N4008518B0042 Drawings_Part2.pdf

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EXISTING BUILDING

(HP510)

P

P

MECH BLDG

FFE = 17.75'

SS DATUR SS DATUR SS DATUR SS DATUR SS DATUR SS DATUR SS DATUR SS DATUR SS DATUR SS DATUR SS DATUR

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CP101

60023968

S. THOMAS

C. MOORING

J. BARNES

GRAPHIC SCALE

AS NOTED

SCALE: 1" = 20'-0"

20' 0 20' 40'

PLANTING PLAN

N

108 Bentons Lodge Road, Summerville, SC, 29485

ENGINEERING | ARCHITECTURE

CEMS Project No: 15153V

DR.

DES.

CHK.

SUBMITTED BY:

DESIGN DIR.

APPROVED: PWO OR OICC

SATISFACTORY TO:

DATE

DATE

DEPARTMENT OF THE NAVY

MARINE CORPS BASE

CAMP LEJEUNE, NORTH CAROLINA

NAVAL FACILITIES ENGINEERING COMMAND

SIZE CODE IDENT NO. NAVFAC DRAWING NO.

SCALE: SHEET OF

E1 80091

300 N. 3rd St., Suite 110, Wilmington, NC, 28401

ISSUE DATE: 15 MAY 2020

Project Manager: R. ALVAR

843.875.3637 910.363.1640

CONTRACTOR SHALL COMPLY AS FOLLOWS:

A. THE CONTRACTOR SHALL NOT RELEASE TO ANYONE OUTSIDE THE CONTRACTOR'S ORGANIZATION ANY

UNCLASSIFIED INFORMATION, REGARDLESS OF MEDIUM (E.G., FILM, TAPE, DOCUMENT), PERTAINING TO ANY PART OF

THE CONTRACT OR ANY PROGRAM RELATED TO THIS CONTRACT, UNLESS-

1. THE CONTRACTING OFFICE HAS GIVEN PRIOR WRITTEN APPROVAL; OR

2. THE INFORMATION IS OTHERWISE IN THE PUBLIC DOMAIN BEFORE THE DATE OF RELEASE.

B. REQUESTS FOR APPROVAL SHALL IDENTIFY THE SPECIFIC INFORMATION TO BE RELEASED, THE MEDIUM TO BE USED, AND THE PURPOSE FOR THE RELEASE. THE CONTRACTOR SHALL SUBMIT ITS REQUEST TO THE CONTRACTING OFFICER

AT LEAST 45 DAYS BEFORE PROPOSED DATE FOR RELEASE.

C. THE CONTRACTOR AGREES TO INCLUDE A SIMILAR REQUIREMENT IN EACH SUBCONTRACT UNDER THIS CONTRACT.

SUBCONTRACTORS SHALL SUBMIT REQUESTS FOR AUTHORIZATION TO RELEASE THROUGH THE PRIME CONTRACTOR

TO THE CONTRACTING OFFICER.

DISCLOSURE OF INFORMATION

SPEC. 05-18-0042

REPAIR BEQ HP510

CONSTR. CONTR. NO.: N40085-18-B-0042

REVISIONS

SYM. DESCRIPTION DATE APPROVED

CEMS ENGINEERING

PLANTING PLAN

SCALE: 1" = 20'-0"

GENERAL NOTES

1. SEE SHEET C-001 FOR LEGEND.

2. SEE SHEET C-501 FOR TEMPORARY SEEDING REQUIREMENTS AND

OTHER NECESSARY GROUND COVER REQUIREMENTS.

3. SEE SHEET C-501 FOR SOD GRASS REQUIREMENTS.

4. ALL DISTURBED AREAS TO BE SODDED (PERMANENT) /GRASSED

(TEMPORARY) AFTER GRADING ACTIVITY HAS BEEN COMPLETED. SEE

SHEET CP101.

5. THE SODDING AREA FOR THIS PROJECT SITE IS APPROXIMATELY 0.90

ACRES (39,204 SF) AS SHOWN ON THIS SHEET. ANY ADDITIONAL SOD

NEEDED IN EXCESS OF THIS AMOUNT WILL BE AT THE CONTRACTORS'

EXPENSE, UNLESS APPROVED BY OWNER.

6. THE CONTRACTOR WILL BE HELD RESPONSIBLE FOR THE REPAIR OF

ANY AREAS DISTURBED OUTSIDE OF THE LIMITS OF DISTURBANCE /

SILT FENCE (AS DESIGNATED ON PLANS) IN THE EXECUTION OF HIS

WORK. CONTRACTOR SHALL PROVIDED AND INSTALL SPECIFIED

PERMANENT SOD AS NECESSARY TO PROPERLY REPAIR DAMAGED

AREAS, AT NOT ADDITIONAL COST TO THE OWNER (CONTRACTOR'S

EXPENSE).

7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROPERLY

MAINTAINING AND REPLACING DAMAGED SOD DURING PROJECT WORK

AND/OR PRIOR TO RELEASING TO OWNER.

8. STANDARD STABILIZATION NOTE:

FOLLOWING INITIAL SOIL DISTURBANCE OR RE-DISTURBANCE,

PERMANENT OR TEMPORARY STABILIZATION SHALL BE COMPLETED

WITHIN SEVEN (7) CALENDAR DAYS AS TO THE SURFACE OF ALL

PERIMETER CONTROLS, DIKES, SWALES, DITCHES, PERIMETER

SLOPES, AND ALL SLOPES GREATER THAN 3 HORIZONTAL TO 1

VERTICAL (3:1) AND FOURTEEN DAYS (14) AS TO ALL OTHER

DISTURBED OR GRADED AREAS ON THE PROJECT SITE.

SODDING (*NCDEQ 6.12)

SCALE: NOT TO SCALE

5/15/20

MAINTENANCE NOTES FOR SEDIMENT FENCE

1. INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS IMMEDIATELY.

2. SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.

3. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE

PRESSURE ON THE FENCE. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT.

4. REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA TO GRADE AND STABILIZE IT AFTER

THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED.

FRONT VIEW SIDE VIEW

CONSTRUCTION NOTES FOR SEDIMENT FENCE

1. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD STRENGTH OR EXTRA STRENGTH SYNTHETIC FILTER FABRICS.

2. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24" ABOVE THE GROUND SURFACE. (HIGHER FENCES MAY

IMPOUND VOLUMES OF WATER SUFFICIENT TO CAUSE FAILURE OF THE STRUCTURE.)

3. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID JOINTS. WHEN

JOINTS ARE NECESSARY, SECURELY FASTEN THE FILTER CLOTH ONLY AT A SUPPORT POST WITH 4' MIN. OVERLAP TO THE NEXT

POST.

4. SUPPORT STANDARD STRENGTH FILTER FABRIC BY WIRE MESH FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS.

EXTEND THE WIRE MESH SUPPORT TO THE BOTTOM OF THE TRENCH. FASTEN THE WIRE REINFORCEMENT THEN FABRIC ON THE

UPSLOPE SIDE OF THE FENCE POST. WIRE OR PLASTIC ZIP TIES SHOULD HAVE A MINIMUM 50 POUND TENSILE STRENGTH.

5. WHEN A WIRE MESH SUPPORT FENCE IS USED, SPACE POSTS A MAXIMUM OF 8'-0" APART. SUPPORT POSTS SHOULD BE DRIVEN

SECURELY INTO THE GROUND TO A MINIMUM OF 2'-0".

6. EXTRA STRENGTH FILTER FABRIC WITH 6'-0" POST SPACING DOES NOT REQUIRE WIRE MESH SUPPORT FENCE. STAPLE OR WIRE

THE FILTER FABRIC DIRECTLY TO POSTS. WIRE OR PLASTIC ZIP TIES SHOULD HAVE A MINIMUM 50 POUND TENSILE STRENGTH.

7. EXCAVATE A TRENCH APPROXIMATELY 4" WIDE AND 8" DEEP ALONG THE PROPOSED LINE OF POSTS AND UPSLOPE FROM THE

BARRIER.

8. PLACE 12" OF THE FABRIC ALONG ALONG THE BOTTOM AND SIDE OF THE TRENCH.

9. BACKFILL THE TRENCH WITH SOIL PLACED OVER THE FILTER FABRIC AND COMPACT. THOROUGH COMPACTION OF THE BACKFILL IS

CRITICAL TO SEDIMENT FENCE PERFORMANCE.

10. DO NOT ATTACH FILTER FABRIC TO EXISTING TREES.

UPLAND CAMP LEJEUNE SPECIFICATION:

1. AREA WILL BE TILLED TO 4” DEPTH.

2. APPLY LIME AT 70 POUNDS PER 1000 SQUARE FEET, OR 1.5 TONS PER ACRE.

3. APPLY 10-20-20 FERTILIZER AT A RATE OF 850 POUNDS PER ACRE OR 20 POUNDS PER 1000 SQUARE FEET. THE

FERTILIZER SHOULD BE EITHER SLOW TIME RELEASE OR APPLIED IN TWO APPLICATIONS, HALF AT TIME OF PLANTING

AND THE SECOND HALF AFTER PERMANENT SEED GERMINATES.

4. THE LIME AND FERTILIZER WILL BE WORKED INTO THE TOP 2 TO 4 INCHES OF SOIL PRIOR TO SEEDING.

5. SEED MIX AND RATE:

TEMPORARY SEEDING:

“COOL SEASON”: PLANTED BETWEEN 1 SEPTEMBER AND FEBRUARY 28

120 POUNDS PER ACRE SOFT RED WINTER WHEAT (TRITICUM SPELTA)

“WARM SEASON”: PLANTED BETWEEN 1 MARCH AND 31 AUGUST

65 POUNDS PER ACRE GERMAN (SETARIA ITALICA), BROWN TOP (SETARIA ITALICA), OR FOX TAIL MILLET (BRACHIARIA

RAMOSUM)

STRAW MULCH: 4,000 POUNDS PER ACRE. THE GROUND SHOULD BE COMPLETELY COVERED WITH NO BARE SPOT

LARGER THAN A QUARTER, THEN TACKED WITH EMULSIFIED ASPHALT. EMULSIFIED ASPHALT SHALL BE APPLIED AT A

RATE HEAVY ENOUGH THAT THE ENTIRE AREA APPEARS BLACK IN COLOR.

6. UPON COMPLETION OF PROJECT, CONTRACTOR SHALL BE RESPONSIBLE FOR APPLY PERMANENT SOD IN ACCORDANCE WITH THE

PLANS/SPECIFICATIONS.

7. UPON COMPLETION OF THE PROJECT, PRIOR TO LEAVING THE SITE, THE WATER MANAGEMENT BRANCH SHALL BE

NOTIFIED TO INSPECT THE PROJECT, AS WELL AS THE CAMP LEJEUNE ENVIRONMENTAL BRANCH.

