1641320dwg06of07.pdf

PDF 13 MB Posted Aug 4, 2021

Attached to: P405 DESIGN-BID-BUILD, Range Improvements & Modernization, Phase 3, Marine Corps Recruit Depot, Parris Island, South Carolina
Solicitation number: N4008521R2531
Issued by: Department of the Navy Naval Facilities Engineering Command

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Written by GovTribe AI · Dec 28, 2023

This solicitation is for the construction of a new rifle range at the Marine Corps Recruit Depot in Parris Island, South Carolina. The project will construct a new known distance rifle range in the same location as an existing range, along with support buildings such as a target storage facility, butts control house, and toilet facilities. All facilities will be concrete or masonry structures with stucco exteriors and concrete slab foundations. The range will include an earthen backstop berm with retaining walls, safety side walls with acoustic insulation, and built-in equipment like target benches, number displays, and firing line seating. The soliciting agency is the Naval Facilities Engineering Command on behalf of the Department of the Navy.

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File	Type	Posted
Amendment 0009.pdf	PDF	May 3, 2022
AMENDMENT 0008.pdf	PDF	Apr 21, 2022
Amendment 0007.pdf	PDF	Dec 27, 2021
Amendment 0007 Rev - Attachment E - Price Proposal Form.pdf	PDF	Dec 27, 2021
Amendment 0006 - P405 Revised Final Bldg HAZMAT Reports.pdf	PDF	Sep 27, 2021
AMENDMENT 0006.pdf	PDF	Sep 27, 2021
1641320Amend0006 spc 04 20 00 33 40 00.pdf	PDF	Sep 27, 2021
1641320Amend0006dwg CIVIL.pdf	PDF	Sep 27, 2021
1641320Amend0006dwg STRUCT.pdf	PDF	Sep 27, 2021
Amendment 0006 - P405 Geotechnical Investigation Report Rev 4.pdf	PDF	Sep 27, 2021
AMENDMENT 0005.pdf	PDF	Sep 17, 2021
AMENDMENT 0004.pdf	PDF	Sep 16, 2021
1641320Amend0004dwg_CIVIL.pdf	PDF	Sep 16, 2021
Amendment 0003 - P405 ACAD.zip	ZIP file	Sep 8, 2021
AMENDMENT 0003.pdf	PDF	Sep 8, 2021
Amendment 0002 - eOMSI FDW-Nov2020.xlsx	XLSX spreadsheet	Sep 3, 2021
AMENDMENT 0002.pdf	PDF	Sep 3, 2021
Amendment 0002 - Site Visit Roster.jpg	JPG image	Sep 3, 2021
AMENDMENT 0001 - PROJECT TABLE OF CONTENTS.pdf	PDF	Aug 18, 2021
AMENDMENT 0001.pdf	PDF	Aug 18, 2021
Attachment E - Price Proposal Form.pdf	PDF	Aug 4, 2021
1641320dwg02of07.pdf	PDF	Aug 4, 2021
1641320dwg03of07.pdf	PDF	Aug 4, 2021
1641320dwg01of07.pdf	PDF	Aug 4, 2021
1641320dwg05of07.pdf	PDF	Aug 4, 2021
N4008521R2531.pdf	PDF	Aug 4, 2021
Attachment D - SBSP (FinalTemplate) Jan2021.doc	DOC document	Aug 4, 2021
Attachment A - PPI Inquiry Log.doc	DOC document	Aug 4, 2021
Attachment C - Past Performance Questionnaire.docx	DOCX document	Aug 4, 2021
1641320dwg04of07.pdf	PDF	Aug 4, 2021
Attachment B - Construction Experience Data Sheet.docx	DOCX document	Aug 4, 2021
1641320spc01of01.pdf	PDF	Aug 4, 2021
1641320dwg07of07.pdf	PDF	Aug 4, 2021

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GENERAL

A. THE FOLLOWING NOTES APPLY TO ALL STRUCTURAL DRAWINGS.

B. WHERE A DETAIL, TYPICAL DETAIL, SECTION, TYPICAL SECTION OR

PLAN NOTE IS SHOWN FOR ONE CONDITION, IT APPLIES FOR ALL

SIMILAR OR LIKE CONDITIONS UNLESS NOTED OTHERWISE.

C. ALL DESIGN AND CONSTRUCTION IS BASED ON AND MUST BE IN

ACCORDANCE WITH THE FOLLOWING CODES AND CRITERIA:

A. UFC 1-200-01, DoD BUILDING CODE, WITH CHANGE 1, 01 OCTOBER

B. UFC 3-301-01, STRUCTURAL ENGINEERING, 01 OCTOBER 2019

C. UFC 4-010-01, DoD MINIMUM ANTITERRORISM STANDARDS FOR

BUILDINGS WITH CHANGE 1, 19 AUGUST 2020

D. 2018 INTERNATIONAL BUILDING CODE

E. ASCE 7-16, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER

STRUCTURES

F. AISC 360-10, SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS

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

CONCRETE

D. NO PROVISION OF REFERENCED STANDARD SPECIFICATION, MANUAL

OR CODE (WHETHER OR NOT SPECIFICALLY INCORPORATED BY

REFERENCE IN THE CONSTRUCTION DOCUMENTS) ARE EFFECTIVE TO

CHANGE THE DUTIES AND RESPONSIBILITIES OF OWNER,

CONTRACTOR, ENGINEER, SUPPLIER, OR THEIR CONSULTANTS,

AGENTS, OR EMPLOYEES FROM THOSE SET FORTH IN THE

CONSTRUCTION DOCUMENTS. NOR WILL IT BE EFFECTIVE TO ASSIGN

TO THE STRUCTURAL ENGINEER OF RECORD OR THE STRUCTURAL

ENGINEER OF RECORD'S CONSULTANTS, AGENTS, OR EMPLOYEES

DUTY OR AUTHORITY TO SUPERVISE OR DIRECT THE PERFORMANCE

OF THE WORK OR DUTY OR AUTHORITY TO UNDERTAKE

RESPONSIBILITIES CONTRARY TO THE PROVISIONS OF THE

CONSTRUCTION DOCUMENTS.

E. CONSTRUCTION DOCUMENTS INCLUDE, BUT ARE NOT LIMITED TO, THE

STRUCTURAL DOCUMENTS (DRAWINGS AND SPECIFICATIONS), BUT DO

NOT INCLUDE SHOP DRAWINGS, VENDOR DRAWINGS, OR MATERIAL

PREPARED AND SUBMITTED BY THE GENERAL CONTRACTOR.

F. SPECIFICATIONS GOVERN IN THE EVENT OF A CONFLICT WITH THE

CODE OF PRACTICE OR CONSTRUCTION DOCUMENTS. WHERE A

CONFLICT OCCURS WITHIN THE CONSTRUCTION DOCUMENTS, THE

STRICTEST REQUIREMENT GOVERNS.

G. THE GENERAL CONTRACTOR MUST VERIFY DIMENSIONS AND SITE

CONDITIONS AND NOTIFY CONTRACTING OFFICER OF DISCREPANCIES

PRIOR TO PROCEEDING WITH WORK. FOR DIMENSIONS NOT SHOWN

ON STRUCTURAL DRAWINGS, SEE ARCHITECTURAL DRAWINGS.

H. DO NOT SCALE FOR DIMENSIONS NOT SHOWN ON DRAWINGS. SEND

WRITTEN REQUEST FOR INFORMATION TO THE ARCHITECT FOR

DIMENSIONS NOT PROVIDED.

I. THE STRUCTURE SHOWN ON THESE DRAWINGS IS SELF-SUPPORTING

ONLY IN ITS COMPLETED FORM. THE GENERAL CONTRACTOR IS

RESPONSIBLE FOR PROVIDING THE DESIGN, ADEQUACY, SAFETY, AND

STABILITY OF TEMPORARY ERECTION BRACING AND SHORING.

J. NO PROVISIONS HAVE BEEN MADE IN THE DESIGN FOR THE SUPPORT

OF A CONCENTRATED LOAD FROM PLUMBING, MECHANICAL OR HVAC

EXCEPT AS SHOWN ON THE DRAWINGS.

K. THE GENERAL CONTRACTOR MUST COORDINATE SIZES AND

LOCATIONS OF FLOOR, ROOF, AND WALL PENETRATIONS WITH

MECHANICAL AND ARCHITECTURAL DRAWINGS. PENETRATIONS NOT

SHOWN ON STRUCTURAL DRAWINGS MUST BE APPROVED BY THE

CONTRACTING OFFICER UNLESS NOTED OTHERWISE.

L. THE GENERAL CONTRACTOR MUST VERIFY THAT MISCELLANEOUS

FRAMING SHOWN ON THE STRUCTURAL DRAWINGS FOR MECHANICAL

EQUIPMENT, OWNER-FURNISHED ITEMS, PARTITIONS, ETC. IS

CONSISTENT WITH THE REQUIREMENTS OF SUCH ITEMS.

M. ELEVATIONS SHOWN ARE TO TOP OF FOUNDATIONS, SLABS OR STEEL

BEAMS UNLESS NOTED OTHERWISE.

N. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR MEANS, METHODS,

TECHNIQUES, SEQUENCES, AND PROCEDURES IN ORDER TO COMPLY

WITH THE CONSTRUCTION DOCUMENTS.

O. THE GENERAL CONTRACTOR HAS SOLE RESPONSIBILITY TO COMPLY

WITH APPLICABLE OSHA REGULATIONS.

P. THE STRUCTURAL ENGINEER OF RECORD HAS DELEGATED THE

DESIGN OF PRECAST CONCRETE, GLAZING SYSTEMS, COLD FORMED

METAL FRAMING, RAILING, AND STAIRS, OR OTHER SYSTEMS NOT

SHOWN IN THE STRUCTURAL DRAWINGS. SUCH SYSTEMS MUST BE

PROVIDED AS REQUIRED BY OTHER PORTIONS OF THE CONTRACT

DOCUMENTS.

