W912BV21R0003-0001.pdf

PDF 2 MB Posted Jul 22, 2021

Attached to: Advanced Individual Training Barracks, Fort Sill Oklahoma Amendment 0004 Federal contract opportunity
Solicitation number: W912BV21R0003
Issued by: Department of the Army Corps of Engineers Engineering District Tulsa

About this file

Written by GovTribe AI · Dec 28, 2023

This is an amendment to a solicitation for the construction of a new barracks complex at Fort Sill, Oklahoma. The project includes construction of 180,000 square feet of barracks to house 600 soldiers, with supporting facilities such as a covered hardstand, utilities, lighting, paving, parking, and landscaping. Special foundations and extensive fire protection measures are required. Sustainability and energy measures will be incorporated. Comprehensive interior design services are also required. The U.S. Army Corps of Engineers District in Tulsa will award a firm-fixed price design-build contract using the trade-off source selection process outlined in FAR Part 15.

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Other files for this federal contract opportunity

Other files attached to Advanced Individual Training Barracks, Fort Sill Oklahoma Amendment 0004, newest first.
File	Type	Posted
W912BV21R0003-00004.pdf	PDF	Aug 26, 2021
W912BV21R0003-0003.pdf	PDF	Aug 16, 2021
W912BV21R0003-0002.pdf	PDF	Aug 5, 2021
Site Visit Sign-In Sheet 29 JUL 2021.pdf	PDF	Jul 30, 2021
AIT Barracks Pre-Bid Site Visit.pdf	PDF	Jul 26, 2021
AIT BARRACKS BRAND NAME OR EQUAL NOI.xlsx	XLSX spreadsheet	Jul 19, 2021
JA Brand Name or Equal AIT Barracks.pdf	PDF	Jul 19, 2021
FtSill_AIT_RTA - COMPILED_VOLUME 2 OF 4.pdf	PDF	Jul 19, 2021
FtSill_AIT_RTA - COMPILED_VOLUME 4 OF 4.pdf	PDF	Jul 19, 2021
FtSill_AIT_RTA - COMPILED_VOLUME 1 OF 4.pdf	PDF	Jul 19, 2021
AIT_Barracks Solicitation RFP_20210719.pdf	PDF	Jul 19, 2021
FtSill_AIT_RTA - COMPILED_VOLUME 3 OF 4.pdf	PDF	Jul 19, 2021

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AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

Except as provided herein, all terms and conditions of the document referenced in Item 9A or 10A, as heretofore changed, remains unchanged and in full force and effect.

15A. NAME AND TITLE OF SIGNER (Type or print)

30-105-04EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

STANDARD FORM 30 (Rev. 10-83) Prescribed by GSA

FAR (48 CFR) 53.243

AIT BARRACKS COMPLEX, FORT SILL, OKLAHOMA

(1) Amendment 0001 adds the site visit information and updates/replaces sections as listed below .

(2) All other terms and conditions remain unchanged.

1. CONTRACT ID CODE PAGE OF PAGES

1 22

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

16C. DATE SIGNED

BY 22-Jul-2021

16B. UNITED STATES OF AMERICA15C. DATE SIGNED15B. CONTRACTOR/OFFEROR

(Signature of Contracting Officer)(Signature of person authorized to sign)

8. NAME AND ADDRESS OF CONTRACTOR (No., Street , County, State and Zip Code) X W912BV21R0003

X 9B. DATED (SEE ITEM 11)

19-Jul-2021

10B. DATED (SEE ITEM 13)

9A. AMENDMENT OF SOLICITATION NO.

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

X The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offer is extended, X is not extended.

Offer must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended by one of the following methods:

(a) By completing Items 8 and 15, and returning 1 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN

REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

12. ACCOUNTING AND APPROPRIATION DATA (If required)

13. THIS ITEM APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS.

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE

CONTRACT ORDER NO. IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation date, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(B).

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority)

E. IMPORTANT: Contractor is not, is required to sign this document and return copies to the issuing office.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

10A. MOD. OF CONTRACT/ORDER NO.

2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO.(If applicable)

6. ISSUED BY

3. EFFECTIVE DATE

22-Jul-2021

CODE

CONTRACTING DIV

US ARMY CORPS OF ENGINEERS, TULSA DISTRICT

2488 E. 81ST STREET

TULSA OK 74137-4290

W912BV 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

AMENDMENT 0001

W912BV-21-R-0003

Advanced Individual Training Barracks (AIT) Complex, Phase 2 Fort Sill, Oklahoma

1. The revised/new sections/appendices/pages listed below are hereby added to or revised and made a part of the solicitation. Revised or added/deleted information can be located in the specifications by searching for an asterisk and amendment number (i.e., *AM and *). The beginning of the amendment will begin with *AM and end with an * for each amended section.

REVISED/NEW SECTIONS/APPENDICES

Remove previously issued specification section 00 21 00 in its entirety and replace with new specification section 00 21 00 hereto.

Update FAR Clause 52.236-27 of specification section 00 72 00.

Remove previously issued drawing S-001, S-151, S-152, S-153, S-201, S-202, S-203, S-204, S-302, S-511, S-516, S-519, S-520, S-521, S-522, S-523, and S-600 in their entirety and replace with drawings S-001, S-151, S-152, S-153, S-201, S-202, S-203, S-204, S-302, S-511, S-516, S-519, S-520, S-521, S-522, S-523, and S-600 hereto.

End of Continuation Sheet

SUMMARY OF CHANGES

SECTION 00 21 00 - INSTRUCTIONS, CONDITIONS & NOTICES TO OFFERORS

The following have been modified:

SECTION 00 21 00

INSTRUCTIONS, CONDITIONS AND NOTICES TO OFFERORS

1.1. GENERAL DESCRIPTION OF WORK

This is a competitive best value solicitation for a construction contract for the Advanced Individual Trainee Barracks (AIT) Complex, Phase 2 project located at Fort Sill, Oklahoma. The Government will evaluate proposals in accordance with the criteria described herein and award a firm fixed-price contract to the responsible firm whose proposal conforms to all the terms and conditions of the solicitation and is determined the overall best value to the Government.

1.2. GOVERNMENT SECURITY REQUIREMENTS

The offeror(s) must ensure that ALL mail sent to the Tulsa District, U.S. Army Corps of Engineers, either pre-contract or post-contract award, has a return mailing address on the outside of the envelope, package, box, etc.

ANY MAIL addressed to the U.S. Army Corps of Engineers, including but not limited to bids, modifications to bids, proposals, revised proposals, bonds, correspondence, etc., will be REJECTED by the U.S. Army Corps of Engineers mail room facility located at 2488 E. 81st Street, Tulsa, OK 74137-4290, if it does not contain a return mailing address. There will be no exceptions.

USACE Tulsa District Point of Contact is Mr Brian Welch:

Phone: 405-869-2617 Email: Brian.Welch@usace.army.mil

1.3. COPIES OF SOLICITATION DOCUMENTS AND AMENDMENTS

Copies of the solicitation and any amendments will be provided electronically to the contractor via Contracting Opportunities within the SAM.gov website.

1.4. OFFEROR'S QUESTIONS AND COMMENTS

All contractual matters, questions and or comments relative to these documents should be submitted via Bidder Inquiry in ProjNet at http://www.projnet.org/projnet/binKornHome/index.cfm?strKornCob=HomePagePublic no later than 14 calendar days prior to the proposal due date, in order that they may be given consideration or actions taken prior to receipt of offers.

The bidder inquiry key for this project is 3258IK-BD9E8Z.

Instructions for registering in the ProjNet Bidder Inquiry system are available on the above website.

1.5. SMALL BUSINESS SIZE STANDARD/NAICS CODE

The NAICS Code selected for this project is 236220, Commercial and Institutional Building Construction, and the size standard is $39,500,000.00. Also see FAR 52.204-8.

1.6. PROPOSAL EXPENSES AND PRE-CONTRACT COSTS

This request for proposal (RFP) does not commit the Government to pay, as a direct charge, any costs incurred in the preparation and submission of a proposal

1.7. SITE VISIT

See Clause 52-236-27 for site information.

1.8. ACCURACY IN PROPOSALS

Proposals must set forth full, accurate, and complete information as required by this RFP, (including attachments). The penalty for making false statements is prescribed in 18 U.S.C. 1001.

1.9. PROPOSAL SUBMITTAL

1.9.1. The submittal method for proposals is electronic via DoD SAFE or email ONLY (no mailed proposals).

DoD SAFE web site: https://safe.apps.mil/

The following email addresses must be entered for notification of proposal receipt and download availability:

Brian.Welch@usace.army.mil Julie.S.Hill@usace.army.mil

1.9.2. Proposals will be received until the date and time and specified in this Request for Proposal. Mail all bonds to:

U.S. Army Corps of Engineers, Tulsa District ATTN: CESWT-CT-E (Mr. Welch) 2488 E. 81st Street Tulsa, OK 74137-4290

1.9.3. The packaging shall be marked Solicitation Number: W912BV-21-R-0003.

1.10. PROPOSALS

Offer Closing Date: 23 August 2021 Offer Closing Time: 2:00 pm Central Standard Time (CST)

1.11. JOINT VENTURE PROPOSAL REQUIREMENTS

When proposing as a joint venture, all members of the joint venture shall sign the SF 1442 and the bid bond unless a written agreement by the joint venture is furnished with the proposal designating one firm with the authority to bind the other member(s) of the joint venture. In addition, a copy of the joint venture agreement shall be submitted with the proposal. Failure to comply with the foregoing requirements may eliminate the proposal from further consideration. If this is an 8(a) or HubZone joint venture, the offeror shall ensure that it complies with the applicable requirements of 13 CFR Part 124 and 13 CFR Part 126, respectively.

