1633109_-_SI_NZP_-_RESTROOMS_-_VOLUME_2_-_PART_2_-_FINAL_CONSTRUCTION_DOCUMENTS.pdf

GENERAL

1. These notes highlight but do not replace the specifications contained in the

Project Manual.

2. The applicable building code is IBC 2015.

3. Refer to the Special Inspections tables on sheet S002 and S003 for special inspection requirements for the project.

4. Contractor is solely responsible for means and methods and protecting adjacent structures during the course of the work. Do not damage or endanger the structural integrity of the Work or Existing Structure.

5. Contractor shall be responsible for the proper and safe design of shoring systems for trenches and excavations.

6. Notify Engineer in case of discrepancies between drawings, these notes, and

Project Manual before proceeding with the work.

7. Use architectural drawings and drawings of other trades in conjunction with the structural drawings to properly perform the work.

8. If conditions disclosed during excavation and demolition reveal unforeseen conditions, promptly request direction from Architect before proceeding.

9. Contractor is responsible for coordinating between trades.

10. Do not scale drawings.

11. Field dimensions

A. If structural drawings are used for laying out column centers and wall lines, all dimensions shall first be verified with the architectural drawings. Layout shall be checked before work is begun.

B. Verify all dimensions and accurately locate all existing columns, bearing walls and other structural members before beginning work or preparing shop drawing.

12. Sections and details shown, while drawn for specific locations, are intended to establish the general types of details to be used throughout.

13. The Engineer's review of a submittal shall not relieve the Contractor of his responsibility to follow the intent of the contract drawings.

DELEGATED DESIGN ITEMS

1. Employ or retain a licensed professional engineer in the project jurisdiction to design and detail the following performance specified structural components:

A. Concrete mix design

B. Structural steel connections

C. Steel deck

D. Shoring / Scaffolding

E. Temporary Excavation Support

F. Cold formed steel framing

G. Stairs and railings

2. See individual material sections for additional requirements.

EXISTING BUILDING/STRUCTURE NOTES

1. Verify all existing dimensions and elevations before beginning work or preparing shop drawings. Submit a field verified survey to Engineer prior to preparing shop drawings.

2. Utmost care shall be exercised at all times when working on existing structural members and concrete foundation walls to avoid impairing the carrying capacity of the existing structure.

A. Should the Architect determine that the carrying capacity of the existing structure has been impaired by, or as a result of, the operations of the

Contractor, or is otherwise not in conformance with the contract documents, appropriate remedial work shall be required.

B. Any damage resulting from the operations of the Contractor shall be repaired as directed by the Owner's representative at no additional cost to the Owner.

3. Notify Architect before cutting or removal of any part of the existing structure not indicated to be modified or demolished.

4. Burning or welding in the building is permitted where required for connections as shown on the drawings.

5. Contractor shall coordinate locations and dimensions of all penetrations through existing masonry walls with mechanical/electrical/plumbing drawings and provide lintels or sleeves per structural details. The contractor shall provide an allowance in their bid/pricing for this work.

6. Contractor shall infill all abandoned mechanical/electrical/plumbing penetrations in existing masonry walls with new or salvaged masonry, to the satisfaction of the

Architect. The masonry sub-contractor shall provide an allowance in their bid/pricing for this work.

SITE PREPARATION

1. Locate and mark all underground utility lines before starting work and call all local jurisdictions having authority.

2. Provide for the proper and safe design and installation of all sheeting and shoring excavation support systems. All sheeting and shoring systems shall be designed by a professional engineer engaged by the Contractor and registered in the state of the project. Submit signed and sealed shop drawings and calculations to the

Engineer for review.

3. Permanent or abandoned timber lagging must be preservative treated prior to use to prevent insect infestation.

4. Submit plan for dewatering to the geotechnical engineer for review.

A. Construct and maintain a series of ditches and sumps to remove ground water from the working area.

B. Install a complete system of well points around the working area; this system to be kept in continuous operation during excavation and construction of foundations, walls and backfilling.

5. Discharge pumped water as directed by Architect and in accordance with applicable federal, state & local regulations.

6. Preliminary grading shall be such that surface water is diverted away from the excavation.

FOUNDATIONS

1. Foundations are designed based on a subsurface exploration program and geotechnical investigation report by Froehling and Robertson, Inc. dated April 27, 2016. Contractor shall notify the Geotechnical Engineer for inspection before placing any foundation elements.

2. Additional investigation, evaluation and field testing is required by Contractor.

The contractor shall perform this work early during construction to assist with planning and subsequent construction. Refer to geotechnical report dated April

27, 2016.

3. Spread footings are designed for an allowable bearing pressure of 3,500 psf.

4. Foundations above the existing sewer are designed for 48 ton compression micropiles per specifications. Final micropile design shall be completed by

Contractor's registered engineer.

5. A static load testing program should be performed on a separate test pile in accordance with ASTM D 1143 to a minimum of 250 percent of the final design load. Test pile location shall not impact existing utilities. See specifications for micropile installation procedures and test pile requirements.

6. Any deviation in micropile locations or elevations shall be reported immediately to the owner's representative and structural engineer. All re-design costs to accommodate pile deviations shall be at the Contractor's expense through the architect / owner.

7. Geotechnical engineer shall inspect and report on adequacy of bearing material.

8. Footings should be cast on the same day in which excavation for them is completed. If placing of concrete is delayed, footing bottom shall be trimmed to firm material immediately before casting.

9. Place concrete in dry excavations only. Note soil and water conditions as shown by borings and test pits and depths of footings as shown on foundation plans.

Pending approval by the Owner, Contractor may elect to conduct further subsurface investigations at his own expense.

10. Provide dowels equal in size and number to column or pier vertical reinforcing in top of footings.

11. Where pipes pass under wall footings, excavation below bottom of footing shall be backfilled with concrete when the footing is poured.Where trench bottoms are dug below adjacent footing bottoms on a slope steeper than one vertical to two horizontal, the trench shall be backfilled with lean concrete to the point where the stated slope crosses the trench.

12. Footings shall be formed unless otherwise permitted by the Engineer.

13. Grade beam sides shall be formed; earthen sides are not permissible.

14. Provide continuous keyway and dowels in top of wall footing supporting concrete walls.

15. Provide keyway and dowels at construction joints in concrete walls.

16. Provide keyway and joint filler at expansion joints in concrete walls. Discontinue reinforcing at joint.

17. Refer to specifications and architectural drawings for waterproofing details and procedures. Provide water stop at all joints below grade.

