Attachment 02 - Final Drawings.pdf

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10 www.abovegroupinc.com COA/CA Lic. No. 31120

Department of Veterans Affairs Medical Center

ABOVE GROUP, INC.

STRUCTURAL

305 EAST DRIVE, SUITE H

MELBOURNE, FL 32904

321.345.9026 P

305 East Dr., Suite H, Melbourne, Florida 32904

PH: 321.345.9026

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GI001

COVER SHEET VA TOGUS BOILER STACK

PAD REPAIR

AUGUSTA, ME

402-21-724

12/16/2022 NPC RAS

CONSTRUCTION DOCUMENT

SUBMISSION

VA TOGUS BOILER STACK PAD REPAIR

1 VA Center, Augusta, ME 04330 PROJECT #: 402-21-724

PROJECT LOCATION

© Google Maps

SHEET LIST

Sheet Number Sheet Name

GI001 COVER SHEET

SG001 GENERAL NOTES AND ABBREVIATIONS

SG002 STATEMENT OF SPECIAL INSPECTIONS

SS101 SITE PLAN

SD101 DEMOLITION AND TEMPORARY SHORING PLAN

SB101 STRUCTURAL NEW WORK PLAN

SE301 CONCRETE AND MASONRY DETAILS AND SECTIONS

SE302 STEEL DETAILS AND SECTIONS

Revisions Date

AB ANCHOR BOLT

ABV ABOVE

ACI AMERICAN CONCRETE INSTITUTE

ADDL ADDITIONAL

ADH ADHESIVE

ADJ ADJACENT, ADJUSTMENT

A/E ARCHITECT/ENGINEER

AESS ARCHITECTURALLY EXPOSED STRUCTURAL STEEL

AFF ABOVE FINISHED FLOOR

AGG AGGREGATE

AHJ AUTHORITY HAVING JURISDICTION

AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION

AISI AMERICAN IRON AND STEEL INSTITUTE

ALT ALTERNATE

ANCH ANCHOR

ANSI AMERICAN NATIONAL STANDARDS INSTITUTE

APA ENGINEERED WOOD ASSOCIATION

APRX APPROXIMATE

AR ANCHOR ROD

ARCH ARCHITECT(URAL)

ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS

ASD ALLOWABLE STRESS DESIGN

ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS

AWC AMERICAN WOOD COUNCIL

AWPA AMERICAN WOOD PROTECTION AGENCY

AWS AMERICAN WELDING SOCIETY

AVG AVERAGE

B BOTTOM

B/ BOTTOM OF

B-B BACK-TO-BACK

BAL BALANCE

BEL BELOW

BF BRACED FRAME

BLDG BUILDING

BLK(G) BLOCK(ING)

BM BEAM

BOT BOTTOM

BP BASE PLATE, BEARING PLATE

BR BRACE(ING)

BRDG BRIDGING

BRG BEARING

BRK BRICK

BRKT BRACKET

BS BOTH SIDES

BSMT BASEMENT

BT BENT

BTWN BETWEEN

BYD BEYOND

C STEEL CHANNEL

CAIS CAISSON

CALC CALCULATION

CANT CANTILEVER

CAP CAPACITY

C-C CENTER-TO-CENTER

CE CONCRETE ENCASED

CFM COLD FORMED METAL

CHAM CHAMFER

CI CAST IRON

CIP CAST IN PLACE

CJ CONTROL/CONTRACTION JOINT

CL CENTERLINE, COLUMN LINE

CLG CEILING

CLR CLEAR

CM CONSTRUCTION MANAGER

CMU CONCRETE MASONRY UNIT

COL COLUMN

COMB COMBINED

COMP COMPOSITE

CONC CONCRETE

COND CONDITION

CONN CONNECTION

CONST CONSTRUCTION

CONT CONTINUOUS

CONTR CONTRACTOR

COORD COORDINATE

COV COVER

CP CAP PLATE

CRSI CONCRETE REINFORCING STEEL INSTITUTE

CSK COUNTERSUNK

CTR CENTER(ED)

CY CUBIC YARD

CYL CYLINDER

d PENNY (AS IN NAIL, Id)

DBL DOUBLE

DD DESIGN DEVELOPMENT

DEF DEFLECTION

DEG DEGREE

DEMO DEMOLITION/DEMOLISH

DEPR DEPRESS(ED)/DEPRESSION

DET(S) DETAIL(S)

DEV DEVELOP/DEVELOPMENT

DIA DIAMETER

DIAG DIAGONAL

DIM(S) DIMENSION(S)

DIR DIRECTION

DK DECK

DL DEAD LOAD

DN DOWN

DO DITTO

DP DEEP

DWG(S) DRAWING(S)

DWL DOWEL

(E) EXISTING

E EAST

EA EACH

EF EACH FACE

EIFS EXTERIOR INSULATION FINISH SYSTEM

EJ EXPANSION JOINT

EL ELEVATION

ELEC ELECTRICAL

ELEV ELEVATOR

EMBED EMBEDMENT/EMBEDDED

ENGR ENGINEER

EO EDGE OF

EOD EDGE OF DECK

EOM EDGE OF MASONRY

EOS EDGE OF SLAB

EQ EQUAL

EQUIP EQUIPMENT

ES EACH SIDE

STRUCTURAL ABBREVIATIONS

ES EACH SIDE

EXCAV EXCAVATE/EXCAVATION

EXP EXPANSION

EXT EXTERIOR

EXIST EXISTING

EW EACH WAY

F/ FACE OF

FAB FABRICATE

FB FLAT BAR

FBO FURNISHED BY OTHERS

FDN FOUNDATION

FFE FINISHED FLOOR ELEVATION

FIN FINISH(ED)

FL(R) FLOOR

FLG FLANGE

FND FOUNDATION

FO FACE OF

FOC FACE OF CONCRETE

FOF FACE OF FINISH

FOM FACE OF MASONRY

FOS FACE OF STUD

FP FIREPROOFING

FRMG FRAMING

FRP FIBER-REINFORCED POLYMER

FRT FIRE RETARDANT TREATED

FS FAR SIDE

FT FEET

FTG FOOTING

FUT FUTURE

FV FIELD VERIFY

GA GAUGE

GALV GALVANIZE(D)

GB GRADE BEAM

GC GENERAL CONTRACTOR

GLB GLUE LAMINATED BEAM

GR GRADE

GYP GYPSUM

HD HEAVY DUTY

HDR HEADER

HEF HORIZONTAL EACH FACE

HGR HANGER

HI HIGH

HIF HORIZONTAL INSIDE FACE

HK HOOK(ED)

HOF HORIZONTAL OUTSIDE FACE

HORIZ HORIZONTAL

HP HIGH POINT

HS HIGH STRENGTH

HT HEIGHT

H&V HORIZONTAL & VERTICAL

HVAC HEATING, VENTILATING & AIR CONDITIONING

IBC INTERNATIONAL BUILDING COUNCIL

ICC INTERNATIONAL CODE COUNCIL

ID INSIDE DIAMETER

IF INSIDE FACE

IFC ISSUE FOR CONSTRUCTION

IN INCH

INCL INCLUDE(D)(ING)

INFO INFORMATION

INSTL INSTALL/INSTALLATION

INSUL INSULATION

INT INTERIOR

INV INVERT(ED)

JST(S) JOIST(S)

JT JOINT

K KIP (THOUSAND POUNDS)

KB KNEE BRACE

KSI KIPS PER SQUARE INCH

LB, # POUND

LDGR LEDGER (BOARD)

