W912QR25RA024_Plans_Vol4-0000.pdf

PDF 22 MB Posted Apr 17, 2025

Attached to: Construction of Area Maintenance Support Activity (AMSA) and Vehicle Maintenance Shop (VMS) at Defense Supply Center Richmond (DSCR), VA
Solicitation number: W912QR25RA024
Issued by: Department of the Army Corps of Engineers Engineering District Louisville

About this file

Written by GovTribe AI · Apr 18, 2025

This file is a comprehensive set of architectural and engineering design drawings for the construction of an Area Maintenance Support Activity (AMSA) and Vehicle Maintenance Shop (VMS) at the Defense Supply Center Richmond in Virginia. The detailed plans, spanning multiple volumes, include architectural, structural, mechanical, electrical, fire protection, and life safety documentation for a single-story, approximately 15,140 square foot facility designed to support military vehicle maintenance and logistics operations.

The design documents specify a Type II-B, noncombustible construction with key features including work bays, tool and parts storage areas, administrative spaces, restrooms, mechanical rooms, and specialized storage areas for flammable and hazardous materials. The building incorporates modern design elements such as an insulated concrete form (ICF) wall system, solar panel support, a bridge crane, and comprehensive fire protection and alarm systems. The project is being executed by the U.S. Army Corps of Engineers Louisville District, with a fiscal year 2025 timeline, and requires compliance with numerous military and civilian building codes, including UFC, IBC, and NFPA standards.

View the file

Other files

File	Type	Posted
W912QR25RA024_Specs-0004.pdf	PDF	Jul 1, 2025
W912QR25RA024_Plans-0004.pdf	PDF	Jul 1, 2025
W912QR25RA024-0003.pdf	PDF	Jun 24, 2025
W912QR25RA024-0002.pdf	PDF	Jun 16, 2025
W912QR25RA024_Plans-0001.pdf	PDF	Jun 9, 2025
W912QR25RA024_Specs-0001.pdf	PDF	Jun 9, 2025
Richmond AMSA_SiteVisit Sign In_14 May 2025.pdf	PDF	May 20, 2025
Richmond AMSA JA Best Locks_Redacted.pdf	PDF	May 8, 2025
Richmond AMSA JA Fire Alarm Transmitter_Redacted.pdf	PDF	May 8, 2025
W912QR25RA024_Plans_Vol1-0000.pdf	PDF	Apr 17, 2025
W912QR25RA024_Plans_Vol3-0000.pdf	PDF	Apr 17, 2025
W912QR25RA024_Specs_Vol1-0000.pdf	PDF	Apr 17, 2025
W912QR25RA024_Specs_Vol2-0000.pdf	PDF	Apr 17, 2025
W912QR25RA024_Specs_Vol3-0000.pdf	PDF	Apr 17, 2025
W912QR25RA024_Plans_Vol2-0000.pdf	PDF	Apr 17, 2025
W912QR25RA024_Plans_Vol5-0000.pdf	PDF	Apr 17, 2025

Show all 16

On GovTribe

Work with this file

Download the original file
Contacts named in this file
Similar government files
Ask GovTribe AI about this file

Try for free Login

Text version

The file's text, extracted by GovTribe without its formatting.

SHEET ID

U S

Y C

O R

R M

N L

J R

P L

E, K

D R

B Y:

E D

B Y:

D B

C H

D B

E D

C O

N O

N N

3 5 7 9 11 13 15 17 19

US Army Corps of Engineers ®

SOLICITATION NO.:

CONTRACT NO.:

ISSUE DATE:

K D

Pl ot

D at e:

2 4 6 8 10 12 14 16 18 20

US Army Corps of Engineers ®

G-001

C O

S H

C O

O P

(V M

S) A

N D

A M

A N

C E

O R

M O

N D

, V

P 2:

W .M

M .M

U A

R Y

, 2

LOUISVILLE DISTRICT

FEBRUARY 17, 2025

COLLOCATED VEHICLE MAINTENANCE SHOP (VMS) AND

AREA MAINTENANCE SUPPORT ACTIVITY (AMSA)

RICHMOND, VIRGINIA

P2: 507524

PN: 090034

CERTIFIED FINAL SUBMITTAL

04/15/2025

VOLUME 3/4VOLUME 4/5

17 April 2025

W912QR25RA024

2Q R

_P la ns _V ol 4-

SHEET ID

U S

Y C

O R

R M

N L

E R

G J

R P

E D

E, K

K Y

D R

B Y:

E D

B Y:

D B

C H

E D

C O

A C

T N

N N

3 5 7 9 11 13 15 17 19

E M

C R

O N

Pl ot

D at e:

2 4 6 8 10 12 14 16 18 20

US Army Corps of Engineers ®

G-002

GEN

D E

C O

C A

M A

C E

P (V

M S

) A N

A N

C E

O R

M O

N D

, V

P 2:

D W

5, C

S U

AMSA SHEET INDEX

SHEET

NUMBER SHEET NAME

GENERAL

G-001 COVER SHEET

G-002 SHEET INDEX

G-003 VICINITY AND LOCATION MAP

G-004 HAUL ROUTE AND LAYDOWN AREA

CIVIL

GC101 OVERALL E&S PLAN - PHASE I

GC102 ENLARGED E&S PLAN - PHASE I

GC103 ENLARGED E&S PLAN - PHASE I

GC104 ENLARGED E&S PLAN - PHASE I

GC105 ENLARGED E&S PLAN - PHASE I

GC106 ENLARGED E&S PLAN - PHASE I

GC107 ENLARGED E&S PLAN - PHASE I

GC108 ENLARGED E&S PLAN - PHASE I

GC109 ENLARGED E&S PLAN - PHASE I

GC110 OVERALL E&S PLAN PHASE II

GC111 ENLARGED E&S PLAN - PHASE II

GC112 ENLARGED E&S PLAN - PHASE II

GC113 ENLARGED E&S PLAN - PHASE II

GC114 ENLARGED E&S PLAN - PHASE II

GC115 ENLARGED E&S PLAN - PHASE II

GC116 ENLARGED E&S PLAN - PHASE II

GC117 ENLARGED E&S PLAN - PHASE II

GC118 ENLARGED E&S PLAN - PHASE II

GC501 E&S NOTES

GC502 E&S NOTES

GC503 E&S NOTES

GC504 E&S DETAILS

GC505 E&S DETAILS

GC506 E&S DETAILS

GC507 E&S DETAILS

GC508 E&S DETAILS

B-101 COMPOSITE BORING PLAN

B-201 BORING LOGS

B-202 BORING LOGS

B-203 BORING LOGS

B-204 BORING LOGS

B-205 BORING LOGS

B-206 BORING LOGS

B-207 BORING LOGS

B-208 BORING LOGS

V-101 OVERALL EXISTING CONDITIONS PLAN

V-102 EXISTING CONDITIONS PLAN

V-103 EXISTING CONDITIONS PLAN

V-104 EXISTING CONDITIONS PLAN

V-105 EXISTING CONDITIONS PLAN

V-106 EXISTING CONDITIONS PLAN

V-107 EXISTING CONDITIONS PLAN

V-108 EXISTING CONDITIONS PLAN

V-109 EXISTING CONDITIONS PLAN

C-001 CIVIL GENERAL NOTES

C-002 CIVIL LEGEND AND ABBREVIATIONS

C-003 AERIAL PHOTO SITE PLAN

CD101 OVERALL DEMOLITION PLAN

CD102 DEMOLITION PLAN

CD103 DEMOLITION PLAN

CD104 DEMOLITION PLAN

CD105 DEMOLITION PLAN

CD106 DEMOLITION PLAN

CD107 DEMOLITION PLAN

CD108 DEMOLITION PLAN

CD109 DEMOLITION PLAN

CS101 OVERALL SITE PLAN

CS102 SITE PLAN

CS103 SITE PLAN

CS104 SITE PLAN

CS105 SITE PLAN

CS106 SITE PLAN

CS107 SITE PLAN

CS108 SITE PLAN

CS109 SITE PLAN

CS401 PAVEMENT JOINT PLAN

CS501 SITE DETAILS

CS502 SITE DETAILS

CS503 SITE DETAILS

CS504 SITE SECTIONS

CS510 FENCING DETAILS

CS511 FENCING DETAILS

CS512 LANDSCAPE EDGING DETAILS

CS513 DUMPSTER ENCLOSURE DETAILS

AMSA SHEET INDEX

SHEET

NUMBER SHEET NAME

CG101 OVERALL GRADING AND DRAINAGE PLAN

CG102 GRADING AND DRAINAGE PLAN

CG103 GRADING AND DRAINAGE PLAN

CG104 GRADING AND DRAINAGE PLAN

CG105 GRADING AND DRAINAGE PLAN

CG106 GRADING AND DRAINAGE PLAN

CG107 GRADING AND DRAINAGE PLAN

CG108 GRADING AND DRAINAGE PLAN

CG109 GRADING AND DRAINAGE PLAN

CG110 SPOT ELEVATION PLAN

CG111 SPOT ELEVATION PLAN

CG112 SPOT ELEVATION PLAN

CG113 SPOT ELEVATION PLAN

CG114 PRE DEVELOPMENT DRAINAGE AREA MAP - POINT OF

ANALYSIS

CG115 POST DEVELOPMENT DRAINAGE AREA MAP - POINT OF

ANALYSIS

CG116 POST DEVELOPMENT DRAINAGE AREA MAP

CG301 STORM SEWER PROFILES

CG302 STORM SEWER PROFILES

CG303 STORM SEWER PROFILES

CG304 STORM SEWER PROFILES

CG305 STORM SEWER PROFILES

CG306 STORM SEWER PROFILES

CG501 GRADING AND DRAINAGE DETAILS

CG502 GRADING AND DRAINAGE DETAILS

CG503 STORMWATER MANAGEMENT DETAILS

CG504 STORMWATER MANAGEMENT

CG505 STORM WATER MANAGEMENT DETAILS

CG506 STORM WATER MANAGEMENT DETAILS

CG601 DRAINAGE SUMMARY

CU101 OVERALL UTILITY PLAN

CU102 UTILITY PLAN

CU103 UTILITY PLAN

CU104 UTILITY PLAN

CU105 UTILITY PLAN

CU106 UTILITY PLAN

CU107 UTILITY PLAN

CU108 UTILITY PLAN

CU109 UTILITY PLAN

CU301 SANITARY SEWER PROFILES

CU302 SANITARY SEWER PROFILES

CU310 WATER LINE PROFILES

CU311 WATER LINE PROFILES

CU312 WATER LINE PROFILES

CU313 WATER LINE PROFILES

CU320 ELECTRICAL PROFILES

CU330 TELECOM PROFILES

CU501 UTILITY DETAILS

CU502 UTILITY DETAILS

CU601 SANITARY SUMMARY

SITE ELECTRICAL

ES001 SITE ELECTRICAL LEGEND AND GENERAL NOTES

ES101 SITE ELECTRICAL PLAN

ES501 SITE ELECTRICAL DETAILS

ES502 SITE ELECTRICAL DETAILS

ES503 SITE ELECTRICAL DETAILS

ES504 SITE ELECTRICAL DETAILS

ES505 SITE ELECTRICAL DETAILS

SITE TELECOMMUNICATIONS

TS001 SITE TELECOMMUNICATIONS LEGEND AND GENERAL

NOTES

TS101 OVERALL SITE TELECOMMUNICATIONS PLAN

TS102 SITE TELECOMMUNICATIONS PLAN

TS501 SITE TELECOMMUNICATIONS DETAILS

TS502 SITE TELECOMMUNICATIONS DETAILS

TS503 SITE TELECOMMUNICATIONS DETAILS

STRUCTURAL

S-001 GENERAL STRUCTURAL NOTES AND DESIGN CRITERIA

S-002 GENERAL STRUCTURAL NOTES AND DESIGN CRITERIA

S-003 STRUCTURAL ABBREVIATIONS

S-004 COMPONENTS AND CLADDING PLAN

S-005 SNOW DRIFT DIAGRAM

S-110 FOUNDATION AND FLOOR SLAB PLAN

S-120 LOW ROOF FRAMING PLAN

S-130 HIGH ROOF FRAMING PLAN

S-131 SOLAR PANEL SUPPORT FRAMING PLAN

S-201 CONCRETE WALL ELEVATION KEY PLAN

S-211 CONCRETE WALL ELEVATIONS

S-212 CONCRETE WALL ELEVATIONS

S-213 BRIDGE CRANE ELEVATION

AMSA SHEET INDEX

SHEET

NUMBER SHEET NAME

S-301 FOUNDATION SECTIONS

S-302 FOUNDATION SECTIONS

S-351 FRAMING SECTIONS

S-352 FRAMING SECTIONS

S-353 FRAMING SECTIONS

S-401 ENLARGED S.A.T.S. CANOPY FOUNDATION, SCHEMATIC

ROOF FRAMING PLANS AND ELEVATION

S-402 S.A.T.S. CANOPY FOUNDATION SECTIONS

S-411 ENLARGED CONTAINMENT AREA FOUNDATION AND

FLOOR SLAB PLAN

S-412 CONTAINMENT AREA FOUNDATION SECTIONS

S-501 TYPICAL FOUNDATION DETAILS

S-502 TYPICAL SLAB ON GRADE DETAILS

S-503 TYPICAL WALL DETAILS

S-511 TYPICAL CMU DETAILS

S-512 TYPICAL CMU DETAILS

S-521 TYPICAL FRAMING DETAILS

S-601 SCHEDULES

ARCHITECTURE

A-001 ABBREVIATIONS AND LEGENDS

A-110D DIMENSION FLOOR PLAN

A-110N NOTE FLOOR PLAN

A-120 REFLECTED CEILING PLAN

A-130 ROOF PLAN

A-201 BUILDING ELEVATIONS

A-202 BUILDING ELEVATIONS

A-301 BUILDING SECTIONS

A-310 WALL SECTIONS

A-311 WALL SECTIONS

A-401 ENLARGED RESTROOM PLAN

A-402 RESTROOM ELEVATIONS

A-413 TYPICAL RESTROOM MOUNTING HEIGHTS

A-414 CELL PHONE LOCKER DETAILS

A-420 ENLARGED CABINET PLANS AND ELEVATIONS

A-423 CASEWORK SECTIONS

A-501 DOOR AND FRAME TYPES AND DOOR DETAILS

A-502 DOOR DETAILS

A-503 DOOR DETAILS

A-510 WINDOW TYPES AND DETAILS

A-530 LOUVER TYPES AND DETAILS

A-540 WALL TYPES

A-541 WALL TYPES

A-542 WALL DETAILS

A-543 WALL DETAILS

A-544 WALL DETAILS

A-560 CEILING DETAILS

A-570 ROOF DETAILS

A-571 ROOF DETAILS

A-572 ROOF DETAILS

A-573 ROOF DETAILS

A-574 CANOPY DETAILS

A-580 MISCELLANEOUS DETAILS

A-581 MISCELLANEOUS DETAILS

A-601 DOOR SCHEDULE

A-711 CAGE DETAILS

A-712 CAGE DETAILS

A-713 CAGE DETAILS

A-901 AIR BARRIER FLOOR PLAN

A-902 AIR BARRIER WALL SECTION

INTERIORS

I-601 FINISH SCHEDULE

I-602 FINISH KEY

I-603 EXTERIOR FINISH KEY

INTERIORS GRAPHICS

IG110 SIGNAGE PLAN

IG501 SIGNAGE DETAILS

IG601 SIGNAGE SCHEDULE

INTERIORS FURNITURE

IF110 FURNITURE PLAN

IF501 FURNITURE DETAILS

LIFE SAFETY

LS001 ABBREVIATIONS, LEGEND AND CODE ANALYSIS

LS002 CODE COMPLIANCE SITE PLAN

LS110 LIFE SAFETY PLAN

LS801 LOUISVILLE LIFE SAFETY FIRE PROTECTION REVIEW

FORM

FIRE SPRINKLER

FX001 ABBREVIATIONS, LEGEND AND GENERAL NOTES

FX110 FIRE PROTECTION PLAN

FIRE ALARM

FA001 ABBREVIATIONS, LEGEND AND GENERAL NOTES

AMSA SHEET INDEX

SHEET

NUMBER SHEET NAME

FA110 FIRE ALARM PLAN

FA501 DETAILS

PLUMBING

P-001 ABBREVIATIONS, LEGEND AND GENERAL NOTES

PP100 UNDERGROUND SANITARY PLAN

PP111 SANITARY PLAN

PP112 WATER PLAN

PP113 POL

PP114 COMPRESSED AIR

P-301 POL SECTION VIEW

P-401 ENLARGED PLANS

P-402 ENLARGED PLANS

P-501 DETAILS

P-502 DETAILS

P-503 DETAILS

P-601 SCHEDULES

P-701 RISER DIAGRAMS

P-702 RISER DIAGRAMS

P-710 RISER DIAGRAMS

P-711 RISER DIAGRAMS

P-720 RISER DIAGRAMS

P-801 PLUMBING CONTROLS

P-802 PLUMBING CONTROLS

MECHANICAL

M-001 GENERAL NOTES

M-002 LEGEND AND ABBREVIATIONS

MH111 HVAC FLOOR PLAN

MH121 HVAC LOWER ROOF PLAN

M-301 SECTIONS

M-501 DETAILS

M-502 DETAILS

M-503 DETAILS

M-504 DETAILS

M-505 DETAILS

M-506 DETAILS

M-601 SCHEDULES

M-602 SCHEDULES

M-603 SCHEDULES

M-701 CONTROLS

M-702 CONTROLS

M-703 CONTROLS

M-704 CONTROLS

M-705 CONTROLS

M-706 CONTROLS

M-707 CONTROLS

M-708 CONTROLS

M-709 CONTROLS

ELECTRICAL

E-001 LEGEND

E-002 GENERAL NOTES

E-003 ABBREVIATIONS

EL110 LIGHTING PLAN

EL701 LIGHTING FIXTURE SCHEDULE

EL702 LIGHTING CONTROLS SCHEDULE AND DETAILS

EP110 POWER PLAN

EP130 ROOF PV ARRAY PLAN

EP150 MECHANICAL POWER PLAN

EP160 MECHANICAL POWER LOWER ROOF PLAN

EP410 ENLARGED POWER PLANS

EP501 DETAILS AND SCHEDULES

EP601 POWER ONE LINE DIAGRAM

EP602 PV ARRAY ONE-LINE DIAGRAM

EP701 PANEL SCHEDULES

EP702 PANEL SCHEDULES

EP703 PANEL SCHEDULES

EY110 SPECIAL SYSTEMS FLOOR PLAN

EY501 SPECIAL SYSTEMS DETAILS

EG130 GROUNDING & LIGHTNING PROTECTION PLAN

EG501 LIGHTNING PROTECTION DETAILS

EG601 GROUNDING ONE LINE DIAGRAM

TELECOMMUNICATIONS

T-001 LEGEND

T-002 GENERAL NOTES AND ABBREVIATIONS

T-110 COMMUNICATIONS FLOOR PLAN

T-410 ENLARGED COMMUNICATIONS PLANS

T-501 DETAILS

T-502 DETAILS

T-503 DETAILS

T-504 DETAILS

T-601 COMMUNICATIONS ONE LINE DIAGRAMS

T-602 COMMUNICATIONS CABINET ELEVATIONS

T-603 COMMUNICATIONS WALL ELEVATIONS

RACK SHEET INDEX

SHEET

NUMBER SHEET NAME

STRUCTURAL

S-110 FOUNDATION AND FLOOR SLAB PLAN

S-130 SCHEMATIC ROOF FRAMING PLAN

S-211 SCHEMATIC FRAMING ELEVATION

S-301 FOUNDATION SECTIONS

ARCHITECTURE

A-110 FLOOR AND ROOF PLAN

A-201 BUILDING ELEVATIONS AND SECTION

ELECTRICAL

E-110 ELECTRICAL PLANS

RAMP SHEET INDEX

SHEET

NUMBER SHEET NAME

STRUCTURAL

S-110 FOUNDATION AND SLAB PLAN

S-211 ELEVATION

S-301 SECTIONS AND DETAILS

S-302 SECTIONS AND DETAILS

A1 SHEET INDEX

SCALE: NTS

2Q R

_P la ns _V ol 4-

GENERAL

ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE 2021

INTERNATIONAL BUILDING CODE, UNITED FACILITIES CRITERIA, AND ALL

OTHER APPLICABLE CODES, STANDARDS, SPECIFICATIONS, REGULATIONS,

AND ORDINANCES HAVING JURISDICTION.

STRUCTURAL DRAWINGS SHALL BE FOLLOWED AND COORDINATED WITH

OTHER DRAWINGS AND ALL OTHER CONTRACT DOCUMENTS. ANY

DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE

CONTRACTING OFFICER PRIOR TO PROCUREMENT OF MATERIALS OR

COMMENCEMENT OF WORK.

NO CHANGES OF THE STRUCTURAL SYSTEM AS INDICATED ON THESE

DRAWINGS SHALL BE PERFORMED WITHOUT PRIOR WRITTEN APPROVAL

FROM ENGINEER OF RECORD AND CONTRACTING OFFICER.

THESE GENERAL NOTES PRESENT AND/OR SUMMARIZE KEY PROJECT

INFORMATION FOR THE READER'S CONVENIENCE. SEE INDIVIDUAL PLAN

NOTES, PROJECT SPECIFICATIONS, AND ALL OTHER CONTRACT

DOCUMENTS FOR FURTHER DETAILS AND REQUIREMENTS.

