1.4_Drawings-STRUCTURAL.pdf

STRUCTURAL GENERAL NOTES:

1. GENERAL:

A. THESE NOTES, AND OTHER DRAWING NOTES CONTAINED WITHIN, ARE PROVIDED

TO MEET SPECIFIC REQUIREMENTS AND TO SUPPLEMENT THE CONTRACT

SPECIFICATIONS. THESE NOTES NEITHER REPLACE NOR OVERRIDE THE

PROVISIONS AND REQUIREMENTS OF THE CONTRACT SPECIFICATIONS.

B. CONTRACTOR SHALL COORDINATE ALL STRUCTURAL WORK WITH WORK SHOWN

ON ALL OTHER DRAWINGS. COORDINATE FOR EMBEDDED ITEMS AND OTHER

MISCELLANEOUS CONCRETE AND STEEL REQUIRED BUT NOT INDICATED ON

STRUCTURAL DRAWINGS.

C. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS OF EXISTING

CONSTRUCTION PRIOR TO COMMENCING WITH WORK/FABRICATION.

REPORT ANY DISCREPANCIES FROM THE CONTRACT DRAWINGS TO THE CONTRACTING

OFFICER.

D. SCALING OF WORKING DIMENSIONS FROM THE STRUCTURAL DRAWINGS IS PROHIBITED.

E. CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED

STRUCTURE. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MEANS AND METHODS

OF CONSTRUCTION INCLUDING, BUT NOT LIMITED TO, SHORING AND TEMPORARY

BRACING. CONTRACTOR SHALL UNDERTAKE ALL NECESSARY MEASURES TO ENSURE

SAFETY OF ALL PERSONS AND STRUCTURES AT THE SITE AND ADJACENT TO THE SITE.

VISITS TO THE SITE BY THE GOVERNMENT OR THE ENGINEER SHALL NOT RELIEVE THE

CONTRACTOR OF SUCH RESPONSIBILITY.

F. IF CERTAIN FEATURES ARE NOT FULLY SHOWN OR CALLED FOR ON THE CONTRACT

DRAWINGS OR SPECIFICATIONS, THEIR CONSTRUCTION SHALL BE OF THE SAME

CHARACTER AS FOR SIMILAR CONDITIONS THAT ARE SHOWN OR CALLED FOR, WITH

THE APPROVAL OF THE ENGINEER. WHERE SECTIONS VARY, CONTRACTOR SHALL

PROVIDE FOR SMOOTH TRANSITIONS BETWEEN THEM, UNLESS NOTED OTHERWISE.

G. ALL PRODUCTS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS'

WRITTEN INSTRUCTIONS AND RECOMMENDATIONS, UNLESS NOTED OTHERWISE.

H. UNLESS INDICATED AS A BID OPTION OR NOT IN CONTRACT, ALL ITEMS SHOWN SHALL

BE INCLUDED UNDER THE BASE BID CONTRACT.

2. DESIGN CODES AND STANDARDS

A. UFC 1-200-01 GENERAL BUILDING REQUIREMENTS

B. UFC 3-301-01 STRUCTURAL ENGINEERING

C. UFC 3-310-04 SEISMIC DESIGN FOR BUILDINGS

D. UFC 3-460-01 DESIGN: PETROLEUM FUEL FACILITIES

E. IBC 2015 INTERNATIONAL BUILDING CODE

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

G. ACI 318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

H. ACI 350-06 ENVIRONMENTAL ENGINEERING CONCRETE STRUCTURES

I. ACI 530-13 BUILDING CODE REQUIREMENTS AND SPECIFICATION FOR MASONRY STRUCTURES J. AISC 325 STEEL CONSTRUCTION MANUAL, 14th EDITION

3. DESIGN LOADS

A. DEAD LOAD:

1. NEW ROOFING SYSTEM: 4 PSF

2. CONCRETE STRUCTURES: 150 PCF

3. EQUIPMENT LOADS: ACTUAL WEIGHT

B. LIVE LOAD:

1. MIN ROOF LIVE LOAD: 20 PSF

2. MECHANICAL/ELECTRICAL COLLATERAL SUPPORTED FROM ROOF: 5 PSF

3. PLATFORM, ACCESS STAIRS: 60 PSF

4. SLABS ON GRADE: 250 PSF

5. HYDRANT PITS AND ISOLATION VALVE PIT:

- AASHTO HS20-44 TRUCK WHEELS (32 KIPS PER AXLE)

- AIRCRAFT LOADING

C. SNOW LOAD: (ASCE 7-10)

1. GROUND SNOW LOAD: 10 PSF

2. FLAT-ROOF SNOW LOAD: 10.1 PSF

3. EXPOSURE FACTOR: 1.0

4. RISK CATEGORY: IV - ESSENTIAL

5. THERMAL FACTOR: 1.2

D. WIND LOAD: (ASCE 7-10)

1. BASIC WIND SPEED: 120 MPH (STRENGTH DESIGN)

2. EXPOSURE: C

3. RISK CATEGORY: IV - ESSENTIAL

4. TOPOGRAPHIC FACTOR: 1.00

E. SEISMIC LOAD: (ASCE 7-10)

1. MAXIMUM CONSIDERED EARTHQUAKE SPECTRAL RESPONSE ACCELERATIONS:

Ss =0.241, S1 = 0.103

2. RISK CATEGORY: IV - ESSENTIAL

3. USE GROUP III FOR FUEL STARAGE TANKS (API 650)

4. IMPORTANCE FACTOR: 1.50

5. SITE CLASSIFICATION: C

6. SEISMIC DESIGN CATEGORY: C

7. DESIGN EARTHQUAKE SPECTRAL RESPONSE ACCELERATIONS:

SDS = 0.193, SD1 = 0.117

8. FOR OTHER SEISMIC DESIGN PARAMETERS, SEE STRUCTURE SPECIFIC PLANS.

5. MATERIALS: SEE THE CONTRACT SPECIFICATIONS FOR COMPLETE REQUIREMENTS

A. REINFORCED CONCRETE: SPECIFICATION SECTION 03 30 00

1. REINFORCED CONCRETE SHALL BE PREPARED AND PLACED IN ACCORDANCE WITH

ACI MANUAL OF CONCRETE PRACTICE.

a. NORMAL WEIGHT CONCRETE USING TYPE I/II OR II (MODERATE SULFATE RESISTANT)

PORTLAND CEMENT WITH MINIMUM 28-DAY COMPRESSIVE STRENGTH OF:

i. ALL REINFORCED CONCRETE: 5000 PSI

ii. UNREINFORCED CONCRETE: 2500 PSI

b. W/C RATIO = 0.40 MAX FOR ALL REINFORCED CONCRETE.

2. FORMWORK

a. CONTRACTOR SHALL BE RESPONSIBLE FOR DESIGN, ENGINEERING, STRUCTURAL

ADEQUACY, AND CONSTRUCTION OF ALL CONCRETE FORMWORK IN ACCORDANCE

WITH THE CONTRACT SPECIFICATIONS.

b. COORDINATE ALL CONCRETE WORK WITH THE PLACEMENT OF PIPING, INSERTS, FLOOR DRAINS, AND OTHER EMBEDDED ITEMS INDICATED ON THE CONTRACT

DRAWINGS OR IN THE CONTRACT SPECIFICATIONS.

c. WITH THE EXPLICIT PRIOR APPROVAL IN WRITING FROM THE CONTRACTING OFFICER, COLUMN

AND WALL FOOTINGS MAY BE EARTH-FORMED USING UNDISTURBED NATIVE SOIL.

PROVIDE A MINIMUM EXCAVATION WIDTH OF 4", AND A DEPTH OF 2" GREATER THAN

THE STRUCTURE DIMENSIONS INDICATED.

d. UNLESS INDICATED OTHERWISE, ALL EXPOSED EDGES SHALL BE CHAMFERED 3/4".

3. REINFORCING STEEL

a. STEEL REINFORCING BARS SHALL BE DEFORMED AND CONFORM TO THE REQUIREMENTS OF

ASTM A615 GRADE 60 UNO. NO. 3 BARS MAY CONFORM TO GRADE 40.

b. WELDED WIRE FABRIC SHALL CONFORM TO THE REQUIREMENTS OF ASTM A1064.

ONLY FLAT MAT GALVANIZED WELDED WIRE FABRIC SHALL BE USED.

c. ROUND DOWELS FOR USE AT SLAB JOINTS SHALL BE ASTM A615 GRADE 60 SMOOTH

ROUND BARS WITH ASTM A1078 TYPE 1 FACTORY APPLIED EPOXY COATING.

d. CONTRACTOR SHALL DETAIL AND PLACE ALL REINFORCEMENT IN ACCORDANCE WITH

ACI SP-66, ACI 301, ACI 318, AND CRSI MANUAL OF STANDARD PRACTICE.

e. UNLESS NOTED OTHERWISE, CONCRETE CLEAR COVER OVER REINFORCEMENT

SHALL CONFORM TO THE MINIMUMS REQUIRED BY ACI 318.

f. ALL CONCRETE STRUCTURES SHALL BE REINFORCED, UNLESS SPECIFICALLY

INDICATED TO BE UNREINFORCED.

g. PROVIDE ADDITIONAL REINFORCEMENT AT ALL OPENINGS AS SHOWN ON DRAWING

S-501, AND CORNER BARS AT ALL CORNERS AND INTERSECTING GRADE BEAMS,

WALLS, AND CURBS AS SHOWN ON DRAWING S-502, UNLESS NOTED OTHERWISE.

h. UNLESS NOTED OTHERWISE, REINFORCEMENT LAP SPLICES AND EMBEDMENT

LENGTHS SHALL CONFORM TO THE LENGTHS SHOWN IN THE SPLICE TABLE SHOWN

ON DRAWING S-501. FOR CONDITIONS NOT COVERED BY THE SPLICE TABLE, PROVIDE

LENGTHS CONFORMING TO ACI 318.

