511.22358.TAP DMVA CONSTRUCT MOTOR VEHICLE STORAGE BUILDING - CALUMET STRUCT BID SET.pdf

BUILDING LOADS

LIVE LOADS Floor Deflection Limits = L/360

LOAD TYPE

1. UNIFORM FLOOR LIVE LOAD

2. FLAT ROOF SNOW LOAD, Pf

ROOF SNOW LOADS Roof Deflection Limits = L/360

LOAD TYPE

1. GROUND SNOW LOAD, Pg

2. FLAT ROOF SNOW LOAD, Pf (NO REDUCTION ALLOWED)

3. UNBALANCED SNOW LOAD

500 psf 90 psf

4. LOAD TYPE ROOF DEAD LOAD

5. LOAD TYPE MECHANICAL / PLUMBING DL

90 psf 90 psf N / A 10 psf 20 psf

SNOW LOAD FACTORS

1. SNOW EXPOSURE FACTOR LOAD, Ce (NO REDUCTIONS ALLOWED)

2. SNOW LOAD IMPORTANCE FACTOR, Is

3. THERMAL FACTOR, Ct

4. SLOPED ROOF FACTOR X / X PITCH

1.0 1.0 1.1 1.0

VALUE

WIND LOADS Lateral Story Drift Limits = L/360

LOAD OR VARIABLE

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

2. RISK CATEGORY

3. WIND EXPOSURE CATEGORY

4. MAIN WIND FORCE RESISTING SYSTEM (MAX ROOF UPLIFT)

115 MPH

II

C 15 psf

VALUE

5. MAIN WIND FORCE RESISTING SYSTEM (MAX WALL)

6. INTERNAL PRESSURE COEFFICIENT (ENCLOSED BUILDING)

25 psf ±0.18

EARTHQUAKE DESIGN DATA

LOAD VARIABLE

1. RISK CATEGORY

2. SEISMIC IMPORTANCE FACTOR, Ie

3. MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETER, Ss

4. MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETER, S1

5. SITE CLASS

6. SEISMIC DESIGN CATEGORY

II

1.0 0.045 0.017

VALUE

D A

7. BASIC SEISMIC FORCE RESISTING SYSTEM

8. SEISMIC RESPONSE COEFFICIENT(s), Cs

9. RESPONSE MODIFICATION COEFFICIENT(s), R

10. ANALYSIS PROCEDURE: MINIMUM LATERAL FORCE ANALYSIS

PROCEDURE, SECTION 1616.4

MASONRY SHEAR WALL

ASSUMED BEARING STRENGTH

CONTRACTOR SHALL VERIFY SOIL BEARING CAPACITY PRIOR TO CONSTRUCTION

2,000 psf

NOTES:

1. LOADS ARE BASED ON SECTION 16 OF MBC 2015 UNLESS OTHERWISE NOTED.

0.0474 2.0

1. THE GENERAL STRUCTURAL NOTES ARE INTENDED TO AUGMENT THE DRAWINGS. AND

SPECIFICATIONS. SHOULD CONFLICTS OCCUR BETWEEN THE DRAWINGS AND/OR THE

GENERAL STRUCTURAL NOTES, THE STRICTEST PROVISION SHALL GOVERN.

2. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE

FINISHED, SELF SUPPORTING, STABLE STRUCTURE UNLESS OTHERWISE INDICATED.

THEY DO NOT INDICATE THE MEANS OR METHOD OF CONSTRUCTION. IT IS THE

CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND

CONSTRUCTION SEQUENCE AND PROVIDE ALL MEASURES NECESSARY TO ENSURE THE

STABILITY AND SAFETY OF THE STRUCTURE AND ITS COMPONENTS THIS SHALL INCLUDE,

BUT NOT BE LIMITED TO, BRACING, SHORING FOR CONSTRUCTION EQUIPMENT, SHORING

FOR THE BUILDING, SHORING FOR EARTH BANKS FORMS, SCAFFOLDING, PLANKING,

SAFETY NETS, SUPPORT AND BRACING FOR CRANES AND GIN POLES, ETC.

3. THE GOVERNING BUILDING CODE IS THE MICHIGAN BUILDING CODE 2015.

4. SHOP DRAWINGS PREPARED BY SUPPLIERS, SUBCONTRACTORS, ETC. SHALL BE

REVIEWED BY THE ARCHITECT/ENGINEER FOR CONFORMANCE WITH DESIGN INTENT

ONLY.

5. CONTRACTOR IS RESPONSIBLE TO VERIFY ALL RELEVANT DIMENSIONS AND ELEVATIONS

FOR EQUIPMENT INSTALLATIONS AGAINST APPROVED MANUFACTURERS CERTIFIED

EQUIPMENT DRAWINGS.