8. PERMANENT GROUND COVER WILL BE PROVIDED WITHIN THE SITE AREAS SCHEDULED FOR DEVELOPMENT WITHIN 15

WORKING DAYS OR 90 CALENDAR DAYS (WHICHEVER IS SHORTER) FOR ALL DISTURBED AREAS FOLLOWING

COMPLETION OF ANY CONSTRUCTION OR DEVELOPMENT PHASE.

9. ROLLED EROSION CONTROL PRODUCTS TO BE INSPECTED DAILY AND AFTER EACH (1/2" OR GREATER) RAINFALL

EVENT, REPAIR IMMEDIATELY.

10. ALL EROSION CONTROL MEASURES WILL BE INSPECTED DAILY TO ENSURE THAT CONSTRUCTION ACTIVITIES HAVE

NOT COMPROMISED THE EFFECTIVENESS OF ANY OF THE MEASURES. SAID DAILY INSPECTION IS TO BE NOTED ON

THE DAILY CQC REPORT.

CONSTRUCTION NOTES FOR GROUND COVER

1. ESTABLISH GROUND COVER WITHIN 7 CALENDAR DAYS ON ALL EXPOSED SLOPES.

2. PROVIDE PERMANENT GROUND COVER WITHIN 14 WORKING DAYS OR 90 CALENDAR DAYS (WHICHEVER IS SHORTER) FOR

ALL DISTURBED AREAS FOLLOWING COMPLETION OF ANY CONSTRUCTION OR DEVELOPMENT PHASE.

3. FOR TEMPORARY GROUND COVER REQUIREMENTS SEE SHEET C-501.

4. FOR PERMANENT GROUND COVER SEE GRASSING/SODDING SEE SHEET CP101.

5. THE EROSION AND SEDIMENT NARRATIVE IS CONSIDERED TO BE PART OF THE EROSION CONTROL SITE PLAN AND IS TO

BE MAINTAINED ON THE CONSTRUCTION SITE AT ALL TIMES.

GROUND COVER STATUTE REQUIREMENTS

1. PURSUANT TO G.S. 113A-57(2), THE ANGLE FOR GRADED SLOPES AND FILLS SHALL BE NO GREATER THAN THE ANGLE THAT

CAN BE RETAINED BY VEGETATIVE COVER OR OTHER ADEQUATE EROSION-CONTROL DEVICES OR STRUCTURES. IN ANY

EVENT, SLOPES LEFT EXPOSED WILL, WITHIN 7 CALENDAR DAYS OF COMPLETION OF ANY PHASE OF GRADING, BE

PLANTED OR OTHERWISE PROVIDED WITH TEMPORARY OR PERMANENT GROUND COVER, DEVICES, OR STRUCTURES

SUFFICIENT TO RESTRAIN EROSION.

2. PURSUANT TO G.S. 113A-57(3), PROVISIONS FOR PERMANENT GROUNDCOVER SUFFICIENT TO RESTRAIN EROSION MUST

BE ACCOMPLISHED FOR ALL DISTURBED AREAS WITHIN 14 WORKING DAYS OR 90 CALENDAR DAYS (WHICHEVER IS

SHORTER) FOLLOWING COMPLETION OF CONSTRUCTION OR DEVELOPMENT.

STANDARD STABILIZATION NOTE

FOLLOWING INITIAL SOIL DISTURBANCE OR RE-DISTURBANCE, PERMANENT OR TEMPORARY STABILIZATION SHALL BE

COMPLETED WITHIN SEVEN (7) CALENDAR DAYS AS TO THE SURFACE OF ALL PERIMETER CONTROLS, DIKES, SWALES, DITCHES, PERIMETER SLOPES, AND ALL SLOPES GREATER THAN 3 HORIZONTAL TO 1 VERTICAL (3:1) AND FOURTEEN DAYS (14)

AS TO ALL OTHER DISTURBED OR GRADED AREAS ON THE PROJECT SITE.

C-501

S. THOMAS

C. MOORING

J. BARNES

11NONE

EROSION CONTROL DETAILS

TREE PROTECTION DETAIL

SCALE: NOT TO SCALE

GRAVEL ENTRANCE/EXIT DETAIL (*NCDEQ 6.06)

SCALE: NOT TO SCALE

SEDIMENT FENCE (*NCDEQ 6.62)

SCALE: NOT TO SCALE

GROUND COVER REQUIREMENTS (SOD / SEEDING)

SCALE: NOT TO SCALE

60023969

DRIP LINE

MINIMUM 4' HEIGHT ORANGE

PLASTIC BARRIER FENCING. SET

WITH #4 REBAR STAKES. PLACE

REBAR SAFETY CAPS ON ALL

EXPOSED REBAR ENDS. FENCE

BARRIERS SHALL BE SQUARE (4

SIDED)

ROOT ZONE TO BE PROTECTED

1. PROVIDE PROTECTION FENCE

FOR ALL TREES TO REMAIN

WITHIN CONSTRUCTION AREA.

2. FENCES SHALL BE IN PLACE

PRIOR TO BEGINNING

CONSTRUCTION.

3. ADJUST FENCE AS NEEDED FOR

EASE OF CONSTRUCTION TO

INCLUDE NO LESS THAN 75% OF

DRIP LINE AREA.

NOTES:

18-24"

24"

8" DOWN & 4" FORWARD

ALONG THE TRENCH

8' MAX. STANDARD STRENGTH FABRIC WITH WIRE FENCE

6' MAX. EXTRA STRENGTH STRENGTH FABRIC WITHOUT

WIRE FENCE

FILTER

FABRIC

PLASTIC OR

WIRE TIRES

NATURAL

GROUND

STEEL

POST

WIRE

FENCE

STEEL

POST

WIRE

FENCE

FILTER

FABRIC

NATURAL

GROUND

24"

8"MIN

U

P

S

L

O

P

E

BACKFILL TRENCH &

COMPACT

THOROUGHLY

CROSS-SECTION VIEW

4' MIN

CONSTRUCTION NOTES FOR TEMPORARY ENTRY/EXIT PAD

1. CLEAR THE ENTRANCE/EXIT AREA OF ALL VEGETATION, ROOTS, AND OTHER OBJECTIONABLE MATERIAL, AND PROPERLY GRADE IT.

2. PLACE THE GRAVEL TO THE SPECIFIC GRADE AND DIMENSIONS SHOWN ON THE PLANS AND SMOOTH IT.

3. PROVIDE DRAINAGE TO CARRY WATER TO A SEDIMENT TRAP OR OTHER SUITABLE OUTLET.

4. USE GEOTEXTILE FABRICS BECAUSE THEY IMPROVE STABILITY OF THE FOUNDATION IN LOCATIONS

SUBJECT TO SEEPAGE OR HIGH WATER TABLE.

5. USE WASHED STONE 2" TO 3" IN SIZE.

6. MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM LEAVING THE SITE.

SHOULD MUD BE TRACKED OR WASHED OFF THE PROJECT SITE, IT MUST BE REMOVED IMMEDIATELY.

7. CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTENANCE OF ENTRY/EXIT PAD DURING CONSTRUCTION.

1. MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM LEAVING THE

CONSTRUCTION SITE. THIS MAY REQUIRE PERIODIC TOPDRESSING WITH 2-INCH STONE. AFTER EACH

RAINFALL, INSPECT ANY STRUCTURE USED TO TRAP SEDIMENT AND CLEAN IT OUT AS NECESSARY.

IMMEDIATELY REMOVE ALL OBJECTIONABLE MATERIALS SPILLED, WASHED, OR TRACKED ONTO PUBLIC

ROADWAYS.

GRAVEL ENTRANCE/EXIT : WIDTH - 20'-0", FLARED TO 25'-0" AT ROAD

LENGTH - 50'-0"

GRADE - 2.0%

MAINTENANCE NOTE:

P

U

B

L

R

A

D

6" MIN

2-3" COARSE

AGGREGATE

N

N

CONSTRUCTION NOTES FOR GRAVEL INLET PROTECTION

1. UNIFORMLY GRADE A SHALLOW DEPRESSION APPROACHING THE INLET.

2. DRIVE 5-FOOT STEEL POSTS 2 FEET INTO THE GROUND SURROUNDING THE INLET. SPACE POSTS EVENLY AROUND

THE PERIMETER OF THE INLET, A MAXIMUM OF 4 FEET APART.

3. SURROUND THE POSTS WITH WIRE MESH HARDWARE CLOTH. SECURE THE WIRE MESH TO THE STEEL POSTS AT THE

TOP, MIDDLE, AND BOTTOM. PLACING A 2-FOOT FLAP OF THE WIRE MESH UNDER THE GRAVEL FOR ANCHORING IS

RECOMMENDED.

4. PLACE CLEAN GRAVEL (NCDOT #5 OR #57 STONE) ON A 2:1 SLOPE WITH A HEIGHT OF 16 INCHES AROUND THE WIRE, AND SMOOTH TO AN EVEN GRADE.

5. ONCE THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, REMOVE ACCUMULATED SEDIMENT, AND

ESTABLISH FINE GRADING ELEVATIONS.

6. COMPACT THE AREA PROPERLY AND STABILIZED IT WITH GROUNDCOVER.

1. INSPECT INLETS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (½ INCH OR GREATER) RAINFALL EVENT.

CLEAR THE MESH WIRE OF ANY DEBRIS OR OTHER OBJECTS TO PROVIDE ADEQUATE FLOW FOR SUBSEQUENT

RAINS. TAKE CARE NOT TO DAMAGE OR UNDERCUT THE WIRE MESH DURING SEDIMENT REMOVAL. REPLACE

STONE AS NEEDED.

MAINTENANCE NOTE:

4' MAX

2'

16"

3'

2'

19-GUAGE HARDWARE

CLOTH (

MESH

OPENINGS)

NCDOT #5 OR #57

WASHED STONE

FILTERED

WATER

NCDOT #5 OR #57

WASHED STONE

108 Bentons Lodge Road, Summerville, SC, 29485

ENGINEERING | ARCHITECTURE

CEMS Project No: 15153V

DR.

DES.

CHK.

SUBMITTED BY:

DESIGN DIR.

APPROVED: PWO OR OICC

SATISFACTORY TO:

DATE

DATE

DEPARTMENT OF THE NAVY

MARINE CORPS BASE

CAMP LEJEUNE, NORTH CAROLINA

NAVAL FACILITIES ENGINEERING COMMAND

SIZE CODE IDENT NO. NAVFAC DRAWING NO.

