Attachment G - 1362850dwg8of15_STRUCT.pdf

GENERAL NOTES:

THE STRUCTURAL DRAWINGS MUST BE USED IN CONJUNCTION WITH THE

ARCHITECTURAL, CIVIL, MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS

AND THE SPECIFICATIONS. THE CONTRACTOR MUST VERIFY THE REQUIREMENTS

OF OTHER TRADES FOR ITEMS TO BE PLACED OR SET IN THE STRUCTURAL WORK.

THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE PROVISIONS

OF THE INTERNATIONAL BUILDING CODE, 2018 EDITION, AS ADOPTED BY THE

UNIFIED FACILITIES CRITERIA, AND AS FOLLOWS:

CHANGE 1, OCTOBER 1, 2020

BUILDINGS DECEMBER 8, 2018 WITH CHANGE 1,

JUNE 12, 2020

THE WORK UNDER THE FOLLOWING SPECIFICATION SECTIONS IS SUBJECT TO

SPECIAL INSPECTIONS AND TESTS AS DESCRIBED IN SECTION 1704 OF THE

INTERNATIONAL BUILDING CODE, 2018 EDITION:

033000 - CAST-IN-PLACE CONCRETE

312300.0020 - EXCAVATION AND FILL

316213.20 - PRECAST / PRESTRESSED CONCRETE PILES

THIS PROJECT IS SUBJECT TO IBC SPECIAL INSPECTION REQUIREMENTS

AS MODIFIED BY UFC 3-301-01. THE STATEMENT AND SCHEDULE OF

SPECIAL INSPECTIONS DEFINE THE SCOPE OF SPECIAL INSPECTIONS ARE

INCLUDED WITH THE PROJECT SPECIFICATIONS. SPECIAL INSPECTIONS

FOR WIND AND SEISMC RESISTANCE AND STRUCTURAL OBSERVATIONS

FOR WIND REQUIREMENTS AND SEISMIC RESISTANCE ARE NOT REQUIRED

SINCE THE NOMINAL WIND SPEED FOR THE PROJECT LOCATION IS LESS

THAN 110 MPH AND THE RISK CATEGORY IS II. STRUCTURAL

OBSERVATIONS FOR PROGRESSIVE COLLAPSE AVOIDANCE ARE NOT

REQUIRED.

THE CONTRACTOR MUST BE RESPONSIBLE FOR TEMPORARY SHORING AND

BRACING REQUIRED TO ERECT AND HOLD THE STRUCTURE IN PROPER

ALIGNMENT UNTIL PERMANENT SUPPORTS AND LATERAL BRACING ARE IN PLACE.

THE PROJECT SPECIFICATIONS ARE NOT SUPERSEDED BY THE STRUCTURAL

NOTES BUT ARE INTENDED TO BE COMPLEMENTARY TO THEM. REFER TO THE

SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS IN EACH SECTION.

SPECIFIC NOTES AND DETAILS ON THE DRAWINGS MUST TAKE PRECEDENCE

OVER STRUCTURAL NOTES AND TYPICAL DETAILS.

CONSULTANTS' DRAWINGS, INCLUDING STRUCTURAL DRAWINGS, ARE

CONSIDERED SUPPLEMENTARY TO THE ARCHITECTURAL DRAWINGS. ANY

OMISSIONS OR CONFLICTS, INCLUDING DIMENSIONS, BETWEEN VARIOUS

ELEMENTS OF THE CONSULTANTS' DRAWINGS AND/OR SPECIFICATIONS MUST BE

BROUGHT TO THE ATTENTION OF THE ARCHITECT AND CONTRACTNG OFFICER

PRIOR TO PROCEEDING WITH THE WORK.

THE DOCUMENTS DEFINING THE STRUCTURE ARE INSTRUMENTS OF SERVICE

PREPARED BY SPEIGHT, MARSHALL AND FRANCIS, P.C. FOR ONE USE ONLY. THE

STRUCTURAL DOCUMENTS MUST NOT BE REPRODUCED, OR COPIED IN WHOLE

OR IN PART BY THE CONTRACTOR OR SUBCONTRACTORS FOR PREPARATION OF

SHOP DRAWINGS OR OTHER SUBMITTALS WITHOUT WRITTEN PERMISSION FROM

THE ARCHITECT AND CONTRACTING OFFICER.

LOADS USED IN THE DESIGN OF THIS STRUCTURE ARE AS FOLLOWS:

LIVE LOADS:

SNOW DESIGN DATA:

WIND DESIGN DATA:

DESIGN WIND PRESSURES ARE DETERMINED AND APPLIED IN

ACCORDANCE WITH THE DESIGN CRITERIA REFERENCES.

SEISMIC DESIGN DATA (CONTINUED):

ANALYSIS PROCEDURE

BASIC SEISMIC-FORCE-RESISTING SYSTEM IS INTERMEDIATE

REINFORCED PRECAST CONCRETE SHEAR WALLS

DESIGN CRITERIA SERVICEABILITY LIMITS:

ROOF DEFLECTIONS:

WIND LOADS WERE TAKEN AS 0.42 TIMES THE WIND PRESSURE FOR

DETERMINING DEFLECTION LIMITS

THE BUILDING HAS AN OCCUPANCY DESIGNATION OF LOW OCCUPANCY AND NO

SPECIFIC THREATS TO THE BUILDING HAVE BEEN IDENTIFIED. THE BUILDING IS

EXEMPT FROM THE REQUIREMENTS OF UFC 4-010-01 ANTITERRORISM PROVISIONS.

FOUNDATION NOTES:

FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE

RECOMMENDATIONS IN THE GEOTECHNICAL EXPLORATION REPORT PREPARED

BY TERRACON CONSULTANTS, INC. DATED DECEMBER 14, 2021.

PRIOR TO PLACING FOUNDATION CONCRETE, ALL FOUNDATION EXCAVATIONS

MUST BE INSPECTED BY THE GEOTECHNICAL ENGINEER TO EXPLORE THE

EXTENT OF LOOSE, SOFT OR OTHERWISE UNSATISFACTORY SOIL MATERIAL.

REPORT UNSUITABLE CONDITIONS TO THE CONTRACTING OFFICER AND

PERFORM CORRECTIVE ACTION AS DIRECTED BY THE CONTRACTING OFFICER.

NO UNBALANCED BACKFILLING MAY BE DONE AGAINST WALLS UNLESS WALLS

ARE SECURELY BRACED AGAINST OVERTURNING, EITHER BY TEMPORARY

CONSTRUCTION BRACING OR BY PERMANENT CONSTRUCTION.

DRIVEN PILE NOTES:

PILING MUST COMPLY WITH PRECAST CONCRETE INSTITUTE MNL-116 AND

SECTIONS 1808 AND 1810 OF THE 2018 INTERNATIONAL BUILDING CODE. PILING

MUST BE 14 INCH SQUARE PRECAST, PRESTRESSED CONCRETE SECTIONS.

PILE FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE

RECOMMENDATIONS IN THE GEOTECHNICAL EXPLORATION REPORT PREPARED

BY TERRACON CONSULTANTS, INC. DATED DECEMBER 14, 2021.

PILE ALLOWABLE (UNLESS OTHERWISE NOTED) DESIGN CAPACITIES ARE AS

DRIVE 6 - 65 FOOT LONG TEST PILES IN LOCATIONS SHOWN ON THE FOUNDATION

PLANS.

TEST PILES SHOWN ON PLANS MUST BE TESTED USING PILE DRIVING ANALYZER

(PDA) TO MEASURE DRIVING STRESSES, EVALUATE HAMMER PERFORMANCE AND

VERIFY PILE CAPACITIES. TESTS MUST BE DONE IN ACCORDANCE WITH THE

SPECIFICATIONS AND UNDER THE DIRECTION OF THE GEOTECHNICAL ENGINEER.

PROVIDE AN AS-INSTALLED PILE DRAWING FOR EACH PILE WITH PILE LOCATION

DISCREPANCIES NOTED ON THE DRAWING.

PILING MUST BE DRIVEN TO A MAXIMUM TOLERANCE IN ANY DIRECTION OF THREE

INCHES PER PILE. WHERE AN INDIVIDUAL PILE IS DRIVEN OUT OF POSITION MORE

THAN THREE INCHES IN ANY DIRECTION AND/OR WHERE THE CENTER OF

GRAVITY OF A PILE GROUP IS OUT OF POSITION MORE THAN TWO INCHES, THE

CONTRACTOR MAY BE REQUIRED TO DRIVE AN ADDITONAL PILE OR PILES TO

COMPENSATE FOR THE ECCENTRICITY OF THE PILE AND/OR PILE GROUP.

CAST-IN-PLACE CONCRETE NOTES:

CAST-IN-PLACE CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH THE

AMERICAN CONCRETE INSTITUTE (ACI) "BUILDING CODE REQUIREMENTS FOR

STRUCTURAL CONCRETE (ACI 318-14) AND COMMENTARY (ACI 318R-14)".

CONCRETE MUST BE NORMAL WEIGHT AND MUST OBTAIN 28 DAY COMPRESSIVE

STRENGTHS AS FOLLOWS:

REINFORCING MATERIALS MUST BE AS FOLLOWS:

REINFORCING BARS - ASTM A615, GRADE 60, DEFORMED

ALL REINFORCING STEEL AND EMBEDDED ITEMS MUST BE ACCURATELY PLACED

IN THE POSITIONS SHOWN AND ADEQUATELY TIED AND SUPPORTED BEFORE

CONCRETE IS PLACED TO PREVENT DISPLACEMENT BEYOND PERMITTED

TOLERANCES.

MINIMUM CONCRETE COVER FOR REINFORCING STEEL AS INDICATED ON THE

DRAWINGS MUST GOVERN WHEN IN CONFLICT WITH ACI 318-14.

STRUCTURAL PRECAST CONCRETE NOTES:

STRUCTURAL PRECAST CONCRETE MUST BE DESIGNED IN ACCORDANCE WITH

THE AMERICAN CONCRETE INSTITUTE (ACI) "BUILDING CODE REQUIREMENTS FOR

REINFORCED CONCRETE" ACI 318-14.

SUBMIT SHOP DRAWINGS PREPARED BY A PROFESSIONAL ENGINEER REGISTERED

IN THE STATE OF SOUTH CAROLINA FOR THE DESIGN OF STRUCTURAL PRECAST

CONCRETE, INCLUDING DESIGN LOADINGS AND REACTIONS APPLIED TO THE

SUPPORTING STRUCTURE.

CONNECTION DETAILS SHOWN ARE SCHEMATIC ONLY. ALL CONNECTIONS MUST

BE DEVELOPED BY THE PRECAST MANUFACTURER TO SUIT THE SPECIFIED

LOADS AND CONNECTIONS MUST ACCOUNT FOR THERMAL MOVEMENT AND

CREEP OF PRECAST MEMBERS. DETAIL ALL CONNECTIONS ON SHOP DRAWINGS.

IN ADDITION TO THEIR OWN DEAD WEIGHT AND THE DEAD LOADS SHOWN,

PRECAST MEMBERS MUST BE DESIGNED TO SUPPORT THE LIVE LOADS

INDICATED IN THE GENERAL NOTES.

CONCRETE MUST BE NORMAL WEIGHT AND MUST OBTAIN A 28 DAY

COMPRESSIVE STRENGTH OF 5,000 PSI.

REINFORCING MATERIALS MUST BE AS FOLLOWS:

REINFORCING BARS: ASTM A615, GRADE 60, DEFORMED

WELDED WIRE FABRIC: ASTM A185

PRESTRESSING TENDONS MUST COMPLY WITH ASTM A416 GRADE 270,

UNCOATED, 7-WIRE STRESS-RELIEVED STRAND.

