4_-_MNWR__100__Drawings__Foundation.pdf

ABBREVIATIONS

ADDL. ADDITIONAL

AGGR. AGGREGATE

ALT. ALTERNATE

A.B. ANCHOR BOLT

ANC. ANCHOR

APPROX. APPROXIMATE

ARCH. ARCHITECTURAL

ASS'Y ASSEMBLY

AVG. AVERAGE

BM. BEAM

BRG. BEARING

BEL. BELOW

BETW. BETWEEN

BLK. BLOCK

BLKG. BLOCKING

BOTT. BOTTOM

B.O. BOTTOM OF

B.O.D. BOTTOM OF DECK

B.N. BOUNDARY NAILING

B.S., B/S BOTH SIDES

BLDG. BUILDING

C.B.C. CALIFORNIA BUILDING CODE

CANTL. CANTILEVER

CLG. CEILING

CEN. CENTER

C.L. CENTERLINE

c.c. CENTER TO CENTER

C.G. CENTER OF GRAVITY

CHNL. CHANNEL

CLR. CLEAR

COL. COLUMN

C.P. COMPLETE PENETRATION

CONC. CONCRETE

CONN. CONNECTION

C.J. CONSTRUCTION JOINT

CONTROL JOINT

CONT. CONTINUOUS

CONTR. CONTRACTOR

CONST. CONSTRUCTION

C/S COUNTERSINK

D.L. DEAD LOAD

D.B.A. DEFORMED BAR ANCHOR

DET. DETAIL

DIAG. DIAGONAL

DIA. DIAMETER

DIM. DIMENSION

D.O. DITTO

DBL. DOUBLE

DWG. DRAWING

D.J. DOWEL JOINT

D.T. DRAG TRUSS

EA. EACH

E.F. EACH FACE

E.S. EACH SIDE

E.W. EACH WAY

ELEC. ELECTRICAL

EL. ELEVATION

EMBED. EMBEDMENT

ENGR. ENGINEER

EQ. EQUAL

EQUIP. EQUIPMENT

EXCAV. EXCAVATION

(E) EXISTING

EXP. EXPANSION

E.J. EXPANSION JOINT

EXT. EXTERIOR

FAB. FABRICATION

F.O. FACE OF

F.O.C. FACE OF CONCRETE

F.O.S. FACE OF STUD

FT. FEET

FIG. FIGURE

FIN. FINISH

F.F. FINISHED FLOOR

FLR. FLOOR

F.D. FLOOR DRAIN

FTG. FOOTING

FDN. FOUNDATION

FRMG. FRAMING

GA. GAUGE

GALV. GALVANIZED

GR. GRADE

GB GRADE BEAM

GRND. GROUND

HGR. HANGER

H.S.A. HEADED STUD ANCHOR

HDR. HEADER

HT. HEIGHT

H.S.B. HIGH STRENGTH BOLT

HSS HOLLOW STRUCTURAL SECTION

HORIZ. HORIZONTAL

HORIZONTAL REINF.

I.B.C. INTERNATIONAL BUILDING CODE

IN. INCHES

INCL'D INCLUDED

INFO. INFORMATION

I.D. INSIDE DIAMETER

INT. INTERIOR

I.J. ISOLATION JOINT

JT. JOINT

JST. JOIST

LBS. POUNDS

LT. LIGHT

L.L. LIVE LOAD

LG. LONG

L.L.H. LONG LEG HORIZONTAL

L.L.V. LONG LEG VERTICAL

L.V.L. LAMINATED VENEER LUMBER

M.B. MACHINE BOLT

M.I.W. MALLEABLE IRON WASHER

MFR. MANUFACTURER

MK MARK

MAX. MAXIMUM

M.D. MID DEPTH

MECH. MECHANICAL

MTL. METAL

MIN. MINIMUM

MISC. MISCELLANEOUS

N.F. NEAR FACE

N.S. NEAR SIDE

(N) NEW

NOM. NOMINAL

N.I.C. NOT IN CONTRACT

NTS NOT TO SCALE

# NUMBER OR POUNDS

O.C. ON CENTER

OPNG. OPENING

OPP. OPPOSITE

O.H. OPPOSITE HAND

O.D. OUTSIDE DIAMETER

PR. PAIR

PTN. PARTITION

PSL PARALLEL STRAND LUNBER

PARL. PARALLEL

PEN. PENETRATION

PERP. PERPENDICULAR

PL. PLATE

pcf POUNDS PER CUBIC FOOT psf POUNDS PER SQUARE FOOT psi POUNDS PER SQUARE INCH

P.A.F. POWDERED ACTUATED FASTENER

P.D.F. POWDER DRIVER FASTENER

PREFAB. PRE-FABRICATED

P.J.F. PREMOLDED JOINT FILLER

PROJ. PROJECT

P.T. PRESSURE TREATED

RAD. RADIUS

REF. REFERENCE

REINF. REINFORCEMENT

R.C. REINFORCED CONCRETE

REQ'D REQUIRED

REV. REVISION

SCHED. SCHEDULE

SECT. SECTION

STS SELF TAPPNG SCREW

SW SHEAR WALL

SHT. SHEET

SHTG. SHEATHING

SIM. SIMILAR

S.J. SLAB JOINT

S.O.G. SLAB ON GRADE

S.B. SOLID BLOCK

SPECS. SPECIFICATIONS

SQ. SQUARE

s.f. SQUARE FEET

STAGG. STAGGERED

STD. STANDARD

STFNR. STIFFENER

STRUCT. STRUCTURAL

SYM. SYMMETRICAL

THRD. THREADED

THRU THROUGH

T.N. TOE NAIL

TOL. TOLERANCE

T&B TOP AND BOTTOM

T.O. TOP OF

T.O.B. TOP OF BEAM

T.O.C. TOP OF CONCRETE

T.O.F. TOP OF FOOTING

T.O.P. TOP OF PLATE

T.O.S. TOP OF STEEL

T.O.W. TOP OF WALL

TS TUBE STEEL

TYP. TYPICAL

U.N.O. UNLESS NOTED OTHERWISE

V.I.F. VERIFY IN FIELD

VERT. VERTICAL

WT. WEIGHT

W.S. WELDED STUD OR WOOD SCREW

WWF WELDED WIRE FABRIC

WWM WELDED WIRE MESH

WF WIDE FLANGE

w/ WITH w/O WITHOUT

WP WORK POINT

PERF. PERFORATED

DRAWN CHECKED

DATE DRAWING NO.

