Atch 4_drawings_1 of 2.pdf

BUILDING 1392 WAREHOUSE ADDITION

FOREST PEST MANAGEMENT LABORATORY

1398 WEST TRUCK ROAD

BUZZARDS BAY, MASSACHUSETTS 02542-1329

U.S. DEPARTMENT OF AGRICULTURE

ANIMAL AND PLANT HEALTH INSPECTION SERVICE

A/E DESIGN CONTRACT #12639521D0053

A/E DESIGN TASK ORDER #12639524F0903

NO SCALEVICINITY MAP

NORTH

DRAWING NO.SHEET NO. TITLE

G-101

CD100

C-100 C-200 C-300 C-301 C-400 C-500 C-600 S-001 S-002 S-100 S-101 S-200 S-300 S-301

AD101

A-101 A-201 A-301 E-001 E-002

ED101

ES101

E-101 E-201 E-203 E-301 E-501 T-101 F-101

TITLE SHEET

SITE DEMOLITION PLAN

SITE PLAN

SECTIONS

PAVEMENT DETAILS

MISC. DETAILS

FENCE DETAILS

EROSION CONTROL DETAILS

BORING LOGS

STRUCTURAL GENERAL NOTES

C & C ZONE DIAGRAM

FOUNDATION PLAN

SLAB PLAN

STRUCTURAL ELEVATIONS

FOUNDATION DETAILS

MISC. DETAILS

DEMOLITION ELEVATIONS

FLOOR PLAN AND ROOF PLAN

EXTERIOR ELEVATIONS

SECTIONS & DETAILS

ELECTRICAL LEGEND

ELECTRICAL LEGEND

ELECTRICAL DEMOLITION

ELECTRICAL SITE PLAN

POWER PLAN

LIGHTING PLAN

LIGHTING SCHEDULES

EQUIPMENT PLAN

ELECTRICAL DETAILS

SPECIAL SYSTEMS PLAN

FIRE ALARM PLAN

INDEX OF DRAWINGS NO SCALE

NORTH

SITE MAP

BUILDING 1392

WAREHOUSE

BOSTON

LOCATION

PROJECT

WORCHESTER

SPRINGFIELD

NANTUCKETMARTHA'S

VINEYARD

BEAMAN STREET

W

ES

T

TR

UC

K

RO

AD

J O I N T B A S E C A P E C O D

FOREST PEST MANAGEMENT LAB

BUZZARDS BAY

PPM

REVISIONS

DESCRIPTION

SHEET

DATE

c P.A.

FIRM

U

NO.

DEPM

SAFETY & HEALTH

REAL PROPERTY

A

DATE

PROJECT NO.

SUSDA

BY

OF

THE

DESIGNER

PROJECT MANAGER

JOB #

CHECKED BY

A-E FIRM

P.O. BOX 513, GREENWOOD, MISSISSIPPI - (662) 455-4943

Johnson M Adams

ARCHITECTS/ENGINEERS PLANNING SURVEYING MANAGEMENT

USDA / APHIS

250 MARQUETTE AVENUE

MINNEAPOLIS, MN 55401

SUITE 410

BUILDING 1392 WAREHOUSE ADDITION

FOREST PEST MANAGEMENT LABORATORY

1398 WEST TRUCK ROAD

BUZZARDS BAY, MASSACHUSETTS

TITLE SHEET

G-101 1 313/10/2025

RPP

RPP

FEJ

XXX

2424-A

T. MITCHELL

M. RADLOFF

T. SNIDOW

T. OTTEN

X

X

X X X X X X X X X X X X X

X X

X

XX

X

X X

X

XXX

OP

OP

OP

OP

OP

OP

OP

OP

OP

OP

OP

OP

OP

OP

OP

OP

SD SD

SD

SD

SD

SD

SD

SD

SD

SD

W W W W W W W W W W W W

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SS SS SS SS

SSSS SS SS SS SS SS

GAS GAS GAS GAS GAS GAS

GAS

GAS GAS

GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS

T T T T T T T T T T T T T T T

UEP

UEP

UEP

UEP

OP OP OP OP OP

O P

O P

O P

O P

O P

O P

O P

O P

O P

O P

O P

O P

O P

O P

O P

O P

O P

O P

O P

O P

O P

O P

O P

O P

O P

EXISTING STORAGE CONTAINERS, TYP.

EXISTING CONCRETE PAD

EXISTING B1392

F.F. EL. = 100.00'

EXISTING FENCE, TYP.

EDGE OF EXISTING FLEXIBLE PVMT

EXISTING PAINTED

PARKING STALLS, TYP.

W. TRUCK RD

BE

AM

AN

S

T

EXISTING FLEXIBLE PVMT

EXISTING FLEXIBLE PVMT

'-0

60'-10"

PLAN

NORTH

40'

SCALE: 1"=20'-0"

0 20' 60'

GENERAL NOTES:

1. CONTRACTOR SHALL FIELD VERIFY EXISTING CONDITIONS AND NOTIFY THE

CONTRACTING OFFICER OF ANY VARIANCES IN THE EXISTING CONDITIONS.

2. CONTRACTOR SHALL FIELD LOCATE ALL UNDERGROUND UTILITIES PRIOR TO

BEGINNING CONSTRUCTION.

3. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS PRIOR TO ORDERING

MATERIALS.

LEGEND:

EXISTING TO BE DEMOLISHED

FENCE

OVER HEAD ELECTRICAL

POWER

UNDERGROUND ELECTRICAL

POWER

GAS

TELECOMMUNICATIONS

SANITARY SEWER

WATER

STORM DRAIN

BUILDING

CONTOURS

BOLLARDS

FLEXIBLE PVMT

OP

X

UEP

GAS

T

SS

W

SD

SCALE:

SITE DEMOLITION PLAN

1" = 20'-0"

CD100

KEYED NOTES:

X

DEMOLISH EXISTING FENCE. APPROXIMATELY 100'.

DEMOLISH EXISTING DOUBLE SWING GATE.

SAW CUT FULL DEPTH AND DEMOLISH EXISTING FLEXIBLE PVMT.

REMOVE EXISTING PARKING STALL STRIPING BY SANDBLASTING OR

HYDROBLASTING.

PPM

REVISIONS

DESCRIPTION

SHEET

DATE

c P.A.

FIRM

U

NO.

DEPM

SAFETY & HEALTH

REAL PROPERTY

A

DATE

PROJECT NO.

SUSDA

BY

OF

THE

DESIGNER

PROJECT MANAGER

JOB #

CHECKED BY

A-E FIRM

P.O. BOX 513, GREENWOOD, MISSISSIPPI - (662) 455-4943

Johnson M Adams

ARCHITECTS/ENGINEERS PLANNING SURVEYING MANAGEMENT

USDA / APHIS

250 MARQUETTE AVENUE

MINNEAPOLIS, MN 55401

SUITE 410

BUILDING 1392 WAREHOUSE ADDITION

FOREST PEST MANAGEMENT LABORATORY

1398 WEST TRUCK ROAD

BUZZARDS BAY, MASSACHUSETTS

SITE DEMOLITION PLAN

CD100

2 313/10/2025

RPP

STM

FEJ

XXX

2424-A

T. MITCHELL

M. RADLOFF

T. SNIDOW

T. OTTEN

STRUCTURAL FILL GRADATION

U.S. SIEVE SIZE AND NUMBER PERCENT PASSING

4 INCHES 100

NO. 10 30-95

NO. 40 10-70

NO. 200 0-12

X X X X X X X X X X X X X

X

X

XX

X

X X

X

XXX

OP

OP

OP

OP

OP

OP

OP

OP

OP

OP

OP

OP

OP

OP

OP

OP

SD SD

SD

SD

SD

SD

SD

SD

SD

SD

W W W W W W W W W W W W

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SD

SS SS SS SS

SSSS SS SS SS SS SS

GAS GAS GAS GAS GAS GAS

GAS

GAS GAS

GAS GAS GAS GAS GAS GAS GAS GAS GAS GAS

T T T T T T T T T T T T T T T

UEP

UEP

UEP

UEP

OP OP OP OP OP

O P

O P

O P

O P

O P

O P

O P

O P

O P

O P

O P

O P

O P

O P

O P

O P

O P

O P

O P

O P

O P

O P

O P

O P

O P

EXISTING STORAGE CONTAINERS, TYP.

EXISTING CONCRETE PAD

EXISTING B1392

F.F. EL. = 100.00'

PROPOSED ADDITION

F.F. EL.= 98.00'

EXISTING FENCE, TYP.

EDGE OF EXISTING FLEXIBLE PVMT

EXISTING PAINTED

PARKING STALLS, TYP.

W. TRUCK RD

BE

AM

AN

S

T

EXISTING FLEXIBLE PVMTEXISTING FLEXIBLE PVMT

OVERHEAD

DOOR

10'-1"

'-0

60'-10"

0"

C-301

C-301

C-301

9 10

SWALE BOTTOM ELEVATION 97.00'

C-200

C-30

C-200

6'

- 0

60' - 10"

B1

B2B4

B3

PLAN

NORTH

40'

SCALE: 1"=20'-0"

0 20' 60'

GENERAL NOTES:

1. CONTRACTOR SHALL FIELD VERIFY EXISTING CONDITIONS AND NOTIFY THE

CONTRACTING OFFICER OF ANY VARIANCES IN THE EXISTING CONDITIONS.

2. CONTRACTOR SHALL FIELD LOCATE ALL UNDERGROUND UTILITIES PRIOR TO

BEGINNING CONSTRUCTION.

3. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS PRIOR TO ORDERING

MATERIALS.

LEGEND:

EXISTING NEW

FENCE

OVER HEAD ELECTRICAL

POWER

UNDERGROUND ELECTRICAL

POWER

GAS

TELECOMMUNICATIONS

SANITARY SEWER

WATER

STORM DRAIN

BUILDING

CONTOURS

BOLLARDS

CONCRETE

BORING LOGS

OP

X

UEP

GAS

T

SS

W

SD

SCALE:

SITE PLAN

1" = 20'-0"

C-100

KEYED NOTES:

PROVIDE CONCRETE VEHICULAR RAMP WITH CONCRETE CURBS AT A 10%

SLOPE.

PROVIDE CONCRETE LANDING AND STAIR.

PROVIDE 6" RIGID PVMT. SLOPE PVMT TO MAINTAIN EXISTING DRAINAGE.

PROVIDE 12" STRUCTURAL FILL BENEATH RIGID PVMT AND COMPACT TO

95% ASTM D698.

PROVIDE CHAIN LINK FENCE TO MATCH EXISTING, SEE C-400.

PROVIDE 20' WIDE DOUBLE SWING GATE, SEE C-400.

PROVIDE 8" DIA STEEL PIPE BOLLARD FILLED WITH CONCRETE, SEE 8/C-301.

TYPICAL OF 3.

PROVIDE 8" DIA. PVC DRAIN PIPE. PROVIDE STEEL PIPE CASING WHERE PVC

PIPE PASSES THROUGH CONCRETE.

PROVIDE CONCRETE DRAINAGE SWALE, SEE 4/S-300. SLOPE SWALE @ 1%

LONGITUDINAL SLOPE.

GRADE AREA TO PROVIDE SMOOTH TRANSITION THAT DRAINS FREELY FROM

EXISTING GRADE TO CONCRETE SWALE. SEED DISTURBED AREAS TO MATCH

EXISTING.

MATCH EXISTING ELEVATION.

PPM

REVISIONS

DESCRIPTION

SHEET

DATE

c P.A.

FIRM

U

NO.

DEPM

SAFETY & HEALTH

REAL PROPERTY

A

DATE

PROJECT NO.

SUSDA

BY

OF

THE

DESIGNER

PROJECT MANAGER

JOB #

CHECKED BY

A-E FIRM

P.O. BOX 513, GREENWOOD, MISSISSIPPI - (662) 455-4943

Johnson M Adams

ARCHITECTS/ENGINEERS PLANNING SURVEYING MANAGEMENT

USDA / APHIS

250 MARQUETTE AVENUE

MINNEAPOLIS, MN 55401

SUITE 410

BUILDING 1392 WAREHOUSE ADDITION

FOREST PEST MANAGEMENT LABORATORY

1398 WEST TRUCK ROAD

BUZZARDS BAY, MASSACHUSETTS

SITE PLAN

C-100 3 313/10/2025

RPP

STM

FEJ

XXX

2424-A

T. MITCHELL

M. RADLOFF

T. SNIDOW

T. OTTEN

BX

STRUCTURAL FILL GRADATION

U.S. SIEVE SIZE AND NUMBER PERCENT PASSING

4 INCHES 100

NO. 10 30-95

NO. 40 10-70

NO. 200 0-12

EXISTING GRADE

CONCRETE KNEE WALL, SEE STRUCTURAL

SLAB ON GRADE, F.F. EL.= 98.00'

EXISTING FOUNDATION

EXISTING F.F. ELV.= 100.00'

EXISTING FLEXIBLE PVMT

RIGID PVMT TO MATCH

EXISTING GRADE, SEE C-300

6"

X X X X X X X X X X X X X X

1/2" EXPANSION JOINT

SLAB TURN DOWN, SEE C-300

WATERPROOF 1/2" EXPANSION JOINT

6 X 6, W5.4 X W5.4 WELDED WIRE FABRIC

6" CRUSHED AGGREGATE

12" STRUCTURAL FILL

COMPACTED TO 95% ASTM D698

X X

EXISTING GRADE

EXISTING FENCE

CONCRETE KNEE WALL, SEE STRUCTURAL

CONCRETE FOUNDATION, SEE STRUCTURAL

SLAB ON GRADE, F.F. EL.: 98.00'

WATERPROOF 1/2" EXPANSION JOINT

EXISTING FLEXIBLE PVMT

RIGID PVMT TO MATCH

EXISTING RADE, SEE C-300

6" CRUSHED AGGREGATE

12" STRUCTURAL FILL COMPACTED TO 95% ASTM D698

1/2" EXPANSION JOINT

6"

X X X X X X X X X X X X

6 X 6. W5.4 X W.5X

WELDED WIRE FABRIC

CONCRETE DRAINAGE SWALE,

SEE DETAIL 4/C-300

PROVIDE 1/2" EXPANSION

JOINT BETWEEN BUILDING

AND DRAINAGE SWALE

4'

SCALE: 1/2"=1'-0"

0 1' 2' 8'

SCALE:

SECTION 1

1/2" = 1' - 0"

C-200

SCALE:

SECTION 2

1/2" = 1' - 0"

C-200

PPM

REVISIONS

DESCRIPTION

SHEET

DATE

c P.A.

FIRM

U

NO.

DEPM

SAFETY & HEALTH

REAL PROPERTY

A

DATE

PROJECT NO.

SUSDA

BY

OF

THE

DESIGNER

PROJECT MANAGER

JOB #

CHECKED BY

A-E FIRM

P.O. BOX 513, GREENWOOD, MISSISSIPPI - (662) 455-4943

Johnson M Adams

ARCHITECTS/ENGINEERS PLANNING SURVEYING MANAGEMENT

USDA / APHIS

250 MARQUETTE AVENUE

MINNEAPOLIS, MN 55401

SUITE 410

BUILDING 1392 WAREHOUSE ADDITION

FOREST PEST MANAGEMENT LABORATORY

1398 WEST TRUCK ROAD

BUZZARDS BAY, MASSACHUSETTS

SECTIONS

C-200 4 313/10/2025

RPP

STM

FEJ

XXX

2424-A

T. MITCHELL

M. RADLOFF

T. SNIDOW

T. OTTEN

SLOPE AS REQ'D TO

TIE INTO EXISTING

PVMT

SLOPE AS REQ'D TO

TIE INTO EXISTING

PVMT

XXXXX

XXXXXX

EJ

EJ

EJ

EJ

EJ

EJ

EJ

EJ

EJ

EJ

EJ

EJ

EJ

EJ

EJ

EJ EJ EJ EJ EJ EJ EJ EJ EJ EJ EJ EJ EJ EJ EJ EJ

EJ

EJ

EJ

EJ

C

ST

R C

ST

R

C

ST

R

EJ EJ EJ EJ EJ EJ EJ EJ EJ EJ

EJ

EJ

EJ

EJ

EJ

EJ

EJ

EJ

EJ

EJ

EJ

EJ

EJ EJ

EJ EJ

CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

CJ CJ

CJ CJ

C J

C J

C J

C J

C J

C J

CJ CJ CJ CJ CJ

C J

C J

C J

C J

C J

CJ CJ CJ CJ CJ

C J

EJ EJ EJ EJ EJ EJ EJ EJ EJ EJ EJ EJ EJ EJ EJ EJ

C J

C J

C J

C J

C J

C J

C

JC

J

XXX

1 23 4 5

KEYED NOTES:

6" REINFORCED RIGID PAVEMENT.

6 X 6 , W5.4 X W5.4, WELDED WIRE FABRIC. PROVIDE CHAIR SUPPORTS SUCH THAT

REINFORCEMENT REMAINS SUSPENDED IN PAVEMENT SECTION DURING CONCRETE PLACEMENT.

8 OUNCE NON-WOVEN GEO-TEXTILE FABRIC.

6" CRUSHED AGGREGATE BASE COMPACTED TO 98% ASTM D-698.

12" STRUCTURAL FILL COMPACTED TO 95% ASTM D-698.

XXX

10"

6"

(2) #5 CONT.

W.W.F.

#4 @ 12" O.C., E.W.

2'-0" 2'-0" 2'-0"

VA

RI

ES

1'

MI

N.

EXISTING GRADE

ELECTRICAL

DUCTBANK, SEE

ELECTRICAL

EXISTING

FLEXIBLE PVMT

1/2" EXPANSION

JOINT

6" 6"

SE

E

EL

EC

BA

CK

FI

LL

WARNING TAP

CRUSHED

AGGREGATE

COMPACTED TO

95% ASTM D 698

3,000 PSI CONCRETE #5 @ 12"

O.C., E.W.

6"

1 1 /2"

1/8"

SEPARATING TAPE

5/8

3/8" 3/1 6"

±1 /16

LIQUID JOINT

SEALANT

* FIRST SAWCUT

** SECOND SAWCUT

LOW MODULUS

SILICONE SEALANT

CLOSED CELL

POLYETHYLENE

BACKER ROD (1"DIA.)

1 1 /4"

1/2

1/4

1/4

3/8"

2" , T

YP

18"-#6 DOWEL @ 18" O.C.

T

T/

SCALE:

DETAIL "A"

NONE

A

C-300

SCALE:

DETAIL "B"

NONE

B

C-300

SCALE:

CONTROL JOINT DETAIL

NONE

C-300

SCALE:

TYP. CONSTRUCTION JOINT DETAIL

NONE

C-300 B

C-300

A C-300

LEGEND:

EXPANSION JOINT

CONSTRUCTION JOINT

CONTROL JOINT

CSTR

CJ CJ

EJ EJ

SCALE:

RIGID PAVEMENT JOINTS

1" = 10' - 0"

C-300

SCALE:

RIGID PAVEMENT DETAIL

NONE

C-300

SCALE:

RIGID PAVEMENT TURNDOWN

NONE

C-300

OUTLINE OF ADDITION

PROVIDE EXPANSION JOINTS AROUND RAMP

PROVIDE WATERPROOF EXPANSION

JOINTS NEXT TO ADDITION (3 SIDES)

4 EQ SPA = 40' - 0"2 EQ SPA = 20' - 10"

2 E Q

SP

A

0"

2 E Q

SP

A

1"

SCALE:1"=10'-0"

0 10'10' 5'

SCALE:

CONCRETE DRAINAGE SWALE

3/4" = 1'-0"

C-300

SCALE:

TRENCH DETAIL

NONE

C-300

PPM

REVISIONS

DESCRIPTION

SHEET

DATE

c P.A.

FIRM

U

NO.

DEPM

SAFETY & HEALTH

REAL PROPERTY

A

DATE

PROJECT NO.

