N4008519R9186_I_2019-04-24_CTF_Drawing_Set_OTS_Review.pdf

PDF 2 MB Posted Jun 6, 2019

Attached to: Industry Day on 19-20 June 2019 for P-409 Underwater Launch Test Facility (ULTF), Naval Support Activity Crane, Crane, IN
Solicitation number: N4008519R9186
Issued by: Department of the Navy Naval Facilities Engineering Command

About this file

Written by GovTribe AI · Dec 27, 2023

This document announces an industry day for a proposed military construction project at Naval Support Activity Crane in Crane, Indiana. The project involves construction of an Underwater Launch Test Facility including a 130-foot deep pool, operational support building, warehouse building, water treatment facility, and mechanical and electrical building. Supporting facilities include site work such as paving, utilities, and environmental mitigation. The magnitude of construction is estimated between $25 million and $100 million. The scope includes excavation of the 130-foot pit which may require soil/rock anchors and blasting, slurry wall construction, reinforced concrete structures, industrial utility systems, power extension, and water treatment facility construction. Preliminary design documents will be available on June 5, 2019. The industry day will provide an opportunity for contractors to learn about the project and ask questions on June 19-20, 2019 at a hotel near the Indianapolis airport. Responses are requested by June 12, 2019 to provide names of attending individuals. The Naval Facilities Engineering Command Mid-Atlantic will serve as the contracting office.

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File	Type	Posted
N4008519R9186 Amendment 0001.pdf	PDF	Dec 17, 2019
2019-12-04_VOL 1_SHEET 051-061_RFP PHASE I SUBMISSION.pdf	PDF	Dec 17, 2019
2019-12-04_VOL 1_SHEET 136-153_RFP PHASE I SUBMISSION.pdf	PDF	Dec 17, 2019
2019-12-04_VOL 1_SHEET 062-079_RFP PHASE I SUBMISSION.pdf	PDF	Dec 17, 2019
2019-12-04_VOL 1_SHEET 080-095_RFP PHASE I SUBMISSION.pdf	PDF	Dec 17, 2019
2019-12-04_VOL 1_SHEET 038-050_RFP PHASE I SUBMISSION.pdf	PDF	Dec 17, 2019
Amendment 0001.pdf	PDF	Dec 17, 2019
2019-12-04_VOL 1_SHEET 118-135_RFP PHASE I SUBMISSION.pdf	PDF	Dec 17, 2019
2019-12-04_VOL 1_SHEET 154-221_RFP PHASE I SUBMISSION.pdf	PDF	Dec 17, 2019
2019-12-04_VOL 1_SHEET 096-117_RFP PHASE I SUBMISSION.pdf	PDF	Dec 17, 2019
Sign-In Sheet.pdf	PDF	Dec 2, 2019
N4008519R9186_10038_20190415_Model.pdf	PDF	Jun 14, 2019
N4008519R9186_ULTF_-_Draft_Logs_061219.pdf	PDF	Jun 14, 2019
N4008519R9186_P-409_Industry_Day_Flyer_6-19-2019_Final.pdf	PDF	Jun 10, 2019
N4008519R9186_J_2019-04-24_CTF_Drawing_Set_OTS_Review.pdf	PDF	Jun 6, 2019
N4008519R9186_K_2019-04-24_CTF_Drawing_Set_OTS_Review.pdf	PDF	Jun 6, 2019
N4008519R9186_F_2019-04-24_CTF_Drawing_Set_OTS_Review.pdf	PDF	Jun 6, 2019
N4008519R9186_H_2019-04-24_CTF_Drawing_Set_OTS_Review.pdf	PDF	Jun 6, 2019
N4008519R9186_G_2019-04-24_CTF_Drawing_Set_OTS_Review.pdf	PDF	Jun 6, 2019
N4008519R9186_E_2019-04-24_CTF_Drawing_Set_OTS_Review.pdf	PDF	Jun 6, 2019
N4008519R9186_D_2019-04-24_CTF_Drawing_Set_OTS_Review.pdf	PDF	Jun 6, 2019
N4008519R9186_C_2019-04-24_CTF_Drawing_Set_OTS_Review.pdf	PDF	Jun 6, 2019
N4008519R9186_B_2019-04-24_CTF_Drawing_Set_OTS_Review.pdf	PDF	Jun 6, 2019
N4008519R9186_A_2019-04-24_CTF_Drawing_Set_OT_Review.pdf	PDF	Jun 6, 2019
N4008519R9186_P-409_Industry_Day_Flyer_6-19-2019_KRS4.pdf	PDF	May 20, 2019

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GENERAL NOTES:

1. ELEVATIONS INDICATED ON THE STRUCTURAL DRAWINGS ARE BASED ON AN ASSUMED TOP OF GROUND FLOOR

ELEVATION OF 0' - 0''. SEE CIVIL FOR ACTUAL ELEVATION BASED ON MEAN SEA LEVEL.

2. DETAILS, SECTIONS, AND NOTES SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL APPLY

TO SIMILAR SITUATIONS, UON.

3. NO CHANGE IN SIZE, DIMENSION OR POSITION OF STRUCTURAL ELEMENTS SHALL BE MADE WITHOUT THE

APPROVAL OF THE CONTRACTING OFFICER.

4. REVIEW AND VERIFY ALL EXISTING CONDITIONS AND ACTUAL EQUIPMENT DIMENSIONS USING APPROVED MANUFACTURER/VENDOR DRAWINGS PRIOR TO SUBMITTING SHOP DRAWINGS AND/OR STARTING CONSTRUCTION.

REPORT DISCREPANCIES TO THE CONTRACTING OFFICER.

5. REFER TO ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF OPENINGS, INSERTS, DEPRESSIONS, ETC. NOT SHOWN ON STRUCTURAL DRAWINGS. SUBMIT COORDINATED SHOP DRAWINGS SHOWING THE LOCATIONS OF ALL SUCH ITEMS. ANY ADDITIONAL OPENINGS NOT SHOWN ON SHOP

DRAWINGS WILL REQUIRE WRITTEN APPROVAL OF THE CONTRACTING OFFICER.

6. DO NOT REPRODUCE ANY PORTION OF THE STRUCTURAL CONTRACT DRAWINGS FOR RESUBMITTAL AS SHOP

DRAWINGS. SHOP DRAWINGS PRODUCED IN SUCH A MANNER WILL BE REJECTED AND RETURNED.

7. TAKE ALL MEASURES NECESSARY TO PROTECT EXISTING AND NEW UTILITIES, STRUCTURAL MEMBERS, FINISHES, ETC. ASSUME FULL RESPONSIBILITY FOR ANY DAMAGE DURING CONSTRUCTION. RESTORATION OF DAMAGED AREAS SHALL BE TO THE SATISFACTION OF THE CONTRACTING OFFICER, AT NO COST TO THE GOVERNMENT.

8. DO NOT SCALE THE DRAWINGS FOR PURPOSES OF OBTAINING DIMENSIONS. VERIFY ALL DIMENSIONS AND ELEVATIONS W/ARCHITECTURAL DRAWINGS AND NOTIFY CONTRACTING OFFICER OF ANY DISCREPANCY PRIOR TO CONSTRUCTION.

9. STORAGE, HANDLING, PREPARATION AND INSTALLATION OF ALL MATERIALS SHALL BE IN ACCORDANCE WITH MANUFACTURER'S/VENDOR'S PRINTED RECOMMENDATIONS UON ON THE DRAWINGS OR SPECIFICATIONS.

10. CONTRACTOR SHALL BE RESPONSIBLE FOR ANY AND ALL TEMPORARY BRACING AND SHORING AGAINST WIND, ERECTION AND CONSTRUCTION LOADS UNTIL ALL ELEMENTS, MEMBERS AND CONNECTIONS AS SHOWN ON THE DRAWINGS ARE

COMPLETELY INSTALLED.

CODES AND STANDARDS:

1. THE FOLLOWING CODES AND STANDARDS AS MODIFIED BY THE REFERENCED UFC PUBLICATIONS, INCLUDING ALL SPECIFICATIONS REFERENCED, APPLY TO THE DESIGN AND CONSTRUCTION OF THIS PROJECT:

a. IBC 2018, INTERNATIONAL BUILDING CODE

b. ASCE 7-16, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES

c. UFC 1-200-01, DOD BUILDING CODE (GENERAL BUILDING REQUIREMENTS), WITH CHANGE 2 (NOV. 1, 2018)

d. UFC 3-301-01, STRUCTURAL ENGINEERING, WITH CHANGE 4 (NOV. 1, 2018)

e. UFC 3-310-04, SEISMIC DESIGN OF BUILDINGS, WITH CHANGE 1 (JUNE 20, 2016)

f. UFC 3-220-01, GEOTECHNICAL ENGINEERING (NOV. 1, 2012)

g. ACI 301-16, SPECIFICATIONS FOR STRUCTURAL CONCRETE

h. ACI 318-14, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND COMMENTARY

i. ACI 360R-10, GUIDE TO DESIGN OF SLABS-ON-GROUND

j. AISC 360-16, SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS

k. AISI S100-16, NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS

l. AWS D1.1-15, STRUCTURAL STEEL WELDING CODE

DESIGN LOADS:

1. RISK CATEGORY II

2. DEAD LOADS

a. STRUCTURAL FRAMING ACTUAL WEIGHT

b. INSULATED METAL WALL PANELS 5 PSF

c. INSULATED METAL ROOF PANELS 5 PSF

d. SUSPENDED CEILING 5 PSF

e. MECH/ELEC/PLUMBING 10 PSF

3. FLOOR LIVE LOADS

a. GENERAL 100 PSF

b. FORKLIFT (MAX LIFT + DEAD) 6000 LB (TO BE VERIFIED)

4. ROOF LIVE LOAD 20 PSF

5. SNOW LOADS

a. GROUND SNOW LOAD, Pg 20 PSF

b. IMPORTANCE FACTOR, Is 1.0

c. EXPOSURE FACTOR, Ce 0.9

d. THERMAL FACTOR, Ct 1.0

e. FLAT ROOF SNOW LOAD, Pf 13 PSF

f. MINIMUM DESIGN LOAD 11 PSF

DESIGN ALSO CONSIDERS UNBALANCED SNOW LOADS PER ASCE 7-16 SECTION 7.6.

6. WIND

a. WIND SPEED 115 MPH

b. CLASSIFICATION PARTIALLY ENCLOSED

c. EXPOSURE C

d. DIRECTIONALITY FACTOR, Kd 0.85

e. TOPOGRAPHIC FACTOR, Kzt 1.0

f. GROUND ELEVATION FACTOR, Ke 1.0

g. INTERNAL PRESSURE COEFFICIENT +/-0.55

BUILDING COMPONENTS & CLADDING LOADS ARE PER ASCE 7-16 CHAPTER 30.

