04Drawings Structural.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

COR 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 VA 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 COR 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 COR 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 COR.

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

COR. EACH SHOP DRAWING SUBMITTED SHALL BE STAMPED INDICATING REVIEW BY THE

CONSTRUCTION MANAGER/GENERAL CONTRACTOR AND REVIEW BY THE COR OR

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.

GENERAL

DEMOLITION

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

EXISTING ELEMENTS WHICH ARE TO REMAIN.

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

DEMOLITION WORK SHALL BE REPLACED AT NO ADDED COST. EXISTING

ELEMENTS ARE TO BE PROTECTED TO THE FULLEST EXTENT POSSIBLE TO

REDUCE SUCH DAMAGE TO A MINIMUM.

3. REFER TO ARCHITECTUAL DRAWINGS FOR EXTENTS OF EXISTING BUILDING

DEMOLITION.

1. STRUCTURE HAS BEEN DESIGNED TO COMPLY WITH:

IBC 2018

ASCE/SEI 7-16

ACI 318-14

ACI 530-16

AISC 360-16

AISC 341-16, INCLUDING SUPPLEMENTS

VA H-18-8 SEISMIC DESIGN REQUIREMENTS, NOV 1, 2019

2. OCCUPANCY CATEGORY II

3. SEISMIC:

SEISMIC DESIGN CATEGORY D

IMPORTANCE FACTOR 1.0

SOIL CLASSIFICATION PER

GEOTECHNICAL REPORT D

SS 0.47 g S1 0.18 g Sds 0.49 g Sd1 0.25 g

SEISMIC FORCE RESISTING SYSTEM BEARING WALL SYSTEM WITH SPECIAL

REINFORCED MASONRY SHEAR WALLS

R 5 Cd 2.5

ΩO 3.5

ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE PROCEDURE

BASE SHEAR, STRENGTH LEVEL V = CS x W = 0.09 x 260 = 23.4 KIPS, EAST-WEST

V = CS x W = 0.09 x 260 = 23.4 KIPS, NORTH-SOUTH

4. WIND:

BASIC WIND SPEED 107 MPH

IMPORTANCE FACTOR 1.0

EXPOSURE CLASS C

MWFRS DESIGN PRESSURE 25 PSF

NET ROOF UPLIFT PRESSURE 15 PSF [LC: 0.9DL + 1.0WL]

C&C DESIGN PRESSURE PER APPLICABLE BUILDING CODE

5. LIVE LOADS:

TYPICAL ROOF 20 PSF (REDUCIBLE)

TYPICAL FLOOR 100 PSF (REDUCIBLE)

CORRIDORS, STAIR & PUBLIC AREAS 100 PSF (UNREDUCIBLE)

HANDRAILS MAX SIMULTANEOUS VERT AND HORIZ THRUST

50 PLF APPLIED AT THE TOP OF THE RAILING OR

200 LBS IN ANY DIRECTION

6. SNOW:

GROUND SNOW 20 PSF

SNOW EXPOSURE FACTOR 1.0

THERMAL FACTOR 1.0

IMPORTANCE FACTOR 1.0

FLAT-ROOF SNOW 16 PSF

DESIGN SNOW 25 PSF

RAIN-ON-SNOW SURCHARGE 5 PSF

DRIFTING SNOW REFER TO SG-002

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

STRUCTURE IS PROVIDED BY SPECIAL REINFORCED MASONRY SHEAR WALLS IN EACH

ORTHOGONAL DIRECTION. REFER TO PLANS FOR LOCATIONS. THE ROOF AND FLOOR

DECK SERVE AS HORIZONTAL DIAPHRAGMS DISTRIBUTING THE LATERAL WIND AND

SEISMIC FORCES TO THE VERTICAL LATERAL ELEMENTS WHICH IN TURN CARRY THE

LOAD TO THE BUILDING FOUNDATIONS.

DESIGN CRITERIA AND LOADS

1. FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL REPORT FOR VAMC

BUILDING 23 - ELEVATOR TOWER / STAIRWELL, BY SCI ENGINEERING (SCI No.

2019-0252.10, DATED DECEMBER 2019). REPORT IS ON FILE WITH THE ARCHITECT.

2. SOIL PROPERTIES PER THE GEOTECHNICAL REPORT:

ALLOWABLE NET SOIL BEARING PRESSURE:

CONTINUOUS FOOTINGS 2000 PSF

ISOLATED COLUMN FOOTINGS 2400 PSF

FROST DEPTH 2.5 FT

3. EQUIVALENT FLUID PRESSURE FOR RESTRAINED WALLS ARE BASED ON

GRANULAR BACKFILL (1-INCH MINUS)

AT-REST EARTH PRESSURES 60 PSF/FT, DRAINED

ACTIVE PRESSURE 40 PSF/FT, DRAINED

4. 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 AT LEAST 75% OF THE

SPECIFIED 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.

5. 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.

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

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

7. 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.

8. 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 COR FOR CLARIFICATIONS PRIOR TO

PROCEEDING.

9. ADEQUATE DRAINAGE SHALL BE PROVIDED BY MEANS OF EITHER WEEP HOLES

WITH PERMEABLE MATERIAL INSTALLED BEHIND THE WALL OR BY MEANS OF A

SYSTEM OF SUBDRAINS. FOR THE SUBDRAIN SYSTEM, THE TOP OF THE

PERFORATED PIPE SHOULD BE BELOW THE BOTTOM OF THE ADJACENT SLAB OR

GRADE AT THE TOE OF THE WALL. DRAINS SHOULD CONSIST OF A DRAIN ROCK

LAYER AT LEAST 12 INCHES THICK THAT EXTENDS TO WITHIN 2 FEET OF THE

GROUND SURFACE. FOUR-INCH-DIAMETER PERFORATED PLASTIC PIPE SHOULD BE

INSTALLED, WITH PERFORATIONS DOWN, ALONG THE BASE OF THE WALL ON A 2-

INCH-THICK BED OF DRAIN ROCK. THE PIPE SHOULD BE SLOPED TO DRAIN BY

GRAVITY TO A SUITABLE DRAINAGE FACILITY. DRAIN ROCK SHOULD CONFORM TO

CALTRANS SPECIFICATIONS FOR CLASS 2 PERMEABLE MATERIAL. A MORE OPEN-

GRADED MATERIAL, SUCH AS 3/4” CRUSHED ROCK, COULD BE USED PROVIDED THE

ROCK IS WRAPPED IN A GEOTEXTILE FILTER FABRIC (MIRAFI 140 N OR EQUIVALENT)

TO REDUCE THE MIGRATION OF FINE-GRADED SOILS INTO THE DRAIN ROCK.

PAVING OR A TWO-FOOT-THICK CAP OF CLAYEY SOIL SHOULD BE PLACED OVER

THE DRAIN ROCK TO INHIBIT SURFACE WATER INFILTRATION. DRAINPIPES SHOULD

OUTLET TO AN APPROPRIATE DRAINAGE FACILITY. ALTERNATIVELY, WALL BACK-

DRAINAGE CAN BE PROVIDED BY PERFORATED DRAINAGE MATERIAL, SUCH AS

MIRADRAIN 6000 OR AN APPROVED EQUIVALENT. THE DRAINAGE MATERIAL CAN BE

INSTALLED ON THE SOIL FACE OF THE BASEMENT WALL AND SHOULD TERMINATE

AT A 4-INCH-DIAMETER PERFORATED PLASTIC PIPE SURROUNDED BY AT LEAST 6

INCHES OF DRAIN ROCK AS DEFINED ABOVE.

