Part 5 of 5 - 962-003_Mare Island_ADD 005_2026-06-04.pdf

C-17-008 WALL, WILLIAM H.

GENERAL NOTES:

1. REMOVE OLD FERROUS SCREWS AND STRAPS AND PATCH. CRACK REPAIR;

REPAIR PIN INSTALLATION ALONG CRACK; PATCH REPAIRS.

2. SEE GENERAL NOTES ON ARMATURES AND PINS ON CS410.

FRONT - MARKER C-17-008

NOT TO SCALE

DETAIL C-17-008.DWG

REMOVE CONCRETE COLLAR. IF IT

CANNOT BE REMOVED, SMOOTH CUT

SIDES NEAR-FLUSH WITH MARBLE,

WITHOUT DAMAGING MARBLE.

REAR - MARKER C-17-008

NOT TO SCALE

DETAIL C-17-008.DWG

ARMATURE & PINS DETAILS - MARKER C-17-008

SCALE: 3" = 1'-0"

DETAIL C-17-008_04.DWG

1'- 0"

M

IN

A. FRONT (EAST) ELEVATION

2" 5"

2"

1/

2" V

IF

7"

1/

2" V

IF

2" 1'-

1"1'- 2"

B. SIDE (NORTH) ELEV

1"

C. SIDE (SOUTH) ELEV

1"

D. REAR (WEST) ELEVATION

3/

4"

/4

2'-

0"

1'- 6"

1'- 6"

4"

2" SS PINS, TYP

6"

1/4" THICK SS

SIDE STRIP, TYP

1/4" DIA x 2" LONG

SMOOTH

(UNTHREADED)

SS DOWEL WELDED

TO FRONT FACE

OF SIDE STRIP, TYP

REPAIR CRACK

1" WIDE x 1/4" THICK

SS BACKER STRIP, TYP

COUNTER-SUNK

SPANNER SCREW, TYP

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Project Director

Revisions:

1 3 6 0 5 1 s t A v e . N . # 1 0 0 P l y m o u t h , M N 5 5 4 4 1 P 7 6 3 . 4 1 2 . 4 0 0 0 | F 7 6 3 . 4 1 2 . 4 0 9 0 | a e - m n . c o m Anderson Engineering of Minnesota, LLC | Proj # 18181Date:

Office of Design and Construction

Services

MARE ISLAND NAVAL CEMETERY

962-003

MAY 04, 2026

IMHOFF ROAD, VALLEJO, CA, 94592

BID DOCUMENTS

BID DOCUMENTS

2026.05.04

REPAIR DETAILS

JP SS

CS415

5 2

ADDENDUM 005 - BIDDING RFI RESPONSES 06/05/2026

GENERAL CONSTRUCTION NOTES:

1. ALL WORK SHALL COMPLY WITH THE 2024 INTERNATIONAL BUILDING CODE, AS

APPROVED BY THE STATE OF CALIFORNIA / CITY OF VALLEJO.

2. REFERENCE STANDARDS: UNLESS OTHERWISE NOTED (U.O.N.), ALL

STANDARDS SHALL BE CURRENT EDITION, WITH LATEST ADDENDA, IF

APPLICABLE.

3. THE CONTRACTOR SHALL VERIFY ALL CONTRACT DOCUMENTS, SITE

ELEVATIONS, DIMENSIONS AND CONDITIONS PRIOR TO STARTING WORK AND

SHALL NOTIFY THE ARCHITECT/ ENGINEER OF ANY DISCREPANCIES OR

INCONSISTENCIES.

4. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL

NOTES.

5. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT

THE FINISHED STRUCTURE. UNLESS OTHERWISE INDICATED, THEY DO NOT

INDICATE THE MEANS OR METHOD OF CONSTRUCTION. TEMPORARY BRACING

AND SHORING AGAINST WIND AND ERECTION CONDITIONS DURING

CONSTRUCTION OF THE BUILDING, SHALL BE THE RESPONSIBILITY OF THE

CONTRACTOR. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE

PROTECTION OF THE STRUCTURE DURING ALL PHASES OF DEMOLITION,

CONSTRUCTION, AND INSTALLATION.

6. NO AREA OF THE STRUCTURE SHALL BE LOADED WITH CONSTRUCTION

MATERIALS OR EQUIPMENT THAT EXCEEDS FINAL DESIGN CRITERIA.

7. VERIFY LOCATION OF BOX OUTS AND OPENINGS WITH MECHANICAL

CONTRACTORS. OPENING SIZES AND LOCATIONS SHOWN FOR PIPES, DUCTS

ETC. ARE FOR GENERAL INFORMATION ONLY AND SHALL BE VERIFIED WITH THE

MECHANICAL CONTRACTOR BEFORE COMMENCING THE WORK.

8. IF MECHANICAL AND ELECTRICAL EQUIPMENT SIZES, WEIGHTS, OR LOCATIONS

DO NOT COINCIDE WITH EQUIPMENT SHOWN ON PLANS, COORDINATE

ADJUSTMENTS WITH THE STRUCTURAL ENGINEER.

9. HOLES, PIPES, SLEEVES, ETC. NOT SHOWN ON THE DRAWINGS MUST BE

APPROVED BY THE STRUCTURAL ENGINEER BEFORE PLACEMENT THROUGH

STRUCTURAL MEMBERS.

10. CONTRACTOR SHALL PROVIDE A CAST-IN SLEEVE FOR ALL HORIZONTAL

ELEMENTS THAT EXTEND THROUGH FOOTING. IE: DRAIN TILE, ELECTRICAL

CONDUIT, MECHANICAL PIPING, ETC. ALL SLEEVES SHALL BE COORDINATED

WITH ARCHITECT/ENGINEER.

11. SHOP DRAWINGS PREPARED BY SUPPLIERS, SUBCONTRACTORS, ETC., SHALL

BE DIMENSIONED, REVIEWED, COORDINATED, AND SIGNED/ STAMPED BY THE

GENERAL CONTRACTOR PRIOR TO SUBMITTING TO THE STRUCTURAL

ENGINEER.

12. FABRICATOR SHALL CLEARLY NOTE CHANGES MADE IN THE SHOP DRAWINGS

WHICH DO NOT COMPLY WITH THE CONTRACT DOCUMENTS. REVIEWED

APPROVAL SHOP DRAWINGS SHOWING ENGINEERS COMMENTS ACCOMPANIED

WITH RECORD SET SHOP SHOP DRAWINGS, SHALL BE AVAILABLE FOR

REFERENCE AT THE CONSTRUCTION SITE.

13. CONCRETE ANCHORS SHALL BE SIMPSON 'TITEN HD" SCREW ANCHORS OR

EQUIVALENT (U.O.N.). INSTALL ANCHORS USING THE MANUFACTURER'S

RECOMMENDATIONS.

FOUNDATION NOTES:

1. FOOTING ELEVATIONS ARE TO TOP OF FOOTING (T.O. FTG.), UNLESS OTHERWISE

NOTED.

2. FOOTINGS ARE DESIGNED FOR A MINIMUM NET ALLOWABLE SOIL BEARING

PRESSURE OF1500 psf FOR CONTINUOUS AND 1500 psf FOR PAD FOOTINGS.

FOUNDATION DESIGN COMPLIES W/ GEOTECHNICAL REPORT DATED: MAY 12, 2025

BY TERRACON

3. FOOTINGS SHALL BEAR ON NATURAL UNDISTURBED SOIL OR ENGINEERED FILL.

SOILS SHALL BE OBSERVED AND APPROVED BY A GEOTECHNICAL ENGINEER

PRIOR TO PLACEMENT OF FOOTING CONCRETE. IF NATURAL UNDISTURBED SOILS

ARE NOT ENCOUNTERED AND/OR INADEQUATE SOILS ARE NOTED AT FOOTING

BEARING LEVEL, ARCHITECT/ENGINEER SHALL BE NOTIFIED PRIOR TO

PROCEEDING WITH FURTHER WORK AT THOSE FOOTING LOCATIONS.

4. PROTECT FOOTINGS FROM THE ACTION OF WATER OR FREEZING.

5. FOOTINGS ARE CENTERED UNDER WALLS ABOVE - UNLESS OTHERWISE NOTED.

6. PRIOR TO PLACEMENT OF FOOTING CONCRETE, CLEAN FOOTING EXCAVATIONS

OF SNOW, WATER AND DEBRIS.

7. FOOTINGS MAY NOT BE EARTH FORMED.

EXCAVATION & BACKFILL NOTES:

1. EXCAVATION AND BACKFILL SHALL BE EXECUTED IN ACCORDANCE WITH THE

PROJECT SPECIFICATIONS.

2. BACKFILL, & COMPACTION SHALL BE INSPECTED AND CERTIFIED BY A LICENSED

GEOTECHNICAL ENGINEER. REPORTS ARE TO BE SUBMITTED TO THE

ARCHITECT/ ENGINEER.

3. FOOTING EXCAVATIONS SHALL BE EXCAVATED TO PROPER LINE AND LEVEL TO

ENSURE MINIMUM CONCRETE COVER OF FOOTING REINFORCEMENT FOR

FOOTING DEPTH.

4. BACKFILL SHALL BE COMPACTED BY MECHANICAL MEANS. FLOODING OR

WATER INUNDATION SHALL NOT BE PERMITTED.

5. BACKFILL SHALL BE PLACED IN ALTERNATING LIFTS ON EACH SIDE OF THE

FOUNDATION WALLS TO MAINTAIN STABILITY OF THE FOUNDATION WALLS.

6. BACKFILL SHALL NOT BE PLACED AGAINST BASEMENT FOUNDATION WALLS

UNLESS WALLS ARE ADEQUATELY BRACED TOP AND BOTTOM. FINAL WALL

BRACING IS BASEMENT SLAB OR ENGINEERED BACKFILL AND 1ST FLOOR

STRUCTURE. IF THESE ELEMENTS ARE NOT IN PLACE AT TIME OF BACKFILL,

CONTRACTOR SHALL PROVIDE AN ENGINEERED, TEMPORARY BRACING

SYSTEM. THE TEMPORARY BRACING SYSTEM PROPOSED SHALL BE SUBMITTED

TO THE ARCHITECT/ ENGINEER FOR REVIEW PRIOR TO BACKFILLING.

CONCRETE NOTES:

1. CONCRETE CONSTRUCTION SHALL CONFORM TO AMERICAN CONCRETE

INSTITUTE (ACI) CODES AND SPECIFICATIONS, LATEST EDITION. ACI 301

"SPECIFICATIONS FOR STRUCTURAL CONCRETE" ACI 315 "DETAILS &

DETAILING OF CONCRETE REINFORCEMENT" ACI 318 "BUILDING CODE

REQUIREMENTS FOR REINFORCED CONCRETE".

2. CONCRETE MIX DESIGN SHALL BE BY AN INDEPENDENT TESTING

LABORATORY.

3. CAST-IN-PLACE CONCRETE SHALL BE SUBJECT TO TESTING BY AN

INDEPENDENT TESTING LABORATORY. SEE PROJECT SPECIFICATIONS

FOR REQUIREMENTS.

4. NON WELDED REINFORCING STEEL SHALL BE GRADE 60 DEFORMED,

BILLET-STEEL, ASTM A615, U.O.N. ALL WELDED WIRE FABRIC (WWF)

SHALL BE PLAIN, ASTM A185.

5. WELDED REINFORCING STEEL SHALL BE GRADE 60, LOW CARBON, ASTM

A706.

6. PROVIDE EXTRA REINFORCEMENT AROUND ALL OPENINGS GREATER

THAN 12" SQUARE OR 12" IN DIAMETER, INCLUDING DOOR OPENINGS, IN

CONCRETE WALLS & SLABS. PROVIDE 2 - #5 BARS @ 3" O.C., ON EACH

SIDE OF THE OPENING EXTENDING 24" BEYOND THE CORNER OF THE

OPENING & 2 - #5 BARS AT 3" O.C. BY 3'-0" LONG DIAGONAL BARS AT EACH

CORNER. PLACE DIAGONAL BARS CENTERED ON CORNER @ 2" CLEAR

OF CORNER. ADDITIONAL REINFORCEMENT SHALL BE PROVIDED AT EACH

LAYER OF REINFORCING.

7. REINFORCING STEEL SHALL BE BENT, SPLICED, AND PLACED IN

ACCORDANCE WITH THE ACI 301 (LATEST EDITION).

8. PROVIDE ADEQUATE SUPPORT BARS AND ACCESSORIES TO HOLD

REINFORCING BARS FIRMLY IN PLACE TO SPECIFIED COVERAGES.

9. CAST DOWELS, WITH STD 90 DEGREE HOOK, IN FOOTINGS FOR

CONCRETE PIERS AND WALLS ABOVE. DOWELS SHALL BE THE SAME SIZE

AND NUMBER AS THE VERTICAL REINFORCING. (U.O.N.)

10. CONCRETE MIX DESIGNS REQUIREMENTS: - AGGREGATES SHALL

CONFORM TO ASTM C33. - CONCRETE EXPOSED TO FREEZE THAW SHALL

HAVE 4.5%-7.5% AIR. - WATER/CEMENT RATIO 0.55 MAX. FOR FOOTINGS

AND WALLS, 0.5 MAX. FOR SLABS - NO FLY ASH IN EXPOSED SLABS, 0.25

MAX. FLY ASH/CEMENT RATIO IN ALL OTHER APPLICATIONS - WATER

PROOFING ADMIXTURE ADD FOR EXTERIOR EXPOSED CONCRETE.

11. INJECTION ADHESIVE ANCHORS SHALL BE SIMPSON "SET-3G" USING

STANDARD 36 KSI THREADED RODS (U.O.N.). SEE SPECIFICATIONS FOR

USAGE. INSTALL ANCHORS IN STRUCTURAL CONFORMANCE WITH THE

MANUFACTURER'S RECOMMENDATIONS.

12. ALL REINFORCING STEEL SHALL BE EPOXY COATED.

CAST-IN-PLACE CONCRETE COMPRESSIVE STREGNTHS

FOOTINGS 4000 psi.

EXTERIOR FOUNDATION WALLS 4000 psi.

PIERS 4000 psi.

REINFORCING CLEAR CONCRETE COVER

CONCRETE ON SOIL 3"

SLABS ON GRADE MIDHEIGHT

FORMED WALLS & STRUCTURAL SLABS EXPOSED TO EARTH OR

WEATHER: #6 THRU #18

2"

FORMED WALLS & STRUCTURAL SLABS EXPOSED TO EARTH OR

WEATHER: #5 OR SMALLER

1 1/2"

FORMED WALLS & STRUCTURAL SLABS NOT EXPOSED TO EARTH OR

WEATHER: #11 AND SMALLER

3/4"

BEAMS AND COLUMNS (COVER TO STIRRUPS OR TIES) 1 1/2"

CONC. REINFORCING BAR LAP SPLICE

SCHEDULE

BAR SIZE

f'c = 3000 psi.

f'c = 4000 psi.

f'c = 5000 psi.

CLASS

"B"

CLASS

"B"

CLASS

"B"

#3 22" 20" 18"

#4 30" 26" 22"

#5 36" 32" 28"

#6 44" 38" 34"

#7 64" 54" 50"

#8 72" 62" 56"

#9 82" 70" 64"

#10 92" 80" 70"

#11 102" 88" 78"

BAR LAP SCHEDULE NOTES:

A. REINFORCING BAR LAP SPLICE SCHEDULE APPLIES TO UNCOATED, GRADE 60

REINFORCING BAR NORMAL WEIGHT CONCRETE.

B. PROVIDE CLASS "B" LAP UNLESS OTHERWISE NOTED.

C. FOR EPOXY COATED BAR, MULTIPLY THE NOTED LENGTHS BY 1.5.

D. FOR LIGHT WEIGHT CONCRETE, MULTIPLY THE NOTED LENGTHS BY 1.3.

E. MAXIMUM SPACING OF BARS BEING LAPPED IS ONE FIFTH THE LAP SPLICE

LENGTH, NOT TO EXCEED 6".

F. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" OF FRESH CONCRETE

PLACED BELOW HORIZONTAL REINFORCEMENT.FOR TOP BARS, MULTIPLY THE

NOTED LENGTHS BY 1.3.

ABBREVIATIONS & SYMBOLS:

+/- PLUS OR MINUS

@ AT

A.B. ANCHOR BOLT

A.P.A. AMERICAN PLYWOOD

ASSOCIATION

A.S.T.M. AMERICAN SOCIETY OF TESTING

MATERIALS

ARCH. ARCHITECTURAL

B.B. BOND BEAM

B.O. BOTTOM OF

BLK. BLOCK

BM. BEAM

BOT. BOTTOM

BRG. BEARING

C CHANNEL

C.M.U. CONCRETE MASONRY UNIT

CCJ CONSTRUCTION CONTROL JOINT

CJ CONTROL JOINT

CL. CENTER LINE

CLR. CLEAR

COL. COLUMN

CONC. CONCRETE

CONN. CONNECTION

CONT. CONTINUOUS

D.L. DEAD LOAD

D.T. DOUBLE TEE / DRAIN TILE

DBL. DOUBLE

DIA. DIAMETER

DIM. DIMENSION

DWL. DOWEL

E.F. EACH FACE

E.J. EXPANSION JOINT

E.W. EACH WAY

EA. EACH

EL. ELEVATION

ELEV. ELEVATOR

EQ. EQUAL

EX. EXISTING

EXC. EXCAVATION

EXP. EXPANSION

F.D. FLOOR DRAIN

FDN. FOUNDATION

FT. FEET

FTG. FOOTING

G.C. GENERAL CONTRACTOR

G.T. GIRDER TRUSS

GA. GAUGE

GALV. GALVANIZE

HC. HOLLOWCORE

HORIZ. HORIZONTAL

HSS HOLLOW STRUCTURAL SECTION

I.F. INSIDE FACE

INT. INTERIOR

JST. JOIST

KLF. KIPS PER LINEAR FOOT

KSI. KIPS PER SQUARE INCH

L ANGLE

LB LEDGER BEAM

LL LIVE LOAD / DOUBLE ANGLE

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG. LONGITUDINAL

LWC LIGHT WEIGHT CONCRETE

M.C. MECHANICAL CONTRACTOR

MAS. MASONRY

MAX. MAXIMUM

MECH. MECHANICAL

MFG. MANUFACTURER

MIN. MINIMUM

MISC. MISCELLANEOUS

MTL. METAL

N. NORTH

N.T.S. NOT TO SCALE

NS. NON-SHRINK

O.C. ON CENTER

O.D. OUTSIDE DIAMETER

O.F. OUTSIDE FACE

O.H. OVERHEAD

OPNG. OPENING

ORIG. ORIGINAL

P.A.F. POWDER ACTUATED FASTENER

P.C. PRECAST CONCRETE

PART. PARTITION

PL. PLATE

PLF POUNDS PER LINEAR FOOT

PNL. PANEL

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PW PLYWOOD

R. OR

RAD.

RADIUS

R.D. ROOF DRAIN

REINF. REINFORCING

REQD. REQUIRED

S.A. STUD ANCHOR

S.B. SOIL BORING

S.D. SEE DETAIL

S.D.L. SUPERIMPOSED DEAD LOAD

S.E.R. STRUCTURAL ENGINEER OF

RECORD

S.L. SNOW LOAD

S.L.L. SUPERIMPOSED LIVE LOAD

S.S. STAINLESS STEEL

SCHED. SCHEDULE

SHT. SHEET

SIM. SIMILAR

SPA. SPACING / SPACES

SPECS. SPECIFICATIONS

SQ. SQUARE

STD. STANDARD

STL. STEEL

T & B TOP & BOTTOM

T & G TONGUE & GROOVE

T.O. TOP OF

T.O.B. TOP OF BEAM

T.O.J. TOP OF JOIST

T.O.S. TOP OF STEEL

T.O.W. TOP OF WALL

T.S.E. TOP OF STEEL ELEVATION

TEMP. TEMPORARY

THK. THICK / THICKENED

TRANS. TRANSVERSE

TYP. TYPICAL

U.O.N. UNLESS OTHERWISE NOTED

V. / VER. VERIFY

VERT. VERTICAL

W.L. WIND LOAD

W/ WITH

W/O WITH OUT

WD. WOOD

WTS. WEIGHTS

WWF WELDED WIRE FABRIC

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

BID DOCUMENTSOffice of Design and Construction

Services

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

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

18181

GEOTECHNICAL/HAZMAT/

ENVIRONMENTAL:

TERRACON

1900 GARDEN ROAD SUITE 210

MONTEREY, CA 93940

831-574-7013

POINT OF CONTACT

JESS SUTTON

COST ESTIMATING:

OCMI

8851 RESEARCH DRIVE

IRVINE, CA 92618

702-339-9870

POINT OF CONTACT

ALLICIA WARNER

IRRIGATION:

EC DESIGN

400 5TH STREET

WEST DES MOINES, IA 50265

515-225-6365

POINT OF CONTACT

LISA ESSY

Project Director

2026.05.04

BID DOCUMENTS

CONSERVATOR:

ARCHITECTURAL RESOURCES GROUP

PIER 9, THE EMBARCADERO SUITE 107

SAN FRANSISCO, CA 94111

415-421-1680

POINT OF CONTACT

JENNIFER PONT

C U s e rs \J

B u e rm a n n \D o c u m e n ts \1

M

A R

E I S

L A

N D

R

V T jb u e rm a n n S

R X

R

.r v t

/1

/2

:0

:5

P

M

NOTE SHEET

MAY 04, 2025 FY JB

S001

IMHOFF ROAD, VALLEJO, CA 94592

MARE ISLAND NAVAL CEMETERY

962-003

RESPONSE MODIFICATION FACTOR R = 1.5

SEISMIC DESIGN CATEGORY E

SITE CLASS D (DEFAULT)

DESIGN SPECTRAL RESPONSE Sd1 = 1.21 DESIGN SPECTRAL RESPONSE Sds = 1.61

MAPPED SPECTRAL RESPONSE S1 = 0.9

MAPPED SPECTRAL RESPONSE Ss = 2.33 SEISMIC IMPORTANT FACTOR le = 1

SEISMIC LOADS

IMPORTANCE FACTOR Iw = 1.0

POLE DIAMETER 12" TAPERED TO 4.4"

WIND EXPOSURE "C"

RISK CATEGORY II

ULTIMATE WIND SPEE (3 SECOND GUST) 110 MPH.

LATERAL LOADS

ASSUMED FLAG POLE WP 500 LB

DEAD LOADS:

14. DESIGN LOADS:

SPECIAL INSPECTION SHALL BE PROVIDED PER THE REQUIREMENTS OF IBC SECTION 1704 AND 1705 AND AS NOTED HEREIN.

STATEMENT OF SPECIAL INSPECTIONS - CONCRETE CONSTRUCTION

STRUCTURAL SYSTEM # VERIFICATION AND INSPECTION CONTINUOUS PERIODIC COMMENTS REFERENCES

1705.3 CONCRETE

CONSTRUCTION

1. INSPECTION OF REINFORCING STEEL INCLUDING

PLACEMENT

-- X ACI 318 CH. 20, 25.2, 25.3,

26.5.1-26.5.3 & IBC 1905

IBC 1705.3

2. REINFORCING BAR WELDING IBC TABLE 1705.3

2a. VERIFY WELDABILITY OF REINFORCING BARS OTHER

THAN ASTM A 706

-- X IBC 1905, AWS D1.4, ACI

318: 26.5.4

IBC TABLE 1705.3

3. INSPECTION OF ANCHORS CAST IN CONCRETE -- X IBC 1905, ACI 318: 17.8.2 IBC TABLE 1705.3

4. INSPECTION OF ANCHORS POST-INSTALLED IN

HARDENED CONCRETE MEMBERS

4a. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR

UPWARDLY INCLINED

X -- ACI 318: 17.8.2.4 IBC TABLE 1705.3

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

-- X ACI 318: 17.8.2 IBC TABLE 1705.3

5. VERIFYING USE OF REQUIRED DESIGN MIX -- X ACI 318: CH.19, 26.4.3,

26.4.4

IBC 1904.1, 1904.2,

1908.2, 1908.3, TABLE 1705.3

6. PRIOR TO CONCRETE PLACEMENT, FABRICATE

SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP

AND AIR CONTENT TESTS, AND DETERMINE THE AIR

TEMPERATURE OF THE CONCRETE

X -- ASTM C172, ASTM C31, ACI

318: 26.4.5, 26.12

IBC 1908.10 &

TABLE 1705.3

7. INSPECTION OF CONCRETE AND SHOTCRETE

PLACEMENT FOR PROPER APPLICATION TECHNIQUES

X -- ACI 318: 26.4.5 IBC 1908.6, 1908.7,

1908.8, TABLE

1705.3

8. VERIFY MAINTENANCE OF SPECIFIED CURING

TEMPERATURE AND TECHNIQUES

-- X ACI 318: 26.4.7 – 26.4.9 IBC 1908.9 & TABLE

1705.3

9. INSPECT FORMWORK FOR SHAPE, LOCATION AND

DIMENSIONS OF THE CONCRETE MEMBER BEING

FORMED

-- X ACI 318: 26.10.1(b) IBC TABLE 1705.3

SPECIAL INSPECTION SHALL BE PROVIDED PER THE REQUIREMENTS OF IBC SECTION 1704 AND 1705 AND AS NOTED HEREIN.

STATEMENT OF SPECIAL INSPECTIONS - STRUCTURAL OBSERVATION

STRUCTURAL SYSTEM # VERIFICATION AND INSPECTION CONTINUOUS PERIODIC COMMENTS REFERENCES

1704.6 STRUCTURAL

OBSERVATION

REPORT THE OWNER SHALL EMPLOY A REGISTERED DESIGN

PROFESSIONAL TO PERFORM STRUCTURAL

OBSERVATION, THE STRUCTURAL OBSERVER SHALL

SUBMIT TO THE BUILDING OFFICIAL A WRITTEN

STATEMENT IDENTIFYING FREQUENCY AND EXTENT OF

STRUCTURAL OBSERVATIONS.

-- X SEISMIC DESIGN

CATEGORY D, E, OR F

ONLY

IBC 1704.6

SPECIAL INSPECTION SHALL BE PROVIDED PER THE REQUIREMENTS OF IBC SECTION 1704 AND 1705 AND AS NOTED HEREIN.

STATEMENT OF SPECIAL INSPECTIONS - SOILS

STRUCTURAL SYSTEM # VERIFICATION AND INSPECTION CONTINUOUS PERIODIC COMMENTS REFERENCES

1705.6 SOILS

1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS

ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING

CAPACITY

-- X IBC TABLE 1705.6

2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER

DEPTH AND HAVE REACHED PROPER MATERIAL

-- X IBC TABLE 1705.6

3. PERFORM CLASSIFICATION AND TESTING OF

COMPACTED FILL MATERIALS

-- X IBC TABLE 1705.6

4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND

LIFT THICKNESSES DURING PLACEMENT AND

COMPACTION OF COMPACTED FILL

X -- IBC TABLE 1705.6

5. PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE

SUB-GRADE AND VERIFY THAT SITE HAS BEEN

PREPARED PROPERLY

-- X IBC TABLE 1705.6

NOTES:

TESTING AND SPECIAL INSPECTION REPORTS SHALL BE PREPARED FOR EACH INSPECTION

ITEM ON A DAILY BASIS WHENEVER WORK IS PERFORMED ON THAT ITEM. REPORTS SHALL

BE DISTRIBUTED TO OWNER, CONTRACTOR, BUILDING OFFICIAL, ARCHITECT AND

STRUCTURAL ENGINEER OF RECORD.

STRUCTURAL OBSERVATIONS SHALL BE PERFORMED BY THE STRUCTURAL ENGINEER OF

RECORD OR DESIGNATED REPRESENTATIVE IN ACCORDANCE WITH IBC 1704.6.

STRUCTURAL OBSERVATION SHALL BE PERFORMED AS FOLLOWS:

• PERIODIC VISUAL OBSERVATION OF STRUCTURAL SYSTEMS FOR GENERAL

CONFORMANCE TO CONSTRUCTION DOCUMENTS AT SIGNIFICANT CONSTRUCTION

STAGES.

• REVIEW OF TESTING AND INSPECTION REPORTS.

• REPORTS SHALL BE PREPARED FOR EACH SITE VISIT AND SHALL BE DISTRIBUTED TO

ARCHITECT.

GENERAL CONTRACTOR SHALL SUBMIT A WRITTEN CONTRACTOR'S STATEMENT OF

RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF

WORK. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL INCLUDE

ACKNOWLEDGMENT OF AWARENESS OF THE SPECIAL INSPECTION REQUIREMENTS

CONTAINED IN THE STATEMENT OF SPECIAL INSPECTION.

Revisions: Date:

ADDENDUM 005 - BIDDING RFI RESPONSES 2026.06.05

T.O. PIER

EL. = SEE ARCH.

3.91°

/8

A

B 112' - 2 1/8"

C

33.63°

6' - 2"

7' - 8 5/8"

7' - 7 3/4"

20' - 11"

18' - 11"

37' - 11 3/8"

26' - 5 3/4"

29' - 6 1/4"

FC6

FC6

FC6

FC6

FC6

FC6

FC6

10"

10"

10"10"

4' - 1"

4' - 1 1"

26' - 11"

S301

S301

S

S

14' - 0"

43' - 0"

T.O. FTG.

EL. = 38' - 0"

T.O. FTG.

EL. = 36' - 0"

T.O. FTG.

EL. = 34' - 0"

24' - 0" S

T.O. FTG.

EL. = 32' - 6"

T.O. FTG.

EL. = 31' - 0"

CONCRETE APRON

SEE CIVIL

FLAG POLE BY

OTHERS

3 - #4 TIES

@ 3" O.C.

3' - 0"

A

S101

NOTE: COORDINATE WITH CIVIL FOR FINAL LOCATION OF FLAG POLE

CONC. PIER

SECTION "A"

12 - #6 VERTS. W/

#4 TIES @ 1'-0" O.C.

U.O.N.

GRID

GRID

" L

A P

1 1/2" CLR.

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

BID DOCUMENTSOffice of Design and Construction

Services

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

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

18181

GEOTECHNICAL/HAZMAT/

ENVIRONMENTAL:

TERRACON

1900 GARDEN ROAD SUITE 210

MONTEREY, CA 93940

831-574-7013

POINT OF CONTACT

JESS SUTTON

COST ESTIMATING:

OCMI

8851 RESEARCH DRIVE

IRVINE, CA 92618

702-339-9870

POINT OF CONTACT

ALLICIA WARNER

IRRIGATION:

EC DESIGN

400 5TH STREET

WEST DES MOINES, IA 50265

515-225-6365

POINT OF CONTACT

LISA ESSY

Project Director

2026.05.04

BID DOCUMENTS

CONSERVATOR:

ARCHITECTURAL RESOURCES GROUP

PIER 9, THE EMBARCADERO SUITE 107

SAN FRANSISCO, CA 94111

415-421-1680

POINT OF CONTACT

JENNIFER PONT

C U s e rs \J

B u e rm a n n \D o c u m e n ts \1

M

A R

E I S

L A

N D

R

V T jb u e rm a n n S

R X

R

.r v t

/1

/2

:0

:5

P

M

FOOTING & FOUNDATION PLAN

MAY 04, 2025 FY JB

S101

IMHOFF ROAD, VALLEJO, CA 94592

MARE ISLAND NAVAL CEMETERY

962-003

1. VERIFY ALL DIMENSIONS WITH CIVIL DRAWINGS.

2. SEE SHEET S001 FOR GENERAL STRUCTURAL NOTES.

3. FC/S/T# = FOOTING MARK - SEE FOOTING SCHEDULE ON THIS SHEET.

4. = STEPPED FOOTING LOCATION - S.D. 1/S301.

5. ALL REINFORCING STEEL SHALL BE EPOXY COATED.

SHEET NOTES:

S

1/16" = 1'-0"

FOOTING & FOUNDATION PLAN

T.O. EXT. FOOTING EL. = 31' (CIVIL GRADING REF) @ GRID 1

Schedule - Footings

MARK WIDTH DEPTH

REINFORCING

COMMENTS

TRANSVERSE LONGITUDINAL

FC6 6'-0" CONT. 1'-4" #6 @ 1'-0" O.C. #5 @ 1'-0" O.C. T&B

FOOTING SCHEDULE NOTES:

1. T&B DESIGNATES REINFORCING STEEL TO BE AT TOP & BOTTOM OF FOOTING.

2. ALL REINFORCING STEEL SHALL BE EPOXY COATED.

0 16' 32'8'

1/2" = 1'-0"

FLAG POLE FOUNDATION

T.O. FTG. EL. = 34' (CIVIL GRADING REF) @ GRID 2

Revisions: Date:

T.O. WALL

(VARIES)

EL. = SEE CIVIL

T.O. GRADE

EL. = SEE CIVIL

T.O. GRADE

EL. = SEE CIVIL

T.O. WALL

(VARIES)

EL. = SEE CIVIL

3" CLR. - TYP.

SIZE & REINF.

SEE PLAN FOR

NOTE:

EXTEND ALL REINFORCING THRU CORNER - LAP & TIE.

NOTE:

IF WALL SURFACE IS SOIL LOADED EXTEND HORIZONTAL BARS TO OPPOSITE FACE & PROVIDE STANDARD HOOK.

SIZE & REINF.

SEE PLAN FOR

3 - #4 VERT. W/ DWL.

TO MATCH @ FOOTING.

CORNER BARS TO

MATCH SIZE &

SPACING OF HORIZ.

WALL REINF.

S E

E S

C H

E D

LA

P

S P

LI

C

E D

1 1/2" CLR. - TYP.

SIZE & REINF.

SEE PLAN FOR

CORNER BARS

TO MATCH SIZE

& SPACING OF

HORIZ. WALL

REINF.

1 1/2" CLR. - U.O.N.

SIZE & REINF.

SEE PLAN FOR

VERT. W/ DWL. TO

MATCH @ FOOTING.

CORNER BARS TO

MATCH SIZE &

SPACING OF HORIZ.

WALL REINF.

1 1/2" CLR. - U.O.N.

S E

E S

C H

E D

LA

P

S P

LI

C

E

S E

E S

C H

E D

LA

P

S P

LI

C

E

NOTE:

CONST. JOINT SHOWN MAY BE OMITTED @ CONTRACTOR'S OPTION.

SIZE & REINF.

SEE PLAN FOR

2" x 4" x 6" LONG.

VERT. KEYWAY

EVENLY SPACED

BETWEEN HORIZ.

REINF. SPACING

DWL. W/ STANDARD

HOOK TO MATCH

SIZE & SPACING OF

HORIZ. REINFORCING

2" CLR. - TYP.

S E

E S

C H

E D

LA

P

S P

LI

C

E

2" x 6" x 6" LONG.

VERT. KEYWAY

EVENLY SPACED

BETWEEN HORIZ.

REINF. SPACING

DWL. W/ STANDARD

HOOK TO MATCH

SIZE & SPACING OF

HORIZ. REINFORCING

SIZE & REINF.

SEE PLAN FOR

2" CLR. - TYP.

S E

E S

C H

E D

LA

P

S P

LI

C

E

NOTE:

JOINT MAXIMUM SPACING 40'-0". SPACING MAY BE INCREASED TO 80'-0"

IF WALL IS BACKFILLED INTERIOR SIDE FOR FULL HEIGHT OR 120'-0" IF

WALL IS BACKFILLED ON BOTH SIDES FOR FULL HEIGHT.

1"

1/2"

S

IZ

E

R E

IN

F

S E

E P

LA

N

F O

R

1 1/2"

6" 6"

SEE SCHED.

LAP SPLICE3" CLR.VERT. CAULK JOIST @

EACH FACE

2" x 6" x 6" LONG. VERT. KEYWAY (2" x 4" x 6" @ 8" WALL) EVENLY

SPACED BETWEEN HORIZ. REINF.

SPACING. KEYWAY CONT. WHERE

WATERSTOP IS REQUIRED

VERT. CAULK

VERT. ROD STOCK

WATERSTOP

WHERE

REQUIRED

#6 @ 12" O.C. VERT.

EACH FACE

#5 @ 1'-0" O.C. HORIZ.

EACH FACE

SEE PLAN FOR

FOOTING SIZE,

REINF. & ELEV.

DWL. TO MATCH

EACH VERT.

3" CLR. - TYP.

2' - 0" 10" 3' - 2"

1 1/2" CLR.

2" CLR.

#6 @ 12" O.C. TOP &

BOT.

NOTE:

PROVIDE 12" GRAVEL LAYER BEHIND WALLS PER GEOTECHNICAL REPORT

DRAIN TILE

#6 @ 12" O.C. VERT.

#6 @ 12" O.C. VERT.

SEE PLAN FOR

FOOTING SIZE,

REINF. & ELEV.

DWL. TO MATCH

EACH VERT.

3" CLR. - TYP.

2' - 8" 10" 2' - 6"

1 1/2" CLR.

2" CLR.

#6 @ 12" O.C. TOP &

BOT.

EX. GRADE

#5 @ 12" O.C. HORIZ.

EACH FACE

#5 @ 12" O.C. CONT.

TOP & BOT.

NOTE:

PROVIDE 12" GRAVEL LAYER BEHIND WALLS PER GEOTECHNICAL REPORT

DRAIN TILE

2a U.O.N.

a

SEE PLAN

3" CLR. - TYP.

DEPTH 1'-0" MIN.

EQUAL TO FTG.

2a U.O.N.

NOTES:

1. SEE PLAN FOR FOOTING SIZE AND REINFORCING.

2. SLOPED OR STEPPED FOOTINGS SHALL BE CAST AS A UNIT.

3. STEPPED FOOTING LINES SHOWN ON PLAN ARE @ BOTTOM OF FOOTING.

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

BID DOCUMENTSOffice of Design and Construction

Services

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

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

18181

GEOTECHNICAL/HAZMAT/

ENVIRONMENTAL:

TERRACON

1900 GARDEN ROAD SUITE 210

MONTEREY, CA 93940

831-574-7013

POINT OF CONTACT

JESS SUTTON

COST ESTIMATING:

OCMI

8851 RESEARCH DRIVE

IRVINE, CA 92618

702-339-9870

POINT OF CONTACT

ALLICIA WARNER

IRRIGATION:

EC DESIGN

400 5TH STREET

WEST DES MOINES, IA 50265

515-225-6365

POINT OF CONTACT

LISA ESSY

Project Director

2026.05.04

BID DOCUMENTS

CONSERVATOR:

ARCHITECTURAL RESOURCES GROUP

PIER 9, THE EMBARCADERO SUITE 107

SAN FRANSISCO, CA 94111

415-421-1680

POINT OF CONTACT

JENNIFER PONT

C U s e rs \J

B u e rm a n n \D o c u m e n ts \1

M

A R

E I S

L A

N D

R

V T jb u e rm a n n S

R X

R

.r v t

/1

/2

:0

:5

P

M

FOOTING & FOUNDATION DETAILS

MAY 04, 2025 FY JB

S301

IMHOFF ROAD, VALLEJO, CA 94592

MARE ISLAND NAVAL CEMETERY

962-003

1/2" = 1'-0"S301

1 FOOTING CORNER REINF. DETAIL

1/2" = 1'-0"S301

2 WALL CORNER REINF. DETAIL

1/2" = 1'-0"S301

3 WALL INTERSECTION DETAIL

1/2" = 1'-0"S301

4 WALL CONSTRUCTION JOINT DETAIL

1/2" = 1'-0"S301

5 RETAINING WALL DETAIL

1/2" = 1'-0"S301

6 RETAINING WALL DETAIL

1/2" = 1'-0"S301

7 STEPPED FOOTING DETAIL

Revisions: Date: