Addendum 1 - Part 1 (2018).pdf

DTMB-0414 (Rev 6/16)

DEPARTMENT OF TECHNOLOGY, MANAGEMENT AND BUDGET

State Facilities Administration Design and Construction Division

CONSTRUCTION BID ADDENDUM NO. 1

This form identifies an Addendum to Bidding Documents, and incorporates interpretations or clarifications, modifications, acceptance of proposed “or equal” materials, and other information into the Bidding Documents.

Addenda will be numbered by the Professional and distributed through https://sigma.michigan.gov/webapp/PRDVSS2X1/AltSelfService as an attachment.

TO:

ALL BIDDERS

DATE ISSUED

March 16, 2018

PROJECT NAME

Caro Center Emergency Repairs

FILE NUMBER

391 / 16240.DCS

PROFESSIONAL

Straub Pettitt Yaste Architects

PROJECT DIRECTOR

David Sproul

BID OPENING DATE:

March 21, 2018

ADDENDUM ITEMS:

Specifications:

Item 1 – TABLE OF CONTENTS – A revised Table of Contents is attached. Division 32 31 13 is removed and Divisions 03 41 00 and 04 01 00 are added.

Item 2 – Section 01300 SUBMITTALS – A revised list of Shop Drawings is attached. Architectural items were condensed and Mechanical, Electrical and Civil items added.

Item 3 – Section 07 53 03 – ELASTOMERIC MEMBRANE ROOFING – FULLY ADHERED

1) Revise paragraph 2.2.G.2.: Board Thickness: 1-1/2 inch, 2 inch, 2-1/2 inch, or 3 inch thickness – laid in a minimum of 2 layers, staggered, to create the total thickness indicated on the drawings.

2) Revise paragraph 2.2.H.3.: Slope: 1/8 inch per foot, 1/4 inch per foot, 1/2 inch per foot – as noted on the drawings.

Drawings Sheet A17: Detail 1 – change the note to the roof insulation to “Tapered Insulation over Minimum 2 Layers Roof Insulation with thickness of 4.5”. Adhere each layer to layer below.”

Item 4 – Drawings Sheet A16: Roof Plan – revise the note to the exhaust fans to “Typical Exhaust Fan or Vent Hood, Remove/disconnect from existing curb. Remove existing curb and install new curb. Install roofing membrane.

Reinstall/reconnect exhaust fan or vent hood. See Detail 4/A17.”

Item 5 – Section 00200 INFORMATION FOR BIDDERS – paragraph 4.1: The Soil Boring report is attached with this addendum.

ACKNOWLEDGEMENT: This Addendum must be acknowledged by the Bidder in the space provided in the Bid Summary and Bid Form. Failing to acknowledge Addenda may be cause for the Bid to be rejected. Addenda will become part of the Contract Documents.

PROFESSIONAL: DATE

Richard Mann, Straub Pettitt Yaste Architects March 16, 2018

APPROVED BY:

David Sproul March 16, 2018

PROJECT DIRECTOR DATE

CONSTRUCTION BID ADDENDUM NO. 1 (continued)

File No: 391 / 16240.DCS

Item 6 – Drawings Sheets A6 and A8 – Door Schedules – Attached are reissued door schedules, sheets A6-rev and A8-rev. The tunnel doors are to be a minimum 45-minute fire-rated door and frame.

Item 7 – Section 08 17 43 – FRP/ALUMINUM HYBRID DOORS AND FRAMES (BASE BID) – This section is reissued so that fire-rated doors and frames are included.

Item 8 – Section 08 17 33 – FRP DOORS AND FRAMES (ALT 1):

Add paragraph 2.1.D.2: “Mineral Core: for 30 minute to 90 minute fire-rated FRP doors.”

Item 9 – Refer to Sheet M1.0 reissued herewith.

1. Added new local temperature control panel as indicated on sheet.

Item 10 - Refer to Sheet M1.1 reissued herewith.

1. Added new local temperature control panel as indicated on sheet.

Item 11 - Refer to Sheet M6.1 reissued herewith.

1. Revised schedules as indicated on sheet.

Item 12 - Refer to Sheet E1.0 reissued herewith.

1. Added new local temperature control panel as indicated on sheet.

2. Revised Construction Key Notes as indicated.

Item 13 - Refer to Sheet E1.1 reissued herewith.

1. Added new local temperature control panel as indicated on sheet.

2. Revised Construction Key Notes as indicated.

The mandatory Pre-Bid Meeting attendance sheet is included with this addendum.

Clarifications:

Referring to the drawings, door schedules, and the specifications – 45-minute fire-rated doors and frames are intended to be FRP doors and frames while 90-minute fire-rated doors and frames are intended to be hollow metal doors and frames.

CONSTRUCTION BID ADDENDUM NO. 1 (continued)

File No: 391 / 16240.DCS

Questions and Answers:

Can you tell me what is planned for matching the existing key system?

The existing 7 pin Yale lock system will be used for this project. The Facility has a key bitting list. The Facility does do its own keying and are willing to key cylinders provided by the Contractor.

Are all the doors and frames hollow metal? If so, are the frames welded?

The existing doors and frames, unless otherwise noted, are hollow metal with hollow metal frames. The existing frames are welded frames.

Building 51: Can we use a layer of 3” isocyanurate and 1 layer of 1.5” layer equaling 4½” in lieu of 3 layers of 1.5” isocyanurate?

No less than 2 layers of roof insulation (excluding the tapered insulation layer) is acceptable. Three inches plus 1.5” or any combination that will make up 4.5” is acceptable.

Building 51: How clean does the deck need to be? Just smooth?

The existing concrete deck still has flakes of the original tar roof material attached. This residue needs to be removed as best possible. This may require a light sanding/grinding to remove surface tar, but sand-blasting in order to remove tar in pores is not necessary. The surface is to be smooth enough so that the new vapor barrier will adhere to the deck and not have wrinkles or bumps which might cause a tear or puncture in the vapor barrier.

Bidding and Contract Document (R 8/17) Project Name: Caro Center Emergency Repairs File No. 391/16240.DCS

01-8

Shop Drawings: The Contractor shall deliver shop drawings of products, materials, assemblies, or equipment to the Professional.

