A02WISSCPlans_Part4.pdf

PDF 10 MB Posted Dec 20, 2018

Attached to: WELDON SPRING Federal contract opportunity
Solicitation number: W912P9-19-R-0022_
Issued by: Department of the Army Corps of Engineers Engineering District St Louis

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WELDON SPRINGS PLANS 4 OF 8

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File	Type	Posted
A02WISSCPlans_Part3.pdf	PDF	Dec 20, 2018
A02WISSCPlans_Part7.pdf	PDF	Dec 20, 2018
A02DOEInterpretiveCenterAdvSpecs.pdf	PDF	Dec 20, 2018
A02WISSCPlans_Part5.pdf	PDF	Dec 20, 2018
A22W912P919R0022.pdf	PDF	Dec 20, 2018
A02WISSCPlans_Part1.pdf	PDF	Dec 20, 2018
A02WISSCPlans_Part6.pdf	PDF	Dec 20, 2018
A02WISSCPlans_Part8.pdf	PDF	Dec 20, 2018
A02WISSCPlans_Part2.pdf	PDF	Dec 20, 2018

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EX SAN CO

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EX SAN FLOW METER VAULT

EX SAN 1K GAL. PACKAGE PLANT

EX SAN 2K GAL. DOSING TANK

EX SAN FLOW METER VAULT

EX SAN MH

T 656.24

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FIRE HYDRANT NOT IN SERVICE

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ABANDONED

IN PLACE

EXISTING

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OFFICES

EXIST.

LAB

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HWY 94

NEW

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EX STORM

SHELTERS

0.72 AC

0.66 AC x 3.50 CFS/AC = 2.32(92%) CFS

0.06 AC x 1.70 CFS/AC = 0.10(8%) CFS

Q = 2.42 CFS

0.04 AC

0.01 AC x 3.50 CFS/AC = 0.03(26%) CFS

0.03 AC x 1.70 CFS/AC = 0.04(74%) CFS

Q = 0.08 CFS

0.03 AC

0.01 AC x 3.50 CFS/AC = 0.05(48%) CFS

0.02 AC x 1.70 CFS/AC = 0.03(52%) CFS

Q = 0.08 CFS

7.10 AC

0.21 AC x 3.50 CFS/AC = 0.75(3%) CFS

6.88 AC x 1.70 CFS/AC = 11.70(97%) CFS

Q = 12.45 CFS

6.64 AC

3.45 AC x 3.50 CFS/AC = 12.08(52%) CFS

3.19 AC x 1.70 CFS/AC = 5.41(48%) CFS

Q = 17.49 CFS

0.16 AC

0.13 AC x 3.50 CFS/AC = 0.47(86%) CFS

0.02 AC x 1.70 CFS/AC = 0.04(14%) CFS

Q = 0.51 CFS

4 6

6 6

0.02 AC

0.01 AC x 3.50 CFS/AC = 0.02(35%) CFS

0.01 AC x 1.70 CFS/AC = 0.02(65%) CFS

Q = 0.04 CFS

0.44 AC

0.44 AC x 3.50 CFS/AC = 1.53(100%) CFS

Q = 1.53 CFS

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DISCLAIMER OF RESPONSIBILITY

I hereby specify that the documents intended to be authenticated by my seal are limited to this sheet, and I hereby disclaim any responsibility for all other Drawings, Specifications, Estimates, Reports or other documents or instruments relating to or intended to be used for any part or parts of the architectural or engineering project or survey.

MISSOURI ARCHITECTURAL CORPORATION

CERTIFICATE LIC. NO.: 000216

MISSOURI PROFESSIONAL ENGINEERING

CORPORATION CERTIFICATE LIC. NO.: 000255

MISSOURI PROFESSIONAL LAND SURVEY

CORPORATION CERTIFICATE LIC. NO.: 000078

C:\My Revit Local\722_DOE Interpretive Center_paul.brickler@kdginc.com.rvt

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CALCULATED FOR THE

15 YR. / 20 MIN. STORM EVENT

00 50' 100'

PROPOSED DRAINAGE AREA MAP

SCALE: 1" = 50'

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DISCLAIMER OF RESPONSIBILITY

MISSOURI ARCHITECTURAL CORPORATION

CERTIFICATE LIC. NO.: 000216

MISSOURI PROFESSIONAL ENGINEERING

CORPORATION CERTIFICATE LIC. NO.: 000255

MISSOURI PROFESSIONAL LAND SURVEY

CORPORATION CERTIFICATE LIC. NO.: 000078

C:\My Revit Local\722_DOE Interpretive Center_paul.brickler@kdginc.com.rvt

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FOR

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FOR REFERENCE ONLY

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DISCLAIMER OF RESPONSIBILITY

MISSOURI ARCHITECTURAL CORPORATION

CERTIFICATE LIC. NO.: 000216

MISSOURI PROFESSIONAL ENGINEERING

CORPORATION CERTIFICATE LIC. NO.: 000255

MISSOURI PROFESSIONAL LAND SURVEY

CORPORATION CERTIFICATE LIC. NO.: 000078

C:\My Revit Local\722_DOE Interpretive Center_paul.brickler@kdginc.com.rvt

10/5/2017 4:44:25 PM

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FOR

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ONLY

STRUCTURAL NOTES:

GENERAL:

1. REFER TO ARCHITECTURAL AND MECHANICAL DRAWINGS FOR FLOOR AND ROOF OPENINGS,

TRENCHES, PITS, PIPE SLEEVES, CHAMFERS, ETC. WHICH ARE REQUIRED.

2. NO OPENINGS MAY BE MADE IN ANY STRUCTURAL MEMBER WITHOUT PERMISSION FROM STRUCTURAL

ENGINEER.

3. DO NOT SCALE DRAWINGS. USE THE DIMENSIONS SHOWN.

4. SEE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR WATER/DAMPROOFING AND FIREPROOF

DETAILS AND REQUIREMENTS.

5. AT ALL TIMES, THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE CONDITIONS OF THE

JOBSITE, INCLUDING SAFETY OF PERSONS AND PROPERTY. THE ARCHITECT'S OR ENGINEER'S

PRESENCE OR REVIEW OF WORK DOES NOT GUARANTEE THE ADEQUACY OF THE CONTRACTOR'S

MEANS OR METHODS OF CONSTRUCTION.

6. GENERAL CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS BEFORE FABRICATING ANY MATERIAL OR STARTING CONSTRUCTION. IF ANY CONDITIONS ARE FOUND TO BE DIFFERENT FROM

WHAT IS SHOWN, THE CONTRACTOR SHALL CONTACT THE ENGINEER IMMEDIATELY.

7. THE STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE BUILDING IS FULLY COMPLETED. IT IS THE GENERAL CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND SEQUENCE AND INSURE THE SAFETY OF THE BUILDING AND IT'S COMPONENT PARTS DURING ERECTION. THIS INCLUDES THE INSTALLATION OF ALL SHORING, TEMPORARY BRACING, SCAFFOLDING, ETC. THAT MAY BE NECESSARY. SUCH MATERIAL SHALL REMAIN THE CONTRACTOR'S

PROPERTY AFTER COMPLETION OF THE PROJECT.

8. SEE PROJECT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.

9. SUBMITTALS PREPARED BY CONTRACTOR OR SUBCONTRACTOR SHALL BE REVIEWED AND STAMPED

BY CONTRACTOR PRIOR TO SUBMITTING TO THE STRUCTURAL ENGINEER OF RECORD. SUBMITTALS WITHOUT A CONTRACTOR'S STAMP WILL BE RETURNED WITHOUT REVIEW. SUBMITTALS SHALL BE REVIEWED WITHIN 10 WORKING DAYS AFTER BEING RECEIVED BY THE STRUCTURAL ENGINEER OF

RECORD.

10. ALL SUBMITTALS REVIEWED BY STRUCTURAL ENGINEER OF RECORD ARE REVIEWED FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT OF THE PROJECT AND GENERAL COMPLIANCE WITH THE INFORMATION INCLUDED IN THE CONTRACT DOCUMENTS. CONTRACTOR REMAINS RESPONSIBLE FOR ALL DIMENSIONS, SIZES, QUANTITIES, FABRICATION PROCESS AND COORDINATION OF THE WORK WITH

OTHER TRADES.

11. CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL NECESSARY PERMITS, INCLUDING CLOSING

PERMITS, FROM ST. CHARLES COUNTY, MISSOURI AND ANY OTHER APPLICABLE AGENCIES.