7. SEISMIC

a. IMPORTANCE FACTOR, Ie 1.0

b. SITE SOIL CLASSIFICATION D (ASSUMED)

c. MAPPED SPECTRAL ACCELERATION

Ss (SHORT PERIOD) 0.29g S1 (1-SECOND PERIOD) 0.12g

d. SEISMIC DESIGN CATEGORY C

e. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE

f. LATERAL LOAD RESISTING SYSTEM STEEL SYSTEM NOT SPECIFICALLY

DETAILED FOR SEISMIC RESISTANCE

g. RESPONSE MODIFICATION COEF, R 3.0

h. SYSTEM OVERSTRENGTH FACTOR, Ωo 3.0

i. DEFLECTION AMPLIFICATION FACTOR, Cd 3.0

j. DESIGN SEISMIC RESPONSE COEFFICIENT, Cs 0.101

k. SEISMIC BASE SHEAR 73 k

FOUNDATIONS AND EARTHWORK:

1. FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE GEOTECHNICAL

ENGINEERING REPORT PREPARED BY XXX, DATED XXX.

2. ALLOWABLE SOIL BEARING PRESSURE: 2000 PSF (ASSUMED)

3. FROST DEPTH: 36 INCHES

3. ENSURE THAT AN INDEPENDENT TESTING AGENCY VERIFIES THE REQUIRED BEARING CONDITIONS FOR EACH FOUNDATION PRIOR TO PLACEMENT. NOTIFY THE CONTRACTING OFFICER IMMEDIATELY IF SOIL CONDITIONS OTHER

THAN IDENTIFIED IN THE GEOTECHNICAL REPORT ARE FOUND.

4. ALL EARTHWORK SHALL BE INSPECTED AND APPROVED BY THE CONTRACTOR'S INSPECTOR AS INDICATED UNDER SPECIAL INSPECTIONS REQUIREMENTS. IMMEDIATELY NOTIFY THE CONTRACTING OFFICER IF UNUSUAL CONDITIONS

ARE ENCOUNTERED.

5. CENTER FOOTINGS ON WALL AND COLUMNS UON.

6. INTERIOR FOUNDATIONS ARE NOT DESIGNED TO BEAR AT ELEVATIONS REQUIRED TO PROTECT AGAINST FROST HEAVE.

ANY UNENCLOSED/UNHEATED SPACES SHALL BE ADEQUATELY PROTECTED AGAINST FROST DURING WINTER

CONSTRUCTION.

7. A DEWATERING SYSTEM SHALL BE INSTALLED AND OPERATED AS REQUIRED TO MAINTAIN THE CONSTRUCTION AREA

FREE OF WATER AT ALL TIMES.

8. BOTH SIDES OF FOUNDATION WALLS SHALL BE BACKFILLED SIMULTANEOUSLY TO PREVENT OVERTURNING OR LATERAL

MOVEMENT OF WALLS.

STRUCTURAL STEEL:

1. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING DESIGNATIONS, UON:

ASTM Fy (KSI) Fu (KSI)

W & WT SHAPES A992 50 65

ANGLES, CHANNELS, PLATES AND SHAPES A36 36 58-80

RECTANGULAR & SQUARE HSS A500, GRADE C 50 62

ANCHOR RODS F1554, GRADE 36 36 58-80

HIGH-STRENGTH BOLTS A325 --- 120

2. ALL WELDING SHALL BE BY CERTIFIED WELDERS, SHALL CONFORM TO AWS D1.1, AND SHALL MEET AISC MINIMUM REQUIREMENTS FOR WELD SIZE. ELECTRODES SHALL BE LOW-HYDROGEN AND HAVE A MINIMUM TENSILE

STRENGTH OF 70 KSI.

4. BOLTS SHALL HAVE MINIMUM 3/4" DIAMETER, UON.

5. BOLTED CONNECTIONS SHALL HAVE A MINIMUM OF 2 BOLTS.

6. DO NOT CUT OPENINGS IN STRUCTURAL MEMBERS WITHOUT PRIOR WRITTEN APPROVAL FROM THE

CONTRACTING OFFICER.

7. DO NOT SPLICE STEEL MEMBERS EXCEPT WHERE SPECIFICALLY DETAILED ON THE DRAWINGS WITHOUT

THE WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD.

8. GROUT BENEATH COLUMN OR EQUIPMENT BASEPLATES SHALL BE HIGH-STRENGTH, NON-SHRINK, NON-METALLIC.

9. GALVANIZE ALL STEEL MEMBERS AND SHAPES EXPOSED TO WEATHER.

10. USE STANDARD FRAMED CONNECTIONS AS SHOWN IN THE AISC STEEL CONSTRUCTION MANUAL, UON.

ALL STEEL-TO-STEEL CONNECTIONS NOT SPECIFICALLY DETAILED ON THE DRAWINGS SHALL BE DESIGNED FOR THE FACTORED REACTIONS INDICATED ON THE PLANS. IF REACTIONS ARE NOT INDICATED, DESIGN FOR 60% OF THE MEMBER ULTIMATE SHEAR CAPACITY. ADDITIONALLY, CONNECTIONS SHALL COMPLY WITH THE FOLLOWING

TABLE:

STRUCTURAL STEEL TO

STEEL CONNECTIONS

NOMINAL

BEAM DEPTH

MINIMUM NO. OF

BOLT ROWS

8, 10 2

12, 14 3

16, 18 4

21, 24 5

27 6

NOTES

(1) VALUES SHOWN ARE MAX SLUMP OF THE CONCRETE AT POINT OF PLACEMENT WITHOUT WATER REDUCING

ADMIXTURES OVER MAXIMUM SLUMP IF ADMIXTURES ARE USED.

(2) EXTERIOR CONCRETE APPLIES TO APRONS, EQUIPMENT PADS, ETC. OUTSIDE THE BUILDING ENVELOPE THAT

ARE EXPOSED TO WEATHER.

(3) MAXIMUM SLUMP AT POINT OF PLACEMENT BASED ON USING TYPE A WATER REDUCING ADMIXTURE.

(4) PROVIDE THE LARGEST NOMINAL TOP SIZE AGGREGATE PRACTICAL FOR THE TYPE OF PLACEMENT WITH

RESPECT TO REINFORCING BARS, PUMPABILITY, AND PLACEABILITY.

(5) WATER/CEMENTITIOUS RATIO SHALL BE DETERMINED BY CONCRETE SUPPLIER TO MEET THE SPECIFIED

CONCRETE STRENGTH REQUIREMENT.

NOTES

(1) TOP BARS ARE DEFINED BY ACI 318 AS THOSE WITH MORE THAN 12" OF FRESH

CONCRETE CAST BELOW THEM.

(2) THE LENGTHS IN THE TABLE APPLY ONLY TO UNCOATED REINFORCING STEEL WITH

NORMALWEIGHT CONCRETE, CLEAR SPACING OF DEVELOPED BARS NOT LESS THAN

2 BAR DIAMETERS, AND CLEAR COVER NOT LESS THAN ONE BAR DIAMETER.

(3) FOR EPOXY-COATED REINFORCEMENT, MULTIPLY LENGTHS BY 1.2.

TENSION DEVELOPMENT AND SPLICE LENGTHS (INCHES) FOR f'c = 4000 PSI AND fy = 60 KSI

CONCRETE MATERIAL SCHEDULE

ELEMENT MAX

W/C RATIO

AGGREGATE

CLASS

(ASTM C33)

MAX CHLORIDE

CONTENT

f 'c (psi)

AGGREGATE

MAX SIZE

(in)

SLUMP(1)

±1 (in)

ENTRAINED

AIR CONTENT

EXTERIOR CONCRETE(2)

BAR

SIZE

4000 0.45 NOTE (4) 4S 6% 4/8 0.30

CONCRETE:

1. PROVIDE NORMALWEIGHT CAST-IN-PLACE CONCRETE PER THE CONCRETE MATERIAL SCHEDULE.

2. REINFORCEMENT SHALL MEET THE FOLLOWING REQUIREMENTS:

a. WELDED WIRE REINFORCEMENT ASTM A1064, SUPPLIED IN FLAT SHEETS.

b. DEFORMED REINFORCING BARS ASTM A615, GRADE 60 UON.

c. ALL REINFORCEMENT PLACED IN EXTERIOR CONCRETE SHALL BE EPOXY COATED.

d. ALL REINFORCEMENT SHALL BE PLACED ACCORDING TO CRSI'S MANUAL OF STANDARD PRACTICE.

3. MINIMUM CONCRETE COVER FOR REINFORCEMENT SHALL BE AS FOLLOWS, UON:

a. CONCRETE CAST AGAINST & PERMANENTLY EXPOSED TO EARTH: 3"

b. CONCRETE EXPOSED TO EARTH OR WEATHER

• NO. 6 THROUGH NO. 18 BARS: 3"

• NO. 5 BARS AND SMALLER: 1 1/2"

c. CONCRETE NOT EXPOSED TO EARTH OR WEATHER

• SLABS & WALLS

a. NO. 14 AND NO. 18 BARS: 1 1/2"

b. NO. 11 BARS AND SMALLER: 3/4"

• BEAMS & COLUMNS

a. PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS: 1 1/2"

• SLABS-ON-GRADE SHALL ALSO MEET REQUIREMENT THAT REBAR BE AT LEAST t/3 FROM TOP OF SLAB, WHERE t IS SLAB THICKNESS.

4. SPLICE REINFORCING BARS PER ACI 318 WITH CLASS B TENSION LAP SPLICES AS INDICATED IN THE

REINFORCING BAR DEVELOPMENT LENGTH TABLE NOTES.

5. WWR SHALL BE LAP SPLICED PER ACI 318 AND TIED SECURELY.

6. DOWELS SHALL MATCH MAIN REINFORCEMENT SIZE AND SPACING AND BE LAP SPLICED WITH MAIN

REINFORCEMENT.

7. PROVIDE CORNER BARS TO SPLICE HORIZONTAL REINFORCEMENT AT ALL WALL CORNERS UON.

WHERE WALLS OR STRIP FOOTING INTERSECTS COLUMN FOUNDATION, EXTEND WALL OR STRIP

FOOTING REINFORCEMENT CONTINUOUSLY THROUGH COLUMN FOUNDATION.

