TP09 Final Drawings 04 657A4-20-700 Resubmitted SS 100 percent CD Drawings-Structural.pdf

STRUCTURAL GENERAL NOTES:

1. DESIGN AND CONSTRUCTION SHALL CONFORM TO THE "INTERNATIONAL BUILDING

CODE, 2018 EDITION" AND ALL APPLICABLE VA DOCUMENTS, INCLUDING HANDBOOK 18-8.

REFER TO THE SPECIAL STRUCTURAL INSPECTION NOTES FOR ADDITIONAL

REQUIREMENTS.

2. CONTRACTOR TO VERIFY ALL DIMENSIONS, ELEVATIONS AND EXISTING CONDITIONS

AND REPORT ANY DISCREPANCIES TO THE ARCHITECT IMMEDIATELY.

3. IF DISCREPANCIES EXIST BETWEEN STRUCTURAL PLANS, ARCHITECTURAL PLANS,

OTHER PLANS, OR SPECIFICATIONS, THE CONTRACTOR OR SUBCONTRACTOR SHALL

PROVIDE A WRITTEN REQUEST FOR CLARIFICATION FROM THE ARCHITECT AND/OR

ENGINEER PRIOR TO PROCEEDING WITH THE WORK

4. THE STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE

BUILDING IS FULLY COMPLETED. IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO

EXECUTE AND DETERMINE FINAL ERECTION PROCEDURES, SEQUENCING AND TO

INSURE THE SAFETY OF THE BUILDING AND ITS COMPONENT PARTS DURING ERECTION.

THIS INCLUDES WHATEVER SHORING, SHEETING, TEMPORARY BRACING, GUYING OR TIE

DOWNS WHICH MIGHT BE NECESSARY.

5. THE STRUCTURE AND FOUNDATIONS ARE DESIGNED FOR A ONE-STORY ADDITION.

6. FABRICATORS AND SUPPLIERS SHALL CLEARLY NOTE AND HIGHLIGHT CHANGES

MADE IN SHOP DRAWINGS, WHICH DO NOT COMPLY WITH THE CONTRACT DOCUMENTS.

7. COLUMNS, BEAMS, JOISTS, OR TRUSSES SHALL NOT BE FIELD CUT OR TRIMMED FOR

ANY REASON WITHOUT THE WRITTEN APPROVAL OF THE ARCHITECT/ENGINEER.

8. HOLES, PIPES, SLEEVES, ETC. NOT SHOWN ON THE DRAWINGS MUST BE REVIEWED

BY THE ARCHITECT BEFORE PLACEMENT THROUGH STRUCTURAL MEMBERS.

9. IF MECHANICAL AND ELECTRICAL EQUIPMENT SIZES, WEIGHTS, OR LOCATIONS DO

NOT COINCIDE WITH EQUIPMENT SHOWN ON THE PLANS, COORDINATE ADJUSTMENTS

WITH THE ARCHITECT.

10. NO AREA OF THE STRUCTURE SHALL BE LOADED WITH CONSTRUCTION MATERIALS

OR EQUIPMENT THAT EXCEEDS FINAL DESIGN CRITERIA.

11. BEAMS, COLUMNS, WALLS AND FOOTING CENTERS SHALL BE CENTERED UNDER

SUPPORTING MEMBERS (TYPICAL UNLESS NOTED).

12. FOR DEFERRED SUBMITTALS (E.G. HELICAL PILES AND SEISMIC BRACING), SHOP

DRAWINGS AND CALCULATIONS SEALED BY A STRUCTURAL ENGINEER LICENSED TO

PRACTICE IN THE JURISDICTION OF THE PROJECT SHALL BE FURNISHED TO THE

ENGINEER OF RECORD FOR REIVEW.

13. TYPICAL DETAILS ARE SHOWN ON SHEETS DESIGNATED "S0XX". THE INCLUDED

TYPICAL DETAILS MAY OR MAY NOT BE CUT / REFERENCED ON PLANS OR SECTIONS, BUT

ARE TO BE USED AS APPLICABLE.

STRUCTURAL DESIGN CRITERIA (2018 IBC AND ASCE 7-16):

1. BUILDING OCCUPANCY RISK CATEGORY IV.

2. LIVE LOADS [UNIFORM (PSF) / POINT LOADS (KIPS)]:

-- ROOF:………………………………………...............20 PSF / 300#

-- OFFICES:………………….…..…............................50 PSF + 15 PSF PARTITIONS / 2.0 K

-- UPPER LEVEL CORRIDORS................................80 PSF / 2.0 K

-- GROUND LEVEL SLAB ........................................100 PSF / 2.0 K

-- STAIRS ................................................................100 PSF / 300# -- LOBBIES ..............................................................100 PSF / 2.0 K

-- ACCESS FLOOR / SERVER ROOM.....................100 PSF / 2.0 K

3. ROOF SNOW LOAD:

-- GROUND SNOW LOAD (Pg):……………………....15 PSF -- FLAT ROOF SNOW LOAD (Pf): ...........................13 PSF W/ DRIFT -- MIN UNIFORM ROOF SNOW LOAD (Pm):…...….15 PSF (NO DRIFT OR RAIN) -- RAIN ON SNOW SURCHARGE (Prs) ...................5.0 PSF -- SNOW EXPOSURE FACTOR (Ce):………………..1.0, EXPOSURE B & C -- SNOW LOAD IMPORTANCE FACTOR (Is):….......1.0 -- THERMAL FACTOR (Ct):……………………….......1.1 (just above freezing)

4. WIND DESIGN DATA:

-- BASIC WIND SPEED (3 SEC GUST):……………..116 MPH

-- WIND EXPOSURE:…………………………………..B

-- DIRECTIONALITY FACTOR (Kd) .........................0.85

-- INTERNAL PRESSURE COEFF:………….……….0.18

-- COMPONENTS AND CLADDING WIND (ULTIMATE 1.0*W) PRESSURES

(BASED ON TRIB 10 S.F., EXP. B. MAY BE REDUCED FOR COMPONENTS

WITH LARGER TRIB PER BLDG CODE):

WALLS AT CORNERS & EDGES:…………………+30 / -40 PSF

ALL OTHER MAIN WALL CONDITIONS:…………+30 / -33 PSF

ROOF CORNERS:…...................……………….....+15 / -57 PSF

ROOF EDGES: .....................................................+15 / -39 PSF

ALL OTHER MAIN ROOF CONDITIONS:…………+15 / -23 PSF

5. EARTHQUAKE DESIGN DATA:

-- SEISMIC IMPORTANCE FACTOR (Ie):………......1.5

-- NONSTRUCTURAL COMPONENT IMPORTANCE

FACTOR (Ip):…….....................................…...1.5 -- MAPPED SPECTRAL RESP ACCEL (Ss / S1):…..1.04/ 0.344

-- SITE CLASS:………………………………………….D

-- SPECTRAL RESPONSE COEFF (Sds / Sd1):……0.752 / 0.393

-- SEISMIC DESIGN CATEGORY:……………………D

-- SEISMIC FORCE RESISTING SYSTEM:…………

SPECIAL REINFORCED MASONRY SHEAR WALLS (ASCE 7-16 TYPE A7)

-- DESIGN BASE SHEAR:……………………………..117 KIPS

-- SEISMIC RESPONSE COEFF (Cs):……………….0.225

-- ANALYSIS PROCEDURE:…………………………..RSA/ELF

-- MAX PERMITTED INTERSTORY DRIFT:..………..5/8 INCH

6. GUARD RAILS:.........................................................50 PLF, AND/OR 200# CONCENTRATED

LOAD APPLIED IN ANY DIRECTION.

CONCRETE AND MASONRY REINFORCING STEEL:

1. SUBMIT SHOP DRAWINGS FOR REBAR. ALL REINFORCING BARS SHALL MEET ASTM

A615 GRADE 60.

2. ALL MESH SHALL MEET ASTM A-185: LAP A MINIMUM OF 8” OR ONE FULL MESH,

WHICHEVER IS GREATER.

3. REINFORCING BARS QUANTITIES SHOWN ARE FOR ESTIMATING PURPOSES ONLY.

4. PROVIDE AN ADDITIONAL ALLOWANCE OF 1% OF THE TOTAL REINFORCING SHOWN ON

THE FINAL DRAWINGS TO BE FABRICATED AND ERECTED DURING THE PROGRESS OF THE

WORK AT THE DIRECTION OF THE STRUCTURAL ENGINEER. FOR THE ADDITIONAL

REINFORCING ALLOWANCE, INCLUDE BOTH THE COST OF THE REINFORCING AND THE

LABOR TO PLACE IT.

5. CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE ¾” CLEAR FOR SLABS, 2”

CLEAR FOR FORMED SURFACES AND 3” CLEAR FOR FOOTINGS (TYPICAL UNLESS NOTED).

6. CONTRACTOR SHALL VERIFY THAT ALL REINFORCEMENT, SLAB DOWELS, INSERTS,

SLEEVES AND EMBEDDED ITEMS ARE PROPERLY LOCATED AND RIGIDLY SECURED PRIOR

TO CONCRETE PLACEMENT, “WET STICKING” DOWELS WILL NOT BE ALLOWED.

