36C25819B0025-008.pdf

1.2

1.2

1.6

1.6

2.2

2.2

A A

B B

C C

D D

A.6

B.4

C.2

C.6 C.6

D.3 D.3

3.9

3.9

M A

T C

H

LI

N E

M A

T C

H

LI

N E

M A

T C

H

LI

N E

M A

T C

H

LI

N E

N

13220 Evening Creek Drive S Suite 115 San Diego, California 92128-4103 Ph: 858.668.0707 www.reidmiddleton.com Copyright 2019 Reid Middleton, Inc.

c

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Final Submittal

Office of Programs and Project

Management Jerry L.

Pettis VA Medical

Center 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

Phase

ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

605-17-500

RENOVATION OF SURGICAL ONCOLOGY,

BLDG 31

VA LOMA LINDA HEALTHCARE SYSTEM

11201 BENTON STREET

LOMA LINDA, CA 92357

JMC EPP05-27-19

Project Director

VA PG-18-13

Exp. 12/31/ S 4473

R E G

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SB-101

OVERALL FOUNDATION PLAN

BA

KEYPLAN

3/16" = 1'-0"

OVERALL FOUNDATION PLAN

Revisions: Date:

35% Submittal 09-22-17

65% Submittal 01-31-18

95% Submittal 03-22-19

100% Submittal 05-03-19

Final Submittal 05-27-19

A

B

C

D

C.6

D.3

3.9

3.9

M A

T C

H

LI

N E

S B -1

1B

'-6

7'

-8

1'-2"

-0

'-6

48'-10" 2'-6" 23'-3"

1'-4" ±

'-4

'-0

8' -6

'-6

7' -8

1' -4

3' -0

7'-7 3/4"

'-7

/2

8 1/4"

3'-0" 1'-1"

SEE NOTE 7

( -0'-6" )

-0

'-6

SEE NOTE 5, TYP

( -1'-6" )

( -1'-6" ) ( -1'-6" )

SEE NOTE 6, TYP

( -0'-6" )

SEE NOTE 7

SEE NOTE 7

'-0

'-0

1' -4

74'-7"

SEE NOTE 5

N

13220 Evening Creek Drive S Suite 115 San Diego, California 92128-4103 Ph: 858.668.0707 www.reidmiddleton.com Copyright 2019 Reid Middleton, Inc.

c

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Final Submittal

Office of Programs and Project

Management Jerry L.

Pettis VA Medical

Center 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

Phase

ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

605-17-500

RENOVATION OF SURGICAL ONCOLOGY,

BLDG 31

VA LOMA LINDA HEALTHCARE SYSTEM

11201 BENTON STREET

LOMA LINDA, CA 92357

JMC EPP05-27-19

Project Director

VA PG-18-13

Exp. 12/31/ S 4473

R E G

IS

T E R E

D

PR

OFESSIONA

L E N G

IN

E E R

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RUCT UR

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OF CA L I

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\e p e n a \D e s k to p \E

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SB-101A

AREA A - FOUNDATION FRAMING

PLAN

1/4" = 1'-0"

AREA A - FOUNDATION PLAN

LEGEND

( SEE SI004 FOR ABBREVIATIONS )

( X'-XX" ) TOP OF PILE CAP OR GRADE BEAM

( E ) CONC SLAB

PLAN NOTES:

1. ALL DIMENSION, ELEVATION, AND LOCATIONS OF EXISTING

STRUCTURAL COMPONENTS ARE BASED ON INFORMATION

GATHERED FROM ORIGNIAL DRAWINGS OR CURSORY FIELD

MEASUREMENTS AND ARE SHOWN FOR INFORMATION ONLY.

CONTRACTOR SHALL FIELD MEASURE AND VERIFY ALL CONDITIONS

PRIOR TO COMMENCING ANY WORK. NOTIFY ENGINEER WHERE

CONDITIONS VARY FROM SHOWN.

2. ALL WORK SHOWN TO BE COMPLETED WITHIN

CONSTRUCTION PHASE 1.

3. REMOVE AND DISPOSE OF EXISTING 1" CEMENT GROUND

COVER THOUGHOUT. RECOMPACT SOIL.

4. TOP OF SLAB ELEVATION PER ARCHITECT. TOP OF

SLAB DATUM SET 0'-0" ON THIS SHEET ONLY.

5. TYPICAL GRADE BEAM 32" WIDE, UNO. REALIGN EXISTING

#4 DOWELS AS REQUIRED.

6. TYPICAL SQ PILE CAP 6'-0" x 6'-0", UNO. REALIGN EXISTING #4

DOWELS AS REQUIRED.

7. PROTECT EXISTING #4 DOWELS FROM EXISTING 5" FINISHED

CONCRETE SLAB IN PLACE.

BA

KEYPLAN

Revisions: Date:

35% Submittal 09-22-17

65% Submittal 01-31-18

95% Submittal 03-22-19

1.2

1.2

1.6

1.6

2.2

2.2

A

B

C

D

A.6

B.4

C.2

C.6

D.3

M A

T C

H

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N E

S B -1

1A

20'-7" 5'-2" 13'-3" 13'-0" 7'-5"

8' -1

0" 8'

-6

7' -6

'-6

2' -1

6'

-5

'-6

7'

-8

1' -4

1'-2"

-0

'-6

SEE NOTE 5, TYP

( -0'-6" )

'-0

SEE NOTE 7

SEE NOTE 7

SEE NOTE 6, TYP

-0

'-6

SEE NOTE 7, TYP

R=84'-8"

'-0

59'-5"

SEE NOTE 5

6' -0

6'-0" ±

DEMO (E) CONC SLAB SAMPLE

N

13220 Evening Creek Drive S Suite 115 San Diego, California 92128-4103 Ph: 858.668.0707 www.reidmiddleton.com Copyright 2019 Reid Middleton, Inc.

c

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Final Submittal

Office of Programs and Project

Management Jerry L.

Pettis VA Medical

Center 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

Phase

ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

605-17-500

RENOVATION OF SURGICAL ONCOLOGY,

BLDG 31

VA LOMA LINDA HEALTHCARE SYSTEM

11201 BENTON STREET

LOMA LINDA, CA 92357

JMC EPP05-27-19

Project Director

VA PG-18-13

Exp. 12/31/ S 4473

R E G

IS

T E R E

D

PR

OFESSIONA

L E N G

IN

E E R

S

T

RUCT UR

A

L

D A V

ID

B. SWAN

S O N

S T

A T E

OF CA L I

FO

R N

IA

05/27/19

C U s e rs

\e p e n a \D e s k to p \E

D ri v e \R e v it

\V

A D e s ig n R e n o v a te

S u rg ic a l\ R

M V

A R e n o O n c o lo g y B ld g

S

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P .r v t

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:3 :5

A

M

SB-101B

AREA B - FOUNDATION FRAMING

PLAN

1/4" = 1'-0"

AREA B - FOUNDATION PLAN

BA

KEYPLAN

PLAN NOTES:

1. ALL DIMENSION, ELEVATION, AND LOCATIONS OF EXISTING

STRUCTURAL COMPONENTS ARE BASED ON INFORMATION

GATHERED FROM ORIGNIAL DRAWINGS OR CURSORY FIELD

MEASUREMENTS AND ARE SHOWN FOR INFORMATION ONLY.

CONTRACTOR SHALL FIELD MEASURE AND VERIFY ALL CONDITIONS

PRIOR TO COMMENCING ANY WORK. NOTIFY ENGINEER WHERE

CONDITIONS VARY FROM SHOWN.

2. ALL WORK SHOWN TO BE COMPLETED WITHIN

CONSTRUCTION PHASE 1.

3. REMOVE AND DISPOSE OF EXISTING 1" CEMENT GROUND

COVER THOUGHOUT. RECOMPACT SOIL.

4. TOP OF SLAB ELEVATION PER ARCHITECT. TOP OF

SLAB DATUM SET 0'-0" ON THIS SHEET ONLY.

5. TYPICAL GRADE BEAM 32" WIDE, UNO. REALIGN EXISTING

#4 DOWELS AS REQUIRED.

6. TYPICAL SQ PILE CAP 6'-0" x 6'-0", UNO. REALIGN EXISTING #4

DOWELS AS REQUIRED.

7. PROTECT EXISTING #4 DOWELS FROM EXISTING 5" FINISHED

CONCRETE SLAB IN PLACE.

LEGEND

( SEE SI004 FOR ABBREVIATIONS )

( X'-XX" ) TOP OF PILE CAP OR GRADE BEAM

( E ) CONC SLAB

Revisions: Date:

35% Submittal 09-22-17

65% Submittal 01-31-18

95% Submittal 03-22-19

1.2

1.2

1.6

1.6

2.2

2.2

A A

B B

C C

D D

A.6

B.4

C.2

C.6 C.6

D.3 D.3

3.9

3.9

F10

SS-201

D10

SS-201

E10

SS-201

E5

SS-201

(E) SSMF (E) SSMF (E) W18x35

(E) W14x22

(E) W 18x35

(E) W 14x22

(E ) W

18x35

( E ) W24x55(E) SSMF( E ) W12x14

(E) SSMF(E) W18x35

(E

S S

M F

(E

S S

M F

(E

W x2

(E) W18x35

(E) W18x40

(E) W18x40

(E) W21x44 W21x57 (E) W21x44 (E) W18x40

(E) W16x26

(E) W18x35

(E

W x3

(E

W x2

(E

W x2

(E) W10x12 (E) W10x12 (E) W10x12

(E

W x1

(E

W x1

W12x26

(E) W10x12 (E) W10x12 (E) W10x12

(E

W x1

(E

W x1

W12x26

(E

W x3

W12x26

(E

W x1

(E

W x1

W12x26

(E

W x2

(E) W10x12

(E

W x1

(E

W x2

(E

W x2

(E

W x2

(E

W x2

(E) W10x12

(E

W x1

(E

W x2

(E

W x2

(E) W10x12(E) W10x12 (E) W10x12

(E

W x1

(E) W10x12

(E

W x5

(E

W x4

(E) W16x31

(E

W x1

(E

W x1

(E

W x1

(E) W16x31

(E

W x2

(E

W x1

W12x26(E

W x1

(E

W x2

(E

W x2

(E

W x2

(E) W12x19

(E) W12x19

(E

W x1

(E

W x1

(E

W x3

(E

W x1

(E

W x1

(E) W10x12

(E

W x2

(E

W x2

(E

W x2

(E

W x2

(E

W x2

(E) W10x12 (E) W10x12 (E) W10x12

(E

W x2

(E

W x2

(E

W x3

(E

W x1

(E

W x1

(E ) W

10x1

(E

S S

M F

(E

S S

M F

(E) MECH TYP, UNO

APPROX 36" SQ

OPENING FOR

MECH EQUIPMENT

COORD W/ MECH

HSS ABOVE PER EL, TYP

F10

SS-502

TYPE A, TYP

D9

SS-502

TYPE B, TYP

(E

W x1

(E) ROOF HATCH

APPROX LOC

D6

SS-502

N

13220 Evening Creek Drive S Suite 115 San Diego, California 92128-4103 Ph: 858.668.0707 www.reidmiddleton.com Copyright 2019 Reid Middleton, Inc.

c

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Final Submittal

Office of Programs and Project

Management Jerry L.

