Phase_3_Drawings_Issued_for_Construction_4-20-18.pdf

TASK NO. : AG-6395-D-16-0408

APHIS

VICINITY MAP

N.T.S.

OVERALL SITE PLAN

N.T.S.

PROJECT LOCATION

CONNERY AVE.

BEAMAN RD.

LEE RD.

S. OUTER RD.

TR

U

C K

R D

S H

E L

TO

N R

D

CONTAINMENT LAB BLDG. 1398

PHASE 3A & 3B

BUILDING 1365

RENOVATION - PHASE 2

WAREHOUSE

PHASE 1

W. TRUCK ROAD

W. TRUCK ROAD

B E

A M

A N

R O

A D

LE

E R

OAD

PROJECT LOCATION

USDA/APHIS/PPQ/CPHST

ENGINEERING SERVICES BRANCH

4700 RIVER ROAD

RIVERDALE, MD 20737

P

I H

A

NO. DATE BY DESCRIPTION

DATE

PROJECT NO.

MERRICK PROJECT NO.

DESIGNER

DRAWN BY

PROJECT MANAGER

REAL PROPERTY

SAFETY & HEALTH

PPM

EPM

REVISIONS

OF

SHEET

A-E FIRM USDA

ENGINEERING SERVICES BRANCH

4700 RIVER ROAD

RIVERDALE, MD 20737

B. THOMPSON

64019314

AG-6395-D-16-0408

Animal and Plant Health Inspection Service

S

DATE: 4-20-18

CONTAINMENT LAB BUILDING 1398 - PHASE 3A & 3B

OTIS PEST SURVEY DETECTION AND EXCLUSION LAB

C.JOHNSTON

D.EVANS

4-20-18

COVER SHEET G-000

CONTAINMENT LAB BUILDING 1398 - PHASE

3A & 3B

DRAWING INDEX

Sheet Number Sheet Name

MECHANICAL

M-001 MECHANICAL SYMBOLS & ABBREVIATIONS

MD101 MECHANICAL DEMOLITION PLAN - PHASE 3A

MD102 MECHANICAL DEMOLITION PLAN-PHASE 3B

MD103 MECHANICAL ROOF DEMOLITION PLAN - PHASE 3A

MD104 MECHANIAL ROOF DEMOLITION PLAN - PHASE 3B

M-101 MECHANICAL FLOOR PLAN - PHASE 3A OVERALL

M-101a MECHANICAL FLOOR PLAN - PHASE 3A AREA A

M-101b MECHANICAL FLOOR PLAN - PHASE 3A AREA B

M-102 MECHANICAL FLOOR PLAN-PHASE 3B

M-103 MECHANICAL ROOF PLAN - PHASE 3A

M-104 MECHANICAL ROOF PLAN - PHASE 3B

M-105 HYDRONIC FLOOR PLAN - PHASE 3A

M-301 MECHANICAL SECTIONS

M-401 AIRFLOW DIAGRAMS

M-402 DIRECTIONAL AIRFLOW DIAGRAM - PHASE 3A

M-501 MECHANICAL DETAILS

M-502 MECHANICAL DETAILS

M-503 MECHANICAL DETAILS

M-601 MECHANICAL SCHEDULES

M-602 MECHANICAL SCHEDULES

M-701 MECHANICAL CONTROLS - ERUs

M-702 MECHANICAL CONTROLS - OFFICE AHU-2

M-703 MECHANICAL CONTROLS - HEATING WATER SYSTEM

M-704 MECHANICAL CONTROLS - LAB ROOMS

M-705 MECHANICAL CONTROLS - GENERAL EQUIPMENT

ELECTRICAL

E-001 ELECTRICAL LEGEND & ABBREVIATIONS

ED101 ELECTRICAL DEMOLITION PLAN - PHASE 3A

ED102 ELECTRICAL DEMOLITION PLAN - PHASE 3B

ED103 ROOF ELECTRICAL DEMOLITION PLAN - PHASE 3A

ED104 ROOF ELECTRICAL DEMOLITION PLAN - PHASE 3B

EP101 POWER PLAN - PHASE 3A

EP102 POWER PLAN - PHASE 3B

EP103 LAB PLATFORM POWER PLAN - PHASE 3A

EP104 ROOF POWER PLAN - PHASE 3A

EP105 ROOF POWER PLAN - PHASE 3B

EL101 LIGHTING PLAN - PHASE 3A

EL102 LIGHTING PLAN - PHASE 3B

EL103 LAB PLATFORM LIGHTING PLAN - PHASE 3A

ES101 ELECTRICAL SYSTEMS PLAN - PHASE 3A

ES102 ELECTRICAL SYSTEMS PLAN - PHASE 3B

E-501 ELECTRICAL DETAILS

E-502 ELECTRICAL DETAILS

E-503 ELECTRICAL DETAILS

E-601 ELECTRICAL DIAGRAMS

E-602 ELECTRICAL SCHEDULES

E-603 ELECTRICAL PANEL SCHEDULES

E-604 ELECTRICAL PANEL SCHEDULES

E-605 ELECTRICAL PANEL SCHEDULES

DRAWING INDEX

Sheet Number Sheet Name

GENERAL

G-000 COVER SHEET

G-001 CODE COMPLIANCE FLOOR PLAN

CIVIL

C-104 SCHEMATIC OVERALL SITE PLAN PHASE 3

STRUCTURAL

S-001 GENERAL NOTES AND ABBREVIATIONS

S-002 GENERAL NOTES SHEET 2

S-101 PARTIAL FOUNDATION PLAN

S-102 PARTIAL ROOF FRAMING PLAN

S-103 PARTIAL WINDOW FRAMING PLAN

S-104 PLATFORM PLAN

S-501 TYPICAL CONCRETE DETAILS

S-502 TYPICAL STEEL DETAILS

ARCHITECTURAL

A-001 ARCHITECTURAL LEGEND, ABBREVIATIONS AND GENERAL NOTES

A-002 OVERALL FLOOR PLAN

A-003 OVERALL ROOF PLAN

AD101 PSDEL LAB DEMOLITION FLOOR PLAN - PHASE 3A

AD102 LAB TO OFFICES CONVERSION DEMOLITION FLOOR PLAN - PHASE 3B

AD103 LAB TO OFFICES CONVERSION REFLECTED CEILING PLAN

DEMOLITION PLAN-PHASE 3B

AD104 LAB TO OFFICES CONVERSION PLATFORM DEMOLITION PLAN -

PHASE 3B

AD105 CONFERENCE TO OFFICE CONVERSION - PHASE 3B

A-101 PSDEL LAB FLOOR PLAN - PHASE 3A

A-102 PSDEL LAB REFLECTIVE CEILING PLAN

A-103 PSDEL PLATFORM FLOOR PLAN - PHASE 3A

A-104 LAB TO OFFICES CONVERSION FLOOR PLAN - PHASE 3B

A-105 LAB TO OFFICES CONVERSION REFLECTIVE CEILING PLAN

A-106 OFFICE CONVERSION FLOOR PLAN & RCP - PHASE 3B

A-107 PSDEL LAB FINISH FLOOR PLAN - PHASE 3A

A-108 LAB TO OFFICES CONVERSION FINISH FLOOR PLAN - PHASE 3B

A-109 OFFICE CONVERSION, FINISH, EQUIP. & FURNITURE FLR PLAN -

PHASE 3B

A-110 PSDEL LAB EQUIP. AND FURNITURE FLOOR PLAN - PHASE 3A

A-111 LAB TO OFFICES CONVERSION EQUIP. AND FURNITURE FLOOR PLAN

- PHASE 3B

A-201 EXTERIOR ELEVATIONS

A-202 INTERIOR ELEVATIONS

A-203 INTERIOR ELEVATIONS

A-301 WALL SECTIONS

A-302 WALL SECTIONS

A-401 ENLARGED FLOOR PLANS

A-402 ENLARGED FLOOR PLANS

A-403 ENLARGED PLAN & ELEVATIONS

A-501 PARTITION SCHEDULE AND DETAILS

A-502 CASEWORK DETAILS

A-503 DETAILS

A-504 EXTERIOR DETAILS

A-601 SCHEDULES

FIRE PROTECTION

FP001 FIRE PROTECTION LEGEND, ABBREVIATIONS AND GENERAL NOTES

FP101 FIRE PROTECTION PLAN - PHASE 3A

FP102 FIRE PROTECTION PLAN - PHASE 3B

FP501 FIRE PROTECTION DETAILS

PLUMBING

P-001 PLUMBING SYMBOLS & ABBREVIATIONS

PD101 PLUMBING DEMOLITION PLAN - UNDERSLAB

PD102 PLUMBING DEMOLITION PLAN

P-101 UNDERSLAB PLUMBING PLAN-PHASE 3A

P-102 UNDERSLAB PLUMBING PLAN-PHASE 3B

P-103 PLUMBING PLAN - PHASE 3A

P-104 PLUMBING PLAN - PHASE 3B

P-501 PLUMBING DETAILS

P-601 PLUMBING SCHEDULES

P-901 SANITARY ISOMETRIC PLAN

P-902 DOMESTIC WATER ISOMETRIC PLAN

P-903 NATURAL GAS ISOMETRIC PLAN

CONSTRUCTION PHASING REQUIREMENTS

PERFORM WORK IN THE FOLLOWING SEQUENCE:

1. COMPLETE DEMOLITION AND CONSTRUCTION OF PHASE 3A

2. PERFORM COMMISSIONING OF PHASE 3A. AS DIRECTED BY GOVERNMENT'S 3RD - PARTY COMMISSIONING AGENCY. PROVIDE CORRECTIONS REQUIRED BY

COMMISSIONING AND CERTIFICATION PROCESS AND OBTAIN FINAL APPROVAL OF COMPLETED CONSTRUCTION. ALLOW GOVERNMENT TO MOVE

FURNITURE AND EQUIPMENT OUT OF PHASE 3B AREA AND INTO 3A AREA.

3. PERFORM REQUIRED DEMOLITION AND CONSTRUCTION IN PHASE 3B AREA.

Attachment 3

87'-0" 19'-6"

115'-6" 55'-0"

114'-6" 40'-0"

98'-0"

62'-0" 27'-0" 16'-0"

109'-6" 49'-0"

129'-6" 33'-6" 18'-0"

100'-0" 42'-0" 19'-0"

95'-0"

FEC

FEC

FEC

FEC

FEC

7-XD 21-XD

54-XD21-XD

2 1

1 2

1 1 2

LIFE SAFETY LEGEND:

FIRE EXTINGUISHER CABINET

COMMON PATH

DF

TOTAL TRAVEL DISTANCE

COMMON PATH OF TRAVEL

DEAD END CORRIDOR LENGTH

DRINKING FOUNTAIN

X'-X"

FEC

EXIT SIGN

OCCUPANT LOAD OF ROOM

X'-X" X'-X"

TRAVEL DISTANCE

X

XX-XD

NUMBER OF OCCUPANTS

POINT OF EXIT DISCHARGE

1 HOUR RATED WALL

CONTAINMENT BOUNDARY

SMOKE PARTITION

OVERALL BUILDING 1398 REMODEL CODE

COMPLIANCE SUMMARY

OCCUPANCIES

BUSINESS

EXISTING ASSEMBLY

EXISTING BUSINESS

BAY WINDOW

GREENHOUSE

MICROSCOPE

FUM TREAT

85A

COMMODITY

TREATMENT

LOG

WOOD ROOM

BIOCONTROL

VESTIBULE-B

VESTIBULE-A

SMALL

CONFERENCE

13A

VOUCHER ROOM

OFFICE-B

13B

OFFICE-C

13C

O F

F

IC

E -D

D

WORKROOM

53 GENERAL STORAGE

53B

IT

S T

O R

A G

E

A

CONFERENCE

52B

CORRIDOR

C-2

OPEN OFFICE

VESTIBULE-C

73A

WIND TUNNEL

MECHANICAL

SMALL INSECT /

UNPACKING

HOOD

79A

JANITORIAL

72B

MOTH REARING

WOOD BORER

ALB CHAMBER

75A

GC EAD

BIO ASSAY-2

72E

BIO ASSAY-1

72D

AERATION

80A

ENVIRONMENTAL

CHAMBER

(PERCIVAL) ROOM

MOTH CHAMBER

78A

COMMON AREA

SMALL

CONFERENCE / VTC

DIRECTOR'S OFFICE

OFFICE-C

12C

OFFICE-A

12A

OFFICE-B

12B

VESTIBULE-D

72F

CORRIDOR-2

72C

CORRIDOR-1

72A

UNISEX TOILET

ALCOVE

74A

EXISTING LUNCH

ROOM

52A

CORRIDOR

C-11

WALK-IN CHAMBER

77A

CORRIDOR

C-3

C O

R R

ID

O

R

A

CORRIDOR

C-12

CLOSET

12D

NO. DATE BY DESCRIPTION

DATE

PROJECT NO.

MERRICK PROJECT NO.

DESIGNER

DRAWN BY

PROJECT MANAGER

REAL PROPERTY

SAFETY & HEALTH

PPM

EPM

REVISIONS

OF

SHEET

A-E FIRM USDA

B. THOMPSON

64019314

AG-6395-D-16-0408 ENGINEERING SERVICES BRANCH

4700 RIVER ROAD

RIVERDALE, MD 20737

P

I H

A Animal and Plant Health Inspection Service

S

C.JOHNSTON

D.EVANS

4-20-18

G-001

CONTAINMENT LAB BUILDING 1398 - PHASE

3A & 3B

CODE COMPLIANCE FLOOR PLAN

1/16" = 1'-0"1

CODE COMPLIANCE FLOOR PLAN

16 12 8 4 0 16 32

BUILDING CODE ARS 242.01 DIRECTS THE FOLLOWING:

2015 IBC OR NFPA 101 LIFE SAFETY CODE

IBC WILL BE FOLLOWED FOR BUILDING CODE

COMPLIANCE AND NFPA 101 WILL BE FOLLOWED FOR

EGRESS REQUIREMENTS, IN LIEU OF IBC CHAPTER 10.

UFC 3-600-01 FIRE PROTECTION ENGINEERING FOR

FACILITIES, WITH CHANGE 1

AUTHORITY HAVING

JURISDICTION (AHJ)

JOINT BASE FIRE MARSHALL

OCCUPANCY MIXED: EXISTING BUSINESS CHAPTER 39 (IBC B), NEW

BUSINESS CHAPTER 38 (IBC B) AND EXISTING ASSEMBLY

CHAPTER 13 (IBC A-3).

BUILDING SIZE 32,500 SF; ONE STORY; 17’-4” HIGH POINT, 13’-2-1/2” LOW

POINT; AVERAGE ROOF HT 15’-10-1/2” FT

CONSTRUCTION TYPE STEEL SUPERSTRUCTURE AND WOOD PLATFORMS; TYPE

V B, FULL SPRINKLER SYSTEM.

ALLOWABLE AREA AND HEIGHT LIMITED BY A-3 OCCUPANCY TO 32,512 SF (TABLE 506.2);

2 STORIES (TABLE 504.4); 60 FEET HEIGHT (TABLE 504.3).

(NOTE THAT ALLOWABLE AREA MAY ALSO BE INCREASED

FOR OPEN AREA ON 3 SIDES OF BUILDING)

OCCUPANT LOAD (ENTIRE

BLDG)

[(844 SF + 1080 + 182 + 242) ÷ 15 SF/PERSON] + [(32500 -

2348 SF) ÷ 100 SF/PERSON] = 157 + 302 = 459.

NUMBER OF EXITS REQUIRED 2 EXITS REQUIRED; 2 EXITS PROVIDED. 4 GENERAL

BUILDING EXITS PROVIDED.

REQUIRED EGRESS WIDTH 98" REQUIRE; 128" PROVIDED

ALLOWABLE TRAVEL DISTANCE

TO EXIT

250 FT (ASSEMBLY AND INDUSTRIAL); 300 FT (BUSINESS);

ACTUAL MAXIMUM TRAVEL DISTANCE IS 115.5 FT

ALLOWABLE COMMON PATH OF

TRAVEL

75 FEET FOR MAXIMUM 50 PERSONS AND 20 FEET FOR

ANY NUMBER; ACTUAL MAXIMUM COMMON PATH FOR 50

LIMITATION IS 52 FEET; ACTUAL MAXIMUM COMMON PATH

FOR OCCUPANCY OVER 50 IS ZERO.

DEAD END CORRIDORS MAXIMUM 20 FEET ALLOWABLE; ACTUAL 19 FEET.

REQUIRED FIRE RATINGS 1 HOUR FIRE RATED GAS BOTTLE STORAGE

16 12 8 4 0 16 32

1/16" = 1'-0"2

CODE COMPLIANCE OCCUPANCY FLOOR PLAN

UE UE

W

W

W

W

W

W

W

W

W

W

W

X

X

XX

X X

X

X X X

X

L

E

R

O

A

D

EX BUILDING

EX BUILDINGS

EX BITUMINOUS PAVEMENT

EX ELECTRIC

POLE

EX PARKING

EX 8" FIRE LINE

NEW LOCATION OF 7 CONDENSING UNITS

ON CONCRETE PADS

LIMITS OF PHASE 3

EX. FENCE

ERU NEW LOCATION

ON CONCRETE PADS

EX. FENCE

EX. CONCRETE SLAB

5.67'

REFRIGERATOR

TO REMAIN

EX PSDEL LAB ANNEX

(7) 8" BURIED CONDUITS FOR REFRIGERANT PIPING.

CONTRACTOR TO COORDINATE WITH PLATFORM

FOOTINGS. SEE UTILITY TRENCH DETAIL ON THIS SHEET.

EX. GATE TO BE

RELOCATED

7.75'

EX. GATE TO BE

RELOCATED

200 S.F. ± OF CONCRETE SLAB TO BE REMOVED.

CONTRACTOR TO LEAVE ENOUGH CONCRETE

SLAB TO ACCOMMODATE RELOCATION OF

WOODEN SHED.

11.00'

GUARD RAIL

RE: A-101 FOR

DIMENSIONS & SPECS

3.00'

EX. CHEMICAL

STORAGE

TO REMAIN

EX. WOODEN SHED TO BE RELOCATED TO

SOUTHERN-MOST PART OF CONCRETE PAD.

2.50'

2" SCHEDULE 40 PVC

POWER CONNECTION & COMM LINE

SEE ELECTRIC/COMM TRENCH

DETAIL BELOW

RE: EP101 & E-503 FOR CHEMICAL

STORAGE SERVICE INFO

T

T

(7) 1" BURIED CONDUITS

FOR POWER CONNECTION

RE: EP101

MEZZANINE ACCESS PLATFORM

RE: S-104

CONDUITS FOR REFRIGERANT PIPING TO ENTER

MECH ROOM 83 THROUGH WALL OVERHEAD.

RE: M-105 FOR DETAILS

2.50'

EX. WATERLINE

TO BE REMOVED

NO. DATE BY DESCRIPTION

DATE

PROJECT NO.

MERRICK PROJECT NO.

DESIGNER

DRAWN BY

PROJECT MANAGER

REAL PROPERTY

SAFETY & HEALTH

PPM

EPM

REVISIONS

OF

SHEET

A-E FIRM USDA

FACILITIES DIVISION

K. DESJARDINS

4-20-18 64019314

T. KELTS

AG-6395-D-16-0408

ISSUED FOR CONSTRUCTION

MERRICK

& COMPANY

R

P

I H

A Animal and Plant Health Inspection Service

S

ENGINEERING SERVICES BRANCH

4700 RIVER ROAD

RIVERDALE, MD 20737

VICINITY MAP

N.T.S.

PROJECT LOCATION

C

O

N

N

E

Y

A

V

E

SITE PLAN PHASE 3

1" = 20'

1" = 20'

40'20'10'20'

S

H

E

L

T

N

D

L

T

R

U

C

K

B

E

A

M

N

S

U

T

SCHEMATIC OVERALL

SITE PLAN PHASE 3 C-104

PIPE BEDDING

BACKFILL

BEDDING TRENCH BACKFILL

REFER TO PAVEMENT

DETAIL

ELECTRIC/COMM TRENCH

DETAIL

NTS

1.00' 1.00'

1' MIN

1.5' MAX

6"

DETECTABLE WARNING TAPE

3,000 PSI CONCRETE.

PROVIDE REBAR AS REQUIRED.

4"

4" 4"

4"

2" SCHEDULE 40 PVC

GENERAL NOTES:

1. ALL ITEMS LABELED ON THE PLANS ARE PROPOSED UNLESS OTHERWISE NOTED.

2. THE CONTRACTOR SHALL OBTAIN UTILITY LOCATIONS PRIOR TO THE COMMENCEMENT OF CONSTRUCTION. UTILITIES SHOWN

ARE APPROXIMATE AND BASED ON RECORD DRAWINGS.

3. EXISTING INFORMATION AS SHOWN ON THIS PLAN WAS OBTAINED BY MERRICK FROM USDA APHIS. INFORMATION WAS BASED

ON RECORD DRAWINGS.

4. DIMENSIONS SHOWN FROM BUILDINGS UTILIZE THE RECORD INFORMATION PROVIDED AS DESCRIBED IN NOTE 3. FIELD VERIFY

THE DIMENSIONS AND LAYOUT PRIOR TO CONSTRUCTION.

5. UNITS ARE SHOWN IN FEET AND INCHES.

6. EXISTING BITUMINOUS PAVEMENT TO BE GROUND AND REUSED AS ROADWAY BASE MATERIAL OR REMOVED OFF SITE.

7. DESIGN IS BASED ON ASSUMED PROPERTY LINE AND BOUNDARY INFORMATION. THE BOUNDARY AS CALLED ON THIS PLAN IS

ASSUMED TO BE THE LEGAL BOUNDARY OF THE COMPLEX. NOTIFY USDA APHIS OF ANY DISCREPANCIES.

8. UTILITY INFORMATION SHOWN REPRESENTS THE INFORMATION AVAILABLE TO MERRICK. IT IS ASSUMED THAT UNDERGROUND

UTILITIES WILL NOT AFFECT CONSTRUCTION. NOTIFY USDA APHIS OF ANY DISCREPANCIES AFTER FIELD VERIFICATION.

9. UTILITIES DAMAGED ABOVE OR BELOW GROUND SHALL BE REPAIRED BY THE CONTRACTOR AT NO COST TO THE

GOVERNMENT.

10. POSSIBLE TREE LOCATIONS WERE NOT AVAILABLE TO MERRICK DURING DESIGN. TREES WHICH INTERFERE WITH

CONSTRUCTION SHALL BE REMOVED. ADDITIONALLY, USDA APHIS WILL FLAG ADDITIONALLY TREES WHICH MAY BE TOO CLOSE

TO BUILDINGS AND WHICH REPRESENT A SECURITY THREAT. TREES FLAGGED BY USDA APHIS SHALL ALSO BE REMOVED.

11. DURING CONSTRUCTION, THE CONTRACTOR SHALL MAINTAIN SECURITY FOR THE FACILITY PER GUIDANCE FROM USDA APHIS.

LEGEND:

SAWCUT

UNDERGROUND ELECTRIC SERVICE

EXISTING FENCE

PHASE 1 LIMITS

PAVEMENT AREA TO BE REPLACED

CONCRETE PAD TO BE REMOVED

X

UE

SEE TRENCH DETAIL NOTE 2

TRENCH DETAIL NOTES:

1. THE CONTRACTOR SHALL RESTORE ALL PAVEMENTS AND GRADES AS REQUIRED TO MATCH EXISTING PAVEMENTS.

2. INSTALL #2 COPPER GROUND WIRE WITHIN CONCRETE DUCT BANK. GROUND TO SYSTEM GROUND SUCH AS BUILDING

ELECTRICAL SERVICE, TELEPHONE GROUND BUS AND MANHOLE GROUND RODS.

