Attachment 9 - AJJY 22-2008 As-Built.pdf

Repair Installation Command Post Radio and Antenna System, B21007 AJJY 22-2008

ANDERSEN AIR FORCE BASE, GUAM

CONCRETE:

No. 36 BARS AND SMALLER

No. 36 BARS AND SMALLER No. 43 AND No. 57 BARS

INTERIOR FRAMES

BEAMS AND COLUMNS - TIES, STIRRUPS, SPIRALS:

SLABS:

No. 43 AND No. 57 BARS

WALLS - INTERIOR FACE:

OTHER CONCRETE:

CONCRETE EXPOSED TO WEATHER:

CONCRETE CAST AGAINST AND PERMANENTLY

No. 16 BAR OR SMALLER No. 19 BAR OR LARGER

APPLICABLE CODES AND STANDARDS:

BUILDING CODE:

GENERAL:

REINFORCING STEEL:

ELECTRICAL CONDUIT:

SLEEVES:

CONSTRUCTION JOINTS:

ALL TYPICAL DETAILS AND NOTES SHOWN ON DRAWINGS SHALL

APPLY, UNLESS NOTED OTHERWISE. VERIFY AND COORDINATE WITH

VENDOR'S DRAWINGS FOR LOCATIONS OF ALL EMBEDS IN CONCRETE.

ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE BUILDING

CODE. THE PUBLICATIONS LISTED BELOW ARE THE GOVERNING CODES

AND STANDARDS AND ARE REFERENCED BY THE BASIC DESIGNATION.

IN THE CASE OF CONFLICTING REQUIREMENTS, THE BUILDING CODE

SHALL GOVERN.

MIXING AND PLACING OF ALL CONCRETE AND SELECTION OF MATERIALS

SHALL BE IN ACCORDANCE WITH THE BUILDING CODE. PROPORTIONS OF

AGGREGATE TO CEMENT SHALL BE SUCH AS TO PRODUCE A DENSE,

WORKABLE MIX WHICH CAN BE PLACED WITHOUT SEGREGATION OR

EXCESS FREE SURFACE WATER. ALL CONCRETE, INCLUDING SLABS ON

GROUND, SHALL HAVE AN ACCEPTABLE WATER-REDUCING ADMIXTURE

ADDED IN ACCORDANCE WITH MANUFACTURER'S DIRECTIONS. IN ADDITION,

ALL CONCRETE WALKS AND PAVEMENTS EXPOSED TO THE WEATHER

SHALL CONTAIN AN ACCEPTABLE ADMIXTURE TO PRODUCE 3 PERCENT

MINIMUM ENTRAINED AIR.

MAXIMUM SIZE OF AGGREGATE SHALL BE 19mm (3/4"), BUT MAXIMUM SIZE

OF AGGREGATE SHALL NOT BE MORE THAN THREE QUARTERS OF THE

CLEAR DISTANCE BETWEEN REINFORCING BARS. MAXIMUM SIZE OF

AGGREGATE FOR SLABS ON GROUND SHALL BE ONE THIRD OF SLAB

THICKNESS.

MIX DESIGNS SHALL BE SUBMITTED TO THE CONTRACTING OFFICER FOR

ACCEPTANCE PRIOR TO USE.

FORMWORK SHALL BE DESIGNED BY LICENSED PROFESSIONAL ENGINEER

(PE). CONTRACTOR SHALL SUBMIT DESIGN DRAWINGS AND CALCULATIONS

STAMPED AND SIGNED BY PE. FORMWORK SHALL BE SEALED TO PREVENT

GROUT FROM LEAKING DURING CASTING OF CONCRETE. FORMWORK

SHALL NOT BE STRIPPED LESS THAN 7 DAYS AFTER CASTING.

ALL CONSTRUCTION JOINTS IN WALLS SHALL BE KEYED IN ACCORDANCE

WITH THE TYPICAL CONSTRUCTION JOINT DETAILS SHOWN ON THE

STRUCTURAL DRAWINGS. IF NOT SPECIFICALLY INDICATED ON DRAWINGS,

ALL CONSTRUCTION JOINTS SHALL BE INTENTIONALLY ROUGHENED IN

ACCORDANCE WITH THE FOLLOWING: THE SURFACE OF ROUGHENED

CONSTRUCTION JOINTS SHALL BE HIGH-PRESSURE WATER-BLASTED OR

ROUGHENED WITH A CHIPPING HAMMER TO EXPOSE THE AGGREGATE

EMBEDDED IN THE PREVIOUS POUR. THE EXPOSED AGGREGATE SHALL

PROTRUDE A MINIMUM OF 6.35mm (1/4"). ALL SURFACES OF CONSTRUCTION

JOINTS SHALL BE CLEANED AND LAITANCES REMOVED. IMMEDIATELY

BEFORE NEW CONCRETE IS PLACED, ALL CONSTRUCTION JOINTS SHALL BE

WETTED AND STANDING WATER REMOVED. VERTICAL CONSTRUCTION

JOINTS IN WALLS SHALL BE HELD TO A MAXIMUM SPACING OF 18.3m (60').

THE CONTRACTOR SHALL SUBMIT THE PROPOSED LOCATIONS OF

CONSTRUCTION JOINTS TO THE CONTRACTING OFFICER FOR ACCEPTANCE

BEFORE STARTING CONSTRUCTION.

ALL REINFORCING STEEL SHALL BE CARRIED THRU CONSTRUCTION JOINTS.

EXCEPT AS DETAILED ON STRUCTURAL DRAWINGS, NO BEAMS OR GIRDERS

SHALL BE SLEEVED FOR PIPING OR DUCTS, UNLESS APPROVED BY THE

CONTRACTING OFFICER OR SLEEVE DIAMETER NOT EXCEEDING 51mm (2")

ANY PIPE PASSING THROUGH FOUNDATION OR WALL SHALL HAVE A PIPE

SLEEVE BUILT INTO THE FOUNDATION OR WALL. THE PIPE SLEEVE SHALL BE

TWO PIPE SIZES GREATER THAN THE PASSING PIPE. THE EXTERIOR WALLS

AND SLAB ON GRADE SHALL BE SEALED FOR WATER TIGHTNESS AROUND

THE PIPE PENETRATIONS. ALL PENETRATIONS SHALL BE TREATED FOR

FIRE-RESISTANCE RATING PER ARCHITECTURAL REQUIREMENTS. MIN

CLEARANCE BETWEEN SLEEVE PENETRATIONS IS 305 (12").

IF CONDUIT IS TO RUN IN SLABS, THE CONDUIT SHALL RUN AT MID-DEPTH

OF SLAB AND CONDUIT SIZE SHALL NOT EXCEED 33 PERCENT OF THE SLAB

DEPTH. THERE SHALL BE A MINIMUM OF 76mm (3") OF CLEAR SPACE BETWEEN CONDUITS. ALUMINUM CONDUIT IS PROHIBITED. PLACE No. 10 AT 305mm (12") ADDITIONAL REINFORCING ABOVE AND BELOW, PERPENDICULAR TO THE CONDUIT. THE ADDED REINF SHALL EXTEND

305mm (12") PAST THE CONDUITS ON BOTH SIDES.

REINFORCING STEEL SHALL BE NEW BILLET STOCK ASTM A 615/ A

615M, GRADE 420 MPa (60 KSI). REINFORCEMENT STEEL REQUIRED FOR WELDING SHALL BE ASTM A706 GRADE 420 MPa (60 KSI). BARS

SHALL BE SECURELY TIED IN PLACE WITH #16 DOUBLE-ANNEALED

IRON WIRE. BARS SHALL BE SUPPORTED ON ACCEPTABLE CHAIRS.

REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH

THE ACI "MANUAL OF STANDARD PRACTICE FOR DETAILING OF

REINFORCED CONCRETE STRUCTURES." CONTRACTOR SHALL

COORDINATE REINFORCING STEEL PLACEMENT DETAILS AND

PROVIDE TEMPLATES FOR PLACING STEEL IN CONGESTED AREAS

AS NECESSARY. SHOP DRAWINGS (INCLUDING PLACEMENT PLANS

AND ELEVATIONS) SHALL BE SUBMITTED TO AND REVIEWED BY THE

CONTRACTING OFFICER BEFORE STARTING FABRICATION.

NO REINFORCING BARS SHALL BE WELDED, EXCEPT AS NOTED ON

THE DRAWINGS. WELDING OR TACK WELDING OF REINFORCING

BARS TO OTHER BARS OR TO PLATES, ANGLES, ETC. IS NOT

ALLOWED, EXCEPT WHERE SPECIFICALLY APPROVED BY THE

CONTRACTING OFFICER. WHERE WELDING IS APPROVED, IT SHALL

BE DONE BY AWS-CERTIFIED WELDERS USING E9018 OR

APPROVED ELECTRODES. WELDING PROCEDURES SHALL

CONFORM TO THE REQUIREMENTS OF AWS-D1.4.

MINIMUM CAST-IN-PLACE CONCRETE COVER OVER REINFORCING

STEEL, UNLESS OTHERWISE NOTED, SHALL BE AS FOLLOWS:

(IN CASE OF CONFLICTS, THE MORE STRINGENT CRITERIA SHALL

APPLY)

BUILDING CODE INTERNATIONAL BUILDING CODE 2015 (WITH

MODIFICATIONS IN UNIFIED FACILITIES CRITERIA

UFC 3-301-01)

ASCE 7-10 AMERICAN SOCIETY OF CIVIL ENGINEERS

"MINIMUM DESIGN LOADS FOR BUILDINGS AND

OTHER STRUCTURES"

ACI 530-08 / ASCE 5-08 BUILDING CODE REQUIREMENTS FOR MASONRY

STRUCTURES

ACI 318-11 AMERICAN CONCRETE INSTITUTE BUILDING

CODE REQUIREMENTS FOR STRUCTURAL

CONCRETE

ACI 315-99 DETAILS AND DETAILING OF CONCRETE

REINFORCEMENT

AISC STEEL CONSTRUCTION MANUAL, 13TH EDITION

AISC SPEC. FOR

STRUCTURAL JOINTS

AISC "SPECIFICATION FOR STRUCTURAL JOINTS

USING ASTM A325 & A490 BOLTS", JUNE 23, 2000

AWS D1.1 AMERICAN WELDING SOCIETY D1.1-2004,

"STRUCTURAL WELDING CODE - STEEL"

AWS D1.4 AMERICAN WELDING SOCIETY D1.4-98,

"STRUCTURAL WELDING CODE - REINFORCING

STEEL"

AWS A2.4 AMERICAN WELDING SOCIETY A2.4-2000,

"SYMBOLS FOR WELDING AND NONDESTRUCTIVE

TESTING"

AISI S100-07 AMERICAN IRON AND STEEL INSTITUTE, "NORTH

AMERICAN SPECIFICATION FOR THE DESIGN OF

COLD-FORMED STEEL STRUCTURAL MEMBERS"

(2007)

ASTM AMERICAN SOCIETY OF TESTING AND MATERIALS

ACI 305R GUIDE TO HOT WEATHER CONCRETING

ACI 207.1R-05 GUIDE TO MASS CONCRETE

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

UFC 3-301-01 STRUCTURAL ENGINEERING (2016)

UFC 3-310-04 SEISMIC DESIGN FOR BUILDINGS (2016)

UFC 3-340-01 DESIGN AND ANALYSIS OF HARDENED

STRUCTURES TO CONVENTIONAL WEAPONS

EFFECTS (2002)

UFC 3-340-02 STRUCTURES TO RESIST THE EFFECTS OF

ACCIDENTAL EXPLOSIONS (2008)

UFC 3-440-05N TROPICAL ENGINEERING (2006)

UFGS UNITED FACILITIES GUIDE SPECIFICATIONS

ANDERSEN AFB ARCHITECTURAL COMPATIBILITY

AND BASE DESIGN STANDARDS (2013)

LC

ABBREVIATIONS

EXPOSED TO EARTH

ALL CRACKS IN EXCESS OF .50 mm (0.02 in) WIDE SHALL BE DOCUMENTED

AND REPAIRED BY THE CONTRACTOR AT NO COST TO THE GOVERNMENT.

