Exhibit A (3) - Bldg 14 Drawings.pdf

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SITE LOCATION KEY PLAN

SCALE: N.T.S.

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VICINITY MAP

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SITE

TOBYHANNA

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STROUDSBURG

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TOBYHANNA ARMY DEPOT

11 HAP ARNOLD BOULEVARD

TOBYHANNA, PENNSYLVANIA

18466-5078

BUILDING 14 RENOVATION

PROJECT

SITE

GENERAL NOTES

1. CONTRACTORS SHALL COMPLY WITH ALL LOCAL BUILDING CODE REGULATION AND U.S. DEPARTMENT OF LABOR STANDARDS 29CFR1926. CONTRACTORS SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE JOBSITE BEFORE COMMENCEMENT OF WORK, AND SHALL REPORT ALL OMISSIONS OR DISCREPANCIES TO THE GOVERNMENT CONTRACTING OFFICER REPRESENTATIVE (COR) IN WRITING PRIOR TO STARTING WORK. IN ALL CASES CONFLICTS MAY OCCUR, SUCH AS BETWEEN ITEMS INCLUDE IN THE SPECIFICATIONS AND NOTES ON THE DRAWING, THE GOVERNMENT CONTRACTING OFFICER REPRESENTATIVE (COR) SHALL BE

NOTIFIED AND WILL INTERPRET THE INTENT OF THE CONTRACT DOCUMENTS.

2. CONTRACTORS SHALL INVESTIGATE, VERIFY, AND BE RESPONSIBLE FOR ALL CONDITIONS AND DIMENSIONS OF THE PROJECT AND SHALL NOTIFY THE GOVERNMENT CONTRACTING OFFICER REPRESENTATIVE (COR) OF ANY CONDITION REQUIRING MODIFICATIONS OR

CHANGES BEFORE PROCEEDING WITH THE WORK.

3. CONTRACTORS SHALL REFER TO AND VERIFY DETAILS, DIMENSIONS, NOTES, AND ALL REQUIREMENTS SHOWN ON THE DRAWINGS

AND RELATED REQUIREMENTS ON THE ARCHITECTURAL, MECHANICAL, ELECTRICAL DRAWINGS.

4. DRAWING REFERENCES ARE FOR CONVENIENCE ONLY AND DO NOT LIMIT THE APPLICATION OF THE DRAWING OR DETAIL

5. ALL DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALE

CONTRACTOR LINE ITEM NUMBER (CLIN) SCHEDULE

CLIN 001 -

ALL WORK ASSOCIATED WITH THE INSTALLATION OF THE SMALL EXTERIOR CANOPY AS NOTED ON DRAWINGS. WORK INCLUDES BUT IS NOT LIMITED TO FOUNDATIONS, STRUCTURAL STEEL, ROOF DECK/INSULATION/MEMBRANE, LIGHT FIXTURES, AND PAINTING.

CLIN 002 -

ALL WORK ASSOCIATED WITH THE INSTALLATION OF NEW VEHICLE LIFTS; WORK INCLUDES BUT IS NOT LIMITED TO NEW LIFTS, ELECTRICAL CONNECTIONS, AND FOUNDATIONS REQUIRED. EXISTING LIFTS TO REMAIN IN LIEU OF NEW LIFTS PROPOSED.

CLIN 003 -

ALL WORK ASSOCIATED WITH THE INSTALLATION OF NEW WINDOWS (W10 WINDOW TYPE). WORK SHALL INCLUDE BUT IS NOT LIMITED TO DEMOLITION OF EXISITNG METAL WALL PANEL FOR NEW WINDOWS & INSTALLATION OF NEW WINDOW WITH APPROPRIATE

FLASHINGS AND TRIMS.

CLIN 004 -

ALL WORK ASSOCIATED WITH FENCING MODIFICATIONS AND COMPACTED GRAVEL. WORK SHALL INCLUDE BUT IS NOT LIMITED TO THE REMOVAL OF EXISTING FENCE, GENERATOR PAD, AND TREES AS NOTED AND INSTALLATION OF NEW FENCE & COMPACTED

GRAVEL.

CLIN 005 -

ALL WORK ASSOCIATED WITH ROOF REINFORCING TO ACCOMMODATE INCREASED SNOW LOAD. SEE STRUCTURAL DRAWINGS.

DRAWING NO.

REVISIONS

APPROVEDCHECKED DATE PROJECT NO.SCALE

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ISSUED FOR 100% SUBMISSION

A B C D E F G H I

A B C D E F G H I

CHECKED

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DRAWN CHECKED

SHEET NO.

OF

TYAD PROJECT MANAGER TYAD DRAFTSPERSON

CHIEF ENV. MGMT DIV. CHIEF UTILITIES & GRNDS. DIV.

CHIEF SAFETY DIV. CHIEF FACILITIES MAINT. DIV.

CHIEF SECURITY DIV. CHIEF ENGINEERING DIV.

CHIEF FIRE & EMER. SVCS. COLONEL COMMANDER

OPERATING ACTIVITY PA. ONE CALL REGISTRATION NO.

A/E DRAFTSPERSON A/E PROJECT MANAGER

TOBYHANNA ARMY DEPOT

DIRECTORATE OF INSTALLATION SERVICES

TOBYHANNA, PENNSYLVANIA

PLOT DATE: PLOT SCALE: COR: E. KOVALESKI1:1

12" = 1'-0"

COVER SHEET

BUILDING 14 RENOVATIONS

2017-3101-001 14 -1-3704/30/2021

R. MILLER CS-1 19

E. KOVALESKI

R. SUPKOWSKI

04/30/2021

INDEX OF DRAWINGS

DRAWING NUMBER SHEET NUMBER TITLE

GENERAL

14 -1-37 CS-1 COVER SHEET

STRUCTURAL

14-2-9 S-1 GENERAL NOTES

14-2-10 S-2 SPECIAL INSPECTIONS

14-2-11 S-3 FOUNDATION PLAN - OVERALL

14-2-12 S-4 OFFICE ENTRANCE FOUNDATION PLAN

14-2-13 S-5 NEW LIFT FOUNDATION PLAN

14-2-14 S-6 CANOPY FDN PLAN

14-2-15 S-7 SECTIONS AND DETAILS

14-2-16 S-8 FRAMING PLAN AT EL 10'-9 3/4"

14-2-17 S-9 ROOF FRAMING PLAN

14-2-18 S-10 EXISTING BRIDGE CRANE REPLACEMENT

14-2-19 S-11 OFFICE ENTRANCE ROOF FRAMING PLAN

14-2-20 S-12 CANOPY FRAMING PLAN

14-2-21 S-13 COLUMN SCHEDULE AND DEATILS

14-2-22 S-14 SECTIONS AND DETAILS

ARCHITECTURAL

14-1-38 A-1 LEGENDS, NOTES, AND ABBREVIATIONS

14-1-39 A-2 LIFE SAFETY PLAN

14-1-40 A-3 ARCHITECTURAL SITE PLAN

14-1-41 A-4 FIRST FLOOR DEMOLITION PLAN

14-1-42 A-5 ROOF DEMOLITION PLAN

14-1-43 A-6 DEMOLITION ELEVATIONS

14-1-44 A-7 FIRST FLOOR NEW WORK PLAN

14-1-45 A-8 ROOF NEW WORK PLAN

14-1-46 A-9 EXTERIOR ELEVATIONS

14-1-47 A-10 BUILDING SECTIONS

14-1-48 A-11 WALL SECTION

14-1-49 A-12 ROOF DETAILS

14-1-50 A-13 REFLECTED CEILING NEW WORK PLAN

14-1-51 A-14 INTERIOR ELEVATIONS

14-1-52 A-15 DETAILS

14-1-53 A-16 SCHEDULES & DETAILS

14-1-54 A-17 WINDOW DETAILS

14-1-55 A-18 3D VIEWS

HVAC

14-4-13 H-1 HVAC LEGEND, NOTES, AND ABBREVIATIONS

14-4-14 H-2 HVAC DEMOLITION PLAN

14-4-15 H-3 HVAC NEW WORK FLOOR PLAN

14-4-16 H-4 HVAC NEW WORK ROOF PLAN

14-4-17 H-5 HVAC SCHEDULES

14-4-18 H-6 HVAC DETAILS

14-4-19 H-7 BAS CONTROL DIAGRAMS

PLUMBING

14-3-8 P-1 PLUMBING LEGEND, NOTES, AND ABBREVIATIONS

14-3-9 P-2 FIRST FLOOR DRAINAGE DEMOLITION PLAN

14-3-10 P-3 FIRST FLOOR WATER & GAS DEMOLITION PLAN

14-3-11 P-4 FIRST FLOOR DRAINAGE NEW WORK PLAN

14-3-12 P-5 FIRST FLOOR WATER NEW WORK PLAN

14-3-13 P-6 FIRST FLOOR GAS NEW WORK PLAN

14-3-14 P-7 PLUMBING ROOF PLAN

14-3-15 P-8 PLUMBING ENLARGED SCALE FLOOR PLANS

14-3-16 P-9 PLUMBING DETAILS

14-3-17 P-10 PLUMBING SCHEDULES

FIRE PROTECTION

14-3-17 F-1 FIRE PROTECTION LEGEND, NOTES, AND ABBREVIATIONS

14-3-18 F-2 FIRST FLOOR FIRE PROTECTION DEMOLITION PLAN

14-3-19 F-3 FIRST FLOOR FIRE PROTECTION NEW WORK PLAN

14-3-20 F-4 FIRE PROTECTION ENLARGED SCALE FLOOR PLANS

14-3-21 F-5 FIRE PROTECTION DETAILS

ELECTRICAL

14-5-13 E-1 ELECTRICAL LEGEND, NOTES, AND ABBREVIATIONS

14-5-14 E-2 ELECTRICAL DEMO PLAN

14-5-15 E-3 LIGHTING PLANS

14-5-16 E-4 SITE LIGHTING PLAN

14-5-17 E-5 POWER PLAN

14-5-18 E-6 EQUIPMENT POWER PLANS

14-5-19 E-7 EQUIPMENT POWER PLANS

14-5-20 E-8 SIGNAL PLAN

14-5-21 E-9 ELECTRICAL SINGLE LINES

14-5-22 E-10 ELECTRICAL SCHEDULES

14-5-23 E-11 ELECTRICAL SCHEDULES

Grand total: 66

NO. DATE DESCRIPTION

GENERAL NOTES:

GENERAL REQUIREMENTS:

ALL WORK SHALL BE DONE IN ACCORDANCE WITH UFC 3-301-01, TYAD

DESIGN GUIDE AND IN ACCORDANCE WITH THE INTERNATIONAL BUILDING

CODE (IBC), LATEST EDITION ADOPTED BY THE STATE OF PENNSYLVANIA

AND IN ACCORDANCE WITH THE LOCAL BUILDING DEPARTMENT

REQUIREMENTS. CONTRACTOR SHALL CONFORM TO THE MORE

STRINGENT REQUIREMENT.

