final design - hopewellva.gov

MATERIALS OF CONSTRUCTION

1. NORMAL WEIGHT CONCRETEGENERAL STRUCTURAL CONCRETE f'c = 3,500 psi

2. REINFORCING STEEL - ASTM A615 GRADE 60 Fy = 60 ksiWELDED WIRE REINFORCEMENT - ASTM A1064 Fy = 70 ksi

3. STRUCTURAL STEELANGLES - ASTM A36 Fy = 36 ksiPLATES - ASTM A36 Fy = 36 ksiWELDING ELECTRODES - E70XX LOW HYDROGENGENERAL CONSTRUCTION NOTES

1. STRUCTURAL DRAWINGS SHOULD NOT BE SCALED. PRINTED DIMENSIONS HAVE PRECEDENCE OVER SCALED DRAWINGS AND LARGE SCALE OVER SMALL.

2. EXISTING BUILDING INFORMATION TAKEN FROM THE FOLLOWING ORIGINAL DESIGN DOCUMENTS: NEIGHBORHOOD RECREATION FACILITY FOR THE CITY OF HOPEWELL, 12 DECEMBER 1978.

3. ALL DRAWINGS AND SPECIFICATIONS ARE CONSIDERED TO BE A PART OF THE CONTRACT DOCUMENTS.

4. THE GC SHALL VISIT THE SITE AND GET FAMILIAR WITH EXISTING CONDITIONS, CHECK AND VERIFY EXISTING DIMENSIONS AND TAKE ADDITIONAL MEASUREMENTS AS NEEDED. NOTIFY THE ENGINEER OF ANY DISCREPANCY BETWEEN ACTUAL CONDITIONS AND INDICATED CONDITIONS. MODIFICATION OF DETAILS OF CONSTRUCTION SHALL NOT BE MADE WITHOUT WRITTEN APPROVAL OF THE ENGINEER.

5. GC SHALL PROVIDE AND BE RESPONSIBLE FOR THE PROTECTION AND REPAIR OF ADJACENT EXISTING SURFACES AND AREAS WHICH MAY BE DAMAGED BY NEW WORK.

6. TYPICAL DETAILS SHALL APPLY IN GENERAL CONSTRUCTION UNLESS SPECIFICALLY DETAILED. WHERE NO DETAILS ARE GIVEN, CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK.

7. THE GC SHALL BE RESPONSIBLE FOR ADEQUATE DESIGN AND CONSTRUCTION OF ALL FORMS, SHORING AND TEMPORARY BRACING. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE AND SAFETY OF WORKERS DURING CONSTRUCTION.

A. DO NOT PLACE CONSTRUCTION MATERIALS OR OTHER CONSTRUCTION LOADS ON THE STRUCTURE SUCH THAT THE LOADS PLACED EXCEED THE CAPACITY OF THE STRUCTURE.

B. PROVIDE TEMPORARY BRACING AND SHORING TO PROVIDE STABILITY AND RESIST ALL LOADS TO WHICH THE PARTIALLY REPAIRED STRUCTURE MAY BE SUBJECTED. ADEQUACY OF TEMPORARY BRACING AND SHORING FOR THIS PURPOSE IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.

CONCRETE AND REINFORCING

1. LOCATION OF CONSTRUCTION JOINTS OR POUR JOINTS SHALL BE AS INDICATED ON APPROVED SHOP DRAWINGS.

2. ALL CONCRETE SHALL BE VIBRATED DURING PLACEMENT.

3. NO STAKES, STEEL OR WOOD, SHALL BE PERMITTED IN ANY CONCRETE POUR. SUSPEND FORMS FROM ABOVE GRADE.

4. ANCHOR RODS, DOWELS, REINFORCING STEEL, INSERTS, ETC, SHALL BE SECURELY TIED IN PLACE PRIOR TO POURING CONCRETE. CONCRETE BLOCKS ONLY SHALL BE USED TO SUPPORT REINFORCING OFF GRADE.

5. ALL REINFORCEMENT SHALL BE DETAILED, FABRICATED AND PLACED IN ACCORDANCE WITH ACI 315.

6. REINFORCING BAR DOWELS, REINFORCING BARS, THREADED RODS, BOLTS, ETC WHICH ARE INDICATED AS ADHESIVE ANCHOR OR ADHESIVE DOWELS INTO CONCRETE SHALL BE ACCOMPLISHED USING HILTI HIT HY-200 (ICC ESR 3187) OR AN APPROVED EQUAL. INSTALL IN ACCORDANCE WITH MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS. ADHESIVE ANCHORS AND DOWELS SHALL BE INSTALLED BY ACI CERTIFIED INSTALLERS.

STRUCTURAL STEEL

1. ALL WELDERS MUST BE AWS CERTIFIED AND QUALIFIED IN THE PROCESS USED.

2. WELD LENGTHS CALLED FOR ON THE PLANS ARE THE NET EFFECTIVE LENGTH REQUIRED. WHERE FILLET WELD SYMBOL IS GIVEN WITHOUT INDICATION OF SIZE, USE 3/16" MINIMUM SIZE.

3. E70XX ELECTRODES SHALL BE USED FOR ALL WELDING. THE WELDING OF E7018 OVER E70TG-K2 IS NOT ALLOWED. THE MIXING OF ANY OTHER PROCESSES AND WIRES MUST BE SUBMITTED TO THE STRUCTURAL ENGINEER OF RECORD FOR APPROVAL. THE USE OF E70-T4 IS NOT ALLOWED. IN GROOVE WELDS, FCAW FILLER METAL WIRE SHALL BE LIMITED TO 5/64" DIAMETER. SMAW WELDING ELECTRODES SHALL BE LIMITED TO 5/32" DIAMETER.

4. ALL SHOP AND FIELD WELDS SHALL BE PREQUALIFIED WELDS.

5. A WELDING PROCEDURE SPECIFICATION (WPS) PER AWS D1.1 SHALL BE DEVELOPED BY THE FABRICATOR/ERECTOR AND APPROVED BY THE STRUCTURAL ENGINEER OR THEIR DESIGNEE. THE WPS SHALL INCLUDE THE WELDING PARAMETERS RECOMMENDED BY THE ELECTRODE MANUFACTURER. THE WPS MUST BE SUBMITTED AND APPROVED BEFORE ANY WELDING MAY BEGIN. ALLOW A MINIMUM OF FOUR WEEKS FOR THE REVIEW PROCESS.