SCALE: SHEET OF

E1 80091

300 N. 3rd St., Suite 110, Wilmington, NC, 28401

ISSUE DATE: 15 MAY 2020

Project Manager: R. ALVAR

843.875.3637

910.363.1640

CONTRACTOR SHALL COMPLY AS FOLLOWS:

A. THE CONTRACTOR SHALL NOT RELEASE TO ANYONE OUTSIDE THE CONTRACTOR'S ORGANIZATION ANY

UNCLASSIFIED INFORMATION, REGARDLESS OF MEDIUM (E.G., FILM, TAPE, DOCUMENT), PERTAINING TO ANY PART OF

THE CONTRACT OR ANY PROGRAM RELATED TO THIS CONTRACT, UNLESS-

1. THE CONTRACTING OFFICE HAS GIVEN PRIOR WRITTEN APPROVAL; OR

2. THE INFORMATION IS OTHERWISE IN THE PUBLIC DOMAIN BEFORE THE DATE OF RELEASE.

B. REQUESTS FOR APPROVAL SHALL IDENTIFY THE SPECIFIC INFORMATION TO BE RELEASED, THE MEDIUM TO BE USED, AND THE PURPOSE FOR THE RELEASE. THE CONTRACTOR SHALL SUBMIT ITS REQUEST TO THE CONTRACTING OFFICER

AT LEAST 45 DAYS BEFORE PROPOSED DATE FOR RELEASE.

C. THE CONTRACTOR AGREES TO INCLUDE A SIMILAR REQUIREMENT IN EACH SUBCONTRACT UNDER THIS CONTRACT.

SUBCONTRACTORS SHALL SUBMIT REQUESTS FOR AUTHORIZATION TO RELEASE THROUGH THE PRIME CONTRACTOR

TO THE CONTRACTING OFFICER.

DISCLOSURE OF INFORMATION

SPEC. 05-18-0042

REPAIR BEQ HP510

CONSTR. CONTR. NO.: N40085-18-B-0042

REVISIONS

SYM. DESCRIPTION DATE APPROVED

CEMS ENGINEERING

HARDWARE CLOTH & GRAVEL INLET PROTECTION (*NCDEQ 6.51)

SCALE: NOT TO SCALE

1. CHOOSING APPROPRIATE TYPES OF SOD

THE TYPE OF SOD SELECTED SHOULD BE COMPOSED OF PLANTS ADAPTED TO BOTH THE SITE AND THE INTENDED PURPOSE. IN NORTH

CAROLINA THESE ARE LIMITED TO CENTIPEDEGRASS ONLY. SPECIES SELECTION IS PRIMARILY DETERMINED BY REGION, AVAILABILITY, AND

INTENDED USE (TABLE 6.12A). AVAILABILITY VARIES ACROSS THE STATE AND FROM YEAR TO YEAR. NEW VARIETIES ARE CONTINUALLY

BEING DEVELOPED AND TESTED. A COMPLETE AND CURRENT LISTING OF SOD RECOMMENDATIONS CAN BE OBTAINED FROM SUPPLIERS OR

THE STATE AGRICULTURAL EXTENSION OFFICE. SOD COMPOSED OF A MIXTURE OF VARIETIES MAY BE PREFERRED BECAUSE OF ITS

BROADER RANGE OF ADAPTABILITY.

2. QUALITY OF SOD

USE ONLY HIGH-QUALITY SOD OF KNOWN GENETIC ORIGIN, FREE OF NOXIOUS WEEDS, DISEASE, AND INSECT PROBLEMS. IT SHOULD

APPEAR HEALTHY AND VIGOROUS, AND CONFORM TO THE FOLLOWING SPECIFICATIONS:

· SOD SHOULD BE MACHINE CUT AT A UNIFORM DEPTH OF 1/2-2 INCHES (EXCLUDING SHOOT GROWTH AND THATCH)

· SOD SHOULD NOT HAVE BEEN CUT IN EXCESSIVELY WET OR DRY WEATHER.

· SECTIONS OF SOD SHOULD BE A STANDARD SIZE AS DETERMINED BY THE SUPPLIER, UNIFORM, AND UNTORN.

· SECTIONS OF SOD SHOULD BE STRONG ENOUGH TO SUPPORT THEIR OWN WEIGHT, AND RETAIN THEIR SIZE AND SHAPE WHEN

LIFTED BY ONE END.

· HARVEST, DELIVERY, AND INSTALLATION OF SOD SHOULD TAKE PLACE WITHIN A PERIOD OF 36 HOURS.

3. SOIL PREPARATION

TEST SOIL TO DETERMINE THE EXACT REQUIREMENTS FOR LIME AND FERTILIZER. SOIL TESTS MAY BE CONDUCTED BY THE STATE SOIL

TESTING LAB OR A REPUTABLE COMMERCIAL LABORATORY. INFORMATION ON FREE SOIL TESTING IS AVAILABLE FROM THE AGRONOMIC

DIVISION OF THE NORTH CAROLINA DEPARTMENT OF AGRICULTURE OR THE AGRICULTURAL EXTENSION SERVICE. WHERE SODDING MUST

BE PLANNED WITHOUT SOIL TESTS THE FOLLOWING SOIL AMENDMENTS MAY BE SUFFICIENT:

· PULVERIZED AGRICULTURAL LIMESTONE AT A RATE OF 2 TONS/ACRE (100 LB/1,000 FT2

· FERTILIZER AT A RATE OF 1,000 LB/ACRE (25 LB/1,000 FT2) OF 10-10-10 IN FALL OR 5-10-10 IN SPRING.

EQUIVALENT NUTRIENTS MAY BE APPLIED WITH OTHER FERTILIZER FORMULATIONS. THESE AMENDMENTS SHOULD BE SPREAD EVENLY

OVER THE AREA, AND INCORPORATED INTO THE TOP 4-8 INCHES OF SOIL BY DISKING, HARROWING, OR OTHER EFFECTIVE MEANS. IF

TOPSOIL IS APPLIED, FOLLOW SPECIFICATIONS GIVEN IN PRACTICE 6.04,TOPSOILING. PRIOR TO LAYING SOD, CLEAR THE SOIL SURFACE OF

TRASH, DEBRIS, ROOTS, BRANCHES, STONES, AND CLODS LARGER THAN 2 INCHES IN DIAMETER. FILL OR LEVEL LOW SPOTS IN ORDER TO

AVOID STANDING WATER. RAKE OR HARROW THE SITE TO ACHIEVE A SMOOTH AND LEVEL FINAL GRADE. COMPLETE SOIL PREPARATION BY

ROLLING OR CULTIPACKING TO FIRM THE SOIL. AVOID USING HEAVY EQUIPMENT ON THE AREA, PARTICULARLY WHEN THE SOIL IS WET, AS

THIS MAY CAUSE EXCESSIVE COMPACTION, AND MAKE IT DIFFICULT FOR THE SOD TO TAKE ROOT.

4. SOD INSTALLATION

A STEP-BY-STEP PROCEDURE FOR INSTALLING SOD IS ILLUSTRATED IN FIGURE 6.12A AND DESCRIBED BELOW:

· MOISTENING THE SOD AFTER IT IS UNROLLED HELPS MAINTAIN ITS VIABILITY. STORE IT IN THE SHADE DURING INSTALLATION.

· RAKE THE SOIL SURFACE TO BREAK THE CRUST JUST BEFORE LAYING SOD. DURING THE SUMMER, LIGHTLY IRRIGATE THE SOIL, IMMEDIATELY BEFORE LAYING THE SOD TO COOL THE SOIL, REDUCE ROOT BURNING, AND DIEBACK.

· DO NOT SOD ON GRAVEL, FROZEN SOILS, OR SOILS THAT HAVE BEEN TREATED RECENTLY WITH STERILANTS OR HERBICIDES.

· LAY THE FIRST ROW OF SOD IN A STRAIGHT LINE WITH SUBSEQUENT ROWS PLACED PARALLED TO AND BUTTING TIGHTLY AGAINST

EACH OTHER. STAGGER STRIPS IN A BRICK-LIKE PATTERN. BE SURE THAT THE SOD IS NOT STRETCHED OR OVERLAPPED AND THAT

ALL JOINTS ARE BUTTED TIGHTLY TO PREVENT VOIDS. USE A KNIFE OR SHARP SPADE TO TRIM AND FIT IRREGULARLY SHAPED AREAS.

· INSTALL STRIPS OF SOD WITH THEIR LONGEST DIMENSION PERPENDICULAR TO THE SLOPE. ON SLOPES 3:1 OR GREATER, OR

WHEREVER EROSION MAY BE A PROBLEM, SECURE SOD WITH PEGS OR STAPLES.

· AS SODDING OF CLEARLY DEFINED AREAS IS COMPLETED, ROLL SOD TO PROVIDE FIRM CONTACT BETWEEN ROOTS AND SOIL.

· AFTER ROLLING, IRRIGATE UNTIL THE SOIL IS WET 4 INCHES BELOW THE SOD.

· KEEP SODDED AREAS MOIST TO A DEPTH OF 4 INCHES UNTIL THE GRASS TAKES ROOT. THIS CAN BE DETERMINED BY GENTLY

TUGGING ON THE SOD-RESISTANCE INDICATES THAT ROOTING HAS OCCURRED.

· MOWING SHOULD NOT BE ATTEMPTED UNTIL THE SOD IS FIRMLY ROOTED, USUALLY 2-3 WEEKS.

5. SODDED WATERWAYS

SOD PROVIDES A RESILIENT CHANNEL LINING, PROVIDING IMMEDIATE PROTECTION FROM CONCENTRATED RUNOFF AND ELIMINATING THE

NEED FOR INSTALLING MATS OR MULCH. THE FOLLOWING POINTS APPLY TO THE USE OF SOD IN WATERWAYS:

· PREPARE THE SOIL AS DESCRIBED IN PRACTICE 6.30, GRASS-LINED CHANNELS. THE SOD TYPE MUST BE ABLE TO WITHSTAND THE

VELOCITY OF FLOW SPECIFIED IN THE CHANNEL DESIGN (APPENDIX 8.05).

· LAY SOD STRIPS PERPENDICULAR TO THE DIRECTION OF FLOW, WITH THE LATERAL JOINTS STAGGERED IN A BRICK-LIKE PATTERN.

EDGES SHOULD BUTT TIGHTLY TOGETHER (FIGURE 6.12B).

· AFTER ROLLING OR TAMPING TO CREATE A FIRM CONTACT, PEG OR STAPLE INDIVIDUAL SOD STRIPS TO RESIST WASHOUT DURING

ESTABLISHMENT. JUTE OR OTHER NETTING MATERIAL MAY BE PEGGED OVER THE SOD FOR EXTRA PROTECTION ON CRITICAL AREAS.

6. SODDING MAINTENANCE NOTES

· AFTER THE FIRST WEEK, WATER AS NECESSARY TO MAINTAIN ADEQUATE MOISTURE IN THE ROOT ZONE AND PREVENT DORMANCY

OF THE SOD

· DO NOT REMOVE MORE THAN ONE-THIRD OF THE SHOOT IN ANY MOWING.

