ATTACHMENT 8 - Drawings 4 of 6 - Structural.pdf

Drawing Title

Approved:

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. ofRevisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management on e ei gh th in ch o ne fo ot

B

A

C

D

E

F th re e in ch es o ne fo ot 6"

6" on e an d on e ha lf in ch es o ne fo ot on e in ch o ne fo ot

6" 6" th re e qu ar te rs in ch o ne fo ot on e ha lf in ch o ne fo ot th re e ei gh th s in ch o ne fo ot on e qu ar te r in ch o ne fo ot

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

TSA PROJECT

NO.:

Department of Veterans Affairs

CONSTRUCT CLC COTTAGE

- HOSPICE

438-420

SIOUX FALLS, SD

06/30/2021

STRUCTURAL INFO SHEET

KMW MJN

KMW

S-000

43 90 06054.034

TRUE

NORTH

PLAN

NORTH

NORTH

NORTH

ARROW

NAME

ELEVATIONLEVEL

MATCHLINE

AREA A

AREA B

TITLE

MARKER 1

VIEW NAME

SCALE: 1/8" = 1'-0"

EXISTING

COLUMN

NEW

COLUMN

X

X

X

XX-XX

SIM

X

XX-XX

X

SECTION/

DETAIL

PLAN

DETAIL

REFERENCE

NOTE

CIP WALL

CALLOUT

WALL FOOTING

CALLOUTS

LETTER

INDICATES NEW

COLUMN LINE

LETTER INDICATES

EXISTING COLUMN

LINE

SECTION/DETAIL NUMBER

SHEET NUMBER

INDICATES DIRECTION OF VIEW

DETAIL NUMBER

SHEET NUMBER

REFERENCE

DESIGNATION

SYMBOL LEGEND

ROOM /

FRAMING

ELEVATION

EXTERIOR

ELEVATION

XX-XX

XX-XX

ELEVATION LETTER

DIRECTION OF VIEW

SHEET NUMBER

ELEVATION LETTER

DIRECTION OF VIEW

SHEET NUMBER

SHEAR WALL

CALLOUT

CMU WALL

CALLOUT

METAL STUD

WALL CALLOUT

DETAIL NUMBER

LEVEL CALLOUT

DESIGNATION

ELEVATION

DESIGNATION

GRAPHIC AREA FOR

DRAWING

TITLE

SCALE OF THE DRAWING

ABBREVIATIONS

REF. NOTES ( )REFERENCE LEGEND

PLAN VIEW

SECTION / ELEVATION VIEW

SHEAR WALL

MASONRY-CMU

MASONRY-VENEER

STUD WALL

CONCRETE

GRAVEL

EARTH / COMPACTED

EARTH / NONCOMPACTED

RIGID INSULATION

JOINT FILLER

STEEL

GYPSUM

FLEXIBLE INSULATION

GROUT

PLYWOOD

WOOD (FINISH)

MASONRY-CMU FACE

MASONRY-CMU

MASONRY-VENEER

PAD FOOTING

CALLOUTS

REFERENCE

DESIGNATION

FX-X

CONTINUOUS FOOTING

DESIGNATION

CFX-X

GBX-X

TSX-X

GRADE BEAM DESIGNATION

THICKENED SLAB

DESIGNATION

SHEAR WALL TYPE 'X'

MIN L = X'-X"

SHEAR WALL TYPE

DESIGNATION

SHEAR WALL LENGTH

HEADER CALLOUT

IN STUD WALL

LINTEL CALLOUT

IN MASONRY WALL

LETTER INDICATES

CMU WALL TYPE

LETTER INDICATES

CIP WALL TYPE

LETTER INDICATES

METAL STUD WALL

TYPE

LINTEL DESIGNATIONL-X

HEADER DESIGNATIONH-X

X

X

X

STRUCTURAL SHEET LIST

PROJECT STRUCTURAL REFERENCED NOTES

XSCHEDULES

RD ROOF DRAIN

REF REFERENCE

REINF REINFORCEMENT

REQD REQUIRED

RTU ROOF TOP UNIT

SCHED SCHEDULE

SDI STEEL DECK INSTITUTE

SF SQUARE FOOT (FEET)

SHTG SHEATHING

SIM SIMILAR

SJI STEEL JOIST INSTITUTE

SL SNOW LOAD

SLBB SHORT LEG BACK TO BACK

SPEC SPECIFICATIONS

SS STAINLESS STEEL

STD STANDARD

STGR STRINGER

STIFF STIFFENER

STIRR STIRRUPS

STL STEEL

STR STRUCTURAL

SUSP SUSPENDED

TEMP TEMPERATURE

TO TOP OF

TOB TOP OF BEAM

TOC TOP OF CONCRETE

TOF TOP OF FOOTING

TOS TOP OF STEEL

TOW TOP OF WALL

TRANS TRANSVERSE

TYP TYPICAL

UNEX UNEXCAVATED

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

VEST VESTIBULE

W WIDE (WIDTH)

W/ WITH

W/O WITHOUT

WF WIDE FLANGE

WL WIND LOAD

WP WORK POINT

WT WEIGHT

WWF WELDED WIRE FABRIC

AB ANCHOR BOLT

ACI AMERICAN CONCRETE

INSTITUTE

AFF ABOVE FINISH FLOOR

AGG AGGREGATE

AISC AMERICAN INSTITUTE OF

STEEL CONSTRUCTION

AL ALUMINUM

ANCH ANCHOR

ANSI AMERICAN NATIONAL

STANDARDS INSTITUTE

APPD APPROVED

APPROX APPROXIMATE

ARCH ARCHITECTURAL OR

ARCHITECT

AUTO AUTOMATIC

AVG AVERAGE

L ANGLE

BL BUILDING LINE

BLDG BUILDING

BLKG BLOCKING

BO BOTTOM OF

BOT BOTTOM

BRCG BRACING

BRDG BRIDGING

BRG BEARING

BS BOTH SIDES

BW BOTH WAYS

C CHANNEL (STRUCTURAL

SHEETS)

CF CUBIC FEET

CIP CAST IN PLACE

CJ CONTROL JOINT

CL CENTER LINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

COMP COMPRESSIBLE

CONC CONCRETE

CONN CONNECTION

CONSTR

JT

CONSTRUCTION JOINT

CONT CONTINUOUS

(CONTINUATION)

CU YD CUBIC YARDS

D DEPTH (DEEP)

d PENNY (as in nail - 10d)

DBL DOUBLE

DEMO DEMOLITION

DIA DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DL DEAD LOAD

DWG DRAWING

DWLS DOWELS

EF EACH FACE

EJ EXPANSION JOINT

EL ELEVATION - GRADE OR

BUILDING

ELEV ELEVATOR

EQ EQUAL

EQUIP EQUIPMENT

EW EACH WAY

EXIST EXISTING

EXPN EXPANSION

EXT EXTERIOR

F FAHRENHEIT

FD FLOOR DRAIN

FDN FOUNDATION

FIN FINISH

FLR FLOOR

FT FEET (FOOT)

FTG FOOTING

FV FIELD VERIFY

GA GAGE OR GAUGE

GALV GALVANIZED

GRTG GRATING

GWB GYPSUM WALLBOARD

H or HT HEIGHT (HIGH)

HDR HEADER

HK HOOK

HORIZ HORIZONTAL(LY)

HPT HIGH POINT

HS HIGH STRENGTH

ID INSIDE DIAMETER

IN INCH

INSUL INSULATION

INT INTERIOR

KIP or K KILOPOUND (1000 LBS)

KP KICK PLATE

MAS MASONRY

MATL MATERIAL

MAX MAXIMUM

MC MISCELLANEOUS

CHANNELS

MECH MECHANICAL

MET METAL

MFG MANUFACTURING

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

NIC NOT IN CONTRACT

NO NUMBER

NR NOT REQUIRED

NTS NOT TO SCALE

OC ON CENTER(S)

OCEW ON CENTER EACH WAY

OD OUTSIDE DIAMETER

OH OVERHEAD

OPNG OPENING

OPP OPPOSITE

OZ OUNCE

PC PRECAST

PERF PERFORATED

PLWD PLYWOOD

POL POLISH(ED)

PREFAB PREFABRICATED

PS PRESSED STEEL

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

QTY QUANTITY

R RADIUS

L LENGTH (LONG)

LBS POUNDS

LDG LOADING

LL LIVE LOAD

LLBB LONG LEG BACK TO BACK

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LNTL LINTEL

LONG LONG LONGITUDINAL

LP LOW POINT

LT WT LIGHT WEIGHT

1 STRUCTURAL STOOP - SEE SHEET SB501 FOR

TYPICAL DETAIL. REFERENCE ARCHITECTURAL

DRAWINGS FOR STOOP DIMENSIONS.

2 'C.J.' INDICATES CONTROL JOINT - SEE TYPICAL

DETAIL ON SHEET SB501 AND STRUCTURAL

NOTES ON SHEET S-001 FOR MORE INFORMATION.

3 PROVIDE (2) #4 X 3'-0"-LONG BARS @ 4" O.C.

CENTERED IN SLAB AT ALL RE-ENTRANT

CORNERS WITHOUT CONTROL JOINTS (C.J.) AND

AT ENDS OF CONTROL JOINTS TERMINATED

WITHIN SLAB - TYPICAL.

4 SHEAR WALL TYPE 'A' - MIN. L = 6'-0"

5 4 1/2" CONCRETE W/ 6X6 W2.9XW2.9 W.W.F. OVER

1 1/2" TYPE 'C' 20 GAUGE NON-COMPOSITE METAL

DECK, TYPICAL (6" TOTAL THICKNESS) - SEE

METAL DECK SCHEDULE ON SHEET S-000 FOR

MORE INFORMATION.

6 SYMBOL INDICATES MOMENT CONNECTION -

TYPICAL. REFERENCE DETAIL 7/SF502.

7 LIGHT GAUGE STEEL ROOF TRUSSES @ 24" O.C.

8 LIGHT GAUGE CEE OUTRIGGERS @ 24" O.C.

9 LIGHT GAUGE CEE-STUD GABLE FRAME ABOVE

STUD WALL OR STEEL BEAM AS OCCURS. BRACE

TO ROOF STRUCTURE AS SHOWN IN DETAILS.

10 1" TYPE 'E' 26 GAUGE METAL ROOF DECK, TYPICAL

(U.N.O.) - SEE METAL DECK SCHEDULE ON SHEET

S-000 FOR MORE INFORMATION.

11 LIGHT GAUGE STEEL OVER FRAMING TRUSSES @

24" O.C.

12 PROVIDE (2) 600S162 12 GA. (50 KSI) STUDS

BELOW TRUSS GIRDER BEARING - TYPICAL

13 PROVIDE 1 1/8" THICK BASE PLATE W/ 1" DIAMETER

ANCHOR BOLTS @ THIS COLUMN - TYPICAL @

MOMENT FRAMES

15 SLEEVE THRU GRADE BEAM FOR UTILITIES AS

REQUIRED. REFERENCE TYPICAL DETAIL 8/SB501.

