511.22358.TAP DMVA RENOVATE ARMORY - CALUMET STRUCT BID SET .pdf

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:

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. 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:

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95' - 4"

TYPICAL FOOTING

3' - 0"

1'

- 6

1' - 6"

1' - 6"

1'

- 6

6" REINFORCED CONCRETE

SLAB ON GRADE

W/ 6 X 6 - 6/6 WWF

FINISHED FLOOR = 100' - 0"

S101 C1

EXTG FOUNDATION

AND FOOTING

A2

S101

A1

S101

3' - 0"

3'

- 0

A1

S101

A1

S101

S101 C1

2'

- 0

8" 8"

C2

S101

3'

- 0

NE

W

FO

OT

IN

G

3'

- 0

95' - 4"

RIGID INSULATION

ON EXT FACE OF

FOUNDATION WALL

(TYPICAL)

8"

2'

- 0

2'

- 0

STEP FOOTING

SEE DETAIL THIS SHEET

(TYPICAL)

EXTG FOUNDATION

WALL ABOVE

EXTG CONC FOOTING (2) #5 BAR DOWELS X 16" LONG

EPOXIED INTO NEW AND EXTG FOOTING

3'

- 0

1'

- 6

36" X 12" STEP FOOTING

SEE DETAIL THIS SHEET

STEP

EXTG CONC FOOTING

FFE

100' - 0"

T.O. FOOTING

MAINTENANCE BAY

95' - 4"

T.O. FOUNDATION WALL

MAINTENANCE BAY

99' - 4"

3' - 0"

6" CONC SLAB w/ W6x6-6/6 WWF

R-15 CONTINUOUS

ON EXT FACE OF

FOUNDATION WALL

1' - 6"

1/2" EXPANSION JOINT

(TYPICAL)

94' - 4"

6" 4'

- 2

1'

- 0

3" 2"

6"

2x6 KEYWAY

#5 BAR DOWELS X 4' - 0" LONG

@ 4' - 0" O.C. TO 2' - 0" DEPTH

FLASHING

#5 BARS VERTICAL @ 2' - 0" O.C.

w/ SHAPE

4'- 8"

8"

TRANVERSE BARS

OPTIONAL

WEEPS THIS BLOCK

#5 BARS HORIZONTAL @

2' - 0" O.C.

FFE

100' - 0"

T.O. FOOTING

MAINTENANCE BAY

95' - 4"

PAINTED CMU

SEE WALL SECTIONS SHEET A301

6" REINFORCED CONC SLAB

EXPANSION JOINT

(TYPICAL)

6" 4'

- 2

1'

- 0

2' - 0" 94' - 4"

(3) #5 BARS W/ 3" COVER

(TYPICAL)

#5 BARS HORIZONTAL @ 16" O.C

#5 BARS VERTICAL @ 2' - 0" O.C.

W/ SHAPE

5'- 6"

8"

TRANSVERSE BARS

OPTIONAL

9' - 11" 9' - 11"

EXPANSION JOINT

@ WALL (TYPICAL)

6" REINFORCED CONCRETE

SLAB ON GRADE

W/ 6 X 6 - 6/6 WWF

FINISHED FLOOR = 100' - 0"

9'

- 4

0"

0"

9' - 11"

2 1 /2"

5'

- 1

0"

3"

EXPANSION JOINT

@ WALLS (TYPICAL)

8"

21' - 4"

T.O. FOOTING

MAINTENANCE BAY

95' - 4"

2' - 0"

1'

- 0

1'

- 0

EXTG FOOTING

EXTG FOUNDATION

WALL

(2) #5 BAR DOWELS X 16" LONG

EPOXIED INTO NEW AND

EXTG FOOTING

(3) #5 BARS CONTINUOUS

TRANSVERSE OPTIONAL

NEW FOUNDATION WALL

"J 1"

LH

-03 B

AR

JO

IST

4'

- 0 " O .C

L1

L2

L1

L1

L1

L1

"A1" L4X4X1/4

"A1" L4X4X1/4

BOLT @ 2' - 0" O.C. W/ 5/8" X 6" LONG

EPOXY BOLTS (TYPICAL)

S101 D5

JOISTS @ EXISTING WALL SHALL BEAR

ON SAME PLATE AS EXISTING JOISTS.

