Drawings.pdf

07/24/2017

16670450

Smith Seckman Reid, Inc.

2650 Thousand Oaks BLVD. - Suite 3200 Memphis, Tennessee 38118 Phone: (901) 683 3900 Fax: (901) 683-3990

COVER SHEET

Smith Seckman Reid, Inc.

2650 Thousand Oaks BLVD. - Suite 3200 Memphis, Tennessee 38118 Phone: (901) 683 3900 Fax: (901) 683-3990

CONSTRUCTION PLANS FOR

164th AIRLIFT WING MEMPHIS, TENNESSEE

GENERAL DESCRIPTION OF PROJECT:

REPAIR MUNITIONS STORAGE

PROJECT NO. PYKL132003

CONTRACT NUMBER: W912L7-14-D-0002

DELIVERY ORDER NUMBER: 0004

JULY 24, 2017

BASE MAP: NTS

REPAIR MUNITIONS

STORAGE

PYKL132003

COVER SHEET.DWG

SHEET INDEX

COVER SHEET---

PARTIAL ELECTRICAL DEMOLITION SITE PLANED1.10

E1.10

SHEET DESCRIPTIONSHEET NO.

PROJECT

LOCATION

PARTIAL ELECTRICAL SITE PLAN

E5.01 ELECTRICAL DETAILS

EXISTING CONDITIONS & DEMOLITION PLANC101

SITE LAYOUT & GRADING PLANC102

STRUCTURAL GENERAL NOTES, PLAN & SECTIONSS0.1

GENERAL NOTESC100

ISSUED FOR

CONSTRUCTION

GENERAL NOTES

DESIGN CRITERIA

DESIGN PER INTERNATIONAL BUILDING CODE (2012), UNLESS NOTED OTHERWISE

DEAD LOADS:

MUNITIONS BUILDING: 48 KIPS (PER MANUF.)

LIVE LOADS:

FLOORS: 200 PSF

WIND LOADS (ASCE 7-10):

BASIC WIND SPEED (Vult): 115 MPH

BASIC WIND SPEED (Vasd): 89 MPH

RISK CATEGORY: II

WIND EXPOSURE CATEGORY: C

SEISMIC:

IMPORTANCE FACTOR (Ie): 1

RISK CATEGORY: II

SITE CLASSIFICATION: D

SEISMIC DESIGN CATEGORY: D

MAPPED SPECTRAL RESPONSE ACCELERATION:

Ss: 0.828

S1: 0.293

MAPPED SPECTRAL DESIGN ACCELERATION:

SDS: 0.645

SD1: 0.355

BASIC SEISMIC FORCE RESISTING SYSTEM: PER MANUFACTURER

RESPONSE MODIFICATION COEFFICIENT (R): 1

DEFLECTION AMPLIFICATION FACTOR (Cd): 1

OVERSTRENGTH (Ω): 1

SEISMIC RESPONSE COEFFICIENT (Cs): 0.645

DESIGN BASE SHEAR (V): 54.2 K

ANALYSIS PROCEDURE: EQUIV. LATERAL

FORCE PROCEDURE

MATERIAL STRENGTHS:

CONCRETE (DESIGN PER CURRENT EDITION ACI 318)

SLAB ON GRADE: F'c=4500 PSI (MIN)

ALL REINFORCING STEEL ASTM A615 GRADE 60

FOUNDATIONS:

FOUNDATION TYPE IS SHALLOW FOUNDATIONS OF STRIP AND SPREAD FOOTINGS BEARING

ON IN SITU SOILS WITH THE FOLLOWING SOIL BEARING CAPACITIES

SOIL BEARING (DESIGN MAXIMUM): 1500 PSF

(ASSUMED)

G.C. SHALL OBTAIN THE SERVICES OF A GEOTECHNICAL ENGINEER TO PROVIDE TESTING

TO VERIFY THE EXISTING SOILS ARE CAPABLE OF DEVELOPING THE ASSUMED BEARING

CAPACITIES LISTED ABOVE.

GENERAL NOTES

CONCRETE:

UNLESS NOTED OTHERWISE (UNO) ON THE DRAWINGS, MINIMUM COVER FOR REINFORCING

SHALL BE AS FOLLOWS:

EXPOSED TO EARTH LIQUID OR WEATHER: 3"

SLABS ON GRADE: 2" FROM TOP

ALL REINFORCING SHALL BE HELD SECURELY IN POSITION WITH STANDARD ACCESSORIES

IN CONFORMANCE W/ THE CRSI MANUAL OF STANDARD PRACTICE AND ACI 315 DURING THE

PLACING OF THE CONCRETE.

