P702 Structural Drawings.pdf

W12X26

TOF X' - X"

FRAMING SIZE

X

TOP OF FOUNDATION

COLUMN GRID MARK

WORK KEY NOTE

TOC X' - X" TOP OF CONCRETE

TOS X' - X" TOP OF STEEL

TOM X' - X" TOP OF MASONRY

X" TOP OF SLAB

SPOT ELEVATION

BOS X' - X" BOTTOM OF STEEL

P-X PEDESTAL

MCJ MASONRY CONSTRUCTION JOINT

WFX.X WALL FOOTING

CFX.X COLUMN FOOTING

CMU

CONCRETE

EARTH

STEEL

DESIGN WIND PRESSURES FOR ROOF COMPONENTS (PSF)

COMPONENT TRIBUTARY AREA (SQFT)

1 - 100 101+

ROOF ZONE

(STORAGE)

1,2e

2n,2r,3e

DESIGN WIND PRESSURES FOR WALL COMPONENTS (PSF)

COMPONENT TRIBUTARY AREA (SQFT)

1 - 100 101+WALL ZONE

TABLE NOTES:

1. POSITIVE AND NEGATIVE SIGNS SIGNIFY PRESSURES ACTING TOWARD AND

AWAY FROM THE SURFACES, RESPECTIVELY.

2. BUILDING ZONES ARE DEFINED IN ASCE 7-16 FIGURES 30.3-1, 30.3-2B, AND

30.3-5A.

3. WIND PRESSURES INDICATED ARE AT STRENGTH-LEVEL

(WIND LOAD FACTOR = 1.0).

4. WALL ZONE PRESSURES ARE SHOWN FOR STORAGE AREA. MULTIPLY

VALUES BY .87 TO OBTAIN ADMIN AREA WALL PRESSURES.

5. FOR DESIGN OF DEFLECTION-CONTROLLED COMPONENTS AND CLADDING,

DESIGN WIND PRESSURES MAY BE MULTIPLIED BY .42 TO CONVERT LOADING

TO ASD AND UTILIZE A 10-YEAR MEAN RECURRENCE INTERVAL.

-80 +32 -25 +17

-47

-57

-39

-47

3r -137 +32 -72 +17

-116 +32 -65 +17

13. COMPONENTS AND CLADDING WIND PRESSURES:

A. USE WIND PRESSURES BELOW FOR THE DESIGN OF COMPONENT AND

CLADDING ELEMENTS OR RETAIN A PROFESSIONAL ENGINEER TO

DETERMINE WIND PRESSURES FOR SPECIFIC EFFECTIVE WIND AREAS.

DESIGN WIND PRESSURES FOR ROOF COMPONENTS (PSF)

COMPONENT TRIBUTARY AREA (SQFT)

1 - 100 101+

ROOF ZONE

(ADMIN)

-40 +15 -40 +12

2' -53 -53

-47 -44

3 -62 -44

3' -88 -56

+15 +12

+15 +12

+15 +12

+15 +12

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

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09/ 08/ 2022

GEOFFREY MOSS, DIRECTOR OF

WARFARE REQUIREMENTS, VIA

EMAIL

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S-

GENERAL NOTES

PLAN LEGEND

1. THE 2018 INTERNATIONAL BUILDING CODE (2018 IBC) IS THE CONSENSUS

BUILDING CODE DIRECTED FOR USE BY UNIFIED FACILITIES CRITERIA (UFC)

1-200-01 – DOD BUILDING CODE (DATED 8 OCTOBER 2019 WITH CHANGE 1, 1

OCTOBER 2020). THIS CODE IS THE PRINCIPAL BUILDING CODES OF RECORD

FOR THIS PROJECT. THE STRUCTURAL DESIGN IS IN ACCORDANCE WITH THE

FOLLOWING SPECIFIC UNIFIED FACILITIES CRITERIA (UFC) AND RELATED DESIGN

STANDARDS:

A. UNIFIED FACILITIES CRITERIA:

1. UFC 1-200-01 (8 OCTOBER 2019, CHANGE 1, 1 OCTOBER 2020): DoD BUILDING

CODE.

2. UFC 3-301-01 (1 OCTOBER 2019): STRUCTURAL ENGINEERING

3. UFC 4-440-01 (1 APRIL 2019): WAREHOUSES AND STORAGE FACILITIES

B. SPECIFICATIONS AND STANDARDS:

1. ASCE7-16: AMERICAN SOCIETY OF CIVIL ENGINEERS, MINIMUM DESIGN LOADS

FOR BUILDINGS AND OTHER STRUCTURES

2. THIS PROJECT IS SUBJECT TO THE SPECIAL INSPECTION REQUIREMENTS OF

IBC 2018 AS MODIFIED BY UFC 3-301-01. THE PROJECT SPECIFICATIONS DEFINE

THE SCOPE OF SPECIAL INSPECTIONS BY THE STATEMENT AND SCHEDULE OF

SPECIAL INSPECTIONS.

3. STRUCTURAL OBSERVATIONS ARE REQUIRED FOR STRUCTURES BUT NOT FOR

WIND AND SEISMIC RESISTANCE.

4. THE STRUCTURAL SYSTEM HAS NOT BEEN DESIGNED TO RESIST

PROGRESSIVE COLLAPSE IN ACCORDANCE WITH UFC 4-023-03.

5. THE STRUCTURE MEETS THE OCCUPANCY LEVEL OF LOW OCCUPANCY

BUILDINGS. THEREFORE, THE STRUCTURAL DESIGN IS NOT REQUIRED TO

COMPLY WITH UFC 4-010-01 ANTITERRORISM PROVISIONS.

6. USE STRUCTURAL DRAWINGS IN COMBINATION WITH THE ARCHITECTURAL,

CIVIL, MECHANICAL, PLUMBING, ELECTRICAL DRAWINGS AND SPECIFICATIONS.

VERIFY AND COORDINATE THE REQUIREMENTS OF OTHER TRADES FOR

SLEEVES, CHASES, HANGERS, INSERTS, ANCHORS, HOLES AND OTHER ITEMS

INCORPORATED IN THE STRUCTURAL WORK.

7. MECHANICAL UNIT WEIGHTS AND LOCATIONS SHOWN ON THE PLANS ARE

APPROXIMATE. VERIFY LOCATIONS AND WEIGHTS, AND REPORT

DISCREPANCIES TO THE CONTRACTING OFFICER.

8. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR TEMPORARY SHORING,

ERECTION BRACING, PROPER ALIGNMENT, AND SAFETY AT THE

CONSTRUCTION SITE.

9. STRUCTURAL FRAMING NOT FULLY SHOWN OR NOTED ON THE CONTRACT

DRAWINGS IS THE SAME AS AT SIMILAR FULLY DETAILED LOCATIONS SUBJECT

TO APPROVAL BY THE CONTRACTING OFFICER.

10. REPORT DIMENSIONAL DISCREPANCIES BETWEEN DRAWINGS TO THE

CONTRACTING OFFICER PRIOR TO BEGINNING WORK IN AFFECTED AREAS.

11. CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND

SUPERVISION OF THE WORK ARE THE SOLE RESPONSIBILITY OF THE

CONTRACTOR.

DESIGN LOADS AND CRITERIA (CONTINUED) DELEGATED ENGINEERED SYSTEMS BUILDING FOUNDATIONS

1. DESIGN RESPONSIBILITY FOR THE FOLLOWING ENGINEERED

SYSTEMS AND COMPONENT PARTS IS DELEGATED TO A QUALIFIED REGISTERED

PROFESSIONAL ENGINEER SELECTED BY THE CONTRACTOR.

A. STRUCTURAL STEEL MEMBERS AND THEIR CONNECTIONS TO THE METAL

BUILDING SYSTEM WHICH ARE NOT DESIGNED, FABRICATED AND ERECTED

BY THE METAL BUILDING SYSTEM SUPPLIER.

1. WHERE SECTIONS AND DETAILS DO NOT SHOW SPECIFIC CONNECTION

COMPONENT INFORMATION, CONNECTIONS SHOWN ARE SCHEMATIC

REPRESENTATIONS.

2. MEMBER SIZES SHOWN ARE FOR BIDDING PURPOSES ONLY.

B. CRANE RUNWAY BEAMS AND BRIDGE GIRDER FOR UNDER-HUNG CRANES

INCLUDING BEAM SPLICE CONNECTIONS, HANGERS AND LATERAL AND

LONGITUDINAL BRACING.

C. GROUND IMPROVEMENTS ELEMENTS, REFER TO GEOTECHNICAL

DRAWINGS, SHEET B-201

D. METAL BUILDING SYSTEM. REFER TO METAL BUILDING SYSTEM NOTES ON

THIS SHEET.

2. REFER TO S-001 AND S-002 FOR APPLICABLE DESIGN STANDARDS AND

CRITERIA, DESIGN LOADS AND SERVICEABILITY LIMITS.

3. INCLUDE SIGNED SEALS FOR WORK DESIGNED BY THE DELEGATED

ENGINEER.

4. DO NOT START FABRICATION OF THE DELEGATED SYSTEM OR COMPONENT

PART OR FIELD CONSTRUCTION THAT MAY BE AFFECTED BY THE SYSTEM OR

COMPONENT PART WITHOUT SUBMITTAL APPROVAL BY THE STRUCTURAL

ENGINEER OF RECORD.