Item of Work Section Number

Adhesive and Mortar 03 01 00 – Maintenance of Concrete Formwork and Shoring 03 10 00 – Forming and Accessories Ties, Release Agent, etc. 03 10 00 – Forming and Accessories Reinforcement & Accessories 03 20 00 – Concrete Reinforcing Mix Design 03 30 00 – Cast-in-Place Concrete Bond Agent and Filler 03 30 00 – Cast-in-Place Concrete Precast Concrete Caps 03 41 00 – Precast Structural Concrete Mortar Mix 04 01 00 – Maintenance of Masonry Cleaning Agents 04 01 00 – Maintenance of Masonry Membrane Roofing System 07 53 03 – Elastomeric Membrane Fully Adhered Roof Insulation 07 53 03 – Elastomeric Membrane Fully Adhered Vapor Barrier 07 53 03 – Elastomeric Membrane Fully Adhered Sheathing 07 53 03 – Elastomeric Membrane Fully Adhered Flashings 07 62 00 – Sheet Metal Flashing and Trim Sealants 07 90 00 – Joint Protection Hollow Metal Frames 08 12 14 – Standard Steel Frames Hollow Metal Doors 08 13 14 – Standard Steel Doors Doors, Frames, and Anchors 08 17 33 – FRP Doors and Frames Door, Frames, and Anchors 08 17 43 – FRP/Aluminum Hybrid Doors and Frames Door Hardware and Schedule 08 71 00 – Door Hardware Glass Units 08 80 00 – Glazing Fittings, Sleeve Seals & Escutcheons 20 05 10 – Basic Mechanical Materials and Methods Pipe Connectors 20 05 16 – Pipe Flexible Connectors, Expansion Fittings and Loops Measuring Devices & Gages 20 05 19 – Meters and Gages Hangers & Stands 20 05 29 – Hangers and Supports Isolators 20 05 47 – Mechanical Vibration Controls Decals and Valve Schedule 20 05 53 – Mechanical Identification Motor-driven Equipment 20 29 23 – Variable Frequency Controllers Valves 22 05 23 – General Duty Valves for Plumbing Pipes and Fittings 22 11 16 – Domestic Water Piping Valves, Back-flow Preventers 22 11 19 – Domestic Water Piping Specialties Pipes and Fittings 22 13 16 – Sanitary Waste and Vent Piping Pipes, Fittings, and Specialties 22 13 19 – Drainage Piping Specialties Belts, Bearings and Couplings 23 05 00 – Common Work Results for HVAC Valves 23 05 23 – Valves Temperature Control System 23 09 33 – Temperature Controls Pipes, Valves and Fittings 23 22 13 – Steam and Condensate Piping Ductwork 23 31 13 – Metal Ducts Vanes, Doors and Dampers 23 33 00 – Duct Accessories Equipment and Accessories 23 70 00 – Environmental Equipment Cables and Connectors 26 05 19 – Conductors and Cables Grounding Method 26 05 26 – Grounding and Bonding Supports 26 05 29 – Hangers and Supports for Electrical Systems Raceways and Boxes 26 05 33 – Raceways and Boxes Labels and Markers 26 05 53 – Electrical Identification Panel Boards 26 24 16 – Panelboards Wiring Devices and Covers 26 27 26 – Wiring Devices Controller and Enclosure 26 29 13 – Enclosed Controllers Alarm Devices and Wiring Diagram 28 31 00 – Fire Alarm Paving Materials and Design Mix 32 12 16 – Asphalt Paving Concrete Mix and Materials 32 13 13 – Concrete Paving Grass Seed 32 92 00 – Turf and Grasses Fittings and Markers 33 05 00 – Common Work Results for Utilities Pipe, Valves, Vaults, Accessories 33 11 13 – Facility Water Distribution Piping

Bidding and Contract Document (R 8/17) Project Name: Caro Center Emergency Repairs File No. 391/16240.DCS

TABLE OF CONTENTS

CONTRACT FORMS

BID SUMMARY FORM

BID SCHEDULE

QUALIFIED DISABLED VETERAN (QDV) BUSINESS REPRESENTATION

CERTIFICATION OF A MICHIGAN BASED BUSINESS

BID BOND

POST-BID SUBMITTALS

PERFORMANCE BOND

PAYMENT BOND

TABLE OF CONTENTS

DIVISION 00 BIDDING REQUIREMENTS AND CONTRACT CONDITIONS

SECTION TITLE PAGES THRU

00010 PRE-BID INFORMATION 00-1

00100 INSTRUCTIONS TO BIDDERS 00-5 TO 00-8

00120 SUPPLEMENTARY INSTRUCTIONS 00-8

00200 INFORMATION TO BIDDERS 00-8 TO 00-9

00700 GENERAL CONDITIONS 00-9 TO 00-19

00750 SPECIAL WORKING CONDITIONS 00-19 TO 00-20

00800 SUPPLEMENTARY CONDITIONS 00-20

00850 WAGE DETERMINATION SCHEDULE 00-20

00900 ADDENDA 00-20

DIVISION 01 - GENERAL REQUIREMENTS

01010 SUMMARY OF WORK 01-1

01020 ALLOWANCES 01-1

01025 MEASUREMENT AND PAYMENT 01-1

01030 ALTERNATES 01-1

01040 COORDINATION 01-1 TO 01-2

01050 FIELD ENGINEERING 01-2

01060 REGULATORY REQUIREMENTS 01-2 TO 01-4

01090 REFERENCES 01-4

01100 PROJECT PROCEDURES 01-4 TO 01-5

01200 PROJECT MEETINGS 01-5

01300 SUBMITTALS 01-5 TO 01-6

01400 QUALITY CONTROL 01-6 TO 01-7

01500 CONSTRUCTION FACILITIES AND TEMPORARY CONTROLS 01-7 TO 01-8

01600 MATERIAL AND EQUIPMENT 01-8

01650 FACILITY START-UP 01-8

01700 CONTRACT CLOSE-OUT 01-8 TO 01-9

01800 MAINTENANCE 01-9

DIVISIONS 01-32 – TECHNICAL SPECIFICATIONS

01 40 00 QUALITY REQUIREMENTS

01 56 39 TEMPORARY TREE AND PLANT PROTECTION

01 60 00 PRODUCT REQUIREMENTS

01 70 00 EXECUTION AND CLOSEOUT REQUIREMENTS

02 41 19 SELECTIVE STRUCTURE DEMOLITION

03 01 00 MAINTENANCE OF CONCRETE

03 10 00 CONCRETE FORMING AND ACCESSORIES

Bidding and Contract Document (R 8/17) Project Name: Caro Center Emergency Repairs File No. 391/16240.DCS

03 20 00 CONCRETE REINFORCING

03 30 00 CAST-IN-PLACE CONCRETE

03 41 00 PRECAST STRUCTURAL CONCRETE

04 01 00 MAINTENANCE OF MASONRY

06 10 00 ROUGH CARPENTRY

07 53 03 ELASTOMERIC MEMBRANE FULLY ADHERED

07 62 00 SHEET METAL FLASHING AND TRIM

07 90 00 JOINT PROTECTION

08 12 14 STANDARD STEEL FRAMES

08 13 14 STANDARD STEEL DOORS

08 17 33 FRP DOORS AND FRAMES (ALTERNATE NO. 1)

