

1'-1





DESIGN FOR 0° SKEW




BRM-CHBP-8155(770)--NB-07

STA. 115+16.00 11TH ST.

CITY OF WATERLOO

AUGUST 2021

REINFORCING STEEL - TOTAL (LBS.)

NOTE: ALL DIMENSIONS ARE OUT TO OUT. D= PIN DIAMETER.

BENT BAR DETAILS

D=2•

5e2

D=2•

5n1

D=2•

3'-6

6'-10


49

8

32

65


BENT BAR DETAILS

5c1

D=2•

D=2•

5n1

D=2•

D=2•

47'-10

47'-10

16

16

3'-6

6'-10

CONC. ESTIMATED QUANTITIES

LOCATION

CAP

FOOTING

TOTAL (CY)

V.15

PIER 1 & 4 QUANTITIES

PIER 4PIER 1

REINFORCING BAR LIST - PIER FOUR

6a2

SHAPEBAR LOCATION

CAP, HOOPS


10d1 PIER COLUMN, VERTICAL

10d2 PIER COLUMN, DOWEL

5e1

5e2

COLUMN, TIES END

COLUMN, TIES

8f1 FOOTING, TRANSVERSE, TOP

FOOTING, LONGITUDINAL, TOP

9g1 FOOTING, TRANSVERSE, BOTTOM

10g2 FOOTING, LONGITUDINAL, BOTTOM

5m1

5n1

CAP, STEPS, LONGITUDINAL

CAP, STEPS, TRANSVERSE

NO. LENGTH WEIGHT

6a2

SHAPEBAR LOCATION

5c1 CAP, HOOPS




5e1

5e2

COLUMN, TIES END

COLUMN, TIES

FOOTING, TRANSVERSE, TOP

8f2 FOOTING, LONGITUDINAL, TOP



5m1

5n1



NO. LENGTH WEIGHT

REINFORCING BAR LIST - PIER ONE

BOTTOM MATTOP MAT

10g2 8f2

8f1

9g1

6a1

CAP, SIDES, LONGITUDINAL - STAGE 16a3

5e4 COLUMN, TIES


CAP, TOP, LONGITUDINAL - STAGE 2

CAP TOP, LONGITUDINAL - STAGE 1 25'-012

12 18'-8

6 25'-0

6 18'-8

27'-11

15'-0

120

100

VARIES

13'-8

1'-0 TO 2'-9

VARIES

48

451

336

225

168

| 11th ST. | PIER

| PIER

57.5

WALL

84

5e1

5e4

D=2•D=2•

96

336

5e5 COLUMN, TIES 24

5e5

13'-10

12'-10

14'-4

1197

6455

14415

982

1021

1658

6587

58

114

1385

4497

359

642

41,840

3'-6

6'-10

49

8

32

65

47'-10

47'-10

16

16

3'-6

6'-10

6a2

SHAPEBAR LOCATION

CAP, HOOPS



5e1

5e2

COLUMN, TIES END

COLUMN, TIES





5m1

5n1



NO. LENGTH WEIGHT

6a2

SHAPEBAR LOCATION

5c1 CAP, HOOPS



5e1

5e2

COLUMN, TIES END

COLUMN, TIES





5m1

5n1



NO. LENGTH WEIGHT

6a1


5e4 COLUMN, TIES




12 18'-8

6 25'-0

6 18'-8

27'-11

15'-0

120

100

VARIES

13'-8

48

451

336

225

168

84

96

336

5e5 COLUMN, TIES 24

13'-10

12'-10

14'-4

1197

6455

14415

982

1021

1658

6587

58

114

1385

4497

359

642

41,840

30.1

183.7

57.5

30.1

183.7

96.1 96.1

SHAFT, TYP.42"½ DRILLED

DRILLED SHAFT DATA TABLE

LOCATION

SHAFT

DRILLED

PIER 1

PIER 4

828.0

824.8

DRILLED SHAFT NOTES:

-

-

-

-

-

-

-

-

-

-

-

-

-

7'-6 7'-6

7'-6 7'-6

7.

6.

5.

4.

3.

2.

1.

GRND ELEV.

EXIST.

APPROX.

825.0

818.0

PER SHAFT (`TONS`)

AT STRENGTH I

FACTORED RESISTANCE

ELEV.

ROCK

COMPETENT

PER SHAFT (TONS)

RESISTANCE

NOMINAL

550

550

1050

1050

8010g3 2926

3,168

5s1 5 95'-5 498DRILLED SHAFT, SPIRALS

DRILLED SHAFT, VERTICAL 8'-6

TOTAL (LBS.)

NON-EPOXY REINFORCEMENT - EACH PIERINCIDENTAL TO ROCK SOCKETS

BRUSHED PER STANDARD SPECIFICATIONS.

GROOVING OF THE SIDE WALLS OF ROCK SOCKETS IS NOT REQUIRED. SIDEWALLS OF ROCK SOCKETS SHALL BE

BACKFILL, DISPOSAL OF EXCAVATED MATERIALS, WATER, AND ALL OTHER MATERIALS.

PLACING OF GROUTCOMPLETE THE PROBE INCLUDING: DRILLING AND EXCAVATION PROBE, FURNISHING AND

PAYMENT IS FULL COMPENSATION FOR ALL EQUIPMENT, LABOR, AND MATERIALS NECESSARY TO SATISFACTORILY

BASED ON THE RESULTS OF THE PROBING.

RESULTING DATA SUBMITTED TO THE ENGINEER. THE ENGINEER WILL DETERMINE THE FINAL TIP ELEVATION

DRILLED SHAFT INSTALLATION SHALL NOT PROCEED UNTIL ALL THE PROBES HAVE BEEN DRILLED, AND THE

SHAFT CONCRETE IN LIEU OF GROUT. OTHERWISE, FILL PROBE HOLES WITH NEAT CEMENT GROUT.