SHOP DRAWINGS

D. SHOP DRAWINGS AND CALCULATIONS FOR DELEGATED DESIGN ITEMS

AS DICTATED BY THE CONSTRUCTION DOCUMENTS MUST BE SIGNED

AND SEALED BY A REGISTERED DESIGN PROFESSIONAL LICENSED IN

THE STATE IN WHICH THE PROJECT IS LOCATED BEFORE SUBMITTING

FOR REVIEW.

E. COMPLETE SHOP DRAWINGS FOR CONSTRUCTION OF APPLICABLE

SPECIALTY ITEMS INCLUDING, BUT NOT LIMITED TO PRECAST

CONCRETE, GLAZING SYSTEMS, COLD FORMED METAL FRAMING,

RAILING, SKYLIGHTS, AND STAIRS MUST BE SIGNED AND SEALED BY A

REGISTERED DESIGN PROFESSIONAL LICENSED IN THE STATE IN

WHICH THE PROJECT IS LOCATED, AND MUST BE AVAILABLE AT THE

JOB SITE DURING TIMES OF INSPECTION.

F. REPRODUCTION/DUPLICATION OF THE STRUCTURAL DRAWINGS FOR

USE IN THE PRODUCTION OF SHOP DRAWINGS IS PROHIBITED, UNLESS

NOTED OTHERWISE. IN THE EVENT THAT THE GENERAL CONTRACTOR

OR SUBCONTRACTOR ELECTS TO PRODUCE SHOP DRAWINGS BY

COPYING ELECTRONIC OR PAPER COPIES OF THE STRUCTURAL

DRAWINGS, THE CONTRACTOR MUST REQUEST FROM THE

CONTRACTING OFFICER A SHOP DRAWING WAIVER ALONG WITH THE

SPECIFIC SHEETS REQUIRED. SIGNATURE OF THE WAIVER BY THE

GENERAL CONTRACTOR. THE GENERAL CONTRACTOR MUST

CONTINUE TO ASSUME RESPONSIBILITY FOR ERRORS, OMISSIONS AND

COORDINATION REQUIRED FOR SHOP DRAWING PRODUCTION,

REGARDLESS OF THE USE OF COPIES OF THE STRUCTURAL DRAWINGS

FOR SHOP DRAWING PRODUCTION.

SHOP DRAWINGS

A. STRUCTURAL DRAWINGS INDICATE TYPICAL AND CERTAIN SPECIFIC

CONDITIONS ONLY. SHOP DRAWINGS MUST DETAIL CONDITIONS IN

ACCORDANCE WITH SPECIFIED STANDARDS AND THE SPECIFIC

REQUIREMENTS OF THIS PROJECT.

B. THE GENERAL CONTRACTOR MUST SUBMIT PRINTS OR ELECTRONIC

COPIES OF SHOP DRAWINGS FOR FABRICATED MATERIALS TO

ARCHITECT FOR REVIEW.

C. REVIEW OF SHOP DRAWINGS DOES NOT RELIEVE THE GENERAL

CONTRACTOR OF THE SOLE RESPONSIBILITY FOR ERRORS AND

OMISSIONS ASSOCIATED WITH THE PREPARATION OF THOSE SHOP

DRAWINGS.

SPECIAL INSPECTIONS

A. SPECIAL INSPECTIONS ARE REQUIRED IN ADDITION TO THE

INSPECTIONS SPECIFIED IN SECTION 110 OF THE BUILDING CODE.

WIND DESIGN OF NON-STRUCTURAL COMPONENTS

A. REFER TO THE WIND COMPONENTS AND CLADDING SCHEDULE ON

SHEET S-003 FOR WIND PRESSURES FOR THE DESIGN OF EXTERIOR

COMPONENT AND CLADDING MATERIALS NOT SPECIFICALLY DESIGNED

BY THE STRUCTURAL ENGINEER OF RECORD.

B. THE STRUCTURE SHOWN ON THESE DRAWINGS IS LOCATED IN A

WIND-BORNE DEBRIS REGION.

C. ALL GLAZING MUST BE IMPACT RESISTANT OR PROTECTED WITH AN

IMPACT-RESISTANT COVERING MEETING THE REQUIREMENTS OF AN

APPROVED IMPACT-RESISTANT STANDARD.

D. ALL GARAGE DOORS AND LOUVERS MUST MEET THE REQUIREMENTS

OF AN APPROVED IMPACT-RESISTANT STANDARD.

SEISMIC DESIGN OF NON-STRUCTURAL COMPONENTS

A. ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING

COMPONENTS, INCLUDING THEIR SUPPORT AND ATTACHMENTS, MUST

BE DESIGNED TO RESIST SEISMIC FORCES IN ACCORDANCE WITH IBC

CHAPTER 16, ASCE7 CHAPTER 13, AND ADDITIONAL REQUIREMENTS OF

THE STATE OR LOCAL JURISDICTION. THESE REQUIREMENTS MUST BE

SATISFIED BY:

1. PROJECT-SPECIFIC DESIGN AND DOCUMENTATION PREPARED AND

SUBMITTED BY A REGISTERED DESIGN PROFESSIONAL IN THE STATE

IN WHICH THE PROJECT IS LOCATED.

2. SUBMITTAL OF MANUFACTURER'S CERTIFICATION THAT THE

COMPONENT IS SEISMICALLY QUALIFIED BY ANALYSIS, TESTING IN

ACCORDANCE WITH SECTION 13.2.5, OR EXPERIENCE DATA IN

ACCORDANCE WITH SECTION 13.2.6.

B. SEISMIC BRACING OF ARCHITECTURAL, MECHANICAL, ELECTRICAL AND

PLUMBING COMPONENTS NOT SPECIFICALLY SHOWN IN THE

CONTRACT DOCUMENTS MUST BE DESIGNED BY A REGISTERED

DESIGN PROFESSIONAL IN THE STATE IN WHICH THE PROJECT IS

LOCATED.

C. ARCHITECTURAL COMPONENTS REQUIRING SEISMIC DESIGN AND

DETAILING INCLUDE, BUT ARE NOT LIMITED TO, ACCESS FLOORS,

CLADDING, GLAZING, PARTIAL HEIGHT INTERIOR WALLS, HANGING

PARTITIONS, SUSPENDED CEILINGS, AND INTERIOR/EXTERIOR VENEER.

D. MECHANICAL, ELECTRICAL AND PLUMBING COMPONENTS REQUIRING

SEISMIC DESIGN AND DETAILING INCLUDE, BUT ARE NOT LIMITED TO,

DUCTS, LIGHT FIXTURES, PIPING SYSTEMS, ROOF TOP UNITS, AND

OTHER EQUIPMENT SUPPORTED BY OR SUSPENDED FROM FLOORS OR

ROOFS.

E. ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING

COMPONENTS CROSSING BUILDING EXPANSION JOINTS MUST BE

DETAILIED IN ORDER TO ACCOMODATE THE ANTICIPATED SEISMIC

RELATIVE DISPLACEMENTS ACROSS THE JOINT.

SOILS, SHALLOW FOUNDATIONS, SLABS ON GRADES & RETAINING WALLS

H. TOP OF FOOTING ELEVATIONS PROVIDED ON CONSTRUCTION

DRAWINGS ARE FOR PURPOSES OF DESIGN. NOTIFY THE

CONTRACTING OFFICER IF TOP OF FOOTING ELEVATIONS ADJUSTMENT

BASED ON CONTRACTOR'S FIELD COORDINATION.

1. GENERAL CONTRACTOR MUST COORDINATE REQUIRED

ADJUSTMENT OF FOOTING ELEVATIONS TO AVOID INFLUENCE

BETWEEN FOUNDATIONS AND BURIED UTILITIES. REQUIRED

ADJUSTMENTS MUST BE FORWARDED TO THE COTRACTING OFFICER

FOR REVIEW. SEE "TYPICAL FOOTING ADJACENT TO TRENCH" DETAIL.

I. DO NOT EMBED PIPING WITHIN OR PASS PIPING VERTICALLY OR

HORIZONTALLY THROUGH FOUNDATIONS WITHOUT REVIEW AND

APPROVAL BY THE CONTRACTING OFFICER. PIPING MAY PASS BELOW

CONTINUOUS FOOTINGS WHERE PROVIDED IN ACCORDANCE WITH

"TYPICAL PIPE UNDER FOOTING" DETAIL.

J. FOOTINGS MUST BE CENTERED ABOUT COLUMN LINES UNLESS NOTED

OTHERWISE.

K. THE DESIGN OF WALLS RETAINING EARTH ASSUMES DRAINAGE

SYSTEM IS IN PLACE, AND DOES NOT INCLUDE HYDROSTATIC

PRESSURE LOADS UNLESS SPECIFICALLY NOTED ON THE

STRUCTURAL DRAWINGS. THE GENERAL CONTRACTOR MUST

PROVIDE DRAINAGE SYSTEM IN BACKFILL CONDITIONS.

L. THE DESIGN OF WALLS RETAINING EARTH DOES NOT INCLUDE

SURCHARGE LOADS THAT MAY BE INDUCED FROM CONSTRUCTION

ACTIVITIES. SEE GENERAL NOTES SECTION REGARDING GENERAL

CONTRACTOR'S RESPONSIBILITIES FOR TEMPORARY ERECTION

BRACING AND SHORING. HEAVY COMPACTION EQUIPMENT SHOULD

NOT BE USED TO COMPACT BACKFILL WITHIN 5 FEET LATERALLY

BEHIND RETAINING WALL UNLESS THE WALL IS TEMPORARILY BRACED.

M. BACKFILL MUST NOT BE PLACED AGAINST WALLS UNTIL THE WALLS

HAVE ACHIEVED SPECIFIED DESIGN STRENGTH. BACKFILL AGAINST

WALLS MUST BE DEPOSITED EVENLY IN 12" TO 18" LIFTS AGAINST BOTH

SIDES OF WALL UNTIL THE LOWER FINAL GRADE IS REACHED.

1. UNLESS SPECIFICALLY NOTED AS "CANTILEVERED" ON STRUCTURAL

DRAWINGS, WALLS RETAINING EARTH MUST NOT BE BACKFILLED

AGAINST UNTIL STRUCTURAL SLABS PROVIDING LATERAL RESTRAINT

FOR THE WALLS HAVE BEEN PROVIDED AND HAVE REACHED

SPECIFIED DESIGN STRENGTH. WHERE THIS CANNOT BE

ACCOMMODATED THE WALL MUST BE SHORED CONTINUALLY.