LEN LENGTH

LG LONG

LL LIVE LOAD

LLBB LONG LEGS BACK TO BACK

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LOCN LOCATION

LONGIT LONGITUDINAL

LP LOW POINT

LRFD LOAD AND RESISTANCE FACTOR DESIGN

LSL LONG SLOTTED HOLE,

LAMINATED STRAND LUMBER

LVL LAMINATED VENEER LUMBER

LW LONG WAY

LWC LIGHT WEIGHT CONCRETE

M MOMENT

MAS MASONRY

MATL MATERIAL

MAX MAXIMUM

MECH MECHANICAL

MEP MECHANICAL, ELECTRICAL & PLUMBING

MEZZ MEZZANINE

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MO MASONRY OPENING

MONO MONOLITHIC

MPH MILES PER HOUR

MTL METAL

NA NOT APPLICABLE

NDS NATIONAL DESIGN SPECIFICATION FOR WOOD

CONSTRUCTION

NIC NOT IN CONTRACT

NO NUMBER

NOM NOMINAL

NS NEAR SIDE

NTS NOT TO SCALE

NWC NORMAL WEIGHT CONCRETE

OC ON CENTER

OD OUTSIDE DIAMETER

OF OUTSIDE FACE

O-O OUT-TO-OUT

OPG OPENING

OPP OPPOSITE

OSB ORIENTED STRAND BOARD

OSHA OCCUPATIONAL SAFETY AND HEALTH

ADMINISTRATION

OSL OUTSTANDING LEG,

ORIENTED STRAND LUMBER

OVS OVERSIZED HOLE

PAF POWDER ACTUATED FASTENER

PC PRECAST CONCRETE, PIECE

PCF POUNDS PER CUBIC FOOT

PED PEDESTAL

PERP PERPENDICULAR

PREFAB PREFABRICATE(D)

PL PLATE

PLF POUNDS PER LINEAR FOOT

PLYWD PLYWOOD

PMF PREMOLDED FILLER

PROJ PROJECT(ION)

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PSL PARALLEL STRAND LUMBER

PT PRESERVATIVE-TREATED,

POST-TENSIONED

PVC POLYVINYL CHLORIDE

QTY QUANTITY

R RADIUS

RCMU REINFORCED CONCRETE MASONRY UNIT

RCSC RESEARCH COUNCIL ON STRUCTURAL

CONNECTIONS

RD ROOF DRAIN

RDK ROOF DECK

REF REFERENCE

REINF REINFORCE(D)/REINFORCEMENT

REQ(D) REQUIRE(D)

RET RETAINING

REV REVISE(D)/REVISION

RO ROUGH OPENING

RQMT(S) REQUIREMENT(S)

RTU ROOFTOP UNIT

RXN REACTION

SAN SANITARY

SC SLIP-CRITICAL (CONNECTION)

SCHED SCHEDULE

SECT SECTION

SD STORM DRAIN

SDI STEEL DECK INSTITUTE

SF SQUARE FOOT

SHRG SHORING

SHTHG SHEATHING

SIM SIMILAR

SL SLOPE(D)

SLBB SHORT LEGS BACK TO BACK

SLV SLEEVE

SOD SLAB ON DECK

SOG SLAB ON GRADE

SPA SPACE(S)/SPACING

SPEC(S) SPECIFICATION(S)

SQ SQUARE

SS STAINLESS STEEL

SSL SHORT SLOTTED HOLE

STD STANDARD

STIFF STIFFENER

STIR STIRRUP

STL STEEL

STRUC STRUCTURAL

SUPT SUPPORT

SW SHORT WAY, SHEAR WALL

SYM SYMMETRICAL

T TOP

T/ TOP OF

T&B TOP AND BOTTOM

TB TRUSS BEARING

TC TERRA COTTA

TEMP TEMPORARY,TEMPERATURE

T&G TONGUE AND GROOVE

THD THREAD(ED)

THK THICK(NESS)

TMS THE MASONRY SOCIETY

TOS TOP OF SLAB

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

U-P UNDERPINNING

V SHEAR

VAR VARIES

VB VAPOR BARRIER

VEF VERTICAL EACH FACE

VERT VERTICAL

VIF VERTICAL INSIDE FACE,

VERIFY IN FIELD

VOF VERTICAL OUTSIDE FACE

VR VAPOR RETARDER

W/ WITH

W/O WITHOUT

WD WOOD

WI WROUGHT IRON

WP WORK POINT, WATERPROOFING

WT WEIGHT

WWF WELDED WIRE FABRIC

XS EXTRA STRONG

XXS DOUBLE EXTRA STRONG

∅ DIAMETER

± PLUS OR MINUS

ABBR. DESCRIPTION ABBR. DESCRIPTION ABBR. DESCRIPTIONGENERAL:

1. CONTRACTOR IS SOLELY RESPONSIBLE FOR MEANS AND METHODS

DURING THE COURSE OF THE WORK. DO NOT DAMAGE OR

ENDANGER THE STRUCTURAL INTEGRITY OF THE WORK.

2. NOTIFY COR IN CASE OF DISCREPANCIES BETWEEN DRAWINGS,

THESE NOTES, AND SPECIFICATIONS BEFORE PROCEEDING WITH THE

WORK.

3. IF CONDITIONS DISCLOSED DURING EXCAVATION REVEAL

UNFORESEEN CONDITIONS, PROMPTLY REQUEST DIRECTION FROM

COR BEFORE PROCEEDING.

4. CONTRACTOR IS RESPONSIBLE FOR COORDINATING BETWEEN

TRADES.

5. DO NOT SCALE DRAWINGS.

6. SECTIONS AND DETAILS SHOWN, WHILE DRAWN FOR SPECIFIC

LOCATIONS, ARE INTENDED TO ESTABLISH THE GENERAL TYPES OF

DETAILS WILL APPLY TO OTHER LOCATIONS.

7. THE ENGINEER'S REVIEW OF A SUBMITTAL SHALL NOT RELIEVE THE

CONTRACTOR OF THEIR RESPONSIBILITY TO FOLLOW THE INTENT OF

THE CONTRACT DRAWINGS.

8. REPRODUCTION OF CONTRACT DOCUMENTS WILL NOT BE ACCEPTED

AS SHOP DRAWINGS.

9. ALL WORK SPECIFIED HEREIN SHALL BE INSPECTED IN ACCORDANCE

WITH IBC CHAPTER 17 (EXCEPTIONS NOTED SHALL NOT BE

PERMITTED) AND ALL LOCAL ORDINANCES. INSPECTIONS REQUIRED

SHALL BE PER THE STATEMENT OF SPECIAL INSPECTIONS NOTED ON

THIS SHEET. THE CONTRACTOR SHALL HIRE AN EXPERIENCED,

QUALIFIED INSPECTOR TO PERFORM ALL THE REQUIRED INSPECTION

WORK. THE ENGINEER WILL NOT PERFORM THE REQUIRED

INSPECTION AS A PART OF HIS DESIGN SERVICE. THE ENGINEER MAY

VISIT THE SITE TO ASCERTAIN GENERAL CONFORMANCE TO THE

CONTRACT DOCUMENTS, AND SUCH VISITS ARE NOT TO BE

CONSTRUED AS MEETING INSPECTION REQUIREMENTS.

GENERAL NOTES

RIGGING, HOISTING AND SCAFFOLDING REQUIREMENTS:

1. THE CONTRACTOR SHALL PREPARE AND SUBMIT TO THE COR FOR

REVIEW A SITE SPECIFIC RIGGING AND HOISTING PLAN. THE PLAN

SHALL INCLUDE THE SEQUENCE OF OPERATION, THE DESCRIPTION

OF THE RIGGING, HOISTING AND TRANSPORTATION EQUIPMENT AND

THE SITE PREPARATIONS THAT WILL BE NEEDED TO COMPLETE THE

INSTALLATION.

2. THE PROPOSED RIGGING, HOISTING OR SCAFFOLDING PLAN SHALL BE

REVIEWED BY A PROFESSIONAL ENGINEER REGISTERED IN THE

LOCAL JURISDICTION. OPERATIONS SHALL COMPLY WITH OSHA

REGULATIONS.