ALL REINFORCING SHALL BE DETAILED IN ACCORDANCE WITH THE ACI DETAILING MANUAL,

SP-66, THE CRSI MANUAL OF CONCRETE PRACTICE AND ACI 318.

PROVIDE BAR SUPPORTS AND SPACERS IN ACCORDANCE WITH ACI 315 AND CRSI “MANUAL

OF STANDARD PRACTICE.” ALL BAR SUPPORTS IN AREA WHERE CONCRETE WILL BE

EXPOSED SHALL HAVE PLASTIC TIPPED FEET. THE CONTRACTOR IS CAUTIONED THAT CARE

MUST BE EXERCISED TO PREVENT EXPOSURE OF THE TIE WIRE OR OTHER MATERIAL

WHICH MAY CAUSE STAINING OF EXPOSED CONCRETE. PROPER COVER AS INDICATED

ABOVE SHALL BE MAINTAINED ON ALL REINFORCEMENT.

UNLESS NOTED OTHERWISE, SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE

CLASS BE TENSION SPLICES AS FOLLOWS:

REINFORCING BARS:

f'c

#6 and Smaller #7 and Larger

Other Bars Other BarsTop Bars Top Bars

Class A Class B Class A Class AClass AClass B Class BClass B

3000 psi

4000 psi

5000 psi

44 d b

38 d

34 d

45 d

50 d

57 d

57 d

50 d

45 d

58 d

65 d

74 d

72 d

93 d

62 d

81 d

56 d

55 d

48 d

43 d

56 d

62 d

NOTES:

1. ALL LAPS SHALL BE CLASS B UNLESS NOTED OTHERWISE.

2. BEAMS AND COLUMNS: INCREASE LAPS SHOWN BY 50% IF CLEAR SPACING OF BARS IS LESS

THAN 2d

, OR IF CLEAR COVER OF BARS IS LESS THAN d

3. WALLS, SLABS AND FOOTINGS: INCREASE LAPS SHOWN BY 50% IF CLEAR SPACING OF BARS IS

LESS THAN 2d

, OR IF CLEAR COVER OF BARS IS LESS THAN d

4. INCREASE LAPS BY 25% FOR GRADE 75 REINFORCEMENT.

5. INCREASE LAPS BY 33% FOR LIGHTWEIGHT CONCRETE.

LAP SPLICE SCHEDULE

ALL HOOKS IN REINFORCING BARS SHALL BE ACI STANDARD HOOKS, U.N.O.

THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE FOR CONSTRUCTION

MEANS, METHODS, TECHNIQUES, PROCEDURES OR SEQUENCES. FOR THE ACTS OR OMISSIONS OF

THE CONTRACTOR, OR ANY OTHER PERSONS PERFORMING THE WORK, OR FOR THE FAILURE OF

ANY OF THEM TO CARRY OUT THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.

CONTRACTOR TO VERIFY ALL DIMENSIONS WITH ELECTRICAL AND CIVIL DRAWINGS.

SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS FOR EMBEDS,

OPENINGS, SLEEVES, ETC. NOT SHOWN ON THE STRUCTURAL DRAWINGS.

EMBEDMENT FOR EXPANSION BOLTS SHALL BE 3-1/4" MINIMUM FOR 3/4" DIAMETER BOLTS IN

CONCRETE.

ANY ENGINEERING DESIGN PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW SHALL BEAR THE

SEAL OF AN ENGINEER REGISTERED IN THE STATE OF THE PROJECT.

GENERAL CONTRACTOR MUST REVIEW AND APPROVE SHOP DRAWINGS PRIOR TO SUBMITTAL TO

ARCHITECT/ENGINEER. SUBMITTALS WHICH DO NOT CONTAIN THE CONTRACTORS SHOP DRAWING

OR STAMP OR HAVE BEEN MERELY "RUBBER STAMPED" SHALL BE RETURNED WITHOUT REVIEW.

V

1. INSPECTION OF REINFORCING STEEL,

INCLUDING PRESTRESSING TENDONS,

AND PLACEMENT.