THE PROPOSED METHOD AND MATERIALS TO REPAIR THE CRACKS SHALL

BE SUBMITTED TO THE CONTRACTING OFFICER FOR APPROVAL.

THE SURFACE TOLERANCE FOR EXPOSED EXTERIOR CONCRETE IS CLASS

A. THE SURFACE TOLERANCE FOR THE SPALL PLATE IS CLASS B. ALL

OTHER SURFACES SHALL BE CLASS C. FOR THE STRUCTURE, THE

CONCRETE MUST BE PLACED AND VIBRATED AS SPECIFIED TO ENSURE NO

VOIDS OR HONEYCOMB OCCURS BETWEEN THE STEEL PLATE AND

CONCRETE SURFACE.

f'c W/C RATIO

MAXIMUM

SLUMP LOCATION

35 MPa (5 ksi)

0.40 203 (8") FOOTINGS, TOPPING, SLAB ON GRADE,

EXTERIOR ENCLOSURES & MECH YARD,

PIERS FOR SOLAR PANEL SUPPORT

FRAME

42 MPa (6 ksi)

0.35 203 (8") ALL LOAD-BEARING WALLS, ROOF

PARAPETS, ROOF SLAB, ROOF BEAMS,

ROOF TRUSSES, STRUCTURAL FINS,

ENTRY VESTIBULE WALLS, BLAST

CHASE, ENTRY WEATHER ENCLOSURE

WALL

28 MPa (4 ksi)

0.45 203 (8") CONCRETE PARTITION WALLS

GENERAL NOTES

A

ADD'L ADDITIONAL

ALT ALTERNATIVE

A.B. ANCHOR BOLT

ARCH ARCHITECTURAL

@ AT

B

BM BEAM

BOT BOTTOM

BRG BEARING

C

CIP CAST-IN-SITU

CENTER LINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONST CONSTRUCTION

C.J. CONSTRUCTION JOINT

CONT CONTINUOUS

D

DBL DOUBLE

DET DETAIL

DIA DIAMETER

DIM DIMENSION

DN DOWN

DWG DRAWING

E

EA EACH

E.F. EACH FACE

E.W. EACH WAY

ELEV ELEVATION

EMBD EMBEDDED

EQUIV EQUIVALENT

EQ EQUAL

EXIST'G EXISTING

F

FLG FLANGE

FLR FLOOR

FP FIRE PROTECTION

F.P. FULL PENETRATION

FTG FOOTING

FDN FOUNDATION

G

GALV GALVANIZED

H

HORIZ HORIZONTAL

H.S. HEADED STUD

HSB HIGH-STRENGTH BOLT

HSS HOLLOW STRUCTURAL

SECTION

HT HEIGHT

I

IP IMPERIAL

INFO INFORMATION

INT INTERIOR

L

L LENGTH

LG LONG

M

MFR MANUFACTURE

MAX MAXIMUM

MID MIDDLE

MIN MINIMUM

M/E MECHANICAL / ELECTRICAL

MECH MECHANICAL

N

No. NUMBER

NTS NOT TO SCALE

O

O.C. ON CENTER

OPEN'G OPENING

OPP OPPOSITE

P

PL PLATE

P.T. POST TENSIONED

PC PRECAST

PS PRESTRESSED

R

REINF REINFORCING

RF ROOF

S

SCHE SCHEDULE

SECT SECTION

SIM SIMILAR

SOG SLAB ON GRADE

SPECS SPECIFICATIONS

STD STANDARD

STIFF STIFFENER

STL STEEL

SYMM SYMMETRIC

T

THK THICK

THRU THROUGH

THRUOUT THROUGH OUT

T&B TOP AND BOTTOM

TOT TOTAL

TYP TYPICAL

TOC TOP OF CONCRETE

TOP'G TOPPING

U

U.N.O. UNLESS NOTED OTHERWISE

V

VAR VARIES

VERT VERTICAL

V&H VERTICAL AND HORIZONTAL

W

WT WEIGHT

W/ WITH

W/C WATER/CEMENTITIOUS

38mm (1 1/2")

38mm (1 1/2")

75mm (3")

50mm (2")

25mm (1")

25mm (1")

38mm (1 1/2")

38mm (1 1/2")

B-1 b

USA STEEL REINFORCEMENT BAR SIZES

METRIC BAR IP EQUIV

SIZE mm² in² SIZE

No. 10 70.97 0.11 #3 No. 13 129.0 0.20 #4 No. 16 200.0 0.31 #5 No. 19 283.9 0.44 #6 No. 22 387.1 0.60 #7 No. 25 509.7 0.79 #8 No. 29 645.2 1.00 #9 No. 32 819.4 1.27 #10 No. 36 1006.4 1.56 #11 No. 43 1451.6 2.25 #14 No. 57 2580.6 4.00 #18

MINIMUM REINF STEEL LAP SPLICE LENGTH SHALL BE 48d (d=DIAMETER OF REBAR) AND PER TABLE 4 ON SHEET S-501, UNLESS

NOTED ON DRAWING. LAP SPLICE SHALL BE STAGGERED WITH NO

MORE THAN 50% REBAR LAPPED WITHIN 1.524 METERS (5'-0").

MAXIMUM WATER-CEMENT RATIO AND SLUMP SHALL BE AS FOLLOWS FOR

VARIOUS CONCRETE STRENGTHS (f'c) BASED ON STANDARD

28-DAY CYLINDER TESTS. SLUMP INDICATED BELOW IS AFTER ADDING

SUPER PLASTICIZER. USE MINIMUM 15% (BY WEIGHT) FLY ASH

CONFORMING TO SPECS.

ALL ROOF SLABS, BEAMS, FOUNDATION SLABS WITH MIN DIMENSIONS

EXCEEDING 305mm (12") SHALL CONTAIN APPROVED RETARDING

ADMIXTURE TO MITIGATE FLASH SETTING AND THERMAL CRACKING.

STANDARD AGE OF CONCRETE CYLINDERS CONTAINING FLY ASH AND/ OR

CHEMICAL RETARDANT FOR COMPRESSIVE AND FLEXURAL STRENGTH

TESTING SHALL BE 56 DAYS.

LAP SPLICES ARE NOT ALLOWED FOR SUPERSTRUCTURES FOR

REBAR SIZES No. 25 (#8) OR LARGER. TYPE 2 MECHANICAL SPLICES

(CONFORMING TO ACI 318) MUST BE USED FOR THESE STRUCTURAL

MEMBERS. MECHANICAL SPLICES MAY BE LOCATED ANYWHERE AND

IN ANY GEOMETRIC ALIGNMENT WITHOUT CAUSING CONGESTIONS

AND HONEYCOMBS IN CASTING. ALL STIRRUPS AND TIES SHALL BE

CLOSED WITH 135 DEGREE SEISMIC HOOKS AS DETAILED ON S-004,

UNLESS NOTED ON DRAWINGS. ALL REBAR SHALL BE ENDED WITH

90° HOOKS UNLESS NOTED ON DRAWINGS. NO REBAR SHALL BE

TEMPORARILY BENT MORE THAN ONCE FROM FINAL POSITION.

SYMBOLS

EARTH

CMU

IN-SITU CONCRETE

PRECAST CONCRETE

STEEL

OPENING

ONE WAY SLAB

SPANNING

REBAR TAG

BEAM TAG

REBAR

LEVEL INDICATOR

SPOT ELEVATION

KEYNOTE SYMBOL

LESS THAN OR EQUAL

TO

CONCRETE PARTITION WALLS:

CONCRETE PARTITION WALLS AS INDICATED ON DRAWINGS ARE

CONSIDERED NON STRUCTURAL SYSTEM COMPONENTS. THESE WALLS

SHALL BE SEPARATED FROM LOAD-BEARING WALLS AND ROOF SLABS WITH

MINIMUM 3/4" GAP UNLESS NOTED ON DRAWINGS. THE GAP SHALL BE

TREATED FOR FIRE RATING ESTABLISHED BY ARCHITECT. CONTRACTOR

MAY PROPOSE PRECAST PARTITION WALLS FOR ENGINEER'S APPROVAL.

ALL REBAR, ANCHOR BOLTS AND EMBEDS SHALL BE CLEAN AND

FREE OF OIL, DIRT, DUST OR ANY SUBSTANCE WHICH MAY REDUCE

BOND WITH CONC. REBAR SHALL BE PLACED PROPERLY TO

PROVIDE SUFFICIENT COVER REQUIRED BY DESIGN AND AVOID

CONGESTIONS WHICH MAY CAUSE HONEYCOMBS.

S-001

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BO

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A N

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BB

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17195923

JACOBS/BURNS & MCDONNELL, A JOINT VENTURE

155 NORTH LAKE AVENUE

PASADENA, CA 91101 USA

SHEET OF

NAVFAC DRAWING NO.

CONSTR. CONTR. NO.

EPROJECT NO.

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SCALE(S) AS NOTED ON THIS SHEET ARE BASED ON FULL SIZE ANSI D (22" x 34") SHEET.

AS SHOWN

JEG NO. FDWD7921

1342285

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N62742-10-D-0007

16 FEB 2017

MASONRY:

STRUCTURAL STEEL:

SHOP DRAWINGS SHALL SHOW ALL WELDING WITH AWS A2.4 SYMBOLS. ALL

WELDING SHALL BE DONE BY AWS CERTIFIED WELDERS AND IN ACCORDANCE

WITH AWS D1.1. WELDS SHOWN ON THE DRAWINGS ARE THE MINIMUM SIZES.