ALL REFERENCED STANDARDS REFER TO LATEST EDITION, UNLESS NOTED

OTHERWISE.

CONTRACTOR SHALL REVIEW AND UNDERSTAND THE HAZARDOUS

MATERIALS REPORT DETAILING LOCATIONS OF HAZARDOUS MATERIALS

SUCH AS LEAD PAINT AND ASBESTOS. THE CONTRACTOR IS RESPONSIBLE

FOR REMOVING THESE MATERIALS AS REQUIRED TO COMPLETE THIS

PROJECT. ABATEMENT OF HAZARDOUS MATERIALS THAT IS NOT REQUIRED

FOR THE INSTALLATION OF THIS PROJECT IS NOT INCLUDED IN THIS SCOPE.

THE CONTRACTOR IS RESPONSIBLE FOR ADHERING TO ALL LOCAL, STATE

AND FEDERAL LAWS DURING ALL PHASES OF SELECTED ABATEMENT

INCLUDING, BUT NOT LIMITED TO, EMPLOYING

QUALIFIED/LICENSED WORKERS, PROVIDING ADEQUATE VENTILATION,

TESTING OF MATERIALS AND DISPOSAL.

THE CONTRACTOR SHALL REVIEW CIVIL, ARCHITECTURAL, PLUMBING AND

MECHANICAL DRAWINGS FOR DIMENSIONS, DETAILS, OPENINGS AND

PENETRATIONS NOT SHOWN ON STRUCTURAL DRAWINGS.

THE CONTRACTOR SHALL FIELD VERIFY EXISTING DIMENSIONS AND

CONDITIONS BEFORE PREPARING SHOP DRAWINGS, ORDERING OR

FABRICATING ANY MATERIALS. REPORT ANY DISCREPANCIES TO ENGINEER

PRIOR TO PROCEEDING WITH WORK.

CONTRACTOR SHALL PROTECT EXISTING FACILITIES, STRUCTURES AND

UTILITY LINES FROM DAMAGE.

CONTRACTOR SHALL BE RESPONSIBLE FOR ADEQUATE BRACING OF

STRUCTURAL MEMBERS, WALLS, AND NON-STRUCTURAL ITEMS DURING

CONSTRUCTION.

STRUCTURAL COMPONENTS AND SYSTEMS SHALL BE ERECTED AND

INSPECTED FROM SHOP DRAWINGS, STAMPED APPROVED BY THE

ENGINEER OF RECORD.

DRAWINGS ARE NOT TO BE SCALED FOR LOCATIONS, QUANTITY TAKEOFFS,

MATERIAL SIZES, ETC. (DIMENSIONS GOVERN).

DESIGN DATA:

2018 INTERNATIONAL BUILDING CODE & ASCE 7-16

OCCUPANCY CATEGORY IV

SNOW LOADS:

TERRAIN CAT. C

GROUND SNOW LOAD Pg = 50 PSF FLAT-ROOF SNOW LOAD Pf = 42 PSF (ENCLOSED)

= 50 PSF (OPEN)

SNOW EXPOSURE FACTOR Ce = (PER ELEMENT

ANALYZED)

SNOW LOAD IMPORTANCE FACTOR Is = 1.2 THERMAL FACTOR Ct = (PER ELEMENT

ANALYZED)

WIND LOADS:

PROCEDURE (PER SYSTEM / ELEMENT

ANALYZED)

ENCLOSURE CLASSIFICATION (PER SYSTEM / ELEMENT

ANALYZED)

BASIC WIND SPEED (3-SECOND GUST) V = 125 MPH

EXPOSURE CATEGORY EXP. C

BASIC VELOCITY PRESSURE 16 PSF

FLOOR LOADS:

LIVE LOAD:

OFFICE AREA 80 PSF

STAIRS 100 PSF

MECH/ELEC: 10 PSF

ROOF LOADS:

LIVE LOAD (ROOF) 20 PSF

SEISMIC DATA:

SEISMIC IMPORTANCE FACTOR IE = 1.5

SOIL SITE CLASSIFICATION D

SS= 0.146 S1 = 0.046

SDS = 0.156 SD1 = 0.074

SEISMIC DESIGN CATEGORY (PER SYSTEM / ELEMENT

ANALYZED)

RESPONSE MODIFICATION FACTOR (PER SYSTEM / ELEMENT

ANALYZED)

SEISMIC RESISTING SYSTEM (PER SYSTEM / ELEMENT

ANALYZED)

EXCAVATION:

IF WATER IS ENCOUNTERED IN THE EXCAVATION, THE CONTRACTOR IS

RESPONSIBLE FOR DEWATERING AS REQUIRED FOR INSPECTION,

CONSTRUCTION OF FOOTINGS AND PLACEMENT OF BACKFILL.

THE CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF ALL EXCAVATED

SLOPES. DIVERT ALL SURFACE RUNOFF AWAY FROM THE EXCAVATION

USING CURBING OR BARRIER PLACED ALONG THE TOP OF THE SLOPE. IF

REQUIRED, COVER THE EXCAVATED SLOPE WITH PLASTIC TO PROTECT

AGAINST INFILTRATION. PERFORM EXCAVATION IN ACCORDANCE WITH

OSHA REQUIREMENTS.

PRIOR TO EXCAVATION OR DEMOLITION, NOTIFY THE PENNSYLVANIA ONE

CALL SYSTEM TO ASSURE THAT UNDERGROUND FACILITIES ARE

IDENTIFIED. PENNSYLVANIA LAW REQUIRES NO LESS THAN THREE, NOR

MORE THAN TEN, WORKING DAYS NOTICE BEFORE YOU DIG. THE PHONE

NUMBER OF THE PENNSYLVANIA ONE CALL SYSTEM IS 1-800-242-1776.

FOUNDATIONS:

GEOTECHNICAL EVALUATION NOT PROVIDED

MAXIMUM ALLOWABLE BEARING PRESSURE = 3000 PSF (SOIL)(ASSUMED

TO BE VERIFIED BY GEOTECHNICAL ENGINEER)

UNLESS OTHERWISE NOTED BOTTOM OF EXTERIOR FOOTINGS SHALL BE A

MINIMUM OF 52" BELOW FINISHED GRADE, STEPPED DOWN AS NECESSARY

TO AVOID UTILITY INTERFERENCE.

REGARDLESS OF ELEVATIONS SHOWN, ALL FOOTINGS SHALL BEAR ON FIRM

ORIGINAL SOIL OR LOAD-BEARING FILL. IN THE EVENT THAT FIELD

CONDITIONS INDICATE A DEVIATION FROM DESIGN ASSUMPTIONS, THE

ENGINEER SHALL BE NOTIFIED IMMEDIATELY.

BACKFILL FOR STRUCTURES - PENNDOT 2A SELECT STRUCTURAL OR

GRANULAR MATERIAL WITH A MINIMUM INTERNAL FRICTION ANGLE OF 30°, A

MINIMUM DENSITY OF 128 PCF AND A MAXIMUM PARTICLE SIZE OF 3".

PREPARE SUBGRADE BY VIBRATORY COMPACTION PRIOR TO FINAL

GRADING. COMPACT TO AT LEAST 95% OF THE MAXIMUM DRY WEIGHT

DENSITY OF THE SUBGRADE MATERIAL, PER ASTM D-1557.

PLACE FILL IN LIFTS NOT TO EXCEED 10" LOOSE THICKNESS FOR HEAVY

MECHANICAL COMPACTION EQUIPMENT AND 4" FOR MECHANICAL HAND

METHODS, COMPACT TO 95% OF THE MAXIMUM DENSITY ACHIEVED PER

ASTM D-1557.

REMOVE ALL UNSUITABLE MATERIAL OR LOOSE SOIL WHICH CANNOT BE

ADEQUATELY COMPACTED AND REPLACE WITH COMPACTED NO. 2A

COARSE AGGREGATE.

CONCRETE:

USE REGULAR WEIGHT CONCRETE WITH TYPE I OR TYPE 2 CEMENT PER

ASTM C150, AGGREGATE PER ASTM C33 AND POTABLE WATER.

MAXIMUM AGGREGATE SIZE = 1 1/2".

ALL CONCRETE DESIGN BY ULTIMATE STRENGTH METHOD.

MINIMUM ULTIMATE COMPRESSIVE STRENGTH AT 28 DAYS:

FOUNDATION CONCRETE (AND CONCRETE EXPOSED TO FREEZING AND

THAWING)

4500 psi (AIR ENTRAINING 5.5%, ± 1.5%, 4 INCH SLUMP +/-1 INCH)

FLOOR SLAB (NOT EXPOSED TO WEATHER):

4000 psi (AIR ENTRAINING 0%, 4 INCH SLUMP +/-1 INCH)

MINIMUM ULTIMATE COMPRESSIVE STRENGTH AT 7 DAYS:

(WHEN REQUIRED)

SLAB CONCRETE (EXTERIOR):

4000 psi (AIR ENTRAINING 6%, ± 1%, 3 TO 4 INCH SLUMP)

CONCRETE CURING:

WET BURLAP, POLYETHYLENE SHEETS OR CURING COMPOUND.

CONTINUE CURING UNTIL TEST CYLINDERS REACH DESIGN STRENGTH (7

DAYS MINIMUM). CONCRETE TEMPERATURE SHALL BE MAINTAINED AT

OR ABOVE 50° F DURING CURING.

SLUMP TESTING:

ASTM C-143; ONE (1) TEST AT POINT OF DISCHARGE FOR EACH DAY'S

POUR FOR EACH TYPE OF CONCRETE; ADDITIONAL TESTS IF CONCRETE

CONSISTENCY IS DEEMED TO HAVE CHANGED.

AIR CONTENT TESTING:

ASTM C-173, VOLUMETRIC METHOD FOR LIGHTWEIGHT OR NORMAL

WEIGHT CONCRETE; ASTM C-231 PRESSURE METHOD FOR NORMAL

WEIGHT CONCRETE; ONE (1) FOR EACH DAY'S POUR OF EACH TYPE OF

AIR ENTRAINED CONCRETE.

CONCRETE TEMPERATURE:

ASTM C-1064; TEST HOURLY WHEN AIR TEMPERATURE IS 40 DEG. F (4

DEG. C) AND BELOW, AND WHEN 80 DEG. F (27 DEG. C) AND ABOVE; AND

EACH TIME A SET OF COMPRESSION TEST SPECIMENS IS MADE. TEST

OVERNIGHT WITH A HIGH LOW THERMOMETER.

COMPRESSION TEST SPECIMEN:

ASTM C-31; ONE (1) SET OF FOUR (4) CYLINDERS FOR EACH

COMPRESSION STRENGTH TEST, UNLESS DIRECTED OTHERWISE.

