N. Higgins SP-ARCH 2-Bid Documents.pdf

1 1

TYP.

B

S102

S401

TYP.

A

S201

TYP.

C

S201

TYP.

TYP.

E S201

TYP. @

DOORS

12 12 12

121212

8 8

S101 A401

2X8 ROOF @ 16" O.C.

ROOFING FOR GABLE

OVERLAY

2X4 GABLE END WALL

BELOW

TYP.

A401

(2) 2x10

(2) 2x10

(2 2x

(2 2x opening for duct work coordinate with hvac contractor.

2X4 GABLE END WALL

BELOW

center beam on wall to allow bearing for hanger.

PROVIDE 3" BEARING

FOR RIDGE BOARDS.

2x'0 ROOF @ 16" O.C.

ROOFING rafters

A401

TYP.

sawcut 1 4 of slab thickness w/ joint filler, re: spec.

concrete grade slab w.w.f. - refer to notes cut every other wire at joint

2" X 8" smooth dowels @ 24" o.c.

grease and embedded in 2nd.

pour concrete grade slab w.w.f. - refer to notes cut every other wire at joint

4" 4"

1 4" CONCRETE SLAB W/ W.W.F. 6x6-W1.4xW1.4 IN TOP 1

3 OF SLAB

OVER 10 MIL. VAPOR BARRIER ON COMPACTED GRANULAR FILL.

SLOPE CONCRETE AS SHOWN ON SHEET A.101

CONCRETE SLAB PLAN TO ACCOMMODATE POSITIVE DRAINAGE

TO FLOOR DRAINS. SEE FINISH PLAN FOR POLISHED/SEALER

AREAS SHEET A601.

12" REINFORCED CONCRETE FOUNDATION WALL WITH

CONT. 24" X 12" STRIP FTG.

STEP FOUNDATION WALL 8" AT DOOR THRESHOLD /

ENTRY SYSTEM. (one course of block at doors)

4" CONCRETE GRADE SLAB; coordinate w/ CIVIL ENG.

DOCUMENTS

PROVIDE THRU-WALL PVC SLEEVES AS REQUIRED PER PLUMBING

AND ELECTRICAL DRAWINGS. COORDINATE SIZE AND LOCATION

WITH RELATED TRADES.

16"x16" PIER SUPPORTED BY 36"x36" PAD FTG.

2x10 SPF NO. 1 RAFTERS @ 16" O.C.

(2) 1 34" x 5 1

2" LVL W/ SIMPSON TOP FLANGE HANGER @ CMU WALL

CONNECTION SIMPSON STRONG TIE LBV3.56/5 1/2 OR W 3 1/2 X 5 1/2

- wrap w/ cedar boards - INSET BEAM FROM CORNER TO

ALLOW BEARING OF HANGER

(2) 1 34" x 7 1

4" LVL PROVIDE MIN. 3 STUD BEARING.

8" CMU LINTEL W/ (2) #5 CONT., BOND BEAM at openings and top course of block.

6'-0" O.C. OR SIMPSON STRONG TIE PER MANF.

8" dia. wood COLUMN W/ SIMPSON Cbtz concealed beam tie.

2X6 NAILER

24"x12" REINFORCED CONC. STRIP FTG. - REFER TO DETAIL A / S201S

2x12 RIDGE Board

NOT USED

provide grounding bar connected to footing reinforcing per NEC Section 250.52(A)(3) coordinate with electrical contractor. see detail 3 sheet s101

(2) 1 34" X 5 1 2" lvl wrap w/ cedar boards

INDICATES 8" CONCRETE BLOCK WALL ABOVE.

provide #4 cont. reinf. @ 48" o.c. max with reinforcing at corners, intersections and each side of openings.

20'-0" LONG GROUNDING ROD, SEE DETAIL THIS SHEET

KEYNOTES

1. CONCRETE SLAB INSTALLATION NEEDS TO BE COORDINATED

WITH THE ALL PARTIES INVOLVED BUT NOT LIMITED TO THE

GENERAL CONTRACTOR, FLAT WORK CONTRACTOR,

PLUMBING CONTRACTOR AND CONCRETE FLOOR POLISHER.

TO PROVIDE THE DESIRED DRAINAGE AND LOOK FOR THE

PROJECT.

2. SEE SHEET A101 FOR MORE INFORMATION ON CONCRETE

SLABS, INCLUDING SLOPES, DRAIN LOCATIONS AND CONTROL

JOINT LOCATIONS.

