Project Drawings.pdf

CLIENT CONTACT INFORMATION:

DAVID HARPER

CHIEF OPERATIONS OFFICER

PHONE: (641) 684-6597 EXT. #66112

OLSSON CONTACT INFORMATION:

CARY SCHROEDER, SE (NE)

TECHNICAL LEADER

PHONE: (402) 970-2316

drawn by:

checked by:

approved by:

QA/QC by:

project no.:

drawing no.:

date

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G000

OTTUMWA COMMUNITY SCHOOLS

TENNIS COURTS

Ottumwa, IA 52501

SHEET INDEX

SHEET SHEET NAME

REVISION

DATE REV

G000 COVER SHEET

S001 POST-TENSION SLAB NOTES AND SPECIAL INSPECTION SCHEDULE

S100 POST-TENSION SLAB PLAN - OVERALL

S101 POST-TENSION SLAB PLAN

S200 DETAILS - POST-TENSION

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INSTRUCTIONS TO BIDDERS:

1. SEALED BIDS WILL BE RECIEVED ON TUESDAY, NOVEMBER 7, 2023 AT 2:00 PM PREVIALING TIME FOR THE

TENNIS COURT PROJECT BY;

THE BOARD OF EDUCATION: OTTUMWA COMMUNITY SCHOOL DISTRICT

1112 N. VAN BUREN

OTTUMWA, IA 52501

2. LUMP SUM BID PROPOSALS WILL BE RECIEVED FOR THIS PROJECT AT THE SCHEDULED TIME OF

RECIEPT OF BIDS ABOVE AND WILL BE PUBLICLY OPENED AT THAT TIME.

3. A PRE-BID CONFERENCE WILL BE HELD ON THURSDAY NOVEMBER 2, 2023 AT 1:00 PM (CST) AT THE OTTUMWA DISTRICT OFFICE; 1112 N. VAN BUREN, OTTUMWA, IA 52501. ALL BIDDERS ARE STRONGLY ENCOURAGED TO ATTEND AND SIGN IN AT THE MEETING WHICH WILL ALSO BE ATTENDED BY THE

OWNER.

4. ALL BIDDERS ARE STRONGLY ENCOURAGED TO PERFORM A SITE VISIT PRIOR TO SUBMITTING BIDS.

5. BID SECURITY IN THE FOR OF A BID BOND, CERTIFIED CHECK OR CASH IN AN AMOUNT EQUAL TO FIVE PERCENT OF THE BASE BID AMOUNT SHALL BE SUBMITTED WITH THE BID. SHOULD A BID BOND BE SUBMITTED, THE BID BOND SHALL BE PAYABLE TO THE BOARD OF EDUCATION - OTTUMWA COMMUNITY

SCHOOL DISTRICT.

6. BIDS SHALL BE SUBMITTED ON OR BEFORE THE SPECIFIED CLOSING TIME IN AN OPAQUE SEALED

ENVELOPE ADDRESSED TO:

OTTUMWA COMMUNITY SCHOOL DISTRICT

ATTN: MR. MIKE McGREGORY, SUPERINTENDENT

1112 N. VAN BUREN

OTTUMWA, IA 52501

7. THE BOARD OF EDUCATION RESERVES THE RIGHT TO REJECT ANY BID OR ALL BIDS OR PART THEREOF, OR WAIVE ANY IRREGULARITIES OR INFORMALITIES, AND TO MAKE THE AWARD IN THE BEST INTEREST

OF THE DISTRICT.

8. CONTRACTOR MAY OBTAIN ELECTRONIC BID DOCUMENTS AT NO COST IN PDF FORM THROUGH DAVID

HARPER AT DAVID.HARPER@OTTUMWASCHOOLS.COM OR THROUGH CARY SCHROEDER AT

CSCHROEDER@OLSSON.COM OR VIA THE STATE OF IOWA AT https://bidopportunities.iowa.gov/

9. CONTRACTORS SHALL BE RESPONSIBLE FOR ANY HARD COPY SETS OF PLANS OR SPECIFICATIONS AT

THE CONTRACTORS COST.

MY LICENSE RENEWAL DATE IS DECEMBER 31, 2019.

PAGES OR SHEETS COVERED BY THIS SEAL:

I HEREBY CERTIFY THAT THIS ENGINEERING DOCUMENT WAS PREPARED BY ME OR

UNDER MY DIRECT PERSONAL SUPERVISION AND THAT I AM A DULY REGISTERED

PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF IOWA

SIGNATURE

MY LICENSE RENEWAL DATE IS DECEMBER 31, 2023.

