ATTACHMENT 8 - Structural Drawings.pdf

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 FIRST FLOOR ELEVATION OF ( +0'-0" ) WHICH IS

EQUIVALENT TO CIVIL ELEVATION ( +549.5' ).

17. EXISTING CONDITIONS:

A. EXISTING STRUCTURAL INFORMATION SHOWN WAS OBTAINED FROM EXISTING

DRAWINGS DATED APRIL 20, 1950 BY VETERANS ADMINISTRATION, WASHINGTON, D.C.

B. 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.

18. EXISTING BUILDING MATERIAL PROPERTIES:

A. STEEL = A36

B. CONCRETE = 3000 PSI

C. REINFORCEMENT = 40 KSI

GENERAL

1. STRUCTURE HAS BEEN DESIGNED TO COMPLY WITH:

IBC 2018

ASCE/SEI 7-16

ACI 318-14

AISC 360-16

AISC 341-16, INCLUDING SUPPLEMENTS

AWS D1.1

VA H-18 8

PG 18-15

2. RISK CATEGORY IV; CRITICAL

3. SEISMIC:

SEISMIC DESIGN CATEGORY D

IMPORTANCE RISK FACTOR 1.50

SOIL CLASSIFICATION PER

GEOTECHNICAL REPORT C

SS 0.443 g S1 0.158 g Sds 0.384 g Sd1 0.158 g

SEISMIC FORCE RESISTING SYSTEM BUILDING LEAN - TO AGAINST EXISTING

BUILDING WITH ORDINARY STEEL MOMENT

FRAME

R 3.5 Cd 3.0

ΩO 3.0

ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE

BASE SHEAR, STRENGTH LEVEL V = CS x W = 0.104 x 189 = 19.7 KIPS

4. WIND:

BASIC WIND SPEED 118 MPH

EXPOSURE CLASS B

MWFRS DESIGN PRESSURE

a. UPTO 15FT MAX WINDWARD 18 PSF

b. UPTO 40FT MAX WINDWARD 22 PSF

c. UPTO 65FT MAX WINDWARD 24 PSF

d. UPTO 85FT MAX WINDWARD 25 PSF

e. UPTO 105FT MAX WINDWARD 27 PSF

f. MAX LEEWARD 19 PSF

NET ROOF UPLIFT PRESSURE 20 PSF [LC: 0.6 DL + 0.6WL]

C&C DESIGN PRESSURE PER APPLICABLE BUILDING CODE

5. LIVE LOADS:

TYPICAL FLOOR 100 PSF (REDUCIBLE)

6. SNOW:

GROUND SNOW 20 PSF

SNOW EXPOSURE FACTOR 1.0

THERMAL FACTOR 1.0

RISK FACTOR 1.2

FLAT-ROOF SNOW 17 PSF

DESIGN SNOW 25 PSF

RAIN-ON-SNOW SURCHARGE 5 PSF

DRIFTING SNOW 2/01-SI001

7. THE ASSUMED ALL LATERAL LOAD RESISTANCE AND STABILITY OF THE EXISTING

BUILDING IS PROVIDED BY MOMENT FRAMES IN EACH ORTHOGONAL DIRECTION. THE

CONCRETE SLABS 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. PER IEBC 2018 AND VA H-18-8,

LATERAL SEISMIC UPGRADE OF EXISTING BUILDING DUE TO NEW ADDITIONAL IS NOT

REQUIRED SINCE NEW ADDITION IS LESS THAN 5% MASS THAN EXISTING BUILDING.

DESIGN CRITERIA AND LOADS

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.

ANCHORED

INTO

CRACKED

CONCRETE

BASIS OF DESIGN ACCEPTABLE ALTERNATES

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

BASIS OF DESIGN ACCEPTABLE ALTERNATES

CRACKED

CONCRETE

DEWALT POWER SCREW-BOLT+ [ESR-3889]

SIMPSON TITEN HD [ESR-2713]

HILTI KWIK HUS-EZ [ESR-3027]

ANCHORED

INTO

BASIS OF DESIGN ACCEPTABLE ALTERNATES

CONCRETE

DEWALT AC 200+ [ESR-4027]

SIMPSON SET-3G [ESR-4057]

HILTI HIT-HY 200 [ESR-3187]

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 PIPE SECTIONS ASTM A53, GR B Fy = 35 KSI HSS SECTIONS, ROUND ASTM A500, GR C Fy = 46 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 WELDED OR BOLTED. 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. 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.

10. 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.

1. FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL REPORT DATED MARCH 4,

2022 BY TERRACON CONSULTANTS, INC. ST. LOUIS, MISSOURI. REPORT IS ON FILE

WITH THE ARCHITECT.

2. SOIL PROPERTIES PER THE GEOTECHNICAL REPORT:

HELICAL PILE OR MICRO PILE DESIGN BY OTHER FOR LOAD ON

01-SF101

SKIN FRICTION (ALLOWABLE)

6'-0" TO 20'-0" 150 PSF

20'-0" TO TOP ROCK 150 PSF

COMPETENT LIMESTONE 6000 PSF

END BEARING PRESSURE (ALLOWABLE) 80000 PSF

ANTICIPATE DEPTH TO ALLOWABLE SOIL 25 TO 40 FT BELOW EXISTING

BEARING GRADE

MINIMUM EMBEDMENT INTO LIMESTONE 3'-0"

FROST DEPTH 2'-6" FT (HEATED)

2'-6" FT (UNHEATED)

EQUIVALENT FLUID PRESSURE 60 PCF UNRESTRAINED WALLS

60 PCF RESTRAINED WALLS

ACTIVE PRESSURE 40 PSF/FT, DRAINED

AT REST PRESSURE 60 PSF/FT, DRAINED

PASSIVE PRESSURE 360 PSF/FT OF DEPTH

COEFFICIENT OF FRICTION 0.3

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

1. UNDERPIN EXISTING WALLS AND FOOTINGS AND PLACE NEW FOOTINGS AS SHOWN

ON THE FOUNDATION PLAN AND DETAILS.

2. NO EXCAVATION CAN BE DONE WITHIN 6’-0” OF THE EXISTING BUILDING UNTIL

UNDERPINNING IS COMPLETE.

3. POURED CONCRETE WALL UNDERPINNING PROCEDURE SHALL BE AS FOLLOWS:

A. WHERE NOTED ON THE PLAN AND DETAILS, UNDERPINNING SHALL BE

PERFORMED AT INTERVALS NOT TO EXCEED 6 FEET IN LENGTH. REPEAT

PROCEDURES BELOW ALTERNATING SECTIONS UNTIL UNDERPINNING IS

COMPLETE.

B. PLACE HORIZONTAL REINFORCEMENT WITH 90° BENDS SO THEY MAY BE

STRAIGHTENED TO LAP WITH BARS OF ADJACENT UNDERPINNING SECTIONS.

C. PLACE CONCRETE OF NEW WALL TO WITHIN 3” OF THE UNDERSIDE OF

EXISTING FOOTING WHERE APPLICABLE. AFTER 2 DAYS, PACK FINAL DIMENSION

WITH 7000 PSI DRY GROUT AT 28-DAY STRENGTH. GROUT IS TO SET AT LEAST 7

DAYS BEFORE ADJACENT SECTION IS EXCAVATED. SHORE AND BRACE EACH

SECTION AS SOON AS FORMS ARE REMOVED. WHEN EXCAVATION IS STARTED

IN ANY SECTION, ALL WORK IN THAT SECTION MUST BE COMPLETED PROMPTLY

AND PRIOR TO STARTING ANOTHER SECTION IN THE IMMEDIATE AREA.

D. UNLESS NOTED OTHERWISE, NEW FOUNDATION WALL AND FOOTING TO MATCH

EXISTING THICKNESS AND SIZE.