EXISTING CONSTRUCTION:

1. ABOVE GROUP, INC. HAS PREPARED THESE PLANS BASED ON A

LIMITED AMOUNT OF FIELD EXPLORATION AND ON THE STRUCTURAL

INFORMATION SHOWN IN DRAWINGS 239-S1 PREPARER UNKNOWN

DATED APRIL 30, 1963 AND D96068 S2-1, S3-1, AND S4-1 PREPARED BY

WARREN ENVIRONMENT, INC. DATED SEPTEMBER 9, 1996 AND REPAIR

SKETCHES AND CALCULATIONS 1-8 BY J.R. TRIMBLE DATED JANUARY

15, 1997. THE EXISTING MEMBER SIZES ARE NOTED (E) AND ARE

SHOWN IN THE PLANS. THE CONTRACTOR SHALL VERIFY THAT THE

EXISTING MEMBERS SHOWN IN THE PLANS MATCH EXISTING AS BUILT

CONDITIONS PRIOR TO PREPARING SHOP DRAWINGS. IF THE AS BUILT

CONDITIONS DO NOT CONFORM TO THE INFORMATION SHOWN IN THE

PLANS, OR IF ANY STRUCTURAL MEMBER IS FOUND TO BE IN POOR

CONDITION, THE CONTRACTOR SHALL INFORM COR OF THE ACTUAL

SIZES AND/OR CONDITION. RE-DESIGN AND ADDITIONAL FRAMING MAY

BE REQUIRED IN THAT CASE.

POST-INSTALLED ANCHORS AND REINFORCING:

1. DRILL AND INSTALL POST-INSTALLED ANCHORS/REINFORCING

ACCORDING TO MANUFACTURER'S PRINTED INSTALLATION

INSTRUCTIONS AND PER MANUFACTURER'S ON-SITE TRAINING.

2. ALL INSTALLERS OF POST-INSTALLED ANCHORS/REINFORCING SHALL

BE ACI/CRSI ADHESIVE ANCHOR INSTALLER CERTIFIED. SUBMIT

CERTIFICATES FOR RECORD.

3. ALL POST-INSTALLED ANCHORS/REINFORCING SHALL MEET ICC-ES

COMPLIANCE FOR EACH TYPE OF APPLICATION.

4. SUBMIT PRODUCT INFORMATION AND ICC-ES EVALUATION REPORT

FOR EACH APPLICATION.

5. ALL POST-INSTALLED DESIGNS ARE FOR INSTALLATION IN THE

FOLLOWING CONDITIONS, UNLESS NOTED OTHERWISE. WRITTEN

APPROVAL MUST BE RECEIVED FROM ENGINEER PRIOR TO

INSTALLATION OF ADHESIVE ANCHORS/REINFORCING IN ALTERNATE

CONDITIONS.

A. DRY CONCRETE, UNLESS NOTED OTHERWISE.

B. CONCRETE TEMPERATURE AT TIME OF INSTALLATION MUST BE

BETWEEN 14° F AND 104° F. SEE MANUFACTURER’S PRINTED

INSTALLATION INSTRUCTION FOR ADHESIVE GEL AND CURE

TIMES.

C. HOLES TO BE HAMMER DRILLED.

D. HOLES TO BE CLEANED PER MANUFACTURER’S PRINTED

INSTALLATION INSTRUCTIONS PRIOR TO ADHESIVE INJECTION.

E. POST-INSTALLED ANCHORS/REINFORCING SHALL NOT BE LOADED

UNTIL CONCRETE OR GROUT HAS BEEN ALLOWED TO CURE FOR

21 DAYS AND/OR HAS ATTAINED 70% OF ITS DESIGN STRENGTH.

6. ALL POST-INSTALLED ANCHORS/REINFORCING IN CONCRETE SHALL

BE SUITED FOR USE IN SEISMIC AND CRACKED CONCRETE

APPLICATIONS.

7. ADHESIVE IN CONCRETE SHALL BE HILTI HIT HY-200, OR APPROVED

EQUAL.

8. PROVIDE STANDARD AISC HOLES IN ALL STEEL MEMBERS RECEIVING

POST-INSTALLED ANCHORS. IF OVERSIZED HOLES ARE PROVIDED TO

EASE INSTALLATION OF THE ANCHORS, A PLATE WASHER (1/4"X2"X2")

WITH AN AISC STANDARD HOLE SHALL BE INSTALLED AND 1/8" FILLET

WELDED (ALL AROUND) TO THE MEMBER.

9. ALL ANCHORS AND REINFORCING SHALL BE INSTALLED IN

ACCORDANCE WITH THE SPACING AND EDGE DISTANCES SHOWN IN

THE DRAWINGS. THE CONTRACTOR SHALL INFORM THE COR PRIOR

TO INSTALLATION IF THE SPACING AND EDGE DISTANCES SHOWN IN

THE DRAWINGS CANNOT BE ACHIEVED. IF THIS IS THE CASE, RE-

DESIGN MIGHT BE REQUIRED AND THE ANCHORS/REINFORCING

SHOULD NOT BE INSTALLED UNTIL APPROVAL HAS BEEN PROVIDED

BY THE ENGINEER.

10. DO NOT CUT ANY REINFORCING UNLESS IT IS SPECIFICALLY

INDICATED IN THE DRAWINGS OR IS APPROVED BY THE ENGINEER.

11. POST INSTALLED ANCHORS/REINFORCING SHALL ONLY BE USED

WHERE SPECIFIED IN THE CONTRACT DRAWINGS. THE CONTRACTOR

SHALL OBTAIN APPROVAL FROM THE ENGINEER PRIOR TO INSTALLING

POST INSTALLED ANCHORS WHERE CAST-IN PLACE ANCHORS ARE

MISSING, MISPLACED OR DAMAGED.

STEEL:

1. STRUCTURAL STEEL FOR WIDE FLANGE SHAPES SHALL CONFORM TO

ASTM SPECIFICATION A992 GRADE 50. STRUCTURAL STEEL FOR

TUBES SHALL CONFORM TO ASTM SPECIFICATION A500 GRADE C. ALL

OTHER STEEL SHALL CONFORM TO ASTM SPECIFICATION A36. MILL

TEST REPORTS SHALL BE SUBMITTED. ALL STEEL SHALL BE DETAILED,

FABRICATED AND ERECTED IN ACCORDANCE WITH THE AISC MANUAL,

AISC SPECIFICATION AND AISC CODE OF STANDARD PRACTICE. IN

GENERAL, FIELD CONNECTIONS SHALL BE MADE WITH 3/4" DIAMETER

A325 BOLTS UNLESS OTHERWISE NOTED AND SHOP CONNECTIONS

SHALL BE WELDED.

2. BOLTS, EXCEPT AS NOTED, NEED ONLY BE INSTALLED TO THE "SNUG

TIGHT" CONDITION AS DEFINED IN THE RCSC "SPECIFICATION FOR

STRUCTURAL JOINTS."

3. WELDS SHALL BE MADE WITH E70XX LOW HYDROGEN ELECTRODES.

4. ALL GROOVE WELDS SHALL BE FULL PENETRATION GROOVE WELDS IN

ACCORDANCE WITH ANSI/AWS D1.1, "STRUCTURAL WELDING CODE".

THESE WELDS SHALL BE MADE ONLY BY OPERATORS QUALIFIED BY

PRESCRIBED TESTS IN THE "STRUCTURAL WELDING CODE."

ACCEPTANCE SHALL BE SUBJECT TO THE INSPECTION AND REVIEW OF

AN INDEPENDENT INSPECTION AGENCY. ALL FULL PENETRATION

WELDS SHALL BE ULTRASONICALLY TESTED.

5. FIELD MODIFICATION OF THE STRUCTURAL STEEL IS NOT ALLOWED

WITHOUT PRIOR REVIEW BY THE ENGINEER.

6. WELDING SEQUENCE AND TECHNIQUE SHALL BE SUCH THAT

DISTORTION OF STEEL MEMBERS IS MINIMIZED AND UNDUE

DISTORTION IS AVOIDED.