MINIMUM WELDING SHALL BE 6mm (1/4"). ALL PARTIAL PENETRATION GROOVE

WELD SIZES SHOWN ON THE DRAWINGS REFER TO EFFECTIVE THROAT

THICKNESS. ALL WELDS SHALL BE MADE USING LOW -HYDROGEN ELECTRODES

WITH MINIMUM TENSILE STRENGTH = 490 MPa (71 ksi). WELDING PROCEDURES

SHALL BE SUBMITTED TO THE CONTRACTING OFFICER FOR REVIEW BEFORE

STARTING FABRICATION OR ERECTION. ALL COMPLETE-PENETRATION WELDS

SHALL BE ULTRASONICALLY TESTED. REDUCTION IN TESTING MAY BE MADE IN

ACCORDANCE WITH THE BUILDING CODE WITH APPROVAL OF CONTRACTING

OFFICER.

ALL EXPOSED STEEL SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM A 123.

ALL SURFACES OF GALVANIZED STEEL SHALL BE APPLIED WITH THREE-LAYERED

PAINT COATING. CONSIDER MEMBRANE TYPE PAINT (NOT LATEX), OR HIGH SOLIDS

EPOXY FOR BEST RESULTS. ELECTROPLATING OR CADMIUM PLATING IS NOT

PERMITTED.

MINIMUM CONNECTIONS SHALL BE A TWO-BOLT CONNECTION USING 19mm (3/4")

DIAMETER A325 BOLTS IN SINGLE SHEAR.

ALL HIGH-STRENGTH BOLTS SHALL BE INSTALLED, TIGHTENED AND INSPECTED IN

ACCORDANCE WITH THE AISC SPECIFICATION FOR STRUCTURAL JOINTS USING

ASTM A325 OR A490 BOLTS. THE CRITERIA FOR SLIP-CRITICAL CONNECTIONS

SHALL APPLY TO ALL CONNECTIONS UNLESS SPECIFICALLY NOTED AS

SNUG-TIGHT ON THE STRUCTURAL DRAWINGS. WHERE CONNECTIONS ARE NOTED

AS SNUG-TIGHT, THE CONTRACTOR MAY INSTALL PER CRITERIA FOR SNUG-TIGHT

BOLTS. SLIP-CRITICAL CONNECTIONS SHALL USE LOAD INDICATOR WASHERS OR

TENSION CONTROL BOLTS. ALL ASTM A307 BOLTS SHALL BE PROVIDED WITH LOCK

WASHERS UNDER NUTS OR SELF-LOCKING NUTS. ALL BOLT HOLES SHALL BE

STANDARD SIZE, UNLESS NOTED OTHERWISE.

MINIMUM FILLET WELD SIZE SHALL BE 6mm (1/4") UNLESS NOTED ON DRAWINGS.

MIN PLATE THICKNESS SHALL BE 9.5mm (3/8") U.N.O.

THE CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR ALL ERECTION AIDS AND

JOINT PREPARATIONS THAT INCLUDE, BUT ARE NOT LIMITED TO: ERECTION

ANGLES, LIFT HOLES, AND OTHER AIDS; WELDING PROCEDURES; REQUIRED ROOT

OPENINGS; ROOT FACE DIMENSIONS; GROOVE ANGLES; BACKING BARS; COPES;

SURFACE ROUGHNESS VALUES; AND TAPERS OF UNEQUAL PARTS.

ALL STRUCTURAL STEEL ERECTION SHALL BE IN ACCORDANCE WITH OSHA, CFR

1926 SUBPART R - STRUCTURAL STEEL ERECTION.

HOLES CAN BE DRILLED THRU THE SPALL PLATE IN THE WALL OR ROOF SECTIONS

AS REQURED FOR FORMWORK SUPPORT. HOWEVER, THE HOLES MUST REMAIN 6

INCHES AWAY FROM ANY WELDED LOCATION. THE INTERIOR EDGE OF THE TIE

HOLES SHALL BE APPLIED WITH A ZINC COATING BEFORE THEY ARE FILLED WITH

CEMENTITIOS MATERIAL.

SPALL PLATES (3/8" THICK STEEL PLATES) WITH 3/4" Ø HEADED STUDS (8" LONG)

AT 12" ON CENTER BOTH WAYS (UNLESS SPACING INDICATED ON DRAWINGS)

SHALL BE PROVIDED FOR INTERIOR FACE OF ALL EXTERIOR LOAD-BEARING WALLS

AND BOTTOM FACE OF LOWER ROOF SLAB. BOTH VERTICAL AND HORIZONTAL

JOINTS BETWEEN SPALL PLATES SHALL BE FULL-PENETRATION WELDED.

CONSTRUCTION SHALL MEET THE REQUIREMENTS OF THE BUILDING

CODE. ALL HOLLOW LOAD BEARING CONCRETE MASONRY UNITS SHALL

CONFORM TO ASTM C 90, GRADE N-1. ALL CELLS SHALL BE FILLED SOLID

WITH CONCRETE GROUT. GROUT MIX SHALL CONTAIN PORTLAND CEMENT

ONLY PLUS AGGREGATE PLUS A NON-SHRINK ADDITIVE. MAXIMUM SIZE

OF AGGREGATE SHALL BE 9.5mm (3/8"). SLUMP SHALL BE 203mm (8") TO 280mm (11"). WATER-REDUCING ADMIXTURES MAY BE USED. MINIMUM

COMPRESSIVE STRENGTH OF GROUT BASED ON 28 DAY TESTS SHALL BE

17.2 MPa (2500 psi). GROUT SHALL BE VIBRATED WHILE PLACING TO

INSURE THAT CELLS ARE COMPLETELY FILLED. SUBMIT GROUT MIXES TO

CONTRACTING OFFICER FOR REVIEW BEFORE COMMENCING MASONRY

CONSTRUCTION. ALL UNITS SHALL BE LAID IN RUNNING BOND USING TYPE

M MORTAR WITH HEAD JOINTS.

THE DUROWALL HORIZ JOINT REINFORCEMENT SHALL BE HOT-DIP

GALVANIZED WITH 4.762mm ( 3

16") DIAMETER SIDE RODS.

ALL STEEL SHALL CONFORM TO THE FOLLOWING:

STEEL W-SHAPES ASTM A36, Fy=252 MPa (36 ksi) OR ASTM A992, Fy=345 MPa (50 ksi)

ALL PLATES, ANGLES, CHANNELS ASTM A36, FY = 252 MPa (36 ksi)

SQUARE OR RECTANGULAR

STRUCTURAL TUBE

ASTM A500, GRADE B, FY = 322 MPa (46 ksi)

STEEL PIPE DIAMETER 305mm (1'-0")

ASTM A500, GRADE B, FY = 290 MPa (42 ksi)

ANCHOR BOLTS ASTM F1554, GRADE 55 (GALVANIZED PER

ASTM A153)

STUD CONNECTORS ASTM A108, GRADE 1010 THRU 1020, 350

MPa (50 ksi) YIELD

REQUIRED MORTAR PROPORTIONS BY VOLUME

TYPE PORTLAND CEMENT

AGGREGATE MEASURED IN A DAMP,

LOOSE CONDITION

S TYPE 1

NOT LESS THAN 2-1/4 AND NOT MORE

THAN 3 TIMES THE CEMENT VOLUME

STRUCTURAL DESIGN DATA:

LIVE LOADS:

ROOF: 0.96 kPa (20 psf), BLAST LOAD (CLASSIFIED)

CEILING LOAD: 0.478 kPa (10 psf)

CORRIDORS, WALKWAYS 4.78 kPa (100 psf)

MECH./ELEC. ROOMS: 6.00 kPa (125 psf) OR ACTUAL WEIGHT OF

EQUIPMENTS HOUSED

OFFICE FLOORS 2.40 kPa (50 psf) OR 8.9 kN (2 kip) CONCENTRATED

LOAD WHICHEVER PRODUCES THE GREATER

LOAD EFFECTS; PARTITION ON SUSPENDED

FLOORS: 0.5 kPa (10 psf)

WIND LOADS (ASCE 7-10): ULTIMATE DESIGN WIND SPEED FOR MAIN

FORCE-RESISTING SYSTEM: 94 m/sec (210 mph)

ULTIMATE WIND SPEED FOR COMPONENTS:

105 m/sec (235 mph)

EXPOSURE CATEGORY "C"

INTERNAL PRESSURE COEFFICIENT (GCpi) FOR

INTERIOR COMPONENTS BASED ON ENCLOSED

BUILDING PER ASCE 7-10 TABLE 26.11-1.

SEISMIC LOADS: SEISMIC LOADING SHALL BE IN ACCORDANCE

WITH IBC 2015 AND ASCE 7-10.

RISK CATEGORY: IV

SEISMIC FACTOR: 1.5

SITE CLASS: C (PER SOIL

REPORT)

S : 2.79g

S : 0.68g

S : 1.9g

S : 0.59g

SEISMIC DESIGN CATEGORY: D

S

EPOXY GROUT:

ACCEPTABLE DRILLED-IN CONCRETE ANCHORS OF SIZE, NUMBER, AND

SPACING AS SHOWN ON THE DRAWINGS, SHALL BE AS FOLLOWS: HILTI

KWIK BOLT TZ, OR APPROVED EQUAL. MINIMUM EMBEDMENT DEPTH SHALL BE 6

BOLT DIAMETERS AND PER MANUFACTURER'S TEST DATA CONSIDERING

GROUP EFFECTS, ETC., UNLESS OTHERWISE NOTED ON DRAWINGS. ALL

POST-INSTALLED STRUCTURAL ANCHORS SHALL HAVE PASSED THE

SIMULATED SEISMIC TESTS OF ACI 355.2.

"EPOXY GROUT" SHALL BE A 100 PERCENT SOLIDS PASTE DESIGNED FOR

STRUCTURAL BONDING OF DOWELS IN HARDENED CONCRETE. WHEN MIXED

AND CURED ACCORDING TO THE MANUFACTURER'S WRITTEN INSTRUCTIONS,

EPOXY MATERIALS SHALL PRODUCE THE FOLLOWING PROPERTIES:

COMPRESSIVE STRENGTH (ASTM D695) = 70MPa (10 ksi), TENSILE STRENGTH (ASTM D638) = 24.5 MPa (3.5 ksi).

"EPOXY GROUT" SHALL BE USED FOR ALL DRILLED AND GROUTED

REINFORCING BARS OR BOLTS UNLESS NOTED OTHERWISE. EPOXY GROUT

SHALL BE "PROPOXY 300 AS DISTRIBUTED BY BONDED MATERIALS COMPANY,"

OR APPROVED EQUAL. SUBMIT MANUFACTURER'S LITERATURE TO THE

CONTRACTING OFFICER FOR APPROVAL.