10. EXPANSIVE "FAT" CLAYS WERE DISCOVERED ON SITE DURING THE INITIAL

GEOTECHNICAL INVESTIGATIONS. IF PRESENT AT FLOOR SLABS OR AT THE

BEARING ELEVATION OF FOOTINGS AND FOUNDATIONS, THEY MUST BE

OVEREXCAVATED AND REMOVED TO A DEPTH OF 2'-0". REPLACE WITH

COMPACTED GRANULAR FILL OR UNREINFORCED LEAN CONCRETE.

EARTHWORK

1. NEW FOUNDATIONS THAT ARE CONSTRUCTED ADJACENT TO EXISTING

FOUNDATIONS SHALL BE PLACED AT THE SAME ELEVATION. CONTRACTOR SHALL

INVESTIGATE EXISTING CONDITIONS TO ENSURE THAT NEW CONSTRUCTION WILL

NOT UNDERMINE OR COMPROMISE EXISTING FOOTINGS. IF CONDITIONS ARE SUCH

THAT NEW CONSTRUCTION WILL DISTURB THE SOIL BENEATH EXISTING

FOUNDATIONS, THE CONTRACTOR SHALL CONTACT THE AOR AND SEOR FOR

FURTHER INSTRUCTIONS.

2. IF UNDERPINNING OF EXISTING CONSTRUCTION IS REQUIRED, THE CONTRACTOR

SHALL SUBMIT A SCHEDULE OF UNDERPINNING OPERATIONS FOR REVIEW BY THE

AOR AND SEOR.

3. CONTRACTOR SHALL SURVEY EXISTING FOOTING AND WALL ELEVATIONS PRIOR

TO, DURING AND AFTER CONSTRUCTION TO MONITOR POTENTIAL MOVEMENTS.

UNDERPINNING

REINFORCING STEEL

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

CONFORMING TO THE FOLLOWING STANDARDS:

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

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

OUTERMOST REINFORCING BARS:

CAST AGAINST AND PERMANENTLY IN CONTACT WITH GROUND 3"

EXPOSED TO WEATHER OR IN CONTACT WITH GROUND

#6 BARS OR LARGER 2"

#5 BARS OR SMALLER 1 1/2"

NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND

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

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

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

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

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

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

1.3. TOP BARS ARE DEFINED AS HORIZONTAL BARS WITH MORE THAN 1'-0" OF

FRESH CONCRETE BELOW.

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. LOCATE SAW CUT CONTROL JOINTS IN SLABS-ON-GRADE PER PLAN DETAIL

2/SG-002.

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 OR COLUMNS.

6. DO NOT PLACE PIPES, DUCTS, REGLETS OR CHASES IN STRUCTURAL CONCRETE

WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER THROUGH THE COR.

7. NOTIFY THE COR 48 HOURS MINIMUM PRIOR TO ALL POURS.

MASONRY

1. MINIMUM 28-DAY COMPRESSIVE STRENGTHS FOR MASONRY CONSTRUCTION

SHALL BE:

DESIGN ASSEMBLY STRENGTH, f'm 2000 PSI

INDIVIDUAL CONCRETE MASONRY UNITS 2800 PSI

MORTAR 1800 PSI

GROUT 2000 PSI

2. MASONRY MATERIALS SHALL CONFORM TO THE FOLLOWING STANDARDS:

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

MORTAR ASTM C270, TYPE S

GROUT ASTM C476

REINFORCING STEEL ASTM A615, GR 60

PLATE AND BENT BAR ANCHORS ASTM A36

SHEET METAL ANCHORS AND TIES ASTM A1008

WIRE MESH TIES ASTM A1064

WIRE TIES AND ANCHORS ASTM A951

ANCHOR BOLTS ASTM A307, GRADE A

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

SPLICE LENGTH IS NOT GIVEN ON THE DRAWINGS, PROVIDE LAP LENGTHS (IN

INCHES) AS FOLLOWS EXCEPT BARS LARGER THAN #9 SHALL BE MECHANICALLY

SPLICED:

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

UNDERSIDE OF LINTEL. EXTEND GROUTED JAMB FROM FACE OF MASONRY

OPENING AT LEAST EQUAL TO THE BEARING LENGTH OF THE LINTEL BEYOND THE

OPENING PLUS 8 INCHES.

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

BOLTS AND MASONRY UNIT FACE. VERTICAL REINFORCEMENT SHALL BE

CENTERED IN WALL, UNO.

6. COORDINATE ANY UNIDENTIFIED PIPE OR DUCT PASSING THROUGH STRUCTURAL

MASONRY WALLS, UNLESS NOTED OR DETAILED SPECIFICALLY.

LINTELS

1. 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. UNLESS NOTED OTHERWISE ON PLAN, 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.

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.

SPAN

0'-0" TO 2'-0"

STEEL OPTION

(FOR EACH 4" OF

MASONRY WIDTH)*

5/16" PLATE

MASONRY

BOND BEAM

8" BLOCK

8" DEEP WITH

(1) #4

2'-0" TO 4'-0" L3 1/2x3 1/2x1/4

8" DEEP WITH

(1) #4

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

12" DEEP WITH

(1) #5

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

12" DEEP WITH

(2) #5

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

16" DEEP WITH

(2) #5

MINIMUM LAP SPLICE LENGTH

BAR SIZE

#3

#4

#5

#6

BAR

SIZE

#3

OTHER

TOP

3000 PSI CONCRETE

OTHER

TOP

4000 PSI CONCRETE

#4 29 38 25 33

#5 36 47 31 41

#6 43 56 37 49

ANCHORED

INTO

GROUTED

MASONRY

BASIS OF DESIGN ACCEPTABLE ALTERNATES

HILTI KWIK BOLT 3 [ESR-1385]

DEWALT POWER STUD+ SD1 [ESR-2966]

SIMPSON WEDGE-ALL [ESR-1396]

UNCRACKED

CONCRETE

HILTI KWIK BOLT 3 [ESR-2302]

DEWALT POWER STUD+ SD2 [ESR-2502]

RED HEAD TRUBOLT+ [ESR-2427]

SIMPSON STRONG BOLT 2 [ESR-3037]

ANCHORED

INTO

GROUTED

MASONRY

BASIS OF DESIGN ACCEPTABLE ALTERNATES

HILTI KWIK HUS-EZ [ESR-3056]

DEWALT WEDGE-BOLT+ [ESR-1678]

SIMPSON TITEN HD [ESR-1056]

UNCRACKED

CONCRETE

HILTI KWIK HUS-EZ [ESR-3027]

DEWALT POWER SCREW-BOLT+ [ESR-3889]

SIMPSON TITEN HD [ESR-2713]

ANCHORED

INTO

HOLLOW

MASONRY

BASIS OF DESIGN ACCEPTABLE ALTERNATES

HILTI HIT-HY 270 [ESR-4143]

DEWALT AC 100+ GOLD [ESR-3200]

SIMPSON SET-XP [ESR-0265]

GROUTED

MASONRY

DEWALT AC 100+ GOLD [ESR-3200]

RED HEAD A7 ACRYLIC [ESR-3951]

SIMPSON SET-XP [ESR-0265]

CONCRETE

DEWALT AC 200+ [ESR-4027]

SIMPSON SET-3G [ESR-4057]

HILTI HIT-HY 270 [ESR-4143]

HILTI HIT-HY 200 [ESR-3187]

INTENDED USE

28-DAY

STRENGTH (PSI)

MAX W/C

RATIO

A/E SLUMP

FOOTINGS

FOUNDATIONS

SLAB-ON-GRADE

UNLESS NOTED OTHERWISE

0.45

0.5

0.45

0.45

N/A

5-8%

N/A

5-8%

1"-4"

4"-6"

1"-4"

1"-4"

8" CMU

10" CMU

12" CMU

f'm = 2000 PSI

16. ELEVATIONS ARE BASED ON THE FIRST FLOOR CIVIL ELEVATION OF ( +516'-0" ) WHERE IT

MEETS THE EXISTING BUILDING.

