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RICK'S SUPER VA�U
NAVARRE, MINNESOTA
� SITE WORK SPECIFICATIONS
PROJECT N0. 1006. 13
TABLE OF CONTENTS �
Section 02200 EARTHWORK .
Section 02510 ASPHALTIC CONCRETE PAVING
Section 02522 PORTLAND CEMENT CONCRETE CURBS
Section 02700 SITE UTILITIES
May 22, 1991
• � s
'•� = SECTION 02200
EARTHWORK
PART 1: GENERAL
1.01 RELATED DOCUMENTS
A. Conditions of the Contract and portions of Division One of this Project
Manual apply to this Section as fully as though repeated herein.
1.02 SECTION INCLUDES
A. Section includes site preparation, grading, excavation and backfill .
1.03 REPORT OF GEOTECHNICAL INVESTIGATION
A. A report of Geotechnical Investigation for this project has been
furnished to the Contractor under separate cover.
B. Geotechnical investigation was performed by Twin C.ity Testing Corp. ,
dated May 13, 1991 .
� C. Locations of Soil Borings are indicated in geotechnical investigation.
1.04 QUALITY ASSURANCE
A. All compaction tests and inspections shall be made by an independent
testing laboratory acceptable to Architect/Engineer. Assist the testing
firm in the performance of their tests and inspections. Be responsible
for coordinating the tests and inspections:
B. No f.ill shall be placed without inspection and approval of the subgrade
and backfill material by a representative of the testing laboratory.
C. Method of test for density of soil in place shall be the Sand-Cone
Method, ASTM D1556 or Nuclear Densometer. Method of test for
moisture-density relations of soils shall be Standard Proctor ASTM
D-698.
D. Take one density test per every 2,500 square feet of filled area, each
50 linear feet of wall footing, and each column footing, for every eight
inches in depth, plus additional tests and inspections as necessary
after recompaction to reach specified density.
E. Fill and backfill shall be placed to the following minimums:
Density
Area . �Standard Proctor) Moisture Content
Landscaped 90%
Sidewalks and Floor Slab 98% Optimum ±4%
Footings 98% Optimum ±4%
Paved Areas 98% Optimum ±4%
F. One copy of all test and inspection reports shall be submitted to
Engineer/Architect promptly and a copy to the Contractor on a weekly
basis for work completed the previous week.
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� ' PART 2: PRODUCTS
2.01 MATERIALS
A. Top Soil : Locally available materials which produces heavy growth of
vegetation and is free from noxious weeds, stones, or other deleterious
matter. May be salvaged from site excavations if approved by the
testing firm.
B. Excavated Material : May be used for backfill , provided wood, roots and
other deleterious materials are removed subject to approval by the
independent testing laboratory.
C. Engineered Fill : Clean materials from the site or from off site pits as
approved by representative of testing laboratory.
D. Select Granular Fill : Material passing a 2" sieve size and with not
more than 10% passing the #200 sieve.
PART 3: EXECUTION
3.01 PROTECTION � � " ' '
A. Adequate protection measures shall be provided to protect workmen and
passersby. Streets and adjacent property and structures shall be fully
protected throughout the operation.
B. Shoring, sheeting and bracing shall be provided to prevent caving,
erosion or gullying of sides of excavation.
C. Provide for surface drainage during the period of construction in a
manner to avoid creating a nuisance to adjacent areas. Take special
care to prevent surface drainage from filling excavations.
D. Protect from damage during construction, any trees or shrubbery which
are indicated on the drawings to remain. Protect from damage all
exi.sting buildings indicated to remain.
E. Install required erosion control fence and devices before excavating.
3.02 SITE PREPARATION
A. Remove all shrubs, grasses and other vegetation, improvements or
obstructions within construction limits.
B. Clear and grub all trees designated for removal . Stumps and root
structures shall be completely grubbed.
C. Strip top soil from the construction area, including the building area
. and stock pile suitable material for later use. Remove unsuitable
material from the site.
D. Remove existing bituminous surfacing, concrete dock, and other
structures or materials in the area to be excavated.
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� ' E. Remove all undesirable soils in the building pad and dock area subgrade
to competent soils as determined by the testing laboratory. The
building pad will be the area under floor and footings oversized by five
feet outside the foundation walls and sloped outward and downward at a
one to one slope. Excavation along the existing building wall will be
done in a manner avoiding disturbance of soils beneath the existing
foundations. A testing laboratory representative will be present during
this process to determine competency of soils and establish limits of
required excavation.
3.03 SITE GRADING
A. Prepare building pad and subgrade for dock area with engineered fill .
The engineered fill will be placed to 10 inches below finished floor and
to the bottoms of all footings with five feet of oversizing outside the
outer wall footings. Compact in .lifts to specified density. ,
B. Proof roll surfaces of all rough graded cut and fill areas within
construction limits and surface compact top 12 inches to specified
density. Soft areas shall be excavated and replaced with suitable
material prior to completing surface compaction.
� C. Surfaces of all excavations shall be inspected and approved by the ' '
testing firm before backfilling is permitted. �
D. Frozen material shall not be used as backfill nor shall backfill be
permitted on frozen ground. No construction shall bear on frozen
ground.
� E. Place fill in loose level lifts not �to exceed eight inches and compact �
to the specified density. �,
F. Rough graded and finished graded areas shall be free draining, such that
no surface runoff will pond. The Contractor shall be responsible for
interim maintenance and remedial soil correction until final surfacing
is commenced.
G. Final rough grade all areas receiving top soil or surfacing, including _
excavated and filled sections and adjacent transition areas. Finished
surface shall be free of irregularities exceeding 0. 10 feet above or
below adjacent surfaces or finished subgrade elevations.
H. Place top soil on all areas as indicated on plans. Soils which are
unsuitable for engineered fill may be placed in embankment outside of
the pad and subgrade for paving if approved for such use by the testing
laboratory.
I . Place six inches of select granular fill under floor slabs and outside
concrete slabs and compact to specified density.
3.04 EXCAVATION AND BACKFILL
A. Excavate to elevations and dimensions required for the work. Should
soil be softened by rain prior to pouring footings, remove soft soil
down to dry firm soil , backfill with suitable material and compact to
specified density.
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�. B. Footings are to be constructed on undisturbed natural soil or engineered
fill with a safe soil bearing value as indicated on the structural
drawings. The soil conditions at the footing level must be verified by
an independent laboratory before any concrete footing is placed.
C. Backfill excavations as quickly as construction will permit. Place in
eight (8") inch lifts and thoroughly compact. Grade backfill so that
water cannot accumulate next to foundations.
D. Place and compact a minimum of six inches of select granular fill under
floor slabs, concrete paving, and sidewalks.
END SECTION 02200
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�� � SECTION 02510 �
ASPHALTIC CONCRETE PAVING - MINNESOTA
, ,
PART 1: GENERAL
1.01 RELATED DOCUMENTS
A. Conditions of the Contract and portions of Division One of this
Project Manual apply to this Section as fully as though repeated
herein. �
1.02 RELATED SECTIONS
A. Earthwork: Section 02200. . •
1.03 REGULATORY REQUIREMENTS �
A. All work in the right-of-way shall be done in strict accordance with �
. requirements of City and State.
1.04 STANDARD SPECIFICATION� • � • �
A. All materials and construction to conform with State of Minnesota, �
Department of Transportation's "Standard Specifications for
Construction", hereinafter referred to as "MNDOT" . �
1.05 WARRANTY
.;
A. Contractor shall guarantee paving work •against failure or defects `�a �
for a period of two years after Substantial Completion. . The
Contractor shall repair or replace, to the s�tisfaction of the �
Owner, any such failed or defective work which occurs during the � , '.
guarantee period. � �
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PART 2: PRODUCTS �� �' �'�:-
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2.01 MATERIALS "'�:'�
A. Gravel Base: Conforming to MNDOT 3138 (Class 5 Crushed) : � �
B. Bituminous Tack Coat: Conforming to MNDOT 2357. ;.;;�,,
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C. Plant Mixed Bituminous Surface: Conforming to MNDOT 2331, Mix Type �';
41, AC Grade 85-100.
D. Plant Mixed Bituminous Binder: Conforming to MNDOT 2331, Mix Type
31 or 32.