EPOXY MATERIAL SHALL BE MIXED, APPLIED AND CURED IN STRICT

ACCORDANCE WITH MANUFACTURER'S WRITTEN INSTRUCTIONS. ALL

PLACEMENT AND CURING SHALL BE CONDUCTED WITH CONCRETE AND AIR

TEMPERATURES ABOVE 50 DEGREES. APPLY EPOXY MATERIAL ONLY TO CLEAN,

DRY CONCRETE.

EPOXY ANCHORAGE FOR BOLTS IN PURE TENSION ALONE SHALL BE

PROHIBITED. PRINCIPAL SUPPORT BY EPOXY BOLTS SHALL BE IN SHEAR.

MIXING OF EPOXY SHALL BE DONE WITH NOZZLES NOT MANUALLY.

PRECAST CONCRETE:

REFER TO ARCHITECTURAL DRAWINGS FOR OPENINGS, DETAILS, AND

DIMENSIONS NOT SHOWN. HORIZONTAL PRECAST MEMBERS SHALL BE

CAST, STRESSED, TRANSPORTED, AND ERECTED IN A HORIZONTAL,

UPRIGHT POSITION. SUPPORTS DURING TRANSPORTATION AND ERECTION

SHALL APPROXIMATE THOSE IN THE FINAL STRUCTURE. WHERE

NECESSARY, THE CONTRACTOR SHALL PROVIDE AND INSTALL

ADDITIONAL REINFORCING (STEEL STIFFENERS, BRACING, LIFTING

INSERTS, ETC.) TO RESIST ERECTION AND TRANSPORTATION STRESSES.

LIFTING INSERTS SHALL BE INSTALLED AT LOCATIONS WHERE THEY WILL

BE HIDDEN BY CONSTRUCTION OR OTHERWISE COVERED. FINISH ALL

PANELS WHICH WILL BE COVERED WITH TOPPING SLABS WITH 4MM

AMPLITUDE ROUGHED BROOM FINISH TO INSURE BONDING OF THE

CONCRETE TOPPING. SUBMIT DETAILED SHOP DRAWINGS OF ALL

PRECAST CONCRETE WORK TO THE CONTRACTING OFFICER FOR REVIEW

BEFORE STARTING FABRICATION.

ALL PRECAST PLANKS SHALL HAVE MID-SPAN SHORING ADJUSTED TO

SPECIFIED PRE CAMBERS DURING ERECTION AND BEFORE RECEIVING

CONCRETE TOPPING.

MINIMUM COMPRESSIVE STRENGTH OF CONCRETE AT DETENSIONING OF

PRESTRESSING STRANDS SHALL BE 35 MPa (5000 psi).

GENERAL NOTES (CONT'D.)

DS

DRILLED-IN CONCRETE ANCHORS (DICA):

NON-STRUCTURAL COMPONENTS SUSPENDED FROM HARDENED (LOWER) ROOF SLAB:

1. REFER TO NOTE 6 ON DRAWING G-001 FOR REQUIRED DESIGN HANGER

FORCES.

2. POST-INSTALLED ANCHORS ARE NOT ALLOWED FOR SUSTAINED TENSION

LOADS. ALL ANCHORS MUST BE EMBEDDED BOLTS OR RODS CAST IN CONC.

ANCHOR BOLTS OR RODS SHALL BE HEADED TYPE WITH MIN 16mm (5 8") DIAMETER AND MIN 457mm (18") EMBEDMENT LENGTH.

3. CONTRACTOR SHALL SUBMIT DESIGN FOR CONTRACTING OFFICER'S REVIEW

AND APPROVAL.

D1

ALL WORK SHALL BE IN ACCORDANCE WITH THE AISC SPECIFICATION. SHOP

DRAWINGS SHALL BE SUBMITTED AND REVIEWED BY THE CONTRACTING OFFICER

BEFORE COMMENCING FABRICATION. ALL STEEL ANCHORS AND TIES AND OTHER

MEMBERS EMBEDDED IN CONCRETE OR MASONRY SHALL BE LEFT UNPAINTED.

DIMENSIONAL TOLERANCE FOR BUILT-UP MEMBERS SHALL BE PER AWS D1.1.

ASTM A6 GROUP 4 AND 5 ROLLED SHAPES AND PLATES EXCEEDING 50mm

(2") THICKNESS USED FOR BUILT-UP MEMBERS REQUIRE CHARPY V-NOTCH

TESTING IN ACCORDANCE WITH ASTM A6 SUPPLEMENTARY REQUIREMENT S5,

WHERE FULL-PENETRATION WELDS ARE CALLED OUT AT EITHER END OF THE

MEMBER ON THE DRAWINGS. REFER TO AISC SPECIFICATION, PARAGRAPH A3.C

FOR TESTING STANDARDS.

FLOOR OR PAD-MOUNTED MISSION-CRITICAL EQUIPMENT SHOULD USE

CAST-IN-PLACE ANCHOR BOLTS TO ANCHOR THEM. ALTERNATIVELY,

POST-INSTALLED ANCHORS ARE PERMITTED TO BE USED PROVIDED THEY ARE

QUALIFIED FOR EARTHQUAKE LOADING IN ACCORDANCE WITH ACI 355.2,

QUALIFICATION OF POST-INSTALLED MECHANICAL ANCHORS IN CONCRETE, AND

ACI 355.4, ACCEPTANCE CRITERIA FOR QUALIFICATION OF POST-INSTALLED

ADHESIVE ANCHORS IN CONCRETE, AS APPLICABLE. FOR THIS EQUIPMENT. TWO

NUTS SHOULD BE PROVIDED ON EACH BOLT. CAST-IN-PLACE ANCHOR BOLTS

SHOULD HAVE AN EMBEDDED STRAIGHT LENGTH EQUAL TO AT LEAST 12 TIMES

THE NOMINAL BOLT DIAMETER. ANCHOR BOLTS THAT EXCEED THE NORMAL

DEPTH OF EQUIPMENT PADS SHOULD EXTEND INTO THE CONCRETE FLOOR TO

ACCOMMODATE THE BOLT LENGTHS.

BASE-MOUNTED EQUIPMENT

BID SCHEDULE FOR STRUCTURAL WORK

BIDS SHEETS EXCLUDED DETAILS EXCLUDED

BASE BID S-105 & S-503 2/S-202, 2/S-401, 3/S-401, 4/S-401,

9/S-401, 7/S-401

BID OPTIONS 1, 2, & 3 N/A N/A

NOTES:

1. BASE BID EXCLUDES UPPER ROOF FRAMING (HIP ROOF SLAB & GUTTERS,

PILASTERS FOR GUTTERS, RIDGE BEAMS, HIP BEAMS AND CONCRETE TRUSSES

ABOVE DIAPHRAGM ELEVATION 8535 (28'-0") ).

2. BID OPTIONS 1, 2, & 3 INCLUDE EVERYTHING SHOWN ON DRAWINGS.

3. FOR BASE BID, REFER ARCHITECTURAL DRAWINGS FOR TOP OF ROOF

PARAPET ELEVATION ALONG THE PERIMETERS.

S-002

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JACOBS/BURNS & MCDONNELL, A JOINT VENTURE

155 NORTH LAKE AVENUE

PASADENA, CA 91101 USA

SHEET OF

NAVFAC DRAWING NO.

CONSTR. CONTR. NO.

EPROJECT NO.

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AS SHOWN

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GENERAL NOTES (CONT'D.)

NO. INSPECTION FREQUENCY CONT PERIODIC

4 INSPECTION OF ANCHORS INSTALLED IN HARDENED

CONCRETE. X

5 VERIFYING USE OF REQUIRED DESIGN MIX. X

AT THE TIME FRESH CONCRETE IS SAMPLED TO

FABRICATE SPECIMENS FOR STRENGTH TESTS,

PERFORM SLUMP AND AIR CONTENT TESTS, AND

DETERMINE THE TEMPERATURE OF THE CONCRETE.

X

7 INSPECTION OF CONCRETE PLACEMENT FOR

PROPER APPLICATION TECHNIQUES X X

8 INSPECTION FOR MAINTENANCE OF SPECIFIED

CURING TEMPERATURE AND TECHNIQUES X

9 INSPECTION OF PRESTRESSED CONCRETE:

A. APPLICATION OF PRESTRESSING FORCES. X

10 ERECTION OF PRECAST CONCRETE MEMBERS. X

VERIFICATION OF IN-SITU CONCRETE STRENGTH,

PRIOR TO PRESTRESS RELEASE IN PRE-TENSIONED

CONCRETE AND PRIOR TO REMOVAL OF SHORES

AND FORMS FROM STRUCTURAL MEMBERS.

X

INSPECT FORMWORK FOR SHAPE, LOCATION AND

DIMENSIONS OF THE CONCRETE MEMBER BEING

FORMED.

X

13 INSTALLATION OF TYPE 2 MECH SPLICE X

14 CONSTRUCTION SEQUENCE PER DESIGN

DOCUMENTS X

15 EPOXY AND MECHANICAL ANCHORS INSTALLATION

TO CONCRETE AND MASONRY X

INSPECTION OF SOILS

VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS

ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING

CAPACITY.

X

2 VERIFY EXCAVATIONS ARE EXTENDED TO PROPER

DEPTH AND HAVE REACHED PROPER MATERIAL. X

3 PERFORM CLASSIFICATION AND TESTING OF

COMPACTED FILL MATERIALS. X

VERIFY USE OF PROPER MATERIALS, DENSITIES AND

LIFT THICKNESS DURING PLACEMENT AND

COMPACTION OF COMPACTED FILL.

X

PRIOR TO PLACEMENT OF COMPACTED FILL,

OBSERVE SUBGRADE AND VERIFY THAT SITE HAS

BEEN PREPARED PROPERLY.

X

SEISMIC RESISTANCE

1 SUSPENDED CEILING SYSTEM AND THEIR

ANCHORAGE X

2 STEEL STORAGE RACKS AND THEIR ANCHORAGE X

3 ACCESS FLOOR AND THEIR ANCHORAGE X

4 ANCHORAGE OF ELECTRICAL EQUIPMENT FOR

EMERGENCY OR STAND-BY POWER SYSTEMS X

5 ANCHORAGE OF NON-EMERGENCY ELECTRICAL

EQUIPMENT X

INSTALLATION OF PIPING SYSTEMS AND

ASSOCIATED MECHANICAL UNITS CARRYING

FLAMMABLE, COMBUSTIBLE, OR HIGHLY TOXIC

CONTENTS

X

7 INSTALLATION OF HVAC DUCTWORK THAT CONTAINS

HAZARDOUS MATERIALS X

EQUIPMENT LABEL AND ANCHORAGE OR MOUNTING

CONFORMS TO THE CERTIFICATE OF COMPLIANCE

WHEN MECHANICAL AND ELECTRICAL EQUIPMENT

MUST BE SEISMICALLY QUALIFIED

X

ERECTION AND FASTENING OF NON-BEARING WALLS

WEIGHING MORE THAN 73 KG/M² (15 LB/FT²) X

10 INSTALLATION OF PRECAST STRUCTURAL FINS AND

ANCHORAGE X

MASONRY - LEVEL (2)

COMPLIANCE WITH REQUIRED INSPECTION

PROVISIONS OF THE CONSTRUCTION DOCUMENTS

AND THE APPROVED SUBMITTALS.