ALL REFERENCED STANDARDS HEREIN ARE TO MOST RECENT IN EFFECT

AS OF THE DATE OF THESE DOCUMENTS, UNLESS NOTED OTHERWISE.

ALL ELEVATIONS ARE REFERENCED FROM A FINISHED FLOOR ELEVATION

OF 100'-0". SEE CIVIL DRAWINGS FOR GRADE AND SITE ELEVATIONS

RELATIVE TO BUILDING STRUCTURE.

SUBMIT SHOP DRAWINGS, PROJECT DATA, AND SAMPLES AS SPECIFIED IN

PROJECT SPECIFICATIONS SECTION 01 33 00

IDENTIFY PROMINENTLY ON DRAWINGS EACH AND ALL RESUBMITTALS

BY NUMBER.

IDENTIFY ANY CHANGES WHICH HAVE BEEN MADE OTHER THAN THOSE

REQUESTED BY THE CONTRACTING OFFICER.

REPRODUCTIONS OF CONTRACT DRAWINGS SHALL NOT BE USED AS

SHOP DRAWINGS.

SUBMITTALS FAILING TO CONFORM TO THE ABOVE WILL BE RETURNED

FOR RESUBMITTAL.

CONTRACTOR SHALL VERIFY ALL NEW WORK WITH EXISTING CONDITIONS

PRIOR TO PROCUREMENT OF MATERIALS AND BEGINNING WORK. REPORT

ALL DISCREPANCIES TO THE CONTRACTING OFFICER. DIMENSIONS,

ELEVATIONS, AND LOCATIONS OF ALL EXISTING FEATURES SHOWN ARE

APPROXIMATE. EXISTING FEATURES ARE TO BE FIELD VERIFIED AND

COORDINATED BY CONTRACTOR PRIOR TO PREPARATION OF SHOP

DRAWINGS AND PROCUREMENT OF MATERIALS.

THESE DRAWINGS DO NOT IDENTIFY ANY MEANS, METHODS, TECHNIQUES,

SEQUENCES, OR PROCEDURES REQUIRED FOR CONSTRUCTION AND

ERECTION OF THE STRUCTURES SHOWN. THE CONTRACTOR SHALL BE

RESPONSIBLE FOR THE DESIGN AND ERECTION OF ALL TEMPORARY

BRACING, FORMWORK, SHEETING, SHORING, OR UNDERPINNING, AND

MAINTAINING THE STABILITY OF ALL STRUCTURES THROUGHOUT

CONSTRUCTION. STRUCTURES SHALL BE ASSUMED UNSTABLE UNTIL ALL

COMPONENTS (WALLS, ROOFS, ETC.), CONNECTIONS, AND PERMANENT

BRACING ARE COMPLETELY INSTALLED AND DEEMED ADEQUATE THROUGH

PROPER INSPECTION AS REQUIRED.

THESE DRAWINGS DO NOT IDENTIFY COMPONENTS, REQUIREMENTS,

PROCESSES, OR PROCEDURES REQUIRED FOR CONSTRUCTION SAFETY.

THE CONTRACTOR BEARS SOLE RESPONSIBILITY TO IDENTIFY AND

PROVIDE COMPONENTS REQUIRED FOR CONSTRUCTION SAFETY.

SECTIONS, DETAILS, AND OTHER NOTES ARE INTENDED TO BE TYPICAL

AND SHALL APPLY TO ALL CONDITIONS SIMILAR TO THE LOCATION

SPECIFICALLY INDICATED, UNLESS NOTED OTHERWISE.

CONTRACTOR SHALL COORDINATE DIMENSIONS TO ALL MECHANICAL AND

ELECTRICAL EQUIPMENT, SUPPORT POINTS, AND ANY INTERMEDIARY

STRUCTURAL SUPPORT MEMBERS REQUIRED FOR SUPPORT OF

EQUIPMENT OR COMPONENTS WITH THE EQUIPMENT AND COMPONENT

SUPPLIER(S). DIMENSIONS TO ALL EQUIPMENT SHALL BE COMPLETELY

COORDINATED AND INDICATED ON THE SHOP DRAWINGS PRIOR TO

SUBMITTAL FOR REVIEW AND PROCUREMENT OF MATERIALS.

CONTRACTOR SHALL BE RESPONSIBLE TO PROTECT EXISTING FACILITIES,

COMPONENTS, OR ACCESSORIES, AND COMPLETED CONSTRUCTION

THROUGH THE ENTIRE CONSTRUCTION PROCESS. ANY DAMAGE TO

EXISTING OR CONSTRUCTED FEATURES SHALL BE REPAIRED OR

REPLACED TO THE SATISFACTION OF CONTRACTING OFFICER WITH ALL

COSTS BORE SOLELY BY THE CONTRACTOR.

CONTRACTOR SHALL COORDINATE WORK, SITE ACCESS, SITE SECURITY,

AND PHASING AROUND OR NEAR ALL NEW AND EXISTING FEATURES WITH

CONTRACTING OFFICER PRIOR TO PROCUREMENT OF MATERIALS AND

COMMENCING WORK.

CONTRACTOR SHALL COORDINATE CONSTRUCTION PHASING AND

ANTICIPATED EXECUTION OF WORK FOR ALL BUILDINGS AND WORK WITHIN

SCOPE OF PROJECT WITH CONTRACTING OFFICER PRIOR TO

PROCUREMENT OF MATERIALS AND COMMENCING WORK.

DO NOT SCALE DRAWINGS TO DETERMINE DIMENSIONS THAT ARE NOT

SHOWN.

TESTING AND INSPECTION

FOUNDATIONS AND EARTHWORK: GEOTECHNICAL ENGINEER/TESTING

LABORATORY SHALL BE ENGAGED FOR QUALITY CONTROL AND

VERIFICATION. SEE SPECIFICATIONS. ALL OPEN FOUNDATION

EXCAVATIONS SHALL BE INSPECTED AND APPROVED BY A LICENSED

GEOTECHNICAL ENGINEER PRIOR TO CONCRETE PLACEMENT.

MATERIALS AND PROCEDURES: TESTING LABORATORY TO BE ENGAGED

FOR MATERIAL TESTING. SEE SPECIFICATIONS.

A SPECIAL INSPECTOR SHALL BE ENGAGED BY THE CONTRACTOR TO

INSPECT ELEMENTS AS REQUIRED. SEE SPECIFICATION SECTION 01 45 35

FOR REQUIREMENTS.

CAST-IN-PLACE REINFORCED CONCRETE CONTINUED

ALL REINFORCING STEEL SHALL BE HELD SECURELY IN PLACE TO PREVENT

DISLOCATION DURING CONCRETE PLACEMENT.

NO CONCRETE SHALL BE PLACED UNTIL ALL EMBEDDED ITEMS HAVE BEEN

INSTALLED, TESTED AND INSPECTED.

DEFECTIVE AREAS IN CONCRETE INCLUDING, BUT NOT LIMITED TO, SPALLS,

HONEY-COMBING, AND CRACKS GREATER THAN 1/4 IN IN SIZE SHALL BE

REPAIRED.

PROVIDE SURFACES ROUGHENED TO A 1/4" AMPLITUDE AND APPLY

BONDING AGENT PRIOR TO CASTING CONCRETE AGAINST HARDENED

CONCRETE ADHERING TO ALL MANUFACTURER INSTRUCTIONS AND

GUIDELINES, UNLESS NOTED OTHERWISE.

FIELD REQUIREMENTS NOT SHOWN ON STRUCTURAL PLANS MUST BE

APPROVED BY THE CONTRACTING OFFICER. PLUMBING SLOTS ARE TO BE

FILLED WITH CONCRETE TO SAME THICKNESS AS SLAB OR WALL AFTER

PIPING HAS BEEN INSTALLED. SEE TYPICAL SLAB/WALL PENETRATION

DETAILS FOR REQUIREMENTS.

MAXIMUM DIAMETER OF EMBEDDED PIPES OR CONDUIT SHALL BE 1/3 x

SLAB OR WALL THICKNESS, SPACED MINIMUM OF 3 DIAMETERS ON

CENTER.

GROUT SHALL BE HIGH STRENGTH, NON-SHRINK STRUCTURAL GROUT.

SEE SPECIFICATIONS.

CONCRETE FINISHES. SEE SPECIFICATIONS.

FORMED SURFACES:

PAINTED OR EXPOSED TO VIEW: RUBBED, UNLESS NOTED

OTHERWISE. ON PLANS

COVERED OR AS NOTED ON PLANS: AS-CAST

FLATWORK SURFACES:

EXPOSED TO VIEW: TROWELED WITH SURFACE TREATMENT

TILED OR CARPETED: TROWELED

STAIRS OR RAMPS: BROOMED

SIDEWALKS, DRIVEWAYS: BROOMED OR BELTED

SEE SPECIFICATIONS FOR CURING AND PROTECTION.

SLABS-ON-GRADE

STRIP CAST WITH CONTROL/CONSTRUCTION JOINTS TO ALIGN WITH

COLUMN CENTERLINES. CONTROL JOINTS SHALL BE PLACED AS SHOWN

ON PLANS.

CONTRACTOR SHALL SUBMIT A CONTROL/CONSTRUCTION JOINT

LAYOUT PLAN WITH JOINT CONSTRUCTION DETAILS AND POUR

SEQUENCE FOR REVIEW.

SEE CONTROL JOINT AND CONSTRUCTION JOINT DETAILS. CONTROL

JOINT MAXIMUM SPACING IS 12'-6" FOR 5" SLAB AND 20'-0" FOR 10" SLAB.

PROVIDE SEALANT AT ALL EXPANSION JOINTS.

CAST-IN-PLACE REINFORCED CONCRETE

ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH ACI 301-20

"SPECIFICATIONS FOR STRUCTURAL CONCRETE", ACI 318-19 "BUILDING

CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" AND THE PROJECT

SPECIFICATIONS UNLESS NOTED OTHERWISE OR DETAILED ON THE

CONTRACT DRAWINGS. CONTRACTOR TO MAINTAIN A COPY AT THE JOB

SITE.

MIX DESIGN SHALL BE DOCUMENTED IN ACCORDANCE WITH SECTION

03 30 00 OF THE PROJECT SPECIFICATIONS AND ACI 301, CHAPTER 3

"PROPORTIONING". MIX DESIGNS WHICH ARE SUBMITTED WITHOUT THE

REQUIRED DOCUMENTATION WILL BE REJECTED. FIELD SLUMPS

RECORDED AT JOB SITE SHALL NOT EXCEED THE SLUMP ESTABLISHED

FOR THE MIX DESIGN.

ALL CONCRETE SHALL HAVE A COMPRESSIVE STRENGTH OF 4000 psi AT 28

DAYS FOR CONCRETE NOT EXPOSED TO FREEZE/THAW CONDITIONS

FORMWORK

SEE SPECIFICATIONS.

KEYS INDICATED ARE TO BE 2" x 4" NOMINAL CONTINUOUS, UNLESS

NOTED OTHERWISE.

PROVIDE RUSTIFICATION STRIPS, CHAMFERS, MISCELLANEOUS

EMBEDS, ETC. AS INDICATED ON PLANS AND/OR ARCHITECTURAL

DRAWINGS.

ALL HOLES FOR OTHER TRADES WHICH MUST BE CUT OR FORMED

WHICH ARE NOT DETAILED ON THE STRUCTURAL DRAWINGS SHALL BE

COORDINATED AND SUBMITTED TO THE CONTRACTING OFFICER FOR

REVIEW AND APPROVAL.

REINFORCEMENT

REINFORCING BARS. DEFORMED, GRADE 60, ASTM A615. ASTM A706

WHERE SPECIFIED AND FOR WELDING APPLICATIONS.

FABRICATION: ACI SP-66 (2004) "ACI DETAILING MANUAL"

WELDED SMOOTH WIRE FABRIC - ASTM A1064. FLAT SHEETS.

WELDING - ACI 301, SECTION 3.2.2.2.

CORNER BARS. PROVIDE CORNER BARS SAME SIZE AND SPACING AS

HORIZONTAL REINFORCEMENT AT INTERSECTIONS OF ALL WALLS AND

WALL FOUNDATIONS.

SPLICES: CONTINUOUS REINFORCING BARS INCLUDING CORNER BARS

SHALL BE LAPPED AND SPLICED IN ACCORDANCE WITH THE

DEVELOPMENT / LAP SPLICE TABLE SHOWN ON THE DESIGN DRAWINGS,

AND IN ACI 318.

MINIMUM CONCRETE COVER UNLESS NOTED OTHERWISE.

CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH - 3"

FORMED SURFACE EXPOSED TO EARTH OR WEATHER

#6 THROUGH #18 BARS - 2"

#5 AND SMALLER - 1 3/4"

FACES OF STRUCTURAL SLABS AND WALLS NOT EXPOSED TO

WEATHER OR NOT IN CONTACT WITH GROUND - 3/4"

BEAMS AND COLUMNS: NOT EXPOSED TO WEATHER OR IN CONTACT

WITH GROUND - 1 1/2" (CLEAR DIMENSION IS TO OUTERMOST BAR)

ALL 90-DEGREE AND 180-DEGREE HOOKS SHOWN ON DRAWINGS ARE TO

BE COMPLIANT WITH ACI 318 STANDARDS.

DESIGN CRITERIA

BUILDING CODES

1. 2021 INTERNATIONAL BUILDING CODE.

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

STRUCTURES.

3. UFC 3-301-01, STRUCTURAL ENGINEERING, 11 APR 2023, CHANGE 1, 02 OCT

4. UFC 4-010-01, DoD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS, 12 DEC 2018, CHANGE 2, 30 JULY 2022. INHABITED BUILDING LOCATED

WITHIN AN INSTALLATION PERIMETER.

BUILDING DESIGN LOADS

DEAD LOADS

AMSA ADMIN ROOF

DEAD LOAD - 28.0 psf MINIMUM DEAD LOAD - 12.0 psf

AMSA WORKBAY ROOF

DEAD LOAD - 24.7 psf MINIMUM DEAD LOAD - 12.9 psf

SATS CANOPY & WASHRACK ROOF

DEAD LOAD - 12 psf MINIMUM DEAD LOAD - 5 psf

SOLAR PV SYSTEM

DEAD LOAD - 10.7 psf

LIVE LOADS

ROOF - 20 psf AMSA ADMIN FLOOR - 125 psf AMSA WORKBAY FLOOR - 64.2 kips (MAX AXLE LOAD)

SNOW: GROUND SNOW LOAD = 20 psf

EXPOSURE FACTOR

AMSA, Ce = 1.0 (TERRAIN CATEGORY C, PARTIALLY EXPOSED) PV FRAME, Ce = 1.1 (TERRAIN CATEGORY C, SHELTERED)

SLOPE FACTOR, Cs = 1.0

THERMAL FACTOR

AMSA, Ct = 1.0 SATS CANOPY, Ct = 1.2 WASHRACK, Ct = 1.2 PV FRAME, Ct = 1.2

IMPORTANCE FACTOR = 1.0 (RISK CATEGORY II)

FLAT ROOF SNOW LOAD, P f = 20 psf

SNOW DRIFTS - REFER TO SNOW DRIFT DIAGRAM

WIND

RISK CATEGORY II

ULTIMATE WIND SPEED - 112 mph NOMINAL WIND SPEED - 87 mph 10-YEAR MRI - 75 mph

EXPOSURE CATEGORY - C

INTERNAL PRESSURE COEF., GCpi = ± 0.18

DESIGN PROCEDURE: DIRECTIONAL PROCEDURE

SEISMIC

IMPORTANCE FACTOR = 1.0 (RISK CATEGORY II)

MAPPED SPECTRAL RESPONSE ACCELERATIONS

SS = 0.215g S1 = 0.054g

SITE CLASSIFICATION - D

DESIGN SPECTRAL RESPONSE ACCELERATIONS

SDS = 0.229g SD1 = 0.086g

SEISMIC DESIGN CATEGORY - B

RESPONSE MODIFICATION FACTOR, R, AND SEISMIC RESPONSE

COEFF, CS:

1. AMSA - LOAD BEARING ORDINARY REINFORCED CONCRETE SHEAR

WALLS, R=4.0, CS=0.06

2. SATS CANOPY & WASHRACK - STEEL SYSTEMS NOT SPECIFICALLY

DESIGNED FOR SEISMIC RESISTANCE, R=3.0, C S=0.08

DESIGN SEISMIC BASE SHEAR:

AMSA - 231 kips WASHRACK - 1.6 kips

ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE

RAINFALL INTENSITY FOR 15-MIN DURATION OVER 100 YEAR RETURN: 6.11

IN/HR.

FUTURE EXPANSION: NO PROVISION FOR FUTURE EXPANSION HAS BEEN

MADE THAT WILL IMPACT DESIGN PROVISIONS OF STRUCTURES AND

FOUNDATIONS UNDER THIS CONTRACT.

CRANE TYPE: BRIDGE CRANE

RATED CAPACITY: 10 TONS

SERVICE CLASS: C

OPERATION CATEGORY: GENERAL PURPOSE

WEIGHT OF TROLLEY: 1.34 kips WEIGHT OF BRIDGE: 26.47 kips MAXIMUM WHEEL LOAD: 18.48 kip

FORCE PERCENTAGES: 10%

CRANE STOP FORCE: 1.68 kip

C. FOUNDATIONS

ALLOWABLE BEARING PRESSURE

WALL & SPREAD FOOTINGS - 3,000 psf

FOUNDATIONS HAVE BEEN DESIGNED BASED ON THE

RECOMMENDATIONS OF THE SUBSURFACE EXPLORATION AND

GEOTECHNICAL REPORT PREPARED BY BECC INC., PROJECT #223117,

DATED APRIL 30, 2024. REPORT IS AVAILABLE FOR INFORMATION ONLY

UPON REQUEST FROM THE CONTRACTING OFFICER.

SUBGRADE MODULUS FOR FLOOR SLABS = 150 pci

EARTHWORK

SITE PREPARATION

REFER TO CIVIL DRAWINGS AND SPECIFICATIONS FOR OVER-

EXCAVATION AND BACKFILL REQUIREMENTS.

FOUNDATION EXCAVATIONS, REFER TO SPECIFICATIONS.

FOR ALL FOUNDATION EXCAVATIONS REMOVE UNSUITABLE SOILS

WHERE ENCOUNTERED.

B. STRUCTURAL FILLS. SEE SPECIFICATIONS FOR ACCEPTABLE STRUCTURAL

FILL MATERIAL AND THICKNESS OF COMPACTED LIFTS.

C. GRANULAR SUBBASE UNDER SLAB-ON-GRADE: VAPOR BARRIER ON OPEN

GRADED CAPILLARY WATER BARRIER.

GENERAL STRUCTURAL NOTES

SHEET ID

U S

Y C

O R

R M

N L

J R

P L

E, K

D R

B Y:

D B

C H

D B

E D

C O

N O

N N

3 5 7 9 11 13 15 17 19

E M

C R

O N

Pl ot

D at e:

2 4 6 8 10 12 14 16 18 20

US Army Corps of Engineers ®

:4 0:

S-001

AMSA

U C

D D

N C

C O

O P

(V M

S) A

N D

C E

O R

M O

N D

, V

P 2:

C . G

C . W

D . D

, 2

S U

2/17/2025

C W

D D

2Q R

_P la ns _V ol 4-

STRUCTURAL STEEL

ALL STRUCTURAL STEEL WORK SHALL BE IN ACCORDANCE WITH THE AISC

"STEEL CONSTRUCTION MANUAL”, FIFTEENTH EDITION, WITH

SUPPLEMENTS.

MATERIAL SPECIFICATIONS:

WIDE FLANGE SHAPES ASTM A992

ANGLES ASTM A36, GRADE 36

CHANNELS ASTM A36, GRADE 36

STRUCTURAL TUBING (HSS) ASTM A500, GRADE C

PIPE ASTM A53, GRADE B

PLATES AND BARS ASTM A36, GRADE 36

HIGH STRENGTH BOLTS ASTM F3125, GRADE A325

ASTM F3125, GRADE A490 (for D>1")

ASTM F3125, GRADE F1852, F2280

ANCHOR BOLTS ASTM F1554, GRADE 36

HARDENED STEEL WASHERS ASTM F436, F959

CONNECTIONS SHALL MEET AISC MANUAL STANDARD CONNECTIONS

UNLESS NOTED.

HIGH-STRENGTH BOLTS: BEARING TYPE INSTALLED IN CONFORMANCE

WITH "SPECIFICATIONS FOR STRUCTURAL JOINTS USING HIGH-

STRENGTH BOLTS", RESEARCH COUNCIL ON RIVETED AND BOLTED

STRUCTURAL JOINTS. UNLESS NOTED OTHERWISE, STANDARD AISC

"USUAL GAGE" DIMENSIONS SHALL BE USED FOR LOCATING HOLES FOR

BOLTS, EXPANSION ANCHORS, ETC. IN ALL ANGLES, BEAM FLANGES,

ETC.

WELDS: AWS D1.1, SERIES E70XX. ALL WELDS SHALL BE SUBJECT TO

INSPECTION AND NONDESTRUCTIVE EXAMINATION AS REQUIRED IN

SPECIFICATIONS. WHERE WELD SIZE IS NOT INDICATED ON THE

DRAWINGS, USE MINIMUM SIZE FOR PREQUALIFIED JOINTS PER AWS

D1.1.