� E. Plant Mixed Bituminous Base: Conforming to MNDOT 2331, Mix Type 31 �
or 32. ,
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'•• • PART 3: EXECUTION
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3.01 PREPARATION , - �
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A. Verify grade and condition of subgrade before proceeding�with bas�e ;.�;,�`
construction. Do not construct base on soft subgrade. ��,; ; ; �;�:
.;
B. Grade and compact subgrade as required in Section 02200.' '� � �u , .
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C. Clean and patch existing surface as required. '
3.02 BASE AND PAVEMENT THICKNESS , � �'",
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A. Parking Area: 1-1/2" Wearing Course on existing surface. �
B. Truck Area: 2" Wearing Course. . .
2" Bituminous Base. :
10" Gravel Base. ' I
3.03 BASE CONSTRUCTION '
_ G;
A. Place and compact crushed rock base in accordance with MNDOT 2211 to :
not' less than 100% of maximum density. • - ,.:'� , ,,s`!;
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3.04 TACK COAT
A. Required when bituminous surfacin or atchin is lace x 1.''`
9 P 9 P �,`over � ,
existing bituminous or concrete surface constructed during a ;:.
previous season. :':!i
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B. Apply at approximate rate of 0.05 gallon per square yard� prior to
placement of bituminous surfacing (MNDOT 2357) .
3.05 BITUMINOUS SURFACING .
A. Place in accordance with MNDOT 2331 . �-
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B. Lay asphalt concrete at a temperature of not less than 2�0°F. with a :`�
mechanical self-powered paving machine to a compacted thickness as �� '
specified above. ` � '
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C. Roll surface with a pneumatic tire roller weighing not less than
five tons. Final rolling will be by tandem steel wheel �;roller.
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D. Surface Uniformity: The finished pavement shall have sllch
smoothness that at no point shall it vary more than 1/4" when �;
checked with a ten foot straight edge. ;�;
E. All bituminous material shall have a minimum Marshall Stability of
1200 pounds and compacted to at least 98% of the maximum Marshall
density in accordance with ASTM D1559.
3.06 STRIPING
A. Parking Lots: Pratt & Lambert paint - (2) coats. Minimum 4" width.
B. Fire Lanes and Ramps: Tape by 3M.
. END SECTION 02510 ' �
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'• • SECTION 02522
PORTLAND CEMENT CONCRETE CURBS
PART 1: GENERAL
1.01 RELATED DOCUMENTS
A. Conditions of the Contract and portions of Division One of this Project
Manual apply to this Section as fully as though repeated herein.
1.02 RELATED SECTIONS
A. Earthwork: Section 02200.
B. Asphaltic Concrete Pavement: Section 02510.
C. Portland Cement Concrete Paving: Section02520.
PART 2: PRODUCTS
2.01 CONCRETE MATERIALS
A. Portland Cement: ASTM C150 Type I or Type III.
B. Aggregates: ASTM C33, and the following:
C. Water: Potable. .
• D. Air Entraining Agent: ASTM C260 and approved by Architect/Engineer. Use
in all concrete to produce a total air entrainment of 6 percent
(+1 percent) .
2.02 CONCRETE RELATED MATERIALS
A. Joint Material : Pre-formed, non-extruding, resilient bituminous type,
ASTM C1751 . �
B. Curing Compound: ASTM C309, Type 1, Class A.
C. Joint Sealer: Sonolastic "PJS" , Grace "Duraseal -U" .
2.03 QUALITY AND STRENGTH
A. Minimum 28 days, 4000 psi .
B. Slump 3 inches to 5 inches, unless mechanically placed.
� PART 3: EXECUTION
3.01 CONCRETE CURB AND GUTTER
A. Foundation Preparations
1. Provide 25 foot grade and line hubs for all curbs and gutters before
form setting. � "
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191/1006.1
; • 2. Foundation: Excavate, shape and compact to a firm, uniform bearing
surface, conforming to the planned section and established grade.
Remove unsuitable grade soils and replace as directed. Granular
material , as specified and where required by the Drawing, shall be
furnished, placed, and compacted to 95 percent Modified Proctor
Density to a depth of 12 inches.
B. Forms
1 . All forms shall have a minimum height without horizontal joint equal
to the depth of the curb, and must be of sufficiently rigid
construction to insure that they will remain true to line and grade.
2. Forms with height greater than the thickness of concrete may be used
if the upper edge is set accurately to line and grade and the subgrade
under the form is excavated to meet the bottom edge of the form.
3. Clean and oil forms each time they are set. Hold securely in place by
adequate stakes and bracing.
4. Use flexible or curved forms of proper radii for curves having radii
of 100 feet or less.
5. Remove unsatisfactory forms from the line of work and do not reset.
Repaired forms �shall not be used until they have been inspected and
approved by the Architect/Engineer. .
6. Set forms accurately to line and grade. If the forms are set more
than O.Ol� foot above or below grade or more than 0.02 foot from
� � prescribed alignment, they shall be corrected before any concrete is
placed.
7. Slipform equipment may be used if the resulting curb and gutter
conforms with the Drawings and the finish is satisfactory to the
Architect/Engineer.
C. Placing Concrete �
1 . Immediately before placing the concrete; the inside faces of the forms
shall be wetted and the subgrade moistened with water if subgrade
paper is not used. Strike concrete off to the required cross section
by curb mule or power curber. The upper face of the gutter slab and
the front face and the top of the curb shall be smoothed with a wood
float. Side forms shall remain in place for at least 12 hours after
the concrete has been cast. All cavities shall be filled with mortar,
upon removal of the side forms.
D. Concrete Finish
1 . After the water sheen has disappeared, joints and edges shall be
rounded to the radii shown in the plans.
2. All concrete surfaces exposed to view shall be lightly brushed to a
uniform texture.
3. Test gutter flowline with a ten faot straight edge. Correct
depressions that will hold water.
E. Joints
l. Expansion joints shall be formed by installing normal to the surface,
a 3/4-inch section of bituminous fiber joint shaped to the full width
of cross section and extending from 1 inch below the finished surface
to the subgrade. The space above the expansion joint shall be kept
open by a suitable cap until the concrete is finished.
2. The contraction joints may be formed by inserting into the concrete a
plane of weakness not less than one-half the depth of the concrete, or
by sawing to a depth at least 1/4 the thickness of the concrete.
3. All joints shall be sealed with hot-poured concrete joint sealer.
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191/1/1006.1
� 4. If the concrete is to be placed at temperatures below 75 degree F. ,
the Contractor will decrease the spacing of expansion joints to
compensate for the lower temperature.
F. Backfill
1 . Backfill from the top of curb to the established contour of the
adjacent ground as directed by the Architect/Engineer.
2. Remove excess excavated material from the site of the work. Clean up
and dispose of rubble and construction debris, and leave the site of
the work in a condition satisfactory to the Architect/Engineer.
3.03 CURING CONCRETE
A. All concrete shall be treated immediately after concreting or cement
finishing is completed to provide continuous moist curing in accord with
ACI 301, above 50 degrees F. for at least seven days, regardless of
ambient air temperatures.
B. After seven days, protect concrete from moisture loss by the use of a
sprayed on chemical membrane covering. Any deviation from this
specification shall be approved in writing by the Architect/Engineer at
the request of the General Contractor.
END SECTION 02522 .
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� SECTION 02700
SITE UTILITIES
PART 1: GENERAL
1.01 RELATED DOCUMENTS
A. Conditions of the Contract and portions of Division One of this Project
Manual apply to this Section as fully as though repeated herein.
1.02 RELATED SECTIONS
A. Consult drawings and specifications of other trades for correlating
information.
1.03 SUBMITTALS
A. Submit to the Engineer:
1 . Two copies of test and inspection certificates immediately upon
completion.
2. One copy of record drawings showing all changes made during
construction. � �
1.04 REGULATORY REQUIREMENTS
A. Comply with the rules and regulations of the Local Utility Companies.
He shall check with each utility company providing service to this
project and determine or verify their requirements regarding incoming
domestic water, sprinkler, sanitary and storm sewer and gas.
B. Secure and pay for all permits, licenses, fees and inspections .
C. Make all arrangements with each utility company and pay all service
charges associated with new or modifications to existing services.
D. The status of any code provision that may be in question must be
resolved with the Local inspection authority.
E. Where drawings or specifications call for workmanship or materials in
excess of code requirements, a lower grade of construction will not be
permitted.
1.05 CLEANING
A. When all the site work is complete, thoroughly clean all material and
equipment installed as a part of this contract and leave all equipment
and material in new condition.
B. At job completion, this Contractor shall clean up and remove from the
site all debris, excess material , and equipment left during the progress
of this contract.
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191/1006. 1
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� � PART 2: MATERIALS
2.01 STORM SEWER, CULVERTS AND SANITARY SEWER
A. Vitrified Clay Pipe and Fittings (15 inch maximum diameter) : ASTM
C-200, extra strength, with joints conforming to ASTM C-425.
B. Reinforced Concrete Pipe (12 inch minimum diameter) : ASTM C-76
(reinforced concrete culverts, storm drain and sewer pipe) , minimum
Class II requirements. Joints: ASTM C-443 (using rubber 0-ring
gaskets) , styled to the Bureau of Reclamation R-4 joint, all meeting
ASTM C-361.
C. PVC Sewer Pipe, when approved (sizes 6 inch through 15 inch diameter) :
ASTM D-3034 (Type PSM SDR 35) pipe and fittings. Joints: Rubber
gaskets, ASTM F.-477. Jointing: ASTM D-3212. Solvent welded joints are ,
permitted ONLY when approved by the Architect/Engineer.
D. ABS Sewer Pipe, when approved (sizes 6 inch through 15 inch diameter) :
ASTM D-1788 (6 inch solid wall )/ASTM D-2680 (8 inch and larger composite
wall ) . All ends of composite pipe where lightweight concrete filler is
exposed shall be painted with solvent cement as recommended by the
� manufacturer to permit air testing. Jbinting 'shall be in accordance � '
with the manufacturer's recommendations. �
E. Cast Iron Pipe, where shown: 150 PSI , ANSI Specification A21 . 1, A21 .6,
and A21 .8 for gravity sewers or forcemains. Minimum thickness Class 22
with standard thickness cement lining conforming to ANSI A21 .4. Pipe
shall be coal -tar pitch coated outside. Fittings shall be AWWA cast
iron mechanical joint or flanged and conform to pipe requirements. �
F. Ductile Iron Pipe (See 2.02, A.2)
G. Polyethylene Pipe, joints and fittings for storm sewer shall be
manufactured in accordance with AASHTO M294, Type S. Material shall be
high density, polyethylene conforming to ASTM D3350. Pipe shall be
seamless with annular corrugation on the exterior and smooth interior
waterway equal to Hancor Hi -Q.
2.02 DOMESTIC WATER AND SPRINKLER MAINS BELOW GRADE
A. Pipe and fittings:
1 . Cast iron pipe (C. I .P. ) shall be 150 PSI ANSI Specification A21 . 1 ,
A21 .6 and A21 .8. Thickness Class 22. Standard thickness cement
lining ANSI A21 .4. Pipe and fitt�ngs shall be coated outside with
coal -tar pitch varnish.
2. Ductile cast iron cement-lined bituminous coated pipe, Class 50. The
pipe shall_ conform to AWWA Specifications C151-86 or latest
revision. Normal working pressure shall not exceed 150 PSI . Pipe
shall be furnished in nominal eighteen (18) or twenty (20) foot
lengths. Each pipe shall have the weight and class designation
' conspicuously painted on it. In addition, the manufacturer's mark
and year in which the pipe was made shall be distinctly cast or
stamped on the face of the bell .
3. Fittings shall be connected to sections of water main pipe by means
of inechanical joints.
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191/1/1006. 1
' �.,
,' Y a. Mechanical joint pipe shall meet the requirement of ASA
Specification A-U11. All pipe fittings shall be AWWA cast iron or
ductile iron mechanical joint and shall conform to the same
specification as the pipe. Bolting materials shall meet the
requirements of the manufacturer.