4. JOINTS

a. LOCATE ALL CONSTRUCTION, CONTRACTION, ISOLATION, EXPANSION, AND OTHER

JOINTS AS INDICATED OR SPECIFIED. JOINTS NOT SHOWN SHALL BE APPROVED BY

THE CONTRACTING OFFICER.

b. WHERE ROUGHENED JOINT IS INDICATED, PROVIDE A MECHANICALLY ROUGHENED

CONCRETE SURFACE WITH A MINIMUM OF 1/4" AMPLITUDE.

c. SURFACES OF ALL HORIZONTAL AND VERTICAL CONSTRUCTION JOINTS SHALL BE

CLEANED OF LAITANCE AND SHALL EXPOSE CLEAN COARSE AGGREGATE SOLIDLY

EMBEDDED IN MORTAR MIX. JUST PRIOR TO DEPOSITING CONCRETE, SURFACE OF

CONSTRUCTION JOINT SHALL BE THOROUGHLY CLEANED AND WETTED.

d. THESE PROVISIONS SHALL ALSO APPLY WHEN NEW CONCRETE IS PLACED AGAINST

EXISTING CONCRETE. IN ADDITION, EXISTING CONCRETE SURFACE SHALL BE

ADEQUATELY PREPARED BY APPLICATION OF A BONDING AGENT.

e. ROUND DOWELS FOR USE AT JOINTS SHALL BE ASTM A615 GRADE 40 SMOOTH

ROUND BARS WITH ASTM A1078 TYPE 1 FACTORY APPLIED EPOXY COATING.

f. PROVIDE WATERSTOPS AT JOINTS AS INDICATED. UNLESS INDICATED OTHERWISE, PROVIDE JET FUEL (F-24) RESISTANT TYPE WATERSTOPS.

5. WHERE NECESSARY OR INDICATED ON THE DRAWINGS, PROVIDE CONCRETE EQUIPMENT/

HOUSEKEEPING PADS FOR MECHANICAL/ELECTRICAL EQUIPMENT PER DETAIL ON S-501.

6. CONCRETE SLABS AND WALLS IN SECONDARY CONTAINMENT AREAS SHALL BE

CONSTRUCTED TO BE FREE OF CRACKS. CONTRACTOR SHALL TAKE REASONABLE

MEASURES (BY USE OF APPROPRIATE MATERIALS, PLACEMENT TECHNIQUES AND

CURING METHODS ABOVE AND BEYOND THOSE SHOWN/SPECIFIED IN CONTRACT

DOCUMENTS) TO PREVENT CRACK FORMATIONS IN THESE STRUCTURES. UNLESS

ACCEPTED AS-IS BY THE CONTRACTING OFFICER, ALL VISIBLE CRACKS SHALL BE

REPAIRED BY THE CONTRACTOR USING METHODS APPROVED BY THE CONTRACTING OFFICER.

7. ALL PENETRATIONS (CONDUIT, CABLE, PIPES) THROUGH CONTAINMENT SLABS AND

WALLS SHALL BE LOCATED A MINIMUM OF 8" AWAY FROM ALL JOINTS.

B. STRUCTURAL AND MISCELLANEOUS STEEL: SPECIFICATION SECTION 05 12 00 AND 05 50 13

1. MATERIAL:

a. WIDE FLANGE AND WT SECTIONS: ASTM A992

b. PLATES AND OTHER SHAPES: ASTM A36

c. STRUCTURAL TUBES/HSS: ASTM A500 GRADE B

d. ROUND PIPES: ASTM A53 TYPE E OR S, GRADE B

e. STAINLESS STEEL BARS/SHAPES: ASTM A240 OR 276 TYPE 304

f. STRUCTURAL BOLTS: ASTM A325

g. NON-STRUCTURAL BOLTS: ASTM A307 OR A325

h. ANCHOR BOLTS: ASTM F1554 GRADE 36 (UNLESS INDICATED AS GRADE 55)

i. WELD ELECTRODES: 70 KSI MIN TENSILE STRENGTH

2. STRUCTURAL AND MISCELLANEOUS STEEL SHALL BE FABRICATED AND ERECTED IN

ACCORDANCE WITH AISC STEEL CONSTRUCTION MANUAL, 14th EDITION.

3. TEMPORARY ERECTION BRACING SHALL BE DESIGNED AND PROVIDED BY THE

CONTRACTOR AS REQUIRED AND SHALL NOT BE REMOVED UNTIL ALL PERMANENT

LATERAL-LOAD-RESISTING ELEMENTS AND CONNECTIONS ARE COMPLETELY

INSTALLED.

4. STRUCTURAL BOLTS:

a. 3/4" DIAMETER, UNLESS NOTED OTHERWISE.

b. STRUCTURAL FRAMING CONNECTIONS: A325-N BOLTS IN SNUG-TIGHTENED JOINTS

IN STANDARD HOLES, UNLESS INDICATED OTHERWISE.

c. BRACING CONNECTIONS: SNUG-TIGHTENED JOINTS IN STANDARD HOLES, UNLESS

NOTED OTHERWISE.

d. ON ONE SIDE OF EACH DOUBLE CONNECTION OF BEAMS TO A COLUMN WEB OR A

GIRDER WEB DIRECTLY OVER A COLUMN, PROVIDE A TEMPORARY SEAT ANGLE

ATTACHED TO COLUMN OR GIRDER WEB AND TO BOTTOM FLANGE OF BEAM.

MINIMUM SEAT CONNECTION SHALL BE L4x3x3/8" LLH WITH TWO 3/4" DIAMETER

A307 OR A325-ST BOLTS EACH LEG. SINGLE AND DOUBLE STAGGERED

CONNECTIONS ARE PROHIBITED WITHOUT THE EXPLICIT PRIOR APPROVAL IN

WRITING FROM THE STRUCTURAL ENGINEER OF RECORD.

5. WELDING SHALL BE PERFORMED IN ACCORDANCE WITH AWS D1.1 USING E70

ELECTRODES. PROVIDE SEAL WELDS ALONG PERIMETER OF COMPONENTS WELDED TO

MEMBERS TO BE INSTALLED OUTDOORS TO PREVENT CORROSION IN JOINT CREVICES.

6. ALL DOUBLE ANGLE MEMBERS SHALL HAVE SPACER PLATES TO COMPLY WITH AISC

PARAGRAPH E6.

a. THICKNESS: TO MATCH END GUSSET PLATES.

b. MINIMUM ATTACHMENT: CONNECT TO HEEL AND TOE OF EACH ANGLE USING

3/16" x 1" LONG FILLET WELDS, OR ONE 3/4" DIAMETER BOLT.

7. ANCHOR BOLTS

a. LOCATE ANCHOR BOLTS ACCURATELY, SET WITH TEMPLATES, AND SECURELY HOLD

IN POSITION WHILE PLACING CONCRETE. PROTECT IN-PLACE ANCHOR BOLTS FROM

CONSTRUCTION ACTIVITY.

b. THE FOLLOWING ARE PROHIBITED WITHOUT THE EXPLICIT PRIOR APPROVAL IN

WRITING FROM THE STRUCTURAL ENGINEER OF RECORD:

i. INSERTING ANCHOR BOLTS INTO FRESH OR PARTIALLY HARDENED CONCRETE.

ii. SUBSTITUTING POST-INSTALLED ANCHORS WHERE EMBEDDED ANCHOR BOLTS

ARE INDICATED.

iii. REPAIRING, REPLACING, OR MODIFYING INSTALLED ANCHOR BOLTS.

iv. UNLESS NOTED TO BE MORE STRINGENT ELSEWHERE, EMBEDDED ANCHOR

BOLTS SHALL BE INSTALLED WITHIN THE FOLLOWING MAXIMUM TOLERANCES:

(1) 1/8" BETWEEN ANY ANCHOR BOLT CENTERLINES WITHIN A GROUP.

(2) 1/4" BETWEEN THE CENTERS OF ADJACENT ANCHOR BOLT GROUPS.

(3) 1/2" VARIATION IN THE TOP OF ANCHOR BOLTS.

(4) 1/4" PER 100'-0", BUT NOT TO EXCEED 1" TOTAL IN ACCUMULATED

VARIATION IN DIMENSION BETWEEN CENTERS OF ANCHOR BOLT

GROUPS ALONG A COLUMN LINE.

(5) 1/4" VARIATION IN THE CENTER OF ANY ANCHOR BOLT GROUP TO THE

COLUMN CENTERLINE FOR THAT GROUP.

8. POST-INSTALLED ANCHORS

a. CONCRETE ANCHORS: STAINLESS STEEL MANUALLY EXPANDED WEDGE TYPE, UNLESS NOTED OTHERWISE.

b. ADHESIVE ANCHORS: ASTM A36 CARBON STEEL THREADED ROD WITH

HYBRID ADHESIVE ANCHORING COMPOUND, UNLESS NOTED OTHERWISE.

c. MASONRY ANCHORS: ASTM A36 CARBON STEEL THREADED ROD WITH

CYLINDRICAL WIRE MESH SCREEN TUBE AND INJECTABLE HYBRID ADHESIVE

ANCHORING COMPOUND, UNLESS NOTED OTHERWISE.

d. ANCHORS SHALL ONLY BE INSTALLED BY PERSONNEL TRAINED BY THE ANCHOR

MANUFACTURER.

9. GROUT: CEMENTITIOUS NON-SHRINK, NON-METALIC.

10.UNLESS NOTED OTHERWISE, ALL EXTERIOR STEEL SHALL BE HOT-DIPPED GALVANIZED IN

ACCORDANCE WITHT THE FOLLOWING:

a. STRUCTURAL STEEL: ASTM A123

b. STEEL HARDWARE: ASTM A153

c. THREADED PARTS: ASTM F2329

C. MASONRY: SPECIFICATION SECTION 04 20 00.

1. SEE S-531 FOR NOTES.

4. GEOTECHNICAL INFORMATION

A. SOURCE: BASED ON DRAFT GEOTECHNICAL REPORT PROVIDED BY SUMMIT ENGINEERING,

LABORATORY & TESTING, INC. (JULY 2017)

B. SITE PREPARATION

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

DRAWINGS AND SPECIFICATIONS, DIVISION 31.

2. CONTRACTOR SHALL NOTIFY THE CONTRACTING OFFICER WHEN LOOSE OR SOFT

SOILS ARE EXPOSED WHERE SLABS, MATS, OR FOOTINGS ARE TO BE PLACED SO

THAT A DETERMINATION MAY BE MADE REGARDING IMPROVEMENT OF THIS

POTENTIALLY UNDESIRABLE CONDITION.

C. SOIL CHARACTERISTICS

1. UNIT WEIGHT: 120 PCF (MOIST)

2. WATER TABLE DEPTH: 18.5' BELOW EXISTING GRADE.

D. SLAB, MAT, AND FOOTING DESIGN PARAMETERS

1. MODULUS OF SUBGRADE REACTION: 150 PCI

2. ALLOWABLE BEARING CAPACITIES

a. GRAVITY LOADS: 3000 PSF

b. WIND OR SEISMIC LOADS: 4000 PSF

3. FROST DEPTH: 12"

4. MIN DEPTH TO BOTTOM OF FOOTINGS: 12"

5. CONCRETE-SOIL STATIC COEFFICIENT OF FRICTION: 0.4

6. MINIMUM STABILITY FACTORS OF SAFETY

a. OVERTURNING: 1.5.

b. UPLIFT: 1.5.

c. SLIDING: 1.5.