18. Backfilling:

A. Before backfilling walls, grout and/or concrete shall have attained design strength, and all slabs and beams that are necessary for the stability of the walls shall be in place.

B. Backfill shall be carried up evenly on both sides of wall to lower grade.

C. Backfill shall be placed in maximum of 6" loose lift thickness and compacted to

95% of Standard Proctor.

D. Tests shall be performed for each lift at a rate of two tests per lift minimum and not less than one test per 100' of wall length.

19. Structural fill including under footings:

A. Shall be placed in maximum of 6" loose lift thickness and compacted to 95% of Standard Proctor. Testing shall be at each footing for each lift.

B. On-site or imported granular fills including GW, GP, GM, SW, SP, ND, SM

Classified in accordance with the Unified Soil Classification System (USCS) and within 2% of optimum moisture. Furthermore, the material to be utilized as structural fill should have a plasticity index (PI) less than 2, subject to final approval by the Geotechnical Engineer.

20. Fill under slabs on grade shall be compacted to 95% of Standard Proctor density.

See specification for required testing. Tests shall be performed for each lift.

21. Perimeter perforated foundation drain shall be installed where shown. Care must be exercised to avoid breaking perforated foundation drain tile when backfilling.

REINFORCED CONCRETE

1. Concrete construction shall follow requirements of the project specifications and

ACI 301 "Specifications for Structural Concrete".

2. Detail, fabricate and place reinforcing in accordance with the provisions set forth by the American Concrete Institute and the CRSI "Manual of Standard Practice."

3. Provide shop drawings showing full information for reinforcing placement.

A. Reinforcing steel detailer shall adequately cross reference the structural drawings to the satisfaction of the engineer.

B. Reinforcing steel detailer shall develop all wall elevations and sections with pertinent elevations given, to clearly indicate the position of the reinforcement and construction joints, without reproducing sections, plans, or elevations from the design drawings.

4. Provide reinforcing steel conforming to ASTM A615, Grade 60.

5. Length of reinforcing bars, if shown, does not include hooks.

6. Headed Reinforcing Bar Anchors shall conform to ACI 318 and ASTM A970.

Install according to manufacturer's written instructions. Submit product information and ICC-ES Evaluation Report.

7. Reinforcing Bar Couplers shall develop 125% of the yield strength of the bar and conform to ACI 318. Submit product information and ICC-ES Evaluation Report.

8. Threaded dowel bar connections shall conform to ACI 318 and shall develop

125% of the yield strength of the bar in tension and compression. The mechanical connection shall be a forged and parallel threaded type coupler manufactured from ASTM A615 grade 60 deformed bar material, free of external welding and machining. All couplers shall be installed per the manufacturer's approved procedures. Submit product information and ICC-ES Evaluation Report.

9. Welded wire fabric shall conform to ASTM A1064.

10. Concrete properties: See schedule on sheet S004 and coordinate with specifications.

11. Clear cover for cast-in-place concrete reinforcing: See schedule on sheet S004 which follows guidelines set forth in ACI 318.

12. Reinforcement not shown on sections and plans is the same as that shown in similar sections and at similar locations.

13. Extend reinforcing through construction joints or provide dowels equal in size and number to bars in the doweled member. Develop or splice dowels on each side of cold joint according to the reinforcing development length tables on S004 and respective typical details.

14. Use stirrup and tie bending radii for all #3 through #5 bars.

15. Ties and stirrups:

A. Provide closed stirrups in all beams.

B. Provide pedestal and column ties as scheduled.

16. Reinforcement in concrete walls not otherwise shown on plan or section shall be

2 rows of #4 reinforcement @ 12 inches on center each way, each face.

17. At wall intersections, provide corner bars equal in size and spacing to normal wall steel.

18. Slabs on Grade:

A. Contractor shall submit a layout of proposed construction joints for review before making any pours. Construction joints are to be located with respect to partitions, floor finishes, depressions, etc. Form construction jointswith dowels extending through the joint.

B. Construction joints in areas receiving terrazzo finish shall coincide with metal divider strips.

19. Slabs on Deck:

A. See deck schedule for supported slab on deck and reinforcement information.

B. Contractor shall make allowances for additional concrete required due to deflection of the supporting steel and steel deck from the dead weight of concrete and construction loading in accordance with SDI guidelines.

C. Use wet screed to obtain constant thickness of concrete above beams.

D. Do not install contraction joints in supported slabs.

20. Allow concrete (including concrete fill on metal decks) to dry as required by floor finish/adhesive manufacturer before installing finishes. Test slab for moisture content and/or moisture vapor evaporation rates per ASTM E 1907 to verify adequate dryness in accordance with the flooring manufacturer's preparation requirements. Refer to ACI

302.1R and NRMCA CIP 28 for further discussion.

21. Extent of depressed slab areas is shown on architectural and mechanical plans.

22. See other drawings in this project for size and location of equipment pads, curbs, inserts, and embedded items.

23. Contractor shall notify Owner's inspection agency before placement of concrete to allow for inspection of reinforcing placement, clearance, stud quantities on steel beams, and to confirm debris has been removed from forms.

24. Refer to specifications and special inspections table for testing requirements.

OPENINGS IN STRUCTURAL SLABS AND WALLS

1. For location and size of sleeves, conduits, and other small openings less than 12” maximum dimension, see drawings of other trades in this project.

2. Structural plans, sections and typical details govern the maximum opening size, layout and spacing. Contact Engineer if exceptions arise or are needed.

3. Notify the Architect for review of any proposed openings within walls or slabs that are not identified or permitted by the structural drawings prior to proceeding with the work.

4. At openings, install lintels, reinforcing and framing in accordance with typical structural details and schedules.

5. Notify the Architect for review of any proposed openings within walls or slabs that are not identified or permitted by the structural drawings prior to proceeding with the work.

6. At openings, install lintels, reinforcing and framing in accordance with typical structural details and schedules.

7. Pipe sleeves:

A. Sleeves shall be cast integrally within concrete walls and slabs or grouted in place within CMU masonry construction. Submit a drawing to the engineer indicating the size and location of sleeves over 12” in diameter and where multiple sleeves occur in a row for review prior to casting concrete.

B. Where pipe sleeves are required within existing concrete or masonry walls, sleeves shall be grouted around the full perimeter, tight to the surrounding masonry.

6. See architectural drawings and drawings of other trades for required fire ratings at wall openings. Fire ratings shall be restored at new openings placed within existing walls.

