IFB Drawings Part 3b.pdf

SHEET NUMBERPROJECT NUMBER

PROJECT DATE

CHECKED BY

SHEET TITLE

COPYRIGHT 2017

C

Saginaw, Michigan 48607

989 752 8107

100 S Jefferson Ave, Suite 601

WTAARCH.COM

ARCHITE SCT

DATENO. REVISION

53250

INDEX NO.

751/17146.TAP

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DEPARTMENT OF TECHNOLOGY, MANAGEMENT AND BUDGET

STATE OF MICHIGAN

ROBERT C. HALL, RA, NCARB, DIRECTOR

FACILITIES AND BUSINESS SERVICES ADMINISTRATION

DESIGN AND CONSTRUCTION DIVISION

Y18395

CONTRACT NO.

7/9/19ISSUE FOR BIDS

PROJECT TITLE

NEW BUILDING FOR:

DNR/ MACKINAC ISLAND

STATE HARBOR

MACKINAC ISLAND, MICHIGAN

2018060

JUNE 26, 2019

COMFORT STATION

FOUNDATION PLAN

DFR

S2.1

SEE SHEET S3.1 FOR NOTES

LEGEND

0'-0"

F1 - FOOTING - SEE SCHEDULE SHEET S3.1

CJ - CONTROL JOINT - SEE ARCH FOR LOCATIONS

MW1 - MASONRY WALL REINFORCING - SEE SCHEDULE SHEET S3.1

- BOTTOM OF FOOTING ELEVATION

NORTH

1/4"=1'-0"

FOUNDATION PLAN

100'-0" T.O. SLAB

4" CONCRETE SLAB W/

6x6-W1.4xW1.4 WWF ON

1'-0"

1'-0"

1'-0"

1'-0"

1'-0"

F5

F6

F2

F2

F2

F2

F2

F

F

F

F

F

ENTRY SLAB,

SEE DETAIL 1/S5.1

F

F

F

F

F1

1'-0"

8"

8"

S5.1

S5.1

S5.1

S5.1

S5.1

S5.1

S5.1

S5.1

S5.1

VAPOR BARRIER OVER

COMPACTED GRANULAR FILL

8"

F

8"

F

8"

F

F

F1

F

1'-4"

8"

8"

F

96'-4"

96'-4"

F

F

F

F1

F1

96'-4"

96'-4"

S5.1

F6

96'-4"

96'-4"

96'-4"

CMU

CMU

CMU

CMU

CMU

CMU CMU

C M

U

CMU

C M

U

C M

U

CMU

C M

U

C M

U

CMU

7 5/8" 7 5/8"

96'-4"

CONC

CONC

CONC CONC

CONC

CONC

C O

N C

C O

N C

C O

N C

F1

F

F

CONCRETE

BUTTRESS WALL

C M

U

S5.1

S5.1

SIM

S5.1

F1

F1

C M

U

C M

U

F1

C M

U

F1C M

U

8"

F

CMU

F1C M

U

8"

CMU

8"

CMU

F

F

" S5.1

F

8"

F

F1

CMU

S5.1

C M

U

C M

U

C M

U

C M

U

8"

CMU

8"

CMU

8"

CMU

8"

CMU

8"

CMU

C M

U

F1

F1

F1

F1

NOTE: ALL MASONRY WALLS ARE MW1

S5.1

SIM

NOTE: IF ROCK IS ENCOUNTERED BETWEEN 96'-4" AND 98'-0",

ADJUST BOTTOM OF FOOTING ELEVATION TO BEAR

DIRECTLY ON ROCK. REMOVE ALL ROCK ABOVE

ELEVATION 98'-0".

C M

U

8"

CMU

F

F1

NOTE: SEE DETAILS 9/S5.1 AND 10/S5.1 FOR TYPICAL

CONCRETE WALL REINFORCING VERTICAL CONTROL

JOINTS @ 20'-0" O.C.

C M

U

8"

CMU

C M

U

6"

CMU

C J

C J

C J

C J

CJ

CJ

CHECKED BY

SHEET TITLE

COPYRIGHT 2017

C

Saginaw, Michigan 48607

989 752 8107

100 S Jefferson Ave, Suite 601

WTAARCH.COM

ARCHITE SCT

DATENO. REVISION

53250

INDEX NO.

