22438 Drawings 3.pdf

PDF 6 MB Posted Jul 28, 2023

Attached to: 751/22438. ABG; Muskallonge Lake SP - Toilet and Shower Bldg.
Solicitation number: RFQ - 171 - 230000000616
Issued by: Luce County, Michigan

About this file

Written by GovTribe AI · Apr 3, 2024

This document is a set of construction drawings and specifications for a new toilet and shower building to serve the Michigan State Park Campground at Muskallonge Lake State Park in Newberry, Michigan. The project involves the construction of a 1,104 square foot toilet and shower building, with plumbing, electrical, and mechanical systems. The drawings and specifications provide details on the foundation, concrete floor slab, masonry walls, wood framing, roofing, and other building components. Special inspections and testing requirements are also included. The contract opportunity is being issued by the Michigan Department of Technology, Management and Budget, State Facilities Administration, Design and Construction Division. Bids are due by 2:00 PM on a specified date.

The documents indicate that the project requires concrete, masonry, wood framing, roofing, and other building materials and systems. Pricing terms, set asides, incumbents, funding sources, and other financial details are not provided in the drawings and specifications. The contract is for the construction of the new toilet and shower building, with no renewal options mentioned.

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Other files

File	Type	Posted
22438 Specs 2.pdf	PDF	Jul 28, 2023
22438 Addendum 1 Part 1.pdf	PDF	Jul 28, 2023
22438 Drawings 4.pdf	PDF	Jul 28, 2023
22438 Advertisement.pdf	PDF	Jul 28, 2023
22438 Specs 1.pdf	PDF	Jul 28, 2023
22438 Addendum 4.pdf	PDF	Jul 28, 2023
22438 Addendum 1 Part 2.pdf	PDF	Jul 28, 2023
22438 Drawings 1.pdf	PDF	Jul 28, 2023
22438 Addendum 2.pdf	PDF	Jul 28, 2023
22438 Specs 3.pdf	PDF	Jul 28, 2023
22438 Drawings 5.pdf	PDF	Jul 28, 2023
22438 Addendum 3.pdf	PDF	Jul 28, 2023
22438 Drawings 2.pdf	PDF	Jul 28, 2023

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1 8"

45° (TYP)

COPPER TUBE

100-105SSG

JOMAR BRASS LEAD FREE VALVE

BALL VALVE CAN BE INSTALLED

WITH SIZE: 3

4, 1, 1 14, 2 INCH

BRASS ADAPTER LEAD FREE

4, 1, 1 14, 2 INCH INSERT *NSP OR

NIP X NIP

3" PVC SCH 30 PIPE

3" PVC SCH 30 CAP

4" SHIFTER VALVE FOR BLOW DOWN

HANDLE TO VALVE

OPEN/CLOSE

4' 7"

GUTTER SPILL PAD DETAIL1

SILT FENCE5

2 C

1.5 C

1.5

1.13

7.00'

" M

3 LBS STEEL POST

1.5 1.5C

0.51C 1.5

NOTE: USE R7-8b ONLY WHERE SPECIFIED ON PLANS

HANDICAP PARKING SIGN DETAIL7

EXISTING MATERIAL TO REMAIN

(COMPACTED TO 95%)

6" MDOT CL II SUBBASE

(COMPACTED TO 95%)

TYPICAL SIDEWALK SECTION2WINTREX BLOWOFF VALVE3

4" CONCRETE PAVEMENT

6" REINFORCED MDOT GRADE 4500HP CONCRETE WITH 6"

X 6" REINFORCING MESH W1.4 X 1.4 WWF

8" MDOT 22A AGGREGATE BASE

(COMPACTED TO 95%)

EXISTING MATERIAL TO REMAIN

(COMPACTED TO 95%)

12" MDOT CL II SUBBASE

(COMPACTED TO 95%)

TYPICAL CONCRETE PAVEMENT SECTION4

UTILITY TRENCH DETAIL NOT UNDER ROADBED8

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SECTION A-A

CL II SAND

34R STONE, 6 INCH

GEOTEXTILE SEPERATOR

SPLASH PAD, CONC, 4 INCH

ROLLED CURB, CONC

SPLASH PAD, CONC, 4 INCH

34R STONE, 6 INCH2.0

2.0

2.0'

3.0'

CRZ CALCULATION

CRZ RADIUS = DRIP LINE OF TREE OR DIAMETER

OF TREE X 12 (INCHES), WHICHEVER IS GREATER

CRITICAL ROOT ZONE (CRZ)

TRENCHING / FENCING SECTION

CRITICAL ROOT ZONE (CRZ)

TREE TRUNK

UNDISTURBED SOIL

TREE PROTECTION FENCE, 4' IN HEIGHT

(MIN.), ORANGE POLYETHYLENE FENCING

WITH STEEL STAKES 4' O.C. (MIN.)

SNOW FENCE DELINEATING THE

LIMIT OF CLEARING AND GRADING

TREE PROTECTION SIGNS, 2' X 2'

MINIMUM INSTALLED TO BE VISIBLE

FROM ALL SIDES OF THE FENCE

TREE PROTECTION6

SHEET

FLOW

FENCE POST

GEOTEXTILE

FILTER FABRIC

COMPACTED

EARTH

SHEET

FLOW

SILT FENCE JOINT

SECTION B-B

SUPPORT FENCE

UNDISTURBED

VEGETATION

SILT FENCE (SP-2)

FENCE POST DRIVEN

1'INTO GROUND

1'MIN SUPPORT

FENCE

SPACING 6' MAX.

6"ANCHOR TRENCH

GEOTEXTITLE FILTER

FABRIC

GEOTEXTILE FILTER

FABRIC FASTENED TO

UPHILL SIDE TOWARDS

EARTH DISRUPTION

RIDGE OF COMPACTED

EARTH ON FILTER FABRIC

FLOW

6"X 6"1'MIN

UNDISRUPTED

VEGETATION

SILT

FENCE

SILT

FENCE

SILT FENCE JOINTSECTION A-A

FRONT VIEW

PLAN VIEW

SECTION B-B

FABRIC TO BE

WRAPPED AROUND

FENCE POST

COUPLER

8' - 0" 6" MIN

9" 9"

4 12" 4 12"

1" 2" 4"

1' - 6"

6 3 4"

N 8"

4" REINFORCING RODS (TYP)

4" HOLE FOR 5

8" X 1'-4" STEEL ANCHOR PIN (TYP)

4" REINFORCING RODS - 2 EA

8" MIN

PARKING BUMPER DETAIL9

22 8

4.1 3.8 4.1

3 6 3

3.94 4.12 3.94

8.5

9.87

CONTRACTOR TO KEEP

EQUIPMENT AND PERSONAL OUT

OF TREE PROTECTION AREAS

6" 4"

CLCL

X-XXX

SIM

1 / X-XXX

X-XXX

SIM

(100'-0") (100'-8")

ROOM NAME

150 SF

INDICATES EXISTING

SHEET KEYNOTE INDICATOR

REFERENCE KEYNOTE INDICATOR

REVISION INDICATOR

ROOM IDENTIFIER

NORTH INDICATOR

COLUMN INDICATOR

PIER INDICATOR

FOOTING INDICATOR

TOP OF FOOTING

ELEVATION

W F

SPREAD FOOTING WALL FOOTING

F S

FOOTING STEP

LOCATION

FOOTING INDICATOR

WM1

(E) (E)

MC1

WALL COLUMN

(REFER TO SCHEDULES)

#X @ X'-XX" MAX MIN TYP

(QUANTITY - BAR SIZE - LENGTH)

(BAR SIZE - LENGTH - SPACING)

TOP BARS

#X @ X'-XX" MAX MIN TYP

(QUANTITY - BAR SIZE - LENGTH)

(BAR SIZE - LENGTH - SPACING)

BOTTOM BARS

BAR SPACING FOR FULL

EXTENTS OF ARROW

BAR SPACING FOR FULL

EXTENTS OF ARROW

BEAM SHEAR REACTION (V), AXIAL

REACTION (A) AND MOMENT REACTION

(M) - SEE GENERAL STRUCTURAL

NOTES FOR FACTORED OR

UNFACTORED REQUIREMENTS

FULLY RESTRAINED

MOMENT CONNECTION

TOP ELEVATION OF MEMBER

UPWARD CAMBER REQUIRED AT MID

SPAN OF STEEL BEAM IN INCHES

NUMBER OF HEADED STUDS

WEB OPENING

CANTILEVER BEAM SIZE -

SAME AS BACKSPAN UNO

EXISTING FRAMING MEMBER

BEAM SPLICE

WO-1

V=xxk A=xxk M=xxk-ft

EXISTING

HEADER INDICATOR SHEAR WALL INDICATOR FLOOR TRUSS INDICATOR

WOOD WALL INDICATOR

JACKS AND KINGS AT HEADERS

CONNECTOR SYMBOLJOIST INDICATOR I-JOIST INDICATOR

WOOD TYPE

(S=SPF, M=MSR, L=LVL)

NOMINAL DEPTH

# OF NOMINAL

2X PLIES FLUSH-FRAMED

(WHERE APPLICABLE)

(EX. H (3)12-S-F) (SEE SCHEDULE) (EX. FT 14@24, RT 14@24)

(EX. W-4-12)(EX. J 2x12@16) (EX. IJ 14x19.2@16)

M6PSW1 M6PSWAOR FT __@__

TRUSS SPACINGTRUSS DEPTH

H (_) __-[S or M or L]-F

(WHERE

APPLICABLE)

W-_-__ 2 PLY(E)

STUD

SPACING

NOMINAL 2X

STUD DEPTH

J _x__@__

JOIST SPACING

NOMINAL JOIST

WIDTH

NOMINAL JOIST

DEPTH

IJ _x__@__

I-JOIST

SPACING

I-JOIST WIDTH

(WHERE

APPLICABLE)

I-JOIST

DEPTH

(WHERE

APPLICABLE)

H = HURRICANE

C = CONNECTOR

HD = HOLD DOWN

HD1

YP)

0 / 0

# JACKS # KINGS

BEAM

INDICATES EXISTING

EXISTING

STRUCTURAL SYMBOLS LEGEND

SYSTEM SPECIFIC SYMBOLS

ROOM NUMBER

ROOM AREA

PLAN NORTH

TRUE NORTH

SLAB STEP LOCATION WITH

ELEVATIONS

SLAB STEP LOCATION

CHANGE IN SLAB SLOPE

(UP OR DOWN)

CHANGE IN SLAB THICKNESS

APPROXIMATE LOCATION OF

UTILITY PIPE PENETRATION

THROUGH FOUNDATION WALL

APPROXIMATE LOCATION OF

DRAIN TILE

SPAN DIRECTION OF ELEMENT

EXTENT OF ELEMENT

CONTINUOUS EXTENT OF

ELEMENT

WELDED WIRE FABRIC

REINFORCING

DETAIL INDICATOR

SECTION DETAIL

INDICATOR

ALTERNATE DETAIL /

SECTION DETAIL

INDICATOR

WALL SECTION INDICATION

BUILDING SECTION

INDICATOR

EXTERIOR ELEVATION

INDICATOR

INTERIOR ELEVATION

INDICATOR

?00 00 00.A

(E)

CENTER LINE

ELEVATION MARK

MATCHLINE

EXISTING GRID LINE

NEW GRID LINE

NEW BUILDING LINE

INDICATOR OF APPROXIMATE

LOCATION OF SOIL BORING

INDICATOR OF APPROXIMATE

LOCATION OF MONUMENT

INDICATOR OF FINISH ELEVATION

1BL1

NEW CONSTRUCTION

NEW MASONRY CONSTRUCTION

EXISTING TO REMAIN

EXISTING TO BE REMOVED

BOLTED

BOTTOM FLANGE BRACING

CANTILEVER

CANTILEVER MOMENT

COLLECTOR

DOUBLE SHEAR TAB

FULL DEPTH WELD

MOMENT

MOMENT FRAME

SPLICE

TOP FLANGE WELD

X-XXX

SIM

X-XXX

SIM

X-XXX

SIM

MATCHLINE

SEE 1 / A101

LEVEL

XXX' - XX"

X-XXX

SIM

X-XXX

1 SIM

WOOD FRAMING SYSTEM

STEEL FRAMING SYSTEM

FOUNDATION SYSTEM

REBAR FRAMING SYSTEM

INDICATOR LINES & POINTS

NOTES & ANNOTATIONS

BUILDING ELEMENTS

CONNECTION TYPESVIEW REFERENCES

MASONRY SYSTEM

F10

1. SPECIAL INSPECTIONS SHALL BE PERFORMED IN ACCORDANCE WITH THE 2015 MICHIGAN BUILDING CODE (MBC) CHAPTER 17 AND AS MODIFIED HEREIN.

2. DESIGNATIONS:

SI SPECIAL INSPECTOR QUALIFIED WITH DEMONSTRATED COMPETENCE DOCUMENTED BY CERTIFICATIONS FROM RECOGNIZED AGENCIES SUCH AS AWS, ACI, INTERNATIONAL CODE COUNCIL (IBC), MASONRY INSTITUTE OF MAY BE A FIRM WITH MULTIPLE SPECIALISTS AND A PROJECT MANAGER PROVIDING REPORTS.

TA TESTING AGENCY QUALIFIED TO TEST AND INSPECT MATERIALS AND ASSEMBLIES TESTING.

GE GEOTECHNICAL ENGINEER WHO PROVIDED THE ORIGINAL PROJECT GEOTECHNICAL SOILS INVESTIGATION REPORT.

3. TA AND GE SHALL SUBMIT RECORDS OF THE INSPECTION RESULTS TO THE SI. THE SI SHALL COMPILE AND SUBMIT INSPECTION RECORDS TO THE ARCHITECT/ENGINEER AND BUILDING OFFICIAL. RECORDS SHALL INCLUDE STATEMENTS OF TESTS, WHETHER INSTALLED/FABRICATED ITEM COMPLIES WITH CONTRACT DOCUMENTS, REMEDIAL WORK PERFORMED AND RETESTS.

4. SI SHALL PROVIDE A DAILY REPORT OF ANY DISCREPANCIES FROM THE CONTRACT DOCUMENTS FOUND ON THE SAME DAY OF THE INSPECTION TO THE ENGINEER OF RECORD. FORMAL REPORTS OF COMPLIANCE CAN FOLLOW BY A MAXIMUM OF 2 WEEKS. SI SHALL PROVIDE AND SIGN FINAL REPORT WITH A SUMMARY OF ALL TESTS PERFORMED AND RESULTS TO THE ENGINEER OF RECORD AND

BUILDING OFFICIAL, IN ACCORDANCE WITH SECTION 1704.2.4.

5. SI, TA & GE SHALL BE ENGAGED BY THE OWNER IN COMPLIANCE WITH THE MICHIGAN BUILDING CODE.

6. REFER TO SPECIAL INSPECTION SCHEDULES AND GENERAL STRUCTURAL NOTES FOR ADDITIONAL QUALITY CONTROL TESTING AND INSPECTIONS.

STATEMENT OF SPECIAL INSPECTIONS

CONTINUOUS

INSPECTION TASK

1. INSPECT REINFORCEMENT AND VERIFY PLACEMENT.

INSPECTION TYPE REFERENCED

STANDARD

MBC

REFERENCE

RESPONSIBLE

AGENTPERIODIC

ACI 318: CH 20, 25.2, 25.3,

26.6.1-26.6.3

4. INSPECT ANCHORS AND EMBEDMENTS CAST IN CONCRETE.

2. INSPECT FORMWORK FOR SHAPE, LOCATION, AND DIMENSIONS OF THE CONCRETE MEMBER

BEING FORMED.

3. INSPECT FORMWORK FOR PROPER PREPARATION AND CLEANLINESS PRIOR TO CONCRETE

PLACEMENT.

5. VERIFY USE OF REQUIRED DESIGN MIX.

6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM

SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE.

7. INSPECT CONCRETE PLACEMENT FOR PROPER PLACEMENT TECHNIQUES.

8. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES.

9. INSPECT ANCHORS POST-INSTALLED IN HARDENED MEMBERS.

A. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY INCLINED

ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS.

B. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 9. A.

ACI 318: 26.11.1.2(b)

ACI 318: 26.5.2

ACI 318: 17.8.2

ACI 318: CH 19, 26.4.3, 26.4.4

ASTM C172

ASTM C31

ACI 318: 26.4, 26.12

ACI 318: 26.5

ACI 318: 26.5.3-26.5.5

ACI 318: 17.8.2.4

ACI 318: 17.8.2

SI/TA

SPECIAL INSPECTION REQUIREMENTS - CONCRETE CONSTRUCTION

CONTINUOUS

INSPECTION TASK

INSPECTION TYPE

RESPONSIBLE

AGENTPERIODIC

2. AS MASONRY CONSTRUCTION BEGINS, VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE:

A. PROPORTIONS OF SITE-PREPARED MORTAR.

B. CONSTRUCTION OF MORTAR JOINTS.

C. LOCATION AND CONDITION OF REINFORCEMENT, CONNECTORS, REINFORCEMENT POSITIONERS

AND CONTROL JOINTS.

3. PRIOR TO GROUTING, VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE:

A. GROUT SPACE.

B. GRADE, TYPE, SIZE AND CONDITION OF REINFORCEMENT AND ANCHOR RODS.

C. PLACEMENT OF REINFORCEMENT, CONNECTORS, AND REINFORCEMENT POSITIONERS.

D. PROPORTIONS OF SITE-PREPARED GROUT.

E. CONSTRUCTION OF MORTAR JOINTS.

MINIMUM PRECONSTRUCTION VERIFICATION

VERIFICATION OF f'm IN ACCORDANCE WITH SPECIFICATION ARTICLE 1.4 B PRIOR TO

CONSTRUCTION, EXCEPT WHERE SPECIFICALLY EXEMPTED BY THIS CODE.

MINIMUM SPECIAL INSPECTION

REFERENCE CRITERIA

TMS 402

ACI 530

ASCE 5

TMS 602

ACI 530.1

ASCE 6

1. VERIFY COMPLIANCE WITH THE APPROVED SUBMITTALS.

4. VERIFY DURING CONSTRUCTION:

A. SIZE, LOCATION AND ENDING PATTERN OF STRUCTURAL ELEMENTS AND CONTROL JOINT LAYOUT.

B. TYPE, SIZE, AND LOCATION OF ANCHORS, INCLUDING OTHER DETAILS OF ANCHORAGE OF

MASONRY TO STRUCTURAL MEMBERS, FRAMES, OR OTHER CONSTRUCTION.

C. PREPARATION, CONSTRUCTION, AND PROTECTION OF MASONRY DURING

COLD WEATHER (TEMPERATURE BELOW 40°F) OR HOT WEATHER (TEMPERATURE ABOVE 90°F).

D. PLACEMENT OF GROUT IS IN COMPLIANCE.

MBC REFERENCE SECTION 1705.4 AND TABLE 3.1.2 TMS 402/ACI1530/ASCE 5.

SIX

SEC 6.1

SEC 6.1, 6.2.1,

6.2.2, 6.2.7

SEC 1.2.1(e), 6.1.4.3, 6.2.1

SI/TA

ART 1.5

ART 2.1, 2.6A

ART 3.2B, 3.3B

ART 3.2A, 3.4

ART 3.2D, 3.2F

ART 2.4, 3.2A,

3.2E, 3.4

ART 3.2E, 3.4

ART 2.6B

ART 3.3B

ART 3.3F

ART 3.4

ART 1.8C, 1.8D

ART 3.5

SPECIAL INSPECTION REQUIREMENTS - MASONRY: LEVEL B QUALITY ASSURANCE

CONTINUOUS

INSPECTION TASK

1. VERIFY FRAMING MEMBER SIZE, SPACING AND GRADE COMPLY WITH PROJECT REQUIREMENTS.

INSPECTION TYPE REFERENCED

STANDARD

IBC

REFERENCE

RESPONSIBLE

AGENTPERIODIC

2. VERIFY THAT RAFTER ANCHORAGE COMPLIES WITH PROJECT REQUIREMENTS.

3. VERIFY THAT DIAPHRAGM AND SHEAR WALL SHEATHING THICKNESS, GRADE AND FASTENING

COMPLY WITH PROJECT REQUIREMENTS.

SPECIAL INSPECTION REQUIREMENTS - WOOD CONSTRUCTION

CONTINUOUS

INSPECTION TASK

3. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN

BEARING CAPACITY.

INSPECTION TYPE REFERENCED

STANDARD

MBC

REFERENCE

RESPONSIBLE

AGENTPERIODIC

GEOTECHNICAL REPORT

2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL.

1. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS.

5. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT

AND COMPACTION OF COMPACTED FILL.

4. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY THAT SITE HAS

BEEN PREPARED PROPERLY.

GEOTECHNICAL REPORT

1705.6

SI/GE

SI/GE/TA

SPECIAL INSPECTION REQUIREMENTS - SOIL AND FOUNDATIONS

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ABBREVIATIONS

NIC NOT IN CONTRACT

No. NUMBER

NOM NOMINAL

NTS NOT TO SCALE

OBC OHIO BUILDING CODE

OC ON CENTER

OH OVERHEAD

PCF POUNDS PER CUBIC FOOT

PL PLATE

PLMB PLUMBING

PLYWD PLYWOOD

PREFAB PREFABRICATED

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PT PRESSURE TREATED

PVC POLYVINYL CHLORIDE

QTY QUANTITY

REINF REINFORCE

REQD REQUIRED

REV REVISE / REVISION

RO ROUGH OPENING

RS ROUGH SAWN

RT RIGHT

SIM SIMILAR

SOG SLAB ON GRADE

SQ FT SQUARE FOOT / FEET

SQ IN SQUARE INCH / INCHES

STL STEEL

T&B TOP & BOTTOM

T&G TONGUE & GROOVE

TEMP TEMPERATURE / TEMPERED

TOB TOP OF BEAM

TOC TOP OF CONCRETE

TOF TOP OF FOOTING

TOM TOP OF MASONRY

TOS TOP OF STEEL

TOW TOP OF WALL

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

VIF VERIFY IN FIELD

W/ WITH

W/O WITHOUT

WD WOOD

WF WIDE FLANGE

WT WEIGHT

WWF WELDED WIRE FABRIC

Y Y

YD YARD

ABBREVIATIONS

& AND

@ AT

ALUM ALUMINUM

ANSI AMERICAN NATIONAL STANDARDS

INSTITUTE

APPROX APPROXIMATE

ARCH ARCHITECTURAL (ARCHITECT)

ASTM AMERICAN SOCIETY FOR TESTING

AND MATERIALS

BF BOTH FACES

BLDG BUILDING

BLK BLOCK

BLKG BLOCKING

BOF BOTTOM OF FOOTING

BOT BOTTOM

BRG BEARING

BRKT BRACKET

BTWN BETWEEN

CIP CAST-IN-PLACE

CJ CONTROL JOINT

CL CENTER LINE

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

DEG DEGREE

DEMO DEMOLITION

DET DETAIL

DIA DIAMETER

DIST DISTANCE

DL DEAD LOAD

EA EACH

EF EACH FACE

EJ EXPANSION JOINT

EL ELEVATION

ENG ENGINEER

ENTR ENTRANCE

EQ EQUAL

EQUIP EQUIPMENT

ES EACH SIDE

EW EACH WAY

EX EXISTING

EXP EXPANSION (EXPOSED)

FD FLOOR DRAIN

FF FINISHED FLOOR

FIN FINISH / FINISHED

FT FOOT / FEET

FTG FOOTING

GA GAGE

GALV GALVANIZED

GB GYPSUM BOARD

GYP GYPSUM

HDR HEADER

HORIZ HORIZONTAL

HP HIGH POINT

HR HOUR

HT HEIGHT

IN INCH / INCHES

INSUL INSULATION

JST JOIST

JT JOINT

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONG LONGITUDINAL

LP LOW POINT

LT LEFT

MAX MAXIMUM

MBC MICHIGAN BUILDING CODE

MECH MECHANICAL

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MO MASONRY OPENING

N NORTH

NA NOT APPLICABLE

BALANCED SNOW

SNOW LOADS

LIVE LOADS

WIND LOADS

1. UNIFORM FLOOR LIVE LOAD

2. ROOF LOAD - SEE SNOW LOAD

3. INTERIOR WALL LATERAL LIVE LOAD

EARTHQUAKE DESIGN DATA

1. GROUND SNOW LOAD, PG

2. FLAT-ROOF SNOW LOAD, PF

3. SNOW EXPOSURE FACTOR, CE

4. RISK CATEGORY

5. SNOW LOAD IMPORTANCE FACTOR, IS

6. ROOF THERMAL FACTOR, CT

7. SLOPED ROOF FACTOR, CS

8. SLOPED ROOF SNOW LOAD, PS

UNBALANCED SNOW

1. WINDWARD

2. LEEWARD

A. LEEWARD SURCHARGE (7.8' FROM RIDGE)

LOAD OR VARIABLE

1. ULTIMATE DESIGN WIND SPEED (3-SECOND GUST)

2. RISK CATEGORY

3. WIND EXPOSURE CATEGORY

4. INTERNAL PRESSURE COEFFICIENT (ENCLOSED BUILDING)

5. MAIN WIND FORCE RESISTING SYSTEM (MAX ROOF UPLIFT AT OVERHANG)

6. MAIN WIND FORCE RESISTING SYSTEM (MAX WALL)

7. COMPONENTS & CLADDING DESIGN PRESSURE (ZONE 1)

8. COMPONENTS & CLADDING DESIGN PRESSURE (ZONE 2)

9. COMPONENTS & CLADDING DESIGN PRESSURE (ZONE 3)

10. COMPONENTS & CLADDING DESIGN PRESSURE (ZONE 4)

11. COMPONENTS & CLADDING DESIGN PRESSURE (ZONE 5)

LOAD VARIABLE

1. RISK CATEGORY

2. SEISMIC IMPORTANCE FACTOR, IE

3. MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETER, SS

4. MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETER, S1

5. SITE CLASS

6. SEISMIC DESIGN CATEGORY

7. BASIC SEISMIC FORCE RESISTING SYSTEM: ORDINARY REINFORCED MASONRY SHEAR WALLS

8. SEISMIC RESPONSE COEFFICIENT(S), CS (SECTION 12.8.1.1)

9. RESPONSE MODIFICATION COEFFICIENT(S), R(SECTION 12.2-1)

10. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE, SECTION 12.8

MISCELLANEOUS DESIGN DATA

ASSUMED SOIL BEARING STRENGTH

CONTRACTOR SHALL VERIFY SOIL BEARING CAPACITY PRIOR TO CONSTRUCTION

NOTES

1. APPLICABLE CODE IS 2015 MICHIGAN BUILDING CODE.

2. APPLICABLE TECHNICAL CODE IS ASCE/ SEI 7-10.

3. WIND LOAD BASED ON ASCE 7-10

A. MWFS: CHAPTER 27, PART 1

B. C&C: CHAPTER 30, PART 1 AND PART 5

4. LOADS ARE BASED ON SECTION 16 OF MBC 2015 UNLESS OTHERWISE NOTED.

40 psf 53 psf 15 psf

70 psf 53 psf 0.9

1.0 1.2 1.0 53 psf

16 psf 53 psf 31 psf

115.0 mph

D ± 0.18 39 psf 26 psf +21.0, -32.0 psf +21.0, -56.0 psf +21.0, -83.0 psf +35.0, -38.0 psf +35.0, -47.0 psf

1.0

0.045 g

0.02 g D A

0.024

2000 psf

BUILDING LOADS

DEAD LOADS

1. MATERIAL DEAD LOAD (ROOF)

2. MECHANICAL DEAD LOAD

15 psf 5 psf

SOILS AND EARTHWORK

1. SOIL INVESTIGATIONS HAVE BEEN PERFORMED FOR THIS PROJECT BY COLEMAN ENGINEERING

COMPANY ON 05/15/2023

2. OHM ADVISORS USED THE DATA CONTAINED IN THE SOIL BORING LOGS TO DETERMINE THE DESIGN

LOAD BEARING CAPACITY AND OTHER DESIGN PARAMETERS.

3. INCLUDE IN THE WORK PROVIDING ALL EQUIPMENT, MATERIAL, AND QUALIFIED LABOR NECESSARY FOR EXCAVATION, SHORING, DEWATERING SYSTEMS, BACKFILL, AND COMPACTION OF SOILS, AS

REQUIRED TO CONSTRUCT STRUCTURES TO THE LINE AND GRADE AS SHOWN ON THE PLANS.

4. FOR PROTECTION OF UNDERGROUND UTILITIES, THE CONTRACTOR SHALL TELEPHONE (800)

482-7171 NOT LATER THAN THREE BUSINESS DAYS PRIOR TO EXCAVATING IN THE VICINITY OF UTILITY LINES. ALL "MISS DIG" PARTICIPATING MEMBERS WILL THUS BE ROUTINELY NOTIFIED. THIS DOES NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITY OF NOTIFYING OWNERS WHO MAY

NOT BE PART OF THE "MISS DIG" ALERT SYSTEM.

5. EXCAVATE TO ELEVATIONS AND DIMENSIONS SHOWN ON THE PLANS WITHIN A TOLERANCE OF +/-

0.10 FEET. EXCAVATE BY HAND TO FINAL GRADE FOR FOOTINGS.

6. NOTIFY THE ENGINEER FOR AN INSPECTION WHEN THE EXCAVATION HAS REACHED SUB-GRADE ELEVATION. IF UNSUITABLE BEARING MATERIALS ARE ENCOUNTERED AT SUB-GRADE ELEVATION, EXCAVATE AND REPLACE SUCH MATERIALS AS DIRECTED BY ENGINEER.

7. SATISFACTORY SOIL MATERIALS ARE DEFINED AS GRANULAR MATERIALS CLASSIFIED AS GW, GP, GM, SW, SP, SW-SM, SP-SM OR SM BY THE UNIFIED SOILS CLASSIFICATION SYSTEM, ASTM D2487.

LIMIT AMOUNT OF FINE MATERIAL PASSING NO. 200 SIEVE TO LESS THAN 5% MAXIMUM.

8. UNSATISFACTORY SOIL MATERIALS ARE DEFINED AS SOILS CLASSIFIED AS GC, SW-SC, SP-SC, SC, ML, MH, CL, CH, OL, OH, AND PT BY THE UNIFIED SOIL CLASSIFICATION SYSTEM, OR ANY ORGANIC

MATERIAL. "MARL" IS AN UNSATISFACTORY SOIL MATERIAL.

9. BACKFILL ALL STRUCTURAL WORK WITH SATISFACTORY SOIL MATERIALS AND ENGINEERED FILL AS

SHOWN ON PLANS. DO NOT BACKFILL WITH FROZEN MATERIALS. DO NOT PLACE ROCKS LARGER

THAN 3" DIAMETER IN BACKFILL.

10. COMPACT SOILS BELOW FOOTINGS T0 A MINIMUM OF 95% OF THE MAXIMUM DENSITY AS

DETERMINED BY MODIFIED PROCTOR, ASTM D1557.

11. COMPACT BACKFILL IN LAYERS TO MINIMUM 95% MAXIMUM DENSITY AS DETERMINED BY MODIFIED

PROCTOR, OR MICHIGAN CONE TEST.

1. PROVIDE MINIMUM 28-DAY CONCRETE COMPRESSIVE STRENGTH OF 4,000 PSI (f'c = 4,000 PSI) FOR INTERIOR CONCRETE. PROVIDE NORMAL WEIGHT CONCRETE, 5,000 psi (f'c = 5,000 psi) WITH 6% ± 1.5% ENTRAINED AIR, MAXIMUM W/C RATIO < 0.40, AND MAXIMUM 4" SLUMP, UNLESS SUPER- PLASTICIZERS ARE USED FOR EXTERIOR APPLICATIONS. USE OF SUPER-PLASTICIZERS IS SUBJECT

TO PRIOR APPROVAL BY THE ENGINEER. DO NOT PROVIDE AIR CONTENT > 3% FOR TROWEL

FINISHED SLABS.

2. PROVIDE READY-MIX CONCRETE CONFORMING TO ASTM C-94.

3. CONCRETE SHALL BE PLACED IN ACCORDANCE WITH ACI 117 301, 305R, 306.1, AND 308.1, LATEST

APPLICABLE EDITION.

4. PLACE ANCHOR RODS SET IN CONCRETE TO RECEIVE STRUCTURAL STEEL WITHIN TOLERANCES SPECIFIED IN THE LATEST APPLICABLE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS

AND BRIDGES" IN LIEU OF TOLERANCES SPECIFIED IN ACI "STANDARD SPECIFICATIONS FOR

TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS".

5. REINFORCING STEEL CONFORMING TO ASTM A-615, GRADE 60 IS REQUIRED. PLACE REINFORCING

STEEL IN CONFORMANCE WITH CRSI MANUAL OF STANDARD PRACTICE.

6. REINFORCING STEEL SHAL NOT BE WELDED.

7. POST INSTALLED ANCHORS OR REBAR SHALL BE ANCHORED INTO CONCRETE WITH DEWALT

PE1000+ EPOXY INJECTION ADHESIVE, OR AN APPROVED EQUAL. REFER TO MANUFACTURER'S

RECOMMENDATIONS FOR INSTALLATION INSTRUCTIONS. SEE DETAILS FOR MINIMUM EMBEDMENT.

8. REINFORCING STEEL SHALL HAVE A MINIMUM CONCRETE COVER AS LISTED BELOW UNLESS

OTHERWISE NOTED.

A. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED EARTH: 3"

B. CONCRETE CAST AGAINST FORMS BUT EXPOSED TO EARTH OR WEATHER

1. NO. 5 OR SMALLER 1 1/2"

2. GREATER THAN NO. 5 2"

C. SLAB ON GRADE: 2" FROM T/SLAB

CONCRETE NOTES

BAR

SIZE ALL OTHER BARS

28"

37"

47"

56"

81"

93"

TOP BARS* ALL OTHER BARS TOP BARS* ALL OTHER BARSTOP BARS*

f'c = 3,000 psi f'c = 4,000 psi f'c = 5,000 psi

24"

33"

40"

49"

70"

81"

22"

29"

36"

44"

63"

72"

REINFORCEMENT LAP SPLICE LENGTH+

19"

25"

31"

38"

54"

62"

22"

29"

36"

43"

63"

72"

17"

23"

28"

34"

49"

56"

* TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" OF FRESH CONCRETE

BELOW BAR.

+ LAP SPLICE LENGTHS SHOWN ARE CLASS B SPLICE LENGTHS FOR UNCOATED OR

GALVANIZED BARS WITH CLEAR COVER OF db OR MORE AND WITH CLEAR SPACING OF 2db OR MORE. INCREASE LAP LENGTHS BY 50% FOR EPOXY COATED OR DUAL ZINC- EPOXY COATED BARS WITH CLEAR COVER LESS THAN 3db OR WITH CLEAR SPACING LESS THAN 6db. INCREASE LAP LENGTHS BY 20% FOR EPOXY COATED OR DUAL ZINC- EPOXY COATED BARS WITH CLEAR COVER OF 3db OR MORE AND WITH CLEAR SPACING OF 6db OR MORE. SPLICE LENGTHS SHOWN ARE FOR NORMAL WEIGHT CONCRETE AND

REINFORCEMENT WITH A YIELD STRENGTH OF 60,000 PSI (60 KSI).

1. CONSTRUCT MASONRY IN ACCORDANCE WITH ACI 530.1/ASCE 6-CURRENT EDITION.

2. PROVIDE NORMAL WEIGHT CONCRETE UNIT MASONRY UNITS MANUFACTURED IN ACCORDANCE

WITH ASTM C90 WHICH WILL RESULT IN f'm = 1,900 PSI.

3. GROUT VOIDS AS INDICATED ON THE DRAWINGS, WITH GROUT CONFORMING TO ASTM C476.

GROUT BLOCK CORES UNDER BEAM BEARINGS AND AT LEAST 8'' EACH SIDE OF BEARING. PROVIDE

SLUMP BETWEEN 8 AND 11 INCHES.

4. LAY UNIT MASONRY IN A RUNNING BOND PATTERN UNLESS SPECIFICALLY SHOWN OTHERWISE ON

THE PLANS. TOOLS ALL JOINTS, ALL SURFACES.

5. MORTAR TYPE S MADE WITH MORTAR CEMENT AND COMPLYING WITH ASTM C270 IS REQUIRED.

6. PROTECT MASONRY BY COVERING TOP OF WALLS WITH WATERPROOF SHEETING AT THE END OF EACH DAY. DO NOT LAY WET OR FROZEN BRICK, STONE, OR BLOCK. PROVIDE TEMPORARY HEAT WHEN AMBIENT TEMPERATURE IS BELOW 40 DEGREES FAHRENHEIT. MAINTAIN MINIMUM 50 DEGREE

TEMPERATURE FOR 48 HOURS AFTER PLACING MASONRY.

7. GROUT ALL CORES CONTAINING REBAR AND VOIDS WHERE INDICATED.

8. ALL CORES BELOW GRADE SHALL BE GROUTED SOLID UP TO FINISHED FLOOR ELEVATION.

9. CORES CONTAINING EXPANSION OR ADHESIVE ANCHORS SHALL BE GROUTED SOLID.

10. ALL VERTICAL REINFORCEMENT SHALL BE CONTINUOUS THROUGH BOND BEAMS. ALL HORIZONTAL

REINFORCEMENT IN BOND BEAMS SHALL BE CONTINUOUS AROUND CORNERS OR HAVE BENT BARS

OF THE SAME SIZE AND NUMBER WITH A LAP OF 48 BAR DIAMETERS (12" MINIMUM).

11. COORDINATE WALL OPENINGS AND OTHER WALL CONFIGURATIONS WITH ARCHITECTURAL,

MECHANICAL, ELECTRICAL, PLUMBING, CIVIL, AND OTHER DISCIPLINES.

12. POST INSTALLED ANCHORS OR REBAR SHALL BE ANCHORED INTO MASONRY WITH DEWALT PE1000+

EPOXY INJECTION ADHESIVE, OR AN APPROVED EQUAL. REFER TO MANUFACTURER'S

RECOMMENDATIONS FOR INSTALLED INSTRUCTIONS. SEE DETAILS FOR MINIMUM EMBEDMENT.

13. PROVIDE HORIZONTAL JOINT REINFORCEMENT IN ALTERNATE COURSES (16" OC) USING 9 GAUGE

LADDER STYLE OR EQUAL.

MASONRY NOTES

BAR SIZE

MINIMUM LAP SPLICE

f'm = 1,900 psi

COMMENTS

18"

24"

35"

66"

89"

135"

MIN 8" CMU

MIN 12" CMU

MINIMUM LAP SPLICE

f'm = 1,500 psi

18"

26"

40"

74"

101"

151"

* LAP SPLICE LENGTHS SHOWN ARE FOR UNCOATED BARS WITH

2" MINIMUM CLEAR COVER AND 2" MINIMUM CLEAR SPACING.

INCREASE LAP LENGTH BY 50% IF USING EPOXY COATED BARS.

LAP LENGTHS SHOWN ARE FOR REINFORCEMENT WITH A YIELD

STRENGTH OF 60,000 PSI (60 KSI).

WOOD FRAMING NOTES

10d

12d

16d

BOX

DESIGNATIONSIZE MIN SIZE

2" x 0.099" DIA

COMMON

BOX

COMMON

BOX

COMMON

BOX

COMMON

BOX

COMMON

2" x 0.113" DIA

2 1/2" x 0.113" DIA

2 1/2" x 0.131" DIA

3" x 0.128" DIA

3" x 0.148" DIA

3 1/4" x 0.128" DIA

3 1/4" x 0.148" DIA

3 1/2" x 0.135" DIA

3 1/2" x 0.162" DIA

1. WOOD FRAMING MEMBERS SHALL BE OF THE FOLLOWING SPECIES AND GRADES, OR BETTER:

• 2x8 AND 2x12 RAFTERS - SOUTHERN PINE SELECT STRUCTURAL

• 2x4 AND 2x8 PLATES - SOUTHERN PINE NO. 2 OR BETTER, WITH BOTTOM PLY ON CMU WALLS

PRESSURE TREATED TO UC2 RETENTIONS

• 4x4 COL - SRUCE-PINE-FIR NO. 2 OR BETTER

• 6x6 COL - NORTHERN WHITE CEDAR NO. 1 OR BETTER

• 6x10 AND 4x10 BEAMS - NORTHERN WHITE CEDAR NO. 1 OR BETTER

• 2x BUILT-UP BEAMS - SPRUCE-PINE-FIR NO. 2 OR BETTER

• 2x STUDS - SPRUCE-PINE-FIR NO. 2 OR BETTER

• MISC. BLOCKING, LADDER FRAMING, ETC. - SPRUCE-PINE-FIR NO. 2 OR BETTER

• ALL WOOD LABELED "PT" SHALL BE SOUTHERN PINE NO. 2 OR BETTER AND SHALL BE

PRESSURE TREATED TO RETENTIONS REQUIRED BY AWPI U1 AS REQUIRED FOR UC2 FOR

INTERIOR CONSTRUCTION NOT IN CONTACT WITH THE GROUND, UC3B FOR EXTERIOR

CONSTRUCTION NOT IN CONTACT WITH THE GROUND AND UC4A FOR EXTERIOR

CONSTRUCTION IN CONTACT WITH THE GROUND. PRESSURE-TREATED (PT) WOOD SHALL BE

PREPARED IN ACCORDANCE WITH ASTM D1760 USING WATERBORNE PRESERVATIVES.

2. HANGERS/CONNECTORS SHALL BE 18 GA GALVANIZED, SIMPSON STRONG-TIE OR EQUAL UNLESS

NOTED OTHERWISE. USE HANGERS FOR THE USE AS RECOMMENDED BY THE MANUFACTURER.

3. SHEATHING/FLOORING SHALL BE APA GRADED AS FOLLOWS:

A. ROOF SHEATHING: 19/32" MIN, 40/20 SPAN-RATED EXPOSURE 1

B. WALL SHEATHING: 15/32" MIN, 32/16 SPAN-RATED EXPOSURE 1

4. MINIMUM REQUIREMENTS FOR ENGINEERED WOOD PRODUCTS ARE INDICATED AS FOLLOWS.

PROVIDE BRACING AND DETAIL INSTALLATION PER MANUFACTURER'S REQUIREMENTS FOR ALL

PRODUCTS.

A. 2.0E LAMINATED VENEER LUMBER; Fb=2,600 PSI; E=2.0X10^6 PSI; Fv=285 PSI; Fcperp =750

PSI, AS MANUFACTURED BY WEYERHAEUSER, OR APPROVED EQUIVALENT.

B. 2.0E PARALLAM PARALLEL STRAND LUMBER; Fb=2,900 PSI; E=2.0X10^6 PSI; Fv=290 PSI;

Fcperp= 625 PSI, AS MANUFACTURED BY TRUS JOIST MACMILLAN, OR APPROVED

EQUIVALENT.

5. INSTALL SOLID 2X S4S BLOCKING AT ALL RAFTER BEARINGS. ADJUST BLOCK DEPTH AS REQUIRED

FOR AIR SPACE.

6. "WD COL" DENOTES SOLID OR BUILT-UP WOOD COLUMNS, GLUE AND NAIL STUDS TOGETHER TO

FORM BUILT-UP WOOD COLUMNS. USE NUMBER OF STUDS FOR EACH COLUMN SUCH THAT THE

COLUMN WIDTH EQUALS OR EXCEEDS THE WIDTH OF THE SUPPORTED MEMBER, BUT IN NO CASE

LESS THAN THREE STUDS.

7. WHERE HEADERS ARE NOT SPECIFIED OVER DOORS, WINDOWS OR OTHER OPENINGS WITHIN

BEARING OR EXTERIOR WALLS PROVIDE A MINIMUM (3) 2X12 HEADER. U.N.O. ALL WINDOW

PENETRATIONS SHALL HAVE MINIMUM (2) SILL PLATES.

8. STEEL PLATES OR FASTENERS IN CONTACT WITH PRESSURE TREATED LUMBER AND PROTECTED

WITHIN THE BUILDING ENVELOPE (ADEQUATELY SHIELDED FROM DIRECT CONTACT WITH

MOISTURE) SHALL BE STAINLESS STEEL OR GALVANIZED TO G60 PER ASTM A924 REQUIREMENTS.

STEEL PLATES OR FASTENERS IN CONTACT WITH PRESSURE TREATED LUMBER LOCATED OUTSIDE

OF THE BUILDING ENVELOPE OR EXPOSED TO MOISTURE SHALL BE STAINLESS STEEL OR

GALVANIZED TO G90 PER ASTM 924.

9. FASTEN MEMBERS IN ACCORDANCE WITH MICHIGAN BUILDING CODE TABLE 2304.10.1, UNLESS

OTHERWISE NOTED.

10. WHERE NOTED, NAIL SIZES ARE BASED ON THE FOLLOWING MINIMUM SIZES

1. THE GENERAL STRUCTURAL NOTES ARE INTENDED TO AUGMENT THE DRAWINGS AND

SPECIFICATIONS. SHOULD CONFLICTS OCCUR BETWEEN DOCUMENTS, THE STRICTEST PROVISION

SHALL GOVERN.

2. THE CONTRACTOR SHALL LIMIT THE AMOUNT OF LOAD IMPOSED UPON THE STRUCTURAL FRAMING

SYSTEM DURING CONSTRUCTION. LOADS, INCLUDING CONSTRUCTION LOADS, MUST NOT EXCEED

THE DESIGN CAPACITY OF THE FRAMING AT THE TIME THE LOADS ARE IMPOSED. THE CONTRACTOR SHALL INFORM THE ENGINEER OF POTENTIAL CONSTRUCTION LOADS DEEMED EXCESSIVE BY THE

CONTRACTOR.

3. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED SELF SUPPORTING, STABLE STRUCTURE UNLESS OTHERWISE INDICATED. THEY DO NOT INDICATE THE

MEANS OR METHOD OF CONSTRUCTION. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO

DETERMINE ERECTION PROCEDURE, CONSTRUCTION SEQUENCE AND PROVIDE ALL MEASURES OR

TEMPORARY BRACING NECESSARY TO ENSURE THE STABILITY AND SAFETY OF THE STRUCTURE

AND ITS COMPONENTS. THIS SHALL INCLUDE, BUT NOT BE LIMITED TO, BRACING, SHORING FOR CONSTRUCTION EQUIPMENT, SHORING FOR THE BUILDING, SHORING FOR EARTH BANKS, FORMS, SCAFFOLDING, PLANKING, SAFETY NETS, SUPPORT AND BRACING FOR CRANES AND GIN POLES, ETC.

4. ALL MATERIALS AND WORKMANSHIP SHALL MEET OR EXCEED THE MINIMUM REQUIREMENTS OF THE

GOVERNING BUILDING CODE: MICHIGAN BUILDING CODE, CURRENT EDITION.

5. ALL SHOP DRAWINGS PREPARED BY SUPPLIERS, SUBCONTRACTORS, ETC. SHALL BE REVIEWED BY

THE ARCHITECT/ENGINEER FOR CONFORMANCE WITH DESIGN INTENT ONLY. SHOP DRAWINGS

SHALL BE SUBMITTED FOR APPROVAL PRIOR TO FABRICATION. ENGINEERS APPROVAL OF SHOP

DRAWINGS DOES NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITY FOR FIT, QUANTITY AND

CONSTRUCTION QUALITY CONTROL.

6. STRUCTURAL DRAWINGS ARE INTENDED TO BE USED WITH ARCHITECTURAL, ELECTRICAL AND

MECHANICAL DRAWINGS. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL RELEVANT

DIMENSIONS AND ELEVATIONS FOR EQUIPMENT INSTALLATIONS AGAINST APPROVED

MANUFACTURERS CERTIFIED EQUIPMENT DRAWINGS AND COORDINATING ANY REQUIREMENTS

WITH SHOP DRAWINGS AND WORK.

7. MECHANICAL FRAMING LOADS, OPENINGS AND SUPPORT STRUCTURE ARE SHOWN FOR BIDDING

PURPOSES ONLY. CONTRACTOR SHALL COORDINATE WITH MECHANICAL AND OTHER TRADES TO

VERIFY EQUIPMENT SIZE AND LOCATIONS. ANY CHANGES IN EQUIPMENT SHALL BE BROUGHT TO

THE ATTENTION OF THE ENGINEER OF RECORD.

8. THE CONTRACTOR SHALL INFORM THE ENGINEER/ARCHITECT OF ANY DEVIATIONS FROM THE

DRAWINGS. DO NOT CUT OR MODIFY STRUCTURAL MEMBERS WITHOUT PRIOR WRITTEN APPROVAL

FROM THE ENGINEER.

9. DRAWINGS ARE INTENDED TO BE PRINTED PER THE SCALE PROVIDED. THE CONTRACTOR SHALL CONTACT THE ENGINEER IF ADDITIONAL DIMENSIONS ARE REQUIRED. DO NOT SCALE DRAWINGS.

10. CONTRACTOR SHALL NOT MIX GALVANIZED AND STAINLESS STEEL AT ANY TIME. ANY METAL PARTS

IN CONTACT WITH OTHER METAL PARTS SHALL BE OF A SIMILAR METAL.

11. CONTRACTOR SHALL RECOGNIZE EFFECTS OF THERMAL MOVEMENTS AND MOISTURE CONTENT

CHANGES OF STRUCTURAL ELEMENTS DURING THE CONSTRUCTION PERIOD AND CONSIDER THESE

EFFECTS DURING CONSTRUCTION AND/OR ERECTION SEQUENCES.

12. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING COMPLETE AND FUNCTIONING SYSTEMS, INCLUDING BUT NOT LIMITED TO, PROVIDING (AT NO ADDITIONAL COST) ITEMS NOT SPECIFICALLY

SHOWN IN THESE DRAWINGS WHICH ARE NORMALLY CONSIDERED NECESSARY.

GENERAL NOTES - STRUCTURAL

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F ile

N o.

1'-4" x 1'-4" TYP

25'-4"

'-4

12'-8" 12'-8" 7'-2 1/2"

25'-4"

9' -6

-4

'-6

'-4

9' -6

-0

6' -4

'-6

'-4

8'-6" 8'-4" 8'-6"

10'-2" 5'-0" 10'-2"

7'-10" 4'-10" 4'-10" 7'-10"

8'-6"

'-6

1'-8"1'-8"

'-6

S-501

TYP

S-501

TYP

TOF 96'-8" TYP

F F

WF2

WC1

P1 P1

F3 F3

F3F3F3

P1P1 P1

1'-0 1/2" 11'-7 1/2" 11'-7 1/2" 1'-0 1/2"

7' -2

'-0

'-7

1' -0

-2

1'-0 1/2" 11'-7 1/2" 11'-7 1/2" 1'-0 1/2"

WF1

OR WM1

WC2 OR WM2

MARK

MASONRY PIER SCHEDULE

REINFORCING

PIER SIZE NOTES

1'-4"x1'-4" (4) #8s VERT. w/ #3 TIES @ 12" OC

MARK

FOOTING SCHEDULE

REINFORCING

WF1

PIER SIZE NOTES

2'-8" W x 1'-0" D (4) #4 CONT. LONG.

WF2 2'-0" W x 1'-0" D (3) #4 CONT. LONG.

F3 3'-0"x3'-0"x12" (4) #5 EW TOP AND BOTTOM

SCHEDULE NOTES:

1. PROVIDE STANDARD HOOKS AT BOTTOM OF ALL VERTICAL BARS/DOWELS.

2. REFER TO SECTIONS/DETAILS FOR BAR PLACEMENT

TYP AT EXTERIOR WALLS

TYP AT INTERIOR WALLS

MARK

FOUNDATION WALL SCHEDULE

REINFORCING

WM1

SIZE NOTES

1'-8" #5 @ 48" O.C. VERT AND (4) 0.148" Ø @ 16" OC HORIZ.

WM2 1'-0" #5 @ 48" O.C. VERT AND (2) 0.148" Ø @ 16" OC HORIZ.

WC1 1'-8" #5 @ 12" O.C. EW EF

WC2 1'-0" #4 @ 12" O.C. EW EF

TYP EXTERIOR FDN WALLS

TYP INTERIOR FDN WALLS

ALT. EXTERIOR FDN WALLS

ALT. INTERIOR FDN WALLS

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C ou nt y R oa d

N ew be rr y, M

I 4

M U

S K

O N

G E

L A

K E

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A T

E P

A R

W E

S T

C A

M P

G R

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N D

T O

T S

H O

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T R

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N D

O C

U M

E N

T S

-2 2-

Z H

/0 7/

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FOUNDATION PLAN

CJCJ

C J

MCJ3

MCJ3MCJ3

MCJ3

MCJ3MCJ3

MCJ1MCJ1

M C

J1 M

C J1

M C

J1 M

C J1

M C

MCJ1MCJ1

(2) #4 x 4'-0" MIN DIAGONAL AT

MID-DEPTH OF SLAB, TYP AT ALL

RE-ENTRANT CORNERS. DO NOT

CROSS CJS

8" 7'

-2

8' -8

'-8

1' -4

-4

9' -4

-0

8' -8

'-8

7' -8

-4

3' -0

-0

MCJ3MCJ2

EL: -3/4"

MCJ3

C J

1'-4" 3'-4" 2'-0" 1'-0" 3'-4" 3'-4" 3'-4" 1'-0" 2'-0" 3'-4" 1'-4"

1'-4" 3'-4" 4'-0" 3'-4" 3'-4" 1'-4" 4'-0" 3'-4" 1'-4"

7' -2

-0

'-7

'-0

-2

43'-0"

5'-0" 1'-0 1/2" 11'-7 1/2" 11'-7 1/2" 1'-0 1/2" 7'-2 1/2" 5'-5 1/2"

'-1

8" 7'

-2

'-4

-2

43'-0"

5'-0" 1'-0 1/2" 11'-7 1/2" 11'-7 1/2" 1'-0 1/2" 12'-8"

3'-8" 3'-8"

5' -0

-0

7' -0

-4

3'-4" 3'-4" 3'-8" 3'-8"

5' -0

-0

4'-6" 4'-6"

4' -4

-4

4'-6" 4'-6"

3' -7

-7

3' -7

-7

4'-6" 4'-6"

4' -4

-4

3' -1

0" 3'

-1 0"

4'-10" 4'-10"

2'-6" 2'-6"

3' -0

-8

3'-8" 3'-8"3' -4

-4

2'-10" 2'-10"

1' -6

-6

2'-10" 2'-10"

2' -8

-8

2'-4" 2'-4"

1' -6

-6

2'-4" 2'-4"

1' -6

-6

2'-10" 2'-10"

1' -6

-6

2'-4" 2'-4"

2' -8

-8

2'-4" 2'-4"

2' -8

2'-10" 2'-10"

2' -8

-8

EL: -1/2"

EL: -3/4"

EL: -5/8"

EL: -7/8"

EL: -3/8" EL: -3/8" EL: -3/8" EL: -3/8"

EL: -9/16" EL: -1/2" EL: -9/16"EL: -1/2"

4" CONCRETE SLAB REINFORCED WITH

WWF 6"x6" W2.9xW2.9 WITH VAPOR

RETARDER (VR AT INTERIOR SLABS

ONLY), REFER TO 8/S-501, TYP. REFER

TO SHEET S-002 FOR NOTES AND

SPECIFICATION SECTION 033000 FOR

CONCRETE SHOWN ON THIS SHEET

FF HP EL 100'-0" TYP UNO

S-501

TYP

S-501

TYP

S-501

TYP

S-501

TYP

S-501

TYP

S-501

TYP

S-501

TYP

EL: -3/8"

A A

F F

G G

C J

CJCJ

POLISH FLOOR

TEST AREA

9' -4

-4

EL: +1/2"

FLOOR SLOPES TO FLOOR DRAINS ARE TO MEET THE REQUIREMENTS OF THE MICHIGAN PLUMBING CODE AND THE AMERICAN WITH DISABILITIES ACT. POSITIVE WATER DRAINAGE TO DRAIN SHALL BE PROVIDED AND ACCESSIBILITY CONSIDERATIONS ARE TO BE MET TO THE BEST OF THE CONTRACTOR'S ABILITY.

SLOPE PERCENTAGES AND DISTANCE OF FALL SHOWN ON DRAWINGS ARE APPROXIMATE AND FIELD CONDITIONS WILL ALTER THESE DIMENSIONS AND SLOPE PERCENTAGES. FLOOR CONDITIONS TO BE CONFIRMED IN FIELD BY THE GENERAL CONTRACTOR AND SUB-CONTRACTOR TO VERIFY THAT THE CODE REQUIREMENTS ARE MET. ANY DISCREPANCIES SHALL BE IDENTIFIED, AND THE OWNER'S PROJECT

REPRESENTATIVE NOTIFIED PRIOR TO ANY FLOOR GRINDING.

ALL SLOPES TO BE LESS THAN 2% AND PROVIDE DRAINAGE TO FLOOR DRAINS ACROSS ENTIRE FLOOR

NOTES - FLOOR SLAB SLOPING TO DRAINS

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CONCRETE SLAB PLAN

NOTE: REFER TO CIVIL FOR

CONCRETE SIDEWALK

ELEVATIONS AND

ADDITIONAL PAVING.

SHEET KEYNOTES - FOUNDATION PLAN

1 GROUT WALL SOLID TO 4'-0" ABOVE FLOOR

2x12 RAFTERS SELECT

STRUCTURAL SPA AT 1-4" OC, TYP

C3C3C3

(2) 2x14 LVL

6x10 CEDAR

L1L1L1

L1L1L1L1

L1 L1 L1

L1 L1

3/ 4"

1' -3

P A

A T

'-4

'-8

1/ 2"

P A

A T

'-4

-0

1/ 2"

P A

A T

'-4

'-8

1' -3

3/ 4"

'-4

-2

1' -0

4" 8 SPA AT 1'-4" = 10'-8"

10 1/2"

9 1/2"

6 1/2"

5 SPA AT 1'-4" = 6'-8"

1'-3 1/4"

3/4"

L1 L1

SW1

S-502

TYP

2x4 STUD BEARING

WALLS BELOW, TYP

S-502

TYP

S-502

TYP

S-502

TYP

SW1

25'-4"

1'-0 1/2" 11'-7 1/2" 11'-7 1/2" 1'-0 1/2" 7'-2 1/2"

25'-4"

1'-0 1/2" 11'-7 1/2" 11'-7 1/2" 1'-0 1/2"

7' -2

'-4

S-502

TYP

S-502

TYP

SW1

2-PLY 2x12 RAFTER

(TYP OF 2)

2-PLY 2x12 HEADER (TYP OF 2) 2'-6 1/2" x 7'-0" MIN FRAMED

OPENINGS FOR DUCT

PENETRATION AND VENTILATION -

COORDINATE WITH MECH AND

ARCH

A A

F F

G G

L V

L (2

V L

C E

D A

C E

D A

R B

C E

D A

4x10 CEDAR BELOW

C E

D A

C E

D A

R B

C E

D A

6x10 CEDAR

4x10 CEDAR BELOW

C E

D A

R B

W 4x

E D

A R

B E

4x10 CEDAR BELOW

'-7

4x10 CEDAR BELOW

S-502

TYP

S-502

TYP

S-503

TYP

S-503

TYP

SW1

NOTE: REFER TO 1/S-503 FOR PORCH

CONNECTION INFORMATION, TYP

2x4 AT 24" OC LADDER FRAMING, TYP

2x4 BLOCKING, TYP

(3) 2x8 (3) 2x8

(3) 2x8

(3) 2x8 (3) 2x8

S-502

TYP

MARK

COLUMN SCHEDULE

REINFORCING

SIZE NOTES

4x4 N/A

C2 (2) 2x4 N/A

C3 6x6 CEDAR N/A

CM1 8x8 (1) #5, CENTERED IN CORE FULL HEIGHT

OF WALL

TYP ALL MASONRY LINTELS:

REFER TO 12/S-501

C4 (3) 2x8 N/A

C5 (3) 2x4 N/A

MARK

SHEAR WALL SCHEDULE

SW1

EXTERIOR FACE* NOTES

15/32" APA SPAN-RATED EXPOSURE 1 PLYWOOD OR OSB

SHEATHING. FASTEN TO STUDS AND PLATES WITH 8d

COMMON NAILS AT 6" OC AT PANEL EDGES AND AT 12"

OC WITHIN THE FIELD OF PANELS. ALL PANEL EDGES

SHALL OCCUR OVER FRAMING MEMBERS OR BLOCKING

MATCHING FRAMING DIMENSIONS.

PROVIDE DOUBLE 2X FRAMING

MEMBERS AT ENDS OF

SHEARWALLS.

*APPLY SHEATHING TO FACE SHOWN IN ARCH DRAWINGS FOR INTERIOR WALLS

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C T

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R O

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C ou nt y R oa d

N ew be rr y, M

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L A

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ROOF FRAMING PLAN

SHEET KEYNOTES - FRAMING PLAN

1 ROOF SHEATHING SHALL BE 19/32" APA 40/20 SPAN RATED EXPOSURE 1 PLYWOOD/OSB WITH 3-SPANS

MINIMUM CONTINUOUS APPLIED IN A STAGGERED PANEL LAYOUT WITH THE STRENGTH AXIS

PERPENDICULAR TO THE SUPPORTING MEMBERS. FASTEN FIELD OF PANELS TO SUPPORTING MEMBERS WITH 10d COMMON NAILS AT 12" ON-CENTER AND THE EDGES OF PANELS TO SUPPORTING MEMBERS WITH 10d COMMON NAILS AT 6" ON-CENTER.

2 WALL SHEATHING SHALL BE 15/32" APA 32/16 SPAN RATED EXPOSURE 1 PLYWOOD/OSB APPLIED EITHER HORIZONTALLY OR VERTICALLY. FASTEN FIELD OF PANELS TO SUPPORTING MEMBERS WITH 8d COMMON NAILS AT 12" ON-CENTER AND THE EDGES OF PANELS TO SUPPORTING MEMBERS WITH 8d COMMON NAILS AT 6" ON-CENTER. ALL PANEL JOINTS SHALL OCCUR OVER FRAMING MEMBERS OR BLOCKING FOR

SHEAR WALLS.

CONCRETE FLOOR SLAB WITH

WWF - SEE PLAN

8" CMU WALL WITH #5 @ 48" OC

VERTICAL AT 8" CMU CL IN

GROUTED CORES BEGINNING

AT TOP OF FOOTING

EL 100'-0"

2'-8"

TOF

EL 96'-8"

1' -0

2" CLR

NOTE: CONTRACTORS OPTION TO USE

1'-8"x2'-8" CIP CONCRETE WALL WITH #5 @

12" MAX OC EACH WAY EACH FACE WITH

2" CLR COVER IN LIEU OF REINFORCED

AND GROUTED CMU FOUNDATION WALL.

REFER TO 4/S-501

EXTERIOR SLAB SOME

AREAS - SEE PLAN1'-8"

3'-3"

#5 X 3'-3" DOWEL AT

VERT REINF (4'-0" MAX SPA)

LOCATE AT LOWER 8" CMU CL

12" BOND BEAM WITH (2) #5 CONT

8" BOND BEAM WITH (2) #5 CONT

REMOVE CMU FACE

SHELLS AS NEEDED AT

VERTICAL

REINFORCEMENT HORIZ JT REINF AT 16"

OC EACH WYTHE, TYP

(4) #4 CONT

3" C

1/4" ASPHALT SATURATED

ISOLATION JOINT, TYP. SEE

ARCH AND SPECIFICATIONS

FOR SEALANT

GROUT CMU WALL SOLID

BELOW ELEVATION 100'-0"

SEE ARCH DRAWINGS AND

SPECIFICATIONS FOR

INSULATIONFOUNDATION WALL REINFORCING *

BENT CORNER REBAR

MATCHING HORIZONTAL

FOUNDATION WALL REINFORCING

* SEE FOUNDATION WALL

DETAILS 4/S-501 AND 5/S-501

T H

48 BAR DIAMETERS

A R

M E

T E

R S

2" C

2" CLR

4 x DIA - #3 THRU #84 x DIA OR 2 12" MIN

5 x DIA - #5 THRU #11

6 x DIA - #14 THRU #18

CMU WALL REINFORCING DOWELS *

#5 VERT AT 1'-0" OC W/ STD HOOK

AT BOT BOTH FACES

* SEE MASONRY WALL DETAILS

1'-8"

1' -0

2'-8"

A R

M E

T E

R S

2" C

TOF

EL 96'-8"

TOC

EL 99'-4"

2" CLR. TYP

(4) #4 CONT

#5 HORIZ AT 1'-0" OC EACH

FACE WITH MATCHING

EXTERIOR CORNER BARS

A R

M E

T E

R S

2" CLR TYP

CMU WALL REINFORCING DOWELS *

#4 VERT AT 1'-0" OC W/ STD HOOK

AT BOT BOTH FACES

* SEE MASONRY WALL DETAILS

1' -0

2'-0"

A R

M E

T E

R S

TOF

EL 96'-8"

TOC

EL 99'-4"

(3) #4 CONT

#4 HORIZ AT 1'-0" OC EACH

FACE WITH MATCHING

EXTERIOR CORNER BARS

2" CLR. TYP

A R

M E

T E

R S

1'-0"

INTERIOREXTERIOR

CONC FLOOR SLAB

(SEE PLAN)

CONC OR GROUTED CMU

FNDN WALL

WWF REINF

SLOPE 1/4" PER FT

CONC APRON

#5x24"x24" @ 24" OC

1/2" ISOLATION JOINT

COORD W/

DOOR

THRESHOLD

SEE ARCH FOR INSULATION

1/8" x T/4 DEEP SAW CUT CONTROL

JOINT. SAW CUT AS SOON AS

POSSIBLE WITHOUT DISLODGING

AGGREGATE. PROVIDE FILLER &

SEALANT PER SPECIFICATIONS.

6"x6" WWF (SEE PLAN). CUT

ALTERNATE STRANDS OF

WWF @ JOINT

SEE PLAN FOR SLAB

THICKNESS AND

REINFORCEMENT

VAPOR RETARDER

COMPACTED MDOT 2NS SAND CUSHION

COMPACTED MDOT CLASS II SAND SUBBASE

COMPACTED COMPETENT SUBGRADE

6" 4"

FIN FLOOR

SEE PLAN

6"x6" WWF, SEE PLAN

VAPOR RETARDER

COMPACTED MDOT 2NS SAND CUSHION

FIN FLOOR

SEE PLAN

COMPACTED MDOT CLASS II SAND SUBBASE

CONCRETE SLAB-ON-GRADE

6" 4"

S E

E P

COMPACTED COMPETENT SUBGRADE

DOUBLE 1" FORMED

JOINT BOTH FACES

T = 8"

T ≥ 10"

1/3 HORIZ BARS EACH FACE

CONT THROUGH JOINT.

DISCONTINUE 2/3 REINF AT

JOINT

SEE WALL DETAIL FOR

REINFORCING SIZE AND

SPACING

NOTES:

1. LOCATE CONTROL JOINTS AT CONSTRUCTION JOINT LOCATIONS

SHOWN ON PLAN. NO MORE THAN ONE CONSECUTIVE

CONSTRUCTION JOINTS MAY BE REPLACED WITH CONTROL JOINT.

SEE NOTES BELOW

2" 2"

CLASS A LAP SPLICE ON

EXTENDED BARS EACH FACE

DOUBLE 3/4" FORMED

JOINT BOTH FACES

T = 8"

T ≥ 10"

ALTERNATE HORIZONTAL BARS

EACH FACE CONTINUOUS

THROUGH JOINT. DISCONTINUE

1/2 REINFORCING AT JOINT

CLASS A LAP SPLICE ON

ALTERNATE BARS EACH FACE

SEE WALL DETAIL FOR

REINFORCING SIZE AND

SPACING

NOTES:

1. SPACE CONSTRUCTION JOINTS PER PLANS

SEE NOTES BELOW

2" 2"

10"

3' -3

#5 x

DOWEL AT VERTICAL

REINFORCING

2' -0

A P

8" CMU WITH #5 @ 4'-0" SPACED AT

CMU ℄. SEE PLAN AND JAMB

DETAILS FOR ADDITIONAL VERTICAL

REINFORCING AT OPENINGS

1' -0

3" C

Y P

FIN FLOOR

100'-0"

T/FTG

96'-8"

HORIZONTAL JOINT REINFORCING

@ 1'-4" MAXIMUM SPACING

1/4" ASPHALT SATURATED ISOLATION JOINT.

SEE ARCH AND SPECIFICATIONS FOR SEALANT

SEE PLAN FOR SLAB

2'-0" CENTERED

(3) #4 CONTINUOUS

GROUT CMU WALL SOLID

BELOW ELEVATION 100'-0"

NOTE: CONTRACTORS OPTION TO USE

1'-0"x2'-8" CIP CONCRETE WALL WITH #4

@12" MAX OC EACH WAY EACH FACE

WITH 2" CLR COVER IN LIEU OF

REINFORCED AND GROUTED CMU

FOUNDATION WALL. REFER TO 5/S-501

12" BOND BEAM

WITH (2) #5 CONT

CONTROL JOINT - SEE ARCH FOR LOCATIONS

BOND BEAM W/ (2) #4

CONT @ TOP OF ALL

MASONRY WALLS

MASONRY LINTEL PER

LINTEL SCHEDULE

BED REINF @ EVERY 2ND

COURSE

(1) #5 BAR VERT (TYP)

2'-0"2'-0"2'-0"2'-0"

NOTE: PROVIDE VERTICAL BAR IN ALL CORNERS, 16" MIN

GROUT SOLID

CMU WALLS

HORIZONTAL WALL REINF @ 16" OC

VERT, LAP AT WALL INTERSECTIONS

AND CORNERS. DO NOT LAP AT

CONTROL JOINTS

APPLY BACKER ROD AND

SEALANT EACH SIDE AT

CONTROL JOINTS

NOTES:

1. EXTEND VERTICAL REINFORCING THROUGH LINTELS & BOND BEAMS.

(2) #5 BARS CONT

EXTEND BARS 2'-0" BEYOND

SIDES OF OPENING WHERE

POSSIBLE BUT DO NOT

CROSS MASONRY

CONTROL JOINTS

L1 - 8" DEEP

GROUT

3" M

A X

1" TYP

1'-4"

7 5/8" 3" 5 3/8"

REFER TO ARCH DRAWINGS FOR

INSULATION, FLASHING, ETC.

L5x5x5/16 HDG TO BEAR 4"

MIN ON CMU JAMBS

STANDARD STRETCHER

UNIT. SEE WALL SECTIONS

FOR ADDITIONAL

INFORMATION.

FILL KEY WTH MORTAR AND

CONSOLIDATE BY

PUDDLING EACH COURSE

BACKER ROD AND SEALANT, TYP

PROVIDE REINF MATCHING TYP.

WALL REINF SIZE, GROUTED FULL

HEIGHT BOTH SIDES OF JOINT (TYP)

#15 BUILDING PAPER BOND BREAKER

4" CMU

3" RIGID INSULATION

STANDARD STRETCHER

UNIT. SEE WALL SECTIONS

FOR ADDITIONAL

INFORMATION.

FILL KEY WTH MORTAR AND

CONSOLIDATE BY

PUDDLING EACH COURSE

BACKER ROD AND SEALANT, TYP

PROVIDE REINF MATCHING TYP.

WALL REINF SIZE, GROUTED FULL

HEIGHT BOTH SIDES OF JOINT (TYP)

#15 BUILDING PAPER BOND BREAKER

1"+ AIR SPACE

PROVIDE REINF MATCHING TYP.

WALL REINF SIZE, GROUTED FULL

HEIGHT (TYP)

#15 BUILDING PAPER

BOND BREAKER

STANDARD STRETCHER

UNIT. SEE WALL SECTIONS

FOR ADDITIONAL

INFORMATION.

FILL KEY WTH MORTAR AND

CONSOLIDATE BY

PUDDLING EACH COURSE

BACKER ROD AND SEALANT, TYP

PROVIDE REINF MATCHING TYP.

WALL REINF SIZE, GROUTED FULL

HEIGHT BOTH SIDES OF JOINT (TYP)

STANDARD STRETCHER

UNIT. SEE WALL SECTIONS

FOR ADDITIONAL

INFORMATION.

FILL KEY WTH MORTAR AND

CONSOLIDATE BY

PUDDLING EACH COURSE

BACKER ROD AND SEALANT, TYP

AT CORNER PERPENDICULAR TO WALL

#15 BUILDING PAPER

BOND BREAKER

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ARCHITECTS ENGINEERS PLANNERS

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3/4" = 1'-0"1

FOUNDATION DETAIL @ EXTERIOR

WALL

3/4" = 1'-0"2

TYP WALL CORNER REINFORCING

3/4" = 1'-0"3

TYP REBAR HOOK RADIUS

3/4" = 1'-0"4

TYP CONC WALL FOOTING REINFORCING

3/4" = 1'-0"5

TYP CONC WALL FOOTING REINFORCING

1 1/2" = 1'-0"6

TYP SLAB AT EXTERIOR DOOR

3/4" = 1'-0"7

TYP SLAB-ON-GRADE SAW-CUT JOINT

3/4" = 1'-0"8

TYP SLAB-ON-GRADE

3/4" = 1'-0"9

ALTERNATE CONTROL JOINT IN

NON-BASEMENT WALLS

3/4" = 1'-0"10

TYPICAL CONCRETE WALL

CONSTRUCTION JOINT

1/2" = 1'-0"11

TYPICAL INTERIOR WALL

1/4" = 1'-0"12

TYP MASONRY OPENING REINFORCING IN ELEVATION

3/4" = 1'-0"13

TYP CMU HORIZONTAL REINFORCING

1 1/2" = 1'-0"14

TYP CMU MASONRY LINTELS

3/4" = 1'-0"16

TYPICAL MASONRY WALL CONTROL JOINT (MCJ2)

3/4" = 1'-0"15

TYPICAL MASONRY WALL CONTROL JOINT (MCJ1)

3/4" = 1'-0"17

TYPICAL MASONRY WALL CONTROL JOINT (MCJ3)

REFER TO DETAIL 6/S-502 FOR ADDITIONAL

INFORMATION FOR TOP OF WALL

CONSTRUCTION

BENT BAR 1/4"x1 1/2"x2'-0" WITH 2"

BENT ENDS AT TOP COURSE OF

INTERIOR WALL ONLY, EMBEDDED

IN GROUTED BOND BEAMS

CONT BOND BEAM W/ (2) #5 CONT

RAKE OUT MORTAR FULL HEIGHT

OF JOINT -

REFER TO TYPICAL MASONRY

CONTROL JOINT DETAILS

CONT BOND BEAM W (2) #5 CONT

CONT BOND BEAM W/ (1) #5 CONT

GROUT RETAINER (NOT AT VERT REINFORCEMENT

OR ABOVE CORES TO BE GROUTED), TYP

CONT BOND BEAM W/ (2) #5 CONT (LINTEL BLOCK AT OPENING)

HORIZ JOINT REINF AT 1'-4" OC, TYP

GROUT SOLID 8" MIN EACH SIDE

OF BENT BAR ANCHOR

GROUT RETAINER (NOT AT VERT REINF)

8" BOND BEAM W/ (2) #5 CONT

PT 2x8

2x4 STAGGER SPLICES

4'-0" MIN. DRILL HOLES AS

REQUIRED FOR ANCHOR

ROD NUT AND WASHER

1/2" DIA HEADED ANCHOR BOLT WITH MATCHING

NUT AND WASHER AT 2'-0" OC AT CMU CL

ROOM: REFER TO PLAN UTILITIES AND STORAGE ROOM

E M

B E

6" M

5 1/2

GROUT RETAINER (NOT AT VERT REINF)

8" BOND BEAM W/ (2) #5 CONT

PT 2x8

2x8 STAGGER SPLICES 4'-0" MIN. DRILL

HOLES AS REQUIRED FOR ANCHOR ROD NUT

AND WASHER

RIPPED 2X BLOCKING BETWEEN

RAFTERS, TYP. FASTEN TO 2X PLATE W/

10d COMMON TOE NAILS AT 8" MAX OC

(3) 10d COMMON TOE NAILS, TYP

NOTCH CMU AROUND EACH RAFTER WITH

1/2" MIN CLEAR, TYP

SIMPSON H2.5A HURRICANE TIE

FASTENED TO BOTH PLIES OF PLATE, TYP

4" CMU BOND BEAM W/ (1) #5 CONT

HORIZ JOINT REINF AT 1'-4" OC, TYP

1/2" DIA HEADED ANCHOR BOLT WITH

MATCHING NUT AND 1 3/8" OD WASHER AT 2'-0"

SPA AT CMU CL

2x12 SUB-FASCIA. SPLICE BETWEEN RAFTERS WITH 2x12x1'-2 1/2" FASTENED WITH (10) 10d COMMON

NAILS (SHOWN BEYOND)

REFER TO PLAN FOR ROOF

SHEATHING. FASTEN TO BLOCKING

AND FASCIA WITH EDGE NAILING

E M

B E

6" M

-1

NOTE: REFER TO ARCHITECTURAL DETAIL

X/A-501 FOR ALL ARCHITECTURAL COMPONENTS

8 3/8" 1'-6" 5/

SIMPSON VPA2 VARIABLE PITCH

CONNECTOR. FASTEN PER MANUF.

(2) 2x4 OR 2x8 TOP PLATE: REFER TO ARCH

2x4 STUD WALL OR STAGGARD STUD WALL: REFER TO ARCH

2x12 BLOCKING BETWEEN

RAFTERS TYP

2x12 RAFTER, TYP

REFER TO PLAN FOR ROOF

SHEATHING. FASTEN TO

BLOCKING WITH EDGE

NAILING

5 1/2

SIMPSON LSTA18 W/ (6) 10d COMMON

NAILS EACH RAFTER, TYP

SIMPSON LRU212Z RAFTER

HANGER W/ (6) SD #10x1 1/2"

SCREW IN FACE AND (7) SD #

10x 2 1/2" SCREWS IN RAFTER, TYP

2x14 LVL RIDGE

BOARD

5 1/2

2X12 RAFTERS, TYP

LOCATE FLAT 2x8 SUPPORT MEMBER

SUCH THAT HEEL OF RAFTER IS FULLY

SUPPORTED ON FLAT 2x8

LOCATE FLAT 2X4 AT TOE OF

RAFTER. FASTEN DORMER ROOF

SHEATHING TO 2X4 WITH EDGE NAILING

(SEE PLAN NOTE)

FASTEN FLAT 2x8 TO EACH RAFTER BELOW WITH (2) 16d COMMON NAILS AND TO 2x BLOCKING WITH 16d COMMON NAILS AT 8” OC

FASTEN FLAT 2x4 TO EACH SUPPORTING RAFTER WITH (2) 16d COMMON NAILS

FASTEN RAFTER TO FLAT 2X8 WITH (4) 10d COMMON

TOENAILS AND (2) SIMPSON H3 HURRICANE TIES

(STAGGERED ON OPPOSITE SIDES OF RAFTER)

FASTEN RAFTER TO FLAT 2x4 WITH (2) 10d COMMON TOE NAILS

PLYWOOD/OSB ROOF

SHEATHING: REFER TO PLAN 2x12 RAFTER OVERFRAMING AT 1'-4" OC

2x12 BLOCKING BETWEEN RAFTERS CENTERED BELOW FLAT 2x8

2x12 RAFTER AT 1'-4" OC TYP

SIMPSON LSSR210Z HANGER, FASTEN TO FACE

OF RAFTER WITH (13) 0.148" x 2 1/2" NAILS AND TO BLOCKING WITH…

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File details come from the government source that posted it. Updated Apr 3, 2024.