8. DO NOT WELD REINFORCING UNLESS INDICATED OR APPROVED IN WRITING BY THE CONTRACTING

OFFICER.

9. ROUGHEN CONSTRUCTION JOINTS TO A MAGNITUDE OF 1/4-INCH. PRIOR TO PLACING ADDITIONAL CONCRETE, CLEAN JOINTS WITH A STIFF WIRE BRUSH AND APPLY A BONDING AGENT OR CEMENT SLURRY.

10. CONSTRUCTION AND/OR CONTROL JOINTS SHALL BE AS INDICATED ON THE DRAWINGS. JOINTS SHALL BE

PLACED SUCH THAT PANELS NEVER EXCEED LENGTH-TO-WIDTH RATIOS OF 1.5 TO 1.

11. CONSTRUCTION OR CONTRACTION JOINTS IN CONCRETE FOUNDATION WALLS SHALL BE SPACED NO

FARTHER THAN 20'-0" APART UON ON DRAWINGS.

12. PROVIDE 1" x 1" CHAMFER FOR ALL EXPOSED EDGES, UON.

13. CONDUITS IN CONCRETE SLABS SHALL BE SPACED SUCH THAT THE CENTER-TO-CENTER DISTANCE BETWEEN CONDUITS IS AT LEAST THREE TIMES THE OUTSIDE DIAMETER OF THE LARGEST CONDUIT.

CONDUIT DIAMETER (OR COMBINED DIAMETERS OF OVERLAPPING CONDUITS) SHALL NOT EXCEED

ONE-THIRD OF THE SLAB THICKNESS.

14. ALUMINUM CONDUITS ARE NOT PERMITTED IN CONCRETE ELEMENTS.

15. SLABS-ON-GRADE SHALL BE PLACED IN CONTINUOUS STRIPS PER ACI RECOMMENDATIONS.

16. ALL ANCHOR RODS SHALL BE IN PLACE PRIOR TO POURING OF CONCRETE.

17. ALL REBAR IN EXTERIOR CONCRETE SHALL BE EPOXY COATED.

4000 NOTE (5) ----- 4/8FOOTINGS, PIERS,

FOUNDATION WALLS

TOP

BAR

BOTTOM

BAR

CLASS "B" SPLICEDEVELOPMENT ld

NOTE (4) 2S 0.30

4000 0.50 1 1/2 2S ----- 5 (3) 1.0INTERIOR SLABS ON

GRADE, PADS

#8 62 48

#9 70 54

#10 79 61

#11 87 67

#14 105 81

#18 139 107

TOP

BAR

BOTTOM

BAR

80 62

91 70

102 79

113 87

STANDARD 90-DEGREE HOOK

TAIL/LEG

15 16

16 19

19 22

21 24

32 31

43 41

2 1/4

3 3/4

4 1/2

5 1/4

9 1/2

10 3/4

18 1/4

DEVELOPMENT ldh

BEND

DIAM.

P R

A R

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

EPROJECT NO.:

1 2 3 4 5

O F

Y N

G C

O M

<<PM/DM>>

BRANCH MANAGER

CHIEF ENG/ARCH

<<XX>>

JACOBS ENGINEERING GROUP INC.

412 MT. KEMBLE AVENUE

MORRISTOWN, NJ 07960

PHONE: (973) 267-0555

1 2 3 4 5

NTS

/ 2

WTB-S-001

288205

C R

E, IN

AMP AMP TBD

U C

C R

E U

N D

N C

H T

C O

M M

-A

-S -0

U C

K D

E S C

N D

R T

H E

W 0 4

/2 4/ stmurphy stmurphy Typewritten Text

CONCEPT DEVELOPMENT

DIM DIMENSION

DL DEAD LOAD

DN DOWN

DTL DETAIL

DWG(S) DRAWING(S)

DWLS DOWELS

(E) EXISTING

EA EACH

EE EACH END

EF EACH FACE

EJ EXPANSION JOINT

EL ELEVATION

ELECT ELECTRIC or ELECTRICAL

ELEV ELEVATOR

EMBED EMBEDMENT

EOD EDGE OF DECK

EOS EDGE OF SLAB

EQ EQUAL

EQUIP EQUIPMENT

ES EACH SIDE

EST ESTIMATE

ETC ETCETERA

EW EACH WAY

EXIST EXISTING

EXP JT EXPANSION JOINT

EXT EXTERIOR

FA FALL ARREST ANCHOR

FD FLOOR DRAIN

FDN FOUNDATION

FIN FINISH or FINISHED

FLG FLANGE

FLR FLOOR

FOB FACE OF BUILDING

FOW FACE OF WALL

FP FIRE PROTECTION

FRP FIBER REINFORCING POLYMER

FT FOOT or FEET

FTG FOOTING

GA GAGE or GAUGE

GALV GALVANIZED

GC GENERAL CONTRACTOR

GR GRADE

H HIGH

HCA HEADED CONCRETE ANCHOR

HGR HANGER

HK HOOK

HORZ HORIZONTAL

HP HIGH POINT

HPC HIGH PERFORMANCE COATING

HS HIGH STRENGTH

HSA HEADED SHEAR ANCHOR

HT HEIGHT

HVAC HEATING, VENTILATING, AND AIR CONDITIONING

ID INSIDE DIAMETER

IF INSIDE FACE

IN INCH

INCL INCLUDED

INFO INFORMATION

INT INTERIOR

INV INVERT

IP INFLECTION POINT

JF JOINT FILLER

JST JOIST

JT JOINT

& AND

@ AT

C CENTER LINE

AB ANCHOR BOLT

ABV ABOVE

ACI AMERICAN CONCRETE INSTITUTE

AD AREA DRAIN

ADDL ADDITIONAL

ADH ADHESIVE

ADJ ADJACENT

AE AIR ENTRAINED

AFF ABOVE FINISH FLOOR

AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION

ALNMT ALIGNMENT

ALT ALTERNATE

ALUM ALUMINUM

ANSI AMERICAN NATIONAL STANDARDS INSTITUTE

APPROX APPROXIMATE

AR ANCHOR ROD

ARCH ARCHITECT or ARCHITECTURAL

ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS

ASTM AMERICAN SOCIETY FOR TESTING & MATERIALS

AWS AMERICAN WELDING SOCIETY

B/ BOTTOM OF

B/B BACK TO BACK

BF BOTH FACES

BLDG BUILDING

BM BEAM

BOS BOTTOM OF STEEL

BOT BOTTOM

BPL BASE PLATE

BRDG BRIDGING

BRG BEARING

BS BOTH SIDES

BTWN BETWEEN

C TO C CENTER TO CENTER

C/C CENTER TO CENTER

CANT CANTILEVER

CF CUBIC FEET

CFRP CARBON-FIBER-REINFORCED POLYMER

CHFR CHAMFER

CIP CAST-IN-PLACE

CJ CONTROL JOINT

CJP COMPLETE JOINT PENETRATION

CLR CLEAR

CLSM CONTROLLED LOW STRENGTH MATERIALS

CMU CONCRETE MASONRY UNIT

CO CLEAN OUT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONST CONSTRUCTION

CONT CONTINUOUS

CONTR CONTRACTOR

COORD COORDINATE

COR CONTRACTING OFFICER'S REPRESENTATIVE

CY CUBIC YARD

D DEPTH

db REINFORCING BAR DIAMETER

DBA DEFORMED BAR ANCHOR

DBL DOUBLE

DEMO DEMOLITION

DEP DEPRESSED or DEPRESSION

DIA DIAMETER

DIAG DIAGONAL

K KIPS (1000 POUNDS)

KB KNEE BRACE

KN KILONEWTON

KOP KNOCK OUT PANEL

KPa KILOPASCAL

KSF KIPS PER SQUARE FOOT

KSI KIPS PER SQUARE INCH

l LITER

L LENGTH

LB(S) POUND(S)

Ld REINF BAR DEVELOPMENT LENGTH

LE LEFT END

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LP LOW POINT

LTWT LIGHT WEIGHT

m METER mm MILLIMETER

MANUF MANUFACTURE(R)

MAS MASONRY

MATL MATERIAL

MAX MAXIMUM

MC MOMENT CONNECTION

MECH MECHANICAL

MEP MECH, ELECT AND PLUMB

MEZZ MEZZANINE

MID MIDDLE

MIN MINIMUM

MISC MISCELLANEOUS

MPa MEGAPASCAL

MTL METAL

N NORTH

N NEWTON

(N) NEW

NIC NOT IN CONTRACT

NLWT NORMAL WEIGHT

NOM NOMINAL

No. or # NUMBER

NTS NOT TO SCALE

OC ON CENTER

OD OUTSIDE DIAMETER

OF OUTSIDE FACE

OPNG OPENING

OPP OPPOSITE or OPPOSITE HAND

PC PILE CAP

P/C PRECAST CONCRETE

PEN PENETRATION

PJF PREFABRICATED JOINT FILLER

PJP PARTIAL JOINT PENETRATION

PL PROPERTY LINE

PLUMB PLUMBING

PROJ PROJECTION

PS PRESTRESSED

PSF POUND PER SQUARE FOOT

PSI POUND PER SQUARE INCH

PT POST-TEN

R RISER or RADIUS

RAD RADIUS

RE RIGHT END

REBAR REINFORCING STEEL BARS

REF REFERENCE

REINF REINFORCEMENT or REINFORCING

REQD REQUIRED

REV REVISION

RFI REQUEST FOR INFORMATION

RTU ROOF TOP UNIT

SC SLIP CRITICAL

SCHED SCHEDULE

SDI STEEL DECK INSTITUTE

SDL SUPERIMPOSED DEAD LOAD

SEC SECTION

SHT SHEET

SIM SIMILAR

SJI STEEL JOIST INSTITUTE

SK SKETCH

SLV SLEEVE

SOG SLAB-ON-GRADE

SPEC SPECIFICATION

SQ SQUARE

SS STAINLESS STEEL

STAG STAGGERED

STD STANDARD

STIF STIFFENER

STIR STIRRUPS

STL STEEL

STRUC STRUCTURAL

SUPP SUPPORT

SW SHEAR WALL

SYMM SYMMETRICAL or SYMMETRY

T TREAD

T/ TOP OF

TB THROUGH BOLT

T&B TOP AND BOTTOM

TEMP TEMPORARY

THK THICK or THICKNESS

THRU THROUGH

TMS THE MASONRY SOCIETY

TOC TOP OF CONCRETE

TOF TOP OF FOOTING

TOL TOLERANCE

TOS TOP OF SLAB

TYP TYPICAL

UON UNLESS OTHERWISE NOTED

V VERTICAL

VERT VERTICAL

VR VAPOR RETARDER

VIF VERIFY IN FIELD

W WIDTH

W/ WITH

W/C WATER-CEMENTITIOUS MATL RATIO

W/O WITHOUT

WD WOOD

WP WATERPROOFING

WP WORK POINT

WS WATERSTOP

WT WEIGHT

WWR WELDED WIRE REINF

ABBREVIATIONS:

POST-INSTALLED ANCHOR SCHEDULE

EXPANSION ANCHOR

KWIK BOLT TZ

ANCHORING TO NORMAL WEIGHT CONCRETE

ANCHOR TYPE AND

BASIS OF DESIGN

3/4"

1/2" 5/8"

19 mm

13 mm 3-1/4" 83 mm 102 mm 120 mm

MIN EFFECTIVE

EMBEDMENT*, UON

ANCHOR

DIAMETER

4" 4-3/4"

16 mm

MINIMUM EFFECTIVE EMBEDMENT IS BASED ON THE

SPECIFIED ANCHOR MANUFACTURED BY HILTI, INC. ANCHORS

BY OTHER MANUFACTURERS MAY REQUIRE DEEPER

EMBEDMENT TO ACHIEVE COMPARABLE STRENGTHS.