E. STATIC LATERAL EARTH PRESSURE COEFFICIENTS (ON-SITE SOILS)

1. AT-REST CONDITION, Ko: 0.59

2. ACTIVE CONDITION, Ka: 0.42

3. PASSIVE CONDITION, Kp: 2.37

F. SOIL BACKFILL AGAINST STRUCTURES AND WALLS SHALL NOT BE PLACED UNTIL THE WALLS

HAVE BEEN CURED FOR A MINIMUM OF 7 DAYS AND HAS REACHED 75% OF THE DESIGN

STRENGTH. LIMIT THE DIFFERENTIAL HEIGHT OF THE SOIL BACKFILL ON EACH SIDE OF THE

WALLS TO 18" MAXIMUM. SOIL BACKFILL WITHIN 5'-0" OF THE WALLS SHALL ONLY BE

COMPACTED USING LIGHT MANUALLY-OPERATED/WALK-BEHIND COMPACTORS.

date detailed checkeddesigned ofsheet sheets project contract rev.drawing file

DESCRIPTION

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C-17 TYPE III HYDRANT

REFUELING SYSTEM/

RAMP EXPANSION

KANSAS CITY, MISSOURI

INITDATEREV.

REVISIONS

ENGINEERS ARCHITECTS & CONSULTANTS

NORTH CAROLINA AIR NATIONAL GUARD

DOUGLAS INTERNATIONAL AIRPORT

CHARLOTTE, NORTH CAROLINA

Project No. - FJRP159073

/5

/2

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FJRP159073-S-001.dwg

S-001 94893

STRUCTURAL GENERAL NOTES

11/16/2016

H. SAHUDIN J. HEIM

M. PATEL

0 10/13/17 B-3 FINAL SUBMITTAL HS

AB - ANCHOR BOLT

APPROX - APPROXIMATE

ARCH - ARCHITECT

BM - BEAM

B OR BOT - BOTTOM

B/P - BASE OF PIER

BRG - BEARING

BRKT - BRACKET

CFS - COLD-FORMED STEEL

CJ - CONSTRUCTION JOINT

CL - CENTER LINE

CLR - CLEAR

CLJ - CONTROL JOINT

CMU - CONCRETE MASONRY UNIT

COL - COLUMN

COMP - COMPRESSION

CONC - CONCRETE

CONT - CONTINUOUS

CP - CATHODIC PROTECTION

CTRD - CENTERED

DIA - DIAMETER

DBL - DOUBLE

DL - DEAD LOAD

DWL - DOWEL

DET - DETAIL

EF - EACH FACE

EL - ELEVATION

EA - EACH

EJ - EXPANSION JOINT

EW - EACH WAY

EXP - EXPANSION

EXT - EXTERIOR

EQ - EQUAL

FS - FAR SIDE

FDN - FOUNDATION

FML - FLEXIBLE MEMBRANE LINER

FT - FEET

FTG - FOOTING

FD - FLOOR DRAIN

GA - GAGE

GALV - GALVANIZED

GB - GRADE BEAM

GRTG - GRATING

HORIZ - HORIZONTAL

HEF - HORIZONTAL EACH FACE

HSS - HOLLOW STRUCTURAL SECTIONS

ID - INSIDE DIAMETER

IF - INSIDE FACE

IJ - ISOLATION JOINT

IN - INCHES

INTR - INTERIOR

IR - INSIDE RADIUS

KSI - KIPS PER SQUARE INCH

L - ANGLE

LLO - LONG LEG OUTSTANDING

LLV - LONG LEG VERTICAL

LONG - LONGITUDINAL

LT - LEFT

MAX - MAXIMUM

MECH - MECHANICAL

MFR - MANUFACTURER

MIN - MINIMUM

NDT - NONDESTRUCTIVE TESTING

NIC - NOT IN CONTRACT

NTS - NOT TO SCALE

NO - NUMBER

NS - NEAR SIDE

OC - ON CENTER

OF - OUTSIDE FACE

OPNG - OPENING

% - PERCENT

PCF - POUNDS PER CUBIC FOOT

PL - PLATE

PSF - POUNDS PER SQUARE FOOT

PSI - POUNDS PER SQUARE INCH

RAD - RADIUS

RST - REINFORCEMENT STEEL

REQD - REQUIRED

SLO - SHORT LEG OUTSTANDING

SLV - SLEEVE

SIM - SIMILAR

SHT - DRAWING

SPA - SPACE OR SPACING

SS - STAINLESS STEEL

STD - STANDARD

STR - STIRRUP

T - TOP OR TON

T/C - TOP OF CONCRETE

T/S - TOP OF STEEL

TRANS - TRANSVERSE

TYP - TYPICAL

UNO - UNLESS NOTED OTHERWISE

VERT - VERTICAL

VEF - VERTICAL EACH FACE

WP - WORK POINT

WWF - WELDED WIRE FABRIC

WS - WATERSTOP

@ - AT

& - AND

# - POUNDS OR NUMBER

UNDISTURBED EARTH/

COMPACTED BACKFILL

CAST CONCRETE

STEEL

CAPILLARY WATER BARRIER OR

AGGREGATE BASE COURSE

GROUT OR PRECAST CONCRETE

CONCRETE MASONRY UNIT

ROCK OR COMPACTED FILL

FOR STRUCTURAL USE

NOTE:

FOR DRAWING CLARITY, SYMBOLS MAY BE

OMITTED.

SECTION, DETAIL, AND ELEVATION SYMBOL IDENTIFIERS:

LETTER OR NUMBER

DESIGNATOR

WALL SECTION CALLOUT EXAMPLE:

DETAIL CALLOUT EXAMPLE:

SECTION, DETAIL, AND ELEVATION TITLE EXAMPLE:

N

NORTH ARROW EXAMPLE:

LETTER OR NUMBER

INDICATES DETAIL

DRAWING NUMBER WHERE

SECTION IS DRAWN

LETTER OR NUMBER

INDICATES DETAIL

DRAWING NUMBER WHERE

SECTION IS DRAWN

BUILDING SECTION CALLOUT EXAMPLE:

SIM

DRAWING SEQUENCE NUMBER INDICATES

WHERE TITLE IS LOCATED (MAY NOT BE

PRESENT IF CALLOUT AND TITLE ARE ON

THE SAME DRAWING)

ONE OR TWO CHARACTER DISCIPLINE

DESIGNATOR (MAY NOT BE PRESENT IF

CALLOUT AND TITLE ARE ON DRAWINGS

WITHIN THE SAME DISCIPLINE)

S1 S001

S1 S-002

S1 S-002

S1 S-002

LETTER OR NUMBER

INDICATES DETAIL

DRAWING NUMBER

WHERE DETAIL IS DRAWN

S1 S-002

S1 S-002 date detailed checkeddesigned ofsheet sheets project contract rev.drawing file

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C-17 TYPE III HYDRANT

REFUELING SYSTEM/

RAMP EXPANSION

KANSAS CITY, MISSOURI

INITDATEREV.

REVISIONS

ENGINEERS ARCHITECTS & CONSULTANTS

NORTH CAROLINA AIR NATIONAL GUARD

DOUGLAS INTERNATIONAL AIRPORT

CHARLOTTE, NORTH CAROLINA

Project No. - FJRP159073

/5

/2

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FJRP159073-S-002.dwg

S-002 94893

LEGENDS AND ABBREVIATIONS

11/16/2016

H. SAHUDIN J. HEIM

M. PATEL

ABBREVIATIONSCALL OUT IDENTIFICATION MATERIAL SYMBOLS

SCALE: 1 1/2" = 1'-0"S1 PLAN

FOR SI: 1 INCH = 25.4 mm

a. WHERE APPLICABLE, SEE ALSO SECTION 1705.12, SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE.

b. SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE ANCHOR ISSUED BY AN

APPROVED SOURCE IN ACCORDANCE WITH 17.8.2 IN ACI 318, OR OTHER QUALIFICATION PROCEDURES. WHERE SPECIFIC REQUIREMENTS ARE NOT PROVIDED, SPECIAL INSPECTION REQUIREMENTS SHALL BE SPECIFIED BY THE REGISTERED DESIGN PROFESSIONAL AND SHALL BE

APPROVED BY THE BUILDING OFFICIAL PRIOR TO THE COMMENCEMENT OF THE WORK.

c. WHEN DIRECTED BY THE CONTRACT DOCUMENTS TO PROVIDE POST-INSTALLED ANCHORAGES THE FOLLOWING GUIDELINES SHALL BE

FOLLOWED:

1. A REPRESENTATIVE OF THE ANCHOR MANUFACTURER OR PROJECT SPECIAL INSPECTOR SHALL BE ON SITE TO OVERSEE THE

INSTALLATION OF THE FIRST FOUR ANCHORS FOR EACH TYPE OF ANCHOR INSTALLED. THIS MEASURE SHALL BE TAKEN FOR EACH INSTALLER OF THE ANCHORS. THIS SERVICE IS TYPICALLY PROVIDED FREE BY THE LOCAL ANCHOR REPRESENTATIVE.

2. THE FIRST FOUR ANCHORS SHALL BE TENSION TESTED ONCE INSTALLATION IS COMPLETE FOR 200% OF THE SERVICE LEVEL LOAD

CAPACITY AS SPECIFIED BY THE MANUFACTURER.

NOTES:

1. STATEMENT OF SPECIAL INSPECTIONS

A. THIS "STATEMENT OF SPECIAL INSPECTIONS"

HAS BEEN PREPARED IN ACCORDANCE WITH

IBC 2015, SECTION 1704.

B. CONTRACTOR SHALL RETAIN PRE-COORDINATED

AND GOVERNMENT-APPROVED THIRD-PARTY QUALITY

ASSURANCE AGENCIES TO PROVIDE SPECIAL

INSPECTIONS DURING CONSTRUCTION IN

ACCORDANCE WITH IBC 2015, CHAPTER 17.

C. EACH SPECIAL INSPECTOR SHALL BE A QUALIFIED

PERSON WHO SHALL DEMONSTRATE COMPETENCE,

TO THE SATISFACTION OF THE CONTRACTING

OFFICER'S REPRESENTATIVE, FOR INSPECTION OF

THE PARTICULAR TYPE OF CONSTRUCTION OR

OPERATION REQUIRING SPECIAL INSPECTION.

D. SPECIAL INSPECTION AGENCY SHALL SUBMIT

INSPECTION REPORTS DURING CONSTRUCTION FOR

VERIFICATION, INCLUDING FINAL REPORTS IN

ACCORDANCE WITH IBC 2015, SECTION 1704.2.4.

