AM04-DRAWINGS.pdf

US Army Corps of Engineers

MOBILE DISTRICT

109 SAINT JOSEPH STREET

MOBILE AL 36602

MOBILE DISTRICT PROJECT CODE :

SOLICITATION NUMBER :

UNACCOMPANIED ENLISTED

PERSONNEL HOUSING

SOTO CANO AIR BASE, HONDURAS

M017EU44

W9127819R0028

MARCH 2019 AMENDMENT NO. 0004

LEGEND: WIND LOADS

ZONE 1 ROOFS / 4 WALLS

ZONE 2 ROOFS / 5 WALLS

ZONE 3 ROOFS

NOTES:

1. BASIC WIND SPEED = 193 KM/H

2. WIND EXPOSURE = "C"

3. OCCUPANCY CATEGORY II

4. "ENCLOSED STRUCTURE"

5. PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD AND AWAY

FROM THE SURFACES, RESPECTIVELY.

6. THE INDICATED SIMPLIFIED BUILDING DIAGRAMS ARE FOR ILLUSTRATIVE

PURPOSES ONLY AND ARE NOT INTENDED TO EXACTLY MATCH ACTUAL

BUILDING SHAPE.

7. TOTAL COMPONENTS AND CLADDING PRESSURE IS EQUAL TO THE

COMBINATION OF THE EXTERNAL AND INTERNAL PRESSURE

(qH(GCp-GCpi)).

8. WIND LOADS ARE CALCULATED AND BUILDINGS ZONES ARE DEFINED IN

ACCORDANCE WITH ASCE 7-10.

9. ROOF OVERHANG NOT SHOWN FOR CLARITY BUT VALUES ARE SPECIFIED

WITH OH IN WIND LOAD TABLES.

10. a = 1380 MM

COMPONENTS AND CLADDING SCHEDULE

LOCATION 0.93 M² 4.65 M² 9.29 M²

ZONE 1 1.12 kPa -1.77 kPa

1.12 kPa -3.09 kPa

1.12 kPa -4.56 kPa

1.94 kPa -2.10 kPa

0.89 kPa -1.66 kPa

0.79 kPa -1.61 kPa

0.89 kPa -2.51 kPa

0.79 kPa -2.26 kPa

0.89 kPa -3.87 kPa

1.73 kPa -1.90 kPa

0.79 kPa -3.58 kPa

1.65 kPa -1.81 kPa

NOTES:

1. ALL WIND LOADS LISTED ARE BASED ON ULTIMATE DESIGN WIND SPEED

PER ASCE 7-10. FOR BUILDINGS WITH h ≤ 160 FT (TABLE 30.7-2).

ZONE 2

ZONE 3

ZONE 4

1.94 kPa -2.59 kPa

1.73 kPa -2.19 kPa

1.65 kPa -2.01 kPa

ZONE 5

1.86 M²

1.02 kPa -1.72 kPa

1.02 kPa -2.84 kPa

1.02 kPa -4.27 kPa

1.85 kPa -2.01 kPa

1.85 kPa -2.42 kPa a a a a a

US Army Corps of Engineers ®

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CONCRETE

1. STRUCTURAL CONCRETE FOR THE BUILDING STRUCTURE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT

28 DAYS AS FOLLOWS:

FOOTINGS, GRADE BEAMS:.............................................................................................................f'c = 28 MPa

CONCRETE STEM WALLS

AND CAST-IN-PLACE CONCRETE WALLS:......................................................................................f'c = 28 MPa SLABS ON GRADE AND METAL DECK:............................................................................................f'c = 28 MPa

2. ALL REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 GRADE 60 UNLESS NOTED

OTHERWISE.

3. LOCATION OF ALL CONCRETE JOINTS, OTHER THAN THOSE SPECIFIED, SHALL BE APPROVED BY THE

CONTRACTING OFFICER BEFORE CONCRETE PLACEMENT.

4. MINIMUM PROTECTIVE COVER OF REINFORCEMENT (SEE DETAILS) SHALL BE AS FOLLOWS:

CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH

EXPOSED TO EARTH OR WEATHER

#6 OR LARGER

#5 OR SMALLER

5. MINIMUM CONCRETE SPLICES AND HOOKS FOR REINFORCING STEEL SHALL CONFORM TO ACI 318, CURRENT

EDITION.

6. CONCRETE WORK SHALL BE COORDINATED WITH DRAINS, UNDERGROUND UTILITIES, MECHANICAL, ELECTRICAL, AND ARCHITECTURAL PLANS. CONCRETE SHALL NOT BE CAST UNTIL THESE ITEMS HAVE BEEN

INSTALLED AND ACCEPTED.

7. CONCRETE FINISHES SHALL BE PROVIDED AS DESCRIBED IN THE SPECIFICATIONS.

8. CORNER BARS SHALL BE PROVIDED AT ALL INTERSECTIONS; BAR SIZE AND SPACING TO MATCH LARGER BAR.

9. SLABS ON GRADE SHALL BE REINFORCED AT ALL PENETRATIONS AND RE-ENTRANT CORNERS. PLACE 3, #13 x 915 AROUND FLOOR DRAINS. PLACE 2-#13 x 1220 (MINIMUM) AT RE-ENTRANT CORNERS.

1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AFFECTING THE WORK AT

JOBSITE. COORDINATE THE LOCATION AND DIMENSIONS OF GROOVES, REGLETS, SLEEVES,

OPENINGS, AND EMBEDDED OR ATTACHED ITEMS, REFER TO ARCHITECTURAL, MECHANICAL,

ELECTRICAL, AND PIPING DRAWINGS.

2. ALL STRUCTURAL WORK AND MATERIALS SHALL CONFORM TO THE REQUIREMENTS OF THE

PROJECT SPECIFICATIONS.

