S001.pdf

1 1/2" TYP.

V A

R

IE

S 1'

4"

WIDTH

TOP BARS SLAB BARS ARE TO

RUN THRU BEAM

BOTTOM BARS

STIRRUPS

GENERAL CONSTRUCTION NOTES:

1. ALL WORK SHALL COMPLY WITH THE 2015 INTERNATIONAL BUILDING CODE, AS

APPROVED BY THE STATE OF IOWA / CITY OF DES MOINES.

2. REFERENCE STANDARDS: UNLESS OTHERWISE NOTED (U.O.N.), ALL STANDARDS

SHALL BE CURRENT EDITION, WITH LATEST ADDENDA, IF APPLICABLE.

3. THE CONTRACTOR SHALL VERIFY ALL CONTRACT DOCUMENTS, SITE ELEVATIONS,

DIMENSIONS AND CONDITIONS PRIOR TO STARTING WORK AND SHALL NOTIFY THE

ARCHITECT/ ENGINEER OF ANY DISCREPANCIES OR INCONSISTENCIES.

4. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES.

5. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE

FINISHED STRUCTURE. UNLESS OTHERWISE INDICATED, THEY DO NOT INDICATE

THE MEANS OR METHOD OF CONSTRUCTION. TEMPORARY BRACING AND

SHORING AGAINST WIND AND ERECTION CONDITIONS DURING CONSTRUCTION OF

THE BUILDING, SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. THE

CONTRACTOR IS SOLELY RESPONSIBLE FOR THE PROTECTION OF THE

STRUCTURE DURING ALL PHASES OF DEMOLITION, CONSTRUCTION, AND

INSTALLATION.

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

OR EQUIPMENT THAT EXCEEDS FINAL DESIGN CRITERIA.

7. VERIFY LOCATION OF BOX OUTS AND OPENINGS WITH MECHANICAL

CONTRACTORS. OPENING SIZES AND LOCATIONS SHOWN FOR PIPES, DUCTS ETC.

ARE FOR GENERAL INFORMATION ONLY AND SHALL BE VERIFIED WITH THE

MECHANICAL CONTRACTOR BEFORE COMMENCING THE WORK.

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

NOT COINCIDE WITH EQUIPMENT SHOWN ON PLANS, COORDINATE ADJUSTMENTS

WITH THE STRUCTURAL ENGINEER.

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

APPROVED BY THE STRUCTURAL ENGINEER BEFORE PLACEMENT THROUGH

STRUCTURAL MEMBERS.

10. CONTRACTOR SHALL PROVIDE A CAST-IN SLEEVE FOR ALL HORIZONTAL ELEMENTS

THAT EXTEND THROUGH FOOTING. IE: DRAIN TILE, ELECTRICAL CONDUIT,

MECHANICAL PIPING, ETC. ALL SLEEVES SHALL BE COORDINATED WITH

ARCHITECT/ENGINEER.

11. SHOP DRAWINGS PREPARED BY SUPPLIERS, SUBCONTRACTORS, ETC., SHALL BE

DIMENSIONED, REVIEWED, COORDINATED, AND SIGNED/ STAMPED BY THE

GENERAL CONTRACTOR PRIOR TO SUBMITTING TO THE STRUCTURAL ENGINEER.

12. FABRICATOR SHALL CLEARLY NOTE CHANGES MADE IN THE SHOP DRAWINGS

WHICH DO NOT COMPLY WITH THE CONTRACT DOCUMENTS. REVIEWED APPROVAL

SHOP DRAWINGS SHOWING ENGINEERS COMMENTS ACCOMPANIED WITH RECORD

SET SHOP SHOP DRAWINGS, SHALL BE AVAILABLE FOR REFERENCE AT THE

CONSTRUCTION SITE.

13. CONCRETE ANCHORS SHALL BE SIMPSON 'TITEN HD" SCREW ANCHORS OR

EQUIVALENT (U.O.N.). INSTALL ANCHORS USING THE MANUFACTURER'S

RECOMMENDATIONS.

