Tab 02 post Drawings Full Repair Design 65 percent 2023 10 03.pdf

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KMD

6401 Security Boulevard Woodlawn, MD

214.029

47PD0322D0008

Arthur J. Altmeyer Building

47PD0223F0013

GSA

Arthur J. Altmeyer Building

6401 Security Boulevard Woodlawn, MD

Mark Date Description

VICINITY

AREA OF WORK

LOCATION MAP VICINITY MAP CODE CONFORMANCE CERTIFICATE

7900 Westpark Drive, Suite A405 McLean, Virginia 22102

SUMMER CONSULTANTS, INC.

PROJECT CONTROL NUMBER: 47PD0223F0076

CONSTRUCTION CONTRACT NUMBER: 47PD0322D0008

COVER SHEET APPROVALS

THE DESIGN OF THIS PROJECT CONFORMS TO THE FOLLOWING CODES AND

GOVERNMENT REQUIREMENTS AS NOTED BELOW.

1. FACILITY STANDARDS FOR THE PUBLIC BUILDINGS SERVICE PBS-P100 - APRIL 2017

2. INTERNATIONAL BUILDING CODE (IBC 2015) WITH CHAPTER 10 EGRESS SUPERCEDED BY

NFPA-101 2015 AND INCLUDES REFERENCE TO NFPA-13 2013

3. INTERNATIONAL MECHANICAL CODE (IMC 2015)

4. INTERNATIONAL PLUMBING CODE (IPC 2015)

5. INTERNATIONAL FIRE CODE (IFC 2015)

6. ARCHITECTURAL BARRIERS ACT ACCESSIBILITY STANDARDS (ABAAS)

7. NATIONAL EMISSIONS STANDARDS FOR THE CONSTRUCTION INDUSTRY: FOLLOW ALL

PERTINENT LOCAL, STATE AND FEDERAL HEALTH SAFETY AND ENVIRONMENTAL REGULATIONS.

8. NFPA 70 - NATIONAL ELECTRIC CODE - (2017)

9. NFPA 70E STANDARD FOR ELECTRIC SAFETY IN THE WORKPLACE (2015)

10. NFPA 101 LIFE SAFETY CODE (2015)

TENANT AGENCIES ELECTRICAL

ARCHITECTURAL BUILDING MANAGER

FIRE PROTECTION

ENVIRONMENTAL MANAGEMENT

SOCIAL SECURITY ADMINISTRATION

ALTMEYER FULL COLUMN REPAIR

ARTHUR J. ALTMEYER BUILDING

6401 SECURITY BLVD

WOODLAWN, MD 21235

GENERAL SERVICES ADMINISTRATION

PUBLIC BUILDINGS SERVICE MID ATLANTIC REGION

100 S INDEPENDENCE MALL W, 2ND FLR

PHILADELPHIA, PA 19106

Altmeyer Columns Full Repair Design

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6401 Security Boulevard Woodlawn, MD

214.029

47PD0322D0008

Arthur J. Altmeyer Building

47PD0223F0013

GSA

Arthur J. Altmeyer Building

6401 Security Boulevard Woodlawn, MD

DRAWING INDEX

SHEET

NUMBER

SHEET TITLE

G-001 COVER SHEET

G-002 SHEET LIST

G-003 PROJECT SEQUENCING

G-004 SITE PLAN

G-005 ROUTING PLAN

GI001 SYMBOLS & ABBREVIATIONS

HM-001 HAZARDOUS MATERIALS

S-001 DESIGN NOTES

S-002 DESIGN NOTES AND ABBREVIATIONS

S-101 EXIST. BASEMENT FLOOR

S-102 MEZZANINE LEVEL PLAN

S-103 EXIST. GROUND FLOOR FRAMING

S-104 EXIST. BASEMENT FLOOR

S-105 MEZZANINE FRAMING

S-401 MEZZANINE PART PLANS

S-411 AS-37 EXISTING/DEMO

S-412 AS-37 SHORING

S-413 AS-37 REPAIR IN PHASES

S-414 AS-37 CONSTRUCT JACKET

S-415 AS-37 REPLACE MEZZANINE AND SLAB ON GRADE

S-421 AR-35 EXISTING/DEMO

S-422 AR-35 SHORING

S-423 AR-35 REPAIR IN PHASES

S-424 AR-35 CONSTRUCT JACKET

S-425 AR-35 REPLACE MEZZANINE AND SLAB ON GRADE

S-431 AS-35 EXISTING/DEMO

S-432 AS-35 SHORING

S-433 AS-35 REPAIR IN PHASES

S-434 AS-35 CONSTRUCT JACKET

S-435 AS-35 REPLACE MEZZANINE AND SLAB ON GRADE

S-441 AT-37 EXISTING/DEMO

S-442 AT-37 SHORING

S-443 AT-37 REPAIR IN PHASES

S-444 AT-37 CONSTRUCT JACKET

S-445 AT-37 REPLACE MEZZANINE AND SLAB ON GRADE

S-451 AU-37 EXISTING/DEMO

S-452 AU-37 SHORING

S-453 AU-37 REPAIR IN PHASES

S-454 AU-37 CONSTRUCT JACKET

S-455 AU-37 REPLACE MEZZANINE AND SLAB ON GRADE

S-501 DETAILS

S-510 CORROSION PROTECTION DETAILS

P-001 SYMBOLS AND ABBREVIATIONS

PD2-111 MEZZANINE PLAN - AR-35 - DEMOLITION

PD2-411 ENLARGED MEZZANINE PLAN - AR-35 - DEMOLITION

P2-111 MEZZANINE PLAN - AR-35

P2-411 ENLARGED MEZZANINE PLAN - AR-35

M-001 SYMBOLS, ABBREVIATIONS, AND SCHEDULES

MD1-101 BASEMENT PLAN - AS-37 - DEMOLITION

MD1-111 MEZZANINE PLAN - AS-37 - DEMOLITION

MD1-401 ENLARGED BASEMENT PLAN - AS-37 - DEMOLITION

MD1-402 ENLARGED BASEMENT PLAN - AS-37 - DEMOLITION

MD1-411 ENLARGED MEZZANINE PLAN - AS-37 - DEMOLITION

MD1-412 ENLARGED MEZZANINE PLAN - AS-37 - DEMOLITION

M1-101 BASEMENT PLAN - AS-37

M1-111 MEZZANINE PLAN - AS-37

M1-401 ENLARGED BASEMENT PLAN - AS-37

M1-402 ENLARGED BASEMENT PLAN - AS-37

M1-411 ENLARGED MEZZANINE PLAN - AS-37

M1-412 ENLARGED MEZZANINE PLAN - AS-37

MD2-101 BASEMENT PLAN - AR-35 - DEMOLITION

MD2-111 MEZZANINE PLAN - AR-35 - DEMOLITION

MD2-401 ENLARGED BASEMENT PLAN - AR-35 - DEMOLITION

MD2-402 ENLARGED BASEMENT PLAN - AR-35 - DEMOLITION

MD2-411 ENLARGED MEZZANINE PLAN - AR-35 - DEMOLITION

MD2-412 ENLARGED MEZZANINE PLAN - AR-35 - DEMOLITION

M2-101 BASEMENT PLAN - AR-35

M2-111 MEZZANINE PLAN - AR-35

M2-401 ENLARGED BASEMENT PLAN - AR-35

M2-402 ENLARGED BASEMENT PLAN - AR-35

M2-411 ENLARGED MEZZANINE PLAN - AR-35

M2-412 ENLARGED MEZZANINE PLAN - AR-35

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SHEET TITLE

MD3-101 BASEMENT PLAN - AS-35 - DEMOLITION

MD3-111 MEZZANINE PLAN - AS-35 - DEMOLITION

MD3-401 ENLARGED BASEMENT PLAN - AS-35 - DEMOLITION

MD3-402 ENLARGED BASEMENT PLAN - AS-35 - DEMOLITION

MD3-411 ENLARGED MEZZANINE PLAN - AS-35 - DEMOLITION

MD3-412 ENLARGED MEZZANINE PLAN - AS-35 - DEMOLITION

M3-101 BASEMENT PLAN - AS-35

M3-111 MEZZANINE PLAN - AS-35

M3-401 ENLARGED BASEMENT PLAN - AS-35

M3-402 ENLARGED BASMENT PLAN - AS-35

M3-411 ENLARGED MEZZANINE PLAN - AS-35

M3-412 ENLARGED MEZZANINE PLAN - AS-35

MD4-101 BASEMENT PLAN - AT-37 - DEMOLITION

MD4-111 MEZZANINE PLAN - AT-37 - DEMOLITION

MD4-401 ENLARGED BASEMENT PLAN - AT-37 - DEMOLITION

MD4-402 ENLARGED BASEMENT PLAN - DEMOLITION

MD4-411 ENLARGED MEZZANINE PLAN - AT-37 - DEMOLITION

MD4-412 ENLARGED MEZZANINE PLAN - AT-37 - DEMOLITION

M4-101 BASEMENT PLAN - AT-37

M4-111 MEZZANINE PLAN - AT-37

M4-401 ENLARGED BASEMENT PLAN - AT-37

M4-402 ENLARGED BASEMENT PLAN - AT-37

M4-411 ENLARGED MEZZANINE PLAN - AT-37

M4-412 ENLARGED MEZZANINE PLAN - AT-37

M-601 RISER

M-602 RISER

M-603 RISER

M-604 RISER

E-001 SYMBOLS & ABBREVIATIONS

ED1-101 BASEMENT PLAN - AS-37 - DEMOLITION

ED1-111 MEZZANINE PLAN - AS-37 - DEMOLITION

ED1-401 ENLARGED BASEMENT PLAN - AS-37 - DEMOLITION

ED1-411 ENLARGED MEZZANINE PLAN - AS-37 - DEMOLITION

E1-101 BASEMENT PLAN - AS-37

E1-111 MEZZANINE PLAN - AS-37

E1-401 ENLARGED BASEMENT PLAN - AS-37

E1-411 ENLARGED MEZZANINE PLAN - AS-37

ED2-101 BASEMENT PLAN - AR-35 - DEMOLITION

ED2-111 MEZZANINE PLAN - AR-35 - DEMOLITION

ED2-401 ENLARGED BASEMENT PLAN - AR-35 - DEMOLITION

ED2-411 ENLARGED MEZZANINE PLAN - AR-35 - DEMOLITION

E2-101 BASEMENT PLAN - AR-35

E2-111 MEZZANINE PLAN - AR-35

E2-401 ENLARGED BASEMENT PLAN - AR-35

E2-411 ENLARGED MEZZANINE PLAN - AR-35

ED3-101 BASEMENT PLAN - AS-35 - DEMOLITION

ED3-111 MEZZANINE PLAN - AS-35 - DEMOLITION

ED3-401 ENLARGED BASEMENT PLAN - AS-35 - DEMOLITION

ED3-411 ENLARGED MEZZANINE PLAN - AS-35 - DEMOLITION

E3-101 BASEMENT PLAN - AS-35

E3-111 MEZZANINE PLAN - AS-35

E3-401 ENLARGED BASEMENT PLAN - AS-35

E3-411 ENLARGED MEZZANINE PLAN - AS-35

ED4-101 BASEMENT PLAN - AT-37 - DEMOLITION

ED4-111 MEZZANINE PLAN - AT-37 - DEMOLITION

ED4-401 ENLARGED BASEMENT PLAN - AT-37 - DEMOLITION

ED4-411 ENLARGED MEZZANINE PLAN - AT-37 - DEMOLITION

E4-101 BASEMENT PLAN - AT-37

E4-111 MEZZANINE PLAN - AT-37

E4-401 ENLARGED BASEMENT PLAN - AT-37

E4-411 ENLARGED MEZZANINE PLAN - AT-37

ED5-101 BASEMENT PLAN - AU-37 - DEMOLITION

ED5-111 MEZZANINE PLAN - AU-37 - DEMOLITION

ED5-401 ENLARGED BASEMENT PLAN - AU-37 - DEMOLITION

ED5-411 ENLARGED MEZZANINE PLAN - AU-37 - DEMOLITION

E5-101 BASEMENT PLAN - AU-37

E5-111 MEZZANINE PLAN - AU-37

E5-401 ENLARGED BASEMENT PLAN - AU-37

E5-411 ENLARGED MEZZANINE PLAN - AU-37

E-501 DETAILS

E-601 SCHEDULES

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2023/10/03

09/25/23JHG

KMD

6401 Security Boulevard Woodlawn, MD

214.029

47PD0322D0008

Arthur J. Altmeyer Building

47PD0223F0013

GSA

Arthur J. Altmeyer Building

6401 Security Boulevard Woodlawn, MD

Mark Date Description

Altmeyer Columns Full Repair Design

BASIS OF DESIGN

PROPOSED CONSTRUCTION PHASING APPROACH

1. THIS PROJECT SUPPORTS REPAIRING FIVE COLUMNS IN THE BASEMENT OF THE ALTMEYER BUILDING AT THE SOCIAL SECURITY ADMINISTRATION (SAA) WOODLAWN HEADQUARTERS CAMPUS IN WOODLAWN, MARYLAND. THE COLUMNS TO BE REPAIRED ARE AS-37, AR-35, AR-37, AT-37, AND AU-37.

2. THE REPAIRED COLUMNS ARE SURROUNDED BY VARIOUS UTILITIES, INCLUDING STEAM AND

CONDENSATE PIPING, ELECTRICAL, WATER, NATURAL GAS, SPRINKLER, AND WIRING FOR CONTROLS, AND FIRE ALARM.

3. THE COLUMNS WILL BE TEMPORARILY SUPPORTED TO FACILITATE SEGMENTED REPAIRS BASED ON THE

STRUCTURAL DESIGN. UTILITIES WILL BE RELOCATED AS NECESSARY TO ACCOMMODATE THE

PROPOSED SHORE POSTS, STEEL PLATES, ANCHORS, BASE PLATES, AND SHORING BEAMS.

4. AFTER COMPLETING THE REPAIRS, A REINFORCED CONCRETE JACKET WILL BE ADDED TO ENLARGE THE EXISTING COLUMNS BY ABOUT 5 INCHES ON EACH SIDE. THIS JACKET AIMS TO PREVENT THE NEED FOR

FUTURE REPAIRS AND WILL BE APPLIED TO ALL COLUMNS EXCEPT AU-37.

5. TO PERFORM THE REPAIRS, THE CONTRACTOR MUST REMOVE UTILITIES AND ITEMS LIKE CATWALKS, ACCESS LADDERS, AND STEEL FRAMING WITHIN APPROXIMATELY 24 INCHES OF THE EXISTING

COLUMNS. STRUCTURAL DRAWINGS OUTLINE MODIFICATIONS TO ACCESS LADDERS, MEZZANINES, GRATING, AND OTHER STRUCTURAL ELEMENTS, WHICH NEED CLOSE COORDINATION WITH MECHANICAL

WORK DURING CONSTRUCTION TO MAINTAIN ACCESS, MAINTAINABILITY, AND OPERATION.

6. ENSURING THE CENTRAL HEATING PLANT'S CONTINUED OPERATION IS VITAL FOR THE HEADQUARTERS COMPLEX. SOME UTILITIES MAY BE TEMPORARILY DEMOLISHED, CAPPED, AND RECONNECTED AFTER REPAIRS, WHILE OTHERS REQUIRE PERMANENT RELOCATION. MANY OF THESE UTILITIES ARE CRUCIAL FOR THE BOILER PLANT, WHICH PROVIDES HIGH-PRESSURE STEAM FOR HEATING THE MAIN COMPLEX, INCLUDING THE ROBERT M. BALL BUILDING, ANNEX BUILDING, WEST HIGH-RISE BUILDING, WEST

LOW-RISE BUILDING, EAST HIGH-RISE BUILDING, AND EAST LOW-RISE BUILDING.

7. ENSURING UNINTERRUPTED OPERATION OF THE CENTRAL STEAM UTILITY PLANT IS VITAL FOR PROJECT SUCCESS. THE BOILER PLANT EXPERIENCES SEMI-ANNUAL SCHEDULED SHUTDOWNS, COMMENCING AT

6:00 PM BEFORE THE HOLIDAY WEEKENDS INDICATED. DURING THESE PLANNED OUTAGES, THE

CONTRACTOR MUST COMPLETE AS MUCH ESSENTIAL WORK AS POSSIBLE TO PRESERVE A SEAMLESS

WORKFLOW AND ADHERE TO THE PROJECT SCHEDULE.

7.1. SPRING SHUTDOWN: JUNETEENTH WEEKEND

7.2. FALL SHUTDOWN: COLUMBUS DAY WEEKEND

8. THE PROJECT PRICING WILL BE ITEMIZED FOR EACH COLUMN, COVERING ALL ASSOCIATED EXPENSES, SUCH AS UTILITY RELOCATIONS, MEZZANINE AND CATWALK ADJUSTMENTS, STRUCTURAL SHORING AND REPAIRS, AS WELL AS THE EXPENSES TO RESTORE THE BOILER PLANT TO ITS ORIGINAL OPERATIONAL

STATE.

8.1. BASE BID: DEMOLITION OF BOILER #4, UTILITY DEMOLITION AND RELOCATIONS, MEZZANINE AND CATWALK MODIFICATIONS AND EXPANSION, DA TANK RELOCATION, BOILER FEEDWATER PUMP AND

ASSOCIATED PIPING, AND STRUCTURAL REPAIRS ASSOCIATED WITH COLUMN AS-37.

8.2. BID OPTION 1: UTILITY DEMOLITION AND RELOCATIONS, MEZZANINE AND CATWALK

MODIFICATIONS, CONDENSATE TANK RELOCATION, AND STRUCTURAL REPAIRS ASSOCIATED WITH

COLUMN AR-35.

8.3. BID OPTION 2: UTILITY RELOCATIONS, MEZZANINE AND CATWALK MODIFICATIONS, AND

STRUCTURAL REPAIRS ASSOCIATED WITH COLUMN AS-35.

8.4. BID OPTION 3: INCLUDES UTILITY RELOCATIONS, MEZZANINE AND CATWALK MODIFICATIONS, AND

STRUCTURAL REPAIRS ASSOCIATED WITH COLUMN AT-37.

8.5. BID OPTION 4: INCLUDES UTILITY RELOCATIONS, MEZZANINE AND CATWALK MODIFICATIONS, AND

STRUCTURAL REPAIRS ASSOCIATED WITH COLUMN AU-37.

9. BASE BID - REPAIR OF COLUMN AS-37

9.1. BOILER #1 WILL BE SHUT DOWN AND PRESERVED FOR THE ENTIRE DURATION OF THE WORK USING

DRY PACKING WITH DESICCANT TO PREVENT ADDITIONAL CORROSION ON BOTH THE WATERSIDE

AND FIRESIDE. THE PROCESS FOR DRY LAY-UP IS AS FOLLOWS:

9.1.1. COORDINATE THE SHUTDOWN OF BOILER #1 A MINIMUM OF 4 WEEKS IN ADVANCE WITH

THE CONTRACTING OFFICER, AND THE SOCIAL SECURITY ADMINISTRATION.

9.1.2. PERFORM A BOTTOM BLOW-DOWN BEFORE, AND THEN AGAIN AFTER SHUTDOWN TO

REMOVE SEDIMENT AND LOWER THE BOILER'S PRESSURE AND TEMPERATURE UNTIL THE

BOILER REACH 0-PSIG, AND WATER TEMPERATURE IS UNDER 140-DEGREES F. UTILIZATION

OF THE BOILER'S SAFETY VALVE FOR VENTING IS NOT PERMITTED.

9.1.3. SHUT OFF THE MAIN FUEL AND POWER SUPPLY TO THE BOILER TO ENSURE IT'S

COMPLETELY DISCONNECTED FROM EXTERNAL ENERGY SOURCES.

9.1.4. DRAIN ALL WATER FROM THE BOILER, INCLUDING THE STEAM AND WATER SIDES THROUGH

LOW POINTS AND DRAINS. CONTRACTOR SHALL ENSURE NO RESIDUAL WATER REMAINS.

UPON COMPLETION OF THE DRAIN-DOWN PROCESS, OPEN ALL VENTS AND INSPECTION

PORTS TO ALLOW FOR PROPER VENTILATION AND AIR CIRCULATION WITHIN THE BOILER.

9.1.5. OPEN, CLEAN, AND INSPECT THE BOILER FIRESIDE. FOLLOW THE MANUFACTURER'S

INSTRUCTIONS FOR MINIMIZATION OF METAL REMOVAL DURING CLEANING.

9.1.5.1. THOROUGHLY EXAMINE THE BOILER FOR RUST AND SCALE TRAILS ON THE PRESSURE

VESSEL BOUNDARY AND RECORD ANY SUSPICIOUS CONDITIONS FOR SUBMISSION TO

THE CONTRACTING OFFICER AND SUBSEQUENT EVALUATION BY THE GOVERNMENT.

9.1.5.2. INSPECT AND DOCUMENT FIRESIDE GASKETS FOR SIGNS OF SOOT TRAILS TO

EVALUATE POTENTIAL COMBUSTION GAS SHORT-CIRCUITING, CORROSION OF THE

GASKET SEATING SURFACE, AND INDICATIONS OF OVERHEATING OF AIR-COOLED

SURFACES.

9.1.5.3. INSPECT THE FIRESIDE REFRACTORY AND INSULATION FOR CRACKS AND DOCUMENT

ANY DISCOVERED.

9.1.6. ENSURE THAT THE OUTLET, FEED, AND MAKE-UP VALVES ARE SECURELY LOCKED AND

TAGGED AS CLOSED, WHILE THE AIR VENT VALVE IS LOCKED AND TAGGED AS OPEN.

PROCEED TO REMOVE ALL INSPECTION OPENING CLOSURES. DURING THIS PROCESS:

9.1.6.1. INSPECT FOR INDICATIONS OF GASKET LEAKAGE AND POTENTIAL CORROSION OF THE

GASKET SEATING SURFACE. EXAMINE ALL HANDHOLE AND MANWAY YOKE BOLTS AND

NUTS FOR ANY SIGNS OF DETERIORATION. EVALUATE THE SCALE AND CORROSION

CONDITION ON THE WATERSIDE. DOCUMENT AND REPORT ANY SUSPECT CONDITIONS.

9.1.7. THOROUGHLY WASH DOWN THE BOILER AND ENSURE THE REMOVAL OF ALL SCALE AND

SEDIMENT FROM THE WASHOUT OPENINGS AT THE BOILER'S BOTTOM. COMPLETE

REMOVAL OF SCALE AND SEDIMENT IS ESSENTIAL TO PREVENT THE ENTRAPMENT OF

MOISTURE AND OXYGEN, WHICH CAN ULTIMATELY RESULT IN CORROSION OF THE BOILER.

9.1.8. DRY ALL BOILER SURFACES USING FANS AND ELECTRIC AIR HEATERS. POWER FOR

HEATERS MAY BE SOURCED FROM LOCAL ELECTRIC CIRCUITS.

9.1.9. WITHIN 7 DAYS OF FINISHING THE WASH DOWN AND BEFORE PACKING AND SEALING THE

BOILER, SUBMIT A WRITTEN COPY OF ALL DOCUMENTATION FROM THE CLEANING

PROCESS TO THE CONTRACTING OFFICER FOR REVIEW AND APPROVAL.

GOVERNMENT-CONDUCTED THIRD-PARTY INSPECTIONS MAY BE REQUIRED TO ASSESS

THE CONTRACTOR'S FINDINGS. THESE INSPECTIONS MUST BE ORGANIZED AND ATTENDED

BY THE CONTRACTOR.

9.1.10. BEFORE SEALING THE BOILER, PLACE MOISTURE-ABSORBING MATERIAL SUCH AS SILICA

GEL OR LIME (ALSO KNOWN AS UNSLAKED LIME, QUICK LIME, CALCIUM OXIDE, BURNT LIME,

CALX, AND CAUSTIC LIME) IN THE WATERSIDE. THE MATERIAL SHALL BE PLACED IN A FLAT

TRAY OR PAN INSIDE THE BOILER PRIOR TO CLOSING AND SEALING ALL BOILER OPENINGS.

RENEW OR REDRY THE MATERIAL EVERY THREE MONTHS FOR THE DURATION OF THE

PROJECT. SWAB THE INTERIOR OF THE FIRESIDE WITH MINERAL OIL. INSERT A PIECE OF

SHEET METAL BETWEEN THE BOILER EXHAUST FLANGE AND STACK FLANGE.

9.1.11. SEAL ALL OPENINGS AND MANHOLES SECURELY TO MAINTAIN A DRY INTERIOR

ENVIRONMENT.

9.1.12. REGULARLY INSPECT THE BOILER DURING ITS IDLE PERIOD TO ENSURE THE INTEGRITY OF

THE DRY LAY-UP PROCESS AND ADDRESS ANY ISSUES PROMPTLY.

9.1.13. CONTRACTOR SHALL FOLLOW ALL APPLICABLE CONFINED SPACE ENTRY PROCEDURES.

9.1.14. THE BOILER #1 GAS TRAIN WILL NEED TO BE TEMPORARILY DISCONNECTED AND CAPPED

OFF DURING THE STRUCTURAL REPAIRS AND SHALL BE REINSTALLED AT THE COMPLETION

OF THE WORK AS INDICATED ON THE DRAWINGS.

9.2. DEMOLITION OF BOILER #4

9.2.1. COMPLETELY DEMOLISH BOILER #4 AND REMOVE IT FROM THE BUILDING, ENSURING

RECYCLING AND DISPOSAL COMPLIANCE WITH FEDERAL, STATE, AND LOCAL

REGULATIONS.

9.2.2. REMOVE ALL PIPING FOR BOILER FEEDWATER, STEAM, VENTING, NATURAL GAS, FUEL OIL, BLOWDOWN, AND RELIEF BACK TO DESIGNATED POINTS INDICATED ON THE DRAWINGS.

9.2.3. CAREFULLY DISCONNECT AND REMOVE ALL BOILER CONTROL WIRING, SENSORS, AND

CONTROL PANELS. REPROGRAM THE BOILER CONTROL SEQUENCES AT THE OPERATOR'S

WORKSTATION TO EXCLUDE BOILER #4 FROM THE SYSTEM'S CONTROL SEQUENCE OF

OPERATION. UPDATE THE WORKSTATION'S VISUAL GRAPHICS TO REMOVE BOILER #4 AND

ALL RELATED SYSTEM COMPONENTS.

9.2.4. REMOVE BOILER BREECHING AND FLUE-GAS RECIRCULATION DUCTWORK AS PER THE

DRAWING SPECIFICATIONS. SEAL THE BOILER BREECHING DUCTWORK.

9.2.5. REMOVE 6-INCH 125# HPS BACK TO STEAM DISTRIBUTION HEADER AND CAP.

9.3. TEMPORARILY RELOCATE SOFTENING SYSTEM

9.3.1. CAREFULLY DISCONNECT AND RELOCATE BRINE TANKS AND WATER SOFTENERS TO

POSITION INDICATED ON THE DRAWINGS. EXTEND DOMESTIC WATER AND SOFTENED

WATER PIPING TO TEMPORARY LOCATION. SYSTEM SHALL OPERATE AS BEFORE.

9.4. SUPPORT EXISTING AND EXTEND MECHANICAL MEZZANINE

9.4.1. PROVIDE STRUCTURAL FOUNDATIONS AND VERTICAL SUPPORTS FOR EXISTING

MECHANICAL MEZZANINE.

9.4.2. RELOCATE REMAINING UTILITIES ALONG NORTH FACE OF EXISTING MECHANICAL

MEZZANINE.

9.4.3. PROVIDE STRUCTURAL STEEL FRAMING, FOUNDATIONS, VERTICAL SUPPORTS, AND

FUTURE DA TANK SUPPORTS FOR MECHANICAL MEZZANINE EXPANSION.

9.5. PREPARE FOR AND RELOCATE DA TANK AND FEEDWATER PUMPS

9.5.1. CAREFULLY ISOLATE AND DISCONNECT BOILER FEEDWATER PUMP #3 (FWP-3). RELOCATE

PUMP ONTO A NEW CONCRETE PAD IN POSITION INDICATED ON THE DRAWINGS.

FEEDWATER PUMPS #1 (FWP-1) AND #2 (FWP-2) SHALL CONTINUE TO OPERATE AS BEFORE.

9.5.2. PROVIDE NEW BOILER FEEDWATER PUMP #4 (FWP-4) ON A NEW CONCRETE PAD IN

POSITION INDICATED ON THE DRAWINGS.

9.5.3. PROVIDE ALL BOILER FEEDWATER AND FEEDWATER RECIRCULATION PIPING, VALVES,

FITTINGS, CONTROLS, AND POWER FOR FWP-3 AND 4. CONNECT FEEDWATER PUMP

DISCHARGE PIPING TO EXISTING FEEDWATER PIPING WHERE INDICATED ON THE

DRAWINGS AND ISOLATE FOR FUTURE USE.

9.5.4. PROVIDE 3-WAY MANUAL ISOLATION GATE VALVES ON EXISTING 4-INCH PUMPED

CONDENSATE PIPING BETWEEN CONDENSATE PUMPS PCP-1 AND PCP-2, AND DA TANK

CONDENSATE RETURN PORT. INSTALLATION OF THE VALVE ASSEMBLY SHALL BE

COMPLETED DURING A SCHEDULED SHUTDOWN.

9.5.5. PROVIDE 4-INCH PUMPED CONDENSATE PIPING FROM 3-WAY VALVE ASSEMBLY TO THE

6-INCH BOILER FEEDWATER SUPPLY HEADER BELOW THE MEZZANINE. INSTALLATION OF

THE CONNECTION TO THE 6-INCH FEEDWATER HEADER SHALL BE COMPLETED DURING A

SCHEDULED SHUTDOWN. THE PURPOSE OF THIS CROSS-CONNECTION IS TO FUNCTION AS

A BYPASS OF THE DA TANK DURING RELOCATION.

9.5.6. PREPARE FOR DA TANK RELOCATION BY PROVIDING FUTURE UTILITY PIPING

CONNECTIONS INCLUDING TANK VENT, 4# STEAM, EMERGENCY MAKE-UP WATER BYPASS,

PUMPED CONDENSATE, BOILER FEEDWATER RECIRCULATION AND SUPPLY, CHEMICAL

FEEDWATER, TANK DRAIN, FWP-3 AND FWP-4 SUPPLY, RETURN, AND RECIRCULATION

HEADERS, AND OVERFLOW PIPING.

9.5.7. DURING A SCHEDULED SHUTDOWN, RELOCATE DA TANK TO NEW MECHANICAL MEZZANINE

AND PROVIDE ALL FINAL PIPING CONNECTIONS. RECONNECT ALL FLOATS, CONTROLS,

AND SENSORS TO OPERATE AS BEFORE.

9.5.7.1. THE DA TANK OUTAGE MAY EXTEND BEYOND THE DURATION OF THE SCHEDULED

SHUTDOWN FOR A MAXIMUM OF 3-DAYS, DURING WHICH THE SYSTEM MAY OPERATE IN

BYPASS USING THE 3-WAY MANUAL ISOLATION VALVE ASSEMBLY.

9.5.8. CAREFULLY DISCONNECT AND REMOVE FEEDWATER PUMPS, FWP-1 AND 2. PROTECT AND

STORE PUMPS FOR FUTURE USE. REMOVE BOILER FEEDWATER PIPING HEADER,

ASSOCIATED VALVES, CONTROLS, ASSOCIATED ELECTRICAL FEEDERS AND CONDUIT, AND

CONCRETE PADS COMPLETE. ISOLATE AND CAP PIPING AT LOCATIONS INDICATED ON THE

DRAWINGS.

9.5.9. PROVIDE METAL GRATINGS AND MEZZANINE FALL PROTECTION SURROUNDING THE DA

TANK. TEMPORARILY INFILL ANY EXISTING OPENINGS IN GRATING AT OLD DA TANK

LOCATION.

9.6. RELOCATE REMAINING UTILITIES

9.6.1. RELOCATE REMAINING UTILITIES WHICH SURROUND THE COLUMN AND ARE IMPACTED BY

THE STRUCTURAL REPAIRS.

9.7. REPAIR COLUMN AS-37

9.7.1. REPAIR COLUMN AS-37 IN ACCORDANCE WITH THE PROCESS OUTLINED ON THE

STRUCTURAL DOCUMENTS.

9.7.1.1. DEMOLISH SLAB SURROUNDING COLUMN AS-37 AND INSTALL MICROPILES DRILLED AND

GROUTED INTO THE BEDROCK TO PROVIDE INDEPENDENT FOUNDATION SUPPORT TO

THE STEEL SHORING.

9.7.1.2. DISCONNECT THE EXISTING MEZZANINE AND CATWALK FRAMING FROM COLUMN AS-37

AND PARTIALLY DEMOLISH THE MEZZANINE FRAMING, BAR GRATING, RAILING, SHIP'S

LADDER IN THE VICINITY OF THE COLUMN IN ORDER TO INSTALL THE TEMPORARY

COLUMN SHORING FRAMING. COORDINATE MEZZANINE AND CATWALK REMOVAL WITH

MEZZANINE EXPANSION FRAMING.

9.7.1.3. CONSTRUCT STEEL SHORING INCLUDING: BASE FRAME SUPPORTED BY MICROPILES,

VERTICAL COLUMNS, UPPER STEEL FRAME, BRACKET FOR JACKING OF THE COLUMN,

ATTACHMENT PLATES AND STIFFENERS AT EACH COLUMN FACE, AND EPOXY ANCHORS

INTO THE COLUMN.

9.7.1.4. JACK THE COLUMN GRADUALLY TO RELIEVE THE LOAD IN THE COLUMN WHILE REPAIRS

ARE MADE. INSTALL DEFLECTION MONITORS AT THE JACK AND AT SELECTED

LOCATIONS THROUGHOUT THE BUILDING.

9.7.1.5. REMOVE EXISTING EXTERNAL STEEL CONFINEMENT REINFORCING AND PERFORM

REPAIRS TO THE COLUMNS BY REMOVING CRACKED AND DETERIORATED CONCRETE,

REMOVING CORROSION OFF REINFORCING STEEL, FORMING AND PUMPING CONCRETE

REPAIR MATERIAL INTO THE PREPARED REPAIR AREAS.

9.7.1.6. WHILE THE CONCRETE IS REMOVED, PREPARE THE REINFORCING STEEL FOR

INSTALLATION OF THE CATHODIC PROTECTION SYSTEM BY ELECTRICALLY

CONNECTING ALL OF THE EXPOSED REINFORCING STEEL.

9.7.1.7. CONCRETE REMOVAL AND PLACEMENT OF CONCRETE REPAIR MORTAR WILL BE DONE

IN PHASES SO AS NOT TO COMPLETELY REMOVE THE COLUMN CROSS SECTION AT

ONE TIME.

9.7.1.8. AFTER EACH COLUMN IS REPAIRED, THE SHORING CONNECTIONS TO THE COLUMN MAY

BE REMOVED TO ALLOW ACCESS TO THE UPPER PORTION OF THE COLUMN. THE

VERTICAL STEEL SHORING MEMBERS MAY REMAIN IN PLACE TO FACILITATE ACCESS

FOR THE REMAINING WORK, OR MAY BE COMPLETELY REMOVED AND REPLACED BY

SCAFFOLDING FOR ACCESS IN THE REMAINDER OF THE WORK.

9.7.1.9. AFTER REMOVAL OF THE UPPER CONNECTION PLATES ON THE COLUMN, INSTALL

CORROSION PROTECTION SYSTEM TO THE FACE OF THE COLUMN FOR THE FULL

HEIGHT, MAKE CONNECTIONS TO THE EXISTING STEEL REINFORCING AND CHECK FOR

CONTINUITY OF ALL REBAR. INSTALL GROUNDING. INSTALL CONTROLS IN AN

ELECTRICAL BOX MOUNTED ON OR NEAR THE COLUMN.

9.7.1.10. CONSTRUCT A CIRCULAR CONCRETE JACKET AROUND THE COLUMN, ENCASING THE

CORROSION PROTECTION SYSTEM AND PROVIDING STRUCTURAL CONFINEMENT AND

REDUNDANCY.

9.7.1.11. AFTER THE JACKET IS CONSTRUCTED AND FORMS REMOVED, ANY REMAINING

SHORING OR SCAFFOLDING MAY BE REMOVED. RESTORE ANY FRAMING, GRATING,

AND RAILINGS AT THE MEZZANINE AND CATWALKS. RESTORE THE SUBGRADE AND

SLAB ON GRADE.

10. BID OPTION 1 - REPAIR OF COLUMN AR-35

10.1. CONDENSATE TANK RELOCATION

10.1.1. PROVIDE NEW 4-INCH DOMESTIC COLD WATER PIPING AND ISOLATION VALVE FROM

EXISTING 8-INCH DOMESTIC WATER. PERFORM WORK DURING SCHEDULED SHUTDOWN

PERIOD.

10.1.2. PROVIDE STRUCTURAL SUPPORTS AT MEZZANINE FOR THE RELOCATED CONDENSATE

TANK. REMOVE EXISTING GRATING TO SUPPORT THE INSTALLATION OF NEW SUPPORT

STEEL.

10.1.3. PREPARE NEW CONDENSATE PIPING. PROVIDE TEMPORARY PIPING FOR DUMPING OF

CONDENSATE DURING RELOCATION PERIOD.

