S02 Atch C Drawings - 22 pages.pdf

VICINITY MAP - (HOT SPRINGS, SD - VA CAMPUS LOCATION)

TRUE

NORTH

PLAN

NORTH

PROJECT

LOCATION

VICINITY MAP - (VA CAMPUS - BUILDING & SITE)

TRUE

NORTH

PLAN

NORTH

BLDG 64 & NEW

SWITCHGEAR BLDG

LOCATION

BLDG 12

LOCATION

BLDG 10

LOCATION

VA FORM 08 - 6231

A

B

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A

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2 4 5 61

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8"

'-0

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4"

'-0

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IN

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(3 /8

1' -0

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2"

'-0

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'-0

6"

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'-0

6"

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1/ 2"

'-0

6"

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3"

'-0

6"

32 4 5 61

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

Phase

DESIGNER OF RECORD

A/E:

STAMPCONSULTANTS

CIVIL: STRUCTURAL: MEP:

FMG ENGINEERING

3700 STURGIS RD

RAPID CITY, SD 57702-0317

Phone: 605-342-4105

ALEX FISHER

ALBERTSON ENGINEERING INC.

3202 W MAIN ST SUITE C

RAPID CITY, SD 57702

Phone: 605-343-9606

STEPHEN KILBER

WEST PLAINS ENGINEERING, INC.

1750 RAND RD

RAPID CITY, SD 57702

Phone: 605-348-7455

DAREN BECKLOFF

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U.S. DEPARTMENT OF VETERANS AFFAIRS

HOT SPRINGS ELECTRICAL UPGRADE

HOT SPRINGS, SD 47747

VA #568A4-24-202

05-09-2025

BID - PERMIT SET

GI000

COVER SHEET

STONE GROUP ARCHITECTS

600 EAST 7TH STREET

SIOUX FALLS, SD 57103

605-271-1144

GARRY BLACK

HOT SPRINGS ELECTRICAL

UPGRADE

HOT SPRINGS, SD 47747

10, 12 & 64

DOUG SPRINKLE

05-09-2025 GB DT

SGA #241938

VA #568A4-24-202

BID - PERMIT SET

SHEET INDEX - FEDERAL

01 - GENERAL INFORMATION

GI000 COVER SHEET

03 - CIVIL

C100 SITE DEMO & LAYOUT

04 - STRUCTURAL

S-001 STRUCTURAL GENERAL NOTES

S-002 IBC INSPECTION TABLES

S-003 CONCRETE SURFACE REQUIREMENTS

S-101 FOUNDATION, STAIR FRAMING PLAN AND DETAILS

07 - ARCHITECTURAL ELEMENTS

AE101 ARCHITECTURAL FLOOR PLAN, ROOF PLAN, EXTERIOR ELEVATIONS, STAIR SECTION AND DETAILS

12 - ELECTRICAL

E001 ELECTRICAL SITE PLAN - DEMOLITION

E002 ELECTRICAL SITE PLAN - REMODEL

E101 PRIMARY SWITCHGEAR BLDG ELECTRICAL PLANS

E102 BUILDING 10 ELECTRICAL PLANS

E103 BUILDING 12 ELECTRICAL PLANS

E201 PRIMARY DISTRIBUTION SYSTEM ONE-LINE-ELECTRICAL DEMOLITION

E202 BUILDING 10 DOMICILIARY MAIN SERVICE - ELECTRICAL DEMOLITION

E203 BUILDING 12 - NORMAL SYSTEM RISER DIAGRAM - ELECTRICAL DEMOLITION

E204 BUILDING 12 EMERGENCY SYSTEM RISER DIAGRAM - ELECTRICAL DEMOLITION

E301 PRIMARY DISTRIBUTION SYSTEM ONE-LINE-ELECTRICAL REMODEL

E302 BUILDING 10 DOMICILIARY MAIN SERVICE - ELECTRICAL REMODEL

E303 BUILDING 12 - NORMAL SYSTEM RISER DIAGRAM - ELECTRICAL REMODEL

E304 BUILDING 12 EMERGENCY SYSTEM RISER DIAGRAM - ELECTRICAL REMODEL

E401 ELECTRICAL PRIMARY SWITCHGEAR ELEVATIONS

E501 ELECTRICAL SCHEDULES

TOTAL SHEET COUNT: 22

REVISION # DESCRIPTION DATE

01 BID - PERMIT SET 05/09/2025

3534.99

3534.95 3534.95

3534.74

3534.71

3534.39

3534.66 35

.06

3532.39

3528.96

3529.47

3529.90

3534.35

3534.81

3534.12

3534.35

3534.46

3534.46

3534.59

3534.56

3534.77

.1

3534.65

3534.93

3534.52

3533.25

.32

3533.71

3534.40

3534.54

3534.87

3534.30

3533.81

3534.40

3534.35

3535.01

3535.44

3534.21 3534.19

3534.23

3534.50

.93

.14

3535.29

.7

3535.02

3531.71

3532.06

3535.00

3534.90

3534.32

3534.32

.48

3534.35

3534.59

3532.82

3533.31

3532.66

3533.48

3532.76

3531.73

3528.35

3529.67

3529.42

3533.10

3534.68

3534.68

3533.87

3532.95

3534.24

3532.68

3531.58

3531.71

3530.46

3534.24

3534.69

.08

.18

3534.84

.65

3535.01

3534.83

.8

3534.70

3534.96

3534.54

3534.64

3534.83

3535.06

Garage

Garage

T T

T T

T T

T

T

T

T

T

T T

T T

T T

T T

T T

E

UP

UP

E

OH

OH

OH

OH

OH

OH

OH

OH

OH

OH

OH

OH

OH

OH

OH

OH

OH

OH

OH

OH

OH

OH

UP

UP

UP

UP

UP

UP

UP

UP

UP

UP

UP

UP

UP

UP

UP

UP

UP

UP

UP

UP

UP

UP

UP

UP

UP

UP

UP

50"

12"

35"

8"(2)

W

Building Wall

Fire Department Connection

Gravel

Gravel

Asphalt

C oncrete

Concrete Steps and Landing

Concre te

Con cre te

White Utility Locate Flag (Unknown Purpose)

Concrete

Asphalt

Asphalt

12" Box Culvert

Approximate Alignment of Box Culvert - North End Not Found

Concrete Curb

Concrete Retaining Wall

Concrete Column

Concrete

(Broken up)

T

T

T

T

T

T

T

T

T

T

Landscape Timbers

UP

UP

UP

UP

UP

UP

UP

UP

Conduit on Building Wall

Last Utility Paint Marks

T

T

T

T

T

T

T

T

T

T

T

T

T

T

T

T

T

T

VA FORM 08 - 6231

A

B

C

D

A

B

C

D

2 4 5 61

32 4 5 61

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved

C100

Site Demo & Layout

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

PhaseDESIGNER OF RECORD A/E:

STAMPCONSULTANTS

DOUG SPRINKLE

AF JS

CIVIL: STRUCTURAL: MEP:

NO. DESCRIPTION DATE

WEST PLAINS ENGINEERING, INC.

1750 RAND RD

RAPID CITY, SD 57702

Phone: 605-348-7455

DAREN BECKLOFF

ALBERTSON ENGINEERING INC.

3202 W MAIN ST SUITE C

RAPID CITY, SD 57702

Phone: 605-343-9606

STEPHEN KILBER

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STONE GROUP ARCHITECTS

600 EAST 7TH STREET

SIOUX FALLS, SD 57103

605-271-1144

GARRY BLACK

STONE GROUP ARCHITECTS

600 EAST 7TH STREET

SIOUX FALLS, SD 57103

605-271-1144

GARRY BLACK

BID - PERMIT SET HOT SPRINGS ELECTRICAL

UPGRADE

HOT SPRINGS, SD 47747

10, 12 & 64

04-09-2025

SGA #241938

VA #568A4-24-202

FMG ENGINEERING

3700 Sturgis Road Rapid City, SD 57702

605.342.4105 • fmgengineering.com

FMG Job #

241471.0001 BID - PERMIT SET 05/09/2025

2.5'

Scale: 1" = 5'

0' 5' 10'

Note:

1) Gravel surface area at north side of switch gear building to be stripped of all top soil and organics and subgrade moisture conditioned and recompacted per geotechnical report.

2) New gravel surfacing at north side of switchgear building to consist of limestone ledgerock base course meeting requirements of SDDOT Standard Specification (2015) Section 882.2. Gravel surfacing to be placed to a minimum thickness of 4".

Proposed Legend

Seeded Area

4" Gravel Surfacing

Concrete Pad

Remove Telephone Line

Remove Tree

T

Seed mixture shall be as follows: SDDOT Type F Permanent Seed Mixture (modified) Seed rate given is for drilled seed.

Seed Mixture Table

Grass Species Variety Pure Live Seed

(PLS)

(Pounds/Acre)

Western Wheatgrass Arriba, Flintlock, Rodan, Rosana, Walsch

Green Needlegrass Lodorm, AC Mallard Ecovar 28

Sideoats Grama Butte, Pierre 21

Blue Grama Bad River 14

Oats or Spring Wheat: April Through May Winter Wheat: August through November 70

Total 182

Topsoil - Salvage, Stockpile, and Placement

Prior to excavation, the Contractor shall strip and stockpile all the available topsoil. The topsoil shall be completely stripped to the full depth beneath all areas that will need to be excavated. The Contractor shall stockpile the topsoil in a neat and uniform manner in an easily identifiable location.

Topsoil shall be placed to a minimum depth of 4" using topsoil salvaged from the site grading. Topsoil salvaging, stockpiling, and placement shall be in accordance with section 230 of SDDOT Standard Specifications for Roads and Bridges.

Revegetation

All disturbed areas that are proposed as turf and existing turf areas that were disturbed from construction activities will need to be revegetated per the seeding, fertilizing, and mulching notes on this sheet. Revegetation shall consist of salvaged or/and imported topsoil placement, seeding, fertilizing, and mulching.