1.12. DEVIATIONS AND EXCEPTIONS

Deviations and exceptions to the terms and conditions of the solicitation are neither encouraged nor desired.

Should the offer include any standard company terms and conditions that conflict with the terms and conditions of the solicitation, the offer may be determined “unacceptable” and thus ineligible for the award. Should the offeror have any questions related to specific terms and conditions, these must be resolved prior to submission of the offer.

Notwithstanding the above, if deviations and exceptions are included with the offer, the offeror shall list and describe in detail the deviations and/or exceptions. All deviations and exceptions shall be fully supported with the Offeror’s rationale and shall fully explain the impact, if any, on the performance and/or specific requirement of the

RFP.

SECTION 00 72 00 - CONTRACT CLAUSES

The following have been modified:

52.236-27 SITE VISIT (CONSTRUCTION) (FEB 1995) – ALTERNATE I (FEB 1995)

(a) The clauses at 52.236-2, Differing Site Conditions, and 52.236-3, Site Investigations and Conditions Affecting the Work, will be included in any contract awarded as a result of this solicitation. Accordingly, offerors or quoters are urged and expected to inspect the site where the work will be performed.

1.7. SITE VISIT

A pre-proposal conference and site visit will be held at the date, time and location listed below. Please provide to the USACE Tulsa District POC listed in paragraph 1.2 of section 00 21 00 a list of all personnel that will be attending the site visit for the Fort Sill Advanced Individual Training Barracks no later than 48 hours prior to the site visit date. All personnel must be US Citizens and have a valid Driver’s License for access onto Fort Sill. If you do not have a badge for access to Fort Sill, please visit the Fort Sill Visitor Control Center website at https://sill-ww.army.mil/vcc/ to learn more information on the hours of operation, process, and timing for which a day pass can be acquired. Please begin necessary coordination for access to the installation well in advance of the site visit date and time to ensure timely attendance.

After obtaining a pass, each individual may enter through the Sheridan Gate, turn east on Mow-Way Road, and then north on Bragg Road to rendezvous at the parking lot on the eastern side of the road (western side of the project boundary).

This is the only site visit the government intends to hold. All bidders are encouraged to attend. Please be aware of current pandemic requirements for each instillation. Please do not enter Fort Sill if you are sick, feeling unwell, or have a fever. Also, the site is large and primarily in a grassy area at the site of the pre-bid conference and site visit.

Dress appropriately for the visit.

Pre-Proposal Information:

Date: 29 July 2021 Time: 0900 Location: Bragg Road Parking Lot Fort Sill, Oklahoma

See attached map for locations.

(End of provision)

SYMBOLS LEGEND

REVISION TAG

NORTH ARROW w/

TRUE NORTH

INDICATIONSECTION

EXTERIOR ELEVATION

ENLARGEMENT,

DETAIL

SPOT ELEVATION

LEVEL NAME

SHEET NUMBER

A SHEET KEYNOTESHEET NUMBER

Name Elevation

PLAN NORTH

A101

SIM

A101

SIM

ABBREVIATIONS

SYMBOL ---------------------

/ PER

@ AT

A ---------------------

AB ANCHOR BOLT

ACI AMERICAN CONCRETE

INSTITUTE

ADDL ADDITIONAL

AFF ABOVE FINISHED

FLOOR

AHJ AUTHORITY HAVING

JURISDICTION

AISC AMERICAN INSTITUTE

FOR STEEL

CONSTRUCTION

AISI AMERICAN IRON AND

STEEL INSTITUTE

ALT ALTERNATE

APPROX APPROXIMATE

ARCH ARCHITECT

ASCE AMERICAN SOCIETY OF

CIVIL ENGINEER

ASTM AMERICAN SOCIETY

FOR TESTING AND

MATERIALS

AWS AMERICAN WELDING

SOCIETY

B ---------------------

B/ BOTTOM OF

BLDG BUILDING

BM BEAM

BOS BOTTOM OF STEEL

BOT BOTTOM

BTWN BETWEEN

C ---------------------

CAMA CONCRETE ANCHOR

MANUFACTURERS

ASSOCIATION

CIP CAST-IN-PLACE

CJ CONTROL JOINT

CL CENTER LINE

CLR CLEAR

CMU CONCRETE MASONRY

UNIT

COL COLUMN

COMP COMPOSITE

CONC CONCRETE

CONN CONNECTION

CONST CONSTRUCTION

CONT CONTINUE/

CONTINUOUS

CONTR CONTRACTOR

COORD COORDINATE

CSJ CONSTRUCTION JOINT

CTR CENTER

D ---------------------

DAS DEFORMED ANCHOR

STUD

DBL DOUBLE

DIA OR Ø DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DL DEAD LOAD

DTL(S) DETAIL(S)

DWG(S) DRAWING(S)

E ---------------------

EA EACH

EE EACH END

EF EACH FACE

EJ EXPANSION JOINT

EL ELEVATION

ELEV ELEVATOR

EMBED EMBEDDED/

EMBEDMENT

ENGR ENGINEER

EOR ENGINEER OF RECORD

EOS EDGE OF SLAB

EQ EQUAL

EQ SP EQUALLY SPACED

EQUIP EQUIPMENT

ES EACH SIDE

EW EACH WAY

E-W EAST-WEST

EXP ANCH EXPANSION ANCHOR

EXP EXPANSION

EXT EXTERIOR

F ---------------------

FF FINISH FLOOR

FIN FINISH

FLR FLOOR

FND FOUNDATION

FRMG FRAMING

FS FAR SIDE

FT FOOT/FEET

FTG FOOTING

Fy YIELD STRESS

G ---------------------

GA GAGE/GAUGE

GALV GALVANIZED

GB GRADE BEAM

H ---------------------

HSA HEADED ANCHOR STUD

HORIZ HORIZONTAL

HT HEIGHT

HVAC HEATING, VENTILATING

AND AIR CONDITIONING

I ---------------------

IBC INTERNATIONAL

BUILDING CODE

IN INCH(ES)

J ---------------------

JST JOIST

JT JOINT

K ---------------------

K KIP (1000 POUNDS)

KSF KIP PER SQUARE FOOT

KSI KIP PER SQUARE INCH

L ---------------------

L LENGTH

LB(S) POUND(S)

LDH HOOK DEVELOPMENT

LENGTH

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG LONGITUDINAL

M ---------------------

MATL MATERIAL

MAX MAXIMUM

MBS METAL BUILDING

SUPPLIER

MCAA MASON CONTRACTORS

ASSOCIATION OF

AMERICA

MCJ MASONRY CONTROL

JOINT

MECH MECHANICAL

MEP MECHANICAL,

ELECTRICAL AND

PLUMBING

MIL 0.001 INCH

MIN MINIMUM

MFR MANUFACTURER

MO MASONRY OPENING

MPH MILES PER HOUR

MTL METAL

N ---------------------

N NORTH

N/A NOT APPLICABLE

NO NUMBER

NOM NOMINAL

NS NEAR SIDE

N-S NORTH-SOUTH

NTS NOT TO SCALE

O -------------------

OC ON CENTER

OD OUTSIDE DIAMETER

OH OPPOSITE HAND

OPNG OPENING

OPP OPPOSITE

OVS OVERSIZED

P --------------------

PAF POWER ACTUATED

FASTENER

PEMB PRE-ENGINEERED

METAL BUILDING

PEN PENETRATION

PERP PERPENDICULAR

PL PLATE

PLF POUNDS PER LINEAR

FOOT

PROJ PROJECT(ION)

PSF POUNDS PER SQUARE

FOOT

PSI POUNDS PER SQUARE

INCH

R --------------------

RC REINFORCED

CONCRETE

RE: OR REF REFERENCE

REINF REINFORC(ING)(EMENT)

REQD REQUIRED

REQT(S) REQUIREMENT(S)

RO ROUGH OPENING

S --------------------

S SOUTH

SCHED SCHEDULE

SDI STEEL DECK INSTITUTE

SIM SIMILAR

SIOR SPECIAL INSPECTOR

OF RECORD

SJ SAW JOINT

SJI STEEL JOIST INSTITUTE

SLH SHORT LEG

HORIZONTAL

SLV SHORT LEG VERTICAL

SPEC(S) SPECIFICATION(S)