NAME: ADAM R. CHRISTENSEN

S001, S100, S101, S200

10/24/2023 drawn by:

checked by:

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project no.:

drawing no.:

date

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S001

AE AIR ENTRAINING

AFF ABOVE FINISHED

FLOOR

AHU AIR HANDLING UNIT

ALT ALTERNATE

APPROX APPROXIMATE(LY)

ARCH ARCHITECT(URAL)

B/ BOTTOM OF

BLDG BUILDING

BM BEAM

BOT BOTTOM

BRG BEARING

C COMPRESSION

CA CAISSON

CIP CAST-IN-PLACE

CJ CONTROL JOINT

CL CENTERLINE

CLR CLEAR

CMU CONCRETE

MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONST CONSTRUCTION

CONT CONTINUE(D)(OUS)

DBA DEFORMED BAR

ANCHOR

DBL DOUBLE

DET DETAIL

DIA DIAMETER

DIM DIMENSION(S)

DL DEAD LOAD

DP DRILLED PIER

DWG DRAWING

EA EACH

ECC ECCENTRICITY

EF EACH FACE

EJ EXPANSION JOINT

ELEV ELEVATION

EOR ENGINEER OF

RECORD

EQ EQUAL

EQUIP EQUIPMENT

ES EACH SIDE

EW EACH WAY

EWEF EACH WAY EACH

FACE

FF FINISHED FLOOR

FND FOUNDATION

FT FEET (FOOT)

FTG FOOTING

GA GAUGE

GALV GALVANIZED

GB GRADE BEAM

GL GLUE LAMINATE

TIMBER

HORZ HORIZONTAL

HS HEADED STUD

ID INSIDE DIAMETER

K KIP (1000 POUNDS)

STRUCTURAL ABBREVIATIONS

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KLF KIPS PER LINEAR

FOOT

LB, # POUNDS

LH LEFT HAND

LL LIVE LOAD

LLH LONG LEG

HORIZONTAL

LLV LONG LEG VERTICAL

LVL LAMINATED VENEER

LUMBER

MAX MAXIMUM

MECH MECHANICAL

MEP MECHANICAL,

ELECTRICAL,

PLUMBING

MFR MANUFACTURER

MIN MINIMUM

MISC MICELLANEOUS

NA NOT APPLICABLE

NO, # NUMBER

NTS NOT TO SCALE

OC ON CENTER

OCEW ON CENTER EACH

WAY

OD OUTSIDE DIAMETER

OH OPPOSITE HAND

PEMB PRE-ENGINEERED

METAL BUILDING

PJF PREMOLDED JOINT

FILLER

PL PLATE

PLF POUNDS PER LINEAR

FOOT

PSF POUND PER SQUARE

FOOT

PSI POUND PER SQUARE

INCH

PT POST TENSION(ED)

QTY QUANTITY

R RADIUS

REINF REINFORCE(D)