SCOPE OF WORK

THE PROJECT SCOPE OF WORK INCLUDES, BUT NOT LIMITED TO, THE FOLLOWING:

1. RELOCATION OF ANY EXISTING FACILITY EQUIPMENT AND MECHANICAL, ELECTRICAL, PLUMBING (MEP) ELEMENTS ADJACENT TO CORRODING STRUCTURAL STEEL COLUMNS, AS REQUIRED, TO COMPLETE REPAIR WORK.

2. REMOVAL OF SLAB ON GRADE AROUND CORRODING STRUCTURAL STEEL COLUMNS TO COMPLETE REPAIR WORK.

3. REPAIR OF CORRODING STRUCTURAL STEEL COLUMNS.4. PLACEMENT OF ANY NEW CONCRETE SLABS ON GRADE, AND APPLY COATINGS PER

SPECIFICATIONS

SEQUENCING OF WORK

COLUMNS INDICATED TO REQUIRE REINFORCEMENT AND COATING:1. COORDINATE REMOVAL OF EXISTING PIPING SERVING EXISTING BASEBOARD HEATERS TO THE

EXTENT SHOWN ON SHEET S-4. ONCE WORK BY OTHER TRADES IS COMPLETED, REPLACE REMOVED PIPING AND FITTINGS WITH NEW. MATERIAL TYPE AND METHOD OF CONNECTION TO MATCH EXISTING.

2. PRIOR TO REMOVAL OF PIPING, CONFIRM SYSTEM HAS BEEN PROPERLY DRAINED DOWN.3. INSTALL TEMPORARY SHORING IF DEEMED NECESSARY BY THE GC. SHORING DESIGN AND

CONSTRUCTION IS THE SOLE RESPONSIBILITY OF THE GC.4. DEMOLISH POOL DECK SLAB ON GRADE AROUND STEEL COLUMNS. EXPOSE COLUMNS TO THE

TOP OF BASEPLATE. REMOVE ALL DELETERIOUS MATERIALS AROUND THE STEEL.5. REMOVE EXISTING SURFACE COATING, CORROSION AND MISCELLANEOUS ATTACHMENTS FROM

STEEL COLUMNS TO A MINIMUM HEIGHT OF 18" ABOVE FINISHED FLOOR. PREPARE SIDES OF COLUMN EXPOSED TO POOL DECK EXTENDING TO THE BASEPLATE ACCORDING TO SPECIFICATIONS .

6. WELD NEW STEEL REINFORCEMENT TO COLUMNS. 7. COAT STEEL WITH PAINT AS INDICATED ON THE SPECIFICATIONS..8. BACKFILL AND COMPACT SUBGRADE. INFILL WITH NEW SLAB ON GRADE.9. APPLY PAINT SYSTEM TO CONCRETE FLOOR PER SPECIFICATIONS.10. RECONNECT PIPING SERVING BASEBOARD HEATERS. REFILL THE SYSTEM UTILIZING EXISTING

VENTS TO PROPERLY PURGE AIR FROM SYSTEM. CONFIRM WITH FACILITY THAT HEATING FLUID IS WATER ONLY; IF GLYCOL IS REQUIRED, CHARGE SYSTEM AS NEEDED TO ATTAIN PROPER CONCENTRATION OR COORDINATE THIS TASK WITH FACILITY-APPROVED VENDOR.

11. REINSTALL FRONT PIPE COVERS USING STAINLESS STEEL SCREWS AND PLASTIC SPACERS.

COLUMNS INDICATED TO REQUIRE COATING ONLY:1. COORDINATE REMOVAL OF EXISTING PIPING SERVING EXISTING BASEBOARD HEATERS TO THE

EXTENT SHOWN ON SHEET S-4. ONCE WORK BY OTHER TRADES IS COMPLETED, REPLACE REMOVED PIPING AND FITTINGS WITH NEW. MATERIAL TYPE AND METHOD OF CONNECTION TO MATCH EXISTING.

2. PRIOR TO REMOVAL OF PIPING, CONFIRM SYSTEM HAS BEEN PROPERLY DRAINED DOWN.3. REMOVE EXISTING SURFACE COATING, CORROSION AND MISCELLANEOUS ATTACHMENTS FROM

STEEL COLUMNS TO A MINIMUM HEIGHT OF 18" ABOVE THE FINISHED FLOOR. PREPARE SIDES OF COLUMN EXPOSED TO POOL DECK ACCORDING TO SPECIFICATIONS .

4. WHERE STEP 1 REVEALS ANY THROUGH-THICKNESS COLUMN DAMAGE, NOTIFY OWNER AND STRUCTURAL ENGINEER.

5. COAT STEEL WITH PAINT AS INDICATED ON THE SPECIFICATIONS.6. RECONNECT PIPING SERVING BASEBOARD HEATERS. REFILL THE SYSTEM UTILIZING EXISTING

VENTS TO PROPERLY PURGE AIR FROM SYSTEM. CONFIRM WITH FACILITY THAT HEATING FLUID IS WATER ONLY; IF GLYCOL IS REQUIRED, CHARGE SYSTEM AS NEEDED TO ATTAIN PROPER CONCENTRATION OR COORDINATE THIS TASK WITH FACILITY-APPROVED VENDOR.

7. REINSTALL FRONT PIPE COVERS USING STAINLESS STEEL SCREWS AND PLASTIC SPACERS.

APPLICABLE CODES AND STANDARDS

1. 2018 VIRGINIA EXISTING BUILDING CODE (VEBC)2. 2018 VIRGINIA CONSTRUCTION CODE (VCC)3. AMERICAN CONCRETE INSTITUTE (ACI): BUILDING CODE REQUIREMENTS

FOR STRUCTURAL CONCRETE (ACI 318-14)4. AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC): SPECIFICATION

FOR STRUCTURAL STEEL BUILDINGS (AISC 360-16) AND STEEL CONSTRUCTION MANUAL, 15TH EDITION.

5. AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE): MINIMUM DESIGN LOADS AND ASSOCIATED CRITERIA FOR BUILDINGS AND OTHER STRUCTURES (ASCE 7-16)

6. ASTM MATERIAL STANDARDS NOTED7. AMERICAN WELDING SOCIETY (AWS): STRUCTURAL WELDING CODE - STEEL

(D1.1-2015)

DESIGN LOADS

1. DEAD LOADACTUAL WEIGHT OF MATERIALS USED AND THE FOLLOWING ALLOWANCES:CEILINGS, LIGHTING, MEP 10 psfALLOWANCE FOR ROOFING SYSTEM 20 psf

2. LIVE LOADSLAB ON GRADE 150 psf

3. ROOF LIVE LOADROOF 20 psf

4. SNOW LOAD DATASNOW LOAD 20 psf

5. WIND DESIGN DATAULTIMATE DESIGN WIND SPEED, Vult 113 mphNOMINAL DESIGN WIND SPEED, Vasd 88 mphRISK CATEGORY IIWIND EXPOSURE CATEGORY CINTERNAL PRESSURE COEFFICIENT ±0.18EXISTING BUILDING: DAMAGE TO THE EXISTING STRUCTURAL COLUMNS DUE TO CORROSION IS DEEMED TO BE LESS THAN SUBSTANTIAL STRUCTURAL DAMAGE IN ACCORDANCE WITH VEBC. NO UPGRADE TO THE EXISTING LATERAL FORCE RESISTING SYSTEM IS REQUIRED.

6. EARTHQUAKE DESIGN DATARISK CATEGORY IISEISMIC IMPORTANCE FACTOR, Ie 1.0SITE CLASS DDESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS

Sds 0.18 gSd1 0.08 g

SEISMIC DESIGN CATEGORY BEXISTING BUILDING: DAMAGE TO THE EXISTING STRUCTURAL COLUMNS DUE TO CORROSION IS DEEMED TO BE LESS THAN SUBSTANTIAL STRUCTURAL DAMAGE IN ACCORDANCE WITH VEBC. NO UPGRADE TO THE EXISTING LATERAL FORCE RESISTING SYSTEM IS REQUIRED.

ISSUE DESCRIPTION

FILENAME

SCALE

SHEET

PROJECT NUMBER

BRIAN MELI

COMMUNITY CENTER POOLSTRUCTURAL COLUMN REPAIRS

FINAL DESIGN (100%)

$D

GN

$

DATE

DESIGN PROJECT MANAGER

As indicated

TITLE SHEET

S-1

10311347

CONSTRUCTION MANAGER

CITY ENGINEER

DIRECTOR, RECREATION AND PARKS

DATE

DATE

DATE

APPROVED BY THE CITY OF HOPEWELL

ENGINEER: HDR ENGINEERING INC. OF VIENNA, VA.PRIMARY: BRIAN MELI, PE PHONE: (571) 363-9346EMAIL: [email protected]

CONTACTS

FINAL DESIGN

COMMUNITY CENTER POOL

STRUCTURAL COLUMN REPAIRS100 W. CITY POINT RD.

CITY OF HOPEWELL, VA 23860

GENERAL CONDITIONS

THE GENERAL CONTRACTOR (GC) SHALL PROVIDE ALL LABOR, MATERIAL, EQUIPMENT, TOOLS, UTILITIES, INSURANCE, TRANSPORTATION, AND PAY FOR ALL REQUIRED TAXES, PERMITS, AND SERVICES REQUIRED TO COMPLETE THE ENTIRE SCOPE OF WORK, WHETHER TEMPORARY OR PERMANENT. ALL MATERIALS EXCEPT TEMPORARY FORMS ARE TO BE NEW, UNUSED AND OF THE SPECIFIED QUALITY. THE GC SHALL MAINTAIN THE PROJECT SITE IN A CLEAN AND ORDERLY FASHION. TOOLS AND EQUIPMENT SHALL BE SECURED, AND ALL DEBRIS SHALL BE REMOVED DAILY. THE GC SHALL MAINTAIN A VISITORS LOG. ALL VISITORS SHALL BE REQUIRED TO SIGN SUCH LOG. DATES AND TIMES OF ENTERING ANDEXITING THE SITE FOR ALL VISITORS SHALL BE NOTED. GC TO SECURE PROJECT SITE FROM UNAUTHORIZED ENTRY AT ALL TIMES. COORDINATE LOCATION OF BARRICADES OR TEMPORARY FENCING WITH OWNER.

CONSTRUCTION PROCEDURES

THE GC SHALL SUPERVISE AND DIRECT THE WORK, USING THE CONTRACTOR'S BEST SKILL AND ATTENTION. THE GC SHALL BE SOLELY RESPONSIBLE FOR AND HAVE CONTROL OVER CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES AND FOR COORDINATING ALL PORTIONS OF WORK UNDER THE CONTRACT, UNLESS CONTRACT DOCUMENTS GIVE OTHER SPECIFIC INSTRUCTIONS CONCERNING THESE MATTERS. ANY WORK THAT MUST BE REMOVED OR RELOCATED DUE TO LACK OF COORDINATION OF THE TRADES IS SOLELY THE GC'S RESPONSIBILITY. THE CONTRACTOR SHALL MAINTAIN A SECURE SITE THROUGHOUT THE CONSTRUCTION PROCESS.

GOVERNING AGENCIES

THE GC AND ALL OF THEIR FORCES SHALL COMPLY WITH ALL REGULATIONS BY ANY GOVERNING AGENCY WITH JURISDICTION OVER THE PROJECT OR PROJECT SITE.