DESIGN CODES:

VA DESIGN AND CONSTRUCTION PROCEDURES

PG-18-3

VA HANDBOOK FOR SEISMIC DESIGN REQUIREMENTS

H18-8

VA STRUCTURAL DESIGN MANUAL FOR ENERGY CENTER PROJECTS

INTERNATIONAL BUILDING CODE:

IBC 2021

INTERNATIONAL EXISTING BUILDING CODE:

IEBC 2021

BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE:

ACI 318-19

SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS:

AISC 14TH EDITION 360-16

SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS:

AISC 341-16

DESIGN LOADS:

RISK CATEGORY IV

LATERAL FORCE-RESISTING SYSTEMS:

STEEL STACK, R=2

SEISMIC DESIGN DATA:

EQUIVALENT LATERAL FORCE PROCEDURE

SOIL SITE CLASS ASSUMED D

SEISMIC DESIGN CATEGORY C

SEISMIC IMPORTANCE FACTOR, Ie = 1.5

MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS:

Ss = 0.314g S1 = 0.077g

DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS:

Sds = 0.324g Sd1 = 0.123g

SEISMIC RESPONSE COEFFICIENT, Cs = 0.176

DESIGN BASE SHEAR = 7 KIPS

WIND LOADS:

DESIGN WIND SPEED:

Vult = 123 MPH (3 SECOND GUST)

WIND EXPOSURE C

CONCRETE:

1. ALL CONCRETE EXPOSED TO THE WEATHER SHALL BE f'c=5000 PSI

MINIMUM AND SHALL BE AIR ENTRAINED FOR EXPOSURE CLASS F2

PER ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL

CONCRETE".

2. ALL REINFORCING STEEL SHALL BE CONFORMING TO ASTM

DESIGNATION A615, GRADE 60. ALL REINFORCING STEEL SHALL BE

DETAILED, FABRICATED AND PLACED IN ACCORDANCE WITH ACI

SP-66, "ACI DETAILING MANUAL".

3. ALL SPLICES IN REINFORCING SHALL BE CLASS "B" SPLICES IN

ACCORDANCE WITH ACI 318, "BUILDING CODE REQUIREMENTS FOR

STRUCTURAL CONCRETE" EXCEPT AS OTHERWISE NOTED.

4. UNLESS OTHERWISE NOTED ON STRUCTURAL DRAWINGS, PROVIDE

CONCRETE PROTECTION FOR REINFORCING AS FOLLOWS:

A. CAST AGAINST EARTH = 3"

B. EXPOSED TO EARTH OR WEATHER:

1. NO. 6 AND LARGER BARS = 2"

2. NO. 5 AND SMALLER BARS = 1 1/2"

5. THE CONTRACTOR MUST SUBMIT A CONCRETE DESIGN MIX IN

ACCORDANCE WITH ACI 318. SUCH DESIGN MIX SHALL BE

ACCOMPANIED BY THE APPROPRIATE GRAPHS AND BACKGROUND

DATA. CONCRETE DESIGN MIX SHALL INDICATE 7 AND 28 DAY

STRENGTHS, CEMENT CONTENT, WATER-CEMENT RATIO, FINE AND

COARSE AGGREGATES AND ADMIXTURES FOR EACH DESIGN

STRENGTH. THE ADDITION OF WATER AT THE PLANT OR IN THE FIELD

GREATER THAN THE SPECIFIED WATER CONTENT IS STRICTLY

PROHIBITED.

6. ALL CONCRETE WORK SHALL CONFORM TO THE LATEST LOCAL

APPROVED EDITIONS OF THE FOLLOWING ACI AND ASTM

DOCUMENTS:

A. ACI-301 SPECIFICATIONS FOR STRUCTURAL CONCRETE

B. ACI-318 CODE

C. ACI-214 COMPRESSIVE TEST

D. ACI-306 COLD WEATHER

E. ACI SP-66 DETAILING

F. ACI-347 FORMWORK

G. ACI-305 HOT WEATHER

H. ACI-211 PROPORTIONS OF CONCRETE

I. ACI-304 PLACING CONCRETE

J. ASTM C-94 READY-MIX CONCRETE

7. ALL FIELD AND LAB TESTING OF CONCRETE SHALL CONFORM TO THE

LATEST LOCAL APPROVED EDITIONS OF ASTM:

A. ASTM C-31 FIELD CYLINDER SPECIMENS

B. ASTM C-143 SLUMP TEST

C. ASTM C-231 AIR CONTENT (WHEN REQUIRED)

D. ASTM C-39 LAB TESTING CYLINDERS

E. ASTM C-172 SAMPLING FRESH CONCRETE

F. ASTM C-42 HARDENED CORES (WHEN REQUIRED)

TEST RESULTS SHALL BE SIGNED AND SEALED BY A

PROFESSIONAL ENGINEER REGISTERED IN THE LOCAL

JURISDICTION.

8. ALL FORMWORK SHALL BE IN ACCORDANCE WITH ACI 347, "GUIDE TO

FORMWORK FOR CONCRETE".

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10 www.abovegroupinc.com COA/CA Lic. No. 31120

305 East Dr., Suite H, Melbourne, Florida 32904

PH: 321.345.9026

A u to d e s k D o c s /0

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A T o g u s B o ile r S ta c k P a d

R e p a ir /0

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T o g u s B o ile r R e p a ir

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.r v t

/1

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P

M

SG001

GENERAL NOTES AND

ABBREVIATIONS

VA TOGUS BOILER STACK

PAD REPAIR

AUGUSTA, ME

402-21-724

12/16/2022 NPC RAS

CONSTRUCTION DOCUMENT

SUBMISSION

STATEMENT OF SPECIAL INSPECTIONS

STRUCTURAL TESTING & INSPECTION PROGRAM NOTES:

1. THE INTENTION OF THIS TABLE IS TO IDENTIFY THE CONSTRUCTION REQUIRING SPECIAL INSPECTION AS REQUIRED BY THE INTERNATIONAL BUILDING CODE (IBC). COR SHALL ENGAGE INDEPENDENT SPECIAL INSPECTION AGENCY. CONTRACTOR TO NOTIFY SPECIAL INSPECTOR OF PROGRESS OF CONSTRUCTION AND PROVIDE ACCESS TO THE SITE TO COMPLETE INSPECTIONS. EACH SPECIAL INSPECTOR IS RESPONSIBLE FOR JOB SPECIFIC ITEMS AS DEFINED IN

CHAPTER 17 OF THE IBC (AND IN ACCORDANCE WITH THE SPECIFICATION).

2. THE ITEMS CHECKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17 BY A CERTIFIED SPECIAL INSPECTOR FROM AN ESTABLISHED TESTING AGENCY. FOR MATERIAL SAMPLING AND TESTING REQUIREMENTS, REFER TO THE MATERIAL SAMPLING AND TESTING SECTION OF THE PROJECT SPECIFICATIONS AND THE GENERAL NOTES. THE TESTING AGENCY SHALL SEND COPIES OF ALL STRUCTURAL TESTING AND INSPECTION REPORTS DIRECTLY TO THE ENGINEER, CONTRACTOR AND COR. ANY CONSTRUCTION WHICH FAILS TO MEET THE PROJECT SPECIFICATIONS AND IBC REQUIREMENTS SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION AND THE ENGINEER IF UNCORRECTED.

SPECIAL INSPECTION TESTING REQUIREMENTS APPLY EQUALLY TO ALL BIDDER DESIGNED COMPONENTS.

3. FREQUENCY OF INSPECTIONS.

A. CONTINUOUS SPECIAL INSPECTION MEANS THAT THE SPECIAL INSPECTOR SHALL BE ON SITE AT ALL TIMES OBSERVING THE WORK REQUIRING SPECIAL

INSPECTION. FOR STRUCTURAL STEEL, INSPECTION TASK MUST BE COMPLETED FOR EACH MEMBER OR CONNECTION.

B. PERIODIC SPECIAL INSPECTION MEANS THAT THE SPECIAL INSPECTOR IN ON THE SITE AT THE TIME INTERVALS NECESSARY TO CONFIRM THAT ALL

WORK REQUIRING SPECIAL INSPECTIONS IN COMPLIANCE. OPERATIONS NEED NOT BE DELAYED PENDING THESE INSPECTIONS.