REV REVISED/REVISION

RH RIGHT HAND

RO ROUGH OPENING

RTU ROOF TOP UNIT

SF SQUARE FOOT

SIM SIMILAR

SPEC SPECIFICATION

SS STAINLESS STEEL

STD STANDARD

T TENSION

T&B TOP AND BOTTOM

T&G TONGUE AND GROVE

T/ TOP OF

TBD TO BE DETERMINED

TYP TYPICAL

UON UNLESS OTHERWISE

NOTED

V SHEAR

VERT VERTICAL

VIF VERIFY IN FIELD

W/ WITH

W/O WITHOUT

WG WORKABLE GAGE

WP WORKING POINT

WWR WELDED WIRE

REINFORCEMENT

CONCRETE & REINFORCING STEEL

VERIFY CORRECT MATERIAL USED,

INCLUDING THE USE OF A706 IN

WELDED SPLICES, IF ANY

OBSERVE & VERIFY PLACEMENT OF

EMBEDDED BOLTS & RODS PRIOR TO

CONCRETE PLACEMENT

SAMPLE CONCRETE SPECIMENS FOR

STRENGTH TESTS TO BE PERFORMED IN

LAB. A MINIMUM OF FIVE (5) CYLINDERS

SHALL BE MADE. TEST TWO AT 7 DAYS

AND TWO AT 28 DAYS. THE 5TH

CYLINDER SHALL BE HELD IN RESERVE

PERFORM CONCRETE STRENGTH

TESTING

MAINTAIN A SPREADSHEET SHOWING

DATE, SEQUENTIAL ORDER OF

STRENGTH TEST RESULTS, AND

INDICATE RUNNING AVERAGE

INSPECT CONCRETE AND SHOTCRETE

PLACEMENT FOR PROPER APPLICATION

TECHNIQUES

VERIFY THAT THE NECESSARY DESIGN

STRENGTH HAS BEEN REACHED PRIOR

TO THE REMOVAL OF FORMS

MEASURE FLOOR FLATNESS AND

LEVELNESS AS DIRECTED

AWS: D1.4

IBC: 1908.10

ASTM: C172, C31

ACI 318: 26.4,

26.12

ACI 318 PAR. 6.2

IBC: 1908.6,

1908.7, 1908.8

ACI 318: 26.5

ADDITIONAL CYLINDERS SHALL BE

MADE AS NEEDED FOR EARLY FORM

REMOVAL. NOTE: TWO 6X12 OR 4X8

CYLINDERS ARE REQUIRED FOR AN

ACCEPTABLE TEST.

INSPECT CONCRETE FORMWORK FOR

SHAPE, LOCATION, AND DIMENSIONS

OF THE CONCRETE MEMBER BEING

FORMED

VERIFY PLANT IS PCI

CERTIFIED

VERIFY FABRICATION/ QUALITY CONTROL

PROCEDURES FOR PRECAST CONCRETE

MANUFACTURER

GENERAL

CONDUCT WEEKLY VISUAL

OBSERVATIONS OF THE STRUCTURAL

SYSTEMS FOR GENERAL CONFORMANCE

TO THE CONSTRUCTION DOCUMENTS AND

PREPARE WEEKLY REPORTS OF

OBSERVATIONS DESCRIBING WORK

PROGRESS AND NON-CONFORMING ITEMS

INSPECTION ITEM REQUIRED

FREQUENCY

CONTINUOUS PERIODIC

REMARKSCODE

REFERENCE

IBC SCHEDULE OF SPECIAL INSPECTION SERVICES

OBSERVE PROOF ROLLING OF

SUBGRADE PRIOR TO FILL

PLACEMENT

EARTHWORK

TESTING AND EVALUATION OF IN-

PLACE DENSITY OF COMPACTED

FILL AS WORK PROGRESSES

VERIFY EXCAVATIONS ARE

EXTENDED TO PROPER DEPTH

AND HAVE REACHED PROPER

MATERIAL

PERFORM CLASSIFICATION AND

TESTING OF COMPACTED FILL

MATERIALS

ALL FOOTING AND PILE CAP

EXCAVATIONS SHALL BE OBSERVED

AND APPROVED PRIOR TO

CONCRETE PLACEMENT

TEST EACH SOURCE

ONE DENSITY TEST FOR EACH

LIFT, DAYS OPERATION, OR 5000

SQ. FT. OF FILL AREA

INSPECT VAPOR RETARDER FOR

CONFORMANCE WITH MANUFACTURERS

WRITTEN INSTALLATION INSTRUCTIONS

VERIFY MATERIAL BELOW SHALLOW

FOUNDATIONS ARE ADEQUATE TO

ACHIEVE THE DESIGN BEARING

CAPACITY

VERIFY USE OF PROPER MATERIALS,

DENSITIES AND LIFT THICKNESS DURING

PLACEMENT AND COMPACTION OF

COMPACTED FILL

INSPECTION ITEM REQUIRED

FREQUENCY

CONTINUOUS PERIODIC

REMARKSCODE

REFERENCE

IBC SCHEDULE OF SPECIAL INSPECTION SERVICES

INSPECT REINFORCEMENT, INCLUDING

PRESTRESSING TENDONS, AND VERIFY

PLACEMENT PRIOR TO CLOSING OF

FORMS AND ARRIVAL OF CONCRETE TO

THE JOB-SITE

IBC: 1908.4

ACI 318: CH. 20,

25.2, 25.3, 26.6.1-26.6.3

REINFORCING BAR WELDING:

a. VERIFY WELDABILITY OF

REINFORCING BARS

OTHER THAN ASTM A706

b. INSPECT SINGLE-PASS

FILLET WELDS, MAXIMUM

5/16"

c. INSPECT ALL OTHER

WELDS

AWS D1.4

ACI 318: 26.6.4

INSPECT ANCHORS CAST IN CONCRETE ACI 318:

17.8.2

INSPECT ANCHORS POST-INSTALLED IN

HARDENED CONCRETE MEMBERS:

a. ADHESIVE ANCHORS

INSTALLED IN

HORIZONTALLY UP

UPWARDLY INCLINED

ORIENTATIONS TO RESIST

SUSTAINED TENSION

LOADS

b. MECHANICAL ANCHORS

AND ADHESIVE ANCHORS

NOT DEFINED ABOVE

ACI 318:

17.8.2.4

ACI 318:

17.8.2

SPECIFIC REQUIREMENTS FOR

SPECIAL INSPECTION SHALL BE

INCLUDED IN THE RESEARCH

REPORT FOR THE ANCHOR ISSUED

BY AN APPROVED SOURCE IN

ACCORDANCE WITH 17.8.2 IN ACI 318,

OR OTHER QUALIFICATION

PROCEDURES. WHERE SPECIFIC

REQUIREMENTS ARE NOT PROVIDED,

SPECIAL INSPECTION

REQUIREMENTS SHALL BE

SPECIFIED BY THE REGISTERED

DESIGN PROFESSIONAL AND SHALL

BE APPROVED BY THE BUILDING

OFFICIAL PRIOR TO

COMMENCEMENT OF THE WORK

VERIFY USE OF REQUIRED MIX DESIGN IBC: 1904.1,

1904.2, 1908.2, 1908.3

ACI 318: CH. 19,

26.4.3, 26.4.4

PRIOR TO CONCRETE PLACEMENT,

FABRICATE SPECIMENS FOR STRENGTH

TESTS, PERFORM SLUMP AND AIR

CONTENT TESTS, AND DETERMINE THE

TEMPERATURE OF THE CONCRETE

OBTAIN ONE COMPOSITE SAMPLE

FOR EACH 100 CUBIC YARDS OR

FRACTION THEREOF OF EACH

CONCRETE MIX PLACED EACH DAY.

WHEN FREQUENCY OF TESTING WILL

PROVIDE FEWER THAN FIVE

COMPRESSIVE STRENGTH TESTS

FOR EACH CONCRETE MIX, TESTING

SHALL BE CONDUCTED FROM AT

LEAST FIVE RANDOMLY SELECTED

BATCHES OR FROM EACH BATCH IF

FEWER THAN FIVE ARE USED.

VERIFY MAINTENANCE OF SPECIFIED

CURING TEMPERATURE AND TECHNIQUES

IBC: 1908.9

ACI 318:

26.5.3-26.5.5

INSPECT PRESTRESSED CONCRETE FOR:

a. APPLICATION OF

PRESTRESSING FORCES

b. GROUTING OF BONDED

PRESTRESSING TENDONS

ACI 318: 2610

INSPECT ERECTION OF PRECAST

CONCRETE MEMBERS AND CONNECTIONS

ACI 318: CH. 26.8

VERIFY IN-SITU CONCRETE STRENGTH,

PRIOR TO STRESSING OF TENDONS IN

POST-TENSIONED CONCRETE AND PRIOR

TO REMOVAL OF SHORES AND FORMS

FROM BEAMS AND STRUCTURAL SLABS

ACI 318:

CH. 26.11.2

ACI 318:

26.11.1.2(b)

GENERAL STRUCTURAL NOTES:

FOUNDATIONS:

1. THE GEOTECHNICAL ENGINEER SHALL BE RETAINED FOR TESTING AND SPECIAL INSPECTIONS

DURING ALL EARTHWORK AND FOUNDATION CONSTRUCTION PHASES TO VERIFY THAT THE

RECOMMENDATIONS OF THE SUBSOIL INVESTIGATION ARE BEING IMPLEMENTED. THE

GEOTECHNICAL ENGINEER SHALL INSPECT ALL FOUNDATION EXCAVATIONS AND SLAB SUBGRADE

IMMEDIATELY PRIOR TO PLACEMENT OF ANY CONCRETE AND SHALL TEST ALL FILL FOR PROPER

COMPACTION.

2. FILL BELOW SLABS-ON-GRADE SHALL CONSIST OF CLEAN GRANULAR MATERIAL COMPACTED TO

95% TO 98% OF STANDARD PROCTOR DENSITY. SEE GEOTECHNICAL REPORT FOR COMPACTION

REQUIREMENTS.

3. ALL STRUCTURAL SLABS-ON-GRADE SHALL BEAR ON A SUB-BASE OF 6 INCHES OF CLEAN

AGGREGATE BASE. SEE GEOTECHNICAL REPORT FOR FILL REQUIREMENTS.