COMPRESSIVE STRENGTH TESTS:

ASTM C-39; 0NE (1) SET OF CYLINDERS FOR COMPRESSIVE STRENGTH

TESTS FOR EACH CLASS OF CONCRETE PLACED EACH DAY SHALL BE

TAKEN NOT LESS THAN ONCE A DAY, NOR LESS THAN ONCE FOR EACH

150 CUBIC YARDS OF EACH CONCRETE CLASS PLACED IN ANY ONE DAY,

NOR LESS THAN ONCE FOR 5000 SQUARE FEET OF SURFACE AREA FOR

SLABS OR WALLS. ONE (1) SPECIMEN TESTED AT SEVEN (7) DAYS, TWO

(2) SPECIMENS TESTED AT 28 DAYS AND ONE (1) SPECIMEN RETAINED IN

RESERVE FOR LATER TESTING IF REQUIRED. WHEN FREQUENCY OF

TESTING WILL PROVIDE LESS THAN FIVE (5) STRENGTH TESTS FOR A

GIVEN CLASS OF CONCRETE, CONDUCT TESTING FROM AT LEAST FIVE

(5) RANDOMLY SELECTED BATCHES OR FROM EACH BATCH IF FEWER

THAN FIVE (5) ARE USED.

REINFORCING STEEL - ASTM A615, GRADE 60.

BEND, PLACE AND SUPPORT REINFORCING BARS IN ACCORDANCE WITH

ACI 315 AND ACI 318.

USE WELDED WIRE FABRIC ASTM A185 & A497 WITH AN ULTIMATE

STRENGTH OF 70,000 PSI. PROVIDE IN FLAT SHEETS ONLY.

FOR FLOOR SLABS, SUPPORT WELDED WIRE FABRIC ON CHAIRS.

PROVIDE A MINIMUM OF ONE (1) CHAIR FOR EVERY 25 SQ. FT. OF

REINFORCEMENT AREA.

PROVIDE MINIMUM LAP AND EMBEDMENT LENGTH OF 40 BAR DIAMETERS

OR IN ACCORDANCE WITH ACI 318, WHICHEVER IS GREATER, UNLESS

NOTED OTHERWISE.

ALL REINFORCING STEEL MARKED ''CONT.'' OR ''CONTINUOUS'' SHALL BE

LAPPED A MINIMUM OF 40 BAR DIAMETERS AT SPLICES AND AROUND

CORNERS OF INTERSECTIONS WITH A STANDARD 90 DEGREE BEND ON

CORNER BARS.

LAP WELDED WIRE FABRIC 6'' MINIMUM.

PROVIDE A 2'' CONCRETE COVER ON REINFORCING BARS EXCEPT AS

NOTED.

CHAMFER EXPOSED EDGES 3/4" x 3/4", EXCEPT AS NOTED.

REFER TO ELECTRICAL, MECHANICAL & ARCHITECTURAL DRAWINGS FOR

ANY ADDITIONAL SLEEVES, ANCHORS, VENT OPENINGS, ETC. NOT

SHOWN ON STRUCTURAL PLANS, THAT MAY BE REQUIRED.

PROVIDE DOVETAIL SLOTS, ANCHORS, RECESSES, ETC., WHERE

NECESSARY AND INDICATED ON CONTRACT DRAWINGS.

MINIMUM REINFORCING FOR SECTIONS NOT SHOWN SHALL BE #4 @ 12"

EACH WAY.

PROVIDE CORNER BARS AND STANDARD LAP SPLICES ON EACH FACE AT

WALL CORNERS AND INTERSECTIONS.

PROVIDE PVC (OR OTHER NON-CORROSIVE MATERIAL) SLEEVES FOR ALL

PENETRATIONS.

STRUCTURAL STEEL:

DETAIL FABRICATED AND ERECTED STRUCTURAL STEEL IN

ACCORDANCE WITH THE LATEST EDITION OF THE AMERICAN INSTITUTE

OF STEEL CONSTRUCTION (AISC) SPECIFICATIONS AND CODES.

STRUCTURAL STEEL W & WT SHAPES ASTM A992

GRADE 50

(FY = 50 KSI).

STRUCTURAL STEEL

CHANNELS, ANGLES, BARS, PLATES ASTM A36

HOLL0W STRUCTURAL SECTIONS (HSS) ASTM A500,

GRADE B

(FY = 46 KSI)

STEEL PIPE ASTM A53,

GRADE B

STEEL BOLTS ASTM-A325 TYPE N

UNLESS NOTED

OTHERWISE (U.N.O.)

WHERE A-325 SC IS

INDICATED PROVIDE

SLIP CRITICAL

BOLTED CONN'S

ANCHOR RODS ASTM F1554 GR. 36 S1

(U.N.O)

WELD OR BOLT SHOP CONNECTIONS. FOR FIELD CONNECTIONS USE

3/4" DIAMETER HIGH STRENGTH INSTALLED TO THE "SNUG TIGHT"

CONDITION DESCRIBED IN AISC SPECIFICATIONS FOR STRUCTURAL

JOINTS, USING ASTM A-325 OR A490 BOLTS. FIELD WELDING WILL BE

PERMITTED WHERE SPECIFICALLY CALLED FOR ON THE DRAWINGS.

CONNECTIONS NOT SHOWN SHALL BE DESIGNED TO SUPPORT THE

BEAM REACTIONS SPECIFIED ON THE DRAWINGS. IF NO REACTIONS ARE

PROVIDED, CONNECTIONS SHALL BE DESIGNED TO SUPPORT 1/2 THE

TOTAL UNIFORM LOAD CAPACITY FOR THE PARTICULAR BEAM AND SPAN

AS LISTED IN THE AISC MANUAL OF STEEL CONSTRUCTION.

PERFORM WELDING IN ACCORDANCE WITH THE AMERICAN WELDING

SOCIETY "STRUCTURAL WELDING CODE". CONFORM TO AWS D1.1 E7O

ELECTRODES.

NON-SHRINK GROUT - PRE-MIXED, NON-METALLIC, CEMENT-BASED

GROUT, MEETING THE REQUIREMENTS OF ASTM C827, ASTM C109 & CRD

C-621, WITH A MINIMUM COMPRESSIVE STRENGTH OF 7000 psi AT 28

DAYS.

PROVIDE SHORING/BRACING FOR A SAFE STRUCTURE UNTIL ALL FINAL

CONNECTIONS ARE MADE. DESIGN SHALL BE BY STEEL ERECTOR.

PROVIDE MISCELLANEOUS PLATES, ANGLES AND ANCHORS AS SHOWN

OR NOTED ON THE STRUCTURAL AND ARCHITECTURAL DRAWINGS.

ALL CUTTING AND BLOCKING OF STEEL SHALL BE SHOWN ON SHOP

DRAWINGS AND PERFORMED IN SHOP. FIELD BURNING IS NOT

ALLOWED.

PAINTING (STEEL):

CONFORM TO SSPC (STRUCTURAL STEEL PAINTING COUNCIL) - STEEL

STRUCTURES PAINTING MANUAL.

SHOP PRIME ALL STRUCTURAL STEEL EXCEPT WHERE ENCASED IN

CONCRETE, FIELD WELDED OR IN SLIP-CRITICAL CONNECTIONS. TOUCH

UP IN FIELD.

MASONRY

PROVIDE ALL MASONRY CONSTRUCTION IN ACCORDANCE WITH

"AMERICAN STANDARD BUILDING CODE FOR MASONRY" OF THE

AMERICAN NATIONAL STANDARDS INSTITUTE AND "SPECIFICATIONS FOR

THE DESIGN AND CONSTRUCTION OF LOAD-BEARING CONCRETE

MASONRY" OF THE NATIONAL CONCRETE MASONRY ASSOCIATION.

PROVIDE MATERIALS THAT CONFORM TO THE FOLLOWING:

HOLLOW CONCRETE BLOCK UNITS ASTM C90 NON-MOISTURE

CONTROLLED

SOLID CONCRETE BLOCK UNITS ASTM C145

MORTAR ASTM C270

TYPE M (BELOW GRADE)

TYPE N or S (ABOVE GRADE)

GROUT ASTM C476, HIGH SLUMP

JOINT REINFORCING ASTM A82

REINFORCING STEEL ASTM A615, GRADE 60

MASONRY COMPRESSIVE STRENGTH, f'm = 1500 PSI

PROVIDE CONCRETE MASONRY UNITS WITH A COMPRESSIVE STRENGTH

OF 1900 PSI.

PROVIDE GROUT WITH A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI

AT 28 DAYS.

DO NOT USE ADMIXTURES IN MORTAR OR GROUT THAT CONTAIN

CHLORIDES.

DO NOT SUBSTITUTE MORTAR FOR GROUT.

CONSTRUCT ALL MASONRY IN A RUNNING BOND PATTERN, CORNERS

SHALL HAVE A STANDARD BOND BY OVERLAPPING, UNLESS OTHERWISE

NOTED.

LAY MASONRY IN A FULL BED OF MORTAR.

VERTICAL REINFORCING BARS SHALL BE INSTALLED IN ALL WALLS AND

PARTITIONS AS SHOWN ON PLANS. IN ADDITION TO THE ABOVE NOTED

REINFORCING; INSTALL TWO (2) VERTICAL BARS ON BOTH SIDES OF

CONTROL JOINTS, AT ALL EXTERNAL CORNERS, AT INTERSECTIONS OF

ALL WALLS AND PARTITIONS, AND WHERE HORIZONTAL BARS ARE

INTERRUPTED BY ANY INTERFERENCES. INSTALL TWO (2) VERTICAL

BARS ON BOTH SIDES OF ALL OPENINGS & EXTEND BARS INTO BOND

BEAMS ABOVE AND BELOW. THE SIZE OF ALL BARS NOTED ABOVE

SHALL BE #5 BARS.

VERTICAL REINFORCING SHALL EXTEND CONTINUOUS FROM FOOTING

TO TOP OF WALL. REINFORCING SHALL BE LAPPED 40 BAR DIAMETERS

OR 24 INCHES. WHICHEVER IS GREATER AT ALL SPLICES.

ALL CELLS OF CMU CONTAINING REINFORCING SHALL BE FILLED SOLID

WITH GROUT AS SPECIFIED.

ALL VERTICAL REINFORCING IN WALLS SHALL BE CENTERED UNLESS

OTHERWISE NOTED.

PROVIDE HOT DIP GALVANIZED TRUSS TYPE HORIZONTAL JOINT

REINFORCEMENT AS FOLLOWS:

16'' O.C. ABOVE & BELOW GRADE

IN ADDITION, PLACE MASONRY JOINT REINFORCEMENT IN FIRST &

SECOND HORIZONTAL JOINTS ABOVE AND BELOW OPENINGS. EXTEND

MINIMUM 16 INCHES EACH SIDE OF OPENING. USE SHOP FABRICATED

SPECIAL PIECES AT ALL CORNERS AND TEES.