4. DURING UNDERPINNING OPERATION, CONTRACTOR SHALL BRACE AND SHORE

EXISTING FOOTING OR WALL WITH JACKS AS REQUIRED TO PREVENT MOVEMENT

OF EXISTING BUILDING. THE SHORING SHALL BE SELECTED TO WITHSTAND THE

DESIGN FORCES INDICATED ON THE DRAWINGS. SHORING JACKS ARE TO BE LEFT

IN PLACE AND CAST INTO THE CONCRETE UNDERPINNING POUR.

5. CONTRACTOR SHALL SUBMIT A SCHEDULE OF UNDERPINNING OPERATIONS FOR

REVIEW BY THE ARCHITECT/STRUCTURAL ENGINEER.

6. CONTRACTOR SHALL SURVEY EXISTING FOOTING AND WALL ELEVATIONS PRIOR

TO, DURING, AND AFTER UNDERPINNING OPERATIONS TO MONITOR POTENTIAL

MOVEMENTS. SURVEY RESULTS SHALL BE SUBMITTED TO THE

ARCHITECT/STRUCTURAL ENGINEER.

UNDERPINNING

STEEL HELICAL PILES

1. STEEL HELICAL PILES SHALL BE ACCURATELY CENTERED AT THE PROPER

LOCATIONS AND INSTALLED PLUMB. INSTALL TO THE FOLLOWING TOLERANCES:

TOP ELEVATION: ±1/2”

PLUMB: WITHIN 1°

PILE CENTERLINE: WITHIN 3"

2. PILE DESIGN SHALL BE DESIGNED TO MEET THE SPECIFIED LOADING AS SHOWN

ON PLAN AND A DEFLECTION CRITERIA OF 1/2” DIFFERENTIAL AND 1” TOTAL

SETTLEMENT, UNO.

3. INSPECTION AGENCY SHALL KEEP A RECORD OR LOG OF EACH PILE AS INSTALLED

SHOWING LOCATION, TOP AND BOTTOM ELEVATIONS, DIAMETERS, DATE

INSTALLED, TYPE OF STRATA ENCOUNTERED AND ANY OTHER PERTINENT

INFORMATION.

4. HELICAL PILE CONTRACTOR SHALL SUBMIT DESIGN CALCULATIONS AND SHOP

DRAWINGS STAMPED AND CERTIFIED BY A LICENSED PROFESSIONAL ENGINEER IN

THE STATE WHERE THE PROJECT IS LOCATED. SHOP DRAWINGS SHALL BE

SUBMITTED FOR REVIEW BY THE ARCHITECT/STRUCTURAL ENGINEER AND SHALL

INCLUDE HELICAL PILE COMPONENTS, CORROSION PROTECTION SYSTEM, PILE

TOP ATTACHMENT AND HELIX DETAILS.

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

WALLS WITH #14 AND #18 BARS 1 1/2"

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. ALL REINFORCING IN CONCRETE USED FOR THE CONTAINMENT OF WATER SHALL

BE HOT-DIP GALVANIZED OR EPOXY-COATED.

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

BARS.

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

#9 81 105 70 91

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.

INTENDED USE

28-DAY STRENGTH

(PSI)

MAX W/C

RATIO

A/E SLUMP

THICKNESS (IN) MAX JOINT

SPACING (FT)

6 15

LINTELS

1. PROVIDE LINTELS OVER ALL OPENINGS AND RECESSES IN MASONRY CONSTRUCTION.

2. PENETRATIONS NOT IDENTIFIED ON THE DOCUMENTS ARE TO BE TREATED IN A MANNER

SIMILAR TO THE IDENTIFIED LOCATIONS. LINTELS OCCURRING IN EXISTING BEARING WALLS

ARE TO BE SIZED ACCORDING TO SIMILAR CONDITIONS AND SPANS IN THE NEW

CONSTRUCTION. LINTELS ARE NOT REQUIRED OVER OPENINGS 12” WIDE OR LESS AND AT

LEAST 1 COURSE BELOW THE TOP OF WALL.

3. LINTELS IN NON-BEARING MASONRY CAN BE SIZED PER THE FOLLOWING:

* ALL ANGLES THAT ARE BACK-TO-BACK SHALL BE WELDED TOP AND BOTTOM 3" AT 12" OC

MINIMUM.

4. BOTTOM PLATE SIZE SHALL BE A MINIMUM OF 3/8” THICK AND A WIDTH OF 3/4” LESS THAN THE FIELD VERIFIED WALL THICKNESS, UNO. THE PLATE SHALL BE THE FULL LENGTH OF THE

LINTEL MEMBER.

5. ALL LINTELS SHALL HAVE A MINIMUM OF 8” END BEARING AND DO NOT REQUIRE BEARING

PLATES, UNO.

6. ALL LINTELS IN EXTERIOR WALL CONSTRUCTION SHALL BE HOT-DIP GALVANIZED, UNO.

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 ASTM A924.

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.

TYPE

1.5" B (ROOF)

GAUGE lx Sx Fy

TYPE GAUGE lx Sx Fy

2" VLI

20 0.197 0.224 50

20 0.403 0.326 50

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 AOR

AND THE SEOR. CONTINUOUS AND PERIODIC TESTING AND INSPECTION SHALL

CONFORM TO IBC CHAPTER 17, AND AS FOLLOWS:

A. HELICAL PILE FOUNDATIONS 1705.9

B. CONCRETE CONSTRUCTION 1705.3

C. STEEL CONSTRUCTION 1705.2 CHAPTER N OF AISC 360

D. SOILS 1705.6

E. WIND RESISTANCE 1705.11

F. SEISMIC RESISTANCE 1705.12 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 AOR AND THE SEOR 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

AOR, SEOR 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.

FOUNDATIONS

SLAB-ON-GRADE

UNLESS NOTED OTHERWISE

0.5

0.45

0.45

5-8%

N/A

5-8%

4"-6"

1"-4"

1"-4"

SPAN, L

0'-0" < L < 2'-0"

STEEL OPTION (FOR

EACH 4" OF MASONRY

WIDTH)*

5/16" PLATE

2'-0" < L < 4'-0" L3 1/2x3 1/2x1/4

4'-0" < L < 6'-0" L4x3 1/2x5/16 (LLV)

6'-0" < L < 8'-0" L5x3 1/2x5/16 (LLV)

8'-0" < L < 10'-0" L6x3 1/2x3/8 (LLV)

# KEY NOTES:

Engineers Architects th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t o n e e ig h th in c h o n e fo o t

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

Veterans Health

Administration

VA FORM 08-6231

Drawing Title Project Title

Location

Date Checked Drawn

Project Number

Building Number

Drawing Number

CONSULTANTS:

Drawing # of

VA Health Care System Approval:

Revision: Date:

ARCHITECT/ENGINEER:

JOHN COCHRAN DIVISION

915 NORTH GRAND BLVD - ST. LOUIS, MO 63106

ACG Project Number

Headquarters:

Apogee Consulting Group, P.A.

1151 Kildaire Farm Road, Suite 120 Cary, North Carolina 27511 www.acg-pa.com 919-858-7420 © COPYRIGHT Apogee Consulting Group, P.A.