SUSDA

BY

OF

THE

DESIGNER

PROJECT MANAGER

JOB #

CHECKED BY

A-E FIRM

P.O. BOX 513, GREENWOOD, MISSISSIPPI - (662) 455-4943

Johnson M Adams

ARCHITECTS/ENGINEERS PLANNING SURVEYING MANAGEMENT

USDA / APHIS

250 MARQUETTE AVENUE

MINNEAPOLIS, MN 55401

SUITE 410

BUILDING 1392 WAREHOUSE ADDITION

FOREST PEST MANAGEMENT LABORATORY

1398 WEST TRUCK ROAD

BUZZARDS BAY, MASSACHUSETTS

PAVEMENT DETAILS

C-300 5 313/10/2025

RPP

STM

FEJ

XXX

2424-A

T. MITCHELL

M. RADLOFF

T. SNIDOW

T. OTTEN

10 EQ SPA = 60' - 10"

CONCRETE DRAINAGE

SWALE, SEE 4/C-300

BOTTOM OF SWALE

1/2" EXPANSION JOINT

BUILDING

NEW RIGID PVMT

C-300

(TYP.)

FACE OF ADDITION

10'-1"

'-0

6" CURB

C-301

SLOPE @ 10%

S-301

CONCRETE STAIR, SEE 4/C-301

PROVIDE 8" DIA. PVC PIPE

W/ STEEL CASING WHERE

PIPE PASSES THROUGH

CONCRETE

PIPE TERMINATION

EXISTING GRADE

ADDITION SLAB,

F.F. EL.: 98.00'

FOUNDATION, SEE

STRUCTURAL

6"

6" CONCRETE CURB

1'-0"

PROVIDE SMOOTH PARABOLIC

TAPER AT CURB ENDS

1/2" EXPANSION JOINT

1/2" EXPANSION JOINT

6" CRUSHED AGGREGATE

COMPACTED TO 98% ASTM D-698

12" STRUCTURAL FILL

COMPACTED TO 95% ASTM D-698

(2) #5 CONT.

8 OZ NON-WOVEN

GEO-TEXTILE FABRIC

#4 DOWEL 18" LONG

@ 12" O.C.

X X

#4 DOWEL 18"

LONG @ 12" O.C.

#5 @ 12" O.C., E.W.

RIGID PVMT

F.F. EL.: 98.00'

EL.: 96.95'

8" DIA. PVC PIPE

IN STEEL PIPE CASING

X X

XX

1" R #5 @ 12" O.C., E.W.

1/2" EXPANSION JOINT 1/2" EXPANSION JOINT

#4 CONT.

#4 @ 12" O.C.

6"

6"

SLAB TURN DOWN, TYP.

(2) #5 CONT.

6" CRUSHED AGGREGATE

COMPACTED TO 98% ASTM D-698

12" STRUCTURAL FILL

COMPACTED TO 95% ASTM D-698

11'-0"

" M

IN

. D

EP

TH

5'-0"11"

5'-

CONCRETE LANDING AND STAIR

FACE OF ADDITION

1/2" EXPANSION JOINT

NOTE: PROVIDE BROOMED FINISH TO ALL EGRESS SURFACES.

C-301

CONCRETE RAMP, SEE 1/C-301 PROVIDE 8" DIA. PVC

PIPE W/ STEEL CASING

WHERE PIPE PASSES

THROUGH CONCRETE

ADDITION SLAB, F.F. EL.: 98.00'

1/2" EXPANSION JOINT

FOUNDATION, SEE

STRUCTURAL

RIGID PVMT

1/2" R NOSING

#4 NOSING REBAR, 1"

CLEARANCE

X X

#5 @ 12" O.C., E.W.

#4 @ 12" O.C., E.W.

#4 BENT BARS @ 12" O.C. W/ STD ACI BENDS

1/2

2 E Q

SP

A

9 1

/2"

FI

EL

D

VE

RI

FY

8" DIA. PVC PIPE IN STEEL PIPE CASING

FACE OF ADDITION

CONCRETE LANDING AND STAIR

NOTE: PROVIDE BROOMED FINISHED TO ALL EGRESS SURFACES.

5'- 0"

5'-0"

PROVIDE 8" DIA. PVC DRAIN PIPE

W/ STEEL CASING WHEREPIPE

PASSES THROUGH CONCRETE

CONTINUE PIPE TO

CONNECT TO

DOWNSPOUT

CUT PIPE TO ALLOW

STORM WATER RUNOFF

DRAIN THROUGH PIPE

1/2" EXPANSION JOINT

SLOPE RIGID PVMT TO

DRAIN THROUGH PIPE

NOTCH

S-301

CONTINUE PIPE, SEE PLAN

FOUNDATION, SEE STRUCTURAL

ADDITION SLAB, F.F. EL.: 98.00'

STAIRS, SEE STRUCTURAL

2'- 0"

X X

#5 @ 12" O.C., E.W.

#4 BENT BARS @ 12" O.C.

W/ STD ACI BENDS

DEPRESS PIPE INVERT 1/2"

INTO FINISHED GRADE

1/2" R NOSING

#4 NOSING REBAR,

1" CLEARANCE

#4 @ 12" O.C., E.W.

1/2 "2 E

Q

SP

A

1/

4"

FI

EL

D

VE

RI

FY

2" 4'-

0" 3'-

4"

8" SCH. 40 STEEL BOLLARD

CONCRETE FILLED. PAINT AN

APPROVED YELLOW

FINISHED

GRADE

(2) 12" #4 BARS THREADED

THROUGH AN APPROX.

3/4" HOLE AND TACK WELD

CONCRETE

2'-4" DIA.

MOUND 1" AROUND THE BASE

PROVIDE 1/2" EXPANSION

JOINT AROUND CONCRETE

BASE

SCALE:

RAMP ENLARGED PLAN VIEW

3/8" = 1' - 0"

C-301

SCALE:

LONGITUDINAL SECTION

3/8" = 1' - 0"

C-301

SCALE: 3/8"=1'-0"

0 1' 2' 4' 8'

SCALE:

TRANSVERSE SECTION

3/8" = 1' - 0"

C-301

SCALE:

STAIR ENLARGED PLAN VIEW

1/2" = 1' - 0"

C-301

SCALE:

SECTION

1/2" = 1' - 0"

C-301

4'

SCALE: 1/2"=1'-0"

0 1' 2' 8'

SCALE:

STAIR ENLARGED PLAN VIEW

1/2" = 1' - 0"

C-301

SCALE:

SECTION

1/2" = 1' - 0"

C-301

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

0 1' 2' 4'

SCALE:

BOLLARD

3/4" = 1' - 0"

C-301

PPM

REVISIONS

DESCRIPTION

SHEET

DATE

c P.A.

FIRM

U

NO.

DEPM

SAFETY & HEALTH

REAL PROPERTY

A

DATE

PROJECT NO.

SUSDA

BY

OF

THE

DESIGNER

PROJECT MANAGER

JOB #

CHECKED BY

A-E FIRM

P.O. BOX 513, GREENWOOD, MISSISSIPPI - (662) 455-4943

Johnson M Adams

ARCHITECTS/ENGINEERS PLANNING SURVEYING MANAGEMENT

USDA / APHIS

250 MARQUETTE AVENUE

MINNEAPOLIS, MN 55401

SUITE 410

BUILDING 1392 WAREHOUSE ADDITION

FOREST PEST MANAGEMENT LABORATORY

1398 WEST TRUCK ROAD

BUZZARDS BAY, MASSACHUSETTS

MISC. DETAILS

C-301 6 313/10/2025

RPP

STM

FEJ

XXX

2424-A

T. MITCHELL

M. RADLOFF

T. SNIDOW

T. OTTEN

1/2"

EXPANSION

JOINT

1/2" EXPANSION

JOINT

NOTE 1: MAINTAIN BOTTOM OF FOOTING ELEVATION

AND MAKE FOOTING DEEPER AS REQUIRED FOR

RAMP SLOPE.

SE

E

NO

TE

TIE WIRES, ± 24" O.C.

TIE WIRES, ± 12" O.C.

TENSION WIRE (TYP.)

ATTACH FENCE FABRIC

TO TENSION WIRE W/HOG

RINGS @ 24" O.C.

BARBS

REINFORCING WIRE MESH

TO BE ATTACHED @ 24"

INTERVAL WITH HOG RINGS

CONCRETE ANCHOR

TYPICAL LINE BAY

6"

7'- 0"

SE

E

SC

HE

DU

LE

2"

6"

7'- 0"

SE

E

SC

HE

DU

LE

2"

TYPICAL BRACE BAY

2" MESH

FABRIC

(9 GA WIRES)

GALVANIZED STEEL POST

(SEE SCHEDULE

FOR SIZE)

TIE WIRE ± 24" O.C.

BARBS

TENSION WIRE (TYP.)

BARBS

REINFORCING WIRE MESH

TO BE ATTACHED @ 24"

INTERVALS TO HOG RINGS.

CONCRETE ANCHOR

GALV. STEEL POST (SEE

SCHEDULE FOR SIZE)

6"

SE

E

SC

HE

DU

LE

CONCRETE

ANCHOR

GATE POST

SEE DETAIL

FOR GATE

TYPICAL INTERMEDIATE

BRACE BAY, EACH SIDE

TIE WIRES ± 24" O.C.

BARBS

STRETCHER BANDS @

12" MAX. O.C.

TIE WIRES ± 12" O.C.

REINFORCING WIRE MESH

TO BE ATTACHED @ 24"

INTERVALS W/HOG RINGS

#4 BHD COPPER GROUND ATTACHED

TO FENCE FABRIC, GATE POST AND

GROUND ROD @ EACH GATE POST, TYP.

TYP. CHAIN-LINK FENCE & GATE

SE

E

SC

HE

DU

LE

END, CORNER, BRACE, AND

POST TYPES

7'

LINE7'

FENCE

HEIGHT

2 1/2" 5.79 12" 44" 40"

LBS/LF

POST SCHEDULE (NEW) (GALVANIZED)

MINIMUM POST SIZE

SIZE WEIGHT

38"3.65 8"2" 34"

LBS/LF

HOLE

MIN. ANCHOR SIZE

ROUND

DIA. DEPTHDEPTH

HOLE POST

SWING GATE

3/4" X 10' COPPER GR.

ROD @ EA. CORNER

SCALE:

TYP. CHAIN-LINK FENCE & GATE DETAILS

NTS

C-400

SCALE:

CHAIN AND WIRE ROPE REINFORCE SWING GATE

NTS

C-400

20'-0"

PADLOCK

CHAIN

6"

CONCRETE ANCHOR

GATE POSTS

2" MESH

FABRIC (9

GA WIRES)

LATCH

TENSION WIRE,

TYP.