--- X

ACI 318: 3.5, 7.1-7.7

1910.4

2. INSPECTION OF REINFORCING STEEL

WELDING IN ACCORDANCE WITH TABLE

1705.2.2, ITEM 2B.

AWS D1.4

ACI 318:3.5.2

3. INSPECTION OF ANCHORS CAST IN

CONCRETE WHERE ALLOWABLE LOADS

HAVE BEEN INCREASED OR WHERE

STRENGTH DESIGN IS USED.

X

ACI 318:8.1.3, 21.2.8 1908.5, 1909.1

4. INSPECTION OF ANCHORS

POST-INSTALLED IN HARDENED

CONCRETE MEMBERS

--- X

ACI 318: 3.8.6, 8.1.3, 21.2.8

1909.1

6. AT THE TIME OF FRESH CONCRETE IS

SAMPLED TO FABRICATE SPECIMENS

FOR STRENGTH TESTS, PERFORM

SLUMP AND AIR CONTENT TESTS, AND

DETERMINE THE TEMPERATURE OF THE

CONCRETE.

X ---

ASTM C172

ASTM C31

ACI 318: 5.6, 5.8

1910.10

7. INSPECTION OF CONCRETE AND

SHOTCRETE PLACEMENT FOR PROPER

APPLICATION TECHNIQUES.

X ---

ACI 318: 5.9, 5.10

1910.6, 1910.7, 1910.8

8. INSPECTION FOR MAINTENANCE OF

SPECIFIED CURING TEMPERATURE AND

TECHNIQUES.

--- X ACI 318: 5.11-5.13 1910.9

9. INSPECTION OF PRESTRESSED

CONCRETE:

A. APPLICATION OF PRESTRESSING

FORCES.

X

ACI 318: 18.20

ACI 318: 18.18.4

B. GROUTING OF BONDED

PRESTRESSING TENDONS IN THE

SEISMIC FORCE-RESISTING SYSTEM.

X

10. ERECTION OF PRECAST CONCRETE

MEMBERS.

--- X ACI 318: CH. 16 ---

11. VERIFICATION OF IN-SITU CONCRETE

STRENGTH, PRIOR TO STRESSING OF

TENDONS IN POST-TENSIONED

CONCRETE AND PRIOR TO REMOVAL OF

SHORES AND FORMS FROM BEAMS AND

STRUCTURAL SLABS.

--- X ACI 318: 6.2 ---

12. INSPECT FORMWORK FOR SHAPE,

LOCATION, AND DIMENSIONS OF THE

CONCRETE MEMBER BEING FORMED.

--- X ACI 318: 6.1.1 ---

5. VERIFYING USE OF REQUIRED DESIGN

MIX

--- X

ACI 318: CH. 4,5.2-5.4

1904.2, 1910.2, 1910.3

STATEMENT OF SPECIAL INSPECTIONS

RESPONSIBILITIES OF THE SPECIAL INSPECTOR

FABRICATIONS

1. CONCRETE CONSTRUCTION

THIS STATEMENT OF SPECIAL INSPECTIONS IS SUBMITTED AS REQUIRED FOR BUILDING PERMIT ISSUANCE IN

ACCORDANCE WITH THE SPECIAL INSPECTION AND STRUCTURAL TESTING REQUIREMENTS OF THE

INTERNATIONAL BUILDING CODE. THIS STATEMENT OF SPECIAL INSPECTIONS IS ONLY FOR THE STRUCTURAL

PORTION OF THE WORK. REFER TO OTHER DISCIPLINES FOR OTHER SPECIAL INSPECTION REQUIREMENTS FOR

THIS PROJECT.

THE OWNER OR REGISTERED DESIGN PROFESSIONAL IN CHARGE (ARCHITECT) ACTING AS THE OWNERS AGENT

SHALL EMPLOY ONE OR MORE AGENCIES APPROVED BY THE BUILDING OFFICIAL TO PERFORM INSPECTION

DURING CONSTRUCTION. THESE INSPECTIONS ARE IN ADDITION TO SECTION 110 OF THE IBC. CONTRACTOR IS

RESPONSIBLE TO ENSURE THE INSPECTOR IS PRESENT WHERE WORK REQUIRES PERIODIC OR CONTINUOUS

INSPECTION.