N. PROVIDE A VAPOR RETARDER OVER 6" OF CRUSHED STONE UNDER

ALL SLABS ON GRADE OVER 18" OF COMPACTED SELECT MATERIAL.

O. A PERMANENT DRAINAGE SYSTEM SUCH AS A FOOTING DRAIN OR A

FABRIC DRAIN SHALL BE USED FOR RETAINING WALLS MORE THAN 5

FEET IN HEIGHT.

SOILS, SHALLOW FOUNDATIONS, SLABS ON GRADES & RETAINING WALLS

A. THE STRUCTURAL DESIGN IS BASED ON RECOMMENDATIONS

CONTAINED IN THE REPORT OF SUBSURFACE INVESTIGATION BY

UNITED CONSULTING (PROJECT NO. LEODL-19-SC-03665-01, DATED

APRIL 24, 2020 AND REVISED NOVEMBER 10, 2020).

B. DESIGN SOIL BEARING PRESSURE IS 1500 PSF (SHALLOW

FOUNDATIONS) TYP AND 1250 PSF AT SIDE SAFETY WALL.

C. DESIGN SOIL LATERAL PRESSURES ON STRUCTURE ARE DUE TO THE

FOLLOWING EQUIVALENT FLUID DENSITIES:

1. AT REST CONDITION: 58 PCF

2. ACTIVE CONDITION: 40 PCF

3. PASSIVE CONDITION: 305 PCF

4. COEFFICIENT OF FRICTION FOR SLIDING: 0.39

D. ALL EXCAVATIONS AND GRADES PREPARED FOR BEARING MUST BE

INSPECTED BY A QUALIFIED GEOTECHNICAL ENGINEER TO VERIFY THE

DESIGN ASSUMPTIONS AND REPORT NONCONFORMING CONDITIONS.

E. STRIPPING AND GRUBBING SHOULD EXTEND AT LEAST 2'-0" BELOW

THE FOUNDATION AND THEN 12" RE-DENSIFIED AND PROOFROLLED

UNDER THE OBSERVATION OF A GEOTECHNICAL ENGINEER. AFTER

APPROVAL OF THIS LAYER, A 12" STONE BASE (TAMPED FIRMLY INTO

PLACE) SHALL BE PLACED UNDER ALL SLABS AND FOUNDATIONS

UNDER THE OBSERVATION OF A GEOTECHNICAL ENGINEER

F. WHERE FILL IS REQUIRED, IT MUST BE SELECTED AND PLACED IN

ACCORDANCE WITH THE PROJECT SPECIFICATIONS.

G. FROST DEPTH FOR THIS PROJECT IS 0" BELOW GRADE. FINISHED

GRADE MUST BE MAINTAINED A MINIMUM OF 12" ABOVE BOTTOM OF

FOUNDATIONS.

DESIGN LOADS

A. DESIGN ROOF DEAD LOAD:

1. 10 PSF (SUPERIMPOSED ON STRUCTURE)

B. DESIGN ROOF LIVE LOAD:

1. 20 PSF

2. REDUCTIONS APPLIED PER TRIBUTARY AREA AS PERMITTED BY

CODE

C. DESIGN LIVE LOAD:

1. TARGET STORAGE 125 PSF

2. HEADS AND BUTTS CONTROL HOUSE: 75 PSF

D. DESIGN ROOF RAIN LOAD

1. DESIGN RAINFALL: 4.25 IN/HR (100-YEAR, 1-HOUR RAINFALL)

2. MAXIMUM DEPTH OF RAINWATER AT LOWEST POINT OF ROOF

MUST NOT EXCEED 1" DURING DESIGN RAINFALL

E. DESIGN SNOW LOAD:

1. GROUND SNOW LOAD, Pg = 0 PSF

F. DESIGN WIND LOAD:

1. ULTIMATE DESIGN WIND SPEED, Vult = 126 MPH (RETAINING &

SIDE SAFETY WALLS)

2. NOMINAL DESIGN WIND SPEED Vasd = 98 MPH (RETAINING &

SIDE SAFETY WALLS)

3. ULTIMATE DESIGN WIND SPEED, Vult = 141 MPH

4. NOMINAL DESIGN WIND SPEED Vasd = 109 MPH

5. RISK CATEGORY: I & II

6. WIND EXPOSURE CATEGORY: C

7. COMPONENTS AND CLADDING WIND PRESSURE: (SEE

SCHEDULE)

8. INTERNAL PRESSURE COEFFICIENT (GCpi): ± 0.18

G. DESIGN SEISMIC INFORMATION:

1. RISK CATEGORY: I (RETAINING & SIDE SAFETY WALLS) & II

2. MAPPED SPECTRAL RESPONSE COEFFICIENT, Ss = 0.560

3. MAPPED SPECTRAL RESPONSE COEFFICIENT, S1 = 0.180

4. SPECTRAL RESPONSE COEFFICIENT, Sds = 0.505

5. SPECTRAL RESPONSE COEFFICIENT, Sd1 = 0.269

6. SITE CLASS: D (POTENTIAL LIQUEFACTION)

7. BASE SEISMIC-FORCE RESISTING SYSTEM: SPECIAL

REINFORCED CONCRETE SHEAR WALLS

8. DESIGN BASE SHEAR:

.........62.6 K (TARGET STORAGE)

.........39.6 K (PIT HEADS W/ STORAGE)

............5 K (BUTTS CONTROL HOUSE)

9. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE (ASCE 7,

SECTION 12.8)

10. RESPONSE MODIFICATION FACTOR, R: 5

11. SEISMIC DESIGN CATEGORY: D

12. SEISMIC IMPORTANCE FACTOR, Ie = 1.00

13. SEISMIC RESPONSE COEFFICIENT, Cs = 0.092 (TARGET

STORAGE) 0.112 (BUTTS CONTROL HOUSE)

H. DESIGN FLOOD INFORMATION:

1. BASE FLOOD ELEVATION: 14 FT (NGVD 1929)

2. FEMA ZONE DESIGNATION: A9

I. NO PROVISIONS HAVE BEEN MADE FOR FUTURE HORIZONTAL OR

VERTICAL EXPANSION.

IF SHEET MEASURES LESS THAN 22" X 34" IT IS A

REDUCED PRINT. REDUCE SCALE ACCORDINGLY

DES DRW CHK

SHEET OF

NAVFAC DRAWING NO.

CONSTR. CONTR. NO.

EPROJECT NO.:

SCALE:

D E

P A

R T

M E

N T

O F

T H

E N

A V

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A V

A L

F A

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N G

E R

S Y

S T

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S C

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M A

N D

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

APPROVED

FOR COMMANDER NAVFAC

ACTIVITY

A/E INFO

SEAL

AS NOTED

DRAWFORM REVISION: 25 AUG 2020

S Y

M D

E S

C R

D A

T E

A P

P R

SATISFACTORY TO DATE

N A

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N , P

10 TENTH STREET N.E., SUITE 200

ATLANTA, GA 30309

Tel 404.874.8333 Fax 404.874.8330

1641320

P A

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S L A

N D

12832221

T D

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O R

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A V

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DGDG MBP

June 24, 2021

Approved by CDR A. Litteral, P.E.

PWO, MCRD Parris Island

DJD

CJC / LJM

EJA

DSN

CONCRETE

A. COORDINATE CONCRETE MIXTURES WITH THE SCHEDULE ON S-004.

B. THE GENERAL CONTRACTOR MUST SUBMIT THEIR PROPOSED

CONSTRUCTION JOINT LOCATIONS TO THE CONTRACTING OFFICER

FOR APPROVAL. NO HORIZONTAL CONSTRUCTION JOINTS ARE

PERMITTED EXCEPT THOSE SHOWN ON THE STRUCTURAL DRAWINGS.

WHERE NEW CONCRETE IS POURED ONTO EXISTING CONCRETE,

BONDING IS REQUIRED AS NOTED IN ACI 301.

C. THE FOLLOWING CRITERIA REGARDING PIPES AND CONDUITS

EMBEDDED IN CONCRETE MUST BE ADHERED TO. THIS CRITERIA WILL

BE STRICTLY ENFORCED.

1. CONDUITS, PIPES, AND SLEEVES OF MATERIAL NOT HARMFUL TO

CONCRETE MAY BE PERMITTED TO BE EMBEDDED IN CONCRETE WITH

THE APPROVAL OF THE CONTRACTING OFFICER.

2. CONDUITS AND PIPES OF ALUMINUM MUST NOT BE EMBEDDED IN

STRUCTURAL CONCRETE.

3. CONDUITS, PIPES, AND SLEEVES PASSING THROUGH A SLAB, WALL,

OR BEAM MUST NOT SIGNIFICANTLY IMPAIR THE STRENGTH OF THE

CONSTRUCTION.

4. CONDUITS AND PIPES MUST NOT BE LARGER IN OUTSIDE DIAMETER

THAN 1/3 THE OVERALL THICKNESS OF THE SLAB, WALL, OR BEAM IN

WHICH THEY ARE EMBEDDED.

5. CONDUITS AND PIPES MUST NOT BE SPACED CLOSER THAN 3

DIAMETERS OR WIDTHS ON CENTER. CONCRETE COVER FOR PIPES,

CONDUITS AND FITTINGS MUST NOT BE LESS THAN 1 1/2" FOR

CONCRETE EXPOSED TO EARTH OR WEATHER, NOR 3/4" FOR

CONCRETE NOT EXPOSED TO EARTH OR WEATHER OR IN CONTACT

WITH GROUND.

6. CONDUITS AND PIPES MUST BE PLACED BETWEEN TOP AND BOTTOM

SLAB REINFORCEMENT. CONDUITS AND PIPES MUST BE PLACED IN

THE MIDDLE THIRD OF THE SLAB OR WALL THICKNESS UNLESS NOTED

OTHERWISE.

7. CONDUITS AND PIPES MUST BE PROVIDED SO THAT CUTTING,

BENDING, OR DISPLACEMENT OF REINFORCEMENT FROM ITS PROPER

LOCATION WILL NOT BE REQUIRED.

