36E77619R0036-006.pdf

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Stamp

730 Second Avenue South, Suite 1100 Minneapolis, MN, 55402-2455 Tel 612-338-8741 Fax 612-338-4840

1 2 3

EST. 1915

100% BID DOCUMENTS

10/01/2018

Outpatient Mental Health Building

VA #438-450

2501 W 22nd St, Sioux Falls, SD, 57105

KEY PLAN

U.S. Department of Veterans Affairs

NOT FOR CONSTRUCTION

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OMAHA | LINCOLN | COLORADO SPRINGS

FARRIS ENGINEERING

farris-usa.com

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CONSULTANT

Drawing Title

Approved: Project Director

Project Title

Location

Issue Date Checked Drawn

Project Number

Building Number

Drawing Number

Dwg. of

Office of Construction and Facilities Management

1 2 3 4 5 6 7 8 9 10

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Phase

FULLY SPRINKLERED

ARCHITECT/ENGINEER OF RECORD

AE PROJECT NO.: 14541

Stamp

730 Second Avenue South, Suite 1100 Minneapolis, MN, 55402-2455 Tel 612-338-8741 Fax 612-338-4840

1 2 3

EST. 1915

100% BID DOCUMENTS

10/01/2018

Outpatient Mental Health Building

VA #438-450

2501 W 22nd St, Sioux Falls, SD, 57105

KEY PLAN

U.S. Department of Veterans Affairs

NOT FOR CONSTRUCTION

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OMAHA | LINCOLN | COLORADO SPRINGS

FARRIS ENGINEERING

farris-usa.com

FE#:172074

CONSULTANT

Drawing Title

Approved: Project Director

Project Title

Location

Issue Date Checked Drawn

Project Number

Building Number

Drawing Number

Dwg. of

Office of Construction and Facilities Management

1 2 3 4 5 6 7 8 9 10

1 2 3 4 5 6 7 8 9 10

A

B

C

D

E

F

A

B

C

D

E

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Phase

FULLY SPRINKLERED

ARCHITECT/ENGINEER OF RECORD

AE PROJECT NO.: 14541

Stamp

730 Second Avenue South, Suite 1100 Minneapolis, MN, 55402-2455 Tel 612-338-8741 Fax 612-338-4840

EST. 1915

100% BID DOCUMENTS

10/01/2018

Outpatient Mental Health Building

VA #438-450

2501 W 22nd St, Sioux Falls, SD, 57105

U.S. Department of Veterans Affairs

NOT FOR CONSTRUCTION

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EQUIPMENT LEGEND

KEY DISCRIPTION ACTIVATED BY

1 GRAB BAR CC

2 GRAB BAR CC

3 TOILET TISSUE DISPENSER VC

4 FEMININE NAPKIN DISPOSAL CC

5 PAPER TOWEL DISPENSER, HANDS FREE VC

6 SOAP DISPENSER VC

7 MIRROR CC

8 WASTE BASKET VV

9 PAPER TOWEL DISPENSER VC

10 GLOVE DISPENSER VC

11 HAND SANITIZER DISPENSER VC

12 WALL MOUNTED WORK STATION AND COMPUTER VC

13 SCALE VV

14 COPY/PRINTER VV

15 PAPER SHREDDER VV

16 PRINTER VV

17 COAT HOOK CC

18 BABY CHANGING STATION CC

19 MAIL SLOTS VV

20 KIOSK VV

21 UNDER COUNTER REFRIGERATOR VV

22 EXAM TABLE VV

23 STAND VV

24 COMPUTER VV

25 STOOL VV

26 BIOHAZARD BASKET VV

27 SPECIMEN PASS THROUGH CC

28 FAX VV

29 DRUG STORAGE CABINET VV

30 RETURN BIN VV

31 MEDICATION REFRIGERATOR VV

32 12"X24" STAINLESS STEEL SHELF VC

33 REFRIGERATOR VV

34 COFFEE BREWER VV

35 MICROWAVE VV

36 WASTE BASKET VV

37 CLEANING VACCUM VV

38 TRASH CART VV

39 CLEANING CART VV

40 EXTRACTOR VV

41 BRUNISHER VV

42 SCRUBBER VV

43 FLOOR SCRUBBER VV

44 SHELF CC

45 WALL MOUNTED SPHYGMOMANOMETER VV

46 SHARP W/GLOVE DISPENSER VC

47 SMART BOARD VV

48 COAT RACK VV

49 CONTROL STATION W/ COMPUTER VV

50 5"x18" STAINLESS STEEL SHELF CC

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1/4" = 1'-0"

ENLARGED EQUIPMENT PLAN - 137

*: SEE DOOR SCHEDULES FOR

ADDITIONAL LOCATIONS OF COAT HOOK .

CONTRACTOR TO PROVIDE ADDITIONAL ANGLES TO SUPPORT DECKING AT AREAS

WHERE DECK IS CUT FOR COLUMNS OR OTHER PENETRATIONS TO INSURE NO

WEAKENED AREAS IN DECKING

5.

PROVIDE CLOSURE PLATES FOR DECK AT EDGES OF ALL CONCRETE UNLESS

NOTED OTHERWISE.

4.

THE CONCRETE SLAB OVER THE FLOOR DECK SHALL BE REINFORCED AS

NOTED ON THE DRAWINGS

3.

THE FLOOR DECK SHALL BE FASTENED TO SUPPORTING STEEL IN ACCORDANCE

WITH THE PROJECT MANUAL

2.

1. THE FLOOR DECK SHALL BE AS INDICATED ON THE DRAWINGS.

CONTRACTOR TO PROVIDE ADDITIONAL ANGLES TO SUPPORT DECKING AT AREAS

WHERE DECK IS CUT FOR COLUMNS OR OTHER PENETRATIONS TO INSURE NO

WEAKENED AREAS IN DECKING

4.

PROVIDE GALVANIZED DECK OVER ALL AREAS - G60 WITH GRAY PRIMER TOP AND BOTTOM3.

THE DECK SHALL BE FASTENED TO SUPPORTING STEEL IN ACCORDANCE WITH

THE PROJECT MANUAL.

2.

1. THE ROOF DECK SHALL BE AS INDICATED ON THE DRAWINGS.

STEEL ERECTOR SHALL PROVIDE THE NECESSARY BRACING FOR STRUCTURE

STABILITY DURING ERECTION AND UNTIL ALL STEEL IS PLUMB AND SECURED.

7.

6.

COMPOSITE BEAMS NEED NOT BE SHORED DURING CONSTRUCTION.5.

COMPOSITE BEAM CONNECTIONS SHALL BE DESIGNED FOR A MINIMUM END REACTION

OF 0.80 x MAXIMUM TOTAL UNIFORM LOAD APPROPRIATE FOR BEAM SPAN.

4.

STANDARD BEAM CONNECTIONS SHALL BE DESIGNED FOR A MINIMUM END REACTION

OF 0.60 x MAXIMUM TOTAL UNIFORM LOAD APPROPRIATE FOR BEAM SPAN.

3.

UNLESS DETAILED OTHERWISE, ALL FIELD CONNECTIONS SHALL BE MADE USING 3/4" DIAMETER

ASTM F3125 GRADE A325 (N) HIGH STRENGTH BOLTS ('SC' INDICATES SLIP CRITICAL

TYPE : 'N' INDICATES BEARING TYPE WITH THREADS IN SHEAR PLANE: 'X' INDICATES

BEARING TYPE WITH THREADS EXCLUDED FROM SHEAR PLANES).

2.

UNLESS DETAILED OTHERWISE, BEAM CONNECTIONS SHALL BE SELECTED TO SUPPORT

THE END REACTION TABULATED USING THE "MAXIMUM TOTAL UNIFORM LOAD" IN PART 3

OF THE AISC STEEL CONSTRUCTION MANUAL, FOURTEENTH EDITION. FOR THE GIVEN BEAM

SIZE, SPAN AND STEEL SPECIFICATION, USING THE FACTORS BELOW OR FOR THE BEAM

REACTION SHOWN ON THE DRAWINGS, WHICHEVER IS GREATER - UNLESS DETAILED

OTHERWISE, CONNECTIONS SHALL CONFORM TO THOSE SHOWN IN PART 9 THRU PART 14

OF THE AISC STEEL CONSTRUCTION MANUAL, FOURTEENTH EDITION.

1.

SEE ARCHITECTURAL FOR LOCATION OF CONTROL JOINTS, MASONRY OPENINGS

AND EMBEDDED ANCHORS FOR DOORS, EXTEND CONTROL JOINTS FULL HEIGHT

OF CMU WALL.

10.

ALL BEARING PLATES SHALL BE CENTERED ON WALLS AND CMU COLUMNS

UNLESS NOTED OTHERWISE

9.

FILL ALL BLOCK LINTELS AND BOND BEAMS SOLID WITH CMU COREFILL8.

ALL LINTELS OR STEEL BEAMS SHALL BEAR A MINIMUM OF 8" ON SOLID MASONRY.

FILL BLOCK CORES UNDER ALL BEARINGS WITH CONCRETE CMU VERTICAL COREFILL A

MINIMUM OF 3 COURSES DOWN FOR A 24" LENGTH OF WALL UNLESS NOTED OTHERWISE.

7.

PROVIDE STANDARD HORIZONTAL JOINT REINFORCEMENT AT 16" OC FULL HEIGHT

OF WALL.

1.

PROVIDE VERTICAL REINFORCEMENT FULL HEIGHT OF WALL (FOOTING TO TOP

OF WALL OR PARAPET) - DOWEL TO FOOTING.

2.

JAMB REINFORCING UNO: REINFORCE NUMBER OF CORES SHOWN BELOW WITH 2-#5

BARS (1 EACH FACE, FULL HEIGHT) EACH SIDE OF OPENING.

3.

a. OPENINGS < = 4'-0": 1 CORE

b. 4'-0" < OPENINGS < = 8'-8": 2 CORES

c. 8'-8" < OPENINGS < = 10'-0": 3 CORES

d. 10'-0" < OPENINGS < = 11'-0": 5 CORES

BOND BEAM REINFORCEMENT SHALL BE CONTINUOUS AT CONTROL JOINTS,

CORNERS, AND STEPPED BOND BEAMS - LAP REINFORCEMENT 48 BAR DIAMETERS.

4.

LAP ALL VERTICAL AND HORIZONTAL REINFORCEMENT 48 BAR DIAMETERS.5.

FOR ALL OPENINGS, THROUGH MASONRY WALLS INCLUDING MECHANICAL AND ELECTRICAL

OPENINGS, PROVIDE ONE OF THE FOLLOWING UNLESS NOTED OTHERWISE.