17. EXISTING CONDITIONS:

A. EXISTING STRUCTURAL INFORMATION SHOWN WAS OBTAINED FROM EXISTING

DRAWINGS FOR JEFFERSON BARRACKS DINING HALL BUILDING NO. 23, PROJECT

NUMBER 1154, DATED MARCH 12, 1937, AND BY LIMITED FIELD TAKE-OFF BY IMEG AS

PERMITTED BY ACCESS RESTRICTIONS DURING DESIGN.

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 COR SO PROPER CLARIFICATION MAY BE MADE. MODIFICATION OF

CONSTRUCTION DETAILS SHALL NOT BE MADE WITHOUT WRITTEN APPROVAL OF THE

COR.

STEEL

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

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

HEAVY HEX NUTS ASTM A563

WASHERS ASTM F436

HEADED STUDS ASTM A108, TYPE B

ELECTRODES FOR ARC WELDING AWS 5.1, E70XX

2. HIGH STRENGTH BOLTS SHALL BE INSTALLED IN ACCORDANCE WITH AISC

“SPECIFICATIONS FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS”.

REFER TO DETAILS FOR BOLT SIZE AND MATERIAL ASTM DESIGNATION.

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

REQUIRING FULL TENSION AS INDICATED ON THE DRAWINGS.

4. ALL HIGH STRENGTH BOLTS SHALL CONFORM TO ASTM F3125, GRADE A325N, UNO.

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. HEADED STUDS:

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

MANUFACTURER’S RECOMMENDATIONS IN SUCH A MANNER AS TO PROVIDE

COMPLETE FUSION BETWEEN THE END OF THE STUD AND THE PLATE. THERE

SHOULD BE NO POROSITY OR EVIDENCE OF LACK OF FUSION BETWEEN THE

WELDED END OF THE STUD AND THE PLATE. THE STUD SHALL DECREASE IN

LENGTH DURING WELDING APPROXIMATELY 1/8” FOR 5/8”ø AND SMALLER AND 3/16” FOR LARGER THAN 5/8”ø. WELDING SHALL BE DONE ONLY BY QUALIFIED

WELDERS APPROVED BY THE INSPECTION AGENCY.

10. REFER TO DRAWINGS FOR DETAIL OF DECK OPENINGS. REFER TO

ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS, ETC. FOR EXACT

SIZE, LOCATION, AND COUNT OF REQUIRED OPENINGS.

11. CUTS, HOLES, OPENINGS, ETC., REQUIRED IN STRUCTURAL STEEL MEMBERS FOR

THE WORK OF OTHER TRADES SHALL BE SHOWN ON THE SHOP DRAWINGS.

BURNING OF HOLES AND CUTS IN THE FIELD SHALL NOT BE ALLOWED, EXCEPT BY

WRITTEN AUTHORIZATION FROM THE STRUCTURAL ENGINEER. NO HOLES SHALL

BE CUT IN STRUCTURAL STEEL BY OTHER TRADES UNLESS SHOWN ON

STRUCTURAL DRAWINGS OR APPROVED IN WRITING BY THE STRUCTURAL

ENGINEER.

12. STRUCTURAL STEEL STAIR FRAMING CONFIGURATION AND CONNECTIONS ARE TO

BE DESIGNED AND DETAILED BY THE CONTRACTOR.

STEEL JOISTS

1. ATTACH STEEL JOIST TO SUPPORT AS FOLLOWS:

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

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

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

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

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

STABILITY AND HANDLING.

6. WHERE STEEL COLUMNS ARE NOT FRAMED IN AT LEAST TWO DIRECTIONS WITH STRUCTURAL STEEL

MEMBERS, JOISTS AT COLUMN LINES SHALL BE FIELD BOLTED.

7. DO NOT APPLY CONCENTRATED LOADS TO THE JOISTS WITHOUT WRITTEN APPROVAL FROM THE JOIST

MANUFACTURER. ALTERNATELY, JOISTS MAY BE REINFORCED IN THE FIELD FOR SUPPORT OF

CONCENTRATED LOADS PER DETAIL 4/SF-503.

STEEL DECK

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

A. VULCRAFT 2018 CATALOG FOR GRAVITY DESIGN LOADS AND UNSHORED CONSTRUCTION SPANS.

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

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

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

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

DECKS.

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

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

OF THE STRUCTURAL ENGINEER.

7. 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.

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

DEFLECTION AND/OR MEET ALLOWABLE STRESSES.

JOIST

TYPE/SERIES

K

FILLET

WELD SIZE

WELD

LENGTH (IN)

BOLT DIAMETER

(IN)

BOLT

MATERIAL STEEL MASONRY

DETAILS WITH WELD

INFORMATION

DETAILS WITH BOLT

INFORMATION

MINIMUM END

BEARING (IN)

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

TYPE

1.5" B (ROOF)

GAUGE lx Sx Fy

20 0.201 0.234 33

STRUCTURAL TESTS AND INSPECTION

1. UNLESS NOTED, MATERIALS SHALL CONFORM AND TESTS AND INSPECTIONS SHALL BE PERFORMED BY

THE INSPECTION AGENCY WHO IS APPROVED THE ARCHITECT AND THE STRUCTURAL ENGINEER.

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

FOLLOWS:

A. CONCRETE CONSTRUCTION 1705.3

B. MASONRY CONSTRUCTION 1705.4

C. STEEL CONSTRUCTION 1705.2 AND CHAPTER N OF AISC 360

D. SOILS 1705.6

E. WIND RESISTANCE 1705.11

F. SEISMIC RESISTANCE 1705.12 AND 1705.13

2. REFER TO ARCHITECTURAL, CIVIL, MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS OR SPECIFICATIONS FOR TESTING AND INSPECTION REQUIREMENTS OF NON-STRUCTURAL COMPONENTS.

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

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

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

COMMENCEMENT OF WORK.

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

PROGRAM.

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

STRUCTURAL ENGINEER AND THE GENERAL CONTRACTOR. THE REPORTS SHALL BE COMPLETED

AND FURNISHED WITHIN 48 HOURS OF INSPECTED WORK.

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

THE APPROVED PLANS AND SPECIFICATIONS.

4. CONTINUOUS INSPECTION REQUIRED FOR: MASONRY BLOCK LAYING AND GROUTING, ALL FIELD AND SHOP WELDING EXCEPT MINOR OR TACK WELDING, COMPLETE PENETRATION GROOVE WELDS, HIGH

STRENGTH BOLT INSTALLATIONS, AND STEEL DECK WELDING.

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:

Brad Petrovic, Project Manager Gary Drikow, Chief of Design and Construction Kevin Knight, Contracting Officer

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. 12/31/2020

MO ENGR REG. NO. 2014031351, EXP. 12/31/2020

STRUCTURAL /

CIVIL ENGINEER

IMEG CORP.