16 PROVIDE 3/4"-THICK CEMDECK (OR EQUAL) OVER

BOTTOM CHORD OF LIGHT GAUGE TRUSSES.

SCREW INTO TRUSS BOTTOM CHORD @ 12" ON

CENTER. PROVIDE LIGHT GAUGE STUD FRAMING

AS REQUIRED TO BOX OUT AROUND DUCT

PENETRATIONS (COORDINATE W/ MECH.). TRUSS

BOTTOM CHORDS SHALL BE DESIGNED FOR A

LIVE LOAD OF 20 PSF.

17 3" CONCRETE W/ #3 BARS @ 12" O.C. OVER 2"

TYPE 'C' 16 GAUGE NON-COMPOSITE METAL DECK,

TYPICAL (U.N.O.) - SEE METAL DECK SCHEDULE

ON SHEET S-000 FOR MORE INFORMATION.

18 FLOOR DRAIN - SEE MECH. AND SEE ARCH FOR

FLOOR SLOPE.

19 SYMBOL INDICATES FOOTING STEP - SEE TYPICAL

DETAIL 9/SB501.

20 MECHANICAL DUCTBANK - SEE MECH & SEE

DETAILS 5 & 12 ON SB502 FOR CONDITIONS AT

EXISTING BUILDINGS.

21 2 1/2" CONCRETE W/ 6X6 W2.9XW2.9 W.W.F. OVER

1 1/2" TYPE 'C' 20 GAUGE NON-COMPOSITE METAL

DECK, TYPICAL (U.N.O.) - SEE METAL DECK

SCHEDULE ON SHEET S-000 FOR MORE

INFORMATION.

22 TORIS 4A 18 GA. ROOF DECK - SEE METAL DECK

SCHEDULE ON SHEET S-000 FOR MORE

INFORMATION.

23 TORIS 5.5 18 GA. ROOF DECK - SEE METAL DECK

SCHEDULE ON SHEET S-000 FOR MORE

INFORMATION.

24 WOOD TRUSS MANUFACTURER TO PROVIDE 16X12

OPENING FOR MECHANICAL DUCT

25 8 1/2" CONCRETE W/ #4 BARS @ 12" O.C. EA. WAY

OVER 1 1/2" TYPE 'C' 20 GAUGE NON-COMPOSITE

METAL DECK, TYPICAL (10" TOTAL THICKNESS) -

SEE METAL DECK SCHEDULE ON SHEET S-000 FOR

MORE INFORMATION.

S-000 STRUCTURAL INFO SHEET

S-001 STRUCTURAL NOTES

S-002 SPECIAL INSPECTIONS

SB101 FOUNDATION PLAN

SB501 TYPICAL FOUNDATION DETAILS

SB502 FOUNDATION DETAILS

SF101 ATTIC FRAMING PLAN

SF102 ROOF FRAMING PLAN

SF501 TYPICAL FRAMING DETAILS

SF502 TYPICAL FRAMING DETAILS

SF503 FRAMING DETAILS

SF504 FRAMING DETAILS

SF505 FRAMING DETAILS

METAL STUD WALL SCHEDULE

MARK MATERIAL GAUGE

MIN. YEILD

STRENGTH SPACING NOTES

A 600S162 16 50 KSI 12" TYPICAL LOAD BEARING WALLS & EXTERIOR WALLS

TYP. SEE ARCH. SEE ARCH. SEE ARCH. SEE ARCH. TYPICAL NON-LOAD BEARING WALLS

GRADE BEAM SCHEDULE

MARK WIDTH DEPTH LONGITUDINAL REINFORCING STIRRUPS

GB1-6 1' - 6" 4' - 10" (3) #5 BARS BOT., (3) #5 BARS TOP #4 @ 24" O.C.

GB2-0 2' - 0" 4' - 10" (5) #5 BARS BOT., (5) #5 BARS TOP #4 @ 24" O.C.

GB2-6 2' - 6" 4' - 10" (6) #5 BARS BOT., (6) #5 BARS TOP #4 @ 12" O.C.

PAD FOOTING SCHEDULE

MARK PLAN SIZE DEPTH REINFORCING

F3.0B 3'-0" X 3'-0" 4' - 10" (5) #6 BARS EACH WAY, TOP & BOTTOM

F3.5 3'-6" X 3'-6" 4' - 10" (5) #6 BARS EACH WAY, TOP & BOTTOM

F4.0 4'-0" X 4'-0" 4' - 10" (5) #5 BARS EACH WAY, BOTTOM

F5.0 5'-0" X 5'-0" 4' - 10" (8) #6 BARS EACH WAY, TOP & BOTTOM

F6.0 6'-0" X 6'-0" 1' - 6" (7) #6 BARS EACH WAY, BOTTOM

THICKENED SLAB SCHEDULE

MARK WIDTH DEPTH REINFORCING

TS1-6 1' - 6" 1' - 0" (3) #5 BARS LONG. BOT

METAL DECKING SCHEDULE

LOCATION DEPTH

(IN.) GAUGE MIN. I MIN. S FINISH CONNECTION TO SUPPORTING MEMBERS SIDE LAPS

(#10 SCREWS, U.N.O.) REMARKS

ROOF 1 26 0.040 0.067 GALVANIZED 36/4 PATTERN (#12 TEK SCREWS) (1) SIDE LAP FASTENER EACH SPACE

BETWEEN SUPPORT MEMBERS TYPE "E"

ATTIC FLOOR 1 1/2 20 0.186 0.224 GALVANIZED 36/4 PATTERN (5/8" DIA. PUDDLE WELD) (1) SIDE LAP FASTENER EACH SPACE

BETWEEN SUPPORT MEMBERS TYPE "C"

ENTRANCE ROOF 4 18 3.42 1.24 GALVANIZED & NATACOAT 24/6 PATTERN (3/4" ARC PUDDLE WELD) 1 1/2" FILLET WELD @ 24" O.C. TORIS 4CA CAR PORT ROOF 5 1/2" 16 10.93 2.77 GALVANIZED & NATACOAT 24/6 PATTERN (3/4" ARC PUDDLE WELD) 1 1/2" FILLET WELD @ 24" O.C. TORIS 5.5

PATIO STOOP 2 16 0.704 0.653 GALVANIZED 36/4 PATTERN (#12 TEK SCREWS) (1) SIDE LAP FASTENER EACH SPACE

BETWEEN SUPPORT MEMBERS TYPE "C"

SINGLE ANGLE LINTEL SCHEDULE

LINTEL CLEAR

SPAN LINTEL SIZE LINTEL MINIMUM END

BEARING

3 L4X4X1/4 4" 4 L4X4X1/4 4" 5 L4X4X5/16 4" 6 L4X4X3/8 8" 7 L4X4X3/8 8" 8 L6X4X3/8 8"

METAL STUD HEADER SCHEDULE

MARK MATERIAL GAUGE MIN YIELD

STRENGTH

# OF KING

STUDS

# OF JACK

STUDS

#10 SCREWS INTO

KING STUD LEDGER ANGLE

H-1 600S162 18 33 KSI 1 1 4 SEE SCHEDULE

H-2 800S162 16 50 KSI 2 2 4 SEE SCHEDULE

H-3 1000S162 14 50 KSI 2 2 6 SEE SCHEDULE

H-4 1200S162 12 50 KSI 3 3 8 SEE SCHEDULE

SHEAR WALL SCHEDULE

MARK SHEATHING EDGE

ATTACH

FIELD

ATTACH

HOLDDOWN

ANCHOR NOTES

A 5/8" DENS-GLASS OR

5/8" GWB EACH FACE #6 @ 4" #6 @ 12" HD8 18 GAUGE DOUBLE STUDS EACH END

NOTES:

- INSTALL HEADERS PER SCHEDULE ABOVE IN LOAD BEARING EXTERIOR METAL STUD WALLS

- HEADER 'H-1' SHALL BE USED FOR CLEAR SPANS LESS THAN 4'-0"

- HEADER 'H-2' SHALL BE USED FOR CLEAR SPANS GREATER THAN OR EQUAL TO 4'-0" & LESS THAN 7'-0"

- HEADER 'H-3' SHALL BE USED FOR CLEAR SPANS GREATER THAN OR EQUAL TO 7'-0" & LESS THAN 10'-0"

- HEADER 'H-4' SHALL BE USED FOR CLEAR SPANS GREATER THAN OR EQUAL TO 10'-0" & LESS THAN 14'-0"

- CONTACT ENGINEER OF RECORD FOR ANY CLEAR SPANS IN EXCESS OF 14'-0"

- KING AND JACK STUDS SHALL BE 12 GA.

CONT. FOOTING SCHEDULE

MARK WIDTH DEPTH REINFORCING

CF2-0 2' - 0" 1' - 0" (3) #5 BARS LONG. BOT

MASONRY LINTEL SCHEDULE

MARK BEARING REINFORCING

L-1 8" 16" BOND BEAM W/ (2) #5 CONT. @ BOT.

MASONRY WALL REINF. SCHEDULE

MARK WIDTH

REINFORCING

VERTICAL HORIZONTAL

TYP. 0' - 8" #5 @ 32" O.C. MAX. LADDER TYPE - 2 - W1.7 WIRES @ 16" O.C.

*TORIS DECK TYPE IS AN EPIC METALS PRODUCT, CONTRACTOR OPTION TO SUBMIT EQUIVALENT PRODUCT FROM ANOTHER MANUFACTURER FOR APPROVAL

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. ofRevisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management on e ei gh th in ch o ne fo ot

B

A

C

D

E

F th re e in ch es o ne fo ot 6"

6" on e an d on e ha lf in ch es o ne fo ot on e in ch o ne fo ot

6" 6" th re e qu ar te rs in ch o ne fo ot on e ha lf in ch o ne fo ot th re e ei gh th s in ch o ne fo ot on e qu ar te r in ch o ne fo ot

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

TSA PROJECT

NO.:

