551-22184.CAK - MSP-Ionia EB Scale New Building - Drwg File 0002.pdf

DEMOLITION NOTES:

1. CONTRACTOR SHALL OBTAIN ALL NECESSARY STATE AND LOCAL PERMITS REQUIRED.

ALL WORK SHALL BE DONE IN ACCORDANCE WITH MDOT & DTMB STANDARDS.

2. PROVIDE BARRIERS OR OTHER PROTECTION TO KEEP VEHICULAR AND PEDESTRIAN

TRAFFIC FROM CONSTRUCTION AREA.

3. REMOVE ALL STRUCTURES, SUPPORT COLUMNS, FOOTINGS, ASPHALT PAVING,

CONCRETE CURB, SIDEWALKS, CONCRETE PADS, CONCRETE SCALE PIT, SCALE,

TREES, STUMPS, HEDGES, UTILITIES, AND OTHER EXISTING SITE FEATURES WITHIN

LIMITS OF DEMOLITION. STRUCTURE REMOVAL INCLUDES THE REMOVAL OF THE FUEL

AND FUEL STORAGE TANK LOCATED IN THE BUILDING BASEMENT. ALL DEMOLITION

MATERIALS SHALL BE REMOVED FROM THE SITE UNLESS OTHERWISE NOTED AND

DISPOSED OF IN A MANNER ACCEPTABLE TO THE LOCAL AUTHORITY HAVING

JURISDICTION.

4. CALL "MISS DIG", 1-800-482-7171, 72 HOURS PRIOR TO THE START OF ANY

EXCAVATION.

5. CONTRACTOR SHALL PROTECT ALL EXISTING AND NEW CONSTRUCTION FROM

DAMAGE, SHOULD ANY DAMAGE OCCUR, CONTRACTOR SHALL MAKE ALL NECESSARY

REPAIRS AT NO COST TO THE OWNER.

6. EXISTING UNDERGROUND UTILITIES ARE PLOTTED FROM ORIGINAL SITE DRAWINGS

AND TOPOGRAPHIC SURVEY. EVERY ATTEMPT HAS BEEN MADE TO SHOW ALL UTILITY

LINES WHERE THEY EXIST. CONTRACTOR SHALL USE EVERY PRECAUTION IN

EXCAVATING FOR NEW UTILITIES SINCE ACTUAL UNDERGROUND UTILITIES MAY NOT

BE AS SHOWN. CONTRACTOR SHALL MAKE HIMSELF THOROUGHLY FAMILIAR WITH

ALL UNDERGROUND UTILITY LOCATIONS PRIOR TO ANY EXCAVATION AND VERIFY

LOCATIONS AND DEPTHS OF ALL UTILITIES.

7. ALL CONCRETE SAWCUTTING SHALL BE COMPLETED IN ACCORDANCE WITH OSHA

STANDARDS.

8. CONTRACTOR TO MAINTAIN UTILITY SERVICES TO THE WEST BOUND WEIGH STATION

AND ANTENNA TOWER AT ALL TIMES. ANY INTERRUPTION IN SERVICES MUST BE

SCHEDULED WITH THE OWNER 48 HOURS PRIOR TO THE INTERRUPTION.

9. THE WEIGH STATION WILL BE CLOSED DURING CONSTRUCTION. PROVIDE ADEQUATE

WARNING SIGNS, BARRICADES, LIGHTS, AND FLAGGERS, AND TAKE NECESSARY

PRECAUTIONS FOR PROTECTION OF WORK AND SAFETY OF WORKERS AND OF

GENERAL PUBLIC. ACCESS RAMPS OFF HIGHWAYS AND OTHER AREAS ACCESSIBLE

TO PUBLIC WHICH ARE CLOSED TO TRAFFIC, SHALL BE PROTECTED BY MEANS OF

EFFECTIVE BARRICADES ON WHICH SHALL BE PLACED APPROVED WARNING SIGNS IN

ACCORDANCE WITH MDOT STANDARDS AND DETAILS.

10. COORDINATE REMOVAL OF EXISTING SEPTIC SYSTEM WITH IONIA COUNTY HEALTH

DEPARTMENT (ICHD). PROVIDE DOCUMENTATION OF EXISTING SEPTIC SYSTEM

REMOVAL IN ACCORDANCE WITH ICHD.

11. REFER TO ELECTRICAL DEMOLITION DRAWINGS FOR SPECIFIC ELECTRICAL

MODIFICATIONS.

12. SPECIAL CARE TO PROTECT EXISTING CONDUIT CONNECTION TO:

A. THE OPEN/CLOSE SIGN LOCATED AT THE WEST ENTRANCE LANE

B. COMMUNICATIONS CONNECTIONS TO WEST BOUND WEIGH STATION

C. EXTERIOR LIGHTING CONNECTIONS

D. WELL PUMP

LAYOUT NOTES:

ALL CONSTRUCTION SHALL CONFORM TO THE MICHIGAN DTMB AND MDOT 2020

STANDARDS.

2. ALL DIMENSIONS GIVEN ARE TO FACE OF CURB AND FACE OF FOUNDATION WALL.

UNLESS NOTED OTHERWISE.

3. REFER TO ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR BUILDING DIMENSIONS.

4. CONTRACTOR SHALL PROVIDE THEIR OWN LAYOUT, GRADING, STAKING, AND

SURVEYING REQUIRED FOR CONSTRUCTION. REFER TO EXISTING TOPOGRAPHIC

SURVEY FOR BENCHMARKS AND OTHER EXISTING INFORMATION. CONTRACTOR TO

FIELD VERIFY LAYOUT PRIOR TO CONSTRUCTION.

5. CONTRACTOR SHALL PROTECT ALL EXISTING AND NEW CONSTRUCTION FROM

DAMAGE. SHOULD ANY DAMAGE OCCUR, CONTRACTOR SHALL MAKE ALL NECESSARY

6. CONTRACTOR SHALL COORDINATE THEIR WORK WITH OTHER CONTRACTORS.

7. PROVIDE BARRIERS OR OTHER PROTECTION TO KEEP VEHICULAR AND PEDESTRIAN

TRAFFIC AWAY FROM CONSTRUCTION AREA AND OFF NEWLY PAVED AREAS BEFORE

BITUMINOUS OR CONCRETE IS CURED.

8. EXISTING UNDERGROUND UTILITIES ARE PLOTTED FROM ORIGINAL SITE DRAWINGS

AND SITE TOPOGRAPHIC SURVEY. EVERY ATTEMPT HAS BEEN MADE TO SHOW ALL

UTILITY LINES WHERE THEY EXIST. CONTRACTOR SHALL USE EVERY PRECAUTION IN

EXCAVATING FOR NEW UTILITIES SINCE ACTUAL UNDERGROUND UTILITIES MAY NOT

BE AS SHOWN. CONTRACTOR SHALL MAKE HIMSELF THOROUGHLY FAMILIAR WITH ALL

UNDERGROUND UTILITY LOCATIONS PRIOR TO ANY EXCAVATION AND FIELD VERIFY

LOCATIONS AND DEPTHS OF ALL UTILITIES.

9. AT ALL EDGES OF EXISTING SIDEWALK OR CURB AGAINST WHICH NEW CONCRETE IS

TO BE PLACED, SAW CUT AND REMOVE CONCRETE BACK TO THE NEAREST CONTROL

JOINT TO PROVIDE A SMOOTH TRANSITION TO THE NEW CONCRETE.

10. INSTALL EXPANSION JOINTS AT ALL LOCATIONS WHERE NEW CONCRETE MEETS

EXISTING CONCRETE OR BITUMINOUS PAVEMENT.

11. TRAFFIC AND BARRIER FREE PARKING SIGNS TO BE DESIGNED IN ACCORDANCE WITH

MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) AND SUBMITTED TO THE

ARCHITECT FOR APPROVAL. THE SIGNS SHALL BE MOUNTED ON PAINTED 2” SQUARE

TUBE STEEL POST, 60” ABOVE FINISH GRADE. SEAL OFF TOP OF TUBE.

12. TOPOGRAPHIC SURVEY PROVIDED BY DRIESENGA & ASSOCIATES, INC. DRAWING

NUMBER 2240327.5A, DATED JUNE 9, 2022.

13. BUILDING LAYOUT WILL BE PARALLEL WITH I-96 ROW.

14. REFER TO CIVIL SPECIFICATION APPENDIX A AND MDOT 2020 STANDARD

SPECIFICATIONS FOR CONSTRUCTION FOR ALL MDOT STANDARD DETAILS.

15. MDOT BYPASS LANE STATIONING IS PROVIDED FOR REFERENCE ONLY.

16. REFER TO MDOT PROJECT JN: 210181A FOR BYPASS LANE DESIGN & DETAILS.

SEPTIC SYSTEM NOTES:

ALL CONSTRUCTION SHALL CONFORM TO IONIA COUNTY HEALTH DEPARTMENT

STANDARDS AND PERMIT # 64841 DATED 8/21/23.

2. ON-SITE SEWAGE TREATMENT SYSTEM INSTALLATION CONTRACTOR SHALL BE

LICENSED BY IONIA COUNTY HEALTH DEPARTMENT.

3. CONTRACTOR SHALL COORDINATE THEIR WORK WITH OTHER CONTRACTORS ON SITE.

4. PIPES PASSING THROUGH STRUCTURE WALLS SHALL BE MADE WATERTIGHT USING

FLEXIBLE NEOPRENE CONNECTIONS.

5. ALL STRUCTURES SHALL BE WATERTIGHT. EVIDENCE OF INFILTRATION INTO ANY

STRUCTURE SHALL BE CAUSE FOR REJECTION OF THIS PART OF THE WORK.

6. ALL PERFORATED PLASTIC PIPE AND FITTING SHALL COMPLY WITH MICHIGAN

DEPARTMENT OF PUBLIC HEALTH “STANDARDS FOR CERTIFICATION AND UTILIZATION

OF PERFORATED PLASTIC TUBING FOR DRAINFIELDS.”

7. DISTRIBUTIONS LATERALS SHALL BE LAYED LEVEL.

8. SANITARY SEWER PIPING AND FITTINGS SHALL BE SCH 40 PVC.

9. FUTURE WATER SOFTENER DISCHARGE SHALL NOT BE CONNECTION TO THE SEPTIC

SYSTEM.

10. 2-2” RIGID INSULATION BOARDS SHALL BE PLACED OVER THE SANITARY SEWER PIPING

FROM THE BUILDING TO THE TANK AND FROM THE TANK TO THE SEPTIC FIELD.

11. ABSORPTION FIELD AREAS SHALL BE PROTECTED FROM TRAFFIC AND OTHER

EQUIPMENT BY FENCE OR OTHER SUITABLE BARRIERS.

12. THE FILL SAND SHALL BE A MODIFIED MDOT 2NS “CLEAN” SAND WITH NO MORE THAN

1% LOSS BY WASH.

13. THE STONE SHALL BE A SINGLE OR DOUBLED WASHED MODIFIED MDOT 6A “CLEAN”

STONE WITH NO MORE THAN 0.3% LOSS BY WASH.

14. THE ABSORPTION TRENCH SYSTEM SHALL CONSIST OF 5 - 67 FOOT LONG LATERALS,

3’ O.C. WITH A 12’ LONG SOLID MANIFOLD.

