adams field stadium - procurement & strategic … · adams field stadium structural repairs...

project number:

sheet title:

sheet number:

approved

project:

coordination checked

location

drawn

designed

issue: date:

key plan:

Adams Field Stadium

Structural Repairs

AREA OF WORK

Dec 4th 201350% Construction Document Review

NM Project Number - 13149.0

WAYNE STATE

UNIVERSITYFacilities Planning and Management

5454 Cass Avenue

Detroit, MI 48202

Adams Field

JK

AN

AN

AN

GS

WSU :079-241292

consultants:

WSU Project Manager Nancy Milstein

95% Construction Document Review Dec 13th 2013

Bid Documents Jan 20th 2013

95% Construction Document Review - REISSUED Jan 9th 2013

GENERAL STRUCTURAL NOTES

1. THE STRUCTURAL NOTES ARE INTENDED TO AUGMENT THE DRAWINGS AND SPECIFICATIONS. SHOULD

CONFLICTS EXIST BETWEEN THE DRAWINGS, SPECIFICATIONS AND THE STRUCTURAL NOTES, THE STRICTEST

PROVISION SHALL GOVERN.

2. THE STRUCTURAL DRAWINGS FORM AN INTEGRAL PART OF CONTRACT DOCUMENTS, WHICH INCLUDE

STRUCTURAL DRAWINGS AND SPECIFICATIONS. COORDINATE THE STRUCTURAL DRAWINGS WITH THE

REQUIREMENTS SHOWN IN THE OTHER COMPONENTS OF THE CONTRACT DOCUMENTS.

3. TYPICAL DETAILS AND OTHER DETAILS APPLY TO CONDITIONS THAT ARE SIMILAR TO THE CONDITIONS

DESCRIBED IN THE DETAILS, EVEN IF THEY ARE NOT SPECIFICALLY REFERENCED ON THE PLANS.

4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MEANS, METHODS SEQUENCES AND PROCEDURES OF

CONSTRUCTION.

5. CONSTRUCTION SHALL COMPLY FULLY WITH THE APPLICABLE PROVISIONS OF OSHA AND THE LOCAL

GOVERNING CODES, LATEST EDITION, AND ALL REQUIREMENTS SPECIFIED IN THE CODES SHALL BE ADHERED

TO AS IF THEY WERE CALLED FOR OR SHOWN ON THE DRAWINGS. THIS SHALL NOT BE CONSTRUED TO MEAN

THAT REQUIREMENTS SET FORTH ON THE DRAWING MAY BE MODIFIED BECAUSE THEY ARE MORE STRINGENT

THAN THE CODE REQUIREMENTS OR BECAUSE THEY ARE NOT SPECIFICALLY REQUIRED BY CODE.

6. GOVERNING BUILDING CODE - MICHIGAN BUILDING CODE 2009. STANDARDS LISTED IN STRUCTURAL NOTE

SECTIONS REFER TO THE VERSION AND EFFECTIVE DATE IDENTIFIED IN THE REFERENCED STANDARDS

CHAPTER IN THE GOVERNING BUILDING CODE.

7. WORK CONSTRUCTED PER THESE DRAWINGS SHALL BE INSPECTED BY AN INDEPENDENT TESTING AGENCY

RETAINED BY OWNER TO ENSURE COMPLIANCE WITH THE REQUIREMENTS SHOWN ON THE DRAWINGS.

SPECIAL INSPECTIONS REQUIRED BY THE MICHIGAN BUILDING CODE AND THE CONTRACT DOCUMENTS SHALL

BE PERFORMED BY A QUALIFIED SPECIAL INSPECTOR. PROJECT SITE VISITS BY THE ENGINEER DO NOT

CONSTITUTE OR REPLACE INSPECTION.

8. THE CONTRACTOR SHALL ALLOW IN HIS SCHEDULING - DETAILING, FABRICATION AND ERECTION A MINIMUM OF

10 WORKING DAYS FOR REVIEW OF EACH SHOP DRAWING SUBMITTAL BY THE STRUCTURAL ENGINEER. THE

SHOP DRAWINGS SHALL BE SUBMITTED IN REASONABLE QUANTITIES AT REASONABLE INTERVALS. THE 10

WORKING DAYS STATED HEREIN, WILL BE IN ADDITION TO THE REVIEW TIME REQUIRED BY OTHER PROJECT

TEAM MEMBERS.

EXISTING CONSTRUCTION

1. CONTRACTOR SHALL VISIT THE SITE AND BECOME FAMILIAR WITH THE EXISTING CONDITIONS.

2. EXISTING BUILDING DIMENSIONS AND CONDITIONS SHOWN ARE BASED UPON ORIGINAL DRAWINGS OR PARTIAL

SURVEY AND HAVE NOT BEEN COMPLETELY FIELD VERIFIED. THE OWNER AND ENGINEER TAKE NO

RESPONSIBILITY FOR THE ACCURACY OF EXISTING DIMENSIONS SHOWN. FIELD MEASURE EXISTING

DIMENSIONS PRIOR TO FABRICATION.