IBC 2015 TABLE 1705.3 REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION

VERIFICATION AND INSPECTION CONTINUOUS PERIODIC

REFERENCED

STANDARD

IBC

REFERENCE

1. INSPECT REINFORCEMENT, INCLUDING PRESTRESSING TENDONS, AND

VERIFY PLACEMENT.

- X ACI 318: 20, 25.2,

25.3, 26.5.1-26.5.3 1908.4

2. REINFORCING BAR WELDING. AWS D1.4 ACI 318:

26.5.4

a. VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN ASTM A706. - X

b. INSPECT SINGLE-PASS FILLET WELDS, MAXIMUM 5/16". - X

c. INSPECT ALL OTHER WELDS. X -

3. INSPECTION OF ANCHORS CAST IN CONCRETE. - X ACI 318: 17.8.2

4. INSPECTION OF ANCHORS POST-INSTALLED IN HARDENED CONCRETE

MEMBERS.

a. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY INCLINED

ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS.

X - ACI 318: 17.8.2.4

b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 4.a. X - ACI 318: 17.8.2

5. VERIFYING USE OF REQUIRED DESIGN MIX. - X ACI 318: 19, 26.4.3,

26.4.4 1904.1, 1904.2, 1908.2, 1908.3

6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH

TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE

TEMPERATURE OF THE CONCRETE.

X - ASTM C 172, ASTM

C 31, ACI 318:

26.4.5, 26.12

1908.10

7. INSPECT CONCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES. X - ACI 318: 26.4.5 1908.6, 1908.7, 1908.8

8. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND

TECHNIQUES.

- X ACI 318:

26.4.7-26.4.9

1908.9

9. INSPECT PRESTRESSED CONCRETE. ACI 318: 26.10.1

a. APPLICATION OF PRESTRESSING FORCES. X -

b. GROUTING OF BONDED PRESTRESSING TENDONS. X -

10. INSPECT ERECTION OF PRECAST CONCRETE MEMBERS. - X ACI 318: 26.8

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

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

FORMS BEAMS AND STRUCTURAL SLABS.

- X ACI 318: 26.10.2

12. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE

CONCRETE MEMBER BEING FORMED.

X ACI 318: 26.10.1(b)

E. SPECIAL INSPECTOR SHALL USE THE LATEST ISSUE

OF THE STRUCTURAL DRAWINGS FOR ALL

INSPECTIONS. SHOP FABRICATION DRAWINGS

SHALL NOT BE USED FOR SUCH PURPOSES.

F. THE FOLLOWING TABLES IDENTIFY THE MATERIALS,

SYSTEMS, AND COMPONENTS FOR WHICH SPECIAL

INSPECTION IS REQUIRED.

2. TESTING REQUIREMENTS

A. CONTRACTOR SHALL RETAIN PRE-COORDINATED

AND GOVERNMENT-APPROVED THIRD-PARTY

TESTING AGENCIES TO PROVIDE STRUCTURAL

TESTING DURING CONSTRUCTION IN ACCORDANCE

WITH IBC 2015, CHAPTER 17.

B. TESTING AGENCY SHALL SUBMIT TEST RESULTS

DURING CONSTRUCTION FOR VERIFICATION

INCLUDING A FINAL REPORT IN ACCORDANCE WITH

IBC 2015, 1704.2.4.

C. THE TABLES BELOW IDENTIFY THE STRUCTURAL

TESTS REQUIRED FOR THIS PROJECT.

3. STRUCTURAL OBSERVATIONS

A. CONTRACTOR SHALL RETAIN PRE-COORDINATEDAND

GOVERNMENT-APPROVED THIRD-PARTY REGISTERED DESIGN

PROFESSIONALS TO PROVIDE STRUCTURAL OBSERVATIONS

DURING CONSTRUCTION IN ACCORDANCE WITH IBC 2015,

CHAPTER 17.

B. EACH STRUCTURAL OBSERVER SHALL SUBMIT WRITTEN

STATEMENTS IDENTIFYING FREQUENCY AND EXTENT OF

STRUCTURAL OBSERVATIONS AND ANY REPORTED

DEFICIENCIES WHICH, TO THE BEST OF THE STRUCTURAL

OBSERVER'S KNOWLEDGE, HAVE NOT BEEN RESOLVED.

C. O = OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS

NEED NOT TO BE DELAYED PENDING THESE INSPECTIONS.

D. P = PERFORM THESE TASKS FOR EACH JOINT OR MEMBER.

E. QA = INSPECTION THAT THE WORK IS IN COMPLIANCE

WITH THE CONSTRUCTION DOCUMENTS

F. QC = INSPECTION THAT THE WORK IS PERFORMED IN

ACCORDANCE WITH THE CONSTRUCTION DOCUMENTS

G. ALL COSTS DUE TO SPECIAL INSPECTIONS IN

ACCORDANCE WITH IBC 2015, TMS 402 AND AISC 360-10

SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.

THIS INCLUDES ALL QC AND QA REQUIREMENTS

INDICATED ON S-004, S-005, AND S-006.

H. QUALITY CONTROL: CONTROLS AND INSPECTIONS

IMPLEMENTED BY THE FABRICATOR OR ERECTOR, AS

APPLICABLE, TO ENSURE THAT THE MATERIAL PROVIDED

AND WORK PERFORMED MEET THE REQUIREMENTS OF

THE APPROVED CONSTRUCTION DOCUMENTS AND

REFERENCED STANDARDS.

J. QUALITY ASSURANCE: MONITORING AND INSPECTION TASKS

PERFORMED BY AN AGENCY OR FIRM OTHER THAN THE

FABRICATOR OR ERECTOR TO ENSURE THAT THE MATERIAL

PROVIDED AND WORK PERFORMED BY THE FABRICATIOR

AND ERECTOR MEET THE REQUIREMENTS OF THE APPROVED

CONSTRUCTION DOCUMENTS AND REFERENCED STANDARDS.

QUALITY ASSURANCE INCLUDES THOSE TASKS DESIGNATED

"SPECIAL INSPECTION" BY THE APPLICABLE BUILDING CODE.

STEEL DECK INSTITUTE QA/QC 2011

TASK QC QA

A. VERIFY COMPLIANCE OF MATERIALS (DECK AND ALL DECK ACCESSORIES) WITH CONSTRUCTION

DOCUMENTS, INCLUDING PROFILES, MATERIAL PROPERTIES, AND BASE METAL THICKNESS.

P P

B. DOCUMENTS ACCEPTANCE OR REJECTION OF DECK AND DECK ACCESSORIES. P P

A. VERIFY COMPLIANCE OF DECK AND ALL DECK ACCESSORIES INSTALLATION WITH CONSTRUCTION DOCUMENTS. P P B. VERIFY DECK MATERIALS ARE REPRESENTED BY THE MILL CERTIFICATIONS THAT COMPLY WITH THE

CONSTRUCTION DOCUMENTS.

N/A P

C. DOCUMENT ACCEPTANCE OR REJECTION OF INSTALLATION OF DECK AND DECK ACCESSORIES. P P

INSPECTION OR EXECUTION TASKS PRIOR TO DECK PLACEMENT

INSPECTION OR EXECUTION TASKS AFTER DECK PLACEMENT

A. WELDING PROCEDURE SPECIFICATIONS (WPS) AVAILABLE. O O

B. MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE. O O

C. MATERIAL IDENTIFICATION (TYPE/GRADE). O O

D. CHECK WELDING EQUIPMENT. O O

A. USE OF QUALIFIED WELDERS. O O

B. CONTROL AND HANDLING OF WELDING CONSUMABLES. O O

C. ENVIRONMENTAL CONDITIONS (WIND SPEED, MOISTURE, TEMPERATURE). O O

D. WPS FOLLOWED. O O

A. VERIFY SIZE AND LOCATION OF WELDS, INCLUDING SUPPORT, SIDELAP, AND PERIMETER WELDS. P P

B. WELDS MEET VISUAL ACCEPTANCE CRITERIA. P P

C. VERIFY REPAIR ACTIVITIES. P P

D. DOCUMENT ACCEPTANCE OR REJECTION OF WELDS. P P

INSPECTION OR EXECUTION TASKS PRIOR TO WELDING

INSPECTION OR EXECUTION TASKS DURING WELDING

INSPECTION OR EXECUTION TASKS AFTER WELDING

A. MANUFACTURER INSTALLATION INSTRUCTIONS AVAILABLE FOR MECHANICAL FASTENERS. O O

B. PROPER TOOLS AVAILABLE FOR FASTENER INSTALLATION. O O

C. PROPER STORAGE FOR MECHANICAL FASTENERS. O O

A. FASTENERS ARE POSITIONED AS REQUIRED. O O

B. FASTENERS ARE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. O O

A. CHECK SPACING, TYPE, AND INSTALLATION OF SUPPORT FASTENERS. P P

B. CHECK SPACING, TYPE, AND INSTALLATION OF SIDELAP FASTENERS. P P

C. CHECK SPACING, TYPE, AND INSTALLATION OF PERIMETER FASTENER. P P

D. VERIFY REPAIR ACTIVITIES. P P

E. DOCUMENT ACCEPTANCE OR REJECTION OF MECHANICAL FASTENERS. P P

INSPECTION OR EXECUTION TASKS PRIOR TO MECHANICAL FASTENING

INSPECTION OR EXECUTION TASKS DURING MECHANICAL FASTENING

INSPECTION OR EXECUTION TASKS AFTER MECHANICAL FASTENING

date detailed checkeddesigned ofsheet sheets project contract rev.drawing file

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C-17 TYPE III HYDRANT

REFUELING SYSTEM/

RAMP EXPANSION

KANSAS CITY, MISSOURI

INITDATEREV.

REVISIONS

ENGINEERS ARCHITECTS & CONSULTANTS

NORTH CAROLINA AIR NATIONAL GUARD

DOUGLAS INTERNATIONAL AIRPORT

CHARLOTTE, NORTH CAROLINA

Project No. - FJRP159073

/5

/2

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FJRP159073-S-003.dwg

S-003 94893

STATEMENT OF SPECIAL INSPECTIONS

SHEET 1

09/30/16

H. SAHUDIN J. HEIM

IBC 2015 TABLE 1705.8 REQUIRED SPECIAL INSPECTIONS AND TESTS OF CAST-IN- PLACE

DEEP FOUNDATION ELEMENTS

TYPE CONTINUOUS PERIODIC

1. INSPECT DRILLING OPERATIONS AND MAINTAIN COMPLETE AND ACCURATE RECORDS FOR EACH

ELEMENT

X -

2. VERIFY PLACEMENT LOCATIONS AND PLUMBNESS, CONFIRM ELEMENT DIAMETERS, BELL DIAMETERS (IF APPLICABLE), LENGTHS, EMBEDMENT INTO BEDROCK (IF APPLICABLE) AND ADEQUATE END-BEARING

STRATA CAPACITY. RECORD CONCRETE OR GROUT VOLUMES.

