93016-FB-Aircraft_Parts_Warehouse_RTA_6-10.pdf

PDF 22 MB Posted Jul 9, 2019

Attached to: Fort Bliss - Aircraft Parts Storage Facility
Solicitation number: W9126G19B0004
Issued by: Department of the Army Corps of Engineers Engineering District Fort Worth

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FORT BLISS, TEXAS

AIRCRAFT PARTS STORAGE

PN: 93016

SOLICITATION NO. W9126G-19-B-0004

T BLISS, TEXAS

US ARMY CORPS

OF ENGINEERS

FORT WORTH DISTRICT

DATED: JUNE 2019

THIS PROJECT WAS DESIGNED BY THE FORT WORT DISTRICT OF THE U.S. ARMY CORPS

OF ENGINEERS. THE INITIALS OR SIGNATURES AND REGISTRATION DESIGNATIONS OF

INDIVIDUALS APPEAR ON THESE PROJECT DOCUMENTS WITHIN THE SCOPE OF THEIR

EMPLOYMENT AS REQUIRED BY ER 1110-1-8152.

MARK L. BLACK, P.E.

AIR

AFT PAR

TS STO

: 93016

C R

N : 9

S, T

SHEET

NUMBER

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Ac tio n

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PLOT DATE:

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Fort Worth District

6/10/2019 10:40:55 AM

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G-002

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G S

GENERAL

G-001 COVER SHEET

G-002 INDEX OF DRAWINGS

G-100 PROJECT LOCATION & HAUL ROUTE

CIVIL

C-001 CIVIL GENERAL NOTES

C-002 CIVIL LEGEND AND ABBREVIATIONS

CE100 EXISTING TOPO PLAN

CE-101 HAUL ROUTE PROJECT LOCATION & CONTRACTOR LAYDOWN AREA

CD100 DEMOLITION PLAN

CS100 SITE LAYOUT PLAN

CG100 GRADING & DRAINAGE PLAN

CP100 PAVING PLAN

CP101 PAVING PLAN (BASE BID PLUS BID OPTION 1)

CU100 UTILITY PLAN

C-200 STORM DRAIN PROFILE

C-501 PAVING DETAILS I

C-502 PAVING DETAILS II

C-503 SIDEWALK DETAILS SURFACE INLET DETAILS

C-504 WATER DETAILS

STRUCTURAL

S-001 GENERAL STRUCTURAL NOTES I

S-002 GENERAL STRUCTURAL NOTES II

S-101 FOUNDATION PLAN

S-111 ROOF FRAMING PLAN

S-301 FOUNDATION SECTIONS

S-501 FOUNDATION DETAILS I

S-502 FOUNDATION DETAILS II

S-601 SCHEDULES

ARCHITECTURE

A-001 GENERAL NOTES & ABBREVIATIONS

A-003 AIR BARRIER PLANS

A-100 GRID LAYOUT

A-101 OVERALL FLOOR PLAN

A-102 CLERSTORY PLAN

A-131 OVERALL REFLECTED CEILING PLAN

A-151 OVERALL ROOF PLAN

A-201 BUILDING ELEVATIONS

A-301 LONGITUDINAL BUILDING SECTIONS

A-311 WALL SECTIONS

A-501 EXTERIOR DETAILS

A-510 PLAN DETAILS

A-521 ROOF DETAILS

A-601 DOOR SCHEDULE

A-602 DOOR DETAILS

A-611 WINDOW SCHEDULE

A-612 WINDOW DETAILS

A-621 PARTITION TYPES

A-641 EXTERIOR SIGNAGE PACKAGE

A-642 EXTERIOR SIGNAGE PACKAGE

A-701 INTERIOR DETAILS

FIRE ALARM

FA001 FIRE ALARM LEGEND

FA101 FIRE ALARM PLAN

FA501 FIRE ALARM MATRIX

FA601 FIRE RISER DIAGRAM

FIRE PROTECTION

FX-101 FIRE PROTECTION FLOOR PLAN

FX-501 FIRE PROTECTION DETAILS

MECHANICAL

M-001 MECHANICAL LEGEND

M-101 OVERALL FIRST FLOOR MECHANICAL PLAN

M-501 MECHANICAL DETAILS & SCHEDULES

MI001 MECHANICAL CONTROLS LEGEND

MI002 MECHANICAL CONTROLS LEGEND

MI003 POINTS SCHEDULE INSTRUCTIONS

MI601 MECHANICAL CONTROLS

MI602 MECHANICAL CONTROLS

MI603 MECHANICAL CONTROLS

INTERIOR ELECTRICAL

E-001 ELECTRICAL LEGEND

EG101 LIGHTNING PROTECTION PLAN

EG501 GROUNDING DETAILS I

EG502 GROUNDING DETAILS II

EG503 GROUNDING DETAILS III

EG504 GROUNDING DETAILS IV

EG601 GROUNDING RISER DIAGRAM

EL001 LIGHTING FIXTURE SCHEDULE & CONTROL SCHEDULE

EL101 LIGHTING PLAN

EL501 LIGHTING DETAILS 1

EL502 LIGHTING DETAILS 2

EL503 LIGHTING DETAILS 3

EP101 POWER PLAN

EP601 POWER PANEL SCHEDULES

EP602 POWER RISER DIAGRAM

ET101 TELECOMMUNICATION PLAN

ET501 TELECOMMUNICATION DETAILS

ET601 TELECOMMUNICATION RISER DIAGRAM

EXTERIOR ELECTRICAL

ES001 EXTERIOR ELECTRICAL LEGEND

ES101 EXTERIOR ELECTRICAL PLAN

ES102 EXTERIOR TELECOMMUNICATIONS PLAN

ES501 UNDERGROUND DUCT DETAILS

ES502 PAD MOUNTED TRANSFORMER DETAIL

ES503 LIGHTING POLE DETAIL

ES504 COMMUNICATION MANHOLE DETAILS

ES505 CATHODIC PROTECTION DETAILS

LIFE SAFETY

LS001 LIFE SAFETY CRITERIA

LS101 LIFE SAFETY PLAN

INTERIORS

I-101 INTERIOR FINISH SCHEDULE

GEOTECHNICAL

B-101 SITE LOCATION

B-102 BORING LAYOUT

B-201 BORING LOGS

B-202 BORING LOGS

IBC (2015)

311.2 STORAGE GROUP S-1. (PRIMARY) GROUP S-1 OCCUPANCIES ARE BUILDINGS OCCUPIED FOR

STORAGE USES THAT ARE NOT CLASSIFIED AS GROUP S-2.

NFPA (2018)

CHAPTER 42 STORAGE OCCUPANCIES (PRIMARY)

NFPA 101 (2018), UFC 3-600-01

42.1.7 OCCUPANT LOAD. THE OCCUPANT LOAD, IN NUMBER OF PERSONS

FOR WHOM MEANS OF EGRESS AND OTHER PROVISIONS ARE REQUIRED,

SHALL BE DETERMINED ON THE BASIS OF THE MAXIMUM PROBABLE

POPULATION OF THE SPACE UNDER CONSIDERATION.

S-1: MAX PROBABLE POPULATION

10,000 SF/ 500= 20 PERSONS

FLOOR FINISH: NFPA 101 TABLE A.10.2.2, UFC 3-600-1

FLOOR FINISH WITH SPRINKLER SYSTEM FOR S-1 IS CLASS II MIN.

INTERIOR WALL/CEILING FINISH & TRIM: NFPA 101 TABLE A.10.2.2, UFC

3-600-1

WITH SPRINKLER SYSTEM S-1: CLASS B AND C MIN.

NFPA 101 LIFE SAFETY CODE TABLE 42.2.6

MAX TRAVEL DISTANCE TO EXITS.

WHERE THE BUILDING IS PROTECTED THROUGHOUT BY AN APPROVED,

SUPERVISED AUTOMATIC SPRINKLER SYSTEM:

S-1 OCCUPANCY: 400 FT

LIFE SAFETY CRITERIA

1 APPLICABLE CODES

3 TYPE OF CONSTRUCTION

4 BUILDING SEPARATION

8 OCCUPANCY SEPARATION

7 OCCUPANCY LOADS

6 FIRE RESISTIVE WALL REQUIREMENTS

12 FIRE EXTINGUISHERS

10 EGRESS TRAVEL DISTANCE

9 INTERIOR FINISHES

2 OCCUPANCY USE GROUP

11 EGRESS PATH ARRANGEMENT

13 SPRINKLER SYSTEM

NO SEPARATION OF OCCUPANCIES REQUIRED PER IBC OR UFC.

5 ALLOWABLE BUILDING HEIGHT AND AREAS

NFPA 101 LIFE SAFETY CODE (2018), IBC 2015, UFC 3-600-1

IBC (2015) TABLE 601

TYPE IIB NON COMBUSTIBLE/ "SPRINKLERED

602.2 TYPES I AND II. TYPES I AND II CONSTRUCTION ARE THOSE TYPES OF CONSTRUCTION IN

WHICH THE BUILDING ELEMENTS LISTED IN TABLE 601 ARE OF NONCOMBUSTIBLE MATERIALS,

EXCEPT AS PERMITTED IN SECTION 603 AND ELSEWHERE IN THIS CODE.

NO SEPARATION REQUIRED FOR A SINGLE OCCUPANCY

SEE LIFE SAFETY PLANS

UFC 3-600-1

NOT REQUIRED AS THERE IS AN AUTOMATIC SPRINKLER SYSTEM

PROVIDED FOR THE BUILDING.

SEE FIRE PROTECTION DRAWINGS FOR SPRINKLER SYSTEM DESIGN.

IBC (2015) TABLE 504.3, TABLE 504.4, TABLE 506.2

ALLOWABLE BUILDING HEIGHTS AND AREAS

BUILDING HEIGHT LIMITATIONS SHOWN IN FEET ABOVE GRADE PLANE. STORY LIMITATIONS

SHOWN AS STORIES ABOVE GRADE PLANE.

BUILDING AREA LIMITATIONS SHOWN IN SQUARE FEET, AS DETERMINED BY THE DEFINITION OF

“AREA, BUILDING,” PER STORY

TYPE OF CONSTRUCTION TYPE IIB

GROUP HEIGHT(feet) 75-0"

__________STORIES(S) AREA (A)_______________________________

S-1 S 3

_________A_______________________________________70,000 SF

ACTUAL BUILDING AREA: 10,000 SF

NOTE :

THIS DRAWING SHALL BE USED FOR REFERENCE AND INFORMATION ONLY - IT IS ONLY A

REFERENCE OF BASIC CODE REQUIREMENTS AND IS NOT AN EXTENSIVE COMPILATION OF

ALL REQUIREMENTS THAT ARE INCORPORATED INTO THE CONSTRUCTION DOCUMENTS.

NOT APPLICABLE

SHEET

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PLOT DATE:

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81 SF

TEL. ROOM

9512 SF

STORAGE

32"/160

64"/320

TRAVEL DISTANCE: 120'-5"

TRAVEL DISTANCE: 98'-3"

EGRESS TRAVEL PATH/DISTANCE

EXIT DIRECTION

3'-0"/60

TYPICAL FOR ALL EXIT EGRESS

EXIT CAPACITY (EXIT

WIDTH/MAX CAPACITY PN)

OCCUPANCY TYPE: "S-1"

ROOM SEPARATIONS (SF LIMITS)

EXIT LIGHT

KNOX BOX

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PLAN NORTH

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LS101

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1/8" = 1'-0"A1 LIFE SAFETY PLAN

8'4' 16'0

GENERAL NOTES

1. REFER TO FA AND LIGHTING PLANS FOR SMOKE

DETECTOR AND EXIT SIGN LOCATIONS.

2. EGRESS CAPACITY LEGEND SYMBOL SHOWS TOTAL

CAPACITY OF THE DOOR WIDTH USING .2"/PN, NOT THE

CALCULATED CAPACITY OF THE TRIBUTARY AREA IT

SERVES.

3. SEE SHEET LS-001 FOR BUILDING CONSTRUCTION TYPE

AND CODE ANALYSIS.

LIFE SAFETY LEGEND

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AutoCAD SHX Text 500'

AutoCAD SHX Text 1000'

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AutoCAD SHX Text NOTE: USE THIS SHEET FOR BORING LOCATIONS ONLYUSE THIS SHEET FOR BORING LOCATIONS ONLY

AutoCAD SHX Text THE APPROXIMATE LOCATION OF 8A2S-1451 IS: 31 50'6.85"N 106 22'28.48"W (31.83523611, -106.3745778) 31°50'6.85"N 106°22'28.48"W(31.83523611, -106.3745778) ALTERNATIVELY, BORING 1451 CAN BE LOCATED BY GOING APPROXIMATELY 21' WEST AND 138' NORTH FROM THE NORTH-EAST CORNER OF THE WHITE BUILDING, DIRECTLY TO THE SOUTH OF THE SITE. BORINGS 1442-1445 SHOULD BE LOCATED USING DISTANCES TO BORING 1451. ALL BORINGS ARE 8" DIAMETER AND 30' DEEP.

AutoCAD SHX Text

OFFSETS FROM BORING 1451

AutoCAD SHX Text

BORING

AutoCAD SHX Text X

AutoCAD SHX Text Y

AutoCAD SHX Text 8A2S-1442

AutoCAD SHX Text -68'

AutoCAD SHX Text 35'

AutoCAD SHX Text 8A2S-1443

AutoCAD SHX Text 68'

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AutoCAD SHX Text 8A2S-1444

AutoCAD SHX Text -68

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AutoCAD SHX Text 8A2S-1445

AutoCAD SHX Text

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AutoCAD SHX Text

AutoCAD SHX Text 125'

AutoCAD SHX Text 250'

AutoCAD SHX Text 8A2S-1451

AutoCAD SHX Text 8A2S-1443

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AutoCAD SHX Text 8A2S-1442

AutoCAD SHX Text 8A2S-1444

1. BORING LOCATIONS WERE SELECTED ON THE BORING LOCATIONS WERE SELECTED ON THE BASIS OF A PRELIMINARY DRAWING PROVIDED BEFORE THE BUILDING LOCATION, SHOWN IN THIS DRAWING, WAS FINALIZED BY THE CIVIL/ARCHITECTURAL SECTIONS. 2. BORING LOCATIONS HAD TO BE MOVED AT SITE BORING LOCATIONS HAD TO BE MOVED AT SITE TO WORK AROUND CONTAINERS AND OTHER OPEN STORAGE.

B-201

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GENERAL NOTES

C-001

1. CONTRACTOR SHALL LOCATE/VERIFY DATA FOR ALL BENCHMARKS AND CONTROL POINTS BY

REGISTERED SURVEYOR AND SUBMIT REPORT TO COR BEFORE STARTING ANY

DEMOLITION/CONSTRUCTION.

2. CONTRACTOR SHALL MARK/PROTECT ALL BENCH MARKS AND CONTROL POINTS.

3. IF BENCH MARK AND CONTROL POINT MUST BE DEMOLISHED FOR CONSTRUCTION, CONTRACTOR

SHALL RELOCATE BENCHMARK AND PROVIDE NEW DATA ON AS-BUILTS.

4. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR, WHETHER INDICATED ON THESE PLANS OR

NOT, TO VERIFY THE LOCATION, DEPTH, AND CONDITION OF ALL EXISTING UTILITIES AND

SUBSTRUCTURES AND PROTECT THEM FROM DAMAGE. CONTRACTOR SHALL CONTACT ALL UTILITY

COMPANIES AND CONDUCT ALL NECESSARY FIELD INVESTIGATIONS PRIOR TO ANY EXCAVATION.

5. ALL EXISTING UTILITIES TO REMAIN SHALL BE VERIFIED PRIOR TO CONSTRUCTION AND PROTECTED

FROM DAMAGE. ANY DAMAGE TO EXISTING UTILITIES SHALL BE REPAIRED AT THE

CONTRACTOR'S EXPENSE.

6. ALL DIMENSIONS ARE TO BACK OF CURB OR EDGE OF PAVEMENT, UNLESS OTHERWISE NOTED.

7. ALL NORTHING (N) AND EASTING (E) ARE PLACED AT BACK OF CURB, EDGE OF PAVEMENT OR

CENTERLINE UNLESS OTHERWISE NOTED.

8. REFER TO C-501 TO C-504 SHEETS FOR DETAILS.

9. NOT USED.

10. RIM ELEVATIONS AND COORDINATES DEPICTED IN THESE PLANS REPRESENT THE CENTER OF MANHOLE TOP, CENTER OF SURFACE INLET TOP, OR CENTER OF CURB INLET STRUCTURE AT BACK OF

CURB.

11. NOT USED.

12. CONTRACTOR TO FIELD LOCATE ALL UNDERGROUND UTILITIES PRIOR TO INSTALLATION. IF A CONFLICT EXISTS, CONTRACTOR MAY FIELD ADJUST SIGN OR LIGHT POLE BASE LOCATION THE

MINIMUM DISTANCE NECESSARY TO AVOID THE CONFLICT.

13. ALL PROPOSED PAVEMENT, CURB, ETC SHALL MATCH GRADE AND SHAPE OF EXISTING FEATURES AT

ALL CONNECTIONS TO EXISTING PAVEMENT.

14. THE WATER SYSTEM FOR THE FIRE SUPPRESSION IS OWNED AND OPERATED BY FORT BLISS. THE

CONTRACTOR SHALL COORDINATE CONNECTION OF THE NEW FIRE SUPPRESSION LINE TO THE

EXISTING 16" FIRE LINE LOOP WITH FORT BLISS THROUGH THE CONTRACTING OFFICER.

15. RIO GRANDE ELECTRIC OWNS AND OPERATES THE ELECTRICAL UTILITIES WITHIN FORT BLISS. SEE

ELECTRICAL PLANS FOR ELECTRICAL SITE PLAN INFORMATION.