CONCRETE AND REINFORCING

1. CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 318-08, "BUILDING CODE

REQUIREMENTS FOR STRUCTURAL CONCRETE," EXCEPT AS MODIFIED BY THE SUPPLEMENTAL

REQUIREMENTS BELOW. PLACEMENT SHALL CONFORM TO THE LATEST VERSION OF ACI 302.1R,

"GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION."

2. CONCRETE SHALL ATTAIN A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 4,000 PSI. CONCRETE SHALL DEVELOP MINIMUM ULTIMATE COMPRESSIVE DESIGN STRENGTH OF 4,000 PSI IN 28 DAYS, BUT NOT LESS THAN 564 POUNDS OF CEMENT SHALL BE USED PER CUBIC YARD OF CONCRETE

REGARDLESS OF STRENGTH OBTAINED, 0.48 W/C RATIO, WITH 6% PLUS OR MINUS 1% AIR

ENTRAINMENT, AND NOT MORE THAN 4" OF SLUMP.

3. THE ADDITION OF WATER TO THE MIX ON SITE SHALL NOT BE ALLOWED. CONCRETE MAY NOT BE

PLACED DURING FREEZING WEATHER UNLESS SUITABLY PROTECTED PER ACI 306. CONFORM TO

ACI 305 FOR HOT WEATHER CONCRETING.

4. APPLY A BROOM FINISH TO SLAB SURFACE, UNLESS SPECIFIED OTHERWISE BY THE COURT-

COATING MANUFACTURER'S RECOMMENDATIONS.

5. CURE CONCRETE FLATWORK BY MOIST CURE ONLY FOR A MINIMUM OF 72 HOURS.

6. ALL REINFORCING STEEL SHALL BE ASTM A615, GRADE 60.

7. CONCRETE COVER AND MINIMUM LAP SPLICES OF REINFORCING SHALL CONFORM TO ACI 318, LATEST EDITION, UNLESS OTHERWISE DETAILED.

8. CONTRACTOR TO SUBMIT REINFORCING STEEL SHOP DRAWINGS INDICATING PLACEMENT,

SPACING, SIZE, AND LAP LENGTHS FOR REVIEW BY ENGINEER OF RECORD PRIOR TO FABRICATION.

9. CONTRACTOR SHALL VERIFY THAT ALL CONCRETE INSERTS, REINFORCING AND EMBEDDED ITEMS

ARE CORRECTLY LOCATED AND RIGIDLY SECURED PRIOR TO CONCRETE PLACEMENT.

10. ANY HORIZONTAL CONSTRUCTION JOINTS IN CONCRETE POURS NOT SHOWN ON THE DRAWINGS

SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR REVIEW PRIOR TO COMMENCEMENT OF

CONSTRUCTION.

COORDINATION AND VERIFICATION

1. CONTRACTOR TO COORDINATE STRUCTURAL DRAWINGS WITH ARCHITECTURAL, MECHANICAL,

ELECTRICAL, AND CIVIL DRAWINGS FOR ADDITIONAL OPENINGS, SLEEVES, ETC, NOT SHOWN ON

THE STRUCTURAL DRAWINGS. COORDINATE LOCATION, SIZE, AND REINFORCEMENT OF ALL

OPENINGS WITH RESPECTIVE TRADES PRIOR TO FABRICATION.

2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO STARTING WORK OR FABRICATING

ANY STRUCTURAL MATERIALS AND NOTIFY THE ENGINEER OF RECORD OF ANY DISCREPANCIES.

POST-TENSIONING

1. POST-TENSIONING TENDONS SHALL BE 0.5" DIAMETER, 270 KSI TENSILE STRENGTH LOW-

RELAXATION MONO-STRAND TENDONS, PLASTIC SHEATHED AND GREASED, WITH A MINIMUM

ULTIMATE LOAD CAPACITY OF 41.5 KIPS PER CABLE.

2. PROVIDE CERTIFIED MILL REPORTS AND OTHER TEST DATA AS SPECIFIED.

3. ENSURE THAT ANCHORAGES ARE POSITIONED ACCORDING TO THE DESIGN AND FIXED SO THE DO

NOT MOVE DURING NORMAL CONSTRUCTION ACTIVITIES. ENSURE THAT ANTI-BURST

REINFORCEMENT IS PRESENT AND FIXED CENTRAL TO ANCHORAGE.