3. CONTRACTOR SHALL VERIFY CONDITIONS COVERING OR AFFECTING THE STRUCTURAL WORK; OBTAIN AND

VERIFY ALL DIMENSIONS AND ELEVATIONS TO ENSURE THE PROPER STRENGTH, FIT AND LOCATION OF THE

STRUCTURAL WORK; REPORT TO THE ARCHITECT/ENGINEER ANY AND ALL CONDITIONS WHICH MAY INTERFERE

WITH OR OTHERWISE AFFECT OR PREVENT THE PROPER EXECUTION AND COMPLETION OF THE NEW WORK.

FULLY RESOLVE DISCREPANCIES PRIOR TO COMMENCING WORK.

4. EXISTING CONSTRUCTION NOT UNDERGOING ALTERATION IS TO REMAIN UNDISTURBED. WHERE SUCH

CONSTRUCTION IS DISTURBED AS A RESULT OF THE OPERATIONS OF THIS CONTRACT, REPAIR OR REPLACE AS

REQUIRED AND TO THE SATISFACTION OF THE OWNER'S REPRESENTATIVE.

5. PROVIDE TEMPORARY PROTECTION TO PREVENT DAMAGE FROM THE WEATHER, VANDALISM OR WELDING.

6. PROVIDE FIRE WATCH DURING FIELD CUTTING AND WELDING OPERATIONS, MEETING THE OWNER'S

REQUIREMENTS.

7. PROVIDE TEMPORARY PROTECTION OF EXISTING CONSTRUCTION/EQUIPMENT DURING EXECUTION OF WORK,

SATISFYING THE OWNER'S REQUIREMENTS.

8. CONTRACTOR TO COORDINATE WORK WITH THE OWNER'S PERSONNEL TO AVOID ANY INTERFERENCE IN THEIR

OPERATIONS.

CONCRETE REHABILITATION

1. CONCRETE STRUCTURAL FRAMING HAS BEEN DESIGNED BY THE ULTIMATE STRENGTH METHOD PER ACI 318

“BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE”.

2. CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301, "SPECIFICATIONS FOR STRUCTURAL

CONCRETE OF BUILDINGS", AND ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" AND

ACI GUIDE 362.1R-97; EXCEPT AS MODIFIED BY STRUCTURAL REQUIREMENTS NOTED ON THE DRAWINGS.

3. REINFORCING SHALL CONFORM TO ASTM A-615 GRADE 60.

4. REINFORCEMENT SHALL BE FABRICATED AND ERECTED ACCORDING TO THE ACI STANDARDS: "DETAILS AND

DETAILING OF CONCRETE REINFORCEMENT", ACI 315 - CURRENT EDITION AND "MANUAL OF ENGINEERING AND

PLACING DRAWINGS FOR REINFORCED CONCRETE STRUCTURES", ACI 315R - CURRENT EDITION.

5. WELDED WIRE FABRIC SHALL BE FURNISHED IN FLAT SHEETS (ROLLS NOT PERMITTED) AND SHALL CONFORM

TO ASTM A-185 AND HAVE A MINIMUM SIDE AND END LAP OF 8 INCHES.

6. CONCRETE SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 5,000 PSI

7. EXTERIOR CONCRETE, AND INTERIOR CONCRETE SUBJECTED TO FREEZE/THAW CYCLES, SALT, ETC., SHALL BE

AIR- ENTRAINED 5% +/- 1%.

8. SUBMIT THE CONCRETE MIX DESIGN(S) FOR REVIEW BY THE TESTING COMPANY AND TO THE STRUCTURAL

ENGINEER. PROPORTION MIX DESIGNS AND PROVIDE PROOF OF MIX DESIGN STRENGTH AS DEFINED IN ACI

301. THE SUBMITTAL SHALL INCLUDE CEMENT TYPE AND SOURCE, CEMENT CUBE STRENGTH, AGGREGATE

GRADATIONS, WATER TESTS, ADMIXTURE CATALOG INFORMATION AND CYLINDER STRENGTH TEST RESULTS

FROM 30 TESTS, ON SPECIMENS WITH IDENTICAL MIX DESIGN, FOR EACH CONCRETE MIX, OR OTHER PROOF OF

STRENGTH PER ACI 301.

9. THE PROPOSED MATERIALS AND MIX DESIGN SHALL BE FULLY DOCUMENTED AND REVIEWED BY THE TESTING

LABORATORY. RESPONSIBILITY FOR OBTAINING THE REQUIRED DESIGN STRENGTH IS THE CONTRACTOR'S

RESPONSIBILITY.