GENERAL NOTES

4 AWG OR LARGER BARE

COPPER CONDUCTOR OR

STEEL REINFORCING BAR

OR ROD NOT LESS THAN 1/2"

IN DIAMETER, AT LEAST 20'

LONG

NON-METALLIC

PROTECTIVE

SLEEVE

GROUNDING

ELECTRODE

CONDUTOR

CONNECTION LISTED

FOR THE PURPOSE

FOUNDATION IN

DIRECT CONTACT

WITH THE EARTH

TOP OF

FOUNDATION

WALL

FOUNDATION PLAN

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

JC

/E

N G

B Y

PR

O

JE

C

T N

O

IN

D

EX

PC

A

D R

AW

N

B Y

D

ES

IG

N

ED

B

Y

R

EV

IE

W

D

AT

E

-0

BS

G

M

EH

C

IV

IL

E

N G

IN

EE

R

TD

G

-9

PR

O

JE

C

T D

ES

C

R

IP

TI

O

N

N O

R

TH

H

IG

G

IN

S

LA

KE

S

TA

TE

P

AR

K To ile t S ho w er B ui ld in g

R ep la ce m en t

BE

AV

ER

C R

EE

K

TO

W

N

SH

IP

, C

R

AW

FO

R

D C

O U

N

TY

PL

UR

IB

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

N

A M

D

EP

A R

TM

EN

T O

F

TE

C H

N O

LO

G

Y , M

A N

A G

EM

EN

T A

N D

B U

D G

ET

ST

A

TE

O

F M

IC

H

IG

A

N

R O

B

ER

T C

. H A

LL

, R

A , N

C A

R B

, D

IR

EC

TO

R

ST

A

TE

F

A C

IL

IT

IE

S

A D

M

IN

IS

TR

A

TI

O N

D

ES

IG

N

A N

D C

O N

ST

R

U C

TI

O

N D

IV

IS

IO

N

Ph as e

- 5

0%

/1 /2

Ph as e

- 7

0%

/1 0/

BI

D

D O

C U

M

EN

TS

3/

/2

FO

U

N D

AT

IO

N P

LA

N

R O

O F

FR

AM

IN

G

P

LA

N

AN

D D

ET

AI

LS

S

1ROOF FRAMING PLAN

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

1 CONTROL JOINT

SCALE: 3/4"=1'-0"S101 S101

2 CONSTRUCTION JOINT

SCALE: 3/4"=1'-0"S101 S101

3 GROUNDING DETAIL

SCALE: 3/4"=1'-0"S101 S101

AutoCAD SHX Text

NF

AutoCAD SHX Text

ENGINEERS

AutoCAD SHX Text Civil Engineers Land Surveyors Land Planners

AutoCAD SHX Text 46777 Woodward Avenue Pontiac, MI 48342-5032 Tel. (248) 332-7931 Fax. (248) 332-8257

#4 @ 40" O.C.

8" C.M.U.

1/4" ISOL. JOINT W/

SILCONINZED CHALK

4" CONCRETE SLAB

W.W.F. - REFER TO

NOTES

ENGINEERED FILL

#4x32" DOWELS @ 48" O.C.

#4 @ 40" O.C.

1'-

2'-0"

6" 1'-0" 6"

C

LR

concrete footing w/ 35 cont & #5 trans. @ 24" o.c.

undisturbed soil

6 mil vapor barrier

12" c.m.u. foundation wall w/ #4 @ 48" o.c.

24"

4"

CL

#4 @ 48" O.C.

14"

4"

#4 @ 40" O.C.

8" C.M.U.

1/4" ISOL. JOINT W/

SILCONINZED CHALK

exterior 4"

CONCRETE SLAB

W.W.F. - REFER TO

NOTES

ENGINEERED FILL

#4x32" DOWELS @ 48" O.C.

#4 @ 40" O.C.

1'-

2'-0"

6" 1'-0" 6"

C

LR

concrete footing w/ 35 cont & #5 trans. @ 24" o.c.

undisturbed soil

6 mil vapor barrier

12" c.m.u. foundation wall w/ #4 @ 48" o.c.

#4 @ 48" O.C.

14"

4"

16" x 16" C.M.U. PIER

W/ (4)#5 VERT.