GENERAL NOTES FOR POST-INSTALLED ANCHORS

1. POST INSTALLED ANCHOR BASIS OF DESIGN CONSISTS OF THE FOLLOWING ANCHOR TYPES BY HILTI, INC.

PRODUCTS OF EQUAL OR BETTER PERFORMANCE ARE ACCEPTABLE SUBJECT TO APPROVAL. SUBMIT ICC ESR

EVALUATIONS FOR EACH PRODUCT OR SYSTEM.

A HILTI KWIK BOLT-TZ EXPANSION ANCHORS PER ICC ESR-1917

2 ANCHOR CAPACITY USED IN DESIGN SHALL BE BASED ON THE TECHNICAL DATA PUBLISHED BY HILTI OR SUCH OTHER METHOD AS APPROVED BY THE STRUCTURAL ENGINEER OF RECORD. SUBSTITUTION REQUESTS FOR ALTERNATE PRODUCTS MUST BE APPROVED IN WRITING BY THE STRUCTURAL ENGINEER OF RECORD PRIOR TO USE. CONTRACTOR SHALL PROVIDE CALCULATIONS DEMONSTRATING THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE PERFORMANCE VALUES OF THE SPECIFIED PRODUCT. SUBSTITUTIONS WILL BE EVALUATED BY THEIR HAVING AN ICC ESR SHOWING COMPLIANCE WITH THE RELEVANT BUILDING CODE FOR SEISMIC USES, LOAD RESISTANCE, INSTALLATION CATEGORY, AND AVAILABILITY OF COMPREHENSIVE

INSTALLATION INSTRUCTIONS.

3. INSTALL ANCHORS PER THE MANUFACTURER INSTRUCTIONS.

4. ARRANGE FOR THE ANCHOR MANUFACTURER'S TECHNICAL REPRESENTATIVE TO PROVIDE ONSITE INSTALLATION TRAINING FOR ALL OF THEIR ANCHORING PRODUCTS SPECIFIED. SUBMIT DOCUMENTED CONFIRMATION

THAT ALL PERSONNEL WHO INSTALL ANCHORS ARE TRAINED PRIOR TO CONSTRUCTION.

5. ANCHOR CAPACITY IS DEPENDANT UPON SPACING BETWEEN ADJACENT ANCHORS AND PROXIMITY OF ANCHORS TO EDGE OF CONCRETE. INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND EDGE CLEARANCES INDICATED

ON THE DRAWINGS.

6. CONTRACTOR IS RESPONSIBLE FOR COORDINATIN ANCHOR LOACTION W/ NEW AND EXISTING REBAR TO ENSURE

REBAR IS NOT DAMAGED DURING ANCHOR INSTALLATION.

LIGHT GAUGE STEEL FRAMING:

1. ALL LIGHT GAUGE MEMBERS SHALL BE DESIGNED IN ACCORDANCE WITH AMERICAN IRON AND STEEL INSTITUTE (AISI) "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS."

2. ALL LIGHT GAUGE METAL FRAMING MEMBERS SHALL BE OF THE TYPE, SIZE AND GAUGE AS SHOWN ON THE

PLANS.

3. ALL STUDS, JOISTS AND ACCESSORIES SHALL BE FORMED FROM STEEL HAVING A G60 GALVINIZED COATING

CONFORMING TO ASTM A924.

4. ALL MEMBERS SHALL MEET THE REQUIREMENTS OF ASTM A653 WITH A MINIMUM YIELD OF 33,000 PSI.

5. WELDING, WHERE PERMITTED, IS TO BE DONE PER MANUFACTURER'S RECOMMENDATIONS ON ROD TYPE AND AMPERAGE. MINIMUM GAUGE FOR WELDING SHALL BE 54 MIL. WELDS SHALL BE TOUCHED UP WITH ZINC RICH

PRIMER.

6. ALL LIGHT GAUGE METAL STUDS AND JOISTS SHALL BE INSTALLED PER MANUFACTURER'S

RECOMMENDATIONS REGARDING MINIMUM INSTALLATION STANDARDS FOR BEARING, BRIDGING, AND

BRACING.

7. LIGHT GAUGE MEMBER DESIGNATIONS ARE PER THE STEEL STUDS MANUFACTURERS ASSOCIATION (SSMA).

SEE SSMA FOR THICKNESS, SIZE, AND AND TYPE DESIGNATIONS.

LINTELS:

a. HOT DIP GALVANIZE ALL STEEL LINTELS EXPOSED TO EARTH OR WEATHER.

b. LINTELS SHALL BEAR ON SOLID OR SOLID GROUTED MASONRY AT LEAST 1'-4" HIGH AND SHALL

HAVE THE FOLLOWING MINIMUM BEARING LENGTHS:

1) STEEL LINTELS - 6"

2) MASONRY LINTELS - 8"

c. PROVIDE THE FOLLOWING LOOSE LINTELS OVER ALL OPENINGS IN RUNNING BOND

MASONRY WALLS & PARTITIONS, UON:

8" MASONRY WALLS

1 - L 3 1/2 X 3 1/2 X 5/16

1 - L 6 X 3 1/2 X 5/16 LLV

1 - L 4 X 3 1/2 X 5/16 LLV

8'-0"

4'-0"

6'-0" 8" HIGH W/ 1- #5 T & B

16" HIGH W/ 1- #4 T & B

8" HIGH W/ 1- #4 T & B

STEEL LINTELS

for each 4" wall thickness

MASONRY LINTELS

for each 4" wall thickness

MAX

CLR SPAN

MASONRY NOTES:

1. REFER TO ARCHITECTURAL DRAWINGS FOR LOCATIONS OF NON-LOAD BEARING MASONRY WALLS.

ALL MASONRY INFORMATION SHOWN ON STRUCTURAL DRAWINGS IS FOR COORDINATION AND

MINIMUM DESIGN REQUIREMENT PURPOSES.

2. OPENINGS THROUGH MASONRY WALLS ARE NOT SHOWN ON THE STRUCTURAL DRAWINGS.

COORDINATE REQUIRED OPENINGS AND PENETRATIONS WITH ALL OTHER DISCIPLINES.

3. ALL CONCRETE MASONRY UNITS SHALL BE HOLLOW NORMAL WEIGHT UNITS COMPLYING WITH THE

REQUIREMENT OF ASTM C90.

4. REINFORCE MASONRY WALLS WITH #5 VERTICAL BARS @ 32" O/C AND GALVANIZED STANDARD WEIGHT

9 GA. LADDER TYPE REINF @ 16" O/C.

5. AT EACH OPENING, PROVIDE ADDITIONAL FULL HEIGHT VERTICAL REINFORCEMENT @ EA SIDE OF THE

OPENING WITH AN AREA EQUAL TO 1/2 OF THE INTERRUPTED BARS, (2) #5 MINIMUM.

6. PROVIDE A CONTINUOUS 8"-HIGH BOND BEAM W/ (2) #5 AT THE TOP OF ALL MASONRY WALLS.

7. LAP SPLICES IN REINF BARS SHALL BE 48 TIMES THE DIAMETER OF THE BAR.

8. HORIZONTAL REINFORCING SHALL BE CONTINUOUS AT CORNERS AND INTERSECTIONS.

9. FILL ALL CELLS CONTAINING REINFORCING WITH GROUT. FILL ALL CELLS TO WHICH OR THROUGH WHICH

ATTACHMENTS ARE MADE.

P R

A R

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

EPROJECT NO.:

1 2 3 4 5

O F

Y N

G C

O M

<<PM/DM>>

BRANCH MANAGER

CHIEF ENG/ARCH

<<XX>>

JACOBS ENGINEERING GROUP INC.

412 MT. KEMBLE AVENUE

MORRISTOWN, NJ 07960

PHONE: (973) 267-0555

1 2 3 4 5

1" = 1'-0"

/ 2

WTB-S-002

288206

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INSPECTION

TYPE

TASK

STEEL INSPECTION PRIOR TO WELDING

VERIFY THAT THE WELDING PROCEDURES SPECIFICATION IS AVAILABLE

STRUCTURAL TESTS AND INSPECTIONS:

1. THE CONTRACTOR SHALL RETAIN A THIRD PARTY TESTING AND INSPECTION FIRM TO CONDUCT THE INSPECTIONS

INDICATED IN THE TABLES BELOW AND THE PROJECT SPECIFICATIONS.

2. STRUCTURAL TESTS AND INSPECTIONS SHALL COMPLY WITH THE REQUIREMENTS OF UFC 3-301-01, IBC 2018 CHAPTER 17, THE PROJECT SPECIFICATIONS, AND AS INDICATED ON THIS DRAWING.

3. THE TABLE BELOW USES THE FOLLOWING DESIGNATIONS:

a. OBSERVE: OBSERVE THESE ITEMS ON A RANDOM SAMPLING BASIS DAILY TO ENSURE APPLICABLE REQUIREMENTS ARE MET. OPERATIONS NEED NOT BE DELAYED PENDING THESE INSPECTIONS AT CONTRACTOR'S RISK.

b. CONTINUOUS: CONSTANT MONITORING OF IDENTIFIED TASKS BY A SPECIAL INSPECTOR OVER THE DURATION OF

PERFORMANCE OF SAID TASKS.

c. PERFORM: PERFORM THESE TASKS FOR EACH WELD, FASTENER OR BOLTED CONNECTION, AND REQUIRED

VERIFICATION.

d. DOCUMENT: DOCUMENT IN A REPORT THAT THE WORK HAS BEEN PERFORMED AS REQUIRED. THIS IS IN ADDITION TO

ALL OTHER REPORTS.