Pettis VA Medical

Center 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

Phase

ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

605-17-500

RENOVATION OF SURGICAL ONCOLOGY,

BLDG 31

VA LOMA LINDA HEALTHCARE SYSTEM

11201 BENTON STREET

LOMA LINDA, CA 92357

JMC EPP05-27-19

Project Director

Scale:

VA PG-18-13

Exp. 12/31/ S 4473

R E G

IS

T E R E

D

PR

OFESSIONA

L E N G

IN

E E R

S

T

RUCT UR

A

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D A V

ID

B. SWAN

S O N

S T

A T E

OF CA L I

FO

R N

IA

05/27/19

C U s e rs

\e p e n a \D e s k to p \E

D ri v e \R e v it

\V

A D e s ig n R e n o v a te

S u rg ic a l\ R

M V

A R e n o O n c o lo g y B ld g

S

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P .r v t

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A

M

3/16" = 1'-0"

SF-101

ROOF FRAMING PLAN

3/16" = 1'-0"

OVERALL ROOF FRAMING PLAN

BA

KEYPLAN

PLAN NOTE:

1. ALL DIMENSION, ELEVATION, AND LOCATIONS OF EXISTING

STRUCTURAL COMPONENTS ARE BASED ON INFORMATION

GATHERED FROM ORIGNIAL DRAWINGS OR CURSORY FIELD

MEASUREMENTS AND ARE SHOWN FOR INFORMATION ONLY.

CONTRACTOR SHALL FIELD MEASURE AND VERIFY ALL

CONDITIONS PRIOR TO COMMENCING ANY WORK. NOTIFY

ENGINEER WHERE CONDITIONS VARY FROM SHOWN.

LEGEND

(SEE S1004 FOR ABBREVIATIONS)

(E) MECHANICAL PAD

(E) OPENING

Revisions: Date:

35% Submittal 09-22-17

65% Submittal 01-31-18

95% Submittal 03-22-19

13220 Evening Creek Drive S Suite 115 San Diego, California 92128-4103 Ph: 858.668.0707 www.reidmiddleton.com Copyright 2019 Reid Middleton, Inc.

c

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Final Submittal

Office of Programs and Project

Management Jerry L.

Pettis VA Medical

Center 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

Phase

ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

605-17-500

RENOVATION OF SURGICAL ONCOLOGY,

BLDG 31

VA LOMA LINDA HEALTHCARE SYSTEM

11201 BENTON STREET

LOMA LINDA, CA 92357

JMC EPP05-27-19

Project Director

VA PG-18-13

Exp. 12/31/ S 4473

R E G

IS

T E R E

D

PR

OFESSIONA

L E N G

IN

E E R

S

T

RUCT UR

A

L

D A V

ID

B. SWAN

S O N

S T

A T E

OF CA L I

FO

R N

IA

05/27/19

C U s e rs

\e p e n a \D e s k to p \E

D ri v e \R e v it

\V

A D e s ig n R e n o v a te

S u rg ic a l\ R

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SI-001

GENERAL NOTES

GENERAL STRUCTURAL NOTES

GENERAL

CODES

GEOTECHNICAL

SUBMITTALS

RENOVATION:

CONCRETE:

ALL TYPICAL DETAILS AND NOTES SHOWN ON THESE DRAWINGS ARE PART OF THE CONSTRUCTION CONTRACT AND

SHALL BE PROVIDED BY THE CONTRACTOR. TYPICAL DETAILS MAY NOT NECESSARILY BE INDICATED ON THE PLANS, BUT SHALL APPLY AS SHOWN OR DESCRIBED IN THE DETAILS.

BUILDING CODE: ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE

DRAWINGS, SPECIFICATIONS, AND THE FOLLOWING:

- PG-18-3 DESIGN AND CONSTRUCTION PROCEDURES

- PG-18-10 STRUCTURAL DESIGN MANUAL FOR ANCILLARY FACILITIES

- H-18-8 SEISMIC DESIGN HANDBOOK

- PHYSICAL SECURITY DESIGN MANUAL FOR VA FACILITIES

- INTERNATIONAL BUILDING CODE ( IBC ), 2015 EDITION

- INTERNATIONAL EXISTING BUILDING CODE ( IEBC ), 2015 EDITION

- AMERICAN SOCIETY OF CIVIL ENGINEERS ( ASCE ) 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER

STRUCTURES

STANDARDS: REFERENCE TO ASTM AND OTHER STANDARDS SHALL MEAN THE LATEST EDITION IN EFFECT ON THE

BID DATE, UNLESS NOTED IN THESE DOCUMENTS OR DESIGNATED BY THE GOVERNING CODE.

DESIGN CRITERIA

FLOOR DESIGN DATA:

IN ADDITION TO THE SELF WEIGHT, THE FOLLOWING LOADS ARE USED FOR DESIGN:

UNIFORM CONCENTRATED SUPERIMPOSED

LIVE LOAD LIVE LOAD DEAD LOAD REDUCIBLE

( PSF ) ( LBS ) ( PSF ) ( SEE NOTE )

ADMINISTRATIVE SERVICES 80 - - NO

CLINICAL AND SUPPORT SERVICES 80 - - NO

CORRIDORS 100 - - NO

FILE AND COMPUTER ROOMS 125 - - NO

WHERE APPLICABLE, LIVE LOADS HAVE BEEN REDUCED PER IBC SECTION 1607.10.2

SNOW DESIGN DATA:

GROUND SNOW LOAD Pg = 0 PSF (ASCE 7 FIGURE 7-1)

WIND DESIGN DATA:

ANALYTICAL PROCEDURE

WIND LOADS ON OTHER STRUCTURES AND BUILDING

APPURTENANCES,

( ASCE 7 CHAPTER 29 )

BASIC WIND SPEED V = 110 MPH, ULTIMATE 3 SECOND GUST (ASCE 7 FIG 26.5-1A - 26.5-1C)

Vasd = 85 MPH, NOMINAL 3 SECOND GUST (IBC EQUATION 16-33)

EXPOSURE CATEGORY C (ASCE 7 SECTION 26.7.3)

DIRECTIONALITY FACTOR Kd = 0.85 : MWFRS (ASCE 7 TABLE 26.6-1)

TOPOGRAPHIC FACTOR Kzt = 1.00 (ASCE 7 SECTION 26.8)

GUST EFFECT FACTOR G = 0.85 (ASCE 7 SECTION 26.9.1)

EARTHQUAKE DESIGN DATA:

SEISMIC-FORCE-RESISTING SYSTEM: SPECIAL STEEL MOMENT FRAMES ( N-S )

SPECIAL STEEL MOMENT FRAMES ( E-W )

ANALYTICAL PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE

SEISMIC BASE SHEAR: N/A

(ASCE 7 SECTION 12.8.1)

SEISMIC RESPONSE COEFFICIENT: N/A

(ASCE 7 SECTION 12.8.1.1)

SEISMIC IMPORTANCE FACTOR Ie 1.0 (RISK CATEGORY I I, ASCE 7 TABLE 1.5-2)

SITE CLASS D (ASCE 7 SECTION 11.4.2)

RISK CATEGORY I I (ASCE TABLE 1.5-1)

SS = 2.410g (ASCE 7 SECTION 11.4.1)

S1 = 1.104g (ASCE 7 SECTION 11.4.1)

SDS = 1.607g (ASCE 7 SECTION 11.4.4)

SD1 = 1.104g (ASCE 7 SECTION 11.4.4)

SEISMIC DESIGN CATEGORY D (ASCE 7 SECTION 11.6)

RESPONSE MODIFICATION COEFFICIENT N/A

SOIL BEARING SURFACES AND FILL SHALL BE PREPARED IN ACCORDANCE WITH THE GEOTECHNICAL

REPORT AND INSPECTED BY THE OWNER APPOINTED GEOTECHNICAL ENGINEER.

GEOTECHNICAL REPORT REFERENCE: GEOTECHNOLOGIES, INC. REPORT #20245, DATED 12/12/2011

SOIL PROFILE TYPE SITE CLASS " D "

ALLOWABLE VERTICAL DESIGN PRESSURE 1,500 PSF

SHOP DRAWINGS SHALL BE SUBMITTED TO THE CONTRACTING OFFICER FOR REVIEW PRIOR TO FABRICATION OR

CONSTRUCTION OF THESE ITEMS:

STRUCTURAL STEEL

CONCRETE MIX DESIGN

CONCRETE REINFORCING

STRUCTURAL STEEL

EMBEDDED ITEMS IN CONCRETE

CONTRACTOR SHALL REVIEW AND STAMP SUBMITTALS PRIOR TO SUBMISSION. DIMENSIONS AND QUANTITIES ARE

CONTRACTOR'S RESPONSIBILITY AND WILL NOT BE REVIEWED. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL

MATERIALS PLACED PRIOR TO RECEIPT OF REVIEWED SHOP DRAWINGS. CONTRACTOR SHALL ALLOW A MINIMUM

OF 10 WORKING DAYS FOR REVIEW.

SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF

SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE

CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT BY INDICATING WHICH MATERIAL IS INTENDED TO BE

FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS.

IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT

DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED

BY THE ENGINEER, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED.

DEFERRED SUBMITTALS: DRAWINGS AND CALCULATIONS FOR BIDDER-DESIGNED COMPONENTS, SEALED

BY THE CALIFORNIA STATE REGISTERED PROFESSIONAL CIVIL ENGINEER RESPONSIBLE FOR THE DESIGN, SHALL BE SUBMITTED TO THE CONTRACTING OFFICERFOR REVIEW OF GENERAL CONFORMANCE WITH

THE DESIGN OF THE BUILDING. DEFERRED SUBMITTALS INCLUDE:

MECHANICAL EQUIPMENT SCREENS

MECHANICAL AND ELECTRICAL EQUIPMENT ANCHORAGE (AS REQUIRED)

SUBMITTALS OF BIDDER-DESIGNED COMPONENTS SHALL INCLUDE LOCATIONS, MAGNITUDES, AND DIRECTIONS

OF ALL FORCES TRANSFERRED TO THE STRUCTURE. CALCULATIONS SUBMITTED FOR BIDDER-DESIGNED

COMPONENTS ARE FOR INFORMATION ONLY AND WILL NOT BE REVIEWED.

SEISMIC BRACING AND ANCHORAGE OF MECHANICAL UNITS AND OTHER MECHANICAL AND ELECTRICAL

FIXTURES NOT SPECIFICALLY SHOWN ON THE PROJECT DRAWINGS SHALL BE DESIGNED BY A REGISTERED

STRUCTURAL ENGINEER IN THE STATE WHERE THE PROJECT IS LOCATED. THE MECHANICAL AND ELECTRICAL

CONTRACTORS MUST RETAIN THE SERVICES OF A STRUCTURAL ENGINEER AND IS RESPONSIBLE FOR

ALL COSTS RELATED TO THE PURCHASE AND INSTALLATION OF SEISMIC BRACING AND ANCHORAGE OF

SPECIAL INSPECTION, PER IBC SECTION 1704, SHALL BE PERFORMED BY AN AGENCY APPROVED BY THE

BUILDING OFFICIAL AND SELECTED BY THE CONTRACTOR AND AS OUTLINED IN THE STRUCTURAL INSPECTION

STRUCTURAL OBSERVATION SHALL BE PERFORMED PER IBC SECTION 1704.6

EXISTING CONDITIONS: CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND

CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON

THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED. EXISTING CONDITIONS SHOWN

ON DRAWINGS ARE BASED EITHER ON SITE OBSERVATIONS, ORIGINAL DRAWINGS, OR WERE ASSUMED BASED

ON EXPECTED CONDITIONS. IF EXISTING CONDITIONS DO NOT CLOSELY MATCH CONDITIONS SHOWN

ON DRAWINGS, OR IF EXISTING MATERIALS ARE OF QUESTIONABLE OR SUBSTANDARD QUALITY, NOTIFY

CONTRACTOR-INITIATED CHANGES: SHALL BE SUBMITTED IN WRITING TO THE CONTRACTING OFFICER FOR

APPROVAL AT LEAST 15 WORKING DAYS PRIOR TO FABRICATION AND CONSTRUCTION. CHANGES SHOWN ON

SHOP DRAWINGS OR SUBMITTALS ONLY WILL NOT SATISFY THIS REQUIREMENT.

CONTRACTOR RESPONSIBILITIES: DRAWINGS REPRESENT DESIGN OF STRUCTURE IN COMPLETED FORM.

CONTRACTOR SHALL BE RESPONSIBLE FOR METHODS, SEQUENCES, AND SAFETY PRECAUTIONS REQUIRED

CONTRACTOR SHALL DESIGN AND PROVIDE TEMPORARY SHORING AND BRACING OF ALL STRUCTURAL

MEMBERS, EXISTING CONSTRUCTION, AND SOIL EXCAVATION AS REQUIRED. SHORING AND BRACING SHALL

NOT BE REMOVED UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE

AND MATERIALS HAVE ACHIEVED DESIGN STRENGTH.

DEMOLITION: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION.

SHORING SHALL BE INSTALLED TO SUPPORT EXISTING CONSTRUCTION AS REQUIRED AND IN A MANNER SUITABLE

TO THE WORK SEQUENCES. EXISTING REINFORCING SHALL BE SAVED WHERE POSSIBLE AND AS NOTED ON

DRAWINGS. SAW-CUTTING, IF AND WHERE USED, SHALL NOT CUT EXISTING REINFORCING THAT IS TO BE SAVED.

DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE.

CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON EXISTING FLOOR SYSTEMS SHALL BE LIMITED

1. ALL NEW OPENINGS THROUGH EXISTING WALLS, SLABS, AND BEAMS SHALL BE ACCOMPLISHED BY

SAWCUTTING WHEREVER POSSIBLE. ALL NEW OPENINGS SHALL BE SAWCUT NEAT AND CLEAN;

NO OVERCUTTING AT OPENING CORNERS SHALL BE ALLOWED, UNLESS NOTED OTHERWISE. AS REQUIRED, CORE DRILL CORNERS AND CHIP, GRIND, OR CUT THE CORNERS TO PROVIDE REQUIRED DIMENSIONS.

2. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND LOCATION OF MEMBERS PRIOR TO CUTTING

ANY OPENINGS.

3. SMALL ROUND OPENINGS SHALL BE ACCOMPLISHED BY CORE DRILLING.

REFERENCE STANDARDS: CONCRETE SHALL CONFORM TO ALL REQUIREMENTS OF THE FOLLOWING DOCUMENTS, EXCEPT AS MODIFIED BELOW:

ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE"

ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE"

ACI 304 "GUIDE FOR MEASURING, MIXING, TRANSPORTING, AND PLACING CONCRETE"

ACI 311 "GUIDE FOR CONCRETE INSPECTION"

ACI SP-15 * "FIELD REFERENCE MANUAL"

* A COPY SHALL BE KEPT IN THE CONTRACTOR'S FIELD OFFICE AT ALL TIMES.

MATERIALS:

CEMENT ASTM C150, C595

* AGGREGATES ASTM C33

ADMIXTURES ASTM C260, C494, C1017

* * FLY ASH ASTM C618, CLASS F OR C

* AGGREGATES THAT EXHIBIT DELETERIOUS ACTIVITY WHEN EVALUATED IN ACCORDANCE WITH ASTM C33

APPENDIX XI SHALL NOT BE USED. SAND EQUIVALENT FOR FINE AGGREGATE SHALL NOT EXCEED 75.

* * MAXIMUM LOSS ON IGNITION SHALL BE 1%.

CONCRETE MIXES SHALL BE PROPORTIONED TO ACHIEVE A WORKABLE MIX THAT CAN BE PLACED WITHOUT

SEGREGATION OR EXCESS FREE SURFACE WATER. MIX DESIGNS SHALL BE SUBMITTED TO THE CONTRACTING

OFFICER FOR REVIEW BY THE ENGINEER PRIOR TO USE. COMPLY WITH IBC SECTION 1904. MIXES SHALL MEET

TYPE OF CONSTRUCTION

SPECIFIED COMPRESSIVE MAXIMUM EXPOSURE CLASS

STRENGTH (f 'c) WATER/CEMENT (ACI 318-14 TABLES

AT 28 DAYS, UNO RATIO 19.3.1.1 AND 19.3.2.1)

INTERIOR SLABS-ON-GRADE 4,000 PSI 0.40 * F0, S0, W0, C1

* WATER-CEMENTITIOUS MATERIAL RATIO FOR INTERIOR SLABS SHALL BE 0.40 UNLESS OTHERWISE NOTED.

CONCRETE MIXES SHALL MEET OR EXCEED THE REQUIREMENTS SPECIFIED ABOVE. MIXES SHALL BE SUBMITTED

TO THE ENGINEER AND BUILDING OFFICIAL FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE AND

SHALL INCLUDE THE AMOUNTS OF CEMENT, CEMENTITIOUS MATERIAL, FINE AND COARSE AGGREGATE, WATER

AND ADMIXTURES, AS WELL AS THE WATER-CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING

STRENGTH DATA IN ACCORDANCE WITH ACI 318, CHAPTER 26. REVIEW OF MIX SUBMITTALS BY THE ENGINEER

OF RECORD INDICATES ONLY THAT IN FORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT

DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE.

EMBEDDED ITEMS: CONDUIT AND SLEEVES SHALL NOT BE EMBEDDED IN OR PASS THROUGH CONCRETE WITHOUT

APPROVAL. ALUMINUM ITEMS SHALL NOT BE EMBEDDED IN CONCRETE. SUBMIT CONDUIT LAYOUT AND EMBEDDED

ITEM PLANS TO THE CONTRACTING OFFICER FOR REVIEW BY ENGINEER PRIOR TO PLACING CONCRETE.

BONDING AGENT SHALL BE EPOXY RESIN BASED CONFORMING TO ASTM C881, TYPE V, GRADE 2. USE WHERE NEW

CONCRETE IS PLACED AGAINST PREVIOUSLY PLACED OR EXISTING CONCRETE. PLACE IN STRICT ACCORDANCE WITH

MANUFACTURER'S INSTRUCTIONS, INCLUDING PREPARATION OF EXISTING SURFACES.

NON-SHRINK GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 6,000 PSI AT 28 DAYS, BUT NOT LESS

THAN THE MATERIAL ON WHICH IT IS PLACED UPON.

CONSTRUCTION JOINTS IN WALLS SHALL BE KEYED IN ACCORDANCE WITH TYPICAL CONSTRUCTION JOINT DETAILS

SHOWN ON DRAWINGS OR, AT CONTRACTOR'S OPTION, SHALL BE AN INTENTIONALLY ROUGHENED CONSTRUCTION

JOINT DEFINED BY THE FOLLOWING:

1. SURFACE OF JOINT SHALL BE SAND BLASTED OR ROUGHENED WITH A CHIPPING HAMMER TO EXPOSE

AGGREGATE EMBEDDED IN PREVIOUS POUR.

2. EXPOSED AGGREGATE SHALL PROTRUDE 1/4" MINIMUM.

3. JOINT SURFACE SHALL BE CLEANED AND LAITANCE REMOVED.

4. JOINT SHALL BE WETTED AND STANDING WATER REMOVED IMMEDIATELY BEFORE NEW CONCRETE IS PLACED.

SUBMIT CONSTRUCTION JOINT LAYOUT PLAN TO THE CONTRACTING OFFICER FOR REVIEW BY ENGINEER

PRIOR TO PLACING CONCRETE.

COORDINATION: SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS

IN CONCRETE WALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL

OPENINGS THROUGH CONCRETE CONSTRUCTION. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER FINISH DETAILS AT EXPOSED CONCRETE SURFACES.

LOBBIES 100 - - NO

PHARMACY AND RETAIL 100 - - NO

TOPPING SLABS ON METAL DECK 4,000 PSI 0.40 * F0, S0, W0, C1

THEIR SYSTEMS.

SCHEDULE, SI003.

CONTRACTING OFFICER PRIOR TO COMMENCING ANY WORK.

TO PERFORM WORK.

MAXIMUM AGGREGATE SIZE SHALL BE 1-1/2", BUT NOT MORE THAN 3/4 TIMES THE CLEAR DISTANCE BETWEEN

REINFORCING BARS NOR 1/5 TIMES THE NARROWEST DIMENSION BETWEEN SIDES OF FORMS. MAXIMUM

AGGREGATE SIZE FOR SLABS ON GRADE SHALL BE 1/3 TIMES THE SLAB THICKNESS.

SLUMP REQUIRED FOR PROPER PLACEMENT SHALL BE DETERMINED BY CONTRACTOR AND SUPPLIER, AND INCLUDED

IN MIX DESIGN SUBMITTALS. FIELD MEASURED SLUMP SHALL CONFORM TO SUBMITTED CONCRETE MIX DESIGN.

SLUMP SHALL CONFORM TO ASTM C94.

TOPPING SLABS ON METAL DECK: AT SLABS ON METAL DECK, ACCOUNT FOR DEFLECTION OF METAL DECK DURING

PLACEMENT OF WET CONCRETE SUCH THAT TOP OF SLAB ELEVATION IS SCREEDDED OFF LEVEL BETWEEN ADJACENT

DECK SUPPORTS. REFER TO DECK MANUFACTURER'S LITERATURE FOR APPROXIMATE DECK DEFLECTION VALUES.

NOTIFY STRUCTURAL ENGINEER IF DECK DEFLECTION EXCEEDS 3/4". AT CAMBERED SUPPORTS, SET SCREED

PINS ALONG EACH SUPPORT TO A UNIFORM HEIGHT BASED ON THE SPECIFIED SLAB THICKNESS.

DISCREPANCIES: IN CASE OF DISCREPANCIES BETWEEN DRAWINGS, SPECIFICATIONS, REFERENCE STANDARDS, OR GOVERNING CODE, THE MORE STRINGENT REQUIREMENTS SHALL GOVERN. CONTRACTOR SHALL NOTIFY THE

CONTRACTING OFFICER OF DISCREPANCIES AND OBTAIN DIRECTION PRIOR TO PROCEEDING. NOTES ON INDIVIDUAL

STRUCTURAL DRAWINGS SHALL TAKE PRIORITY OVER GENERAL STRUCTURAL NOTES. NOTED DIMENSIONS TAKE

PRECEDENCE OVER SCALED DIMENSIONS. DO NOT SCALE DRAWINGS.

SPECIFICATIONS: REFER TO SPECIFICATIONS FOR INFORMATION IN ADDITION TO THESE NOTES AND DRAWINGS.

ARCHITECTURAL: REFER TO ARCHITECTURAL DRAWINGS FOR ELEVATIONS, SLOPES, DEPRESSIONS, NON-BEARING

WALLS, FASCIA, ELEVATORS, STAIRS, CURBS, DRAINS, RAILINGS, WATERPROOFING, FINISHES, ETC.

ADMIXTURES: ALL CONCRETE, INCLUDING SLABS ON GRADE, SHALL HAVE A WATER-REDUCING ADMIXTURE

COMPLYING WITH ASTM C494 ADDED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. CALCIUM CHLORIDE

OR OTHER CHLORIDE ADMIXTURES SHALL NOT BE USED.

ALL HORIZONTAL SURFACES EXPOSED TO WEATHER SHALL CONTAIN AN AIR-ENTRAINING AGENT COMPLYING WITH

ASTM C260. THE AMOUNT OF ENTRAINED AIR SHALL BE IN ACCORDANCE WITH ACI 318-14 TABLE 19.3.3.1. TESTS FOR

AIR CONTENT SHALL BE MADE AT THE DISCHARGE END OF THE TRUCK'S PLACING HOSE IN ACCORDANCE WITH

WATER/CEMENT RATIO SHALL BE MEASURED BY WEIGHT AND BE BASED ON TOTAL CEMENTITIOUS MATERIAL, INCLUDING CEMENT AND POZZOLANS SUCH AS FLY ASH AND SILICA FUME.

TO 40 PSF.

OR EXCEED THE FOLLOWING CRITERIA:

ASTM C173.

Revisions: Date:

35% Submittal 09-22-17

65% Submittal 01-31-18

95% Submittal 03-22-19

Ph: 858.668.0707 www.reidmiddleton.com Copyright 2019 Reid Middleton, Inc.

c

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Final Submittal

Office of Programs and Project

Management Jerry L.

Pettis VA Medical

Center U.S. Department of Veterans Affairs

B

C

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E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

605-17-500

RENOVATION OF SURGICAL ONCOLOGY,

BLDG 31

VA LOMA LINDA HEALTHCARE SYSTEM

11201 BENTON STREET

LOMA LINDA, CA 92357

JMC EPP05-27-19

Project Director

VA PG-18-13

Exp. 12/31/ S 4473

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GENERAL NOTES

GENERAL STRUCTURAL NOTES

CONCRETE REINFORCEMENT CONCRETE ANCHORAGE

REFERENCE STANDARDS: CONCRETE REINFORCEMENT SHALL CONFORM TO ALL REQUIREMENTS OF THE

FOLLOWING CODES, SPECIFICATIONS, AND STANDARDS, EXCEPT AS MODIFIED BELOW:

ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE"

ACI SP-66 "ACI DETAILING MANUAL"

ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE"

CRSI "PLACING REINFORCING BARS"

CRSI "MANUAL OF STANDARD PRACTICE" MSP-1

WRI "WELDED WIRE FABRIC MANUAL OF STANDARD PRACTICE"

MATERIALS

DEFORMED BARS ASTM A615, GRADE 60

EPOXY COATED DEFORMED BARS ASTM A775, GRADE 60

SMOOTH WELDED WIRE ASTM A185, Fy = 56 KSI (< W1.2) AND 65 KSI (> W1.2)

DEFORMED WELDED WIRE ASTM A497, 70 KSI YIELD

DEFORMED BAR ANCHORS ASTM A496, 75 KSI YIELD

BAR SUPPORTS CONFORM TO CHAPTER 3, CRSI MSP-1

WELDED HEADED STUDS ASTM A108

IF MILL TEST REPORTS ARE NOT AVAILABLE, REINFORCEMENT SHALL BE TESTED PER THE

SPECIFICATIONS AT THE CONTRACTOR'S EXPENSE.

REINFORCEMENT SHALL BE PLACED AND SUPPORTED IN ACCORDANCE WITH CRSI MSP-1.

REINFORCEMENT SHALL BE DETAILED IN ACCORDANCE WITH ACI SP-66. NO BENDING OR STRAIGHTENING

OF REINFORCEMENT WILL BE PERMITTED AFTER PARTIAL EMBEDMENT IN CONCRETE.

LAP ALL CONTINUOUS REINFORCEMENT IN ACCORDANCE WITH REINFORCEMENT SPLICE AND

DEVELOPMENT LENGTH SCHEDULE, SS501. PROVIDE CORNER BARS AT ALL WALL AND FOOTING

INTERSECTIONS. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 1 CROSS WIRE

NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS OTHERWISE

NOTED ON THE DRAWINGS OR APPROVED BY THE ENGINEER.

CONCRETE COVER: UNLESS NOTED OTHERWISE, MINIMUM CONCRETE COVER FOR REINFORCEMENT

ELEVATED SLABS 3/4" (#11 AND SMALLER), 1-1/2" (#14 AND #18)

SLABS ON GRADE 2" BOTTOM

INTERIOR WALL FACES 3/4" (#11 AND SMALLER), 1-1/2" (#14 AND #18)

EXPOSED FORMED WALL FACES 1-1/2" (#5 AND SMALLER), 2" (#6 AND LARGER)

FOOTINGS 3" (EXCEPT 2" TOP AND FORMED SIDES)

BEAMS, COLUMNS 1-1/2" (ALL REINFORCEMENT INCLUDING TIES, SPIRALS, STIRRUPS)

EXPANSION BOLTS INTO CONCRETE SHALL BE ONE OF THE FOLLOWING. INSTALL PER MANUFACTURER'S

INSTRUCTIONS AND APPLICABLE IAPMO OR ICC-ES REPORTS. NOMINAL EMBEDMENT DEPTH SHALL BE AS NOTED

BELOW, UNLESS NOTED OTHERWISE.

HILTI KWIK BOLT TZ ( ESR-1917 )

3/8" EXPANSION BOLTS 2-5/16"

1/2" EXPANSION BOLTS 3-5/8"

5/8" EXPANSION BOLTS 4-7/16"

3/4" EXPANSION BOLTS 5-9/16"

SIMPSON STRONG-BOLT 2 ( ESR 3037 )

3/8" EXPANSION BOLTS 2-7/8"

1/2" EXPANSION BOLTS 3-7/8"

5/8" EXPANSION BOLTS 5-1/8"

3/4" EXPANSION BOLTS 5-3/4"

POWERS POWER STUD+ SD2 ( ESR 2502 )

3/8" EXPANSION BOLTS 2-3/8"

1/2" EXPANSION BOLTS 3-3/4"

5/8" EXPANSION BOLTS 4-7/8"

3/4" EXPANSION BOLTS 5-3/4"

EPOXY-GROUTED RODS OR REBAR TO CONCRETE SHALL BE GROUTED WITH ONE OF THE FOLLOWING:

HILTI HIT-RE 500-V3 (ESR 3814), SIMPSON SET-XP (ESR 2508), OR POWERS PE 1000+ (ESR 2583). INSTALL

PER MANUFACTURER'S INSTRUCTIONS AND APPLICABLE IAPMO OR ICC-ES REPORTS. EMBEDMENT DEPTHS SHALL

BE AS NOTED BELOW, UNLESS NOTED OTHERWISE.

3/8" ROD OR #3 BAR 4"

1/2" ROD OR #4 BAR 5"

5/8" ROD OR #5 BAR 7"

3/4" ROD OR #6 BAR 9"

7/8" ROD OR #7 BAR 12"

1" ROD OR #8 BAR 15"

SCREW ANCHORS INTO CONCRETE SHALL BE SIMPSON TITEN HD (ESR-2713), POWERS WEDGE-BOLT+ (ESR-2526)

OR POWERS SNAKE+ (ESR-2272).

DRIVE PINS AND OTHER POWDER-ACTUATED FASTENERS SHALL BE ITW RAMSET/RED HEAD (ESR-1799), POWERS

POWER ACTUATED (ESR-2024).

UNDERCUT ANCHORS SHALL BE USP DUC (ESR-1970), HILTI HDA (ESR-1546) OR POWERS ATOMIC+ UNDERCUT

POST-INSTALLED ANCHORS SHALL NOT BE USED AS SUBSTITUTES FOR CAST-IN-PLACE ANCHOR BOLTS OR

REINFORCING STEEL UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER.

PRODUCT SUBSTITUTES PROPOSED BY THE CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH IAPMO OR

ICC-ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES.

NO REINFORCING BARS SHALL BE CUT TO PLACE POST-INSTALLED ANCHORS. ALL DEFECTIVE ANCHOR HOLES

SHALL BE GROUTED WITH EPOXY ADHESIVE AND A NEW HOLE DRILLED A MINIMUM OF 3 BOLT DIAMETERS AWAY.

STEEL

REFERENCE STANDARDS: STRUCTURAL STEEL SHALL CONFORM TO ALL REQUIREMENTS OF THE FOLLOWING DOCUMENTS:

AISC 360 “SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS”

AISC 341 “SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS”

AISC 303 “CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES”

AWS D1.1 “STRUCTURAL WELDING CODE - STEEL”

AISC 348 “SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS”

AISC 358 “PREQUALIFIED CONNECTIONS FOR SPECIAL AND INTERMEDIATE STEEL MOMENT FRAMES FOR SEISMIC APPLICATIONS”

MATERIALS:

LOAD-INDICATING WASHERS F959, TYPE A325 -

TYPE OF MEMBER

ASTM

SPECIFICATIONS YEILD

STRUCTURAL STEEL EXPOSED TO WEATHER: SHALL BE ZINC-COATED HOT-DIPPED GALVANIZED PER ASTM A123.

ALL FIELD WELDS

EXPOSED TO WEATHER SHALL BE COATED WITH BRUSH APPLIED PAINT CONTAINING ZINC DUST COMPLYING WITH ASTM A780. ALL

BOLTS AND ANCHOR RODS EXPOSED TO WEATHER SHALL BE ZINC-COATED HOT-DIPPED GALVANIZED PER ASTM A153.

BOLTED CONNECTIONS: NOT SPECIFIED AS SLIP-CRITICAL NEED ONLY BE TIGHTENED TO AISC SNUG-TIGHT CRITERIA, UNLESS NOTED

OTHERWISE. CONNECTION PLATES SHALL HAVE AISC STANDARD ROUND HOLES UNLESS NOTED OTHERWISE. ALL OVERSIZED OR

SLOTTED HOLES SHALL HAVE WASHERS PROVIDED IN ACCORDANCE WITH AISC 360, UNLESS NOTED OTHERWISE.

PRETENSIONED OR SLIP-CRITICAL CONNECTIONS: SHALL USE LOAD-INDICATING WASHERS OR TENSION CONTROL BOLTS SUCH AS

BETHLEHEM INDICATOR BOLTS, LeJEUNE TENSION CONTROL BOLTS, ETC. CONNECTED PLIES SHALL BE PREPARED TO MEET THE

REQUIREMENTS FOR CLASS A FAYING SURFACES.

AWS PREQUALIFIED WELDED JOINTS SHALL BE USED. SHOP DRAWINGS SHALL SHOW ALL WELDING WITH AWS A2.4 STANDARD

FACE DIMENSIONS, GROOVE ANGLES, BACKING BARS, COPES, TAPERS, AND SURFACE ROUGHNESS.

WELDING: ALL WELDS SHALL COMPLY WITH AWS D1.1. WELDS SHALL BE MADE USING LOW HYDROGEN E70XX ELECTRODES. ONLY

SYMBOLS. WELDS SHOWN ON DRAWINGS ARE MINIMUM SIZES. INCREASE WELD SIZE TO AWS MINIMUM SIZES BASED ON

PLATE THICKNESS. WELDS NOT SPECIFIED SHALL BE CONTINUOUS 3/16” FILLET WELDS.

RESPONSIBLE FOR DETERMINING IF A WELD SHOULD BE SHOP OR FIELD WELDED IN ORDER TO FACILITATE STEEL ERECTION.

WELDS SHOWN ON DRAWINGS ARE FOR FINAL CONNECTIONS. UNLESS FIELD WELD SYMBOLS ARE SHOWN, CONTRACTOR SHALL BE

CONTRACTOR SHALL BE RESPONSIBLE FOR ALL JOINT PREPARATIONS AND WELDING PROCEDURES, INCLUDING ROOT OPENINGS AND

WELDER CERTIFICATION: AWS

ANCHOR RODS SHALL BE INSTALLED TO AISC SNUG-TIGHT CRITERIA WITH HEX NUTS AND LOCK WASHERS OR JAM NUTS AT THE TOP.

AT THE TOP. AT THE BOTTOM, PROVIDE A STANDARD SIZE HEAD, TACK-WELDED NUT OR DOUBLE NUT. NO HEATING OR BENDING OF

ANCHOR RODS IS PERMITTED. ENLARGEMENT OF ANCHOR ROD HOLES BY BURNING IS NOT PERMITTED. BASE PLATE HOLES FOR

ANCHOR RODS SHALL BE AS SHOWN BELOW:

ANCHOR ROD

DIAMETER

MAXIMUM HOLE

DIAMETER

MINIMUM WASHER

DIAMETER

MINIMUM WASHER

THICKNESS

5/8" 1-1/16" 1-1/2" 3/16"

3/4" 1-5/16" 2" 1/4"

7/8" 1-9/16" 2-1/2" 5/16"

1" 1-13/16" 3" 3/8"

STEEL DECK SIZE, TYPE, GAGE, AND ATTACHMENTS SHALL BE PROVIDED AS INDICATED IN THE DRAWINGS. STEEL DECK SHALL

CONFORM TO THE REQUIREMENTS OF THE STEEL DECK INSTITUTE. CEILINGS, LIGHT FIXTURES, DUCTS, AND OTHER ITEMS SHALL

NOT BE SUSPENDED FROM NON-COMPOSITE DECKS. STEEL DECK GAGES SHOWN ON THE DRAWINGS ARE BASED ON UNSHORED

CONDITIONS. HEAVIER DECK GAGES MAY BE REQUIRED FOR SOME SPECIAL CONDITIONS. DECK SUPPLIER SHALL VERIFY DECK

CAPACITY BASED ON ACTUAL DECK LAYOUT AND SPAN CONDITIONS. CONTRACTOR SHALL PROVIDE CLOSURE PLATES, FLASHING, AND ALL MISCELLANEOUS LIGHT GAGE METAL NECESSARY TO COMPLETE THE WORK.

DIMENSIONAL TOLERANCE FOR STRUCTURAL STEEL MEMBERS SHALL BE PER THE AISC CODE OF STANDARD PRACTICE FOR

STEEL BUILDINGS AND

BRIDGES, SECTION 6.4 AND ASTM SPECIFICATION A6. UNLESS SPECIFICALLY ALLOWED BY THE ENGINEER, COLUMN

MEMBERS SHALL NOT BE

MODIFIED BY THE ROTARY STRAIGHTENING PROCESS.

WIDE FLANGES ( W ), STRUCTURAL TEES ( WT ) A992 50KSI

ANGLES, CHANNELS A36 36 KSI

BASE PLATES A36 36 KSI

THREADED RODS ( TR ) AND BARS

HOLLOW STRUCTURAL STEEL ( HSS ) A500 ( GRADE B ) 46 KSI

MACHINE BOLTS ( MB ) A307 -

CONNECTION BOLTS ( HSB ) A325 -

ANCHOR RODS ( AR ) F1554 GRADE 36, WELDABLE -

TENSION CONTROL BOLTS F1852 -

SPACING + 2" OR 8" WHICHEVER IS GREATER.

SHALL BE:

ANCHOR ( ESR-3067 ).

Revisions: Date:

35% Submittal 09-22-17

65% Submittal 01-31-18

95% Submittal 03-22-19

Ph: 858.668.0707 www.reidmiddleton.com Copyright 2019 Reid Middleton, Inc.

c

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Final Submittal

Office of Programs and Project

Management Jerry L.

Pettis VA Medical

Center 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

Phase

ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

605-17-500

RENOVATION OF SURGICAL ONCOLOGY,

BLDG 31

VA LOMA LINDA HEALTHCARE SYSTEM

11201 BENTON STREET

LOMA LINDA, CA 92357

JMC EPP05-27-19

Project Director

VA PG-18-13

Exp. 12/31/ S 4473

R E G

IS

T E R E

D

PR

OFESSIONA

L E N G

IN

E E R

S

T

RUCT UR

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SPECIAL INSPECTION SCHEDULE

SPECIAL INSPECTION SCHEDULES

GEOTECHNICAL

TESTS

CONCRETE

SEISMIC REQUIREMENTS FOR NONSTRUCTURAL COMPONENTS

NON-STRUCTURAL COMPONENTS

MASONRY

WELDING

BOLTING

SPECIAL INSPECTION OF CONCRETE CONSTRUCTION

STRUCTURAL STEEL SPECIAL INSPECTION

WELDER IDENTIFICATION SYSTEM1

SEE EARTHQUAKE DESIGN DATA SECTION OF THE GENERAL STRUCTURAL NOTES ON SHEET [ S-001 ] FOR SEISMIC-FORCE RESISTING-SYSTEMS. SEISMIC-FORCE-RESISTING SYSTEMS ( INCLUDING DRAG STRUTS AND CHORDS ) ARE SUBJECT TO SPECIAL INSPECTION IN ACCORDANCE WITH THE FOLLOWING SEISMIC AND NON-SEISMIC TABLES. STRUCTURAL SYSTEMS NOT PART OF THE SEISMIC-FORCE-RESISTING SYSTEM NEED ONLY BE INSPECTED IN ACCORDANCE WITH NON-SEISMIC TABLES.

b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 4 a

a. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR

UPWARDLY INCLINED ORIENTATIONS TO RESIST

SUSTAINED TENSION LOADS

c. INSPECT ALL OTHER WELDS

b. INSPECT SINGLE-PASS FILLET WELDS, MAXIMUM 5/16"

a. VERIFY WELDABILITY OF REINFORCING BARS OTHER

THAN ASTM A706

-ACI 318: 17.8.2

WHERE APPLICABLE, SEE ALSO IBC SECTION 1705.12, SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE.

SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION SHALL BE INCLUDED IN THE RESEARCH REPORT FOR THE ANCHOR ISSUED BY AN APPROVED SOURCE IN ACCORDANCE WITH 17.8.2 IN ACI 318, OR OTHER QUALIFICATION PROCEDURES. WHERE SPECIFIC REQUIREMENTS ARE NOT PROVIDED, SPECIAL INSPECTION REQUIREMENTS SHALL BE SPECIFIED BY THE REGISTERED DESIGN PROFESSIONAL AND SHALL BE APPROVED BY THE

BUILDING OFFICIAL PRIOR TO THE COMMENCEMENT OF WORK.

X-

X -

X-

X

X-

X-

a. VERIFICATION OF SLUMP OF FLOW AND VISUAL STABILITY INDEX ( VSI ) AS DELIVERED TO THE PROJECT SITE IN ACCORDANCE WITH SPECIFICATION ARTICLE 1.5 B.1.b.3 FOR SELF CONSOLIDATING GROUT.

b. VERIFICATION OF F'M AND F'AAC IN ACCORDANCE WITH SPECIFICATION ARTICLE 1.4 B PRIOR TO CONSTRUCTION, EXCEPT WHERE SPECIFICALLY EXEMPTED BY THIS CODE. VERIFY SPECIFIED COMPRESSIVE STRENGTH, F'M, OF MASONRY EVERY 5,000 SQUARE FEET DURING CONSTRUCTION.

AISC 360 CH. N

AND AWS D1.1

1705.2.1

P PDOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER

P PREPAIR ACTIVITIES

P PBACKING REMOVED AND WELD TABS REMOVED ( IF REQUIRED )

P Pk-AREA2

P PARC STRIKES

P PWELDS MEET VISUAL ACCEPTANCE CRITERIA, CRACK PROHIBITION, WELD / BASE-METAL FUSION, CRATER CROSS SECTION, WELD PROFILES, WELD SIZE, UNDERCUT, POROSITY

P PSIZE, LENGTH AND LOCATION OF WELDS

O OWELDS CLEANED

QC QAINSPECTION TASKS AFTER WELDING

INSPECTION TASKS AFTER WELDING

a. VERIFICATION OF SPECIFIED FILL CLASSIFICATION MOISTURE CONTENT, AND DENSITY IN ACCORDANCE WITH THE GEOTECHNICAL REPORT.

SPECIAL INSPECTION IS NOT REQUIRED FOR EXTERIOR CLADDING, INTERIOR AND EXTERIOR NONBEARING WALLS AND INTERIOR AND EXTERIOR VENEER 30 FEET

OR LESS IN HEIGHT ABOVE GRADE .

SPECIAL INSPECTION IS NOT REQUIRED FOR EXTERIOR CLADDING AND INTERIOR AND EXTERIOR VENEER WEIGHING 5 PSF OR LESS.

SPECIAL INSPECTION IS NOT REQUIRED FOR INTERIOR NON-BEARING WALLS WEIGHING 15 PSF OR LESS.

d. INSTALLATION AND ANCHORAGE OF DUCTWORK

DESIGNED TO CARRY HAZARDOUS MATERIALS

a. ANCHORAGE OF STORAGE RACKS 8 FEET OR GREATER

4. STORAGE RACK

e. INSTALLATION AND ANCHORAGE OF VIBRATION ISOLATION

SYSTEM WHERE THE NOMINAL CLEARANCE BETWEEN THE

EQUIPMENT SUPPORT FRAME AND RESTRAIN IS 1/4 INCH

X

c. INSTALLATION AND ANCHORAGE OF PIPING SYSTEM

DESIGNED TO CARRY HAZARDOUS MATERIALS AND

THEIR ASSOCIATED MECHANICAL UNITS

1705.12.6-

b. ANCHORAGE OF OTHER ELECTRICAL EQUIPMENT

X 1705.12.4

ASCE 7

SECTION 13.2

X 1705.12.5-

X 1705.12.5-

X 1705.12.5.1-

Xa. ANCHORAGE OF ELECTRICAL EQUIPMENT FOR

EMERGENCY AND STANDBY POWER SYSTEMS

3. PLUMBING, MECHANICAL AND ELECTRICAL COMPONENTS

d. ANCHORAGE OF ACCESS FLOORS

c. ERECTION AND FASTENING OF INTERIOR AND EXTERIOR

VENEER1 , 2

b. ERECTION AND FASTENING OF INTERIOR AND EXTERIOR

NON-BEARING WALLS

a. ERECTION AND FASTENING OF

b. EXTERIOR CLADDING

2. ARCHITECTURAL COMPONENTS

1705.12.6

a. VERIFY THE LABEL, ANCHORAGE AND MOUNTING

CONFORMS TO THE CERTIFICATE OF COMPLIANCE

IBC

REFERENCE

PERIODICCONTINUOUS

REFERENCED

STANDARD

VERIFICATION AND INSPECTION TASK

1. DESIGNATED SEISMIC SYSTEM

a. VERIFICATION OF SPECIFIED CONCRETE COMPRESSIVE STRENGTH, f'c , IN ACCORDANCE WITH ACI 318-14 SECTION 26.12.

b. VERIFICATION OF SPECIFIED AIR CONTENT, SLUMP, AND TEMPERATURE IN ACCORDANCE WITH ACI 318-14 SECTION 26.12 AT TIMES FRESH CONCRETE IS SAMPLED.

c. VERIFICATION OF SPECIFIED SHOTCRETE COMPRESSIVE STRENGTH, f' , IN ACCORDANCE WITH IBC 1908.10 AT LEAST ONCE PER SHIFT, BUT NOT LESS THANc

50 CUBIC YARDS OF SHOTCRETE.

SPECIAL INSPECTION FOR STRUCTURAL STEEL SHALL BE ACCORDANCE WITH AISC 341, AISC 360, AND THE FOLLOWING INFORMATION.

AISC 360 CH. N

AND AWS D1.1

1705.2.1

IBC

REFERENCE

REFERENCED

STANDARD

AISC 360 CH. N

AND AWS D1.1

1705.2.1

AISC 360 CH. N 1705.2.1

IBC

REFERENCE

REFERENCED

STANDARD

AISC 360 CH. N 1705.2.1

IBC

REFERENCE

REFERENCED

STANDARD

AISC 360 CH. N 1705.2.1

IBC

REFERENCE

REFERENCED

STANDARD

P PDOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS

QC QAINSPECTION TASKS AFTER BOLTING

INSPECTION TASKS AFTER BOLTING

-ACI 318: 26.11.1.2X-

9. INSPECT FORMWORK FOR SHAPE, LOCATION AND

DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED

1908.9ACI 318: 26.5.3 - 26.5.5X-8. VERIFY MAINTENANCE OF SPECIFIED CURING

TEMPERATURE AND TECHNIQUES

1908.6, 1908.7, 1908.8

ACI 318: 26.5-X

7. INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR

PROPER APPLICATION TECHNIQUES

1908.10 -X

ASTM C 172

ASTM C 31

ACI 318: 26.4, 26.12

6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS

FOR STRENGTH TESTS, PERFORM SLUMP AND AIR

CONTENT TESTS, AND DETERMINE THE TEMPERATURE

1904.1, 1904.2, 1908.2, 1908.3, 1908.10

X- ACI 318:

CH. 19, 26.4.3, 26.4.4

5. VERIFY USE OF REQUIRED DESIGN MIX

-ACI 318: 17.8.2.4

4. INSPECT ANCHORS POST-INSTALLED IN HARDENED

CONCRETE MEMBERS 2

-ACI 318: 17.8.2

3. INSPECT ANCHORS CAST IN CONCRETE

AWS D1.4

ACI 318: 26.6.4

2. REINFORCING BAR

WELDING:

1908.4

ACI 318: CH. 20, 25.2,

25.3, 26.6.1 - 26.6.3

X-

IBC

REFERENCE

PERIODICCONTINUOUS

REFERENCED

STANDARD 1

1. INSPECT REINFORCEMENT, INCLUDING PRESTRESSING

TENDONS AND PLACEMENT

VERIFICATION AND INSPECTION

O O FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC SPECIFICATION, PROGRESSING

SYSTEMATICALLY FROM THE MOST RIGID POINT TOWARD THE FREE EDGES

O OFASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM ROTATING

O OJOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO THE PRETENSIONING OPERATION

O O

FASTENER ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN ALL HOLES AND WASHERS

( IF REQUIRED ) ARE POSITIONED AS REQUIRED

QC QAINSPECTION TASKS DURING BOLTING

INSPECTION TASKS DURING BOLTING

O OPROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER FASTENER COMPONENTS

P O

PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL OBSERVED AND

DOCUMENTED FOR FASTENER ASSEMBLIES AND METHODS USED

O O

CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACE CONDITION AND HOLE

PREPARATION, IF SPECIFIED, MEET APPLICABLE REQUIREMENTS

O OPROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL

O O PROPER FASTENERS SELECTED FOR THE JOINT DETAIL ( GRADE, TYPE, BOLT LENGTH IF THREADS

ARE TO BE EXCLUDED FROM SHEAR PLANE )

O OFASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS

O PMANUFACTURER'SCERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS

QC QAINSPECTION TASKS PRIOR TO BOLTING

INSPECTION TASKS PRIOR TO BOLTING

O O WELDING TECHNIQUES, INTERPASS AND FINAL CLEANING, EACH PASS WITHIN PROFILE LIMITATIONS, EACH PASS MEETS QUALITY REQUIREMENTS

O O

WPS FOLLOWED, SETTINGS ON WELDING EQUIPMENT, TRAVEL SPEED, SELECTED WELDING

MATERIALS, SHIELDING GAS TYPE / FLOW RATE, PREHEAT APPLIED, INTERPASS TEMPERATURE

O OENVIRONMENTAL CONDITIONS, WIND SPEED WITHIN LIMITS, PRECIPITATION AND TEMPERATURE

O ONO WELDING OVER CRACKED TACK WELDS

O OCONTROL AND HANDLING OF WELDING CONSUMABLES, PACKAGING, EXPOSURE CONTROL

O OUSE OF QUALIFIED WELDERS

QC QAINSPECTION TASKS DURING WELDING

INSPECTION TASKS DURING WELDING

THE FABRICATOR OR ERECTOR, AS APPLICABLE, SHALL MAINTAIN A SYSTEM BY WHICH A WELDER WHO HAS WELDED A JOINT OR MEMBER CAN BE IDENTIFIED.

STAMPS, IF USED, SHALL BE THE LOW-STRESS TYPE.

O -CHECK WELDING EQUIPMENT

O O FIT-UP OF FILLET WELDS, DIMENSIONS ( ALIGNMENT, GAPS AT ROOT ), CLEANLINESS ( CONDITION OF

STEEL SURFACES ), TACKING ( TACK WELD QUALITY AND LOCATION )

O OCONFIGURATION AND FINISH OF ACCESS HOLES

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 )

O O

O OMATERIAL IDENTIFICATION ( TYPE / GRADE )

P PMANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE

P PWELDING PROCEDURE SPECIFICATIONS ( WPSS ) AVAILABLE

QC QAINSPECTION TASKS PRIOR TO WELDING

INSPECTION TASKS PRIOR TO WELDING

REFERENCED

STANDARD

REFERENCED

STANDARD

IBC

REFERENCE

IBC

REFERENCE

1 , 2

1 , 2

WHEN WELDING OF DOUBLER PLATES, CONTINUITY PLATES OR STIFFENERS HAS BEEN PERFORMED IN THE K-AREA, VISUALLY INSPECT THE WEB k-AREA FOR

- INDICATES WHETHER TO OBSERVE OR PERFORM (OR BOTH) THE INSPECTION TASK.

- THE INSPECTOR SHALL PREPARE REPORTS INDICATING THAT THE WORK HAS BEEN PERFORMED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.

- OBSERVE THESE FUNCTIONS ON A RANDOM, DAILY BASIS, OPERATIONS NEED NOT BE DELAYED PENDING INSPECTIONS. FREQUENCY OF

OBSERVATIONS SHALL BE ADEQUATE TO CONFIRM THAT THE WORK HAS BEEN PERFORMED IN ACCORDANCE WITH THE APPLICABLE DOCUMENTS.

- PERFORM, FOR EACH JOINT OR MEMBER PRIOR TO THE FINAL ACCEPTANCE OF THE ITEM.

- TASKS INDICATED AS "QC" SHALL BE EXECUTED BY THE FABRICATOR AND ERECTOR IN ACCORDANCE WITH AISC 360 CHAPTER N

- TASKS INDICATED AS "QA" SHALL BE EXECUTED BY THE SPECIAL INSPECTOR IN ACCORDANCE WITH AISC 360 CHAPTER N.

TASK

DOC

O

P

QC

QA

MAINTAINED ( MIN / MAX ), PROPER POSITION ( F, V, H, OH )

CRACKS WITHIN 3 INCHES OF WELD.

X 1705.12.5-

X 1705.12.6-

X 1705.12.6-

X 1705.12.6-

X 1705.12.7-

IN HEIGHT

OF THE CONCRETE

OR LESS

Revisions: Date:

35% Submittal 09-22-17

65% Submittal 01-31-18

95% Submittal 03-22-19

Ph: 858.668.0707 www.reidmiddleton.com Copyright 2019 Reid Middleton, Inc.

c

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Final Submittal

Office of Programs and Project

Management Jerry L.

Pettis VA Medical

Center 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

Phase

ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

605-17-500

RENOVATION OF SURGICAL ONCOLOGY,

BLDG 31

VA LOMA LINDA HEALTHCARE SYSTEM

11201 BENTON STREET

LOMA LINDA, CA 92357

JMC EPP05-27-19

Project Director

VA PG-18-13

Exp. 12/31/ S 4473

R E G

IS

T E R E

D

PR

OFESSIONA

L E N G

IN

E E R

S

T

RUCT UR

A

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D A V

ID

B. SWAN

S O N

S T

A T E

OF CA L I

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05/27/19

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SI-004

ABBRIVATIONS AND SYMBOLS

ABBREVIATIONS

PLYWOODPLWD

APA AMERICAN PLYWOOD ASSOCIATION

BLKG BLOCKING

PENNYWEIGHT ( NAILS )d

BC

DS

BOF

CA DRAG STRUTCONCRETE ( EXPANSION ) ANCHOR

BOTTOM CHORD

BOTTOM OF FOOTING

PA

NLG

GRD

HDR

POWDER ACTUATED

GIRDER

NAILING

HEADER

TOW

TC

SHTHG

TOP OF WALL

SHEATHING

TOP CHORD

TWS THREADED WELDED STUD

THREADED RODTR

SJI STEEL JOIST INSTITUTE

POUNDS PER CUBIC FOOTPCF

MILES PER HOURMPH

IJ ISOLATION JOINT

HIGH STRENGTH BOLTHSB

DEEPDP

DEMOLISH, DEMOLITIONDEMO

DIVIDER BEAM, DROPPED BEAMDB

AMERICAN SOCIETY OF CIVIL ENGINEERSASCE

AMERICAN IRON AND STEEL INSTITUTEAISI

ELEV ELEVATOR

JOIST

JOINT

JST

K

JT

POUND

LEVEL

KSI

LB, #

LEV

L

LL

LLH

LONGIT

LOC

LLV

LF

KSF

KIP ( 1,000 LB )

KIPS PER SQUARE FOOT

KIPS PER SQUARE INCH

LENGTH, ANGLE

LINEAL FOOT

LIVE LOAD

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LONGITUDINAL

LOCATION, LOCATE

MATERIAL

MINIMUM

MAXIMUM

LSH

MATL

MB

MECH

MIN

MISC

MFR

MAX

NOMINAL

NUMBER

NF

NO, #

NOM

NIC

NS

NTS

OD

OC

N-S

MTL METAL

MECHANICAL

MANUFACTURER

MISCELLANEOUS

NEAR FACE

NOT IN CONTRACT

NORTH-SOUTH

NEAR SIDE

NOT TO SCALE

ON CENTER

OUTSIDE DIAMETER

MACHINE BOLT

LONG SLOTTED HOLE

OPENING

OPPOSITE

PANEL

PLACES

OPP

OPNG

PCC

OSH

PERP

PL

PNL

PLCS

PEN

RADIUS

PS

PSI

PSF

PT

PVC

RD

R, RAD

P-T

PREFAB

PP, PJP

PRECAST CONCRETE

PENETRATION

PERPENDICULAR

PLATE, PROPERTY LINE

PARTIAL JOINT PENETRATION

PREFABRICATED

PRESTRESSED CONCRETE

POUNDS PER SQUARE INCH

POUNDS PER SQUARE FOOT

POINT, PRESSURE TREATED

POLYVINYL CHLORIDE

ROOF DRAIN

POST-TENSIONED

OVERSIZED HOLE

OUTSIDE FACEO.F.

LOW POINTLPT

AB

ACI

AND

AT

ANCHOR BOLT

ADJ

ANCH

ALT

AISC

AR

AWS

ASTM

ARCH

APPROX

ANCHOR ROD

APPROXIMATE

ANCHOR

ALTERNATE

ADDITIONALADDL

AMERICAN WELDING SOCIETY

AMERICAN SOCIETY FOR TESTING AND MATERIALS

ARCHITECT, ARCHITECTURAL

AMERICAN INSTITUTE OF STEEL CONSTRUCTION

ADJACENT, ADJUSTABLE

AMERICAN CONCRETE INSTITUTE

BAL

B/

BLDG

BF

BOT

BRG

BTWN

BU

BM

BALANCE

BETWEEN

BEARING

BOTTOM

BEAM

BUILDING

BUILT-UP

BRACED FRAME

BOTTOM OF

C

CANTIL

CC

CAP

CIP

CJ

CLR

CL

CG

CAPACITY

CLEAR

CENTERLINE

CAST-IN-PLACE

CANTILEVER

CONTROL JOINT, CONSTRUCTION JOINT

CENTER OF GRAVITY

CENTER-TO-CENTER

CAMBER, CHANNEL

COL

CONC

CONT

CONN

CONST

CU YD

CTR

COORD

CONTR

CUBIC YARD

CENTER, CENTERED

COORDINATE

CONTRACTOR

CONSTRUCTION

CONNECTION

CONCRETE

COLUMN

DBA

DBL

DET

DEG,

DIAG

DIA

DIM

DICA

DIAPH

DIMENSION

DIAPHRAGM

DIAGONAL

DIAMETER

DETAIL

DEGREE

DOUBLE

DEFORMED BAR ANCHOR

CONTINUE, CONTINUOUS

DRILLED-IN CONCRETE ANCHOR

CONCRETE MASONRY UNITCMU

REQUIRED

RETURN

SCHEDULE

SECTION

SHEET

SIMILAR

REQD

REINF

RTN

SCHED

SIM

SHT

SECT

SQUARE

STIFFENER

STIRRUP

STEEL

SUPPORT

SPEC

SPC

SST

STD

SSH

SQ

STL

STIR

STIF

SYMM

SPRT

STRUCT

SOG SLAB ON GRADE

SPACE, SPACED, SPACING

SPECIFICATION

STAINLESS STEEL

SHORT SLOTTED HOLE

STANDARD

STRUCTURAL

SYMMETRICAL, SYMMETRY

REINFORCING

TOP OF

THROUGH

SW

T&B T/

THK

THRU

TOF

TOS

TOC

TEMP

TYPICAL

WIDTH, WIDE FLANGE

WITH

WOOD

VETERANS AFFAIRS

TYP

UNO

UBC

W

WD

WHS

W/

VA

TRANS

THICK, THICKNESS

TRANSVERSE

UNIFORM BUILDING CODE

UNLESS NOTED OTHERWISE

WELDED HEADED STUD

TOP OF CONCRETE

TOP OF STEEL

TOP OF FOOTING

TOP AND BOTTOM

TEMPERATURE

SHEAR WALL

WEIGHTWT

WP

WTS

WORK POINT

WELDED THREADED STUD

W/O WITHOUT

DO

DN

DWL

DWG

EA

EE

EJ

EL

EF

( E ), EXIST

ELEVATION

EACH FACE

EACH END

EACH, EPOXY (ADHESIVE) ANCHOR

EXISTING

DOWEL

DRAWING

DITTO

DOWN

ENGR

ETC

ES

EQUIP

EQ

EMBED

EXP

EW

E-W

FD

EXT

ET CETERA

FLOOR DRAIN

EAST-WEST

EACH WAY

EXPANSION

EXTERIOR

EMBEDMENT

ENGINEER

EQUIPMENT

EACH SIDE

ELECTRICALELEC

EXPANSION JOINT

EARTHQUAKE, EQUAL

FF

FEMA

FDN

FIN

FLG

FLR

FS

FT, '

FTG

GALV

GA

FAR SIDE

GALVANIZED

FEET

FOOTING

GAGE, GAUGE

FOUNDATION

FAR FACE, FINISH FLOOR

FINISH

FLOOR

FLANGE

GEN

GB, GR BM

GRND

HGR

HPT

HK

HORIZ

HIGH POINT

HANGER

HOOK

HORIZONTAL

GROUND

GRADE BEAM

GENERAL

FEDERAL EMERGENCY MANAGEMENT AGENCY

INSIDE FACE

INCH

INCLUDE

INFORMATION

INTERIOR

HP

HSS

I.F.

IBC

ID

INFO

INCL

IN, "

INT

HIGH POINT

INTERNATIONAL BUILDING CODE

HOLLOW STRUCTURAL SECTION

INSIDE DIAMETER

DEAD LOADDL

REFERENCEREF

PLF POUNDS PER LINEAR FOOT

LONG LEGS BACK TO BACKLLBB

COMPLETE JOINT PENETRATIONCJP, CP

REMAINDERREM

OPEN WEB JOISTOWJ

CONCRETE REINFORCED STEEL INSTITUTECRSI

STAG STAGGER, STAGGERED

MF MOMENT FRAME

CONTROL DENSITY FILLCDF

BP, B PL BASE PLATE

DESIGN-BUILDD-B

EXT GR EXTERIOR GRADE

GL, GLU LAM GLUE LAMINATED WOOD

GLB GLUE LAMINATED BEAM

HD HOLD DOWN

PRCST PRECAST

REBAR REINFORCING STEEL BARS

T&G TONGUE AND GROOVE

LSL LAMINATED STRAND LUMBER

LVL LAMINATED VENEER LUMBER

SWS SHEAR WALL SCHEDULE

DF DOUGLAS FIR

WIJ WOOD I-JOIST

PSL PARALLEL STRAND LUMBER

DIST DISTANCE

THP TENDON HIGH POINT

TBD TO BE DETERMINED

LP LOW POINT

HT HEIGHT

SYMBOLS

X

X

X

X

X

X

CONCRETE SYMBOLS

PLAN SECTION

GENERAL SYMBOLS

STEEL SYMBOLS

STUD

WWR

CONCRETE OVER STEEL

FLOOR DECK - LONGITUDINAL

CONCRETE OVER STEEL

FLOOR DECK - TRANSVERSE

FOOTING MARK PER FOOTING SCHEDULE

TOP OF FOOTING ELEVATION

DIRECTION OF SPAN

WORKPOINT

SLOPE

LIMIT OF SPAN

WP

( SEE "TYPICAL STEEL FRAMING SYMBOLS" DETAIL FOR ADDL

INFORMATION )

REFERENCE LINE, EXISTING OR

ARCHITECTURAL ELEMENTS

ELEVATION DATUM

FX

OPENING IN FLOOR OR WALL

MATCHLINE

SURFACE - SLOPE UP

SURFACE - SLOPE DOWN

SURFACE - SLOPE TWO WAYS

SURFACE - STEPPED

SURFACE - STEPPED AND SLOPED

BEAM / GIRDER

COLUMN - STARTING AT THIS LEVEL

COLUMN - BELOW THIS LEVEL

BEAM / COLUMN SPLICE

STEEL IN CROSS SECTION

( X'-XX" )

CONCRETE WALL - IN SECTION

CONCRETE CURB / PARTIAL HEIGHT WALL

CONCRETE WALL BELOW THIS LEVEL

CHANGE OF SLAB THICKNESS

RAISED SLAB

NAIL

BOLT

DRILLED IN CONCRETE ANCHOR

CONCRETE ANCHOR BOLT

CONNECTORS

CB CORE BRACE

ORIENTED STRAND BOARDOSB

GT GIRDER TRUSS

F.O. FACE OF

[ H ] HIGH

[ L ] LOW

C TO C CENTER TO CENTER

GSN GENERAL STRUCTURAL NOTES

WWR WELDED WIRE REINFORCEMENT

P. I . P. PROTECT IN PLACE

VERTICALVERT

Revisions: Date:

35% Submittal 09-22-17

65% Submittal 01-31-18

95% Submittal 03-22-19

63 4 5

T/ SCREEN WALL

T/ ROOF DECK

HSS8x8x3/8

SIM

SIM

SIM

2' -4

5'

-3

2' -4

HSS8x4x3/8

HSS8x4x3/8

HSS8x4x3/8

HSS8x4x3/8

HSS8x4x3/8

HSS8x4x3/8

HSS8x4x3/8

HSS8x4x3/8 HSS8x4x3/8

HSS8x4x3/8

HSS8x4x3/8

HSS8x4x3/8

H S

S 8x

8x 3/

H S

S 8x

8x 3/

H S

S 8x

8x 3/

SS-502

D10

SS-502

B10

SS-502

B9

W12 PER PLAN W12 PER PLAN W12 PER PLAN W12 PER PLAN

B C D

T/ SCREEN WALL

T/ ROOF DECK

TYP

TYP

TYP

2' -4

5'

-3

2' -4

HSS8x8x3/8

H S

S 8x

8x 3/

HSS8x4x3/8 HSS8x4x3/8

HSS8x4x3/8 HSS8x4x3/8

HSS8x4x3/8 HSS8x4x3/8

HSS8x4x3/8 HSS8x4x3/8

H S

S 8x

8x 3/

SS-502

D10

SS-502

B10

SS-502

B9

6 345

T/ SCREEN WALL

T/ ROOF DECK

TYP

TYP

SS-502

D10

2' -4

5'

-3

2' -4

SS-502

B10

TYP

SS-502

B9

H S

S 8x

8x 3/

HSS8x4x3/8

HSS8x4x3/8

HSS8x4x3/8

HSS8x4x3/8

HSS8x4x3/8

HSS8x4x3/8

HSS8x4x3/8HSS8x4x3/8 HSS8x4x3/8

HSS8x4x3/8HSS8x4x3/8HSS8x4x3/8

H S

S 8x

8x 3/

H S

S 8x

8x 3/

HSS8x8x3/8

BCD C.6

T/ SCREEN WALL

T/ ROOF DECK

HSS8x8x3/8

SS-502

B9

SS-502

B10

SS-502

D10

TYP

TYP

TYP

2' -4

5'

-3

2' -4

H S

S 8x

8x 3/

HSS8x4x3/8 HSS8x4x3/8

HSS8x4x3/8HSS8x4x3/8

HSS8x4x3/8 HSS8x4x3/8

HSS8x4x3/8HSS8x4x3/8

H S