10.1.4. DURING SCHEDULED OUTAGE, RELOCATE CONDENSATE TANK TO NEW POSITION ON

MEZZANINE. REMOVE ALL CONDENSATE PIPING WHICH CONFLICTS WITH STRUCTURAL

REPAIR WORK, AND EXTEND TO NEW CONDENSATE TANK LOCATION ON MEZZANINE.

RECONNECT ALL PUMPS, VALVES, FITTINGS, AND CONTROLS TO OPERATE AS BEFORE.

10.2. RELOCATE 10-INCH STORM PIPING

10.2.1. PREPARE FOR STORM PIPING RELOCATION BY INSTALLING AS MUCH OF THE NEW STORM

PIPING AS POSSIBLE AND PREPARE FOR CHANGEOVER.

10.2.2. DURING AN EXTENDED PERIOD OF FAVORABLE WEATHER CONDITIONS, DISCONNECT AND

REMOVE EXISTING 10-INCH STORM PIPING. PROVIDE CONNECTIONS TO NEW STORM

PIPING AND RECONNECT TO OPERATE AS BEFORE.

10.3. MODIFY EXISTING CATWALKS

10.4. REPAIR COLUMN AR-35

10.4.1. REPAIR COLUMN AR-35 IN ACCORDANCE WITH THE PROCESS OUTLINED ON THE

STRUCTURAL DOCUMENTS.

10.4.1.1. THE SEQUENCE FOR STRUCTURAL REPAIRS AT AR-35 IS THE SAME AS DESCRIBED FOR

AS-37.

11. BID OPTION - COLUMN AS-35

11.1. UTILITY SHUTDOWNS AND TEMPORARY RELOCATIONS:

11.1.1. CONDENSATE RECEIVER TANK

11.1.1.1. THE CONDENSATE RECEIVER TANK MUST BE TEMPORARILY SHUTDOWN TO ALLOW FOR

ITS PERMANENT RELOCATION TO A LOCATION APPROXIMATELY CENTERED BETWEEN

COLUMNS AR-35 AND AR-37. IN ORDER TO MAXIMIZE SERVICEABILITY OF THE

EQUIPMENT LONG-TERM, IT IS RECOMMENDED THAT THE TANK IS ROTATED

90-DEGREES FROM IT'S CURRENT CONFIGURATION.

11.1.1.2. THE CONDENSATE RECEIVER TANK SHALL NOT BE SHUTDOWN AT THE SAME TIME AS

THE DA TANK BEING MODIFIED UNDER REPAIRS OF COLUMN AS-37.

11.1.2. OTHER ITEMS

11.1.2.1. COORDINATE WITH FAVORABLE WEATHER TO ALLOW FOR RELOCATION OF EXISTING

10-INCH STORM PIPING. SHUTDOWN ANTICIPATED TO TAKE A MAXIMUM OF 3-DAYS,

WITH MUCH OF THE NEW PIPING TO BE INSTALLED PRIOR TO DISCONNECTION AND

DEMOLITION OF THE EXISTING.

11.2. PERMANENT UTILITY RELOCATIONS:

11.2.1. THE CONDENSATE RECEIVER TANK SHALL BE PERMANENTLY SHIFTED APPROXIMATELY

42-INCHES TO THE WEST, AND ROTATED 90-DEGREES CLOCKWISE. ALL ASSOCIATED

SERVICES INCLUDING GRAVITY CONDENSATE, PUMPED CONDENSATE, CONDENSATE

RECIRCULATION, DRAINS, BALL LEVEL AND FLOATS, AND CONTROLS SHALL BE

INTERCEPTED AND EXTENDED TO THE NEW LOCATION.

11.2.2. UTILITY BTU FLOW METER FT-004 AND FT-005 SHALL BE PERMANENTLY RELOCATED AWAY

FROM THE COLUMN ALONG WITH THE ASSOCIATED CONDENSATE PIPING.

11.2.3. THE 10-INCH STORM PIPE WHICH FEEDS THE ALTMEYER BUILDING MUST BE PERMANENTLY

RELOCATED.

11.3. REPAIR COLUMN AS-35

11.3.1. REPAIR COLUMN AS-35 IN ACCORDANCE WITH THE PROCESS OUTLINED ON THE

STRUCTURAL DOCUMENTS.

11.3.1.1. THE SEQUENCE FOR STRUCTURAL REPAIRS AT AS-35 IS SIMILAR AS DESCRIBED FOR

AS-37.

11.3.1.2. COLUMN AS-35 DOES NOT HAVE EXTERNAL STEEL CONFINEMENT REINFORCEMENT TO

REMOVE.

12. BID OPTION - COLUMN AT-37

12.1. TEMPORARY UTILITY RELOCATIONS

12.1.1. DEMOLISH EXISTING 1-1/2” HIGH PRESSURE STEAM PIPING CONNECTING TO THE BOILER #1

ECONOMIZER. PROVIDE NEW PIPING IN SIMILAR LOCATION TO OPERATE AS BEFORE UPON

COMPLETION OF REPAIR OF COLUMN AR-37.

12.2. PERMANENT UTILITY RELOCATIONS

12.2.1. RELOCATE EXISTING 4-INCH BOILER ECONOMIZER SANITARY PIPING AWAY FROM AREA OF

REPAIR.

12.2.2. RELOCATE EXISTING WATER TREATMENT PIPING, BOILER BLOWDOWN, AND BOILER

ECONOMIZER PIPING AWAY FROM AREA OF REPAIR.

12.2.3. RELOCATE FOUR 1-1/2” NATURAL GAS PIPES AWAY FROM AREA OF REPAIR.

12.2.4. DEMOLISH, RELOCATE, AND/OR PERMANENTLY CAP EXISTING 6-INCH AND 8-INCH BOILER

VENT PIPING AWAY FROM AREA OF REPAIR.

12.3. REPAIR COLUMN AT-37

12.3.1. REPAIR COLUMN AT-37 IN ACCORDANCE WITH THE PROCESS OUTLINED ON THE

STRUCTURAL DOCUMENTS.

12.3.1.1. THE SEQUENCE FOR STRUCTURAL REPAIRS AT AT-37 IS SIMILAR AS DESCRIBED FOR

AS-37.

12.3.1.2. COLUMN AT-37 DOES NOT HAVE EXTERNAL STEEL CONFINEMENT REINFORCEMENT TO

REMOVE.

12.3.1.3. COLUMN AT-37 DOES NOT HAVE MEZZANINE FRAMING TO MODIFY, ALTHOUGH IT DOES

HAVE CATWALK FRAMING AND CONNECTIONS.

13. BID OPTION - COLUMN AU-37

13.1. TEMPORARY UTILITY RELOCATIONS

13.1.1. DURING A SCHEDULED SHUTDOWN, SEVERAL FEET OF THE EXISTING MAIN

HIGH-PRESSURE STEAM DISTRIBUTION HEADER WILL NEED TO BE DEMOLISHED, AND A

CAP PROVIDED. THE CONNECTIONS THAT WILL BE DEMOLISHED ARE THE CONNECTED TO

THE STEAM SUPPLY PIPING WHICH COMES FROM BOILER #1 AND BOILER #4. GIVEN THAT

THESE BOILERS WILL NEED TO BE SHUTDOWN FOR REPAIRS OF PREVIOUS PHASES, THE

ISOLATION AND DEMOLITION OF THESE PIPES CAN OCCUR DURING A SCHEDULED OUTAGE

AT ANY TIME DURING THE PREVIOUS PHASES OF THE PROJECT.

13.1.2. UPON COMPLETION OF THE REPAIRS OF COLUMN AU-37, THE STEAM HEADER CAN BE

RECONSTRUCTED IN A SIMILAR CONFIGURATION TO OPERATE AS BEFORE.

13.1.3. UPON COMPLETION OF THE RECONSTRUCTION OF THE STEAM HEADER, BOILER #1 AND

BOILER #4 CAN BE RECOMMISSIONED FOR OPERATION. THIS WILL INCLUDE REMOVAL OF

ALL DRY PACK DESICCANT, CHECK OUT OF BOILER CONTROLS, BOILER SAFETIES, GAS

PIPING, AND ALL OTHER BOILER COMMISSIONING PROCEDURES IN ACCORDANCE WITH

THE MANUFACTURER'S RECOMMENDATIONS.

13.2. REPAIR COLUMN AU-37

13.2.1. REPAIR COLUMN AU-37 IN ACCORDANCE WITH THE PROCESS OUTLINED ON THE

STRUCTURAL DOCUMENTS.

13.2.1.1. REPAIRS AT COLUMN AU-37 ARE MINOR AND DO NOT REQUIRE SHORING OR REMOVAL

OR MODIFICATION OF THE CATWALK.

13.2.1.2. PERFORM LOCAL CONCRETE REPAIRS BY CHIPPING OUT DELAMINATED CONCRETE

AND CLEANING CORROSION OFF THE REINFORCING STEEL. PLACE CONCRETE REPAIR

MATERIAL USING FORM AND POUR METHOD. THE EXTENT OF REPAIR IS NOT

EXPECTED TO EXCEED 4 SQUARE FEET AT THIS COLUMN.