Department of Veterans Affairs

CONSTRUCT CLC COTTAGE

- HOSPICE

438-420

SIOUX FALLS, SD

06/30/2021

STRUCTURAL NOTES

KMW MJN

KMW

S-001

44 90 06054.034

APPLICABLE CODES AND STANDARDS

1. 2018 INTERNATIONAL BUILDING CODE

2. ACI 318-14 - BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

3. TMS 402-2016 - BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES

4. AISC 360-16 - SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS

5. AISI S100-16 - NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-

FORMED STEEL STRUCTURAL MEMBERS

DESIGN CRITERIA

FLOOR LIVE LOAD PSF

1. CORRIDORS - FIRST FLOOR 100

2. DINNING AREA 100

3. OFFICE BUILDINGS - OFFICES 50

4. RESIDENTIAL - PRIVATE ROOMS 40

5. RESIDENTIAL - PUBLIC ROOMS 100

6. RESIDENTIAL - CORRIDORS - SAME AS AREA SERVED ---

7. SIDEWALKS, VEHICULAR DRIVEWAYS 250

8. STAIRS AND EXIT WAYS 100

9. STORAGE - LIGHT 125

ROOF LIVE LOAD PSF

1. ROOF LIVE LOAD (MINIMUM, NON-REDUCIBLE) 20

OTHER LIVE LOADS

1. OFFICE PARTITIONS (LIVE LOAD): 15 PSF

2. PARTITIONS (LATERAL LOAD): 5 PSF

3. RAILING (LATERAL LOAD AT TOP): 50 PLF OR 200 LB

4. MECHANICAL EQUIPMENT ROOM 150 PSF OR EQUIP.

WEIGHT IF

GREATER

ROOF SNOW LOAD

1. GROUND SNOW LOAD (Pg): 40 PSF

2. FLAT-ROOF SNOW LOAD (Pf): 28 PSF

3. DRIFT SNOW LOAD PER ASCE 7-16

4. SNOW EXPOSURE FACTOR (Ce): 1.0

5. SNOW LOAD IMPORTANCE FACTOR (I): 1.0

6. THERMAL FACTOR (Ct): 1.0

WIND DESIGN DATA

1. ULTIMATE DESIGN WIND SPEED (Vult): 122 MPH

2. NOMINAL DESIGN WIND SPEED (Vasd): 95 MPH

3. RISK CATEGORY: II

4. WIND EXPOSURE: CATEGORY B

5. INTERNAL PRESSURE COEFFICIENT (GCpi): +/-0.18

6. COMPONENTS AND CLADDING DESIGN WIND PRESSURE:

A. ROOF - ZONE 1 -38.18 PSF

B. ROOF - ZONE 2 -60.84 PSF

C. ROOF - ZONE 3 -78.44 PSF

D. WALL - ZONE 4 -28.1 PSF

E. WALL - ZONE 5 -34.7 PSF

EARTHQUAKE DESIGN DATA

1. SEISMIC IMPORTANCE FACTOR (I): 1.0

2. RISK CATEGORY: II

3. 0.2 SEC SPECTRAL RESPONSE ACCELERATION (SS): 0.0898

4. 1.0 SEC SPECTRAL RESPONSE ACCELERATION (S1): 0.0350

5. SITE CLASS: D

6. 0.2 SEC SPECTRAL RESPONSE COEFFICIENT (SDS): 0.096

7. 1.0 SEC SPECTRAL RESPONSE COEFFICIENT (SD1): 0.056

8. SEISMIC DESIGN CATEGORY: A

9. BASIC SEISMIC-FORCE-RESISTING SYSTEM:

A. LIGHT GAUGE SHEAR WALLS

10. DESIGN BASE SHEAR (V): 5.9 KIPS

11. SEISMIC RESPONSE COEFFICIENT (CS): 0.01

12. RESPONSE MODIFICATION FACTOR (R): 6.5

13. ANALYSIS PROCEDURE USED:

A. EQUIVALENT LATERAL FORCE PROCEDURE

STRUCTURAL NOTES

1. ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF THE APPLICABLE

BUILDING CODE.

2. THE STRUCTURE HAS BEEN DESIGNED TO RESIST DESIGN LOADS ONLY AS A

COMPLETED STRUCTURE

A. APPLICATION OF ANY LOADS TO THE PARTIALLY COMPLETED

STRUCTURE SHALL BE CONSIDERED BY THE CONTRACTOR AND SO

INCLUDED IN THE DESIGN OF THE SHORING, BRACING, FORMWORK, AND

ANY OTHER SUPPORTING ELEMENTS PROVIDED FOR CONSTRUCTION OF

THE STRUCTURE.

B. WHERE CONSTRUCTION MATERIAL AND EQUIPMENT ARE TEMPORARILY

STORED ON THE ROOF OR FLOOR FRAMING, THEY SHALL BE

DISTRIBUTED SO THAT THE DESIGN LIVE LOAD AT THE LOADED AREA IS

NOT EXCEEDED.

C. DO NOT BACKFILL AGAINST WALLS OR OTHER STRUCTURAL ELEMENTS

UNTIL SUCH ELEMENTS HAVE REACHED THEIR INTENDED STRENGTH,

HAVE BEEN ADEQUATELY BRACED, AND/OR HAVE OTHER INTEGRAL

STRUCTURAL ELEMENTS IN PLACE WHICH ARE INTENDED TO RESIST THE

LATERAL EARTH LOADS.

3. LATERAL LOAD RESISTING SYSTEM: ALL LATERAL LOAD RESISTANCE AND

STABILITY IN THE COMPLETED STRUCTURE IS PROVIDED BY:

A. N-S DIRECTION: LIGHT GAUGE SHEARWALLS & CMU SHEARWALLS

B. E-W DIRECTION: LIGHT GAUGE SHEARWALLS & STEEL MOMENT FRAMES

C. ROOF DIAPHRAGM: METAL DECK

D. FLOOR DIAPHRAGM: CONCRETE OVER METAL DECK

4. STEEL STABILITY: STRUCTURAL STEEL FRAMING INDICATED IN THESE PLANS

REQUIRES INTERACTION WITH NON-STRUCTURAL STEEL ELEMENTS FOR

STRENGTH AND/OR STABILITY. SEE PLANS FOR SPECIFIC LOCATIONS OF

THESE NON-STRUCTURAL STEEL ELEMENTS WHICH ARE LISTED BELOW:

A. CMU SHEARWALLS

B. METAL FLOOR DECKING WITH CONCRETE TOPPING

C. METAL ROOF DECKING

D. LIGHT GAUGE SHEARWALLS

5. DETAILS ON THE DRAWINGS INDICATED AS "TYPICAL" APPLY IN ALL AREAS

WHERE CONDITIONS SIMILAR TO THE DETAIL OCCUR.

6. THE STRUCTURAL DRAWINGS ARE NOT INTENDED FOR USE AS SHOP

ERECTION DRAWINGS. REPRODUCTION OF THESE DRAWINGS IN LIEU OF

PREPARATION OF SHOP ERECTION DRAWINGS SIGNIFIES THE USERS'

ACCEPTANCE THAT ALL INFORMATION SHOWN IS CORRECT AND APPROPRIATE

FOR SHOP DRAWINGS AND THAT THE USER WILL BE FULLY RESPONSIBLE FOR

EXPENSES THAT MAY OCCUR FROM SAID ACCEPTANCE.

7. UNLESS SPECIFICALLY NOTED, THERE ARE NO PROVISIONS MADE FOR

FUTURE FLOORS, ROOFS, OR OTHER LOADS.

MATERIAL DATA

CONCRETE AND REINFORCING

1. CONCRETE STRENGTH (f'c @ 28 DAYS)

A. FOOTINGS 3,000 PSI

B. FOUNDATION WALLS 4,500 PSI

C. GRADE SUPPORTED SLABS 4,000 PSI

D. CONCRETE TOPPINGS 4,000 PSI

E. CONCRETE NOT SPECIFIED 3,000 PSI

2. ALL CONCRETE EXPOSED TO FREEZE-THAW CONDITIONS SHALL HAVE A

MINIMUM STRENGTH (f'c @ 28 DAYS) OF 4,500 PSI. THIS DOES NOT INCLUDE

FOOTINGS/GRADE BEAMS THAT ARE COVERED BY SOIL.

3. CEMENT TYPE: PORTLAND TYPE I

4. AGGREGATES

A. NORMAL WEIGHT, 1 1/2" MAX. SIZE - ASTM C33

B. PROVIDE AGGREGATES FREE OF MATERIALS WITH DELETERIOUS

REACTIVITY TO ALKALI IN CEMENT, FROM A SINGLE SOURCE WITH

DOCUMENTED SERVICE RECORD DATA OF AT LEAST 10 YEARS

SATISFACTORY SERVICE IN SIMILAR APPLICATIONS AND SERVICE

CONDITIONS USING SIMILAR AGGREGATES AND CEMENTITIOUS

MATERIALS.

5. REINFORCING STEEL ASTM A615, GRADE 60

6. REINFORCING STEEL ASTM A706, WELDABLE

7. WELDED WIRE FABRIC ASTM A185

8. PREFORMED EXPANSION JOINT (1/2") ASTM D1751

MASONRY

1. MASONRY STRENGTH (f'm @ 28 DAYS) 1,500 PSI

2. CONCRETE UNITS ASTM C90

NORMAL WEIGHT

3. UNIT COMPRESSIVE STRENGTH 2,000 PSI (BASED ON

NET AREA)

4. MORTAR TYPE ASTM C270, TYPE S

5. GROUT TYPE ASTM C476, 3/8" MAX.

AGGREGATE SIZE

6. MORTAR STRENGTH (28 DAYS) 1,800 PSI

7. GROUT STRENGTH (28 DAYS) ASTM C476 - 2,000 PSI

8. WIRE REINFORCING ASTM A82, STD. LADDER

TYPE - 9 GAUGE ZINC

COATED PER ASTM A116

- (DUR-O-WALL OR

APPROVED EQUAL @ 16"

O.C. VERTICAL SPACING)

STEEL

1. STRUCTURAL STEEL (WIDE FLANGES) ASTM A992, GRADE 50

2. STRUCTURAL STEEL (ALL OTHER TYPES) ASTM A36

3. STRUCTURAL STEEL PIPE ASTM A53, GRADE B,

SCH. 40

4. STRUCTURAL TUBE ASTM A500, GRADE B

5. ANCHOR RODS ASTM F1554, GRADE 55

WITH WELDING

SUPPLEMENT S1

6. BOLTED CONNECTIONS ASTM A325N

7. WELDED CONNECTIONS E70XX ELECTRODES

8. WELDED CONNECTIONS (GALVANIZED) E6010 OR E6011

ELECTRODES

9. HEADED CONCRETE ANCHORS (HCA) ASTM A108 GRADES

C1010 THROUGH C1020

(Fu=55 KSI)

10. DEFORMED BAR ANCHORS (DBA) ASTM A108 & A496

(Fy=70 KSI)

11. METAL DECKING ASTM A611 OR

ASTM A653-94

12. LIGHT GAUGE STEEL STUDS/JOISTS

A. 12 TO 16 GAUGE (G60 GALV.) ASTM A1003 GRADE ST50H

(Fy=50 KSI)

B. 18+ GAUGE (G60 GALV.) ASTM A1003 GRADE ST33H

(Fy=33 KSI)

COORDINATION/VERIFICATION

1. CONTRACTOR SHALL CHECK AND VERIFY ALL DIMENSIONS AND EXISTING

CONDITIONS AND REPORT ANY DISCREPANCIES TO THE ENGINEER BEFORE

PROCEEDING WITH ANY PHASE OF THE WORK.

2. ANY PROPRIETARY STRUCTURAL SYSTEMS THAT ARE COMPOSED OF

COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER

DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE, AND ERECTION IN

ACCORDANCE WITH THE INSTRUCTIONS PREPARED BY THE SUPPLIER.

3. CROSS REFERENCE STRUCTURAL DRAWINGS WITH MECHANICAL AND

ELECTRICAL DRAWINGS, AND WITH THE ACTUAL EQUIPMENT SUPPLIED TO THE

PROJECT, FOR THE LOCATION AND SIZE OF ALL SLAB OPENINGS, SLEEVES,

INSERTS, FLOOR DEPRESSIONS, BLOCK-OUTS, CURBS, ANCHORS, BOLTS, ETC.

