ITEM 5.1 Park Agreement-Otsego Waterfront EastO tsTY
F O
MINNESOTA g
DEPARTMENT INFORMATION
Request for
City Council Action
ORIGINATING DEPARTMENT
REQUESTOR:
MEETING DATE:
Legal
City Attorney
February 25, 2019
PRESENTER(s)
REVIEWED BY:
ITEM #:
City Attorney
City Administrator/Finance Director Flaherty
5.1
STRATEGIC VISION
MEETS:
THE CITY OF OTSEGO:
Costs Within Outlot A, Otsego Waterfront East.
Is a strong organization that is committed to leading the community through innovative
communication.
IS A PUBLIC HEARING REQUIRED?
Has proactively expanded infrastructure to responsibly provide core services.
No
Is committed to delivery of quality emergency service responsive to community needs and
expectations in a cost-effective manner.
City staff recommends approval of the attached revised Agreement between the City and Evans Park, Inc.
Is a social community with diverse housing, service options, and employment opportunities.
X
Is a distinctive, connected community known for its beauty and natural surroundings.
AGENDA ITEM DETAILS
RECOMMENDATION:
Adopt Revised Agreement Between the City of Otsego and Evans Park, Inc. Regarding Shared Improvement
Costs Within Outlot A, Otsego Waterfront East.
ARE YOU SEEKING APPROVAL OF A CONTRACT?
IS A PUBLIC HEARING REQUIRED?
Yes
No
BACKGROUND/JUSTIFICATION:
City staff recommends approval of the attached revised Agreement between the City and Evans Park, Inc.
for cost sharing on a pedestrian bridge across the storm water basin located on Outlot A in Otsego
Waterfront East.
The City and Evans previously entered into a Development Agreement for the Guardian Angels campus
located adjacent to City park land in Waterfront East. In that agreement, Evans agreed to pay for a
structure to provide pedestrian access over the storm water basin on Outlot A. The exact nature of that
structure was not specifically defined in the Agreement. Subsequently, Evans Park entered into
conversations with City employees and the City Engineer regarding what type of crossing would actually be
constructed. Originally, a box culvert structure was discussed.
The costs related to various Park Improvements (including the pedestrian crossing) were presented to the
City Council for consideration at their regularly scheduled meeting on July 23, 2018. Comparative costs
were presented for a box culvert structure and a pedestrian bridge. The difference in those costs was
estimated to be $77,159.00. Since that date, Evans and their general contractor, Kraus Anderson have
completed additional design and due diligence. As of February 14, 2019, the cost difference is now
estimated to be $117,705, for a total cost of $229,011.
Both the City Council and representatives of Evans Park agreed that the pedestrian bridge would be the
better option and would benefit both parties. After further discussion between the City Council and
representatives of Evans Park it was decided that the City and Evans would split the additional cost of the
pedestrian bridge over and above the cost for the causeway structure.
With the increased costs for the pedestrian bridge, it has been requested by Evans Park, Inc. that the
previous agreement be considered for revisions by the City Council. The cost sharing in the revised
agreement is in the amount of $117,705.00, or $58,852.50 per party. The amount per the previous
agreement being $77,159.00, or $38,579.50 per party.
As outlined in the attached sources and uses summary, the total City contribution towards the park
improvements, if approved, will total $158,852.50. This includes the $100,000.00 contribution from the
Guardian Angels Riverview Landing Development Agreement.
If approved by the City Council, this agreement will supersede the agreement dated August 27th, 2018.
I SUPPORTING DOCUMENTS ATTACHED: I
• Cost Summary (from Kraus Anderson)
• Sources and Uses Summary (from Guardian Angels)
• Memorandum from City Engineer
• Engineer Drawings — Concrete Footings
• Engineer Drawings - Bridge
• REVISED Agreement Between the City of Otsego and Evans Park, Inc. Regarding Shared
Improvement Costs Within Outlot A, Otsego Waterfront Park
POSSIBLE MOTION
PLEASE WORD MOTION AS YOU WOULD LIKE ITTO APPEAR IN THE MINUTES:
Motion to Approve the REVISED Agreement Between the City of Otsego and Evans Park, Inc. Regarding
Shared Improvement Costs Within Outlot A, Otsego Waterfront East.
BUDGET INFORMATION
FUNDING: BUDGETED:
Fund #203 — Park Development No
UAVS
KRAUS-ANDERSON.
CONSTRUCTION COMPANY
Owner: Evans Park Inc.
PR#
Project: Guardian Angels Riverview Landing
Date
2/14/2019
Location: Otsego Minnesota
Designer: Pope Architects
Tax Status
501C3
Beckwith
Description Recap of Bridge construction based on final
pier design from Contech Solutions LLC
Item Description
Quantity
MATERIAL
LABOR
SUBCONTRACT
TOTAL
01 0011
GENERAL CONDITIONS
Engineering and testing
$0
$14,632
$14,632
031100
CONCRETE
-------
Abutment, Foundation, Decking
-----------------
-----------------
$40,025
$40,025
055913
METALS
- - -
Manufacture Bridge & Erection
$88,773
$36,800
$125,573
312200
EARTHWORK
-------
Excavation & Grading
-----------------
-----------------
$15,726
$15,726
321000
SITE STRUCTURES
-------
Retaining walls with erection
-----------------
-----------------
$24,244
$24,244
321200
ASPHALT PAVING
-------
Trail Paving & Patching
-----------------
$1,686
$1,686
SUBTOTAL $88,773 $0
$133,113
$221,886
PERMITS, INSURANCE, TESTING
General Liability Insurance
$1,592
Sales TaX
None Included
$223,478
CONTRACTOR FEE
$5,533
TOTAL ESTIMATED CONSTRUCTION COST
$229,011
Summary of all Bridge Costs - 2-14-19- Special Projects 1 of 1 Print Date: 2/14/2019
Riverview Landing
Bridge Summary
Uses:
Total Estimated Cost as of 2-14-19
$ 229,011.00
Sources:
Bonding Fees (from GA bonds)
$ 100,000.00
City of Otsego Split of Additional Cost
58,852.50
Guardian Angels Original Committed
11,306.00
GA Split of Additional Cost
58,852.50
$ 229,011.00
Summary of Sources:
City Summary
Original Estimate $ 38,579.50
Incremental Estimate 20,273.00
Total $ 58,852.50
Funds From Bonding Fees
Bond Fees Allocated to Bridge (from GA bonds) $ 100,000.00
Guardian Angels
Original Estimate $ 49,885.50
Incremental Estimate 20,273.00
Total $ 70,158.50
Main Office:
Halc4 0
anson 3601 Thurston Avenue, Anoka, MN 55303
427-5860 Fax: 763/427-0520
�-E
An erson www.haa-inc.comPhone: 763/ 6 11L�j
MEMORANDUM
TO: Adam Flaherty, City Administrator / Finance Director
FROM: Ronald I Wagner, P.E., City Engineer
DATE: February 20, 2019
RE: Carrick Landing Bridge
CC: Ross Demant, Park Manager
Tami Loff, City Clerk
Guardian Angels has completed the design of the proposed bridge across the storm pond within
Carrick Landing. We have reviewed the submittals and found them complete and satisfactory. After
meeting with Guardian Angels, Ross and I agree that the function and aesthetics of the bridge meet
the park requirements originally described in the development agreement. The final bridge is a 120'
long steel structure span. The width of the bridge is 8' wide which accommodates the City of
Otsego's snow removal equipment. The bridge has a concrete deck which meets ADA requirements.
