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<br /> Post-Tension Concrete Concrete ��fJ'" =
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<br /> 1. All work for post-tensioned concrete shall be in conformance with the 13. Anchorage assemblies shall be perpendicular to the longitudinal axis of the 1. All aspects of work pertaining to the concrete construction shall be in 16. Submit shop drawings to Architect/Structural Engineer indicating locations of American Property Development,���.
<br /> requirements for prestressed concrete of"Building Code Requirements for tendon and shall be securely fastened to the edge forms. All formwork shall accordance with ACI 318, 'Building Code Requirements for Structural concrete joints for review prior to placing concrete. Place joints at locations to 110110thAvenueNEsuite550
<br /> Reinforced Concrete" ACI 318 and supplements. be properly braced to maintain alignment. Concrete' and the latest edition of'Specifications for Structural Concrete for minimize effects of shrinkage as well as being placed at points of low stress. Be��e�ue.wassooa
<br /> Buildings', ACI 301, with modifications as noted on the project drawings and\or Locations shown on plans are a minimum. Additional locations may be
<br /> 2. All post-tension work shall have continuous inspection. 14. Tolerances for the tendon placement dimensions are as follows: specifications. ACI 318, section 5.12 for cold weather placement and ACI approved by engineer. Shop drawings shall be developed by referencing (CONSULTANT'SLOGOANDADDRESS� '
<br /> A. Vertical 318, section 5.13 for hot weather placement. all construction documents including, but not limited to: Architectural, } .
<br /> 3. The Contractor shall submit the following documentation sealed by an For slabs plus or minus 1/4 in. Mechanical, Civil, and Electrical.
<br /> engineer licensed in the appropriate state per the appropriate discipline for For beams plus or minus 1/2 in. 2. Concrete mix designs shall be submitted to the Structural Engineer for review. _
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<br /> review by the Structural Engineer and the Architect. B. Horizontal All mix designs shall be designed by a qualified testing laboratory and shall be 17. Concrete placement shall be in accordance with ACI standard 304 and zo� N. Mapie��rove ste. �oo ��
<br /> A. Complete shop details of tendons. The details shall include sizes, Minimum radius of curvature = 10'-0" sealed by an engineer licensed in the appropriate state per the appropriate project specifications. Provide keys in construction joints unless detailed BOISE IDAHO 83704
<br /> tendon profiles, locations and spacing. Shop details shall also Offset shall not exceed 12" in. 6'-0" discipline. Base design mix on field experience or trial mixtures as otherwise. Thoroughly clean, remove laitance and thoroughly wet and Phone(208) 342-7168
<br /> include tendon supports, chairs, ducts, locations and sizes of bearing stipulated in ACI 318 section 26.4.3 remove standing water in construction joints before placing new concrete. �E�oa# �5a.�s�.00 ,
<br /> ALL STRUCTURAL DETAII,�USED ON THIS
<br /> plates, mild steel reinforcing, inserts, etc. 15. Twisting or entwining of strands within a tendon is not allowed. At vertical joints, slush with a coat of neat cement before placing new PLANARECOPYRIGHT(C) OFLOCHSA
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<br /> B. Calculations for all losses for specified stressing lengths to ensure that 3. Portland cement shall conform to ASTM C150 Type I or II concrete minimum� COC�Crele. ANYDETAILSANDCONCEPTSISNOT
<br /> ACCEPTAB�E WITHOUT WRITiEN CONSENT
<br /> final effective force is maintained. The relative Humidity (RH) shall be 16. At slab openings, tendons shall have a minimum clearance of 3 inches from coordinate additional requirements with note 5. oF�o�HSAEN��NEER�N�oF�oAHo
<br /> taken as 30%. the opening. 18. Roughen concrete surface to a full amplitude of 1/4 inch where masonry
<br /> C. Elongation calculations based on the modulus of elasticity shown on 4. All concrete shall be ready mix concrete and shall be mixed and delivered in walls intersect concrete or where new concrete interfaces with existing n11. y F ; ' ,
<br /> mill certificates for the strands being furnished to the site. 17. The wedges in the tendon anchorages shall be properly aligned before and accordance with ATSM C94 or ATSM C685 concrete. P P oF qgy/NN ,
<br /> D. Design calculations for bearing plates. after tendon stressing to insure the required effective stress. o �P� . � N
<br /> E. Results of tests by an approved testing laboratory of one (1) sample of 5. Concrete mix designs shall meet the following minimum exposure 19. If columns and walls are placed with a floor, two hours must elapse between �
<br /> each reel or heat. 18. Place 2-#4 bars continuous behind the slab anchorage unless noted requirements per ACI 318 chapter 19. end of column or wall placement and beginning of the floor placement.
<br /> F. Locations of construction joints. otherwise on the drawings. :
<br /> Severity Class ACI Requirements 20. Clear coverage of concrete over reinforcing bars shall be as follows uno �'�G 354aT � �
<br /> 4. Tendon profiles shall be parabolic, unless indicated otherwise on the 19. Slab and beams may be stressed 3 days after concrete placement provided on plans: °�.FS �RA� E" G.�`` "
<br /> drawings. Tendon profiles shall conform to the control points indicated on that at transfer of prestress the following conditions are met: Minimum Concrete 03-29-1 S'�N A� EN
<br /> the drawings. The dimensions shown on the drawings locating the profiles A. The field strength of the concrete is 3/4 of specified fc, but not less Freezing and Thawing Location of Concrete Cover EXP.01/07/202
<br /> apply to the center of gravity of the tendons. than 3000 psi. Not Applicable FO -
<br /> B. The modulus of elasticity of concrete is at least 2700 ksi. Moderate F1 ACI 318 Table 19.3.1, 19.3.2, and COPYRIGHT CQ2005 ALLRIGHTSRESERVED
<br /> 5. The post-tensioning forces indicated on the drawings are the effective forces 19.3.3 Concrete cast against and permanently exposed 3" y
<br /> t0 eat�h: SUBMITTAL/REVISIONS
<br /> required after the appropriate short term and long term losses ACI 318, 20. Distributed tendons shall be stressed before banded tendons. Severe F2 ACI 318 Table 19.3.1, 19.3.2, and # DATE DESCRIPTION
<br /> Section 20.3 are taken into account. 19.3.3
<br /> 21. Field readings of tendon elongations and/or stressing forces shall not vary Very Severe F3 ACI 318 Table 19.3.1, 19.3.2, and Concrete exposed to earth or weather:
<br /> 6. Correct tendon location has prioritv over all other materials. Supplemen#al from calculated required values by more than 7 /o. A qualified testing agency 19.3.3 #6 through #18 bar 2"
<br /> steel reinforcing shall be coordinated with tendon placement. shall verify calibration of jacks. #5 bar and smaller 1 1/2"
<br /> 7. To ensure correct tendon location and profile during and after concrete 22. The contractor shall submit records of all jacking forces and elongations as Sulfate
<br /> placement, tendons shall be secured with a sufficient number of positioning kept by the certified prestress inspector on the site. Not Applicable SO - Concrete not exposed to weather or in contact
<br /> devices, but shall also be supported at maximum spacing of 48 in. o.c. Moderate S1 ACI 318 Table 19.3.1 and 19.3.2 with ground, UNO:
<br /> 23. Permanent seating of tendon wedges shall be accomplished by positive Severe S2 ACI 318 Table 19.3.1 and 19.3.2 Slabs, walls, and joists:
<br /> 8. A minimum of two tendons shall be provided in each direction over the seating. Release of the stressing force after permanent seating of wedges #14 and #18bar 1 1/2" " ' �
<br /> columns. on tendons shall be gradual to avoid undue scraping of the tendon by the Very Severe S3 ACI 318 Table 19.3.1 and 19.3.2 � .