10. USE OF CALCIUM CHLORIDE, CHLORIDE IONS, OR OTHER SALTS IN CONCRETE IS NOT PERMITTED.

11. PREPARE AND SUBMIT REINFORCEMENT SHOP DRAWINGS TO THE ENGINEER FOR REVIEW PRIOR TO

FABRICATION. THE SHOP DRAWINGS SHALL CLEARLY SHOW REINFORCEMENT LENGTHS AND BENDS,

LOCATIONS OF BARS, METHODS OF SUPPORT, DETAILS OF PLACEMENT AND PLACEMENT COORDINATION WITH

FORMWORK, EMBEDMENTS, CONCRETE VIBRATION AND CONSTRUCTION JOINTS. THE DRAWINGS SHALL ALSO

INDICATE OPENINGS, SLEEVES, CURBS AND CONCRETE DIMENSIONS IN ACCORDANCE WITH ACI 315. PROVIDE,

AT MINIMUM, MATERIAL SCHEDULES, BAR LAP SCHEDULES AND LOCATIONS.

12. PROVIDE CONTINUOUS REINFORCEMENT WHEREVER POSSIBLE; SPLICE ONLY AS SHOWN OR APPROVED;

STAGGER SPLICES WHERE POSSIBLE; USE SPLICE LENGTHS AS NOTED. DOWELS SHALL MATCH THE SIZE AND

SPACING OF THE SPECIFIED REINFORCEMENT AND SHALL BE LAPPED WITH TENSION SPLICES.

13. HORIZONTAL REINFORCEMENT SHALL BE CONTINUOUS WITH THE MINIMUM LAP PER ACI 318 (CURRENT

EDITION) UNLESS DETAILED OR NOTED OTHERWISE. EACH CORNER BAR LEG TO BE LAP SPLICED AS PER ACI

318 UNLESS DETAILED OR NOTED OTHERWISE.

14. MINIMUM LENGTH OF LAP SPLICES SHALL BE BASED ON ACI 318 (CURRENT EDITION), CHAPTER 12, CLASS B.

LOCATION OF LAP SPLICES SHALL BE AS INDICATED OR SHALL BE IN ACCORDANCE WITH CONSTRUCTION

JOINTS LOCATION AND DETAILS OR AS SHOWN ON THE APPROVED REINFORCING STEEL SHOP DRAWINGS

15. REINFORCING STEEL PLACEMENT SHALL BE INSPECTED IN ACCORDANCE WITH ACI 318 BY A REGISTERED

STRUCTURAL ENGINEER LICENSED IN THE STATE OF MICHIGAN, OR BY A REPRESENTATIVE RESPONSIBLE TO

HIM/HER. THESE INSPECTIONS ARE NOT INCLUDED IN THE BASIC SERVICES OF THE STRUCTURAL ENGINEER OF

RECORD.

16. CURING OF CONCRETE SURFACES SHALL CONFORM TO ACI 308.1 "STANDARD SPECIFICATION FOR CONCRETE

CURING" AND ACI 308R "GUIDE TO CURING CONCRETE".

17. PRIOR TO PLACING CONCRETE ADJACENT TO EXISTING CONCRETE THOROUGHLY CLEAN, DE-GREASE AND

MECHANICALLY ROUGH EXISTING CONCRETE SURFACES. APPLY EPOXY BONDING AGENT PRIOR TO PLACING

FRESH CONCRETE AS INDICATED. FOLLOW ALL MANUFACTURER'S INSTRUCTIONS FOR SURFACE

PREPARATION, MIXING AND APPLICATION.

CONCRETE REHABILITATION(CONT.)

18. NON-SHRINK GROUT: GROUT SHALL CONFORM TO ASTM_C110. GROUT SHALL BE PREMIXED, NON-SHRINK

NON-CATALYZED NATURAL AGGREGATE GROUT, FOR COLUMN LEVELING PLATES WHICH ARE NOT BOLTED

DOWN BEFORE COLUMN ERECTION, AND OTHER STRUCTURAL LOAD BEARING APPLICATIONS, AND FOR ITEMS

SETS INTO CONCRETE BLOCK-OUTS OR DEPRESSIONS, OR SET INTO CONCRETE TOPPINGS. L & M "CRYSTEX",

W.R MEADOWS "588 GROUT", MASTER BUILDERS "MASTERFLOW 928 GROUT", OR DAYTON-SUPERIOR "HIGH

PERFORMANCE". SEVEN-DAY COMPRESSIVE STRENGTH FOR THE SPECIFIED CONSISTENCY SHALL BE AT

LEAST, 7,000 PSI PLASTIC, 6,000 PSI FLOWABLE, AND 5,000 PSI FLUID CONSISTENCY.

19. GENERAL CONCRETE SURFACE PATCHING METHODOLOGY:

A. REMOVE LOOSE DELAMINATING CONCRETE DOWN TO SOUND SURFACE, NO LESS THAN 1/2" DEEP.

SQUARE OFF EDGES CREATING A UNIFORM PATCH AREA WITH GEOMETRIC BOUNDARIES. DO NOT

FEATHER EDGES.

B. REMOVE CORROSION FROM REINFORCING BARS IF ANY ARE PRESENT AT THE PATCH AREA. CORROSION

TO BE REMOVED WITH AN ABRASIVE METHOD WHICH WILL NOT LEAVE AN OIL RESIDUE. REMOVE A

MINIMUM OF 3/4" OF CONCRETE FROM AREA SURROUNDING CLEANED REINFORCING BAR. IF

REINFORCING BAR CORROSION HAS RESULTED IN A SUBSTANTIAL LOSS OF SECTION OR HAVE

CORRODED THROUGH, REPLACE IN KIND, OVERLAPPING AND FASTENING TO EXISTING REINFORCING

BAR. LAP LENGTHS SHALL BE DETERMINED IN ACCORDANCE WITH ACI 318.