SPACING BETWEEN JOISTS SHALL BE

4" MIN. (TYP)

24LH-03 BAR JOIST

ON BEARING PLATE

CENTERED OF 10" CMU

S101 C5

BEARING PLATE

CENTERED ON 10" CMU -

SEE DETAIL THIS SHEET

CMU MASONRY WALL

SEE WALL SECTIONS

5" 5"

8" + -

6"

1' - 0"

3/8" STEEL BEARING PLATE

W/ (3) 3/4" X 4" LONG

WELDED STUDS

3" 3" 3" 3"

6" 3/4" X 4" LONG WELDED

STUD (TYPICAL)

3/8" STEEL PLATE

JOIST NO. SIZE

BAR JOIST / STEEL ANGLE / LINTEL SCHEDULE - SHEET S101

J1 24LH-03

REMARKS

L1 (2) L6X4X1/4

4' - 0" O.C. SPACING

W/ 11-1/2" X 1/4" MASONRY PLATE FLANGE

L2 W8X24 BEAM W/ 11-1/2" X 1/4" MASONRY PLATE FLANGE

ML1 8" MASONRY LINTEL BLOCK W/ (2) #5 BARS CONTINUOUS. PROVIDE @ DOORS 119B & 119C. ONE CONTINUOUS LINTEL MAY BE USED FOR BOTH OPENINGS IF DESIRED.

A1 L6X6X1/2 BOLT @ 2 ' - 0" O.C. W/ 5/8" Ø X 6" LONG EPOXY BOLTS (TYPICAL) T.O. WALL 120' - 8"

EXTG ROOF

MEMBRANE. PROVIDE

MEMBRANE

CONNECTION TO

EXISTING AS

RECOMMENDED BY

ROOF MFR

EXTG BAR JOIST

BAR JOIST PER

STRUCTURAL

MEMBRANE ROOF W/

R-35 INSULATION

ON METAL DECK

REMOVE EXISTING CMU AS REQUIRED

TO INSTALL BAR JOISTS. EXISTING

BOND BEAMS SHALL REMAIN BETWEEN

BAR JOISTS.

4" TALL SPLIT FACE

AT TOP AT JOIST

LOCATION

CONTINUOUS CANT AS REQUIRED

FOR TRANSITION TO EXISTING

MEMBRANE

EXTEND MEMBRANE

OVER TOP OF WALL

BOTH EXISTING AND

PROPOSED JOISTS BEAR ON

EXISTING BEARING PLATE

ALIGNED WITH EACH OTHER.

EXISTING AND PROPOSED

JOIST CENTERLINES SHALL BE

4" APART MIN HORIZONTALLY.

119' - 4"

JOIST BEARING

P L U R I B U

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S1

M1 2-0

R

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Y- C

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SCALE: 1/8" = 1'-0"

FOUNDATION & FOOTING PLAN - MAINTENANCE BAYA5

SCALE: 1/2" = 1'-0"

STEP FOOTING DETAIL @ EXTG MAINTENANCE BAYC1

SCALE: 3/4" = 1'-0"

TYPICAL FOOTING & FOUNDATION DETAILA2SCALE: 3/4" = 1'-0"

TYPICAL FOOTING @ INTERIOR CMU WALLA1 SCALE: 1/8" = 1'-0"

EXPANSION JOINT PLAN - MAINTENANCE BAYA4

NORTH

SCALE: 1/2" = 1'-0"

TYPICAL STEP FOOTING DETAIL @ INTERIOR CMU WALLC2

SCALE: 1/8" = 1'-0"

ROOF FRAMING PLAN - MAINTENANCE BAYA3

SCALE: 1 1/2" = 1'-0"

TYPICAL BAR JOIST BEARINGD5

SCALE: 1 1/2" = 1'-0"