4. PROVIDE SUPPORTS AND ACCESSORIES AS REQUIRED TO ASSURE PROPER CABLE POSITION

BEFORE, DURING, AND AFTER CONCRETE PLACEMENT. CONTINUALLY MONITOR CABLE PROFILES

DURING CONCRETE PLACEMENT TO AVOID DISPLACEMENT OF CABLES.

5. DURING CONCRETE PLACEMENT, CHECK THAT STRANDS ARE NOT DAMAGED BY CONCRETE. IF

DAMAGE OCCURS, NOTIFY CONCRETE CONTRACTOR AND ARRANGE FOR REPAIR.

6. AT COMPLETION OF CONCRETE PLACEMENT, CHECK THAT ALL ANCHORS ARE CLEAR OF SLURRY, ETC. CHECK THAT TEST CYLINDERS HAVE BEEN TAKEN DURING POUR AND STORED ON SITE IN

CONDITIONS SIMILAR TO SLAB BEING POURED.

7. THE FINAL TENSIONING OPERATION SHOULD NOT BEGIN UNTIL A MINIMUM CONCRETE

COMPRESSIVE STRENGTH OF 2,000 PSI HAS BEEN ATTAINED. TENDONS SHOULD NOT BE STRESSED

WHERE CRACKS, VOIDS, OR EXCESSIVE HONEYCOMBING IS VISIBLE AT ANCHORAGES.

8. INFORM THE SITE SUPERINTENDENT BEFORE STRESSING COMMENCES IN THE AREA. TAKE CARE

AND ENSURE THAT APPROPRIATE SAFETY PRECAUTIONS ARE TAKEN TO PROTECT FIELD

PERSONNEL CONDUCTING AND INSPECTING OPERATIONS.

9. POST-TENSIONING CABLES SHALL BE INSTALLED AS FOLLOWS:

A. UNDER DIRECT SUPERVISION OF SUPPLIER'S REPRESENTATIVE.

B. STRESS ALL CABLES TO 80% OF ULTIMATE.

C. SET ALL CABLES OFF AT 70% OF ULTIMATE.

D. USE HYDRAULIC JACKS, CALIBRATE JACKS BEFORE FIRST PULL.

E. MEASURE AND LOG ELONGATION OF EACH CABLE DURING STRESSING AND REPORT IN

WRITING TO ENGINEER OF RECORD. DO NOT CUT OFF STRESSED CABLE ENDS UNTIL ENGINEER

OF RECORD HAS REVIEWED AND ACCEPTED ELONGATIONS.

F. CUT ALL TENDONS, ENSURING THAT SPECIFIED CONCRETE COVER CAN BE ACHIEVED, USING

FRICTION CUTTER. DO NOT USE HEAT-TYPE CUTTING DEVICE.

10. POST-TENSIONING SUPPLIER TO VERIFY TENDON LAYOUT TO PROVIDE 150PSI EFFECTIVE STRESS

IN ACCORDANCE WITH PTI DC10.3 - DESIGN AND CONSTRUCTION OF POST- TENSIONED SPORT

COURTS.

'-0

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206'-0"

206'-0"

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SCALE = 1/16" = 1'-0"

1 SLAB PLAN - OVERALL

BID ALTERNATE #1:

1. CONTRACTOR TO PROVIDE BID ALTERNATE ELIMINATING POST-TENSIONING TENDONS.

2. REMOVE POST-TENSIONING TENDONS FROM DESIGN.

REPLACE 5" THICK POST-TENSIONED SLAB WITH 8" THICK MILD-REINFORCED SLAB ON

GRADE WITH #5 BARS AT 12" ON CENTER EACH WAY, CENTERED IN SLAB DEPTH.

3. ALL OTHER DETAILING REMAINS THE SAME.

NOTES:

1. INDICATES STRESSING DIRECTION AND STRESSING END ANCHORAGE FOR 5" POST-TENSIONED SLAB ON GRADE.

2. INDICATES DEAD END ANCHORAGE FOR 5" POST-TENSIONED SLAB ON GRADE.

3. 5" POST TENSIONED SLAB ON GRADE ON (1) LAYER OF 6 MIL AND (1) LAYER OF 10 MIL POYETHYLENE SHEETING ON 6" LIME SCREENINGS BASE ON COMPACTED SUBGRADE. APPLY SHEETING LAYERS NORMAL TO ONE ANOTHER AND TAPE OR SEAL SEAMS AND LAPS.