8. CONDUITS AND PIPES, WITH FITTINGS, EMBEDDED WITHIN A COLUMN

MUST NOT DISPLACE MORE THAN 4 PERCENT OF THE AREA OF CROSS

SECTION NOTED ON DRAWINGS OR AS REQUIRED BY FIRE

PROTECTION.

9. PIPES AND FITTINGS MUST BE DESIGNED TO RESIST EFFECTS OF

MATERIAL, PRESSURE AND TEMPERATURE TO WHICH THEY WILL BE

SUBJECTED.

10. REINFORCEMENT WITH AN AREA NOT LESS THAN 0.002 TIMES THE

AREA OF CONCRETE SECTION MUST BE PROVIDED NORMAL TO PIPING.

THIS REINFORCEMENT MUST BE IN ADDITION TO REINFORCEMENT

NOTED ON DRAWINGS.

11. REFER TO ACI 318, SECTION 6.3 FOR ADDITIONAL REQUIREMENTS

FOR CONDUITS AND PIPES EMBEDDED IN CONCRETE.

D. SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND FIRE

PROTECTION DRAWINGS FOR DRIPS, CHAMFERS, REGLETS, SLOTS,

SLEEVES, RUSTICATIONS, INSERTS ANCHORS AND OTHER EMBEDDED

ITEMS NOT NOTED ON STRUCTURAL DRAWINGS. THE GENERAL

CONTRACTOR IS RESPONSIBLE FOR COORDINATING AND PLACING

EMBEDDED ITEMS SHOWN ON DRAWINGS & ADDITIONAL ITEMS NOTED

IN THIS NOTE, AS REQUIRED BY OTHER TRADES. UNLESS SHOWN ON

STRUCTURAL DRAWINGS, NO OPENINGS LARGER THAN 12"x12" MUST

BE PLACED IN SLABS OR WALLS. FOR OPENINGS NOT SHOWN ON

STRUCTURAL DRAWINGS, APPROVALS MUST BE OBTAINED FROM THE

CONTRACTING OFFICER PRIOR TO FABRICATION OF STEEL AND

PLACEMENT OF CONCRETE. SHOW OPENINGS AND SLEEVES ON THE

SHOP DRAWINGS.

E. CORING OF SLABS AND USE OF DRILLED ANCHORS IS NOT PERMITTED

WITHOUT WRITTEN APPROVAL FROM THE CONTRACTING OFFICER. IF

APPROVED, COORDINATE ANCHOR LOCATIONS SO THAT NO CONTACT

IS MADE WITH REINFORCING OR PT TENDONS.

F. POWDER ACTUATED FASTENERS (OR POWDER DRIVEN FASTENERS)

MUST BE ANCHORED IN CONCRETE WITH MINIMUM FASTENER

SPACING OF 3" AND MINIMUM EDGE DISTANCE OF 2". FASTENERS MUST

NOT EXCEED 5/8" EMBEDMENT UNLESS APPROVED BY THE

CONTRACTING OFFICER.

REINFORCING STEEL

A. ALL TENSION SPLICES, INCLUDING SPLICES FROM BARS LABELED

CONTINUOUS, MUST CONFORM TO ACI 318. SPLICES MUST BE CLASS B IN

ACCORDANCE WITH ACI 318, UNLESS NOTED OTHERWISE.

REINFORCEMENT MUST BE SPLICED ONLY AT LOCATIONS SHOWN OR

NOTED IN THE STRUCTURAL DOCUMENTS, EXCEPT REINFORCEMENT

MARKED "CONTINUOUS" CAN BE SPLICED AT LOCATIONS DETERMINED BY

THE GENERAL CONTRACTOR. SPLICES AT OTHER LOCATIONS MUST BE

APPROVED IN WRITING BY THE CONTRACTING OFFICER.

B. LONGITUDINAL REINFORCING BARS IN FOOTINGS MUST BE PLACED

CONTINUOUS AT CORNERS AND INTERSECTIONS.

C. FOR EVERY VERTICAL OR HORIZONTAL BAR DISCONTINUED BY AN

OPENING, ONE BAR (MIN. OF 2 BARS) MUST BE ADDED AT SIDE OF

OPENING (HALF TO EACH SIDE).

D. PROVIDE DOWELS FROM FOUNDATIONS, THE SAME SIZE AND NUMBER AS

THE VERTICAL WALL OR COLUMN REINFORCING, UNLESS NOTED

OTHERWISE.

SLAB-ON-GRADE

A. CONCRETE SLAB CONTROL JOINTS MUST BE CUT INTO THE SLABS AT A

DEPTH OF 1/3 TIMES THE THICKNESS OF THE SLAB FOR FIBER

REINFORCED SLABS, 1/4 TIMES THE THICKNESS OF THE SLAB FOR ALL

OTHER SLABS USING CONVENTIONAL WET-CUT SAW, AND 1/5 TIMES

THE THICKNESS OF THE SLAB FOR ALL OTHER SLABS USING

EARLY-ENTRY DRY-CUT SAW. SLAB MUST BE SAWCUT WITHIN 4 HOURS

OF CONCRETE PLACEMENT USING EARLY-ENTRY DRY-CUT SAW OR

WITHIN 12 HOURS USING WET-CUT SAW. MAXIMUM SPACING OF

INTERIOR SLAB CONTROL JOINTS, UNLESS NOTED OTHERWISE, MUST

BE 15'-0" (MAX.) IN EACH DIRECTION. CONSTRUCTION OF CONTROL

JOINTS MUST BE SUCH THAT THE AREA CONTAINED HAS A MAXIMUM

RATIO OF LONG SIDE TO SHORT SIDE OF 1.5 TO 1, OR AS SHOWN ON

THE CONSTRUCTION DRAWINGS.

B. SLAB CONSTRUCTION JOINTS MUST BE USED IN PLACE OF CONTROL

JOINTS WHERE NEEDED TO INTERRUPT A CONTINUOUS POUR.

C. PLACEMENT OF WELDED WIRE REINFORCEMENT IN SLAB, WHERE

SPECIFIED, MUST BE AT A CONSISTENT DEPTH OF 1 1/2" FROM T/SLAB.

WELDED WIRE REINFORCEMENT MUST BE PROPERLY CHAIRED ABOVE

GRADE.

D. REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND

PLUMBING DOCUMENTS FOR SLAB FINISHES, SLAB DEPRESSIONS,

THICKENED SLABS (IN ADDITION TO THICKENED SLABS NOTED ON

STRUCTURAL DRAWINGS), ELEVATIONS, AND ENCASED OR EMBEDDED

ITEMS.

E. PLUMBING AND ELECTRICAL CONDUITS MUST BE PLACED BELOW THE

SLAB AND NOT WITHIN THE SLAB. VERTICAL PENETRATIONS ARE

ALLOWED.

HOT-DIP GALVANIZED STRUCTURAL STEEL

A. ALL BOLTS USED FOR CONNECTIONS AT GALVANIZED STEEL MEMBERS

MUST BE GALVANIZED PER STANDARDS NOTED.

B. REFER TO ASTM A-143, A-384 AND D-6386 FOR ADDITIONAL STANDARD

PRACTICES RELATED TO SPECIAL CONDITIONS FOR HOT-DIP

GALVANIZING.

C. ALL STEEL EXPOSED TO EARTH OR WEATHER MUST BE GALVANIZED

AND HAVE AN INDUSTRIAL COATING (INCLUDING EXPOSED LINTEL

ANGLES).

D. DAMAGED AREAS, BARE SPOTS, WELDS & FIELD CONNECTIONS MUST

BE TOUCH-UP GALVANIZED PER METHODS STIPULATED IN ASTM A-780.

STRUCTURAL STEEL

A. SLOTTED HOLES FOR BEAM END CONNECTIONS ARE NOT ALLOWED

FOR BEAMS ASSOCIATED WITH A BRACED FRAME OR MOMENT FRAME,

OR NOTED WITH A REQUIRED AXIAL CONNECTION FORCE, UNLESS

NOTED OTHERWISE

B. GUSSET PLATES AND STIFFENER PLATES MUST BE 3/8" MINIMUM,

WELDED BOTH SIDES CONTINUOUSLY, UNLESS NOTED OTHERWISE.

C. MEMBERS SUPPORTING DECK AT THE PERIMETER OF THE BUILDING

MUST BE CONTINUOUS EXCEPT AT EXPANSION JOINTS. SQUARE

GROOVE WELD (BUTT JOINT) CONTINUOUS MEMBERS PLACED END TO

END UNLESS NOTED OTHERWISE.

D. STEEL COLUMNS AND BASE PLATES MUST HAVE MINIMUM 3"

CONCRETE COVER PROTECTION.

E. POWDER ACTUATED FASTENERS (OR POWDER DRIVEN FASTENERS)

MUST BE ANCHORED IN STEEL WITH MINIMUM FASTENER SPACING OF

1 1/2" AND MINIMUM EDGE DISTANCE OF 1/2".

F. GROUT UNDER BEARING PLATES MUST BE MIN. 6,000 PSI

COMPRESSIVE STRENGTH. LOADING OF STRUCTURE MUST NOT

OCCUR UNTIL GROUT IS PROVIDED UNDER BASE PLATES AND

PROPERLY CURED.

G. MATERIALS:

1. W-SHAPES: ASTM A 992.

2. CHANNELS, ANGLES, M, S-SHAPES: ASTM A 36.

3. PLATE AND BAR: ASTM A 36.

4. COLD-FORMED HOLLOW STRUCTURAL SECTIONS: ASTM A 500,

GRADE C, STRUCTURAL TUBING.

5. STEEL PIPE: ASTM A 53, TYPE E OR S, GRADE B.

6. HIGH-STRENGTH BOLTS, NUTS, AND WASHERS: ASTM A 325, TYPE 1

OR ASTM A 490 TYPE 1 HEAVY HEX STEEL STRUCTURAL BOLTS ASTM A

563, GRADE DH, HEAVY HEX CARBON-STEEL NUTS; AND ASTM F 436,

TYPE 1, HARDENED CARBON-STEEL WASHERS WITH PLAIN

FINISH.COMPRESSIBLE-WASHER-TYPE DIRECT TENSION INDICATORS

OR TWIST-OFF-TYPE TENSION-CONTROL BOLTS CONFORMING TO

RCSC, SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH

STRENGTH BOLTS MUST BE PROVIDED AT HIGH STRENGTH BOLTED

CONNECTIONS.