FULLY SPRINKLERED

SHEET NOTES:

C

R e v it L o c a l F ile s \S

.0

J o h n C o c h ra n V

A A d d it io n s to ri e s a n d V

A D a n v ill e C

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21-124 GENERAL NOTES EHRM INFRASTRUCTURE UPGRADES 657-21-700JC

# 1, 3

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1 7

01-SI000

N

KEY PLAN

SCALE: NO SCALE

STRUCTURAL ABBREVIATION KEY

LIVE LOAD

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LONG SIDE HORIZONTAL

LONG SIDE VERTICAL

LOW

LONGITUDINAL

LIGHTWEIGHT

MACHINE BOLT

MAXIMUM

MECHANICAL

MANUFACTURER

MINIMUM

METAL

NORTH

NEW

NOT IN CONTRACT

NOT TO SCALE

ON CENTER

OPPOSITE HAND

OPENING

PIECE

POUNDS PER CUBIC FOOT

PENTHOUSE

PLATE

POUNDS PER LINEAR FOOT

PLYWOOD

PARTIAL JOINT PENETRATION WELD

POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

PRESSURE TREATED DOUGLAS FIR

RADIUS

REINFORCING, -MENT, -ED

REQUIRED

ROOF TOP UNIT

TC WITH CLASS A FAYING SURFACE

SPECIAL CONCENTRIC BRACE FRAME

SCHEDULE

SEPARATION

SIMILAR

SHEATHING

SNOW LOAD

SEISMIC LOAD RESISTING SYSTEM

SLAB ON GRADE

SPACE(S)

SPECIFICATION(S)

SQUARE

STIFFENER

STEEL

SUPPORT

SYMMETRICAL

TOP AND BOTTOM

TOP OF

TOP OF STEEL

TOP OF WALL

PRE-TENSIONED BOLT

TEMPERATURE

BEAM FLANGE THICKNESS

THICK

TRANSVERSE

TYPICAL

UNLESS NOTED OTHERWISE

VERTICAL

VERIFY IN FIELD

VERIFY WITH ARCHITECTURAL DRAWINGS

WITH

WORK POINT

WEIGHT

WELDED WIRE REINFORCING

ABBR: DESCRIPTION: ABBR: DESCRIPTION:

LL

LLH

LLV

LSH

LSV

LO

LONG

LT WT

M.B.

MAX

MECH

MANUF

MIN

MTL

N (N)

NIC

NTS

OC

OH

OPNG

PC

PCF

P.H.

PL

PLF

PLYWD

P.P.

PSF

PSI

PTDF

R

REINF

REQD

RTU

SC

SCBF

SCHED

SEP'N

SIM

SHTG

SL

SLRS

SOG

SP

SPEC

SQ

STIFF

STL

SUPPT

SYM

T&B T.O.

T.O.S.

T.O.W.

TC

TEMP

tf

THK

TRANS

TYP

UNO

VERT

VIF

VWA

W/

WP

WT

WWR

NUMBER OR POUNDS

AT

DEGREE

DIAMETER

SLAB DEPRESSION

ANCHOR BOLT

AIR-HANDLING UNIT

ARCHITECT, -URE, -URAL

BOTTOM OF

BEAM FLANGE WIDTH

BRACE FRAME

BLOCKING

BEAM

BOUNDARY NAILING

BOTTOM OF FOOTING

BOTTOM

BASE PLATE

BETWEEN

COLD FORM STEEL FRAMING

CLEAR

CENTERLINE

CONCRETE MASONRY UNIT

COLUMN

CONCRETE

CONTINUOUS

COMPLETE JOINT PENETRATION WELD

DIAMETER

DIMENSION

DEAD LOAD

DETAIL

DRAWING

DOWEL

EACH

EACH FACE

ELEVATION

ELECTRICAL

ELEVATOR

EDGE NAILING

EDGE OF DECK

EDGE OF SLAB

EQUAL

EQUIPMENT

EACH WAY

EXISTING

EXPANSION

EXTERIOR

CONCRETE COMPRESSIVE STRENGTH

FOUNDATION

FINISH, -ED

FLOOR

FIELD NAILING

FACE OF STUD

FACE OF WALL

FRAMING

FOOT

FOOTING

YIELD STRESS

GAGE OR GAUGE

GALVANIZED

GRADE BEAM

HIGH

HORIZONTAL

HIGH STRENGTH BOLT

INCH

INTERIOR

JOINT

KILOPOUND (1,000 POUNDS)

KIPS PER SQUARE FOOT

POUND

Ø -3" A.B.

AHU

ARCH

B.O.

bf

BF

BLKG

BM

B.N.

B.O.F.

BOTT

BP

BTWN

CFSF

CLR

CL

CMU

COL

CONC

CONT

C.P.

DIA

DIM

DL

DET

DWG

DWL

EA

EF

EL

ELEC

ELEV

E.N.

EOD

EOS

EQ

EQUIP

EW

(E)

EXP

EXT

f 'c

FDN

FIN

FLR

F.N.

F.O.S.

F.O.W.

FRMG

FT

FTG

Fy

GA

GALV

GB

HI

HORIZ

HSB

IN

INT

JT

K, KIP

KSP

LB

STRUCTURAL SYMBOL LIST

NOT ALL SYMBOLS MAY APPLY

SYMBOL: DESCRIPTION:

FLOOR OPENING

SLAB DEPRESSION

REVISION TRIANGLE - NUMBER

INDICATES REVISION NUMBER

DRAIN/OVERFLOW

TOP OF STEEL FRAMING ELEVATION

ABOVE ELEVATION +0' - 0"

MOMENT CONNECTION

BEAM BEARING ON COLUMN

COLUMN BEARING ON BEAM

COLUMN BEARING ON CONCRETE PIER

WELD SIZE, LENGTH & SPACING, ETC.

WHERE SHOWN ONE SIDE OF SYMBOL

REFERENCE LINE, IT IS TYPICAL TO

OPPOSITE SIDE IF SYMBOL OCCURS

OPPOSITE SIDE, UNO

BRACED FRAME ABOVE

BRACED FRAME BELOW

STEP IN FOOTING

-1"

(+16' - 3")

5/16 1@18

S

FLOOR AND/OR ROOF DECK

ORIENTATION (DIRECTION OF SPAN)

INDICATES DIRECTION OF DECK

EXTENTS. DECK SHALL TERMINATE AT

THE EDGE OF SLAB SHOWN ON THE

DRAWINGS UNLESS NOTED

OTHERWISE

PLAN OR DETAIL NUMBER

PLAN OR DETAIL NAME

PLAN OR DETAIL SCALE

DETAIL REFERRED TO BY SECTION CUT

SHEET DETAIL IS LOCATED ON

NAME

VIEW NAME

1/8" = 1'-0"

S300

SIM

INDICATES SIMILAR DETAIL REFERENCED

IN MULTIPLE LOCATIONS

LEVEL NAME

10'-0" HEIGHT ABOVE

PROJECT 0'-0"

INDICATES NOTE USED TO DESCRIBE

ADDITIONAL INFORMATION ABOUT

WORK REQUIRED, SPECIFIC TO THE

SHEET AND/OR DETAIL

INDICATES DIRECTION OF TRUE NORTH

VIEW KEY

LINE TYPE KEY:

NEW WORK

(DARK SOLID LINE/LINE WEIGHT WILL VARY)

NEW WORK BELOW OR BEYOND VIEW

(DARK DASH LINE)

EXISTING TO BE REMOVED

(DARK DASH LINE)

EXISTING WORK TO REMAIN

(HALFTONED SOLID LINE/LINE WEIGHT WILL VARY)

NON STRUCTURAL

(HALFTONED LIGHT SOLID LINE)

GRID OR CENTERLINE

MATERIAL LEGEND:

CONCRETE - CAST-IN-PLACE

CONCRETE - EXISTING

EARTH

GRAVEL OR GRANULAR FILL

GROUT OR DRYPACK OR SAND

MASONRY

METAL / COLD-FORM STUD

PRECAST CONCRETE

STEEL

INSULATION

COLUMN DESIGNATION

BASE PLATE MARK

SF#(+ X' - X")

P# (+ X' - X")

FOOTING MARK (TOP ELEVATION)

PIER MARK (TOP ELEVATION)

N O R

HT

W XxX

BPX

I

9.1

H.5

SNOW DRIFT = 36 PSF

SNOW DRIFT = 28 PSF

SNOW DRIFT = 26 PSF

SNOW DRIFT = 26 PSF

# KEY NOTES:

Engineers Architects th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t o n e e ig h th in c h o n e fo o t

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

Veterans Health

Administration

VA FORM 08-6231

Drawing Title Project Title

Location

Date Checked Drawn

Project Number

Building Number

Drawing Number

CONSULTANTS:

Drawing # of

VA Health Care System Approval:

Revision: Date:

ARCHITECT/ENGINEER:

JOHN COCHRAN DIVISION

915 NORTH GRAND BLVD - ST. LOUIS, MO 63106

ACG Project Number

Headquarters:

Apogee Consulting Group, P.A.

1151 Kildaire Farm Road, Suite 120 Cary, North Carolina 27511 www.acg-pa.com 919-858-7420 © COPYRIGHT Apogee Consulting Group, P.A.

FULLY SPRINKLERED

SHEET NOTES:

C

R e v it L o c a l F ile s \S

.0

J o h n C o c h ra n V

A A d d it io n s to ri e s a n d V

A D a n v ill e C

W a lt e r.

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21-124 SYMBOL AND ABBREVIATIONS EHRM INFRASTRUCTURE UPGRADES 657-21-700JC

# 1, 3

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HITMISNOVEMBER 28, 2022 KATGOL

2 7

01-SI001

VIEW – FOR REFERENCE ONLY

NOTES:

1. 3D VIEW IS FOR REFERENCE ONLY - NOT FOR CONSTRUCTION.

REFER TO PLANS, DETAILS AND SPECIFICATIONS FOR ACTUAL

CONSTRUCTION REQUIREMENTS.

N

AREA OF WORK

KEY PLAN

SCALE: NO SCALE

N O R

HT

1/4" = 1'-0"

SNOW DRIFT PLAN

NOTES

1. IN ABOVE, SNOW DRIFT VALUES ARE ADDITIONAL TO

DESIGN SNOW LOAD. SEE GENERAL NOTES FOR

DESIGN SNOW LOAD.

DEMO EXISTING

CONCRETE WALL

(E) 9" CONC WALL

12" CONC WALL

(E) 12" CONC WALL

(E ) W x1

(E ) W x1

(E ) W x1

(E ) W

X39

(E) 6"

CONCRETE

SLAB-ON-GRADE

T.O. (E) SLAB

(E) 10"

CONCRETE

SLAB-ON-GRADE

T.O. (E) SLAB

EL ( -18' - 6" ) (VIF)

PIPE BASEMENT

EL (-18'-6")

PIPE BASEMENT

11"

10'-3" (VIF)

/8

(V

IF

6" CONCRETE

SLAB-ON-GRADE

REINFORCED

WITH 6x6 - W2.1 x W2.1

T.O. SLAB

I

H

/8

7'-2"

/8

6'-8 1/4"

9.1

9'-0"

C O

N C

W A

L L

V

IF

T

O F

A C

E O

F

CONC WALL (VIF)

11" TO FACE OF

(E) 9" CONC

BASEMENT

WALL

(E) DEMO CONC

WALL - SEE ARCH

H.5

(E) 12" CONC

WALL

01-SF300

EL (-16'-6")

EL (-16'-0")

/8

(V

IF

(V

IF

/8

(V

IF

8'-10 5/8" (VIF) 10'-4 3/8" (VIF)

19'-3" (VIF)

01-SF300

DEMO (E) 3'-6" x 3'-6" x 1'-6"

FOOTING

EL (-11'-0")

DEMO EXISTING

WALL FOR NEW

DOOR - SEE ARCH

1'-3"

2'-7"

EL (-17'-2")

T.O. FOOTING

01-SF500

01-SF500

(E) 12" CONC

WALL

P1

P2

SEE DETAIL

13/01-SF300

5'-1"

NOTES:

1. TOP OF FOUNDATION WALL EL (+0'-0") UNO.

2. TOP OF PIER EL (-2'-6"). SEE 8/01-SF300 FOR DETAILS.

3. SEE 01-SF500 FOR BASE PLATE DETAILS.

4. PROVIDE CORNER BARS AT ALL FOOTINGS AND

WALL INTERSECTIONS - SEE 6 AND

5. SEE 01-SF300 FOR TYPICAL SLAB ON GRADE

CONSTRUCTION DETAILS.

6. FOR PIPING AND CONDUIT THROUGH FOUNDATIONS,

SEE

7. SEE 01-SF500 FOR TYPICAL COMPOSITE SLAB

CONSTRUCTION DETAILS.

8. SEE 01-SF500 FOR TYPICAL SHEAR CONNECTION

DETAILS.

9. PROVIDE ANGLE FRAMING AROUND OPENINGS

PER

10. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS

NOT GIVEN HERE.

11. INDICATES NEW HELICAL PIER OR MICRO PILE.

PILE DESIGNER TO DESIGN PILE FOR 40 KIPS OF

GRAVITY LOAD (SERVICE LOAD), UNO.

12. EXISTING BEAMS ARE 3 3/4" BELOW EXISTING FINISH

FLOOR.

KEYNOTES:

1. 6" CONCRETE SLAB ON GRADE WITH #4 @12" OC

EACH WAY. TOP OF SLAB EL (-16'-0").

2. 3" NORMAL WEIGHT CONCRETE ON 2" VLI (20GA)

COMPOSITE STEEL DECK, 2 SPAN MINIMUM. WITH

6x6 - W2.1xW2.1 WWR. TOTAL SLAB THICKNESS = 5".

TOP OF FINISH FLOOR ELEVATION TO MATCH WITH

EXISTING FINISH FLOOR. FASTENING = 36/4 (2) WITH

5/8" PUDDLE WELDS AND #10 SIDELAP SCREWS.

3. DEMO SLAB ON GRADE AS REQUIRE TO FACILITATE

NEW CONSTRUCTION OF PILES AND PILE CAP AND

PATCH WITH NEW SLAB ON GRADE TO MATCH

EXISTING. PROVIDE JOINTS BETWEEN NEW AND

EXISTING PER .

4. NEW STEEL GRATING OVER NEW AREA WELL - SEE

ARCHITECT. T.O. GRATING (+0'-0"). PROVIDE ANGLE

AND ANCHORS SIMILARLY SHOWN ON 10/01-SF500 TO

SUPPORT STEEL GRATING AT EXISTING CONCRETE

WALL.

5. SEE DETAIL FOR STEEL GRATING

SUPPORT AT SLAB EDGE.

6. EXISTING BEAM AND COLUMN CONNECTION IS

ASSUMED TO BE TYPICAL SINGLE ANGLE

CONNECTION AT BEAM WEB WITH (4) 7/8"Ø RIVET IN

ADDITION TO TOP AND BOTTOM ANGLE CONNECT TO

BEAM FLANGES. GC TO VERIFY IN FIELD AND

CONFIRM PRIOR TO CONNECTING NEW BEAMS WITH

EXISTING BEAM, IF ANY DISCREPANCY FOUND IN

FIELD, NOTIFY ENGINEER.

7. 4" CONCRETE TOPPING WITH WITH 6X6 -W2.1XW2.1

WWR AND 4" RIGID INSULATION OVER CONCRETE

SLAB PER KEYNOTE 2, T.O. TOPPING = (+0'-0"). SEE

ARCHITECT FOR RIGID INSULATION.

8. PROVIDE #6 x 4'-0" @ 6" OC DRILLED AND EPOXY

DOWELS CENTERED TO NEW WALL, 6" EMBED INTO

EXISTING.

9. DEMO EXISTING FOOTING AND PROVIDE PILE CAP

PER DETAIL . CENTERED UNDER NEW

COLUMN ABOVE. T.O. PILECAP IS EQUAL TO T.O.

EXISTING DEMO FOOTING (VIF).

10. DEMO TOP OF EXISTING WALL SEE

DETAIL .

11. NEW HELICAL PIER OR MICRO PILE. PILE DESIGNER

TO DESIGN PILE FOR 85 KIPS OF GRAVITY LOAD

(SERVICE LOAD).

12. PROVIDE TEMPORARY SUPPORT TO EXISTING WALL

BEFORE DEMO EXISTING FOOTING AND EXISTING

CONCRETE WALL. AFTER NEW PILE CAP IS

CONSTRUCTED PER KEYNOTE 13 AND NEW

CONCRETE ACHIEVE IT'S STRENGTH, REMOVE

TEMPORARY SUPPORT AND DEMO EXISTING WALL.