10. FLOOD DESIGN DATA

A. FLOOD DESIGN CLASS 3 ASSIGNED ACCORDING TO ASCE 24

B. ELEVATION OF THE LOWEST FLOOR = 10.25

11. ROOF RAIN LOAD DATA

A. RAIN INTENSITY: i = 3.5 INCH/HOUR

12. NOTIONAL LOADS FOR GENERAL STRUCTURAL INTEGRITY:

A. LOAD PATH CONNECTIONS: 5% OF THE CONNECTED PORTION'S WEIGHT

B. LATERAL FORCES: DESIGN LATERAL FORCE APPLIED AT A STORY EQUAL

TO 1% OF THE PORTION OF THE TOTAL DEAD LOAD OF THE STRUCTURE

LOCATED OR ASSIGNED TO A LEVEL.

C. CONNECTION TO SUPPORTS: 5% OF THE UNFACTORED DEAD LOAD PLUS

LIVE LOAD REACTION IMPOSED BY THE SUPPORTED MEMBER ON THE

SUPPORTING MEMBER.

D. ANCHORAGE OF STRUCTURAL WALLS: STRENGTH LEVEL HORIZONTAL

FORCE PERPENDICULAR TO THE PLANE OF THE WALL EQUAL TO 20% OF

THE WEIGHT OF THE WALL TRIBUTARY TO THE CONNECTION, BUT NOT

LESS THAN 5 PSF.

5. BRIDGE CRANE: POWERED 5 TON SINGLE GIRDER, UNDER RUNNING, PENDANT-

OPERATED (LIVE LOADS ARE BASED ON RATED LOAD = 10,000 LBS)

A. VERTICAL WHEEL LOADS W/O IMPACT INCREASE:

a. DEAD LOAD: 2600 LBS PER WHEEL

b. LIVE LOAD: 5000 LBS PER WHEEL

B. LATERAL FORCE

a. DEAD LOAD: 300 LB

b. LIVE LOAD: 2000 LB

C. LONGITUDINAL FORCE:

a. DEAD LOAD: 520 LBS PER RAIL

b. LIVE LOAD: 1000 LBS PER RAIL

D. VERTICAL IMPACT FORCE: 10 PERCENT OF VERTICAL WHEEL DEAD PLUS

LIVE LOAD

E. CMAA #74/ MH27.1 SERVICE CLASS: C

6. ROOF SNOW LOAD

A. GROUND SNOW LOAD: Pg = 10 PSF

B. FLAT-ROOF SNOW LOAD: Pf = 7.6 PSF

C. SNOW EXPOSURE FACTOR: Ce = .9 FOR PARTIALLY EXPOSED AT TERRAIN

CATEGORY D

D. SNOW LOAD IMPORTANCE FACTOR: IS = 1.0

E. THERMAL FACTOR: Ct = 1.0

F. SLOPE FACTOR: Cs 1.0

7. WIND DESIGN CRITERIA

A. BASIC DESIGN WIND SPEED: 118 MPH

B. ALLOWABLE STRESS DESIGN WIND SPEED: 91 MPH

C. WIND EXPOSURE CATEGORY: D

D. INTERNAL PRESSURE COEFFICIENT: +/- 0.18

E. ENCLOSURE CLASSIFICATION: ENCLOSED

F. TOPOGRAPHIC FACTOR: 1.0

G. THE MAIN WIND FORCE-RESISTING SYSTEM (MWFRS) IS THE SEISMIC

FORCE-RESISTING SYSTEM (SFRS) DESCRIBED IN THE SEISMIC DESIGN

CRITERIA.

8. OVERHEAD COILING DOOR CRITERIA

A. THE OVERHEAD COILING DOOR MUST BE PRESSURE TESTED FOR THE

COMPONENT AND CLADDING WIND PRESSURE OF 20 PSF (ALLOWABLE

STRESS DESIGN, SERVICE LEVEL) AND SHOWN TO PASS IN ACCORDANCE

WITH ANSI/DASMA 108, STANDARD METHOD FOR TESTING SECTIONAL

GARAGE DOORS AND ROLLING DOORS.