STRUCTURAL STEEL

1. Detail, fabricate, and erect structural steel in accordance with AISC 360 and AISC 303

“Code of Standard Practice”.

2. Structural steel design is based on the Allowable Strength Design (ASD) methodology.

All loads shown on drawings are unfactored (service) loads, unless noted otherwise.

3. The structural steel detailer shall develop all elevations, plans, and sections without reproducing same from the design drawings. Detailer shall adequately cross reference the structural drawings to the satisfaction of the engineer. All shop drawings shall be submitted for review and review comments incorporated prior to fabrication.

4. Materials shall conform to the following:

ASTM A36 Bars, rods, angles, channels and plates

ASTM A992 W and WT shapes

ASTM A53, Grade B Pipes

ASTM A500, Grade B Hollow Structural Sections

ASTM A325 High strength bolts

ASTM F1554 Grade 36 & 55 Anchor Rods

AWS A5.1 E70XX Welding electrodes

ASTM A108, Grade 1010 to 1020 Shear Connectors (headed)

ASTM A36 All other structural shapes

5. Connections:

A. DELEGATED DESIGN: The design of all connections is the responsibility of the

Contractor and shall be performed by the Contractor's qualified Professional Engineer.

See plans for reactions and forces. Submit comprehensive engineering design calculations, signed and sealed by a Professional Engineer licensed in the state of construction, prior to submitting piece detail shop drawings.

B. Connections for new steel work shall be standard AISC connections using 3/4" dia.

high-strength bearing, type N bolts, unless noted otherwise.

C. Moment Connections: Type PR indicates partially restrained moment connection and type FR indicates fully restrained moment connection as defined by the AISC

Specification for Structural Steel Buildings.

D. All bolted moment and bracing connections shall be slip-critical joints. Faying surfaces in slip-critical joints shall be uncoated. If members are hot-dip galvanized in accordance with ASTM A123 faying surfaces shall be subsequently roughened by hand wire brushing.

E. All bolted beam and girder to column connections and bolted column splices shall be pretensioned joints.

F. Provide standard AISC welded or high-strength bolted connections for connections of new work to existing steel beams and columns. Drill existing steel to receive new bolted connections; do not flame-cut holes.

G. Minimum depth of shear connections shall be half the beam depth, two bolt minimum.

H. All bolts, nuts, washers and related hardware for exterior and other galvanized steel construction shall be mechanically galvanized according to ASTM B695, Class 50.

I. Provide minimum weld sizes in accordance with AISC 360 Specification for Structural

Steel Buildings.

J. Electrodes shall be suited to grade and weldability of base metal.

K. Use AWS certified welders for structural welding.

L. Remove galvanizing from steel in the area of field welding. Repair abraded surfaces and coat weld with zinc-rich coating.

6. Steel framing shall be properly guyed, aligned and plumbed within AISC tolerances before proceeding with final connections.

7. Provide 1/4" setting/leveling plates under all steel columns, unless otherwise noted.

8. Furnish anchor rods with leveling nuts when leveling plate is not utilized.

9. Base plates shall be shop welded to columns; larger plates may be shipped separately and field welded.

10. Provide a survey of in-place anchor bolt locations to the steel fabricator. Adjust anchor bolt holes accordingly before fabrication of column base plates and delivery to the site.

11. All cap plates shall match flange thickness of beam above (1/2" minimum thickness) for beams bearing on columns.

12. Cap all HSS tubular and pipe columns with 1/4" plate, unless noted otherwise.

13. Provide masonry anchors at 2'-0" o.c. on beams within, or adjacent to, masonry walls.

14. Punch or drill holes for architectural and mechanical details in shop. See other drawings for location. Detail beam penetrations in shop drawings.

15. Field cutting or burning of structural steel is prohibited.

16. Steel deck shall be manufactured by a member firm of the Steel Deck Institute (SDI) and shall be detailed, fabricated and erected in accordance with SDI specifications.

A. See plans and schedule for steel deck type, depth and gauge.

B. Attach steel deck to supporting steel and fasten side laps in accordance with the specifications.

C. Deck gauges indicated are minimums based on three span conditions. Contractor shall verify all steel deck shoring requirements and provide temporary shoring in accordance with the steel deck manufacturer. The contractor may elect to provide heavier deck gauges to reduce temporary shoring requirements.

17. Structural steel to be encased in concrete shall be unpainted and wrapped with 6 x 6, W1.4 x W1.4 WWF.

18. See architectural drawings for additional steel not shown on structural drawings.

19. Cap all exterior tubular sections and pipes with1/4" plates and galvanize. Seal weld to end of member. Fill all vent holes after galvanizing by plugging with zinc solder and filing off smooth.

20. Galvanize exterior exposed steel in accordance with ASTM A123. Repair scratched or abraded galvanized surfaces with zinc-rich coating. After galvanizing, straighten members to meet AISC standard mill tolerances.

21. Galvanize all lintels, shelf angles, beams and plates (including their associated shims, bolts and accessories) in direct contact with the exterior wythe of masonry. Additional members/assemblies shall be galvanized where noted on the drawings.

22. Where plates, angles or other miscellaneous members require welding (either field or shop) or slip-critical connections, mask connection surfaces prior to shop priming and touch-up with primer after completing connection.

23. Provide adjustability in connections for members supporting the exterior masonry wythe.

Permit the following adjustments from the connection work point to compensate for steel erection tolerances:

Horizontal: 1/2" outward or inward

Vertical: 1/2" upward or downward

24. See architectural drawings for identification of members to be classified as

"Architecturally Exposed Structural Steel (AESS)".

25. Provide adjustable connections for all members designated as AESS to facilitate adjustment to achieve the specified tolerance.

STEEL STAIRS

1. Stairs shall be designed by a professional engineer (engaged by the Contractor) licensed in the state of the project.

2. Contractor shall submit signed and sealed shop drawings and calculations from the stair design engineer to the design team for review and incorporate review comments prior to fabrication.

3. See architectural drawings for stair locations, dimensions and details.

WOOD CONNECTORS AND FASTENING

1. All joist hangers, cross bridging, and all connectors for wood construction shall be galvanized steel as manufactured by Simpson Strong Tie or approved equal. Special nails as supplied by the manufacturer shall be used for connector installation.

2. Connectors shall be of type and size shown on details.

3. Fastening shall be in accordance with the most restrictive of the International Residential

Code (Latest Edition), IBC fastening schedule Table 2304.9.1, and relevant manufacturer's requirements.

4. All nails shall meet the requirements of ASTM F1667. Wood screws shall meet the requirements of ANSI/ASME B18.6.1. Bolts and lag screws shall meet the requirements of ANSI/ASME B18.2.1.

5. Power-Driven Fasteners shall comply with NES NER-272.

6. Where rough carpentry is exposed to weather, in contact with ground, and/or preservative-treated, fasteners shall be stainless steel or hot-dip galvanized complying with ASTM A153; connectors shall be hot-dip galvanized complying with ASTM A653, G185 coating designation.

7. All flush framed connections shall be made with approved galvanized steel joist or beam hangers, 16 gage minimum, installed in accordance with manufacturer's recommendations.

8. Install metal framing connectors to comply with manufacturer's guidelines. Provide I-joist web stiffeners, both sides, if top flange is not laterally supported by hanger per manufacturer's guidelines.

9. Connectors in contact with preservative treated members shall be ASTM A653 G185 galvanized. Fasteners shall match the selected hanger finish and material.

10. For wall and roof sheathing panels, provide fasteners with corrosion-protective coating having a salt-spray resistance of more than 800 hours according to ASTM B117.

11. Where cantilevered beams are indicated, the back span connector shall be capable of resisting an uplift of 1000 lbs minimum, unless noted otherwise.

12. Joist hangers shall develop the full shear capacity of the member, and shall be installed per the manufacturer's requirements and installation guidelines.

13. Nailers shall be mechanically fastened to the tops of steel beams with 2 rows of 1/2" diameter bolts at 2'-0" o.c. (staggered). Bolt heads shall be countersunk.

14. Dapping tools for shear plate connectors shall be compatible with shear plate manufacturer's recommendations.

C. Slab on grade shall be thickened 12" under non-bearing masonry partition walls and be reinforced with 2-#4 bars under wall.

D. Provide premolded joint filler where slab abuts vertical surface ex: columns, pedestals and at expansion joints.

SHEET LIST

SHEET

NUMBER DRAWING TITLE

2S000 RESTROOMS - GENERAL NOTES

2S001 RESTROOMS - GENERAL NOTES, ABBREVIATIONS, & DESIGN LOADS

2S002 RESTROOMS - SPECIAL INSPECTIONS

2S003 RESTROOMS - SPECIAL INSPECTIONS

2S004 RESTROOMS - SCHEDULES

2S100 RESTROOMS - FOUNDATION & LOWER FLOOR PLAN

2S101 RESTROOMS - UPPER FLOOR FRAMING PLAN

2S102 RESTROOMS - ROOF FRAMING PLAN

2S200 RESTROOMS - TYPICAL FOUNDATION DETAILS

2S201 RESTROOMS - TYPICAL FOUNDATION DETAILS

2S202 RESTROOMS - FOUNDATION DETAILS

2S300 RESTROOMS - TYPICAL FRAMING DETAILS

2S301 RESTROOMS - TYPICAL FRAMING DETAILS

2S302 RESTROOMS - FRAMING DETAILS

2S303 RESTROOMS - FRAMING DETAILS

2S304 RESTROOMS - FRAMING DETAILS

2S305 RESTROOMS - TRELLIS DETAILS

1"=1"

1" 2"

1/4"=1'-0"

2' 4' 8'

1/8"=1'-0"

4' 8' 16'

1/16"=1'-0"

8' 16' 32'

1"=50'-0"

50' 100'

Office of Facilities Engineering and Operations 600 Maryland Avenue S.W. Suite 5001

Washington, DC 20024-2520

Smithsonian Institution

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SHEET NO.

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PROJECT TITLE

A/E PROJECT NUMBER

ADDRESS

BUILDING NAME

OFEO PROJECT NUMBER

DRAWING TITLE

DRAWING TYPE

WORKING STAFF

STAMP

DATE

REVISION # DATE

SUBMISSION

REVISION DESCRIPTION

FOR

CONSTRUCTION

TYPE

DRAWN BY

SEQUENCEDISCIPLINE

CHECKED BYDESIGNED BY

KEAST + HOOD, CO.

1350 CONN. AVE, NW, SUITE 412

WASHINGTON, DC 20036

:3 :0

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RENEW POLICE STATION,

REPLACE PUBLIC RESTROOMS

AND PAVILION, AND

ELECTRICAL SUBSTATION

RESTROOMS - GENERAL NOTES

21445 / 145109

STRUCTURAL

246 319

RENEW POLICE STATION, REPLACE

PUBLIC RESTROOMS AND PAVILION,

AND ELECTRICAL SUBSTATION

06/03/16 Final Construction Documents

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F in a l C o n s tr u c ti o n

D o c u m e n ts NZP

3001 Connecticut Avenue, NW Washington, DC 20008

NZP

1633109

CHO BENN HOLBACK + ASSOCIATES

100 N. CHARLES ST, BALITMORE, MD 21201

K&H

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ENGINEERED WOOD FRAMING - DESIGN PROPERTIES

1. Provide wood framing, including details for bridging, blocking, fire stopping, etc., in accordance with the following standards (latest edition):

A. American Forest & Paper Association (AFPA) "National Design

Specification for Wood Construction (NDS)" and its supplements.

2. Factory mark each piece of fire-rated framing lumber with grade stamp of, or certificate of inspection issued by, an approved grading or inspection agency.

3. Protect wood materials to limit maximum moisture content during construction to below 15%.

4. Framing lumber shall be surface dry, except studs, which shall be kiln-dried.

5. Preservative-treated wood: Provide preservative-treated lumber at all exterior locations, and for all lumber in contact with slab on grade, concrete or masonry, or as otherwise indicated on architectural or structural drawings. Treatment shall be in accordance with industry standard practice.

6. Drill pilot holes for lag screws in accordance with NDS requirements.

Do not install lag screws with impact drivers.

7. Notching, boring and surfacing of existing wood members in preparation for structural steel connections shall be performed by carpenters only.

8. Refer to sheet S302 for wood truss notes.

9. Glulammembers are to be made of Douglas Fir and designed, detailed, fabricated in accordance with AITC 117: "Standard Specifications for

Structural Glued Laminated Timber of Softwood Species".

A. Fb = 2,4000 psi, Fc = 1,650 psi, Fv = 265 psi, E = 1,800,000 psi

Combination Symbol 24F.