THE INSPECTOR SHALL KEEP RECORDS OF ALL INSPECTIONS AND SHALL FURNISH INSPECTION REPORTS TO

THE BUILDING OFFICIAL, AND THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE. DISCOVERED

DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION. IF SUCH

DISCREPANCIES ARE NOT CORRECTED, THE DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE

BUILDING OFFICIAL AND THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE. A FINAL REPORT

DOCUMENTING ALL THE REQUIRED SPECIAL INSPECTIONS AND TESTING, AND CORRECTION OF ANY

DISCREPANCIES NOTED PREVIOUSLY SHALL BE SUBMITTED TO THE BUILDING OFFICIAL PRIOR TO ISSUANCE OF

A CERTIFICATE OF USE AND OCCUPANCY.

SPECIAL INSPECTIONS OF THE FABRICATION PROCESS SHALL NOT BE REQUIRED WHERE FABRICATION OF

STRUCTURAL LOAD BEARING MEMBERS AND ASSEMBLIES IS BEING PERFORMED ON THE PREMISES OF A

FABRICATOR IS REGISTERED AND APPROVED TO PERFORM THE WORK WITHOUT SPECIAL INSPECTIONS. AT THE

COMPLETION OF THE FABRICATION, THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF

COMPLIANCE TO THE BUILDING OFFICIAL.

THE SPECIAL INSPECTIONS ARE IN ADDITION TO THE MATERIAL TESTING AND INSPECTIONS LISTED IN THE

CONTRACT SPECIFICATIONS. CONTRACTOR IS TO COORDINATED SPECIAL INSPECTIONS, MATERIAL SPECIFIC

TESTING AND INSPECTIONS WITH THE OWNER FURNISHED SPECIAL INSPECTOR MATERIAL TESTING LABS.

THE SPECIAL INSPECTIONS INDICATED HEREIN DO NOT RELIEVE THE CONTRACTOR FROM THEIR

RESPONSIBILITIES. CONTRACTOR SHALL PAY FOR ANY ADDITIONAL TESTING OR INSPECTION REQUIRED FROM

WORK OR MATERIALS NOT IN CONFORMANCE WITH THE CONTRACT DOCUMENTS.

THE STATEMENT OF SPECIAL INSPECTIONS INCLUDES REQUIRED

VERIFICATION AND INSPECTION OF THE FOLLOWING SECTIONS;

COMPONENTS PART OF THE MAIN WIND FORCE RESISTING SYSTEM AND SUBJECTED TO SPECIAL

INSPECTIONS FOR WIND RESISTANCE: NONE

COMPONENTS PART OF THE MAIN SEISMIC FORCE RESISTING SYSTEM AND SUBJECTED TO SPECIAL

INSPECTIONS FOR SEISMIC RESISTANCE: NONE

CONCRETE:

CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301 "SPECIFICATIONS FOR STRUCTURAL

CONCRETE FOR BUILDINGS" (LATEST EDITION). EXCEPT AS MODIFIED BY THE REQUIREMENTS OF THE

CONTRACT DOCUMENTS.

ALL CONCRETE MIXES SHALL BE PROPORTIONED BY THE FIELD EXPERIENCE METHOD OR THE LABORATORY

TRIAL METHOD IN ACCORDANCE W/ ACI 318, MAX WATER TO CEMENT RATIO SHALL BE 0.45.

SLAB-ON-GRADE SHALL HAVE A MAX. SLUMP OF 4", DO NOT USE CALCIUM CHLORIDE IN CONCRETE OR

ADMIXTURES CONTAINING CHLORIDE IONS.

PROVIDE COMPRESSIVE STRENGTH TESTS CONFORMING TO ASTM C31 AND ASTM C39. ONE SET OF FOUR

CYLINDERS FOR EACH 150 CUBIC YARDS OR FRACTION THEREOF, OF EACH STRENGTH OF CONCRETE PLACED

IN ANY ONE DAY. TEST ONE SPECIMEN AT SEVEN DAYS, TEST TWO SPECIMENS AT 28 DAYS AND HOLD ONE IN

RESERVE. PERFORM ONE SLUMP TEST FOR EACH SET OF COMPRESSIVE STRENGTH TEST SPECIMENS. SUBMIT

RESULTS DIRECTLY TO ENGINEER.

CONCRETE EXPOSED TO EARTH AND WEATHER SHALL HAVE LIMESTONE AGGREGATE AND ENTRAINED AIR.

