ML20040B732
| ML20040B732 | |
| Person / Time | |
|---|---|
| Site: | Grand Gulf  |
| Issue date: | 01/19/1982 |
| From: | MISSISSIPPI POWER & LIGHT CO. |
| To: | |
| Shared Package | |
| ML20040B716 | List: |
| References | |
| 9645-A-004.2, 9645-A-4.2, NUDOCS 8201260367 | |
| Download: ML20040B732 (12) | |
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Specification No. 9645-A-004.2 C .
TECHNICAL 5PECIFICATION POR -
FURNISHING, DELIVERY, AND ERECTION OF CONCRETE MASONRY UNITS FOR MISSISSIPPI POWER & LIGlft. COMPANY GRAND GULF NUCLEAR STATION UNITS 1 AND 2 -
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i Specification No. 9645-A 004.2 !
j TECHNICAL SPECIFICATION FOR
- FURNISHING, DELIVERY, AND NRECTION OF CONCRETE MASONRY UNITS 1.0 WORNiNCLUDED g~ ,
1.1 The work in:!udes but is not Emited to the following-
- a. Furnishing, delivery, and erec*.ing concrete masonry units.
- b. Receising (from re bar lay down area on jobsite) and installin; horizontal and vertical reinforcing steel bass. .
- c. Designing, furnishing. mixing, and placing monar.
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- d. Drilling hoies in concrete foundation and instalhng foundation dowels.
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- e. Fumishing and instai'ing contreljoint raskets,
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- f. Placing and building into the masonry, bolts, sleeves, buck,and frame anchors, attachments, and insens fumishe:' by others to the Subcontractor prior to masonry installation.
F. Constructing mason.ry around and to penetration block outs, pipes. du:ts.
frames. vents, and other items set by others.
- h. Furnishing and installing wall ties, anchors. and masonry accessories includin; weid.ot; channel slots and masonry type channel slots.
- i. Installing miscellaneous metal items which are furnished by others to be embedded in cons r,te masonry units.
J. Furnishing and installing horizontaljpint reinforcement in concrete masonry units. -
- k. Insta!!ing anchors at dovetail slots in concrete.
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l Specification No. 9645 A.004.2 l, L Providing and installing temporary wood centering or frames for spanning aU openings.
- m. Preparing concrete surfaces to receive concrete masomy units and grout. ,
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. o. Installing vertical reinforcing in concrete rnasonry unit wa!!s.
2.0 RELATED WORK NOT INCLUDED 2.1 The foUowing items of related work or not included:
- a. Providing miscellaneous metal items to be embedded in concrete masonry units.
- b. Providing and installing hoDow metal and pressed steel frames.
c- Silicon foam fill and non-shrink grout fill for penetration block outs.
- d. Deleted i (i e. Detailing, fumishing, and fabricating reinforcing steel bars and foundation dowels.
- f. Dovetail slots in concrete.
- g. Furnishing grout materials.
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3.0 STANDARDS AND CODES The standards and codes referenced to this Specification sha!! 1re the fatest edition or revision in effect on the date of Contract award unless otherwise specified.
3.1 The following standards are incorporated as a part of this Specification:
8 3.1.1 American Society for Testing and Mattrials (ASTM):
Deleted A 82 Cold Drawn Steel Wire for Concrete
. Reinforcement Deleted Deleted
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C 90 HoUow Load-Bearing Concrete Masonry Units Deleted C140 San pling and Testing Concrete Masonry Units C 144 Aggregate for Masonry Mortar C 145 Solid Load Bearing Concrete Masonry Units
Specification No 9645 A-004.2
,(( C 150 Portland Cement
- I C 270 ~ Mortar for Unit Masonry Deleted C 426 Test for Danng Shrinkage of Concrete Block =
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- C 476 Mort:r and Grout for Reinforced Masonry l _ ,
Deleted 3.1.2 American Concrete Institute (ACI):
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- ACI 67 Concrete Masonry Structures - Design and Construction 3.1.3 National Concrete Masonry Association (NCMA)
NCMA Specification for the Design and Construction of Load Bearing {
Concrete Masonry 3.1.4 American Welding Society,(AWS) h AWS DI.) Code for Welding in Building
. Constructicn 3.2 The following code is incorporated as a part of this Specification. .