9. SEISMIC DESIGN DATA

A. SEISMIC IMPORTANCE FACTOR: Ie = 1.0

B. MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS:

a. SS = .089g, S1 = 0.04g PER WBDG STRUCTURAL LOAD DATA TOOL

C. SITE CLASS: D

D. SHORT-PERIOD SITE COEFFICIENT: Fa = 1.6

E. LONG-PERIOD SITE COEFFICIENT: Fv = 2.4

F. DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS:

a. SDS = 0.095g, SD1 = 0.064g

G. SEISMIC DESIGN CATEGORY: A

H. BASIC SEISMIC FORCE-RESISTING SYSTEM: COMPRISED OF BRACED

FRAMES AND MOMENT FRAMES NOT SPECIFICALLY DETAILED FOR SEISMIC

RESISTANCE

I. SEISMIC RESPONSE COEFFICIENT: Cs = 0.0397

J. RESPONSE MODIFICATION COEFFICIENT: R = 3

K. ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE ANALYSIS

L. THE ASCE 7-16 SEISMIC DESIGN REQUIREMENTS FOR BUILDINGS DO NOT

APPLY TO THIS BUILDING SINCE IT HAS BEEN ASSIGNED TO SEISMIC DESIGN

CATEGORY A.

SERVICEABILITY LIMITS

1. DEFLECTION LIMIT FOR STRUCTURAL MEMBERS SUPPORTING ROOFING.

WIND INDUCED DEFLECTION LIMITS FOR ROOF FRAMING MEMBERS BASED ON

0.42 TIMES THE BASIC COMPONENT AND CLADDING LOADS:

A. LIVE LOAD: L/240

B. DEAD LOAD + LIVE LOAD: L/180

C. WIND OR SNOW LOAD: L/240

2. DEFLECTION LIMIT FOR CRANE MEMBERS:

(W/O IMPACT LOADS)

A. VERTICAL

a. CRANE GIRDER: L/600 (BASED ON RATED LOAD + TROLLEY/HOIST DL +

GIRDER SELF WEIGHT)

b. CRANE RUNWAY: L/450 (BASED ON MAXIMUM VERTICAL WHEEL LOADS)

B. LATERAL: L/400 (BASED ON 10% OF MAX VERTICAL WHEEL LOAD)

3. BUILDING LATERAL DRIFT: H/320 BASED ON AN ALLOWABLE STRESS DESIGN

WIND SPEED WITH A 10 YEAR MEAN RECURRENCE INTERVAL.

4. WIND INDUCED DEFLECTION LIMITS FOR FRAMING SUPPORTING EXTERIOR

WALL FINISHES BASED ON 0.42 TIMES THE BASIC COMPONENT AND

CLADDING LOADS:

A. L/240 FOR METAL SIDING

B. L/600 FOR MASONRY

5. SHALLOW FOUNDATION SETTLEMENT MUST NOT EXCEED 1/2-INCH BETWEEN

ADJACENT COLUMN LINES, 1 INCH TOTAL, OR ANGULAR DISTORTION OF 1/500.

6. FLOOR SLAB SETTLEMENT MUST NOT EXCEED 1/2" POST CONSTRUCTION.

1. THE INFORMATION PROVIDED IN THE GEOTECHNICAL DESIGN MEMORANDUM

PREPARED BY NAVFAC MID-ATLANTIC TITLED “P-702 SUBMARINE LOGISTICS

SUPPORT FACILITIES NAVAL STATION NORFOLK, NORFOLK, VA” DATED 08

MARCH 2022 HAS BEEN USED FOR THE DESIGN OF THE FOUNDATIONS.

2. SITE PREPARATION

A. PERFORM GROUND IMPROVEMENTS AND PRELOADING IN ACCORDANCE

WITH SHEET B-201 OF THE CONTRACT DRAWINGS AND SPECIFICATION

SECTION 31 62 50 (GROUND IMPROVEMENT ELEMENTS).

3. SOIL AND SITE CHARACTERISTICS

A. MODULUS OF SUBGRADE REACTION: 150 PCI FOR SLAB ON GRADE BEARING

UPON WELL-COMPACTED STRUCTURAL FILL MATERIAL.

B. FROST PENETRATION: 9 INCHES

4. NET ALLOWABLE SOIL BEARING PRESSURE OF 3000 PSF FOR SHALLOW

FOUNDATIONS AT MBS COLUMNS.

5. NET ALLOWABLE SOIL BEARING PRESSURE OF 1500 PSF FOR SHALLOW

FOUNDATIONS AT SITE RETAINING WALLS.

6. EXCAVATE, FILL, AND BACKFILL IN ACCORDANCE WITH THE CONTRACT

DRAWINGS AND SPECIFICATIONS.

7. COORDINATE FOUNDATION WORK WITH ADJACENT UNDERGROUND UTILITIES

AND STRUCTURES. DO NOT PLACE FOUNDATIONS PRIOR TO SUCH

COORDINATION.

8. PROVIDE UTILITIES PERPENDICULAR TO WALL FOOTINGS. DO NOT PLACE

UTILITIES UNDER COLUMN FOOTINGS.