TIE WIRES ± 12"

O.C. TOP AND

BOTTOM GATE FRAME 10' OPENING

2"

DROP ROD

CONCRETE CENTER

STOP MUST BE FLUSH

WITH EXISTING GRADE

PPM

REVISIONS

DESCRIPTION

SHEET

DATE

c P.A.

FIRM

U

NO.

DEPM

SAFETY & HEALTH

REAL PROPERTY

A

DATE

PROJECT NO.

SUSDA

BY

OF

THE

DESIGNER

PROJECT MANAGER

JOB #

CHECKED BY

A-E FIRM

P.O. BOX 513, GREENWOOD, MISSISSIPPI - (662) 455-4943

Johnson M Adams

ARCHITECTS/ENGINEERS PLANNING SURVEYING MANAGEMENT

USDA / APHIS

250 MARQUETTE AVENUE

MINNEAPOLIS, MN 55401

SUITE 410

BUILDING 1392 WAREHOUSE ADDITION

FOREST PEST MANAGEMENT LABORATORY

1398 WEST TRUCK ROAD

BUZZARDS BAY, MASSACHUSETTS

FENCE DETAILS

C-400 7 313/10/2025

RPP

STM

FEJ

XXX

2424-A

T. MITCHELL

M. RADLOFF

SIDE ELEVATIONFRONT ELEVATION

VARIABLE

6" MIN.

VARIABLE

(10'-0" MAX.)

LINE WIRES (MIN.

12 1/2 GAGE)

2'- 0"

M

IN

3'-

0"

3'- 0"

MI

N.

W

ID

TH

GE

OT

EX

TI

LE

FA

BR

IC

6" 2'-

2"

NOTES:

1. WIRE MUST BE MINIMUM OF 32" IN WIDTH AND MUST HAVE A MINIMUM OF 6 LINE WIRES WITH 12" STAY SPACING.

2. GEOTEXTILE FABRIC MUST BE A MINIMUM OF 36" IN WIDTH AND MUST BE FASTENED ADEQUATELY TO THE WIRE AS REQUIRED.

3. STEEL POST MUST BE 5'-0" IN HEIGHT AND OF THE SELF-FASTENER ANGLE STEEL TYPE. WOOD POST MUST BE A MINIMUM OF 5'-0" IN HEIGHT AND

3" OR MORE IN DIAMETER. WIRE FENCE MUST BE FASTENED TO WOODEN POST WITH NOT LESS THAN 9 GAGE WIRE STAPLES 1" LONG.

4. GEOTEXTILE FABRIC MEETING THE TYPE II MATERIAL REQUIREMENTS AND INSTALLED ACCORDING TO SPECIFICATIONS MAY BE USED WITHOUT

WIRE FENCE.

GEOTEXTILE FABRIC IN 6" X 6"

TRENCH. BACKFILL WITH SOIL AND COMPACT.

COMPACTED SOIL

1. THE CONTRACTOR MUST FURNISH ALL MATERIALS AND PERFORM ALL WORK FOR THE PROPER

INSTALLATION, MAINTENANCE AND REMOVAL OF TEMPORARY EROSION CONTROL MEASURES NECESSARY

TO CONTROL SILTATION.

2. THE CONTRACTOR MUST ENSURE THAT NO MATERIAL OR DEBRIS IS TRACKED ONTO THE ROADWAY. ANY

MATERIAL TRACKED ON THE ROADWAY MUST BE REMOVED IMMEDIATELY.

3. SEQUENCE OF WATER POLLUTION PREVENTION CONTROLS

3.1. INSTALL SILT FENCE.

3.2. STRIP AND STORE TOP SOIL.

3.3. BRING SITE TO GRADE.

3.4. MAINTAIN TURF AND MAINTAIN SILT FENCE AND INLET PROTECTION TO RESTRICT RUN OFF OF AREAS

NOT TURFED, THROUGHOUT THE LENGTH OF THE CONSTRUCTION PERIOD.

3.5. WHEN CONSTRUCTION IS NEAR COMPLETE, RESPREAD TOPSOIL, FINE GRADE AND RE-SEED WITH SEED

OR SOD AS SPECIFIED. REMOVE TEMPORARY CONTROLS AFTER GRASS IS ESTABLISHED.

4. MAINTENANCE PLAN

4.1. CHECK ALL DISTURBED AREAS, EROSION AND SEDIMENT CONTROLS AFTER EACH SIGNIFICANT

RAINFALL BUT NOT LESS THAN ONCE PER WEEK

4.2. MAKE NECESSARY REPAIRS WITHIN 24 HOURS.

4.3. REMOVE SEDIMENT FROM THE BASIN, INLET PROTECTION DEVICES AND SILT FENCES WHEN

ACCUMULATED SEDIMENT HAS REACHED 50 PERCENT CAPACITY.

4.4. REPLACE NONFUNCTIONAL SILT FENCE.

4.5. MAINTAIN ALL VEGETATED AREAS TO PROVIDE PROPER GROUND COVER.

4.6. RESEED, FERTILIZE AND MULCH AS NEEDED.

EROSION CONTROL NOTES

SCALE:

SILT FENCE

NONE

C-500

PPM

REVISIONS

DESCRIPTION

SHEET

DATE

c P.A.

FIRM

U

NO.

DEPM

SAFETY & HEALTH

REAL PROPERTY

A

DATE

PROJECT NO.

SUSDA

BY

OF

THE

DESIGNER

PROJECT MANAGER

JOB #

CHECKED BY

A-E FIRM

P.O. BOX 513, GREENWOOD, MISSISSIPPI - (662) 455-4943

Johnson M Adams

ARCHITECTS/ENGINEERS PLANNING SURVEYING MANAGEMENT

USDA / APHIS

250 MARQUETTE AVENUE

MINNEAPOLIS, MN 55401

SUITE 410

BUILDING 1392 WAREHOUSE ADDITION

FOREST PEST MANAGEMENT LABORATORY

1398 WEST TRUCK ROAD

BUZZARDS BAY, MASSACHUSETTS

EROSION CONTROL DETAILS

C-500 8 313/10/2025

RPP

STM

FEJ

XXX

2424-A

T. MITCHELL

M. RADLOFF

U

NO.

DEPM

SAFETY & HEALTH

REAL PROPERTY

A

DATE

PROJECT NO.

SUSDA

BY

OF

THE

DESIGNER

PROJECT MANAGER

JOB #

CHECKED BY

A-E FIRM

P.O. BOX 513, GREENWOOD, MISSISSIPPI - (662) 455-4943

Johnson M Adams

ARCHITECTS/ENGINEERS PLANNING SURVEYING MANAGEMENT

USDA / APHIS

250 MARQUETTE AVENUE

MINNEAPOLIS, MN 55401

SUITE 410

BUILDING 1392 WAREHOUSE ADDITION

FOREST PEST MANAGEMENT LABORATORY

1398 WEST TRUCK ROAD

BUZZARDS BAY, MASSACHUSETTS

BORING LOGS

C-600 9 313/10/2025

RPP

STM

FEJ

XXX

2424-A

T. MITCHELL

M. RADLOFF

41.4 KIPS

9.8 KIPS

41.4 KIPS

9.8 KIPS

AFF

AISC

APPROX.

ARCH.

AHU

AWS

BC

bf

BFF

BOT. OR B

BRG

C&C

CJ OR CONST. JT.

CL

C.G.

CLR.

CMU

COL.

COMP.

CONC.

CONT.

CRSI

D

DIA.

db

DCJ

DL.

DO

DWG.

EL.

E.O.S.

EQ.

E.S.

E.W.

EXP.

FD

FIN.

F.F.

GALV.

GR

HSS

JST

JT.

K

KSF

LL

LLH

LLV

MAX.

MECH.

MFR.

MIN.

NO. OR #

O.C.

OF

PL

PSF

PSI

RP

REQ'D

SCH

SJ

STIFF.

TC

T.O.C.

T.O.S.

TYP.

U.N.O.

W/

WWF

W.P.

ABOVE FINISHED FLOOR

AMERICAN INSTITUTE OF STEEL CONSTRUCTION

APPROXIMATE

ARCHITECTURAL

AT

AIR HANDLING UNIT

AMERICAN WELDING SOCIETY

BOTTOM CHORD

FLANGE WIDTH

BELOW FINISHED FLOOR

BOTTOM OR BOTTOM MOST

BEARING

COMPONENT AND CLADDING

CONSTRUCTION JOINT

CENTERLINE

CENTER OF GRAVITY

CLEAR

CONCRETE MASONRY UNIT

COLUMN

COMPOSITE

CONCRETE

CONTINUOUS

CONCRETE REINFORCING STEEL INSTITUTE

DEPTH

DIAMETER

BAR DIAMETER

DOWELED CONTROL JOINT

DEAD LOAD

DITTO

DRAWING

ELEVATION

EDGE OF SLAB

EQUALLY

EACH SIDE

EACH WAY

EXPANSION

FLOOR DRAIN

FINISHED, FINISH

FINISHED FLOOR

GALVANIZED

GALVANIZED STEEL GRATING

HOLLOW STEEL SECTION

POSITIVE MOMENT OF INERTIA

NEGATIVE MOMENT OF INERTIA

JOIST

JOINT

KIP (KILO POUND)

KIPS PER SQUARE FOOT

LIVE LOAD

LONG LEG HORIZONTAL

LONG LEG VERTICAL

MAXIMUM

MECHANICAL

MANUFACTURER

MINIMUM

NUMBER

ON CENTER

OUTSIDE FACE

PLATE

POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

RADIUS POINT

REQUIRED

POSITIVE SECTION MODULUS

NEGATIVE SECTION MODULUS

SCHEDULE

SAW JOINT

STIFFENER

TRUSS

THICKNESS

TOP CHORD

TOP OF COLUMN

TOP OF STEEL

TYPICAL

UNLESS OTHERWISE NOTED

WITH

WELDED WIRE FABRIC

WORKING POINT

ABBREVIATIONS

DESIGN CRITERIA

CODES AND STANDARDS

A. BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE,

AMERICAN CONCRETE INSTITUTE (ACI), ACI 318-19.

B. MINIMUM DESIGN LOADS FOR BUILDING AND OTHER

STRUCTURES, ASCE 7-22.