BUILDING CODE/DESIGN LOADS

1. GOVERNING CODE:

INTERNATIONAL BUILDING CODE - IBC 2015

RISK CATEGORY II

2. ROOF:

LIVE LOAD 20 PSF

3. SNOW:

GROUND SNOW LOAD, Pg 20 PSF IMPORTANCE FACTOR, Is 1.00 EXPOSURE FACTOR, Ce 1.00 THERMAL FACTOR, Ct 1.00 FLAT-ROOF SNOW LOAD, Pf 20 PSF

4. WIND:

BASIC WIND SPEED 115 MPH

IMPORTANCE FACTOR, Iw 1.00

EXPOSURE CATEGORY C

INT PRESSURE COEFFICIENT ± 0.18

C&C WIND PRESSURE

WALLS ± 35 PSF

PARAPETS ± 98

OVERHANGS ± 77

6. SEISMIC:

SS 0.351

S1 0.146

SDS 0.281

SD1 0.161

IMPORTANCE FACTOR, Ie 1.00

SOIL SITE CLASS C

SEISMIC DESIGN CATEGORY C

RESISTING SYSTEM (SFRS) H.1 STEEL CONCENTRICALLY BRACED FRAMES (R=3)

H.1 STEEL MOMENT FRAMES (R=3)

RESPONSE MOD. FACTOR, R 3.00

SEISMIC RESPONSE, Cs 0.094

DESIGN BASE SHEAR,V 9.4% W (KIPS)

ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE METHOD

7. SEE MECHANICAL DRAWINGS FOR ROOF TOP EQUIPMENT, LOCATIONS AND WEIGHTS.

8. LOADS ON PLAN & DETAILS ARE UNFACTORED LOADS

FOUNDATIONS:

1. FOUNDATION DESIGNS ARE BASED ON THE GEOTECHNICAL REPORT PREPARED BY: GESTRA

ENGINEERING INC., DATED DECEMBER 13, 2017. THE RECOMMENDATIONS OF THIS REPORT ARE

HEREIN MADE A PART OF THE REQUIREMENTS OF THE CONTRACT DOCUMENTS.

2. FOOTINGS DESIGNS ARE BASED ON AN ALLOWABLE NET BEARING CAPACITY PRESSURE OF 3000 PSF

FOR CONTINUOUS WALL FOOTINGS AND ISOLATED SPREAD FOOTINGS.

3. THE OWNER’S GEOTECHNICAL REPRESENTATIVE SHALL VERIFY THE SOIL CAPACITY DURING

CONSTRUCTION AND INFORM THE STRUCTURAL ENGINEER AS TO THE FINDINGS. IF THE BEARING CAPACITY IS LESS THAN THE LISTED AMOUNT, ADJUSTMENTS IN THE FOOTINGS SIZES MAY BE

REQUIRED. STRUCTURAL ENGINEER IS NOT RESPONSIBLE FOR SUBSURFACE CONDITIONS

ENCOUNTERED IN THE FIELD THAT ARE DIFFERENT FROM THOSE ASSUMED DURING DESIGN.

4. THE CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER OF ANY UNUSUAL SOIL CONDITIONS

THAT ARE IN VARIANCE WITH THE GEOTECHNICAL REPORT BEFORE PROCEEDING WITH

CONSTRUCTION.

5. REMEDIATE EXISTING SOILS AS REQUIRED BY THE GEOTECHNICAL REPORT. REMOVE AND REPLACE UNSUITABLE MATERIALS IN ACCORDANCE WITH WELDON SPRING, MISSOURI SITE PROCEDURE FOR SUSPECT MATERIAL AND DEBRIS DISCOVERIES. CONTRACTOR SHALL COORDINATE WITH DEPARTMENT

OF ENERGY (DOE) SITE PERSONNEL WHERE APPLICABLE TO COMPLY WITH SITE POLICY AND

PROCEDURES. NO SOIL MAY BE TAKEN OFF-SITE.

6. PREPARE FILL AND SUBGRADE AS REQUIRED PER THE GEOTECHNICAL REPORT.

7. FOOTINGS SHALL BE POURED INTO NEATLY-FORMED TRENCHES FOR THE ENTIRE DEPTH.

8. EXCAVATIONS SHALL BE KEPT FREE OF LOOSE MATERIALS AND STANDING WATER.

9. STRUCTURAL FILL SHALL BE PLACED IN LOOSE LIFTS NOT EXCEEDING 9 INCHES IN THICKNESS AND

MECHANICALLY COMPACTED TO AT LEAST 98 PERCENT OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY, AGGREGATE BASE COURSE SHOULD BE COMPACTED TO AT LEAST 95 PERCENT MODIFIED

PROCTOR. REFER TO GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION.

10. EXTERIOR FOOTINGS SHALL BEAR AT OR BELOW A MINIMUM BEARING DEPTH OF 30-INCHES BELOW THE ADJACENT FINISHED GRADE FOR FROST PROTECTION. THICKENED SLAB EDGES FOR ALL STOOPS, CANOPIES, ETC., SHALL BE 16 INCHES (UNO).

COLD-FORMED METAL FRAMING:

1. COLD-FORMED METAL FRAMING SHALL BE FABRICATED, AND ERECTED IN ACCORDANCE WITH THE AISI "SPECIFICATIONS FOR THE DESIGN OF COLDFORMED STEEL STRUCTURAL MEMBERS," LATEST EDITION.

2. ALL LIGHT GAGE METAL FRAMING FOR EXTERIOR AND LOAD-BEARING ELEMENTS SHALL BE DESIGNED AND

DETAILED BY THE LIGHT GAGE METAL SUPPLIERS.

3. SIZE, FASTENING AND SPACING SHOWN ON DRAWINGS IS A MINUMUM. ALL SIZED, SPACING FASTENING AND BRACING SHALL BE DESIGNED AND CALLED OUT BY THE LIGHT GAGE METAL SUPPLIER AND SUBMITTED TO THE

EOR FOR REVIEW.

A. MINUMUM EXTERIOR STUD SIZE = 600 S 162-54

B. MINUMUM INTERIOR STUD SIZE = 362 S 162-43

4. DESIGNATIONS AND SIZES SHOWN REFER TO STANDARD SHAPES OF THE STEEL STUD MANUFACTURERS ASSOCIATION (SSMA). ALL STUDS SHALL HAVE FY=33 KSI MINIMUM. STUDS AND OTHER CFS SECTIONS 16 GA.

AND HEAVIER SHALL HAVE FY = 50 KSI MINIMUM.

5. ALL SHEET STEEL SHALL COMPLY WITH ASTM A1003. COATING SHALL BE G90 GALVANIZING.

6. AT LOCATIONS REQUIRING WELDING OF OR TO METAL STUDS, MINIMUM STUD THICKNESS SHALL BE 43 MIL. ALL

WELDS SHALL BE IN ACCORDANCE WITH AWS D1.3, STRUCTURAL WELDING CODE - STEEL SHEET.

7. PENETRATION OF SCREWS THROUGH JOINED MATERIALS SHOULD NOT BE LESS THAN 3 EXPOSED THREADS.

SCREWS SHOULD BE INSTALLED AND TIGHTENED IN ACCORDANCE WITH SCREW MANUFACTURER'S

RECOMMENDATIONS.

8. SCREW SPACING AND EDGE DISTANCE ON STUD ENDS AND PLATES SHALL NOT BE LESS THAN 1".

9. ALL LOAD BEARING STUDS, JOISTS, AND BRACES SHALL HAVE SOLID WEBS (UNPUNCHED).

10. PROVIDE STEEL TRACKS COMPLYING WITH ASTM C955 AT TOP AND BOTTOM OF ALL STUD WALLS, AND AT

HEADERS FOR STUD WALLS, MATCHING THICKNESS OF STUDS WITH 2" FLANG WIDTH.

11. FULL-HEIGHT DOUBLE STUDS SHALL BE PROVIDED AT THE ENDS OF PARTITIONS, AT WALL OPENINGS, AND AT

ALL OTHER LOCATIONS INDICATED IN THE STRUCTURAL DRAWINGS. WELD THE FLANGES OF DOUBLE STUDS

TOGETHER FULL HEIGHT USING 2” OF WELD AT 12” O.C., EACH SIDE.

12. PROVIDE STUD WALL BRIDGING ACCORDING TO MANUFACTURER’S RECOMMENDATIONS.

13. SPLICES IN STUDS ARE NOT PERMITTED. DO NOT CUT STUDS UNLESS SPECIFICALLY DIRECTED TO DO SO IN

THE DRAWINGS.

14. ALL LIGHT GAGE METAL FRAMING FOR EXTERIOR AND LOAD-BEARING ELEMENTS SHALL BE DESIGNED AND

DETAILED BY THE LIGHT GAGE METAL SUPPLIERS, UNLESS DESIGNATED ON DRAWINGS.

15. SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED FOR REVIEW. ALL DRAWINGS AND CALCULATIONS

SHALL BE SIGNED AND SEALED BY A MISSOURI PROFESSIONAL ENGINEER. FABRICATION SHALL NOT BEGIN UNTIL DRAWINGS AND CALCULATIONS HAVE BEEN REVIEWED AND APPROVED BY THE STRUCTURAL ENGINEER

OF RECORD.