· GRASS HEIGHT SHOULD BE MAINTAINED BETWEEN 2 AND 3 INCHES UNLESS OTHERWISE SPECIFIED AFTER THE FIRST GROWING

SEASON, ESTABLISHED SOD REQUIRES FERTILIZATION, AND MAY ALSO REQUIRE LIME.

· FOLLOW SOIL TEST RECOMMENDATIONS WHEN POSSIBLE, OR USE THE RATES IN TABLE 6.12B.

SOD GRASS REQUIREMENTS (PER NCDEQ 6.12)

SCALE: NOT TO SCALE

O

P E

/2

S

L O

P E

/2

OPEN

FINISHED GRADE

TAMPER SWITCH

4' X 4' CONCRETE

COLLAR

GATE VALVE

M

I N

1. USE MUELLER OR AMERICAN DARLING

DUCTILE IRON OR 316 STAINLESS

STEEL TAPPING SLEEVES FOR TAP

SIZES 4" - 24".

NEW TAPPING VALVE

MUELLER T-2360-16 OR

AVK 25/30081

FOR DIMENSIONS SEE

THRUST BLOCK DETAIL ON

THIS SHEET FOR TEES, SIZE

OF EXISTING MAIN.

CONCRETE BLOCKING (15"

x 15" x 15")

CONCRETE COLLAR

(18" X 18" X 18")

CONCRETE

THRUST

BLOCKING

METAL VALVE COVER WITH

"WATER" CAST INTO TOP

NEW WATER LINE

VALVE BOX

FINISH GRADE

NEW TAPPING SLEEVE

EXISTING

WATER MAIN

6"

MIN.

8 MIL POLYETHYLENE

18" MIN FOR PIPE < 18"

"D" MIN FOR PIPE > 18"

SECTION X-X

BENDS & TEES

SHEET

PLAN & ELEVATION

PLUGS

8 MIL POLYETHYLENE

UNDISTURBED

18" MIN FOR PIPE < 18"

"D" MIN FOR PIPE > 18"

PIPE DIA "D"

B

B

D

SHEET

B

S Q

D

A x

B

EARTH

UNDISTURBED

X

PLAN

BENDS

EARTH

A

A

PLAN

TEES

X

X

X

6" MIN.

UNDISTURBED SOIL

CONCRETE SUPPORT

M I N

CAST IRON VALVE BOX,

BITUMASTIC COATED,

MECHANICAL JOINT FITTING

TYLER 461S

PRECAST CONCRETE

COLLAR AROUND

VALVE BOXES

DOMESTIC WATER PIPING

METAL VALVE COVER WITH

"WATER" CAST INTO TOP

M I N

C

O V

E R

WRENCH

OPERATED

GATE VALVE

USE FOR ALL TYPES OF PIPE

6" - 12" BELOW GRADE

MAGNETICALLY DETECTABLE TAPE

ENTIRE BARREL OF PIPE TO

REST ON BOTTOM OF TRENCH

FINISHED GRADE

COMPACTED TO A DENSITY

OF 98% AT OPTIMUM

UNDISTURBED SOIL

COMPACTED CLASS 2

BACKFILL

WATER LINE

CROSS SECTION

M

I N

PIPE ZONE

Bc

MOISTURE (ASTM D-1557)

c

M

I N

NOTE: INSTALL BEDDING

TO ALL PIPES 4"-12"Ø. NO

BEDDING IS REQ'D FOR

PIPES < 4"Ø.

Bc + 12"

TRACER WIRE

LONGITUDINAL SECTION

COMPACTED CLASS

2 BACKFILL

DESIGN PIPE PRESSURE = 150 psi

ALLOWABLE SOIL BEARING PRESSURE = 2000 PSF

3.00 0.83

1.62 2.122.12

MIN. THRUST BLOCK BEARING AREAS (S.F.)

SIZE

4 1.33

AxB

0.40

AxB

0.72

AxB

90°

BEND

22 1/2° 45°

BEND

BEND

AxB

0.94

AxB

0.94

PLUGS

TEES

3.78 3.78 2.88

1.50 5.33

1. PROVIDE RESILIENT

SEATED VALVE, OPEN

COUNTER CLOCKWISE

NOTES:

NOTES:

1. DIMENSIONS A & B SHALL BE

DETERMINED IN THE FIELD AS

REQUIRED TO PROVIDE THE GIVEN

BEARING AREA AND TO MEET FIELD

CONDITIONS.

2. SEE PIPING PLANS FOR THRUST BLOCK

BEARING AREA (M.B.A) FOR PIPES

GREATER THAN 48" DIA.

NOTES:

INDICATOR POST SHALL

CONFORM TO

UNDERWRITERS

LABORATORIES

STANDARD UL-789

CONDUIT TO FIRE ALARM

SYSTEM FOR TAMPER

SWITCH CONNECTION (SEE

FIRE PROTECTION PLANS)

COMPACTED TO A CLASS 2 BACKFILL.

COMPACTED TO A DENSITY OF 98%

AT OPTIMUM MOISTURE.

TRACER WIRE

WARNING MAGNETICALLY

DETECTABLE TAPE PER SPECS.

C-502

12NONE

DETAILS

CONCRETE THRUST BLOCK DETAIL

SCALE: NOT TO SCALE

POST INDICATOR VALVE

SCALE: NOT TO SCALE

TAPPING SLEEVE AND VALVE

SCALE: NOT TO SCALE

GATE VALVE SETTING

SCALE: NOT TO SCALE

TYPICAL WATER LINE BEDDING

SCALE: NOT TO SCALE

SEWER MAIN

45° BEND

WYE OR TEE

SIZE AS REQ'D.

PLUGS AS REQ'D.

M

I N

WYE

6" TYP.

C.I. CLEANOUT BOX AND COVER W/"S"

CAST ON US FOUNDRY MODEL

NUMBER USF 7621 OR EQUAL

6" THICK CONCRETE COLLAR

CLEANOUT PLUG

T

Y P

.2" TYP.

INSTALL ACCORDING TO ASTM D-2321

INSTALL APPROVED METAL DETECTION TAPE 18" FROM FINISHED GRADE

2.

1.

NOTES:

PIPE ZONE

SPRING LINE

1/2 Bc MIN.

2' MIN.

UNDER BARREL

1/8 Bc 4" MIN.

Bc

Bc + 18"

AT OPTIMUM MOISTURE

COMPACTED TO A DENSITY OF 98%

COMPACTED TO A CLASS 2 BACKFILL

COMPACTED BACKFILL IN 6" MAX LIFTS.

3.

MATERIAL

GRANULAR

COMPACTED

TYPICAL SEWER SERVICE

SCALE: NOT TO SCALE

BEDDING FOR PVC GRAVITY SEWER PIPE

SCALE: NOT TO SCALE

SCALE: NOT TO SCALE

NCDOT DETAIL

(DETAIL REFERENCE)

DWG NO.

1. ALL PAVEMENT MARKING COMPOUND SHALL BE THERMOPLASTIC PAVEMENT MARKING

MATERIAL, EITHER HEATED IN PLACE OR EXTRUDED, IN ACCORDANCE WITH NCDOT

STANDARD SPECIFICATIONS AND PROVISIONS (2012).

2. REFERENCE NCDOT ROADWAY STANDARD DRAWINGS (2012), "DIVISION 12 - PAVEMENT

MARKINGS, MARKERS AND DELINEATION" FOR DETAILS LISTED ABOVE.

3. COLOR OF PAVEMENT MARKING SHALL COMPLY WITH NCDOT ROADWAY STANDARD

DRAWINGS, UNLESS OTHERWISE SPECIFIED ON PLANS.

LINE TYPES AND OFFSETS DIAGONAL LINE 1205.01

PAINTED ISLANDS 1205.09

FINISH GRADE

COMPACTED EARTH

1"

CONCRETE WALK

SLOPE

1% MAXIMUM

VARIES (SEE PLANS)

6'

CONTRACTION JOINTS

10x10 x 6/6 WWF

X X X XXXX X

SEE PLANS

XX

4"

WIDTH VARIES

50' MAX. SPACING BETWEEN EXPANSION JOINTS

1/4" EXP. JT.

S E

E

P L

A N

S

TOOLED EDGES

NOTES

1. ALL SIDEWALKS SHALL BE 4" THICK.

2. CONTRACTION JOINTS SHALL BE SPACED AT 6'-0"

3. SIDEWALKS TO LIGHT BROOM FINISH

4. ALL JOINTS AND EDGES TO BE TOOLED.

5. SIDEWALKS TO BRUSHED AND TOOLED.

6. CONTRACTION JOINTS SHALL BE 1" DEEP AND EDGED WITH

1/8" RADIUS.

7. EXPANSION MATERIAL 1/2" THICK SHALL BE REQUIRED

WHERE SIDEWALK ABUTS CONCRETE STRUCTURE.

STANDARD JOINT LAYOUT FOR CONCRETE SIDEWALKS

SCALE: NOT TO SCALE

TYPICAL SIDEWALK SECTION

SCALE: NOT TO SCALE

SIDEWALK DETAIL

SCALE: NOT TO SCALE

60023970

NOTES:

NCDOT PAVEMENT MARKING DETAILS

S. THOMAS

C. MOORING

J. BARNES

108 Bentons Lodge Road, Summerville, SC, 29485

ENGINEERING | ARCHITECTURE

CEMS Project No: 15153V

DR.

DES.

CHK.

SUBMITTED BY:

DESIGN DIR.

APPROVED: PWO OR OICC

SATISFACTORY TO:

DATE

DATE

DEPARTMENT OF THE NAVY

MARINE CORPS BASE

CAMP LEJEUNE, NORTH CAROLINA

NAVAL FACILITIES ENGINEERING COMMAND

SIZE CODE IDENT NO. NAVFAC DRAWING NO.

SCALE: SHEET OF

E1 80091

300 N. 3rd St., Suite 110, Wilmington, NC, 28401

ISSUE DATE: 15 MAY 2020

Project Manager: R. ALVAR

843.875.3637

910.363.1640

CONTRACTOR SHALL COMPLY AS FOLLOWS:

A. THE CONTRACTOR SHALL NOT RELEASE TO ANYONE OUTSIDE THE CONTRACTOR'S ORGANIZATION ANY

UNCLASSIFIED INFORMATION, REGARDLESS OF MEDIUM (E.G., FILM, TAPE, DOCUMENT), PERTAINING TO ANY PART OF

THE CONTRACT OR ANY PROGRAM RELATED TO THIS CONTRACT, UNLESS-

1. THE CONTRACTING OFFICE HAS GIVEN PRIOR WRITTEN APPROVAL; OR

2. THE INFORMATION IS OTHERWISE IN THE PUBLIC DOMAIN BEFORE THE DATE OF RELEASE.

B. REQUESTS FOR APPROVAL SHALL IDENTIFY THE SPECIFIC INFORMATION TO BE RELEASED, THE MEDIUM TO BE USED, AND THE PURPOSE FOR THE RELEASE. THE CONTRACTOR SHALL SUBMIT ITS REQUEST TO THE CONTRACTING OFFICER

AT LEAST 45 DAYS BEFORE PROPOSED DATE FOR RELEASE.