9. LOWER FOOTINGS TO PASS UNDER UTILITY LINES. ALTERNATIVELY, PROVIDE

PIPE SLEEVES BELOW OR THROUGH CONTINUOUS FOOTINGS IN ACCORDANCE

WITH THE TYPICAL DETAILS ON DRAWING SB501. FOOTING STEPS, WHERE

INDICATED ON PLAN, ARE SCHEMATIC AND MUST BE COORDINATED WITH

OTHER TRADES.

10. PRIOR TO PLACING FOUNDATION REINFORCEMENT AND CONCRETE, THE

FOOTING SUBGRADE MUST BE INSPECTED BY THE SPECIAL INSPECTOR, A

GEOTECHNICAL ENGINEER, FOR LOOSE, SOFT, EXPANSIVE, OR OTHERWISE

UNSUITABLE MATERIALS. WHEN REQUIRED, THE GEOTECHNICAL ENGINEER

MUST PROVIDE DIRECTION FOR CORRECTIVE ACTIONS, SUBJECT TO REVIEW

AND APPROVAL OF THE CONTRACTING OFFICER.

11. DO NOT PLACE UNBALANCED BACKFILL AGAINST MASONRY OR CONCRETE

WALLS UNLESS WALLS ARE SECURELY BRACED AGAINST OVERTURNING BY

PERMANENT OR TEMPORARY CONSTRUCTION BRACING.

12. FACTOR OF SAFETY AGAINST OVERTURNING AND SLIDING ARE 1.5 AND 2.0,

RESPECTIVELY. FACTORS OF SAFETY ARE BASED ON NOMINAL LOADS.

DESIGN LOADS AND CRITERIA

1. RISK CATEGORY: II PER UFC 3-301-01 TABLE 2-2.

2. LIVE LOADS PER UFC 3-301-01 TABLE G-1

A. UNIFORM ROOF LIVE LOAD 20 PSF

B. CONCENTRATED ROOF LOAD 300 LBS

C. GROUND FLOOR SLAB:

STORAGE: 300 PSF

MECHANICAL ROOMS: 150 PSF

ELECTRICAL ROOMS: 150 PSF

FIRE PUMP ROOMS: 150 PSF

ALL OTHER AREAS: 100 PSF

A. CONCENTRATED LOAD: 9,000 LBS UNIFORMLY DISTRIBUTED OVER AN

AREA 2.5 FEET BY 2.5 FEET AT ALL FLOOR AREAS

(UNIFORM AND CONCENTRATED LIVE LOADS HAVE NOT BEEN APPLIED

CONCURRENTLY)

B. FORKLIFT: 7.5 TON CAPACITY PNEUMATIC TIRE FORKLIFT

C. AASHTO TRUCK LOADING: HS20-44

4. DEAD LOADS:

A. SELF WEIGHT OF MATERIALS

B. COLLATERAL DEAD LOAD = 10 PSF

DESIGN LOADS AND CRITERIA (CONTINUED)

SY

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/29

/23

WALL FOOTING AT UTILITY LINES

UTILITY PERPENDICULAR TO AND BELOW FOOTING

STEPPED CONTINUOUS FOOTING (SF)

M

AX

8"

M

IN

" M

AX

8"

M

IN

8" STEP

16" MIN

16" STEP

32" MIN

3" CLEAR

12" MIN

LAP (TYPICAL)

36 BAR DIAMETER

CONTINUOUS WALL FOOTING

REINFORCEMENT

CONTINUOUS WALL

FOOTING

REINFORCEMENT

'Z' BARS SAME SIZE

AND NUMBER AS

CONTINUOUS FOOTING

REINFORCEMENT,

BEND AS SHOWN

" M

AX

4"

M

IN

(TYPICAL)

12" MIN

" M

IN

1500 PSI LEAN

CONCRETE, WIDTH

EQUAL TO CONTINUOUS

FOOTING WIDTH,

PLACED BEFORE

FOOTING IS PLACED

NON-CORROSIVE

METAL PIPE SLEEVE

(INSIDE Ø = OUTSIDE

PIPE Ø + 2" MIN)

CONTINUOUS

WALL FOOTING

CONTINUOUS

REINFORCEMENT

UTILITY PERPENDICULAR TO AND THROUGH FOOTING

NON-CORROSIVE METAL

PIPE SLEEVE (INSIDE Ø =

OUTSIDE PIPE Ø + 2" MIN)

ADDED BARS SAME SIZE AND NUMBER

AS CONTINUOUS REINFORCEMENT

CONTINUOUS

BOTTOM

REINFORCEMENT,

CUT AT PIPE SLEEVE

AS REQUIRED

6" M

IN

(TYPICAL)2" CLEAR

" M

IN

12" MIN

#4 AT 12" OC

(1) #4

(1) #4

STANDARD 90°

HOOK (TYPICAL)