S0.1

38'-0"

S0.1

1/4"=1'-0"

PLAN

S0.1

36'-0"

MUNITIONS STORAGE BUILDING

M U

N I T

I O

N S

S

T O

R A

G E

B

U I L

D I N

G

F.F.E. = SEE CIVIL

EXISTING RELOCATED

MUNITIONS STORAGE

BUILDING (BY ARMAG)

ANCHORAGE BY

OTHERS

8" SLAB ON GRADE WITH

#5 @ 6" O.C. TOP E.W., &

#5 @12" O.C. BOTT. E.W.

EXIST. GRADE,

SEE CIVIL

VAPOR

BARRIER

1'-4"

#5@6" O.C.

(2) #5 CONT.

48"

13"

11"

6" GRANULAR FILL

CLASS B SPLICE

299.67' F.F.E.

M I N

2'-0"

10 MIL VAPOR

BARRIER

6" GRANULAR MATERIAL

299.667' F.F.E.

(4) #5 CONT.

S0.1

STRUCTURAL

GENERAL NOTES

PLAN & SECTIONS

AS NOTED

KEH

DJS

SSR

16670450-S01

07/24/2017

16670450

MEMPHIS,

TENNESSEE

Smith Seckman Reid, Inc.

2650 Thousand Oaks BLVD. - Suite 3200 Memphis, Tennessee 38118 Phone: (901) 683 3900 Fax: (901) 683-3990

SECTION

3/4"=1'-0"

SECTION

3/4"=1'-0"

REPAIR MUNITIONS

STORAGE

PYKL132003

PARTIAL ELECTRICAL SITE PLAN

07/24/2017

16670450

MEMPHIS,

TENNESSEE

Smith Seckman Reid, Inc.

2650 Thousand Oaks BLVD. - Suite 3200 Memphis, Tennessee 38118 Phone: (901) 683 3900 Fax: (901) 683-3990

PARTIAL ELECTRICAL SITE PLAN.DWG

PARTIAL

ELECTRICAL SITE

PLAN

REPAIR MUNITIONS

STORAGE

PYKL132003

20 0 20 40

SCALE 1"=20'

GENERAL NOTES

KEYNOTES

1. ALL BUILDING GROUNDING LOOP CONDUCTORS SHALL BE #4/0 BARE CU UNLESS

NOTED OTHERWISE.

2. GROUNDING RODS AND LOOP CONDUCTORS SHALL BE SPACED 5'-0” FROM

PERIMETER FORMED BY OUTER BUILDING STRUCTURAL STEEL. COORDINATE

WITH ALL UNDERGROUND UTILITIES.

3. ALL GROUNDING CONDUCTOR CONNECTIONS & SPLICES SHALL BE BY MEANS

OF EXOTHERMIC WELDING UNLESS INDICATED OTHERWISE.

4. PROVIDE RECERTIFICATION OF THE LIGHTNING PROTECTION SYSTEM (LPS) BY

ENGAGING THE SERVICES OF A THIRD-PARTY LPS INSPECTOR TO CERTIFY THE

SYSTEM AS BEING COMPLIANT WITH AIR FORCE INSTRUCTION AFI 32-1065 AND

NFPA 780.

EXTEND EXISTING UNDERGROUND FEEDER RACEWAY (1.5” SCH. 40 PVC) TO

RELOCATED PANEL 'B'. CONDUIT ELBOWS & RISER TO PANEL 'B' SHALL BE RIGID

GALVANIZED STEEL. INSTALL NEW FEEDER CONDUCTORS (3 - #1 CU/THWN & 1 - #6

CU/THWN GROUND) FROM EXISTING PANEL 'DPA' TO RELOCATED PANEL 'B'. SEE

“SECONDARY BRANCH CIRCUIT DIRECT BURIAL CONDUIT DETAIL” ON SHEET E5.01.

PROVIDE NEW UNDERGROUND GROUND RING SYSTEM AS INDICATED.

EXTEND EXISTING UNDERGROUND GROUNDING CONDUCTOR FROM RAMP TO NEW

GROUND RING.

EXTEND EXISTING UNDERGROUND GROUNDING CONDUCTOR FROM EXISTING

GROUND RING TO THE RELOCATED BUILDING'S NEW GROUND RING.

RECONNECT EXISTING GROUND BAR TO NEW GROUND RING.

RECONNECT EXISTING BUILDING GROUND CONNECTION POINT TO NEW GROUND

RING.