751/17146.TAP

FILE NO.

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DEPARTMENT OF TECHNOLOGY, MANAGEMENT AND BUDGET

STATE OF MICHIGAN

ROBERT C. HALL, RA, NCARB, DIRECTOR

FACILITIES AND BUSINESS SERVICES ADMINISTRATION

DESIGN AND CONSTRUCTION DIVISION

Y18395

CONTRACT NO.

7/9/19ISSUE FOR BIDS

PROJECT TITLE

NEW BUILDING FOR:

DNR/ MACKINAC ISLAND

STATE HARBOR

MACKINAC ISLAND, MICHIGAN

2018060

JUNE 26, 2019

COMFORT STATION

ROOF FRAMING PLAN

DFR

S2.2

SEE SHEET S3.1 FOR NOTES

LEGEND

WH1 - WOOD HEADER - SEE SCHEDULE SHEET S3.1

CL1 - MASONRY LINTEL - SEE SCHEDULE SHEET S3.1

WP1 - WOOD POST - SEE SCHEDULE SHEET S3.1

BP1 - BEARING PLATE - SEE DETAIL 1/S7.1

GT - GIRDER TRUSS

CB1 - CONCRETE BEAM - SEE DETAIL SHEET S3.1

MW1 - MASONRY WALL REINFORCING

P1 - STEEL POST 3x3x1/4

NORTH

1/4"=1'-0"

ROOF FRAMING PLAN

L

L

L

CL1

CL1

C L

CL2 CL2 CL2

CB1CB1

CL3

CL3

CL3

C L

C L

C L

C L

C L

C L

W x

P

G

T

G

T

G

T

RIDGE

2x8

G

T

G

T

GT

2x8

2x8 2x8

2x8 x x x x x x

B

P

B

P

W8x15 (T.O.S. 110'-8")

B

P

B

P

2x8 2x8

L

L

B

P

B

P

C L

CL1

CL2

H

I

P

H

I

P

G

T

H

I

P

H

I

P

RIDGE

C L

C L

CL3

C L

CL1

B

P

B

P

V

A

L

L

E

Y

V

A

L

L

E

Y

V

A

L

L

E

Y

V

A

L

L

E

Y

H

I

P

H

I

P

VALLEY TRUSSES

@ 2'-0" O.C.

PRE-FAB WOOD

TRUSSES @ 2'-0" O.C.

2x8

NORTH

1/8"=1'-0"

DECK / CEILING FRAMING PLAN

2x8 @ 16" O.C., TYP

NOTE: ALL MASONRY WALLS ARE MW1

W12x26 (T.O.S. 110'-8")

2x8 2x8 2x8 2x8 2x8

PRE-FAB WOOD

TRUSSES @ 2'-0" O.C.

C L

T.O. MASONRY 110'-8"

T.O. MASONRY 112'-8"

T.O. MASONRY 112'-8"

W12x26 (T.O.S. 110'-8")

R I D

G E

VALLEY TRUSSES

@ 2'-0" O.C.

S7.1

P

GT

T.O. MASONRY 112'-0" T.O. MASONRY 110'-8"

W12x26 (T.O.S. 111'-8")

PRE-FAB WOOD

TRUSSES @ 2'-0" O.C.

T.O. MASONRY 112'-8"

T.O. MASONRY 110'-8"

WH1 WH1

T.O. MASONRY 112'-0"

T.O. MASONRY 110'-8"

S7.1

T.O. MASONRY 112'-0"

WH1 WH1WH1 WH1

W12x26 (T.O.S. 110'-8")

PRE-FAB WOOD

TRUSSES @ 2'-0" O.C.

11 7/8" WOOD I-JOISTS

@1'-4" O.C.

11 7/8" WOOD I-JOISTS

@1'-4" O.C.

(2)2x8

(2)2x8

S7.1 x x x

G T

G

T x

G T

G

T

W

P

W

P

2x6 x x

PREFAB WOOD

TRUSSES @

2'-0" O.C.

x x x

W

P

W

P

W

P

W

P

S7.1

2x6 OUTLOOKER

@ 2'-0" O.C.