C. FOR LARGE PATCHES WITH NO EXISTING REINFORCING BARS, PROVIDE STAINLESS STEEL

ANCHOR RODS SET IN ADHESIVE TO ENHANCE PATCH BOND TO SUBSTRATE.

D. SCARIFY CONCRETE SURFACE TO BE PATCHED. APPLY CORROSION INHIBITING BONDING AGENT

(SIKA ARMATEC 110 OR APPROVED EQUAL) TO ALL SURFACES. PATCHING MATERIAL SHALL MATCH

EXISTING CONCRETE MATERIAL IN COMPOSITION, TEXTURE, COMPRESSIVE STRENGTH AND

COLOR.(THICK POURED PATCHING SIKA-CRETE 211 SCC OR APPROVED EQUAL.)

E. FOR MODERATE SIZED PATCHES TO BE TROWEL APPLIED, LAY UP PATCHING MATERIAL IN LAYERS

ALLOWING LAYER TO ACHIEVE THUMBPRINT HARDNESS BEFORE APPLYING THE FOLLOWING LAYER.

COMPRESS WELL TO ACHIEVE GOOD ADHESION. FINISH PATCH TO MATCH THE FINISH TEXTURE OF THE

EXISTING CONCRETE.(PATCHING MATERIAL SIKA TOP 123 OR APPROVED EQUAL

POST INSTALLED ANCHORS

1. POST INSTALLED ANCHORS INCLUDE ALL MECHANICAL AND ADHESIVE ANCHORS NOTED ON CONSTRUCTION

DOCUMENTS. ALL POST INSTALLED ANCHORS SHALL CONFORM TO AC-193 FOR MECHANICAL ANCHORS AND

AC-308 FOR ADHESIVE ANCHORS.

2. USE ONLY CODE APPROVED ANCHORS WITH VALID ICC-ESR EVALUATION REPORT FOR USE IN BASE MATERIAL

SHOWN ON THE CONSTRUCTION DOCUMENTS. SUBMIT ICC-ESR EVALUATION REPORT TO STRUCTURAL

ENGINEER AND SPECIAL INSPECTION AGENT FOR APPROVAL.

3. INSTALLER OF POST INSTALLED ANCHORS SHALL BE TRAINED BY ANCHOR MANUFACTURER.

4. CLEAN EXISTING CONCRETE SURFACE TO SOLID STRUCTURAL CONCRETE. GRIND SMOOTH FOR FULL STEEL

CONTACT AND TO PREVENT GAPS BETWEEN STEEL AND CONCRETE. ALTERNATIVELY, PROVIDE NON-SHRINK

GROUT IN ALL VOIDS BETWEEN STEEL AND BASE MATERIAL.

5. DRILL SMALLER DIAMETER PILOT HOLE IN EXISTING CONCRETE AND CHECK FOR EXISTING REINFORCING. DO

NOT CUT OR DAMAGE EXISTING REINFORCING.

6. IF EXISTING REINFORCING IS FOUND, SHIFT HOLE TO AVOID EXISTING REINFORCING. SUBMIT LOCATION OF

NEW HOLE TO STRUCTURAL ENGINEER FOR REVIEW.

7. INSTALL MECHANICAL ANCHORS AND ADHESIVE ANCHORS IN STRICT ACCORDANCE WITH MANUFACTURER'S

WRITTEN RECOMMENDATIONS AND PROCEDURE DETAILED IN ICC-ESR EVALUATION REPORT.

8. SPECIAL INSPECTIONS ARE REQUIRED FOR ALL MECHANICAL AND ADHESIVE ANCHORS. INSPECT AND TEST

POST INSTALLED ANCHORS AS SPECIFIED IN ICC-ESR EVALUATION REPORT.

9. THE FOLLOWING ANCHORS ARE APPROVED. SUBMITTALS FOR ALTERNATIVE EQUAL ANCHORS WILL BE

REVIEWED BY STRUCTURAL ENGINEER AND APPROVED AT THEIR DISCRETION.

ANCHOR TYPE: APPROVED ANCHOR BASE MATERIAL

SCREW ANCHORS HILTI KWIK HUS-EZ CONCRETE

STEEL DROP-IN ANCHOR HILTI HDI/HDI-L PRECAST CONCRETE

EXPANSION ANCHORS HILTI KWIK BOLT TZ-CS CONCRETE

HILTI KWIK BOLT 3-CS CONCRETE

(UN-CRACKED ONLY)

ADHESIVE ANCHORS HILTI HIT-HY200 CONCRETE

HILTI HIT-HY 70 MASONRY

STRUCTURAL STEEL:

1. DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE AMERICAN

INSTITUTE OF STEEL CONSTRUCTION (AISC) 360 SPECIFICATION FOR STRUCTURAL STEEL

BUILDINGS AND THE STEEL CONSTRUCTION MANUAL, THIRTEENTH EDITION, ALLOWABLE STRENGTH

DESIGN ASD.

2. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING ASTM SPECIFICATIONS AND MINIMUM YIELD

STRENGTH:

MISCELLANEOUS SHAPES AND PLATES A 36 FY = 36 KSI

3. THREADED RODS SHALL CONFORM TO ASTM F 1554 GRADE 36, U.N.O.

4. STAINLESS STEEL PINS AND THREADED RODS SHALL CONFORM TO ASTM A666, AISI TYPE 304.

5. WELDING SHALL BE DONE WITH APPROPRIATE E70 SERIES ELECTRODES COMPATIBLE WITH THE NEW AND

EXISTING STEEL. WELDS AND WELDING PROCEDURES SHALL CONFORM TO THE "STRUCTURAL WELDING

CODE - STEEL" OF THE AMERICAN WELDING SOCIETY ANSI/AWS D1.1.

6. CONNECTIONS SHALL BE SHOP WELDED IN ACCORDANCE WITH LATEST AWS SPECIFICATIONS FOR E70XX

ELECTRODES.

7. WELDING SHALL BE DONE BY WELDERS QUALIFIED IN ACCORDANCE WITH THE REQUIREMENTS OF THE

CURRENT "STRUCTURAL WELDING CODE STEEL," AMERICAN WELDING SOCIETY, AWS D1.1.

8. WHERE FIELD WELDING TO EXISTING STRUCTURAL STEEL IS INDICATED, THOROUGHLY CLEAN ALL SURFACES

TO RECEIVE WELD, REMOVING RUST, PAINT, DIRT AND OTHER FOREIGN MATTER IN AREA OF WORK. PROVIDE

FIRE WATCH PROTECTION ACCEPTABLE TO THE OWNER.

9. PROVIDE TEMPORARY BRACING AS REQUIRED TO ENSURE STABILITY OF THE STRUCTURE UNDER FULL DESIGN

LOADS UNTIL THE PERMANENT BRACING IS IN PLACE. PROVIDE NECESSARY SHORING WHERE

REQUIRED DURING CONSTRUCTION.

10. SHOP AND FIELD TESTING OF WELDS AND/OR BOLTS SHALL BE AS FOLLOWS:

A. ALL WELDS SHALL BE VISUALLY INSPECTED. 15% AT RANDOM SHALL BE MEASURED.

B. FILLET WELDS (10% AT RANDOM) SHALL BE CHECKED BY MAGNETIC PARTICLE (ASTM E709) FOR FINAL

PASS ONLY.

C. ULTRASONICALLY TEST 100% OF FULL PENETRATION WELDS (ASTM E94 & E1032).

D. VISUALLY INSPECT THAT ALL BOLTED CONNECTIONS ARE MADE WITH PROPER FASTENED COMPONENTS,

ARE FABRICATED PROPERLY AND THE BOLTED JOINT IS DRAWN INTO FIRM CONTACT.

11. WELDING SHALL BE INSPECTED BY AN AWS CERTIFIED WELDING INSPECTOR (CWI).

12. SCHEDULE WORK TO ALLOW THE ABOVE TESTING REQUIREMENTS TO BE COMPLETED.

General Structural Notes

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STADIUM BLEACHER REPAIR PLAN

Scale: 3/32" = 1'-0"

72

'-0"

259'-6"

3'-0" 48'-0" 3'-0" 5'-7" 2'-0" 40'-6"

3'-0"

5'-7" 2'-0" 34'-9" 2'-0" 5'-7" 3'-0" 40'-6" 2'-0" 5'-7" 3'-0"3'-0" 48'-0"

260'-1"

3'-10"

1'-0"

NOTES:

1. CONDITIONS AS RECORDED IN REPORT FOR SME PROJECT NO. 066239.02, DATED JULY 8, 2013.

2. REFER TO DWG. S-101 FOR EXISTING DRAWINGS.

3. REFER TO DWG. S-201 FOR DETAILS.

4. CONTRACTOR MUST VISIT SITE PRIOR TO BID IN ORDER TO FAMILIARIZE HIMSELF WITH SITE,

INCLUDING LOCATIONS OF EXISTING POSSIBLE OBSTRUCTIONS TO THE WORK.

5. CONTRACTOR TO COORDINATE WITH TESTING COMPANY FOR VISUAL INSPECTION OF EACH

CONNECTION FOR POSSIBLE ADDITIONAL DETERIORATION. SUBMIT UNIT PRICES TO ACCOUNT

FOR POSSIBLE EXPANSION OF REPAIR VOLUME.

