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:
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
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:
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
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
EXISTING SPALL TO BE
PATCHED
EXISTING SPALL TO BE
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:
1. REPAIR EXISTING SHELF ANGLE AS PER B1/S-201 BEFORE PROCEEDING WITH REPAIR.
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:
1. REPAIR EXISTING SHELF ANGLE AS PER B1/S-201 BEFORE PROCEEDING WITH REPAIR.
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. 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
ARMATEC 110 EPOCEM OR DURALPREP A.C.
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:
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
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:\
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ject
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-201.d
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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
REPRESENTATIVE REPAIR
PHOTO 2
REPRESENTATIVE REPAIR
PHOTO 3
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
Representative Photos
P:\
Pro
ject
s\8
40
0\8
42
6 W
SU
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
rin
ter
Hig
hR
es.
pc3