6. MECHANICAL FRAMING LOADS, OPENINGS AND STRUCTURE IN ANY WAY RELATED TO

MECHANICAL REQUIREMENTS ARE SHOWN FOR BIDDING PURPOSES ONLY. CONTRACTOR

SHALL COORDINATE WITH MECHANICAL AND OTHER TRADES TO VERIFY EQUIPMENT SIZE

AND LOCATIONS. ANY CHANGES IN EQUIPMENT SHALL BE BROUGHT TO THE ATTENTION

OF THE ENGINEER OR RECORD.

7. UNLESS NOTED OTHERWISE, REQUIREMENTS GIVEN FOR ONE OR MORE LOCATIONS

ALSO APPLY AT OTHER LOCATIONS AT WHICH CONDITIONS ARE SIMILAR. THE

REQUIREMENTS GIVEN SHALL BE ADAPTED TO CONDITIONS AT SUCH OTHER

LOCATIONS.

8. DO NOT SCALE THE DRAWINGS TO DETERMINE BUILDING DIMENSIONS.

9. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING ALL DIMENSIONS

AND ELEVATIONS SHOWN ON THE PLANS AND FOR COORDINATING ALL DIMENSIONS AND

ELEVATIONS SHOWN ON THE STRUCTURAL DRAWINGS WITH THOSE SHOWN ON THE

ARCHITECTURAL AND MECHANICAL DRAWINGS. IF DISCREPANCIES IN THE DIMENSIONS

OCCUR, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO BRING THE DISCREPANCY

TO THE ATTENTION OF THE ARCHITECT BEFORE PROCEEDING WITH THE WORK.

10. CONTRACTOR SHALL NOT MIX GALVANIZED AND STAINLESS STEEL. ANY METAL PARTS IN

CONTACT WITH OTHER METAL PARTS SHALL BE OF A SIMILAR MATERIAL.

GENERAL STRUCTURAL NOTES:

1. ALL FOUNDATION BACKFILL MATERIAL SHALL BE MDOT CLASS I GRANULAR FILL

COMPACTED 95% MAXIMUM DENSITY. ALL DENSITIES SHALL BE DETERMINED BY THE

MODIFIED PROCTOR METHOD.

2. ALL BASE MATERIAL UNDER SLABS AND SIDEWALKS SHALL BE MDOT CLASS II

GRANULAR FILL COMPACTED 95% MAXIMUM DENSITY WITH A MINIMUM THICKNESS OF

SIX (6) INCHES UNLESS SPECIFIED OTHERWISE ON THE CONSTRUCTION PLANS AND

"FOUNDATIONS NOTE 1."

3. ALL FOOTINGS SHALL BE PLACED ON NATURAL, UNDISTURBED SOILS, UNLESS SITE

CONDITIONS PROHIBIT. FOOTINGS REQUIRING BASE FILL MATERIAL SHALL BE

BACKFILLED WITH MDOT CLASS II GRANULAR FILL COMPACTED 98% MAXIMUM DENSITY.

4. THE SOIL BORING LOGS PRESENTED ON THE PLAN SHEETS REPRESENT POINT

INFORMATION ONLY. PRESENTATION OF THIS INFORMATION IN NO WAY INFERS

THAT THE SUBSURFACE CONDITIONS ARE THE SAME AT LOCATIONS OTHER

THAN AT THE EXACT LOCATION OF THE BORING.

5. ANY SUBSURFACE CONDITIONS OR EXISTING FOUNDATIONS ENCOUNTERED

THAT ARE NOT REPRESENTED ON THE PLANS OR IN THE SPECIFICATIONS SHALL BE

BROUGHT TO THE IMMEDIATE ATTENTION OF THE ENGINEER FOR INSPECTION AND /

OR ALTERNATE FOUNDATION/FOOTING DESIGN.

SOILS:

1. ALL FOOTINGS HAVE BEEN SIZED BASED ON AN ALLOWABLE BEARING CAPACITY OF

2,000 POUNDS PER SQUARE FOOT (psf). CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR VERIFYING AND PROVIDING 2,000 psf BEARING CAPACITY AT THE PREPARED SITE

FOR ALL FOOTINGS AND SLABS WITH LESS THAN 1/2" DIFFERENTIAL SETTLEMENTS.

CONCRETE SHALL NOT BE PLACED IN WATER OR ON FROZEN GROUND.

2. ALL EXCAVATED AREAS AROUND STRUCTURES SHALL BE BACKFILLED WITH GRANULAR

MATERIAL. ALL FILL SLOPES SHALL BE PLACED IN 12" LAYERS AND COMPACTED TO 95%

MAXIMUM DENSITY AS DETERMINED BY THE MODIFIED PROCTOR METHOD.

3. ALL REINFORCING STEEL LAP SPLICES, NOT OTHERWISE SHOWN ON THE

CONSTRUCTION PLANS, SHALL BE AS FOLLOWS:

A. #4's - 18" B. #5's - 24" C. #6's - 36" D. #8's - 48"

FOUNDATIONS AND FOOTINGS:

A.

B.

1. ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF THE

SPECIFICATIONS, THE LATEST EDITION OF THE ACI 318, BUILDING CODE REQUIREMENTS

FOR REINFORCED CONCRETE, ACI 301, SPECIFICATIONS FOR STRUCTURAL CONCRETE

FOR BUILDINGS. IN CASE OF CONFLICT, THE MORE STRINGENT REQUIREMENTS SHALL

GOVERN.

2. CONCRETE FOR THIS PROJECT SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE

STRENGTH ACCORDING TO THE FOLLOWING:

A. FOOTINGS: 4,000 psi B. WALLS, COLUMNS, STRUCTURAL CONCRETE: 4,000 psi C. INTERIOR SLABS ON GRADE: 3,500 psi D. EXTERIOR SLABS ON GRADE: 4,000 psi

3. ALL REINFORCING STEEL SHALL BE IN ACCORDANCE WITH ASTM A615, GRADE 60 (Fy= 60,000 psi). ALL WELDED WIRE FABRIC (WWF) SHALL BE IN ACCORDANCE WITH ASTM A185 (65,000 psi).

4. REINFORCEMENT PROTECTION SHALL BE AS FOLLOWS:

CONCRETE POURED AGAINST EARTH 3"

ALL OTHER CONCRETE 2"

5. CONTRACTOR SHALL PROVIDE CORNER BARS OF EQUAL OR GREATER SIZE TO

HORIZONTAL WALL REINFORCEMENT AT ALL CORNERS AND INTERSECTIONS OF

CONCRETE FOUNDATIONS.

6. ALL WELD PLATES AND MISCELLANEOUS STEEL SHALL BE Fy = 36 ksi

7. WELDED CONNECTIONS SHALL CONFORM TO THE AWS STRUCTURAL WELDING CODE

AND US 60 ksi ELECTRODES.

8. ALL EMBEDDED ITEMS SHALL BE PLACED IN THE FORMWORK PRIOR TO PLACING

CONCRETE. DRILLING AND GROUTING IS ACCEPATBLE AND SUBJECT TO ENGINEER

APPROVAL.

9. FIELD WELDING OF REINFORCEMENT IS NOT PERMITTED WITHOUT WRITTEN CONSENT

OF THE ENGINEER.

10. FIELD BEND BARS COLD. DO NOT FIELD BEND BARS WITH HEAT OR BARS PARTIALLY

EMBEDDED IN CONCRETE.

11. ALL EXTERIOR CONCRETE INCLUDING WALLS SHALL BE AIR-ENTRAINED.

12. SEE ARCHITECTURAL DRAWINGS FOR ALL FLOOR FINISHES, SLOPES, FLOOR DRAINS,

ETC. NOT SHOWN ON FOUNDATION PLANS.

13. THE CONCRETE FLOOR SLAB SHALL BE CUT WITH A 1/4" WIDE x 1-1/2" DEEP SAW-CUT PER

PLAN. IF A PLAN IS NOT PROVIDED, CONTRACTOR SHALL SUBMIT A PLAN TO THE

ENGINEER / ARCHITECT FOR APPROVAL. ALL SAW-CUT JOINTS SHALL BE FILLED WITH

SEALANT PER SPECIFICATIONS. PERFORM CUTTING IMMEDIATELY AFTER PLACEMENT OF

CONCRETE WHEN CONCRETE CAN SUPPORT REQUIRED EQUIPMENT. SAW-CUTTING

SHALL OCCUR WITHIN 24 HOURS AFTER PLACEMENT. SAW-CUT JOINTS TO BE STRAIGHT

AND TRUE.

14. PROVIDE 16-MIL VAPOR BARRIER UNDER ALL INTERIOR CONCRETE SLABS.

CAST-IN-PLACE CONCRETE:

1. CONCRETE MASONRY SHALL COMPLY WITH THE APPLICABLE SECTIONS OF THE

NATIONAL CONCRETE MASONRY ASSOCIATION, PORTLAND CEMENT ASSOCIATION AND

THE AMERICAN CONCRETE INSTITUTE CODES.

2. CONCRETE MASONRY UNITS SHALL BE NORMAL WEIGHT CONFORMING TO ASTM C90:

HOLLOW LOAD BEARING, GRADE N, TYPE II, WITH A MINIMUM COMPRESSIVE STRENGTH

OF 1,700 psi (NET AREA).

3. FACE BRICK SHALL CONFORM TO ASTM C216, TYPE FBS, GRADE SW.

4. MORTAR SHALL CONFORM TO ASTM C270, TYPES S, WITH A MINIMUM COMPRESSIVE

STRENGTH OF 1,800 psi AT 28 DAYS. (PROPORTION SPECIFICATIONS).

5. GROUT SHALL CONFORM TO ASTM C476, FINE OR COARSE TYPE AS APPROPRIATE, WITH A

MINIMUM COMPRESSIVE STRENGTH OF 2,000 psi AT 28 DAYS. LOW LIFT GROUTING SHALL

BE USED IN HEIGHTS OF LESS THAN FOUR FEET.

6. HORIZONTAL AND VERTICAL REINFORCING SHALL COMPLY WITH THE ABOVE CODES

AND BE OF TYPE, SIZE AND SPACING INDICATED ON THE DRAWINGS. DEFORMED BARS

SHALL COMPLY WITH ASTM A615, GRADE 60; COLD-DRAWN STEEL WIRE SHALL

CONFORM TO ASTM A82, AND DEFORMED STEEL WIRE SHALL CONFORM TO ASTM A496.

LAP JOINT REINFORCING 12" MIN.

7. CONCRETE MASONRY DESIGN PER ACE 530.1 SHALL BE PER THE UNIT STRENGTH

METHOD WITH f`m=1,700 psi.

8. A DESIGN MIX FOR THE MORTAR AND GROUT SHALL BE SUBMITTED BY THE CONTRACTOR

TO THE ENGINEER FOR APPROVAL PRIOR TO CONSTRUCTION, IN ACCORDANCE WITH THE

APPROPRIATE ASTM SPECIFICATIONS AND SHALL INCLUDE ACTUAL 28 DAY COMPRESSIVE

STRENGTH TESTS.

9. TEST DATA ON THE PROPOSED MASONRY UNITS SHALL BE SUBMITTED BY THE

CONTRACTOR TO THE ENGINEER FOR APPROVAL PRIOR TO CONSTRUCTION. TEST

RESULTS SHALL BE IN ACCORDANCE WITH THE APPROPRIATE ASTM SPECIFICATIONS

AND INCLUDE ACTUAL COMPRESSIVE STRENGTH, ABSORPTION, WEIGHT, MOISTURE

CONTENT, AND DIMENSIONS.

10. NORMAL MASONRY CONSTRUCTION WEATHER CONDITIONS ASSUME THE AIR

TEMPERATURE TO BE BETWEEN 40 AND 90 DEGREES FAHRENHEIT WITH MINIMUM WIND

AND RAIN, PLUS AVERAGE RELATIVE HUMIDITY. IF CONDITIONS OTHER THAN THESE

OCCUR, THE CONTRACTOR SHALL MODIFY CONSTRUCTION PROCEDURES IN

ACCORDANCE WITH SOUND CONSTRUCTION PRACTICES AND THE ABOVE NOTED

CODES.

11. EXTERIOR WALLS SHALL BE CONSTRUCTED IN A WEATHERTIGHT MANNER WITH ALL

NECESSARY FLASHING AND WEEPS.

MASONRY:

1. ALL STRUCTURAL STEEL SHALL BE DESIGNED IN ACCORDANCE WITH THE LATEST

ISSUE OF THE AMERICAN INSTITUTE OF STEEL CONSTUCTION (AISC) SPECIFICATIONS

FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL BUILDINGS.

2. ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A992, Fy = 50 ksi, EXCEPT FOR ANGLES, CHANNELS AND PLATE, WHICH SHALL CONFORM TO ASTM A 36, Fy = 36 ksi.

3. ALL HOLLOW SECTIONS (HSS) SHALL CONFORM TO ASTM A500, Fy = 46 ksi.

4. ALL COLUMN ANCHOR BOLTS SHALL CONFORM TO ASTM F1554, GR. 36, UNLESS

OTHERWISE NOTED.

5. ANCHOR BOLTS AND BASE PLATES SHALL BE LOCATED AND BUILT INTO CONNECTING

WORK, PRESET BY TEMPLATES OR SIMILAR METHODS. GALVANIZED BOLTS IN

ACCORDANCE WITH ASTM A123 OR ASTM A153 AFTER FABRICATION IF SO LABELED.

6. SHOP AND FIELD CONNECTIONS, UNLESS OTHERWISE NOTED, SHALL BE MADE BY

WELDING OR HIGH STRENGTH BOLTING. BOLTED CONNECTIONS SHALL CONFORM TO

ASTM A325-X USING LOAD INDICATOR WASHERS (LIW) OR LOAD INDICATOR BOLTS (LIB).

UNLESS OTHERWISE NOTED, BEAM CONNECTIONS SHALL PROVIDE SHEAR CAPACITY

TO SUPPORT A REACTION R EQUAL TO HALF THE SHEAR CAPACITY OF THE BEAM. USE

3/4" Ø BOLTS, E70XX 1/4" WELD, AND 5/16" ANGLE THICKNESS.

7. WELDED CONNECTIONS SHALL CONFORM TO THE AWS STRUCTURAL WELDING CODE.

ALL WELDING SHALL HAVE A MINIMUM TENSILE STRENGTH OF 70 ksi (E70 ELECTRODE)

USING THE SHIELDED METAL ARC WELDING PROCESS (SMAW) AND IN ACCORDANCE

WITH AWS SPECIFICATIONS. ANY OTHER SIZE OF ELECTRODE OR ANY OTHER TYPE OF

WELDING PROCESS MUST BE APPROVED BY THE ENGINEER PRIOR TO USE.

STRUCTURAL STEEL:

1. ALL LOAD BEARING LIGHT GAUGE METAL FRAMING SHALL BE Fy = 50,000 psi.

2. CONTRACTOR SHALL SUPPLY MATERIAL AND FOLLOW THE REQUIREMENTS OF

AISI S200-12 AND AISI 201-12. MEMBERS SHALL BE MIN. METAL THICKNESS OF

0.0329 INCH OR 20ga WITH 660 COATING UNLESS NOTED OTHERWISE.

3. CONNECTIONS SHALL BE BY SELF-TAPPING SCREWS MEETING THE

REQUIREMENTS OF ASTM C1513 OR WELDS IN ACCORDANCE WITH AISI S100

AND AWS D1.3. SCREWS SHALL BE SPACED AT A MINIMUM OF 3 TIMES THE

NOMINAL DIAMETER OF THE SCREW. THE MINIMUM EDGE DISTANCE FOR SCREWS

SHALL BE 1.5 TIMES THE NOMINAL DIAMETER.

4. STUDS SHALL BE SEATED SQUARELY IN TRACK WITH STUD FLANGES ABUTTING

TRACK FLANGES. STUDS SHALL BE PLUMBED, ALIGNED, AND SQUARELY

ATTACHED TO FLANGES ON TOP AND BOTTOM TRACK.

5. SPLICES IN AXIALLY LOADED STUDS SHALL NOT BE PERMITTED. PROVIDE

BRIDGING AND WEB REINFORCING PER MANUFACTURER'S RECOMMENDATIONS.

6. FIELD ABRASIONS TO MEMBERS FROM FIELD WELDING SHALL BE TOUCHED UP

WITH ZINC-RICH PAINT.

7. PROVIDE SLIP TRACK AT NON-BEARING WALL TO ALLOW FOR FLOOR/ROOF

DEFLECTIONS. SLIP TRACK SHALL ALLOW FOR 1/2" MINIMUM DEFLECTION UNLESS

NOTED OTHERWISE.

LIGHT GAUGE METAL FRAMING:

1. ALL STEEL BAR JOISTS SHALL BE MANUFACTURED IN ACCORDANCE WITH THE

LATEST EDITION STANDARD SPECIFICATION FOR STEEL JOISTS AND JOIST

GIRDERS PUBLISHED BY THE STEEL JOIST INSTITUTE.

2. CONTRACTOR SHALL PROVIDE ALL REQUIRED TEMPORARY AND PERMANENT

LATERAL BRACING AND BRIDGING ACCORDING TO JOIST MANUFACTURERS

SPECIFICATIONS AND OSHA REQUIREMENTS.

3. MINIMUM BEARING SHALL BE 6" ON MASONRY OR 4" ON STEEL U.N.O. PLACE

BEARING PADS OVER CENTERLINE OF STEEL BEAM OR WALL U.N.O.

4. ALL STEEL DECK SHALL BE 22 GA, 1.5" WR/B, C60 GALVANIZED, 1-1/2" METAL

DECK, USE 36/5 FASTENER PATTERN AND #10 SCREWS @ 12" O.C. FOR SIDE

LAPS. FOR 3" ACOUSTIC DECK, USE 24/4 FASTENER PATTERN AND #10

SCREWS @ 12" O.C. FOR SIDE LAPS.

5. ACOUSTIC DECK SHALL BE PROVIDED WHERE NOTED. INCLUDE FIBERGLASS

INSULATION IN FLUTES.

BAR JOIST/METAL DECKING:

P L U R I B U

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4"

FINISHED FLOOR = 100' - 0"

3'

- 0

1'

- 4

1' - 4"

3' - 0"

16' X 14'

O.H. DOOR ABOVE

12' X 14'

O.H. DOOR ABOVE

C1

S101

S101 C2

C5

S101

C3

S101

H I J K L M

96' - 8"

96' - 8"

3' - 0"

3'

- 0

F3

1'

- 4

1' - 4"

F2 F2 F2 F2F2 F2

F2F2F2F2F2F2

F4

F1

F1

F1

F1

F1 12' X 14'

O.H. DOOR ABOVE

12' X 14'

O.H. DOOR ABOVE

12' X 14'

O.H. DOOR ABOVE

12' X 14'

O.H. DOOR ABOVE

12' X 14'

O.H. DOOR ABOVE

12' X 14'

O.H. DOOR ABOVE

12' X 14'

O.H. DOOR ABOVE

12' X 14'

O.H. DOOR ABOVE

#8 BAR HAIRPINES X 30" LONG

AROUND ANCHOR BOLT ASSEMBLY

& INTO CONC FLOOR SLAB

(TYPICAL @ RIGID FRAME)

S101 D3

4"

4"

4"

4"

27' - 4" 27' - 4" 19' - 4" 27' - 4" 27' - 4" 20' - 8"

S102 D4

S102 D4

S102 D4

8" REINFORCED CONCRETE SLAB ON GRADE

w/ #5 BARS @ 12" O.C. EACH WAY TOP AND BOTTOM

C4

S101

16"X32" PIER 16"X32" PIER 16"X32" PIER 16"X32" PIER 16"X32" PIER

16"X32" PIER16"X32" PIER16"X32" PIER16"X32" PIER16"X32" PIER16"X32" PIER

154' - 8"

2-HR 12" CMU WALL

4" 3' - 0" 4"

H

8" CONC SLAB ON GRADE W/ #5

BARS @ 12" O.C. EACH WAY TOP

AND BOTTOM

4"

#5 BAR DOWELS X 36"

@ 48" O.C. VERTICAL

#5 BARS VERTICAL @ 48" O.C.

IN GROUTED CORES (NOTE: ONLY

REINFORCED CORES ARE GROUTED)

(3) #5 BARS CONTINUOUSF3

1 1 /2"

1 1 /2"

PRE-ENGINEERED RIGID FRAME

EXTERIOR MASONRY WALL

PER ARCHITECTURAL

FOOTING - SEE FOUNDATION

& FOOTING PLAN THIS SHEET

F2

F1

6'

- 0

6' - 0"

3'

- 0

3'

- 0

1' - 4" 1'

- 4

1'

- 4

16"X32" PIER

96' - 8"

N

FFE

MVSB

100' - 0"

T.O. FOOTING

MVSB

96' - 8"

8" SPLIT FACE CMU

(4) #5 BARS

HORIZONTAL EA. FACE

#5 BARS VERTICAL

@ 24" O.C. EA. FACE

EXPANSION JOINT

F1

CO

VE

R

3"

3"(4) #5 BARS

CONTINUOUS

8" CONC SLAB W/ #5 BARS @ 12"

O.C. EACH WAY TOP AND BOTTOM

#5 BAR DOWELS X

48" LONG @ 48" O.C.

#5 BARS @ 48" O.C.

FFE

MVSB

100' - 0"

FFE

100' - 0"

T.O. FOOTING

MVSB

96' - 8"

PRE-ENGINEERED

RIGID STEEL FRAME

6' - 0"

1'

- 4

" F2

8" SPLIT FACE CMU

(7) #6 BARS EA. WAY

CO

VE

R

3"

3"

(4) #4 BAR TIES

(4) #5 BARS VERTICAL

W/ SHAPE

FLASHING

2' - 8"

12"

48"

N

7 3 /4"

4"

4"

8"

7 3 /4"

4"

4"

8' - 4" 26' - 8" 26' - 8" 18' - 8" 26' - 8" 26' - 8" 18' - 8"

1/2" EXPANSION JOINT BETWEEN

CONCRETE SLAB AND EXTERIOR WALL

(TYPICAL)

8" REINFORCED CONCRETE SLAB ON GRADE

W/ #5 BARS EACH WAY TOP AND BOTTOM

FINISHED FLOOR = 100' - 0"

H I J K L M

L

F2

F1

6' - 0"

1'

- 4

1' - 4"

1'

- 4

2'

- 8

#8 BAR HAIRPINS X 30' LONG

AROUND ANCHOR BOLT ASSEMBLY

& INTO CONC FLOOR SLAB

(8) #8 BARS VERTICAL

W/ "L" SHAPE

#4 BAR TIES

@ 12" O.C.

FOOTING SCHEDULE

F1 PERIMETER FOOTING

F2 FOOTING FOR RIGID FRAME

36" X 16"

6' X 6' X 16"

W/ (1) LAYER #6 BARS @ 12 O.C. EA. WAY

F3 SPREAD FOOTING 36" X 12" FOOTING BELOW INTERIOR WALL

ID TYPE REMARKSSIZE

SEE DETAILS

F4 ENDWALL FOOTING 48" X 16" FOOTING BELOW EXTERIOR CMU WALL

FFE

MVSB

100' - 0"

T.O. FOOTING

MVSB

96' - 8"

4' - 0"

12" CMU BLOCK WALL

1'

- 4

1' - 4"

(5) #5 BARS

CONTINUOUS

#5 BAR DOWELS X

48" LONG @ 48" O.C.

#5 BARS @ 24" O.C.

8" CONC SLAB W/ #5 BARS @ 12"

O.C. EACH WAY TOP AND BOTTOM

1/2" EXPANSION

JOINT

3" MIN COVER (TYP)

(4) #5 BARS

HORIZONTAL EA. FACE

#5 BARS VERTICAL

@ 24" O.C. EA. FACE

3" C

OV

ER

(T

YP

) 1"

P L U R I B U

E S

U N U M

C I R C U M S P I C E

S I Q U E R E I S

P E N I N S U L A M A M

OE

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3/32" = 1'-0"A1 FOUNDATION & FOOTING PLAN - MVSB

1/2" = 1'-0"C1 TYPICAL FOOTING DETAIL @ CMU WALL

1/2" = 1'-0"C2 FOOTING & PIER DETAIL PLAN

1/2" = 1'-0"C5 TYPICAL FOUNDATION & FOOTING

1/2" = 1'-0"C3 FOUNDATION & FOOTING DETAIL @ CONC PIER

1/16" = 1'-0"D4 EXPANSION JOINT PLAN

NORTH

1/2" = 1'-0"D3 ENLARGED PIER PLAN

1/2" = 1'-0"C4 FOOTING @ WEST WALL

T9 DOZER

LIN: T05015

TRACKED

SKID

STEER

LIN:

L77215

SKID

STEER

LIN:

L77215

HMEE

LIN:

H53576

HMEE

LIN:

H53576

HMEE

LIN:

H53576

HMEE

LIN:

H53576

M1151A1

LIN:

T34704

M1151A1

LIN:

T34704

M1151A1

LIN:

T34704

HVY

PLS

10x10

LIN:

T40999

5 TON

WO/WINCH

LIN:

T41515

5 TON

WO/WINCH

LIN:

T41515

5 TON

WO/WINCH

LIN:

T41515

LHS

M1120A4

LIN:

T55054

M985A4

LIN:

T59380

M985A4

LIN:

T59380

M985A4

LIN:

T59380

TRK CARGO

WO/WINCH

LIN:

T59448

LET

LIN:

T60946

LET

LIN:

T60946

WRECKER

M984A4

LIN:

T63161

DUMP

10 TON

M1157

LIN:

T65115

DUMP

10 TON

M1157

LIN:

T65115

TRACTOR

LOW SP

LIN:

W83529

TRACKED

TRAILER

LOW BED

40 TON

LIN:

S70594

TRAILER

LOW BED

40 TON

LIN:

S70594

TRAILER

MTV DROP

M1095

LIN:

T95555TRAILER

LITE TACT

3_

4 TON

LIN:

T95992

TRAILER

LITE TACT

3_

4 TON

LIN:

T95992

TRAILER

LITE TACT

3_

4 TON

LIN:

T95992

TRAILER

GP 4 TON

LIN:

W94536

TRAILER

GP 4 TON

LIN:

W94536

TRAILER

TANK

400 GAL

LIN:

W98825

PLATFORM

CONTAINER

ROLL OUT/IN

LIN:

B83002

PLATFORM

CONTAINER

ROLL OUT/IN

LIN:

B83002

T9 DOZER

LIN: T05015

TRACKED

SKID

STEER

LIN:

L77215

SKID

STEER

LIN:

L77215

HMEE

LIN:

H53576

HMEE

LIN:

H53576

HMEE

LIN:

H53576

HMEE

LIN:

H53576

M1151A1

LIN:

T34704

M1151A1

LIN:

T34704

M1151A1

LIN:

T34704

HVY

PLS

10x10

LIN:

T40999

5 TON

WO/WINCH

LIN:

T41515

5 TON

WO/WINCH

LIN:

T41515

5 TON

WO/WINCH

LIN:

T41515

LHS

M1120A4

LIN:

T55054

M985A4

LIN:

T59380

M985A4

LIN:

T59380

M985A4

LIN:

T59380

TRK CARGO

WO/WINCH

LIN:

T59448

LET

LIN:

T60946

LET

LIN:

T60946

WRECKER

M984A4

LIN:

T63161

DUMP

10 TON

M1157

LIN:

T65115

DUMP

10 TON

M1157

LIN:

T65115

TRACTOR

LOW SP

LIN:

W83529

TRACKED

TRAILER

LOW BED

40 TON

LIN:

S70594

TRAILER

LOW BED

40 TON

LIN:

S70594

TRAILER

MTV DROP

M1095

LIN:

T95555TRAILER

LITE TACT

3_

4 TON

LIN:

T95992

TRAILER

LITE TACT

3_

4 TON

LIN:

T95992

TRAILER

LITE TACT

3_

4 TON

LIN:

T95992

TRAILER

GP 4 TON

LIN:

W94536

TRAILER

GP 4 TON

LIN:

W94536

TRAILER

TANK

400 GAL

LIN:

W98825

PLATFORM

CONTAINER

ROLL OUT/IN

LIN:

B83002

PLATFORM

CONTAINER

ROLL OUT/IN

LIN:

B83002

FUTURE MVSB

FUTURE MVSB

20-12FT. DOORS

20-10FT DOORS

1-16FT. DOOR

1-16FT. DOOR

GRAVEL BAYS CONC. BAYS

GRAVEL

BAY CONC. BAYS

314'-0"

'-4

N

4"

PRE-ENGINEERED

RIGID STEEL FRAME

L1

LH

-04 B

AR

JO

IST

4' 0" O .C . (T

YP

IC

AL

) 2

4"

4"

4"

4"

C1

C1

C1

H I J K L M

L3L3L3L3L3L3L3L3L3L3

L1L1

RIGID FRAME LOCATION

ON GRID LINES

(TYPICAL)

S102 D4

S102 D4

S102 D4

S102 D4

S102 D4

S102 D4

S102 D4

S102 D4

S102 D4

W8X24 BEAM

C1C1C1C1C1C1

L2

L2 IS AT

WINDOWS

ABOVE (TYP)

L2 L2 L2

L2

L2

C4

S101

L1

JO

IST

EX

TE

NS

IO

NS

PE

R

DE

TA

IL

L4

D2

S102

TYP

ID TYPE

STRUCTURAL SCHEDULE

J1 BAR JOIST

REMARKS

C1 STEEL COLUMN

L1 MASONRY BOND

BEAM

SIZE

24LH-04

W8X24

L2 STEEL LINTEL

L3 STEEL LINTEL W16X36

ABOVE DOORS (8" BRG

EACH END) BOND BEAM

IS WIDTH OF WALL

ABOVE WINDOWS

ABOVE O.H. DOORS

BP1 STEEL BASE PLATE 10" X 8" AT COLUMNS

W16X36

8" & 12" WIDE CMU

BOND BEAM

L4 STEEL CHANNEL C8x13.75 AT END WALL

N

A1 A301

H I J K L M

1/4

1/4

MEMBRANE ROOF

W/ 2" INSULATION ON

METAL DECK

SINGLE SLOPE DRAINAGE

TO THIS SIDE (NORTH)

2"

153' - 0"

T.O. WALL

ALUM

FASCIA

D3

S102

8"X10"X1/2" STEEL PLATE

W/ (4) ANCHOR BOLTS

TO 6", EPOXIED

FOUNDATION WALL

SPLIT FACE CMU

SEE WALL SECTIONS

COLUMN C1: W8X24

3/16"

FFE

MVSB

100' - 0"

10X8X1/2" STEEL PLATE

W/ 5/8" ANCHOR BOLTS

TO 6", EPOXIED

SPLIT FACE CMU

SEE WALL SECTIONS

FOUNDATION WALL

SEE FOUNDATION PLAN

REINF. CONC SLAB

COLUMN C1: W8X24

3/16"

4"

3/16"

TYP.

BAR JOIST EXTENSION.

COPED TOP AND BOTTOM

C8x13.75 ALONG

ENTIRE WALL

L2x2x1/4" x 5" LONG ON

EACH SIDE OF JOIST

EXTENSION

3/4" EPOXY ANCHORS @ 24"

O.C. BOLTS AND CLIP

ANGLES SHALL NOT

INTERFERE

12" CMU WALL w/

REINFORCEMENT PER S101

P L U R I B U

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U N U M

C I R C U M S P I C E

S I Q U E R E I S

P E N I N S U L A M A M

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C O

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3/32" = 1'-0"A1 STRUCTURAL FRAMING PLAN - MVSB

3/32" = 1'-0"C1 ROOF PLAN

NORTH

1 1/2" = 1'-0"D4 BASE PLATE DETAIL #1

1 1/2" = 1'-0"D3 BASE PLATE DETAIL #2 1 1/2" = 1'-0"D2 JOIST EXTENSION CONNECTION