<br /> wedges. Seating loss at the stressing end shall not exceed 3/16 inch. #11 bar and smaller 3/4"
<br /> 9. All strands used in post-tensioning shall be in conformance to ASTM A416 In Contact With Water
<br /> (Specifications for Steel Strand, Uncoated Seven-Wire For Prestressed 24. After stressing, tendon hardware shall be coated with rust preventive mastic Not Applicable WO - Beams and Columns:
<br /> Concrete) and the following requirements: before drypacking. All anchorages shall be completely covered with concrete, Primary reinforcing, ties, stirrups, spirals. 1 1/2"
<br /> A. Low-Relaxation strand with an ultimate strength of 270 ksi. and all stressing pockets fully packed with grout. Grout or concrete containing Required W1 ACI 318 Table 19.3.1 and 19.3.2
<br /> B. The temporary stress to overcome friction shall not exceed 216 ksi. chlorides shall not be used. '
<br /> C. Anchorage stress shall not exceed 189 ksi. Corosion Protection of Reinforcing Slab on grade: 2" clear from top
<br /> D. All strands shall have their heat number marked on a tab attached to the 25. After the completion of the stressing operation and after the review of jacking Not Applicable CO -
<br /> strand. force and elongation data by the Structural Engineer, excess tendon length Moderate C1 ACI 318 Table 19.3.1 and 19.3.2 Precast concrete (Manufactured under plant See ACI 318 7.7.3
<br /> protruding from the end anchorages shall be completely covered with controled conditions):
<br /> 10. The tendon sheathing shall have a sufficient strength to resist damage during concrete, and all stressing pockets fully packed with grout. Grout or concrete Severe C2 ACI 318 Table 19.3.1 and 19.3.2 y
<br /> transport, storage at the job site and during installation. The sheathing shall containing chlorides shall not be used. . �
<br /> prevent the intrusion of cement paste and the loss of coating material. 6. Maintain concrete above 50 degrees Fahrenheit and in a moist condition for a Prestressed concrete coverage: See ACI 318 7.7.2 �,
<br /> 26. Unless shoring is required to carry the structure above, slabs or beams may minimum of 7 days after placement unless otherwise accepted by (n
<br /> 11. All anchorages, couplers, and miscellaneous hardware shall be standard and be de-shored when all tendons have been stressed and the design concrete Architect/Structural Engineer. If average temperature at the site is below 50°, 21. Prior to concrete placement, all reinforcing bars, anchor bolts and other
<br /> approved by the Structural Engineer and governing agencies. strength has been reached. 2 additional testing cylinders to be provided and field cured. For structural concrete inserts shall be well secured in position utilizing wire tires or �
<br /> components that are used priar to design strength. approved alternative. �
<br /> 12. The tendon anchorages shall develop at least 95% of the minimum specified 27. All inserts and sleeves shall be cast-in-place whenever possible. Drilled or (V �
<br /> ultimate strength of the prestressing steel without exceeding an 1/8 inch set. powder driven fasteners will be permitted only when the supplier can show 7. Any curing compounds used on concrete that is to receive a resilient tile 22. Mechanical pipes or electrical conduit shall not pass through concrete
<br /> that the inserts will not spall the concrete, and are located so as to preclude finish shall be approved by the Finish Applicator before use. columns or beams unless specifically detailed. M �
<br /> damage to tendons and tendon anchorages. � �
<br /> 8. Fly ash may be used in concrete mixes. The fly ash shall conform to ASTM 23. Unless otherwise indicated in the mechanical, electrical drawings or project „
<br /> C618 Class F. The loss of ignition shall be limited to 2%. The addition rate specifications, mechanical pipes and electrical conduits which pass through • � � , r
<br /> for fly ash shall be limited to 20% of the cement weight. The contractor shall slab on grade, concrete on steel deck, framed concrete floors and walls do (U � z
<br /> submit all certificates showing the fly ash is in accordance with the above not require sleeves. If sleeves are required, the sleeves shall be installed � � �
<br /> Reinforcing Steel (for Concrete) criteria. priorto placing concrete. Do not cut any reinforcing which may interfere � �
<br /> with sleeve placement. Provide concrete clear cover per note 13 for (� (�
<br /> 9. Do not use concrete or grout containing chlorides. adjacent to sleeves reinforcing. Coring openings in concrete is not permitted. � � Z
<br /> 1. All reinforcing steel shall be detailed and placed in accordance with the Notify the Structural Engineer in advance of conditions not shown on the =
<br /> 'Buildin Code Re uirements for Reinforced Concrete' ACI 318 and the 7. All reinforcin bars shall be marked so their identification can be made when
<br /> 9 q ( ) 9 10. AGGREGATE: structural drawings. Q (n
<br /> 'Manual of Standard Practice for Reinforced Concrete Construction' by CRSI the final in-place inspection occurs. A. Hard rock concrete - aggregate shall conform to all requirements and � Q
<br /> and WCRSI as modified by the project drawings and specifications. tests of ASTM C33 and project specifications. Exceptions may be 24. With the exception of slabs on grade and concrete on steel deck, the outside � �
<br /> 8. Welded wire fabric shall conform to ASTM A185. used only with approval of the Structural Engineer. Provide concrete diameter of inechanical pipes and/or embedded electrical conduits (other than � �
<br /> 2. Deformed reinforcing bars shall conform to the requirements of ASTM A615 mix design with proven shrinkage characteristics of less than those passing through) shall not exceed 1/3 of the slab thickness and shall F- .
<br /> grade 60 and ASTM A706 grade 60 for deformed yieldable bars. 9. Minimum lap of welded wire fabric shall be 6 inches or one full mesh and one 0.0005 inches/inch. be centered between the top and bottom reinforcing, unless specifically � � W ' .