SOG SLAB-ON-GRADE

SQ SQUARE

STD STANDARD

STL STEEL

STR STRUCTURAL

T --------------------

T TOP

T/ OR TO TOP OF

T&B TOP AND BOTTOM

TK THICK

TMS THE MASONRY

SOCIETY

TOC TOP OF CONCRETE

TOF TOP OF FOOTING

TOS TOP OF STEEL

TOW TOP OF WALL

TRANS TRANSVERSE

TYP TYPICAL

U --------------------

UON UNLESS OTHERWISE

NOTED

V --------------------

VERT VERTICAL

W --------------------

W/ WITH

W/C WATER CEMENTITIOUS

MATERIAL RATIO

W/O WITHOUT

WP WORKING POINT

WWR WELDED WIRE

REINFORCEMENT

U .S

. A R

M Y

C O

O F

R S

US Army Corps of Engineers

N N

C R

O N

D B

C O

N O

B Y:

D R

B Y:

E D

2 3 4 5 6 7 8 9 10

SHEET ID

R ev is io n

D at e

S-001

U C

, O

M A

A D

O R

S, P

C H

N K, P .E

F, M

H O

O N

, P .E

U N

2B V2

100% DESIGN - NOT FOR CONSTRUCTION

N C

) C

O M

, P H

-F tS ill_

T-

.rv t

3, F

A, O K

C O

R U

O N

GENERAL REQUIREMENTS

1. DESIGN OF THE BUILDING IS IN ACCORDANCE WITH UFC 4-023-03, CHANGE 3, 1 NOVEMBER 2016.

FUTURE ADDITIONS OR ALTERATIONS TO THIS STRUCTURE SHALL NOT JEOPARDIZE THE

REQUIREMENTS FOR PROGRESSIVE COLLAPSE RESISTANCE.

2. RISK CATEGORY II.

3. METHOD OF PROGRESSIVE COLLAPSE RESISTANCE IS ALTERNATE PATH.

4. PRIOR TO COMMENCEMENT OF WORK THE CONTRACTOR SHALL SUBMIT TO THE CONTRACTING

OFFICER A STATEMENT OF RESPONSIBILITY WHICH SHALL CONTAIN THE FOLLOWING:

A. ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED IN THE QUALITY

ASSURANCE PLAN;

B. ACKNOWLEDGEMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN CONFORMANCE WITH THE

CONSTRUCTION DOCUMENTS.

C. THE PROCEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTOR'S ORGANIZATION, THE

METHOD AND FREQUENCY OF REPORTING THE DISTRIBUTION OF REPORTS; AND

D. IDENTIFICATION AND QUALIFICATION OF THE PERSON(S) EXERCISING SUCH CONTROL AND THEIR

POSITION(S) IN THE ORGANIZATION.

5. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS BEFORE STARTING

WORK. NOTIFY THE CONTRACTING OFFICER IMMEDIATELY OF ANY DISCREPANCIES.

6. NOTES AND DETAILS ON THE DRAWINGS TAKE PRECEDENCE OVER THE GENERAL NOTES AND TYPICAL

DETAILS IN CASE OF CONFLICT.

7. ALL MATERIALS AND WORK SHALL CONFORM TO THE REQUIREMENTS OF UFC 3-301-01 STRUCTURAL

ENGINEERING (1 OCTOBER 2019), IBC 2018 INTERNATIONAL BUILDING CODE AND ASCE 7-16 MINIMUM

DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES.

8. PROVIDE MANUFACTURER'S ICC REPORTS AND A LIST OF ALL PROPOSED SUBSTITUTIONS TO THE

CONTRACTING OFFICER FOR REVIEW AND APPROVAL BEFORE FABRICATION.

9. WHERE CONSTRUCTION DETAILS ARE NOT SHOWN OR NOTED FOR ANY PART OF THE WORK, SUCH

DETAILS SHALL BE THE SAME AS FOR SIMILAR WORK SHOWN ON THE DRAWINGS.

10. PIPES, DUCTS, SLEEVES, CHASES, ETC. SHALL NOT BE PLACED IN SLABS OR WALLS UNLESS SPECIFICALLY SHOWN OR NOTED NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR PIPES, DUCTS, ETC., UNLESS SPECIFICALLY SHOWN. THE CONTRACTOR SHALL OBTAIN WRITTEN CONSENT FROM THE CONTRACTING OFFICER BEFORE INSTALLATION OF ANY ADDITIONAL PIPES, DUCTS, SLEEVES, CHASES, ETC.

11. LOCATE AND PROTECT UNDERGROUND OR CONCEALED CONDUIT, PLUMBING OR OTHER UTILITIES

WHERE WORK IS BEING PERFORMED.

12. MATERIALS SHALL BE EVENLY DISTRIBUTED IF PLACED ON FRAMED FLOORS OR ROOFS. LOADS SHALL NOT EXCEED THE ALLOWABLE LOADING FOR THE SUPPORTING MEMBERS AND THEIR CONNECTIONS.

13. THE STRUCTURAL DRAWINGS ILLUSTRATE THE STRUCTURAL MEMBERS, REFER TO ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS FOR NON-STRUCTURAL ITEMS WHICH REQUIRE SPECIAL

PROVISIONS DURING THE CONSTRUCTION OF STRUCTURAL MEMBERS.

14. REFER TO ARCHITECTURAL PLANS FOR FLOOR DEPRESSIONS SLOPES, DRAINS, CURBS, PADS, EMBEDDED ITEMS, NON LOAD-BEARING PARTITIONS, ETC.

15. REFER TO MECHANICAL AND ELECTRICAL PLANS FOR SLEEVES AND HANGERS FOR PIPES, DUCTS AND

EQUIPMENT.

16. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE AND DO NOT

INDICATE METHODS, PROCEDURES OR SEQUENCE OF CONSTRUCTION. THE CONTRACTOR SHALL

TAKE THE NECESSARY PRECAUTIONS TO MAINTAIN AND ENSURE THE INTEGRITY OF THE STRUCTURE DURING CONSTRUCTION. THE CONTRACTOR SHALL DESIGN, CONSTRUCT AND MAINTAIN ALL SAFETY DEVICES, INCLUDING SHORING AND BRACING, AND BE SOLELY RESPONSIBLE FOR CONFORMING TO

ALL LOCAL, STATE AND FEDERAL SAFETY AND HEALTH STANDARDS, LAWS AND REGULATIONS.

17. ANY DEVIATION FROM THE APPROVED SET OF STRUCTURAL DRAWINGS SHALL ONLY BE MADE AFTER

WRITTEN APPROVAL BY THE CONTRACTING OFFICER.

18. STRUCTURAL PLANS INDICATE ONLY THE APPROXIMATE LOCATION OF MECHANICAL, ELECTRICAL, AND OTHER EQUIPMENT, AS WELL AS THE RELATED AUXILIARY FRAMING NECESSARY TO SUPPORT SUCH

EQUIPMENT. THE FINAL POSITIONING OF THESE ITEMS IS DEPENDENT UPON THE EQUIPMENT

PROVIDED BY THE CONTRACTOR. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING

WORK BETWEEN SUBCONTRACTORS AND CRAFTS IN THIS REGARD AND PROVIDING NECESSARY

DIMENSIONS IN A TIMELY MANNER TO ALL PARTIES INVOLVED.

19. PROVIDE TEMPORARY BRACING AS REQUIRED DURING THE ERECTION OF THE STRUCTURAL FRAMES.

BRACING MUST BE FULLY EFFECTIVE UNTIL ROOF AND FLOOR DEAD LOADS ARE IN PLACE AND

PERMANENT LATERAL LOAD RESISTING SYSTEMS ARE IN PLACE.

20. PROCEED WITH BACKFILLING OPERATIONS IN A SAFE AND UNIFORM MANNER. SEE SPECIFICATIONS

FOR REQUIREMENTS.

21. DO NOT SCALE DRAWINGS.

22. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COMPLY WITH ALL APPLICABLE LOCAL AND EM 385-1-1

SAFETY REQUIREMENTS.

23. IN CASE OF DISCREPANCY BETWEEN CONTRACT DRAWINGS, SPECIFICATIONS AND/OR APPLICABLE

CODES AND CRITERIA, THE MORE STRINGENT REQUIREMENTS SHALL BE APPLIED.

24. DESIGN OF FALL PROTECTION ANCHORS MEETS THE CRITERIA ESTABLISHED BY ANSI/ASSE

Z359.6-2016 "SPECIFICATION AND DESIGN REQUIREMENTS FOR ACTIVE FALL FALL PROTECTION SYSTEMS". CHANGES TO THE DESIGN OR INSTALLATION OF THE FALL PROTECTION SYSTEM SHALL

ONLY BE MADE UNDER SUPERVISION OF A QUALIFIED PERSON.

25. A MAXIMUM OF TWO PERSONS ARE PERMITTED TO USE A FALL PROTECTION ANCHOR AT THE SAME

TIME.

26. THE MAXIMUM ARREST LOAD APPLIED TO AN ANCHOR IS 10.0 KIPS.

27. THE INSPECTIONS OF FALL PROTECTION ANCHORS SHALL BE BY A COMPETENT OR QUALIFIED

PERSON. INSPECTION INTERVAL SHALL NOT EXCEED REQUIREMENTS OF ANSI/ASSE Z359.6-2016.