16. DELIVERY TRUCKS AND CONSTRUCTION VEHICLES MUST ACCESS FORT BLISS THROUGH THE CHAFFEE ROAD COMMERCIAL GATE. A SPECIAL STATION FOR BACKGROUND CHECKS WILL BE AVAILABLE AT THAT LOCATION. FORT BLISS SECURITY PERSONNEL WILL RECOGNIZE TRANSPORTATION WORKER

IDENTIFICATION CREDENTIAL (TWIC) FOR ACCESS TO POST. COMMERCIAL DRIVERS SHOULD

CONSIDER APPLYING FOR A TWIC.

17. THE PROJECT SITE IS WITHIN THE FORT BLISS AIRFIELD SECURITY FENCE. THE CONTRACTOR SHALL COORDINATE ACCESS TO THE PROJECT SITE WITH THE FORT BLISS AIRFIELD MANAGER. ACCESS WILL BE PROVIDED THROUGH THE ACCESS GATE NORTH OF HANGAR BUILDING 13400 ON A TEMPORARY BASIS. MAIN CONTRACTOR ACCESS TO THE AIRFIELD AND PROJECT SITE WILL BE THROUGH THE GATE ON THE EAST SIDE OF THE AIRFIELD FROM OLD IRONSIDES RD SEE CE-101 FOR THE LOCATION.

18. THE AIRFIELD PERIMETER SHALL REMAIN SECURE AT ALL TIMES. TEMPORARY SECURITY FENCE SHALL BE PROVIDED TO SECURE THE AIRFIELD AREA DURING WORK THAT OCCURS WHILE THE AIRFIELD FENCE IS REMOVED TO ALLOW CONSTRUCTION OF NEW STORM DRAIN FEATURES. THE CONTRACTOR SHALL PHASE WORK TO PROVIDE FOR CONSTRUCTION OF ANY NECESSARY TEMPORARY FENCE AND REPLACEMENT OF THE PERMANENT AIRFIELD FENCE TO KEEP THE AIRFIELD SECURE AT ALL TIMES.

GRADING & EARTHWORK NOTES:

1. THERE ARE NO SOURCES OF BORROW ON GOVERNMENT PROPERTY.

2. THE CONTRACTOR SHALL DISPOSE OF ALL SPOILS AT A LOCATION OFF FORT BLISS PROPERTY. ALL DISPOSAL SHALL BE IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL LAWS AND REGULATIONS

EROSION PROTECTION AND SWPPP NOTES:

1. IT SHALL BE THE RESPONSIBILTY OF THE CONTRACTOR TO PREPARE AND OBTAIN APPROVAL OF THE

REQUIRED STORMWATER POLLUTION PREVENTION PLAN IN ACCORDANCE WITH ALL STATE AND

FEDERAL LAWS AND REGULATIONS.

2. WHEN EXISTING EROSION CONTROL DEVICES ARE PRESENT IN LOCATIONS WHERE PROPOSED EROSION

CONTROL DEVICES ARE SHOWN IN THE PLANS, CONTRACTOR MAY ASSUME RESPONSIBILITY &

MAINTENANCE OF THOSE DEVICES IN LIEU OF INSTALLING NEW DEVICES UPON COORDINATION WITH

EXISTING CONTRACTOR'S REPRESENTATIVES.

SURVEY NOTES:

1. HORIZONTAL DATUM IS NAD 83 TEXAS STATE PLANE COORDINATE SYSTEM, CENTRAL TEXAS ZONE 4203, U.S. SURVEY FEET, ADJUSTED TO SURFACE USING A FACTOR OF 1.00019696249. TO CONVERT FROM THIS SURFACE COORDINATE SYSTEM BACK TO STATE PLANE GRID, MULTIPLY BY 0.9998030762966.

2. VERTICAL DATUM IS NAVD 88, USACE 3RD ORDER COMPLIANT, CLASS I STANDARDS.

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1 2 3 4 5 6 7 8 9 10

Fort Worth District

US ARMY CORPS OF

ENGINEERS ®

D e s c r i p t i o n

T r a c k i n g

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D a t e

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NUMBER

D r a w n b y

D e s i g n e d b y

S u b m i t t e d b y

F i l e

N a m e

D a t e

C o n t r a c t

N o

S o l i c i t a t i o n

N o

R e v i e w e d b y

B R

A N

N S

E N

C H

I E

I V

I L

E C

T I O

P L O

C A

L E

P L O

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R e v

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F O

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A S

A I R

C R

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A R

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C I V

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C-001

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CO CO

ROOF STORM DRAIN LINE

WATER VALVE

GAS VALVE

WATER METER

CONTROL POINT

CONCRETE FILLED PIPE BOLLARDS

10501050

SPOT ELEVATIONS (TOP OF CURB)

SPOT ELEVATIONS

ALTITUDE VALVE PIT

AQUEOUS FILM FORMING FOAM

BACK TO BACK

BITUMINOUS

BUILDING

CARPOOL OR VANPOOL

PARKING SPACES

CENTERLINE

CLEARANCE

CONSTRUCT

CLEANOUT

CONTRACTING OFFICER'S

REPRESENTATIVE

CENTER TO CENTER

CONDENER WATER RETURN

CONDENER WATER SUPPLY

DIAMETER

DUCTILE IRON PIPE

DOMESTIC WATER

EAST

ELECTRIC

ELEVATION

EXISTING

FACE TO FACE

FACE OF CURB

FINISHED FLOOR

FINISHED GRADE

FIRE HYDRANT

FIRE HYDRANT WATER

FLOWLINE

FIRE LANE STRIPING

FIRE PUMP SECTION

FIRE PUMP TEST

FUEL EFFICIENT VEHICLE

PARKING SPACES

GAS TEST STATION

GAS VENT PIPE

HORIZONTAL

HIGH POINT

HIGH TEMP. HEATING WATER

INCHES

LINEAR FEET

LOW POINT

MATERIAL

MAXIMUM

MINIMUM

MANHOLE

NATURAL GAS

NORTH

NOT TO SCALE

NUMBER

ON CENTER

ON CENTER EACH WAY

OIL/WATER

POLYVINYL CHLORIDE

PORTLAND CEMENT

PORTLAND CEMENT CONCRETE

POST INDICATOR VALVE

PROFILE GRADE

PROPERTY LINE

POINT ON LINE

RADIUS

REINFORCED CONCRETE PIPE

REQUIRED

RUNWAY

SANITARY

SANITARY SEWER

SCHEDULE

SIDEWALK

SIMILAR

STANDARD

STORM DRAIN

SOUTH

SPOT ELEVATION

STATION

STRUCTURE

TOP OF STEP/STOOP

TANK HEATER LINE

TAXIWAY

TOP OF CURB

TOP OF GATE

TOP OF GRAVEL

TOP OF PAVEMENT

TOP OF RIM

TYPICAL

UNDERDRAIN

UNDERGROUND COMMUNICATIONS

UNDERGROUND ELECTRIC

VERTICAL

WATER

WATER VALVE

WEST

TRANSFORMER

ABBREVIATIONS & SYMBOLS

AVP

AFFF

B-B

BIT

BLDG.

CVS

CL.

CONST.

COR

C-C

CWR

CWS

DIA.

DIP

ELEC.

ELEV.

EXIST

EX.

F-F

FHW

FLS

FPS

FPT

FES

GTS

GVP

HOR.

HTHW

L.F.

MAT'L

MAX.

MIN

N N.T.S.

NO.

O.C.

O.C.E.W.

O/W

PVC

P.C.

P.C.C.

P.C. CONC.

P.I.V.

P.G.

POL

RCP

REQ'D

R/W

SAN.

SCH

SIM.

STD

STA.

STR.

T/W

T/G

T/R

TYP.

UGC

UGE

VERT.

XFMR

ITEM EXISTING NEW ITEM EXISTING NEW

STORM DRAIN LINE <= 24" DIAMETER

STORM DRAIN LINE >= 30" DIAMETER

TREE LINE

CONCRETE

ASPHALT

CONCRETE SIDEWALK

BUILDING

CURB AND GUTTER

TRASH DUMPSTER

DOUBLE SWING CHAINLINK GATE

GAS VENT PIPE

GAS TESTING STATION

GAS UTILITY MARKER

SINGLE SANITARY SEWER CLEANOUT

CODUAL SANITARY SEWER CLEANOUT CO

AIR CONDITION UNITS

LONGITUDINAL

664.21TC

F F

CONSTRUCTION JOINT

TRANSVERSE

CONTRACTION JOINT

CONC

ASPH

CONC

ASPH

SDWKSDWK

THICKENED EDGE

EXPANSION JOINT

664.21

FENCE

SANITARY SEWER MANHOLE

STORM DRAIN MANHOLE

TREE

DITCH

NATURAL GAS LINE

FIRE HYDRANT

WATER LINE

FIRE LINE

FIRE DEPARTMENT CONNECTION

GAS METER

POST INDICATOR VALVE

STORM DRAINAGE HEADWALL

CONTOURS

SIGN

SHRUB

CONSTRUCTION/GRADING LIMITS

STORM DRAINAGE CURB INLET

STORM DRAINAGE SURFACE INLET

SANITARY SEWER LINE SSx

SDx

TELE COMUNICATION LINES

POWER POLES

LIGHT POLES

ELECTRIC LINES

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Fort Worth District

US ARMY CORPS OF

ENGINEERS ®

D e s c r i p t i o n

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NUMBER

D r a w n b y

D e s i g n e d b y

S u b m i t t e d b y

F i l e

N a m e

D a t e

C o n t r a c t

N o

S o l i c i t a t i o n

N o

R e v i e w e d b y

B R

A N

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P_SS_1024.html P_SS_1024.html P_SS_1024.html P_SS_1024.html

8" PORTLAND CEMENT CONCRETE (NON-REINFORCED)

PAVING NOTES

6" RAW SUBGRADE COMPACTED TO AT LEAST 90 PERCENT OF

MAXIMUM LABORATORY DENSITY (ASTM D 1557)

9" AGGREGATE-BASE COURSE (CBR=100) COMPACTED TO AT LEAST

95 PERCENT OF LABORATORY MAXIMUM DENSITY (ASTM D 1557)

8" PORTLAND CEMENT CONCRETE REINFORCED WITH # 4 BARS @ 16" O.C.E.W.

CONCRETE PAVED DRIVEWAY

N.T.S.

JUNCTURE OF NEW RIGID AND

EXISTING RIGID PAVEMENT

EXCAVATE EXISTING

MATERIALS TO A NEAT

LINE AND PLACE

CONCRETE WITHOUT A FORM

EXISTING UNDERLYING

MATERIAL

REINFORCEMENT

WHERE REQUIRED

N.T.S.

REINFORCED CONCRETE PANEL DETAIL

N.T.S.

SEE PAVING PLANS

#4 BARS AT 16" O.C.E.W.

REINFORCEMENT

(HATCHED AREAS IDENTIFIED

ON SEE PLANS)

SAW CUT EXISTING

CONC. PVMT

DRILL & GROUT DOWEL IN

EXISTING PVMT. 1" DIA 16" LONG

@ 12" O.C.

JOINT SEALANT

LIGHTLY OIL THIS

END OF DOWEL

GRAVEL SURFACE (BID OPTION 1)

N.T.S.

4" GRAVEL SURFACE COURSE COMPACTED TO AT LEAST 95 PERCENT OF

MAXIMUM LABORATORY DENSITY (ASTM D 1557)

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Fort Worth District

US ARMY CORPS OF

ENGINEERS ®

D e s c r i p t i o n

T r a c k i n g

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NUMBER

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D e s i g n e d b y

S u b m i t t e d b y

F i l e

N a m e

D a t e

C o n t r a c t

N o

S o l i c i t a t i o n

N o

R e v i e w e d b y

B R

A N

N S

E N

C H

I E

I V

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T I O

P L O

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INSERT TYPE SAWED

CONTRACTION JOINT OPTIONS

EXPANSION JOINTS CONSTRUCTION JOINTS

EXPANSION JOINTS

N.T.S.

AT STRUCTURES (TS)

" + 1/8"

3 4

1 8

3 4

"3/4"

3 4

3'-0" MIN.

THICKENED EDGE

I N

12" MIN.

MAX.

EXPANSION JOINTS

CONTRACTION JOINT

(REINFORCED PAVEMENT)

N.T.S.

TRANSVERSE OR LONGITUDINAL

CONSTRUCTION JOINTS

(REINFORCED PAVEMENTS)

N.T.S.

(REINFORCED PAVEMENTS)

N.T.S.

JOINT SEALANT

LONGITUDINAL

REINFORCING STEEL

(REINFORCING STEEL IS CARRIED

THROUGH JOINT)

TRANSVERSE

JOINT SEALANT

REINFORCING STEEL

(REINFORCING STEEL IS CARRIED

THROUGH JOINT)

FORMER BUTT JOINT

NOTE: USE WHEN NOT A

REGULARLY SCHEDULED

CONSTRUCTION JOINT.

NO JOINT SEALANT

DOWELED TRANSVERSE

M I N

3 4

3" MAX.

3 4

JOINT SEALANT

#4s @ 16" O.C.E.W

WHERE REQUIRED

SEE PLAN

3'-0" MIN.

THICKEED EDGE

3/4"

JOINT SEALANT

PLUG OR SEAL

(SEE SPECS.)

JOINT SEALANT

NON-EXTRUDING

JOINT FILLER

JOINT SEALANT

1" NON-EXTRUDING

JOINT FILLER

MANHOLE OR OTHER

STRUCTURE PROJECTING

THRU PAVEMENT

#4 BARS

RADIUS OF FILLET

CONSTRUCTION

OR EXPANSION JOINT

FILLET

CONSTRUCTION OR LONGITUDINAL

CONTRACTION JOINT

FILLET

CONTRACTION

JOINT

F I L L E

DOWELED JOINT

RADIUS OF FILLET

DETAIL A

DETAIL B

DETAIL C

3/4" NON-EXTRUDING

JOINT FILLER

JOINT SEALANT

REINFORCING STEEL

WHERE REQUIRED

DOWEL - 1" Ø 16" LONG @ 12" O.C. ONE END

PAINTED AND OILED

VERTICALLY CENTERED IN PAVEMENT

DOWEL-1 " DIA 16" LONG @ 12" O.C.

BOTH ENDS UNPAINTED AND

NOT OILED

THICKENED EDGE EXPANSION JOINT (TE)

DOWEL - 1" Ø @ 12" O.C. ONE END PAINTED

AND OILED (TRANS.)

JOINT SEALANT DETAILS

N.T.S.

CONCRETE PAVEMENT JOINT DETAILS

N.T.S.

FILLET DETAILS FOR CONCRETE PAVEMENT

N.T.S.

#4s @ 16" O.C.E.W

WHERE REQUIRED

SEE PLAN

2 3 4 5 6 7 8 9 10

1 2 3 4 5 6 7 8 9 10

Fort Worth District

US ARMY CORPS OF

ENGINEERS ®

D e s c r i p t i o n

T r a c k i n g

N o

A c t i o n

D a t e

U S

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N G

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SHEET

SEQUENCE

NUMBER

D r a w n b y

D e s i g n e d b y

S u b m i t t e d b y

F i l e

N a m e

D a t e

C o n t r a c t

N o

S o l i c i t a t i o n

N o

R e v i e w e d b y

B R

A N

N S

E N

C H

I E

I V

I L

E C

T I O

P L O

C A

L E

P L O

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R e v

J U

F O

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A S

A I R

C R

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P A

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AutoCAD SHX Text 4"

3 "

1/8"

1/2 "

NOTE:

CONTRACTOR SHALL PROVIDE CONTRACTION JOINTS AT INTERVALS NOT TO

EXCEED 5'-0" O.C. PROVIDE CENTERLINE CONTRACTION JOINTS IN SIDEWALKS

WIDER THAN 8'-0". SPACING OF CENTERLINE CONTRACTION JOINTS SHALL NOT

EXCEED 6'-0".

AS REQUIRED

6" x 6" - W2.9 x W2.9

WELDED WIRE MESH

PREMOLDED EXPANSION

JOINT FILLER

CONTRACTION JOINT

EXPANSION JOINT

SECTION

CONCRETE SIDEWALK JOINT DETAILS

N.T.S.

CONCRETE SIDEWALK JOINT LAYOUT DETAILS

N.T.S.

CONCRETE HEADWALL DETAILS

N.T.S.

STORM DRAIN SURFACE INLET DETAILS

N.T.S.

45°

CONTRACTION JT.

(TYP)

EXPANSION JT.

STOOP

5'5'5'

5' 5'

CONC DRIVEWAY

2 3 4 5 6 7 8 9 10

1 2 3 4 5 6 7 8 9 10

Fort Worth District

US ARMY CORPS OF

ENGINEERS ®

D e s c r i p t i o n

T r a c k i n g

N o

A c t i o n

D a t e

U S

R M

N G

I N

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C O

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I N

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F O

T H

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A S

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G I N

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R I N

C O

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T R

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SHEET

SEQUENCE

NUMBER

D r a w n b y

D e s i g n e d b y

S u b m i t t e d b y

F i l e

N a m e

D a t e

C o n t r a c t

N o

S o l i c i t a t i o n

N o

R e v i e w e d b y

B R

A N

N S

E N

C H

I E

I V

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T I O

P L O

C A

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P L O

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F O

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A I R

C R

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A R

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A L

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A I L

S U

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AutoCAD SHX Text

ELEVATION

AutoCAD SHX Text

CONST. JT.

AutoCAD SHX Text

4" MIN.

AutoCAD SHX Text

CONFORMS TO 2:1

AutoCAD SHX Text

SLOPE

AutoCAD SHX Text

HOOP AROUND PIPE

AutoCAD SHX Text

SHOWN WHERE REQUIRED

AutoCAD SHX Text

FOR PIPES

AutoCAD SHX Text

30 DEG.

AutoCAD SHX Text

PLAN

AutoCAD SHX Text L

AutoCAD SHX Text C

AutoCAD SHX Text L

AutoCAD SHX Text C

AutoCAD SHX Text A

AutoCAD SHX Text

SECTION

AutoCAD SHX Text A

AutoCAD SHX Text C503

AutoCAD SHX Text

REINFORCEMENT SHALL BE #3 BARS @ 12" O.C.E.W.

AutoCAD SHX Text

NOTE:

AutoCAD SHX Text 6"

AutoCAD SHX Text 1'-0"

AutoCAD SHX Text 6"

AutoCAD SHX Text 1'-0"

AutoCAD SHX Text 8"

AutoCAD SHX Text 6"

AutoCAD SHX Text 1'-0"

AutoCAD SHX Text 6"

AutoCAD SHX Text 1'-6"

AutoCAD SHX Text 1'-0"

AutoCAD SHX Text 2'-6"

AutoCAD SHX Text

PROVIDE A 12" FOOTING AS

AutoCAD SHX Text

TO MAINTAIN 4" MIN. COVER

AutoCAD SHX Text 6"

AutoCAD SHX Text 8"

AutoCAD SHX Text 6"

AutoCAD SHX Text 2'-6"

AutoCAD SHX Text 18"

AutoCAD SHX Text 2'-6"

AutoCAD SHX Text 12"

AutoCAD SHX Text 2'-11"

AutoCAD SHX Text 2'-0"

AutoCAD SHX Text 4'-1"

AutoCAD SHX Text

CONSTRUCTION JOINT (TYP.)

AutoCAD SHX Text

OPTIONAL CONST.JOINT (TYP.)

AutoCAD SHX Text

VARIES

AutoCAD SHX Text

GRATE FRAME (SEE DETAIL)

AutoCAD SHX Text

NOTES:

AutoCAD SHX Text ALL LAPS AND EXTENSIONS OF REINF. TO BE 30x DIAM. OF BAR.

AutoCAD SHX Text

STD. PRE-CAST SURFACE INLETS MAY BE USED INSTEAD WHERE ECONOMICAL.

AutoCAD SHX Text

TYP.

AutoCAD SHX Text

TYP.

AutoCAD SHX Text

ANCHOR STRAP

AutoCAD SHX Text 6"

AutoCAD SHX Text 4'-0"

AutoCAD SHX Text 6"

AutoCAD SHX Text 4'-0"

AutoCAD SHX Text 6"

AutoCAD SHX Text USE 3000 psi CONCRETE.

AutoCAD SHX Text 1'-8"

AutoCAD SHX Text 6"

AutoCAD SHX Text #5's @ 12" E.W. @ CENTER OF SLAB

AutoCAD SHX Text

AutoCAD SHX Text 8"

AutoCAD SHX Text 2'-1‚"

AutoCAD SHX Text 1'-11 "

AutoCAD SHX Text " x 4 " PLATES

AutoCAD SHX Text 2'-0"

AutoCAD SHX Text 5" x 3 " x " 'S

AutoCAD SHX Text 2'-2"

AutoCAD SHX Text 1'-8"

AutoCAD SHX Text 10"

AutoCAD SHX Text 2'-2" I.D.

AutoCAD SHX Text ‰" x 2" x 10" ANCHOR STRAPS (6 REQUIRED)

AutoCAD SHX Text C503

AutoCAD SHX Text B

AutoCAD SHX Text C503

AutoCAD SHX Text B

AutoCAD SHX Text

SECTION

AutoCAD SHX Text

PLAN

AutoCAD SHX Text 1.

AutoCAD SHX Text 2.

AutoCAD SHX Text 3.

AutoCAD SHX Text

ADD #5 BARS @ 12" WHERE SIZE OF INLET REQUIRES

AutoCAD SHX Text

#5 BARS @ 12" O.C.E.W. @ CENTER (TYP.)

AutoCAD SHX Text

2 #5 BARS, 4 SIDES OF OPENING

AutoCAD SHX Text

HOOP ONE (1) #5 BAR AROUND EACH PIPE OPENING

AutoCAD SHX Text " x 4 " PLATES @ ABOUT 3" O.C.

AutoCAD SHX Text 2-ƒ" DIAM. BARS THRU CENTER OF PLATES

AutoCAD SHX Text

GRATE PLAN

AutoCAD SHX Text

FRAME PLAN

AutoCAD SHX Text

SECTION THRU INSTALLED FRAME

AutoCAD SHX Text N.T.S.

AutoCAD SHX Text

SURFACE INLET GRATE AND FRAME

‚" x 5" SIDE PLATES WELD TO 'S

- POST INDICATOR VALVE (PIV) DETAIL

N.T.S.

- CONCRETE THRUST BLOCK DETAIL

N.T.S.

2 3 4 5 6 7 8 9 10

1 2 3 4 5 6 7 8 9 10

Fort Worth District

US ARMY CORPS OF

ENGINEERS ®

D e s c r i p t i o n

T r a c k i n g

N o

A c t i o n

D a t e

U S

R M

N G

I N

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C O

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F O

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T R

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SHEET

SEQUENCE

NUMBER

D r a w n b y

D e s i g n e d b y

S u b m i t t e d b y

F i l e

N a m e

D a t e

C o n t r a c t

N o

S o l i c i t a t i o n

N o

R e v i e w e d b y

B R

A N

N S

E N

C H

I E

I V

I L

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T I O

P L O

C A

L E

P L O

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F O

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A I R

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STATEMENT OF SPECIAL INSPECTIONS:

1. PROVIDE SPECIAL INSPECTIONS IN ACCORDANCE WITH CHAPTER 17, SECTION

1704 OF THE IBC FOR THE FOLLOWING AREAS:

1.1 STEEL CONSTUCTION SECTION 1705.2

1.2 CONCRETE CONSTRUCTION SECTION 1705.3

1.3 SOILS SECTION 1705.6

1.4 WIND RESISTANCE SECTION 1705.11

1.5 PLUMBING, MECHNICAL, AND ELECTRICAL SECTION 1705.12.6

COMPONENTS

ABBREVIATIONS:

ADD'L ADDITIONAL

BOT BOTTOM

BO BOTTOM OF

CJ CONSTRUCTION JOINT

CL CENTER LINE

CLR CLEAR

CONT CONTINUOUS

DIA DIAMETER

DIM DIMENSION(S)

DWG(S) DRAWING(S)

DWLS DOWELS

EA EACH

EF EACH FACE

EW EACH WAY

ELEV ELEVATION

EOR ENGINEER OF RECORD

EQ EQUAL

EXP EXPANSION

EXT EXTERIOR

FF FINISH FLOOR

FTG FOOTING

GA GAUGE

HORIZ HORIZONTAL

INT INTERIOR

LTS STRAIGHT EMBEDMENT

LENGTH

MAX MAXIMUM

MIN MINIMUM

NS NEAR SIDE

NTS NOT TO SCALE

OC ON CENTER

O/H OVERHEAD

PCI POUNDS PER CUBIC INCH

PEMB PRE-ENGINEERED METAL

BUILDING

PL PLATE

REF REFERENCE

REINF REINFORCING

REQ('D) REQUIRED

SCJ SAWED CONTRACTION

JOINT

SEC SECTION

SOG SLAB-ON-GRADE

SSMR STANDING SEAM METAL

ROOF

TO TOP OF

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

w/ WITH

1. ACI 301, SPECIFICATIONS FOR STRUCTURAL CONCRETE

2. ACI 318/318R-14, BUILDING CODE REQUIREMENTS FOR

STRUCTURAL CONCRETE

3. ACI SP-66 (2004), ACI DETAILING MANUAL

4. AISC STEEL CONSTRUCTION MANUAL, 15TH EDITION

5. AISI S100, NORTH AMERICAN SPECIFICATION FOR THE

DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS,

MOST CURRENT EDITION.

6. ASCE 7-10, MINIMUM DESIGN LOADS FOR BUILDINGS AND

OTHER STRUCTURES

7. AWS D1.1 STRUCTURAL WELDING CODE, STEEL, 2015

8. INTERNATIONAL BUILDING CODE, IBC 2015

9. MBMA/MBSM (2012) METAL BUILDING SYSTEMS MANUAL

10. UFC 1-200-01, 20 JUNE 2016, DoD BUILDING CODE (GENERAL

BUILDING REQUIREMENTS)

11. UFC 3-110-03, WITH CHANGE 2, 01 JANUARY 2017, ROOFING

12. UFC 3-301-01 WITH CHANGE 4, 1 NOVEMBER 2018,

STRUCTURAL ENGINEERING

13. UFC 3-310-04, WITH CHANGE 1, 20 JUNE 2016, SEISMIC

DESIGN OF BUILDINGS

14. UFC 3-320-06A, 01 MARCH 2005, CONCRETE FLOOR

SLABS-ON-GRADE SUBJECTED TO HEAVY LOADS

APPLICABLE CODES:

1. RISK CATEGORY = II

2. DEAD LOAD (IN ADDITION TO WEIGHT OF STRUCTURE)

2.2 PEMB ROOF = 10 PSF

2.3 COLLATERAL DEAD LOAD = 15.5 PSF (NOT TO BE

USED FOR UPLIFT LOAD CASES)

3. LIVE LOAD

3.1 ROOF LIVE LOAD = 20 PSF (REDUCIBLE)

3.2 2000 LB CONCENTRATED LOAD APPLIED ANYWHERE

ALONG PEMB ROOF FRAMING.

3.3 SLAB ON GRADE LIVE LOAD:

3.3.1 385 PSF IN WAREHOUSE OPEN AREAS

WAREHOUSE OPEN AREAS DESIGNED FOR

FORKLIFT RATED FOR 65000 LBS.

3.3.2 250 PSF FOR ALL OTHER AREAS

4. SNOW LOADS

4.1 GROUND SNOW = 10 PSF

4.2 MINIMUM ROOF SNOW LOAD = 5 PSF

4.3 IMPORTANCE FACTOR = 1.0

4.4 THERMAL FACTOR = 1.0 (MAIN BUILDING);

1.2 (ROOF OVERHANGS)

4.5 EXPOSURE FACTOR = 1.0

5. WIND LOAD

5.1 BASIC WIND SPEED = 115 MPH (3 SECOND GUST,

ASCE 7-10)

5.2 EXPOSURE CATEGORY = C

5.3 INTERNAL PRESSURE COEFFICIENT;

PARTIALLY ENCLOSED GCpi = +/- 0.18

5.4 Kzt = 1.0; Kd = 0.85

6. SEISMIC LOAD

6.1 IMPORTANCE FACTOR = 1.0

6.2 Ss = 0.367

S1 = 0.112

6.3 SITE CLASS D (ASSUMED)

6.4 Sds = 0.369

Sd1 = 0.176

6.5 SEISMIC DESIGN CATEGORY C

6.6 BASIC SEISMIC FORCE RESISTING SYSTEM = STEEL

SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC

RESISTANCE (MOMENT AND "X" BRACED FRAMES)

6.7 BASE SHEAR, V = (BY PEMB SUPPLIER)

6.8 SEISMIC RESPONSE COEFFICIENT = 0.02

6.9 RESPONSE MODIFICATION FACTOR, R = 3

6.10 ANALYSIS PROCEDURE = (BY PEMB SUPPLIER)

7. ANTI-TERRORISM FORCE PROTECTION

7.1 PER UFC 04-010-01

8. REFER TO SPECIFICATION 13 34 19 FOR METAL BUILDING

SYSTEM REQUIREMENTS, NOT SHOWN ON PLANS.

DESIGN LOADS:

GENERAL NOTES:

1. DESIGN DRAWINGS SHOW INTENT OF REQUIRED CONSTRUCTION AND SPECIFIC CONSTRUCTION

AS NEEDED TO FACILITATE CLEAR DETAILING. FOR SPECIFIC CONDITIONS NOT SHOWN, THE

CONTRACTOR SHALL PROVIDE DETAILS OF CONSTRUCTION SIMILAR TO THOSE SHOWN. VERIFY

ALL EXISTING CONDITIONS, DIMENSIONS, AND ELEVATIONS PRIOR TO COMMENCING WORK. IF

DISCREPANCIES EXIST, NOTIFY THE CONTRACTING OFFICER IN WRITING PRIOR TO COMMENCING

WORK. CONTRACTOR SHALL MAKE NO DEVIATION FROM THE CONTRACT DOCUMENTS WITHOUT

WRITTEN APPROVAL FROM THE CONTRACTING OFFICER.

2. THE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE

METHOD OR SEQUENCE OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES

NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL

INCLUDE, BUT ARE NOT LIMITED TO, TEMPORARY BRACING AND/OR SHORING FOR LOADS AND

CONDITIONS WHICH OCCUR PRIOR TO ATTAINING DESIGN STRENGTH OR COMPLETION OF THE

STRUCTURE. TEMPORARY CONSTRUCTION LOADING MAY INCLUDE AND ARE NOT LIMITED TO

LATERAL LOADS, LOADS DUE TO STOCKPILES OF MATERIAL, AND LOADS DUE TO CONSTRUCTION EQUIPMENT. SUCH BRACING SHALL BE LEFT IN PLACE AS LONG AS REQUIRED FOR SAFETY AND

UNTIL ALL FRAMING INCLUDING ROOF BRACING IS IN PLACE.

3. THE CONTRACTOR SHALL PROTECT ALL EXISTING FACILITIES, STRUCTURES, AND UTILITY LINES

FROM ALL DAMAGE. DAMAGE TO ALL WORK SHALL BE REPAIRED TO THE SATISFACTION OF THE

CONTRACTING OFFICER AT THE CONTRACTOR'S EXPENSE.

4. THE CONTRACTOR SHALL ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR

ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND OTHER ITEMS WITH APPROPRIATE

TRADE DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION.

5. THE FINISHED FLOOR ELEVATION SHOWN ON THE STRUCTURAL SHEETS ARE BASED ON A

RELATIVE DATUM OF 0'-0". FINISHED FLOOR ELEVATION SHOWN ON THE CIVIL SHEETS ARE BASED ON MEAN SEA LEVEL ELEVATION. COORDINATE THE FINISHED FLOOR ELEVATION SHOWN ON THE

STRUCTURAL SHEETS WITH THE ELEVATION SHOWN ON THE CIVIL SHEETS.

6. JOB SAFETY AND CONSTRUCTION PROCEDURES ARE THE RESPONSIBILITY OF THE CONTRACTOR.

REFER TO EM 385-1-1 FOR SAFETY REQUIREMENTS.

7. DRAWINGS SHALL NOT BE SCALED FOR DIMENSIONS.

8. SHOP DRAWINGS AND SUPPORTING DATA FOR ALL PEMB AND CONCRETE STEEL REINFORCING

SHALL BE SUBMITTED FOR REVIEW IN ACCORDANCE WITH THE SUBMITTAL SECTION OF THE

SPECIFICATIONS. FABRICATION SHALL NOT BEGIN UNTIL SHOP DRAWINGS COVERING THAT WORK HAVE BEEN REVIEWED BY THE ENGINEER. ANY FABRICATION THAT BEGINS PRIOR TO REVIEW OF

SHOP DRAWINGS SHALL BE AT THE CONTRACTOR'S RISK.

REINFORCED CONCRETE

1. DESIGN CODES: BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318-14)

2. MATERIAL STRENGTHS:

2.1 CONCRETE COMPRESSIVE STRENGTH (f'c) AT 28 DAYS:

SLAB ON GRADE....................................................................... 5500 PSI ALL OTHER SLABS.................................................................... 4000 PSI U.N.O.

FOOTINGS, WALLS AND PEDESTALS..................................... 4000 PSI

2.2 CONCRETE FELXURAL STRENGTH AT 28 DAYS:

SLAB ON GRADE........................................................................ 650 PSI

2.2 REINFORCING STEEL:

BARS (NOT WELDED).............................................................. ASTM A615, GR. 60 KSI TIES........................................................................................... ASTM A615, GR. 60 KSI

3. NOTES:

3.1 ALL CONCRETE OPERATIONS AND REINFORCEMENT SHALL BE IN ACCORDANCE WITH THE

LATEST ACI AND CRSI STANDARDS.

3.2 REFER TO ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS FOR ADDITIONAL

EMBEDDED ITEMS AND ACCESSORIES. NO CALCIUM CHLORIDE OR OTHER DELETERIOUS

SALTS ARE PERMITTED IN CONCRETE. NO ALUMINUM EMBEDMENTS ARE PERMITTED.

PROVIDE 3/4" CHAMFER AT ALL EXPOSED CORNERS.

3.3 FURNISH THE FOLLOWING SPECIFIED CONCRETE COVER ON REINFORCING BARS UNO:

DOUBLE LAYER REINFORCEMENT FOR SLAB-ON-GRADE............... 1-1/2" FROM TOP

AND 3" FROM BOTTOM

ALL MEMBERS CAST AGAINST AND PERMANETLY IN CONTACT WITH GROUND:

ALL REINFORCEMENT ............................................................. 3"

ALL CONCRETE EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:

#6 THROUGH #18 BARS............................................................ 2"

#5 BAR, W31 OR D31 WIRE AND SMALLER............................. 1-1/2"

NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:

SLABS, JOISTS AND WALLS (#11 BARS AND SMALLER)....... 3/4"

BEAMS, COLUMNS, PEDESTALS, AND TENSION TIES...........1-1/2"

3.4 LONGITUDINAL REINFORCING IN THE FOUNDATION WALLS AND STRIP FOOTINGS SHALL BE

PLACED CONTINUOUS AT CORNERS AND INTERSECTIONS. MATCHING CORNER BARS SHALL

BE USED PER THE TYPICAL CONCRETE REINFORCEMENT DETAILS ON THE CONTRACT

DRAWINGS.

3.5 WHERE INDICATED ON THE DRAWINGS, PROVIDE AN INTENTIONALLY ROUGHENED

CONSTRUCTION JOINT BETWEEN CONCRETE SURFACES. PROVIDE 1/4" MINIMUM AMPLITUDE

AT EXISTING CONCRETE SURFACE AND APPLY SURFACE WITH 50/50 SAND CEMENT SLURRY

PRIOR TO PLACING NEW CONCRETE.

3.6 ALL CONCRETE IS REINFORCED W/ DEFORMED STEEL BARS (REBAR) UNLESS SPECIFICALLY

CALLED OUT AS UNREINFORCED. REINFORCE ALL CONCRETE NOT OTHERWISE SHOWN WITH

THE SAME STEEL AS IN SIMILAR SECTIONS AND AREAS.