TYPICAL BAR JOIST BEARING PLATE DETAILC5

STRUCTURAL SCHEDULES - MAINTENANCE BAY ADDITION

SCALE: 1 1/2" = 1'-0"

T.O. WALL DETAIL - WALL SECTION #3C3

99' - 4" 99' - 4"

99' - 4"

8"

FTG

2' - 0"

EXTG FOOTING

EXTG REINF. 8" VAULT WALL

W/ 8" CMU WALL

B2

S102 S102 C5

EXTG REINF. 8" VAULT WALL

(TYPICAL ALL SIDES)

FT

G

1'

- 4

FO

OT

IN

G

2'

- 0

EXTG 16" MASONRY WALL

8" REINFORCED CONC SLAB

W/ #5 BARS EA. WAY

STAGGERED @ 9" O.C.

SEE SHEET S102

261 SF

ARMS VAULT ADDITION

RM 125B

304 SF

EXTG ARMS VAULT

RM 125A

S102 D4

2'

- 0

1'

- 4

2" 8"

EXTG VAULT ENTRY

REINF. CONC WALL

24' - 0"

INSIDE DIMENSION

23' - 4"

FT

G

1'

- 4

8" REINF. CONC WALL

SEE DETAIL THIS SHEET

(TYPICAL)

B2

S102

A2

S102

C4

S102

8"

2" SYNTHETIC CONC FORM

TO REMAIN IN PLACE

NOTE:

SEE DEMO DETAIL C1 SHEET A103

FOR DEMOLITION PLAN

FFE

100' - 0"

2" SYNTHETIC CONC FORM

TO REMAIN IN PLACE

TRANSVERSE BARS

OPTIONAL

(2) #5 BARS

CONTINUOUS

1' - 4" 2"

CONC WALL

SEE STRUCTURAL

WALL SECTIONS

SHEET S102

KEYWAY (TYPICAL)

8" REINFORCED CONC SLAB

W/ #5 BARS STAGGERED

EACH WAY @ 9" O.C.

L-SHAPED BARS OF SHAPE:

CONTINUOUS @ SAME SPACING AS

VERTICAL AND HORIZONTAL BARS

(CONTINUOUS @ ALL LOCATIONS)

24" 24"

FFE

100' - 0"

EXTG 4" CONC SLAB

IN UNIT STORAGE AREA

(OUTSIDE OF VAULT)

8" REINFORCED CONC SLAB

W/ #5 BARS STAGGERED

EA. WAY @ 9" O.C.

8" REINFORCED

CONCRETE WALL

1'

- 0

2' - 0" 98' - 4"

THIS AREA MAY BE

FILLED W/ CONCRETE

BETWEEN EXTG SLAB

AND NEW FOOTING

(3) #5 BARS CONTINUOUS

(TYPICAL)

KEYWAY

TRANSVERSE BARS

OPTIONAL

SAWCUT LINE

L-SHAPED BARS OF SHAPE:

CONTINUOUS @ SAME

SPACING AS VERTICAL AND

HORIZONTAL BARS

(CONTINUOUS @ ALL

LOCATIONS)

24" 24"

EXTG FOUNDATION

(2) #5 BAR DOWELS X 16" LONG

EPOXIED INTO NEW AND EXTG

FOOTING, (1) EA. SIDE

8"2'

- 0

24" X 12" FOOTING

8" CONC REINF.

WALL

EX

TG

FO

OT

IN

G

1'

- 4

EXTG FOUNDATION

8"

EXTG FOOTING

1' - 4"

EX

TG

FO

UN

DA

TIO

N 8"

8" 8"

FFE

100' - 0"

#4 BAR DOWELS X 12" LONG @ 18" O.C.

DRILLED AND EPOXIED IN PLACE

EXTG VAULT CONC FLOOR

NEW OPENING FROM EXTG VAULT8" REINFORCED CONC SLAB

FLOOR W/ #5 BARS STAGGERED

EA. WAY @ 9" O.C.