X

VERIFICATION OF f'm AND f'aac PRIOR TO

CONSTRUCTION AND FOR EVERY 464.5 M² (5,000 FT²)

DURING CONSTRUCTION.

X

VERIFICATION OF PROPORTIONS OF MATERIALS IN

PREMIXED OR PREBLENDED MORTAR AND GROUT

AS DELIVERED TO THE SITE.

X

VERIFICATION OF SLUMP FLOW AND VSI AS

DELIVERED TO THE SITE FOR SELF-CONSOLIDATING

GROUT

X

5 THE FOLLOWING SHALL BE VERIFIED TO ENSURE

COMPLIANCE:

NO. INSPECTION FREQUENCY CONT PERIODIC

A. PROPORTIONS OF SITE-PREPARED MORTAR,

GROUT AND PRESTRESSING GROUT FOR BONDED

TENDONS.

X

B. PLACEMENT OF MASONRY UNITS AND

CONSTRUCTION OF MORTAR JOINTS. X

C. PLACEMENT OF REINFORCEMENT, CONNECTORS

AND PRESTRESSING TENDONS AND

ANCHORAGES.

X

D. GROUT SPACE PRIOR TO GROUT. X

E. PLACEMENT OF GROUT. X

F. SIZE AND LOCATION OF STRUCTURAL ELEMENTS. X

G. TYPE, SIZE AND LOCATION OF ANCHORS,

INCLUDING OTHER DETAILS OF ANCHORAGE OF

MASONRY TO STRUCTURAL MEMBERS, FRAMES

OR OTHER CONSTRUCTION.

X

H. SPECIFIED SIZE, GRADE AND TYPE OF

REINFORCEMENT, ANCHOR BOLTS X

6 PREPARATION OF ANY REQUIRED GROUT

SPECIMENS AND/OR PRISMS SHALL BE OBSERVED. X

SPECIAL INSPECTION:

THE FOLLOWING ITEMS REQUIRE SPECIAL INSPECTION PER IBC 2015

CHAPTER 17. CONFORM WITH INSPECTION REQUIREMENTS FOR STEEL

CONSTRUCTION PER AISC 360-10 (CHAPTER N - QUALITY CONTROL AND

QUALITY ASSURANCE). THESE INSPECTIONS SHALL BE PERFORMED BY

Q.C SPECIALISTS AND/OR ICBO CERTIFIED INSPECTORS.

THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL

DEMONSTRATE COMPETENCE, TO THE SATISFACTION OF THE

CONTRACTING OFFICER, FOR THE INSPECTION OF THE PARTICULAR TYPE

OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION.

PERFORM THE TYPES OF INSPECTIONS SPECIFIED. SEE THE

SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS FOR SPECIAL

INSPECTION AND TESTING.

NO. INSPECTION FREQUENCY CONT PERIODIC

STEEL CONSTRUCTION

1 MATERIAL VERIFICATION OF HIGH-STRENGTH BOLTS,

NUTS, WASHERS AND HEADED STUDS:

A. IDENTIFICATION MARKINGS TO CONFORM TO

ASTM STANDARDS SPECIFIED IN THE APPROVED

CONSTRUCTION DOCUMENTS

X

B. MANUFACTURER’S CERTIFICATE OF COMPLIANCE

REQUIRED. X

2 INSPECTION OF HIGH-STRENGTH BOLTING:

A. SNUG-TIGHT JOINTS X

B. PRETENSIONED AND SLIP-CRITICAL JOINTS USING

TURN-OF-NUT WITH MATCHMARKING, TWIST-OFF

BOLT OR DIRECT TENSION INDICATOR METHODS OF

INSTALLATION

X

C. PRETENSIONED AND SLIP-CRITICAL JOINTS USING

TURN-OF-NUT WITHOUT MATCHMARKING OR

CALIBRATED WRENCH METHODS OF INSTALLATION

X

3 MATERIAL VERIFICATION OF STRUCTURAL STEEL:

A. FOR STRUCTURAL STEEL, IDENTIFICATION

MARKINGS TO CONFORM TO AISC 360 X

B. FOR OTHER STEEL, IDENTIFICATION MARKINGS TO

CONFORM TO ASTM STANDARDS SPECIFIED IN THE

APPROVED CONSTRUCTION DOCUMENTS

X

C. MANUFACTURER’S CERTIFIED TEST REPORTS X

4 MATERIAL VERIFICATION OF WELD FILLER

MATERIALS:

A. IDENTIFICATION MARKINGS TO CONFORM TO AWS

SPECIFICATION IN THE APPROVED CONSTRUCTION

DOCUMENTS

X

B. MANUFACTURER’S CERTIFICATE OF COMPLIANCE

REQUIRED X

5 INSPECTION OF WELDING:

A. STRUCTURAL STEEL

1) COMPLETE AND PARTIAL JOINT PENETRATION

GROOVE WELDS X

2) MULTIPASS FILLET WELDS X

3) SINGLE-PASS FILLET WELDS GREATER THAN 8MM

(5/16") X

4) SINGLE-PASS FILLET WELDS LESS THAN OR

EQUAL TO 8MM (5/16") X

B. REINFORCING STEEL:

1) VERIFICATION OF WELDABILITY OF REINFORCING

STEEL OTHER THAN ASTM A 706 X

2) REINFORCING STEEL RESISTING FLEXURAL AND

AXIAL FORCES IN INTERMEDIATE AND SPECIAL

MOMENT FRAMES, AND BOUNDARY ELEMENTS OF

SPECIAL STRUCTURAL WALLS OF CONCRETE AND

SHEAR REINFORCEMENT

X

3) SHEAR REINFORCEMENT X

4) OTHER REINFORCING STEEL, HEADED STUDS X

6 INSPECTION OF STEEL FRAME JOINT DETAILS FOR

COMPLIANCE:

A. DETAILS SUCH AS BRACING AND STIFFENING X

B. MEMBER LOCATIONS X

C. APPLICATION OF JOINT DETAILS AT EACH

CONNECTION X

CONCRETE CONSTRUCTION

1 INSPECTION OF REINFORCING STEEL, INCLUDING

PRESTRESSING TENDONS, AND PLACEMENT. X

INSPECTION OF REINFORCING STEEL WELDING IN

ACCORDANCE WITH INSPECTION FOR STEEL

CONSTRUCTION

INSPECTION OF BOLTS TO BE INSTALLED IN

CONCRETE PRIOR TO AND DURING PLACEMENT OF

CONCRETE

X

FOUNDATION NOTES

1. FOOTING EXCAVATION

DURING CONSTRUCTION, THE FOLLOWING FOOTING EXCAVATION AND

RECOMPACTION PROCEDURES SHOULD BE FOLLOWED.

(A) WHERE THE FOOTING EXCAVATION EXPOSES HARD CORALLINE

LIMESTONE ROCK MASS (NOT BOULDERS), THE EXCAVATION MAY BE

TERMINATED AFTER REACHING THE DESIGNED FOOTING DEPTH,

PROVIDED THE HARD ROCK IS VERIFIED BY THE GEOTECHNICAL

ENGINEER. IF THE EXPOSED ROCK SURFACE IS HARD AND UNEVEN,

LEVEL IT WITH LEAN CONCRETE OR SAND-CEMENT MIXTURE HAVING AT

LEAST 1000 PSI (POUNDS PER SQUARE INCH) 28-DAY COMPRESSIVE

STRENGTH. THE LEVELING PROCEDURE SHOULD BE PERFORMED

SEPARATELY AND BEFORE PLACING REINFORCING STEEL BARS AND

FOUNDATION CONCRETE.

(B) IF THE EXPOSED SURFACE IS WEAK TO VERY WEAK, NATIVE

CORALLINE LIMESTONE TESTED TO BE LESS THAN 100 PERCENT OF ITS

MAXIMUM DRY DENSITY, IT SHOULD BE CAREFULLY EXCAVATED UNTIL

THE EXPOSED SURFACE IS TESTED TO HAVE 100 PERCENT OF ITS

MAXIMUM DRY DENSITY TO BE VERIFIED BY THE GEOTECHNICAL

ENGINEER. HOWEVER, THE MAXIMUM DEPTH OF THIS EXCAVATION CAN

BE LIMITED TO 1.5 TIMES THE FOOTING WIDTH DIRECTLY ABOVE,

BELOW THE FOOTING BOTTOM. THEREAFTER, SCARIFY AND LEVEL THE

EXPOSED, APPROXIMATELY 6 INCHES, MOISTURE CONDITION AS

NECESSARY AND COMPACT TO AT LEAST 95 PERCENT OF ITS MAXIMUM

DRY DENSITY WITH A UNIFORM, DENSE AND UNYIELDING SURFACE.

THEN BACKFILL WITH APPROVED LIMESTONE SAND/GRAVEL SOIL IN

8-INCH LOOSE LAYERS; MOISTURE CONDITION THE BACKFILL SOIL AS

NECESSARY AND COMPACT TO 100 PERCENT OF ITS MAXIMUM DRY

DENSITY WITH A UNIFORM, DENSE, AND NONYIELDING SURFACE.

HOWEVER, COMPACTION OF THE BACKFILL MORE THAN 3 FEET BELOW

THE FOOTING BOTTOM CAN BE 95 PERCENT OF ITS MAXIMUM DRY

DENSITY.

THE ABOVE FOOTING SUBGRADE IMPROVEMENT SHOULD EXTEND AT

LEAST TWO FEET WIDER BEYOND THE EDGES OF THE FOOTINGS, OR

ONE FOOT WIDER IF THE FOOTING WIDTH IS LESS THAN 3 FEET.

THE FOOTING EXCAVATED SOILS CONSISTING OF LIMESTONE

SAND/GRAVEL SOILS MEETING THE BACKFILL SOIL REQUIREMENTS MAY

BE REUSED FOR THE ABOVE BACKFILL.

(C) WHERE THE FOOTING EXCAVATION EXPOSES MODERATELY HARD

CORALLINE LIMESTONE OR DENSE TO VERY DENSE SILTY LIMESTONE

SAND/GRAVEL TESTED TO HAVE 100 PERCENT OF ITS MAXIMUM DRY

DENSITY, TO BE VERIFIED BY THE GEOTECHNICAL ENGINEER. THE

EXCAVATION MAY BE TERMINATED.

IF THE TEST RESULT IS LESS THAN 100 PERCENT MAXIMUM DRY

DENSITY, EXCAVATE FURTHER UNTIL HITTING 100 PERCENT MAXIMUM

DRY DENSITY OR A MAXIMUM OF 3 FEET BELOW THE FOOTING BOTTOM,

AND APPLY THE PROCEDURE DESCRIBED IN ITEM (B) ABOVE FOR

BACKFILLING.