7. REINFORCEMENT SHALL BE DETAILED IN ACCORDANCE WITH THE LATEST A.C.I.

DETAILING MANUAL BY A QUALIFIED AND EXPERIENCED FIRM AND PERSON. PLACE AND

SUPPORT REINFORCEMENT WITH ACCESSORIES: MAXIMUM SPACING - 48” CENTERS

(PLASTIC-TIPPED LEGS FOR EXPOSED SURFACES). USE 3” SBP SUPPORTS AT ALL

FOOTINGS.

CAST IN PLACE CONCRETE:

1. SUBMIT PROPOSED MIXED DEIGNS OF EACH TYPE FOR REVIEW.

REQUIRED MINIMUM CONCRETE COMPRESSIVE STRENGTHS AT 28 DAYS:

a. FOOTING AND GRADEBEAM CONCRETE………………..4000 PSI

b. BASEMENT / FOUNDATION WALL CONCRETE………….4000 PSI

c. SLAB ON GRADE AND STRUC SLAB ABOVE GRADE…..4000 PSI

2. ALL CONCRETE MIX DESIGNS SHALL HAVE WATER TO CEMENT RATIOS LESS THAN

0.52, WITH A MAXIMUM 60/40 FINE TO COARSE AGGREGATE RATIO. CONCRETE MIX

DESIGNS THAT DO NOT CONFORM TO THE ABOVE STANDARD AND/OR CONTAIN WATER

REDUCING ADMIXTURES SHALL BE SUBMITTED WITH APPROPRIATE TEST DATA PER

A.C.I.. ALL CONCRETE SHALL BE IN CONFORMANCE WITH THE LATEST A.C.I. 301

STANDARDS PUBLICATION.

2A. LIGHTWEIGHT CONCRETE SHALL HAVE A MAXIMUM DRY UNITY WEIGHT OF 118 PCF.

3. EXTERIOR CONCRETE (FLOOR SLABS, WALLS, ETC) SHALL HAVE 6% (PLUS/MINUS 1%)

ENTRAINED AIR.

4. CHAMFER ALL EXPOSED CONCRETE EDGES 3/4” (VERIFY WITH ARCHITECT).

5. NO ALUMINUM SHALL BE EMBEDDED IN ANY CONCRETE.

6. NO CALCIUM CHLORIDE SHALL BE USED IN CONCRETE

7. THE DESIGN, CONSTRUCTION, AND SAFETY OF ALL FORMWORK IS THE

RESPONSIBILITY OF THE CONTRACTOR

8. ALL CONCRETE IS REINFORCED UNLESS SPECIFICALLY NOTED AS UNREINFORCED.

REINFORCE ALL CONCRETE NOT OTHERWISE SHOWN WITH THE SAME REINFORCING AS

SIMILAR SECTIONS OR AREAS.

9. CONSTRUCTION JOINTS IN GRADE BEAMS, CONTINUOUS FOOTINGS, AND WALLS THAT

DO NOT CHANGE DIRECTION SHALL BE SPACED NO GREATER THAN 60’-0”.

INTERMEDIATE CONTROL JOINTS SHALL BE SPACED AT 25’-0” MAX FOR WALLS. CONTROL

JOINTS IN WALLS SHALL ALSO BE LOCATED 15’-0” FROM CORNERS AND AT CHANGES IN

WALL THICKNESS

10. WHERE FRESH CONCRETE IS DEPOSITED AGAINST HARDENED CONCRETE (GREATER

THAN 8 HRS OLD), CLEAN EXISTING SURFACE OF LAITANCE AND FOREIGN MATERIAL AND

DAMPEN THE EXISTING SURFACE. IF REQUIRED, ROUGHEN EXISTING CONCRETE TO ¼”

AMPLITUDE.

11. SLABS ON GRADE SHALL BE 6” THICK MINIMUM ON 4” OF GRANULAR FILL. REINF SLAB

WITH #4 BARS @ 12" OC EA WAY. PLACE REINF IN UPPER 1/3 OF SLAB THICKNESS. AT

INTERIOR SLABS, A 10 MIL VAPOR BARRIER SHALL BE PLACED BETWEEN THE CONCRETE

AND GRANULAR BASE AND CARE SHOULD BE TAKEN DURING CURING TO PREVENT SLAB

CURLING. THIS NOTE SHALL BE TYPICAL UNLESS NOTED OTHERWISE

12. SAW CUT JOINTS OR KEYED CONSTRUCTION JOINTS IN SLABS ON GRADE SHALL BE

SPACED TO DIVIDE THE SLAB INTO PANELS NOT TO EXCEED 225 SQUARE FEET. THE

LONGER DIMENSION OF EACH PANEL SHALL NOT EXCEED THE SHORTER DIMENSIONS BY

MORE THAN 40%. JOINTS SHALL BE LOCATED AT COLUMN CENTERLINES WHERE

POSSIBLE. SPACING BETWEEN JOINTS SHALL NOT EXCEED 15 FEET. CONTRACTOR SHALL

SUBMIT JOINT LAYOUT TO ARCHITECT FOR APPROVAL. REFER TO TYP DETAIL RC-001A.

13. REINFORCEMENT SHALL BE CONTINUOUS AND LAPPED 53 BAR DIAMETERS (2’ -6”

MIN.) EXCEPT AS NOTED AND PROVIDE CORNER BARS OF SAME SIZE AND SPACING.

14. MINIMUM CONCRETE WALL REINFORCING (WALL 10” OR GREATER) SHALL BE #5 AT

10” CENTERS EACH WAY, EACH FACE

15. MINIMUM REINFORCING AROUND CONCRETE WALL OPENINGS 2’-0” OR GREATER

(TYPICAL UNLESS NOTED): 2 - #5, EXTEND REINF 2’-0” PAST OPENINGS. PROVIDE 2-#5 x

4’-0” DIAGONAL BARS AT CORNERS

16. CONTRACTOR SHALL COORDINATE ALL CURING COMPOUNDS WITH FLOOR FINISH

REQUIREMENTS TO ENSURE COMPATIBILITY.

17. FOUNDATION CONTRACTOR TO ENSURE PROPER ANCHOR ROD PROJECTION AND

THAT ANCHOR RODS ARE HELD SECURELY IN POSITION PRIOR TO CONCRETE

PLACEMENT. INSTALL ANCHOR RODS TO THE STRICT DIMENSIONAL TOLERANCES PER

AISC REQUIREMENTS. STRUCTURAL STEEL COLUMN ANCHOR RODS SHALL BE SET WITH

A RIGID TEMPLATE.

18. AGGREGATES AND/OR CONCRETE MIXES SHALL BE CERTIFIED TO BE FREE OF AND

ELIMINATE DAMAGE OF CONCRETE DUE TO ALKALI-SILICA REACTION OR ALKALI-

AGGREGATE REACTIONS WHEN EXPOSED TO SOILS AND/OR AN EXTERIOR

ENVIRONMENT.

19. PROVIDE ARCHITECTURALLY RUBBED FINISH FOR ALL EXPOSED VERTICAL

CONCRETE SURFACES (RE: ARCH).

STRUCTURAL STEEL:

1. SUBMIT SHOP DRAWINGS FOR STEEL.

STRUCTURAL STEEL SHAPES AND PLATE MATERIAL REQUIREMENTS (TYPICAL UNLESS

NOTED OTHERWISE):

a. WIDE FLANGE SHAPES - ASTM A992 (FY = 50 KSI MIN.)

b. CHANNELS, ANGLES, AND PLATES: - ASTM A36 (FY = 36 KSI MIN)

c. ROUND HSS - ASTM A500, GR B (FY = 42 KSI)

d. RECTANGULAR HSS - ASTM A500, GR B (FY = 46 KSI)

e. PIPE - ASTM A53, GR B (FY = 35 KSI)

f. ANCHOR RODS - ASTM F1554 (FY = 36 KSI MIN.),

2. STRUCTURAL STEEL SHALL BE NEW AND MEET THE 13TH EDITION A.I.S.C.

“SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS AND BRIDGES”, AND THE “CODE

OF STANDARD PRACTICES FOR STEEL BUILDINGS AND BRIDGES”, EXCLUDING SECTION

4.4.1.B.

3. THE STRUCTURAL STEEL FABRICATOR SHALL BE AN AISC QUALITY CERTIFIED

COMPANY FOR THE CATEGORY OF WORK IN THIS PROJECT OR PROVIDE A QUALITY

ASSURANCE PLAN AND SPECIAL INSPECTIONS AS DEFINED IN THE CODE.

4. USE STANDARD AISC FRAMING CONNECTIONS WITH A325-N BOLTS, F436 WASHERS,

AND A563 HEAVY-HEX NUTS AS REQUIRED, UNLESS NOTED OTHERWISE.

5. BOLTS IN MOMENT AND BRACED FRAME CONNECTIONS SHALL BE PRE-TENSIONED.

ALL A490 BOLTS SHALL BE PRE-TENSIONED. OTHER BOLTED CONNECTIONS USING A325

BOLTS MAY BE SNUG-TIGHTENED, UNLESS NOTED OTHERWISE.