15 SUNNEN DR., SUITE 104

ST. LOUIS, MO 63143

(314) 645-1132

MECHANICAL / ELECTRICAL /

PLUMBING / TECHNICAL ENGINEER

SPUR DESIGN

11020 KING STREET, SUITE 350

OVERLAND PARK, KS 66210

(405) 842-6100

ELEVATOR CONSULTANT

KENNETH H. LEMP ELEVATOR

CONSULTANT, INC.

211 3RD STREET

VALLEY PARK, MO 63088

(636) 861-2722

ENVIRONMENTAL

ENGINEER

RIVER FRONT SAFETY & HEALTH, LC

1139 OLIVE STREET, SUITE 300

ST. LOUIS, MO 63101

(314) 436-9192

F U

L L

Y S

P R

IN

K

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R E

D

-J a n

-2

:0

:2

P M

23-SG-001

STRUCTURAL GENERAL NOTES

WHL

MLA

BID DOCUMENTS

CREATE ELEVATOR TOWER &

STAIRWELL, BUILDING 23

01/22/2021

657-19-128JB

JEFFERSON BARRACKS

1 JEFFERSON BARRACKS DRIVE, ST. LOUIS, MO 63125

STRUCTURAL ABBREVIATION KEY

EOS

WWR

WT

WP

VERT

UNO

TYP

tf

TEMP

T.O.

STIFF

SQ

SL

SIM

SCHED

RTU

REQD

REINF

R

PSI

PSF

P.H.

PCF

PC

OH

OC

NTS

NIC

(N) N

MTL

MIN

MECH

MAX

LO

LLV

LLH

LL

LB

K, KIP

JT

INT

IN

HORIZ

GB

GALV

FT

FRMG

F.O.W.

F.O.S.

FLR

FIN

FDN

f'c

EXT

EXP

(E)

EW

EQUIP

EQ

ELEC

EL

EF

EA

DET

DL

CONT

CONC

CMU

CLR

CFSF

BP

BM

B.O.

ARCH

EOD

AHU

VIF

VWA

DWG

EDGE OF SLAB

WELDED WIRE REINFORCING

WEIGHT

WORK POINT

VERTICAL

UNLESS NOTED OTHERWISE

TYPICAL

BEAM FLANGE THICKNESS

TEMPERATURE

TOP OF

STIFFENER

SQUARE

SNOW LOAD

SIMILAR

SCHEDULE

ROOF-TOP UNIT

REQUIRED

REINFORCING, -MENT, -ED

RADIUS

POUNDS PER SQUARE INCH

POUNDS PER SQUARE FOOT

PENTHOUSE

POUNDS PER CUBIC FOOT

PIECE

OPPOSITE HAND

ON CENTER

NOT TO SCALE

NOT IN CONTRACT

NEW

NORTH

METAL

MINIMUM

MECHANICAL

MAXIMUM

LOW

LONG LEG VERTICAL

LONG LEG HORIZONTAL

LIVE LOAD

POUND

KILOPOUND (1,000 POUNDS)

JOINT

INTERIOR

INCH

HORIZONTAL

GRADE BEAM

GALVANIZED

FOOT

FRAMING

FACE OF WALL

FACE OF STUD

FLOOR

FINISH, -ED

FOUNDATION

CONCRETE COMPRESSIVE STRENGTH

EXTERIOR

EXPANSION

EXISTING

EACH WAY

EQUIPMENT

EQUAL

ELECTRICAL

ELEVATION

EACH FACE

EACH

DETAIL

DEAD LOAD

CONTINUOUS

CONCRETE

CONCRETE MASONRY UNIT

CLEAR

COLD FORM STEEL FRAMING

BASE PLATE

BEAM

BOTTOM OF

ARCHITECT, -URE, -URAL

DIAMETER

AT

NUMBER OR POUNDS

EDGE OF DECK

AIR-HANDLING UNIT

DEGREE

VERIFY IN FIELD

VERIFY WITH ARCHITECTURAL DRAWINGS

DRAWING

SC TC WITH CLASS A FAYING SURFACE

TC PRE-TENSIONED BOLT

bf BEAM FLANGE WIDTH

TRANS TRANSVERSE

LSV

LSH

LONG SIDE VERTICAL

LONG SIDE HORIZONTAL

SLRS SEISMIC LOAD RESISTING SYSTEM

Ø

ABBR: DESCRIPTION:

SLAB DEPRESSION-3"

ANCHOR BOLTA.B.

BF BRACE FRAME

B.O.F. BOTTOM OF FOOTING

BOTT BOTTOM

BTWN BETWEEN

CL CENTERLINE

COL COLUMN

DIA DIAMETER

DIM DIMENSION

DWL DOWEL

ELEV ELEVATOR

FTG FOOTING

Fy YIELD STRESS

GA GAGE OR GAUGE

HI HIGH

HSB HIGH STRENGTH BOLT

KSP KIPS PER SQUARE FOOT

LONG LONGITUDINAL

LT WT LIGHTWEIGHT

M.B. MACHINE BOLT

MANUF MANUFACTURER

OPNG OPENING

PL PLATE

PLF POUNDS PER LINEAR FOOT

SCBF SPECIAL CONCENTRIC BRACE FRAME

SEP'N SEPARATION

SOG SLAB ON GRADE

SP SPACE(S)

SPEC SPECIFICATION(S)

STL STEEL

SUPPT SUPPORT

SYM SYMMETRICAL

T.O.S. TOP OF STEEL

T.O.W. TOP OF WALL

THK THICK

W/ WITH

BLKG BLOCKING

B.N. BOUNDARY NAILING

E.N. EDGE NAILING

F.N. FIELD NAILING

PLYWD PLYWOOD

PTDF PRESSURE TREATED DOUGLAS FIR

SHTG SHEATHING

T&B TOP AND BOTTOM

EJ EXPANSION JOINT (1/2", UNO)

AOR ARCHITECT OF RECORD

SEOR STRUCTURAL ENGINEER OF RECORD

COR CONTRACTOR OFFICER'S REPRESENTATIVE

STRUCTURAL SYMBOL LIST

SYMBOL: DESCRIPTION:

FLOOR OPENING

SLAB DEPRESSION

REVISION TRIANGLE - NUMBER

INDICATES REVISION NUMBER

DRAIN/OVERFLOW

HEADED STUD ANCHORS ON BEAMS

TOP OF STEEL FRAMING ELEVATION

ABOVE ELEVATION +0' - 0"

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

STEP IN FOOTING

CANTILEVER MOMENT CONNECTION

NEW GRIDLINE

EXISTING GRIDLINE

(+16' - 3")

-1"

S

5/16 1-18

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)

NEW WORK UNDERGROUND OR UNDER OTHER FRAMING AND EXISTING TO BE

REMOVED

(DARK DASHED LINE)

EXISTING TO REMAIN

(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

STEEL

COLUMN DESIGNATION

BASE PLATE MARK

SF# ( +X' - X" )

FOOTING MARK (TOP ELEVATION)

x#

BP #

N O R

HT

25 PSF

ADDITIONAL

16 PSF

ADDITIONAL

15 PSF

ADDITIONAL

16 PSF

ADDITIONAL

0 PSF

ADDITIONAL

0 PSF

ADDITIONAL

25 PSF

ADDITIONAL

25 PSF

ADDITIONAL

NOTES:

1. SNOW DRIFT LOADS ARE IN ADDITION TO THE SG-001 FLAT-ROOF

SNOW LOAD. REFER TO DESIGN CRITERIA ON SHEET SI-001.