C. THE CONTRACTOR AGREES TO INCLUDE A SIMILAR REQUIREMENT IN EACH SUBCONTRACT UNDER THIS CONTRACT.

SUBCONTRACTORS SHALL SUBMIT REQUESTS FOR AUTHORIZATION TO RELEASE THROUGH THE PRIME CONTRACTOR

TO THE CONTRACTING OFFICER.

DISCLOSURE OF INFORMATION

SPEC. 05-18-0042

REPAIR BEQ HP510

CONSTR. CONTR. NO.: N40085-18-B-0042

REVISIONS

SYM. DESCRIPTION DATE APPROVED

CEMS ENGINEERING

NOTES:

1. ALL CONCRETE SHALL BE 3500 PSI FIBER-MESH REINFORCED.

2. GUTTER SHALL PITCH IN DIRECTION OF DRAINAGE FLOW.

3. ADJUST GUTTER SLOPE AT ADA RAMPS TO BE LESS THAN 5%.

4. CURB AND GUTTER TO BE CONSTRUCTED IN 10 FOOT LENGTHS.

5. 1/2 INCH EXPANSION JOINTS SHALL BE PROVIDED AT INTERVALS NOT TO

EXCEED 50 FEET AT THE ENDS AND MID-POINT OF RETURNS AND AT ANY

POINT WHERE THE NEW CURB AND GUTTER ABUTS OTHER CONCRETE

STRUCTURES & CONCRETE PAVEMENTS.

6. 5 FOOT LONG TRANSITIONS SHALL BE PROVIDED BETWEEN NORMAL

GUTTER AND PITCHED GUTTER UNLESS OTHERWISE NOTED.

6"

.5"

12"

1"R

1.25"R

2'-0"

1"R

6.5"

1"R

SCALE: NOT TO SCALE

CONCRETE CURB & GUTTER

DITCH LINE

6"

UTILITY

PAVEMENT REPLACEMENT DETAIL

SELECTIVE BACKFILL

TAMPED IN 6" LAYERS

TO 95% COMPACTION

PER ASTM D-1557

NOTES:

1. MATCH EXISTING

PAVEMENT SECTION OR

INSTALL THE MINIMUM

SHOWN, WHICHEVER IS

GREATER.

SCALE: NOT TO SCALE

2"

MATCH EXISTING OR MINIMUM 2.0"

ASPHALTIC CONCRETE SURFACE

COURSE (NCDOT TYPE S-9.5A)

MATCH EXISTING OR

MINIMUM 8" STONE

BASE (NCDOT)

SAW CUT

EXISTING

SUBGRADE

OR STONE

BASE

EXISTING

ASPHALT

Bc

Bd

PIPE ZONE

CROSS SECTION

Bd = Bc +36" FOR PIPE DIA > 24"

Bd = Bc +24" FOR PIPE DIA. < 24"

Bd = WIDTH TRENCH

Bc = PIPE DIAMETER

NOTES:

1. ALL STORM PIPES SHALL BE INSTALLED IN ACCORDANCE WITH ASTM D2321 (LATEST

EDITION), WITH EXCEPTION THAT THE INITIAL BACKFILL MAY EXTEND TO THE CROWN

OF THE PIPE.

2. Bd SHALL NOT BE GREATER THAN Bc PLUS 2' FOR PIPES UP TO AND INCLUDING 30" AND

3' FOR PIPES GREATER THAN 30" TO PERMIT SATISFACTORY JOINING AND TAMPING OF

BEDDING MATERIAL UNDER AND AROUND PIPES.

3. BEDDING MATERIAL:

3.1. 6" DEPTH - COMPACT MATERIAL PRIOR TO PIPE PLACEMENT

3.2. 1/3Bc MIN. - LOOSE MATERIAL PLACEMENT AROUND PIPE

C-503

13NONE

DETAILS

STORM PIPE BEDDING

SCALE: NOT TO SCALE

FINISHED GRADE

TOP OF EXISTING

CONCRETE FOOTING

CAST IRON ROOF

DRAIN BOOT

M

I N

V

A R

I E

S

ROOF DRAIN DOWN

SPOUT PIPING

DOWNSPOUT ADAPTER

INSERTED IN ROOF DRAIN

BOOT

V A

R I E

S

EXISTING

BUILDING WALL

NEW ADDITIONAL CONCRETE IF

APPLICABLE (BASED ON DEPTH

TO TOP OF FOOTING)

EXISTING

SIDEWALK

HDPE PIPE

CONNECT TO STORM

DRAIN COLLECTION

SYSTEM

NOTES:

1. DOWNSPOUT LAYOUT AND BOOT TYPE SHALL BE COORDINATED WITH ARCHITECTURAL PLANS.

2. ADAPTER CONNECTION AND PIPE JOINTS SHALL BE WATERTIGHT (WT).

3. CONTRACTOR SHALL BE RESPONSIBLE PROVIDING THE NECESSARY FITTINGS TO INSTALL

ROOF DRAIN PIPING TO STORM DRAIN COLLECTION SYSTEM. SEE PLANS FOR COLLECTION

SYSTEM LAYOUT AND LOCATIONS.

SCALE: NOT TO SCALE

DOWNSPOUT CONNECTION

6" MIN. SUMP DEPTH

4" MIN UNDER

STRUCTURE

VARIES

NOTES:

1. DRAIN BASIN SHALL BE MANUFACTURED FROM PVC PIPE STOCK, UTILIZING A

THERMO-MOLDING PROCESS. MATERIAL SHALL CONFORM TO ASTM D1784 CELL

CLASS 12454.

2. SOLID COVER SHALL BE DUCTILE IRON PER ASTM A536, GRADE 70-50-05. COVERS

SHALL MEET H-20 LOAD RATING.

3. FRAMES SHALL BE DUCTILE IRON PER ASTM A536, GRADE 70-50-05.

4. DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS.

5. DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212

FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL), N-12 HP, & PVC SEWER.

6. THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR

MATERIAL MEETING THE REQUIREMENTS OF CLASS I, CLASS II, OR CLASS III

MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE

DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE

WITH ASTM D2321.

18" MIN WIDTH

CONCRETE APRON

8" MIN THICKNESS

CONCRETE APRON

ELEVATION

4" MIN

8" MIN THICKNESS

CONCRETE APRON

6" MIN SUMP

ISOMETRIC

15"

HDPE / PVC PIPE

INVERT

ELEVATION

FRAME & GRATE

(16.25" x 16.13" SQUARE)

FINISH GRADE

INTEGRATED DUCTILE IRON

FRAME & GRATE

VARIOUS TYPES OF

INLET & OUTLET

ADAPTERS AVAILABLE:

4" - 15" FOR

CORRUGATED HDPE

WATERTIGHT JOINT

(CORRUGATED HDPE SHOWN)

BACKFILL MATERIAL

(SEE NOTES)

COMPACTED SUBGRADE

DRAIN BASIN DETAIL

SCALE: NOT TO SCALE

HDPE PIPE (TYP)

CLEANOUT

Q

U I R

A

N S

PLAN

"INLINE" STORM DRAIN CLEANOUT

ELEVATION

INJECTION MOLDED

WT 45° MAIN WYE

4" TYP.

FINISHED

GRADE

NOTES:

1. PIPE SIZES SHALL CORRESPOND WITH PLANS AND SPECIFICATIONS.

2. PIPE JOINTS AND FITTINGS SHALL BE WATERTIGHT (WT) CONNECTIONS.

3. CONTRACTOR SHALL USE CAST IRON BOX W/ COVER AND THREADED CLEANOUT PLUG (END

CAP) IF LOCATED IN PAVEMENT OR CONCRETE. KEEP 1" MIN. CLEARANCE OF PLUG.

4. CONCRETE COLLAR SHALL DESIGNED TO HAVE #3 BARS ALL AROUND W/ 6" OVERLAP.

COLLAR SHALL BE MIN. 8" THICK. TOP OF COLLAR SHALL BE A MIN. 2" ABOVE FINISH GRADE.

INJECTION MOLDED

WT 45° BEND

GASKETED

CONNECTION

SCALE: NOT TO SCALE

STORM DRAIN CLEANOUT

THREADED CLEANOUT

PLUG (END CAP)

INJECTION MOLDED

WT FITTING (BOX)

TO DOWNSPOUT

CONNECTION

MAIN WYE

HDPE PIPE (TYP)

Q

U I R

A

N S

"DEAD-END" STORM DRAIN CLEANOUT

ELEVATION

INJECTION MOLDED

WT 45° MAIN WYE

4" TYP.

ROUND CONCRETE

COLLAR (SEE NOTE 4)

FINISHED

GRADE

INJECTION MOLDED

WT 45° BEND

THREADED CLEANOUT

PLUG (END CAP)

INJECTION MOLDED

WT FITTING (BOX)

THREADED CLEANOUT

PLUG (END CAP)

GASKETED

CONNECTION

GRANULAR BEDDING

MATERIAL

1/3 Bc MIN.

12" MIN.

6"

CLASS 2 OR 3 BACKFILL TO BE

PLACED IN LAYERS 8" MAX

COMPACTED DEPTH.

COMPACTED TO A DENSITY

REQUIRED BY SPECIFICATIONS.

ROUND CONCRETE

COLLAR (SEE NOTE 4)

60023971

S. THOMAS

C. MOORING

J. BARNES

108 Bentons Lodge Road, Summerville, SC, 29485

ENGINEERING | ARCHITECTURE

CEMS Project No: 15153V

DR.

DES.

CHK.

SUBMITTED BY:

DESIGN DIR.

APPROVED: PWO OR OICC

SATISFACTORY TO:

DATE

DATE

DEPARTMENT OF THE NAVY

MARINE CORPS BASE

CAMP LEJEUNE, NORTH CAROLINA

NAVAL FACILITIES ENGINEERING COMMAND

SIZE CODE IDENT NO. NAVFAC DRAWING NO.