3. INSTALL PULL WIRE IN CONDUIT.

UTILITY TRENCH DETAIL

NTS

TRENCH DETAIL NOTES:

1. PROVIDE BEDDING IN ACCORDANCE WITH SPECIFICATIONS.

2. PROVIDE TRACER WIRE AND WARNING TAPE IN ACCORDANCE

WITH SPECIFICATIONS.

3. COMPACT BACKFILL TO SPECIFICATION REQUIREMENTS.

4. MAINTAIN A MINIMUM OF 18" VERTICAL SEPARATION BETWEEN

GAS LINE AND OTHER UTILITIES.

FINISH GRADE

NATIVE BACKFILL MATERIAL

PIPE

DETECTION WIRE OVER

NON-METALLIC PIPE TYP.

UNDISTURBED EARTH

6" MIN CLEAN

BEDDING

CLEAN BEDDING TO 6"

ABOVE TOP OF PIPE

INITIAL BACKFILL

VARIES

12" (6" BELOW

PAVEMENT)

PIPE OD + 1'

PIPE OD + 12" MIN

TO 24" MAX

VARIES MIN WIDTH REQ'D FOR

SAFE UTILITY INSTALLATION

PER OSHA REQUIREMENTS

UTILITY MARKING TAPE OVER

CENTERLINE OF PIPE BELOW

W

W

W

W W W W

W W

" PVC DOMESTIC WATER LINE.

SEE UTILITY TRENCH DETAIL ON THIS

SHEET. COORDINATE ROUTING WITH

DUCTWORK SUPPORT FRAME AND

CONCRETE PADS. CONTRACTOR TO

COORDINATE FINAL ROUTING WITH

USDA APHIS.

PRIME COAT

TACK

COAT

NEW

HOT MIX

SURFACE

COURSE

EXISTING BITUMINOUS

PAVEMENT

FULL-DEPTH SAWCUT

EXISTING ASPHALT

FLEXIBLE PAVEMENT EXISTING EARTH GRADE

EXISTING

UNDERLYING

MATERIAL

CONTAINMENT LAB BUILDING 1398 - PHASE

3A & 3B

4/20/18

DESIGN CRITERIA

GRAVITY LOADS IN ACCORDANCE WITH UFC 3-301-01, STRUCTURAL LOAD DATA.

1 JUNE 2013 (WITH CHANGE 3, 12 SEPTEMBER 2016), UFC 4-010-01, DoD MINIMUM

LOCATION

OTHER LIVE LOADS NOT SHOWN SHALL BE IN ACCORDANCE WITH ASCE 7, MINIMUM

DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES. MINIMUM DESIGN ROOF

LATERAL LOADS:

WIND LOADS:

IN ACCORDANCE WITH UFC 3-310-01, STRUCTURAL LOAD DATA AND ASCE 7,

MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES.

BASIC WIND SPEED

WIND IMPORTANCE FACTOR

WIND EXPOSURE CATEGORY

SEISMIC CRITERIA FOR NEW STRUCTURE:

DETERMINED IN ACCORDANCE WITH UFC 1-200-01 AND IBC 2015, BY INCORPORATING

THE FOLLOWING PARAMETERS:

OCCUPANCY CATEGORY

SITE CLASSIFICATION

SHORT PERIOD SPECTRAL ACCELERATION

ONE SECOND SPECTRAL ACCELERATION

SEISMIC DESIGN CATEGORY

SEISMIC IMPORTANCE FACTOR

ANTITERRORISM STANDARDS FOR BUILDING, 09 FEBRUARY 2012 (WITH CHANGE

UNIFORM CONCENTRATED

LIVE LOAD LIVE LOAD

ROOF 20 PSF (MIN.) OR CONTROLLING SNOW LOAD

PLATFORM 40 PSF

1, 1 OCTOBER 2013),UFC 4-023-03 DESIGN OF BUILDINGS TO RESIST PROGRESSIVE

COLLAPSE, 14 JULY 2009 (WITH CHANGE 3, 1 NOVEMBER 2016), ASCE 7, MINIMUM

DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES AND IBC 2015:

OTHER STRUCTURES.

GROUND SNOW LOAD

ROOF SLOPE FACTOR

SNOW THERMAL FACTOR

SNOW IMPORTANCE FACTOR

ROOF EXPOSURE FACTOR

FLAT ROOF SNOW LOAD

SLOPED ROOF SNOW LOAD

Pg Cs Ct I Ce Pf Ps

30 PSF

1.0 1.0 1.0 0.9

18.9 PSF

18.9 PSF

p = 0.00256*Kz*Kzt*Kd*V^2*I

140 MPH

1.00 (CATEGORY II)

V I C

II

D Ss S1 C 1.00

0.22g 0.058g

STRUCTURAL LOAD DATA AND ASCE 7, MINIMUM DESIGN LOADS FOR BUILDINGS AND

STRUCTURAL PLANS INDICATE ONLY THE APPROXIMATE LOCATION OF MECHANICAL,

ELECTRICAL AND OTHER EQUIPMENT, AS WELL AS THE RELATED AUXILIARY FRAMING

NECESSARY TO SUPPORT SUCH EQUIPMENT. THE FINAL POSITIONING OF THESE

ITEMS IS DEPENDENT UPON THE EQUIPMENT PROVIDED. THE CONTRACTOR SHALL BE

IN THIS REGARD, AND PROVIDING NECESSARY DIMENSIONS IN A TIMELY MANNER TO

ALL PARTIES INVOLVED. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS

ROOF AND FLOOR MEMBERS. BRACING MUST BE FULLY EFFECTIVE UNTIL ROOF AND

FLOOR DEAD LOADS ARE IN PLACE.

CONCRETE GRADE WALLS SHALL BE TEMPORARILY BRACED IF BACKFILL IS ONLY ON

ONE SIDE OR THEY SHALL BE BACK FILLED ON BOTH SIDES SIMULTANEOUSLY, WHERE

REQUIRED, TO PREVENT DEFLECTION, CRACKING OR FAILURE OF CONCRETE GRADE

EXPANSION ANCHORS CAN ONLY BE USED FOR FIELD REPAIRS AND REQUIRE

APPROVAL OF THE CONTRACTING OFFICER. REFER TO "POST INSTALLED CONCRETE

14.

15.

RESPONSIBLE FOR COORDINATING WORK BETWEEN SUBCONTRACTORS AND CRAFTS

REQUIRED DURING THE ERECTION OF THE STRUCTURAL FRAME.

16.

17.

ANCHORS" SECTION OF GENERAL NOTES FOR ADDITIONAL INFORMATION.

CONSTRUCTION METHODS AND PROJECT SAFETY: THE CONTRACT DRAWINGS AND

SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE

METHODS, PROCEDURES OR SEQUENCE OF CONSTRUCTION. THE CONTRACTOR

SHALL TAKE NECESSARY PRECAUTIONS TO MAINTAIN AND ENSURE THE INTEGRITY OF

CONSTRUCT AND MAINTAIN ALL SAFETY DEVICES, INCLUDING SHORING AND BRACING,

AND BE SOLELY RESPONSIBLE FOR CONFORMING TO ALL APPLICABLE LOCAL, STATE

ANY DEVIATION FROM THE APPROVED SET OF STRUCTURAL DRAWINGS SHALL ONLY

BE MADE AFTER WRITTEN APPROVAL BY THE CONTRACTING OFFICER.

12.

13.

THE STRUCTURE DURING CONSTRUCTION. THE CONTRACTOR SHALL DESIGN,

AND FEDERAL SAFETY AND HEALTH STANDARDS, LAWS AND REGULATIONS; OSHA

WALLS.

GENERAL REQUIREMENTS

VERIFICATION: VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS BEFORE

STARTING WORK. NOTIFY THE CONTRACTING OFFICER IMMEDIATELY OF ANY

CONFLICTS: NOTES AND DETAILS ON THE DRAWINGS TAKE PRECEDENCE OVER THE

CODES: ALL MATERIALS AND WORK SHALL CONFORM TO THE REQUIREMENTS OF THE

LATEST CODES, UFCS AND ASCE 7.

SUBSTITUTIONS: PROVIDE MANUFACTURER'S ICC REPORTS AND A LIST OF ALL

PROPOSED SUBSTITUTIONS TO THE CONTRACTING OFFICER FOR REVIEW BEFORE

SIMILAR WORK: WHERE CONSTRUCTION DETAILS ARE NOT SHOWN OR NOTED FOR ANY

PART OF THE WORK, SUCH DETAILS SHALL BE THE SAME AS FOR SIMILAR WORK

PIPES, DUCTS, SLEEVES, CHASES, ETC.: SHALL NOT BE PLACED IN SLABS, BEAMS, OR

WALLS UNLESS SPECIFICALLY SHOWN OR NOTED NOR SHALL ANY STRUCTURAL

MEMBER BE CUT FOR PIPES, DUCTS ETC., UNLESS SPECIFICALLY SHOWN. OBTAIN

PRIOR WRITTEN APPROVAL FROM THE CONTRACTING OFFICER FOR INSTALLATION OF

EXCAVATIONS: LOCATE AND PROTECT UNDERGROUND OR CONCEALED CONDUIT,

PLUMBING OR OTHER UTILITIES WHERE NEW WORK IS BEING PERFORMED.

CONSTRUCTION LOADS: MATERIALS SHALL BE EVENLY DISTRIBUTED IF PLACED ON

FRAMED FLOORS OR ROOFS. LOADS SHALL NOT EXCEED THE ALLOWABLE LOADING

FOR THE SUPPORTING MEMBERS AND THEIR CONNECTIONS.

THE STRUCTURAL DRAWINGS ILLUSTRATE THE NEW STRUCTURAL MEMBERS, REFER

TO ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR NON-STRUCTURAL

ITEMS WHICH REQUIRE SPECIAL PROVISIONS DURING THE CONSTRUCTION OF

REFER TO ARCHITECTURAL PLANS FOR FLOOR DEPRESSIONS, SLOPES, DRAINS,

CURBS, PADS, EMBEDDED ITEMS, NON-BEARING PARTITIONS, ETC.

REFER TO MECHANICAL AND ELECTRICAL PLANS FOR SLEEVE AND HANGERS FOR

PIPES, DUCTS AND EQUIPMENT.

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

SHOWN ON DRAWINGS.

STRUCTURAL MEMBERS.

DISCREPANCIES.

GENERAL NOTES AND TYPICAL DETAILS IN CASE OF CONFLICT.

ANY ADDITIONAL PIPES, DUCTS, ETC.

FABRICATION.

REQUIREMENTS; AND EM385-1-1.

ABV

ADDL

HT

HSH

HSB

HORIZ

HGR

HDR

HD

(H)

GR

GLB

GALV

GA

FTG

FS

FRMG

FOS

FOM

FOC

FN

FLR

FLG

FJ

FFE

FDN

EW

ES

EQ

EN

EMBED

ELEV

ELEC

EL

EF

EA

(E)

DWL

DWG

DP

DO

DN

DIM

DIA

DF

DBL

CTRD

CSK

CP

CONT

CONST

CONN

CONC

COL

CLR

CL

CJ

CJ

CIP

CB

C

BTWN

BRG

BP

BOS

BOF

BN

BM

BLW

BLKG

BLK

(B)

AWS

ASSOCIATION

AWPA

TESTING AND MATERIALS

ASTM

ASD

ARCH

ASSOCIATION

APA

ALT

STEEL CONSTRUCTION

AISC

ADJ

WWF

WT

WPJ

WP

WD

W/O W/

WL

VSH

VERT

(V)

UON

UNO

UBC

TYP

TS

TOW

TOT

TOS

TOP

TOC

TO

TN

THRD

THK

TG

T AND B

(T)

STRUC

STL

STIFF

STGR

STD

SQ

SPEC

SOG

SIM

SHTHG

SEP

SECT

SCHED

SC

RF

REF

REQD

REINF

R P.T.

PP

PLYWD

PLCS

PL

PC

ORIG

OPP

OPNG

OH

OF

OC

NTS

NS

NO

NIC

MTL

MISC

MIN

MFR

MECH

MB

MAX

MATL

LT WT

LOC

LDGR

KP

JT

JST

IF

ABBREVIATIONS

AB ANCHOR BOLT ICC INTERNATIONAL CODE

COUNCILABOVE

ADDITIONAL

INSIDE FACEADJACENT

JOISTAMERICAN INSTITUTE OF

JOINT

KING POSTALTERNATE

LEDGERAMERICAN PLYWOOD

LOCATION

LIGHTWEIGHTARCHITECTURAL/ARCHITECT

MATERIAL

MAXIMUM

ALLOWABLE STRESS DESIGN

AMERICAN SOCIETY FOR

MACHINE BOLT

MECHANICALAMERICAN WOOD PRESERVERS

MANUFACTURER

MINIMUM

MISCELLANEOUS

AMERICAN WELDING SOCIETY

BOTTOM

METALBLOCK

NOT IN CONTRACTBLOCKING

NUMBERBELOW

NEAR SIDEBEAM

NOT TO SCALEBOUNDARY NAIL

ON CENTERBOTTOM OF FOOTING

OUTSIDE FACEBOTTOM OF STEEL

OPPOSITE HANDBASE PLATE

OPENINGBEARING

OPPOSITEBETWEEN

ORIGINALCAMBER

PRECASTCARRIAGE BOLTS

PLATE

CAST-IN-PLACE PLACES

CONSTRUCTION JOINT PLYWOOD

CEILING JOIST PARTIAL PENETRATION

CENTER LINE POST-TENSION

CLEAR RADIUS

COLUMN REINFORCEMENT

CONCRETE REQUIRED

CONNECTION REFERENCE

CONSTRUCTION ROOF

CONTINUOUS SHEAR CONNECTOR

COMPLETE PENETRATION SCHEDULE

COUNTER SINK

SECTIONCENTERED

SEPARATIONDOUBLE

SHEATHINGDOUGLAS FIR/LARCH

SIMILARDIAMETER

SLAB ON GRADE

DEEP

SPECIFICATION

DIMENSION

SQUARE

DOWN

STANDARD

DITTO (REPEAT)

STAGGERDRAWING

STIFFENERSDOWEL

STEELEXISTING

STRUCTURALEACH

TOPEACH FACE

TOP AND BOTTOM

ELEVATION TAPERED GIRDER

ELECTRICAL THICKNESS/THICK

ELEVATOR THREADED

EMBEDMENT TOENAIL

EDGE NAIL TOP OF

EQUAL OR EQUIVALENT TOP OF CONCRETE

EACH SIDE TOP OF PARAPET

EACH WAY TOP OF STEEL

FOUNDATION TOTAL

FINISHED FLOOR ELEVATION TOP OF WALL

FLOOR JOIST TUBE STRUCTURAL

FLANGE TYPICAL

FLOOR UNIFORM BUILDING CODE

FIELD NAIL UNLESS NOTED OTHERWISE

FACE OF CONCRETE UNLESS OTHERWISE NOTED

FACE OF MASONRY VERTICAL

FACE OF STUD VERTICAL

FRAMING VERTICAL SLOTTED HOLES

FAR SIDE WIND LOAD

FOOTING WITH

GAUGE

WITHOUT

GALVANIZED

WOOD

GLUED LAMINATED BEAM

WATER PROOF/WORK POINT

GRADE

WEAKENED PLANE JOINT

HORIZONTAL

WEIGHT

HOLDOWN

WELDED WIRE FABRIC

HEADER

HEIGHT

HORIZONTALLY SLOTTED HOLES

HIGH STRENGTH BOLT

HORIZONTAL

HANGER

CGS CENTER OF GRAVITY OF STEEL

GSN GENERAL STRUCTURAL NOTES

5/- INDICATES A SECTION OR DETAIL

THAT APPEARS ON THE SAME SHEET

AS THE REFERING INFORMATION.

EF EDGE FASTENER

FY YIELD STRENGTH

SCJ SHRINKAGE CONTROL JOINT

I.E. INSIDE FACESOILS INFORMATION BASED ON "GEOTECHNICAL INVESTIGATION REPORT,

PROPOSED USDA BUILDING ADDITION" BY BRIGGS ENGINEERING AND

TESTING DATED NOVEMBER 12, 2016.

FOUNDATION:

1.

FOOTINGS ARE DESIGNED BASED ON THE FOLLOWING INFORMATION:

ALLOWABLE BEARING * = 4000 PSF (AT -4'-0" BELOW FINISHED FLOOR)

EQUIVALENT FLUID PRESSURE = 60 PCF

PASSIVE EARTH PRESSURE = 200 PCF

COEFFICIENT OF FRICTION = 0.4

MODULUS OF SUB

-GRADE REACTION = 150 PCI

* ALLOWABLE BEARING MAY BE INCREASED BY 1/3 FOR WIND OR SEISMIC LOADS

FOOTING SHALL BEAR ON FIRM SELECT FILL SOILS. MINIMUM DEPTH OF FOOTINGS

BELOW LOWEST ADJACENT FINAL GRADE SHALL BE 48". MINIMUM WIDTH OF FOOTING

SHALL BE 24".

CONTRACTOR SHALL PROVIDE FOR DE-WATERING OF EXCAVATIONS FOR EITHER

SURFACE WATER, GROUND WATER, OR SEEPAGE, IF REQUIRED.

CONTRACTOR SHALL PROVIDE FOR DESIGN AND INSTALLATION OF ALL CRIBBING,

SHEATHING, AND SHORING REQUIRED; AND SHALL BE SOLELY RESPONSIBLE FOR ALL

EXCAVATION PROCEDURES INCLUDING LAGGING, SHORING, AND PROTECTION OF

ADJACENT PROPERTY, STRUCTURES, STREETS AND UTILITIES IN ACCORDANCE WITH

ALL NATIONAL, STATE, AND LOCAL SAFETY ORDINANCES.

ALL EXCAVATIONS SHALL BE PROPERLY BACKFILLED. DO NOT PLACE BACKFILL

BEHIND RETAINING WALLS BEFORE CONCRETE OR GROUT HAS ATTAINED FULL DESIGN

STRENGTH. CONTRACTOR SHALL BRACE OR PROTECT ALL BUILDING AND PIT WALLS

BELOW GRADE FROM LATERAL LOADS UNTIL ATTACHED FLOORS ARE COMPLETELY IN

PLACE AND HAVE ATTAINED FULL STRENGTH. CONTRACTOR SHALL PROVIDE FOR

DESIGN, PERMITS, AND INSTALLATION OF SUCH BRACING.

2.

3.

4.

5.

6.

FOUNDATIONS SHALL BE PLACED AND ESTIMATED ACCORDING TO DEPTHS SHOWN ON

DRAWINGS. SOIL ENCOUNTERED AT THESE DEPTHS SHALL BE APPROVED BY

THE CONTRACTING OFFICER.

FOOTING BACKFILL AND UTILITY TRENCH BACKFILL WITHIN BUILDING AREA SHALL BE

MECHANICALLY COMPACTED IN LAYERS IN ACCORDANCE WITH THE SOILS REPORT

AND APPROVED BY THE INSPECTOR.

ALL ABANDONED UTILITIES, ETC. SHALL BE REMOVED. NEW FOOTINGS

MUST EXTEND INTO UNDISTURBED SOILS.

SLABS ON GRADE SHALL BE SUPPORTED ON NATURAL GRADE OR COMPACTED

FILL PER THE RECOMMENDATIONS OF THE GEOTECHNICAL REPORT.

8.

9.

10.

11.

SUBGRADE PREPARATION AND FILL REQUIREMENTS:

SEE CIVIL DOCUMENTS

7.

NO. DATE BY DESCRIPTION

DATE

PROJECT NO.

MERRICK PROJECT NO.

DESIGNER

DRAWN BY

PROJECT MANAGER

REAL PROPERTY

SAFETY & HEALTH

PPM

EPM

REVISIONS

OF

SHEET

A-E FIRM USDA

B. THOMPSON

64019314

AG-6395-C-16-0118 ENGINEERING SERVICES BRANCH

4700 RIVER ROAD

RIVERDALE, MD 20737

P

I H

A Animal and Plant Health Inspection Service

S

A. MAGINNIS

A. MAGINNIS

02-16-18

S-001

CONTAINMENT LAB BUILDING 1398 - PHASE

3A & 3B

100% SUBMITTAL

NOT FOR CONSTRUCTION

GENERAL NOTES AND

ABBREVIATIONS

02/16/18

04/20/2018

WITH E70XX ELECTRODES.

PRIOR TO FOUNDATION INSPECTION BY THE SPECIAL INSPECTOR AND OBSERVATION

BY THE CONTRACTING OFFICER REPRESENTATIVE. COAT ANCHOR BOLTS OTHER

THAN STAINLESS STEEL WITH A RUST INHIBITOR.

FOOTING OR COLUMNS UNLESS SPECIFICALLY DETAILED.

ADMIXTURES: REVIEWED BY CONTRACTING OFFICER REPRESENTATIVE, NO CALCIUM CHLORIDE.

THOROUGHLY CLEAN ALL CONCRETE SURFACES TO RECEIVE NEW CONCRETE.

LOCATION OF JOINTS SHALL BE REVIEWED BY THE CONTRACTING OFFICER

ACTUAL DIMENSIONS: SLAB, WALL, BEAM AND COLUMN DIMENSIONS SHOWN ARE

ACTUAL DIMENSIONS NOT NOMINAL DIMENSIONS (i.e. A 4 INCH SLAB IS 4 INCHES

THICK, NOT 3-1/2 INCHES.)

CONCRETE CURING: SEE SPECIFICATIONS.

WELDED REINFORCEMENT: ASTM A-706, CERTIFIED WELDERS. WELD PER AWS D1.4

PIPES, SLEEVES AND DUCTS: SHALL NOT BE PLACED IN WALLS, BEAMS, SLABS,

CHAMFER: 3/4 INCH ON EXPOSED CORNERS.

CONSTRUCTION JOINTS: HEAVY SANDBLAST (1/4 INCH AMPLITUDE MINIMUM) AND

I)

ANCHOR BOLTS, DOWELS AND HOLD-DOWN ANCHORS: SECURELY HELD IN PLACE7.

8.

9.

10.

11.

13.

14.

PLANE JOINTS NOT SPECIFICALLY INDICATED ON THE DRAWINGS SHALL BE REVIEWED

BY THE CONTRACTING OFFICER REPRESENTATIVE PRIOR TO THE PLACING OF REINFORCEMENT.

SLAB-ON-GRADE JOINTS: LOCATION OF ALL CONSTRUCTION, CONTROL AND WEAKENED12.

REPRESENTATIVE. WAIT 48 HOURS BETWEEN POURS.

CORNER OF RECTANGULAR HOLES IN SLABS. PLACE BARS DIAGONALLY.

SLAB CORNERS: PROVIDE (2)-#4 X 4'-0" AT RE-ENTRANT CORNERS AND EACHH)

THE SAME SIZE AND SPACING OF REINFORCEMENT AS SHOWN ON THE DRAWINGS

AND IN THE GENERAL NOTES.