2. ROOF DEAD LOAD = 20 PSF.

4' - 6"

0 PSF

ADDITIONAL

7' - 0"

5' - 0"

4' - 0"

0 PSF

ADDITIONAL

25 PSF

ADDITIONAL

16 PSF

ADDITIONAL

0 PSF

ADDITIONAL

N E

W E

X

IS

T

IN

G

SEE CIVIL FOR EXTERIOR

RAMP CONSTRUCTION

N E

W E

X

IS

T

IN

G

(3) EQ SP

RAMP DOWN

R A

M P

D O

W N

NOTES:

1. REFER TO FOUNDATION / FLOOR 00 PLAN, SHEET SB-101, FOR DIMENSIONS

OF SLABS, RAMP, AND FOUNDATIONS.

2. SEE DETAILS 1, 2, AND 3/SB-501 FOR ADDITIONAL INFORMATION.

3. MINIMUM CONTROL JOINT SPACING SHALL BE AS FOLLOWS:

THICKNESS

(IN)

MAX JOINT

SPACING (FT)

4 12 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:

Brad Petrovic, Project Manager Gary Drikow, Chief of Design and Construction Kevin Knight, Contracting Officer

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. 12/31/2020

MO ENGR REG. NO. 2014031351, EXP. 12/31/2020

STRUCTURAL /

CIVIL ENGINEER

IMEG CORP.

15 SUNNEN DR., SUITE 104

ST. LOUIS, MO 63143

(314) 645-1132

MECHANICAL / ELECTRICAL /

PLUMBING / TECHNICAL ENGINEER

SPUR DESIGN

11020 KING STREET, SUITE 350

OVERLAND PARK, KS 66210

(405) 842-6100

ELEVATOR CONSULTANT

KENNETH H. LEMP ELEVATOR

CONSULTANT, INC.

211 3RD STREET

VALLEY PARK, MO 63088

(636) 861-2722

ENVIRONMENTAL

ENGINEER

RIVER FRONT SAFETY & HEALTH, LC

1139 OLIVE STREET, SUITE 300

ST. LOUIS, MO 63101

(314) 436-9192

F U

L L

Y S

P R

IN

K

L E

R E

D

-J a n

-2

:0

:2

P M

23-SG-002

SNOW DRIFT PLAN, SYMBOLS AND

ABBREVIATIONS

WHL

MLA

BID DOCUMENTS

CREATE ELEVATOR TOWER &

STAIRWELL, BUILDING 23

01/22/2021

657-19-128JB

JEFFERSON BARRACKS

1 JEFFERSON BARRACKS DRIVE, ST. LOUIS, MO 63125

N O R

HT

1/8" = 1'-0"1

SNOW DRIFT LOAD PLAN

3D

VIEW – FOR REFERENCE ONLY

N O R

HT

1/8" = 1'-0"2

CONTROL JOINT SPACING PLAN

NOTE:

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

TO PLANS, DETAILS AND SPECIFICATIONS FOR ACTUAL CONSTRUCTION

REQUIREMENTS.

PERIMETER OF

NEW BUILDING

4 4 4

SD-102

SD-102

EXISTING CONDUITS TO

REMAIN, COORD WITH

ARCH AND MEP

NEW SHORING - SEE

PLAN AND KEYNOTES

REMOVE WALL BRACKETS AND

PROVIDE NEW HANGERS OR

BRACKETS TO TEMPORARILY

SUPPORT CONDUITS WHICH ARE

TO REMAIN FROM EXISTING ROOF

OR NEW SHORING WALL

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:

Brad Petrovic, Project Manager Gary Drikow, Chief of Design and Construction Kevin Knight, Contracting Officer

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. 12/31/2020

MO ENGR REG. NO. 2014031351, EXP. 12/31/2020

STRUCTURAL /

CIVIL ENGINEER

IMEG CORP.

15 SUNNEN DR., SUITE 104

ST. LOUIS, MO 63143

(314) 645-1132

MECHANICAL / ELECTRICAL /

PLUMBING / TECHNICAL ENGINEER

SPUR DESIGN

11020 KING STREET, SUITE 350

OVERLAND PARK, KS 66210

(405) 842-6100

ELEVATOR CONSULTANT

KENNETH H. LEMP ELEVATOR

CONSULTANT, INC.

211 3RD STREET

VALLEY PARK, MO 63088

(636) 861-2722

ENVIRONMENTAL

ENGINEER

RIVER FRONT SAFETY & HEALTH, LC

1139 OLIVE STREET, SUITE 300

ST. LOUIS, MO 63101

(314) 436-9192

BUILDING 23

AREA OF

WORK

N

F U

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P R

IN

K

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:0

:1

P M

23-SD-101

STRUCTURAL DEMOLITION AND

PHASING PLAN

WHL

MLA

BID DOCUMENTS

CREATE ELEVATOR TOWER &

STAIRWELL, BUILDING 23

01/22/2021

657-19-128JB

JEFFERSON BARRACKS

1 JEFFERSON BARRACKS DRIVE, ST. LOUIS, MO 63125

N O R

HT

1/4" = 1'-0"1

STRUCTURAL PLAN FOR TEMPORARY

SUPPORT OF EXISTING CONDUIT

NO SCALE2

TEMPORARY SHORING

ADDITIONAL INFORMATION.

THAN 10'-0" ON CENTER. REFER TO SECTIONS FOR

BETWEEN WINDOWS AT A SPACING THAT IS NOT MORE

4. NEW TEMPORARY CFSF SHEAR WALL. LOCATE WALLS

CORRIDOR UNTIL THE NEW WALL IS COMPLETE.

BARRIER TO PROTECT THE INTERIOR OF THE EXISTING

THE CONTRACTOR SHALL PROVIDE A WEATHER-PROOF

FOOTINGS, BEARING WALL, AND STEEL SUPERSTRUCTURE.

THIS WALL CAN BE REMOVED AS REQUIRED FOR NEW

IN-PLACE AND CONDUITS AREA ADEQUATELY SUPPORTED,

3. = AFTER THE TEMPORARY SHORING IS

REFER ALSO TO PHOTO 2/SD-101.

STEEL. THE USE OF WOOD SHORING IS NOT PERMITTED.

COLD-FORM STEEL FRAMING STUDS OR STRUCTURAL

DESIGNED AND INSTALLED BY CONTRACTOR USING

2. = TEMPORARY SHORING WALL, TO BE

ENTIRETY.

SECOND FLOOR LEVEL SHALL BE REMOVED IN THEIR

FLOOR SHALL REMAIN. ALL WALLS AND ROOF ABOVE THE

BUILDING SHELL IS COMPLETE. THE EXISTING SECOND

AND ENCLOSE EXISTING CONDUITS UNTIL NEW

REMAIN DURING CONSTRUCTION TO PROTECT, SUPPORT,

1. = EXISTING FIRST FLOOR CORRIDOR TO

KEYNOTES:

REFER TO SHEET SG-001 FOR LOAD CRITERIA.

AND BRACE IT AGAINST LATERAL SEISMIC MOVEMENT.

REQUIRED TO SUPPORT THE WEIGHT OF THE CONDUITS

SPECIFIED, AND LOCATED BY THE CONTRACTOR AS

STRUCTURE. THE HANGERS SHALL BE DESIGNED,

TO INSTALL NEW CONDUIT HANGERS FROM THE NEW

DEMOLISH THE EXISTING CORRIDOR ROOF AS REQUIRED

ENCLOSES THE EXISTING CORRIDOR, SELECTIVELY

4. ONCE THE NEW BUILDING IS CONSTRUCTED AND FULLY

ELEMENTS AT ALL TIMES.