6. STEEL BEAMS SHALL BE FABRICATED WITH MILL CAMBER UP.

7. WELDING SHALL CONFORM TO THE CURRENT AND APPLICABLE AWS STANDARDS AND

BE COMPLETED BY AN AWS CERTIFIED WELDER. ALL WELDS SHALL UTILIZE E70xx

ELECTRODES. SHOP DRAWINGS SHALL SHOW FIELD WELDS, AS APPROPRIATE.

a. AWS D1.1 - STRUCTURAL WELDING CODE - STEEL

b. AWS D1.3 - STRUCTURAL WELDING CODE - SHEET STEEL

c. AWS D1.6 - STRUCTURAL WELDING CODE - STAINLESS STEEL

8. WELD SIZES SHALL BE INCREASED TO MEET THE REQUIRED EFFECTIVE THROAT

WIDTH IF GAPS EXIST AT THE FAYING SURFACE

9. NO COLUMN OR BEAM SPLICES, UNLESS CLEARLY INDICATED ON THE STRUCTURAL

DRAWINGS, WILL BE ALLOWED WITHOUT WRITTEN APPROVAL OF THE STRUCTURAL

ENGINEER.

10. SEE ARCHITECTURAL PLANS FOR FIREPROOFING & FINISHING REQUIREMENTS, AND

COORDINATE STEEL PRIMING & COATINGS ACCORDINGLY.

11. GROUT WHERE INDICATED ON PLANS AT BASE PLATES SHALL BE NON-METALLIC

NON-SHRINK WITH A MINIMUM COMPRESSIVE STRENGTH OF 6000 PSI AT 28 DAYS

CONFORMING TO ASTM C1107

12. ALL POST-INSTALLED ANCHORS WHERE NOTED SHALL BE MANUFACTURED BY

SIMPSON STRONG-TIE OR HILTI, INC. AND INSTALLED PER MANUFACTURER'S

SPECIFICATIONS. SUBSTITUTIONS SHALL BE SUBMITTED FOR REVIEW AND APPROVAL

WITH APPROPRIATE IC-ES EVALUATION REPORTS.

13. ALL STEEL NOT PROTECTED FROM WEATHER AND WHOLLY WITHIN A CONDITIONED

SPACE (INCLUDING ALL MASONRY LINTELS) SHALL BE HOT DIPPED GALVANIZED PER

ASTM A123.

METAL DECK:

1. SUBMIT SHOP DRAWINGS FOR ALL METAL DECKING.

A. COMPOSITE FLOOR DECK: 3 1/2” 18 GA (FY = 33 KSI MIN), G60 GALVANIZED, MIN

FASTENING PATTERN: 36/4 WITH 3 SIDELAPS PER SPAN (UNO),

2. STEEL DECK MANUFACTURER SHALL BE A MEMBER OF THE STEEL DECK INSTITUTE

(S.D.I.). ALL METAL DECK TO BE ERECTED PER MANUFACTURER REQUIREMENTS AND

SPECIFICATIONS

3. DECK SHALL BE WELDED AT SUPPORTS WITH 5/8” DIA PUDDLE WELDS MIN. AND

SIDELAP CONNECTIONS SHALL BE #10 TEK SCREWS MIN (UNO).

4. ALL METAL DECK HAS BEEN DESIGNED TO BE CONTINUOUS OVER 2 SPANS MINIMUM

AND SHALL BEAR 2” MINIMUM ON STEEL SUPPORTS. FOR ONE OR TWO SPAN

CONDITIONS CONTRACTOR SHALL PROVIDE SHORING AS REQUIRED OR FURNISH

THICKER GAGE DECK TO SUPPORT ALL APPLICABLE LOADS. CONTRACTOR TO SUBMIT

ALTERNATES FOR APPROVAL.

5. PROVIDE REINFORCING CHANNELS, STANDARD CLOSURES, CANT STRIPS, SUMP

PANS, AND OTHER ACCESSORIES AS REQUIRED FOR A PROPERLY FINISHED JOB, EVEN

IF NOT SPECIFICALLY SHOWN ON THE STRUCTURAL DRAWINGS. PROVIDE BEARING

ANGLES WELDED TO COLUMNS AS REQUIRED TO SUPPORT METAL DECK.

6. ONE OPENING PER DECK SHEET, 6” OR LESS IN DIAMETER, IS PERMISSIBLE. HOLES

LARGER THAN 6” IN DIAMETER OR MORE THAN ONE HOLE PER DECK SHEET REQUIRES

REINFORCING PER SDI. HOLES LARGER THAN 12” (ROUND OR SQUARE) REQUIRE A

STEEL FRAME

7. OPENINGS IN ROOF DECK TO BE FRAMED WITH L4x4x1/4 ANGLE. EXTEND ANGLES TO

STRUCTURAL SUPPORTS, BLOCK VERTICAL LEGS AND FIELD WELD. TYPICAL UNLESS

NOTED OTHERWISE.

STRUC ABREVIATIONS

Abrev Text

A.R. ANCHOR ROD

ADDNL ADDITIONAL

ADJ ADJACENT

AESS ARCHITECTURALLY EXPOSED STRUC STL

AFF ABOVE FINISH FLOOR

ALT ALTERNATE

ARCH ARCHITECT OR ARCHITECTURAL

atat PLUS OR MINUS

B/ BOTTOM OF

B/W BETWEEN

BLDG BUILDING

BLKG BLOCKING

BM BEAM

BOT BOTTOM

BRG BEARING

CF COLD FORMED METAL FRAMING

CHKD CHECKED

CIP CAST IN PLACE

CJ CONTROL JOINT

CJP COMPLETE JOINT PENETRATION

CL CENTERLINE

CLR CLEAR

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONT CONTINUOUS

CTR CENTER

db DIA OF REINF BAR, DIA OF BOLT

DBA DEFORMED BAR ANCHOR

DBL DOUBLE

DIA DIAMETER

DIAG DIAGONAL

DIR DIRECTION

DWL DOWEL

EA EACH

EE EXTENDED END

EJ EXPANSION JOINT

EL ELEVATION

ENGR ENGINEER

EOD EDGE OF DECK

EOS EDGE OF SLAB

EQ EQUAL

EQP EQUIPMENT

EW EACH WAY

EXIST EXISTING

EXT EXTERIOR

F.V. FIELD VERIFY

FLG FLANGE

FLR FLOOR

FND FOUNDATION

FS FAR SIDE

FTG FOOTING

G.C. GENERAL CONTRACTOR

GA GAGE

GALV GALVANIZED

GB GRADE BEAM

HORIZ HORIZONTAL

HSA HEADED STUD ANCHOR

HSS HOLLOW STRUCTURAL SECTION

IF INSIDE FACE

INT INTERIOR

JST JOIST

k KIPS (1000 LBS)

LCE COMPRESSION EMBEDMENT LENGTH

LCS COMPRESSION LAP SPLICE LENGTH

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LTE TENSION EMBEDMENT LENGTH

LTS TENSION LAP SPLICE LENGTH

LW LIGHTWEIGHT

MAS MASONRY

MATL MATERIAL

MFCR MANUFACTURER

MTL METAL

NIC NOT IN CONTRACT

NS NEAR SIDE

NS NON-SHRINK

NTS NOT TO SCALE

O.F. OUTSIDE FACE

OC ON CENTER

OPP OPPOSITE

OVS OVERSIZED

P/C PRECAST

PAF POWDER ACTUATED FASTENER

PEN PENETRATION

PERP PERPENDICULAR

PL PLATE

PLF POUNDS PER LINEAL FOOT

PMB PRE-ENGINEERED METAL BUILDING

PREFAB PREFABRICATED

PRELIM PRELIMINARY

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

R.F. RIGID FRAME

RC REINFORCED CONCRETE

RE: OR REF REFER TO

REINF REINFORCING

REQD REQUIRED

SC SLIP CRITICAL

SDS SELF DRILLING SCREW

SIM SIMILAR

SLV SHORT LEG VERTICAL

SOG SLAB ON GRADE

SQ SQUARE

SS STAINLESS STEEL

STD STANDARD

STIR STIRRUPS

STL STEEL

SW SHEAR WALL

SYM SYMMETRIC

T&B TOP AND BOTTOM

T/ TOP OF

TOS TOP OF STEEL

TRANS TRANSVERSE

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

W/ WITH

W/O WITHOUT

WF WIDE FLANGE

WP WORK POINT

WWF WELDED WIRE FABRIC

SPECIAL INSPECTIONS

1. PROVIDE SPECIAL STRUCTURAL INSPECTIONS AND VERIFICATIONS BY A THIRD PARTY

MEETING THE REQUIRMENTS OF CHAPTER 17 OF THE BUILDING CODE AND THE BUILDING

OFFICAL.

2. SPECIAL INSPECTORS SHALL BE QUALIFIED AND FURNISH THEIR REPORTS IN A

TIMELY MANNER TO THE CONTRACTOR, BUILDING OFFICALS, ARCHITECT, AND/R

ENGINEER

3. SHOULD INSPECTOR IDENTIFY ANY DISCREPANCY, THEY SHAL NOTIFY CONTRACTOR

FIRST, AND THEN ARCHT/ ENGINEER IMMEDIATELY THEREAFTER IF CORRECTIVE ACTION

IS NEEDED.

4. SPECIAL INSPECTIONS AS REQUIRED BY CODE:

A. STEEL: SECTION 1705.2, AISC 360, AND TABLE 1705.2.2. PERIODIC OBSERVATIONS

OF CONNECTION, ALL BRACED-FRAME CONNECTIONS, WELDERS & FIELD WELDING.