C. INTERNATIONAL BUILDING CODE (IBC), 2021

D. STRUCTURAL COMPONENTS IN THIS PROJECT DESIGNED USING

LRFD METHODOLOGY

E. AISI AMERICAN IRON AND STEEL INSTITUTE.

1.0 MINIMUM DESIGN LOADS AND REQUIREMENTS IN ACCORDANCE

WITH IBC, 2021

FLOOR LIVE LOAD

COLLATERAL

ROOF LIVE LOAD (REDUCIBLE)

M&E

WIND DESIGN DATA:

ULTIMATE WIND SPEED

NOMINAL WIND SPEED

RISK CATEGORY

WIND EXPOSURE

COMPONENTS AND CLADDING DESIGN PRESSURE

EARTHQUAKE DESIGN DATA:

SEISMIC IMPORTANCE FACTOR

SS

S1

SITE CLASS

SDS

SD1

SEISMIC DESIGN CATEGORY

SEISMIC RESISTING SYSTEM

DESIGN BASE SHEAR

CS

R

DESIGN METHOD

150 PSF

5 PSF

20 PSF

5 PSF

119 MPH

92.2 MPH

1.0

SEE TABLE 1

SHEET S-002

1.0

18 %

4.4 %

15 %

6.2 %

STEEL FRAMES NOT SPECIFICALLY

DETAILED FOR SEISMIC RESISTANCE

0.064W 0.064

3.0

EQUIVALENT LATERAL FORCE

2.0 MATERIALS

CONCRETE (28 DAY STRENGTH)

SLAB ON GRADE / FOUNDATION

REINFORCING:

BARS

WELDED WIRE FABRIC

STRUCTURAL STEEL SHAPES, PLATES AND MISCELLANEOUS SHAPES:

4,000 PSI

ASTM A615/A615M

ASTM A185

BOLTS:

BOLTS

ANCHOR RODS:

ANCHOR RODS

GROUT:

GROUT

ASTM F1554. GRADE 36

2 KSI

STRUCTURAL GENERAL NOTES

ASTM A325 BEARING TYPE N

APPLICABLE SHAPE SERIES ASTM DESIGNATION MIN. YIELD STRESS (FY)

(KSI)

W A992 50 M A36 36 S A36 36 C A36 36

MC A36 36

L A36 36

HSS (RECTANGLE) A500 46

HSS (ROUND) A500 42

PIPE A53 35

PLATES A36 36

PLATES A572 50

BARS A572 42

3.0 CAST-IN-PLACE CONCRETE NOTES

3.1 CONCRETE COVER FOR REINFORCEMENT:

A. CONCRETE DEPOSITED AGAINST AND PERMANENTLY EXPOSED TO

EARTH

B. CONCRETE EXPOSED TO EARTH OR WEATHER:

#5 BARS OR SMALLER

#5 BARS OR LARGER

C. CONCRETE NOT EXPOSED TO WEATHER OR NOT IN CONTACT WITH

GROUND:

SLAB, WALL, AND JOISTS BEAMS

3.2 UNLESS SPECIFICALLY NOTED, SCHEDULED OR DETAILED OTHERWISE

PROVIDE DEVELOPMENT LENGTH FOR REINFORCING IN CONCRETE

COMPONENTS IN ACCORDANCE WITH THE SCHEDULE IN NOTE 3.3

BELOW. THIS SCHEDULE SHALL APPLY TO ALL DEVELOPMENT LENGTHS

NOT OTHERWISE NOTED, DETAILED OR SCHEDULED IN THE DRAWINGS

OR SPECIFICATIONS.

3.3 REINFORCING BAR DEVELOPMENT LENGTHS Ld (f'c = 4000 PSI)

3"

2" 1"

1 1/2"

4.0 FOUNDATION:

STRUCTURAL FOUNDATIONS FOR THE PROJECT WILL BE HELICAL PILES SUPPORTING CONCRETE

GRADE BEAMS. THE FLOOR SLAB WILL CONSISTS OF OF ONE WAY STRUCTURAL SLAB SUPPORTED BY

GRADE BEAMS. THE FOUNDATION DESIGN WAS PERFORMED IN ACCORDANCE WITH THE

GEOTECHNICAL REPORT PERFORMED BY NORTHEAST GEOTECHNICAL, INC. ON DECEMBER 2024.

ALL AT GRADE SLABS SHALL BE CONSTRUCTED ON 6 INCH CAPILLARY WATER BARRIER FORM WITH A

10 MIL VAPOR BARRIER.

PROTECT PIPES AND CONDUITS RUNNING THROUGH WALLS AND SLABS WITH 1/2 INCH EXPANSION

MATERIAL.

MAINTAIN SUBGRADE AND FILL MOISTURE CONTENT UNTIL FOUNDATIONS ARE PLACED.

DO NOT PLACE SLAB AGAINST SUBGRADE CONTAINING FREE WATER, FROST, OR ICE.

MAINTAIN PROPER SITE DRAINAGE DURING CONSTRUCTION TO ENSURE SURFACE RUNOFF AWAY

FROM STRUCTURES AND TO PREVENT PONDING OF SURFACE RUNOFF NEAR THE STRUCTURES.

KEEP OPEN EXCAVATIONS AROUND BUILDING DRY. BACKFILL AGAINST GRADE BEAMS AS SOON AS PRACTICAL. PUMP WATER OUT OF OPEN EXCAVATIONS IF FLOODING OCCURS PRIOR TO BACKFILLING.

TENSION AND DEVELOPMENT SPLICE LENGTHS - f'c = 4000 psi CONCRETE

BAR

SIZE

DEVELOPMENT LENGTH SPLICE LENGTH STANDARD 90 DEGREE HOOK

TOP BAR

(INCHES)

OTHER BAR

(INCHES)

TOP BAR

(INCHES)

OTHER BAR

(INCHES)

EMBED

(INCHES)

LEG LENGTH

(INCHES)

BEND DIA.

(INCHES)

#3 19 15 24 22 6 6 2.25 #4 25 19 32 25 8 8 3 #5 31 24 40 31 10 10 3.75 #6 37 29 48 37 12 12 4.5 #7 54 42 70 54 14 14 5.25 #8 62 48 80 25 16 16 6

NOTES:

1. STRAIGHT DEVELOPMENT LENGTH AND SPLICE LENGTHS ARE BASED ON UNCOATED BARS

ASSUMING CENTER TO CENTER BAR SPACING GREATER THAN 3 BAR DIAMETERS WITHOUT TIES OR STIRRUPS OR 2 BAR DIAMETERS WITH TIES OR STIRRUPS, AND CLEAR COVER OF 1 BAR DIAMETER.

2. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12 INCHES OF CONCRETE BELOW THE BAR.

3. STANDARD 90 DEGREE HOOK EMBEDMENT LENGTH ARE BASED ON SIDE COVER GREATER THAN

2.5 INCHES AND END COVER GREATER THAN 2 INCHES WITHOUT TIES AROUND HOOKS.

3.4 LAP SPLICE LENGTHS FOR REINFORCING BARS SHALL BE THE SAME AS SHOWN IN THE TABLE.

3.5 WHEN TWO BARS OF DIFFERENT SIZES ARE LAPPED, THE SMALLER SIZE GOVERNS THE LAP

LENGTH UNLESS SPECIFICALLY NOTED OTHERWISE.

3.6 WHEN REINFORCING STEEL IS NOTED AS CONTINUOUS REINFORCING IN GRADE BEAMS, WALLS, SLABS AND/OR BEAMS, SPLICE CONTINUOUS REINFORCING STEEL ONLY WHEN UNAVOIDABLE DUE TO STOCK LENGTHS. STAGGER ALL SPLICES A MINIMUM OF 4'-0". ADJACENT BAR SPLICES ARE NOT ACCEPTABLE. LOCATE THE TOP BAR SPLICES WITHIN THE MIDDLE HALF OF THE SPAN AND LOCATE THE BOTTOM BAR SPLICES AT SUPPORTS, OR BETWEEN SUPPORTS AND 1/3 SPAN POINT, UNLESS NOTED OTHERWISE ON PLANS, DETAILS OR SCHEDULES.

3.7 HORIZONTAL JOINTS WILL NOT BE PERMITTED IN CONCRETE CONSTRUCTION EXCEPT AS SHOWN

ON THE DRAWINGS. VERTICAL JOINTS SHALL OCCUR AT LOCATIONS INDICATED.

3.8 AT CONSTRUCTION JOINTS, CONTACT SURFACES MUST BE CLEAN AND FREE OF LATENCIES AND

INTENTIONALLY ROUGHENED TO A FULL AMPLITUDE OF APPROXIMATELY 1/4 INCH

3.9 PROVIDE FULL EMBEDMENT WITH 90-DEGREE HOOKS FOR ALL DOWELS IF NOT OTHERWISE NOTED.

3.10 CHAMFER ALL EXPOSED TO VIEW CORNERS 3/4", U.N.O.

5.0 GENERAL:

WHERE A SECTION OR DETAIL IS SHOWN FOR ONE CONDITION, IT SHALL ONLY APPLY TO LIKE OR

SIMILAR CONDITIONS.

6.0 POST INSTALLED ADHESIVE ANCHORS:

6.1 POST INSTALLED ADHESIVE ANCHORS SHALL BE STAINLESS STEEL AND SHALL ONLY BE USED WITH THE

WRITTEN CONSENT OF THE CONTRACTING OFFICER. STRENGTH OF ANCHORS SHALL BE BASED UPON

THE REQUIRED STRENGTH OF THE SPECIFIC INSTALLATION AND LOCATION OF ANCHORS.

6.2 INSTALL BOLTS PERPENDICULAR TO THE FACE OF THE CONCRETE. DEVIATION FROM PERPENDICULAR

GREATER THAN 10 DEGREES WILL NOT BE ACCEPTABLE.

6.3 CREATE A TEMPLATE AT EACH BOLT CONNECTION LOCATION PRIOR TO FABRICATING HOLES IN

CONNECTION PLATES. MAKE TEMPLATE BY LOCATING EXISTING REBAR WITH PACHOMETER.

REPOSITION BOLTS A MAXIMUM OF 1-1/2" TO AVOID CONFLICTS WITH EXISTING.