8"

EXTG 24" X 12" FOOTING

6" 6"

ARMS VAULT

CEILING

108' - 6"

#4 BAR DOWELS X 24" LONG

@ CENTER OF CONC

CEILING @ 18" O.C.

EXTG VAULT CONC CEILING

EXTG VAULT WALL

NEW OPENING FROM EXTG VAULT

8" REINFORCED CONC SLAB

CEILING W/ #5 BARS

STAGGERED TOP AND

BOTTOM EA. WAY @ 9" O.C.

12"12"

1'

- 6

NE

W8"

EXTG REINF. CONC WALLS

AND REINF. FOUNDATION

#5 BAR DOWEL X 12" LONG

EXPOXIED INTO NEW AND EXTG WALL

6" DEEP @ 9" O.C.

2" SYNTHETIC FORM

TO REMAIN

6" 6"

P L U R I B U

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

FOUNDATION & FOOTING PLAN - ARMS VAULTA3SCALE: 1 1/2" = 1'-0"

CONC SLAB & FOOTING AT EXTG WALLA2

SCALE: 1 1/2" = 1'-0"

FOOTING DETAIL - ARMS VAULTB2

SCALE: 1" = 1'-0"

EXTG REINF. FOOTING TO NEW REINF. FOOTING @ VAULTC5SCALE: 1" = 1'-0"

ARMS VAULT FLOOR @ EXTG VAULT WALLC4

SCALE: 1" = 1'-0"

ARMS VAULT CEILING CONNECTION DETAILD5SCALE: 3/4" = 1'-0"

EXTG REINF. CONC WALL TO NEW REINF. CONC WALLD4

NORTH

FFE

100' - 0"

ARMS VAULT

CEILING

108' - 6"

261 SF

ARMS VAULT ADDITION

RM 125B

304 SF

EXTG ARMS VAULT

RM 125A

NEW OPENING INTO

EXTG WALL

EXTG ARMS VAULT REINFORCED

CONC SLAB

EXTG CONC FOOTING

S103 A2

S102 D5

99' - 4"

8" REINFORCED CONC SLAB CEILING

W/ #5 BARS STAGGERED TOP

AND BOTTOM EA. WAY @ 9" O.C.

SEE WALL SECTION THIS SHEET

8" REINFORCED CONC SLAB FLOOR

W/ #5 BARS STAGGERED TOP

AND BOTTOM EACH WAY @ 9" O.C.

S102 C4

8" REINF. CONCRETE WALL

S103 D2

7'

- 4

" * *NOTE: LOCATION MAY

VARY. CONTRACTOR

SHALL COORDINATE

EYE HOOK LOCATION

WITH OWNER.

FFE

100' - 0"

ARMS VAULT

CEILING

108' - 6"

261 SF

ARMS VAULT ADDITION

RM 125B

S103 A2 S103

A1

EXTG CMU WALL

8" 8"

99' - 4"

8" CONC SLAB W/ (2) LAYERS #5 BARS @ 9" O.C.

EA. WAY STAGGERED EACH FACE

8" CONC WALL W/ (2) LAYERS

#5 BARS @ 9" O.C. EA. WAY

STAGGERED EA. FACE

8" REINFORCED CONC SLAB FLOOR

W/ #5 BARS STAGGERED TOP

AND BOTTOM EA. WAY @ 9" O.C.

EXTG REINF.

CONCRETE WALL

OPENING INTO EXTG VAULT

SEE DETAIL C1/A103

FFE

100' - 0"

ARMS VAULT

CEILING

108' - 6"

EXTG 4" CONCRETE

SLAB

1'

- 8

2' - 0"

8" REINFORCED CONC WALL

W/ #5 BARS STAGGERED TOP

AND BOTTOM EACH WAY @ 9" O.C.

8" REINFORCED CONC CEILING

W/ #5 BARS STAGGERED TOP

AND BOTTOM EA. WAY @ 9" O.C.

24" X 24" #4 BENT

BAR @ 9" O.C.

(TYPICAL)

SAWCUT LINE

S102 B2

FFE

100' - 0"

ARMS VAULT

CEILING

108' - 6"

EXTG INTERIOR

MASONRY WALL

1'

- 8

EXTG REINF.

CONC SLAB

8" REINFORCED CONC WALL

W/ (2) LAYERS #5 BARS

STAGGERED TOP AND

BOTTOM EACH WAY @ 9" O.C.

8" REINFORCED CONC CEILING

W/ (2) LAYERS #5 BARS STAGGERED

TOP AND BOTTOM EA. WAY @ 9" O.C.

24" X 24" #4 BENT

BAR @ 9" O.C. (TYPICAL)

KEYWAY (TYPICAL)

2" SYNTHETIC CONC FORM

TO REMAIN

1' - 4" 2"

1/2" EXPANSION JOINT

1/2"

2"

S102 A2

C4 S103

A3 S103

A1 S103

A2 S103

8" REINF. CONC

WALL

EXTG CMU MASONRY WALL EXTG REINF. VAULT WALL

W/ EXTG 8" CMU MASONRY WALL

304 SF

EXTG ARMS VAULT

RM 125A8" REINFORCED CONC SLAB

W/ #5 BARS EA. WAY

STAGGERED @ 9" O.C.

ARMS VAULT ADDITION

RM 128

GRID PATTERN SHALL BE

STAGGERED TO CREATE

APPROX 4-1/2" X 4-1/2" SQUARES

4 1/2" 4 1/2"

4 1 /2"

4 1 /2"

C4 S103

A3 S103

A1 S103

A2 S103

EXTG ARMS VAULT

RM 125A

8" REINFORCED CONC SLAB

W/ (2) LAYERS #5 BARS EA. WAY

STAGGERED @ 9" O.C.

ARMS VAULT ADDITION

RM 128

D5

S102

EXTG CMU MASONRY WALL EXTG REINF. VAULT WALL

W/ EXTG 8" CMU MASONRY WALL

GRID PATTERN SHALL BE

STAGGERED TO CREATE

APPROX 4-1/2" X 4-1/2" SQUARES

8" REINF. CONC

WALL

4 1/2" 4 1/2"

4 1 /2"

4 1 /2"

2' - 0" O.C. TYP*

1/2"Ø X 5" EYE HOOK.

INSTALL 1/8" THICK THREADED

SLEEVE EPOXIED IN AFTER WALLS

HAVE CURED. DRILL AND SET W/ HIGH

STRENGTH EPOXY GROUT (TYP)

REINF. CONC

WALL

S103 D1

NOTE: REINFORCEMENT

OMITTED FROM DETAILS

D1 AND D2 FOR DRAWING

CLARITY

*NOTE: LOCATION MAY

VARY. CONTRACTOR

SHALL COORDINATE

EYE HOOK LOCATION

WITH OWNER.

1/2"Ø X 3" EYE HOOK.

INSTALL 1/8" THICK THREADED

SLEEVE EPOXIED IN AFTER

WALLS HAVE CURED. DRILL AND

SET W/ HIGH STRENGTH EPOXY

GROUT

DR

ILL

H

OL

E 3/4

P L U R I B U

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SCALE: 1/2" = 1'-0"

ARMS VAULT STRUCTURAL FRAMING SECTION #1A3

SCALE: 1/2" = 1'-0"

ARMS VAULT STRUCTURAL FRAMING #2C4

SCALE: 1" = 1'-0"

WALL SECTION #1 - ARMS VAULTA2SCALE: 1" = 1'-0"

WALL SECTION #2 - ARMS VAULTA1

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

ARMS VAULT REINF. CONC SLAB STRUCTURAL PLAND4SCALE: 1/4" = 1'-0"

ARMS VAULT REINF. CONC CEILING STRUCTURAL PLAND3SCALE: 1" = 1'-0"

STEEL ANGLE EQUIPMENT RAIL DETAILD2SCALE: 3" = 1'-0"

EQUIPMENT RAIL ANCHOR DETAILD1