B. CONCRETE: SECTION 1705.3 AND TABLE 1705.3 CONCRETE MATERIAL SAMPLING

AND TESTING, REBAR OBSERVATIONS. TAKE SET OF (3) CYLINDERS FOR EVERY 50 C.Y.,

BUT NOT LESS THAN ONE SET OF SAMPLES PER DAY'S WORK AND PER MIX.

C. EARTHWORK: FOUNDATION BEARING, EXCAVATION, FILL PLACEMENT.

EARTHWORK AND FOUNDATIONS:

1. REFERENCE THE GEOTECHNICAL INVESTIGATION PREPARED BY OLSSON, INC DATED

10 NOVEMBER 2020 (JOB NO. 020-2333). THE CONTRATOR SHALL OBTAIN A COPY OF THIS

REPORT AND FOLLOW ALL RECOMMENDATIONS WITHIN.

2. ALL FOOTINGS SHALL BEAR A MINIMUM DEPTH BELOW GRADE OF 3'-0" ON FIRM

NATIVE MATERIALS, COMPACTED OR ENGINEERED FILL CAPABLE OF SUPPORTING AN

ALLOWABLE BEARING PRESSURE OF 2,500 PSF PER THE GEOTECHNICAL REPORT.

DEEPEN FOOTINGS, AND REMOVE AND REPLACE SOFT SOILS WITH ENGINEERED FILL AS

REQUIRED TO PROVIDE THIS MINIMUM DEPTH AND SUITABLE BEARING.

3. UNDERCUT THE PAD TO A DEPTH OF 18-INCHES BELOW BOTTOM OF FLOOR SLAB

ELEVATION AND REPLACE WITH LOW-VOLUME-CHANGE MATERIALS PER THE

GEOTECHNICAL REPORT.

4. FILL PLACEMENT, COMPACTION, AND SOIL BEARING TESTS SHALL BE PERFORMED BY

A GEOTECHNICAL ENGINEER PRIOR TO INSTALLING FOOTINGS TO ENSURE DESIGN

ALLOWABLE BEARING VALUES AND SLAB SUBGRADE REQUIREMENTS ARE SATISFIED. IF

ACTUAL SITE CONDITIONS DO NOT SATISFY THESE REQUIREMENTS, COORDINATE

ADJUSTMENTS WITH ARCHITECT/ENGINEER/ GEOTECHNICAL ENGINEER

5. SURFACE WATER SHALL NOT BE ALLOWED TO STAND ADJACENT TO OR DRAIN

TOWARDS THE FOUNDATION AND SLAB SUBGRADES UNDER ANY CIRCUMSTANCES.

REFER TO CIVIL FOR ELEVATIONS OF PAVEMENTS AND GRADED SOILS.

6. FOOTINGS MAY BE POURED TO NEAT LINES OF EXCAVATIONS PROVIDING VERTICAL

LINES OF EXCAVATIONS CAN BE MAINTAINED DURING CONCRETE PLACEMENT.

7. FOUNDATION WALL BACKFILL SHALL NOT BE UNBALANCED BY MORE THAN TWO FEET

ON EITHER SIDE AT ANY TIME. BASEMENT WALL AND RESTRAINED RETAINING WALL

BACKFILL SHALL NOT BE PLACED, UNLESS THE WALL IS ADEQUATELY BRACED.

RETAINING WALL AND BASEMENT WALL BACKFILL SHALL BE FREE DRAINING GRANULAR

BACKFILL ACCEPTABLE TO THE GEOTECHNICAL ENGINEER.

8. NOTE THAT PREVIOUS BORINGS INDICATE THE POSSIBLE PRESENCE OF BOULDERS

AT THE SITE. THE GEOTECHNICAL REPORT RECOMMENDS INSTALLING A TEST HELICAL

PILE TO EVALUATE THE FEASIBILITY OF USING THAT FOUNDATION SYSTEM.

9. BEDROCK WAS NOT ENCOUNTERED WITHIN A DEPTH OF 20 FEET

CONCRETE MASONRY UNITS:

1. ALL MASONRY SHALL BE IN ACCORDANCE WITH ACI 530 / TMS 402. REFER TO

ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR NON-STRUCTURAL BRICK

REQUIREMENTS. INDIVIDUAL CMU'S SHALL BE PER ASTM C90, GROUT SHALL BE PER ASTM

C476, MORTAR SHALL BE PER ASTM C270.

A. USE OF MASONRY CEMENT IS PROHIBITED.

B. USE OF AIR-ENTRAINING ADMIXTURES IS PROHIBITED.

2. MASONRY MATERIALS SHALL BE AS FOLLOWS:

A. f'm = 1,500 PSI MINIMUM. ALL UNITS SHALL BE LIGHT-WEIGHT BLOCK.

B. GROUT STRENGTH NOT LESS THAN 2,000 PSI. GROUT SHEAR WALLS SOLID.

C. MORTAR TYPE S. (USE TYPE M OR S, OR BETTER FOR PORTIONS BELOW-GRADE).

4. WHERE NOT OTHERWISE SHOWN, MINIMUM WALL REINFORCEMENT SHALL BE (1) #4 VERT

AT 8" O.C. MAX. PROVIDE NOT LESS THAN 9-GAGE HORIZONTAL LADDER-TYPE

REINFORCEMENT AT NOT MORE THAN 16" O.C. VERTICALLY, LAPPED 8" MINIMUM.

DISCONTINUE HORIZ REINF AT CONTROL JOINT LOCATIONS. REBAR POSITIONERS SHALL

BE USED FOR ALL VERTICAL BARS SUCH THAT A MINIMUM 3" OF SPACE IS MAINTAINED

CLEAR FOR PLACEMENT OF GROUT.

5. ALL BLOCKS SHALL BE LAID IN RUNNING BOND.

6. GROUT SOLID ALL UNITS LOCATED BELOW FINISH FLOOR.

A. ALL GROUND-LEVEL SHEAR WALLS SHALL BE GROUTED SOLID.

B. GROUND POUR HEIGHTS SHALL NOT EXCEED 5'-0" UNLESS CLEAN-OUTS ARE

PROVIDED AND INSPECTED. THE MAXIMUM GROUT POUR HEIGHT WITH CLEANOUTS SHALL

NOT EXCEED 12'-0". STOP GROUT POURS AT 1-1/2" BELOW THE TOP OF THE CMU COURSE.

CONSOLIDATE GROUT WITH VIBRATOR.

7. ALL OPENINGS IN NEW CONCRETE MASONRY WORK REQUIRE A BOND-BEAM LINTEL PER

TYPICAL DETAILS AND PLANS.

A. GALVANIZED LOOSE-ANGLE STEEL LINTELS SHALL BE UTILIZED TO SUPPORT BRICK

VENEER, AND WHERE CUTTING IN NEW OPENINGS IN EXISTING BRICK AND TILE WALLS.

8. PROVIDE CONTROL JOINTS AS SHOWN ON ARCHITECTURAL AND/OR STRUCTURAL

DRAWINGS. WHERE NOT SHOWN OR OTHERWISE DENOTED, PROVIDE CONTROL JOINTS AT

NOT MORE THAN 25'-0" O.C., LOCATED AT OPENINGS, AND NEAR CORNERS, AS SHOWN ON

TYPICAL DETAILS.

9. PLACEMENT OF REINFORCEMENT SHALL OCCUR PRIOR TO PLACEMENT OF GROUT. ALL

REINFORCEMENT IN STRUCTURAL AND SHEAR WALLS SHALL BE INSPECTED PRIOR TO

GROUTING, AND ALL MATERIALS AND MATERIAL PLACEMENT INSPECTED AND TESTED.

10. EXTEND HORIZONTAL REINFORCEMENT IN BOND BEAMS, LINTELS AND SILL NOT LESS

THAN 2'-0" PAST ENDS OF ALL OPENINGS.

11. PROVIDE LOOSE ANGLE STEEL LINTELS PER THE TYPICAL DETAILS.

12. REINFORCE BOND BEAMS W/ (1) #5 BAR MIN, UNLESS NOTED OTHERWISE.

13. PROVIDE BOND BEAMS SPACED AT 4'-0" O.C. MAX AND WITHIN 1'-4" OF TOP AND BOTTOM

OF WALLS (AND AS NOTED ON DRAWINGS).

14. PROVIDE STANDARD HOOK AROUND VERTICAL BAR WHEN BOND BEAM TERMINATES AT

AN OPENING.

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 #

VA Health Care System Approval:

REVISION: DATE:

ARCHITECT:

U.S. Department of Veteran Affairs

SPUR DESIGN, LLC

312 SW 25TH STREET

Oklahoma City, OK 73109

(405) 842-6100

MO ARCH REG. NO. 2012034754, EXP. 12/31/2022

MO ENGR REG. NO. 2014031351, EXP. 12/31/2022

CIVIL ENGINEER

OLSSON

550 ST. LOUIS ST.

SPRINGFIELD, MO 65806

(417) 885-1736

STRUCTURAL ENGINEER

STAND STRUCTURAL ENGINEER

8234 ROBINSON ST.

OVERLAND PARK, KS 66204

(913) 214-9525

MECH / ELEC / PLUMB ENGINEER

SPUR DESIGN

11020 KING STREET, SUITE 350

OVERLAND PARK, KS 66210

(405) 842-6100

FIRE PROTECTION ENGINEER

POOLE FIRE PROTECTION, INC.

