X00

DEPTH

INCHES X 1/100"

SECTION:

S=STUD OR JOIST

T=TRACK

U=CHANNEL

F=FURRING

FLANGE WIDTH

INCHES X 1/100"

MATERIAL THICKNESS

MILS [1 MIL=1/1000 IN.]

XXX XXX

MASONRY CONSTRUCTION - LEVEL B QUALITY ASSURANCE

VERIFICATION & INSPECTION TMS402-13 Table 3.1.2

1. Verify compliance with the approved submittals.

REQ'D

YES

EXTENT*

P

COMMENTS

TMS 602/ACI 530.1/ASCE 6: Art. 1.5

2. As masonry construction begins, verify that the following are in compliance:

A.) Proportions of site prepared mortar. YES TMS 602/ACI 530.1/ASCE 6: Art. 2.1, 2.6A

B.) Construction of mortar joints. YES TMS 602/ACI 530.1/ASCE 6: Art. 3.3B

C.) Location of reinforcement and connectors. YES TMS 602/ACI 530.1/ASCE 6: Art. 3.4, 3.6A

4. Verify during construction:

A.) Size and location of structural elements. YES

B.) Type, size and location of anchors, including other details of anchorage of masonry to structural members, frames or other construction.

YES

P

P

P

P

P

YES P

C.) Preparation, construction, and protection of masonry during cold weather (below 40 degrees F) or hot weather (above 90 degrees F).

YES P

3. Prior to grouting, verify that the following are in compliance.

A.) Grout space. YES

B.) Grade, type, and size of reinforcement and anchor bolts. YES

C.) Placement of reinforcement, and connectors. YES

P

P

P

D.) Proportion of site-prepared grout. YES P

D.) Placement of grout is in compliance.

5. Observe preparation of grout specimens, mortar specimens and/or prisms shall be observed.

YES P

SOILS & FOUNDATION CONSTRUCTION

VERIFICATION & INSPECTION MBC Section 1705.6, Table 1705.6

1. Verify materials below shallow foundations are adequate to achieve the design bearing capacity.

REQ'D

YES

EXTENT*

P

COMMENTS

YES P2. Verify excavations are extended to proper depth and have reached proper material.

YES P3. Perform classification and testing of compacted fill materials.

YES C4. Verify use of proper materials, densities, and lift thicknesses during placement and compaction of compacted fill.

* C=Continuous, P=Periodic, S=Submittal or N=None

MINIMUM TESTS TMS402-13 Table 3.1.2

Verification of slump flow and visual stability index (VSI) as delivered to the project site in accordance with Specification Article 1.5 B.1b.3 for self consolidating grout.

Verification of f'm in accordance with Specification Article 1.4 B prior to construction, except where specifically exempted by this Code.

E.) Construction of mortar joints.

YES

YES

YES

P

TMS 602/ACI 530.1/ASCE 6: Art. 3.2D, 3.2F

TMS 602/ACI 530.1/ASCE 6: Art. 2.4, 3.4

TMS 602/ACI 530.1/ASCE 6: Art. 3.2E, 3.4, 3.6A

TMS 602/ACI 530.1/ASCE 6: Art. 2.6B, 2.4G.1.b

TMS 602/ACI 530.1/ASCE 6: Art. 3.3B

TMS 602/ACI 530.1/ASCE 6: Art. 3.3F

TMS 402/ACI 530/ASCE 5: Sec. 1.2.1(e), 6.1.4.3, 6.2.1

TMS 602/ACI 530.1/ASCE 6: Art. 1.8C, 1.8D

TMS 602/ACI 530.1/ASCE 6: Art. 3.5, 3.6C

TMS 602/ACI 530.1/ASCE 6: Art. 1.4B.2.a.3, 1.4B.2.b.3, 1.4B.2.c.3, 1.4B.3, 1.4B.4

5. Prior to placement of compacted fill, inspect subgrade and verify that the site has been prepared properly.

YES P

SCHEDULE OF SPECIAL INSPECTIONS

See Geotechnical Report

See Geotechnical Report

See Geotechnical Report

See Geotechnical Report

See Geotechnical Report

CONCRETE CONSTRUCTION

VERIFICATION & INSPECTION MBC Section 1705.3, Table 1705.3, ACI 318

1. Inspection of reinforcing steel and placement.

2. Inspect anchors cast in concrete.

4. Verify use of required design mix.

5. Prior to concrete placement, fabricate specimens for strength tests, perform slump and air content tests, and determine the temperature of the concrete.

6. Inspection of concrete placement for proper application techniques.

7. Verify maintenance of specified curing temperature & techniques.

REQ'D

YES

EXTENT*

P

COMMENTS

ACI 318: Ch. 20, 25.2, 25.3, 26.6.1-26.6.3

YES P ACI 318: 17.8.2

YES C

a. Specific requirements for special inspection shall be included in the research report for the anchor issued by an approved source in accordance with 17.8.2 in ACI 318, or other qualification procedures. Where specific requirements are not provided, special inspection requirements shall be specified by the registered design professional and shall be approved by the building official prior to the commencement of the work.

YES C

ASTM C172, ASTM C31, ACI 318: 26.4, 26.12

YES P

ACI 318: 26.5

YES P ACI 318 : 26.11.1.2(b)

3. Inspect anchors post installed in hardened concrete members. a

a. Adhesive anchors installed in horizontally or upwardly inclined orientations to resist sustained tension loads.

b. Mechanical anchors and adhesive anchors not defined in 3.a.

8. Inspect formwork for shape, location, and dimensions of the concrete member being formed.

C

P

ACI 318: 17.8.2.4

ACI 318: 17.8.2

ACI 318: Ch. 19, 26.4.3, 26.4.4P

YES

YES

YES

ACI 318: 26.5.3-26.5.5

HOOKED DOWEL DEVELOPMENT LENGTHS IN TENSION (INCHES)

4000 PSI CONCRETE

90° HOOK 180° HOOKEMBEDMENT

EXTENSION

MINIMUM

RADIUS OF

BEND (INCHES)

4.5

6.0

7.5

9.0

10.5

12.0

2.5

2.5

2.5

3.0

3.5

4.0

1.50

2.00

2.50

3.00

3.50

4.00

OF BENDRADIUS

EMBEDMENT

E X

T E

N S

IO

N

90° HOOK

OF BENDRADIUS

180° HOOK

EMBEDMENT

EXTENSION

BAR SIZE

#3

#4

#5

#6

#7

#8

LAP SPLICE LENGTHS (INCHES)

4000 PSI CONCRETE

TENSION (CLASS B SPLICE)

TOP BARS

COMPRESSION

OTHER BARS

#3

#4

#5

#6

#7

#8

NOTES:

1. TOP BARS ARE HORIZONTAL REINFORCEMENT PLACES THAT

MORE THAN 12" OF FRESH CONCRETE IS CAST IN THE MEMBER

BELOW THE REINFORCEMENT.

2. LAP SPLICE LENGTHS ARE BASED ON BARS SPACED AT (2)

BAR DIAMETERS OR MORE ON CENTER W/ (1) BARS DIAMETER

MINIMUM ON CONCRETE COVER. NOTIFY ENGINEER IF SPACING

IS LESS THAN (2) BAR DIAMETERS.

COMPRESSION

ALL BARS

NOTES:

1. TOP BARS ARE HORIZONTAL REINFORCEMENT PLACES THAT

MORE THAN 12" OF FRESH CONCRETE IS CAST IN THE MEMBER

BELOW THE REINFORCEMENT.

2. LAP SPLICE LENGTHS ARE BASED ON BARS SPACED AT (2) BAR

DIAMETERS OR MORE ON CENTER W/ (1) BARS DIAMETER

MINIMUM ON CONCRETE COVER. NOTIFY ENGINEER IF SPACING

IS LESS THAN (2) BAR DIAMETERS.

STRAIGHT DOWEL DEVELOPMENT LENGTHS, INCHES

4000 PSI CONCRETE

TOP BARS

TENSION

OTHER BARS

BAR SIZE

#3

#4

#5

#6

#7

#8

BAR SIZE

ALL BARS CONCRETE MATERIAL SCHEDULE 1,2,3

STRUCTURAL ELEMENT

INTERIOR SLAB ON GRADE

INTERIOR FOOTINGS

INTERIOR SLAB ON GRADE

ACI

EXPOSURE

CLASS

MAX

W/C

RATIO

F0 0.5

0.5F0

C2 0.4 f'c

(PSI)

AIR

ENTRAIN

YES

BUILDING

BLDG 8

BLDG 8/ WASH BAY

NOTES:

1. FINAL MIX DESIGN BY THE CONCRETE SUPPLIER FOLLOWING THIS TABLE AS A MINIMUM

2. SEE REINFORCED CONCRETE GENERAL NOTES AND SPECIFICATIONS FOR ADDITIONAL INFORMATION

3. SEE ACI 318 FOR AIR ENTRAINMENT RECOMMENDATIONS BASED ON EXPOSURE TYPE AND MAX AGGREGATE SIZE.

4. MAXIMUM WATER-SOLUBLE CHLORIDE ION CONTENT IN CONCRETE SHALL NOT EXCEED 0.15% BY MASS OF

CEMENTITIOUS MATERIALS. THE MASS OF SUPPLEMENTARY CEMENTITIOUS MATERIALS USED IN DETERMINING

THE CHLORIDE CONTENT SHALL NOT EXCEED THE MASS OF THE PORTLAND CEMENT.

EXTERIOR FOOTINGS, FOUNDATION WALLS, PIERS F1 0.5 4000 YES

BLDG 8

BLDG 8

YES

YES

FOUNDATION WALLS, SLAB ON GRADE, FOOTINGS 4 C2 0.4 5000 YES SALT/STORAGE

CONCRETE COVER SCHEDULE

LOCATION

SLABS, JOISTS, WALLS NOT EXPOSED TO EARTH OR WEATHER 3/4"

CLEAR

COVER

1 1/2"

1 1/2"

2"

3"

NOTES:

1. MINIMUM COVER APPLIES TO OUTER-MOST LAYER OF REINFORCING BARS.

2. SPECIFIC DIMENSION FOR BAR PLACEMENT SHOWN ON DETAILS SHALL

SUPERCEDE VALUES IN THIS SCHEDULE.

3. PROVIDE BAR SUPPORT ACCESSORIES TO PROPERLY MAINTAIN COVER FOR

REINFORCING BAR AND WWR.