15. EXISTING UNSUITABLE CLAY FILL SHALL NOT BE USED TO COVER THE NEW AGGREGATE

SEPTIC BED OR FILL DOWN GRADIENT SIDE SLOPES.

SOIL EROSION CONTROL NOTES:

1. THE CONRACTOR SHALL BE RESPONSIBLE FOR ACQUIRING SOIL EROSION CONTROL

PERMIT AND PAYING ALL FEES. THE CONTRACTOR IS RESPONSIBLE TO INSTALL &

MAINTAIN SESC MEASURES IN ACCORDANCE WITH STATE OF MICHIGAN DTMB AND

MDOT 2020 STANDARD SPECIFICATIONS FOR CONSTRUCTION.

2. ALL EROSION CONTROL MEASURES SHALL BE INSTALL IN ACCORDANCE WITH MDOT

SOIL EROSION AND SEDIMENTATION CONTROL MANUAL, MARCH 2021.

3. ALL TEMPORARY EROSION CONTROL MEASURES SHALL BE INSTALLED PRIOR TO ANY

CONSTRUCTION ON SITE.

4. INSPECT AND MAINTAIN EROSION CONTROL MEASURES AS NECESSARY TO INSURE

PROPER FUNCTION. INSPECT SILT SACKS, SEDIMENT TRAPS, SILT FENCING, AND

TREE PROTECTION FENCES WEEKLY TO ENSURE PROPER FUNCTION. CLEAN SILT

SACKS WEEKLY AND AFTER EACH RAIN EVENT.

5. PLACE SILT FENCE ALONG DISTURBED AREAS WHERE SURFACE WATER WILL FLOW

INTO EXISTING SWALES AND DITCHES. PLACE SILT FENCE ACROSS NEWLY GRADED

OVERLAND FLOW PATHS AND SWALES. ANCHOR FENCE TO PREVENT UNCONTROLLED

RELEASE OF SILT LADEN WATER. PLACE SILT SACKS FILTERS AS MANUFACTURED BY

ACF WEST, INC. ON ALL CATCH BASINS AND CURB INLETS.

6. TEMPORARY SEEDING FOR EROSION CONTROL SHALL BE IN PER MDOT TABLE 816-2.

SEED & MULCH ALL DISTURBED AREA. USE 5 POUNDS OF SEED PER 1000SF.

7. PERMANENT SEED MIX SHALL BE “TUF” PER MDOT TABLE 917-2. SEED & MULCH ALL

DISTURBED AREA. USE 5 POUNDS OF SEED PER 1000SF.

8. EROSION CONTROL MEASURES SHALL REMAIN IN PLACE UNTIL VEGETATION IS

UNIFORMLY ESTABLISHED. REGRADE, RESEED AND PLACE ADDITIONAL TOPSOIL AS

NECESSARY UNTIL FINAL LANDSCAPING IS UNIFORMLY ESTABLISHED.

9. THE CONTRACTOR IS RESPONSIBLE FOR SWEEPING OF TRACKED MATERIALS ONTO

ALL PUBLIC ROADWAYS. IT IS NOT AN ACCEPTABLE PRACTICE TO WAIT TO THE END

OF THE DAY TO SWEEP OFF-SITE TRACKING. OFF-SITE TRACKING SHOULD BE SWEPT

IMMEDIATIELY.

10. SOIL DESCRIPTION: STIFF SANDY CLAY.

11. NEAREST BODY OF WATER IS A WETLAND, APPROXIMATELY 100LF SOUTH.

12. AREA OF DISTURBANCE IS 0.80 ACRES.

13. CONTRACTOR SHALL REMOVE TEMPORARY EROSION CONTROL MEASURES AFTER

VEGETATION IS UNIFORMLY ESTABLISHED.

GRADING AND UTILITY NOTES:

1. CONTRACTOR SHALL OBTAIN ALL NECESSARY STATE AND LOCAL PERMITS REQUIRED. ALL

CONSTRUCTION SHALL CONFORM STATE OF MICHIGAN DTMB STANDARDS AND MDOT 2020

SPECIFICATONS.

2. CALL "MISS DIG", 1-800-482-7171, 72 HOURS PRIOR TO THE START OF ANY WORK.

3. CONTRACTOR SHALL COORDINATE THEIR WORK WITH OTHER CONTRACTORS ON SITE.

4. CONTRACTOR SHALL PROTECT ALL EXISTING AND NEW CONSTRUCTION FROM DAMAGE.

SHOULD ANY DAMAGE OCCUR, CONTRACTOR SHALL MAKE ALL NECESSARY REPAIRS AT NO

COST TO THE OWNER.

5. PROVIDE BARRIERS OR OTHER PROTECTION TO KEEP VEHICULAR AND PEDESTRIAN TRAFFIC

AWAY FROM THE WORK AREA AND OFF PARKING AREAS BEFORE BITUMINOUS PAVING OR

CONCRETE IS CURED.

6. ALL UTILITY WORK SHALL BE COMPLETED, INCLUDING TRENCH BACKFILL AND COMPACTION, PRIOR TO PLACEMENT OF ANY GRAVEL BASE.

7. CONTRACTOR SHALL BE RESPONSIBLE FOR THEIR OWN SURVEYING AND LAYOUT WORK.

CONCRETE INSTALLER SHALL COORDINATE WORK WITH UTILITY CONTRACTOR FOR PROPER

PLACEMENT OF FRAMES AND COVERS IN THE PAVEMENT OR CURB AREA. REFER TO EXISTING

TOPOGRAPHIC SURVEY FOR BENCHMARKS AND OTHER EXISTING INFORMATION.

8. EXISTING UNDERGROUND UTILITIES ARE PLOTTED FROM ORIGINAL SITE DRAWINGS AND SITE

TOPOGRAPHIC SURVEY. EVERY ATTEMPT HAS BEEN MADE TO SHOW ALL UTILITY LINES WHERE

THEY EXIST. CONTRACTOR SHALL USE EVERY PRECAUTION IN EXCAVATING FOR NEW UTILITIES

SINCE ACTUAL UNDERGROUND UTILITIES MAY NOT BE AS SHOWN. CONTRACTOR SHALL MAKE

HIMSELF THOROUGHLY FAMILIAR WITH ALL UNDERGROUND UTILITY LOCATIONS PRIOR TO ANY

EXCAVATION AND VERIFY LOCATIONS AND DEPTHS OF ALL UTILITIES.

9. EXCEPT FOR THOSE UTILITIES NOTED TO BE PLUGGED OR REMOVED, RECONNECT ALL LINES

ENCOUNTERED DURING CONSTRUCTION.

10. UTILITY CONTRACTOR SHALL BE RESPONSIBLE FOR THE RAISING OR LOWERING OF ALL

EXISTING MANHOLES AND CATCH BASINS, FRAMES AND COVERS, VALVE BOXES, AND

CLEAN-OUTS TO MEET THE FINISH GRADES.

11. ALL STORM SEWER STRUCTURES WITHIN THE PROPERTY LIMITS SHALL BE INSPECTED AND

CLEANED OUT, INCLUDING ALL SUMPS. IF SOME SPECIFIC PROBLEM IS IDENTIFIED DURING

CONSTRUCTION CONTRACTOR IS TO CONTACT THE ENGINEER FOR FURTHER INSTRUCTIONS.

12. IN ALL AREAS OF NEW GRADING OR CONSTRUCTION, STRIP AND STOCKPILE EXISTING TOPSOIL

AND PERFORM ALL GRADING AND EARTHWORK TO THE ELEVATION POINTS SHOWN. TOPSOIL

SHALL BE RESPREAD ON DESIGNATED AREAS OUTSIDE OF BUILDING AND PAVEMENT AREAS.

TOPSOIL SHALL BE SEEDED AND MULCHED.

13. ALL SITE UTILITIES SHALL BE STUBBED AND PLUGGED TO WITHIN FIVE FEET OF THE OUTSIDE

BUILDING FOUNDATION WALL UNLESS OTHERWISE NOTED.

14. CROSS SLOPES ON ALL SIDEWALKS SHALL NOT BE GRATER THAN 1 VERTICAL TO 48

HORIZONTAL OR 2%. SLOPES ALONG THE LENGTH OF THE SIDEWALK SHALL NOT BE GREATER

THAN 1 VERTICAL TO 20 HORIZONTAL OR 5% EXCEPT AT BARRIER FREE RAMPS WHICH SHALL

NOT BE GREATER THAN 1 VERTICAL TO 12 HORIZONTAL OR 8.33%.

15. CONTRACTOR SHALL PROVIDE DOWNSPOUT ADAPTERS AND 6” SLCPP CONNECTIONS TO

STORM SEWER AT EACH DOWNSPOUT AS SHOWN ON DRAWING PER DETAIL ON C4.1. REFER TO

A2.0 FOR DOWNSPOUT LOCATIONS.

16. INSTALL 2-SUMP PUMP FLOAT SWITCHES IN SCALE PIT IN ACCORDANCE WITH MANUFACTURER

RECOMMENDATIONS.

17. SANITARY AND STORM CLEANOUTS SHALL BE COVERED W/EJ 1566-A PER DETAIL C4.1.

18. GAS PIPING, EQUIPMENT AND INSTALLATION TO BE IN ACCORDANCE WITH NATIONAL FUEL GAS

CODE.

19. REFER TO MDOT PROJECT NUMBER JN:210181A FOR BYPASS LANE DETAILS.

UTILITY NOTES:

ALL CONSTRUCTION SHALL CONFORM STATE OF MICHIGAN DTMB STANDARDS AND

MDOT 2020 SPECIFICATIONS.

2. CALL "MISS DIG", 1-800-482-7171, 72 HOURS PRIOR TO THE START OF ANY WORK.

3. CONTRACTOR SHALL PROTECT ALL EXISTING AND NEW CONSTRUCTION FROM

DAMAGE. SHOULD ANY DAMAGE OCCUR, CONTRACTOR SHALL MAKE ALL NECESSARY

4. CONTRACTOR SHALL BE RESPONSIBLE FOR HIS OWN SURVEYING AND LAYOUT WORK.

CONCRETE INSTALLER SHALL COORDINATE HIS WORK WITH UTILITY CONTRACTOR

FOR PROPER PLACEMENT OF FRAMES AND COVERS IN THE PAVEMENT OR CURB

AREA. REFER TO EXISTING TOPOGRAPHIC SURVEY FOR BENCHMARKS AND OTHER

EXISTING INFORMATION.

5. EXISTING UNDERGROUND UTILITIES ARE PLOTTED FROM ORIGINAL SITE DRAWINGS

AND SITE TOPOGRAPHIC SURVEY. EVERY ATTEMPT HAS BEEN MADE TO SHOW ALL

UTILITY LINES WHERE THEY EXIST. CONTRACTOR SHALL USE EVERY PRECAUTION IN

EXCAVATING FOR NEW UTILITIES SINCE ACTUAL UNDERGROUND UTILITIES MAY NOT

BE AS SHOWN. CONTRACTOR SHALL FIELD VERIFY LOCATIONS AND DEPTHS OF ALL

UTILITIES AND BE THOROUGHLY FAMILIAR WITH ALL UNDERGROUND UTILITY

LOCATIONS PRIOR TO ANY EXCAVATION WORK.

6. EXCEPT FOR THOSE UTILITIES NOTED TO BE PLUGGED OR REMOVED, RECONNECT

ALL LINES ENCOUNTERED DURING CONSTRUCTION.

C I

R C

U M

S P

I C

E

P L

U R

I B

U E

S U

N U

M

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

S H

E E

T

ID

E N

T

IF

IC

A

T

IO

N N

O

D E

P A

R T

M E

N T

O F

T E

C H

N O

L O

G Y

M

A N

A G

E M

E N

T A

N D

B U

D G

E T

S T

A T

E O

F M

IC

H

IG

A

N

S T

A T

E F

A C

IL

IT

IE

S

A D

M

IN

IS

T

R A

T

IO

N

D E

S

IG

N A

N D

C O

N S

T R

U C

T

IO

N D

IV

IS

IO

N

A D

A M

P L

A C

H R

A D

IR

E

C T

O R

I S S

U E

D F

O R

C O

N S

T R

U C

T

IO

N

F

IN

A L R

E C

O R

D

D A

T E

F

IL

E N

O

.C

A K

C o p y ri g h t

S ch le y N el so n A rc h it ec ts

In c.

S th

S tr e e t, P

O B o x

O s h te m o M

I

(2

-8

S N

A N

O -1

P R

E L

IM

R

E V

IE

W

S e p t.

P h a s e

S u b m it ta l

I- Io n ia M I

O r a n g e

T o w n s h ip Io n ia

C o u n t y

M ic h ig a n

Io n ia

E a s tb o u n d

I-

S c a le

D e m o li s h

C o n s tr u c t N e w

P la in fie ld A ve nu e N

E, S ui te

A Gr a nd

R a p id s, M

I 4

Ph on e

(6

) 3

.9 co m p en g

.co m

/12

/2

8 :

:3

AM

De sig ne d

B y:

N

ST

Dr a w n

By : T

N J

CE

S0.1

GENERAL

1. ADDITIONAL ENGINEERING EFFORT TO BRING BUILT CONDITIONS TO COMPLIANCE WITH STRUCTURAL DRAWINGS MAY RESULT IN

ADDITIONAL FEE.

2. THESE NOTES SUPPLEMENT THE PROJECT SPECIFICATIONS, SEE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.

3. THESE DRAWINGS REPRESENT THE COMPLETED PROJECT WHICH HAS BEEN DESIGNED FOR THE DEAD LOAD WEIGHT OF MATERIALS INDICATED PLUS THE SUPERIMPOSED LIVE LOADS INDICATED IN THE DESIGN DATA. IT IS THE CONTRACTOR’S RESPONSIBILITY TO DETERMINE ALLOWABLE CONSTRUCTION LOADS AND TO PROVIDE PROPER DESIGN AND CONSTRUCTION OF FALSEWORK, FORMWORK, STAGING, BRACING, AND SHORING. CONTRACTOR HAS SOLE RESPONSIBILITY FOR CONSTRUCTION MEANS AND METHODS, SEQUENCES, AND PROCEDURES OF CONSTRUCTION. THE STRUCTURE IS STABLE ONLY IN ITS COMPLETED FORM, WITH COMPLETED CONNECTIONS, AND FIELD INSTALLED MATERIALS HAVING REACHED SPECIFIED DESIGN

STRENGTH.

4. CROSS CHECK ALL DIMENSIONS AND ELEVATIONS INDICATED. REPORT DISCREPANCIES FOR CLARIFICATION PRIOR TO STARTING CONSTRUCTION OR ORDERING MATERIALS. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT INDICATED ON THE

STRUCTURAL DRAWINGS. DO NOT SCALE THESE DRAWINGS.

5. DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION INDICATED ARE APPROXIMATE AND FOR REFERENCE ONLY.

CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS AND ELEVATIONS PRIOR TO CONSTRUCTION. REPORT DISCREPANCIES

PRIOR TO STARTING CONSTRUCTION OR ORDERING MATERIALS.

6. IN THE CASE OF A CONFLICT WITHIN THE CONTRACT DOCUMENTS, INCLUDING DRAWINGS AND SPECIFICATIONS, THE MOST

STRINGENT REQUIREMENTS WILL GOVERN.

7. REFER TO ARCHITECTURAL, MECHANICAL, PLUMBING, ELECTRICAL, CIVIL, AND FOOD SERVICE DRAWINGS FOR SIZE AND LOCATION OF OPENINGS, SLEEVES, CONCRETE HOUSEKEEPING PADS, INSERTS, EMBEDDED ITEMS, CURBS, RAMPS, DRAINS, DEPRESSIONS, ETC. NOTIFY STRUCTURAL ENGINEER OF ANY DISCREPANCIES.

8. REFER TO ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR DETAILED INFORMATION REGARDING SPECIAL FINISHES ON

STRUCTURAL MEMBERS, FIREPROOFING, WATERPROOFING, ETC.

9. REFER TO ARCHITECTURAL DRAWINGS FOR MASONRY AND DRYWALL NON-LOADBEARING PARTITIONS. PROVIDE SLIP CONNECTIONS THAT ALLOW VERTICAL MOVEMENT AT THE HEADS OF SUCH PARTITIONS. CONNECTIONS SHALL SUPPORT THE

TOP OF THE WALLS LATERALLY FOR THE CODE REQUIRED LATERAL LOAD.

10. REPRODUCTION OF THE STRUCTURAL DRAWINGS FOR SUBMISSION AS SHOP DRAWINGS IS PROHIBITED. SUBMITTALS PRODUCED

IN THIS MANNER WILL BE REJECTED.

11. DEFERRED SUBMITTALS: PORTIONS OF THE DESIGN HAVE BEEN DEFERRED AND WILL BE DESIGNED BY PRODUCT MANUFACTURERS QUALIFIED LICENSED ENGINEERS. THE STRUCTURAL ENGINEER OF RECORD WILL ONLY REVIEW SUBMITTALS OF THESE SYSTEMS FOR GENERAL CONFORMANCE WITH THE PROJECT PARAMETERS INDICATED AND IS NOT RESPONSIBLE FOR

DEFERRED SUBMITTAL DESIGN. DEFERRED SUBMITTALS INCLUDE:

COLD-FORMED METAL FRAMING

METAL LADDERS

STOREFRONT WINDOW WALL SYSTEMS

12. CONTRACTOR TO PROVIDE A SUBMITTAL FOR ENGINEER REVIEW FOR THE FOLLOWING:

CONCRETE MIX

CONCRETE REINFORCEMENT

STRUCTURAL STEEL

STEEL JOISTS

STEEL DECK

STRUCTURAL NOTES

FOUNDATIONS

1. LOCATE ALL UNDERGROUND UTILITIES BEFORE STARTING WORK. CONTACT UTILITY LOCATING SERVICES PRIOR TO EXCAVATION.

IN MICHIGAN CALL "MISS DIG" 800-482-7171 AT LEAST 72 HOURS PRIOR TO STARTING WORK.

2. ANY EXISTING UTILITIES INDICATED ON DRAWINGS ARE BASED ON ORIGINAL CONSTRUCTION DRAWINGS AND SITE SURVEYS.

EXACT UTILITY LOCATIONS AND ELEVATIONS OF UTILITIES MUST FIELD VERIFIED BY THE CONTRACTOR PRIOR TO BEGINNING

WORK.

3. FOUNDATION DESIGN IS BASED ON THE SOILS INVESTIGATION REPORT NUMBER 2140327.3A BY DRIESENGA AND ASSOCIATES

DATED JULY 12, 2022.

4. FOUNDATIONS SHALL BEAR ON SOILS HAVING A MINIMUM ALLOWABLE BEARING PRESSURE OF 3,000 PSF FOR SPREAD FOOTINGS

AND 3,000 PSF FOR WALL FOOTINGS.

5. FOOTINGS SHALL BEAR ON UNDISTURBED SOIL AT ELEVATIONS SHOWN ON THE DRAWINGS. IF OVER-EXCAVATION IS REQUIRED, ENGINEERED COMPACTED FILL SHALL BE PLACED PER SPECIFICATIONS UP TO BEARING ELEVATION. ALL ENGINEERED COMPACTED FILL SHALL BE PLACED IN THE PRESENCE OF AND AS DIRECTED BY A QUALIFIED GEOTECHNICAL ENGINEERING FIRM.

LOCATION AND EXTENT OF AREAS TO RECEIVE ENGINEERED COMPACTED FILL SHALL BE PER THE GEOTECHNICAL REPORT AND TESTING OF SOILS SHALL BE ACCORDING TO SPECIFICATIONS PRIOR TO PLACEMENT OF FOOTINGS.

6. DO NOT BACKFILL AGAINST BASEMENT WALLS UNTIL FLOOR SLAB IS IN PLACE AT TOP AND BOTTOM OF THE WALL WITH CONCRETE REACHING ITS DESIGN STRENGTH AND THE FLOOR SHEATHING IS IN PLACE AT THE TOP OF THE WALL. CONTRACTOR

MAY PROVIDE TEMPORARY BRACING ON WALLS AT THEIR OPTION.

7. CONTRACTOR SHALL PROVIDE SLEEVES FOR ALL OPENINGS REQUIRED IN WALLS. NO CORE DRILLING WILL BE ALLOWED WITHOUT PRIOR APPROVAL BY THE STRUCTURAL ENGINEER. COORDINATE LOCATION AND SIZE OF OPENINGS WITH APPLICABLE

CONTRACTORS.

8. DO NOT REPAIR MISPLACED OR DAMAGED COLUMN ANCHOR BOLTS WITHOUT PRIOR APPROVAL BY THE STRUCTURAL ENGINEER.

9. WHERE FOUNDATION WALLS ARE TO HAVE EARTH PLACED ON EACH SIDE, PLACE FILL ON ALTERNATING SIDES OF WALL IN

SHALLOW LIFTS.

10. COORDINATE ELECTRICAL SERVICE GROUNDING REQUIREMENTS TO FOUNDATION REINFORCING WITH ELECTRICIAN. SEE

ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION.

CONCRETE

1. ALL MATERIAL AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH AMERICAN CONCRETE INSTITUTE (ACI) DOCUMENTS

REFERENCED IN SPECIFICATIONS.

2. MATERIAL PROPERTIES:

3. REINFORCING BARS SHALL BE ASTM A615 GRADE 60 UNO TIES AND STIRRUPS ASTM A615 GRADE 40.

4. PROVIDE CRUSHED LIMESTONE LARGE AGGREGATE AND AIR ENTRAINMENT WHERE CONCRETE IS EXPOSED TO WEATHER AND

WHERE INDICATED.

5. SEE SPECIFICATIONS FOR ALL TESTING REQUIREMENTS. SUBMIT EACH CONCRETE MIX DESIGN FOR REVIEW. SUBMITTAL SHALL CONSIST OF DESIGN MIXES FOR EACH TYPE AND STRENGTH OF CONCRETE AND INCLUDE DATA BY EITHER LABORATORY TRIAL

MIX OR FIELD TEST DATA BASE PER ACI 318.

6. ALL CONCRETE SHALL BE CURED FOR A MINIMUM OF 7 DAYS PRIOR TO REMOVAL OF FORMS. IF FORMS ARE REMOVED BEFORE

THE END OF CURING PERIOD, COAT SURFACES WITH LIQUID CURING COMPOUND.

7. PROVIDE DOWELS IN WALL FOOTINGS WITH EQUAL SIZE AND SPACING AS VERTICAL WALL STEEL, UNO.

8. ALL OPENINGS IN SLABS AND WALLS SHALL HAVE REINFORCING ON EACH SIDE EQUAL TO THE AMOUNT OF REINFORCING

DISPLACED.

9. ALL CONCRETE SLABS ON GRADE SHALL BE REINFORCED WITH 6"x6"- W1.4xW1.4 WELDED WIRE FABRIC.

10. SEE ARCHITECTURAL DRAWINGS FOR SIZE, DEPTH, AND LOCATION OF DEPRESSED FLOOR SLABS REQUIRED.

11. PROVIDE CLASS "B" TENSION LAP SPLICES FOR ALL BARS UNO.

12. USE NON-SHRINK, NON-METALLIC GROUT UNDER ALL BASE PLATES, BEARING PLATES, AND SETTING PLATES.

13. PROVIDE CONCRETE COVER OVER REINFORCING BARS AS FOLLOWS UNO:

A. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH = 3"

B. PERMANENTLY EXPOSED TO EARTH OR WEATHER; #5 AND SMALLER = 1 1/2", #6 AND LARGER = 2 "

C. NOT EXPOSED TO EARTH OR WEATHER, WALLS AND SLABS = 3/4" BEAMS AND COLUMNS = 1 1/2"

14. TOP AND BOTTOM HORIZONTAL REINFORCEMENT IN WALLS TO BE LOCATED NO LESS THAN 2” AND NO MORE THAN 3” FROM TOP OR BOTTOM OF THE WALL. CONSTRUCTION JOINT LOCATIONS IN SUPPORTED CONCRETE BEAMS AND SLABS MUST BE APPROVED BY THE STRUCTURAL ENGINEER. CONSTRUCTION JOINTS SHALL BE LOCATED IN THE MIDDLE THIRD OF THE SPAN.

LOCATION 28 DAY f'c (PSI) AIR CONTENT MAX W/C RATIO

WALL AND SPREAD FOOTINGS 3,000 NO TEST 0.50

FOUNDATION WALLS 4,000 NO TEST 0.50

ALL CONCRETE EXPOSED TO WEATHER 4,000 6% ± 1% 0.50

INTERIOR SLABS ON GRADE 3,500 NO TEST 0.50

BAR

LAP LENGTH

@ f'c=3ksi

LAP LENGTH

@ f'c=4ksi

90° HOOK

EXTENSION

180° HOOK

EXTENSION

#3 22" 19" 6" 4"

#4 29" 25" 8" 4"

#5 36" 31" 10" 5"

#6 43" 37" 12" 6"

#7 63" 54" 14" 7"

STRUCTURAL LOADS

1. BUILDING CODE:

MICHIGAN BUILDING CODE 2015

2. STRUCTURAL DESIGN CODES AND STANDARDS:

3.

4.

ABBREVIATIONS

ARCH ARCHITECTURAL

BOT BOTTOM

BRG BEARING

CJ CONTROL OR CONSTRUCTION JOINT

CL CENTER LINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONT CONTINUOUS

CVR COVER

DBE DECK BEARING ELEVATION

DIA DIAMETER

EA EACH

EC EPOXY COATED

EF EACH FACE

EL ELEVATION

EQ EQUAL

EW EACH WAY

FDN FOUNDATION

GA GAUGE

HDG HOT-DIP GALVANIZED

HORIZ HORIZONTAL

k KIP = 1,000 POUNDS

MAX MAXIMUM

MIN MINIMUM

MW MASONRY WALL

NTS NOT TO SCALE

OC ON-CENTER

PL PLATE

PSF POUNDS PER SQUARE FOOT

RO ROOF OPENING

RS 14 GAGE GALVANIZED ROOF SUMP PAN WITH SUPPORT FRAME

SIM SIMILAR

T&B TOP AND BOTTOM

TF TOP OF FOOTING ELEVATION

TP TOP OF PIER ELEVATION

TS TOP OF STEEL ELEVATION

TW TOP OF WALL ELEVATION

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

VIF VERIFY IN FIELD

w/ WITH

WWF WELDED WIRE FABRIC

DESIGN LOADS ASCE 7-10

STEEL AISC 360-10

CONCRETE ACI 318-14

MASONRY TMS402-13/ACI 530-13

COLD FORMED STEEL AISI S100-12

BUILDING RISK CATEGORY II

DESIGN LOADS:

ROOF DEAD:

ROOFING 3 PSF

ROOF SHEATHING 3 PSF

ROOF FRAMING 3 PSF

INSULATION 1 PSF

CEILING 2 PSF

MEP 4 PSF

MISCELLANEOUS 2 PSF

TOTAL 18 PSF

SNOW:

GROUND SNOW Pg = 35.0 PSF

IMPORTANCE FACTOR I = 1.0

THERMAL FACTOR Ct = 1.0

EXPOSURE FACTOR Ce = 1.0

FLAT ROOF SNOW Pf = 24.5 PSF

SLOPE FACTOR Cs = 1.0

WIND:

ULTIMATE DESIGN WIND SPEED Vult = 115 MPH

NOMINAL DESIGN WIND SPEED Vasd = 89 MPH

EXPOSURE CATEGORY C

INTERNAL PRESSURE COEFFICIENT ± 0.18

TOPOGRAPHIC FACTOR Kzt = 1.0

DIRECTIONALITY FACTOR Kd = 0.85

GUST EFFECT FACTOR G = 0.85

SEISMIC:

RISK CATEGORY II

SEISMIC IMPORTANCE FACTOR Ie = 1.00

MAPPED ACCELERATION PARAMETERS Ss = 0.076 & S1 = 0.044

SITE CLASS D

DESIGN ACCELERATION PARAMETERS Sds = 0.081 & Sd1 = 0.070

SEISMIC DESIGN CATEGORY B

SEISMIC FORCE RESISTING SYSTEM ORDINARY REINFORCED MASONRY

SHEARWALLS

SEISMIC RESPONSE COEFFICIENT Cs = 0.041

RESPONSE MODIFICATION COEFFICIENT R = 2

ANALYSIS PROCEDURE USED EQUIVALENT LATERAL FORCE

COMPONENTS & CLADDING ULTIMATE WIND PRESSURES

ZONE 10 SF 50 SF 100 SF

WALL

NEGATIVE ZONE 4 -28.6 PSF -25.9 PSF -24.7 PSF

NEGATIVE ZONE 5 -35.2 PSF -29.7 PSF -27.4 PSF

POSITIVE ZONES 4 & 5 26.4 PSF 23.7 PSF 22.5 PSF

ROOF

NEGATIVE ZONE 1 -28.8 PSF -27.1 PSF -26.4 PSF

NEGATIVE ZONE 2 -48.4 PSF -36.4 PSF -31.3 PSF

NEGATIVE ZONE 3 -72.8 PSF -43.7 PSF -31.3 PSF

POSITIVE ALL ZONES 16.0 PSF 16.0 PSF 16.0 PSF

OVERHANG ZONES 1 & 2 -41.5 PSF -39.8 PSF -39.1 PSF

OVERHANG ZONE 3 -68.4 PSF -34.2 PSF -19.5 PSF

C I

R C

U M

S P

I C

E

P L

U R

I B

U E

S U

N U

M

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

S H

E E

T

ID

E N

T

IF

IC

A

T

IO

N N

O

D E

P A

R T

M E

N T

O F

T E

C H

N O

L O

G Y

M

A N

A G

E M

E N

T A

N D

B U

D G

E T

S T

A T

E O

F M

IC

H

IG

A

N

S T

A T

E F

A C

IL

IT

IE

S

A D

M

IN

IS

T

R A

T

IO

N

D E

S

IG

N A

N D

C O

N S

T R

U C

T

IO

N D

IV

IS

IO

N

A D

A M

P L

A C

H R

A D

IR

E

C T

O R

I S S

U E

D F

O R

C O

N S

T R

U C

T

IO

N

F

IN

A L R

E C

O R

D

D A

T E

F

IL

E N

O

.C

A K

C o p y ri g h t

S ch le y N el so n A rc h it ec ts

In c.

S th

S tr e e t, P

O B o x

O s h te m o M

I

(2

-8

S N

A N

O -1

P R

E L

IM

R

E V

IE

W

S e p t.

P h a s e

S u b m it ta l

I- Io n ia M I

O r a n g e

T o w n s h ip Io n ia

C o u n t y

M ic h ig a n

Io n ia

E a s tb o u n d

I-

S c a le

D e m o li s h

C o n s tr u c t N e w

P la in fie ld A ve nu e N

E, S ui te

A Gr a nd

R a p id s, M

I 4

Ph on e

(6

) 3

.9 co m p en g

.co m

/12

/2

8:

:3

AM

De sig ne d

B y:

N

ST

Dr a w n

By : T

N J

CE

S0.2

STRUCTURAL NOTES CONTINUED

STRUCTURAL STEEL

1. MATERIAL PROPERTIES:

2. SIMPLE SHEAR CONNECTIONS NOT DETAILED IN THE STRUCTURAL DRAWINGS MAY BE SELECTED FROM THE SIMPLE SHEAR CONNECTIONS TABLES IN PART 10 OF THE AISC MANUAL OF STEEL CONSTRUCTION. IF REACTIONS ARE NOT INDICATED, CONNECTION SHALL DEVELOP 50% OF THE MAXIMUM TOTAL UNIFORM LOAD INDICATED IN PART 3 OF THE AISC MANUAL OF STEEL CONSTRUCTION. CONNECTIONS SHALL BE SHOP WELDED AND FIELD BOLTED UNO. TYPICAL SHEAR CONNECTIONS SHALL BE BEARING TYPE AND BRACING CONNECTIONS SHALL BE SLIP CRITICAL. PROVIDE MINIMUM (2) HIGH STRENGTH BOLTS FOR EACH

CONNECTION.

3. FIELD ALTERATIONS OF STRUCTURAL MEMBERS ARE NOT PERMITTED WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER.

4. STEEL COLUMNS SHALL EXTEND TO WITHIN 1" OF TOP OF BEAMS UNO.

5. ERECTION CONTRACTOR SHALL PROVIDE ADEQUATE TEMPORARY BRACING TO RESIST WIND LOADS UNTIL ALL FINAL

CONNECTIONS OF THE STEEL FRAME, METAL DECK, AND SHEAR WALLS ARE COMPLETED.

6. FERO BREAK-AWAY FIRE-RELEASE CONNECTORS ARE MANUFACTURED BY FERO CORPORATION, 15305-117 AVENUE, EDMONTON, ALBERTA, CANADA T5M 3x4, (780)455-5098, WWW.FEROCORP.COM.

MATERIALS ASTM

MIN YIELD

STRESS (KSI)

TENSILE

STRESS (KSI)

STRUCTURAL STEEL (WIDE FLANGE) A992 50 65

STRUCTURAL STEEL (ALL OTHER) A36 36 58

STRUCTURAL TUBES (HSS) A500 Gr. B 42 60

STRUCTURAL PIPE A53 Gr. B 35 60

WELDING ELECTRODES AWS D1.1-86 - -

3/4" DIAMETER BOLTS A325 - -

ANCHOR RODS F1554 Gr. 36 36 58

NUTS A563 - -

WASHERS F436 CIRCULAR - -

COLD-FORMED STEEL FRAMING

1. ALL MATERIALS AND WORKMANSHIP SHALL BE IN COMPLIANCE WITH AMERICAN IRON AND STEEL INSTITUTE (AISI) DESIGN OF

COLD FORMED STEEL STRUCTURAL MEMBERS AND AMERICAN WELDING SOCIETY (AWS) STRUCTURAL WELDING CODE - SHEET STEEL. THIS SPECIFICATION APPLIES TO ALL COLD FORMED STRUCTURAL LOAD BEARING MEMBERS.

2. ENGAGE QUALIFIED PROFESSIONAL ENGINEER TO DESIGN COLD-FORMED STEEL FRAMING. FRAMING INDICATED REPRESENTS THE MINIMUM SIZE, GAGE, AND SPACING REQUIRED. IF DELEGATED DESIGN REQUIREMENTS ARE DIFFERENT, PROVIDE THE MORE

STRINGENT REQUIREMENTS.

3. FOR 16 GAGE AND HEAVIER UNITS, USE FY=50 KSI PER ASTM A653 UNO. FOR 18 GAGE AND LIGHTER UNITS, USE FY=33,000 KSI

UNO.

4. PROVIDE GALVANIZED FINISH TO METAL FRAMING COMPONENTS COMPLYING WITH ASTM A 525 FOR MINIMUM G60 COATING.

5. AXIALLY LOADED STUDS SHALL HAVE FULL BEARING AGAINST INSIDE TRACK WEB. SPLICES IN STUDS AND JOISTS ARE NOT

PERMITTED.

6. FASTEN ALL COMPONENTS WITH EITHER SELF-TAPPING SCREWS OR WELDING OF SUFFICIENT SIZE TO ENSURE STRENGTH OF CONNECTION AND AS SPECIFICALLY INDICATED ON THE DRAWINGS. ALL WELDS SHALL BE TOUCHED UP WITH ZINC ENRICHED

PRIMER.

7. ALL BEARING WALL STUDS SHALL BE ALIGNED AND SECURELY ATTACHED TO THE FLANGE OR WEB OF BOTH UPPER AND LOWER TRACKS. ALL ABUTTING TRACK JOINTS SHALL BE SECURELY ANCHORED TO A COMMON STRUCTURAL ELEMENT OR SHALL BE

BUTT WELDED OR SPLICED TOGETHER.

8. JACK STUDS OR CRIPPLES SHALL BE INSTALLED BELOW ALL OPENINGS FOR HEADER SUPPORT AND SHALL BE FIRMLY ATTACHED

TO SUPPORTING MEMBERS.

9. PROVIDE CONTINUOUS U-CHANNEL STUD BRIDGING IN ALL LOAD BEARING WALLS AT A SPACING NOT EXCEEDING 48" ON CENTER.

WALL STUD U-CHANNELS SHALL BE ATTACHED IN A MANNER TO PREVENT STUD ROTATION.

10. PROVIDE JOIST BRIDGING AT MID-SPAN UNO ON PLANS. PROVIDE END BLOCKING WHERE JOISTS ARE NOT OTHERWISE

RESTRAINED.

STEEL JOISTS

1. SPECIAL STEEL JOISTS AND JOIST GIRDERS SHALL BE DESIGNED ACCORDING TO DESIGNATIONS AND LOADINGS INDICATED ON

DRAWINGS. BEARING, ANCHORAGE, AND BRIDGING SHALL BE IN ACCORDANCE WITH THE STEEL JOIST INSTITUTE AND AISC SPECIFICATIONS. JOISTS SHALL BE IDENTIFIED AS TO TYPE, SIZE AND MANUFACTURE BY TAGGING OR OTHER MEANS, FROM TIME

OF MANUFACTURE TO INSTALLATION.

2. "K" SERIES JOISTS SHALL BEAR 4" MIN. ON MASONRY WALLS AND 2 1/2" MIN ON STEEL, AND WELDED WITH (2) 1/8" FILLET WELDS 2 INCHES LONG. "LH" SERIES JOISTS SHALL BEAR 6" MIN ON MASONRY AND 4-INCH MINIMUM ON STEEL, AND WELDED WITH (2) 1/4"

FILLET WELDS 2 INCHES LONG.

3. SPECIAL JOISTS SHALL MEET THE FOLLOWING DEFLECTION CRITERIA AND LOADS INDICATED ON DRAWINGS:

A. ROOF JOISTS: VERTICAL TOTAL LOAD DEFLECTION OF L/240

B. ROOF JOISTS: VERTICAL LIVE LOAD DEFLECTION OF L/360

4. DESIGN JOIST AND BRIDGING FOR A NET UPLIFT PRESSURE OF 18 PSF.

5. STAGGER JOISTS THAT BEAR ON SUPPORTS THAT CANNOT MEET MINIMUM BEARING REQUIREMENTS.

6. ALL EQUIPMENT TO BE HUNG FROM STEEL JOISTS SHALL ATTACH TO JOIST WITHIN 6" OF PANEL POINTS OR FRAMED WITH AUXILIARY FRAMING (L2x2x1/4 ON EACH SIDE OF JOIST) TO THE PANEL POINTS. NO WELDED CONNECTIONS TO THE STRUCTURAL

STEEL OR JOISTS WILL BE PERMITTED.

STEEL DECK

1. SEE PLANS FOR METAL FLOOR AND ROOF DECK. PROVIDE CONTINUOUS ANGLE SUPPORTS OR BENT PLATES AROUND

PERIMETER AND FLOOR OPENINGS WHERE CONCRETE BULKHEADS ARE REQUIRED. SEE DETAILS FOR TYPICAL SIZE AND

LOCATIONS.

2. THE METAL DECK CONTRACTOR SHALL DETAIL, FURNISH, AND INSTALL CONNECTIONS FROM METAL DECK TO STEEL FRAME, IN ACCORDANCE WITH THE STEEL DECK INSTITUTE DESIGN MANUAL. PROVIDE THE FOLLOWING MINIMUM CONNECTIONS, UNLESS

DIAPHRAGM SHEARS ARE NOTED ON THE DRAWINGS:

A. WELD OPTION: 5/8" DIAMETER PUDDLE WELDS AT 12" OC TO EACH SUPPORT AND AT 6" OC AROUND OPENINGS.

B. POWDER-ACTUATED FASTENER OPTION: WHERE STEEL BASE MATERIAL THICKNESS IS GREATER THAN 1/4" USE HILTI X-ENP-19

FASTENERS AT 12" OC TO EACH SUPPORT AND AT 6" OC AROUND OPENINGS.

C. POWDER-ACTUATED FASTENER OPTION: WHERE STEEL BASE MATERIAL THICKNESS IS LESS THAN 1/4" USE HILTI X-HSN-24

FASTENERS AT 12" OC TO EACH SUPPORT AND AT 6" OC AROUND OPENINGS.

D. #12 SCREW AT MID-SPAN OF ALL SIDE LAPS.

3. FIELD CUT ALL METAL ROOF DECK OPENINGS SHOWN ON THE ARCHITECTURAL, STRUCTURAL, AND MECHANICAL DRAWINGS AND REINFORCE ALL OPENINGS GREATER THAN 12" DIAMETER WITH L3x3x1/4 FRAMING.

4. DO NOT ATTACH OR HANG EQUIPMENT, MATERIALS, OR ANY LOADS TO METAL ROOF DECK.

5. STEEL ROOF OR FLOOR DECK GAGE TO CORRESPOND TO THE FOLLOWING MINIMUM THICKNESSES: 22 GA=0.028”, 20 GA=0.034”, 18

GA=0.045”, 16 GA=0.057”

6. MINIMUM STEEL DECK YIELD STRENGTH SHALL BE 50 KSI.

POST-INSTALLED ANCHORS

1. POST INSTALLED ADHESIVE ANCHORS:

A. INSTALL PER MANUFACTURERS PRINTED INSTALLATION INSTRUCTIONS (MPII).

B. DO NOT INSTALL ANCHORS IN WET OR SATURATED CONCRETE.

C. DO NOT INSTALL ANCHORS IN CONCRETE LESS THAN 21 DAYS OLD OR UNTIL CONCRETE HAS REACHED ITS DESIGN STRENGTH, WHICHEVER COMES FIRST.

D. VERIFY ADHESIVE EXPIRATION DATE PRIOR TO INSTALLATION.

E. DO NOT CORE DRILL HOLES FOR ADHESIVE ANCHORS.

F. CLEAN HOLES PER MPII.

G. CURE ADHESIVE PER MPII PRIOR TO LOADING ANCHORS.

H. ADHESIVE FOR REBAR AND ANCHORS SHALL HAVE BEEN TESTED IN ACCORDANCE WITH ACI355.4 AND ICC-ES ACI 308 FOR

CRACKED CONCRETE AND SEISMIC APPLICATIONS.

I. ANCHOR DESIGN IS BASED ON ADHESIVE BOND STRENGTH PER ACI 355.4 TEMPERATURE CATEGORY B WITH INSTALLATIONS INTO DRY HOLES DRILLED USING A CARBIDE DRILL BIT INTO CRACKED CONCRETE THAT HAS CURED FOR AT LEAST 21 DAYS.

2. POST INSTALLED MECHANICAL ANCHORS

A. INSTALL PER MANUFACTURERS PRINTED INSTALLATION INSTRUCTIONS (MPII).

B. DO NOT CORE DRILL HOLES FOR MECHANICAL ANCHORS.

C. CLEAN HOLES PER MANUFACTURERS REQUIREMENTS.

D. INSTALL IN STRICT COMPLIANCE WITH MANUFACTURERS REQUIREMENTS.

CONCRETE TESTING

1. TESTING AGENCY: OWNER WILL ENGAGE A QUALIFIED INDEPENDENT TESTING AND INSPECTING AGENCY TO SAMPLE MATERIALS, PERFORM TESTS, AND SUBMIT TEST REPORTS DURING CONCRETE PLACEMENT. SAMPLING AND TESTING FOR QUALITY CONTROL

MAY INCLUDE THOSE SPECIFIED IN THIS ARTICLE.

2. TESTING SERVICES: TESTING OF COMPOSITE SAMPLES OF FRESH CONCRETE OBTAINED ACCORDING TO ASTM C172 SHALL BE

PERFORMED ACCORDING TO THE FOLLOWING REQUIREMENTS:

A. TESTING FREQUENCY: OBTAIN AT LEAST ONE COMPOSITE SAMPLE FOR EACH 100 CUBIC YARD OR FRACTION THEREOF OF EACH CONCRETE MIX PLACED EACH DAY. WHEN FREQUENCY OF TESTING WILL PROVIDE FEWER THAN FIVE COMPRESSIVE-STRENGTH TESTS FOR EACH CONCRETE MIX, TESTING SHALL BE CONDUCTED FROM AT LEAST FIVE RANDOMLY SELECTED BATCHES OR

FROM EACH BATCH IF FEWER THAN FIVE ARE USED.

B. SLUMP: ASTM C143, ONE TEST AT POINT OF PLACEMENT FOR EACH COMPOSITE SAMPLE, BUT NOT LESS THAN ONE TEST FOR EACH DAY'S POUR OF EACH CONCRETE MIX. PERFORM ADDITIONAL TESTS WHEN CONCRETE CONSISTENCY APPEARS TO

CHANGE.

C. AIR CONTENT: ASTM C231, PRESSURE METHOD, FOR NORMAL-WEIGHT CONCRETE; ONE TEST FOR EACH COMPOSITE SAMPLE, BUT

NOT LESS THAN ONE TEST FOR EACH DAY'S POUR OF EACH CONCRETE MIX.

D. CONCRETE TEMPERATURE: ASTM C1064, ONE TEST HOURLY WHEN AIR TEMPERATURE IS 40 DEGREES F AND BELOW AND WHEN

80 DEGREES F AND ABOVE, AND ONE TEST FOR EACH COMPOSITE SAMPLE.

E. COMPRESSIVE-STRENGTH TESTS: ASTM C39, TEST TWO LABORATORY-CURED SPECIMENS AT 7 DAYS AND TWO AT 28 DAYS. A COMPRESSIVE-STRENGTH TEST SHALL BE THE AVERAGE COMPRESSIVE STRENGTH FROM TWO SPECIMENS OBTAINED FROM THE SAME COMPOSITE SAMPLE AND TESTED AT THE AGE INDICATED. CAST AND FIELD CURE ADDITIONAL SETS OF STANDARD CYLINDER SPECIMENS IN SETS OF TWO FOR EACH COMPOSITE SAMPLE WHEN REQUIRED TO VERIFY STRENGTH OF IN PLACE CONCRETE FOR REMOVAL OF SHORING. SPECIMENS SHALL BE STORED ADJACENT TO AND CURED SIMILAR TO CONCRETE TO BE

VERIFIED.

3. WHEN STRENGTH OF FIELD-CURED CYLINDERS (IF REQUIRED) IS LESS THAN 85 PERCENT OF COMPANION LABORATORY-CURED CYLINDERS, CONTRACTOR SHALL EVALUATE OPERATIONS AND PROVIDE CORRECTIVE PROCEDURES FOR PROTECTING AND

CURING IN-PLACE CONCRETE.

4. STRENGTH OF EACH CONCRETE MIX WILL BE SATISFACTORY IF EVERY AVERAGE OF ANY THREE CONSECUTIVE COMPRESSIVE-STRENGTH TESTS EQUALS OR EXCEEDS SPECIFIED COMPRESSIVE STRENGTH AND NO COMPRESSIVE-STRENGTH

TEST VALUE FALLS BELOW SPECIFIED COMPRESSIVE STRENGTH BY MORE THAN 500 PSI.

5. TEST RESULTS SHALL BE REPORTED IN WRITING TO ENGINEER, CONCRETE MANUFACTURER, AND CONTRACTOR WITHIN 48 HOURS OF TESTING. REPORTS OF COMPRESSIVE-STRENGTH TESTS SHALL CONTAIN PROJECT IDENTIFICATION NAME AND NUMBER, DATE OF CONCRETE PLACEMENT, NAME OF CONCRETE TESTING AND INSPECTING AGENCY, LOCATION OF CONCRETE BATCH IN WORK, DESIGN COMPRESSIVE STRENGTH AT 28 DAYS, CONCRETE MIX PROPORTIONS AND MATERIALS, COMPRESSIVE

BREAKING STRENGTH, AND TYPE OF BREAK FOR BOTH 7- AND 28-DAY TESTS.

6. NONDESTRUCTIVE TESTING: IMPACT HAMMER SONOSCOPE, OR OTHER NONDESTRUCTIVE DEVICE MAY BE PERMITTED BY ENGINEER BUT WILL NOT BE USED AS SOLE BASIS FOR APPROVAL OR REJECTION OF CONCRETE.

7. ADDITIONAL TESTS: TESTING AND INSPECTING AGENCY SHALL MAKE ADDITIONAL TESTS OF CONCRETE WHEN TEST RESULTS INDICATE THAT SLUMP, AIR ENTRAINMENT, COMPRESIVE STRENGTHS, OR OTHER REQUIREMENTS HAVE NOT BEEN MET, AS DIRECTED BY ENGINEER. TESTING AND INSPECTING AGENCY MAY CONDUCT TESTS TO DETERMINE ADEQUACY OF CONCRETE BY CORED CYLINDERS COMPLYING WITH ASTM C42 OR BY OTHER METHODS AS DIRECTED BY ARCHITECT.

MASONRY

1. MATERIAL PROPERTIES:

2. REFER TO ARCHITECTURAL DRAWINGS FOR MASONRY CONTROL JOINT LOCATIONS.

3. ALL MASONRY WALLS SHALL BE REINFORCED WITH LADDER TYPE HORIZONTAL JOINT REINFORCEMENT PLACED EVERY OTHER COURSE FOR RUNNING BOND AND EVERY COURSE FOR STACK BOND. PROVIDE GALVANIZED WIRE REINFORCEMENT WITH #9 GAGE SIDE RODS AND #9 GAGE CROSS RODS SPACED 16" OC. FOR TWO WYTHE WALLS, PROVIDE HOOK AND PINTEL TIES.

4. PROVIDE LINTELS PER THE FOLLOWING TABLE UNO ON THE DRAWINGS:

5. PROVIDE A MINIMUM OF 8" BEARING AT EACH END OF ALL LINTELS UNO.

6. VERTICAL REINFORCING SHALL BE LAPPED AND HELD IN POSITION WITH BAR POSITIONERS.

7. NO CHASES, RISERS, CONDUITS OR TOOTHING OF MASONRY SHALL OCCUR IN MASONRY WALLS WITHIN 18" OF CENTERLINE OF

BEAM BEARING.

8. GROUT SOLID ALL REINFORCED CELLS, CELLS BELOW GRADE, AND ALL CELLS BELOW FINISH FLOOR.

9. VERTICAL CELLS TO BE GROUTED SHALL HAVE VERTICAL ALIGNMENT SUFFICIENT TO MAINTAIN A TOTAL MINIMUM CLEAR AREA OF 3"x3". ALL OVERHANGING MORTAR, OBSTRUCTIONS AND DEBRIS SHALL BE CLEANED FROM THE INSIDE OF CELLS PRIOR TO

GROUTING.

10. REINFORCEMENT SHALL BE PLACED PRIOR TO GROUTING.

11. MAXIMUM HEIGHT OF GROUT POURS SHALL NOT EXCEED 5’-0” . BETWEEN GROUT POURS, A HORIZONTAL CONSTRUCTION JOINT SHALL BE FORMED BY STOPPING GROUT 1 1/2" BELOW MORTAR JOINT EXCEPT AT THE TOP OF THE WALL.

12. ALL CMU WALLS SHALL BE REINFORCED VERTICALLY AS SPECIFIED ON DRAWINGS WITH THE SPECIFIED BAR FOR THAT WALL AT THE ENDS OF WALLS, AT CORNERS, AT EACH SIDE OF CONTROL OR EXPANSION JOINTS, AND AT EACH SIDE OF OPENING, ALL IN FULLY GROUTED CELLS. IF REINFORCING IS NOT SHOWN ON DRAWINGS, REINFORCE w/ #5 BARS AT 4'-0" ON CENTER.

13. PROVIDE DOWELS INTO FLOOR OR FOUNDATION AT BOTTOM OF WALL TO MATCH SIZE AND SPACING OF VERTICAL WALL

REINFORCING.

14. STABILIZE TOP OF ALL VERTICALLY REINFORCED WALLS PER DRAWINGS.

15. ALL MASONRY WALL INTERSECTIONS SHALL BE CONSTRUCTED AS FOLLOWS UNO ON PLANS OR DETAILS:

A. ALL INTERSECTING 90° CORNERS SHALL BE BONDED AND SHALL BE REINFORCED WITH PREFABRICATED L-SHAPED HORIZONTAL JOINT REINFORCEMENT AT 16" OC. WHERE WALLS INTERSECT AT AN ANGLE OTHER THAN 90°, CORNERS SHALL BE REINFORCED WITH 1/4"x2"x24" STEEL STRAPS WITH 2" HOOK ON EACH END (28" TOTAL LENGTH) AT 2'-8" OC. GROUT CELLS SOLID FULL HEIGHT

AT EACH END OF STRAPS.

B. ALL TEE INTERSECTIONS SHALL BE REINFORCED W/ PREFABRICATED TEE-SHAPED HORIZONTAL JOINT REINFORCEMENT AT 8" OC OR WITH 1/4"x2"x24" STEEL STRAPS WITH 2" HOOK ON EACH END (28" TOTAL LENGTH) AT 2'-8" OC. WHERE WALLS INTERSECT AT AN ANGLE OTHER THAN 90°, INTERSECTIONS SHALL BE REINFORCED WITH 1/4"x2"x24" STEEL STRAPS WITH 2" HOOK ON EACH END (28" TOTAL LENGTH) AT 2'-8" OC. GROUT CELLS SOLID FULL HEIGHT AT EACH END OF STRAPS.

16. PROVIDE TEMPORARY BRACING OF MASONRY WALLS UNTIL ALL FINAL ROOF AND FLOOR FRAMING IS COMPLETE INCLUDING ALL FINAL CONNECTIONS TO METAL DECK AND CONCRETE FLOOR SLABS AND MASONRY HAS REACHED DESIGN STRENGTH.

17. PROVIDE TEMPORARY BRACING OF MASONRY STAIR AND ELEVATOR WALLS IN WOOD FRAMED BUILDINGS UNTIL FINAL CONNECTIONS TO FLOOR AND ROOF LEDGERS ARE COMPLETE AND MASONRY HAS REACHED DESIGN STRENGTH.

18. BRICK CONTROL JOINTS: USE MAXIMUM JOINT SPACING OF 24 FEET ON CENTER, WITHIN 4 FEET OF EITHER SIDE OF OUTSIDE CORNERS, AT INSIDE CORNERS, AND AT ABRUPT CHANGES IN WALL HEIGHT,UNO. SEE ARCHITECTURAL FOR ADDITIONAL

REQUIREMENTS.

19. CMU CONTROL JOINTS: UNO PROVIDE THE FOLLOWING MINIMUM CMU CONTROL JOINTS: USE MAXIMUM JOINT SPACING OF 24 FEET ON CENTER. LOCATE JOINTS 4 FEET IN ON EACH SIDE OF OUTSIDE CORNERS. LOCATE AT ABRUPT CHANGES IN WALL

HEIGHT AND AT CHANGES IN WALL THICKNESS. SEE DETAILS FOR CONTROL JOINTS.

MASONRY 28 DAY COMPRESSIVE STRENGTH f'm = 2,000 PSI

CONCRETE MASONRY UNITS: 2,000 PSI ASTM C90

MORTAR (TYPE S) 2,000 PSI ASTM C270

GROUT ASTM C476

GROUT 28 DAY COMPRESSIVE STRENGTH 2,000 PSI

OPENING SIZE STEEL LINTEL PER 4" OF WALL 8" DEEP MASONRY LINTEL

0' TO 4'-0" L4x3-1/2x1/4 (2) #5 BOND BEAM

BAR LAP LENGTH

#3 16"

#4 24"

#5 35"

#6 64"

MULTI-USE /

INTERVIEW

MECH. / J.C. /

WATER SERVICE

ROOM

MSP

OFFICE

104LOBBY

MSP

CONTROL

ROOM

102A

STAFF

TLT

106B

PUBLIC TLT

ELEC. /

DATA

FITNESS / BREAK / MEETING

RM.

110A

STAFF

LOCKERS

106A

HALL

STOR.

102B

STOR.

102C

STOR.

110B

STOR.

110C

LONGITUDINAL

TRANSVERSE

WIDTH

EQ EQ

T H

IC

K

N E

S S

TYPICAL WALL FOOTINGS TO BE WF18 UNO

SEE WALL DETAILS FOR

WALL AND DOWELS

C V

R

B

A

12'-0"

F6.

F6.

F6.

F6.

F6.

F6.

F6.

F6.

"9'-4"

2"

3'-8" 12'-0" 13'-4" 52'-8"

1'-4" 5'-0"

9'-0" 4'-4" 2'-0"

TW= 100'-0" TYP

TW= 99'-4"

P

P

P

P

W F

W F

WF24

W F

WF24

WF24

WF18

W F

8" 8"

2'-0" 4'-4"

4" SLAB ON GRADE

S2.0

S2.0

S2.0

S2.0

S2.0

S2.0

S2.0

HOUSEKEEPING PAD

PER DETAIL 11/S2.1

HOUSEKEEPING PAD

PER DETAIL 11/S2.1

S2.0

S2.0

S2.0

S2.0

TF= 96'-8" TYP

SF

SF

TF= 96'-8"

TF= 98'-0"

TF= 99'-4"

SF

SF

TF= 96'-8"

TF= 98'-0"

TF= 99'-4"

S2.0

___ TYP

W F

TW= 99'-4"

TW= 99'-4"

TW= 99'-4" TYP

TW= 99'-4"

2"

2"

2"

1'-4"

8"

8" 8"

8"

8" 3'-0"

C I

R C

U M

S P

I C

E

P L

U R

I B

U E

S U

N U

M

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

S H

E E

T

ID

E N

T

IF

IC

A

T

IO

N N

O

D E

P A

R T

M E

N T

O F

T E

C H

N O

L O

G Y

M

A N

A G

E M

E N

T A

N D

B U

D G

E T

S T

A T

E O

F M

IC

H

IG

A

N

S T

A T

E F

A C

IL

IT

IE

S

A D

M

IN

IS

T

R A

T

IO

N

D E

S

IG

N A

N D

C O

N S

T R

U C

T

IO

N D

IV

IS

IO

N

A D

A M

P L

A C

H R

A D

IR

E

C T

O R

I S S

U E

D F

O R

C O

N S

T R

U C

T

IO

N

F

IN

A L R

E C

O R

D

D A

T E

F

IL

E N

O

.C

A K

C o p y ri g h t

S ch le y N el so n A rc h it ec ts

In c.

S th

S tr e e t, P

O B o x

O s h te m o M

I

(2

-8

S N

A N

O -1

P R

E L

IM

R

E V

IE

W

S e p t.

P h a s e

S u b m it ta l

I- Io n ia M I

O r a n g e

T o w n s h ip Io n ia

C o u n t y

M ic h ig a n

Io n ia

E a s tb o u n d

I-

S c a le

D e m o li s h

C o n s tr u c t N e w

P la in fie ld A ve nu e N

E, S ui te

A Gr a nd

R a p id s, M

I 4

Ph on e

(6

) 3

.9 co m p en g

.co m

/12

/2

8 :

:4

A

M De sig ne d B y:

N

ST

Dr a w n By

: T N

J

CE

S1.0

SPREAD FOOTING SCHEDULE

MARK SIZE REINFORCEMENT

F6.0 6'-0"x6'-0"x14" (5) #6 EW

WALL FOOTING SCHEDULE

MARK

SIZE REINFORCEMENT

THICKNESS WIDTH LONGITUDINAL TRANSVERSE

WF18 12" 18" (2) #5 -

WF24 12" 24" (2) #5 -

FOUNDATION NOTES

1. ELEVATION SLAB ON GRADE = 100'-0" UNO.

2. ELEVATION TOP OF INTERIOR FOOTINGS = 99'-4" UNO.

3. ELEVATION TOP OF EXTERIOR FOOTINGS = 96'-8" BUT NOT LESS THAN 3'-6" BELOW

EXTERIOR GRADE TO BOTTOM OF FOOTING UNO.

4. SEE S0.1 AND S0.2 FOR STRUCTURAL NOTES.

5. SEE S2.0 FOR TYPICAL FOUNDATION DETAILS.

6. P1 INDICATES PIER DETAIL, SEE S2.0.

7. CENTER ALL FOOTINGS ON COLUMN LINES UNO.

8. PROVIDE 4" CONCRETE SLAB-ON-GRADE WITH 6x6 - W1.4xW1.4 WWF WITH CONTROL

JOINTS AT 12'-0" OC MAXIMUM SPACING IN BOTH DIRECTIONS UNO.

9. SEE S4.0 FOR ANCHOR BOLT DETAILS.

10. SITE CONTAINS LOOSE FILL WHICH MUST BE REMOVED AND REPLACED WITH

COMPACTED ENGINEERED FILL. SEE SOILS REPORT FOR ADDITIONAL INFORMATION.

SEE SPECIFICATIONS FOR ENGINEERED FILL PLACEMENT AND TESTING

REQUIREMENTS.

11. SUBGRADE IMPROVEMENTS OVER PORTIONS OF THE BUILDING FOOTPRINT ARE

EXPECTED PER GEOTECHNICAL REPORT RECOMMENDATIONS.

N

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

FOUNDATION PLAN

TF=

SEE PLAN

TF=

SEE PLAN

TW=

SEE PLAN

TW=

SEE PLAN

TF=

SEE PLAN

TW=

SEE PLAN

TW=

SEE PLAN

TF=

SEE PLAN

TF=

SEE PLAN

TP=

SEE PLAN

TF=

SEE PLAN

SLAB ON GRADE

WWF

SAW CUT CONTROL JOINT1

/4 T

/3

T

SUBGRADE 6" GRANULAR

BASE

SAW CUT SLAB WITHIN 12 HOURS

AFTER SLAB HAS BEEN POURED

VAPOR RETARDER, TURN

UP AT PERIMETER WALLS

SLAB ON GRADE

INTERRUPT WWF AT JOINT

VAPOR

RETARDER

6" GRANULAR

BASE

SUBGRADE

1/8" RADIUS EDGE BOTH SIDES

FOR FLOORS EXPOSED TO VIEW

PROVIDE SMOOTH DOWELS (GREASED)

4" SLABS: 1/2" DIA x 16" @ 24" OC

WALL FOOTING,

SEE PLAN

PROVIDE BARS TO MATCH

CONT WALL REINFORCEMENT

(CONCRETE WALLS ONLY)

CONT FOOTING

M

IN"T

PROVIDE DOWELS TO

MATCH CONT FOOTING

REINFORCEMENT

2 x STEP

S T

E P

"T

"T

SEE FOUNDATION WALL

DETAILS FOR DOWELS

C V

R

ADDITIONAL CORNER

BARS SAME SIZE &

SPACING AS HORIZ BARS

SEE DETAILS FOR

VERTICAL BAR

LOCATION & SPACING

SEE PLAN FOR FOOTING SIZE

AND REINFORCEMENT

JOINT FILLER

#4 DOWELS @ 24" OC UNO,

EXTEND 16" INTO CMU

GROUT CMU SOLID

BELOW GRADE

VAPOR RETARDER

SEE PLAN AND WALL

SCHEDULE FOR WALL

REINFORCEMENT

C V

R

DRAIN TILE

(2) #5xCONT

TOP & BOT

#4x32" DOWELS

@ 48" OC

FOOTING, SEE PLAN

PERIMETER

INSULATION,

SEE ARCH

SEE PLAN FOR

WALL SIZE AND

REINFORCEMENT

JOINT FILLER

VAPOR

RERTARDER

24" LAP SPLICE

MATCH CMU WALL

REINFORCEMENT

SIZE AND SPACING

DRAIN TILE

(2) #5xCONT

TOP & BOT

#4x32" DOWELS

@ 48" OC

FOOTING, SEE PLAN

PERIMETER

INSULATION,

SEE ARCH

SEE PLAN FOR

WALL SIZE AND

REINFORCEMENT

JOINT FILLER

VAPOR

RERTARDER

#4x2'-0" DOWELS

@ 48" OC

#4 DOWELS

@ 24" OC w/

16" LEGS

5" CONCRETE SLAB

w/ #3 BARS @ 10" EW

LOOSE SAND FILL

DO NOT COMPACT

SEE PLAN

SLOPE 1/4" PER 12" #4 DOWELS @ 24"

OC w/ 16" LEGS

M

IN

INSULATION,

SEE ARCH

WALL FOOTING,

SEE PLAN

SEE TYP FDN WALL

SECTION FOR

REINFORCEMENT

SEE PIER DETAIL

FOR SIZE &

REINFORCEMENT

FOOTING,

SEE PLAN

COLUMN,

SEE PLAN

COL

3/4" CHAMFER

TYP

4" HOUSEKEEPING PAD

w/ 6x6 W1.4xW1.4 WWF, SEE MECHANICAL PLANS

FOR SIZE & LOCATION #3 @ 24" OC

COL

COL

(6) #6 VERTICAL w/

#3 TIES @ 12" OC

TP = 99'-4"

TW = 100'-0"

8"

8"

3"

TW = 99'-4"

9"

COL

COL

(6) #6 VERTICAL w/

#3 TIES @ 12" OC

TP = 99'-4"

TW = 100'-0"

8" 8"

3"

TW = 99'-4"

9"

C I

R C

U M

S P

I C

E

P L

U R

I B

U E

S U

N U

M

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

S H

E E

T

ID

E N

T

IF

IC

A

T

IO

N N

O

D E

P A

R T

M E

N T

O F

T E

C H

N O

L O

G Y

M

A N

A G

E M

E N

T A

N D

B U

D G

E T

S T

A T

E O

F M

IC

H

IG

A

N

S T

A T

E F

A C

IL

IT

IE

S

A D

M

IN

IS

T

R A

T

IO

N

D E

S

IG

N A

N D

C O

N S

T R

U C

T

IO

N D

IV

IS

IO

N

A D

A M

P L

A C

H R

A D

IR

E

C T

O R

I S S

U E

D F

O R

C O

N S

T R

U C

T

IO

N

F

IN

A L R

E C

O R

D

D A

T E

F

IL

E N

O

.C

A K

C o p y ri g h t

S ch le y N el so n A rc h it ec ts

In c.

S th

S tr e e t, P

O B o x

O s h te m o M

I

(2

-8

S N

A N

O -1

P R

E L

IM

R

E V

IE

W

S e p t.

P h a s e

S u b m it ta l

I- Io n ia M I

O r a n g e

T o w n s h ip Io n ia

C o u n t y

M ic h ig a n

Io n ia

E a s tb o u n d

I-

S c a le

D e m o li s h

C o n s tr u c t N e w

P la in fie ld A ve nu e N

E, S ui te

A Gr a nd

R a p id s, M

I 4

Ph on e

(6

) 3

.9 co m p en g

.co m

/12

/2

8 :

:4

1 A M

De sig ne d

B y:

N

ST

Dr a w n

By : T

N J

CE

S2.0

NOT TO SCALETYP

TYP SLAB CONTROL JOINT1

NOT TO SCALETYP

TYP SLAB CONSTRUCTION JOINT2

NOT TO SCALETYP

TYP STEP FOOTING DETAIL3

NOT TO SCALETYP

TYP WALL REINFORCEMENT4

NOT TO SCALES1.0

TYP INTERIOR MASONRY WALL FOOTING6

3/4" = 1'-0"S1.0

FOUNDATION WALL AT CONTROL ROOM8

3/4" = 1'-0"S1.0

TYP FOUNDATION WALL7

3/4" = 1'-0"S1.0

EXTERIOR DOOR STOOP SECTION9

NOT TO SCALES1.0

PIER SECTION10

NOT TO SCALETYP

TYP HOUSEKEEPING PAD5

3/4" = 1'-0"

P1 3/4" = 1'-0"

P2

MULTI-USE /

INTERVIEW

MECH. / J.C. /

WATER SERVICE

ROOM

MSP

OFFICE

104LOBBY

MSP

CONTROL

ROOM

102A

STAFF

TLT

106B

PUBLIC TLT

ELEC. /

DATA

FITNESS / BREAK / MEETING

RM.

110A

STAFF

LOCKERS

106A

HALL

STOR.

102B

STOR.

102C

STOR.

110B

STOR.

110C

TYPE 1 TYPE 3

(2) #5

CONT

C L R

TYPE 2

3/16 2-12

2-123/16

3/16 2-12

2-123/16

3/16 2-12

/8

/8

/8

8" BOND

BEAM w/ (2) #4xCONT

1/2"x5" HEADED

STUDS AT 16" OC

B

A

12'-0"

H S S 7x

7x 3/

H S S 7x

7x 3/

P L1

H S S 7x

7x 3/

H S S 7x

7x 3/

P L1

H S S 7x

7x 3/

H S S 7x

7x 3/

P L1

H S S 7x

7x 3/

P L1

H S S 7x

7x 3/

W x

T S

W x

T S

5'-8"

1'-8 1/8"

1'-8 1/8"

12'-0"

1'-8 1/8" 1'-5 1/8"

2'-6 3/4" 7'-8 3/4" 54'-7 1/4"

81'-8 1/8"

K w

R

E X

T E

N S

IO

N

S

E

Q S

P A

C E

S

H S

S

/2 x

/2 x /4

L x x /4

L x x /4

L x x /4

L x x /4

L x x /4

L x x /4

L x x /4

L3x3x1/4

L3x3x1/4

18K4 - DP w/ R11 EXTENSIONS

L3

L

L

L

L2

L3

L3L3

L1

EQ EQ

4"

PROVIDE ANGLE

FOR ROOF DECK

PROVIDE ANGLE

FOR ROOF DECK

S4.0

S4.0

S4.0

S4.0

S4.0

L3x3x1/4

L x x /4

S4.0

L x x /4

L3x3x1/4

C8x11.5

C8x11.5

C8x11.5

C8x11.5

C8x11.5

5'-8"

S4.0

E

Q S

P A

C E

S

/4

E

Q S

P A

C E

S

/8

E

Q S

P A

C E

S

/8

C J

C J

L x x /4

C J

C J

C J

C J

CJCJ

CJ

CJ

CJ

CJ

CJ

L x x /4

L3x3x1/4

BOND BEAM w/ 2#5x CONT

AS INDICATED

PROVIDE FULL MORTAR

BED AT CROSS-WEBS AT

GROUTED CORES

SEE PLANS FOR BAR SIZE

AND SPACING. CENTER

BARS IN WALL UNO

PROVIDE KNOCK-OUT

WEB UNITS WHERE BOND

BEAMS INTERSECT

VERTICAL REINFORCING

TYPE 1

(BARS CENTERED)

(L O

W L

IF

T

G R

O U

T

IN

G

L A

P S

P L

IC

E M

A X

G R

O U

T L

IF

T

LADDER TYPE HORIZONTAL

JOINT REINFORCEMENT AT

16" OC w/ #9 GAUGE SIDE

RODS AND CROSS RODS

TYPICAL WALL

REINFORCEMENT: #5 @ 48" oc

BEAM (SHOWN) OR JOIST

BEARING PLATE, SEE SCHEDULE

HEADED STUD, SEE SCHEDULE

FOR SIZE & QUANTITY

3/16 2

23/16

NOTE 2

TYPE A

EQ EQ

3 1/2"

ANCHOR BOLTS, SEE SCHEDULE

3/4"x2" SLOTTED HOLES IN BEAM

FLANGE. 2" SLOT TO BE PARALLEL

w/ BEAM. FINGER TIGHTEN NUTS.

BEARING PLATE, SEE SCHEDULE

HEAVY HEX NUT, TACK

WELD TO ANCHOR, TYP

EQ EQ

TYPE B

S E

E S

C H

E D

U L E

S E

E S

C H

E D

U L E

C I

R C

U M

S P

I C

E

P L

U R

I B

U E

S U

N U

M

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

S H

E E

T

ID

E N

T

IF

IC

A

T

IO

N N

O

D E

P A

R T

M E

N T

O F

T E

C H

N O

L O

G Y

M

A N

A G

E M

E N

T A

N D

B U

D G

E T

S T

A T

E O

F M

IC

H

IG

A

N

S T

A T

E F

A C

IL

IT

IE

S

A D

M

IN

IS

T

R A

T

IO

N

D E

S

IG

N A

N D

C O

N S

T R

U C

T

IO

N D

IV

IS

IO

N

A D

A M

P L

A C

H R

A D

IR

E

C T

O R

I S S

U E

D F

O R

C O

N S

T R

U C

T

IO

N

F

IN

A L R

E C

O R

D

D A

T E

F

IL

E N

O

.C

A K

C o p y ri g h t

S ch le y N el so n A rc h it ec ts

In c.

S th

S tr e e t, P

O B o x

O s h te m o M

I

(2

-8

S N

A N

O -1

P R

E L

IM

R

E V

IE

W

S e p t.

P h a s e

S u b m it ta l

I- Io n ia M I

O r a n g e

T o w n s h ip Io n ia

C o u n t y

M ic h ig a n

Io n ia

E a s tb o u n d

I-

S c a le

D e m o li s h

C o n s tr u c t N e w

P la in fie ld A ve nu e N

E, S ui te

A Gr a nd

R a p id s, M

I 4

Ph on e

(6

) 3

.9 co m p en g

.co m

/12

/2

8 :

:4

1 A M

De sig ne d

B y:

N

ST

Dr a w n

By : T

N J

CE

S3.0

ROOF FRAMING NOTES

1. ROOF DECK: 1 1/2" - 20 GAGE TYPE B PAINTED DECK.

2. JOIST MANUFACTURER SHALL DESIGN FOR NET WIND UPLIFT PRESSURE = 18 PSF

(LRFD).

3. SEE S0.1 AND S0.2 FOR STRUCTURAL NOTES.

4. SEE S4.0 FOR TYPICAL ROOF OPENING FRAME DETAIL.

5. COORDINATE SIZE AND LOCATION OF ROOF OPENINGS WITH HVAC CONTRACTOR.

6. SEE S4.0 FOR TYPICAL FRAMING DETAILS.

7. CJ INDICATES CONCRETE MASONRY CONTROL JOINT, SEE DETAIL. SEE

ARCHITECTURAL FOR VENEER CONTROL JOINT LOCATIONS.

8. "DP" AFTER JOIST DESIGNATION INDICATES DOUBLE PITCH TOP CHORD AT 1/2" / 1'.

9. BPxy INDICATES BEARING PLATE WITH SIZE "x" AND TYPE "y", SEE BEARING PLATE

SCHEDULE AND DETAILS.

NOT TO SCALE

MASONRY LINTEL TYPES

MASONRY LINTEL SCHEDULE NOTES

1. SEE TYPICAL LINTEL BEARING DETAIL FOR ADDITIONAL INFORMATION.

2. GALVANIZED AT EXTERIOR WALLS.

3. TOP OR BOTTOM PLATE LENGTH SHALL BE HELD 1/4" SHORT OF THE OPENING CLEAR SPAN

EACH END.

4. CAVITY WIDTHS GREATER THAN 4" NOMINAL SHALL HAVE ENGINEERED VENEER TIES.

MASONRY LINTEL SCHEDULE

MARK SIZE WALL TYPE BRG PL BEARING NOTES

L1 W16x31 + L6x3 1/2x5/16 w/ 5/16"x15 1/2" BTM PLATE

1 BP2B 8" 1,2,3

L2 8"x8" BOND BEAM w/ (2) #5xCONT

2 - 8" 1

L3 W8x18 + L6x3 1/2x5/16 w/ 1/4"x15 1/2" BTM PLATE

1 BP2B 8" 1,2,3

BEARING PLATE SCHEDULE

MARK PLATE SIZE ANCHORS

BP1 1/2"x6"x8" SEE BEARING PLATE DETAIL

BP2 1/2"x7"x7" SEE BEARING PLATE DETAIL

BEARING PLATE SCHEDULE NOTES

1. USE BP1A AS THE TYPICAL BEAM AND JOIST BEARING PLATE.

2. WHERE BEARING PLATE IS NOT AT A BOND BEAM, GROUT (2) COURSES BELOW BEARING PLATE.

3. K-SERIES JOISTS TO BEAR MINIMUM OF 2 1/2" ON STEEL FRAMING SUPPORTS. STAGGER END TO

END JOISTS IF MINIMUM BEARING CANNOT BE ACHIEVED.

4. MINIMUM WELD FOR K-SERIES JOISTS SHALL BE (2) 1/8" FILLET WELDS 1" LONG.

5. BPxy INDICATES BEARING PLATE WITH SIZE "x" AND TYPE "y", SEE BEARING PLATE SCHEDULE

AND DETAILS.

N

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

ROOF FRAMING PLAN

NOT TO SCALE

MASONRY WALL

REINFORCEMENT

1 1/2" = 1'-0"

BEARING PLATES

TW=

SEE PLAN

TS=

SEE PLAN

TP/TF=

SEE PLAN

EL=BOT OF BASE PL

EL=

SEE PLANEL=

VARIES

EL=

SEE PLAN

EL=

SEE PLAN

EL=

VARIES

TW=

SEE ARCH

L2 1/2x2 1/2x3/16 BRIDGING

ANCHOR, FASTEN TO WALL

w/ (3) 1/2" DIA EXP ANCHORS

HORIZONTAL OR CROSS

BRIDGING AS REQUIRED

BY SJI SPECIFICATIONS

GROUT BLOCK

CELLS @

ANCHORS

L1 1/2x1 1/2x3/16 HORIZONTAL

BETWEEN WALL AND FIRST JOISTSTEEL JOIST,

SEE PLAN

L2x2x1/4 BRACE EACH SIDE, IF

POINT LOAD IS APPLIED TO

JOIST @ A DISTANCE GREATER

THAN 6" FROM PANEL POINT LOAD

LOAD

6"

6"

3/16

3/16

PL1/4"x3"x CONT w/ 3/8"

DIA STUDS @ 32" OC

WELD DECK TO PLATE

BOND BEAM

w/ (2) #5 CONT

3/8" STIFFENER

PLATE EACH SIDE

COLUMN,

SEE PLAN

3/4" CAP PLATE w/

(4) 3/4" DIA BOLTS

1. OUTSIDE EDGE OF STIFFENER PLATES SHALL BE

FLUSH WITH EDGE OF BEAM FLANGE

2. CAP PLATE WIDTH SHALL BE AS…