19910 WEST 161ST STREET

OLATHE, KANSAS 66062

(913) 829-8690

The information on this document is preliminary or incomplete, not for construction, recording purposes, or implementation.

F U

L L

Y S

P R

IN

K

L E

R E

D

ABATEMENT

RIVERFRONT SAFETY AND HEALTH

11140 S. TOWNE SQ., STE 100

SAINT LOUIS, MO 63123

(314) 917--148

TELECOM

ASPEN ENGINEERING & CONTRACTING

7 KIJI-DAVA CIRCLE

PRESCOTT, AZ 86301

(928) 774-0992

/2

/2

:2 :2

P

M

1-S-001

STRUCTURAL GENERAL NOTES

NH/EJSPWS

RESUBMITTED 100% CONSTRUCTION DOCUMENTS

EHRM INFRASTRUCTURE UPGRADES

03/23/2021

657A4-20-700

John J. Pershing VA Medical Center 1500 N. Westwood Blvd.

Poplar Bluff, MO 63901

HELICAL PILE FOUNDATIONS:

1. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE

CURRENT INTERNATIONAL BUILDING CODE (IBC) ADOPTED BY THE LOCAL JURISDICTION.

2. HELICAL PILE SHALL BE RECONGNIZED BY ICC AND THE MANUFACTURER SHALL HOLD A

CURRENT ICC-ES ESR REPORT SHOWING COMPLIANCE WITH AC358 AND CURRENT

INTERNATIONAL BUILDING CODE (IBC) ADOPTED BY THE LOCAL JURISDICTION.

3. MINIMUM AND MAXIMUM INSTALLATION TORQUES SHALL BE SPECIFIED BY THE HELICAL

PILE MANUFACTURER. THE MINIMUM INSTALLATION TORQUE SHALL BE HIGH ENOUGH TO

ACHIEVE THE REQUIRED BEARING CAPACITY, INCLUDING A SAFETY FACTOR OF 2. THE

MAXIMUM INSTALLATION TORQUE SHALL NOT EXCEED THE ALLOWABLE TORSIONAL

CAPACITY OF THE PILE SHAFTS.

4. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED TO RESIST ALL STRESSES

INDUCED BY INSTALLATION.

5. EXISTING CONDITIONS AND UNDERGROUND OBSTRUCTIONS SHALL BE CONFIRMED BY

THE PILE INSTALLER. PROBING OR SCANNING MAY BE NECESSARY TO LOCATE

UNDERGROUND OBSTRUCTIONS. REPORT ANY UNFORSEEN OBSTRUCTIONS TO THE

STRUCTURAL ENGINEER.

6. LOCATIONS OF PILES SHALL NOT BE CHANGED WITHOUT WRITTEN APPROVAL FROM THE

STRUCTURAL ENGINEER.

7. SPECIAL INSPECTION OF THE HELICAL PILE INSTALLATION SHALL BE PERFORMED IN

ACCORDANCE WITH SECTION 1705.9 OF THE 2018 IBC UNLESS EXCEPTIONS NOTED IN

SECTION 1704.2 OF IBC ARE MET. THE INSPECTOR SHALL RECORD THE FOLLOWING:

A. INSTALLATION DATE.

B. PILE MANUFACTURER.

C. INSTALLATION CONTRACTOR.

D. IDENTIFICATION OF INSTALLATION EQUIPMENT.

E. MINIMUM ALLOWABLE INSTALLATION TORQUE.

F. MAXIMUM ALLOWABLE INSTALLATION TORQUE.

G. CENTRAL SHAFT DIAMETER OF EACH PILE.

H. HELIX PLATE CONFIGURATION OF EACH PILE.

I. ACTUAL TIP EMBEDMENT OF EACH PILE.

J. ACTUAL INSTALLATION TORQUE OF EACH PILE.

K. ULTIMATE CAPACITY OF EACH PILE AS SPECIFED BY MANUFACTURER.

L. ALLOWABLE CAPACITY OF EACH PILE AS SPECIFIED BY MANUFACTURER.

03/23/2021

DEVELOPMENT AND LAP SPLICE SCHEDULE

#3

#4

#5

#6

#7

#8

#9

BAR

F'c = 3000 psi

EMBEDMENT

8 21

COMPR TENSION (LTE)

OTHER

LAP SPLICE

(LCS) TOP

COMPR TENSION (LTS)

OTHER

HOOK

(LDH)

16 12 28 21 6

22 15 37 28 8

27 19 46 36 10

33 23 56 43 12

48 26 81 62 13

55 30 93 71 15

80 62 34 105 80 17

F'c = 4000 psi

EMBEDMENT

(LCE) TOP

COMPR TENSION (LTE)

OTHER

LAP SPLICE

(LCS) TOP

COMPR TENSION (LTS)

OTHER

HOOK

(LDH)

18 14 12 24 18 6

25 19 15 32 25 7

31 24 19 40 31 8

37 28 23 48 37 10

54 42 26 70 54 12

62 47 30 80 62 13

70 54 34 91 70 15

(LCE)

#10 90 70 38 118 90 19 24 78 60 38 102 78 17

#11 100 77 42 131 100 22 27 87 67 42 113 87 1931

TOP

NOTES (GENERAL):

1. STAGGER ALL SPLICES 12 db MIN, BUT NOT LESS THAN 12"

2. ALL DIMENSIONS INDICATED IN TABLE ARE IN INCHES

3. BARS GREATER THAN #11 SHALL BE MECHANICALLY SPLICED

4. ALL SPLICES SHALL BE WIRED IN CONTACT STACKED VERTICAL.

MULTIPLIERS:

ALL EMBEDMENT AND LAP SPLICE LENGTHS SHALL BE INCREASED

AS REQD BY THE MULIPLIERS BELOW. APPLY MULTIPLE

MULTIPLIERS IF APPLICABLE.

1.3 -- IF CONC CONTAINS LIGHT WEIGHT AGGREGATES

1.3 -- IF EPOXY COATED REBAR USED

NOTES (PERTAINING TO TABLE):

1. TOP BARS ARE HORIZONTAL BARS THAT HAVE MORE THAN 12" OF FRESH

CONCRETE CAST BELOW THEM.

2. ALL BARS THAT ARE NOT "TOP BARS" ARE "OTHER" BARS

3. ABBREVIATIONS:

- LCE - COMPRESSION EMBEDMENT LENGTH

- LTE - TENSION EMBEDMENT LENGTH

- LCS - COMPRESSION LAP SPLICE LENGTH

- LTS - TENSION LAP SPLICE LENGTH

- LDH - HOOKED BAR TENSION EMBEDMENT LENGTH

90.00°

90.00°

CONTROL OR

CONSTRUCTION

JOINT

4" M

IN (TYP)

1/4" PREFORMED

JOINT FILLER AROUND

COLUMN AND AT EDGE

OF BLOCKOUT. FILL

JOINT WITH SEALANT

(TYP)

EDGE OF SLAB

OR FACE OF

WALL

NOTE:

PROVIDE SONOTUBE BLOCKOUT

WHEN CONTROL / CONSTRUCTION

JOINTS DO NOT EXTEND FROM ALL

CORNERS OF BLOCKOUT

EDGE OF SLAB OR

FACE OF WALL

EDGE OF

BLOCK OUT

EDGE OF

BLOCKOUT

INTERIOR COL

EXTERIOR COL

CORNER COL

1/

2"

5/16" CONT

BENT PL

1/4" CONT

BENT PL

5/16"

5/16"

L1

L2

L3

L4

MARK

L5

L6

OPENING SIZE

UP TO 1'-8"

1'-9" TO 3'-0"

3'-1" TO 4'-5"

4'-6" TO 6'-3"

6'-4" TO 8'-0"

8'-1" TO 12'-0"

1/4" PL x WALL WIDTH - 1/2"

LINTEL SIZE

L 3-1/2" x 3-1/2" x 1/4"

L 4" x 3-1/2" x 5/16"

L 5" x 3-1/2" x 3/8"

L 6" x 3-1/2" x 3/8"

5/16" & 1/4" BENT PL (SEE DTL A)

DETAIL A

LOOSE LINTEL SCHEDULE

DETAIL NOTES:

1. HEIGHT OF MASONRY ABOVE LINTEL MUST

BE MINIMUM OF 1/2 THE OPENING WIDTH

2. PROVIDE ONE STEEL LINTEL FOR EACH 4"

THICKNESS OF MASONRY. (FOR EXAMPLE: 3

ANGLES FOR 12" OF WALL)

3. LINTELS SPECIFICALLY CALLED OUT ON

DRAWINGS SHALL GOVERN OVER THIS

SCHEDULE

4. ALL STEEL ANGLES SHALL BE GALVANIZED

AND SHALL HAVE SHORT LEG HORIZONTAL

(SLH)

5. L6 REQUIRES A 2" MIN AIR GAP TO FIT IN

WALL CAVITY.