2x6

CHECKED BY

SHEET TITLE

COPYRIGHT 2017

C

Saginaw, Michigan 48607

989 752 8107

100 S Jefferson Ave, Suite 601

WTAARCH.COM

ARCHITE SCT

DATENO. REVISION

53250

INDEX NO.

751/17146.TAP

FILE NO.

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DEPARTMENT OF TECHNOLOGY, MANAGEMENT AND BUDGET

STATE OF MICHIGAN

ROBERT C. HALL, RA, NCARB, DIRECTOR

FACILITIES AND BUSINESS SERVICES ADMINISTRATION

DESIGN AND CONSTRUCTION DIVISION

Y18395

CONTRACT NO.

7/9/19ISSUE FOR BIDS

PROJECT TITLE

NEW BUILDING FOR:

DNR/ MACKINAC ISLAND

STATE HARBOR

MACKINAC ISLAND, MICHIGAN

2018060

JUNE 26, 2019

COMFORT STATION

SCHEDULES AND NOTES

DFR

S3.1

(3) #5 CONT

1'-0"2'-0" CONT

F1

DEPTH REMARKS

FOOTING SCHEDULE

REINFORCINGSIZEMARK

F2

1'-0"

(2) #5 CONT

1'-8" CONT

Fy=60 KSI f'c=3500 PSI

1'-0"2'-8" CONTF3

1'-4"3'-0" CONTF4 SEE DETAIL 6/S5.1

1'-4"3'-0" CONTF5 SEE DETAIL 7/S5.1

1'-4"6'-0" CONTF6 SEE DETAIL 8/S5.1

(3) #5 CONT

(3) #5 CONT

(3) #5 CONT

(6) #5 CONT T&B

1'-4"4'-0" CONTF7 SEE DETAIL 2/S5.1

(4) #5 CONT T&B

MARK REMARKSSIZE SPACING

Fy = 60 KSI

MW1 #5 48" O.C.

NOTE: 1. REINFORCING SHALL BE CENTERED AND GROUTED

SCHEDULE

SOLID IN CMU UNLESS NOTED OTHERWISE.

MASONRY WALL REINFORCING

GENERAL

1. VERIFY DIMENSIONS BEFORE COMMENCING WORK. REPORT DISCREPANCIES TO THE ARCHITECT.

2. VERIFY OPENINGS IN THE FRAMING PLANS WITH THE ARCHITECTURAL, MECHANICAL AND

ELECTRICAL DRAWINGS.

3. ALL WORK SHALL CONFORM TO MICHIGAN BUILDING CODE 2015.

4. DESIGN LOADS

A. DESIGNED IN ACCORDANCE WITH MICHIGAN BUILDING CODE 2015.

B. ROOF SNOW LOAD: GROUND SNOW LOAD P

G

= 60 PSF

SLOPED ROOF SNOW LOAD, P

F

= 51 PSF

SNOW EXPOSURE FACTOR, C

E

= 1.0

SNOW LOAD IMPORTANCE FACTOR, I = 1.0

THERMAL FACTOR, C

T

= 1.2

UNBALANCED SNOW LOAD, SEE DIAGRAM THIS SHEET

D. WIND LOADS: BASIC WIND SPEED, V

ULT

= 115 MPH

V

ASD

= 89 MPH

WIND EXPOSURE D

INTERNAL PRESSURE COEFFICIENT, GC

PI

= +/- 0.18

WALL COMPONENTS & CLADDING:

EFFECTIVE POSITIVE NEGATIVE

WIND AREA (FT

) PRESSURE (PSF) PRESSURE (PSF)

-END ZONE

10 35.2 47.1

20 33.6 43.9

50 31.5 39.8

100 29.9 36.6

-INTERIOR ZONE

10 35.2 38.2

20 33.6 36.6

50 31.5 34.5

100 29.9 32.9

E. EARTHQUAKE DESIGN DATA:

SEISMIC USE GROUP, II

SEISMIC IMPORTANCE FACTOR, I = 1.0

SPECTRAL RESPONSE COEFFICIENTS: SS = 0.051 G (<.15G) S1 .023G (<.04G)

SITE CLASS N/A

BASIC SEISMIC - FORCE - RESISTING SYSTEM: SHEAR WALL

SEISMIC DESIGN CATEGORY, A

5. SPECIAL INSPECTIONS:

A. SPECIAL INSPECTIONS SHALL BE IN ACCORDANCE WITH THE MICHIGAN BUILDING CODE 2015

B. THE FOLLOWING TYPES OF WORK REQUIRE SPECIAL INSPECTIONS: (REFER TO THE BUILDING

CODE AND SPECIFICATIONS FOR DETAILED INSPECTION REQUIREMENTS).