EL. 100'-0" EL. 100'-0"

1110975 6321 4 8

35

30

25

20

15

10

05

1

B (2/31)

A (2/26)

C (2/1)

B (2/2)

B (2/4)

B (2/7)

B (2/8)

C (2/14)

E (1/25)

D (1/30)

D (1/33)

C (3/14)

D (3/17)

D (3/18)

A (3/20)

A (3/21)

B (3/24)

B (3/33)

B (3/34) B (4/34)

B (4/32)

E (7/25)

B (9/34)

B (9/7)

A (10/17)

25'-6" 25'-6" 25'-6" 25'-6" 25'-6" 25'-6" 25'-6" 25'-6" 25'-6" 25'-6"

EXISTING FACILITIES

BUILDING

EXISTING PRESS BOX

ABOVE

EXIST. 48" TALL CHAIN-LINK

TOP FENCE

EXIST. POST @ 48" O.C.

EXIST. 42" HIGH CHAIN-LINK

GUARD RAIL SIDE FENCE

FENCED AREA BELOW

RA

MP

RA

MP

42" TALL EXIST FRONT RAIL

ON TOP OF 1'-0" CURB

BAY #1 BAY #2 BAY #3 BAY #4 BAY #5 BAY #6 BAY #7 BAY #8 BAY #9 BAY #10

(TYPICAL REPAIR AT LOCATIONS INDICATED AND AS FOLLOWS)

TYPE OF REPAIR COLUMN LINE # ROW #

* ( ** / ***)

KEY NOTES

A. PACK RUST, T > 1/2"

B. CORNER SPALL

C. LARGE SPALL (> 12" IN ONE DIMENSION)

D. DEEP SPALL (1" OR GREATER IN THICKNESS)

E. CRACKS

EXIST. SIGN EXIST. SIGN

EXISTING PRESS BOX

FRAMING BELOW

B (10/34)

B (10/32)

REPAIR LEGEND

PACK RUST A

CORNER SPALL B

LARGE SPALL C

DEEP SPALL D

CRACK E

EXIST PRECAST SEAT UNITS

SCHEMATIC SECTION

OF REPAIR ITEMS

project number:

sheet title:

sheet number:

approved

project:


location

drawn

designed

issue: date:

key plan:

Adams Field Stadium

Structural Repairs

AREA OF WORK



WAYNE STATE


5454 Cass Avenue

Detroit, MI 48202

Adams Field

JK

AN

AN

AN

GS

WSU :079-241292

consultants:





Stadium Bleacher Repair

Plans

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EXISTING DRAWING 4

EXISTING DRAWING S1

EXISTING DRAWING S3

ISSUED F

OR R

EFERENCE O

NLY

project number:

sheet title:

sheet number:

approved

project:


location

drawn

designed

issue: date:

key plan:

Adams Field Stadium

Structural Repairs

AREA OF WORK



WAYNE STATE


5454 Cass Avenue

Detroit, MI 48202

Adams Field

JK

AN

AN

AN

GS

WSU :079-241292

consultants:





Existing Drawings

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RESTORATION OF ATTACHMENTPLAN (BASE BID, 27 LOCATIONS)B1

S-201 Scale: 3/4" = 1'-0"

CROSS SECTIONB9

S-201 Scale: 3/4" = 1'-0"

SIDE ELEVATIONB3

S-201 Scale: 3/4" = 1'-0"

12

"±

STEEL FRAME

BEAM BELOW

EXIST. PRECAST

SEAT UNITS

JOINTS BETWEEN

PRECAST SEAT

UNITS ABOVE

STEEL FRAME

EXIST. EMBEDDED

PLATE INSIDE

PRECAST UNITS

(TYP.)

EXIST. 24 STEEL BEAM

EXIST. 3/8" SHELF

ANGLE WELD TO

EXIST. W24 STEEL

BEAM.

6" MIN.

(V.I.F.)

6" MIN.

(V.I.F.)

SOUTH NORTHEXIST PRECAST

SEAT UNITS

3/8"x 3"x 3" WASHER

PLATE.

EXIST 24 WF 110

STEEL BEAM

3/4"Ø THREADED

ROD EPOXY

TYPE ANCHOR

B3

S-201

B9

S-201

B6

S-201

B6

S-201

B9

S-201

COL.

E6

S-201

ALT.

SIDE ELEVATION(ALTERNATE NO. 1)E3

S-201 Scale: 3/4" = 1'-0"

EXIST. EMBEDDED

PLATE INSIDE

PRECAST UNITS

(TYP.)

EXIST. 24 STEEL BEAM

EXIST. 3/8" SHELF

ANGLE WELD TO

EXIST. W24 STEEL

BEAM.

E6

S-201

E9

S-201

4"

PROVIDE 3/8"x6"x6" PLATE.

w/ 2" HORIZ. SLOTTED HOLE

EXTENSION FOR 3/4"Ø

EPOXY TYPE ANCHOR.

REFER TO E6/S-201 FOR

WASHER INFORMATION

CROSS SECTION(ALTERNATE NO. 1)E9

S-201 Scale: 3/4" = 1'-0"

6" MIN.

12" MAX.

(V.I.F.)

6" MIN.

12" MAX

(V.I.F.)

SOUTH NORTH

EXIST PRECAST

SEAT UNITS

COL.

3/8"x6"x6" PL.

4"x12"x3/8" PL.

4"x12"x3/8" PL.