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3.2.1 Southern Standard Building Code (SSBC)
- l 4.0 SUB.\11TTA1.5 ,
4.1 Subcontractor shall submit the following to Contractor for approval in accordance with Form G 321-C of Appendix B:
- a. Certificate issued by an independent testing laboratory approved by the Contnetor, verifying that the concr'ete masonry units meet the requirements of this Specification and.the applicable ASTM standards for the following:
- 1) Proper curing of the concrete masonry units prior to shipment.
- 2) The density of normal weight shielding units.
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1 Specification No. 9645 A 004.2
- 3) Compliance with the applicable specifications for grades, types, or c! asses.
- 4) Conformance'of the mortar and grout mix designs. ,
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- b. Mortar mix designs and materials source.
5.0 TYPES OF WAU.S 5.1 bahtweight Concrete Masonry Unit WaUs: .
Type A - Construct wn!!s without vertical reinforcement of lightweight, hollow, load bearing concrete masonry units, two- or three< ore standard or two-core open end laid in running bond. Where open end units are utilized,open end shall always abut closed end of adjoined unit.
Type B - Construct walls with vertical reinforcement of lightweight, ho!!ow, load bearing concrete masonry units, twoor three core standard or two-core open end units laid in running bond. If open end units are used, open end shaU always abut closed end I
of adjoining unit. .
i 5.2 Normal Weight Shielding Concrete Masonry Unit Walls:
Type C - Construct walh of normal weight shielding,100 percent solid units laid in running bond.
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! Type D - At " removable" shielding block walls, construct of normal weight shielding, l 100 percent solid units, without reinforcement, mortar or grout. Units shall be
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staggered in both the horizontal and vertical directions.
6.0 MATERIAL.S 6.1 Concrete Masonry Units ,,
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All concrete muonry units furnished under*this Subcontract shall be from a Supplier approved by tne Contractor. ,
6.1.1 1.ightweight concrete masonry units.sball be hoUow, load bearing, Grade N 1 with a maximum density of 105 lbs. per cubic foot of uniform color, texture, and finish conforming to ASTM 90. Units shaU be two-or three-core standard or two-core open end types. I.inear shrinkage of units shall not exceed 0.065 percent when tested in accordance with ASTM C 426.
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Specification No. 9645-A 004.2 6.1.2 Normal weight shielding concrete masonry units shall be 100 percent solid units for Type C snd D wa!!s, Grade N 1 conforming to ASTM C 145. Size and location of units as shown in. design drawings. The density shall not be less tha.;
135 pounds per cubic foot oven dried weight. Units shall have uniform integra)
. dark gny coloring, or other evident means of identification, to distinguisft them from lightweight units. Texture r.ad finish shall be uniform throughout.
Unear shrinkage of units shall not exceed 0.065 percent when tested in i accordance with ASTM C 426. Aggregates such u steel punchings and iron i shot shsJl be unacceptable.
6.1.3 Fire Resistance Classification
. Concrete masonry walls and partitions shan have fire resistance ratings as indicated on fire protection drawings A4600 through A-0605, A 0608, and A 0610. Units shall be of minimum equivalent thickness riccified for the fire rating and corresponding aggregate type.'
t 6.1.4 Lintels and bond beam concrete masonry tmits shall be same material, color, and texture as adjoining masonry units.
I 6.1.5 Accessory blocks, soaps, caps, etc. shall be of the same material, color, and I
( texture as adjoining masonry units.
6.1.6 Corner block sha!! be used in all exposed outside corners and door openings.
6.2 . Mortars 6.2.1 Mortar for concrete masonry unit walls without vertical reinforcement shall conform to ASTM C 270, Type M and shall obtain a minimum compressive strength of 2500 psi at 28 daysTCement shall be Portland Cement, Type II, low alkali, conforming to ASTM C 150.
6.2.2 Mortar for concrete masonry unit walls with vertical reinforcement shall conform to ASTM C 476, Type PL and shall obtain a minimum compressive strength of 2500 psi at 28 da's.
y Cefhent shall be Portland Cement, Type II, low alkali, conforming to, ASTM C 150.
6.3 Grout ,
6.3.1 Grout for concrete masonry unit ce!!s shall conform to ASTM C 476, and shall be proportioned to attain a minimum compressive strength of 2500 psi at 28 days. Cement shall be Portland Cement, Type 11, low alkalf, tonformint. to
. ASTM C 150. Grout shall be mixed with sufficient water to produce pouring k . , consistency without segregation of the constituents and shall have a 7 inch minimum and 9. inch maximum slump.
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Specification No. 9645 A.004.2 6.4 Aggregates for Mortar and Grout 6.4.1 Fine aggregates'f'or mortar and peut shall conform to ASTM C 144. Coarse aggregate fcr grout zhall hrve a maximum size of No. 8 as defined in ASTM G 404, except that Site No. I er 2 shan be used to fin cavities where the smaller dimension is less than N/2 inches. -
6.5 Epoxy peut for pouting in foundation dowels shan be "Colma Dur"as manufa:tured by Sika or an alternate approved by the Contractor.
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. 6.6 Deleted 6.7 Admixtures 6.7.1 Accelerators, retarders, and other admixture materials shaU not be used in mortar or pout unless data is provided to demonstrate that the admixture has no adverse effects on the property of the mortar or grout fi!!, and its use is approved by the Contractor.
6.7.2 No anti freeze liquid, salt, or other substances shall be used in the mortar or !
peut to lower the freezing pbint.
h 6.7.3 Calcium chloride, or admixtures emtaining calcium chloride shan not be used j , in mortar or grout in which reinforcement,incial ties or anchors are embedded.
6.8 Deleted .
6.9 Horizontal Joint Reinforcement
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6.9.1 Horizontal joint reinforcement shan be Ladur Type as manufactured by Dur-O Wal or an approved attemate. Material shall be manufactured from 3/16 inch rods running paraDel to war with 9 gauge cross rods confo:7ning to ASTM A 82. Design types shallinclude single wythe, composite, and throd in standard and custom widths to suit actual wall conditions. Prefabdcated comers and tees shall be provided for continuous reinforcement around corners and for anchoring abutting wans. Spacing shall be every other course or 16 inches on center.
6.10 WaU ties, anchors, and masonry accessodes man be plain steel as manufactured by Hohman and Barnard, Inc. or an approved alternate. Weld-on and masonry 4ype channel slots shall be 12 gauge minimum thickness. Anchors shall be 3/16-inch miniraum thickness. Expsr.icn bolts for masonry type channel . slots shan be Hilti Kwik botts.
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(i - 6'.11 Control joint gaskets shall be "Dur O-Wal Rapid" wide flange control joint or an
, alternate approved by the Contractor.
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Specification Ns. 9645 A 004.2 i 6.12 Vertical reinforcement shad be fumished to the masonry subcontraeterin accordance with Technical Specification 9645 C 111.0.
7.0 STORAGE AND IIANDI.ING OF MATERIALS i 7.1 All materials shall be handled and . stored under shelter in a manner that prevents, damage to strength, durability, or appearance and for protection from weather.
moisture and stain.
8.0 ERECTION 8.1 Preparation 8.1.1 Concrete bearing surfaces under concrete masonry wads shad be roughened by bush-hammering or by an approved altemate method. Bearing surfaces of foundations shall be c!esned free of dirt, dust,laitance, oily or waxy material, and other loose or fores;;n matter that would reduce or destroy the bond between masonry and the foundation.
8.1.2 Masonry units shad be laid out .to c'enform to wad dimensions, opening si:es and locations and reinforcing steellayout. Layout may incorporate half units at openings, comers, and terminations. Cut units may be incorporated to produce nonmodular dimensions.
g 8.2 Masonry Unit Construction B.2.1 Masonry units shall be sound, c!can, and free from cracks when placed. The use of damaged or defaced units is not permitted.