COLUMNS, PIERS

CONCRETE PLACED IN FORMS BUT

EXPOSED TO WEATHER OR EARTH

#5 BAR AND SMALLER

#6 BAR AND LARGER

CONCRETE PLACED AGAINST EARTH

DIMENSON LUMBER DESIGN VALUES

SPECIES & GRADE

S PINE #1 (2x6) 1350 175 1,600,000

ENGINEERED LUMBER DESIGN VAUES

DESIGNATION

BENDING

Fb PSI

COMPRESSION

PERPENDICULAR

TO GRAIN, Fc PSI

SHEAR

PARALLEL TO

GRAIN, FV PSI

NAIL SCHEDULE

DESIGNATION TYPE SIZE

8d COMMON 0.131"⌀ x 2 1/2" LONG

10d COMMON 0.148"⌀ x 3" LONG

16d COMMON 0.162"⌀ x 3 1/2" LONG

COMPRESSION

PARALLEL TO

GRAIN, FcII

BENDING

Fb PSI

COMPRESSION

PERPENDICULAR

TO GRAIN, Fc PSI

SHEAR

PARALLEL TO

GRAIN, FV PSI

MODULUS OF

ELASTICITY

E PSI

COMPRESSION

PARALLEL TO

GRAIN, FcII

565 1550

PLUS PSL SL1

S PINE #1 (6x6) 1250 175 1,600,000565 1500

1960 380 2005 215 1,650,000

MODULUS OF

ELASTICITY

E PSI

Classic classicengineering.com

(616) 742-2810

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ARCHITECTS

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KARIN M. KAPTEYN

MI - REGISTRATION # 6201051709

EXP. DATE - 09/08/2026

PROJ. #: 2026114

:4 :4

P M

D M

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G R

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STRUCTURAL NOTES

P R

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-0

K M

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K M

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FOUNDATION NOTES:

1. FOUNDATIONS ARE DESIGNED TO BEAR ON NATIVE SOIL OR

ENGINEERED FILL ASSUMING AN ALLOWABLE BEARING

CAPACITY OF 2000 PSF. IF MATERIAL OF THIS CAPACITY IS

NOT CONFIRMED AT THE ELEVATIONS INDICATED, THE

FOOTINGS SHALL BE LOWERED OR ENLARGED. CONTACT

CLASSIC ENGINEERING FOR ADJUSTMENTS. REFER TO THE

GEOTECHNICAL REPORT PROVIDED BY 'SOILS &

STRUCTURES', DATED MAY 13, 2026, FOR FURTHER

FOUNDATION RECOMMENDATIONS. THIS REPORT SHALL BE

CONSIDERED A PART OF THESE CONSTRUCTION

DOCUMENTS AND ALL RECOMMENDATIONS THEREIN SHALL

BE FOLLOWED.

2. ALL FILL UNDER SLABS AND ADJACENT TO FOUNDATIONS

SHALL BE CLEAN GRANULAR FILL COMPACTED TO A

MINIMUM OF 95% MODIFIED PROCTOR.

3. EXERCISE CARE WHEN BACKFILLING WALLS. EXCEPT FOR

WALL WITH EQUAL FILL OF BOTH SIDES, NOT BACKFILLING

OF WALLS SHOULD BE DONE UNTIL WALLS HAVE ATTAINED

FULL STRENGTH AND HAS BEEN PROPERLY SUPPORTED

BY BRACING OR BY A COMPLETED FLOOR OR ROOF

STRUCTURE.

4. CONTRACTOR SHALL COORDINATE WITH CIVIL AND PLUMING

FOR FOUNDATION DRAINS TO DRAIN SUMP, IF REQUIRED.

5. COORDINATE FOUNDATION WORK WITH UNDERGROUND

WORK BY MECHANICAL AND ELECTRICAL CONTRACTORS, IF

ANY.

STRUCTURAL WOOD FRAMING NOTES:

1. TRUSSES SHALL BE DESIGNED FOR THE DESIGN LOADS

INDICATED, APPROVED BY A REGISTERED STRUCTURAL

ENGINEER. SEALED DRAWINGS SHALL BE SUBMITTED FOR

REVIEW. DEFLECTION SHALL BE LIMITED TO [L=SPAN]

L/24O - ROOF LIVE LOAD

L/180 - ROOF DEAD + LIVE LOAD

2. TRUSS MANUFACTURER SHALL PROVIDE ERECTION

DRAWINGS INDICATING ALL BRIDGING AND BRACING

REQUIRED BY DESIGN.

3. WOOD TRUSSES AND/ OR OTHER STRUCTURAL FRAMING

MEMBERS ARE SHOWN AS A GENERAL LAYOUT ONLY AND

EXACT PLACEMENT SHALL BE VERIFIED IN THE FIELD.

HOWEVER, FRAMING PLACEMENT SHALL NOT EXCEED THE

SPACING SHOWN ON THE PLANS. WOOD TRUSS

PLACEMENT SHALL BE COORDINATED WITH THE TRUSS

ERECTION DRAWINGS.

4. ROOF SHEATHING SHALL BE MIINIMUM 15/32" APA RATED,

EXPOSURE 1. SHEATHING SHALL BE INSTALLED

CONTINUOUS OVER TWO OR MORE SPANS WITH STRENGTH

AXIS PERPENDICULAR TO SUPPORTS, UNLESS NOTED

OTHERWISE. SHEATHING SHALL BE NAILED WITH 10d

COMMON NAILS AT 6" OC AT ALL SUPPORTS AND PANEL

EDGES, UNLESS NOTED OTHERWISE. BLOCK ALL PANEL

EDGES. ALLOW 1/8" GAP AT PANEL EDGES AND ENDS.

5. WALL SHEATHING SHALL BE MINIMUM 7/16" APA RATED,

EXPOSURE 1. SHEATHING SHALL BE NAILED WITH 8d

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

AT INTERMEDIATE SUPPORTS, UNLESS NOTED OTHERWISE.

ALLOW 1/8" GAP AT PANEL EDGES AND ENDS.

6. COORDINATE FRAMING LOCATION FOR OPENINGS

REQUIRED BY THE MECHANICAL TRADES. WHEN OPENING

SIZES REQUIRE SPACING OF FRAMING GREATER THAN THAT

SHOWN ON DRAWINGS, PROVIDE DOUBLE MEMBERS ON

EACH SIDE OF THE OPENING AND PROPERLY HEADER THE

ENDS OF THE OPENING TO SUPPORT THE INTERMEDIATE

MEMBERS. NOTIFY AND CONSULT ENGINEER IF SPECIAL

FRAMING REQUIRED.

7. AT SOLID SAWN MULTI-PLY HEADERS, BEAMS AND STUD

ASSEMBLIES, GLUE PLIES WITH CONSTRUCTION ADHESIVE

AND NAIL WITH 10d NAILS AT 6" ON CENTER LOCATED 2"

FROM EDGES. STAGGER NAILS ON BOTH SIDES OF THE

MEMBER.

8. AT MULTI-PLY ENGINEERED LUMBER MEMBERS, GLUE PLIES

WITH CONSTRUCTION ADHESIVE AND FASTEN PER

MANUFACTURER'S SPECIFICATIONS.

9. AT MULTIPLE PLY FRAMING MEMBERS, PROVIDE AT LEAST

ONE SUPPORTING STUD PER PLY. PROVIDE BLOCKING

THROUGH FLOOR FRAMING TO TRANSFER LOADS TO

FOUNDATION.

10. ALL CONNECTION HARDWARE SHALL BE BY SIMPSON

STRONG-TIE UNLESS NOTED OTHERWISE. FOLLOW

MAXIMUM FASTENING REQUIREMENTS PER SIMPSON

CATALOG, UNLESS NOTED OTHERWISE.

11. ALL FRAMING CONNECTIONS TO COMPLY WITH THE

REQUIREMENTS OF MBC 2021 TABLE 2304.10.2 FASTENING

SCHEDULE UNLESS NOTED OTHERWISE.

CONCRETE NOTES:

1. ALL CONCRETE SHALL ATTAING THE 28 DAY COMPRESSIVE

STRENGTHS AS SHOWN IN THE CONCRETE MATERIAL

SCHEDULE, THIS SHEET.

2. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615

GRADE 60. TIES AND STIRRUPS TO BE GRADE 60. PROVIDE

EPOXY COATED REINFORCEMENT IN ALL CONCRETE

ELEMENTS AT THE SALT/ STORAGE BLDG.

3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. LAP

FABRIC 8" ON SIDES AND ENDS. MAINTAIN WIRE 1" TO 2"

BELOW TOP SURFACE OF SLABS ON GRADE.

4. PROVIDE CHAIRS, BOLSTERS OR OTHER APPROVED MEANS

TO PROPERLY LOCATE REINFORCING.

5. PROVIDE CORNER BARS TO MATCH ALL HORIZONTAL

REINFORCING IN WALLS AND FOOTINGS.

6. PROVIDE REINFORCING DOWELS WITH STANDARD HOOKS IN

FOOTINGS TO MATCH VERTICAL WALL AND PIER

REINFORCING.

7. PROVIDE CORNER BARS TO MATCH ALL HORIZONTAL

REINFORCEMENT IN WALLS AND FOOTINGS. SEE TYP

DETAIL, SHEET S201.

8. AT CMU WALLS PROVIDE REINFORCING DOWELS IN

CONCRETE FOOTING OR WALL WITH STANDARD HOOKS OR

TENSION DEVELOPMENT LENGTHS PER ACI.

9. ALL ANCHOR BOLTS SHALL MEET ASTM F1554, GRADE 36,

UNO. PROVIDE A MINIMUM 3" COVER FOR ANCHOR BOLTS

AND LOCATE HORIZONTAL REINFORCEMENT TO THE

OUTSIDE FOR ANCHOR BOLT CONTAINMENT, UNO.

10. SHOP DRAWINGS SHALL BE SUBMITTED INDICATING

COMPLETE INFORMATION REQUIRED FOR THE REINFORCED

CONCRETE ELEMENTS. SHOP DRAWINGS SHALL INCLUDE

LAYOUT AND DIMENSIONS OF REINFORCING INCLUDING ANY

OPENINGS, CONVENTIONAL REINFORCEMENT DETAILS,

CONNECTION DETAILS, PROCEDURES, SEQUENCES, ETC.

11. MATERIAL AND WORKMANSHIP FOR ALL CONCRETE AND

REINFORCEMENT SHALL BE IN ACCORDANCE WITH ACI

MANUAL OF STANDARD PRACTICE AND ACI BUILDING CODE

REQUIREMENTS.

12. PROVIDE ENTRAINED AIR IN ALL EXPOSED EXTERIOR

CONCRETE.