7. SHEAR CONNECTORS: ASTM A 108, GRADES 1010 THROUGH 1020,

HEADED-STUD TYPE, COLD-FINISHED CARBON STEEL; AWS D1.1, TYPE

8. UNHEADED ANCHOR RODS: ASTM F 1554, GRADE 36. STRAIGHT

CONFIGURATION.

9. PLATE WASHERS: ASTM A 36 CARBON STEEL.

10. WASHERS: ASTM F 436, TYPE 1, HARDENED CARBON STEEL.

11. THREADED RODS: ASTM A 36.

12. NONMETALLIC, SHRINKAGE-RESISTANT GROUT: ASTM C 1107,

FACTORY-PACKAGED, NONMETALLIC AGGREGATE GROUT,

NONCORROSIVE AND NONSTAINING, MIXED WITH WATER TO

CONSISTENCY SUITABLE FOR APPLICATION AND A 30-MINUTE

WORKING TIME.

WELDING

A. MINIMUM WELD SIZE MUST BE 3/16" FILLET WELD UNLESS NOTED

OTHERWISE.

B. FIELD WELDING MUST BE SHOWN ON SHOP DRAWINGS AND ERECTION

DRAWINGS.

C. REFER TO ARCHITECTURAL DOCUMENTS FOR EXPOSED STEEL AND

JOINT LOCATIONS AND REQUIREMENTS. EXPOSED WELDED

CONNECTIONS MUST BE GROUND SMOOTH AND SUBJECT TO

ARCHITECT APPROVAL. FABRICATOR MUST ALTER JOINT DETAILING

TO ENSURE THAT EFFECTIVE THROAT SPECIFIED IN WELD DETAIL IS

MAINTAINED AFTER GRINDING OF WELD SURFACE.

D. WELDS INDICATED IN STRUCTURAL DETAILS ARE INTENDED AS THE

BASIS OF DESIGN. FABRICATOR AND ERECTOR HAVE THE OPTION TO

PROPOSE THE USE OF ALTERNATIVE WELDING PROCEDURES.

ALTERNATIVE WELDS MUST BE INDICATED ON SHOP DRAWINGS FOR

REVIEW BY THE CONTRACTING OFFICER.

E. REINFORCING STEEL WELDING MUST CONFORM TO AWS D1.4,

STRUCTURAL WELDING CODE - REINFORCING STEEL BY AMERICAN

WELDING SOCIETY FOR COMPLIANCE WITH ACI 318, SECTION 3.5.2.

PRECAST CONCRETE PILES

A. THE STRUCTURAL DESIGN IS BASED ON RECOMMENDATIONS

CONTAINED IN THE REPORT OF SUBSURFACE INVESTIGATION

REFERENCED ABOVE.

B. PILES MUST BE PRETREATED WITH A FRICTION REDUCER SUCH AS

SLICKCOAT BY FOUNDATION TECHNOLOGIES, INC., BITUMASTIC 300M

BY CARBOLINE OR EQUIVALENT TO AN ELEVATION OF -40 FT. FOLLOW

THE MANUFACTURER'S DATA SHEETS AND RECOMMENDATIONS FOR

APPLYING THE FRICTION REDUCER.

C. THE FOUNDATION SYSTEMS SHOWN AT THE REAR IMPACT BERM WALL

HAVE BEEN DESIGNED BASED ON VERTICAL PILES WITH A MINIMUM

ALLOWABLE GRAVITY LOAD CAPACITY OF 70 TONS. BATTERED PILES

DRIVEN AT AN ANGLE OF 15 DEGREES FROM VERTICAL SHALL

PROVIDED 18 TONS OF LATERAL CAPACITY. THE REQUIRED DRIVING

RESISTANCE TO ACHIEVE THIS CAPACITY IS 140 TONS.

D. THE BASE BID, PILE TIP ELEVATION IS -50 FT AT THE NORTHERN AREA

AND -70 FT IN THE SOUTHERN AREA RELATIVE TO NAVD88 PROJECT

DATUM. ACTUAL TIP ELEVATION WILL BE ESTABLISHED BY TEST PILES

AND DYNAMIC TESTING PROGRAM AS SPECIFIED. SEE SHEET SB104.

E. PILES MUST HAVE A NOMINAL SIZE OF 14 x 14 INCHES.

F. CONCRETE MIXTURE MUST BE PER THE SCHEDULE ON S-004.

G. PILE CENTERLINE SPACING MUST NOT BE LESS THAN 3 PILE

DIAMETERS.

CONN

FDN

FTG

GALV

H.T.

GDR

JST

HORIZ

DIA

CONT

ELEV

BRG

C/C

CLR

BOT

CONC

COL

CMU

AFF

ARCH

CONNECTION

OPENINGOPNG

WELDED WIRE REINFORCEMENT

FINISH FLOOR

FOUNDATION

GIRDER

FOOTING

JOINT

JOIST

HEAVY TIMBER

HORIZONTAL

GALVANIZED

DEEP

DIAMETER

EACH WAY

ELEVATION

EACH

DOWN

CONTINUOUS

TOP OFT/

WIDE

TYPICAL

VERTICAL

WOOD

WITH

W W/

TYP

VERT

WWR

PREFORMED JOINT FILLER

PLATE

SIMILAR

SPACES

STIFFENER

REINFORCING

SHORT WAY

PJF

SPA

REINF

STIFF

SIM

LONG LEG HORIZONTAL

BEAM

CONCRETE MASONRY UNIT

CENTER-CENTER

BEARING

CLEAR

BOTTOM

CONCRETE

COLUMN

ABOVE FINISHED FLOOR

BOTTOM OF

ARCHITECT

LONG WAYLW

MINIMUM

MANUFACTURER

MAXIMUM

ON CENTER

OPPOSITE HAND

NOT TO SCALE

METAL

MFR

MIN

MAX

NTS

MTL

LONG

LONG LEG VERTICAL

LLV

LLH

SHORT LEG HORIZONTAL

SHORT LEG VERTICALSLV

SLH

FV FIELD VERIFY

AR ANCHOR ROD

UNLESS NOTED OTHERWISEUNO

EJ EXPANSION JOINT

ALTN ALTERNATE

BLDG BUILDING

BETW BETWEEN

EXISTING

CL CENTERLINE

CTR CENTER

DBL DOUBLE

DBA DEFORMED BAR ANCHOR

EF EACH FACE

FD FLOOR DRAIN

FLR FLOOR

FS FAR SIDE

NEAR SIDENS

GENL GENERAL

INSUL INSULATION OR INSULATING

ID INSIDE DIAMETER

INT INTERIOR

EXT EXTERIOR

KIPS PER SQUARE INCHKSI

KIPS PER SQUARE FOOTKSF

MEZZANINEMEZZ

MISCELLANEOUSMISC

NOT IN CONTRACTNIC

OUTSIDE DIAMETEROD

POWDER ACTUATED FASTENERSPAF

POUNDS PER SQUARE INCHPSI

POUNDS PER SQUARE FOOTPSF

POST TENSIONED PT

PRESTRESSED PRECAST HOLLOW

CORE CONCRETE

PPHCC

RADIUSRAD

ROOF DRAINRD

REVISIONREV

REFERENCEREF

REQUIREDREQD

SCHEDULESCHED

SQUARE FOOTSF

QUANTITY

STAINLESS STEELSS

STANDARDSTD

STEELSTL

SYMMETRICALSYM

THICKENED or THICKTHK

TEMPORARYTEMP

THROUGHTHRU

LOWLO

HI HIGH

WITHOUTW/O

ACI AMERICAN CONCRETE INSTITUTE

AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION

ASTM AMERICAN SOCIETY OF TESTING AND MATERIALS

AWS AMERICAN WELDING SOCIETY

ASD ALLOWABLE STRESS DESIGN

HSS HOLLOW STRUCTURAL SECTION

KIPS (KILOPOUNDS)K

KIPS PER LINEAL FOOTKLF

LOAD RESISTANCE FACTORED DESIGNLRFD

POUNDS PER LINEAL FOOTPLF

ROOF TOP UNITRTU

EXIST

T&B TOP & BOTTOM

CJ CONTROL JOINT

HCA HEADED CONCRETE ANCHORS

AISI AMERICAN IRON AND STEEL INSTITUTE

EOS EDGE OF SLAB

LONG FACE HORIZONTALLFH

LONG FACE VERTICALLFV

LONG SIDE HORIZONTALLSH

LONG SIDE VERTICALLSV

D&E DRILL & EPOXY

ABBREVIATIONS

MECHANICAL, ELECTRICAL & PLUMBING MEP

STRUCTURAL ENGINEER OF RECORDSER

AESS ARCHITECTURAL EXPOSED STRUCTURAL STEEL

BRDG BRIDGING

BP BASE PLATE

DEP DEPRESSED

DL DEAD LOAD

DIAG DIAGONAL

ENG ENGINEER OR ENGINEERING

EXPANSIONEXP

F/ FACE OF

FRT FIRE RETARDANT TIMBER

GA GAUGE, GAGE

GC GENERAL CONTRACTOR

IE INVERT ELEVATION

L LENGTH

HDR HEADER

HGR HANGER

HKD HOOKED

GYP GYPSUM

BD BOARD

CFSF COLD FORMED STEEL FRAMING

LIGHT WEIGHT CONCRETELWC

LIVE LOADLL

LOCATIONSLOCS

PRE-FABRICATEDPREFAB

QTY

SHEATHINGSHTHG

SPECIFICATIONSPEC

T&G TONGUE & GROOVE

PRE-ENGINEERED METAL BUILDINGPEMB

ADDL ADDITIONAL

DWL DOWEL

EQ EQUAL

PRESSURE TREATEDP.T.