6.

a. STEEL ANGLE LINTELS:

1-3 1/2x3 1/2x1/4 ANGLE FOR EACH 4" THICKNESS OF WALL FOR SPANS UP TO 4'-0" 1-5x3 1/2x5/16 ANGLE FOR EACH 4" THICKNESS OF WALL FOR SPANS UP TO 5'-0" 1-6x3 1/2x5/16 ANGLE FOR EACH 4" THICKNESS OF WALL FOR SPANS UP TO 6'-0"

b. BLOCK LINTELS: (8" HIGH UNLESS NOTED OTHERWISE)

12" BLOCK 8" BLOCK 6" BLOCK

2-#4 BOT 2-#4 BOT 1-#4 BOT NON-BEARING WALL UP TO 3'-4" SPAN

2-#5 BOT 2-#5 BOT 1-#5 BOT NON-BEARING WALL 3'-5" TO 6'-4" SPAN

ALL COLUMNS SHALL BE CENTERED ON GRID LINES UNLESS NOTED OTHERWISE.1.

ALL COLUMNS FOOTINGS SHALL BE CENTERED ON COLUMNS UNLESS NOTED OTHERWISE.2.

ALL WALL FOOTINGS SHALL BE CENTERED ON WALLS UNLESS NOTED OTHERWISE.3.

FOOTING SHALL BEAR ON UNDISTURBED, NATURAL MATERIAL OR COMPACTED FILL.1.

THE NATURAL SOIL BELOW THE ENGINEERED FILL OR FOOTINGS SHALL BE

SURFACE COMPACTED.

2.

IF THE SOIL AT THE FOOTING ELEVATIONS SHOWN IS OF QUESTIONABLE BEARING

VALUE, NOTIFY THE ARCHITECT'S OFFICE IMMEDIATELY.

3.

AFTER FOOTING EXCAVATIONS ARE COMPLETED AND BEFORE PLACING CONCRETE,

THE EXCAVATED AREAS SHALL BE REVIEWED BY THE INDEPENDENT TESTING

LABORATORY (ITL).

4.

REINFORCING STEEL SHALL BE NEW AND ALL BARS SHALL BE DEFORMED.1.

CONCRETE PROTECTIVE COVERING FOR REINFORCEMENT AT SURFACES NOT

EXPOSED DIRECTLY TO THE GROUND OR WEATHER SHALL BE 3/4" FOR SLABS,

JOISTS AND WALLS AND 1 1/2" FOR COLUMN TIES.

2.

CONCRETE PROTECTIVE COVERING FOR REINFORCEMENT AT SURFACES WHICH

WILL BE EXPOSED TO THE WEATHER OR BE IN CONTACT WITH THE GROUND

SHALL BE 2" FOR BARS LARGER THAN #5 AND 1 1/2" FOR #5 BARS OR SMALLER

PROVIDE 3" COVER BELOW FOOTING BARS.

3.

LOCATION AND SIZES OF OPENINGS, SLEEVES, ETC., REQUIRED FOR OTHER

TRADES MUST BE VERIFIED BY THESE TRADES BEFORE PLACING CONCRETE.

4.

FOR CONSTRUCTION, CONTROL AND EXPANSION JOINTS IN WALLS AND SLABS,

SEE PROJECT MANUAL AND DETAILS.

5.

1. DESIGN CODES - (ALL LATEST EDITIONS UNLESS NOTED)

- AMERICAN CONCRETE INSTITUTE (ACI) 318-14

- AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) 360-10

- AMERICAN WELDING SOCIETY (AWS)

- NATIONAL CONCRETE MASONRY ASSOCIATION (NCMA)

- STEEL JOIST INSTITUTE (SJI)

- STEEL DECK INSTITUTE (SDI)

- INTERNATIONAL BUILDING CODE (IBC) 2015

- SOUTH DAKOTA STATE BUILDING CODE 2015

- STRUCTURAL STEEL (ASTM A992)

- STRUCTURAL PLATES,

CHANNELS AND ANGLES (ASTM A36)

- STRUCTURAL TUBING (ASTM A500, GRADE B)..

- STRUCTURAL PIPE (ASTM A53, GRADE B)

- CAST-IN-PLACE CONCRETE:

(EXCEPT GROUT AND COREFILL)

- FOOTINGS

- FOUNDATION WALLS AND

GRADE BEAMS

- NON-INDUSTRIAL SLABS-ON-GRADE

- EXTERIOR SLABS-ON-GRADE

(AIR ENTRAINED)

- CONCRETE OVER METAL DECK

- TOPPING AND STAIR PAN FILL

- CMU COREFILL

(LINTELS AND BOND BEAMS)

- CMU VERTICAL COREFILL

- ALL OTHER CONCRETE

- REINFORCING STEEL:

- TYPICAL BARS (ASTM A615, GRADE 60)

- WELDABLE BARS (ASTM A706, GRADE 60)

- CONCRETE MASONRY

- ROOFS

- LOBBIES, CORRIDORS, AND STAIRS

- MECHANICAL EQUIPMENT FLOORS

2. DESIGN STRESSES

3. DESIGN LIVE LOADS

- SOIL BEARING PRESSURE

- SUBGRADE MODULUS

- FROST DEPTH FOR FOOTINGS

- LATERAL EARTH

EQUIVALENT FLUID PRESSURE:

- AT-REST

- FOUNDATION DESIGN IS BASED ON REQUIREMENTS OF

GEOTECHICAL INVESTIGATION REPORT #17-F93

DATED: 01-05-2018

PREPARED BY: GEOTEK ENGINEERING & TESTING SERVICES, INC

4. DESIGN SOIL BEARING PRESSURES

a. FABRICATORS (REQUIRED), EXCEPT WHEN FABRICATOR MAINTAINS ONGOING

INSPECTIONS BY AN APPROVED INDEPENDENT INSPECTOR OR QUALITY CONTROL

AGENCY (NOT REQUIRED) SEE SECTION 1704.2

b. STEEL CONSTRUCTION (REQUIRED AS DETAILED IN SECTION 1705.2)

c. CONCRETE CONSTRUCTION (REQUIRED AS DETAILED IN SECTION 1705.3)

d. STRUCTURAL MASONRY CONSTRUCTION (REQUIRED AS DETAILED IN SECTION 1705.4)

e. FOR ADDITIONAL INSPECTION REQUIREMENTS SEE PROJECT MANUAL SECTION 014533

1. PROVIDE SPECIAL INSPECTIONS FOR THE FOLLOWING ITEMS AS NOTED:

B. SPECIAL INSPECTIONS....................................................BASED ON IBC

2. SPECIAL INSPECTION REPORTS AND A FINAL REPORT IN ACCORDANCE WITH SECTION 1704.2.4 SHALL BE SUBMITTED TO THE BUILDING OFFICIAL PRIOR TO THE TIME THAT PHASE OF WORK IS

APPROVED FOR OCCUPANCY.

C. GENERAL INFORMATION

A. DESIGN DATA

D. FOOTINGS

E. CAST-IN-PLACE CONCRETE

F. CONCRETE MASONRY

G. STRUCTURAL STEEL

J. STEEL ROOF DECK

K. STEEL FLOOR DECK

GENERAL STRUCTURAL NOTES

SCREED THE CONCRETE TO THE DECK. DO NOT USE LASER SCREEDS UNLESS

APPROVED BY THE ARCHITECT.

6.

L. COLD FORMED METAL FRAMING

DESIGN: ALL STUDS, JOISTS AND CONNECTIONS, NOT SPECIFICALLY DETAILED ON THE DRAWINGS, SHALL BE DESIGNED FOR THE SPACINGS AND LOADS INDICATED, BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF SOUTH DAKOTA, DESIGN SHALL BE IN ACCORDANCE WITH AMERICAN IRON AND STEEL INSTITUTE (AISI) "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL

STRUCTURAL MEMBERS".

1.

FIRE RESISTANCE RATINGS: COMPLY WITH FIRE RESISTANCE RATINGS AS INDICATED AND AS

REQUIRED BY GOVERNING AUTHORITIES AND CODES. PROVIDE MATERIALS, ACCESSORIES, AND

INSTALLATION PROCEDURES WHICH HAVE BEEN LISTED BY UL OR TESTED IN ACCORDANCE

WITH ASTM E119 FOR THE TYPE OF CONSTRUCTION SHOWN.

2.

ALL METAL FRAMING COMPONENTS SHALL BE FORMED FROM STRUCTURAL STEEL SHEET

CONFORMING TO THE REQUIREMENTS OF ASTM A446, WITH A MINIMUM YIELD STRENGTH OF

33,000 PSI.

3.

ALL METAL FRAMING COMPONENTS SHALL HAVE A GALVANIZED FINISH COMPLYING WITH ASTM

A525 FOR A MINIMUM G60 COATING.

4.

ALL METAL FRAMING COMPONENTS SHALL BE CUT SQUARELY FOR ATTACHMENT TO

PERPENDICULAR MEMBERS OR, WHEN REQUIRED, FOR AN ANGULAR FIT TO ABUTTING MEMBERS.

5.

SPLICING OF AXIAL LOADED MEMBERS IS NOT PERMITTED.6.

FASTENING OF COMPONENTS SHALL BE WITH SELF-DRILLING SCREWS OR WELDING AS

STANDARD WITH MANUFACTURER. SCREWS SHALL BE OF SUFFICIENT SIZE TO INSURE

STRENGTH OF THE CONNECTION. ALL WELDS SHALL BE TOUCHED UP WITH A ZINC-RICH PAINT.

AT EXTERIOR WALLS THAT ARE PART OF THE BUILDING ENVELOPE, COAT SCREWS WITH

BITUMINOUS OR ZINC-RICH PAINT. WIRE TYING OF COMPONENTS IS NOT PERMITTED.

7.

FRAMING COMPONENTS MAY BE PREFABRICATED INTO PANELS PRIOR TO ERECTION. FABRICATE

PANELS PLUMB, SQUARE, TRUE TO LINE AND BRACED AGAINST RACKING. PERFORM LIFTING OF

PREFABRICATED PANELS IN A MANNER TO PREVENT DAMAGE OR DISTORTION.

8.

INSTALL FRAMING MEMBERS AS PER MANUFACTURER'S DESIGN AND RECOMMENDATIONS.9.

PROVIDE TEMPORARY BRACING, WHEN REQUIRED, UNTIL ERECTION IS COMPLETE.10.

f'c = 4,500 PSI @ 28 DAYS f'c = 4,500 PSI @ 28 DAYS f'c = 4,000 PSI @ 28 DAYS f'c = 4,000 PSI @ 28 DAYS f'c = 4,000 PSI @ 28 DAYS f'c = 4,000 PSI @ 28 DAYS f'c = 3,000 PSI @ 28 DAYS f'c = 3,000 PSI @ 28 DAYS f'c = 4,000 PSI @ 28 DAYS

Fy = 60,000 PSI Fy = 60,000 PSI f'm = 2,000 PSI @ 28 DAYS

Fy 50,000 PSI

Fy 36,000 PSI Fy 46,000 PSI Fy 35,000 PSI

20 PSF

100 PSF

125 PSF

2000 PSF

100 PCI

48 INCHES

50 PSF/FT

- ULTIMATE WIND DESIGN SPEED

- NOMINAL WIND DESIGN SPEED

- RISK CATEGORY

- WIND EXPOSURE

- ENCLOSURE CLASSIFICATION

- INTERNAL PRESSURE COEFFICIENT

- COMPONENT AND CLADDING LOADING

5. WIND CRITERIA

Vult = 115 MPH Vasd = 90 MPH I I C

ENCLOSED

± 0.18

SEE

PROVIDE GALVANIZED DECK OVER ALL AREAS - G60.7.

MISCELLANEOUS STEEL FRAMING (STAIRS, RAILINGS, ETC.) SHALL BE DESIGNED BY THE

FABRICATOR. THE FABRICATOR SHALL SUBMIT DOCUMENTATION THAT THE DESIGN HAS

BEEN REVIEWED AND APPROVED BY A LICENSED ENGINEER IN THE STATE OF SOUTH

DAKOTA.

a. 6" BLOCK - #4 AT 48"OC

b. 8" BLOCK - #5 AT 32"OC, UNO

c. 12" BLOCK - #5 EACH FACE AT 32"OC, UNO

M. INTERPRETATION OF CONFLICT

SHOULD CONFLICTS OCCUR IN THE CONTRACT DOCUMENTS, THE CONTRACTOR SHALL REQUEST

INTERPRETATION BEFORE PROCEEDING WITH THE ASSOCIATED WORK. ALL SUCH REQUESTS SHALL FIRST BE PRECEDED BY A DILIGENT INVESTIGATION INTO THE CONTRACT DOCUMENTS. EVIDENCE OF SUCH INVESTIGATION SHALL BE COMBINED IN ALL REQUESTS FOR INTERPRETATION SUBMITTED.

IF THE CONTRACTOR FAILS TO MAKE SUCH A REQUEST, NO EXCUSE WILL THEREAFTER BE

ENTERTAINED FOR FAILURE TO CARRY OUT THE WORK IN A SATISFACTORY MANNER. SHOULD

CONFLICTS OCCUR IN OR BETWEEN DRAWINGS AND SPECIFICATIONS, THE CONTRACTOR IS DEEMED TO HAVE ESTIMATES ON THE MORE EXPENSIVE WAY OF DOING THE WORK UNLESS HAVING ASKED FOR, AND OBTAINED, WRITTEN DECISION BEFORE SUBMISSION OF PROPOSAL AS TO WHICH METHOD

OF MATERIALS WILL BE REQUIRED.

1.

2.

- GROUND SNOW LOAD

- FLAT ROOF SNOW LOAD

- SNOW EXPOSURE FACTOR

- THERMAL FACTOR

- SNOW IMPORTANCE FACTOR

6. SNOW CRITERIA

Pg = 40 PSF Pf = 30.8 PSF Ce = 1.00 Ct = 1.10 Is = 1.00

STEEL JOIST SHALL BE DESIGNED FOR ALL SPECIAL LOADING CONDITIONS

SEE FOR SPECIAL JOIST DIAGRAMS.

6.

PROVIDE CEILING EXTENSIONS IN AREAS WHERE CEILINGS OCCUR.5.

EXTEND TOP AND BOTTOM CHORDS WHERE NOTED ON THE DRAWINGS.4.

JOISTS SHALL BE WELDED TO SUPPORTING STEEL IN ACCORDANCE WITH THE

SJI SPECIFICATIONS.

3.

BRIDGING SHALL BE DETERMINED BY THE JOIST SUPPLIER. JOIST BRIDGING SHALL

BE SIZED, SPACED AND INSTALLED ACCORDING TO SJI SPECIFICATIONS UNLESS

NOTED OTHERWISE. JOIST SUPPLIER SHALL DESIGN AND PROVIDE ALL BRIDGING

TERMINATION DETAILS IN THEIR SHOP DRAWINGS PER OSHA REQUIREMENTS.

2.

STEEL JOISTS SHALL BE K OR LH SERIES, WELDED TYPE OF THE DEPTH AND

SIZE SHOWN ON THE DRAWINGS.

1.

H. STEEL JOISTS

/5 SS001

/7 SS001

T/CONC PIER

OR FOOTING

9"

1' -0

3"

4" 6"

A T

3/ 4"

Ø B

O

LT

S

A T

1" Ø

B O

LT

S

2 - #4 TIES @ 1"Ø BOLTS

THREADED

PROJECTION

1" GROUT BED AT 3/4"Ø

2" GROUT BED AT 1"Ø

PL 1/2x3 1/2x0'-3 1/2" AT

1"Ø ANCHOR BOLTS

7/

6" 2'-

/2

3/

7/

1'-

7/

6"

7/

6"

2"

1/

2"

PL 3/8x3x0'-3"

7/

6" 2'-

/2

3/

BP-1

CL COL

C L C

O L

GRID

GRID

2"

2"HSS COL

COAT COLUMN AND

ANCHOR BOLTS BELOW

SLAB WITH BITUMASTIC

3" COVER

TYPICAL

FOR FTG SIZE AND REINF

SEE FOOTING SCHEDULE

DWG SS001

FOR COL SIZE, BASE PLATE

SIZE AND ANCHOR BOLTS

SEE COL SCHED ON DWG

SS001

TFE

SEE PLAN

TSE

SEE PLAN

3"

3"

GRID

CONCRETE SLAB

CONC PIER SEE

PLAN & SCHED

3" COVER

TYPICAL

FOR FTG SIZE AND REINF

SEE FOOTING SCHEDULE

DWG SS001

FOR BASE PLATE SIZE

AND ANCHOR BOLTS

SEE COL SCHEDULE ON

DWG SS001

TFE

SEE PLAN

TPE

99'-0"

TSE

SEE PLAN

3"

3"

HK

STD

3" 3"

S P

A C

IN

G

E Q

U A

L

TI

E

GRID

2-ADD'L TIES @ 3"OC

@ TOP OF PIER

2" CLR

PROVIDE 3-#6 IN

PIER @ EA COL THUS: 1'-8"

#4 @ 12"OC TYP

UNO

T-1

1 2

AA

C

D

B

G

H

K

LL

MM

Z.8

36/7

3'-0"

@ EA SUPPORT

SEE PLAN FOR

NUMBER OF SIDE

LAP CONN'S

STEEL DECK DIAPHRAGM NOTES:

1. ALL CONNECTORS TO SUPPORT MEMBERS SHALL BE #12, SELF-DRILLING SCREWS UNLESS NOTED OTHERWISE.

2. ALL CONNECTORS TO SIDELAPS SHALL BE #10 SELF DRILLING SCREWS.

3. PROVIDE CONNECTORS @ 6"OC AT ALL PERIMETER EDGES AND AROUND ALL ROOF OPENINGS.

4. DIAPHRAGM DESIGNS AND CAPACITIES BASED ON DECK ROFILE AND FASTENING SHOWN. SEE PROJECT MANUAL FOR

PROCEDURES FOR PROPOSING ALTERNATE DECK FASTENING METHODS.

5. AT PERIMETER WALLS PROVIDE 2 SELF DRILLING SCREWS EACH DECK FLUTE TO PERIMETER ANGLE

THUS:

X

NOTES:

1. THE WIND PRESSURE DIAGRAM ABOVE REPRESENTS

NET UPLIFT LOADS TO JOISTS IN SERVICE LEVEL LOADS.

2. ADDITIONAL BRIDGING SHALL BE FURNISHED BY THE

ROOF JOIST SUPPLIER TO RESIST THE WIND UPLIFT

PRESSURES SHOWN AND AS REQUIRED FOR LATERAL

JOIST BRACING.

15 PSF

25 PSF1

1 2

AA

C

D

B

G

H

K

LL

MM

Z.8

8'-0"

8' -0

8' -0

8' -0

8'

-0

8'-0"

8'-0"

8'-0"

8' -0

8'-0"

8' -0

8'

-0

8'-0" 8'-0"

8'-0"

8' -0

8'

-0

8'-0" 8'-0"

K

W1

M

18KSP1 DL

W1

160 PLF

LL

485 PLF

DL

W2

160 PLF

LL

180 PLF

DL

W3

160 PLF

LL

180 PLF

DL

W4

160 PLF

LL

300 PLF

W2 W3

W4

26'-6 3 1/ 128" 2'-5 15 5/ 256" 11'-6 3 9/ 256"

1'-0" 4'-8"10'-9"

A

W1

D

18KSP2 DL

W1

160 PLF

LL

300 PLF

DL

W2

160 PLF

LL

180 PLF

DL

W3

160 PLF

LL

180 PLF

DL

W4

160 PLF

LL

485 PLF

W2 W3

W4

7'-9 21 7/ 256" 14'-7 247/ 256" 18'-0 3/ 16"

4'-8" 10'-9"8'-9"

FACTORED (ULTIMATE)

DESIGN WIND PRESSURE (PSF)

TRIBUTARY AREA (SQ FT)

ZONE 10 100 500

NOTES:

1. IT IS PERMITTED TO INTERPOLATE BETWEEN VALUES OF

TRIBUTARY AREA

2. SEE ASCE 7 FOR ADDITIONAL INFORMATION

3. VALUES SHOWN CAN ACT POSTIVELY OR NEGATIVELY

NORMAL TO THE SURFACE

31.9 29.2 29.2

53.6 40.3 34.6

80.6 48.5 34.6

31.6 27.4 24.3

39.0 30.4 24.3

8'-0" TYP

8'-0" T

YP

16'-0" TYP

8'-0" TYP

OMAHA | LINCOLN | COLORADO SPRINGS

FARRIS ENGINEERING

farris-usa.com

FE#:172074

CONSULTANT

Drawing Title

Approved: Project Director

Project Title

Location

Issue Date Checked Drawn

Project Number

Building Number

Drawing Number

Dwg. of

Office of Construction and Facilities Management

1 2 3 4 5 6 7 8 9 10

1 2 3 4 5 6 7 8 9 10

A

B

C

D

E

F

A

B

C

D

E

F

Phase

FULLY SPRINKLERED

ARCHITECT/ENGINEER OF RECORD

AE PROJECT NO.: 14541

Stamp

730 Second Avenue South, Suite 1100 Minneapolis, MN, 55402-2455 Tel 612-338-8741 Fax 612-338-4840

EST. 1915

100% BID DOCUMENTS

10/01/2018

Outpatient Mental Health Building

VA #438-450

2501 W 22nd St, Sioux Falls, SD, 57105

NOT FOR CONSTRUCTION

U.S. Department of Veterans Affairs

/8

/2

:1 :1

P

M C

U s e rs

\D J F o rs c h e n \D o c u m e n ts

\A u to d e s k \R e v it

P ro je c ts

\V A

-S F

-M H

F -S

T R

U C

T D

J F o rs c h e n .r v t

GENERAL STRUCTURAL NOTES,

SCHEDULES AND DETAILS

KDC DJF 58

SS001

COLUMN SCHEDULE

MARK COLUMN SIZE

BASE PLATES

ANCHOR BOLTS REMARKSSIZE (TxWxL) TYPE

C-1 HSS5X5X3/8 3/4x13x1'-1" BP-1 4-3/4"Ø

C-2 HSS6X6X3/8 1x14x1'-2" BP-1 4-3/4"Ø

C-3 HSS7X7X3/8 1 1/4x15x1'-3" BP-1 4-1"Ø

CONCRETE PIER SCHEDULE

MARK PIER SIZE

VERTICAL

REINFORCING TIES REMARKS

P-1 2'-0" x 2'-0" 8-#7 T-1

P-2 2'-4" x 2'-4" 8-#7 T-1

SPREAD FOOTING SCHEDULE

MARK SIZE REINF BOT REINF TOP REMARKS

F-3 3'-0" x 3'-0" x 1'-2" 3-#5

F-4 4'-0" x 4'-0" x 1'-2" 4-#5

F-5 5'-0" x 5'-0" x 1'-2" 5-#5

F-6 6'-0" x 6'-0" x 1'-4" 6-#5

F-7 7'-0" x 7'-0" x 1'-4" 7-#6

F-9 9'-0" x 9'-0" x 1'-6" 9-#6

F-10 10'-0" x 10'-0" x 1'-8" 10-#7

F-28 18'-0" x 8'-0" x 2'-0" #7 @ 11"OC #7 @ 11"OC

F-29 9'-0" x 5'-0" x 1'-6" #6 @ 10"OC

F-30 13'-6" x 13'-0" x 2'-0" 13-#7 13-#7

WALL FOOTING SCHEDULE

MARK SIZE (WxT)

REINF

LONGIT

REINF

TRANSV REMARKS

WF-1 2'-6" x 1'-2" 3-#5 #4 @ 16"OC

NOTES:

1. FOR ANCHOR BOLT DETAIL SEE 3/SS001

2. FOR BASE PLATE DETAILS SEE 4/SS001

NOTES:

1. FOOTING REINFORCING IS EACH WAY UNLESS NOTED OTHERWISE.

2. FOR TYPICAL INTERIOR COLUMN FOOTING SEE 2/SS001NOTES:

1. FOR DIAGRAMMATIC PIER PLAN 1/SS001

2. TPE (TOP OF PIER ELEVATION) = 99'-0" AT PERIMETER, UNO

3. TPE (TOP OF PIER ELEVATION) = 99'-0" AT INTERIOR, UNO

SCALE: NTS3 ANCHOR BOLT DETAIL

SCALE: NTS4 BASE PLATE DETAIL

SCALE: NTS2 TYPICAL COLUMN FOOTING DETAIL

SCALE: NTS1 DIAGRAMMATIC PIER DETAIL

SCALE: NTS6 DECK FASTENING DETAIL

SCALE: NTS8 NET WIND UPLIFT PRESSURES ON ROOF

SCALE: NTS5 SPECIAL JOIST DIAGRAMS

SCALE: NTS7 WIND-COMPONENTS AND CLADDING (ULTIMATE PRESSURES)

Revisions Date

I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the state of Minnesota.

Signature:_____________________________________ Typed or Printed Name:__________________________ Date:______________ License Number:_____________

David J. Stark 10/01/2018 52632

1 2

7 8 9

10 11

12 13

AA

C

D

B

E

G

H

K

LL

MM

J

4'-1" 3'-2" 14'-9" 25'-6" 17'-1" 7'-10" 20'-10" 24'-10" 37'-3" 22'-9" 16'-6" 4'-9"

7'-3" 14'-9" 25'-6" 17'-1" 7'-10" 1'-9" 24'-10" 24'-10" 24'-3" 30'-0" 1'-2" 5'-9" 9'-7" 1'-8"

1' -8

'-4

1' -8

'-2

'-0

'-8

9'

-1

7' -0

9'

-5

4' -9

9'

-5

5' -4

'-1 1"

6' -0

'-4

'-1

1" 9'

-5

1' -8

9' -2

1'

-1 1"

1' -8

1'-8"

6"6" 1'

-2

194'-7"

1'-8" 1'-11"1'-8"

1' -2

6"

4'-0"

1'-0"

8"

1'-2"

6"

6'-0"

B.2

5" CONCRETE SLAB ON GRADE

REINF W/ #4 @ 12"OC EA WAY

TSE = 100'-0"

PROVIDE VAPOR BARRIER

BELOW FLOOR SLAB SEE

DETAIL

7.1 8.3 9.3

10.3

SS001

SS001

1' -2

TYPICAL

INTERIOR

FOOTING

F-5 F-6

F-28

P-2

P-2 P-2

F-4 P-1

TFE = 99'-0"

TYP AT INTERIOR

COLUMN FTGS

UNO

TFE =

97'-0"

F-5

F-5F-5F-5F-5 F-4

F-5 F-7

F-4

F-4

F-7

F-5

F-4 F-5 F-5

F-9

P-1 F-3

F-4 P-1

F-4 P-1

F-4 P-1

F-4 P-1

F-4 P-1

F-4 P-1

F-4 P-1

F-4 P-1

F-4 P-1

F-4 P-1

F-4 P-1

F-4 P-1

F-4 P-1

F-4 P-1

F-4 P-1

F-4 P-1

TFE = 97'-0"

TYP AT EXTERIOR

COLUMN & WALL

FTGS, UNO

F-3

P-1

F-4 P-1

F-4 P-1

F-4

P-1

F-4 P-1

P-1 P-1

P-1

F-4 P-1

P-1

F-4 P-1

3' -5

3'

-1 1"

18'-6" 3'-10"

9'-5"

'-4

5"

P-2

P-2

.0

0°

15.00°

2'-6" THICK MAT FOUNDATION FOR

PRE-FABRICATED ENTRY CANOPY

REINF W/ #7 @ 12"OC EACH WAY

REFER TO ARCH - SIZE & REINF TO

BE CONFIRMED ONCE FINAL

PRE-FABRICATED ENTRY CANOPY

IS SELECTED

TFE = 97'-0"

TPE=

100'-6"

TPE=

100'-6"

WF-1

WF-1

W F

-1

WF-1

W F

-1

W F

-1

W F

-1

W F

-1

WF-1

W F

-1

W F

-1

Z.8

1' -8

6"

1' -2

1' -2

1' -0

9'

-6

6"

1'-8"

6" 6'

-0

6"

1' -2

SB501

SB501

SB501

SB501

8" 6"6"

1'-2" 6"

1'-4"

2"

1'-4" 4"

1' -4

4"

4' -3

4" 1'-4"

6' -4

2'

-5

7"

1' -4

7" 1'-4"

1' -4

4"

4" 1'-4"

4'-3"

6' -0

4" 1'

-4

1'-2" 6"

SB501

SB501

SB501

SB501

GRID

H TO K

GRID

B TO E

SIM, GRID

11 TO 13

SB501

TYP

UNO

SB501

TYP

UNO

SB501

TYP

UNO

SB501

TYP

UNO

SB501

SB501

1' -2

3'

-1

SB501

MECH LINE INVERT

EL = 98'-5"

VFY W/ MECH

MECH LINE INVERT

EL = 93'-3"

VFY W/ MECH

MECH LINE INVERT

EL = 98'-0" VFY W/

CIVIL & MECH

MECH LINE INVERT

EL = 98'-0"

VFY W/ MECH

MECH LINE INVERT

EL = 96'-0"

VFY W/ MECH

MECH LINE INVERT

EL = 95'-0" VFY W/

MECH & CIVIL

S 97'-0"

S 95'-6"

96'-6"

S 95'-6"

S 97'-0"

96'-6"

SB501

TYP

SB501

TYP

6'-6" 2'-6"

2' -6

2'

-6

F-29

F-29

2' -6

2'

-6

6'-6" 2'-6"

C J, T Y

P

CJ, TYP

/4 SB501

8'-6" 6'-11" 2'-7"

4' -0

4'

-0

F-30

5' -0

5'

-4

2' -8

4'-1" 6'-11" 2'-6"

3'-6"

4'-0"

4' -0

TYP AT

STOOP

TPE=

100'-0"

1'-8"

TPE=100'-0"

3'-1" 1'-2"

TPE=

100'-0"

1'-4" 4"

MECH LINE INVERT

EL = 97'-6" VFY W/

MECH

TFE = 98'-6"

F-10

TFE = 97'-6"

P-2 P-2

TFE = 97'-6"

P-2

TYPICAL

INTERIOR

FOOTING

& PIER

1. FOR GENERAL STRUCTURAL NOTES SEE DRAWING SS001

2. P-1 INDICATES COLUMN PIER DESIGNATION. FOR PIER SCHEDULE

SEE DRAWING SS001

3. F-1 INDICATES COLUMN FOOTING DESIGNATION. FOR FOOTING SCHEDULE

SEE DRAWING SS001

4. W-1 INDICATES WALL FOOTING DESIGNATION. FOR WALL FOOTING SCHEDULE

SEE DRAWING SS001

5. FOR BASE PLATE AND ANCHOR BOLT DETAILS SEE

6. FOR SLAB CONSTRUCTION (CJ) & CONTROL (CJT) JOINTS SEE

CJ SPACING: 15'-0"OC, MAX

7. FOR COLUMN/SLAB ISOLATION JOINT DETAIL SEE

8. FOR BELOW GRADE UTILITY LINES AT BUILDING PERIMETER PROVIDE THICKENED

CONTINUOUS FOOTING PER DETAIL IF CONDITIONS AT UTILITY LINES

REQUIRE ALTERNATE METHODS NOTIFY ARCHITECT/ENGINEER

9. RECESS CONC SLAB AS REQUIRED AT FLOOR DRAINS. SEE ARCHITECTURAL

FLOOR PLANS AND FINISH SCHEDULE FOR LOCATIONS.

10. FOR EQUIPMENT PADS ON SLAB ON GRADE - SEE

11. INDICATES FOOTING STEP. FOR STEPPED FOOTING DETAIL

SEE

FOUNDATION PLAN NOTES:

/9 SB501

/8 SB501

/3 SS001 /4 SS001

&/1 SB501 /2 SB501

&/3 SB501 /4 SB501

S 97'-0"

96'-6"

12. FOR WALL CONSTRUCTION JOINT DETAIL - SEE

13. FOR CORNER BAR DETAIL - SEE

/6 SB501

/7 SB501

/5 SB501

OMAHA | LINCOLN | COLORADO SPRINGS

FARRIS ENGINEERING

farris-usa.com

FE#:172074

CONSULTANT

Drawing Title

Approved: Project Director

Project Title

Location

Issue Date Checked Drawn

Project Number

Building Number

Drawing Number

Dwg. of

Office of Construction and Facilities Management

1 2 3 4 5 6 7 8 9 10

1 2 3 4 5 6 7 8 9 10

A

B

C

D

E

F

A

B

C

D

E

F

Phase

FULLY SPRINKLERED

ARCHITECT/ENGINEER OF RECORD

AE PROJECT NO.: 14541

Stamp

730 Second Avenue South, Suite 1100 Minneapolis, MN, 55402-2455 Tel 612-338-8741 Fax 612-338-4840

1 2 3

EST. 1915

100% BID DOCUMENTS

10/01/2018

Outpatient Mental Health Building

VA #438-450

2501 W 22nd St, Sioux Falls, SD, 57105

NOT FOR CONSTRUCTION

KEY PLAN

U.S. Department of Veterans Affairs

/8

/2

:1 :5

P

M C

U s e rs

\D J F o rs c h e n \D o c u m e n ts

\A u to d e s k \R e v it

P ro je c ts

\V A

-S F

-M H

F -S

T R

U C

T D

J F o rs c h e n .r v t

FOUNDATION PLAN

KDC DJF 59

SB101

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

PLAN

NORTH

TRUENORTH

0 8' 16' 24'2' 4'

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

"AN ALTERNATE APPLIES TO THE

PRE-FABRICATED ENTRY CANOPY.

SEE SPEC SECTION 01 23 00

ALTERNATES FOR ADDITIONAL

INFORMATION REGARDING

ALTERNATE."

Revisions Date

I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the state of Minnesota.

Signature:_____________________________________ Typed or Printed Name:__________________________ Date:______________ License Number:_____________

SEE FOUNDATION PLANS FOR JOINT

LOCATIONS, SLAB THICKNESSES

AND REINFORCEMENT

FOR EXTENT OF EXPOSED CONCRETE

FLOORS SEE ARCHITECTURAL ROOM FINISH

SCHEDULE

AT CONSTRUCTION JOINT:

AT EXPOSED CONCRETE

PROVIDE SAWCUT AND JOINT

SEALER

AT CONTROL JOINT:

ALWAYS PROVIDE SAWCUT AND AT EXPOSED

CONCRETE PROVIDE JOINT SEALER

2" CLEAR (TYP)

2x2 KEYWAY AT

CONST

JT ONLY

INTERRUPT REINF AT

CONSTRUCTION AND

CONTROL JOINT

FOR SLAB SAWCUT

DETAIL SEE

NOTES:

2.

1.

TSE

SEE PLAN

CL JOINT

/2

/2 SB501

1" D /4

1/4"

1/ 4"

A T

C O

N

TR

O L

JO

IN

T

A T

C O

N S

T

JO

IN

T

JOINT SEALER SEE PROJECT

MANUAL SECTION 03300

INSTALL IN ACCORDANCE

WITH MFG INSTRUCTIONS

CLOSED CELL POLYETHYLENE

JOINT BACKER

TOP OF FINISH SLAB

1'-1 19 / 128"

1'-

5/

6"

3'-

9/

3'-

9/

CL JOINT

C J

O R

C

JT

CJ OR CJT

COAT COLUMN, BASE PLATE

AND TOPS OF ANCHOR BOLTS,

BELOW TOP OF SLAB TO TOP

OF PIER OR FOOTING, WITH

BITUMASTIC

AT HSS COL PROVIDE:

2" HIGH SLOPED CONCRETE

WASH WHERE THERE ARE

NOT CURBS

WRAP COLUMN WITH

EXPANSION JOINT MATERIAL

BEND BAR WHERE REQ'D

#4 DIAGONAL BAR x 4'-0"

LONG EACH CORNERHSS COLUMN

1'-0" TYP

2" T

YP

3/ 4"

1/2"

CONSTRUCTION JOINT

2 x 4 CONT KEYWAY

NOTE:

1. PROVIDE RECESS IN EXPOSED FACES ABOVE GRADE ONLY.

2. 90 FT MAX SPACING OF CONSTRUCTION JOINTS.

SEALANT

2" C

O R

N E

R T

Y P

CL CONST JOINT

LAP

36 DIA

1 61/ 256"

/1

1"

MATCH FOOTING REINF

OR 2-#4 MIN @ STEP

3" CLR COVER (TYP)

12" MIN THICKNESS

36 BAR DIA TYP

2D MIN

D

FDN WALL

TFE

SEE PLAN

TFE

SEE PLAN

TYP INTERSECTION

3'-0"

SPLICE BAR

THUS:

3' -0

TYP CORNER

NOTE:

ALL SPLICE BARS TO

BE SAME SIZE AND SPACING

AS WALL REINF

3' -0

1'-0"

SPLICE BAR

THUS:

3"

1'-0"

2"

3/4" CHAMFER

ALL SIDES

NOTE:

COORDINATE SIZE AND LOCATION OF PADS WITH MECH

AND ELEC CONTRACTORS. PAD CONFIGURATION, AND

SIZE AND LOCATION OF ANCHOR BOLTS AND SLEEVES

SHALL CONFORM TO MFR'S REQUIREMENTS

#4 @ 12"OC EACH WAY

SLAB ON GRADE

OR STRUCTURAL

SLAB REINF NOT

SHOWN

1/2"Ø BOLTS IN 1/2"Ø

DROP-IN EXPANSION

BOLTS (4 PLACES)

4" MIN

1'-8 4 3/ 64"

SEE NOTE BELOW

2" MIN CLR

1/

2" C

LR

/6 4"

/6 4"

N O

TE

D

4" O

R A

S

TSE

SEE PLANLOOSELY PACKED

FILL

PIPE INVERT

EL SEE MECH

FDN WALL

TYP FTG REINF TO

BE CONT OVER

UTILITY PIPE

MIN

1'-0"A S

R E

Q 'D

TH

IC

K E

N F

TG

UTILITY PIPE

1 M

IN6"

4" MIN

1" M

IN

WALL FOOTING

TFE

SEE PLAN

1" M

IN

UTILITY PIPE

ABOVE WALL

FOOTING

PIPE SLEEVE

THROUGH

FDN WALL

VAPOR RETARDER DETAIL

CONC SLAB - SEE

PLAN FOR THICKNESS

NOTES:

TSE

SEE PLAN

VAPOR RETARDER

PLACED DIRECTLY

BELOW FLOOR SLAB

1. PROVIDE VAPOR RETARDER WHERE INDICATED ON DRAWINGS.

2. PRIOR TO SLAB PLACEMENT, CONTRACTOR MUST REVIEW ARCH FINISH SCHEDULE TO IDENTIFY LOCATIONS OF MOISTURE SENSITIVE FLOOR FINISHES, (VCT, CARPET, RUBBER FLOORING, EPOXY, CERAMIC / PORCELAIN TILE, ETC). - NOTIFY ARCHITECT IF MOISTURE-SENSITIVE FLOOR FINISHES ARE

NOT UNDERLAIN BY VAPOR RETARDER.

/2

4"

12" MIN COMPACTED SUBGRADE

4" CRUSHED AGGREGATE BASE

1" MAX AGGREGATE SIZE

5" CONC SLAB

W/ #4 @ 16" OC

EA WAY

SLAB ON GRADE

16" CONCRETE WALL W/

#5 @ 12"OC HORIZ, EA FACE

& #5 @ 12" VERT, EA FACE

W/ STD HK INTO FTG

DOOR SEE ARCH

EXT GRADE

OR PAVING

8"

8" 8"

#4 DWLS @ 16" OC

THUS:

24"

24"

SLOPE DOWN 1"

SEE PLAN

LENGTH x WIDTH

8" CONC FDN WALL

W/ #4 @ 16"OC HORIZ

& #4 @ 12"OC VERT

W/ STD HK INTO FTG

2-#5 CONT

1' -0

2'-0"

#4 DWLS x 2'-0" @ 16"OC

CENTER ON JOINT

2" C

LR

LOOSELY COMPACTED

GRANULAR FILL

TSE

SEE PLAN

TFE

SEE PLAN

CONC WALL FTG

CENTER ON WALL

SEE PLAN & SCHED

5" CONC SLAB

W/ #4 @ 16" OC

EA WAY

SLAB ON GRADE

8" CONC FDN WALL

W/ #5 @ 12"OC HORIZ

& #5 @ 12" VERT

W/ STD HK INTO FTG

DOOR SEE ARCH

EXT GRADE

OR PAVING

8"

4"

#4 DWLS @ 16" OC

THUS:

24"

24"

SLOPE DOWN 1"

SEE PLAN

LENGTH x WIDTH

8" CONC FDN WALL

W/ #4 @ 16"OC HORIZ

& #4 @ 12"OC VERT

W/ STD HK INTO FTG

2-#5 CONT

AT SIDE WALLS

S

ID

E W

A

LL

S 1'

-0

A T

AT SIDE WALLS

2'-0"

#4 DWLS x 2'-0" @ 16"OC

CENTER ON JOINT

2" C

LR

LOOSELY

COMPACTED

GRANULAR FILL

TSE

SEE PLAN

TFE

SEE PLAN

CONC MAT SLAB

SEE PLAN

CONC WALL FTG

CENTER ON WALL

SEE PLAN & SCHED

CURTAIN WALL

SEE ARCH

CONC SLAB, SEE PLAN

12" CONC FDN WALL W/

#5 @ 12"OC HORIZ, EA FACE

& #5 @ 12" VERT, EA FACE

W/ STD HK INTO FTG

TSE & TWE

SEE PLAN

TFE

SEE PLAN

1'-0" SEE PLAN

RIGID INSULATION

SEE ARCH

1/2" EXP JT MAT'L

8"

BLOCK-OUT W/ CURTAIN WALL

7" VFY - ALIGN WALL

EXT GRADE

OR PAVING,

SEE CIVIL

3/4" CHAMFER

CONC WALL FTG

CENTER ON WALL

SEE PLAN & SCHED

EXTERIOR WALL FINISH

SEE ARCH

CONC SLAB, SEE PLAN

CONCRETE FOUNDATION WALL

SEE PLAN FOR THICKNESS

W/ #5 @ 12"OC HORIZ, EA FACE

& #5 @ 12" VERT, EA FACE

W/ STD HK INTO FTG

TSE & TWE

SEE PLAN

TFE

SEE PLAN

GRID

SEE PLAN SEE PLAN

RIGID INSULATION

SEE ARCH

1/2" EXP JT MAT'L

EXT GRADE OR

PAVING, SEE CIVIL

CONC WALL FTG

CENTER ON WALL

SEE PLAN & SCHED

8" DEEP COLD FORMED

METAL WALL MEMBER

DESIGN & ANCHORAGE

BY SUPPLIER

W / A

R C

H

8" V

FY

8 1/2"

EXTERIOR WALL FINISH

SEE ARCH

CONC SLAB, SEE PLAN

16" CONC FOUNDATION WALL

W/ #5 @ 12"OC HORIZ, EA FACE

& #5 @ 12" VERT, EA FACE

W/ STD HK INTO FTG

TSE & TWE

SEE PLAN

TFE

SEE PLAN

1'-4" SEE PLAN

RIGID INSULATION

SEE ARCH

1/2" EXP JT MAT'L

EXT GRADE OR

PAVING, SEE CIVIL

10" DEEP COLD FORMED

METAL WALL MEMBER

DESIGN & ANCHORAGE

BY SUPPLIER

W / A

R C

H

8" V

FY

11"

13B

CONC WALL FTG

CENTER ON WALL

SEE PLAN & SCHED

EXTERIOR WALL FINISH

SEE ARCH

20" CONC FOUNDATION WALL

W/ #5 @ 12"OC HORIZ, EA FACE

& #5 @ 12" VERT, EA FACE

W/ STD HK INTO FTG

TWE & TPE

100'-0"

EXT GRADE OR

PAVING, SEE CIVIL

4" DEEP COLD FORMED

METAL WALL MEMBER

DESIGN & ANCHORAGE

BY SUPPLIER

CONCRETE FTG

SEE PLAN & SCHED

GRID

TFE

SEE PLAN

CONCRETE STOOP

SLAB & FOUNDATION

WALL, SEE /10 SB501

TSE

VARIES

6" 1'-2"

EXTERIOR WALL FINISH

SEE ARCH

8" DEEP COLD FORMED

METAL WALL MEMBER

DESIGN & ANCHORAGE

BY SUPPLIER

EXTERIOR WALL FINISH

SEE ARCH

CONC SLAB, SEE PLAN

CONCRETE FOUNDATION WALL

BEYOND, SEE PLAN FOR THICKNESS

FOR REINF SEE

CONTINUE REINF THROUGH

CONCRETE PIER

TSE & TWE

SEE PLAN

TFE

SEE PLAN

GRID

SEE PLAN SEE PLAN

EXT GRADE OR

PAVING, SEE CIVIL

CONC WALL FTG BEYOND

SEE PLAN & SCHEDULE,

CONTINUE REINF THROUGH

COLUMN FOOTING

W / A

R C

H

8" V

FY

TPE

99'-0"

2'-6"

1'-4"

/14 SB501

CONC PIER SEE

PLAN & SCHED

CONC FOOTING

SEE PLAN & SCHED

HSS COLUMN, SEE

PLAN & SCHEDULE

BLOCK-OUT FDN WALL

AT COLUMN BASE PL

RIGID INSULATION

SEE ARCH

PRECAST PANEL

SEE ARCH

CONC SLAB, SEE PLAN

16" CONC FOUNDATION WALL

W/ #5 @ 12"OC HORIZ, EA FACE

& #5 @ 12" VERT, EA FACE

W/ STD HK INTO FTG

TSE

SEE PLAN

TFE

SEE PLAN

10" VFY W/ ARCH

6" SEE PLAN

1/2" EXP JT MAT'L

EXT GRADE OR PAVING,

SEE CIVIL

CONC WALL FTG

CENTER ON WALL

SEE PLAN & SCHED

TWE = 99'-4"

VFY W/ ARCH

CONNECTION BY

PRECAST SUPPLIER

RIGID INSULATION

SEE ARCH

OMAHA | LINCOLN | COLORADO SPRINGS

FARRIS ENGINEERING

farris-usa.com

FE#:172074

CONSULTANT

Drawing Title

Approved: Project Director

Project Title

Location

Issue Date Checked Drawn

Project Number

Building Number

Drawing Number

Dwg. of

Office of Construction and Facilities Management

1 2 3 4 5 6 7 8 9 10

1 2 3 4 5 6 7 8 9 10

A

B

C

D

E

F

A

B

C

D

E

F

Phase

FULLY SPRINKLERED

ARCHITECT/ENGINEER OF RECORD

AE PROJECT NO.: 14541

Stamp

730 Second Avenue South, Suite 1100 Minneapolis, MN, 55402-2455 Tel 612-338-8741 Fax 612-338-4840

EST. 1915

100% BID DOCUMENTS

10/01/2018

Outpatient Mental Health Building

VA #438-450

2501 W 22nd St, Sioux Falls, SD, 57105

NOT FOR CONSTRUCTION

U.S. Department of Veterans Affairs

/8

/2

:1 :5

P

M C

U s e rs

\D J F o rs c h e n \D o c u m e n ts

\A u to d e s k \R e v it

P ro je c ts

\V A

-S F

-M H

F -S

T R

U C

T D

J F o rs c h e n .r v t

FOUNDATION DETAILS

KDC DJF 60

SB501

SCALE: NTS1 SLAB CONSTRUCTION/CONTROL JOINT

SCALE: NTS2 SAW CUT DETAIL

SCALE: NTS3 TYPICAL ISOLATION JOINT AT COLUMNS

SCALE: NTS5 WALL CONSTRUCTION/CONTROL JOINT

SCALE: NTS6 STEPPED FOOTING DETAIL

SCALE: NTS7 CORNER BAR DETAIL

SCALE: NTS9 HOUSEKEEPING EQUIPMENT PAD DETAIL

SCALE: NTS8 SECTION

SCALE: NTS4 VAPOR RETARDER & STONE BASE DETAIL

SCALE: 1/2" = 1'-0"10 STOOP SECTION

SCALE: 1/2" = 1'-0"11 STOOP SECTION

SCALE: 1/2" = 1'-0"13 SECTION

SCALE: 1/2" = 1'-0"14 SECTION

SCALE: 1/2" = 1'-0"15 SECTION

SCALE: 1/2" = 1'-0"12 STOOP SECTION

SCALE: 1/2" = 1'-0"16 SECTION

SCALE: 1/2" = 1'-0"17 SECTION

Revisions Date

I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the state of Minnesota.

Signature:_____________________________________ Typed or Printed Name:__________________________ Date:______________ License Number:_____________

1 2

7 8 9

10 11

12 13

AA

C

D

B

E

G

H

K

LL

MM

J

W16X26W16X26W16X26W16X26W16X26W12X26 W16X26 W12X26

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W12X26

W16X26W16X26W16X26 W16X26

W16X26W16X26W16X26

W16X26W16X26W16X26 W16X36

W

X

W

X

W

X

W

X

W

X

W12X26

W

X

W

X

W

X 40 W12X26

W16X26W16X26W16X26

W

X

W

X

W16X26W16X26W12X26

W

X

W

X

W16X26W16X26W16X26

14K1

W16X26

14K1

14K1

14K1

14K1

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

S P

K

S P

W

X

W

X

K

S P

K

S P

W

X

20K312K1

20K312K1

20K312K1

20K412K1

22K616K2

22K416K2

22K416K2

22K416K2

4'-1" 3'-2" 14'-9" 25'-6" 17'-1" 7'-10" 20'-10" 24'-10" 37'-3" 22'-9" 16'-6"

4' -9

9'

-5

5' -4

'-1 1"

6' -0

'-4

'-1

1" 9'

-5

'-2

'-0

'-8

9'

-1

'-5

7'-3" 14'-9" 25'-6" 17'-1" 7'-10" 1'-9" 24'-10" 24'-10" 24'-3" 30'-0" 1'-2" 5'-9" 9'-7"

B.2

W

X

W

X

W16X26

W16X26

W

X

W16X26

W

X

W

X

W

X

W18X35

4' -9

'-4

8' -5

6'

-6

4'-9"

DECK SPAN

SLOPE DOWN

SLOPE DOWN

D E

C K

S P

A N

D E

C K

S P

A N

D E

C K

S P

A N

DECK SPAN

1 1/2" 22GA TYPE B

METAL ROOF DECK

DBE = 112'-2 1/2"

7.1 8.3 9.3

10.3

K

K

K

K

K

W16X26

1 1/2" 22GA TYPE B

METAL ROOF DECK

DBE = 112'-2 1/2"

1 1/2" 22GA TYPE B

METAL ROOF DECK

DBE = 112'-2 1/2"

C-1

C-1 C-1

C-3

C-1C-1 C-1

C-1C-1

C-1C-1

C-1

C-2 C-1

C-2 C-1

C-1

C-1 C-1C-1C-1 C-1C-1C-2

C-1 C-1C-1C-1C-1C-2

C-1

C-2 C-2

C-2

C-2

C-3

C-1

C-1

C-2

OPEN

OPEN

D B

E

'-2

/2

T Y

P G

R

ID

D B

E

'-2

/2

T Y

P G

R

ID

D B

E

'-5

/2

T Y

P G

R

ID

D B

E

'-5

/2

T Y

P G

R

ID

D B

E

'-1 1"

T Y

P G

R

ID

D B

E

'-1 1"

T Y

P G

R

ID

1 1/2" 22GA TYPE B

METAL ROOF DECK

DBE VARIES

1 1/2" 22GA TYPE B

METAL ROOF DECK

DBE VARIES

4'-1" 1'-8" 1'-6"

TSE = 119'-5 1/4"

D B

E

'-8

/2

DBE = 119'-8 1/2"

TYP GRID 2

FROM C TO H

W12X26

TSE=118'-11"

T Y

P G

R

ID

F

R O

M C

T O

H

W12X26

TSE =

119'-8 1/2"

3'-11" 3'-11" 4 EQ SPA @ 5'-2 1/2"OC = 20'-10" 5 EQ SPA @ 4'-11 5/8"OC (±) = 24'-10" 7 EQ SPA @ 5'-3 7/8"OC (±) = 37'-3" 4 EQ SPA @ 5'-8 1/4"OC = 22'-9"

E

Q S

P A

'-1

/8 "O

C

3 EQ SPA @ 5'-8 3/8"OC (±) = 17'-1"

5 EQ SPA @ 5'-3 7/8"OC (±) = 26'-7" 5 EQ SPA @ 4'-11 5/8"OC (±) = 24'-10" 5 EQ SPA @ 4'-10 1/4"OC (±) = 24'-3"

6 EQ SPA @ 5'-2 3/8"OC (±) = 31'-2"

6 EQ SPA @ 5'-2 3/8"OC (±) = 31'-2"

E

Q S

P A

'-1 0"

O C

4' -2

3'

-3

E

Q S

P A

'-3

/2 "O

C

3'

-2

E

Q S

P A

'-8 "O

C

194'-7"

3"

DECK SPAN

1 1/2" 22GA TYPE B

METAL ROOF DECK

DBE = 119'-8 1/2"

D E

C K

3"

3"

4 5/8"4 5/

8"

W

X

5/

8"

DECK SPAN

5/

8"

4 5/8"

3"

3"

4 5/8"

4 5/8" GRID A TO C

DECK

4'-1"9"

3"

3/ 8"

7 3/8"

3/

8"

5 3/8"

TSE = 119'-5 1/4"

Z.8

W12X26

K

W16X26

7' -0

9'

-5

6' -0

'-6

'-3

2'

-0

W12X26

K

W

X

W

X

SF501

C-3

C-3

C-3

C-3 C-3

SF501

SF501

SF501

SF501

W

X

SF501

SF501

SF501

SF501

SF501

3"

SF501

SF501

SF501

SF501

SF501

SF501

SF501

SF502

SF502

SF501

W12X26

SF501

SIM

SF501

SF501

SF501

T/STL =

112'-2 1/2"

SF501

SIM

SF501

SF501

SF501

SF501

SF501

SF501

SF501

MOMENT

CONNECTION

SEE

TYP GRID A

/5 SF502

MOMENT

CONNECTION

SEE

TYP GRID M

/5 SF502

4' -2

/2

4'

-2

/2

3' -3

3'

-3

4' -8

/2

4'

-8

/2

W12X26

14K1

W 8X

MOMENT

CONNECTION

SEE /7 SF502

SF502

9 3/4"

SF502

9 5/8"

3" GRID C TO D

SF501

SF501

SF501

SF502

2-L3X3X1/4 HANGER

SF502

SPAN

2-L3X3X1/4

HANGER

H

IG

H

1 1/2" 22GA TYPE B

METAL ROOF DECK

DBE = 109'-11"

HSS8X6X3/8

(LSV) LOW

E

Q S

P A

'-8 "O

C

HSS8X6X3/8

(LSV) LOW

4'-10"

DECK

SPAN

S P

A N

HSS8X4X1/4

(LSV) LOW

O"

SF502

W12X26

W12X26

W8X18

W8X18

W8X18

SF501

SF502

SF502

SF502W

X

T S

E =1

'-8

/2

O

SF502W

X

PRECAST PANEL CONNECTION POINTS

TYPICAL AT COLUMNS ALONG GRID K AND D

FROM GRIDS 2 TO 6 AND AT COLUMN H-2

SEE /18 SF502

1. FOR GENERAL STRUCTURAL NOTES SEE DRAWING SS001

2. C-1 INDICATES COLUMN DESIGNATION. FOR COLUMN SCHEDULE

SEE DRAWING SS001

3. FOR OPENINGS THROUGH ROOF SEE MECHANICAL DRAWINGS.

PROVIDE ROOF FRAME AT EACH OPENING SEE

4. FOR TYPICAL ROOF DECK FASTENING SEE DETAIL

5. JOISTS TO BE DESIGNED FOR WIND UPLIFT SEE DETAIL

6. FOR SPECIAL JOIST LOADING DIAGRAMS SEE DETAIL

7. (c=3/4") INDICATES AN UPWARD CAMBER AT MIDSPAN OF STEEL BEAM.

8. DBE INDICATES DECK BEARING ELEVATION.

9. COORDINATE LOCATIONS OF ROOF JOIST WEBS, CHORDS &

BRIDGING WITH PIPING LAYOUT OF SPRINKLER PIPING. LAYOUT

SHALL BE SHOWN ON JOIST ERECTION DRAWINGS WITH

CLEARANCE TO PIPING NOTED.

10. INDICATES L2 1/2 x2 1/2 BRACING LOCATIONS SEE

11. WHERE JOIST CHORD CONCENTRATED LOADS DO NOT OCCUR WITHIN

0'-6" OF PANEL POINT, REINFORCE JOIST PER

12. FOR K JOISTS AND JOIST SUBSTITUTES PROVIDE 2 1/2" SEATS AT

BEAM SUPPORTS, UNO.

13. FOR LATERAL LOADS TO JOIST SEATS SEE

14. INDICATES MOMENT CONNECTION SEE PLAN FOR DETAIL INFORMATION

15. JOIST BRIDGING BY JOIST SUPPLIER IN ACCORDANCE WITH SJI, NOT SHOWN

FOR CLARITY.

ROOF FRAMING PLAN NOTES:

/1 SF501

/2 SF501

/3 SF501

/8 SS001

/6 SS001

/6 SF501

/5 SS001

OMAHA | LINCOLN | COLORADO SPRINGS

FARRIS ENGINEERING

farris-usa.com

FE#:172074

CONSULTANT

Drawing Title

Approved: Project Director

Project Title

Location

Issue Date Checked Drawn

Project Number

Building Number

Drawing Number

Dwg. of

Office of Construction and Facilities Management

1 2 3 4 5 6 7 8 9 10

1 2 3 4 5 6 7 8 9 10

A

B

C

D

E

F

A

B

C

D

E

F

Phase

FULLY SPRINKLERED

ARCHITECT/ENGINEER OF RECORD

AE PROJECT NO.: 14541

Stamp

730 Second Avenue South, Suite 1100 Minneapolis, MN, 55402-2455 Tel 612-338-8741 Fax 612-338-4840

1 2 3

EST. 1915

100% BID DOCUMENTS

10/01/2018

Outpatient Mental Health Building

VA #438-450

2501 W 22nd St, Sioux Falls, SD, 57105

NOT FOR CONSTRUCTION

KEY PLAN

U.S. Department of Veterans Affairs

/8

/2

:1 :5

P

M C

U s e rs

\D J F o rs c h e n \D o c u m e n ts

\A u to d e s k \R e v it

P ro je c ts

\V A

-S F

-M H

F -S

T R

U C

T D

J F o rs c h e n .r v t

LOWER ROOF FRAMING PLAN

KDC DJF 61

SF101

SCALE: 1/8" = 1'-0"1 LOWER ROOF FRAMING PLAN

PLAN

NORTH

TRUENORTH

0 8' 16' 24'2' 4'

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

Revisions Date

I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the state of Minnesota.

Signature:_____________________________________ Typed or Printed Name:__________________________ Date:______________ License Number:_____________

2 4 5

7 8 9

D

B

G

H

K

LL

W18X35 W18X35 W24X62 W18X35

W18X35 W18X35 W21X48

W18X35 W18X35 W18X35

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

K

K

K

K

K

K

K

K

W

X

W

X

K

K

K

K

K

K

W

X

W

X

K

K

K

K

K

K

B.2

'-3

'-3

17'-11" 25'-6" 17'-1" 7'-10" 20'-10" 24'-10" 30'-0" 7'-3" 22'-9" 6'-11"

DECK SPAN

8.3 9.3

10.3

K

K

C-1

C-1 C-1

C-1C-1 C-1

C-1C-1

C-1C-1

C-1

26'-7" 24'-10" 24'-3" 30'-0" 6'-11"

1 1/2" 22GA TYPE B

METAL ROOF DECK

DBE = 115'-6 1/2", UNO

5 EQ SPA @ 4'-2"OC = 20'-10" 5'-9" 4 EQ SPA @ 4'-9 1/4"OC = 19'-1" 5'-9" 5 EQ SPA @ 4'-10 1/4"OC (±) = 24'-3"

EF-1

150 LBS

ACCU-1

3000 LBS

SF501

SF501

W16X26

W16X31

W16X31

W16X31

W16X26

E

Q S

P A

'-6

/2 "O

C

7'

-3

D E

C K

S P

A N

8 3/8"

3/

8"

3/

8"

3/ 8"

8 3/8"

SF501

SF501

SF501

SF501

SF501

SF501

SF501

SF501

O

HSS5X2 1/2X1/4

LSH

'-8

9'

-1

7' -0

DECK SPAN

4 1/2" CONCRETE SLAB

REINF W/ #4 @ 16"OC EA WAY

ON 3" TYPE VLI 20 GA

COMPOSITE METAL DECK

(7 1/2" TOTAL THICKNESS)

TSE = 116'-0" - SLOPE 1/4"

PER FOOT TO DRAINS

OPEN

OPEN

ADD'L 6" THICK

SLAB (SEE ARCH FOR

DIMENSIONS AND

EXTENTS)

ADD'L 6" THICK

EQUIPMENT PAD

(SEE ARCH FOR

DIMENSIONS AND

EXTENTS)

8 3/8"

C-3

6'-11"5'-0" 5'-0" 5'-2" 6'-5" 8'-5"

6" CONC CURB

6" C

O N

C C

U R

B

2' -9

3'

-1

'-1

0" 3'

-2

3' -5

6" CONC CURB

WH-1

WS-1 BT-2

ET-1

W27X84 (28)

W27X94 (20)

W

X

(3 2)

W

X

(2 6)

W

X

(1 6)

W12X26 (4)

W

X

(3 2)

W

X

(3 2)

W

X

(3 2)

W12X26 (6)

W12X26 (6) 3"

5 1/2"

9"

3/

8"

C-3

C-3

C-3 C-3

6"

AHU-1

8,500 LBS

OPEN

OPEN

W

X

(2 0)

W

X

(2

W

X

(2

W16X26 (8)

W18X35 (8)

W18X35 (8)

W16X26 (8)

W8X10 (2)

W8X10 (2)

1'-0"

1'-0"

4 SIDES

6" TYP

4 SIDES

6" TYP

6" C

O N

C C

U R

B

'-6

'-5

8 3/8"

SF501

6'-8" 6'-0"

SF501

SF501

SF501

SF501

W12X26

SIM

SF501

SF502

C-1

'-7

/2

'-7

/2

ABOVE

ALONG GRID 11

FROM GRID G TO L

L4x4x5/8 DOUBLE

ANGLE CONNECTION

MOMENT

CONNECTION

SEE

TYP

/6 SF502

K

1'-0"

INSTALL STUDS AT

CONC SLAB ONLY

INSTALL STUDS AT

CONC SLAB ONLY

L4X4X1/4

SEE /30 SF501

W16X26 1' -2

1. FOR ROOF FRAMING PLAN NOTES SEE DRAWING SF101

ROOF FRAMING PLAN NOTES:

1. FOR GENERAL STRUCTURAL NOTES SEE DRAWING SS001

2. C-1 INDICATES COLUMN DESIGNATION. FOR COLUMN SCHEDULE

SEE DRAWING SS001

3. (12 ) INDICATES THE NUMBER OF 3/4" DIA x 6" HEADED STUDS TO BE

CENTERED U.N.O. AND EQUALLY SPACED ALONG THE BEAM. STEEL

DECK SUPPLIER TO LAYOUT STUDS IN DECK FLUTES.

4. DESIGN LL = 125 PSF

FLOOR FRAMING PLAN NOTES:

OMAHA | LINCOLN | COLORADO SPRINGS

FARRIS ENGINEERING

farris-usa.com

FE#:172074

CONSULTANT

Drawing Title

Approved: Project Director

Project Title

Location

Issue Date Checked Drawn

Project Number

Building Number

Drawing Number

Dwg. of

Office of Construction and Facilities Management

1 2 3 4 5 6 7 8 9 10

1 2 3 4 5 6 7 8 9 10

A

B

C

D

E

F

A

B

C

D

E

F

Phase

FULLY SPRINKLERED

ARCHITECT/ENGINEER OF RECORD

AE PROJECT NO.: 14541

Stamp

730 Second Avenue South, Suite 1100 Minneapolis, MN, 55402-2455 Tel 612-338-8741 Fax 612-338-4840

1 2 3

EST. 1915

100% BID DOCUMENTS

10/01/2018

Outpatient Mental Health Building

VA #438-450

2501 W 22nd St, Sioux Falls, SD, 57105

NOT FOR CONSTRUCTION

KEY PLAN

U.S. Department of Veterans Affairs

/8

/2

:1 :0

P

M C

U s e rs

\D J F o rs c h e n \D o c u m e n ts

\A u to d e s k \R e v it

P ro je c ts

\V A

-S F

-M H

F -S

T R

U C

T D

J F o rs c h e n .r v t

UPPER ROOF AND FLOOR

FRAMING PLAN

KDC DJF 62

SF102

SCALE: 1/8" = 1'-0"1 UPPER ROOF AND FLOOR FRAMING PLAN

PLAN

NORTH

TRUENORTH

0 8' 16' 24'2' 4'

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

Revisions Date

I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the state of Minnesota.

Signature:_____________________________________ Typed or Printed Name:__________________________ Date:______________ License Number:_____________

2 4 5 7 8 9 10 116 13

D

B

G

H

K

LL

'-3

'-3

W

X 55 W

X

W

X

W

X

W16X26 W16X26 W16X26

W16X26 W16X26 W16X26

28LH08

28LH08

28LH08

28LH08

28LH08

28LH08

28LH08

17'-11" 25'-6" 17'-1" 7'-10" 20'-10" 24'-10" 30'-0" 30'-0" 6'-11"

'-8

9'

-1

7' -0

D E

C K

S P

A N

1 1/2" 20GA TYPE B

METAL ROOF DECK

DBE VARIES

SLOPE DOWNSLOPE DOWN

C-2C-2

C-2 C-2

C-3

C-3

C-2

C-2

C-2

D B

E

'-0

T Y

P G

R

ID

D B

E

'-3

T Y

P G

R

ID

D B

E

'-2

/4

T Y

P G

R

ID

D B

E

'-1

1/ 4"

T Y

P G

R

ID

E

Q S

P A

'-1

5/ 8"

O C

9' -9

VFY W/ ARCH

10" PANEL

8" 5 3/8"

V

FY

W / A

R C

H

P

A N

E L

8"

V

FY

W / A

R C

H

P

A N

E L

8"

SF502

SF502

W

X

W

X

W

X

W16X26 W12X26

W16X26 W12X26

28K7 10K1

28K7 10K1

28K7 10K1

28K7 10K1

28K7 10K1

28K7 10K1

C-3

C-3

C-3 C-3

C-3C-3

SF501

SF501

D B

E

'-6

T Y

P G

R

ID

D B

E

'-4

T Y

P G

R

ID

D B

E

'-4

T Y

P G

R

ID

D E

C K

S P

A N

SLOPE DOWN SLOPE

DOWN

1 1/2" 20GA TYPE B

METAL ROOF DECK

DBE VARIES

E

Q S

P A

'-1

3/ 4"

O C

4'

-3

SF501

8 3/8"

3/

8"

3/

8"

8 3/8"

SF502

SF501

SF501

SF501

SF501

2'-3" 2'-3"

2'-3" 2'-3"

18LH03

18LH03

18LH03

18LH03

18LH03

18LH03

18LH03

ADDITIONAL 1 1/2" 20GA TYPE B

METAL ROOF DECK AT VALLEY

DBE = 124'-6"±

ALTERNATE - DBE = 122'-0"±

ADDITIONAL 1 1/2" 20GA TYPE B

METAL ROOF DECK AT VALLEY

DBE = 126'-10"±

ALTERNATE - DBE = 125'-10"±

SF502

C-1

C-1

ALONG GRID 11

FROM GRID G TO L

'-7

/2

'-7

/2

H S

S 5X

4X 5/

T /S

T L

4' -0

V

F Y

W / A

R C

HLS

H

HSS3X3X1/4 KICKER

MOMENT

CONNECTION

SEE

TYP

/6 SF502

L4X4X1/4

SEE /30 SF501

L4X4X1/4

SEE /30 SF501

8" VFY W/ ARCH

10" PANEL

8" VFY W/ ARCH

10" PANEL

A

LT

E R

N A

T E

D B

E

'-6

T Y

P G

R

ID

A

LT

E R

N A

T E

D B

E

'-9

T Y

P G

R

ID

A

LT

E R

N A

T E

D B

E

'-8

/4

T Y

P G

R

ID

A

LT

E R

N A

T E

D B

E

'-4

/4

T Y

P G

R

ID

ALTERNATE

TYP

TYP

TYP

ALTERNATE

ALTERNATE

A

LT

E R

N A

T E

D B

E

'-6

T Y

P G

R

ID

A

LT

E R

N A

T E

D B

E

'-4

T Y

P G

R

ID

A

LT

E R

N A

T E

D B

E

'-4

T Y

P G

R

ID

ALTERNATE

1. FOR ROOF FRAMING PLAN NOTES SEE DRAWING SF101

ROOF FRAMING PLAN NOTES:

OMAHA | LINCOLN | COLORADO SPRINGS

FARRIS ENGINEERING

farris-usa.com

FE#:172074

CONSULTANT

Drawing Title

Approved: Project Director

Project Title

Location

Issue Date Checked Drawn

Project Number

Building Number

Drawing Number

Dwg. of

Office of Construction and Facilities Management

1 2 3 4 5 6 7 8 9 10

1 2 3 4 5 6 7 8 9 10

A

B

C

D

E

F

A

B

C

D

E

F

Phase

FULLY SPRINKLERED

ARCHITECT/ENGINEER OF RECORD

AE PROJECT NO.: 14541

Stamp

730 Second Avenue South, Suite 1100 Minneapolis, MN, 55402-2455 Tel 612-338-8741 Fax 612-338-4840

1 2 3

EST. 1915

100% BID DOCUMENTS

10/01/2018

Outpatient Mental Health Building

VA #438-450

2501 W 22nd St, Sioux Falls, SD, 57105

NOT FOR CONSTRUCTION

KEY PLAN

U.S. Department of Veterans Affairs

/8

/2

:1 :0

P

M C

U s e rs

\D J F o rs c h e n \D o c u m e n ts

\A u to d e s k \R e v it

P ro je c ts

\V A

-S F

-M H

F -S

T R

U C

T D

J F o rs c h e n .r v t

ROOF FRAMING PLAN - LOBBY

AND PENTHOUSE

KDC DJF 63

SF103

SCALE: 1/8" = 1'-0"1 ROOF FRAMING PLAN - LOBBY AND PENTHOUSE

PLAN

NORTH

TRUENORTH

0 8' 16' 24'2' 4'

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

"AN ALTERNATE APPLIES TO

THE HEIGHT OF VARIOUS

PORTIONS OF THE BUILDING.

SEE SPEC SECTION 01 23 00

ALTERNATES FOR

ADDITIONAL INFORMATION

REGARDING ALTERNATE."

Revisions Date

I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the state of Minnesota.

Signature:_____________________________________ Typed or Printed Name:__________________________ Date:______________ License Number:_____________

4-CLIP L5x5x5/16x0'-5"

(5/16" ABOVE FRAMING ANGLES)

WHERE DIMENSION "X" IS 6"

OR LESS, THIS L MAY BE OMITTED

NOTES:

1. PROVIDE FRAMES FOR ALL

OPNGS GREATER THAN 12"x12".

2. FRAMES SHALL BE SHOP

WELDED AS ONE UNIT WITH

3/16" FILLET WELD AROUND ALL

CONTACTS & FIELD WELDED TO

SUPPORT MEMBERS W/ 3/16"

FILLET WELD ALL AROUND.

3. VERIFY SIZE AND LOCATION OF

ALL OPENINGS W/ MECH

CONTRACTOR PRIOR TO

FABRICATION OF ALL FRAMES.

4-FRAMING L4x4x1/4 ELEVATION

TOP OF FRAMING ANGLES IS THE

SAME AS ELEVATION TOP OF

SUPPORTS WHERE L4x4 DOES

NOT OCCUR WITHIN 6" OF JOIST

TOP CHORD PANEL POINT,

PROVIDE ADD'L WEB MEMBER SEE

SEE PLAN

FOR SUPPORT SPACING

"X"

/2 SF501

WHERE CHORD LOADING IS

NOT WITHIN 6" OF JOIST PANEL

POINTS ADD L1 1/2x1 1/2x3/16

EACH SIDE OF JOIST CENTERLINE

FIELD WELD WITH 1/8" FILLET

TOP CHORD LOAD

BOTTOM CHORD LOAD

JOIST PANEL POINTS

BEAM AT PERIMETER

JOIST BRG SEAT

NOTE:

DESIGN JOIST BRG SEAT

FOR LATERAL LOAD APPLIED

TO TOP OF JOIST

2.0K

3/16 2

TYP

GRID

GRID

C6x8.2 TYPICAL MC6x12 @ SIM

EXTEND MECH UNIT SUPPORT

CURB TO NEXT ADJACENT BEAM

E X

TE

N

T O

F M

E C

H U

N

IT

CL BM CL BM CL BM…