1. PREPARED FILL.

2. CONCRETE CONSTRUCTION.

3. STEEL CONSTRUCTION.

4. MASONRY CONSTRUCTION.

FOUNDATION NOTES

1. FOUNDATIONS ARE DESIGNED BASED ON NET ALLOWABLE SOIL BEARING OF 3000 PSF. IF SOIL OF

THIS CAPACITY IS NOT FOUND AT THE ELEVATION NOTED, ENLARGE OR LOWER FOOTINGS AT THE

DIRECTION OF THE ARCHITECT/ENGINEER.

2. FOLLOWING DEMOLITION OF STRUCTURES AND STRIPPING OF TOPSOIL, PREPARE SOILS IN

ACCORDANCE WITH SOILS REPORT BY SME DATED DECEMBER 28, 2018.

3. PLACE STRUCTURAL BACKFILL MEETING OR EXCEEDING MDOT CLASS II IN LAYERS NOT

EXCEEDING 9” LOOSE THICKNESS. COMPACT EACH LAYER TO AT LEAST 95% OF THE MAXIMUM

DRY DENSITY IN ACCORDANCE WITH SOILS REPORT BY SME DATED DECEMBER 28, 2018..

COMPACTING BY FLOODING IS NOT PERMITTED. FOR BELOW WATER TABLE LOCATIONS, SEE SME SOILS

REPORT DATED DECEMBER 28, 2018.

4. CENTER FOOTINGS UNDER WALL LOCATION AND COLUMNS UNLESS NOTED.

5. EARTH FORMS ARE NOT PERMITTED UNLESS SPECIFICALLY NOTED.

6. DISTURBANCE OF THE FOUNDATION BEARING SOILS SHALL BE AVOIDED.

7. EXISTING FOUNDATIONS OR FLOOR SLAB ENCOUNTERED DURING SITE GRADINGS AND

EXCAVATION SHALL BE REMOVED TO A DEPTH OF TWO (2) FEET BELOW NEW CONSTRUCTION.

REPLACE WITH STRUCTURAL BACKFILL.

8. EXTEND WALL FOOTING REINFORCEMENT THROUGH COLUMN FOOTINGS. REDUCE THE COLUMN

FOOTING REINFORCEMENT BY THE NUMBER OF WALL FOOTING BARS WHICH EXTEND THROUGH

THE COLUMN FOOTING IN THE SAME DIRECTION.

9. PROVIDE BOND BREAK MATERIAL BETWEEN ALL GRADE SLABS AND VERTICAL SURFACES.

10. BACKFILL AND EXCAVATION PER SPECIFICATIONS.

CONCRETE NOTES

1. ACI BUILDING CODE 318; MANUAL OF STANDARD PRACTICE FOR DETAILING 315 FOR THE MIXING, FABRICATION AND PLACEMENT OF CONCRETE, REINFORCING STEEL, AND ACCESSORIES.

2. CONCRETE STRENGTH - STANDARD WEIGHT CONCRETE:

FOOTINGS, WALLS, PIERS: F

C

= 3500 MINIMUM PSI

CONCRETE SLABS ON GRADE: F

C

= 3500 MINIMUM PSI

EXTERIOR CONCRETE SLABS EXPOSED TO DE-ICING F

C

= 4500 MINIMUM PSI

3. REINFORCING - BARS: ASTM A-615 GRADE 60

WELDED WIRE FABRIC: ASTM A-1064

4. CONCRETE SLABS ON GRADE REINFORCING: 6X6 - W1.4XW1.4 WWF UNLESS NOTED. LOCATED IN

THE UPPER 1/3 OF SLAB THICKNESS.

5. PROVIDE SAWCUT CONTROL JOINTS AT APPROXIMATELY 20' ON CENTER EACH WAY IN SLABS ON

GRADE, SEE DETAILS. LOCATE JOINTS UNDER PARTITIONS WHENEVER POSSIBLE. CONSTRUCTION

JOINTS AT CONTRACTOR'S OPTION.