13.2.1.3. THE CATHODIC PROTECTION WILL STILL BE INSTALLED AT COLUMN AU-37. ENSURE

EXISTING REINFORCING STEEL IS ELECTRICALLY CONNECTED BY CUTTING A

CONTINUOUS VERTICAL SLOT IN THE CONCRETE TO EXPOSE THE EXISTING STIRRUPS

AND CONNECT THEM ELECTRICALLY. SIMILARLY, CUT TWO CONTINUOUS HORIZONTAL

SLOTS TO EXPOSE ALL VERTICAL REINFORCING STEEL BARS AND CONNECT THEM

ELECTRICALLY. INSTALL THE CATHODIC PROTECTION GRID ON EACH FACE OF THE

COLUMN FOR THE FULL HEIGHT. ENCASE THE GRID IN A THIN LAYER OF CONCRETE.

INSTALL GROUNDING. INSTALL CONTROLS IN AN ELECTRICAL BOX MOUNTED ON OR

NEAR THE COLUMN.

14. BID OPTION - CORROSION PROTECTION AT REMAINING FIVE COLUMNS: AR-37, AT-35, AU-35, AV- 35, AV-37.

14.1. CORROSION PROTECTION AT THE REMAINING COLUMNS WILL BE INSTALLED SIMILAR TO COLUMN

AU-37

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47PD0223F0013

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6401 Security Boulevard Woodlawn, MD

0 18"12"6" 1-1/2"=1'-0"

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AREA OF WORK

BASEMENT AREAWAY

PRIMARY LOADING &

UNLOADING DOCK

ENTRANCE 12

CONTRACTOR'S

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CONTRACTOR

STAGING AREA

ACCESS ENTRANCE

TO AREAWAY

N0 50' 100' 1"=50'-0"

SITE PLAN1

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6401 Security Boulevard Woodlawn, MD

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UP

G1. THIS SHEET IS PROVIDED FOR INFORMATION PURPOSES.

GENERAL NOTES

CONTRACTOR EQUIPMENT ACCESS

LOADING DOCK (ALTMEYER BUILDING)

LOADCENTER 3

A B C D E F G H J K L M N O P Q R S

N0 32' 64' 1/32"=1'-0"

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1 1

HAZARDOUS MATERIALS SUMMARY

LEAD BASED PAINT WITH LEAD CONCENTRATIONS GREAT THAN OR EQUAL TO 0.7 MG/CM2 COVER

FOLLOWING:

METAL GAS VALVES

METAL DAVIT ARMS

METAL CATWALK HANDRAILS

METAL SAFETY GUARD

LEAD BASED PAINT WITH LEAD CONCENTRATIONS LESS THAN 0.7 MN/CM2 COVER ALL SURFACES

NOT IDENTIFIED AS LEAD BASED PAINT ABOVE.

G1. VERIFY LOCATION AND DIMENSIONS OF EXISTING EQUIPMENT AND

COORDINATE ALL WORK PRIOR TO THE START OF CONSTRUCTION.

G2. ALL WORK SHALL BE NEW AND PROVIDED UNDER THIS CONTRACT

UNLESS SPECIFICALLY MARKED "EXISTING", "EXIST.", OR "(E)".

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Altmeyer Columns Full Repair Design

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6401 Security Boulevard Woodlawn, MD

214.029

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Arthur J. Altmeyer Building

47PD0223F0013

GSA

Arthur J. Altmeyer Building

6401 Security Boulevard Woodlawn, MD

LOWER LEVEL BASEMENT PLAN1

MEZZANINE PLAN2

0 24'8' 16' 3/32"=1'-0"

1 ALL SURFACES ASSUMED TO CONTAIN DETECTABLE CONCENTRATIONS OF

LEAD. REFER TO HAZARDOUS MATERIALS SUMMARY ON THIS SHEET FOR

ADDITIONAL INFORMATION.

DESIGN NOTES

CODES AND STANDARDS

A. WORK IN ACCORDANCE WITH REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT, THE MARYLAND UNIFORM

STATEWIDE BUILDING CODE, FACILITIES STANDARDS FOR PUBLIC BUILDINGS SERVICE (P100) AND THE INTERNATIONAL

BUILDING CODE, 2021.

B. USE THE CURRENT VERSION OF ALL CODES, REFERENCES AND STANDARDS REFERRED UNLESS A DIFFERENT

VERSION IS LISTED IN THE BUILDING CODE.

DESIGN AND LOADING CRITERIA

A. SNOW LOAD

1. GROUND SNOW LOAD: (PG) = 30.0 PSF

2. SNOW EXPOSURE FACTOR (CE): = 1.0

3. IMPORTANCE FACTOR (I): = II

4. THERMAL FACTOR (CT): = 1.0

5. FLAT ROOF SNOW LOAD (PF): = 21.0

B. SEISMIC LOAD

1. RISK CATEGORY: = I/II

2. SEISMIC IMPORTANCE FACTOR (I): = 1.0

3. MAPPED SPECTRAL RESPONSE: SS = 0.14, S1= 0.043

4. SPECTRAL RESPONSE COEFF SDS = 0.15, SD1= 0.069

5. SITE CLASSIFICATION: = D

6. SEISMIC DESIGN CATEGORY = B

7. RESPONSE MODIFICATION FACTOR: R = 3

8. SEISMIC RESPONSE COEFF: CS = 0.05

9. SEISMIC RESISTANCE SYSTEM TYPE: = [XXX]

10. DESIGN BASE SHEAR: = 657K

11. ANALYSIS PROCEDURE USED: = [XX]

C. WIND LOAD

1. ULTIMATE WIND SPEED: = 115 MPH

2. RISK CATEGORY: = II

3. EXPOSURE: = B

4. COMPONENT AND CLADDING:

FOR WALL = [XX] PSF MAX

FOR ROOF = [XX] PSF MAX

FOR PARAPET = [XX] PSF MAX

OTHER DESIGN PRESSURES MAYBE USED IF SIGNED & SEALED CALCULATIONS

ARE SUBMITTED FOR REVIEW

D. FLOOR DESIGN MINIMUM LIVE LOADS:

1. CLASSROOMS: = 40 PSF + 20 PARTITION

2. OFFICES: = 50 PSF + 20 PARTITION

3. STAIRS: = 100 PSF

4. CORRIDORS ABOVE FIRST FLOOR: = 80 PSF

5. ASSEMBLY (FIRST FLOOR) = 100 PSF

6. MECHANICAL ROOM FLOORS: = 150 PSF OR EQUIP WT. STORAGE: = 150 PSF

7. ROOFS: = 30 PSF IN ADDITION TO APPLICABLE SNOW DRIFTING CONSIDERATION.

E. EXISTING LIVE LOAD CAPACITIES

1. THE EXISTING ALLOWABLE LIVE LOAD CAPACITIES ARE AS FOLLOWS:

GROUND FLOOR = 100PSF, TYPICAL FLOOR = 100PSF, ROOF = 30PSF

2. PROVIDE TEMPORARY SHORING AND/OR BRACING WHEREVER THE LOADING FROM THE CONTRACTOR’S WORK

EXCEEDS THE ALLOWABLE LOAD CAPACITIES OF THE EXISTING STRUCTURE.

GENERAL

A. INFORMATION SHOWN REGARDING EXISTING CONDITIONS HAS BEEN OBTAINED BY LIMITED VISUAL OBSERVATIONS

AND/OR FROM EXISTING DRAWINGS BY MEYER AND AYERS FISHER, NES. CAMPBELL & ASSOCIATES ASSOCIATED ARCHITECTS DATED AUGUST 1957 PROVIDED BY THE OWNER. AREAS NOT VISIBLE HAVE BEEN ASSUMED TYPICAL

WITH OBSERVED EXISTING CONDITIONS.

B. MEASURE AND PROVIDE ALL DIMENSIONS, ELEVATIONS AND CONDITIONS AT THE JOB SITE PRIOR TO CONSTRUCTION AND THE SUBMISSION OF SHOP DRAWINGS, AND NOTIFY THE COTR IMMEDIATELY OF ANY DISCREPANCIES. PROVIDE VERIFICATION AND NOTIFICATION AT LEAST TWO WEEKS PRIOR TO THE START OF WORK SO THAT ANY NECESSARY

CHANGES CAN BE MADE WITHOUT DELAYING THE PROJECT SCHEDULE.

C. DETAILS, SECTIONS, AND NOTES SHOWN ON THESE DRAWINGS ARE INTENDED TO BE TYPICAL AND APPLY TO SIMILAR

CONDITIONS ELSEWHERE UNLESS OTHERWISE SHOWN OR NOTED.

D. PROVIDE SHOP DRAWINGS SUBMITTED TO THE COTR BEARING THE CONTRACTOR'S STAMP, DATE AND SIGNATURE THAT VERIFIES THAT THE DOCUMENTS HAVE BEEN REVIEWED AND CORRECTED FOR CONFORMANCE TO AND

COORDINATION WITH CONTRACT DOCUMENTS.

E. PROCEED WITH FABRICATION ONLY AFTER SHOP DRAWING APPROVAL BY THE ENGINEER.

F. DO NOT REPRODUCE ANY PORTION OF CONTRACT DOCUMENTS IN THE SHOP DRAWINGS.

G. SUBMIT INSPECTION REPORTS AND MATERIALS TESTING REPORTS TO THE COTR IN A TIMELY MANNER SUCH THAT

CONSTRUCTION DELAY WILL BE AVOIDED.

H. MEANS AND METHODS OF CONSTRUCTION ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR.

I. PROVIDE TEMPORARY BRACING AND SHORING, AS REQUIRED, TO ENSURE VERTICAL AND LATERAL STABILITY OF THE

ENTIRE STRUCTURE OR PORTION THEREOF DURING CONSTRUCTION.