Seeding, Fertilizing, and Mulching

Topsoil placement, seeding, fertilizing, and mulching shall be in accordance with sections 230, 730, 731, and 732 of SDDOT Standard Specifications for Roads and Bridges.

Unless otherwise specified, the following shall be used:

· The seed mixture to be used shall be SDDOT Type F Permanent Seed Mixture (Modified - See Table).

· Drilled Seeding rates shall be DOUBLED in areas shown as Erosion Control Blanket, Turf Reinforcement Mat, or for areas that require hand seeding.

· Cover Crop Seeding may be used per the referenced specification. The use of a Cover crop will be at the Contractors expense, no extra payment will be made for using a cover crop.

· Drilling or Hydro seeding methods are allowed for seeding.

· Fertilizer type and quantity for projects with seeding areas less than two acres shall be a commercial fertilizer with a minimum guaranteed analysis of 18-46-0 or an approved alternate fertilizer. The application rate shall be at 3 pounds per 1,000 sf.

· Mulch shall be fiber mulch applied at a rate of 3,000 pounds per acre. An additional 2% by weight of tackifier will be added to the fiber mulch product .

· The Contractor shall allow the fiber mulch to cure a minimum of 18 hours prior to watering or any storm event to ensure proper cohesion between the soil and fiber particles.

Watering

Water for vegetation consists of applying water to seeded areas to enhance germination and/or root growth. When watering, use the following guidelines:

Immediately after seeding:

· Keep the topsoil moist but not excessively wet until the seed has germinated.

· Water a minimum of 3 days a week for 2 weeks preferably watering 2 or 3 times a day in small quantities. Additional watering may be required.

· Use fine spray and low pressure to avoid topsoil wash and to prevent uncovering buried seeds.

After emergence:

· Topsoil will be kept thoroughly moistened by sprinkling, as necessary, for 6 weeks. After the 6-week period, an inspection will be made to determine if grass is established enough to suspend watering. Continue watering until grass has been thoroughly established.

· Never apply water at a rate faster than the topsoil can absorb.

· Water during early morning hours or early evening hours.

· Do not water when rain is forecasted for the area.

· If rainfall occurs, suspend watering according to rainfall amount.

No extra payment will be made for watering

Care During Construction and Final Inspection

The Contractor is responsible for smoothing dirt ridges, which result from his/her operations or from traffic. Such ridges shall be smoothed so they will not interfere with future mowing. Following completion of seeding operations, foot, vehicular, or equipment traffic over the seeded area shall be kept to a minimum. Areas damaged from such traffic shall be reworked and reseeded as determined by the Engineer or Owner.

Reseeding of Previously Seeded Areas

Existing weeds and cover crop shall be preserved for its mulch value. The seed shall be drilled directly into existing cover if possible, or mowing and disking shall be provided to permit penetration of drill openers and placement of seed to the specified depth.

4" CONCRETE PAD SECTION

Not To Scale

4" Concrete

4" Aggregate Base Course

4" 4"

Match Exiting (3534.65 ±)

Match Existing (3534.65 ±)

3534.87

3534.87

Match Existing (3534.75 ±)

Match Existing (3534.75 ±)

3534.87

3.43'

3.43'

5.42'

4.76'

9.6'

6.42'

3534.87

3534.87

3534.873534.87

3534.87

3534.87

3534.87

10'

8'

10'

8'

Concrete for Concrete Pad Concrete shall have a minimum compressive strength at 28 days of 3000 psi.

New Switchgear Building.

FF = 3536.37

1'

1'

1'

1'

Site Callouts Callout No. Description

Remove Tree

(1 EA)

Remove Telephone Line and Reroute as Necessary

Protect & do not Disturb Shrub

Protect & do not Disturb Barbed Wire Fence

Concrete Pad

(76 SY)

4" Gravel Surface to Match Existing Grades

(53 SY)

Seeded Area

(55 SY)

Underground Utilities not Marked During Utility Locate Request. Contractor to Pothole as Necessary to Locate Horizontal and Vertical Locations of Underground Utilities and Relocate as Necessary to Avoid New Construction.

Electrical Vaults Below Slab. Coordinate with Electrical & Structural Drawings for Specification & Design.

Building Foundation Piles, See Structural

Match Existing (3534.32 ±)

Match Existing (3534.53 ±)

RE

EN

IG

N

LANOISSEFOR

DERETSIGE

SOUT H DA KOT A

REG. NO.

E

P

R FISHER

ALEX M.

04-25-25

1/2" 1"0" 2"SCALE: FULL

CONCRETE PROPERTIES

LOCATION

28 DAY

COMPRESSIVE

STRENGTH

ENTRAINED

AIR

SLUMP

MAX W/C

RATIO

ALL LOCATIONS 4,500 PSI 4.0% - 6.0% 5" +/- 1" 0.45

POST INSTALLED ANCHORS & REBAR

ANCHOR TYPE

ADHESIVE ANCHORS /

REBAR IN CONCRETE

REMARKS

ADHESIVE ANCHORS / REBAR IN

CONCRETE W/ > 12" EMBEDMENT

PRODUCT

HILTI HIT - HY 200 V3

SIMPSON AT-XP

HILTI HIT - RE 500 V3

SIMPSON SET-3G

ADHESIVE ANCHORS /

REBAR IN GROUT FOR

HOLLOW MASONRY

HILTI HIT - HY 270

SIMPSON SET-XP

PROVIDE

MANUFACTURER'S

RECOMMENDED

SCREEN TUBES IN

HOLLOW MASONRY

EXPANSION ANCHORS

IN CONCRETE

HILTI KWIK BOLT TZ

SIMPSON STRONG

BOLT 2

EXPANSION ANCHORS IN

GROUTED MASONRY

HILTI KWIK BOLT 3

SIMPSON STRONG

BOLT 2

SCREW ANCHORS IN CONCRETE

OR GROUTED MASONRY

SIMPSON TITEN HD

MOST COMMONLY USED STRUCTURAL ABBREVIATIONS

SYMBOLS USED AS ABBREVIATIONS:

& AND

L ANGLE

LL DOUBLE ANGLE

@ AT

CL ℄ CENTER LINE

// PARALLEL

d PENNY (NAIL)

┴ PERPENDICULAR

PL PLATE

# POUND OR NUMBER

Ø ROUND OR DIAMETER

ABBREVIATIONS:

(A)--------------------

A/E ARCHITECT/ENGINEER

AB ANCHOR BOLT/ROD

ABV ABOVE

ADDL ADDITIONAL

ADDM ADDENDUM

ADH ADHESIVE

ADJ ADJUSTABLE, ADJACENT,

ADJOINING

AFF ABOVE FINISH FLOOR

AGGR AGGREGATE

AHR ANCHOR, ANCHORAGE

ALT ALTERNATE

APPROX APPROXIMATE

**AR ANCHOR ROD

ARCH ARCHITECT (URAL)

(B)---------------------

BEV BEVELED

BFF BELOW FINISH FLOOR

**BL BRICK LEDGE

BLDG BUILDING

BLW BELOW

**BLK BLOCK (ING)

BM BEAM

BOT BOTTOM

**BO BOTTOM OF

**BOC BOTTOM OF CONCRETE

**BOF BOTTOM OF FOOTING

BRG BEARING

**BRK BRICK

BSMT BASEMENT

BTWN BETWEEN

BU BUILT-UP

(C)---------------------

C CHANNEL

CAM*(C=) CAMBER

CB CARRIAGE BOLT

CU FT CUBIC FEET OR FOOT

CHFR CHAMFER

CIP CAST-IN-PLACE

**CIPC CAST-IN-PLACE CONCRETE

CJ CONTROL JOINT

CL CENTER LINE

CLG CEILING

CLR CLEAR, CLEARANCE

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECT (ION)

CONSTR CONSTRUCTION

CONT CONTINUOUS, CONTINUE

CONTR CONTRACT (OR)

COORD COORDINATE

CTR CENTER

CU CUBIC

CU YD CUBIC YARD

(D)---------------------

D DEEP, DEPTH, PENNY (NAIL)

DBL DOUBLE

DEMO DEMOLITION, DEMOLISH

DET DETAIL

DIA DIAMETER

DIAG DIAGONAL, DIAGRAM

DIM DIMENSION

DIR DIRECTION

DIV DIVIDE, DIVISION

**DKG DECKING

DL DEAD LOAD

DOUG FIR DOUGLAS FIR

DR DRAIN

DT DRAIN TILE

DWG DRAWING (S)

(E)---------------------

**(E) EXISTING (SEE EXIST)

EA EACH

**EAB EPOXY ANCHOR BOLT

EF EACH FACE

EJ EXPANSION JOINT

EL ELEVATION

**EMB EMBED (ED)

EPS EXPANDED POLYSTYRENE

EQ EQUAL

EQUIP EQUIPMENT

EST ESTIMATE

EW EACH WAY

EXIST EXISTING

EXP EXPANSION, EXPOSED

EXP BT EXPANSION BOLT

EXT EXTERIOR, EXTERNAL

(F)---------------------

FD FLOOR DRAIN

**FND FOUNDATION

FF EL FINISH FLOOR ELEVATION

FIN FINISH (ED)

FLG FLANGE

FLR FILLER, FLOOR (ING)

**FO FACE OF

FOC FACE OF CONCRETE

FOM FACE OF MASONRY

FOS FACE OF STUD

**FOW FACE OF WALL

FS FAR SIDE

FT FOOT, FEET

FTG FOOTING

FRMG FRAMING

FUT FUTURE

**FV FIELD VERIFY

(G)---------------------

GA GAGE, GAUGE

GALV GALVANIZED

GC GENERAL CONTRACTOR

**GL GLUE LAMINATED (BEAM)

GLU LAM GLUE LAMINATED (BEAM)

GR BM GRADE BEAM

GRTG GRATING

GYP GYPSUM

GYP BD GYPSUM BOARD

(H)---------------------

H HIGH

**HAB HEADED ANCHOR BOLT

**HAS HEADED ANCHOR STUD

HC HOLLOW CORE

HDR HEADER

HGR HANGER

HORIZ HORIZONTAL

HS HIGH STRENGTH

**HSB HIGH STRENGTH BOLT

**HSS HOLLOW STRUCTURAL SHAPE

HT HEIGHT

(I)---------------------

ID INSIDE DIAMETER

INCL INCLUDE (D), INCLUDING

INFO INFORMATION

INSUL INSULATE (D), INSULATION

INT INTERIOR

INV EL INVERT ELEVATION

(J)---------------------

**JST JOIST

**JT JOINT

(K)---------------------

K THOUSAND (KIP)

**KCJ KEYED CONSTRUCTION JOINT

KIP THOUSAND POUND

KLF KIPS PER LINEAR FOOT

KSF KIPS PER SQUARE FOOT

KSI KIPS PER SQUARE INCH

(L)---------------------

L ANGLE

LAM LAMINATE (ED)

**LB POUND

LF LINEAR FEET

**LGR LEDGER

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LOC LOCATION

LONG LONGITUDINAL

**LSL LAMINATED STRAND LUMBER

LT WT LIGHTWEIGHT

**LVL LAMINATED VENEER LUMBER

LVR LOUVER

(M)---------------------

MACH MACHINE

MB MACHINE BOLT

MATL MATERIAL

MAX MAXIMUM

MBR MEMBER

**MC MISCELLANEOUS CHANNEL

MECH MECHANICAL

MEZZ MEZZANINE

MFD MANUFACTURED

MFR MANUFACTURER

MFR REC MANUFACTURER'S

RECOMMENDATION

MIN MINIMUM

MISC MISCELLANEOUS

MTL METAL

(N)---------------------

**(N) NEW

NA NOT APPLICABLE

NIC NOT IN CONTRACT

NO NUMBER

NOM NOMINAL

NS NEAR SIDE

NTS NOT TO SCALE

(O)---------------------

OC ON CENTER

OD OUTSIDE DIAMETER

OH DR OVERHEAD DOOR

OPNG OPENING

OPP OPPOSITE

**OSB ORIENTED STRAND BOARD

**OVS OVERSIZED

(P)---------------------

**PAF POWDER ACTUATED

FASTENER

PAR PARALLEL

PCF POUNDS PER CUBIC FOOT

PED PEDESTAL

PERF PERFORATED

PERP PERPENDICULAR

PL PLATE

PLF POUNDS PER LINEAR FOOT

PLYWD PLYWOOD

PNL PANEL

PR PAIR, PIPE RAIL

PRCST PRECAST CONCRETE

PREFAB PREFABRICATE

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

**PSL PARALLEL STRAND LUMBER

PT POST TENSION (ED),

PRESSURE TREATED

PVC POLYVINYL CHLORIDE

(R)---------------------

R RADIUS/RISE (R)

RCP REINFORCED CONCRETE PIPE

REF REFERENCE

REINF REINFORCE (D), (ING)

REQ REQUIRE

REQD REQUIRED

REV REVISION (S), REVISED

RO ROUGH OPENING

RS ROUGH SAWN

RVS REVERSE (SIDE)

(S)---------------------

SCHED SCHEDULE

SECT SECTION

SHT SHEET

SHTHG SHEATHING

SIM SIMILAR

**SL SNOW LOAD

SLNT SEALANT

SLV SLEEVE

**SOG SLAB-ON-GRADE

SPEC SPECIFICATION (S)

SQ SQUARE

**SSL SHORT SLOTTED (HOLE)

**SSLT SHORT SLOTTED (HOLE)

TRANSVERSE

SST STAINLESS STEEL

STD STANDARD

STIF STIFFENER

STL STEEL

STRUCT STRUCTURAL

SUB FL SUBFLOOR

SUSP SUSPENDED

**SW SHEAR WALL

SYMM SYMMETRY, SYMMETRICAL

(T)---------------------

T TREAD

T&B TOP AND BOTTOM

T&G TONGUE AND GROOVE

**TBD TO BE DETERMINED

**TCX TOP CHORD EXTENSION

THD THREAD (ED) (S)

THK THICKNESS

THRU THROUGH

**TL TOTAL LOAD

TO TOP OF

TOB TOP OF BEAM

TOC TOP OF CONCRETE

TOF TOP OF FOOTING

TOM TOP OF MASONRY

TOP TOP OF PIER

TO PAR TOP OF PARAPET

TOS TOP OF STEEL, SLAB

TO SHTHG TOP OF SHEATHING

TO SUB FL TOP OF SUBFLOOR

TOW TOP OF WALL

**TRANS TRANSVERSE

TRTD TREATED

TS TUBE STEEL

TYP TYPICAL

(U)--------------------

UNO UNLESS NOTED OTHERWISE

(V)---------------------

**V SHEAR

VERT VERTICAL

VIF VERIFY IN FIELD

VR VAPOR RETARDER

VRFY VERIFY

(W)---------------------

W WIDTH

W/ WITH

W/O WITHOUT

**WA WEDGE ANCHOR

WD WOOD

WF (W) WIDE FLANGE

WL WIND LOAD

WLD WELD (ED)

WP WATERPROOFING, WORKING

POINT

**WS WALL STEP

WT WEIGHT

WWR WELDED WIRE REINFORCEMENT

(X)---------------------

XPS EXTRUDED POLYSTYRENE

(Y)---------------------

YD YARD

** NOT LISTED IN THE NCS MANUAL

CL

STRUCTURAL GENERAL NOTES

XC1 R1

XX" Ø X

XX'-X" XX'-X"

X

XN

XXNNN

XN

XXNNN

XN

XXNNN

F1

A

HSS _x_x_

B1

20GA TYPE 'W3' MTL DECK

PC S

PAN

Hx R15:12

B

B

SYMBOLS LEGEND

S J

W--x--

(XXX'-XX")

ELEVATION

INDICATOR

CUT SECTION

INDICATOR

WALL

REINFORCING

INDICATOR

PC SPAN

IDENTIFIER

STEP TOP OF

WALL INDICATOR

PIER TAG CALLOUT INDICATOR

ROOF SLOPE

INDICATOR

STEP TOP OF

FOOTING

IDENTIFIER

MASONRY PIER

INDICATOR

CORNER REINF

INDICATOR

CONTINUOUS

BEAM

INDICATOR

MATCH LINE INDICATOR

PLAN NORTH ORIENTED 90°

TO THE SHEET W/ MAGNETIC

NORTH (OPTIONAL)

DETAIL BUBBLE

INDICATOR

DETAIL/SECTION/PLAN

BLOCK TITLE INDICATOR

EXT ELEVATION

INDICATOR

COLUMN

INDICATOR(S)

KEYNOTE

IDENTIFIER

REVISION

SYMBOL

FOOTING/PIER

IDENTIFIER

STEP

INDICATOR

HOLDOWN

INDICATOR

BEAM

INDICATOR(S)

MOMENT

INDICATOR

DECK INDICATOR

SHEAR WALL

INDICATOR

LINTEL

INDICATOR

RAFTER

INDICATOR

ASTERISK

INDICATOR

SLOPE

INDICATOR

WORK POINT

INDICATOR

XN

ELEVATION INDICATOR

SECTION

INDICATOR

COLUMN/FND

GRID INDICATOR

SLAB JOINT

INDICATOR

STRUCTURAL HATCH PATTERNS

BRICK

CONCRETE

NATIVE

UNDISTURBED

SOIL

BACKFILL/FILL

ENGINEERED FILL

DRAINAGE

COURSE

GYPSUM

BOARD

WD- BLKG

OR SHIM

PLYWOOD/OSB

/PARTICLE BD

WD- GLUED

/LAMINATED

WOOD-

CONTINUOUS

FRAMING

INSUL/FIRE

SAFING

METAL FLOOR

GRATING

GROUT

RIGID

INSUL/ICF/SIP

/EIFS SYSTEMS

METALS

MORTAR

CMU

ROUGH LOG

WALL

WOOD STUD

BRG WALL

CONC WALL

HOLDOWN

(BLOCKOUT)

STONE/

ROCK WALL

C1

Hx

NTRUE

NORTH

CONT

MC-x

-xx"

/REF - ---

/REF - ---

INSULATED

PRECAST WALL

SW

-x

SOLID PRECAST

WALL

COORDINATE SYSTEM

SHEET TYPE DESIGNATORS

SHEET IDENTIFICATION

SHEET TYPE

DESIGNATOR

SHEET SEQUENCE

NUMBER 01-99

MODIFIER

CHARACTER

DISCIPLINE

CHARACTER

-S

AA

NNN

0 GENERAL (SYMBOLS LEGEND, NOTES, ETC)

1 PLANS (HORIZONTAL VIEWS)

2 ELEVATIONS (VERTICAL VIEWS)

3 SECTIONS (SECTIONAL VIEWS)

4 LARGE SCALE VIEWS (PLANS, ELEV, OR SECTIONS, NOT DETAILS)

5 DETAILS

6 SCHEDULES AND DIAGRAMS

7 USER DEFINED

8 USER DEFINED

9 3D REPRESENTATIONS (ISOMETRICS, PERSPECTIVES, PHOTOGRAPHS)

A1

54321

54321

D

B

A

C

D

B

A

C

A3

C5C4

D4

C3

D3

1. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB

SPECIFICATIONS AND ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND

SITE DRAWINGS. CONSULT THESE DRAWINGS FOR SLEEVES, DEPRESSIONS AND

OTHER DETAILS NOT SHOWN ON STRUCTURAL DRAWINGS.

2. ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. ANY

DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE

PROCEEDING WITH THE AFFECTED PART OF THE WORK.

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

BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO

DETERMINE ERECTION PROCEDURES AND SEQUENCE TO ENSURE SAFETY OF THE

BUILDING AND ITS COMPONENTS DURING ERECTION. THIS INCLUDES THE ADDITION

OF NECESSARY SHORING, SHEETING, TEMPORARY BRACING (AND ACCOMPANYING

FOOTINGS), GUYS OR TIE-DOWNS.