ANCHOR RODS: ANCHOR RODS SHALL CONFORM TO ASTM F1554,

GRADE 36.

SIMPLE SHEAR CONNECTIONS: STEEL FABRICATOR SHALL DESIGN NON-

COMPOSITE BEAM CONNECTIONS FOR 50% OF THE FULL CAPACITY OF

THE BEAM.

TOLERANCES SHALL MEET AISC CODE OF STANDARD PRACTICE 2016,

SECTION 6.4, 7.12, AND 7.13. ENSURE ALL STRUCTURAL STEEL MEETS THE

TOLERANCES SPECIFIED IN AISC 303-10. ENSURE ALL STEEL INDICATED AS

ARCHITECTURALLY EXPOSED STEEL (AESS) MEETS SECTION 10

REQUIREMENTS OF AISC 303-10.

PROVIDE POSITIVE CAMBER AS NOTED ON PLANS. WHERE NO CAMBER IS

NOTED, RESIDUAL MILL CAMBER IS TO BE UPWARDS.

ROOF OPENINGS: VERIFY SIZE AND LOCATION OF REQUIRED OPENINGS

WITH MECHANICAL, PLUMBING, OR OTHER TRADES AS NECESSARY TO

ASSURE CORRECT FRAMING AND SUBMIT ON SHOP DRAWINGS. PROVIDE

SUB-SUPPORT AS REQUIRED FOR DECK CLOSURES, INCLUDING AT

COLUMNS. COORDINATE WITH DECK SUPPLIER.

SHOP DRAWINGS: SUBMIT ERECTION AND FABRICATION SHOP DRAWINGS,

STAMPED AND SEALED BY A REGISTERED ENGINEER. SEE

SPECIFICATIONS.

ALL WELDS TO BE SHOP WELDED UNLESS NOTED OTHERWISE.

ALL COLUMN BASE AND BEAM BEARING PLATES SHALL BE GROUTED WITH

NON-SHRINK NON-METALLIC GROUT AS INDICATED. GROUTING SHALL BE

COMPLETED AFTER THE STEEL FRAMING HAS BEEN PERMANENTLY

PLUMBED AND PRIOR TO CONCRETE PLACEMENT AT ELEVATED FLOORS

ON METAL DECK.

FABRICATOR SHALL PROVIDE ANGLES, CHANNELS, ETC. AS REQUIRED TO

SUPPORT METAL DECK WHERE STRUCTURAL MEMBERS ARE NOT

PRESENT.

THE MINIMUM PLATE THICKNESS SHALL BE 3/8 INCH UNLESS NOTED

OTHERWISE.

THE MINIMUM BOLT DIAMETER SHALL BE 3/4 INCH UNLESS NOTED

OTHERWISE.

THE MINIMUM WELD THROAT SIZE SHALL BE 5/16 INCH UNLESS NOTED

OTHERWISE.

CONNECTIONS SHALL HAVE A MINIMUM OF 2 BOLTS UNLESS OTHERWISE

NOTED.

NO TORCH CUTTING OR DRILLING IS PERMITTED IN FIELD WITHOUT

WRITTEN APPROVAL FROM ENGINEER OF RECORD.

ALL STEEL FRAMING SHALL BE CONSTRUCTED TRUE AND PLUMB AND

SHALL BE ASSUMED UNSTABLE UNTIL ALL COMPONENTS (WALLS, ROOFS,

ETC.), CONNECTIONS, AND PERMANENT BRACING ARE COMPLETELY

INSTALLED.

STRUCTURAL STEEL CONTINUED

THE CONTRACTOR SHALL DESIGN AND PROVIDE TEMPORARY BOLTING AND

BRACING AS REQUIRED TO SAFELY CARRY ALL LOADS THE STRUCTURE

MAY BE SUBJECTED TO THROUGHOUT THE CONSTRUCTION PROCESS,

INCLUDING EQUIPMENT AND OPERATION.

ALL STRUCTURAL STEEL EXPOSED TO WEATHER, INCLUDING STEEL

LINTELS, SHALL BE GALVANIZED.

FOR ALL STRUCTURAL STEEL EXPOSED TO WEATHER WHERE

GALVANIZATION IS NOT POSSIBLE, INCLUDING STEEL LINTELS, PROVIDE

HIGH PERFORMANCE EPOXY PAINT PER SPECIFICATIONS. PREPARE STEEL

AND APPLY PER MANUFACTURERS INSTRUCTIONS.

PROVIDE COMPLETE COAT OF SHOP PAINT, AND TOUCH UP IN FIELD AFTER

INSTALLATION AS REQUIRED FOR ALL EXPOSED STEEL.

POST-INSTALLED ANCHORAGES

THE CONTRACTOR SHALL INSTALL AND SECURE ALL REINFORCING STEEL

INDICATED IN THESE CONSTRUCTION DOCUMENTS PRIOR TO CONCRETE

PLACEMENT. THE USE OF POST-INSTALLED REINFORCING STEEL SYSTEMS

WILL BE CONSIDERED FOR REMEDIAL PURPOSES, SUBJECT TO THE

APPROVAL OF THE ENGINEER OF RECORD.

ALL POST-INSTALLED ANCHORS SHALL BE INSTALLED AND CONCRETE

SURFACES PREPARED IN STRICT ACCORDANCE WITH THE

MANUFACTURER'S RECOMMENDATIONS, THE PROJECT SPECIFICATIONS,

AND ANY APPLICABLE CODES.

ALL ANCHORAGES TO SOLID CONCRETE BE MADE USING A TWO

COMPONENT ADHESIVE SYSTEM IN A PREDRILLED HOLE PER THE

MANUFACTURER'S INSTRUCTIONS, UNLESS NOTED OTHERWISE THE

MINIMUM EMBEDMENT AND ALLOWABLE SHEAR AND TENSION CAPACITIES

SHALL BE 20,000 LBS IN TENSION AND 8,000 LBS IN SHEAR OR GREATER

CAPACITIES INCLUDING REQUIRED REDUCTIONS DUE TO SPACING AND

EDGE DISTANCES.

OPEN WEB STEEL JOISTS

ALL STEEL JOISTS SHALL COMPLY WITH THE STEEL JOIST INSTITUTE (SJI)

"STANDARD SPECIFICATIONS, LOAD TABLES AND WEIGHT TABLES FOR

STEEL JOISTS AND JOIST GIRDERS" DATED 2020.

ALL STEEL JOISTS SHALL BE WELDED WHEREVER THEY BEAR ON

STRUCTURAL STEEL MEMBERS UNLESS NOTED OTHERWISE. NO WELDING

SHALL BE DONE UNTIL AS MUCH OF THE STRUCTURE AS WILL BE

STIFFENED THEREBY HAS BEEN PROPERLY ALIGNED. JOISTS SHALL BE

BOLTED AT COLUMN LINES TO PROVIDE LATERAL STABILITY DURING

CONSTRUCTION.

ALL JOIST BRIDGING SHALL BE IN ACCORDANCE WITH THE SJI

SPECIFICATIONS UNLESS NOTED OTHERWISE.

STEEL JOISTS ARE NOT DESIGNED FOR CONCENTRATED LOADS EXCEPT AT

PANEL POINTS, UNLESS NOTED OTHERWISE. WHEN HANGING OR SETTING

CONCENTRATED LOADS EXCEEDING 100 LB, EITHER PLACE THE LOAD AT A

PANEL POINT OR FIELD WELD AN L2x2x1/4 FROM THE POINT OF LOAD TO

THE NEAREST PANEL POINT ON THE OPPOSITE CHORD.

THE CONTRACTOR SHALL SUBMIT DESIGN CALCULATIONS, IN ADDITION TO

THE SHOP DRAWINGS, FOR ALL JOISTS DESIGNATED AS SPECIAL JOISTS.

THE CALCULATIONS AND SHOP DRAWINGS SHALL BE SEALED BY A

REGISTERED PROFESSIONAL ENGINEER. THE WEB CONFIGURATION OF

THE SPECIAL JOISTS SHALL MATCH THAT OF THE ADJACENT STANDARD

JOISTS.

ALL STEEL JOISTS WITH THE SAME SPAN AND JOIST DESIGNATION SHALL

HAVE MATCHING WEB CONFIGURATIONS TO FACILITATE THE INSTALLATION

OF MECHANICAL AND ELECTRICAL WORK PASSING THROUGH THE WEB

PERPENDICULAR TO THE JOIST SPAN.

STEEL ROOF JOISTS SHALL BE DESIGNED FOR A NET WIND UPLIFT AS

SHOWN ON WIND UPLIFT DIAGRAMS.

METAL ROOF DECK

FABRICATOR SHALL PROVIDE ANGLES, CHANNELS, ETC. AS REQUIRED TO

SUPPORT METAL DECK WHERE STRUCTURAL MEMBERS ARE NOT

PRESENT.

MATERIAL. ASTM A653 TYPE SS (40 ksi MIN. YIELD STRENGTH)

METAL ROOF DECK SHALL MEET THE FOLLOWING REQUIREMENTS:

1 1/2" DEEP, 0.0295" THICK (22 GAGE) TYPE B WIDE RIB

INSTALLATION.

WHERE POSSIBLE, EXTEND OVER 3 OR MORE SUPPORTS.

DECK ATTACHMENTS SHALL BE IN ACCORDANCE WITH SDI SPECS AND

SHALL BE ADEQUATELY SHOWN ON DECK SHOP DRAWINGS FOR FIELD

INSTALLATION. ANCHOR TO RESIST THE NET UPLIFT PRESSURE AS

SHOWN ON THE PLANS.

DECK ATTACHMENT SHALL BE WITH 3/4" PUDDLE WELD ON 36/5

PATTERN WITH #10 SCREW SIDELAP FASTENER AT 15" OC MAX OR

WITH MECHANICAL FASTENERS ON A PATTERN PRODUCING

STRENGTH AND STIFFNESS AT LEAST EQUAL TO THE WELDED

ATTACHMENT. WELDED SIDELAPS NOT PERMITTED.

GENERAL STRUCTURAL NOTES CONTINUED

CONCRETE MASONRY CONTINUED

ALL REINFORCING BARS IN MASONRY SHALL BE LAP-SPLICED 48 BAR

DIAMETERS, UNLESS NOTED OTHERWISE.

HORIZONTAL REINFORCING SHALL BE TRUSS/LADDER TYPE AT 16 INCHES OC

(MAX).

PROVIDE LINTELS AT ALL MASONRY OPENINGS PER LINTEL SCHEDULE

COORDINATE AND SECURE LAYOUT OF ALL MASONRY SLEEVES AND

OPENINGS FROM ALL TRADES PRIOR TO COMMENCING WORK.

