DRAWINGS - TEMPORARY SPS_Part4.pdf

INV. 4" IN=96.40

INV. 4" OUT=100.10

AD RIM= 101.51

INV. 4" OUT=100.26 INV.=99.59TOP OF TD=100.46

INV.=99.45TOP OF TD=100.44

AD RIM=101.51

INV. 6" OUT=100.01

6" SDCO w/ BOX & COVER

TRENCH DRAIN

RIM=100.46

AD RIM=101.51

INV. 4" OUT= 100.41

6" SDCO w/ BOX & COVER

INV. 4" OUT=100.26

AD RIM=101.51

RIM=100.46

INV.=100.08

BOX INV.=72.21

BUBBLER CB RIM=97.50

INV. 8" IN=96.47

INV. 8" OUT=95.38

INV. 6" IN=97.04

JB RIM=100.16

BUBBLER CB, RIM=

INV. 6" IN=96.93

INV. 6" IN=96.99

BUBBLER CB, RIM=INV. 8" SD THRU=95.26WYE ION

INV.=97.61 5' FROM BLDG.

6" RL (3060 Ø)

INV.=97.61 FROM BLDG.

6" OL (3060 Ø)

INV.=97.11 FROM BLDG.

6" OL (10,650 Ø)

INV.=95.73 5' FROM BLDG.

6" RL (10,650 Ø)

INV.=97.11 FROM BLDG.

6" OL (3060 Ø)

INV.=97.11 5' FROM BLDG.

6" RL (3060 Ø)

INV. 6" OUT=97.21

AD RIM=100.21

INV. 6" OUT=97.21

AD RIM=100.21

INV. 6" OUT=97.21

AD RIM=100.21

AD RIM=100.37

INV. 4" OUT=97.83

INV. 4" OUT=97.88

AD RIM=100.38

INV. 4" OUT=97.85

AD RIM=100.35

INV. 4" OUT=97.83

AD RIM=100.33

INV. 4" OUT=97.21

AD RIM=100.01

INV. 4" OUT=97.87

AD RIM=100.37

INV. 4" OUT=97.98

AD RIM=100.48

AD RIM=100.41

INV. 4" OUT=97.91

INV. 4" OUT=97.98AD RIM=100.48

INV. 12" OUT=94.50

INV. 12" IN=94.60

AD RIM=100.16

INV. 6" OUT=97.16

INV. 8" IN=96.51BUBBLER CB

8" RL (10,800 Ø)

INV.=96.61 5' FROM BLDG.

INV.=96.61 5' FROM BLDG.8" OL (10,800 Ø)

INV.=100.08

RIM=100.46

TRENCH DRAIN

TRENCH DRAIN

INV. 12" IN=74.11

SD PUMP STATION

FL OF TRENCH DRAIN

@ S=1%

JB, SOLID TOP, RIM=98.26

INV. 4" IN=97.82

INV. 6" OUT=96.93INV. 6" OUT=97.21AD RIM=100.21

INV. 6" OUT=97.21AD RIM=100.21

INV. 6" OUT=97.21AD RIM=100.21

INV. 6" OUT=100.01

INV. 4" OUT=100.01

AD RIM=101.51

AD RIM=101.51

INV. 4" OUT= 100.10

BUBBLER CB, RIM=97.80

INV. 8" IN=96.438" OL (11,100 Ø)

INV.=96.61 5' FROM BLDG.

8" RL (11,100 Ø)

INV.=96.61 FROM BLDG.

INV. 6" OUT=97.89

AD RIM=100.39

INV. 6" OUT=97.44

AD RIM=100.21

AD RIM=100.28

INV. 6" OUT=97.78

INV. 6" OUT=97.81

AD RIM=100.31

INV. 6" OUT=97.57

AD RIM=100.15

INV. 12" OUT=96.00

AD RIM=100.00

8" RL (9300 Ø)

INV.=96.61 5' FROM BLDG.

INV.=96.61 5' FROM BLDG.8" OL (9300 Ø)

INV.=97.43

RIM=100.34

BUBBLER CATCH BASIN

8" OL

INV.=97.65 3' FROM BLDG.

INV.=97.06 5' FROM BLDG.8" RL

AD RIM=100.12

INV. 12" IN=95.02

INV. 12" THRU=95.28AD RIM=99.98

INV. 12" PVC THRU=95.82AD RIM=99.92

INV. 12" OUT=95.02

INV. 4" OUT=99.59

INV. 4" IN TO ELBOW=99.51

INV. 4" OUT FROM ELBOW=98.46

24"x36" HATCH

GRATE 83.80

TWO VERTICAL ELBOWS

INV. 12" IN=88.01

TC @ CI=93.01

INV. 21" IN=87.45

SDMH RIM=96.35

INV. 21" OUT=87.25

INV. 12" OUT=93.19

TC @ CI=98.09

CB RIM=92.41

INV. 12" OUT=88.41

TC @ CI=89.98

INV. 12" OUT=84.98

INV. 21" IN=86.28

INV. 21" OUT=86.18

EX 2,000 GAL SS TANK

SSMHRIM=98.44

INV=90.54 8" PIPE (SW)

INV=90.54 8" PIPE (N)

AREA LIGHT

ST LT BOX

98.73

AREA LIGHT

99.92

ST LT BOX

100.14AREA LIGHT

99.88

AREA LIGHT

99.58

AREA LIGHT98.86

AREA LIGHT98.35

AREA LIGHT97.46

ST LT BOX

98.86

ELECTROLIER ON

2' CONC BASE99.23

AREA DRAIN

INV=97.28 6" PIPE THRU(N&S)

4" PIPE

MH99.37 99.35

CLEAN OUT

MONITOR WELL

"BP-70"

(APPROX.)

ABANDONED

SSMHRIM=100.41

INV=93.61 6" VCP (IN W)

INV=93.51 6" VCP (IN SW)

INV=93.41 8" VCP (OUT)

SDDI #8222

GRATE= 100.25

8" (IN) W INV= 96.45

12" RCP (IN) E INV= 94.85

12" RCP (IN) S INV= 93.65

18" RCP (OUT) N INV= 93.45

SDAI #8221

GRATE= 100.48

4" PVC (OUT) S INV= 97.68

INV=90.31 8" PVC (S)

INV=69.19 12" PIPE THRU(E&W)

RIM=98.19

SSMH

SSMH #7876

RIM= 82.58

TOP OF FLUID= 71.60

TOP OF SLUDGE= 70.60

SSMH #7877

RIM= 81.47

4" VCP (IN) NE INV= 77.07

4" VCP (IN) NE INV= 76.87

8" VCP (IN) SE INV= 76.07

8" VCP (OUT) N INV= 76.02

6" IRRI MAIN

6" IRRI MAIN

4" IRRI M

AIN

6" IRRI M

AIN

6" IRRI MAIN

6" IRRI MAIN

6" IRRI MAIN

ACID NEUTRALIZATION TANK

RIM=97.65

4" IN=93.53

4" OUT=93.28

TANK INV= 87.20

SSMH (NOT USED)

RIM 83.60

EX INV 72.65

INV OUT 72.55 (8" E)

EX SSMH

INV OUT 75.60 (8" N)

INV OUT 75.68 (8" N)

SSMHRIM TBD (SEE LANDSCAPE PLANS FOR SURFACE GRADES)

EX INV 74.30±

INV OUT 74.13

JB RIM

FLUSH w/ PAVEM

ENT

INV. 6" IN=75.69

INV. 12" IN=75.18

INV. 12" OUT=75.08

TC @

CI=98.14

INV. 12" IN=90.54 N

INV. 15" IN=90.24 S

INV. 18" IN=88.24

INV. 21" OUT=88.24

SSMH

RIM=97.80

INV=68.70 (12" THRU)

INV=91.5 (6" E)

TC @

CI=97.31

INV. 12" IN=91.81 W

INV. 12" IN=90.91 S

INV. 15" OUT=90.81 E

TC @

CI=98.41

INV. 6" IN=95.72

INV. 12" IN=91.91

INV. 12" OUT=91.81

AD RIM=101.51

INV. 6" IN=96.52 SW

INV. 6" IN=99.55 N

INV. 6" OUT=96.42

6" SDCO w/ BOX & COVER

INV.=99.65

TOP OF TD=80.54

INV. OF TD=80.04

6" RL

INV.=96.71

TC @

CI=96.81

INV. 12" OUT=92.71

AD RIM=98.80

INV. 4" OUT=100.02FL OF TD

@ 0.6%

TOP OF TD=80.31

INV. TD=75.31

INV. 12" OUT=75.31

TOP OF TD=80.31

INV. TD=79.36

INV. TD=75.31

TOP OF TD=80.31

INV. TD=79.24

INV. TD=75.31

TOP OF TD=100.46

INV.=99.61

TOP OF TD=100.46

INV. 4" OUT=98.46

AD RIM

=100.16

INV. 6" OUT=97.16

JB, SOLID TOP, RIM

=100.40

INV. 4" IN=96.61 E

INV. 4" IN=98.20 S

INV. 8" RL IN=96.13

INV. 8" IN=96.93 W

INV. 12" OUT=95.80

AD RIM

=100.28

INV. 6" OUT=97.78

AD RIM

=100.39

INV. 6" OUT=97.78

JB, SOLID TOP, RIM

=100.51

INV. 2-6" IN=97.72

INV. 8" OUT=97.39

JB, SOLID TOP, RIM

=100.51

INV. 2-6" IN=97.64

INV. 10" OUT=97.31

AD RIM

=100.31

INV. 6" OUT=97.67

12" W

IDE TRENCH DRAIN

RIM

=80.31

TOP OF TD=80.31

INV. TD=79.81

4" RL (3240Ø)

INV.=99.42 5' FROM

12" WIDE TRENCH DRAIN

RIM=80.54

TOP OF TD=80.54

INV. OF TD=79.71

INV. OF TD=76.21

INV. 6" OUT=76.21

TOP OF TD=80.31

INV. TD=79.81

TC @ CI=96.98

INV. 12" OUT=94.48

POTHOLE

EG 97.6

DEPTH 78"

LOOP RD

JSSTJH

BID DOCUMENTS

05/30/2025

PALO ALTO VA MC

3801 MIRANDA AVENUE

PALO ALTO, CA 94304

B100

RENOVATION AND

EXPANSION OF SPS

640-23-108 th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t o n e e ig h th in c h o n e fo o t

Veterans Health

Administration

VA FORM 08-6231

DRAWING TITLE PROJECT TITLE

LOCATION

DATE CHECKED DRAWN

PROJECT NUMBERCONSULTANTS:

DRAWING #

VA HEALTH CARE SYSTEM APPROVAL:

ARCHITECT:

SPUR DESIGN, LLC

312 SW 25TH STREET

Oklahoma City, OK 73109

(405) 842-6100

ARCH KS COA NO. A-930 EXP. 12/31/2025

ENG KS COA. NO. E-2586 EXP. 12/31/2025

FULLY SPRINKLERED

1 2 � 4 � 6 � 8 �

1 2 � 4 � 6 � 8 �

STAMP:

DRAWING NUMBER

BUILDING NUMBER

C 90672

HEN.J NIND GOT

C I V I L

RE

G I

ST

ER

ED PROFESSIONAL ENGINEER

STATE OF CA L I FORN IA

OF 75

CIVIL/STRUCTURAL ENGR

H2B. INC.

1225 N LOOP WEST, STE 800

HOUSTON, TX 77008

(713) 864-2900

MEP / TECH ENGR

SPUR DESIGN

2519 MADISON AVE, STE 100

KANSAS CITY, MO 64108

(913) 369-7200

FIRE PROTECTION ENGR

POOLE FIRE PROTECTION

19910 WEST 161ST STREET

OLATHE, KANSAS 66062

(913) 829-8690

HEALTHCARE PLANNER

THE INNOVA GROUP

9442 N. CAPITAL OF TEXAS HWY, STE 325

AUSTIN, TX 78759

(512) 346-8700

PHYSICAL SECURITY

FORCE PROTECT

10901 FRONT BEACH RD, STE 1415

PANAMA CITY BEACH, FL 32407

(502) 836-4232

BENCHMARK: .

CS109

STORMWATER POLLUTION

PREVENTION PLAN - LOADING DOCK

EXISTING FEATURES AND ELEVATIONS PRESENTED ON

THIS SHEET ARE BASED ON THE BEST AVAILABLE

INFORMATION. HORIZONTAL AND VERTICAL DATUMS

HAVE NOT BEEN CONFIRMED.

SCALE: 1" = 20'

0 20' 40'

LEGEND: .

EXISTING FEATURES:

NEW FEATURES: .

NOTES: .

1. ALL SUBCONTRACTORS WILL BE EDUCATED TO

FOLLOW STORM WATER POLLUTION PREVENTION

REQUIREMENTS.

2. ANY LAND CLEARING, CONSTRUCTION,

DEVELOPMENT, OR OTHER ACTIVITIES INVOLVING

THE MOVEMENT OF EARTH SHALL BE IN

ACCORDANCE WITH THE SWPPP.

3. A SITE OPERATOR SHALL BE ON SITE ON ALL DAYS

WHERE CONSTRUCTION OR GRADING ACTIVITY

TAKES PLACE.

4. STRUCTURAL BMP's WILL BE INSPECTED AND

MAINTAINED AT LEAST EVERY 14 DAYS AND AFTER

ANY PRECIPITATION OR RUNOFF EVENT THAT

CAUSES SURFACE EROSION, SEDIMENT

TRANSPORT OR VEHICULAR TRACKING.

5. SCRAPING AND SWEEPING OF STREETS,

SIDEWALKS AND FLOWLINES MUST BE CONDUCTED

AT THE END OF EACH WORK DAY WHEN DIRT AND

OTHER CONSTRUCTION MATERIAL HAS BEEN

TRACKED ONTO STREETS.

6. EARTH MATERIALS AND LANDSCAPE MATERIALS

SUCH AS SOD, ROCK AND MULCH SHALL NOT BE

STOCKPILED, PLACED OR STORED ON DRIVEWAYS,

STREETS, SIDEWALKS OR IN STORM WATER

FLOWLINES.

7. CONSTRUCTION SUPPLIES (e.g., TRUSSES AND

LUMBER), ROLL OFF CONTAINERS, DUMPSTERS,

PORTABLE TOILETS, TRAILERS, ETC., SHALL NOT BE

STORED ON STREETS OR SIDEWALKS OR OTHER

IMPERVIOUS SURFACES. THESE ITEMS SHALL BE

STORED ON THE CONSTRUCTION SITE OR STAGING

AREAS.

8. SANITARY FACILITIES SHALL BE LOCATED ON

NATURAL GROUND AND AT LEAST 25 FEET FROM

ANY STORM SEWER INLET OR WATER BODY AND

SHALL BE SERVICED REGULARLY AS NEEDED.

INLET PROTECTION BARRIER

RE: DTL 1 / CS201

IPB

FILTER FABRIC FENCE

RE: DTL 3 / CS201

UNDERGROUND ELECTRIC LINEUGE

STORM DRAINSD

SANITARY SEWERSS

COMMUNICATION LINECOM

WATER LINEW

CHILLED WATER LINECW

GAS LINEG

STREET SWEEPING/CLEANINGSTC

STC

STC

15 721 ASI 1 05.30.2025

W

WATER VALVEELEV=99.64'TN ELEV=XX.XX'

W

WATER VALVEELEV=99.70'TN ELEV=XX.XX'

W

WATER VALVEELEV=99.68'TN ELEV=XX.XX'

SS

ST

W

WATER VALVEELEV=99.35'TN ELEV=XX.XX'

G

TE

99.27'

99.24'

99.24'

98.92'98.33'98.33'97.49' 97.41'

.3

9'

97.47'97.71'

G

TE

M

M

SS

SS

ST

SS

ST

SS

SS

SS

CO

SS

SS

MISC

SS

T

W

WATER VALVEELEV=98.34'TN ELEV=XX.XX'

E

IR

UK

E

CB

CB

CB

G G G G G G

EEE

GGGGG

E

M

IRIR

PB

TV

MISC

MISCCO

CO

GTE

E

E

C B

G

TE

CB

E

T

E

G

TEAC

AC

AC

CO

AC

AC

CO

E

MISC

MISC

IR

W

JSSTJH

BID DOCUMENTS

05/30/2025

PALO ALTO VA MC

3801 MIRANDA AVENUE

PALO ALTO, CA 94304

B100

RENOVATION AND

EXPANSION OF SPS

640-23-108 th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t o n e e ig h th in c h o n e fo o t

Veterans Health

Administration

VA FORM 08-6231

DRAWING TITLE PROJECT TITLE

LOCATION

DATE CHECKED DRAWN

PROJECT NUMBERCONSULTANTS:

DRAWING #

VA HEALTH CARE SYSTEM APPROVAL:

ARCHITECT:

SPUR DESIGN, LLC

312 SW 25TH STREET

Oklahoma City, OK 73109

(405) 842-6100

ARCH KS COA NO. A-930 EXP. 12/31/2025

ENG KS COA. NO. E-2586 EXP. 12/31/2025

FULLY SPRINKLERED

1 2 � 4 � 6 � 8 �

1 2 � 4 � 6 � 8 �

STAMP:

DRAWING NUMBER

BUILDING NUMBER

C 90672

HEN.J NIND GOT

C I V I L

RE

G I

ST

ER

ED PROFESSIONAL ENGINEER

STATE OF CA L I FORN IA

OF 75

CIVIL/STRUCTURAL ENGR

H2B. INC.

1225 N LOOP WEST, STE 800

HOUSTON, TX 77008

(713) 864-2900

MEP / TECH ENGR

SPUR DESIGN

2519 MADISON AVE, STE 100

KANSAS CITY, MO 64108

(913) 369-7200

FIRE PROTECTION ENGR

POOLE FIRE PROTECTION

19910 WEST 161ST STREET

OLATHE, KANSAS 66062

(913) 829-8690

HEALTHCARE PLANNER

THE INNOVA GROUP

9442 N. CAPITAL OF TEXAS HWY, STE 325

AUSTIN, TX 78759

(512) 346-8700

PHYSICAL SECURITY

FORCE PROTECT

10901 FRONT BEACH RD, STE 1415

PANAMA CITY BEACH, FL 32407

(502) 836-4232

BENCHMARK: .

SCALE: 1" = 10'

0 10' 20'

CS110

RESTORATION PLAN

EXISTING FEATURES:

LEGEND: .

REFERENCE TOPOGRAPHIC SURVEY SHEET CS000 FOR

BENCHMARK INFORMATION.

UNDERGROUND ELECTRIC LINEUGE

STORM DRAINSD

SANITARY SEWERSS

COMMUNICATION LINECOM

WATER LINEW

CHILLED WATER LINECW

GAS LINEG

NOTES: .

1. REMOVE ALL ABOVE-GROUND FEATURES INSTALLED IN

PHASES 1-3.

2. REMOVE ALL UNDERGROUND UTILITIES INSTALLED IN

PHASES 1-3.

3. INSTALL ASPHALT PAVEMENT AND CURBS SHOWN.

4. RETURN SITE TO EXISTING CONDITIONS. CONTRACTOR TO

COORDINATE WITH VA COR FOR ANY MATERIALS TO BE

RETURNED TO VA.

NEW FEATURES:

NEW ASPHALT PAVEMENT

RE: DTL 1 / CS200

NEW GRAVEL

RE: DTL 2 / CS201

721 ASI 1 05.30.2025

JSSTJH

BID DOCUMENTS

05/30/2025

PALO ALTO VA MC

3801 MIRANDA AVENUE

PALO ALTO, CA 94304

B100

RENOVATION AND

EXPANSION OF SPS

640-23-108 th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t o n e e ig h th in c h o n e fo o t

Veterans Health

Administration

VA FORM 08-6231

DRAWING TITLE PROJECT TITLE

LOCATION

DATE CHECKED DRAWN

PROJECT NUMBERCONSULTANTS:

DRAWING #

VA HEALTH CARE SYSTEM APPROVAL:

ARCHITECT:

SPUR DESIGN, LLC

312 SW 25TH STREET

Oklahoma City, OK 73109

(405) 842-6100

ARCH KS COA NO. A-930 EXP. 12/31/2025

ENG KS COA. NO. E-2586 EXP. 12/31/2025

FULLY SPRINKLERED

1 2 � 4 � 6 � 8 �

1 2 � 4 � 6 � 8 �

STAMP:

DRAWING NUMBER

BUILDING NUMBER

C 90672

HEN.J NIND GOT

C I V I L

RE

G I

ST

ER

ED PROFESSIONAL ENGINEER

STATE OF CA L I FORN IA

OF 75

CIVIL/STRUCTURAL ENGR

H2B. INC.

1225 N LOOP WEST, STE 800

HOUSTON, TX 77008

(713) 864-2900

MEP / TECH ENGR

SPUR DESIGN

2519 MADISON AVE, STE 100

KANSAS CITY, MO 64108

(913) 369-7200

FIRE PROTECTION ENGR

POOLE FIRE PROTECTION

19910 WEST 161ST STREET

OLATHE, KANSAS 66062

(913) 829-8690

HEALTHCARE PLANNER

THE INNOVA GROUP

9442 N. CAPITAL OF TEXAS HWY, STE 325

AUSTIN, TX 78759

(512) 346-8700

PHYSICAL SECURITY

FORCE PROTECT

10901 FRONT BEACH RD, STE 1415

PANAMA CITY BEACH, FL 32407

(502) 836-4232

CS200

CIVIL DETAILS

CONCRETE BARRIER DETAIL 3

SCALE: NTS

SCALE: NTSSCALE: NTS

SEWER CONNECTION TO EXIST MANHOLEPIPE SUPPORT DETAIL

1VERTICAL CURB DETAIL

NOTES:

1. CONCRETE USED FOR CURBS SHALL HAVE A MINIMUM COMPRESSIVE

STRENGTH OF 3,000 PSI IN 28 DAYS.

2. MAXIMUM SPACING OF CONTROL JOINTS SHALL BE 15-FEET.

�3. 1

2" THICK EXPANSION JOINTS SHALL BE LOCATED AT TANGENT

POINTS IN CURB RETURNS, TRANSITIONS, AND AT A MAXIMUM OF

60-FOOT INTERVALS. EXPANSION MATERIAL SHALL ALSO BE PLACED

BETWEEN CURBS AND ADJACENT STRUCTURES, SIDEWALKS, DRIVEWAYS

AND CURB ACCESS RAMPS. THE �JOINT FILLER SHALL EXTEND

THE FULL DEPTH OF THE CONCRETE.

4. CONCRETE SHALL BE FINISHED WITH A STEEL TROWEL FOLLOWED BY

BRUSHING WITH A FINE BRUSH ALONG THE LENGTH OF THE CURB.

5. SINGLE CURB MAY BE CONSTRUCTED BY THE USE OF FORMS OR MAY

BE SLIP FORMED.

6. ALL EXPOSED EDGES AND HAND TOOLED JOINTS SHALL BE FINISHED

WITH A TOOL HAVING A 1/4" RADIUS UNLESS A LARGER RADIUS IS

INDICATED BY THE APPLICABLE STANDARD DETAILS OR PROJECT PLANS.

7. OMIT 6-INCH BASE EXTENSION WHEN PROPOSED CURB IS ADJACENT

TO AN EXISTING STRUCTURE.

5SCALE: 1" = 1'

6SCALE: NTS

WATERLINE OFFSET DETAIL7SCALE: NTS

WATERLINE BEDDING & BACKFILL DETAIL

UTILITY CONC PAD DETAIL 8SCALE: 1" = 1'

FLUSH CURB 6" CURB

17 721 ASI 1 05.30.2025

JSSTJH

BID DOCUMENTS

05/30/2025

PALO ALTO VA MC

3801 MIRANDA AVENUE

PALO ALTO, CA 94304

B100

RENOVATION AND

EXPANSION OF SPS

640-23-108 th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t o n e e ig h th in c h o n e fo o t

Veterans Health

Administration

VA FORM 08-6231

DRAWING TITLE PROJECT TITLE

LOCATION

DATE CHECKED DRAWN

PROJECT NUMBERCONSULTANTS:

DRAWING #

VA HEALTH CARE SYSTEM APPROVAL:

ARCHITECT:

SPUR DESIGN, LLC

312 SW 25TH STREET

Oklahoma City, OK 73109

(405) 842-6100

ARCH KS COA NO. A-930 EXP. 12/31/2025

ENG KS COA. NO. E-2586 EXP. 12/31/2025

FULLY SPRINKLERED

1 2 � 4 � 6 � 8 �

1 2 � 4 � 6 � 8 �

STAMP:

DRAWING NUMBER

BUILDING NUMBER

C 90672

HEN.J NIND GOT

C I V I L

RE

G I

ST

ER

ED PROFESSIONAL ENGINEER

STATE OF CA L I FORN IA

OF 75

CIVIL/STRUCTURAL ENGR

H2B. INC.

1225 N LOOP WEST, STE 800

HOUSTON, TX 77008

(713) 864-2900

MEP / TECH ENGR

SPUR DESIGN

2519 MADISON AVE, STE 100

KANSAS CITY, MO 64108

(913) 369-7200

FIRE PROTECTION ENGR

POOLE FIRE PROTECTION

19910 WEST 161ST STREET

OLATHE, KANSAS 66062

(913) 829-8690

HEALTHCARE PLANNER

THE INNOVA GROUP

9442 N. CAPITAL OF TEXAS HWY, STE 325

AUSTIN, TX 78759

(512) 346-8700

PHYSICAL SECURITY

FORCE PROTECT

10901 FRONT BEACH RD, STE 1415

PANAMA CITY BEACH, FL 32407

(502) 836-4232

CS201

CIVIL DETAILS

721 ASI 1 05.30.2025

American Welding Society

American National Standards Institute

American Society for Testing and Materials

American Iron and Steel Institute

American Institute of Steel Construction

American Institute of Architects

American Concrete Institute

CC Carried Column

CIP Cast In Place

Addition

Alternate

Air Condition

Aggregate

Anchor BoltAB

ALT

A/C

AGGR

ADD

Angle

And

Asphalt

Approximate

AIA

ACI

AISI

ANSI

ASTM

AISC

L

ASPH

ARCH

APPROX

AWS

Average

Bottom

Bearing

Bending Moment

Base Plate

Building

Center

Ceiling

Center to Center

Center of Gravity

Bottom of Deck

M

BOT

BRG

B PL

AVG

CG

CEN

CLG

BLDG

B/D

AssemblyASSY

Architect or Architectural

Column

Clear

Channel

Concrete

Control Joint

Connection

Cubic Yard

Cubic Foot

Continuous

Construction

C

CJ

CONN

CONC

COL

CLR

CY

CF

CMU

CMP

CONT

CONST

Diagonal

Detail

Ditto

Diameter

Double Angle

Dimensions

Drawing

Douglas Fir

2L

DO

DIM

DIA

DIAG

DET

DF

DWG

DoubleDBL

Concrete Masonry Units

Corrugated Metal Pipe

C/C

AluminumAL

MB Machine Bolt

Glu lam BeamGLB

Quarter

Radius

Reference

Reinforce, Reinforced, QTR

REF

RAD

REINF

Round

Required

Section

Schedule

Revise or Revision

South

Similar

Steel

Standard

Square

Specifications

Sheet

Stock

Tangent

Separation Joint

Structural

Strut Force

Through

Top of Concrete

Top and Bottom

Tongue & Groove

Tolerance

Thick

Top of Footing or Top of Foundation

RD

REV

SECT

SCHED

REQD

S

SIM

STL

STD

SQ

SPECS

SHT

SJ

STK

TAN

SF

STRUCT

TOL

T/F

T/C

T & B

T & G

THRU

THK

Typical

Total

Transverse

Top of Steel

Top of Masonry

Vertical

Verify in the Field

Unless Noted

Unless Noted Otherwise

Top of Concrete Wall

West

Without

With

Work Point

Wide Flange

Welded Wire Fabric

Yard

T/S

T/M

TYP

TOT

TRANS

UNO

UN

VIF

VERT

W

W

WWF

WP

W/O

W/

YD

T/W

Reinforcement, or Reinforcing

Long

Light

Length

Laminated

Longitudinal

LAM

LGTH

LG

LT

LONGIT

Each

East

EF

EA

E

EW

ELECT Electric or Electrical

Each way

Each face

Mark

Metal

Maximum

Material

Maximum

Mechanical

Manufacturer

LLH

LLBB

LLV

MK

MAX

MECH

MATL

MAX

MET

MFR

Medium

Mezzanine

Minimum

Minute

Miscellaneous

Mixture

North

Nominal

Near Side

Near Face

Multiple

MED

MIN

MEZZ

MIX

MISC

MIN

NF

N

NOM

NS

MULT

EQ

ENGR

ETC

EST

EXCAV

EQUIP

EXT

EJ

EXIST

X-STR

X-HVY

Etcetera

Extra Strong

Extra Heavy

Exterior

Expansion Joint

Existing

Excavate

Estimate

Equipment

Equal

Engineer

FS

FF

FT or '

FIN

FIG

FBM

FTG

FD

FRMG

FND

FLR

Framing

Foundation

Footing

Floor Drain

Floor

Finish

Figure

Feet Board Measure

Feet or Foot

Far Side

Far Face

FabricationFAB

Opposite

Opening

On Center

Number

Perpendicular

Permanent

Original

OPP

OPNG

OC

OD

PERP

PERM

d

ORIG

Point

Plate

Pound

Plywood

Project

PT

PL

PLYWD

PSF

PCF

LB

PROJ

PSI

Piece, Pile CapPC

GEN

GI

GALV

GRND

GR

HEX

HGT

HORIZ

S

IN or " Inches

I Beam

Horizontal

Hexagon

Height

Ground

Grade

General (Notes)

Galvanized Iron

Galvanize

Joint

Joist

ID

JT

JST

KO

K

Knockout

Kip (1,000 lbs)

Inside Diameter

Include or IncludedINCL

Not to ScaleGage or Gauge NTSGA

Elevation LHEELEV

Pounds Per Square Inch

Pounds Per Square Foot

Pounds Per Cubic Foot

Penny (Nails, etc)

Outside Diameter

Long Leg Vertical

Long Leg Horizontal

Long Leg Back To Back

Low Hydrogen Electrode

General NotesGN

ABBREVIATIONSGENERAL NOTES

LEGEND:

INDICATES TUBE COLUMN

INDICATES WIDE FLANGE COLUMN

INDICATES BEAM SPLICE

INDICATES FOOTING SIZE. SEE SCHEDULE.F1

SYMBOLS AND ABBREVIATIONS FOR CONCRETE (as per ACI)

SLOPE DIRECTION DOWN

MISCELLANEOUS ELEVATION

FLOOR OR STEEL ELEVATION

REQUIRED NUMBER OF HEADED SHEAR STUDS

RIGID CONNECTION

CAMBER UP

00'-0"

00'-0"

(00'-0")

C=0"

[00]

STEEL ELEVATION

SPAN DIRECTION

To Indicate Size of Deformed Bar.#

Clear

Bottom

Bent

Each Face

Column Tie

Each Way

Limits of Area Covered By Bars

Direction in Which Bars Extend

Spacing Center to Center

Spiral

Stirrup

Plain Bar

Outside Face

Near Face

Inside Face

Top

Straight

Far Face

AT

EF

CT

CL

BOT

BT

EW

T

STR

SP

STIR

PL

OF

NF

IF

FF

Plain Rounds, as Spirals/

INDICATES STD PIPE COLUMN

SYMBOL LEGEND

INDICATES EXISTING ELEMENTS

NOTE: ALL SYMBOLS MAY NOT BE USED

GENERAL

1. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO STARTING CONSTRUCTION. NOTIFY

COR OF ANY DISCREPANCIES

2. DO NOT SCALE THE DRAWINGS.

3. GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS APPLY UNLESS NOTED OTHERWISE ON

PLANS, ELEVATIONS, DETAILS AND SPECIFICATIONS. IN CASE OF CONFLICT THE GREATER

REQUIREMENT GOVERNS.

4. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED

STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION.

5. THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR CHARGE OF, AND SHALL NOT BE

RESPONSIBLE FOR, CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES OR

PROCEDURES, FOR SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK, FOR

THE ACTS OF OMISSIONS OF THE CONTRACTOR, SUB-CONTRACTORS OR ANY OTHER PERSONS

PERFORMING AN OF THE WORK, OR FOR THE FAILURE OF ANY OF THEM TO CARRY OUT THE WORK

IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.

6. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE

DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO BRACING AND SHORING FOR LOADS DUE TO HYDROSTATIC, EARTH, WIND OR SEISMIC FORCES, CONSTRUCTION EQUIPMENT, ETC. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT

INCLUDE INSPECTION OF THE ABOVE ITEMS.

7. NOTIFY THE STRUCTURAL ENGINEER THROUGH THE COR WHEN DRAWINGS BY OTHERS SHOW

OPENINGS, POCKETS, ETC., NOT SHOWN ON THE STRUCTURAL DRAWINGS, BUT WHICH ARE

LOCATED IN THE STRUCTURAL MEMBER.

8. ALL SPECIFICATIONS AND CODES NOTED SHALL BE THE LATEST APPROVED EDITIONS AND

REVISIONS BY THE GOVERNMENTAL AGENCY HAVING JURISDICTION OVER THIS PROJECT.

9. COST OF ADDITIONAL FIELD AND OFFICE WORK NECESSITATED BY REQUESTS BY THE

CONTRACTOR FOR AN OPTION OR DUE TO ERRORS OR OMISSIONS IN CONSTRUCTION SHALL BE

BORNE BY THE CONTRACTOR. OPTIONS ARE FOR CONTRACTOR'S CONVENIENCE. HE SHALL BE

RESPONSIBLE FOR ALL CHANGES NECESSARY IF HE CHOOSES AN OPTION AND HE SHALL

COORDINATE ALL DETAILS.

10. ANY ENGINEERING DESIGN PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW SHALL BEAR THE

SEAL OF AN ENGINEER REGISTERED IN CALIFORNIA.

11. UNLESS NOTED OTHERWISE, DETAILS ON STRUCTURAL DRAWINGS ARE TYPICAL AS INDICATED BY

CUTS, REFERENCES OR TITLE.

12. CONTRACTOR SHALL VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS.

13. FIELD VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS PRIOR TO THE START OF SHOP

DRAWINGS OR CONSTRUCTION.

14. EXISTING CONDITIONS REQUIRING MODIFICATIONS TO DOCUMENTS FOR PROPOSED

CONSTRUCTION SHALL BE IMMEDIATELY SUBMITTED TO THE COR.

CODE AND DESIGN CRITERIA

1. BUILDING CODE: LATEST EDITION OF U.S. DEPARTMENT OF VETERANS AFFAIRS DESIGN GUIDES, STANDARDS, AND MANUALS.

2024 INTERNATIONAL BUILDING CODE (IBC)

2. DESIGN LIVE LOADS:

a. ROOF LL --------------------------------------------------- 20 PSF

b. FLOOR LL ------------------------------------------------- 100 PSF

c. MECHANICAL ROOMS -------------------------------- 150 PSF (UNREDUCIBLE)

3. WIND DESIGN DATA:

a. BUILDING RISK CATEGORY ------------------------- IV

b. BASIC WIND SPEED ----------------------------------- 103 MPH (ULTIMATE)

c. EXPOSURE ----------------------------------------------- C

INTERNAL PRESSURE COEFFICIENT----------- +/- 0.18

4. SNOW DESIGN DATA:

a. GROUND SNOW LOAD (Pg) ------------------------- 7 PSF

b. FLAT ROOF SNOW LOAD (Pf) ---------------------- 5.9 PSF

c. SNOW EXPOSURE FACTOR (Ce) ----------------- 1.0

d. THERMAL FACTOR (Ct) ------------------------------ 1.0

5. RAIN DESIGN DTA:

a. BUILDING RISK CATEGORY ------------------------ IV

b. 15-MINUTE INTENSITY ------------------------------- 3.01 In/Hr

c. 30-MINUTE INTENSITY ------------------------------- 1.46 In/Hr

6. SEISMIC DESIGN DATA:

a. BUILDING RISK CATEGORY------------------------- IV

b. IMPORTANCE FACTOR (IE) ------------------------- 1.5

c. SS ------------------------------------------------------------ 2.15g

d. S1 ------------------------------------------------------------ 0.87g

e. SITE CLASS ---------------------------------------------- C

f. SDS ----------------------------------------------------------- 1.47g

g. SD1------------------------------------------------------------ 0.79g

h. SEISMIC DESIGN CATEGORY---------------------- F

ANALYSIS PROCEDURE USED -------------------- EQUIVALENT LATERAL FORCE

FOUNDATION

1. FOUNDATION:

a. FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL TECHNICAL REPORT PREPARED BY

TERRACON UES PROJECT NO. R1245041, DATED AUGUST 23, 2024 AND ADDENDUM REPORT

PREPARED BY TERRACON UES PROJECT NO. R1245041, DATED SEPETEMBER 27, 2024.

b. FOOTING SHALL BEAR ON PROPERLY COMPACTED FILL AT 1'-6" MIN BELOW FINISH GRADE, SEE

GEOTECHNICAL REPORT. NET ALLOWABLE BEARING = 2,500 PSF FOR DEAD PLUS LIVE LOAD.

2. SEE PLAN FOR TOP OF FOOTING ELEVATIONS. CONTRACTOR SHALL VERIFY AND LOWER FOOTINGS

AS REQUIRED TO MAINTAIN 1'-6” MINIMUM BELOW FINISH GRADE.

3. CONTRACTOR SHALL PROVIDE FOR PROPER DEWATERING OF EXCAVATIONS FROM SURFACE

WATER, GROUND WATER, SEEPAGE, ETC.

4. CONTRACTOR SHALL PROVIDE FOR THE DESIGN AND INSTALLATION OF ALL CRIBBING, SHEATHING

AND SHORING REQUIRED TO SAFELY AND ADEQUATELY RETAIN THE EARTH BANKS AND ANY

EXISTING STRUCTURE.

5. ALL EARTHWORK, FOOTING DEPTHS, AND EXCAVATIONS FOR FOUNDATIONS SHALL BE INSPECTED

BY THE SOILS ENGINEER TO VERIFY ASSUMED ALLOWABLE SOIL BEARING PRESSURE AND TO

MAKE ANY ADDITIONAL RECOMMENDATIONS.

6. EXCAVATIONS FOR FOOTINGS SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO

PLACING THE CONCRETE AND REINFORCING. THE CONTRACTOR SHALL NOTIFY THE

GEOTECHNICAL ENGINEER WHEN THE EXCAVATIONS ARE READY FOR INSPECTION. THE

GEOTECHNICAL ENGINEER SHALL SUBMIT A LETTER OF COMPLIANCE TO THE COR.

7. ALL EXCAVATIONS SHALL BE PROPERLY BACKFILLED. DO NOT PLACE BACKFILL BEHIND RETAINING

WALLS BEFORE CONCRETE OR MASONRY HAS ATTAINED FULL DESIGN STRENGTH. CONTRACTOR

SHALL BRACE OR PROTECT ALL BUILDING AND PIT WALLS BELOW GRADE FROM LATERAL LOADS

UNTIL ATTACHING FLOORS ARE COMPLETELY IN PLACE AND HAVE ATTAINED FULL DESIGN

STRENGTH. CONTRACTOR SHALL PROVIDE FOR DESIGN, PERMITS AND INSTALLATION OF SUCH

BRACING AND PROTECTION.

8. FOOTING BACKFILL AND UTILITY TRENCH BACKFILL WITHIN THE BUILDING PERIMETER SHALL BE

MECHANICALLY COMPACTED IN LAYERS, TO THE APPROVAL OF THE GEOTECHNICAL ENGINEER.

FLOODING WILL NOT BE PERMITTED.

9. ALL ABANDONED FOOTINGS, UTILITIES, ETC., THAT INTERFERE WITH THE NEW CONSTRUCTION

SHALL BE REMOVED.

REINFORCING STEEL

1. ALL REINFORCING STEEL SHALL BE DETAILED AND PLACED IN CONFORMANCE WITH THE `BUILDING

CODE REQUIREMENTS FOR REINFORCED CONCRETE' (ACI 318) AND THE `MANUAL OF STANDARD

PRACTICE FOR REINFORCED CONCRETE CONSTRUCTION' BY CRSI AND WCRSI, AS MODIFIED BY

THE PROJECT DRAWINGS AND SPECIFICATIONS.

2. DEFORMED REINFORCING BARS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A615 GRADE 60.

3. WELDING OF REINFORCING SHALL BE WITH LOW HYDROGEN ELECTRODES IN CONFORMANCE WITH

'RECOMMENDED PRACTICES FOR WELDING REINFORCING STEEL, ETC.', AMERICAN WELDING

SOCIETY, AWS D1.4. WELDING OF REINFORCING STEEL IS LIMITED TO A706 REBAR.

4. ALL REINFORCING BAR BENDS SHALL BE MADE COLD.

5. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.

6. MINIMUM LAP OF WELDED WIRE FABRIC SHALL BE 6 INCHES OR ONE FULL MESH AND ONE HALF, WHICH EVER IS GREATER.

7. SPLICES SHALL BE MADE ONLY AS AND WHERE INDICATED ON THE STRUCTURAL DRAWINGS.

8. DOWELS BETWEEN FOOTINGS AND WALLS OR COLUMNS SHALL BE THE SAME GRADE, SIZE,

SPACING AND NUMBER AS THE SPECIFIED VERTICAL REINFORCING, UNO

9. ALL BARS SHALL BE MARKED SO THEIR IDENTIFICATION CAN BE MADE WHEN THE FINAL IN-PLACE

INSPECTION OCCURS.

10. PROVIDE SHOP DRAWINGS AND FABRICATE AFTER THE COR'S REVIEW. ALL SPLICE LOCATIONS ARE

SUBJECT TO APPROVAL. PLACE REBAR PER CRSI STANDARDS.

CONCRETE

1. ALL PHASES OF WORK PERTAINING TO THE CONCRETE CONSTRUCTION SHALL CONFORM TO THE

'BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE', ACI 318, AND THE

`SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS', ACI 301, LATEST EDITIONS, WITH

MODIFICATIONS AS NOTED ON THE DESIGN DRAWINGS OR SPECIFICATIONS.

2. REINFORCED CONCRETE DESIGN IS BY THE ULTIMATE STRENGTH DESIGN METHOD.

3. CONCRETE MIXES SHALL BE DESIGNED BY A QUALIFIED TESTING LABORATORY AND SHALL BEAR

THE WET SEAL OF A CIVIL ENGINEER IN THE STATE OF CALIFORNIA FOR REVIEW BY THE

STRUCTURAL ENGINEER THROUGH THE COR. THE CONCRETE MIX SHALL COMPLY WITH ACI 318

FOR THE FOLLOWING EXPOSURE CLASSES: F0, S0, W1, C1.

a. CONCRETE SLAB-ON-GRADE AND FOOTINGS

i. MAXIMUM WATER/CEMENT RATIO OF 0.50. SLUMP SHALL BE 4" +/-1".

b. TOPPING CONCRETE SLAB

i. MAXIMUM WATER/CEMENT RATIO OF 0.50. SLUMP SHALL BE 4" +/-1".

4. SCHEDULE OF STRUCTURAL CONCRETE 28-DAY STRENGTHS AND TYPES:

LOCATION IN STRUCTURE STRENGTH (PSI) TYPE

TOPPING CONCRETE SLAB 3500 LIGHT-WEIGHT

FOOTINGS 4000 NORMAL-WEIGHT

ALL CONCRETE UNO 4000 NORMAL-WEIGHT

5. PORTLAND CEMENT SHALL CONFORM TO ASTM C150, TYPE II.

6. AGGREGATE FOR HARD ROCK CONCRETE SHALL CONFORM TO ALL REQUIREMENTS AND TESTS OF ASTM C33 AND PROJECT SPECIFICATIONS. EXCEPTIONS MAY BE USED ONLY WITH PERMISSION OF

THE STRUCTURAL ENGINEER THROUGH THE COR.

7. CONCRETE MIXING OPERATIONS, ETC., SHALL CONFORM TO ASTM C94.

8. PLACEMENT OF CONCRETE SHALL CONFORM TO ACI STANDARD 304 AND PROJECT

SPECIFICATIONS. SANDBLAST ALL CONCRETE SURFACES AGAINST WHICH CONCRETE IS TO BE

PLACED.

9. PLACING OF CONCRETE SHALL CONFORM TO ACI 305 "HOT WEATHER CONCRETING" AND ACI 306

"COLD WEATHER CONCRETE" WHEN APPLICABLE.

10. CLEAR COVERAGE OF CONCRETE OVER REINFORCING BARS BE AS FOLLOWS:

a. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH ------------- 3”

b. CONCRETE EXPOSED TO EARTH OR WEATHER:

i. NO. 6 THROUGH NO. 18 BAR ----------------------------------------------------------------------- 2”

ii. NO. 5 BAR AND SMALLER --------------------------------------------------------------------------- 1 1/2”

c. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND

i. SLABS, WALLS, JOISTS:

1. NO. 14 AND NO. 18 BAR ----------------------------------------------------------------------------- 1 1/2”

2. NO. 11 BAR AND SMALLER ------------------------------------------------------------------------- 3/4”

ii. BEAMS, COLUMNS:

1. PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS --------------------------------1 1/2”

d. SLABS ON GRADE (FROM TOP)----------------------------------------------------------------------- 1 1/2”

11. ALL REINFORCING BARS, ANCHOR BOLTS AND OTHER CONCRETE INSERTS SHALL BE WELL

SECURED IN POSITION PRIOR TO PLACING CONCRETE.

12. MECHANICAL PIPES AND ELECTRICAL CONDUITS WHICH PASS THROUGH SLAB ON GRADE,

CONCRETE ON STEEL DECK, FRAMED CONCRETE FLOORS AND WALLS DO NOT REQUIRE SLEEVES,

UNLESS OTHERWISE INDICATED IN THE PROJECT SPECIFICATIONS, MECHANICAL OR ELECTRICAL DRAWINGS. IF SLEEVES ARE REQUIRED, INSTALL SLEEVES BEFORE PLACING CONCRETE. DO NOT CUT ANY REINFORCING WHICH MAY INTERFERE WITH SLEEVE PLACEMENT. CORING OPENINGS IN

CONCRETE IS NOT PERMITTED. NOTIFY THE STRUCTURAL ENGINEER THROUGH THE COR IN

ADVANCE OF CONDITIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS. NO PIPES OR

ELECTRICAL CONDUIT SHALL PASS THROUGH CONCRETE BEAMS OR COLUMNS UNLESS

SPECIFICALLY DETAILED.

13. PROJECTING CORNERS OF BEAMS, WALLS, COLUMNS, ETC., SHALL BE FORMED WITH A 3/4 IN.

CHAMFER, UNLESS OTHERWISE NOTED ON ARCHITECTURAL DRAWINGS.

14. CURING COMPOUNDS USED ON CONCRETE THAT IS TO RECEIVE A RESILIENT TILE FINISH SHALL BE

APPROVED BY THE FINISH APPLICATOR BEFORE USE.

15. MODULUS OF ELASTICITY OF CONCRETE, WHEN TESTED IN ACCORDANCE WITH ASTM C469, SHALL

BE AT LEAST THE VALUE GIVEN BY THE EQUATIONS IN SECTION 8.5.1 OF ACI 318 FOR THE

SPECIFIED CONCRETE 28-DAY STRENGTH.

16. MINIMUM STRENGTH FOR REMOVAL OF FORMS AND SHORING SHALL BE 75% OF SPECIFIED

STRENGTH AT 28 DAYS.

17. ALL CONCRETE NOT SPECIFICALLY SHOWN WITH REINFORCEMENT SHALL BE REINFORCED IN THE

SAME MANNER AS SIMILAR CONDITIONS OR WITH REINFORCEMENT MEETING THE MINIMUM

REQUIREMENTS OF ACI-318.

18. CONCRETE SLAB SHALL BE WET MAT, MOIST CURED FOR A MINIMUM OF 7 DAYS.

19. CONCRETE MIXES MAY CONTAIN FLY ASH AS NOTED PER SPECIFICATIONS.

STRUCTURAL STEEL

1. STRUCTURAL STEEL SHALL BE DESIGNED, DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE AISC 'SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS' AND 'CODE OF STANDARD

PRACTICE FOR STEEL BUILDINGS AND BRIDGES' (LATEST EDITION AND SUPPLEMENTS).

2. ALL WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992.

3. ALL CHANNELS, ANGLES, PLATES & BARS SHALL CONFORM TO ASTM A36. UNLESS NOTED

OTHERWISE.

4. ALL PIPE COLUMNS SHALL CONFORM TO ASTM A53 (TYPES E OR S), GRADE B OR ASTM A501.

5. ALL SQUARE OR RECTANGULAR TUBING SECTIONS SHALL CONFORM TO ASTM A500, GRADE C, OR ASTM A501 WITH Fy= 50 KSI.

6. ALL SIMPLE BEAM TO BEAM OR COLUMN CONNECTION PLATE MATERIAL, INCLUDING BEARING PLATES, GUSSET PLATES, STIFFENER PLATES, FILLER PLATES, ETC. SHALL CONFORM TO A36, UNLESS NOTED OTHERWISE.

7. ALL CONNECTION ANGLE MATERIAL SHALL CONFORM TO ASTM A36 UNLESS NOTED OTHERWISE.

8. CONNECTING OR SPLICING OF STRUCTURAL STEEL NOT SHOWN ON THE DRAWINGS IS PROHIBITED

WITHOUT PRIOR WRITTEN APPROVAL OF THE COR/ ENGINEER-OF-RECORD.

9. THE STRUCTURAL STEEL FABRICATOR SHALL FURNISH SHOP DRAWINGS OF ALL STRUCTURAL

STEEL, FOR COR'S REVIEW BEFORE FABRICATION. SHOP DRAWINGS SHALL SHOW THE ERECTION PROCEDURES AND DETAILS. THE ICC REPORT, INCLUDING VERTICAL LOAD AND DIAPHRAGM SHEAR

CAPACITY SHALL BE FURNISHED.

STRUCTURAL STEEL (CONTINUED)

10. BOLT HOLES IN STEEL SHALL BE 1/16 INCH LARGER THAN NOMINAL SIZE OF BOLT USED. HOLE SIZES FOR F1554 ANCHOR BOLTS MAY BE MADE OVERSIZE TO FACILITATE ERECTION AS FOLLOWS:

a. BOLTS 3/4 TO 1 INCH: 5/16" LARGER THAN NORMAL SIZE OF BOLT.

b. BOLTS 1 TO 2 INCH: 1/2" LARGER THAN NORMAL SIZE OF BOLT.

c. BOLTS OVER 2 INCHES: 1" LARGER THAN NORMAL SIZE OF BOLT.

IF F1554 ANCHOR BOLTS ARE OVERSIZED, AN ASTM F436 HARDENED WASHER SHALL BE

INSTALLED UNDER THE BOLT HEAD AND THE NUTS SHALL MEET THE REQUIREMENTS OF ASTM

A563.

11. SEE SPECIFICATIONS FOR FINISH/PAINTING REQUIREMENTS FOR STRUCTURAL STEEL SURFACES.

VERIFY WITH ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.

12. WELDED JOINTS SHALL CONFORM TO THE PREQUALIFIED JOINT DETAILS AS INDICATED IN THE

STRUCTURAL WELDING CODE (AWS D1.1) BY THE AMERICAN WELDING SOCIETY.

13. ALL WELDING SHALL BE BY WELDERS HOLDING CURRENT VALID CERTIFICATES AND HAVING

CURRENT EXPERIENCE IN TYPE OF WELD CALLED FOR. WELDING RODS TO BE LOW HYDROGEN

TYPE, E70.

14. ALL GROOVE WELDS TO BE FULL PENETRATION UNLESS NOTED. FULL PENETRATION WELDS AND

ALL BUTT WELDED SPLICES OR CONNECTIONS SHALL BE ULTRASONICALLY TESTED AND

INSPECTED BY AN INDEPENDENT TESTING LABORATORY TO CERTIFY ALL SPLICES AS MEETING OR

EXCEEDING STRENGTH OF MATERIALS SPLICED. REDUCTION IN TESTING MAY BE MADE IN

ACCORDANCE WITH THE BUILDING CODE WITH APPROVAL OF THE ENGINEER. TWO COPIES OF ALL

TEST REPORTS AND A LETTER OF SUCH CERTIFICATION SHALL BE SUBMITTED TO THE COR.

15. WELDS MAY BE MADE IN SHOP OR FIELD WITH APPROVAL.

16. WELD LENGTHS CALLED FOR ON PLANS ARE THE NET EFFECTIVE LENGTH REQUIRED. WELD SIZE SHALL BE AISC MINIMUM PER AISC SECTION J2.1b AND 2.2b UNLESS A LARGER SIZE IS NOTED.

17. WELD TEST AND INSPECTIONS, SEE SPECIFICATIONS.

18. EXCEPT AS SUBSEQUENTLY NOTED, HIGH STRENGTH BOLTS NEED NOT BE TIGHTENED BEYOND

THE SNUG-TIGHT CONDITION, AS DEFINED IN SECTION 8.1 OF THE SPECIFICATIONS FOR

STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS. FOR CONNECTIONS SUBJECT TO DIRECT

TENSION, CONNECTIONS FOR BRACED FRAMES, AND OTHER CONNECTIONS SHOWN OR NOTED ON

THE PLANS AS SC (SLIP CRITICAL) OR FULLY TENSIONED, BOLTS SHALL BE TIGHTENED BY ONE OF THE METHODS DESCRIBED IN SECTION 8.2 AND TO THE MINIMUM TENSION SPECIFIED IN SECTION

8.2, TABLE 8.1.

19. SEE MECHANICAL DRAWINGS FOR MECHANICAL EQUIPMENT SUPPORT FRAMING.

DEFERRED SUBMITTALS

1. THE MODULAR BUILDING FOUNDATIONS SHALL BE DESIGNED AND SEALED BY A LICENSED

ENGINEER IN THE STATE OF CALIFORNIA. THE CALCULATIONS AND DETAIL DRAWINGS SHALL BE

SUBMITTED FOR APPROVAL SHOWING ALL CALCULATIONS, INCLUDING DESIGN LOADS, MEMBER

SIZES AND CONNECTIONS.

2. PREFABRICATED METAL RAMPS & METAL STAIRS INCLUDING HANDRAILS AND THEIR CONNECTIONS SHALL BE DESIGNED AND SEALED BY A LICENSED ENGINEER IN THE STATE OF CALIFORNIA. THE

CALCULATIONS AND DETAIL DRAWINGS SHALL BE SUBMITTED FOR APPROVAL SHOWING ALL

CALCULATIONS, INCLUDING DESIGN LOADS, MATERIAL, MEMBER SIZES AND CONNECTIONS. REFER

TO SPECIFICATION 05 51 00.

WOOD FRAMING

1. LUMBER AND ITS FASTENINGS SHALL CONFORM TO THE NATIONAL DESIGN SPECIFICATIONS FOR

WOOD CONSTRUCTION, LATEST EDITION.

2. ALL WOOD FRAMING SIZES, FRAMING, FASTENING REQUIREMENTS, ANCHORAGES, FIRESTOPS, AND CONNECTORS NOT SHOWN ON THESE PLANS TO BE PER THE SPECIFIED BUILDING CODE.

WOOD FRAMING SIZES SHOWN ARE THE MINIMUM REQUIRED STRUCTURALLY; COORDINATE WITH

OTHER DISCIPLINES FOR FURTHER DEPTH REQUIREMENTS FOR NON-STRUCTURAL PURPOSES.

3. SAWN LUMBER: WEST COAST DOUGLAS FIR - LARCH, SURFACED DRY. 6 X BEAMS AND POSTS:

FREE OF HEART CENTERS. ALL STRUCTURAL FRAMING: NO. 2 OR BETTER.

4. ALL WOOD FRAMING EXPOSED TO WEATHER SHALL BE PRESSURE-TREATED. ALL FASTENERS IN

CONTACT WITH PRESSURE-TREATED WOOD TO BE HOT DIP GALVANIZED PER THE

MANUFACTURERS RECOMMENDATIONS AND THE APPLICABLE BUILDING CODE. ALL STRUCTURAL

COLUMNS TO BE HELD 1" ABOVE THE SLAB BY A SPECIFIED OR APPROVED CONNECTION DEVICE.

5. THE FRAMING LAYOUTS DEPICTED ON THE PLANS ARE TO ILLUSTRATE GENERAL FRAMING

CONDITIONS BUT DO NOT NECESSARILY DEPICT THE CORRECT QUANTITIES OR CONNECTIONS

REQUIRED.

6. FASTENING FOR ALL STRUCTURAL MEMBERS NOT SPECIFICALLY SHOWN IN THE PLANS TO BE PER

THE FASTENING SCHEDULE OF THE APPLICABLE BUILDING CODE.

7. BOLTS SHALL CONFORM TO ASTM A307, ANSI D18.2.1. SCREWS AND LAG SCREWS SHALL CONFORM TO ANSI B18.2.1. AND ANSI B18.6.1, RESPECTIVELY. BOLTS THROUGH WOOD SHALL BE FITTED WITH

STANDARD WASHERS.

8. BOLT HOLES SHALL BE AT LEAST A MINIMUM DIAMETER OF 1/32" AND NO MORE THAN A MAXIMUM

OF 1/16" LARGER THAN THE BOLT DIAMETER.

9. BOLT NUTS SHALL BE FINGER-TIGHT PLUS 1/3 TO 1/2 TURN WITH A HAND WRENCH, WITH

CONSIDERATION GIVEN TO POSSIBLE FUTURE WOOD SHRINKAGE. CARE SHOULD BE TAKEN NOT

TO OVER-TORQUE THE NUT. IMPACT WRENCHES SHOULD NOT BE USED AS THEY MAY PRELOAD

THE CONNECTORS. BOLT NUTS SHALL BE PERIODICALLY RETIGHTENED.

10. UNLESS OTHERWISE NOTED, CONNECTORS SHALL BE INSTALLED WITH THE MAXIMUM NUMBER AND SIZE OF FASTENERS AS REQUIRED IN THE MANUFACTURER'S INSTALLATION INSTRUCTIONS.

11. THE NUMBER AND SIZE OF NAILS USED TO CONNECT WOOD MEMBERS SHALL BE ACCORDING TO

THE APPLICABLE BUILDING CODE. REFER TO MANUFACTURER FOR NAILING REQUIREMENTS (TO

ATTAIN MAXIMUM TABLE VALUES) FOR ALL WOOD-TO-WOOD MECHANICAL FASTENERS.

12. MULTIPLE STUDS SHALL BE GLUED AND NAILED WITH 10d NAILS 24" OC.

13. BRACING SHALL BE PROVIDED FOR ALL WALLS UNTIL SHEAR PANELS, FLOOR FRAMING, ROOF

FRAMING, AND DECKING ARE INSTALLED.

14. CUTTING AND NOTCHING OF ALL LOAD BEARING STUDS SHALL BE LIMITED TO 25% OF THE STUD

DEPTH.

15. ALL LOAD BEARING WALLS SHALL CONSIST OF A SINGLE STUD SILL PLATE AT THE BOTTOM AND A DOUBLE STUD TOP PLATE AT THE TOP. STUDS USED IN PLATES SHALL MATCH THE DIMENSIONS USED FOR STUDS WITHIN THE WALLS. STUD WALLS SHALL END WITH DOUBLE STUDS ON EACH END.

16. WHERE HEADERS FRAME INTO STUDS, DOUBLE STUDS SHALL BE PROVIDED, UNO.

17. ALL BEAMS AND JOISTS TO BE FRAMED FLUSH WITH SUPPORTING MEMBER TO BE SUPPORTED BY

APPROVED HANGERS WITHIN ENCLOSED CONDITIONED SPACE.

18. DOUBLE JOISTS ARE TO BE PROVIDED BELOW PARTITION WALLS THAT RUN PARALLEL TO JOISTS AND SOLID BLOCKING THE DEPTH OF THE JOISTS SHALL BE PROVIDED BETWEEN JOISTS BELOW

PARTITION WALLS THAT FRAME PERPENDICULAR TO JOISTS.

19. PLYWOOD WALL SHEATHING SHALL BE APA RATED CD EXTERIOR. THICKNESS AS SHOWN ON THE DRAWINGS. SPAN RATING SHALL BE 32/16. NAIL PLYWOOD AT 6” OC ALONG PANEL EDGES AND 12” OC AT INTERMEDIATE SUPPORTS AND BLOCKING WITH 10d HOT-DIP GALVANIZED NAILS UNLESS

SHOWN OTHERWISE ON THE DRAWINGS. SEE SHEARWALL PLAN FOR NAILING REQUIREMENTS AT

SHEARWALLS.

20. PLYWOOD FLOOR DECK SHALL BE APA RATED CD INTERIOR WITH EXTERIOR GLUE, THICKNESS AS

SHOWN ON THE DRAWINGS. INSTALL PLYWOOD WITH FACE GRAIN ALONG SUPPORTS. PLYWOOD

SPAN RATING SHALL BE 48/24. NAIL PLYWOOD TO FRAMING WITH 10d HOT-DIP GALVANIZED NAILS.

SEE PLAN FOR NAILING.

21. FOR OVERLAY FRAMING AT ROOF OR OTHER CONVENTIONAL ROOF FRAMING, CONTRACTOR SHALL PROVIDE 2X FRAMING IN ACCORDANCE WITH ROOF RAFTER TABLES IN THE APPLICABLE BUILDING

CODE.

22. ALL PLYWOOD SHEATHING SHALL BE STAGGERED.

23. PLYWOOD ROOF DECKING SHALL BE APA RATED CD EXTERIOR. THICKNESS AS SHOWN ON THE

DRAWINGS. INSTALL PLYWOOD WITH FACE GRAIN ACROSS SUPPORTS. PLYWOOD SPAN RATING

SHALL BE 32/16. NAIL PLYWOOD TO FRAMING WITH 10d HOT-DIP GALVANIZED NAILS. SEE PLAN FOR

NAILING.

PRE-MANUFACTURED WOOD TRUSSES

1. DESIGN AND DETAILING OF PRE-MANUFACTURED PRODUCTS, CONNECTIONS, AND ACCESSORIES

SHALL BE IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE NATIONAL DESIGN

SPECIFICATIONS FOR WOOD CONSTRUCTION.

2. CONTRACTOR SHALL TAKE NECESSARY PRECAUTIONS TO PROPERLY BRACE TRUSSES DURING

LIFTING AND ERECTION. CONSULT THE BUILDING COMPONENT SAFETY INFORMATION (BCSI),

LATEST EDITION OR APPROVED EQUAL FOR APPROVED METHODS.

3. TRUSS MANUFACTURER SHALL DESIGN ALL TRUSS COMPONENTS FOR ALL GRAVITY, SHEAR, WIND, AND SNOW (IF APPLICABLE) LOADS AS NOTED ON STRUCTURAL DRAWINGS. THE MANUFACTURER

SHALL EXAMINE THE DRAWINGS FOR SPECIAL CONDITIONS AND/OR LOADS NOT SHOWN AND

PROVIDE FOR SUCH IN THE DESIGN.

4. OVERALL TRUSS DIMENSIONS SHALL BE COORDINATED WITH ARCHITECTURAL DRAWINGS PRIOR

TO FABRICATION.

5. CONTRACTOR SHALL KEEP TRUSSES PROPERLY BRACED DURING ERECTION UNTIL ALL BRIDGING, RAFTERS, JOISTS AND DIAPHRAGMS ARE INSTALLED.

6. TRUSS MANUFACTURER SHALL SUBMIT SHOP DRAWINGS FOR APPROVAL SHOWING ALL MEMBER

FORCES, SIZE AND CONNECTORS. DRAWINGS SHALL BE SEALED BY A REGISTERED PROFESSIONAL

ENGINEER IN THE STATE WHERE THE PROJECT IS LOCATED. THE FOLLOWING DATA SHALL BE

INCLUDED ON THE SHOP DRAWINGS:

A. DESIGN AND FABRICATION DATE.

B. METAL CONNECTORS' GAUGE, SIZE OF PLATE, LOCATION AND NAME OF MANUFACTURER.

C. LUMBER GRADING AT ALL TRUSS MEMBERS.

D. SPAN AND SPACING OF TRUSSES.

E. DESIGN LOADINGS AND ALLOWABLE UNIT STRESS INCREASES, IF ANY.

F. DEAD AND LIVE LOAD DEFLECTIONS.

G. ERECTION PLAN

7. THE MOISTURE CONTENT OF ALL LUMBER SHALL NOT EXCEED 19% IN ANY CASE AT THE TIME OF

FABRICATION.

8. TRUSS LUMBER SHALL MATCH THE LUMBER USED FOR OTHER WOOD ELEMENTS ON THIS

PROJECT, AS SPECIFIED IN THE GENERAL NOTES.

9. ALL TRUSS CONNECTOR PLATES SHALL BE MANUFACTURED FROM STRUCTURAL QUALITY

GALVANIZED SHEET METAL OF NOT LESS THAN 20 GAUGE THICKNESS. THE SHEET METAL SHALL NOT HAVE A MINIMUM YIELD STRESS LESS THAN 33 KSI AND A MINIMUM ULTIMATE STRENGTH LESS

THAN 45 KSI.

10. ALL TRUSS MEMBERS SHALL BE ACCURATELY CUT TO LENGTH, ANGLE, AND TRUE TO LINE TO

ASSURE TIGHT JOINTS OR THE FINISHED TRUSS.

11. OPEN JOINTS WHICH DEPEND ON THE STIFFNESS OF THE METAL CONNECTOR PLATE TO TRANSMIT

STRESSES AND IMPROPER FITTING JOINTS WILL NOT BE PERMITTED. TRUSSES WITH ANY

LOOSENESS OR SEPARATION OF THE CONNECTOR PLATES SHALL NOT BE ACCEPTED.

12. DEAD KNOTS AND WANES ON LUMBER SHALL NOT BE PRESENT UNDER THE CONNECTOR PLATES.

13. TRUSSES SHALL NOT BE ALLOWED TO GET WET AT ANY TIME. TRUSSES SHALL BE KEPT COVERED

DURING SHIPPING, STORAGE, AND CONSTRUCTION.

14. MAXIMUM LIVE LOAD DEFLECTION SHALL BE SPAN/240 FOR ROOF TRUSSES AND SPAN/360 FOR

FLOOR, BALCONY, AND BREEZEWAY TRUSSES.

15. ALL TRUSS HANGERS AND MISCELLANEOUS FASTENERS TO BE PROVIDED BY TRUSS

MANUFACTURER.

16. COORDINATE ALL ROOF TRUSS PROFILES AND CLEARANCES WITH MECHANICAL DRAWINGS.

17. TRUSSES SHALL BE DESIGNED TO ACCOMMODATE A LIVE LOAD OF 20 PSF ON THE BOTTOM CHORD

IN ADDITION TO ANY OTHER LOADS DENOTED WITHIN THE DRAWINGS.

18. AT BUILDING ENDS, SPECIAL GABLE-END TRUSSES SHALL BE USED. TRUSSES SHALL BE DESIGNED

AND FABRICATED WITH VERTICAL STUDS NO MORE THAN 16 INCHES ON CENTER. NARROW FACE

OF STUD SHALL BE //PARALLEL//PERPENDICULAR// TO FACE OF EXTERIOR WALL. STUDS SHALL BE

BRACED AS REQUIRED FOR THE DESIGN WIND LOAD. AT GABLE END WALLS, STUDS SHALL BE

BALLOON FRAMED TO THE BOTTOM OF THE TRUSS.

th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t o n e e ig h th in c h o n e fo o t

A

B

C

D

E

F

Veterans Health

Administration

VA FORM 08-6231

DRAWING TITLE PROJECT TITLE

LOCATION

DATE CHECKED DRAWN

PROJECT NUMBERCONSULTANTS:

DRAWING #

VA HEALTH CARE SYSTEM APPROVAL:

ARCHITECT:

SPUR DESIGN, LLC

312 SW 25TH STREET

Oklahoma City, OK 73109

(405) 842-6100

ARCH KS COA NO. A-930 EXP. 12/31/2025

ENG KS COA. NO. E-2586 EXP. 12/31/2025

CIVIL/STRUCTURAL ENGR

H2B. INC.

1225 N LOOP WEST, STE 800

HOUSTON, TX 77008

(713) 864-2900

MEP / TECH ENGR

SPUR DESIGN

2519 MADISON AVE, STE 100

KANSAS CITY, MO 64108

(913) 369-7200

FIRE PROTECTION ENGR

POOLE FIRE PROTECTION

19910 WEST 161ST STREET

OLATHE, KANSAS 66062

(913) 829-8690

FULLY SPRINKLERED

HEALTHCARE PLANNER

THE INNOVA GROUP

9442 N. CAPITAL OF TEXAS HWY, STE 325

AUSTIN, TX 78759

(512) 346-8700

PHYSICAL SECURITY

FORCE PROTECT

10901 FRONT BEACH RD, STE 1415

PANAMA CITY BEACH, FL 32407

(502) 836-4232

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

STAMP:

DRAWING NUMBER

BUILDING NUMBER

05/30/2025

09/30/2026

/3

/2

:5 :1

A

M

GENERAL NOTES, ABBREVIATIONS, AND

LEGEND

IG 19 OF 72GMG

BID DOCUMENTS

RENOVATION AND EXPANSION OF SPS

05/30/2025

640-23-108

PALO ALTO VA MC

3801 MIRANDA AVENUE

PALO ALTO, CA 94304

S-000

B100

SPUR #: 1795.07No. REVISION DESCRIPTION DATE

1 ASI 1 05.30.2025

QUALITY ASSURANCE PLAN AND STATEMENT OF SPECIAL INSPECTION

1. SPECIAL INSPECTION, PER THE 2024 INTERNATIONAL BUILDING CODE CHAPTER 17, SECTION 1704 AND 1705. SEE PROJECT SPECIFICATIONS AND STATEMENT OF SPECIAL INSPECTIONS BELOW FOR

SPECIFIED REQUIREMENTS.

2. STATEMENT OF SPECIAL INSPECTIONS THIS STATEMENT OF SPECIAL INSPECTIONS IS IN

ACCORDANCE WITH SECTIONS 1704.3 OF THE IBC 2024 CODE. THE INTENT OF THIS SECTION IS THAT ALL SPECIAL INSPECTIONS SHALL BE PERFORMED IN ACCORDANCE WITH THE PROVISIONS OF CHAPTER 17 OF THE 2024 IBC UNLESS SPECIFICALLY NOTED OTHERWISE. SPECIAL INSPECTION

IS REQUIRED FOR THE FOLLOWING:

a. STEEL CONSTRUCTION (IBC 1705.2, AISC 360-22)

i. WELDING:

ii. HIGH STRENGTH BOLTS:

b. CONCRETE CONSTRUCTION (IBC 1705.3, ACI 318)

c. SOILS (IBC 1705.6)

d. ANCHORAGE OF PLUMBING, MECHANICAL, AND ELECTRICAL EQUIPMENT (IBC 1705.13.6

i. PERIODIC PER IBC 1705.13.6

e. VERIFY THAT THE COMPONENT LABEL, ANCHORAGE, AND MOUNTING CONFORMS TO THE

CERTIFICATE OF COMPLIANCE FOR ELEMENTS OF THE DESIGNATED SEISMIC SYSTEMS

REQUIRING SEISMIC QUALIFICATION (IBC 1705.13.4)

i. PERIODIC PER IBC 1705.13.4

3. THE SPECIAL INSPECTOR (SI) SHALL BE RETAINED BY THE CONTRACTOR AND APPROVED BY THE

CONTRACTING OFFICER AS HAVING THE COMPETENCE NECESSARY TO INSPECT A PARTICULAR

TYPE OF CONSTRUCTION REQUIRING SPECIAL INSPECTIONS. THE SI MUST BE AN INDEPENDENT

THIRD PARTY HIRED DIRECTLY BY THE PRIME CONTRACTOR.

4. ITEMS SPECIFIED AS QUALITY CONTROL (QC) IN THE FOLLOWING TABLES SHALL BE PROVIDED BY

THE CONTRACTOR'S FABRICATOR AND ERECTOR AS REQUIRED PER AISC 360.

5. ITEMS NOTED AS QUALITY ASSURANCE (QA) SHALL BE PROVIDED BY THE CONTRACTOR'S SPECIAL

INSPECTOR.

SPECIAL INSPECTIONS

A. ALL CONCRETE WORK FOR STRENGTHS GREATER THAN 2500 PSI, EXCEPT FOR NON-STRUCTURAL

CONCRETE.

B. ALL REINFORCING STEEL FOR CONCRETE STRENGTHS GREATER THAN 2500 PSI.

C. ALL FIELD WELDING (EXCEPT METAL STUDS, FURRING CHANNELS, ETC). SHOP WELDING FOR

PROCEDURES AND MULTIPLE PASS WELDS.

D. ALL FULL PENETRATION WELDS SHALL BE SPECIALLY INSPECTED ACCORDANCE WITH AWS AND

THE CURRENT INTERNATIONAL BUILDING CODE.

E. ALL FILLET WELDS SHALL BE VISUALLY INSPECTED IN ACCORDANCE WITH AWS AND THE CURRENT

INTERNATIONAL BUILDING CODE.

F. BOLTS INSTALLED IN CONC. OR MASONRY.

G. ALL EXPANSION BOLTS AND ADHESIVE ANCHORS.

REQUIRED SPECIAL INSPECTION AND TESTS OF STRUCTURAL WOOD - REFERENCE 2024 IBC 1705.12.1

AND 1705.13.2

PERIODIC SPECIAL INSPECTION SHALL BE REQUIRED FOR NAILING, BOLTING, ANCHORING, AND OTHER FASTENING ELEMENTS OF THE SEISMIC FORCE-RESISTING SYSTEM, INCLUDING WOOD SHEAR WALLS, WOOD DIAPHRAGMS, DRAG STRUTS, BRACES, SHEAR PANELS AND HOLD-DOWNS.

REQUIRED SPECIAL INSPECTIONS OF PREFABRICATED WOOD TRUSSES - REFERENCE 2024 IBC 1705.5 th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t o n e e ig h th in c h o n e fo o t

A

B

C

D

E

F

Veterans Health

Administration

VA FORM 08-6231

DRAWING TITLE PROJECT TITLE

LOCATION

DATE CHECKED DRAWN

PROJECT NUMBERCONSULTANTS:

DRAWING #

VA HEALTH CARE SYSTEM APPROVAL:

ARCHITECT:

SPUR DESIGN, LLC

312 SW 25TH STREET

Oklahoma City, OK 73109

(405) 842-6100

ARCH KS COA NO. A-930 EXP. 12/31/2025

ENG KS COA. NO. E-2586 EXP. 12/31/2025

CIVIL/STRUCTURAL ENGR

H2B. INC.

1225 N LOOP WEST, STE 800

HOUSTON, TX 77008

(713) 864-2900

MEP / TECH ENGR

SPUR DESIGN

2519 MADISON AVE, STE 100

KANSAS CITY, MO 64108

(913) 369-7200

FIRE PROTECTION ENGR

POOLE FIRE PROTECTION

19910 WEST 161ST STREET

OLATHE, KANSAS 66062

(913) 829-8690

FULLY SPRINKLERED

HEALTHCARE PLANNER

THE INNOVA GROUP

9442 N. CAPITAL OF TEXAS HWY, STE 325

AUSTIN, TX 78759

(512) 346-8700

PHYSICAL SECURITY

FORCE PROTECT

10901 FRONT BEACH RD, STE 1415

PANAMA CITY BEACH, FL 32407

(502) 836-4232

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

STAMP:

DRAWING NUMBER

BUILDING NUMBER

05/30/2025

09/30/2026

/3

/2

:5 :1

A

M

SPECIAL INSPECTIONS

IG 20 OF 72GMG

BID DOCUMENTS

RENOVATION AND EXPANSION OF SPS

05/30/2025

640-23-108

PALO ALTO VA MC

3801 MIRANDA AVENUE

PALO ALTO, CA 94304

SA011

B100

SPUR #: 1795.07

5. Prior to placement of compacted fill, inspect subgrade and verify that site has been prepared properly.

X

4. During fill placement, verify use of proper materials and procedures in accordance with the provisions of the approved geotechnical report. Verify densities and lift thickness during placement and comapction of compacted fill.

X

3. Perform classification and testing of compacted fill materials.

X

2. Verify excavations are extended to proper depth and have reached proper material.

X

1. Verify materials below shallow foundations are adequate to achieve the design capacity.

X

TYPE

CONTINUOUS

SPECIAL

INSPECTION

PERIODIC SPECIAL INSPECTION

REQUIRED SPECIAL INSPECTIONS AND TESTS OF SOILS - REFERENCE 2024 IBC TABLE 1705.6

7. Verify maintenance of specified curing temperature techniques.

X ACI 318: 26.5.3-26.5.5

6. Inspect concrete placement for proper application techniques.

X ACI 318: 26.5

5. Prior to concrete placement, fabricate specimens for strength tests, perform slump and air content tests, and determine the temperature of the concrete.

X

ASTM C172 ASTM C31

ACI 318: 26.5, 26.12

4. Verify use of required design mix.

X

ACI 318: CH. 19, 26.4.3,

26.4.4 1904.1, 1904.2

3. Inspect anchors post-installed in hardened concrete members.

X ACI 318: 26.13

2. Inspect anchors cast in concrete.

X ACI 318: 26.13.3.3

1. Inspect reinforcement and verify placement.

X

ACI 318 CH. 20, 25.2,

25.3, 26.6.1, 26.6.3

TYPE

CONTINUOUS

SPECIAL

INSPECTION

PERIODIC SPECIAL

INSPECTION

REFERENCE STANDARD IBC REFERENCE

REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION - REFERENCE 2024 IBC TABLE 1705.3

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.

Check welding equipment O -

Fit-up of fillet welds

• Dimensions (alignment, gaps at root)

• Cleanliness (condition of steel surfaces)

• Tacking (tack weld quality and location)

O O

Configuration and finish of access holes O O

Fit-up of CJP groove welds of HSS T-, Y-, and K-joints without backing (including joint geometry)

• Joint preparation

• Dimensions (alignment, root opening, root face, bevel)

• Cleanliness (condition of steel surfaces)

• Tacking (tack weld quality and location)

O O

Fit-up of groove welds (including joint geometry)

• Joint preparation

• Dimensions (alignment, root opening, root face, bevel)

• Cleanliness (condition of steel surfaces)

• Tacking (tack weld quality and location)

• Backing type and fit (if applicable)

P O

Welder identification system

• Fabricator or erector, as applicable, shall maintain a system by which a welder who has welded a joint or member…