Fire Station No. 2 Addition- Renovation drawings- Proposal Issue..pdf

PROJECT LOCATION:

MACOMB FIRE STATION #2

17800 21 MILE RD,

MACOMB, MI 78044

PROJECT LOCATION:

MACOMB FIRE STATION #3

47711 NORTH AVE,

MACOMB, MI 48042

PROJECT LOCATION:

MACOMB FIRE STATION #4

16820 25 MILE RD,

MACOMB, MI 48042

RAY TOWNSHIP

CLINTON TOWNSHIP

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22 Mile Road

24 Mile Road

21 Mile Road

22 Mile Road

23 Mile Road

Chapman Road

24 Mile Road

25 Mile Road

26 Mile Road

M-59 Hall Road

23 Mile Road

22 Mile Road

Hagen Road

26 Mile Road

H a y e s R o a d

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G a rf ie ld R o a d

R o m e o P la n k R o a d

H e y d e n re ic h R o a d

H a y e s R o a d

25 Mile

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INDEX TO SHEETS

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Macomb Township Macomb County, Michigan

JASON ARLOW, AIA # 1301054547 DATE

"I HEREBY CERTIFY THESE PLANS HAVE BEEN PREPARED UNDER MY

DIRECT SUPERVISION IN ACCORDANCE WITH ACT 240, PUBLIC ACTS

OF 1937 AS AMENDED- STATE OF MICHIGAN."

N.T.S.

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FIRE STATION NO. 2 RENOVATION

CIVIL

REMOVAL PLAN 1

CONSTRUCTION PLAN 2

SOIL EROSION AND SEDIMENTATION CONTROL PLAN 3

LANDSCAPE PLAN 4

STORM SEWER STANDARD DETAILS STM1

PAVING STANDARD DETAILS P1

PAVING STANDARD DETAILS P2

PAVING STANDARD DETAILS PCDOR 1

PAVING STANDARD DETAILS PCDOR 2

ARCHITECTURAL

GENERAL PROJECT INFORMATION A011

TYPICAL ACCESSORY MOUNTING HEIGHT DETAILS A021

SPECIFICATIONS A031

SPECIFICATIONS A032

FIRST FLOOR DEMOLITION PLAN AD101

FIRST FLOOR PLAN A101

FIRST FLOOR REFLECTED CEILING PLAN A111

ROOF PLAN A121

EXTERIOR ELEVATIONS A201

BUILDING SECTIONS A301

WALL SECTIONS A311

WALL SECTIONS A312

WALL SECTIONS A313

WALL SECTIONS A314

ENLARGED PLANS A401

ENLARGED LOCKER ROOM PLANS AND ELEVATION A402

INTERIOR ELEVATIONS AND SECTION DETAILS A411

PLAN DETAILS A501

DOOR SCHEDULE A601

HEAD JAMB SILL DETAILS A602

FLOOR FINISH PLAN A610

ROOM FINISH SCHEDULE A611

STATIONS 3 & 4

REFERENCE FIRST FLOOR PLAN REF1

REFERENCE ENLARGED FLOOR PLAN & WALL SECTIONS REF2

STRUCTURAL

STRUCTURAL SPECIFICATIONS & DESIGN CRITERIA S011

FOUNDATION PLAN S101

LINTEL FRAMING PLAN S102

MEZZANINE FRAMING PLAN S103

ROOF FRAMING PLAN S104

ENLARGED PARTIAL ROOF FRAMING PLAN- SOUTH S104A

TYPICAL DETAILS S501

MECHANICAL

MECHANICAL SPECIFICATIONS M011

MECHANICAL DEMOLITION PLAN MD100

HVAC NEW WORK PLAN M101

PLUMBING DEMOLITION PLAN PD100

PLUMBING PLAN P101

UNDERGROUND PLUMBING PLAN P102

ELECTRICAL

ELECTRICAL GENERAL INFORMATION E100

ELECTRICAL DEMOLITION PLAN ED101

FIRST FLOOR POWER PLAN E101

E201 FIRST FLOOR LIGHTING PLAN E103

FIRST FLOOR LIGHTING PLAN E201

ELETRICAL DETAILS E300

FIRE ALARM DIAGRAMS AND DETAILS E301

ELECTRICAL DETAILS E400

PANEL SCHEDULES E500

ELECTRICAL SPECIFICATIONS E600

FIRST FLOOR AND MEZZANINE POWER PLAN

FIRST FLOOR AND MEZZANINE LIGHTING PLAN

ELETRICAL DETAILS

FIRE ALARM DIAGRAMS AND DETAILS

ELECTRICAL DETAILS

PANEL SCHEDULES

ELECTRICAL SPECIFICATIONS

E103

E201

E300

E301

E400

E500

E600

FIRE ALARM DIAGRAMS AELECTRICAL DETAILS

mmcpartlin Snapshot mmcpartlin Snapshot

REMOVAL PLAN

0249-0272

FIRE STATION NO. 2

RENOVATION

MACOMB TOWNSHIP

SHEET TITLE:

COPYRIGHT, 2024, ANDERSON, ECKSTEIN AND WESTRICK, INC.

CHECKED BY:DRAWN BY:

SCALE:

PRELIMINARY

DATE SUBMITTALS/REVISIONS

PROJECT NO.

SHEET NO.

CLIENT:

PROJECT NAME:

CONSTRUCTION RECORD

DATE:

01_Removal--2/27/2025 7:30:04 AM

M:\0249\0249-0272\DWG\CIVIL\00_CONSTPLAN.DWG

Know what's below.

72 hours before you dig.

Call R

Phone 586 726 1234 Fax 586 726 8780

51301 Schoenherr Road Shelby Township Michigan 48315

CIVIL ENGINEERS SURVEYORS ARCHITECTS

ENGINEERING STRONG COMMUNITIES

www.aewinc.com

ANDERSON, ECKSTEIN AND

WESTRICK, INC.

BENCH MARKS

(NAVD88 DATUM)

BENCH MARK No. 1

MARKER "X" ON N. RIM OF SAN.

MH IN FRONT OF FIRE DEPT.

ELEVATION: 601.84

BENCH MARK No. 2

MARKER "X" ON S.W. CORNER

OF STM. C.B. IN CENTERLINE

DRIVE OF FIRE DEPT.

ELEVATION: 600.40

(TO BE DESTROYED DURING

CONST.)

BENCH MARK No. 3

TOP OF HYDRANT AT S.E.

CORNER OF FIRE DEPT.

GARAGE.

ELEVATION: 602.60

JEF MDS FEB. 2024

1" = 10'

5 10 20

2/27/2025 PROPOSAL ISSUE

C R

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EN

D

R A

IN

FIRE

STATION NO. 2

17800 21 MILE RD.

MACOMB, MI 48044

BOUNDARY LINE

CENTERLINE DITCH

SIGN

MAILBOX

POWER POLE

LIGHT POLE

SANITARY MANHOLE

SANITARY SEWER

HYDRANT

GATE VALVE & WELL

VALVE BOX

WATER MAIN

STORM CATCH BASIN (PAVT.)

STORM CATCH BASIN (FIELD)

STORM MANHOLE

STORM SEWER

GAS MAIN

OVHD. UTIL.

UTILITY MARKER

SPOT ELEVATION ("+" INDICATES

ELEVATION LOCATION UNLESS

OTHERWISE INDICATED)

LEGEND

WALK/SCAPE LIGHTS

REMOVE TREE, 19 INCH TO 36 INCH

REMOVE LANDSCAPING WOODCHIPS

REMOVE BRICK PAVERS

REMOVE CONCRETE SIDEWALK

REMOVE CONCRETE PAVEMENT

REMOVE BRICK WALL AND GATES,

SEE ARCHITECTURAL PLANS

REMOVE EXISTING GENERATOR,

SEE ARCHITECTURAL PLANS

REMOVE EXISTING AC UNITS, SEE

ARCHITECTURAL PLANS

PROTECT EXISTING

TRANSFORMER AND

TRANSFORMER PAD

SEE ARCHITECTURAL PLANS FOR REMOVALS

WITHIN THE BUILDING FOOTPRINT

REMOVE EXISTING

DOWNSPOUT CONNECTION

AND 6 INCH ROOF LEAD

REMOVE EXISTING

DOWNSPOUT CONNECTION

AND 6 INCH ROOF LEAD

CONSTRUCTION

PLAN

0249-0272

FIRE STATION NO. 2

RENOVATION

MACOMB TOWNSHIP

SHEET TITLE:

COPYRIGHT, 2024, ANDERSON, ECKSTEIN AND WESTRICK, INC.

CHECKED BY:DRAWN BY:

SCALE:

PRELIMINARY

DATE SUBMITTALS/REVISIONS

PROJECT NO.

SHEET NO.

CLIENT:

PROJECT NAME:

CONSTRUCTION RECORD

DATE:

02_Const--2/27/2025 7:33:17 AM

M:\0249\0249-0272\DWG\CIVIL\00_CONSTPLAN.DWG

Know what's below.

72 hours before you dig.

Call R

Phone 586 726 1234 Fax 586 726 8780

51301 Schoenherr Road Shelby Township Michigan 48315

CIVIL ENGINEERS SURVEYORS ARCHITECTS

ENGINEERING STRONG COMMUNITIES

www.aewinc.com

ANDERSON, ECKSTEIN AND

WESTRICK, INC.

BENCH MARKS

(NAVD88 DATUM)

BENCH MARK No. 1

MARKER "X" ON N. RIM OF SAN.

MH IN FRONT OF FIRE DEPT.

ELEVATION: 601.84

BENCH MARK No. 2

MARKER "X" ON S.W. CORNER

OF STM. C.B. IN CENTERLINE

DRIVE OF FIRE DEPT.

ELEVATION: 600.40

(TO BE DESTROYED DURING

CONST.)

BENCH MARK No. 3

TOP OF HYDRANT AT S.E.

CORNER OF FIRE DEPT.

GARAGE.

ELEVATION: 602.60

JEF MDS FEB. 2024

1" = 10'

5 10 20

2/27/2025 PROPOSAL ISSUE

BOUNDARY LINE

CENTERLINE DITCH

SIGN

MAILBOX

POWER POLE

LIGHT POLE

SANITARY MANHOLE

SANITARY SEWER

HYDRANT

GATE VALVE & WELL

VALVE BOX

WATER MAIN

STORM CATCH BASIN (PAVT.)

STORM CATCH BASIN (FIELD)

STORM MANHOLE

STORM SEWER

GAS MAIN

OVHD. UTIL.

UTILITY MARKER

SPOT ELEVATION ("+" INDICATES

ELEVATION LOCATION UNLESS

OTHERWISE INDICATED)

LEGEND

WALK/SCAPE LIGHTS

NOTES:

A. ALL PAVEMENT, SIDEWALK, SANITARY SEWER, AND STORM SEWER

WORK SHALL BE CONSTRUCTED PER MACOMB TOWNSHIP STANDARD

DETAILS UNLESS OTHERWISE NOTED.