3" C

LE

AR

(T

YP

IC

AL

2"

C

LE

AR

CONTINUOUS WALL

FOOTING, REFER TO

PLAN

TOP OF SLEEVE WITHIN FOOTING OR LESS

THAN 4" FROM BOTTOM OF FOOTING

9"

MIN

1' - 6"

UTILITY PARALLEL TO FOOTING

BACKFILL

PIPE/CONDUIT IN TRENCH

NO TRENCH EXCAVATION

PARALLEL TO FOOTING BELOW

THIS LINE. STEP FOOTING PER

DETAIL TO ENSURE LINE IS

BELOW EXCAVATION

9"

NO TRENCH EXCAVATION

PARALLEL TO FOOTING BELOW

THIS LINE. STEP FOOTING PER

DETAIL TO ENSURE LINE IS

BELOW EXCAVATION

WHEN PIPE/CONDUIT TRENCH FALLS

BELOW THE 2:1 PLANE BUT IS

ABOVE THE 1:1 PLAN, FILL TRENCH

WITH 1500 PSI LEAN CONCRETE

NOTES:

1. IN LIEU OF THESE DETAILS, FOOTINGS MAY BE LOWERED TO PASS UNDER UTILITY LINES ACCORDING TO THE TYPICAL STEPPED CONTINUOUS FOOTING DETAIL ON THIS SHEET.

2. PERPENDICULAR PIPE SLEEVE THROUGH / BELOW FOOTING MUST EXTEND TO EDGE OF 1:1 BEARING ZONE ON EACH SIDE OF FOOTING UNLESS OTHERWISE NOTED.

3. IF UTILITY LINE IS IN PLACE PRIOR TO PLACING CONCRETE, WRAP UTILITY WITH 1" THICK COMPRESSIBLE MATERIAL BEFORE PLACING CONCRETE IN LIEU OF SLEEVE.

4. FOR UTILITIES BELOW FOOTING WHERE CONCRETE ENCASEMENT IS NOT FEASIBLE, DESIGN PIPE AND PIPE JOINTS TO ADEQUATELY RESIST ALL SUPERIMPOSED LOADS

INCLUDING SOIL SURCHARGE PRESSURES.

2" C

LR

EQ

EQ

3"

3" CLR

VERTICAL DOWELS WITH

STANDARD 90-DEGREE

HOOK TOP AND BOTTOM

COLUMN, BASE PLATE, AND

ANCHOR RODS BY

BUILDING MANUFACTURER

COLUMN FOOTING

CONCRETE PEDESTAL

REFER TO PLAN AND

SCHEDULE

TRANSVERSE TIES

REFER TO

SCHEDULE FOR

SIZE AND SPACING

2" C

LR

COLUMN, BASE PLATE, AND

ANCHOR RODS BY

BUILDING MANUFACTURER

COLUMN FOOTING

(4) #6 DOWELS WITH STD

90-DEGREE HOOK TOP

AND BOTTOM

PIER REINFORCING ANCHOR REINFORCING

3" 1"

6" MAX

A

CONCRETE

PEDESTAL REFER TO

PLAN AND SCHEDULE

A A A

ASSUMED ANCHOR

LOCATIONS

(COORD WITH MBS MFR)

FACE OF BUILDING / STEEL LINE

EM

BE

DM

EN

T = 1

3"

3" C

LR

(T

YP

3"

ADJUST REINFORCING

AS REQUIRED TO AVOID

ANCHOR RODS

NOTE: ANCHOR ROD EMBEDMENT LENGTH = 18". LENGTH MAY BE

ADJUSTED BASED ON REVIEW OF MBS FOUNDATION REACTIONS.

2"

NON-SHRINK GROUT

TYP AT BASE PLATES

SECTION A-A

AT COLUMN FOOTING

REF PLAN

TOF

EXTERIOR WALL 4'

-0

DOME

PIPE6STD (GALV), FILL

BOLLARD WITH 4000

PSI CONCRETE

1/2" PREMOLDED JOINT

FILLER ALL AROUND

SLAB-ON-GRADE,

REINF NOT SHOWN

CONCRETE FOOTINGSECTION B-B

B B

8" 8"

1' - 4" 1/4

TYP EA

STIFFENER

3/8 PJP

PIPE6STD (GALV), FILL

BOLLARD WITH 4000 PSI

CONCRETE

3/8PJP

(8) 3/4"Ø EPOXY

ADHESIVE ANCHORS,

8" MIN EMBEDMENT

IN CONCRETE BASE

MATERIAL

(4) PL3/8X5X2 STIFFENER

PL1-1/2X16X16

1"