6. DEPRESS SLABS AS REQUIRED FOR FLOOR FINISHES, SEE ARCHITECT.

7. SLOPE FLOORS AS REQUIRED TO FLOOR DRAINS, SEE ARCHITECT.

8. FORM ALL CONCRETE.

9. EXPOSED EDGES OF CONCRETE BEAMS, COLUMNS, ETC. SHALL BE CHAMFERED ¾”.

11. PROVIDE CORNER BARS FOR ALL CONTIGUOUS CORNERS.

12. WATER/CEMENT RATIO LIMITS:

F

C

= 3500 PSI 0.50 AIR-ENTRAINED

13. SLUMP LIMITS:

3” FOR FOUNDATIONS, 4” FOR SLABS AND WALLS

14. PROVIDE AIR ENTRAINED CONCRETE FOR ALL EXPOSURES.

MASONRY NOTES

1. WORK SHALL BE PERFORMED IN ACCORDANCE WITH ACI 530 SPECIFICATIONS.

2. MORTAR: ASTM C270, TYPE M BELOW GRADE, TYPE M OR S ABOVE GRADE, TYPE N FOR NON-LOAD

BEARING ABOVE GRADE.

3. GROUT: ASTM C476, F

C

= 2000 PSI, TESTED PER ASTM C1019.

4. REINFORCING BARS SHALL BE ASTM A-615, GRADE 60, LAP MINIMUM 40 BAR DIAMETERS FOR #5

BARS AND SMALLER, LAP MINIMUM 52 BAR DIAMETERS FOR BARS LARGER THAN #5 UNLESS NOTED

OTHERWISE.

5. HORIZONTAL WALL REINFORCING: PER ASTM A-82, 9 GA, HOT DIPPED GALVANIZED PER ASTM

A-153 (1.5 OZ PER SF.), LADDER TYPE, EQUAL TO DUR-A-WAL. BED JOINTS AT 16” O.C. AND

AT 1

ST

AND 2

ND

BED JOINTS AT BOTTOM OF WALL, TOP OF WALL, ABOVE LINTELS AND BELOW

SILLS. REINFORCING CONTINUOUS EXCEPT AT VERTICAL CONTROL JOINTS. SIDE RODS LAPPED A

MINIMUM OF 6” AT SPLICES. PROVIDE PREFABRICATED CORNERS AND TEES.

6. CONCRETE MASONRY UNITS: ASTM C-90, GRADE N, TWO CORE TYPE FOR REINFORCED MASONRY.

DESIGN BASED ON F'M = 1900 PSI.

7. VERTICAL BAR REINFORCING: PLACE ACCURATELY AND MECHANICALLY HOLD IN POSITION WHILE

GROUTING. GROUTING SHALL BE DONE IN LIFTS NOT EXCEEDING 4'-0” AND MECHANICALLY

CONSOLIDATED IN PLACE; CONSOLIDATION BY RODDING NOT ACCEPTABLE.

8. RUNNING BOND MASONRY SHALL BE BUILT INTEGRALLY AT WALL CORNERS UNLESS INDICATED

OTHERWISE.(USE ONLY IF NECESSARY).

9. ANCHOR CONTINUOUS WOOD BLOCKING TO MASONRY WITH MINIMUM 1/2” ANCHOR RODS 8” LONG

PLUS 2” HOOK AT 32" O.C. UNLESS NOTED OTHERWISE.

STRUCTURAL STEEL

1. STRUCTURAL STEEL: FABRICATED AND ERECTED PER THE AISC MANUAL OF STEEL

CONSTRUCTION.

W-BEAMS: ASTM A-992 GR. 50.

HSS: ASTM A-500 GRADE B.

STEEL PIPE: ASTM A53, TYPE E, GRADE B.

ALL OTHER SHAPES: ASTM A-36.

2. ANCHOR RODS: 36 KSI, ASTM F-1554.

3. WELDS: TO BE 70 KSI LOW HYDROGEN FILLER METAL PLACED BY WELDERS CERTIFIED IN WELD

AND POSITION BY AWS D1.1, STRUCTURAL WELDING CODE. ALL WELDS SHALL BE APPLIED TO

SURFACES FREE OF GREASE, PAINT, DIRT, OR OTHER HARMFUL MATERIAL.