3.7 CONTRACTOR SHALL COORDINATE LOCATIONS OF ALL FLOOR DRAINS, FLOOR FINISHES,

CURBS, CONCRETE PADS, AND SLAB DEPRESSIONS WITH ARCHITECTURAL, MECHANICAL,

AND ELECTRICAL DRAWINGS.

3.8 CONTRACTOR SHALL FIELD VERIFY DIMENSIONS AND LOCATIONS OF ALL OPENINGS, PIPE

SLEEVES, CURBS, ETC., AS REQUIRED WITH OTHER TRADES PRIOR TO PLACING CONCRETE.

3.9 CONTRACTOR SHALL COORDINATE LOCATIONS OF INSERTS, WELDED PLATES, AND OTHER

ITEMS EMBEDDED IN CONCRETE WITH ARCHITECTURAL DRAWINGS, MECHANICAL DRAWINGS,

ELECTRICAL DRAWINGS AND OTHER TRADES.

3.10 ALL SLABS SHALL BE FLAT AND LEVEL PER SPECIFICATIONS UNLESS OTHERWISE NOTED.

3.11 ALL REINFORCING BARS SHALL BE LAPPED AS SPECIFICALLY DETAILED ON THE DRAWINGS.

REFERENCE SPLICE AND EMBEDMENT SCHEDULE PER THE TYPICAL CONCRETE DETAILS.

WHERE NOT SPECIFICALLY DETAILED ON THE DRAWINGS, ALL REINFORCING BARS SHALL

BE LAPPED USING THE TENSION LAPPED SPLICE LENGTHS PER ACI 318-14.

3.12 THE FOUNDATION SYSTEM HAS BEEN DESIGNED BASED ON ASSUMED PEMB COLUMN

REACTIONS. FINAL PEMB COLUMN REACTIONS FROM THE PEMB SUPPLIER ARE REQUIRED

TO VERIFY THE FOUNDATION DESIGN IS ADEQUATE. THE CONTRACTOR SHALL OBTAIN THE

SERVICES OF A LICENSED PROFESSIONAL ENGINEER TO VERIFY THE FOUNDATION SHOWN

IS ADEQUATE FOR THE BUILDING SUPPLIED AT NO ADDITIONAL COST TO THE GOVERNMENT.

ANY REVISIONS TO THE FOUNDATION SHALL BE AT NO ADDITIONAL COST TO THE

GOVERNMENT, AND SHALL BE SUBMITTED TO THE GOVERNMENT FOR APPROVAL.

FOUNDATION SHOWN IN THE STRUCTURAL DRAWINGS SHALL BE THE MINIMUM

REQUIRED.

FOUNDATION & SOIL DATA

1. FOUNDATION DESIGN IS IN ACCORDANCE WITH THE GEOTECHNICAL ENGINEERING

INVESTIGATION AND REPORT DATED NOVERMBER 2018, PROVIDED BY THE GEOTECHNICAL

BRANCH, US ARMY CORPS OF ENGINEERS, FORT WORTH DISTRICT.

2. DESIGN CRITERIA:

FROST DEPTH ....................................................................................................... 0 in DESIGN FOUNDATION BEARING PRESSURE (NET) .......................................... 2000 psf MODULUS OF SUBGRADE REACTIOB (K)............................................................ 125 pci

3. PLACE A MINIMUM OF 2 FEET OF COMPACTED NON-EXPANSIVE SOIL UNDER SLAB-ON-GRADE. FILL SHALL BE COMPACTED TO NOT LESS THAN 95% MAXIMUM DENSITY ACCORDING TO ASTM D 1557.

4. LOCATE AND PROTECT EXISITNG UNDERGROUND OR CONCEALED CONDUIT, PLUMBING, OR OTHER

UTILITIES DURING EXCAVATION.

5. DO NOT PLACE CONCRETE ON FROZEN OR SATURATED SOILS. PLACE CONCRETE THE SAME DAY

EXCAVATIONS ARE MADE OR AS SOON AS PRACTICAL THEREAFTER.

6. PLACE 10 MIL POLYETHYLENE VAPOR BARRIER BENEATH FLOOR SLAB-ON-GRADE, UNLESS

OTHERWISE NOTED.

7. CHECK FOUNDATION PLANS AND UNDERFLOOR PLUMBING PLANS FOR APPROXIMATE LOCATION

OF LINES AND SLEEVES THROUGH FOUNDATION SLABS. PIPES, CONDUIT, AND/OR DUCTS SHALL

BE INSTALLED BELOW THE SLAB-ON-GRADE WITHIN THE SUB-BASE. CONTRACTOR

SHALL VERIFY LOCATION BEFORE CONCRETE PLACEMENT.

8. CONSTRUCTION JOINTS SHALL BE PLACED IN LANES THRU SLABS. SAW CUT JOINTS

SHALL BE PLACED IN SLABS PERPENDICULAR TO THE CONSTRUCTION JOINTS. MAXIMUM JOINT

SPACING SHALL BE AS SHOWN ON THE FOUNDATION PLANS. FOR JOINT DETAILS, SEE SHEET

S-501.

PRE-ENGINEERED METAL BUILDING (PEMB) SYSTEM:

1. MAXIMUM LATERAL DRIFT OF THE STEEL FRAMES AT THE EAVE SHALL NOT EXCEED h/480 FOR

THE FULL DESIGN WIND LOAD. "h" REPRESENTS THE FRAME HEIGHT FROM THE FINISHED FLOOR

ELEVATION TO THE TOP OF THE EAVE STRUT. THE 0.42 FACTOR PER IBC TABLE 1604.3

FOOTNOTE "f" SHALL NOT BE USED IN DETERMINING THE LATERAL DRIFT.

2. CONTRACTOR SHALL COORDINATE THE COLUMN ANCHOR ROD LAYOUT WITH THE METAL

BUILDING MANUFACTURER. AT LEAST FOUR (4) ANCHOR RODS ARE REQUIRED FOR COLUMN

BASE PLATES (UNO). ANCHOR RODS SHALL NOT BE LESS THAN 3/4" NOMINAL SIZE. ANCHOR ROD

QUANTITY, DIAMETER AND LAYOUT SHALL BE PROVIDED BY THE METAL BUILDING SUPPLIER.

3. REFER TO SECTION 13 34 19 OF THE CONTRACT SPECIFICATION FOR ADDITIONAL METAL

BUILDING REQUIREMENTS. WHERE THERE IS CONFLICTING CRITERIA BETWEEN THE

SPECIFICATIONS AND DRAWINGS, THE MOST STRINGENT REQUIREMENTS SHALL APPLY.

4. CONTRACTOR IS RESPONSIBLE FOR PROVIDING BUILDING MANUFACTURERS THE MAGNITUDE

AND APPROXIMATE LOCATIONS OF ALL CONCENTRATED HANGER LOADS. REFER TO MECHANICAL

SHEETS FOR MECHANICAL EQUIPMENT. REFER TO ELECTRICAL SHEETS FOR ELECTRICAL

EQUIPMENT.

5. CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND COORDINATION OF ALL LOAD SUPPORT

SYSTEMS. THE CONTRACTOR SHALL ACCOUNT FOR ALL LOADS IMPOSED ON ALL SUPPORT

SYSTEM MEMBERS AND THEIR CONNECTION, INCLUDING BUT NOT LIMITED TO ALL COLLATERAL

AND CONCENTRATED LOADS.

6. LATERAL LOAD RESISTING SYSTEMS FOR THE BUILDING SHALL BE PROVIDED BY RIGID FRAMES IN THE SHORT DIRECTION AND "X" BRACED FRAMES IN THE LONG DIRECTION. ROOF BRACING SHALL

BE PROVIDED. BRACING SHALL BE PROVIDED IN LOCATIONS THAT DO NOT INTERFERE WITH

MOVING EQUIPMENT, WINDOWS (EXCLUDING CLEAR STORY WINDOWS), AND DOORS.

7. THE STANDING SEAM METAL ROOFING PANELS SHALL NOT BE USED AS A DIAPHRAGM TO

TRANSFER LATERAL LOADS.

8. DESIGN AND PROVIDE STRUCTURAL MEMBERS FOR SUPPORT OF HVAC UNITS, DUCTS, FANS,

PIPING, ELECTRICAL COMPONENTS, SUPPORTED PARTITIONS, ETC, IN ACCORDANCE WITH

STANDARD 19 "EQUIPMENT BRACING IN UFC 4-010-01 DOD MINIMUM ANTITERRORISM STANDARDS

FOR BUILDINGS.

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1. MATERIAL PROPERTIES:

COLD-FORMED (LIGHT GAGE) STRUCTURAL FRAMING MEMBERS ASTM A653, ZINC COATED SHEET, G90

18 GAGE AND SMALLER ……………………………………… Fy=33 ksi 16 GAGE AND HEAVIER ………………………………………. Fy=50 ksi

2. COLD-FORMED STEEL DESIGN, FABRICATION, AND ERECTION SHALL CONFORM TO AISI STANDARDS FOR COLD-FORMED STEEL DESIGN. STRUCTURAL FRAMING AROUND OPENINGS FOR WINDOWS AND DOORS

SHALL BE PER UFC 4-010-01.