3. PROVIDE TEMPORARY BRACING AND SHORING OF THE STRUCTURE AND COMPONENTS UNTIL ALL COMPONENTS ARE ERECTED AND ALL CONNECTIONS ARE FULLY MADE, AS NECESSARY, TO INSURE

STABILITY DURING CONSTRUCTION. BRACE ALL WALLS DURING CONSTRUCTION AGAINST WIND

AND/OR CONSTRUCTION LOADS.

4. ELEVATIONS ON THE STRUCTURAL DRAWINGS ARE DENOTED AS [XX,XXXmm] REFERENCED TO

THE FINISHED FIRST FLOOR ELEVATION DATUM AS FOLLOWS:

BUILDING D - 635.6 M

BUILDING E - 635.6 M

BUILDING F - 635.3 M

FIRE PUMP BUILDING - 635.1 M

5. REPRODUCTION OF CONTRACT DRAWINGS SHALL NOT BE USED AS SHOP DRAWINGS UNDER ANY

CIRCUMSTANCES.

6. REPORT DISCREPANCIES IN DIMENSIONS BETWEEN DIFFERENT DRAWINGS TO THE CONTRACTING

OFFICER'S REPRESENTATIVE PRIOR TO BEGINNING WORK IN AREAS THAT WILL BE AFFECTED.

7. ELECTRICAL CONDUIT AND PLUMBING SHALL NOT PENETRATE FOOTINGS AND GRADE BEAMS.

STRUCTURAL DESIGN CRITERIA:

1. BUILDING CODES, STANDARDS, AND SPECIFICATIONS:

UFC 1-200-01 (JUNE 2016) GENERAL BUILDING REQUIREMENTS

UFC 3-301-01 (JUNE 2013) STRUCTURAL ENGINEERING, w/ CHANGE 3 UFC 3-310-04 (JUNE 2013) SEISMIC DESIGN FOR BUILDINGS, w/ CHANGE 1

UFC 4-010-01 (DECEMBER 2018) DoD MINIMUM ANTITERRORISM STANDARDS FOR

BUILDINGS

ASCE 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES

ACI 318-14 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE

AISC MANUAL OF STEEL CONSTRUCTION, 14th EDITION

AISC SEISMIC DESIGN MANUAL, SECOND EDITION

TMS 402 - 213 BUILDING CODE AND SPECIFICATIONS FOR MASONRY STRUCTURES

IBC-2015 INTERNATIONAL BUILDING CODE

2. STRUCTURAL DESIGN LOADS:

A. DEAD LOADS

ACTUAL WEIGHTS OF MATERIALS USED

B. LIVE LOADS: REDUCIBLE PER BUILDING CODE

ROOF LIVE LOADS............................................................................................................. 0.958 kPa CORRIDORS......................................................................................................................... 3.83 kPa STAIRS AND EXITWAYS..................................................................................................... 4.788 kPa DAY ROOM.......................................................................................................................... 4.788 kPa MECHANICAL AND STORAGE ROOMS............................................................................... 5.96 kPa PRIVATE ROOMS...................................................(0.718 kPa ADDED FOR PARTITIONS) 2.63 kPa

C. SNOW LOADS

GROUND SNOW LOAD....................................................................................................Pg = 0 kg/m2

C. WIND LOADS

BASIC WIND SPEED, V........................................................................................................193 KM/H EXPOSURE CATEGORY...................................................................................................................C

INTERNAL PRESSURE COEFFICIENTS:

BUILDING...............................................................................................Gcpi = +/- 0.18 (ENCLOSED)

D. SEISMIC LOADS

RISK CATEGORY.............................................................................................................................. II RISK CATEGORY............................................................................................ IV (FIRE PUMP BLDG) IMPORTANCE FACTOR, I...............................................................................................................1.0

IMPORTANCE FACTOR, I..............................................................................1.5 (FIRE PUMP BLDG) SITE (SOIL) CLASS............................................................................................................................D

Ss.................................................................................................................................................1.05g S1................................................................................................................................................ 0.05g Fa...................................................................................................................................................1.08 Fv ...................................................................................................................................................1.50 Sds............................................................................................................................................ 0.756g Sd1.................................................................................................................................................0.5g SEISMIC DESIGN CATEGORY..........................................................................................................D

SEISMIC FORCE RESISTING SYSTEM: SPECIAL REINFORCED MASONRY SHEAR WALLS

SEISMIC RESPONSE MODIFICATION FACTOR.................................................................................R = 5 SEISMIC RESPONSE COEFFICIENT...................................................................................Cs = 0.151 W

SEISMIC ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE

FOUNDATION DESIGN

A. SITE PREPARATION:

1. EXCAVATION AND BACKFILL SHALL BE IN ACCORDANCE WITH THE CONTRACT DRAWINGS AND

SPECIFICATIONS.

2. CONTRACTOR SHALL NOTIFY THE CONTRACTING OFFICERS REPRESENTATIVE WHEN LOOSE OF

SOFT SOILS ARE EXPOSED WHERE SLABS OR FOOTINGS ARE TO BE PLACED.

3. CAPILLARY WATER BARRIER SHALL BE PROVIDED AND INSTALLED IN ACCORDANCE WITH THE

DRAWINGS AND SPECIFICATION SECTION 31 00 00.

4. OVEREXCAVATION AT COLUMN FOOTINGS:

SEE SITE DRAWINGS FOR EXCAVATION/FILL REQUIREMENTS. BACKFILL ALL OVEREXCAVATIONS WITH

COMPACTED, SATISFACTORY FILL PER SPECIFICATION SECTION 31 00 00.

5. BACKFILL AROUND FOUNDATION WALLS SHALL BE PLACED ON EACH SIDE OF THE WALL IN EQUAL

LIFTS.

B. FOUNDATION DESIGN CRITERIA BASED ON GEOTECHNICAL REPORT PREPARED BY MOBILE

DISTRICT CORPS OF ENGINEERS. ALLOWED BEARING CAPACITY = 143 kPa

STRUCTURAL STEEL

1. ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATEST AISC

SPECIFICATIONS AND CODE OF STANDARD PRACTICE.