IF THE PROBE HOLE HAS A DIAMETER OF 8" OR GREATER, THE PROBE HOLE CAN BE FILLED WITH DRILLED

POTENTIAL DEEPER PROBING OR DRILL HOLE DEPTH.

IF VOIDS, SOIL SEAMS, OR SOLUTION CHANNELS ARE DETECTED, THE ENGINEER SHALL BE CONTACTED FOR

TIP ELEVATION.

PROVIDE THE LOGS OF AIR-TRACK PROBING OR DRILL HOLE FOR ENGINEER TO DEVELOP FINAL DRILLED SHAFT

DESIGN CHAPTER 200 AND 200I-1 APPENDIX A, DATED JANUARY 15, 2014, REVISED MAY 19, 2015.

MUD ROTARY DRILL HOLES SHALL BE DRILLED IN ACCORDANCE WITH IOWA DOT DESIGN MANUAL GEOTECHNICAL

THE DRILLED HOLES, TO THE NEAREST 6", AS DETERMINED BY THE ENGINEER.

MEASURE THE PROBES OR DRILL HOLES FROM THE EXISTING GROUND SURFACE ELEVATION TO THE BOTTOM OF

CONTRACTOR SHALL ALLOW THE ENGINEER 15 WORKING DAYS TO EVALUATE AND ISSUE THE FINAL TIP ELEVATIONS.

BE SUBMITTED TO THE ENGINEER FOR EVALUATIONS AND ISSUANCE OF THE FINAL TIP ELEVATIONS. THE

PERFORMED AS EARLY AS POSSIBLE AND THE RECORD OF THE AIR-TRACK PROBES OR THE DRILL HOLES SHALLA

THE CONTRACTOR SHALL DEVELOP THE SCHEDULE SUCH THAT ALL THE PROBES OR DRILL HOLES CAN BE

OF 15 FEET BELOW THE SHAFT TIP ELEVATION AND INSTALLED IN ACCORDANCE WITH THE FOLLOWING REQUIREMENTS.

SHAFT LOCATION PRIOR TO THE DRILLED SHAFT INSTALLATION. THE PROBES SHALL BE EXTENDED TO THE DEPTH

AT LEAST ONE 2" MINIMUM DIAMETER AIR-TRACK PROBE OR MUD-ROTARY HOLE SHALL BE DRILLED AT EACH DRILLED

CONCRETE PLACEMENT BY PUMP IS NOT PERMITTED WITHOUT THE USE OF TREMIE PIPE.

SPACED THE MAXIMUM DISTANCE POSSIBLE FROM ADJACENT TUBES.

BETWEEN ADJACENT LONGITUDINAL REINFORCEMENT AND IN A SYMMETRICAL PATTERN SO THAT EACH TUBE IS

STANDARD SPECIFICATIONS AND TESTED. CSL TUBES SHALL BE PLACED SUCH THAT THEY ARE CENTERED

ALL DRILLED SHAFTS SHALL HAVE CSL TUBES AS SHOWN, INSTALLED IN ACCORDANCE WITH THE DRILLED SHAFTS

EXCLUDING THE THICKNESS OF VOIDS AND SOIL INFILL ZONES.

THE MINIMUM EMBEDMENT INTO COMPETENT ROCK AS PROVIDED IN THE DRILLED SHAFT DATA TABLE

THE TERMINATION ELEVATIONS OF THE DRILLED SHAFT WILL BE DETERMINED BY THE ENGINEER AND SHALL HAVE

THE REQUIREMENTS GIVEN IN THE DRILLED SHAFTS STANDARD SPECIFICATIONS.

USING AT LEAST SIX SEPARATE SOUNDINGS. THE MEASURED THICKNESS OF THE SEDIMENTS SHOULD MEET

IN THE CASE OF TOP-HOLE INSPECTION THE BOTTOM OF SHAFT SHALL BE INSPECTED BY WEIGHTED TAPE

A MINIMUM OF 50,000 POUNDS DOWN PRESSURE WHILE TURNING THE AUGER.

RATE WITH A ROCK AUGER IS LESS THAN 6 INCHES PER 30 MINUTES OF DRILLING USING A DRILL RIG APPLYING

"COMPETENT ROCK" IS DEFINED AS A CONTINUOUS INTACT NATURAL MATERIAL IN WHICH THE PENETRATION

FIELD VERIFIED DURING THE INSTALLATION OF THE DRILLED SHAFTS. THE VERIFICATION PROCESS WILL CONSIST OF:

ALL SHAFTS SHALL BEAR IN COMPETENT ROCK. THE IDENTIFICATION AND PRESENCE OF COMPETENT ROCK WILL BE

DRILLED LENGTH ABOVE THIS ELEVATION IS CONSIDERED ANCILLARY.

EXCAVATE TO THE BOTTOM OF THE SHAFT CAP ELEVATION PRIOR TO INSTALLATION OF THE DRILLED SHAFTS. ANY

INSPECTOR AND ENGINEER MUST MEET THE EXPERIENCE REQUIREMENTS OF NOTE 1.

ENGINEER MAY INSPECT THE SHAFT INSTALLATION IN LIEU OF THE AFOREMENTIONED ENGINEER. BOTH THE

A QUALIFIED GEOTECHNICAL INSPECTOR WORKING UNDER DIRECTION OF THE QUALIFIED PROFESSIONAL GEOTECHNICAL

WITH THE SPECIFICATIONS AND PLANS

THE GEOTECHNICAL ENGINEER SHALL ENSURE THAT THE DRILLED SHAFTS ARE CONSTRUCTED IN ACCORDANCE

SUCCESSFUL DRILLED SHAFT PROJECTS COMPLETED OF SIMILAR SIZE AND SCOPE.

THE GEOTECHNICAL ENGINEER SHALL HAVE A MINIMUM OF 5 YEARS EXPERIENCE WITH AT LEAST 3

HIRED BY THE CONTRACTOR.