16. THE LIGHT GAGE METAL SUPPLIER’S SHOP DRAWINGS SHALL INCLUDE DETAILS FOR VERTICAL SLIDE CLIPS AT CONTINUOUS WALLS AND VERTICAL DEFLECTION TRACKS WHERE REQUIRED AT EXTERIOR WINDOWS AND AT NON-LOAD BEARING INTERIOR WALLS. THE LOCATIONS, SIZES, AND CONNECTIONS OF ALL SLIDE CLIPS AND

DEFLECTION TRACKS SHALL BE CLEARLY INDICATED.

17. THE LIGHT GAGE METAL SUPPLIER’S SHOP DRAWINGS SHALL INCLUDE DETAILS FOR HEADERS AT ALL

OPENINGS.

18. PROVIDE 1/2" SIMPSON TITAN HD HEAVY DUTY SCREW ANCHOR, OR EQUIVELENT, @ 48" MAX SPACING AND MAX

6" FROM TRACK END AT ALL BOTTOM TRACKS.

TESTING AND SPECIAL INSPECTION

1. IN ADDITION TO THE REGULAR INSPECTIONS CONDUCTED BY THE APPLICABLE AGENCIES HAVING JURISDICTION, SPECIAL INSPECTIONS AND TESTING SERVICES SHALL BE OBTAINED AS REQUIRED BY IBC 2015 CHAPTER 17. THE OWNER SHALL BE RESPONSIBLE FOR EMPLOYING REGISTERED SPECIAL INSPECTORS FROM APPROVED TESTING AGENCIES, PER ASTM E329, TO CONDUCT INSPECTIONS FOR EACH BUILDING MATERIAL.

2. THE SPECIAL INSPECTION PROGRAM DOES NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITY TO COMPLY WITH THE CONTRACT DOCUMENTS. JOBSITE SAFETY AND MEANS AND METHODS OF CONSTRUCTION

ARE THE RESPONSIBILITY OF THE CONTRACTOR.

3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING SPECIAL INSPECTOR 72 HOURS IN ADVANCE OF REQUIRED INSPECTIONS FOR SCHEDULING PURPOSES. FAILURE TO MEET OBSERVATION SCHEDULES MAY REQUIRE REMOVAL (FOR INSPECTION PURPOSES) OF ANY FINISHES THAT HAVE BEEN SUBSEQUENTLY INSTALLED. REMOVAL AND REPLACEMENT OF ANY FINISHED AND/OR REPAIR OF FRAMING DAMAGED BY THE FINISH REMOVAL PROCESS FOR SPECIAL INSPECTIONS SHALL BE AT THE CONTRACTOR EXPENSE.

4. STRUCTURAL OBSERVATIONS CONDUCTED BY THE ENGINEER OF RECORD SHALL NOT BE CONSTRUED AS

SPECIAL INSPECTIONS.

5. SEE SPECIFICATIONS FOR CODE REQUIRED SPECIAL INSPECTION REQUIREMENTS.

CONCRETE:

1. MINIMUM CONCRETE COMPRESSIVE STRENGTH SHALL BE 5,000 PSI IN 28 DAYS FOR ALL NORMAL

WEIGHT CONCRETE.

2. ALL EXTERIOR CONCRETE EXPOSED TO FREEZE-THAW CYCLES SHALL BE AIR ENTRAINED. SEE

SPECIFICATIONS.

3. PROVIDE CONSTRUCTION OR CONTROL JOINTS IN SLAB-ON-GRADE AT A MAXIMUM SPACING OF 12 FEET

ON CENTER OR AS OTHERWISE INDICATED ON PLAN.

4. MIX DESIGN, PLACEMENT AND PROCEDURES, AND METHODS OF SAMPLING AND TESTING SHALL

CONFORM TO ASTM AND ACI STANDARDS.

REINFORCING STEEL:

1. REINFORCING STEEL SHALL CONFORM TO ASTM STANDARD A615, GRADE 60. REINFORCING TIES SHALL

BE GRADE 60.

2. ALL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN CONFORMANCE WITH THE LATEST

EDITION OF "ACI MANUAL OF STANDARD PRACTICE FOR REINFORCED CONCRETE STRUCTURES."

3. ALL REINFORCING SHALL BE PROPERLY SUPPORTED IN FORMS SPACED WITH NECESSARY

ACCESSORIES AND SECURELY WIRED TOGETHER.

4. ALL REINFORCING STEEL SHALL HAVE CLASS B CONTACT LAP SPLICES, PER ACI 318 EXCEPT AS NOTED.

5. PROVIDE CONCRETE PROTECTION FOR REINFORCING AS FOLLOWS:

FOOTINGS CAST AGAINST EARTH - 3"

CONCRETE EXPOSED TO EARTH OR WEATHER - 2"

FORMED SURFACES AND WALLS - 1 1/2"

SLABS - 3/4"

6. REINFORCING BARS TO BE WELDED SHALL BE ASTM 706 AND ALL WELDING TO CONFORM TO WELDING PROCEDURES SPECIFIED IN "STRUCTURAL WELDING CODE - REINFORCING STEEL" (AWS D1.4) OF THE

AMERICAN WELDING SOCIETY. DO NOT WELD ASTM A615 REBAR.

7. WELDED WIRE FABRIC SHALL BE ASTM A1064 AND SHALL BE CONTACT LAP-SPLICED TWO FULL WIRE

SPACES.

8. AT CONCRETE SLAB, PROVIDE SLAB BOLSTER HIGH CHAIRS AND #5 SUPPORT BARS AS NECESSARY TO MAINTAIN PROPER PLACEMENT OF REINFORCEMENT, PROVIDE (2) - #5 TOP x 5'-0" DIAGONALS AT

CORNERS OF OPENINGS AND RE-ENTRANT CORNERS, UNLESS NOTED OTHERWISE.

STRUCTURAL STEEL:

1. ALL STRUCTURAL STEEL SHALL BE AS FOLLOWS:

W-SHAPES Fy = 50 KSI ASTM A992 PIPE Fy = 35 KSI ASTM A53, GRADE B SQUARE AND RECTANGULAR HSS Fy = 46 KSI ASTM A500, GRADE B ANCHOR BOLTS/RODS Fy = 55 KSI ASTM F1554 CHANNELS, ANGLES, PLATES & BARS Fy = 36 KSI ASTM A36 HIGH STRENGTH BOLTS Fy = 92 KSI ASTM A325 THREADED ROD Fy = 36 KSI ASTM A36

2. ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN CONFORMANCE WITH THE LATEST EDITION OF AISC SPECIFICATIONS, "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS," AND

"SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS,".

3. ALL FIELD-BOLTED CONNECTIONS SHALL RECEIVE A MINIMUM OF TWO 3/4" DIAMETER HIGH-STRENGTH

BOLTS IN CONFORMANCE WITH ASTM A325 SPECIFICATIONS (UNLESS NOTED OTHERWISE).

4. USE PRE-QUALIFIED WELDED JOINTS IN ACCORDANCE WITH THE LATEST AISC AND AWS

SPECIFICATIONS, "STRUCTURAL STEEL WELDING CODE - STEEL" (AWS D1.1). ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS USING E70XX ELECTRODES. NON-PREQUALFIED JOINTS SHALL

BE PRE-QUALIFIED PRIOR TO FABRICATION.

5. ALL STRUCTURAL STEEL SHALL RECEIVE ONE SHOP COAT PAINT UNLESS NOTED. COLOR OF EXPOSED

STEEL BY ARCHITECT.

6. SEE ARCHITECTURAL DRAWINGS FOR MISCELLANEOUS CEILING SUPPORT ANGLES, HANGERS AND

OTHER ITEMS NOT SHOWN IN STRUCTURAL DRAWINGS.

7. DESIGN CONNECTIONS NOT DETAILED ON THESE DRAWINGS UNDER DIRECT SUPERVISION OF A PROFESSIONAL ENGINEER, EXPERIENCED IN THE DESIGN OF THIS WORK, AND LICENSED IN THE STATE

OF MISSOURI.

8. IF BEAM REACTION IS NOT INDICATED, DESIGN CONNECTION FOR MINIMUM 10 k ASD REACTION

9. CONTRACTOR SHALL COORDINATE WITH THE STRUCTURAL DRAWINGS AND OTHER DISCIPLINES FOR

OPENINGS.

10. ALL BOLTED SLIP CONNECTIONS WITH LONG-SLOTTED HOLES TO BE FINGER-TIGHT. MAR THE BOLT

THREADS AND TACK WELD THE NUT TO THE BOLT.

11. STRUCTURAL STABILITY: THE ENTIRE ROOF AND/OR FLOOR DECKING MATERIALS MUST BE FULLY

ERECTED AND CONNECTED TO THE SUPPORTING STEEL BEFORE TEMPORARY, ERECTION BRACING IS

REMOVED.