INSULATED CONCRETE FORMS (ICF)

EXCEPT AS INDICATED ON THE PLANS, STRUCTURAL WALLS ON THIS

PROJECT FROM THE TOP OF THE WALL FOOTING AND ABOVE, SHALL BE

CONSTRUCTED UTILIZING INSULATED CONCRETE FORMS (ICF) WITH A 8"

OR 12" THICK CONCRETE CORE, REINFORCED AS INDICATED ON THE

DRAWINGS.

UNLESS OTHERWISE NOTED ON THE PLANS, THE MINIMUM VERTICAL

REINFORCING SHALL BE PROVIDED:

8" THICK CONCRETE CORE #5@16" OC

12" THICK CONCRETE CORE #5@16"OC, EF

HORIZONTAL REINFORCING DEPENDS UPON THE HEIGHT OF THE MODULAR

ICF PANEL SELECTED AND THE THICKNESS OF THE CONCRETE CORE.

REFER TO THE TABLES ON S-201.

FOR WALLS WITH BOTH VERTICAL AND HORIZONTAL REINFORCING

INDICATED AT THE CENTERLINE OF THE ICF CORE, PLACE THE VERTICAL

BARS AT THE CENTERLINE WITH THE HORIZONTAL BARS STAGGERED

EITHER SIDE. FOR WALLS WITH BOTH VERTICAL AND HORIZONTAL

REINFORCING AT EACH FACE, PLACE THE VERTICAL BAR AT THE OUTER

LOCATION WITH THE HORIZONTAL BARS PLACED INSIDE (CLOSER TO THE

CENTER OF THE WALL) UNLESS NOTED OTHERWISE.

HORIZONTAL AND VERTICAL CONSTRUCTION JOINTS SHALL BE

ROUGHENED TO 1/4" AMPLITUDE OR KEYED AT 12" ON CENTER WITH A 2X4

BY 6" LONG KEYWAY ORIENTED PERPENDICULAR TO THE JOINT. PROVIDE

BONDING AGENT PRIOR TO POURING AGAINST ANY CONSTRUCTION JOINT.

ALL CONCRETE USED IN THE CORE OF ICF WALLS SHALL COMPLY WITH

SPECIFICATION SECTION 03 30 00.

SEE CONCRETE NOTES FOR ADDITIONAL CONCRETE AND REINFORCING

INFORMATION.

THE CONTRACTOR SHALL FURNISH AND INSTALL ALL THE INSULATED

CONCRETE FORM (ICF) MANUFACTURER'S STANDARD ACCESSORIES (e.g.

CORNER FORMS, CURVED FORMS, HEIGHT ADJUSTERS, ETC.) NECESSARY

TO COMPLETE THE CONSTRUCTION OF THE ICF WALLS ON THIS PROJECT

AS DETAILED IN THE CONTRACT DOCUMENTS AND APPROVED SHOP

DRAWINGS.

THE CONTRACTOR SHALL SUBMIT GENERAL PRODUCT INFORMATION ON

THE ICF SYSTEM FOR REVIEW PRIOR TO THE START OF CONSTRUCTION.

PRODUCT INFORMATION SHALL INCLUDE: PRODUCT SAMPLES,

INSTALLATION MANUALS, ENGINEERING DATA, INSTRUCTIONS, DETAILS,

ETC.

THE CONTRACTOR SHALL SUBMIT PROJECT SPECIFIC INFORMATION ON

THE ICF SYSTEM FOR REVIEW AND APPROVAL PRIOR TO THE START OF

CONSTRUCTION. PROJECT SPECIFIC INFORMATION SHALL INCLUDE SHOP

DRAWINGS AND DETAILS, STRUCTURAL CALCULATIONS AND A PROJECT

SPECIFIC MANUAL. THIS SUBMITTAL SHALL BE SIGNED AND SEALED BY A

LICENSED PROFESSIONAL STRUCTURAL ENGINEER.

REINFORCING STEEL SHOP AND PLACEMENT DRAWINGS SHALL INCLUDE A

FULLY DEVELOPED, SPECIFIC ELEVATION FOR EACH AND EVERY ICF WALL

ON THIS PROJECT. "TYPICAL" WALLS ELEVATIONS WILL BE REJECTED.

EACH ELEVATION SHALL SHOW WALL REINFORCING, WALL OPENINGS

INCLUDING ALL REINFORCING AROUND OPENINGS, EMBEDDED PLATES

AND OTHER EMBEDDED ITEMS INCLUDING "BLOCKOUTS" FOR BEAM AND

JOIST BEARING PLATES AND ANY OTHER INFORMATION THAT THE

DETAILER MAY WISH TO INCLUDE TO CLARIFY THE REQUIREMENT'S OF THE

ICF WALL CONSTRUCTION. FAILURE TO INCLUDE COMPLETE WALL

ELEVATIONS WILL RESULT IN THE REJECTION OF THE SUBMITTAL.

CONCRETE MASONRY

ALL CONCRETE MASONRY WORK SHALL BE IN ACCORDANCE WITH TMS

402-16, "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES" AND

TMS 602-16 "SPECIFICATIONS FOR MASONRY STRUCTURES".

MINIMUM DESIGN COMPRESSIVE STRENGTH (f'm) OF MASONRY SHALL BE 2,000 psi.

MATERIAL SPECIFICATIONS

HOLLOW CONCRETE MASONRY UNITS ASTM C90, NORMAL WEIGHT

SOLID CONCRETE MASONRY UNITS ASTM C90, NORMAL WEIGHT

MORTAR ASTM C270, TYPE M OR S

GROUT ASTM C476.

ALL REINFORCING STEEL SHALL BE ASTM A615M, GRADE 60.

FILL CMU CORES SOLID WITH GROUT CONFORMING TO ASTM C476 AT ALL

REINFORCING. PLACEMENT OF MORTAR IN CELLS IS PROHIBITED.

WHERE REINFORCING OCCURS PROVIDE UNITS SHAPED TO PRESERVE

UNLESS NOTED UNOBSTRUCTED CONTINUITY OF CORES TO BE FILLED.

UNLESS OTHERWISE SHOWN, WHERE BAR SPACING IS INTERRUPTED BY

OPENINGS IN WALLS, PROVIDE HALF THE NUMBER OF DISPLACED BARS IN

ADDITION TO REGULAR BARS IN GROUTED CELLS ON EACH SIDE OF

OPENING. ADD (1) ADDITIONAL BAR IF UNEVEN NUMBER OF BARS ARE

DISPLACED. MAINTAIN SPACING ABOVE AND BELOW OPENING.

ALL MASONRY BELOW GRADE SHALL BE SOLID UNITS OR FULLY GROUTED.

WHEN MASONRY BLOCK SIZES CHANGE OR TRANSITIONS IN BLOCK

ALIGNMENT OCCUR IN WALL CONSTRUCTION, GROUT COURSE ABOVE AND

BELOW TRANSITION SOLID.

METAL BUILDING SYSTEM

THE SATS CANOPY AND WASHRACK SHALL BE PRE-ENGINEERED METAL

BUILDINGS DESIGNED BY QUALIFIED PROFESSIONAL ENGINEER.

COORDINATE WITH ITEMS REQUIRED BY PRE-ENGINEERED METAL

BUILDING MANUFACTURER SPECIFICATIONS.

ALL METAL BUILDING COMPONENTS SHALL BE DESIGNED BY THE

MANUFACTURER IN ACCORDANCE WITH THE METAL BUILDING

MANUFACTURER'S ASSOCIATION (MBMA) "RECOMMENDED DESIGN

PRACTICES MANUAL". HOWEVER, NO COMPONENT SHALL BE DESIGNED

FOR LESS THAN THE DESIGN CRITERIA PROVIDED WITHIN THE CONTRACT

DOCUMENTS INCLUDING THE FOLLOWING:

THE MAXIMUM ALLOWABLE LIVE LOAD DEFLECTION FOR PURLINS,

GIRTS, AND OTHER FRAMING MEMBERS SHALL BE L/240.

BUILDING DRIFT SHALL BE LIMITED TO EAVE HEIGHT/480 BASED ON A

WIND SPEED WITH A 10 YEAR MRI (MEAN RECURRENCE INTERVAL).

THE BUILDING SHALL BE DESIGNED AND FABRICATED ACCORDING TO THE

ALL CONTRACT DOCUMENTS, AISC, MBMA, AISI LATEST SPECS AND ANY

OTHER CODES, SPECIFICATIONS, OR REGULATIONS HAVING JURISDICTION.

AN AMERICAN INSTITUTE OF STEEL CONSTRUCTION CERTIFICATION IS

REQUIRED OF THE METAL BUILDING SYSTEM MANUFACTURER AND A

CERTIFICATE TO VERIFY THE COMPLIANCE SHALL BE SUBMITTED WITH THE

DESIGN ANALYSIS.

DIMENSIONAL TOLERANCES OUTLINED IN THE AWS CODE UNDER

WORKMANSHIP AND THE TOLERANCES APPLICABLE TO HOT ROLLED STEEL

UNDER THE AISC "STANDARD MILL PRACTICE" SECTION SHALL BE

REQUIRED IN THE FABRICATION OF THE STEEL BUILDING FRAMES.

THE MANUFACTURER SHALL SUBMIT SHOP DRAWINGS FOR REVIEW PRIOR

TO FABRICATION. SHOP DRAWINGS SHALL SHOW THE DESIGN AND

ANALYSIS CALCULATIONS FOR ALL STRUCTURAL COMPONENTS WITHIN

THE MANUFACTURER'S SCOPE OF DESIGN, DESIGN LOADS, FRAME

REACTIONS, ANCHOR BOLT SETTINGS, SIDEWALL, ENDWALL AND ROOF

FRAMING, TRANSVERSE CROSS SECTIONS, AND INSTALLATION DETAILS TO

CLEARLY INDICATE PROPER ASSEMBLY OF BUILDING COMPONENTS. SHOP

DRAWINGS SHALL BE SEALED BY A PROFESSIONAL ENGINEER.

BUILDING DESIGN SHALL BE FULLY COORDINATED WITH ALL OTHER

TRADES AND CONTRACT DOCUMENTS. THE BUILDING SHALL BE DESIGNED

TO SUPPORT ALL EQUIPMENT INCLUDING HEATERS, SPRINKLERS, AIR

HANDLING UNITS, EXHAUST FANS AND ALL OTHER SUCH DEVICES AS

REQUIRED. ADDITIONAL GIRTS OR PURLINS SHALL BE PLACED IN

CONVENIENT LOCATIONS AND ADDITIONAL FRAMING PROVIDED FOR THE

ATTACHMENT OF ALL MECHANICAL EQUIPMENT.

THE METAL BUILDING PROVIDER SHALL BE RESPONSIBLE FOR THE DESIGN

OF BASE PLATE AND ANCHORAGE DESIGN OF FRAMES. DESIGN OF THE

BASE PLATE AND ANCHORAGE SHALL BE SUBMITTED FOR APPROVAL.

