S-001 Amendment 3.pdf

DEMOLITION

1. ALL DEMOLITION SHALL BE CARRIED OUT IN SUCH A WAY AS TO NOT DAMAGE

EXISTING ELEMENTS WHICH ARE TO REMAIN.

2. ALL ELEMENTS WHICH ARE TO REMAIN AND WHICH ARE DAMAGED DURING

DEMOLITION WORK SHALL BE REPLACED AT NO ADDED COST. EXISTING

ELEMENTS ARE TO BE PROTECTED TO THE FULLEST EXTENT POSSIBLE TO

REDUCE SUCH DAMAGE TO A MINIMUM.

1. STRUCTURE HAS BEEN DESIGNED TO COMPLY WITH:

IBC 2018

ASCE/SEI 7-16

ACI 318-14

ACI 530-16

AISC 360-16

AISC 341-16, INCLUDING SUPPLEMENTS

AWS D1.1

TMS 402/602-16

VA H-18-8

2. RISK CATEGORY III

3. SEISMIC:

SEISMIC DESIGN CATEGORY B

IMPORTANCE FACTOR 1.25

SOIL CLASSIFICATION PER

GEOTECHNICAL REPORT C

SS 0.163 g S1 0.094 g Sds 0.141 g Sd1 0.094 g

SEISMIC FORCE RESISTING SYSTEM BUILDING FRAME SYSTEM WITH STEEL

ORDINARY CONCENTRICALLY BRACED FRAMES

R 3.25 Cd 3.25

ΩO 2

ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE PROCEDURE

BASE SHEAR, STRENGTH LEVEL V = CS x W = 0.055 x 517 = 29 KIPS, EAST-WEST

V = CS x W = 0.055 x 560 = 31 KIPS, NORTH-SOUTH

4. WIND:

BASIC WIND SPEED 116 MPH

IMPORTANCE FACTOR 1.0

EXPOSURE CLASS B

MWFRS DESIGN PRESSURE 22 PSF

NET ROOF UPLIFT PRESSURE 20 [LC: 0.9DL + 1.0WL]

C&C DESIGN PRESSURE PER APPLICABLE BUILDING CODE

5. LIVE LOADS:

TYPICAL ROOF 20 PSF (REDUCIBLE)

MEZZANINE WAREHOUSE FLOOR 125 PSF (UNREDUCIBLE)

STAIRS AND LANDINGS 100 PSF (UNREDUCIBLE)

HANDRAILS MAX SIMULTANEOUS VERT AND HORIZ THRUST

50 PLF APPLIED AT THE TOP OF THE RAILING OR

200 LBS IN ANY DIRECTION

6. SNOW:

GROUND SNOW 20 PSF

SNOW EXPOSURE FACTOR 1.0

THERMAL FACTOR 1.0

IMPORTANCE FACTOR 1.1

FLAT-ROOF SNOW 16 PSF

DESIGN SNOW 22 PSF

DRIFTING SNOW 48 PSF TAPERING TO 0 PSF OVER 12'-0"

7. ALL LATERAL LOAD RESISTANCE AND STABILITY OF THE BUILDING IN THE COMPLETED

STRUCTURE IS PROVIDED BY CONCENTRIC BRACED FRAMES IN EACH ORTHOGONAL

DIRECTION. REFER TO PLANS FOR LOCATIONS. THE STEEL ROOF DECK AND

MEZZANINE LEVEL COMPOSITE CONCRETE SLAB SERVE AS HORIZONTAL DIAPHRAGMS

DISTRIBUTING THE LATERAL WIND AND SEISMIC FORCES TO THE VERTICAL LATERAL

ELEMENTS WHICH IN TURN CARRY THE LOAD TO THE BUILDING FOUNDATIONS.

DESIGN CRITERIA AND LOADS

1. FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL ENGINEERING REPORT

FOR THE VA HOSPITAL WAREHOUSE IN COLUMBIA, MISSOURI, BY CROCKETT

GEOTECHNICAL - TESTING LAB, DATED DECEMBER 31, 2020 (CROCKETT GTL

PROJECT NO. G20602).

2. SOIL PROPERTIES PER THE GEOTECHNICAL REPORT:

ALLOWABLE NET SOIL BEARING PRESSURE:

SPREAD FOOTINGS 2000 PSF

CONTINUOUS FOOTINGS 1700 PSF

SOIL BEARING -1'-0" FT BELOW EXISTING GRADE

FROST DEPTH -2'-6" FT

EQUIVALENT FLUID PRESSURE 270 PCF

ACTIVE PRESSURE 40 PSF/FT, DRAINED

AT REST PRESSURE 60 PSF/FT, DRAINED

PASSIVE PRESSURE 360 PSF/FT OF DEPTH

COEFFICIENT OF FRICTION 0.32

3. ALL EXCAVATIONS SHALL BE PROPERLY AND SAFELY BACKFILLED. DO NOT PLACE

BACKFILL BEHIND RETAINING/BASEMENT WALLS BEFORE CONCRETE HAS

ATTAINED SPECIFIED COMPRESSIVE STRENGTH. CONTRACTOR SHALL BRACE OR

PROTECT ALL WALLS BELOW GRADE FROM LATERAL LOADS UNTIL SUPPORTING

FLOORS ARE COMPLETELY IN PLACE AND HAVE ATTAINED 7-DAY STRENGTH

MINIMUM. BACKFILLING IS NOT PERMITTED FOR FOUNDATION WALLS UNTIL

SUPPORTED SLAB TOP AND BOTTOM IS IN PLACE OR THE WALL IS ADEQUATELY

BRACED TO RESIST LATERAL LOADS. CONTRACTOR SHALL PROVIDE FOR DESIGN,

PERMITS, AND INSTALLATION OR SHORING AND/OR SHEETING.

4. EXTREME CARE SHALL BE EXERCISED WHEN EXCAVATING OR GRADING ADJACENT

TO EXISTING STRUCTURES OR IMPROVEMENTS TO NOT DAMAGE OR UNDERMINE

FOUNDATIONS, WALLS, SLABS, UTILITIES, ETC.