-grouted solid

(4) #5 dowels

1'-

3'-0"

10" 1'-4" 10"

C

LR

concrete footing w/ (3) #5 trans.

ea. way undisturbed soil

ENGINEERED FILL

12" c.m.u. foundation wall w/ (2) #4

LIMESTONE CAP, SLOPE

IN 4 DIRECTIONS min.

1/8"/ft.

8" dia. WOOD POST

SPLIT FACE BLOCK

Simpson cpt66z column base or equal - TO BE

EMBEDDED IN POST, ALLOW

1/4" gAP (CAULK)

1/4" ISOL. JOINT W/

SILCONINZED CHALK

exterior 4"

CONCRETE SLAB

ss dovetail anchor typ.

CAULK PERIMETER

2" provide drip prior to stone veneer

SOIL BEARING REQUIREMENTS:

1. INFORMATION AND SOIL PROPERTIES USED FOR FOUNDATION AND SLAB DESIGNS ARE BASED ON THE GEOTECHNICAL ENGINEERING REPORT BY TESTING ENGINEERS & CONSULTANTS LLC PROJECT NUMBER 59870

DATED MAY 20, 2019.

2. ALL TOP SOIL, ORGANIC AND VEGETATIVE MATERIAL SHOULD BE REMOVED PRIOR TO CONSTRUCTION. ANY REQUIRED FILL SHALL BE CLEAN, GRANULAR MATERIAL COMPACTED TO AT LEAST 95% OF MAXIMUM DRY DENSITY

AS DETERMINED BY ASTM D-1557.

3. FOUNDATIONS BEARING ON NATURAL SOILS ARE DESIGNED FOR A MINIMUM ALLOWABLE SOIL BEARING CAPACITY

OF 1500 PSF, U.N.O

4. NOTIFY THE ENGINEER/ARCHITECT IF THE ALLOWABLE SOIL BEARING CAPACITY IS LESS THAN 2000 PSF SO THAT

THE FOUNDATIONS CAN BE REDESIGNED FOR THE NEW ALLOWABLE BEARING CAPACITY.

5. FLOOR SLAB - THE FLOOR SLAB IS DESIGNED TO BE SUPPORTED BY THE SOIL.

TEMPORARY CONSTRUCTION SHORING:

1. ARCHITECT ASSUMES NO RESPONSIBILITY FOR THE DESIGN OR PROPER INSTALLATION OF TEMPORARY BUILDING BRACING AND SHORING OR THE MEANS AND METHODS REQUIRED TO COMPLETE THIS PROJECT. THE CONTRACTOR AND HIS ENGINEER ARE RESPONSIBLE FOR THE DESIGN AND PROPER INSTALLATION OF BOTH TEMPORARY SHORING AND BRACING REQUIRED FOR A SAFE AND STRUCTURALLY SOUND PROJECT. THE STRUCTURAL MEMBERS INDICATED ON THESE DRAWINGS ARE NOT SELF-BRACING AND SHALL BE CONSIDERED UNSTABLE UNTIL ATTACHED TO THE COMPLETED STRUCTURE AS INDICATED BY THESE DRAWINGS AND SPECIFICATIONS. THE CONTRACTOR IS RESPONSIBLE FOR ALL DAMAGES INCURRED DUE TO IMPROPER SHORING OR BRACING DURING THE CONSTRUCTION PROJECT. ACCEPTANCE OF THE CONSTRUCTION PROJECT BY THE

CONTRACTOR IS PROOF OF ACCEPTANCE OF THE ABOVE MENTIONED ITEMS.

COLD WEATHER CONSTRUCTION:

1. CONTRACTOR TO FOLLOW GUIDELINES AND RECOMMENDATIONS FROM GOVERNING AGENCY'S, ASSOCIATIONS, TRADE GROUPS AND BEST PRACTICE FOR CONSTRUCTION IN COLD WEATHER. WHICH INCLUDES BUT NOT LIMITED TO CONCRETE, MASONRY, PAINTING AND CHALKING. NON-CONFORMANCE WITH THESE REQUIREMENTS AND

STANDARD GUIDELINES COULD RESULT IN THE "WORK" BEING REJECTED BY THE OWNER.

STRUCTURAL SPECIFICATIONS:

CONCRETE SPECIFICATIONS:

1.CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 318-11, "BUILDING CODE

REQUIREMENTS FOR STRUCTURAL CONCRETE", EXCEPT AS MODIFIED BY SUPPLEMENTAL

REQUIREMENTS.