STRUCTURAL STEEL NOTES:

STRUCTURAL STEEL HAS BEEN DESIGNED IN ACCORDANCE WITH THE

FOURTEENTH EDITION OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION

(AISC 360-16) "STEEL CONSTRUCTION MANUAL" - LOAD & RESISTANCE FACTOR

DESIGN.

STRUCTURAL STEEL MUST COMPLY WITH THE FOLLOWING SPECIFICATIONS:

STRUCTURAL STEEL W- AND WT-SHAPES - ASTM A992, Fy=50 KSI RECTANGULAR AND SQUARE HSS - ASTM A500, GRADE C, Fy=50 KSI

ANCHOR RODS - ASTM F1554, GRADE 36

ALL OTHER STRUCTURAL STEEL SHAPES, PLATES AND BARS - ASTM A36,

Fy=36 KSI (UNLESS OTHERWISE NOTED)

UNLESS OTHERWISE NOTED, ALL BEAM CONNECTIONS MUST BE ACCORDING TO

"TYPICAL BOLTED WEB PLATE CONNECTION DETAILS" ON SHEET SF501 USING

ASTM A325 BOLTS.

HIGH STRENGTH BOLTS MAY BE TIGHTENED TO THE "SNUG TIGHT" CONDITION IN

LIEU OF FULL PRETENSIONING.

WELDING MUST BE IN ACCORDANCE WITH AWS D1.1, "STRUCTURAL WELDING

CODE - STEEL". WELD ELECTRODES MUST BE E70XX. CONTINUOUS 3/16" FILLET

WELDS ARE REQUIRED UNLESS OTHERWISE NOTED.

SEE THE ARCHITECTURAL, CIVIL, MECHANICAL, PLUMBING AND ELECTRICAL

DRAWINGS FOR ADDITIONAL STEEL (IF ANY) NOT SHOWN ON THE STRUCTURAL

DRAWINGS.

UNLESS OTHERWISE NOTED, THE TOP OF ALL STEEL COLUMNS MUST HAVE A

STEEL CAP PLATE. UNLESS OTHERWISE DETAILED OR NOTED, MINIMUM CAP

PLATE DIMENSIONS MUST MATCH COLUMN WIDTH AND DEPTH AND MINIMUM

THICKNESS OF CAP PLATE MUST EQUAL COLUMN WEB THICKNESS (1/2" MIN).

STRUCTURAL STEEL NOTED TO BE GALVANIZED MUST CONFORM TO ASTM A123

OR ASTM A153. GALVANIZE STRUCTURAL STEEL AFTER FABRICATION WHERE

PRACTICAL. REPAIR DAMAGED GALVANIZED COATING USING ASTM A780 ZINC-

RICH PAINT.

STEEL JOIST NOTES:

STEEL JOISTS MUST CONFORM TO THE LATEST EDITION OF THE STEEL JOIST

INSTITUTE (SJI) STANDARD SPECIFICATIONS.

PREPARE AND SUBMIT FOR REVIEW SHOP DRAWINGS SHOWING THE LAYOUT OF

JOIST MEMBERS, SPECIAL CONNECTIONS, JOINING AND ACCESSORIES. INCLUDE

MARK, NUMBER, TYPE, LOCATION AND SPACING OF JOISTS AND BRIDGING.

THE JOIST MANUFACTURER MUST BE RESPONSIBLE FOR CONTINUOUS JOIST

BRIDGING LINES SATISFYING THE REQUIREMENTS OF THE SJI SPECIFICATION

FOR THE TOP AND BOTTOM CHORDS OF ALL STEEL JOISTS, AS WELL AS ANY

ADDITIONAL BRIDGING/BRACING SHOWN OR REQUIRED FOR JOISTS SUBJECTED

TO NET UPLIFT OR OTHER SPECIAL LOADS. ALL REQUIRED JOIST BRIDGING MUST

BE CLEARLY INDICATED ON THE SHOP DRAWINGS. CROSS-BRIDGING IS

REQUIRED AT CHANGES OF JOIST DEPTHS AND ENDS OF ALL BRIDGING LINES,

UNLESS SUCH ENDS ARE PROPERLY ANCHORED INTO INTERSECTING INTERIOR

OR END WALLS. ALL BRIDGING AND BRIDGING ANCHORS MUST BE COMPLETELY

INSTALLED BEFORE PLACING OF ANY CONSTRUCTION LOADS ON THE JOISTS.

ROOF JOISTS MUST BE DESIGNED FOR UPLIFT LOADS INDICATED IN THE

'COMPONENT AND CLADDING DESIGN PRESSURES' AND 'COMPONENT AND

CLADDING LEGEND' SHOWN ON SHEET S-002 TO OBTAIN THE NET UPLIFT VALUE.

ONE-THIRD STRESS INCREASE NOT PERMITTED FOR LOAD COMBINATIONS

INVOLVING WIND PER IBC SECTION 1605.3.1.1.

WHERE JOIST SPAN EQUALS 40 FEET OR GREATER JOIST MUST BE ERECTION

BOLTED TO STEEL BEAMS, UNLESS PANELIZED JOIST ERECTION IS EMPLOYED.

COORDINATE BOLT HOLE LOCATIONS REQUIRED IN STRUCTURAL STEEL MEMBERS.

CONCENTRATED LOADS NOT LOCATED AT JOIST PANEL POINTS MUST BE

REINFORCED PER 'TYPICAL DETAIL AT CONCENTRATED LOADS ON JOISTS'.

DESIGNATION AND FOR AN ADDITIONAL CONCENTRATED LOAD OF 200 LBS AT

STEEL DECK NOTES:

STEEL DECK MUST CONFORM TO THE LATEST EDITION OF THE AMERICAN IRON

AND STEEL INSTITUTE (AISI), "SPECIFICATION FOR THE DESIGN OF COLD-FORMED

STEEL STRUCTURAL MEMBERS" AND THE STEEL DECK INSTITUTE (SDI), "DESIGN

MANUAL FOR COMPOSITE DECKS, FORM DECKS, AND ROOF DECKS."

STEEL DECK UNITS MUST COMPLY WITH THE FOLLOWING:

1 1/2" ROOF DECK MUST BE 18 GAGE GALVANIZED TYPE B RIB DECK

SPANNING PERPENDICULAR TO SUPPORTS UNLESS OTHERWISE NOTED.

ATTACH DECK TO STRUCTURAL STEEL SUPPORTS WITH 5/8" DIAMETER

PUDDLE WELDS AT EVERY RIB, INCLUDING RIBS WHERE SIDELAPS OCCUR.

FASTEN ADJACENT DECK UNITS WITH #10 SELF-TAPPING HEX HEAD

SCREWS AT 1/3 POINTS BETWEEN SUPPORTS ALONG SIDELAPS AND

FASTEN EDGEMOST DECK PANEL TO STEEL FRAMING WITH 5/8" DIAMETER

PUDDLE WELDS AT SAME SPACING AS SIDELAP FASTENERS.

WELDING MUST BE IN ACCORDANCE WITH AWS D1.3 "STRUCTURAL WELDING

CODE - SHEET STEEL". FIELD WELDS MUST BE WIRE BRUSHED AND PAINTED

WITH ZINC RICH PAINT.

DECK OPENINGS MEASURING GREATER THAN 12" ON ANY SIDE MUST HAVE

SUPPORTS ON ALL SIDES OF OPENING. SUPPORTS MUST SPAN BETWEEN

ADJACENT BEAMS OR JOISTS ON TWO SIDES. UNLESS OTHERWISE NOTED OR

DETAILED ON THE DRAWINGS, USE 4x4x1/4" ANGLES COORDINATE OPENING SIZES, LOCATIONS AND DETAILS WITH ARCHITECTURAL, MECHANICAL, PLUMBING AND

ELECTRICAL DRAWINGS.

PERMANENT SUSPENDED LOADS SUCH AS SUSPENDED CEILINGS, LIGHT

FIXTURES, DUCTS, OR OTHER UTILITIES MUST NOT BE SUPPORTED BY STEEL

ROOF DECK.

DURING STEEL DECK ERECTION AND ROOFING, DISTRIBUTE CONSTRUCTION

LOADS TO PREVENT DAMAGE TO DECK. CONCENTRATED CONSTRUCTION LOADS

OF 200 POUNDS OR LESS DISTRIBUTED OVER A 1'-0" WIDE SECTION OF DECK

MUST NOT REQUIRE ANY FURTHER DISTRIBUTION. USE WORKING PLATFORMS

FOR CONCENTRATED CONSTRUCTION LOADS OF OVER 200 POUNDS, SUCH THAT

THE RESULTING UNIFORM CONSTRUCTION LOAD ON THE DECK DOES NOT

EXCEED 50 PSF.

PREPARE AND SUBMIT SHOP DRAWINGS FOR REVIEW SHOWING THE LAYOUT AND

TYPES OF DECK UNITS, ANCHORAGE DETAILS AND CONDITIONS REQUIRING

CLOSURE STRIPS, SUPPLEMENTARY FRAMING AND OTHER ACCESSORIES.

TOUCH-UP ALL SCARRED, ABRADED AND RUST AREAS IN STEEL DECK WITH ZINC

RICH PAINT.

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

1.

2.

3.

1.

2.

4.

5.

6.

7.

8.

9.

1.

2.

3.

4.

5.

1.

2.

3.

4.

5.

6.

7.

1.

2.

3.

4.

5.

6.

7.

8.

1.

2.

3.

4.

5.

6.

8.

1.

2.

3.

4.

5.

6.

7.

8.

A.

B.

C.

D.

E.

UFC 1-200-01 DoD BUILDING CODE, OCTOBER 8, 2019 WITH

UFC 3-220-01 GEOTECHNICAL ENGINEERING NOVEMBER 1, 2012

UFC 3-301-01 STRUCTURAL ENGINEERING OCTOBER 1, 2019

UFC 4-010-01 DoD MINIMUM ANTITERRORISM STANDARDS FOR

UFC 3-110-03 ROOFING MAY 1, 2012 WITH CHANGE 5,

AUGUST 1, 2020

A.

B.

C.

D.

E.

F.

G.

H.

A.

B.

C.

D.

ROOF 20 PSF

GROUND SNOW LOAD 5 PSF

ULTIMATE DESIGN WIND SPEED 139 MPH

NOMINAL DESIGN WIND SPEED 108 MPH

RISK CATEGORY II

WIND EXPOSURE C

INTERNAL PRESSURE COEFFICIENT ±0.18

WIND DIRECTIONALITY FACTOR, Kd 0.85 GUST EFFECT FACTOR, Gf 0.85 TOPOGRAPHIC FACTOR, Kzt 1.0 GROUND ELEVATION FACTOR, Ke 1.0

SLAB-ON-GRADE (UNIFORM) 250 PSF

SITE CLASS D

SDS (SITE SPECIFIC) 0.438g SD1 (SITE SPECIFIC) 0.238g

SEISMIC DESIGN CATEGORY D

DESIGN BASE SHEAR 99 KIPS

SEISMIC RESPONSE COEFFICIENT 0.009

RESPONSE MODIFICATION FACTOR 5.0

A.

B.

C.

D.

LIVE LOAD L/360

TOTAL LOAD L/240

LATERAL DRIFT H/480

LATERAL (OUT OF PLANE) L/240

1.

2.

A.

B.

C.

COMPRESSION = 55 TONS

TENSION = 20 TONS

LATERAL: FREE HEAD CONNECTION 5 TONS

A.

A.

B.

A.

B.

C.

D.

A.