SCALE: SHEET OF

E1 80091

300 N. 3rd St., Suite 110, Wilmington, NC, 28401

ISSUE DATE: 15 MAY 2020

Project Manager: R. ALVAR

843.875.3637

910.363.1640

CONTRACTOR SHALL COMPLY AS FOLLOWS:

A. THE CONTRACTOR SHALL NOT RELEASE TO ANYONE OUTSIDE THE CONTRACTOR'S ORGANIZATION ANY

UNCLASSIFIED INFORMATION, REGARDLESS OF MEDIUM (E.G., FILM, TAPE, DOCUMENT), PERTAINING TO ANY PART OF

THE CONTRACT OR ANY PROGRAM RELATED TO THIS CONTRACT, UNLESS-

1. THE CONTRACTING OFFICE HAS GIVEN PRIOR WRITTEN APPROVAL; OR

2. THE INFORMATION IS OTHERWISE IN THE PUBLIC DOMAIN BEFORE THE DATE OF RELEASE.

B. REQUESTS FOR APPROVAL SHALL IDENTIFY THE SPECIFIC INFORMATION TO BE RELEASED, THE MEDIUM TO BE USED, AND THE PURPOSE FOR THE RELEASE. THE CONTRACTOR SHALL SUBMIT ITS REQUEST TO THE CONTRACTING OFFICER

AT LEAST 45 DAYS BEFORE PROPOSED DATE FOR RELEASE.

C. THE CONTRACTOR AGREES TO INCLUDE A SIMILAR REQUIREMENT IN EACH SUBCONTRACT UNDER THIS CONTRACT.

SUBCONTRACTORS SHALL SUBMIT REQUESTS FOR AUTHORIZATION TO RELEASE THROUGH THE PRIME CONTRACTOR

TO THE CONTRACTING OFFICER.

DISCLOSURE OF INFORMATION

SPEC. 05-18-0042

REPAIR BEQ HP510

CONSTR. CONTR. NO.: N40085-18-B-0042

REVISIONS

SYM. DESCRIPTION DATE APPROVED

CEMS ENGINEERING

MAIN OR BASIN

45° BEND

WYE OR TEE

SIZE AS REQ'D.

M

A X

3" CLEANOUT (TWO-WAY)

C.I. CLEANOUT BOX AND

LOCK COVER WITH "S"

CONCRETE SIDEWALK

CLEANOUT PLUG

T

Y P

TYPICAL CONDENSATION LINE

SCALE: NOT TO SCALE

3" PVC PIPE

3"x1.5" REDUCER

1.5" PVC PIPE

1"x1.5" TRANSITION

FITTING "SHARKBITE"

1" COPPER CONDENSATE

PIPING (SEE DETAIL 8/A-501)

BRICK VENEER

(DOWN TO FOOTING)

NOTES:

1. CLEANOUT TO BE LOCATED IN THE CENTER OF THE CONCRETE SIDEWALK.

EVENLY SPACED FROM SIDEWALK EDGE AND BUILDING.

2. CLEANOUT LID / COVER TO HAVE A LOCKING MECHANISM (LOCK BOLT OR

PENTAGON BOLT). TOOL TO UNLOCK LID SHALL BE PROVIDED TO CLIENT.

3. CLEANOUT LID / COVER TO BE EJ PRESCOTT MODEL 65004, AY MCDONALD

MODEL 5614L (PS), BINGHAM & TAYLOR MODEL 8250 (4930) OR APPROVED

EQUAL.

GENERAL NOTES:

20 PSF

10 PSF

140 MPH

108 MPH

II

C ±0.18

6 FT

II

1.00 Ss = 0.15 S1 = 0.07 D Sds = 0.160 Sd1 = 0.112 B

R = 4 0.046 N/A

COLD-FORMED METAL NOTES:

1. DESIGN, DETAIL AND ERECT COLD-FORMED METAL FRAMING IN

ACCORDANCE WITH ASTM C955.

2. COLD-FORMED METAL FRAMING SIZES INDICATED ARE BASED ON A

MINIMUM YIELD STRESS OF 33 KSI.

3. JOIST SUPPORTS MUST PROVIDE A MINIMUM 1 1/2" OF BEARING.

4. ALL JOISTS SHALL HAVE WEB STIFFENING AT SUPPORTS.

5. JOISTS TO HAVE A MINIMUM 10" OF UNPUNCHED WEB AT ENDS.

6. ALL LOAD BEARING AND SHEAR WALLS SHALL HAVE LATERAL

BRIDGING AT MID-HEIGHT OF STUDS UNLESS NOTED OTHERWISE.

7. PROVIDE DIAGONAL WIND BRACING AS INDICATED OR AS SPECIFIED

BY THE MANUFACTURER.

8. COLD-FORMED METAL FRAMING SHALL BE GALVANIZED IN

ACCORDANCE WITH A653, G60.

9. GALVANIZING DAMAGED BY INSTALLATION OPERATIONS OR WELDING

SHALL BE REPAIRED USING GALVANIZING REPAIR PAINT CONFORMING

TO SSPC-PAINT 20 OR DOD-P-21035.

10. COLD-FORMED METAL FRAMING GAUGES AND SIZES ARE BASED UPON

THE STEEL STUD MANUFACTURERS ASSOCIATION (SSMA).

11. METAL STUDS FOR BEARING SHALL BE SIZES INDICATED ON THESE

DRAWINGS AND/OR THE TRUSS MANUFACTURER'S SUBMITTAL.

12. PROVIDE JOIST BRIDGING, BRACING AND WEB STIFFENERS IN

ACCORDANCE WITH COLD-FORMED METALS FRAMING SYSTEM

MANUFACTURER'S RECOMMENDATIONS AND AS INDICATED IN THESE

DRAWINGS, WHICHEVER IS THE GREATER REQUIREMENT.

13. PROVIDE DOUBLE STUDS AT EACH END OF X-BRACED PANEL. PROVIDE

HOLD DOWN EACH SIDE OF DOUBLE STUD PER SHEET S-501.

14. SEE SHEET S-501 FOR SUGGESTED X-BRACED PANEL DETAIL.

15. SEE SHEET S-501 FOR TYPICAL COLD-FORMED METAL DETAILS.

16. STRUCTURAL STANDING SEAM METAL ROOF (SSSMR) PANELS, GAUGE,

AND ATTACHMENTS SHALL RESIST APPLICABLE WIND UPLIFT LOADS

AND A SERVICE SEISMIC ROOF DIAPHRAGM SHEAR OF 100 PLF. FLAT

STRAP X-BRACED (SHEAR WALL) LOCATIONS MAY BE ADDED (NONE

MAY BE REMOVED) AS REQUIRED TO ACCOUNT FOR A

MANUFACTURERER'S LOAD RATING FOR THE ROOF PANEL'S

DIAPHRAGM LOAD CAPACITY.

MASONRY NOTES:

1. CONCRETE MASONRY DESIGN AND CONSTRUCTION SHALL BE IN

ACCORDANCE WITH TMS 402/602-13 (BUILDING CODE REQUIREMENTS FOR

MASONRY STRUCTURES) AND ASCE 7-10 (MINIMUM DESIGN LOADS FOR

BUILDINGS AND OTHER STRUCTURES).

2. MORTAR SHALL BE TYPE "S" WITH AN AVERAGE COMPRESSIVE STRENGTH

OF 1,800 PSI AT 28 DAYS CONFORMING TO ASTM C270.

3. CONCRETE MASONRY SHALL BE GRADE AS SPECIFIED BY ASTM C90. NET

AREA COMPRESSIVE STRENGTH OF CONCRETE MASONRY UNIT SHALL BE A

MIN. 2,000 PSI. MINIMUM SPECIFIED COMPRESSIVE STRENGTH (f'm) SHALL

BE 2,000 PSI PER TABLE 2 OF TMS 402/602-13 SPECIFICATIONS.

4. GROUT FOR USE IN MASONRY SHALL CONFIRM TO ASTM C476 WITH A

MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI AT 28 DAYS.

5. ALL MASONRY SHALL BE LAID IN A RUNNING BOND U.N.O.

6. SEE SPECIFICATION SECTION 04 20 00 FOR ADDITIONAL INFORMATION.

METAL TRUSS NOTES:

1. METAL TRUSSES SHALL BE DESIGNED, FABRICATED AND INSTALLED AS

INDICATED ON THE DRAWINGS AND IN ACCORDANCE WITH THE AMERICAN

IRON AND STEEL INSTITUTE, NORTH AMERICAN SPECIFICATION FOR THE

DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS 2012 AND

AMERICAN IRON AND STEEL INSTITUTE STANDARD FOR COLD-FORMED

STEEL FRAMING - TRUSS DESIGN 2012.

2. SUBMIT SHOP DRAWINGS AND CALCULATIONS SIGNED AND SEALED BY A

REGISTERED ENGINEER.

3. PROVIDE HORIZONTAL BRIDGING AS SHOWN ON THE DRAWINGS AND/OR

AS RECOMMENDED BY THE TRUSS MANUFACTURER, WHICHEVER IS

GREATER.

4. THE TRUSS FRAMING SHOWN IS FOR INTENT OF DESIGN PURPOSES ONLY.

FINAL FRAMING LAYOUT MAY VARY BASED UPON TRUSS MANUFACTURERS

DESIGN.

5. COORDINATE TRUSS GIRDER BEARING POINTS WITH METAL FRAMING

LAYOUT.

6. ROOF PURLINS TO BE SPACED AT 48" O.C. MAX. UNLESS SHOWN

OTHERWISE.

7. TOP CHORD DEAD LOAD SHOWN BELOW INCLUDES 3 PSF FOR TRUSS SELF-

WEIGHT.

8. UNIFORM LOADS INDICATED BELOW TO BE USED FOR DESIGN OF HIP

AND/OR GIRDERS TRUSSES AS REQUIRED.

9. MAXIMUM LIVE LOAD DEFLECTION SHALL BE SPAN/240 FOR ROOF TRUSSES.

10. PERMANENT TRUSS BRIDGING AND TEMPORARY TRUSS BRACING SHALL

BE IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS.

11. ROOF TRUSSES SHALL BE DESIGNED FOR APPLICABLE WIND LOADS AS

INDICATED IN GENERAL NOTES, IN COMBINATION WITH DEAD LOADS

SHOWN BELOW.

12. TRUSS TO TRUSS CONNECTIONS SHALL BE DESIGNED BY TRUSS

MANUFACTURER.

13. CONTRACTOR SHALL COORDINATE WITH APPLICABLE MECHANICAL LOADS

AND CLEARANCES PRIOR TO ORDERING TRUSSES.

14. CONTRACTOR SHALL COORDINATE METAL TRUSS AND FALL PROTECTION

SYSTEM LOCATIONS AND CONNECTIONS. TRUSS MANUFACTURER SHALL

PROVIDE TRUSSES CAPABLE OF SUPPORTING LOADS INDUCED BY FALL

PROTECTION SYSTEM.

15. ROOF TRUSS DESIGN LOADS TO BE AS FOLLOWS:

TOP CHORD LIVE LOAD 20 PSF

TOP CHORD DEAD LOAD 10 PSF

BOTTOM CHORD DEAD LOAD 10 PSF

BOTTOM CHORD LIVE LOAD 0 PSF

WOOD FRAMING NOTES:

1. STRUCTURAL DESIGN IS BASED UPON USE OF #2 SOUTHERN YELLOW PINE, KD-19.

2. ALL CONSTRUCTION IS TO CONFORM TO IBC 2015 AND ALL NAILING

REQUIREMENTS SHALL BE AS PER IBC 2015 TABLES UNLESS NOTED OTHERWISE

ON THE DRAWINGS. NAILING REQUIREMENTS ARE IN ADDITION TO THE

REQUIREMENTS OF SPECIFIED TIMBER CONNECTIONS.

3. ALL NAILING REQUIREMENTS LISTED ARE BASED UPON THE USE OF COMMON

WIRE NAILS (NOT SINKERS, BOX, ETC.).

4. TIMBER CONNECTIONS, INSTALLATION, & FASTENING SHALL BE AS SPECIFIED

HEREIN OR AS SPECIFIED BY THE MANUFACTURER TO DEVELOP THE FULL

STRENGTH OF EACH CONNECTOR.

5. ALL WOOD, GLULAM, LVL, ETC. MEMBERS EXPOSED TO THE ENVIRONMENT SHALL

BE TREATED LUMBER IN ACCORDANCE WITH AWPA STANDARD C2.

6. MEMBERS IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE

TREATED.

7. MEMBERS SHALL BE CUT, NOTCHED, OR BORED IN ACCORDANCE WITH

APPLICABLE REQUIREMENTS OF AFPA-T901 FOR THE PASSAGE OF PIPES, WIRES,

OR CONDUITS.

8. MEMBERS SHALL BE CLOSELY FITTED, ACCURATELY SET TO REQUIRED LINES

AND LEVELS, AND RIGIDLY SECURED IN PLACE.

9. MEMBERS SHALL BE ALIGNED AND ALL CONNECTIONS COMPLETED BEFORE

REMOVAL OF BRACING.

10. EXCEPT WHERE OTHERWISE INDICATED, JOISTS SHALL HAVE BEARINGS NOT

LESS THAN 4 INCHES ON CONCRETE OR MASONRY AND 1 1/2 INCHES ON WOOD

OR METAL.

11. SET STRUCTURAL MEMBERS LEVEL AND PLUMB, IN CORRECT POSITION.

12. MAKE PROVISION FOR ERECTION LOADS, AND FOR SUFFICIENT TEMPORARY

BRACING TO MAINTAIN STRUCTURE SAFE, PLUMB, AND IN TRUE ALIGNMENT UNTIL

COMPLETION OF ERECTION AND INSTALLATION OF PERMANENT BRACING.

13. CONSTRUCT LOAD BEARING MEMBERS FULL LENGTH AND WITHOUT SPLICES.

14. SECURE ROOF SHEATHING PERPENDICULAR TO FRAMING MEMBERS WITH ENDS

STAGGERED AND SHEET ENDS OVER FIRM BEARING. USE SHEATHING CLIPS

BETWEEN SHEETS BETWEEN ROOF FRAMING MEMBERS.

15. SECURE SUB-FLOOR PERPENDICULAR TO FLOOR FRAMING WITH END JOINTS

STAGGERED AND SHEET ENDS OVER FIRM BEARING.

16. CONTRACTOR SHALL PROVIDE SOLID BLOCKING UNDER ALL COLUMNS, BEAMS,

AND POINT LOADS.

17. TOLERANCE

FRAMING MEMBERS: 1/4" FROM TRUE POSITION MAXIMUM

SURFACE FLATNESS OF FLOOR: 1/4" IN 10 FEET.

1. THE STRUCTURE IS DESIGNED AS A STABLE UNIT AFTER ALL COMPONENT PARTS

ARE IN PLACE. THEREFORE, THE CONTRACTOR/ERECTOR SHALL PROVIDE ALL

NECESSARY SHORING AND BRACING AS REQUIRED TO ENSURE STABILITY DURING

ERECTION.

2. WHEN A DETAIL IS SHOWN ON THE STRUCTURAL DRAWINGS FOR ONE CONDITION,

IT SHALL APPLY TO ALL SIMILAR OR LIKE CONDITIONS, UNLESS NOTED OR SHOWN

OTHERWISE ON THE DRAWINGS.

3. DESIGN CRITERIA:

A: ROOF LIVE LOAD:

B: GROUND SNOW LOAD, Pg:

C: WIND LOADS

a. ULTIMATE WIND SPEED, Vult:

b. NOMINAL WIND SPEED, Vasd:

c. RISK CATEGORY:

d. WIND EXPOSURE:

e. INTERNAL PRESSURE COEFFICIENT:

f. PRESSURE COEFFICIENT ZONE WIDTH, a:

g. COMPONENT AND CLADDING WIND PRESSURE:

D: SEISMIC LOADS

a. RISK CATEGORY:

b. SEISMIC IMPORTANCE FACTOR, Ie:

c. MAPPED SPECTRAL RESPONSE,

d. SITE CLASS:

e. DESIGN SPECTRAL RESPONSE,

f. SEISMIC DESIGN CATEGORY:

g. BASIC SEISMIC FORCE RESISTING SYSTEM FOR NEW ROOF:

LIGHT FRAMING WITH FLAT

STRAP BRACING/BLOCKING

h. RESPONSE MODIFICATION COEFFICIENT,

i. SEISMIC RESPONSE COEFFICIENT, Cs:

j. DESIGN BASE SHEAR:

k. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE

4. THE STRUCTURE IS DESIGNED IN ACCORDANCE WITH IBC 2015, ASCE 7-10,

UFC 3-301-01, AND UFC 4-010-01.

5. DESIGN, FABRICATE, AND ERECT STRUCTURAL STEEL IN ACCORDANCE WITH

AISC STEEL CONSTRUCTION MANUAL 14TH EDITION (AISC 325-11).

6. STRUCTURAL STEEL SHALL BE AS FOLLOWS:

a. W-SHAPES

b. PLATES, ANGLES, CHANNELS, MISC. STEEL

c. HSS

7. STEEL DECK SHALL BE MINIMUM 3 SPAN CONDITION WITH THE FOLLOWING

MINIMUM PROPERTIES.

ROOF:

TYPE 1.5B22 (VULCRAFT)

In = 0.183 in4/ft. Ip = 0.155 in4/ft.

Sn = 0.192 in3/ft. Sp = 0.186 in3/ft. Fy = 33 ksi

FLOOR:

TYPE 1.0C20 (VULCRAFT)

In = 0.088 in4/ft. Ip = 0.088 in4/ft.

Sn = 0.165 in3/ft. Sp = 0.167 in3/ft. Fy = 60 ksi 5" CONCRETE SLAB W/ 6x6-W2.9xW2.9 WWR

8. 3/4" DIAMETER ASTM A325N BOLTS SHALL BE USED IN ALL STRUCTURAL STEEL

BOLTED CONNECTIONS UNLESS NOTED OTHERWISE. TIGHTEN BOLTS TO TENSION

REQUIRED BY AISC.

9. ALL WELDED CONSTRUCTION SHALL BE IN ACCORDANCE WITH AWS D1.1 AND

AISC.

10. COLD FORMED STEEL DESIGN SHALL BE IN ACCORDANCE WITH THE AISI

SPECIFICATION FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL

MEMBERS, 2012 EDITION.

11. COLD FORMED STEEL SHALL BE DESIGNED FOR WIND LOADING NOTED ABOVE.

12. CONTRACTOR SHALL FULLY COORDINATE ALL ARCHITECTURAL AND STRUCTURAL

DRAWINGS (INCLUDING DIMENSIONS AND ELEVATIONS) AND SHALL FULLY

RESOLVE ANY CONFLICTS PRIOR TO COMMENCING WORK.

13. FABRICATION DRAWINGS SHALL NOT BE REPRODUCTION OF STRUCTURAL

CONTRACT DRAWINGS.

14. MISCELLANEOUS STRUCTURAL ITEMS, CONDITIONS OR PIECES OF STEEL MAY BE

SHOWN ON ARCHITECTURAL DRAWINGS.

15. CONTRACTOR SHALL CONSULT ROICC FOR DIRECTION SHOULD UNCHARTED OR

INCORRECTLY CHARTED PIPING OR OTHER UTILITIES BE ENCOUNTERED DURING

SITE CLEARING, GRADING AND EXCAVATION.

ASTM A992

ASTM A36

ASTM A1085

FOUNDATION NOTES:

1. STRUCTURAL FOUNDATION DESIGN IS BASED UPON AN ASSUMED

ALLOWABLE SOIL BEARING CAPACITY OF 2,000 PSF.

2. LATERAL SOIL PRESSURE BASED ON SOIL DENSITY OF 120 PCF WITH AN

ANGLE OF INTERNAL REPOSE OF 30 DEGREES.

3. ALL FOUNDATIONS ARE TO BEAR ON UNDISTURBED IN-SITU SOIL OR ON

TESTED STRUCTURAL BACKFILL. FILL SHALL BE PLACED IN UNIFORM LIFTS

OF NO MORE THAN 8 INCHES THICK AND COMPACTED TO 95% MODIFIED

PROCTOR VALUE FOR BACKFILL IN ACCORDANCE WITH ASTM D-1557 (THIS

INCLUDES THE LAYER OF CLEAN WASHED SAND OR STONE FOR SLABS ON

GRADE). THE MAXIMUM PARTICLE SIZE FOR FILL PLACEMENT SHALL NOT

EXCEED 2/3 OF THE LIFT THICKNESS.

4. MAINTAIN POSITIVE SURFACE DRAINAGE TO PREVENT THE ACCUMULATION

OF WATER IN EXCAVATED AREAS.

5. MATERIAL TO BE USED AS FILL SHALL BE TESTED BY AN APPROVED

TESTING LABORATORY TO DETERMINE SUITABILITY PRIOR TO BEING

PLACED.

6. REMOVE ALL ORGANIC AND DELETERIOUS MATERIAL.

7. SURFACE AREAS AT GRADE AND AREAS TO RECEIVE FILL SOILS SHALL BE

DETERMINED WITHIN ±2 PERCENTAGE POINTS OF THE OPTIMUM MOISTURE

CONTENT DETERMINED FROM THE MODIFIED PROCTOR TEST.

1. CONCRETE DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH

ACI 318-14; BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE.

2. CONCRETE COMPRESSIVE STRENGTH SHALL BE 3,000 PSI AT 28 DAYS.

3. REINFORCING STEEL SHALL BE ASTM A615, GRADE 60.

4. WELDED WIRE REINFORCEMENT SHALL BE ASTM A1064. WELDED WIRE

REINFORCEMENT WILL BE PLACED AT MID DEPTH OF SLAB, UNLESS

OTHERWISE NOTED.