4. ADDITIONAL OBSERVATIONS AS A RESULT OF REJECTION OF WORK COMPLETED

AND/OR ADDITIONAL OBSERVATIONS DUE TO THE DEFICIENCIES IN WORK OBSERVED

WILL BE AT THE EXPENSE OF THE CONTRACTOR.

5. ALL STRUCTURAL SHOP DRAWINGS TO BE REVIEWED BY JOB SUPERINTENDENT IN

ADDITION TO ALL PERSONNEL DEEMED NECESSARY BY CONTRACTOR PRIOR TO

SUBMITTAL TO ENGINEER FOR APPROVAL.

6. ALL SHOP DRAWINGS TO BE REVIEWED BY ALBERTSON ENGINEERING INC. SHALL

HAVE ELECTRONIC COPIES PROVIDED TO ALBERTSON ENGINEERING INC. FOR

REVIEW. AN ELECTRONIC MARKED SET OF THOSE DRAWINGS WILL BE RETURNED TO

THE CONTRACTOR. NO ADDITIONAL HARD COPIES OF THE SHOP DRAWINGS NEED TO

BE PROVIDED TO ALBERTSON ENGINEERING INC., ALTHOUGH OTHER PARTIES MAY

REQUIRE HARD COPIES OF THE MARKED UP DRAWINGS. THESE REQUIREMENTS ARE

IN ADDITION TO THE TYPICAL PROJECT SHOP DRAWING SUBMITTAL REQUIREMENTS

STATED IN THE PROJECT SPECIFICATIONS.

7. THE DESIGN OF THE STRUCTURE SHOWN IN THESE CONSTRUCTION DOCUMENTS IS

FOR THE ONE-TIME USE AT THE SPECIFIC SITE REFERENCED IN THE GEOTECHNICAL

REPORT.

FOUNDATIONS ARE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000

PSF ON EXISTING SOILS. BEFORE CONSTRUCTION COMMENCES, SOIL BEARING

CAPACITY SHALL BE VERIFIED BY A SUBSURFACE INVESTIGATION, A CERTIFIED TESTING

LABORATORY, WHOSE REPORT SHALL INCLUDE ANALYSIS AND RECOMMENDATIONS

FOR SITE PREPARATION IN ORDER TO BEAR THE FOUNDATION LOADS. ABOVE REPORT

SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW BEFORE

FOUNDATION CONSTRUCTION BEGINS.

1. SHALL BE ASTM F1554, GR. 36 ROD WITH THREADED ENDS. PROVIDE HOT DIP

GALVANIZE FINISH ON ALL ANCHOR BOLTS PERMANENTLY EXPOSED TO EXTERIOR

OR IN CONTACT WITH PRESSURE TREATED LUMBER.

2. THREADED ROD EMBEDMENT DEPTH SPECIFIED IN THE DRAWINGS SHALL BE FROM

TOP OF CONCRETE TO TOP OF DOUBLE NUT.

1. CONCRETE TESTING SHALL BE PAID FOR BY THE OWNER. TESTING LABORATORY

SHALL PERFORM THE FOLLOWING TEST ON CAST-IN-PLACE CONCRETE:

A. ASTM C143 - "STANDARD TEST METHOD FOR SLUMP OF PORTLAND CEMENT

CONCRETE."

B. ASTM C39 - "STANDARD TEST METHOD FOR COMPRESSIVE STRENGTH OF

CYLINDRICAL CONCRETE SPECIMENS. A SEPARATE TEST SHALL BE

CONDUCTED FOR EACH CLASS, FOR EVERY 50 CUBIC YARDS (OR FRACTION

THEREOF), PLACED PER DAY. REQUIRED CYLINDER(S) QUANTITIES AND TEST

AGE AS FOLLOWS:

a. (1) AT 7 DAYS

b. (2) AT 28 DAYS

c. (1) ADDITIONAL RESERVE CYLINDER TO BE TESTED UNDER THE DIRECTION

OF THE ENGINEER, IF REQUIRED. IF 28 DAY STRENGTH IS ACHIEVED, THE

ADDITIONAL CYLINDER(S) MAY BE DISCARDED.

C. TESTING SHALL BE BASED UPON CONCRETE TAKEN AT POINT OF PLACEMENT.

D. IN ADDITION TO TYPICAL TESTING REQUIREMENTS, SLUMP AND AIR CONTENT

SAMPLES SHALL BE TAKEN AT BEGINNING OF FIRST TRUCK PRIOR TO ANY

PLACEMENT AND REPEATED AT THE MIDDLE OF FIRST TRUCK. CONCRETE

PLACEMENT SHALL NOT START IF INITIAL TEST(S) FAIL AND SHALL NOT

CONTINUE IF TEST TAKEN AT MIDDLE OF FIRST LOAD FAILS.

E. IF ANY SLUMP OR AIR CONTENT FAILS DURING PLACEMENT, TESTS SHALL BE

IMMEDIATELY REPORTED AND RETAKEN. IF RETAKEN TESTS FAIL THEN ALL

SUBSEQUENT LOADS MUST BE TESTED AT ARRIVAL AND TEST MUST SHOW

COMPLIANCE PRIOR TO THE CONCRETE IN THAT TRUCK BEING ALLOWED FOR

USE ON PROJECT. ALL COSTS FOR ADDITIONAL TESTING SHALL BE COMPLETED

AT NO EXPENSE TO THE OWNER.

NO PENETRATIONS SHALL BE MADE IN ANY STRUCTURAL MEMBERS OTHER THAN THOSE

LOCATED ON THESE DRAWINGS WITHOUT PREVIOUS APPROVAL OF THE ENGINEER.

1. CONCRETE MIX SHALL BE DESIGNED BY RECOGNIZED TESTING LABORATORY TO

ACHIEVE A STRENGTH AT 28 DAYS AS SHOWN IN THE BELOW CONCRETE

PROPERTIES SCHEDULE WITH A PLASTIC AND WORKABLE MIX:

2. SUBMIT PROPOSED MIX DESIGN WITH RECENT FIELD CYLINDER OR LAB TESTS FOR

REVIEW PRIOR TO USE. MIX SHALL BE UNIQUELY IDENTIFIED BY MIX NUMBER OR

OTHER POSITIVE IDENTIFICATION. CONCRETE SHALL COMPLY WITH ALL THE

REQUIREMENTS OF ASTM STANDARD C94 FOR MEASURING, MIXING,

TRANSPORTING, ETC. CONCRETE TICKETS SHALL BE TIME STAMPED WHEN

CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM THE TIME THE MIXING

WATER IS ADDED UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED

ONE AND ONE HALF (1-1/2) HOURS. IF FOR ANY REASON THERE IS A LONGER DELAY

THAN STATED ABOVE, THE CONCRETE SHALL BE DISCARDED. IT SHALL BE THE

RESPONSIBILITY OF THE TESTING LAB TO NOTIFY THE OWNER'S REPRESENTATIVE

AND THE CONTRACTOR OF ANY NONCOMPLIANCE WITH THE ABOVE. ALL SLABS

SHALL BE CURED USING CURING COMPOUND MEETING ASTM STANDARD C309 TYPE

1 AND SHALL HAVE A FUGITIVE DYE. THE COMPOUND SHALL BE PLACED AS SOON

AS THE FINISHING IS COMPLETED OR AS SOON AS THE WATER HAS LEFT THE

UNFINISHED CONCRETE. ALL SCUFFED OR BROKEN AREAS IN THE CURING

MEMBRANE SHALL BE RECOATED DAILY. CALCIUM CHLORIDES SHALL NOT BE

UTILIZED; OTHER ADMIXTURES MAY BE USED ONLY WITH THE APPROVAL OF THE

ENGINEER.

3. ALL CONCRETE SHALL UTILIZE TYPE IL CEMENT.

4. COARSE AND FINE AGGREGATES WITHIN ALL CONCRETE EXCEPT CONCRETE USED

FOR FOOTINGS, FOUNDATION WALLS, AND PIERS SHALL COMPLY WITH ASTM C33

AND ACI 302.1, CURRENT VERSIONS.

a. COMPLIANCE WITH THE NON-REACTIVE REQUIREMENTS OF ACI 302.1 SHALL NOT

BE PROVIDED FOR BY THE PROVISION OF ACI 302.1 (SUBSECTION 7.3) THAT

EXCLUDES THE AGGREGATES BEING CLASSIFIED AS DELETERIOUSLY REACTIVE

WITH ALKALIES IF THE AGGREGATE HAS A SATISFACTORY SERVICE RECORD

EVALUATION OR WITH THE ADDITION OF A MATERIAL THAT HAS SHOWN TO

PREVENT HARMFUL EXPANSION DUE TO ALKALI-AGGREGATE REACTION.

b. CONCRETE MIX DESIGN SHALL INCLUDE TEST RECORDS OF THE COMPLIANCE

OF THE AGGREGATE MEETING THE REQUIREMENTS OF ASTM C1260, AND THAT

THE EXPANSION OF THE MORTAR SAMPLE SHALL NOT EXCEED 0.10% WHEN

TESTED IN ACCORDANCE WITH ASTM C1260 AT 14 DAYS. USE OF ADMIXTURES

THAT MITIGATE THE EFFECT OF THE REACTIVE AGGREGATE TO BE PROPOSED

IN CONCRETE MIX SHOP DRAWING MAY BE AN APPROVED APPROACH BY THE

ENGINEER TO ALLOW FOR THE USE OF OTHERWISE REACTIVE AGGREGATES. IF

SUCH MITIGATING MEASURES ARE PROPOSED, THEY MUST BE INCLUDED WITHIN

MIX DESIGN SUBMITTAL. THE ENGINEER IS GIVEN DISCRETION AS TO WHETHER

OR NOT TO ACCEPT MITIGATING MEASURES OR TO MAINTAIN REQUIREMENTS

THAT NONREACTIVE AGGREGATES MUST BE USED. AT A MINIMUM, SUCH

DOCUMENTATION MUST SHOW THAT REACTIVE AGGREGATES USED IN

COMBINATION WITH A GIVEN AMOUNT OF ADMIXTURE RESULTS IN THE

EXPANSION OF THE MORTAR SAMPLE BEING LESS THAN 0.10% WHEN TESTED IN

ACCORDANCE WITH ASTM C1567 AT 14 DAYS. LIABILITY OF THE PERFORMANCE

OF THE CONCRETE MIX REMAINS SOLELY WITH GENERAL CONTRACTOR.

c. IF CONCRETE MIXES ARE APPROVED BY THE ENGINEER THAT CONTAIN EITHER

FINE OR COARSE AGGREGATE, THAT EITHER SEPARATELY OR IN COMBINATION

EXCEED THE 0.10% EXPANSION WHEN TESTED ACCORDING TO ASTM C1260,

SPECIAL CONSIDERATIONS MUST BE GIVEN TO SLAB CURING (SLABS ON GRADE

AND ELEVATED SLABS). IN SUCH INSTANCES SLABS SHALL BE CURED USING

EITHER A WET BURLAP OR CONTINUOUS WETTING/FOGGING METHOD FOR

SLABS FOR AT LEAST 10 DAYS. USE OF CURING AND/OR SEALING COMPOUNDS

IS NOT ACCEPTABLE UNTIL THE SLAB HAS CURED A MINIMUM OF 28 DAYS AND

THE CONDITIONS FOR THE APPLICATION OF THE CURING COMPOUND ON THE

CONCRETE SLAB SET BY THE MANUFACTURER’S RECOMMENDATIONS HAVE

BEEN MET.

d. ENGINEER HAS SOLE DISCRETION IN DETERMINING ACCEPTABILITY OF A

CONCRETE SLAB THAT IS EXHIBITING ALKALI-SILICA REACTION. FOR SLABS

SHOWING AN ALKALI SILICA REACTION SOLELY WITHIN THE FINE AGGREGATE: A

SLAB SHOWING AN AVERAGE DENSITY OF POPOUTS GREATER THAN 1 PER 8

SQUARE FEET OVER ANY CONTIGUOUS AREA OF 100 SQUARE FEET OR LARGER,

OR ANY AREA WITH A DENSITY OF 1 POPOUTS PER 2 SQUARE FEET WITHIN ANY

AREA UP TO 100 SQUARE FEET WOULD BE CONSIDERED AS A BASIS FOR THE

REJECTION OF THE SLAB FROM WHICH THOSE SAMPLE AREAS ARE INCLUDED.

FOR A ALKALI SILICA REACTION WITHIN THE COARSE AGGREGATE: THE POPOUT

DENSITIES CONSIDERED FOR REJECTION OF THE CONCRETE SLAB SHALL BE ½

OF THE DENSITIES GIVEN FOR FINE AGGREGATE. THE EXTENT OF REJECTED

SLAB TO BE DETERMINED BY ENGINEER. THE TIME FRAME FOR OBSERVATION

OF ALKALI SILICA REACTIONS AND DETERMINATION OF REJECTION OF THE

CONCRETE SLAB SHALL BE AT LEAST 56 DAYS FROM THE DATE OF POUR.

e. CONCRETE MIXES UTILIZING CRUSHED LIMESTONE AS COARSE AGGREGATE

AND CONTAINING AT LEAST 25% CLASS F FLY ASH AND HAVING A

SATISFACTORY SERVICE RECORD PER ACI 302.1 IS CONSIDERED AN

ACCEPTABLE ALTERNATIVE APPROACH TO THE COMPLIANCE REQUIREMENTS

OUTLINED IN PROVISIONS 4a THROUGH 4d ABOVE.

5. THE CONCRETE STRENGTHS SHOWN IN THE SECTION ABOVE AND IN THE

SPECIFICATIONS ARE MINIMUM COMPRESSIVE STRENGTHS. THE ENGINEER SHALL

DETERMINE IF THE CONCRETE IS ACCEPTABLE, OR TO BE REMOVED, OR TO

RECEIVE SPECIAL CURING IF THE COMPRESSIVE STRENGTHS ARE LESS THAN

SPECIFIED.

6. WATER REDUCING AGENTS MAY BE USED IN THE CONCRETE MIX. PLASTICIZERS

AND SUPER-PLASTICIZERS MAY BE USED ONLY WHEN WRITTEN PERMISSION OF THE

ENGINEER IS GIVEN.

7. NO SALTS OF ANY KIND MAY BE USED IN CONCRETE BEFORE OBTAINING THE

ENGINEER'S WRITTEN PERMISSION FOR THEIR USE.

1. STEEL SHALL CONFORM TO ASTM A992 (Fy=50 KSI) FOR ALL W-SHAPES, AND ASTM A36 (Fy=36 KSI) FOR ALL OTHER MISCELLANEOUS SHAPES AND PLATES.

STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, GRADE B OR GRADE C (Fy=46

KSI). STRUCTURAL PIPE SHALL CONFORM TO ASTM A53, GRADE B, TYPE "E" OR "S"

(Fy=35 KSI).

2. STEEL SHALL CONFORM TO THE LATEST EDITION OF AISC SPECIFICATIONS FOR

STRUCTURAL STEEL BUILDINGS.

3. ALL SHOP CONNECTIONS TO BE WELDED (UTILIZING E70XX ELECTRODES) AND FIELD

CONNECTIONS TO BE BOLTED, UNLESS OTHERWISE NOTED. STEEL TO RECEIVE ONE

SHOP COAT AND ONE FIELD TOUCH UP COAT OF APPROVED PAINT, EXCEPT WHERE

GALVANIZED IS INDICATED ON THE DRAWINGS.

4. WELDS FOR ALL EXPOSED STRUCTURAL STEEL SHALL BE GROUND SMOOTH UNLESS

NOTED OTHERWISE.

5. ALL BOLTED CONNECTIONS SHALL CONSIST OF 3/4" DIA. (MIN.) ASTM F3125 GRADE

F1852 (A325-TC) BOLTS, UNLESS NOTED OTHERWISE.

A. FAILURE OF A BOLT OR NUT DURING INSTALLATION PROCESS RESULTING IN A

CRACK IN THE BOLT OR NUT SHALL BE GROUNDS FOR REJECTION OF ALL THE

FAILED BOLTS OR NUTS COMING FROM THE SAME LOT. IF THE DOCUMENTATION

OF THE LOT OF ORIGIN FOR THE FAILED NUT(S) OR BOLT(S) DOES NOT EXIST, OR

IS NOT PROVIDED, THEN ALL OF THE BOLT(S) OR NUT(S) SHALL BE ASSUMED TO

COME FROM THE LOT CONTAINING THE FAILED NUT(S) OR BOLT(S).

6. CONTRACTOR TO FURNISH AND INSTALL 500 LBS. OF ADDITIONAL MISCELLANEOUS

STEEL TO BE USED AT ENGINEER'S DISCRETION.

7. CONTRACTOR SHALL MAINTAIN ERECTION TOLERANCES OF STRUCTURAL STEEL AND

ARCHITECTURALLY EXPOSED STRUCTURAL STEEL WITHIN AISC'S CODE OF

STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES.

8. ANCHOR BOLT HOLES IN STRUCTURAL STEEL SHALL BE OVERSIZED PER THE AISC

MANUAL.

1. SHEAR STUD CONNECTORS SHALL BE FABRICATED AND INSTALLED IN ACCORDANCE

WITH AWS D1.1, "STRUCTURAL WELDING CODE", SECTION 7 - STUD WELDING. STUDS

SHALL BE TYPE "B", HEADED STUDS, HAVING A MINIMUM TENSILE STRENGTH OF 65,000

PSI, AND SHALL BE OF LENGTH AND DIAMETER SHOWN ON THE DRAWINGS.

1. SEE DETAILED INSPECTION AND TESTING REQUIREMENTS

AS INDICATED ON SHEET S-002

1. ALL CONCRETE SHALL BE PLACED IN ACCORDANCE WITH ACI 301 AND ACI 117

EXCEPT AS MODIFIED BELOW:

A. ACI 117 ITEM 4.3.1.1 ELEVATIONS OF SLABS-ON-GRADE TOP OF SLAB ELEVATION

SHALL BE WITHIN A 3/8" ENVELOPE EITHER SIDE OF THE THEORETICAL DESIGN

SURFACE.

B. ACI 117 ITEM 4.5.7 FLOOR FINISH TOLERANCES AS MEASURED BY PLACING A

FREESTANDING (UNLEVELED) 10 FT. STRAIGHTEDGE ANYWHERE ON THE SLAB

AND ALLOWING IT TO REST UPON TWO HIGH SPOTS WITHIN 28 DAYS AFTER

SLAB CONCRETE PLACEMENT. THE GAP AT ANY POINT BETWEEN THE

STRAIGHT EDGE AND THE FLOOR SHALL NOT EXCEED 1/4".

2. ALL REINFORCING STEEL TO BE ASTM A615, GRADE 60 (#4 AND LARGER), EXCEPT

WHERE NOTED OTHERWISE. REINFORCING SHALL NOT BE WELDED

3. WELDED WIRE REINFORCEMENT TO CONFORM TO ASTM A1064 AND SHALL BE

FREE FROM OIL, SCALE, AND RUST. PLACE WWR IN ACCORDANCE WITH THE

TYPICAL PLACING DETAILS OF ACI STANDARDS AND THE SPECIFICATIONS.

MINIMUM LAPS SHALL BE ONE SPACE PLUS 2".

4. ALL REINFORCING STEEL BARS TO BE DETAILED AND PLACED IN ACCORDANCE

WITH THE LATEST ACI MANUALS.