ALL DRILLED SHAFT INSTALLATIONS SHALL BE INSPECTED BY A QUALIFIED PROFESSIONAL GEOTECHNICAL ENGINEER

FOR DRILLED SHAFTS EXCEPT AS MODIFIED/SUPPLEMENTED BELOW.

ALL DRILLED SHAFT CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE IOWA DOT STANDARD SPECIFICATIONS

SPIRALS ARE TO HAVE 1• EXTRA TURNS AT TOP AND BOTTOM OF THE SHAFTS.

SHAFT TABLE.

DRILLED SHAFTS ARE REQUIRED TO PROVIDE NOMINAL COMPRESSIVE RESISTANCE AS SHOWN IN THE DRILLED

FOR PIER 1 & 4 DETAILS, SEE DESIGN SHEET NO. V.14 AND FOR PIER 2 & 3, SEE V.16.

DRILLED SHAFT CAP PLAN

8f2

8f1

PIER COLUMN, DOWELPIER COLUMN, DOWEL 15'-0 129110d3 20 PIER COLUMN, DOWELPIER COLUMN, DOWEL 15'-010d3 20 1291

10d2 10d3

D=7•

D=7•

9209

Text Box

Changed by Addenda

| BEAM (TYP.)

1'-

01'-

0

(TYP.)

| BRG.

2'-

22'-

2

4'-

4

2'-09'-6ƒ9'-6ƒ9'-6ƒ9'-6ƒ2'-0

| PIER| 11TH ST.

10d1 B

AR

4'-

1 P

ROJ

EC

TI

ON

8 8 1'-01'-0

4'-

0

14'-06'-01'-1‡

2Š

0†

2Š

2Š

4'-

3

30'-

0

MI

N.

LA

P (1

0d2)

8'-

0

| 11TH ST.

| PIER

14'-014'-0VARIES

49 SPA @ 9 = 36'-9; 50-10d1 (EACH FACE)

3

CL.

3

CL.

4'-4

PR

OJ

EC

TI

ON

4'-

1

4'-33'-64'-3

TYP.

5

| PIER

| PIER

3 CL.

3'-6

16 - 10g3

FROM ENGINEER (`TYP.`)

AFTER APPROVAL

GROUT FULL HEIGHT

TUBES (`4 TOTAL`)

SONIC LOGGING (`CSL`)

2" ID CROSSHOLE

8" PITCH

5s1 SPIRAL

35s1 S

PIR

AL

10g3

3'-

0

MI

N.

SHAFT CAP

DRILLED

2

48'-6

42'-3

21'-1•

19'-0 (STAGE 2 CAP) 23'-3 (STAGE 1 CAP)

2'-05'-6ƒ2'-0

14'-08'-6

BI

D

LE

NG

TH F

OR

RO

CK S

OC

KE

T

60-5e1, 120-5e2, 420-5e4, 30-5e5

29

SP

AC

ES

AT 1'-

0

= 29'-

0;





DESIGN FOR 0° SKEW




BRM-CHBP-8155(770)--NB-07

STA. 115+16.00 11TH ST.

CITY OF WATERLOO

AUGUST 2021

V.16

PIER 2 & 3 DETAILS

| CAP

5c1

BEAM SPACES

CAP PLAN

(TYP. E.F.)

6a1 6a2

5n1

5m1

JOINT IN CAP

CONSTRUCTION

OPTIONAL

BEVELED KEY

3x10x28'-05m1

5n1

SYMMETRICAL ABOUT |

ELEV. B

ELEV.`815.53 (PIER 3)

ELEV.`815.51 (PIER 2)

ELEV.`C

BEVELED KEY

3x10x28'-0

8f1

8f2

9g1

A BC D

C

C

ELEV. 849.53 (PIER 3)

ELEV. 849.51 (PIER 2)

BOTTOM PIER CAP

PIER ELEVATION

A A

6a2ELEV.`D

E

10d1 (TYP.)

10d2 (TYP.)

10g2

JOINT IN CAP

CONSTRUCTION

OPTIONAL

6a1(LOW STEP)ELEV.`EELEV. A

A B C & D BRG. LOCATIONS

REQUIRED AT BEAMS

5m1`&`5n1 BARS

SECTION A-A

8'-

0

SYMMETRICAL ABOUT |

5e15e25e4

10d1 (TYP.)5e5

STEP ELEVATIONS

PIER 2

PIER 3

BEAM A BEAM B BEAM C BEAM D BEAM E

854.26

854.28 854.47

854.45

854.42

854.40

854.04

854.02

854.23

854.21

| PIER

8f1

9g1

CONSTR. JOINT

CONSTR. JOINT

8f2

10g2

10d1

10d2

5c1


SHT. V.14 FOR TYP. DRILLED SHAFT DETAILS.

SEE

DRILLED SHAFT PLAN, AND BAR LIST.

SEE SHEET V.17 FOR FOOTING PLAN,

NOTES:

SECTION B-B

| DRILLED SHAFT


B B

4'-0 4'-0

DRILLED SHAFT DETAIL(DRILLED SHAFT CAP REINFORCING NOT SHOWN FOR CLARITY)

815.67 (PIER 2) / 815.69 (PIER 3)

TOP OF DRILLED SHAFT ELEV.

SECTION C-C

SEE SHEET 25NEOPRENE PAD,PLAIN

1

12

5c1 @ 12" MAX. (TYP.)

SEE TABLE, SHEET V.17

APPROXIMATE COMPETENT ROCK

6'-

0

MI

N.

809.0 (PIER 2) / 794.0 (PIER 3)

APPROX. DRILLED SHAFT TIP ELEV.

9209

Text Box

Changed by Addenda

4'-

11

3'-

2

6

6

6 (TYP.)

2'-5

1'-

6

3'-10

3'-

2

4'-

11

3'-

2

2'-6

6

6

2'-5

1'-

6

3'-10

8'-

0

48'-5…

16 - 10g

2

15 S

PA.

@ 0'-

6

= 7'-

4

6

4

4 6

6 4

6

6

3'-

11

64 SPA. @ 0'-9 MAX. = 47'-10; 65 - 9g1

6'-0‡

48 SPA. @ 1'-0 MAX. = 47'-6; 49 - 8f1

2'-

8

2'-6

3'-3

6

6

4'-0

8 - 8f

2

8 S

PA.

@ 1'-

0

= 7'-

0

2'-0

13'-

0

2'-0

13'-

0

2'-0

1'-1





DESIGN FOR 0° SKEW




BRM-CHBP-8155(770)--NB-07

STA. 115+16.00 11TH ST.

CITY OF WATERLOO

AUGUST 2021

V.17

D=2•

5e2

D=2•

5n1

D=2•

3'-6

6'-10


49

8

32

65


BENT BAR DETAILS

5c1

D=2•

D=2•

5n1

D=2•

D=2•

47'-10

47'-10

16

16

3'-6

6'-10

CONC. ESTIMATED QUANTITIES

LOCATION

CAP

FOOTING

TOTAL (CY)

FOOTING PLAN

PIER 2 & 3 QUANTITIES

PIER 3PIER 2

6a2

SHAPEBAR LOCATION

CAP, HOOPS



5e1

5e2

COLUMN, TIES END

COLUMN, TIES





5m1

5n1



NO. LENGTH WEIGHT

6a2

SHAPEBAR LOCATION

5c1 CAP, HOOPS



5e1

5e2

COLUMN, TIES END

COLUMN, TIES





5m1

5n1



NO. LENGTH WEIGHT

REINFORCING BAR LIST - PIER TWO

BOTTOM MAT TOP MAT

10g28f2

8f1

9g1

6a1


5e4 COLUMN, TIES




12 18'-8

6 25'-0

6 18'-8

33'-11

15'-0

120

100

VARIES

13'-8

1'-0 TO 3'-3

VARIES

60

451

336

225

168

| 11th ST. | PIER

| PIER

57.5

WALL

84

5e1

5e4

D=2•

5e3

D=2•

420

5e5 COLUMN, TIES 30

5e5

13'-10

12'-10

14'-4

1197

6455

17513

982

1022

1658

6587

58

114

1731

5622

448

834

46,690

3'-6

6'-10

49

32

65

47'-10

47'-10

16

16

3'-6

6'-10

6a2

SHAPEBAR LOCATION

CAP, HOOPS



5e1

5e2

COLUMN, TIES END

COLUMN, TIES





5m1

5n1



NO. LENGTH WEIGHT

6a2

SHAPEBAR LOCATION

5c1 CAP, HOOPS



5e1

5e2

COLUMN, TIES END

COLUMN, TIES





5m1

5n1



NO. LENGTH WEIGHT

6a1


5e4 COLUMN, TIES




12 18'-8

6 25'-0

6 18'-8

120

100

13'-8

451

336

225

168

84

5e5 COLUMN, TIES

1197

982

1022

1658

6587

58

114

REINFORCING BAR LIST - PIER THREE

120

VARIES60

420

30

13'-10

12'-10

14'-4

1731

5622

448

834

120

33'-11

15'-0 6455

17513

46,690

30.1

120.3

57.5

30.1

120.3

207.9 207.9

DRILLED SHAFT DATA TABLE

LOCATION

SHAFT

DRILLED

823.0

823.0

GRND ELEV.

EXIST.

APPROX.

815.0

PER SHAFT (`TONS`)

AT STRENGTH I

FACTORED RESISTANCE

ELEV.

ROCK

COMPETENT

PER SHAFT (TONS)

RESISTANCE

NOMINAL

550

450

1050

890

PIER 2

PIER 3 800.0


SEE SHEET V.15 FOR DRILLED SHAFT NOTES

7'-6

7'-6

8010g3 2670

3,168

5s1 5 95'-5 498DRILLED SHAFT SPIRALS

DRILLED SHAFT, VERTICAL 7'-9

TOTAL (LBS.)

INCIDENTAL TO ROCK SOCKETS

7'-6

7'-6

NON-EPOXY REINFORCEMENT - PIER 2

8010g3 8491

10,075

5s1 5 303'-5 1584DRILLED SHAFT SPIRALS

DRILLED SHAFT, VERTICAL

TOTAL (LBS.)

INCIDENTAL TO ROCK SOCKETS

NON-EPOXY REINFORCEMENT - PIER 3

24'-7

SEE SHEET V.15 FOR DRILLED SHAFTS NOTES.

8

10d2

D=7•

10d3

D=7•

10d3 PIER COLUMN, DOWEL 15'-0 129120 10d3 PIER COLUMN, DOWEL 15'-0 129120

9209

Text Box

Changed by Addenda

3'-0•

2ƒ"

3'-

0•





DESIGN FOR 0° SKEW


CITY OF WATERLOOIOWA DEPARTMENT OF TRANSPORTATION - HIGHWAY DIVISIONNOT FOR CONSTRUCTION

IN-PROGRESS PLANS


BRM-CHBP-8155(770)--NB-07

STA. 115+16.00 11TH ST.

CITY OF WATERLOO

JUNE 2021

PIER AESTHETIC DETAILS

V.18

PIER CONCRETE TEXTURE NOTES:

COLORED SEALER COATING NOTES

LOCATION

COLORED SEALER COATING QTY.

QUANTITY

PIER 1

PIER 2

PIER 3

PIER 4

COLOR 1 COLOR 2

QUANTITY

145.2 S.Y.

181.5 S.Y.

181.5 S.Y.

145.2 S.Y.

TECHNIQUES AND METHODS OF CONCRETE RUSTICATION.