WORK POINTWP

MANUFACTURER'S PRINTED

INSTALLATION INSTRUCTIONS

MPII

HG HIP GIRDER

TRUSS GIRDERTG

CONTRACTING OFFICERCOR

ANCHOR TYPE CONCRETE

POST-INSTALLED ANCHORS

SPECIFIED PRODUCTS BY APPLICATION

EXPANSION

ANCHORS/

EXPANSION BOLTS

SCREW ANCHORS

ADHESIVE ANCHORS

(EPOXY ANCHORS) W/

A36 ALL-THREAD ROD

HILTI KWIK BOLT TZ

SIMPSON STRONG-BOLT 2

DEWALT/POWER POWER-STUD+ SD2

HILTI HUS-EZ

SIMPSON TITEN HD

DEWALT/POWER SCREW-BOLT+

HILTI HIT-HY200

SIMPSON SET-XP

DEWALT/POWER PURE110+

NOTES:

POST-INSTALLED ANCHORS MUST ONLY BE USED WHERE SPECIFIED ON THE

CONSTRUCTION DOCUMENTS. THE GENERAL CONTRACTOR MUST OBTAIN

APPROVAL FROM THE CONTRACTING OFFICER PRIOR TO USING POST INSTALLED

ANCHORS FOR MISSING OR MISPLACED CAST-IN-PLACE ANCHORS. CARE MUST

BE GIVEN TO AVOID CONFLICTS WITH EXISTING REINFORCING. HOLES MUST BE

DRILLED AND CLEANED PER THE MANUFACTURER'S PRINTED INSTALLATION

INSTRUCTIONS. ANCHORS MUST BE PROVIDED IN ACCORDANCE WITH THE

MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS. ALL POST INSTALLED

ANCHORS TO BE IN ACCORDANCE WITH ACI 355.2 AND/OR ACI 355.4.

SUBSTITUTION REQUESTS, FOR PRODUCTS OTHER THAN THOSE SPECIFIED,

MUST BE SUBMITTED TO THE CONTRACTING OFFICER WITH CALCULATIONS THAT

ARE PREPARED AND SEALED BY A REGISTERED DESIGN PROFESSIONAL IN THE

STATE IN WHICH THE PROJECT IS LOCATED SHOWING THAT THE SUBSTITUTED

PRODUCT WILL ACHIEVE AN EQUIVALENT CAPACITY USING THE DESIGN

PROCEDURE REQUIRED BY THE REFERENCED BUILDING CODE.

ALTERNATE PRODUCTS SUBMITTED TO THE CONTRACTING OFFICER FOR

APPROVAL MUST HAVE A VALID RESEARCH REPORT, ALSO KNOWN AS

EVALUATION REPORT, INDICATING COMPLIANCE WITH ACCEPTANCE CRITERIA

REQUIRED BY THE BUILDING CODE FOR THE INTENDED LOAD TYPE AND USE

(E.G. WIND, SEISMIC, SUSTAINED TENSION, ETC). RESEARCH REPORTS MUST BE

ISSUED BY A SOURCE APPROVED BY THE AUTHORITY HAVING JURISDICTION.

ADHESIVE ANCHOR DESIGN TEMPERATURE RANGE IS 110*F (LONG TERM) AND

130*F (SHORT TERM).

IN ADDITION TO THE MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS,

THE FOLLOWING GUIDELINES MUST BE FOLLOWED FOR INSTALLATION OF

ADHESIVE ANCHORS:

a. ADHESIVE ANCHORS MUST BE PROVIDED IN CONCRETE HAVING A MINIMUM

AGE OF 21 DAYS AT TIME OF ANCHOR INSTALLATION.

b. ADHESIVE ANCHORS MUST BE PROVIDED IN DRY CONCRETE, AND DURING

DRY CONDITIONS.

c. ADHESIVE ANCHORS MUST BE PROVIDED IN HOLES PREDRILLED WITH A

CARBIDE TIPPED DRILL BIT.

d. ADHESIVE ANCHORS MUST BE PROVIDED WITHIN THE TEMPERATURE RANGE

SPECIFIED IN THE MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS,

BUT NOT OUTSIDE OF THE DESIGN TEMPERATURE RANGE. LOADS MUST NOT

BE APPLIED TO ADHESIVE ANCHORS UNTIL THE FULL CURING TIME

ASSOCIATED WITH THE INSTALLATION TEMPERATURE HAS ELAPSED.

INSTALLATION OF ADHESIVE ANCHORS MUST BE PERFORMED BY CERTIFIED

PERSONNEL. CERTIFICATION MUST INCLUDE WRITTEN AND PERFORMANCE

TESTS IN ACCORDANCE WITH THE ACI/CRSI ADHESIVE ANCHOR INSTALLER

CERTIFICATION PROGRAM, OR EQUIVALENT.

SPECIAL INSPECTIONS MUST BE PROVIDED FOR POST-INSTALLED ANCHORS IN

ACCORDANCE WITH THE ANCHOR MPII AND/OR EVALUATION REPORT, UNLESS

MORE SPECIFIC REQUIREMENTS ARE SPECIFIED IN THE CONSTRUCTION

DOCUMENTS.

ADHESIVE ANCHORS

(EPOXY ANCHORS) W/

REBAR

HILTI HIT-HY200

SIMPSON SET-XP

DEWALT/POWER PURE110+

ROOF PLAN

a a3

2 1

WALL ELEVATION

P4P5 P5 ROOF

1 21 aa a a

IF SHEET MEASURES LESS THAN 22" X 34" IT IS A

REDUCED PRINT. REDUCE SCALE ACCORDINGLY

DES DRW CHK

SHEET OF

NAVFAC DRAWING NO.

CONSTR. CONTR. NO.

EPROJECT NO.:

SCALE:

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L

F A

S E

N G

E R

S Y

S T

E M

S C

O M

M A

N D

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

APPROVED

FOR COMMANDER NAVFAC

ACTIVITY

A/E INFO

SEAL

AS NOTED

DRAWFORM REVISION: 25 AUG 2020

S Y

M D

E S

C R

D A

T E

A P

P R

SATISFACTORY TO DATE

N A

V A

L F

A C

E N

E E

G S

Y S

T E

M S

C O

M M

A N

1 2 3 4 5

M C

U s e rs

\d g ra n th a m

\D o c u m e n ts

\R e v it L o c a l\

-P a rr is I s la n d R a n g e

I m p ro v e m e n ts P h a s e

-R

-S

T R

U C

T d g ra n th a m

.r v t

L A

D J o b N o -1

-0

S-003

G E

N E

R A

L N

O T

E S

P -4

C H

O S

A N

G E

R O

V E

M E

M O

D E

R N

N , P

10 TENTH STREET N.E., SUITE 200

ATLANTA, GA 30309

Tel 404.874.8333 Fax 404.874.8330

1641320

P A

R R

S L A

N D

12832222

T D

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O R

E N

A V

A L

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A T

N O

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M C

R D

P A

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S L A

N D

DGDG MBP

June 24, 2021

Approved by CDR A. Litteral, P.E.

PWO, MCRD Parris Island

DJD

CJC / LJM

EJA

DSN

8 ROH# : DENOTES DESIGN WIND PRESSURE VALUES WHICH SHALL BE APPLIED AT ROOF OVERHANGS TO TOP SURFACE CLADDING OR SHEATHING AND ITS CONNECTION. SOFFIT CLADDING OR SHEATHING SHALL BE DESIGNED FOR SIMILAR PRESSURE TO THE ADJACENT WALL PRESSURE. A COMBINATION OF THESE FORCES SHALL BE APPLIED TO THE STRUCTURAL ELEMENT OF THE OVERHANG AND ITS CONNECTION, INCLUDING BUT NOT LIMITED TO THE STUD FRAMING OF

THE OVERHANG.

7 A DESIGN WIND PRESSURE HORIZONTAL AND VERTICAL SHALL BE APPLIED TO COMPONENTS WHICH ARE EITHER ROOFTOP STRUCTURES OR ROOFTOP APPURTENANCES AND THEIR CONNECTION. EXAMPLES OF THIS ARE RTUs, AHUs, AND SCREEN

WALLS.

∙ P4/5 SHALL BE APPLIED TO THE DESIGN OF THE STRUCTURAL ELEMENT OF THE PARAPET AND ITS CONNECTION, INCLUDING

BUT NOT LIMITED TO THE STUD FRAMING OF THE PARAPET.

∙ NEGATIVE PRESSURES 2 OR 3 APPLIED TO THE SHEATHING OR PANELING AND ITS CONNECTION ON ROOF SIDE FACE.

∙ POSITIVE PRESSURES 4 OR 5 APPLIED TO THE SHEATHING OR PANELING AND ITS CONNECTION ON ROOF SIDE FACE.

∙ POSITIVE AND NEGATIVE PRESSURES 4 OR 5 APPLIED TO THE SHEATHING OR PANELING AND ITS CONNECTION ON OUTSIDE

FACE.

6 PARAPET COMPONENTS AND CLADDING ARE THOSE ELEMENTS WHICH EXIST ABOVE THE HORIZONTAL PLANE OF THE ROOF

AND SHALL BE DESIGNED FOR:

5 DESIGN VALUES SHOWN IN THIS TABLE ARE ULTIMATE VALUES FOR USE WITH LRFD DESIGN. VALUES MAY BE MULTIPLIED BY

0.6 FOR USE WITH SERVICE LEVEL OR ASD DESIGN. REFER TO THE BUILDING CODE FOR APPLICABLE LOAD COMBINATIONS.

4 FOR COMPONENTS HAVING EFFECTIVE AREAS IN BETWEEN TABULATED VALUES, DESIGN LOADS MAY BE INTERPOLATED.

OTHERWISE DESIGN LOAD SHALL BE TAKEN FROM THE NEXT LOWEST TABULATED EFFECTIVE AREA.

3 EACH COMPONENT AND ITS CONNECTION SHALL BE DESIGNED FOR MAXIMUM POSITIVE AND NEGATIVE FORCES.

2 POSITIVE PRESSURE VALUES REFER TO FORCES ACTING TOWARDS BUILDING OR COMPONENT FACE, NEGATIVE PRESSURE

VALUES REFER TO FORCES ACTING AWAY FROM BUILDING OR COMPONENT FACE.