BRG LEN

4"

4"

4"

4"

8"

8"

4 3/4"

5"

9"

SEE GEN NOTES FOR MAX SPACING

CONTROL JOINTS

NOTES:

A. CONTRACTOR SHALL COORD W/ ENGINEER

ANY CONDITION & LOCATIONS WERE OPENING

DIMENSIONS EXCEED THOSE SHOWN ON PLANS

B. LINTELS AND BOND BEAMS ARE REQD

ABOVE AND BELOW ANY OPENING EXCEEDING

8" IN EITHER THE HORIZONTAL OR VERITICAL

DIMENSION. THIS INCLUDES, BUT IS NOT

LIMITED TO MECHANICAL, ELECTRICAL,

PLUMBING, DOOR OR WINDOW OPENINGS.

LINTEL PER

SCHEDULE OVER

ALL OPENINGS 8"

OR WIDER

PROVIDE BOND BEAM PER

GENERAL NOTES UNDER ALL

WINDOWS (AND SIMILAR

OPENINGS)

BOND BEAM PER GENERAL

NOTES AT THE TOPS OF ALL

WALLS

CONTROL JOINTS SHALL

OFFSET HORIZONTALLY

THE LINTEL BEARING

WIDTH AT ALL WALL

OPENINGS.

#9 LADDER TYPE HORIZ

JOINT REINF @ 16"oc (TYP

UNO)

PROVIDE BOND BEAMS

WHERE FLOORS AND

ROOFS ATTACH TO THE

WALL. ALSO, PROVIDE

BOND BEAMS AT JOIST AND

BEAM BEARING

ELEVATIONS.

LADDER TYPE HORIZONTAL REINF SHALL

BE DISCONTINUOUS AT ALL CONTROL

JOINTS.

PROVIDE DWLS

INTO FTG THAT

MATCH VERT

BAR SIZE AND

SPACING

WALL VERT

REINF PER

PLAN OR

GENERAL

NOTES

HORIZONTAL REINF ACROSS CONTROL

JOINTS SHALL BE CONT AT EACH DECK

LEVEL AND AT THE TOPS OF WALLS

2' - 0" MIN. TYP.

CMU WALL

BOND BEAM

(3) VERT BARS AT

INTERSECTION. MATCH TYP

WALL REINF

BOND BEAM BARS, TYP

VERT BARS. SEE WALL

SECTION TYP

CMU WALL

BOND BEAM

(4) VERT BARS AT

INTERSECTION. MATCH TYP

WALL REINF

BOND BEAM BARS, TYP.

VERT. BARS. SEE WALL

SECTION, TYP.

2'-0" MIN

40 BAR DIA

#3 TIES, TYP.

#5 VERTICALS TYP.

PIER SECTION

PIER ELEVATION

(NTS)

NOTE:

THIS DETAIL

APPLIES FOR CMU

PIERS 24" TO 40"

ONLY.

OPENING

OPENING

24" TO 40"

A

LO

N G

H E

IG

H

T O

F O

P E

N

IN

G

#3 T

IE

S oc

0' -9

T

Y P

U N

O

3/4" DIA. ANCHOR

ROD. RODS TO

EXTEND 1/2" MIN

THRU NUTS TOP AND

BOTTOM

COLUMN, RE: PLAN

1-1/2" MIN NON-SHRINK, NON-

METALLIC GROUT

NOTES:

1. ACCOUNT FOR GROUT THICKNESS WHEN

DETERMINING BOTTOM OF BASE PLATE ELEVATION

3. ANCHOR RODS SHALL BE F1554 GR. 36 UNO

3" SQ X 1/4" PL WASHER

WITH HEAVY HEX NUT.

TACK WELD WASHER TO

ANCHOR ROD

PROVIDE OVERSIZED HOLES IN BASE PLATE AND

1/4" PL WASHER WITH HEAVY HEX NUTS ON

ANCHOR RODS. WELD WASHERS TO BASE PLATE

1" MIN ALL 4 SIDES.

BASE PLATE, RE: TYP

DETAILS

1'

1/4

BASE PLATE HOLE DIA PER AISC 360

TABLE 14-2 (1 5/16" FOR 3/4" DIA ANCHOR)

HSS COLUMN, RE: PLAN

1' - 0"

1/

2"

1/ 2"

1/

2"

1/ 2"

1 1/2"

4 1/2" 4 1/2"

1 1/2"

ANCHOR ROD (TYP)

RE: TYP DETAIL ST-001

3/4" THICK BASE PLATE

NOTES:

1. SEE DETAIL ST-001 FOR ANCHOR ROD SETTING INFORMATION.

2. SEE STRUCTURAL NOTES FOR BASE PLATE MATERIAL REQUIREMENTS.

3. WET-SETTING/FLOATING OF ANCHOR RODS IS NOT ALLOWED. ACCURATELY SET AND

SECURELY SUPPORT ANCHOR RODS DURING PLACEMENT OF CONCRETE.

NOTES:

ROOF STRUCTURE, RE: PLAN.

POST-INSTALLED ANCHOR TO ROOF STRUCTURE.

STRUT CHANNEL BRACE

ATTACHMENT TO EQUIPMENT / CABINET.

POST-INSTALLED ANCHOR INTO FLOOR SLAB, TYP

CONCRETE FLOOR SLAB, RE: PLAN. AVOID

DAMAGING REINFORCEMENT.

ANCHORAGE BRACKET PER EQUIPMENT

MANUFACTURER

EQUIPMENT / CABINET

1 2

5 6

CONTRACTOR SHALL PROVIDE

FINAL DESIGN IN COMPLIANCE

WITH SEISMIC REQUIREMENTS

OUTLINED IN THE SPECIFICATIONS

NOTES:

CONCRETE ANCHOR (TYP)

CONCRETE TOPPED METAL

DECK, RE: PLAN

STEEL ANGLE

THREADED ROD HANGER

NOTE: SUSPENDED LOADS AT EACH HANGER

SHALL NOT EXCEED 350 LBS.

1 2

(S

LA

B T

H

IC

K N

E S

S R

E F

T

O P

LA

N

SAW JOINT (SJ) CUT JUST AS

SOON AS EQUIPMENT CAN BE

PLACED ON SLAB WITHOUT DAMAGE

MESH OR REBAR CONT

SAW CUT JOINT

KEYED CONSTRUCTION JOINT (CJ)

USE BOND BREAKER

DETAIL NOTE:

THIS DETAIL MAY BE USED IN LIEU OF SAW CUT JOINT

FORMED KEY

(NO METAL KEY)

(S

LA

B T

H

IC

K N

E S

S R

E F

T

O P

LA

N

CUT MESH OR

REBAR AT JOINT

T /3 T

/4

T T

T

2 x T 2 x T

3/4" MIN

3/4" x 16" SMOOTH

DWLS @ 12" OC

CONTROL AND CONSTRUCTION JOINTS

DO OPP FIELD CUT ALTERNATE

HORIZ BARS EA FACE

1/2" DIA x 1'-0" DWLS @ 12" OC

VERTICALLY WITH GREASED SLEEVE

SEALANT

BOTH SIDES

EXPANSION JOINT

CONTROL AND CONSTRUCTION JOINTS

FORM KEYWAY AT

CONSTRUCTION

JOINTS. NOT REQ'D AT

CONTROL JOINTS

W

.1- 1/

2"

. .3/8" 3/8"

1-1/2"

. 1- 1/

2"

. .3/8" 3/8"

1-1/2"

W

FORM KEYWAY AT

CONSTRUCTION

JOINTS. NOT REQ'D AT

CONTROL JOINTS

DO OPP FIELD CUT ALTERNATE

HORIZ BARS EA FACE

W /2

W /2

.5-1/2".1"

2"

2"

1" EXPANSION

JOINT IN WALL

1-1/2"1-1/2"

1/2" DIA x 1'-0" DWLS @ 12" OC

VERTICALLY WITH GREASED SLEEVE

SEALANT

BOTH SIDES

EXPANSION JOINT

W /2

W /2

.5-1/2".1"

2"

2"

1" EXPANSION

JOINT IN WALL

1-1/2"1-1/2"

CORNERSINTERSECTIONS ENDS

DWLS TO

MATCH

HORIZ REINF

SIZE AND

SPACING (TYP)

HORIZONTAL BARS

STD HOOK

WALLS WITH 2 LAYERS OF REINF (10" OR GREATER)

WALLS WITH 1 LAYER OF REINF (< 10")

LTS

STD HOOK

LTS

LT

S

CORNER BARS.