13. OTHER ADMIXTURES MAY BE USED AS NECESSARY,

INCLUDING THE USE OF A PLASTICIZER TO IMPROVE

WORKABILITY. HOWEVER, EXTRA WATER NOT SHALL BE

ADDED BEYOND THAT WHICH IS REQUIRED FOR PROPER

HYDRATION OF THE MIX DESIGN UTILIZED.

14. APPROPRIATE CURING PROCEDURES SHALL BE UTILIZED

FOR NEW CONCRETE. A MOIST CURE METHOD OR A

CURING COMPOUND SHALL BE USED. COMMENCEMENT OF

CURING OR APPLICATION OF A CURING COMPOUND SHALL

OCCUR IMMEDIATELY AFTER FINISHING OR REMOVAL OF

FORMWORK. THE CURING COMPOUND SHALL BE

COMPATIBLE WITH FLOOR COVERINGS, IF ANY, AND /OR

MANUFACTURER'S INSTRUCTIONS.

15. APPROPRIATE PROCEDURES FOR COLD OR WARM

WEATHER CONCRETE WORK SHALL BE FOLLOWED, AS

NECESSARY, IN ACCORDANCE WITH ACI SPECICATIONS.

16. VERIFY AND COORDINATE ALL SLEEVES, OPENINGS,

EMBEDDED ITEMS, ETC., AS NECESSARY, WITH THE

APPLICABLE TRADE THAT MAY REQUIRE THEM.

17. SAWN CONTROL JOINTS IN SLABS ON GRADE SHALL BE

PLACED AS SOON AS CONCRETE IS ABLE TO BE SAWN

WITHOUT PULLING OUT AGGREGATE FROM FLOOR. SLABS

SHALL NOT BE LEFT OVERNIGHT, OR ANY REASONABLE

AMOUNT OF TIME, WITHOUT SAWING JOINTS. WEATHER IS

CRITICAL TO SCHEDULE OF SAWN JOINTS. IF LARGE AREAS

OF SLAB ARE POURED AT ONE TIME, SEVERAL SAWS MAY BE

REQUIRED TO PROVIDE JOINTS IN TIME TO PREVENT

SHRINKAGE CRACKING. PROPER JOINTING OF SLAB IS

CRITICAL. REFER TO ACI MANUAL OF CONCRETE PRACTICE

FOR PROPER JOINTING TECHNIQUES.

CONCRETE MASONRY UNIT NOTES:

1. CONCRETE MASONRY UNITS (CMU) SHALL COMPLY WITH

ASTM C-90 GRADE N, TYPE I. STANDARD WEIGHT CONCRETE

BLOCK SHALL BE USED, SIZES AS INDICATED ON PLANS.

• f ' m SHALL BE 2000 PSI.

2. MORTAR SHALL BE TYPE 'N', EXCEPT BELOW GRADE, TYPE

'M' SHALL BE USED, UNO. MIX MORTAR FROM TYPE I

PORTLAND CEMENT (TYPE III MAY BE USED FOR COLD

WEATHER CONSTRUCTION), HYDRATED LIME (ASTM C-207)

AND AGGREGATE (ASTM C-144).

3. NET AREA MINIMUM COMPRESSIVE STRENGTH OF CMU

UNITS:

A. TYPE M OR S MORTAR: 2000 PSI

B. TYPE N MORTAR: 2650 PSI

4. GROUT FOR REINFORCED CORES AND BOND BEAMS SHALL

HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF F'c =

3000 PSI.

5. ALL CELLS BELOW GRADE AND ALL CELLS TO RECEIVE

STEEL REINFORCING SHALL BE GROUTED SOLID.

ADDITIONAL CELLS TO RECEIVE GROUT ARE SHOWN IN

DETAILS.

6. CONCRETE GROUT USED TO FILL VOIDS SHALL CONSIST OF

CEMENT, 3/8 INCH AGGREGATE AND FINE AGGREGATE AS

CALLED OUT IN THE DIVISION 4 SPECIFICATIONS. MASONRY

MORTAR SHALL NOT BE USED WHERE GROUT IS CALLED

FOR. ALTERNATE MIX DESIGNS WILL BE CONSIDERED IF

SUBMITTED TO THE ENGINEER FOR APPROVAL.

7. WHERE VERTICAL REINFORCING INTERSECTS HORIZONTAL

REINFORCING, BOTH SHALL BE CONTINUOUS.

8. HORIZONTAL REINFORCING SHALL BE CONTINUOUS AT

CORNERS WITH BEND OR SHALL HAVE CORNER BARS WITH

EACH LEG EQUAL TO REQUIRED LAP LENGTH.

9. HOOKED VERTICAL DOWEL BARS SHALL BE PLACED INTO

FOUNDATION AT ALL LOCATIONS WHERE VERTICAL

REINFORCING IS SPECIFIED FOR WALLS OR COLUMNS.

DOWELS SHALL BE SAME SIZE AS VERTICAL REINFORCING.

DOWEL EMBEDMENTS AND HOOK LENGTHS SHALL BE PER

THE CHART ON THIS SHEET. LENGTH OF DOWELS SHALL BE

ADEQUATE TO ALLOW SPLICE WITH VERTICAL BARS AS

INDICATED HEREIN. WHERE SPLICES ARE REQUIRED, USE

48 BAR DIAMETERS OR 1'-6" MINIMUM LAP FOR ALL BARS

EXCEPT JAMB REINFORCING (VERTICAL REINFORCING IN

END CELLS OF WALL AND NEXT TO OPENINGS) WHICH SHALL

LAP 60 BAR DIAMETERS OR 2'-0" MINIMUM.

10. GROUT AND REINFORCE WITH (1) #5 ALL VERTICAL CORNER

CELLS, ALL VERTICAL END CELLS AND (1) CELL EACH SIDE

OF EACH SIDE OF ALL OPENINGS UNO SPECIFICALLY.

11. MASONRY WALLS SHALL HAVE HORIZONTAL JOINTS

REINFORCED WITH 9 GA TRUSS TYPE JOINT

REINFORCEMENT AT 16" ON CENTER.

12. VERTICAL CONTROL JOINTS SHALL BE LOCATED AT ONE

SIDE OF ALL OPENINGS AND AT WALL INTERSECTIONS AND

SHALL BE SPACED AT 1.5 TIMES THE HEIGHT OF THE WALL

OR 20'-0", WHICHEVER IS LESS. REFER TO TYPICAL CMU

CONTROL JOINT DETAIL, SHEET S301.

13. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615,

GRADE 60: AND ALL LAPS SHALL BE MINIMUM OR 48 BAR

DIAMETERS. LATERAL TIE WIRE FOR PILASTERS SHALL

CONFORM TO ASTM 182

14. PROVIDE SOLID MASONRY OR FILL CORE OF BLOCKS WITH

GROUT MINIMUM OF THREE (3) COURSES UNDER ALL BEAM

AND LINTEL BEARING POINTS. GROUT CORES FULL HEIGHT

WHERE REINFORCING IS REQUIRED AT THE BEARING

POINTS UNLESS NOTED OTHERWISE.

15. REINFORCED MASONRY CORES SHALL BE FILLED WITH

GROUT IN LIFTS OF 48" MAXIMUM UNLESS CLEAN-OUT

HOLES ARE PROVIDED FOR HIGH-LIFT GROUTING. GROUT

SHALL BE PUDDLED OR VIBRATED IN PLACE.

16. MASONRY REINFORCING MUST BE CONTINUOUS, MAINTAIN

MINIMUM LAP WHERE SPLICES OCCUR. SUPPORT

REINFORCING VERTICALLY AT A DISTANCE NOT EXCEEDING

192 BAR DIAMETERS AND MAINTAIN 1/4" MINIMUM

CLEARANCE BETWEEN THE STEEL AND MASONRY.

17. FOR HIGH-LIFTING GROUTING; ALL MORTAR PROJECTIONS

AND DROPPINGS MUST BE CLEANED OUT OF THE GROUT

SPACE. GROUT SHALL BE PLACED IN LIFTS NOT EXCEEDING

48" AT ONE-HOUR INTERVALS BUT CORES BEING GROUTED

MUST BE FILLED IN ONE DAY.

POST INSTALLED ANCHORS:

1. POST INSTALLED ANCHORS SHALL BE MANUFACTURED BY

HILTI, INC. OR SIMPSON STRONG-TIE, INC. INTERNATIONAL

CODE COUNCIL (ICC) APPROVED SUBSTITUTIONS

(ALTERNATES) ARE ALLOWED AND MAY BE SUBMITTED FOR

REVIEW AND APPROVAL.

2. THE FOLLOWING ANCHORS SHALL BE USED FOR THE

VARIOUS APPLICATIONS LISTED UNLESS NOTED

OTHERWISE. SEE THE DRAWINGS FOR SIZE, SPACING AND

REQUIRED EMBEDMENT. PROVIDE STANDARD EMBEDMENT

AT LOCATIONS NOT INDICATED.

3. ATTACHMENT TO CONCRETE:

-EXPANSION ANCHORS: HILTI KWIK BOLT TZ2.

-ADHESIVE ANCHORS: HILTI HAS RODS WITH HIT-HY 200 V3

INJECTION ADHESIVE.

-SCREW ANCHORS: HILTI KWIK HUS-EZ OR SIMPSON TITEN

HD

-REINFORCING BAR: HILTI HIT-HY200 V3

4. ATTACHMENT TO GROUT-FILLED (SOLID) MASONRY:

-EXPANSION ANCHORS: HILTI KWIK BOLT TZ2.

-ADHESIVE ANCHORS: HILTI HAS RODS WITH HIT-HY 270

INJECTION ADHESIVE.

5. ATTACHMENT TO HOLLOW MASONRY:

-EXPANSION ANCHORS: HILTI HLC SLEEVE ANCHORS.

-ADHESIVE ANCHORS: HILTI HAS RODS WITH HIT-HY 270

INJECTION ADHESIVE.

6. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING AND

FOLLOWING THE MANUFACTURER'S INSTALLATION

INSTRUCTIONS AS WELL AS ANY NECESSARY INSTALLATION

TOOLS REQUIRED FOR PLACEMENT OF ANCHORS. HOLE

INSTALLATION CONDITIONS SHALL BE HAMMER DRILL DRY.

PRE-ENGINEERED BUILDING NOTES:

1. PRE-ENGINEERED BUILDING [PEMB] SHALL CONFORM TO

THE REQUIREMENTS OF THE MICHIGAN BUILDING CODE 2021

AISC 360 AND ALL APPLICABLE BUILDING & DESIGN CODES.