FOR CONCRETE RUSTICATION ON DESIGN SHEET V.06 FOR MORE INFORMATION REGARDING

THE SIDES OF THE PIER AS SHOWN SHALL RECEIVE CONCRETE RUSTICATION. SEE GENERAL NOTES

ALIGNED ON ADJACENT STONE COURSES. SET LINER STONE COURSES LEVEL.

LAY OUT SIMULATED STONE LINERS WITHIN FORMS SO THAT NO VERTICAL MORTAR JOINTS ARE

LISTED ABOVE.

APPROVAL. NO SAMPLES ARE REQUIRED TO BE SUBMITTED FOR MANUFACTURERS AND PATTERNS

SUBMIT ALL OTHER MANUFACTURERS AND PATTERNS TO THE ENGINEER FOR REVIEW AND4.

FITZGERALD FORMLINERS (PATTERN NO 17004, "LIBERTY ISLAND STONE")3.

ARCHITECTURAL POLYMERS (PATTERN NO. 894, "16 INCH QUARRY STONE")2.

CUSTOM ROCK INTERNATIONAL, INC. (PATTERN NO 11016, RANDOM CUT STONE (16 INCH)1.

MANUFACTURERS:

OBTAIN LIMESTONE TEXTURE FORM LINER MATERIALS FROM ONE OF THE FOLLOWING

THE SURFACE OF THE SIMULATED MASONRY JOINTS.

1† INCHES AND 2ƒ INCHES DEEP, MEASURE FROM THE HIGHEST POINT OF THE TEXTURED FACE TO

LENGTHS ARRANGED IN A RANDOM PATTERN. MAXIMUM TOTAL TEXTURE RELIEF SHALL BE BETWEEN

HORIZONAL ORIENTATION AS SHOWN. STONES PRODUCED ARE TO BE OF AT LEAST THREE DIFFERENT

PRODUCES THE APPEARANCE OF INDIVIDUAL SIMUATE CUT STONES IN 16-INCH COURSES, AND IN A

TEXTURED EFFECT OF REALISTIC, ROUGH-FACED STONE MASONRY. USE A FORM LINER THAT

THE FORM LINER USED TO PRODUCE THE 'TEXTURED LIMESTONE' AS SHOWN SHALL PRODUCE A

FOR ADDITIONAL INFORMATION REGARDING THE USE OF FORM LINERS.

THE PIERS SHOWN. SEE AESTHETIC NOTES FOR TEXTURED CONCRETE FORM LINERS ON SHEET V.06

THIS WORK CONSISTS OF APPLYING TEXTURED FINISHES TO DESIGNATED CONCRETE SURFACES OF

ITEM "COLORED SEALER COATING FOR STRUCTURAL CONCRETE".

ALL COSTS ASSOCIATED WITH CONCRETE SEALER COATING ARE TO BE INCLUDED IN THE BID

CONTAMINATION OF ADJACENT SURFACES IS ALLOWED.

MASK ADJACENT CONCRETE SURFACES THAT WILL NOT RECEIVE COATING. NO OVERSPRAY OR

SPECIFICATION.

SHEETS AND COATED CONCRETE SAMPLES AS DESCRIBED IN THE DEVELOPMENTAL

ONLY TO THE BOTTOM SURFACE OF SIMULATED JOINTS. SUBMIT PRODUCT SPECIFICATION

THAN THE PLAIN CONCRETE SURFACES OF THE STRUCTURE. APPLY JOINT COLOR NEATLY AND

THE SIMULATED MORTARED JOINTS. THE GREY COLOR SHALL MATCH OR BE SLIGHTLY LIGHTER

VARIATIONS. WHEN ALL STONE COLORS HAVE BEEN APPLIED,APPLY A LIGHT GREY COLOR TO

SLIGHTLY LIGHTER OR DARKER BASE COLOR TO RANDOM STONES PRIOR TO ADDING THE COLOR

APPEARANCE OF STONE. BEGIN WITH A BASE COLOR APPLICATION OF LIGHT BUFF. APPLY A

APPARENT IN REAL LIMESTONE. USE AT LEAST THREE COLOR SHADES TO SIMULATE THE

REAL STONE INCLUDING THE MULTIPLE COLORS, SHADES, FLECKING, AND VEINING THAT ARE

COLORATION OF THE CONCRETE SURFACE SHALL ACCURATELY SIMULATE THE APPEARANCE OF

AND INCLUDING SUBTLE COLOR VARIATIONS, MINERAL OXIDATION AND STAINING. THE FINAL

RANGE OF NATURAL STONE COLORS WITH A FIRST COAT COLOR OF LIGHT OR MEDIUM BUFF

SHALL BE A LIGHT BUFF COLOR TO SIMULATE CUT LIMESTONE. "COLOR NO. 2" SHALL BE A FULL

DETAILS ON THIS DESIGN SHEET FOR SPECIFIC COLOR LOCATIONS AND LIMITS. "COLOR NO. I"

THERE ARE TWO COLORS OF CONCRETE SEALER COATING TO BE USED ON THE PIERS. SEE

COATING FOR STRUCTURAL CONCRETE".

SHALL BE IN ACCORDANCE WITH THE DEVELOPMENTAL SPECIFICATION, "COLORED SEALER

BELOW TYPICAL RIVER WATER LEVELS TO THE TOPS OF FOOTINGS. CONCRETE COATING WORK

APPLICATION OF COLORED SEALER COATING. NOTE THAT THE PIER COATED SURFACES EXTEND

ALL TEXTURED SURFACES OF THE PIERS, AS NOTED AND SHOWN IN THE PLANS WILL RECEIVE

COATING APPLICATION ONLY AFTER FINAL APPROVAL BY THE ENGINEER.