We were told the span and minimal camber of the bridge which aid in the overall aesthetics and in
meeting ADA requirements, meant the steel beams were increased in size as well as the abutments.
The sides of the poured rebar reinforced abutments will be clad in very large retaining wall block
manufactured to look like cut limestone. These increases have added an additional $40,000 to the
estimate presented to the City last fall. The attached revised estimate appears reasonable. Guardian
Angels is requesting the City of Otsego share equally in the additional costs. I have attached several
plan documents that show the bridge, the abutments, and the retaining wall block.
REDI-ROCK TEXTURE:
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This area is subject to large tides and even
greater fluctuations in water elevations
during storms. To protect the site, design-
ers required a retaining wall solution that
could meet the complex structural require-
ments of the site while providing a scenic
park route for pedestrians and cyclists.
The Solution
Designers for the project chose the Redi-
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surge. January wave heights were close
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is"
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J
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Project: Foryd Harbour Enhancement Project Wall Design: Groundsolve Ltd Geotechnical Consultants in conjunction with CPM Group Block
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Rhyl, North Wales, United Kingdom Completed: 2013
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See redi-rock.com
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APPROXIMATE BOTTOM OF FOOTING ELEVATION
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AS RECOMMENDED BY AMERICAN ENGINEERING
TESTING, INC. TO REACH BEARING MATERIAL
APPROXIMATE BOTTOM OF FOOTING ELEVATION 7L
AS RECOMMENDED BY AMERICAN ENGINEERING
WITH A NET ALLOWABLE BEARING CAPACITY
OF 3,000 PSF. TO BE FIELD VERIFIED,
PROFILE THROUGH CENTERLINE O F STRUCTURE
TESTING, INC. REACH BEARING MATERIAL
WITH A NET ALLOWABLE
OWABLE BEARING CAPACITY
OF 3,000 PSF. TO BE FIELD VERIFIED.
GEOMETRY AND ELEVATION INFORMATION TAKEN
GRAPHIC SCALE
FROM CAMPION ENGINEERING SERVICES, INC.
SHEET 1 OF 1 DATED 7/23/18, ALL INFORMATION
12'
TO BE VERIFIED PRIOR TO CONSTRUCTION,
PLOAD PI EGAD
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PROJECT No, 574604, DATED 9/21/18
COMBINE REACTIONS AS PER LOCAL OR
GOVERNING BUILDING CODES AS REQUIRED
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P (LBS)
H (LBS) L (LBS)
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- LONGITUDINAL LOAD AT EACH BASE PLATE (4 PER BRIDGE)
i BRIDGE LIFTING WEIGHT: 35,200 LBS
2 BRIDGE FINAL WEIGHT: 93,700 LBS
8 DOES NOT INCLUDE WEIGHT OF CONCRETE DECK
2 INCLUDES WEIGHT OF C014CRETE DECK
(8)1'0 ASTM F1554
GRADE 36 G4LV. ANCHOR
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2.) ALL REINFORCEMENT SHALL BE ASTM A-615,
GRADE 60.
3.) FOOTING 15 DESIGNED FOR A 3,000 psi
ALLOWABLE BEARING CAPACITY. THIS VALUE
MUST BE FIELD VERIFIED PRIOR TO
CONSTRUCTION,
4,) SCOUR IS NOT ADDRESSED HEREIN AND IS
THE RESPONSIBILITY OF OTHERS THAN CBC
ENGINEERS.
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12/14/18
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GRADE 60.
3.) FOOTING IS DESIGNED FOR A 3,000 psi
ALLOWABLE BEARING CAPACITY, THIS VALUE
MUST BE FIELD VERIFIED PRIOR TO
CONSTRUCTION.
4.) SCOUR IS NOT ADDRESSED HEREIN AND IS
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RECOMMENDED (CAST
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BACKWALL AFTER
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1
i/4" TYP
KEYED CONSTRUCTION
JOINT DETAIL
NOT TO SCALE
NOTE:
1.) CONCRETE SHALL BE 1'c = 4,000 psi.
2.) ALL REINFORCEMENT SHALL BE ASTM A-615,
GRADE 60.
3.) FOOTING IS DESIGNED FOR A 3,000 ps1
ALLOWABLE BEARING CAPACITY. THIS VALUE
MUST BE FIELD VERIFIED PRIOR TO
CONSTRUCTION.
4,) SCOUR IS NOT ADDRESSED HEREIN AND IS
THE RESPONSIBILITY OF OTHERS THAN CBC
ENGINEERS.
*)CBC
Engineeff
EAST ABUTMENT DETAILS
By
De10
CONTECH ENGINEERED SOLUTIONS, LLC
DJH
12/14/18
Design of Conuele Abutments
on Spread Fooling Foundations for a
AW—d
Daia
By
Proposed Pedestdan Bridge (574604)
Otsego, Minnesota
5uk
Prged No.
Rev.
SMCI
GRAPHIC
CBC -21810-2
3 OF 4
T -GENERAL
III -AIR TEN IENT:S
5.0 FOILIIWORK
1.0 STANDARDS AND DEFINITIONS
1,0 The abutments shalt be of the size and in lite locations Amin on the construction dranings.
.5.1 Fonts shall be of wood. steel or other approved material and shall be set and held true to lite
dimensions, lines and grades of the structure prior to and during the placement afcoerele.
1.1 STANDARDS - All standards refer to latest edition unless otherwise noted.
2.0 The concrete and steel for the abutments shall meet the requir•ntenls of Section V of these
5.2 Forms shall not be removed until the concrete has sufficient strength to prevent concrete
Design of concrete Abutments
on Spread Footing Foundations for a
specifications,
drainage and/or damage.
1.1.1 ASTM D-698-70 (Method C) "Standard -rCSf Methods for fldUialure, Density Relations
Proposed Pedestrian Bridge (574604)
of Soils and Soil Aggregate Mixtures Using 5.5.1b (2.5 kg.) Rummer and 12" (305 -nim)
3.0 Weep boles shall be placed in the abutmcn(s al the locations shown on lite construction dmtwings.
6.0 CURING
Drop".
Prgcch ora.AW.
1.1.2 ASTM D-1557 "Test Method for Laboratory Compaction Characteristics of Soil Using
3.1 Round seep holes shall be placed in lite abutments as shown on the consWction drawings. A
granular envelope, consisting of clean angular 1157 stone or equivalent, shall be placed behind
63 Fresh concrete shall be protected from rains, honing tater and mechanical injury for a period
oral Imo seven 7 days. Loads shall be laced the
O
Modified Bll'rnt (5600 fl-1b0Rs 12,700 kN • tt✓nurj).
each weep hole for a distance of approximately 18" from all edges of the noel holes. A fru-
not an abulmenL9 until the concrete has
>'- . p
reached its design strength.
draining gemexlfle screen shall to placed between the weep hole mid the stone to prevent
1.13 ASTM T}2922 "Slanlnrd Test Method rut Density of Soil and Soil Aggregate fn Place
erosion ofthesiomc•
7.0 RF-INTORCING STEET,
by Nuclear Mcihods (Shallow Depth)"
IV -BACKFILL,
7.1 MATERiAL
1.1.4 ASTM D -I556 "Standard Test hfe'thal for Density of Soft in Place by the Suund•Cane
Method".