METAL DECK:

1. METAL DECK SHALL COMPLY WITH THE REQUIREMENTS OF THE STEEL DECK INSTITUTE "SDI SPECIFICATIONS AND COMMENTARY" AND "CODE OF RECOMMENDED STANDARD PRACTISCE" AS WELL

AS THE PROJECT SPECIFICATIONS.

2. SEE PLANS FOR DECK TYPES, GAGES, AND ATTACHMENTS.

3. DECK SHALL BE CONTINUOUS OVER THREE SPANS, UNLESS NOTED OTHERWISE.

4. DO NOT HANG OR ATTACH DUCTS, PIPES, CEILING, SPRINKLERS, ETC. FROM METAL DECK.

5. METAL DECK SHALL HAVE A MINIMUM YIELD STRENGTH OF 33KSI.

6. PROVIDE L3x3x1/4 MINIMUM AT ALL UNSUPPORTED EDGES OF DECK AND AROUND ROOF PERIMETER, UNLESS NOTED OTHERWISE.

STEEL JOISTS:

1. DESIGN IN ACCORDANCE WITH SJI AND PROJECT SPECIFICATIONS. CONFORM TO THE REQUIREMENTS

OF OSHA 29 CFR PART 1926 FOR THE FOLLOWING:

BOLTED CONNECTIONS.

BOTTOM CHORD EXTENSIONS AT COLUMN CENTERLINES.

COLUMN – JOIST STABILITY.

ERECTION STABILITY BRIDGING.

2. STEEL JOIST MANUFACTURER SHALL PROVIDE DESIGN CALCULATIONS AND SHOP DRAWINGS SEALED

BY A REGISTERED MISSOURI PROFESSIONAL ENGINEER.

3. ERECT IN ACCORDANCE WITH AISC, SJI, AND PROJECT SPECIFICATIONS. DO NOT ERECT DAMAGED

JOISTS. DO NOT FIELD CUT, DRILL, OR MODIFY JOISTS.

4. WELD JOISTS TO SUPPORTS PER SJI, UNLESS NOTED OTHERWISE.

5. PROVIDE SLOP SHOES OR BEARINGS AS REQUIRED FOR LEVEL BEARING ON SUPPORTS.

6. PROVIDE BOLTED JOIST CONNECTIONS FOR ALL JOIST-ON-COLUMN CENTERLINES.

7. PROVIDE AND ANCHOR BRIDGING PER SJI. EXTEND AND CONNECT BRIDGING TO ADJACENT BEAMS

AND/OR WALLS.

8. BRIDGING SHALL BE COMPLETELY ERECTED AND JOISTS ALIGNED BEFORE ANY CONSTRUCTION LOADS

ARE PLACED ON JOISTS.

9. PROVIDE CEILING EXTENSIONS WHERE CEILINGS ARE ATTACHED DIRECTLY TO BOTTOM CHORD OF

JOISTS.

10. DO NOT WELD BOTTOM CHORD OF JOISTS TO COLUMNS UNLESS NOTED ON DRAWINGS.

11. DESIGN JOISTS FOR NET WIND UPLIFT OF 27 PSF.

12. PROVIDE ADDITIONAL BRIDGING WHERE REQUIRED FOR UPLIFT.

ACTIVITY/TYPE OF SPECIAL

INSPECTION

DESCRIPTION CONTINUOUS PERIODIC REFERENCE

DATE

COMPLETED

GENERAL

SPECIAL

INSPECTOR/LABORATORY

QUALIFICATIONS

SOIL BEARING CAPACITY

CONCRETE

INSPECTION OF REINFORCING STEEL

DESIGN MIX

CONCRETE TESTS AND SAMPLING

CONCRETE PLACEMENT

DOCUMENTATION OF QUALIFICATIONS FOR ALL

SPECIAL INSPECTORS AND LABORATORIES

PROVIDING SERVICES DESCRIBED IN THIS

SECTION.

CONTRACTOR'S GEOTECHNICAL ENGINEER TO

CERTIFY SOIL BEARING CAPACITY.

VERIFY GRADE AND PLACEMENT.

VERIFY DESIGN MIX PLACEMENT.

AT THE TIME FRESH CONCRETE IS SAMPLED TO

FABRICATE SPECIMENS FOR STRENGTH TESTS,

PERFORM SLUMP, AIR CONTENT, AND

TEMPERATURE TESTS.

INSPECTION OF CONCRETE PLACEMENT FOR

PROPER APPLICATION TECHNIQUES.

N.A. N.A. ASTM E329

----- X

ACI 318

ASTM C172,

ASTM C31,

ACI 318

VERIFY MATERIALS OF HIGH-STRENGTH BOLTS,

NUTS, WASHERS AND THREADED RODS AS

CONFORMING TO ASTM STANDARDS SPECIFIED IN

THE CONSTRUCTION DOCUMENTS.

MATERIAL VERIFICATION -

CONNECTIONS

----- X

APPLICABLE

ASTM

MATERIAL

SPECIFICATION

STRUCTURAL STEEL

VERIFY MATERIALS OF STRUCTURAL STEEL AS

CONFORMING TO ASTM STANDARDS SPECIFIED IN

THE CONSTRUCTION DOCUMENTS.

MATERIAL VERIFICATION -

STRUCTURAL STEEL

----- X

ASTM A 6 OR

A 568

REVIEW IDENTIFICATION MARKINGS, CERTIFICATE

OF COMPLIANCE AND WELDER CERTIFICATIONS.

WELD MATERIALS AND WELDER

CERTIFICATION

----- X AWS D1.1

INSPECTION AND TESTING OF SINGLE PASS FILLET

WELDS LESS THAN OR EQUAL TO 5/16"

WELDS ----- X AWS D1.1

INSPECTION AND TESTING OF SINGLE PASS FILLET

WELDS GREATER THAN 5/16"

WELDS ----- X AWS D1.1

OPEN WEB STEEL JOIST

STANDARD BRIDGINGBRIDGING ----- X SJI 2207.1

END CONNECTIONS - WELDING OR BOLTEDINSTALLATION -----X SJI 2207.1

BRIDGING THAT DIFFERS FROM SJI

SPECIFICATIONS LISTED IN SECTION 2207.1

BRIDGING X

IBC INTERNATIONAL BUILDING CODE

IN INCH

LBS POUNDS

LLV LONG LEG VERTICAL

MAX MAXIMUM

MECH MECHANICAL

MEP MECHANICAL/ELECTRICAL/PLUMBING

NA NOT APPLICABLE

OC ON CENTER

PL PLATE

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

QTY QUANTITY

REBAR REINFORCING STEEL BARS

REINF REINFORCE(D), (ING), (MENT)

REQD REQUIRED

RET RETURN

REV REVISION

SCHED SCHEDULE

SDI STEEL DECK INSTITUTE

SJI STEEL JOIST INSTITUTE

SIM SIMILAR

SQ SQUARE

SQ IN SQUARE INCH

SQ FT SQUARE FOOT

STL STEEL

STRUC STRUCTURAL

SYMM SYMMETRICAL

T THICKNESS

T/STL TOP OF STEEL

T/FTG TOP OF FOOTING, TOP OF FOUNDATION

T/WALL TOP OF WALL

T&B TOP AND BOTTOM

THRU THROUGH

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

W/ WITH

WP WORKING POINT

WWF WELDED WIRE FABRIC

VB VERTICAL BRACE

AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION

ARCH ARCHITECT (URAL)

ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS

AWS AMERICAN WELDING SOCIETY

B/FTG BOTTOM OF FOOTING

BP BASE PLATE

CFS COLD FORMED STEEL

CL CENTER LINE

COL COLUMN

CONC CONCRETE

CONT CONTINUOUS (ATION)

DTL DETAIL

EA EACH

EF EACH FACE

ELEV ELEVATOR, ELEVATION

EOD EDGE OF DECK

EW EACH WAY

FT FEET, FOOT, FLOOR TRUSS

FTG FOOTING

GA GAGE

STRUCTURAL ABBREVIATIONS

DWG(S) DRAWING(S)

EMBED EMBEDMENT

k KIP (1000 LB)

WWR WELDED WIRE REINFORCEMENT

US Army Corps of Engineers ®

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DISCLAIMER OF

MISSOURI ARCHITECTURAL CORPORATION

CERTIFICATE LIC. NO.: 000216

MISSOURI PROFESSIONAL ENGINEERING CORPORATION

CERTIFICATE LIC. NO.: 000255

MISSOURI PROFESSIONAL LAND SURVEY CORPORATION

CERTIFICATE LIC. NO.: 000078

S-001

100% SUBMITTAL

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6.86.8

9.59.5

F.3 E.1 D.2 C.5

E.8

E.7 E.3 D.7 D.3

4.9

= 33 PSF SNOW LOAD

= 42 PSF SNOW LOAD

= 36 PSF SNOW LOAD

= 62 PSF SNOW LOAD

5' - 0"