14. INJECTION ADHESIVE ANCHORS SHALL BESIMPSON 3G OR APPROVED EQUAL WITH

STANDARD GRADE 36 THREADED RODS OR EQUIVALENT (U.O.N.) INSTALL

ANCHORS IN STRUCTURAL CONFORMANCE WITH THE MANUFACTURER'S

RECOMMENDATIONS.

FOUNDATION NOTES:

1. FOOTING ELEVATIONS ARE TO TOP OF FOOTING (T.O. FTG.), UNLESS

OTHERWISE NOTED.

2. FOOTINGS ARE DESIGNED FOR A MINIMUM NET ALLOWABLE SOIL BEARING

PRESSURE OF1500 psf FOR CONTINUOUS FOOTINGS. FOUNDATION DESIGN

COMPLIES W/ GEOTECHNICAL REPORT DATED:2023-12-22 BY TERRACON

3. FOOTINGS SHALL BEAR ON NATURAL UNDISTURBED SOIL OR ENGINEERED FILL.

SOILS SHALL BE OBSERVED AND APPROVED BY A GEOTECHNICAL ENGINEER

PRIOR TO PLACEMENT OF FOOTING CONCRETE. IF NATURAL UNDISTURBED

SOILS ARE NOT ENCOUNTERED AND/OR INADEQUATE SOILS ARE NOTED AT

FOOTING BEARING LEVEL, ARCHITECT/ENGINEER SHALL BE NOTIFIED PRIOR TO

PROCEEDING WITH FURTHER WORK AT THOSE FOOTING LOCATIONS.

4. PROTECT FOOTINGS FROM THE ACTION OF WATER OR FREEZING.

5. FOOTINGS ARE CENTERED UNDER WALLS ABOVE - UNLESS OTHERWISE

NOTED.

6. PRIOR TO PLACEMENT OF FOOTING CONCRETE, CLEAN FOOTING EXCAVATIONS

OF SNOW, WATER AND DEBRIS.

7. FOOTINGS MAY NOT BE EARTH FORMED.

EXCAVATION & BACKFILL NOTES:

1. EXCAVATION AND BACKFILL SHALL BE EXECUTED IN ACCORDANCE WITH THE

PROJECT SPECIFICATIONS.

2. BACKFILL, & COMPACTION SHALL BE INSPECTED AND CERTIFIED BY A LICENSED

GEOTECHNICAL ENGINEER. REPORTS ARE TO BE SUBMITTED TO THE

ARCHITECT/ ENGINEER.

3. FOOTING EXCAVATIONS SHALL BE EXCAVATED TO PROPER LINE AND LEVEL TO

ENSURE MINIMUM CONCRETE COVER OF FOOTING REINFORCEMENT FOR

FOOTING DEPTH.

4. BACKFILL SHALL BE COMPACTED BY MECHANICAL MEANS. FLOODING OR

WATER INUNDATION SHALL NOT BE PERMITTED.

5. BACKFILL SHALL BE PLACED IN ALTERNATING LIFTS ON EACH SIDE OF THE

FOUNDATION WALLS TO MAINTAIN STABILITY OF THE FOUNDATION WALLS.

6. BACKFILL SHALL NOT BE PLACED AGAINST BASEMENT FOUNDATION WALLS

UNLESS WALLS ARE ADEQUATELY BRACED TOP AND BOTTOM. FINAL WALL

BRACING IS BASEMENT SLAB OR ENGINEERED BACKFILL AND 1ST FLOOR

STRUCTURE. IF THESE ELEMENTS ARE NOT IN PLACE AT TIME OF BACKFILL,

CONTRACTOR SHALL PROVIDE AN ENGINEERED, TEMPORARY BRACING SYSTEM.

THE TEMPORARY BRACING SYSTEM PROPOSED SHALL BE SUBMITTED TO THE

ARCHITECT/ ENGINEER FOR REVIEW PRIOR TO BACKFILLING.

