WASHINGTON ENGINEERING & ARCHITECTURE, INC. 1301 …...1.Construction entrances. 1.1.The entrance shall be maintained in a good condition which will prevent tracking or flow of mud

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PROJECT LOCATION MAP

DRAWING INDEX

CS COVER SHEET

CIVILC0.1 SPECIFICATIONS SHEET

C1.0 EXISTING GRADE PLAYGROUND

C1.1 FINISH GRADE SWPP PLAN

C2.0 OVERALL FINISHED GRADE PLAN

C2.1 ENLARGED FINISHED GRADE PLAN - EAST

C2.2 ENLARGED CUT-FILL PLAN - EAST

C2.3 ENLARGED FINISHED GRADE PLAN - WEST

C2.4 ENLARGED CUT-FILL PLAN - WEST

C3.0 STAIR SECTIONS AND DETAILS SHEET

5541 Locust St.

Augusta, MO 63332

PLAYGROUND IMPROVEMENTSSCHOOL DISTRICT OF WASHINGTON

Remember!

Call Before You Dig!

1-800-DIG-RITE

(1-800-344-7483)

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Existing Conditions1. Underground facilities, structures and utilities have been plotted from

available surveys and records and therefore their locations must be consideredapproximate. There may be others, the existence of which is at present notknown. Verification of the locations of the underground utilities shown or notshown will be the responsibility of the construction contractor.

Safety1. Contractor shall be solely responsible for all excavation procedures.2. Contractor shall provide, erect, and maintain all safeguards required by

national, state, and local ordinances for the protection of workers and thepublic.

3. Excavation procedures shall comply with OSHA standards.Grading1. Elevations shown are to Finish Grade Surfaces. Grade as required to achieve

the surface elevation shown.2. Match existing elevations at property lines or street curbs as shown.3. No blasting is permitted without written permission from the engineer.4. Maximum fill slope shall be 3:1. Minimum cut slope shall be 3:1.Seeding

1. Seed and/or landscape all disturbed areas suitable for vegetation. Fertilize,mulch, and water as necessary to facilitate growth.

1.1. Vegetation growth must achieve 90% coverage prior to removal ofBMP's. Once growth is achieved Contractor is responsible for removalof BMP's and reseeding of disturbed areas from removal.

Quantities1. It is the responsibility of the contractor to verify all quantities.

SWPPP Specifications1. It shall be the contractor's responsibility to maintain control of the entire

construction operation and to keep the entire site in compliance with thisstorm water pollution prevention plan.

2. The contractor shall construct and maintain erosion sediment control measures in accordance with epa best management practice (bmp), stormwater pollution prevention plan (swppp) and "protecting water quality" fieldguide for development sites in Missouri and Kansas.

3. An individual shall be designated by the contractor as responsible forenvironmental matters. This individual shall have a thorough anddemonstrateable knowledge of the site's swppp, and sediment and erosioncontrol practices in general. The individual is responsible for periodicallyinspecting all bmp's in accordance with the inspection section of these notes.

4. The contractor is responsible for monitoring & maintaining the bmps prior to,during, and after rain events.

5. Disturbed areas: where soil disturbing areas cease in an area for 14 days ormore, the contractor shall construct bmps to establish interim stabilization.Interim stabilization shall consist of well established and maintained bmpsthat are reasonably certain to protect waters of the state from sedimentpollution over an extended period of time. This may require adding morebmps to an area than is normally used during daily operations. These bmpsused must be suited to the area disturbed, taking into account the number ofacres exposed and the steepness of the slopes.

6. Roadways: all efforts should be made to prevent the deposition of earth andsediment onto roadways through the use of proper bmps. Where sedimentspresent on roadways they must be cleaned immediately and any inlets alongor on roadway must be protected with proper bmps.

7. The site contractor shall maintain effectiveness and structural integrity of thebmp for the life of the construction project. All temporary erosion andsediment control structures shall be removed once construction is completedand the site is stabilized.

Goodhousekeeping Guidelines1. No waste shall be buried on site.2. Installation of containment berms and use of drip pans at petroleum product

and liquid storage tanks and containers.3. Concrete wash water shall not be allowed to flow into storm sewers, streams,

ditches, or lakes. A sump or pit shall be constructed to contain concrete washwater.

4. If substances such as oil, diesel fuel, hydraulic fluid, antifreeze, etc. Arespilled, leaked, or released into the soil, the soil shall be dug up anddisposed of at a licensed sanitary landfill.

Site Inspection Reports and Responsibility1. The contractor is responsible for executing the storm water pollution

prevention plan and providing the necessary measure to comply with allstate and location regulation pertaining to water quality protection.

2. The contractor is responsible for implementing new bmps as required due todaily operations.

3. Site inspection reports: the contractor shall conduct regularly scheduledinspections at lease once per seven calendar days. These inspections shall beconducted by the person responsible for environmental matters at the site.All bmps and storm water outfalls shall be inspected for evidence of erosionor sediment deposition. Any structural or maintenance problem shall benoted on an inspection report and corrected within severn calendar days ofthe inspection. If rainfall is imminent correction to occur prior to rainfall. Ifweather conditions make it impossible to correct the problem within sevendays, a detailed report, including pictures, must be filed with the inspectionreports.

4. A log of each inspection and copy of the inspection report must be retainedon the construction site while on-site construction workers are present, andmade available upon request. The reports shall include the followingminimum information: inspectors name, date of inspection, observationsrelative to the effectiveness of the bmp, actions take if necessary, listing ofareas where land disturbance operations have permanently or temporarilystopped. The report shall be signed by the person designated in the swpppto conduct the inspection.

Best Management Practices1. Construction entrances.

1.1. The entrance shall be maintained in a good condition which will preventtracking or flow of mud onto existing paving.

2. Silt fence.

2.1. A fence constructed of woven filter fabric and wire mesh stretchedbetween posts and entrenched in the ground designed to pondstormwater runoff and cause sediment to settle out.

3. Inlet protection.

3.1. A barrier of waddles, silt fence, or straw bails braced around an inletdesigned to prevent sediment from entering the storm sewer. Shallowtemporary ponding during and after rainfall should be expected.

3.2. Contractor to use Blackhawk inlet filter mat or an approved equal forall grate inlet drains located on the site.

STORM WATER POLLUTION PREVENTION NOTES

Submit concrete mix designs, product data for steel reinforcement, and forproprietary materials such as joints sealants, expansion joints, curing compoundsand coatings for review & approval by Engineer-of-Record. Do not proceedconstruction until submittals have been approved.

ASTM C150, Type I unless noted. Tabulated value is allcementitious materials including fly ash when permitted.

Limit use of Supplementary Cementitious Materials per ACI 318.Limit fly ash to 15% of the cemetitious material by weight.

Prohibited

All flatwork shall contain a water reducing admixture.

As tabulated below, 8" max after mid-range or high-rangeadmixture is added to concrete with 2" to 4" slump.

Limits

Exterior Concrete 4000 540 0.45 4 6%

Placement

Support and space all reinforcement with the necessaryaccessories and securely fastened in place prior to concreteplacement.

Joint Dowels

Comply with ASTM C94.

Hot Weather

ACI Report 305R-99 "Hot Weather Concreting"Maintain concrete temperature below 90 degree F at timeof placement.

Cold Weather

ACI Report 306R-88 "Cold Weather Concreting"Cold weather conditions exist when the air temperature has

fallen to/or is expected to fall below 40 degrees Fahrenheit(°F). Concrete as mixed shall have a minimum temperature of60 °F. Following placement maintain the concrete surfacetemperature at a minimum of 55 °F for a minimum of 72 hours.

Elevation 3/8"

Thickness Plus 3/8", minus 1/4"

Surface

Gap below 10 foot long, unleveled straightedge not to

exceed 1/8" in longitudinal direction nor 1/4" in transversedirection.

FrequencyOne composite sample per day for each 50 cy or fractionthereof.

Slump

ASTM C 143, one test at point of placement for eachcomposite sample and when concrete consistency appearsto change

Air ASTM C 231, one test for each composite sample.

Temperature ASTM C 1064, one test for each composite sample.

Strength Tests

ASTM C 31, Mold and standard-cure one set of four standardcylinder specimens for each composite sample.

ASTM C 39, test 1 specimen at 7 days and 2 specimens at 28

days, 1 @ direction of Structural Engineer.

ASTM A615, Grade 60, smooth steel bars

ConcreteConstructions

28-dayStrength

psi

MinCement

Lb/cyW/CRatio

Slump± 1"

Joint Sealant

Joint Backer Rod

Cure & Sealer

Type: ASTM C-920, Type M, Grade NS, Class 25, Use TProduct: MasterSeal NP 2, by BASF Corporation ASTM C-920, Type S, Grade P, Class 25, Use TProduct: MasterSeal SL 2, by BASF CorporationColor: Match pavement.