COLUMN BEAM SHALL EXTEND TO WITHIN 2" OF THE FACE AND HAVE A 90 DEGREE

HOOK UNLESS OTHERWISE SHOWN.

REINFORCING BARS BUNDLED IN CONTACT TO ACT AS A UNIT IN A LAYER SHALL

NOT BE LESS THAN 1-1/2 TIMES THE NOMINAL DIAMETER OF THE REINFORCEMENT

OR 1-1/3 TIMES MAXIMUM SIZE AGGREGATE, NOR LESS THAN 1-1/2". NORMAL

DIAMETER FOR A UNIT OF BUNDLED BARS SHALL BE THE EQUIVALENT DIAMETER

OF THE COMBINED AREAS OF THE BARS BUNDLED.

CHAIRS, SPACERS AND SAND PLATES: AS REQUIRED TO MAINTAIN CONCRETE

VERTICAL REINFORCEMENT: SHALL BE DOWELED TO SUPPORTING MEMBERS WITH

HORIZONTAL REINFORCEMENT: ALL BARS ENDING AT THE FACE OF A WALL,

SPACING: CLEAR DISTANCE BETWEEN PARALLEL REINFORCEMENT OR PARALLEL

TACK WELDING, WELDING, HEATING OR CUTTING OF BARS: NOT PERMITTED U.N.O.

C)

D)

E)

F)

G)

315 AND ACI 318. SHOP DRAWINGS REVIEWED BY THE CONTRACTING

OFFICER BEFORE FABRICATION.

MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT:

MIN. COVER,

INCHES

CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH

CONCRETE EXPOSED TO EARTH OR WEATHER:

NO. 6 THROUGH NO. 18 BAR

NO. 5 BAR, W31 OR D31 WIRE AND SMALLER

CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH

GROUND:

SLABS, WALLS, JOISTS:

NO. 14 AND NO. 18 BAR

NO. 11 BAR AND SMALLER

BEAMS, COLUMNS:

PRIMARY REINFORCEMENT TIES:

REINFORCEMENT:

CAST-IN-PLACE CONCRETE (NON-PRESTRESSED). THE FOLLOWING

STIRRUPS, SPIRALS

6.

A) SHOP DRAWINGS, FABRICATION AND PLACING: SHALL CONFORM TO ACI

B)

1 1/2

1 1/2 3/4

1 1/2

COVER.

ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS, MAY BE

INCORPORATED IN THE CONCRETE DESIGN MIXES. A HIGH-RANGE WATER-REDUCING

(HRWR) ADMIXTURE CONFORMING ASTM C494, TYPE F OR G, MAY BE USED IN CONCRETE

MIXES PROVIDING THAT SLUMP DOES NOT EXCEED 9". AN AIR-ENTRAINING AGENT

CONFORMING TO ASTM C260 SHALL BE USED IN CONCRETE MIXES FOR THE EXTERIOR

A WATER-REDUCING ADMIXTURE CONFORMING TO ASTM C494, USED IN STRICT

SURFACES EXPOSED TO COLD WEATHER. THE AMOUNT OF ENTRAINED AIR SHALL BE

5.

6% ± 1% BY VOLUME.

CEMENT

AGGREGATE

REINFORCEMENT

ASTM A - 706

ANCHOR BOLTS

ASTM F - 1554

THE CONCRETE STRENGTHS SHOWN IN THE FOLLOWING TABLE ARE THE MINIMUM

COMPRESSIVE STRENGTHS AT 28 DAYS AND THE WATER/CEMENT RATIO IS THE

MAXIMUM. THE SPECIFIED SLUMP IS THE MAXIMUM PRIOR TO THE ADDITION OF

ADMIXTURES. CONCRETE SHALL BE STANDARD WEIGHT CONCRETE (145 PCF).

ITEM OF

CONSTRUCTION

FOUNDATIONS/GRADE WALLS

MINIMUM OF SEVENTY PERCENT OF THE SPECIFIED 28-DAY STRENGTH FOR ANY

CONCRETE CONSTRUCTION REQUIRING SHORING, BRACING OR TO RECEIVE

MATERIALS:

CONCRETE STRENGTHS:

CONTINUOUS SPECIAL INSPECTION IS REQUIRED FOR DESIGN STRENGTHS EXCEEDING.

CONCRETE SHALL BE PROPORTIONED SUCH THAT 7-DAY STRENGTHS ARE A

REINFORCED CONCRETE

1.

2.

3.

4.

ASTM C - 150

ASTM C - 33

ASTM A - 615

REINFORCEMENT

ASTM A - 36

ANCHOR BOLTS

STRENGTH AGG SLUMP WATER/CEMENT

(PSI) (IN) (IN) (LB/LB)

4,000 1 4 0.57

SLABS-ON-GRADE........................... 4,000 1 4 0.57

2,500 PSI.

CONSTRUCTION LOADS.

GRADE 60 WELDED

HEADED ANCHOR BOLTS

TYPE I I

CRUSHED ROCK

GRADE 60 TYPICAL

HOOKED ANCHOR BOLTS

WIND LOADING SCHEDULE

PER ASCE 7-10

COMPONENTS AND CLADDING

W

AL

L S

UR

FA

CE

S

0 f t

AR

EA

ft

AR

EA

2 4

2 4

SURFACE

RO

OF

S

UR

FA

CE

S

EFFECTIVE

WIND AREA

1 -42.7

P (psf)ZONE

-42.4 39.1 -52.1 39.1 -32.6 29.3 -32.6 29.3

17.4 -71.7 17.4

-107.9 17.4 -39.1 13.8 -46.3 13.8

AR

EA

0 f t

AR

EA

ft

3 -46.3 13.8

TYP AT

ROOF EDGES

TYP AT ROOF

CORNERS

TYP AT

ROOF U.N.O.

TYP AT

ROOF EDGES

a (TYP)

TYP.

a

TYP AT ROOF

CORNERS

TYP AT

ROOF EDGES

TYP AT

WALL U.N.O.

TYP AT WALL

CORNERS

TYP AT WALL

CORNERS

TYP AT

WALL U.N.O.

TYP AT

ROOF EDGES

TYP

NO. DATE BY DESCRIPTION

DATE

PROJECT NO.

MERRICK PROJECT NO.

DESIGNER

DRAWN BY

PROJECT MANAGER

REAL PROPERTY

SAFETY & HEALTH

PPM

EPM

REVISIONS

OF

SHEET

A-E FIRM USDA

B. THOMPSON

64019314

AG-6395-C-16-0118 ENGINEERING SERVICES BRANCH

4700 RIVER ROAD

RIVERDALE, MD 20737

P

I H

A Animal and Plant Health Inspection Service

S

A. MAGINNIS

A. MAGINNIS

02-16-18

S-002

CONTAINMENT LAB BUILDING 1398 - PHASE

3A & 3B

100% SUBMITTAL

NOT FOR CONSTRUCTION

GENERAL NOTES SHEET 2

NTSS-002

1 TYPICAL ROOF CORNER

NTSS-002

2 TYPICAL WALL CORNER

1. FABRICATE ALL STEEL DECK FROM STEEL CONFORMING TO THE LATEST EDITION

OF THE "SPECIFICATIONS FOR THE DESIGN OF COLD FORMED STEEL

STRUCTURAL MEMBERS" BY THE AMERICAN IRON AND STEEL INSTITUTE.

PROVIDE FULL PANEL WIDTH SHEETS FOR THE FIRST SHEET OF STEEL DECK

ADJACENT TO, AND PARALLEL TO, WALLS, PERIMETER MEMBERS, OR MEMBERS

IDENTIFIED AS CHORD, COLLECTOR, STRUT, OR DRAG MEMBERS (ON ONE OR

BOTH SIDES AS APPLICABLE).

SPAN DECKING CONTINUOUS OVER AT LEAST THREE (3) SUPPORTS, UNLESS

SPECIFICALLY DETAILED OTHERWISE.

PROVIDE GALVANIZED STEEL ROOF DECK. METAL DECK SHALL BE GALVANIZED

PER G60 = NORMAL STANDARD

FASTEN ALL STEEL DECK TO A CONTINUOUS DECK ANGLE AROUND ENTIRE DECK

PERIMETER. WHERE NO SPECIFIC SUPPORT IS INDICATED, PROVIDE

CONTINUOUS L3x3x1/4 OR EQUIVALENT BENT PLATE AS NECESSARY TO SUPPORT

DECK EDGES.

ATTACH EACH DECKING PANEL TO SUPPORTING MEMBERS AND ADJACENT

PANELS AS INDICATED IN STEEL DECK SCHEDULE SHEET S-601.

BEAR DECKING AT LEAST 2 INCHES AT SUPPORTS. LAP DECKING AT ENDS AT

LEAST 2 INCHES AND CENTER LAPS OVER SUPPORTS. CENTER LAPS OVER ONE

TOP CHORD ANGLE AT OPEN-WEB STEEL JOISTS OR METAL TRUSS TOP CHORD.

SUBMIT COMPLETE METAL DECKING SHOP DRAWINGS TO THE CONTRACTING

OFFICER FOR REVIEW AND APPROVAL. SHOP DRAWINGS SHALL INDICATE ICC ES

REPORT NUMBER, IF APPLICABLE, LOAD/SPAN CAPACITIES AND DIAPHRAGM

CAPACITY.

PROVIDE FLASHING AND CLOSURE PLATES AT ENDS OF ALL UNITS, AROUND

COLUMNS AND ALL PERIMETER LOCATIONS REQUIRING CONCRETE.

2.

3.

4.

5.

6.

STEEL DECK NOTES

1. FABRICATE AND ERECT STRUCTURAL STEEL IN ACCORDANCE WITH THE AISC "MANUAL OF

STEEL CONSTRUCTION", LOAD AND RESISTANCE FACTOR DESIGN, 14TH EDITION.

PROVIDE WIDE FLANGE SHAPES COMPLYING WITH ASTM A992. PROVIDE ALL OTHER

STRUCTURAL STEEL, OTHER THAN TUBES, COMPLYING WITH ASTM A36.

PROVIDE TUBE STEEL (HSS SHAPES) COMPLYING WITH ASTM A500, GRADE B. PROVIDE A CAP

PLATE FOR ALL HSS EXPOSED ENDS EQUAL TO HSS WALL THICKNESS, (UNLESS SPECIFICALLY

NOTED NOT TO BE PROVIDED) ATTACHED WITH CJP ALL AROUND.

PROVIDE BOLTS FOR BEAM CONNECTIONS COMPLYING WITH ASTM A325 WITH A MINIMUM

DIAMETER OF 3/4" UNLESS OTHERWISE NOTED. DESIGN ALL BOLTED CONNECTIONS NOT

DETAILED AS BEARING-TYPE CONNECTIONS, UNLESS SPECIFICALLY NOTED AS SLIP-CRITICAL.

INSTALL WASHERS UNDER NUTS OF ALL FASTENERS.

CONFORM TO THE PROVISIONS OF AWS D1.1, USING E70XX ELECTRODES FOR ALL WELDING.

SHOP CONNECTIONS MAY BE WELDED OR BOLTED UNLESS SPECIFICALLY DETAILED

OTHERWISE. BOLT FIELD CONNECTIONS UNLESS NOTED OTHERWISE.

FOR CONNECTIONS REQUIRING A WELD WHEN NO WELD IS SHOWN, PROVIDE WELD ALL

AROUND WITH THE MAXIMUM FILLET WELD SIZE ALLOWED BY AWS D1.1 FOR THE CONNECTED

PARTS. PROVIDE WELD EITHER IN THE SHOP OR FIELD, WHICHEVER IS MOST APPROPRIATE.

THE CONTRACTOR IS RESPONSIBLE FOR CHECKING THE CONTRACT DOCUMENTS FOR ALL

MISCELLANEOUS STEEL.

PROVIDE PERIMETER DECK ANGLE AROUND ENTIRE PERIMETER OF STEEL DECK. WELD

CORNERS OF PERIMETER DECK ANGLE.