J. WHERE THE CONTRACTOR IS REQUIRED TO ENGAGE A PROFESSIONAL ENGINEER TO DESIGN AND SUBMIT

CALCULATIONS, AND WHERE THE PROFESSIONAL ENGINEER PREPARES THE CALCULATIONS USING A COMPUTER SOFTWARE SYSTEM, USE SOFTWARE THAT IS READILY AVAILABLE, INDUSTRY STANDARD FOR STRUCTURAL

ENGINEERING IN COMMON USE.

STRUCTURAL DEMOLITION (EXCLUDING CONCRETE REPAIRS)

A. ALL MEANS AND METHODS OF REMOVING EXISTING CONSTRUCTION SHALL BE THE SOLE RESPONSIBILITY OF THE

CONTRACTOR.

B. VERIFY ALL OPENING SIZES AND LOCATIONS WITH OTHER DISCIPLINES. THE DRAWINGS DO NOT SHOW ALL OPENINGS

REQUIRED. ADDITIONAL OPENINGS, BLOCKOUTS AND SLEEVES MAY BE REQUIRED BY OTHER DISCIPLINES AND SHALL BE CONSTRUCTED USING THE TYPICAL DETAILS AND/OR THE CRITERIA INDICATED ON THE DRAWINGS. OPENINGS REQUIRED BUT NOT SHOWN ON THE STRUCTURAL DRAWINGS MUST BE APPROVED BY THE STRUCTURAL ENGINEER.

C. ALL NEW OPENINGS THROUGH EXISTING STRUCTURE SHALL BE LOCATED AND MARKED. IF OPENING ARE THROUGH REINFORCED CONCRETE, FIND AND MARK THE LOCATION OF THE REINFORCEMENT. DO NOT CUT OPENINGS UNTIL

APPROVED BY COTR.

D. WHERE NEW OPENINGS IN EXISTING CONCRETE SLAB OR WALLS ARE TO BE CREATED, CORE HOLES AT THE OUTSIDE CORNERS OF THE NEW OPENING PRIOR TO DEMOLITION. SAW-CUT AND DEMOLISH SLAB OR WALL ONLY AFTER THE INSTALLATION OF ALL REQUIRED NEW STRUCTURAL FRAMING AND/OR REINFORCEMENT IN PLAN OR SECTION, UNO.

SAW CUT IN STRAIGHT LINES AND DO NOT EXTEND INTO EXISTING SLAB OR WALL TO REMAIN NOR BEYOND THE HOLES

CORED AT THE CORNERS OF THE NEW OPENING.

E. THE EXISTING BUILDINGS [WILL, WILL NOT] BE OCCUPIED DURING THE WORK, NOISE AND VIBRATION PRODUCING ACTIVITIES SHALL BE RESTRICTED TO [NIGHT TIME AND WEEKEND HOURS]. COORDINATE WORK SCHEDULE AND

ACTIVITIES WITH THE COTR.

F. PROVIDE REPAIRS TO ANY STRUCTURAL ELEMENT WHICH IS TO REMAIN AND THAT HAS BEEN DAMAGED DURING THE DEMOLITION PROCESS. PROVIDE REPAIRS AT NO EXPENSE TO THE OWNER AND TO THE COMPLETE SATISFACTION OF THE OWNER. ALL REPAIR WORK SHALL BE DESIGNED BY A LICENSED STRUCTURAL ENGINEER IN THE JURISDICTION AND THE DESIGN SUBMITTED TO THE STRUCTURAL ENGINEER OF RECORD FOR REVIEW AND APPROVAL PRIOR TO

COMMENCING REPAIR WORK.

G. ACCORDING TO THE HAZARDOUS MATERIALS REPORT CONTAINED IN THE PROJECT SPECIFICATIONS ASBESTOS CONTAINING MATERIALS [WAS/WAS NOT] IDENTIFIED IN EXISTING [COURTYARD, PARKING STRIPPING, DUCTWORK, INSULATION, SEALANTS, LIGHTWEIGHT CONCRETE FILL.] IF OTHER SUSPECTED ASBESTOS CONTAINING MATERIALS

ARE ENCOUNTED, NOTIFY THE [ARCHITECT, CONTRACTING OFFICER OR COTR] IMMEDIATELY.

H. ALL DEBRIS FROM DEMOLITION AND/OR REPAIR WORK SHALL BE LEGALLY TRANSPORTED AND DISPOSED OF OFFSITE.

DO NOT STORE DEBRIS ON THE STRUCTURE.

SHORING AND BRACING

A. ENGAGE A PROFESSIONAL STRUCTURAL ENGINEER REGISTERED IN LOCAL JURISDICTION TO PERFORM AN

ENGINEERING SURVEY OF THE BUILDING TO DETERMINE WHETHER REMOVING ANY ELEMENT COULD RESULT IN A STRUCTURAL DEFICIENCY OR UNPLANNED COLLAPSE OF ANY PORTION OF STRUCTURE OR ADJACENT STRUCTURES

DURING DEMOLITION OPERATIONS.

1. SUBMIT SURVEY A MINIMUM OF TWO WEEKS BEFORE SCHEDULED START OF WORK OR EARLIER IF NECESSARY TO

AVOID DELAYS.

2. SUBMIT WEEKLY SURVEY REPORTS FROM THE CONTRACTOR’S PROFESSIONAL ENGINEER WHO IS RESPONSIBLE

FOR SHORING AS THE WORK PROGRESSES NOTING HAZARDS RESULTING FROM STRUCTURAL DEMOLITION

ACTIVITIES.

B. AT A MINIMUM, SHORE AND BRACE THE EXISTING STRUCTURE AS INDICATED IN THE CONSTRUCTION DOCUMENTS AND AS NEEDED TO COMPLETE THE WORK. INSTALL ADDITIONAL SHORING AND BRACING AS DETERMINED BY THE

CONTRACTOR’S PROFESSIONAL SHORING ENGINEER.

C. DESIGN TEMPORARY SHORING AND BRACING FOR SELF WEIGHT OF STRUCTURE, CODE WIND LOADS, AND A MINIMUM CONSTRUCTION LOAD OF 100 PSF OR 3,000 LBS POINT LOAD OR ACTUAL LOAD WHICHEVER PRODUCES GREATER STRESSES. USE DESIGN PROCEDURES THAT CONFORM TO ALL GOVERNING CODES AND SAFETY REQUIREMENTS.

D. SHORE AND BRACE EXISTING STRUCTURE PRIOR TO DEMOLITION WORK AND UNTIL PERMANENT NEW STRUCTURE OR

REPAIRED EXISTING STRUCTURE CAN SUPPORT LOADS.

E. SUBMIT SHORING DESIGN DRAWINGS SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE PROJECT JURISDICTION. INDICATE ALL POINTS OF SUPPORT TO EXISTING STRUCTURE, AND ANY LOADS APPLIED TO EXISTING

STRUCTURE TO REMAIN.

F. AFTER SHORING INSTALLATION, SUBMIT A LETTER REPORT FROM THE CONTRACTOR’S SHORING ENGINEER THAT THEY HAVE VISITED THE SITE AND DETERMINED THAT THE SHORING WAS INSTALLED IN ACCORDANCE WITH THEIR

DESIGN.

G. PROVIDE ADEQUATE TEMPORARY BRACING AND SUPPORT FOR ALL NEW WORK INCLUDING BUT NOT LIMITED TO

UNBRACED MASONRY WORK UNTIL PERMANENT CONSTRUCTION IN PLACE.

H. MAINTAIN INTERIOR AND EXTERIOR SHORING, BRACING, AND STRUCTURAL SUPPORTS TO PRESERVE STABILITY AND

PREVENT MOVEMENT OR COLLAPSE OF ANY PART OF STRUCTURE.

1. STRENGTHEN OR ADD NEW SUPPORTS WHEN REQUIRED DURING PROGRESS OF DEMOLITION.

I. BRACING

1. BRACING: LOCATE BRACING TO CLEAR COLUMNS, FLOOR FRAMING CONSTRUCTION, AND OTHER PERMANENT

WORK. IF NECESSARY TO MOVE BRACE, INSTALL NEW BRACING BEFORE REMOVING ORIGINAL BRACE.

I. DO NOT PLACE BRACING WHERE IT WILL BE CAST INTO OR INCLUDED IN PERMANENT CONCRETE WORK

UNLESS OTHERWISE APPROVED BY COTR.

II. INSTALL INTERNAL BRACING IF REQUIRED TO PREVENT SPREADING OR DISTORTION OF BRACED FRAMES.

III. MAINTAIN BRACING UNTIL STRUCTURAL ELEMENTS ARE SUPPORTED BY OTHER BRACING OR UNTIL

PERMANENT CONSTRUCTION IS ABLE TO WITHSTAND DESIGN LOADS.

CONCRETE AND REINFORCING

A. PROVIDE CONCRETE WORK IN ACCORDANCE WITH "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE", ACI 318. AS MODIFIED BY IBC CODE.

B. CONCRETE DESIGN IS IN ACCORDANCE WITH "STRENGTH DESIGN METHOD."

C. PROVIDE CONCRETE MIX WITH ULTIMATE COMPRESSIVE STRENGTH AT 28 DAYS (F'C) AND WATER/CEMENT (W/C) RATIO

AS FOLLOWS:

1. SPREAD FOOTINGS: = 4,500 PSI W/C 0.45 MAX

2. SLABS ON GRADE: = 4,500 PSI W/C 0.45 MAX CLASS C1

3. FREE STANDING COLUMNS: = 5,000 PSI W/C 0.40 MAX CLASS C2

D. CONCRETE MATERIALS:

1. CEMENT: ASTM C-150 TYPE I OR III

2. CEMENT SUBSTITUTES: ASTM C-595 TYPE '1P' (LIMIT TO 25% MAXIMUM CEMENTITIOUS CONTENT BY

WEIGHT.)