2. THE BUILDING MANUFACTURER SHALL HAVE BEEN IN

PRACTICE MANUFACTURING METAL BUILDINGS OF THE SIZE

AND COMPLEXITY OF THE BUILDING SHOWN ON THE

DRAWINGS FOR A PERIOD OF NO LESS THAN 5 YEARS. THE

MANUFACTURER SHALL HAVE AN AISC QC PROGRAM.

3. LATERAL DEFLECTION AT THE ROOF LEVEL IN RELATION TO

THE SLAB ON GRADE SHALL NOT EXCEED H200.

4. VERTICAL DEFLECTION OF PEMB FRAMES PROVIDING

LATERAL SUPPORT TO THE TOP OF CMU WALLS SHALL BE

LIMITED TO 1 1/2".

5. SUBMIT COMPLETE CALCULATIONS FOR THE BUILDING

FRAMING, COLD FORMED MEMBERS AND ROOFING SEALED

BY A PROFESSIONAL ENGINEER LICENSED IN THE

PROJECT'S STATE. PROVIDE REACTION PACKAGE WITH

ANCHOR BOLT SETTING DETAILS REQUIRED FOR DESIGN OF

THE FOUNDATIONS IN SUFFICIENT TIME FOR CLASSIC

ENGINEERING TO MEET PROJECT SCHEDULE.

6. SUBMIT ERECTION DRAWINGS SHOWING ANCHOR BOLT

SETTINGS, SIDEWALL, ENDWALL, AND ROOF FRAMING,

TRANSVERSE CROSS SECTIONS, AND ACCESSORY

INSTALLATION DETAILS TO CLEARLY INDICATE PROPER

ASSEMBLY OF BUILDING COMPONENTS.

ARCH ARCHITECTURAL

B/ BOTTOM OF

CMU CONCRETE MASONRY UNIT

CONC CONCRETE

CONT CONTINUOUS

DIA DIAMETER

DIAG DIAGONAL

EA EACH

EW EACH WAY

FFE FINISHED FLOOR ELEVATION

FTG FOOTING

GALV GALVANIZED

HORIZ HORIZONTAL

MAX MAXIMUM

MIN MINIMUM

OC ON CENTER

PAF POWER/POWDER ACTUATED FASTENER

PEMB PRE-ENGINEERED METAL BUILDING

PL PLATE

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

REINF REINFORCING

REQ'D REQUIRED

SF STEP FOOTING

SIM SIMILAR

SST SIMPSON STRONG-TIE

SQ FT SQUARE FEET

T & B TOP AND BOTTOM

T/ TOP OF

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

W/ WITH

WWR WELDED WIRE REINFORCEMENT

ABBREVIATIONS:

CODE: 2021 MICHIGAN BUILDING CODE

RISK CATEGORY II BUILDING

FLOOR LIVE LOADS:

MEZZANINE = 125 PSF

ROOF SNOW LOADS:

GROUND SNOW LOAD, Pg = 50 PSF

IMPORTANCE FACTOR, I = 1.0

EXPOSURE B

SNOW EXPOSURE FACTOR, Ce = 1.0 THERMAL FACTOR, Ct = 1.0 HEATED BUILDINGS THERMAL FACTOR, Ct = 1.2 UNHEATED BUILDINGS SLOPED ROOF FACTOR, Cs =1.0 ROOF SNOW LOAD, Pf = 35 PSF HEATED BUILDINGS ROOF SNOW LOAD, Pf = 42 PSF UNHEATED BUILDING

WIND DESIGN DATA:

ULTIMATE DESIGN WIND SPEED = 105 MPH

NOMINAL DESIGN WIND SPEED = 81 MPH

EXPOSURE CATEGORY C

INTERNAL PRESSURE COEFFICIENT = +/-0.18 BLDG 9

INTERNAL PRESSURE COEFFICIENT = +/-0.55 SALT STORAGE BLDG

SEISMIC DESIGN DATA:

IMPORTANCE FACTOR, I=1.0

SITE CLASS D

MAPPED SPECTRAL RESPONSE ACCELERATION, Ss= 0.053g MAPPED SPECTRAL RESPONSE ACCELERATION, S1= 0.033g SPECTRAL DESIGN ACCELERATION, SDS=0.056g SPECTRAL DESIGN ACCELERATION, SD1=0.052g

SEISMIC DESIGN CATEGORY A

SEISMIC RESISTING SYSTEM BY PEMB SUPPLIER

DESIGN CRITERIA:

COLD FORMED METAL FRAMING NOTES:

1- CONCRETE MIX DESIGN - DELEGATED DESIGN

2- CONCRETE REINFORCEMENT

3- CONCRETE MASONRY

4- CONCRETE MASONRY REINFORCEMENT

5- PRE-ENGINEERED WOOD TRUSSES - DELEGATED DESIGN

7- PRE-ENGINEERED METAL BUILDING - DELEGATED DESIGN

8- COLD-FORMED METAL FRAMING - DELEGATED DESIGN

NOTE:

DELEGATED DESIGN PORTIONS OF THE PROJECT HAVE BEEN DEFERRED AND WILL

BE DESIGNED BY THE PRODUCT MANUFACTURER'S QUALIFIED LICENSED ENGINEER.

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.

SHOP DRAWING SUBMITTALS REQ'D:

1. COLD FORMED METAL FRAMING [CFMF], INCLUDING NON-

STRUCTURAL COMPONENTS, SHALL BE DELEGATED DESIGN,

DESIGNED, FABRICATED AND CONSTRUCTED IN

ACCORDANCE WITH THE APPLICABLE BUILDING CODE AND

AISI SPECIFICATION FOR DESIGN OF COLD-FORMED STEEL

STRUCTURAL MEMBERS, LATEST EDITION.

2. COMPONENTS 16 GAGE [54 MIL] AND HEAVIER SHALL BE

FABRICATED WITH STRUCTURAL QUALITY STEEL SHEET

WITH A MINIMUM YIELD POINT OF 50,000 PSI; ASTM A653,

ASTM A875, ASTM A792, OR ASTM A463..

3. COMPONENTS 18 GAGE [43 MIL] AND LIGHTER SHALL BE

FABRICATED WITH STRUCTURAL QUALITY STEEL SHEET

WITH A MINIMUM YIELD POINT OF 33,000 PSI; ASTM A653,

ASTM A875, ASTM A792, OR ASTM A463.

4. PROVIDE GALVANIZED FINISH TO METAL FRAMING

COMPONENTS COMPLYING WITH ASTM A924 FOR MINIMUM

G60 COATING.

5. ALL STUDS SHALL BE STANDARD STRUCTURAL STEEL

STUDS OF SIZE, SHAPE, AND MINIMUM GAGE INDICATED,

AND FLANGE RETURN LIP.

6. NON-LOADBEARING WALLS SHALL BE PROVIDED WITH A

VERTICAL SLIP CONNECTION TO STRUCTURAL FRAMING.

7. WELD STUD WORK USING E60XX ELECTRODES BY

CERTIFIED WELDERS. FOR MECHANICAL FASTENERS, USE

ONLY POLYMER FINISHES, CHROMIUM PLATED, STAINLESS

STEEL OR HOT DIP GALVANIZED UNITS.

8. REGULAR TRACKS WITH 1-1/4 INCHES FLANGES SHALL BE

INSTALLED AT THE TOPS AND BOTTOMS OF ALL VERTICAL

STUDS. REGULAR TRACKS SHALL BE AT LEAST THE SAME

THICKNESS OF THE STUDS. TRACKS SHALL BE CONNECTED

TO THE STUDS WITH 2 SCREWS - ONE AT EACH FLANGE.

VERTICAL STUDS MUST BE SEATED SQUARELY IN THE

TRACKS. MAXIMUM PERMITTED GAP BETWEEN THE STUD

AND THE WEB OF THE TRACK IS 1/16 INCH.

9. COLD FORMED FRAMING AND CONNECTIONS SHOWN ON

PLANS REPRESENT A MINIMUM REQUIREMENT. ALL COLD-

FORMED STEEL FRAMING, INCLUDING NON-LOAD BEARING

COMPONENTS, SHALL BE DESIGNED BY A SPECIALTY

ENGINEER REGISTERED IN THE STATE OF MICHIGAN.

SUBMIT SEALED SHOP DRAWINGS AND CALCULATIONS.

10. EACH COLD FORMED STEEL MEMBER SHALL BE SUPPLIED

AND MARKED WITH A FOUR PART IDENTIFICATION CODE IN

COMPLIANCE WITH THE STEEL STUD MANUFACTURERS

ASSOCIATION [SSMA] IDENTIFYING SYSTEM:

O W

N E

R R

E V

IE

W

-2

-2

R E

V

IE

W

-1

-2

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-2

B

ID

S

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N

-2

-2

07.22.26

A

B

C

D

EQ

S-201

S-201

S-201

T/ WALL EL = 100'-0"

TYP

T/ FTG EL =99-4"

SF

P -1

F9.

A

P-2 O

H

8" CMU W/ #5 2 24" OC

T/ PIER EL = 100'-0"

TYP

T/ WALL EL = 99'-0"

TYP @ DOOR OPENINGS

UNO

T/ WALL EL = 100'-0"

TYP UNO

T/ PIER EL

= 99'-4"

T/ PIER EL

= 99'-4"

T/ PIER EL

= 99'-4"

-2

F 9.

F8.

8.

T/ FTG EL = 96'-0"

TYP UNO

FFE=100'-0"

FFE=99'-8 3/4"

T/ FTG EL =99-4"

8" CMU W/

#5 @ 48" OC

SF

SF

11' - 7 1/2"

S-201

1' - 2"

17' - 10" 21' - 0" 15' - 0" 31' - 0" 32' - 0" 1' - 0"

27' - 0" 32' - 0" 30' - 0" 30' - 0" 1' - 2"

FFE=99'-9 3/4"

30'-0"

FUTURE EXPANSION

BID ALTERNATE #2

SEE S-102

6"

T/ FTG EL =96-0"

8" CMU W/ #5 @ 24" OC

ON 8" CONC FROST WALL

T/CONC=99'-4"

6"

240' - 2"

FFE=99'-8 3/4"

FFE=99'-9 3/4"

FFE=100'-0"

S

LO

P

E T

O D

R A

IN

F F

E

0'

-0

P-1A

F8.0

8.

F8.