, *8.2.2 Only dry masonry units shall be laid;however, units that have been wet cut and show discoloring due to absorbed moisture from such operation may be used.
8.2.3 Masonry sha".pe erected only when the temperature can be maintained above 40 F duringinstallation and for 48 hours5.555556e-4 days <br />0.0133 hours <br />7.936508e-5 weeks <br />1.8264e-5 months <br /> after installation.
8.2.4 Mortar materials shad be measured by volume and shad be machine-mixed for at least 5 minutes. Retempering on the mortar board is permitted; however, mortar which has started its initial set shall be discarded.
8.2.5 Starting course of mortar.d walls shall be laid on a fuD bed of mortar. Cores to be grouted shad be aligned straight arid unobstructed by mortar overhang.
Courses containing horizontal. reinforcing steel bars shall be bond beam units or standard units with web knock-outs. Anchors, wall plugs, accessories and other items embedded in the masonry shall be built in as the masonry work progresses. Spaces in metal door frames and around built in it' ems shall be solidly filled with r
( . instructions from the',nortar Contractor.
or grout, unless aDowed otherwise ,by v.ritten o
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Spe:sfication No. 9645.A.004.2
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8.2.6 Mortar jcints shall be aligned straight and level or plumb; width sha!! be 3/8 inch unless otherwise shown or approved by Ce,ntractor. Fuu mortar coverage is required on vertical and.h,orizontal joinis of face sheUs and on webs of ceDs to be grouted. Joints in unpainted, painted, and similarly exposed surfaces shall
~ be compacted concave and tooled smooth. Joints in surfaces to be concealed or coated with surfacer that obscures the joint patter sha!! be struc'k flush. Control joints shan be raked out, free of mortar to the face of controljcint gasket.
8.2.7 Units sha!! not be moved after initial setting to prevent breakage of the mortar 6
, bond. Should mcWg be necessary, the mortar shall be removed and the unft set in fresh mortar.
8.2.8 When it is necessary to stop off a longitudinalrun of masonry,it shaU be done by racking bd one-half unit length in each course. Toothing w11 not be permitted, except where approved by the Contractor.
8.2.9 If optional "high-lift" grouting method is used, cleanout openings shaU be made in the face sheUs of units before the units are placed in the first course at the bottem of the wad. Cleanout openings shall be at the bottom of all cores containing dowels or vertical reinforcement and at altemste enres in the units of solid grouted wa!!s. The cleanout openings should be net less than 3 x 4 inches.
Q 8.3 Reinforcing
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8.3.1 Contractor wi:1 fumish reinforcing steelin acceptable condition. Subcontractor shall maintain reinforcing free of hean or flaked rust, dirt, grease or other deleterious substsnees. After placing, the reinforcing steel shall be kept clean untilit is embedded..
8.3.2 Foundation dowels shan be accurately placed and anchored with epdxy grout.
8.3.3 Reinforcing steel cut by the Contractor to mutually agreed lengths shall be placed as masonry work proceeds. AU stee] bar splices shall be lapped at 30 bar diameters, minimum spxing. Horizontal bars in bond beam units shall be wire tied at laps and to vertical bars at each intersection. Tops of open cells below brand beams shall be, covered or plugged by means of expanded metallath or simDar means of preventing grout loss into ungrouted cells.
8.3.4 Bolts, anchors, s!ceves, frames's and other items embedded in mutsary sha!! be installed in locations, alignment, and spacing required for support of materials and equipment mounted on, or penetrating masonry. If interf:rences or discrepancies involving embedded items are encountered, thimatter shaU be immediately referred to the Contractor. Relocating, cutting, bending, or
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driUing of embedded items will be perraitted only upon prior authorization by the Contracter.