B. ALL WORK INCLUDED IN THESE DRAWINGS SHALL BE COMPLETED IN

ACCORDANCE WITH MACOMB TOWNSHIP STANDARDS AND

SPECIFICATIONS.

C. UNDERGROUND UTILITIES SHALL BE INSTALLED USING TRENCH DETAIL B

WHEN UNDER THE INFLUENCE OF PAVEMENT.

D. QUANTITIES PROVIDED ON THIS SHEET ARE ESTIMATED FOR

REFERENCE ONLY. IT WILL BE THE CONTRACTORS RESPONSIBILITY TO

DETERMINE REQUIRED QUANTITIES. PAYMENT FOR WORK SHOWN IN

THESE DRAWINGS SHALL BE PAID FOR AS INDICATED IN THE BID FORM.

E. ALL AREAS DISTURBED DURING CONSTRUCTION OPERATIONS SHALL BE

RESTORED WITH SEEDING AND MULCHING.

F. PROVIDE POLYETHYLENE OR POLYPROPYLENE EXPANSION JOINT

MATERIAL FOR CONCRETE STOOPS.

BUILDING ADDITION

SEE ARCHITECTURAL PLANS

GENERATOR ENCLOSURE WALL,

SEE ARCHITECTURAL PLANS

PROPOSED BRICK

SCREENWALL, SEE

ARCHITECTURAL PLANS

AIR CONDITIONER PAD, SEE STRUCTURAL

PLANS FOR PAVEMENT SECTION

AIR CONDITIONER UNITS, SEE

ARCHITECTURAL PLANS

GENERATOR, SEE ARCHITECTURAL PLANS

BUILDING ADDITION, SEE ARCHITECTURAL PLANS

CONCRETE SIDEWALK, 4 INCH

SEE MACOMB TOWNSHIP

PAVING STANDARD DETAILS

FLOW

D

EP

TH

A

S

PE

R P

LA

N

6" DOWNSPOUT ADAPTER

FINISH GRADE

PVC SCH. 40 RISER

45° PVC SCH. 40 BEND

PVC SCH. 40 WYE

PROP. PVC SCH. 40

AND FITTINGS, PER PLAN

DOWNSPOUT CONNECTION DETAIL

NOT TO SCALE

DOWNSPOUT

FLOW

D

EP

TH

A

S

PE

R P

LA

N

6" REMOVABLE PVC CAP (LAWN AREAS)

FINISH GRADE

PVC SCH. 40 RISER

45° PVC SCH. 40 BEND

PVC SCH. 40 WYE

PROP. PVC SCH. 40

AND FITTINGS, PER PLAN

STORM CLEANOUT DETAIL

NOT TO SCALE

PROVIDE CAST IRON COVER

EJ 1565 OVER CLEANOUT

IN PAVED AREAS ONLY SEE

PAVED AREA CLEANOUT

DETAIL BELOW

PAVED AREA CLEANOUT DETAIL

NOT TO SCALE

5'

7.3'

MATCH EX.

T/W 602.40

MATCH EX.

T/W 602.33

T/W 602.44

T/W 602.34

MATCH EX.

T/W 602.26

MATCH EX.

T/W 602.18

GRADE DOWN FROM NEW SIDEWALK TO PROVIDE

POSITIVE DRAINAGE TO AND OVER EX. SIDEWALK

DOWNSPOUT CONNECTION (TYP.)

SEE DETAIL THIS SHEET

STORM CLEANOUT

(SEE DETAIL THIS SHEET)

RIM - 602.45

STORM SEWER, PVC SCH. 40, 6

INCH, TR DET A @ 1.00% (TYP)

STORM SEWER, PVC SCH. 40, 6

INCH, TR DET B @ 1.00% (TYP)

T/CONC 603.43

T/CONC 603.21

FG 602.88

T/CONC 603.33

FG 603.00

T/CONC 603.11

FG 602.78

5'

T/W 602.60

T/CONC 602.60

CONCRETE STOOP (TYP.)

SEE ARCHITECTURAL PLANS

FOR DETAIL

CONCRETE STOOP, SEE

ARCHITECTURAL PLANS FOR DETAIL

CONCRETE PATIO, SEE

ARCHITECTURAL PLANS FOR DETAIL

T/W 602.60 T/W 602.60

FIRE

STATION NO. 2

17800 21 MILE RD.

MACOMB, MI 48044

T/W 602.54

T/W 602.50 T/W 602.50

T/W 602.44

T/W 602.44

MATCH EX.

T/W 602.06

MATCH EX.

T/W 602.14

SWALE 602.60

GRADE DOWN FROM NEW SITE IMPROVEMENTS TO PROVIDE

POSITIVE DRAINAGE TO AND OVER EX. SIDEWALK TO PARKING LOT

C R

IT

TE

N D

EN

D

R A

IN

STORM CLEANOUT

(SEE DETAIL THIS SHEET)

RIM - 602.15

STORM CLEANOUT

(SEE DETAIL THIS SHEET)

RIM - 602.28

STORM CLEANOUT

(SEE DETAIL THIS SHEET)

RIM - 602.53

STORM CLEANOUT

(SEE DETAIL THIS SHEET)

RIM - 602.65

CONCRETE STOOP, SEE

ARCHITECTURAL PLANS FOR DETAIL

AGGREGATE SURFACE COURSE, PEASTONE, 4 INCH DEPTH, ON

GEOTEXTILE, SEPARATOR, NON-WOVEN (TYP.)

CONCRETE EQUIPMENT PAD, SEE

STRUCTURAL PLANS FOR DETAIL

T/C O

N C

604.75

FG

603.33

RELOCATE AND DEEPEN EXISTING IRRIGATION LINES AS

NECESSARY TO ACCOMMODATE SITE IMPROVEMENTS ESTIMATED QUANTITIES FOR REFERENCE ONLY

(THIS SHEET)

1. CONCRETE SIDEWALK, 4 INCH 535 SFT

2. CONCRETE STOOP 90 SFT

3. CONCRETE GENERATOR PAD 10 SYD

4. CONCRETE AIR CONDITIONER PAD 8 SYD

5. CONCRETE EQUIPMENT PAD 10 SYD

6. AGGREGATE SURFACE COURSE, PEASTONE, 4 INCH DEPTH 7 SYD

7. DOWNSPOUT CONNECTION 5 EA

8. STORM CLEANOUT 9 EA

9. STORM SEWER, PVC SCH. 40, 6 INCH, TR DET A 160 FT

10. STORM SEWER, PVC SCH. 40, 6 INCH, TR DET B 35 FT

11. CATCH BASIN, 24 INCH DIAMETER, WITH 2 FOOT SUMP 1 EA

FG 602.44

T/CONC 602.88

FG 602.50

STORM CLEANOUT

(SEE DETAIL THIS SHEET)

RIM - 602.30

GENERATOR PAD, SEE STRUCTUAL

PLANS FOR PAVEMENT SECTION

SWALE 602.40

CONCRETE STOOP, SEE

ARCHITECTURAL PLANS FOR DETAIL

STORM CLEANOUT

(SEE DETAIL THIS SHEET)

RIM - 602.20

STORM CLEANOUT

(SEE DETAIL THIS SHEET)

RIM - 602.10

CONCRETE SIDEWALK, 4 INCH

SEE MACOMB TOWNSHIP

PAVING STANDARD DETAILS

CATCH BASIN, 24 INCH DIAMETER, WITH 2 FOOT SUMP

(SEE MACOMB TOWNSHIP STORM SEWER STANDARD DETAILS)

RIM 602.15

6" I.E. 598.03 (W) 6" I.E. 598.03 (E)

STORM CLEANOUT

(SEE DETAIL THIS SHEET)

RIM - 602.38

T/CONC 602.77

FG

604.42

SOIL EROSION AND

SEDIMENTATION

CONTROL PLAN

0249-0272

FIRE STATION NO. 2

RENOVATION

MACOMB TOWNSHIP

SHEET TITLE:

COPYRIGHT, 2024, ANDERSON, ECKSTEIN AND WESTRICK, INC.

CHECKED BY:DRAWN BY:

SCALE:

PRELIMINARY

DATE SUBMITTALS/REVISIONS

PROJECT NO.

SHEET NO.

CLIENT:

PROJECT NAME:

CONSTRUCTION RECORD

DATE:

03_SESC--2/27/2025 7:42:48 AM

M:\0249\0249-0272\DWG\CIVIL\00_CONSTPLAN.DWG

Know what's below.

72 hours before you dig.

Call R

Phone 586 726 1234 Fax 586 726 8780

51301 Schoenherr Road Shelby Township Michigan 48315

CIVIL ENGINEERS SURVEYORS ARCHITECTS

ENGINEERING STRONG COMMUNITIES

www.aewinc.com

ANDERSON, ECKSTEIN AND

WESTRICK, INC.

JEF MDS FEB. 2024

1" = 50'

25 50 100

2/27/2025 PROPOSAL ISSUE

21 MILE ROAD

(120' WIDE)

LOCATION MAP

NOT TO SCALE

SITE

N

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EN

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R A

IN

FIRE

STATION NO. 2

17800 21 MILE RD.

MACOMB, MI 48044

SESC CONTROL QTYS (FOR REFERENCE ONLY)

EROSION CONTROL, INLET PROTECTION, FABRIC DROP 4 EA

SILT FENCE 250 FT

ALL RESTORATION OF DISTURBED LAWN SURFACES WILL BE SEEDING AND MULCHING.

NO DEWATERING OR STOCKPILING OF MATERIAL IS ANTICIPATED.

GROSS ACREAGE DISTURBED: 0.16± ACRES

PARCEL 08-32-201-011

17800 21 MILE ROAD, MACOMB TOWNSHIP, MI 48044

LAND IN THE TOWNSHIP OF MACOMB, MACOMB COUNTY, MICHIGAN, DESCRIBED AS FOLLOWS:

LOT 772 OF "PLUM GROVE VILLAGE SUB NO. 2", ACCORDING TO THE PLAT THEREOF, AS RECORDED IN LIBER 71, PAGES 47, 48, 49, 50, 51 OF PLATS, MACOMB COUNTY RECORDS.

FROM RECORDS ONLY, NO FIELD SURVEY PERFORMED. SUBJECT TO ANY AND ALL EASEMENTS AND RIGHTS OF WAY

OF RECORD OR OTHERWISE.

LEGAL DESCRIPTION

SdA

OaB

AuB

AuB

SfB

SfB

OkB

INSTALL EROSION CONTROL,

INLET PROTECTION, FABRIC DROP

INSTALL SILT FENCE

NOTE:

1. EXISTING APPROACHES AND DRIVEWAYS WILL

BE USED TO ACCESS THE SITE AND PREVENT

TRACKING.