1 a = 3'-0". SEE ROOF PLAN MAP BELOW FOR LOCATION OF a-ZONES. WALL a-ZONE LOCATIONS TO MATCH ROOF a-ZONES.

NOTES:

Puplift = -53.4 psf

Phoriz = 67.6 psf

ROOFTOP EQUIPMENT

>500 16.0 -26.0 -42.0 -56.2 -56.2 -42.0 -45.6 -45.6 28.8 -32.0 -32.0 74.7 74.7

>100 16.0 -38.4 -52.2 -69.4 -82.6 -63.4 -63.1 -76.3 32.8 -36.0 -39.9 92.3 105.5

50 16.0 -38.4 -56.7 -75.1 -93.9 -64.4 -70.7 -89.5 34.5 -37.7 -43.3 99.9 118.7

20 16.0 -38.4 -62.5 -82.6 -108.9 -65.8 -80.7 -107.1 36.7 -39.9 -47.8 109.9 136.2

<10 17.1 -38.4 -66.9 -88.3 -120.3 -66.9 -88.3 -120.3 38.4 -41.6 -51.3 117.4 149.5

EFFECTIVE

WIND AREA

(FT2)

ALL

ROOF

ZONES

1' 1 2 3 1, 1' 2 3

ALL

WALL

ZONES

4 5 P4 (+&-) P5 (+&-)

ROOF ROOF OVERHANGS WALLS PARAPETS

IBC 2018: LOCATION PER ASCE 7-16: FIGURE 30.3-1 & 30.3-2A

COMPONENTS & CLADDING EXTERNAL PRESSURE LOADS (PSF)

SACON WALL 31.1 PSF 31.1 PSF 82.2 PSF 48.8 PSF 37.3 PSF 35.4 PSF

NORTH SAFETY

WALL

33.7 PSF 33.7 PSF 89.1 PSF 52.9 PSF 40.4 PSF 38.4 PSF

0 to 25 ft 25 ft to 50 ft 50 ft to 75 ft > 75 ft

LOCATION CASE A CASE B

CASE C

IBC 2018: LOCATION PER ASCE 7-16: FIGURE 29.4.1

CONCRETE MIXTURES

APPLICATION EXPOSURE F'c

(AT 28-DAYS UNO)

NOMINAL MAXIMUM

AGGREGATE SIZE

(SEE NOTE 4)

AIR CONTENTMAXIMUM W/C MAXIMUM CONCRETE

WEIGHT

SHALLOW

FOUNDATIONS

1" 150 PCF

SLAB-ON-GRADE

WALLS

ELEVATED SLAB AND

BEAMS

COLUMNS

F0, S1, W0, C2 5000 PSI 1" 150 PCF

1" 150 PCF

3000 PSI

0.40

NOTES:

1. EXPOSURE CATEGORIES AND CLASSES FOR SULFATES, PERMEABILITY, AND CORROSION PROTECTION OF REINFORCEMENT IS CLASS ZERO UNLESS NOTED OTHERWISE. CONCRETE DESIGNATED AS 'C2' EXPOSURE MUST SATISFY THE FOLLOWING: ASTM C150 TYPE II; C595 TYPES IP, IS, OR IT WITH (MS) DESIGNATION; C1157 TYPE MS; C1218 MAXIMUM

CHLORIDE CONTENT 0.15 (NON-PRESTRESSED) OR 0.06 (PRESTRESSED).

2. WHERE NO MAXIMUM WATER CEMENT RATIO IS NOTED FOR DURABILITY, PROPORTIONING OF WATER/CEMENT RATIO MUST BE AS REQUIRED FOR SPECIFIED CONCRETE MIX DESIGN . WATER/CEMENT RATIO IS NOT APPLICABLE FOR DURABILITY

REQUIREMENTS IN LIGHTWEIGHT CONCRETE.

3. WHERE AIR ENTRAINMENT IS NOT REQUIRED BY DESIGN, THE CONTRACTOR MAY CHOOSE TO INCLUDE AIR ENTRAINMENT TO IMPROVE PLACEMENT AND FINISHING CHARACTERISTICS. AIR ENTRAINMENT IS NOT PERMITTED IN NORMAL WEIGHT CONCRETE TO RECEIVE A HARD TROWEL FINISH AND ENTRAPPED AIR MUST NOT EXCEED 3%. AIR ENTRAINMENT IN LIGHTWEIGHT CONCRETE SLABS IS REQUIRED TO MEET FIRE RATING REQUIRMENTS. SLABS MUST BE FINISHED TO AVOID

SURFACE IMPERFECTIONS, SUCH AS BLISTERING OR DELAMINATION.

4. COARSE AGGREGATE MUST BE ASTM C 33, GRADED. SELECT GRADING CLASS PER TYPE OF CONSTRUCTION OR LOCATION USED, AND IN RELATION TO SPECIFIC WEATHERING REGION. AGGREGATE MUST BE FROM A SINGLE SOURCE. #67 GRADING MUST BE USED FOR CONCRETE WITH 3/4 INCH MAXIMUM; #57 GRADING MUST BE USED FOR

CONCRETE WITH 1 INCH MAXIMUM.

6. MIX DESIGN SUBMITTAL FOR CONCRETE WITH BLENDED AGGREGATES MUST INCLUDE AGGREGATE GRADING AND VOID CONTENT OF THE COMBINED AGGREGATE. IT IS ACCEPTABLE TO USE A DIFFERENT BLEND OF AGGREGATES WITH 1 1/2

INCH MAXIMUM BY DOING ONE OF THE FOLLOWING:

• SUBMIT A MIX ANALYSIS WITH A COARSENESS FACTOR CHART SHOWING THE BLEND FALLS WITHIN THE "OPTIMAL"

AREA OF THE CHART. REFER TO ACI 302.1R-15 - CHAPTER 8.

• SUBMIT DOCUMENTATION FOR THE SHRINKAGE POTENTIAL OF THE CONCRETE MIXTURE. LENGTH CHANGE OF CONCRETE, DETERMINED BY ASTM C157, WITH 7 DAYS OF MOIST CURING FOLLOWED BY 21 DAYS OF DRYING MUST

NOT EXCEED 0.05%.

• PLACE A TRIAL SLAB

7. MONOLITHIC CONCRETE PLACEMENTS WHERE THE MINIMUM OF ALL THREE DIMENSIONS EXCEEDS 4'-0" IS CONSIDERED

"MASS CONCRETE" AND IS SUBJECT TO THE REQUIREMENTS OF ACI 301 - CHAPTER 8.

USE MODERATE OR LOW HEAT OF HYDRATION CEMENT, BLENDED HYDRAULIC CEMENT WITH MODERATE OR LOW HEAT OF HYDRATION PROPERTIES, OR PORTLAND CEMENT WITH FLY ASH, POZZOLAN, OR GROUND- GRANULATED BLAST-FURNACE SLAG. APPROVED RETARDING, RETARDING HIGH-RANGE WATER REDUCING, OR

RETARDING PLASTICIZING ADMIXTURE MUST BE USED.

THE TEMPERATURE AT TIME OF PLACEMENT MUST NOT EXCEED 90° F PER ATSM C 94. THE MAXIMUM INTERNAL TEMPERATURE DURING CURING MUST NOT EXCEED 158° F. IF COOLING METHODS ARE USED, THEY MUST NOT INCREASE THE W/C RATIO OR SLUMP BEYOND ALLOWABLE LIMITS. THE CONCRETE MUST BE COOLED GRADUALLY SO THAT THE SURFACE TEMPERATURE DROP DOES NOT EXCEED 20° F IN 24 HOUR PERIOD AFTER PLACEMENT.

SUBMIT DETAILED PROCEDURES, TEMPERATURE CONTROL PLAN, MIX DESIGNS, AND TEST RESULTS

INCLUDING HEAT OF HYDRATION TEST DATA PER ASTM C186.

5. FINE AGGREGATE FOR INTERIOR SLAB-ON-GRADE MUST CONSIST OF A MINIMUM 70% NATURAL SAND.

F0, S1, W0, C2

4000 PSI @ 28 DAYS

4500 PSI @ 56 DAYS

0.45

F0, S1, W0, C2 SEE NOTE 2

5000 PSI

0.40

SEE NOTE 3

F0, S1, W0, C2

REAR IMPACT WALL

PILE CAP FOUNDATION

1" 150 PCF5000 PSI 0.40F0, S1, W0, C2

PRECAST PILES 1" 150 PCF7500 PSI MIN 0.40F0, S1, W1, C2

SEE NOTE 3

CONCRETE

COVER

CONCRETE CAST AGAINST AND PERMANENTLY IN CONTACT

WITH GROUND 3 IN

CAST-IN-PLACE CONCRETE

(NONPRESTRESSED)

CLEAR COVER SCHEDULE

CONCRETE IN CONTACT WITH GROUND OR WEATHER:

SLABS, WALLS, JOISTS:

BEAMS, COLUMNS:

2 IN

2 1/2 IN

CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH

GROUND:

SLABS, WALLS, JOISTS:

#14 AND #18 BARS

1 1/2 IN

#11 BAR AND SMALLER

BEAMS, COLUMNS:

PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS

1 1/2 IN

NOTES

1. TABULATED VALUES ARE BASED ON MINIMUM YIELD STRENGTH OF 60 KSI. LENGTHS ARE IN INCHES.

REBAR IS ASSUMED UNCOATED (NO EPOXY COATING). INCREASE DEVELOPMENT LENGTHS SHOWN BY 1.3 FOR TOP, AND 1.5 FOR

OTHER EPOXY COATED BARS.

3. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12 INCHES OF FRESH CONCRETE PLACED BELOW THE DEVELOPEMENT

OR SPLICE.