EXIST 24 WF 110

STEEL BEAM

REPAIR DESCRIPTION QUANTITY REFERENCES REMARKS

A

B

C

D

E

SPALL AT CORNER OF PRECAST SEAT UNIT

DEEP SPALL (1" OR GREATER) AT PRECAST SEAT

UNIT

CRACK IN PRECAST SEAT UNIT (1/2" OR GREATER)

EXCESS PACK RUST AT BEARING CONN.

LARGE SPALL (12" OR GREATER IN ONE DIMENSION)

AT PRECAST SEAT UNIT (1/2" < SPALL < 1")

4

14

3

4

2

DETAIL E1/S-201

DETAIL E1/S-201

DETAIL H1/S-201

DETAIL H3/S-201EXISTING CRACK TO BE

EPOXY INJECTED

EXISTING SPALL TO BE

PATCHED


PATCHED


PATCHED

DETAIL G6/S-201EXISTING PACK RUST TO

BE CLEANED

NOTE:

1. REFER TO DETAIL E3/S-201 FOR ALTERNATE

IF ACCESS TO REPAIR IS DIFFICULT.

ESTIMATED

MATERIAL

QUANTITY

70 CU. IN

160 CU. IN

220 CU. IN

200 CU. IN

2 LINEAR FT.

NOTE:

1. REFER TO DETAIL E9/S-201 FOR

ALTERNATE IF ACCESS TO

REPAIR IS DIFFICULT.

E3

S-201

B3

S-201

B6

S-201

E6

S-201

* ALL REPAIRS ABOVE ARE IN ADDITION TO RESTORATION OF ATTACHMENT AS SHOWN IN B1/S-201.

E3

S-201

ALT.

E9

S-201

ALT.

PLANB6

S-201 Scale: 1 1/2" = 1'-0"

8" V.I.F. 6" MIN.

V.I

.F.

12"

V.I.F.

EXIST. 3/8" BENT

PLATE

NEW 3/8" BENT

PLATE EXTENSION

3/8"x 3"x 3"

WASHER PLATE

3/4"Ø THREADED ROD

EPOXY GROUT

4" MIN. EMBEDMENT

(V.I.F.)

7/8"x 2" SLOTTED

HOLE

EXIST. 24 WF 110

STEEL BEAM

1"

MIN.

B9

S-201

PLAN (ALTERNATE NO. 1)E6

S-201 Scale: 1 1/2" = 1'-0"

V.I

.F.

12"

V.I.F.

EXIST. 3/8" BENT

PLATE

NEW 3/8" BENT

PLATE EXTENSION

EXIST. 24 WF 110

STEEL BEAM

E9

S-201

CRACK REPAIR (ITEM E)H3

S-201 Scale: 1 1/2" = 1'-0"

EXIST. CRACKS TO BE

PRESSURE INJECTED

w/ SIKADUR 35 HI-MOD LV,

CAP SEAL w/ SIKADUR 31 HI-MOD GEL

(OR DURALCRETE LV, CAP SEAL w/

DURALCRETE GEL)

EXIST PRECAST

SEAT UNITS TO BE

REPAIRED

NOTES:

1. REPAIR EXISTING SHELF ANGLE AS PER B1/S-201 BEFORE PROCEEDING WITH REPAIR.

2. CLEAN CRACKS AND SURROUNDING CONCRETE TO RECEIVE CAPPING ADHESIVE.

3. PLACE INJECTION PORTS AND CAP SEAL ADHESIVE AS PER MANUFACTURER

RECOMMENDATIONS.

4. INJECT EPOXY ADHESIVE AS PER MANUFACTURER RECOMMENDATIONS.

5. REMOVE CAP SEAL AFTER INJECTION.

EXIST PRECAST

SEAT UNITS TO BE

REPAIRED

SPALL REPAIR (ITEM B OR C)E1

S-201 Scale: 1 1/2" = 1'-0"

NOTES:


2. REMOVE EXISTING CONCRETE IN REPAIR AREA (HATCHED AREA) INCLUDING REMOVING

DELAMINATED CONCRETE AND SAW CUTTING PERIMETER OF REPAIR AREA TO 3/4" MIN. DEPTH.

3. EXPOSED REINFORCING BARS WILL BE CLEANED TO NEAR WHITE METAL AND COATED WITH SIKA

ARMATEC 110 EPOCEM OR DURALPREP A.C.

4. REPAIR MATERIAL WILL BE SIKATOP 111 PLUS (FORM & POUR) OR SIKATOP 123 PLUS/DURALTOP

GEL (HAND APPLIED) . FORMWORK IS INCLUDED IN THIS WORK ITEM. APPLY BONDING AGENT (SIKA

ARMATEC 110 EPOCEM OR DURALPREP A.C.) BEFORE APPLYING REPAIR MATERIAL.

EXIST. EMBEDDED

PLATE INSIDE

PRECAST UNITS

(TYP.)

FACE OF EXIST.

PRECAST UNIT

REMOVE EXIST.

SPALLED/

DELAMINATED

CONCRETE TO SOUND

CONCRETE.