GROUND GRID SYSTEM SCHEDULE

ITEM DESCRIPTION REMARKS

3/4" x 10'-0" COPPER CLAD GROUND ROD DRIVER WITH TOP MIN. 1'-6" BELOW FINISHED GRADE.

4/0 CABLE TO 3/4" GROUND ROD EXOTHERMIC WELD

4/0 CU CABLE TO 4/0 CU CABLE EXOTHERMIC WELD

NOT USED.

4/0 CU CABLE TO 3/4" GROUND ROD BOLTED CONNECTION

4/0 CU CABLE TO BUILDING CONNECTION POINT

BOLTED CONNECTION (VERIFY WITH MANUFACTURER)

07/24/2017

16670450

MEMPHIS,

TENNESSEE

Smith Seckman Reid, Inc.

2650 Thousand Oaks BLVD. - Suite 3200 Memphis, Tennessee 38118 Phone: (901) 683 3900 Fax: (901) 683-3990

ELECTRICAL

DETAILS

REPAIR MUNITIONS

STORAGE

PYKL132003

TYPICAL CABLE BEND REQUIREMENTS DETAIL

(BUILDING GROUND GRID)

ELECTRICAL DETAILS.DWG

GENERAL NOTES

KEYNOTES

1. CONCRETE SHALL BE 3000PSI AT 28 DAY COMPRESSIVE STRENGTH.

#6 SOLID BARE COPPER CONDUCTOR THROUGHOUT TRENCH (EXCEPT

UNDER BUILDING AND CONCRETE PAVED AREAS).

MEGGAR EARTH TESTER

(THREE-POINT FALL OF

POTENTIAL TEST METHOD)

GRADE

GROUND

BEING TESTED

"X" "X"

AUXILIARY OR

REFERENCE

GROUNDS

1. DISTANCE "X" SHALL BE THE SAME BUT NOT LESS THAN 50'. ALL RODS SHALL BE IN A STRAIGHT LINE.

2. ALL READINGS SHALL BE DONE IN THE CONTRACTING OFFICER'S PRESENCE AND WRITTEN REPORT PREPARED AND FILED

WITH CONTRACTING OFFICER.

3. THE ABOVE TEST SHALL BE CONDUCTED ON (6) SELECTED GROUND RODS PRIOR TO CABLE EXOTHERMIC WELD

CONNECTIONS. MAXIMUM READING SHALL BE 25 OHMS. IF 25 OHMS MAXIMUM IS NOT OBTAINED WITH ONE 10' SECTIONAL

ROD, ADDITIONAL ROD SECTIONS SHALL BE ADDED TO OBTAIN 25 OHMS MAX. THIS WILL DETERMINE DEPTH OF ALL THE

FACILITIES GROUND RODS AND DEPTHS SHALL BE ADJUSTED FOR ALL RODS PRIOR TO CABLE CONN.

4. ALL RODS SHALL BE DRIVEN USING MFGR. RECOMMENDED DRIVING SLEEVES. ANY ROD DAMAGED BY NOT USING PROPER

MFGR. RECOMMENDED DRIVING METHOD SHALL BE REMOVED AND REPLACE AT NO ADDITIONAL COST TO THE CONTRACT.

1'-0" RADIUS

ACCEPTABLE

LESS THAN 1'-0" RADIUS

NOT ACCEPTABLE

8" RADIUS

NOT ACCEPTABLE

LESS THAN 90°

4/0 STRANDED COPPER

CONDUCTOR TO

GROUND BAR

RGS CONDUIT WITH GROUND

BUSHING AT TERMINATING POINT

BONDED TO CONDUCTOR WITH #6

CU AND UL LISTED CLAMP.

4/0 BARE

COPPER

EXOTHERMERMIC

CABLE TO CABLE

WELD

STANDARD COPPER

GROUND LOOP

CONDUCTOR

STANDARD COPPER

GROUND LOOP

CONDUCTOR

'TEE' TYPE EXOTHERMIC

CABLE CONNECTION

M

I N

SCREW REMOVAL 6"

SCH. 80 PVC PIPE TOP FLUSH WITH

FINISHED PAVING

1'-4" X 1'-4" X 8", 3000

PSI CONCRETE PAD

4/0 BARE COPPER

UL LISTED

BOLTED

CONNECTION

AT TEST WELLS

ONLY

6" SCH. 80 PVC

NOTICED TO ALLOW

CABLE TO PASS

THRU

3/4" X 10'-0"

COPPER CLAD

GROUND ROD

NOTE: TYPICAL ALL

GROUND ROD

LOCATIONS

ILLUSTRATIVE GRADE

BEAM/STRUCTURAL

FLOOR SLAB.