NON-STRUCTURAL STEEL ELEMENTS INCLUDING STEEL DECK, CONCRETE SLABS, WALLS AND

COLUMNS ARE EMPLOYED TO INTERACT WITH THE STEEL FRAMING TO PROVIDE STABILITY AND

BRACING TO THE OVERALL STRUCTURE. THE STEEL ERECTOR SHALL FURNISH AND INSTALL

ALL NECESSARY TEMPORARY SUPPORTS AND BRACING REQUIRED FOR THE STRUCTURAL

STEEL FRAMING IN ACCORDANCE WITH SECTION 7.10 OF THE AISC CODE OF STANDARD

PRACTICE FOR STEEL BUILDINGS AND BRIDGES. ALL TEMPORARY SUPPORTS AND BRACING

SHALL NOT BE REMOVED OR MODIFIED UNTIL THE SUPPORTING STEEL DECK, CONCRETE

SLABS, WALLS AND COLUMNS, MASONRY WALLS AND COLUMNS ARE COMPLETELY INSTALLED

AND HAVE ACHIEVED THEIR DESIGN STRENGTH.

2.

3.

4.

5.

6.

7.

8.

9.

STRUCTURAL STEEL NOTES

1. CONTRACTOR SHALL FIELD VERIFY EXISTING CONDITIONS PRIOR TO

COMMENCING WORK.

IF EXISTING CONDITIONS DO NOT MATCH WHAT IS SHOWN ON THE

STRUCTURAL DRAWINGS, THIS MUST BE BROUGHT TO THE ATTENTION OF

THE STRUCTURAL ENGINEER OF RECORD BEFORE COMMENCING WORK.

CONTRACTOR IS RESPONSIBLE FOR ADDING SHORING PLATES OR BEAMS AS

NECESSARY TO FACILITATE THE REMOVAL OF EXISTING MASORY AND

INSTALLATION OF NEW COLUMNS AND BEAMS.

2.

EXISTING CONDITIONS

10.

VENEER LINTELS:

OPENING WIDTH

UP TO 4'-0"

TYPICAL VENEER LINTEL SCHEDULE

ANGLE LINTEL

NOTES:

1. LINTELS APPLY AT ALL VENEER OPENINGS, UNO.

2. LINTELS SHALL BE PROVIDED FOR MECHANICAL, AS WELL AS

ARCHITECTURAL OPENINGS.

3. EXTEND LINTEL ANGLES 8" BEYOND BRICK OPENING EACH END TO BEAR

ON BRICK BEYOND.

4. FOR ALL OTHER NON-VENEER OPENINGS, SEE DETAIL SHEETS.

3.

7.

8.

9.

1. THE STRUCTURAL SHOP DRAWING REVIEW IS INTENDED TO HELP THE ENGINEER

VERIFY HIS DESIGN CONCEPT. IT IS THE CONTRACTOR'S RESPONSIBILITY TO

CHECK HIS OWN SHOP DRAWINGS.

THE STRUCTURAL SHOP DRAWINGS WILL BE RETURNED FOR RESUBMITTAL IF A

CURSORY REVIEW SHOWS MAJOR ERRORS WHICH SHOULD HAVE BEEN FOUND

BY THE CONTRACTOR'S CHECKING.

THE FOLLOWING SHOP DRAWINGS AND CALCULATIONS, WHEN APPLICABLE ARE

REQUIRED, BUT NOT LIMITED TO, FOR SUBMITTAL FOR STRUCTURAL REVIEW:

A. CONCRETE MIX DESIGNS

B. REINFORCING STEEL

C. STRUCTURAL STEEL AND DECK

D. WELDING PROCEDURE SPECIFICATIONS (WPS)

E. MISCELLANEOUS STRUCTURAL STEEL SHOWN ON STRUCTURAL DRAWINGS

F. PRE-MANUFACTURED COLD-FORMED METAL TRUSSES

G. CURTAIN WALLS

H. CONSTRUCTION JOINT LOCATIONS

ANY SUBMITTAL OF A DETAIL SHEET WITH ADDED INFORMATION SHALL BE

ACCOMPANIED BY A LOCATION PLAN IDENTIFYING THE MEMBERS INVOLVED AND

CLOUDING AROUND ADDED INFORMATION.

ANY ENGINEERING SUBMITTED FOR REVIEW SHALL BE APPROPRIATELY SEALED.

FULL RESPONSIBILITY OF SUCH ENGINEERING RESTS WITH THE PERSON

SEALING THE DESIGN.

2.

SHOP DRAWING SUBMITTALS

3.

4'-1" TO 6'-0"

6'-1" TO 8'-0"

L4x4x5/16

L6x4x5/16 (LLV)

L7x4x3/8 (LLV)

11.

4.

5.

CR

CR

A B C D E

S-103

(30 LOCATIONS)

1' - 9"

4' - 0"

F1

F1

F1

F1

7'

- 6

7'

- 6

7'

- 6

7'

- 3

4'

- 0

F1

F1

F1F1F1F1

F1

F1

F1

F1

F1

4' - 0" 6' - 8" 6' - 8" 6' - 8" 6' - 8"

F2 F2

4'

- 1

3/

4"

5' - 6" 1' - 4"

1'

- 6

ERU PAD

ERU PAD

CONDENSING

PADS

DESIGNATES 5'-4"x2'-0"x1'-0" THICK

FOOTING W/ (3) #5 LONG BARS & (6) #5

TRANSVERSE BARS, BOTTOM, TYP.

WHERE FOOTING IS TO BE PLACED,

REMOVE ASPHALT TO SOIL. COMPACT

SOIL AND PLACE FOOTING ON TOP OF

COMPACTED SOIL.

DESIGNATES 6'-3"x2'-0"x1'-0" THICK

FOOTING W/ (3) #5 LONG BARS & (7) #5

TRANSVERSE BARS, BOTTOM, TYP.

WHERE FOOTING IS TO BE PLACED,

REMOVE ASPHALT TO SOIL. COMPACT

SOIL AND PLACE FOOTING ON TOP OF

COMPACTED SOIL.

LEGEND

F1

F2

KEY PLAN

NOT TO SCALE

NO. DATE BY DESCRIPTION

DATE

PROJECT NO.

MERRICK PROJECT NO.

DESIGNER

DRAWN BY

PROJECT MANAGER

REAL PROPERTY

SAFETY & HEALTH

PPM

EPM

REVISIONS

OF

SHEET

A-E FIRM USDA

B. THOMPSON

64019314

AG-6395-C-16-0118 ENGINEERING SERVICES BRANCH

4700 RIVER ROAD

RIVERDALE, MD 20737

P

I H

A Animal and Plant Health Inspection Service

S

A. MAGINNIS

A. MAGINNIS

02-16-18

S-101

CONTAINMENT LAB BUILDING 1398 - PHASE

3A & 3B

100% SUBMITTAL

NOT FOR CONSTRUCTION

PARTIAL FOUNDATION PLAN

1/8" = 1'-0"1 PARTIAL FOUNDATION PLAN

8 6 4 2 0 8 16

SHEET NOTES:

1.

2.

FIELD VERIFY ALL EXISTING CONDITIONS

AND DIMENSIONS.

CONTRACTOR IS RESPONSIBLE FOR

ADDING SHORING PLATES OR BEAMS AS

NECESSARY TO FACILITATE THE REMOVAL

OF EXISTING MASONRY AND INSTALLATION

OF NEW MEMBERS.

KEYNOTES:

NEW GREENHOUSE WINDOW1

NEW DUCT SUPPORT POSTS: HSS5x5x1/4 POSTS WITH 1'-1"x1'-1"x3/4" BASE PLATE

WITH (4) 3/4" DIA. ANCHOR BOLTS WITH 10"

EMBED. ANCHOR INTO NEW FOOTING; TOP

OF POSTS EL = 10'-0" (VERIFY WITH

MECHANICAL DRAWING AND CONTRACTOR).

NEW PLATFORM POSTS: HSS5x5x1/4 POSTS WITH 1'-1"x1'-1"x3/4" BASE PLATE WITH (4)

3/4" DIA. ANCHOR BOLTS WITH 10" EMBED.

ANCHOR INTO NEW FOOTING; TOP OF

POSTS EL = 9'-5".

D E F G H J K L M N

20' - 0"

S-502

S-502

1/8" = 1'-0"1 PARTIAL ROOF STRUCTURAL PLAN

SHEET NOTES:

1. FIELD VERIFY ALL EXISTING CONDITIONS

AND DIMENSIONS.

KEYNOTES:

MOVEABLE PARTITION ALONG COLUMN LINE

N BETWEEN COLUMN LINES 2 AND 4 IN

CONFERENCE ROOM (BELOW ROOF). SEE

7/S-502.

NEW ANGLE MEMBER TO ATTACH TO

EXISTING ROOF FRAMING MEMBERS TO

SUPPORT EYEBOLT. CONTRACTOR TO

COORDINATE EXACT LOCATION WITH

EQUIPMENT LOCATION. SEE 8/S-502.

8 6 4 2 0 8 16

KEY PLAN

NOT TO SCALE

NO. DATE BY DESCRIPTION

DATE

PROJECT NO.

MERRICK PROJECT NO.

DESIGNER

DRAWN BY

PROJECT MANAGER

REAL PROPERTY

SAFETY & HEALTH

PPM

EPM

REVISIONS

OF

SHEET

A-E FIRM USDA

B. THOMPSON

64019314

AG-6395-C-16-0118 ENGINEERING SERVICES BRANCH

4700 RIVER ROAD

RIVERDALE, MD 20737

P

I H

A Animal and Plant Health Inspection Service

S

A. MAGINNIS

A. MAGINNIS

02-16-18

S-102

CONTAINMENT LAB BUILDING 1398 - PHASE

3A & 3B

100% SUBMITTAL

NOT FOR CONSTRUCTION

PARTIAL ROOF FRAMING PLAN

02/18/16

A B

EXISTING W6

COLUMN

EXISTING W6 COLUMN

EXISTING W6 COLUMN

HSS8X6X5/16

HSS8X6X5/16

HS

S8

X6 X5

/1

HS

S8

X6 X5

/1

19' - 0 1/2"

/2

HSS8X6X5/16

7 1/2"

1' - 10"

2'

- 6

1/

2"

EXISTING W6 COLUMN

HSS8X6X5/16

NOTE: TOP OF STEEL EL. = 102'-6" UNO

HSS8X6X5/16

HS

S8

X6 X5

/1

HS

S8

X6 X5

/1

S-502

S-502

S-502

S-502

HSS8X6X5/16

SEE NOTE 2

SEE NOTE 2

8"

5' - 0 1/2" 8"

S-501

S-501

S-502

A B

EXISTING W6

COLUMN

EXISTING W6 COLUMN

EXISTING W6 COLUMN

19' - 0 1/2"

EXISTING W6 COLUMN

HS

S1

0X 6X

5/

HSS8X6X5/16 LLV LINTEL

LL

V

LI

NT

EL

NEW GREENHOUSE

WINDOW. SEE ARCH. DWGS

(TOS EL. 112'-0" UNO)

(T O

S

EL

. 1

'-0 " U

NO

NEW LINTEL TO BEAR

MIN. 8" ON EXISTING

MASONRY WALL

NEW LINTEL TO BEAR

MIN. 8" ON EXISTING

MASONRY WALL

NO. DATE BY DESCRIPTION

DATE

PROJECT NO.

MERRICK PROJECT NO.

DESIGNER

DRAWN BY

PROJECT MANAGER

REAL PROPERTY

SAFETY & HEALTH

PPM

EPM

REVISIONS

OF

SHEET

A-E FIRM USDA

B. THOMPSON

64019314

AG-6395-C-16-0118 ENGINEERING SERVICES BRANCH

4700 RIVER ROAD

RIVERDALE, MD 20737

P

I H

A Animal and Plant Health Inspection Service

S

C. TRAN

C. TRAN

02-16-18

S-103

CONTAINMENT LAB BUILDING 1398 - PHASE

3A & 3B

100% SUBMITTAL

NOT FOR CONSTRUCTION

PARTIAL WINDOW FRAMING PLAN

1/2" = 1'-0"1 PARTIAL GREENHOUSE FRAMING & FOUNDATION PLAN

SHEET NOTES:

FIELD VERIFY ALL EXISTING CONDITIONS AND

DIMENSIONS.

DEMOLISH EXISTING CONCRETE AND MASONRY

STEM WALL AT NEW GREENHOUSE WINDOW AND

ADD NEW CONCRETE STEM WALL PER SECTIONS

2/S-502 & 7/S-501.

CONTRACTOR IS RESPONSIBLE FOR SHORING AS

NECESSARY TO FACILITATE THE REMOVAL OF

EXISTING CONCRETE AND MASONRY WALL AND

INSTALLATION OF NEW MEMBERS.

1/2" = 1'-0"2 PARTIAL GREENHOUSE WINDOW LINTEL PLAN

1.

2.

3.

2 1 0 2 4 2 1 0 2 4

A B C D

19' - 0 1/2" 20' - 0" 20' - 0"

LIGHTGAGE STEEL JOISTS AT 2'-0" O.C.

LI

G

HT

G

AG

E

ST

EE

L

JO

IS

TS

A T

2'- 0"

O .C

LIGHTGAGE STEEL JOISTS AT 2'-0" O.C.

4' - 0"

1' - 9"

(30 LOCATIONS)

C7 1/4 C7 1/4 C7 1/4 C7 1/4 C7 1/4 C7 1/4 C7 1/4 C7 1/4 C7 1/4

C7 1/4 C7 1/4 C7 1/4 C7 1/4 C7 1/4 C7 1/4 C7 1/4 C7 1/4 C7 1/4 C7 1/4

C7 1/4 C7 1/4 C7 1/4 C7 1/4 C7 1/4

C7 1/4 C7 1/4 C7 1/4 C7 1/4 C7 1/4 C7 1/4

C7 1/4 C7 1/4 C7 1/4 C7 1/4

C7 1/4 C7 1/4 C7 1/4

C7 1/4 C7 1/4

3'

- 7

/2

3'

- 9

3'

- 9

3'

- 9

4'

- 0

7'

- 3

7'

- 6

7'

- 6

7'

- 6

4' - 0"

3'

- 9

3'

- 9

3'

- 9

3'

- 7

/2

3' - 4"

4' - 0" 6' - 8"

3' - 4"

6' - 8" 6' - 8"

3' - 4"

6' - 8"

3' - 4"

1' - 3"

4" 4"

W8x18

3/

4" 2'

- 6

2'

- 5

/4

1/ 2"

5' - 6"11' - 10 1/2"

4 POSTS (4 LOCATIONS)

C1

C12

INDICATES DIRECTION OF SPAN OF 1.0",

TYPE "E", 22 GAGE METAL DECK BEARING

ON LIGHT GAGE STEEL JOISTS.

LEGEND

INDICATES MOMENT CONNECTION

INDICATES DIRECTION OF SPAN OF 1"x1/8"

WELDED BAR GRATING, GALVANIZED HOT

DIPPED, GW 100A SMOOTH. BEARING BARS

1 3/16" ON CENTER, REGULAR CROSS BARS

4" ON CENTER. TOP OF GRATING EL. =9'-6".

INTERIOR WALL FRAMING SUPPORTING PLATFORM SHALL BE 400S200-54

MIL STUDS AT 24" O.C. MAX. HEADERS SHALL BE 400S200-54 FOR MAX

OPENING MAX WIDTH OF 4'-0".

REFER TO ARCHITECTURAL DRAWINGS FOR ADDITIONAL DIMENSIONS.

PLATFORM JOISTS SHALL BE C12= 12TDW14 (12" DEEP, TYPE "TDW", 14

GAGE) UNO.

C 7 1/4= 7.25TDJ18 (7.25" DEEP, TYPE "TDJ", 18 GAGE JOISTS) @ 24" O.C.

BOTTOM OF JOISTS EL.=8'-6 5/8"

METAL DECK SHALL BE PLACED ON AREAS WITH 12" JOISTS. NO METAL

DECK SHALL BE PLACED ON 7.25" DEEP JOISTS.

GENERAL FRAMING NOTES

1.

2.

3.

4.

5.

6.

KEY PLAN

NOT TO SCALE

NO. DATE BY DESCRIPTION

DATE

PROJECT NO.

MERRICK PROJECT NO.

DESIGNER

DRAWN BY

PROJECT MANAGER

REAL PROPERTY

SAFETY & HEALTH

PPM

EPM

REVISIONS

OF

SHEET

A-E FIRM USDA

B. THOMPSON

64019314

AG-6395-C-16-0118 ENGINEERING SERVICES BRANCH

4700 RIVER ROAD

RIVERDALE, MD 20737

P

I H

A Animal and Plant Health Inspection Service

S

J. ALDAZ

C. TRAN

02-16-18

S-104

CONTAINMENT LAB BUILDING 1398 - PHASE

3A & 3B

100% SUBMITTAL

NOT FOR CONSTRUCTION

PLATFORM PLAN

1/8" = 1'-0"1 PLATFORM PLAN

8 6 4 2 0 8 16

KEYNOTES:

NEW WINDOW IN EXISTING VENEER SUPPORTED

WITH STRUCTURAL STEEL FRAMING.

NEW HSS5x5x1/4 POSTS TO SUPPORT MECHANICAL

DUCT. TOP OF POSTS EL = 8'-9" (VERIFY WITH

MECHANICAL DRAWING AND CONTRACTOR).

DUCT SUPPORT FRAMING SHALL BE HSS8x6x1/4 (LLV)

UNO. TOP OF DUCT SUPPORT FRAMING EL = 8'-9".

NEW HSS5x5x1/4 POSTS TO SUPPORT EXTERIOR

PLATFORM. TOP OF POSTS EL = 9'-5".

NEW W8x18 BEAMS AT EXTERIOR PLATFORM. TOP OF

STEEL EL. = 9'-5".

DOUBLE WALL STUD (2) 400S200-54.

DOUBLE C12 LIGHT GAGE JOIST. SISTER TOGETHER.

ONE END TO FRAME INTO DOUBLE WALL STUD

SPECIFIED IN KEYNOTE 6; THE OTHER END SHALL

ATTACH TO COLUMN A1.

02/16/1804/20/2018

"D" db

6db*OR3" MIN

135° HOOK

BAR SIZE D'

1 1/2" 2"

2 1/2

#3 #4 #5

"D" db

90° HOOK

* PROVIDE 10db EXTENSIONS IN LIEU OF 6db AT ALL FRAME COLUMNS, GIRDERS, SHEAR WALLS AND SHEAR

WALL BOUNDARY MEMBERS.

TIES & STIRRUPS HOOKS

ONLY

TYPICAL COLUMN

BAR OFFSET"D"

db 12 db

U.

N.

O db

OR 2 1/2"

STANDARD HOOKS

90° HOOK180° HOOK

40 DIA IN MASONRY

30 DIA. IN

CONCRETE

2'-0" MIN. U.N.O.

TYP. COMPRESSION LAP

SPLICE

BAR SIZE D'

6d 8d

10d

#3 THRU #8

#9 THRU #11

#14 THRU #18

4db MIN.

"D

MAX.

4' - 0"

M

AX

4'

- 0

1 1/2" CLR.

(2) #6 BARS AT

T&B OF SLAB,

TYPICAL

(1) #6 BAR AT T&B.

EXTEND TRIMMER

BARS 2'-6" BEYOND

SIDES OF OPENING

OR AS FAR AS

POSSIBLE & HOOK

NOTES:

1. THIS DETAIL APPLIES TO CIRCULAR AND RECTANGULAR

OPENINGS.

2. PROVIDE EXTRA BARS (NOT SHOWN) PARALLEL TO SIDES

OF OPENING EQUAL TO AREA OF INTERRUPTED SLAB

BARS, EXTEND FULL LENGTH OF SPAN.

3. THIS DETAIL IS TYPICAL AT OPENINGS UP TO 4'-0" MAX.

DIMENSIONS UNLESS NOTED OTHERWISE ON PLANS.

2' - 6"

2' - 6"

T.O.C.

EL. = RE: PLAN

CONC. PAD, SEE PLUMBING

MECHANICAL AND

ELECTRICAL DRAWINGS

FOR SIZE AND LOCATION#4 AT

18" O.C.

ROUGHEN SURFACE OF

SLAB BEFORE POURING

PAD

CO

O

RD

IN

AT

E w/ A

RC

H

DW

G

S 4"

A T

HO

US

EK

EE

PI

NG

P

AD

CL

R .2"

6" MIN.

#4 AT 18" O.C.

BENT DOWELS

AN

D

M

EC

H

DW

G S

STEM WALL

OR COLUMN

ENCASEMENT

CONCRETE SLAB

#30 FELT BOND

BREAKER FULL

DEPTH OF

SLAB

(2) #4x4'-0" BARS AT 45

DEGREES TO THE

CORNER

CLR

.2"

2" CUT 50% OF REINF.

ACROSS JOINT. SEE

PLAN FOR REINF. SIZE

FILL WITH SEALANT

CREATE 1/8" WIDE GROOVE BY

TOOLING DURING FINISHING

OPERATIONS.

D

EP

TH

(M

IN

1/ 4"

O F

SL

AB

NEW CONCRETE

STEM WALL

EXISTING FOOTING DRILL AND EPOXY HORIZ

REINF IN NEW STEM

WALL 6 INCHES INTO

EXISTING STEM WALL

DRILL AND EPOXY HORIZ

REINF IN NEW STEM

WALL 6 INCHES INTO

EXISTING STEM WALL

TYPICAL FOUNDATION

REINFORCING

CORNER BAR OF SAME SIZE

AS HORIZONTAL

FOUNDATION REINFORCING,

LAP PER ACI 318.

TYPICAL

FOUNDATION

REINFORCING

4" CONC. SLAB W/

6x6-W2.0xW2.0 WWR

CENTERED IN SLAB FINISHED GRADE

3/4" CHAMFER

(2) #5 BARS CONT.

8"

1'

0"

3" C

LR

REINFORCING DEVELOPMENT

LENGTH SCHEDULE PER ACI 318

REINFORCING SPLICE LENGTH

SCHEDULE PER ACI 318

REINFORCING YIELD STRENGTH, Fy = 60 KSI CONCRETE COMPRESSIVE STRENGTH, f'c = 4,000 PSI

SIZE OF BAR

#6

#10 #11

#8 #9

#7

#3

#5 #4

REQUIRED DEVELOPMENT LENGTH

STRAIGHT BARS

IN.

24.25 26.75

19.00 21.50

16.75

HOOKED BARS

7.25

12.00 14.25

9.50

IN.

REQUIRED SPLICE LENGTH

VERTICAL BARS

#6

#10 #11

#8 #9

#7

SIZE OF BAR

#3

#5 #4

HORIZ. BARS

IN.

IN.

REINFORCING YIELD STRENGTH, Fy = 60 KSI CONCRETE COMPRESSIVE STRENGTH, f'c = 4,000 PSI

MIN. 12 INCH COMPACTED

STRUCTURAL FILL.

REFER TO FOUNDATION

GENERAL NOTES ON S-001.

10 MIL VAPOR BARRIER

REINFORCED CONCRETE

SLAB. SEE FOUNDATION

PLAN FOR THICKNESS &

REINFORCING. ~

#3 AT 12" O.C.,E.W.

(2) #5 CONT.