8' - 0"8' - 0"

8' - 0"

8' - 0"8' - 0"

12' - 0"

12' - 0" 8' - 0" 8' - 0"

8' - 0"

DRIFT LOADING LEGEND

US Army Corps of Engineers ®

SHEET OF

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DISCLAIMER OF

MISSOURI ARCHITECTURAL CORPORATION

CERTIFICATE LIC. NO.: 000216

MISSOURI PROFESSIONAL ENGINEERING CORPORATION

CERTIFICATE LIC. NO.: 000255

MISSOURI PROFESSIONAL LAND SURVEY CORPORATION

CERTIFICATE LIC. NO.: 000078

S-002

100% SUBMITTAL

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

DRIFT LOADING PLAN

16'8' 32'0

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

Plan

North TrueNorth

H G F E

6.8

9.59.5

F.3 E.1E.8

2' - 9"19' - 5"6' - 7"14' - 6"31' - 5"34' - 9"9' - 0"

28' - 9"45' - 11"34' - 9"

S-501

FOUNDATION PLAN NOTES:

1. SEE FOOTING SCHEDULE FOR FOOTING SIZES AND REINFORCEMENT.

2. ALL COLUMN FOOTINGS AND PILASTERS ARE ON COLUMN GRID CENTERS, UNLESS NOTED OTHERWISE.

3. SEE MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS FOR LOCATIONS, SIZES, AND ELEVATIONS OF

UNDERSLAB UTILITIES WHICH MAY PENETRATE SLABS, WALLS, AND FOOTINGS.

4. DO NOT CUT REINFORCEMENT FOR PENETRATIONS.

5. SEE SHEET S-001 FOR ADDITIONAL GENERAL FOUNDATION NOTES.

6. FINISHED SLAB ELEVATION = 0'-0" UNLESS NOTED OTHERWISE (CIVIL ELEVATION = 659.15')

7. SEE ARCH DWGS FOR ALL DIMENSIONS NOT SHOWN. CONTRACTOR SHALL VERIFY ALL DIMENSIONS

PRIOR TO CONSTRUCTION AND NOTIFY ARCHITECT/ENGINEER OF ANY DISCREPANCIES IMMEDIATELY.

8. BOTTOM OF STEM WALL FOOTING = -3'-6" UNLESS NOTED OTHERWISE

9. TOP OF STEM WALL = +0'-6" UNLESS NOTED OTHERWISE

10. TOP OF STEM WALL = 0'-0" @ STOREFRONT

11. TOP OF STEM WALL = -0'-5" @ DOOR

12. SEE 7/S-302 FOR STEPFOOTING DETAL

5" CONCRETE SLAB ON GRADE REINFORCED

WITH 6x6-W2.1xW2.1 W.W.R. OVER

10 MIL. VAPOR BARRIER OVER

6" GRANULAR FILL

FINISH FLOOR ELEVATION = 0'-0"

(CIVIL ELEVATION = 659.15')

-4

F5.

-5

F5.

-4

F4.

-3' - 6"

F4.0

-3

F4.

-3

F4.

-1

F5.

-1

F5.

-3

F5.

-3' - 8"F5.0

-3

F5.

-3

F5.

-3

F5.

-3' - 8"F5.0

-3

F5.

-3' - 8"

F5.0

-1

F5.

-1

F5.

-1

F6.

-1

F6.

-1

F5.

-1

F6.

-1

F5.

-3

F5.

-3

F5.

-3

F4.

-3

F5.

-3

F5.

-3

F4.

-1

F6.

S-303

9' - 0"1' - 9 1/2"

S-303

1' - 0"6"20' - 0"1' - 0"20' - 0"4' - 5"

E.7

E.3

6' - 1"12' - 2"

D.7

4.9

S-303

3' - 7 3/4"

S-406

-3

F4.

CONCRETE WALL

OF PLANTER

S-303

S-302

16' - 0" 20' - 0"

STEP

FOOTING

S T

E P

F O

O T

S T

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F O

O T

STEP

FOOTING

B/FTG = -3' - 6"

B/FTG = -4' - 4"

B/FTG = -5' - 0" B/FTG = -4' - 6"

B/FTG = -3' - 6"

1' - 9 1/2"

4 3/8"

S-302

B/FTG = -4' - 6"

B/FTG = -5' - 0"

B/FTG = -4' - 4"

3' - 8 3/8"

7' - 11 3/4"12' - 0"

3 3/4"

LACATIONS

1'-3 1/4"

TYP. 4

LOCATIONS

3'-4"

TYP. 4

1' - 0"

4 3/8"

FOOTING DESIGNATION

F3.

'-0

INDICATES BOTTOM

OF FOOTING

INDICATES SIZE

OF FOOTING

SEE 8/S-302 FOR TYPICAL FOOTING DETAIL

US Army Corps of Engineers ®

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DISCLAIMER OF

MISSOURI ARCHITECTURAL CORPORATION

CERTIFICATE LIC. NO.: 000216

MISSOURI PROFESSIONAL ENGINEERING CORPORATION

CERTIFICATE LIC. NO.: 000255

MISSOURI PROFESSIONAL LAND SURVEY CORPORATION

CERTIFICATE LIC. NO.: 000078

S-101

100% SUBMITTAL

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

1ST FLOOR - AREA 'A'

AREA

KEY PLAN - AREA 'A'

Plan North

TrueNorth

SPREAD FOOTING SCHEDULE

Type Mark Length Width Thickness REINFORCING

F4.0 4' - 0" 4' - 0" 1' - 0" (5) - #6 EACH WAY

F5.0 5' - 0" 5' - 0" 1' - 2" (6) - #6 EACH WAY

F5.0A 5' - 0" 5' - 0" 2' - 6" (6) - #6 EACH WAY TOP & BOTTOM

F6.0 6' - 0" 6' - 0" 1' - 2" (7) - #6 EACH WAY

8'4' 16'0

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

DE C B

6.8

9.5

E.1 D.2 C.5

6' - 9"38' - 0"19' - 5"14' - 4"8' - 7"20' - 2"2' - 9"

1' - 0"38' - 0"33' - 9"28' - 9"

S-501

FOUNDATION PLAN NOTES:

1. SEE FOOTING SCHEDULE FOR FOOTING SIZES AND REINFORCEMENT.

2. ALL COLUMN FOOTINGS AND PILASTERS ARE ON COLUMN GRID CENTERS, UNLESS NOTED OTHERWISE.

3. SEE MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS FOR LOCATIONS, SIZES, AND ELEVATIONS OF

UNDERSLAB UTILITIES WHICH MAY PENETRATE SLABS, WALLS, AND FOOTINGS.

4. DO NOT CUT REINFORCEMENT FOR PENETRATIONS.

5. SEE SHEET S0-01 FOR ADDITIONAL GENERAL FOUNDATION NOTES.

6. FINISHED SLAB ELEVATION = 0'-0" UNLESS NOTED OTHERWISE (CIVIL ELEVATION = 659.15')

7. SEE ARCH DWGS FOR ALL DIMENSIONS NOT SHOWN. CONTRACTOR SHALL VERIFY ALL DIMENSIONS

PRIOR TO CONSTRUCTION AND NOTIFY ARCHITECT/ENGINEER OF ANY DISCREPANCIES IMMEDIATELY.

8. BOTTOM OF STEM WALL FOOTING = -3'-6" UNLESS NOTED OTHERWISE

9. TOP OF STEM WALL = +0'-6" UNLESS NOTED OTHERWISE

10. TOP OF STEM WALL = 0'-0" @ STOREFRONT

11. TOP OF STEM WALL = -0'-5" @ DOOR

12. SEE 7/S302 FOR STEP FOOTING DETAIL

5" CONCRETE SLAB ON GRADE REINFORCED

WITH 6x6-W2.1xW2.1 W.W.R. OVER

10 MIL. VAPOR BARRIER OVER

6" GRANULAR FILL

FINISH FLOOR ELEVATION = 0'-0"

(CIVIL ELEVATION = 659.15')

-5' - 2"

F5.0

-5

F5.

-3

F5.

-1

F6.

-3

F5.

-3' - 6"

F4.0

-3

F5.

-1

F6.

-1

F6.

-3

F4.

-1

F6.

-1

F4.

-3

F5.

-3' - 8"

F5.0

-3

F5.

-4

F5.

-1

F5.

-3

F5.

-3

F5.

-3

F5.

-3

F4.

-3

F4.

-3

F4.

-3

F5.