4. STRUCTURAL STEEL SPECIAL INSPECTIONS

A. QUALITY CONTROL (QC) SHALL BE PROVIDED BY THE FABRICATOR AND ERECTOR.

B. QUALITY ASSURANCE (QA) SHALL BE PROVIDED BY THE TESTING AGENCY.

C. "O" INDICATES OBSERVATIONS TO BE PERFORMED ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE INSPECTIONS.

D. "P" INDICATES TASKS TO BE PERFORMED FOR EACH WELDED JOINT OR MEMBER.

5. ALL WELDS SHALL BE VISUALLY INSPECTED BY AN AWS CERTIFIED WELDING INSPECTOR. ALL PROVISIONS OF AWS D1.1/D1.1M "STRUCTURAL WELDING CODE- STEEL" SHALL APPLY TO STEEL CONSTRUCTION. NON-DESTRUCTIVE TESTING OF WELD JOINTS SHALL BE IN ACCORDANCE WITH AISC 360-16

SECTION N5.

A. WELDS CLEANED

B. SIZE, LENGTH AND LOCATION OF WELDS

C. WELDS MEET VISUAL ACCEPTANCE CRITERIA

• CRACK PROHIBITION

• WELD/BASE-METAL FUSION

• CRATER CROSS SECTION

• WELD PROFILES

• WELD SIZE

• UNDERCUT

• POROSITY

D. ARC STRIKES

E. k-AREA

F. BACKING REMOVED AND WELD TABS REMOVED

(IF REQUIRED)

H. REPAIR ACTIVITIES

QC QA COMMENTS

7. AFTER WELDING

(IBC SECTION 1705.5.2.1)

I. DOCUMENT ACCEPTANCE OR REJECTION OF

WELDED JOINT OR MEMBER

J. NO PROHIBITED WELDS HAVE BEEN ADDED

WITHOUT THE APPROVAL OF THE EOR

AFTER ROLLED HEAVY SHAPES

AND BUILT-UP HEAVY SHAPES ARE

WELDED, VISUALLY INSPECT THE

WELD ACCESS HOLE FOR CRACKS.

OO

P P

PP

P P

PP

PP

P P

PP

OO

STRUCTURAL STEEL

SPECIAL INSPECTION OR TEST QC QA COMMENTS

1. FABRICATION

3. ANCHOR RODS AND

OTHER EMBEDMENTS

SUPPORTING

STRUCTURAL STEEL

A. FABRICATED STEEL TO COMPLY WITH DETAILS

ON THE SHOP DRAWINGS

C. CORRECT APPLICATION OF SHOP JOINT DETAILS

AT EACH CONNECTION

P

P

B. FABRICATED STEEL TO COMPLY WITH DETAILS

ON CONTRACT DOCUMENTS

P P

2. ERECTION A. ERECTED STEEL TO COMPLY WITH DETAILS ON

THE ERECTION DRAWINGS

B. ERECTED STEEL TO COMPLY WITH DETAILS ON

CONTRACT DOCUMENTS

C. BRACES

D. DOCUMENT ACCEPTANCE OR REJECTION OF

JOINT DETAILS P P

F. DOCUMENT ACCEPTANCE OR REJECTION OF

JOINT DETAILS

P

P

P P

D. STIFFENERS P P

E. MEMBER LOCATIONS P P

P P

B. VERIFY AND DOCUMENT EXTENT OR DEPTH OF

EMBEDMENT INTO CONCRETE PRIOR TO

PLACEMENT OF CONCRETE

A. DIAMETER, GRADE, TYPE AND LENGTH OF

ANCHOR ROD OR EMBEDDED ITEM P

P

4. GALVANIZED

STRUCTURAL STEEL

A. VISUALLY INSPECT EXPOSED CUT SURFACES OF

GALVANIZED STRUCTURAL STEEL MAIN MEMBERS

OR CORNERS OF RECTANGULAR HSS FOR

CRACKS AFTER GALVANIZATION

B. DOCUMENT REPAIR OF MEMBERS IN WHICH

CRACKS WERE FOUND

P

P

5. PRIOR TO WELDING A. WELDER QUALIFICATION RECORDS AND

CONTINUITY RECORDS

B. WPS AVAILABLE

C. MANUFACTURER CERTIFICATIONS FOR WELDING

CONSUMABLES AVAILABLE

D. MATERIAL IDENTIFICATION (TYPE/GRADE)

F. FIT-UP OF GROOVE WELDS (INCLUDING JOINT

GEOMETRY)

• JOINT PREPARATIONS

• DIMENSIONS (ALIGNMENT, ROOT OPENING,

ROOT FACE, BEVEL)

• CLEANLINESS (CONDITION OF STEEL

SURFACES)

• TACKING (TACK WELD QUALITY AND LOCATION)

• BACKING TYPE AND FIT (IF APPLICABLE)

H. CONFIGURATION AND FINISH OF ACCESS HOLES

G. FIT-UP OF CJP GROOVE WELDS OF HSS T-, Y-, AND

K- JOINTS WITHOUT BACKING (INCLUDING JOINT

GEOMETRY)

• JOINT PREPARATIONS

• DIMENSIONS (ALIGNMENT, ROOT OPENING,

ROOT FACE, BEVEL)

• CLEANLINESS (CONDITION OF STEEL

SURFACES)

• TACKING (TACK WELD QUALITY AND LOCATION)

I. FIT-UP OF FILLET WELDS

• DIMENSIONS (ALIGNMENT, GAPS AT ROOT)

• CLEANLINESS (CONDITION OF STEEL

SURFACES)

• TACKING (TACK WELD QUALITY AND LOCATION)

J. CHECK WELDING EQUIPMENT

E. WELDER IDENTIFICATION SYSTEM

P O

PP

OP

P O

OP

OO

O

O O

O

P P

O -

THE FABRICATOR OR ERECTOR, AS

APPLICABLE, SHALL MAINTAIN A

SYSTEM BY WHICH A WELDER WHO

HAS WELDED A JOINT OR MEMBER

CAN BE IDENTIFIED. STAMPS, IF

USED, SHALL BE THE LOW-STRESS

TYPE

(IBC SECTION 1705.5.2.1)

(AISC 360-16 CHAPTER N &

AISC 341-16 CHAPTER J)

STRUCTURAL STEEL CONTINUED

SPECIAL INSPECTION OR TEST

6. DURING WELDING A. CONTROL AND HANDLING OF WELDING

CONSUMABLES

• PACKAGING

• EXPOSURE CONTROL

B. NO WELDING OVER CRACKED TACK WELDS

C. ENVIRONMENTAL CONDITIONS

• WIND SPEED WITHIN LIMITS

• PRECIPITATION AND TEMPERATURE

D. WPS FOLLOWED

• SETTINGS ON WELDING EQUIPMENT

• TRAVEL SPEED

• SELECTED WELDING MATERIALS

• SHIELDING GAS TYPE/FLOW RATE

• PREHEAT APPLIED

• INTERPASS TEMPERATURE MAINTAINED

(MIN./MAX.)

• PROPER POSITION (F, V, H, OH)

• INTERMIX OF FILLER METALS AVOIDED UNLESS

APPROVED

OO

O O

O O

O O

G. PLACEMENT OF REINFORCING OR CONTOURING

OF FILLET WELDS (IF REQUIRED) PP

(AISC 360-16 CHAPTER N &

AISC 341-16 CHAPTER J)

F. PLACEMENT AND INSTALLATION OF STEEL

HEADED STUD ANCHORS

E. WELDING TECHNIQUES

• INTERPASS AND FINAL CLEANING

• EACH PASS WITHIN PROFILE LIMITATIONS

• EACH PASS MEETS QUALITY REQUIREMENTS

O O

PP

6. DURING WELDING

CONTINUED

CONCRETE

SPECIAL INSPECTION OR TEST CONTINUOUS PERIODIC COMMENTS

1. INSPECT REINFORCEMENT AND VERIFY PLACEMENT - X

(IBC SECTION 1705.3)

A. MANUFACTURER'S CERTIFICATIONS AVAILABLE

FOR FASTENER MATERIALS

B. FASTENERS MARKED IN ACCORDANCE WITH ASTM

REQUIREMENTS

C. CORRECT FASTENERS SELECTED FOR THE JOINT

DETAIL (GRADE, TYPE, BOLT LENGTH IF THREADS

ARE TO BE EXCLUDED FROM SHEAR PLANE)