AS AN OPTION, BACKFILL FOR FOOTING EXCAVATIONS CAN BE

CONCRETE FLOWABLE FILL HAVING AT LEAST 1000 PSI, 28-DAY

COMPRESSIVE STRENGTH THAT WILL HARDEN WITHIN 12 HOURS

AFTER PLACEMENT.

2. FOUNDATION PROBES

DRILLING PROBE HOLES AT BUILDING FOOTING BOTTOMS TO DETECT

ANY SIGNIFICANT SIZE CAVITIES OR WEAK SOIL POCKETS.

THERE SHOULD BE ONE PROBE HOLE TO BE DRILLED AT EACH INDIVIDUAL FOOTING

BOTTOM FOR EACH 225 SQUARE FEET OF FOOTING AREA AND REMAINING BALANCE

OF EACH FOUNDATION FOOTING, AND AT LEAST ONE PROBE FOR FOOTINGS

SMALLER THAN 225 SQUARE FEET. THE PROBES SHOULD BE DRILLED TO 30 FEET

DEEP BELOW THE FOOTING BOTTOM. FOR CONTINUOUS FOOTINGS, DRILL PROBE

HOLES AT 10-FOOT CENTERS, APPROXIMATELY ALONG THE CENTER LINES OF THE

CONTINUOUS FOOTINGS, ALL TO MINIMUM 20 FEET BELOW THE CONTINUOUS

FOOTING BOTTOMS. IF CAVITY IS FOUND, ADDITIONAL PROBE DRILLING MAY BE

NEEDED TO DETERMINE THE EXTENT OF THE CAVITIES.

SIGNIFICANT CAVITIES, IF ENCOUNTERED, SHOULD BE GROUT BACKFILLED UNDER

AT LEAST 40 PSI AIR PRESSURE. WEAK SOIL OR SILT POCKETS THAT WILL AFFECT

THE FOUNDATION PERFORMANCE SHOULD BE EXCAVATED AND REPLACED WITH

FLOWABLE FILL AT LEAST 1000 PSI AT 28-DAY AGE, OR SUITABLE BACKFILL

COMPACTED TO AT LEAST 95 PERCENT OF ITS MAXIMUM DRY DENSITY. THE

REMAINING PROBE HOLES SHOULD BE BACKFILLED WITH HIGH SLUMP

SAND-CEMENT MIXTURE OR LOW STRENGTH CONCRETE WITH AT LEAST 1000 PSI

28-DAY COMPRESSIVE STRENGTH; THE BACKFILL CAN BE POURED INTO THE PROBE

HOLES RATHER SLOWLY BY GRAVITY FROM ONE SIDE OF THE PROBE HOLES TO

AVOID TRAPPING AIR, AND THE VOLUME OF EACH PROBE HOLE BACKFILL SHOULD

BE CHECKED TO VERIFY THAT THE PROBE HOLES ARE FULLY BACKFILLED.

THE PROBE DRILLING AND BACKFILLING SHOULD BE PERFORMED UNDER FULL TIME

INSPECTION OR SUPERVISION OF A QUALIFIED GEOTECHNICAL ENGINEER OR

GEOLOGIST, OR HIS REPRESENTATIVE. PROBE DRILLING RECORDS SUCH AS DRILL

RATES (IN MINUTES PER FOOT DRILLED), DRILLING BEHAVIOR, OBSERVATION OF

DRILL CUTTINGS, AND AMOUNT OF CEMENT GROUT AND/OR FLOWABLE FILL FOR

BACKFILLING EACH PROBE HOLE, SHOULD BE EVALUATED BY THE GEOTECHNICAL

ENGINEER.

3. MINIMUM FOOTING EMBEDMENT BELOW LOWEST ADJACENT FINAL GRADE IS 3

FEET.

4. SLAB ON GRADE (GROUND FLOOR SLAB)

THE CONCRETE ON-GRADE SLABS SHOULD BE UNDERLAIN WITH 6 INCHES THICK OF

DENSELY COMPACTED, AGGREGATE BASE COURSE HAVING AT LEAST 98 PERCENT

OF ITS MAXIMUM DRY DENSITY. ALTERNATIVELY, THE SLABS MAY BE UNDERLAIN

WITH 4-INCH THICK OF 3/4-INCH MAXIMUM SIZE CONCRETE COARSE AGGREGATE,

UNIFORMLY SPREAD, MOISTURE CONDITIONED AS NECESSARY AND COMPACTED

TO DENSE AND NONYIELDING EQUIVALENT TO 98 PERCENT OF ITS MAXIMUM DRY

DENSITY.

THE BASE COURSE OR AGGREGATE SHOULD BE COVERED WITH A 15 MIL VAPOR

BARRIER (AGAINST MOISTURE MIGRATION) BEFORE PLACING CONCRETE.

5. DESIGN PARAMETERS:

1.) ALLOWABLE SUBGRADE BEARING PRESSURES

DEAD PLUS LIVE LOADS 4000 PSF

(PSF = POUNDS PER SQUARE FOOT)

TOTAL DESIGN LOADS, INCLUDING 5330 PSF

WIND OR SEISMIC FORCES

2.) RESISTANCE TO LATERAL LOADS

FRICTION ACROSS FOOTING BOTTOMS (PERCENT

OF DEAD LOADS AT FOOTING BOTTOMS) 35

PASSIVE SOIL RESISTANCE AGAINST ONE FACE

OF THE FOOTINGS (UNIFORM WITH DEPTH FOR

DENSELY COMPACTED SAND/GRAVEL SOILS

AROUND THE FOOTINGS. IGNORE TOP ONE FOOT

IF IT IS NOT DIRECTLY COVERED WITH CONCRETE

SLAB OR ASPHALT PAVEMENT), 1000 PSF

3.) MODULUS OF SUBGRADE REACTION 600 KCF

(KCF = KIPS PER SQUARE FOOT PER FOOT OF

DEPTH OR KIPS PER CUBIC FOOT)

S-003

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17195925

JACOBS/BURNS & MCDONNELL, A JOINT VENTURE

155 NORTH LAKE AVENUE

PASADENA, CA 91101 USA

SHEET OF

NAVFAC DRAWING NO.

CONSTR. CONTR. NO.

EPROJECT NO.

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AN

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AR

IA

N

AS

CHIEF ENG/ARCH

BRANCH MANAGER

PM/DM

DES DRW CHK

SATISFACTORY TO DATE

ACTIVITY

FOR COMMANDER NAVFAC

APPROVED

SY

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C R

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AP

PR

1 2 3 4 5

D

C

B

A

1 2 3 4 5

D

C

B

A

BZ ZKS AAY

SCALE(S) AS NOTED ON THIS SHEET ARE BASED ON FULL SIZE ANSI D (22" x 34") SHEET.

AS SHOWN

JEG NO. FDWD7921

1342285

C

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A

EAC STOR

OPS OFFICE

EAC VAULT

GENERATOR

ROOM

MECHANICAL

ELEC

136 COMM

SECURITY

ENTRY

VESTIBULE

MEN

WOMEN

ENTRAP

FLIGHT

PLANNING

SORTS

CP SUPER

CP OIC

RADIO EQUIP

EAC TR

CAT

TSWA/

OFFICE

SVTC SUITE

CORR.

CORR.

CORRIDOR

EOC

EOC FLEX

MOS/ CBRNE

BREAK

UPS

JAN

TRAINING

OFFICE

CAT STOR

EOC STOR

BREAK

WEATHER

ENCLOSURE

WEATHER

ENCLOSURE

TOILET

EAC

TRAINING

TRANSFORMER

ENCLOSURE

MECHANICAL

YARD

WEATHER

ENCLOSURE

A-411

A-411

A-451

A-451

A-461

A-461

A-461

9A

5A

4A

136A

7A

138A

112A

111A 10 6A

102A

124A

125A

110A 109A

133A

118A

0A

131A

9A

8A

7A

143A

122A

120A

7B

7A

7A

8A

A-401

A-402

A-401

A-402

A-402

EAC

CONTROLLERS

A-402

A-401

110B

(1 9'

5"

(4 1 '

3 / 8"

(3 6 '

5/ 8"

(1 6 '

(1

9"

B

1 3

C

D

E

(45' - 8 7/8")

13940

(17' - 1 3/8")

(33' - 6 3/4")

10230

(2 9'

3/ 8"

(4 4 '

1/ 8"

(1 1 '

3 / 8"

132A

(6' - 11")

RO

(6' - 11")

RO

(1' - 9 1/8")

(1

9"

(1 9 '

9"

(1 1 '

5"

J1

C1

(15' - 5")

WEATHER

ENCLOSURE

147A

B3.A

B3.A

F3

A6 F3F3

(1

0"

143B

101A

126A

121A

(99' - 11")

30455

123A

2%

SL

O

PE

2%

SL

O

PE

(47' - 5 7/8")

14475

(52' - 5 1/8")

15980

146A

100A

(1' - 9 1/8")

(1' - 7 5/8")

101B

101C

140A 141A

(1 8'

3/ 4"

(1 0 '

1/ 2"

(1

9"

(1' - 9")

(1' - 9")

(3

1/

8 "

(7

5"

(8

4"

(1 1 '

8"

A-201

A-201

A-202

A-202

A-301

A-301

A-301

A-301

A-311

139B139C

A-312

(1' - 4 1/8")

(3' - 4 3/4")

(1' - 4 1/8")

(1' - 4 1/8")

410 (2' - 0 7/8")

A-501

R

EG

IS

TERED ARCH

IT

EC

T

S

T A T E O F T EXA

S

C H

R I S

TOP HER M .

S U

R L

E S

2 3 6 3 8

PLAN

NORTH

JACOBS/BURNS & MCDONNELL, A JOINT VENTURE

155 NORTH LAKE AVENUE

PASADENA, CA 91101 USA

SHEET OF

NAVFAC DRAWING NO.

CONSTR. CONTR. NO.

EPROJECT NO.

SCALE

AP

R

IN

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AL

LA

TI

ON

C

ON

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IA

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AR

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AN

DE

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EN

A

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IN

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R

IN

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AN

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AV

AL

F

AC

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IT

IE

S

EN

G

IN

EE

R

IN

G

C O

M M

AN

D

M

AR

IA

N

AS

CHIEF ENG/ARCH

BRANCH MANAGER

PM/DM

DES DRW CHK

SATISFACTORY TO DATE

ACTIVITY

FOR COMMANDER NAVFAC

APPROVED

SY

M

D

ES

C R

IP

TI

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PP

R

16 FEB 2017

1 2 3 4 5

D

C

B

A

1 2 3 4 5

D

C

B

A

SITE KEY PLAN

SCALE(S) AS NOTED ON THIS SHEET ARE BASED ON FULL SIZE ANSI D (22" x 34") SHEET.