6.4 DRILL HOLES TO DEPTH AND DIAMETER RECOMMENDED BY MANUFACTURER. DO NOT ENLARGE OR

REDIRECT HOLES ALONG THE LENGTH OF THE BOLTS.

6.5 DRILL HOLES IN CONTINUOUS OPERATION. BLOW DUST FROM THE HOLE USING COMPRESSED AIR.

6.6 FILL ABANDONED HOLES WITH EPOXY GROUT.

7.0 DELEGATED DESIGN NOTES:

7.1 THE PRE-ENGINEERED METAL BUILDING SYSTEM AND ITS RELATED STRUCTURAL ELEMENTS & COMPONENTS ARE

DELEGATED DESIGN ENGINEERED SYSTEMS. THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS THAT ARE SEALED BY A LICENSED ENGINEER, EMPLOYED BY THE CONTRACTOR/MANUFACTURER, INDICATING THAT THE SUPPLIED COMPONENTS ARE IN COMPLIANCE WITH THE CONTRACT DOCUMENTS AND THE SPECIFIED CRITERIA. PROVIDE A COMPLETE DESIGN ANALYSIS SHOWING ALL CALCULATIONS FOR THE SYSTEMS (PRE-ENGINEERED METAL BUILDING SYSTEM- COLUMNS, TRUSSES, BRACES, PURLINS, MODIFIED FOUNDATION REQUIREMENTS, LAYOUT OF ANCHOR BOLTS AND OTHER EMBEDDED ITEMS). DELEGATED DESIGNS MUST COMPLY WITH THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE. ALL SUBMITTALS MUST BE APPROVED BY THE CONTRACTING OFFICER PRIOR TO ANY FABRICATION OR RELATED FIELD CONSTRUCTION. DETAILS SHOWN ON THESE CONSTRUCTION DRAWINGS ARE THE DESIGNER OF RECORD'S ESTIMATE OF REQUIREMENTS BASED ON ANTICIPATED SYSTEMS AND CONFIGURATION. ITEMS SPECIFIED IN THESE CONTRACT DOCUMENTS, SUCH AS THICKNESS AND GAUGES, MUST BE INCORPORATED AS THE MINIMUM ALLOWED. THE LOADS ACTING ON THE STRUCTURE ARE PROVIDED IN THE FIGURE

BELOW.

SYMBOLS:

VIEW TITLES:

WALL SECTION MARKBUILDING SECTION MARK

FLOOR PLANS, ELEVATIONS, SECTIONS AND DETAIL VIEWS TITLE

SCALE:

ELEVATIONS,DETAILS, & CALLOUTS

1/8"=1'-0"

S-000

S-100

S-100

S-100

SECTION NUMBER

DWG. NO. WHERE

SECTION IS DRAWN

SECTION NUMBER

DWG. NO. WHERE

SECTION IS DRAWN

DETAIL IDENTIFIER (MODULE LETTER AND NUMBER)

CONTRACTOR MUST FIELD VERIFY ALL SITE CONDITIONS AND DIMENSIONS PRIOR TO BEGINNING WORK.

STRUCTURAL LEGEND

GENERAL NOTE

C

A

SNOW DESIGN DATA:

GROUND SNOW LOAD, Pg

UNIFORM ROOF DESIGN SNOW LOAD

45 PSF

36.3 PSF

PPM

REVISIONS

DESCRIPTION

SHEET

DATE

c P.A.

FIRM

U

NO.

DEPM

SAFETY & HEALTH

REAL PROPERTY

A

DATE

PROJECT NO.

SUSDA

BY

OF

THE

DESIGNER

PROJECT MANAGER

JOB #

CHECKED BY

A-E FIRM

P.O. BOX 513, GREENWOOD, MISSISSIPPI - (662) 455-4943

Johnson M Adams

ARCHITECTS/ENGINEERS PLANNING SURVEYING MANAGEMENT

USDA / APHIS

250 MARQUETTE AVENUE

MINNEAPOLIS, MN 55401

SUITE 410

BUILDING 1392 WAREHOUSE ADDITION

FOREST PEST MANAGEMENT LABORATORY

1398 WEST TRUCK ROAD

BUZZARDS BAY, MASSACHUSETTS

STRUCTURAL GENERAL NOTES

S-001 10 313/10/2025

RPP

STM

FEJ

XXX

2424-A

T. MITCHELL

M. RADLOFF

T. SNIDOW

T. OTTEN

GB GRADE BEAM

PC PILE CAP

PVMT PAVEMENT

REINF REINFORCEMENT

STD STANDARD

T t

T&B TOP AND BOTTOM

IP

IN

PEMB PRE-ENGINEERED METAL BUILDING

SP

SN

2e

2e

2r

2r

2n

3r

2n

3r

3e

3e

5 5

EXISTING BUILDING

a a a a = 4 ft

TABLE 1

DESIGN WIND PRESSURE COMPONENTS AND CLADDING (C & C)

NOTE: THE DESIGN WIND PRESSURES SHOWN BELOW ARE BASED UPON THE ULTIMATE DESIGN WIND SPEED OF 119 MPH. THE WIND PRESSURES SHOWN ARE TO BE USED WITH THE LOAD AND RESISTANCE FACTOR (LRFD) METHOD. ALLOWABLE STRENGTH DESIGN (ASD) PRESSURES SHOULD BE CALCULATED BASED UPON A NOMINAL

VELOCITY OF 92.2 MPH.

SURFACE PRESSURE (psf) AREA WIND ZONE 10sf 50sf 100sf 200sf ROOF NEGATIVE ZONE 1 & 2e -57.8 -35.2 -18.0 -18.0 ROOF NEGATIVE ZONE 2n, 2r, & 3e -84.3 -57.8 -46.4 -31.3 ROOF NEGATIVE ZONE 3r -100.2 -66.9 -52.5 -52.5

ROOF POSITIVE ALL ZONES 23.3 16.0 16.0 16.0

SURFACE PRESSURE (psf) AREA WIND ZONE 10sf 100sf 200sf 500sf

WALLS NEGATIVE ZONE 4 -33.9 -29.3 -27.8 -26.0

WALLS NEGATIVE ZONE 5 -41.9 -32.5 -29.7 -26.0

WALLS POSITIVE ZONE 4 & 5 31.3 26.6 25.2 23.3

NOTES:

1. DESIGN WIND PRESSURES INDICATED MUST BE USED IN THE DESIGN OF ALL COMPONENTS & CLADDING

ELEMENTS COMPRISING THE BUILDING ENVELOPE.

2. POSITIVE PRESSURES ACT INWARD, TOWARD THE WIND SURFACE. NEGATIVE PRESSURES ACT OUTWARD, AWAY FROM THE WIND SURFACE.

3. LINEAR INTERPOLATION IS PERMITTED FOR INTERMEDIATE EFFECTIVE WIND AREAS.

SCALE:

C & C ZONE DIAGRAM

N.T.S.

S-002

PPM

REVISIONS

DESCRIPTION

SHEET

DATE

c P.A.

FIRM

U

NO.

DEPM

SAFETY & HEALTH

REAL PROPERTY

A

DATE

PROJECT NO.

SUSDA

BY

OF

THE

DESIGNER

PROJECT MANAGER

JOB #

CHECKED BY

A-E FIRM

P.O. BOX 513, GREENWOOD, MISSISSIPPI - (662) 455-4943

Johnson M Adams

ARCHITECTS/ENGINEERS PLANNING SURVEYING MANAGEMENT

USDA / APHIS

250 MARQUETTE AVENUE

MINNEAPOLIS, MN 55401

SUITE 410

BUILDING 1392 WAREHOUSE ADDITION

FOREST PEST MANAGEMENT LABORATORY

1398 WEST TRUCK ROAD

BUZZARDS BAY, MASSACHUSETTS

C & C ZONE DIAGRAM

S-002 11 313/10/2025

RPP

STM

FEJ

XXX

2424-A

T. MITCHELL

M. RADLOFF

1 2 3 4 5

A

B

C

1 2 3 4 5

A

B

C

0.90.50

0.90.50

EXISTING BUILDING

F.F. EL.= 100.00'

EXISTING KNEE WALL, TYP.

EXISTING CONTINUOUS FOOTING, TYP.

EXISTING PEMB COLUMN, TYP.EXISTING PEDESTAL, TYP.

EXISTING SPREAD

FOOTING, TYP.

PC1

P3

P1

P1

P1

P1

P1

P1

P1

P1

P1

P1

P2

P1

P2

P2

P2

P2 P2 P2 P2

P2 P2 P2 P2

PC1

P3

P4

P4 P5

P5

S-300

S-300

GRADE BEAM

GRADE BEAM

GRADE BEAM

S-300

S-300

SCALE:

FOUNDATION PLAN

3/16" = 1'-0"

S-100

0 4' 8' 16'

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

2'

GENERAL NOTES:

1. CONTRACTOR SHALL FIELD VERIFY EXISTING CONDITIONS AND NOTIFY THE

CONTRACTING OFFICER OF ANY VARIANCES IN THE EXISTING CONDITIONS.

2. SEE S-300 FOR PILE AND PILE CAP DETAILS.

LEGEND:

EXISTING NEW

PEMB COLUMN

PILE CAP

CONTINUOUS FOOTING

CONCRETE KNEE WALL

PEDESTAL

HELICAL PILE

16'-11" 16'-11" 6'-2"

0"

0"

PCX

GBX

KEYED NOTES:

PROVIDE 1" EXPANSION JOINT BETWEEN EXISTING CONSTRUCTION AND

NEW CONSTRUCTION.

NOTE:

CONTRACTOR MUST SHORE AND PROTECT THE

EXISTING FOUNDATION AS REQUIRED.

1'-0"

PX

S-300

PPM

REVISIONS

DESCRIPTION

SHEET

DATE

c P.A.

FIRM

U

NO.

DEPM

SAFETY & HEALTH

REAL PROPERTY

A

DATE

PROJECT NO.