5. LAP ALL REINFORCING SPLICES IN CONCRETE A MINIMUM OF 48 BAR DIAMETERS

OR 24 INCHES, WHICHEVER IS GREATER, UNLESS NOTED OTHERWISE ON

DRAWINGS (CLASS B SPLICE).

6. PROVIDE CORNER BARS OF SAME BAR DIAMETER AS SPECIFIED FOR THE WALL,

BEAM OR FOOTING. PROVIDE MINIMUM OF 40 BAR DIAMETER LAP FOR ALL CORNER

BARS, UNLESS NOTE OTHERWISE.

7. PROVIDE FOUNDATION DOWELS AS SHOWN. MINIMUM SIZE DOWELS TO BE #4,

UNLESS OTHERWISE NOTED. ALL VERTICAL REINFORCING STEEL IN COLUMNS AND

PIERS, OR VERTICAL REINFORCING IN WALLS, SHALL BE DOWELED INTO THE

FOOTINGS WITH SAME SIZE AND QUANTITY DOWEL AS THE VERTICAL

REINFORCING.

8. WHERE SHOWN ON THE DRAWINGS, PROVIDE WELD PLATES, WELDMENTS, OR

CONCRETE INSERTS FOR FASTENING AND SECURING OTHER COMPONENTS.

CONCRETE INSERTS SHALL BE FURNISHED BY THE CONTRACTOR REQUIRING

THEM AND INSTALLED BY THE CONTRACTOR CASTING THE CONCRETE AROUND

THEM. CLIP ANGLES SHALL BE FURNISHED BY THE CONTRACTOR REQUIRING

THEM.

9. REINFORCING STEEL SHALL RECEIVE CONCRETE COVER AS FOLLOWS:

DESCRIPTION MINIMUM COVER

CAST AGAINST & PERMANENTLY 3"

EXPOSED TO EARTH

EXPOSED TO EARTH OR WEATHER

#6 THROUGH #18 BARS 2"

#5 BARS OR SMALLER 1 1/2"

NOT EXPOSED TO EARTH OR WEATHER

OR IN CONTACT WITH THE GROUND, SLABS

AND WALLS

#11 BARS OR SMALLER 3/4"

#14 AND #18 1 1/2"

BEAMS AND COLUMNS 1 1/2"

SHELLS, FOLDED PLATE MEMBERS:

NO. 6 BAR AND LARGER 3/4"

NO. 5 BAR, W31 OR D31 WIRE AND SMALLER 1/2"

10. PROVIDE TWO (2) #5'S, ONE AT EACH FACE, UNLESS NOTED OTHERWISE, AROUND

ALL OPENINGS LESS THAN 12"x12" IN CAST-IN-PLACE CONCRETE. EXTEND

REINFORCING 2'-0" BEYOND OPENING IN BOTH DIRECTIONS. CONTACT ENGINEER

FOR ALL OPENINGS GREATER THAN 12"x12" FOR DESIGN.

11. COLD WEATHER AND HOT WEATHER PROVISIONS OF ACI 306 AND 305 (CURRENT

EDITIONS), RESPECTIVELY, SHALL BE MAINTAINED.

12. CONTRACTOR TO FURNISH AND INSTALL 500 LINEAL FEET EACH OF ADDITIONAL #4

& #5 REINFORCING STEEL TO BE USED AT ENGINEER'S DISCRETION.

13. UNLESS NOTED OTHERWISE ALL UNDER SLAB VAPOR RETARDERS SHALL

CONFORM TO THE REQUIREMENTS OF ASTM E1745 CLASS A AND SHALL BE

INSTALLED AS PER MANUFACTURER'S RECOMMENDATIONS.

14. FLOOR FLATNESS AND LEVELNESS TOLERANCES:

A. MINIMUM FF & FL NUMBERS PER ASTM E1155.

FF = 35

FL = 25

B. CORRECT SLAB SURFACE IF COMPOSITE OVERALL VALUE IS LESS THAN

SPECIFIED OR IF LOCAL VALUE IS LESS THAN 2/3 OF THE SPECIFIED FF OR FL

NUMBERS.

C. CORRECT BY REMOVAL AND REPLACEMENT OF DEFECTIVE WORK.

15. OWNER SHALL ENGAGE PARTY TO TEST FF & FL NUMBERS WITHIN 72 HOURS OF

CASTING. CONTRACTORS MUST PROVIDE 10 DAYS NOTICE PRIOR TO CASTING

CONCRETE SLAB-ON-GRADE SECTIONS.

16. PRIOR TO SCREEDING AN ELEVATED SLAB, CONCRETE SHALL BE UNIFORMLY

PLACED ON ALL (3) SPANS OF THE DECK TO A THICKNESS APPROXIMATELY EQUAL

TO THE SPECIFIED SLAB THICKNESS AT EACH BEAM OR JOIST LINE.

17. CONTRACTOR IS RESPONSIBLE FOR ESTIMATING CONCRETE QUANTITIES ON

ELEVATED SLABS AND SHALL ACCOUNT FOR DEFLECTIONS IN THE FLOOR

STRUCTURE.

18. CONTRACTOR SHALL MAINTAIN A CONSTANT THICKNESS OVER THE ENTIRE

ELEVATED SLAB. ELEVATED SLAB THICKNESS SHALL NOT BE 3/8" GREATER THAN

OR 1/4" LESS THAN THE SPECIFIED THICKNESS.

19. LASER SCREED OR OTHER SIMILARLY FUNCTIONING EQUIPMENT SHALL NOT BE

PERMITTED FOR ELEVATED SLABS UNLESS AUTHORIZED BY ALBERTSON

ENGINEERING INC.

THE STRUCTURAL SYSTEM FOR THIS BUILDING HAS BEEN DESIGNED WITH THE

FOLLOWING SUPERIMPOSED LOADINGS BASED ON A RISK CATEGORY IV:

ROOF:

SNOW LOAD 34 PSF + DRIFT

GROUND SNOW LOAD 40 PSF

SNOW EXPOSURE FACTOR 1.0

SNOW THERMAL FACTOR 1.0

SNOW IMPORTANCE FACTOR 1.1

DEAD LOAD 20 PSF

WIND:

ULTIMATE WIND SPEED 120 MPH

EXPOSURE CATEGORY C

INTERNAL PRESSURE COEFFICIENT ±0.18

GENERAL NOTES:

FOUNDATIONS:

DESIGN LOADS:

PENETRATIONS:

CONCRETE MIX DESIGN: CONCRETE AND REINFORCING PLACEMENT:

CONCRETE TESTING:

ANCHOR RODS:

STRUCTURAL STEEL:

SHEAR STUD CONNECTORS:

SPECIAL INSPECTION AND TESTING:

1. MICROPILE FOUNDATION SYSTEM SHALL BE DESIGNED BY SPECIALTY CONTRACTOR

TO THE CONFIGURATION AND LOAD CARRYING CAPACITY SHOWN ON THE DRAWINGS

AND THE SPECIFICATIONS.

2. MICROPILES SHALL BE DESIGN FOR A MAXIMUM VERTICAL DEFLECTION OF 0.5in.

3. SHOP DRAWINGS AND A LETTER OF CERTIFICATION SHALL BE SUBMITTED FOR

REVIEW AND APPROVAL PRIOR TO INSTALLATION, AND SHOP DRAWINGS SHALL BEAR

THE SIGNATURE AND SEAL OF A SOUTH DAKOTA REGISTERED PROFESSIONAL

ENGINEER. SHOP DRAWINGS SHALL INDICATE THE DESIGN LOADS AND JOB NAME

AND NUMBER. THEY SHALL INCLUDE DRAWINGS OF THE MICROPILES AND THE

CONNECTION TO THE PILE CAPS.

4. ALTERNATE MICROPILE LAYOUTS ARE ACCEPTABLE ONLY AS A CHANGE ORDER

WHICH WILL INCLUDE ENGINEERING CHARGES TO THE CONTRACTOR FOR REDESIGN

FOR REVIEW PRIOR TO INSTALLATION.

5. STRUCTURAL DESIGN OF ALL MICROPILE COMPONENTS ARE TO BE DONE BY

MICROPILE CONTRACTOR. STRUCTURAL DESIGN TO BE COMPLETED BY A

PROFESSIONAL ENGINEER LICENSED IN THE STATE IN WHICH THE PROJECT IS

LOCATED. PROFESSIONAL ENGINEER(S), OR SOMEONE WORKING UNDER THEIR

DIRECT SUPERVISION SHALL MAKE PERIODIC OBSERVATIONS DURING THE

INSTALLATION OF THE MICROPILES TO VERIFY THAT THE INSTALLATION IS IN

CONFORMANCE WITH THEIR SEALED DOCUMENTS. A MINIMUM OF TWO SEPARATE

OBSERVATIONS SHALL BE MADE BY SUCH PARTY. COST FOR SUCH PROFESSIONAL

ENGINEER(S) OR SOMEONE WORKING UNDER THEIR DIRECT SUPERVISION TO BE PAID

BY CONTRACTOR. ANY AND ALL DEFICIENT ITEMS SHALL BE RECORDED BY THE

PROFESSIONAL ENGINEER AND ITEMS SHALL BE CORRECTED AND CORRECTIONS

VERIFIED BY THE PROFESSIONAL ENGINEER(S) FOR THE MICROPILE CONTRACTOR.

PROFESSIONAL ENGINEER(S) FOR MICROPILE CONTRACTOR SHALL CERTIFY THAT

INSTALLATION IS IN COMPLIANCE WITH THEIR DESIGN DOCUMENTS AT THE

COMPLETION OF THEIR WORK. PROFESSIONAL ENGINEER(S) FOR MICROPILE

CONTRACTOR SHALL PROVIDE CERTIFICATION AND WRITTEN OBSERVATION REPORTS

FOR EVERY VISIT MADE TO THE ARCHITECT. OBSERVATION REPORTS SHALL BE GIVEN

TO ARCHITECT WITHIN 3 WORKING DAYS OF THE VISIT TO THE SITE.