2.CONCRETE SHALL HAVE A MINIMUM OF 3000 PSI, 28 DAY COMPRESSIVE STRENGTH, UNLESS NOTED OTHERWISE (U.N.O.), (517 LBS. OF CEMENT PER CUBIC YARD MINIMUM (5.5 SACKS) & A WATER/CEMENT RATIO NOT TO EXCEED 6 GALLONS PER SACK). EXTERIOR CONCRETE SLABS SHALL HAVE A MINIMUM OF

4500 PSI, 28 DAY COMPRESSIVE STRENGTH, MAXIMUM AGGREGATE SIZE OF ¾”, AND 6% AIR

ENTRAINMENT.

3.THE USE OF ADDITIVES SUCH AS FLY ASH OR CALCIUM CHLORIDE IS NOT ALLOWED WITHOUT PRIOR

REVIEW FROM THE ENGINEER.

4.THE CONCRETE CONTRACTOR SHALL SUBMIT THE DESIGN MIX OF EACH TYPE FOR REVIEW BY THE

ENGINEER AND ARCHITECT PRIOR TO PLACEMENT.

5. ISOLATION JOINT: MATERIAL DECK-O-FOAM BY W.R. MEADOWS. REMOVE TEAR AWAY & INSTALL SAP

CONC. & MOTOR SILCONINZED FILLER SEALANT

REINFORCING STEEL SPECIFICATIONS:

1.REINFORCING BARS, DOWELS, AND TIES SHALL CONFORM TO ASTM-615 GRADE 60 REQUIREMENTS

AND SHALL BE FREE OF RUST, DIRT AND MUD.

2.WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-1064 AND BE POSITIONED AT THE MID HEIGHT OF

SLABS, U.N.O.

3.REINFORCING SHALL BE PLACED AND SECURELY TIED IN PLACE SUFFICIENTLY AHEAD OF PLACING OF

CONCRETE TO ALLOW INSPECTION AND CORRECTION, IF NECESSARY, WITHOUT DELAYING THE

CONCRETE PLACEMENT.

4.EXTEND REINFORCING BARS A MINIMUM OF 36" AROUND CORNERS AND LAP BARS AT SPLICES A

MINIMUM OF 24", U.N.O.

5.WELDING OF REINFORCING STEEL IS NOT ALLOWED.

STRUCTURAL STEEL SPECIFICATIONS:

1.STRUCTURAL STEEL SHAPES, PLATES, BARS, ETC. ARE TO BE ASTM A-36, EXCEPT WIDE FLANGE SHAPES SHALL BE ASTM A-992, GRADE 50 (UNLESS NOTED OTHERWISE) DESIGNED AND CONSTRUCTED PER THE ANSI/AISC 360-10 "SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS", AND THE 14TH

EDITION OF THE AISC "STEEL CONSTRUCTION MANUAL".

2.WELDED CONNECTIONS SHALL CONFORM TO THE AWS D1.1-10 "STRUCTURAL WELDING CODE -

STEEL", AND SHALL UTILIZE E70XX ELECTRODES UNLESS NOTED OTHERWISE.

3.BOLTED CONNECTIONS SHALL UTILIZE ASTM A-325 BOLTS TIGHTENED TO A "SNUG TIGHT" CONDITION (UNLESS NOTED OTHERWISE). EMBEDDED ANCHOR BOLTS SHALL BE F1554, GRADE 36, UNLESS NOTED

OTHERWISE.

4.THE STEEL FABRICATOR SHALL SUBMIT THREE PAPER COPIES OF SHOP DRAWINGS FOR REVIEW BY THE ENGINEER AND ARCHITECT PRIOR TO FABRICATION. ALLOW 10 WORKING DAYS MINIMUM FOR EACH

STAGE OF THE REVIEW PROCESS.

5.THE STEEL ERECTOR IS SOLELY RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF TEMPORARY GUYS, BRACES, FALSEWORK, CRIBBING AND OTHER ELEMENTS REQUIRED FOR THE SAFE AND PROPER INSTALLATION OF ALL BUILDING ELEMENTS UNTIL THE STRUCTURE IS PERMANENTLY BRACED. THE FABRICATOR AND ERECTOR SHALL PERFORM ALL WORK IN ACCORDANCE WITH OSHA REQUIREMENTS.

6.THE DESIGN ENGINEER IS NOT RESPONSIBLE FOR JOB SITE SAFETY OR OTHER JOB SITE CONDITIONS.