8"

6 1 /2"

1/4TYP

CONCRETE BOND BREAK

MATERIAL AROUND

STEEL BOLLARD

ASSEMBLY, TYP

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

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1 2 3 4 5

1 2 3 4 5

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SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

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DRAWFORM REVISION: 25 AUGUST 2020

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

NA

VA

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CWJ

12873743

LB/DB MTW

09/ 08/ 2022

GEOFFREY MOSS, DIRECTOR OF

WARFARE REQUIREMENTS, VIA

EMAIL

WMS/GKC

1704807

N4008522R2577

NO

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K, V

IR

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NA

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SB

1" = 1'-0"A1 TYPICAL FOOTING DETAILS

COLUMN FOOTING SCHEDULE

MARK

DIMENSIONS

REINFORCING STEELWIDTH LENGTH DEPTH

CF5.5 5' - 6" 5' - 6" 1' - 4" (6)-#5 EACH DIRECTION TOP AND BOTTOM

CF6.0 6' - 0" 6' - 0" 1' - 4" (7)-#5 EACH DIRECTION TOP AND BOTTOM

CF7.0 7' - 0" 7' - 0" 1' - 4" (8)-#6 EACH DIRECTION TOP AND BOTTOM

CONCRETE PEDESTAL SCHEDULE

MARK

DIMENSIONS REINFORCING

W D VERTICAL TIES

P-1 36" 36" (12) #7 #4 AT 8" ON CENTER,

MAX

P-2 32" 32" (12) #6 #4 AT 8" ON CENTER,

MAX

P-3 32" 26" (12) #7 #4 AT 8" ON CENTER,

MAX

P-4 44" 32" (12) #7 #4 AT 8" ON CENTER,

MAX

1" = 1'-0"C1 TYPICAL COLUMN PIER ON FOOTING

WALL FOOTING SCHEDULE

MARK

DIMENSIONS

REINFORCINGWIDTH DEPTH

WF3.0 3' - 0" 1' - 4" (3)-#5 CONTINUOUS TOP AND BOTTOM WITH #4 SUPPORT BARS AT 4'-0" ON CENTER WF4.0 4' - 0" 1' - 4" (3)-#5 CONTINUOUS TOP AND BOTTOM WITH #4 SUPPORT BARS AT 4'-0" ON CENTER

1" = 1'-0"C4 BOLLARD DETAIL

1' 2'0' 6"

1' 2'0' 6"1' 2'0' 6"

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FINISHED GRADE

0' - 0"

ROOF

32' - 10"

A E F

45' - 0"

SF301

C3

9' - 6"

CR

AN

E

HO

OK

H

EI

GH

T

CRANE CLEAR LIMIT LINE

(BOTTOM OF RUNWAY BEAM)

4'

- 4

" M

AX

62' - 4"

9' - 6"

21' - 5"

8"

6" M

IN

8' - 0"

CR

AN

E

CL

EA

R

HE

IG

HT

6"

2' - 0"

CRANE STOP (TYP)

COORDINATE CRANE

STOP DETAIL AND

LOCATIONS WITH

HOIST MFR

CRANE STOP (TYP)

10"

MBS STEEL LINE

10"

MBS STEEL LINE

- TOP OF EAVE STRUT

FAN SUPPORT FRAMING

BY HVLS FAN MFR,

REFER TO MECH DWGS

6" MIN FACE OF COLUMN

TO BRIDGE GIRDER

COORDINATE BRIDGE

GIRDER LENGTH WITH MBS

7' - 6"

BRIDGE GIRDER BY

CRANE MFR

RUNWAY HANGER

BY CRANE MFR CRANE RUNWAY BY CRANE MFR

RIGGING (NIC)

WF FAN SUPPORT FRAMING BY MBS MFR

COORD WITH HVLS FAN MFR

10" MINIMUM PURLIN

DEPTH TYP

C4

SB402

HOOK COVERAGE

5' - 8" ±

1' - 6" 5' - 8" ±

4' - 0" MAX

8" 2'

- 0

CR

AN

E

HO

OK

T

RA

VE

L D

IS

TA

NC

E

CRANE SUPPORT HANGER

(RIGID OR FLEXIBLE) LATERAL

AND LONGITUDINAL BRACING

TO STRUCTURE BY CRANE

MANUFACTURER

STIFFENER PLATE BY MBS MFR

COORD W/ CRANE MFR

REFER TO BRIDGE CRANE

NOTES FOR CRANE REACTIONS

TO SUPPORTING STRUCTURE

MA

X

L = L

+ A

MI

N

L = L

- A

NO

MI

NA

L S

PA

N

L

+B

-B

+C

-C

CRANE SPAN

(L)