FO

R

OF

FI

CI

AL

U

SE

O

NL

Y (F

OU

O)

AS SHOWN

JEG NO. FDWD7921

1342285

C

OVERALL

FIRE PROTECTION

N

N62742-10-D-0007

2/

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A-100

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FL

O O

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CMS BCG GFPR

17195954

KEYNOTES

102 305mm (12") CAST-IN-PLACE CONCRETE WALL, REFER

STRUCTURAL

104 CAST-IN-PLACE CONCRETE WEATHER ENCLOSURE,

REFER A-461

105 455mm (1'-6") RAISED ACCESS FLOORING; REFER A-541

135 ALIGN WALLS

136 FURNITURE LAYOUT, REFER INTERIORS

145 PLUMBING EQUIPMENT, REFER A-411 AND REFER

PLUMBING

1:100

2 8.4m4

1 : 100 1OVERALL FLOOR PLAN

GENERAL NOTES - OVERALL PLAN

A LEVEL 01 DATUM OF 0mm (0'-0") IS A RELATIVE ELEVATION;

ACTUAL FINISH FLOOR ELEVATION IS 175 METERS; REFER

CIVIL

B REFERENCE A-401 AND A-402 FOR ENLARGED PARTIAL

FLOOR PLANS

C REFERENCE G-005 LIFE SAFETY PLANS FOR FIRE RATED

BARRIERS

D REFER TO STRUCTURAL FOR CAST IN PLACE CONCRETE

DETAILS

E ROOM NUMBERS 113-116 NOT USED

F DOWNSPOUTS FOR BASE BID SHOWN; REFER TO A-201A ,

A-202A, AND 10/A-501 FOR OPTIONAL LAYOUTS

S

TA T E O F T EXA

S

2 3 6 3 8

B

EN

BO Z HO

U

PROFESS I ONAL ENG

I N

EE

R

CE

RT

I I CATE

G UA M

No. 1884

(Structural)

EXP. 4/30/2017

F

1WALL ELEVATION ALONG GRID LINE "A"

BO Z HO

U

PROFESS I ONAL ENG

I N

EE

R

CE

RT

I I CATE

G UA M

No. 1884

(Structural)

EXP. 4/30/2017

F

1WALL REINF ALONG GRID "A"

2PARTIAL WALL ELEV - REINF @ VENT OPNG'S 3ENTRY WEATHER ENCLOSURE - SIDE WALL REINF ELEV

BO Z HO

U

PROFESS I ONAL ENG

I N

EE

R

CE

RT

I I CATE

G UA M

No. 1884

(Structural)

EXP. 4/30/2017

F

1WEATHER ENCLOSURE WALL REINF

2SECTION

BO Z HO

U

PROFESS I ONAL ENG

I N

EE

R

CE

RT

I I CATE

G UA M

No. 1884

(Structural)

EXP. 4/30/2017

1BUILDING SECTION A

BO Z HO

U

PROFESS I ONAL ENG

I N

EE

R

CE

RT

I I CATE

G UA M

No. 1884

(Structural)

EXP. 4/30/2017

1BUILDING SECTION B

LEVEL 01

0(0'-0")

T.O. ENTRY

4255(13'-11 1/2")T.O. ENCLOSURE

3655 (12'-0")

1 32

T.O. LOWER ROOF

5625(18'-5 1/2")

A-461

(1

0"

(3

7/

8"

(1 4'

-1

3/ 8"

LVR-9A

(2' - 5 7/8")

RO

(1

1/

2"

R O

(1 2'

-9

LVR-5A

A-301

A-301

A-312

T.O. PARAPET

9595(31'-6")

(1

3/

8"

(1 1'

-0 1/

8"

(3' - 4 3/4")

(1' - 4 1/8")

(4' - 3 1/8")

A

LEVEL 01

0(0'-0")

T.O. ENCLOSURE

3655(12'-0")

B C D E

T.O. LOWER ROOF

5625(18'-5 1/2")

A-461

A-461

(1 1'

-1

7/ 8"

(1 0'

-0 7/

8"

A-451

LVR-4A

132 104

LVR-8A

(3

7/

8"

(1 4'

-1

1/ 2"

TYP

(8' - 6 3/8")

RO

(5

7/

8"

(7

7"

R O

(2' - 0")

(1

1/

2"

(1 2'

-9

A-301

A-301

T.O. PARAPET

9595(31'-6")

R

EG

IS

TERED ARCH

IT

EC

T

S

T A T E O F T EXA

S

C H

R I S

TOP HER M .

S U

R L

E S

2 3 6 3 8

JACOBS/BURNS & MCDONNELL, A JOINT VENTURE

155 NORTH LAKE AVENUE

PASADENA, CA 91101 USA

SHEET OF

NAVFAC DRAWING NO.

CONSTR. CONTR. NO.

EPROJECT NO.

SCALE

AP

R

IN

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LA

TI

ON

C

ON

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OR

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IN

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O M

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AC

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IT

IE

S

EN

G

IN

EE

R

IN

G

C O

M M

AN

D

M

AR

IA

N

AS

CHIEF ENG/ARCH

BRANCH MANAGER

PM/DM

DES DRW CHK

SATISFACTORY TO DATE

ACTIVITY

FOR COMMANDER NAVFAC

APPROVED

SY

M

D

ES

C R

IP

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O N

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AT

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PP

R

16 FEB 2017

1 2 3 4 5

D

C

B

A

1 2 3 4 5

D

C

B

A

SCALE(S) AS NOTED ON THIS SHEET ARE BASED ON FULL SIZE ANSI D (22" x 34") SHEET.

FO

R

OF

FI

CI

AL

U

SE

O

NL

Y (F

OU

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AS SHOWN

JEG NO. FDWD7921

1342285

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FIRE PROTECTION

N62742-10-D-0007

2/

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:0

AM

A-202

EX

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AS

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BI

D

Designer Author Checker

17195960

GENERAL NOTES - ELEVATIONS

A REFER TO A-610 FOR DOOR TYPES

B REFER TO A-641 FOR LOUVER TYPES

C REFER TO I-602 FOR EXTERIOR AND INTERIOR FINISH

SCHEDULE

D PROVIDE SILICONE BASED ELASTOMERIC COATING OVER

ALL EXTERIOR CONCRETE SURFACES (REFER TO I-602)

E ALL EXTERIOR DOORS TO BE HOT-DIPPED GALVANIZED AND

PAINTED. (REFER TO I-602)

F REFER TO A-551 FOR EXTERIOR FORMWORK ELEVATION

DETAILS

KEYNOTES

104 CAST-IN-PLACE CONCRETE WEATHER ENCLOSURE, REFER

A-461 107 BUILT IN CONCRETE GUTTER WITH 150mm (6") DIA PVC

DOWNSPOUT INTEGRATED INTO CONCRETE PILASTER;

1/A-531A

109 MASS NOTIFICATION DEVICE, REFER FIRE PROTECTION

115 155mm x 305mm (6" x 12") SCUPPER (BEYOND) 116 155mm x 305mm (6" x 12") OVERFLOW SCUPPER 117 50mm x 150mm (2" x 6") VENTILATION OPENING CENTERED

ON CONCRETE PLIASTER

132 LIGHT FIXTURE, REFER ELECTRICAL (TYP)

203 50mm (2") RECESSED CONCRETE REVEAL

226 ALL ANTENNA TO BE WALL MOUNTED AND EXTEND PAST

CONCRETE GUTTER, ATTACHED WITH GALVANIZED METAL

FRAMING; REFER TO BASE STANDARDS FOR TYPES AND

LOCATION

245 GFRC ACCESS PANEL DOOR

311 CLEAN OUT CAST IN TO PILASTER, REFER PLUMBING

317 FINISH GRADE, REFER CIVIL

1:100

2 8.4m4

1 : 100 1

EXTERIOR ELEVATION -

WEST

1 : 100 2

EXTERIOR ELEVATION -

NORTH

S

TA T E O F T EXA2 3 6 3 8

B21004 NEW

LOCATION

LEVEL 01

0(0'-0")

T.O. ENTRY

4255(13'-11 1/2")

T.O. CONC ROOF RIDGE

14415(47'-3 1/2")

A-301A

A-301A

T.O. ENCLOSURE

3655 (12'-0")

1 32

107 TYP

A-461

T.O. CONC ROOF EAVE

10605(34'-9 1/2")

(1

5/

8"

(5 3/

4"

(1

3/

4"

R O

,T

YP

(1 3'

-2

(3

7/

8"

(1 4'

-1

3/ 8"

1: 4

1: 4

SLOPE

SLOPE

LVR-9A

(3' - 7 1/4")

(11")

(20' - 7 1/2")

(2' - 5 7/8")

RO

(22' - 5 1/4")

(2' - 5 7/8")

(2

7/

8"

(2 8'

-0

144A

A-312A

T.O. LOWER ROOF

5625(18'-5 1/2")245

TYP

(1

1/

2"

R O

(1 2'

-9

LVR-5A

LVR-25C LVR-26C LVR-27C LVR-28C LVR-29C

LVR-30C LVR-31C

LVR-32C LVR-33C LVR-34C LVR-35C LVR-36C226

(1' - 8 1/8")

(2' - 5 3/4")

(2' - 5 1/2")

TYP

(5' - 0 3/8")

RO, TYP

(1' - 8 1/8")

(11")

(3' - 7 1/2")

A

LEVEL 01

0(0'-0")

T.O. CONC ROOF RIDGE

14415(47'-3 1/2")

A-301A

A-301A

A-461

A-461

T.O. ENCLOSURE

3655(12'-0")

(1 1'

-1

7/ 8"

(1 0'

-0 7/

8"

B C D E

A-451

LVR-4A

T.O. CONC ROOF EAVE

10605(34'-9 1/2")

1: 41: 4

SLOPESLOPE

LVR-8A

(1

5/

8"

(1 4'

-8 3/

8"

(3

7/

8"

(1 4'

-1

1/ 2"

T.O. LOWER ROOF

5625(18'-5 1/2")

311 TYP

(3' - 1 3/8") 950 (11")

(3' - 11 1/4")

(8' - 6 3/8")

RO

(5

7/

8"

(7

7"

R O

(2' - 0")

(4' - 0 1/4")

(11")

(3' - 0 5/8")

(1

1/

2"

(1 2'

-9

R

EG

I S

TERED ARCH

IT

EC

T

S

T A T E O F T EXA

S

C H

R I S

TOP HER M .

S U

R L

E S

2 3 6 3 8

JACOBS/BURNS & MCDONNELL, A JOINT VENTURE

155 NORTH LAKE AVENUE

PASADENA, CA 91101 USA

SHEET OF

NAVFAC DRAWING NO.

CONSTR. CONTR. NO.

EPROJECT NO.