<br /> half, whichever is greater. detailed otherwise. Concentrations of inechanical pipes and/or electrical ~ M W
<br /> 3. Welding of reinforcing is permitted only where shown on the drawings or when 11. At concrete slabs to be exposed, shrinkage limit shall be reduced to 0.00035 conduits shall be avoided except where detailed openings are provided. W W �
<br /> approved by the structural engineer. Welding of reinforcing bars shall be with 10. Submit shop drawings to structural engineer: Placing drawings that detail inches/inch uno. Conduit and pipe shall be spaced at 3" or 3 diameters on center, whichever o W
<br /> low hydrogen electrodes in accordance with the 'Recommended Practices for fabrications, bending, and placement. Include bar sizes, lengths, material, is larger. �
<br /> Welding Reinforcing Steel, Etc.', American Welding Society, AWS D1.4 and grade, bar schedules, stirrup spacing, bent bar diagrams, bar arrangement, 12. Structural concrete 28-day strengths & types are as follows:
<br /> m IBC table 1704.4.1 all reinforcing to be welded shall conform to ASTM A706 splices and laps, mechanical connections, tie spacing, hoop spacing, and 25. For slabs on grade, no pipes or conduits shall be placed within the �
<br /> m grade 60 u.n.o. supports for concrete reinforcement. Minimun indicated concrete slab thickness and shall be located
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<br /> o Strength, Exposure below the slab unless specifically detailed otherwise.
<br /> o� 4. All reinforcing bar bends shall be made cold. 11. In addition to all the reinforcing included on the drawings the contractor shall Location of Concrete psi Type Categories z
<br /> � provide for an allowance of 7% of reinforcing bars to be finished, fabricated Lean Concrete Slurry 1500 Hard Rock F0, S0, W0, CO3 26. The projecting corners of columns, beams, walls, etc., shall be formed with � ,
<br /> � 5. Lap splices made at locations other than those specifically indicated on the and placed during the progression as may be directed by the structural a 3/4 inch chamfer, unless otherwise noted on architectural drawings or - " ` .
<br /> � drawin s shall re uire a roval b en ineer rior to an fabrication or en ineer. In the event that the allowance is not com letel exhausted, the Footings 3500 Hard Rock F0, S0, W0, CO3 � _ .
<br /> a 9 q pp Y 9� P Y 9 p Y specifications.
<br /> � construction activities. contractor should be prepared to issue a credit to the owner for the remaining Slab on Grade 4000 Hard Rock F1, S1, W0, CO3 W
<br /> � portion of the allowance. Columns 5000 Hard Rock F1, S1, W0, C1, 27. Shoring and re-shoring of elevated members shall be designed and submitted Z
<br /> � 6. Reinforcin dowels between footin s and walls or columns shall be the same �
<br /> W 9 g Slab on Metal Deck 3500 Hard Rock F0, S0, W0, CO3 for approval of engineer. w
<br /> o' number, size, spacing and grade as the specified vertical reinforcing, u.n.o. ? _I W
<br /> Elevated Slabs 5000 Hard Rock F1, S1, W0, C2, �
<br /> � 28. Contractor to coordinate floor flatness and levelness with architectural o �
<br /> Walls 5000 Hard Rock F1, S1, W0, C1, drawings and/or equipment manufacturer's requirements. The following �
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<br /> N 13. The modulus of elasticity of concrete, shall be tested in accordance with table may be used as a minimum: z � �
<br /> � ASTM C469 for framed concrete slabs and beams and shall be at least the � z
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<br /> o value given by the equations in section 19.2.2.1 of ACI 318 for the specified flatness, FF levelness, FL Typical applications v U
<br /> ' concrete 28-day strength.
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<br /> 3� 20 15 Noncritical: mechanical rooms, nonpublic areas, � ,
<br /> Z surfaces to have thick-set tile, parking structure � � � �
<br /> � 14. Dry pack or grout under base plates, sill plates, etc., see specifications. slabs �
<br /> � Strength requirements are as required for concrete. Minimum grout strength O
<br /> � 25 20 Car eted areas of commercial office buildin s v �
<br /> �, shall be fc= 7,000 psi. p 9 o w �
<br /> � or lightly-trafficked office/industrial buildings o �
<br /> � 15. Concrete forms shall be laid out and constructed to provide the specified 35 25 Thin set flooring or warehouse floor with ; � N
<br /> a cambers indicated on the structural drawings. moderate or heavy traffic Y
<br /> � 45 35 Warehouse with air-pallet use, ice, or roller rinks ���BY
<br /> � >50 >50 movie or television studios
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<br /> w 29. Coordinate all water proofing measures with architect. sHEET NUMaER �
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