2. STEEL FABRICATION SHALL CONFORM TO FOLLOWING REQUIREMENTS UNLESS NOTED OTHERWISE. NO STRUCTURAL STEEL SHALL BE FABRICATED OR ERECTED UNTIL SHOP DRAWINGS HAVE BEEN APPROVED.

MISCELLANEOUS PLATES AND ANGLES - ASTM A36 (Fy=249 MPa) RECTANGULAR HSS - ASTM 500, GRADE B (Fy= 318 MPa)

"W" SHAPES - ASTM A992 GRADE 50

3. NO HOLES OTHER THAN THOSE SPECIFICALLY DETAILED SHALL BE ALLOWED THROUGH STRUCTURAL STEEL MEMBERS. CUTTING OF STEEL SHALL NOT BE PERMITTED WITHOUT APPROVAL OF THE CONTRACTING OFFICER'S

REPRESENTATIVE.

4. NO STRUCTURAL STEEL SHALL BE FABRICATED OR ERECTED UNTIL SHOP DRAWINGS HAVE BEEN APPROVED.

5. THE CONTRACTOR SHALL VERIFY ALL SHOP DRAWING DIMENSIONS WITH THE STRUCTURAL AND

ARCHITECTURAL PLANS AND DETAILS, AND WITH FIELD DIMENSIONS OF COLUMN LAYOUT.

6. BOLTED CONNECTIONS SHALL BE MADE WITH HIGH STRENGTH BOLTS CONFORMING TO ASTM A325, 19 DIAMETER MINIMUM UNLESS NOTED OTHERWISE.

7. ALL WELDS SHALL BE MADE USING E70XX ELECTRODES AND SHALL BE AS REQUIRED BY CONNECTION

DESIGN, BUT IN NO CASE LESS THAN 5.

8. STANDARD SHEAR CONNECTIONS NOT SHOWN ON DRAWINGS SHALL BE DESIGNED BY THE FABRICATOR.

CONNECTIONS SHALL BE SELECTED TO SUPPORT ONE HALF OF THE TOTAL UNIFORM LOAD CAPACITY SHOWN IN THE LRFD LOAD TABLES OF THE LATEST AISC MANUAL FOR THE GIVEN BEAM, SPAN, AND GRADE OF STEEL

SPECIFIED. WHERE POSSIBLE, DOUBLE ANGLE CONNECTIONS SHALL BE USED.

9. ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 GRADE A36.

10. ALL SHOP AND FIELD WELDING SHALL CONFORM TO THE STRUCTURAL WELDING CODE AWS

D1.1, LATEST EDITION, PUBLISHED BY THE AMERICAN WELDING SOCIETY (AWS). SHOW ALL SHOP WELDS ON THE

FABRICATION DRAWINGS AND ALL FIELD WELDS ON THE ERECTION DRAWING.

METAL DECKING

1. STEEL DECK SHALL BE ERECTED IN ACCORDANCE WITH MANUFACTURER'S AND STEEL DECK INSTITUTE

RECOMMENDATIONS AND SPECIFICATIONS.

2. STEEL DECK PROPERTIES AND ATTACHMENTS SHALL BE IN ACCORDANCE WITH THE STEEL DECK

INSTITUTE.

3. GALVANIZING SHALL CONFORM TO ASTM A924-94 WITH A MINIMUM COATING CLASS OF G-60.

4. DECK TO BE INSTALLED CONTINUOUS OVER A MINIMUM OF (3) SUPPORTS.

5. LIGHT GAGE METAL FRAMING, SUSPENDED CEILING, LIGHT FIXTURES, DUCTS AND OTHER UTILITIES SHALL

NOT BE SUPPORTED BY METAL ROOF DECKING.

6. PROVIDE MINIMUM L102x102x6.4 FRAMING AROUND ALL OPENINGS LARGER THAN 150 FOR ROOF TOP

MECHANICAL UNITS.

7. FOR DECK UNITS WITH METAL THICKNESS LESS THAN 0.711 (22 GAGE) WELD DECK THROUGH MANUFACTURER'S STANDARD WELDING WASHERS WITH SPECIFIED WELD PATTERN OR AS SHOWN ON

DRAWINGS.

AB

ABV.

ALT.

APPROX.

ARCH.

B

BLDG.

B/STL

BOT

BRKT.

BRNG.

C.L.

CIP

CJ

CL.

COE

COL.

CONC.

CMU

CONN.

CONT.

DET.

DIA.

DIM.

do

DR

DWG.

E.

E.F.

E.W.

EA.

EL. (HEIGHT)

ELEV. (VIEW)

EQ.

EQUIP.

EXIST.

EXP. JT.

FS

F.D.

F.F.

FAB.

FDN.

FIG.

FIN. FL.

FIN. GR.

FL.

FLG

FRMG.

FT.

FTG.

GALV.

H.R.

HEX.

HGR.

HORIZ.

HT.

I.F.

INCL.

INV.

JST.

JT.

LLH.

LLV

LVR.

MCJ

M.O.

MAT'L.

AND

AT

ANCHOR BOLT

ABOVE

ALTERNATE

APPROXIMATE

ARCHITECTURAL

BEAM

BUILDING

BOTTOM OF STEEL

BOTTOM

BRACKET

BEARING

CENTERLINE

CAST-IN-PLACE

CRACK CONTROL JOINT

CLEAR/CLEARANCE

CORPS OF ENGINEERS

COLUMN

CONCRETE

CONCRETE MASONRY UNIT

CONNECTION

CONTINUE/CONTINUOUS

DETAIL

DIAMETER

DIMENSION

DITTO

DRAIN

DRAWING

EAST

EACH FACE

EACH WAY

EACH

ELEVATION

ELEVATION

EQUAL

EQUIPMENT

EXISTING

EXPANSION JOINT

FOOTING STEP

FLOOR DRAIN

FAR FACE

FABRICATE

FOUNDATION

FIGURE

FINISH FLOOR

FINISH GRADE

FLOOR

FLANGE

FRAMING

FOOT

FOOTING

GALVANIZE

HANDRAIL

HEXAGON

HANGER

HORIZONTAL

HEIGHT

INSIDE FACE

INCLUDE/INCLUSIVE

INVERT

JOIST

JOINT

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LOUVER

MASONRY CONTROL JOINT

MASONRY OPENING

MATERIAL

MAX.