MATCH HORIZ

REINF SIZE AND

SPACING

DWLS TO MATCH

HORIZ REINF SIZE AND

SPACING. ALT HOOK

DIRECTIONS (TYP)

LT

S

U-BARS TO MATCH SIZE AND

SPACING OF HORIZ BARS (TYP)

8" CMU LINTEL SCEHULE

CMU LINTEL

8" HIGH LINTEL UNIT W/ 2-#5 HORZ BOTTOM

16" HIGH LINTEL UNIT W/ 2-#5 HORZ BOTTOM

W8X15 BEAM W/ 1/4" X 7" BOTTOM PLATE

W8X21 BEAM W/ 1/4" X 7" BOTTOM PLATE

W16X31 BEAM W/ 1/4" X 7" BOTTOM PLATE

6'-0"

MAX OPNG

"W"

8'-0"

10'-0"

12'-0"

16'-0"

LINTEL UNIT

DETAIL NOTES:

REINF PER SCHEDULE. EXTEND

24" BEYOND EA EDGE OF

OPENING

LINTEL UNIT W/ 8" MIN BEARING

EA END

3/8" STEEL

PLATE (CONT)

1/4" 3 - 12

TYP

W8X24 (TYP)

EXISTING WALL

PROVIDE 4" MIN BEARING

AT EACH END (TYP)

NEW LINTEL,

RE: TYP DETAIL

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 #

VA Health Care System Approval:

REVISION: DATE:

ARCHITECT:

U.S. Department of Veteran Affairs

SPUR DESIGN, LLC

312 SW 25TH STREET

Oklahoma City, OK 73109

(405) 842-6100

MO ARCH REG. NO. 2012034754, EXP. 12/31/2022

MO ENGR REG. NO. 2014031351, EXP. 12/31/2022

CIVIL ENGINEER

OLSSON

550 ST. LOUIS ST.

SPRINGFIELD, MO 65806

(417) 885-1736

STRUCTURAL ENGINEER

STAND STRUCTURAL ENGINEER

8234 ROBINSON ST.

OVERLAND PARK, KS 66204

(913) 214-9525

MECH / ELEC / PLUMB ENGINEER

SPUR DESIGN

11020 KING STREET, SUITE 350

OVERLAND PARK, KS 66210

(405) 842-6100

FIRE PROTECTION ENGINEER

POOLE FIRE PROTECTION, INC.

19910 WEST 161ST STREET

OLATHE, KANSAS 66062

(913) 829-8690

The information on this document is preliminary or incomplete, not for construction, recording purposes, or implementation.

F U

L L

Y S

P R

IN

K

L E

R E

D

ABATEMENT

RIVERFRONT SAFETY AND HEALTH

11140 S. TOWNE SQ., STE 100

SAINT LOUIS, MO 63123

(314) 917--148

TELECOM

ASPEN ENGINEERING & CONTRACTING

7 KIJI-DAVA CIRCLE

PRESCOTT, AZ 86301

(928) 774-0992

/2

/2

:2 :2

P

M

1-S-010

TYPICAL DETAILS

NH/EJSPWS

RESUBMITTED 100% CONSTRUCTION DOCUMENTS

EHRM INFRASTRUCTURE UPGRADES

03/23/2021

657A4-20-700

John J. Pershing VA Medical Center 1500 N. Westwood Blvd.

Poplar Bluff, MO 63901

3/4" = 1'-0"

RC-004 SPLICE & DEVELOPMENT SCHEDULE

3/4" = 1'-0"

RC-001B - SOG JOINTS AT COLS

1 1/2" = 1'-0"

MS-311 BRICK LINTEL SCHEDULE12

1/4" = 1'-0"

MS-001 TYP WALL REINF4

3/4" = 1'-0"

MS-002A BOND BEAM CORNERS

3/4" = 1'-0"

MS-002B BOND BEAM INTERSECTION

3/4" = 1'-0"

MS-009 PIER REINFORCING7

3/4" = 1'-0"

ST-001 - TYP ANCHOR ROD9

1 1/2" = 1'-0"

HSS COLUMN BASE PLATE

3/4" = 1'-0"

CONCEPTUAL EQUIPMENT BRACING AND ANCHORAGE DETAILS

1 1/2" = 1'-0"

CONCEPTUAL HANGER ATTACHMENT DETAIL10 3/4" = 1'-0"

RC-001A - TYP SOG CONTROL JOINTS3

1/2" = 1'-0"

RC-002 CONC WALL JOINTS13

1/2" = 1'-0"

RC-003 CONC WALL CORNERS14

3/4" = 1'-0"

MS-003 TYP LINTEL SCHEDULE

151 1/2" = 1'-0"

LINTEL AT EXISTING WALL

T ectonic Cop yright 2007

DN

1 3

E

A

[EXISTING BUILDING]

PLAN NOTES:

8" CMU WALL, FULLY GROUTED; REINF W/ #4 @ 8" O.C. RE: TYP DETAILS. CMU

WALLS ARE LATERAL LOAD RESISTING SYSTEM ELEMENTS.

24" WIDE X 36" DEEP GRADE BEAM W/ (3) #8 BARS CONTINUOUS TOP & BOTTOM

AND #4 TIES @ 12" O.C. MAX

8" CONC SLAB W/ #4 @ 12" O.C. EA WAY BOT AND #4 @ 12" O.C. X 8'-0" LONG TOP

BARS IN N-S DIRECTION OVER INTERIOR GRADE BEAMS

CONCRETE STAIRS, RE: CIVIL

6" THICK CONCRETE RAMP AND LANDING, RE: ARCH DRAWINGS. PROVIDE

JOINTS AT 8'-0" MAX

HSS 6X6X1/4 COL. RE: TYP DETAILS

LINTEL OVER DOORWAY, RE: TYP DETAILS

CURB W/ RAILING, RE: ARCH

HELICAL PIER BELOW. SIZE, LENGTH AND LOCATION TBD. CONCRETE

MICROPILES MAY BE CONSIDERED AS ALTERNATE IF SUBSURFACE BOULDERS

PREVENT INSTALLATION OF HELICAL PILES.

PROVIDE (2) #5 VERT BARS IN EACH OF THE TWO END CELLS AT DOOR OPENING

4 TYP

1-S-500

C

LR

M

IN

6'

23' - 0" 23' - 0"

2"

1-S-500

1-S-500

B

C

D

8'

8'

1-S-500

1'

2'

7' - 6" 7' - 6" 4' - 0" 4' - 0" 7' - 6" 7' - 6"

HP-B HP-B

HP-B HP-B

HP-AHP-A

HP-AHP-AHP-D

HP-D

HP-D HP-DHP-D HP-D

HP-A

HP-C HP-C

HP-D

HP-C

HP-B

HP-D

HP-C

HP-B

HP-A

HP-C

HP-C

HP-D

HP-A 10

1 3

E

A

PLAN NOTES:

6 1/2" NW COMPOSITE SLAB (3" TOPPING OVER 3 1/2" 18 GA

COMPOSITE DECK). REINF W/ #4 BARS @ 8" O.C. EA. WAY.

PROVIDE SHORING AT LONG MIDDLE SPAN. RE: GEN NOTES

COLUMN BELOW, RE: FDN PLAN

SEISMIC JOINT, RE: DETAIL 7/1-S-500

CMU WALL W/ PARAPET, RE: FOUNDATION PLAN

1-S-500

[EXISTING BUILDING]

23' - 0" 23' - 0"

W14X61 (64)

W14X61 (64)

B

C

D

2"

8'

8'

35K 35K 35K 35K

35K 35K 35K 35K

TOS = 110'-5 1/2"

TOS = 110'-5 1/2"

1-S-500

1-S-500

TYP

46' - 0"

13' - 4"

3'

13' - 4"

3'

CJ

CJ

CJ

CJ

CJ CJ

CJ

CJ

CJ

CJ

3'

13' - 4" 13' - 4"

3'

19' - 4"

19' - 4"

4 TYP

1-S-500

TYP

TYP

W18X40 (28) C=1/2"

LEFT END

VERTICAL

SHEAR

REACTION

(KIPS)

NUMBER OF SHEAR

STUDS

FOR UNIFORM

SPACING

CAMBER

RIGHT END

VERTICAL SHEAR

REACTION (KIPS)

(8) (5) (10) (5)

NUMBER OF

SHEAR

CONNECTORS FOR

POINT LOADING (IF

APPLICABLE)

DENOTES MOMENT

CONNECTION

BEAM LEGEND

DENOTES AXIAL

CONNECTION

*IF NO AXIAL LOAD CALLED OUT ASSUMED 10K

*ALL REACTIONS (M,A,V) ARE SERVICE LOADS(ASD)

15K 15K 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 #

VA Health Care System Approval:

REVISION: DATE:

ARCHITECT:

U.S. Department of Veteran Affairs

SPUR DESIGN, LLC

312 SW 25TH STREET

Oklahoma City, OK 73109

(405) 842-6100

MO ARCH REG. NO. 2012034754, EXP. 12/31/2022

MO ENGR REG. NO. 2014031351, EXP. 12/31/2022

CIVIL ENGINEER

OLSSON

550 ST. LOUIS ST.

SPRINGFIELD, MO 65806

(417) 885-1736

STRUCTURAL ENGINEER

STAND STRUCTURAL ENGINEER

8234 ROBINSON ST.

OVERLAND PARK, KS 66204

(913) 214-9525

MECH / ELEC / PLUMB ENGINEER

SPUR DESIGN

11020 KING STREET, SUITE 350

OVERLAND PARK, KS 66210

(405) 842-6100

FIRE PROTECTION ENGINEER

POOLE FIRE PROTECTION, INC.

19910 WEST 161ST STREET

OLATHE, KANSAS 66062

(913) 829-8690

The information on this document is preliminary or incomplete, not for construction, recording purposes, or implementation.

F U

L L

Y S

P R

IN

K

L E

R E

D

ABATEMENT

RIVERFRONT SAFETY AND HEALTH

11140 S. TOWNE SQ., STE 100

SAINT LOUIS, MO 63123

(314) 917--148

TELECOM

ASPEN ENGINEERING & CONTRACTING

7 KIJI-DAVA CIRCLE

PRESCOTT, AZ 86301

(928) 774-0992

/2

/2

:2 :2

P

M

1-S-100

STRUCTURAL PLANS

NH/EJSPWS

RESUBMITTED 100% CONSTRUCTION DOCUMENTS

EHRM INFRASTRUCTURE UPGRADES

03/23/2021

657A4-20-700

John J. Pershing VA Medical Center 1500 N. Westwood Blvd.