ASTM D 1751, HOMEX 300, by Homasote

ASTM D 5249, Type 1, closed cell polyethylene

EXTERIOR FLATWORKType: Penetrating concrete treatmentProducts: SCP 327 by Spray-LockApplication: Apply flood coat per manufacturer's writtendirections immediately after finishing & when surface cansustain foot traffic.

Rigid Joint Fillers

CAST-IN-PLACE CONCRETE

Submittals

Concrete Mix

Concrete Mix Design Parameters

Concrete Reinforcement

Weather Protection

Products

Paving Tolerances

Production

Strength TestSpecimens

Acceptanceof Concrete

1. Field Acceptance of Concrete: Concrete within thespecified limits for air-entrainment, slump or temperaturemay be used in the Work.

2. Concrete Strength Acceptance: Concrete shall meet thestrength level acceptance criteria given in ACI 301,Chapter 1. Low-strength test results will be investigatedby non-destructive testing or core tests at the discretion ofthe Structural Engineer.

ASTM C33, Class S or better. Gradation per ASTM C33.Aggregates

SCM

Cement

Calcium Chloride

Admixture

Slump AtPoint of Delivery

EvaporationRetarder

Type: Waterborne film forming compound.Product: AquaFilm J74RTU by Dayton Superior or equal.

Nominal Max.Aggregate

Size

Work on this project shall conform to all requirements of Sections 1 through 5 ofACI 301-10 "Specifications For Structural Concrete" published by the AmericanConcrete Institute (ACI), Farmington Hills, Michigan, except as modified by theContract Documents consisting of these drawings and the project specifications.

Referenced Standards

Concrete Testing

1. Contractor shall engage, at his expense, a qualifiedtesting and inspecting agency to collect samples, performfield tests and prepared test reports. The contractor shallcoordinate all testing activities. The following is required:1.1. Compaction testing of aggregate base.1.2. Collection of concrete samples and testing as

specified herein.2. The cost of any additional testing occasioned by failure

to meet specification requirements shall be paid by theContractor.

3. Test results shall be reported in writing to theEngineer-of-Record, contractor and concrete manufacturerwithin 24 hours of testing.

MaterialTestingServices

1" (Gr. Size 57)

Air± 1.5%

Smooth wire ASTM A185, deformed wire ASTM A497Furnish in flat sheets for wire W2.9 and larger.

Welded WireFabric

EARTHWORK SPECIFICATIONS (Continuous)

EARTHWORK SPECIFICATIONS

Field Conditions

1. Utility Locator Service: Notify Missouri One Call for area where Project islocated before beginning earth-moving operations.

2. Do not commence earth-moving operations until temporary site fencing anderosion- and sedimentation-control measures specified in Storm WaterPollution Prevention Notes are in place.

Traffic

1. Minimize interference with adjoining roads, streets, walks, and other adjacentoccupied or used facilities during earth-moving operations.

Dewatering

1. Prevent surface water and ground water from entering excavations, fromponding on prepared subgrades, and from flooding Project site andsurrounding area.

2. Protect subgrades from softening, undermining, washout, and damage by rainor water accumulation.

2.1. Reroute surface water runoff away from excavated areas. Do not allowwater to accumulate in excavations. Do not use excavated trenches astemporary drainage ditches.

General Excavation

1. Earth excavation includes excavating pavements and obstructions visible onsurface; underground structures, utilities, and other items indicated to beremoved; and soil, boulders, and other materials not classified as rock orunauthorized excavation.

2. Unclassified Excavation: Excavate to subgrade elevations regardless of thecharacter of surface and subsurface conditions encountered. Unclassifiedexcavated materials may include rock, soil materials, and obstructions. Nochanges in the Contract Sum or the Contract Time will be authorized for rockexcavation or removal of obstructions.

Excavation for Structures, Pavements, & Utilities

1. Excavate to indicated elevations and dimensions within a tolerance of plus orminus 1 inch. If applicable, extend excavations a sufficient distance fromstructures for placing and removing concrete formwork, for installing servicesand other construction, and for inspections.

1.1. Excavations for Footings and Foundations: Do not disturb bottom ofexcavation. Excavate by hand to final grade just before placing concretereinforcement. Trim bottoms to required lines and grades to leave solidbase to receive other work.

2. Excavate surfaces under walks and pavements to indicated lines, crosssections, elevations, and subgrades.

3. Excavate trenches to uniform widths to provide the following clearance oneach side of pipe or conduit. Excavate trench walls vertically from trenchbottom to 12 inches higher than top of pipe or conduit unless otherwiseindicated.

4. Trench Bottoms: Excavate trenches 4 inches deeper than bottom of pipe andconduit elevations to allow for bedding course. Hand-excavate deeper forbells of pipe.

Unauthorized Excavation

1. Fill unauthorized excavation under foundations or wall footings by extendingbottom elevation of concrete foundation or footing to excavation bottom,without altering top elevation. Lean concrete fill, with 28-day compressivestrength of 2500 psi, may be used when approved by Architect.

1.1. Fill unauthorized excavations under other construction, pipe, or conduit asdirected by Architect.

Backfill

1. General Backfill

1.1. Place backfill on subgrades free of mud, frost, snow, or ice.

1.2. Place and compact backfill in excavations promptly, but not beforecompleting the following:

1.1.1. Construction below finish grade including, where applicable,subdrainage, dampproofing, waterproofing, and perimeter insulation.

1.1.2. Surveying locations of underground utilities for Record Documents.

1.1.3. Testing and inspecting underground utilities.

1.1.4. Removing concrete formwork.

1.1.5. Removing trash and debris.

1.1.6. Removing temporary shoring, bracing, and sheeting.

2. Utility Trench Backfill

2.1. Place backfill on subgrades free of mud, frost, snow, or ice.

2.1.1. Place and compact bedding course on trench bottoms and whereindicated. Shape bedding course to provide continuous support forbells, joints, and barrels of pipes and for joints, fittings, and bodies ofconduits.

2.1.2. Trenches under Footings: Backfill trenches excavated under footings andwithin 18 inches of bottom of footings with satisfactory soil; fill withconcrete to elevation of bottom of footings. See structural plans forconcrete specification.

2.1.3. Trenches under paved areas with less than 18" of cover: Provide 4-inchthick, concrete-base slab support for piping or conduit less than 18inches below surface of roadways. After installing and testing,completely encase piping or conduit in a minimum of 4 inches offlowable concrete before backfilling or placing roadway subbasecourse.

2.1.4. Trenches under paved areas with more than 18" of cover: Providecompacted granular fill for piping or conduit greater than 18 inchesbelow surface or roadways.

2.1.5. Warning Tape: Install warning tape directly above utilities, 12 inchesbelow finished grade, except 6 inches below subgrade underpavements and slabs.

Fill & Compaction

1. Plow, scarify, bench, or break up sloped surfaces steeper than 1 vertical to 4horizontal so fill material will bond with existing material.

A. Place backfill and fill soil materials in layers not more than 8 inches in loosedepth for material compacted by heavy compaction equipment and not morethan 4 inches in loose depth for material compacted by hand-operatedtampers.

B. Place backfill and fill soil materials evenly on all sides of structures torequired elevations and uniformly along the full length of each structure.

2. Structural fill placed beneath the building shall have a liquid limit less than 45and a plasticity index less than 25.

3. Compact soil materials to not less than the following percentages of maximumdry unit weight according to ASTM D1557:

3.1. Under structures, building slabs, steps, and pavements, scarify andrecompact top 12 inches of existing subgrade and each layer of backfillor fill soil material at 95 percent.

3.2. Under walkways, scarify and recompact top 6 inches below subgrade andcompact each layer of backfill or fill soil material at 92 percent.

3.3. Under turf or unpaved areas, scarify and recompact top 6 inches belowsubgrade and compact each layer of backfill or fill soil material at 85percent.

3.4. For utility trenches, compact each layer of initial and final backfill soilmaterial at 85 percent.

4. Uniformly-graded and gap-graded granular material shall be compacted to100% relative density as determined by ASTM D2049.

Grading

1. General: Uniformly grade areas to a smooth surface, free of irregular surfacechanges. Comply with compaction requirements and grade to cross sections,lines, and elevations indicated.

1.1. Provide a smooth transition between adjacent existing grades and newgrades.

2. Site Rough Grading: Slope grades to direct water away from buildings and toprevent ponding. Finish subgrades to elevations required to achieve indicatedfinish elevations, within the following subgrade tolerances:

2.1. Turf or Unpaved Areas: Plus or minus 1 inch.

2.2. Walks: Plus or minus 1 inch.

2.3. Pavements: Plus or minus 1/2 inch.

3. Grading inside Building Lines: Finish subgrade to a tolerance of 1/2 inch whentested with a 10-foot straightedge.

Subgrade Inspection

1. Testing Agency: Owner will engage a qualified geotechnical engineeringtesting agency to perform tests and inspections

2. Notify Geotechnical Engineer when subgrade preparation is to commence.

3. Proof-roll subgrade below the building slabs and pavement with apneumatic-tired and loaded 10-wheel, tandem-axle dump truck weighing notless than 15 tons to identify soft pockets and areas of excess yielding. Do notproof-roll wet or saturated subgrades.