SG-2

FFE=100'-0"

F F

E

0'

-0

FFE=99'-10 1/2"

TRENCH DRAIN

SEE TYP DETAIL

SHEET S-201

FFE=100'-0"

F F

E

0'

-0

SLOPE TO DRAIN

S

LO

P E

T O

D R

A

IN

SG-2

SG-2

SG-1

11' - 0"

2' - 0"2' - 0"

8' - 6"

LIFT TIE DOWN - SEE ARCH

TYP (4) PLCS

MAX REACTION = +/-10K

VERIFY W/ LIFT SPECS

/2

W F

-2

W F

-2

W F

-2

WF-1

TYP @ PERIMETER

S-201

T/ WALL EL = 99-4'

TYP @ NORTH WALL

S-201

S-201

S-201 5

S-201

S-201

S-201

SIM

S-201

SIM

S-201

SIM

S-201

S-201

S-201

SIM

F F

E

0'

-0

FFE=100'-0"

EQ

SLOPE TO DRAIN

T/ PIER EL = 99-4'

TYP @ NORTH WALL

P-1A

F8.0

2' - 10"

/2

S

T-1

T

YP (8

)P

LC

S

/2

/2

PROVIDE DIRT CATCHER

SEE TYP DETAIL, SHEET S-201.

12' - 0" 3' - 4" 5' - 8" 18' - 0" 18' - 6" 18' - 0" 18' - 0" 18' - 0"

3' - 0"

3' - 4" 6' - 8" 18' - 0" 12' - 0" 18' - 0" 12' - 0" 18' - 0" 12' - 0" 18' - 0" 7' - 8"

12' - 0" 3' - 4"

TRENCH DRAIN

SEE TYP DETAIL

SHEET S-201

TRENCH DRAIN

SEE TYP DETAIL,

SHEET S-201

5' - 8" 18' - 0" 18' - 6" 18' - 0" 76' - 0" 3' - 4" 85' - 4"

S-202

F19x4

F19x4

LIFT POST BY OTHER

TYP (2) PLCS

[LIFT CAPACITY = 15K]

F15x4

T/FTG EL=99'-0"

TYP

SF

SF

-5

9.

P-5 OH

F9.0

P-3

5.

P-3A F5.0

P-3A F5.0

P-4 OH

F5.0

P-4 F5.0

TYP CONTROL/

CONSTRUCTION JOINTS

SEE TYP DETAILS, SHEET S-201

PROVIDE DIAG SLAB REINF &

ISOLATION JOINT @ PIERS

SEE TYP DETAIL, SHEET S-201

S-201

P-3A SIM

F5.0

A S

IM

SEE ARCH FOR

ST-1 LOC'NS

TYP

S-201

S-201

SIM

S-201

S-201

S-201 SIM

SLAB ON GRADE SCHEDULE

TYPE THICKNESS

SG-1 4"

SG-2

VAPOR

RETARDER

YES

FLOOR FLATNESS

F (F) F (L)

REMARKS

-8"

NOTES:

1. ALL SLABS TO BE PLACED OVER 10 MIL VAPOR RETARDER UNO/ OVER 6" MINIMUM COMPACTED GRANULAR

BASE COMPLYING W/ MDOT CLASS II SPECS.

YES

REINFORCEMENT

6x6-W1.4xW1.4 WWR

#4 @ 12" OC EW T&B

FOOTING SCHEDULE

MARK SIZE [LxWxD] REINFORCEMENT

WF-2 16" x 12" 2-#4 CONT BOTTOM

WF-1 18" x 12" 2-#4 CONT BOTTOM

F9.0 9'-0"x9'-0"x15" 9-#6 EW T&B

F8.0 8'-0"x8'-0"x15" 8-#6 EW T&B

F19x4 19'-0"x4'-0"x15" 5-#5 LONG/20-#4 SHORT T&B

F15x4 15'-0"x4'-0"x15" 5-#5 LONG/16-#4 SHORT T&B

F5.0 5'-0"x5'-0"x15" 6-#5 EW T&B

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KARIN M. KAPTEYN

MI - REGISTRATION # 6201051709

EXP. DATE - 09/08/2026

PROJ. #: 2026114

:5 :3

A M

D M

V A

C A

M P

G R

A Y

L

IN

G B

U

IL

D

IN

G

FOUNDATION PLAN - BLDG 8

P R

O J E

C T

A D

D R

E S

S S

-1

P A

K

K M

K

1/8" = 1'-0"

FOUNDATION PLAN - BLDG 8

FOUNDATION NOTES:

1. FOUNDATIONS SHOWN ARE SCHEMATIC ONLY AND WILL BE REVISED UPON RECEIPT OF PEMB

DRAWINGS AND REACTION PACKAGE.

2. P-X DENOTES CONCRETE PIER. SEE DETAILS, SHEET S-202.

3. SF DENOTES STEP FOOTING, SEE TYP DETAIL, SHEET S-201.

4. ST-1 DENOTES 18"⌀ CONCRETE PIER [SONOTUBE] . SEE 4/S-202. T/CONC=100'-8".

5. PROVIDE CONTROL/ CONSTRUCTION JOINTS IN SLAB ON GRADE PER THE FOLLOWING:

4" SLAB: MAX 10' OC

8" SLAB: MAX 20' OC

WITH MAX ASPECT RATIO LENGTH/ WIDTH < 1.5. PROVIDE DIAGONAL SLAB REINFORCEMENT &

ISOLATION JOINTS AT PIERS. SEE TYP DETAILS, SHEET S-201

6. EXTERIOR CONCRETE APRONS AT OVERHEAD DOORS SHALL BE SG-2. . SEE ARCH & CIVIL FOR

SIZES & LOCATIONS.

7. PROVIDE SLEEVES FOR PIPES INTERSECTING FOUNDATION WALLS & FOOTINGS. PROVIDE

ADDITIONAL CONCRETE BELOW FOOTINGS FOR UTILITIES LOCATED BELOW FOUNDATIONS PER TYP

BURIED UTILITY DETAIL, SHEET S-201.

O W

N E

R R

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IE

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-2

R E

V

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W

-1

-2

O W

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-2

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-2

S-202

63' - 0"

32' - 0"31' - 0"

7' - 0"18' - 0"13' - 0"18' - 0"

C O

O R

D

IN

A T

E L

E N

G T

H W

/ C

IV

IL

/4

7' - 0"

SG-2SG-2

S-202

S-202

S-202

S-202

S-202

S-301

H-1H-1

M O

N O

T R

U S

S E

S

4" O

C

GABLE END

TRUSS

GABLE END

TRUSS

S-301

S-301

S-301

H-2 H-2

EF-6

300#

EF-7

300#

TYP

S-301

1 2

A

B

C

D

8" CMU W/

#5 @ 48" OC

800S200 JOISTS

@ 16" OC

362S162 STUDS

@ 16" OC

L-

L-

L-

L-

L-

L-

XFMR-1

1200#

PROVIDE ADD'L

JOISTS & BLOCKING

AS REQ'D

LINTEL SCHEDULE

MARK SIZE BEARING LENGTH

L-1 2-L3 1/2x3 1/2x3/16 8"

L-2 2-L5x3 1/2x3/16 LLBB 8"

7 9

A

B

C

D

S-301

S-301

L-

L-

S-202

S-201

MARK SIZE

H-1 5 1/4"x16" PLUS PSL 3

HEADER SCHEDULE

BEARING STUDS # KING STUDS

6x6 S PINE #1

H-2 3-2x6 S PINE #1 PT 21

A

B

C

D

S-201

30' - 0" FUTURE EXPANSION

-4

O H

F5.

F5.

P-4 F5.0

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415 Leonard Street NW, Suite 200 Grand Rapids, MI 49504

(616) 785-5656 www.paradigmae.com

Grand Rapids | Phoenix

ARCHITECTS

PARADIGM DESIGN

ENGINEERS|

INTERIOR DESIGN

D E

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KARIN M. KAPTEYN

MI - REGISTRATION # 6201051709

EXP. DATE - 09/08/2026

PROJ. #: 2026114

:5 :1

A M

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BLDG 8 FRAMING PLANS / BID ALTERNATE STRUCTURAL PLANS

P R

O J E

C T

A D

D R

E S

S S

-1

P A

K

K M

K

1/8" = 1'-0"

FOUNDATION PLAN - SALT/ SAND STORAGE - BID ALTERNATE #3

1/8" = 1'-0"

FRAMING PLAN SALT/ SAND STORAGE - BID ALTERNATE #3

1/8" = 1'-0"

PLATFORM FRAMING PLAN - BLDG 8

1/8" = 1'-0"

CMU WALL PLAN - BLDG 8

FRAMING NOTES:

1- ALL GUSSET PLATES, ANCHORS, METAL STRAPS & TIES, ETC SHALL BE EPOXY PAINTED.

FOUNDATION NOTES:

1- ALL WALL, FOOTING & SLAB REINFORCEMENT SHALL BE EPOXY COATED.

2- SEE SHEET S-101 FOR SLAB ON GRADE SCHEDULE.

3- EXTERIOR CONCRETE APRONS AT OVERHEAD DOORS SHALL BE SG--2.

FRAMING NOTES:

1- PROVIDE CONTROL JOINTS IN CMU WALLS AT 20'-0" OC MAX SPACING. SEE TYP DETAIL, SHEET S-301.

NOTE:

PLATFORM NOT TO BE USED FOR STORAGE.