7. GENERAL CONTRACTOR SHALL ENSURE EXISTING TUNNEL SECTIONS ARE

PROPERLY BRACED AND OR SUPPORTED DURING CONSTRUCTION TO PREVENT

DISRUPTION OR MOVEMENT DUE TO CONSTRUCTION EFFORTS.

CONCRETE NOTES:

1. CONCRETE CONSTRUCTION SHALL CONFORM TO AMERICAN CONCRETE

INSTITUTE (ACI) CODES AND SPECIFICATIONS, LATEST EDITION. ACI 301

"SPECIFICATIONS FOR STRUCTURAL CONCRETE" ACI 315 "DETAILS &

DETAILING OF CONCRETE REINFORCEMENT" ACI 318 "BUILDING CODE

REQUIREMENTS FOR REINFORCED CONCRETE".

2. CONCRETE MIX DESIGN SHALL BE BY AN INDEPENDENT TESTING

LABORATORY.

3. CAST-IN-PLACE CONCRETE SHALL BE SUBJECT TO TESTING BY AN

INDEPENDENT TESTING LABORATORY. SEE PROJECT SPECIFICATIONS

FOR REQUIREMENTS.

4. NON WELDED REINFORCING STEEL SHALL BE GRADE 60 DEFORMED,

BILLET-STEEL, ASTM A615, U.O.N. ALL WELDED WIRE FABRIC (WWF)

SHALL BE PLAIN, ASTM A185.

5. WELDED REINFORCING STEEL SHALL BE GRADE 60, LOW CARBON, ASTM

A706.

6. PROVIDE EXTRA REINFORCEMENT AROUND ALL OPENINGS GREATER

THAN 12" SQUARE OR 12" IN DIAMETER, INCLUDING DOOR OPENINGS, IN

CONCRETE WALLS & SLABS. PROVIDE 2 - #5 BARS @ 3" O.C., ON EACH

SIDE OF THE OPENING EXTENDING 24" BEYOND THE CORNER OF THE

OPENING & 2 - #5 BARS AT 3" O.C. BY 3'-0" LONG DIAGONAL BARS AT EACH

CORNER. PLACE DIAGONAL BARS CENTERED ON CORNER @ 2" CLEAR OF

CORNER. ADDITIONAL REINFORCEMENT SHALL BE PROVIDED AT EACH

LAYER OF REINFORCING.

7. REINFORCING STEEL SHALL BE BENT, SPLICED, AND PLACED IN

ACCORDANCE WITH THE ACI 301 (LATEST EDITION).

8. PROVIDE ADEQUATE SUPPORT BARS AND ACCESSORIES TO HOLD

REINFORCING BARS FIRMLY IN PLACE TO SPECIFIED COVERAGES.

9. CAST DOWELS, WITH STD 90 DEGREE HOOK, IN FOOTINGS FOR

CONCRETE PIERS AND WALLS ABOVE. DOWELS SHALL BE THE SAME SIZE

AND NUMBER AS THE VERTICAL REINFORCING. (U.O.N.)

CAST-IN-PLACE CONCRETE COMPRESSIVE STREGNTHS

FOOTINGS 4000 psi.

EXTERIOR FOUNDATION WALLS 5000 psi.

BEAMS 5000 psi.

RAISED TUNNEL LIDS 5000 psi.

REINFORCING CLEAR CONCRETE COVER

CONCRETE ON SOIL 3"

SLABS ON GRADE MIDHEIGHT

FORMED WALLS & STRUCTURAL SLABS EXPOSED TO EARTH OR

WEATHER: #6 THRU #18

2"

FORMED WALLS & STRUCTURAL SLABS EXPOSED TO EARTH OR

WEATHER: #5 OR SMALLER

1 1/2"

FORMED WALLS & STRUCTURAL SLABS NOT EXPOSED TO EARTH OR

WEATHER: #11 AND SMALLER

3/4"

BEAMS AND COLUMNS (COVER TO STIRRUPS OR TIES) 1 1/2"

CONC. REINFORCING BAR LAP SPLICE

SCHEDULE

BAR SIZE

f'c = 3000 psi.

f'c = 4000 psi.

f'c = 5000 psi.