TENDON SYMBOL LEGEND - SHORT DIRECTION

S E

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116'-0"

7 7/8" 9 5/8"

STRESSING REQ'D

AT BOTH ENDS.

TENDON NUMBER

AT STRESSING-END

MIN. TENDON LENGTH (ADDED

LENGTH FOR STRESSING TO BE

DETERMINED BY CONTRACTOR)

MINIMUM ELONGATION

MAXIMUM ELONGATION

SLAB TENDON

FIXED-END

ANCHORAGE PER

DETAIL INDICATED

ON PLANS

TENDON SYMBOL LEGEND - LONG DIRECTION

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206'-0"

17 1/4"14 1/8"

STRESSING REQ'D

AT BOTH ENDS.

TENDON NUMBER

AT STRESSING-END

MIN. TENDON LENGTH (ADDED

LENGTH FOR STRESSING TO BE

DETERMINED BY CONTRACTOR)

MINIMUM ELONGATION

MAXIMUM ELONGATION

SLAB TENDON

FIXED-END

ANCHORAGE PER

DETAIL INDICATED

ON PLANS

13'-0" 36'-0" 12'-0" 36'-0" 12'-0" 36'-0" 12'-0" 36'-0" 13'-0"

S200

S200

'-0

'-0

'-0

S200

S200

S200

TYP ALL EDGES

'-0

FENCE

'-9

T

E N

D O

N S

E Q

U A

L L Y

S P

A C

E D

A T

'-3

'-9

1'-8" TENDONS EQUALLY SPACED AT 2'-8" 1'-8"

206'-0"

12852 drawn by:

checked by:

approved by:

QA/QC by:

project no.:

drawing no.:

date

SHEET

R E

V

IS

IO

N

S

R E

V

N O

D

A T

E R

E V

IS

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N D

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C R

IP

T

IO

N

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P M

C R e vi t L o c a l F il e s S O tt u m w a

T e n n is

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PKM

CWS

CWS

023-05957

10/17/2023

O T

T U

M W

A

IA

O T

T U

M W

A C

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M U

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IT

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C H

O O

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N N

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S L A

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SCALE = 3/32" = 1'-0"

2 SLAB PLAN

2'-0" 2'-0" 12∆12∆

M

IN

STRESSING OR DEAD END

ANCHORAGE - SEE TENDON

LAYOUT PLAN (TYP)

(2) - #4 CONT.

EDGE OF SLAB

SLAB TENDONS

SEE LAYOUT SEE LAYOUT

1'-0"

S E

E L

A Y

O U

T

FENCE POST, BY OTHERS. PROVIDE

1" COMPRESSIBLE JOINT MATL. ALL

AROUND POST FOR FULL DEPTH OF

SLAB PENETRATION. INSTALL

SEALANT ALL AROUND AT TOP OF

JOINT. SEE GENERAL NOTES.

#4 X 6'-0" HAIRPIN BAR

AT EACH POST

PLACE HAIRPIN WITH

1-1/2" CLR FROM TOP

OF SLAB

3'-0"

3'-0"

1 1/2"CLR

FENCE POST, BY OTHERS.

PROVIDE 1" COMPRESSIBLE

JOINT MATL. ALL AROUND POST FOR

FULL DEPTH OF SLAB PENETRATION.

INSTALL SEALANT ALL AROUND AT TOP

OF JOINT. SEE NOTES

STRESSING OR DEAD END

ANCHORAGE - SEE TENDON

LAYOUT PLAN (TYP)

2 - #4 CONT. - LAP 2'-0"" MIN.

AS REQUIRED (TYP)

EDGE OF SLAB

1/2"Ø SLAB TENDONS1/2"Ø SLAB TENDONS1/2"Ø SLAB TENDONS

SEE LAYOUT SEE LAYOUT

1'-0"

L A

Y O

U T

S E

E S

E E

L A

Y O

U T

2 - #4 CONT.

2'-0"

'-0

#4 X 6'-0" HAIRPIN BAR

AT EA. FENCH POST

PLACE HAIRPIN WITH

1-1/2" CLR. FROM TOP

OF SLAB

3'-0"

3'-0"

1 1/2"CLR

R E

Q D

A S

AS REQUIRED

(1) LAYER OF 6 MIL TOP, (1) LAYER OF 10 MIL

BOTTOM POLYETHYLENE SHEETING. APPLY

LAYERS NORMAL TO EACH OTHER AND

TAPE OR SEAL SEAMS AND LAPS

SUBGRADE

STRAP ANCHOR FOUNDATION

MONOLITHIC W/ TENNIS COURTS

CENTER STRAP ANCHOR SET FLUSH W/

TOP OF CONCRETE PRIOR TO

POUR

POST-TENSIONED

TENNIS COURT SLAB

/2

/2

6" LIME SCREENINGS BASE

POST

POCKET FORMER

STRESSING OR DEAD END

ANCHORAGE - SEE TENDON

LAYOUT PLAN (TYP)

1'-0"

POST-TENSION SLAB

T/SLAB

1" COMPRESSIBLE JT. MATL.