MECH.

MFR.

MIN.

MISC.

N.

N.F.

N.T.S.

NO.

NSL.

O.C.

OPNG.

OPP.

O/F O/H

PED.

P.E.J.

PEMB

PERP.

PL.

PLATF.

PLF

PRELIM.

PROJ.

PT.

PVC

PVMT.

QTY.

R.

RD

REF.

REINF.

REQD.

R.F.

S

SCHED.

SECT.

SF

SHT.

SIM.

SLV.

SPCG.

SPEC.

SQ.

SST.

SP

STA.

STD.

STIFF.

STL.

S. FTG.

STR.

SUPT.

SYMM.

T&B

TE

TOC

TOF

T/STL

T/WALL

TEMP.

TS

THK.

TYP.

MAXIMUM

MECHANICAL

MANUFACTURE

MINIMUM

MISCELLANEOUS

NORTH

NEAR FACE

NOT TO SCALE

NUMBER

NORMAL SLOT LENGTH

ON CENTER

OPENING

OPPOSITE

OUT FACE

OVERHANG

PEDESTAL

PREMOLDED EXPANSION JOINT

PRE-ENGINEERED METAL BUILDING

PERPENDICULAR

PLATE

PLATFORM

POUNDS PER FOOT

PRELIMINARY

PROJECTION

POINT

POLYVINYL CHLORIDE

PAVEMENT

QUANTITY

RADIUS

ROAD

REFERENCE

REINFORCE

REQUIRED

RIGID FRAME

SPLICE

SCHEDULE

SECTION

SWAY FRAME

SHEET

SIMILAR

SHORT LEG VERTICAL

SPACING

SPECIFICATION

SQUARE

STAINLESS STEEL

SPACE

STATION

STANDARD

SIFFERNER

STEEL

STEPPED FOOTING

STRAIGHT

SUPPORT

SYMMETRICAL

TOP AND BOTTOM

THICKENED EDGE

TOP OF CONCRETE

TOP OF FOOTING

TOP OF STEEL

TOP OF WALL

TEMPERATURE

THICKENED SLAB

THICKNESS

TYPICAL

ABBREVIATIONS:

U.N.O.

VAR.

VERT.

W.W.F.

w/ W/O

WP

UNLESS NOTED OTHERWISE

VARIABLE

VERTICAL

WELDIED WIRE FABRIC

WITH

WITHOUT

WORKING POINT

GENERAL NOTES:

NOT TO SCALE

WIND LOAD DIAGRAM

LIGHT GAGE METAL TRUSSES FOR HIGH ROOF

1. FABRICATOR IS RESPONSIBLE FOR THE DESIGN AND DETAILING OF ALL LIGHT GAGE TRUSSES AS

SHOWN ON DRAWINGS. ALL COMPONENTS AND CONNECTIONS SHALL BE DESIGNED BY QUALIFIED

ENGINEER REGISTERED PROFESSIONAL ENGINEER CURRENTLY LICENSED IN THE UNITED STATES.

ALL LIGHT GAUGE FRAMING SHALL BE DESIGNED FOR THE FOLLOWING SUPERIMPOSED LOADS:

TOP CHORD LIVE LOAD.............................................................................................1.0 kPa TOP CHORD DEAD LOAD.......................................................................................... 0.25 kPa BOTTOM CHORD DEAD LOAD.................................................................................. 0.5 kPa

2. WIND DESIGN LOADS SHALL BE CALCULATED IN ACCORDANCE WITH ASCE 7-10.

3. MAXIMUM TRUSS TO TRUSS CENTER SPACING SHALL BE 1220.

4. ALL TRUSS COMPONENTS AND CONNECTIONS SHALL BE DESIGNED BY A QUALIFIED PROFESSIONAL ENGINEER CURRENTLY LICENSED IN THE UNITED STATES. ALL TRUSS TO TRUSS CONNECTIONS AND

TRUSS TO SUPPORT CONNECTIONS INDICATED ON THE DRAWINGS ARE TO BE DESIGNED BY THE

TRUSS MANUFACTURER'S QUALIFIED DESIGN ENGINEER.

5. THE STEEL TRUSS SUB-CONTRACTOR IS RESPONSIBLE FOR TEMPORARY BRACING OF STEEL ROOF

TRUSSES DURING CONSTRUCTION.

6. THE STEEL TRUSS SUB-CONTRACTOR IS RESPONSIBLE FOR OBTAINING QUALIFIED PROFESSIONAL GUIDANCE AS REQUIRED FOR DESIGN AND INSTALLATION OF THE TEMPORARY ROOF TRUSS BRACING

SYSTEMS.

7. STEEL TRUSS MANUFACTURER SHALL PROVIDE PERMANENT ROOF TRUSS BRACING SYSTEM

DESIGNED BY A QUALIFIED REGISTERED PROFESSIONAL ENGINEER CURRENTLY LICENSED IN THE UNITED STATES. PERMANENT TRUSS BRACING SYSTEM SHALL BE INDICATED ON THE STEEL TRUSS ERECTION DRAWINGS AND SHALL INCLUDE DETAILS, INFORMATION ON MEMBERS, FASTENERS AND

CONNECTIONS.