TOXIC MATERIAL

IN THE EVENT THE GC ENCOUNTERS ON THE SITE MATERIAL REASONABLY BELIEVED TO BE ASBESTOS, POLYCHLORINATED BIPHENYL (PCB) OR OTHER TOXIC MATERIAL, WHICH HAS NOT BEEN RENDERED HARMLESS, THE CONTRACTOR SHALL IMMEDIATELY STOP WORK IN THE AREA AFFECTED, SEAL OFF THE PERIMETER, AND REPORT THE CONDITION TO THE OWNER AND ARCHITECT IN WRITING. NO NEW BUILDING MATERIAL SHALL CONTAIN ASBESTOS, POLYCHLORINATED BIPHENYL (PCB) OR OTHER TOXIC MATERIAL AS DEFINED BY STATE AND FEDERAL REGULATORY AGENCIES.

PROTECTION OF FLOOR SURFACES

GC SHALL PROVIDE ADEQUATE PROTECTION FOR ALL FINISHED FLOOR SURFACES, EXISTING OR NEW INCLUDING BUT NOT LIMITED TO, CERAMIC TILE, VINYL TILE, CONCRETE, ACRYLIC DECK COATING, ETC., THROUGHOUT THE CONSTRUCTION PERIOD. FOR WORK IN THE POOL AREA, THE GCSHALL ENSURE THAT NO DUST, DEBRIS, CHEMICALS, OR OTHER CONSTRUCTION RELATED SUBSTANCES OR MATERIALS ENTER THE POOL WATER OR THE POOL FILTRATION SYSTEM.

PROTECTION OF EXISTING TO REMAIN

THE GC SHALL PROVIDE PROTECTIVE COVERING FOR CARPET, FURNISHINGS, AND FINISHES IN EXISTING AREAS NOT DESIGNATED FOR DEMOLITION OR NEW CONSTRUCTION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE REPAIR OF ANY DAMAGE CAUSED BY THEIR WORK OR ANY SUBCONTRACTOR.

SCHEDULING

THE GC SHALL MEET WITH THE OWNER'S AUTHORIZED REPRESENTATIVE WELL IN ADVANCE OF CONSTRUCTION COMMENCEMENT TO:A. SCHEDULE, SEQUENCE AND COORDINATE ALL WORKB. MAINTAIN EXITS AND EGRESS WIDTHS REQUIRED BY CODES DURING ALL PHASES OF CONSTRUCTION.

TRUE NORTH

HOPEWELL COMMUNITY CENTER

AUGUST 27, 2021

ISSUE DESCRIPTION

FILENAME

SCALE

SHEET

PROJECT NUMBER

BRIAN MELI


FINAL DESIGN (100%)

$D

GN

$

DATE


SCHEDULE OF SPECIAL INSPECTIONSERVICES

S-2

10311347

AISC CERTIFICATION IS NOT CONSIDERED TO BE FABRICATOR APPROVAL PER SECTION 1704.2.5.1 UNLESS SPECIFICALLY APPROVED BY THEOWNER, IN LIEU OF, OR UNTIL SUCH APPROVAL IS GRANTED, SPECIAL INSPECTION PROVISIONS FOR STRUCTURAL STEEL SHALL BE CONSIDERED TOBE APPLICABLE TO THOSE COMPONENTS FABRICATED AND/OR ASSEMBLED IN THE FABRICATION SHOP.

TESTING AND INSPECTION REPORTS SHALL BE PREPARED FOR EACH INSPECTION ITEM ON A DAILY BASIS WHENEVER WORK IS PERFORMED ONTHAT ITEM. REPORTS SHALL BE DISTRIBUTED TO THE CONTRACTOR, OWNER'S CONSTRUCTION REPRESENTATIVE, BUILDING OFFICIAL (IFREQUESTED), AND ARCHITECT FOR THEIR REVIEW, COMMENT, AND ACTION, AS NEEDED.

THE FOLLOWING SCHEDULE CONTAINS A LIST OF SPECIAL INSPECTION ACTIVITIES RELATED TO THE QUALITY ASSURANCE PLAN REQUIRED BY THEBUILDING CODE (VCC CHAPTER 17) FOR THE FABRICATION, ERECTION AND CONSTRUCTION OF THE STRUCTURAL SYSTEMS AS GIVEN IN THESPECIFICATIONS AND DRAWINGS OF THE PROJECT. ALL INSPECTORS SHALL BE QUALIFIED BY TRAINING AND EXPERIENCE FOR THE REQUIREDINSPECTIONS AND TEST PROCEDURES. REFER TO VCC CHAPTER 17 "STRUCTURAL TESTS AND SPECIAL INSPECTIONS", FOR SPECIFIC TESTPROCEDURES.

QUALIFIED SPECIAL INSPECTORS SHALL BE EMPLOYED PER THE PROVISIONS OF THE CONSTRUCTION CONTRACT TO PERFORM INSPECTIONS INACCORDANCE WITH THE BUILDING CODE. INSPECTORS SHALL PERFORM ALL DUTIES AND RESPONSIBILITIES AS REQUIRED BY THE BUILDING CODE.

TESTING AND INSPECTION SERVICES

SIGNATURE DATE

OWNER NAME

SIGNATURE DATE 8/16/2021

PREPARED BY NAME DAVID LEECHUY

A FINAL REPORT OF SPECIAL INSPECTIONS DOCUMENTING COMPLETION OF THE SPECIFIED SPECIAL INSPECTIONS AND CORRECTION OF ANYDISCREPANCIES, DEFICIENCIES, AND CODE VIOLATIONS SHALL BE SUBMITTED AND APPROVED BY THE OWNER'S CONSTRUCTION REPRESENTATIVEAND THE DESIGN PROFESSIONALS OF RECORD PRIOR TO FINAL INSPECTION.

DISCREPANCIES FROM THE APPROVED PLANS, SPECIFICATIONS, SHOP DRAWINGS, OR DESIGN DIRECTIVES AND CODE VIOLATIONS OBSERVEDDURING THE CONDUCT OF SPECIAL INSPECTIONS SERVICES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FORCORRECTION, TO THE ATTENTION OF THE OWNER'S CONSTRUCTION REPRESENTATIVE, AND TO THE APPROPRIATE DESIGN PROFESSIONAL OFRECORD.