X -

3. FOR CONCRETE ELEMENTS, PERFORM TESTS AND ADDITIONAL SPECIAL INSPECTIONS IN ACCORDANCE

WITH SECTION 1705.3.

IBC 2015 TABLE 1705.6 REQUIRED VERIFICATION AND INSPECTION OF SOILS

TASKS CONTINUOUS PERIODIC

1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING

CAPACITY.

- X

2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL. - X

3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS. - X

4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND

COMPACTION OF COMPACTED FILL.

X -

5. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY THAT SITE HAS BEEN

PREPARED PROPERLY.

- X date detailed checkeddesigned ofsheet sheets project contract rev.drawing file

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C-17 TYPE III HYDRANT

REFUELING SYSTEM/

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KANSAS CITY, MISSOURI

INITDATEREV.

REVISIONS

ENGINEERS ARCHITECTS & CONSULTANTS

NORTH CAROLINA AIR NATIONAL GUARD

DOUGLAS INTERNATIONAL AIRPORT

CHARLOTTE, NORTH CAROLINA

Project No. - FJRP159073

/5

/2

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FJRP159073-S-004.dwg

S-004 94893

STATEMENT OF SPECIAL INSPECTIONS

SHEET 2

09/30/16

H. SAHUDIN J. HEIM

AISC 360-10

FABRICATOR AND ERECTOR QUALITY CONTROL PROGRAM

FABRICATOR INSPECTION TASKS QC QA

DETAILS IN ACCORDANCE WITH SECTION N5

SHOP CUT AND FINISHED SURFACES IN ACCORDANCE WITH SECTION M2

SHOP HEATING FOR STRAIGHTENING, CAMBERING AND CURVING IN ACCORDANCE

WITH SECTION M2.1

TOLERANCES FOR SHOP FABRICATION IN ACCORDANCE WITH SECTION 6 OF THE

CODE OF STANDARD PRACTICE

-P

-P

-P

-P

ERECTOR INSPECTION TASKS

DETAILS IN ACCORDANCE WITH SECTION N5

FIELD CUT SURFACES IN ACCORDANCE WITH SECTION M2.2

STEEL DECK HEADED STEEL STUD ANCHOR PLACEMENT AND ATTACHMENT IN

ACCORDANCE WITH SECTION N6

FIELD HEATING FOR STRAIGHTENING IN ACCORDANCE WITH SECTION M2.1

TOLERANCES FOR FIELD ERECTION IN ACCORDANCE WITH SECTION 7.13 OF THE

CODE OF STANDARD PRACTICE

-P

-P

-P

-P

-P

-P

INSPECT THE ERECTED STEEL FRAME TO VERIFY COMPLIANCE WITH THE DETAILS

SHOWN ON THE ERECTION DRAWINGS, SUCH AS BRACES, STIFFENERS, MEMBER

LOCATIONS AND PROPER APPLICATION OF JOINT DETAILS AT EACH CONNECTION

INSPECT THE FABRICATED STEEL TO VERIFY COMPLIANCE WITH DETAILS SHOWN ON

SHOP DRAWINGS, SUCH AS PROPER APPLICATION OF JOINT DETAILS AT EACH

CONNECTION

-P

INSPECT PLACEMENT OF ANCHOR RODS AND OTHER EMBEDMENTS SUPPORTING

STRUCTURAL STEEL FOR COMPLIANCE WITH CONSTRUCTION DOCUMENTS. AS A

MINIMUM, THE DIAMETER, GRADE, TYPE AND LENGTH OF THE ANCHOR ROD OR

EMBEDDED ITEM, AND THE EXTENT OR DEPTH OF EMBEDMENT INTO CONCRETE,

SHALL BE VERIFIED PRIOR TO PLACEMENT OF CONCRETE

P-

O-

INSPECT THE FABRICATED STEEL OR ERECTED STEEL FRAME, AS APPROPRIATE,

TO VERIFY COMPLIANCE WITH THE DETAILS SHOWN ON CONSTRUCTION

DOCUMENTS, SUCH AS BRACES, STIFFENERS, MEMBER LOCATIONS AND PROPER

APPLICATION OF JOINT DETAILS AT EACH CONNECTION

P-REVIEW THE MATERIAL TEST REPORTS AND CERTIFICATIONS FOR COMPLIANCE

WITH THE CONSTRUCTION DOCUMENTS

AISC 360-10 INSPECTIONS FOR WELDING

TABLE N5.4-1 INSPECTION TASKS PRIOR TO WELDING QC QA

WELDING PROCEDURE SPECIFICATION (WPSs) AVAILABLE P

MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE

MATERIAL IDENTIFICATION (TYPE/GRADE)

WELDER IDENTIFICATION SYSTEM (1)

FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY)

• JOINT PREPARATION

• DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL)

• CLEANLINESS (CONDITION OF STEEL SURFACES)

• TACKING (TACK WELD QUALITY AND LOCATION)

• BACKING TYPE AND FIT (IF APPLICABLE)

CONFIGURATION AND FINISH OF ACCESS HOLES

FIT-UP OF FILLET WELDS

CHECK WELDING EQUIPMENT

P

• DIMENSIONS (ALIGNMENT, GAPS AT ROOT)

• CLEANLINESS (CONDITION OF STEEL SURFACES)

• TACKING (TACK WELD QUALITY AND LOCATION)

PP

OO

OO

OO

OO

OO

—O

TABLE N5.4-2 INSPECTION TASKS DURING WELDING

USE OF QUALIFIED WELDERS O

NO WELDING OVER CRACKED TACK WELDS

ENVIRONMENTAL CONDITIONS

• WIND SPEED WITHIN LIMITS

• PRECIPITATION AND TEMPERATURE

WELDING TECHNIQUES

O

• INTERPASS AND FINAL CLEANING

• EACH PASS WITHIN PROFILE LIMITATIONS

• EACH PASS MEETS QUALITY REQUIREMENTS

OO

OO

OO

OO

OO

CONTROL AND HANDLING OF WELDING CONSUMABLES

• PACKAGING

• EXPOSURE CONTROL

WPS FOLLOWED

• SETTINGS ON WELDING EQUIPMENT

• TRAVEL SPEED

• SELECTED WELDING MATERIALS

• SHIELDING GAS TYPE/FLOW RATE

• PREHEAT APPLIED

• INTERPASS TEMPERATURE MAINTAINED (MIN./MAX.)

• PROPER POSITION (F, V, H, OH)

TABLE N5.4-3 INSPECTION TASKS AFTER WELDING

WELDS CLEANED O

ARC STRIKES

O

PP

PP

WELDS MEET VISUAL ACCEPTANCE CRITERIA

• CRACK PROHIBITION

• WELD/BASE-METAL FUSION

• CRATER CROSS SECTION

• WELD PROFILES

• WELD SIZE

• UNDERCUT

• POROSITY

SIZE, LENGTH AND LOCATION OF WELDS PP

K-AREA (2) PP

BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED) PP

REPAIR ACTIVITIES PP

DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER PP

(2) WHEN WELDING OF DOUBLER PLATES, CONTINUITY PLATES OR STIFFENERS HAS BEEN PERFORMED IN THE K-AREA, VISUALLY INSPECT THE WEB K-AREA FOR CRACKS WITHIN 3 IN. (75 MM) OF THE WELD.

(1) THE FABRICATOR OR ERECTOR, AS APPLICABLE, SHALL MAINTAIN A SYSTEM BY WHICH A WELDER WHO HAS WELDED A JOINT OR MEMBER CAN BE IDENTIFIED. STAMPS, IF USED, SHALL BE THE LOW-STRESS TYP.

AISC 360-10 INSPECTIONS FOR BOLTING

TABLE N5.6-1 INSPECTION TASKS PRIOR TO BOLTING QC QA

MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS P

PROPER FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE, BOLT LENGTH

IF THREADS ARE TO BE EXCLUDED FROM SHEAR PLANE)

O

FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS

PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL

CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACE CONDITION

AND HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE REQUIREMENTS

PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL OBSERVED

AND DOCUMENTED FOR FASTENER ASSEMBLIES AND METHODS USED

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

COMPONENTS

OO

OO

OO

OO

OP

OO

TABLE N5.6-2 INSPECTION TASKS DURING BOLTING

FASTENER ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN ALL HOLES AND

WASHERS (IF REQUIRED) ARE POSITIONED AS REQUIRED

JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO THE PRETENSIONG

OPERATION

FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM ROTATING

FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC SPECIFICATION,

PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID POINT TOWARD THE FREE

EDGES

OO

OO

OO

OO

TABLE N5.6-3 INSPECTION TASKS AFTER BOLTING

DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS PP

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C-17 TYPE III HYDRANT

REFUELING SYSTEM/

RAMP EXPANSION

KANSAS CITY, MISSOURI

INITDATEREV.