E.3 D.7 D.3

S-303

S-302

S-303

1' - 0"

1' - 11" 10' - 4"

4.9

12' - 2"6' - 1"6' - 1"

S-303

S-406

S T

E P

F O

O T

STEP

FOOTING

CONCRETE WALL

OF PLANTER

SEE CIVIL FOR WALL

ELEVATIONS AND LOCATION

SLOPE

SEE ARCH.

SLOPE

SEE ARCH. 5

S-302

10' - 0"

S T

E P

F O

O T

STEP

FOOTING

B/FTG = -3' - 6"

B/FTG = -5' - 0"

B/FTG = -3' - 6"

B/FTG = -4' - 6"

B/FTG = -3' - 6"

S-303

2' - 0" 1' - 4"

1' - 4"

B/FTG = -5' - 0"

4' - 3"14' - 0"1' - 0"14' - 6"

8' - 4 3/8"

B/FTG = -5' - 0"

w A

R C

C O

O R

COORD. w/ ARCH.

18' - 3 3/8" 5

S-302

8' - 4 3/8"

S-303

8' - 4 3/8"

S-303

4 1/4"

3' - 4"8' - 10 1/2"

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M W

A L L

O O

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FOOTING DESIGNATION

F3.

'-0

INDICATES BOTTOM

OF FOOTING

INDICATES SIZE

OF FOOTING

SEE 8/S-302 FOR TYPICAL FOOTING DETAIL

US Army Corps of Engineers ®

SHEET OF

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DISCLAIMER OF

MISSOURI ARCHITECTURAL CORPORATION

CERTIFICATE LIC. NO.: 000216

MISSOURI PROFESSIONAL ENGINEERING CORPORATION

CERTIFICATE LIC. NO.: 000255

MISSOURI PROFESSIONAL LAND SURVEY CORPORATION

CERTIFICATE LIC. NO.: 000078

S-102

100% SUBMITTAL

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

1ST FLOOR - AREA 'B'

AREA

KEY PLAN - AREA 'B'

Plan North

TrueNorth

SPREAD FOOTING SCHEDULE

Type Mark Length Width Thickness REINFORCING

F4.0 4' - 0" 4' - 0" 1' - 0" (5) - #6 EACH WAY

F5.0 5' - 0" 5' - 0" 1' - 2" (6) - #6 EACH WAY

F5.0A 5' - 0" 5' - 0" 2' - 6" (6) - #6 EACH WAY TOP & BOTTOM

F6.0 6' - 0" 6' - 0" 1' - 2" (7) - #6 EACH WAY

ROOF FRAMING PLAN NOTES:

1. METAL ROOF DECK SHALL BE 1.5B 20 GA. WIDE RIB METAL DECK, 3 SPANS MINIMUM, SEE TYPICAL

DETAILS FOR ATTACHMENT TO STRUCTURE.

2. INDICATES DECK SPAN DIRECTION.

3. LOW ROOF T/STL ELEVATION = VARIES

4. HIGH ROOF T/STL ELEVATION = VARIES

5. SEE GENERAL NOTES S-001 FOR ADDITIONAL PROJECT REQUIREMENTS.

6. VB-X INDICATES VERTICAL BRACE LOCATION.

7. * COORDINATE THE SIZE AND LOCATION OF MECHANICAL OPENINGS WITH MECHANICAL CONTRACTOR.

8. INDICATES MOMENT CONNECTION REQUIRED, SEE 3/S-402.

9. INDICATES DRAG CONNECTION REQUIRED, SEE 4/S-502.

10. FOR SUPPORT OF ALL ROOF TOP EQUIPMENT SHOWN ON PLAN, PROVIDE A STEEL ANGLE FRAME

AROUND OPENINGS AND PERIMETERS, SEE 5/S402.

11. STRUCTURE IS DESIGNED FOR THE FOLLOWING MECHANICAL UNIT WEIGHTS, WHICH INCLUDES CURB

WEIGHT. COORDINATE WITH MECHANICAL:

DOAS-1 = 5,000 lbs. MAX.

CU-1 = 1,100 lbs. MAX.

CU-2 = 1,500 lbs. MAX.

12. SEE MECHANICAL ROOF PLANS FOR EXHAUST FANS AND ALL OTHER ROOF TOP EQUIPMENT NOT

SHOWN ON PLAN.

13. GENERAL CONTRACTOR TO COORDINATE FINAL UNIT LOCATIONS, SIZES, AND WEIGHTS AND NOTIFY

STRUCTURAL ENGINEER IMMEDIATELY OF ANY DISCREPANCIES.

14. * - COORDINATE OPENING SIZE IN DECK WITH CONTRACTOR INSTALLING THROUGH DECK ITEM. SEE

DETAIL 5/S-402.

H G F E

6.8

9.59.5

F.3 E.1E.8I

S-501

S-404

E.7 E.3 D.7

S-404

28' - 9"45' - 11"34' - 9"10' - 6"

2' - 9"19' - 5"6' - 7"14' - 6"31' - 5"34' - 9"10' - 6"

5 EQUAL SPACES

6' - 1"12' - 2"

S-404

T 12' - 5 3/16"

W21X44

T 13' - 4 11/16"

T 12' - 5 3/16" W21X44 T 13' - 4 11/16"

T 13' - 4 11/16"

W18X35

T 12' - 9 1/2"

T 15' - 0 7/8"

W21X48

T 14' - 4 3/16" T 14' - 4 3/16"

W21X48

T 13' - 4 11/16"

T 15' - 0 7/8" W21X48 T 14' - 4 3/16" T 14' - 4 3/16" W21X48 T 13' - 4 11/16"

T 14' - 4 3/16"

W21X44

T 13' - 4 11/16"

T 14' - 4 3/16"

W18X40

T 13' - 8 5/16" T 13' - 3 1/16"

W18X35

T 12' - 10 3/16"

T 13' - 4 11/16"

W21X50

T 12' - 9 1/2"

C S

T 13' - 7 3/16" W21X44 T 13' - 7 3/16"

T 13' - 8 5/16"

W18X35

T 13' - 3 1/16"

W16X26

T 13' - 0"

W16X26

T 13' - 0"

VB-1

VB-2

L5x5x3/8 @ UNIT

PERIMETER

BETWEEN JOIST

DOAS-1

S-405

E O

F R

A M

Y P

E O

D T

O B

N T

E R

E O

CU-1

CU-2

S-406

S-405

S-404

SIM. SIM.

SIM.

5' - 4 3/4" 4 SPACES @ 6'-0" = 24' - 0" 5' - 4 1/4" 4' - 11 5/8" 6 SPACES @ 6'-0" = 36' - 0" 4' - 11 3/8"

4' - 11 5/8" 6 SPACES @ 6'-0" = 36' - 0" 4' - 11 3/8"

SIM.

L5x5x3/8 @ UNIT

PERIMETER

BETWEEN JOIST

HSS 2 1/2x2 1/2x1/4

@ UNIT

PERIMETER

BETWEEN JOIST

SEATS

US Army Corps of Engineers ®

SHEET OF

SHEET ID

2 3 4 5 6 7 8 9 10

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DISCLAIMER OF

MISSOURI ARCHITECTURAL CORPORATION

CERTIFICATE LIC. NO.: 000216

MISSOURI PROFESSIONAL ENGINEERING CORPORATION

CERTIFICATE LIC. NO.: 000255

MISSOURI PROFESSIONAL LAND SURVEY CORPORATION

CERTIFICATE LIC. NO.: 000078

S-201

100% SUBMITTAL

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-0

AREA

KEY PLAN - AREA 'A'

Plan North

TrueNorth

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

LOW ROOF T/STEEL - AREA 'A'

8'4' 16'0

DOAS-2

DETAILS FOR ATTACHMENT TO STRUCTURE.

2. INDICATES DECK SPAN DIRECTION.

3. LOW ROOF T/STL ELEVATION = VARIES

4. HIGH ROOF T/STL ELEVATION = VARIES

5. SEE GENERAL NOTES S-001 FOR ADDITIONAL PROJECT REQUIREMENTS.

6. VB-X INDICATES VERTICAL BRACE LOCATION.

7. * COORDINATE THE SIZE AND LOCATION OF MECHANICAL OPENINGS WITH MECHANICAL CONTRACTOR.

8. INDICATES MOMENT CONNECTION REQUIRED, SEE 3/S-402.

9. INDICATES DRAG CONNECTION REQUIRED, SEE 4/S-502.

10. FOR SUPPORT OF ALL ROOF TOP EQUIPMENT SHOWN ON PLAN, PROVIDE A STEEL ANGLE FRAME

AROUND OPENINGS AND PERIMETERS, SEE 5/S402.

11. STRUCTURE IS DESIGNED FOR THE FOLLOWING MECHANICAL UNIT WEIGHTS, WHICH INCLUDES CURB

WEIGHT. COORDINATE WITH MECHANICAL:

DOAS-2 = 5,000 lbs. MAX.

CU-3 = 1,100 lbs. MAX.