COLUMN BASES SHALL BE DESIGNED AS PINNED SUPPORTS FOR

TRANSFER OF VERTICAL AND HORIZONTAL FORCES ONLY, UNLESS NOTED

OTHERWISE. TRANSFER OF BENDING MOMENTS AT COLUMN BASES IS NOT

PERMITTED. BASE PLATE SIZES AND ANCHOR BOLTS SHALL BE DESIGNED

TO FIT ON THE FOUNDATION PIERS AS SHOWN.

SEE SPECIFICATIONS FOR SPECIAL INSPECTION REQUIREMENTS AND ALL

OTHER MEMBER REQUIREMENTS.

THE METAL BUILDING FOUNDATIONS SHOWN ARE ESTIMATES FOR THE

BUILDING AND ARE TO BE USED AS A GUIDE FOR THE BUILDING SUPPLIED.

THE CONTRACTOR SHALL REDESIGN AND PROVIDE THE METAL BUILDING

FOUNDATIONS FOR THE ACTUAL BUILDING LOADS PROVIDED BY THE

METAL BUILDING MANUFACTURER.

METAL ROOF DECK CONTINUED

OTHER MECHANICAL FASTENERS OR WELDS ON A PATTERN

PRODUCING STRENGTH AND STIFFNESS AT LEAST EQUAL TO THE

ATTACHMENT SHOWN MAY BE SUBMITTED FOR APPROVAL. WELDED

SIDELAPS NOT PERMITTED.

ALL ACCESSORIES SUCH AS, BUT NOT LIMITED TO: RIDGE, HIP, AND

VALLEY PLATES ATTACHED DIRECTLY TO STEEL DECK INCLUDED. SHALL

MATCH THICKNESS AND GAGE OF ROOF DECK.

PROVIDE G90 GALVANIZED FINISH.

SUBMIT SHOP DRAWINGS PRIOR TO PROCUREMENT OF MATERIALS. SEE

SPECIFICATIONS FOR REQUIREMENTS.

SHEET ID

U S

M Y C O R

O F

R S

D R M

N L U

G J R P L

E D

E, K

D R

N B Y:

B Y:

D B Y:

C H

D B Y:

E D

C O N

T N O

N N O

3 5 7 9 11 13 15 17 19

E M

K D

C R

O N

Pl ot D at e:

2 4 6 8 10 12 14 16 18 20

US Army Corps of Engineers ®

2/ /2 :4 0:

A M

S-002

AMSA

U C

N O

D D

N C R

C O

O C

C E

O P (V M S) A N D

C E

O R T

(A M

H M O N D , V

P 2:

C . G

C . W

D . D

Y , 2

S U

2/17/2025

C W

D D

2Q R

_P la ns _V ol 4-

& AND

@ AT

A/E ARCHITECT/ENGINEER

AB ANCHOR BOLT

ACI AMERICAN CONCRETE INSTITUTE

ADDL ADDITIONAL

ADH ADHESIVE

AFF ABOVE FINISH FLOOR

AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION

ALUM ALUMINUM

ARCH ARCHITECT, ARCHITECTURAL

ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS

ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS

BLDG BUILDING

BM BEAM

BO BOTTOM OF

BOS BOTTOM OF STEEL

BOT BOTTOM

BP BASE PLATE

CFS COLD-FORMED STEEL

CIP CAST IN PLACE

CJ CONTROL JOINT

CL CENTERLINE

CLR CLEAR

COL COLUMN

CONC CONCRETE

CONST CONSTRUCTION

CONT CONTINUOUS

CONTR CONTRACTOR

COORD COORDINATE

DEPR DEPRESSION

DIA, Ø DIAMETER

DIAG DIAGONAL

DL DEAD LOAD

DN DOWN

DTL DETAIL

DWG DRAWING

EA EACH

EF EACH FACE

EJ EXPANSION JOINT

EL ELEVATION

ELEC ELECTRICAL

EMBED EMBEDMENT

ENG ENGINEER

EOD EDGE OF DECK

EPX EPOXY

EQ EQUAL

EQUIP EQUIPMENT

EQUIV EQUIVALENT

ES EACH SIDE

EW EACH WAY

EXP EXPANSION

EXT EXTERIOR

FD FLOOR DRAIN

FDN FOUNDATION

FF FINISH FLOOR

FIN FINISH(ED)

FLR FLOOR

FTG FOOTING

GC GENERAL CONTRACTOR

GR GRADE

HD HEADED

HK HOOK

HORIZ HORIZONTAL

IBC INTERNATIONAL BUILDING CODE

INFO INFORMATION

INT INTERIOR

JST JOIST

JT JOINT

Ld DEVELOPMENT LENGTH

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LT WT LIGHTWEIGHT

MATL MATERIAL

MAX MAXIMUM

MECH MECHANICAL

MFR MANUFACTURER

MID MIDDLE

MIN MINIMUM

MISC MISCELLANEOUS

MTL METAL

NA NOT APPLICABLE

NO, # NUMBER

NORM WT NORMAL WEIGHT

NTS NOT TO SCALE

OC ON CENTER

OPH OPPOSITE HAND

OPP OPPOSITE

PE PROFESSIONAL ENGINEER

PERP PERPENDICULAR

PL PLATE

PLB PLUMBING

POJ PLANE OF JOIST

PROJ PROJECT

R RADIUS

REC RECESSED

REINF REINFORCING

REQD REQUIRED

SCHED SCHEDULE

SIM SIMILAR

SOG SLAB ON GRADE

SPEC SPECIFICATION

SQ SQUARE

SST STAINLESS STEEL

STD STANDARD

STL STEEL

STRUC STRUCTURE(AL)

SYMM SYMMETRICAL

T&B TOP AND BOTTOM

THK THICKNESS

TO TOP OF

TOF TOP OF FOOTING

TOS TOP OF STEEL

TOSL TOP OF SLAB

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

VIF VERIFY IN FIELD

w/ WITH w/o WITHOUT

WL WIND LOAD

WP WORKING POINT

WT WEIGHT

WWR WELDED WIRE REINFORCEMENT

STRUCTURAL ABBREVIATIONS

SHEET ID

U S

M Y C O R

O F

R S

D R M

N L U

G J R P L

E D

E, K

D R

N B Y:

B Y:

D B Y:

C H

D B Y:

E D

C O N

T N O

N N O

3 5 7 9 11 13 15 17 19

E M

K D

C R

O N

Pl ot D at e:

2 4 6 8 10 12 14 16 18 20

US Army Corps of Engineers ®

2/ /2 :4 0:

A M

S-003

AMSA

R U C

O N S

C O

O C

C E

O P (V M S) A N D

C E

O R T

(A M

H M O N D , V

P 2:

C . G

C . W

D . D

Y , 2

S U

2/17/2025

C W

D D

2Q R

_P la ns _V ol 4-

22 1'

1' 1

HIGH ROOF (WORKBAY)LOW ROOF (ADMIN)

6" 8'

8' - 6"8' - 6" 32' - 3"

6" 8'

19' - 10" 19' - 10" 19' - 10"19' - 10"

WIND PRESSURE IN THIS AREA IS DETERMINED BY

CONTROLLING LOAD PRODUCED BY THE NEGATIVE LOW

ROOF ZONE 1 OR POSITIVE WORKBAY WALL ZONE 4.

WIND PRESSURE IN THIS AREA IS DETERMINED BY

CONTROLLING LOAD PRODUCED BY THE NEGATIVE LOW

ROOF ZONE 1 OR POSITIVE WORKBAY WALL ZONE 4.

LEGEND

COMPONENTS AND CLADDING WIND LOAD

POSITIVE NEGATIVEADMIN

WALLS <10 SF 50 SF 200 SF <500 SF <10 SF 50 SF 200 SF >500 SF

25.0 22.4 20.2 18.7 -27.0 -24.5 -22.3 -20.8

25.0 22.4 20.2 18.7 -33.3 -28.2 -23.7 -20.8

NOTE: HORIZONTAL DISTANCE FOR ZONE 5 = 5'-7" FROM CORNERS.

REMAINDER IS ZONE 4.

COMPONENTS AND CLADDING WIND LOAD

POSITIVE NEGATIVEWORKBAY

WALLS <10 SF 50 SF 200 SF <500 SF <10 SF 50 SF 200 SF >500 SF

39.4 36.3 33.7 32.0 -41.8 -38.8 -36.2 -34.5

39.4 -49.1 -43.1 -37.9

NOTE: HORIZONTAL DISTANCE FOR ZONE 5 = 8'-11" FROM CORNERS.

REMAINDER IS ZONE 4.

COMPONENTS AND CLADDING WIND LOAD

POSITIVE NEGATIVELOW

ROOF <10 SF 100 SF 200 SF >500 SF <10 SF 100 SF 200 SF >500 SF

16.0 16.0 16.0 16.0 -25.0 -25.0 -23.0 -16.9

-43.5 -33.9 -31.1 -27.3 1'

COMPONENTS AND CLADDING WIND LOAD

POSITIVES.A.T.S.

CANOPY <=9 SF 18

29.0 43.5

NEGATIVE

>36 SF

-25.7 -39.0

-34.536.3 33.7 32.0

25.0 21.3 20.2 18.7 -57.3 -45.1 -41.4 -36.52

16.0 16.0 16.0 16.0

58.0 43.53 -77.2

29.0 29.0 29.0 29.0

43.5

<=9 SF 18 >36 SF

-25.7 -25.7

-39.0 -39.0

COMPONENTS AND CLADDING WIND LOAD

POSITIVE NEGATIVEHIGH

ROOF <10 SF 100 SF 200 SF >500 SF <10 SF 100 SF 200 SF >500 SF

23.1 -39.4 -37.1 -29.9

-61.1 -49.9 -46.5 -42.1 1'

39.4 35 33.7 32 -77.4 -63 -58.7 -52.92 20.4 20.4

20.4 20.4

23.1 -39.4

3' - 0"

CANOPY

S.A.T.S.

GRAPHIC SCALE:

8' 0 16' 24'8' 32'4'

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

SHEET ID

U S

Y C

O R

R M

N L

J R

P L

E, K

D R

B Y:

D B

C H

D B

E D

C O

N O

N N

3 5 7 9 11 13 15 17 19

E M

C R

O N

Pl ot

D at e:

2 4 6 8 10 12 14 16 18 20

US Army Corps of Engineers ®

:4 0:

S-004

AMSA

C O

N D

D D

C O

O P

(V M

S) A

N D

C E

O R

M O

N D

, V

P 2:

C . G

C . W

D . D

, 2

S U

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

COMPONENTS AND CLADDING PLAN

GENERAL SHEET NOTES

1 REFER TO S-002 FOR DECK ATTACHMENT

REQUIREMENTS.