REVISIONS

ENGINEERS ARCHITECTS & CONSULTANTS

NORTH CAROLINA AIR NATIONAL GUARD

DOUGLAS INTERNATIONAL AIRPORT

CHARLOTTE, NORTH CAROLINA

Project No. - FJRP159073

/5

/2

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FJRP159073-S-005.dwg

S-005 94893

STATEMENT OF SPECIAL INSPECTIONS

SHEET 3

03/17/17

H. SAHUDIN J. HEIM

TMS 402 TABLE 3.1.2 - LEVEL B QUALITY ASSURANCE - MASONRY

CONTINUOUS PERIODIC

ART. 1.5X—1. VERIFY COMPLIANCE WITH THE APPROVED SUBMITTALS

MINIMUM TESTS

MINIMUM INSPECTION

VERIFICATION OF SLUMP FLOW AND VISUAL STABILITY INDEX (VSI) AS DELIVERED TO THE PROJECT SITE IN ACCORDANCE WITH SPECIFICATION ARTICLE 1.5 B.1b.3 FOR SELF-CONSOLIDATING GROUT

VERIFICATION OF f' m IN ACCORDANCE WITH SPECIFICATION ARTICLE 1.4 B PRIOR TO

CONSTRUCTION, EXCEPT WHERE SPECIFICALLY EXEMPTED BY THIS CODE

INSPECTION TASK

FREQUENCY (a) REFERENCE FOR CRITERIA

TMS 402/

ACI 530/

ASCE 5

TMS 602/

ACI 530.1/

ASCE 6

2. AS MASONRY CONSTRUCTION BEGINS, VERIFY THAT THE

FOLLOWING ARE IN COMPLIANCE:

ART. 2.1, 2.6 Aa. PROPORTIONS OF SITE-PREPARED MORTAR X—

ART. 3.3 Bb. CONSTRUCTION OF MORTAR JOINTS X—

c. LOCATION OF REINFORCEMENT, CONNECTORS X— ART. 3.4,

3.6 A

3. PRIOR TO GROUTING, VERIFY THAT THE FOLLOWING ARE IN

COMPLIANCE:

a. GROUT SPACE X—

b. GRADE, TYPE, AND SIZE OF REINFORCEMENT AND ANCHOR

BOLTS X—

c. PLACEMENT OF REINFORCEMENT, CONNECTORS X—

d. PROPORTIONS OF SITE-PREPARED GROUT X— ART. 2.6 B,

2.4 G.1.b

ART. 3.3 Be. CONSTRUCTION OF MORTAR JOINTS X—

ART. 3.2 D,

3.2 F

SEC. 1.16

SEC. 1.16

ART. 2.4, 3.4

ART. 3.2 E,

3.4, 3.6 A

4. VERIFY DURING CONSTRUCTION:

a. SIZE AND LOCATION OF STRUCTURAL ELEMENTS X—

b. TYPE, SIZE, AND LOCATION OF ANCHORS, INCLUDING OTHER

DETAILS OF ANCHORAGE OF MASONRY TO STRUCTURAL

MEMBERS, FRAMES, OR OTHER CONSTRUCTION

X—

c. PREPARATION, CONSTRUCTION, AND PROTECTION OF

MASONRY DURING COLD WEATHER (TEMPERATURE BELOW

40°F (4.4°C)) OR HOT WEATHER (TEMPERATURE ABOVE

90°F (32.2°C))

X—

d. PLACEMENT OF GROUT X— ART. 2.6 B,

2.4 G.1.b

ART. 3.2 D,

3.2 F

SEC. 1.16

SEC. 1.16

ART. 2.4, 3.4

ART. 3.2 E,

3.4, 3.6 A

3. OBSERVE PREPARATION OF GROUT SPECIMENS, MORTAR

SPECIMENS, AND/OR PRISMS X— ART. 1.4

B32.a.3,

1.4 B.2.b.3,

1.4 B.2.c.3,

1.4 B.3,

1.4 B.4

(a) FREQUENCY REFERS TO THE FREQUENCY OF INSPECTION, WHICH MAY BE CONTINUOUS DURING THE TASK LISTED OR

PERIODICALLY DURING THE LISTED TASK, AS DEFINED IN THE TABLE.

CONTINUOUS PERIODIC

ART. 1.5X—1. VERIFY COMPLIANCE WITH THE APPROVED SUBMITTALS

INSPECTION TASK

FREQUENCY (a) REFERENCE FOR CRITERIA

TMS 402/

ACI 530/

ASCE 5

TMS 602/

ACI 530.1/

ASCE 6

2. VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE:

ART. 2.1, 2.6 A,

2.6 B, 2.6 C,

2.4 G 1.b

a. PROPORTIONS OF SITE-MIXED MORTAR, GROUT AND

PRESTRESSING GROUT FOR BONDED TENDONS

X—

ART. 2.4, 3.4b. GRADE, TYPE, AND SIZE OR REINFORCEMENT AND ANCHOR

BOLTS, AND PRESTRESSING TENDONS AND ANCHORAGES

X—

c. PLACEMENT OF MASONRY UNITS AND CONSTRUCTION OF

MORTAR JOINTS

X— ART. 3.3 B

e. GROUT SPACE PRIOR TO GROUTING —X

f. PLACEMENT OF GROUT AND PRESTRESSING GROUT FOR

BONDED TENDONS —X

g. SIZE AND LOCATION OF STRUCTURAL ELEMENTS X—

h. TYPE, SIZE, AND LOCATION OF ANCHORS INCLUDING OTHER

DETAILS OF ANCHORAGE OF MASONRY TO STRUCTURAL

MEMBERS, FRAMES, OR OTHER CONSTRUCTION

—X

i. WELDING OF REINFORCEMENT —X

ART. 3.2 D,

3.2 F

SEC. 1.2.1(e), 6.1.4.3, 6.2.1

SEC. 8.1.6.7.2,

9.3.3.4 (c), 11.3.3.4(b)

ART. 3.5, 3.6 C

ART. 3.3 F

3. OBSERVE PREPARATION OF GROUT SPECIMENS, MORTAR

SPECIMENS, AND/OR PRISMS

(a) FREQUENCY REFERS TO THE FREQUENCY OF INSPECTION, WHICH MAY BE CONTINUOUS DURING THE TASK LISTED OR

PERIODICALLY DURING THE LISTED TASK, AS DEFINED IN THE TABLE.

d. PLACEMENTS OF REINFORCEMENT, CONNECTORS, AND

PRESTRESSING TENDONS AND ANCHORAGES

ART. 1.8 C,

1.8 D

j. PREPARATION, CONSTRUCTION, AND PROTECTION OF MASONRY

DURING COLD WEATHER (TEMPERATURE BELOW 40°F (4.4°C))

OR HOT WEATHER (TEMPERATURE ABOVE 90°F (32.2°C))

X—

ART. 3.6 Bk. APPLICATION AND MEASUREMENT OF PRESTRESSING FORCE —X

ART. 3.3 B.9,

3.3 F.1.b

l. PLACEMENT OF AAC MASONRY UNITS AND CONSTRUCTION OF

THIN-BED MORTAR JOINTS

—X

ART. 2.1 C.1m. PROPERTIES OF THIN-BED MORTAR FOR AAC MASONRY —X

X —

—X

SEC. 6.1

SEC. 6.1,

6.2.1, 6.2.6, 6.2.7

SEC. 3.2 E,

3.4, 3.6 A

ART. 1.4 B.2.a.3,

1.4 B.2.b.3,

1.4 B.2.c.3,

1.4 B.3, 1.4 B.4

TMS 402 TABLE 3.1.3 - LEVEL C QUALITY ASSURANCE - MASONRY

MINIMUM TESTS

MINIMUM INSPECTION

VERIFICATION OF f' m AND f' aac IN ACCORDANCE WITH SPECIFICATION ARTICLE 1.4 B PRIOR TO

CONSTRUCTION AND FOR EVERY 5,000 SQ. FT (465 SP. M) DURING CONSTRUCTION

VERIFICATION OF SLUMP FLOW AND VISUAL STABILITY INDEX (VSI) AS DELIVERED TO THE PROJECT SITE IN ACCORDANCE WITH SPECIFICATION ARTICLE 1.5 B.1b.3 FOR SELF-CONSOLIDATING GROUT

VERIFICATION OF PROPORTIONS OF MATERIALS IN PREMIXED OR PREBLENDED MORTAR, PRESTRESSING GROUT, AND GROUT OTHER THAN SELF-CONSOLIDATING GROUT, AS DELIVERED TO THE PROJECT SITE date detailed checkeddesigned ofsheet sheets project contract rev.drawing file

DESCRIPTION

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C-17 TYPE III HYDRANT

REFUELING SYSTEM/

RAMP EXPANSION

KANSAS CITY, MISSOURI

INITDATEREV.

REVISIONS

ENGINEERS ARCHITECTS & CONSULTANTS

NORTH CAROLINA AIR NATIONAL GUARD

DOUGLAS INTERNATIONAL AIRPORT

CHARLOTTE, NORTH CAROLINA

Project No. - FJRP159073

/5

/2

3:

:1

PM

FJRP159073-S-006.dwg

S-006 94893

STATEMENT OF SPECIAL INSPECTIONS

SHEET 4

03/17/17

H. SAHUDIN J. HEIM

NEW HYDRANT

PIT A1. SEE S-527

NEW HYDRANT

PIT A2. SEE S-527

NEW HYDRANT

PIT A3. SEE S-527

NEW HYDRANT

PIT B1. SEE S-527

NEW HYDRANT

PIT B2. SEE S-527

NEW ISOLATION

VALVE VAULT

SEE S-524

NEW HHTC STAND

SEE S-109

NEW PUMP SHELTER

SEE S-103

EXISTING TANKS. SEE S-102

NEW TANK AND

CONTAINMENT AREA

SEE S-101

NEW SEGMENTAL

RETAINING WALL.

SEE CIVIL

NEW PRODUCT RECOVERY

TANK VAULT AND CANOPY.

SEE S-108

NEW PIG LAUNCHER

VALVE PAD. SEE S-104

NEW ISOLATION

VALVE PIT. SEE S-526

NEW SPILL CONTROL

PIT. SEE S-110NEW LOW POINT

DRAIN PIT. SEE S-530

NEW DIVERSION PIT

SEE S-111

EXISTING PUMP

SHELTER

EXISTING TRUCK

LOAD/ OFFLOAD STATIONS

NEW REFUELER PARKING.

SEE CIVIL

EXISTING

FUELS OPERATIONS

BUILDING

NEW BLAST DEFLECTION

AND FOUNDATION.

SEE REFERENCE

DRAWING R-001

NEW HIGH POINT VENT PIT

SEE S-530

NEW LOW POINT DRAIN PIT

SEE S-530

NEW HIGH POINT VENT PIT

SEE S-530

NEW HIGH POINT VENT PIT

SEE S-530

NEW LOW POINT DRAIN PIT

SEE S-530

NEW LOW POINT

DRAIN PIT SEE S-530

NEW HIGH POINT VENT PIT

SEE S-530

date detailed checkeddesigned ofsheet sheets project contract rev.drawing file

DESCRIPTION

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C-17 TYPE III HYDRANT

REFUELING SYSTEM/

RAMP EXPANSION

KANSAS CITY, MISSOURI

INITDATEREV.