5. THE MOISTURE CONTENT OF ONSITE CLAYEY SOILS AT THE TIME OF COMPACTION

SHALL BE BETWEEN 2-3% ABOVE OPTIMUM MOISTURE CONTENT.

6. ANY IMPORT FILL SOIL REQUIRED SHALL HAVE A LOW POTENTIAL FOR EXPANSION

AND SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER OF RECORD PRIOR

TO IMPORTING.

7. ALL SITE WORK SHALL BE PERFORMED UNDER THE INSPECTION OF THE SPECIAL

INSPECTION AGENCY. VARIATIONS IN SITE CONDITIONS AND THE GEOTECHNICAL

REPORT SHALL BE REPORTED TO THE ARCHITECT/STRUCTURAL ENGINEER FOR

CLARIFICATIONS PRIOR TO PROCEEDING.

EARTHWORK

REINFORCING STEEL

1. CONCRETE REINFORCING STEEL SHALL BE HIGH STRENGTH NEW BILLET STEEL

CONFORMING TO THE FOLLOWING STANDARDS:

DEFORMED BARS ASTM A615, GR60 Fy = 60 KSI WELDED WIRE REINFORCING ASTM A1064 Fy = 65 KSI STEEL WIRE ASTM A1064 Fy = 60 KSI

2. MINIMUM CONCRETE COVER SHALL BE PROVIDED AS FOLLOWS TO THE

OUTERMOST REINFORCING BARS:

CAST AGAINST AND PERMANENTLY IN CONTACT WITH GROUND 3"

EXPOSED TO WEATHER OR IN CONTACT WITH GROUND

#6 BARS OR LARGER 2"

#5 BARS OR SMALLER 1 1/2"

NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND

SLABS AND WALLS WITH #11 BARS OR SMALLER 3/4"

3. BAR SPLICES SHALL BE PROVIDED WHERE INDICATED ON THE DRAWINGS. ALL

SPLICES SHALL BE CLASS 'B' AS DEFINED IN ACI 318. IF SPLICE LENGTH IS NOT

GIVEN ON THE DRAWINGS, PROVIDE LAP LENGTH (IN INCHES) AS FOLLOWS:

LAP LENGTHS ASSUME CLEAR SPACING BETWEEN BARS OF 2 BAR DIAMETERS,

AND A MINIMUM COVER OF 1 BAR DIAMETER. FOR DEVELOPMENT LENGTHS,

DIVIDE BY 1.3. TOP BARS ARE DEFINED AS HORIZONTAL BARS WITH MORE THAN

1'-0" OF FRESH CONCRETE BELOW.

4. USE LOW HYDROGEN ELECTRODES, GRADE E-90, FOR WELDING OF

REINFORCING BARS.

CAST-IN-PLACE CONCRETE

1. CONCRETE STRENGTHS SHALL CONFORM TO:

2. DRYPACK SHALL BE 1:3-1/2 PORTLAND CEMENT TO SAND WITH A MINIMUM 28-DAY STRENGTH OF

7000 PSI.

3. SLAB ON GRADE CONSTRUCTION:

LOCATE SAW CUT CONTROL JOINTS ALONG COLUMN LINES WITH INTERMEDIATE JOINTS SPACED

PER THE TABLE BELOW, UNO. SLAB PANELS SHALL HAVE A MAXIMUM LENGTH TO WIDTH RATIO OF

1.5:1. PROVIDE ADDITIONAL CONTROL JOINTS AT ALL RE-ENTRANT CORNERS.

4. CROSS REFERENCE ARCHITECTURAL AND STRUCTURAL DRAWINGS TO ASSURE PROPER

DIMENSIONS AND PLACEMENT OF ALL ANCHOR BOLTS, INSERTS, NOTCHES, EDGES OF

WALLS/GRADE BEAMS AND PIERS.

5. UNO, ALL FOOTINGS SHALL BE CENTERED UNDER WALLS, PIERS OR COLUMNS.

6. DO NOT PLACE PIPES, DUCTS, REGLETS OR CHASES IN STRUCTURAL CONCRETE WITHOUT

APPROVAL OF THE STRUCTURAL ENGINEER THROUGH THE ARCHITECT.

7. NOTIFY THE ARCHITECT/STRUCTURAL ENGINEER 48 HOURS MINIMUM PRIOR TO ALL POURS.

8. GENERAL CONTRACTOR TO PROVIDE SHOP DRAWINGS FOR SIZE, LOCATION AND HEIGHT OF

MECHANICAL EQUIPMENT PADS ON CONCRETE SLAB ON STEEL DECK AND SLAB-ON-GRADE.

MASONRY

1. MINIMUM 28-DAY COMPRESSIVE STRENGTHS FOR MASONRY CONSTRUCTION SHALL BE:

DESIGN ASSEMBLY STRENGTH, f'm 2000 PSI

INDIVIDUAL CONCRETE MASONRY UNITS 2800 PSI

MORTAR 1800 PSI

GROUT 2000 PSI

2. MASONRY MATERIALS SHALL CONFORM TO THE FOLLOWING STANDARDS:

CONCRETE MASONRY UNITS (CMU) ASTM C90, GRADE N-1

MORTAR ASTM C270, TYPE S

GROUT ASTM C476

REINFORCING STEEL ASTM A615, GR 60

PLATE AND BENT BAR ANCHORS ASTM A36

SHEET METAL ANCHORS AND TIES ASTM A1008

WIRE MESH TIES ASTM A1064

WIRE TIES AND ANCHORS ASTM A951

ANCHOR BOLTS ASTM A307, GRADE A

3. BAR SPLICES SHALL BE PROVIDED WHERE INDICATED ON THE DRAWINGS. IF SPLICE LENGTH IS NOT GIVEN ON THE DRAWINGS, PROVIDE LAP LENGTHS (IN INCHES) AS FOLLOWS EXCEPT BARS

LARGER THAN #9 SHALL BE MECHANICALLY SPLICED:

ASD (IBC 2012/2015/2018):

4. GROUT SOLID ALL JAMBS FULL HEIGHT IN LOAD BEARING MASONRY WALLS TO UNDERSIDE OF

LINTEL. EXTEND GROUTED JAMB FROM FACE OF MASONRY OPENING AT LEAST EQUAL TO THE

BEARING LENGTH OF THE LINTEL BEYOND THE OPENING PLUS 8 INCHES.

5. PROVIDE A MINIMUM OF 1 INCH GROUT BETWEEN MAIN REINFORCING AND/OR BOLTS AND

MASONRY UNIT FACE. VERTICAL REINFORCEMENT SHALL BE CENTERED IN WALL, UNO.

6. COORDINATE ANY UNIDENTIFIED PIPE OR DUCT PASSING THROUGH STRUCTURAL MASONRY

WALLS, UNLESS NOTED OR DETAILED SPECIFICALLY.

LINTELS

1. ALL CMU WALLS IN THIS PROJECT ARE NON-LOAD BEARING. REFER TO ARCHITECTURAL

DRAWINGS FOR WALL LOCATIONS, THICKNESS, AND OPENING SIZES.

2. LINTELS ARE NOT REQUIRED AT OPENINGS THAT ARE 12" WIDE OR LESS AND AT LEAST 1

COURSE BELOW THE TOP OF WALL.

3. ALL LINTELS SHALL HAVE A MINIMUM OF 8" END BEARING. BEARING PLATES ARE NOT

REQUIRED.

4. ALL LINTELS IN EXISTING MASONRY WALLS SHALL CONSIST OF DOUBLE STEEL ANGLES OR

STEEL PLATE, SIZED AS LISTED BELOW. REMOVE AND REPLACE (E) MASONRY AS REQUIRED

TO INSTALL ANGLES WITH THE REQUIRED BEARING.

5. ANY LINTELS THAT OCCUR IN EXTERIOR WALLS SHALL BE HOT-DIP GALVANIZED.

6. LINTELS IN 6" NON-LOAD BEARING CMU SHALL BE SIZED AS FOLLOWS BELOW. CUT FIRST

COURSE OF BLOCK ABOVE LINTEL AS REQUIRED TO FIT AROUND STEEL.

SPAN, L STEEL OPTION

0'-0" < L < 2'-0" 5/16" x 5 1/2" PLATE 2'-0" < L < 4'-0" (2) L3 1/2x2 1/2x1/4 (LLV) 4'-0" < L < 6'-4" INVERTED WT7x13

L > 6'-4" CONTACT ENGINEER

7. LINTELS IN 12" NON-LOAD BEARING CMU TO BE SIZED AS FOLLOWS BELOW. CUT FIRST

COURSE OF BLOCK ABOVE LINTEL AS REQUIRED TO FIT AROUND STEEL.

SPAN, L STEEL OPTION

0'-0" < L < 2'-0" 5/16" x 11 1/2" PLATE 2'-0" < L < 4'-0" (2) L5x5x5/16 4'-0" < L < 6'-4" (2) L5x5x3/8

L > 6'-4" CONTACT ENGINEER

POST-INSTALLED ANCHORS

1. ANCHORS SERVING AS THE BASIS OF DESIGN ARE SHOWN ON THE DRAWINGS. ACCEPTABLE ALTERNATIVE ANCHORS MAY BE SUPPLIED PROVIDED THE QUANTITY AND CONFIGURATION MATCH THE CAPACITY OF THE DESIGN ANCHOR QUANTITY AND CONFIGURATION. ANY ALTERNATES ARE TO BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW. INSTALL IN ACCORDANCE WITH MANUFACTURER’S WRITTEN INSTRUCTIONS. BELOW

SUMMARIZES EACH ANCHOR TYPE USED ON THE PROJECT.

2. MECHANICAL ANCHORS:

EXPANSION ANCHORS

THREADED SCREW ANCHORS

3. ADHESIVE ANCHORS: SHALL CONSIST OF DEFORMED REINFORCING BARS OR ASTM A193 GRADE B7 RODS, HEAVY DUTY NUTS AND WASHERS AND A TWO COMPONENT STRUCTURAL ADHESIVE. WHERE ANCHORING INTO HOLLOW

MASONRY, A SCREEN TUBE SHALL BE PROVIDED.

4. CRACKED CONCRETE REPRESENTS ALL CONCRETE FOR PROJECTS LOCATED IN SEISMIC DESIGN CATEGORY C OR HIGHER, TENSILE ZONES SUCH AS BOTTOMS OF BEAMS AND SLABS, OR WHERE NOTED ON THE DRAWINGS.

STEEL DECK

1. DECK SIZE AND GAUGE INDICATED ON THE DRAWINGS ARE BASED ON THE FOLLOWING:

A. VULCRAFT 2015 CATALOG FOR GRAVITY DESIGN LOADS AND UNSHORED CONSTRUCTION SPANS.

B. STEEL DECK INSTITUTE (SDI) DIAPHRAGM DESIGN MANUAL 3RD EDITION FOR DIAPHRAGM LOADS.

2. STEEL DECK GALVANIZING SHALL CONFORM TO ASTM A653 WITH A MINIMUM COATING OF G60.

3. PAINTED STEEL ROOF DECK SHALL CONFORM TO ASTM A1008, GRADE C.

4. ALL DECK SHALL MEET THE MINIMUM TYPE AND GAUGE INDICATED ON THE DRAWINGS, AND AS FOLLOWS:

5. UNLESS NOTED OTHERWISE, DECK SHALL BE FASTENED WITH 5/8”Ø PUDDLE WELDS AT 12” OC AT ALL SUPPORTS AND EDGES. SIDE LAPS SHALL BE FASTENED WITH #10 TEK SCREWS, MINIMUM ONE AT EACH MIDSPAN. OPENING EDGES SHALL RECEIVE THE SAME WELDING AS REQUIRED AT DECK ENDS. ALL WELDING SHALL BE PERFORMED BY

CERTIFIED WELDERS EXPERIENCED IN COLD-FORMED STEEL DECK WORK.