4. FOR A DESCRIPTION OF EACH TASK, REFER TO THE PROJECT SPECIFICATION SPECIAL INSPECTIONS SCHEDULE.

PERFORM

VERIFY MANUFACTURER CERTIFICATES FOR WELDING CONSUMABLES ARE

AVAILABLE.

VERIFY MATERIAL IDENTIFICATION

WELDER IDENTIFICATION SYSTEM

PERFORM

FIT-UP GROOVE WELDS (INCLUDING JOINT GEOMETRY) OBSERVE

FIT-UP OF FILLET WELDS OBSERVE

STEEL INSPECTION DURING WELDING

USE OF QUALIFIED WELDERS

CONTROL AND HANDLING OF WELDING CONSUMABLES

NO WELDING OVER CRACKED TACK WELDS

ENVIRONMENTAL CONDITIONS

WELDING PROCEDURES SPECIFICATION FOLLOWED

WELDING TECHNIQUES

PERFORM

OBSERVE

STEEL INSPECTION AFTER WELDING

WELDS CLEANED

SIZE, LENGTH, AND LOCATION OF ALL WELDS

WELDS MEET VISUAL ACCEPTANCE CRITERIA

ARC STRIKES

K-AREA

BACKING REMOVED, WELD TABS REMOVED AND FINISHED, AND FILLET WELDS

ADDED WHERE REQUIRED

OBSERVE

PERFORM

PERFORM &

DOCUMENT

PERFORM

REPAIR ACTIVITIES

DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER

PERFORM &

DOCUMENT

PERFORM

STEEL INSPECTION PRIOR TO BOLTING

MANUFACTURER'S CERTIFICATES AVAILABLE FOR FASTENER MATERIALS

FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS

PROPER FASTENERS SELECTED FOR JOINT DETAIL

PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL

CONNECTING ELEMENTS, INCLUDING APPROPRIATE FAYING SURFACE CONDITION

AND HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE REQUIREMENTS

OBSERVE

PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS, AND OTHER FASTENER

COMPONENTS.

OBSERVE

PERFORM

STEEL INSPECTION TASKS DURING BOLTING

FASTENER ASSEMBLIES OF SUITABLE CONDITION, PLACED IN ALL HOLES AND

WASHERS (IF REQUIRED) ARE POSITIONED AS REQUIRED.

OBSERVE

JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO PRETENSIONING

OPERATION

OBSERVE

STEEL INSPECTION TASKS AFTER BOLTING

DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS DOCUMENT

CONFIGURATION AND FINISH OF ACCESS HOLES OBSERVE

FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM

ROTATING

OBSERVE

BOLTS ARE PRETENSIONED IN ACCORDANCE WITH RCSC SPECIFICATION,

PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID POINT TOWARD THE FREE

EDGES

OBSERVE

NONDESTRUCTIVE TESTING OF WELDED JOINTS

USE OF QUALIFIED NONDESTRUCTIVE TESTING PERSONNEL PERFORM

CJP GROOVE WELDS

WELDED JOINTS SUBJECT TO FATIGUE

WELD TAB REMOVAL SITES

OBSERVE

BEAM COPE AND ACCESS HOLE OBSERVE

PLACEMENT OF REINFORCING OR COUTOURING FILLET WELDS DOCUMENT

K-AREA NDT (AISC 341) PERFORM

VERIFY COMPLIANCE OF MATERIALS (DECK AND ALL DECK ACCESSORIES) WITH

CONSTRUCTION DOCUMENTS, INCLUDING PROFILES, MATERIAL PROPERTIES, AND

BASE METAL THICKNESS.

DOCUMENT ACCEPTANCE OR REJECTIONS OF DECK AND DECK ACCESSORIES

METAL DECK INSPECTION PRIOR TO DECK PLACEMENT

METAL DECK INSPECTION DURING DECK PLACEMENT

VERIFY COMPLIANCE OF DECK AND ALL DECK ACCESSORIES INSTALLATION WITH

CONSTRUCTION DOCUMENTS.

VERIFY DECK MATERIALS ARE REPRESENTED BY THE MILL CERTIFICATIONS THAT

COMPLY WITH THE CONSTRUCTION DOCUMENTS

PERFORM

DOCUMENT ACCEPTANCE OR REJECTION OF INSTALLATION OF DECK AND DECK

ACCESSORIES. DOCUMENT

METAL DECK INSPECTION AFTER TO DECK PLACEMENT

PERFORM

DOCUMENT

VERIFY THAT THE WELDING PROCEDURES SPECIFICATION (WPS) IS AVAILABLE

VERIFY MANUFACTURER CERTIFICATES FOR WELDING CONSUMABLES ARE

AVAILABLE

VERIFY MATERIAL IDENTIFICATION (TYPE/GRADE)

CHECK WELDING EQUIPMENT

PERFORM

OBSERVE

METAL DECK INSPECTION DURING WELDING

USE OF QUALIFIED WELDERS

CONTROL AND HANDLING OF WELDING CONSUMABLES

ENVIRONMENTAL CONDITIONS (WIND SPEED, MOISTURE, TEMPERATURE)

WPS FOLLOWED

OBSERVE

METAL DECK INSPECTION AFTER WELDING

VERIFY SIZE AND LOCATION OF WELDS, INCLUDING SUPPORT, SIDELAP, AND

PERIMETER WELDS

WELDS MEET VISUAL ACCEPTANCE CRITERIA

VERIFY REPAIR ACTIVITIES

PERFORM

DOCUMENT ACCEPTANCE OF REJECTION OF WELDS DOCUMENT

METAL DECK INSPECTION BEFORE MECHANICAL FASTENING

MANUFACTURER INSTALLATION INSTRUCTIONS AVAILABLE FOR MECHANICAL

FASTENERS

PROPER TOOLS AVAILABLE FOR FASTENER INSTALLATION

OBSERVE

METAL DECK INSPECTION DURING MECHANICAL FASTENING

FASTENERS ARE POSITIONED AS REQUIRED

FASTENERS ARE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS

OBSERVE

METAL DECK INSPECTION AFTER MECHANICAL FASTENING

CHECK SPACING, TYPE, AND INSTALLATION OF SUPPORT FASTENERS

CHECK SPACING, TYPE, AND INSTALLATION OF SIDELAP FASTENERS

PERFORM

CHECK SPACING, TYPE, AND INSTALLATION OF PERIMETER FASTENERS PERFORM

VERIFY REPAIR ACTIVITIES PERFORM

DOCUMENT ACCEPTANCE OR REJECTION OF MECHANICAL FASTENERS DOCUMENT

TASK INSPECTION

TYPE

INSPECTION

TYPE

TASK

INSPECTION

TYPE

TASK

SOILS INSPECTION

VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE

THE DESIGN BEARING CAPACITY

OBSERVE

VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED

PROPER MATERIAL

OBSERVE

VERIFY USE OF PROPER MATERIALS, DENSITIES, AND LIFT THICKNESS DURING

PLACEMENT AND COMPACTION OF COMPACTED FILL

CONTINUOUS

PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY THAT

THE SITE HAS BEEN PREPARED PROPERLY

OBSERVE

CONCRETE CONSTRUCTION, INCLUDING COMPOSITE DECK

INSPECT REINFORCEMENT, INCLUDING PRESTRESSING TENDONS, AND VERIFY

PLACEMENT OBSERVE

REINFORCING BAR WELDING OBSERVEOBSERVE

ALL OTHER WELDING CONTINUOUS

CAST IN PLACE ANCHORS AND POST INSTALLED DRILLED ANCHORS (DOWNWARD

INCLINED)

OBSERVE

POST-INSTALLED ADHESIVE ANCHORS IN HORIZONTAL OR UPWARD INCLINED

ORIENTATIONS

CONTINUOUS,

DOCUMENT

VERIFY USE OF REQUIRED MIX DESIGN OBSERVE

PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS,

PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE

OF THE CONCRETE

CONTINUOUS

INSPECT CONCRETE AND/OR SHOTCRETE PLACEMENT FOR PROPER APPLICATION

TECHNIQUES CONTINUOUS

VERIFY MAINTAINCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES OBSERVE

PRE-STRESSED CONCRETE CONTINUOUS

INSPECT ERECTION OF PRECAST CONCRETE MEMBERS OBSERVE

VERIFY IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF TENDONS IN

POST-TENSIONED CONCRETE AND PRIOR TO REMOVAL OF SHORES AND FORMS

FROM BEAMS AND STRUCTURAL SLABS

OBSERVE

INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE

MEMBER BEING FORMED OBSERVE

INSPECTION

TYPE

TASK

LIGHT GAUGE STEEL CONSTRUCTION AND CONNECTIONS

TRUSSES SPANNING 60-FEET OR GREATER WHERE/IF APPLIES

WELDED CONNECTIONS (SEISMIC AND/OR WIND RESISTING SYSTEM)

PERFORM

OBSERVE

CONNECTIONS (SEISMIC AND/OR WIND RESISTING SYSTEM) OBSERVE

COLD-FORMED STEEL (PROGRESSIVE COLLAPSE RESISTING SYSTEM WHERE/IF

APPLIES

OBSERVE

OTHER STEEL INSPECTIONS

ANCHOR RODS AND OTHER EMBEDMENTS SUPPORTING STRUCTURAL STEEL

FABRICATED STEEL OR ERECTED STEEL FRAME

REDUCED BEAM SECTIONS (RBS) WHERE/IF OCCURS

PROTECTED ZONES

H-PILES WHERE/IF OCCUR

PERFORM

OBSERVE

DOCUMENT

P R

A R

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

EPROJECT NO.:

1 2 3 4 5

O F

Y N

G C

O M

<<PM/DM>>

BRANCH MANAGER

CHIEF ENG/ARCH

<<XX>>

JACOBS ENGINEERING GROUP INC.