B. See details of glulam pieces for stress combinations.

10. Factory mark each piece of an engineered wood product with grade stamp of, or certificate of inspection issued by, an approved grading or inspection agency.

11. Do not cut holes or notches in engineered wood products unless in strict compliance with the manufacturer's guidelines.

SHEATHING

1. Plywood sheathing shall conform to the Department of Commerce

Voluntary Product Standard PS1 "Structural Plywood" (DOC PS1);

oriented strand board (OSB) shall conform to the Department of

Commerce Voluntary Product Standard PS2 (DOC PS2).

2. Sheathing shall be of the following thickness and properties:

A. Roof: 3/4" with 48/24 span rating, APA rated EXP 1. Use ply clips or other edge support as required for installation.

3. All sheathing shall be APA grade stamped for specified span rating.

Index stamp shall be visible on all sheets.

4. Floor sheathing shall be screwed and glued to framing using an APA approved elastomeric construction adhesive; stagger joints.

5. Sheathing shall be installed such that the long direction is perpendicular to the span of the floor framing.

6. Provide AWPA C9 preservative-treated plywood as indicated on drawings and at plywood in contact with masonry and/or concrete or used with roofing, flashing, vapor barriers, and waterproofing.

MASONRY

1. Masonry shall be constructed in accordance with ACI 530.1.

2. All concrete masonry units shall conform to ASTM C90. Provide two-cell units, unless noted otherwise on plans.

3. Compressive strength (f'm) of all concrete unit masonry assemblies shall be 1500 psi at 28 days.

4. Concrete Unit Masonry Strength: Compressive strength of concrete unit masonry (f'm) may be determined either by strength or individual units, grout strength, and mortar type in accordance with ACI 530.1 article 1.4.B.2.b or by prism test method in accordance with ACI 530.1 article 1.4.B.3. Submit data and test results to validate masonry system strength via one of the two referenced methods.

5. Use ASTM C270, Type S mortar below grade.

6. Use ASTM C270, Type M or N mortar for CMU above grade.

7. Use ASTM C270, Type N mortar for veneer.

8. Lay CMU in piers, columns, pedestals and partially-grouted walls with face shells and webs fully bedded in mortar. Align vertical cells to be grouted. Fully-grouted walls may be bedded with face shells only.

9. Grout for masonry shall conform to ASTM C476 with a minimum 2000 psi compressive strength at 28 days. Provide coarse grout unless dimensions of grout spaces and pour heights dictate fine grout according ACI 530.1.

10. See architectural drawings for other masonry requirements.

11. Coordinate locations of beam pockets with framing contractor, steel erector, and other trades.

12. Lintels for non-bearing walls are shown in loose lintel schedule.

13. Lintels for load bearing walls are shown on plan and schedules.

14. Grout a minimum of two complete courses solid under bearing for beams, columns, and at bolts for wall anchorage.

15. Provide continuous bond beam at top of wall, at floors, and below bearing for beams. Reinforce bond beams with1-#5 continuous.

16. Install ladder-type joint reinforcement at 16" o.c.. Discontinue joint reinforcing at control joints.

17. Provide adjustable wall ties to tie face wythe to masonry backup.

18. Provide partition top anchors at the top of non-load bearing masonry walls, spaced per the manufacturer's requirements.

19. In existing rubble and brick masonry walls, infill unused joist and beam pockets, openings, or other cavities and recesses with solid masonry.

Provide an allowance in bid/pricing for this work.

20. Rebuild masonry jambs when saw cutting new openings into existing masonry walls. Provide an allowance in bid/pricing for this work.

21. Coordinate control and expansion joints with architectural drawings and recommendations of the Brick Industry Association and the National

Concrete Masonry Association.

22. Provide shop drawings showing full information for reinforcing steel placement.

A. Reinforcing steel detailer shall adequately cross reference the structural drawings to the satisfaction of the Engineer.

B. Reinforcing steel detailer shall develop all wall elevations and sections with pertinent elevations given, to clearly indicate the position of the reinforcement and construction joints, without reproducing sections, plans, or elevations from the design drawings.

COLD-FORMED STEEL FRAMING

1. Cold-formed steel framing noted on drawings as 'delegated design' shall be designed by a professional engineer engaged by the

Contractor and registered in the state of the project. Cold-formed steel framing shall be capable of withstanding design loads as indicated in the Design Loads and Factors schedule and loading plans. Design of connection to the structural frame shall also be provided. Signed and sealed shop drawings and calculations shall be submitted to the

Engineer for review.

2. Structural Engineer shall review cold-formed steel framing drawings and calculations for use of appropriate design criteria and forces applied to other structural elements only.

3. Cold-formed steel framing shall be designed in accordance with AISI

"North American Specification for the Design of Cold-Formed Steel

Structural Members" and the “Code of Standard Practice for

Cold-formed Steel Structural Framing”.

4. Installation of cold-formed steel framing shall be in accordance with the

AISI S200 - "Standard for Cold-Formed Steel Framing - General

Provisions" (latest edition).

5. Install members level, plumb, and true to line to a maximum tolerance of 1/8" in 10'.

6. Deflection Limits:

A. Ceiling Joist Framing - span/240

B. Roof Framing - span/360 live load; span/240 total load

7. Final gauge and spacing of studs and joists shall be determined by the specialty engineer in accordance with the performance specified in the project specifications.

8. Maximum spacing of stud/joist bridging shall be in accordance with

AISI specification.

9. Provide vertical slip connections at the underside of floor and/or roof structure above for all stud connections in non-bearing stud walls.

10. All studs shall be G-60 galvanized according to ASTM A1003.

POST-INSTALLED ANCHORS

1. Drill and install post-installed anchors according to manufacturer's printed installation instructions and per manufacturer's on-site training.

2. All post-installed anchors shall meet ICC-ES Compliance for each type of application.

3. Submit product information and ICC-ES Evaluation Report for each anchor.

4. All anchor designs are for installation in the following conditions, unless noted otherwise. Written approval must be received from Engineer prior to installation of adhesive anchors in alternate conditions.

A. Dry concrete, unless noted otherwise.

B. Concrete temperature at time of installation must be between 14° F and 104° F. See manufacturer's printed installation instruction for adhesive gel and cure times.

C. Anchor holes to be hammer drilled.

D. Anchor holes to be cleaned per manufacturer's printed installation instructions prior to adhesive injection.

5. All installers of post-installed anchors shall be Hilti or ACI/CRSI

Adhesive Anchor Installer Certified. Submit certificates for record.