6. FOR THE PURPOSES OF THIS STRUCTURAL NOTES SECTION, ALL OF THE FIELD

OBSERVATION WORK DESCRIBED TO BE PERFORMED BY PROFESSIONAL ENGINEER

RESPONSIBLE FOR DESIGN OF MICROPILES OR SOMEONE WORKING UNDER HIS / HER

DIRECT SUPERVISION. ALL OBSERVATION REPORTS TO BE SIGNED BY PERSON WHO

MADE OBSERVATION AND PROFESSIONAL ENGINEER RESPONSIBLE FOR THE DESIGN.

1. THE PRE-ENGINEERED METAL BUILDING SHALL CONSIST OF ALL STRUCTURAL ITEMS

INCLUDING ROOF DECK, WALL PANELS, FLOOR FRAMING, FLOOR AND ROOF DECKING,

SUPPORT STEEL FRAMING AND ALL ASSOCIATED ITEMS. SEE ARCHITECTURAL AND

ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION IN PARTICULAR FOR NON-

STRUCTURAL ITEMS.

2. THE SYSTEM SHALL BE DESIGNED AND DETAILED BY THE MANUFACTURER TO

SUSTAIN THE DESIGN LOADS SPECIFIED. THE DESIGN SHALL BE IN ACCORDANCE TO

AISC AND AISI SPECIFICATIONS AND MBMA "METAL BUILDING SYSTEMS MANUAL"

DESIGN PRACTICES, LATEST ISSUES.

3. ANCHOR BOLT SPACING REQUIREMENTS:

A. ALL BOLTS TO BE SPACED NO CLOSER THAN 5" ON CENTER.

B. ALL ANCHOR BOLTS TO BE SPACED NO CLOSER THAN 5" FROM CENTERLINE OF

BOLT TO EDGE OF CONCRETE WALL OR PIER.

4. ROOF X-BRACING LOCATIONS TO BE DETERMINED BY PEMB MANUFACTURER. X-

BRACING MUST BE BELOW LINER PANELS IN ALL LOCATIONS.

5. ALL PEMB MEMBERS (MAIN & SECONDARY) WHICH MUST PASS THRU LINER PANELS

(I.E. BRACES, ETC.) MUST BE INSTALLED IN SUCH A WAY THAT LINER PANELS WILL

HAVE ONLY A MINIMAL HOLE CUT AROUND PENETRATIONS. LINER PANELS PIECED

AROUND PENETRATIONS ARE NOT ACCEPTABLE.

6. THE MANUFACTURER SHALL BE REGULARLY ENGAGED IN METAL BUILDING DESIGN

AND MANUFACTURING. MANUFACTURER MUST BE IAS AC472 ACCREDITED.

7. SHOP DRAWINGS AND A LETTER OF CERTIFICATION SHALL BE SUBMITTED FOR

REVIEW AND APPROVAL PRIOR TO FABRICATION. SHOP DRAWINGS SHALL BEAR THE

SIGNATURE AND SEAL OF A REGISTERED PROFESSIONAL ENGINEER LICENSED IN THE

STATE IN WHICH THE PROJECT IS LOCATED. SHOP DRAWINGS SHALL INDICATE THE

DESIGN LOADS AND JOB NAME AND NUMBER. THEY SHALL INCLUDE DRAWINGS OF

THE FRAMING MEMBERS WITH THE CONNECTIONS, THE ANCHOR BOLT PLAN AND

REACTIONS. STANDARD CUT SHEETS OF THE ABOVE ARE NOT ACCEPTABLE.

STANDARD CUT SHEETS MAY BE SUBMITTED FOR SECONDARY FRAMING

CONNECTION DETAILS, FLASHING AND SHEETING DETAILS, ETC.

1. IF PROFESSIONAL DESIGN SERVICES OR CERTIFICATIONS BY A DESIGN

PROFESSIONAL RELATED TO SYSTEMS, MATERIALS, OR EQUIPMENT ARE

SPECIFICALLY REQUIRED OF THE CONTRACTOR BY THE CONTRACT

DOCUMENTS; THE ARCHITECT AND/OR ALBERTSON ENGINEERING, INC. WILL

SPECIFY THE PERFORMANCE AND DESIGN CRITERIA THAT SUCH SERVICES

MUST SATISFY WITHIN THE CONTRACT DOCUMENTS.

2. THE CONTRACTOR SHALL BE ENTITLED TO RELY UPON THE ADEQUACY AND

ACCURACY OF THE PERFORMANCE AND DESIGN CRITERIA PROVIDED IN THE

CONTRACT DOCUMENTS. THE CONTRACTOR SHALL CAUSE SUCH SERVICES

OR CERTIFICATIONS TO BE PROVIDED BY AN APPROPRIATELY LICENSED

DESIGN PROFESSIONAL"SPECIALTY ENGINEER", WHOSE SIGNATURE AND

SEAL SHALL APPEAR ON ALL DRAWINGS, CALCULATIONS, SPECIFICATIONS,

CERTIFICATIONS, SHOP DRAWINGS, AND OTHER SUBMITTALS PREPARED BY

THE "SPECIALTY ENGINEER".

3. SHOP DRAWINGS AND OTHER SUBMITTALS RELATED TO THE WORK,

DESIGNED OR CERTIFIED BY THE "SPECIALTY ENGINEER" SHALL BEAR THE

"SPECIALTY ENGINEER'S" WRITTEN APPROVAL AND CONFIRMATION THAT

SUCH WORK COMPLIES WITH ALL APPLICABLE CODES AND THE DESIGN

CRITERIA WHEN SUBMITTED TO THE ARCHITECT AND/OR ALBERTSON

ENGINEERING, INC.

4. THE OWNER, ARCHITECT, AND ALBERTSON ENGINEERING, INC. SHALL BE

ENTITLED TO RELY UPON THE ADEQUACY AND ACCURACY OF THE SERVICES,

CERTIFICATIONS, AND APPROVALS PERFORMED OR PROVIDED BY SUCH

DESIGN PROFESSIONALS, PROVIDED THE CONTRACT DOCUMENTS HAVE

SPECIFIED TO THE CONTRACTOR THE PERFORMANCE AND DESIGN CRITERIA

THAT SUCH SERVICES MUST SATISFY.

5. ARCHITECT AND/OR ALBERTSON ENGINEERING, INC. WILL REVIEW OR TAKE

OTHER APPROPRIATE ACTION ON SUBMITTALS ONLY FOR THE LIMITED

PURPOSE OF CHECKING FOR CONFORMANCE WITH INFORMATION GIVEN AND

THE DESIGN CONCEPT EXPRESSED IN THE CONTRACT DOCUMENTS.

6. ALL SHOP DRAWINGS SUBMITTED FOR APPROVAL FOR WHICH

PROFESSIONAL DESIGN SERVICES OR CERTIFICATIONS BY A DESIGN

PROFESSIONAL ARE REQUIRED RELATED TO SYSTEMS, MATERIALS, OR

EQUIPMENT ARE TO BE COMPLETED TO A LEVEL SUCH THAT THE OWNER,

ARCHITECT, AND ALBERTSON ENGINEERING, INC. SHALL BE ENTITLED TO

RELY UPON THE ADEQUACY AND ACCURACY OF THE SERVICES,

CERTIFICATIONS, AND APPROVALS SUBMITTED. THE "SPECIALTY ENGINEER"

SHALL COMPLETE WORK WITH ACCEPTANCE THAT ALBERTSON

ENGINEERING, INC. WILL NOT UNDERTAKE A REVIEW OF THE "SPECIALTY

ENGINEER'S" CALCULATIONS AND SUBMITTALS AND THE "SPECIALTY

ENGINEER" ACKNOWLEDGES THAT THEY ARE SOLELY RESPONSIBLE FOR

THE DELEGATED DESIGN WORK CERTIFIED BELOW AND ARE NOT RELYING

UPON ALBERTSON ENGINEERING, INC. FOR ANY REVIEW.

THESE PROVISIONS ARE CONTRACTED REQUIREMENTS FOR SAID PROJECT

AND THE "SPECIALTY ENGINEER" IS BOUND BY THESE PROVISIONS.

7. DELEGATED DESIGN ITEMS INCLUDE:

A. PRE-ENGINEERED METAL BUILDING

B. HELICAL PIERS

PRE-ENGINEERED METAL BUILDING:

MICROPILE FOUNDATION:

DELEGATED DESIGN - RESPONSIBILITIES AND SUBMITTAL

REQUIREMENTS FOR CONTRACTOR:

1. SEE GEOTECHNICAL REPORT FOR ANTICIPATED DEPTHS AND INSTALLATION

REQUIREMENTS.

2. THE BASE BID SHALL INCLUDE 20 FEET OF INSTALLED HELICAL PIER MEASURED FROM

BOTTOM OF CONCRETE GRADE BEAM OR PILE CAP. PAYMENT TO BE ADJUSTED PER

ACTUAL LENGTH INSTALLED FROM UNIT PRICES PROVIDED IN THE BID FORM.

3. HELICAL PIERS AND HELICAL PIER CAPS SHALL BE DESIGNED BY SPECIALTY

CONTRACTOR TO THE CONFIGURATION, QUANTITY, AND LOAD CARRYING CAPACITY

SHOWN ON THE DRAWINGS AND THE SPECIFICATIONS. DETERMINING SHAFT SIZE AND

PLATE SIZE AND SPACING IS THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL

BE INCLUDED IN THE BASE BID.

4. HELICAL PIERS SHALL BE DESIGNED FOR A MAXIMUM VERTICAL DEFLECTION OF 0.33in.

5. A HELICAL PIER SHALL BE LOAD TESTED ACCORDING TO ASTM D1143. TESTED PIER

CAN BE A PRODUCTION PILE AT SPECIALTY ENGINEER'S CHOICE. SEE GEOTECHNICAL

REPORT FOR ADDITIONAL TESTING REQUIREMENTS. IF TEST PIER FAILS, CONTRACTOR

SHALL MODIFY THEIR DESIGN AND INSTALL AND TEST ANOTHER PIER AT THEIR

EXPENSE.