4. Poly Vinyl Chloride (PVC) Pipe: Shall be AWWA C-900-89 or latest
edition, 150 psi pressure class, cast iron pipe equivalent outside
diameter, dimension ratio (DR) of 18.
B. Pipe and fittings: Domestic water main only.
1 . Type K, soft drawn copper tubing. Fittings shall be flanged
compression type. Pipe and fittings shall conform to ASTM 688
requirements. Joints for pipe and fittings shall be made with
flanging tool .
2. Dielectric unions or flanges shall be installed where copper or brass
piping is connected to ferrous material such as steel piping. .
2.03 CONCRETE THRUST BLOCKS
A. All thrust blocks �shall be precast or poured with 3,000 psi (28 day)
concrete. When poured, care shall be taken so that the concrete does
not interfere with access to joints or with hydrant drainage.
2.04 GATE VALVES �
A. The bodies of the valves shall be of the best quality of cast iron,
bronze-mounted and the stems of the valves shall be of the best quality
of bronze. Each valve shall be constructed of the best material and
shall withstand, without leaking, a 300 psi hydraulic pressure and a 150
psi working pressure. All valves shall have mechanical joint or slip
type ends, inside screw and shall be equipped with a two (2) inch
operating nut. All valves shall open by turning counter clockwise.
Wall� and post indicator valves shall have a vision window indicating
valve position. All valves produced by the following manufacturers or
valves of equal quality are acceptable: Mueller Company, Decatur, IL. ;
Kennedy Valve Manufacturing, Inc. , Elmira, NY; Traverse City Iron Works,
Traverse City, MI .
2.05 HYDRANTS
A. Hydrants shall be furnished with two hose nozzle connections 2-1/2"
National Standard Thread, 7-1/2" to the inch and one pumper nozzle
with 4-1/2" National Standard Thread, four to the inch. Hydrants shall
have a six (6) inch mechanical joint inlet and five (5) inch valve
opening. Nozzles shall be placed a minimum of 24" above finished grade.
All hydrants shall be furnished with a traffic flange.
2.06 GAS PIPING BELOW GRADE
A. Incoming gas service piping and method of installation shall conform
with all federal and utility company requirements as well as local
codes.
2.07 PRECAST CONCRETE STRUCTURES
A. Precast concrete:
1 . Provide and install as indicated on drawings.
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191/1/1006. 1
•�" � 2. Structure must conform to ASTM C-478, Standard Specifications for
Precast Reinforced Manhole Sections and all local codes. .
2.08 CAST IRON FRAMES, GRATES AND COVERS
A. Castings shall be of the type, style, weight, and size indicated on the
plans.
B. Castings shall be of uniform quality, free from blowholes, shrinkage,
distortion or other defects. They shall be smooth and well cleaned by
shot blasting. Component parts shall fit together in a satisfactory
manner. Round frames and covers shall have continuously machined
bearing surfaces to prevent rocking.
C. Metal shall conform to ASTM A48-76 Class 35 for grey iron, or ASTM
A536-80 Grade 65-45-12 for ductile iron. .
PART 3: EXECUTION
3.01 FIELD QUALITY CONTROL
A. Pressure test all piping systems 'and maintain pressure until piping is ' �
covered or insulated. ' �
B. Comply with tests and inspections required by code.
C. See Submittals, Paragraph 1 .03 in this Section.
D. Flush and test sprinkler service main. �
1 . Complete and return test forms. •
- E. Provide static and residual pressure test results of water system before �
starting construction. -
F. Provide Sterilization Test Approval for domestic water main.
3.02 EXCAVATION AND BACKFILLING . , .
A. Excavate as required to install pipes, tanks and equipment to the depth
shown on plans or required for proper operation.
� B. Construct shoring and bracing in accordance with Local , State and
Federal safety regulations that apply as required to protect trench
construction, adjacent buildings and property as well as the safety of
employees and public.
C. Provide temporary bridges where required to maintain traffic.
D. Excavations shall be kept free of water during construction. Should the
soils become softened by ground water or surface runoff, the soft
material shall be removed and replaced with suitable material . Compact
in lifts of 9 inches.
E. Provide and maintain acceptable safety barriers and warning lights to
eliminate hazard to public, construction and owner's personnel .
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