6. All post-installed anchors in concrete shall be suited for use in seismic and cracked concrete applications.

7. Adhesive anchors in concrete shall be Hilti HIT HY-200, or approved equal.

8. Adhesive anchors in CMU grouted solid at the anchor shall be Hilti

HY-70 or approved equal. Cells at the anchor and one course above and below the anchor shall be grouted solid.

9. Adhesive anchors in masonry and hollow CMU shall be Hilti HIT HY-70 with mesh sleeves, or approved equal.

10. Expansion anchors in concrete shall be Hilti KWIK Bolt TZ, or approved equal.

11. Expansion anchors in CMU grouted solid at the anchor shall be Hilti

KWIK Bolt 3. Cells at the anchor and one course above and below the anchor shall be grouted solid.

12. Provide standard AISC holes in all steel members receiving post-installed anchors. If oversized holes are provided to ease installation of the anchors, a plate washer (1/4"x2"x2") with an AISC standard hole shall be installed and 1/8" fillet welded (all around) to the member.

13. Testing: 10%of each type and size of drilled-in anchor shall be proof loaded by the independent testing laboratory. Adhesive anchors and capsule anchors shall not be torque tested unless otherwise directed by the Engineer. If any of the tested anchors fail to achieve the specified torque or proof load within the limits as defined in the

Drawings, all anchors of the same diameter and type as the failed anchors shall be tested, unless otherwise instructed by the Engineer.

A. Perform tension testing in accordance with ASTM E488.

B. Apply torque with a calibrated torque wrench.

C. Apply proof loads with a calibrated hydraulic ram. Displacement of adhesive and capsule anchors at proof load shall not exceed D/10, where D is the nominal anchor diameter.

SHORING/SCAFFOLDING

1. The contractor shall submit shoring/scaffolding shop drawings and calculations, prepared and sealed by a professional engineer licensed in the state of the project, for the following:

A. Earthwork sheeting and shoring.

B. Building/structure support shoring.

C. Scaffolding.

2. Shoring and scaffolding shall comply with O.S.H.A. regulations.

3. The structural engineer of record (SER) will review shoring/scaffolding submittals only for loads transmitted to the building structure.

Submittals shall clearly indicate the location and magnitude of all loads applied to the building or structure. The contractor is responsible for design and performance of the shoring/scaffold system.

4. The existing floor has a design live load capacity of 100 psf.

ABV Above ADDL Additional ADH Adhesive ADJ Adjacent, Adjustment AESS Architecturally Exposed

Structural Steel AFF Above Finished Floor AGG Aggregate ALT Alternate ANCH Anchor APRX Approximate AR Anchor Rod ARCH Architect(ural) BOT, B Bottom B/ Bottom of B-B Back-to-Back BAL Balance BEL Below BF Braced Frame BLDG Building BLK(G) Block(ing) BM Beam BP Base Plate BR Brace(ing) BRDG Bridging BRG Bearing BRK Brick BRKT Bracket BS Both Sides BSMT Basement BT Bent BTWN Between BYD Beyond CAIS Caisson CANT. Cantilever CAP. Capacity C-C Center-to-Center CE Concrete Encased CFMF Cold Formed Metal Framing CHAM Chamfer CI Cast Iron CIP Cast In Place CJ Control/Contraction Joint CL Centerline CLG Ceiling CLR Clear CM Construction Manager CMU Concrete Masonry Unit COL Column COMB. Combined COMP Composite CONC Concrete COND Condition CONN Connection CONST Construction CONT Continuous CONTR Contractor COORD Coordinate COV Cover CP Cap Plate CSK Countersunk CTR Center(ed) CY Cubic Yard DBL Double DEMO Demolition/Demolish DEPR Depress(ed)/Depression DET(S) Detail(s) DEV Develop/Development

STANDARD ABBREVIATIONS

DIA, Ø Diameter DIAG Diagonal DIM(S). Dimension(s) DIR Direction DK Deck DL Dead Load DN Down

do. Ditto DP Deep DWG(S) Drawing(s) DWL Dowel

(E) Existing EA Each EF Each Face EJ Expansion Joint EL Elevation ELEC Electrical ELEV Elevator EMBED Embedment/Embedded ENGR Engineer EOD Edge Of Deck EOS Edge Of Slab EQ Equal EQP Equipment ES Each Side EXCAV Excavate/Excavation EXP Expansion EXT Exterior EW Each Way F/ Face of FAB Fabricate FDN Foundation FIN. Finish(ed) FL Floor FLG Flange FP Fireproofing FRMG Framing FRP Fiber-Reinforced Polymer FS Far Side FT Feet FTG Footing FUT Future GA Gage GALV Galvanize(d) GC General Contractor GR Grade GYP Gypsum HDR Header HEF Horizontal Each Face HGR Hanger HI. High HIF Horizontal Inside Face HK Hook(ed) HOF Horizontal Outside Face HORIZ Horizontal HP High Point HSB High Strength Bolt HT Height H&V Horizontal & Vertical HVAC Heating, Ventilating, & Air Conditioning I.D. Inside Diameter I.F. Inside Face INFO Information INSTL Install/Installation INSUL Insulation INT Interior

JST(S) Joist(s) JT Joint k Kip (thousand pounds) KB Knee Brace LB, # Pound LDGR Ledger (board) LEN Length LG Long LL Live Load LLBB Long Legs Back to Back LLH Long-Leg Horizontal LLV Long-Leg Vertical LOCN Location LONGIT Longitudinal LP Low Point LSL Long-Slotted Hole, Laminated Strand Lumber LVL Laminated Veneer Lumber LW Long Way LWC Light Weight Concrete M Moment MAS Masonry MATL Material MAX Maximum MECH Mechanical MFR Manufacturer MIN Minimum MISC Miscellaneous MO Masonry Opening MONO Monolithic MTL Metal NIC Not In Contract NO. Number NOM Nominal NS Near Side NTS Not To Scale NWC Normal Weight Concrete OC On Centers OD Outside Diameter O.F. Outside Face O-O Out-to-Out OPG Opening OPP Opposite OSB Oriented Strand Board OSL Outstanding Leg, Oriented Strand Lumber OVS Oversized-Hole PAF Powder Actuated Fastener PC Precast Concrete, Piece PCF Pounds per Cubic Foot PED Pedestal PERP Perpendicular PREFAB Prefabricate(d) PL Plate PLF Pounds per Lineal Foot PLYWD Plywood PMF Premolded Filler PROJ Project(ion) PSF Pounds per Square Foot PSI Pounds per Square Inch PSL Parallel Strand Lumber PT Preservative-Treated, Post-Tensioned PVC Polyvinyl Chloride QTY Quantity R Radius RCMU Reinforced Concrete