INSTALL HORIZONTAL REINFORCING IN BOND BEAMS, AS NOTED ON

DRAWINGS.

REINFORCING BARS IN BOND BEAMS SHALL BE LAPPED 40 BAR

DIAMETERS OR 24'' WHICHEVER IS GREATER; AT CORNERS AND

INTERSECTIONS, BAR SPLICES SHALL BE STAGGERED.

ALL HORIZONTAL AND VERTICAL REINFORCING BARS IN MASONRY

WALLS SHALL BE SUPPORTED BY GALVANIZED WIRE CENTERING

DEVICES AND CAGING CLIPS TO INSURE PROPER COVERAGE OF STEEL.

REINFORCING BARS IN BOND BEAMS SHALL BE DISCONTINUOUS AT

CONTROL JOINTS.

HORIZONTAL JOINT REINFORCEMENT SHALL BE DISCONTINUOUS AT

CONTROL JOINTS.

INTERLOCK CORNERS AND INTERSECTIONS OF ALL MASONRY WORK,

ALL WALLS AND PARTITIONS SHALL BE ANCHORED TO INTERSECTION

WALLS BY RIGID STEEL ANCHORS AS SPECIFIED.

BEAR LINTELS A MINIMUM OF ONE INCH PER FOOT OF OPENING WIDTH

WITH A MINIMUM BEARING OF 6 INCHES. (UNLESS NOTED OTHERWISE).

LINTELS HALL BEAR ON GROUTED HOLLOW OR SOLID MASONRY.

FILL CORES OF MASONRY WITH GROUT A MINIMUM OF 2 COURSES

BELOW LINTELS AND STEEL BEAMS UNLESS OTHERWISE NOTED.

WHEN AMBIENT TEMPERATURE IS BELOW 40° F, OR EXCEEDS 100° F OR

90° F WITH A WIND VELOCITY GREATER THAN 8 mph, IMPLEMENT

COLD/HOT WEATHER PROCEDURES IN ACCORDANCE WITH ACI 530.1

SPECIFICATION FOR MASONRY STRUCTURES.

SUBMIT SHOP DRAWINGS WHICH DETAIL REINFORCEMENT FOR ALL

WALLS AND PIERS.

CONTRACTOR TO DESIGN, FURNISH AND INSTALL ALL SHORING &

BRACING NECESSARY FOR ERECTION OF THE MASONRY.

SHOP DRAWING SUBMITTALS

REVIEW BY ARCHITECT/STRUCTURAL ENGINEER OF RECORD OF

SUBMITTALS IS FOR GENERAL CONFORMANCE WITH THE DESIGN

CONCEPT AS PRESENTED BY THE CONTRACT DOCUMENTS. NO

DETAILED CHECK OF QUANTITIES OR DIMENSIONS WILL BE MADE.

THE GENERAL CONTRACTOR IS RESPONSIBLE FOR ASSURING THAT ALL

SUBMITTALS COMPLY WITH THE LATEST PROJECT PLANS,

SPECIFICATIONS, GOVERNING CODES AND REGULATIONS;

AND, IS SOLELY RESPONSIBLE FOR CONFIRMING ALL QUANTITIES,

DIMENSIONS, FABRICATION TECHNIQUES AND COORDINATING WORK

WITH ALL TRADES.

SHOP DRAWINGS ARE TO BE SUBMITTED IN A TIMELY MANNER

ALLOWING ADEQUATE TIME FOR PROCESSING. AN AVERAGE SUBMITTAL

WILL BE REVIEWED WITHIN FOURTEEN (14) CALENDAR DAYS OF

RECEIPT BY ARCHITECT/STRUCTURAL ENGINEER OF RECORD.

ALL SUBMITTALS ARE TO BE ACCOMPANIED BY A LETTER OF

TRANSMITTAL.

ALL SHOP DRAWINGS MUST BEAR EVIDENCE OF THE CONTRACTOR'S

APPROVAL PRIOR TO SUBMITTING TO ARCHITECT/STRUCTURAL

ENGINEER OF RECORD.

ALL CHANGES AND ADDITIONS MADE ON RE-SUBMITTALS MUST BE

CLEARLY FLAGGED AND NOTED. THE PURPOSE OF THE RE-SUBMITTALS

MUST BE CLEARLY NOTED ON THE LETTER OF TRANSMITTAL. THE

REVIEW OF THE RE-SUBMITTALS WILL BE LIMITED TO THOSE ITEMS

CAUSING THE RESUBMISSION.

FOR CRITERIA APPLICABLE TO SHOP DRAWINGS REQUIRING

ENGINEERING INPUT BY A SPECIALTY ENGINEER, SEE THE FOLLOWING

NOTES FOR "SHOP DRAWINGS REQUIRING ENGINEERING INPUT BY

SPECIALTY ENGINEER" AND THE NOTES FOR THE INDIVIDUAL

COMPONENTS AND SYSTEMS.

SHOP DRAWINGS NOT MEETING THE ABOVE CRITERIA OR SUBMITTED

AFTER FABRICATION WILL NOT BE REVIEWED.

THE STRUCTURAL CONTRACT DOCUMENTS ARE NOT TO BE

REPRODUCED FOR USE AS SHOP DRAWINGS.

SHOP DRAWINGS REQUIRING ENGINEERING INPUT BY SPECIALTY

ENGINEER

SHOP DRAWINGS AND CALCULATIONS ARE REQUIRED TO BE PREPARED

BY SPECIALTY ENGINEER,

(NOT THE ARCHITECT/STRUCTURAL ENGINEER OF RECORD) WHO

SPECIALIZES IN AND WHO UNDERTAKES THE DESIGN OF STRUCTURAL

COMPONENTS OR STRUCTURAL SYSTEMS INCLUDED IN THE SPECIFIED

SUBMITTALS FOR THIS PROJECT. SPECIALTY ENGINEER SHALL BE:

A) AN EMPLOYEE OR OFFICER OF A FABRICATOR.

B) AN EMPLOYEE OR OFFICER OF AN ENTITY SUPPLYING

COMPONENTS TO FABRICATOR.

C) AN INDEPENDENT CONSULTANT RETAINED BY THE FABRICATOR

OR HIS SUPPLIER.

SHOP DRAWINGS REQUIRING A SPECIALTY ENGINEER ARE FABRICATION

AND ERECTION DRAWINGS PREPARED FOR, BUT NOT LIMITED TO THE

FOLLOWING ITEMS:

CONCRETE REINFORCEMENT BARS, WOOD I-JOISTS, WOOD ROOF

TRUSSES, STRUCTURAL STEEL,

STEEL STAIRS AND MISCELLANEOUS STRUCTURAL STEEL AND

PLATFORMS .

CALCULATIONS AND SHOP DRAWINGS SHALL IDENTIFY SPECIFIC

PRODUCTS UTILIZED. GENERIC SUBMITTALS WILL NOT BE ACCEPTED.

COMPUTER PRINTOUTS ARE AN ACCEPTABLE SUBSTITUTE FOR MANUAL

COMPUTATIONS, WHEN REQUIRED, PROVIDED THEY ARE ACCOMPANIED

BY SUFFICIENT DESCRIPTIVE INFORMATION TO PERMIT THEIR PROPER

EVALUATION. SUCH DESCRIPTIVE INFORMATION SHALL BEAR THE

IMPRESSED SEAL AND SIGNATURE OF THE SPECIALTY ENGINEER AS AN

INDICATION THAT HE HAS ACCEPTED RESPONSIBILITY FOR THE

RESULTS.

CATALOG INFORMATION ON STANDARD PRODUCTS DOES NOT REQUIRE

THE SEAL OF A SPECIALTY ENGINEER.

REVIEW BY ARCHITECT/STRUCTURAL ENGINEER OF RECORD OF

SUBMITTALS IS LIMITED TO VERIFYING THE FOLLOWING:

A) SPECIFIED STRUCTURAL SUBMITTALS HAVE BEEN FURNISHED.

B) STRUCTURAL SUBMITTALS HAVE BEEN SIGNED AND SEALED BY

THE SPECIALTY ENGINEER.

C) SPECIALTY ENGINEER HAS UNDERSTOOD THE DESIGN INTENT

AND HAS USED THE SPECIFIED STRUCTURAL CRITERIA. NO DETAILED

CHECK OF CALCULATIONS WILL BE MADE.

D) THE CONFIGURATION SET FORTH IN THE STRUCTURAL

SUBMITTALS IS CONSISTENT WITH THE CONTRACT DOCUMENTS. NO

DETAILED CHECK OF DIMENSIONS OR QUANTITIES WILL BE MADE.

STEEL JOISTS AND JOIST GIRDERS

MATERIAL, DESIGN, FABRICATION, AND ERECTION SHALL BE IN

ACCORDANCE WITH THE STANDARD SPECIFICATIONS OF THE STEEL

JOIST INSTITUTE (SJI).

TOP AND BOTTOM CHORD BRIDGING SHALL BE SIZED AND SPACED BY

THE JOIST MANUFACTURER IN ACCORDANCE WITH SJI SPECIFICATIONS.

GENERAL CONTRACTOR COORDINATE MISCELLANEOUS STEEL FOR

TERMINATION AND CONNECTION OF BRIDGING AS REQUIRED BY SJI.

CONNECT JOISTS AND JOISTS GIRDERS TO SUPPORTS PER SJI

REQUIREMENTS.

DESIGN JOISTS, JOIST GIRDERS, CONNECTIONS AND BRIDGING FOR A

NET UPLIFT OF 15 PSF.

THE DRAWINGS INDICATE LOADS CONSIDERED FOR DESIGN OF JOISTS

AND JOIST GIRDERS, ANY CONCENTRATED LOAD IN EXCESS OF 50

POUNDS NOT SHOWN ON THE DRAWINGS SHALL BE COORDINATED WITH

THE STRUCTURAL ENGINEER.

JOIST TOP CHORD EXTENSIONS SHALL BE DESIGNED BY THE JOIST

MANUFACTURER TO SUPPORT A TOTAL SERVICE LOAD OF 80 POUNDS

PER SQUARE FOOT AND LIMITED TO A MAXIMUM TOTAL LOAD

DEFLECTION OF L/240.

STEEL DECK

MATERIAL, DESIGN, FABRICATION, AND INSTALLATION SHALL BE IN

ACCORDANCE WITH THE STANDARD SPECIFICATIONS OF THE STEEL

DECK INSTITUTE (SDI).

STEEL DECK SHALL BE CUT TO LENGTHS TO PROVIDE A MINIMUM OF

THREE SPAN CONDITION, STEEL DECK SUBMITTAL DRAWINGS SHALL

CLEARLY INDICATE BY CLOUDING ONE OR TWO SPAN CONDITIONS.

STEEL DECK SHALL BE FASTENED THROUGH THE DECK ONTO THE

SUPPORTING MEMBERS AND AT SIDELAPS PER THE DRAWINGS. USE

WELDING WASHERS AS REQUIRED TO PREVENT BURN-THROUGH OF

STEEL DECK.