13. SUPPORT SLAB EDGE AT COLUMN USING 3/8" BENT

PLATE WITH 6" LEG VERTICAL DOWN ATTACHED TO

COLUMN USING 3/16" FILLET WELD AT TOP AND

BOTTOM OF BENT PLATE.

7/01-SF300.

9/01-SF300.

1/01-SF501.

13/01-SF500

14/01-SF300

1/01-SF500

4/01-SF300

(E) W16x50

W x

W x

W x

W16x26

W16x26

(E

W x

CONCRETE WALL

BELOW

(E

W x

(E

W x

(E

W x

(E) W14x30

(E) W14x30

(E) W14x30

(E

W x

(E) W10x21

(E

W x

(E

W x

(E) W16x64

(E

W x

(E

W x

(E) 4 1/2"

CONCRETE

SLAB AND

STEEL FRAMING

T.O. (E) SLAB

(E) STAIR

OPENING

I

H

EL (+1'-0")

T.O. WALL

T.O. WALL

W x5

9.1

H.5

(E) W18x54.7

(VIF)

(E) 9 1/2" EOS

(V

IF

(E

/2

E

O S

(VIF)

(E) 9 1/2" EOS

EL ( -0'-8" )

T.O. SLAB

01-SF500

/8

(E ) W x1

(E ) W x1

EL (+0'-0") (VIF)

01-SF500

01-SF500

2 EQ SP = 6'-10 5/8"2'-0"

W x

1'-0"

2 EQ SP = 8'-6 7/8"

(V

IF

5 1/2" (VIF)

E

Q S

P

8'-10 5/8" 10'-4 3/8"

19'-3" (VIF)

/8

(V

IF

01-SF300

01-SF501

01-SF300

EL (+0'-0")

T.O. SLAB

01-SF500

W14x222

E O

S

/8

2 3/8"

W16x26 W16x26

2'-0"

W

X39

EL (-0'-4")

(E) W 12x85

01-SF501

01-SF501

(E

) W

X39

HSS6x4x1/4 (LSV) W x

(E

W x

(E

W x

W x

W x

W x

W x

W16x26

(E) W16x78

(E

W x

(E

W x

(E

W x

(E

W x

(E

W x

(E) W14x30

(E) W14x30

(E

W x

(E) 4 1/2"

CONCRETE

SLAB AND

STEEL FRAMING

T.O. (E) SLAB (E) STAIR

OPENING

I

H

9.1

H.5

(VIF)

(E) 9 1/2" EOS

(V

IF

(E

/2

E

O S

(VIF)

(E) 9 1/2" EOS

8'-10 5/8" 10'-4 3/8"

(VIF)

(E) 9 1/2" EOS

(E ) W x3

(E ) W x8

(E ) W x1

(E ) W x1

EL (+11'-11") (VIF)

01-SF501

01-SF501

/8

/8

(V

IF

8'-10 5/8" 10'-4 3/8"

19'-3" (VIF)

2'-0" 2 EQ SP = 6'-10 5/8" 2 EQ SP = 8'-6 7/8"

01-SF501

01-SF500

E O

S

(VIF)

4"

1'-0"

(E) W16x45

2'-0"

W16x26

(E) W16x45

(E

W x

W x

W x

W x

W x

W x

(E

W x

W16x40

(E

W x

(E

W x

(E

W x

(E

W x

(E) W14x30

(E) W12x27(E

W x

(E) W18x55

(E

W x

(E) 4 1/2"

CONCRETE

SLAB AND

STEEL FRAMING

T.O. (E) SLAB (E) STAIR

OPENING

I

H

9.1

01-SF500

H.5 W16x26

(VIF)

(E) 9 1/2" EOS

(V

IF

(E

/2

E

O S

(VIF)

(E) 9 1/2" EOS

(VIF)

(E) 9 1/2" EOS

(E ) W x9

(E ) W x1

(E ) W x7

EL (+22'-11") (VIF)

01-SF501

01-SF501

/8

/8

(V

IF

8'-10 5/8" 10'-4 3/8"

19'-3" (VIF)

1'-2 1/2" 1'-0"2 EQ SP = 6'-10 5/8" 2 EQ SP = 8'-6 7/8"

01-SF501

E O

S

(VIF)

4"

2'-0"

# KEY NOTES:

Engineers Architects th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t o n e e ig h th in c h o n e fo o t

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

Veterans Health

Administration

VA FORM 08-6231

Drawing Title Project Title

Location

Date Checked Drawn

Project Number

Building Number

Drawing Number

CONSULTANTS:

Drawing # of

VA Health Care System Approval:

Revision: Date:

ARCHITECT/ENGINEER:

JOHN COCHRAN DIVISION

915 NORTH GRAND BLVD - ST. LOUIS, MO 63106

ACG Project Number

Headquarters:

Apogee Consulting Group, P.A.

1151 Kildaire Farm Road, Suite 120 Cary, North Carolina 27511 www.acg-pa.com 919-858-7420 © COPYRIGHT Apogee Consulting Group, P.A.

FULLY SPRINKLERED

SHEET NOTES:

C

R e v it L o c a l F ile s \S

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21-124 EXISTING BASEMENT, FIRST FLOOR,

SECOND FLOOR AND THIRD FLOOR

FRAMING PLAN

EHRM INFRASTRUCTURE UPGRADES 657-21-700JC

# 1, 3

BID DOCUMENTS

HITMISNOVEMBER 28, 2022 KATGOL

3 7

01-SF101

N O R

HT

1/4" = 1'-0"

EXISTING BASEMENT FRAMING PLAN

N O R

HT

1/4" = 1'-0"

FIRST FLOOR FRAMING PLAN

N O R

HT

1/4" = 1'-0"

SECOND FLOOR FRAMING PLAN

N O R

HT

1/4" = 1'-0"

THIRD FLOOR FRAMING PLAN

N

AREA OF WORK

(E) W16x50

W x

W x

W x

W x

(E

W x

W16x26W16x26

(E) W16x50

(E

W x

(E

W x

(E

W x

(E

W x

(E) W14x30

(E) W12x27

(E

W x

(E) 4 1/2"

CONCRETE

SLAB AND

STEEL FRAMING

(SEE SHEET NOTES)

T.O. (E) SLAB (E) STAIR

OPENING

I

H

9.1

01-SF500

W x

H.5

(V

IF

(E

/2

E

O S

(VIF)

(E) 9 1/2" EOS

(E ) W x9

(E ) W x1

(E ) W x7

/8

/8

(V

IF

8'-10 5/8" 10'-4 3/8"

19'-3" (VIF)

2 EQ SP = 8'-10 5/8" 2 EQ SP = 8'-6 7/8" 1'-0"

(E) W14x30

01-SF501

01-SF501

E O

S

(VIF)

4"EOS

1'-3"

TYP

W

X39

2'-0"

01-SF501

NOTES:

1. TOP OF SLAB EL

AT 4TH FLOOR = (+33'-11"), (VIF).

AT 5TH FLOOR = (+46'-6 1/4"), (VIF).

AT 6TH FLOOR = (+58'-5 1/4"), (VIF).

AT 7TH FLOOR = (+69'-5 1/4"), (VIF).

AT 8TH FLOOR = (+81'-4 1/4"), (VIF).

AT 9TH FLOOR = (+92'-9 3/4"), (VIF).

2. SEE 01-SF500 FOR TYPICAL COMPOSITE SLAB

CONSTRUCTION DETAILS.

3. SEE 01-SF500 FOR TYPICAL SHEAR CONNECTION

DETAILS.

4. PROVIDE ANGLE FRAMING AROUND OPENINGS

PER

5. SEE ARCHITECTURAL AND FOUNDATION DRAWINGS

FOR DIMENSIONS NOT GIVEN HERE.

6. EXISTING BEAMS ARE 3 3/4" BELOW EXISTING FINISH

FLOOR.

7. SEE FOR TYPICAL COLUMN SPLICE

DETAIL. PROVIDE COLUMN SPLICE 4FT ABOVE FINISH

FLOOR AT 4TH FLOOR AND 7TH FLOOR. MATCH

COLUMN SIZE ABOVE SPLICE WITH LOWER COLUMN.