Masonry Unit

RD Roof Drain RDK Roof Deck REF Reference REINF Reinforce(d)/ Reinforcement REQ(D) Require(d) RET Retaining REV Revise(d)/Revision RO Rough Opening RQMT(S) Requirement(s) RXN Reaction SC Slip-Critical (connection) SCHED Schedule SECT Section SF Square Foot SHRG Shoring SHTHG Sheathing SIM Similar SL Slope(d) SLBB Short Legs Back to Back SLV Sleeve SOD Slab On Deck SOG Slab On Grade SPA Space(s)/Spacing SPEC(S) Specification(s) SQ Square SS Stainless Steel SSL Short-Slotted Hole STD Standard STIFF Stiffener STIR. Stirrup STL Steel STRUC Structural SUPT Support SW Short Way SYM Symmetrical T Top T/ Top of T&B Top and Bottom TC Terra Cotta TEMP Temporary, Temperature T&G Tongue and Groove THD Thread(ed) THK Thick(ness) TYP Typical UNO Unless Noted Otherwise U-P Underpinning V Shear VAR Varies VB Vapor Barrier VEF Vertical Each Face VERT Vertical VIF Vertical Inside Face, Verify In Field VOF Vertical Outside Face VR Vapor Retarder w/ With w/o Without WD Wood WI Wrought Iron WP Work Point, Waterproofing WT Weight WWF Welded Wire Fabric XS Extra Strong XXS Double Extra Strong ± Exist Dim or El (VIF)

L_

SYMBOLS:

MOMENT CONNECTION (TYPE 1)

MOMENT CONNECTION (TYPE 2)

SPAN DIRECTION

EMBEDDED PLATE CONNECTION

(SEE SCHEDULE)

P_ PIER MARK

Ø DIAMETER

LINTEL (LOAD-BEARING)

3/4"Ø COMPOSITE BEAM SHEAR STUD

QUANTITY (TOTAL PER BEAM DISTRIBUTED

EVENLY ALONG LENGTH UNO)

C KEAST & HOOD CO.2016

DESIGN LOADS AND FACTORS

SNOW EXPOSURE

SNOW LOAD IMPORTANCE (I

(C )e

LIVE LOAD DATA

FLOOR OR ROOF AREA ROOF AREA

SNOW LOAD DATA

(psf)

LL

FACTOR VALUE

(psf)

LOAD

DESIGN CODE: INTERNATIONAL BUILDING CODE 2015 ED

VALUE

WIND LOAD DATA

ULTIMATE WIND SPEED

RISK CATEGORY

FACTOR

EARTHQUAKE DESIGN DATA

SEISMIC DESIGN CATEGORY

SITE CLASS

DESIGN SPECTRAL RESPONSE ACCELERATION 1.0 SEC

DESIGN SPECTRAL RESPONSE ACCELERATION 0.2 SEC

MAPPED SPECTRAL RESPONSE ACCELERATION 0.2 SEC

SEISMIC IMPORTANCE FACTOR

MAPPED SPECTRAL RESPONSE ACCELERATION 1.0 SEC

FACTOR

0.119g

III

VALUE

(S )

(I )E

0.05g

0.9

1.1

THERMAL FACTOR 1.0

S t(C ) s )

1(S )

(S )DS

D1(S )

GROUND SNOW LOAD (P )

C

0.095g

0.058g

A

RISK CATEGORY

ROOF

LOWER FLOOR

UPPER FLOOR 25FLAT ROOF SNOW LOAD (P )

DRIFT

g f ult

WIND EXPOSURE

III

INTERNAL PRESSURE COEFFICIENT

B

COMPONENTS AND CLADDING

*VARIESWIND PRESSURE (PSF)

ANALYSIS PROCEDURE - EQUIVALENT LATERAL FORCE

CONCRETE WALLS & STEEL MOMENT FRAMESBASIC SEISMIC-FORCE-RESISTING SYSTEM

R=3

DESIGN FACTORED BASE SHEAR (kips)

* CALCULATED PRESSURES TO

BE DETERMINED BY COMPONENT

AND CLADDING PROVIDER.

1.25

0.01W

(MPH)(V )

--LATERAL SOIL LOAD (pcf)

3500ALLOWABLE SOIL

BEARING PRESSURE (psf)

±0.18

NOMINAL WIND SPEED asd (MPH)(V )

(psf)

DL

COLUMNS

GIRDERS

BEAMS

2-WAY SLABS

LIVE LOAD REDUCTION APPLIED TO:

PARTITION 20

* INDICATES LIVE LOAD IS REDUCIBLE

R-VALUE

WIND PRESSURE MEAN ROOF

HEIGHT (qh) (PSF)

1"=1"

1" 2"

1/4"=1'-0"

2' 4' 8'

1/8"=1'-0"

4' 8' 16'

1/16"=1'-0"

8' 16' 32'

1"=50'-0"

50' 100'

Office of Facilities Engineering and Operations 600 Maryland Avenue S.W. Suite 5001

Washington, DC 20024-2520

Smithsonian Institution

GRAPHIC SCALE(S)

A

1 2 3 4 5 6 7 8 9 10 11 12

B

C

D

E

F

G

H

J

K

L

M

1 2 3 4 5 6 7 8 9 10 11 12

A

B

C

D

E

F

G

H

J

K

L

M

SHEET NO.

OF

PROJECT TITLE

A/E PROJECT NUMBER

ADDRESS

BUILDING NAME

OFEO PROJECT NUMBER

DRAWING TITLE

DRAWING TYPE

WORKING STAFF

STAMP

DATE

REVISION # DATE

SUBMISSION

REVISION DESCRIPTION

FOR

CONSTRUCTION

TYPE

DRAWN BY

SEQUENCEDISCIPLINE

CHECKED BYDESIGNED BY

KEAST + HOOD, CO.