6. PROVIDE 16 GAUGE WELD WASHERS AT PUDDLE WELD CONNECTIONS TO 24 GAUGE AND LIGHTER STEEL DECKS.

7. USE SUMP PANS AT ALL ROOF DRAINS. MINIMUM THICKNESS FOR SUMP PANS SHALL BE 14 GAUGE.

8. DO NOT PLACE PIPES, DUCTS, REGLETS OR CHASES IN COMPOSITE FLOOR SYSTEMS WITHOUT APPROVAL OF THE

STRUCTURAL ENGINEER.

9. DO NOT EXCEED 25 LBS PER HANGER AND A MINIMUM SPACING OF 2’-0” ON CENTER WHEN ATTACHING TO STEEL ROOF DECK. THIS 25 LBS LOAD AND 2’-0” SPACING INCLUDES ADJACENT MECHANICAL, ELECTRICAL, AND ARCHITECTURAL ITEMS HANGING FROM THE DECK. IF THE HANGER RESTRICTIONS CANNOT BE ACHIEVED, SUPPLEMENTAL FRAMING SUPPORTED OFF STEEL FRAMING WILL NEED TO BE ADDED. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATING LOCATION AND WEIGHT OF ALL THE ELEMENTS BEING HUNG.

10. CORRUGATED FORM DECK GAUGES SHOWN ON THE DRAWINGS ARE INTENDED TO SUPPORT THE WEIGHT OF THE WET CONCRETE PLUS A CONSTRUCTION LIVE LOAD OF 20 PSF WITHOUT INTERMEDIATE SHORING BASED ON A THREE SPAN CONTINUOUS CONDITION. DECK MANUFACTURER SHALL EVALUATE OTHER SPAN CONDITIONS FOR DEFLECTION WHICH SHALL NOT EXCEED L/180 NOR 1/8 INCH UNDER THE UNIFORMLY DISTRIBUTED CONCRETE DEAD LOAD AND NOTE AREAS WHICH WILL REQUIRE SHORING TO CONTROL DEFLECTION AND/OR MEET ALLOWABLE

STRESSES.

MINIMUM LAP SPLICE LENGTH

BAR SIZE

#3

#4

#5

#6

BAR

SIZE

#3

OTHER

TOP

3000 PSI CONCRETE

OTHER

TOP

4000 PSI CONCRETE

#4 29 38 25 33

#5 36 47 31 41

#6 43 56 37 49

#7 63 81 54 71

#8 72 93 62 81

ANCHORED

INTO

GROUTED

MASONRY

BASIS OF DESIGN ACCEPTABLE ALTERNATES

HILTI KWIK BOLT 3 [ESR-1385]

DEWALT POWER STUD+ SD1 [ESR-2966]

SIMPSON WEDGE-ALL [ESR-1396]

UNCRACKED

CONCRETE

HILTI KWIK BOLT 3 [ESR-2302]

DEWALT POWER STUD+ SD2 [ESR-2502]

RED HEAD TRUBOLT+ [ESR-2427]

SIMPSON STRONG BOLT 2 [ESR-3037]

CRACKED

CONCRETE

HILTI KWIK BOLT TZ [ESR-1917]

DEWALT POWER STUD+ SD2 [ESR-2502]

RED HEAD TRUBOLT+ [ESR-2427]

SIMPSON STRONG BOLT 2 [ESR-3037]

ANCHORED

INTO

GROUTED

MASONRY

BASIS OF DESIGN ACCEPTABLE ALTERNATES

HILTI KWIK HUS-EZ [ESR-3056]

DEWALT WEDGE-BOLT+ [ESR-1678]

SIMPSON TITEN HD [ESR-1056]

UNCRACKED

CONCRETE

HILTI KWIK HUS-EZ [ESR-3027]

DEWALT POWER SCREW-BOLT+ [ESR-3889]

SIMPSON TITEN HD [ESR-2713]

CRACKED

CONCRETE

DEWALT POWER SCREW-BOLT+ [ESR-3889]

SIMPSON TITEN HD [ESR-2713]

HILTI KWIK HUS-EZ [ESR-3027]

ANCHORED

INTO

HOLLOW

MASONRY

BASIS OF DESIGN ACCEPTABLE ALTERNATES

HILTI HIT-HY 270 [ESR-4143]

DEWALT AC 100+ GOLD [ESR-3200]

SIMPSON SET-XP [ESR-0265]

GROUTED

MASONRY

DEWALT AC 100+ GOLD [ESR-3200]

RED HEAD A7 ACRYLIC [ESR-3951]

SIMPSON SET-XP [ESR-0265]

CONCRETE

DEWALT AC 200+ [ESR-4027]

SIMPSON SET-3G [ESR-4057]

HILTI HIT-HY 270 [ESR-4143]

HILTI HIT-HY 200 [ESR-3187]

INTENDED USE

28-DAY

STRENGTH (PSI)

MAX W/C

RATIO

A/E SLUMP

FOOTINGS

FOUNDATIONS

SLAB-ON-GRADE

UNLESS NOTED OTHERWISE

0.45

0.5

0.45

0.45

N/A

5-8%

N/A

5-8%

1"-4"

4"-6"

1"-4"

1"-4"

THICKNESS

(IN)

MAX JOINT

SPACING (FT)

5 13

6 15

8" CMU

10" CMU

12" CMU

f'm = 2000 PSI

TYPE

1.5" B (ROOF)

GAUGE

lx

0.155

Sx

0.186

Fy

20 0.201 0.234 33

18 0.289 0.318 33

16 0.373 0.408 33

HIGH CAPACITY DRILLED AND GROUTED MICROPILES

1. WORK SHALL CONSIST OF MICROPILES TO BE DESIGNED, FURNISHED, INSTALLED

AND TESTED IN ACCORDANCE WITH THESE NOTES AND AS SHOWN ON THE

DRAWINGS.

2. MICROPILES SHALL BE ACCURATELY PLACED AT THE LOCATIONS SHOWN ON PLAN

AND INSTALLED PLUMB. INSTALL TO THE FOLLOWING TOLERANCES: PILE CENTER

WITHIN 3" FROM SPECIFIED LOCATION, PILE-HOLE ALIGNMENT WITHIN 2% AND TOP

ELEVATION WITHIN ±1" FROM SPECIFIED ELEVATION.

3. REFER TO PLAN FOR MICROPILE LOCATION AND REQUIRED CAPACITY.

4. SUPPORT OF THE MICROPILES SHOULD BE DERIVED FROM THE UNDERLYING

LIMESTONE BEDROCK, WHICH OCCURS AT AN ELEVATION RANGE OF 704.5 FEET

TO 708.0 FEET. REFER TO THE GEOTECHNICAL REPORT FOR ADDITIONAL

INFORMATION.

5. THE CONTRACTOR'S PROPOSAL FOR MICROPILE WORK SHALL EXPLAIN IN DETAIL

THEIR MATERIALS, METHODS AND DESIGN ASSUMPTIONS.

6. THE CONTRACTOR INSTALLING MICROPILES SHALL HAVE A MINIMUM FIVE YEARS

OF DOCUMENTED EXPERIENCE IN SIMILAR PROJECTS. A BRIEF DESCRIPTION OF

THREE SIMILAR PROJECTS, INCLUDING REFERENCES, SHALL BE PROVIDED.

7. THE CONTRACTOR SHALL PREPARE AND SUBMIT STAMPED DRAWINGS AND

DESIGN CALCULATIONS DESCRIBING THE MICROPILE SYSTEM INTENDED FOR USE

TO THE STRUCTURAL ENGINEER OF RECORD FOR REVIEW AND APPROVAL. THE

WORKING DRAWINGS AND DESIGN SUBMISSION SHALL BE SUBMITTED NO LESS

THAN 30 CALENDAR DAYS PRIOR TO THE COMMENCEMENT OF THE MICROPILE

WORK. ALL CALCULATIONS AND DRAWINGS SHALL BE PREPARED AND SEALED BY

A STRUCTURAL ENGINEER LICENSED IN THE STATE OF MISSOURI. THE WORKING

DRAWINGS AND DESIGN SUBMISSION SHALL INCLUDE THE FOLLOWING, AT

MINIMUM:

A. MICROPILE DESIGN LOADS.

B. TYPE AND SIZE.

C. CORROSION PROTECTION SYSTEM.

D. METHOD OF ATTACHMENT TO STRUCTURE.

E. BOND LENGTH DETAIL.

8. DESIGN MICROPILES FOR THE SERVICE LOADS GIVEN ON DRAWINGS.

9. MICROPILES SHALL BE DESIGNED TO MEET THE SPECIFIED LOADING WITH A

MAXIMUM DEFLECTION CRITERIA OF 1/4" DIFFERENTIAL AND 1/2" TOTAL

SETTLEMENT.

10. A MINIMUM OF ONE TEST PILE SHALL BE LOADED TO TWICE THE REQUIRED

DESIGN LOAD. THE LOAD TEST SHALL BE EVALUATED BY THE CONTRACTOR AND

ENGINEER TO ASSUME COMPLIANCE WITH JOB PERFORMANCE REQUIREMENTS.

THE TESTS SHALL BE PERFORMED IN ACCORDANCE WITH ASTM D 1143-07,

STANDARD TEST METHODS FOR DEEP FOUNDATIONS UNDER STATIC AXIAL AND

COMPRESSIVE LOAD.

11. DESIGN OF MICROPILES SHALL BE COORDINATED WITH INFORMATION CONTAINED

IN THE GEOTECHNICAL REPORT REFERENCED BY THESE DRAWINGS.

12. THE SPECIAL INSPECTION AGENCY SHALL BE PRESENT TO CONTINUOUSLY

OBSERVE THE INSTALLATION OF THE MICROPILES.

13. THE SPECIAL INSPECTION AGENCY SHALL KEEP A RECORD LOG OF EACH PILE AS

INSTALLED SHOWING LOCATION, TOP AND BOTTOM ELEVATIONS, SHAFT

DIAMETERS, DATE INSTALLED, TYPE OF STRATA ENCOUNTERED, RATED LOAD

CAPACITY, GROUT PRESSURE ATTAINED AND ANY OTHER PERTINENT

INFORMATION.

14. THE NEW EQUIPMENT FOUNDATION SUPPORTED BY MICROPILES SHALL BE

VIBRATIONALLY ISOLATED FROM THE REST OF THE BUILDING STRUCTURE. THE

CONTRACTOR SHALL COORDINATE LOAD AND VIBRATION REQUIREMENTS WITH

THE EQUIPMENT MANUFACTURER AND DESIGN MICROPILES ACCORDINGLY.

STRUCTURAL TESTS AND INSPECTION

1. UNLESS NOTED, MATERIALS SHALL CONFORM AND TESTS AND INSPECTIONS SHALL BE PERFORMED BY THE INSPECTION AGENCY WHO IS APPROVED THE ARCHITECT AND THE STRUCTURAL ENGINEER. CONTINUOUS AND

PERIODIC TESTING AND INSPECTION SHALL CONFORM TO IBC CHAPTER 17, AND AS FOLLOWS:

A. DRIVEN DEEP FOUNDATIONS 1705.7

B. CONCRETE CONSTRUCTION 1705.3

C. MASONRY CONSTRUCTION 1705.4

D. STEEL CONSTRUCTION 1705.2

E. SOILS 1705.6

F. WIND RESISTANCE 1705.11

G. SEISMIC RESISTANCE 1705.12, 1705.13

2. REFER TO ARCHITECTURAL, CIVIL, MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS OR SPECIFICATIONS FOR

TESTING AND INSPECTION REQUIREMENTS OF NON-STRUCTURAL COMPONENTS.

3. DUTIES OF THE INSPECTION AGENCY PER IBC CHAPTER 17:

A. SUBMIT A PROPOSED TESTING AND INSPECTION PROGRAM TO THE OWNER, THE ARCHITECT AND THE

STRUCTURAL ENGINEER FOR REVIEW AND APPROVAL AT LEAST TWO WEEKS PRIOR TO COMMENCEMENT OF

WORK.

B. PERFORM ALL TESTING AND INSPECTION REQUIRED PER APPROVED TESTING AND INSPECTION PROGRAM.

C. FURNISH INSPECTION REPORT TO THE BUILDING OFFICIAL, THE OWNER, THE ARCHITECT, STRUCTURAL

ENGINEER AND THE GENERAL CONTRACTOR. THE REPORTS SHALL BE COMPLETED AND FURNISHED WITHIN 48

HOURS OF INSPECTED WORK.

D. SUBMIT A FINAL SIGNED REPORT STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF THE SPECIAL INSPECTION AGENCY’S KNOWLEDGE, IN CONFORMANCE WITH THE APPROVED PLANS

AND SPECIFICATIONS.

17. EXISTING CONDITIONS:

A. EXISTING STRUCTURAL INFORMATION SHOWN WAS OBTAINED FROM EXISTING

DRAWINGS DATED 8/20/81 BY CAMPBELL & WIELAND, INC.

B. EXISTING STRUCTURAL INFORMATION SHOWN WAS OBTAINED FROM FIELD

TAKE-OFF BY IMEG AS PERMITTED BY ACCESS RESTRICTIONS DURING DESIGN.

C. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING

CONDITIONS IS GIVEN AS THE BEST PRESENT KNOWLEDGE. CONTRACTOR TO

VERIFY EXISTING INFORMATION, DIMENSIONS AND SIZES AS REQUIRED TO

COMPLETE THEIR WORK. WHERE ACTUAL CONDITIONS CONFLICT WITH THE

DRAWINGS, THEY SHALL BE REPORTED TO THE AOR OR SEOR SO PROPER

CLARIFICATION MAY BE MADE. MODIFICATION OF CONSTRUCTION DETAILS

SHALL NOT BE MADE WITHOUT WRITTEN APPROVAL OF THE ARCHITECT OR

STRUCTURAL ENGINEER.

1. NEITHER THE PROFESSIONAL ACTIVITIES OF THE ENGINEER, NOR THE PRESENCE OF THE

ENGINEER OR THEIR EMPLOYEES AND SUBCONSULTANTS AT THE CONSTRUCTION SITE,

SHALL RELIEVE THE CONTRACTOR AND ANY OTHER ENTITY OF THEIR OBLIGATIONS,

DUTIES AND RESPONSIBILITIES INCLUDING BUT NOT LIMITED TO, CONSTRUCTION MEANS,

METHODS, SEQUENCE, TECHNIQUES OR PROCEDURES NECESSARY FOR PERFORMING,

SUPERINTENDING OR COORDINATING ALL PORTIONS OF THE CONSTRUCTION WORK IN

ACCORDANCE WITH THE CONTRACT DOCUMENTS AND ANY HEALTH OR SAFETY

PRECAUTIONS REQUIRED BY ANY REGULATORY AGENCIES. THE ENGINEER AND THEIR

PERSONNEL HAVE NO AUTHORITY TO EXERCISE ANY CONTROL OVER ANY

CONSTRUCTION CONTRACTOR OR OTHER ENTITY OR THEIR EMPLOYEES IN CONNECTION

WITH THEIR WORK OR ANY HEALTH OR SAFETY PRECAUTIONS. THE CONTRACTOR IS

SOLELY RESPONSIBLE FOR THE JOBSITE SAFETY. THE ENGINEER AND THE ENGINEER’S

CONSULTANTS SHALL BE MADE ADDITIONAL INSUREDS UNDER THE CONTRACTOR’S

GENERAL LIABILITY INSURANCE POLICY.

2. ALL DRAWINGS AND SPECIFICATIONS ARE CONSIDERED TO BE A PART OF THE CONTRACT

DOCUMENTS. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE REVIEW AND

COORDINATION OF ALL DRAWINGS AND SPECIFICATIONS PRIOR TO THE START OF

CONSTRUCTION. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE

ARCHITECT PRIOR TO THE START OF CONSTRUCTION SO A CLARIFICATION CAN BE

ISSUED. ANY WORK PERFORMED IN CONFLICT WITH THE CONTRACT DOCUMENTS OR ANY

CODE REQUIREMENTS SHALL BE CORRECTED BY THE CONTRACTOR AT THEIR OWN

EXPENSE AND AT NO EXPENSE TO THE OWNER OR ARCHITECT.

3. ALL DIMENSIONS AND SITE CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR AT THE

JOBSITE PRIOR TO CONSTRUCTION, START OF SHOP DRAWINGS, START OF

CONSTRUCTION, AND/OR FABRICATION OF MATERIALS. IF DISCREPANCIES ARE

ENCOUNTERED, OR CONDITIONS DEVELOP THAT ARE NOT COVERED BY THE CONTRACT

DOCUMENTS, THE ARCHITECT SHALL BE NOTIFIED FOR CLARIFICATION.

4. CONTRACTOR SHALL PROVIDE AND BE RESPONSIBLE FOR THE PROTECTION AND REPAIR

OF ADJACENT EXISTING SURFACES AND AREAS WHICH MAY BE DAMAGED AS A RESULT

OF NEW WORK.

5. STRUCTURAL DRAWINGS INCLUDE DESIGN REQUIREMENTS AND DIMENSIONS FOR

STRUCTURAL INTEGRITY BUT DO NOT SHOW ALL DETAIL DIMENSIONS TO FIT INTRICATE

ARCHITECTURAL AND MECHANICAL DETAILS. CONTRACTOR SHALL SO CONSTRUCT THE

WORK SO IT WILL CONFORM TO THE CLEARANCES REQUIRED BY ARCHITECTURAL,

MECHANICAL AND ELECTRICAL DESIGN.

6. ALL SYMBOLS AND ABBREVIATIONS USED ON THE DRAWINGS ARE CONSIDERED TO BE

CONSTRUCTION STANDARDS. IF CLARIFICATION IS REQUIRED, THE CONTRACTOR SHALL

NOTIFY THE ARCHITECT PRIOR TO PROCEEDING WITH THE WORK.

7. DO NOT SCALE DRAWINGS. PRINTED DIMENSIONS HAVE PRECEDENCE OVER SCALED

DRAWINGS AND LARGE-SCALE OVER SMALL-SCALE DRAWINGS. CONTRACTOR TO

DETERMINE FINAL DIMENSION WITH ARCHITECT.

8. TYPICAL DETAILS SHALL APPLY TO SITUATIONS OCCURRING ON THE PROJECT THAT ARE

THE SAME OR SIMILAR TO THOSE SPECIFICALLY REFERENCED. WHERE NO DETAILS ARE

GIVEN, CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK.

9. THE CONTRACT DOCUMENTS AND SPECIFICATIONS REPRESENT THE FINISHED

STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE

CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE

AND SAFETY OF WORKMEN DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE,

BUT NOT BE LIMITED TO, BRACING AND SHORING FOR LOADS DUE TO CONSTRUCTION

EQUIPMENT, ETC. OBSERVATION VISITS TO THE SITE BY THE ARCHITECT OR STRUCTURAL

ENGINEER SHALL NOT INCLUDE INSPECTION OR APPROVAL OF THE ABOVE ITEMS AND

DOES NOT IN ANY WAY RELIEVE THE CONTRACTOR OF THEIR RESPONSIBILITIES FOR THE

ABOVE.

10. SEE ARCHITECTURAL, ELECTRICAL AND MECHANICAL DRAWINGS FOR DETAILS,

CONDITIONS, PITS, TRENCHES, PADS, DEPRESSIONS, ROOF/FLOOR OPENINGS, STAIRS,

SLEEVES, ITEMS TO BE EMBEDDED OR ATTACHED TO STRUCTURAL ELEMENTS, ETC., NOT

SHOWN ON THE STRUCTURAL DRAWINGS.

11. ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR MECHANICAL, ELECTRICAL AND

PLUMBING WITH APPROPRIATE TRADE CONTRACTORS. OPENING SIZES AND LOCATIONS

SHOWN FOR DUCTS, PIPE, INSERTS AND OTHER PENETRATIONS WHEN SHOWN ARE FOR

GENERAL INFORMATION ONLY AND SHALL BE VERIFIED PRIOR TO FORMING.

12. NO HOLES, NOTCHES, BLOCKOUTS, ETC. ARE ALLOWED IN STRUCTURAL ELEMENTS

UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS OR APPROVED BY THE

STRUCTURAL ENGINEER.

13. BEFORE SUBMITTING A PROPOSAL FOR THIS WORK, EACH BIDDER SHALL VISIT THE

PREMISES AND BECOME FULLY ACQUAINTED WITH THE EXISTING CONDITIONS,

TEMPORARY CONSTRUCTION REQUIRED, QUANTITIES AND TYPE OF EQUIPMENT, ETC. THE

BID SHALL INCLUDE ALL SUMS REQUIRED TO DO THE WORK WITHIN THE EXISTING

CONDITIONS.

14. SHOP DRAWINGS SHALL BE REVIEWED AND COORDINATED PRIOR TO SUBMITTING TO THE

ARCHITECT. EACH SHOP DRAWING SUBMITTED SHALL BE STAMPED INDICATING REVIEW

BY THE CONSTRUCTION MANAGER/GENERAL CONTRACTOR AND REVIEW BY THE

ARCHITECT SHALL NOT BEGIN UNTIL THIS IS COMPLETE. WORK SHALL NOT BEGIN

WITHOUT REVIEW BY THE ARCHITECT/STRUCTURAL ENGINEER.

15. SHOP DRAWINGS SHALL BE REVIEWED BY THE ARCHITECT/STRUCTURAL ENGINEER FOR

GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY. NOTATIONS MADE BY THE

ARCHITECT/STRUCTURAL ENGINEER ON THE SHOP DRAWINGS DO NOT RELIEVE THE

CONTRACTOR FROM COMPLYING WITH THE REQUIREMENTS OF THE DRAWINGS AND

SPECIFICATIONS.

16. ELEVATIONS ARE BASED ON THE EXISTING FIRST FLOOR ELEVATION OF ( +723' - 0" ).

GENERAL

STEEL

1. STRUCTURAL STEEL SHALL CONFORM TO ASTM STANDARDS AS NOTED BELOW:

WIDE FLANGE SHAPES ASTM A992 Fy = 50 KSI OTHER ROLLED SHAPES ASTM A36 Fy = 36 KSI HSS SECTIONS, SQ/RECT ASTM A500, GR B Fy = 46 KSI BASE AND CONNECTION PLATES ASTM A36 Fy = 36 KSI ANCHOR RODS ASTM F1554, GR 36 Fy = 36 KSI HIGH STRENGTH BOLTS ASTM F3125, GR A325 Fv = 120 KSI HIGH STRENGTH TWIST-OFF BOLTS ASTM F3125, GR F1852 Fv = 120 KSI

HEAVY HEX NUTS ASTM A563

WASHERS ASTM F436

HEADED STUDS ASTM A108, TYPE B

ELECTRODES FOR ARC WELDING AWS 5.1, E70XX

2. HIGH STRENGTH BOLTS SHALL BE INSTALLED IN ACCORDANCE WITH AISC “SPECIFICATIONS FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS”. REFER TO DETAILS FOR BOLT SIZE AND MATERIAL ASTM DESIGNATION.

3. USE TENSION-CONTROL, “TWIST-OFF”, BOLTS FOR ALL HIGH STRENGTH BOLTS REQUIRING FULL TENSION AS

INDICATED ON THE DRAWINGS.

4. ALL HIGH STRENGTH BOLTS SHALL CONFORM TO ASTM F3125, GRADE A325N, UNO. FOR ALL DRAG STRUT BOLTS, HIGH STRENGTH BOLTS SHALL CONFORM TO ASTM F3125, GRADE A490SC.

5. STANDARD BOLT HOLES IN STEEL SHALL BE 1/16 INCH LARGER IN DIAMETER THAN NOMINAL SIZE OF BOLT USED, UNO.

6. BOLTS IN SLOTTED HOLES SHALL BE LOCATED IN THE CENTER OF THE HOLE AFTER FIELD ASSEMBLY IS COMPLETE, UNLESS DETAILED OTHERWISE.

7. WELD LENGTHS INDICATED ON THE DRAWINGS ARE THE NET EFFECTIVE LENGTH REQUIRED. WHERE FILLET WELD SYMBOL IS GIVEN WITHOUT INDICATION OF SIZE, USE MINIMUM SIZE WELDS AS SPECIFIED IN AISC 360, SECTION J2.4.

8. FIELD CONNECTIONS SHALL BE BOLTED TO THE GREATEST EXTENTS POSSIBLE TO MINIMIZE FIELD WELDING. SHOP CONNECTIONS SHALL BE WELDED, UNO. WELDS INDICATED WITH A SHOP WELD SYMBOL MAY BE MADE IN THE FIELD WITH THE APPROVAL OF THE STRUCTURAL ENGINEER. LOCATIONS OF ALL FIELD WELDS SHALL BE CLEARLY SHOWN ON THE SHOP DRAWINGS. WELDS SHALL BE DESIGNED TO BE FULLY EQUIVALENT IN STRENGTH TO

BOLTED CONNECTIONS DETAILED TO MINIMIZE BENDING IN THE CONNECTION.

9. HEADED STUDS:

A. STUDS SHALL BE AUTOMATICALLY END WELDED IN ACCORDANCE WITH THE MANUFACTURER’S

RECOMMENDATIONS IN SUCH A MANNER AS TO PROVIDE COMPLETE FUSION BETWEEN THE END OF THE STUD AND THE PLATE. THERE SHOULD BE NO POROSITY OR EVIDENCE OF LACK OF FUSION BETWEEN THE WELDED END OF THE STUD AND THE PLATE. THE STUD SHALL DECREASE IN LENGTH DURING WELDING APPROXIMATELY 1/8” FOR 5/8”ø AND SMALLER AND 3/16” FOR LARGER THAN 5/8”ø. WELDING SHALL BE DONE ONLY BY QUALIFIED

WELDERS APPROVED BY THE INSPECTION AGENCY.

10. REFER TO DRAWINGS FOR DETAIL OF DECK OPENINGS. REFER TO ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS, ETC. FOR EXACT SIZE, LOCATION, AND COUNT OF REQUIRED OPENINGS.

11. CUTS, HOLES, OPENINGS, ETC., REQUIRED IN STRUCTURAL STEEL MEMBERS FOR THE WORK OF OTHER TRADES SHALL BE SHOWN ON THE SHOP DRAWINGS. BURNING OF HOLES AND CUTS IN THE FIELD SHALL NOT BE ALLOWED, EXCEPT BY WRITTEN AUTHORIZATION FROM THE STRUCTURAL ENGINEER. NO HOLES SHALL BE CUT IN STRUCTURAL STEEL BY OTHER TRADES UNLESS SHOWN ON STRUCTURAL DRAWINGS OR APPROVED IN WRITING

BY THE STRUCTURAL ENGINEER.

STEEL JOISTS

1. ATTACH STEEL JOIST TO SUPPORT AS FOLLOWS:

WHERE WELDS OR BOLTS ARE INDICATED, WELD/BOLT TO BE INSTALLED ON BOTH SIDES OF JOIST SEAT.

2. DESIGN JOIST SEAT FOR 1650 LB ROLLOVER LOAD FOR K-SERIES JOIST ONLY.

3. JOISTS SHALL BE DESIGNED FOR A MAXIMUM LIVE LOAD DEFLECTION OF L/360, UNO.

4. PROVIDE BRIDGING PER SJI SPECIFICATIONS. DESIGN AND PROVIDE UPLIFT BRIDGING TO WITHSTAND A NET UPLIFT PRESSURE AS INDICATED WITHIN THE DESIGN CRITERIA AND LOADS NOTES. WHERE BRIDGING INTERFERES WITH MECHANICAL OR OTHER TRADE INSTALLATIONS, THE FABRICATOR SHALL REMOVE THE BRIDGING AFTER THE STEEL DECK IS IN PLACE AND REPLACE AS DIRECTED BY THE JOIST MANUFACTURER.

5. ERECTOR SHALL FOLLOW MANUFACTURER’S AND STEEL JOIST INSTITUTE’S GUIDELINES FOR ERECTION STABILITY

AND HANDLING.

6. WHERE STEEL COLUMNS ARE NOT FRAMED IN AT LEAST TWO DIRECTIONS WITH STRUCTURAL STEEL MEMBERS, JOISTS AT COLUMN LINES SHALL BE FIELD BOLTED.

7. NO CONCENTRATED LOAD OR CONNECTION SHALL BE APPLIED TO THE JOISTS WITHOUT WRITTEN APPROVAL

FROM THE JOIST MANUFACTURER, UNO.

JOIST

TYPE/SERIES

K

FILLET

WELD SIZE

WELD

LENGTH (IN)

BOLT DIAMETER

(IN)

BOLT

MATERIAL STEEL MASONRY

DETAILS WITH WELD

INFORMATION

DETAILS WITH BOLT

INFORMATION

MINIMUM END

BEARING (IN)

1/8 2 1/2 A307 2 1/2 4

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMP

321 4 5 6 7 8 9 10

Calvin rchitects, P.C.L 3705 North 200th Street

Elkhorn, Nebraska 68022

Phone: 402.291.6941 Fax: 402.291.9193

AH. INZ

Incandescence Life Safety, Inc.

3575 Ringsby Court, #408, Denver, CO, 80216

Phone:(720) 722-3010

589A4-20-158

IMEG Corp.

15 Sunnen Drive, Suite 104

St. Louis, MO 63143

Phone:(314) 951-2534

BID SET RENOVATE WAREHOUSE FOR

PANDEMIC PREPAREDNESS

HARRY S. TRUMAN MEM. VETERANS HOSPITAL

800 HOSPITAL DR., COLUMBIA MO 65201

Dwg. # of 94

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S-001

GENERAL NOTES

MICALB WALLEW03/24/2021

11Revisions: Date:

BID SET 03/24/2021

ADDENDUM NO. 1 04/29/2021

TWO TEST PILES SHALL BE LOADED TO TWICE THE REQUIRED

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AMENDMENT #3

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