NEW REPAIR

CONCRETE PATCH

TO ORIGINAL

SURFACE

EXIST. SPALLED/

DELAMINATED

CONCRETE

EXIST PRECAST

SEAT UNITS TO BE

REPAIRED

DEEP SPALL REPAIR (ITEM D)H1

S-201 Scale: 1 1/2" = 1'-0"

NOTES:


2. REMOVE EXISTING CONCRETE IN REPAIR AREA (HATCHED AREA) INCLUDING REMOVING

DELAMINATED CONCRETE AND SAW CUTTING PERIMETER OF REPAIR AREA TO 3/4" MIN. DEPTH.

3. EXPOSED REINFORCING BARS WILL BE CLEANED TO NEAR WHITE METAL AND COATED WITH SIKA


4. INSTALL HILTI KWIK CON II ANCHORS (3/16" DIA., 1 3/4" EMBEDMENT) @ 8" O.C. EACH WAY.

5. REPAIR MATERIAL WILL BE SIKATOP 111 PLUS (FORM & POUR) OR SIKATOP 123 PLUS/DURALTOP

GEL (HAND APPLIED) . FORMWORK IS INCLUDED IN THIS WORK ITEM. APPLY BONDING AGENT (SIKA

ARMATEC 110 EPOCEM OR DURALPREP A.C.) BEFORE APPLYING REPAIR MATERIAL.

EXIST. EMBEDDED

PLATE INSIDE

PRECAST UNITS (TYP.)

FACE OF EXIST.

PRECAST UNIT

REMOVE EXIST.

SPALLED/

DELAMINATED

CONCRETE TO SOUND

CONCRETE.

NEW REPAIR

CONCRETE PATCH

TO ORIGINAL

SURFACE

EXIST. SPALLED/

DELAMINATED

CONCRETE

CONCRETE NAIL

8" V.I.F. 6" MIN.

EXIST PRECAST

SEAT UNITS TO BE

REPAIRED

SEVERE PACK RUST REPAIR (ITEM A)G6

S-201 Scale: 1 1/2" = 1'-0"

PACK RUST TO BE

CLEANED.

REPAIR SEQUENCE:

1. REPAIR EXISTING SHELF ANGLE AS PER

B1/S-201 BEFORE PROCEEDING WITH REPAIR.

2. SHIM AS REQUIRED BETWEEN NEW BENT

PLATE AND EXISTING PRECAST STAIR.

SHIMS TO BE STAINLESS STEEL

3. CLEAN PACK RUST. PLATE TO BE CLEANED TO

NEAR WHITE METAL AND COATED WITH SIKA


4. INSTALL NON-METALLIC NON-SHRINK GROUT

AT BEARING.

3/8"x 3"x 3"

WASHER PLATE

REFER TO

REPRESENTATIVE

PHOTO 3/S-202

REFER TO

REPRESENTATIVE

PHOTO 2/S-202

REFER TO

REPRESENTATIVE

PHOTO 1/S-202

NOTE:

1. REFER TO

DETAIL E6/S-201

FOR ALTERNATE

IF ACCESS TO

REPAIR IS

DIFFICULT.

E3

S-201

B3

S-201

12" MAX.

12" MAX.

TYP.

TYP.

project number:

sheet title:

sheet number:

approved

project:


location

drawn

designed

issue: date:

key plan:

Adams Field Stadium

Structural Repairs

AREA OF WORK



WAYNE STATE


5454 Cass Avenue

Detroit, MI 48202

Adams Field

JK

AN

AN

AN

GS

WSU :079-241292

consultants:





Bleacher Repair Details

ALTERNATE DETAILS TO BE USED IF ACCESS TO REPAIR IS

RESTRICTRED/DIFFICULT DUE TO EXISTING CONDITIONS.

COORDINATE WITH A/E FOR AUTHORIZATION.

P:\

Pro

ject

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TOP FENCEPRESS BOX

FACILITIES BUILDING

FACILITIES BUILDING

RAMP

SIDE FENCE

PRESS BOX

RAMP

SIDE FENCE

TOP FENCE

PACK RUST

CONCRETE SPALL

CRACK

CORNER SPALL

SITE PHOTO 1 SITE PHOTO 2 SITE PHOTO 3

REPRESENTATIVE REPAIR

PHOTO 1


PHOTO 2


PHOTO 3

project number:

sheet title:

sheet number:

approved

project:


location

drawn

designed

issue: date:

key plan:

Adams Field Stadium

Structural Repairs

AREA OF WORK



WAYNE STATE


5454 Cass Avenue

Detroit, MI 48202

Adams Field

JK

AN

AN

AN

GS

WSU :079-241292

consultants:





Representative Photos

P:\

Pro

ject

s\8

40

0\8

42

6 W

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07

9-2

41

29

2 S

tad

ium

Str

Rep

air

s\D

raw

ing

s\S

tru

ctu

ral\

84

26 S

-202.d

wg

, 1/1

6/2

014 1

1:0

9:0

7, B

lueb

eam

PD

F10 P

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ter

Hig

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