1/01-SF501.

4/01-SF501

KEYNOTES:

1. 3" NORMAL WEIGHT CONCRETE ON 2"VLI (20GA)

COMPOSITE STEEL DECK, 2 SPAN MINIMUM , WITH

6x6 - W2.1xW2.1x WWR. TOTAL SLAB THICKNESS = 5".

T.O. FINISH FLOOR ELEVATION TO MATCH WITH

EXISTING FINISH FLOOR. FASTENING = 36/4 (2) WITH

5/8" PUDDLE WELDS AND #10 SIDELAP SCREWS.

2. 1 1/2" WIDE RIB (20 GA) STEEL DECK, 2 SPAN

MINIMUM. FASTENING = 36/4 (2) WITH 5/8" PUDDLE

WELDS AND #10 SIDELAP SCREWS. DECK BEARING

EL (+107'-1 1/16"), UNO. SEE DETAIL FOR

DECK FASTENING REQUIREMENTS.

3. EXISTING BEAM AND COLUMN CONNECTION IS

ASSUMED TO BE TYPICAL SINGLE ANGLE

CONNECTION AT BEAM WEB WITH (4) 7/8"Ø RIVET IN

ADDITION TO TOP AND BOTTOM ANGLE CONNECT TO

BEAM FLANGES. GC TO VERIFY IN FIELD AND

CONFIRM PRIOR TO CONNECTING NEW BEAMS WITH

EXISTING BEAM, IF ANY DISCREPANCY FOUND IN

FIELD, NOTIFY ENGINEER.

4. EXISTING STEEL BEAM REQUIRE REINFORCING

PRIOR TO CONNECT NEW BEAM WITH EXISTING

BEAM. SEE PLAN FOR EXISTING BEAM REINFORCING

DETAIL.

5. REINFORCE EXISTING W16x36 AT 6TH FLOOR PRIOR

TO CONNECTING NEW BEAM INTO EXISTING BEAM

USING REINFORCING PLATE ATTACHED TO BOTTOM

FLANGE OF EXISTING BEAM AS SHOWN IN

6. PROVIDE SLIP CRITICAL CONNECTION WITH CLASS B

FAYING SURFACE.

2/01-SF501

7/01-SF501.

W x

W x

W x

W x

W x

W14x22 W14x22

(E) STAIR

OPENING

W21x62

(E

W x

(E

W x

(E

W x

(E

W x

(E

W x

I

H

9.1

(E) 4 1/2"

CONCRETE

SLAB AND

STEEL FRAMING

T.O. (E) SLAB

H.5

(E ) W x4

(E ) W x4

(E ) W x4

/8

/8

(V

IF

8'-10 5/8" 10'-4 3/8"

19'-3" (VIF)

01-SF500

3 EQ SP = 8'-10 5/8"

(E

W x

(VIF)

4"

(E) W10x26

(E) W12x27

(E) W10x21

W x

2 EQ SP = 8'-6 7/8"

E O

D

(E) W21x68 (LOW)

(E) 4 1/2"

CONCRETE

SLAB AND

STEEL FRAMING

T.O. (E) SLAB

EL (+103'-9 3/4") (VIF)

EL (+107'-2 9/16") (VIF)

EOD

8"

(VIF)

(E) 9 1/2" EOS

1'-0"

01-SF501

01-SF500

W14x221

(E

S L A

B E

D G

E

/2

2'-0"

01-SF501

# KEY NOTES:

Engineers Architects th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t o n e e ig h th in c h o n e fo o t

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

Veterans Health

Administration

VA FORM 08-6231

Drawing Title Project Title

Location

Date Checked Drawn

Project Number

Building Number

Drawing Number

CONSULTANTS:

Drawing # of

VA Health Care System Approval:

Revision: Date:

ARCHITECT/ENGINEER:

JOHN COCHRAN DIVISION

915 NORTH GRAND BLVD - ST. LOUIS, MO 63106

ACG Project Number

Headquarters:

Apogee Consulting Group, P.A.

1151 Kildaire Farm Road, Suite 120 Cary, North Carolina 27511 www.acg-pa.com 919-858-7420 © COPYRIGHT Apogee Consulting Group, P.A.

FULLY SPRINKLERED

SHEET NOTES:

C

R e v it L o c a l F ile s \S

.0

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21-124 FOURTH THRU NINTH FLOOR PLAN

AND ROOF FRAMING PLAN

EHRM INFRASTRUCTURE UPGRADES 657-21-700JC

# 1, 3

BID DOCUMENTS

HITMISNOVEMBER 28, 2022 KATGOL

4 7

01-SF102

N O R

HT

1/4" = 1'-0"

FOURTH THRU NINTH FLOOR FRAMING PLAN

N O R

HT

1/4" = 1'-0"

ROOF FRAMING PLAN

N

AREA OF WORK

SAWCUT JOINT WITHIN

24 HOURS OF CONCRETE

PLACEMENT

SLAB ON GRADE

SEE PLAN

S E

E P

L A

N

T H

IC

K

N E

S S t) t/

M

IN

IM

U

M

1/4"

SMOOTH DOWEL BARS

OR DIAMOND SHAPE

LOAD PLATES - SEE

SCHEDULE

SLAB ON GRADE

SEE PLAN

UNBONDED

ON THIS SIDE

FIRST POUR SUBSEQUENT POUR

SLAB

THICKNESS

SMOOTH DOWEL

BAR

6" 3/4"Ø x 1'-4" @ 12" OC

DIAMOND SHAPE

LOAD PLATES

1/4"x4 1/2" x 0'-4 1/2" @ 18" OC

S E

E P

L A

N T

H

IC

K N

E S

S (t

ENGINEERED FILL

VAPOR RETARDER - SEE SPECS

ENGINEERED FILL

FREE-DRAINING GRANULAR FILL

NOTES:

1. REFERENCE SPECIFICATIONS FOR MATERIAL AND COMPACTION

REQUIREMENTS.

2. COMPACT ALL FILL MATERIAL TO 95% OF THE MAXIMUM DRY DENSITY PER

ASTM D1557.

3. VAPOR RETARDER TO MEET ASTM E1745, CLASS A AND BE NOT LESS

THAN 15 MILS THICK.

SLAB ON GRADE - SEE PLAN

REINFORCING - SEE PLAN

VAPOR RETARDER - SEE SPECS

SLAB ON GRADE - SEE PLAN

REINFORCING - SEE PLAN

/3 t)

/3 t)

S E

E P

L A

N T

H

IC

K N

E S

S

6"

SMOOTH DOWEL BARS - SEE

SCHEDULE. DRILL INTO

EXISTING

EXISTING CONCRETE SLAB

UNBONDED

SLAB ON GRADE

SEE TYPICAL

DETAILS

SLAB

THICKNESS

SMOOTH DOWEL

BAR

6" 3/4"Ø x 1'-4" @ 12" OC

> 6" 1"Ø x 1'-4" @ 12" OC

CORNER BARS TO

MATCH LONGITUDINAL

FOOTING REINFORCING

LONGITUDINAL FOOTING

REINFORCING - SEE PLAN

2'-6"

3" C

LR

CONSTRUCTION OR

CONTROL JOINT - SEE

GENERAL NOTES FOR

SPACING REQUIREMENTS

EXPANSION JOINT

MATERIAL WRAPPED

TIGHT AROUND COLUMN

CONTROL OR CONSTRUCTION

JOINTS PIN-WHEELED OFF THE

CORNERS OF THE COLUMN

(E) CONC WALL

#4 @ 12" OC SIDE FACE

REINFORCEMENT AT

ALL SIDE

EL (SEE PLAN)

B.O. EXISTING WALL

PILECAP AND

REINFORCING - SEE

14/01-SF300

HELICAL PILE

SEE PLAN

EMBED PLATE BY PILE

SUPPLIER

SLAB ON GRADE

SEE PLAN

1/2" EXPANSION

JOINT MATERIAL WITH

SEALANT ON TOP

CONCRETE PIER AND

REINFORCING SEE PLAN

EL (VIF)

T.O. EXISTING WALL

CORNER

(4) #5 VERT UNO

(2) #5 VERT UNO

HORIZONTAL

REINFORCING, TYP

LAP SPLICE PER

GENERAL NOTES, TYP

T Y

P

INTERSECTION JAMB

FOOTING (LEVEL,

SLOPED OR STEPPED)

PIPE

PIPE

FINISH GRADE

COMPACTED BACKFILL

TAMPED SAND

PIPE

NO EXCAVATION

BELOW THIS LINE

ALL SLEEVES TO BE

1" CLEAR ALL

AROUND PIPE

WALL

NOTES:

1. PIPE DIAMETER SHALL NOT EXCEED 8".

2. SEE MECHANICAL AND ELECTRICAL DRAWINGS FOR ALL

LOCATIONS, ELEVATIONS, ETC. OF SITE UTILITIES.