08 17 43 FRP ALUMINUM HYBRID DOORS AND FRAMES (BASE BID)

08 71 00 DOOR HARDWARE

08 80 00 GLAZING

09 90 00 PAINTING AND COATING

20 05 00 MECHANICAL GENERAL REQUIREMENTS

20 05 10 BASIC MECHANICAL MATERIALS AND METHODS

20 05 13 MOTORS

20 05 16 PIPE FLEXIBLE CONNECTORS, EXPANSION FITTINGS AND LOOPS

20 05 19 METERS AND GAGES

20 05 29 HANGERS AND SUPPORTS

20 05 47 MECHANICAL VIBRATION CONTROLS

20 05 53 MECHANICAL IDENTIFICATION

20 07 00 MECHANICAL INSULATION

20 29 23 VARIABLE FREQUENCY CONTROLLERS

22 05 23 GENERAL DUTY VALVES FOR PLUMBING

22 11 16 DOMESTIC WATER PIPING

22 11 19 DOMESTIC WATER PIPING SPECIALTIES

22 13 16 SANITARY WASTE AND VENT PIPING

22 13 19 DRAINAGE PIPING SPECIALTIES

23 05 00 COMMON WORK RESULTS FOR HVAC

23 05 23 VALVES

23 05 93 TESTING, ADJUSTING, AND BALANCING

23 09 33 TEMPERATURE CONTROLS

23 22 13 STEAM AND CONDENSATE PIPING

23 22 23 STEAM CONDENSATE PUMPS

23 25 10 PIPING SYSTEMS FLUSHING AND CHEMICAL CLEANING

23 31 13 METAL DUCTS

23 33 00 DUCT ACCESSORIES

23 70 00 ENVIRONMENTAL EQUIPMENT

26 00 10 ELECTRICAL GENERAL REQUIREMENTS

26 05 19 CONDUCTORS AND CABLES

26 05 26 GROUNDING AND BONDING

26 05 29 HANGERS AND SUPPORTS FOR ELECTRICAL SYSTEMS

26 05 33 RACEWAYS AND BOXES

26 05 53 ELECTRICAL IDENTIFICATION

26 09 99 ELECTRICAL TESTING

26 24 16 PANELBOARDS

26 27 26 WIRING DEVICES

Bidding and Contract Document (R 8/17) Project Name: Caro Center Emergency Repairs File No. 391/16240.DCS

26 28 13 FUSES

26 29 13 ENCLOSED CONTROLLERS

28 31 00 FIRE ALARM

31 10 00 SITE CLEARING

31 20 00 EARTH MOVING

31 23 19 DEWATERING

32 12 16 ASPHALT PAVING

32 13 13 CONCRETE PAVING

32 91 13 SOIL PREPARATION

32 92 00 TURF AND GRASSES

33 05 00 COMMON WORK RESULTS FOR UTILITIES

33 11 13 FACILITY WATER DISTRIBUTION PIPING

APPENDIX I – GLOSSARY

APPENDIX II – SPECIAL WORKING CONDITIONS

APPENDIX III – SPECIAL PROJECT PROCEDURES

APPENDIX IV – REQUIRED PROJECT SIGN

APPENDIX V – PREVAILING WAGE RATES

DRAWINGS - BOUND SEPARATELY

TITLE SHEETS THRU

ARCHITECTURAL A0 THROUGH A18

PLUMBING, HEATING, VENTILATING AND AIR CONDITIONING M0.1 THROUGH M8.2

ELECTRICAL E0.1 THROUGH E1.1

CIVIL C1.0 THROUGH C14.0

CIVIL DETAILS D1.0 THOUGH D2.0

DHHS - Caro Center Emergency Repair Project No. 1706 File No. 391/16240.DCS Index No. 11851

FRP Sandstone Texture Flush Doors [Base Bid]

08 17 43 - 1

SECTION 08 17 43

FRP/ALUMINUM HYBRID DOORS AND FRAMES

[Base Bid]

PART 1 - GENERAL

1.1 SECTION INCLUDES

A. Sandstone texture, fiberglass reinforced polyester (FRP) flush doors with aluminum frames.

B. Sandstone texture, fire-rated fiberglass reinforced polyester FRP) flush doors with pultruded FRP frames.

1.2 RELATED SECTIONS

A. Section 08 71 00 - Door Hardware.

1.3 REFERENCES

A. AAMA 1503.1 - Thermal Transmittance and Condensation Resistance of Windows, Doors and Glazed Wall Sections.

B. ASTM B 209 - Aluminum and Aluminum-Alloy Sheet and Plate.

C. ASTM B 221 - Aluminum-Alloy Extruded Bars, Rods, Wire, Profiles, and Tubes.

D. ASTM D 256 - Determining the Pendulum Impact Resistance of Notched Specimens of Plastics.

E. ASTM D 570 - Water Absorption of Plastics.

F. ASTM D 638 - Tensile Strength of Plastics.

G. ASTM D 790 - Flexural Properties of Unreinforced and Reinforced Plastics and Electrical Insulating Materials.

H. ASTM D 1621 - Compressive Properties of Rigid Cellular Plastics.

I. ASTM D 1623 - Tensile and Tensile Adhesion Properties of Rigid Cellular Plastics.

J. ASTM D 2126 - Response of Rigid Cellular Plastics to Thermal and Humid Aging.

K. ASTM D 2583 - Indentation Hardness of Rigid Plastics by Means of a Barcol Impressor.

L. ASTM D 6670-01 - Standard Practice for Full-Scale Chamber Determination of Volatile Organic Emissions from Indoor Materials/Products.

M. ASTM E 84 - Surface Burning Characteristics of Building Materials.

N. ASTM E 330 - Structural Performance of Exterior Windows, Curtain Walls, and Doors by Uniform Static Air Pressure Difference.

08 17 43 - 2

O. NFPA 252 – Fire Tests of Door Assemblies.

P. UL 10C – Positive Pressure Fire Tests of Door Assemblies.

1.4 SUBMITTALS

A. Comply with Section 01300 - Submittals.

B. Product Data: Submit manufacturer's product data, including description of materials, components, fabrication, finishes, and installation.

C. Shop Drawings: Submit manufacturer's shop drawings, including elevations, sections, and details, indicating dimensions, tolerances, materials, fabrication, doors, panels, framing, hardware schedule, and finish.