8. CONTRACTOR SHALL SUBMIT CALCULATIONS AND SHOP DRAWINGS FOR DETAILING, FABRICATION AND ERECTION OF LIGHT GAUGE STEEL TRUSSES. CALCULATIONS AND DRAWINGS SHALL CLEARLY INDICATE SPACING, TYPE, MATERIAL, MEMBER PROPERTIES, BRACING AND CONNECTIONS FOR LIGHT GAUGE STEEL TRUSSES AND BRACING SYSTEMS. TRUSS FABRICATION SHALL NOT BEGIN UNTIL THE

CONTRACTOR RECEIVES STAMPED REVIEWED CALCULATIONS AND SHOP DRAWINGS FROM THE

CONTRACTING OFFICER. ARCHITECTURAL AND STRUCTURAL DRAWINGS SHALL NOT BE COPIED OR

REPRODUCED FOR USE AS SHOP DRAWINGS.

COLD-FORMED STEEL FRAMING

1. ALL COLD FORMED FRAMING SHALL BE DESIGNED IN ACCORDANCE WITH THE LATEST EDITION OF THE

AISI "COLD FORMED STEEL DESIGN MANUAL."

2. ALL COLD-FORMED STEEL FRAMING SHALL BE FORMED FROM STEEL THAT CONFORMS TO THE

REQUIREMENTS OF ASTM A-653.

3. ALL COLD-FORMED STEEL FRAMING, CONNECTORS, ETC. SHALL RECEIVE A G60(Z180) GALVANIZED

COATING.

4. CONTRACTOR SHALL SUBMIT CALCULATIONS AND SHOP DRAWINGS FOR DETAILING, FABRICATION AND ERECTION OF LIGHT GAUGE STEEL MEMBERS. CALCULATIONS AND DRAWINGS SHALL CLEARLY INDICATE SPACING, TYPE, MATERIAL, MEMBER PROPERTIES, BRACING AND CONNECTIONS FOR LIGHT GAUGE STEEL

AND BRACING SYSTEMS.

MASONRY CONSTRUCTION NOTES:

1. ALL MASONRY CONSTRUCTION SHALL BE IN ACCORDANCE WITH "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES" ACI 530

AND "SPECIFICATION FOR MASONRY STRUCTURES" ACI 530.1.

2. DESIGN MASONRY ASSEMBLAGE STRENGTH, f'm = 10 MPa. NET AREA COMPRESSIVE STRENGTH OF CONCRETE MASONRY UNITS SHALL BE A MINIMUM OF 13 MPa.

3. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND BE MANUFACTURED WITH NORMAL WEIGHT AGGREGATE.

4.GROUT SHALL CONFORM TO ASTM C476 AND SHALL NOT CONTAIN ADMIXTURES. GROUT SHALL ATTAIN A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 14 MPa.

5. REINFORCEMENT SHALL BE DEFORMED BARS CONFORMING TO ASTM A615/A615M, GRADE 60 AND SHALL HAVE FABRICATION TOLERANCES IN ACCORDANCE WITH ACI SP-66. SHOP FABRICATE REINFORCING BARS WHICH ARE INDICATED TO BE BENT OR HOOKED.

6. PROVIDE MINIMUM HORIZONTAL REINFORCEMENT WITH JOINT REINFORCEMENT OR BOND BEAM REINFORCEMENT. MINIMUM BOND BEAM REINFORCEMENT IS INDICATED IN TYPICAL DETAILS PROVIDED HEREIN. FOR JOINT REINFORCEMENT, LOCATE REINFORCEMENT 400 ON CENTER VERTICALLY AND ADDITIONALLY AT THE TOP OF ALL FOUNDATIONS AND IN THE TWO JOINTS IMMEDIATELY ABOVE AND BELOW ALL

OPENINGS, EXTENDING A MINIMUM OF 600 BEYOND THE JAMB ON EACH SIDE.

7. PLACE PIPES AND CONDUITS PASSING HORIZONTALLY THROUGH MASONRY IN STEEL OR PVC SLEEVES OR CORED HOLES UNLESS

OTHERWISE INDICATED ON THE DRAWINGS.

8. ALUMINUM CONDUITS, PIPES, AND ACCESSORIES SHALL NOT BE EMBEDDED IN MASONRY GROUT, OR MORTAR, UNLESS EFFECTIVELY

COATED OR COVERED TO PREVENT ALUMINUM-CEMENT CHEMICAL REACTION OR ELECTROLYTIC

REACTION BETWEEN ALUMINUM AND STEEL.

9. UNLESS OTHERWISE NOTED OR DETAILED, CENTER WALL REINFORCEMENT IN BLOCK CELLS. USE NONMETALLIC BAR POSITIONERS.

10. PROVIDE DOWEL REINFORCEMENT FROM WALLS INTO FOUNDATION OF SAME SIZE AND SPACING AS VERTICAL WALL

REINFORCEMENT. LAP WALL REINFORCEMENT A MINIMUM OF 48 BAR DIAMETERS.

M

AR

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/1

1/

13mm FLOOR PL.

127mm X 127mm HINGE

IN IRON

22mm 0 PULLING-

NO. 3 RODS AT

L 64mm X 57mm

RAISED PATTERN

SECTION A-A

GROUND ROD

& CLAMP

SLOPE FL.

TO SUMP

152mm

HANDHOLE

TYPE 1

TYPE 2

2m m A

A

915mm 1220mm

A

305mm EW

152mm

16mm DIA. ANCHOR ROD

SECTION OF FRAME

HINGE-WELDED TO FRAME

PLAN OF COVER

CUT HINGE PLATE

45mmX15mm FLAT PL.

WELDED TO ANGLE FRAME

AS SHOWN

13mm PLUG WELD

127mm

& COVER

B

DUCT ENTRANCE

7m m 51mm

3mm

45mm 19mm 3mm

B

13mm FLOOR PLATE RAISED

PATTERN

(COVER NOT SHOWN)

NOTE:

SEE SPEC 33 71 02 FOR CABLE RACK, DUCT

ENTRANCE, AND PULLING-IN IRON REQUIREMENTS.