4. STEEL PRIMER: RUST INHIBITING ALKYD INDUSTRIAL PRIMER, 1.5 MIL DRY FILM THICKNESS.

WOOD FRAMING

1. DIMENSIONAL FRAMING MATERIAL SHALL BEAR THE GRADE MARK OF AN ALSC APPROVED

AGENCY, KILN DRIED, AND HAVE THE FOLLOWING MINIMUM STRESS GRADE:

2X4 STUD WALLS: SPRUCE-PINE-FIR, CONSTRUCTION GRADE OR BETTER.

2X6 AND LARGER: HEM-FIR #2 OR BETTER.

2. ROOF RAFTERS ANCHORED TO CONTINUOUS PLATES WITH ONE SIMPSON H3 ANCHOR UNLESS

NOTED OTHERWISE.

3. WOOD TO BE IN CONTACT WITH CONCRETE, MASONRY, OR GRADE SHALL BE PRESSURE TREATED.

PLYWOOD SHEATHING

1. PLYWOOD/OSB FOR ROOF DECK SHALL BE 5/8" THICK APA RATED SHEATHING.

1. PLYWOOD/OSB FOR WALLS SHALL BE 1/2" THICK APA RATED SHEATHING.

2. ROOF AND WALL SHEATHING FASTENED WITH 8D COMMON NAILS AT 6” O.C. AT PANEL EDGES AND

INTERMEDIATE SUPPORTS UNLESS NOTED OTHERWISE.

3. PANELS SHALL BE LAID IN A STAGGERED PATTERN, CONTINUOUS OVER TWO SPANS.

WOOD TRUSSES

1. WOOD TRUSSES SHALL BE DESIGNED AND FABRICATED PER TRUSS PLATE INSTITUTE, INC.

SPECIFICATIONS.

2. DESIGN LOADS FOR TRUSSES SHALL BE:

TOP CHORD LIVE LOAD - 51 PSF (SEE DIAGRAM THIS SHEET FOR UNBALANCED SNOW LOAD)

TOP CHORD DEAD LOAD - 15 PSF

BOTTOM CHORD DEAD LOAD - 5 PSF

BOTTOM CHORD LIVE LOAD - 5 PSF

TOP CHORD WIND UPLIFT - DESIGN IN ACCORDANCE WITH 2015 MICHIGAN BUILDING CODE 115 MPH, EXPOSURE D. DEPENDENT ON EFFECTIVE WIND AREA AND ZONE. LOADS SHALL BE COMBINED PER

2015 MICHIGAN BUILDING CODE LOAD COMBINATIONS.

3. SHOP DRAWINGS FOR TRUSSES SHALL BE PREPARED BY THE SUPPLIER AND SUBMITTED TO THE

ARCHITECT/ENGINEER FOR APPROVAL. SHOP DRAWINGS SHALL BE PREPARED UNDER THE

SUPERVISION AND SHALL BE CERTIFIED BY A REGISTERED PROFESSIONAL ENGINEER IN THE

STATE WHERE THE PROJECT IS LOCATED.

4. TRUSSES SHALL BE ANCHORED TO SUPPORTS WITH ONE SIMPSON H3 ANCHOR EACH END UNLESS

NOTED OTHERWISE.

5. LIMIT OVERHANG MEMBER DEFLECTION TO L//180.

6. RAFTER TO TRUSS CONNECTION DESIGN AND SPECIFICATION BY TRUSS MANUFACTURER.

MINIMUM CONNECTION 2 SIMPSON LS 70 ANGLES.

8. PIGGY-BACK TRUSS TO TRUSS CONNECTION DESIGN AND SPECIFICATION BY TRUSS

MANUFACTURER. MINIMUM CONNECTION 2 SIMPSON TP47 PLATES EACH SIDE, @ 2'-0” ON CENTER.

9. PROVIDE MATCHING DEPTH TRUSS MEMBERS AT 2X FRAMING CONNECTIONS.

10. LATERAL WEB BRACING DESIGN AND CONNECTIONS BY TRUSS MANUFACTURER.

11. TRUSSES SHALL BE DESIGNED FOR MAXIMUM BEARING PRESSURE OF 405 PSI.

12. TEMPORARY BRACING TO BE CONTRACTORS RESPONSIBILITY. CONFORM TO ALL APPLICABLE

CODES AND STANDARDS. INTERNAL TEMPORARY BRACING SHALL REMAIN AS PERMANENT

BRACING.