DESIGN CRITERIA

OFFICES 50 PSF

LAUNDRY/MULTI-PURPOSE ROOMS 100 PSF (NON-REDUCIBLE)

RESIDENTIAL PRIVATE ROOMS 40 PSF + 15 PSF PARTITION LOAD

STAIRS 100 PSF UNIFORM

300 LBS CONCENTRATED

3. SNOW LOAD

GROUND SNOW LOAD 10 PSF

IMPORTANCE FACTOR (Is) 1.0

MINIMUM SNOW LOAD FOR LOW SLOPED GABLED ROOFS 10 PSF

SLOPED ROOF SNOW LOAD 6.3 PSF

THERMAL FACTOR (Ct) 1.0 EXPOSURE FACTOR (Ce) 0.9 - UPPER LEVEL BARRACKS ROOF SLOPE FACTOR (Cs) 1.0 - ALL OTHERS

1.0 - NO SLOPE

0.95 - 1-1/2:12 SLOPE

0.87 - 3:12 SLOPE

0.81 - 4:12 SLOPE

4. WIND LOADS

BASIC WIND SPEED 108 MPH - ALL OTHERS

250 MPH - STORM SHELTER

EXPOSURE CATEGORY C

DIRECTIONAL FACTOR (Kd) 0.85 - ALL OTHERS

1.0 - STORM SHELTER

INTERNAL PRESSURE COEFFICIENT (GCpi) +/- 0.18 - MAIN BARRACKS STRUCTURES

+/- 0.55 - STORM SHELTER

+/- 0.00 - ANCILLARY STRUCTURES

5. SEISMIC LOADS

RISK CATEGORY II

SITE CLASSIFICATION C

SHORT PERIOD SPECTRAL ACCELERATION (Ss) 0.535g ONE-SECOND SPECTRAL ACCELERATION (S1) 0.143g SHORT PERIOD DESIGN SPECTRAL ACCELERATION (Sds) 0.459g ONE-SECOND DESIGN SPECTRAL ACCELERATION (Sd1) 0.143g

SEISMIC DESIGN CATEGORY C

SEISMIC RESPONSE COEFFICIENT (Cs) 0.153 - MAIN BARRACKS AREAS A, B, C, 1-STORY

ENTRY STRUCTURE, TROOP ASSEMBLY AND

COVERED TRAINING CANOPIES

0.23 - MULTI-PURPOSE AREA D

RESPONSE MODIFICATION FACTOR (R) 3 - MAIN BARRACKS STRUCTURES

2.0 - MULTI-PURPOSE BUILDING

SEISMIC FORCE RESISTING SYSTEM MAIN BARRACKS - STEEL SYSTEMS NOT

SPECIFICALLY DETAILED FOR SEISMIC

RESISTANCE

1-STORY ENTRY STRUCTURE - STEEL SYSTEM

NOT SPECIFICALLY DETAILED FOR SEISMIC

RESISTANCE

TROOP ASSEMBLY AND COVERED TRAINING

CANOPIES - STEEL SYSTEMS NOT SPECIFICALLY

DETAILED FOR SEISMIC RESISTANCE

MULTI-PURPOSE BUILDING - ORDINARY

REINFORCED MASONRY SHEAR WALLS

ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE

SEISMIC BASE SHEAR (V) 296.8 KIPS - MAIN BARRACKS, AREA A&B

117.0 KIPS - MAIN BARRACKS, AREA C

88.3 KIPS - 1-STORY ENTRY STRUCTURE, AREA C

1481 KIPS - MULTI-PURPOSE, AREA D

38.1 KIPS - TROOP ASSEMBLY CANOPY

19.0 KIPS - COVERED TRAINING CANOPY

6. METHOD OF PROGRESSIVE COLLAPSE RESISTANCE ALTERNATIVE PATH METHOD

7. FOUNDATION CRITERIA

FROST PENETRATION DEPTH 14 INCHES

MINIMUM PIER DIAMETER 24 INCHES

MINIMUM PIER SPACING 3 PIER DIAMETERS

ALLOWABLE PIER BEARING CAPACITY 30 KSF

ALLOWABLE PIER SKIN FRICTION 1.4 KSF

MINIMUM GRADE BEAM WIDTH 18 INCHES

MINIMUM GRADE BEAM DEPTH 2 FEET

MINIMUM VOID/CARTON FORM THICKNESS 6 INCHES

DESIGN CRITERIA

1. ROOF LIVE LOADS

ALL OTHERS 20 PSF (NON-REDUCIBLE)

STORM SHELTER 100 PSF (NON-REDUCIBLE)

2. FLOOR LIVE LOADS

ARMORIES AND DRILL ROOMS 150 PSF (NON-REDUCIBLE)

CORRIDORS SERVING AS PRIMARY MEANS OF EGRESS

TO MULTIPLE PRIVATE ROOMS AND RESIDENTIAL PUBLIC

AREAS

80 PSF

ELEVATOR MACHINE ROOMS 300 LBS (CONCENTRATED)

IT/COMMUNICATIONS ROOM 150 PSF

LATRINES/WASHROOMS 75 PSF

LOBBIES AND FIRST FLOOR CORRIDORS 100 PSF

2000 LBS (CONCENTRATED)

MECHANICAL EQUIPMENT ROOM, ATTIC 100 PSF

MECHANICAL EQUIPMENT ROOM, ALL OTHERS 125 PSF

CAST-IN-PLACE CONCRETE NOTES

1. CONCRETE WORK SHALL BE IN ACCORDANCE WITH ACI 318-14 BUILDING CODE REQUIREMENTS FOR

STRUCTURAL CONCRETE.

2. CEMENT SHALL CONFORM TO ASTM C150, TYPE I, II AND/OR I/II.

3. COURSE AGGREGATE SHALL CONFORM TO ASTM C33, CRUSHED ROCK

4. REINFORCEMENT SHALL CONFORM TO ASTM A615, GRADE 60

5. THE CONCRETE MIX DESIGN REQUIREMENTS SHALL BE PROVIDED PER THE TABLE BELOW.

6. CONCRETE SHALL BE PROPORTIONED SUCH THAT 7-DAY STRENGTHS ARE A MINIMUM OF 70% OF THE

SPECIFIED 28-DAY STRENGTH FOR ANY CONCRETE CONSTRUCTION REQUIRING SHORING, BRACING

OR TO RECEIVE CONSTRUCTION LOADS.

7. A WATER-REDUCING ADMIXTURE CONFORMING TO ASTM C494, USED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS, MAY BE INCORPORATED IN THE CONCRETE MIX DESIGNS.

A HIGH-RANGE WATER-REDUCING (HRWR) ADMIXTURE CONFORMING TO ASTM C494, TYPE F OR G, MAY

BE USED IN CONCRETE MIX DESIGNS PROVIDED THAT SLUMP DOES NOT EXCEED 8 INCHES. AN

AIR-ENTRAINING AGENT CONFORMING TO ASTM C260 SHALL BE USED IN CONCRETE MIX DESIGNS FOR

THE EXTERIOR SURFACES EXPOSED TO COLD WEATHER.

8. MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT PER THE CONCRETE COVER

SCHEDULE.

9. PROVIDE REINFORCEMENT CHAIRS AS REQUIRED TO MAINTAIN CONCRETE COVER.

10. VERTICAL REINFORCEMENT SHALL BE DOWELLED TO SUPPORTING MEMBERS WITH THE SAME SIZE

AND SPACING OF REINFORCEMENT AS SHOWN ON THE DRAWINGS AND IN THE GENERAL NOTES

UNLESS OTHERWISE NOTED.

11. BARS ENDING AT THE FACE OF A WALL, COLUMN OR BEAM SHALL EXTEND TO WITHIN 2 INCHES OF THE

FACE AND HAVE A 90 DEGREE ACI HOOK UNLESS OTHERWISE NOTED.

12. TACK WELDING, WELDING, HEATING OR CUTTING OF BARS IS NOT PERMITTED UNLESS OTHERWISE

NOTED.

13. REINFORCEMENT SPLICE AND DEVELOPMENT LENGTH SHALL BE ACCORDANCE WITH ACI 318. ALL LAP SPLICES SHALL BE CLASS B (TENSION). IN NO CASE SHALL LAP SPLICES BE LESS THAN 24 INCHES.

SEE "CONCRETE REINFORCEMENT DEVELOPMENT AND LAP SPLICE FOR TENSION" SCHEDULE.

14. ANCHOR BOLTS, DOWELS AND ANY OTHER EMBEDDED ITEMS SHALL BE SECURELY HELD IN PLACE

PRIOR TO FOUNDATION INSPECTION BY THE SPECIAL INSPECTOR AND OBSERVATION BY THE

CONTRACTING OFFICER.

15. PERMANENTLY EXPOSED CONCRETE CORNERS SHALL HAVE A 3/4 INCH CHAMFER, UNLESS

OTHERWISE NOTED.

16. CONSTRUCTION JOINTS IN GRADE BEAMS SHALL BE LOCATED AT MID- POINTS OF THE SPAN, UNLESS OTHERWISE NOTED. CONSTRUCTION JOINTS IN STRUCTURAL SLABS SHALL BE LOCATED AS SHOWN.

CONTROL JOINTS IN SLABS-ON-METAL DECK SHALL BE FORMED OR SAW-CUT. CONSTRUCTION JOINTS IN SLABS-ON-METAL-DECK SHALL BE FORMED AS INDICATED ON DRAWINGS, AND SHALL FALL ON GRID

LINE LOCATIONS.

17. AT ALL INSIDE AND OUTSIDE CORNERS OF GRADE BEAMS AND WALLS PROVIDE #4 CORNER BARS 2

FEET LONG OR 48 BAR DIAMETERS IN EACH DIRECTION.

18. NO POST-INSTALLED ANCHORS WILL BE ALLOWED WITHOUT APPROVAL FROM THE CONTRACTING

OFFICER. EXPANSION ANCHORS SHALL NOT BE SUBSTITUTED FOR ADHESIVE ANCHORS.

STRUCTURAL ELEMENT

COMPRESSIVE

STRENGTH, f'c

MAX AGGREGATE

SIZE SLUMP

MAX W/C

RATIO

AIR

CONTENT

CONCRETE SLABS - EXTERIOR 5000 PSI 3/4 INCH 4 +/- 1 0.40 5.0% +/- 1.5%

CONCRETE SLABS - INTERIOR

(TROWEL FINISH)

4000 PSI 3/4 INCH 4 +/- 1 0.45 < 3%

CONCRETE WALLS 4000 PSI 3/4 INCH 4 +/- 1 0.45 N/A

DRILLED PIERS 4000 PSI 1 INCH 5-7 INCHES 0.45 N/A

GRADE BEAMS AND PIER CAPS 4000 PSI 3/4 INCH 4 +/- 1 0.45 5.0% +/- 1.5%

SHALLLOW FOUNDATION 5000 PSI 1 INCH 4 +/- 1 0.40 5.0% +/- 1.5%

SITE PREPARATION AND FOUNDATION NOTES

1. A SUBSURFACE INVESTIGATION AND GEOTECHNICAL REPORT WERE COMPLETED BY REITZ & JENS, INC. ON 5 APRIL 2019 (REPORT NO. 2018076808 AND CONTRACT NO. W912-BV-15-D-0002). THE

INFORMATION CONTAINED IN THE GEOTECHNICAL REPORT WAS USED TO COMPLETE THE

FOUNDATION DESIGN. THE BORING LOGS ARE INCLUDED ON DRAWINGS B101 THROUGH B107.

2. SITE PREPARATION:

A. SITE SHALL BE STRIPPED AND GRUBBED TO REMOVE GRASS, WOOD, TREE ROOTS AND SIMILAR

ORGANICS.

B. LOCATIONS OF SHALLOW FOUNDATIONS (DUMPSTER ENCLOSURE, COOLING TOWER, ETC.) SHALL BE

PROOF-ROLLED WITH A FULLY-LOADED DUMP TRUCK. TRUCK SHALL MAKE PERPENDICULAR PASSES AMONG THE ENTIRE FOOTPRINT. IF ANY AREAS SHOW SIGNS OF RUTTING OR PUMPING, REMOVE MATERIAL AND REPLACE WITH SELECT FILL. COMPACT FILL AS REQUIRED PER NOTES AND REPEAT

PROOF-ROLL AFTER WORK IS REMEDIED.

C. CONTRACTOR SHALL NOT MIX IN-SITU SOILS WITH SELECT FILL FOR BUILDING SUBSTRATE. CLEAN OR

OPEN-GRADED CRUSHED LIMESTONE SHALL NOT BE USED.

D. SELECT FILL SHALL HAVE A LIQUID LIMIT LESS THAN 45 AND PLASTICITY INDEX LESS THAN 15. SELECT FILL SHALL NOT CONTAIN ANY ORGANIC MATERIAL OR ROCK/CONCRETE LARGER THAN 6 INCHES.

E. SELECT FILL SHALL BE PLACED IN LOOSE LIFTS NOT TO EXCEED 12 INCHES OR 6 INCHES IF MANUAL

COMPACTORS ARE USED.

F. SELECT FILL SHALL BE COMPACTED TO A DRY UNIT WEIGHT EQUAL TO AT LEAST 90 PERCENT OF THE

MAXIMUM DRY UNIT WEIGHT USING THE MODIFIED PROCTOR PER ASTM D1557. THE MOISTURE

CONTENT SHALL BE OPTIMUM MOISTURE CONTENT +/- 2 PERCENT.

3. GRADE BEAMS:

A. MINIMUM WIDTH SHALL 18 INCHES. MINIMUM DEPTH SHALL BE 3 FEET BELOW FINISH FLOOR.

B. COLLAPSIBLE (CARTON/VOID) FORMS SHALL BE USED TO SUPPORT GRADE BEAMS AND STRUCTURAL

SLAB. VOID FORMS SHALL BE A MINIMUM THICKNESS OF 6 INCHES.

C. GRADE BEAMS SHALL NOT BE EARTH-FORMED.

4. DRILLED PIERS:

A. DRILLED PIERS SHALL BE A MINIMUM DIAMETER OF 24 INCHES AND PLACED NO CLOSER THAN 3

DIAMETERS APART. DRILLED PIERS SHALL BE A MINIMUM LENGTH OF 35 FEET MEASURED FROM TOP

OF FIRST FLOOR ELEVATION.

B. ALLOWABLE END BEARING CAPACITY SHALL BE TAKEN AS 31.5 KSF AT BUILDING C AND 33.3 KSF AT

BUILDING D.

C. ALLOWABLE SKIN FRICTION SHALL BE TAKEN AS 1.4 KSF. THE TOP 15 FEET SHALL BE NEGLECTED FOR

SKIN FRICTION CAPACITY.

D. TEMPORARY CASINGS SHALL BE USED WHEN REQUIRED DUE TO PRESENCE OF LAYERS OF SANDS

AND GRAVELS AT SOME LOCATIONS AND TO CONTROL GROUNDWATER SEEPAGE.

E. DO NOT PLACE CONCRETE FOR DRILLED PIERS IN MORE THAN 2 INCHES OF WATER.

F. PIERS SHALL BE PLACED SAME DAY AS DRILLING OF HOLE.

5. MISCELLANEOUS SHALLOW FOUNDATIONS/PADS:

A. OVEREXCAVATE AND REPLACE IN-SITU SOILS WITH SELECT FILL TO 3 FEET BELOW BOTTOM OF

PAD/FOUNDATION. EXTEND OVEREXCAVATION AT THE BOTTOM AT LEAST 1.5 FEET FROM EDGE OF

FOOTING.

B. ALLOWABLE NET BEARING PRESSURE SHALL BE 2500 PSF FOR STRIP FOOTINGS AND 3300 PSF FOR

SPREAD FOOTINGS/PADS.

STRUCTURAL STEEL MATERIAL

MATERIAL TYPE YIELD STRENGTH (Fy)

W AND WT SHAPES ASTM A992 50 KSI

BARS, PLATES, CHANNELS, AND ANGLES ASTM A572 50 KSI

RECTANGULAR HSS ASTM A500, GR C 50 KSI

HIGH STRENGTH BOLTS ASTM F3125, GRADE F1852 120 KSI

NUTS ASTM A 563, HEAVY HEX, GR C -

ANCHOR RODS ASTM F1554, GRADE 55 55 KSI

WELDING ELECTRODES E70XX -

STRUCTURAL STEEL NOTES

1. STRUCTURAL STEEL WORK SHALL BE IN ACCORDANCE WITH AISC 360-16 STEEL CONSTRUCTION

MANUAL.

2. STRUCTURAL MATERIAL SHALL CONFORM TO THE MATERIAL REQUIREMENT TABLE BELOW.

3. BEAMS ARE EQUALLY SPACED UNLESS OTHERWISE NOTED.

4. SHEAR CONNECTIONS NOT DETAILED OR OTHERWISE NOTED ON THE STRUCTURAL DRAWINGS SHALL

BE STANDARD AISC WELDED OR AISC BOLTED CONNECTIONS, DETAILED IN ACCORDANCE WITH THE CONNECTION TABLES IN THE AISC MANUAL OF STEEL CONSTRUCTION, DESIGNED BY A PROFESSIONAL

ENGINEER AND SUBMITTED FOR APPROVAL PRIOR TO FABRICATION.

5. SHEAR CONNECTIONS NOT DEFINED IN THE AISC MANUAL OF STEEL CONSTRUCTION CONNECTION TABLES SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER AND SUBMITTED FOR APPROVAL PRIOR

TO FABRICATION.

6. WELDING SHALL CONFORM TO AWS D1.1 STRUCTURAL WELDING CODE. WELDERS SHALL BE

QUALIFIED FOR THE WORK PERFORMED IN ACCORDANCE WITH AWS D1.1.

7. MINIMUM WELD SIZE SHALL BE 3/16 INCH UNLESS OTHERWISE NOTED.

8. WELD ELECTRODES SHALL BE E70XX.

9. GROOVE AND BUTT WELDS SHALL BE COMPLETE JOINT PENETRATION WELDS, UNLESS OTHERWISE

NOTED.