7.VERIFY THE EXACT SIZE AND LOCATION OF FLOOR AND ROOF OPENINGS WITH MECHANICAL

CONTRACTOR, IF REQUIRED.

8.VERIFY EXISTING DIMENSIONS AND CONDITIONS IN FIELD PRIOR TO CONSTRUCTION.

MASONRY SPECIFICATIONS:

1.MASONRY WORK SHALL BE IN ACCORDANCE WITH ACI 530-11, “BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES”, AND ACI 530.1-11, “SPECIFICATIONS FOR MASONRY STRUCTURES.” CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C-90, GRADE N, TYPE I FOR HOLLOW CONCRETE MASONRY UNITS, AND ASTM C-145, GRADE N, TYPE I FOR SOLID CONCRETE MASONRY UNITS. BRICK SHALL MEET

THE LATEST REVISIONS OF ASTM C-216, GRADE SW.

2.CONCRETE MASONRY UNITS SHALL HAVE AN AVERAGE MINIMUM NET AREA COMPRESSIVE STRENGTH

OF 2000 PSI.

3.MORTAR SHALL CONFORM TO ASTM C-270, TYPE M OR S, MINIMUM COMPRESSIVE STRENGTH F'C=1800

PSI AT 28 DAYS.

4.GROUT SHALL CONFORM TO ASTM C-476 WITH A MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI.

5.CONTROL JOINTS FOR CONCRETE MASONRY SHALL BE PLACED AT 24' O.C. MAXIMUM, UNLESS NOTED

OTHERWISE (U.N.O.).

6.REINFORCED CONCRETE BLOCK WALLS SHALL HAVE 220 LOX-ALL, OR EQUIVALENT, STANDARD LADDER-TYPE HORIZONTAL REINFORCING INSTALLED AT EVERY OTHER COURSE. HORIZONTAL WIRE REINFORCEMENT SHALL BE # 9 GA WIRE WITH ASTM A-641 GALVANIZED COATING UNLESS NOTED

OTHERWISE. DO NOT EXTEND HORIZONTAL JOINT REINFORCING THROUGH CONTROL JOINTS.

7.INSTALL VERTICAL REINFORCING (AS NOTED ON PLANS) IN THE CENTER OF BLOCK CORES, UNLESS NOTED OTHERWISE, AND GROUT IN MAXIMUM OF FOUR FOOT HEIGHTS. REINFORCING STEEL SHALL BE ASTM A-615 GRADE 60. REINFORCEMENT SPLICES SHALL BE PLACED IN ACCORDANCE WITH ACI 530-11, SECTION 3.3.3.4.

8.MASONRY WORK SHALL HAVE PROPER FLASHING, WEEPHOLES, ETC., IN ACCORDANCE WITH THE

ARCHITECT'S DETAILS AND THE MBC.

9.THE MASONRY CONTRACTOR IS SOLELY RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF

TEMPORARY SHORING AND FALSEWORK REQUIRED TO WITHSTAND WIND LOADS AND TEMPORARY

CONSTRUCTION LOADS. WORK PERFORMED SHALL BE IN ACCORDANCE WITH OSHA REQUIREMENTS.

STRUCTURAL DESIGN LOADS

BASED ON THE 2015 MICHIGAN BUILDING CODE

FLOOR:

SLAB-ON-GRADE CONSTRUCTION

250 PSF LIVE LOAD

ROOF:

70 PSF GROUND SNOW LOAD

CE=1.0

CT=1.0

I=1.0

PF=17.5 PSF

PM=20 PSF

PDESIGN=50 PSF (DESIGN SNOW LOAD)

20 PSF DEAD LOAD

WIND LOAD:

WIND LOADS ARE CALCULATED PER ASCE 7-10 USING:

· ENVELOPE PROCEDURE FOR COMPONENTS AND CLADDING (LOW RISE BUILDINGS WITH H

≤ 60 FT.)

· DIRECTIONAL PROCEDURE FOR MAIN WIND-FORCE RESISTING SYSTEM (RIGID BUILDINGS

OF ALL HEIGHTS)

115 MPH BASIC WIND SPEED

RISK CATEGORY II

EXPOSURE 'D'

THE FOLLOWING WIND LOADS INCLUDE THE 0.6 ASD LOAD FACTOR:

+8.1 PSF = (0.6) X MWFRS WALL PRESSURE (WITHOUT INTERNAL PRESSURE)

-5.0 PSF = (0.6) X MWFRS WALL PRESSURE (WITHOUT INTERNAL PRESSURE)

-12.0 PSF = (0.6) X COMPONENTS AND CLADDING WALL PRESSURE, ZONE 5

+10.34 PSF = (0.6) X COMPONENTS AND CLADDING WALL PRESSURE, ZONE 5

-17.3 PSF = (0.6) X COMPONENTS AND CLADDING PRESSURE, PARAPET, ZONE 4

+26.3 PSF = (0.6) X COMPONENTS AND CLADDING PRESSURE, PARAPET, ZONE 4

#4 @ 40" O.C.

8" C.M.U.

1/4" ISOL. JOINT W/

SILCONINZED CHALK

exterior 4"

CONCRETE SLAB

W.W.F. - REFER TO

NOTES

ENGINEERED FILL

#4x32" DOWELS @ 48" O.C.

#4 @ 40" O.C.

1'-

2'-0"

6" 1'-0" 6"

C

LR

concrete footing w/ 35 cont & #5 trans. @ 24" o.c.

undisturbed soil

6 mil vapor barrier

12" CONC. foundation wall w/ (2) #4 TOP & BOTTOM

#4 @ 48" O.C.

14"

4" #4 @ 48" O.C.

14"

4" remove pre-scored strip and install SILCONINZED caulk flush with floor.

1/4" DECK-O-FOAM

EXPANSION JOINT FILLER.

exterior 4"

CONCRETE SLAB

W.W.F. - REFER TO

NOTES

ENGINEERED FILL

#4x32" DOWELS @ 48" O.C.

#4 @ 40" O.C.

1'-

2'-0"

6" 1'-0" 6"

C

LR

concrete footing w/ 35 cont & #5 trans. @ 24" o.c.

undisturbed soil

6 mil vapor barrier

12" c.m.u. foundation wall w/ #4 @ 48" o.c.

#4 @ 12" O.C.

14"

4" #4 @ 48" O.C.

14"

4"

ALUMINUM DOOR

JC

/E

N G

B Y

PR

O

JE

C

T N

O

IN

D

EX

PC

A

D R

AW

N

B Y

D

ES

IG

N

ED

B

Y

R

EV

IE

W

D

AT

E

-0

BS

G

M

EH

C

IV

IL

E

N G

IN

EE

R

TD

G

-9

PR

O

JE

C

T D

ES

C

R

IP

TI

O

N

N O

R

TH

H

IG

G

IN

S

LA

KE

S

TA

TE

P

AR

K To ile t S ho w er B ui ld in g

R ep la ce m en t

BE

AV

ER

C R

EE

K

TO

W

N

SH

IP

, C

R

AW

FO

R

D C

O U

N

TY

PL

UR

IB

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

N

A M

D

EP

A R

TM

EN

T O

F

TE

C H

N O

LO

G

Y , M

A N

A G

EM

EN

T A

N D

B U

D G

ET

ST

A

TE

O

F M

IC

H

IG

A

N

R O

B

ER

T C

. H A

LL

, R

A , N

C A

R B

, D

IR

EC

TO

R

ST

A

TE

F

A C

IL

IT

IE

S

A D

M

IN

IS

TR

A

TI

O N

D

ES

IG

N

A N

D C

O N

ST

R

U C

TI

O

N D

IV

IS

IO

N

Ph as e

- 5

0%

/1 /2

Ph as e

- 7

0%

/1 0/

BI

D

D O

C U

M

EN

TS

3/

/2

ST

R

U C

TU

R

AL

SP

EC

IF

IC

AT

IO

N

S

AN

D D

ET

AI

LS

S

A DETAIL

SCALE: 3/4"=1'-0"S201 S101

B DETAIL

SCALE: 3/4"=1'-0"S201 S101

C DETAIL

SCALE: 3/4"=1'-0"S201 S101

B DETAIL (OPTION)

SCALE: 3/4"=1'-0"S201 S101

D EXPANSION JOINT DETAIL

SCALE: 1 1/2"=1'-0"S201 S101

E DETAIL AT DOORS

SCALE: 3/4"=1'-0"S201 S101

AutoCAD SHX Text

AutoCAD SHX Text

NF

AutoCAD SHX Text

ENGINEERS

AutoCAD SHX Text Civil Engineers Land Surveyors Land Planners

5 1/2"

ALL BEARING FOOTINGS SHALL BEAR @ 18" (MIN) BELOW TOP OF UNDISTURBED SOIL or TOP OF

4" CONC. SLAB

ON 4" A.B.C.