REVISIONS

ENGINEERS ARCHITECTS & CONSULTANTS

NORTH CAROLINA AIR NATIONAL GUARD

DOUGLAS INTERNATIONAL AIRPORT

CHARLOTTE, NORTH CAROLINA

Project No. - FJRP159073

/5

/2

3:

:2

PM

FJRP159073-S-007.dwg

S-007 94893

OVERALL STRUCTURAL LAYOUT

03/17/17

H. SAHUDIN J. HEIM

M. PATEL

NTSSCALE:A1 OVERALL STRUCTURAL LAYOUT N

T

T

4'-0" WIDE CONCRETE

SIDEWALK - SEE NOTE 10

T/SIDEWALK EL 701'-3" TYP

AROUND TANK

RINGWALL

SEE S-511

T/RINGWALL EL 702'-3"

EXISTING DIKE WALL TO REMAIN

CONCRETE

DIKE WALL

T/WALL EL 705'-2"

ACCESS

STAIR NO. 1

SEE S-541

CL TANK

C1 S-515

C L

TA

N

K

TANK BOTTOM

FML SUMP TANK BOTTOM

SUMP

'-0

'-0

'-0

4'

-1 0"

CLJ

CJ

CLJ

15'-0"

15'-0"

7'-2"

CJ

CLJ

CJ

15'-0" 6'-0"

'-0

'-0

7' -6

CLJCJ

CLJ

CJ

CLJ

CJ

CLJ

CJ

NEW FUEL

STORAGE TANK

ABOVE

SEE MECH

5'-0"

5' -0

EX

IS

TI

N

G D

IK

E

C O

N

TA

IN

M

EN

T

AR

EA

SE

E

S-

123.00°

123.00°

'-6

DIKE DRAIN

PER CIVIL

CONCRETE STAIR

LANDING PAD

T/C EL 702'-6"

IJ

IJ

19'-0"

C3 S-515

FOOTIN BELOW

T/FTG EL 699'-11", TYP2'-0"

9'-5 1/16"

0UP

TANK STAIR

8'-0"8'-0"

NEW ACCESS

STAIR NO. 2

SEE S-542

47'-5 11/16" 5'-6"

'-8

/8

4' -0

4'-0" 4'-0"

NEW SEGMENTAL RETAINING WALL

SEE CIVIL

'-1

/1

6"

147.00°

TYP

SIDEWALK JOINT (TYP)

'-1

0"

44'-4 9/16"

'-6

5/

'-0

'-0

2'- 3"

27'-2 3/8"

'-0

/1 6"

7.

PRODUCT SAVER TANK

SEE MECH

date detailed checkeddesigned ofsheet sheets project contract rev.drawing file

DESCRIPTION

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C-17 TYPE III HYDRANT

REFUELING SYSTEM/

RAMP EXPANSION

KANSAS CITY, MISSOURI

INITDATEREV.

REVISIONS

ENGINEERS ARCHITECTS & CONSULTANTS

NORTH CAROLINA AIR NATIONAL GUARD

DOUGLAS INTERNATIONAL AIRPORT

CHARLOTTE, NORTH CAROLINA

Project No. - FJRP159073

/5

/2

3:

:3

PM

FJRP159073-S-101.dwg

S-101 94893

TANK CONTAINMENT AREA

FOUNDATION AND DIKE WALL PLAN

11/16/2016

H. SAHUDIN J. HEIM

M. PATEL

SCALE: 3/16" = 1'-0"A1 FOUNDATION AND DIKE WALL PLAN

0 4' 8' 12'

N

NOTES:

1. SEE DRAWING S-001 FOR STRUCTURAL GENERAL NOTES.

2. SEE DRAWING CS-104 FOR EXACT LOCATIONS AND ORIENTATION

OF STRUCTURES.

3. ELEVATIONS INDICATED EQUAL DATUM ELEVATION AS SHOWN

ON THE CIVIL DRAWINGS.

4. SEE DRAWING S-514 FOR DIKE WALL CONSTRUCTION JOINT (CJ),

CONTROL JOINT (CLJ) AND ISOLATION JOINT (IJ) DETAILS. SEE

ELECTRICAL AND MECHANICAL DRAWINGS FOR CONDUIT AND

PIPING PENETRATIONS THROUGH THE DIKE WALLS. FOR PIPE

SLEEVE, SEE DETAIL ON DRAWING S-502.

5. CONSTRUCTION JOINTS IN THE DIKE WALL FOOTINGS SHALL BE

LOCATED AS NECESSARY BY THE CONTRACTOR AND SHALL BE

APPROVED BY ENGINEER PRIOR TO CONSTRUCTION. LOCATE

JOINTS IN THE FOOTINGS DIRECTLY BELOW THE JOINTS IN THE

DIKE WALL. SEE DETAIL ON DRAWING S-515 FOR DIKE WALL

FOOTING CJ DETAIL.

6. AT SURFACES ADJACENT TO AND/OR UNDER THE LINER, WALL

SURFACES SHALL BE SOLID AND SMOOTH AND SHALL NOT HAVE

PROJECTIONS OR RECESS OVER 1/32" FROM THE WALL

SURFACES. GRIND SMOOTH ANY PROJECTIONS AND PATCH ANY

HOLES PRIOR TO LINER INSTALLATION.

7. NOTCH BOTTOM OF DIKE WALL FOOTING/SHEARKEY AS

REQUIRED TO CLEAR THE CONTAINMENT DRAIN PIPES. SEE

CIVIL DRAWINGS FOR PIPE LOCATIONS AND ELEVATIONS.

8. SEE DRAWING S-541 AND S-542 FOR CROSSOVER STAIR

ENLARGED PLANS.

9. SEE DETAIL A1 ON DRAWING S-501 FOR EQUIPMENT /

HOUSEKEEPING PAD DETAIL. COORDINATE SIZE AND TOP OF

CONCRETE ELEVATIONS WITH THE FINAL EQUIPMENT

FURNISHED.

10. PROVIDE 4" THICK MINIMUM FIBER-REINFORCED CONCRETE

SIDEWALK. PROVIDE ONE LAYER OF GEOTEXTILE FABRIC OVER

THE LINER PRIOR TO CONCRETE SIDEWALK PLACEMENT. SEE

S-514 FOR SIDE WALK AND JOINT DETAILS.

11. SEE MECHANICAL DRAWINGS FOR PIPE SUPPORT LOCATIONS

AND TYPES.

A

EXISTING

TANK

NEW LINER OVER

EXISTING DIKE

CONTAINMENT SLAB

SEE NOTE 2

NEW LINER OVER

EXISTING DIKE

CONTAINMENT SLAB

SEE NOTE 2

NEW ACCESS

STAIR NO. 2

SEE S-542

NEW ACESS

STAIR NO. 3

SEE S-543

EXISTING

CONCRETE

DIKE WALL

'-0

NEW DIKE WALL

SEE S-101

NEW 4'-0" WIDE

CONCRETE SIDEWALK

SEE NOTE 10 ON S-101

'-7

N

EW

D

IK

E C

O N

TA

IN

M

EN

T

AR

EA

S

EE

S

-1

'-7

/1

6"

ATTACH NEW LINER TO

EXISTING RING WALL

AND DIKE WALL PER

DETAIL A1/S-513

C3 S-515

12" TALL NOTCH

IN EXISTING DIKE

WALL. SEE NOTE 4

8' -0

'-0

12" TALL NOTCH

IN EXISTING DIKE

WALL

SEE NOTE 4

EXISTING TANK

RINGWALL

EXISTING TANK

RINGWALL

ATTACH NEW LINER TO

EXISTING RING WALL

AND DIKE WALL PER

DETAIL A1/S-513

EXISTING PIPE PENETRATION

IN EXISTING DIKE WALL

(6 TOTAL)

NEW PUMP SHELTER

SEE S-103

B3 S-515

8'-0" 12'-6"

24" SQUARE EXISTING

CONTAINMENT DRAIN

UP

EXISTING

TANK

UP

TY

P4'-

0"

TYP

4'-0"

60'-11 9/16" 10" 60'-1 7/16"

NEW WALL TOP SEGMENT

NEW PRODUCT

SAVER TANK

SEE MECH

NEW PRODUCT

SAVER TANK

SEE MECH

NOTCH IN EXISTING

DIKE WALL 6" CLEAR

AROUND PIPE

SIDEWALK JOINTS (TYP)

24" SQUARE EXISTING

CONTAINMENT DRAIN

'-6

/8

'-7

NEW PIPE SLEEVE IN

EXISTING WALL SEE S-502

date detailed checkeddesigned ofsheet sheets project contract rev.drawing file

DESCRIPTION

1 5432

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C-17 TYPE III HYDRANT

REFUELING SYSTEM/

RAMP EXPANSION

KANSAS CITY, MISSOURI

INITDATEREV.

REVISIONS

ENGINEERS ARCHITECTS & CONSULTANTS

NORTH CAROLINA AIR NATIONAL GUARD

DOUGLAS INTERNATIONAL AIRPORT

CHARLOTTE, NORTH CAROLINA

Project No. - FJRP159073

/5

/2

3:

:3

PM

FJRP159073-S-102.dwg

S-102 94893

EXISTING TANK CONTAINMENT AREA

PLAN

04/06/17

H. SAHUDIN J. HEIM

M. PATEL

SCALE: 3/16" = 1'-0"A1 EXISTING TANK CONTAINMENT AREA PLAN

0 4' 8' 12'

N

NOTES:

1. SEE S-101 FOR TANK AREA NOTES.

2. SEE S-513 FOR LINER DETAILS.

3. SEE S-514 FOR SIDEWALK DETAILS INSIDE THE DIKE AREA.

4. NOTCHES IN EXISTING WALL MAY BE CREATED BY SAW CUTTING

THE WALL AND REBARS NEATLY. COAT END OF CUT REBAR WITH

GREY EPOXY PAINT.

2 3 4

C

D

'-4

'-4

PUMP FOUNDATION, TYP

T/C EL 100'-0"

4'-6"4'-9"4'-6"4'-9"4'-6"

1'-6"24'-0"24'-4"24'-0"1'-6"

75'-4"

C1 S-521

C3 S-521

A1 S-521

A2 S-521

S-201 C1

S-201 C3

S-201 A1

S-201 A3

8' -6

S-202 C1

C4 S-521

A4 S-521

F3

F3 F3

F3

'-0

1' -2

1'

-2

F1

F2 F2

F1

B

1"

15'-2" 1'-6"

T/CURB EL 100'-0"

TYP, UNO

T/WALL EL 100'-0"

C1 S-522

A1 S-503

TYP

1'-2"

T/C EL 99'-2" TYP

ACROSS DOORS T/C EL 99'-11 1/2"

1'-2"

1' -2

1'

-2

4' -6

'-0

A3 S-522

F1

F2F2

F1

3' -0

1. SEE PLAN FOR FOOTING AND COLUMN

ORIENTATION.

2. FOOTING LENGTH ORIENTED PARALLEL TO

COLUMN WEB.

3. THE ASSUMED COLUMN REACTION (FACTORED

ULTIMATE LOADS) ARE THE WORST CASE

RESULTANT FORCES DUE TO A COMBINATION

OF DEAD, LIVE, CRANE, SESIMIC, AND/OR

WIND LOADS (INCUDING VERTICAL BRACING

FORCES)

P = DOWNWARD VERTICAL RACTION

-P = UPLIFT REACTION

Hx = BASE SHEAR PARALLEL TO COLUMN WEB Hy = BASE SHEAR PERPENDICULAR TO

COLUMN WEB

Hx AND Hy ARE ASSUMED TO ACT

SIMULTANEOUSLY

Mx = MOMENT ABOUT MINOR AXIS OF

COLUMN

My = MOMENT ABOUT MAJOR AXIS OF

COLUMN

4. SHEAR KEY A ORIENTED PARALLEL TO

COLUMN WEB. SHEAR KEY B ORIENTED

PERPENDICULAR TO COLUMN WEB.