3. DETAIL REQUIRED AT ALL UTILITIES HAVING A PLAN

WIDTH UP TO 1'-0". FOR WIDTHS GREATER THAN 1'-0",

SEE PLAN FOR REQUIRED DETAIL.

4. PIPE IS NOT ALLOWED UNDER SPREAD FOOTINGS.

PLACE CONTROLLED LOW STRENGTH

CONCRETE FILL AROUND SLEEVE PRIOR

TO THE FOUNDATION POUR OR POUR

WITH THE FOOTING USING THE FOOTING

MIX. MAKE SAME WIDTH AS FOOTING AND

FULL WIDTH OF PIPE TRENCH (2'-0" MIN)

M

IN

1'-0" MIN

1'-6" MIN

4" MIN

H E

R E

N O

P

IP

E S

4" MIN

A

SECTION A

DRAIN TILE -

REF CIVIL AND

MECHANICAL

#6 @ 12" OC VERTICAL,

INTERIOR FACE

#6 @ 12" OC EACH

FACE HORIZONTAL

GRANULAR

BACKFILL

MATERIAL - SEE

SPECIFICATIONS

EL (SEE PLAN)

T.O. SLAB

EL (SEE PLAN)

T.O. FOOTING

1/2" EXPANSION JOINT MATERIAL

WITH SEALANT ON TOP

(3) #8 TOP & BOTTOM

#5 @ 12" OC

VERTICAL,

EXTERIOR FACE

WATERSTOP

SEE SPECS

HELICAL PILE

SEE PLAN

#4 @ 12" OC

2'-0"

EMBED PLATE BY

PILE SUPPLIER

SLAB ON GRADE

SEE PLAN

REINFORCING

SEE 10/01-SF300

EL (SEE PLAN)

T.O. CONC TOPING

SEE PLAN

THICKNESS

L4x4x1/4 x CONT

ALL WALLS TO BE PROPERLY

BRACED DURING CONSTRUCTION

PRIOR TO BACKFILLING TO PREVENT

DAMAGE FROM EARTH PRESSURE

UNTIL ALL SUPPORTING WALLS AND

SLABS (SLAB ON GRADE AND FIRST

FLOOR) ARE IN PLACE. BRACING IS

NOT REQUIRED IF WALLS ARE NOT

BACKFILLED AGAINST.

CONCRETE TOPPING

AND INSULATION OVER

CONCRETE SLAB ON

STEEL DECK - SEE PLAN

#5 @ 12" OC 3'-0"x3'-0"

DOWELS

PL 1/2"x6"x0'-6" EMBED PLATE (GALV) @ 2'-0" OC WITH (2) 1/2" Ø x

6" LONG HWS SPACED 6" APART

3/16

5/8

CONC PAVING SLAB

SEE CIVIL

1/2" EXPANSION

JOINT MATERIAL

EL (SEE PLAN)

T.O. WALL

EL (SEE PLAN)

T.O. CONC TOPING

SEE PLAN

THICKNESS

EL (SEE PLAN)

T.O. WALL

L4x4x1/4 x CONT

ALL WALLS TO BE PROPERLY

BRACED DURING CONSTRUCTION

PRIOR TO BACKFILLING TO PREVENT

DAMAGE FROM EARTH PRESSURE

UNTIL ALL SUPPORTING WALLS AND

SLABS (SLAB ON GRADE AND FIRST

FLOOR) ARE IN PLACE. BRACING IS

NOT REQUIRED IF WALLS ARE NOT

BACKFILLED AGAINST.

CONCRETE TOPPING

AND INSULATION OVER

CONCRETE SLAB ON

STEEL DECK - SEE PLAN

L3x3x1/4 x CONT (GALV), TYP

STEEL GRATING - SEE PLAN

#4 CONT

#5 @ 12" OC

3'-0"x3'-0" DOWELS

PL1/2"x6"x0'-6" EMBED PLATE (GALV) @ 2'-0" OC WITH (2) 1/2"Ø x 6" LONG

HWS SPACED 6" APART, TYP

3/16

TYP

REINFORCING

SEE 10/01-SF300

1" CHAMFER, TYP

(8) #6, VERT

#4 TIES AND CROSS-TIES,

2 @ 3" OC AND REMAINING

AT 12" OC

EL (SEE PLAN)

T.O. PIER

(E) CONC WALL

SEE 13/01-SF500

A

NEW CONC WALL

SEE PLAN

S E

E P

L A

N

S E

E P

L A

N

/8

1'-5 5/8"

9 5/8" 8"

/8

PIER - SEE PLAN

VERTICAL AND TIE

REINFORCING

SEE PIER DETAIL

EL (SEE PLAN)

T.O. PIER

(4) 3/4"Ø ANCHORS

ROD WITH 9" EMBED

SECTION A-A

1 1/2" MIN NON-

SHRINK GROUT PAD

BASE PLATE

3/4"x12" x 1'-0"

1/4

TYP

7.1

I.1

1'-6" 1'-6"

3'-0"

2'-6" THICK PILECAP WITH

#8 @ 12" OC EACH WAY

AT BOTTOM

HELICAL PIER OR MICRO

PILE BY OTHERS, TYP

(VIF)

1'-1"

/8

1'-0"

SEE 8/01-SF300 FOR

BASE PLATE AND

ANCHOR RODS

EL (SEE PLAN)

T.O. PIER

(E) WALL

#4 TIES AND CROSS-

TIES, 2 @ 3" OC AND

REMAINING AT 12" OC

(8) #6, VERT

#4 DRILLED EPOXY

DOWELS 18" OC, 6" EMBED

INTO EXISTING, TYP

(E) WALL

A

EL (SEE PLAN)

T.O. (E) SLAB

(E) SLAB ON GRADE

SEE PLAN

EMBED PLATE BY

PILE SUPPLIER

HELICAL PILE

SEE PLAN

CONCRETE PIER

(E) WALL

SECTION A

# KEY NOTES:

Engineers Architects th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t o n e e ig h th in c h o n e fo o t

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

Veterans Health

Administration

VA FORM 08-6231

Drawing Title Project Title

Location

Date Checked Drawn

Project Number

Building Number

Drawing Number

CONSULTANTS:

Drawing # of

VA Health Care System Approval:

Revision: Date:

ARCHITECT/ENGINEER:

JOHN COCHRAN DIVISION

915 NORTH GRAND BLVD - ST. LOUIS, MO 63106

ACG Project Number

Headquarters:

Apogee Consulting Group, P.A.

1151 Kildaire Farm Road, Suite 120 Cary, North Carolina 27511 www.acg-pa.com 919-858-7420 © COPYRIGHT Apogee Consulting Group, P.A.