THE SPECIAL INSPECTIONS ENGINEER OF RECORD SHALL KEEP RECORDS OF SPECIFIED SPECIAL INSPECTIONS AND TESTING AND SHALL FURNISHCOPIES OF INSPECTION AND TESTING REPORTS TO THE OWNER'S CONSTRUCTION REPRESENTATIVE AND TO THE APPROPRIATE DESIGNPROFESSIONALS OF RECORD UPON REQUEST. DETAILED SUMMARIES OF ALL SPECIAL INSPECTION ACTIVITIES, FINDINGS, DEFICIENCIES, ANDDISCREPANCIES SHALL BE FURNISHED TO THE OWNER'S CONSTRUCTION REPRESENTATIVE AND TO THE APPROPRIATE DESIGN PROFESSIONALS OFRECORD AT INTERVALS NOT EXCEEDING 1 WEEK.

THIS STATEMENT OF SPECIAL INSPECTIONS IS PREPARED IN ACCORDANCE WITH SECTION 1704 OF THE 2018 VIRGINIA CONSTRUCTION CODE (VCC).IT INCLUDES A SCHEDULE OF SPECIAL INSPECTIONS APPLICABLE TO THIS PROJECT.

REPRESENTATIVE NAME:

GENERAL CONTRACTOR NAME:

COMPANY

GEOTECHNICAL ENGINEER OF RECORD (GEOR) NAME: N/A LICENSE:

COMPANY HDR INC STATE OF VIRGINIA

STRUCTURAL ENGINEER OF RECORD (SEOR) NAME: GONZALO KOOSAU LICENSE: PE # 0402040675

COMPANY

ARCHITECT OF RECORD (AOR) NAME: N/A LICENSE:

BUILDING OWNER OR OWNER'S AGENT

PROJECT LOCATION 100 W. CITY POINT RD, HOPEWELL, VA 23860

STRUCTURE NAME COMMUNITY CENTER POOL

PROJECT NAME STRUCTURAL COLUMN REPAIRS

STATEMENT OF SPECIAL INSPECTIONS

INSPECT VAPOR RETARDER FORCONFORMANCE WITH MANUFACTURESWRITTEN INSTALLATION INSTRUCTIONS

● SEC 03 05 00

TESTING AND EVALUATION OF IN-PLACEDENSITY OF COMPACTED FILL AS WORKPROGRESSES

● VCC 1705.6ONE DENSITY TEST FOR EACH LIFT, DAYSOPERATION, OR 5000 SQ. FT. OF FILL AREA

VERIFY USE OF PROPER MATERIALS, ANDLIFT THICKNESSES DURING PLACEMENT ANDCOMPACTION OF COMPACTED FILL

● SEC 03 05 00 VCC 1705.6ONE DENSITY TEST FOR EACH LIFT, DAYSOPERATION, OR 5000 SQ. FT. OF FILL AREA

PERFORM CLASSIFICATION AND TESTING OFCONTROLLED FILL MATERIAL ● SEC 03 05 00 VCC 1705.6 TEST EACH SOURCE

VERIFY EXCAVATIONS ARE EXTENDED TOPROPER DEPTH AND HAVE REACHEDPROPER MATERIAL

● VCC 1705.6ALL FOOTING AND PILE CAP EXCAVATIONS SHALL BEOBSERVED AND APPROVED PRIOR TO CONCRETEPLACEMENT

EARTHWORK, SHALLOW FOUNDATIONS AND SOIL

CONDUCT WEEKLY VISUAL OBSERVATIONSOF THE STRUCTURAL SYSTEMS FORGENERAL CONFORMANCE TO THECONSTRUCTION DOCUMENTS AND PREPAREWEEKLY REPORTS OF OBSERVATIONSDESCRIBING WORK PROGRESS ANDNON-CONFORMING ITEMS

● VCC 1704.2.4

GENERAL

CONTINUOUS PERIODIC SECTION REFERENCE

INSPECTION ITEM REQUIRED FREQUENCY SPECIFICATI... CODE REMARKS

SCHEDULE OF SPECIAL INSPECTION SERVICES

EACH PASS MEETS QUALITY REQUIREMENTS ●

EACH PASS WITHIN PROFILE LIMITATIONS ●

INTERPASS AND FINAL CLEANING ●

WELDING TECHNIQUES

AISC 360 TABLEN5.4-2

AWS D1.1

PROPER POSITION (F, V, H, OH) ●

INTERPASS TEMPERATURE MAINTAINED ●

PREHEAT APPLIED ●

SHIELDING GAS TYPE/FLOW RATE ●

SELECTED WELDING MATERIALS ●

TRAVEL SPEED ●

SETTINGS ON WELDING EQUIPMENT ●

WPS FOLLOWED

ENVIRONMENTAL CONDITIONS (WIND SPEEDWITHIN LIMITS, PRECIPITATION & TEMPERATURE) ●

NO WELDING OVER CRACKED TACK WELDS ●

CONTROL AND HANDLING OF WELDINGCONSUMABLES (PACKAGING, EXPOSURE CONTROL) ●

USE OF QUALIFIED WELDERS ●


AWS D1.1

WELDERS MUST BE CERTIFIED UNDER AWSQUALIFICATION PROCEDURES

INSPECTION TASKS DURING WELDING

TACKING (TACK WELD QUALITY ANDLOCATION) ●

CLEANLINESS (CONDITION OF STEELSURFACES) ●

DIMENSIONS (ALIGNMENT, GAPS AT ROOT) ●

FIT UP OF FILLET WELDS

CONFIGURATION AND FINISH OF ACCESS HOLES ●

BACKING TYPE AND FIT (IF APPLICABLE) ●

TACKING (TACK WELD QUALITY ANDLOCATION) ●

CLEANLINESS (CONDITION OF STEELSURFACES) ●

DIMENSIONS (ALIGNMENT, ROOT OPENING,ROOT FACE, BEVEL) ●

JOINT PREPARATION ●

FIT UP OF GROOVE WELDS (INCLUDING JOINTGEOMETRY)

WELDER IDENTIFICATION SYSTEM ●FABRICATOR OR ERECTOR SHALLMAINTAIN A SYSTEM BY WHICH A WELDERWHO HAS WELDED A JOINT OR MEMBERCAN BE IDENTIFIED.