MEASURED AT CRANE

WHEEL CONTACT

SURFACE

STRAIGHTNESS

(B)

ELEVATION

(C)

A = 3/16" 1/4" IN 20'-0"

1/4" IN 20'-0"B = 3/8"

1/4" IN 20'-0"C = 3/8"

ITEM FIGURE OVERALL

TOLERANCE

MAXIMUM RATE

OF CHANGE

SUPPORT POINTS, TYP

CL WEB

THEORETICAL CL

CL WEB

TOP OF BEAM

SUPPORT POINTS, TYP

THEORETICAL HEIGHT

D

UNDERHUNG

1/4" IN 20'-0"D = 3/8"

BEAM TO BEAM

UNDERHUNG

(D)

SATISFACTORY TO DATE

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

OF

EPROJECT NO.:

D

EP

AR

TM

EN

T

O F

TH

E

N

AV

Y N

AV

AL

F

AC

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IN

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R

IN

G S

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TE

M S

C O

M M

AN

D

DRAWFORM REVISION: 25 AUGUST 2020

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

NA

VA

L

FA

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IN

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S

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SF301

P-

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CR

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SE

CT

IO

NS

CWJ

12873749

LB/DB MTW

09/ 08/ 2022

GEOFFREY MOSS, DIRECTOR OF

WARFARE REQUIREMENTS, VIA

EMAIL

WMS/GKC

1704807

N4008522R2577

NO

RF

OL

K, V

IR

GI

NI

A

NA

VA

L S

TA

TI

ON

N

OR

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CGM

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ID

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SF

0' 4' 8' 12'

0' 1' 2' 3'

3/16" = 1'-0" (SB101)A1 SECTION

3/4" = 1'-0" (SF301)C3 SECTION

NOT TO SCALEC1 BRIDGE CRANE TOLERANCE DIAGRAMS

BRIDGE CRANE NOTES

1. REFER TO SHEET S-001 FOR OVERHEAD BRIDGE CRANE DESIGN LOADS.

2. REFER TO PLAN AND ELEVATIONS FOR LOCATION OF CRANE, CRANE

BEAMS AND CRANE STOPS.

3. AT SPLICES OF RUNWAY SECTIONS, FLAT PLATES MUST BE USED ON BOTH

SIDES OF THE UPPER T-SECTION WEBS. THE LOWER T-SECTION ENDS

MUST BE ALIGNED TO MINIMIZE THE HORIZONTAL GAP ON THE RUNNING

SURFACE TO NOT GREATER THAN 1/16" AND NOT GREATER THAN A

VERTICAL DIFFERENCE OF 1/32" FOR THE WHEEL RUNNING SURFACE

ALIGNMENT FOR A SMOOTH CROSSING BY THE WHEELS.

4. PERFORM A VERTICAL AND HORIZONTAL ALIGNMENT SURVEY OF THE

CRANE RAIL SYSTEM FOLLOWING INSTALLATION PERFORMED BY A

LICENSED SURVEYOR. PROVIDE THE CRANE RAIL SYSTEM PER

TOLERANCES INDICATED IN "BRIDGE CRANE TOLERANCE DIAGRAMS" ON

THIS SHEET. FOLLOWING INSTALLATION AND ADJUSTMENT OF THE CRANE

RAIL SYSTEM, SUBMIT A REPORT TO THE CONTRACTING OFFICER. THE

REPORT (2 COPIES) MUST INCLUDE, DATE OF CRANE RAIL SYSTEM

INSTALLATION, ALL SURVEY NOTES (INITIAL, INTERMEDIATE, AND FINAL).

5. ESTIMATED REACTIONS FROM CRANE SUPPORT HANGER TO MBS MAIN

FRAME BEAM:

VERTICAL DL = 7,400 LB

VERTICAL LL = 10,000 LB

LONGITUDINAL DL = 520 LB

LONGITUDINAL LL = 1000 LB

LATERAL DL = 150 LB

LATERAL LL = 1000 LB

NOTES:

A. LOADS SHOWN DO NOT INCLUDE IMPACT FACTORS

B. LONGITUDINAL LOADS ACT PERPENDICULAR TO MAIN FRAME BEAM

C. LATERAL LOADS ACT PARALLEL TO MAIN FRAME BEAM

D. ACTUAL CRANE DATA, TO INCLUDE CRANE STOP FORCES, HANGER AND

BRACING CONFIGURATION MUST BE OBTAINED FROM CRANE SUPPLIER

AND COORDINATED WITH MBS DESIGNER.

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