FULLY SPRINKLERED

SHEET NOTES:

C

R e v it L o c a l F ile s \S

.0

J o h n C o c h ra n V

A A d d it io n s to ri e s a n d V

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21-124 CONCRETE DETAILS EHRM INFRASTRUCTURE UPGRADES 657-21-700JC

# 1, 3

BID DOCUMENTS

HITMISNOVEMBER 28, 2022 KATGOL

5 7

01-SF300

3/4" = 1'-0"

TYPICAL CONTROL JOINT

1 3/4" = 1'-0"

TYPICAL CONSTRUCTION JOINT

33/4" = 1'-0"

TYPICAL SLAB SECTION

2 3/4" = 1'-0"

NEW TO EXISTING

SLAB DETAIL

3/4" = 1'-0"

FOOTING CORNER BARS

6 3/4" = 1'-0"

PILECAP DETAIL

3/4" = 1'-0"

WALL CORNER BAR DETAILS

3/4" = 1'-0"

TYPICAL PIPE TRENCH DETAIL

9 3/4" = 1'-0"

BASEMENT WALL SECTION

10 3/4" = 1'-0"

TYPICAL BASEMENT WALL

3/4" = 1'-0"

TYPICAL BASEMENT WALL

N

KEY PLAN

SCALE: NO SCALE

3/4" = 1'-0"

PIER (P1) DETAIL

3/4" = 1'-0"

PILE CAP DETAIL

3/4" = 1'-0"

CONCRETE PIER P2 DETAIL

12'-0" MAX

STEEL BEAM

SEE PLAN, TYP

SLAB ON STEEL DECK

SEE PLAN

DECK PERPENDICULAR TO SUPPORTS

NOTES:

1. NO CONDUITS ALLOWED IN SLAB.

2. FOR TYP CONSTRUCTION JOINT DETAIL, SEE .

3. SEE GENERAL NOTES FOR ADDITIONAL DECK INFORMATION.

4. FOR DECK SUPPORT AT COLUMNS, SEE .

DECK PARALLEL TO BEAM

S E

E P

L A

N

M

IN

M

A T

C H

T O

R O

O F

IN

G

H E

IG

H

T

SEE PLAN

EOD

2" MIN

STEEL DECK - SEE

PLAN FOR SIZE

AND ORIENTATION

STEEL BEAM

SEE PLAN

3/16 2-12

3/16 2-12

5/16" BENT PLATE

(2) L4x3 1/2x5/16

DOUBLE ANGLE CONN

SUPPORTED BEAM 'n'

W8, W10

W12, W14

W16

W18

W21 6

'n' 3/4"Ø A325 BOLTS

COPE BOTTOM

FLANGE AS REQUIRED

NOTES:

1. DETAILER IS RESPONSIBLE FOR FULLY DEVELOPING GEOMETRY AND DIMENSIONAL

INFORMATION REQUIRED TO FABRICATE.

2. WHERE TYP SHEAR CONNECTION DETAIL IS NOT APPLICABLE, FABRICATOR SHALL

SELECT AND DETAIL ALTERNATE CONNECTION CAPABLE OF DEVELOPING EQUAL

STRENGTH. ALTERNATE CONNECTION SHALL BE SELECTED IN ACCORDANCE WITH

AISC CONNECTION TABLES.

1 1/2" MIN 1/2" NOMINAL

n

S P

A C

E S

O

C

M

IN

/2

M

IN

'w'

'w' SEE SCHED

FOR SIZE

2 1/2" MAX 1 1/2" TYP

COPE BEAM

FLANGES AS

REQUIRED

BEAM

WHERE SHOWN

ON PLAN

CONNECTION PLATE AND

BOLTS - SEE SCHED

STEEL GIRDER

SEE PLAN

STEEL BEAM

SEE PLAN

NOTES:

1. FILLET WELD SIZE, 'w', SHALL BE AS SHOWN UNLESS A LARGER SIZE IS

REQUIRED BY AISC STEEL CONSTRUCTION MANUAL, TABLE J2.4.

2. WHERE NUMBER OF BOLTS NOTED IN SCHED CANNOT BE IN A SINGLE ROW,

ADD SECOND ROW WITH TWO BOLTS MINIMUM.

3. BOLT SIZE AND QUANTITY SHALL BE TYP FOR ALL CONDITIONS UNLESS

DETAILED OTHERWISE.

GRAVITY BEAM CONNECTION SCHEDULE

BEAM SIZE

PL THICK PL WELD (1)

NO. OF

BOLTS (2) (3)

C8, C10 1/4" 3/16"2

W8, W10 1/4" 3/16"2

W12, W14 1/4"3

W16 5/16"4

W18 5/16"5

W21 3/8"6

3/16"

1/4"

1/4"

5/16"

CONNECTION WITH 3/4"Ø

BOLTS REMARKS

T Y

P

/2

T Y

P

NOTE:

1. INTERSECTING BEAM NOT SHOWN FOR CLARITY.

7/01-SF500

2 1/2" 1 1/2"

STEEL BEAM

SEE PLAN

'w'

'w' SEE SCHED

FOR SIZE

SEE SCHED

FOR CONN PL

THICKNESS & BOLTS

CAP PLATE

PER

BEAM WHERE SHOWN

ON PLAN

COLUMN

SEE PLAN

'w'

'w' SEE SCHED

FOR SIZE

'w'

'w' SEE SCHED

FOR SIZE

1/2" CAP PL MIN UON

OR DETAILED

SEE SCHED

FOR CONN PL

THICKNESS & BOLTS

STEEL BEAM

SEE PLAN

COLUMN

SEE PLAN

PL1/2"

BEAM WHERE

SHOWN ON PLAN

3/16 2

TYP

CAP PL PLAN

k1 + 1/4

T Y

P

2 1/2"

1 1/2"

MIN

6"

MIN

6"

'w'

'w"

TYPICAL

SHEAR

CONNECTION

DETAIL

'y

'y

3/4"Ø HSA

SEE TYP SHEAR

CONNECTION DETAILS.

PROVIDE HORIZ LONG

SLOTTED HOLES IN

PLATE

EL (SEE PLAN)

T.O. STEEL

SUPPORTED

BEAM

PLATE

THICKNESS 't'

NUMBER

VERTICAL

COLUMNS

NUMBER

HORIZONTAL

ROWS

NUMBER

STUDS

'x' 'y'

W8/W10 1/2" 2 2 4 8" 8"

W12/W14 1/2" 2 3 6 8" 6"

EMBED PLATE DIMENSIONS

W16 1/2" 3 3 9 4" 8"

W18 3/4" 3 3 9 6" 9"

PLATE THICKNESS, 't'

6"

1 1/2" 'x' 'x'

1 1/2"

/2

NEW CONCRETE

ON STEEL DECK -

SEE PLAN

NEW STEEL BEAM

SEE PLAN

(E) STEEL BEAM

SEE PLAN

(E) CONC WALL

SEE PLAN

EL (SEE PLAN)

T.O. SLAB

NEW L6x6x3/8 CONT

WITH 5/8"Ø HILTI KWIK

BOLT 3 EXPANSION

ANCHOR @ 24" OC

WITH 4" EMBED

SEE PLAN

5/8 12" OC

REMOVE (E) BRICK

(E) HAUNCH, VIF. DEMO

IF NECESSARY AFTER

BRICK REMOVAL

3/8" BENT PLATE

x CONT

#4 BAR x 4' - 0" @ 12" OC

WITH 180° STANDARD

HOOK

SLAB ON STEEL DECK

SEE PLAN

3/16 3@12

SEE PLAN

1"

STEEL BEAM

SEE PLAN

E Q

E Q

1/2"Ø x 6" LONG HEADED

STUDS @ 12" OC

#4 BAR CONT

SLAB ON STEEL DECK

SEE PLAN

3/16 2@12SEE PLAN

1"

STEEL BEAM

SEE PLAN

CONCRETE TOPPING AND

INSULATION OVER

CONCRETE SLAB ON

STEEL DECK - SEE PLAN

SEE 3/S01-SF500

3/16 3@12

L5x5x3/8 X CONT

5/8 12" OC

TYP

(E) BRICK CLADDINGSEE PLAN

L4x4x3/8 WITH 1/2"Ø HILTI HAS

THREADED ROD +…