TOP OF STEM

'O M

N I'

B

LK

F R

O M

T O P

O F D

E P

R E S S E D

S T E M

MORTAR

UNDISTURBED OR

ENGINEERED SOIL

FOOTINGS:

MIN. 40 BAR DIA.

INTERIOR

ABOVE TOP OF STEM

STEM WALL

CONCRETE

FINISH GRADE

CONT. REBAR

M

IN

VERTICAL REBAR

EXTERIOR

2'-0"

BLOCKFLASH

CONT. REBAR

SEE DETAILS 13 & 14

ENGINEER-CERTIFIED COMPACTED SOIL or specified by engineer p e r l o c a l c o d e or per engineering d im e n s io n p e r e n g in e e r in g

VERTICAL REBAR @ 48" O.C.

ALTERNATE DIRECTION OF LEGS

or per engineering

INTERIOR

5 1/2" every other course or

IN PLACE OF REBAR

OPTIONAL DUROWIRE

VERTICAL CELL

min 40 bar diameters Continuous REBAR

FULL GROUT

or per engineering VERTICAL REBAR @48" o.c

EXTERIOR

DIAMETERS

MIN. 40 BAR DIAMETERS

PER ENGINEERING

above top of bond beam top of stem max. 48" from or top of previous bond beam or PER ENGINEERING overlap at all splices

INTERIOR

NOTCH FOR REBAR

LINTEL TOP REINFORCING

JAMB REINFORCING

PER SCHEDULE

FIELD CUT

SEE SCHEDULE

16" MIN

(TYP)

(MASONRY LINTEL)

DEPTH OF SOLID

GROUT PER SCHEDULE

CORNER UNIT

OMNI BLOCK

8 x 8 x 8 CMU

BEAM BLOCK

SOLID BOTTOM BOND

8 x 8 x 8 CMU

ALTERNATE OMNI

CORNER BLOCK

FOAM INSERT

VERTICAL REBAR MAY BE PLACED

IN ANY CELL AS ILLUSTRATED ABOVE

24"

CENTERED

IN CELL

16"

MAX. VERTICAL

REBAR SPACING

INTERIOR

56"48"40"32"

4"

/2

ANCHOR BOLTS: 1/2"dia W/ MIN. 7" EMBED, 2x6x5/16 FLAT WASHER, & NUT

@ 48" O.C. & MAX. 12" FROM END

M

IN

7"

ANCHOR BOLT,

SEE NOTE BELOW

54DETAILS

SEE SECTION

SEE NOTE BELOW

ANCHOR BOLT,

VERTICALS TO

MATCH D0WELS

IN FOOTING

VERTICAL CELL

GROUT FULL HGT

2 x 8 TOP PLATE

MORTAR

CONTINUOUS REBAR

IN 8" BOND BEAM

BOND BEAM

PER ENGINEERING

IN PLACE OF REBAR

OPTIONAL DUROWIRE

OR PER ENGINEERING

4" CONC. SLAB

FIN FLOOR

ON 4" A.B.C.

UNDISTURBED

OR ENG. SOIL

ALL BEARING FOOTINGS SHALL BEAR @ 18" (MIN) BELOW TOP OF UNDISTURBED SOIL or TOP OF

B

LO

C K

B E

LO

W T

O P

O F F

LO

O R

'O M

N I'

B

LK

F R

O M

O N E 1)

B

LO

C K

B E

LO

W T

O P

O F F

LO

O R

S T A N D

A R

D C

M U F

R O M

O N E 1)

FOOTINGS:

G R

O U T S

O

LI

D

A

LL

C E

LL

S B

E

LO

W G

R A D

E

5 1/2"

M

IN

MORTAR

FINISH GRADE

STANDARD CMU

STEM WALL

CONT. REBAR

INTERIOR EXTERIOR

SEE DETAILS 13 & 14

VERTICAL REBAR

2'-0"

MORTAR

CONT. REBAR

R

BLOCKFLASH

OPTIONAL

MIN. 40 BAR DIA.

ABOVE TOP OF STEM

p e r l o c a l c o d e or per engineering d im e n s io n p e r e n g in e e r in g

VERTICAL REBAR @ 48" O.C.