12. SEE MECHANICAL ROOF PLANS FOR EXHAUST FANS AND ALL OTHER ROOF TOP EQUIPMENT NOT

SHOWN ON PLAN.

13. GENERAL CONTRACTOR TO COORDINATE FINAL UNIT LOCATIONS, SIZES, AND WEIGHTS AND NOTIFY

STRUCTURAL ENGINEER IMMEDIATELY OF ANY DISCREPANCIES.

14. * - COORDINATE OPENING SIZE IN DECK WITH CONTRACTOR INSTALLING THROUGH DECK ITEM. SEE

DETAIL 5/S-402.

DE C B

6.8

9.5

E.1 D.2 C.5 A

S-501

S-404

D.7 D.3

4.9

8' - 11"38' - 0"19' - 5"14' - 4"28' - 9"2' - 9"

8' - 11"38' - 0"33' - 9"28' - 9"

L5x5x3/8 @ UNIT

PERIMETER BETWEEN

JOIST

HSS 2 1/2x2 1/2x1/4 @

UNIT PERIMETER

BETWEEN JOIST SEATS

12' - 2"6' - 1"

S-404

T 12' - 9 1/2"

W18X35

T 13' - 4 11/16"

W18X35

T 14' - 1 1/8" T 14' - 1 1/8"

W18X35

T 14' - 10 5/8"

T 13' - 2 9/16"

W18X35

T 13' - 8 1/4" T 14' - 1 1/8"

W18X35

T 14' - 10 5/8"T 12' - 8 13/16"

W18X35

T 13' - 2 9/16"

T 12' - 9 1/2"

W21X68

T 13' - 4 11/16"

C S

T 13' - 8 1/4"

W18X35

T 14' - 1 1/8"

W16X26

T 13' - 0"

W16X26

T 13' - 0"

VB-3

VB-4

VB-5

E O

CU-3

S-405

FRAMING, TYP.

EOD TO BE

CENTERLINE OF

W21X44

T 13' - 7 3/16"

US Army Corps of Engineers ®

SHEET OF

SHEET ID

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DISCLAIMER OF

MISSOURI ARCHITECTURAL CORPORATION

CERTIFICATE LIC. NO.: 000216

MISSOURI PROFESSIONAL ENGINEERING CORPORATION

CERTIFICATE LIC. NO.: 000255

MISSOURI PROFESSIONAL LAND SURVEY CORPORATION

CERTIFICATE LIC. NO.: 000078

S-202

100% SUBMITTAL

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-0

AREA

KEY PLAN - AREA 'B'

Plan North

TrueNorth

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

LOW ROOF T/STEEL - AREA 'B'

DOAS-2

DETAILS FOR ATTACHMENT TO STRUCTURE.

2. INDICATES DECK SPAN DIRECTION.

3. LOW ROOF T/STL ELEVATION = VARIES

4. HIGH ROOF T/STL ELEVATION = VARIES

5. SEE GENERAL NOTES S0-01 FOR ADDITIONAL PROJECT REQUIREMENTS.

6. VB-X INDICATES VERTICAL BRACE LOCATION.

7. * COORDINATE THE SIZE AND LOCATION OF MECHANICAL OPENINGS WITH MECHANICAL CONTRACTOR.

8. INDICATES MOMENT CONNECTION REQUIRED, SEE 3/S-402.

9. INDICATES DRAG CONNECTION REQUIRED, SEE 4/S-502.

10. FOR SUPPORT OF ALL ROOF TOP EQUIPMENT SHOWN ON PLAN, PROVIDE A STEEL ANGLE FRAME

AROUND OPENINGS AND PERIMETERS, SEE 5/S402.

11. SEE MECHANICAL ROOF PLANS FOR EXHAUST FANS AND ALL OTHER ROOF TOP EQUIPMENT NOT

SHOWN ON PLAN.

12. GENERAL CONTRACTOR TO COORDINATE FINAL UNIT LOCATIONS, SIZES, AND WEIGHTS AND NOTIFY

STRUCTURAL ENGINEER IMMEDIATELY OF ANY DISCREPANCIES.

13. * - COORDINATE OPENING SIZE IN DECK WITH CONTRACTOR INSTALLING THROUGH DECK ITEM. SEE

DETAIL 5/S-402.

H G F E

6.8

9.59.5

F.3 E.1E.8I

S-501

S-404

E.7 E.3 D.7

S-404

28' - 9"45' - 11"34' - 9"10' - 6"

2' - 9"19' - 5"6' - 7"14' - 6"31' - 5"34' - 9"10' - 6"

6 EQUAL SPACES 8 EQUAL SPACES

6 EQUAL SPACES

6 EQUAL SPACES 4 EQUAL SPACES 4 EQUAL SPACES

6' - 1"12' - 2"

S-404

E O

EOD

T 19' - 5 1/2"

W18X71

T 20' - 5"

T 20' - 4 13/16"

W12X58

T 19' - 5 1/2" T 19' - 5 1/2"

W18X71

T 20' - 5"

T 20' - 4 13/16"

W12X58

T 19' - 5 1/2" T 19' - 5 1/2"

W18X71

T 20' - 5"

T 20' - 4 13/16"

W12X58

T 19' - 5 1/2" T 19' - 5 1/2"

W18X71

T 20' - 5"

T 20' - 4 13/16"

W12X58

T 19' - 5 1/2" T 19' - 5 1/2"

W18X71

T 20' - 5"

T 20' - 4 13/16"

W12X58

T 19' - 5 1/2" T 19' - 5 1/2"

W18X71

T 20' - 5"

T 20' - 4 13/16"

W12X58

T 19' - 5 1/2" T 19' - 5 1/2"

W16X36

T 20' - 1 3/8"

T 19' - 5 1/2"

W14X38

T 20' - 1 3/8"

T 20' - 6 5/8"

W16X26

T 20' - 11 1/2"

T 20' - 6 5/8"

W14X26

T 20' - 11 1/2"

T 20' - 1 3/8"

W14X26

T 20' - 6 5/8"

T 20' - 1 3/8"

W16X26

T 20' - 6 5/8"

T 20' - 4 13/16"

W12X58

T 19' - 5 1/2"

T 20' - 4 13/16"

W12X58

T 19' - 5 1/2"

E O

VB-1

VB-2

6 EQUAL SPACES 8 EQUAL SPACES

S-405

EOD

5 3/8"

EOD

5 3/8"

EOD

5 3/8"

S-405

S-404

SIM.

S-404

SIM.

S-404

W12X58

S-405

TYP. 5

LOCATIONS

EOD

6" SIM.

S-404

SIM.

US Army Corps of Engineers ®

SHEET OF

SHEET ID

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A N

S I D

U E

D A

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C O

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R A

C T

N O

S O

N N

DISCLAIMER OF

MISSOURI ARCHITECTURAL CORPORATION

CERTIFICATE LIC. NO.: 000216

MISSOURI PROFESSIONAL ENGINEERING CORPORATION

CERTIFICATE LIC. NO.: 000255

MISSOURI PROFESSIONAL LAND SURVEY CORPORATION

CERTIFICATE LIC. NO.: 000078

S-203

100% SUBMITTAL

S T

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-0

AREA

KEY PLAN - AREA 'A'

Plan

North TrueNorth

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

HIGH ROOF T/STEEL - AREA 'A'

DE C B

6.8

9.5

E.1 D.2 C.5 A

S-501

S-404

8' - 11"38' - 0"19' - 5"14' - 4"8' - 7"20' - 2"2' - 9"

8' - 11"38' - 0"33' - 9"28' - 9"

EOD

S-404

6 EQUAL SPACES 7 EQUAL SPACES

4 EQUAL SPACES 4 EQUAL SPACES 4 EQUAL SPACES 7 EQUAL SPACES

T 20' - 1 15/16"

W18X40

T 19' - 5 1/2" T 19' - 5 1/2"

W18X65

T 20' - 5 1/4"

T 20' - 1 15/16"

W18X35

T 19' - 5 1/2" T 19' - 5 1/2"

W21X44

T 20' - 5 1/4"

T 20' - 1 15/16"

W21X57

T 19' - 5 1/2" T 19' - 5 1/2"

W21X57

T 20' - 5 1/4"

T 20' - 1 15/16"

W21X57

T 19' - 5 1/2" T 19' - 5 1/2"

W21X57

T 20' - 5 1/4"

T 19' - 10 7/8"

W16X26

T 19' - 5 1/2" T 19' - 5 1/2"

W21X44

T 19' - 10 7/8"

W14X26

T 19' - 5 1/2" T 19' - 5 1/2"

W21X44

T 20' - 5 1/4"

T 20' - 5 3/16"

W16X26

T 19' - 10 7/8"

T 20' - 5 3/16"

W14X26

T 19' - 10 7/8"

T 20' - 11 1/2"

W16X26

T 20' - 5 3/16"

T 20' - 11 1/2"

W14X26

T 20' - 5 3/16"

EOD

E O

VB-3

VB-4

VB-5

EOD

5 3/8"

E O

S-405

SIM.