REQUIRED FOR INSTALLATION.

4. PROVIDE ADEQUATE STRUCTURAL FRAMING AS APPROVED BY THE ENGINEER

FOR ALL REQUIRED MECHANICAL OPENINGS THROUGH SLABS, WALLS, FLOOR

DECK, ETC., AND SUPPORT OF ALL MECHANICAL EQUIPMENT. OPENINGS SHALL

NOT BE PERMITTED THROUGH BEAMS UNLESS SPECIFICALLY DETAILED BY THE

ENGINEER.

5. REFER TO ARCHITECTURAL DRAWINGS FOR ALL SURFACE FINISHES,

DIMENSIONS, AND LOCATIONS OF SLAB DROPS, MASONRY CONTROL JOINTS,

AND WALL OPENING REQUIREMENTS.

GEOTECHNICAL

1. BASIS OF DESIGN: THE FOUNDATION SYSTEM DESIGN IS BASED ON THE

RECOMMENDATIONS OF GEOTECHNICAL REPORT NO. 06054.034 DATED

SEPTEMBER 1, 2016 PREPARED BY SCHEMMER.

2. FOUNDATION SYSTEM: SHALLOW FOOTINGS

3. MAXIMUM ALLOWABLE SOIL BEARING CAPACITY 2,500 PSF

4. LATERAL EARTH PRESSURE:

A. PASSIVE RESISTANCE 180 PCF

B. ACTIVE PRESSURE 50 PCF

C. AT-REST PRESSURE 65 PCF

5. SUBGRADE PREPARATION:

A. HEAVILY ORGANIC OR ROOT INFESTED TOPSOIL SHALL BE EXCAVATED AND

DISCARDED OR STOCKPILED FOR LATER USE IN COVERING FINISHED

LANDSCAPED AREAS AFTER CONSTRUCTION. REMOVE TOPSOIL TO A

MINIMUM DEPTH OF 8 INCHES. DEEPER STRIPPING SHALL BE DONE IF

ORGANIC MATERIALS REMAIN BELOW A DEPTH OF 8 INCHES.

B. REMOVE ALL EXISTING STRUCTURES TO BE DEMOLISHED PRIOR TO

GRADING. THIS INCLUDES PAVING, SIDEWALKS, AND OTHER

MISCELLANEOUS SMALL STRUCTURES.

6. SURCHARGE REQUIREMENTS:

A. PROVIDE SURCHARGE AS OUTLINED IN GEOTECH REPORT

7. STRUCTURAL FILL REQUIREMENTS:

A. CLEAN, INORGANIC, LOW TO MEDIUM PLASTICITY LEAN CLAY (CL) OR SILT

(ML), OR A COMBINATION OF THESE TWO MATERIALS

B. MAXIMUM LIQUID LIMIT (LL) 45

C. MAXIMUM PLASTICITY INDEX 22

D. WATER CONTENT (% OF OPTIMUM) +/-3%

E. MAXIMUM LOOSE LIFT 8"

F. MINIMUM COMPACTION 95% (STANDARD

PROCTOR TEST

ASTM D-698)

8. SPREAD FOOTINGS SHALL BE PLACED ON NEAT, CLEAN AND DRY EXCAVATIONS.

EXTREME CARE SHALL BE TAKEN WHEN EXCAVATING NEAR THE BEARING

SURFACE. FOOT TRAFFIC SHALL BE KEPT TO A MINIMUM NECESSARY TO PLACE

THE FOOTING REINFORCEMENT AND CONCRETE.

9. CONTRACTOR SHALL PROVIDE FOR ADEQUATE DRAINAGE OF SURFACE WATER

AWAY FROM THE STRUCTURE AND EXCAVATED AREAS DURING CONSTRUCTION.

THIS INCLUDES NECESSARY PUMPING, TRENCHING, BACKFILL AND/OR DIKE

CONSTRUCTION.

10. GRANULAR SUBBASE UNDER SLAB ON GRADE:

A. MINIMUM THICKNESS SEE PLAN

B. MINIMUM COMPACTION 95% (STANDARD

PROCTOR TEST

ASTM D-698)

C. GRADATION REQUIREMENTS

a. 100% PASSING THE 3/4" SIEVE

b. LESS THAN 15% PASSING THE 100 SIEVE

c. LESS THAN 2% PASSING THE 200 SIEVE

CAST-IN-PLACE CONCRETE

(REFERENCE SPECIFICATION SECTION 033000 IN PROJECT MANUAL)

GENERAL CONCRETE REQUIREMENTS

1. CONCRETE BATCH DESIGN(S) SHALL BE PROPORTIONED AND PRODUCED IN

ACCORDANCE WITH ACI 318, IN PARTICULAR CHAPTER 5, AND ACI 301. MIX AND

DELIVER IN ACCORDANCE WITH ASTM C94.

2. CONCRETE STRENGTH: SEE MATERIAL DATA NOTES & SPECIFICATION SECTION

033000

3. SLUMP LIMITS: SEE SPECIFICATION SECTION 033000

4. MAXIMUM W/C RATIO: SEE SPECIFICATION SECTION 033000

5. AIR ENTRAINMENT: SEE SPECIFICATION SECTION 033000

6. ADMIXTURES: SEE SPECIFICATION SECTION 033000

7. FLY ASH: SEE SPECIFICATION SECTION 033000

8. CONCRETE TO CONCRETE COLD JOINTS - PROVIDE 1/4" INTENTIONALLY

ROUGHENED SURFACE AT ALL HORIZONTAL JOINTS.

9. EXPOSED CORNERS: PROVIDE A 3/4" CHAMFER AT ALL EXPOSED CONCRETE

CORNERS.

10. CURING: SEE SPECIFICATION SECTION 033000

11. REINFORCING BAR WELDING: ABSOLUTELY NO WELDING OF REINFORCING BARS

OR TORCHING TO BEND REINFORCING BARS SHALL BE ALLOWED WITHOUT THE

SPECIFIC APPROVAL OF THE ENGINEER.

12. MINIMUM CONCRETE CLEAR COVER:

A. FOOTINGS

a. TOP 2"

b. BOTTOM 3"

c. SIDES 3"

B. FOUNDATION WALLS

a. TOP 1-1/2"

b. BOTTOM 3"

c. SIDES 2"

C. INTERIOR SLABS (TOP) SEE TYPICAL SLAB

JOINT DETAIL

ON SHEET SB501

D. OTHER COVER REQUIREMENTS SHALL BE AS NOTED IN APPLICABLE

DETAILS.

13. NON-METALLIC, SHRINKAGE-RESISTANT GROUT: SEE SPECIFICATION SECTION

051200

14. WATERSTOPS: SEE SPECIFICATION SECTION 033000

SLAB ON GRADE REQUIREMENTS

1. SLAB THICKNESS: SEE PLAN

2. SLAB REINFORCING: SEE PLAN

3. GRANULAR SUBBASE: SEE GEOTECHNICAL NOTES

4. VAPOR RETARDER: SEE SPECIFICATION SECTION 033000. LAP AND TAPE ALL

JOINTS AND HOLES.

5. CRACK CONTROL JOINTS (WHETHER CONSTRUCTION JOINTS OR SAWED JOINTS)

IN SLABS ON GRADE SHALL OCCUR AS SHOWN AND ACROSS ALL DOOR

OPENINGS. LOCATE JOINTS AT RE-ENTRANT CORNERS OF SLABS.

A. MAXIMUM SPACING OF CONTROL JOINTS: 12 FEET

6. CURING: CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR A

MINIMUM OF SEVEN DAYS AFTER ITS PLACEMENT. APPROVED CURING: SEE

SPECIFICATION SECTION 033000

7. SEAL ALL EXPOSED CONSTRUCTION/CRACK CONTROL JOINTS.

A. SEALANT: SEE ARCHITECTURE.

8. FLOOR FINISH & FLATNESS CRITERIA: SEE SPECIFICATION SECTION 033000

ANCHORAGE REQUIREMENTS

1. HEADED CONCRETE ANCHORS (HCA): AUTOMATICALLY END WELDED IN THE

SHOP OR FIELD IN ACCORDANCE WITH THE MANUFACTURER'S

RECOMMENDATIONS. ANCHOR WELDS SHALL BE TESTED PER AWS SECTION 7.7.

2. POST-INSTALLED MECHANICAL ANCHORS: INSTALL USING MINIMUM TORQUE,

EMBEDMENTS, EDGE DISTANCES AND SPACING (UNLESS OTHERWISE NOTED) AS

RECOMMENDED BY THE ANCHOR MANUFACTURER.

3. POST-INSTALLED ADHESIVE ANCHORS: INSTALLATION TO MEET

MANUFACTURER'S RECOMMENDATIONS (UNLESS NOTED OTHERWISE)INCLUDING

MINIMUM EMBEDMENTS, EDGE DISTANCES, SPACING, PROCEDURES, AND

CURING TIME PRIOR TO LOADING.

4. POST-INSTALLED ANCHORS SHALL BE LOCATED PER THE DETAILS.

5. AVOID CUTTING OR DAMAGING EXISTING REINFORCING. SHOULD LOCATIONS OF

DRILLED HOLES BE FOUND DIRECTLY ALIGNED WITH REINFORCING BARS,

NOTIFY ENGINEER FOR NECESSARY ADJUSTMENTS TO THE DESIGN.

UNIT MASONRY

(REFERENCE SPECIFICATION SECTION 042000 IN PROJECT MANUAL)

1. DESIGN CRITERIA: MASONRY SHALL BE CONSTRUCTED PER THE REQUIREMENTS

OF ACI 530.

2. UNIT TYPES: SEE SPECIFICATION SECTION 042000

3. UNIT COMPRESSIVE STRENGTH: SEE MATERIAL DATA NOTES AND SPECIFICATION

SECTION 042000

4. MORTAR: SEE MATERIAL DATA NOTES AND SPECIFICATION SECTION 042000

5. GROUT: SEE MATERIAL DATA NOTES AND SPECIFICATION SECTION 042000

6. CMU REINFORCING: UNLESS NOTED OTHERWISE, REINFORCE ALL CMU WALLS

WITH VERTICAL #5 @ 32" O.C. FILL ALL REINFORCED CELLS WITH GROUT.

MINIMUM GROUT BETWEEN MASONRY AND REINFORCING SHALL BE 1/2". MINIMUM

GROUT BETWEEN PAIRS OF REINFORCING BARS SHALL BE 3/4".