CLASS B TENSION LAP

SPLICE LENGTHS (ACI 318)

CASE 1 AND CASE 2 DEPEND ON THE TYPE OF STRUCTURAL MEMBER, CONCRETE COVER, AND BAR SPACING AND ARE DEFINED

AS FOLLOWS:

CASE 1

CASE 2

BEAMS &

COLUMNS

CLEAR SPACING > 2.0 BAR DIA

CLEAR SPACING < 2.0 BAR DIA

CASE 1

CASE 2

ALL

OTHERS

CONCRETE COVER > 1.0 BAR DIA AND CLEAR SPACING > 2.0 BAR DIA

CONCRETE COVER < 1.0 BAR DIA OR CLEAR SPACING < 2.0 BAR DIA

BAR

SIZE

F'c = 5000 PSI

TOP BARS OTHER BARS

CASE 1 CASE 2 CASE 1 CASE 2

22 33 17 25

29 43 22 33

36 54 28 41

43 65 33 50

62 94 48 72

72 108 55 83#8

#10

#11

81 121 62 93

91 137 70 105

101 152 78 117

WHERE BARS OF DIFFERENT SIZES ARE LAP SPLICED, THE LAP SPLICE LENGTH MUST BE THE LARGER OF THE TENSION DEVELOPMENT LENGTH OF THE LARGER BAR AND THE TENSION LAP SPLICE LENGTH OF THE SMALLER BAR.

BAR

SIZE

F'c = 3000 PSI

TOP BARS OTHER BARS

CASE 1 CASE 2 CASE 1 CASE 2

28 42 21 32

37 56 28 43

46 69 36 53

56 83 43 64

81 131 62 93

93 139 71 107#8

#10

#11

BAR

SIZE

F'c = 4000 PSI

TOP BARS OTHER BARS

CASE 1 CASE 2 CASE 1 CASE 2

24 36 18 28

32 48 25 37

40 60 31 46

48 72 37 55

70 105 54 81

80 120 62 92#8

#10

#11

90 136 70 104

102 153 78 117

113 170 87 130

104 157 80 120

118 176 90 136

131 196 100 151

IF SHEET MEASURES LESS THAN 22" X 34" IT IS A

REDUCED PRINT. REDUCE SCALE ACCORDINGLY

DES DRW CHK

SHEET OF

NAVFAC DRAWING NO.

CONSTR. CONTR. NO.

EPROJECT NO.:

SCALE:

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L

F A

S E

N G

E R

S Y

S T

E M

S C

O M

M A

N D

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

APPROVED

FOR COMMANDER NAVFAC

ACTIVITY

A/E INFO

SEAL

AS NOTED

DRAWFORM REVISION: 25 AUG 2020

S Y

M D

E S

C R

D A

T E

A P

P R

SATISFACTORY TO DATE

N A

V A

L F

A C

E N

E E

G S

Y S

T E

M S

C O

M M

A N

1 2 3 4 5

M C

U s e rs

\d g ra n th a m

\D o c u m e n ts

\R e v it L o c a l\

-P a rr is I s la n d R a n g e

I m p ro v e m e n ts P h a s e

-R

-S

T R

U C

T d g ra n th a m

.r v t

L A

D J o b N o -1

-0

S-004

S C

H E

D U

L E

S A

N D

G R

A M

P -4

C H

O S

A N

G E

R O

V E

M E

M O

D E

R N

N , P

10 TENTH STREET N.E., SUITE 200

ATLANTA, GA 30309

Tel 404.874.8333 Fax 404.874.8330

1641320

P A

R R

S L A

N D

12832223

T D

C C

O R

E N

A V

A L

S T

A T

N O

R F

M C

R D

P A

R R

S L A

N D

DGDG MBP

June 24, 2021

Approved by CDR A. Litteral, P.E.

PWO, MCRD Parris Island

DJD

CJC / LJM

EJA

DSN

M D

Y D

D S

E T

E R

Y D

D S

E T

E R

KEY NOTES

1. PIT HEADS/STORAGE BUILDING - SEE DRAWING

2. TARGET STORAGE - SEE DRAWING

3. BUTT'S CONTROL HOUSE - SEE DRAWING

4. NORTH SIDE SAFETY WALL - SEE DRAWING

5. TARGET BERM RETAINING WALL - SEE DRAWING

6. IMPACT BERM FRONT RETAINING WALL - SEE

DRAWING

7. IMPACT BERM REAR RETAINING WALL - SEE

DRAWING

8. ELECTRIC EQUIPMENT PAD - SEE

SF101

SF103

SF104

SB101

SB102

SB103

SB104

SF102

/D5 SB102

EXISTING PEDESTRIAN TUNNEL

EXISTING

PEDESTRIAN

TUNNEL ACCESS

EXISTING 300-YARD

HEADS

EXISTING SAFETY WALL

EXISTING TARGET

BERM RETAINING WALL

EXISTING PIT HEADS

1" EXPANSION JOINT

GENERAL PLAN NOTES:

1. COORDINATE DIMENSIONS, ORIENTATIONS, LOCATIONS,

AND ELEVATIONS WITH THE ARCHITECTURAL AND CIVIL

DRAWINGS. REPORT DIMENSIONAL DISCREPANCIES PRIOR

TO CONSTRUCTION. SITE LAYOUT, ELEVATIONS, AND

GRADING ARE GOVERNED BY THE CIVIL DRAWINGS. SEE

ARCHITECTURAL DRAWINGS FOR INTERIOR FEATURES AND

EQUIPMENT.

IF SHEET MEASURES LESS THAN 22" X 34" IT IS A

REDUCED PRINT. REDUCE SCALE ACCORDINGLY

DES DRW CHK

SHEET OF

NAVFAC DRAWING NO.

CONSTR. CONTR. NO.

EPROJECT NO.:

SCALE:

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L

F A

S E

N G

E R

S Y

S T

E M

S C

O M

M A

N D

PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

APPROVED

FOR COMMANDER NAVFAC

ACTIVITY

A/E INFO

SEAL

AS NOTED

DRAWFORM REVISION: 25 AUG 2020

S Y

M D

E S

C R

D A

T E

A P

P R

SATISFACTORY TO DATE

N A

V A

L F

A C

E N

E E

G S

Y S

T E

M S

C O

M M

A N

1 2 3 4 5

M C

U s e rs

\d g ra n th a m

\D o c u m e n ts

\R e v it L o c a l\

-P a rr is I s la n d R a n g e

I m p ro v e m e n ts P h a s e

-R

-S

T R

U C

T d g ra n th a m

.r v t

L A

D J o b N o -1

-0

SS101

O V

E R

A L L S

T R

U C

T U

R A

L S

P L A

P -4

C H

O S

A N

G E

R O

V E

M E

M O

D E

R N

N , P

10 TENTH STREET N.E., SUITE 200

ATLANTA, GA 30309

Tel 404.874.8333 Fax 404.874.8330

1641320

P A

R R

S L A

N D

12832224

T D

C C

O R

E N

A V

A L

S T

A T

N O

R F

M C

R D

P A

R R

S L A

N D

DGDG MBP

June 24, 2021

Approved by CDR A. Litteral, P.E.

PWO, MCRD Parris Island

DJD

CJC / LJM

EJA

DSN

1" = 100'-0"

OVERALL STRUCTURAL SITE PLAN

NTRUE

NORTH

SCALE : 1" = 100'-0"

0 100' 200'

TARGET BERM

RETAINING WALL

TARGET LINE

PLATFORM

CONCRETE STAIR

S-501

S-301

S-305

S-301

FLOOR DRAIN

(SEE NOTE 5)

DRAINAGE BASIN

S -3

CONTINUOUS RETAINING

WALL FOUNDATION

CS18

EL. 11.6'

S-302

12' - 0 5/8"12' - 2 5/8"

10' - 8 5/8"13' - 6 5/8"

S-501

SLOPE

CS18

SAND INTERCEPTOR

S-302

S-502

A4 TYP @

COILING

DOOR

25' - 1 1/8"

SF101

A3 (SIM)

TYP

(TYP)

EL. 9.2'

10' - 8 5/8"

SOG6

FLOOR DRAIN

(SEE NOTE 5)

TARGET BERM

RETAINING WALL

SLOPE

OVERHANG

S -3

S-301

S-305

____________ VERTICAL EXTENSION

OPENINGS (SEE TYP

OPENING DETAIL)

SIM

CONCRETE ROOF

S-301

T/WALL EL. 21.17'

EL. 19.2'

11' - 1 5/8"13' - 10 5/8"

S-302

#5 @ 6" OC T&B

O C

25' - 1 1/8"

S-301

CS8

SLOPE

8'-0" x 8'-0" x 1'-0"

SHEAR DROP CAP (TYP)

S-301

EL. 19.2'

S-302

TYP @

COILING

DOOR

TYP

ROOF BEARING EL. 17.2'

GENERAL FOUNDATION NOTES:

1. SLABS-ON-GRADE MUST BE PLACED DIRECTLY OVER PREPARED

SUBGRADE PER NOTES ON S-001.

DENOTES PROVIDE 6" CONCRETE: NORMAL-WEIGHT,

REINFORCED W/ WWR 6x6-W2.9xW2.9

` DENOTES PROVIDE 18" CONCRETE: NORMAL-WEIGHT,

REINFORCED W/ #6 @ 8" OC T&B EW OVER VAPOR BARRIER

2. DENOTES PROVIDE CONCRETE WALL. (SEE SECTION FOR

THICKNESS & REINFORCING).

3. SEE S-501 FOR TYPICAL FOUNDATION AND SLAB DETAILS.

4. SEE S-502 FOR TYPICAL CONCRETE WALL DETAILS.

5. SOG & FDN SHALL SLOPE TO DRAIN. SEE ARCH FOR DIRECTION AND

SLOPE. SOG & FDN SHALL MAINTAIN A MINIMUM DEPTH OF 1' - 4".

6. ALL DIMENSIONS ARE TO THE FACE OF WALL OR CENTERLINE OF COLUMN

UNLESS NOTED OTHERWISE.

SOG6

CS18

GENERAL ROOF FRAMING NOTES:

1. DENOTES PROVIDE LOAD-BEARING WALL BELOW.

2. SEE S-501 FOR TYPICAL CONCRETE SLAB DETAILS.

3. DENOTES PROVIDE 8" NORMAL WEIGHT CONCRETE.

4. ALL DIMENSIONS ARE TO THE FACE OF WALL OR CENTERLINE

OF COLUMN UNLESS NOTED OTHERWISE

CS8

L E

N G

T H

D E

V E

L O

P M

E N

SEE B3/S502 FOR TYPICAL BAR

ARRANGMENT…

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