ACTIVITY, NEW CONSTRUCTION, AND EXPOSURE TO THE

SHALL BE PROTECTED FROM DAMAGE BY DEMOLITION

3. THE SUSPENDED CONDUITS IDENTIFIED ON THIS PLAN

IDENTIFICATION, SIZE, PURPOSE, ROUTING, AND FUNCTION.

CONCERNING THE CONDUITS, WHICH INCLUDES

BY OTHER DISCIPLINES FOR ADDITIONAL INFORMATION

OF THE SUSPENDED CONDUITS. REFER TO DOCUMENTS

TO THE GRAVITY SUPPORT AND LATERAL STABILITY

2. THE INFORMATION ON THIS PLAN IS LIMITED EXCLUSIVELY

THE CONTRACTOR.

ITEMS TO REMAIN IS THE SOLE RESPONSIBILITY OF

OPERABILITY, AND FUNCTIONALITY OF THE EXISTING

MEANS AND METHODS. THE SAFETY, PROTECTION,

PERIOD. IMEG HAS NO CONTROL OVER THE CONTRACTOR'S

AND IN OPERATION THROUGHOUT THE CONSTRUCTION

EXISTING CORRIDOR WHICH MUST REMAIN PROTECTED

CONDUITS, PIPES, AND OTHER UTILITIES WITHIN THE

CONTINUITY AND SUPPORT OF EXISTING SUSPENDED

INFORMATION AND CONVENIENCE IN MAINTAINING

1. THIS PLAN IS PROVIDED FOR THE CONTRACTOR'S

NOTES:

SD-101

10121

FLOOR

EL (515' - 1")

FLOOR 01

EL (528' - 0")

ROOF

EL (542' - 2 3/4")

FLOOR 00

EL (516' - 0")

SEE NOTES 1-3

CONCRETE SLAB ON METAL

DECK - SEE PLAN

METAL ROOF DECK AND

FRAMING - SEE PLAN

(E) FIRST FLOOR CORRIDOR WALLS

TO REMAIN UNTIL BUILDING SHELL

IS COMPLETE.

CONSTRUCT TEMPORARY CFSF

SHEAR WALL AT LOCATIONS

SHOWN ON PLAN, TO CONSIST OF

600S162-68 STUDS @ 24" OC, WITH

DOUBLE STUDS AT EACH END;

CONSTRUCT WALL AS TALL AS

POSSIBLE WITH IMPACTING

CONDUITS WHICH ARE TO REMAIN

ANCHOR END STUDS TO (E) WALL

WITH 3/4" EPOXY ANCHORS @ 24"

OC, 6" MIN EMBED (4 ANCHORS

PER SIDE, MINIMUM)

ANCHOR BASE TRACK TO (E)

CONCRETE SLAB WITH 5/8"

EXPANSION ANCHORS @ 24" OC, 3"

MIN EMBEDMENT (4 ANCHORS MIN)

NOTES:

1. CONTRACTOR TO IDENTIFY AND PROTECT EXISTING CONDUITS

THAT ARE TO REMAIN IN OPERATION THROUGH THE

CONSTRUCTION PERIOD.

2. AFTER THE BUILDING SHELL IS COMPLETE, PROVIDE NEW

CONNECTIONS, HANGERS, ETC., FROM THE NEW STRUCTURE TO

SUPPORT (E) CONDUITS.

3. THE (E) CORRIDOR SHALL BE REMOVED IN ITS ENTIRETY AFTER

THE CONDUITS ARE SECURED.

4. CONSTRUCT NEW MASONRY WALL AND FOOTING AS REQUIRED

PER PLANS AND DETAILS.

5. IF (E) FOOTING AND (E) CORRIDOR INTERFERES WITH PLACEMENT

OF NEW FOUNDATIONS, REFER TO 3/SD-102..

68 GA x 6" THICK STRAP CROSS

BRACING, EACH SIDE; ANCHOR

ENDS OF STRAP TO DOUBLE STUD

WITH (6) #12 SCREWS, AND

ANCHOR TO EACH CROSSING

STUD WITH (1) #12 SCREW

TEMPORARY CFSF SHORING

WALL, BY CONTRACTOR

(E) FIRST FLOOR CORRIDOR ROOF

TO REMAIN UNTIL BUILDING SHELL

IS COMPLETE.

(E) FOOTING AND

FOUNDATION WALL

NEW MASONRY WALL - SEE

PLANS AND DETAILS

SEE NOTES 4 - 5

1' - 6"

REMOVE (E) CORRIDOR

STRUCTURE ABOVE

FIRST FLOOR

FLOOR

EL (515' - 1")

FLOOR 01

EL (528' - 0")

ROOF

EL (542' - 2 3/4")

FLOOR 00

EL (516' - 0")

SEE NOTES 1-3

(E) FIRST FLOOR CORRIDOR

ROOF TO REMAIN UNTIL

BUILDING SHELL IS COMPLETE.

METAL ROOF DECK AND

FRAMING - SEE PLAN

(E) FIRST FLOOR CORRIDOR WALLS

TO REMAIN UNTIL BUILDING SHELL

IS COMPLETE.

CONSTRUCT TEMPORARY CFSF

SHEAR WALL AT LOCATIONS

SHOWN ON PLAN, TO CONSIST OF

600S162-68 STUDS @ 24" OC, WITH

DOUBLE STUDS AT EACH END;

CONSTRUCT WALL AS TALL AS

POSSIBLE WITH IMPACTING

CONDUITS WHICH ARE TO REMAIN

ANCHOR END STUDS TO (E) WALL

WITH 3/4" EPOXY ANCHORS @ 24"

OC, 6" MIN EMBED (4 ANCHORS

PER SIDE, MINIMUM)

ANCHOR BASE TRACK TO (E)

CONCRETE SLAB WITH 5/8"

EXPANSION ANCHORS @ 24" OC, 3"

MIN EMBEDMENT (4 ANCHORS MIN)

NOTES:

1. CONTRACTOR TO IDENTIFY AND PROTECT EXISTING CONDUITS

THAT ARE TO REMAIN IN OPERATION THROUGH THE

CONSTRUCTION PERIOD.

2. AFTER THE BUILDING SHELL IS COMPLETE, PROVIDE NEW

CONNECTIONS, HANGERS, ETC., FROM THE NEW STRUCTURE TO

SUPPORT (E) CONDUITS.

3. THE (E) CORRIDOR SHALL BE REMOVED IN ITS ENTIRETY AFTER

THE CONDUITS ARE SECURED.

68 GA x 6" THICK STRAP CROSS

BRACING, EACH SIDE; ANCHOR

ENDS OF STRAP TO DOUBLE STUD

WITH (6) #12 SCREWS, AND

ANCHOR TO EACH CROSSING

STUD WITH (1) #12 SCREW

(E) FIRST FLOOR CORRIDOR

WALLS TO REMAIN UNTIL

BUILDING SHELL IS COMPLETE.

DOWELS - SIZE AND SPACING

TO MATCH VERTICAL CMU

WALL REINFORCING. CENTER

DOWEL IN CMU

CONCRETE SLAB-ON-

GRADE - SEE

FOUNDATION PLAN

#5 @ 12" OC, DRILL

AND EPOXY INTO (E)

CONCRETE, 8" EMBED

M

IN

EL (SEE PLAN)

T.O. SLAB

EL (SEE PLAN)

T.O. FOOTING

APPROXIMATE GRADE

CMU WALL - SEE PLAN

NOTES:

1. IF THE EXISTING FOOTING INTERFERES WITH PLACEMENT OF THE NEW

FOOTING, THE CONTRACTOR MAY USE THIS DETAIL AS AN ALTERNATE

TO THE TYPICAL FOOTING SECTIONS.