A. PROVIDE #5 VERTICAL REINFORCING AT THE FOLLOWING LOCATIONS:

a. AT ALL CORNERS OF CMU WALLS

b. AT ALL ENDS OF CMU WALLS

c. EACH SIDE OF CONTROL JOINTS

d. EACH SIDE OF WALL OPENINGS

B. SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF CONTROL JOINTS.

7. BOND BEAMS

A. LOCATED AT TOP OF ALL CMU WALLS AND WHERE INDICATED IN DETAILS

B. MINIMUM DEPTH UNLESS OTHERWISE NOTED = 8".

C. REINFORCING - (2) #4 CONTINUOUS. LAP SPLICE = 28 IN.

D. CORNER DOWELS - (2) #4 RIGHT ANGLE DOWELS THAT LAP A MINIMUM OF

2'-0" WITH ADJACENT BOND BEAM REINFORCING. IF BOND BEAMS AT

INTERSECTING WALLS MEET AT DIFFERENT ELEVATIONS, EXTEND BOTH

BOND BEAMS AROUND INTERSECTING CORNER TO FIRST INTERIOR

REINFORCED CELL, BUT NOT LESS THAN 4 FEET.

E. EXTEND BOND BEAMS THROUGH CONTROL JOINTS, BUT INTERRUPT BOND

BEAM REINFORCING AT CONTROL JOINTS.

8. LINTEL BEARING: PROVIDE A MINIMUM OF 8 INCHES BEARING AT EACH END.

9. CONTROL JOINTS: EXCEPT WHERE OFFSETS OR SLIP JOINTS ARE SHOWN,

CONTROL JOINTS SHALL BE A CONTINUOUS VERTICAL LINE FROM TOP OF

FOOTING TO TOP OF MASONRY WALL. SPACE CONTROL JOINTS AS FOLLOWS:

A. INTERIOR WALLS 36 FT. O.C. MAX.

B. EXTERIOR WALLS 24 FT. O.C. MAX.

STRUCTURAL STEEL FRAMING

(REFERENCE SPECIFICATION SECTION 051200 IN PROJECT MANUAL)

GENERAL STRUCTURAL STEEL REQUIREMENTS

1. DESIGN CRITERIA: STRUCTURAL STEEL SHALL BE INSTALLED PER THE

REQUIREMENTS OF AISC 360.

2. STRUCTURAL STEEL GRADES: SEE MATERIAL DATA NOTES AND

SPECIFICATION SECTION 051200

3. ANCHOR AND BOLT GRADES: SEE MATERIAL DATA NOTES AND SPECIFICATION

SECTION 051200

4. WELD ELECTRODES: SEE MATERIAL DATA NOTES AND SPECIFICATION

SECTION 051200

5. BEARING CONNECTIONS: UNLESS OTHERWISE NOTED, ALL BEAM

CONNECTIONS SHALL BE SIMPLE FRAMED SHEAR BEARING CONNECTIONS IN

ACCORDANCE WITH THE AISC "SPECIFICATIONS FOR STRUCTURAL JOINTS

USING ASTM A325 OR A490 BOLTS."

6. DESIGN OF CONNECTIONS: BEAM CONNECTIONS SHALL BE AS DETAILED ON

THE PLANS. ALTERNATIVE CONNECTIONS, DESIGNED BY A LICENSED

ENGINEER FOR THE FABRICATOR, MAY BE UTILIZED PROVIDED THE

ALTERNATIVE CONNECTION PROVIDES THE SAME LOAD CARRYING CAPACITY

OF THE ORIGINAL DESIGN.

7. SPLICES: STEEL FABRICATOR SHALL VERIFY WITH ENGINEER ALL BEAM

SPLICES OTHER THAN THOSE SHOWN ON THE PLANS. ANY FULL

PENETRATION SHOP SPLICES APPROVED BY THE ENGINEER SHALL BE

INSPECTED BY RADIOGRAPHIC METHODS BY A TESTING LABORATORY

APPROVED BY THE ENGINEER AND PAID FOR BY THE FABRICATOR.

8. OPPOSING CONNECTIONS: WHERE BEAMS ARE BOLTED ON TWO SIDES OF A

COMMON PLATE OR WEB, THE CONNECTIONS SHALL BE DETAILED WITH AN

ADDITIONAL ROW OF BOLTS ON ONE SIDE THAT IS NOT SHARED WITH THE

OTHER SIDE TO ALLOW INDEPENDENT BOLTING DURING ERECTION.

9. STEEL PROTECTION: ALL STRUCTURAL STEEL SHALL BE CLEANED AND

PAINTED WITH PRIMER PER SPECIFICATION SECTION 051200, UNLESS NOTED

OTHERWISE.

10. STEEL PROTECTION: WHERE STEEL IS INDICATED AS GALVANIZED, PROVIDE

HOT-DIPPED GALVANIZED SURFACE PER SPECIFICATION SECTION 051200.

11. SHOP DRAWINGS: SEE SPECIFICATION SECTION 051200 FOR SUBMITTAL

REQUIREMENTS.

12. SLIDE BEARINGS: WHERE SHOWN ON THE DRAWINGS, TEFLON SLIDE BEARING

PADS SHALL BE PROVIDED. BEARING PADS SHALL BE DURA-SLIDE AS

MANUFACTURED BY TOBI ENGINEERING, INC. OR APPROVED EQUAL.

13. WELDING: ALL WELDING SHALL BE PERFORMED BY QUALIFIED WELDERS PER

AWS STANDARD QUALIFICATION PROCEDURES.

14. COMPLETE PENETRATION WELDS: COMPLETE PENETRATION WELDED

CONNECTIONS SHALL BE PROVIDED WHERE INDICATED. A MINIMUM OF 10%

OF ALL FIELD AND SHOP FULL PENETRATION WELDS SHALL BE TESTED BY X-

RAY OR ULTRASONIC PROCEDURES. (SEE SPECIFICATIONS FOR OTHER

TESTING.)

STEEL DECKING

(REFERENCE SPECIFICATION SECTION 053100 IN PROJECT MANUAL)

1. DECK GOVERNING CRITERIA: THE DESIGN, FABRICATION, AND ERECTION OF

METAL DECKING SHALL BE IN ACCORDANCE WITH THE CURRENT EDITION OF

THE SDI SPECIFICATIONS AND THE SDI DIAPHRAGM DESIGN MANUAL.

2. ROOF DECK CONNECTIONS: ROOF DECKING SHALL BE CONNECTED TO THE

STRUCTURE AS INDICATED IN THE ROOF DECK SCHEDULE. MAINTAIN

OVERALL STRUCTURAL BRACING UNTIL ALL DECKING HAS BEEN INSTALLED.

3. FLOOR DECK CONNECTIONS: FLOOR DECKING SHALL BE CONNECTED TO THE

STRUCTURE AS INDICATED IN THE FLOOR DECK SCHEDULE. MAINTAIN

OVERALL STRUCTURAL BRACING UNTIL ALL DECKING HAS BEEN INSTALLED.

4. DECK PROTECTION: SEE SPECIFICATION SECTION 053100

5. FLOOR SLAB-ON-DECK DESIGN: ALL FLOOR SLABS SUPPORTED ON STEEL

STRUCTURE AND METAL DECK SHALL HAVE A TOTAL THICKNESS AND

REINFORCING AS INDICATED ON PLAN.

COLD-FORMED METAL FRAMING

(REFERENCE SPECIFICATION SECTION 054000 IN PROJECT MANUAL)

1. DESIGN CRITERIA: COLD-FORMED METAL FRAMING SHALL BE INSTALLED PER

THE REQUIREMENTS OF AISI NAS.

2. LIGHT GAUGE STEEL STUDS/JOISTS: SEE MATERIAL DATA NOTES AND

SPECIFICATION SECTION 054000

3. REFERENCE PLANS AND SCHEDULES FOR GAUGE AND SPACING OF LIGHT

GAUGE STEEL STUDS/JOISTS.

4. LIGHT GAUGE STEEL BOTTOM TRACK AT LOAD BEARING WALLS:

A. BOTTOM TRACK SHALL BE GALVANIZED

B. FASTEN TO FOUNDATION AT SHEAR WALLS PER SHEAR WALL

SCHEDULE & TYPICAL DETAILS.

C. FASTEN AT ALL OTHER LOAD BEARING WALLS PER DETAILS INDICATED

ON PLAN.

5. FRAMING AT WALL OPENINGS: SEE TYPICAL DETAILS FOR HEAD AND SILL

FRAMING AT WALL OPENINGS.

6. FRAMING AT FLOOR/ROOF OPENINGS: PROVIDE DOUBLE HEADERS AND

DOUBLE JOISTS EACH SIDE OF ALL OPENINGS IN FLOORS AND ROOFS

UNLESS DETAILED OTHERWISE.

7. BLOCKING AND BRIDGING AT STUDS: SEE SPECIFICATION SECTION 054000

8. BLOCKING AND BRIDGING AT JOISTS: SEE SPECIFICATION SECTION 054000

COLD-FORMED METAL TRUSSES

(REFERENCE SPECIFICATION SECTION 054400 IN PROJECT MANUAL)

1. DESIGN CRITERIA: TRUSS VENDOR IS TO SUBMIT TO THE ARCHITECT,

ENGINEER, AND CITY DESIGN CALCULATIONS BY A LICENSED ENGINEER

AND SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. SHOP

DRAWINGS ARE TO SHOW ALL TEMPORARY AND PERMANENT BRACING

REQUIRED BY DESIGN. DESIGN CALCULATIONS SHALL BE SEALED BY THE

LICENSED ENGINEER.

2. DESIGN RESPONSIBILITIES - TRUSSES SHALL BE DESIGNED UNDER THE

FOLLOWING FORMAT:

A. LATERAL FORCES APPLIED TO THE TRUSSES, SUCH AS DRAG TRUSS

LOADS, COLLECTORS, ETC., ARE INDICATED ON THE PLANS WHERE

APPLICABLE.

B. ALL TRUSS-TO-TRUSS CONNECTIONS ARE THE RESPONSIBILITY OF

THE TRUSS ENGINEER.

C. DRAG LOADS (HORIZONTAL TRUSS TRANSFERS) CONNECTIONS

BETWEEN THE TRUSS AND THE STRUCTURE ARE INDICATED ON THE

PLANS WHERE APPLICABLE.

D. ALL TRUSS-TO-STRUCTURE (WALLS OR BEAMS) CONNECTIONS ARE

INDICATED ON THE PLANS WHERE APPLICABLE.

E. IT IS THE RESPONSIBILITY OF THE TRUSS ENGINEER TO DEVELOP THE

LOADING REQUIRED TO IMPLEMENT THE REQUIRED SNOW LOADS PER

IBC AND ASCE 7 SPECIFICATIONS. THIS INCLUDES ADDITIONAL SNOW

LOAD AT EAVES, AND UNBALANCED LOADING ON THE GABLE AND HIP

ROOFS.

F. IT IS THE RESPONSIBILITY OF THE TRUSS ENGINEER TO REVIEW ALL

OF THE INDICATED DESIGN SPECIFICATIONS, ROOF TRUSS SUPPORTS,

AND DRAG DETAILS AND TO INCORPORATE THESE REQUIREMENTS

INTO THE ENGINEERING DESIGN OF THE ROOF TRUSS SYSTEM.