3. DESIGN OF COLD-FORMED EXTERIOR STEEL STUDS AND THEIR CONNECTIONS SHALL BE THE SOLE RESPONSIBILITY OR THE CONTRACTOR UNLESS OTHERWISE NOTED; HOWEVER, SUBMITTALS SHALL

COMPLY WITH THE REQUIREMENTS OF THE SPECIFICATIONS AND DRAWINGS.

3.1 SHOP DRAWINGS AND FRAMING CALCULATIONS SHALL BE SEALED AND SIGNED BY A LICENSED STRUCTURAL ENGINEER. SEAL SHALL APPLY TO THE COLD-FORMED FRAMING SYSTEM ONLY, AND IS INTENDED TO INDICATE THAT THE FRAMING HAS BEEN DESIGNED FOR THE LOADS SHOWN IN THE

GENERAL DESIGN CRITERIAL AND WIND COMPONENTS AND CLADDING TABLE.

3.2 MINIMUM THICKNESS FOR ALL EXTERIOR COLD-FORMED WALL FRAMING SHALL BE 18 GAGE.

4. ALL COLD-FORMED METAL STUD WALLS SHALL BE FULL HEIGHT WITHOUT AN INTERMEDIATE PLATE LINE OF

SPLICES UNLESS OTHERWISE DETAILED.

5. BOTTOM RUNNER OF COLD-FORMED STUD WALLS SHALL BE FASTENED TO CONCRETE SLAB AT A MAXIMUM SPACING OF 12" O.C. WITH A MINIMUM EMBEDMENT OF 1-1/2”. USE HILTI X-ZF THP POWER ACTUATED

FASTENER WITH TOP HAT CLAMPING WASHERS OR APPROVED EQUAL UNLESS OTHERWISE NOTED.

6. FOR COLD-FORMED STUD WALLS, PROVIDE COLD FORMED CHANNEL HORIZONTAL BRIDGING THROUGH THE STUD PUNCH OUTS. BRIDGING SYSTEM MUST BE ATTACHED TO EACH STUD AND MAY NOT EXCEED 4'-0"

VERTICAL SPACING.

7. COLD-FORMED STUD WALL TRACK GAGE SHALL MATCH EXTERIOR STUD WALL GAGE.

8. ALL EXTERIOR COLD-FORMED STUD WALL, INTERIOR COLD-FORMED STUD WALL NOT ISOLATED FROM THE MAIN FRAMING, CONNECTIONS AT TOP SHALL BE MADE TO ALLOW FOR THE MAIN FRAMING VERTICAL DEFLECTION. PROVIDE A MINIMUM OF 1 in CLEARANCE, UNLESS OTHERWISE NOTED. ALL INTERIOR COLD-

FORMED STUD

WALL CONNECTIONS FOR PARTITIONS SUPPORTED DIRECTLY BY SLABS-ON-GRADE, A MINIMUM

CLEARANCE OF 1 in SHALL BE PROVIDED.

9. REFER TO ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR, COATING, VAPOR PROOFING, ADHESIVES. ARCHITECTURAL SPECIFICATION SECTIONS

INCLUDE, BUT ARE NOT LIMITED TO:

09 29 00 GYPSUM BOARD

COLD-FORMED STEEL FRAMING

1. MATERIALS:

THE FOLLOWING ARE MINIMUMS

ROOF DECK ............................................................................. ASTM A 653, SS, GRADE 33 (Fy = 33 ksi), G90 GALVANIZED CLOSURE PLATES/ANGLES ................................................... ASTM A 653, SS, GRADE 33 (Fy = 33 ksi), G90 GALVANIZED

2. MECHANICAL PROPERTIES:

THE FOLLOWING ARE MINIMUMS

ROOF DECK:

THE ROOF DECK SHALL BE DESIGNED AND PROVIDED BY THE PRE-ENGINEERED METAL BUILDING SUPPLIER. THE MINIMUM DECK TYPE SHALL BE 1.5 in WR, 20 GAGE MINIMUM.

3. PROVIDE METAL DECKING AND CLOSURE PLATES/ANGLES IN COMPLIANCE WITH SDI "DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS, ROOF DECKS AND CELLULAR METAL FLOOR DECK WITH ELECTRICAL

DISTRIBUTION", LATEST EDITION AND SDI "DIAPHRAGM DESIGN MANUAL" LATEST EDITION.

4. BEAR DECKING 2 in MINIMUM AT SUPPORTS. LAP DECKING AT ENDS 2 in MINIMUM AND CENTER LAPS OVER

SUPPORTS.

5. WELD METAL DECKING IN COMPLIANCE WITH ANSI/AWS D1.3 USING E60XX ELECTRODES MINIMUM. WELDERS

SHALL BE CERTIFIED AS REQUIRED BY AWS.

6. SUBMIT COMPLETE METAL DECKING SHOP DRAWINGS TO THE CONTRACTING OFFICER FOR REVIEW. SHOP

DRAWINGS SHALL INDICATE ICC REPORT NUMBER, IF APPLICABLE.

7. ALL DECKING SHALL BE CONTINUOUS OVER AT LEAST 2 SPANS UNLESS OTHERWISE NOTED.

8. WHERE NO SPECIFIC SUPPORT IS INDICATED, PROVIDE CONTINUOUS L3X3X1/4 OR EQUIVALENT BENT PLATE AS

REQUIRED TO SUPPORT DECK EDGES.

10. ROOF DECKS: DO NOT SUSPEND PIPING, DUCT WORK, UTILITIES, SUSPENDED CEILINGS, LIGHT FIXTURES OR

OTHER LOADS FROM ROOF DECKING.

STEEL DECK FRAMING:

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SEE FOUNDATION GENERAL

NOTE 1 THIS SHEET (TYP.)

S-301

5' 0" x 5' 0" STOOP

CENTERED WITH DOOR

REF TO ARCH DRWG

TYP.

1' - 6" 23' - 6" 25' - 0" 25' - 0" 25' - 0" 25' - 0" 23' - 6" 1' - 6"

- 6

150' - 0"

SCJ

5' 0" X 8' 0"

STOOPCENTERED

WITH DOOR. REF TO

ARCH DRWG TYP.

1' 0" BOLLARDS. REF

ARCH FOR LOCATION

CJSC

SCJSCJSCJ

CJ CJ CJ CJ

SCJSCJSCJSCJ

CJ CJ CJ CJ

SCJSCJSCJSCJ

SPOT FOOTING @ EA COL.

1. SLAB-ON-GRADE IS 9" THICK WITH #5'S AT 8" TOP

AND BOTTOM ON CENTER EACH WAY.

2. ALL SPOT FOOTINGS SHALL BE 8' 0" SQUARE BY

18" THICK.

3. FOR STOOP, SEE DETAIL "TYPICAL STOOP" ON

SHEET S-502

4. SEE "PEMB COLUMN BASE PLATE DETAILS" ON

SHEET S-502 FOR PEMB COLUMN BASE PLATE

INFORMATION.

5. FOR RE-ENTRANT CORNERS, SEE "TYPICAL RE-

ENTRANT CORNER REINFORCEMENT" ON SHEET

S-502.

6. FOR EXTERIOR EQUIPMENT PADS, SEE "TYPICAL

EXTERIOR EQUIPMENT PAD" DETAIL ON SHEET

S-502

7. FOR BOLLARD DETAIL, SEE" TYPICAL INTERIOR

BOLLARD DETAIL ON SHEET S-502

8. UNFACTORED DEAD AND LIVE LOAD FRAME

REACTIONS USED FOR FOUNDATION DESIGN ARE:

DEAD LOAD................................20 KIPS

LIVE LOAD..................................18 KIPS

SEE GENERAL CRITERIA FOR OTHER LOADING

CONDITIONS

9. FOUNDATION SHOWN SHALL BE MINIMUM

REQUIRED. ANY NECESSARY CHANGES SHALL BE

MADE AT NO ADDITIONAL COST TO THE

GOVERNMENT.

FOUNDATION GENERAL NOTES

CJ SLAB-ON-GRADE CONSTRUCTION JOINT OR

SCJ SLAB-0N-GRADE SAWCUT CONTRACTION JOINT.

SEE DETAILS ON S-501. JOINT TYPE USED AT EACH

LOCATION SHALL BE CONTINUOUS ACROSS THE

SLAB.

DESIGNATION: CONTRACTOR SHALL ADJUST, PER

PEMB MANUFACTURER'S RECOMMENDATIONS.

FOUNDATION KEY NOTES

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

8'4' 16'0

1 2 3 4 5 6 7

MF MF MF MF MF

23' - 6" 25' - 0" 25' - 0" 25' - 0" 25' - 0" 23' - 6"

ROOF EDGE, SEE ARCH

EXT FACE OF BLDG

147' - 0"

1. ROOF FRAMING SHOWN IN THE ROOF FRAMING PLAN IS

FOR CLARITY ONLY. PEMB MANUFACTURER SHALL BE

RESPONSIBLE FOR FRAMING AND PLACEMENT OF

SECONDARY FRAMING.

ROOF FRAMING PLAN NOTES:

DESIGNATIO…

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