GENERAL NOTES (CONTINUED):

1.

2.

1.

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

5.

6.

7.

8.

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10.

11.

12.

13.

034500 - PRECAST ARCHITECTURAL CONCRETE

051200 - STRUCTURAL STEEL

052100 - STEEL JOIST FRAMING

053000 - STEEL DECK

054000 - COLD-FORMED METAL FRAMING

CONCRETE MUST BE NORMAL WEIGHT AND MUST OBTAIN A 28 DAY COMPRESSIVE

STRENGTH OF 7,000 PSI.

3.

SPLICE CONTINUOUS ANGLES AND PLATES AT SUPPORTS ONLY. SEE 'TYPICAL9.

E. RAIN DESIGN DATA:

100 YEAR (1 HOUR RAINFALL)1.

UNLESS OTHERWISE NOTED, JOIST SEAT DEPTHS MUST BE 6 1/2 ".7.

DESIGN JOIST EXTENSIONS FOR THE SAME UNIFORM LOAD AS THE JOIST

THE END OF THE EXTENSION.

USE A MAXIMUM DEAD LOAD OF 5 PSF.

14.

REDUNDANCY FACTOR 1.3

4.25 INCHES

CONTINUOUS BENT PLATE OR ANGLE SPLICE DETAIL' ON SHEET SF502.

BASE BID LENGTH ON DRIVING ALL PILES EXCEPT TEST PILES TO AN ACTUAL TIP

ELEVATION OF - 36.5 FEET.

EXTERIOR SLABS AND WALLSA.

CONCRETE NOT OTHERWISE NOTEDB.

5,000 PSI

4,000 PSI

FOLLOWS (SEE A3/SB501 'PILE DESIGN CRITERIA' FOR ADDITIONAL INFORMATION):

THE FIRST FLOOR IS A STRUCTURAL SLAB. ALL UTILITIES MUST BE SUPPORTED

FROM THE SLAB AND UTILITIES MUST HAVE FLEXIBLE CONNECTIONS AS THE UTILITY

ENTERS THE BUILDING. REFER TO OTHER DISCIPLINES DRAWINGS FOR SUPPORT

DETAILS. AT LOCATIONS WHERE UTILTIES ENTER THE BUILDING, THE PENETRATION

THROUGH THE FOUNDATION WALLS, PRECAST WALLS AND TURNDOWN SLAB EDGES

MUST BE 6" LARGER THAN THE UTILITY TO ALLOW 3" OF SPACE AROUND THE UTILITY.

12.

ULTIMATE DRIVING RESISTANCE

DRIVING RESISTANCE IS BASED ON FACTOR OF SAFETY OF 2.5 AND A

233 TONS

46 TONS ALLOWANCE FOR DOWNDRAG.

D.

E.

SEISMIC DESIGN DATA:D.

RISK CATEGORY II

SEISMIC IMPORTANCE FACTOR 1.0

SS SITE SPECIFIC SD1 VALUES

S1 SITE SPECIFIC SDS VALUES

1.

2.

3.

4.

15.

SEISMIC SHEAR ON PILES

EQUIVALENT LATERAL FORCE

554 KIPS

(INCLUDING REDUNDANCY FACTOR)

(INCLUDING REDUNDANCY FACTOR)

ENGINEERS + SURVEYORS

1 2 3 4 5

3 4 5

D

C

B

A

SHEET OF

NAVFAC DRAWING NO.

CONSTR. CONTR. NO.

EPROJECT NO.:

SCALE:

D E

P A

R T

M E

N T

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T H

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SATISFACTORY TO DATE

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APPROVED

A/E INFO

SEAL

S Y

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1362850

DRAWFORM REVISION: 25 AUG 2020

NOTE:

IF THIS DRAWING IS LESS THAN 34" X 22"

IT IS A REDUCED SIZE DRAWING

D

C

B

A

1 2

CJW / SVR

Approved by J. Scott Roberts, Asset Management Branch Head

& Supervisory Facility Planner, PWD Beaufort, SC via email

EJA

DSN

CWJ

12/17/2021

12/17/21

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S-001

EHI NAA DWS

12854064

SPEIGHT MARSHALL FRANCIS. .

STRUCTURAL ENGINEERS

SM&F Job No:WWW.SMANDF.COM

1228 PERIMETER PARKWAY, SUITE 201

P: 757.427.1020

VIRGINIA BEACH, VIRGINIA 23454

7814 CAROUSEL LANE SUITE 200

P: 804.464.4111

RICHMOND, VIRGINIA 23294

20.009-B

STRUCTURAL ABBREVIATION LIST:

PLUS/MINUS

DIAMETER

CENTERLINE

ON CENTER

ANCHOR BOLT

ARCHITECT or ARCHITECTURAL

BOTTOM

BAR DIAMETER

BUILDING

BRACING

BRIDGING

CENTER OF GRAVITY

CAST IN PLACE

COLUMN

CONCRETE

CONTINUOUS

COORDINATE

DETAIL

DIAMETER

DRAWING

EACH FACE

EACH WAY

ELEVATION

ELECTRICAL

ELEVATOR or ELEVATION

EXPANSION

FACE OF

FIRST RISER

FINISH or FINISHED

FOOTING

HORIZONTAL

JOIST BEARING ELEVATION

KIPS PER SQUARE FOOT

KIPS PER SQUARE INCH

LONG LEG HORIZONTAL

MIDDLE OF SLAB

MIDDLE OF WALL

MANUFACTURER or

MATERIAL

MECHANICAL

PRECAST

POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

PLUMBING

RADIUS

REINFORCED or REINFORCING

REQUIRED

SLAB-ON-GRADE

STEPPED FOOTING

SECTION

STANDARD

STIRRUP

STRUCTURAL

TOP OF STEEL

TEMPERATURE

TYPICAL

UNLESS OTHERWISE NOTED

VERTICAL

WORKING POINT

WELDED WIRE REINFORCEMENT

ELEV.

J.B.E.

K.S.F.

K.S.I.

MANUF.

PSF

PSI

REINF.

U.O.N.

VERT.

W.P.

W.W.F.

S.O.G.

S.F.

SECT.

STD.

STIR.

STRUCT.

T.O.S.

TEMP.

TYP.

M.O.S.

M.O.W.

MATL.

MECH.

P.C.

PLUMB.

R.

REQD.

FTG.

HORIZ.

LLH

DET.

DIA.

DWG.

E.F.

E.W.

EL.

ELEC.

EXP.

F.O.

F.R.

FIN.

B.

B.D.

BLDG.

BRCG.

BRDG.

C.G.

C.I.P.

COL.

CONC.

CONT.

COORD.

Ø

CL

o/c

A.B.

ARCH.

MANUFACTURER'S

ACI

ASTM

AMERICAN CONCRETE INSTITUTE

AMERICAN SOCIETY FOR

TESTING AND MATERIALS

CANT. CANTILEVER

SCHED. SCHEDULE

GALV. GALVANIZED

ENG. ENGINEER

AISC AMERICAN INSTITUTE OF

STEEL CONSTRUCTION

BTWN. BETWEEN

SIM. SIMILAR

MAX.

MIN.

MAXIMUM

MINIMUM

N.T.S. NOT TO SCALE

DBL.

DIAG.

DOUBLE

DIAGONAL

EMB. EMBED or EMBEDMENT

STIFF. STIFFENER

REF. REFERENCE

PROJ. PROJECTION

G.C. GENERAL CONTRACTOR

F.L. FULL LENGTH

ADJ. ADJACENT

BRG. BEARING

REVISIONREV.

LSH

LSV

LONG SIDE HORIZONTAL

LONG SIDE VERTICAL

EQUIV. EQUIVALENT

LONG LEG VERTICALLLV

SHORT LEG OUTSTANDINGSLO

POWDER ACTUATED FASTENERPAF

STEEL JOIST INSTITUTES.J.I.

S.D.I. STEEL DECK INSTITUTE

E.O. EDGE OF

CONN. CONNECT or CONNECTION

SEISMIC EXPANSION JOINTS.E.J.

A.R. ANCHOR ROD

DECK ASSEMBLY

SLOPED INTEGRAL ROOFS.I.R.D.A.

POUNDS PER LINEAR FOOTPLF

OPP. OPPOSITE

SQUARESQ.

CLASS

f'c = 6,000 PSI

45"

51"

26"

31"

16"

21"

CAST-IN-PLACE CONCRETE REINFORCING BAR LAP SPLICE SCHEDULE

57"

64"

71"

TOP BARS ARE HORIZONTAL BARS, SPLICED SO THAT 12" OR MORE OF FRESH CONCRETE IS CAST IN THE MEMBER

NOTES (THESE NOTES SHALL BE USED FOR ALL SPLICES UNLESS NOTED OTHERWISE ON DRAWINGS):

CLASS A SPLICES MAY BE USED ONLY WHEN 50% OR LESS OF THE BARS ARE SPLICED WITHIN THE LAP SPLICE LENGTH.

CLASS B SPLICES SHALL BE USED FOR ALL SPLICES IN SLABS, BEAMS, JOISTS, WALLS, MOMENT RESISTING COLUMNS, THE BAR LAP SPLICE LENGTHS SHALL BE MULTIPLIED BY 1.5 WHEN EITHER OF THE FOLLOWING IS TRUE:

CLEAR SPACING OF BARS BEING DEVELOPED IS LESS THAN ONE BAR DIAMETER, CLEAR COVER IS LESS THAN ONE BAR DIAMETER AND STIRRUPS OR TIES ALONG THE LENGTH OF THE SPLICE ARE LESS THAN THE CODE MINIMUM.

CLEAR SPACING OF BARS BEING DEVELOPED IS LESS THAN 2 BAR DIAMETERS AND CLEAR COVER IS LESS

91"

101"

THAN ONE BAR DIAMETER.

FOR ALL LIGHTWEIGHT CONCRETE, LAP LENGTHS SHALL BE MULTIPLIED BY 1.3.

TIES AND STIRRUPS SHALL NOT BE SPLICED UNLESS APPROVED BY THE ENGINEER OF RECORD. ROUND COLUMN

AND JAMB COLUMNS, UNLESS THEY MEET THE REQUIREMENTS OF NOTE #2 ABOVE.

BELOW THE REINFORCING BAR.

3.

B.

6.

A.

4.

5.

2.

1.

#10

#11

70"

78"

91"

101"

118"

131"

61"

67"

79"

87"

79"

87"

102"

114"

92"

102"78"

54"

60"

71" 71"

78"

50"

55"

64"

71"

REGULAR

CLASS

f'c = 3,000 PSI

B

29"

22"

43"

72"

63"

36"

81"

A

#8

#9

#6

#7

55"

62"

33"

48"

#4

#5

#3

22"

28"

17"

Fy =

60 KSI

BAR

SIZE

TENSION BARS

BABABA

72"

81"

63"

43"

93"

105"

48"

54"

56"

81"

29"

42"

29"

36"

22"

19"38"

47" 24"

28" 15"

37"

62"

54"

70"

62"

70"

37"

54"

81"

91"

49"

71"

25"

19"

31"

25"

31"

19"

33"

41"

25"

REGULAR

CLASS

f'c = 4,000 PSI

TOP

CLASS

TOP

CLASS

ABABABA

29"

22"

44"

72"

63"

36"

81"

49"

56"

34"

63"

43"

48"

26"

38"

56"

63"

34"

49"

28"

23"17"

22"

13" 17"

23"

28"

17"

39"

44"

24"

34"

51"

57"

31"

45"

16"

20"

12"

21"

26"

16"

CLASS

REGULAR

f'c = 5,000 PSI

CLASS

TOP

CLASS

REGULAR

84"

93"

39"

43"

B

66"

74"

40"

58"

30"

34"

23"

27"

27"

33"

20"

15"

19"

12" f'c = ALL

TOP

TIES MAY BE SPLICED USING CLASS A LAPS.