G E

N E

R A

L N

O T

E S

L A

P S

P L

IC

E P

E R

SEE PLAN

THICKNESS

8" HOOK

EXTERIOR FINISH -

SEE ARCH

EL (SEE PLAN)

T.O. FDN WALL

(E) FOOTING

REMOVE (E)

FOUNDATION WALL

AS REQUIRED FOR

NEW CONSTRUCTION

IF BAR IS OVER EXISTING

FOOTING, DOWEL AND EPOXY

WITH 6" EMBEDMENT

IF BAR IS OVER NEW

CONCRETE, PROVIDE 8" HOOK

1' - 0" MIN

E X

IS

T

IN

G

M A

T C

H

C L

(2) #5 BARS

FOUNDATION WALL

PER 7/SB-501

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:

Brad Petrovic, Project Manager Gary Drikow, Chief of Design and Construction Kevin Knight, Contracting Officer

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. 12/31/2020

MO ENGR REG. NO. 2014031351, EXP. 12/31/2020

STRUCTURAL /

CIVIL ENGINEER

IMEG CORP.

15 SUNNEN DR., SUITE 104

ST. LOUIS, MO 63143

(314) 645-1132

MECHANICAL / ELECTRICAL /

PLUMBING / TECHNICAL ENGINEER

SPUR DESIGN

11020 KING STREET, SUITE 350

OVERLAND PARK, KS 66210

(405) 842-6100

ELEVATOR CONSULTANT

KENNETH H. LEMP ELEVATOR

CONSULTANT, INC.

211 3RD STREET

VALLEY PARK, MO 63088

(636) 861-2722

ENVIRONMENTAL

ENGINEER

RIVER FRONT SAFETY & HEALTH, LC

1139 OLIVE STREET, SUITE 300

ST. LOUIS, MO 63101

(314) 436-9192

F U

L L

Y S

P R

IN

K

L E

R E

D

-J a n

-2

:0

:1

P M

23-SD-102

BUILDING SECTION

Author

Checker

BID DOCUMENTS

CREATE ELEVATOR TOWER &

STAIRWELL, BUILDING 23

01/22/2021

657-19-128JB

JEFFERSON BARRACKS

1 JEFFERSON BARRACKS DRIVE, ST. LOUIS, MO 63125

3/8" = 1'-0"1

BUILDING SECTION

3/8" = 1'-0"2

BUILDING SECTION

3/4" = 1'-0"3

FOOTING SECTION

10122

N E

W E

X

IS

T

IN

G

A

CF3.0

C F

.0

C F

.0

CF2.5

C F

.5

C F

.5

CF2.33

MW1

M W

MW1

M W

M W

MW3

M W

SB-501

SB-501

SB-502

SB-501

T.O. SLAB

EL ( +516' - 0" )

CF2.0

C F

.5

STOOP

C F

.0

SB-501

SB-501

SB-501

SB-503

/8

/2

12' - 6 7/8" 7 5/8" 10' - 6" 1' - 0" 1' - 6"

(V

IF

(V

IF

/4

(V

IF

/8

(E) CORRIDOR

AND SLAB, TO

REMAIN

EL ( +515' - 1" )

T.O. SLAB

SB-502

_____ 1

SB-502

SB-502

SB-502

EL ( +515' - 1" )

T.O. SLAB

EL ( +515' - 0 5/8" )

T.O. SLAB

S

S L O

P E

SB-501

CF3.0

S

S

S

EL ( +513' - 0" )

T.O. FOOTING

EL ( +513' - 0" )

S

S

EL ( +516' - 0" )

( +511' - 4" )

( +512' - 8" )

( +511' - 4" )

( +512' - 8" )

( +514' - 8" )

EL ( +516' - 0" )

T.O. FDN WALL

( +513' - 0" )

C F

.5

( +515' - 4" )

( +512' - 0" )

T.O. FDN WALL

1' - 0" 34' - 7 3/8"

SB-501

( +516' - 0" )

T.O. FDN WALL

S

S

EL ( +528' - 0" )

T.O. FDN WALL

SB-502

6.3 7.8 9.3 9.7 9.8 9.9

U

V

W

Y

Z

6.1

X

SF3.0

T.O. SLAB

SIDEWALK LANDING - SEE CIVIL

M W

T.O. FDN WALL

( +514' - 8" )( +512' - 0" ) ( +512' - 0" )

( +514' - 8" )

C F

.0

EL ( +515' - 8" )

WITH STAIR MANUF)

5' - 3" (COORD

SB-502

SIM

5' - 8" 24' - 0" 5' - 1" 12' - 10 1/2" 10' - 6" 2' - 3 1/4"

60' - 4 3/4"

1' - 0"

3' - 9 1/4" 4' - 2 3/4"

1' - 0"

15°

8" 10' - 6" 1' - 0" 1' - 4 1/2"

1' - 0"

EJ

8" 6' - 0" 11' - 4" 5' - 4" 8"

1' - 0"

H SS12x4x3/8

BP2

H SS12x4x3/8

BP2

SF3.0 SF3.0

RAMP DOWN RAMP DOWN

SB-502

8' - 6"

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

/2

/8

/4

:2

EL ( +515' - 1" )

T.O. SLAB

RAMP DOWN

1:20

11' - 8"

2' - 6 5/8"

(SEE CIVIL FOR SLOPE)

(SEE CIVIL FOR SLOPE)

1' - 0" 5' - 2"

S

( +511' - 4" )

( +509' - 4" )

S

( +509' - 4" )

( +511' - 4" )

( +513' - 0" )

( +512' - 0" )

T.O. PIT SLAB

C F

.3

C F

.3

SB-502

_____ 3

SB-502

SB-502

SB-502

S

EL ( +516' - 0" )

T.O. FDN WALL

EL ( +517' - 4" )

T.O. FDN WALL

SIDEWALK LANDING - SEE CIVIL

SLOPE TOP OF WALL

EL ( +511' - 4" )

T.O. FOOTING

EL ( +517' - 4" )

T.O. RETAINING WALL

T.O. RETAINING WALL

SLOPE TOP OF WALL

EL ( +515' - 8" )

T.O. RETAINING WALL

EL ( +515' - 3" )

S

E J

SB-503

H SS6x

6x 3/

BP1

SF3.0

SB-501

8.5 9.5

H SS6x

6x 3/

BP1

SF2.0

R A

M P

D O

W N

1' - 0"

( +514' - 5" )

( +515' - 0" )

SB-501

6' - 0"

11' - 0"

TYP

MW1

12 13

SEE SF-101 FOR

CONTINUATION

OF FOOTING

SEE SF-101 FOR

CONTINUATION

OF FOOTING

(E) BUILDING

COLUMN

(E) BUILDING

COLUMN

(E) BUILDING

COLUMN

EL ( +528' - 0" )

T.O. FDN WALL

8' - 0"

SB-503

/1

/8

/1

75°

(E) BUILDING

COLUMN

(E) BUILDING

COLUMN

SB-502

18' - 0" 18' - 0" 25' - 10 1/2"

FACE OF (E)

BUILDING

FACE OF EXISTING

BUILDING BEYOND

SB-503

( +514' - 8" )

/2

0' - 7 5/8"

( +514' - 8" )

105°

1' - 0"

C F

.5

BUILDING 23

AREA OF

WORK

TEMPORARY CORRIDOR -

REFER TO ARCHITECT

FOR DETAILS

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:

Brad Petrovic, Project Manager Gary Drikow, Chief of Design and Construction Kevin Knight, Contracting Officer

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. 12/31/2020

MO ENGR REG. NO. 2014031351, EXP. 12/31/2020

STRUCTURAL /

CIVIL ENGINEER

IMEG CORP.