6. SHOP DRAWINGS AND A LETTER OF CERTIFICATION SHALL BE SUBMITTED FOR

REVIEW AND APPROVAL PRIOR TO INSTALLATION, AND SHOP DRAWINGS SHALL BEAR

THE SIGNATURE AND SEAL OF A REGISTERED PROFESSIONAL ENGINEER LICENSED IN

THE STATE IN WHICH THE PROJECT IS LOCATED. SHOP DRAWINGS SHALL INDICATE

THE DESIGN LOADS AND JOB NAME AND NUMBER. THEY SHALL INCLUDE DRAWINGS

OF THE HELICAL PIERS AND THE CONNECTION TO THE PILE CAPS OR GRADE BEAMS.

7. STRUCTURAL DESIGN OF ALL HELICAL PIER COMPONENTS ARE TO BE DONE BY

HELICAL PIER CONTRACTOR. STRUCTURAL DESIGN TO BE COMPLETED BY A

PROFESSIONAL ENGINEER LICENSED IN THE STATE IN WHICH THE PROJECT IS

LOCATED. PROFESSIONAL ENGINEER(S), OR SOMEONE WORKING UNDER THEIR

DIRECT SUPERVISION SHALL MAKE PERIODIC OBSERVATIONS DURING THE

INSTALLATION OF THE HELICAL PIERS TO VERIFY THAT INSTALLATION IS IN

CONFORMANCE WITH THEIR SEALED DOCUMENTS. A MINIMUM OF TWO SEPARATE

OBSERVATIONS SHALL BE MADE BY SUCH PARTY. COST FOR SUCH PROFESSIONAL

ENGINEER(S) OR SOMEONE WORKING UNDER THEIR DIRECT SUPERVISION SHALL BE

INCLUDED IN THE BASE BID. ANY AND ALL DEFICIENT ITEMS SHALL BE RECORDED BY

THE PROFESSIONAL ENGINEER AND ITEMS SHALL BE CORRECTED AND CORRECTIONS

VERIFIED BY THE PROFESSIONAL ENGINEER(S) FOR THE HELICAL PIER CONTRACTOR.

PROFESSIONAL ENGINEER(S) FOR HELICAL PIER CONTRACTOR SHALL CERTIFY THAT

INSTALLATION IS IN CONFORMANCE WITH THEIR DESIGN DOCUMENTS AT THE

COMPLETION OF THEIR WORK. PROFESSIONAL ENGINEER(S) FOR HELICAL PIER

CONTRACTOR SHALL PROVIDE CERTIFICATION AND WRITTEN OBSERVATION REPORTS

FOR EVERY VISIT MADE TO THE ARCHITECT. OBSERVATION REPORTS SHALL BE GIVEN

TO ARCHITECT WITHIN 3 WORKING DAYS OF THE VISIT TO THE SITE

8. FOR THE PURPOSES OF THIS STRUCTURAL NOTES SECTION, ALL OF THE FIELD

OBSERVATION WORK DESCRIBED TO BE PERFORMED BY PROFESSIONAL ENGINEER

RESPONSIBLE FOR DESIGN OF HELICAL PIERS OR SOMEONE WORKING UNDER

HIS/HER DIRECT SUPERVISION. ALL OBSERVATION REPORTS TO BE SIGNED BY

PERSON WHO MADE OBSERVATION AND PROFESSIONAL ENGINEER RESPONSIBLE

FOR THE DESIGN.

HELICAL PIERS:

• 2018 INTERNATIONAL BUILDING CODE.

• ACI 318-19 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND

COMMENTARY.

• AISC 360-16 SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS.

• ASCE 7-16 MINIMUM DESIGN LOADS AND ASSOCIATED CRITERIA FOR BUILDINGS AND

OTHER STRUCTURES.

DESIGN CODES:

1. ALL PERSONNEL INSTALLING POST-INSTALLED ANCHORS SHALL HAVE COMPLETED

INSTALLATION TRAINING FROM THE MANUFACTURER FOR ALL OF THE ANCHORING

PRODUCTS SPECIFIED. TRAINING MUST HAVE BEEN COMPLETED NO MORE THAN 5

YEARS FROM THE DATE OF PROJECT INITIATION. IF TRAINING HAS NOT BEEN

COMPLETED OR IF TRAINING OCCURRED MORE THAN 5 YEARS BEFORE THE DATE OF

PROJECT INITIATION, THE CONTRACTOR SHALL ARRANGE AN ANCHOR

MANUFACTURER'S REPRESENTATIVE TO PROVIDE ON-SITE INSTALLATION TRAINING.

CONTRACTOR SHALL SUBMIT DOCUMENT CONFIRMING THAT ALL PERSONNEL

INSTALLING ANCHORS HAVE PASSED THE TRAINING COURSE PRIOR TO THE

COMMENCEMENT OF INSTALLING ANCHORS.

2. ADHESIVE ANCHORS INSTALLED HORIZONTALLY OR UPWARDLY INCLINED INTO

CONCRETE THAT WILL SUPPORT SUSTAINED TENSION LOADS WILL BE MARKED WITH

(SUSTAINED) ON THE DRAWINGS. PERSONNEL WHO WILL INSTALL THESE ANCHORS

SHALL BE CERTIFIED BY THE ACI/CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION

PROGRAM. CONTRACTOR SHALL SUBMIT A DOCUMENT CONFIRMING THAT PERSONNEL

HAVE PASSED THE CERTIFICATION PROGRAM PRIOR TO INSTALLING ANCHORS.

3. ALL POST INSTALLED ANCHORS AND REBAR SHALL BE INSTALLED ACCORDING TO

MANUFACTURER'S INSTALLATION INSTRUCTIONS.

4. THE FOLLOWING CONDITIONS MUST BE MET FOR ALL ADHESIVE ANCHORS AND

ADHESIVE ANCHORED REINFORCEMENT UNLESS WRITTEN APPROVAL IS RECEIVED

FROM THE ENGINEER PRIOR TO INSTALLATION.

A. DRY CONCRETE UNLESS NOTED OTHERWISE

B. CONCRETE TEMPERATURE AT TIME OF INSTALLATION THROUGH CURE TIME MUST

BE WITHIN THE TEMPERATURE RANGE SPECIFIED IN MANUFACTURER'S PRINTED

INSTALLATION INSTRUCTIONS. SEE MANUFACTURER'S PRINTED INSTALLATION

INSTRUCTIONS FOR ADHESIVE GEL AND CURE TIMES.

C. ANCHOR HOLES SHALL BE HAMMER DRILLED.

D. ANCHOR HOLES TO BE CLEANED PER MANUFACTURER'S PRINTED INSTALLATION

INSTRUCTION PRIOR TO ADHESIVE INJECTION.

E. CONCRETE MUST BE AT LEAST 21 DAYS OLD BEFORE INSTALLATION OF ANCHORS.

5. THE LOCATION OF EXISTING REINFORCING STEEL BARS, POST-TENSIONED STEEL

STRANDS, OR PRE-TENSIONED STEEL STRANDS SHALL BE ESTABLISHED PRIOR TO

INSTALLING POST INSTALLED ANCHORS OR REINFORCEMENT. LOCATION SHALL BE

ESTABLISHED BY USING A SCANNER, GPR, X-RAY, CHIPPING OR OTHER MEANS.

EXISTING REINFORCEMENT OR STRAND SHALL NOT BE DAMAGED UNLESS PRIOR

APPROVAL IS GIVEN BY THE ENGINEER.

6. ALTERNATE PRODUCTS MUST BE APPROVED IN WRITING BY THE STRUCTURAL

ENGINEER PRIOR TO USE. CONTRACTOR SHALL PROVIDE CALCULATIONS AND

PRODUCT DATA SHOWING THAT THE SUBSTITUTED PRODUCT IS IN COMPLIANCE WITH

THE RELEVANT BUILDING CODES, LOAD RESISTANCE, INSTALLATION CATEGORY,

CREEP, IN-SERVICE TEMPERATURE AND INSTALLATION TEMPERATURE OF THE

SPECIFIED PRODUCT.

POST INSTALLED ANCHORS AND REBAR:

MICHAEL D.

ALBERTSON

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Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

Phase

DESIGNER OF RECORD

A/E:

STAMPCONSULTANTS

CIVIL: STRUCTURAL: MEP:

FMG ENGINEERING

3700 STURGIS RD

RAPID CITY, SD 57702-0317

Phone: 605-342-4105

ALEX FISHER

WEST PLAINS ENGINEERING, INC.

1750 RAND RD

RAPID CITY, SD 57702

Phone: 605-348-7455

DAREN BECKLOFF

ALBERTSON ENGINEERING INC.

3202 W MAIN ST SUITE C

RAPID CITY, SD 57702

Phone: 605-343-9606

05-09-25

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S-001

STRUCTURAL GENERAL NOTES HOT SPRINGS ELECTRICAL

UPGRADE

HOT SPRINGS, SD 47747

10, 12 & 64

DOUG SPRINKLE

5.9.2025 MDA JAB

SGA #AEI #24-238

VA #VA #568A4-24-202

BID - PERMIT SET

NO. DESCRIPTION DATE

01 BID - PEMIIT SET 05/09/2025

TABLE N5.4-1

INSPECTION TASKS PRIOR TO WELDING

TABLE N5.4-2

INSPECTION TASKS DURING WELDING

AISC 360-16 TABLE N5.4-3

INSPECTION TASKS AFTER WELDING

INSPECTION TASKS PRIOR TO WELDING

WELDING PROCEDURE SPECIFICATIONS (WPSs) AVAILABLE

MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE

MATERIAL IDENTIFICATION (TYPE/GRADE)

WELDER IDENTIFICATION SYSTEM(a)

FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY)

• JOINT PREPARATION

• DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL)

• CLEANLINESS (CONDITION OF STEEL…