10. FILLET WELD SIZES ARE MINIMUMS, INCREASE AS REQUIRED PER AISC TABLE J2.4.

11. WELD LENGTHS NOT SPECIFIED SHALL BE THE FULL LENGTH OF THE JOINT.

12. THE CONTRACTOR SHALL SUBMIT A WELDING PROCEDURE SPECIFICATION (WPS), DEVELOPED BY THE

FABRICATOR/ERECTOR, IN CONFORMANCE WITH AWS D1.1 FOR REVIEW BY THE CONTRACTING

OFFICER. ALL WELDS SHALL BE PRE-QUALIFIED PER AWS D1.1. THE WPS SHALL INCLUDE THE

WELDING PARAMETERS RECOMMENDED BY THE ELECTRODE MANUFACTURER.

13. WIDE FLANGE BEAMS SHALL HAVE 1/2 INCH STIFFNER PLATES ON EACH SIDE OF THE WEB AT LOCATIONS WHERE BEAM RESTS ON COLUMN. PLATES SHALL BE FILLET WELDED ON THREE SIDES

UNLESS OTHERWISE NOTED.

14. NO POST-INSTALLED ANCHORS SHALL BE USED WITHOUT APPROVAL FROM THE CONTRACTING

OFFICER.

15. THE STRUCTURE SHALL NOT BE CONSIDERED STABLE DURING CONSTRUCTION UNTIL ALL ELEMENTS (INCLUDING METAL DECKING, CONCRETE FLOOR SLABS, ETC.) ARE IN PLACE, CONNECTED AND

ACHIEVED THEIR FULL DESIGN STRENGTH. TEMPORARY SUPPORTS AND BRACING SHALL NOT BE

REMOVED OR MODIFIED UNTIL ALL ELEMENTS ARE IN PLACE, CONNECTED AND HAVE ACHIEVED THEIR FULL DESIGN STRENGTH. THE CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY CONSTRUCTION

BRACING AS REQUIRED.

A B C D E F G H J K

2.6

: S -1

(H I)

(L O

(H I)

(L O

) W

(H I)

(L O

) W

(H I)

(L O

) W

(H I)

(L O

) W

(H I)

(L O

) W

(H I)

(L O

) W

(H I)

(L O

(H I)

(L O

) W

(H I)

(L O

187' - 0"

1' - 8"

3 EQ SPACES

14' - 2 1/2"

4 EQ SPACES

24' - 6"

4 EQ SPACES

24' - 6"

4 EQ SPACES

24' - 6"

2 EQ SPACES

12' - 6"

4 EQ SPACES

23' - 0"

2 EQ SPACES

12' - 6"

4 EQ SPACES

24' - 6"

4 EQ SPACES

24' - 6" 0' - 7 1/2"

EL = 150' - 0"

T/ LO BM, TYP

S-519

S-516

2K1

S-516

S-521

W10X49

W18X55

W10X49

W18X55

(H I)

W10X49

W18X55

W10X49

W18X55

W10X49

W18X55

W10X49

W18X55

W10X49

W18X55

W10X49

W18X55

W10X49

W18X55

W10X49

W18X55

W10X49

W18X55

W10X49

W18X55

W10X49

W18X55

W10X49

W18X55

W10X49

W18X55

W10X49

W18X55

W10X49

W18X55

W10X49

(H I)

(L O

O ) 14

W T5

2K1

S-519

S-516

1/ 2"

12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 4' - 9"

REFER TO 2/S-521 FOR

PIPE SUPPORTS

ELEV. = 145' - 0"

ELEV. = 152' - 6 3/8"

ELEV. = 154' - 4 7/8"

ELEV. = 150' - 10 5/8"

ELEV. = 145' - 0"

T/STL & JOIST BEARING

S-519

EL. = 150' - 0"

T/ LO BM, TYP

S-516

S-523

ROOF FRAMING KEYNOTES

EXPANSION JOINT, RE: ARCH AND SPECS1

2 1-1/2" 20 GA TYPE B METAL DECK,

GALVANIZED

ROOF FRAMING LEGEND

METAL DECK WITH DECK SPAN

U .S

. A R

M Y

C O

O F

R S

US Army Corps of Engineers

N N

C R

O N

D B

C O

N O

B Y:

D R

B Y:

E D

2 3 4 5 6 7 8 9 10

SHEET ID

R ev is io n

S-151

R O

O F

, O

M A

A D

O R

S, P

C H

N K, P .E

F, M

H O

O N

, P .E

U N

2B V2

100% DESIGN - NOT FOR CONSTRUCTION

N C

) C

O M

, P H

-F tS ill_

T-

.rv t

3, F

A, O K

C O

R U

O N

1/8" = 1'-0"1 PARTIAL ROOF FRAMING PLAN - AREA A

GENERAL ROOF FRAMING NOTES

1. REFER TO S-001 AND S-002 FOR GENERAL NOTES, MATERIAL

REQUIREMENTS, ABBREVIATIONS AND SPECIAL INSPECTIONS.

2. FOR MAIN BARRACKS, TOP OF STEEL VARIES SEE PLANS FOR

ELEVATIONS. FOR THE FRONT ENTRY CANOPY, JOIST BEARING

= 113'-3 1/2" AND 115'-1 1/4", UNLESS OTHERWISE NOTED. DATUM

ELEVATION (100'-0") CORRESPONDS TO THE FINISH FLOOR

ELEVATION CALLED OUT ON THE CIVIL DRAWINGS FOR EACH

STRUCTURE.

3. RE: S-003 FOR THE COMPONENT AND CLADDING WIND LOAD ON

THE BAR JOISTS. BAR JOISTS SHALL BE DESIGNED AND SEALED

BY A PROFESSIONAL ENGINEER.

4. COORDINATE WITH MEP DWGS FOR ANY PENETRATIONS

THROUGH ROOF. RE: S-551 FOR TYPICAL PENETRATION DETAIL.

KEY PLAN

AREA A AREA BAREA C

AREA D

PLAN

NORTHTRUE

NORTH

BLDG "D"

TRUE

NORTH

BLDG "C"

8'4' 16'0

SCALE: 1/8"=1'-0"

1 1

2.6

N P Q R S T U V W X

: S -1

187' - 0"

1' - 8"

3 EQ SPACES

14' - 2 1/2"

4 EQ SPACES

24' - 6"

4 EQ SPACES

24' - 6"

4 EQ SPACES

24' - 6"

2 EQ SPACES

12' - 6"

4 EQ SPACES

23' - 0"

2 EQ SPACES

12' - 6"

4 EQ SPACES

24' - 6"

4 EQ SPACES

24' - 6"0' - 7 1/2"

1/ 2"

(H I)

(L O

) W

(H I)

(L O

) W

(H I)

(L O

) W

(H I)

(L O

) W

(H I)

(L O

) W

(H I)

(L O

) W

(H I)

(L O

) W

(H I)

(L O

T/STL & JOIST BEARING

ELEV. = 145' - 0"

ELEV. = 154' - 4 7/8"

ELEV. = 152' - 6 3/8"

ELEV. = 145' - 0"

EL = 150' - 0"

T/ LO BEAM, TYP

REFER TO 2/S-521 FOR

PIPE SUPPORTS 6

(H I)

2.5K1

" W10X49

W18X55

W10X49

W18X55

W10X49

W18X55

W10X49

W18X55

W10X49

W18X55

W10X49

W18X55

W10X49

W18X55

W10X49

W18X55

W10X49

W18X55

W10X49

W18X55

W10X49

W18X55

W10X49

W18X55

W10X49

W18X55

W10X49

W18X55

W10X49

W18X55

W10X49

W18X55

W10X49

W18X55

W10X49

(L O

W T5

WT5X11

(H I)

(L O

4' - 9" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0"

S-519

S-516

T/STL & JOIST BEARING

ELEV. = 150' - 10 5/8"

T/STL & JOIST BEARING

S-516

S-519

S-521

(H I)

S-516

S-523

ROOF FRAMING KEYNOTES

EXPANSION JOINT, RE: ARCH AND SPECS1

2 1-1/2" 20 GA TYPE B METAL DECK,

GALVANIZED

ROOF FRAMING LEGEND

METAL DECK WITH DECK SPAN

U .S

. A R

M Y

C O

O F

R S

US Army Corps of Engineers

N N

C R

O N

D B

C O

N O

B Y:

D R

B Y:

E D

2 3 4 5 6 7 8 9 10

SHEET ID

R ev is io n

S-152

R O

O F

, O

M A

A D

O R

S, P

C H

N K, P .E

F, M

H O

O N

, P .E

U N

2B V2

100% DESIGN - NOT FOR CONSTRUCTION

N C

) C

O M

, P H

-F tS ill_

T-

.rv t

3, F

A, O K

C O

R U

O N

1/8" = 1'-0"1 PARTIAL ROOF FRAMING PLAN - AREA B

GENERAL ROOF FRAMING NOTES

1. REFER TO S-001 AND S-002 FOR GENERAL NOTES, MATERIAL

REQUIREMENTS, ABBREVIATIONS AND SPECIAL INSPECTIONS.