UL LISTED

MECHANICAL

BOND

CONNECTION TO

GROUND BAR

GROUND BUSHING

4/0 BARE COPPER

4/0 AWG COPPER

BARE STRANDED

COPPER

CONDUCTOR

(TYPICAL)

NOTE: GROUND ROD CONNECTION SIMILAR WITH

EXOTHERMIC WELDS.

M

I N

±6"

FINISHED

GRADE

ELECTRICAL

WARNING TAPE

CONDUIT WITH

BRANCH CIRCUIT

CONDUCTORS

TOP OF CONDUIT

SANDY LOAM BACKFILL

COMPACTED IN 6"

LAYERS

#6 SOLID BARE COPPER

CONDUCTOR CONTINUOUS

THROUGHOUT TRENCH

NOT TO SCALE

TYPICAL BELOW GRADE GROUND CONDUCTOR

TEE CONNECTION

NOT TO SCALE

GROUND CONNECTION ACCESS TO TEST WELL

NOT TO SCALE

SECONDARY BRANCH CIRCUIT

DIRECT BURIAL CONDUIT DETAIL

NOT TO SCALE

TYPICAL COLUMN GROUNDING CONDUCTOR

NOT TO SCALE

GROUNDING DETAIL

NOT TO SCALE

PARTIAL ELECTRICAL DEMOLITION SITE PLAN

GENERAL NOTES

KEYNOTES

07/24/2017

16670450

MEMPHIS,

TENNESSEE

Smith Seckman Reid, Inc.

2650 Thousand Oaks BLVD. - Suite 3200 Memphis, Tennessee 38118 Phone: (901) 683 3900 Fax: (901) 683-3990

PARTIAL

ELECTRICAL

DEMOLITION SITE

PLAN

REPAIR MUNITIONS

STORAGE

PYKL132003

20 0 20 40

SCALE 1"=20'

1. ALL BUILDING GROUNDING LOOP CONDUCTORS AND EXTENSIONS ARE 4/0 BARE

CU UNLESS NOTED OTHERWISE.

2. GROUNDING RODS AND LOOP CONDUCTORS SHALL BE SPACED 5'-0" FROM

PERIMETER FORMED BY OUTER BUILDING STRUCTURAL STEEL. COORDINATE

WITH ALL UNDERGROUND UTILITIES.

DISCONNECT EXISTING UNDERGROUND FEEDER RUNNING FROM DISTRIBUTION

PANEL 'DPA' TO PANEL 'B'. REMOVE CONDUCTORS & PRESERVE RACEWAY FOR

EXTENSION TO NEW LOCATION OF PANEL 'B'. SEE SHEET E1.10 FOR

RECONNECTION.

DISCONNECT & REMOVE ALL GROUNDING JUMPERS BETWEEN BUILDING &

UNDERGROUND GROUND RING. SEE SHEET E1.10 FOR NEW BUILDING LOCATION.

DISCONNECT EXISTING UNDERGROUND GROUNDING CONNECTION BETWEEN

RAMP & BUILDING GROUND RING. PRESERVE CONDUCTOR FOR EXTENSION TO

BUILDING'S NEW GROUND RING. SEE SHEET E1.10 FOR NEW BUILDING LOCATION.

DISCONNECT EXISTING UNDERGROUND GROUNDING CONNECTION BETWEEN

EXISTING GROUND RINGS. PRESERVE CONDUCTORS FOR EXTENSION TO

RELOCATED BUILDING'S NEW GROUND RING. SEE SHEET E1.10 FOR NEW BUILDING

LOCATION. SEE SHEET E1.10 FOR NEW BUILDING LOCATION.

REMOVE EXISTING UNDERGROUND GROUND RING & ASSOCIATED GROUND RODS

IN THEIR ENTIRETY.

ALL ELECTRICAL DEVICES, LIGHT FIXTURES EQUIPMENT, SPECIAL SYSTEMS, ETC.,

LOCATED INSIDE OR ATTACHED TO BUILDING EXTERIOR TO REMAIN FOR THE

BUILDING RELOCATION.