ALL STEEL ROOF DECK NOT EXPOSED TO WEATHER SHALL BE PRIME

PAINTED. ALL STEEL DECK TO RECEIVE CONCRETE TOPPING SHALL BE

G60 GALVANIZED IN CONFORMANCE WITH ASTM A653. ALL DECK

EXPOSED TO WEATHER SHALL BE G90 GALVANIZED IN CONFORMANCE

WITH ASTM A653.

STEEL DECK MANUFACTURER SHALL PROVIDE ALL REQUIRED

ACCESSORIES.

@ AT

ACI AMERICAN CONCRETE INSTITUTE

ADDL ADDITIONAL

AFF ABOVE FINISHED FLOOR

AISC AMERICAN INSTITUTE OF STEEL

CONSTRUCTION

ALT ALTERNATE

AR ANCHOR ROD

ARCH ARCHITECT/ARCHITECTURAL

ASTM AMERICAN SOCIETY FOR TESTING & MATERIAL

AWS AMERICAN WELDING SOCIETY

BCX BOTTOM CHORD EXTENSION

BFF BELOW FINISHED FLOOR

BLDG BUILDING

BM BEAM

BOS BOTTOM OF STEEL

BRG BEARING

CJ CONTROL JOINT

CL or ℄ CENTER LINE

CLGR CENTERLINE OF GUARDRAIL

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONST JT CONSTRUCTION JOINT

CONT CONTINUOUS

CONTR CONTRACTOR

CTRD CENTERED

DEPR DEPRESSION/DEPRESSED

DET DETAIL

DIAG DIAGONAL

DIA or ∅ DIAMETER

DIM DIMENSION

DIST DISTANCE

DWG(S) DRAWING(S)

DWL(S) DOWEL(S)

EA EACH

ELEV or EL ELEVATION

EMBED EMBEDMENT/EMBEDDED

ENGR ENGINEER

EQ EQUAL

EQUIP EQUIPMENT

EF EACH FACE

EJ EXPANSION JOINT

EOD EDGE OF DECK

EOG EDGE OF GRATING

EOP EDGE OF PLATE

EOS EDGE OF SLAB

EW EACH WAY

EXIST or (E)EXISTING

EXP EXPANSION

EXT EXTERIOR

FLR FLOOR

FDN FOUNDATION

FFE FINISHED FLOOR ELEVATION

FS FAR SIDE

FTG FOOTING

GA GAUGE/GAGE

GALV GALVANIZED

HI HIGH

HORIZ HORIZONTAL

HSS HOLLOW STRUCTURAL SECTION

INT INTERIOR

JT JOINT

K KIP(S)

KB KNEE BRACE

KSI KIPS PER SQUARE INCH

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LO LOW

MAX MAXIMUM

MC MOMENT CONNECTION

MECH MECHANICAL

MFR MANUFACTURER

MID MIDDLE

MIN MINIMUM

MISC MISCELLANEOUS

d NAILS/PENNY

NA NOT APPLICABLE

No or # NUMBER

NS NEAR SIDE

NTS NOT TO SCALE

NWC NORMAL WEIGHT CONCRETE

OC ON CENTER

OPNG OPENING

PL or ⅊ PLATE

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PT PRESSURE TREATED

REF REFERENCE

REINF REINFORCING

REQD REQUIRED

SCHED SCHEDULE

SIM SIMILAR

SPECS SPECIFICATIONS

STD STANDARD

STIFF STIFFENER

STL STEEL

STRL STRUCTURAL

TCX TOP CHORD EXTENSION

TOC TOP OF CONCRETE

TOF TOP OF FOOTING

TOP TOP OF PIER

TOS TOP OF STEEL

TOW TOP OF WALL

TYP TYPICAL

UNO UNLESS OTHERWISE NOTED

VERT VERTICAL

VIF VERIFY IN FIELD

WWF WELDED WIRE FABRIC

ABBREVIATIONS

DRAWING NO.

REVISIONS

APPROVEDCHECKED DATE PROJECT NO.SCALE

T H

IS

D

R A

W

IN

G R

E P

R E

S E

N T

S A

D E

S

IG

N I N

T E

N T

A N

D C

O N

C E

P T

O N

L Y

T

H

IS

D O

C U

M E

N T

A N

D A

L L A

S S

O C

IA

T

E D

D O

C U

M E

N T

S A

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P R

E P

A R

E D

F O

R A

S P

E C

IF

IC

S

IT

E A

N D

E V

E N

T

A N

D I N

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R P

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A T

E C

A L C

U L A

T

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N S

A N

D M

E A

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N T

S A

V A

IL

A

B L E

F R

O M

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F D

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IN

G

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O F

T H

IS

D

E S

IG

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A N

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D T

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N T

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R T

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S P

E C

IF

II

E

D A

N D

N A

M E

D E

V E

N T

O N

L Y

ISSUED FOR 100% SUBMISSION

A B C D E F G H I

A B C D E F G H I

CHECKED

APPROVEDCHECKED

APPROVEDCHECKED

CHECKEDCHECKED

CHECKEDCHECKED

DRAWN CHECKED

SHEET NO.

OF

TYAD PROJECT MANAGER TYAD DRAFTSPERSON

CHIEF ENV. MGMT DIV. CHIEF UTILITIES & GRNDS. DIV.

CHIEF SAFETY DIV. CHIEF FACILITIES MAINT. DIV.

CHIEF SECURITY DIV. CHIEF ENGINEERING DIV.

CHIEF FIRE & EMER. SVCS. COLONEL COMMANDER

OPERATING ACTIVITY PA. ONE CALL REGISTRATION NO.

A/E DRAFTSPERSON A/E PROJECT MANAGER

TOBYHANNA ARMY DEPOT

DIRECTORATE OF INSTALLATION SERVICES

TOBYHANNA, PENNSYLVANIA

PLOT DATE: PLOT SCALE: COR: E. KOVALESKI1:1

12" = 1'-0"

GENERAL NOTES

BUILDING RENOVATIONS

2017-3101-001 14-2-904/30/2021

R. MILLER S-1 14

E. KOVALESKI

C. MODESTO

04/30/2021

DRAWING

NUMBER

SHEET

NUMBER Sheet Name 0

/1

/2

R E

V

IE

W

/2 /2

S

U B

M

IS

S

IO

N

/1 /2

S

U B

M

IS

S

IO

N

/3 /2

R E

-S U

B M

IS

S

IO

N

/3 /2

S U

B M

IS

S

IO

N

14-2-9 S-1 GENERAL NOTES X X X X X

14-2-10 S-2 SPECIAL INSPECTIONS X X X X X

14-2-11 S-3 FOUNDATION PLAN - OVERALL X X X X

14-2-12 S-4 OFFICE ENTRANCE FOUNDATION PLAN X X X X

14-2-13 S-5 NEW LIFT FOUNDATION PLAN X X

14-2-14 S-6 CANOPY FDN PLAN X X X

14-2-15 S-7 SECTIONS AND DETAILS X X

14-2-16 S-8 FRAMING PLAN AT EL 10'-9 3/4" X X X

14-2-17 S-9 ROOF FRAMING PLAN X X X X

14-2-18 S-10 EXISTING BRIDGE CRANE REPLACEMENT X X X

14-2-19 S-11 OFFICE ENTRANCE ROOF FRAMING PLAN X X X

14-2-20 S-12 CANOPY FRAMING PLAN X X X

14-2-21 S-13 COLUMN SCHEDULE AND DEATILS X X

14-2-22 S-14 SECTIONS AND DETAILS X X X

STRUCTURAL DRAWINGS

LIST AND ISSUANCE RECORD

REQUIRED VERIFICATION AND SPECIAL INSPECTION OF CONCRETE CONSTRUCTION

VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REMARKS

1. INSPECTION OF REINFORCING STEEL, INCLUDING

PRE-STRESSING TENDONS, AND PLACEMENT

- X INSPECT REINFORCING FOR SIZE, QUANTITY, CONDITION AND PLACEMENT. VERIFY ADEQUATE COVER PER CONTRACT

DOCUMENTS

2. INSPECTION OF REINFORCING STEEL WELDING IN

ACCORDANCE WITH TABLE 1704.3, ITEM 5b.

- - VERIFY WELDABILITY OF REINFORCING STEEL OTHER THAN ASTM A706

3. INSPECTION OF BOLTS TO BE INSTALLED IN

CONCRETE PRIOR TO AND DURING PLACEMENT OF

CONCRETE WHERE ALLOWABLE LOADS HAVE BEEN

INCREASED OR WHERE STRENGTH DESIGN IS USED.

- X

4. INSPECTION OF ANCHORS AND

REINFORCING BARS

INSTALLED IN HARDENED CONCRETE.

- X

THE SPECIAL INSPECTOR MUST BE ON THE JOB SITE INITIALLY DURING THE ANCHOR INSTALLATION TO VERIFY ANCHOR TYPE, ANCHOR DIMENSIONS, CONCRETE TYPE, CONCRETE COMPRESSIVE STRENGTH, HOLE DIMENSIONS, HOLE CLEANING PROCEDURES, ANCHOR SPACING, EDGE DISTANCES, CONCRETE THICKNESS, ANCHOR EMBEDMENT AND TIGHTENING TORQUE. VERIFY THE INITIAL INSTALLATIONS OF EACH TYPE AND SIZE OF ADHESIVE ANCHOR.

SUBSEQUENT

INSTALLATIONS OF THE SAME ANCHOR TYPE AND SIZE BY THE SAME CONSTRUCTION PERSONNEL WILL BE PERMITTED

TO

BE PREFORMED IN THE ABSENCE OF THE SPECIAL INSPECTOR.

5.

VERIFY USE OF REQUIRED DESIGN MIX.

- X

6. AT THE TIME FRESH CONCRETE IS SAMPLED TO

FABRICATE SPECIMENS FOR STRENGTH TESTS,

PREFORM SLUMP TEST AND AIR CONTENT TESTS, AND

DETERMINE THE TEMPERATURE OF THE CONCRETE.

X - TEST AND EVALUATE ACCORDING TO CONTRACT DOCUMENTS.

7. INSPECTION OF CONCRETE AND SHOTCRETE

PLACEMENT FOR PROPER APPLICATION TECHNIQUES.

X -

8. INSPECTION FOR MAINTENANCE OF SPECIFIED

CURING TEMPERATURE AND TECHNIQUES.

- X OBSERVE PROCEDURE FOR CONFORMANCE TO CONTRACT DOCUMENTS.

9. VERIFICATION OF IN-SITU CONCRETE STRENGTH,

PRIOR TO STRESSING OF TENDONS IN

POST-TENSIONED CONCRETE AND PRIOR TO

REMOVAL OF SHORES AND FORMS FROM BEAMS AND

STRUCTURAL SLABS.