SCALE: 1/8" = 1'-0"S-102S-201

4 FOUNDATION PLAN -BID ALTERNATE #2

O W

N E

R R

E V

IE

W

-2

-2

R E

V

IE

W

-1

-2

O W

N E

R R

E V

IE

W

-8

-2

B

ID

S

C O

N S

T R

U C

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-2

-2

1 2 3 4 5 6 7 9 10 11

B

C

D

13128

CRANE RAIL

CRANE RAIL

S-103

S-103

CRANE RUNWAY BEAM

BY CRANE SUPPLIER

1'-0" MIN

PEMB FRAME

WIDE FLANGE BEAM &

CONX TO PEMB FRAME

BY PEMB SUPPLIER

1'-0" MIN

20'-0" MAX HANGER SPACING

HANGER BY

CRANE SUPPLIERM

IN

C L

E A

R

124'-6"

B/BEAM EL

121'-6"

B/BEAM EL

LOADING INFORMATION & SKETCH PROVIDED BY WOLVERINE CRANE & SERVICE, INC

05.20.26

TYP HANGER LOADS @ CRANE BEAM ELEV

VERTICAL DEAD LOAD = 1.8K

VERTICAL LIVE LOAD = 1.5K W/O IMPACT

HORIZONTAL LIVE LOAD = 0.5K

LATERAL LIVE LOAD = 1.0K

MAX SUPPORT BEAM END REACTIONS

DEAD LOAD = 2.0K

LIVE LOAD = 14.0K W/O IMPACT

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x

415 Leonard Street NW, Suite 200 Grand Rapids, MI 49504

(616) 785-5656 www.paradigmae.com

Grand Rapids | Phoenix

ARCHITECTS

PARADIGM DESIGN

ENGINEERS|

INTERIOR DESIGN

D E

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TE

KARIN M. KAPTEYN

MI - REGISTRATION # 6201051709

EXP. DATE - 09/08/2026

PROJ. #: 2026114

:4 :4

P M

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D

IN

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CRANE RAIL CRITERIA

P R

O J E

C T

A D

D R

E S

S S

-1

P A

K

K M

K

1/16" = 1'-0"

CRANE RAIL PLAN - BLDG 8

SCALE: 1/2" = 1'-0"S-103S-103

2 TYP CRANE RAIL DETAIL

O W

N E

R R

E V

IE

W

-2

-2

R E

V

IE

W

-1

-2

O W

N E

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IE

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-8

-2

B

ID

S

C O

N S

T R

U C

T

IO

N

-2

-2

1/8" WIDE SAWCUT. CUT

WITHIN 24 HRS OF INITIAL

SET. FILL W/ VEHICULAR

RATED SEALER

t/3 t

CUT 50% REINF

AT JOINT

* WHERE t < 4" WWR MAY BE PLACED AT MID DEPTH t/4

COAT PREVIOUS

SURFACE W/ BOND

BREAKER PRIOR TO

NEXT POUR

t/8" Ø SMOOTH BAR @ 1'-4"

OC GREASE AND WRAP ONE

END

1/8" TOOLED EDGE

FILL W/ VEHICULAR

RATED SEALER

t

WWR REFER TO CJ

DETAIL FOR PLACEMENT

SEPARATE AT

CONSTRUCTION JOINT

EQ EQ

NOTE:

SEE FOUNDATION WALL/FTG DETAILS

FOR REINF SIZE AND SPACING

D E

T A

IL

S

T S

E E

F N

D W

A

LL

2 x H

2' -0

M

A X

H

(M

IN

.)T

SEE PLAN

T/FTG

TYPICAL FOOTING

REINFORCEMENT

SEE SCHED

TENSION LAP

SEE SCHED

TENSION LAP

MAIN FFE

100' - 0"

4" CMU VENEER

PEMB FRAME

COL

CONC SLAB

SEE PLAN

SEE SCHEDULE FOR SIZE & REINF

4'

2x4 STUDS @

16" OC

METAL PANEL

SEE ARCH

GIRTS BY PEMB

ANCHOR RODS

SEE PEMB ANCHOR PLAN

1/2"⌀ TITEN HD

@ 24' OC

96'-0"

T/FTG EL

MAIN FFE

100' - 0"

4" CMU VENEER

SEE ARCH

2x4 STUDS @

16" OC

METAL PANEL

SEE ARCH

PEMB GIRTS

1/2"⌀ TITEN HD x 6"

@ 24' OC

10"

6"

1' - 6"

1'

4'

96'-0"

T/FTG EL

CONC SLAB

SEE PLAN

#4 DOWELS

@ 24' OC

EQ EQ

2-#4 CONT

2-#5 BARS

CONT

MAIN FFE

100' - 0"

4" CMU VENEER

SEE ARCH

2x4 STUDS @

16" OC

METAL PANEL

SEE ARCH

PEMB GIRTS

1/2"⌀ TITEN HD x 6"

@ 24' OC

96'-0"

T/FTG EL

CONC SLAB

SEE PLAN

#4 DOWELS

@ 24' OC

2-#4 CONT

6"

10"EQ EQ

362S162 STUDS

@ 16" OC

1' - 6"

1'

2-#5 BARS

CONT

4" 4"

1' - 0"

2-#4 CONT

MAIN FFE

100' - 0"

4" CMU VENEER

SEE ARCH

2x4 STUDS @

16" OC

METAL PANEL

SEE ARCH

PEMB GIRTS

1/2"⌀ TITEN HD x 6"

@ 24' OC

96'-0"

T/FTG EL

CONC SLAB

SEE PLAN

#4 DOWELS

@ 24' OC

2-#4 CONT

6"

10" CMU GROUTED

SOLID

SLAB ON GRADE

FUTURE EXP

10"4" 4"

1' - 6"

1'

#4 DOWELS x 16"

@ 24' OC

MAIN FFE

100' - 0"

96'-0"

T/FTG EL

EXTERIOR CONC

SEE CIVIL

99'-0"

T/WALL EL

2"

MAT'L

1/2" EXP JOINT

SEE PLAN

FFE

#4 BENT BARS

@ 12" OC

4" 6"

CONC SLAB

SEE PLAN

2-#5 BARS

CONT

24"

24"

99'-4" @ SIM

L2x2x1/4 GALV W/

1/2"⌀ HEADED STUDS

@ 24' OC

1/ 4"

MAIN FFE

100' - 0"

CONC SLAB

SEE PLAN

SEE PLAN

T/WALL

1/2" EXPANSION

MATERIAL

EXT CONC

SEE CIVIL

#4 BENT BARS

@ 12" OC

24"

24"

99'-4"

T/WALL=

L1 1/2xx1 1/2x1/4 GALV W/

1/2"⌀ x 5" HEADED STUDS @ 24" OC

6"1' - 10"1' - 6"

2-#4 CONT

#4 DOWELS @ 24" OC

1' - 4"

1'

EQ EQ

96'-0"

T/FTG EL

GRATING

2' - 0" 1/4"

1'

GALVANIZED BAR GRATING 4'x2' 19W-4 [1 1/4x3/16]

2' - 2"

1'

4"

4"3-#4 CONT

FREE DRAINING

GRANULAR FILL

PROVIDE DRAINS

THROUGH WALL

@ SIM

COLUMN FOOTING

@ SIM

MAIN FFE

100' - 0"

8" CMU W/

#5 @ 24" OC

#5 @ 48" OC @ SIM

99'-4"

T/FTG EL

8" CONC SLAB

[4" SLAB @ SIM]

#4 DOWELS

@ 24' OC

2-#4 CONT

1' - 4"

1'

NOTE: WALL REINFORCING

NOTED ELSEWHERE.

3/4" CHAMFER, TYP

PLAN (REINF EACH FACE)

D E

T A

IL

S

S E

E

"L" DOWEL OF THE SAME SIZE AND

SPACING AS HORIZONTAL BARS (TRIM

AS REQUIRED AT OPENINGS)

PLAN (REINF SINGLE LAYER)

D E

T A

IL

S

S E

E

3/4" CHAMFER, TYP

"L" DOWEL OF THE SAME SIZE AND

SPACING AS HORIZONTAL BARS (TRIM

AS REQUIRED AT OPENINGS)

S E

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C H

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N

L A

P

S E

E S

C H

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T E

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N

L A

P

T/WALL = 100'-0"

T/WALL = 99'-4"

T/WALL = 100'-0"

2'

3' - 10"

6"

6"

GALVANIZED BAR GRATING 4'x2' 19W-4 [1 1/4x3/16]

1" 1"

1"

S-201

1/4"

DOOR RO

3' - 4"

1/ 4"

1/ 4"

1/4"

1/4"

1/ 4"

1/ 4"

1/4"

1"

4' - 1"

L1 1/2x1 1/2x1 4" GALV W/

1/2"⌀ x 5" HEADED STUDS

@ 24" OC

8"

9"

6"

4 1/2" 4 1/2"

PLACE CONCRETE FILL

PRIOR TO POURING

FOOTING

MATCH FOOTING

FOOTING

4" M

IN

6" M

IN3'

-0

M

A X

MIN

3x⌀ 9" MIN9" MIN

PIPE W/ SLEEEVE

TRENCH DRAIN FRAME

SEE PLUMBING DRAWINGS

FOR SIZE REQ'D

2-#5 CONT

1' - 0"6" 6"

8" V

A R

IE

S

#5 @ 18" OC

L2x2x1/4 CONT W/

STRAP ANCHORS

@ 32" OC

2-#4 BARS PLACED

1 1/2" BELOW FFE

CONTROL OR

CONSTRUCTION JOINT

BASE PLATE

ISOLATION DIAMOND

FOUNDATION

WALL PIER PER SCHEDULE

P E

R S

C H

E D

U

LE

P

IE

R

3"

3"

MAIN FFE

100' - 0"

8" CMU W/

#5 @ 24" OC

97'-0"

T/FTG EL

CONC SLAB

SEE PLAN

#4 DOWELS x 24"

@ 24' OC

2-#4 CONT

1'

1' - 4"

#4 DOWELS

@ 24' OC

99'-4"

T/WALL EL

CONC SLAB

SEE PLAN

SEE PLAN

T/WALL

1/2" EXPANSION

MATERIAL

SEE PLAN

FFE

#4 BENT BAR

@ 16" OC

24"

24"

EXT CONC

SEE CIVIL

[SG-1 @ SIM]

NOT TO SCALE

TYP CONSTRUCTION JOINT DETAIL

NOT TO SCALE

TYP CONTROL JOINT DETAIL

NOT TO SCALE

TYP STEP FOOTING DETAIL

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415 Leonard Street NW, Suite 200 Grand Rapids, MI 49504

(616) 785-5656 www.paradigmae.com

Grand Rapids | Phoenix

ARCHITECTS

PARADIGM DESIGN

ENGINEERS|

INTERIOR DESIGN

D E

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KARIN M. KAPTEYN

MI - REGISTRATION # 6201051709

EXP. DATE - 09/08/2026

PROJ. #: 2026114

:3 :2

A M

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FOUNDATION DETAILS

P R

O J E

C T

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S S

-2

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K M

K

SCALE: 3/4" = 1'-0"S-201S-101

1 SECTION

SCALE: 3/4" = 1'-0"S-201S-101

2 SECTION

SCALE: 3/4" = 1'-0"S-201S-101

3 SECTION

SCALE: 3/4" = 1'-0"S-201S-101

4 SECTION

SCALE: 3/4" = 1'-0"S-201S-101

5 SECTION

SCALE: 3/4" = 1'-0"S-201S-101

6 SECTION

SCALE: 3/4" = 1'-0"S-201S-101

8 SECTION NOT TO SCALE

TYP CORNER REINF DETAIL

1/2" = 1'-0"

TYP DIRT CATCHER DETAIL

NOT TO SCALE

TYP BURIED UTILITY DETAILNOT TO SCALE

TYP TRENCH DRAIN DETAIL

NOT TO SCALE

TYP SLAB REINF DETAIL @ PIER

SCALE: 3/4" = 1'-0"S-201S-101

7 SECTION

SCALE: 3/4" = 1'-0"S-201S-101

9 SECTION

O W

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-2

R E

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-1

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-8

-2

B

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-2

-2

A D

OH

1'-6" 1'-6"