ANCHORS

A 152mm

152mm

PLAN

A PULLING-

IN IRONS

22mm 0

A 152mm A

32mm

SECTION B-B

13mm PLUG WELD

SEAL DETAIL

HANDLE

BE AS INDICATED

DUCT ENTRANCE. LOCATION TO

13mm PLUG WELDS 229mm O.C.

152mm

DETAIL ABOVE

SEAL,SEE

13mm

A

SEAL WELDED TO

ONE SIDE OF THE DOOR

64mm X 10mm

305mm SQUARE BY 305mm DEEP

SUMP

ANCHOR

DOOR

1 1 1

204mm

102mm MIN. ALL SIDES

4/0 GRD

SLOPE TO DRAIN

AWAY FROM CABINET

35KV, 4-WAY 200 AMP

JUNCTIONS W/ U-STRAPS

REINFORCING MESH

PARKING STAND (TYPICAL)

DOOR IN LIFTED (OPEN)

POSITION

PROVIDE 457mm HIGH

CABINET EXTENSION

19mm CHAMFER ALL SIDES

4/0 GRD

19mm X 3M GRD ROD

(TYPICAL)NOTES:

1. PROVIDE COOPER INDUSTRIES MODEL SEC34823FSGG OR EQUAL.

2. PROVIDE BLOCKOUTS IN PAD FOR CONDUITS SIMILAR TO THAT SHOWN FOR

SWITCH INSTALLATION IN DETAIL 4/ES502.

KEY NOTES:

PROVIDE GROUND BUS ASSEMBLY AT EACH GROUND NUT. CONNECT ALL

NEUTRALS TO INDIVIDUAL LUGS ON GRD BUS. INTERCONNECT GRD BUSSES

WITH #4/0 MIN. GROUND CONDUCTOR.

4-129mm DUCTS

2-129mm DUCTS TO

HANDHOLE BEYOND

2-129mm DUCTS TO

HANDHOLE BEYOND

PRIMARY JUNCTION

CABINET

2-129mm DUCTS STUBBED 610mm FROM

EDGE OF SLAB EACH SIDE, 4-TOTAL.

STAINLESS STEEL PAINTED

MUNSELL 7GY3.29/1.5 GREEN

OVERHEAD PHASE CONDUCTORS

5 8

* 3 #1/0 ACSR (34.500/19,630V, 3PH, 60HZ)

* SEE SHEET NOTE #1

* SEE SITE PLAN ES102

NOTE:

1. ALL METAL HARWARE AND METAL CONDUIT RISER

ARE TO BE BONDED TO THE POLE GROUND.

OVERHEAD NEUTRAL CONDUCTOR

* 1 #1/0 ACSR

* SEE SHEET NOTE #1

* SEE SITE PLAN ES102

SIDE VIEW

(TYP FOR 3)

(TYP FOR 3)

(TYP FOR 3)

(TYP FOR 3)

(TYP FOR 3)

(TYP FOR 2)

12.2 M CONCRETE POLE

1.8 M STEEL DEAD-END CROSSARM

TONDUE AND CLEVIS SUSPENSION INSULATOR - 38KV

DEAD-END ASSEMBLY - 38KV

BARE COPPER JUMPERS - #6 CU

FUSED CUTOUT - 38KV

SURGE ARRESTORS - 27KV POLYMER

COMBINATION CUTOUT/ARRESTOR MTG BRACKET

CABLE TERMINATORS - 35KV

TERMINATOR MTG BRACKET

INSULATED, SHIELDED CONDUCTORS - 35KV

CABLE SEALING FITTING

CONDUIT POLE RISER - GRS (BOND TO POLE GRD)

GROUNDING PROVISIONS - SEE SPEC

GUY ASSEMBLY - SEE SPEC

HOT LINE CLAMP

600 VOLT CLEVIS AND SPOOL

INSTALL CURRENT LIMITING FUSES IN SERIES WITH CUTOUTS

NOTE:

1. ALL DIMENSIONS ARE NOMINAL.

2. INSTALL SPACERS EVERY 127mm OF DUCT LENGTH.

76mm

216mm

435mm

159mm

89mm

129mm

DIAMETER

CONDUIT

SP

DUCT BANK

SPACERS

FINISH GRADEEXISTING ASPHALT

ENCASEMENT

CONCRETE

BACKFILL

153mm MIN.

MATCH EXISTING,

BASE COURSE TO

NEW AGGREGATE

COURSE

EXISTING BASE

PVC CONDUIT (TYP.)

THIN WALL SCH 40

SUBGRADE

EXISTING

EXCAVATION

5m m (M

IN

NON-PAVED AREA

THICKNESS (76mm MIN.)

MATCH EXISTING ASPHALT

BEYOND EXCAVATION WALL

NEW PAVEMENT, 153mm MIN.

PAVED

& 51mm CROWN AT NON-PAVED

305mm BELOW FINISH GRADE 153mm WARNING TAPE APPROX.

AREAS

ADD 13mm CROWN AT PAVEMENT

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N.T.S.

2 ELECTRICAL HANDHOLE DETAIL

N.T.S.

1 PRIMARY JUNCTION CABINET DETAIL

N.T.S.

3 DEAD-END POLE WITH CUTOUT

N.T.S.

4 PRIMARY DUCTBANK SECTION DETAIL

N.T.S.