LIMITS OF PROPOSED EARTH CHANGE

EROSION CONTROL, SILT FENCE

EROSION CONTROL, INLET PROTECTION

EROSION CONTROL, INLET PROTECTION, FABRIC DROP

LEGEND

1. THIS PROJECT SHALL BE CONSTRUCTED IN COMPLIANCE WITH PART 91 OF ACT 451 OF 1994, AS AMENDED. THE SOIL EROSION AND SEDIMENTATION CONTROL ACT AND THE MACOMB COUNTY SOIL

EROSION AND SEDIMENTATION CONTROL ORDINANCE.

2. ALL EROSION AND SEDIMENTATION CONTROL WORK SHALL CONFORM TO THE STANDARDS AND

SPECIFICATIONS OF THE MACOMB COUNTY PUBLIC WORKS OFFICE.

3. EROSION AND ANY SEDIMENTATION FROM WORK ON THIS SITE SHALL BE CONTAINED ON THE SITE AND NOT ALLOWED TO COLLECT ON ANY OFF SITE AREAS OR IN WATERWAYS. WATERWAYS INCLUDE

BOTH NATURAL AND MAN MADE OPEN DITCHES, STREAMS, STORM DRAINS, LAKES, AND PONDS.

4. STAGING THE WORK WILL BE DONE BY THE CONTRACTOR AS DIRECTED IN THESE PLANS AND AS

REQUIRED TO ENSURE PROGRESSIVE STABILIZATION OF DISTURBED EARTH CHANGE.

5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLATION AND MAINTENANCE OF SOIL EROSION

AND SEDIMENTATION CONTROL DEVICES.

6. THE CONTRACTOR SHALL IMPLEMENT AND MAINTAIN THE SOIL EROSION CONTROL MEASURES AS SHOWN ON THE PLANS BEFORE AND AT ALL TIMES DURING CONSTRUCTION ON THIS PROJECT. ANY MODIFICATIONS OR ADDITIONS TO SOIL EROSION CONTROL MEASURES DUE TO CONSTRUCTION OR

CHANGED CONDITIONS SHALL BE COMPLIED WITH AS REQUIRED OR DIRECTED BY THE MACOMB

COUNTY PUBLIC WORKS OFFICE.

7. IF ANY OF THE SESC MEASURES ON THE SITE ARE DEEMED INADEQUATE OR INEFFECTIVE, THE MACOMB COUNTY PUBLIC WORKS OFFICE SESC DIVISION HAS THE RIGHT TO REQUIRE ADDITIONAL

SESC MEASURES AT THE EXPENSE OF THE CONTRACTOR.

8. INSTALL SILT FENCE AS INDICATED ON THE PLANS AND AT ADDITIONAL AREAS AS NECESSARY.

A. SILT FENCE SHALL BE INSTALLED PER DETAIL.

B. BUILD UP OF SEDIMENT SHALL BE REMOVED WHEN SEDIMENT ACCUMULATES TO 1/3 TO 1/2 OF THE

HEIGHT OF THE SILT FENCE.

C. IF SILT FENCE FABRIC DECOMPOSES OR BECOMES INEFFECTIVE PRIOR TO THE END OF EXPECTED USABLE LIFE AND THE BARRIER IS STILL REQUIRED, THE SILT FENCE SHALL BE REPLACED PROMPTLY.

D. SILT FENCE SHALL BE INSPECTED WEEKLY UNDER NORMAL CONDITIONS, WITHIN 24 HOURS OF

RAINFALL AND DAILY DURING A PROLONGED RAIN EVENT. REQUIRED MAINTENANCE SHALL BE

PROVIDED PROMPTLY.

10. INSTALL INLET FILTER ON ALL PAVEMENT CATCH BASINS PER DETAIL.

A. INLET FILTERS SHALL BE INSPECTED WEEKLY UNDER NORMAL CONDITIONS, WITHIN 24 HOURS OF A

RAINFALL, AND DAILY DURING A PROLONGED RAIN EVENT.

B. BUILDUP OF SEDIMENT AND DEBRIS SHALL BE REMOVED PROMPTLY.

C. IF FABRIC DECOMPOSES OR BECOMES INEFFECTIVE PRIOR TO THE END OF EXPECTED USABLE LIFE

AND THE BARRIER IS STILL REQUIRED, THE FABRIC SHALL BE REPLACED PROMPTLY.

SOIL EROSION AND SEDIMENTATION

CONTROL NOTES AND MAINTENANCE NOTES

SACK TYPE INLET FILTER

(SESC-3)

OVERFLOW

DUMP LOOPS

1" REBAR FOR BAG

REMOVAL FROM INLET

EXPANSION

RESTRAINT

INSTALLATION DETAIL

EXIST. CATCH BASIN

OR INLET WALL

EXIST. CATCH BASIN

OR INLET

11. INSTALL SEDCAGE INLET PROTECTION ON ALL YARD CATCH BASINS PER DETAIL. SEED OR SOD THE

AREA BETWEEN THE SILT FENCE AND THE INLET.

E. DRAIN GUARDS SHALL BE INSPECTED WEEKLY UNDER NORMAL CONDITIONS, WITHIN 24 HOURS OF

RAINFALL, AND DURING A PROLONGED RAIN EVENT.

F. BUILD UP OF SEDIMENT SHALL BE REMOVED WHEN SEDIMENT ACCUMULATES TO 1/3 TO 1/2 OF THE

HEIGHT OF THE SILT FENCE.

G. IF FABRIC DECOMPOSES OR BECOMES INEFFECTIVE PRIOR TO THE END OF EXPECTED USABLE LIFE

AND THE BARRIER IS STILL REQUIRED, THE SILT FENCE SHALL BE REPLACED PROMPTLY.

12. IMMEDIATELY AFTER SEEDING, MULCH ALL SEEDED AREAS WITH UNWEATHERED SMALL GRAIN STRAW, SPREAD UNIFORMLY AT THE RATE OF 1-1/2 TO 2 TONS PER ACRE OR 100 POUNDS (2-3 BALES) PER 1000 SQUARE FEET. THIS MULCH SHOULD BE ANCHORED WITH DISC TYPE MULCH ANCHORING

TOOL OR OTHER MEANS AS APPROVED BY THE MACOMB COUNTY PUBLIC WORKS OFFICE. MULCH

MATTING MAY BE USED IN LIEU OF LOOSE MULCH.

13. ALL DIRT TRACKED ONTO ANY ROADWAY SHALL BE REMOVED IMMEDIATELY.

14. STREETS AND OR PARKING AREAS WILL BE SCRAPED ON A DAILY BASIS AND SWEPT AT A MINIMUM OF

ONCE PER WEEK BY THE CONTRACTOR.

15. DURING DRY PERIODS, ALL DISTURBED AREAS SHALL BE WATERED FOR DUST CONTROL.

16. PERMANENT SOIL EROSION CONTROL MEASURES FOR ALL SLOPES, CHANNELS, DITCHES, OR ANY DISTURBED LAND AREA SHALL BE COMPLETED WITHIN 5 CALENDAR DAYS AFTER FINAL GRADING OR THE FINAL EARTH CHANGE HAS BEEN COMPLETED. WHEN IT IS NOT POSSIBLE TO PERMANENTLY

STABILIZE A DISTURBED AREA AFTER EARTH CHANGE HAS BEEN COMPLETED OR WHERE

SIGNIFICANT EARTH CHANGE HAS BEEN COMPLETED OR WHERE SIGNIFICANT EARTH CHANGES

ACTIVITY CEASES, TEMPORARY SOIL EROSION CONTROL MEASURES SHALL BE IMPLEMENTED

IMMEDIATELY. ALL TEMPORARY SOIL EROSION CONTROL SHALL BE MAINTAINED UNTIL PERMANENT SOIL EROSION CONTROL MEASURES ARE IMPLEMENTED. ALL PERMANENT SOIL EROSION CONTROL MEASURES WILL BE IMPLEMENTED AND ESTABLISHED BEFORE A CERTIFICATE OF COMPLIANCE IS

ISSUED.

17. FINAL GRADE, ESTABLISH VEGETATION, AND OR LANDSCAPE ALL DISTURBED AREAS NOT BUILT OR

PAVED UPON.

18. REMOVE ALL TEMPORARY SOIL EROSION DEVICES AFTER PERMANENT STABILIZATION IS

ESTABLISHED.

NAME OF & DISTANCE TO NEAREST WATERCOURSE: ±50ft WEST OF CRITTENDEN DRAIN.

SOIL TYPES IN CONSTRUCTION AREA: SfB.

NAME(S) & PHONE NUMBER(S) FOR PERSON(S) RESPONSIBLE FOR THE MAINTENANCE OF ALL TEMPORARY

SOIL EROSION CONTROL MEASURES WILL BE PROVIDED WHEN THE CONTRACTOR IS SELECTED

MOBILIZE

INSTALL SILT FENCE & INLET FILTERS

REMOVALS & EARTHWORK

PERMANENT SESC MEASURES

REMOVE TEMPORARY SESC MEASURES

4/7 4/14 4/21 4/28 5/5 5/12

APRIL

5/19 5/26 6/9 6/16 6/23

MAY JUNE JULY

6/30 7/14 7/21 7/287/7

RESTORATION

CONSTRUCT BLDG ADDITIONS AND SITE WORK

6/2 8/4

AUGUST SEPTEMBER OCTOBER

8/11 8/18 8/25 9/1 9/8 9/15 9/22 9/29 10/6 10/13 10/20 10/27

GENERAL LANDSCAPE NOTES

LANDSCAPE PLAN

0249-0272

FIRE STATION NO. 2

RENOVATION

MACOMB TOWNSHIP

SHEET TITLE:

COPYRIGHT, 2024, ANDERSON, ECKSTEIN AND WESTRICK, INC.

CHECKED BY:DRAWN BY:

SCALE:

PRELIMINARY

DATE SUBMITTALS/REVISIONS

PROJECT NO.

SHEET NO.

CLIENT:

PROJECT NAME:

CONSTRUCTION RECORD

DATE:

04_Land--2/27/2025 7:45:41 AM

M:\0249\0249-0272\DWG\CIVIL\00_CONSTPLAN.DWG

Know what's below.

72 hours before you dig.

Call R

Phone 586 726 1234 Fax 586 726 8780

51301 Schoenherr Road Shelby Township Michigan 48315

CIVIL ENGINEERS SURVEYORS ARCHITECTS

ENGINEERING STRONG COMMUNITIES

www.aewinc.com

ANDERSON, ECKSTEIN AND

WESTRICK, INC.

BENCH MARKS

(NAVD88 DATUM)

BENCH MARK No. 1

MARKER "X" ON N. RIM OF SAN.