STRUCTURAL COMPOSITE LUMBER

1. WOOD I JOISTS: IN ACCORDANCE WITH APA, SIZE ON PLAN BASED ON WEYERHAEUSER TJ 4000

SERIES, TJI 210 INSTALL BEARING REINFORCEMENT, BLOCKING PANELS, RIM BOARDS, FILLER

BLOCKS IN ACCORDANCE WITH APA AND JOIST MANUFACTURER .

SNOW LOAD DIAGRAM

L

C RIDGE

15.1 PSF

79 PSF

8'-4"

51 PSF

UNBALANCED LOAD

BALANCED LOAD

2"

7 5/8"

(2) #5 TOP AND BOTTOM

CONCRETE BEAM CBI

16" BEARING EACH END

ON SOLID GROUTED CMU,

16" DEEP, f'c=3500 PSI

51 PSF

MARK SIZE

WH1

(2) 2x12

MIN BEARING

(2) STUDS EACH END

CLR

C L R

MARK SIZE

WP1

(2) 2x6

REMARKS

CHECKED BY

SHEET TITLE

COPYRIGHT 2017

C

Saginaw, Michigan 48607

989 752 8107

100 S Jefferson Ave, Suite 601

WTAARCH.COM

ARCHITE SCT

DATENO. REVISION

53250

INDEX NO.

751/17146.TAP

FILE NO.

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DEPARTMENT OF TECHNOLOGY, MANAGEMENT AND BUDGET

STATE OF MICHIGAN

ROBERT C. HALL, RA, NCARB, DIRECTOR

FACILITIES AND BUSINESS SERVICES ADMINISTRATION

DESIGN AND CONSTRUCTION DIVISION

Y18395

CONTRACT NO.

7/9/19ISSUE FOR BIDS

PROJECT TITLE

NEW BUILDING FOR:

DNR/ MACKINAC ISLAND

STATE HARBOR

MACKINAC ISLAND, MICHIGAN

2018060

JUNE 26, 2019

COMFORT STATION

FOUNDATION DETAILS

DFR

S5.1

S5.1

S5.1

3/4"=1'-0"

B.O. FOOTING

SEE PLAN

MASONRY WALL,

SEE PLAN

C L

R

INTERIOR WALL FOOTING

CONCRETE FOOTING,

SEE PLAN

COMPACTED

GRANULAR FILL

#5 @ 48" O.C.

T.O. SLAB 100'-0"

BOND BREAK

S5.1

3/4"=1'-0"

B.O. FOOTING

SEE PLAN

MASONRY WALL,

SEE PLAN

C L

R

EXTERIOR WALL FOOTING

CONCRETE FOOTING,

SEE PLAN

COMPACTED

GRANULAR FILL

#5 @ 48" O.C.

T.O. SLAB 100'-0"

BOND BREAK

S5.1

B.O. FOOTING

SEE PLAN

3/4"=1'-0"

BUTTRESS WALL

C L R

EQUAL

SEE ARCH

T.O. WALL

#5 @ 18" O.C.

DOWEL INTO

FOOTING

#5 @ 18" O.C.

EQUAL

7 5/8"

BOND BREAK

4"

#5 @ 48" O.C.

2'-8" LONG

#5 @ 48" O.C.

T.O. SLAB 100'-0"

(3) #5 CONT

S5.1

B.O. FOOTING

SEE PLAN

3/4"=1'-0"

RETAINING WALL

C L R

2"

CLR

3'-6"

C L R

SEE ARCH

T.O. WALL VARIES

1'-6"

2"

CLR

4"

#5 @ 18" O.C.

(6) #5 CONT

#5 @ 12" O.C.

#6 @ 12" O.C.

1 1/2"x3 1/2"

#6 @ 12" O.C.

DOWEL INTO

FOOTING

#5 @ 18" O.C.

DOWEL INTO

FOOTING

#5 @ 48" O.C.

2'-8" LONG

BOND BREAK

T.O. SLAB 100'-0"

SEE ARCH

T.O. LEDGE VARIES

#5 @ 48" O.C.

1'-0"

SHEAR KEY

S5.1

B.O. FOOTING

SEE PLAN

3/4"=1'-0"

RETAINING WALL

C L R

2"

CLR

1'-0"

SEE ARCH

T.O. WALL VARIES

1'-0"

2"

CLR

4"

#5 @ 9" O.C.

(3) #5 CONT

DOWEL INTO

FOOTING

#5 @ 18" O.C.

DOWEL INTO

FOOTING

#5 @ 18" O.C.

#5 @ 9" O.C.

1 1/2"x3 1/2" SHEAR KEY

#5 @ 48" O.C.

2'-8" LONG

SEE PLAN

FOOTING,

CONCRETE

BOND BREAK

T.O. SLAB 100'-0"

SEE ARCH

T.O. LEDGE VARIES

#5 @ 48" O.C.

1'-0"

S5.1

S5.1

B.O. FOOTING

SEE PLAN

3/4"=1'-0"

RETAINING WALL

C L R

2"

CLR

C L R

2"

CLR

#5 @ 12" O.C.

T.O. SLAB 100'-0"

9"

#5 @ 18" O.C.

#5 @ 18" O.C.

#5 @ 12" O.C.

(4) #5 CONT

2'-3"

1'-0"

1 1/2"x3 1/2" SHEAR KEY

BOND BREAK

CONCRETE WALL VERTICAL CONTROL JOINT

NO SCALE

1 1/2"x3 1/2" SHEAR KEY

PVC WATER STOP

HORIZONTAL REINFORCING

NOTE: LOCATE CONCRETE

WALL VERTICAL

CONTROL JOINTS

@ MAX 20'-0" 0.C.

IN WALLS

S5.1

S5.1

CHECKED BY

SHEET TITLE

COPYRIGHT 2017

C

Saginaw, Michigan 48607

989 752 8107

100 S Jefferson Ave, Suite 601

WTAARCH.COM

ARCHITE SCT

DATENO. REVISION

53250

INDEX NO.

751/17146.TAP

FILE NO.

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B U

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N

U

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C

I

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C

U M S

P

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I S PENI NSUL A

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DEPARTMENT OF TECHNOLOGY, MANAGEMENT AND BUDGET

STATE OF MICHIGAN

ROBERT C. HALL, RA, NCARB, DIRECTOR

FACILITIES AND BUSINESS SERVICES ADMINISTRATION

DESIGN AND CONSTRUCTION DIVISION

Y18395

CONTRACT NO.

7/9/19ISSUE FOR BIDS

PROJECT TITLE

NEW BUILDING FOR:

DNR/ MACKINAC ISLAND

STATE HARBOR

MACKINAC ISLAND, MICHIGAN

2018060

JUNE 26, 2019

COMFORT STATION

FRAMING DETAILS

DFR

S7.1

S7.1

I-JOIST BEARING

3/4"=1'-0"

SIMPSON H3 ANCHOR

AT EACH JOIST

1/2"Ø A307 BOLT

@ 2'-8" O.C.

BOND BEAM W/(2)#5

CONT, GROUT SOLID

WOOD I-JOIST

@ 1'-4" O.C.

5/8" PLYWOOD

SHEATHING

SLOPED BEARING

WEB STIFFENER

EACH SIDE

S7.1

RIDGE BEAM

3/4"=1'-0"

C

L

1/2"Ø A307 BOLT

@ 2'-0" O.C.

2x BLOCKING

WOOD I-JOIST

@ 1'-4" O.C.

5/8" PLYWOOD

SHEATHING

SIMPSON LSTA18

STRAP @ 16" O.C.

SIMPSON LSTUA2.1

JOIST HANGER AT

EACH I-JOIST

BEAM, SEE PLAN

WEB STIFFENER,

EACH SIDE

S7.1

S7.1

CEILING FRAMING

3/4"=1'-0"

1/2"Ø A1&+O5 5O'

@ 2'-0" O.C.

1/2" PLYWOOD

SHEATHING

2x8

2x8

1/2"Ø A1&+O5 5O'

@ 2'-8" O.C.

SIMPSON LU28

JOIST HANGER

2x8 @ 16" O.C.

GROUT THIS

COURSE SOLID

BOND BREAK

S7.1