G. THE TRUSS ENGINEER SHOULD DEVELOP A TRUSS LAYOUT PLAN FOR

THE TRUSS SYSTEM THAT CLEARLY INDICATES THE TRUSS VERTICAL

SUPPORT CONDITIONS, TRUSS-TO-TRUSS CONNECTIONS, DRAG

TRUSSES AND COLLECTORS, AND ANY OTHER FIELD-INSTALLED

REINFORCEMENT, INCLUDING FIELD-INSTALLED TOP CHORD

REINFORCEMENT AT EAVES NECESSARY TO EXECUTE THE TRUSS

SYSTEM DESIGN. THE TRUSS ROOF FRAMING PLAN SHALL BE SEALED

BY A LICENSED PROFESSIONAL ENGINEER AND BE INCLUDED WITH

THE INDIVIDUAL TRUSS CUT SHEETS. THE TRUSS ENGINEER SHOULD

ALSO PROVIDE PROPER SUPERVISION OF ANY TRUSS COMPANY

TECHNICIANS.

H. TRUSS BRACING: TEMPORARY ERECTION BRACING AND PERMANENT

WEB BRACING SHALL BE DESIGNED BY THE TRUSS MANUFACTURER.

I. THE TRUSS ENGINEER SHALL DESIGN TRUSSES AND APPLICABLE

CONNECTIONS FOR BLAST LOADS INDENTIFIED IN THE PROJECT

SPECIFICATIONS. LATTERAL BLAST LOADS FROM THE WALLS SHALL

BE CONSIDERED IN THE DESIGN.

3. METAL TRUSS DESIGN LOADS (IN ADDITION TO SELF-WEIGHT)

A. ROOF DEAD LOAD (TOP CHORD) 10 PSF

B. ROOF DEAD LOAD (BOTTOM CHORD)

A. MECHANICAL ROOMS & CORRIDORS 25 PSF

B. ALL OTHER AREAS 10 PSF

C. FLOOR DEAD LOAD (TOP CHORD) 15 PSF

D. FLOOR DEAD LOAD (BOTTOM CHORD)

A. MECHANICAL ROOMS & CORRIDORS 25 PSF

B. ALL OTHER AREAS 10 PSF

E. ROOF LIVE LOAD (TOP CHORD) SEE DESIGN

CRITERIA

NOTES

F. ROOF LIVE LOAD (BOTTOM CHORD) 10 PSF

G. FLOOR LIVE LOAD (TOP CHORD) SEE DESIGN

CRITERIA

NOTES

SHEATHING

(REFERENCE SPECIFICATION SECTION 061600 IN PROJECT MANUAL)

1. ROOF/FLOOR SHEATHING: SEE MATERIAL DATA NOTES AND SPECIFICATION

SECTION 061600

2. WALL SHEATHING: SEE MATERIAL DATA NOTES AND SPECIFICATION

SECTION 061600

3. ROOF/FLOOR SHEATHING NAILING: COMMON WIRE NAILS SHALL BE USED

AND PENETRATE SUPPORTING MEMBERS A MINIMUM OF 1-5/8". INDIVIDUAL

PIECES OF SHEATHING SHALL NOT BE LESS THAN 24" IN THEIR SHORTEST

PLAN DIRECTION NOR LESS THAN 8 SQ. FT. IN AREA:

A. ROOF SHEATHING:

a. SHEET EDGES 10d @ 6" O.C.

b. INTERMEDIATE FRAMING MEMBERS 10d @ 12" O.C.

B. FLOOR SHEATHING:

a. SHEET EDGES 10d @ 6" O.C.

b. PANEL FIELD 10d @ 12" O.C.

4. WALL SHEATHING NAILING: SEE SHEAR WALL SCHEDULE AND TYPICAL

SHEAR WALL DETAILS

5. PROVIDE BLOCKING OR PANEL EDGE CLIPS AT ALL PANEL EDGES.

6. OPENINGS IN SHEATHING: EDGES OF ALL OPENINGS THROUGH SHEATHING

SHALL BE NAILED PER THE REQUIRED EDGE NAILING ABOVE.

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. ofRevisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management on e ei gh th in ch o ne fo ot

B

A

C

D

E

F th re e in ch es o ne fo ot 6"

6" on e an d on e ha lf in ch es o ne fo ot on e in ch o ne fo ot

6" 6" th re e qu ar te rs in ch o ne fo ot on e ha lf in ch o ne fo ot th re e ei gh th s in ch o ne fo ot on e qu ar te r in ch o ne fo ot

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

TSA PROJECT

NO.:

Department of Veterans Affairs

CONSTRUCT CLC COTTAGE

- HOSPICE

438-420

SIOUX FALLS, SD

06/30/2021

SPECIAL INSPECTIONS

KMW MJN

KMW

S-002

45 90 06054.034

SPECIAL INSPECTIONS (IBC 2018)

SPECIAL INSPECTIONS SHALL BE PROVIDED BY THE OWNER

FOR THE WORK IN ACCORDANCE WITH IBC CHAPTER 17.

CONTRACTOR SHALL NOTIFY AND ACCOMMODATE THE

APPLICABLE INSPECTOR DURING APPROPRIATE PHASES OF

THE WORK AS REQUIRED FOR EACH TYPE OF INSPECTION.

STEEL CONSTRUCTION - GENERAL

1. SHOP CUT AND FINISHED SURFACES IN ACCORDANCE

WITH SECTION M2 OF AISC 360-16.

2. SHOP HEATING FOR STRAIGHTENING, CAMBERING

AND CURVING IN ACCORDANCE WITH SECTION M2.1

OF AISC 360-16.

3. TOLERANCES FOR SHOP FABRICATION IN

ACCORDANCE WITH SECTION 6.4 OF AISC 303-16.

4. STEEL DECK IN ACCORDANCE WITH SDI-QA/QC-2017

5. FIELD CUT SURFACES IN ACCORDANCE WITH SECTION

M2.2 OF AISC 360-16.

6. FIELD HEATING FOR STRAIGHTENING IN ACCORDANCE

WITH SECTION M2.1 OF AISC 360-16.

7. TOLERANCES FOR FIELD ERECTION IN ACCORDANCE

WITH SECTION 7.13 OF AISC 303-16.

STEEL INSPECTION DEFINITIONS

O - OBSERVE THESE ITEMS ON A RANDOM BASIS.

OPERATIONS NEED NOT

BE DELAYED PENDING THESE INSPECTIONS.

P - PERFORM THESE TASKS FOR EACH WELDED JOINT OR

MEMBER, EACH

BOLTED CONNECTION, OR EACH STEEL ELEMENT.

STEEL CONSTRUCTIION - PRIOR TO WELDING

1. WELDER QUALIFICATION RECORDS AND CONTINUITY

RECORDS

(QC - P; QA - O)

2. WELDING PROCEDURE SPECIFICATIONS (WPSs)

AVAILABLE.

(QC - P; QA - P)

3. MANUFACTURER CERTIFICATIONS FOR WELDING

CONSUMABLES AVAILABLE. (QC - P; QA - P)

4. MATERIAL IDENTIFICATION (TYPE/GRADE). (QC - O;

QA - O)

5. WELDER IDENTIFICATION SYSTEM. (QC - O; QA - O)

6. FIT-UP GROOVE WELDS (INCLUDING JOINT

GEOMETRY). (QC - O; QA - O)

A. JOINT PREPARATION.

B. DIMENSIONS (ALIGNMENT, ROOT OPENING,

ROOT FACE, BEVEL).

C. CLEANLINESS (CONDITION OF STEEL

SURFACES).

D. TACKING (TACK WELD QUALITY AND LOCATION).

E. BACKING TYPE AND FIT (IF APPLICABLE).

7. FIT-UP OF CJP GROOVE WELDS OF HSS T-, Y- AND K-

JOINTS WITHOUT BACKING (INCLUDING JOINT

GEOMETRY) (QC - P; QA - O)

A. JOINT PREPARATION.

B. DIMENSIONS (ALIGNMENT, ROOT OPENING,

ROOT FACE, BEVEL).

C. CLEANLINESS (CONDITION OF STEEL

SURFACES).

D. TACKING (TACK WELD QUALITY AND LOCATION).

8. CONFIGURATION AND FINISH OF ACCESS HOLES. (QC -

O; QA - O)

9. FIT-UP FILLET WELDS. (QC - O; QA - O)

A. DIMENSIONS (ALIGNMENT, GAPS AT ROOT).

B. CLEANLINESS (CONDITION OF STEEL

SURFACES).

C. TACKING (TACK WELD QUALITY AND LOCATION).

10. CHECK WELDING EQUIPMENT. (QC - O; QA - N/A)

STEEL CONSTRUCTION - DURING WELDING

1. USE OF QUALIFIED WELDERS. (QC - O; QA - O)

2. CONTROL AND HANDLING OF WELDING

CONSUMABLES. (QC - O; QA - O)

A. PACKAGING.

B. EXPOSURE CONTROL.

3. NO WELDING OVER CRACKED TACK WELDS. (QC - O;

QA - O)

4. ENVIRONMENTAL CONDITIONS.

A. WIND SPEED WITHIN LIMITS.

B. PRECIPITATION AND TEMPERATURE.

5. WPS FOLLOWED. (QC - O; QA - O)

A. SETTINGS ON WELDING EQUIPMENT.

B. TRAVEL SPEED.

C. SELECTING WELDING MATERIALS.

D. SHIELDING GAS TYPE/FLOW RATE.

E. PREHEAT APPLIED.

F. INTERPASS TEMPERATURE MAINTAINED

(MIN./MAX.).

G. PROPER POSITION (F, V, H, OH).

6. WELDING TECHNIQUES. (QC - O; QA - O)

A. INTERPASS AND FINAL CLEANING.

B. EACH PASS WITH PROFILE LIMITATIONS.

C. EACH PASS MEETS QUALITY REQUIREMENTS.

7. PLACEMENT AND INSTALLATION OF STEEL HEADED

STUD ANCHORS

(QC - P; QA - P)

SPECIAL INSPECTIONS CONTINUED (IBC 2018)

CONCRETE CONSTRUCTION

1. INSPECTION OF REINFORCEMENT AND VERIFY

PLACEMENT. (PERIODIC)

2. REINFORCING BAR WELDING:

A. VERIFY WELDABILITY OF REINFORCING BARS

OTHER THAN ASTM A706. (PERIODIC)

B. INSPECT SINGLE-PASS FIILLET WELDS, MAXIMUM

5/16". (PERIODIC)

C. INSPECT ALL OTHER WELDS. (CONTINUOUS)

3. INSPECT ANCHORS CAST IN CONCRETE. (PERIODIC)

4. INSPECT ANCHORS POST-INSTALLED IN HARDENED

CONCRETE MEMBERS.

A. ADHESIVE ANCHORS INSTALLED IN

HORIZONTALLY OR UPWARDLY INCLINED

ORIENTATIONS TO RESIST SUSTAINED TENSION

LOADS. (CONTINUOUS)

B. MECHANICAL ANCHORS AND ADHESIVE

ANCHORS NOT DEFINED IN 4.A. (PERIODIC)

5. VERIFY USE OF REQUIRED DESIGN MIX. (PERIODIC)

6. PRIOR TO CONCRETE PLACEMENT, FABRICATE

SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP

AND AIR CONTENT TESTS, AND DETERMINE THE

TEMPERATURE OF THE CONCRETE. (CONTINUOUS)

7. VERIFY MAINTENANCE OF SPECIFIED CURING

TEMPERATURE AND TECHNIQUES. (PERIODIC)

8. INSPECT ERECTION OF PRECAST CONCRETE

MEMBERS. (PERIODIC)

9. INSPECT FORMWORK FOR SHAPE, LOCATION AND

DIMENSIONS OF THE CONCRETE MEMBER BEING

FORMED. (PERIODIC)

MASONRY CONSTRUCTION - LEVEL B

EMPIRICALLY DESIGNED MASONRY, MASONRY VENEER,

GLASS UNIT MASONRY

- RISK CATEGORY IV

ALL OTHER MASONRY - RISK CATEGORY I, II OR III

TEST: VERIFICATION OF SLUMP FLOW AND VISUAL

STABILITY INDEX (VSI) AS

DELIVERED TO THE PROJECT SITE IN ACCORDANCE WITH

SPECIFICATION ARTICLE 1.5 B.1.b.3 FOR SELF-

CONSOLIDATING GROUT.

TEST: VERIFICATION OF f'm IN ACCORDANCE WITH

SPECIFICATION

ARTICLE 1.4 B PRIOR TO CONSTRUCTION, EXCEPT WHERE

SPECIFICALLY EXEMPTED BY THIS CODE.

1. VERIFY COMPLIANCE WITH THE APPROVED

SUBMITTALS. (PERIODIC)

2. AS MASONRY CONSTRUCTION BEGINS, VERIFY THAT

THE FOLLOWING ARE IN COMPLIANCE:

A. PROPORTIONS OF SITE-PREPARED MORTAR.

(PERIODIC)

B. CONSTRUCTION OF MORTAR JOINTS.

(PERIODIC)

C. LOCATION OF REINFORCEMENT AND

CONNECTORS. (PERIODIC)

3. PRIOR TO GROUTING, VERIFY THAT THE FOLLOWING

ARE IN COMPLIANCE:

A. GROUT SPACE. (PERIODIC)

B. GRADE, TYPE, AND SIZE OF REINFORCEMENT

AND ANCHOR BOLTS. (PERIODIC)

C. PLACEMENT OF REINFORCEMENT AND

CONNECTORS. (PERIODIC)

D. PROPORTIONS OF SITE-PREPARED GROUT.

(PERIODIC)

E. CONSTRUCTION OF MORTAR JOINTS.

(PERIODIC)

4. VERIFY DURING CONSTRUCTION:

A. SIZE AND LOCATION OF STRUCTURAL

ELEMENTS. (PERIODIC)

B. TYPE, SIZE AND LOCATION OF ANCHORS,

INCLUDING OTHER DETAILS OF ANCHORAGE OF

MASONRY TO STRUCTURAL MEMBERS, FRAMES

OR OTHER CONSTRUCTION. (PERIODIC)

C. WELDING REINFORCEMENT. (CONTINUOUS)

D. PREPARATION, CONSTRUCTION, AND

PROTECTION OF MASONRY DURING COLD

WEATHER (TEMPERATURE BELOW 40 DEGREES

FAHRENHEIT (4.4 DEGREES CELSIUS)) OR HOT

WEATHER (TEMPERATURE ABOVE 90 DEGREES

FAHRENHEIT (32.2 DEGREES CELSIUS)).

(PERIODIC)

E. PLACEMENT OF GROUT IS IN COMPLIANCE.

(CONTINUOUS)

5. OBSERVE PREPARATION OF GROUT SPECIMENTS,

MORTAR SPECIMENS, AND/OR PRISMS. (PERIODIC)

SOILS

1. VERIFY MATERIALS BELOW SHALLOW FOOTINGS ARE

ADEQUATE TO ACHIEVE THE DESIGN BEARING

CAPACITY. (PERIODIC)

2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER

DEPTH AND HAVE REACHED PROPER MATERIAL.

(PERIODIC)

3. PERFORM CLASSIFICATION AND TESTING OF

COMPACTED FILL MATERIALS. (PERIODIC)

4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND

LIFT THICKNESSES DURING PLACEMENT AND

COMPACTION OF COMPACTED FILL. (CONTINUOUS)

5. PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE

SUBGRADE AND VERIFY THAT SITE HAS BEEN

PREPARED PROPERLY. (PERIODIC)

PRECAST CONCRETE STRUCTURAL ELEMENTS

1. MANUFACTURER'S CERTIFICATE OF COMPLIANCE TO

QUALITY ASSURANCE IN ACCORDANCE WITH THE

PROJECT SPECIFICATIONS IS REQUIRED.

SPECIAL INSPECTIONS CONTINUED (IBC 2018)

STEEL CONSTRUCTION - AFTER WELDING

1. WELDS CLEANED. (QC - O; QA - O)

2. SIZE, LENGTH AND LOCATION OF WELDS. (QC - P; QA -

P)

3. WELD MEET VISUAL ACCEPTANCE CRITERIA. (QC - P;

QA - P)

A. CRACK PROHIBITION.

B. WELD/BASE-METAL FUSION.

C. CRATER CROSS SECTION.

D. WELD PROFILES.

E. WELD SIZE.

F. UNDERCUT.

G. POROSITY.

4. ARC STRIKES. (QC - P; QA - P)

5. K-AREA. (QC - P; QA - P)

6. WELD ACCESS HOLES IN ROLLED HEAVY SHAPES AND

BUILT-UP HEAVY SHAPES. (QC - P; QA - P)

7. BACKING REMOVED AND WELD TABS REMOVED (IF

REQUIRED).

8. REPAIR ACTIVITIES. (QC - P; QA - P)

9. DOCUMENT ACCEPTANCE OR REJECTION OF WELDED

JOINT OR MEMBER. (QC - P; QA - P)

10. NO PROHIBITED WELDS HAVE BEEN ADDED WITHOUT

THE APPROVAL OF THE EOR. (QC - O; QA - O)

STEEL CONSTRUCTION - PRIOR TO BOLTING

1. MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR

FASTENER MATERIALS. (QC - O; QA - P)

2. FASTENERS MARKED IN ACCORDANCE WITH ASTM

REQUIREMENTS.

(QC - O; QA - O)

3. CORRECT FASTENERS SELECTED FOR THE JOINT

DETAIL (GRADE, TYPE, BOLT LENGTH IF THREADS ARE

TO BE EXCLUDED FROM SHEAR PLANE).

(QC - O; QA - O)

4. CORRECT BOLTING PROCEDURE SELECTOR FOR

JOINT DETAIL.

(QC - O; QA - O)

5. CONNECTING ELEMENTS, INCLUDING THE

APPROPRIATE FAYING SURFACE CONDITION AND

HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE

REQUIREMENTS. (QC - O; QA - O)

6. PRE-INSTALLATION VERIFICATION TESTING BY

INSTALLATION PERSONNEL OBSERVED AND

DOCUMENTED FOR FASTENER ASSEMBLIES AND

METHODS USED. (QC - P; QA - O)

7. PROTECTED STORAGE PROVIDED FOR BOLTS, NUTS,

WASHERS AND OTHER FASTENER COMPONENTS.

(QC - O; QA - O)

STEEL CONSTRUCTION - DURING BOLTING

1. FASTENER ASSEMBLIES PLACED IN ALL HOLES AND

WASHERS ARE POSITIONED AS REQUIRED. (QC - O;

QA - O)

2. JOINT BROUGHT TO THE SNUG-TIGHT CONDITION

PRIOR TO THE PRETENSIONING OPERATION. (QC - O;

QA - O)

3. FASTENER COMPONENT NOT TURNED BY THE

WRENCH PREVENTED FROM ROTATING. (QC - O; QA -

O)

4. FASTENERS ARE PRETENSIONED IN ACCORDANCE

WITH THE RCSC SPECIFICATION, PROGRESSING

SYSTEMATICALLY FROM THE MOST RIGID POINT

TOWARD THE FREE EDGES. (QC - O; QA - O)

STEEL CONSTRUCTION - AFTER BOLTING

1. DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED

CONNECTIONS.

(QC - P; QA - P)

COLD-FORMED STEEL DECK

1. SPECIAL INSPECTIONS AND QUALIFICATION OF

WELDING SPECIAL INSPECTORS FOR COLD-FORMED

STEEL FLOOR AND ROOF DECK SHALL BE IN

ACCORDANCE WITH THE QUALITY ASSURANCE

INSPECTION REQUIREMENTS OF SDI-QA/QC-2017.

D F G H J K L

2'-8 1/2" 8'-6 3/4" 4'-1 1/2" 16'-0" 20'-0" 16'-0" 24'-3" 15'-5" 8'-6" 8'-3" 12'-0"

'-1

3/

4"

4' -0

1'

-3

/8

5/

8"

9' -1

3/

8"

'-8

'-7

/8

'-5

/4

'-2

/4

2'

-0

C

HSS5X5X1/4

HSS5X5X1/4

HSS6X6X5/16

HSS6X6X5/16

HSS6X6X5/16

HSS6X6X5/16

HSS6X6X5/8

HSS6X6X5/8HSS6X6X5/8

HSS6X6X5/8

HSS4-1/2X4-1/2X1/4

HSS5X5X1/4

HSS5X5X1/4

HSS4X4X1/4

4" CONCRETE SLAB ON GRADE W/

6X6 W2.9XW2.9 W.W.F. ON 15 MIL.

VAPOR BARRIER OVER 4" GRANULAR

FILL - TYPICAL U.N.O.

F3.5

F3.5

F6.0

F6.0

F6.0

F6.0

F6.0

F6.0 F6.0

F6.0

F6.0

F6.0

F4.0

F4.0

C .J

C .J

C .J

C .J

. C .J

C .J

C.J.

C.J.

C.J.

C.J.

C.J.

GB2-0

G B

2-

G B

2-

G B

2-

G B

2-

G B

2-

G B

2-

G B

2-

G B

2-

1 1

4 4 4 4

4 4 4 4

T S

1-

T S

1-

T S

1-

M

IN

. L

2'

-6

S H

E A

R W

A

LL

T Y

P E

'A

M

IN

. L

2'

-6

S H

E A

R W

A

LL

T Y

P E

'A

M

IN

. L

2'

-6

S H

E A

R W

A

LL

T Y

P E

'A

M

IN

. L

6'

-0

S H

E A

R W

A

LL

T Y

P E

'A

M

IN

. L

6'

-0

S H

E A

R W

A

LL

T Y

P E

'A

SB502

SB502

SB502

SB502

SB502

SB502

SB502

SB502

SB502

SB502

M

F3.0B

HSS4X4X1/4

F3.0B

HSS4X4X1/4

T S

1-

HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4 HSS4X4X1/4

3'-9" 11'-3 1/4" 7'-8 1/4" 2'-0 3/4" 4 3/4"

4 3/4" 7'-8 1/4"

8 3/4"2'-5" 12'-7 1/4"

HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4 HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4

HSS4X4X1/4

G B

2-

G B

2-

GB2-0

GB2-0

GB2-0

4" CONCRETE SLAB ON GRADE

W/ 6X6 W2.9XW2.9 W.W.F. ON

15 MIL. VAPOR BARRIER OVER

4" GRANULAR FILL - TYP U.N.O

GB2-0

81"

81"

81"101"81"81"

N P

GB2-0

G B

2-

F5.0

F5.0F5.0

F5.0

F5.0F5.0

F5.0F5.0

75" 75"

HSS8X8X1/4HSS8X8X1/4

HSS8X8X1/4HSS8X8X1/4

HSS8X8X1/4HSS8X8X1/4

HSS8X8X1/4HSS8X8X1/4

1GB2-0

C F

2-

C.J.

C .J

C .J

C .J

C.J.

C.J.

C.J.

C.J.

C.J.

C .J

C .J

C .J

.C .J

F4.0

HSS4X4X1/4

C .J

C .J

C .J

C .J

C .J

C.J.

135'-9 3/4"

GB2-0

G B

2-

(T.O.F. = 98'-0") (T.O.F. = 99'-4")

(T.O.F. = 98'-0")

(T.O.F. = 99'-4")

(T.O.F. = 99'-6")

G B

1-

SB502

C .J

C.J.

SB502

SB502

SB502

SB502

AX

9'-6" 39'-11"

E B

3.78°

9' -6

SB502

C .J

CF2-0

SB502

5' -9

'-6

(T.O.F. = 98'-0")

7'-0"

(T.O.F. = 100'-8")

20'-0"

(T.O.F. = 102'-0")

9'-0"

(T.O.F. = 102'-8")

(T.O.F. = 102'-8")

(T.O.F. = 102'-0")

(T.O.F. = 100'-8")6'-0" 18'-0"

7' -6

(T.O.F. = 99'-4")

7'-0"

3.78°

SB502

SB502

SB502

22"X42" CONC.

PIER - TYP

CONC SLAB -

SEE CIVIL

M

IN

. L

4'

-0

S H

E A

R W

A

LL

T Y

P E

'A

M

IN

. L

4'

-0

S H

E A

R W

A

LL

T Y

P E

'A

14'-5 1/4"

'-6

/8

SB502

SB502

SB502

SIM

C.J.

HSS4X4X1/4

HSS4X4X1/4

F3.0B F3.0B

SB502

22"X42" CONC.

PIER - TYP

Drawing Title

Approved:

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. ofRevisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management on e ei gh th in ch o ne fo ot th re e in ch es o ne fo ot 6"

6" on e an d on e ha lf in ch es o ne fo ot on e in ch o ne fo ot

6" 6" th re e qu ar te rs in ch o ne fo ot on e ha lf in ch o ne fo ot th re e ei gh th s in ch o ne fo ot on e qu ar te r in ch o ne fo ot

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

TSA PROJECT

NO.:

Department of Veterans Affairs

CONSTRUCT CLC COTTAGE

- HOSPICE

438-420

SIOUX FALLS, SD

06/30/2021

FOUNDATION PLAN

KMW MJN

KMW

SB101

46 90 06054.034

FOUNDATION PLAN NOTES:

A REFERENCE SHEET S-001 FOR STRUCTURAL NOTES

AND SHEET S-000 FOR SCHEDULES.

B REFERENCE SHEET SB501 FOR TYPICAL FOUNDATION

DETAILS NOT NECESSARILY INDICATED ON PLAN.

C VERIFY ALL DIMENSIONS WITH ARCHITECTURAL

DRAWINGS.

REF. NOTES ( ):X

1 STRUCTURAL STOOP - SEE SHEET SB501 FOR TYPICAL

DETAIL. REFERENCE ARCHITECTURAL DRAWINGS FOR

STOOP DIMENSIONS.

2 'C.J.' INDICATES CONTROL JOINT - SEE TYPICAL DETAIL

ON SHEET SB501 AND STRUCTURAL NOTES ON SHEET

S-001 FOR MORE INFORMATION.

3 PROVIDE (2) #4 X 3'-0"-LONG BARS @ 4" O.C. CENTERED

IN SLAB AT ALL RE-ENTRANT CORNERS WITHOUT

CONTROL JOINTS (C.J.) AND AT ENDS OF CONTROL

JOINTS TERMINATED WITHIN SLAB - TYPICAL.

4 SHEAR WALL TYPE 'A' - MIN. L = 6'-0"

13 PROVIDE 1 1/8" THICK BASE PLATE W/ 1" DIAMETER

ANCHOR BOLTS @ THIS COLUMN - TYPICAL @ MOMENT

FRAMES

15 SLEEVE THRU GRADE BEAM FOR UTILITIES AS

REQUIRED. REFERENCE TYPICAL DETAIL 8/SB501.

17 3" CONCRETE W/ #3 BARS @ 12" O.C. OVER 2" TYPE 'C'

16 GAUGE NON-COMPOSITE METAL DECK, TYPICAL

(U.N.O.) - SEE METAL DECK SCHEDULE ON SHEET S-000

FOR MORE INFORMATION.

18 FLOOR DRAIN - SEE MECH. AND SEE ARCH FOR FLOOR

SLOPE.

19 SYMBOL INDICATES FOOTING STEP - SEE TYPICAL

DETAIL 9/SB501.

20 MECHANICAL DUCTBANK - SEE MECH & SEE DETAILS 5

& 12 ON SB502 FOR CONDITIONS AT EXISTING

BUILDINGS.

D ARCHITECTURAL ELEVATION 100’-0” IS EQUAL TO CIVIL

ELEVATION 1498.00’.

E TOP OF FOOTING (T.O.F.) ELEVATION IS 99'-4", TYPICAL

U.N.O.

F FINISHED FLOOR ELEVATION (F.F.E.) IS 100'-0",

TYPICAL U.N.O.

G GRADE BEAMS ARE REQUIRED AT ALL EXTERIOR

WALLS. BOTTOM OF GRADE BEAM SHALL HAVE A

MINIMUM DEPTH OF 42” BELOW EXTERIOR GRADE.

H THICKENED SLAB FOOTINGS ARE REQUIRED AT ALL

INTERIOR LOAD BEARING WALLS.

J PAD FOOTINGS ARE REQUIRED BELOW ALL

STRUCTURAL COLUMNS.

K STRUCTURAL STOOPS ARE REQUIRED AT ALL

EXTERIOR SWING DOORS. SEE TYPICAL DETAIL ON

SHEET SB501.

SCALE: 1/8" = 1'-0"

1 FOUNDATION PLAN

L SHEAR WALLS SHOWN EXTEND FROM FIRST FLOOR

UP TO ROOF, TYPICAL.

PLAN

NORTH

TRUE

NORTH

1 ADDENDUM NO 1 6/30/21

PLAN VIEW

THIS DETAIL APPLICABLE TO:

1. ALL PERIMETER FOUNDATION GRADEWALLS

2. ALL PERIMETER FOUNDATION GRADEBEAMS

3. ALL CONCRETE WALLS

REINFORCING PER

PLANS OR GENERAL

NOTES

30"X30" CORNER

BARS TO MATCH

SIZE AND SPACING

OF HORIZONTAL

REINFORCING

REINFORCING PER

PLANS OR GENERAL

NOTES

INTERIOR WALL

OR BEAM

EXTERIOR

WALL OR BEAM

ALTERNATE BEND 30"X30" CORNER BARS TO

MATCH SIZE AND SPACING

OF HORIZONTAL

REINFORCING

T

T /3

T /4

3/16".

TYPICAL CONTROL JOINT (C.J.)

TYPICAL KEYED CONSTRUCTION JOINT

SAWCUT JOINT

& SEAL

SPECIFIED SLAB

REINFORCEMENT - SEE

PLAN AND GENERAL NOTES

5/8" DIA. DOWELS

@ 12" O.C. X 1'-6"

SEALANT

NOTES:

1. ALL FLOOR SLABS SHALL BE PLACED IN PAVING LANE PATTERN.

A MAXIMUM JOINT SPACING OF 12'-0" U.N.O. AND A MAXIMUM SLAB

PANEL ASPECT RATIO (LENGTH/WIDTH) OF 1.5 SHALL BE

OBSERVED.

2. ALL JOINTS TERMINATING A POUR SHALL BE KEYED

CONSTRUCTION JOINTS.

3. TIME SAW CUTTING OPERATION TO PRECLUDE SHRINKAGE,

CRACKING AND DISLODGING OF AGGREGATE.

OPTION 'A': LEAN CONCRETE FILL OPTION 'B': STRUCTURAL SLAB

CONC. FOUNDATION -

SEE PLAN

1/2" EXPN. JT. MATL.

6" CONC. W/ #4

@ 12" O.C. E.W.

LEAN CONCRETE FILL

SEE PLANS FOR

REQUIRED WIDTH

OF EACH STOOP

1/2" EXPN. JT. MATL.

SEE PLAN

1" S

LO

P

E

V O

ID

8"

SEE PLAN

1" S

LO

P

E

CONC. FOUNDATION -

SEE PLAN

1/2" EXPN. JT. MATL.

6" CONC. W/ #4 @ 12"

O.C. E.W. OVER 1 1/2",

'C', 20 GA. GALV. (G90)

METAL DECKING

EXTERIOR PAVING

(SEE CIVIL)

1/2" EXPN. JT. MATL.

#4 BENTS @ 1'-0" O.C.

ALL SIDES TYP.

18"

8"

8" X 3'-4" CONC. FTG. W/

(2) #5 TOP & BOTTOM &

#4 VERT. @ 24" O.C.

DIA.

(IN.)

MIN. L (IN.)

U.N.O.

3/4

L

1/

2"

ANCHOR ROD

1 1/4 12

NOTE:

1. SEE TYPICAL DETAIL THIS SHEET FOR CONTROL JOINT REQUIREMENTS.

2. FOR CLARITY COLUMN OMITTED.

3. FOR CONFIGURATION OF SPECIFIC CLOSURE POURS, SEE PLAN.

1/2" EXPANSION JOINT W/

COMPRESSIBLE FILLER

CONCRETE CONTROL

JOINT (C.J.) WHERE

SHOWN ON PLAN

CENTERLINE OF COLUMN

4' - 0" (M

AX.)

2'-0" (MIN.)

6" 3'

-0

M A

X

1' -4

M

IN

1'-6" MIN.

MIN.

6"

M

IN

6"

PIPE

CONDITION NO. 1

CONDITION NO. 3

PIPE SLEEVE AS SPECIFIED

CONDITION NO. 2

LEAN CONCRETE TO BE

PLACED BEFORE FOOTING -

MAKE SAME WIDTH AS

FOOTING AND FULL WIDTH OF

PIPE TRENCH

WHERE PIPE IS LAID

BELOW THE 2:1 SLOPE

LINE, FILL TRENCH W/

LEAN CONCRETE TO

SLOPE LINE

NOTES:

THIS DETAIL COVERS THREE POSSIBLE CONDITIONS THAT

MAY OCCUR…