MH IN FRONT OF FIRE DEPT.

ELEVATION: 601.84

BENCH MARK No. 2

MARKER "X" ON S.W. CORNER

OF STM. C.B. IN CENTERLINE

DRIVE OF FIRE DEPT.

ELEVATION: 600.40

(TO BE DESTROYED DURING

CONST.)

BENCH MARK No. 3

TOP OF HYDRANT AT S.E.

CORNER OF FIRE DEPT.

GARAGE.

ELEVATION: 602.60

JEF MDS FEB. 2024

1" = 20'

10 20 40

2/27/2025 PROPOSAL ISSUE

21 MILE ROAD

(120' WIDE)

C R

IT

TE

N D

EN

D

R A

IN

FIRE

STATION NO. 2

17800 21 MILE RD.

MACOMB, MI 48044

BOUNDARY LINE

CENTERLINE DITCH

SIGN

MAILBOX

POWER POLE

LIGHT POLE

SANITARY MANHOLE

SANITARY SEWER

HYDRANT

GATE VALVE & WELL

VALVE BOX

WATER MAIN

STORM CATCH BASIN (PAVT.)

STORM CATCH BASIN (FIELD)

STORM MANHOLE

STORM SEWER

GAS MAIN

OVHD. UTIL.

UTILITY MARKER

SPOT ELEVATION ("+" INDICATES

ELEVATION LOCATION UNLESS

OTHERWISE INDICATED)

LEGEND

WALK/SCAPE LIGHTS

ALUMINUM EDGING

HARDWOOD MULCH

12" MIN.

REMOVE PLASTIC

CONTAINER

PLANTING MIX, 4 PARTS

TOPSOIL TO 1 PART

NO SCALE

UNDISTURBED SUBGRADE

PERENNIAL GRASS PLANTING DETAIL

4" DEPTH DOUBLE

CA-06

CA-06

PLANT MATERIAL SCHEDULE

1. ALL CONSTRUCTION AND PLANT MATERIAL LOCATION SHALL BE ADJUSTED ON SITE IF NECESSARY AS

APPROVED BY THE OWNER'S REPRESENTATIVE.

2. ANY SUBSTITUTIONS OF PLANT MATERIAL OR ALTERATION IN PLANT SIZES OR SPECIFICATION TO BE

APPROVED BY THE OWNER'S REPRESENTATIVE.

3. ALL PLANT BEDS SHALL BE DRESSED WITH MINIMUM 4" DEPTH DOUBLE SHREDDED ORGANIC HARDWOOD

MULCH AND CONTAINED BY A CONTINUOUS ALUMINUM EDGING.

4. ALL DISTURBED AREAS SHALL BE RESTORED WITH SEEDING AND MULCHING UNLESS OTHERWISE NOTED.

5. DIG SHRUB AND PERENNIAL PITS 1' LARGER THAN ROOT BALLS AND TREE PITS 2' LARGER THAN ROOT BALL.

BACK FILL WITH ONE PART TOP SOIL AND ONE PART SOIL FROM EXCAVATED PLANTING HOLE.

6. REMOVE ALL TWINE, WIRE, AND BURLAP FROM TREE AND SHRUB EARTH BALLS, AND FROM TREE TRUNKS.

7. INSTALLATION OF ALL PLANT MATERIAL SHALL BE IN ACCORDANCE WITH THE AMERICAN ASSOCIATION OF

NURSERYMEN LANDSCAPE STANDARDS.

8. PLANT MATERIAL, ESPECIALLY EVERGREENS, SHALL BE PLANTED HIGHER THAN NORMAL WHEN HEAVY SOIL

CONDITIONS (CLAY, ETC.) PREVAIL.

9. ALL PLANTING AREAS SHALL BE FREE OF WEEDS, PREPARED WITH APPROPRIATE SOIL MIXTURES, AND

FERTILIZED PRIOR TO PLANT INSTALLATION.

10. NO TREES OR EVERGREENS SHALL BE INSTALLED OVER ANY PROPOSED OR EXISTING UTILITY LINES AS SHOWN ON THE OVERALL LANDSCAPE PLAN. SEE UTILITY PLAN FOR EXACT LOCATION AND DETAILS.

5'

ORGANIC MATTER

SHREDDED ORGANIC

4" DEPTH DOUBLE

SHREDDED ORGANIC

HARDWOOD MULCH

4" DEPTH DOUBLE

SHREDDED ORGANIC

HARDWOOD MULCH

RESTORE DISTURBED AREAS WITH

SEEDING AND MULCHING (TYP.)

ESTIMATED QUANTITIES FOR REFERENCE ONLY

(THIS SHEET)

1. KARL FOERSTER FEATHER REED GRASS 12 EA

2. ALUMINUM EDGING 60 FT

3. 4" DEPTH DOUBLE SHREDDED ORGANIC HARDWOOD MULCH 15 SYD

4. SEEDING AND MULCHING 435 SYD

RESTORE DISTURBED AREAS WITH

SEEDING AND MULCHING (TYP.)

CONCRETE BEDDING STANDARD BEDDING

GENERAL STORM SEWER NOTES

TRENCH DETAIL BEDDING DETAIL

STORM SEWER INLET

PIPE SUPPORT DETAIL

NEW STORM STRUCTUREEX. STORM STRUCTURE

CHANNEL DETAIL

SECTION A-A

PLAN

CONC. BLOCK WALL SECTION

END VIEW

PLAN VIEW

PROFILE

STORM SEWER OUTLET END SECTION DETAIL

MACOMB

TOWNSHIP OF

STORM SEWER

STANDARD DETAILS

MACOMB TOWNSHIP

54111 BROUGHTON ROAD

MACOMB, MI 48042

586-992-0710

STANDARD STORM SEWER MANHOLE

TEE STORM SEWER MANHOLE

STORM SEWER MANHOLE W/ FLAT TOP

STORM SEWER CATCH BASIN

TEE STORM SEWER MANHOLE W/ FLAT TOP

MACOMB

TOWNSHIP OF

PAVING STANDARD DETAILS

( 1 OF 2 )

MACOMB TOWNSHIP

54111 BROUGHTON ROAD

MACOMB, MI 48042

586-992-0710

MACOMB

TOWNSHIP OF

PAVING STANDARD DETAILS

( 2 OF 2 )

MACOMB TOWNSHIP

54111 BROUGHTON ROAD

MACOMB, MI 48042

586-992-0710

DET-PAV-1.dgn 04/03/2018 2:53:04 PM

COPYRIGHT, 2025, ANDERSON, ECKSTEIN AND WESTRICK, INC.

SHEET TITLE:

CHECKED BY:DRAWN BY:

SCALE:

PRELIMINARY

PROJECT NO.

SHEET NO.

CLIENT:

PROJECT NAME:

CONSTRUCTION RECORD

DATE:

AS NOTED

UTILITY INFORMATION, AS SHOWN, INDICATES

APPROXIMATE LOCATIONS AND TYPES OF EXISTING

FACILITIES ONLY, AS DISCLOSED BY RECORDS PROVIDED

TO THIS FIRM FROM THE VARIOUS UTILITY COMPANIES. NO

GUARANTEE IS GIVEN OR IMPLIED AS TO THE

COMPLETENESS OR ACCURACY THEREOF.

PRIOR TO CONSTRUCTION, ALL LOCATIONS AND DEPTHS

OF EXISTING OVERHEAD AND UNDERGROUND UTILITIES

(IN CONFLICT WITH THE CONSTRUCTION OF THESE

PROPOSED IMPROVEMENTS) SHALL BE VERIFIED IN THE

FIELD. DURING THE CONSTRUCTION, THE CONTRACTOR

SHALL PROTECT AND SUPPORT ALL UTILITIES THAT ARE

ENCOUNTERED. (ALL COSTS FOR UTILITY LOCATION

VERIFICATION, SUPPORT AND PROTECTION SHALL BE

INCLUDED IN THE PROPOSED PAY ITEM CONFLICTING WITH

THAT UTILITY).

DURING CONSTRUCTION, THE CONTRACTOR SHALL USE

EXTREME CAUTION WHEN OPERATING NEAR ANY AND ALL

OVERHEAD AND / OR BURIED UTILITIES.

CIVIL ENGINEERS SURVEYORS ARCHITECTS

ENGINEERING STRONG COMMUNITIES

ANDERSON, ECKSTEIN AND

WESTRICK, INC.

Phone 586 726 1234

Fax 586 726 8780

51301 Schoenherr Road

Shelby Township

Michigan 48315 www.aewinc.com

2/27/2025 3:43:27 PM

M:\0249\0249-0272\Dwg\Arch\Macomb Fire Station 2- RRA.rvt

S011

0249-0272

FIRE STATION NO. 2

RENOVATION

RRA

STRUCTURAL

SPECIFICATIONS &

DESIGN CRITERIA

KEZ 02/17/25

MACOMB TOWNSHIP

1. DESIGN, DETAILING, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING PUBLICATIONS EXCEPT AS SPECIFICALLY

INDICATED IN THE CONTRACT DOCUMENTS:

A. AISC STEEL CONSTRUCTION MANUAL (14TH EDITION) INCLUDING:

1. AISC 360-10 - SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, ALLOWABLE STRESS DESIGN

2. AISC 348-09 - SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS (RCSC)

3. AISC 303-10 - CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES

B. AISC 326-09 - DETAILING FOR STEEL CONSTRUCTION

C. AWS D1.1-15 - STRUCTURAL WELDING CODE - STEEL

2. WIDE FLANGE SHAPES SHALL BE ASTM A992, Fy = 50,000 PSI.

3. MISCELLANEOUS SHAPES AND PLATE SHALL BE ASTM A36, Fy = 36,000 PSI.

4. HSS STEEL SHALL BE ASTM A500, GRADE B, Fy = 46,000 PSI.

5. ANCHOR BOLTS SHALL BE ASTM F1554, GRADE 55, Fy = 55,000 PSI.

6. COMPOSITE SHEAR STUDS SHALL BE NELSON "FLUXED SHEAR CONNECTOR STUDS" OR APPROVED SUBSTITUTE AND WELDED AS PER MANUFACTURER’S

WRITTEN INSTRUCTIONS.

7. SHEAR STUDS SHALL BE EQUALLY SPACED ALONG THE LENGTH OF THE BEAM UNLESS NOTED OTHERWISE.

8. STEEL ELEVATIONS SHALL BE AS INDICATED ON PLANS AND DETAILS.

9. PRIOR TO FABRICATION THE FABRICATOR SHALL SUBMIT SHOP DRAWINGS TO THE ENGINEER FOR REVIEW. SHOP DRAWINGS SHALL CONSIST OF TWO SETS OF

BLACKLINE DRAWINGS (MIN).

10. INSTALL ASTM A325 BOLTS IN ACCORDANCE WITH THE SPECIFICATION FOR STRUCTURAL JOINTS, USING ONE HARDENED WASHER UNDER THE TURNED ELEMENT, AND AN IMPACT WRENCH TO ACHIEVE FIRM CONTACT BETWEEN CONNECTED PLIES AND A SNUG TIGHT CONDITION.

11. SHOP AND FIELD WELDS SHALL BE MADE BY APPROVED CERTIFIED WELDERS. PERFORM ALL WELDING BY THE ELECTRIC ARC METHOD IN ACCORDANCE WITH

THE AWS D1.1 STRUCTURAL WELDING CODE.

12. PERFORM WELDING WITH SPECIFIED ELECTRODES AND QUALIFIED WELDERS, WELDING OPERATORS, AND TACKERS AS APPROPRIATE, PER SPECIFIED REFERENCE STANDARDS. PROVIDE NECESSARY JIGS AND HOLDING DEVICES FOR SHOP WELDING. CONTROL WELDING SEQUENCE TO MINIMIZE RESIDUAL

STRESSES AND MEMBER DISTORTION.

13. MAKE BOLTED CONNECTIONS WITH 3/4 INCH DIAMETER ASTM A325N BEARING TYPE BOLTS (WITH THREADS ASSUMED IN THE SHEAR PLANE) UNLESS

OTHERWISE NOTED.

14. CONNECTIONS SHALL BE A MINIMUM OF TWO 3/4 INCH DIAMETER ASTM A325N BOLTS OR A WELD DEVELOPING A MINIMUM OF 10 KIPS.

15. SUBMIT DRAWINGS AND CALCULATIONS OF TYPICAL CONNECTION DETAILS FOR APPROVAL PRIOR TO PROCEEDING WITH DETAILING.

16. DESIGN BEAM CONNECTIONS FOR MINIMUM ONE-HALF OF THE TOTAL ALLOWABLE UNIFORM LOAD PER AISC BEAM LOAD TABLES, UNLESS NOTED OTHERWISE.

CONNECTIONS FOR COMPOSITE BEAMS SHALL BE DESIGNED FOR END REACTIONS NOTED ON THE DRAWINGS OR A MINIMUM TWO-THIRDS OF THE TOTAL

ALLOWABLE UNIFORM LOAD PER AISC BEAM LOAD TABLES, WHICHEVER IS GREATER.

17. PROVIDE ADEQUATE LATERAL BRACING AND VERTICAL SUPPORT FOR THE SAFE ERECTION AND ALIGNMENT OF THE STRUCTURAL STEEL.

18. FURNISH MEMBERS OF PROPER LENGTH AND ASSEMBLE WITHOUT EXCESSIVE USE OF FILLERS – FIELD VERIFY DIMENSIONS BEFORE FABRICATION WHEN CONNECTING TO EXISTING STRUCTURE. JOIN AND ASSEMBLE MEMBERS WITHOUT SHARP PROJECTIONS, SERRATED EDGES, SHARP EDGES OR SHARP CORNERS AT JOINTS. COPE, BLOCK, MITER AND GRIND EDGES WITH CARE. FURNISH MEMBERS FREE FROM TWISTS, BENDS, DISTORTIONS AND OPEN JOINTS.

19. GROUT PADS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4000 PSI IN SEVEN DAYS.

20. ANCHOR BOLTS AND SETTING PLANS SHALL BE FURNISHED BY THE STRUCTURAL STEEL FABRICATOR AND SET BY THE FOUNDATION CONTRACTOR.

21. ALL WELDED CONNECTIONS SHALL BE VISUALLY INSPECTED, WITH 15% MEASURED AT RANDOM. VISUALLY INSPECT THAT ALL BOLTED CONNECTIONS ARE PROPERLY FABRICATED, WITH PROPER COMPONENTS, AND THE JOINT IS DRAWN INTO FIRM CONTACT.

22. ELEVATIONS ARE REFERENCED FROM FINISH FLOOR ELEVATION = 100'-0". ACTUAL FINISH FLOOR ELEVATION 604.0' = 100'-0".

23. COUPLER NUTS MAY BE PROVIDED AT ANCHOR BOLTS SO THAT ANCHOR BOLTS CAN BE INSTALLED IN TWO PIECES TO MAXIMIZE VERTICAL CLEARANCE FOR

COLUMN ERECTION.

24. THE USE OF A GAS-CUTTING TORCH IN THE FIELD FOR CUTTING HOLES OR FOR CORRECTING FABRICATION ERRORS WILL NOT BE PERMITTED ON STRUCTURAL FRAMING MEMBERS EXCEPT WITH THE WRITTEN APPROVAL OF THE ENGINEER FOR EACH SPECIFIC CONDITION.

25. ALL STRUCTURAL STEEL SHALL BE SHOP PAINTED WITH AN APPROVED CORROSION RESISTANT PRIMER SUCH AS "TNEMEC PRIMER 10-99" OR APPROVED EQUIVALENT. ALL STEEL SHALL BE PAINTED IN STRICT ACCORDANCE WITH THE AISC SPECIFICATIONS AND MANUFACTURER'S RECOMMENDATIONS. PRIOR TO PAINTING, ALL STEEL SURFACES SHALL BE PREPARED IN ACCORDANCE WITH SSPC-SP3. REMOVE LOOSE RUST, LOOSE MILL SCALE AND SPLATTER SLAG OR

FLUX DEPOSITS. ALL PAINTS SHALL BE APPROVED BY THE ENGINEER PRIOR TO THEIR USE.

26. SHOP PRIME AND PAINT STRUCTURAL STEEL. FIELD TOUCH-UP FINISH COAT AFTER ERECTION.

27. STEEL ABOVE THE ROOF AND OUTSIDE THE BUILDING ENVELOPE (EXPOSED TO WEATHER) SHALL BE CLEANED PER SSPC-SP6 AND HOT DIP GALVANIZED.

28. REFERENCE ARCHITECTURAL DRAWINGS FOR MISCELLANEOUS SHAPES AND PLATES NOT SHOWN ON THE STRUCTURAL DRAWINGS. THESE ITEMS SHALL BE

SHOP WELDED TO THE STRUCTURAL FRAMING TO MINIMIZE FIELD WELDING.

29. ROOF OPENINGS SHALL BE FRAMED WITH L4X3X1/4 LLV, UNLESS NOTED OTHERWISE. VERIFY SIZE AND LOCATION OF ALL OPENINGS WITH THE TRADES INVOLVED.

SITE CONDITIONS STRUCTURAL STEEL NOTES

1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING AND PROTECTING EXISTING UNDERGROUND UTILITIES IN THE AREA OF CONSTRUCTION.

2. THE CONTRACTOR SHALL COORDINATE HIS WORK ACTIVITIES WITH THE OWNER TO MINIMIZE DISRUPTION TO THE OWNER'S OPERATION OF THE FACILITY.

3. THE CONTRACTOR SHALL FIELD VERIFY EXISTING CONDITIONS, BEFORE COMMENCING WITH SHOP DRAWING PREPARATION. REPORT EXISTING CONDITIONS

WHICH DO NOT CONFORM WITH THE DETAILS PROVIDED BY THE ARCHITECT.

MASONRY NOTES

1. MASONRY CONSTRUCTION SHALL COMPLY WITH ACI 530-13 – BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES, ACI 530.1-13 – SPECIFICATION FOR

MASONRY STRUCTURES, AND NCMA SPECIFICATIONS.

2. LOAD BEARING CONCRETE MASONRY SHALL CONFORM TO ASTM C90, MEDIUM WEIGHT WITH NET AREA COMPRESSIVE STRENGTH OF CONCRETE MASONRY UNITS

= 1900 PSI (MIN).

3. MORTAR SHALL BE TYPE N OR S AND CONFORM TO ASTM C270 AND NCMA TEK NOTES 9-1 OR 9-2. NET AREA COMPRESSIVE STRENGTH OF MASONRY (f'm) = 1500

PSI (MIN).

4. MASONRY GROUT SHALL CONFORM TO ASTM C 476 WITH PEA GRAVEL AGGREGATE AND A MINIMUM STRENGTH OF 2000 PSI.

5. UNLESS OTHERWISE NOTED, PROVIDE HORIZONTAL WIRE TYPE REINFORCING WITH 9 GAUGE SIDE AND CROSS MEMBERS IN EVERY SECOND COURSE (16" O.C.), IN ALL MASONRY WALLS.

6. REINFORCING BARS, DOWELS AND TIES SHALL CONFORM TO ASTM A615, GRADE 60.

7. INSTALL 8" DEEP CONCRETE MASONRY LINTELS OVER OPENINGS 4’-0 WIDE OR LESS, OR AS INDICATED ON DRAWINGS. GROUT MASONRY LINTELS SOLID AND REINFORCE W/ 2-#5 BARS (BOTTOM). MAINTAIN MINIMUM 8 INCH BEARING ON EACH SIDE OF OPENING. SOLID GROUT WALL FOR BEARING LENGTH AND

REINFORCE W/ 2-#5 VERTICAL BARS FULL HEIGHT.

8. INSTALL 16" DEEP CONCRETE MASONRY LINTELS OVER OPENINGS GREATER THAN 4’-0 WIDE, OR AS INDICATED ON DRAWINGS. GROUT MASONRY LINTELS SOLID AND REINFORCE W/ 2-#5 BARS (TOP & BOTTOM). MAINTAIN MINIMUM 16 INCH BEARING ON EACH SIDE OF OPENING. SOLID GROUT WALL FOR BEARING LENGTH

AND REINFORCE W/ 4-#5 VERTICAL BARS FULL HEIGHT.

9. GROUT MASONRY LINTELS SOLID, REINFORCE W/ 2-#5 BARS (MINIMUM) AND MAINTAIN BEARING ON EACH SIDE OF OPENING AS INDICATED IN LINTEL SCHEDULE.

SOLID GROUT WALL FOR BEARING LENGTH AND REINFORCE W/ 2-#5 VERTICAL BARS (MINIMUM EACH CELL) FULL HEIGHT.

10. ALL MASONRY BELOW GRADE SHALL BE GROUTED SOLID.

11. UNLESS OTHERWISE NOTED, REINFORCE BOND BEAMS WITH 2-#5 BARS. REFER TO ARCHITECTURAL DRAWING FOR WALL SECTIONS.

12. USE “ACME SHIELD” INTEGRAL WATER REPELLENT FOR ALL EXTERIOR AND APPARATUS BAY CONCRETE MASONRY AND MORTAR.

REINFORCED CONCRETE AND FOUNDATION NOTES

1. CONCRETE CONSTRUCTION SHALL COMPLY WITH ACI 301-16 - SPECIFICATIONS FOR STRUCTURAL CONCRETE, ACI 318-14 - BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND COMMENTARY, AND ACI 302.1R-15 - GUIDE TO CONCRETE FLOOR AND SLAB CONSTRUCTION.

2. REINFORCING STEEL SHALL BE DETAILED, FABRICATED AND PLACED IN COMPLIANCE WITH ACI 315-99 - DETAILS AND DETAILING OF CONCRETE REINFORCEMENT, AND THE CRSI - MANUAL OF STANDARD PRACTICE (28TH EDITION). SUBMIT REINFORCING STEEL SHOP DRAWINGS FOR THE ENGINEER'S REVIEW. SUBMITTAL

SHALL INCLUDE TWO (2) BLACKLINES (MINIMUM).

3. CONCRETE USED IN SLAB ON GROUND SHALL BE NORMAL WEIGHT CONCRETE AND DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 4000 PSI AT 28 DAYS.

CEMENT SHALL COMPLY WITH ASTM C150, TYPE I. MINIMUM CEMENT CONTENT SHALL BE 611 POUNDS PER CUBIC YARD.

4. CONCRETE USED IN BUILDING FOUNDATIONS, AND ALL OTHER CONCRETE UNLESS NOTED OTHERWISE, SHALL BE NORMAL WEIGHT CONCRETE AND DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS. CEMENT SHALL COMPLY WITH ASTM C150, TYPE I. MINIMUM CEMENT CONTENT SHALL BE 526

POUNDS PER CUBIC YARD.

5. SUBMIT CONCRETE MIX DESIGNS FOR EACH CONCRETE MIX FOR THE ENGINEER'S REVIEW. SUBMITTAL SHALL INCLUDE, AT A MINIMUM, MIX PROPORTIONS, CEMENT TYPE AND SOURCE, AGGREGATE GRADATIONS AND SOURCE, AGGREGATE ASR COMPATIBILITY TEST RESULTS, ADMIXTURE CATALOG INFORMATION, CYLINDER STRENGTH TEST RESULTS ON SPECIMENS FOR IDENTICAL MIX DESIGN, OR OTHER PROOF OF STRENGTH PER ACI 301.

6. CONCRETE AGGREGATES SHALL COMPLY WITH ASTM C33 AND SHALL BE FREE OF CLAY, LOAM, LUMPS OR OTHER DELETERIOUS SUBSTANCES.

7. REINFORCING SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 OR ASTM A616 (GRADE 60) AND SHALL HAVE A MINIMUM YIELD STRENGTH OF 60 KSI.

8. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185, BE FURNISHED IN FLAT SHEETS, AND HAVE MINIMUM SIDE AND END LAP OF 8 INCHES.

9. FIBER REINFORCING IN SLAB ON GROUND SHALL BE TUF-STRAND SF, AS MANUFACTURED BY 'EUCLID CHEMICAL', OR APPROVED SUBSTITUTE, UNLESS

OTHERWISE NOTED. DOSAGE SHALL BE 1.5 LBS PER CUBIC YARD.

10. EXTERIOR CONCRETE, PERIMETER FOUNDATIONS AND INTERIOR CONCRETE SUBJECTED TO FREEZE/THAW CYCLES SHALL BE AIR ENTRAINED WITH 6% AVERAGE

AIR CONTENT WITH A 1% TOLERANCE. AIR ENTRAINMENT SHALL COMPLY WITH ASTM C260.

11. REINFORCING SHALL HAVE EITHER TENSION EMBEDMENT OR TENSION CLASS "B" LAP SPLICE UNLESS OTHERWISE NOTED.

12. PROVIDE HORIZONTAL BENT BARS AT CORNERS AND INTERSECTIONS OF CONCRETE WALLS, TRENCH FOOTINGS AND STRIP FOOTINGS USING THE SAME SIZE

AND SPACING AS FOR THE HORIZONTAL REINFORCING DETAILED UNLESS OTHERWISE NOTED.

13. PROVIDE SMOOTH FORMED FINISH ON EXPOSED CONCRETE WALLS AND FOUNDATIONS.

14. PROVIDE 3/4” X 3/4” BEVELED EDGES AT CORNERS OF EXPOSED CONCRETE MEMBERS, UNLESS NOTED OTHERWISE.

15. CONSTRUCTION JOINTS SHALL HAVE A FORMED KEY CENTERED ON MEMBER. WHERE THE SIZE OF KEY IS NOT SHOWN ON THE DRAWINGS, THE KEY SHALL BE ONE FOURTH OF THE CROSS SECTION MEMBER AND MINIMUM 1 ½ INCHES INTO THE FIRST POUR OF CONCRETE.

16. DO NOT PROCEED WITH DETAILING, FABRICATION, OR CONSTRUCTION OF ANY WORK CONNECTED WITH OR DEPENDENT ON EQUIPMENT FURNISHED BY OWNER OR OTHER CONTRACTORS UNTIL DIMENSIONS AND DETAILS ARE VERIFIED WITH CERTIFIED OR APPROVED EQUIPMENT DRAWINGS.

17. BEFORE PLACING CONCRETE, REFER TO OTHER TRADE DRAWINGS AND COORDINATE THE LOCATION AND SIZE OF ITEMS SUCH AS OPENINGS, SLEEVES, EQUIPMENT PADS, PIPING, CONDUIT, DRAINS, DEPRESSED FLOORS, DOOR HOLDDOWNS IN GRADE WALLS, EMBEDDED ITEMS, ETC.

18. DRILL-IN ANCHOR BOLTS SHALL BE HVA ADHESIVE ANCHORING SYSTEM AS MANUFACTURED BY HILTI. ANCHOR BOLTS SHALL BE 304 STAINLESS STEEL.

19. NON-SHRINK GROUT SHALL BE SURE GRIP HIGH PERFORMANCE GROUT, OR APPROVED EQUAL, AS MANUFACTURED BY DAYTON SUPERIOR CORPORATION.

20. CONCRETE CONSTRUCTION SHALL INCLUDE PROVISIONS FOR COLD WEATHER CONCRETING, IN COMPLIANCE WITH ACI 306R-10 – GUIDE TO COLD WEATHER CONCRETING, AND PROVISIONS FOR HOT WEATHER CONCRETING, IN COMPLIANCE WITH ACI 305R-10 – GUIDE TO HOT WEATHER CONCRETING.

21. CONCRETE FORMS SHALL REMAIN IN PLACE A MIN. OF 48 HOURS OR UNTIL THE CONCRETE HAS ATTAINED 75 PERCENT OF ITS DESIGN STRENGTH.

22. CONCRETE SHALL ATTAIN ITS 28 DAY DESIGN STRENGTH BEFORE COMMENCING WITH BACK FILLING OPERATIONS.

23. CONTROL OR CONSTRUCTION JOINTS, REQUIRED BY THE CONTRACTOR, IN ADDITION TO THE JOINTS SHOWN ON THE DRAWINGS, SHALL BE SUBJECT TO THE REVIEW OF THE ENGINEER. THE CONTRACTOR SHALL SUBMIT A PLAN OF THE PROPOSED JOINTING BEFORE PROCEEDING WITH THE AFFECTED WORK.

24. PLACE TWO ADDITIONAL #5 BARS AROUND ALL OPENINGS LARGER THAN ONE FOOT SQUARE OR DIAMETER. EXTEND BARS A MINIMUM 24 INCHES BEYOND

OPENINGS, UNLESS OTHERWISE NOTED.

25. SIDES OF FOUNDATIONS SHALL BE FORMED.

26. STRUCTURE BACKFILL SHALL CONSIST OF CLEAN, WELL GRADED GRANULAR SOILS, FREE OF ORGANIC MATERIAL, SILT AND CLAY. PLACE BACKFILL IN LAYERS, NOT MORE THAN 6 INCHES IN DEPTH, AND COMPACTED TO NOT LESS THAN 95 PERCENT OF THE MAXIMUM UNIT WEIGHT, AS DETERMINED BY THE MODIFIED PROCTOR METHOD (ASTM D1557) AND VERIFIED BY A GEOTECHNICAL ENGINEER REGISTERED IN THE STATE OF MICHIGAN. PLACE BACKFILL ALTERNATING EACH

FACE OF WALLS TO BALANCE PRESSURE TO WALLS.

27. FOUNDATIONS SHALL BEAR ON UNDISTURBED VIRGIN SOIL, FREE OF VEGETATION AND ORGANIC MATERIALS, WITH A MINIMUM ALLOWABLE BEARING CAPACITY OF 2000 PSF, VERIFIED BY A GEOTECHNICAL ENGINEER REGISTERED IN THE STATE OF MICHIGAN.

28. SAMPLES FOR STRENGTH TESTS OF EACH CLASS OF CONCRETE PLACED EACH DAY SHALL BE TAKEN BY A QUALIFIED TESTING AGENCY NOT LESS THAN ONCE PER DAY, NOR LESS THAN ONCE FOR EACH 100 CUBIC YARDS OF CONCRETE. SAMPLE CONCRETE IN ACCORDANCE WITH ASTM C172. PERFORM THE FOLLOWING

TESTS IN ACCORDANCE WITH THE INDICATED STANDARD:

A. SLUMP – ASTM C143

B. AIR CONTENT – ASTM C173

C. COMPRESSIVE STRENGTH – ASTM C39 (WITH 1 CYLINDER AT 7 DAYS, 2 CYLINDERS AT 28 DAYS AND 1 CYLINDER HELD IN RESERVE)

METAL DECK NOTES

1. METAL ROOF DECK SHALL BE 20 GAGE, G60 GALVANIZED, TYPE 1.5B AS MANUFACTURED BY 'VULCRAFT', OR APPROVED SUBSTITUTE, UNLESS OTHERWISE NOTED.

2. PERMANENT METAL FORM AT SECOND FLOOR SHALL BE 20 GAGE, G60 GALVANIZED, TYPE 1.5C AS MANUFACTURED BY 'VULCRAFT', OR APPROVED SUBSTITUTE, UNLESS OTHERWISE NOTED.

3. METAL DECK SHALL BE CONTINUOUS OVER A MINIMUM OF THREE SPANS.

4. METAL DECK SHALL BE FASTENED TO PERIMETER EDGE ANGLES WITH PNEUMATIC OR POWDER ACTUATED FASTENERS. MATCH SIDE LAP AND BEARING FASTENER SPACING. PROVIDE 20 GAGE, G60 GALVANIZED BENT PLATES AT LONGITUDINAL EDGES AS REQUIRED TO MAKE CONNECTION.

5. METAL DECK FUNCTIONS AS A HORIZONTAL DIAPHRAGM. FASTENER LAYOUT SHALL BE 36/7 WITH A MINIMUM OF 2 SIDE LAP FASTENER AT INTERIOR LOCATIONS

AND 5 SIDE FASTENERS TO EDGE ANGLES AND EDGE CHANNELS.

6. PROVIDE 20 GAGE GALVANIZED RIDGE AND VALLEY PLATES. FASTEN RIDGE AND VALLEY PLATES TO THE TOP SURFACE OF THE METAL ROOF DECK LAP END

JOINTS NOT LESS THAN 3 INCHES.

7. FASTEN ROOF SUMP PANS TO ROOF DECK WITH NO. 10 SELFTAPPING SCREWS AT 6 INCH CENTERS AROUND PERIMETER OF PAN.

CODE: MICHIGAN BUILDING CODE 2015 (MBC)

ROOF DESIGN LOAD

DEAD LOAD

SHINGLES 2.5 PSF

WOOD SHEATHING 2.5 PSF

WOOD RAFTERS/TRUSSES 5.0 PSF

INSULATION 2.0 PSF

UTILITIES 5.0 PSF

CEILING 3.0 PSF

TOTAL DEAD LOAD: 20.0 PSF

LIVE LOAD 20.0 PSF

GROUND SNOW LOAD, Pg=25.0 PSF FLAT-ROOF SNOW LOAD, Pf=21.0 PSF SNOW EXPOSURE FACTOR, Ce=1.0 THERMAL FACTOR, Ct=1.0 SNOW LOAD IMPORTANCE FACTOR, Is=1.2

TRUSS DESIGN LOAD

TOP CHORD LIVE LOAD: 20.0 PSF

TOP CHORD DEAD LOAD: 10.0 PSF

BOTTOM CHORD DEAD LOAD: 10.0 PSF

(5.0 PSF FOR WIND UPLIFT)

MEZZANINE FLOOR DESIGN LOAD

DEAD LOAD

4" SLAB ON 1 1/2" METAL DECK 44.0 PSF

FRAMING 8.0 PSF

MECHANICAL AND ELECTRICAL 5.0 PSF

CEILING 3.0 PSF

TOTAL DEAD LOAD: 60.0 PSF

LIVE LOAD 100.0 PSF

WIND DESIGN CRITERIA

RISK CATEGORY: IV

ULTIMATE WIND SPEED Vult=120 MPH NOMINAL WIND SPEED Vult=93 MPH

EXPOSURE CATEGORY B

INTERNAL PRESSURE COMPONENT, GCPi = +/- 0.18

MWFRS: ENVELOPE PROCEDURE, PART 1, TABLE 28.2-1, 20.0 PSF (MIN)

COMPONENT AND CLADDING: PART 2, TABLE 30.5-1, 27.0 PSF (MIN)

SEISMIC DESIGN CRITERIA

RISK CATEGORY: IV

SEISMIC IMPORTANCE FACTOR, Ie=1.5 MAPPED SPECTRAL RESPONSE ACCELERATION, Ss=0.088

MAPPED SPECTRAL RESPONSE ACCELERATION, S1=0.045

SITE CLASS: D

SPECTRAL RESPONSE COEFFICIENT, Sds=0.094 SPECTRAL RESPONSE COEFFICIENT, Sd1=0.072

SEISMIC DESIGN CATEGORY: C

BASIC SEISMIC-FORCE-RESISTING SYSTEM:

ORIDNARY REINFORCED MASONRY SHEAR WALLS

SEISMIC RESPONSE COEFFICIENT, Cs= 0.045

RESPONSE MODIFICATION COEFFICIENT, R=3

DESIGN BASE SHEAR: F = 0.045W

ANALYSIS PROCEDURE USED:

EQUIVALENT LATERAL FORCE PROCEDURE, SECTION 12.8

SPECIAL INSPECTION NOTES

DESIGN CRITERIA

DATE SUBMITTALS/REVISIONS

2/27/2025 PROPOSAL ISSUE

WOOD TRUSSES AND WOOD CONSTRUCTION NOTES

1. WOOD CONSTRUCTION SHALL COMPLY WITH AITC - TIMBER CONSTRUCTION MANUAL (5TH EDITION), AND AF&PA NDS-2005 - NATIONAL DESIGN SPECIFICATION FOR

WOOD CONSTRUCTION.

2. WOOD TRUSSES SHALL BE LATERALLY BRACED WITH VERTICAL X-BRACING AS SHOWN ON THE PLANS. X-BRACING SHALL BE APPLIED AT APPROXIMATELY 45 DEGREES AND CROSS AT LEAST THREE TRUSSES. PROVIDE CONTINUOUS 2x4 TOP AND BOTTOM CHORD STRUTS AT BRACING LINES.

3. TRUSS BRIDGING SHALL BE REQUIRED TO PREVENT ROTATIONAL AND MINOR AXIS BENDING EXCEPT WHERE SHEATHING IS DIRECTLY ATTACHED TO THE FRAMING. THE INSTALLING CONTRACTOR IS RESPONSIBLE FOR PROVIDING ANY BRACING, BRIDGING, ETC. THAT MAY BE REQUIRED FOR STABILITY OF THE

FRAMING UNTIL ALL PERMANENT FRAMING AND FINISHES ARE IN PLACE.

4. WOOD TRUSSES SHALL MEET THE FOLLOWING REQUIREMENTS:

A. TRUSSES SHALL BE DESIGNED AND FABRICATED IN CONFORMANCE WITH THE REQUIREMENTS SET FORTH IN THE LATEST APPROVED EDITION OF ANSI/TPI

1-1995 - NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION.

B. TRUSS MANUFACTURER SHALL SUBMIT 3 SETS OF ERECTION PLANS AND DETAIL DRAWINGS OF EACH UNIQUE TRUSS TYPE FOR SER REVIEW. DRAWINGS

SHALL BE SEALED BY A STRUCTURAL ENGINEER LICENSED IN THE STATE OF MICHIGAN.

C. ROOF TRUSSES SHALL BE CONFIGURED AS SHOWN ON THE STRUCTURAL AND ARCHITECTURAL DRAWINGS AND SHALL COMPLY WITH THE DESIGN CRITERIA

AS DEFINED ON THIS SHEET. ROOF TRUSSES SHALL BE SPACED AT 16 INCHES ON CENTER, MAXIMUM.

D. TRUSS DESIGN SHALL ACCOUNT FOR ALL POTENTIAL LOAD COMBINATIONS AND DISTRIBUTIONS AS REQUIRED BY THE GOVERNING CODES.

5. REFER TO ARCHITECTURAL DRAWING FOR PLAN DIMENSIONS OF WALLS, SECTIONS, BUILDING ELEVATIONS AND BUILDING CROSS SECTIONS.

6. NAIL ALL MULTIPLE PLY BEAMS AND HEADERS TOGETHER WITH (2) ROWS OF 16D NAILS AT 12" O.C. FROM EACH SIDE.

7. PROVIDE GALVANIZED STEEL PANEL CLIPS AT EDGE CONDITIONS FOR ROOF SHEATHING.

8. NAIL 3/4" ROOF AND FLOOR SHEATHING WITH 10D NAILS. PROVIDE NAILS AT 6" O.C. AT ALL PANEL EDGES AND 12" O.C. AT INTERMEDIATE SUPPORTS.

9. USE SIMPSON STRONG-TIE CONNECTORS OR APPROVED SUBSTITUTE FOR CONNECTIONS OF TRUSS TO TRUSS, TRUSS TO BEAM AND BEAM TO BEAM.

CONNECTORS SHALL BE RATED TO EQUAL OR EXCEED LOAD REACTIONS SHOWN ON SHOP DRAWINGS. SUBMIT CATALOG INFORMATION FOR SER REVIEW.

10. CONNECT BOTTOM CHORD OF ROOF TRUSSES TO WALL TOP PLATES AND GLULAM BEAMS WITH SIMPSON H1 TIE CONNECTOR UNLESS NOTED OTHERWISE. USE

TBE CONNECTOR FOR MULTIPLE PLY TRUSSES.

11. 2x SILL NAILERS SHALL BE CONNECTED TO MASONRY WALLS WITH SIMPSON MAB23 MUDSILL ANCHORS AT A MAXIMUM SPACING OF 32 INCHES ON CENTER.

12. ROOF TRUSS VERTICAL X-BRACING SHALL BE 16 GAGE SIMPSON TYPE WB OR APPROVED SUBTITUTE.

13. PROVIDE SIMPSON "TB" BRIDGING FOR TRUSSES AT EAVE LOCATIONS WHERE THE BEARING HEIGHT EXCEEDS 8 INCHES IN DEPTH.

14. PREFABRICATE "LADDER" ROOF OVERHANGS AT GABLE ENDS USING 2x6 FRAMING AT 24" O.C. CANTILEVER OVER END WALL AND SECURE TO ROOF TRUSS AND

ROOF SHEATHING.

1. SPECIAL STRUCTURAL INSPECTIONS SHALL COMPLY WITH CHAPTER 17 OF THE MICHIGAN BUILDING CODE.

2. SPECIAL STRUCTURAL INSPECTION IS REQUIRED IN ADDITION TO ANY INSPECTIONS REQUIRED BY THE LOCAL BUILDING DEPARTMENT OR GOVERNING OFFICIAL.

3. SPECIAL STRUCTURAL INSPECTIONS SHALL BE PERFORMED ON, BUT ARE NOT LIMITED TO, THE FOLLOWING ITEMS:

4. STRUCTURAL WELDING: PER SECTION 1705.2.2.1.

A. ALL WELDING INSPECTIONS SHALL BE COMPLETED BY AN AWS CERTIFIED INSPECTOR.

B. ALL WELDS SHALL BE VISUALLY INSPECTED. 100% OF ALL GROOVE WELDS SHALL RECEIVE RADIOGRAPHIC OR ULTRASONIC TESTING. MAGNETIC PARTICLE

TEST 20% OF ALL FILLET WELDS.

C. NON-DESTRUCTIVE TESTING OF ALL COMPLETE PENETRATION WELDS.

D. VERIFICATION OF CURRENT WELDER’S CERTIFICATION.

E. WELD INSPECTION OF SHOP FABRICATIONS.

5. HIGH STRENGTH BOLTING: PER SECTION 1705.2.1

A. VERIFICATION OF SNUG TIGHT OR SLIP-CRITICAL INSTALLATION AS PER PLANS.

B. VERIFICATION IN PLANS WHERE/IF A325-X BOLTS ARE REQUIRED.

6. CONCRETE: PER SECTION 1705.3

A. DURING THE TAKING OF TEST SPECIMENS.

B. DURING THE PLACEMENT OF REINFORCED CONCRETE.

C. POSITION OF ALL REINFORCING STEEL, ANCHOR BOLTS, AND EMBED PLATES PRIOR TO AND DURING THE PLACEMENT OF THE CONCRETE.

D. ERECTION OF PRECAST CONCRETE MEMBERS.

7. STRUCTURAL MASONRY: PER SECTION 1705.4

A. SPECIAL INSPECTION SHALL BE PERFORMED ON ALL STRUCTURAL MASONRY IN ACCORDANCE WITH THE REQUIREMENTS OF ACI 530.1.

B. DURING THE PREPARATION OF PRISMS.

C. DURING THE PLACEMENT OF MASONRY UNITS.

D. DURING THE PLACEMENT OF REINFORCING STEEL AND STEEL EMBEDS.

E. IMMEDIATELY PRIOR TO THE CLOSING OF ALL CLEANOUTS.

F. ALL CELLS TO BE GROUTED SHALL BE INSPECTED PRIOR TO GROUT PLACEMENT TO INSURE THE GROUT CELLS ARE FREE OF EXCESS MORTAR AND

CONSTRUCTION DEBRIS.

8. EXPANSION, EPOXY AND ADHESIVE ANCHORS:

A. DURING THE PLACEMENT OF ALL ANCHORS.

B. ALL ANCHORS TO BE INSTALLED PER MANUFACTURER’S SPECIFICATIONS AND APPLICABLE ICBO REPORTS.

9. SOILS: PER SECTION 1705.6

A. VERIFICATION OF ADEQUATE DESIGN BEARING CAPACITY.

B. DURING THE PLACEMENT OF COMPACTED FILL MATERIALS.

C. TESTING OF COMPACTED FILL MATERIALS.

10. WOOD LIGHT-FRAME CONSTRUCTION: PER SECTION 1705.11.1

A. FOR FIELD GLUING OPERATIONS OF ELEMENTS OF THE MAIN WINDFORCE-RESISTING SYSTEM

B. FOR NAILING, BOLTING, ANCHORING AND OTHER FASTENING OF ELEMENTS OF THE MAIN WINDFORCE-RESISTING SYSTEM, INCLUDING TRUSSES, SHEAR

WALLS, BRACES, DIAPHRAGMS, COLLECTORS (DRAG STRUTS) AND HOLD-DOWNS.

11. DUTIES AND RESPONSIBILITIES OF THE SPECIAL STRUCTURAL INSPECTOR:

A. THE SPECIAL STRUCTURAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR CONFORMANCE TO THE APPROVED DESIGN DRAWINGS AND

SPECIFICATIONS.

B. THE SPECIAL STRUCTURAL INSPECTOR SHALL REPORT TO THE CONTRACTOR UPON ARRIVING ON SITE TO DETERMINE WHETHER ANY DESIGN TEAM COMMUNICATIONS TO THE CONTRACTOR AFFECT THE WORK TO BE REVIEWED. THE SPECIAL STRUCTURAL INSPECTOR SHALL LEAVE A COPY OF EACH OF HIS

REPORTS WITH THE CONTRACTOR UPON LEAVING SITE.

C. THE SPECIAL STRUCTURAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL, THE ENGINEER OR ARCHITECT OF RECORD, AND OTHER DESIGNATED PERSONS WITHIN 24 HOURS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF UNCORRECTED, TO THE PROPER DESIGN AUTHORITY AND TO THE BUILDING OFFICIAL.

D. THE SPECIAL STRUCTURAL INSPECTOR IS NOT AUTHORIZED TO APPROVE ANY CHANGES TO THE CONTRACT DOCUMENTS. ANY VARIATIONS SHALL BE

BROUGHT TO THE ATTENTION OF THE CONTRACTOR AND ENGINEER OR ARCHITECT OF RECORDS.

E. THE CONTRACTOR SHALL PROVIDE SAFE ACCESS TO ALL ITEMS REQUIRING SPECIAL STRUCTURAL INSPECTION. THIS SHALL INCLUDE, BUT IS NOT LIMITED TO, LADDERS, SCAFFOLDING, AND MAN LIFTS.

F. THE SPECIAL STRUCTURAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF THE INSPECTOR’S KNOWLEDGE, IN CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP

PROVISIONS OF THE CODE.

15. SAWN LUMBER SHALL BE SPRUCE-PINE-FIR NO. 2 OR BETTER. OTHER WOOD SPECIES THAT PERMIT HIGHER ALLOWABLE STRESSES CAN BE USED.

16. 2x10 RIM BOARDS SHALL BE CONNECTED TO BEAM NAILERS WITH SIMPSON A23 ANGLES AT 24" ON CENTER MAXIMUM SPACING.

17. ALL LUMBER THAT COMES IN CONTACT WITH CMU OR CONCRETE SHALL BE PRESERVATIVE TREATED "WOLMANIZED" OR EQUAL.

18. BOLTS USED IN KNEE BRACING AND COLUMN SUPPORT POST CONNECTIONS SHALL CONFORM TO ANSI/ASME STANDARD B18.2.1."SQUARE AND HEX BOLTS AND

SCREWS". PROVIDE WASHERS AND NUTS IN CONFORMANCE W/ NDS REQUIREMENTS.

19. NAILS USED IN CROSS BRACING CONNECTIONS SHALL BE LOW CARBON STEEL AND CONFORM TO ASTM F1667.

20. ALL FRAMING SHALL BE PLUMB AND TRUE TO LINE AND LEVEL.

21. INTERIOR DOOR HEADERS SHALL BE (2) PLY 2x6 FOR 2x4 STUD WALLS AND (3) PLY 2x6 FOR 2x6 STUD WALLS

STRUCTURAL SPECIFICATIONS

INFILL

EX. STEEL POST

AND FOUNDATION

TO BE REMOVED

6" CONC SLAB TO MATCH EXIST

SLAB (V.I.F.) W/ WWF 4x4 W4xW4

IN TOP THIRD OF SLAB ON 15 MIL

VAPOR BARRIER ON MIN 4"

COMPACTED GRANULAR FILL,

TYP.

4" CONC SLAB TO MATCH EXIST SLAB (V.I.F.) W/

WWF 6x6 W1.4xW1.4 IN TOP THIRD OF SLAB ON

15 MIL VAPOR BARRIER ON MIN 4" COMPACTED

GRANULAR FILL, TYP.

NEW TRENCH

WF2

WF1

W F

W F

W F

WF1

W F

W F

F1

FOOTING MARK

F1

CONTROL OR CONSTRUCTION

JOINT 18'-0" (MAX) SPACING OR

AT COLUMNS CENTERLINES

CONTROL OR CONSTRUCTION

JOINT 12'-0" (MAX) SPACING OR

AT COLUMNS CENTERLINES

FF ELEV.= 100'-0"=602.6' (VIF)

FF ELEV.= 100'-0"=602.6' (VIF)

6" BLOCK ASSEMBLY

WITH #5 @32" OC

EXISTING CELL TOWER ENCLOSURE

7'-6" x11'-0" CONC PAD x 2'-0" THK

SEE DETAIL ON SHEET S501

EXIST/ NEW SLAB EDGE

SLAB HAUNCH BELOW

WF2

W F

WF2

WF2

WF2

WF2

W F

W F

7'-4" x5'-2" CONC

STOOP REFER TO

TYPICAL DETAIL

5'-0" x5'-0" CONC

STOOP (TYP) SEE ARCH

EX. 10" WALLS TO

BE REMOVED, TYP.

DRILL AND EPOXY

GROUT #5 BARS

INTO EXISTING WALL

FOOTING, TYP.

4" CONC SLAB TO MATCH

EXIST SLAB (V.I.F.) W/

WWF 6x6 W1.4xW1.4 IN TOP

THIRD OF SLAB ON

15 MIL VAPOR BARRIER ON

MIN 4" COMPACTED

GRANULAR FILL, TYP.

GENERATOR

SEE MECH

AIR COND UNITS-

SEE MECH

EX.CMU WALL AND

FOUNDATION TO REMAIN

20" WIDTH x1'-0" DEEP

FOOTINGS TO BE REMOVED,

TYP.

W F

WF3

SLAB HAUNCH

BELOW

(20" WIDTH x1'-0" DEEP)

FOOTING TO BE REMOVED

TYP.

EX. PIER AND

FOUNDATION TO

BE REMOVED, TYP.

EX. WALL TO BE

REMOVED

EX. FOUNDATION

TO BE REMOVED

EX. 10" WALL TO BE REMOVED,

TYP.

9'-2" (L)x5'-2" (W) HV-1 UNIT

VERIFY W/ MECH CONTRACTOR

4' - 0"

6" CONC PAV'T W/ WWF4x4- W4xW4- SEE CIVIL FOR GRADES

EX. TRANSFORMER W/

CONC PAD TO REMAIN

12'-0" x7'-0" CONC PAD x0'-10" THK

SEE DETAIL ON SHEET S501

8'-0" (L)x3'-2" (W) GENERATOR

VERIFY W/ MECH CONTRACTOR

CONC SIDEWALK

SEE CIVIL

EX. 4" SLAB (VIF)

EX. 6" CONC SLAB (V.I.F.), TYP

SEE ARCH

WALL SECTION

MATCH EXIST

FOOTING

BEARING LEVEL (TYPICAL)

2' - 0"

3 - #6 TOP &

BOT. BARS

C L

R

3" CLR.

GROUT SOLID

BELOW GRADE

AND FILL CAVITY

W/ GROUT

100'-0"

1st FIRST FLOOR

DOWEL BARS TO

MATCH VERTICAL

WALL REINF.

SEE PLAN

FORMED SIDES

TYP.

ALTERNATE

HORZ. LEG

8" 8" 8"

2' - 0"

3 - #6 CONT.

TOP & BOT. BARS

SEE ARCH

WALL SECTION

C L

R

3" CLR.

GROUT SOLID

BELOW GRADE AND

FILL CAVITY W/ GROUT

100'-0"

FORMED SIDES

TYP.

ALTERNATE

HORZ. LEG

(M

IN

DOWEL BARS TO

MATCH VERTICAL

WALL REINF.

SEE PLAN

5" 1' - 2" 5"

T/ PAD= 602.77'

(TYPICAL)

2' - 0"

3 - #6 TOP &

BOT. BARS

C L

R

3" CLR.

M

IN

4" 1' - 4" 4"

GROUT SOLID

BELOW GRADE

AND FILL CAVITY

W/ GROUT

100'-0"

1st FIRST FLOOR

DOWEL BARS TO

MATCH VERTICAL

WALL REINF.

SEE PLAN

FORMED SIDES

TYP.

ALTERNATE

HORZ. LEG

HSS COLUMN &

BASE PLATE

SEE FOOTING

SCHEDULE FOR SIZE

AND REINFORCEMENT

BOT. OF FOOTING

SEE PLAN

1/4" LEVELING PL

+3/4" GROUT

L COL & FTGC

PL WASHER

1/4"x3"x3" WITH

DOUBLE NUT

1st FLOOR

100'- 0"

SEE SCHED

C L R

M

IN

FOOTING SCHEDULE

MARK

SIZE

LxWxD REINFORCING REMARKS

F1 4'-0" x 4'-0" x 3'-0" 5 - #6 BARS, EW, T&B BOT/ FTG ELEV 96'-4"

FIN…