D. Samples:

1. Door: Submit manufacturer's sample of door showing face sheets, core, framing, and finish.

2. Color: Submit manufacturer's samples of standard colors of doors and frames.

E. Test Reports: Submit test reports from qualified independent testing agency indicating doors comply with specified performance requirements.

F. Manufacturer's Project References: Submit list of successfully completed projects including project name and location, name of architect, and type and quantity of doors manufactured.

G. Maintenance Manual: Submit manufacturer's maintenance and cleaning instructions for doors, including maintenance and operating instructions for hardware.

H. Warranty: Submit manufacturer's standard warranty.

1.5 QUALITY ASSURANCE

A. Manufacturer's Qualifications:

1. Continuously engaged in manufacturing of doors of similar type to that specified, with a minimum of 25 years successful experience.

2. Door and frame components from same manufacturer.

3. Evidence of a compliant documented quality management system.

1.6 DELIVERY, STORAGE, AND HANDLING

A. Delivery: Deliver materials to site in manufacturer's original, unopened containers and packaging, with labels clearly identifying opening door mark and manufacturer.

B. Storage: Store materials in clean, dry area indoors in accordance with manufacturer's instructions.

C. Handling: Protect materials and finish from damage during handling and installation.

08 17 43 - 3

1.8 WARRANTY

A. Warrant doors, frames, and factory hardware against failure in materials and workmanship, including excessive deflection, faulty operation, defects in hardware installation, and deterioration of finish or construction in excess of normal weathering.

B. Warranty Period: Ten years starting on date of shipment. In addition, a limited lifetime (while the door is in its specified application in its original installation) warranty covering:

failure of corner joinery, core deterioration, delamination or bubbling of door skin.

C. Warranty Period for FRP Painted Finish: Five years starting on date of shipment.

PART 2 - PRODUCTS

2.1 MANUFACTURER

A. Special-Lite, Inc., PO Box 6, Decatur, Michigan 49045. Toll Free (800) 821-6531. Phone (269) 423- 7068. Fax (800) 423-7610. Web Site www.special-lite.com. E-Mail info@special-lite.com.

2.2 FRP SANDSTONE TEXTURE FLUSH DOORS

A. Model: SL-20 Sandstone Texture Doors with fiberglass reinforced polyester (FRP) face sheets.

Model: FR-20S Fire-rated Sandstone Texture Doors with fiberglass reinforced polyester (FRP) face sheets.

B. Door Opening Size: As indicated on the Drawings.

C. Construction – Non-fire-rated:

1. Door Thickness: 1-3/4 inches.

2. Stiles and Rails: Aluminum extrusions made from prime-equivalent billet that is produced from 100% reprocessed 6063-T6 alloy recovered from industrial processes, minimum of 2-5/16-inch depth.

3. Corners: Mitered.

4. Provide joinery of 3/8-inch diameter full-width tie rods through extruded splines top and bottom integral to standard tubular shaped stiles and rails reinforced to accept hardware as specified.

5. Securing Internal Door Extrusions: 3/16-inch angle blocks and locking hex nuts for joinery. Welds, glue, or other methods are not acceptable.

08 17 43 - 4

6. Furnish extruded stiles and rails with integral reglets to accept face sheets. Lock face sheets into place to permit flush appearance.

7. Rail caps or other face sheet capture methods are not acceptable.

8. Extrude top and bottom rail legs for interlocking continuous weather bar.

9. Meeting Stiles: Pile brush weatherseals. Extrude meeting stile to include integral pocket to accept pile brush weatherseals.

10. Bottom of Door: Install bottom weather bar with nylon brush weatherstripping into extruded interlocking edge of bottom rail.

11. Glue: Use of glue to bond sheet to core or extrusions is not acceptable

D. Construction – Fire-rated:

1. Door Thickness: 1-3/4 inches.

2. Reinforcement and Rails: High density mineral. Six inch minimum top rail.

3. Door Edge: FRP

E. Face Sheet:

1. Material: Exterior grade UV resistant FRP, 0.120-inch thickness, finish color throughout.

2. Texture: Sandstone.

3. Color: As selected by Architect from standard color selection.

4. Adhesion: The use of glue to bond face sheet to foam core is prohibited.

F. Core – Non-fire-rated:

1. Material: Poured-in-place polyurethane foam.

2. Density: Minimum of 5 pounds per cubic foot.

3. R-Value: Minimum of 9.

4. ASTM E 84: Class A.

G. Core –Fire-rated:

1. Material: Mineral.

2. Density: Minimum 16.5 pounds per cubic foot.

08 17 43 - 5

H. Hardware:

1. Premachine doors in accordance with templates from specified hardware manufacturers and hardware schedule.

2. Factory install hardware.

2.3 MATERIALS

A. Aluminum Members:

1. Aluminum extrusions made from prime-equivalent billet that is produced from 100% reprocessed 6063-T6 alloy recovered from industrial processes: ASTM B 221.

2. Sheet and Plate: ASTM B 209.

3. Alloy and Temper: As required by manufacturer for strength, corrosion resistance, application of required finish, and control of color.

B. Components: Door and frame components from same manufacturer.

C. Fasteners:

1. Material: Aluminum, 18-8 stainless steel, or other noncorrosive metal.

2. Compatibility: Compatible with items to be fastened.

3. Exposed Fasteners: Screws with finish matching items to be fastened.

2.4 FABRICATION

A. Sizes and Profiles: Required sizes for door and frame units, and profile requirements shall be as indicated on the Drawings.

B. Coordination of Fabrication: Field measure before fabrication and show recorded measurements on shop drawings.

C. Assembly:

1. Complete cutting, fitting, forming, drilling, and grinding of metal before assembly.

2. Remove burrs from cut edges.

D. Welding: Welding of doors or frames is not acceptable.

E. Fit:

1. Maintain continuity of line and accurate relation of planes and angles.

2. Secure attachments and support at mechanical joints with hairline fit at contacting members.

08 17 43 - 6

2.5 ARCHITECTURAL PANELS

A. FRP Panels:

1. Model: SL-30 Architectural Panels with Sandstone FRP face sheets.

2. Size: As indicated on the Drawings.

3. Thickness: 1-3/4 inch.

B. Face Sheets:

1. Material: Exterior grade UV resistant FRP, 0.120-inch thickness, finish color throughout.

2. Texture: Sandstone.

3. Color: To match door.

C. Insulated Sandstone FRP Panels:

1. Insulated Panels: Two 0.120-inch minimum thickness sheets.

2. Core: Foamed polyurethane core of a minimum of 5 pounds per cubic foot density.

3. Form components to function as single unit.

4. R-Value: Minimum of 9.

D. Cutouts:

1. Manufacture doors and panels with cutouts where indicated on drawings for vision lites.

2.6 ALUMINUM DOOR FRAMING SYSTEMS

A. Tubular Framing:

1. Size and Type: As indicated on the Drawings.

2. Materials: Aluminum extrusions made from prime-equivalent billet that is produced from 100% reprocessed 6063-T6 alloy recovered from industrial processes, 1/8-inch minimum wall thickness.

3. Applied Door Stops: 0.625-inch high, with screws and weatherstripping. Door stop shall incorporate pressure gasketing for weathering seal. Counterpunch fastener holes in door stop to preserve full metal thickness under fastener head.

4. Frame Members: Box type with 4 enclosed sides. Open-back framing is not acceptable.

5. Caulking: Caulk joints before assembling frame members.

08 17 43 - 7

6. Joints:

a. Secure joints with fasteners.

b. Provide hairline butt joint appearance.

7. Field Fabrication: Field fabrication of framing using stick material is not acceptable.

8. Applied Stops: For side, transom, and borrowed lites and panels. Applied stops shall incorporate pressure gasketing for weathering seal. Reinforce with solid bar stock fill for frame hardware attachments.

9. Hardware:

a. Premachine and reinforce frame members for hardware in accordance with manufacturer's standards and hardware schedule.

b. Factory install hardware.

10. Anchors:

a. Anchors appropriate for wall conditions to anchor framing to wall materials.

b. Door Jamb and Header Mounting Holes: Maximum of 24-inch centers.

c. Secure head and sill members of transom, side lites, and similar conditions.

11. Side Lites and Transoms:

a. Factory preassemble side lites and transoms to greatest extent possible.

b. Mark frame assemblies according to location.

2.7 FRP DOOR FRAMING SYSTEMS

A. Framing:

1. Materials: 1/4 inch thick solid pultruded FRP profiles having no corrosive components or reinforcement.

2. Face: 2 inch jamb and header.

3. Depth: 5-3/4 inches with integral 5/8 inch x 2-1/4 inch stop.

4. Assembly: Knock down for field assembly.

5. Corner Construction: Mitered with 4”x4”x3/8” pultruded FRP angle and interlocking pultruded brackets.

6. Reinforcing: High density mineral.

7. Anchors: Surface machine screw through door stop.

08 17 43 - 8

2.8 HARDWARE

A. Premachine doors in accordance with templates from specified hardware manufacturers and hardware schedule.

B. Factory install hardware.

C. Hardware Schedule: As follows:

1. Hinges: SL-11HD continuous hinges.

2. Concealed adjustable bottom brush. Install door manufacturer’s multidirectional adjustable bottom with double nylon brush weatherstripping. Door bottom must be concealed and adjust to accommodate irregular tapered floor conditions.

3. Weatherstripping at applied door stops. Install door manufacturer’s standard brush pile weatherstripping in manufactured slot of applied door stops. Install at jambs and head stops.

4. Remaining hardware as specified in Section 08 71 00.

D. Finish: Clear.

2.8 ALUMINUM FINISHES

A. Anodized Finish: Class I finish, 0.7 mils thick.

1. Clear 215 R1, AA-M10C12C22A41.

2.9 PULTRUDED FRP FINISHES

A. Through color.

PART 3 - EXECUTION

3.1 EXAMINATION

A. Examine areas to receive doors. Notify Architect of conditions that would adversely affect installation or subsequent use. Do not proceed with installation until unsatisfactory conditions are corrected.

3.2 PREPARATION

A. Ensure openings to receive frames are plumb, level, square, and in tolerance.

3.3 INSTALLATION

A. Install doors in accordance with manufacturer's instructions.

B. Install doors plumb, level, square, true to line, and without warp or rack.

08 17 43 - 9

C. Anchor frames securely in place.

D. Separate aluminum from other metal surfaces with bituminous coatings or other means approved by Architect.

E. Set thresholds in bed of mastic and backseal.

F. Install exterior doors to be weathertight in closed position.

G. Repair minor damages to finish in accordance with manufacturer's instructions.

H. Remove and replace damaged components that cannot be successfully repaired as determined by the manufacturer and the Architect.

I. Install fire-rated assemblies so that clearances meet NFPA 80 clearance requirements.

3.4 FIELD QUALITY CONTROL

A. Manufacturer's Field Services: Manufacturer's representative shall provide technical assistance and guidance for installation of doors.

3.5 ADJUSTING

A. Adjust doors, hinges, and locksets for smooth operation without binding.

3.6 CLEANING

A. Clean doors promptly after installation in accordance with manufacturer's instructions.

B. Do not use harsh cleaning materials or methods that would damage finish.

3.7 PROTECTION

A. Protect installed doors to ensure that, except for normal weathering, doors will be without damage or deterioration at time of substantial completion.

END OF SECTION

Applied Geotechnical Services, Inc. 15798 Riverside, Livonia, MI 48154

Tel: (734) 679-0379

March 13, 2018

Mr. Kristofer Enlow, P.E.

Beckett & Raeder 535 West William Street Ann Arbor, Michigan 48104

Via e-mail: kenlow@bria2.com

Re: Geotechnical Exploration & Engineering Report

Proposed Caro Center Watermain Project Denniston Drive and Dixon Lane

Indianfields Township, Tuscola County, Michigan AGS Project No. 18-1018

Dear Mr. Enlow:

In accordance with your request, Applied Geotechnical Services, Inc. (AGS) has completed a Geotechnical Exploration and Engineering Report for the above referenced project. We understand the proposed project includes the construction of a new watermain along Denniston Drive between Dickerson and Roll Drives and along Dixon Lane from Denniston Drive to the south terminus of Dixon Lane in Indianfields Township, Tuscola County, Michigan. We anticipate the watermain invert will generally be approximately 5 to 10 feet below the existing ground surface along the alignments.

The purpose of this exploration was to determine general subsurface conditions at the boring locations and to provide general geotechnical recommendations for design and construction of the proposed water main.

FIELD & LABORATORY PROCEDURES

The field exploration included performing four (4) geotechnical soil borings, designated as Borings 1 through 4. The borings were each planned for a depth of 15 feet below the existing ground surface. However, Boring 3 was terminated at a depth of 3 feet upon encountering an unmarked gas line. The approximate locations of the borings are presented on the attached

Proposed Caro Center Watermain Project – Denniston Drive & Dixon Lane

AGS Project No. 18-1018

Schematic Soil Boring Location Plan appended to the letter report. The borings were located in the field by AGS.

A truck-mounted rotary drilling rig was used to perform the soil borings. Continuous flight, hollow-stem augers were used to advance the bore holes and split-spoon samplers were used to obtain the soil samples by the Standard Penetration Test (SPT) method in general conformance with ASTM Standard D-1586. The number of blows required to drive the sampler 12 inches, after an initial seating of 6 inches with a 140-pound hammer falling 30 inches is termed the Standard Penetration Resistance, N-value. A graphical representation of the N-values is given on the boring logs.

During the field operations, the drill crew maintained the log of the subsurface conditions, including changes in stratigraphy and observed groundwater levels. After completion of the drilling operations, the boreholes were backfilled with auger cuttings.

The soil samples were placed in sealed containers in the field and brought to the laboratory for testing and classification. A geotechnical engineer classified the samples in general conformance with the Unified Soil Classification System. Laboratory testing included determining natural moisture content and estimating unconfined compressive strength of the cohesive split-spoon samples with a calibrated hand penetrometer. With a hand penetrometer, the unconfined compressive strength of a soil sample is estimated by measuring the resistance of the soil sample to penetration of a small, calibrated spring-loaded cylinder. The penetrometer can measure a maximum unconfined compressive strength of 4½ tons per square foot (tsf).

The results of the laboratory tests are indicated on the boring logs at the depths the samples were obtained. In cases where the hand penetrometer indicates the unconfined compressive strength is in excess of 4½ tsf, the results are plotted slightly to the right of the 4½ tsf line to indicate the actual strength is greater than 4½ tsf. Similarly, in cases where the hand penetrometer indicates the unconfined compressive strength is less than ¼ tsf, the results are plotted at ¼ tsf with an “<” to indicate the actual measured penetrometer value was less than ¼ tsf.

We will hold the soil samples for 60 days from the date of this report. If you would like the samples, please contact us within this time frame.

SOIL AND GROUNDWATER CONDITIONS

The driller typically reported approximately 6 to 8 inches of topsoil at the boring locations. At the location of Boring 2, approximately 24 inches of mixed sandy topsoil and silty sand fill was encountered. The fill material was underlain by a buried topsoil layer that extended to an approximate depth of 3 feet at the location of Boring 2. The subsoils typically consisted of silty fine to medium sands and fine to coarse sands with occasional lean clay layers to an approximate depth of 13½ feet. Below this depth, fine sandy silts were encountered to the maximum explored depth of 15 feet.

The relative density of the silty fine to medium sands and fine to coarse sands were loose to medium dense with N-values ranging from 5 to 25 blows per foot. The fine sandy silts were medium dense to dense with N-values of 27 to 38 blows per foot. The lean clays were very stiff with calibrated penetrometer unconfined compressive strength values of 2¾ to 3½ tsf and natural moisture contents of approximately 22 to 23 percent.

The driller looked for indications of groundwater during and after the performance of the soil borings. Groundwater seepage was generally reported in at depths of 7 to 8½ feet both during drilling and upon completion of the borings.

Watermain Excavations

As previously discussed, we understand the invert elevation of the proposed watermain will typically be approximately 5 to 10 feet below the existing ground surface. Trench excavations for the proposed watermain may proceed with either sloped banks, vertical banks with properly designed and installed lateral bracing, or a combination of both. Where sloped banks are used, they should be excavated in accordance with local, state, and federal requirements for trench safety. The contractor is solely responsible for the design and construction of stable, temporary excavations, and should shore, slope, or bench the trench sides. Construction site safety generally is the sole responsibility of the Contractor, who shall also be responsible for the means, methods, and sequencing of construction operations.

Bracing systems for the underground utility trenches may include portable trench boxes, sliding trench shields, or tight sheeting. In all cases, local, state, and federal safety requirements must be followed and adequate protection provided for workmen and existing pavements, structures, and utilities.

Conditions at the bottom of the excavations should be observed and evaluated as soon as a work section of excavation is opened. In general, if the bottom of the excavation becomes unstable, a layer of coarse, crushed aggregate should be used to stabilize the bottom.

Construction traffic and excavated material stockpiles should be kept away from excavations wherever practical. Where these activities occur within a distance equal to the full depth of the excavation, the resulting surcharge loads must be accounted for in the design of excavation support systems. Care should also be taken during construction to control ground movements that could potentially undermine existing utilities, pavements, and other nearby structure. In no case should excavations extend below the level of adjacent existing foundations or utilities unless underpinning or other support for the foundations is performed. Abandoned utilities in the area of the proposed construction should be removed or filled with grout.

In no case should slope height, slope inclination, or excavation depth exceed those specified in local, state, and federal safety regulations. Specifically, the current OSHA Health and Safety Standards for Excavations, 29 CFR 1926 should be followed. The Contractor’s “responsible person”, as defined in 29 CFR 1926 should evaluate the soil exposed in the excavation as part of the contractor’s safety procedures. If an excavation, including a trench, is extended to a depth of more than 20 feet, it will be necessary to have the side slopes designed by a licensed professional engineer.

The Contractor’s “responsible person” should also establish a minimum lateral distance from the crest of the slope or excavation for all spoil piles and vehicles. Likewise, the Contractor’s “responsible person” should establish protective measures for exposed slope faces. The Contractor, or the Contractor’s specialty subcontractor, will be responsible for the design of any temporary shoring. We would be pleased to provide these design services if requested.

GROUNDWATER CONTROL

We do not anticipate positive dewatering will be required for excavations extending to depth of up to approxiamately 7 feet below the existing ground surface. However, positive dewatering via well points or similar methods will likely be required for depths greater than approximately 7 feet.

BEDDING AND BACKFILLING

The placement of the watermain and related structures within the soil profile generally does not increase the load on the underlying soil. However, it is important to have proper soil support and to maintain proper line and grade of the pipe to prevent the pipe from becoming over-stressed in hoop compressive or bending. In general, loose silty fine to medium sands, very stiff lean clays, and medium dense fine to coarse sands are anticipated to be encountered at the watermain invert elevations at the boring locations.

We recommend the watermain trench backfill consist of MDOT Class II sand to at least 12 inches above the pipe in accordance with MDOT trench backfill specifications.

The trench should be of sufficient width to permit the compaction around, beside, and over the pipe. A small vibratory plate compactor is recommended for compacting the bedding material.

The backfill placed on either side of the pipe from the bedding at the spring-line to the top of the pipe should be compacted in-place with light equipment, such as hand held pneumatic compactors, to develop proper lateral support for the pipe. The first several lifts of backfill over the pipe should also be compacted with a small vibratory plate compactor, to assure proper compaction is achieved and to prevent damage to the pipe from heavier, high energy compactors, such as a “Hoe-Pac”.

Construction excavations should not be left open any longer than necessary. As soon as a section of pipe is completed, it should be properly backfilled to final grade. The trench backfill material within the zone of influence of pavements and structures should consist of MDOT Class II sand in accordance with MDOT trench backfill specifications. Such fill should be compacted to at least 95 percent of the maximum dry density as determined by the Modified Proctor Test (ASTM D-1557).

The trench backfill should be placed and compacted at approximately its optimum moisture content. Frozen material should not be used as fill, nor should fill be placed on a frozen subgrade.

Based the results of our laboratory visual engineering classifications, the encountered native fine to coarse sands are generally anticipated to meet the gradation specifications for MDOT Class II sands.

The silty fine to medium sands are anticipated to meet the gradation requirements for MDOT Class III sand. These soils can typically be used as trench backfill outside of the roadway zone of influence.

Some watermain pipe manufacturers provide backfill requirements pertaining to their particular brand or type of pipe. If this is the case, the manufacturer’s specifications should be adopted for this project. If the manufacturer specifications vary significantly from those provided herein, AGS should be contacted to evaluate the appropriateness of the compaction specifications.

Proposed Caro Center Watermain Project - Denniston Drive & Dixon Lane

March 13, 2018

PLAN & SPEC/FICA T/ON REVIEW & CONSTRUCTION QUALITY CONTROL

We recommend AGS be provided the opportunity to review the project plans and specifications pertaining to the geotechnical aspects of the project, prior to bidding and construction, in orqar to ascertain that the project is as anticipated when the design recommendations were provided.

APPLIED GEOTECHNICAL SERVICES, INC.

Respectfully, encl: Schematic Soil Boring Location Plan, Unified Soil Classification System

Thank you for the opportunity to provide our services to you on this project. If there are any questions regarding this letter, please contact us. 00oco.oo00

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Geotechnical Engin�er/Principal

Applied Geotechnical Services, Inc. 15798 Riverside, Livonia, Ml 48154

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Typewritten text B-1

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Text Box

SCHEMATIC SOIL BORING LOCATION PLAN

Caro Center Watermain Project Indianfields Twp., Tuscola Co., Michigan

GENERAL NOTES

AGS, Inc.

15798 Riverside, Livonia, MI 48154

Tel/Fax: (734) 679-0379

Drilling & Sampling Symbols

SS – Split Spoon (13/8” I.D., 2” O.D., except where noted ST – Shelby Tube (3” O.D., except where noted) PA – Power Auger PS – Piston Sample (3” diameter) WB – Wash Boring WS – Wash Sample

HA – Hand Auger Boring BS – Bag Sample RC – Rock Core with diamond bit, NX size, except where noted RB – Roller Bit N/A – Not applicable or available

Standard Penetration Test “N” Value – Blows per foot after an initial 6-inch seating of a 140-pound hammer falling 30 inches on a 2-inch O.D. split spoon, except where noted.

Water Level Measurement Notation

First— When noted during drilling or sampling process.

Completion— After all drilling tools are removed from borehole.

HR— Number of hours after completion.

N/R— Not recorded.

Dry— No measurable water level found in borehole.

Particle Sizes

Boulders– Greater than 6” (152 mm) Cobbles – 3” to 6” (76 to 152 mm) Gravel – Coarse: ¼ to 3” (19 to 76 mm) Fine: No.4 to ¾” (4.75 to 19 mm) Sand – Coarse: No.10 to No.4 (2 to 4.75 mm) Medium: No.40 to No.10 (.425 to 2 mm) Fine: No.200 to No.40 (.074 mm to

.425mm) Silt – Minus No.200 (.005 mm to .074 mm) Clay – Less than .005 mm

Water levels indicated on the boring logs are the levels measured in the boring at the time indicated. The accurate determination of groundwater levels may not be possible with short term observations, especially in impervious soils. The level shown may fluctuate throughout the year with variations in precipitation, evaporation, runoff, and other hydrogeologic features.

CLASSIFICATION

Cohesionless Soil

Relative Density “N” Value (Blows/ft) Very Loose 0 to 4 Loose 5 to 9 Medium Dense 10 to 29 Dense 30 to 49 Very Dense 50 to 79 Extremely Dense Over 80

Soil Constituents

“Trace” Less than 10% “Trace to Some” 10% to 19% “Some” 20% to 34% “And” 35% to 50%

Cohesive Soil

Unconfined Compressive Strength (tons per ft2) Consistency Less than 0.25 Very Soft

0.25 to 0.49 Soft

0.49 to 0.99 Medium

1.00 to 1.99 Stiff

2.00 to 3.99 Very Stiff Greater than 4.00 Hard

If clay content is sufficient so that clay dominates soil properties, then clay becomes the primary noun with other major soil constituent as modifier, i.e. silty clay. Other minor soil constituents may be added according to estimates of soil constituents present, i.e. silty clay, trace to some sand, trace gravel.

Boring Log #: B-1

End of Boring (ft.): 15

Boring Started: Approved: JTA Boring Completed: Remarks: Drawn By: NJA

Rig:

Driller:

SS-5

SS-1

SS-2

SS-3

SS-4

Ground Surface Elevation = N/A

Applied Geotechnical Services, Inc.

S am pl e

N o.

/T yp e

R ec ov er y (i n.

D ep th ft

Moisture Content (%) - circles N-Value (blows/ft) - squares

Description of Material

While Drilling:

Project:

Client:

Location:

Project #:

Unconfined Compressive Strength (tsf) - triangles

Proposed Caro Center Watermain Beckett & Raeder, Inc.

Indianfields Township, Tuscola County, Michigan 18-1018

Brax Drilling, Inc.

Driller Reported ± 8" Sandy Topsoil

SILTY FINE SAND - loose - moist - reddish brown

(SM)

LEAN CLAY - very stiff - brown (CL)

FINE TO COARSE SAND - trace silt - trace to some gravel - medium dense - moist to wet below 7' - brown

(SP-SM)

At Completion:

Cave-In At:

7' 7'

3/7/2018 3/7/2018

CME 55

15798 Riverside Livonia, MI 48154 Tel: 734-679-0379

FINE SANDY SILT - dense - wet - gray (ML)

Water Level Observations:

22.5

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Boring Log #: B-2

Boring Started: Approved: JTA Boring Completed: Remarks: Drawn By: NJA

Rig:

Driller:

3/7/2018 3/7/2018

CME 55

Brax Drilling, Inc.

At Completion:

Unconfined Compressive Strength (tsf) - triangles

Moisture Content (%) - circles N-Value (blows/ft) - squares

Description of Material

Water Level Observations:

18-1018

Applied Geotechnical Services, Inc.

15798 Riverside

Livonia, MI 48154 Tel: 734-679-0379

Cave-In At:

8.5' 8.5'

While Drilling:

Project:

Client:

Location:

Project #:

S am pl e

N o.

/T yp e

R ec ov er y (i n.

D ep th ft

Proposed Caro Center Watermain Beckett & Raeder, Inc.

Indianfields Township, Tuscola County, Michigan

Ground Surface Elevation = N/A

SS-1

SS-2

SS-3

SS-4

SS-5

MIXED SANDY TOPSOIL & SILTY SAND FILL -

loose - moist - brown (MIXED OL & SM FILL)

Driller Reported Sandy Topsoil

SILTY FINE TO MEDIUM SAND - loose - moist -brown (SM)

FINE TO COARSE SAND - trace silt - trace to some gravel - medium dense - moist to wet below 8.5' - brown

(SP-SM)

FINE SANDY SILT - dense - wet - gray (ML)

0.0

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Boring Log #: B-3

End of Boring (ft.): 2.5

Boring Started: Approved: JTA Boring Completed: Remarks: Drawn By: NJA

Rig:

Driller:

SS-1

S am pl e

N o.

/T yp e

R ec ov er y (i n.

D ep th ft

Moisture Content (%) - circles N-Value (blows/ft) - squares

Description of Material Ground Surface Elevation = N/A

Project:

Client:

Location:

Project #:

Unconfined Compressive Strength (tsf) - triangles

Proposed Caro Center Watermain Beckett & Raeder, Inc.

Indianfields Township, Tuscola County, Michigan 18-1018

Applied Geotechnical Services, Inc.

At Completion:

Cave-In At:

Dry Dry

While Drilling: 3/7/2018

CME 55

15798 Riverside Livonia, MI 48154 Tel: 734-679-0379

Brax Drilling, Inc.

Driller Reported ± 7" Sandy Topsoil

UNKNOWN possible silty sand, driller encountered unmarked gas line at ± 3'

Water Level Observations:

3/7/2018

0.0

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Boring Log #: B-4

Boring Started: Approved: JTA Boring Completed: Remarks: Drawn By: NJA

Rig:

Driller:

3/7/2018 3/7/2018

CME 55

Brax Drilling, Inc.

At Completion:

Unconfined Compressive Strength (tsf) - triangles

Moisture Content (%) - circles N-Value (blows/ft) - squares

Description of Material

Water Level Observations:

18-1018

Applied Geotechnical Services, Inc.

15798 Riverside

Livonia, MI 48154 Tel: 734-679-0379

Cave-In At:

7' 7'

While Drilling:

Project:

Client:

Location:

Project #:

S am pl e

N o.

/T yp e

R ec ov er y (i n.

D ep th ft

Proposed Caro Center Watermain Beckett & Raeder, Inc.

Indianfields Township, Tuscola County, Michigan

Ground Surface Elevation = N/A

SS-1

SS-2

SS-3

SS-4

SS-5

Driller Reported ± 6" Sandy Topsoil

SILTY FINE TO MEDIUM SAND - trace gravel -loose - moist - brown (SM)

LEAN CLAY - very stiff - brown (CL)

SILTY FINE SAND - trace gravel - medium dense -moist to wet below 7' - brown (SM)

FINE SANDY SILT - medium dense - wet - gray (ML)

22.9

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Unified Soil Classification

Typical Names

Well graded gravels, gravel-sand mixtures, little or no fines

Poorly graded gravels, gravel-sand mixtures, little or no fines d u

Clayey gravels, gravel-sand-clay mixtures

Atterberg Limits above "A" line with PI greater than 7

Well graded sands, gravelly sands, little or no fines

Poorly graded sands, little or no fines d u

Clayey sands, sand-clay mixtures

Atterberg Limits above "A" line with PI greater than 7

Inorganic silts, very fine sands, rock flour, silty or clayey fine sands or clayey silts with slight plasticity

Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, and lean clays

Organic silts and silty clays of low plasticity

Inorganic silts, micaceous or diamaceous fine sandy or silty soils, elastic silts

Inorganic clays of high plasticity, fat clays

Organic clays of medium to high plasticity, organic silts

Peat and other highly organic soils

Major Divisons Symbol

C oa rs e

G ra in ed

S oi ls

M or e th an h al f of m at er ia l >

N o.

s ie ve

G ra ve ls

M or e th an h al f of c oa rs e fr ac ti on is la rg er th an

N o.

s ie ve

S an ds

M or e th an h al f of c oa rs e fr ac ti on is s m al le r th an

N o.

s ie ve

C le an G ra ve ls

(l it tl e or n o fi ne s)

G ra ve ls w it h ap pr ec ia bl e am ou nt o f fi ne s

C le an S an ds li tt le or n o fi ne s)

S an ds w it h ap pr ec ia bl e am ou nt o f fi ne s

SC

MH

GW

GP

GM

GC

SM

F in e G ra in ed S oi ls m or e th an h al f of m at er ia l < N o.

s ie ve

Silts and Clays (Liquid Limit < 50)

Silts and Clays (Liquid Limit > 50)

Highly Organic Soils

CH

OH

Pt

ML

CL

OL

Silty sands, sand-silt mixtures

PLASTICITY CHART

Liquid Limits plotting between 10 and 30 with PI between 4 and 7 is a borderline case requiring dual symbols (CL-ML) to

2%

B or de rl in e ca se r eq ui ri ng d ua l s ym bo ls

D ep en di ng o n pe rc en ta ge o f fi ne s (f ra ct io n sm al le r th an

N o.

s ie ve co ar se g ra in ed s oi ls a re c la ss if ie d as f ol lo w s:

L es s th an

G W

, G P, S W

, S P

M or e th an

2%

G M

, G C

, S M

, S C

Not meeting all gradation requirements for GW

Atterberg Limits below "A" line or PI less than 4

Above "A" line with PI between 4 and 7 are borderline cases requiring dual symbols

Laboratory Classification Criteria

Cu = D60/D10 greater than 4;

Cc = (D30) 2 / (D10 x D30) between 1 and 3

Cu = D60/D10 greater than 6;

Cc = (D30) 2 / (D10 x D30) between 1 and 3

Not meeting all gradation requirements for SW

SW

SP

Atterberg Limits below "A" line or PI less than 4

Silty gravels, gravel-sand-silt mixtures

0 10 20 30 40 50 60 70 80 90 100

P la st ic it y

In de x (P

I)

Liquid Limit (LL)

"A" Line

CH

OH and MH

CL

ML and OL

PI = 0.73(LL-20)

AGS, Inc.

15798 Riverside

Livonia, MI 48154