5. UNLESS INDICATED OTHERWISE, FOOTINGS

SHALL BE LOCATED UNDER COLUMNS

3'-0"

3' -0

WIDTH/2 WIDTH/2

LE

N

G

TH

/2

LE

N G

TH

/2

SHEAR KEY A

SHEAR KEY B

X-BAR

Y-BAR

Hy

Hx

FOOTING SCHEDULE NOTES:

date detailed checkeddesigned ofsheet sheets project contract rev.drawing file

DESCRIPTION

1 5432

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C-17 TYPE III HYDRANT

REFUELING SYSTEM/

RAMP EXPANSION

KANSAS CITY, MISSOURI

INITDATEREV.

REVISIONS

ENGINEERS ARCHITECTS & CONSULTANTS

NORTH CAROLINA AIR NATIONAL GUARD

DOUGLAS INTERNATIONAL AIRPORT

CHARLOTTE, NORTH CAROLINA

Project No. - FJRP159073

/5

/2

3:

:3

PM

FJRP159073-S-103.dwg

S-103 94893

PUMP SHELTER

FOUNDATION PLAN

11/17/2016

H. SAHUDIN J. HEIM

M. PATEL

SCALE: 1/4" = 1'-0"A1 FOUNDATION PLAN

0 2' 4' 8'

N

NOTES:

1. SEE DRAWING S-001 FOR GENERAL NOTES.

2. ELEVATION 100'-0" SHOWN FOR THE PUMP SHELTER

EQUALS DATUM ELEVATION 702'-9" AS SHOWN ON

THE CIVIL DRAWINGS.

3. SEE DRAWING CS-104 FOR EXACT BUILDING LOCATION

AND ORIENTATION.

4. COORDINATE COLUMN ANCHOR BOLT REQUIREMENTS

WITH THE PRE-ENGINEERED METAL BUILDING

MANUFACTURER. SEE DRAWING S-501 FOR ANCHOR

BOLT DETAILS.

5. THE BUILDING FOUNDATION HAS BEEN DESIGNED

USING THE ASSUMED REACTIONS INDICATED ON THIS

DRAWING. VERIFY THAT THE ACTUAL COLUMN

REACTIONS FROM THE PRE-ENGINEERED BUILDING

MANUFACTURER DO NOT EXCEED THE INDICATED

VALUES. COLUMN REACTIONS SHALL BE SUBMITTED

FOR REVIEW AND VERIFICATION AT LEAST 20 WORKING

DAYS PRIOR TO THE START OF THE FOUNDATION

CONSTRUCTION. NOTIFY CONTRACTING OFFICER IF

THE ASSUMED VALUES ARE EXCEEDED. DO NOT

START FOUNDATION CONSTRUCTION UNTIL

VERIFICATION OF THE COLUMN REACTIONS HAS BEEN

OBTAINED.

6. "F#" INDICATES FOOTING TYPE. SEE THIS DRAWING

FOR FOUNDATION SCHEDULE.

7. BUILDING STRUCTURE AND ANCHORAGE SHALL BE

DESIGNED ASSUMING AN INITIAL OPEN-CONFIGURATION

STRUCTURE AS SHOWN. PROVISIONS SHALL MADE TO

ALLOW FOR THE STRUCTURE TO BE FULLY ENCLOSED

(BY ADDITION OF METAL SIDING OR MASONRY VENEER

AND GIRT SYSTEM) IN THE FUTURE.

FOOTING SCHEDULE

MARK

FOOTING

THICKNESS

FOOTING

TOP OF

FOOTING ELEV

TOP OF

PED ELEV DETAIL

ASSUMED COLUMN

REACTIONS

COMMENTS

WIDTH LENGTH BOTTOM

REINFORCMENT

TOP

REINFORCMENT Pmax Pmin Hx Hy

F1 8'-0" 8'-0" 1'-6" #5 @ 12" EW #5 @ 12" EW 97"-6" 100'-0" A1/S-521 48 kip -12 kip 10 kip 5 kip

F2 12'-0" 12'-0" 1'-9" #5 @ 12" EW #5 @ 12" EW 97'-6" 100'-0" A2/S-521 28 kip -4 kip 17 kip 23 kip SHEAR LUG BY

BLDG MFR

F3 4'-0" 6'-0" 1'-0" #5 @ 12" EW #5 @ 12" EW 97'-6" 100'-0" A4/S-521 6.5 kip 3 kip 1.5 kip 2.5 kip

SEISMIC DESIGN PARAMETERS:

A. NORTH-SOUTH DIRECTION:

STEEL ORDINARY MOMENT FRAME

R = 3.5 Ω = 3 Cd = 3

EQUIVALENT LATERAL FORCE ANALYSIS

Cs = 0.083

BASE SHEAR = 7 KIP

B. EAST-WEST DIRECTION:

STEEL ORDINARY CONCENTRICALLY

BRACED FRAME

R = 3.25 Ω = 2 Cd = 3.25

EQUIVALENT LATERAL FORCE ANALYSIS

Cs = 0.083

BASE SHEAR = 7 KIP

2 3 4

C

D

1'-6"24'-0"24'-4"24'-0"1'-6"

75'-4" 1'

-2

'-4

'-0

'-4

1'

-2

FLOOR SLAB

SEE NOTE 9

FLOOR SLAB

12" CMU

WALL

ABOVE

PUMP FOUNDATION,

TYP (3 TOTAL)

VERTICAL BRACING

TYP, SEE NOTE 4

FUTURE WIND COLUMN (NIC),

INSTALL ANCHOR BOLTS ONLY

TYP 2 PLACES

C1 S-521

C3 S-521

S-201 C1

S-201 C3

S-201 A1

S-201 A3

S-202 C1

C4 S-521

T/CURB EL 100'-0"

T/CURB EL 100'-0" TYP UNO

PIG LAUNCHER VALVE

CONTAINMENT PAD

T/CONC EL 99'-6"

TYP UNO

T/CONC EL 100'-0"

4' -6

'-0

1' -0

"5'-6"

6'-6" 8'-0"

SLOPE

4' -0

1'

-2

4' -0

8'-0"1'-6"

'-0

TY

P

METAL STUD WALLS

SEE ARCH

1' -0

B

8'-10"

CJ

CJ

CJ

CJ

CJ IJ IJ

IJ IJ IJ

IJ IJ IJ IJ IJ IJ

C

LJ

C

LJ

C

LJ

C

LJ

C

LJ

C

LJ

C

LJ

IJ

IJ

IJ

C

LJ

TYP UNO

SEE NOTE 9

9'-2" 4'-7" 9'-3"

C1 S-522

B3 S-503

MECH ROOM

STORAGE TOILET

4'-0"

5' -0

8"

4' -4

5'

-0

XX XX

XX XX

C

LJ

C

LJ

C

LJ

PUMP ROOM

C

LJ

C

LJ

CJ

CJ

CJ CJ

CJ

CJ

CJ

IJ

CJ

CJ

CJ

CJ

CJ

1'-0"

18'-0"

'-0

IJ

CONTROL

ROOM

HOUSEKEEPING

PAD, UNDER

ELECTRICAL

EQUIPMENT

SEE A1/S-501

C3 S-521

SIM

D2 S-503

TYP

ACROSS

DOORS

A2 S-501

SIM

A1 S-503

A3 S-522

T/C EL

99'-11 1/2"

PIPE TRENCH

SEE A1/S-522

6"

CONCRETE DOOR STOOP

TYP, SEE DETAIL B1/S-503

UTILITY TRENCH

UNDER MCC

DRAIN PIPE

BELOW

3'-10"

7' -0

8'-4"

4' -1

4'-3"

7' -0

"2'-9"2'-9"

2' -9

2'

-9

2'-9"2'-9"

2' -9

2'

-9

2'-9"2'-9"

1' -4

2'

-9

2' -9

12" THICKEND SLAB

SEE DETIAL A2/S523

PIPE SUPPORT

PEDESTAL, TYP

8"

FLOOR SLAB

T/CONC EL 99'-6"

TYP UNO

SEE NOTE 9

FUTURE CORNER COLUMN (NIC),

INSTALL ANCHOR BOLTS ONLY

TYP 2 PLACES

WIND COLUMN

2 PLACES

date detailed checkeddesigned ofsheet sheets project contract rev.drawing file

DESCRIPTION

1 5432

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C-17 TYPE III HYDRANT

REFUELING SYSTEM/

RAMP EXPANSION

KANSAS CITY, MISSOURI

INITDATEREV.

REVISIONS

ENGINEERS ARCHITECTS & CONSULTANTS

NORTH CAROLINA AIR NATIONAL GUARD

DOUGLAS INTERNATIONAL AIRPORT

CHARLOTTE, NORTH CAROLINA

Project No. - FJRP159073

/5

/2

3:

:4

PM

FJRP159073-S-104.dwg

S-104 94893

PUMP SHELTER

FLOOR SLAB PLAN

11/17/2016

H. SAHUDIN J. HEIM

M. PATEL

SCALE: 1/4" = 1'-0"A1 FLOOR SLAB PLAN

0 2' 4' 8'

N

NOTES:

1. SEE DRAWING S-001 FOR GENERAL NOTES.

2. ELEVATION 100'-0" SHOWN FOR THE PUMP SHELTER

EQUALS DATUM ELEVATION 702'-9" AS SHOWN ON

THE CIVIL DRAWINGS.

3. SEE DRAWING CS-104 FOR EXACT BUILDING LOCATION

AND ORIENTATION.

4. - - XX - - INDICATES BUILDING VERTICAL BRACING

LOCATION. (TENSION ONLY BRACING

ASSUMED FOR FOUNDATION DESIGN)

5. FOR SIZE, LOCATION AND DETAIL OF PIPE AND

CONDUIT PENETRATIONS NOT SHOWN, SEE

MECHANICAL, ELECTRICAL AND ARCHITECTURAL

DRAWINGS.

6. SEE MECHANICAL AND ELECTRICAL DRAWINGS FOR

REQUIRED HOUSEKEEPING PADS SIZES AND

LOCATIONS. SEE DETAIL A1/S-501 FOR TYPICAL

EQUIPMENT PAD DETAIL. WHERE EQUIPMENT PAD IS

LOC…