5 TYPICAL CONCRETE ENCASED DUCTBANK DETAIL

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AMENDMENT NO. 0004

ELEC 162

FLOOR

GROUND ROD

21mm DIAMETER X 3M LENGTH

(TYPICAL)

1 #2/0 G

METER

CT'S

(TYPICAL)

SE RATED

PANEL MDP

1200AF/1000AT

PANEL LP1

125A MLO

PANEL MP2

125A MLO

PANEL MP3

125A MLO

4 #1/0, 1 #6 G, 53mm C

PANEL LP1

125A MLO

PANEL LP1

125A MLO

ELEC 162

ELEC 162

PANEL GP1

125A MLO

PANEL MP1

250A MLO

PANEL GP1

125A MLO

PANEL GP2

125A MLO

CU-1 CU-2 CU-3

MECH 119

BP-1/BP-2

MECH 219

MECH 319

AHU-2

AHU-1

WH-1 WH-2

AHU-3 CP-1 SP-1 SP-2

TX-2 (TX-3 & TX-4)

300 KVA PAD MOUNT

34.5KV TO 208/120V

Z=1.80%

(1/ES502)

3 RUNS OF 4 #400 KCMIL,

4-103mm C (1-SPARE)

GRADE

3 #6, 1 #10 G, 27mm C

3 #12, 16mm C

4 #10, 1 #12 G, 16mm C

4 #6, 1 #10 G, 27mm C

4 #1, 1 #8 G, 41mm C

4 #1/0, 1 #6 G, 53mm C

3 #6, 1 #10 G, 27mm C

3 #2, 1 #8 G, 35mm C

3 #6, 1 #10 G, 27mm C

3 #6, 1 #10 G, 27mm C

4 #1, 1 #8 G, 41mm C

4 #2/0, 1 #6 G, 53mm C

3 #8, 1 #10 G, 27mm C

TO PRIMARY JUNCTION CABINET

(SEE CONTINUATION ON ES601)

3#1/0 (35KV),

1#1/0 (600V), 2-129mm CONDUIT (1 SPARE)

ENCASED IN CONCRETE

2-129mm C STUBOUTS

US Army Corps of Engineers

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41mm STRUT AS REQUIRED

TO SPAN BETWEEN JOISTS

DOUBLE NUT

BAR JOIST

CABLE TRAY NOTES:

13mm THREADED

HANGER ROD

SEE FLOOR PLAN

1. CABLE RUNWAY SHALL BE SUPPORTED PER THE

REQUIREMENTS OF NEMA VE-1, CONTRACT

DOCUMENTS AND THE MANUFACTURER

REQUIREMENTS. ALL NUTS, BOLTS, WASHERS, ETC.

NECESSARY TO ASSEMBLE AND INSTALL THE RUNWAY

ARE THE RESPONSIBILITY OF THE CONTRACTOR.

2. RUNWAY SHALL BE GROUNDED AT EACH DATA

CLOSET TO NEAREST GROUND BAR. IF A GIVEN

RUNWAY IS NOT RATED PER THE NEC TO BE AN

EQUIPMENT GROUNDING CONDUCTOR, THEN A 4 AWG

BARE GROUND CONDUCTOR SHALL BE RUN IN THE

RUNWAY AND BE BONDED TO EACH SECTION. IF THE

RUNWAY IS RATED PER THE NFPA70 TO BE AN

EQUIPMENT GROUNDING CONDUCTOR, BUT

CONTINUITY IS LOST AT A SECTION CONNECTION,

THEN PROVIDE FLEXIBLE GROUND STRAPS ACROSS

SECTION JOINT.

3. AT SUPPORT POINTS, THREADED ROD MUST BE

HUNG FROM CONCRETE INSERTS, CLAMPS OR

DEVICES THAT ARE SECURELY FASTENED IN THE

INTERMEDIATE GRID, WALL OR BEAM SUFFICIENTLY

TO CARRY THE LOAD OF THE RUNWAY AND ITS

CONTENTS WITH A SAFETY FACTOR OF 1.5.

CONTRACTOR IS TO USE EXTRA HANGARS WHENEVER

IN DOUBT OR FOR ANY UNUSUAL SITUATION WHEN

HANGAR ROD IS MOUNTED AT OTHER THAN A SPLICE

POINT ALONG A RUNWAY.

4. INSTALL CABLES UNIFORMLY ACROSS THE BOTTOM

OF THE RUNWAY.

5. PROVIDE 305mm MINIMUM CLEARANCE FROM TOP OF CABLE TRAY TO STRUCTURE ABOVE AND 152mm MINIMUM

CLEARANCE FROM TOP OF CABLE TRAY TO HVAC

DUCTWORK.

ATTACH STRUT TO BAR JOIST

VIA BEAM CLAMP ASSEMBLY

CONDUIT RUN TO JUNCTION BOXES IN

ROOMS (TYPICAL)

NOTE:

COPPER GROUNDING

STRAP AT EVERY TRAY

JUNCTION

PIPE CLAMP

41mm UNISTRUT (B-LINE B-22) OR

EQUAL CABLE TRAY SUPPORTS

NUTS AND

WASHERS

(DOUBLE NUT)

CABLE TRAY

ASSEMBLY

MOUNTING ASSEMBLY

WALL MOUNT ASSEMBLY

BEAM CLAMP

THREADED ROD SHALL BE

PROTECTED BY A TUBE TO

HAVE A SMOOTH SURFACE

PROVIDE SUPPORT CABLES OR

THREADED ROD ON EACH SIDE OF

THE CABLE TRAY, SIZE AND SPACING,

AS RECOMMENDED BY CABLE TRAY

MANUFACTURER REQUIREMENTS

FOR FULL CABLE TRAY AND SIESMIC

REQUIREMENTS.

PROVIDE BONDING LUG AT EACH END

OF EACH CABLE TRAY SECTION AND

CONNECT THE CABLE TRAY GROUND

WIRE AT EACH LOCATION.

PROVIDE #2 AWG COPPER

GROUND CONDUCTOR THE

ENTIRE LENGTH OF THE

CABLE TRAY. PROVIDE WITH

GREEN JACKET.

CONDUIT WITH DATA,

VOICE, CATV, OR PUBLIC

ADDRESS CABLE(S)

BELL BONDING BUSHING AT

END OF CONDUIT BEFORE

CABLE TRAY. PROVIDE #6

BONDING WIRE FROM

BUSHING TO CABLE TRAY

GROUND WIRE.

