05_Structural Drawings (1).pdf

CONCRETE

LIGHTWEIGHT AGGREGATES (CONFORMING TO ASTM C330) SHALL BE

APPROVED BY THE ENGINEER, AND THEIR MAXIMUM SIZE SHALL BE 1 INCH.

HARDROCK AGGREGATES SHALL CONFORM TO ASTM C33. THEIR MAXIMUM SIZE

SHALL BE 1-1/2 INCHES FOR FOOTINGS AND GRADE BEAMS AND 1 INCH FOR ALL

OTHER WORK.

CEMENT SHALL CONFORM TO ASTM C150 TYPE I OR II.

CONCRETE SHALL BE AS FOLLOWS:

CONTINUOUS INSPECTION IS REQUIRED FOR ALL CONCRETE WITH A DESIGN

STRENGTH OVER 2000 PSI.

ONLY ONE GRADE OF CONCRETE SHALL BE POURED ON THE JOB AT ONE TIME.

A STATEMENT OF MIX DESIGN SHALL BE MADE FOR CONCRETE WITH DESIGN

STRENGTH OVER 2500 PSI. COPIES OF THE MIX DESIGN SHALL BE SUBMITTED TO

THE CONTRACTING OFFICER REPRESENTATIVE FOR APPROVAL BEFORE USE.

NOTE: A HIGHER GRADE OF CONCRETE MAY BE SUBSTITUTED FOR THOSE SHOWN

ABOVE, BUT WILL BE SUBJECT TO THE CODE REQUIREMENTS OF THE HIGHER GRADE.

ALL REINFORCING SHOWN CONTINUOUS SHALL BE LAPPED PER ACI 318 CLASS B

SPLICE OR 40 DIAMETERS (GRADE 60) AT SPLICES, AND SHALL BE MADE AWAY

FROM POINTS OF MAXIMUM STRESS. MINIMUM LAP SHALL BE 2'-0" LONG.

FORMS FOR CONCRETE STRUCTURAL MEMBERS (SLABS, BEAMS, ETC.) SHALL NOT

BE STRIPPED UNTIL THE CONCRETE HAS REACHED ITS DESIGNED STRENGTH.

ALL CONCRETE IS DESIGNED BY ULTIMATE STRENGTH DESIGN METHOD.

A MIX THAT PRODUCES THE LOWEST SLUMP COMPATIBLE WITH PROPER

PLACEMENT SHALL BE USED (4-1/2" MAXIMUM SLUMP UNLESS OTHERWISE

APPROVED BY THE STRUCTURAL ENGINEER.)

CONCRETE GROUT SHALL BE NON SHRINKING WITH SUFFICIENT WATER TO

ALLOW POURING. ULTIMATE COMPRESSIVE STRENGTH (F'C) AT 28 DAYS SHALL

BE EQUAL TO 3000 PSI MINIMUM.

DRY PACK CONCRETE SHALL BE ONE PART PORTLAND CEMENT AND ONE PART

SAND WITH SUFFICIENT WATER TO ALLOW A SMALL AMOUNT OF PASTE TO

COME TO THE SURFACE.

ALL SLEEVES NOT SPECIFICALLY SHOWN ON THE DRAWINGS SHALL BE LOCATED

BY THE TRADES INVOLVED AND SHALL BE APPROVED BY THE ENGINEER.

BEFORE CONCRETE IS POURED, CHECK WITH ALL TRADES TO INSURE PROPER

PLACEMENT OF ALL OPENINGS, SLEEVES, CURBS, CONDUITS, BOLTS, INSERTS,

ETC. RELATING TO WORK.

16.

15.

14.

13.

12.

11.

10.

9.

8.

7.

6.

5.

4.

3.

2.

1.

2. TIES AND STIRRUPS

1. MAIN BARS IN BEAMS AND COLUMNS

C. NOT EXPOSED TO EARTH OR WEATHER

1. CAST-IN-PLACE - NON STRESSED

1-1/2" 2"

2"

3"A. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH

CONCRETE COVER OVER REINFORCING SHALL BE AS FOLLOWS:

B. EXPOSED TO EARTH OR WEATHER

FOOTINGS HARDROCK 4000 PSI 145 PCF

AGGREGATES STRENGTH

@ 28 DAYS

DRY

WEIGHT

LOCATION

GENERAL NOTES

ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO SPECIFICATIONS,

PLANS AND ALL GOVERNING ORDINANCES.

ALL WORKS SHALL COMPLY WITH INTERNATIONAL BUILDING CODE (IBC) 2021, VA

H-18-8 SEISMIC DESIGN REQUIREMENTS

THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS OF THE

JOB PRIOR TO STARTING CONSTRUCTION AND THE CONTRACTING OFFICER

REPRESENTATIVE SHALL BE NOTIFIED IMMEDIATELY OF ANY DISCREPANCIES OR

INCONSISTENCIES. DO NOT SCALE DIMENSIONS, WHERE NO DIMENSIONS ARE

PROVIDED, CONSULT WITH CONTRACTING OFFICER REPRESENTATIVE FOR

CLARIFICATION BEFORE PROCEEDING WITH THE WORK.

ANY WORK PERFORMED IN CONFLICT WITH THE CONTRACT DOCUMENTS OR

AND CODE REQUIREMENTS SHALL BE CORRECTED BY THE CONTRACTOR AT HIS

OWN EXPENSE AND AT NO EXPENSE TO THE GOVERNMENT.

ALL SYMBOLS AND ABBREVIATIONS USED IN THE DRAWINGS ARE CONSIDERED

TO BE CONSTRUCTION STANDARDS. IF CLARIFICATIONS ARE REQUIRED, THE

CONTRACTOR SHALL NOTIFY THE CONTRACTING OFFICER PRIOR TO

PROCEEDING WITH THE WORK.

NO OPENINGS, POCKETS, NOTCHES, BLOCK-OUTS, ETC. ARE ALLOWED IN

STRUCTURAL ELEMENTS UNLESS DETAILED ON THE STRUCTURAL DRAWINGS.

NOTIFY THE CONTRACTING OFFICER REPRESENTATIVE OF ANY OPENINGS,

POCKETS, ETC. SHOWN BY OTHER DRAWINGS BUT NOT SHOWN ON THE

STRUCTURAL DRAWINGS.

THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT

THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES INCLUDE BUT NOT

LIMITED TO BRACING, SHORING, ETC. OBSERVATION VISITS TO THE SITE BY THE

CONTRACTING OFFICER, ARCHITECT, OR ENGINEER SHALL NOT INCLUDE THE

INSPECTION OF BRACING, SHORING, ETC.

CONSTRUCTION MATERIAL SHALL BE SPREAD OUT IF PLACED ON FRAMED

FLOORS, ROOF, ETC. THE LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD OF

20 PSF (POUNDS PER SQUARE FOOT) UNLESS APROVED OTHERWISE BY

ENGINEER OF RECORD.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL EXCAVATION PROCEDURES

INCLUDING LAGGING, SHORING, AND PROTECTION OF ADJACENT PROPERTY,

STRUCTURES, STREET, AND UTILITIES IN ACCORDANCE WITH ALL NATIONAL,

STATE AND LOCAL SAFETY ORDINANCES.

SEE MECHANICAL, ELECTRICAL AND/OR ARCHITECTURAL DRAWINGS FOR

LOCATION AND SIZE OF PIPE, VENT, DUCT, OTHER SIMILAR OPENINGS, AND

EMBEDDED OR ATTACHED ITEMS.

NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL

NOTES AND TYPICAL DETAILS.

DO NOT SCALE DRAWINGS.12.

11.

10.

9.

8.

7.

6.

5.

4.

3.

2.

1.

CONTRACTORS RESPONSIBLE FOR THE CONSTRUCTION OF A WIND OR SEISMIC

FORCE RESISTING SYSTEM/COMPONENT LISTED IN THE "STATEMENT OF

SPECIAL INSPECTION" SHALL SUBMIT A WRITTEN STATEMENT OF

RESPONSIBILITY TO THE CONTRACTING OFFICER PRIOR TO THE

COMMENCEMENT OF WORK ON SUCH SYSTEM OR COMPONENT PER IBC 2021

SEC 1704.4

13.

1. SPECIAL INSPECTION PER IBC 2018 CHAPTER 17 BY A PERSON WHOSE QUALIFICATIONS ARE ACCEPTABLE TO THE STRUCTURAL ENGINEER OF RECORD AND SHALL BE REQUIRED FOR THE FOLLOWING WORK:

A. CONCRETE STRENGTH GREATER THAN 2500 psi

B. POST INSTALLED ANCHORS WEDGE AND EPOXY ANCHORS.

C. HIGH STRENGTH BOLTS

D. SHOP AND FIELD WELDING

2. INSPECTION REPORTS SHALL BE PROVIDED TO THE CONTRACTING OFFICER REPRESENTATIVE WITHIN A WEEK OF INSPECTION.

3. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO DEMONSTRATES COMPETENCE TO THE SATISFACTION OF THE REGISTERED DESIGN PROFESSIONAL RESPONSIBLE FOR THE DESIGN OF THE

THE STRUCTURE FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR

OPERATION REQUIRING SPECIAL INSPECTION.

4. DUTIES AND RESPONSIBILITIES OF THE SPECIAL INSPECTOR:

THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR CONFORMANCE WITH:

A. THE APPROVED DESIGN DRAWINGS AND SPECIFICATIONS. THE INSPECTOR SHALL NOT ALTER, MODIFY, ENLARGE, OR WAIVE ANY OF THE REQUIREMENTS OF THE DOCUMENTS.

B. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE CONTRACTING OFFICER REPRESENTATIVE ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTIONS, THEN IF UNCORRECTED SUBMIT A COMPLETE LIST OF ALL OUTSTANDING DISCREPANCIES ON A WEEKLY BASIS TO THE

CONTRACTING OFFICER REPRESENTATIVE UNTIL ALL CORRECTIONS HAVE BEEN COMPLETED.

C. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT STATING WHETHER THE WORK

REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF THE INSPECTOR'S KNOWLEDGE, IN

CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE

WORKMANSHIP PROVISIONS OF THE BUILDING CODE.

5. WHERE SPECIAL INSPECTION REQUIREMENTS DUPLICATE THE REQUIREMENTS OF OTHER SPECIFIED

TESTING, DUPLICATE INSPECTIONS SHALL NOT BE REQUIRED

SPECIAL INSPECTION PER 2021 IBC

SEISMIC DESIGN DATA:

SEISMIC IMPORTANCE FACTOR

MAPPED SPECTRAL RESPONSE: S 1

SPECTRAL RESPONSE: DS D1

SEISMIC DESIGN CATEGORY: D

I = 1.5 S = 0.507 S = 0.223 S =0.472 S = 0.290

1.

RISK CATEGORY: IV ESSENTIAL FACILITY

SITE CLASS: D

DESIGN CRITERIA

D. ELEVATED SLAB 1"

CONCRETE MIX. DESIGN SHALL CONTAIN AIR ENTRAINMENT PRODUCT. MINIMUM

ENTRAINED CONTENT SHALL BE 5%.

17.

1. METAL STUDS SHALL BE BY CEMCO (ICC ESR-3016) OR APPROVED EQUAL.

2. STUDS SHALL BE GALVANIZED.

3. STUD FRAMING SHALL BE IN ACCORDANCE WITH AISI 2016 EDITION, "NORTH AMERICAN

SPECIFICATIONS FOR DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS".

5. WALL STUDS AND TRACKS SHALL CONFORM TO ASTM A1003, TYPE H AND GRADE AS INDICATED.

6. STUDS SHALL CONFORM TO ASTM GRADE 50. TRACKS SHALL CONFORM TO ASTM , GRADE 50.

METAL STUD WALLS SHOWN ON PLANS SHALL BE AS FOLLOWS:

METAL STUDS

EFFECTIVE PROPERTIES (U.N.O. ON PLANS)

6"

1 5 8"

16 2.316 0.767 GA Ix Sx GRADE

50 Ksi

16 2.641 0.717 GA Ix Sx GRADE

50 KsiTRACK

2"

14 13.665 2.42 GA Ix Sx GRADE

50 Ksi

6"

2"

CONCRETE WALLS HARDROCK 4000 PSI 145 PCF

POST INSTALLED ANCHORS

1. TESTING OF ANCHORS SHALL BE AS PER IBC 2018

2. ALL FIELD INSTALLED CONCRETE EXPANSION ANCHORS SHALL BE

APPROVED FOR THE TYPE AND INSTALLATION, FOR ITS APPLICATION, AND

MATERIALS. EXPANSION ANCHORS SHALL BE HILTI KWIK BOLT TZ (

ICC-ESR-1917) HILTI - HSL 3 (ICC-ESR-1545) OR APPROVED EQUIVALENT.

EQUIVALENT ANCHORS SHALL HAVE AN APPROVED 1CC NUMBER.

3. EXPANSION ANCHORS SHOWN IN THESE DOCUMENTS SHALL BE TESTED AS

FOLLOWS: (HARDROCK OR LIGHTWEIGHT CONCRETE)

ANCHOR SIZE TORQUE (FT-lb)

8" 25

2" 40

8" 60

4" 110

WHERE EQUIVALENT ANCHORS ARE USED TORQUE VALUES SHOULD BE AS

STATED IN THE ICC REPORT.

POWDER ACTUATED FASTNERS

1. POWDER DRIVEN FASTENERS SHALL BE HILTI AS PER ICC-ESR-2269 OR APPROVED EQUAL.

BASE

MATERIAL

STEEL

FASTENER

TYPE

MINIMUM

EBEDMENT

MINIMUM

EDGE DISTANCE

MINIMUM

SPACING

CONCRETE

X-U STEEL 1/2" 1"

X-U W/ DX-KWIK 11

2 " 3" 4"

E. CONCRETE MASONRY CONSTRUCTION

GENERAL NOTES

SOIL DATA

SOIL DATA BY BSK ASSOCIATES PROJECT 'BSK G11-143-11F' DATED JANUARY 5, 2012.

SOIL ALLOWABLE BEARING PRESSURE AS PER SOIL REPORT

BEARING VALUE

a) CONTINUOUS FOOTING = 3000 PSF

b) PAD FOOTINGS = 3000 PSF VALUES IN a AND b ABOVE MAY BE INCREASED BY 13 FOR

WIND AND SEISMIC LOADS.

LATERAL RESISTANCE

c) PASSIVE PRESSURE = 200 PCF

d) COEFFICIENT OF FRICTION 0.35

ALL FOOTING EXCAVATIONS SHALL BE INSPECTED

BY SOIL ENGINEER PRIOR TO PLACING CONCRETE.

5.

EXCAVATION AND BACKFILL SHALL BE AS REQUIRED

BY SOILS ENGINEER'S RECOMMENDATION.

FOOTING DEPTH SHALL BE A MINIMUM OF 24"

BELOW LOWEST ADJACENT COMPACTED GRADES.

4.

3.

2.

1.

SOIL CORROSIVITY REFER TO SOIL REPORT SECTION 6.35.

CONCRETE MASONRY NOTES

UNITS SHALL BE CONCRETE BLOCK CONFORMING TO ASTM C90 WITH AN ULTIMATE

COMPRESSIVE STRENGTH OF F'm=1875 PSI, MEDIUM WEIGHT GRADE 'N' AND SHALL

BE STORED UNDER COVER AT THE JOB SITE. THE SPECIFIED STRENGTH IS FOR

FULL STRESS USED IN DESIGN AND SHALL BE VERIFIED BY PRISM TESTING OR BY

UNIT STRENGTH METHOD IN ACCORDANCE WITH IBC SEC. 2105.

UNITS SHALL BE SUFFICIENTLY MOIST AT THE TIME OF PLACING TO MINIMIZE

ABSORPTION OF WATER FROM MORTAR OR GROUT . UNITS SHALL BE FREE OF ALL

SUBSTANCES WHICH MIGHT IMPAIR THE BOND OF THE UNITS TO MORTAR AND

GROUT . USE ONLY FULL SIZE UNITS OR FULL SIZE UNITS CUT TO SIZE.

2.

READY MIXED CONCRETE GROUT SHALL ALSO CONFORM TO ASTM C-94.

GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF F'c = 2000PSI AT 28 DAYS. FOR USE IN CONCRETE BLOCK WITH F'm = 1875 PSI.

3.

MORTAR SHALL BE TYPE S CONFORMING ASTM C270-52T AND SHALL

BE ONE PART CEMENT, THREE PARTS SAND AND 1/4 PART LIME

PUTTY OR HYDRATED LIME, AND SHALL BE MACHINE MIXED.

4.

CEMENT FOR MORTAR AND GROUT SHALL HAVE A LOW ALKALI TYPE CONFORMING TO

ASTM C-150. LIME SHALL BE TYPE 'S' HYDRATED LIME CONFORMING TO ASTM C-20-6.

5.

ALL BLOCK REINFORCING SHALL HAVE A MINIMUM LAP OF 48 BAR DIAMETERS OR 2'-0"

MINIMUM PROVIDE A MINIMUM OF 1/2" OF GROUT BETWEEN UNITS AND REINFORCING STEEL.

6.

GROUT FILL ALL CELLS UNLESS NOTED OR SHOWN OTHERWISE .

CONSOLIDATE ALL GROUT EITHER BY VIBRATION OR PUDDLING.

7.

ALL CONCRETE BLOCK WALLS SHALL BE CONSTRUCTED UTILIZING COMMON

RUNNING BOND UNLESS NOTED OR SHOWN OTHERWISE.

8.

SPECIAL INSPECTION IS REQUIRED FOR CONCRETE BLOCK WORK UNLESS

NOTED OR SHOWN OTHERWISE.

9.

PROVIDE A MINIMUM OF 1" OF GROUT BETWEEN BOLTS OR INSERTS AND MASONRY UNITS.

10.

PROVIDE CLEAN OUT OPENINGS AT BOTTOM OF ALL VERTICALLY GROUTED CELLS

WHEN GROUT LIFT EXCEEDS 5'-0". GROUT LIFT SHALL NOT EXCEED 6'-0".

11.

CONSTRUCTION SHALL COMPLY WITH SECTION 2104 OF THE IBC BUILDING CODE.

12.

QUALITY ASSURANCE MEASURES SHALL COMPLY WITH SECTION 2105 OF THE IBC

BUILDING CODE.

13.

THE COMBINED ASSEMBLED MASONRY UNITS WALL SHALL CONSIST

OF MASONRY UNITS, MORTAR, AND SOLID GROUT. THE ASSEMBLED

CONCRETE MASONRY UNIT STRENGTH f'm=1500 psi MINIMUM

1.

14.

MAX W/CM

RATIO

0.50 0.50

WIND LOADS:

BASIC WIND SPEED (3-SEC. GUST) = 95 MPH

WIND EXPOSURE

ENCLOSURE CLASSIFICATION OPEN

= C

2.

(N) NEW MEMBER

FTG FOOTING

LEGEND

@ AT

Ø DIAMETER

CONN CONNECTION

CONT CONTINUOUS

CONC CONCRETE

THK THICK

E EXISTING MEMBER

RISK CATEGORY IV

FG FINISH GRADE

MAX MAXIMUM

MIN MINIMUM

TYP TYPICAL

BOTT BOTTOM

EW EACH WAY

OC ON CENTER

HORIZ HORIZONTAL

ARCH ARCHITECTURAL

L LONG / LENGTH

VERT VERTICAL

DWGS DRAWINGS

CMU CONCRETE MASONRY UNIT

REINF REINFORCEMENT

UNO UNLESS NOTED OTHERWISE

& AND

RETN RETAINING

11072

S-001

DS/HUAP

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Fi le

P at h

BID SET RE-SUBMITTAL

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

IMPROVE SITE ACCESS AND

PHYSICAL SECURITY

DEFICIENCIES

VAMC, FRESNO, CA, 93703

570-19-107

Project Director

03-17-2023Revisions: Date: Dwg. of

35% SCHEMATIC DESIGN

65% DESIGN DEVELOPMENT

315 ARDEN AVE, SUITE #23,

t: 888.900.3823 www.schwabeng.com

GLENDALE, CA 91203

PROJECT NO.: S60204180.00

11/12/2021 06/07/2021

95% CONSTRUCTION DOCUMENT 07/18/2022

100% CONSTRUCTION DOCUMENT 10/03/2022

BID SET SUBMITTAL 10/31/2022

BID SET RE-SUBMITTAL 03/17/2023

INCL INCLUSIVE

FOUNDATION CONCRETE MAY BE PLACED DIRECTLY INTO

EXCAVATION (AS SHOWN) PROVIDED THE TRENCH WALLS

ARE STABLE AS DETERMINED BY THE SOIL ENGINEER.

1.

FOUNDATIONS SHALL BEAR ON ACCEPTABLE SOIL, PER

THE SOIL REPORT, AS DETERMINED BY THE SOIL

ENGINEER.

2.

NOTES:

FOOTING WIDTH PLUS 2"

AFTER CONC SET CLEAN

TO REMOVE ALL FRAGMENTS

AND SCUM TO EXPOSED COARSE

AGGREGATE

3 12 " HIGH STARTER WALL FOR

CONCRETE AND MASONRY WALLS

BELOW GRADE 2xCONT PLANK

TYP

FORMWORK NOT PERMITTED

BELOW GRADE UNLESS FULLY

FORMED

CLEAN OUT BOTTOM OF

FOOTING PRIOR TO

CONCRETE POUR

STAKES NOT PERMITTED

WITHIN FOOTING SECTION

6" MIN CONT

CLEAN OUT

TYP

4" MI

N.

NO

P

IP

ES

HE

RE

4" MI

N.

6" MI

N.

1'-6" MIN.

9"

6" MI

N.

MAX 8"Ø

OPENING

1 12" CLR

OPENING DETAIL @ (E) WALL

COMPACTED BACKFILL

FINISHED GRADE

TAMPED SAND

PIPE

NO EXCAVATION

BELOW THIS LINE

PLACE CONCRETE FILL AROUND SLEEVE

PRIOR TO POURING FOUNDATION. MAKE

SAME WIDTH AS FOOTING AND FULL WIDTH

OF PIPE TRENCH. MIN 2'-0"

(E) FTG WALL

PIPE

ALL SLEEVES TO BE MIN1"

CLEAR ALL AROUND PIPE

PIPEFOUNDATION

FOUNDATION

WALL

LA

P

RE

IN

FO

RC

IN

G

P

ER

TY

P

RE

IN

F D

ET

AI

L T

YP

SEE PLAN AND SECTIONS

FOR DIMENSION TYP.

LA

P

PE

R

TY

PI

CA

L

RE

IN

F D

ET

AI

L T

YP

TY

P.

0"

DOUBLE CURTAIN REINFORCING

SINGLE CURTAIN REINFORCING

PROVIDE HOOKS AS PER

TYPICAL REINFORCING

DETAIL TYP

PROVIDE HOOKS AS PER

TYPICAL REINFORCING

DETAIL TYP

HORIZ REINF TYP

LAP PER TYP REINF

DETAIL

'd' BAR DIAMETER

'D' = BAR BEND DIAMETER

6d FOR #3 THRU #8 8d FOR #9, #10, AND #11

CAP STIRRUPS MAY BE USED

WHEREVER 135 deg. CLOSED STIRRUPS

ARE SHOWN IN GRADE BEAM ONLY.

MAX.

SLOPE

4d

4d

2 12" MIN.

'D' 'D' 'D' 'D' d

6"

MI

N.

d M

IN

1'-

0"

MI

N.

SEE SCHEDULE

WIRE REINFORCING TOGETHER

180 DEG. BEND OFFSET 90 DEG. BEND

NOTE:

'd' BAR DIAMETER

135 DEG. BEND

'd' BAR DIAMETER

CAP STIRRUP

Ld (INCHES)

NOTE:

EXTEND BAR STRAIGHT

AS FAR AS POSSIBLE

AND BEND

FACE OF SUPPORT

TOP BARS ARE HORIZONTAL BARS SO PLACED THAT MORE

THAN 12" OF CONCRETE IS CAST IN THE MEMBER BELOW

THE BAR

BAR DEVELOPMENT LENGTH (Ld) SCHEDULE

ACI CLASS A TENSION SPLICE = 1.0 Ld LAP SPLICES FOR ACI CLASS B TENSION SPLICE = 1.3 Ld

BAR SIZE

TOP BARS

#3 #4 #5 #6 #7 #8 #9 #10 #11

OTHER BARS

f'c = 3000 PSI f'c = 4000 PSI

TOP BARS OTHER BARS

4" MIN.

6d

DOUBLE CURTAIN REINFORCING

CORNER INTERSECTION JAMB

SINGLE CURTAIN REINFORCING

SEE PLAN AND SECTIONS

FOR DIMENSIONS

2-#5 VERT

TYP UNO

1-#5 VERT

TYP UNO

4 - #5 VERT

TYP UNO

TY

P.0"LAP PER TYP REINF

DETAIL 2'-0" MIN

4 - #5 VERT UNO

HORIZONTAL

REINF TYP

SEE PLAN &

SECTION TYP

2-#5 VERT

TYP UNO

LA

P

PE

R

TY

P

RE

IN

F

DE

TA

IL

2'- 0"

MI

N

LA

P

PE

R

TY

P

RE

IN

F

DE

TA

IL

2'- 0"

MI

N

2'-0" MIN

A3'- 0"

MA

X

5'- 0"

MI

N.

E

MB

ED

#4 TIES @

12' OC UNO

3- #4 TIES WITHIN 5"

FROM TOP

#4 TIES @ 4" OC

3'- 0"

MI

N

EM

BE

D

(E) CONCRETE

SLAB ON GRADE

A

LIGHT POLE BY OTHERS

MAX 20 FEET

1"

GR

OU

T N

ON

-S

HR

IN

K

SECTION A-A

#4 TIES

6 - #6 VERT

1'-6" Ø

3" CLR

SE

E

CI

VI

L D

WG

S

ANCHOR BOLTS

DIAMETER BY

LIGHT POLE

MANUF

ANCHOR BOLTS

DIAMETER BY

LIGHT POLE

MANUF

CONCRETE

STRENGTH

f 'c = 3000 psi

@ 28 DAYS

6" MIN.

3" 5"

2"Ø HILTI KWIK BOLTS TZ

W/ MIN OF 2" EFFECTIVE

EMBED INTO CONC AND

2 34 " HOLE

TYP

CONC PAD

SLIDING GATE MOTOR

#4 @12" OC

SLIDING GATE

GUIDE POST

6" MI

N

#4 TIES

# 5 VERT

3'- 0"

MI

N

SECTION B-B

1'-9"

2'- 9"

6"

MI

N

TY

P

4-#4 TIES

4-# 5 VERT

B B

PLAN - FOOTING AT SLIDING

GATE GUIDE POST

1'- 0"

1'-0"

FOOTING DETAIL AT ROLLER TRACK

CONT FOOTING

2-#4 CONT

2-#4 CONT

TRACK BY MANUFACTURER

OF SLIDING GATE

#4 TIES

8 - #7 VERT2'-6

" Ø

3" CLR

ALT LAPS

SECTION C-C

6'- 6"

3'- 6"

M

IN

6" SQ SWING GATE POST

C C

PROVIDE 3-#4 TIES WITHIN

5" FROM TOP

#4 TIES

#7 VERT

A A 4'-

0"

3'- 6"

M

IN

E

MB

ED

4-#5 VERT

4x4 TUBE GATE POST

#4 @ 12" TIES

FENCE POST

A - A

1'-6"

#4 TIES

3-#4 TIES WITHIN

5 " FROM TOC

4- 3

8" Ø HILTI KB TZ2

AT MIN 16" OC

W/ MIN 2- 3 4" EMBED

INTO (E) CONC

(E) SLAB ON GRADE

MIN 4" FIELD VERIFY

CABINET

WT = 258 LBS

1'- 0"

CALL POST

WT = 330 LBS

4- 3

8" Ø HILTI KB TZ2

AT 90° W/ MIN 3" EMBED

INTO (E) CONC

2-#4 EA WAY

2'-0" SQ PAD

SLOPE TO DRAIN

SCALETYPICAL PIPE PENETRATION THROUGH FOOTING DETAIL 2NONE

SCALETYPICAL FOOTING TRENCH DETAIL 1NONE

SCALETYPICAL FOOTING CORNER & INTERSECTION DETAIL 3NONE

SCALETYPICAL REINFORCING BENDING & SPLICE DETAIL 4NONE

SCALETYPICAL LIGHT POLE FTG DETAIL 7NONE

SCALETYPICAL CMU WALL INTERSECTING AND ENDS DETAIL 5NONE

SCALETYP FOOTING DETAIL AT SWING GATE POST 11NONE

TYPICAL DETAILS

SCALENOT USED 6NONE

SCALE TYP SLIDING GATE FOUNDATION 10NONE

SCALEMAN-GATE POST AND FOUNDATION DETAIL 9NONE

SCALESLIDING GATE MOTAR PAD DETAIL 8NONE

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Fi le

P at h

BID SET RE-SUBMITTAL

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

IMPROVE SITE ACCESS AND

PHYSICAL SECURITY

DEFICIENCIES

VAMC, FRESNO, CA, 93703

570-19-107

Project Director

03-17-2023Revisions: Date: Dwg. of

35% SCHEMATIC DESIGN

65% DESIGN DEVELOPMENT

315 ARDEN AVE, SUITE #23,

t: 888.900.3823 www.schwabeng.com

GLENDALE, CA 91203

PROJECT NO.: S60204180.00

11/12/2021 06/07/2021

95% CONSTRUCTION DOCUMENT 07/18/2022

100% CONSTRUCTION DOCUMENT 10/03/2022

BID SET SUBMITTAL 10/31/2022

BID SET RE-SUBMITTAL 03/17/2023

AP DS/HU

S-101 73 110

SCALETYPICAL CALL POST ANCHOR AND FOOTING DETAIL 12NONE

SCALEPISTOL CABINET ANCHOR DETAIL 13NONE

FENCE TYPE 3

ANTI-RAM BARRIER

FENCE TYPE 2

SEMI-PERMANENT

FENCE TYP

ANTI RAM BOLLARDS TYPE A

AT MAX 4'-0" CLR. SEE

'LEGEND' THIS SHEET TYP

ANTI RAM BOLLARDS TYPE A

AT OXYGEN TANK

SHED

FENCE TYPE 1

PERMANENT FENCE

TYP

SS-202

FENCE TYPE 3

ANTI-RAM BARRIER

ENLARGED ANTI-RAM

BOLLARD PLAN

FENCE TYPE 1

PERMANENT

FENCE

FENCE TYPE 1

PERMANENT FENCE

FENCE TYPE 4

WITH LOW PLANTER

WALL

4'-23 8"

4'-13 4"

FENCE TYPE 4

WITH LOW WALL

SIM NO RETN

CONDITION

SIM

ANTI RAM BOLLARDS

TYPE A SEE 'LEGEND' THIS

SHEET TYP

GATE PIER

& FDN

GATE PIER

& FDN

SIM

BUS

B U S

BUS

EL 308.5

EL 308.5

MAIN

ENTRANCE

SIGN

V A

M O N U M E N T

S

IG

N

M O N U M E N T

S

IG

N

S P E E D

B U M P

SOLAR PANELS

SOLAR PANELS

B-31

COMMUNITY

B-1

MAIN

B-3

ENGINEERING

B-2

BOILER PLANT

WAREHOUSE

B-32

OUTPATIENT

OPC

MENTAL

B-25

B-34

MENTAL HEALTH

HEALTH

FREEDOM

CLINIC

HOSPITAL B-24

LIBERTY

BLDG

LIVING

CENTER

VALOR BLDG

BLDG

B-27

MENTAL HEALTH

INDEPENDENCE BLDG

B-36

BARN

B-24

AUDITORIUM

B-24 BREEZEWAY

B-22

CHILLER

B-22A

CHILLER

W

AL

K

OF

H

ON

OR

MODULAR 2

LOT C

BBQ

PARKING LOT A

PARKING LOT B

PA

RK

IN

G

LO

T

C

PARKING LOT E

PA

RK

IN

G

LO

T

F

PARKING LOT G

PARKING LOT D

CLC

BUILDING

PA

RK

IN

G

LO

T

H

MOTORCYCLES

YIELD

YIELD

SS-202

SS-202 6

SS-202

SS-202

SS-202

SS-202

SS-202

SS-202

15'-77 8"

BOLLARDS TYPE B

SEE 'LEGEND' THIS

SHEET

TYP

BOLLARDS TYPE B

SEE 'LEGEND' THIS

SHEET

FENCE SITE PLAN

1" = 40'-0"1 SITE PLAN-SECURITY FENCE

N

4). THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS OF

THE JOB PRIOR TO STARTING CONSTRUCTION AND THE CONTRACTING

OFFICER REPRESENTATIVE SHALL BE NOTIFIED IMMEDIATELY OF ANY

DISCREPANCIES OR INCONSISTENCIES. DO NOT SCALE DIMENSIONS,

WHERE NO DIMENSIONS ARE PROVIDED, CONSULT WITH CONTRACTING

OFFICER REPRESENTATIVE FOR CLARIFICATION BEFORE PROCEEDING

WITH THE WORK.

NOTES:

1). FOR GENERAL NOTES AND TYPICAL DETAILS SEE SHEETS S-001 AND

S-101

2). FOR FOR FENCE TYPE , ELEVATIONS AND DIMENSIONS REFER TO THE

ARCHITECTURAL AS-101, AS-102 TO AS-109 INCLUSIVE.

ANTI-RAM RESISTANCE:

1) ANTI-RAM BARRIERS BOLLARDS, POST RAIL FENCES AND SHALL BE IMPACT TESTED AND

CERTIFIED TO BE CAPABLE OF STOPPING A 4000 POUND VEHICLE AT A SPEED OF 30 MILES

PER HOUR WITH A MAXIMUM PENETRATION DISTANCE OF 3.3 FEET. TESTING AND

CERTIFICATION SHALL BE IN ACCORDANCE WITH LATEST EDITION OF ASTM F2656, ASTM

F3016, OR AOS SD-STD-02.01. TESTED ANTI-RAM BARRIERS SHALL BE LISTED ON THE

DEPARTMENT OF DEFENCE "DoD ANTI-RAM VEHICLE BARRIER LIST".

VEHICLE BARRIERS

2) IN LIEU OF ANTI-RAM POST AND RAIL BARRIER CONTRACTOR MAY PROVIDE KNEE HIGH

MIN 3'-6" HIGH CONCRETE WALL. CERTIFICATION OF THE CONCRETE WALL SHALL BE AS

REQUIRED IN ITEM 1 ABOVE.

3) CONTRACTOR SHALL PROVIDE SHOP DRAWINGS, PRODUCTION DATA AND SAMPLES OF

ALL ANTI-RAM BARRIERS FOR REVIEW TO THE CONTRACTING OFFICER REPRESENTATIVE

PRIOR TO CONSTRUCTION.

4) FOR ANTI RAM BOLLARD SEE DETAILS 7, 8 AND 9 ON SHEET S-301

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Fi le

P at h

BID SET RE-SUBMITTAL

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

IMPROVE SITE ACCESS AND

PHYSICAL SECURITY

DEFICIENCIES

VAMC, FRESNO, CA, 93703

570-19-107

Project Director

03-17-2023Revisions: Date: Dwg. of

35% SCHEMATIC DESIGN

65% DESIGN DEVELOPMENT

315 ARDEN AVE, SUITE #23,

t: 888.900.3823 www.schwabeng.com

GLENDALE, CA 91203

PROJECT NO.: S60204180.00

11/12/2021 06/07/2021

95% CONSTRUCTION DOCUMENT 07/18/2022

100% CONSTRUCTION DOCUMENT 10/03/2022

BID SET SUBMITTAL 10/31/2022

BID SET RE-SUBMITTAL 03/17/2023

3). FOR LOCATION OF EXISTING UTILITIES REFER TO CIVIL DRAWINGS CI-09 TO

CI-12 INCLUSIVE. CONTRACTOR SHALL INVESTIGATE AND LOCATE EXISTING

UTILITIES PRIOR TO INSTALLING FOOTINGS. WHERE FOOTING INTERFERENCE

OCCURS CONTRACTOR SHALL INFORM THE CONTRACTING OFFICER

REPRESENTATIVE .

LEGEND:

-------------- ANTI RAM BOLLARD TYPE A SEE DETAILS 7, 8 AND 9 ON SHEET S-301

-------------- BOLLARD TYPE B SEE DETAIL 7/S-302 AND 8/S-302

AP DS/HU 74 110

SS-201

AutoCAD SHX Text Xref C:\Users\AP LAPTOP\Documents\PROJECTS\Schwab\Fresno Physical Security\Structural\Base\XR-STRUCT FENCE LAYOUT.dwg

ATTACK SIDE

PLAN ANTI-RAM POST CABLE FENCE

ELEVATION ANTI-RAM POST AND RAIL FENCE

8'-8" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-0" 8'-8"

73'-4"

3'-6" Ø

8'- 0"

3'-6" Ø

4'- 0"

9"Ø

3'- 0"

TYP

TY

P

4000 PSI

CONCRETE

TYP

NOTES:

1) FOR ANTI-RAM BARRIER NOTES SEE SHEET SS-201

2) ANTI-RAM FENCE SHOWN SHALL BE THE 'STALWART-M30 P1'

BY AMERISTAR OR EQUIVALENT.

#3 RINGS TYP

BY MANUFACTURER

#5 VERT TYP

BY MANUFACTURER

ATTACK SIDE

PL

AN

A

NT

I-R

AM

P

OS

T

CA

BL

E

FE

NC

E

(E) COMUNNITY

CENTER BLDG

(N) ANTI RAM FENCE BY AMERISTAR

RATED FOR M30 P1

SS-202

S-301

S-301

4'-0" SQ FTG TYP

@ PIERS

TYP

TYP

3"x 3"x

GA

POST

16" SQ

CMU PIERS TYP

2'- 6"W x 1 '-0

" C

ON

T F

TG

TY

P

3"x 3"x

GA

POST

" C

MU

W

AL

L

TY

P

S-301

TYP

S-302

METAL FENCE

SEE ARCHITECTURAL

SHEET AS-101

FENCE POST

8'-0" MAX TYP

S-302

(E) UNDERGROUND UTILITIES

WHERE OCCUR. SEE CIVIL

PLANS CI-09,CI-10,CI-11 AND CI-12

TYP

18" Ø x 3'-6"

DEEP FTG TYP

ANTI-RAM BOLLARDS AT 4'-0" CLR

MAXIMUM TYP

BOLLARD SHALLOW

FOUNDATION

METAL FENCE

S-301TYP 5

S-301

TYP AT FENCE

POST

3'- 0"W x 1 '-3

" C

ON

T F

TG

3"x 3"x

GA

POST 3"x 3"x

GA

POST 3"x 3"x

GA

POST

3"x 3"x

GA

POST

3"x 3"x

GA

POST3"x 3"x

GA

POST 3"x 3"x

GA

POST 3"x 3"x

GA

POST 3"x 3"x

GA

POST 3"x 3"x

GA

POST

" C

MU

W

AL

L

TY

P

RETAINING SIDE

CONCRETE SIDE

WALK SIDE

WALL FTG SEE

3/SS-202

S-301

2'-0" SQ CMUPIER

5'-0 " S

Q x 1'-

3"

TH

K

FT

G

SCALEENLARGED PLAN ANTI-RAM POST CABLE FENCE TYPE 3 11/4"=1'- 0"

ENLARGED PLANS

SCALEPLAN- ANTI-RAM WALL POST CABLE FENCE TYPE 4 AT BLDG 21/8"=1'- 0"

SCALEPARTIAL PLAN -SEMI-PERMANENT FENCE TYPE 2 41/4"=1'- 0"

SCALEPARTIAL PLAN - PERMANENT FENCE TYPE 1 31/4"=1'- 0"

SCALEENLARGED PLAN BOLLARD LAYOUT 51/4"=1'- 0"

SCALEPARTIAL PLAN - FENCE TYPE 4 AT CMU RETAINING WALL 61/4"=1'- 0"

SCALEPARTIAL PLAN - GATE PIER FOOTING 71/8"=1'- 0"

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Fi le

P at h

BID SET RE-SUBMITTAL

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

IMPROVE SITE ACCESS AND

PHYSICAL SECURITY

DEFICIENCIES

VAMC, FRESNO, CA, 93703

570-19-107

Project Director

03-17-2023Revisions: Date: Dwg. of

35% SCHEMATIC DESIGN

65% DESIGN DEVELOPMENT

315 ARDEN AVE, SUITE #23,

t: 888.900.3823 www.schwabeng.com

GLENDALE, CA 91203

PROJECT NO.: S60204180.00

11/12/2021 06/07/2021

95% CONSTRUCTION DOCUMENT 07/18/2022

100% CONSTRUCTION DOCUMENT 10/03/2022

BID SET SUBMITTAL 10/31/2022

BID SET RE-SUBMITTAL 03/17/2023

AP DS/HU 75 110

SS-202

3x3 FENCE POST

NOTE:

FOR ALTERNATE

DETAIL SEE

DETAIL 4/ S-301

2'- 8"

MA

X

8"

6" SQ

℄POST & WALL

4-1 2" Ø F1554 GR 36

ANCHOR BOLTS

8"

EM

BE

D

CMU WALL

SEE PLAN

3-#5 CONT

#4 @ 18" BOTT

#5 CONT

1'- 3"

PLAN

BASE PLATE

DETAIL

8" THK PL

CMU WALL

SOLID GROUT

ALL CELLS

#5@16" VERT

@ ℄ OF WALL

#4 @ 16" HORIZ

2- #4 CONT

SECTION E-E

E E

SE

E

AR

CH

'L

SH

TS

A

S-

2 T O

AS

-10

9 I

NC

L F

OR

E

LE

VA

TIO

NS

4'-0"

1'- 3"

8-#6 VERT

#4 TIES @ 8" OC

5-#5 BOTT

EA WAY

VENEER SEE

ARCH'L PLANS

1'-4" SQ

CMU PIER

#6

#4 TIES

C C

SECTION C-C

2'- 0"

MI

N

FG

CONTINUE WALL AND FTG REBAR

THROUGH PIER AND FTG SPLICE AS

REQUIRED

Ø

LA

P

" M

IN

S

PL

IC

E

DOWELS TO MATCH

VERTICAL REINF TYP

SE

E

AR

CH

S

HT

S

AS

-10 2 T

O

AS

-10

IN

CL

US

IV

E

SEE PLAN

1'- 3"

2'- 8 M

AX

8"

3-#5 CONT

#4 @ 18" BOTT

#5 CONT

#5@16" VERT

@ ℄ OF WALL

#4 @ 16" HORIZ

2- #4 CONT

CMU WALL

SOLID GROUT

ALL CELLS

SE

E

AR

CH

'L

SH

TS

A

S-

2 T O

AS

-10

9 I

NC

L F

OR

E

LE

VA

TIO

NS

1'- 6"

6'- 0"

S-301

A A

PLAN- CONSECTIVE BOLLARD PLACEMENT DETAIL

4'-0" CLR MAX 4'-0" CLR MAX

ATTACK SIDE

4'-0"

FOR 3-ARRAY BOLLARD

MIN

FOR 3-ARRAY BOLLARD

MINCONT REBAR AND FTG

FOR MORE THAN 3 ARRAY

BOLLARDS. TYP

4'-0"

SEE PLAN

1'- 3"

2'- 8 M

AX

8"

3-#5 CONT

#4 @ 18" BOTT

#5 CONT

#5@16" VERT

@ ℄ OF WALL

2- #4 SPLICE

AT POST

SE

E

AR

CH

'L

SH

TS

A

S-

2 T O

AS

-10

9 I

NC

L F

OR

E

LE

VA

TIO

NSCMU WALL

SOLID GROUT

ALL CELLS

18"x18" CONCRETE

AT FENCE POST

#4 x 5'-0" HORZ

SPLICE BAR AT

POST

#4 x 5'-0" HORZ

SPLICE BAR AT

POST

#4 x 5'-0" HORZ

SPLICE BAR AT

POST

4 - #4x L BARS

EA WAY

3'- 2"

1'- 1"

SECTION A-ANOTES:

1) FOR ANTI-RAM BARRIER NOTES SEE SHEET SS-201

2) ANTI-RAM BOLLARDS SHOWN SHALL BE THE 'ASSA ABLOY-M30 P1' SHALLOW

BY AMERISTAR OR EQUIVALENT.

#5 @ 5" OC EW

TOP AND BOTT

MAT4 - #8 x4'-0" L PLACED

ABOVE BOTT MAT

TYP 4 PLACES

4'-0" TYP

#8 BARS

#8 BARS

8x16 TUBE TYP

8" Ø TYP

1'- 6"

6'- 0"

12'-0"

S-301

B B

PLAN- SINGLE BOLLARD DETAIL

ATTACK SIDE

3'- 2"

SECTION B-B

NOTES:

1) FOR ANTI-RAM BARRIER NOTES SEE SHEET SS-201

2) ANTI-RAM BOLLARDS SHOWN SHALL BE THE 'ASSA ABLOY-M30 P1' SHALLOW

BY AMERISTAR OR EQUIVALENT.

#5 @ 5" OC EW

TOP AND BOTT

MAT

4'-0" TYP

4 - #8 x4'-0" L PLACED

ABOVE BOTT MAT

8x16 TUBE TYP

8" Ø

(E) CONC

PAVING

1'-6" 6'-0"

ATTACK SIDE PROTECTED SIDE

3'- 2"

#8

#8

2- #8

#5 BARS

(E) CONC

PAVING

(E) ASPHALT PAVING

3'-0"

3-#5 CONT

#4 @ 18" BOTT

#5 CONT

#4 @ 16" HORIZ

2- #4 CONT

#5@16" VERT

@ ℄ OF WALL

10"

8" 2'-

0" 1'-

3"

WATERPROOF

BARRIER

PLANTER

10" CMU

SOLID GROUT

ALL CELLS

(E) CONC SIDE

WALK

#4 @ 18" BOTT

PLANTER

3x3 FENCE POST

NOTE:

FOR REMAINDER

OF INFORMATION

SEE DETAIL

6 / S-301

2'- 0"

MA

X

8"

8"

EM

BE

D

10" CMU

SOLID GROUT

ALL CELLS

1"

GR

OU

T

℄ CMU WALL / POST

(E) CONC SIDE

WALK

S-301

5'-0"

1'- 3"

12-#6 VERT

#4 TIES @ 8" OC

6-#5 BOTT

EA WAY

VENEER SEE

ARCH'L PLANS

2'-0" SQ

CMU PIER

#6

#4 TIES

D D

SECTION D-D

2'- 0"

MI

N

FG

CONTINUE WALL AND FTG REBAR

THROUGH PIER AND FTG SPLICE AS

REQUIRED

Ø

LA

P

" M

IN

S

PL

IC

E

DOWELS TO MATCH

VERTICAL REINF TYP

EMBED PLATE FOR GATE

HINGE CONN 2 PLACES

SEE DETAIL 5/S-302

SE

E

AR

CH

S

HT

S

AS

-10 2 T

O

AS

-10

IN

CL

US

IV

E

ALTERNATE USE CONCRETE

PIER WITH #4 TIES AT 6" OC

6" SQ

4-1 2" Ø F1554 GR 36

ANCHOR BOLTS

PLAN BASE PLATE

8" THK PL

SCALEFENCE POST TO CMU WALL CONN AT FENCE TYPE 1 1NONE

SCALESECTION THROUGH CMU WALL AT FENCE TYPE 1 2NONE

SCALESCTION AT CMU RETNG WALL AT FENCE TYPE 4 6NONE

SCALEPIER DETAIL AT PERMANENT FENCE TYPE 1 3NONE

SCALEFENCE TYPE 4 POST TO CMU RETNG WALL CONN 5NONE

SCALEALTERNATE FENCE POST DETAIL AT FENCE TYPE 1 4NONE

SCALE3 ARRAY AND MULTI ARRAY ANTI-RAM BOLLARDS AND FOUNDATION DETAIL 7NONE

SCALE

SINGLE ANTI-RAM BOLLARD AND FOUNDATION DETAIL 8NONE

SCALEGATE PIER AND FOUNDATION DETAIL AT FENCE TYPE 1 10NONE

SCALESECTION THROUGH SHALLOW MOUNT BOLLARD 9NONE

SECTION AND DETAILS

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Fi le

P at h

BID SET RE-SUBMITTAL

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

IMPROVE SITE ACCESS AND

PHYSICAL SECURITY

DEFICIENCIES

VAMC, FRESNO, CA, 93703

570-19-107

Project Director

03-17-2023Revisions: Date: Dwg. of

35% SCHEMATIC DESIGN

65% DESIGN DEVELOPMENT

315 ARDEN AVE, SUITE #23,

t: 888.900.3823 www.schwabeng.com

GLENDALE, CA 91203

PROJECT NO.: S60204180.00

11/12/2021 06/07/2021

95% CONSTRUCTION DOCUMENT 07/18/2022

100% CONSTRUCTION DOCUMENT 10/03/2022

BID SET SUBMITTAL 10/31/2022

BID SET RE-SUBMITTAL 03/17/2023

SCALEPOST TO BASE PLATE CONNECTION 11NONE

AP DS/HU 76 110

S-301

METAL FENCE

SEE ARCHITECTURAL

AS-102

8'-0" MAX

8'- 0"

A A

A A

A - A

3'- 6"

3'- 0"

MI

N

EM

BE

D

4-#5 VERT

#3 @ 12" TIES

FENCE POST

FENCE POST

A - A

1'-6"

FENCE SEE

ARCHITECTURAL

A

S-302

1'- 9"

1'-9"

#4 TIES CLOSED

LOOP TIES

(E) UTILITY WHERE

OCCURS(N) CONCRETE

CAISSON

3-#6 TOP CONT.

3-#6 TOP CONT.

3" 3'-

3-#6 TOP

#4 CLOSED LOOP TIES @ 6" OC

4-#5 VERT

TYP

B B

(E) UTILITY WHERE

OCCURS

1'-0" CLR

TYP

4'-0" MAX

S-302

#3 @ 12" TIES

B - B

1'-3" Ø

8" THK PL

CMU PIER

4 - 3 4" Ø x 12" L

WELD STUDS TO

EMBED PL

ELEVATION - EMBED PLATE

1'-0" SQ

4 - 3 4 " Ø

WELDED STUDS

CMU PIER

EMBED PLATE

C C

4 MIN.

9" TYP

TYP

2-#5x DOWELS WELDED

TO BACK SIDE OF PL @ 4" OC

1'- 0"

TY

P

#5 WELDED

DOWELS

2'-6" SQ FTG

DD

4 -5 8 " Ø x F1554 GR36

ANCHOR BOLTS

PLAN - VERT BARRIER FTG

VERTICAL BARRIER

UNIT

WT = 350 lbs

D - D

1'- 0"

8" 4"

8"

EM

BE

D

4 - #4 L BARS

EW

4 - #4 BOTT EW

VERTICAL BARRIER

UNIT

SEE ARCHITECTURAL SHEETS

AS-103, AS-106 AND AS-601

1'-6"

3'- 0"

MI

N

6" O.D. GALVANIZED

STEEL PIPE -FILL WITH

CONCRETE.

CONCRETE CAP

TOP OF CONCRETE

WHERE OCCURS

CONCRETE MINIMUM

STRENGTH 4000 PSI

4'- 0"

6"

4-#5 VERT

#4 @ 12" OC

TIES

3-#4 TIES WITHIN

5 " FROM TOC

2'-6"

5'- 6"

MI

N

6" O.D. GALVANIZED

STEEL PIPE -FILL WITH

CONCRETE.

CONCRETE CAP

TOP OF A.C. PAVING OR

WHERE OCCURS

CONCRETE MINIMUM

STRENGTH 4000 PSI

4'- 0"

6"

6-#7 VERT

#4 @ 12" OC

TIES

3-#4 TIES WITHIN

5 " FROM TOC

SCALE(E) UTILITY AT FENCE TYPE 2 SEMI PERMANENT FDN 2NONE

SCALEFENCE TYPE 2 SEMI PERMANENT METAL FENCE FOUNDATION DETAIL 1NONE

SCALESECTION 4NONE

SCALEFOUNDATION DETAIL AT (E) UTILITY 3NONE

SCALEMORTIRIZED BARRIER UP-SWING GATE FOUNDATION DETAIL 6NONE

SCALE BOLLARD TYPE B DETAIL AT CONCRETE (RESTRAINED) 7NONE

SCALEBOLLARDTYPE B DETAIL AT ASHAPLT / SOIL (UNRESTRAINED) 8NONE

SECTION AND DETAILS

SCALEDETAIL - EMBED PLATE AT GATE PIER 5NONE

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Fi le

P at h

BID SET RE-SUBMITTAL

FULLY SPRINKLERED

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

IMPROVE SITE ACCESS AND

PHYSICAL SECURITY

DEFICIENCIES

VAMC, FRESNO, CA, 93703

570-19-107

Project Director

03-17-2023Revisions: Date: Dwg. of

35% SCHEMATIC DESIGN

65% DESIGN DEVELOPMENT

315 ARDEN AVE, SUITE #23,

t: 888.900.3823 www.schwabeng.com

GLENDALE, CA 91203

PROJECT NO.: S60204180.00

11/12/2021 06/07/2021

95% CONSTRUCTION DOCUMENT 07/18/2022

100% CONSTRUCTION DOCUMENT 10/03/2022

BID SET SUBMITTAL 10/31/2022

BID SET RE-SUBMITTAL 03/17/2023

AP DS/HU 77 110

S-302