SCALE

AP

R

IN

ST

AL

LA

TI

ON

C

ON

TR

OL

C

EN

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M

CA

F

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AM

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AR

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EN

T

O F

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JR

M-

AN

DE

RS

EN

A

IR

F

OR

CE

B

AS

E

N

AV

AL

F

AC

IL

IT

IE

S E

N G

IN

EE

R

IN

G C

O M

M

AN

D

N

AV

AL

F

AC

IL

IT

IE

S

EN

G

IN

EE

R

IN

G

C O

M M

AN

D

M

AR

IA

N

AS

CHIEF ENG/ARCH

BRANCH MANAGER

PM/DM

DES DRW CHK

SATISFACTORY TO DATE

ACTIVITY

FOR COMMANDER NAVFAC

APPROVED

SY

M

D

ES

C R

IP

TI

O N

D

AT

E A

PP

R

16 FEB 2017

1 2 3 4 5

D

C

B

A

1 2 3 4 5

D

C

B

A

SCALE(S) AS NOTED ON THIS SHEET ARE BASED ON FULL SIZE ANSI D (22" x 34") SHEET.

FO

R

OF

FI

CI

AL

U

SE

O

NL

Y (F

OU

O)

AS SHOWN

JEG NO. FDWD7921

1342285

C

FIRE PROTECTION

N62742-10-D-0007

2/

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9:

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AM

A-202A

EX

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PT

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S 1-

CMS BCG GFPR

17195961

1 : 100 1

EXTERIOR ELEVATION -

WEST

1 : 100 2

EXTERIOR ELEVATION -

NORTH 0

1:100 2 8.4m4

KEYNOTES

104 CAST-IN-PLACE CONCRETE WEATHER ENCLOSURE, REFER

A-461 107 BUILT IN CONCRETE GUTTER WITH 150mm (6") DIA PVC

DOWNSPOUT INTEGRATED INTO CONCRETE PILASTER;

1/A-531A

109 MASS NOTIFICATION DEVICE, REFER FIRE PROTECTION

132 LIGHT FIXTURE, REFER ELECTRICAL (TYP)

203 50mm (2") RECESSED CONCRETE REVEAL

226 ALL ANTENNA TO BE WALL MOUNTED AND EXTEND PAST

CONCRETE GUTTER, ATTACHED WITH GALVANIZED METAL

FRAMING; REFER TO BASE STANDARDS FOR TYPES AND

LOCATION

245 GFRC ACCESS PANEL DOOR

311 CLEAN OUT CAST IN TO PILASTER, REFER PLUMBING

317 FINISH GRADE, REFER CIVIL

426 CONCRETE ROOFING TILE ON 40 MIL SELF-ADHERING

MEMBRANE UNDERLAYMENT ON ASPHALT PRIMER AS

SPECIFIED

GENERAL NOTES - ELEVATIONS

A OPTION 1: CONCRETE UPPER ROOF WITH SILICONE

ELASTOMERIC ROOF COATING, REFER A-142 SIM

B OPTION 2: CONCRETE UPPER ROOF WITH PREFINISHED

METAL SIMULATED ROOF TILE, REFER A-142 AND DETAILS

1-4/A-531

C OPTION 3: CONCRETE UPPER ROOF WITH CONCRETE ROOF

TILES, REFER A-142 AND DETAILS 1-4/A-531A

D REFER TO A-610 FOR DOOR TYPES

E REFER TO A-641 FOR LOUVER TYPES

F REFER TO I-602 FOR EXTERIOR AND INTERIOR FINISH

SCHEDULE

G PROVIDE SILICONE BASED ELASTOMERIC COATING OVER

ALL EXTERIOR CONCRETE SURFACES (REFER TO I-602)

H ALL EXTERIOR DOORS TO BE HOT-DIPPED GALVANIZED AND

PAINTED. (REFER TO I-602)

J REFER TO A-551 FOR EXTERIOR FORMWORK ELEVATION

DETAILS

TA T E O F T EXA2 3 6 3 8

A

B

1 3

C

D

E

1:

1:

SL

O

PE

SL

O

PE

(19' - 0 1/2")

T.O. RIDGE

(18' - 5 1/2")

(31' - 6")

T.O. PARAPET

BASE BID

(3' - 6 3/4")

(1' - 0 1/4")

(8 1/2")

(1' - 0") 305 (43' - 2 1/4")

13165

(1' - 0")

(43' - 1 7/8")

13155

(1' - 0") 305 (5' - 3 3/8")

(3' - 6 3/4")

(1' - 0 1/4")

(8 1/2")

(1' - 0")

(43' - 10 1/8")

13365

(1' - 0")

(43' - 10")

13360 (1' - 0")

(8 1/2")

(1' - 0 1/4")

(2' - 2 3/4")

112 116 116

116 112

118118

128128

116116

A

B

1 3

C

D

E

(45' - 8 7/8")

13940

(17' - 1 3/8")

(33' - 6 3/4")

10230

(1 9'

-5

(4 1 '

-1

3 / 8"

(3 6 '

-4 5/

8"

(1 6 '

-1 0"

A-531A

TYP

A-201

A-201

A-202

A-202 1 1

A-301

A-301

A-301

A-301

A-311

A-312

(31' - 6")

T.O. PARAPET

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JACOBS/BURNS & MCDONNELL, A JOINT VENTURE

155 NORTH LAKE AVENUE

PASADENA, CA 91101 USA

SHEET OF

NAVFAC DRAWING NO.

CONSTR. CONTR. NO.

EPROJECT NO.

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SITE KEY PLAN

SCALE(S) AS NOTED ON THIS SHEET ARE BASED ON FULL SIZE ANSI D (22" x 34") SHEET.

FO

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AS SHOWN

JEG NO. FDWD7921

1342285

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OVERALL

FIRE PROTECTION

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2/

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A-141

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CMS BCG GFPR

17195956

KEYNOTES

112 155mm x 305mm (6" x 12") SCUPPER THROUGH WALL; INTO

150mm (6") DIA PVC DOWNSPOUT INTEGRATED INTO

CONCRETE PILASTER

116 155mm x 305mm (6" x 12") OVERFLOW SCUPPER 118 LEAN CONCRETE TOPPING ON 1065mm MAIN ROOF, SLOPED 1:100; REFER A-141

128 SILICONE BASED ELASTOMERIC COATING OVER

CONCRETE ROOF DECK (P-5) (TYP.)

277 LINE OF WALL (BELOW)

339 CONCRETE TRUSS ASSEMBLY IN OPTIONS 1-3 ONLY;

REFER STRUCTURAL

354 BUILT IN CONCRETE GUTTER WITH 150mm(6") DIA PVC

DOWNSPOUT INTO CONCRETE PILASTER

426 CONCRETE ROOFING TILE ON 40 MIL SELF-ADHERING

MEMBRANE UNDERLAYMENT ON ASPHALT PRIMER AS

SPECIFIED

880 ROOF VENT, REFER 4/A-541 (TYP)

1:100

2 8.4m4

GENERAL NOTES - ROOF PLAN

A PROVIDE SILICONE BASED ELASTOMERIC COATING OVER

ALL EXTERIOR CONCRETE SURFACES

B GALVANIZED METAL ANGLE TRIPOD ANTENNAS AND

TRIPOD SUPPORTS ARE GOVERNMENT

FURNISHED/GOVERNMENT INSTALLED. CONTRACTOR

SHALL INSTALL SLEEVE PENETRATIONS AT LOCATIONS

COORDINATED WITH THE CONTRACTING OFFICER

1 : 200 2

OVERALL ROOF PLAN -

BELOW FINS

1 : 100 1

OVERALL ROOF PLAN -

ABOVE FINS

A-201A

A-201A

A-202A

A-202A

A

A-301A

A-301A

A-301A

A-301A

B

1 3

C

D

E

1: 4 1: 4 1:

SLOPESLOPE

SL

O

PE

SL

O

PE

1:

(45' - 8 7/8")

13940

(17' - 1 3/8")

(33' - 6 3/4")

10230

(1 9'

-5

(4 1 '

-1

3 / 8"

(3 6 '

-4 5/

8"

(1 6 '

-1 0"

14412 (47'-3 1/2")

T.O. RIDGE

T.O. ROOF EAVE

(34'-9 1/2")

A-531A

TYP

A-312A

106045

(6' - 1 3/8")

(4' - 9 1/2")

(6' - 1 3/8")

(4' - 9 1/2")

(2

0"

(T

YP

(2

0"

(T

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(2

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(T

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(2

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(T

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(1

1/

8 "

(1

1/

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C H

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TOP HER M .

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2 3 6 3 8

PLAN

NORTH

JACOBS/BURNS & MCDONNELL, A JOINT VENTURE

155 NORTH LAKE AVENUE

PASADENA, CA 91101 USA

SHEET OF

NAVFAC DRAWING NO.

CONSTR. CONTR. NO.

EPROJECT NO.

SCALE

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16 FEB 2017

1 2 3 4 5

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SITE KEY PLAN

SCALE(S) AS NOTED ON THIS SHEET ARE BASED ON FULL SIZE ANSI D (22" x 34") SHEET.

FO

R

OF

FI

CI

AL

U

SE

O

NL

Y (F

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AS SHOWN

JEG NO. FDWD7921

1342285

C

OVERALL

FIRE PROTECTION

N

N62742-10-D-0007

2/

/2

9:

:4

AM

A-142

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17195957

1 : 100 1OVERALL ROOF PLAN

GENERAL NOTES - ROOF PLAN

A OPTION 1: CONCRETE UPPER ROOF WITH SILICONE

ELASTOMERIC ROOF COATING, REFER A-142 SIM

B OPTION 2: CONCRETE UPPER ROOF WITH PREFINISHED

METAL SIMULATED ROOF TILE, REFER A-142 AND DETAILS

1-4/A-531

C OPTION 3: CONCRETE UPPER ROOF WITH CONCRETE

ROOF TILES, REFER A-142 AND DETAILS 1-4/A-531A

D PROVIDE SILICONE BASED ELASTOMERIC COATING OVER

ALL EXPOSED CONCRETE SURFACES

E GALVANIZED METAL ANGLE TRIPOD ANTENNAS AND

TRIPOD SUPPORTS ARE GOVERNMENT

FURNISHED/GOVERNMENT INSTALLED. CONTRACTOR

SHALL INSTALL SLEEVE PENETRATIONS AT LOCATIONS

COORDINATED WITH THE CONTRACTING OFFICER

F CONCRETE ROOF TILE SYSTEM TO MATCH BASE

ARCHITECTURAL COMPATIBILITY DESIGN STANDARDS

AND MEET ASCE 7-10 WIND LOAD REQUIREMENTS FOR

COMPONENTS AND CLADDING 235 MPH EXPOSURE

CATEGORY C

KEYNOTES

277 LINE OF WALL (BELOW)

354 BUILT IN CONCRETE GUTTER WITH 150mm(6") DIA PVC

DOWNSPOUT INTO CONCRETE PILASTER

426 CONCRETE ROOFING TILE ON 40 MIL…