CLASS

"B"

CLASS

"B"

CLASS

"B"

#3 22" 20" 18"

#4 30" 26" 22"

#5 36" 32" 28"

#6 44" 38" 34"

#7 64" 54" 50"

#8 72" 62" 56"

#9 82" 70" 64"

#10 92" 80" 70"

#11 102" 88" 78"

BAR LAP SCHEDULE NOTES:

A. REINFORCING BAR LAP SPLICE SCHEDULE APPLIES TO UNCOATED, GRADE 60

REINFORCING BAR NORMAL WEIGHT CONCRETE.

B. PROVIDE CLASS "B" LAP UNLESS OTHERWISE NOTED.

C. FOR EPOXY COATED BAR, MULTIPLY THE NOTED LENGTHS BY 1.5.

D. FOR LIGHT WEIGHT CONCRETE, MULTIPLY THE NOTED LENGTHS BY 1.3.

E. MAXIMUM SPACING OF BARS BEING LAPPED IS ONE FIFTH THE LAP SPLICE

LENGTH, NOT TO EXCEED 6".

F. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" OF CONCRETE PLACED

BELOW THEM. NORMAL WEIGHT CONCRETE.

16. DESIGN LOADS:

TUNNEL LIVE LOADS:

ROOF SNOW Pf = 25 psf.

IMPORTANCE FACTOR Is = 1.2

EXPOSURE FACTOR Ce = 1.0

THERMAL FACTOR Ct = 1.2

GROUND SNOW LOAD Pg = 25 psf.

HS20 LIVE LOAD 32 KIPS

DEAD LOADS

TYPICAL TUNNEL LID 200 psf.

TYPICAL SOIL WEIGHT 480 psf.

DEFERRED SUBMITTAL SCHEDULE NOTES:

1. PREFABRICATED COMPONENTS OR SYSTEMS SPECIFIED ON THE STRUCTURAL

DRAWINGS TO BE DESIGNED BY OTHERS SHALL BE SUBMITTED BY THE

CONTRACTOR TO THE ARCHITECT OR ENGINEER OF RECORD FOR REVIEW AS A

DEFERRED SUBMITTAL. DEFERRED SUBMITTALS SHALL INCLUDE DRAWINGS

AND CALCULATIONS THAT HAVE BEEN STAMPED AND SIGNED BY AN ENGINEER

APPROPRIATELY LICENSED IN THE STATE OF CONSTRUCTION.

2. THE PURPOSE OF THE ENGINEER OF RECORD’S REVIEW SHALL BE DETERMINING

THAT THE DRAWINGS AND CALCULATIONS HAVE BEEN PROPERLY SEALED, THAT

THE LOAD CRITERIA IS IN GENERAL CONFORMANCE WITH THE CONTRACT

DOCUMENTS AND THE REFERENCED BUILDING CODE, AND THAT THE

CONNECTIONS TO THE PRIMARY STRUCTURE ARE APPROPRIATE FOR THE

STRUCTURE’S DESIGNED CAPABILITIES.

3. THE STRUCTURAL ENGINEER WILL RELY ON THE SPECIALTY ENGINEER’S SEAL

AS CERTIFICATION THAT THE ITEMS DESIGNED BY THE SPECIALTY ENGINEER

COMPLY WITH THE CRITERIA SET FORTH IN THE CONTRACT DOCUMENTS AND

APPLICABLE CODES AND STANDARDS. THE STRUCTURAL ENGINEER SHALL NOT

BE RESPONSIBLE FOR THE ADEQUACY OF DESIGNS PROVIDED BY OTHERS.

DEFERRED SUBMITTAL SCHEDULE:

SUPPORT/ANCHORAGE OR MECHANICAL

ELECTRICAL, PLUMBING EQUIPMENT AND THEIR COMPONENTS

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

100% FINAL BID

DOCUMENT

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

DESIGNER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

636A6-23-101

DES MOINES, IA

SITE

623 26TH AVENUE

ROCK ISLAND, IL 61201

9555 JAMES AVE S. SUITE 200

BLOOMINGTON, MN 55431

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NOTE SHEET CONSTRUCTION STEAM TUNNEL

08/09/2024 AA DW

17270

S001

ABBREVIATIONS & SYMBOLS:

+/- PLUS OR MINUS

@ AT

A.B. ANCHOR BOLT

A.P.A. AMERICAN PLYWOOD

ASSOCIATION

A.S.T.M. AMERICAN SOCIETY OF TESTING

MATERIALS

ARCH. ARCHITECTURAL

B.B. BOND BEAM

B.O. BOTTOM OF

BLK. BLOCK

BM. BEAM

BOT. BOTTOM

BRG. BEARING

C CHANNEL

C.M.U. CONCRETE MASONRY UNIT

CCJ CONSTRUCTION CONTROL JOINT

CJ CONTROL JOINT

CL. CENTER LINE

CLR. CLEAR

COL. COLUMN

CONC. CONCRETE

CONN. CONNECTION

CONT. CONTINUOUS

D.L. DEAD LOAD

D.T. DOUBLE TEE / DRAIN TILE

DBL. DOUBLE

DIA. DIAMETER

DIM. DIMENSION

DWL. DOWEL

E.F. EACH FACE

E.J. EXPANSION JOINT

E.W. EACH WAY

EA. EACH

EL. ELEVATION

ELEV. ELEVATOR

EQ. EQUAL

EX. EXISTING

EXC. EXCAVATION

EXP. EXPANSION

F.D. FLOOR DRAIN

FDN. FOUNDATION

FT. FEET

FTG. FOOTING

G.C. GENERAL CONTRACTOR

G.T. GIRDER TRUSS

GA. GAUGE

GALV. GALVANIZE

HC. HOLLOWCORE

HORIZ. HORIZONTAL

HSS HOLLOW STRUCTURAL SECTION

I.F. INSIDE FACE

INT. INTERIOR

JST. JOIST

KLF. KIPS PER LINEAR FOOT

KSI. KIPS PER SQUARE INCH

L ANGLE

LB LEDGER BEAM

LL LIVE LOAD / DOUBLE ANGLE

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG. LONGITUDINAL

LWC LIGHT WEIGHT CONCRETE

M.C. MECHANICAL CONTRACTOR

MAS. MASONRY

MAX. MAXIMUM

MECH. MECHANICAL

MFG. MANUFACTURER

MIN. MINIMUM

MISC. MISCELLANEOUS

MTL. METAL

N. NORTH

N.T.S. NOT TO SCALE

NS. NON-SHRINK

O.C. ON CENTER

O.D. OUTSIDE DIAMETER

O.F. OUTSIDE FACE

O.H. OVERHEAD

OPNG. OPENING

ORIG. ORIGINAL

P.A.F. POWDER ACTUATED FASTENER

P.C. PRECAST CONCRETE

PART. PARTITION

PL. PLATE

PLF POUNDS PER LINEAR FOOT

PNL. PANEL

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PW PLYWOOD

R. OR

RAD.

RADIUS

R.D. ROOF DRAIN

REINF. REINFORCING

REQD. REQUIRED

S.A. STUD ANCHOR

S.B. SOIL BORING

S.D. SEE DETAIL

S.D.L. SUPERIMPOSED DEAD LOAD

S.E.R. STRUCTURAL ENGINEER OF

RECORD

S.L. SNOW LOAD

S.L.L. SUPERIMPOSED LIVE LOAD

S.S. STAINLESS STEEL

SCHED. SCHEDULE

SHT. SHEET

SIM. SIMILAR

SPA. SPACING / SPACES

SPECS. SPECIFICATIONS

SQ. SQUARE

STD. STANDARD

STL. STEEL

T & B TOP & BOTTOM

T & G TONGUE & GROOVE

T.O. TOP OF

T.O.B. TOP OF BEAM

T.O.J. TOP OF JOIST

T.O.S. TOP OF STEEL

T.O.W. TOP OF WALL

T.S.E. TOP OF STEEL ELEVATION

TEMP. TEMPORARY

THK. THICK / THICKENED

TRANS. TRANSVERSE

TYP. TYPICAL

U.O.N. UNLESS OTHERWISE NOTED

V. / VER. VERIFY

VERT. VERTICAL

W.L. WIND LOAD

W/ WITH

W/O WITH OUT

WD. WOOD

WTS. WEIGHTS

WWF WELDED WIRE FABRIC

CONCRETE BEAM SCHEDULE

MARK DEPTH WIDTH BOTTOM BARS TOP BARS STIRRUPS

CB1 24" 12" 3 - #6 2 - #5 #3 @ 10" O.C.

CB2 24" 24" 7 - #8 2 - #5 #3 @ 4" O.C. 2' - 0" FROM EA. END & #3 @ 8" O.C.

CB3 24" 24" 9 - #6 2 - #5 #3 @ 4" O.C. 2' - 0" FROM EA. END & #3 @ 8" O.C.

CB4 28" 24" 7 - #8 2 - #5 #3 @ 4" O.C. 5' - 0" FROM EA. END & #3 @ 10" O.C.

CB5 24" 24" 8 - #6 2 - #5 #3 @ 4" O.C. 3' - 0" FROM EA. END & #3 @ 8" O.C.

CB6 24" 14" 3 - #6 2 - #5 #3 @ 10" O.C.

CB7 24" 24" 8 - #6 2 - #5 #3 @ 2" O.C. 2' - 0" FROM EA. END & #3 @ 10" O.C.

LINTEL / VENEER LINTEL SCHEDULE

MARK LINTEL / VENEER LINTEL COMMENTS

L1 2-L 3 1/2"x3 1/2"x3/8" S.D. 6/S302

L2 L 3 1/2"x3 1/2"x3/8" S.D. 6/S302

L3 2-C12x20.7 S.D. 8/S301

STRUCTURAL STEEL NOTES:

1. WELDED CONNECTIONS SHALL BE MADE IN ACCORDANCE WITH THE LATEST

RECOMMENDATIONS OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION

(AISC) AND THE AMERICAN WELDING SOCIETY (AWS).

2. COLUMN BASE AND CAP PLATES TO BE WELDED AROUND ALL SIDES.

3. WELDS NOT SPECIFIED SHALL BE A FILLET WELD, CONTINUOUS AND/OR ALL

AROUND WITH MINIMUM THROAT DIMENSION AS REQUIRED FOR MATERIAL

THICKNESS PER AWS.

4. STRUCTURAL FABRICATORS SHALL SHOW ALL FIELD WELDING REQUIREMENTS

ON SHOP DRAWINGS SUBMITTED TO THE ENGINEER.

5. BEAMS AND COLUMNS SHALL BE ERECTED TRUE AND PLUMB WITHIN AISC

TOLERANCE. PROVIDE TEMPORARY BRACING AS REQUIRED.

6. BEARING PLATES FOR STEEL SHALL BE DRY PACKED WITH A NON-SHRINK,

NON-METALLIC GROUT AS SPECIFIED.

7. FRAMED STEEL BEAM CONNECTIONS SHALL BE "BEARING TYPE", (U.O.N.).

8. DO NOT PAINT STEEL TO BE FIELD WELDED.

1" = 1'-0"

BEAM SECTION

CONCRETE BEAM SHCEDULE NOTES:

1. CONCRETE BEAMS SHALL BEAR FULLY ON THE CONCRETE WALL. PIER REINFORCEMENT SHALL BE REQUIRED AT EACH CONCRETE BEAM SUPPORT.

S.D. 14/S301 FOR PIER REINFORCEMENT DETAILS.

Revisions: Date:

REVISION #1 2/5/2025

02/05/2025