3.1. Completely proof-roll subgrade in one direction. Limit vehicle speed to 3mph.

3.2. Excavate soft spots, unsatisfactory soils, and areas of excessive pumpingor rutting, as determined by Geotechnical Engineer, and replace withcompacted backfill or fill as directed. Compact materials at optimummoisture, plus or minus 1.5%, to 92% of maximum density as determinedby the Modified Proctor Test ASTM D 1557.

4. Reconstruct subgrades damaged by freezing temperatures, frost, rain,accumulated water, or construction activities, as directed by Engineer, withoutadditional compensation.

Disposal Of Surplus And Waste Materials

1. Transport surplus soil to designated storage areas on Owner's property.Stockpile or spread soil as directed by Engineer.

2. Remove waste materials, including unsatisfactory soil, trash, and debris, andlegally dispose of them off Owner's property.

GENERAL CIVIL NOTES

FlatworkConstruction

1. Contractor to verity all flatwork quantities.2. Construction: Reinforced concrete over compacted

aggregate base.3. Concrete Finish: Light Broom Finish. Begin curing

immediately after finishing. Saw cut joints as soon aspossible after placing concrete without tearing outaggregate particles.

4. Protect flatwork surfaces from damage anddiscoloration.

5. Protect walls from damage & concrete splatter whenflatwork.

6. Remove and replace all concrete that is broken,damaged or defective. Repair all random shrinkagecracks by preparing crack and injecting with specifiedrepair materials. Repairs shall be done in a neat andworkmanlike manner and made to blend in withsurrounding surfaces.

ASPHALT PAVING

1. GENERAL1.1. SUMMARY

1.1.1. Section Includes:

1.1.1.1. Hot-mix asphalt paving.1.1.2. Related Requirements:

1.1.2.1. Section 312000 "Earth Moving" for subgrade preparation, fillmaterial, unbound-aggregate subbase and base courses, and

aggregate pavement shoulders.1.1.2.2. Section 321373 "Concrete Paving Joint Sealants" for joint sealants

and fillers at pavement terminations.

1.2. ACTION SUBMITTALS1.2.1. Product Data: For each type of product.

1.2.2. INFORMATIONAL SUBMITTALS1.2.3. Material Certificates: For each paving material.

1.3. QUALITY ASSURANCE

1.3.0.1. Manufacturer Qualifications: A paving-mix manufacturer registeredwith and approved by authorities having jurisdiction or the DOT of

state in which Project is located.

2. PRODUCTS2.1. AGGREGATES

2.1.1. Base Aggregate: MoDOT Type 5

2.2. ASPHALT MATERIALS2.2.1. Asphalt Binder: AASHTO M 320,

2.3. MIXES

2.3.1. Hot-Mix Asphalt: Dense-graded, hot-laid, hot-mix asphalt plant mixesapproved by MoDOT and complying with the following requirements:

2.3.1.1. Provide mixes with a history of satisfactory performance ingeographical area where Project is located.

2.3.1.2. Surface Course: BP-2.

3. EXECUTION3.1. SURFACE PREPARATION

3.1.1. General: Immediately before placing asphalt materials, remove loose and

deleterious material from substrate surfaces. Ensure that preparedsubgrade is ready to receive paving.

3.1.2. Proof-roll subgrade below pavements with heavy pneumatic-tired

equipment to identify soft pockets and areas of excess yielding. Do notproof-roll wet or saturated subgrades.

3.2. PLACING HOT-MIX ASPHALT

3.2.1. Machine place hot-mix asphalt on prepared surface, spread uniformly, andstrike off. Place asphalt mix by hand in areas inaccessible to equipment in a

manner that prevents segregation of mix. Place each course to requiredgrade, cross section, and thickness when compacted.

3.2.1.1. Spread mix at a minimum temperature of 250 deg F.

3.2.1.2. Regulate paver machine speed to obtain smooth, continuous surfacefree of pulls and tears in asphalt-paving mat.

3.2.2. Promptly correct surface irregularities in paving course behind paver. Use

suitable hand tools to remove excess material forming high spots. Filldepressions with hot-mix asphalt to prevent segregation of mix; use suitable

hand tools to smooth surface.

3.3. JOINTS3.3.1. Construct joints to ensure a continuous bond between adjoining paving

sections. Construct joints free of depressions, with same texture andsmoothness as other sections of hot-mix asphalt course.

3.3.1.1. Clean contact surfaces and apply tack coat to joints.

3.3.1.2. Offset longitudinal joints, in successive courses, a minimum of 6 inches.

3.3.1.3. Offset transverse joints, in successive courses, a minimum of 24 inches.3.3.1.4. Construct transverse joints at each point where paver ends a day's

work and resumes work at a subsequent time. Construct these jointsusing either "bulkhead" or "papered" method according to AI MS-22,

for both "Ending a Lane" and "Resumption of Paving Operations."

3.4. COMPACTION3.4.1. General: Begin compaction as soon as placed hot-mix paving will bear

roller weight without excessive displacement. Compact hot-mix paving withhot, hand tampers or with vibratory-plate compactors in areas inaccessible

to rollers.3.4.1.1. Complete compaction before mix temperature cools to 185 deg F.

3.4.2. Breakdown Rolling: Complete breakdown or initial rolling immediately after

rolling joints and outside edge. Examine surface immediately afterbreakdown rolling for indicated crown, grade, and smoothness. Correct

laydown and rolling operations to comply with requirements.3.4.3. Intermediate Rolling: Begin intermediate rolling immediately after

breakdown rolling while hot-mix asphalt is still hot enough to achieve

specified density. Continue rolling until hot-mix asphalt course has beenuniformly compacted to the following density:

3.4.3.1. Average Density: 92 percent of reference maximum theoreticaldensity according to ASTM D 2041, but not less than 90 percent or

greater than 96 percent.3.4.4. Finish Rolling: Finish roll paved surfaces to remove roller marks while hot-mix

asphalt is still warm.3.4.5. Edge Shaping: While surface is being compacted and finished, trim edges

of pavement to proper alignment. Bevel edges while asphalt is still hot;

compact thoroughly.

3.4.6. Protection: After final rolling, do not permit vehicular traffic on pavementuntil it has cooled and hardened.

3.4.7. Erect barricades to protect paving from traffic until mixture has cooledenough not to become marked.

3.5. INSTALLATION TOLERANCES3.5.1. Pavement Thickness: Compact each course to produce the thickness indicated

within the following tolerances:

3.5.1.1. REFER TO THE DETAILS ON THE PLAN SHEETS3.5.2. Pavement Surface Smoothness: Compact each course to produce a surface

smoothness within the following tolerances as determined by using a 10-footstraightedge applied transversely or longitudinally to paved areas:

3.6. FIELD QUALITY CONTROL

3.6.1. Testing Agency: Contractor will engage a qualified testing agency toperform tests and inspections.

3.6.2. Replace and compact hot-mix asphalt where core tests were taken.

3.6.3. Remove and replace or install additional hot-mix asphalt where test results

or measurements indicate that it does not comply with specifiedrequirements.

3.7. WASTE HANDLING3.7.1. General: Handle asphalt-paving waste according to approved waste

management plan required in Section 017419 "Construction WasteManagement and Disposal.

Bid Alternate #1:

Bid Alternate #1 consists of the installation of two flights of stairs going directlydown to the playground. Provide a cost to install stairs and associated flatworkand handrails. Grading and seeding to be included in the base bid.

Bid Alternate #2:

Bid Alternate #2 would change all of the asphalt paving for the new walkway toconcrete, in lieu of a mix of concrete and asphalt. This does NOT include thebasketball courts. In this alternate be sure to provide a separate number for theadditional cost of upgrading Bid Alternate #1 asphalt to concrete.

Bid Alternate #3:

Bid Alternate #3 is the Basketball court. Contractor to provide a cost forinstalling an asphalt basketball court, and all associated striping and goals. Thegrading for said courts shall be included in the base bid. If alternate #3 is notaccepted contractor to grade to the finished grade of the future courts.

BID ALTERNATES

1. Construction1.1. 4” concrete over 2” minimum compacted aggregate base. Reinforce with

6x6-W2.9x2.9 wire fabric placed at mid-depth.1.2. Saw cut evenly spaced control joints at a maximum spacing of 5'-0". Install

expansion joints on 50'-0" centers. Install isolation joints at points ofrestraint such as streets, curbs, slab intersection, drains, manholes, etc.

1.3. Apply a light broom finish.1.4. Apply curing compound immediately after finishing.

2. Concrete: See Cast-In-Place Concrete, Sheet C0.13. Aggregate Base: MoDOT Type5 aggregate (1” minus) compacted to 95%

modified proctor.

CONCRETE SIDEWALK CONSTRUCTION

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MO State Corporate Certificate of AuthorityArchitectural Services: #2016004024

Engineering Services: #2016001544

Ronald I. Unnerstall, EngineerMissouri License No. E-22280

Copyright 2020 by Washington Engineering& Architecture, Inc. All rights reserved. Do notreproduce, change,copy or assign this documentto any third party in any form or manner withoutthe written permission of the copyright owner.