DESIGNEDSERVEYED

PROGRAMMATIC REVIEW

SUBMITTED BY REGIONAL ENGINEER

CERTIFIED 10 CFR 435 COMPLIANCE

(ENERGY)

REVIEWED FOR ADA COMPLIANCE

REVIEWED FOR ENVIRONMENTAL

COMPLIANCE

REVIEWED FOR SAFETY COMPLIANCE

SUBMITTED BY PROJECT MANAGER

UNITED STATES DEPARTMENT OF THE INTERIOR

STATEFIELDSTATTIONCOUNTYFIELDSTATTION

OFSHEET

VERIFY SCALE

THIS BAR IS ONE INCH

ON ORIGINAL DRAWING

ADJUST SCALES

ACCORDINGLY, IF NOT

ONE INCH ON THIS

SHEET

0" 1"

VME BAM

05/24/2021 G000

VME

FISH AND WILDLIFE SERVICE

REGIONS 1, 7 & 8 OFFICE OF ENGINEERING

PORTLAND, OREGON

MODOC

MODOC METAL BUILDING

5364 COUNTY ROAD 115

ALTURAS, CA 96101

SUBSETSHTNO

1 4

PROJECT

LOCATION

S001 GENERAL NOTES

S002 GENERAL FOUNDATION DETAILS

S101 FOUNDATION PLAN

SHEET INDEX

PROJECT INFORMATION

GENERAL NOTES

OWNER

UNITED STATES DEPARTMENT OF THE INTERIOR

FISH AND WILDLIFE SERVICE

REGIONS 1,7 & 8 OFFICE OF ENGINEERING

PORTLAND, OREGON

P: (503) 231-2396

E: ZACH_SPRUELL@FWS.GOV

1. THE CONTRACT DOCUMENTS ARE COMPLEMENTARY AND WHAT IS REQUIRED BY ANY ONE SHALL BE AS BINDING AS IF REQUIRED BY ALL. THE INTENTIONS OF THE DOCUMENTS IS TO INCLUDE ALL LABOR, MATERIALS, EQUIPMENT AND OTHER ITEMS AS NECESSARY FOR THE PROPER EXECUTION AND COMPLETION OF THE WORK. CONTRACTOR IS TO VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS AND IS TO CONTACT ENGINEER PRIOR TO PROCEEDING WITH WORK IF DISCREPANCIES OR UNANTICIPATED CONDITIONS ARE FOUND.

2. DO NOT SCALE DRAWINGS. ANY QUESTIONS REGARDING DIMENSIONS SHOULD BE DIRECTED TO THE

ENGINEER PRIOR TO PROCEEDING WITH THE WORK.

3. NOTES REPRESENT ITEMS OF WORK TO BE ACCOMPLISHED AT EACH LOCATION OF THE ITEM THROUGHOUT

THE SITE, BUILDING OR PROJECT LIMITS.

4. BEFORE SUBMITTING A BID: EACH BIDDER SHALL CAREFULLY EXAMINE THE DRAWINGS, READ THE SPECIFICATIONS AND ALL OTHER PROPOSED CONTRACT DOCUMENTS AND VISIT THE SITE OF THE WORK.

EACH BIDDER SHALL FULLY INFORM HIM/HERSELF PRIOR TO BIDDING AS TO ALL EXISTING CONDITIONS AND LIMITATIONS UNDER WHICH THE WORK IS TO BE PERFORMED AND HE SHALL INCLUDE IN HIS BID A SUM TO COVER ALL COSTS OF ALL ITEMS NECESSARY TO PERFORM THE WORK AS SET FORTH IN THE PROPOSED CONTRACT DOCUMENTS. NO ALLOWANCE WILL BE MADE TO ANY BIDDER BECAUSE OF LACK OF SUCH EXAMINATION OR KNOWLEDGE. THE SUBMISSION OF A BID WILL BE CONSTRUED AS CONCLUSIVE EVIDENCE

THAT THE BIDDER HAS MADE SUCH EXAMINATION.

5. THE CONTRACTOR SHALL CAREFULLY STUDY AND COMPARE THE CONTRACT DOCUMENTS WITH EACH OTHER, WITH INFORMATION FURNISHED BY THE OWNER, WITH EXISTING CONDITIONS AND SHALL AT ONCE REPORT TO

THE ENGINEER ERRORS, INCONSISTENCIES, OR OMISSIONS DISCOVERED.

6. ALL WORK PERFORMED UNDER THIS CONTRACT SHALL COMPLY WITH THE CURRENT EDITION OF THE CALIFORNIA BUILDING CODE, UNIFORM PLUMBING CODE, CALIFORNIA ELECTRICAL CODE AND OTHER RELATED LOCAL CODES, ORDINANCES AND STATE STATUTES.

7. COORDINATION: COORDINATE VARIOUS CONSTRUCTION ACTIVITIES TO ASSURE EFFICIENT AND ORDERLY INSTALLATION OF EACH PART OF THE WORK. COORDINATE CONSTRUCTION OPERATIONS THAT ARE

DEPENDENT UPON EACH OTHER FOR PROPER INSTALLATION, CONNECTION AND OPERATION.

8. INSPECTION OF CONDITIONS: THE INSTALLER OF EACH COMPONENT SHALL INSPECT THE SUBSTRATE AND CONDITIONS UNDER WHICH WORK IS TO BE PERFORMED. DO NOT PROCEED UNTIL UNSATISFACTORY

CONDITIONS HAVE BEEN CORRECTED.

9. MANUFACTURER'S INSTRUCTIONS: COMPLY WITH MANUFACTURER'S INSTALLATION INSTRUCTIONS AND RECOMMENDATIONS, TO THE EXTENT THAT THEY ARE MORE STRINGENT THAN REQUIREMENTS CONTAINED IN

THE CONTRACT DOCUMENTS.

10. INSPECT MATERIAL AND EQUIPMENT IMMEDIATELY UPON DELIVERY AND AGAIN PRIOR TO INSTALLATION.

REJECT DAMAGED AND DEFECTIVE ITEMS.

11. PROVIDE ATTACHMENT AND CONNECTION DEVICES AND METHODS NECESSARY FOR SECURING WORK. SECURE

EACH WORK TRUE TO LINE AND LEVEL.

12. INSTALL EACH COMPONENT DURING WEATHER CONDITIONS AND PROJECT STATUS THAT WILL ENSURE THE BEST RESULTS. ISOLATE EACH PART FROM INCOMPATIBLE MATERIAL AS NECESSARY TO PREVENT

DETERIORATION.

13. CLEANING AND PROTECTION DURING HANDLING AND INSTALLATION: CLEAN AND PROTECT CONSTRUCTION IN PROGRESS AND ADJOINING MATERIALS IN PLACE. APPLY PROTECTIVE COVERING WHERE REQUIRED TO INSURE PROTECTION FROM DAMAGE OR DETERIORATION. CLEAN AND MAINTAIN COMPLETED CONSTRUCTION

AS OFTEN AS NECESSARY THROUGH THE CONSTRUCTION PERIOD.

14. LIMITING EXPOSURES: SUPERVISE CONSTRUCTION ACTIVITIES TO ENSURE THAT NO PART OF CONSTRUCTION, EXISTING, COMPLETED OR IN PROGRESS, IS SUBJECT TO HARMFUL OR DELETERIOUS EXPOSURE. SUCH

EXPOSURES INCLUDE:

· EXCESSIVE STATIC OR DYNAMIC LOADING

· EXCESSIVE WEATHERING

· EXCESSIVE HIGH OR LOW TEMPERATURES OR HUMIDITY

· AIR CONTAMINATION OR POLLUTION

· WATER OR ICE

· CHEMICALS OR SOLVENTS

· HEAVY TRAFFIC, SOILING, STAINING OR CORROSION

· UNUSUAL WEAR OR OTHER MISUSE

· CONTACT BETWEEN INCOMPATIBLE MATERIALS

· THEFT OR VANDALISM

15. APPLICABILITY OF STANDARDS: EXCEPT WHERE CONTRACT DOCUMENTS INCLUDE MORE STRINGENT REQUIREMENTS, APPLICABLE INDUSTRY STANDARDS HAVE THE SAME FORCE AND EFFECT AS IF BOUND OR COPIED INTO CONTRACT DOCUMENTS. SUCH STANDARDS ARE PART OF THE CONTRACT DOCUMENTS BY REFERENCE. WHERE COMPLIANCE WITH A STANDARD IS REQUIRED, COMPLY WITH STANDARD IN EFFECT AS

OF DATE OF CONTRACT DOCUMENTS.