- X

10. INSPECT FORM WORK FOR SHAPE, LOCATION AND

DIMENSIONS OF THE CONCRETE MEMBER BEING

FORMED.

- X

REQUIRED VERIFICATION AND INSPECTION OF SOILS

VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REMARKS

1. VERIFY MATERIALS BELOW SHALLOW

FOUNDATIONS ARE ADEQUATE TO

ACHIEVE THE DESIGN BEARING CAPACITY.

- X

2. VERIFY EXCAVATIONS ARE EXTENDED TO

PROPER DEPTH AND HAVE REACHED

PROPER MATERIAL.

- X

REFER TO CONTRACT DRAWINGS AND NOTES FOR

REQUIREMENTS

3. PERFORM CLASSIFICATION AND TESTING

OF COMPACTED FILL MATERIALS.

- X

REFER TO GEOTECHNICAL REPORT, NOTES AND

SPECIFICATIONS FOR REQUIREMENTS

4. VERIFY USE OF PROPER MATERIALS,

DENSITIES AND LIFT THICKNESS DURING

PLACEMENT AND COMPACTION OF

COMPACTED FILL.

X -

REFER TO GEOTECHNICAL REPORT, NOTES AND

SPECIFICATIONS FOR REQUIREMENTS

5. PRIOR TO PLACEMENT OF COMPACTED

FILL, OBSERVE SUBGRADE AND VERIFY

THAT SITE HAS BEEN PREPARED

PROPERLY.

- X

REFER TO GEOTECHNICAL REPORT, NOTES AND

SPECIFICATIONS FOR REQUIREMENTS

LEVEL 1 REQUIRED VERIFICATION AND INSPECTION OF MASONRY CONSTRUCTION

VERIFICATION AND INSPECTION REMARKSCONTINUOUS PERIODIC

1. COMPLIANCE WITH REQUIRED INSPECTION

PROVISIONS OF THE CONSTRUCTION DOCUMENTS

AND THE APPROVED SUBMITTALS SHALL BE VERIFIED.

- X REVIEW MATERIAL CERTIFICATIONS FOR CONFORMANCE TO CONTRACT DOCUMENTS.

2. VERIFICATION OF F'm AND F'aac PRIOR TO CONSTRUCTION

EXCEPT WHERE SPECIFICALLY EXEMPTED BY THE IBC.

- X

3. VERIFICATION OF SLUMP FLOW AND VSI AS DELIVERED TO

THE SITE FOR SELF-CONSOLIDATING GROUT.

X -

4. AS MASORNY CONSTRUCTION BEGINS. THE FOLLOWING SHALL BE VERIFIED TO ENSURE COMPLIANCE:

a. PROPORTIONS OF SITE-PREPARED MORTAR. - X

b. CONSTRUCTION OF MORTAR JOINTS. - X

c. LOCATION OF REINFORCEMENT CONNECTORS, PRE-STRESSING TENDONS AND ANCHORAGES.

- X

d. PRE-STRESSING TECHNIQUES. - X

e. GRADE AND SIZE OF PRE-STRESSING TENDONS AND

ANCHORAGES.

- X

5. DURING CONSTRUCTION THE INSPECTION PROGRAM SHALL VERIFY:

a. SIZE AND LOCATION OF STRUCTURAL ELEMENTS. - X

INSPECT SIZE AND PLACEMENT OF MASONRY FOR CONFORMANCE TO

CONTRACT

DOCUMENTS. ASSURE BOND BEAMS, LINTELS AND OTHER STRUCTURAL

ELEMENTS ARE

INSTALLED AS INDICATED IN CONTRACT DOCUMENTS.

b. TYPE, SIZE AND LOCATION OF ANCHORS, INCLUDING OTHER ETAILS OF THE ANCHORAGE OF

MASONRY TO STRUCTURAL EMBERS, FRAMES OR

OTHER CONSTRUCTION.

- X

c. SPECIFIED SIZE, GRADE, AND TYPE OF REINFORCEMENT, ANCHOR BOLTS, PRE-STRESSING TENDONS AND

ANCHORAGES.

- X

INSPECT REINFORCING STEEL FOR SIZE, QUANTITY, CONDITION AND

PLACEMENT FOR

CONFORMANCE TO CONTRACT DOCUMENTS.

e. PREPARATION, CONSTRUCTION AND PROTECTION OF

MASONRY DURING COLD WEATHER (TEMPERATURE

BELOW

40°F) OR HOT WEATHER (TEMPERATURE ABOVE 90°F)

- X

ASSURE THAT HOT AND COLD WEATHER PROCEDURES ARE UTILIZED WHEN CONDITIONS

REQUIRE. INSPECT PROTECTION USED FOR HOT AND COLD WEATHER PROCEDURES.

6. PRIOR TO GROUTING, THE FOLLOWING SHALL BE VERIFIED TO ENSURE COMPLIANCE:

a. GROUT SPACE IS CLEAN. - x

b. PLACEMENT OF REINFORCEMENT AND CONNECTORS, AND PRE-STRESSING TENDONS AND ANCHORAGES.

- x

c. PROPORTIONS OF SITE-PREPARED GROUT AND

PRE-STRESSING GROUT FOR BONDED TENDONS.

- x

d. CONSTRUCTION OF MORTAR JOINTS. - x

7. GROUT PLACEMENT SHALL BE VERIFIED TO

ENSURE

COMPLAINCE:

ASSURE THAT MASONRY CORES ARE GROUTED SOILD WHERE INDICATED IN CONTRACT

DOCUMENTS

- X

8. PREPARATION OF ANY REQUIRED GROUT SPECIMENS,

MORTAR SPECIMENS AND/OR PRISMS SHALL BE OBSERVED.

- X

VERIFICATION AND INSPECTION

MATERIAL VERIFICATION OF HIGH-STRENGTH

BOLTS, NUTS, AND WASHERS:

a. IDENTIFICATION MARKINGS CONFORM TO

ASTM STANARDS

CONTINUOUS PERIODIC REMARKS

REQUIRED VERIFICATION AND SPECIAL INSPECTION OF STEEL CONSTRUCTION

- X REVIEW MATERIAL CERTIFICATIONS FOR CONFORMANCE TO SPECIFICATIONS.

- X

VERIFY BOLT SIZE AND GRADE. CONFIRM SNUG TIGHT CONDITIONS BY VERIFYING

THAT CONNECTED MATERIALS ARE DRAWN TOGETHER AND ARE PROPERLY

SNUGGED.

REVIEW MATERIAL CERTIFICATIONS FOR CONFORMANCE TO SPECIFICATIONS.

VISUALLY INSPECT FILLET WELDS. VERIFY THAT ROOF DECK IS FASTENED

ACCORDING TO APPROVED CONSTRUCTION DOCUMENTS.

X

X

(SEE NOTE 1)

VERIFY COMPLIANCE WITH APPROVED CONSTRUCTION DOCUMENTS.

X

(SEE

NOTE 1)

INSPECT PRIOR TO CONCRETE PLACEMENT

1.

2.

3.

4.

5.

INSPECTION OF HIGH-STRENGHT BOLTING

a. BEARING TYPE CONNECTIONS

MATERIAL VERIFICATION OF STRUCTURAL STEEL

a. IDENTIFICATION MARKINGS CONFORM

TO ASTM STANDARDS

b. MANUFACTURERS' CERTIFIED MILL

TEST REPORTS

INSPECTION OF STRUCTURAL STEEL WELDING:

a. SINGLE PASS FILLET WELDS < 5/16"

b. ROOF DECK WELDS

6.

INSPECTION OF STRUCTURAL STEEL WELDING:

a. SINGLE PASS FILLET WELDS GREATER

THAN 5/16"

b. MULTI-PASS FILLET WELDS

c. PARTIAL OR FULL PENETRATION WELDS

INSPECTION OF STRUCTURAL FRAME JOINT DETAILS:

a. DETAILS SUCH AS BRACING AND STIFFENING

b. MEMBER LOCATIONS

c. APPLICATION OF JOINT DETAILS AT EACH

CONNECTION

- X

VISUAL INSPECTION OF ALL FIELD WELDED JOINTS USING THE

CRITERIA IN TABLE 6.1 OF AWS D1.1

SPECIAL INSPECTION NOTES:

1. THE CONTRACTOR SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS AS NEXESSARY TO PROVIDE INSPECTIONS AND VERIFICATIONS DURING CONSTRUCTION. THE SPECIAL INSPECTORS MUST BE INDEPENDENT TO THE CONTRACTOR AND SHALL BE THIRD PARTY AS TO REMOVE ANY CONFLICT OF INTEREST. THE SPECIAL INSPECTORS MUST BE QUALIFIED IN ACCORDANCE WITH IBC 1704 AND

THE REFERENCED STANDARDS.

2. SPECIAL INSPECTIONS AND VERIFICATIONS SHALL BE PERFORMED AS INDICATED BY THESE CONTRACT DOCUMENTSAND AS REQUIRED BY THEINTERNATIONAL BUILDING CODE.

3. THE SPECIAL INSPECTORS SHALL BE QUALIFIED AS STATED IN THE IBC SECTION 1704.

4. REPORT REQUIREMENTS SHALL BE IN ACCORDANCE WITH IBC SECTION 1704.

5. ANY DEFICIENCIES FOUND DURING THE INSPECTIONS SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE ENGINEER, CONTRACTOR AND OWNER.

DRAWING NO.

REVISIONS

APPROVEDCHECKED DATE PROJECT NO.SCALE

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ISSUED FOR 100% SUBMISSION

A B C D E F G H I

A B C D E F G H I

CHECKED

APPROVEDCHECKED

APPROVEDCHECKED

CHECKEDCHECKED

CHECKEDCHECKED

DRAWN CHECKED

SHEET NO.

OF

TYAD PROJECT MANAGER TYAD DRAFTSPERSON

CHIEF ENV. MGMT DIV. CHIEF UTILITIES & GRNDS. DIV.

CHIEF SAFETY DIV. CHIEF FACILITIES MAINT. DIV.

CHIEF SECURITY DIV. CHIEF ENGINEERING DIV.

CHIEF FIRE & EMER. SVCS. COLONEL COMMANDER

OPERATING ACTIVITY PA. ONE CALL REGISTRATION NO.

A/E DRAFTSPERSON A/E PROJECT MANAGER

TOBYHANNA ARMY DEPOT

DIRECTORATE OF INSTALLATION SERVICES

TOBYHANNA, PENNSYLVANIA

PLOT DATE: PLOT SCALE: COR: E. KOVALESKI1:1

12" = 1'-0"

SPECIAL INSPECTIONS

BUILDING RENOVATIONS

2017-3101-001 14-2-1004/30/2021

R. MILLER S-2 14

E. KOVALESKI

C. MODESTO

04/30/2021

12345678

A

B

C

E

F F

1A

2A

3A

4A

5A

6A

7A

8A

9A 9A

10A

11A 11A

AA

AA

BA

BA

CA

CA

DA

DA

EXIST. BUILDING

FOUNDATION

(TYP.)

EXIST. BUILDING

FOUNDATION

(TYP.)

8A.3

0.9

10A.05

12A

13A

1.9

5A.7

3A.9

10'-0" 23'-0" 25'-0" 25'-0" 25'-0" 25'-0" 24'-6"18'-8" 18'-8" 18'-8"

1'-0 1/2"

18'-8" 18'-8" 18'-8"

/4

23'-6"4'-4 1/16"

3'-4 1/16"

/8

S-6

S-5

S-5

9A.2

10A.1

BA.2BA.5CA.6

5'-7" 29'-3" 2'-6"

21'-5" 7'-10"

S-4

AA.1

6'-6"

TOC 1991' - 9" 7

S-7

FOUNDATION

PLAN AREA 1

FOUNDATION

PLAN AREA 2

OFFICE

ENTRANCE

AREA

CANOPY

SCALE: NTS

KEY PLAN

DRAWING NO.

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APPROVEDCHECKED DATE PROJECT NO.SCALE

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ISSUED FOR 100% SUBMISSION

A B C D E F G H I

A B C D E F G H I

CHECKED

APPROVEDCHECKED

APPROVEDCHECKED

CHECKEDCHECKED

CHECKEDCHECKED

DRAWN CHECKED

SHEET NO.

OF

TYAD PROJECT MANAGER TYAD DRAFTSPERSON

CHIEF ENV. MGMT DIV. CHIEF UTILITIES & GRNDS. DIV.

CHIEF SAFETY DIV. CHIEF FACILITIES MAINT. DIV.

CHIEF SECURITY DIV. CHIEF ENGINEERING DIV.

CHIEF FIRE & EMER. SVCS. COLONEL COMMANDER

OPERATING ACTIVITY PA. ONE CALL REGISTRATION NO.

A/E DRAFTSPERSON A/E PROJECT MANAGER

TOBYHANNA ARMY DEPOT

DIRECTORATE OF INSTALLATION SERVICES

TOBYHANNA, PENNSYLVANIA

PLOT DATE: PLOT SCALE: COR: E. KOVALESKI1:1

3/32" = 1'-0"

FOUNDATION PLAN - OVERALL

BUILDING RENOVATIONS

2017-3101-001 14-2-1104/30/2021

R. MILLER S-3 14

E. KOVALESKI

C. MODESTO

04/30/2021

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

FOUNDATION GENERAL ARRANGEMENT PLAN

P R

O J E

C T

N O

R T

H

N E

SW

TOP OF FINSIHED FLOOR ELEVATION HIGHER FLOOR = 1992'-9" +/-

TOP OF FINISHED FLOOR ELEVATION LOWER FLOOR = 1991'-9" +/-

8A

9A

9A

10A

11A 11A

AA

AA

BA

BA

CADA

DA

BA.1

9A.1

9A.9

9A.2

10A.1

BA.2BA.5CA.6

/2

/2

18'-8" 18'-8" 18'-8"

1'-6"

5'-7" 29'-3" 2'-6" 18'-8"

21'-5" 7'-10"

H

SS6X6X1/4

H

SS6X

6X 1/

4 H

SS6X6X1/4

H

SS6X

6X 1/

H

SS6X6X1/4

W 8X

(E

W 8X

(E

W 8X

(E

W 8X24(E)

W 8X18(E)

W 8X

(E

1/

2" S

TD

PIP

E (E

3 1/2" STD

PIPE(E)

W 8X24 (E) W

8X

(E

3 1/2" STD

PIPE(E)

3 1/2" STD

PIPE(E)

F50-50 P18-18

P18-18 F40-40

P18-18

F36-36

P18-18 F36-36

P18-18 F60-50

TOF 1989' - 8"

TOF 1989' - 8"

TOF 1989' - 8"

TOF 1989' - 3"

TOF 1990' - 3"

TOP 1993' - 3"

TOP 1993' - 3"

TOP 1993' - 3"

TOP 1993' - 3"

TOP 1993' - 3"

S-7

S-7

S-7

3'-10" 1'-2"

/2

/2

1'-9" 1'-9"

1'-9" 1'-9"

/4

/4

BUILDING 14 TOP OF FINSIHED FLOOR ELEVATION HIGHER FLOOR = 1992'-9" +/-

BUILDING 14 TOP OF FINISHED FLOOR ELEVATION LOWER FLOOR = 1991'-9" +/-

BUILDING 14A TOP OF FINISHED FLOOR ELEVATION = 1991'-9"+/-

FFE = FINISHED FLOOR ELEVATION

TOF = TOP OF FOOTING

TOP = TOP OF PIER

CJ = CONTROL JOINT

PIER MARKS: Ptb-lr (SEE PIER SCHEDULE THIS SHEET)

LEFT-RIGHT DIMENSION OF PIER IN INCHES

TOP-BOTTOM DIMENSION OF PIER IN INCHES

FOOTING MARKS: Ftb-lr (SEE FOOTING SCHEDULE THIS SHEET)

LEFT-RIGHT DIMENSION OF FOOTING IN FEET AND INCHES

TOP-BOTTOM DIMENSION OF FOOTING IN FEET AND INCHES

LEFT-RIGHT

DIMENSION

LEFT-RIGHT

DIMENSIONT

O P -B

O T T O

M D

IM

N

E S

IO

N T O

P -B

O T T O

M D

IM

E N

S

IO

N

FOOTING

PIER

FOOTING AND PIER

DIMENSION ORIENTATIONS

9" 9"

1'-6"

(T Y

P

C L R

VERTICAL

REINFORCEMENT

#4 TIES @ 12"

SCALE: NTS

KEY PLAN

DRAWING NO.

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APPROVEDCHECKED DATE PROJECT NO.SCALE

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ISSUED FOR 100% SUBMISSION

A B C D E F G H I

A B C D E F G H I

CHECKED

APPROVEDCHECKED

APPROVEDCHECKED

CHECKEDCHECKED

CHECKEDCHECKED

DRAWN CHECKED

SHEET NO.

OF

TYAD PROJECT MANAGER TYAD DRAFTSPERSON

CHIEF ENV. MGMT DIV. CHIEF UTILITIES & GRNDS. DIV.

CHIEF SAFETY DIV. CHIEF FACILITIES MAINT. DIV.

CHIEF SECURITY DIV. CHIEF ENGINEERING DIV.

CHIEF FIRE & EMER. SVCS. COLONEL COMMANDER

OPERATING ACTIVITY PA. ONE CALL REGISTRATION NO.

A/E DRAFTSPERSON A/E PROJECT MANAGER

TOBYHANNA ARMY DEPOT

DIRECTORATE OF INSTALLATION SERVICES

TOBYHANNA, PENNSYLVANIA

PLOT DATE: PLOT SCALE: COR: E. KOVALESKI1:1

As indicated

OFFICE ENTRANCE FOUNDATION PLAN

BUILDING RENOVATIONS

2017-3101-001 14-2-1204/30/2021

R. MILLER S-4 14

E. KOVALESKI

C. MODESTO

04/30/2021

P R

O J E

C T

N O

R T

H

N E

SW

SCALE: 3/16" = 1'-0"S-4

1 OFFICE ENTRANCE FOUNDATION PLAN

OFFICE ENTRANCE ISOMETRIC VIEW

FOOTING SCHEDULE - OFFICE AREA

TAG LENGTH WIDTH THICKNESS

TOP MAT

REINFORCING

BTM MAT

REINFORCING

F36-36 3' - 6" 3' - 6" 1' - 3" (5) - #5 BARS E.W. (5) - #5 BARS E.W.

F40-40 4' - 0" 4' - 0" 1' - 3" (5) - #5 BARS E.W. (5) - #5 BARS E.W.

F50-50 5' - 0" 5' - 0" 1' - 3" (6) - #5 BARS EW (6) - #5 BARS EW

F60-50 6' - 0" 5' - 0" 1' - 10" (7) - #6 BARS EW (7) - #6 BARS EW

PIER SCHEDULE- OFFICE AREA

TAG LENGTH WIDTH

VERTICAL

REINFORCING

TIE

REINFORCING

P18-18 1' - 6" 1' - 6" (8) - #6 BARS #4 @ 12"

SCALE: 3/4" = 1'-0"

PIER DETAIL P18-18

12345

B

C

E

F

25'-0" +/- 25'-0" +/- 25'-0" +/- 24'-6" +/-

EXIST. BUILDING

FOUNDATION

(TYP.)

EXIST TRENCH

DRAIN

EXIST LIFT

FND

4'-0" +/-

B

S-5

F46-46 F46-46

F46-46 F46-46

F46-46

F46-46 F46-46

F46-46

F46-46 F50-90 F46-46

F46-46

F46-46

/2

/4

10'-3 1/2" +/- 12'-8 1/2" +/- 2'-0"

9'-0 7/8" 5'-3" 14'-3 7/8" 5'-5 1/8"5'-0 1/8" +/- 5'-9" +/- 1

/4

/2

/4

2'-0 3/4" +/-

12'-9 3/4"

7'-6" 17'-0"

1A

2A

3A

4A

CADA

18'-8" +/-

1'-1" +/-

/8

F46-46

F90-50

F46-46

EXIST. BUILDING

FOUNDATION

(TYP.)

REINFORCEMENT

SEE FOOTING

SCHEDULE

FFE

SEE PLAN

3/8" EXP JOINT MATERIAL

W/ 3/4" DEEP SEALANT

LIFT LEG

BY LIFT MANUF

S C

H E

D U

L E

F O

O T

IN

G

T H

IC

K

N E

S S

S E

E F

O O

T

IN

G

C L R

(TYP)

3" CLR

SEE FOOTING SCHEDULE

FOOTING SIZE

C L R

LEG ANCHORAGE

BY LIFT MANUF

CENTER FOOTING

ON LIFT LEG

EXIST SLAB

SAWCUT & REMOVE SLAB

@ NEW FTG LOCATION

NEW LIFT

FOUNDATION

EXIST LIFT

FOUNDATION

MAT REINF (SEE

SCHEDULE)

1'-0" EMBED

#5 BAR DOWELS 2'-6" LG @ 12" OC MAX

(LAP W/ TOP & BTM MAT REINF)

DRILL AND GROUT W/ EPOXY ADHESIVE

(HIT-HY 200 OR EQUAL)

TOP OF FINISHED FLOOR ELEVATION LOWER FLOOR = 1991'-9" +/-

FFE = FINISHED FLOOR ELEVATION

TOF = TOP OF FOOTING

CJ = CONTROL JOINT

FOOTING MARKS: Ftb-lr (SEE FOOTING SCHEDULE THIS SHEET)

LEFT-RIGHT DIMENSION OF FOOTING IN FEET AND INCHES

TOP-BOTTOM DIMENSION OF FOOTING IN FEET AND INCHES

LEFT-RIGHT

DIMENSION

T O

P -B

O T T O

M D

IM

E N

S

IO

N

FOOTING

FOOTING

DIMENSION ORIENTATIONS

TOP OF FINISHED FLOOR ELEVATION LOWER FLOOR = 1992'-9" +/-

FFE = FINISHED FLOOR ELEVATION

TOF = TOP OF FOOTING

CJ = CONTROL JOINT

FOOTING MARKS: Ftb-lr (SEE FOOTING SCHEDULE THIS SHEET)

LEFT-RIGHT DIMENSION OF FOOTING IN FEET AND INCHES

TOP-BOTTOM DIMENSION OF FOOTING IN FEET AND INCHES

LEFT-RIGHT

DIMENSION

T O

P -B

O T T O

M D

IM

E N

S

IO

N

FOOTING

FOOTING

DIMENSION ORIENTATIONS

SCALE: NTS

KEY PLAN

DRAWING NO.

REVISIONS

APPROVEDCHECKED DATE PROJECT NO.SCALE

T H

IS

D

R A

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G R

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H E

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IF

II

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D A

N D

N A

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V E

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O N

L Y

ISSUED FOR 100% SUBMISSION

A B C D E F G H I

A B C D E F G H I

CHECKED

APPROVEDCHECKED

APPROVEDCHECKED

CHECKEDCHECKED

CHECKEDCHECKED

DRAWN CHECKED

SHEET NO.

OF

TYAD PROJECT MANAGER TYAD DRAFTSPERSON

CHIEF ENV. MGMT DIV. CHIEF UTILITIES & GRNDS. DIV.

CHIEF SAFETY DIV. CHIEF FACILITIES MAINT. DIV.

CHIEF SECURITY DIV. CHIEF ENGINEERING DIV.

CHIEF FIRE & EMER. SVCS. COLONEL COMMANDER

OPERATING ACTIVITY PA. ONE CALL REGISTRATION NO.

A/E DRAFTSPERSON A/E PROJECT MANAGER

TOBYHANNA ARMY DEPOT

DIRECTORATE OF INSTALLATION SERVICES

TOBYHANNA, PENNSYLVANIA

PLOT DATE: PLOT SCALE: COR: E. KOVALESKI1:1

As indicated

NEW LIFT FOUNDATION PLAN

BUILDING RENOVATIONS

2017-3101-001 14-2-1304/30/2021

R. MILLER S-5 14

E. KOVALESKI

C. MODESTO

04/30/2021

SCALE: 3/16" = 1'-0"S-5

1 FOUNDATION PLAN - AREA 1

SCALE: 3/16" = 1'-0"S-5

2 FOUNDATION PLAN - AREA 2

SCALE: 3/4" = 1'-0"S-5

A TYP LIFT LEG FOOTING DETAIL

FOOTING SCHEDULE - LIFTS/CRANE

TAG LENGTH WIDTH THICKNESS

TOP MAT

REINFORCING

BTM MAT

REINFORCING

F46-46 4' - 6" 4' - 6" 1' - 3" (5) - #5 BARS E.W. (5) - #5 BARS E.W.

F50-90 5' - 0" 9' - 0" 1' - 6" (10) - #5 BARS SW,

(6) - #5 BARS LW

(9) - #5 BARS SW,

(10) - #5 BARS LW

F90-50 9' - 0" 5' - 0" 1' - 6" (10) - #5 BARS SW,

(6) - #5 BARS LW

(9) - #5 BARS SW,

(10) - #5 BARS LW

SCALE: 3/4" = 1'-0"S-5

B SECTION

LIFT FOUNDATION NOTES:

1. LIFT LOCATIONS SHOWN ON PLANS FOR AREA 1&2 ARE APPROXIMATE AND

SHALL BE COORDINATED WITH OWNER AND LIFT MANUFACTURER PRIOR TO

INSTALLATION.

2. FOUNDATION LOCATIONS ARE APPROXIMATE AND BASED ON ROTARY SP020-

SW LIFTS FOR 2 POST LIFTS AND ROTARY HDC50 LIFT FOR 4 POST LIFT.

VERIFY LIFT LEG SPACING WITH OWNER AND LIFT MANUFACTURER PRIOR TO

FOUNDATION INSTALLATION.

CLIN 002 -

ALL WORK ASSOCIATED WITH THE INSTALLATION OF NEW

VEHICLE LIFTS; WORK INCLUDES BUT IS NOT LIMITED TO NEW

LIFTS, ELECTRICAL CONNECTIONS, AND FOUNDATIONS

REQUIRED. EXISTING LIFTS TO REMAIN IN LIEU OF NEW LIFTS

PROPOSED.

CLIN 002 -

ALL WORK ASSOCIATED WITH THE INSTALLATION OF NEW

VEHICLE LIFTS; WORK INCLUDES BUT IS NOT LIMITED TO NEW

LIFTS, ELECTRICAL CONNECTIONS, AND FOUNDATIONS

REQUIRED. EXISTING LIFTS TO REMAIN IN LIEU OF NEW LIFTS

PROPOSED.

8A.3

0.9

10A.05

12A

13A

1.9

F60-60F60-60

F60-60F60-60

23'-6"

F60-60F60-60

5A.7

3A.9

/8

TOP 1991' - 9"

TOF 1987' - 1 1/2"

TOP 1991' - 9"

TOF 1987' - 1 1/2"

TOP 1991' - 9"

TOF 1987' - 1 1/2"

TOP 1991' - 9"

TOF 1987' - 1 1/2"

TOP 1991' - 9"

TOF 1987' - 1 1/2"

TOP 1991' - 9"

TOF 1987' - 1 1/2"

TOP 1991' - 9"

TOP 1991' - 9"

TOP 1991' - 9" TOP 1991' - 9"

TOP 1991' - 9"

EXISTING

BUILDING 14A

EXISTING BLDG

25'-0" 24'-6"

4'-4 1/16" +/-

20'-1 15/16" +/-

3'-4 1/16" +/-

P30-36 P30-36

P30-36 P30-36

P30-36 P30-36

P30-36 P30-36

P30-36 P30-36

P30-36 P30-36

F60-60C1TOP 1991' - 9"

TOF 1989' - 6"F50-80

TOF 1989' - 0"

F50-80 F50-80

H

SS8X8X3/8 H

SS8X

8X

3/

H

SS8X8X3/8 H

SS8X

8X

3/

H

SS8X8X3/8 H

SS8X

8X

3/

TOF 1988' - 1 1/2" TOF 1988' - 1 1/2"

L

IM

IT

S O

F B

U

IL

D

IN

G

A

F O

U N

D A

T

IO

N W

A L

L S

FOUNDATION WALLS

25'-6" +/- LIMITS OF BUILDING 14A

1'-0" 1'-0"

2'-0 1/16" +/-

/8

TOF 1991' - 9" +/-

S-7

S-7

S-7

CONTRACTOR TO

VERIFY TOP OF

EXIST FTG ELEV

PRIOR TO REBAR

FABRICATION

CONTRACTOR TO

VERIFY TOP OF

EXIST FTG ELEV

PRIOR TO REBAR

FABRICATION

CONTRACTOR TO

VERIFY TOP OF

EXIST FTG ELEV

PRIOR TO REBAR

FABRICATION

TOF 1988' - 1 1/2" F50-80 F50-80

TOF 1988' - 1 1/2"

S-7

BUILDING 14 TOP OF FINSIHED FLOOR ELEVATION HIGHER FLOOR = 1992'-9" +/-

BUILDING 14 TOP OF FINISHED FLOOR ELEVATION LOWER FLOOR = 1991'-9" +/-

BUILDING 14A TOP OF FINISHED FLOOR ELEVATION = 1991'-9"+/-

FFE = FINISHED FLOOR ELEVATION

TOF = TOP OF FOOTING

TOP = TOP OF PIER

CJ = CONTROL JOINT

PIER MARKS: Ptb-lr (SEE PIER SCHEDULE THIS SHEET)

LEFT-RIGHT DIMENSION OF PIER IN INCHES

TOP-BOTTOM DIMENSION OF PIER IN INCHES

FOOTING MARKS: Ftb-lr (SEE FOOTING SCHEDULE THIS SHEET)

LEFT-RIGHT DIMENSION OF FOOTING IN FEET AND INCHES

TOP-BOTTOM DIMENSION OF FOOTING IN FEET AND INCHES

LEFT-RIGHT

DIMENSION

LEFT-RIGHT

DIMENSIONT

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FOOTING

PIER

FOOTING AND PIER

DIMENSION ORIENTATIONS

VERTICAL

REINFORCEMENT

#4 TIES @ 10"

(4 PER SET)

1'-6" 1'-6"

3'-0"

(TYP)

2" CLR

SCALE: NTS

KEY PLAN

DRAWING NO.

REVISIONS

APPROVEDCHECKED DATE PROJECT NO.SCALE

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ISSUED FOR 100% SUBMISSION

A B C D E F G H I

A B C D E F G H I

CHECKED

APPROVEDCHECKED

APPROVEDCHECKED

CHECKEDCHECKED

CHECKEDCHECKED

DRAWN CHECKED

SHEET NO.

OF

TYAD PROJECT MANAGER TYAD DRAFTSPERSON

CHIEF ENV. MGMT DIV. CHIEF UTILITIES & GRNDS. DIV.

CHIEF SAFETY DIV. CHIEF FACILITIES MAINT. DIV.

CHIEF SECURITY DIV. CHIEF ENGINEERING DIV.

CHIEF FIRE & EMER. SVCS. COLONEL COMMANDER

OPERATING ACTIVITY PA. ONE CALL REGISTRATION NO.

A/E DRAFTSPERSON A/E PROJECT MANAGER

TOBYHANNA ARMY DEPOT

DIRECTORATE OF INSTALLATION SERVICES

TOBYHANNA, PENNSYLVANIA

PLOT DATE: PLOT SCALE: COR: E. KOVALESKI1:1

As indicated

CANOPY FDN PLAN

BUILDING RENOVATIONS

2017-3101-001 14-2-1404/30/2021

R. MILLER S-6 14

E. KOVALESKI

M. RITTER

04/30/2021

SCALE: 1/8" = 1'-0"S-6

1 CANOPY FOUNDATION PLAN

FOOTING SCHEDULE - CANOPY

TAG LENGTH WIDTH THICKNESS

TOP MAT

REINFORCING

BTM MAT

REINFORCING

F50-80 8' - 0" 5' - 0" 2' - 0" (9) - #6 BARS SW,

(6) - #6 BARS LW

(9) - #6 BARS SW,

(6) - #6 BARS LW

F60-60 6' - 0" 6' - 0" 1' - 6" (7) - #6 BARS E.W. (7) - #6 BARS E.W.

F60-60C1 6' - 0" 6' - 0" 2' - 0" (7) - #6 BARS E.W.