412 MT. KEMBLE AVENUE

MORRISTOWN, NJ 07960

PHONE: (973) 267-0555

1 2 3 4 5

1" = 1'-0"

/ 2

WTB-S-003

288207

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1 2 3 4 5 6

18' - 4" 20' - 0" 20' - 0" 20' - 0" 20' - 0"

116' - 8"

18' - 4"

C1 S-301

C1.0 C1.0 C1.0 C1.0 C1.0 C1.0

C2.0

C1.0 C1.0 C1.0 C1.0 C1.0 C1.0

P2.0 P1.0 P3.0 P3.0 P3.0 P2.0

P1.0 P1.0 P3.0 P3.0 P1.0 P1.0

P3.0 P3.0

F4.5 F4.5 F4.5 F4.5 F4.5 F4.5

F7.0

F6.0 F4.5F4.5F4.5F4.5F6.0

F7.0

WF1.0

W F1

WF1.0

W F1

.0 W

W1.0

W 1.

W1.0

C1.0

C2.0

P3.0

P1.0

F4.5

CJ TYP

C J

NOTE 9

NOTE 8

NOTES:

SEE SHEETS S-001 AND S-002 FOR GENERAL NOTES AND

ABBREVIATIONS.

MARKERS INDICATE STRUCTURAL ELEMENTS AS

FOLLOWS:

FX = FOOTING WFX = WALL FOOTING

PX = PIER WX = WALL

CX = COLUMN BPX = BASEPLATE

SEE SCHEDULES ON DETAIL SHEETS FOR MORE

INFORMATION.

T/CONC ELEVATIONS ARE AS FOLLOWS, UON:

SLAB ON GRADE 0' - 0"

PIERS <-1' - 0">

FOUNDATION WALL [-0' - 6"]

(W/CURB) [0' - 8"]

FOOTINGS (-3' - 0")

PROVIDE CONSTRUCTION OR CONTROL JOINT IN SLAB-

ON-GRADE AT WALL FACES AND CORNERS OF LOAD-

BEARING WALLS. PROVIDE (2) #4 x 4'-0" AT CENTER OF

SLAB THICKNESS AT ALL RE-ENTRANT CORNERS EXCEPT

WHERE CONTROL OR CONSTRUCTION JOINT OCCURS.

SEE DETAIL SHEETS FOR UTILITY PIPES THROUGH

FOUNDATION WALLS. COORDINATE UTILITY LOCATIONS

W/ALL OTHER DISCIPLINES AND NOTE THAT NOT ALL

OPENINGS ARE SHOWN ON THE STRUCTURAL

DRAWINGS.

PROVIDE 8" THICK CONCRETE CURB ATOP FOUNDATION

WALL PER DETAILS. CUT CURB AT DOOR OPENINGS.

DRAIN LOCATIONS NOT SHOWN. COORD WITH ARCH AND

PLUMBING.

6" THK SOG WITH #4 @ 12" OC EA WAY. PROVIDE 10 MIL

POLYMER VAPER RETARDER ON 6" MIN. WELL-

COMPACTED GRANULAR FILL.

THICKENED SLAB UNDER CMU PARTITION PER SEE

A2/S-501. SEE ARCH FOR PARTITION LOCATIONS.

P R

A R

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

EPROJECT NO.:

1 2 3 4 5

O F

Y N

G C

O M

<<PM/DM>>

BRANCH MANAGER

CHIEF ENG/ARCH

<<XX>>

JACOBS ENGINEERING GROUP INC.

412 MT. KEMBLE AVENUE

MORRISTOWN, NJ 07960

PHONE: (973) 267-0555

1 2 3 4 5

1/8" = 1'-0"

/ 2

WTB-S-101

288208

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1/8" = 1'-0"B2 SLAB AND FOUNDATION PLAN

PLAN NORTH

8'4' 16'0

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

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S-201 C1

S-201 C3

S-203 C1

S-202 C1

18' - 4" 20' - 0" 20' - 0" 20' - 0" 20' - 0"

116' - 8"

18' - 4"

C1 S-506

C4 S-506

PLATE AND CHANNEL OVERHANG FRAMING

TYP. PLATES AT MAXIMUM 8'-0" SPACING,

ADJUST AS REQ'D TO AVOID INTERFERENCE

W/ OTHER CONNECTIONS. COORD W/ARCH.

C2 S-506

W12X26 W12X26 W12X26 W12X26 W12X26

W12X26W12X26W12X26W12X26W12X26

W12X26

HSS12X4X3/8 HSS12X4X3/8 HSS12X4X3/8 HSS12X4X3/8 HSS12X4X3/8

HSS12X4X3/8HSS12X4X3/8HSS12X4X3/8HSS12X4X3/8HSS12X4X3/8

W12X26

HSS12X4X3/8

W12X26

NOTES:

SEE SHEETS S-001 AND S-002 FOR GENERAL NOTES

AND ABBREVIATIONS.

T/STEEL ELEVATIONS ARE AS FOLLOWS, UON:

PERIMETER GRIDS A, C, 1, 7 20'-5"

GRID B 28'-3"

(SEE ELEVATIONS FOR CLARIFICATION)

ROOF PANELS @ RIDGES ARE 5 ¾" THK INSULATED

METAL PANELS, SEE ARCH FOR ADDITIONAL INFO.

FASTEN TO ROOF PURLINS PER MFR INSTRUCTIONS.

DESIGN STEEL CONNECTIONS FOR THE FACTORED

REACTIONS SHOWN ON PLAN OR, FOR MOMENT

CONNECTIONS, IN DETAILS. IF NOT SHOWN ON

PLANS OR DETAILS, REFER TO GENERAL NOTES FOR

STEEL CONNECTION DESIGN REQUIREMENTS.

VERTICAL BRACES ARE INDICATED THUS

SEE ELEVATIONS FOR ADDITIONAL INFORMATION.

WALL GIRTS NOT SHOWN FOR CLARITY. SEE

ELEVATIONS.

► INDICATES MOMENT CONNECTION. SEE DETAIL

SHEETS FOR MORE INFORMATION.

ROOF PURLINS SHALL BE ROTATED SUCH THAT TOP

FLANGES ARE FLUSH WITH ROOF GIRDER TOP

FLANGES, AS SHOWN IN THE DETAILS.

P R

A R

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

EPROJECT NO.:

1 2 3 4 5

O F

Y N

G C

O M

<<PM/DM>>

BRANCH MANAGER

CHIEF ENG/ARCH

<<XX>>

JACOBS ENGINEERING GROUP INC.

412 MT. KEMBLE AVENUE

MORRISTOWN, NJ 07960

PHONE: (973) 267-0555

1 2 3 4 5

1/8" = 1'-0"

/ 2

WTB-S-102

288209

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-A

-S -1

U C

1/8" = 1'-0"B2 ROOF FRAMING PLAN

PLAN NORTH

8'4' 16'0

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

K D

E S C

N D

R T

H E

W 0 4

/2 4/ stmurphy stmurphy

T/CONC SOG

0' - 0"

T/STL ROOF - LOW

20' - 5"

CBA

T/STL ROOF - HIGH

28' - 3"

T/FTG

-3' - 0"

S-505 C2

S-505 C1

S-506 C2

NOTE: BRACES

HSS 5X5X5/16

T/CONC SOG

0' - 0"

T/STL ROOF - LOW

20' - 5"

C B A

T/STL ROOF - HIGH

28' - 3"

T/FTG

-3' - 0"

S-505 C2

S-505 C1

S-506 C2

NOTE: BRACES

HSS 5X5X5/16

T/CONC SOG

0' - 0"

T/STL ROOF - LOW

20' - 5"

CBA

T/STL ROOF - HIGH

28' - 3"

3" 4'

T/CONC SOG

0' - 0"

T/STL ROOF - LOW

20' - 5"

C B A

T/STL ROOF - HIGH

28' - 3"

3" 4'

NOTES:

SEE SHEETS S-001 AND S-002 FOR GENERAL NOTES AND

ABBREVIATIONS.

COORDINATE ALL ELEVATIONS W/ARCHITECTURAL AND NOTIFY

CONTRACTING OFFICER OF ANY DISCREPANCIES PRIOR TO

CONSTRUCTION.

DESIGN STEEL BRACE CONNECTIONS FOR THE FACTORED AXIAL

LOADS SHOWN ON THE ELEVATIONS. REFER TO GENERAL NOTES FOR

ADDITIONAL CONNECTION DESIGN REQUIREMENTS.

GUSSET PLATES NOT SHOWN FOR CLARITY. SEE DETAIL SHEETS FOR

MORE INFORMATION.

5. PROVIDE HORIZONTAL WALL GIRTS WITH SPACING INDICATED ON THE

ELEVATIONS AND SIZE AS FOLLOWS, WHERE "L" = SPAN LENGTH:

FOR L ≤ 20' C10X15.3

FOR 20' < L ≤ 26' C10X25

FOR 26' < L C10X30

P R

A R

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

EPROJECT NO.:

1 2 3 4 5

O F

Y N

G C

O M

<<PM/DM>>

BRANCH MANAGER

CHIEF ENG/ARCH

<<XX>>

JACOBS ENGINEERING GROUP INC.

412 MT. KEMBLE AVENUE

MORRISTOWN, NJ 07960

PHONE: (973) 267-0555

1 2 3 4 5

1/8" = 1'-0"

/ 2

WTB-S-201

288210

C R

E, IN

AMP AMP TBD

U C

N S

C R

E U

N D

N C

H T

C O

M M

-A

-S -2

U C

N S

1/8" = 1'-0"C1 GRID 1 FRAMING ELEVATION

1/8" = 1'-0"C3 GRID 7 FRAMING ELEVATION8'4' 16'0

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

8'4' 16'0

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

1/8" = 1'-0"A1 GRID 1 WALL GIRT ELEVATION

1/8" = 1'-0"A3 GRID 7 WALL GIRT ELEVATION8'4' 16'0

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

8'4' 16'0

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

K D

E S C

N D

R T

H E

W 0 4

/2 4/ stmurphy stmurphy

T/STL ROOF - LOW

20' - 5"

123456

T/FTG

-3' - 0"

S-505 C1

S-505 C2

S-505 C4

NOTE: BRACES

HSS 5X5X5/16

T/CONC SOG

0' - 0"

T/STL ROOF - LOW

20' - 5"

123456

T/FTG

-3' - 0"

3" 4'

NOTES:

SEE SHEETS S-001 AND S-002 FOR GENERAL NOTES AND

ABBREVIATIONS.

COORDINATE ALL ELEVATIONS W/ARCHITECTURAL AND NOTIFY

CONTRACTING OFFICER OF ANY DISCREPANCIES PRIOR TO

CONSTRUCTION.

DESIGN STEEL BRACE CONNECTIONS FOR THE FACTORED AXIAL

LOADS SHOWN ON THE ELEVATIONS. REFER TO GENERAL NOTES FOR

ADDITIONAL CONNECTION DESIGN REQUIREMENTS.