2. FOR MAIN BARRACKS, TOP OF STEEL VARIES SEE PLANS FOR

ELEVATIONS. FOR THE FRONT ENTRY CANOPY, JOIST BEARING

= 113'-3 1/2" AND 115'-1 1/4", UNLESS OTHERWISE NOTED. DATUM

ELEVATION (100'-0") CORRESPONDS TO THE FINISH FLOOR

ELEVATION CALLED OUT ON THE CIVIL DRAWINGS FOR EACH

STRUCTURE.

3. RE: S-003 FOR THE COMPONENT AND CLADDING WIND LOAD ON

THE BAR JOISTS. BAR JOISTS SHALL BE DESIGNED AND SEALED

BY A PROFESSIONAL ENGINEER.

4. COORDINATE WITH MEP DWGS FOR ANY PENETRATIONS

THROUGH ROOF. RE: S-551 FOR TYPICAL PENETRATION DETAIL.

KEY PLAN

AREA A AREA BAREA C

AREA D

PLAN

NORTHTRUE

NORTH

BLDG "D"

TRUE

NORTH

BLDG "C"

8'4' 16'0

SCALE: 1/8"=1'-0"

4.9

2.6

L M

3.6

L.2 L.8L.3 L.4 L.6

0.1

0.3

0.6

0.9

BA BB BC BD

L.7L.5

3.1

: S -1

REF: S-154

1' - 8" 18' - 3" 6' - 4" 10' - 2" 4' - 10" 7' - 10" 11' - 6" 6' - 4" 18' - 3" 1' - 8"

1' - 8 1/2"

11' - 9 1/2"

1' - 8 1/2"

15' - 11"

1' - 8 1/2"

11' - 9 1/2"

1' - 8 1/2"46' - 4"

1' - 8 1/2" 4' - 3 1/2" 9' - 2 1/2" 15' - 11" 9' - 2 1/2" 4' - 3 1/2" 1' - 8 1/2"

W10X49W18X55

(H I)

(L O

(H I)

(L O

W 8X

W8X18W18X55 (LO) W18X55 (LO)

W18X55 W18X55

W 8X

86' - 10"

W10X49

W18X55

W10X49W10X49

W10X49

W18X55

W10X49

(H I)

(L O

S-153

4' - 7" 4' - 7" 5' - 10" 4' - 5" 4' - 5" 5' - 3" 5' - 3" 24' - 7"6' - 1"

3 EQ SPACES

18' - 6"

T/STL & JOIST

BEARING

T/STL & JOIST BEARING

T/STL & JOIST

BEARING

T/STL & JST

BEARING

T/STL & JOIST

BEARING

T/STL & JST

BEARING

EL = 150' - 0"

T/ LO BM, TYP

EL = 145' - 0"

ELEV. = 150' - 10 5/8"

EL = 151' - 10 3/8"

EL = 147' - 7"

EL = 142' - 9 1/2"

S-519

S-153

W18X55 (HI) W18X55 (HI)

W12X40 (LO) W12X40 (LO)

WT5X11

W10X49

W T5

WT5X11

W10X22 W10X22

W10X49 (HI)

W10X22 W10X22

W10X22 (HI) W10X22 (HI)

W10X22 (LO)

W10X22 W10X22

10K1 10K1

10K1

10K110K1

10K1

10K110K1

S-511

S-519

W T5

1/ 2"

" W6X15W6X15

W8X24

27 EQ SPACES 7 EQ SPACES

3 EQ SPACES 3 EQ SPACES

6' - 4" 4' - 7" 10' - 5" 14' - 1" 5' - 3" 6' - 4"

7' - 4" 7' - 4"

C E S

ELEV. = 113' - 3 1/2"

ELEV. = 114' - 11 3/4"

ELEV. = 116' - 7 1/2" ELEV. = 114' - 11 3/4" ELEV. = 113' - 3 1/2"

EL = 113' - 3 1/2" EL = 113' - 3 1/2"

T/BEAMT/BEAM

T/BEAM

T/STL BEARING T/STL BEARING

3' - 0" 9' - 3" 9' - 3" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 12' - 0" 2' - 0"

REFER TO 4/S-521

FOR PIPE SUPPORTS

T/STL BEAM

REFER TO

4/S-521

FOR PIPE

SUPPORTS

S-521

S-523

154' - 4 7/8"

S-520

S-519

S-516

C 5x

W10X49 (HI)

ELEV. = 154' - 10"

S-523

S-520

S-523

ROOF FRAMING KEYNOTES

EXPANSION JOINT, RE: ARCH AND SPECS1

2 1-1/2" 20 GA TYPE B METAL DECK,

GALVANIZED

ROOF FRAMING LEGEND

METAL DECK WITH DECK SPAN

4.9

3.6

L.2 L.8L.5

3 EQ SPACES

21' - 4"

4 EQ SPACES

24' - 6 1/2" 1' - 1 1/2"

T/STL

ELEV. = 127' - 3 3/4"

ELEV. = 129' - 8"

T/STL

47' - 0"

W16X31 W16X31

W16X31

W16X31 W

REFER TO 3 & 4/S-522

FOR PIPE SUPPORTS

S-522

S-523

S-522

L.3 L.7

W16X31

ELEV. = 122' - 5"

T/STL

ELEV. = 119' - 3 1/2"

6 EQ SPACES

34' - 4"

S-523

T/STL & JOIST BEARING

JOIST BEARING = 121'-6"

3.6

L.4 L.6

3.1

1' - 0" 4' - 4" 8' - 4" 1' - 0" 14' - 8"

"1'

1' - 4" 3 EQ SPACES

12' - 0"

1' - 4"

2.5K1

S-519

4.9

3.6

L.8L.6 L.7L.5 7' - 10" 11' - 6" 6' - 4"

6' - 1 5/8"

1' - 8 3/8"

4' - 5 1/4" 6' - 1 5/8"

0' - 11 1/8"

5' - 2 1/2"

L2 X2

X1 /4

L2 X2

X1 /4

L2 X2

X1 /4

L2 X2

X1 /4 L2X2X1/4 L2

X2 X1

/4 L2X2X1/4

S-522

C8X11.5

C 8X

4 EQ SPACES

C L

B A C

K C

NOTE: POSTS ARE HSS2x2x1/4

1' - 1 1/2"

4" 1'

U .S

. A R

M Y

C O

O F

R S

US Army Corps of Engineers

N N

C R

O N

D B

C O

N O

B Y:

D R

B Y:

E D

2 3 4 5 6 7 8 9 10

SHEET ID

R ev is io n

S-153

R O

O F

, O

M A

A D

O R

S, P

C H

N K, P .E

F, M

H O

O N

, P .E

U N

2B V2

100% DESIGN - NOT FOR CONSTRUCTION

N C

) C

O M

, P H

-F tS ill_

T-

.rv t

3, F

A, O K

C O

R U

O N

8'4' 16'0

SCALE: 1/8"=1'-0"

PLAN

NORTHTRUE

NORTH

BLDG "D"

TRUE

NORTH

BLDG "C"

1/8" = 1'-0"1 PARTIAL ROOF FRAMING PLAN - AREA C

GENERAL ROOF FRAMING NOTES

1. REFER TO S-001 AND S-002 FOR GENERAL NOTES, MATERIAL

REQUIREMENTS, ABBREVIATIONS AND SPECIAL INSPECTIONS.

2. FOR MAIN BARRACKS, TOP OF STEEL VARIES SEE PLANS FOR

ELEVATIONS. FOR THE FRONT ENTRY CANOPY, JOIST BEARING

= 113'-3 1/2" AND 115'-1 1/4", UNLESS OTHERWISE NOTED. DATUM

ELEVATION (100'-0") CORRESPONDS TO THE FINISH FLOOR

ELEVATION CALLED OUT ON THE CIVIL DRAWINGS FOR EACH

STRUCTURE.

3. RE: S-003 FOR THE COMPONENT AND CLADDING WIND LOAD ON

THE BAR JOISTS. BAR JOISTS SHALL BE DESIGNED AND SEALED

BY A PROFESSIONAL ENGINEER.

4. COORDINATE WITH MEP DWGS FOR ANY PENETRATIONS

THROUGH ROOF. RE: S-551 FOR TYPICAL PENETRATION DETAIL.

1/8" = 1'-0"4 PARTIAL ROOF PLAN - LOWER ROOF

1/8" = 1'-0"2 PARTIAL ROOF PLAN - LOWER ROOF

KEY PLAN

AREA A AREA BAREA C

AREA D

1/8" = 1'-0"3 ELEVATOR ENLARGED PARTIAL ROOF PLAN

1/4" = 1'-0"5 MECHANICAL PLATFORM FRAMING

1 1

T/SLAB

100' - 0"

T/STL ATTIC LEVEL

138' - 6"

T/STL SECOND LEVEL

112' - 6"

T/STL THIRD LEVEL

125' - 6"

A B C D E F G H J K

T/STL ROOF LEVEL

145' - 0"

R E:

S -2

W18X65

W18X71

W18X55

W18X65 W18X65

W18X65

W18X71

W18X55 W18X55

W18X71

W18X65

W18X65 W18X65

W18X65

W18X71

W18X55 W18X55

W18X71

W18X65

W18X65 W18X65

W18X65

W18X71

W18X55 W18X55

W18X71

W18X65

W18X65 W18X65

W18X65

W18X71

W18X55

0X 3/

W18X55

T/GRADE BEAM

99' - 0"

B/ C10X5.3 AT APEX

6' - 11 1/2" 7' - 3" R = 10' - 3 1/2"

C9x13.4

140' - 9 1/2"

T/STL ELEV.