3/4" CHAMFEREQUIPMENT

ANCHOR BOLTS AND VIBRATION

ISOLATION AS RECOMMENDED BY

EQUIP. MANUFACTURER

1' - 4"

FIN. GRADE

SEE CIVIL

(M

IN

6"

1'

- 6

(MIN.)

1' - 0"

8"

NTSS-501

1 TYPICAL REINFORCING BAR BENDS

NTSS-501

5 REINFORCING AT OPENING IN SLAB

NTSS-501

3 TYP. HOUSEKEEPING PADNTSS-501

2 SLAB REENTRANT CORNER BARS

NTSS-501

4 TYPICAL CONTRACTION JOINT

NO. DATE BY DESCRIPTION

DATE

PROJECT NO.

MERRICK PROJECT NO.

DESIGNER

DRAWN BY

PROJECT MANAGER

REAL PROPERTY

SAFETY & HEALTH

PPM

EPM

REVISIONS

OF

SHEET

A-E FIRM USDA

B. THOMPSON

64019314

AG-6395-C-16-0118 ENGINEERING SERVICES BRANCH

4700 RIVER ROAD

RIVERDALE, MD 20737

P

I H

A Animal and Plant Health Inspection Service

S

A. MAGINNIS

A. MAGINNIS

02-16-18

S-501

CONTAINMENT LAB BUILDING 1398 - PHASE

3A & 3B

100% SUBMITTAL

NOT FOR CONSTRUCTION

TYPICAL CONCRETE DETAILS

NTSS-501

7 NEW STEM WALL ATTACHMENT INTO EXISTING STEM WALL

NTSS-501

TYPICAL FOUNDATION

CORNER REINFORCING

NTSS-501

8 TURNDOWN SLAB

NTSS-501

9 SCHEDULES

NTSS-501

10 TYPICAL EARTHWORK BELOW SLAB

NTSS-501

11 TYPICAL EXTERIOR EQUIPMENT FOUNDATION

t1

HSS BEAM

PER PLAN

HSS BEAM

PER PLAN

t

HSS BEAM

PER PLAN

HSS BEAM

PER PLAN

UNEQUAL DEPTHS

EQUAL DEPTHS

"A" "A"

HSS BEAM TO HSS BEAM

t

A A

HSS COLUMN

HSS BEAM

HSS BEAM TO HSS COLUMN

HSS COLUMN

BEAM WIDTH < COLUMN WIDTH

PLAN

HSS BEAM

1t

HSS BEAM

HSS COLUMN

"A" WELD = SMALLEST TUBE

THICKNESS "t" OR "t " U.N.O.1

BEAM WIDTH = COLUMN WIDTH

PLAN

SECTION A-A

t t t t t t

"A"

"A" "A"

TOP AND

BOTT

"A"

T AND B GRID

SMOOTH

"A"

BOTH SIDES

BOTH SIDES

2' - 1"

EXISTING FOOTING

TO REMAIN

DEMOLISH EXISTING

CONCRETE STEM WALL

BELOW GRADE +

MASONRY WALL ABOVE

GRADE AND REBUILD NEW

CONCRETE STEM WALL

1'-0"x1'-0"x1/2" STEEL

PLATE WITH (4) 3/8" DIA

HILTI HIT-HY200 HAS

RODS W/ 4.5" EMBED.

HSS4x4x1/4" BRACE

NEW 8" CONCRETE

STEM WALL W/ #4@

12" BARS EACH WAY

AT CENTER OF WALL.

DRILL & EPOXY

DOWELS INTO

EXISTING FOOTING.

6" E

M

BE

D.

CURTAINWALL

SYSTEM. SEE ARCH.

1/4 1/4

1/4

1/4 1/4

1/4

7"x7"x1/2" EMBED PLATE

WITH (4) 1/2" HEADED STUDS

x 4" EMBED @ 4" GAGE.

HSS8x6

1/4

3 SIDES

HSS8x6

EXISTING FLOOR SLAB

TOS EL=102'-6"

TOS EL=100'-0"

FI

EL

D

VE

RI

FY

2'

- 1

0" M

IN

4"

3"

NOTE: GUY ANCHOR SHALL BE THALER ARS-300-G (T5) OR APPROVED EQUAL

GALVANIZED FORGED

STEEL EYE (SEE

MANUFACTURER'S

INFORMATION)

18 GA. GALVANIZED

CLOSURE PLATE

SCREW FASTENED

TO STEEL DECK

0°

TENSILE FORCE -660# MAX

90°

EPDM WASHER

EMBED DECK

FLANGE IN

PLASTIC CEMENT

EXISTING OPEN WEB

STEEL JOIST

HSS PIPE (SEE

MANUFACTURER'S

INFORMATION)

ROOFING

3/8" J-BOLT

ANCHOR TO

JOIST

NOTE:

DESIGN IS BASED ON

4'-0" MAX. OPENING

DIMENSION AND A 200

lb LOAD OVER

OPENING. LARGER

OPENINGS OR

HEAVIER LOAD SHALL

BE SUBMITTED TO

STRUCTURAL

ENGINEER FOR

REVIEW

4'-0" MAX.

SP

AC

ED

P

ER

P

LA

N

LIGHT GAUGE

JOIST

7.25TDJ18

LIGHT GAUGE

JOIST

ROOF

DECK SPAN

DIR. REF.

PLAN

SE

E

PL

AN

1/

2"

TY

P.

SEE PLAN

1 1/2"

TYP.

COLUMN BASE PLATE

PER PLAN HEAVY HEX NUT

STANDARD WASHER

GROUT

1 1

/2

1/ 2"

TY

P.

7 4 9/

8"5" PROJECTION

1'- 0"

TACK WELD

(3) PLACE, TYP.

3/4" DIA. ANCHOR

BOLTS

B.O. BASEPLATE

SEE FND. PLANS

FULLY THREADED RODS

ARE NOT PERMITTED

LEVELING NUT

NOTE:

1'

- 2

9/

6"

T.O.C.

EL. = SEE PLAN

(4) 3/4" DIA. ANCHOR BOLTS

STEEL COLUMN

GRID

1/4

3/8"x3"x6" PLATE

(TYP. 2 PLACES)

L1 1/2x1 1/2x3/16 KICKER.

PLACE KICKERS APPROX

AT MIDPOINT OF BEAM. MOVEABLE PARTITION

BRACKET MOUNT (BY

MANUFACTURER)

3/8"4"x4"

TRIANGULAR

STIFFENER

PLATE BOTH

SIDES OF WEBS

NEW W8x31 BEAM TO

SUPPORT MOVEABLE

PARTITION. COORDINATE

WITH ARCH. DRAWINGS AND

PARTITION MANUF.

3/16

TYP. BOTH

SIDES OF

STIFF.

PLATES

3/16

3 SIDES, TYP

AT ALL ENDS

OF KICKERS

3/16

TYP. PLATE

TO BEAM

EXISTING ROOF BEAM

5/16 1@12

EXISTING ROOF FRAMING

STEEL JOISTS OR

STRUCTURAL STEEL BEAMS.

NEW L3x3x1/4 FRAME

BETWEEN EXISTING

ROOF MEMBERS.

NEW 1/2" DIA. LIFTING EYEBOLT WITH

NUT GALVANIZED. 1/4"-20 THREADS, 2"

THREADED LENGTH, 4" SHANK

LENGTH. EYEBOLT MUST BE ABLE TO

SUPPORT CAPACITY OF 250 LBS.

S-502

3/16 3/16

NOTE: LOADING ON EYEBOLT MUST NOT EXCEED 250LBS

L3X3

EYEBOLT

WITH NUT

NO. DATE BY DESCRIPTION

DATE

PROJECT NO.

MERRICK PROJECT NO.

DESIGNER

DRAWN BY

PROJECT MANAGER

REAL PROPERTY

SAFETY & HEALTH

PPM

EPM

REVISIONS

OF

SHEET

A-E FIRM USDA

B. THOMPSON

64019314

AG-6395-C-16-0118 ENGINEERING SERVICES BRANCH

4700 RIVER ROAD

RIVERDALE, MD 20737

P

I H

A Animal and Plant Health Inspection Service

S

C. TRAN

C. TRAN

02-16-18

S-502

CONTAINMENT LAB BUILDING 1398 - PHASE

3A & 3B

100% SUBMITTAL

NOT FOR CONSTRUCTION

TYPICAL STEEL DETAILS

NTSS-502

1 TYPICAL HSS TO HSS DETAIL

NTSS-502

2 SECTION AT GREENHOUSE WINDOW

NTSS-502

3 GUY ANCHOR FOR MECHANICAL STACKS

NTSS-502

4 TYPICAL FRAMING AT DECK MECH OPENING

NTSS-502

TYPICAL ANCHOR BOLTS AND BASE PLATE

AT DUCT SUPPORTS

NTSS-502

6 HSS BEAM TO COLUMN ATTACHMENT DETAIL

NTSS-502

7 MOVEABLE PARTITION BRACKET CONNECTION

NTSS-502

8 EYEBOLT SUSPENSION SYSTEM

NTSS-502

9 SECTION THROUGH EYEBOLT SUPPORT

ABBREVIATIONS:

RC REINFORCED CONCRETE

RCP REFLECTED CEILING PLAN

RD ROOF DRAIN

RE: REFER TO/REFERENCE/SEE

REINF REINFORCE (D) , (ING)

SC SCALE

SCHED SCHEDULE

SECT SECTION

SHT SHEET

SIM SIMILAR

SPEC SPECIFICATION (S)

SQ SQUARE

SS STAINLESS STEEL

STL STEEL

STRUC STRUCTURAL

TOC TOP OF CONCRETE

TOP TOP OF PAVING

TYP TYPICAL

TOS TOP OF STEEL

UBC UNIFORM BUILDING CODE

UNO UNLESS NOTED OTHERWISE

(V) VERTICAL

VB VAPOR BARRIER

VIF VERIFY IN FIELD

WPR WATERPROOF

WR WATER RESISTANT

WWF WOVEN WIRE FABRIC

W/ WITH

GEN GENERAL

GFGI GOVERNMENT FURNISHED

GOVERNMENT INSTALLED

GL GLASS / GLAZING

GR GRADE

GWB GYPSUM WALL BOARD

GMGB GLASS-MAT GYPSUM BOARD

(H) / HORIZ HORIZONTAL

HB HOSE BIB

HM HOLLOW METAL

HR HOUR

HT HEIGHT

INCL INCLUDE (D) , (ING)

INFO INFORMATION

INSUL INSULATE (ED) , (ION)

INCL INCLUDE (D) , (ING)

INFO INFORMATION

INSUL INSULATE (ED) , (ION)

JST JOIST

JT JOINT

KO KNOCKOUT

LKR (S) LOCKER (S)

MAX MAXIMUM

MECH MECHANICAL

MEMB MEMBRANE

MFR MANUFACTURE (R)

MIN MINIMUM

MISC MISCELLANEOUS

MTL METAL

N NORTH

NIC NOT IN CONTRACT

NO. NUMBER

NTS NOT TO SCALE

OC ON CENTER (S)

OD OUTSIDE DIAMETER

OPNG OPENING

OPP OPPOSITE

PC PRECAST CONCRETE

P.L. PROPERTY LINE

PL PLATE

PLAS PLASTER

PR PAIR

PT POINT

AFF ABOVE FINISH FLOOR

ALT ALTERNATE

ARCH ARCHITECT / ARCHITECTURAL

ASPH ASPHALT

BLDG BUILDING

BM BEAM

BOT BOTTOM

BS BACKSPLASH

CEM CEMENT

CER CONTROLLED ENVIRONMENT

ROOM

CFCI CONTRACTOR FURNISHED

CONTRACTOR INSTALL

CHNL CHANNEL (S)

CIP CAST IN PLACE

CJ CONTROL JOINT

CL CENTERLINE

CLG CEILING

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONSTR…