36C26118B0042-010.pdf

SITE PLAN - AREA C

AS2.03

0 5 10 20 30

640-12-124P

3801 Miranda Ave. Palo Alto, CA 94304

RENOVATE CANTEEN PLAZA

BUILDING 101

MAY 16, 2014

A R C H I T E C T S

239 9TH STREET, SUITE 201 SAN FRANCISCO, CA 94103

T: (415) 682-7376 F: (415) 682-7339 www.meiarchitects.com

SB CK

NOTES:

1. SEE DRAWING AS1.00 FOR NOTES.

2. SEE LANDSCAPE, CIVIL, STRUCTURAL, AND

ELECTRICAL FOR DEMOLITION AND

CONSTRUCTION WORK.

ENLARGED FLOOR PLAN &

ROOF PLAN

AS4.01

2 FLOOR PLAN - CANOPY II, III, IV, V, IV

1/4" = 1'-0"

3 FLOOR PLAN - CANOPY I

1/4" = 1'-0"

7 ROOF PLAN - CANOPY I

1/4" = 1'-0"

10 ROOF PLAN - CANOPY II, III, IV, V, IV

1/4" = 1'-0"

640-12-124P

3801 Miranda Ave. Palo Alto, CA 94304

RENOVATE CANTEEN PLAZA

BUILDING 101

MAY 16, 2014

A R C H I T E C T S

239 9TH STREET, SUITE 201 SAN FRANCISCO, CA 94103

T: (415) 682-7376 F: (415) 682-7339 www.meiarchitects.com

SB CK

1'-0" 1'-0"2'-4"

THREAD RODS, SEE

DRILL AND TAP

BOTH RODS INTO

GALVANIZED STEEL BEAM

3'-4" 4'-4"

4'-4" 3'-4"

4'-4" 3'-4"

4'-4"

1'-0" 1'-0"1'-8"

1'-8"1'-0" 1'-0"

1'-0" 1'-0" 1'-8"

AS9.01

AS9.01 TYP. SIM.

TYP.

T Y

P

EQ EQ

11'-0"

3'-4"4'-4"2'-4"

T Y

P

11'-0"

TYP.

THREAD RODS, SEE

DRILL AND TAP

BOTH RODS INTO

OVERHEAD HSS

AS9.01

11'-0"

EQ EQ

INDICATES DIRECTION OF

LOUVER SLOPING DOWNWARD

11'-0"

EQ EQ

AS9.01 SIM. TYP.

T Y

P

TYP.

AS9.01

C

L

C

L

C

L

C

L

III II

VI

IV III/ II

VI V

GALVANIZED

STEEL

BEAM

WIRE MESH, TYP.

STONE VENEER

WALL, TYP.

BA

DC E67 5

7 56

V

B C

AS9.01 TYP.

AS9.01

TYP.

GALVANIZED

STEEL

COLUMN

AS9.01 TYP. SIM.

I

3'-0" 1'-8"2'-4"1'-0"

GALVANIZED STEEL BEAM

WIRE MESH, TYP.

STONE VENEER

WALL, TYP.

ED

GALVANIZED STEEL BEAM

AS9.01 TYP.

T Y

P

I

LOUVRES

4 3

AS9.01 TYP.

C

L

AS9.01 TYP.

AS9.01 TYP.

640-12-124P

3801 Miranda Ave. Palo Alto, CA 94304

RENOVATE CANTEEN PLAZA

BUILDING 101

MAY 16, 2014

A R C H I T E C T S

239 9TH STREET, SUITE 201 SAN FRANCISCO, CA 94103

T: (415) 682-7376 F: (415) 682-7339 www.meiarchitects.com

SB CK

AS8.01

TYPE

1/4" = 1'-0"

SCREEN TYPE AT ROOF

1/4" = 1'-0"

15 SCREEN TYPES AS VIEWED FROM

THE EXTERIOR SIDE OF PAVILIONS

TYPE

TYPE

TYPE TYPE

TYPE

TYPE

TYPE

ELEVATION AND SCREEN TYPES

1/4" = 1'-0"

1/4" = 1'-0"

CANOPY WEST ELEVATION

1/4" = 1'-0"

1/4" = 1'-0"

CANOPY WEST ELEVATION

1/4" = 1'-0"

1/4" = 1'-0"

3 CANOPY SOUTH ELEVATION

1/4" = 1'-0"

1/4" = 1'-0"

8 CANOPY NORTH ELEVATION

1/4" = 1'-0"

2 CANOPY SOUTH ELEVATION

1/4" = 1'-0"

CANOPY SOUTH ELEVATION5

1/4" = 1'-0" 1/4" = 1'-0"

4 CANOPY SOUTH ELEVATION

1/4" = 1'-0"

CANOPY SOUTH ELEVATION6

1'-1" 10"

10"

C

L

C

L

7'-8"

1'-4"3'-0"2'-4"1'-0"

C D E

C

L

C

L

C

L

C

L

C

L

C

L

7'-8"

1'-8" 3'-0" 2'-4" 8"

4"

TYP.

C

L

C

L

C

L

TYP.

TYP.

STEEL COLUMN, TYP. SEE

STRUCTURAL DRAWINGS

STEEL COLUMN, TYP. SEE

STRUCTURAL DRAWINGS

1'-1"

TYP. TYP.

C

L

CONC. SUPPORT FOR WIRE

MESH SCREEN.

COORDINATE EXACT

LOCATION &

REQUIREMENT WITH

SCREEN MANUFACTURER,

TYP.

EDGE OF CONC.FOOTING

BELOW

FACE OF CONC. PLANTER

WALL BELOW

PLANTER AREA, SEE

LANDSCAPE DRAWINGS,

TYP.

6" MIN. CLEAR BETWEEN

SLEEVES, TYP.

8" MAX. DIA. SLEEVE

THROUGH FOUNDATION,

COORDINATE EXACT

LOCATION OF DRAIN

CONNECTION

FACE OF STONE VENEER

WALL, SEE LANDSCAPE

DWG, TYP.

3"

TYP.

C

L

C

L

C

L

EDGE OF CONC.FOOTING

BELOW

EDGE OF CONC.

FOOTING BELOW

FACE OF STONE

VENEER WALL,

SEE LANDSCAPE

DWG., TYP.

10"

C

L

C

L

7'-8"

1'-4"3'-0"2'-4"1'-0"

E

D

C

L

1'-1"

4"

TYP.

C

L

C

L

C

L

1'-1"

FACE OF CONC. PLANTER

WALL BELOW

EDGE OF CONC.FOOTING

BELOW

C

L

1'-1" 1'-1"

10"

C

L

C

B

7'-8"

1'-4"3'-0"2'-4"1'-0"

4"

TYP.

C

L

C

L

C

L

C

L

C

L

EDGE OF CONC.FOOTING

BELOW

FACE OF CONC. PLANTER

WALL BELOW

EDGE OF CONC.FOOTING

BELOW

6" MIN., SEE L. DWG.

S E

E

L A

N D

S C

A P

E

4"

SEE L. DWG.

4" 1'-0"

NOTE: SEE LANDSCAPE DWG. FOR STONE CAP,

STONE VENEER, DOWEL PINS, PLANTER AREA

2'-6"

8" MAX DIA. SLEEVE

THROUGH

FOUNDATION

#5 TRANSVERSE BARS @ 12" O.C.

BARS CONFLICTING WITH THE

SLEEVES ARE TO BE RELOCATED

A MINIMUM OF 1 1/2" CLEAR OF

THE SLEEVE

4- #5 LONGITUDINAL BARS

STONE VENEER

#3 VERT. BARS @ 12" O.C.

WITH 1 1/2" CLEAR COVER. TYP.

3- #3 HORIZ. BARS WITH

1 1/2" CLEAR COVER. TYP.

EXTEND VERTICAL REINFORCE AND

EPOXY DOWEL INTO STONE 2" MIN.

PLANTER AREA

2'-2"

2'-6"

STONE VENEER WALL

#4 VERT. BARS @ 12"O.C.

3- #3 HORIZ. BARS WITH

1-1/2" CLEAR COVER. TYP.

NOTE: SEE LANDSCAPE DWG. FOR STONE CAP,

STONE VENEER WALL, DOWEL PINS, PLANTER AREA

CONCRETE

4 - #5 LONGITUDINAL BARS

#5 TRANSVERSE BARS @ 12" O.C.

4"

OPEN

10"

HSS COL., SEE S. DWG.

1" MAX., NON-SHRINK GROUT,

WRAP COLUMN BASE WITH

BITUMEN WATERPROOFING

MATERIAL & WATER STOP

SECOND CONCRETE POUR

NOTE: SEE LANDSCAPE DWG. FOR STONE CAP,

STONE VENEER WALL, DOWEL PINS, PLANTER

AREA. SEE STRUCTURAL DWG. FOR BASE PLATE

DETAIL

6" MIN., SEE L. DWG.

SEE L. DWG.

NOTE: SEE LANDSCAPE DWG. FOR STONE CAP,

STONE VENEER, DOWEL PINS, PLANTER AREA

2'-6"

8" MAX DIA. SLEEVE

THROUGH

FOUNDATION

#5 TRANSVERSE BARS @ 12" O.C.

BARS CONFLICTING WITH THE

SLEEVES ARE TO BE RELOCATED

A MINIMUM OF 1 1/2" CLEAR OF

THE SLEEVE

4- #5 LONGITUDINAL BARS

STONE VENEER

#3 VERT. BARS @ 12" O.C.

WITH 1 1/2" CLEAR COVER. TYP.

3- #3 HORIZ. BARS WITH

1 1/2" CLEAR COVER. TYP.

EXTEND VERTICAL REINFORCE AND

EPOXY DOWEL INTO STONE 2" MIN.

6"

1 1/2"2"

11 GA. STAINLESS STEEL PLATE, 4"X4"

11 GA. T-SHAPE STAINLESS STEEL

PLATE, 4"X4"

STAINLESS STEEL WIRE MESH

10 GA. STAINLESS STEEL SCREEN FRAME

1/4" Ø STAINLESS STEEL HILTI KB-3

ANCHORS WITH 2" EMBED @ 3" O.C.

BOLT, 7/16" DIA. W/ STD HOLE

3/16"

3/16"

FACE OF STONE VENEER WALLFACE OF STONE

VENEER WALL

640-12-124P

3801 Miranda Ave. Palo Alto, CA 94304

RENOVATE CANTEEN PLAZA

BUILDING 101

MAY 16, 2014

A R C H I T E C T S

239 9TH STREET, SUITE 201 SAN FRANCISCO, CA 94103

T: (415) 682-7376 F: (415) 682-7339 www.meiarchitects.com

SB CK

AS8.02

1" = 1'-0"

4 PLANTER AT STONE VENEER WALL

1" = 1'-0"

8 CONCRETE AT STONE VENEER WALL

1/2" = 1'-0"

3 PLAN - STONE VENEER WALL WITH PLANTER

@ CANOPY II, III, & IV

1/2" = 1'-0"

11 PLAN - STONE VENEER WALL WITH PLANTER PLAN

@ CANOPY I

1/2" = 1'-0"

9 PLAN - STONE VENEER WALL WITH PLANTER

@ CANOPY V & VI (SIM.)

1" = 1'-0"

12 COLUMN AT STONE VENEER WALL

STONE WALL SCHEDULE &

FOOTING DETAILS

1" = 1'-0"

17 CONCRETE AT STONE VENEER WALL

3" = 1'-0"

15 STEEL PLATE DETAIL

1/4" Ø STAINLESS STEEL THREADED

ROD @ CENTER OF LOUVER SPAN

COUPLING NUT TO STEEL BEAM

ON THE OPPOSITE END

DRILL AND TAP STEEL BEAM, TYP.

1" X 6" WOOD PLANK

STAINLESS STEEL JAMB NUT

STAINLESS NUT

GALV. STRUCTURAL STEEL BEAM

WITH POWDER COAT FINISH

C

L

STEEL

PLATE

3 1/2"

C

L

STEEL

PLATE

1" X 6" WOOD PLANK

7/16" Ø STAINLESS STEEL BOLT

WITH WASHER EACH SIDE

5" WIDE X 3 1/2" LONG 11 GA. GALV.

STEEL PLATE WITH POWDER COAT

FINISH, WELDED TO STEEL BEAM

GALV. STEEL BEAM BEYOND

C

L

STEEL

PLATE

C

L

STEEL

PLATE

T

Y

P

C

L

STEEL

PLATE

6"

C

L

GALV. STRUCTURAL STEEL BEAM WITH

POWDER COAT FINISH

5" WIDE X 3 1/2" LONG 11 GA. GALV.

STEEL PLATE WITH POWDER COAT

FINISH, WELD TO STRUCTURAL STEEL

COLUMN

1" X 6" WOOD PLANK

1/2" MAX1"

1/8"

1/8"

GALV. STRUCTURAL STEEL COLUMN

WITH POWDER COAT FINISH

STEEL

PLATE

M I N

STAINLESS STEEL WIRE MESH

10 GA. STAINLESS STEEL SCREEN

FRAME

5/16" THICK STAINLESS STEEL TAB

WELDED TO WIRE MESH FRAME

7/16" Ø STAINLESS STEEL BOLT IN

OVERSIZED HOLE WITH WASHER

EACH SIDE

5/16" THICK GR 50 GALV. STEEL

PLATE WITH POWDER COAT

FINISH, WELD TO STEEL BEAM

GALV. STRUCTURAL STEEL BEAM

WITH POWDER COAT FINISH

C

L

4"

3/16"

3/16"

STAINLESS STEEL WIRE MESH

GALV. STRUCTURAL STEEL BEAM WITH

POWDER COAT FINISH

5/16" THICK GR 50 GALV. STEEL PLATE

WITH POWDER COAT FINISH, WELD TO

STEEL BEAM

7/16" Ø STAINLESS STEEL BOLT IN

OVERSIZED HOLE WITH WASHER EACH

SIDE

10 GA. STAINLESS STEEL WIRE

MESH FRAME

5/16" THICK STAINLESS STEEL TAB

WELDED TO WIRE MESH FRAME

GALV. STRUCTURAL STEEL BEAM

WITH POWDER COAT FINISH

4"

REFER TO DETAIL 5/ AS 9.01

FOR SCREEN CONNECTION

AT ROOF

REFER TO DETAIL 7/AS 9.01

FOR LOUVRE CONNECTION

AT ROOF

3 1/2"

STRUCTURAL STEEL BEAM

BEYOND

C

L

STEEL

PLATE

C

L

STEEL

PLATE

3 1/2"

2 1/2"

10 GA. STAINLESS STEEL

SCREEN FRAME

5/16" PLATE WELDED TO

SCREEN FRAME

7/16" Ø STAINLESS STEEL BOLT IN

OVERSIZED HOLE WITH WASHER

ON EACH SIDE

5/16" THICK GR 50 GALV. STEEL PLATE

WITH POWDER COAT FINISH, WELD TO

STEEL BEAM

GALV. STRUCTURAL STEEL BEAM

WITH POWDER COAT FINISH

4"

2"

MIN.

C

L

STAINLESS STEEL WIRE MESH

4"

3/16"

3/16"

STAINLESS STEEL WIRE MESH

STAINLESS STEEL WIRE MESH

5/16" THICK STAINLESS STEEL TAB

WELDED TO WIRE MESH FRAME

7/16" Ø STAINLESS STEEL BOLT IN

OVERSIZED HOLE WITH WASHER EACH

SIDE

10 GA. STAINLESS STEEL WIRE

MESH FRAME

5/16" THICK STAINLESS STEEL TAB

WELDED TO WIRE MESH FRAME

1/4" Ø STAINLESS STEEL

THREADED ROD &NUTS@

CENTER OF WOOD PLANK SPAN

DRILL AND TAP STEEL BEAM

1" X 6" WOOD PLANK, TYP.

STAINLESS STEEL JAMB NUT

GALV. STRUCTURAL STEEL BEAM

WITH POWDER COAT FINISH

C

L

2 3/4"

STEEL

PLATE

C

L

STEEL

PLATE

1" X 6" WOOD PLANK

7/16" Ø STAINLESS STEEL BOLT

WITH WASHER EACH SIDE

5" WIDE X 3 1/2" LONG 11 GA.

GALV. STEEL PLATE WITH

POWDER COAT FINISH, WELDED

TO STEEL BEAM

GALV. STEEL COLUMN BEYOND

2 3/4"

C

LSTEEL

PLATE

T

Y

P

T Y

P

STEEL

PLATE

C

L

STEEL

PLATE

C

L

3" = 1'-0"

ROOF LOUVER CONNECTION @

STEEL BEAM

3" = 1'-0"

SECTION AT ROOF LOUVER AND

ROOF SCREEN

AS9.01

3" = 1'-0"

SECTIION @ SCREEN AND

STEEL BEAM CONNECTION

3" = 1'-0"

SCREEN CONNECTION @ STEEL

BEAM

3" = 1'-0"

THREADED ROD AT LOUVER

3" = 1'-0"

WOOD LOUVER CONNECTION

TO STEEL COLUMN

SCREEN TO SCREEN CONNECTION

3" = 1'-0"

3" = 1'-0"

SECTION @ ROOF SCREEN AND

STEEL BEAM CONNECTION

640-12-124P

3801 Miranda Ave. Palo Alto, CA 94304

RENOVATE CANTEEN PLAZA

BUILDING 101

MAY 16, 2014

A R C H I T E C T S

239 9TH STREET, SUITE 201 SAN FRANCISCO, CA 94103

T: (415) 682-7376 F: (415) 682-7339 www.meiarchitects.com

SB CK

DETAILS

3" = 1'-0"

VERTICAL LOUVER

3" = 1'-0"

10 VERTICAL LOUVER

640-12-124P

3801 Miranda Ave. Palo Alto, CA 94304

RENOVATE CANTEEN PLAZA

BUILDING 101

MAY 16, 2014

A R C H I T E C T S

239 9TH STREET, SUITE 201 SAN FRANCISCO, CA 94103

T: (415) 682-7376 F: (415) 682-7339 www.meiarchitects.com

SB CK

NTS

6 EN-11.04: PEDESTRIAN DIRECTIONAL SIGN - APPLICATION

NTS

EN-17.01: CAMPUS MAP SIGN - APPLICATION

NTS

14 EN-11.04: PEDESTRIAN DIRECTIONAL SIGN - GRAPHIC LAYOUT

NTS

EN-17.01: CAMPUS MAP SIGN - GRAPHIC LAYOUT

AG4.01

NTS

2 SIGNAGE TEXT

NTS

4 SIGNAGE COLORS

SIGN TYPE DETAILS

1 NOTES:

CONTRACTOR TO COORDINATE AND VERIFY ALL

TEXT, ICONS, SYMBOLS, GRAPHICS, COLORS, AND

FINISHES FOR EACH SIGN WITH COR PRIOR TO

FABRICATION. VERIFY EXACT LOCATIONS OF EACH

SIGN WITH COR PRIOR TO INSTALLATION.

SIGN TYPE DETAILS

AG4.02

640-12-124P

3801 Miranda Ave. Palo Alto, CA 94304

RENOVATE CANTEEN PLAZA

BUILDING 101

MAY 16, 2014

A R C H I T E C T S

239 9TH STREET, SUITE 201 SAN FRANCISCO, CA 94103

T: (415) 682-7376 F: (415) 682-7339 www.meiarchitects.com

SB CK

NTS

2 CONSTRUCTION SIGN

NTS

SAFETY SIGN

7. CHAMFER: 3/4 INCH ON EXPOSED CORNERS, U.N.O.

2. HOT ROLLED SHAPES AND PLATES 2" IN THICKNESS OR GREATER WITH FLANGES 1 1/2" IN

THICKNESS OR GREATER ARE TO HAVE A MINIMUM CHARPY V-NOTCH TEST VALUE OF 20

FOOT-POUNDS AT 70 DEGREES FAHRENHEIT.

3. HOT DIP GALVANIZE IN ACCORDANCE WITH ASTM A123 AND ASTM A153 STRUCTURAL

STEEL AND FASTENERS THAT ARE PERMANENTLY EXPOSED TO THE WEATHER.REPAIR

GALVANIZING AFTER WELDING IN ACCORDANCE WITH ASTM A780.

4. STRUCTURAL STEEL AND CONNECTIONS EXPOSED TO VIEW IN THE COMPLETED BUILDING

ARE DESIGNATED ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS).

5. ARC-WELDING ELECTRODES /FILLER METALS TO BE LOW HYDROGEN TYPES E7XTX,

E7XTXX OR E70XXX MINIMUM AS APPLICABLE. USE ELECTRODES WITH CHARPY V-

NOTCH TEST VALUES OF A MINIMUM OF 20 FOOT-POUNDS AT 0 DEGREES FAHRENHEIT

PER SECTION 7.3a OF AISC 341 WHERE DESIGNATED "CVN". USE ELECTRODES WITH

CHARPY V-NOTCH TEST VALUES OF A MINIMUM OF 20 FOOT POUNDS AT -20 DEGREES

FAHRENHEIT AND 40 FOOT POUNDS AT 70 DEGREES FAHRENHEIT WHERE DESIGNATED "DC"

6. WELDERS TO BE CERTIFIED BY AWS AND THE GOVERNING JURISDICTION.

7. WHERE FIELD WELDING IS NOTED, THE DESIGNATION IS GIVEN AS A SUGGESTED

CONSTRUCTION PROCEDURE ONLY.

8. PROVIDE NATURAL CAMBER UP, UNLESS NOTED OTHERWISE. EXCEPT AT CANTILEVERS. AT

CANTILEVERS PROVIDE CAMBER SUCH THAT TIP OF CANTILEVERS IS ABOVE FINAL

ELEVATION.

9. SPLICE MEMBERS ONLY WHERE INDICATED.

10. DETAIL, FABRICATE AND ERECT IN ACCORDANCE WITH AISC "SPECIFICATION FOR

STRUCTURAL STEEL FOR BUILDINGS", LATEST EDITION.

VI EXPANSION (WEDGE) ANCHORS

1. WEDGE ANCHORS INTO CONCRETE ARE TO HAVE BEEN TESTED & QUALIFIED FOR USE IN

CRACKED CONCRETE PER ACI355.2 & ICC-ER AC193. ANCHORS TO HAVE A CURRENT ICC-ES

REPORT APPROVED FOR CRACKED CONCRETE (SEISMIC DESIGN CATEGORIES A-F PER

SECTION 4.0 ICC REPORT) USE UNDER THE 2009 IBC. INSTALL ANCHORS IN ACCORDANCE

WITH ICC-ES REPORT AND MANUFACTURES INSTRUCTIONS.

2. PROVIDE STAINLESS STEEL FASTENERS FOR EXTERIOR USE OR WHEN EXPOSED TO

WEATHER.PROVIDE GALVANIZED CARBON STEEL ANCHORS AT OTHER LOCATIONS,

UNLESS OTHERWISE NOTED.

3. IF REINFORCEMENT IS ENCOUNTERED DURING DRILLING, ABANDON AND SHIFT THE

HOLE LOCATION TO AVOID THE REINFORCEMENT. PROVIDE A MINIMUM OF 2 ANCHOR

DIAMETERS OR 1 INCH, WHICHEVER IS LARGER, OF SOUND CONCRETE BETWEEN THE

DOWEL AND THE ABANDONED HOLE. FILL THE ABANDONED HOLE WITH NON-SHRINK

GROUT. IF THE ANCHOR OR DOWEL MAY NOT BE SHIFTED AS NOTED ABOVE, THE V.A.

RESIDENT ENGINEER WILL DETERMINE A NEW LOCATION.

4. LOCATE REINFORCEMENT AND CONFIRM FINAL ANCHOR LOCATIONS PRIOR TO

FABRICATING PLATES, MEMBERS, OR OTHER STEEL ASSEMBLIES ATTACHED WITH

MECHANICAL ANCHORS.

5. ANCHORS WILL BE PROOF-TESTED BY OWNER'S TESTING AND INSPECTION AGENCY.

6. IF ANY ANCHOR FAILS TESTING, REPLACE ANCHOR AND TEST ADDITIONAL ANCHORS OF

THE SAME CATEGORY NOT PREVIOUSLY TESTED UNTIL TWENTY (20) CONSECUTIVE

PASS, THEN RESUME INITIAL TESTING FREQUENCY.

7. APPLY TEST LOAD BY ANY METHOD THAT WILL EFFECTIVELY MEASURE THE TENSION ON

THE ANCHOR SUCH AS DIRECT PULL WITH A HYDRAULIC JACK, TORQUE WRENCH, OR

CALIBRATED SPRING-LOADING DEVICES, ETC.

8. TEST ANCHORS NO SOONER THAN 24 HOURS AFTER INSTALLATION.

IX DESIGN CRITERIA

1. APPLICABLE CODE: 2012 INTERNATIONAL BUILDING CODE WITH

DEPARTMENT OF VETERANS AFFAIRS H18-8 SEISMIC DESIGN

REQUIREMENTS DATED FEBRUARY 2011

2. SPREAD FOOTING

DL + LL = 3.5 KSF

DL + LL + (W OR EQ) = 4.6 KSF

3. GRAVITY LOADS:

A. DEAD LOADS - VARY BASED ON ACTUAL STRUCTURE.

B. VERTICAL DEFLECTION ON PERIMETER BEAMS DUE TO LIVE

LOAD:

LIVE LOADS: (REDUCIBLE PER CODE)

ROOF 20 PSF OR 300#

4. SEISMIC DESIGN:

SEISMIC RESPONSE COEFFICIENT: Cs = 1.05 ρ= 1.3

WHERE:R =

Ss= 1.96 S1= 0.827 Sds= 1.31 Sd1= 0.83

SEISMIC IMPORTANCE FACTOR: IE = 1.0

SITE CLASS: C

SEISMIC DESIGN CATEGORY: F

ANALYSIS PROCEDURE: EQUIVALENT LATERAL

FORCE ANALYSIS

DESIGN SEISMIC LATERAL DRIFT δ =

5. WIND DESIGN:

BASIC WIND SPEED = 100 MPH

WIND EXPOSURE = B

OCCUPANCY CATEGORY = II

I = 1.0

COMPONENTS & CLADDING:

ROOF CANOPY:

18.4 PSF

I GENERAL

1. MATERIALS AND WORKMANSHIP TO CONFORM WITH THE 2012 EDITION OF THE

INTERNATIONAL BUILDING CODE, WITH DEPARTMENT OF VETERANS AFFAIRS H18-8

AMENDMENTS AND THE REQUIREMENTS OF THE CONTRACT DOCUMENTS.

2. THESE GENERAL NOTES SUPPLEMENT THE REQUIREMENTS OF THE PROJECT

SPECIFICATIONS. IN CASE OF CONFLICT BETWEEN THE PLANS AND SPECIFICATIONS,

CONTACT THE V.A. RESIDENT ENGINEER.

3. REFERENCE TO CODES, RULES, REGULATIONS, STANDARDS, MANUFACTURER'S

INSTRUCTIONS OR REQUIREMENTS OF REGULATORY AGENCIES IS TO THE LATEST

PRINTED EDITION OF EACH IN EFFECT AT THE DATE OF SUBMISSION OF BID UNLESS

THE DOCUMENT DATE IS SHOWN.

4. VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS BEFORE STARTING

WORK. NOTIFY THE V.A. RESIDENT ENGINEER OF DISCREPANCIES.

5. REFER TO ARCHITECTURAL AND CIVIL DRAWINGS FOR SITE SLABS AND WALLS.

6. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE

CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO

DETAILS SHOWN, USE SIMILAR DETAILS OF CONSTRUCTION, SUBJECT TO REVIEW BY

THE V.A. RESIDENT ENGINEER.

7. DETAILS TITLED "TYPICAL" APPLY TO SITUATIONS OCCURRING ON

THE PROJECT THAT ARE THE SAME OR SIMILAR TO THOSE SPECIFICALLY

REFERENCED. SUCH DETAILS ARE NOT NOTED AT EACH LOCATION THAT THEY OCCUR.

8. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES

AND FOR CHECKING DIMENSIONS. NOTIFY THE V.A. RESIDENT ENGINEER OF ANY

DISCREPANCIES AND RESOLVE BEFORE PROCEEDING WITH THE WORK.

9. DO NOT SCALE THE DRAWINGS.

10. PROVIDE MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING

CONSTRUCTION. SUCH MEASURES INCLUDE, BUT MAY NOT BE LIMITED TO, BRACING

AND SHORING FOR LOADS DURING CONSTRUCTION. RETAIN A REGISTERED CIVIL

ENGINEER WHOM IS PROPERLY QUALIFIED TO DESIGN BRACING, SHORING, ETC.

VISITS TO THE SITE BY THE V.A. RESIDENT ENGINEER WILL NOT INCLUDE OBSERVATION

OF THE ABOVE NOTED ITEMS.

11. INFORMATION SHOWN ON THE DRAWINGS RELATED TO EXISTING CONDITIONS

REPRESENTS THE PRESENT KNOWLEDGE, BUT WITHOUT GUARANTEE OF ACCURACY.

REPORT CONDITIONS THAT CONFLICT WITH THE CONTRACT DOCUMENTS TO THE

V.A. RESIDENT ENGINEER. DO NOT DEVIATE FROM THE CONTRACT DOCUMENTS

WITHOUT WRITTEN DIRECTION FROM THE V.A. RESIDENT ENGINEER.

12. CONSTRUCTION LOADS: EVENLY DISTRIBUTE STORED MATERIALS ON FLOORS AND

ROOFS DO NOT TO EXCEED ALLOWABLE LOADING FOR SUPPORTING MEMBERS AND

CONNECTIONS.

II FOUNDATION AND SITE WORK

1. THE DESIGN OF THE FOUNDATION SYSTEM IS BASED UPON THE CRITERIA AND

RECOMMENDATIONS CONTAINED IN THE GEOTECHNICAL INVESTIGATION REPORT

ENTITLED "GEOTECHNICAL INVESTIGATION AMBULATORY CARE POLYTRAUMA AND BLIND

REHABILITATION CENTERS VETERANS AFFAIRS MEDICAL CENTER, PALO ALTO,

CALIFORNIA, DATED 29 AUGUST 2011.

2. LOCATE AND PROTECT EXISTING UTILITIES TO REMAIN DURING AND/OR AFTER

CONSTRUCTION.

3. REMOVE ABANDONED FOOTINGS, UTILITIES, ETC. WHICH INTERFERE WITH NEW

CONSTRUCTION, UNLESS OTHERWISE INDICATED.

4. NOTIFY THE V.A. RESIDENT ENGINEER IF ANY BURIED STRUCTURES NOT

INDICATED, SUCH AS CESSPOOLS, CISTERNS, FOUNDATIONS, ETC., ARE FOUND.

5.. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR EXCAVATION PROCEDURES

INCLUDING LAGGING, SHORING, UNDERPINNING AND PROTECTION OF EXISTING

CONSTRUCTION.

6. REMOVE LOOSE SOIL AND STANDING WATER FROM FOUNDATION EXCAVATIONS

PRIOR TO PLACING CONCRETE.

III REINFORCING STEEL

1. REINFORCING TO CONFORM TO THE FOLLOWING, UNLESS OTHERWISE NOTED:

IV CAST-IN-PLACE CONCRETE

1. CONCRETE IS REINFORCED AND CAST-IN-PLACE UNLESS OTHERWISE NOTED. WHERE

REINFORCING IS NOT SPECIFICALLY SHOWN OR WHERE DETAILS ARE NOT GIVEN, PROVIDE

REINFORCING SIMILAR TO THAT SHOWN FOR SIMILAR CONDITIONS, SUBJECT TO REVIEW BY

THE V.A. RESIDENT ENGINEER.

2. ROUGHEN CONCRETE SURFACES OF CONSTRUCTION JOINTS TO 1/4 INCH AMPLITUDE AND

CLEAN OF LAITANCE, FOREIGN MATTER, AND LOOSE PARTICLES. LOCATE CONSTRUCTION

JOINTS AS SHOWN ON THE DRAWINGS. SUBMIT ALTERNATE JOINT LOCATIONS OR JOINTS

NOT SHOWN TO THE V.A. RESIDENT ENGINEER FOR REVIEW AND APPROVAL PRIOR TO

PROCEEDING WITH THE WORK.

3. AT LOCATIONS WHERE CONCRETE IS CAST AGAINST EXISTING CONCRETE, ROUGHEN

CONTACT SURFACES TO 1/4 INCH AMPLITUDE AND CLEAN OF LAITANCE, FOREIGN MATTER,

AND LOOSE PARTICLES.

4. CONCRETE CLEAR COVER TO REINFORCING BARS IS AS FOLLOWS, UNLESS OTHERWISE

NOTED:

6. CONCRETE TYPES U.O.N:

LOCATIONS TYPE

REINFORCING STEEL #8 AND LARGER AND

REINFORCING STEEL TO BE WELDED

REINFORCING STEEL #7 AND SMALLER

WELDED STEEL WIRE FABRIC

ASTM A706, 60 KSI

ASTM A615, 60 KSI

ASTM A185, 70 KSI

LOCATIONS CLEAR COVER

CONCRETE PLACED AGAINST EARTH 3 INCHES

FORMED SURFACES EXPOSED TO WEATHER

OR IN CONTACT WITH EARTH:

#5 BARS AND SMALLER

#6 BARS AND LARGER

1 1/2 INCHES

2 INCHES

CLASS

28 DAY F'c

(PSI)

TYPE LOCATION

A 4000 NORMAL WEIGHT

GRADE BEAMS, FOUNDATIONS,

DRILLED PIERS

SECTIONS TYPE

ROLLED SHAPES

WIDE FLANGES

CHANNELS, ANGLES, & OTHER

ASTM A992, GR 50

ASTM A36

PLATES

COLUMN BASE PLATES

COLUMN CONTINUITY PLATES

BEAM STIFFENER PLATES

OTHER, U.O.N.

ASTM A572, GR 50

ASTM A572, GR 50

ASTM A36

ASTM A572, GR 50

STEEL PIPE ASTM A53, GRADE B

COLD FORMED HOLLOW STRUCTURAL SECTION (HSS) ASTM A500, GRADE B

STAINLESS STEEL SHAPES, PLATES AND BARS

BOLTS

ASTM A276

ASTM A325X

MACHINE BOLTS ASTM A307

ANCHOR RODS ASTM F1554, GRADE 55

NUTS FOR BOLTS AND MACHINE BOLTS ASTM A563

HARDENED WASHERS ASTM F436

9. REACTION LOADS FROM TEST FIXTURES MAY BE APPLIED CLOSE TO THE ANCHOR BEING

TESTED, PROVIDED THE ANCHOR IS NOT RESTRAINED FROM WITHDRAWING BY A

BASEPLATE OR OTHER FIXTURE. IF RESTRAINT IS FOUND, LOOSEN AND SHIM OR REMOVE

THE FIXTURE PRIOR TO TESTING.

10. TEST 50% WEDGE ANCHORS PER ONE OF THE FOLLOWING METHODS:

A. HYDRAULIC RAM METHOD: APPLY PROOF TEST LOAD WITHOUT REMOVING THE

NUT. IF IT IS NOT POSSIBLE TO TEST WITH THE NUT INSTALLED, REPLACE THE

NUT WITH A THREADED COUPLER TO THE SAME TORQUE MEASURED WITH A

TORQUE WRENCH, AND THEN APPLY THE LOAD. ANCHOR IS ACCEPTABLE IF NO

MOVEMENT IS OBSERVED AT THE TEST LOAD. MOVEMENT MAY BE DETERMINED

WHEN THE WASHER UNDER THE NUT BECOMES LOOSE.

B. TORQUE WRENCH METHOD: TEST ANCHORS TO THE TORQUE LOAD

INDICATED IN THE TABLE BELOW WITHIN ONE HALF TURN OF THE NUT.

11. TEST ANCHORS TO THE FOLLOWING PROOF LOADS.

ANCHOR DIAMETER TENSION LOAD

(LBS)

TORQUE LOAD

(FT-LBS)

3/8"

1/2"

5/8"

3/4"

3/4"

VII ADHESIVE ANCHORS AND DOWELS

1. ANCHORS AND DOWELS INSTALLED INTO CONCRETE:

ANCHORS ARE TO HAVE BEEN TESTED & QUALIFIED FOR USE IN CRACKED CONCRETE

PER ACI355.2 & ICC-ES AC308. ANCHORS TO HAVE A CURRENT ICC-ES REPORT

APPROVED FOR CRACKED CONCRETE (SEISMIC DESIGN CATEGORIES A-F PER SECTION

4.0 OF ICC REPORT) USE UNDER THE 2009 IBC. INSTALL ANCHORS IN ACCORDANCE

WITH THE ICC-ES REPORT & MANUFACTURES INSTRUCTIONS.

2. EMBEDMENT DEPTH FOR ANCHORS AND DOWELS IS AS FOLLOWS, UNLESS

OTHERWISE NOTED. THE TESTING LABORATORY WILL PERFORM TENSION TESTS ON

50% OF ANCHORS AND DOWELS TO THE FOLLOWING TEST LOADS:

ANCHOR DIAMETER EMBEDMENT TENSION LOAD BASE MATERIAL

1/2"

1/2"

5/8"

3/4"

7/8"

1"

3"

6 1/2"

8"

10"

12"

14"

CONCRETE

CONCRETE

CONCRETE

CONCRETE

CONCRETE

CONCRETE

1832#

5217#

7802#

11,199#

12,206#

15,038#

3. ANCHORS: ASTM A36 THREADED RODS WITH ASTM A 563 GRADE A NUTS AND

ANSI B18.22.1 TYPE A WASHERS, UNLESS OTHERWISE NOTED. ANCHORS

DESIGNATED AS ASTM A193 GRADE B7 THREADED RODS TO USE ASTM A 563

GRADE DH HEAVY HEX NUTS AND ASTM F 436 WASHERS.

4. DOWELS: ASTM A615 GRADE 60 REINFORCING STEEL.

5. REMOVE GREASE, OIL, RUST, AND OTHER LAITANCE FROM RODS AND

DOWELS PRIOR TO INSTALLATION.

6. REPLACE ANCHORS AND DOWELS THAT FAIL DURING TESTING AND RETEST. IF

MORE THAN 10% OF THE TESTED DOWELS AND ANCHORS FAIL TO ACHIEVE

THE SPECIFIED TEST LOAD, TEST 100% OF THE DOWELS AND ANCHORS

INSTALLED IN THE LAST 2 DAYS OF ANCHOR INSTALLATION.

7. PREPARE HOLES AND INSTALL ANCHORS PER THE MANUFACTURER & ICC-ES

REPORT INSTRUCTIONS.

8. IF REINFORCEMENT IS ENCOUNTERED DURING DRILLING, ABANDON AND

SHIFT THE HOLE LOCATION TO AVOID THE REINFORCEMENT. PROVIDE A

MINIMUM OF 2 ANCHOR DIAMETERS OR 1 INCH, WHICHEVER IS LARGER, OF

SOUND CONCRETE BETWEEN THE DOWEL AND THE ABANDONED HOLE. FILL

THE ABANDONED HOLE WITH NON-SHRINK GROUT. IF THE ANCHOR OR

DOWEL MAY NOT BE SHIFTED AS NOTED ABOVE, THE V.A. RESIDENT

ENGINEER WILL DETERMINE A NEW LOCATION.

9. LOCATE REINFORCEMENT AND CONFIRM FINAL ANCHOR LOCATIONS PRIOR

TO FABRICATING PLATES, MEMBERS, OR OTHER STEEL ASSEMBLIES

ATTACHED WITH ADHESIVE ANCHORS.

VIII STRUCTURAL TESTS, INSPECTIONS, AND OBSERVATIONS

1. AN INDEPENDENT TESTING AGENCY AND SPECIAL INSPECTORS WILL BE

RETAINED BY THE OWNER TO PERFORM TESTS AND INSPECTIONS IN

ACCORDANCE WITH THE APPROVED TESTING, INSPECTION AND

OBSERVATION PROGRAM. PROVIDE ACCESS AND FURNISH SAMPLES TO THE

AGENCY AS REQUIRED BY THE CONTRACT DOCUMENTS.

2. IF INITIAL TESTS OR INSPECTIONS MADE BY THE OWNER'S TESTING AGENCY

REVEAL THAT ANY PORTION OF THE WORK DOES NOT COMPLY WITH THE

CONTRACT DOCUMENTS, ADDITIONAL TESTS, INSPECTIONS, AND

NECESSARY REPAIRS WILL BE MADE AT THE CONTRACTOR'S EXPENSE.

GENERAL NOTES:

V STRUCTURAL STEEL

1. STRUCTURAL STEEL TO CONFORM TO THE FOLLOWING UNLESS OTHERWISE NOTED:

3. THE FOLLOWING ITEMS REQUIRE TESTS & INSPECTIONS IN ACCORDANCE

WITH THE REQUIREMENTS OF THE CHAPTER "STRUCTURAL TESTS &

INSPECTIONS" OF THE 2012 INTERNATIONAL BUILDING CODE. ADDITIONAL

ITEMS AND REQUIREMENTS FOR TESTS & INSPECTIONS ARE IDENTIFIED IN

THE SPECIFICATIONS.

A. REINFORCING STEEL

B. FOUNDATIONS.

C. CONCRETE

D. STRUCTURAL STEEL

E. WELDING

F. POST-INSTALLED ANCHORS

4. NOTIFY THE V.A. RESIDENT ENGINEER AT SIGNIFICANT

CONSTRUCTION STAGES 72 HOURS IN ADVANCE & PROVIDE

ACCESS FOR THE FOLLOWING STRUCTURAL OBSERVATIONS:

A. FOUNDATIONS

1. REINFORCEMENT

B. STEEL FRAMING

1. GENERAL

6. DESIGN TEAM

JAMES O MALLEY SENIOR PRINCIPAL

ROBERT GRAFF PRINCIPAL IN CHARGE

CJ HORN DESIGNER

KEN MARTIN SENIOR CAD SPECIALIST

2. ACCURATELY POSITION, SUPPORT, AND SECURE REINFORCEMENT FROM DISPLACING DUE

TO FORMWORK, CONSTRUCTION, OR CONCRETE PLACEMENT OPERATIONS. LOCATE AND

SUPPORT REINFORCING BY METAL CHAIRS, RUNNERS, BOLSTERS, SPACERS, AND

HANGERS AT A MAXIMUM 3-FOOT SPACING.

3. TERMINATE REINFORCING STEEL IN STANDARD HOOKS, UNLESS OTHERWISE SHOWN.

4. PROVIDE REINFORCING SHOWN OR NOTED CONTINUOUS IN LENGTHS AS LONG AS

PRACTICABLE.

MINIMUM EMBEDMENT

DEPTH (IN.)

3 1/8

3 3/4

4 3/4

1/2" 3790 403 1/4

5/8" 5250 604

DOWEL SIZE

#4

#4

#5

#6

#7

#8

DEGENKOLB ENGINEERS

235 Montgomery Street, Suite 500

San Francisco, CA 94104

415.392.6952 PHONE

415.981.3157 FAX N

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. ofRevisions: Date

CONSULTANTS:

3801 MIRANDA AVE. PALO ALTO, CA 94304

ARCHITECT/ENGINEERS:

Office of Facilities

Management

MAY 5, 2017

o n e e ig h th in c h o n e fo o t

B

A

C

D

E

F 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

VA FORM 08-6231, OCT 1978

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

T (415) 682-7376 F (415) 682-7339

239 9TH STREET, SUITE 201

SAN FRANCISCO, CA 94103

640-12-124P www.meiarchitects.com

KEY PLAN

4/25/2017 8:28:59 AM

GENERAL NOTES RENOVATE CANTEEN PLAZA

BUILDING 101

KAJ IW

SS0-1

ryanngo Rectangle ryanngo Text Box

CONTRACTOR'S

EXISTING

NEW

NUMBER

AND

AT

ADHESIVE ANCHOR

ANCHOR BOLT

ABOVE

ADDITIONAL

ADJACENT

AGGREGATE

ALUMINUM

ALTERNATE

AMERICAN NATIONAL STANDARDS INSTITUTE

APPROXIMATE

ANCHOR RODS

ARCHITECTURAL

AMERICAN SOCIETY for TESTING and MATERIALS

AMERICAN WIRE GAUGE

BETWEEN

BUILDING

BLOCKING

BEAM, BEAMS

BOUNDARY NAILING

BOTTOM OF FOOTING

BOTTOM

BEARING

BASEMENT

BOTH SIDES

CHANNEL

CAST IN PLACE

CONTROL JOINT

CENTERLINE

CEILING

CLEAR

CONCRETE MASONRY UNIT

COLUMN

CONCRETE

CONNECTION

CONSTRUCTION

CONTINUOUS

COUNTERSINK

COMPLETE PENETRATION

CENTER

DOUBLE

DEMAND CRITICAL WELD

DECK or DECKING

DEMOLITION

DETAIL, DETAILS

DIAGONAL

DIAMETER

DIMENSION, DIMENSIONS

DISTANCE

DOWN

DITTO

DOWEL, DOWELS

DRAWING, DRAWINGS

EXPANSION ANCHOR

EACH

EACH FACE

EACH SIDE

EACH WAY

ELECTRICAL

ELEVATION

ELEVATOR

EMBEDMENT

EDGE NAILING

EDGE OF CONCRETE PANEL

EDGE OF SLAB

EQUAL

EQUIPMENT

EXPANSION JOINT

EVERY

EXCAVATION

EXPANSION

EXTERIOR

FAR FACE

FOUNDATION

FINISH

FLOOR, FLOORS

FIELD NALING

FACE OF

FACE OF CONCRETE

FACE OF CONCRETE PANEL

FACE OF STUDS

FIREPROOFING

FAR SIDE

FOOT OR FEET

FOOTING, FOOTINGS

GAUGE

GALVANIZED

GLASS OR GLAZING

GROUND

GRADE

GYPSUM BOARD

HOLD DOWN

HOT DIPPED GALVANIZED

HEADER

HIGH POINT

HIGH STRENGTH BOLTS

HOLLOW STRUCTURAL STEEL

HEIGHT

HOOKS

HORIZONTAL

INSIDE DIAMETER

INFORMATION

JOIST, JOISTS

JOINT

KNOCK-OUT

ANGLE

DEVELOPMENT LENGTH

HOOK DEVELOPMENT LENGTH

LOW POINT

LEVEL

LONG LEG VERTICAL

LONG LEG HORIZONTAL

LOCATION

LONGITUDINAL

LAP SPLICE LENGTH

LIGHTWEIGHT CONCRETE

MAXIMUM

MACHINE BOLT

MEZZANINE

MECHANICAL

MECHANICAL, ELECTRICAL, PLUMBING DOCUMENTS

METAL

MANUFACTURER

MINIMUM

MISCELLANEOUS

MOUNTED

NORTH

NEAR FACE

NOT IN CONTRACT

NEAR SIDE

NOT TO SCALE

NUMBER

NOMINAL (DIAMETER)

NORMAL WEIGHT CONCRETE

ON CENTER

OUTSIDE DIAMETER

OPPOSITE HAND

OPENING

OPPOSITE

STANDARD STEEL PIPE W/ # DIA.

X-STRONG STEEL PIPE W/ # DIA.

XX-STRONG STEEL PIPE W/ DIA.

PANEL IDENTIFICATION

PIECE, PIECES

PERPENDICULAR

PANEL JOINT

PLATE

PARTIAL PENETRATION

PAIR

POINT

PARTITION

ROUGH OPENING

RADIUS

REINFORCING BAR

REFERENCE

REINFORCED or REINFORCING

REQUIRED

REVISE or REVISION

ROOFING

ROLLED STEEL JOIST

SEE ARCH DOCUMENTS

SCHEDULE

SECTION

SHEET

SHEATHING

SIMILAR

SLOPE

SEISMIC LOAD RESISTING SYSTEM

SHEET METAL SCREW

SLAB ON GRADE

SPECIFICATION

SPECIFICATIONS

SQUARE

STAINLESS STEEL

STAGGER or STAGGERED

STANDARD

STIFFENER

STIRRUP or STIRRUPS

STEEL

STRUCTURAL

SUBSTITUTE

SUSPENDED

SYMMETRICAL

TOP and BOTTOM TONGUE and GROOVE

THICK

THREADED

THROUGH

TOP OF

TOP OF STEEL

TOP OF STRUCTURAL SLAB

TREAD

TUBE STEEL

TYPICAL

UNLESS OTHERWISE NOTED

UNREINFORCED MASONRY

VENTILATE

VERTICAL

VERIFY IN FIELD

WIDE FLANGE

WITH

WITHOUT

WOOD

WORK POINT

WEIGHT

WELDED WIRE MESH

EXTRA HEAVY

DOUBLE EXTRA HEAVY

EXTRA STRONG

DOUBLE EXTRA STRONG

ABBREVIATIONS

(E) (N) A.A.

A.B.

ABV

ADDL

ADJ.

AGGR.

AL.

ALT.

ANSI

APPROX.

A.R.

ARCH.

ASTM

AWG

BET.

BLDG

BLKG

BM, BMS

B.N.

B.O.F.

BOT.

BRG

BSMT

B.S.

C C.I.P.

C.J.

CL

CLG

CLR

CMU

COL.

CONC.

CONN.

CONSTR.

CONT.

CSK

CP

CTR

DBL.

DC

DK, DKG

DEMO.

DET., DETS

DIAG.

DIA. or Ø

DIM., DIMS

DIST.

DN

do

DWL, DWLS

DWG, DWGS

E.A.

EA.

E.F.

E.S.

E.W.

ELEC.

EL.

ELEV.

EMBED.

E.N.

E.O.P.

E.O.S.

EQ.

EQUIP.

E.J.

EV.

EXCAV.

EXP.

EXT.

F.F.

FDN

FIN.

FLR., FLRS

F.N.

F.O.

F.O.C.

F.O.P.

F.O.S.

FP.

F.S.

FT

FTG, FTGS

GA.

GALV.

GL.

GRND

GR.

GYP. BD.

H.D.

H.D.G.

HDR

H.P.

HSB

HSS

HT

HK, HKS

HORIZ., (H)

I.D.

INFO.

JST, JSTS

JT

K.O.

L ld ldb L.P.

LEV.

LLV

LLH

LOC.

LONGIT.

ls

LWC

MAX.

M.B.

MEZZ.

MECH.

M.E.P.

MTL

MFR

MIN.

MISC.

MTD.

N N.F.

N.I.C.

N.S.

N.T.S.

NO. OR #

NOM.

NWC

O.C.

O.D.

O.H.

OPNG

OPP.

P#

PX#

PXX#.

PANEL " "

PC., PCS.

PERP.

P.J.

PL

PP

P

PT

PTN

R.O.

R or RAD.

REBAR

REF.

REINF.

REQ'D

REV.

RFG

RSJ

S.A.D.

SCHED.

SECT.

SHT

SHTG

SIM.

SL.

SLRS

SMS

S.O.G.

SPEC.

SPECS.

SQ.

SS

STAGG.

STD

STIFF.

STIR.

STL

STRUC.

SUBST.

SUSP.

SYM.

T&B T&G

THK

THRD

THRU

T.O.

T.O.S.

T.O.SLAB

TR.

TS

TYP.

U.O.N.

URM

VENT.

VERT., (V)

V.I.F.

W or WF W/ W/O

WD

W.P.

WT

WWM

X HVY.

XX HVY.

X STR.

XX STR.

REFERENCE SYMBOLS

DETAIL/SECTION

SECTION NUMBER

LINE OF SECTION CUT

DIRECTION OF VIEW

S3.1

DETAIL

DETAIL PLAN OR ELEVATION

SINGLE ELEVATION

GRID LINES

LEVEL LINE

WORK POINT

REVISION

PLAN SYMBOLS

COLUMNS

DRAWING SHEET NUMBER,

HYPHEN INDICATES SAME

SHEET

S5.2

DETAIL NUMBER

DRAWING SHEET NUMBER,

HYPHEN INDICATES SAME

SHEET

LINE OF SECTION CUT

DIRECTION OF VIEW

S6.3 AREA OF DETAIL

S5.1

AREA OF ENLARGED

PLAN OR ENLARGED

ELEVATION

DIRECTION OF VIEW

ELEVATION NUMBER

A

SECOND FLOOR

EL. 123'-0"

INDICATES HEIGHT ABOVE

DATUM

W.P.

WORK POINT OF CONNECTION,

POINT WHERE FORCES ARE

RESOLVED

REVISION NUMBER-

SEE REVISION HISTORY ON

TITLE BLOCK OF EACH SHEET

WIDE-FLANGE COLUMN, SEE

COLUMN SCHEDULE

TUBE COLUMN, SEE COLUMN

SCHEDULE

MATERIAL SYMBOLS

STEEL

CONCRETE

EARTH

S3.1

DRAWING SHEET NUMBER,

HYPHEN INDICATES SAME

SHEET

BEAM DESIGNATIONS

W16X31 [22]

(-4 1/2") <3/4">

BEAM SIZE

INDICATES NO. SHEAR STUDS

TOP OF STEEL RELATIVE

TO REFERENCE ELEVATION

INDICATES BEAM CAMBER

DEGENKOLB ENGINEERS

235 Montgomery Street, Suite 500

San Francisco, CA 94104

415.392.6952 PHONE

415.981.3157 FAX N

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. ofRevisions: Date

CONSULTANTS:

3801 MIRANDA AVE. PALO ALTO, CA 94304

ARCHITECT/ENGINEERS:

Office of Facilities

Management

MAY 5, 2017

o n e e ig h th in c h o n e fo o t

B

A

C

D

E

F 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

VA FORM 08-6231, OCT 1978

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

T (415) 682-7376 F (415) 682-7339

239 9TH STREET, SUITE 201

SAN FRANCISCO, CA 94103

640-12-124P www.meiarchitects.com

KEY PLAN

4/25/2017 8:29:00 AM

ABBREVIATIONS & SYMBOLS RENOVATE CANTEEN PLAZA

BUILDING 101

RMG KLM

SS0-2

D E

11' - 6"

F1

F2F1

SS0-5

SS0-5

TYP.

TYP.

SS0-4

D E

11' - 6"

HSS6X6X5/16

H S

S 6X

2X 1/

H S

S 6X

6X 5/

HSS6X6X5/16

H S

S 6X

6X 5/

HSS6x6x5/16

COL., TYP.

MITERED

G

SS0-4

SS0-5

TYP.

SS0-5

EA. END

A B DC E

11' - 6" 11' - 6" 11' - 6" 11' - 6"

F1 F2

F1

F1

F2 F2 F2

F1F1

SS0-4

SS0-4

SIM.

SS0-5

TYP.

SS0-5

TYP.

A B DC E

11' - 6" 11' - 6" 11' - 6" 11' - 6"

HSS6X6X5/16 HSS6X6X5/16

HSS6X2X1/4 HSS6X2X1/4

HSS6X6X5/16 HSS6X6X5/16 HSS6X6X5/16

HSS6X6X5/16 HSS6X6X5/16 HSS6X6X5/16

H S

S 6X

6X 5/

H S

S 6X

6X 5/

HSS6X6X5/16

H S

S 6X

6X 5/

H S

S 6X

6X 5/

H S

S 6X

6X 5/

HSS6x6x5/16

COL., TYP.

MITERED

G

SS0-4

SS0-4

SIM. SS0-5

TYP.

TYP.

SS0-5

SS0-5

SIM.

TYP.

SS0-5

2 TYP.

DEGENKOLB ENGINEERS

235 Montgomery Street, Suite 500

San Francisco, CA 94104

415.392.6952 PHONE

415.981.3157 FAX N

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. ofRevisions: Date

CONSULTANTS:

3801 MIRANDA AVE. PALO ALTO, CA 94304

ARCHITECT/ENGINEERS:

Office of Facilities

Management

MAY 5, 2017

o n e e ig h th in c h o n e fo o t

B

A

C

D

E

F 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

VA FORM 08-6231, OCT 1978

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

T (415) 682-7376 F (415) 682-7339

239 9TH STREET, SUITE 201

SAN FRANCISCO, CA 94103

640-12-124P www.meiarchitects.com

KEY PLAN

4/25/2017 8:29:00 AM

CANTEEN PLAZA CANOPY

FOUNDATION AND ROOF FRAMING

PLAN

RENOVATE CANTEEN PLAZA

BUILDING 101

Checker Author

SS0-3

1/8" = 1'-0"

3 CANOPY I FOUNDATION PLAN

1/8" = 1'-0"

4 CANOPY I FRAMING PLAN

1/8" = 1'-0"

CANOPIES II, III, IV, V & VI

FOUNDATION PLAN

1/8" = 1'-0"

CANOPIES II, III, IV, V & VI

FRAMING PLAN

T.O. GRADE

0' - 0"

T.O. CANOPY

10' - 6"

F G

HSS BEAM, SEE PLAN

HSS COL, SEE PLAN

SS0-5

SS0-5

SS0-5

SS0-5

T.O. FND

-0' - 6"

T.O. GRADE

0' - 0"

T.O. CANOPY

10' - 6"

5 6 7

SS0-5

SS0-5

SS0-5

HSS COL., SEE PLAN

HSS BEAM, SEE PLAN

TYP.

SS0-5

SIM.

SS0-5

SIM.

SS0-5

2 SIM.

T.O. FND

-0' - 6"

WALL, S.A.D.

WALL FND S.A.D.

DEGENKOLB ENGINEERS

235 Montgomery Street, Suite 500

San Francisco, CA 94104

415.392.6952 PHONE

415.981.3157 FAX N

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. ofRevisions: Date

CONSULTANTS:

3801 MIRANDA AVE. PALO ALTO, CA 94304

ARCHITECT/ENGINEERS:

Office of Facilities

Management

MAY 5, 2017

o n e e ig h th in c h o n e fo o t

B

A

C

D

E

F 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

VA FORM 08-6231, OCT 1978

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

T (415) 682-7376 F (415) 682-7339

239 9TH STREET, SUITE 201

SAN FRANCISCO, CA 94103

640-12-124P www.meiarchitects.com

KEY PLAN

4/25/2017 8:29:00 AM

ELEVATIONS RENOVATE CANTEEN PLAZA

BUILDING 101

Checker Author

SS0-4

1/2" = 1'-0"

1 CANOPY I OR VII FRAMING PLAN

1/2" = 1'-0"

2 CANOPY CANTILEVER W/ BACKSPAN

HSS BEAM,

SEE PLAN

HSS BEAM,

SEE PLAN

HSS COL., BELOW

5/16" CAP PL

HSS COL,

SEE PLAN

HSS BEAM, BELOW

HSS BEAM,

SEE PLAN

CAP PL

HSS BEAM,

SEE PLAN

HSS COL., SEE PLAN

5/16" CAP PL

HSS BEAM,

BEYOND

SECTION A-A

SECTION B-B

A

BB

A

/1

5/16

ALL

AVAILABLE

SIZES

CJP

3/16

G

G

G

G

G

G

CJP

G3/16 G

G

G

G

G

3/4"Ø ASTM F1554 GR. 36

ANCHOR ROD W/ 1 15/16"

BASE PL HOLE

3/16

TYP.

1 1/2"

T Y

P

/2

1' - 0"

HSS COLUMN,

SEE PLAN

PL WASHER

W/ STD. HOLE, TYP.

1/2" PL

'H ' S

E E

S C

H E

D U

L E

'B' SEE SCHEDULE

T Y

P

C L R

TYP.

3" CLR.

HSS COL., SEE PLAN

2" MAX., NON-SHRINK

GROUT

DOUBLE NUT &

PL WASHER

TRANSVERS REINF.,

SEE SCHEDULE

LONGIT. REINF.,

SEE SCHEDULE

LONGIT. TRANSVERSE

BOTTOM REINFORCING

3 - #5

3 - #5

3 - #5

3 - #5

'H'

DEPTH

MARK 'B'

LENGTH

'D'

WIDTH

2'-0"

3'-0"

1'-6"

1'-6"

F1

F2

2'-0"

3'-0"

GRADE

A COL. @ PAVEMENT

'H ' S

E E

S C

H E

D U

L E

S.A.D. FOR WALL

REINF.

GRADE

B COL. @ WALL

NOTE:

SEE A FOR INFO.

NOT SHOWN

S.A.D. FOR FINISHED

WALL DIMS.

HSS COL.,

SEE PLAN

HSS BEAM,

SEE PLAN

3/16

3/16 E.S.

G

G

3/16

3/16

G

G

3/16

E.S.

G

G

G

G

DEGENKOLB ENGINEERS

235 Montgomery Street, Suite 500

San Francisco, CA 94104

415.392.6952 PHONE

415.981.3157 FAX N

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. ofRevisions: Date

CONSULTANTS:

3801 MIRANDA AVE. PALO ALTO, CA 94304

ARCHITECT/ENGINEERS:

Office of Facilities

Management

MAY 5, 2017

o n e e ig h th in c h o n e fo o t

B

A

C

D

E

F 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

VA FORM 08-6231, OCT 1978

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

T (415) 682-7376 F (415) 682-7339

239 9TH STREET, SUITE 201

SAN FRANCISCO, CA 94103

640-12-124P www.meiarchitects.com

KEY PLAN

4/25/2017 8:29:01 AM

STEEL DETAILS RENOVATE CANTEEN PLAZA

BUILDING 101

RMG KLM

SS0-5

1 1/2" = 1'-0"

2 CANOPY CANTILEVER CONNECTION

1 1/2" = 1'-0"

4 BASE PLATE DETAIL

1" = 1'-0"

6 FOOTING

1 1/2" = 1'-0"

3 BEAM TO COL. CONNECTION