15 SUNNEN DR., SUITE 104

ST. LOUIS, MO 63143

(314) 645-1132

MECHANICAL / ELECTRICAL /

PLUMBING / TECHNICAL ENGINEER

SPUR DESIGN

11020 KING STREET, SUITE 350

OVERLAND PARK, KS 66210

(405) 842-6100

ELEVATOR CONSULTANT

KENNETH H. LEMP ELEVATOR

CONSULTANT, INC.

211 3RD STREET

VALLEY PARK, MO 63088

(636) 861-2722

ENVIRONMENTAL

ENGINEER

RIVER FRONT SAFETY & HEALTH, LC

1139 OLIVE STREET, SUITE 300

ST. LOUIS, MO 63101

(314) 436-9192

F U

L L

Y S

P R

IN

K

L E

R E

D

-J a n

-2

:0

:1

P M

23-SB-101

FOUNDATION PLAN - FLOOR 00

WHL

MLA

BID DOCUMENTS

CREATE ELEVATOR TOWER &

STAIRWELL, BUILDING 23

01/22/2021

657-19-128JB

JEFFERSON BARRACKS

1 JEFFERSON BARRACKS DRIVE, ST. LOUIS, MO 63125

N O R

HT

1/4" = 1'-0"1

FOUNDATION / FLOOR 00 PLAN

FIELD VERIFY DEPTH AND EXTENTS.

PLAN DIMENSIONS ARE 3'-11" x 3'-11". CONTRACTOR TO

13. PER ORIGINAL DRAWINGS, (E) FOOTING EL ( +514' - 10" ).

FIELD VERIFY DEPTH AND EXTENTS.

PLAN DIMENSIONS ARE 6'-1" x 3'-10". CONTRACTOR TO

12. PER ORIGINAL DRAWINGS, (E) FOOTING EL ( +512' - 9" ).

11. CFSF WALL HOLDOWN LOCATION. REFER TO 7/SB-503.

2'-6" BELOW GRADE.

10. TURN- DOWN SLAB TO EXTEND TO A MINIMUM OF

9. STEP TOP OF FOUNDATION WALL.

DEPRESSION.

AND VERTICAL REINFORCING INTERRUPTED AT THE

THE SLAB ELEVATION AT DOORS. STOP HORIZONTAL

8. DEPRESS TOP OF FOUNDATION WALL 0'-8" LOWER THAN

ELEVATION.

7. SLOPE TOP OF SLAB AS REQUIRED TO MATCH EXISTING

THE EXISTING CONCRETE.

MAY BE INFILLED AND PLACED OVER THE TOP OF

OVERLAPS THE EXISTING FOOTING, THE NEW CONCRETE

SPLICE REQUIREMENTS. IF THE NEW FOOTING

REINFORCEMENT. REFER TO GENERAL NOTES FOR

DOWELS TO MATCH SIZE AND SPACING OF VERTICAL

VERTICAL DOWELS INTO EXISTING CONCRETE.

CUT BLOCKS TO MATCH COURSING AND EPOXY

6. IF NEW MASONRY WALL BEARS ON EXISTING FOOTING,

8" MINIMUM.

REINFORCEMENT INTO EXISTING CONCRETE,

TO MATCH. DOWEL AND EPOXY HORIZONTAL

PROVIDE ADDITIONAL FOOTING STEPS AS REQUIRED

FOOTINGS, MATCH EXISTING BOTTOM ELEVATION (VIF).

5. WHERE NEW FOOTINGS ARE ADJACENT TO EXISTING

PLANS.

AND COORDINATE WITH CIVIL AND ARCHITECTURAL

TOP OF SLAB ELEVATION VARIES. REFER TO PLAN

4. 4" CONCRETE SIDEWALK WITH 6x6 - W2.1xW2.1 WWR.

FOR DETAILS.

WITH ELEVATOR MANUFACTURER. REFER TO 10/SB-501

3. SUMP PIT. COORDINATE LOCATION, SIZE, AND DEPTH

REINFORCEMENT.

MANUFACTURER. REFER TO SECTIONS FOR SLAB

ELEVATION AND COORDINATE WITH ELEVATOR

2. 12" THICK ELEVATOR PIT SLAB. REFER TO PLAN FOR SLAB

EACH WAY, CENTERED IN SLAB.

SUBSTITUTED WITH A MAT OF #3 BARS @ 16" OC,

AT CONTRACTOR'S OPTION, THE WWR MAY BE

WWR. TOP OF SLAB ELEVATION VARIES - SEE PLAN.

1. 4" CONCRETE SLAB ON GRADE WITH 6x6 - W2.1xW2.1

KEYNOTES:

AND UTILITY LOCATIONS.

AND MEP DRAWINGS FOR ADDITIONAL INFORMATION

FOUNDATIONS, REFER TO 6/SB-503. REFER TO CIVIL

12. WHERE SITE UTILITIES CROSS THROUGH EXTERIOR

AND ELEVATIONS.

SIDEWALK CONSTRUCTION, SIDEWALK SLOPES,

ARCHITECTURAL SITE PLANS FOR SITE ELEVATIONS,

11. EXCEPT WHERE NOTED, REFER TO CIVIL AND

DETAIL ON SF-502.

10. BP# INDICATES STEEL BASE PLATE. REFER TO

9. REFER TO 2/SG-002 FOR CONTROL JOINT SPACING PLAN.

CONSTRUCTION DETAILS.

8. REFER TO 1 AND 3/SF-501 FOR TYPICAL MASONRY WALL

FOR SCHEDULE.

7. MW# INDICATES MASONRY WALL. REFER TO 2/SF-501

BARS.

6. REFER TO 4/SB-501 FOR TYPICAL FOOTING CORNER

DETAIL.

5. REFER TO 5/SB-501 FOR TYPICAL FOOTING STEP

4. REFER TO SB-501 FOR TYPICAL FOUNDATION DETAILS.

GRADE DETAILS.

3. REFER TO 1, 2 AND 3/SB-501 FOR TYPICAL SLAB ON

SCHEDULE THIS SHEET.

INDICATES CONTINUOUS FOOTING. REFER TO

2. SF#.# INDICATES SPREAD FOOTING. CF#.#

CONTRACTOR TO VERIFY.

1. (E) FINISHED FLOOR ELEVATION ( +516' - 0" ),

NOTES:

SPREAD FOOTING SCHEDULE

MARK LENGTH WIDTH THICKNESS

REINFORCING

LONG DIRECTION SHORT DIRECTION

SF2.0 2' - 0" 2' - 0" 1' - 4" (3) #4 (3) #4

SF3.0 3' - 0" 3' - 0" 1' - 4" (3) #5 (3) #5

CONTINUOUS FOOTING SCHEDULE

MARK WIDTH THICKNESS

REINFORCING

LONG DIRECTION SHORT DIRECTION

CF2.0 2' - 0" 1' - 4" (2) #5 WALL DOWELS

CF2.33 2' - 4" 1' - 0" (3) #5 WALL DOWELS

CF2.5 2' - 6" 1' - 4" (3) #5 #5 @ 16" OC

CF3.0 3' - 0" 1' - 4" (3) #5 #5 @ 12" OC

10123

W E

X

IS