Poplar Bluff, MO 63901

NORTH

1/4" = 1'-0"

FOUNDATION PLAN

NORTH

1/4" = 1'-0"

ROOF PLAN

SHEET NOTES

A. REFERENCE SHEET 1-S-001 FOR STRUCTURAL GENERAL NOTES AND

1-S-010 FOR TYPICAL STRUCTURAL DETAILS. REVIEW NOTES & DETAILS

FOR APPLICABILITY.

B. SEE ARCHITECTURAL DRAWING FOR DETAILS & DIMENSIONS NOT

SHOWN.

C. FINISH FLOOR ELEVATION = 98'-10" UNO (THIS CORRESPONDS TO EL

421 PER CIVIL DRAWINGS. VERIFY IN FIELD).

D. THE BOTTOM OF ALL EXTERIOR FOOTINGS SHALL BE 3'-0" MIN.

BELOW GRADE (UNLESS NOTED OTHERWISE), DEEPEN FOOTINGS AS

REQUIRED.

E. HELICAL PIERS ARE DENOTED AS "HP-XX". SEE GENERAL NOTES FOR

DESIGN REQUIREMENTS. DESIGN LOADS ARE AS FOLLOWS:

HP-A: 22 KIPS (C), 5 KIPS (T)

HP-B: 40 KIPS (C), 26 KIPS (T)

HP-C: 65 KIPS (C), 0 KIPS (T)

HP-D: 85 KIPS (C), 0 KIPS (T)

NOTES:

CMU WALL, RE: PLAN

BOND BEAM

CMU PILASTER

STEEL BEAM, RE: PLAN

COMPSITE DECK & SLAB, RE: PLAN

INSULATION AND WATERPROOFING

MEMBRANE, RE: ARCH

HEADED STUD

EMBEDED PLATE

#4 BENT DOWELS @ 8" O.C.

WALL REINF (CONT), RE: PLAN

SLAB REINF, RE: PLAN

3/8" x3" LONG (MIN) SCREW ANCHOR @

12" O.C. MAX

T.O. STEEL

RE: PLAN

2" GAP

NOTES:

EXISTING BUILDING

CMU WALL, RE: PLAN

FLOOR SLAB, RE: PLAN

GRADE BEAM, RE: PLAN

BOND BREAKER

PILE FOUNDATION, RE: PLAN

VOID FORM BELOW GRADE BEAMS OVER

EXISTING FOOTINGS

6' - 6" CLR (MIN)

T.O. CONC

RE: PLAN

NOTES:

CMU WALL, RE: PLAN

#5 DOWELS @ 8" O.C.

GRADE BEAM, RE: PLAN

FLOOR SLAB (REINF. NOT SHOWN),

RE: PLAN

PILE FDN, RE: PLAN

BRICK FACADE, RE: ARCH

3'

T.O. CONC

RE: PLAN

NOTES:

CMU WALL, RE: PLAN

#5 DOWELS @ 8" O.C.

GRADE BEAM, RE: PLAN & DETAIL 9/1-S-500

CONC RAMP, RE: PLAN

PILE FDN, RE: PLAN

COMPACTED GRAVEL

#4 BARS @ 12" O.C. MAX EACH WAY

CONC CURB AND RAILING, RE: ARCH

EXTEND EVERY OTHER VERT BAR INTO CURB

8"

3'

M

IN

TYP

T.O. CONC

RE: PLAN

T.O. CONC

RE: PLAN

NOTES:

EXISTING BLDG

FLASHING, RE: ARCH

FLEXIBLE SEALANT FOR SEISMIC JOINT, RE: ARCH

FORMSAVER REBAR COUPLER

BOND BEAM

WALL REINF. (CONT), RE: PLAN

#4 BENT DOWELS @ 8" O.C. MAX

ROOFING MEMBRANE AND INSULATION, RE: ARCH

3/8" x3" LONG (MIN) SCREW ANCHOR @ 12" O.C. MAX

CONC SLAB ON METAL DECK, RE: PLAN

WATERPROOFING MEMBRANE, RE: ARCH

9 10

1 1/2" 1 1/2"

1/4"

NOTES:

RIGID INSULATION, RE: ARCH

WATERPROOFING MEMBRANE, RE: ARCH

SLAB REINF, RE: PLAN

COMPOSITE SLAB ON METAL DECK, RE: PLAN

(4) 3/4" DIA A325 BOLTS

PL 1/2x12x9

HSS COL, RE: PLAN

STEEL BEAM, RE: PLAN

1 2 3 4

TYP

T.O. STEEL

RE: PLAN

NOTES:

FACADE, RE: ARCH

FLASHING, RE: ARCH

WATERPROOFING MEMBRANE, RE: ARCH

FORMSAVER REBAR COUPLER

BOND BEAM

WALL REINF. (CONT), RE: PLAN

#4 BENT DOWELS @ 8" O.C. MAX

RIGID INSULATION, RE: ARCH

3/8" x3" LONG (MIN) SCREW ANCHOR @

12" O.C. MAX

CONC SLAB ON METAL DECK, RE: PLAN

9 10

T.O. WALL

RE: ARCH

NOTES:

EXISTING BUILDING WALL

#4 BARS @ 12" O.C. MAX EA WAY

CONCRETE RAMP/LANDING, RE: PLAN

CONCRETE CURB W/ RAILING, RE: ARCH

COMPACTED GRAVEL

EXTEND EVERY OTHER VERTICAL BAR INTO

CURB AS SHOWN

8"

3'

M

IN

2'

8"

6"

T.O. CONC

RE: PLAN

8" 1' - 4"

3'

M

IN

NOTES:

CONC RAMP, RE: PLAN

COMPACTED GRAVEL

#4 BARS @ 12" O.C. MAX EACH WAY

CONCRETE CURB W/ RAILING, RE: ARCH

EXTEND EVERY OTHER VERTICAL BAR

INTO CURB AS SHOWN

RE: NOTES ON 3/S500

1' - 4"

TYP

4 TYP

RE: CIVIL

RE: CIVIL RE: CIVIL

TYP

T.O.C. VARIES

RE: CIVIL

T.O. CONC

RE: PLAN

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 #

VA Health Care System Approval:

REVISION: DATE:

ARCHITECT:

U.S. Department of Veteran Affairs

SPUR DESIGN, LLC

312 SW 25TH STREET

Oklahoma City, OK 73109

(405) 842-6100

MO ARCH REG. NO. 2012034754, EXP. 12/31/2022

MO ENGR REG. NO. 2014031351, EXP. 12/31/2022

CIVIL ENGINEER

OLSSON

550 ST. LOUIS ST.

SPRINGFIELD, MO 65806

(417) 885-1736

STRUCTURAL ENGINEER

STAND STRUCTURAL ENGINEER

8234 ROBINSON ST.

OVERLAND PARK, KS 66204

(913) 214-9525

MECH / ELEC / PLUMB ENGINEER

SPUR DESIGN

11020 KING STREET, SUITE 350

OVERLAND PARK, KS 66210

(405) 842-6100

FIRE PROTECTION ENGINEER

POOLE FIRE PROTECTION, INC.

19910 WEST 161ST STREET

OLATHE, KANSAS 66062

(913) 829-8690

The information on this document is preliminary or incomplete, not for construction, recording purposes, or implementation.

F U

L L

Y S

P R

IN

K

L E

R E

D

ABATEMENT

RIVERFRONT SAFETY AND HEALTH

11140 S. TOWNE SQ., STE 100

SAINT LOUIS, MO 63123

(314) 917--148

TELECOM

ASPEN ENGINEERING & CONTRACTING

7 KIJI-DAVA CIRCLE

PRESCOTT, AZ 86301

(928) 774-0992

/2

/2

:2 :2

P

M

1-S-500

SECTIONS

NH/EJSPWS

RESUBMITTED 100% CONSTRUCTION DOCUMENTS

EHRM INFRASTRUCTURE UPGRADES

03/23/2021

657A4-20-700

John J. Pershing VA Medical Center 1500 N. Westwood Blvd.

Poplar Bluff, MO 63901

1 1/2" = 1'-0"

SECTION @ ROOF

3/4" = 1'-0"

INTERFACE W/ EXIST. BLDG2

3/4" = 1'-0"

SECTION AT PERIMETER GRADE BEAM9 3/4" = 1'-0"

SECTION @ EAST RAMP3

1 1/2" = 1'-0"

INTERFACE AT ROOF LEVEL

1 1/2" = 1'-0"

SECTION AT BEAM-COLUMN CONNECTION6

1 1/2" = 1'-0"

SECTION AT PARAPET8 3/4" = 1'-0"

RAMP @ EXISTING BLDG5

NTS

SECTION @ NORTH RAMP & LANDING

SHEET NOTES

A. REFERENCE SHEET S001 FOR STRUCTURAL GENERAL NOTES AND S010

FOR TYPICAL STRUCTURAL DETAILS. REVIEW NOTES & DETAILS FOR

APPLICABILITY.

B. SEE ARCHITECTURAL DRAWING FOR DETAILS & DIMENSIONS NOT SHOWN.