7.1.1 All reinforcing bars shall be deformed bars (ASTM -A615) Grade 60.
1,0 Tic, backfill to a distance of at (east 10 fed behind the abutments shall consist oC )eve), Select granular
1,1.5 All construction and materials shall be in accordance with current AASHTO LRFD
backfill confanning to AASHTO A -I -a mafcrial flint produces n maximum equivalent lateral fluid
7.2 BENDING AND SPLICING
Bridge Design Specifications,
pressure of 45 psflfl torn material unit weight of l20lwf
11 DEFINITIONS
2.0 'the backfill for file abutments shall be placed in 8" loose lifts and be compacted to a dry unit weight
7.11 Dur rcinforeemem shall be cut and bent to the shapes shown on the plans. Fabrication
tolerances shall be in accordance with Act 315, All bars shall be bent cold, unless
equal to at lost 95% of the maximum dry unit wciglrt as addressed by the modified Proctor test.
otherwise permitted.
1.2.1 Onner - In these specifications the word "Ow ncr" shall mean Guardian Angels Senior
Compaction testing from a licensed geotechnical engineer for all backfill shall be provided.
Services.
7,2,2 All reinforcement shall he furnished its lite full lengths indicated oil the plans mdess
"Engineer"
3.0 Cure must be exercised to ensure that heavy equipment is not operated adjacent to the walls. Heavy
otherwise permitted. Except for splices sbovtn on the plans slid splices for No. 5 or
1.2,2 Engineer- in these specifications the word shall mean the Owner designated
equipment shall mol be allowed tiny closer than.3 feet to the wills•
smaller bars,•spiicing of bars will not he permitted withoutwritten approval. Splices
engineer.
shall be staggered as far as possible,
V- CONCRF: rF
1.23 Design F.ngincer - In these specifications the words "Design Etgincer" shall mean CDC
7.2.3 pmt lapped splices, the bars shall tic placed and wired in such a manner as to maintain the
Engineers and Associates. Ltd,
minimum distance to lite surface of the concede shown on the plans.
1.0 CODES AND STANDARDS
1.2.4 Contractor - in these specifications the word "Contractor" shall mean die fimm or
7.2.4 Substitution of diBCvcut size bars will be permitted only when authorized by the
corporation undertaking file execution of any work under lite fetus of these
1.1 Reinforced concrete shall conform to the requirements of AASH'1'O Standard Specifications far
engineer. Thesubslituacd has shall have mu area equivalent to the design area, or larger.
specifications,
Highway Bridges, Division it - Constnetimt, Section 8, "Concrete Structures", for Class A
concrete. having a ntinfrtum compressive strength of 4,000 psi.
73 PLACING AND F'AST'ENING
1.2.5 Approved - In these specifications the ward "allayed" shall refer to she approval abbe
Engineer or his designated representative.
2.0 STANDARDS FOR ifATFRIALS
7311 Steel reinforcement shall be reLumtely placed as shown on the plans and firmly held in
1,2.6 As Directed - In these specifications the words "as directed" shall refer to the directions
2.1 Portland Cement - Conforming to ASTM Specification C-150, Type i or 11.
position during flue placing and setting of concrete. Bars shall bu lied at all intersections
around the perimeter of each met and at not less than 2 fool centers or at every
to the Contractor from the Owncr orhfs designated ttgn srntatfve.
intersection, wiuichcver is greater, clsewbere. Welding of cross bars (lack welding) will
2.2 Water -'rhe w'at't shall be drinkable, clean free from injurious amounts of oils, ncids. allmiis,
not be permitted for assembly ofreliforcdnenl.
2.0 GENERAL CONDITIONS
organic materials, ordeleterious substances.
2.1 The Contractor shall famish all labor, material and cqujpnenl and perform all %cork and
2.3 Aggregates - Fine mid coarse aggregates shall conform to current ASTM Specification C-33
73,2 Reinforcing steel shall be supported in its proper position by use ormodar blocks, wire
bar supports, supplementary bars or other approved devices. Such devices shall be of
services except those set out and furnished by the Owner, necessary to complete in a
"Specification for Concrete Aggregates" except that local aggregates which have been shown by
such height tend placed at sofficfenty frequent intervals so as to maintain the distance
satisfactory mmmLr the site preparation, excavation, footings, abubnents, filling. compaction,
tests and by actual service to produce satisfactory qualities may be used when approved by the
between the reinforcing and the fommetf surface or the top surface within 114 inch of that
and grading as shorn on the plans and as described therein.
Engineer.
indicated on the plans.
This work is to be accomplished under the observation of the Owner or his designated
2.4 Submittals-Tostdata matter certifications to the Owner shall hefurnished upon request.
VI-F1I:IFRFABRIC
rcprescnlalit•c.
3.0 PROPORTIONING OF G•ONCRE''E
2.2 The Contractor shall examine. invesfignte and inspect the construction site as to the nature and
1.0 Filler fabric shall be placed at all locations shown on the construction drawings.
location of the work, and the general and local conditions at the coaslnetion site, including,
3.1 COMPOSITION
without limitation, the character of surface or subsurface conditions and obstacles to be
2.0 Filter fabric cloth shall confomt to Contech specification for C60 -NW or equivalent and shall meet the
encountered on and around the consumclion site; and shall stake such additional investigation w
3.1,1 'lite concrete shall be composed of cement, fine aggregate, coarse aggregate and water.
following ASTM tests:
he may deem necessary for the planning and proper execution of the work,
If conditions otter than those indicated are discovered by the Contractor, the Owner should be
3.11 The concrete shalt ha homogeneous, readily piuccuble and uniformly workable and shall
be proportioned in accordance with ACI -211.1.
2,1 ASTM D4751 -Apparent opening size equal to 970 U.S. Standard Sieve Size.
notified immedrmcly. The material which the Contractor believes to be o changed condition
2.2 ASTM D4632 (Grab Tensile Test)- Minf numm Strength - 160 pounds.
should not be disturbed so that the owner can investigate the condition.
3.1.3 Proportions shall be established on lite basis of field experience with the materials to be
11- FOOTINGS
employed. The amoan of water wed shall no( exceed the maximum 0.49 waler,'cement
23 ASTM D4632 (Grab Elongation) - 30.70%.
ratio, and shall be reduced as ueeessary to produce concrete of the specified consistency
at 010 timeofpleccmcnl•
2.4 AS'rAID4533(Tmpezoidal'fear)-Minimum Strength =60 pounds.
1.0 EXCAVATION FOR FOOTINGS
3.1.4 An air -entraining admixture, conforming to lite requirements of AST,,1 C260, shall be
2.5 ASTAI D4355 (Stabilized Iorflcut and Ultra -Violet Deign dation) - 70616streneth retained.
exertion on shout consist critic removal of esti material, of whatever nuturc, accessory for
1.1 the
used in all concrete fttmisbed under this contract. 'The quantity of admixture shall be
such w to produce no air content in the freshly mixed concrete of 6 percent plus or
3.0 The minimum fabric coefficient of p:rncabilily (AST741 D4491) shall be 0.24 cnJsec.
con
the constntdion oCfoumdmiuns'
minty 1 percent as determined in accordance with ASTM 0231 or C173.
1.2 It shall be the responsibility of the Contractor to identify mud relocate all existing utilities which
'Die
3.2 Qualities Required - As indicated in to table below:
4.0 'the fabric shall be non-w•or'cn with n minimum t ielmess (ASTM D5199) of 60 mils.
conflict with the proposed tooting locations shown on the plan. Contractor must call the
TABLE V-1
appropriate utility company at least 48 hours before any excavation to request exact field
5.0 Fabric shall not be placed overshorporangularrocksThat could fear orpmcturuit.
location of utilities, and coordinate removal and installation of all utilities with (he respective_
utility company.-
MALITIES REQUIRED
1 -ITEM !L -4z, UAll7.YRE UIRED 11 _121-:;;
6.0 Care should be exercised to prevent any puncturing or minute of the filler fabric. Should such rupture
AA.VTOCI- A
Tt olCament larli
occur the damaged area should be covered with a pitch of filter fbbdc using an overlap minimum or
13 The Sides of lit excavations Shall de cut t0 prevent Siding Or caving OI the materia) above Ii1C
C Nn sirt5t nqd rC n! $dws 4,ap0 1
one (1) foot.
footings.
I slog .inches 1 2- in.
1.4 Excavated material shall be disposed in accordance with the pian established by lite Engineer.
33 Maximum Size of Coarse Aggregates - Maximum size of coarse aggregates shall not be larger
than 19 mm (314 inches).
1.5 The foundations for the proposed bridge abutments have been designed for a act maxima.
allowable bearing pressure of 3,000 psf and a friction factor between lite concrete and
3.4 Rate of Hardening of concrete - Concrete mix shalt be adjwted to produce the required rate of
foundation soil of 0.4 as per the provided geotechnical recommendations front American
hardening for varied climatic conditions:
Engineering 'resting, Inc, A maximmn equivalent lateral fluid pressure of 45 psflfi with a
material unit weight of 120 pct has also been considered for the obu(ment bockfill material in
Under 40'F Ambient Temperaure- Accelerate calcine chloride at 21% is aceepubfe schen used
the design. The bearing capacity, friction factor and materia) properties shall be verified in the
within the recommendations of ACI.3068 "Cold WcathcrConcreting." Admixtures containing
field before construction. The evaluation and design of any foundation improvement required to
chloride ion in excess of l%by weight of admixture shall not be used in reinforced concrete.
achieve the above recommended hearing capacity, friction factor and material properties, and to
protect against frost and scour and settlement, is die responsibility of edicts than CDC
4.0 AIIXINGANDPLACING
Engineers A` Associates, Ltd. All recommendations in the project geotechnical report shall be
followed during construction.
4,1 Equipment - Ready Mix Concrete shall be used and shalt confomt to the "Specifications for
Reody-Mix Concrete," ASTM C-94. Approval is required prior to using job mixed concrete.
2.0 CONCRETE FOOTING DIMENSIONS
4.2 Propamtion - All work shall be in accordance with ACI -304, "Recommended Practice for
2.1 The footings shall be reinforced in accordance with the constmcfion drawings.
Measuring. Mixing, Tmnspordog find Placing Concrete." All construction debris and
extraneous matter shalt be removed train within the forts. Concrete shall be placed on clean
surfaces, free from nater. Concrete that has to be dropped four (4) feel or more shall be placed
through n hemie.
4,3 All concrete shall be consolidated by internal mechanical vibration immediately oiler
placement. Vibmnrs shall be or a size appropriate for the work, capable of transmitting
vibration to concrete at frequencies cruel less tun 4,500 impulses per minute.
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Pont Mann: r" VI -V17 Hnrded
Siyna:utw
Date 1 ? /Jct/13 Li:z sa # 18958
*CBC
Engineers
SPECIFICATIONS
oa„a
0y
ora,
CONTECH ENGINEERED SOLUTIONS, LLC
DJH
12!14118
Design of concrete Abutments
on Spread Footing Foundations for a
ayr, d
Data
sy
Proposed Pedestrian Bridge (574604)
Olsago, Minnesota
scab
Prgcch ora.AW.
-'I
GRAPHIC
CBC -21810.2
4 OF 4
OV
THE CONTRACTOR SHALL BE RESPONSIBLE FOR CALLING FOR LOCATIONS OF ALL OOv
EXISTING UTILITIES, THEY SHALL COOPERATE WITH ALL. UTILITY COMPANIES IN
MAINTAINING THEIR SERVICE AND/OFT RELOCATION OF LINES.
j,...' THE CONTRACTOR SHALL CONTACT GOPHER STATE ONE CALL AT 651-04-0002
AT LEAST 48 HOURS IN ADVANCE FOR THE LOCATIONS OF ALL UNDERGROUND
MIRES CABLES, CONDUITS, PIPES, MANHOLES, VALVES OR OTHER BURIED
STRUCTURES 8EiORE DIGGING. 1HE CONTRACTOR SHALL REPAIR OR REPLACE
THE ABOVE WHEN DAMAGED DURING CONSTRUCTION AT NO COST TO THE OWNER.
CALL BEFORE YOU DIG
�- GOPHER STATE ONE CALL
TWIN CITY AREA: 651-454-0002
TOLL FREE 1-800-252-1168
r - x663.50 i
875
870
865
860
as
650
845
EX B 10gFL'1� 1 !.
t
1
t
IdATGH NOTE:
ass .00 ' � '; 1' INSTALL 4' BLACK VINYL FENCE
` ! WITH TOP AND BOTTOM RAIL
,�o ON TOP OF WINGWALLS.
l t
Bridge PROFILE
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N
WAPM MME N FEET
N • CIVIL ENGINEERING a LANo PLANNING I aereoy oeru y mat Vne plan, specincanonrmuucui mu;
CAMPION or report has been prepared by me or /� PEDESTRIAN BRIDGE
1600 Pioneer Creek Cente. under my direct supervision and that
If
s Guadian RIVERVIEW LANDING
ENGINEERING P.O. Box 249 i am a du Ilcenaed Professional Engineer c PLAN & PROFILE 16-017
Maple Plain, MN 55359 under the la of a State of Minnesota. Angels GUARDIAN ANGELS SENIOR SERVICES
SERVICES, INC. Phone: 763-479-5172 vT DATE:
Fax 783-479-4242 AA 07/23/2018 RJllpAVleMR OTSEGO MN SHEET N0. 1 OF 1 07/23/2018
E -Mall: moamplonOcomplmeng.eom Martln P. m ion Lio 19901 Date: --
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N • CIVIL ENGINEERING a LANo PLANNING I aereoy oeru y mat Vne plan, specincanonrmuucui mu;
CAMPION or report has been prepared by me or /� PEDESTRIAN BRIDGE
1600 Pioneer Creek Cente. under my direct supervision and that
If
s Guadian RIVERVIEW LANDING
ENGINEERING P.O. Box 249 i am a du Ilcenaed Professional Engineer c PLAN & PROFILE 16-017
Maple Plain, MN 55359 under the la of a State of Minnesota. Angels GUARDIAN ANGELS SENIOR SERVICES
SERVICES, INC. Phone: 763-479-5172 vT DATE:
Fax 783-479-4242 AA 07/23/2018 RJllpAVleMR OTSEGO MN SHEET N0. 1 OF 1 07/23/2018
E -Mall: moamplonOcomplmeng.eom Martln P. m ion Lio 19901 Date: --
8
LEAN IN Ye" 3
�• ATTACH PLAQUE W/
` 6,000 LB VEHICLE
t LOAD LIMIT AND
SERIAL NO.
"674604-10". (1)
PLAQUE EACH END
OF BRIDGE.
_ .
T7'-6"
I
f
GENERAL NOTES
TYP TOP &
HAUNCH 1ST INT. ALL DI/
VERTICAL TYP BOTH
ENDS OF BRIDGE 3
SEE DETAIL '
1. DESIGN STRESSES ARE IN ACCORDANCE WITH THE MANUAL OF STEEL
CONSTRUCTION, FOURTEENTH EDITION, AS ADOPTED BY THE AMERICAN
INSTITUTE OF STEEL CONSTRUCTION (RISC).
2. BRIDGE MEMBERS ARE FABRICATED FROM HIGH STRENGTH, LOW ALLOY,
ENHANCED ATMOSPHERIC CORROSION RESISTANT ASTM A847 COLD -FORMED
WELDED SQUARE AND RECTANGULAR TUBING, AND ASTM A588, ASTM A'606, OR
ASTM A242 PLATE AND STRUCTURAL SHAPES (Fy=60,000 PSI).
3. CONCRETE DECK: GALVANIZED FORM DECK SUPPLIED BY CONTECH.
CONCRETE, REINFORCING, AND EXPANSION MATERIAL SUPPLIED BY OTHERS.
SEE CONCRETE DECK SHEET,
4.THE GAS METAL ARC WELDING PROCESS OR FLUX CORED ARC WELDING
PROCESS WILL BE USED. WELDING TO BE IN ACCORDANCE WITH AWS D1.1.
5.ALL TOP AND BOTTOM CHORD SHOP SPLICES TO BE COMPLETE PENETRATION .
TYPE WELDS. WELD BETWEEN TOP CHORD AND END VERTICAL SHALL BE AS
DETAILED.
6.UNLESS OTHERWISE NOTED, WELDED CONNECTIONS SHALL BE FILLET WELDS
(OR HAVE THE EFFECTIVE THROAT OF A FILLET WELD) OF A SIZE EQUAL TO THE
THICKNESS OF THE LIGHTEST GAGE MEMBER IN THE CONNECTION. WELDS
SHALL BE APPLIED AS FOLLOWS:
A. BOTH ENDS OF VERTICALS, DIAGONALS, AND FLOOR BEAMS SHALL BE
WELDED ALL AROUND.
B. BRACE DIAGONALS WILL BE WELDED ALL AROUND.
C.MISCELLANEOUS NON-STRUCTURAL MEMBERS (DEFINED AS MEMBERS
WITH CONNECTION WELDS NOT SPECIFICALLY DETAILED) WILL BE STITCH
WELDED TO THEIR SUPPORTING MEMBERS, BUTT WELDED AT SHOP SPLICE
LOCATIONS, AND ARE TO BE EXEMPT FROM THE REQUIREMENTS OF AWS
D1.1.
7. BRIDGE DESIGN WAS ONLY BASED ON COMBINATIONS OF THE FOLLOWING
LOADS WHICH WILL PRODUCE MAXIMUM CRITICAL MEMBER STRESSES.
A.100 PSF UNIFORM LIVE LOADING ON THE FULL DECK AREA OR ONE 6,000 LB
VEHICLE LOAD, THE UNIFORM LIVE LOAD SHALL BE REDUCED TO 74 PSF
FOR THE DESIGN OF THE MAIN TRUSS MEMBERS ONLY. THE LOAD SHALL BE
DISTRIBUTED AS A FOUR-WHEEL VEHICLE WITH 60% OF THE LOAD ON THE
REAR WHEELS. THE WHEEL TRACK WIDTH OF THE VEHICLE SHALL BE 4'-0"
AND THE WHEEL BASE SHALL BE V-0". THE VEHICLE SHALL BE POSITIONED
SO AS TO PRODUCE THE MAXIMUM STRESSES IN EACH MEMBER, INCLUDING
DECKING.
B.40 PSF ULTIMATE WIND LOAD ON THE FULL HEIGHT OF THE BRIDGE, AS IF
ENCLOSED.
C.20 PSF UPWARD FORCE APPLIED AT THE WINDWARD QUARTER POINT OF
THE TRANVERSE BRIDGE WIDTH (AASHTO 3.16.3).
8. CLEANING: ALL EXPOSED SURFACES OF STEEL SHALL BE CLEANED IN
ACCORDANCE WITH STEEL STRUCTURES PAINTING COUNCIL SURFACES
PREPARATION SPECIFICATIONS NO.7 BRUSH-OFF BLAST CLEANING.
SSPC-SP7-LATEST EDITION, EXPOSED SURFACES ARE DEFINED AS THOSE
VISABLE FROM THE BRIDGE DECK OR FROM OUTSIDE THE BRIDGE. FLOOR
BEAMS, BRACE DIAGONALS, INSIDE & BOTTOM OF SIDE DAMS, AND INSIDE FACE
OF BOTTOM CHORDS WILL NOT BE BLASTED.
(BRIDGE LENGTH)
120'-0"
66'-3" 3'-9" 60'-0"
OF B LTED FIELD SP6KEINCRETE DECK
TYP TOP & BOTTOM 14 11 (BY OTHERS)
{ALL DIAGONALS 6 iD
SEE DETAIL e 3 4 4 I 70P CHORD VERTICAL DIAGONAL
3
M'!/18 ILFORM DECK FLOOR BEAM
.s 8/18 D? 12 3,V4" DEAD LOAD CAMBER
4 BOTTOM CHORD
7 BAYS AT T-6" = 52'-6" 7 BAYS AT 7'-6" = 62'-6" 7'-6%e'
A BRIDGE ELEVATION
6
3
SPACING OF SAFETY " SHOP NOTE: MIDBAY
SYSTEM PRODUCES SUPPORTS ARE
OPENINGS OF LESS REQUIRED FOR THE
THAN 4" SAFETY SYSTEM. USE 4
FLT 1 x 1/2.
@ o, MIDBAY SUPPORT
W iV
SAFETY RAIL
a S: I
m "' VERTICAL
SCHEDULE OF MEMBERS
TOP CHORD
HSS 8 x 6 x %
BOTTOM CHORD
HSS e x 6 x %
VERTICAL
HSS 6 x 6 xy
END VERTICAL
HSS 8 x 6 x
DIAGONAL
HSS 4 x 3 xy Q
BRACE DIAGONAL
HSS 3 x 3 x %e
FLOOR BEAM
W 12 x 26
END FLOOR BEAM
W 12 x 26
TOE RAIL
C4 x 1 x 10 GA (R.F.)
SIDE DAM
6 x 4 x 1 x 10 GA (R.F.)
SAFETY RAIL
L 1 Ya x 1 Y4 x y
(1) USE HSS 6x5xYEND 2BAYS, HSS 5x3xy3RD &
4TH BAYS, DOUBLE MITER ALL DIAGONALS.
BOTTOM CHORD
� FORM DECK
DIAGONAL 6" CONCRETE DECK
(BY OTHERS)
TOE RAIL
I SIDE DAM fir
.i I TMP �
BRACE DIAGONAL--/ \- FLOOR BEAM
1 BRIDGE SECTION
2
LEAN OUT 1 Y/"
TYP TOP & BOTTOM
WELD UNDER END 2
BAY DIAGONALS IS
REQUIRED
I hereby certify that this plan, specification, or report was
prepared by me or under my direct supervision and that I
am a duly Licensed Professional Engineer under the
laws of the State of Minnbsota.
Print Name: MICHAEL J. HEMANN
Signature: z4zEK=== —
Date 11/16/2018License# 48743
CONTECH
CONTRACT
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PROlEOTNa.:
CERTIFIED 574604
:FABRICATOR SHEET:
inn
10
1 OF 5
E=1
CONCRETE
ABUTMENT
(BY OTHERS)
6" CONCRETE DECK
(BY OTHERS)
rSIDE DAM /'BOTTOM CHORD
2
2 DECK LEVEL
FRAMING LEVEL BRACING LEVEL
BRIDGE PLAN VIEW
BRACE DIAGONAL LAYOUT
END VERTICAL SAFETY RAIL
TOE RAIL
END FLOOR BEAM SIDE DAM
10 FORM DECK
6
BOTTOM CHORD
(WEEP LOW ENDS)
11 1/2" x 1'-1" x 3/4" IE
W/ (2) 16/16" x 3"
�I SLOTTED HOLES
111/2" x 1'-1" x 6/8" IE
CONCRETE W/ (2)1 6/16" DIA HOLES
ABUTMENT (BY OTHERS) T' NON -SHRINK GROUT
(BY OTHERS)
(2)1" DIA ASTM F1664 GRADE 36 (MIN
GRADE) GALVANIZED ANCHOR RODS W/ (2)
NUTS AND (1) 2 1/2" O.D. WASHER EA. BOTH
NUTS TIGHT FIXED END ONLY.
1 y"
GAP
3"
END VERTICAL -
-FLOOR BEAM
END FLOOR BEAM
1
CONCRETE
ABUTMENT
(BY OTHERS)
i
1/4 TMP TVP)__.
TYP
CONTRACTOR OWNER NOTE:
CONTECH ENGINEERED
SOLUTIONS DOES NOT
SUPPLY ANCHOR RODS,
NUTS OR WASHERS.
120'-0" 120'4"
(BRIDGE LENGTH)—� (BACKWALL TO BACKWALL)
42" 4y„
P 863.66 ELEV.
-6" P _ 861.14 ELEV.
861.64 ELEV.
859.2 ELEV.
LL
N -rillW
sie TMP Q ANCHOR BOLT ELEVATION
—BRACE
I DIAGONAL
3 \ 1
2
2 BEARING PLAN VIEW
2 — —
3Q_BEARING ELEVATION
2
SAFETY RAIL
TOE RAIL
SIDE DAM
FORM DECK•
Al—
BOTTOM CHORD
(WEEP LOW ENDS)
COMBINE REACTIONS AS PER LOCAL OR
GOVERNING BUILDING CODES AS REQUIRED
(8) 01" ASTM F1664 GRADE 36
GALV. ANCHOR RODS W/(2)
NUTS AND (1) 21/2" O.D. z
WASHER EACH. (BY OTHERS)
m
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(I)DOES NOT INCLUDE WEIGHT OF CONCRETE DECK PLAN
@ INCLUDES WEIGHT OF CONCRETE DECK
END VERTICAL
END FLOOR BEAM
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DATE.
9/21/2018
(BY OTHERS) EXPANSION BEARING
ff
SEE DETAIL Signature:
GRAN
(2) V DIAASTM F1554 GRADE 36 (MINt-9"1\DESIGNED:
GRADE) GALVANIZED ANCHOR RODS W/ 11/16/2018 48743
Date License # CHECKED:
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(2) NUTS AND (1) 21/2" O.D. WASHER EA.
TOP NUT TIGHT, BOTTOM NUT FINGER
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END VERTICAL SAFETY RAIL
TOE RAIL
END FLOOR BEAM SIDE DAM
10 FORM DECK
6
BOTTOM CHORD
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11 1/2" x 1'-1" x 3/4" IE
W/ (2) 16/16" x 3"
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111/2" x 1'-1" x 6/8" IE
CONCRETE W/ (2)1 6/16" DIA HOLES
ABUTMENT (BY OTHERS) T' NON -SHRINK GROUT
(BY OTHERS)
(2)1" DIA ASTM F1664 GRADE 36 (MIN
GRADE) GALVANIZED ANCHOR RODS W/ (2)
NUTS AND (1) 2 1/2" O.D. WASHER EA. BOTH
NUTS TIGHT FIXED END ONLY.
1 y"
GAP
3"
END VERTICAL -
-FLOOR BEAM
END FLOOR BEAM
1
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ABUTMENT
(BY OTHERS)
i
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TYP
CONTRACTOR OWNER NOTE:
CONTECH ENGINEERED
SOLUTIONS DOES NOT
SUPPLY ANCHOR RODS,
NUTS OR WASHERS.
120'-0" 120'4"
(BRIDGE LENGTH)—� (BACKWALL TO BACKWALL)
42" 4y„
P 863.66 ELEV.
-6" P _ 861.14 ELEV.
861.64 ELEV.
859.2 ELEV.
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—BRACE
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2 — —
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2
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TOE RAIL
SIDE DAM
FORM DECK•
Al—
BOTTOM CHORD
(WEEP LOW ENDS)
COMBINE REACTIONS AS PER LOCAL OR
GOVERNING BUILDING CODES AS REQUIRED
(8) 01" ASTM F1664 GRADE 36
GALV. ANCHOR RODS W/(2)
NUTS AND (1) 21/2" O.D. z
WASHER EACH. (BY OTHERS)
m
CHECK DIAGONAL
MEASUREMENTTO
VERIFY SQUARENESS
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`L" _ LONGITUDINAL LOAD EACH BASE PLATE (4 PER BRIDGE)
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--+•.–(qINSIDE BOLTTOC{ 6" 41/2" �
02 BRIDGE FINAL WEIGHT: 93,700 LBS INSIDE BOLT)
(I)DOES NOT INCLUDE WEIGHT OF CONCRETE DECK PLAN
@ INCLUDES WEIGHT OF CONCRETE DECK
END VERTICAL
END FLOOR BEAM
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1" NON -SHRINK GROUT Print Name: MICHAEL J. HEMANN
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DATE.
9/21/2018
(BY OTHERS) EXPANSION BEARING
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SEE DETAIL Signature:
GRAN
(2) V DIAASTM F1554 GRADE 36 (MINt-9"1\DESIGNED:
GRADE) GALVANIZED ANCHOR RODS W/ 11/16/2018 48743
Date License # CHECKED:
MJH
TJW
APPROVED:
(2) NUTS AND (1) 21/2" O.D. WASHER EA.
TOP NUT TIGHT, BOTTOM NUT FINGER
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TO BE PARTIAL PENETRATION WELDS.
r4-), WELD DETAIL
2,3
s WELD DETAIL
1
TOP CHORD
(WEEP LOW ENDS)
AGONAL
2" LOSS DIMENSION TO BE DETERMINED IN
ACCORDANCE ION
AWS DIA -TABLE 2.0
5 WELD DETAIL
1
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A SHOP LEAN DIAGRAM
V.
OR
V.OR % Ya DIAGONAL OR VERTICAL
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BE BUILT UP IN ORDER CHORD
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1
-►1- 5'-0" TYP -4-•-
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8" x 6" x 11 GA STAINLESS
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6" x 6" x 3/32" TEFLON BONDED TO
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6" x 6" x 10 GA PLATE TACK
BOTTOM OF TOP PLATE
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2X" 3" 6"
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DRAWN:
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PATENT PENDING,
0261755
11 TOP CHORD SPLICE DETAIL
1
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MATERIAL (PER SPLICE)
(24) 01" x 21/2" LONG ASTM
A325 T3 BOLTS & DH3 A663
NUTS
(2) 6" x 3/4" x V-2" ASTM A588
PLATES
y (4) 2 9/16" x 1/4" x 1'-6" ASTM
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-2,-2„ 2.,
TYP TY=PTYP
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3116 V 1/2 (TYP SPLICE DESIGN
PATENT PENDING,
0281755
12 BOTTOM CHORD SPLICE DETAIL
1
ALL SPLICE BOLTS & NUTS TO BE
ROTATIONAL CAPACITY TESTED FROM
THE MANUFACTURER & TIGHTENED IN
ACCORDANCE WITH THE RCSC
TURN -OF -NUT PROCEDURE,
iv HSS4x3x1/4
MATERIAL (PER SPLICE)
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13 DIAGONAL SPLICE DETAIL
1
TOP. CHORD -
MATERIAL (PER SPLICE)
DIAGONAL
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(4) 10 GA. x 2'-6" LONG ASTM
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A606 ROLL FORMED
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CAPTURE PLATES
(2) 1" SQ BAR
QUALITY ASSURANCE NOTES
1. ALL WELDS TO BE VISUALLY INSPECTED.
OF BRIDGE.
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SECTION ELEVATION
DIAGONAL
(INSIDE OF TRUSS)
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Print Name: MICHAEL J. HEMANN
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Signature: -_L�G'V `�' L
Date 11/16/2018; License# 48743 CHECKED:
CONTECH «nQ PROJECT
CONTRACT @� NCERTIf1ED
DRAWN:
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674604
SEQUENCEf
10
DRAWING n e aFABRICATOR SHEET.
4 5
8'-0"
8-- — — — 6 — — — — —
6" x %" PLATE WITH %e' x %" LONG
SLOTTED HOLES AT 2'-0" O.C. MAX 1'•0" 2'•0" 2'-0" 2' 0"
M�
END DAM PLATE
L5x3xY WEATHERING STEEL
ANGLE WITH %" 0 HOLES AT 2'-0"
O.C. MAXIMUM
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ANGLE WITH %" 01 HOLES AT T-0"
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ROUND OVER SHARP EDGES
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SLOTTED HOLES AT 2'-0" O.C, MAX
M
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COVER PLATE ASSEMBLY (TYP. EACH END) -
Y2" 0 x 4" LONG ZINC COATED
CARRIAGE BOLT WITH WASHER
AND NUT
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WITH CARRIAGE BOLT
CONCRETE DECK
(BY OTHERS)
8"
STEEL DECK
END FLOOR BEAM
CONCRETE ABUTMENT
(BY OTHERS)
COVER PLATE DETAIL (TYP BOTH SIDES)
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Print Name: MICHAEL J. HEMANN
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DATE:
Signature: '—"
9/21/2018
DESIGNED:
DRAWN:
11/16/2018 48743
Date License #
MJH
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CHECKED:
APPROVED:
PROJECT
CONTRACT
CONTECH ON=
DRAWING SHEET:
MJH
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No.:
574604
SEGUENCEI
10
1
6 OF 5
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3"-
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1 W -D°
* CONTROL JOINT LENGTH (4) SHEETS AT 2'-6"
iv 16'-0" MAX TO q OF FLOOR BEAMS) WIDE FORMDECK
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SIZE
HOOK
X
SPLICE
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6"
19'1
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8"
25"
16
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J
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#6 1
10" 1
37"
2"�., PROVIDE STANDARD N
HOOK AT THE ENDS OF
ALL LONGITUDINAL BARS
(MAIN REINFORCEMENT)
CONTRACTOR NOTE: REBAR
LENGTHS OF REBAR
DO NOT INCLUDE
HOOK LENGTHS
OF FLOOR
BEAM
161-61,--H
OVER A FASTENER EVERY OTHER FLUTE
BOTTOM CHORD OVER LAP AT DECK SUPPORT & AT FLOOR
OR SIDE DAM LAP BEAM LOCATIONS
OF FLOOR A FASTENER AT 3'-0" O.C. MAX
BEAM SPACING AT LONGITUDINAL SHEET
CONTROL JOINTS FORM DECK LAPS & AT EXCESSIVE OVERLAPS
DECK SLAB LAYOUT
SHIPPED LOOSE FOR FIELD
OF FLOOR OF FLOO�INSTALLATION Q SPLICE
OF FLOOR OF FLOOR
BEAM BEAM OF OR OF FLOOR
BEAM BEAM
—►i 'rte 24'-0"^i
24'-0" 24'-0"
FORMDECK LAYOUT
NOTE:
IF SPLICE IS REQUIRED IN LONGITUDINAL
REBARS, LAP SPLICE LENGTH WILL BE AS
SHOWN, STAGGER SPLICED REBAR EVERY
OTHER LONGITUDINAL BAR AND LOCATE AT
Y DISTANCE BETWEEN FLOOR BEAMS.
LENGTH (INCHES)
BAR
SIZE
HOOK
X
SPLICE
#3
6"
19'1
#4
8"
25"
#6
9"
31"
#6 1
10" 1
37"
THE TABLES SHOWN ARE FOR fc = 4,000
PSI (MINIMUM) AND fy = 60,000 PSI
SPLICE -►I
O
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STANDARD SPLICE AND HOOK LENGTH DETAILS
NORMAL WEIGHT CONCRETE (160 PCF)
9„
Yz" EXPANSION JOINT MAT'L. CUT
rBOTTOM EDGE TO MATCH FORM
DECK PROFILE (BY OTHERS)
2, / CONCRETE DECK
TYP (BY OTHERS)
REBAR
REBAR
FORM DECK
END FLOOR BEAM
16 EXPANSION JOINT
6
CONCRETE 1'-0" Y" DEEP TOOLED
DECK (BY CONTROL JOINT, FILL
OTHERS) W/ MASTIC SEALER
REBAR —� ��--- REBAR
FLOOR BEAM FORM DECK
18 CONTROL JOINT
6
6" CONCRETE DECK #4 REBAR ® 6"
(BY OTHERS) O.C. (CENTERED
FORM DECK OVER FLUTES)
#4 REBAR
Q 1'-011 O.C.
to
— =
DECK & CONCRETE NOTES
1. GALVANIZED FORM DECK SHALL BE CANAM STEEL DECK UF2X-20 GAGE:
FORM DECK WILL BE SHOP ATTACHED TO'FLOOR BEAMS WITH #12-24 X 1 1/4'
SELF -DRILLING FASTENERS WITH V O.D. WASHERS OR 1" X 3/16" POWER
ACTUATED FASTENERS.