S-523

119' - 11"

106' - 5"

132' - 11"

HSS12X3X1/4

T/SLAB

100' - 0"

T/STL ATTIC LEVEL

138' - 6"

T/STL SECOND LEVEL

112' - 6"

T/STL THIRD LEVEL

125' - 6"

T/STL ROOF LEVEL

145' - 0"

N P Q R S T U V W XM

R E:

S -2

W18X55

W18X71

W18X65

0X 3/

W18X65

W18X55

W18X71

W18X65

0X 3/

W18X55

W18X71

W18X65

0X 3/

W18X55

W18X71

W18X65

0X 3/

W18X55

W18X71

W18X65

W18X55

W18X71

W18X65

0X 3/

W18X55

W18X71

W18X65

0X 3/

W18X55

W18X71

W18X65

0X 3/

W18X55

0X 3/

T/GRADE BEAM

99' - 0"

6' - 11 1/2"7' - 3" R = 10' - 3 1/2"

B/ C10X5.3 AT APEX C9x13.4 140' - 9 1/2"

T/STL ELEV.

S-523

132' - 11"

119' - 11"

106' - 11"

HSS12X3X1/4

U .S

. A R

M Y

C O

O F

R S

US Army Corps of Engineers

N N

C R

O N

D B

C O

N O

B Y:

D R

B Y:

E D

2 3 4 5 6 7 8 9 10

SHEET ID

R ev is io n

D at e

S-201

, O

M A

A D

O R

S, P

C H

N K, P .E

F, M

H O

O N

, P .E

U N

2B V2

100% DESIGN - NOT FOR CONSTRUCTION

N C

) C

O M

, P H

-F tS ill_

T-

.rv t

3, F

A, O K

C O

R U

O N

1/8" = 1'-0"2 ELEVATION AT GRID 1

8'4' 16'0

SCALE: 1/8"=1'-0"

1/8" = 1'-0"1 ELEVATION AT GRID 1

T/STL ATTIC LEVEL

138' - 6"

T/STL SECOND LEVEL

112' - 6"

T/STL THIRD LEVEL

125' - 6"

A B C D E F G H J K

T/STL ROOF LEVEL

145' - 0"

R E:

S -2

W18X65

W18X71

W18X55

W18X65 W18X65

W18X65

W18X71

W18X55 W18X55

W18X71

W18X65

W18X65 W18X65

W18X65

W18X71

W18X55 W18X55

W18X71

W18X65

W18X65 W18X65

W18X65

W18X71

W18X55 W18X55

W18X71

W18X65

W18X65 W18X65

W18X65

W18X71

W18X55

0X 3/

W18X71

W18X55

W18X65

T/GRADE BEAM

99' - 0"

T/SLAB

100' - 0"

T/STL ATTIC LEVEL

138' - 6"

T/STL SECOND LEVEL

112' - 6"

T/STL THIRD LEVEL

125' - 6"

T/STL ROOF LEVEL

145' - 0"

N P Q R S T U V W XM

R E:

S -2

W18X55

W18X71

W18X65

0X 3/

W18X65

W18X55

W18X71

W18X65

0X 3/

W18X55

W18X71

W18X65

0X 3/

W18X55

W18X71

W18X65

0X 3/

W18X55

W18X71

W18X65

W18X55

W18X71

W18X65

0X 3/

W18X55

W18X71

W18X65

0X 3/

W18X55

W18X71

W18X65

0X 3/

W18X55

W18X71

0X 3/

W18X65

T/GRADE BEAM

99' - 0"

U .S

. A R

M Y

C O

O F

R S

US Army Corps of Engineers

N N

C R

O N

D B

C O

N O

B Y:

D R

B Y:

E D

2 3 4 5 6 7 8 9 10

SHEET ID

S-202

, O

M A

A D

O R

S, P

C H

N K, P .E

F, M

H O

O N

, P .E

U N

2B V2

100% DESIGN - NOT FOR CONSTRUCTION

N C

) C

O M

, P H

-F tS ill_

T-

.rv t

3, F

A, O K

C O

R U

O N

1/8" = 1'-0"2 ELEVATION AT GRID 4

1/8" = 1'-0"1 ELEVATION AT GRID 4 8'4' 16'0

SCALE: 1/8"=1'-0"

T/STL ATTIC LEVEL

138' - 6"

T/STL SECOND LEVEL

112' - 6"

T/STL THIRD LEVEL

125' - 6"

T/STL ROOF LEVEL

145' - 0"

NL ML.3 L.7

R E:

S -2

R E:

S -2

0X 3/

W16X31

W18X65W18X65

W18X65

W18X71

W18X55 W18X55

W18X71

W18X65

0X 3/

T/GRADE BEAM

99' - 0"

ELEV. = 119' - 3 1/2"

A B C

W18X76

W18X65

W18X76H

0X 3/

W10X49 W10X49

C10X15.3

B/ STL

147-9"

C10X15.3

B/ STL

134-9"

C10X15.3

B/ STL

121-9"

C10X15.3

B/ STL

108-9"

5/8" DIA SAG RODS

AT 1/3 POINTS

5/8" DIA SAG RODS

AT 1/3 POINTS

0X 3/

X1 0X

0X 3/

V W X

W10X49

W18X76

W18X65

W10X49

0X 3/

C10X15.3

B/ STL

147-9"

C10X15.3

B/ STL

134-9"

C10X15.3

B/ STL

121-9"

C10X15.3

B/ STL

108-9"

5/8" DIA SAG RODS

AT 1/3 POINTS

5/8" DIA SAG RODS

AT 1/3 POINTS

0X 3/

X1 0X

0X 3/

X1 0X

T/SLAB

100' - 0"

T/STL ATTIC LEVEL

138' - 6"

T/STL SECOND LEVEL

112' - 6"

T/STL THIRD LEVEL

125' - 6"

L.3 L.7

W18X55

W16X31

W18X55

0X 3/

T/STL ROOF GIRDER COL 2 LEVEL

150' - 10 5/8"

T/GRADE BEAM

99' - 0"

ELEV. = 122' - 5"

L.2 L.8L.5

W18X55

W18X71

W16X31

W18X55

W18X65 W18X65

W18X55

W16X31

W18X71

W18X55

0X 3/

ELEV. = 129' - 8"

L ML.2 L.8L.5

W18X71

W18X55

W18X65

W18X65 W18X65

W16X31 W16X31

W18X65 W18X65

W18X65

W18X71

W18X55

0X 3/

T/STL = 142' - 9 1/2" T/STL = 142' - 9 1/2"

ELEV. = 127' - 3 3/4"

U .S

. A R

M Y

C O

O F

R S

US Army Corps of Engineers

N N

C R

O N

D B

C O

N O

B Y:

D R

B Y:

E D

2 3 4 5 6 7 8 9 10

SHEET ID

S-203

, O

M A

A D

O R

S, P

C H

N K, P .E

F, M

H O

O N

, P .E

U N

2B V2

100% DESIGN - NOT FOR CONSTRUCTION

N C

) C

O M

, P H

-F tS ill_

T-

.rv t

3, F

A, O K

C O

R U

O N

8'4' 16'0

SCALE: 1/8"=1'-0"

1/8" = 1'-0"4 ELEVATION AT GRID 1

1/8" = 1'-0"5 ELEVATION AT GRID 2

1/8" = 1'-0"6 ELEVATION AT GRID 2

1/8" = 1'-0"1 ELEVATION AT GRID 2

1/8" = 1'-0"2 ELEVATION AT GRID 3.6

1/8" = 1'-0"3 ELEVATION AT GRID 4.9

T/STL ATTIC LEVEL

138' - 6"

T/STL SECOND LEVEL

112' - 6"

T/STL THIRD LEVEL

125' - 6"

T/STL ROOF LEVEL

145' - 0"

2.6

W16X36

W12X26 W12X26

W16X36

W18X55W18X55W18X55

W18X71 W18X71

W18X65

W18X65 W18X65

W18X65

6X 6X

0X 3/

T/STL ROOF RIDGE BEAM LEVEL

154' - 4 7/8"

T/STL ROOF GIRDER COL 3 LEVEL

152' - 6 3/8"

T/STL ROOF GIRDER COL 2 LEVEL

150' - 10 5/8"

T/GRADE BEAM

99' - 0"

B/ C9x13.4 AT APEX

9' - 0" 8' - 8"

R = 17' - 3 1/2"

140' - 9 1/2"

S-523

T/CAP PLATE

156' - 6 7/8"

S-523 8 1234 2.6

W12X26

W12X26 W12X26

W12X26

W18X60 W18X60 W18X71

W18X65W18X60W18X50

W18X50 W18X50 W18X65

0X 3/

HSS6X6X1/4

ELEV. =…

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File details come from the government source that posted it. Updated Jul 22, 2021.