POST-INSTALLED ANCHOR NOTES:

POST-INSTALLED ANCHORS MUST BE CAPABLE OF WITHSTANDING DESIGN LOADS

INDICATED ON THE DRAWINGS. APPLICABLE POST-INSTALLED ANCHOR TYPE(S)

ARE AS FOLLOWS:

ANCHORAGE TO CRACKED AND/OR UNCRACKED CONCRETE:

ADHESIVE ANCHORS OR MECHANICAL ANCHORS, AS INDICATED

ANCHOR CAPACITY MUST BE BASED ON TECHNICAL DATA PUBLISHED BY THE

ANCHOR MANUFACTURER OR SUCH OTHER METHOD AS APPROVED BY THE

STRUCTURAL ENGINEER OF RECORD. CONTRACTOR MUST PROVIDE

CALCULATIONS DEMONSTRATING THE CHOSEN ANCHOR IS CAPABLE OF

ACHIEVING THE PERFORMANCE VALUES INDICATED. PRODUCTS SUBMITTED WILL

BE EVALUATED BY SHOWING ICC ESR COMPLIANCE WITH THE RELEVANT

BUILDING CODE FOR SEISMIC USES, LOAD RESISTANCE, INSTALLATION

CATEGORY AND AVAILABILITY OF COMPREHENSIVE INSTALLATION

INSTRUCTIONS. ADHESIVE ANCHOR EVALUATION WILL ALSO CONSIDER CREEP,

IN-SERVICE TEMPERATURE AND INSTALLATION TEMPERATURE.

INSTALL ANCHORS PER THE MANUFACTURER INSTRUCTIONS INCLUDED IN

ANCHOR PACKAGING.

THE CONTRACTOR MUST ARRANGE A REPRESENTATIVE OF THE ANCHOR

MANUFACTURER TO PROVIDE ONSITE INSTALLATION TRAINING FOR ALL

ANCHORING PRODUCTS. THE STRUCTURAL ENGINEER OF RECORD MUST

RECEIVE DOCUMENTED CONFIRMATION THAT ALL OF THE CONTRACTOR'S

PERSONNEL WHO INSTALL ANCHORS ARE TRAINED PRIOR TO THE

COMMENCEMENT OF INSTALLING ANCHORS.

ANCHOR CAPACITY IS DEPENDENT 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.

EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY CONFLICT

WITH SPECIFIC ANCHOR LOCATIONS. UNLESS OTHERWISE NOTED, THE

REINFORCING BARS CANNOT BE CUT. THE CONTRACTOR MUST REVIEW THE

EXISTING STRUCTURAL DRAWINGS AND MUST LOCATE THE POSITION OF THE

REINFORCING BARS AT THE LOCATIONS OF THE CONCRETE ANCHORS BY GPR

X-RAY, CHIPPING OR OTHER MEANS.

1.

2.

3.

4.

6.

A.

1.

COMPONENTS AND CLADDING DESIGN PRESSURES (PSF)

ROOF

ZONE

TRIBUTARY AREA (SQ. FT.)

WALL

ZONE

10 50 250

TRIBUTARY AREA (SQ. FT.)

10 50 250

+42.4 -56.6

+42.4 -46.0

+38.1 -47.9

+38.1 -41.6

+33.7 -39.1

+33.7 -37.2

+18.9 -77.8

+18.9 -58.2

+16.1 -61.3

+16.1 -55.4

+16.0 -54.2

+16.0 -54.2

+18.9 -50.3 +16.1 -50.3 +16.0 -50.3

COMPONENTS AND CLADDING DESIGN PRESSURES (PSF) NOTES:

PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD OR AWAY

FROM THE SURFACES, RESPECTIVELY.

1.

2.

2 1 2

COMPONENT AND CLADDING LEGEND

TYPICAL BAY PLAN TYPICAL SIDE WALL

5 4 5

5'-6"' (TYP.) 5'-6" (TYP.)

ALL WIND PRESSURES ARE ULTIMATE LOADS. FOR SERVICE LOAD PRESSURES,3.

MULTIPLY THE ABOVE VALUES BY 0.6 PER ASCE 7-16.

10'-6' 10'-6'

'-6

5'-6"

'-6

LO

W

E N

D

H

IG

H E

N D

5.

DELEGATED DESIGN NOTES:

DESIGN RESPONSIBILITY FOR THE FOLLOWING ENGINEERED SYSTEMS AND

COMPONENTS IS DELEGATED TO A QUALIFIED SPECIALTY STRUCTURAL ENGINEER

1.

RETAINED BY THE CONTRACTOR. THESE SYSTEMS AND COMPONENTS INCLUDE,

BUT ARE NOT LIMITED TO:

A.

B.

C.

OPEN-WEB STEEL JOISTS

DELEGATED ENGINEERED SYSTEMS AND COMPONENTS MUST SATISFY ASCE 72.

AND REQUIREMENTS OF APPLICABLE MATERIAL-SPECIFIC STANDARDS.

COORDINATE WITH THE CONTRACT DOCUMENTS FOR PROFESSIONAL LICENSURE3.

AND SEALING REQUIREMENTS, DESIGN CRITERIA, DETAILS OF THE

SYSTEM/COMPONENT INTERFACE WITH THE PRIMARY STRUCTURE AND

SUBMITTAL AND CALCULATION REQUIREMENTS.

DO NOT FABRICATE OR INSTALL DELEGATED DESIGN ITEMS UNTIL SUBMITTED4.

DELEGATED DESIGN DOCUMENTS HAVE BEEN REVIEWED FOR COMPLIANCE BY

THE ARCHITECT AND STRUCTURAL ENGINEER OF RECORD.

SEE THE ARCHITECTURAL, CIVIL, MECHANICAL, PLUMBING AND ELECTRICAL5.

DRAWINGS AND THE SPECIFICATIONS FOR ADDITIONAL DELEGATED DESIGN

REQUIREMENTS (IF ANY) NOT SHOWN ON THE STRUCTURAL DRAWINGS.

PRECAST CONCRETE PILES

PRECAST CONCRETE WALL PANELS

D. COLD FORMED METAL FRAMINGCOLD-FORMED METAL FRAMING MEMBERS MUST BE FORMED OF CORROSION-

RESISTANT STEEL CONFORMING TO ASTM A653 WITH A MINIMUM YIELD

STRENGTH OF 33 KSI FOR TRACKS AND RUNNERS AND (50 KSI FOR 54 MILS AND

HEAVIER).

WELDING MUST BE IN ACCORDANCE WITH AWS D1.3, "STRUCTURAL WELDING

CODE - SHEET STEEL".

COLD-FORMED METAL FRAMING MEMBERS MUST BE DESIGNED FOR THE LOADS

GIVEN IN THE GENERAL NOTES. UNLESS OTHERWISE NOTED, THE DESIGN LOADS

ARE UNFACTORED SERVICE LOADS; ALL APPLICABLE FACTORS MUST BE APPLIED.

MAXIMUM LATERAL DEFLECTION OF COLD-FORMED FRAMING MEMBERS MUST BE

L/360.

COLD-FORMED METAL FRAMING MEMBERS MUST BE DESIGNED FOR ALL FRAMING

CONDITIONS FOUND IN THE STRUCTURE, INCLUDING WALLS, CORNERS,

HEADERS, JAMBS, EXTERIOR SOFFITS AND GUTTER SUPPORTS. SOME

CONDITIONS MAY REQUIRE MODIFICATION OF COLD-FORMED FRAMING MEMBERS

(SUCH AS NOTCHING OR REVISING SIZES) OR MULTIPLE STUDS TO SUPPORT

INCREASED LOADS. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO

COORDINATE ALL CONDITIONS AND DETAILS.

COLD-FORMED METAL FRAMING CONNECTIONS TO THE STRUCTURE MUST BE

DESIGNED FOR ALL FRAMING CONDITIONS. CONNECTIONS ARE SCHEMATICALLY

SHOWN ON THE STRUCTURAL DRAWINGS. IT IS THE RESPONSIBILITY OF THE

CONTRACTOR TO COORDINATE ALL CONNECTION CONDITIONS AND LOCATIONS.

1.

2.

3.

4.

5.

6.

7.

COLD-FORMED METAL FRAMING NOTES:

COMPRESSION

BARS

NOT TO SCALE

WIDTH OF COEFFICIENT PRESSURE ZONE IS AS INDICATED ON 'TYPICAL BAY' AND

'TYPICAL SIDE WALL' PLANS. SEE 'COMPONENT AND CLADDING LEGEND' ON THIS

SHEET FOR LOCATIONS. CLADDING LEGEND' ON THIS SHEET FOR LOCATIONS.

COLD-FORMED METAL FRAMING MUST BE DESIGNED IN ACCORDANCE WITH THE

AMERICAN IRON AND STEEL INSTITUTE (AISI) "COLD-FORMED STEEL DESIGN

MANUAL". THE CONTRACTOR MUST SUBMIT SHOP DRAWINGS PREPARED BY A

PROFESSIONAL ENGINEER REGISTERED FOR THE DESIGN OF COLD-FORMED

METAL FRAMING, INCLUDING DESIGN LOADINGS AND REACTIONS APPLIED TO

THE SUPPORTING STRUCTURE.

ENGINEERS + SURVEYORS

1 2 3 4 5

3 4 5

D

C

B

A

SHEET OF

NAVFAC DRAWING NO.

CONSTR. CONTR. NO.

EPROJECT NO.:

SCALE:

D E

P A

R T

M E

N T

O F

T H

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A V

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P -4

F

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P E

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T E

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C O

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A

V A

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A C

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IN

E E

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G S

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M S

C O

M M

A N

D

M

ID

-A T

LA

N

T

IC

M C

A S

B E

A U

F O

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FP ENGINEER

CHIEF ENG/ARCH

BRANCH MANAGER

PM/DM

DES DRW CHK

SATISFACTORY TO DATE

ACTIVITY

FOR COMMANDER NAVFAC

APPROVED

A/E INFO

SEAL

S Y

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1362850

DRAWFORM REVISION: 25 AUG 2020

NOTE:

IF THIS DRAWING IS LESS THAN 34" X 22"

IT IS A REDUCED SIZE DRAWING

D

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B

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1 2

CJW / SVR

Approved by J. Scott Roberts, Asset Management Branch Head

& Supervisory Facility Planner, PWD Beaufort, SC via email

EJA

DSN

CWJ

12/17/2021

12/17/21

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12" = 1'-0"

S T

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N O

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S A

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S-002

EHI NAA DWS

12854065

SPEIGHT MARSHALL FRANCIS. .

STRUCTURAL ENGINEERS

SM&F Job No:WWW.SMANDF.COM

1228 PERIMETER PARKWAY, SUITE 201

P: 757.427.1020

VIRGINIA BEACH, VIRGINIA 23454

7814 CAROUSEL LANE SUITE 200

P: 804.464.4111

RICHMOND, VIRGINIA 23294

3 4

A

BB

CC

DD

E

F

1' - 6" 25' - 1" 25' - 1" 24' - 3" 24' - 3" 1' - 6" 5' - 0"

1'

6"

1'

6"

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

2' - 0"

24' - 3" 24' - 3" 1' - 6"

1' - 6"

1'

6"

1'

6"

5'

1/

2"

1' - 6"

7'

9"

CL COLUMN

(TYP.)

F.O. BUILDING

(TYP. U.O.N.)

1' - 6"

P-1

PC15

P-1

PC13

P-1

PC12

P-1

PC11

P-1

PC9

P-1

PC18

P-1

PC20

P-1

PC22

P-1

PC24

P-2

PC32

P-2

PC31

P-2

PC29

P-2

PC28

P-1

PC35

P-1

PC36 P-4T

PC37

P-2A

PC38

P-4T

PC39

P-2AT

PC26

P-2AT

PC25

P-2T

PC8

P-4T

PC6

P-2

PC5

P-2

PC2

P-4

PC1

P-2

PC16

P-2

PC17

P-2

PC33

P-2

PC34

P-4

PC42 P-2A

PC41

P-4T

PC40

P-4T

PC4

P-2AT

PC3

P-2A

PC30

P-2A

PC21

12' - 6 1/2" 12' - 6 1/2" 12' - 6 1/2" 12' - 6 1/2" 12' - 1 1/2" 12' - 1 1/2" 12' - 1 1/2" 12' - 1 1/2"

E Q

E Q

/4

EDGE OF SLAB

EDGE OF

SLAB

EDGE OF SLAB

AND F.O. BUILDING

16' - 8 5/8" 16' - 8 5/8" 16' - 8 5/8" 16' - 2" 16' - 2" 16' - 2"

P-1

PC14

P-1

PC19

P-1

PC10

P-1

PC23

P-2T

PC27

P-2T

PC7

A B

KEYPLAN

ENGINEERS + SURVEYORS

0 5'

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

10' 20' 30'

N PLAN

NORTH

1 2 3 4 5

3 4 5

D

C

B

A

SHEET OF

NAVFAC DRAWING NO.

CONSTR. CONTR. NO.

EPROJECT NO.:

SCALE:

D E

P A

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A V

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P -4

F

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C O

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A

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A C

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IN

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C O

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A N

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M

ID

-A T

LA

N

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A S

B E

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F O

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FP ENGINEER

CHIEF ENG/ARCH

BRANCH MANAGER

PM/DM

DES DRW CHK

SATISFACTORY TO DATE

ACTIVITY

FOR COMMANDER NAVFAC

APPROVED

A/E INFO

SEAL

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1362850

DRAWFORM REVISION: 25 AUG 2020

NOTE:

IF THIS DRAWING IS LESS THAN 34" X 22"

IT IS A REDUCED SIZE DRAWING

D

C

B

A

1 2

CJW / SVR

Approved by J. Scott Roberts, Asset Management Branch Head

& Supervisory Facility Planner, PWD Beaufort, SC via email

EJA

DSN

CWJ

12/17/2021

12/17/21

B

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1/8" = 1'-0"

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SB101

EHI NAA DWS

12854066

1/8" = 1'-0" (FOR PLAN NOTES AND LEGEND SEE SHEET SB111)

DIMENSION PLAN

SPEIGHT MARSHALL FRANCIS. .

STRUCTURAL ENGINEERS

SM&F Job No:WWW.SMANDF.COM

1228 PERIMETER PARKWAY, SUITE 201

P: 757.427.1020

VIRGINIA BEACH, VIRGINIA 23454

7814 CAROUSEL LANE SUITE 200

P: 804.464.4111

RICHMOND, VIRGINIA 23294

3 4

5 6

A

BB

CC

DD

E

F

S W

-8 S

W -7

SW-6

S W

-5

SW-4

SW-1

S W

-3

S W

-2

SHEARWALL

MARK (SW-X)

SEISMIC LOAD SHEAR AT

TOP OF WALL (Vex, KIPS)

WIND LOAD SHEAR AT

TOP OF WALL (Vwx, KIPS)

SW-1 55.0 45.0

SW-2 27.0 25.0

SW-3 27.0 23.0

SW-4 7.0 9.0

SW-5 22.0 19.0

SW-6 37.0 29.0

SW-7 9.0 6.0

SW-8 13.0 11.0

NOTE:

1. LOADS ARE ULTIMATE.

2. SEISMIC LOADS ARE GIVEN WITH REDUNDANCY FACTOR APPLIED.

Vwx, Vex

SHEARWALL -

SEE PLAN

A B

KEYPLAN

ENGINEERS + SURVEYORS

0 5'

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

10' 20' 30'

N PLAN

NORTH

1 2 3 4 5

3 4 5

D

C

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A

SHEET OF

NAVFAC DRAWING NO.

CONSTR. CONTR. NO.

EPROJECT NO.:

SCALE:

D E

P A

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M E

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O F

T H

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A V

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P -4

F

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P E

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C O

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A

V A

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IN

E E

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IN

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M S

C O

M M

A N

D

M

ID

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N

T

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M C

A S

B E

A U

F O

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FP ENGINEER

CHIEF ENG/ARCH

BRANCH MANAGER

PM/DM

DES DRW CHK

SATISFACTORY TO DATE

ACTIVITY

FOR COMMANDER NAVFAC

APPROVED

A/E INFO

SEAL

S Y

M D

E S

C R

IP

T

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D A

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A P

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1362850

DRAWFORM REVISION: 25 AUG 2020

NOTE:

IF THIS DRAWING IS LESS THAN 34" X 22"

IT IS A REDUCED SIZE DRAWING

D

C

B

A

1 2

CJW / SVR

Approved by J. Scott Roberts, Asset Management Branch Head

& Supervisory Facility Planner, PWD Beaufort, SC via email

EJA

DSN

CWJ

12/17/2021

12/17/21

B

IM

- P -4

F

-3

O pe ra tio na l S up po rt F ac ili ty /B

LD

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As indicated

P R

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N

SB102

Designer Author Checker

12854067

1/8" = 1'-0" (FOR PLAN NOTES AND LEGEND SEE SHEET SB111)

PRECAST LOADING PLAN

3 4

A

BB

CC

DD

E

F

P-1

PC15

P-1

PC13

P-1

PC12

P-1

PC11

P-1

PC9

P-1

PC18

P-1

PC20

P-1

PC22

P-1

PC24

P-2

PC32

P-2

PC31

P-2

PC29

P-2

PC28

P-1

PC35

P-1

PC36 P-4T

PC37

P-2A

PC38

P-4T

PC39

P-2AT

PC26

P-2AT

PC25

P-2T

PC8

P-4T

PC6

P-2

PC5

P-2

PC2

P-4

PC1

P-2

PC16

P-2

PC17

P-2

PC33

P-2

PC34

P-4

PC42

P-2A

PC41

P-4T

PC40

P-4T

PC4

W 10x3

CBP-1

W 10x33CBP-1

W 10x33CBP-1

W 10x33CBP-1

W 10x3

CBP-1

W 10x33CBP-1

W 10x33CBP-1

W 10x33CBP-1

W 10x33CBP-3

W 10x33CBP-4

W 10x3

CBP-3

W 10x3

CBP-4 W

10x3

CBP-4

W 10x3

CBP-3

GB-1M

GB-1M

GB-1M

GB-1M

GB-2

G B

-2

C2

SB401

C1

SB401

GB-2

G B

-2 G

B -2

G B

-2

GB-2 GB-2

GB-2

G B

-2

GB-2

G

B -4

SIM. TO

P-2AT

PC3

W 12x53CBP-2

W 12x53CBP-2

W 12x53CBP-2

P-2A

PC30

P-2A

PC21

W 10x3

CBP-1

W 10x3

CBP-1

TP-4TP-2

TP-3

TP-5

TP-6

TP-1

'-6

(-3 '-6

(-2 '-0")

S G

B

SGB

S G

B

C4

SB401

C5

SB401

(-3 '-6

(-2 '-0")

A1

SB401

C5

SB401

C5

SB401

SIM. TO

TYP.

G B

-1 M

(-2 '-0

GB-2

GB-2

P-2T

PC7

(-6'-0")

(-2'-0")

(-6'-0")

(-6'-0")

(-2'-0")

(-6'-0")

(-2'-0")

(-6'-0")

(-3'-6")

P-2T

PC27

G B

-3

GB-3

G B

-3

G B

-4 G

B -4

G B

-4 G

B -2

1'

0"

G B

-2 C

A N

T

GB-5

GB-5

GB-5

GB-5

GB-5

CANT.

GB-2

S G

B

A

A

C

B

B

C

B

C

C1

SB402

A1

SB402

C2

SB402

OPP. HAND

G B

-3 G

B -3

G B

-3

G B

-2

GB-1M

GB-1MGB-1M

GB-1M

GB-1M

GB-1MGB-1M

G B

-1 M

G B

-1 M

G B

-1 M

GB-1M

GB-1M

GB-1M

GB-1M

GB-1M

GB-1M

GB-1M

GB-1M

GB-1M

GB-1M

SIM. TO

SIM. TO

C1

SB401

C4

SB401

GB-1M

GB-1M GB-1M

GB-1M

P-1

PC10

P-1

PC23

P-1

PC14

P-1

PC19

FOUNDATION PLAN LEGEND :

=X COLUMN GRID MARK

== SANITARY OR STORM SEWER PIPING BELOW SLAB

(PIPING PARTIALLY SHOWN) - SEE THE PLUMB. DWGS.

GB-X = GRADE BEAM MARK - SEE SCHEDULE AND

TYPICAL DETAIL ON SHEET SB502

P-X = PILE CAP MARK - SEE TYPICAL DETAILS ON

SHEET SB501

PCX = PILE CAP IDENTIFICATION NUMBER - FOR

REFERENCE ONLY

COLUMN AND COLUMN BASE PLATE MARK -

SEE COLUMN BASE PLATE DETAILS ON

SHEET SB502

COLUMN SIZECBP-X

TOP OF PILE CAP / GRADE BEAM ELEVATION -

MEASURED FROM REFERENCE ELEVATION 0'-0"

(-X'-X")

= TEST PILE LOCATION

= TEST PILE NUMBERTP-X

= "T" SUFFIX ON PILE CAP MARK INDICATES

TENSION PILE CAP

P-XT

=GB-XM

SGB STEPPED GRADE BEAM MARK - SEE TYPICAL DETAILS

ON SHEET SB502

"M" SUFFIX ON GRADE BEAM MARK INDICATES

MONOLITHIC GRADE BEAM - TOP OF GRADE BEAM

ELEVATION EQUALS TOP OF SLAB ELEVATION

SHEARWALL MARK - SEE SHEET SB102 FOR

LOCATIONS AND SCHEDULE

SW-X

= COLUMN PEDESTAL MARK - SEE TYPICAL

DETAILS ON SHEET SB503

X

GENERAL FOUNDATION PLAN NOTES :

A. SEE THE CIVIL DRAWINGS FOR ACTUAL FINISHED FLOOR ELEVATION. TOP

OF SLAB EQUALS FINISHED FLOOR ELEVATION AND MUST SERVE AS THE

REFERENCE ELEVATION 0'-0".

B. FOR THE STRUCTURAL NOTES AND ABBREVIATIONS SEE SHEETS S-001

AND S-002.

C. SEE THE DIMENSION PLAN ON SHEET SB101 AND THE ARCHITECTURAL

DRAWINGS FOR DIMENSIONS NOT SHOWN. SEE THE ARCHITECTURAL

DRAWINGS FOR LOCATIONS OF MASONRY CONTROL JOINTS AND

PRECAST CONCRETE DETAILS

D. TOP OF ALL PILE CAPS AND GRADE BEAMS MUST BE 2'-0" BELOW

REFERENCE ELEVATION 0'-0", UNLESS OTHERWISE NOTED.

E. PILE CAP AND GRADE BEAM CENTERLINES MUST COINCIDE WITH COLUMN

CENTERLINES, UNLESS OTHERWISE NOTED.