MATERIAL IDENTIFICATION (TYPE/GRADE) ●

MANUFACTURER'S CERTIFICATIONS FORWELDING CONSUMABLES AVAILABLE ●

INCLUDES ELECTRODES, FLUXES ANDSHIELDING GASES. DEMAND CRITICALWELDS SHALL HAVE FILLER MATERIALSTHAT MEET NOTCH TOUGHNESSREQUIREMENTS.

WELDING PROCEDURE SPECIFICATIONS (WPS)AVAILABLE ●


AWS D1.1

INSPECTION TASKS PRIOR TO WELDING

VERIFY MATERIALS CONFORM TO ASTM STANDARDSSPECIFIED IN THE CONSTRUCTION DOCUMENTS ● SEC 05 12 00

VCC 1706.1AISC 360 N5.2

VERIFY CORRECT STRUCTURAL STEEL MATERIALDELIVERED TO JOB SITE. ● SEC 05 12 00 AISC 360 N5.2

VISIT FABRICATION SHOP TO OBSERVE FABRICATIONPROCEDURES. ● VCC 1705.2

ONLY ONE INSPECTION IS REQUIREDUNLESS ON-SITE EVENTS INDICATEFURTHER INSPECTIONS ARE NECESSARY

STRUCTURAL STEEL

PERFORM OBSERVE SECTION REFERENCE

INSPECTION ITEM REQUIRED FREQUENCY SPECIFICATION CODE REMARKS


DOCUMENT ACCEPTANCE OR REJECTION OFEACH WELDED JOINT OR MEMBER ●

PLACEMENT OF REINFORCING OR CONTOURINGFILLET WELDS (IF REQUIRED) ● DOCUMENT ALL ACTIVITIES OF STEEL SFRS

REPAIR ACTIVITIES ● DOCUMENT ALL ACTIVITIES OF STEEL SFRS

BACKING REMOVED, WELD TABS REMOVED ANDFINISHED, AND FILLET WELDS ADDED (IF REQUIRED) ● DOCUMENT ALL ACTIVITIES OF STEEL SFRS

K-AREA ●WHEN WELDING DOUBLER PLATES, CONTINUITY PLATES ORSTIFFENERS IN THE K-AREA, VISUALLY INSPECT WEB K-AREA FORCRACKS WITHIN 3 INCHES OF WELD

ARC STRIKES ●CRACKS OR BLEMISHES CAUSED BY ARC STRIKES SHALL BEGROUND TO A SMOOTH CONTOUR AND CHECKED TO ENSURESOUNDNESS

POROSITY ●

UNDERCUT ●

WELD SIZE ●

WELD PROFILE ●

CRATER CROSS SECTION ●

WELD - BASE METAL FUSION ●

CRACK PROHIBITION ●

WELD MEET VISUAL ACCEPTANCE CRITERIAVISUALLY INSPECT ALL WELDS WITHIN THE ALLOWABLE TIME OFINSPECTION. DOCUMENT ALL ACTIVITIES OF STEEL SFRS

SIZE, LENGTH AND LOCATION OF WELDS ● PROVIDE CONTINUOUS INSPECTION ON ALL WELDS

WELDS CLEANED ●


AWS D1.1

WELDED JOINTS SHALL NOT BE PAINTED OR COVERED UNTIL AFTERWELDING IS COMPLETED AND WELD ACCEPTED

INSPECTION TASKS AFTER WELDING

STRUCTURAL STEEL

PERFORM OBSERVE SECTION REFERENCE



OBSERVE PROPER CURING TEMPERATURE ANDTECHNIQUES ●

ACI 318Ch 26.5.3, 26.5.4,

26.5.5IBC 1705.3

OBSERVE CONCRETE PLACEMENT ●ACI 318

Ch 26.5.2IBC 1705.3

MAINTAIN A SPREADSHEET SHOWING DATE,SEQUENTIAL ORDER OF STRENGTH TEST RESULTS,AND INDICATE RUNNING AVERAGE

●ACI 318

Ch 26.11.2(d),26.11.2(e)

PERFORM CONCRETE STRENGTH TESTING ●ASTM C172ASTM C31

ACI 318 Ch 26.4,26.5.3, 26.12IBC 1705.3

SAMPLE CONCRETE SPECIMENS PRIOR TOPLACEMENT FOR STRENGTH TESTS TO BEPERFORMED IN LAB. A MINIMUM OF FIVE (5)CYLINDERS SHALL BE MADE. TEST TWO AT 7 DAYSAND TWO AT 28 DAYS. THE 5TH CYLINDER SHALL BEHELD IN RESERVE

●ASTM C172ASTM C31

ACI 318 Ch 26.4,26.5.3, 26.12IBC 1705.3

ADDITIONAL CYLINDERS SHALL BE MADE AS NEEDEDFOR EARLY FORM REMOVAL, TWO 6X12 OR THREE 4X8CYLINDERS ARE REQUIRED FOR AN ACCEPTABLE TEST.SINGLE CYLINDER TEST IS INADEQUATE FOR STRENGTHEVALUATION PURPOSES

SAMPLE FRESH CONCRETE PRIOR TO PLACEMENT.MEASURE SLUMP, AIR CONTENT, AND TEMPERATUREDURING CONCRETE DELIVERY.

●ASTM C172ASTM C31

ACI 318 Ch 26.4,26.5.3, 26.12IBC 1705.3

ADDITIONAL CYLINDERS SHALL BE MADE AS NEEDEDFOR EARLY FORM REMOVAL, TWO 6X12 OR THREE 4X8CYLINDERS ARE REQUIRED FOR AN ACCEPTABLE TEST.SINGLE CYLINDER TEST IS INADEQUATE FOR STRENGTHEVALUATION PURPOSES

VERIFY USE OF CORRECT CONCRETE MIX DESIGNAND REVIEW DELIVERY TICKETS ● ACI 318

Ch 26.4

INSPECT POST-INSTALLED ANCHORS INSTALLEDHORIZONTALLY OR UPWARD. VERIFY PLACEMENTLOCATION AND INSTALLATION PROCEDURES.