5. PROPORTION AND DESIGN CONCRETE MIXES TO RESULT IN CONCRETE

SLUMP AT POINT OF PLACEMENT NOT LESS THAN 3" AND NOT MORE THAN 5".

6. ADDITION OF WATER TO READY-MIX IN THE FIELD SHALL NOT BE ALLOWED.

7. DEPOSIT CONCRETE IN A CONTINUOUS OPERATION UNTIL THE PLACING OF

CONCRETE IS COMPLETE. IF POUR IS TO BE DISCONTINUOUS, CONTRACTOR

SHALL USE CONSTRUCTION JOINTS.

8. CONCRETE MUST BE CURED FOR A MINIMUM 21 DAYS PRIOR TO ANY

ADHESIVE ANCHOR INSTALLATION.

9. SEE SECTION 20.6 OF ACI 318 FOR MINIMUM REINFORCED PROTECTION

REQUIREMENTS.

10. SEE SPECIFICATION SECTION 03 30 50 FOR ADDITIONAL INFORMATION.

11. TYPICAL REINFORCEMENT SPLIES SHALL BE AS FOLLOWS:

11.1 #4 BARS - 22" LAP

11.2 #5 BARS - 28" LAP

11.3 #6 BARS - 33" LAP

11.4 #7 BARS - 48" LAP

11.5 #8 BARS - 55" LAP

CONCRETE NOTES:

30 -48

52 44

-83 -123

-57

-70 -55

-50

-96 -61 -44

EFFECTIVE AREA (SF)

10 100

ROOF

WALL

WIND ZONES

(SEE DIAGRAMS)

HIP ROOF WIND ZONES (7° < Θ < 27°)

2 2

1 222 21 a a a a a a a a a h

WALL WIND ZONES

108 Bentons Lodge Rd., Summerville, SC, 29485

ENGINEERING | ARCHITECTURE

CEMS Project No: Project Manager: R. Alvar

DR.

DES.

CHK.

SUBMITTED BY:

DESIGN DIR.

APPROVED: PWO OR OICC

SATISFACTORY TO:

DATE

DATE

DEPARTMENT OF THE NAVY

MARINE CORPS BASE

CAMP LEJEUNE, NORTH CAROLINA

NAVAL FACILITIES ENGINEERING COMMAND

SIZE CODE IDENT NO. NAVFAC DRAWING NO.

SCALE: SPEC. SHEET OF

E1 80091

300 N. 3rd St., Suite 110, Wilmington, NC, 28401 843.875.3637 910.363.1640

CONSTR. CONTR. NO.:

ISSUE DATE:

CONTRACTOR SHALL COMPLY AS FOLLOWS:

A. THE CONTRACTOR SHALL NOT RELEASE TO ANYONE OUTSIDE THE CONTRACTOR'S

ORGANIZATION ANY UNCLASSIFIED INFORMATION, REGARDLESS OF MEDIUM (E.G., FILM, TAPE, DOCUMENT), PERTAINING TO ANY PART OF THE CONTRACT OR ANY PROGRAM RELATED TO THIS

CONTRACT, UNLESS-

1. THE CONTRACTING OFFICE HAS GIVEN PRIOR WRITTEN APPROVAL; OR

2. THE INFORMATION IS OTHERWISE IN THE PUBLIC DOMAIN BEFORE THE DATE OF RELEASE.

B. REQUESTS FOR APPROVAL SHALL IDENTIFY THE SPECIFIC INFORMATION TO BE RELEASED, THE MEDIUM TO BE USED, AND THE PURPOSE FOR THE RELEASE. THE CONTRACTOR SHALL SUBMIT ITS

REQUEST TO THE CONTRACTING OFFICER AT LEAST 45 DAYS BEFORE PROPOSED DATE FOR

RELEASE.

C. THE CONTRACTOR AGREES TO INCLUDE A SIMILAR REQUIREMENT IN EACH SUBCONTRACT

UNDER THIS CONTRACT. SUBCONTRACTORS SHALL SUBMIT REQUESTS FOR AUTHORIZATION TO

RELEASE THROUGH THE PRIME CONTRACTOR TO THE CONTRACTING OFFICER.

DISCLOSURE OF INFORMATION

AS NOTED

CEMS ENGINEERING

S. RYALS

J. LI

E. WIETERS

REPAIRS BEQ HP510

GENERAL NOTES AND DESIGN LOADS

S-001

14 14315 MAY 2020

60023972

15153V

N40085-18-B-0042

05-18-0042

REVISIONS

SYM. DESCRIPTION DATE APPROVED

045662

N

O

RT

H CAROL IN

A

P

RO

FESS I ONA

L

SEAL

E

N G

I N E E

R

E R

I C C. W I E T E

UP

SD401

DS10

DS6

DS3

DS4

DS10

DS10

DS11

DS1DS1

DS11

DS1DS1

DS12

DS13

DS13

DS6

DS13

DS2 TYP.

DS2 TYP.

DS3DS6

8'-8"

8'-8"

DS10

DS10

DS10

DS8DS8DS8DS8

DS8 DS8 DS8 DS8

DS2 TYP.

DS2 TYP.

DS6 DS3

DS10

DS10

DS10

DS8DS8DS8DS8

DS8 DS8 DS8 DS8

DS2 TYP.

DS2 TYP.

ITEM TO BE DEMOLISHED

GENERAL NOTES

SHEET KEYNOTES

LEGEND

108 Bentons Lodge Rd., Summerville, SC, 29485

ENGINEERING | ARCHITECTURE

CEMS Project No: Project Manager: R. Alvar

DR.

DES.

CHK.

SUBMITTED BY:

DESIGN DIR.

APPROVED: PWO OR OICC

SATISFACTORY TO:

DATE

DATE

DEPARTMENT OF THE NAVY

MARINE CORPS BASE

CAMP LEJEUNE, NORTH CAROLINA

NAVAL FACILITIES ENGINEERING COMMAND

SIZE CODE IDENT NO. NAVFAC DRAWING NO.

SCALE: SPEC. SHEET OF

E1 80091

300 N. 3rd St., Suite 110, Wilmington, NC, 28401 843.875.3637 910.363.1640

CONSTR. CONTR. NO.:

ISSUE DATE:

CONTRACTOR SHALL COMPLY AS FOLLOWS:

A. THE CONTRACTOR SHALL NOT RELEASE TO ANYONE OUTSIDE THE CONTRACTOR'S

ORGANIZATION ANY UNCLASSIFIED INFORMATION, REGARDLESS OF MEDIUM (E.G., FILM, TAPE, DOCUMENT), PERTAINING TO ANY PART OF THE CONTRACT OR ANY PROGRAM RELATED TO THIS

CONTRACT, UNLESS-

1. THE CONTRACTING OFFICE HAS GIVEN PRIOR WRITTEN APPROVAL; OR

2. THE INFORMATION IS OTHERWISE IN THE PUBLIC DOMAIN BEFORE THE DATE OF RELEASE.

B. REQUESTS FOR APPROVAL SHALL IDENTIFY THE SPECIFIC INFORMATION TO BE RELEASED, THE MEDIUM TO BE USED, AND THE PURPOSE FOR THE RELEASE. THE CONTRACTOR SHALL SUBMIT ITS

REQUEST TO THE CONTRACTING OFFICER AT LEAST 45 DAYS BEFORE PROPOSED DATE FOR

RELEASE.

C. THE CONTRACTOR AGREES TO INCLUDE A SIMILAR REQUIREMENT IN EACH SUBCONTRACT

UNDER THIS CONTRACT. SUBCONTRACTORS SHALL SUBMIT REQUESTS FOR AUTHORIZATION TO

RELEASE THROUGH THE PRIME CONTRACTOR TO THE CONTRACTING OFFICER.

DISCLOSURE OF INFORMATION

AS NOTED

PLAN NORTH

CEMS ENGINEERING

S. RYALS

J. LI

E. WIETERS

REPAIRS BEQ HP510

DEMOLITION PLANS

SD101

15 14315 MAY 2020

60023973

15153V

N40085-18-B-0042

05-18-0042

SCALE: 3/32" = 1'-0"3

FIRST FLOOR DEMOLITION PLAN

DS1 DEMOLISH EXISTING CONCRETE SLAB AS

REQUIRED FOR INSTALLATION OF CONDUIT AND

PIPING. COORDINATE W/ MECHANICAL, ELECTRICAL

AND PLUMBING. ENSURE EXISTING FOUNDATIONS

BELOW REMAIN INTACT AND UNDAMAGED.

DS2 REMOVE EXISTING DOOR/WINDOW FRAME SYSTEM

TO PROVIDE ORIGINAL 8'-8"±x8'-8"± OPENING.

DS3 DEMOLISH EXISTING CMU WALL TO ELEVATION 8'-8"

ABOVE FINISHED FLOOR (TO BOTTOM OF EXISTING

CONC. BEAM) FOR INSTALLATION OF NEW DOOR.

DEMOLISH EXISTING BRICK VENEER FULL HEIGHT

OF STRUCTURE.

DS4 DEMOLISH EXISTING CMU AND BRICK VENEER WALL

(INCLUDING EXISTING MECHANICAL LOUVER) FROM

ELEVATION 1'-4" TO ELEVATION 8'-0" ABOVE

FINISHED FLOOR FOR INSTALLATION OF NEW

LOUVER. PROVIDE DEMOLITION AND

CONSTRUCTION OF BRICK VENEER AND ITS

SUPPORT PER ARCHITECTURAL DRAWINGS &

SHEET S-302.

DS6 EXISTING LOUVER TO BE REMOVED AND OPENING

TO BE INFILLED W/ CMU & BRICK VENEER.

DS8 DEMOLISH EXISTING PRECAST CONCRETE GUARDS

(TYP. OF 8 PER FLOOR). GUARDS ARE WELDED TO

EXISTING PLATES EMBEDDED INTO EXISTING

CONCRETE SLAB.

DS10 DEMOLISH EXISTING CMU WALL.

DS11 DEMOLISH EXISTING CONCRETE SLAB ON GRADE

FOR INSTALLATION OF NEW STRIP FOOTING.

DS12 DEMOLISH EXISTING CONCRETE SLAB AS

INDICATED FOR NEW SLOPED FLOOR, FLOOR

DRAIN, OR PLUMBING DEMOLITION. COORDINATE

WITH ARCHITECTURAL AND PLUMBING DRAWINGS.

DS13 DEMOLISH EXISTING CONCRETE SLAB ON GRADE

AS INDICATED FOR NEW SLOPED FLOOR, FLOOR

DRAIN, OR PLUMBING DEMOLITION. COORDINATE

WITH ARCHITECTURAL AND PLUMBING DRAWINGS.

1. ALL EXISTING CONDITIONS AND STRUCTURAL

MEMBERS SPECIFIED PER…