S-404

S-405

TYP. 5

LOCATIONS

T 20' - 5 1/4"

W18X65

W21X57

W21X44

ROOF FRAMING PLAN NOTES:

1. METAL ROOF DECK SHALL BE 1.5B 20 GA. WIDE RIB METAL DECK, 3 SPANS MINIMUM, SEE TYPICAL

DETAILS FOR ATTACHMENT TO STRUCTURE.

2. INDICATES DECK SPAN DIRECTION.

3. LOW ROOF T/STL ELEVATION = VARIES

4. HIGH ROOF T/STL ELEVATION = VARIES

5. SEE GENERAL NOTES S0-01 FOR ADDITIONAL PROJECT REQUIREMENTS.

6. VB-X INDICATES VERTICAL BRACE LOCATION.

7. * COORDINATE THE SIZE AND LOCATION OF MECHANICAL OPENINGS WITH MECHANICAL CONTRACTOR.

8. INDICATES MOMENT CONNECTION REQUIRED, SEE 3/S-402.

9. INDICATES DRAG CONNECTION REQUIRED, SEE 4/S-502.

10. FOR SUPPORT OF ALL ROOF TOP EQUIPMENT SHOWN ON PLAN, PROVIDE A STEEL ANGLE FRAME

AROUND OPENINGS AND PERIMETERS, SEE 5/S402.

11. SEE MECHANICAL ROOF PLANS FOR EXHAUST FANS AND ALL OTHER ROOF TOP EQUIPMENT NOT

SHOWN ON PLAN.

12. GENERAL CONTRACTOR TO COORDINATE FINAL UNIT LOCATIONS, SIZES, AND WEIGHTS AND NOTIFY

STRUCTURAL ENGINEER IMMEDIATELY OF ANY DISCREPANCIES.

13. * - COORDINATE OPENING SIZE IN DECK WITH CONTRACTOR INSTALLING THROUGH DECK ITEM. SEE

DETAIL 5/S-402.

US Army Corps of Engineers ®

SHEET OF

SHEET ID

2 3 4 5 6 7 8 9 10

D A

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DISCLAIMER OF

MISSOURI ARCHITECTURAL CORPORATION

CERTIFICATE LIC. NO.: 000216

MISSOURI PROFESSIONAL ENGINEERING CORPORATION

CERTIFICATE LIC. NO.: 000255

MISSOURI PROFESSIONAL LAND SURVEY CORPORATION

CERTIFICATE LIC. NO.: 000078

S-204

100% SUBMITTAL

S T

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-1 -2

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-0

AREA

KEY PLAN - AREA 'B'

Plan

North TrueNorth

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

HIGH ROOF T/STEEL - AREA 'B'

DOWEL SIZE

MIN. EMBED IN

UNCRACKED

CONCRETE** (IN.)

#3 5.3 6 1/2" 3 1/2"

#4 9.6 9" 4 1/2"

#5 14.9 12" 6"

#6 21.1 14" 7"

#7 28.8 18" 8 1/2"

NOTE:

1. * UNLESS NOTED OTHERWISE

2. ** REQUIRES ENGINEER APPROVAL PRIOR TO INSTALLATION

3. HOLES DRILLED WITH HAMMER DRILL AND CARBIDE TIP.

4. INSTALL PER REQUIREMENTS OF ICC ESR-2322.

#10

37.9

22"

26"

32"

10"

11"

13"

PULL-TENSION

PROOF LOAD*

(KIP)

MIN. EMBED IN

CRACKED CONCRETE

(IN.)

BEAM SIZE

TOP BARS OTHER BARS

COMPRESSION LAP

SPLICE

#3 23" 17" 12"

#4 29" 23" 15"

#5 37" 29" 19"

#6 43" 34" 23"

#7 64" 49" 27"

NOTE:

1. THESE VALUES ARE BASED ON ACI318-14 FOR GRADE 60 UNCOATED REINFORCING.

2. ALL LAP SPLICES SHALL BE TYPE "B" TENSION SPICES UNO.

3. ALL TABULATED REBAR SHALL SATISFY THE FOLLOWING:

BEAMS AND COLUMNS: CONCRETE COVER ≥ db AND OC BAR SPACING ≥ 2db AND STIRRUPS OR TIES THROUGHOUT DEVELOPMENT LENGTH (ld NOT LESS THAN

THE CODE MINIMUM.

OTHER MEMBERS: CONCRETE COVER ≥ db AND OC BAR SPACING ≥ 3db.

WHERE THESE CONDITIONS ARE NOT MET, TABULATED VALUES SHALL BE MULTIPIED BY A

FACTOR OF 1.5.

5000 PSI

TENSION LAP SPLICE "B"

NORMAL WEIGHT CONCRETE

#10

#11

72"

82"

91"

102"

56"

63"

71"

78"

30"

34"

39"

43"

BAR GRADING BAR SIZE MIN BEND Ø*

#3 THRU #8 6 BAR Ø

ALL GRADES OF

REINF.

#9, #10, & #11 8 BAR Ø

#14 & #18 10 BAR Ø

NOTE:

1. ALL REINFORCEMENT SHALL BE BENT COLD.

2. FIELD BENDING IS NOT PERMITTED.

BAR SIZE MIN BEND Ø*

#3 THRU #5 4 BAR Ø

ALL OTHER BARS SEE TABLE 1

* MEASURED ON INSIDE OF BAR

TABLE 1 - PRIMARY REINFORCEMENT

TABLE 2 - STIRRUPS AND TIE REINFORCEMENT

B E

N D

B A

R S

B A

R Ø

B E

N D

THAN 2 1/2" OR 2 1/2" MIN.

4 BAR Ø BUT NOT LESS

B E

N D

B A

R S

O R

A R

B E

N D

135.00°

B A

R S

O R

" M

BAR

COMPACTED GRANULAR FILL

1/4" FORMED RECESS, SEE

SPECS. FOR SEALANT REQUIRED

REINF., SEE

FOUNDATION PLAN

SHEET S-101 & S-102#4 x 3'-0" LONG @ 18" o.c., GREASE

ONE END

10 MIL. VAPOR BARRIER

U N

D A

N P

L A

REINF., SEE

FOUNDATION PLAN

SHEET S-101 & S-102

COMPACTED GRANULAR FILL

10 MIL.VAPOR BARRIER

U N

D A

N P

L A

SEALANT,

SEE SPECS.

COMPACTED GRANULAR FILL

1/8" WIDE SAW CUT

CONTROL JOINT AS SHOWN

ON PLANS, 12'-0" MAX.

SPACING

10 MIL.VAPOR BARRIER

REINF., SEE

FOUNDATION PLAN

SHEET S-101 & S-102

U N

D A

N P

L A

P L

A N

S E

P L

A N

S E

COMPACTED GRANULAR FILL

10 MIL.VAPOR BARRIER

U N

D A

N P

L A

U N

D A

N P

L A

M A

S E

E P

L A

P L

A N

S E

P L

A N

S E

(1) - #4 CONT. CORNER BAR,

EXTEND 2'-0" BEYOND STEP

BUT NOT LESS THAN 6"

2x SLAB DEPRESSION

COMPACTED GRANULAR FILL

10 MIL.VAPOR BARRIER

U N

D A

N P

L A

U N

D A

N P

L A

GRADE,

SEE CIVIL

#5 BARS @ 12" o.c., CENTERED IN SLAB

WELL-COMPACTED

CRUSHED ROCK

S E

E C

V A

4000 PSI CONCRETE

SLAB-ON-GRADETROWEL FINISH ALL

OUTSIDE EDGES WITH

1" CHAMFER

#5 BAR CONT.6" 1' - 0"

HOOK END 12" MIN.

NOTE:

ALL BENT BARS SAME

SIZE AND SPACING

AS HORIZONTAL

STEEL

CORNER DETAIL

NOTE:

ALL BENT BARS SAME

SIZE AND SPACING

AS HORIZONTAL

STEEL

INTERSECTION DETAIL

NOTE:

ALL BENT BARS SAME

SIZE AND SPACING

AS HORIZONTAL

STEEL

CORNER DETAIL

NOTE:

ALL BENT BARS SAME

SIZE AND SPACING

AS HORIZONTAL

STEEL

INTERSECTION DETAIL

LAP - SEE 8/S-301

TOP BAR TENSION

L A

S E

/S -3

T O

P B

A R

T E

N S

LAP - SEE 8/S-301

TOP BAR TENSION

L A

S E

/S -3

T O

P B

A R

T E

N S

LAP - SEE 8/S-301

TOP BAR TENSION

L A

S E

/S -3

T O

P B

A R

T E

N S

LAP - SEE…

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