ALTERNATE DIRECTION OF LEGS

or per engineering

ENGINEER-CERTIFIED COMPACTED SOIL or specified by engineer

CENTERED

IN CELL

INTERIOR

4" 4"

8" MODULE

IN CELL

CENTERED

4"

FIGURE E FIGURE F

FIGURE A

FIGURE C

FIGURE B

FIGURE D

#4 centered, grout solid (Typ.)

CAULK

STEEL

LINTEL

LINTEL TOP

REINF. SEE

INTERIOR

SCHEDULE

MORTAR

CAULK

WINDOW UNIT

SEE DTL. 11

JAMB REBAR

EXTERIOR

INTERIOR

BEYOND

DOOR JAMB/WALL

ARE REQUIRED USE

IF 2 HORIZONTALS

CMU BOND BEAM

BLOCK OR KNOCK

OUT CENTER FACE

SHELL TOP

sizing per engineering rebar quantity and omni jamb BLOCK omni stretcher

BLOCK

mortar notes : alternate standard half cmu with omni jamb block at control joint saw cut notch in omni jamb block to accommodate rubber gasket

4" 4"

3/8" typ

RUBBER GASKET

ALL UNGROUTED CELLS

FILLED WITH INSULATION

INSERTS

1/ 2"

STRETCHER

RIGHT CORNER BLOCK

LEFT CORNER BLOCK

138" 3 1 8"

11 4

1 2"

11 4

13 8

11 4

75 8

1 14" 45 8" 134" 65

8" 138"

3 1 8" 138"

11 4

1 2"

11 4

13 8

11 4

138" 65 8" 134" 45

8" 1 14"

75 8

8"

3 1 8" 138" 65

8" 3 1 8"138"

11 4

1 2"

11 4

13 8

11 4

138"138" 12"

8"

8"

JC

/E

N G

B Y

PR

O

JE

C

T N

O

IN

D

EX

PC

A

D R

AW

N

B Y

D

ES

IG

N

ED

B

Y

R

EV

IE

W

D

AT

E

-0

BS

G

M

EH

C

IV

IL

E

N G

IN

EE

R

TD

G

-9

.0

PR

O

JE

C

T D

ES

C

R

IP

TI

O

N

ST

R

AI

TS

S

TA

TE

P

AR

K

SH

O

W

ER

B U

IL

D

IN

G

IM

PR

O

VE

M

EN

TS

ST

. I G

N

AC

E M

AC

KI

N C

C O

U N

TY

PL

UR

IB

U

E S

U N U

M

C I

R C

U M

S P

I C

E

S I

Q U

E

RE

I S

P E

N I

N S

U L

A M

A M

OE

N

A M

D

EP

A R

TM

EN

T O

F

TE

C H

N O

LO

G

Y , M

A N

A G

EM

EN

T A

N D

B U

D G

ET

ST

A

TE

O F

M

IC

H

IG

A N

A D

A M

P . L

A C

H , R

A , D

IR

EC

TO

R

ST

A

TE

F

A C

IL

IT

IE

S

A D

M

IN

IS

TR

A

TI

O N

D

ES

IG

N

A N

D C

O N

ST

R

U C

TI

O

N D

IV

IS

IO

N

Ph as e

- 5

0%

/1 /2

Ph as e

- 9

0%

/5 /2

Ph as e

- B id D oc um en ts

/1 4/

S301 S301

EXTERIOR WALL FOOTING - CONCRETE STEM

NTS

S301 S301

EXTERIOR WALL FOOTING - CMU STEM

NTS

S301 S301

TYPICAL LINTEL(S)

NTS

S301 S301

NOT USED

NTS

S301 S301

BOND BEAM - MID WALL

NTS

S301 S301

WINDOW/DOOR SILL & LINTEL FOR EXPOSED CMU

NTS

S301 S301

WALL TO ROOF/ANCHOR PLATE

NTS

S301 S301

REBAR AND GROUT CELL OPTIONS

NTS

S301 S301

VERTICAL REBAR PLACEMENT - STANDARD WALL

NTS

S301 S301

REBAR PLACEMENT AT WINDOW & DOOR OPENINGS

NTS

S301 S301

CONTROL JOINT

NTS

S301 S301

BLOCK DETAIL

NTS

O M

N I B

LO

C

K D

ET

AI

LS

S

REFERENCE ONLY

AutoCAD SHX Text

NF

AutoCAD SHX Text

ENGINEERS

AutoCAD SHX Text Civil Engineers Land Surveyors Land Planners