2. BAR REINFORCEMENT SHALL BE GRADE 60 MINIMUM AND CONFORM TO THE
REQUIREMENTS OF ASTM A 616.
3. CONCRETE DECK AND REINFORCING TO BE AS SHOWN ON DRAWINGS AND TO
BE FURNISHED AND INSTALLED BY OTHERS. THE COMPRESSIVE STRENGTH
OF THE CONCRETE (fc) MUST BE A MINIMUM OF 4,000 PSI (28 DAY STRENGTH).
BRIDGE IS DESIGNED FOR REGULAR WEI13HT (150 PCF) CONCRETE WITH A
MAXIMUM AGGREGATE SIZE OF 3/4". INSTALL BRIDGE PRIOR TO POURING
CONCRETE.
4. CONCRETE COVER OF 2 1/4" ABOVE LONGITUDINAL REINFORCEMENT SHALL
BE STRICTLY MAINTAINED.
6. CONCRETE DESIGN, QUALITY, MIXING,i AND PLACING SHALL BE IN
ACCORDANCE WITH BUILDING CODE REQUIREMENTS FOR STRUCTURAL
CONCRETE ACI 318-08 AND SPECIFICATIONS FOR STRUCTURAL CONCRETE ACI
301-06.
6. COMPRESSION TEST SPECIMENS SHALL BE TAKEN DURING CONSTRUCTION
TO INSURE COMPLIANCE WITH CONCRETE STRENGTH REQUIREMENTS.
EVALUATION. AND ACCEPTANCE OF THE COMPRESSIVE STRENGTH OF
CONCRETE SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF ACI
318-08, CHAPTER 5 "CONCRETE QUALITY, MIXING, AND PLACING." ALL
CONCRETE WHICH FAILS TO MEET THE ACI REQUIREMENTS IS SUBJECT TO
REMOVAL AND REPLACEMENT AT THE COST OF THE CONTRACTOR.
7. THE CONTRACTOR MUST EXERCISE CARE TO CONTROL TRAFFIC AND
STORAGE OF MATERIALS ON THE FORM DECK BEFORE POURING THE SLAB.
SPANS MUST BE PLANKED OR OTHERWISE PROTECTED AGAINST DAMAGE
FROM WORKERS WALKING ON THE MATERIAL, CONSTRUCTION TRAFFIC AND
CONCRETE PLACING EQUIPMENT.
THESE SPECIFICATIONS SHALL BE THE MINIMUM REQUIREMENTS FOR THE
BRIDGE DECK SLAB. MORE STRINGENT REQUIREMENTS SPECIFIED BY LOCAL
GOVERNING BODIES MAY BE APPLICABLE,
CAUTION:
WE ARE PROVIDING STAY-IN-PLACIORM DECKING TO ACCEPT
A CONCRETE DECK ON THIS STRUC!fU13E IN ACCORDANCE WITH
THE SPECIFICATIONS AND/OR THE CONTRACT DOCUMENTS. BE
AWARE THAT MOST PEDESTRIAN BRIDGE LIABILITY CLAIMS ARE
STATISTICALLY SLIP AND FALL CLAIMS. IT IS THE OWNER'S
AND/OR THE CONCRETE INSTALLER'S RESPONSIBILITY TO
PROVIDE A NON-SKID FINISH ON THE CONCRETE DECK. WE
RECOMMEND, AS A MINIMUM, A ROUGHENED BROOM FINISH BE
USED ON ALL DECK SURFACES.
17 TYP SLAB REINFORCEMENT DETAIL
6 fc = 4,000 PSI (MINIMUM 28 DAY STRENGTH)
GRADE 60 REINFORCING Qy = 60,000 PSI) I hereby certify that this plan, specification, or report was
prepared by me or under my direct supervision and that I
am a duly Licensed Profel;sional Engineer under the
laws of the State of Minnesota,
Print Name: MICHAEL J. HEMANN _
Signature: �,.
Date 11/16/2018 License# 48743
CONTECH
CONTRACT
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PROJECT No.:
SEQUENCENo:
674604
10
SHEET.
R OF ri
AGREEMENT BETWEEN THE CITY OF OTSEGO AND EVANS PARK, INC. REGARDING SHARED
IMPROVEMENT COSTS WITHIN OUTLOT A, OTSEGO WATERFRONT EAST
THIS AGREEMENT made this 25th day of February, 2019 by and between the City of Otsego (CITY), a
Minnesota municipal corporation and Evans Park, Inc. (EVANS), a Minnesota nonprofit corporation.
WHEREAS, EVANS had previously agreed to construct improvements including a pedestrian crossing of
that storm water basin located on OUTLOT A, OTSEGO WATERFRONT EAST adjacent to property owned
by EVANS upon which it has constructed a senior living campus identified as RIVERVIEW LANDING; and
WHEREAS, EVANS has met with CITY staff and has explored the possibility of upgrading the proposed
pedestrian crossing from a box culvert to a steel pedestrian bridge; and
WHEREAS, the upgrade from a box culvert crossing to steel pedestrian bridge will increase the cost of
construction by an estimated $117,705.00; and
WHEREAS, both EVANS and the CITY believe that the upgrade will mutually benefit the parties and add
to the attractiveness of RIVERVIEW LANDING and the CITY park on which the pedestrian bridge will be
located; and
WHEREAS, EVANS and The CITY have agreed to split equally the costs of the upgrade from a box culvert
to a steel pedestrian bridge.
NOW, THEREFORE IT IS AGREED BETWEEN THE PARTIES AS FOLLOWS:
1. EVANS and CITY shall equally share the final cost of the upgraded steel pedestrian bridge
estimated to be $117,705.00. The Final cost of the upgrade shall be determined after actual
construction of the steel pedestrian bridge. The actual final cost minus the estimate for the box
culvert ($111,306.00) shall be divided evenly between the parties.
2. CITY agrees to initially fund the additional costs for the upgrade. Upon completion of the Project
CITY will determine the actual final construction costs for the upgrade to the project and will
transmit that information to EVANS in the form of an invoice.
3. EVANS agrees to pay the invoice for the upgrade costs to the CITY in equal annual installments
over a three-year period commencing upon receipt of the invoice. No interest will accrue on the
upgrade costs.
4. CITY may utilize any and all legal remedies available to it under the City Code or State statutes to
recover any costs not paid under this Agreement including legal or administrative costs incurred
as the result of non-payment. Said remedies include assessment of unpaid costs against the
EVAN's property.
Dated:
EVANS PARK, INC.
By:
Its
Dated:
CITY OF OTSEGO
Tom Darkenwald, Acting Mayor
Tami Loff, City Clerk