GUSSET PLATES NOT SHOWN FOR CLARITY. SEE DETAIL SHEETS FOR

MORE INFORMATION.

5. PROVIDE HORIZONTAL WALL GIRTS WITH SPACING INDICATED ON THE

ELEVATIONS AND SIZE AS FOLLOWS, WHERE "L" = SPAN LENGTH:

FOR L ≤ 20' C10X15.3

FOR 20' < L ≤ 26' C10X25

FOR 26' < L C10X30

P R

A R

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

EPROJECT NO.:

1 2 3 4 5

O F

Y N

G C

O M

<<PM/DM>>

BRANCH MANAGER

CHIEF ENG/ARCH

<<XX>>

JACOBS ENGINEERING GROUP INC.

412 MT. KEMBLE AVENUE

MORRISTOWN, NJ 07960

PHONE: (973) 267-0555

1 2 3 4 5

1/8" = 1'-0"

/ 2

WTB-S-202

288211

C R

E, IN

AMP AMP TBD

U C

N S

C R

E U

N D

N C

H T

C O

M M

-A

-S -2

U C

N S

1/8" = 1'-0"C1 GRID A FRAMING ELEVATION 8'4' 16'0

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

8'4' 16'0

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

1/8" = 1'-0"B1 GRID A WALL GIRT ELEVATION

K D

E S C

N D

R T

H E

W 0 4

/2 4/ stmurphy stmurphy

T/STL ROOF - LOW

20' - 5"

1 2 3 4 5 6

T/FTG

-3' - 0"

S-505 C2

S-505 C1

S-505 B4

NOTE: BRACES

HSS 5X5X5/16

T/CONC SOG

0' - 0"

T/STL ROOF - LOW

20' - 5"

1 2 3 4 5 6

T/FTG

-3' - 0"

3" 4'

NOTES:

SEE SHEETS S-001 AND S-002 FOR GENERAL NOTES AND

ABBREVIATIONS.

COORDINATE ALL ELEVATIONS W/ARCHITECTURAL AND NOTIFY

CONTRACTING OFFICER OF ANY DISCREPANCIES PRIOR TO

CONSTRUCTION.

DESIGN STEEL BRACE CONNECTIONS FOR THE FACTORED AXIAL

LOADS SHOWN ON THE ELEVATIONS. REFER TO GENERAL NOTES FOR

ADDITIONAL CONNECTION DESIGN REQUIREMENTS.

GUSSET PLATES NOT SHOWN FOR CLARITY. SEE DETAIL SHEETS FOR

MORE INFORMATION.

5. PROVIDE HORIZONTAL WALL GIRTS WITH SPACING INDICATED ON THE

ELEVATIONS AND SIZE AS FOLLOWS, WHERE "L" = SPAN LENGTH:

FOR L ≤ 20' C10X15.3

FOR 20' < L ≤ 26' C10X25

FOR 26' < L C10X30

P R

A R

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

EPROJECT NO.:

1 2 3 4 5

O F

Y N

G C

O M

<<PM/DM>>

BRANCH MANAGER

CHIEF ENG/ARCH

<<XX>>

JACOBS ENGINEERING GROUP INC.

412 MT. KEMBLE AVENUE

MORRISTOWN, NJ 07960

PHONE: (973) 267-0555

1 2 3 4 5

1/8" = 1'-0"

/ 2

WTB-S-203

288212

C R

E, IN

AMP AMP TBD

U C

N S

C R

E U

N D

N C

H T

C O

M M

-A

-S -2

U C

N S

1/8" = 1'-0"C1 GRID C FRAMING ELEVATION

1/8" = 1'-0"B1 GRID C WALL GIRT ELEVATION

8'4' 16'0

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

8'4' 16'0

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

K D

E S C

N D

R T

H E

W 0 4

/2 4/ stmurphy stmurphy

ISOLATION JOINT

SEE PLAN

CONCRETE SLAB

SEE PLAN FOR THICKNESS AND REINF

WALL FTG SEE PLAN

AND SCHED

INSULATED WALL PANEL

SEE ARCH

EXTERIOR GRADE OR

CONC SEE CIVIL

COL

VAPOR BARRIER AND

APPROVED SUBGRADE

SEE PLAN

STEEL WALL GIRT

SEE PLANS

T/SLAB EL

SEE PLAN

T/FTG EL

SEE PLAN

FDN WALL

AND FTG

CONC CURB

SEE PLAN

T/CURB EL

SEE PLAN

T/FDN WALL EL

SEE PLAN

INSULATION

PER ARCH

#5 CONT NOSING BAR

VIRGIN SOIL OR WELL-

COMPACTED FILL

L3X3X3/8

P R

A R

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

EPROJECT NO.:

1 2 3 4 5

O F

Y N

G C

O M

<<PM/DM>>

BRANCH MANAGER

CHIEF ENG/ARCH

<<XX>>

JACOBS ENGINEERING GROUP INC.

412 MT. KEMBLE AVENUE

MORRISTOWN, NJ 07960

PHONE: (973) 267-0555

1 2 3 4 5

1" = 1'-0"

/ 2

WTB-S-301

288213

C R

E, IN

AMP AMP TBD

U C

O U

N D

N S

O N

C R

E U

N D

N C

H T

C O

M M

-A

-S -3

U C

O U

N D

N S

O N

1" = 1'-0"C1 TYPICAL FOUNDATION WALL DETAIL

WALL SCHEDULE

TYPE MARK THICKNESS

LONGITUDINAL

REINF COMMENTS

W1.0 12" (3) #5 CONT W/ 8" CURB

WALL FOOTING SCHEDULE

TYPE MARK WIDTH THICKNESS COMMENTS

WF1.0 3' - 0" 1' - 0"

K D

E S C

N D

R T

H E

W 0 4

/2 4/ stmurphy stmurphy

CONSTRUCTION JOINT,

SEE APPLICABLE DETAIL FOR

TYPE OF STRUCTURAL ELEMENTTYPICAL T & B

CLASS B TENSION SPLICE

SEE PLAN

POUR STRIP VARIES

NOTE:

1. PLACE CONCRETE IN POUR STRIP NO SOONER THAN 60 DAYS AFTER

ADJACENT CONCRETE HAS BEEN PLACED

NOTE:

1. COORDINATE PAD LOCATIONS AND SIZE WITH ELECTRICAL & MECHANICAL

DRAWINGS AND EQUIP MANUFACTURER'S RECOMMENDATIONS

ROUGHEN TO 1/4" AMPLITUDE

& APPLY BONDING AGENT

ADHESIVE ANCHORS, REFER TO

EQUIP SHOP DRAWINGS FOR TYPE,

SIZE, PROJECTION AND LOCATION.

MIN 3" EMBEDMENT INTO SOG.

#3 @ 12" OC

MIN

0' - 6"

SEE NOTE 1

T/ SLAB EL

SEE PLAN

1" CHAMFER, TYPTY

2" C

4" M

FLOOR DRAIN FLANGE

T/ SLAB EL

SEE PLAN

1" D

O N

D R

T H

K, SE

NOTE:

1. SEE ARCH, MECH AND PLUMBING FOR DRAIN SIZE , TYPE AND LOCATION.

RADIUS

2' - 0"

CJ CJ

C J

STEEL COL & BASE PL

SEE PLAN AND SCHED

COL

C J

STEEL COL & BASE PL

SEE PLAN AND SCHED

COL

CONC PIER BELOW

SEE PLAN AND SCHED

INTERIOR COLUMN EXTERIOR COLUMN

CONC FDN WALL

SEE PLAN AND SCHED

CONC CURB ATOP FDN

WALL SEE PLAN AND

DETAILS

FULL-DEPTH ISOLATION

JOINT TOPPED WITH

ELASTOMERIC JOINT

SEALANT

FILL BOXOUT W/CONC.

MIN 2 DAYS AFTER SLAB

IS POURED

FILL BOXOUT W/CONC.

MIN 2 DAYS AFTER SLAB

IS POURED

TYP

TYP STEEL COL & BASE PL

SEE PLAN AND SCHED

COL

CONC PIER BELOW

SEE PLAN AND SCHED

CORNER COLUMN

CONC FDN WALL

SEE PLAN AND SCHED

CONC CURB ATOP FDN

WALL SEE PLAN AND

DETAILS

FULL-DEPTH ISOLATION JOINT TOPPED

WITH ELASTOMERIC JOINT SEALANT

FILL BOXOUT W/CONC.

MIN 2 DAYS AFTER SLAB

IS POURED

3" TYP

1 1/2" DEEP SAWCUT JOINT. FILL

WITH SEMIRIGID JOINT FILLER

SEE PLAN FOR SLAB REINF

3/4" DIA x 0'-10" LONG SMOOTH

DOWEL @ 12" OC. LIGHTLY OIL

FULL LENGTH OF DOWEL.

CONTRACTION JOINT

CONSTRUCTION JOINT

DRAINAGE COURSE

SEE PLAN FOR THK

2" C

T H

VAPOR RETARDER

DRAINAGE COURSE

SEE PLAN FOR THK

VAPOR RETARDER

SEE PLAN FOR REINF 0' - 3" 0' - 3"

2" C

T H

T/SLAB

PROVIDE 1/4" WIDE x 1" DEEP TOOLED

SLOT. FILL WITH SEMIRIGID JOINT FILLER

T/ SLAB EL

SEE PLAN

T/ SLAB EL

SEE PLAN

SLAB REINF, SEE PLAN

CMU WALL, SEE ARCH

FOR SIZE & LOCATION

T H

T/ SLAB EL

SEE PLAN

#3 @ 18"

1' -0

" M

TYP

1' - 0"

5 #3 CONT

W+12"

P R

A R

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

EPROJECT NO.:

1 2 3 4 5

O F

Y N

G C

O M

<<PM/DM>>

BRANCH MANAGER

CHIEF ENG/ARCH

<<XX>>

JACOBS ENGINEERING GROUP INC.

412 MT. KEMBLE AVENUE

MORRISTOWN, NJ 07960

PHONE: (973) 267-0555

1 2 3 4 5

As indicated

/ 2

WTB-S-501

288214

C R

E, IN

AMP AMP TBD

U C

C R

E U

N D

N C

H T

C O

M M

-A

-S -5

U C

NTSB1 TYPICAL POUR STRIP DETAIL

NTSB2 INTERIOR EQUIPMENT PAD DETAIL

NTSB4 SLAB ON GRADE FLOOR DRAIN

NTSC1 COLUMN ISOLATION JOINT DETAILS

NTSA1 SLAB-ON-GRADE JOINT DETAILS

NTSA2

THK SLAB UNDER NON-LOAD BEARING

CMU WALL

K D

E S C

N D

R T

H E

W 0 4

/2 4/ stmurphy stmurphy

WATERPROOFING,

SEE ARCH

WATERSTOP

CLASS B

TENSION SPLICE

0' - 1 7/16"

0' - 2 1/ 32" 3/8"

8"FORMED JOINT

FILLED W/ SEALANT

EACH FACE OF WALL

BOND BREAK TAPE

EXTERIOR FACE OF WALL

INTERIOR FACE OF WALL

HAIRPIN DOWELS TO

MATCH SIZE & SPACING

OF LARGER HORZ BAR

TENSION SPLICE

1'-0" MIN

STD HK

N S

1'-0" MIN

STD HK

CONT HORZ BARS

HOOK HORZ BARS OR

PROVIDE DOWELS AT

SAME SIZE & SPACING

TENSION SPLICE

0" TYP

5' - 0" 20'-0" MAX BETWEEN

CONSTRUCTION JOINT

SEE TYPICAL WALL

CONSTRUCTION JT

DETAIL

TYP

1' - 0"

SONOTUBE OR EQUAL,

ID MIN 2" LARGER

THAN PIPE

UTILITY PIPE TO

& FROM BUILDING

FILL PIPE TRENCH W/

LEAN CONC FILL TO

BOTTOM OF FOOTING

BUILDING WALL &

FOOTING, SEE PLAN

MIN

6" M

SECTION A-A

TIES, SEE

SCHEDULE

BRACE

COL COL

COL

TIES, SEE

SCHEDULE

COL

STD HOOK

#4 @ 12", TYP

SCHEDULED PIER REINF

STEEL COLUMN, SEE PLAN

SCHEDULED PIER

NON-SHRINK GROUT

SCHEDULED FOOTING

T/ FTG EL

SEE PLAN

T/ PIER EL

SEE PLAN

2" 0'

BLOCK OUT FOR SHEAR

LUG WHERE REQUIRED

R 0'

COL

STD HOOK, TYP

SCHEDULED BASE PLATE

NOTE: CONTINUE WALL FTG

REINF THROUGH PIER FTG

ANCHOR RODS PER NOTES

NOTE: CONT FDN

WALL AND WALL FTG

NOT SHOWN FOR

CLARITY. SEE TYP

DETAILS AND EXTEND

REINF THROUGH PIER

AND PIER FTG.

SLAB ON GRADE

SCHEDULED FOOTING

BASE

T/ SLAB EL

SEE PLAN

T/ FTG EL

SEE PLAN

SCHEDULED BASE PLATE.

NON-SHRINK GROUT

NUTS WITH PLATE WASHERS

LEVELING NUTS WITH

PLATE WASHERS

SCHEDULED BOT

FOOTING REINF TY

P 0'

TYP

0' - 3" CLR

BLOCK OUT FOR

SHEAR LUG WHERE

REQUIRED

B/ BASE PL

EL = T/FTG + 1 1/2"

COL

VAPOR RETARDER

NOTES:

1. SEE PLAN FOR DIMENSIONAL ORIENTATION OF NON-SQUARE FOOTINGS

2. SEE SCHEDULE FOR FOOTING SIZE AND REINFORCING

3. ALL FOOTINGS SHALL BE CENTERED UNDER COLUMNS, UNLESS NOTED OTHERWISE

4. DISTRIBUTE SHORT BARS AS REQUIRED BY ACI 318 PARAGRAPH 15.4.4.2

SCHEDULED TOP REINF.

1" ISOLATION JOINT EA SIDE

P R

A R

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

EPROJECT NO.:

1 2 3 4 5

O F

Y N

G C

O M

<<PM/DM>>

BRANCH MANAGER

CHIEF ENG/ARCH

<<XX>>

JACOBS ENGINEERING GROUP INC.

412 MT. KEMBLE AVENUE

MORRISTOWN, NJ 07960

PHONE: (973) 267-0555

1 2 3 4 5

As indicated

/ 2

WTB-S-502

288215

C R

E, IN

AMP AMP TBD

U C

C R

E U

N D

N C

H T

C O

M M

-A

-S -5

U C

NTSA4 WALL JOINT DETAIL

NTSA1 TYPICAL WALL BOUNDARIES

NTSA2 UTILITY PIPES UNDER WALL FOOTINGS

NTSC4 CONCRETE PIER DETAIL

NTSC2 PIER DETAIL AND SCHEDULE

3/4" = 1'-0"C1 FOOTING DETAIL AND SCHEDULE

FOOTING SCHEDULE

TYPE MARK

FOOTING SIZE

SHORT BARS LONG BARS COMMENTSLENGTH WIDTH THICKNESS

F4.5 4' - 6" 4' - 6" 1' - 0" (5) #5 T&B (5) #5 T&B F6.0 6' - 0" 6' - 0" 1' - 0" (6) #5 T&B (6) #5 T&B F7.0 7' - 0" 7' - 0" 1' - 0" (7) #5 T&B (7) #5 T&B

PIER SCHEDULE

TYPE MARK LENGTH WIDTH VERT REINF TIES COMMENTS

P1.0 2' - 10" 2' - 4" (8) #8 #4 @ 12" 0C PROVIDE (2) #4 ADDL @ TOP

P2.0 3' - 8" 2' - 4" (10) #8 #4 @ 12" 0C PROVIDE (2) #4 ADDL @ TOP

P3.0 2' - 10" 2' - 8" (8) #8 #4 @ 12" 0C PROVIDE (2) #4 ADDL @ TOP

K D

E S C

N D

R T

H E

W 0 4

/2 4/ stmurphy stmurphy

(4) 3/4" DIA. ANCHOR RODS,

10" EMBEDMENT, PLATE

HOLES 1 5/16" DIA.

SHEAR LUG

SEE

NOTES:

1. SET AND SECURE ANCHOR RODS WITH TEMPLATES PRIOR TO PLACING CONCRETE.

2. PROVIDE 1/2" MINIMUM EXTENSION OF ANCHOR RODS ABOVE TOP NUT.

3. INSTALL GROUT AFTER COLUMN HAS BEEN PLUMBED AND PRIOR TO ERECTION OF ROOF STEEL FRAMING.

4. PIER OUTLINE AND PIER REINFORCEMENT SHOWN FOR COORDINATION PURPOSES; SEE PIER DETAILS FOR ADDITIONAL INFO; PLACE VERTICAL PIER REINF TO AVOID INTERFERENCE WITH ANCHOR RODS AND NUTS.

1' - 8"

2' - 4"

1' - 8"

2' - 8"

2' - 0"

COL

EQ EQ

2' - 4"

COL

5" 1'

CL PIER,

PLATE

EQ EQ

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

EQ EQ

COL

CL PIER, PLATE

1' - 2" 0' - 2" 1' - 4"

0' - 10" 0' - 2" 1' - 0"

0' - 2" TYP

9" 1'

5/16 5/16 5/16

BASEPLATE TYPE 1 (MARK BP1) BASEPLATE TYPE 2 (MARK BP2)

NOTE: PROVIDE ANCHOR TENSION

REINFORCEMENT

BASEPLATE TYPE 3 (MARK BP3)

NOTE: PROVIDE ANCHOR TENSION

REINFORCEMENT

(8) 3/4" DIA. ANCHOR RODS,

10" EMBEDMENT, PLATE

HOLES 1 5/16" DIA.

(6) 3/4" DIA. ANCHOR RODS,

10" EMBEDMENT, PLATE

HOLES 1 5/16" DIA.

1" THK BASEPLATE 1" THK BASEPLATE 1" THK BASEPLATE

T/ FTG OR PIER EL

SEE PLAN

BASE PLATE, SEE DETAILS.

B/ BASE PLATE EL = T/ FTG OR PIER EL + 1 1/2"

PROVIDE 1/4" THICK MASTIC COATING ON

EXPOSED PORTIONS OF BASE PLATE, ANCHOR

RODS AND COLUMN BELOW TOP OF SLAB TO

PREVENT CORROSION

NON-SHRINK

GROUT

ANCHOR ROD,

SEE DETAILS

LEVELING NUTS WITH PLATE

WASHERS OR SHIM

COL

NUTS WITH PLATE WASHERS; WASHER

SIZE 1/2" THK x 3" x 3"; HOLE ON WASHER =

DIA OF ANCHOR ROD + 1/16"

TACK WELD NUT TO

ANCHOR ROD

D M

3/8 3/8

0' - 1"

LUGSEE BASE PL DETAILS SEE BASE PL DETAILS

P R

A R

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

EPROJECT NO.:

1 2 3 4 5

O F

Y N

G C

O M

<<PM/DM>>

BRANCH MANAGER

CHIEF ENG/ARCH

<<XX>>

JACOBS ENGINEERING GROUP INC.

412 MT. KEMBLE AVENUE

MORRISTOWN, NJ 07960

PHONE: (973) 267-0555

1 2 3 4 5

As indicated

/ 2

WTB-S-503

288216

C R

E, IN

AMP AMP TBD

U C

C R

E U

N D

N C

H T

C O

M M

-A

-S -5

U C

COLUMN SCHEDULE

TYPE MARK TYPE CAP PLATE THK COMMENTS

C1.0 W18X50 C2.0 W18X60

1" = 1'-0"C1 BASEPLATE CONFIGURATIONS

NTSB1 ANCHOR ROD

NTSB2 BPL W/ SHEAR LUG

K D

E S C

N D

R T

H E

W 0 4

/2 4/ stmurphy stmurphy

NOTES:

1. PROVIDE EITHER STANDARD AISC SINGLE PLATE OR DOUBLE ANGLE CONNECTIONS.

2. SEE PLANS & STRUCTURAL STEEL NOTES FOR FACTORED DESIGN REACTIONS.

COL

DOUBLE ANGLE SHEAR

CONNECTION W/ HS BOLTS,

SHORT SLOTTED HOLES IN

ANGLES & STD HOLES IN BEAM

D /2

STANDARD AISC DOUBLE

ANGLE CONNECTION

BEAM, SEE PLAN

SUPPORT BEAM

REACTIONS, SEE PLAN AND

GENERAL NOTES

IF CONNECTING BEAM

DEPTHS ARE UNEQUAL,

COPE SHALLOWER BEAM

AS REQUIRED TO CLEAR

BOLTS FROM DEEPER

BEAM ON OPPOSITE SIDE

T/…

This is the start of the file's text. The full file is on GovTribe.

File details come from the government source that posted it. Updated Dec 27, 2023.