16. CONFLICTING REQUIREMENTS: WHERE COMPLIANCE WITH TWO OR MORE STANDARDS THAT ESTABLISH DIFFERENT OR CONFLICTING REQUIREMENTS FOR MINIMUM QUANTITIES OR QUALITY LEVELS IS SPECIFIED, THE MOST STRINGENT REQUIREMENT WILL BE ENFORCED. REFER UNCERTAINTIES AS TO WHICH QUALITY LEVEL IS

MORE STRINGENT TO THE ARCHITECT FOR A DECISION BEFORE PROCEEDING.

17. CONTRACTOR RESPONSIBILITIES: PROVIDE INSPECTIONS AND TESTS SPECIFIED OR REQUIRED BY GOVERNING

AUTHORITIES, FOR YOUR PART OF THE WORK.

18. SOURCE LIMITATIONS: TO THE FULLEST EXTENT POSSIBLE, PROVIDE PRODUCTS OF THE SAME KIND, FROM A

SINGLE SOURCE.

STRUCTURAL

McELHANEY STRUCTURAL ENGINEERS, LLC

290 BRINKBY AVE. #205

RENO, NV 89509

P: (775) 853-5525 F: (775) 297-0739 E: Brett@mcelhaneystructural.com

STRUCTURAL

PROJECT TEAM

GENERAL

SCOPE OF WORK

VICINITY MAP

PRE-ENGINEERED METAL BUILDING FOUNDATION

G000 TITLE SHEET

MODOC METAL BUILDING FOUNDATION

REV. DATE DESCRIPTION BY

zspruell Text Box

BELOW GRADE BUILDING FOUNDATION SYSTEM TO BE CONSTRUCTED UNDER THIS CONTRACT.

zspruell Text Box 8R-CA-10000-X-121 - Page 1.0

DIVISION 01

GENERAL REQUIREMENTS

1. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO STARTING

CONSTRUCTION. THE ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES.

2. DO NOT SCALE THE DRAWINGS FOR WORKING DIMENSIONS.

3. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL

DETAILS. TYPICAL DETAILS SHALL APPLY TO THE PROJECT DRAWINGS EXCEPT WHEN SPECIFIC DETAILS

ARE SHOWN WHICH SHALL TAKE PRECEDENCE.

4. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE FOLLOWING CODE: THE 2018 CALIFORNIA BUILDING CODE (CBC), ANY OTHER REGULATING AGENCIES WHICH HAVE AUTHORITY OVER

ANY PORTION OF THE WORK, AND THE CODES AND STANDARDS LISTED IN THESE NOTES AND

SPECIFICATIONS.

5. SEE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING:

a. SIZE AND LOCATION OF WINDOW AND DOOR OPENINGS.

b. SIZE AND LOCATION OF CONCRETE CURBS, FLOOR DRAINS, AND DEPRESSED AREAS.

c. SIZE AND LOCATION OF FLOOR AND ROOF OPENINGS, EXCEPT AS SHOWN.

d. SIZE AND LOCATION OF INTERIOR AND EXTERIOR NON-BEARING PARTITIONS.

6. SEE MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS FOR THE FOLLOWING:

a. ELECTRICAL CONDUIT RUNS, BOXES, OUTLETS IN WALLS, AND SIZE AND LOCATION OF

EQUIPMENT BASES.

b. PIPE RUNS, SLEEVES, HANGERS, TRENCHES, AND OPENINGS.

c. CONCRETE INSERTS OR FIXTURES.

7. CONTRACTOR SHALL INVESTIGATE SITE DURING CLEARING AND EARTH WORK OPERATIONS FOR FILLED EXCAVATIONS OR BURIED STRUCTURES SUCH AS CESSPOOLS, CISTERNS, FOUNDATIONS, ETC. IF ANY

SUCH STRUCTURES ARE FOUND, NOTIFY STRUCTURAL ENGINEER IMMEDIATELY.

8. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE.

THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL

MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES

SHALL INCLUDE, BUT NOT BE LIMITED TO, BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT

INCLUDE INSPECTION OF THE ABOVE ITEMS.

9. OPENINGS, POCKETS, ETC. LARGER THAN 6 INCHES SHALL NOT BE PLACED IN SLABS, DECKS, BEAMS, JOISTS, COLUMNS, WALLS, ETC. UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS.

NOTIFY THE STRUCTURAL ENGINEER WHEN DRAWINGS BY OTHERS SHOW OPENINGS, POCKETS, ETC.

NOT SHOWN ON THE STRUCTURAL DRAWINGS, BUT WHICH ARE LOCATED IN STRUCTURAL MEMBERS.

10. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED FLOORS OR ROOF. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING AND/OR

BRACING WHERE STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH.

11. SHOP DRAWINGS SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW SHALL CONSIST OF THE

NUMBER OF SETS TO BE RETURNED PLUS ONE. SHOP DRAWING SUBMITTALS SHALL BE BOUND

COPIES.

12. ADHESIVE ANCHORS SHALL BE SIMPSON SET-XP EPOXY PER ICC ESR-2508 WITH ASTM A-36 THREADED ROD OR APPROVED EQUAL, U.N.O. EXPANSION ANCHORS SHALL BE SIMPSON STRONG-BOLT CARBON STEEL PER ICC ESR-1771, U.N.O. ADHESIVE OR EXPANSION ANCHORS SHALL NOT BE INSTALLED UNTIL

MASONRY OR CONCRETE HAS CURED TO DESIGN STRENGTH.

13. DESIGN LOADS:

PER METAL BUILDING MFR.

WIND DESIGN DATA:

1. ULTIMATE DESIGN WIND SPEED = 97 mph (3-SECOND GUST)

2. RISK CATEGORY II

3. WIND EXPOSURE C

4. INTERNAL PRESSURE COEFFICIENT = 0.18

EARTHQUAKE DESIGN DATA:

1. RISK CATEGORY II

2. Ie = 1.00

3. Ss = 0.545g, S1 = 0.216g

4. SITE CLASS: D

5. Sds = 0.495g, Sd1 = 0.311g

6. SEISMIC DESIGN CATEGORY: D

7. BASIC SEISMIC-FORCE-RESISTING SYSTEM(S):

= PER METAL BUILDING MFR.

8. DESIGN BASE SHEAR = PER METAL BUILDING MFR.

9. RESPONSE MODIFICATION COEFFICIENT(S), PER METAL BUILDING MFR.

10. ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE

DIVISION 01

SUMMARY OF WORK

1. IT SHALL BE THE CONTRACTOR'S DIRECT RESPONSIBILITY TO COMPLY WITH TYPICAL DETAILS AND GENERAL NOTES AS DELINEATED OR DEFINED ON THE TYPICAL DETAIL DRAWINGS OF THESE CONTRACT DOCUMENTS REGARDLESS OF SPECIFIC FLAGGING OR REFERENCE TO APPLICABLE NOTE OR DETAIL.

2. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE WITH ALL TRADES REGARDING

UTILITIES PASSING THROUGH AND UNDER FOOTINGS. STRUCTURAL REQUIREMENTS FOR THESE

CONDITIONS ARE DELINEATED IN TYPICAL DETAILS.

3. TOP OF FOOTING ELEVATIONS NOTED ARE MINIMUM. SEE NOTE 2 FOR ADDITIONAL REQUIREMENTS.

4. CONTRACTOR SHALL VERIFY AND COORDINATE ALL LOCATIONS AND SIZES OF OPENINGS IN SLABS, SLAB

DEPRESSIONS, AND CURBS FOR ALL RELATED CONSTRUCTION PRIOR TO FLOOR LAYOUT OR

CONSTRUCTION. CONTRACTOR SHALL THEN USE APPROPRIATE DETAIL(S) OR WALL SECTION FOR EACH

APPLICABLE CONDITION.

5. CONTRACTOR SHALL VERIFY WITH APPROPRIATE SUB-CONTRACTORS THE EXACT LOCATION, WEIGHT, AND INTENDED METHOD OF ATTACHMENT OF ALL ITEMS TO BE SUSPENDED FROM OR IN ANY WAY ATTACHED

TO ANY ROOF FRAMING OR OTHER STRUCTURAL MEMBER UNLESS SUCH ITEM(S) ARE CLEARLY

ADDRESSED BY THE STRUCTURAL CONSTRUCTION DOCUMENTS. THIS INFORMATION SHALL BE

TRANSMITTED IN WRITING TO THE APPROPRIATE FRAMING MANUFACTURER VIA THE STRUCTURAL

ENGINEER PRIOR TO FINAL DESIGN OR FABRICATION OF STRUCTURAL FRAMING MEMBERS.

6. CONTRACTOR SHALL VERIFY ALL DIMENSIONS WITH ENGINEER PRIOR TO CONSTRUCTION.

7. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS AND NOTIFY THE STRUCTURAL

ENGINEER IN WRITING OF ANY DISCREPANCIES.

8. THE CONTRACTOR AND ALL SUB-CONTRACTORS HE/SHE INTENDS TO USE (INCLUDING AGENTS AND

SUPPLIERS) ARE AWARE OF AND ACKNOWLEDGE THAT CLOSE COORDINATION AMONG ARCHITECTURAL, MECHANICAL, PLUMBING, ELECTRICAL, AND STRUCTURAL DRAWINGS IS REQUIRED FOR THE FOLLOWING:

a. DETERMINATION OF ALL COLUMN LOCATIONS AND SIZES.

b. DETERMINATION OF TOP OF FLOOR, TOP OF STEEL, WALL PLATES, AND TOP OF BEAM ELEVATIONS.

c. VERIFICATION OF ALL DIMENSIONS.

d. VERIFICATION OF ALL TOP OF FOOTINGS.

9. THE CONTRACTOR AND ALL SUB-CONTRACTORS HE/SHE INTENDS TO USE (INCLUDING AGENTS AND SUPPLIERS) SHALL MAKE CONSIDERATION FOR AND INCLUDE MONIES FOR THE ABOVE, IN PREPARATION OF THEIR BIDS. THIS REQUIREMENT SHALL SUPERSEDE ANY CONTAINED IN THE AISC "MANUAL OF STEEL

CONSTRUCTION"

DIVISION 01

FOUNDATION PERFORMANCE REQUIREMENTS

1. FOUNDATION DESIGN BASED ON 2018 IBC TABLE 1806.2, SOIL CLASS 5. FOOTING DESIGN BASED ON ALLOWABLE SOIL BEARING PRESSURE OF 1500 psf DEAD PLUS LIVE LOADS AND 1995 psf TOTAL LOAD

(INCLUDING WIND OR SEISMIC).

2. THE CONTRACTOR SHALL PROVIDE FOR PROPER DE-WATERING OF EXCAVATIONS FROM SURFACE WATER, GROUND WATER, SEEPAGE, ETC.

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

SHORING REQUIRED TO SAFELY AND ADEQUATELY RETAIN THE EARTH BANKS.

4. EXCAVATIONS FOR FOOTINGS SHALL BE APPROVED BY THE SOILS ENGINEER PRIOR TO PLACING THE CONCRETE AND REINFORCING. THE CONTRACTOR SHALL NOTIFY THE SOILS ENGINEER WHEN INSPECTION OF EXCAVATIONS ARE READY. THE SOILS ENGINEER SHALL SUBMIT A LETTER OF COMPLIANCE TO THE

OWNER.

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

BEFORE CONCRETE HAS ATTAINED FULL DESIGN STRENGTH. THE CONTRACTOR SHALL BRACE OR

PROTECT ALL BUILDING PIT WALLS BELOW GRADE FROM LATERAL LOADS UNTIL ATTACHING FLOORS ARE COMPLETELY IN PLACE AND HAVE ATTAINED FULL STRENGTH. THE CONTRACTOR SHALL PROVIDE FRO

DESIGN, PERMITS, AND INSTALLATION OF SUCH BRACING.

6. FOOTINGS SHALL BE PLACED AND ESTIMATED ACCORDING TO DEPTHS SHOWN ON DRAWINGS. SHOULD

SOIL ENCOUNTERED AT THESE DEPTHS NOT BE APPROVED BY THE SOILS ENGINEER, FOOTING

ELEVATIONS OR FOOTING DESIGN WILL BE ALTERED BY CHANGE ORDER.

7. FOOTING BACKFILL AND UTILITY TRENCH BACKFILL WITHIN BUILDING AREA SHALL BE MECHANICALLY COMPACTED IN LAYERS, TO THE APPROVAL OF THE SOILS ENGINEER. FLOODING WILL NOT BE PERMITTED.

8. ALL ABANDONED FOOTINGS, UTILITIES, ETC. THAT INTERFERE WITH NEW CONSTRUCTION SHALL BE

REMOVED.

DIVISION 03

CONCRETE

1. ALL PHASES OF WORK PERTAINING TO THE CONCRETE CONSTRUCTION SHALL CONFORM TO THE "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE", AMERICAN CONCRETE INSTITUTE 318 (ACI

318) AND THE "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS" (ACI 301), LATEST APPROVED ADDITIONS, WITH MODIFICATIONS AS NOTED IN THE DRAWINGS OR SPECIFICATIONS.

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

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

STRUCTURAL ENGINEER. CALCIUM CHLORIDE SHALL NOT BE USED.

a. PROPOSED MIX DESIGNS SHALL BE NO MORE THAN ONE (1) YEAR OLD, AND HAVE AFFIXED

ON EACH SUBMITTED COPY THE ORIGINAL SEAL OF THE REVIEWING ENGINEER. THE REVIEWING

ENGINEER SHALL BE REGISTERED IN THE STATE OF NEVADA.

b. EACH DESIGN MIX SHALL INDICATE THE PROJECT NAME AND ADDRESS. THE CONTRACTOR

SHALL DESIGNATE THE LOCATION OF USE FOR EACH PROPOSED MIX DESIGN.

c. EACH MIX DESIGN SHALL INCLUDE THE SLUMP, BEFORE AND AFTER ADDING PLASTICIZER, AIR

ENTRAINMENT, TYPE OF AGGREGATE, TYPE OF CEMENT, AND ADMIXTURES TO BE USED.

4. SCHEDULE OF STRUCTURAL CONCRETE - 28 DAY STRENGTHS:

LOCATION IN STRUCTURE STRENGTH (psi) TYPE

1) FOOTINGS 3,000* NORMAL WT. 145 ± 5 pcf

2) SLABS 4,000* NORMAL WT. 145 ± 5 pcf

3) GRADE BEAMS 3,000* NORMAL WT. 145 ± 5 pcf

4) OTHER 3,000* NORMAL WT. 145 ± 5 pcf

PROVIDE 6%±1% AIR ENTRAINMENT IN EXTERIOR CONCRETE AND ANY CONCRETE EXPOSED TO FREEZING, U.N.O.

* SEE NOTE 5 BELOW, FOR CONCRETE IN CONTACT WITH SOIL.

5. PORTLAND CEMENT SHALL CONFORM TO ASTM C-150, TYPE II. VERIFY w/ SOILS ENGINEER; USE TYPE V CEMENT w/ MAX. WATER TO CEMENT RATIO 0.45 AND F'c = 4,500 psi FOR CONCRETE IN CONTACT w/ SOIL IF

DIRECTED BY THE SOILS ENGINEER.

a. PANELS: MIN. 5-1/2 SACK CEMENT CONTENT, PLACED AT 3" MAX. SLUMP.

b. SLABS ON GRADE: MIN. 5-1/2 SACK CEMENT CONTENT, PLACED AT 3" MAX. SLUMP.

c. FOOTINGS: MIN. 5-1/4 SACK PER CUBIC YARD CEMENT CONTENT, 4" MAX. SLUMP.

6. MAXIMUM WATER TO CEMENT RATIO SHALL BE AS FOLLOWS:

a. EXTERIOR SLABS AND ALL EXTERIOR CONCRETE: 0.45

b. INTERIOR SLABS: 0.54

7. AGGREGATE FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO ALL REQUIREMENTS AND TEST OF ASTM C-33 AND PROJECT SPECIFICATIONS. EXCEPTIONS MAY BE USED ONLY WITH PERMISSION FROM THE STRUCTURAL ENGINEER. MAXIMUM AGGREGATE SIZE SHALL CONFORM WITH THE FOLLOWING: 1/5 DISTANCE BETWEEN FORMS, 3/4 DISTANCE BETWEEN REINFORCING BARS, AND 1/3 THICKNESS OF SLAB.

8. CONCRETE MIXING OPERATIONS, ETC. SHALL CONFORM TO ASTM C-94.

9. PLACEMENT OF CONCRETE SHALL CONFORM TO ACI 318 REQUIREMENTS AND PROJECT SPECIFICATIONS.

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

10. IF COLUMNS AND WALLS ARE PLACED WITH FLOOR, TWO HOURS MUST ELAPSE BETWEEN THE END OF

COLUMN OR WALL POUR AND THE BEGINNING OF THE FLOOR POUR.

11. CLEAR COVERAGE OF CONCRETE OVER OUTER REINFORCING BARS SHALL BE AS FOLLOWS:

a. CONCRETE CAST AGAINST AND

PERMANENTLY EXPOSED TO EARTH 3"

b. CONCRETE EXPOSED TO WEATHER:

No. 6 THROUGH No. 18 BARS 2" No. 5 BAR, W31 OD D31 WIRE, AND SMALLER 1 1/2"

c. CONCRETE NOT EXPOSED TO WEATHER OR

IN CONTACT WITH GROUND:

No. 14 AND No. 18 BARS 1 1/2" No. 11 BARS AND SMALLER 3/4"

12. ALL REINFORCING BARS, ANCHOR BOLTS, AND OTHER CONCRETE INSERTS SHALL BE SECURED IN THEIR

FINAL POSITION PRIOR TO PLACING CONCRETE.

13. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN CONCRETE BEFORE PLACEMENT. DO NOT CUT ANY REINFORCING WHICH MAY CONFLICT. CORING CONCRETE IS NOT PERMITTED, EXCEPT AS

SHOWN. NOTIFY THE STRUCTURAL ENGINEER IN ADVANCE OF CONDITIONS NOT SHOWN ON THE

DRAWINGS.

14. CONDUITS SHALL NOT BE RUN IN SLABS OR PLACED IN BASE MATERIAL. CONCENTRATED RUNS OF

CONDUITS OR PIPES SHALL BE AVOIDED, EXCEPT WHERE DETAILED OPENINGS ARE PROVIDED.

15. PROJECTING CORNERS OF BEAMS, WALLS, COLUMNS, ETC. SHALL BE FORMED WITH A 1/2" CHAMFER, UNLESS NOTED OTHERWISE ON ARCHITECTURAL DRAWINGS.

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

APPROVED BY THE TILE MANUFACTURER BEFORE USE.

17. SHRINKAGE OF CONCRETE, WHEN TESTED IN ACCORDANCE WITH ASTM C-157, SHALL NOT EXCEED 0.00065 INCHES/INCH FOR HARD ROCK CONCRETE AND 0.00055 INCHES/INCH FOR LIGHT WEIGHT CONCRETE.

18. PLACE AND PROTECT CONCRETE IN COMPLIANCE WITH ACI 305 AND 306, RESPECTIVELY, DURING HOT AND

COLD EXPOSURE CONDITIONS.

DIVISION 03

REINFORCING STEEL

1. ALL REINFORCING STEEL SHALL BE DETAILED AND PLACED IN CONFORMANCE WITH THE "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" (ACI 318, LATEST APPROVED EDITION), AND THE "MANUAL OF STANDARD PRACTICE FOR REINFORCED CONCRETE CONSTRUCTION" (LATEST EDITION), BY THE C.R.S.I.

AND THE W.C.R.S.I., AS MODIFIED BY THE PROJECT DRAWINGS AND SPECIFICATIONS.

2. DEFORMED REINFORCING BARS SHALL BE ASTM A-615 GRADE 60, EXCEPT TIES, STIRRUPS, SLAB DOWELS, AND REINFORCING BARS IN NON-STRUCTURAL CONCRETE SUCH AS, SLABS ON GRADE, WHICH MAY BE GRADE 40, UNLESS NOTED OTHERWISE. USE ASTM A-706 REINFORCING BARS THAT ARE REQUIRED TO BE

WELDED.

3. DEFORMED REINFORCING BARS FOR MOMENT FRAMES SHALL CONFORM TO THE 2012 INTERNATIONAL

BUILDING CODE (IBC), CHAPTER 19.

4. WELDING OF REINFORCING BARS SHALL BE WITH LOW HYDROGEN ELECTRODES IN CONFORMANCE WITH "RECOMMENDED PRACTICES FOR WELDING REINFORCING STEEL", AMERICAN WELDING SOCIETY, AWS-D1.4

(SEE SPECIFICATIONS).

5. ALL REINFORCING BARS BENDS SHALL BE MADE COLD.

6. WELDED WIRE FABRIC (WWF) SHALL CONFORM TO ASTM A-185.

7. MINIMUM LAP OF WELDED WIRE FABRIC SHALL BE 6" OR 1-1/2 FULL MESH, WHICH EVER IS GREATER.

8. REINFORCING SPLICES SHALL BE MADE ONLY WHERE INDICATED ON THE DRAWINGS.

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

OR NUMBER AS THE VERTICAL REINFORCING, RESPECTIVELY.

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

INSPECTION IS PERFORMED.

11. THE CONTRACTOR SHALL PROVIDE FOR AN ALLOWANCE OF TWO TONS OF REINFORCING BARS TO BE

FURNISHED, FABRICATED, AND PLACED DURING PROGRESS OF WORK AS MAY BE DIRECTED BY THE

STRUCTURAL ENGINEER, IN ADDITION TO ALL STEEL INDICATED ON THE DRAWINGS.

12. SEE TYPICAL DETAILS FOR REINFORCEMENT SPLICES IN CONCRETE. SPLICE ALL REINFORCING BARS 2'-6"

MINIMUM, U.N.O.

13. ALL REINFORCING BARS SHALL BE TIED IN PLACE BEFORE CONCRETE OR GROUT.

14. DO NOT SPLICE REINFORCING STEEL IN THE MIDDLE THIRD OF WALLS.

DIVISION 01

SPECIAL INSPECTION AND DEFERRED SUBMITTALS

1. SPECIAL INSPECTIONS SHALL BE IN COMPLIANCE WITH IBC SECTION 1704.

2. AT THE USFWS'S DISCRETION, OPTION AND/OR OPTION B NOTED BELOW WOULD BE NEED:

OPTION A: THE CONTRACTOR SHALL ENGAGE AND SUBCONTRACT WITH A QUAILIFIED TESTING AGENCY TO PERFORM TESTS AND INSPECTIONS AND PROVIDE A QUALITY ASSURANCE AND QUALITY CONTROL PROGRAM QA-QCP AS NOTED IN IBC SECTION 1705, 1706, 1707, AND 1708. THE CONTRACTOR'S TESTING

AGENCY UNDER SUBCONTRACT SHALL WORK WITH THE ENGINEER OF RECORD IN DEVELOPING A

QAULITY ASSURANCE AND QUALITY CONTROL PLAN.

OPTION B: THE OWNER (USFWS) SHALL CONTRACT WITH A QUALIFIED TESTING AGENCY TO PERFORM TESTS AND INSPECTIONS AND PROVIDE QUALITY ASSURANCE AND QUALITY CONTROL PROGRAM QA- QCP AS NOTEDIBC SECTION 1705, 1706, 1707, AND 1708. THE TESING AGENCY SHALL WORK WITH THE

ENGINEER OF RECORD IN DEVELOPING A QAULITY ASSURANCE AND QUALITY CONTROL PLAN

3. THE USFWS WOULD ELECT TO EITHER CHOOSE OPTIONA, OPTION B OR BOTH IN COMBINATION.

4. STATEMENT OF SPECIAL INSPECTION PER IBC SECTION 1705.

4. STRUCTURAL OBSERVATIONS. THE OWNER (USFWS) SHALL EMPLOY THE ENGINEER OR ARCHITECT RESPONSIBLE FOR THIS STRUCTURAL DESIGN, OR ANOTHER ENGINEER OR ARCHITECT DESIGNATED BY THE ENGINEER OR ARCHITECT RESPONSIBLE FOR THE STRUCTURAL DESIGN, TO PERFORM STRUCTURAL OBSERVATION AS DEFINED IN SECTION 202. THE USFWS WILL EITHER REQUEST THE CONSTRUCTION

CONTRACTOR ENGAGE AND SUBCONTRACT WITH A STRUCTURAL OBSERVER OR THE USFWS WILL

CONTRACT WITH A STRUCTURAL OBSERVER. OBSERVED DEFICIENCIES SHALL BE REPORTED IN WRITING TO THE OWNER'S (USFWS) REPRESENTATIVE, SPECIAL INSPECTOR, CONTRACTOR & THE BUILDING OFFICIAL. THE STRUCTURAL OBSERVER SHALL SUBMIT TO THE BUILDING OFFICIAL A WRITTEN STATEMENT THAT THE SITE VISITS HAVE BEEN MADE & IDENTIFYING ANY REPORTED DEFICIENCIES THAT, TO THE BEST

OF THE STRUCTURAL OBSERVER'S KNOWLEDGE, HAVE NOT BEEN RESOLVED. STRUCTURAL

OBSERVATIONS SHALL BE PERFORMED AT THE FOLLOWING STAGES OF CONSTRUCTION PRIOR TO

PLACEMENT OF CONCRETE:

a. N/A STRUCTURAL OBSERVATION DOES NOT WAIVE NOR REPLACE RESPONSIBILITY FOR THE INSPECTIONS REQUIRED OF THE BUILDING INSPECTOR OR THE DEPUTY INSPECTOR. STRUCTURAL OBSERVATION IS NOT

INSPECTION. IT IS FAMILIARIZATION WITH THE PROGRESS AND QUALITY OF THE WORK AND

CLARIFICATION OF THE DOCUMENTS AND GENERAL CONFORMANCE TO DESIGN INTENT. SEE "INSPECTION NOTES" FOR INSPECTION CRITERIA AND NOTE THAT CONTINUOUS SPECIAL INSPECTION PERFORMED BY A QUALIFIED DEPUTY IS REQUIRED FOR ALL PRIMARY STRUCTURAL ELEMENTS, ETC. THE CONTRACTOR AND INSPECTOR WILL ASSURE THAT CERTIFIED RECORD OF CONTINUOUS SPECIAL INSPECTION OF THE WORK TO BE OBSERVED IS MADE AVAILABLE TO THE OBSERVER BEFORE REQUESTING OBSERVATION.

THE STRUCTURAL OBSERVER SHALL PERFORM SITE VISITS AT THOSE STEPS IN THE PROGRESS OF THE

WORK THAT ALLOW FOR CORRECTION OF DEFICIENCIES WITHOUT SUBSTANTIAL EFFORT OR

UNCOVERING OF THE WORK INVOLVED.

5. DEFERRED SUBMITTALS. THE FOLLOWING DEFERRED SUBMITTALS SHALL FIRST BE SUBMITTED TO THE

PROJECT ENGINEER OF RECORD/ARCHITECT FOR REVIEW AND COORDINATION. FOLLOWING THE

COMPLETION OF THE REVIEW AND COORDINATION BY THE ENGINEER OF RECORD/ARCHITECT, A

SUBMITTAL WOULD THEN BE MADE TO THE CITY BUILDING DEPARTMENT FOR REVIEW AND APPROVAL. THE SUBMITTAL WILL INCLUDE A LETTER STATING THAT THIS REVIEW AND COORDINATION IS COMPLETED AND

PLANS AND CALCULATIONS FOR THE DEFERRED ITEMS ARE FOUND TO BE ACCEPTABLE WITH NO

EXCEPTIONS.

a. N/A

CONTINUOUS PERIODIC

CONCRETE

1. INSPECTION OF REINFORCING STEEL, INCLUDING PLACEMENT. X-

2. INSPECT BOLTS TO BE INSTALLED IN CONCRETE PRIOR TO AND DURING

PLACEMENT OF CONCRETE WHERE ALLOWABLE LOADS HAVE BEEN

INCREASED.

-X

3. VERIFY USE OF REQUIRED DESIGN MIX. X-

4. AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS FOR

STRENGTH TEST, SLUMP AND IR CONTENT TESTS, AND DETERMINE THE

TEMPERATURE OF THE CONCRETE. -X

5. INSPECTION OF CONCRETE PLACEMENT FOR PROPER APPLICATION

TECHNIQUES.

-X

6. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE

AND TECHNIQUES.

X-

7. INSPECT FORMWORK FOR SHAPE, LOCATION, AND THE DIMENSIONS

OF THE CONCRETE MEMBER BEING FORMED.

X-

FOUNDATION LEGEND

CFX.X

EDGE OF SLAB

CONT. FOOTING

SEE SCHEDULE FOR SIZE & REINFORCEMENT

CFX.X

CONT. FOOTING

SEE SCHEDULE FOR SIZE & REINFORCEMENT

FX.X PAD FOOTING,

SEE SCHEDULE FOR SIZE & REINFORCEMENT

T.O. FOOTING ELEVATION (B.F.F.), IF PROVIDED-2'-0"

DRAWN CHECKED DATE DRAWING NO.DESIGNED

OFSHEET

VERIFY SCALE

THIS BAR IS ONE INCH

ON ORIGINAL DRAWING

ADJUST SCALES

ACCORDINGLY, IF NOT

ONE INCH ON THIS

SHEET

0" 1"

VME BAM 05/24/2021

S001

VME

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GENERAL NOTES

5364 COUNTY ROAD 115

ALTURAS, CA 96101

SUBSETSHTNO

2 4

MODOC METAL BUILDING

REV. DATE DESCRIPTION BY

1 7/30/21 PLAN REVIEW XX

zspruell

8R-CA-10000-X-121 - Page 2.0

P E

R L

O C

A L C

O D

E

M

IN

M

IN

FINISH GRADE

FOOTING, PER PLAN

(MAY VARY)

FIRM, UNDISTURBED

NATIVE SOIL

REFERENCE FOUNDATION

NOTES ON SHEET S001 FOR ALL SOIL

AND FOUNDATION REQUIREMENTS

SLOPE AWAY

FROM BUILDING

FOOTING, PER PLAN

(MAY VARY)

CONTRACTOR SHALL LOCATE

BOTTOM OF FOOTING ELEVATION

TO AVOID SURCHARGING

EXISTING SUBGRADE UTILITIES

FINISH GRADE

BOTTOM OF FOOTING ELEVATION

EXISTING UTILITY, SEE CIVIL

DRAWINGS FOR SIZE AND

LOCATION

10'-0" MIN.

1' - 6" MIN.

EXCAVATION

TRENCH

SEE GENERAL NOTES AND SOILS REPORT,

FOR BACKFILL REQUIREMENTS, TYP.

FINISH GRADE

FOOTING, PER PLAN

(MAY VARY)

BOTTOM OF TRENCH

EXCAVATION SHALL NOT

EXTEND BELOW THIS LINE

NOTE:

THE CONTRACTOR SHALL COORDINATE ALL

EXCAVATION OPERATIONS WITH BUILDING

FOUNDATION REQUIREMENTS.

D d d

D

D

4" M

IN.

6d

90° STD. HOOK 180° STD. HOOK 135° STD. HOOK MAX. OFFSET BEND

PRINCIPAL REINFORCING

STIRRUPS AND TIES

NOTES:

1. ALL BENDS SHALL BE MADE COLD.

2. #14 AND #18 BARS SHALL BE BEND TESTED

AND LAB APPROVED PRIOR TO BENDING.

D = 6d FOR #3 TO #8 D = 8d FOR #9 TO #11 D = 10d FOR #14 AND #18

MIN. D = 1 1/2" FOR #3

MIN. D = 2" FOR #4

MIN. D = 2 1/2" FOR #5

MIN. D = 4 1/2" FOR #6

MIN. D = 5 1/4" FOR #7

MIN. D = 6" FOR #8

d

4" MIN.

6d

D

M

IN

d4" MIN.

6d

D = 6 BAR DIA. FOR #3 TO #8

D = 8 BAR DIA. FOR #9 TO #11

STANDARD HOOKS

BAR OFFSET

TIES AND STIRRUPS

4" M

IN

.6d

D D

M

IN

d

6" MIN.

12d

4" M

IN

.6d d

D

135°

90° 90°

135°

MIN. LAP LENGTH AT SPLICES (f'c = 3000 psi MIN. NORMAL WEIGHT CONCRETE)

SIZE OF REINF.

CONCRETE

CMU - SINGLE CURTAIN OF REINFORCEMENT

TYPICAL

w/ SPLICE AT

MID SPAN OR HEIGHT

CMU - DOUBLE CURTAIN OF REINFORCEMENT

TYPICAL

w/ SPLICE AT

MID SPAN OR HEIGHT

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

22" 29" 36" 43" 63" 72" 81" 91" 112"

18" 24" 30" 36" 42" 48" - - -

27" 36" 45" 54" 63" 72" - - -

24" 31" 39" 47" 55" 63" - - -

35" 47" 59" 70" 82" 94" - - -

NOTES:

1. USE FOR SINGLE CURTAIN OR DOUBLE CURTAIN REINFORCEMENT

w/ SPLICES STAGGERED 24"

2. USE FOR (2) OR MORE BARS SPACED 3" OR CLOSER TOGETHER.

IF SPLICES ARE STAGGERED, USE SINGLE CURATIN LAP LENGTHS.

3. INCREASE 20% FOR BUNDLED BARS.

4. NOT FOR USE WITH EPOXY COATED BARS.

5. INCREASE 30% FOR TOP BARS (HORIZONTAL BARS NOT IN WALLS)

PLACED WITH MORE THAN 12" OF FRESH CONCRETE BELOW.

4" M

IN

.6d d d d

'-0

9" . 9"

D + 1'-6"

D OF SLEEVE

w/ STANDARD HOOKS @ 14" O.C.

SLEEVES, MIN. 1" CLR.

ALL AROUND PIPES, CONDUIT,

DUCTS, ETC.

EXTEND FOOTING

AROUND THE

SLEEVES(S)

FOOTING

PIPES THROUGH

STEMWALL

FOR PIPES IN THIS AREA,

STEP FOOTING SO THAT

PIPE PASSES THROUGH

STEMWALL

NOTES:

1. FOR PIPES 3'-0" OR LESS BELOW BOTTOM OF

FOOTINGS, PROVIDE SLEEVE AND CONCRETE

AS SHOWN. GREATER THAN 3'-0" USE STEPPED

FOOTING TO STAY WITHIN 3'-0" LIMIT.

ADD #5 BARS

DRAWN CHECKED DATE DRAWING NO.DESIGNED

OFSHEET

VERIFY SCALE

THIS BAR IS ONE INCH

ON ORIGINAL DRAWING

ADJUST SCALES

ACCORDINGLY, IF NOT

ONE INCH ON THIS

SHEET

0" 1"

VME BAM 05/24/2021

S002

VME

MODOC

GENERAL FOUNDATION DETAILS

5364 COUNTY ROAD 115

ALTURAS, CA 96101

SUBSETSHTNO

3 4

MODOC METAL BUILDING

3/4" = 1'-0"

1 TYPICAL SOIL PREPARATION

3/4" = 1'-0"

2 FOOTING PARALLEL TO EXISTING UTILITY

3/4" = 1'-0"

3 EXCAVATION PARALLEL TO FOOTING

3/4" = 1'-0"

4 BAR ENDS

3/4" = 1'-0"

6 REBAR CONFIGURE AND LAPS

3/4" = 1'-0"

TYP. PIPES AND SLEEVES THROUGH

STEMWALLS

REV. DATE DESCRIPTION BY

zspruell

8R-CA-10000-X-121 - Page 3.0

A

B

2 3 4 5

P1 P1 P1 P1

P1P1P1

X -B

R A

C

IN

G

F4.0

F4.0 F6.5 F6.5 F6.5

F4.0

F4.0 F6.5 F6.5F6.5

X -B

R A

C

IN

G

X-BRACING

PORTAL FRAME

F4.0F4.0

P1

P1P1

P1

P1

CF1.0

S101

S101

S101

FOUNDATION NOTES

1. VERIFY ALL DIMENSIONS AND LOADING WITH METAL BUILDING DRAWINGS PRIOR TO

CONSTRUCTION.

2. VERIFY SIZE AND LOCATION OF ANCHOR BOLTS WITH METAL BUILDING MANUFACTURER.

3. SEE GENERAL NOTES FOR ADDITIONAL INFORMATION.

ANCHOR BOLTS:

1. ANCHOR BOLTS SHALL BE ASTM F1554 GR. 36 THREADED ROD WITH AN MINIMUM EMBED OF 18"

PROVIDE 3"x3"x 1/4" PLATE WASHER WITH DOUBLE NUTS AT BOLT EMBEDMENT TYP. U.N.O.

2. ANCHOR BOLT DIAMETER, PER METAL BUILDING MANUFACTURER. CONTRACTOR TO COORDINATE

WITH MTL. BLDG. ANCHOR BOLT LAYOUT AND ANCHOR BOLT SIZES.

GENERAL NOTES

1. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS PRIOR TO

CONSTRUCTION.

2. IT SHALL BE THE CONTRACTORS DIRECT RESPONSIBILITY TO COMPLY WITH TYPICAL

DETAILS AND GENERAL NOTES AS DELINEATED OR DEFINED ON THE TYPICAL DETAIL

DRAWINGS OF THESE CONTRACT DOCUMENTS REGARDLESS OF SPECIFIC FLAGGING

OR REFERENCE TO APPLICABLE NOTE OR DETAIL.

3. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO COORDINATE WITH ALL TRADES

REGARDING UTILITIES PASSING THROUGH AND UNDER FOOTINGS. STRUCTURAL

REQUIREMENTS FOR THESE CONDITIONS ARE DELINEATED IN THE TYPICAL DETAILS.

4. CONTRACTOR SHALL VERIFY AND COORDINATE ALL LOCATIONS AND SIZES OF

OPENINGS IN SLAB, SLAB DEPRESSIONS, AND CURBS FOR ALL RELATED

CONSTRUCTION PRIOR TO SLAB LAYOUT OR CONSTRUCTION. CONTRACTOR SHALL

THEN USE APPROPRIATE WALL SECTION FOR EACH APPLICABLE CONDITION.

5. DRAWINGS ARE DIAGRAMMATIC IN NATURE AND ARE NOT INTENDED TO INDICATE

EVERY OPENING OR PENETRATION IN SLAB OR OTHER STRUCTURE.

FOOTING SCHEDULE

MARK SIZE REINFORCEMENT

F4.0 48" x 48" x 12" (4) #5 EA WAY T&B

F6.5 78" x 78" x 12" (6) #5 EA WAY T&B

REMARKS

CF1.0 12" WIDE x 18" x CONT. (2) #4 CONT. T&B

PEDESTAL SCHEDULE

MARK SIZE REINFORCEMENT

P1 24"x24" (8) #6 VERT., #4 TIES @ 8" O.C.

REMARKS

T Y

P

C L R

PER PLAN

REINF. PER FOOTING

SCHEDULE

COLUMNS AND BASE PLATE

PER METAL BUILDING MFR.

(2) #4 TIES AT 1 1/2" O.C. AT TOP

VERIFY ANCHOR BOLT PLACEMENT

w/ METAL BUILDING MFR.

(2) #4 HAT BARS EA. ANCHOR

BOLT GROUP w/ STD. HOOK AT

BOTTOM OF FTG.

BLDG. MFR.

PER MTL.

PLATE WASHER w/ DBL. NUT

PER PLAN

ANCHOR BOLTS PER METAL

BUILDING MFR.P

E R

P L A

N

E M

B E

D M

E N

T

F.G.

#3 TIES

NOTE: LOCATE HAT BARS ADJACENT ANCHOR

BOLTS

2 1/2"

M

IN

F.G.

NOTE:

ADJUST COLUMN PEDESTAL ELEVATION

FOR LEVELNESS PER SITE TOPOGRAPHY

M A

X

M

IN

PER PLAN

BASE ANGLE BY MFR. w/ 1/4" ⌀ x 2

3/4" TITEN SCREWS @ 48" O.C.

P E

R P

L A

N

CONT. FTG. WHERE OCCURS

REINF. NOT SHOWN FOR CLARITY

T Y

P

C L R

PER PLAN

REINF. PER FOOTING SCHEDULE

COLUMNS AND BASE PLATE

PER METAL BUILDING MFR.

(2) #4 TIES AT 1 1/2" O.C. AT TOP

VERIFY ANCHOR BOLT PLACEMENT

w/ METAL BUILDING MFR.

(2) #4 HAT BARS EA. ANCHOR

BOLT GROUP w/ STD. HOOK AT

BOTTOM OF FTG.

BLDG. MFR.

PER MTL.

PLATE WASHER w/ DBL. NUT PER PLAN

ANCHOR BOLTS PER METAL

BUILDING MFR.

F.G.

#3 TIES

NOTE: LOCATE HAT BARS ADJACENT ANCHOR

BOLTS

2 1/2"

M

IN

F.G.

NOTE:

ADJUST COLUMN PEDESTAL ELEVATION

FOR LEVELNESS PER SITE TOPOGRAPHY

M A

X

M

IN

PER PLAN

BASE ANGLE BY MFR. w/ 1/4" ⌀ x 2

3/4" TITEN SCREWS @ 48" O.C.

P E

R P

L A

N

CONT. FTG. WHERE OCCURS

REINF. NOT SHOWN FOR CLARITY

P E

R P

L A

N

E M

B E

D M

E N

T

SEE PLAN

M

IN

M

IN

F.G.

REINF. PER PLAN

CONT. THRU

PEDESTALS

#3 TIES @ 48" O.C.

OMIT AT PEDESTALS

TYP.

3" CLR.

BASE ANGLE BY MFR. w/ 1/4" ⌀ x 2

3/4" TITEN SCREWS @ 48" O.C.

DRAWN CHECKED DATE DRAWING NO.DESIGNED

OFSHEET

VERIFY SCALE

THIS BAR IS ONE INCH

ON ORIGINAL DRAWING

ADJUST SCALES

ACCORDINGLY, IF NOT

ONE INCH ON THIS

SHEET

0" 1"

VME BAM 05/24/2021

S101

VME

MODOC

FOUNDATION PLAN

5364 COUNTY ROAD 115

ALTURAS, CA 96101

SUBSETSHTNO

4 4

MODOC METAL BUILDING

1/8" = 1'-0"

1 FOUNDATION PLAN

2 FOUNDATION ISO

REV. DATE DESCRIPTION BY

1 7/30/21 PLAN REVIEW XX

3/4" = 1'-0"

4 4' FTG. AT COLUMNS

3/4" = 1'-0"

5 6'-6" FTG. AT COLUMNS

3/4" = 1'-0"

3 CONT. FTG. SECTION

zspruell Text Box 8R-CA-10000-X-121 - Page 4.0 zspruell

Continuous Perimeter Footing / Stem Wall shall be constructed and installed at a Final Height Above Ground Level of 6-Inches. To allow for placement and compaction of a layer of gravel within the structure footprint.