APPLICATION METHODS SHALL BE REVIEWED BY THE ENGINEER. BEGIN WORK ON THE ACTUAL

PRIOR TO BEGINNING ANY CONCRETE SEALER COATING WORK ON THE ACTUAL PROJECT,

B B

A

COLOR 1

COLOR 2

SEE COLORED SEALER COATING NOTES

RECEIVE COLORED SEALER COATING,

ENTIRE TEXTURED SURFACE SHALL

SMOOTH FINISH

MORTAR JOINTS

SIMULATED

6'-014'-014'-06'-0

| PIER

TYPICAL PIER ELEVATION

SECTION A - A

MORTAR JOINTS

SIMULATED

MAX.

ƒ"

TY

P.

TY

P.

TYP.

ƒ"

SECTION B - BTHROUGH WALL AT TOP OF FOOTING

EACH SIDE

COLOR 2, TYP.

1'-

4

JOINT

EVERY OTHER

EACH SIDE

COLOR 1, TYP.

LIMITS OF RECESS

LIMITS OF RECESS

2…"

SMOOTH FINISH

SYMETRICAL ABOUT | PIER| 11TH ST.

| 11TH ST.

A

4.2 S.Y.

5.2 S.Y.

5.2 S.Y.

4.2 S.Y.

TOTAL 653.4 S.Y.18.8 S.Y.

9209

Text Box

Changed by Addenda

16'-0

4'-

0

3'-0

2'-6

2'-

0

3'-0

2'-

2

14'-

0

@

EX

PA

NSI

ON J

OI

NT

VA

RIE

S (2

1'-

11

MA

X.)

13'-

9Ž

1'-11•

3'-0"

10'-2 NEW CANTILEVERED WALL

8'-6 4'-6 3'-0

9'-

2

+/-

MONOLITH 8 (U.A.C.)MONOLITH 9

10'-

9†



DESIGN SHEET NO. OF FILE NO. DESIGN NO.



DESIGN FOR 0° SKEW



DESIGN SHEET NO. OF FILE NO. DESIGN NO.NOT FOR CONSTRUCTION

IN-PROGRESS PLANS


BRM-CHBP-8155(770)--NB-07

STA. 115+16.00 11TH ST.

CITY OF WATERLOO

MARCH 2021

V.21

| ABUT. BRG.

(NORMAL TO | ABUTMENT)

SOUTH ABUTMENT WING DETAILS

TYPICAL SECTION THROUGH WINGWALL

MASKWALL 853.86

ELEV. @ BRIDGE

BB

PART WEST WINGWALL ELEVATION(LOOKING SOUTH)

ELEV. = 827.94

BOTT. OF FTG.

(NORMAL TO | WINGWALL)

SECTION B-BWATERSTOP DETAIL

| WALL

ƒ" SEALANT, TYP.

ƒ" CHAMFER, TYP.

INTO EXISTING WALL.

MIN. 4" EMBEDMENT

3/8" @ 12" O.C.

ADHESIVE ANCHOR

L WATERSTOP

FLOODWALL (UAC)

EXISTING

ELEV. = 853.3

FLOODWALL (UAC)

MATCH EXIST

A

AELEV. = 853.3

11-8d5, EACH FACE

13-9e3,

EA

CH F

AC

E

9e4

9e4, TYP.

RESILIENT JOINT MATERIAL

1" PREFORMED

WITH WATERSTOP

RESILIENT JOINT MATERIAL

PROVIDE 1" PREFORMED

SECTION A-A THROUGH WESTWINGOF MATERIALS I.M. 491.13.CEMENT MEETING THE REQUIREMENTSSHALL BE A NONSHRINK HYDRAULICAND FOOTING CONCRETE. GROUTPILE AND PROPOSED WINGWALL GROUT BETWEEN EXISTING SHEET

4 - 9e5

4 - 10d6

4 - 10d7

SYSTEM

FLOOD PROTECTION

REMOVED FROM

(U.A.C.)

FLOODWALL

CORNER

10a3 @ 8" O.C.

10" O.C.

8b2 @

9" O.C.

10d4 @

10d2 SPA. @ 10"

10" O.C.

10d5 @

24" THICK COUNTERFORT

10d5 (TYP.)

10d4 (TYP.)

10a3 @ 7•" O.C.

10d9

10d8

10d10

10d11

10d12

10d9

10d10

10d11

10d12

9, TYP.

9,

TY

P.

9e4 @ 10" O.C., TYP.

9e6

E.F.

E.F.

9209

Text Box

Changed by Addenda

853

841

48'-5

1'-628'-916'-81'-6

3'-9…2'-03'-9…

1'-

6

7'-

6ˆ

3'-

6ˆ

1'-

31'-

31'-

6

1'-61'-6

TYP.

1'-9

TYP.

1'-9

3'-74 BEAM SPACES @ 9'-6ƒ = 38'-33'-7





DESIGN FOR 0° SKEW




BRM-CHBP-8155(770)--NB-07

STA. 115+16.00 11TH ST.

CITY OF WATERLOO

AUGUST 2021

ABUTMENT ELEVATION AND STEP DIAGRAM

FOOTING PILE PLAN

V.23

ABUTMENT PILE NOTES:

ABUTMENT CONCRETE QUANTITY

LOCATION

50.0

60.2

0.7

0.0

ABUTMENT PILE DESIGN (LRFD)

PARAMETER NORTH ABUT.

SOIL CLASSIFICATION

GEOTECH. RESIST. FACTOR, "PHI" - SOIL

FACTORED DOWNDRAG LOAD (KIPS)

196TOTAL FACTORED AXIAL LOAD, "PU" (KIPS)

NO. PILES

PILE TYPE (STEEL HP-SECTION)

CONTRACT LENGTH (FT)

0.7

167

ABUTMENT PILE DESIGN (LRFD)

PARAMETER NORTH ABUT.

SOIL CLASSIFICATION

GEOTECH. RESIST. FACTOR, "PHI" - SOIL

* NOMINAL AXIAL BEARING RESIST. (TONS)

TOTAL (CY)

ELEV. 848.15

ELEV. 847.91

ELEV. 847.72

ELEV. 853.62 ELEV. 853.3710'-

6‡

NORTH ABUTMENT FOOTING DETAILS

ELEV. 847.96

| 11TH ST.

11

40

N

HP14x89

N

| 11TH ST.

12'-7…6•

3'-11‡5'-1

4'-09'-19'-14'-19'-19'-14'-0

| ABUT. BRG.

NORTH ABUT.

ELEV. 848.10

CAP BEAM

6.7

SEE SHEET V.26 FOR BAR LIST AND ABUTMENT NOTES.2.

SEE SHEET V.24 AND V.25 FOR SECTIONS AND VIEWS.1.

NOTES:

MA

SK

WA

LL

6'-

0‡

CA

P

BE

AM

4'-

6

CA

P

BE

AM

AN

D

MA

SK

WA

LL

12'-

6

9'-1

13'-2

9'-1

5'-4•

CAP BEAM

3'-2

MASKWALL

CA

P

BE

AM

5'-

6

MASKWALLS

3.5WINGS

ELEV. 843.22BOTTOM OF FOOTING

| PILES

HP14x89 PILE SPACING

HP14x89 PILE SPACING

E

E

D

D

FOUND IN FIELD, CONTACT ENGINEER)

EXISTING FOUNDATIONS, IF CONFLICT

(HP14x89 PILE SPACED TO MISS

PILE DRIVEN AT 1:4 IN THE DIRECTION SHOWN.

OF FOOTING.

PILES ARE ASSUMED TO BE DRIVEN FROM START ELEVATION AT THE BOTTOM

WITH BEARING GRAPH.

PILED REACH REFUSAL. CONSTRUCTION CONTROL REQUIRES A WEAP ANALYSIS

THE PILE CONTRACT LENGTH SHALL BE DRIVEN AS PER PLAN UNLESS

CONST. CONTROL (LRFD)" TABLE.

(EOD) IS BASED ON THE PARAMETERS LISTED IN THE "ABUTMENT PILE

THE REQUIRED NOMINAL AXIAL BEARING RESISTANCE AT END OF DRIVE

PARAMETERS LISTED IN THE "ABUTMENT PILE DESIGN (LRFD)" TABLE.

THE CONTRACT LENGTH OF ABUTMENT PILING IS BASED ON THE DESIGN

8a BARS

5b1 (TYP.)

849.26ELEV.

9209

Text Box

Changed by Addenda

6

8

2

88

1'-

61"

30'

RO

AD

WA

Y





DESIGN FOR 0° SKEW




BRM-CHBP-8155(770)--NB-07

STA. 115+16.00 11TH ST.

CITY OF WATERLOO

AUGUST 2021

V.28

COIL ROD

5d2 5e1

5d3

5e3

TOP OF DECK

6a1

6a1

THEORETICAL | GRADE

PARALLEL TO THE

SEE DETAIL "C"

„" RADIUS

DETAIL "C"

PART PLAN

‚

| PIER

SECTION B-B

| ABUTMENT BEARING

TYP.

1" MIN.

2'-0

| BEARINGS

JOINT FILLER

EXPANSION

‚" PREFORMED

6 TYP.

6

TY

P.

ABUTMENTS.

TO BACKFILLING BEHIND

EXPANDING FOAM PRIOR

PLUG 3"½ PVC PIPE WITH

NOTE:

PVC PIPE

4" MIN. CL.

1'-0 1'-0

SEE DETAIL "A"

DETAIL "A"

5d4| PIER

STRANDS

PRESTRESSED

BEAMS

END OF

BEARINGS

| BEAM

BEARINGS

| BEAM

DIMENSION

| BEAM BEARING

** END OF BEAM TO

8 **

6j1

ABUT. &`PIER DIAPHRAGM DETAILS

PART SECTION

AT PIER

| BEAMS

1'-3 1'-6

| ABUT. BRG.

PART PLAN

| PIER

5e2 5e4

COIL ROD

ƒ"½X1'-3

5d3

5e1

5e3

2'-

0

1'-

8

1'-

8

2'-3

BEARING

| BEAM

| BEAM

B

B

BY BEVELED 2x8

KEYWAY FORMED2'-4•

5e1

&

5e3

1'-9

1'-

01'-

0

| PIER

1'-1• 1'-1•

)

9

6

(BENT

COIL ROD

ƒ"½`x`1'-3

2'-1

OF DIAPHRAGM HOOP BARS BETWEEN BEAMS`)

(`SEE CROSS SECTION THRU DECK FOR NUMBER

STEPS, SIDES AND ENDS OF KEYWAYS.

JOINT FILLER AROUND BEARINGS, FACE OF

1" THICK STRIPS OF PREFORMED EXPANSION

EXPANSION PIER

FIXED PIER

1'-3

TOP OF FIXED PIER DETAILS

(SOUTH ABUTMENT SHOWN)

PART SECTION

AT PIER

| PIER

5e2 5e4

5d3

5e3

2'-

0

1'-

8

1'-

8

2'-3

1'-1• 1'-1•

)

9

6

(BENT

COIL ROD

ƒ"½`x`1'-3

COIL ROD

ƒ"½X1'-3

(NORTH ABUTMENT SHOWN)

PART PLAN

PART LONGITUDINAL SECTION AT SOUTH ABUTMENTPART END WEST VIEW AT NORTH ABUTMENT

9b2

6b1

| PIER

PAD (9 x 1" x 2'-4•)

NEOPRENE BEARING


IN-PROGRESS PLANS

1'-

630'

RO

AD

WA

Y

1"

| BEAMS

6

EQ.

SP

A.

6

EQ.

SP

A.

7'-0 ABUTMENT WING

7'-0 WING EXTENSION

6d6

5d9

5d116g1

5g3

6g1

5g2

5d4/5d56d7/6d8

5d2

5e3

5d3 5d4/5d5

| PIER

| BEARINGS

2'-0

1'-0 1'-0

5e5

5e5

5d4/5d5 5d4/5d5

5e5

&

5e3

9'-

6ƒ

(TYP. FOR 5e1, 5e4, 5e5)

6" MAX. CL.

9b2

6b1

(FOR DETAILS OF INTERMEDIATE DIAPHRAGM SEE DESIGN SHEET V.44 & V.45)

5g3

5d10

9209

Text Box

Changed by Addenda

121'-0

122'-0

97'-0

12 SPA. @ 7'-11 = 95'-0 16 SPA. @ 7'-6 = 120'-0 16 SPA. @ 7'-6 = 120'-0

3'-

63'-

6

45'-

3

4 S

PA.

@ 9'-

6ƒ

= 38'-

3

1'-0 1'-6





DESIGN FOR 0° SKEW




BRM-CHBP-8155(770)--NB-07

STA. 115+16.00 11TH ST.

CITY OF WATERLOO

AUGUST 2021

TOP OF SLAB ELEVATIONS

TOP OF DECK ELEVATIONS

LOCATION

BEAM A

BEAM B

BEAM E

35 36 37 38 39 40 41

TOP OF DECK ELEVATIONS

62 63 64 65 66 67

42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61

BEAM D

V.34

EAST GUTTER LINE

WEST GUTTER LINE

BEARING

| PIER #2

3635 37 38 39 41 43 44 46 47 48 49 51 52 53 54 55 56 57 58 59 60 61 62 64 65 6640 42 45 6350 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81

BEARING

| PIER #3

BEARING

| PIER #4

68 69 70 71 72 73 74 75 76 77 78 79 80 81

ABUT. BRG.

| NORTH


IN-PROGRESS PLANS

BEAM A

BEAM C

BEAM E

BEAM B

BEAM D

W.`GUTTER`LINE

E.`GUTTER`LINE

| PIER #2 | PIER #3 | PIER #4 | NORTH ABUT. BRG.

BEAM C

1'-01'-0 1'-01'-0

E. CONST. JOINT

EAST CONSTRUCTION JOINT

LOCATION

BEAM A

BEAM B

BEAM E

BEAM D

EAST GUTTER LINE

WEST GUTTER LINE

BEAM C

EAST CONSTRUCTION JOINT

WEST CONST. JOINT

| 11TH ST. / P.G.L. /

857.91858.06858.20858.34858.47858.59858.70858.81858.90858.99859.07859.15859.21859.27859.28859.33859.37859.40859.42859.43859.43859.43859.41859.39859.36859.31859.26

857.96858.11858.25858.39858.52858.64858.75858.86858.95859.04859.12859.20859.26859.32859.33859.38859.42859.45859.47859.48859.48859.48859.46859.44859.41859.36859.31

858.15858.30858.45858.58858.71858.83858.94859.05859.15859.23859.31859.39859.45859.51859.52859.57859.61859.64859.66859.67859.67859.67859.65859.63859.60859.56859.50

858.34858.49858.64858.77858.90859.02859.14859.24859.34859.43859.51859.58859.64859.70859.71859.76859.80859.83859.85859.86859.87859.86859.85859.82859.79859.75859.70

858.37858.52858.67858.81858.93859.06859.17859.27859.37859.46859.54859.61859.67859.73859.74859.79859.83859.86859.88859.90859.90859.89859.88859.85859.82859.78859.73

858.43858.58858.73858.86858.99859.11859.23859.33859.43859.52859.60859.67859.73859.79859.80859.85859.89859.92859.94859.95859.96859.95859.94859.91859.88859.84859.79

858.39858.54858.69858.82858.95859.07859.19859.29859.39859.48859.56859.63859.69859.75859.76859.81859.85859.88859.90859.91859.92859.91859.90859.87859.84859.80859.75

858.20858.35858.50858.63858.76858.88858.99859.10859.20859.28859.37859.44859.50859.56859.57859.62859.66859.69859.71859.72859.73859.72859.70859.68859.65859.61859.55

858.16858.31858.46858.59858.72858.84858.96859.06859.16859.25859.33859.40859.46859.52859.53859.58859.62859.65859.67859.68859.69859.68859.67859.64859.61859.57859.52

853.47853.74854.02854.29854.56854.84855.11855.37855.62855.86856.10856.33856.55856.76856.97857.16857.35857.40857.57857.74

853.52853.79854.07854.34854.61854.89855.16855.42855.67855.91856.15856.38856.60856.81857.02857.21857.40857.45857.62857.79

853.71853.98854.26854.53854.81855.08855.35855.61855.86856.11856.34856.57856.79857.00857.21857.40857.59857.64857.82857.99

853.90854.17854.45854.72855.00855.27855.54855.80856.05856.30856.53856.76856.98857.19857.40857.59857.78857.83858.01858.18

853.93854.21854.48854.76855.03855.30855.57855.83856.09856.33856.57856.79857.01857.23857.43857.63857.81857.86858.04858.21

853.99854.27854.54854.81855.09855.36855.63855.89856.14856.39856.62856.85857.07857.28857.49857.68857.87857.92858.10858.27

853.95854.22854.50854.77855.05855.32855.59855.85856.10856.35856.58856.81857.03857.24857.45857.64857.83857.88858.06858.23

853.76854.03854.31854.58854.86855.13855.40855.66855.91856.16856.39856.62856.84857.05857.26857.45857.64857.69857.87858.04

853.72854.00854.27854.54854.82855.09855.36855.62855.87856.12856.35856.58856.80857.01857.22857.41857.60857.65857.83858.00

| 11TH ST. / WEST C.J.

| 11TH ST. / WEST C.J.

0.03' BELOW P.G.L.

NOTE: | 11TH ST. / WEST CONSTRUCTION JOINT ELEVATION IS

9209

Text Box

Changed by Addenda

A d d e n d u m

Documents

Transcript of A d d e n d u m