3. AGGREGATES: ASTM C-33 (NORMAL WEIGHT)

4. AIR-ENTRAINING ADMIX: ASTM C-260

E. RELATED MATERIALS:

1. ISOLATION JOINT FILLER: ASTM D-1751

2. JOINT SEALANT: ASTM C-920

F. THOROUGHLY COMPACT CONCRETE DURING PLACEMENT AND WORK AROUND EMBEDDED ITEMS AND INTO CORNERS

OF FORMS.

G. LOCATE AND SECURE ALL ITEMS TO BE EMBEDDED IN CONCRETE. VERIFY LOCATION OF EMBEDMENT PLATES PRIOR TO

CONCRETE PLACEMENT.

H. COORDINATE PENETRATIONS FOR MECHANICAL, PLUMBING AND ELECTRICAL WORK WITH MECHANICAL, PLUMBING

AND ELECTRICAL ENGINEERING AND ARCHITECTURAL DRAWINGS.

I. PROVIDE CONCRETE SLUMP = 4" PLUS OR MINUS 1" UNLESS OTHERWISE NOTED IN THE APPROVED MIX DESIGN.

J. PROVIDE GROUT UNDER STEEL BASE/BEARING PLATES THAT IS NON-SHRINKABLE, NON-METALLIC CONFORMING TO

ASTM C1107, AND WITH A SPECIFIED COMPRESSIVE STRENGTH AT 28 DAYS OF 7,000 PSI. PREGROUTING OF BASE

PLATES SHALL NOT BE PERMITTED.

K. PROVIDE DEFORMED REINFORCING BARS #3 THRU #11 IN ACCORDANCE WITH "SPECIFICATIONS FOR DEFORMED AND

PLAIN BILLET STEEL BARS FOR CONCRETE REINFORCEMENT" ASTM A-615. GRADE 60 KSI.

L. SUBMIT SHOP DRAWINGS FOR REINFORCEMENT TO THE COTR FOR APPROVAL. PREPARE DRAWINGS UNDER THE SUPERVISION OF A PROFESSIONAL STRUCTURAL ENGINEER REGISTERED IN THE LOCAL JURISDICTION DETAILING FABRICATING, BENDING, AND PLACING CONCRETE REINFORCEMENT. COMPLY WITH ACI 315 AND ACI DETAILING MANUAL SP-66, SHOWING BAR SCHEDULES, STIRRUP SPACING, BENT BAR DIAGRAMS, AND ARRANGEMENT OF CONCRETE REINFORCEMENT. INCLUDE SPECIAL REINFORCING REQUIRED FOR OPENINGS THROUGH CONCRETE

STRUCTURES.

M. PROVIDE WELDED WIRE FABRIC NOTED "WWF" IN ACCORDANCE WITH "STANDARD SPECIFICATION FOR STEEL WELDED

WIRE REINFORCEMENT, PLAIN, FOR CONCRETE" ASTM A-1064.

N. PROVIDE BARS MARKED CONTINUOUS (CONT) THAT ARE LAPPED IN ACCORDANCE WITH REQUIREMENTS FOR SPLICES AS DEFINED IN ACI 318, MINIMUM 50 BAR DIAMETERS, UNLESS INDICATED OTHERWISE. COLUMN VERTICAL

REINFORCING SHALL BE SPLICED AS SHOWN IN COLUMN DETAILS.

O. BAR LENGTHS SHOWN ON PLAN DO NOT INCLUDE LENGTH OF HOOK WHERE A HOOK IS INDICATED. PROVIDE

STANDARD HOOK UNLESS DETAILED OTHERWISE.

P. PROVIDE SLAB-ON-GRADE WHERE NOT OTHERWISE SHOWN AS MINIMUM 5-INCHES THICK WITH WWF 6 X 6 W2.9 X W 2.9 IN TOP 1/3 OF SLAB. LAP ALL MESH EDGES A MINIMUM OF TWO (2) SQUARES. PLACE CONCRETE SLAB ON MINIMUM 2 LAYERS OF 10-MIL POLYVINYL VAPOR-RETARDER FILM, PLACED ON MINIMUM 6” OF WELL COMPACTED DRAINAGE FILL.

Q. PROVIDE MINIMUM CONCRETE COVER BETWEEN FACE OF REINFORCING BAR AND FACE OF CONCRETE AS FOLLOWS:

1. CONCRETE CAST AGAINST EARTH = 3"

2. FORMED CONCRETE EXPOSED TO WEATHER OR EARTH = 2"

3. FORMED CONCRETE NOT EXPOSED TO WEATHER:

a) SLABS AND JOISTS = 3/4"

b) BEAMS, COLUMNS = 1-1/2"

STRUCTURAL STEEL

A. PROVIDE STRUCTURAL STEEL THAT IS DESIGNED, FABRICATED AND ERECTED IN ACCORDANCE WITH "SPECIFICATION

FOR STRUCTURAL STEEL BUILDINGS AND THE "MANUAL OF STEEL CONSTRUCTION" FIFTEENTH EDITION.

B. STRUCTURAL STEEL:

1. STRUCTURAL "W" & "T" SHAPES: ASTM A-992 FY = 50,000 PSI

2. BALANCE OF STEEL SHAPES & PLATES: ASTM A-36 FY = 36,000 PSI

3. STRUCTURAL PIPE: ASTM A-53B FY = 35,000 PSI

4. HOLLOW SECTIONS (HSS) SQUARE & RECTANGULAR ASTM A-500 GR C, FY = 50,000 PSI

5. STRUCTURAL ROUND HSS: ASTM A500 GR C, FY = 46,000 PSI

6. HIGH STRENGTH BOLTS:

TEMPORARY HEAVY SHORING: ASTM F3125, GRADE A-490 CONN TYPE-N

PERMANENT FRAMING: ASTM F3125, GRADE A-325 CONN TYPE-N

7. ANCHOR RODS: ASTM F-1554 GR36 OR GR 55 WITH WELDABILITY SUPPLEMENT S1.

8. SMOOTH, THREADED ROD: ASTM A-36

C. PROVIDE CONNECTIONS IN ACCORDANCE WITH "BEAM CONNECTIONS" AS DESCRIBED IN THE AISC MANUAL.

CONNECTIONS SHALL BE MADE USING HIGH STRENGTH BOLTS IN ACCORDANCE WITH ASTM F3125 GRADE A-325 OR GRADE A490. SHOP CONNECTIONS MAY BE WELDED IN LIEU OF BOLTING. WHERE REACTION NOT GIVEN ON PLANS AND SECTIONS, PROVIDE CONNECTIONS DESIGNED FOR A MINIMUM OF 60% FOR FILLER BEAMS AND 70 % FOR GIRDERS OF MAXIMUM BEAM CARRYING CAPACITY UNDER UNIFORM LOAD FOR SPAN SHOWN. SEE PLANS AND SECTIONS FOR OTHER THAN STANDARD CONNECTIONS. PROVIDE MINIMUM NUMBER OF BOLTS IN EACH OF BEAM WEB CONNECTION AND TO

SUPPORTING MEMBER AS FOLLOWS:

(SECTIONS; MC, C, S, M & WF)

D = 4" - 6": 2 BOLTS HORIZONTAL

D = 8" - 10": 2 BOLTS VERTICAL

D = 12" - 15": 3 BOLTS VERTICAL

D = 16" - 21": 4 BOLTS VERTICAL

D = 24" 5 BOLTS VERTICAL

D = 27" 6 BOLTS VERTICAL

D = 30" 7 BOLTS VERTICAL

D = 33" 8 BOLTS VERTICAL

D = 36" 9 BOLTS VERTICAL.

BOLT SPACING SHALL BE 3" O/C.

D. ALTERNATE CONNECTIONS TO THOSE SHOWN ON PLANS AND DETAILS WILL BE ALLOWED ONLY WITH THE APPROVAL OF THE COTR. IF SUCH APPROVAL IS GRANTED FOR ANY CONNECTIONS NOT IN ACCORDANCE WITH CONTRACT DOCUMENTS (FABRICATOR'S REDESIGN), THEN SUBMIT SHOP DRAWING FOR ALTERNATE CONNECTIONS UNDER THE

SEAL OF LICENSURE OF THE FABRICATOR'S ENGINEER FOR THE LOCAL JURISDICTION.

E. PROVIDE A-325 OR A-490 BOLTS TIGHTENED TO THE "SNUG TIGHT" CONDITION DEFINED AS THE TIGHTNESS ATTAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF A MAN USING AN ORDINARY SPUD WRENCH UNLESS OTHERWISE NOTED. ALL THE PLIES OF THE CONNECTED MATERIAL MUST BE INTO FIRM CONTACT TO CONFIRM THE

SNUG TIGHT CONDITION.

F. PROVIDE WELDING ACCORDING TO THE REQUIREMENTS OF THE "STRUCTURAL WELDING CODE" AWS D1.1-08. USE 70 KSI

LOW-HYDROGEN ELECTRODES.

G. PROVIDE NON-SHRINK NON-METALLIC GROUT UNDER BEAM BEARING PLATES AND COLUMN BASE PLATES WITH A

MINIMUM 28…