2/17/2025

C W

D D

2Q R

_P la ns _V ol 4-

6" 9'

7' - 5" 7' - 5"

6" 9'

9' - 6" 9' - 6"

3 3

2 2 3 31 1

LOW ROOF (ADMIN) HIGH ROOF (WORKBAY)

SNOW LOADS

ZONE TYPE "A" (PSF) "B" (PSF)

UNIFORM LOAD1

DRIFT

44.8

53.1

SECTION

SEE PLAN

WIDTH

PLAN

SEE PLAN

WIDTH

ARROW INDICATES DOWN

SLOPE OF DRIFT

GRAPHIC SCALE:

8' 0 16' 24'8' 32'4'

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

SHEET ID

U S

Y C

O R

R M

N L

J R

P L

E, K

D R

B Y:

D B

C H

D B

E D

C O

N O

N N

3 5 7 9 11 13 15 17 19

E M

C R

O N

Pl ot

D at e:

2 4 6 8 10 12 14 16 18 20

US Army Corps of Engineers ®

:4 0:

S-005

AMSA

W D

T D

C O

O P

(V M

S) A

N D

C E

O R

M O

N D

, V

P 2:

C . G

C . W

D . D

, 2

S U

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

SNOW DRIFT DIAGRAM

SCALE: 3/4" = 1'-0"S-005

TYPICAL SNOW LOAD1

2/17/2025

C W

D D

2Q R

_P la ns _V ol 4-

1/ 2"

0" 4'

8" 2'

11' - 7 3/8" 4' - 4"

2' - 0"

4' - 4" 10' - 8" 4' - 4" 24' - 2 1/8"

2' - 11 7/8" 3' - 4"

6' - 9" 24' - 0" 16' - 0" 24' - 0" 5' - 5"

3' - 4" 3' - 3 3/8"

150' - 6 3/4"

3' - 3 3/8" 3' - 4"

5' - 5"24' - 0"16' - 0"24' - 0"6' - 9" 3' - 4"2' - 11 7/8"

61' - 5 1/2"

26' - 6" 36' - 11 1/2" 42' - 7 1/4" 42' - 6" 2' - 0"

1/ 2"

2" 4'

2" 9'

4" 3'

2" 4'

3' - 9"

3' - 4"1' - 4"

3' - 9"3' - 4"1' - 4"

21' - 6 1/2" 3' - 4" 1' - 1 1/2"

16' - 8" 4' - 10 1/2"

3' - 4" 1' - 1 1/2"

16' - 8" 14' - 8" 11' - 4"

A S-301

B S-301

D S-302

__________________________________________B S-301

B S-301

C S-301

D S-301

E S-301

B S-302

WF-4

W F-

WF-4

W F-

F5.0

W F-

F5.0

TYP 2 EL = 98' - 10"

EL = 99' - 2"

BO TRENCH

EL = 99' - 2"

BO TRENCH

EL = 98' - 6"

BO TRENCH

EL = 98' - 6"

BO TRENCH

EL = 99' - 2"

E S-301

3/ 4"

1/ 2"

10' - 5"

W F-

WF-2

W F-

WF-2

W F-

WF-3

TYP 2

W F-

WF-3

S-411

S-401

C S-302

E S-302

25' - 7 1/8"

C J

F S-302

P1 P1 P1

P1P1P1

F S-302

4 4

( 98' - 0" ) ( 96' - 9" )

( 95' - 6" )

( 96' - 4" )

( 97' - 2" ) ( 98' - 0" )

( 96' - 9" ) ( 95' - 6" ) ( 96' - 4" )

( 98' - 0" ) ( 97' - 2" )

( 98' - 0" )

( 96' - 9" )

( 95' - 6" )

( 96' - 9" )

( 98' - 0" )

( 96' - 0" )

( 98' - 0" )

A S-302

( 97' - 6" )4

( 96' - 9" )

( 95' - 6" )

( 96' - 9" )

WF-3

W F-

F-

4 ( 96' - 0" )

WF-1

N 3,680,999.37 E 11,787,116.70

W F-

WF-2

2' - 0"

0" 2'

E 11,786,994.64 N 3,681,026.26

04'8' 16' 24'8'

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

SHEET ID

U S

Y C

O R

R M

N L

J R

P L

E, K

D R

B Y:

D B

C H

D B

E D

C O

N O

N N

3 5 7 9 11 13 15 17 19

E M

C R

O N

Pl ot

D at e:

2 4 6 8 10 12 14 16 18 20

US Army Corps of Engineers ®

:4 0:

S-110

AMSA

N D

N A

N D

O R

C O

O P

(V M

S) A

N D

C E

O R

M O

N D

, V

P 2:

C . G

C . W

D . D

, 2

S U

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

FOUNDATION AND FLOOR SLAB PLAN

GENERAL SHEET NOTES

1 REFER TO S-001, S-002 AND S-003 FOR GENERAL NOTES,

DESIGN CRITERIA AND ABBREVIATIONS.

2 "WF-X" INDICATES REINFORCED CONCRETE WALL

FOUNDATION. REFER TO SHEET S-601 FOR WALL

FOUNDATION SCHEDULE. TOP OF FOUNDATION

ELEVATION = 98'-0" UNO AS (XX'-XX").

3 "FX.X" INDICATES REINFORCED CONCRETE COLUMN

FOOTING. REFER TO SHEET S-601 FOR COLUMN FOOTING

SCHEDULE. TOP OF FOOTING ELEVATION = 98'-0" UNO AS

(XX'-XX").

4 "PX" INDICATES REINFORCED CONCRETE PEDESTAL.

REFER TO SHEET S-601 FOR CONCRETE PEDESTAL

SCHEDULE. TOP OF PEDESTAL ELEVATION = 99'-0" UNO.

5 CONCRETE SLAB ON GRADE IS 5" THICK WITH #3@12" OC,

EW ON VAPOR BARRIER ON 6" CAPILLARY WATER

BARRIER, UNO. TOP OF SLAB ELEVATION = 100'-0" UNO.

SITE EL = 123.50'.

SHEET KEYNOTES

1 10" CONC SLAB ON GRADE w/ #4@12" OC, EW, T&B ON

VAPOR BARRIER ON 6" CAPILLARY WATER BARRIER. TOP

OF SLAB ELEVATION = 100'-0" UNO. SITE EL = 123.50'.

2 FLOOR DRAIN. REFER TO TYPICAL FLOOR DRAIN DETAIL

ON S-502.

3 RADON MITIGATION PIT. REFER TO S-501 FOR DETAILS.

COORDINATE LOCATIONS WITH MECH AND ARCH

DRAWINGS.

4 STEPPED FOOTING. SEE TYPICAL FOOTING STEP DETAIL

ON SHEET S-501.

2/17/2025

C W

D D

2Q R

_P la ns _V ol 4-

8" 2'

89' - 1 1/4"61' - 5 1/2"

26' - 6" 36' - 11 1/2" 42' - 7 1/4" 42' - 6" 2' - 0"

'-8 " O

'-8

/2 " O

-0 " O

'-8

/2 " O

-8 " O

-0 " O

W x2

9" 4'

-9 " O

-0 " O

W12X16

(POJ)

W16X26

(POJ)

W12X16

(POJ)

W12X16

(POJ)

TYP1

3SLOPE

JST BRG EL

= 113'-8 1/2"

JST BRG EL

= 116'-4 1/2"

TO WALL EL

= 118-0" (TYP)

TYP2

A S-351

D S-351

B S-351

C S-351

W33X118 W33X118

D S-352

22K7

RTU-1

W12X16

HVU-2

HVU-1

ERV-1

22K5

9" 4'

-0 " O

22K5

W16X26

(POJ)

W16X26

(POJ)

C S-352

E S-352

S-401

__ 1

S-

A S-353

W16X26

B S-352

B S-353

C S-353

8' - 0" 2' - 0"

8' - 0"

CRANE STOPS BY

CRANE MFR, TYP

CRANE STOPS BY

CRANE MFR, TYP

w/ C15X33.9 CAP

CHANNEL (120'-3 3/4")

w/ C15X33.9 CAP

CHANNEL (120'-3 3/4")

w/ C15X33.9 CAP

CHANNEL (120'-3 3/4")

w/ C15X33.9 CAP

CHANNEL (120'-3 3/4")

W33X118 W33X118

INDICATES SPAN DIRECTION OF 1 1/2" METAL ROOF DECK.

SEE GENERAL NOTES FOR ATTACHMENT REQUIREMENTS.

LEGEND

04'8' 16' 24'8'

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

SHEET ID

U S

Y C

O R

R M

N L

J R

P L

E, K

D R

B Y:

D B

C H

D B

E D

C O

N O

N N

3 5 7 9 11 13 15 17 19

E M

C R

O N

Pl ot

D at e:

2 4 6 8 10 12 14 16 18 20

US Army Corps of Engineers ®

:4 0:

S-120

AMSA

R O

O F

C O

O P

(V M

S) A

N D

C E

O R

M O

N D

, V

P 2:

C . G

C . W

D . D

, 2

S U

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

LOW ROOF FRAMING PLAN

GENERAL SHEET NOTES

1 REFER TO S-001, S-002 AND S-003 FOR GENERAL NOTES,

DESIGN CRITERIA AND ABBREVIATIONS.

2 TOP OF STEEL ELEVATION IS NOTED AS (XXX'-XX") AND

INDICATES TOP OF STEEL ELEVATION REFERENCED

FROM TOP OF FINISHED FIRST FLOOR ELEVATION

(100'-0").

SHEET KEYNOTES

1 ROOF OPENING/PENETRATION. REFER TO TYPICAL ROOF

PENETRATION DETAIL ON S-521.

2 MECHANICAL ROOF TOP UNIT. BEAMS HAVE BEEN

DESIGNED USING A DEAD LOAD FROM THE MECHANICAL

ROOF TOP UNITS AS SHOWN BELOW:

HVU-1 & HVU-2 : 6,760 LBS

RTU-1 : 2,132 LBS

ERV-1 : 1,018 LBS

SEE TYPICAL SUPPORT OF ROOF TOP MECH. UNIT ON

S-521

3 10-TON BRIDGE CRANE AND HOIST. HOOK HEIGHT = 20'-0"

FROM TOP OF SLAB ON GRADE.

2/17/2025

C W

D D

2Q R

_P la ns _V ol 4-

2' - 0" 85' - 1 1/4" 2' - 0"

'-1

1/ 2"

O C

'-1

1/ 2"

O C

SLOPE

JST BRG EL =

132'-11"

JST BRG EL =

132'-11"

A S-352

A S-353

B S-352

JST GIRDER BRG

EL = 134'-2"

D S-353

E S-353

89' - 1 1/4"

C 6X

P C

C 6X

INDICATES SPAN DIRECTION OF 1 1/2" METAL…

This is the start of the file's text. The full file is on GovTribe.

File details come from the government source that posted it. Updated Apr 17, 2025.