D. CORRECT BOLTING PROCEDURE SELECTED FOR

JOINT DETAIL

E. CONNECTING ELEMENTS, INCLUDING THE

APPROPRIATE FAYING SURFACE CONDITION AND

HOLE PREPARATION, IF SPECIFIED, MEET

APPLICABLE REQUIREMENTS

F. PRE-INSTALLATION VERIFICATION TESTING BY

INSTALLATION PERSONNEL OBSERVED AND

DOCUMENTED FOR FASTENER ASSEMBLIES AND

METHODS USED

G. PROTECTED STORAGE PROVIDED FOR BOLTS,

NUTS, WASHERS AND OTHER FASTENER

COMPONENTS

A. FASTENER ASSEMBLIES PLACED IN ALL HOLES

AND WASHERS AND NUTS ARE POSITIONED AS

REQUIRED

B. JOINT BROUGHT TO THE SNUG-TIGHT CONDITION

PRIOR TO THE PRETENSIONING OPERATION

C. FASTENER COMPONENT NOT TURNED BY THE

WRENCH PREVENTED FROM ROTATING

D. FASTENERS ARE PRETENSIONED IN

ACCORDANCE WITH THE RCSC SPECIFICATION,

PROGRESSING SYSTEMATICALLY FROM THE

MOST RIGID POINT TOWARD THE FREE EDGES

8. PRIOR TO BOLTING

9. DURING BOLTING

10. AFTER BOLTING A. DOCUMENT ACCEPTANCE OR REJECTION OF

BOLTED CONNECTIONS PP

O O

OO

OO

O O

PO

OO

O O

OO

O O

O O

P O

3. INSPECT ANCHORS

POST-INSTALLED IN

HARDENED

CONCRETE MEMBERS

2. INSPECT ANCHORS CAST IN CONCRETE

X -

- X

- X

A. ADHESIVE ANCHORS INSTALLED IN

HORIZONTALLY OR UPWARDLY INCLINED

ORIENTATIONS TO RESIST SUSTAINED TENSION

LOADS

B. MECHANICAL ANCHORS AND ADHESIVE ANCHORS

NOT DEFINED ABOVE

4. VERIFY USE OF REQUIRED DESIGN MIX - X

5. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH

TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE

TEMPERATURE OF THE CONCRETE

X -

6. INSPECT CONCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES X -

7. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURES AND

TECHNIQUES - X

8. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE

CONCRETE MEMBER BEING FORMED - X

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10 www.abovegroupinc.com COA/CA Lic. No. 31120

305 East Dr., Suite H, Melbourne, Florida 32904

PH: 321.345.9026

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SG002

STATEMENT OF SPECIAL

INSPECTIONS

VA TOGUS BOILER STACK

PAD REPAIR

AUGUSTA, ME

402-21-724

12/16/2022 NPC RAS

CONSTRUCTION DOCUMENT

SUBMISSION

BUILDING 238

B U

IL

D

IN

G

STEEL

STAIR (E)

CONCRETE

STAIR (E)

STEEL STAIR (E)

14' - 10"

3' - 6"

8'

0"

6'

PROPANE TANK

PLATFORM (E)

CHILLED WATER

SUPPLY AND RETURN

DOGHOUSE (E)

EXISTING

75,000 GAL

OIL TANK

3' - 7" 2' - 6" 6' - 7 1/2" 6' - 3"

3'

3'

W 8X

E

HSS4X4X1/4 (E)

2.

4'

3/ 4"

5'-0" ORIGINAL PILE CAP +

2'-0" BOILER STACK PAD WITH TURN DOWN

OVERHEAD

DUCT SUPPORT

HSS8X8X1/4

OVERHEAD

DUCT SUPPORT

STEAM SILENCER SUPPORT

TRUSSED TOWER

5'-0" DIA. BOILER STACK (E)

(36) #6 DOWELS

HSS4X4X1/4 (E)

4' - 8 1/2"

4'

5' - 6" 6" 3' - 5"

1'

- 5

1'

- 9

1' - 6 1/2"

1' - 8 1/4"

6 1/4"

12' - 2"

1' - 4 3/4" TYP.

8' - 0"

1' - 2 1/4"

7' - 10" 2" TYP. 11' - 0" TYP.

2' - 6" TYP.

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10 www.abovegroupinc.com COA/CA Lic. No. 31120

305 East Dr., Suite H, Melbourne, Florida 32904

PH: 321.345.9026

A u to d e s k D o c s /0

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SS101

SITE PLAN VA TOGUS BOILER STACK

PAD REPAIR

AUGUSTA, ME

402-21-724

12/16/2022 NPC RAS

CONSTRUCTION DOCUMENT

SUBMISSION

DRAWING NOTES:

1. TOP OF EXISTING PAD IS APPROXIMATELY 4'-9" ABOVE GROUND SURFACE, WHICH VARIES.

CONTRACTOR TO FIELD VERIFY ELEVATIONS DURING CONSTRUCTION.

2. ALL DIMENSIONS SHOWN ARE EXISTING.

N

0 2' 4' 8' 12'

1/4" = 1'-0"

1/4" = 1'-0"1

SITE PLAN

U

IL

D

IN

G

STEEL

STAIR (E)

CONCRETE

STAIR (E)

PROPANE TANK

PLATFORM (E)

CHILLED WATER

SUPPLY AND RETURN

DOGHOUSE (E)

EXISTING

75,000 GAL

OIL TANK

SE301

SE301

SE302

BUILDING 238

B U

IL

D

IN

G

STEEL

STAIR (E)

CONCRETE

STAIR (E)

PROPANE TANK

PLATFORM (E)

CHILLED WATER

SUPPLY AND RETURN

DOGHOUSE (E)

EXISTING

75,000 GAL

OIL TANK

STEEL STAIR (E)

H S

S

X

X 1/

HSS12X12X1/2

.2

.2

4'

4'

6'

SD1012

SD101

HSS12X12X1/2

3' - 9"

3'

2'1'

CENTER OF STACK

CENTER OF STACK

HSS12X12X1/2

HSS12X12X1/2

HSS12X12X1/2HSS12X12X1/2

HSS12X12X1/2

( 16.25 )( 13.25 )

B'

A'

HSS12X12X1/2

( 16.25 )( 13.25 )

4' - 6"

( 16.25 )( 13.25 )

SE302

Top of Pile Cap 4' - 9"

Bottom of Shoring 12' - 3"

Top of Shoring 16' - 3"

HSS12X12X1/2 HSS12X12X1/2

HSS12X12X1/2HSS12X12X1/2

CENTER OF STACK

4' - 0" 4' - 0" 6' - 2"

HSS12X12X1/2

SE301

TYP.

SE302

SE302

TYP.

B' A'

H S

S

X

X 1/

H S

S

X

X 1/

Top of Pile Cap 4' - 9"

Bottom of Shoring 12' - 3"

Top of Shoring 16' - 3"

CENTER OF STACK

SE301

TYP.

2'1'

SE302

TYP.

HSS12X12X1/2

HSS12X12X1/2

H S

S

X

X 1/

H S

S

X

X 1/

4' - 6"

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10 www.abovegroupinc.com COA/CA Lic. No. 31120

305 East Dr., Suite H, Melbourne, Florida 32904

PH: 321.345.9026

A u to d e s k D o c s /0

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SD101

DEMOLITION AND TEMPORARY

SHORING PLAN

VA TOGUS BOILER STACK

PAD REPAIR

AUGUSTA, ME

402-21-724

12/16/2022 NPC RAS

CONSTRUCTION DOCUMENT

SUBMISSION

CODED NOTES:

DRAWING NOTES:

1. TOP OF EXISTING PAD IS APPROXIMATELY 4'-9" ABOVE GROUND SURFACE, WHICH VARIES.

CONTRACTOR TO FIELD VERIFY ELEVATIONS DURING CONSTRUCTION.

2. TOP OF STEEL NOTED ON PLANS MEASURED FROM ABOVE GROUND SURFACE (0.00').

3. DENOTES FULL PENETRATION WELDED CONNECTIONS, FIELD WELD AS NEEDED.

REMOVE TOP 2'-0" OF CONCRETE PAD AND TURN DOWN SLAB TO SOUND CONCRETE ~4'-2" FROM EDGE

(21 CY). IF CRACK CONTINUES PAST 4'-2", NOTIFY COR.

CONCRETE TO BE REMOVED IN SUCH A MANNER AS TO PRESERVE EXISTING STEEL REBAR IN THE SLAB, SUCH AS HYDRODEMOLITION OR SIMILAR METHOD. CONTRACTOR TO NOTE THAT THE REBAR IN THE SLAB IS MUCH MORE THAN SHOWN ON THE REPAIR SKETCHES OF #6 AT 12" O.C. AND ALL REBAR

SHALL BE PRESERVED.

ANY REBAR CUT DURING CORING IS TO BE REPAIRED BY SPLICING ON REBAR TO THE ORIGINAL LENGTH WITH MECHANICAL SPLICE CONNECTORS. PROVIDE COR WITH REPORT SHOWING LOCATIONS

OF SPLICED REBAR.

N

0 2' 4' 8' 12'

1/4" = 1'-0"

1/4" = 1'-0"1

DEMOLITION PLAN

1/4" = 1'-0"4

TEMPORARY SHORING PLAN

1/4" = 1'-0"2

MOMENT FRAME ELEVATION - EAST

1/4" = 1'-0"

MOMENT FRAME ELEVATION - SOUTH

AFTER TEMPORARY SHORING IS IN PLACE, CUT EXISTING COLUMNS 8" BELOW BOTTOM OF SHORING.

REMOVE GROUT PAD BELOW COLUMNS AND CUT OFF EXISTING ANCHOR BOLTS FLUSH WITH TOP OF

CONCRETE. REMOVE STEEL COLUMNS AND BASE PLATES AS A UNIT WITH CROSS BRACING TO

REMAIN FOR REINSTALLATION.

AFTER REMOVING DUCT, REMOVE POST AND SUPPORTING BEAM.

5 REMOVE EXISTING DUCT ABANDONED IN PLACE UP TO BOILER STACK LOWER INLET DUCT.

4 REMOVE STEEL STAIR FOR REINSTALLATION.

REMOVE VERTICAL COMPONENT OF EXISTING DUCT OPENING STEEL CHANNEL FRAME.7

1" THICK BASE PLATES WITH (4) 1" DIA. HILTI HAS-V-36 THREADED RODS INTO EXISTING CONCRETE WITH HILTI HY-200 ADHESIVE (9" MINIMUM EMBEDMENT). BASE PLATES TO BE SHIPPED LOOSE FROM STEEL POSTS. LOCATION OF ANCHOR BOLTS TO BE VERIFIED BY GPR SCANNING ON PILE CAP PRIOR

TO DRILLING. IF REBAR INTERFERES WITH PROPOSED LOCATION OF ANCHOR BOLTS, THE

CONTRACTOR IS TO NOTIFY THE COR FOR DIRECTION. STRUCTURAL STEEL SHALL NOT BE

FABRICATED UNTIL LOCATION OF THE ANCHOR BOLTS ON SITE HAS BEEN VERIFIED.

(4) 3/4" THICK TOP & BOTTOM COLLAR PLATES, WELDED TO EXISTING TUBES AND TOP AND BOTTOM OF SUPPORTING HSS BEAMS. PLATES TO BE FIELD CUT AND FIELD WELDED WITH FULL PENETRATION

WELDS.

REMOVE TOP ~1'-3" OF CONCRETE PILE CAP TO SOUND CONCRETE ~1'-0" FROM EDGE (5 CY). IF CRACK CONTINUES PAST 1'-0" INTO EXISTING PILE CAP, NOTIFY COR. CONCRETE TO BE REMOVED IN SUCH A MANNER AS TO PRESERVE EXISTING STEEL REBAR IN THE SLAB, SUCH AS HYDRODEMOLITION OR SIMILAR METHOD. IF EXISTING STANDEES/CHAIRS FOR REBAR DOES NOT EXIST, CONTRACTOR SHALL

PROVIDE AS REQUIRED TO KEEP REBAR IN POSITION.

U

IL

D

IN

G

STEEL

STAIR (E)

CONCRETE

STAIR (E)

PROPANE TANK

PLATFORM (E)

CHILLED WATER

SUPPLY AND RETURN

DOGHOUSE (E)

EXISTING

75,000 GAL

OIL TANK

SE301

SE301

2'

7 3/4"

7 3/4"

SE302

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10 www.abovegroupinc.com COA/CA Lic. No. 31120

305 East Dr., Suite H, Melbourne, Florida 32904

PH: 321.345.9026

A u to d e s k D o c s /0

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SB101

STRUCTURAL NEW WORK PLAN VA TOGUS BOILER STACK

PAD REPAIR

AUGUSTA, ME

402-21-724

12/16/2022 NPC RAS

CONSTRUCTION DOCUMENT

SUBMISSION

CODED NOTES:

DRAWING NOTES:

1. TOP OF EXISTING PAD IS APPROXIMATELY 4'-9" ABOVE GROUND SURFACE, WHICH VARIES.

CONTRACTOR TO FIELD VERIFY ELEVATIONS DURING CONSTRUCTION.

ADD CONCRETE PAD AND TURN DOWN SLAB TO REPLACE CONCRETE REMOVED (26 CY). COAT

ENTIRE CONCRETE PAD WITH WATERPROOF CONCRETE SEALANT. SEALANT TO BE SIKAGARD 706

THIXO OR APPROVED EQUAL. PROVIDE REINFORCING DOWELS PER SECTION CUT ON PLAN.

REINSTALL EXISTING HSS TUBES.

• WHERE BASE PLATE TO BE REINSTALLED INTO EXISTING CONCRETE, CUT OFF EXISTING BASE

PLATE AND WELD ON 12"x18"x3/4" PLATE. LOCATION OF ANCHOR BOLTS TO BE VERIFIED BY GPR SCANNING ON PILE CAP PRIOR TO DRILLING. IF REBAR INTERFERES WITH PROPOSED LOCATION OF ANCHOR BOLTS, THE CONTRACTOR IS TO NOTIFY THE COR FOR DIRECTION. (ESTIMATE (4)

LOCATIONS)

• CJP WELDED TO TUBE ABOVE.

• ANCHOR BASE PLATE TO NEW OR EXISTING CONCRETE (3) 1/2" DIA. AND (1) 3/4" DIA. HILTI

HAS-E-55 THREADED RODS (TO MATCH EXISTING) WITH HILTI HY-200 ADHESIVE (14" EMBEDMENT

AND 20" EMBEDMENT, RESPECTIVELY).

• GROUT BELOW BASEPLATE WITH QUIKRETE FASTSET NON-SHRINK GROUT OR EQUIVALENT,

ALLOW TO SET PER MANUFACTURER'S RECOMMENDATIONS TO f'c=3000 PSI MIN.

• REMOVE SHORING BY CUTTING OFF PLATES WELDED TO EXISTING TUBE AND GRIND SMOOTH.

PAINT REPAIR AREA WITH PAINT TO MATCH EXISTING.

1'-0" WIDE x 1'-0" THICK CONCRETE SLAB FOR STAIR POST SUPPORT.3

HSS2"x2"x1/4"x1'-0" LONG WELDED TO EXISTING STAIR POSTS.4

REINSTALL EXISTING STAIR. EMBED POSTS 6" INTO WET CONCRETE.5

CAP OFF DUCT OPENING AT MAIN TRUNK OF BOILER STACK INLET WITH INSULATION AND SHEET

METAL TO MATCH EXISTING.

INFILL EXISTING WALL PENETRATION WITH 4" CMU AND 4" BRICK TO MATCH EXISTING.

N

0 2' 4' 8' 12'

1/4" = 1'-0"

1/4" = 1'-0"1

STRUCTURAL NEW WORK PLAN

DEMOLITION

3'

1'

2'

THEORETICAL LOCATION OF CRACK

IF CRACK CONTINUES PAST

VERTICAL DOWEL, NOTIFY COR

EXISTING #6 DOWEL AT 8'-0" FROM

CENTER OF STACK

ORIGINAL PILE CAP

TURNED DOWN SLAB

OF CONCRETE PAD

ADDED CONCRETE PAD

FOUNDATION PILE

3' - 0"

EXISTING

EXISTING #6 AT 12" O.C. EACH WAY TOP &

BOTTOM (ADDITIONAL REBAR OBSERVED

ON SITE AT CLOSER SPACING ~4" O.C.)