SUSDA

BY

OF

THE

DESIGNER

PROJECT MANAGER

JOB #

CHECKED BY

A-E FIRM

P.O. BOX 513, GREENWOOD, MISSISSIPPI - (662) 455-4943

Johnson M Adams

ARCHITECTS/ENGINEERS PLANNING SURVEYING MANAGEMENT

USDA / APHIS

250 MARQUETTE AVENUE

MINNEAPOLIS, MN 55401

SUITE 410

BUILDING 1392 WAREHOUSE ADDITION

FOREST PEST MANAGEMENT LABORATORY

1398 WEST TRUCK ROAD

BUZZARDS BAY, MASSACHUSETTS

FOUNDATION PLAN

S-100 12 313/10/2025

RPP

STM

FEJ

XXX

2424-A

T. MITCHELL

M. RADLOFF

T. SNIDOW

F.F. EL. = 98.00'

1 2 3 4 5

A

B

C

1 2 3 4 5

A

B

C

0.90.50

0.90.50

EXISTING BUILDING

F.F. EL.= 100.00'

EXISTING KNEE WALL, TYP.

EXISTING CONTINUOUS FOOTING, TYP.

EXISTING PEMB COLUMN, TYP.EXISTING PEDESTAL, TYP.

EXISTING SPREAD

FOOTING, TYP.

S-300

S-300

LANDING AND

STAIR, SEE 4/C-301

RAMP, SEE 1/C-301

LANDING AND

STAIR, SEE 6/C-301

S-301

CSTR CSTR CSTR CSTR CSTR CSTR CSTR CSTR CSTR CSTR CSTR CSTR CSTR CSTR CSTR CSTR CSTR CSTR CSTR

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

C J

CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ CJ

CONCRETE KNEE

WALL, TYP.

8" STRUCTURAL SLAB

F.F. EL.= 98.00'

CONCRETE STAIR,

SEE 5/S-301

S-300

S-300

S-301

S-301

S-300

16'-11" 16'-11" 6'-2" 1'-0"

'-4

'-4

S-301

S-300

SCALE:

SLAB PLAN

3/16" = 1'-0"

S-100

0 4' 8' 16'

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

2'

GENERAL NOTES:

1. CONTRACTOR SHALL FIELD VERIFY EXISTING CONDITIONS AND NOTIFY THE

CONTRACTING OFFICER OF ANY VARIANCES IN THE EXISTING CONDITIONS.

LEGEND:

EXISTING NEW

PEMB COLUMN

CONCRETE KNEE WALL

PEDESTAL

CONSTRUCTION JOINT

CONTROL JOINT

GRADE BEAM

KEYED NOTES:

PROVIDE 1" EXPANSION JOINT BETWEEN EXISTING CONSTRUCTION AND

NEW CONSTRUCTION.1

NOTE:

CONTRACTOR MUST SHORE AND PROTECT THE

EXISTING FOUNDATION AS REQUIRED.

CSTR CSTR CSTR

CJ CJ CJ CJ

PPM

REVISIONS

DESCRIPTION

SHEET

DATE

c P.A.

FIRM

U

NO.

DEPM

SAFETY & HEALTH

REAL PROPERTY

A

DATE

PROJECT NO.

SUSDA

BY

OF

THE

DESIGNER

PROJECT MANAGER

JOB #

CHECKED BY

A-E FIRM

P.O. BOX 513, GREENWOOD, MISSISSIPPI - (662) 455-4943

Johnson M Adams

ARCHITECTS/ENGINEERS PLANNING SURVEYING MANAGEMENT

USDA / APHIS

250 MARQUETTE AVENUE

MINNEAPOLIS, MN 55401

SUITE 410

BUILDING 1392 WAREHOUSE ADDITION

FOREST PEST MANAGEMENT LABORATORY

1398 WEST TRUCK ROAD

BUZZARDS BAY, MASSACHUSETTS

SLAB PLAN

S-101 13 313/10/2025

RPP

STM

FEJ

XXX

2424-A

T. MITCHELL

M. RADLOFF

F.F. EL.: 98.00' = 0' - 0"

TOP OF KNEE WALL: 4' - 0"

BOTTOM OF FOUNDATION = -4' - 10"

CONCRETE KNEE WALL

STRUCTURAL SLAB BEYOND

CONCRETE KNEE WALL BEYOND

EXISTING CONCRETE KNEE WALL

EXISTING CONCRETE CONT. FOOTING.

EXISTING GRADE

0.5 0.9 1

EXST. F.F. EL.: 100.00'

GRADE BEAM

PILE CAP

HELICAL PILE, TYP.

GRADE BEAM BEYOND

CONCRETE STAIR LANDING

F.F. EL.: 98.00' = 0' - 0"

TOP OF KNEE WALL: 4' - 0"

BOTTOM OF FOUNDATION = -4' - 10"

CONCRETE KNEE WALL

STRUCTURAL SLAB

CONCRETE KNEE WALL

EXISTING CONCRETE KNEE WALL

EXISTING CONCRETE CONT. FOOTING.

0 0.5 0.9 1

EXST. F.F. EL.: 100.00'

GRADE BEAM, SEE 3/S-300

GRADE BEAM, SEE 3/S-300

PILE CAP

HELICAL PILE, TYP.

A B C

F.F. EL.: 98.00' = 0' - 0"

TOP OF KNEE WALL: 4' - 0"

BOTTOM OF FOUNDATION = -4' - 10"

CONCRETE KNEE WALL

STRUCTURAL SLAB BEYOND

CONCRETE KNEE WALL BEYOND

EXISTING GRADE

10'-0" 3'-4"

GRADE BEAM

HELICAL PILE

GRADE BEAM BEYOND GRADE BEAM BEYOND

SCALE:

CL C ELEVATION

3/8" = 1' - 0"

S-200

SCALE: 3/8"=1'-0"

0 1' 2' 4' 8'

SCALE:

CL A ELEVATION

3/8" = 1' - 0"

S-200

SCALE:

CL 0 ELEVATION

3/8" = 1' - 0"

S-200

NOTE:

CONTRACTOR MUST SHORE AND PROTECT THE

EXISTING FOUNDATION AS REQUIRED.

PPM

REVISIONS

DESCRIPTION

SHEET

DATE

c P.A.

FIRM

U

NO.

DEPM

SAFETY & HEALTH

REAL PROPERTY

A

DATE

PROJECT NO.

SUSDA

BY

OF

THE

DESIGNER

PROJECT MANAGER

JOB #

CHECKED BY

A-E FIRM

P.O. BOX 513, GREENWOOD, MISSISSIPPI - (662) 455-4943

Johnson M Adams

ARCHITECTS/ENGINEERS PLANNING SURVEYING MANAGEMENT

USDA / APHIS

250 MARQUETTE AVENUE

MINNEAPOLIS, MN 55401

SUITE 410

BUILDING 1392 WAREHOUSE ADDITION

FOREST PEST MANAGEMENT LABORATORY

1398 WEST TRUCK ROAD

BUZZARDS BAY, MASSACHUSETTS

STRUCTURAL ELEVATIONS

S-200 14 313/10/2025

RPP

STM

FEJ

XXX

2424-A

T. MITCHELL

M. RADLOFF

F.F. EL.: 98.00' = 0' - 0"

2"

12" CRUSHED AGGREGATE

10 MIL. VAPOR BARRIER

8"

2"

#5 LONGITUDINAL BARS @ 12" O.C. #4 TRANSVERSE BARS @ 12" O.C.

5" 1'-

0" 1"

F.F. EL.: 98.00' = 0' - 0"

HEAVY HEX NUTS

AND WASHER

ASTM F1554 GRADE

55 3/4" DIA. ANCHOR

BOLT

F.F. EL.: 98.00' = 0' - 0"

4'- 0"

4'-

SLAB

8"

PROVIDE 3/4" CHAMFER

#5 @ 12" O.C.

#5 CONT. @ 18"

O.C., REINF. MUST

BE CONT. INTO

GRADE BEAM

#4 DOWEL @ 18" O.C.

W/ STD. ACI BEND

1/2" EXPANSION JOINT

GRADE BEAM

2"

LEAD SECTION EXTENSION SECTIONCOUPLING

LEAD SECTION EXTENSION SECTION DETAIL 'A'

L

"A" DIA.

"B" DIA.

"C" DIA.

"D" DIA.

L

DETAIL 'A'

Ø 2 7/8"

1 1 /2"

3"

HSS 2.5 SC 80

TORQUE: 8,000 FT-LBS

TENSION / COMPRESSION: 72 KIP

COUPLING ULTIMATE TENSION: 90 KIPS

NOTES:

1. ALL COMPONENTS MUST BE HOT DIP GALVANIZED PER ASTM A153.

2. ALL LEAD AND EXTENSION SECTION LENGTHS ARE NOMINAL.

3. PIPE SHAFT MATERIAL PER ASTM A618 OR A500 GRADE B/C MIN. YIELD

50 KSI.

4. HELIX MATERIAL MUST BE LOW CARBON STEEL MEETING THE

GENERAL REQUIREMENTS OF AISI OR ASTM A572, A656, OR A1018.

5. COUPLING BOLTS MUST BE 3/4" DIA. X 4-1/4" LONG HEX HEAD PER SAE

J425 GRADE 5.

6. MANUFACTURER MUST HAVE IN EFFECT INDUSTRY REGONIZED

WRITTEN QUALITY CONTROL FOR ALL MATERIALS AND

MANUFACTURING PROCESSES.

7. ALL WELDING TO BE DONE BY WELDERS CERTIFIED UNDER SECTION 5

OF AWS CODE D1.1.

NOTE 5

6'-0"

2'- 6"

1'-3" 3'-6"

1'- 3"

TOP OF PC:

-4' - 10"

2'- 0"

6 1 /2"

M

IN

EM

BE

DM

EN

T

PILE DEPTH

SEE PILE SCH.

CONSTRUCTION CAP, SEE 1/S-300

BOTTOM OF FOUNDATION

6 1 /2"

M

IN

EM

BE

DM

EN

T

6" X 6" STEEL END CAP

1 1 /2"

3"

NOTE 5

CONSTRUCTION CAP

4'- 0"

1'-4"

(2) #6 CONT.

#3 TIES @ 12" O.C.

8"

CL

PEMB COLUMN

BASE PLATE BY PEMB MFR

1 1/2" NON-SHRINK GROUT

F.F. EL.: 98.00' = 0' - 0"

CONCRETE KNEE WALL

9"

FILL W/ 3,000 PSI NON-SHRINK GROUT

SLAB

ANCHOR BOLT AS REQ'D BY PEMB MFR.,

SEE 4/S-300

HELICAL PILE

GB BEYOND

1'-4"

6" GB EXTENSION E.W.

IN INTERIOR

DIRECTION

PROVIDE #6 BENT BAR W/ MIN.

DEVELOPMENT LENGTH AS

REQ'D INTO GB BEYOND

2" 2"

2"

TY

P.

(6) #3 STURRUPS @ SPACING SHOWN

(8) @6 VERTCAL REINF.

W/ STD. ACI 90° HOOK

#3 TIES @12" O.C.

GB REINF. CONT.

SCALE:

STRUCTURAL SLAB DETAIL

1" = 1' - 0"

S-300

2'

SCALE: 1"=1'-0"

0 1' 3'

SCALE:

ANCHOR BOLT DETAIL

3" = 1' - 0"

S-300

SCALE: 3"=1'-0"

3"0 6" 1'

SCALE:

SECTION

1" = 1' - 0"

S-300

HELICAL PILE SCHEDULE

PILE LABEL DESCRIPTION PILE LENGTH (FT) LENGTH OF SECTIONS ('L') "A" DIA.

(INCHES)

"B" DIA.

(INCHES)

"C" DIA.

(INCHES)

"D" DIA.

(INCHES)

P1 RS2875.276 22 SEE NOTE 1 10 12 14 --

P2 RS2875.276 22 SEE NOTE 1 8 10 12 --

P3 RS2875.276 19 SEE NOTE 1 10 12 14 14

P4 RS2875.276 21 SEE NOTE 1 10 12 14 14

P5 RS2875.276 21 SEE NOTE 1 10 12 14 14

NOTES:

1. PROVIDE LEAD SECTION AND EXTENSION SECTIONS AS REQUIRED TO ACHIEVE PILE LENGTH SHOWN.

SCALE:

HELICAL PILE DETAIL

NTS

S-300

(8) #6 T&B(3) #6 T&B

#4 STIRRUPS @ 8" O.C.

SCALE:

PILE CAP 1 DETAIL

1/2" = 1'-0"

S-300

4'

SCALE: 1/2"=1'-0"

0 1' 2' 8'

SCALE:

GRADE BEAM DETAIL

1" = 1' - 0"

S-300

SCALE:

GB EXTENSION @ COLUMN

1" = 1' - 0"

S-300

PPM

REVISIONS

DESCRIPTION

SHEET

DATE

c P.A.

FIRM

U

NO.

DEPM

SAFETY & HEALTH

REAL PROPERTY

A

DATE

PROJECT NO.

SUSDA

BY

OF

THE

DESIGNER

PROJECT MANAGER

JOB #

CHECKED BY

A-E FIRM

P.O. BOX 513, GREENWOOD, MISSISSIPPI - (662) 455-4943

Johnson M Adams

ARCHITECTS/ENGINEERS PLANNING SURVEYING MANAGEMENT

USDA / APHIS

250 MARQUETTE AVENUE

MINNEAPOLIS, MN 55401

SUITE 410

BUILDING 1392 WAREHOUSE ADDITION

FOREST PEST MANAGEMENT LABORATORY

1398 WEST TRUCK ROAD

BUZZARDS BAY, MASSACHUSETTS

FOUNDATION DETAILS

S-300 15 313/10/2025

RPP

STM

FEJ

XXX

2424-A

T. MITCHELL

M. RADLOFF

T. SNIDOW

PEMB METAL PANEL

RAMP, SEE CIVIL

OVERHEAD DOOR, SEE ARCH.#4 DOWEL 18" LONG @ 12" O.C.

CONCRETE KNEE WALL

1/2" EXPANSION JOINT

1/2

1'-0"

SLOPE

SLAB

F.F. EL.: 98.00' = 0' - 0"

T/

T/

PREPARE EDGE ON EACH SIDE

OF JOINT W/ 1/8" RADIUS AND

FILL W/ FILLER MATERIAL

SLAB REINF.

1/4" SAW CUT SA

W

CU

T

TO

A

DE

PT

H

OF

T /4

SLAB REINF.

#5 DOWEL 18"

LONG @ 18" O.C.

KNEE WALL

4'-8"

3'- 0"

TY

P.

HANDRAIL, SEE 6/S-301

STAIR, SEE CIVIL

1/2" EXPANSION JOINT

2'- 0"

F.F. EL.: 98.00' = 0' - 0"

#4 NOSING BAR, 1" CLEARANCE

1/2" R, TYP.

#4 @ 12" O.C., E.W.

#4 BENT BAR @

12" O.C. W/ STD.

ACI BEND

SLAB

GRADE BEAM

6" T

YP

F.F. EL.:

98.00' = 0' - 0"

8" 2"

GRADE BEAM

#4 DOWEL W/ STD. ACI

BEND @ 18" O.C.

SLAB REINF., TYP.

KNEE WALL

F.F.

1 1/2" DIA. SCH. 80 TOP RAIL

1 1/2" DIA. SCH.

80 MID RAIL

1 1/2" DIA. SCH.

80 POST, TYP.

PL 5 1/2" X 3" X 1/2"

(2) 1/2" DIA ANCHOR

BOLTS EMBEDDED 3" MIN.

2 3/4"

1/8

TYP.

6'-10 1/2"

2'-

1'- 5"

2'-

R2 1/2"

0.9 1

EXISTING KNEE WALL

EXISTING CONT. FOOTING

EXISTING SLAB

F.F. EL.: 100.00'

F.F. EL.: 98.00'

1" EXPANSION JOINT

GRADE BEAM

SLAB REINF., TYP.

(2) # 5 CONT.10"

4" 8"

PROTECTED ZONE (NO EXCAVATIONS

BENEATH EXISTING FOOTING)

2'

SCALE: 1"=1'-0"

0 1' 3'

SCALE:

SECTION @ OVERHEAD DOOR

1" = 1' - 0"

S-301

SCALE:

JOINT DETAILS

NTS

S-301

CONSTRUCTION JOINT NOTES:

1. SLAB REINFORCEMENT MUST BE SUPPORTED BY SOIL SUPPORTED

BOLSTERS AT SPACING NOT TO EXCEED 4'-0".

2. BREAK BOND BETWEEN NEW AND PREVIOUSLY PLACED SLAB BY

SPRAYING OR PAINTING EXPOSED SIDE WITH FORM OIL.

3. SUBGRADE MUST BE FREE OF STANDING WATER AT THE TIME OF

CONCRETE PLACEMENT.

4. CONT. DOWEL PERIMETER ONE SIDE OF CONSTRUCTION JOINT W/

BEARING GREASE.

CONTRACTION JOINTCONSTRUCTION JOINT

JOINT SPACING NOTES:

1. PROVIDE CONTRACTION AND/OR CONSTRUCTION JOINTS AT EVERY

COLUMN CENTERLINE AND AT A MAXIMUM SPACING OF 36 TIMES THE

SLAB THICKNESS, NOT TO EXCEED 16' - 0" O.C. U.N.O.

2. MAXIMUM ASPECT RATIO OF JOINT DIMENSIONS MUST NOT EXCEED 1.25.

CONTRACTION JOINT NOTES:

1. MAKE SAW CUT AS SOON AS SLAB IS ABLE TO SUPPORT WEIGHT OF

WORKERS AND SAWING EQUIPMENT WITHOUT DAMAGE TO FINISH

SURFACE OF SLAB.

2. ALL JOINTS MUST BE CONTINUOUS. DO NOT OFFSET OF STAGGER

JOINTS.

3. CLEAN JOINTS PRIOR TO FILLING JOINTS.

JOINT FILLER MATERIAL NOTES:

1. FILLER MATERIAL USED SHALL BE EPOXY RESINS WITH A MIN. SHORE "A'

HARDNESS OF 80 AND SHALL CONFORM TO ASTM D2240.

2. WHERE POSSIBLE, FILLER MATERIAL SHALL BE APPLIED WHEN BUILDING

IS UNDER PERMANENT TEMPERATURE CONTROL. THIS MUST BE EITHER

AT THE END OF CONSTRUCTION OF THE COMPLETE BUILDING SHELL OF A

MINIMUM OF 90 DAYS AFTER SLAB CONSTRUCTION.

3. ALL EXPOSED SLAB JOINTS SHALL BE FILLED WITH FILLER MATERIAL.

SCALE:

STAIR ENLARGE VIEW

1/2" = 1' - 0"

S-301

S-301

SCALE:

SECTION

1/2" = 1' - 0"

S-301

4'

SCALE: 1/2"=1'-0"

0 1' 2' 8'

SCALE:

SECTION

1" = 1' - 0"

S-301

SCALE:

HANDRAIL DETAIL

1" = 1' - 0"

S-301

PPM

REVISIONS

DESCRIPTION

SHEET

DATE

c P.A.

FIRM

U

NO.

DEPM

SAFETY & HEALTH

REAL PROPERTY

A

DATE

PROJECT NO.

SUSDA

BY

OF

THE

DESIGNER

PROJECT MANAGER

JOB #

CHECKED BY

A-E FIRM

P.O. BOX 513, GREENWOOD, MISSISSIPPI - (662) 455-4943

Johnson M Adams

ARCHITECTS/ENGINEERS PLANNING SURVEYING MANAGEMENT

USDA / APHIS

250 MARQUETTE AVENUE

MINNEAPOLIS, MN 55401

SUITE 410

BUILDING 1392 WAREHOUSE ADDITION

FOREST PEST MANAGEMENT LABORATORY

1398 WEST TRUCK ROAD

BUZZARDS BAY, MASSACHUSETTS

MISC. DETAILS

S-301 16 313/10/2025

RPP

STM

FEJ

XXX

2424-A

T. MITCHELL

M. RADLOFF

T. SNIDOW

T. OTTEN

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

0 1' 2' 4'

SCALE:

SECTION

3/4" = 1' - 0"

S-301

SCALE:

SECTION @ OVERHEAD DOOR

1" = 1' - 0"

S-301

SEE 7/S-300 FOR GRADE BEAM

EXTENSION @ COLUMN

PILE CAP, SEE 2/S-300

KNEE WALL

SLAB

PEMB COLUMN

HELICAL PILE, TYP.

PROVIDE #6 DOWEL W/ STD. ACI

BEND WHERE GRADE BEAMS ARE

SUPPORTED BY PILE CAPS

1'- 5"

1/2

11"1'-0"