The seal of the professional engineer orregistered architect affixed to this documentindicates that the named individual hasprepared or directed the preparation of thematerial shown only on this document. Otherdocuments not exhibiting the seal shall not beconsidered prepared by or the responsibility ofthe undersigned.

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DEPRESSEDENTRANCE CURB

DEPRESSEDENTRANCE CURBEXISTING CONCRETE STAIRS

EX. C

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EXISTING DRAIN

FF: 582.81

FF: 582.76

FF: 582.72

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E

SCHOOL ZONESIGNAGE

DO NOT ENTERSIGN

EXISTINGSCHOOL SIGN

EX. CURB INET

F

O

580

O

H

E

O

H

E

O

H

E

O

H

E

EX. WATER METERNO PARKINGSIGNAGE

EX. HANDRAIL

EX. HANDRAIL

EX. HANDRAIL

EX. STOP SIGN

550

555

545

560

565

567

565

570

5555

50

550

570

575

580

580

545

544

543

540

540

546

548

540

540

540

EX. SAN. MANHOLERIM: 562.77FL: 555.69

575

570

570

565

560

555

550

FF PAVILION: 541.12'

S

T

S

T

S

T

S

T

APPROXIMATE LOCATIONOF UNDERDRAIN

APPROXIMATELOCATION OFUNDERDRAIN

6" PVC FLOWLINE

S

A

N

S

A

N

S

A

N

S

A

N


EX LANDSCAPING WALL

555

555

550

546

560

565

570

575

560

EXISTING CHAIN LINKFENCE TO BE REMOVED.



EX. ASPHALT WALKWAY

EXISTING TREES TOREMAIN, UNDISTURBED



EXISTING CHAINLINK FENCE

FINISHED FLOOR:572.47


EXISTING TWO STORYELEMENTARY SCHOOL

EX. STAIRS

EX. ASPHALT ROADWAY


EX. PEA GRAVELPLAYGROUND

EX SOILSTOCKPILES

EX SOILSTOCKPILES

EX SOIL STOCKPILES

EX SOILSTOCKPILES


EX TREE LINE

EX TREE LINE

545

545

542

546

542

541

540

543

540

540

539

540

538

539

541

544

540

541

543

543

542543

SAWCUT EXISTINGASPHALT.

DEMO EXISTINGASPHALT.

ALL PEA GRAVEL IN THIS EXISTING PLAYGROUNDAREA SHALL BE REMOVED AND SOIL FROM

VARIOUS STOKPILES ON SITE TO BE PLACED.PEA GRAVEL TO BE HAULED OFF.

ECP

FOC

FL

TOP

EAP

BOC

ECW TOP EDGE OF CONCRETE WALK

TOP BACK OF CURB

TOP FACE OF CURB

FLOW LINE

EDGE ASPHALT PAVEMENT

TOP OF SLOPE

EXISTING GRADE

EDGE CONCRETE DRIVE

TOE OF SLOPE

XG

ECD

TOE

BC

FINISH FLOORFF

BUILDING FOUNDATION CORNER

EDGE CONCRETE PAVEMENT

GENERAL CIVIL LEGEND

SYMBOL

STORM DRAINAGE MANHOLE

BENCHMARK

DESCRIPTION

570

SG

DRAINAGE ARROW

FINISHED GRADE CONTOUR

SUB GRADE

EXISTING GRADE CONTOUR

EXISTING FIRE HYDRANT

DESCRIPTION

IRON PIN

SANITARY SEWER MANHOLE

SYMBOL

EXISTING TREE LINE

CURB VALVE

UTILITY POLE

EXISTING TREES AND STRUCTURES

TO BE REMOVED & DISPOSED OF

INVERT ELEVATION

AREA INLET

CURB INLET

AI

IE

CI

ES

CGI

END SECTION

GRATE INLET

CURB GRATE INLET

GI

EGD EDGE GRAVEL DRIVE

BOCE BACK OF CURB, ENTRANCE FINISHED GRADEFG

STORM SEWER HEADWALL

RIGHT-OF-WAY MARKERROW

HW

GUY WIRE

GAS LINE MARKERGLM

WATER LINE MARKERWLM

EXISTING WATER VALVE

PROPOSED FIRE HYDRANT PROPOSED WATER VALVE

GAS VALVE

SAWCUT EXISTINGASPHALT.

DEMO EXISTINGASPHALT.

EXISTING CONDITIONS* UNDERGROUND FACILITIES, STRUCTURES AND UTILITIES HAVE BEEN PLOTTED FROM

AVAILABLE SURVEYS AND RECORDS AND THEREFORE THEIR LOCATIONS MUST BECONSIDERED APPROXIMATE. THERE MAY BE OTHERS, THE EXISTENCE OF WHICH IS ATPRESENT NOT KNOWN. VERIFICATION OF THE LOCATIONS OF UNDERGROUND UTILITIESSHOWN OR NOT SHOWN WILL BE THE RESPONSIBILITY OF THE CONSTRUCTIONCONTRACTOR.

SAFETY* CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL EXCAVATION PROCEDURES.

* CONTRACTOR SHALL PROVIDE, ERECT, AND MAINTAIN ALL SAFEGUARDS REQUIRED BYNATIONAL, STATE, AND LOCAL ORDINANCES FOR PROTECTION OF THE WORKERS ANDTHE PUBLIC.

* EXCAVATION PROCEDURES SHALL CONFORM TO OSHA STANDARDS.

GRADING* ELEVATIONS SHOWN ARE TO FINISH GRADE SURFACES. GRADE AS REQUIRED TO ACHIEVE

THE SURFACE ELEVATIONS AS SHOWN.

* MATCH EXISTING ELEVATIONS AT PROPERTY LINES OR STREET CURBS AS SHOWN.

* NO BLASTING IS PERMITTED WITHOUT WRITTEN PERMISSION FROM THE ENGINEER.

* MAXIMUM FILL SLOPE SHALL BE 3:1. MINIMUM CUT SLOPE SHALL BE 3:1.

SEEDING

* SEED AND/OR LANDSCAPE ALL DISTURBED AREAS SUITABLE FOR VEGETATION. FERTILIZE,MULCH, AND WATER AS NECESSARY TOFACILITATE GROWTH.

QUANTITIES* IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY ALL QUANTITIES.

GENERAL CIVIL NOTES

EXIS

TIN

G G

RA

DE

PLA

YG

RO

UN

D

C1.0

PRO

JEC

T #

DA

TEW

PREV

ISIO

ND

ESC

RIP

TIO

N

c

WA

SH

ING

TO

N E

NG

INEER

ING

& A

RC

HIT

EC

TU

RE, IN

C. 1301 W

EST F

IFTH

STR

EET

WA

SH

ING

TO

N, M

O 6

3090

(636)-

239-6

550

www.w-e-a.com






PLA

YG

ROU

ND

IMPR

OV

EMEN

TSA

ugus

ta E

lem

ent

ary

Sch

ool

5541 L

ocu

st S

treet

Aug

usta

, M

O 6

3332

3667

1/1

6/2

0FO

R C

ON

STR

UC

TIO

N

W

W

W

X

X

X

X

580 5

85 5

90

585

590



EX. C

ON

CRETE P

AV

ING

FF: 582.81

FF: 582.76

FF: 582.72

EX. A

SPH

ALT FIR

E LAN

EEX. A

SPH

ALT D

RIV

E

EX. A

SPH

ALT D

RIV

E

SCHOOL ZONESIGNAGE

DO NOT ENTERSIGN

EXISTINGSCHOOL SIGN

F

O

580

O

H

E

O

H

E

O

H

E

O

H

E


EX. HANDRAIL

EX. HANDRAIL

EX. HANDRAIL

EX. STOP SIGN

550

555

545

560

565

567

565

570

5555

50

550

570

575

580

580

545

544

543

540

540

546

548

540

540

540

575

570

570

565

560

555

550


S

T

S

T

S

T

S

T

S

A

N

S

A

N

S

A

N

S

A

N

555

559

556

558

S

T

S

T

S

T

EX LANDSCAPING WALL

555

555

550

546

560

565

570

575

560

560

545

550

550

550

544

543

544

556

549

548

547

546

556

570

565

570

561

562

563

564




EX. STAIRS

540

541

542 5

43

541

539

539

540

539

538

545

545

542

546

542

541

540

543

540

540

539

540

538

539

541

544

540

541

543

543

542543

ECP

FOC

FL

TOP

EAP

BOC


TOP BACK OF CURB

TOP FACE OF CURB

FLOW LINE


TOP OF SLOPE

EXISTING GRADE

EDGE CONCRETE DRIVE

TOE OF SLOPE

XG

ECD

TOE

BC

FINISH FLOORFF




SYMBOL


BENCHMARK

DESCRIPTION

570

SG

DRAINAGE ARROW


SUB GRADE



DESCRIPTION

IRON PIN


SYMBOL

EXISTING TREE LINE

CURB VALVE

UTILITY POLE



INVERT ELEVATION

AREA INLET

CURB INLET

AI

IE

CI

ES

CGI

END SECTION

GRATE INLET

CURB GRATE INLET

GI





HW

GUY WIRE

GAS LINE MARKERGLM




GAS VALVE











SEEDING



GENERAL CIVIL NOTES

200' ± SILT FENCE INSTALL PERMANUFACTURERS INSTRUCTIONS

330' ± SILT FENCE. INSTALL PERMANUFACTURERS INSTRUCTIONS



GRASSVOLLEYBALL

COURT




2,675 ± S.F. OF NORTH AMERICANGREEN SC150 OR APPROVED EQUAL.INSTALL PER MANUFACTURERSINSTRUCTIONS

6,400 ± S.F. OF NORTH AMERICANGREEN S75 OR APPROVED EQUAL.

INSTALL PER MANUFACTURERSINSTRUCTIONS

6,450 ± S.F. SEEDING ANDSTRAW MULCH

14,440 ± S.F. SEEDING ANDSTRAW MULCH

2,590 ± S.F. OF NORTHAMERICAN GREEN SC150 OR

APPROVED EQUAL. INSTALL PERMANUFACTURERS INSTRUCTIONS

5,375 ± S.F. OF NORTH AMERICANGREEN S75 OR APPROVED EQUAL.

INSTALL PER MANUFACTURERSINSTRUCTIONS

1,100 ± S.F. OF NORTH AMERICAN GREENS75 OR APPROVED EQUAL. INSTALL PER

MANUFACTURERS INSTRUCTIONS

RIP RAP SLOPE PROTECTION

X

X

X

FULLSIZE ASPHALTBASKETBALL COURT

FIN

ISH

ED G

RA

DE

SW

PP P

LAN

C1.1

PRO

JEC

T #

DA

TEW

PREV

ISIO

ND

ESC

RIP

TIO

N

c

WA

SH

ING

TO

N E

NG

INEER

ING

& A

RC

HIT

EC

TU

RE, IN

C. 1301 W

EST F

IFTH

STR

EET

WA

SH

ING

TO

N, M

O 6

3090

(636)-

239-6

550

www.w-e-a.com






PLA

YG

ROU

ND

IMPR

OV

EMEN

TSA

ugus

ta E

lem

ent

ary

Sch

ool

5541 L

ocu

st S

treet

Aug

usta

, M

O 6

3332

3667

1/1

6/2

0FO

R C

ON

STR

UC

TIO

N

W

W

W

X

X

X

X

580 5

85 5

90

585

590



EX. C

ON

CRETE P

AV

ING

EXISTING DRAIN

EXISTING DRAIN

FF: 582.81

FF: 582.76

FF: 582.72

EX. A

SPH

ALT FIR

E LAN

EEX. A

SPH

ALT D

RIV

E

EX. A

SPH

ALT D

RIV

E

SCHOOL ZONESIGNAGE

DO NOT ENTERSIGN

EXISTINGSCHOOL SIGN

EX. CURB INET

F

O

580

O

H

E

O

H

E

O

H

E

O

H

E


EX. HANDRAIL

EX. HANDRAIL

EX. HANDRAIL

EX. STOP SIGN

550

555

545

560

565

567

565

570

5555

50

550

570

575

580

580

545

544

543

540

540

546

548

540

540

540


575

570

570

565

560

555

550


S

T

S

T

S

T

S

T


APPROXIMATELOCATION OFUNDERDRAIN

6" PVC FLOWLINE

GRASSVOLLEYBALL

COURT

S

A

N

S

A

N

S

A

N

S

A

N


555

559

556

558

S

T

S

T

S

T

EX LANDSCAPING WALL

555

555

550

546

560

565

570

575

560

560

545

550

550

550

544

543

544

556

549

548

547

546

556

570

565

570

561

562

563

564




EX. STAIRS

ADA RAMP WITHHANDRAILS

ADA RAMP WITHHANDRAILS

NEW STAIRCASE WITHHANDRAILS. SEE SHEET C3.0FOR STAIR SECTIONS

NEW STAIRCASE WITHHANDRAILS. SEE SHEET C3.0FOR STAIR SECTIONS

EXISTING ASPHALT TOBE OVERLAYED. SEENOTES ON SHEET C2.1.

NEW AREA INLET.

5% GRADE WALK

5% GRADE WALK


EX SOILSTOCKPILES

EX SOILSTOCKPILES

EX SOIL STOCKPILES

EX SOILSTOCKPILES


540

541

542 5

43

541

539

539

540

539

538

EX TREE LINE

EX TREE LINE

545

545

542

546

542

541

540

543

540

540

539

540

538

539

541

544

540

541

543

543

542543

ECP

FOC

FL

TOP

EAP

BOC


TOP BACK OF CURB

TOP FACE OF CURB

FLOW LINE


TOP OF SLOPE

EXISTING GRADE

EDGE CONCRETE DRIVE

TOE OF SLOPE

XG

ECD

TOE

BC

FINISH FLOORFF




SYMBOL


BENCHMARK

DESCRIPTION

570

SG

DRAINAGE ARROW


SUB GRADE



DESCRIPTION

IRON PIN


SYMBOL

EXISTING TREE LINE

CURB VALVE

UTILITY POLE



INVERT ELEVATION

AREA INLET

CURB INLET

AI

IE

CI

ES

CGI

END SECTION

GRATE INLET

CURB GRATE INLET

GI





HW

GUY WIRE

GAS LINE MARKERGLM




GAS VALVE

SEE SHEET C2.1 FOR ENLARGED FINISHED GRADE PLANSEE SHEET C2.2 FOR ENLARGED CUT FILL PLAN

SEE SHEET C2.3 FOR ENLARGED FINISHED GRADE PLANSEE SHEET C2.4 FOR ENLARGED CUT FILL PLAN











SEEDING



GENERAL CIVIL NOTES

NEW 12" HDPEEND SECTIONFL: 535.00'

X

X

X

BID ALTERNATE #1:NEW STAIRCASES AND PAVING IN

AREA ARE TO BE BID ALTERNATE. SITEGRADING WILL BE PART OF BASE BID.

BID ALTERNATE #3:NEW ASPHALT BASKETBALL COURT &

ASSOCIATED STRIPING PER MSHSAA. PROVIDEAND INSTALL NEW GOALS PER DETAIL: 09-C3.0.

BASE BID TO INCLUDE GRADING TO FINISHEDGRADE IF ALTERNATE IS NOT ACCEPTED.

BID ALTERNATE #2:PROVIDE COST FOR CONCRETE

WALKS IN LIEU OF ASPHALT.



BID ALTERNATE #2:REMOVE ASPHALT AND PROVIDE

NEW CONCRETE WALK.



FULLSIZE ASPHALTBASKETBALL COURT

OV

ERA

LL F

INIS

HED

GRA

DE

PLA

N

C2.0

PRO

JEC

T #

DA

TEW

PREV

ISIO

ND

ESC

RIP

TIO

N

c

WA

SH

ING

TO

N E

NG

INEER

ING

& A

RC

HIT

EC

TU

RE, IN

C. 1301 W

EST F

IFTH

STR

EET

WA

SH

ING

TO

N, M

O 6

3090

(636)-

239-6

550

www.w-e-a.com






PLA

YG

ROU

ND

IMPR

OV

EMEN

TSA

ugus

ta E

lem

ent

ary

Sch

ool

5541 L

ocu

st S

treet

Aug

usta

, M

O 6

3332

3667

1/1

6/2

0FO

R C

ON

STR

UC

TIO

N

472575.20FIN FLR

524575.40FIN FLR

X

X

X

X

X

X

X

X

X

550

555

545

560

565

567

565

570

555

550

550

570

575

580

580

546

548

540

540

575

570

S

T

S

T

S

T

S

T

S

T

S

T

S

A

N

S

A

N

S

A

N

S

A

N

S

A

N

S

A

N

S

A

N

S

A

N

S

A

N

ADA RAMP WITH HANDRAILS

555

559

556

558

S

T

S

T

S

T

NEW GRATE INLETINLET ELEVATION: 540.00'FL (12" HDPE): 536.50'

EX. WALK ASPHALT TO BE PREPPED ANDOVER-LAYED WITH MINIMUM 1.5" THICKNESS. ON

SIDE OF WALK WILL BE THICKER AS TO ACHIEVEADA REQUIREMENT OF 2% CROSS SLOPE.

555

555

550

546

560

565

560

560

545

550

550

550

544

543

544

556

549

548

547

546

556

570

565

570

561

562

563

564

2000540.91EAP

2001541.01

EAP

2002542.03

EAP

2003541.93EAP

2004542.67EAP

2005542.77EAP

2006544.77EAP

2007544.86

EAP

2008545.43

ECP/EAP

2009545.63

ECP/EAP

2010545.63

ECP/EAP

2011548.13ECP

2012548.23ECP

2013548.03

ECP

2014548.13ECP

2015550.63

ECP

2017550.73

ECP

2018550.83ECP

2019550.73ECP

2020553.33

ECP

2021553.23

ECP

2023553.33ECP

2024553.43ECP

2025555.83

ECP

2026555.93

ECP

2027556.03ECP

2028555.93ECP

2029558.43

ECP

2030558.53

ECP

2031558.53ECP

2032558.63ECP

2033561.13

ECP

2034561.23ECP

2035561.23

ECP/EAP

2036561.33

ECP/EAP

2038561.98

EAP

2039562.08EAP

2041563.45EAP

2042563.35

EAP

2043565.09

EAP 2044565.19EAP

2045565.87

EAP

2046565.77EAP

2047566.42

EAP

2048566.54

EAP

EX. STAIRS

541

543

543

542

543







EX. SAN. MANHOLERIM: 562.77

FL: 555.69


EX. SAN. MANHOLERIM: 545.91

FL: 539.91

5'

5'

6'

5'

5'

5'

5'5'

5'

5'

2% LANDING

2% LANDING

2% LANDING

2% LANDING

2% LANDING

2% LANDING

2% LANDING

RAMPSLOPE 12:1

RAMPSLOPE 12:1

RAMPSLOPE 12:1

RAMPSLO

PE 12:1

RAMPSLO

PE 12:1

RAM

PSLO

PE 12:1

WA

LK

5%

SLO

PE

WALK5% SLOPE

WALK

5% GRADE

WALK

9%

GRA

DE

WA

LK9.5

% G

RA

DE

WA

LK5%

GRA

DE

2% LANDING

2% LANDING

2% LANDING

2% LANDING

WA

LK5%

GRA

DE

WALK

4.5%

GRA

DE2%

2%

2%

2%

2%

2%

2%

2%

2%

2%

2%

2%

2%

2%

2%

105' OF 12" HDPESLOPE 1.42%

2058547.66

EAP

2059547.66EAP

2060548.31EAP

2061548.31

EAP

2062550.25

ECP/EAP

2063550.25

ECP/EAP

2064557.95

ECP

2065557.95ECP

2066558.90

ECP

2067558.90ECP

2068569.90

ECP

2069569.90ECP

2070569.90

ECP

2071570.00

ECP/EAP

2072569.90

ECP/EAP

PAVEMENT LEGEND

ASPHALT OVERLAY

MINIMUM THICKNESS 1 12"SEE DETAIL 11-C9

ASPHALT WALK & BASKETBALL COURTMINIMUM THICKNESS 3"SEE DETAIL 10-C9

CONCRETE RAMP ANDSTAIRS. SEE SHEET:

CONTRACTOR TO ENSUREDITCH IS PROPERLY

SLOPED PER DRAINAGEARROWS SHOWN.

X

X

X

X

X

X

X

21'

1'

5'

17'

4.5

'1.5

'

14'




INSTALL107' OF NEW CHAIN LINKFENCE. MATCH EXISTING STYLEAND TYPE. INSTALL 6" OFF OFEDGE OF PAVEMENT.

INSTALL 10' OF NEW CHAIN LINKFENCE. MATCH EXISTING STYLEAND TYPE. INSTALL 6" OFF OF

EDGE OF PAVEMENT.

CONNECT EXISTING FENCETO NEW CORNER POST.REWORK AS REQUIRED.

4' CLEAR BETW

EEN

HANDRAILS

4' C

LEAR BETW

EEN

HAN

DRA

ILS

4' CLEAR BETWEEN

HANDRAILS







BID ALTERNATE #2:REMOVE ASPHALT AND PROVIDE

NEW CONCRETE WALK.

ENLA

RG

ED F

INIS

HED

GRA

DE

PLA

N -

EA

ST

C2.1

PRO

JEC

T #

DA

TEW

PREV

ISIO

ND

ESC

RIP

TIO

N

c

WA

SH

ING

TO

N E

NG

INEER

ING

& A

RC

HIT

EC

TU

RE, IN

C. 1301 W

EST F

IFTH

STR

EET

WA

SH

ING

TO

N, M

O 6

3090

(636)-

239-6

550

www.w-e-a.com






PLA

YG

ROU

ND

IMPR

OV

EMEN

TSA

ugus

ta E

lem

ent

ary

Sch

ool

5541 L

ocu

st S

treet

Aug

usta

, M

O 6

3332

3667

1/1

6/2

0FO

R C

ON

STR

UC

TIO

N

588561.93TREE

594558.77TREE

597568.51TREE

823555.80TREE

X

X

X

X

X

X

X

X

X

550

555

545

560

565

567

565

570

555

550

550

570

575

580

580

546

548

540

540

575

570

S

T

S

T

S

T

S

T

S

T

S

T

S

A

N

S

A

N

S

A

N

S

A

N

S

A

N

S

A

N

S

A

N

S

A

N

S

A

N

555

559

556

558

S

T

S

T

S

T

555

555

550

546

560

565

560

560

545

550

550

550

544

543

544

556

549

548

547

546

556

570

565

570

561

562

563

564

EX. STAIRS

-0.1 -1.2

0.0

-1.8

-0.6

-0.3

+0.7

-1.9

-1.4

-0.7

0.0

+1.1

-0.1

-0.8

-1.3

-0.7

-0.1

-0.5

-0.8

-0.1

-0.9

-0.8

-0.5

-0.1

-0.2

-0.2

-1.1

-1.6

-0.7

+0.1

+0.1

+0.1

+0.1

+0.1

+0.3

+0.4

0.0

-0.2

-0.4

-0.9

-1.2

-0.6

+0.1

+0.4

+0.4

+0.8

+1.0

+0.4

-0.2

-0.8

-0.8

-1.0

-0.7

+0.1

+0.5

+0.7

+0.6

+0.3

-0.1

-0.7

-1.0

-0.9

-1.1

-1.5

-0.1

-0.1

+0.2

-0.1

-0.3

-0.5

-1.0

-1.0

-1.1

-1.6

-2.3

-1.2

+0.4

+0.2

-0.1

-0.4

-0.9

-1.4

-1.7

-1.8

-1.7

-2.2

+0.1

+1.3

+1.4

-1.6

-1.9

-2.0

-1.4

-0.7

-1.0

-1.9

-0.9

+0.3

+2.0

+2.0

-1.1

-1.2

-0.9

-0.4

-0.3

-1.0

-1.5

+0.5

+0.4

-0.3

-0.2

-0.3

-0.9

-0.1

+0.4

0.0

+0.3

-0.4

-0.7

0.0

-0.1

-0.1

+0.2

-0.6

-0.4

-0.1

-0.1

-0.2

-0.2

-0.7

-2.1

-1.0

0.0

0.0

-0.1

-0.2

-0.3

-0.4

-3.5

-2.1

0.0

-0.1

-0.2

-0.2

-0.6

-0.3

-0.1

-2.7

-3.3

0.0

+0.1

-0.1

-0.3

-0.9

-0.2

+0.3

+0.3

-1.4

-3.3

+0.2

0.0

-0.3

-0.6

+0.1

+0.2

+0.2

+0.1

-3.3

-0.2

0.0

0.0

0.0

-0.2

-0.1

0.0

0.0

-0.1

-0.2

-3.3

-0.9

-0.1

0.0

-0.1

0.0

0.0

-0.1

-0.3

-0.4

-3.0

-1.2

+0.1

+0.4

+0.3

+0.2

0.0

0.0

-0.1

-0.2

-0.5

-0.7

-1.0

-2.2

-1.0

+0.4

-0.1

0.0

+0.8

+0.6

+0.2

0.0

-0.2

-0.3

-0.6

-0.9

-0.5

-0.7

-0.2

-0.2

+0.1

+0.5

+0.6

+0.3

0.0

-0.3

-0.5

-0.8

-0.9

-1.2

-0.4

+0.7

0.0

-0.5

-0.5

-0.8

-0.9

-1.2

-1.4

-1.4

-1.3

-1.1

-0.8

-1.6

-2.7

-2.7

-2.4

-2.0

-1.7

-1.6

-1.5

-0.4

-1.1

-1.5

-2.2

-2.4

-1.9

-1.3

-1.1

-0.1

+0.2

-0.2

0.0

-0.1

-0.2 -0.2

0.0

-0.2

-0.2

-0.1

-0.4 -0.1

541

543

543

542

543



X

X

X

X

X

X

X

INSTALL107' OF NEW CHAIN LINKFENCE. MATCH EXISTING STYLEAND TYPE. INSTALL 6" OFF OFEDGE OF PAVEMENT.

INSTALL 10' OF NEW CHAIN LINKFENCE. MATCH EXISTING STYLEAND TYPE. INSTALL 6" OFF OF

EDGE OF PAVEMENT.

CONNECT EXISTING FENCETO NEW CORNER POST.REWORK AS REQUIRED.

Site Volume Table: Unadjusted

ESTIMATED EARTHWORK VOLUMES

Cutyards

Fillyards

Netyards Method

1) The volume calculations were done using the composite method.

2) The accuracy of the volume calculations are dependent on the topography informationprovided to Washington Engineering & Architecture.

3) The Engineer does not guarantee the accuracy of the calculations beyond the standards ormethods stated above.

4) The Contractor is responsible for evaluating the amount of work required to excavate andgrade the site to elevations shown.

5) The quantities above have been estimated to finished grade elevations of all features.Contractor to account for calculating the excavation required to subgrade of thewalkways, stairs, and basketball courts, if alternates are accepted.

6) Excess soil spoils, and pea gravel spoils from old playground area to be hauled off site.

1,000 187 813 Composite

ENLA

RG

ED C

UT-

FILL

PLA

N -

EA

ST

C2.2

PRO

JEC

T #

DA

TEW

PREV

ISIO

ND

ESC

RIP

TIO

N

c

WA

SH

ING

TO

N E

NG

INEER

ING

& A

RC

HIT

EC

TU

RE, IN

C. 1301 W

EST F

IFTH

STR

EET

WA

SH

ING

TO

N, M

O 6

3090

(636)-

239-6

550

www.w-e-a.com






PLA

YG

ROU

ND

IMPR

OV

EMEN

TSA

ugus

ta E

lem

ent

ary

Sch

ool

5541 L

ocu

st S

treet

Aug

usta

, M

O 6

3332

3667

1/1

6/2

0FO

R C

ON

STR

UC

TIO

N

X

550

555

545

560

565

567

550

544

543

540

540

546

548

540

540

540

S

T

S

T

S

T

S

T

S

T

S

T

S

T

S

T

S

T

S

A

N

ADA RAMP WITH HANDRAILS

S

T

S

T

S

T

S

T

S

T

NEW GRATE INLETINLET ELEVATION: 540.00'FL (12" HDPE): 536.50'

545

550

544

543

544

549

548

547

546

2000540.91EAP

2001541.01

EAP

2002542.03

EAP

2003541.93EAP

2004542.67EAP

2005542.77EAP

2006544.77EAP

2007544.86

EAP

2008545.43

ECP/EAP

2009545.63

ECP/EAP

2010545.63

ECP/EAP

2013548.03

ECP

540

541

542

543

541

539

539

540

539

538

2049539.25FG

2050539.25FG

2051538.65

FG

2052538.65

FG

2053540.75EAP

2054540.75

EAP

2055539.79EAP

2057539.79EAP

545

545

542

546

542

541

540

543

540

540539

540

538

539

541

544

540

541

543

543

542

543







-2.00%

-2.00%

-2.00%

-2.00%

GRASS VOLLEYBALL COURTCONTRACTOR TO GRADE FORPAD ONLY AND SEED. POSTS

& NETS BY OTHERS.

EX. SOIL STOCKPILEEX. SOIL STOCKPILE

EX. SOIL STOCKPILE

EX. SOIL STOCKPILE

EXISTING PAVILIONFF: 541.12'

48' 78'

60'

30'

5'

5'

2% LANDING

2% LANDING

RAMPSLO

PE 12:1

WALK

5% GRADE

WALK

9%

GRA

DE

WA

LK9.5

% G

RA

DE

2% LANDING

2% LANDING

WALK

4.5%

GRA

DE

2%

2%

2%

2%

2%

105' OF 12" HDPESLOPE 1.42%

2058547.66

EAP

2059547.66EAP

2061548.31

EAP

2063550.25

ECP/EAP

PAVEMENT LEGEND

ASPHALT OVERLAY

MINIMUM THICKNESS 1 12"SEE DETAIL 11-C9

ASPHALT WALK & BASKETBALL COURTMINIMUM THICKNESS 3"SEE DETAIL 10-C9

CONCRETE RAMP ANDSTAIRS. SEE SHEET:

CONTRACTOR TO ENSUREDITCH IS PROPERLY

SLOPED PER DRAINAGEARROWS SHOWN.



4' CLEAR BETW

EEN

HANDRAILS

ASPHALT BASKETBALL COURTSTRIPE COURT IN WHITE PER

MSHSAA STANDARDS.BID ALTERNATE #3:

NEW ASPHALT BASKETBALL COURT &ASSOCIATED STRIPING PER MSHSAA. PROVIDE

AND INSTALL NEW GOALS PER DETAIL: 09-C3.0.BASE BID TO INCLUDE GRADING TO FINISHED

GRADE IF ALTERNATE IS NOT ACCEPTED.





ENLA

RG

ED F

INIS

HED

GRA

DE

PLA

N -

WES

T

C2.3

PRO

JEC

T #

DA

TEW

PREV

ISIO

ND

ESC

RIP

TIO

N

c

WA

SH

ING

TO

N E

NG

INEER

ING

& A

RC

HIT

EC

TU

RE, IN

C. 1301 W

EST F

IFTH

STR

EET

WA

SH

ING

TO

N, M

O 6

3090

(636)-

239-6

550

www.w-e-a.com






PLA

YG

ROU

ND

IMPR

OV

EMEN

TSA

ugus

ta E

lem

ent

ary

Sch

ool

5541 L

ocu

st S

treet

Aug

usta

, M

O 6

3332

3667

1/1

6/2

0FO

R C

ON

STR

UC

TIO

N

X

550

555

545

560

565

567

550

544

543

540

540

546

548

540

540

540

S

T

S

T

S

T

S

T

S

T

S

T

S

T

S

T

S

T

S

A

N

S

T

S

T

S

T

S

T

S

T

545

550

544

543

544

549

548

547

546

540

541

542

543

541

539

539

540

539

538

-0.1 -1.2

0.0

-1.8

-0.6

-0.3

+0.7

-1.9

-1.4

-0.7

0.0

+1.1

-0.1

-0.8

-1.3

-0.7

-0.1

-0.5

-0.8

-0.1

-0.9

-0.8

-0.5

-0.1

-0.2

-0.2

-1.1

-1.6

-0.7

+0.1

+0.1

+0.1

+0.1

+0.1

+0.3

+0.4

0.0

-0.2

-0.4

-0.9

-1.2

-0.6

+0.1

+0.4

+0.4

+0.8

+1.0

+0.4

-0.2

-0.8

-0.8

-1.0

-0.7

+0.1

+0.5

+0.7

+0.6

+0.3

-0.1

-0.7

-1.0

-0.9

-1.1

-1.5

-0.1

-0.1

+0.2

-0.1

-0.3

-0.5

-1.0

-1.0

-1.1

-1.6

-2.3

-1.2

+0.4

+0.2

-0.1

-0.4

-0.9

-1.4

-1.7

-1.8

-1.7

-2.2

+0.1

+1.3

+1.4

-1.6

-1.9

-2.0

-1.4

-0.7

-1.0

-1.9

-0.9

-0.4

-0.2

-0.9

-0.6

-0.3

-0.1

-1.0

-0.7

-0.5

-0.3

-0.2

-1.0

-0.9

-0.7

-0.6

-0.4

-0.2

0.0

-1.0

-1.1

-1.0

-0.8

-0.7

-0.5

-0.2

-0.3

+0.2

+0.7

+0.5

-1.0

-1.0

-1.1

-1.1

-0.9

-0.8

-0.7

-0.4

+0.5

+1.2

+1.5

+0.6

-0.7

-0.8

-0.9

-1.0

-1.1

-1.1

-0.9

-0.9

-0.2

+0.6

+1.1

+1.4

+0.7

-3.5

-1.3

-0.6

-0.7

-0.8

-0.9

-1.0

-1.1

-0.5

0.0

+0.4

+0.7

+1.0

+1.4

+0.1

-1.9

-1.0

-0.5

-0.6

-0.8

-0.9

-0.7

-0.1

0.0

0.0

+0.3

+0.6

+0.9

+1.1

-0.2

-1.8

-0.7

-0.3

-2.5

-2.4

-1.7

-0.4

0.0

-0.2

-0.2

-0.1

+0.2

+0.5

+0.8

+0.5

-1.1

-1.2

+0.1

-4.3

-5.4

-4.0

-0.4

-0.2

-0.1

-0.3

-0.3

0.0

+0.3

+0.6

+0.9

-0.2

-1.3

-0.4

+0.1

-1.3

-3.8

-4.1

-0.9

-2.5

-1.3

-1.1

-1.7

-0.2

+0.1

+0.4

+0.8

+1.0

+1.1

+0.3

+0.2

-0.1

0.0

+0.1

-0.4

-2.7

-1.2

-0.7

-1.1

-2.6

-0.1

+0.2

+0.5

0.0

+0.3

+0.3

0.0

+0.4

-0.2

+0.1

-0.1

+0.1

-1.9

-0.2

+0.1

+0.1

+0.6

-0.1

+0.2

-0.2

0.0

-0.1

-0.2 -0.2

0.0

-0.2

-0.2

-0.1

-0.4 -0.1

545

545

542

546

542

541

540

543

540

540539

540

538

539

541

544

540

541

543

543

542

543



GRASS VOLLEYBALL COURTCONTRACTOR TO GRADE FORPAD ONLY AND SEED. POSTS

& NETS BY OTHERS.

EXISTING PAVILIONFF: 541.12'

ASPHALT BASKETBALL COURTSTRIPE COURT IN WHITE PER

MSHSAA STANDARDS.

Site Volume Table: Unadjusted

ESTIMATED EARTHWORK VOLUMES

Cutyards

Fillyards

Netyards Method

1) The volume calculations were done using the composite method.

2) The accuracy of the volume calculations are dependent on the topography informationprovided to Washington Engineering & Architecture.

3) The Engineer does not guarantee the accuracy of the calculations beyond the standards ormethods stated above.

4) The Contractor is responsible for evaluating the amount of work required to excavate andgrade the site to elevations shown.

5) The quantities above have been estimated to finished grade elevations of all features.Contractor to account for calculating the excavation required to subgrade of thewalkways, stairs, and basketball courts, if alternates are accepted.

6) Excess soil spoils, and pea gravel spoils from old playground area to be hauled off site.

1,000 187 813 Composite

ENLA

RG

ED C

UT-

FILL

PLA

N -

WES

T

C2.4

PRO

JEC

T #

DA

TEW

PREV

ISIO

ND

ESC

RIP

TIO

N

c

WA

SH

ING

TO

N E

NG

INEER

ING

& A

RC

HIT

EC

TU

RE, IN

C. 1301 W

EST F

IFTH

STR

EET

WA

SH

ING

TO

N, M

O 6

3090

(636)-

239-6

550

www.w-e-a.com






PLA

YG

ROU

ND

IMPR

OV

EMEN

TSA

ugus

ta E

lem

ent

ary

Sch

ool

5541 L

ocu

st S

treet

Aug

usta

, M

O 6

3332

3667

1/1

6/2

0FO

R C

ON

STR

UC

TIO

N

4'-6"

569.90'

11'-0"

22 R

isers

@ 6

"

5'-0"Landing

112"

61 2"

17'-0"

Slope

4'-6"

Landing

1'-0"

(21) Treads @ 1'-0" = 21'-0" (14) Treads @ 1'-0" = 14'-0"

7'-6"

15 R

isers

@ 6

"

1'-6"

5'-0"Landing

6"

Ris

er

1'-0"Tread

Slope 1/4"

R34"

1" nosing

R14"

6"

Ris

er

1'-0"Tread

Slope 1/4"

R34"

1" nosing

R14"

2'-10"

Typic

al

Hand

rail

Heig

ht#4 @ 1'-0" BW

Welded handrail assembly on both

sides of stair, 1 12" Ø Schedule 40 pipe

with hot-dipped galvanized finish.Space posts as shown, 4'-0" maximum,and set 6" into concrete and 6" clear ofedges.

1'-6"

2'-10"

Typic

al

Hand

rail

Heig

ht

1'-0"

2'-10"

1'-0"

2'-10"

1'-0"

Slope 1/4"Per Foot

Slope 1/4"Per Foot

Slope 1/4"Per Foot

Slope 1/4"Per Foot

1'-0"

558.90'

Slope 20:1

1 1/2" x 6 1/2" notch w/ 1/2"

expansion joint (4) 12" x 8"

smooth dowels set in epoxy.

6"

min

.3"

6"

min

.3"

6" min. typ.

6" min. typ.

558.80'

557.95'

557.85' 1'-0"

1 1/2" x 6 1/2" notch w/ 1/2"

expansion joint (4) 12" x 8"

smooth dowels set in epoxy.

1'-518"

112"

61 2" 1'-51

8"

6"

6"

550.35'550.25'

4'-0"

3'-514"

3'-514"

4'-0"

4'-0"

3'-514"

4'-514"

#4 @ 1'-0" BW

1'-0"

1'-0"

112"

112"

STAIR SECTIONS 3/8" = 1'-0"BID ALTERNATE #1

Welded handrail assembly on both

sides of stair, 1 12" Ø Schedule 40 pipe

with hot-dipped galvanized finish.Space posts as shown, 4'-0" maximum,and set 6" into concrete and 6" clear ofedges.

Landing

12:1 Slope

2'-10"

4"

Welded handrail assembly on both sides of

stair, 1 12" Ø Schedule 40 pipe with

hot-dipped galvanized finish. Space postsas shown, 4'-0" maximum, and set 6" intoconcrete and 6" clear of edges.

Landing

Provide sleeve or coredrill, embed 6" intoconcrete.

4"

8"

Handrail assembly

Concrete Ramp

Provide sleeve or coredrill, embed 6" into

concrete.

x xx x

Reinforcing per drawings.Break reinforcing at joint.Cut alternate wires of WWF

Saw cut to top of keywayInstall backer rod & sealant

where specified.

Keyway3

4" x 1-1/2" Min.Apply bond breaker.

0.1 T

0.2

T

Dowel at mid-depthwhen specified.

T

3/8" radius for walks & drives

1/8" radius for floors

Dowel at mid-depthwhere specified.

1/2" preformed joint filler

x x x x

Reinforcing per drawings.Break reinforcing at joint.

T

Saw cut, depth = T/4.Install backer rod & sealant.

Reinforcing per drawings.Break reinforcing at joint.Cut alternate wires of WWF

x xx x

Dowel at mid-depthwhen specified.

T

TYPICAL FLATWORK DETAILS

CONSTRUCTION JOINT 07

EXPANSION OR ISOLATION JOINT 06

CONTROL JOINT 05

N.T.S.

N.T.S.

N.T.S.

3 1/2"x 3 1/2"x 3/16",galvanized steel

3'-0"

Min

imum

Secure top of backboard tohorizontal part of the pole with

(2) 1 5/8" Ø 13 ga. tubular

braces, galvanized.

3'-0"

9'-8"

3'-3"

2'-0"

Mount rim directly to thehorizontal part of the polegoing through backboard5"x5" hole pattern, toeliminate stress frombackboard during thegame.

39"x 54" fan-shaped welded steel frame, 7 ga.

with 3/16" or 12 ga. minimum steel sheathing

skin. All skin edges to form 1-1/2" lip

4'-6"

10'-0"

White polyester powdercoated finish with officialorange shooter's square

and border.

Rim construction to be

oficial-sized 5/8" Ø

AISI 1081 carbonsteel with continuouswire formed netlocksto accept nylon net (tobe included). Powdercoat finish, color -orange to beconfirmed with Owner.

6"

RIM ELEVATION

INLET COLLAR

6"

49 1/2"

2" x 3" x 1/4" FRAME

5"8"

43 1/2"

49 1/2"

42"

48"

8" WALLTHICKNESS

GASKET OR HOLEOPENING FOR PIPE.

HEIGHT VARIES PERPLANS

7", 9", 11", OR 13" IFREQUIRED

A

A

Typ.

4"

3/8" x 2" filler

1'-3

"

3/16" min.

2'-6"

3/16"Ø min.

3/16" min. x 2"

SECTION A-A

2 1/2"

Typ

ica

l

1 3

/1

6"

ma

x.

Finish - asphaltic 10 mil. coating

Material - Mild carbon steel - ASTM A569

Capacity - H-20 loading

Weight - 65 lb. min.

Tolerances - All dimensions ±1/8"

Identification - The manufacturer must place his name or mark

on each unit for the purpose of identification.

6"

3"

min

.

MoDot type "BP-2"

MoDot type 5 aggregate

Finish Grade Asphalt

Compact to 95% density perASTM D 1557 Modified Proctor

Plane of Spring Line

4"

Min

.

D

6"

Payline Width "W"See Table No. 1

6" Min.6" Min.

Outside ofPipe Bell

Outside of PipeBarrel

Line of ActualExcavation

Payline for"C" Excavation

Line of ActualExcavation

FlowLine

Compacted CrushedLimestone andScreenings

HANDRAIL & RAMP DETAIL01 N.T.S. GRATE INLET DETAIL02 N.T.S.

Compact base course to 95%maximum dry density asdetermined by ASTM D 1557Modified Proctor

Recompact top 12" and each layer offill material to 92% maximum drydensity as determined by ASTM D1557 Modified Proctor

HDPE PIPE BEDDING DETAIL04 N.T.S.

ASPHALT PAVING DETAIL03 N.T.S.

THICKENED SLAB EDGE 08 N.T.S. BASKETBALL GOAL - BID ALTERNATE #309 N.T.S.

3'-0"

Min

imum

2'-0"

6"

12"

6 6"

T +

2"

x x x

Detail applies to pavement edgessubject to wheel loads.3/8" radius

3'-0" Min.

T

PRO

JEC

T #

DA

TEW

PREV

ISIO

ND

ESC

RIP

TIO

N

c

WA

SH

ING

TO

N E

NG

INEER

ING

& A

RC

HIT

EC

TU

RE, IN

C. 1301 W

EST F

IFTH

STR

EET

WA

SH

ING

TO

N, M

O 6

3090

(636)-

239-6

550

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MO State Corporate Certificate of Authority

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