T/PIER EL =

99'-4" @ P-1 100'-0" @ P-1A

#3 TIES

@ 14" OC

14-#7 VERTICAL

T/WALL EL=100'-0"

[99'-4" @ DOOR

OPENINGS]

BASE PLATE PER

PEMB SUPPLIER W/

ANCHOR RODS

EMBED = 12"

#5 BENT BAR IN CONTACT W/

ANCHOR RODS

WITHIN 2" OF TOP OF PIER

35°35°

23"23"

STD HOOKSTD HOOK

A D

7 8

OH

1'-3" 1'-0"T/PIER EL

=100'-0"

#3 TIES

@ 14" OC

16-#7 VERTICAL

T/WALL EL=100'-0"

[99'-4" @ DOOR

OPENINGS]

BASE PLATE PER

PEMB SUPPLIER W/

ANCHOR RODS

EMBED = 12"

#5 BENT BAR IN CONTACT W/

ANCHOR RODS

WITHIN 2" OF TOP OF PIER

1'-3"

10"

#3 TIES

@ 14" OC

6-#7 VERTICAL

BASE PLATE PER

PEMB SUPPLIER W/

4-3/4"∅ ANCHOR RODS

EMBED = 12"

T/PIER EL

=99'-4" @ 3 =100'-0" @ 3A

T/WALL EL

=99'-4" @ 3 =100'-0" @ 3A

[CMU WALL @ SIM]

OH

34"

2-#4 BENT BAR

LOCATED 2" FROM

ANCHOR RODS

7"

#4 HAIRPIN

IN CONTACT W/

ANCHOR RODS

15" 35°

35° 15"

1'-6"

DA

1'-2"

4" 10" 8"

4-#7 VERTICAL

#3 TIES

@ 14" OC

T/PIER EL

=100'-0"

BASE PLATE PER

PEMB SUPPLIER w/

4-3/4"∅ ANCHOR RODS

EMBED = 12"

OH

6"

D A

1'-2"

4"10"10"

OH

10-#7 VERTICAL

#3 TIES

@ 14" OC

T/WALL EL

=99'-4"

T/PIER EL

=99'-4"

BASE PLATE PER

PEMB SUPPLIER w/

4-3/4"∅ ANCHOR RODS

EMBED = 12"

6"

T/WALL EL

100'-0"

1'-8"

6" FUTURE EXPANSION

BID ALTERNATE #2

CONC SLAB

SEE PLAN

1/2"⌀ TITEN HD

@ 24" OC

1' - 0"

5' - 6" 5' - 6"

1' - 4"

#7 VERTICAL

@ 12" OC

#7 @ 12" OC

9-#5 CONT

T&B

#5 @ 10" OC

2-#5 CONT

2" CLEAR2" CLEAR

#5 HORIZONTAL

@ 12" OC

SST H8 W/

10-10d x 1 1/2" @ 48" OC2x6 S PINE #1 PT

@ 16" OC

CONC SLAB [SG-2]

SEE PLAN

#7 VERTICAL

@ 12" OC

#6 @ 12" OC

7-#5 CONT

T&B

#5 @ 10" OC

2-#5 CONT

#5 HORIZONTAL

@ 12" OC

4' - 6" 1' - 0" 4' - 6"

1' - 4"

2" CLEAR 2" CLEAR

CONC SLAB [SG-2]

SEE PLAN

#4 HORIZONTAL

@ 12" OC

#5 VERTICAL

@ 12" OC

CONC SLAB [SG-2]

SEE CIVIL

#5 @ 12" OC

4' - 4"

6-#5 CONT

1/2" EXPANSION

JOINT MAT'L

V A

R

IE

S

W / C

IV

IL

C O

O R

D

CHAMFER EDGES

1' - 10" 8" 1' - 10"

SG-2100'-8"

T/PIER EL

3-#3 TIES @ TOP 5"

#3 TIES @ 10" OC

5-#5 VERTICAL

NOTE:

COLUMN & ANCHORS BY

PEMB SUPPLIER

1' - 6" DIA

CHAMFER CORNERS

1/2" EXP JOINT MAT'L

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SI

ZE

x

415 Leonard Street NW, Suite 200 Grand Rapids, MI 49504

(616) 785-5656 www.paradigmae.com

Grand Rapids | Phoenix

ARCHITECTS

PARADIGM DESIGN

ENGINEERS|

INTERIOR DESIGN

D E

S

IG

N A

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C O

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T R

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D e p a rt m e n t o f

M ili ta ry a n d V e te ra n s A ff a ir s

C H

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S

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A

TE

KARIN M. KAPTEYN

MI - REGISTRATION # 6201051709

EXP. DATE - 09/08/2026

PROJ. #: 2026114

:4 :4

P M

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FOUNDATION DETAILS

P R

O J E

C T

A D

D R

E S

S S

-2

P A

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K M

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3/4" = 1'-0"

PIER P-1/ P-1A DETAIL

SCALE: 3/4" = 1'-0"S-202S-102

1 SECTION

SCALE: 3/4" = 1'-0"S-202S-102

2 SECTION

BID ALTERNATE #3 BID ALTERNATE #3

SCALE: 3/4" = 1'-0"S-202S-102

3 SECTION

BID ALTERNATE #3

SCALE: 3/4" = 1'-0"S-202S-101

4 SECTION

3/4" = 1'-0"

PIER P-2 DETAIL

NOTE:

PIER & ANCHORGE DETAILS ARE CONCEPTUAL ONLY & WILL BE REVISED BASED ON FINAL REACTIONS PROVIDED BY PEMB SUPPLIER.

3/4" = 1'-0"

PIER P-3/P-3A DETAIL 3/4" = 1'-0"

PIER P-4 DETAIL

3/4" = 1'-0"

PIER P-5 DETAIL

O W

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IE

W

-2

-2

R E

V

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W

-1

-2

O W

N E

R R

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IE

W

-8

-2

PLATFORM FFE

110' - 0 3/4"

1 2

109'-4"

T/WALL EL

8" CMU W/

#5 @ 48" OC

8" BOND BEAM

W/ 2-#4

800S200 JOISTS

@ 16" OC

3/4" FRT PLYWOOD

362S162 STUDS

@ 16" OC

NOTE:

PLATFORM NOT FOR

STORAGE

7 8

VARIES

T/WALL EL

8" CMU W/

#5 @ 24" OC

8" BOND BEAM W/ 2-#4

COORDINATE STEPS AS REQ'D

FOR SLOPE

SEE TYP BOND BEAM STEP

DETAIL, THIS SHEET

CUT TOP COURSE TO ALIGN W/

SLOPE OF PEMB FRAME.

GROUT SOLID ABOVE BOND BEAM

PEMB FRAME

L6x4x3/8 x 6" @ 48" OC BOTH SIDES

TIGHT TO CMU

DO NOT ATTACH TO CMU

PEMB PURLINS

METAL WALL

PANEL

PEMB FRAME

2-3/4"⌀ BOLTS

VARIES

T/WALL EL

8" CMU W/

#5 @ 24" OC

8" BOND BEAM W/ 2-#4

COORDINATE STEPS AS

REQ'D FOR SLOPE

SEE TYP BOND BEAM STEP

DETAIL, THIS SHEET

PEMB FRAME

L6x4x3/8 BOTH SIDES

TIGHT TO CMU

DO NOT ATTACH TO CMU

PEMB PURLINS

CUT TOP COURSES TO ALIGN W/

SLOPE OF PEMB FRAME

NOTCH AROUND PURLINS

SEE ARCH FOR

GROUT ALL

CORES SOLID

METAL ROOF DECK

PER PEMB PROVIDER

(4) PAF @

EACH PURLIN

2' - 10"

#5 FELT BOND BREAKER

FIT TIGHT TO CORE FACE

GROUT OR MORTAR

ADD'L #5 VERT REINF

ONE SIDE OF JOINT

PREFORMED CONTROL JOINT

OPTION A OPTION B

DISCONTINUE HORIZ JOINT REINF

@ CONTROL JOINT

DISCONTINUE HORIZ JOINT REINF

@ CONTROL JOINT

LEAVE JOINT OPEN TO RECEIVE

BACKER ROD & SEALANT

BOTH SIDES

RAKE JOINT TO RECEIVE

SEALANT BOTH SIDES

NOTES:

1. SEE STRUCTURAL PLAN FOR CONTROL JOINT LOCATIONS.

2. TERMINATE HORIZONTAL JOINT REINFORCEMENT AT CONTROL JOINT.

3. BOND BEAM REINFORCEMENT SHALL BE CONTINUOUS THROUGH CONTROL JOINT.

4. MAXIMUM CONTROL JOINT SPACING SHALL BE 20' UNO .

2-#4 BOND BEAM REINF

TYP

1' - 10" LAP

1/2"⌀ x6" TITEN HD

@ 24" OC

2x6 S PINE #1 PT

@ 16" OC

7/16" SHEATHING

METAL WALL PANEL

SEE ARCH

SST H2.5A W/

10-8d x 1 1/2"

TYP

MONO TRUSSES

@ 24" OC

5/8" SHEATHING

8"

/8

10d @ 6" OC

2x BEVELED

BLOCKING

10d @ 6" OC

8"

BEVELED

BLOCKING

2x4 DIAGONAL BRACING

EVERY OTHER TRUSS BAY

5 1/4"x16" PLUS PSL

3-2x6 S PINE #1

PT

2x4 BOTTOM CHORD BRACING

PER TRUSS SUPPLIER SPECS

SST H8 W/

10-10d x 1 1/2"

@ 48" OC

5 1/4"x16" PLUS PSL

6x6 S PINE #1

PT

2-2x6 S PINE PT

NOTE:

TRUSSES & SHEATHING

NOT SHOWN FOR CLARITY

3-2x6 S PINE #1 PT

3-2x6 S PINE #1 PT

SST LCE4 W/ 24-16d F&B

SST L50 T&B W/

6-10d

EF & HOOD

SEE MECH

2x4 S PINE PT

@ 6" OC

2-L2x2x1/4

GALV

3' - 2"

4x6 S PINE PT

CRIPPLE STUD

@ EA L2x2x1/4

2X

BLOCKING

2x6 S PINE #1 PT

@ 16" OC

L2x2x1/4 GALV

LOCATE BETWEEN RIBS

OF METAL SIDING

3-1/4"⌀ x 3"

LAG SCREWS

T&B

Classic classicengineering.com

(616) 742-2810

Engineering

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415 Leonard Street NW, Suite 200 Grand Rapids, MI 49504

(616) 785-5656 www.paradigmae.com

Grand Rapids | Phoenix

ARCHITECTS

PARADIGM DESIGN

ENGINEERS|

INTERIOR DESIGN

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KARIN M. KAPTEYN

MI - REGISTRATION # 6201051709

EXP. DATE - 09/08/2026

PROJ. #: 2026114

:5 :4

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STRUCTURAL DETAILS

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SCALE: 3/4" = 1'-0"S-301S-102

1 SECTION

SCALE: 3/4" = 1'-0"S-301S-102

2 SECTION

SCALE: 3/4" = 1'-0"S-301S-102

3 SECTION

NOT TO SCALE

TYP CMU CONTROL JOINT DETAIL

NOT TO SCALE

TYP CMU STEPPED BOND BEAM DETAIL

SCALE: 3/4" = 1'-0"S-301S-102

6 SECTION

BID ALTERNATE #2

SCALE: 3/4" = 1'-0"S-301S-102

4 SECTION

SCALE: 3/4" = 1'-0"S-301S-102

5 SECTION

BID ALTERNATE #2BID ALTERNATE #2

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FIRE PROTECTION ABBREVIATIONS

FIRE PROTECTION SYMBOLS LEGEND FIRE PROTECTION DESIGN DATA GENERAL CONDITIONS

GENERAL FIRE SUPPRESSION NOTES

PLUMBING PIPING PLUMBING EQUIPMENT

MISCELLANEOUS NOTES

POINT OF CONNECTION BETWEEN NEW AND

EXISTING

POINT OF EXISTING TO REMAIN AND EXISTING

TO BE REMOVED

INDICATES PLAN NOTE

INDICATES DEMOLITION NOTE

DETAIL BUBBLE

DETAIL NUMBER

PAGE LOCATION INDICATES

DIRECTION OF DETAIL SECTION

FIRE PROTECTION FLOW DIRECTION

PIPING DROP

PIPING RISE

INLINE PIPING DROP

INLINE PIPING RISE

PIPING TEE

PIPING ELBOW

INLINE CLEANOUT

CONNECTION

PUMP

UNION

PIPE ANCHOR

PIPE GUIDE

FLOOR DRAIN & FLOOR SINK

BACK FLOW PREVENTER

FLANGE END CONNECTION

PIPE CAP

PIPE BREAK

WATER METER

PRESSURE GAUGE

FIRE HYDRANT

SPRINKLER HEAD (PENDANT)

SPRINKLER HEAD (UPRIGHT)

SPRINKLER HEAD (SIDEWALL)

FIRE DEPARTMENT CONNECTION

FLOW SWITCH

PRESSURE SWITCH

SUPERVISORY SWITCH INVERTED

X

FP

AD AREA DRAIN

ASR AUTOMATIC SPRINKLER RISER

BFS BELOW FLOOR SLAB

BWV BACK WATER VALVE

CB CATCH BASIN

CI CAST IRON

CO CLEAN OUT

CV CONTROL VALVE

DF DRINKING FOUNTAIN

DIA DIAMETER

DN DOWN

DWH DOMESTIC WATER HEATER

E.T.C. ELECTRICAL TRADES CONTRACTOR

EWC ELECTRIC WATER COOLER

EXIST EXISTING

FD FLOOR DRAIN

FC FINAL CONNECTIONS

FDC FIRE DEPT. CONNECTION

FF FINISH FLOOR

FHV FIRE HOSE VALVE

FT FEET

GAL GALLON

GD GARBAGE DISPOSAL

GI GREASE INTERCEPTOR

GPH GALLONS PER HOUR

GPM GALLONS PER MINUTE

HB HOSE BIB

HD HEAD (FT)

HP HORSE POWER

ID INSIDE DIAMETER

I.E. INVERT ELEVATION

LAV LAVATORY

LT LAUNDRY TRAY

MA MEDICAL AIR

MAX MAXIMUM

MGC MEDICAL GAS CONSOLE

MH MAN HOLE

MIN MINIMUM

MS MOP SINK

M.T.C. MECHANICAL TRADES CONTRACTOR

NTS NOT TO SCALE

ORD OVERFLOW ROOF DRAIN

OXY OXYGEN

P PUMP

PD PRESSURE DROP

PVC POLY-VINYL-CHLORIDE

RC RAIN CONDUCTOR

RD ROOF DRAIN

RI ROUGH-IN

REQ'D REQUIRED

SAN SANITARY

SHWR SHOWER

SK SINK

SP STAND PIPE

SQ. FT. SQUARE FEET

SS SERVICE SINK

ST STORM

S&W STOP & WASTE

STR STRAINER

SV STACKED VENT

TYP. TYPICAL

UR URINAL

VB VACUUM BREAKER

VS VENT STACK

V.F.D VARIABLE FREQUENCY DRIVE

VTR VENT THRU ROOF

W WASTE

WB WET BULB

WC WATER CLOSET

WH WALL HYDRANT

WS WASTE STACK

W&V WASTE AND VENT

X-CW EXIST. CW PIPING

ITEM

EXISTING

X

XX

XXXX

XX

XXXX

DESIGN:

HYDRAULIC CALCULATIONS SHALL BE BASED ON NFPA 13 AND SHALL COMPLY WITH

THE RESPECTIVE REQUIREMENTS AND THE REQUIREMENTS OF THE LOCAL FIRE

MARSHALL, CODES, AND AUTHORITY HAVING JURISDICTION, WHICHEVER IS MORE

STRINGENT.

DESIGN DATA:

HAZARD CLASSIFICATION: ORDINARY HAZARD OCCUPANCY (GROUP 2)

DESIGN DENSITY: 0.20 GPM PER 1500 SQUARE FEET = 300 GPM.

HOSE STREAM ALLOWANCE: 250 GPM.

TOTAL GPM: 550 GPM

INSPECTION:

PLANS OF THE SPRINKLER SYSTEMS SHALL BE SUBMITTED TO THE LOCAL FIRE

MARSHALL AND AUTHORITY HAVING JURISDICTION FOR PLAN REVIEW.

NOTES:

UNLESS OTHERWISE NOTED, COORDINATE SPRINKLER HEAD LOCATIONS WITH

MECHANICAL, ELECTRICAL, STRUCTURAL, AND PLUMBING CONTRACTORS PRIOR

TO INSTALLATION TO AVOID CONFLICTS.

1. FIRE PROTECTION CONTRACTOR SHALL BE RESPONSIBLE TO OBTAIN AND PAY

FOR REQUIRED PERMITS AND APPROVAL FEES ASSOCIATED WITH THIS

PROJECT FOR HIS PORTION OF THE WORK.

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

FIRE PROTECTION SYSTEM SHALL BE DESIGNED IN COMPLIANCE

WITH THE LATEST EDITION OF NFPA 13 AND LOCAL FIRE CODE

REQUIREMENTS.

PERFORM WORK IN ACCORDANCE WITH THE LATEST EDITIONS,

REVISIONS, AMENDMENTS, OR SUPPLEMENTS OF APPLICABLE

STATUES, ORDINANCES, CODES OF REGULATIONS OF FEDERAL,

STATE, AND LOCAL AUTHORITIES HAVING JURISDICTION IN

EFFECT ON THE DATE BIDS ARE RECEIVED.

WHERE APPROVED STANDARDS HAVE BEEN ESTABLISHED BY

OSHA, UNDERWRITERS LABORATORIES, AMERICAN CODES, ASA,

ASHRAE, ARI, NEC, STATE FIRE INSURANCE REGULATION BODY,

NFPA, OR OTHERS. THESE STANDARDS SHALL BE FOLLOWED

WHETHER OR NOT INDICATED ON THE DRAWING AND

SPECIFICATIONS.

INSTALL ALL EQUIPMENT, MATERIALS, AND ACCESSORIES PER

MANUFACTURERS WRITTEN INSTRUCTIONS.

ALL PIPE SIZES SHOWN ARE SERVICE SIZE. SIZE SLEEVES FOR 1"

CLEAR SPACE BETWEEN PIPE AND SLEEVE FOR INSTALLATION OF

MECHANICAL SEAL.

FIRE SUPPRESSION DESIGN & PIPING SHALL BE COMPLETED BY

CERTIFIED FIRE SUPPRESSION CONTRACTOR.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING

THE INTEGRITY OF ALL EQUIPMENT AND MATERIALS IN A "NEW"

CONDITION DURING CONSTRUCTION.

ALL WORK SHALL BE PERFORMED BY LICENSED CONTRACTORS

AND SUBCONTRACTORS AS REQUIRED BY LAW.

DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH

THE CODES AND REGULATIONS ENFORCED BY LOCAL BUILDING

OFFICIALS.

DRAWINGS INDICATE REQUIRED SIZES AND POINTS OF

TERMINATION OF PIPES AND SUGGESTED ROUTES. IT IS NOT

INTENTION OF DRAWINGS TO INDICATE ALL NECESSARY

OFFSETS. INSTALL WORK IN MANNER TO CONFORM TO

STRUCTURE, AVOID OBSTRUCTIONS, PRESERVE HEADROOM AND

KEEP OPENINGS AND PASSAGEWAYS CLEAR. DO NOT SCALE

FROM DRAWINGS.

SPRINKLER AND PIPING LAYOUT SHOWN FOR REFERENCE

PURPOSES ONLY. CONTRACTOR SHALL CONFIRM STRUCTURAL

AND WATER SUPPLY HYDRAULIC INFORMATION PRIOR TO

SYSTEM FABRICATION AND INSTALLATION.

12.

13.

14.

15.

16.

17.

18.

19.

FIRE SUPPRESSION PLANS ARE BASED ON A PERFORMANCE

SPECIFICATION AND IDENTIFY AREAS FOR FIRE SUPPRESSION.

DETAILED PLANS FOR THE FIRE SUPPRESSION LAYOUT AND

FLOW CALCULATIONS TO BE SUBMITTED SEPARATELY BY THE

CONTRACTOR TO PLAN REVIEW FOR APPROVAL WITH THEIR

HYDRAULIC CALCULATIONS.

CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING FLOW

TEST DATA AND PREPARING ALL REQUIRED HYDRAULIC

CALCULATIONS.

FLOW TEST RESULTS TO BE CALCULATED FROM TEST LOCATION

NEAREST TO THE FIRE RISER.

WET PIPE AUTOMATIC SPRINKLER RISER SHALL BE COMPLETE

WITH THE…