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Specification No. 9645 A 004.2 8.3.5 Horizontal joint reinforcement shan be placed so that longitudinal wires are located over face sheU mortar beds and are f 2Uy embedded in mortar for their entire length with minimum inortar cover of $/8 inch on exterior side of caus*
and 1/2 inch at other locations. Joint reinforcement shall not be continuous
_ , thrcugh a control joint or an expansion joint. Joint reinforcement shall be' lapped 6 inches or more. Factory fabriated sections shad 'be instaUed at corners and waU intersections.
8.4 Grout 8.4.1 Deleted 8.4.2 Deleted 8.4.3 The grout placement procedures shan fo!!ow the published instruct 2ons and recommendations of the National Concrete Masonry Association. The method or methods selected shaU be suitable for actualjob conditions and approved by the Contractor.
8.4.4 In hollow unit masonry the racnar shall cure at least 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> before grouting.
This Subcontractor shall be tesponsible for additional precautions necessary to
(( ensure stability of the masor:ry during grouting.
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8.4.5 Deleted
'8.4.6 All reinforcing steel shall be inspected in place by the Contractor just before grouting, and shall be subject to continuous inspection during the grouting
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operation.
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Smification No. 9645 A 004.2 8.5 Welding
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8.5.1 Welding of weldbn channel slots shaU conform to AWS DI.1; Nelson stud
- welding systemi are also accept:ble, and installation shall be as recommended by the manufacturer.
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8S Expansion Bolts 8.6.1 Hilti-Kwik belts sha!! be installed in accordance with Appendix L (Tede.ical Specification 9643 C 103.i).
9.0 POINTING AND CLEANING .
9.1 During the pro ress of work, waUs which are to be left exposed shall be kept dean.
Mortar smean shall be allowed to dry for a short period and then shau be promptly removed by trowd, stiff brush, or both. Care shall be taken to avoid da:ruge to the mortarjoint when brushing. Mortar burrs shall be promptly removed.
9.2 Upon completion and before acceptance, holes in joints of exposed masonry surfaces shat be cut out and pointed with mortar and too.'ed to match adjacentjoints.
9.3 Mortar and grout stains on the face of concrete masonry units shall be removed by wire brushing or if approved by the Contractor in writing, by washing with a 5 percent
/ ', muriatic acid solution. Immediately after acid deaning, the surfaces that have been so
! deaned shall be thoroughly rinsed with dean water. Water and acid so:ation shall not drain to plant drainage system unless approved by tne Contractor.
9.4
- Ho!!ow metal and pressed sted frames, floors, walls, and equipment shall be cleaned free of soil and waste material.
10.0 DRAWINGS 10.1 During the course of the work,dnwings win be issued,which wi!! contain information required for the fumishing and erection of concrete masonry units.
I1.0 INSPECTION CRITERIA
- 11.1 The Contractor wiU provide the field inspection and documentation of the criteria in Paragraph 11.2.
l 11.2 The Subcontractor sha!! accomplish be worl* fo meet the following criteria:
- a. That the specified concrete masonry units are used.
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, b. That the Contractor provided reinforcement and grout materials are used.
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Specifi stion No. 9645 A 004.2 f c. That the placement of the reinforcement materials and grout is in accordance with the design d{awings.
- d. That the c!canliness of the placement area is maintaine:'; that all debris, sawdust, chippings, mud, etc. are removed from areas to receive concrete
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masonry and grout; and that all reinforcing and other metal to_be embedded in the concrete masonry walls are cican of any coatings or deposit s that would impair the bond.
12.0 PACKAGING AND SHIPPING REQUIREMEhTS 12.1 Seller is responsible for shipping concrete masonry units in such a manner that the units are adequately protected during shipment and storage so that all warranties remain in effect. Section 14.0 of the Genera! Project Ir. formation and Requirements also covers shipping requirements. .
12.2 A!! concrete masonry units shall be adequately prepared for shipment. Storage on the site shall be outdects (weatherproof) as described in the General Project Information and Requirements (Appendix A), Article 8.0.
12.3 Sc!!ct must ensure that any special storage requirements are provided before the concrete masonry units are shipped to thejobsite.
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