ALL AROUND FENCE POST

W/ SEALANT

FENCE POST FTG.,

BY OTHERS

NOTE: CONTRACTOR SHALL USE EXTREME CARE IN PLACING

CONCRETE FOR FENCE POST FOOTINGS. TOP OF FOOTING

SHALL BE SMOOTH AND LEVEL AND PLACED A MINIMUM OF

2" BELOW BOTTOM OF SLAB THICKENED EDGE. TAMP FILL

OVER FOOTING AND COVER WITH 2 LAYERS OF 10 MIL

POLYETHYLENE SHEETING. SLAB MUST BE ISOLATED FROM

FOOTING AND POST. WRAP POSTS WITH 1" MIN.

THICKNESS COMPRESSIBLE JOINT MATERIAL FOR FULL DEPTH

OF SLAB.

(1) LAYER OF 6 MIL TOP, (1)

LAYER OF 10 MIL BOTTOM

POLYETHYLENE SHEETING.

APPLY LAYERS NORMAL TO

EACH OTHER AND TAPE OR

SEAL SEAMS AND LAPS

6" LIME SCREENINGS BASE

COMPACTED SUBGRADE

HAIRPIN BAR - SEE SLAB EDGE DETAILS

/2

/2

CONCRETE BASE SHALL BE

DUG/DRILLED PRIOR TO POST

TENSIONED CONCRETE SLAB BEING

FORMED, BUT HOLE/SLEEVE/POST

SHALL BE PROTECTED DURING SLAB

PLACEMENT OR POST INSTALLED

AFTER SLAB HAS BEEN PLACED.

NET POST SLEEVE, BY OTHERS

BONDBREAKER (1) LAYER OF 6 MIL AND (1)

LAYER OF 10 MIL POLYETHYLENE SHEETING

POST TENSIONED

CONCRETE COURT SLAB

TENNIS NET, BY OTHERS

NET POST, BY OTHERS

1" COMPRESSIBLE JT.

MATL. W/ SEALANT

ALL AROUND NET POST

NET TENSIONER,

BY OTHERS

NOTES:

1. DIMENSIONS SHOWN ARE MINIMUMS ONLY.

COORDINATE FOUNDATION REQUIREMENTS

WITH POST ANCHOR MANUFACTURER.

2. USE EXTREME CARE TO SET ELEVATIONS OF

TOP OF NET POST FOUNDATION AT OR BELOW

BOTTOM OF SLAB ELEVATION.

'-6

'-6

M

IN

DIAMETER

1'-6" MIN.

drawn by:

checked by:

approved by:

QA/QC by:

project no.:

drawing no.:

date

SHEET

R E

V

IS

IO

N

S

R E

V

N O

D

A T

E R

E V

IS

IO

N D

E S

C R

IP

T

IO

N

:5 :0

P M

C R e vi t L o c a l F il e s S O tt u m w a

T e n n is

C o u rt s C e n tr a l_ c a ry s c h ro e d e r.

rv t

PKM

CWS

CWS

023-05957

10/17/2023

O T

T U

M W

A

IA

O T

T U

M W

A C

O M

M U

N

IT

Y S

C H

O O

L S

T E

N N

IS

C

O U

R T

S

D E

T A

IL

S

P

O S

T -T

E N

S

IO

N

S200

SCALE = 1/2" = 1'-0"

1 CURVATURE OF TENDONS AT PENETRATIONS DETAIL

SCALE = 3/4" = 1'-0"

5 FENCE POST DETAIL

SCALE = 3/4" = 1'-0"

2 CENTER STRAP ANCHOR SECTION

SCALE = 3/4" = 1'-0"

6 NET POST SECTION

SCALE = 3/4" = 1'-0"

3 SLAB EDGE DETAIL

SCALE = 3/4" = 1'-0"

4 SLAB CORNER DETAIL - NO HAIRPIN

w w w .o ls so n.

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2.

1.

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N eb ra sk a

C O

A

C A

-0