PROVIDE BONDING LUG AT

EACH END OF EACH CABLE

TRAY SECTION AND CONNECT

THE CABLE TRAY GROUND WIRE

AT EACH LOCATION.

DATA, VOICE, CATV, AND PUBLIC

ADDRESS CABLES IN CABLE TRAY.

PROVIDE #2 AWG COPPER

GROUND CONDUCTOR THE

ENTIRE LENGTH OF THE

CABLE TRAY. PROVIDE WITH

GREEN JACKET.

PROVIDE BONDING LUG AT EACH

TRANSITION IN CABLE TRAY SECTION

AND CONNECT THE CABLE TRAY

GROUND WIRE AT EACH LOCATION.

PROVIDE CONTINUOUS BONDING

THROUGHOUT CABLE TRAY SYSTEM. BOND

CABLES AT "T"S AND TRAYS SEPARATED

BY ELEVATION.

DATA, VOICE, CATV, AND PUBLIC

ADDRESS CABLES IN CABLE TRAY.

SUPPORT HANGERS

CABLE TRAY SYSTEM

CABLE TRAY SYSTEM

PROVIDE SUPPORT CABLES OR THREADED ROD

ON EACH SIDE OF THE CABLE TRAY, SIZE AND

SPACING, AS RECOMMENDED BY CABLE TRAY

MANUFACTURER REQUIREMENTS FOR FULL

CABLE TRAY AND SIESMIC REQUIREMENTS.

CABLE TRAY

FIRE RATED RECTANGULAR

THROUGH-WALL CABLE WAY.

SIMILAR TO SPECIFIED

TECHNOLOGY INC. (STI) SERIES 44

AS REQUIRED FOR EACH

PENETRATION.

PROVIDE BONDING LUG AT EACH END

OF EACH CABLE TRAY SECTION AND

CONNECT THE CABLE TRAY GROUND

WIRE AT EACH LOCATION.

PROVIDE BONDING LUG AT EACH END

OF EACH CABLE TRAY SECTION AND

CONNECT THE CABLE TRAY GROUND

WIRE AT EACH LOCATION.

PROVIDE #2 AWG COPPER

GROUND CONDUCTOR

THROUGH 25mm CONDUIT SLEEVE.

PROVIDE CONDUIT SLEEVES

THROUGH WALL. SEE PLANS

AND RISERS FOR CONDUIT

SIZES AND QUANTITIES.

PROVIDE FIRE PROOFING

AFTER CABLES ARE

INSTALLED.

PROVIDE SUPPORT CABLES OR

THREADED ROD ON EACH SIDE OF

THE CABLE TRAY, SIZE AND

SPACING, AS RECOMMENDED BY

CABLE TRAY MANUFACTURER

REQUIREMENTS FOR FULL CABLE

TRAY AND SIESMIC REQUIREMENTS.

CABLE TRAY CABLE TRAY

FIRE RATED WALL BEING PENETRATED.

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1 TYPICAL CABLE RUNWAY TO CONDUIT TRANSITION DETAIL

N.T.S.

2 TYPICAL CABLE TRAY MOUNTING AND BONDING DETAIL

N.T.S.

3 TYPICAL CABLE TRAY WALL PENETRATION DETAIL

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ELEC 162

CEILING

27mm C CONCEALED

TO ABOVE CEILING

(TYP)

TYPICAL ROOM

CABLE SCHEDULE:

100 PR OSP CU

50 PR BACKBONE CU

100 PR CU

CAT6 TO OUTLET (TYPICAL ALL OUTLETS, SEE

PLANS FOR NUMBER OF CABLES PER OUTLET)

RG-11 COAXIAL CABLE (3M SLACK LOOP AT CATV

AMPLIFIER/SPLITTER LOCATION)

RG-6 COAXIAL CABLE (3M SLACK LOOP AT CATV

AMPLIFIER/SPLITTER LOCATION)

1ST FLOOR

BASKET

TRAY 3M AFF

J-HOOK

(TYP)

110 BLOCK

SEE ES102 AND ES601

FOR CONTINUATION

2 - 103mm C

CONCRETE ENCASED

TELECOMM

ENCLOSURE

DATA OUTLET

(TYP)

TBB

ELEC 262

CEILING

27mm C CONCEALED

TO ABOVE CEILING

TYPICAL ROOMLADDER TRAY 3M AFF

2ND FLOOR

BASKET

TRAY 3M AFF

J-HOOK

(TYP)

TELECOMM

ENCLOSURE

LADDER TRAY 3M AFF

TBB

ELEC 362

CEILING

27mm C CONCEALED

TO ABOVE CEILING

TYPICAL ROOMLADDER TRAY 3M AFF

BASKET

TRAY 3M AFF

J-HOOK

(TYP)

TELECOMM

ENCLOSURE

3RD FLOOR

GRADE

NOTES:

1. ALL DEVICES, CABLING, AND CONDUIT ARE NEW UNLESS

LABELED EXISTING OR BY OTHERS.

2. COORDINATE ALL OUTAGES AND OUTSIDE PLANT WORK

WITH COR AND SOTO CANO BCE.

CATV

AMPLIFIER/

SPLITTER

LOCATION

(BY OTHERS)

CATV

AMPLIFIER/

SPLITTER

LOCATION

(BY OTHERS)

CATV

AMPLIFIER/

SPLITTER

LOCATION

(BY OTHERS)

CATV OUTLET

(TYP)

DATA OUTLET

(TYP)

CATV OUTLET

(TYP)

DATA OUTLET

(TYP)

CATV OUTLET

(TYP)

1 - 53mm C STUB OUT

1.5M FROM BUILDING

GRADE

5 2

103mm C PENETRATIONS

US Army Corps of Engineers

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1 TELECOMMUNICATION SYSTEMS RISER DIAGRAM

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