REINFORCING

PLACEMENT

SEQUENCE

(TYP. U.O.N.)

INNER

LAYERS

O U

T E

R

LA

Y

E R

S

FOUNDATION PLAN KEY NOTES :

1. FIRST FLOOR AT MUST BE A 12" THICK STRUCTURAL SLAB

REINFORCED WITH #6 AT 6" ON-CENTER MAXIMUM, TOP AND

BOTTOM (OUTER LAYER) AND #5 AT 12" ON-CENTER, TOP AND

BOTTOM (INNER LAYER) OVER 15 MIL. VAPOR RETARDER (MINIMUM),

OVER 4" DEPTH OF POUROUS FULL.

2. FACE OF 8" CONCRETE FOUNDATION WALL BELOW.

3. NOTCH PRECAST TO SPAN OVER STEEL COLUMN BASE PLATE.

4. WALKWAY MUST BE AN 8" THICK STRUCTURAL SLAB REINFORCED

WITH #4 AT 12" ON-CENTER MAXIMUM EACH WAY.

5. SEE DETAIL B4/SB501 FOR PRECAST WALL TO PILE CAP UPLIFT

CONNECTION.

6. TURN DOWN SLAB ONTO GRADE BEAM PER SECTION C1/SB401.

7. TURN DOWN SLAB ONTO GRADE BEAM PER SECTION C2/SB402.

X

A B

KEYPLAN

ENGINEERS + SURVEYORS

0 5'

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

10' 20' 30'

N PLAN

NORTH

1 2 3 4 5

3 4 5

D

C

B

A

SHEET OF

NAVFAC DRAWING NO.

CONSTR. CONTR. NO.

EPROJECT NO.:

SCALE:

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y

P -4

F

O

P E

R A

T

IO

N S

S U

P P

O R

T F

A C

IL

IT

Y

D C

C O

R E

B E

A U

F O

R T

, S C

N O

R F

O

LK

, V

IR

G

IN

IA

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G S

Y S

T E

M S

C O

M M

A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G S

Y S

T E

M S

C O

M M

A N

D

M

ID

-A T

LA

N

T

IC

M C

A S

B E

A U

F O

R T

FP ENGINEER

CHIEF ENG/ARCH

BRANCH MANAGER

PM/DM

DES DRW CHK

SATISFACTORY TO DATE

ACTIVITY

FOR COMMANDER NAVFAC

APPROVED

A/E INFO

SEAL

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

P R

1362850

DRAWFORM REVISION: 25 AUG 2020

NOTE:

IF THIS DRAWING IS LESS THAN 34" X 22"

IT IS A REDUCED SIZE DRAWING

D

C

B

A

1 2

CJW / SVR

Approved by J. Scott Roberts, Asset Management Branch Head

& Supervisory Facility Planner, PWD Beaufort, SC via email

EJA

DSN

CWJ

12/17/2021

12/17/21

B

IM

- P -4

F

-3

O pe ra tio na l S up po rt F ac ili ty /B

LD

G

P

5_ O

S F

-S .r vt

2/ 3/

1:

:0

A

M

As indicated

F O

U N

D A

T

IO

N P

LA

N

SB111

EHI NAA DWS

12854068

1/8" = 1'-0"

FOUNDATION PLAN

SPEIGHT MARSHALL FRANCIS. .

STRUCTURAL ENGINEERS

SM&F Job No:WWW.SMANDF.COM

1228 PERIMETER PARKWAY, SUITE 201

P: 757.427.1020

VIRGINIA BEACH, VIRGINIA 23454

7814 CAROUSEL LANE SUITE 200

P: 804.464.4111

RICHMOND, VIRGINIA 23294

FACE OF BUILDING CL COLUMN BEYOND

PRECAST CONC.

WALL PANEL

TOP OF GRADE

BEAM / PILE CAP VAPOR RETARDER

POROUS FILL

GRADE BEAM / PILE

CAP - SEE PLAN,

EL. - SEE PLAN

SCHEDULE AND

OTHER DETAILS

SLAB-ON-GRADE

1/4" EXPANSION

TOP OF SLAB EL. -

SEE PLAN

OTHER DETAILS

SEE PLAN AND

SLAB REINF. -

STRUCTURAL

0" CLEAR

JOINT MATERIAL

#4 AT 12"o/c

WITH STANDARD 90°

HOOKS EACH END

FACE OF GRADE

BEAM BELOW

FINISHED GRADE -

SEE THE CIVIL DWGS.

GALV. EMBED PL1/2x12x8

WITH 2 - 3/4"Ø HEADED

STUDS (GAGE = 9")

SPACED AT 3'-0"o/c MAX.

GALV. L6x6x1/2 x 10" LONG -

FASTEN TO CONCRETE

FOUNDATION USING

2 - 3/4"Ø GLAV. ADHESIVE

ANCHORS (6" EMB.)

PAINT ALL STEEL WITH

2 COATS OF BLACK

ASPHALT PAINT

0" C

LR

(T Y

P

CONT. #4

1'-6"1'-0"

8"

3/16 2

TYPICAL AT PILE CAP

SEE PLAN AND

OTHER DETAILS

MONOLITHIC

FOR DETAILS

NOT NOTED SEE

SECTION C1/SB401

CL GRADE BEAM AND

COLUMN BEYOND

CL GRADE BEAM,

PILE CAP AND

COLUMN BEYOND

6 - #4 SPACED AT

12"o/c EACH FACE

HOOKS

(TYP.)

PILE CAP (REINF.NOT SHOWN

FOR CLARITY) - SEE PLAN AND

OTHER DETAILS

TOP OF

PILE CAP -

SEE PLAN

0" C

LR

(T Y

P

STD. 90°

GRADE BEAM -

FOR DETAILS

NOT NOTED SEE

SECTION C1/SB401

WALL BEYOND

SLAB-ON-GRADE -

SEE THE CIVIL DWGS.

STUDS AT 24"o/c - MITER

AND WELD AT CORNERS

1/2"Ø x 4" LONG HEADED CONT. GALV. L2x2x1/4 WITH

OF SLAB TO DRAIN

SLOPE EXTERIOR PORTION

THE ARCH. DWGS. FOR

OVERHEAD DOOR - SEE

EXACT SIZE AND LOCATION

SEE THE

ARCH. DWGS.

FOR DETAILS

NOT NOTED SEE

SECTION C1/SB401

8" CONCRETE WALL

TURN VAPOR RETARDER

DOWN WALL

#4 AT 12"o/c VERT. -

CENTERED IN WALL

#4 AT 12"o/c

HORIZ.

SLOPE

AT PILE CAPSBETWEEN PILE CAPS

FOR DETAILS

NOT NOTED SEE

SECTIONS C1/SB401

CENTERED IN WALL

8" CONCRETE WALL #4 AT 12"o/c

CONT. HORIZ.

FINISHED FLOOR EL. -

SEE THE ARCH. DWGS.

GRADE BEAM -

SEE PLAN

PILE CAP -

SEE PLAN

#57 STONE (TYP.)

RAILING - SEE

THE ARCH. DWGS.

FOR DETAILS NOT

NOTED SEE 'BETWEEN

PILE CAPS' CONDITION

8" CONCRETE WALL

PILE CAP BEYOND

PILE CAP -

SEE PLAN

CANTILEVER GRADE

BEAM - SEE PLAN

3/4" CHAMFER AT

ALL EXPOSED

EDGES

EL. - SEE THE

CIVIL DWGS.

2" CLR.

3" CLR.

#5 AT 12"o/c VERT. -

CIVIL DWGS.

DRAIN - SEE THE

AND C5/SB401

OTHER DETAILS

SLAB REINF. - SEE PLAN AND

STRUCTURAL SLAB-ON-GRADE

CL COLUMN AND

PEDESTAL -

SEE PLAN

COLUMN

GROUT SOLID WITH

NON-SHRINK GROUT

STD. 90° HOOKS

(TYP.)

EDGE OF SLAB

PILE CAP BELOW

8" MIN.

1/ 2"

ENGINEERS + SURVEYORS

4"

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

0 1' 2' 3' 5'4'

1 2 3 4 5

3 4 5

D

C

B

A

SHEET OF

NAVFAC DRAWING NO.

CONSTR. CONTR. NO.

EPROJECT NO.:

SCALE:

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y

P -4

F

O

P E

R A

T

IO

N S

S U

P P

O R

T F

A C

IL

IT

Y

D C

C O

R E

B E

A U

F O

R T

, S C

N O

R F

O

LK

, V

IR

G

IN

IA

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G S

Y S

T E

M S

C O

M M

A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G S

Y S

T E

M S

C O

M M

A N

D

M

ID

-A T

LA

N

T

IC

M C

A S

B E

A U

F O

R T

FP ENGINEER

CHIEF ENG/ARCH

BRANCH MANAGER

PM/DM

DES DRW CHK

SATISFACTORY TO DATE

ACTIVITY

FOR COMMANDER NAVFAC

APPROVED

A/E INFO

SEAL

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

P R

1362850

DRAWFORM REVISION: 25 AUG 2020

NOTE:

IF THIS DRAWING IS LESS THAN 34" X 22"

IT IS A REDUCED SIZE DRAWING

D

C

B

A

1 2

CJW / SVR

Approved by J. Scott Roberts, Asset Management Branch Head

& Supervisory Facility Planner, PWD Beaufort, SC via email

EJA

DSN

CWJ

12/17/2021

12/17/21

B

IM

- P -4

F

-3

O pe ra tio na l S up po rt F ac ili ty /B

LD

G

P

5_ O

S F

-S .r vt

2/ 3/

1:

:0

A

M

3/4" = 1'-0"

F O

U N

D A

T

IO

N S

E C

T

IO

N S

SB401

EHI NAA DWS

12854069

SPEIGHT MARSHALL FRANCIS. .

STRUCTURAL ENGINEERS

SM&F Job No:WWW.SMANDF.COM

1228 PERIMETER PARKWAY, SUITE 201

P: 757.427.1020

VIRGINIA BEACH, VIRGINIA 23454

7814 CAROUSEL LANE SUITE 200

P: 804.464.4111

RICHMOND, VIRGINIA 23294

20.009-B

3/4" = 1'-0" C1

SECTION

3/4" = 1'-0"

C2

SECTION

3/4" = 1'-0" C4

SECTION

3/4" = 1'-0"

C5

SECTION

3/4" = 1'-0" A1

SECTION 48

FINISHED FLOOR EL. -

VARIES WITH SLOPE

FOR DETAILS

NOT NOTED SEE

SECTION C1/SB402

MIN.

STANDARD 90° HOOK

#4 AT 12"o/c WITH

3" C

LE

A

R

DRAING - SEE THE

CIVIL DWGS.

8"

2' -0

SLOPE

TOP OF GRADE

BEAM EL. - SEE

GRADE BEAM / PILE

CAP - SEE PLAN,

PLAN

SCHEDULE AND

OTHER DETAILS

SLAB-ON-GRADE

OTHER DETAILS

SEE PLAN AND

SLAB REINF. -

3/4" CHAMFER AT

EXPOSED EDGES

EL. - SEE THE

CIVIL DWGS.

2" CLR.

FINISHED GRADE -

SEE THE CIVIL DWGS.

8" MIN.

#4 CONT.

#57 STONE

3" CLR.

#4 AT 12"o/c WITH

STANDARD 90°

HOOK EACH END

RAILING - SEE

THE ARCH. DWGS.

STRUCTURAL

STD. 90° HOOKS (TYP.)

0" CLEAR

SLOPE

AND EDGE OF SLAB

FACE OF BUILDING

FOR DETAILS

NOT NOTED SEE

SECTION C1/SB402

SEE THE CIVIL DWGS.

SLAB-ON-GRADE -

ENGINEERS + SURVEYORS

4"

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

0 1' 2' 3' 5'4'

1 2 3 4 5

3 4 5

D

C

B

A

SHEET OF

NAVFAC DRAWING NO.

CONSTR. CONTR. NO.

EPROJECT NO.:

SCALE:

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y

P -4

F

O

P E

R A

T

IO

N S

S U

P P

O R

T F

A C

IL

IT

Y

D C

C O

R E

B E

A U

F O

R T

, S C

N O

R F

O

LK

, V

IR

G

IN

IA

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G S

Y S

T E

M S

C O

M M

A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G S

Y S

T E

M S

C O

M M

A N

D

M

ID

-A T

LA

N

T

IC

M C

A S

B E

A U

F O

R T

FP ENGINEER

CHIEF ENG/ARCH

BRANCH MANAGER

PM/DM

DES DRW CHK

SATISFACTORY TO DATE

ACTIVITY

FOR COMMANDER NAVFAC

APPROVED

A/E INFO

SEAL

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

P R

1362850

DRAWFORM REVISION: 25 AUG 2020

NOTE:

IF THIS DRAWING IS LESS THAN 34" X 22"

IT IS A REDUCED SIZE DRAWING

D

C

B

A

1 2

CJW / SVR

Approved by J. Scott Roberts, Asset Management Branch Head

& Supervisory Facility Planner, PWD Beaufort, SC via email

EJA

DSN

CWJ

12/17/2021

12/17/21

B

IM

- P -4

F

-3

O pe ra tio na l S up po rt F ac ili ty /B

LD

G

P

5_ O

S F

-S .r vt

2/ 3/

1:

:0

A

M

3/4" = 1'-0"

F O

U N

D A

T

IO

N S

E C

T

IO

N S

SB402

Designer Author Checker

12854070

SPEIGHT MARSHALL FRANCIS. .

STRUCTURAL ENGINEERS

SM&F Job No:WWW.SMANDF.COM

1228 PERIMETER PARKWAY, SUITE 201

P: 757.427.1020

VIRGINIA BEACH, VIRGINIA 23454

7814 CAROUSEL LANE SUITE 200

P: 804.464.4111

RICHMOND, VIRGINIA 23294

20.009-B

3/4" = 1'-0" A1

SECTION

3/4" = 1'-0" C1

SECTION

3/4" = 1'-0"

C2

SECTION

7" 7"

4" M

A X

1'

-8

M

IN

EQUIPMENT

(NOTE A)

NOTE A:

COORDINATE SIZE AND LOCATION WITH

OTHER DISCIPLINES' DRAWINGS

A

FT

E R

C U

TO

FF

F A

B R

IC

A

T

IO

N . 4

'-0

M

IN

IM

U

M

'-0

M

IN

. F O

R

TYPICAL SECTION CONSTRUCTION JOINT

(N O

T E

P

IL

E C

A P

D E

TA

IL

S D

E P

T H

S

E E

T Y

P

C

LR

TENSION PILECOMPRESSION PILE

(TYP.)

6" 3"

3" CLR.

CL PILE

PILE CAP REINF.

REINFORCING

ON ALL PILE CAP

STD. 180° HOOKS

PILE CAP

TYPICAL PILE EMBEDMENT DETAIL NOTES:

1'-2" MIN.

BOTTOM

SEE OTHER DETAILS

PILE CAPS, PROVIDE TOP

TENSION PILES. FOR ALL SUCH

ARE PILE CAPS CONTAINING

SUPERSCRIPT 'T' SUFFIX (P-XT)

ON FOUNDATION PLAN WITH A

PILE CAP MARKS DENOTED

REINFORCING OF THE SAME SIZE

ARE MINIMUM. CAPS SHALL

PILE CAP DEPTHS SHOWN

BE 4" DEEPER THAN GRADE

2.

1.

BEAM DEPTHS.

AND SPACING AS THE SPECIFIED

BOTTOM REINFORCING.

C1

TYPICAL PILE CAP DETAILS

NOT TO SCALE C3

TYPICAL PILE EMBEDMENT DETAILS

NOT TO SCALE

(TYPICAL)

PILE

CENTER OF

(TYPICAL)

GRAVITY

PILE CAP

P-1 CAP

MIN. DEPTH = 38"

2'-0" 2'-0"

TYP. EA. SIDE

4'-0'

7-#7 B. EA. WAY

(TYPICAL

STANDARD

180° HOOK

P-2 CAP

2' -0

7' -6

2'-0" 2'-0"

4'-0"

12-#7 B.

U.O.N.)

P-4 CAP

2'-0"

7'-6"

TYP. EA. SIDE

EA. WAY

1'

-9

1' -9

2'

-0

MIN. DEPTH = 44"

7-#7 B.

1'-9" 1'-9" 2'-0"

MIN. DEPTH = 44"

7-#9 B.

(TYPICAL

STANDARD

180° HOOK

U.O.N.)

1" C

LR

. T

O

1/ 2"

C

LR

. T O

S

LA

B

SPLICE LOCATION

PERMISSIBLE LAP

LENGTH SEE

FOR LAP SPLICE

FOR TOP BARS =

SLAB MID-SPAN

SCHEDULE (TYP.)

LENGTH SEE

FOR LAP SPLICE

SCHEDULE (TYP.)

= CL OF PILES

FOR BOTTOM BARS

SPLICE LOCATION

PERMISSIBLE LAP

T O

P B

A R

S B

O

TT

O M

B A

R S

SEE PLANSEE PLAN

EDGE OF SLAB CL COLUMN BEYOND CL PILE CAP

STANDARD 180°

HOOK AT ENDS OF

ALL TOP AND

BOTTOM BARS

(TYP. U.O.N.)

EDGE OF SLAB

2" CLR. AT

GRADE BEAM

(REINF. NOT

SHOWN) - SEE

PLAN, SCHEDULE

AND OTHER

DETAILS

PILE CAP

BEYOND - SEE

PLAN AND OTHER

DETAILS (TYP.)

TOP AND BOTTOM CONTINUOUS

REINFORCING - SEE PLAN

S E

E P

LA

N

BOTTOM REINFORCING IS

CONTINUOUS THROUGH JOINT

CONT. 1 1/2"

PREVIOUS POUR

ALL SPECIFIED TOP AND

AND PARALLEL TO LINE OF SUPPORT

IN MIDDLE THIRD OF CLEAR SPAN

LOCATE SLAB CONSTRUCTION JOINT

D /3

D /3

D /3

NEW POUR

S E

E P

LA

N

S

LA

B D

E P

TH

'D

KEY

DETAILS FOR

PERMISSIBLE LAP

SPLICE LOCATION

SEE OTHER

BEYOND

(T Y

P . U

.O .N

(T

Y P

. U .O

.N

MONOLITHIC

B1

TYPICAL STRUCTURAL CONCRETE SLAB-ON-GRADE DETAILS

NOT TO SCALE

1 - #10 (GRADE 60 KSI)

PILE (REINFORCMENT

NOT SHOWN FOR

STANDARD 180°

HOOK

PILE CAP BEYOND

2" C

LE

A

R 8" THICK CONCRETE

MAT REINF. WITH

#4 AT 12"o/c, EACH

WAY, TOP OF MAT

4" #5 STONE SUBBASE8"

12" TURNED DOWN

(MINIMUM) - ADJUST

FOR GRADE

4" MINIMUM

8" (MINIMUM) - DEEPER AS

NEEDED FOR GRADE

APPROXIMATE GRADE

TOP OF CONCRETE MAT

CONT. 3/4" CHAMFER

A1

TYPICAL EXTERIOR EQUIPMENT PAD DETAIL

NOT TO SCALE

6"

A3

PILE DESIGN CRITERIA

NOT TO SCALE

LEGEND :

+ P = AXIAL COMPRESSION

- P = AXIAL TENSION

H = SHEAR

M = BENDING MOMENT

- P

+ P

DEPTH BELOW

TOP OF PILE =

± H

M

M

P

IL

E

PILE DESIGN SCHEDULE

LOAD COMBINATION 1 55

AXIAL (TONS)DEPTH 0'-0" TO 20'-0" SHEAR (TONS) BENDING (FT-KIPS) UNBRACED LENGTH (FT)

0 0 0

LOAD COMBINATION 2 55 5 50 10

LOAD COMBINATION 3 -20 5 50 10

LOAD COMBINATION 4 55

AXIAL (TONS)DEPTH 20'-0" TO 53'-0' SHEAR (TONS)

1.5 5 10

LOAD COMBINATION 5 -20 1.5 5 10

DESIGN REINFORCEMENT

FOR DAMAGED ZONES

PER ACI

BENDING (FT-KIPS) UNBRACED LENGTH (FT)

G R

O U

T S

LE

E

V E

2"

B4

TYPICAL PRECAST WALL TO PILE CAP CONNECTION

NOT TO SCALE

AND OTHER DETAILS

PILE CAP - SEE PLAN

9 - 3/4"Ø x 30" LONG HEADED GALV. EMBED. PL1x24x24 WITH

STUDS

PRECAST MANUF.

EMBED. PLATE BY THE

PLAN AND OTHER DETAILS

SHEARWALL BY THE

PRECAST CONCRETE

PRECAST MANUF. - SEE

1/4

3 SIDES

FOR SEISMIC LOAD - 11 KIPS

PRECAST MANUF. DESIGN

EITHER DIRECTION

FOR SEISMIC LOAD - 68 KIPS

PRECAST MANUF. DESIGN

EITHER DIRECTION

CLARITY)14"

(TYPICAL

STANDARD

180° HOOK

P-2A CAP

2' -0

7' -6

2'-6" 2'-6"

5'-0"

12-#7 B.

U.O.N.)

1' -9

1'

-9

2' -0

MIN. DEPTH = 44"

10-#7 B.

(TYP.)

LA

P

(T Y

P

#4 DOWEL AT WITH STD. 90°

HOOK AT EACH HEADED STUD

0" CLEAR (TYP.)

3"Ø GROUT SLEEVE,

GROUT FULL DEPTH

NOTE 2

REFERENCE ELEVATION 0'-0"

TOP OF PILE EL. = 20'-0"

PILE DESIGN NOTES:

1. ALL LOADS ARE ALLOWABLE LOADS.

2. SHEAR AND BENDING MOMENT LOADS MUST BE APPLIED IN ALL DIRECTIONS TO THE PILE.

3. DEPTH 53'-0" IS THE REFERENCE BOTTOM OF PILE DEPTH, THE ACTUAL DEPTH OF THE PILE WILL VARY.

ENGINEERS + SURVEYORS

1 2 3 4 5

3 4 5

D

C

B

A

SHEET OF

NAVFAC DRAWING NO.

CONSTR. CONTR. NO.

EPROJECT NO.:

SCALE:

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y

P -4

F

O

P E

R A

T

IO

N S

S U

P P

O R

T F

A C

IL

IT

Y

D C

C O

R E

B E

A U

F O

R T

, S C

N O

R F

O

LK

, V

IR

G

IN

IA

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G S

Y S

T E

M S

C O

M M

A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G S

Y S

T E

M S

C O

M M

A N

D

M

ID

-A T

LA

N

T

IC

M C

A S

B E

A U

F O

R T

FP ENGINEER

CHIEF ENG/ARCH

BRANCH MANAGER

PM/DM

DES DRW CHK

SATISFACTORY TO DATE

ACTIVITY

FOR COMMANDER NAVFAC

APPROVED

A/E INFO

SEAL

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

P R

1362850

DRAWFORM REVISION: 25 AUG 2020

NOTE:

IF THIS DRAWING IS LESS THAN 34" X 22"

IT IS A REDUCED SIZE DRAWING

D

C

B

A

1 2

CJW / SVR

Approved by J. Scott Roberts, Asset Management Branch Head

& Supervisory Facility Planner, PWD Beaufort, SC via email

EJA

DSN

CWJ

12/17/2021

12/17/21

B

IM

- P -4

F

-3

O pe ra tio na l S up po rt F ac ili ty /B

LD

G

P

5_ O

S F

-S .r vt

2/ 3/

1:

:0

A

M

3/4" = 1'-0"

T Y

P

IC

A L

D E

T A

IL

S

SB501

EHI NAA DWS

12854071

SPEIGHT MARSHALL FRANCIS. .