●ACI 318

Ch 17.8.2, 26.7.1,26.7.2

IBC 1705.3

OBSERVE AND VERIFY PLACEMENT OF OTHEREMBEDMENTS CAST IN CONCRETE PRIOR TOCONCRETE PLACEMENT

● ACI 318Ch 26.8

VISUAL INSPECTION OF ALL EMBEDMENTS

OBSERVE AND VERIFY PLACEMENT OF ANCHORS,BOLTS, AND RODS CAST IN CONCRETE PRIOR TOCONCRETE PLACEMENT

●ACI 318

Ch 17.8.2, 26.7.1IBC 1705.3

VISUAL INSPECTION OF ALL BOLTS

VERIFY CORRECT MATERIAL USED, INCLUDING THEUSE OF A706 IN WELDED SPLICES, IF ANY ●

AWS D1.4ACI 318 Ch 26.6.4

IBC 1705.3

INSPECT REINFORCING STEEL PRIOR TO CLOSING OFTHE FORMS AND ARRIVAL OF CONCRETE TO THEJOBSITE. VERIFY PLACEMENT.

● SEC 03 05 00

ACI 318Ch 20, 25.2, 25.3,

26.6.1, 26.6.2, 26.6.3IBC 1705.3

CONCRETE AND REINFORCING STEEL

CONTINUOUS PERIODIC SECTION REFERENCE



G

22

F D C B A

33

44

66

8

1111

14

1515

1616

HJ

13

10

7

16' -

0"

16' -

0"

24' -

0"

18' -

3"

18' -

3"

18' -

3"

18' -

3"

8' -

0"

16' -

0"

16' -

0"

24' -

0"

8' -

3"

23' -

1"

5' -

2"

16' -

10"

19' -

8"

8' -

0"

22' - 0" 22' - 0" 22' - 0" 22' - 0" 22' - 0"

1' - 2"

EXIST. SWIMMING POOL

COLUMN

EX. HSS8X8X1/2

COLUM

N

EX. HSS8X

8X1/

2

COLUM

N

EX. HSS8X

8X1/

2

COLUM

N

EX. HSS8X

8X1/

2

COLUMN

EX. HSS8X8X1/4

COLUMN

EX. HSS8X8X1/4

COLUMN

EX. HSS8X8X1/4

COLUMN

EX. HSS8X8X1/4

COLUMN

EX. HSS8X8X1/4

COLUMN

EX. HSS8X8X1/2

COLUMN

EX. HSS8X8X1/2

COLUMN

EX. HSS8X8X1/2

COLUMN

EX. HSS8X8X1/4

COLUMN

EX. HSS8X8X1/4

COLUMN

EX. HSS8X8X1/4

FINISHED FLOOR EL. = 50'-6"

TRANSLUCENT WALL PANEL

EXIST. GLASS DOOR WITH

TRANSLUCENT WALL PANEL

EXIST. GLASS DOOR WITH

DOOR

EXISTING

EXIST. ALUMINUM GLASS STOREFRONT

DO

OR

EX

IST

ING

DO

OR

EX

IST

ING

9' -

4"

5' -

2"

DOOR

EXISTING

DO

OR

EX

IST

ING

ST

OR

EF

RO

NT

EX

IST

ING

1

5

6789

10

11

12

13

14 15 4 3

2

2

S-3

TYP. EXISTING SLAB ON GRADE AT POOL DECK

EXISTING STEEL COLUMN

EXISTING CONCRETE PIER

EXISTING FOOTING

EXISTING EXTERIOR CMU WALL

8"

4"

GR

OU

T

1"

3

S-3

FINISHED FLOOR

0'-0"


EXISTING 3/4" THK BASE PLATE WITH (4) 3/4" DIA. ANCHOR BOLTS


CL

CL

ISSUE DESCRIPTION

FILENAME

SCALE

SHEET

PROJECT NUMBER

BRIAN MELI


FINAL DESIGN (100%)

$D

GN

$

DATE


As indicated

COLUMN LOCATION PLAN

S-3

10311347

TRUE NORTH

NOTES:

1. FINISHED FLOOR ELEVATION = 0'-0" +/- ON PLAN UNLESS NOTED OTHERWISE. ELEVATION 0'-0" CORRESPONDS TO DATUM ELEVATION 50'-6".

2. EXISTING FLOOR SLAB IS 4" CONCRETE REINFORCED WITH 6X6XW10XW10 WELDED WIRE. REINFORCEMENT IS 1" CLEAR FROM TOP OF SLAB.

3. TOP OF EXISTING CONCRETE PIER ELEVATION = (-0'-8") UNLESS NOTED OTHERWISE.

4. DENOTES COLUMN NUMBER. SEE SHEET S-5 AND S-6 FOR PHOTOS OF COLUMN CORROSION AND DAMAGE.

EXIST. CONCRETE FOOTING

EXIST. STEEL COLUMN,SEE PLAN

SPREAD FOOTING WITH STEEL COLUMN

EXIST. CONCRETE PIER

1" = 1'-0" 2TYPICAL EXISTING COLUMN, PIER AND FOOTING DETAIL

1" = 1'-0" 3TYPICAL EXISTING BASE PLATE DETAIL

X

FINISHED FLOOR

CL

1' - 0" 1' - 0"

1' -

0"

EXISTING

COLUMN TO BE

REPAIRED

EXTENT OF SLAB

DEMOLITION

1-INCH CORES AT CORNER

PRIOR TO SAWCUT TO

PREVENT OVERCUTTING.

EXISTING

MASONRY WALL

TO REMAIN. DO

NOT DAMAGE.

CL

REBAR DOWELS INTO

EXISTING CONCRETE

NEW CONCRETE INFILL.

APPLY CONCRETE DECK

COATING

3/8 THK PREMOLDED

JOINT FILLER

REINFORCED STEEL

COLUMN. SEE

FOR MULTIPLE CASES.

6" 6"

8

S-4

1S-4

4

S-4



STEEL REINFORCEMENT. SEE

FOR MULTIPLE CASES.

3/16

NOTES:

1. STEEL REINFORCEMENT TO

COMPLETELY ENCLOSE DAMAGED AREA.