EXISTING #6 AT 12" O.C. EACH WAY TOP &

BOTTOM (ADDITIONAL REBAR OBSERVED

ON SITE AT CLOSER SPACING ~4" O.C.)2"

C

LE

A R

, T Y

P

2' - 6"

THEORETICAL LOCATION OF CRACK

IF CRACK CONTINUES BEYOND 1'-0"

INTO EXISTING PILE CAP, NOTIFY COR

APPROXIMATE 2" THICK EXTERIOR CONCRETE

COATING ON EXISTING PILE CAP

A P

P R

O X

IM

A

T E

1'

V A

R

IE

S

EXISTING PAVEMENT

REFER TO 1/SD101 CODED NOTES

APPROXIMATE EXTENT OF REMOVAL 4' - 2"

1' - 6" 1' - 2"

A P

P R

O X

IM

A

T E

V A

R

IE

S

2'

/4

A P

P R

O X

IM

A

T E

1'

1/ 4"

V A

R

IE

S

REMOVE PORTION OF EXISTING

CONCRETE PAD AND PILE CAP

COATING

REMOVE PORTION OF EXISTING PILE

CAP

REPAIR

1' - 6" 1' - 0"

A P

P R

O X

IM

A

T E

V A

R

IE

S

2'

/4

A P

P R

O X

IM

A

T E

1'

1/ 4"

V A

R

IE

S

EXISTING REINFORCING TO BE PRESERVED

DURING DEMOLITION

EXISTING ADDED CONCRETE PAD

TO REMAIN, REFER TO PLAN

APPROXIMATE EXTENT OF REPAIR 4' - 0"

ROUGHEN CONCRETE SURFACE

TO 1/4" AMPLITUDE

NEW CONCRETE

#4 AT 12" O.C. DOWELED INTO

ORIGINAL PILE CAP WITH HILTI HIT

HY-200 ADHESIVE OR EQUIVALENT

1'

4" CLEAR

#4 AT 12" O.C. DOWELED INTO

ORIGINAL PILE CAP WITH HILTI HIT

HY-200 ADHESIVE OR EQUIVALENT

2'-4"

3' -7

2'-4"

5' -6

0"

4" CLEAR

EXISTING PAVEMENT EXISTING PAVEMENT

/1 SD101

THEORETICAL LOCATION OF CRACK

FOLLOWING EXISTING PILE CAP

CHAMFER

STANDARD LADDER TYPE

JOINT REINFORCEMENT AT

EACH JOINT

4" BRICK TO MATCH EXISTING

TOOTHED INTO EXISTING AT

EDGE OF OPENING

EXISTING CHANNEL

FRAME HEADER

4" SOLID CMU TO MATCH

EXISTING TOOTHED INTO

EXISTING AT EDGE OF OPENING

EXISTING CHANNEL FRAME

SILL

REMOVE VERTICAL

COMPONENT OF EXISTING

CHANNEL FRAME AT EACH

EDGE

(8) 1" DIA. HILTI HAS THREADED RODS WITH

3"x3"x3/8" PLATE WASHERS AND HEAVY HEX

NUTS EMBEDDED INTO EXISTING

CONCRETE PAD WITH HILTI HIT HY-200

ADHESIVE (9" MIN. EMBEDMENT)

PORTION OF EXISTING ADDED

CONCRETE PAD TO BE REMOVED

EXISTING REINFORCING TO BE PRESERVED

DURING DEMOLITION

EXISTING ADDED CONCRETE PAD

TO REMAIN

STEEL POST, REFER TO PLAN

1" THICK STEEL BASE PLATE, PER

LAYOUT BELOW

2" 7 1/2" 7 1/2" 2"

CL

CL 1'

5/16"

1'

2"

1/ 2"

1/

2" 2"

1/4"

TYPICAL

1' - 7"

CL 2'

5/16"

1'

- 7

1/4"

TYPICAL

1' - 7"

1/

2" 2"

1/

2"

5 1/2" 2" 7 1/2"

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10 www.abovegroupinc.com COA/CA Lic. No. 31120

305 East Dr., Suite H, Melbourne, Florida 32904

PH: 321.345.9026

A u to d e s k D o c s /0

V

A T o g u s B o ile r S ta c k P a d

R e p a ir /0

V A

T o g u s B o ile r R e p a ir

R

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:3

P

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SE301

CONCRETE AND MASONRY

DETAILS AND SECTIONS

VA TOGUS BOILER STACK

PAD REPAIR

AUGUSTA, ME

402-21-724

12/16/2022 NPC RAS

CONSTRUCTION DOCUMENT

SUBMISSION

1" = 1'-0"

SECTION

1" = 1'-0"

SECTION

1" = 1'-0"

SECTION

DEMOLITIONTEMPORARY

4'

8"

TOP OF SHORING

11.50'

BOTTOM OF SHORING

7.50'

EXISTING STEEL

TRUSSED TOWER

POSTS, TYP. OF 4

FIELD CUT EXISTING STEEL

POSTS AFTER ALL PLATES

ARE INSTALLED AND WELDS

COMPLETED

SALVAGE EXISTING STEEL

TRUSSED TOWER AS ONE PIECE

WITH ALL BRACING IN TACT AND

BASEPLATES ATTACHED

EXISTING PIPING TO BE

PRESERVED IN PLACE AND

PROTECTED DURING

CONSTRUCTION

EXISTING STEEL ANGLE

BETWEEN EXISTING STEEL

POSTS TO REMAIN

FINAL

STEEL BEAM,

REFER TO PLAN

STEEL BEAM,

REFER TO PLAN

3/16"

TYP.

3/16"

TYP.

3/16"

TYP.

AS NEEDED

TYP.

STEEL PLATE,

REFER TO PLAN, TYP. OF 4

MAY BE CUT IN FIELD AND WELDED

BACK TOGETHER AS NEEDED

FIELD CUT EXISTING STEEL 2"x1/4"

THICK PLATE BRACES AS

REQUIRED TO PERMIT

TEMPORARY STEEL INSTALLATION

1' - 10 1/2" 1' - 10 1/2"

3' - 9"

REINSTALL EXISTING STEEL

TRUSSED TOWER

REPLACE 2"x1/4" THICK PLATE

BRACES IN THE SAME LOCATIONS

AS PREVIOUSLY REMOVED

3/16"

I.F. OF POST

TYP.

3/16"

TYP.

2'

STEEL BEAM,

REFER TO PLAN, TYP.

STEEL COLUMN,

REFER TO PLAN

TOP OF SHORING

11.50'

BOTTOM OF SHORING

7.50'

4'

12"x12"x1/4" CAP PLATE

CL

3/16"

TYP.

TYP.

TOP OF SHORING

11.50'

BOTTOM OF SHORING

7.50'

2'

STEEL BEAM,

REFER TO PLAN

5/16"

N.S. & F.S.

TYP.

STEEL POST,

REFER TO PLAN

STEEL BEAM,

REFER TO PLAN

3/16"

TYP.

3/16"

TYP.

4'

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10 www.abovegroupinc.com COA/CA Lic. No. 31120

305 East Dr., Suite H, Melbourne, Florida 32904

PH: 321.345.9026

A u to d e s k D o c s /0

V

A T o g u s B o ile r S ta c k P a d

R e p a ir /0

V A

T o g u s B o ile r R e p a ir

R

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.r v t

/1

/2

:4

:3

P

M

SE302

STEEL DETAILS AND SECTIONS VA TOGUS BOILER STACK

PAD REPAIR

AUGUSTA, ME

402-21-724

12/16/2022 NPC RAS

CONSTRUCTION DOCUMENT

SUBMISSION

1" = 1'-0"1

SECTION

N.T.S.

HSS MOMENT FRAME CONNECTION DETAIL

21" = 1'-0"3

SECTION