STRUCTURAL ENGINEERS

SM&F Job No:WWW.SMANDF.COM

1228 PERIMETER PARKWAY, SUITE 201

P: 757.427.1020

VIRGINIA BEACH, VIRGINIA 23454

7814 CAROUSEL LANE SUITE 200

P: 804.464.4111

RICHMOND, VIRGINIA 23294

PLATE WASHER TABLE

0.33 x L OR

0.33 x L1 (TYP.)

LARGER OF

0.125 x L

2 x LCN OR

0.33 x L

LARGER OF 0.125 x L1

ADDED SIDE BARS

SCHEDULE

2" 2" SEE SCHED.SEE SCHEDULE

CANTILEVER CLEAR

SPAN = LCN

EXTERIOR CLEAR SPAN = L

SUPPORT

GRADE BEAM INTERIOR CLEAR SPAN = L1GRADE BEAM

SUPPORT

3" CLEAR TO TOP

SUPPORT OR END OF

FROM FACE OF

AND BOTTOM BARS

3"

HOOKS AT END

STIRRUPS

OF EA. BAR

(TYP.)

90° (OR 180°)

STANDARD

CANTILEVER

(TYP. ALL TOP BARS -

LINE OF CLEAR SPAN

LAP SPLICE AT CENTER-

OR RUN CONTINUOUS

OF SUPPORT AT FULL LENGTH

LAP SPLICE OVER CENTERLINE

STIRRUP AT END OF

STIRRUPS SEE SCHEDULE

BOTTOM BARS)

STIRRUP

(TYP.)

FIRST

2" 2"

DISCONTINUOUS BARS

SEE NOTE '1')

(T Y

P

0"

"W" WIDTHAT TOP

24"o/c OVER

SUPPORTS (TYP.)

STIRRUPS AT

STIRRUPS

BOTTOM BARS - SEE SCHED.

STIRRUPS - SEE SCHED.

STIRRUPS

3" CLR. TO

GRADE BEAM

SECTION THRU

AT BOTT.

(IF ANY) - SEE

AND SIDES

"D

D E

P

TH

(TYP.)

TOP BARS - SEE SCHED.

2" CLR. TO

STIRRUPS

6"

NOTE 2 (TYP.)

NOTE 3 (TYP.)

"D

D E

P

TH

PREVIOUS POUR NEW POUR

1 1/2" KEY - FULL

WIDTH OF BEAM

TOP REINF.

BOTT. REINF.

LOCATE CONSTRUCTION JOINT IN

MIDDLE THIRD OF BM. CLEAR SPAN

ALL TOP AND BOTT. STEEL IS

CONTINUOUS THROUGH JOINT

LOCATE BEAM STIRRUP 3" EACH

SIDE OF JOINT

D /3

D /3

STIRRUP

LAP SPLICE3"

CLR.

STANDARD

90° HOOKS

ALL TOP BARS

EL. - SEE PLAN

TOP OF GRADE

BEAM EL. - SEE

PLAN (TYP.)

4" MINIMUM -

DEEPEN PILE

CAP AS REQ'D.

GRADE BEAM -

SEE PLAN AND

OTHER DETAILS

PILE CAP - SEE

PLAN AND OTHER

DETAILS

DIAMETER = PIPE

DIA. + 2" (TYP. U.O.N.)

SLEEVE FOR PIPE -

PIPE - FOR EXACT SIZE,

INVERT ELEVATION AND

LOCATION COORDINATE

WITH THE CIVIL, PLUMB.,

MECH. AND ELEC. DWGS.

UNDER NO CIRCUMSTANCES MUST ANY TOP OR BOTTOM

REINFORCING OR STIRRUPS BE DISCONTINUED TO PLACE

PIPE SLEEVES. WHERE SLEEVES CANNOT BE PLACED IN

ACCORDANCE WITH THIS DETAIL (OR SHIFTED TO SUIT)

IMMEDIATELY CONTACT THE ARCHITECT.

NO PIPE SLEEVES ARE ALLOWED IN PILE CAPS OR WITHIN

3'-0" OF GRADE BEAM SUPPORTS.

2" CLR. MIN.

4" CLR.

MIN.

TOP REINF.

STIRRUP

BOTT. REINF.

CONSTRUCTION JOINT

TYPICAL

PIPE SLEEVE THRU GRADE BEAMSTEPPED GRADE BEAM

NOTE:

TYPICAL CONCRETE GRADE BEAM DETAIL NOTES:

WHERE AREA OF TOP BARS IN ADJACENT SPANS DIFFER, CARRY COMBINATION1.

WITH GREATEST AREA TO MIDSPAN OF ADJACENT SPAN.

DISCONTINUE 50% MAXIMUM OF TOP BARS WITHIN MIDDLE THIRD OF SPAN TO

DIMENSIONS INDICATED. OUTSIDE FACE BARS ARE ALWAYS FULL LENGTH. ALL

BOTTOM BARS - ALTERNATE 50% MINIMUM 'LONG' BARS AND 50% MAXIMUM

'SHORT' BARS; OUTSIDE FACE BARS ARE 'LONG' BARS.

2.

3.

TOP BARS INDICATED SHALL BE PRESENT AT CANTILEVERS AND OVER SUPPORTS.

OF BLACK ASPHALT PAINT

COVER ALL STEEL BELOW

BOND BREAKER ALL AROUND

SEE PLAN AND

OTHER DETAILS

TYPICAL DETAILS ON THIS SHEET

PILE CAP -

COLUMN ANCHOR RODS - SEE

CL COLUMN AND PILE CAP

2" FLOWABLE,

NON-SHRINK

GROUT

DETAILS ON THIS SHEET

COLUMN BASE PLATE - SEE

PL3/4x16x16 WITH

4 - 3/4"Ø ANCHOR

RODS (9" EMB.)

CBP-1

1 5/16"Ø HOLES

COLUMN -

FOR 3/4"Ø A.R.

5/16

4 SIDES

TYPICAL

16" SQ.

6 1/2"

1 1/2"1 1/2"

SCHEDULEN

O

T E

'A

RODS TO PROVIDE 3" MINIMUM COVERAGE

DEEPEN FOOTING AS INDICATED AT ANCHOR

EMBEDMENT - SEE COLUMN BASE PLATE DETAILS

NOTE 'B'

(TYPICAL)

COLUMN ANCHOR ROD DETAIL NOTES:

(TYPICAL)

SLOPE AT 1:1

THREADED ANCHOR

ROD - SEE COLUMN

BASE PLATE DETAILS

HEAVY HEX NUT

TOP OF FOOTING

PLATE WASHER -

SEE TABLE

OR PEDESTAL

ANCHOR ROD

REQUIRED (TYP.)

SHOWN) - FOR

DEPTH SEE

COLUMN FOOTING

(REINFORCING NOT

3/4"

DIAMETER

PROJECTION AS

DIMENSIONS

1/4" x 2" SQ.

A.

B.

A1

AT FOUNDATION DETAIL

NOT TO SCALE

B1

TYPICAL CONCRETE GRADE BEAM DETAILS

NOT TO SCALE C4

TYPICAL COLUMN BASE PLATE DETAILS

NOT TO SCALE

A2

TYPICAL COLUMN ANCHOR ROD DETAIL

NOT TO SCALE

AT PILE CAP

MARK

CONCRETE GRADE BEAM SCHEDULE

SIZE

TOP BARS

DEPTH

(INCH)

30GB-2 36

WIDTH

GB-1M 24

(INCH)

QUAN.

#11

"D""W" BOTTOM BARS STIRRUPS

QUAN.

4 #11

SIZE

#5

SIZE

8"o/c

SPA.

REMARKS

6 #8 6 #8 #4 12"o/c NOTE 4

PL3/4x18x18 WITH

4 - 3/4"Ø ANCHOR

RODS (9" EMB.)

CBP-2

1 5/16"Ø HOLES

FOR 3/4"Ø A.R.

5/16

4 SIDES

TYPICAL

18" SQ.

6 1/2"

1 1/2"1 1/2"

TYPICAL STEEL COLUMN

SEE PLAN

COLUMN -

SEE PLAN

30GB-3 24 4 #8 4 #8 #4 6"o/c NOTE 4

48GB-4 30 6 #8 6 #8 #4 12"o/c NOTE 4

34GB-5 48 8 #8 8 #8 #4 8"o/c NOTE 4

PL3/4x16x16 WITH

4 - 3/4"Ø ANCHOR

RODS (9" EMB.)

CBP-3

1 5/16"Ø HOLES

COLUMN -

FOR 3/4"Ø A.R.

5/16

16" SQ.

6 1/2"

1 1/2"1 1/2"

SEE PLAN

PL3/4x16x16 WITH

4 - 3/4"Ø ANCHOR

RODS (9" EMB.)

CBP-4

5/16

16" SQ.

6 1/2"

1 1/2"1 1/2"

1/

2"

1/ 2"

9"

1 5/16"Ø HOLES

COLUMN -

FOR 3/4"Ø A.R.

SEE PLAN

1/

2"

1/ 2"

9" 4"

PROVIDE #5 AT 12" ON-CENTER ADDED SIDE BARS EACH SIDE OF GRADE BEAM.4.

4"

(DENOTED SGB ON PLAN)

GRADE WITH TWO COATS

COLUMN ISOLATION JOINT -

SEE TYPICAL DETAILS ON

THIS SHEET (TYP.)

1'-3" MAX.1'-0"

(TYP.) (TYP.)

2 - #4 'ZEE'

BARS AT 12"o/c

WITH STD. 90°

EACH END (ALL

SIDES; TYP.)

BREAKER

COLUMN - SEE SCHEDULE

CONT. BOND

COLUMN BASE

OTHER DETAILS

PLATE - SEE

FILL WITH CONCRETE MATCHING

GENERAL CONTRACTOR NOTE :

COLUMN ISOLATION JOINTS ARE OPTIONAL WHEN STRUCTURAL STEEL ERECTION

IS COMPLETED PRIOR TO SLAB-ON-GRADE PLACEMENT.

1' -3

M

A X

ADDED SLAB REINFORCEMENT -

SEE 'TYPICAL CONCRETE SLAB

AND WALL OPENING DETAIL'

ON SHEET SB503

(T Y

P

A3

TYPICAL COLUMN ISOLATION JOINT DETAIL

NOT TO SCALE

ENGINEERS + SURVEYORS

1 2 3 4 5

3 4 5

D

C

B

A

SHEET OF

NAVFAC DRAWING NO.

CONSTR. CONTR. NO.

EPROJECT NO.:

SCALE:

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y

P -4

F

O

P E

R A

T

IO

N S

S U

P P

O R

T F

A C

IL

IT

Y

D C

C O

R E

B E

A U

F O

R T

, S C

N O

R F

O

LK

, V

IR

G

IN

IA

N A

V A

L F

A C

IL

IT

IE

S

E N

G

IN

E E

R

IN

G S

Y S

T E

M S