2. EXTEND REINFORCEMENT 6" MINIMUM

ABOVE PAST DAMAGED AREA, AND

BELOW TO TOP OF BASEPLATE. WELD

REINFORCEMENT TO SOUND COLUMN

METAL.

1

S-4

1S-4

FINISHED FLOOR

0'-0"

TOP OF COATING

1'-6"

NEW COATING REQUIRED, 3 SIDES

EXPOSED TO POOL DECK

EXIST. SLABNEW SLAB

7/S-4

3/8 THK PLATE FACE

REINFORCEMENT3/16

TYP

L ANGLE CORNER

REINFORCEMENT,

EACH CORNER

CL

L2X2X3/8 OR L3X3X3/8

CORNER REINFORCEMENT.

REINFORCE ONLY AT

CORNER WHERE DAMAGE

OCCURS.

3/16TYP

CASE A

CASE B

CASE C

DAMAGE, TYP.

DAMAGE, TYP.

DAMAGE, TYP.

3" 3"

2

S-4

2

S-4

2

S-4

SIM.

TYP.

SIM.

FACE PLATE

REINFORCEMENT

9

S-4

PREMOLDED JOINT FILLER

WITH SEALANT AS INDICATED

OR SPECIFIED, TYPICAL

EXIST SLAB

ON GRADE

NEW SLAB

INFILL

#3 ADHESIVE DOWELS.

SEE PLAN FOR LAYOUT

TYP

6"

VAPOR RETARDER COMPACTED GRANULAR FILL OVER

EXISTING SUBGRADE. COMPACT TO

95% MAXIMUM DRY DENSITY.

T/2

MA

TC

H E

XIS

TIN

G

T =

SLA

B T

HIC

KN

ES

S

EXIST CMU WALL

4

"

6X6XW2.1XW2.1

NOTES:

1. COLUMN REPAIR SCHEDULE IS BASED ON COLUMN CONDITIONS AT TIME OF

INVESTIGATION. SEE SHEET S-5 AND S-6.

2. SEE DETAIL AND WHERE REINFORCEMENT IS REQUIRED.

SEE DETAIL WHERE ONLY COATING IS REQUIRED.

3. AFTER PREPARING STEEL COLUMN PER SPECIFICATIONS, OBSERVE, INSPECT

AND VERIFY COLUMN CONDITIONS. ADDITIONAL REPAIR MAY BE REQUIRED

WHERE COLUMN CORROSION OR DAMAGE EXCEEDS THE CONDITIONS SHOWN

ON S-5 AND S-6. NOTIFY OWNER AND STRUCTURAL ENGINEER

4. REINFORCE ALL COLUMNS EXHIBITING THROUGH-THICKNESS DAMAGE.

5. SEE SHEET S-3 FOR COLUMN PLAN LOCATIONS.

1S-4

4S-4

5S-4



FINISHED FLOOR

0'-0"

TOP OF COATING

1'-6"

NEW COATING, 3 SIDES

EXPOSED TO POOL DECK

EXIST POOL DECK SLAB TO

REMAIN

COLUMN REINFORCEMENT. SEE

FOR MULTIPLE CASES.

COMPLETELY COVER DAMAGED AREA.

WELD ONLY TO SOUND COLUMN METAL.


3/16

MIN6"

3/16

1S-4

DAMAGED AREA

EXIST. COLUMN

FRONT PIPE COVER ATTACHED

TO STEEL COLUMN. REPLACE

SCREWS CONNECTING TO THE

STEEL COLUMN WITH STAINLESS

STEEL SCREWS WITH PLASTIC

SPACERS BETWEEN THE STEEL

COLUMN AND PIPE COVER.

BASEBOARD HEATERS.

REMOVE COVER AND

PIPING AS REQUIRED TO

COMPLETE REPAIR WORK.

COORDINATE WITH SEQUENCING OF

WORK AS OUTLINED ON SHEET S-1.

3/16ANGLE TO HSS

PJP, PLATE TO ANGLE

PJP, PLATE TO ANGLE

BEVEL PLATE,

TYP.

GROUND SURFACE

SMOOTH, TYP.

ISSUE DESCRIPTION

FILENAME

SCALE

SHEET

PROJECT NUMBER

BRIAN MELI


FINAL DESIGN (100%)

$D

GN

$

DATE


As indicated

SECTIONS AND DETAILS

S-4

10311347

1" = 1'-0" 6TYPICAL SLAB DEMOLITION - PLAN

1" = 1'-0" 7TYPICAL SLAB INFILL AROUND EXISTING COLUMN - PLAN

1" = 1'-0" 4TYPICAL SECTION - COLUMN REINFORCEMENT - SECTION

1 1/2" = 1'-0" 1TYPICAL COLUMN REINFORCEMENT - PLAN

15 HSS 8x8x1/2 NOT REQUIRED - REQUIRED

14 HSS 8x8x1/2 REQUIRED B REQUIRED

13 HSS 8x8x1/2 REQUIRED A REQUIRED



10 HSS 8x8x1/4 REQUIRED C REQUIRED SLAB ALREADY DEMOLISHED FROM PREVIOUS INVESTIGATION






4 HSS 8x8x1/2 REQUIRED B REQUIRED SLAB ALREADY DEMOLISHED FROM PREVIOUS INVESTIGATION



1 HSS 8x8x1/4 REQUIRED B REQUIRED SLAB ALREADY DEMOLISHED FROM PREVIOUS INVESTIGATION

NUMBER SIZE REINFORCEMENT REINFORCEMENT CASE COATING REMARKS

COLUMN REPAIR SCHEDULE

3/4" = 1'-0" 8TYPICAL - SLAB ON GRADE

1" = 1'-0" 5TYPICAL SECTION - COLUMNS REQUIRING COATING ONLY

1" = 1'-0" 2TYPICAL COLUMN REINFORCEMENT - ELEVATION

3" = 1'-0" 3TYPICAL EXISTING COLUMN

6" = 1'-0" 9COLUMN REINFORCEMENT - ENLARGED PLAN

final design - hopewellva.gov

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