1350 CONN. AVE, NW, SUITE 412

WASHINGTON, DC 20036

:3 :0

P M

RENEW POLICE STATION,

REPLACE PUBLIC RESTROOMS

AND PAVILION, AND

ELECTRICAL SUBSTATION

RESTROOMS - GENERAL NOTES,

ABBREVIATIONS, & DESIGN LOADS

21445 / 145109

STRUCTURAL

247 319

RENEW POLICE STATION, REPLACE

PUBLIC RESTROOMS AND PAVILION,

AND ELECTRICAL SUBSTATION

06/03/16 Final Construction Documents

S

B Y

K H

F in a l C o n s tr u c ti o n

D o c u m e n ts NZP

3001 Connecticut Avenue, NW Washington, DC 20008

NZP

1633109

CHO BENN HOLBACK + ASSOCIATES

100 N. CHARLES ST, BALITMORE, MD 21201

K&H

2S

0 01

SPECIAL INSPECTIONS PROGRAM - SOILS

VERIFICATION AND INSPECTION CONTINUOUS PERIODIC

2015 IBC

REFEREN

CE

SECTION

REFEREN

CE

STANDAR

D

COMMENTS

VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE

TO ACHIEVE THE DESIGN BEARING CAPACITY

X 1803, 1806 OBTAIN APPROVED GEOTECH REPORT IF APPLICABLE

VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE

REACHED PROPER MATERIAL

X 1804, 1808, 1809, do.

CONTROLLED FILL PERFORM CLASSIFICATION AND TESTING OF

COMPACTED FILL MATERIALS

X 1803, 1804 do.

VERIFY USE OF PROPER MATERIALS, DENSITIES

AND LIFT THICKNESSES DURING PLACEMENT AND

COMPACTION OF COMPACTED FILL

X 1705.6, 1804 do.

PRIOR TO PLACEMENT OF COMPACTED FILL,

OBSERVE SUBGRADE AND VERIFY THAT SITE HAS

BEEN PREPARED PROPERLY

X 1705.6, 1804 do.

SPECIAL INSPECTIONS PROGRAM - WOOD CONSTRUCTION

VERIFICATION AND INSPECTION CONTINUOUS PERIODIC

2015 IBC

REFEREN

CE

SECTION

REFEREN

CE

STANDAR

D

COMMENTS

GENERAL INSPECTION OF FABRICATORS X 1704.2.5 SEE NOTE 2.

FABRICATION PROCESS OF PRE-FABRICATED

WOOD STRUCTURAL ELEMENTS AND ASSEMBLIES

X 1705.5 1704.2.5 NDS

HIGH-LOAD

DIAPHRAGMS

VERIFY GRADE AND THICKNESS OF SHEATHING X 1705.5.1

VERIFY NOMINAL SIZE OF FRAMING MEMBERS X 1705.5.1

VERIFY NAIL OR STAPLE DIAMETER AND LENGTH X 1705.5.1

VERIFY NUMBER OF FASTENER LINES, SPACING

BETWEEN FASTENERS IN EACH LINE AND AT

EDGE MEMBERS

X 1705.5.1

MAIN LATERAL

FORCE-RESISTING

SYSTEM

VERIFY NAILING, BOLTING, ANCHORING, AND

OTHER FASTENING OF COMPONENTS INCLUDING

WOOD SHEAR WALLS, WOOD DIAPHRAGMS, DRAG

STRUTS, BRACES, AND HOLD-DOWNS

X 1705.10.1, 1705.11.2

NOT REQUIRED AT SHEAR WALLS, SHEAR PANELS OR

DIAPHRAGMS WHERE FASTENER SPACING OF THE

SHEATHING IS MORE THAN 4 INCHES.

VERIFY FIELD-GLUING OPERATIONS OF ELEMENTS

OF THE LATERAL SYSTEM

X 1705.10.1, 1705.11.2

WOOD TRUSSES VERIFY THAT THE TEMPORARY INSTALLATION

RESTRAINT/BRACING AND THE PERMANENT

INDIVIDUAL TRUSS MEMBER RESTRAINT/BRACING

ARE INSTALLED IN ACCORDANCE WITH THE

APPROVED TRUSS SUBMITTAL PACKAGE

X 1705.5.2

SPECIAL INSPECTIONS PROGRAM - CAST-IN-PLACE DEEP FOUNDATIONS

VERIFICATION AND INSPECTION CONTINUOUS PERIODIC

2015 IBC

REFEREN

CE

SECTION

REFEREN

CE

STANDAR

D

COMMENTS

OBSERVE DRILLING OPERATIONS AND MAINTAIN COMPLETE AND

ACCURATE RECORDS FOR EACH ELEMENT

X 1705.8

OBTAIN APPROVED GEOTECHNICAL REPORT IF

APPLICABLE

VERIFY PLACEMENT LOCATIONS AND PLUMBNESS, CONFIRM ELEMENT

DIAMETERS, BELL DIAMETERS (IF APPLICABLE), LENGTHS, EMBEDMENT

INTO BEDROCK (IF APPLICABLE) AND ADEQUATE END-BEARING STRATA

CAPACITY. RECORD CONCRETE OR GROUT VOLUMES

X

FOR CONCRETE ELEMENTS, PERFORM ADDITIONAL INSPECTIONS IN

ACCORDANCE WITH THE SPECIAL INSPECTIONS PROGRAM -CONCRETE

SPECIAL INSPECTIONS PROGRAM - CONCRETE & PRECAST CONCRETE

VERIFICATION AND INSPECTION CONTINUOUS PERIODIC

2015 IBC

REFEREN

CE

SECTION

REFEREN

CE

STANDAR

D

COMMENTS

GENERAL INSPECTION OF FABRICATORS X 1704.2.5 SEE NOTE 2.

INSPECTION OF REINFORCING STEEL, INCLUDING PRESTRESSING

TENDONS, & PLACEMENT

X 1910.4

ACI 318: 3.5,

7.1-7.7

INSPECTION OF ANCHORS CAST IN CONCRETE X 1908.5, 1909.1

ACI 318: 8.1.3,

21.2.8

VERIFYING USE OF REQUIRED DESIGN MIX X

1904.2, 1910.2, 1910.3

ACI 318:

Ch. 4, 5.2-5.4

AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS

FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND

DETERMINE THE TEMPERATURE OF THE CONCRETE

X 1910.10

ASTM C 172

ASTM C 31 ACI

318: 5.6, 5.8

INSPECTION OF CONCRETE PLACEMENT FOR PROPER

APPLICATION TECHNIQUES

X 1910.6, 1910.7, 1910.8

ACI 318: 5.9, 5.10

INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE &

TECHNIQUES

X 1910.9 ACI 318: 5.11-5.13

VERIFICATION OF IN-SITU CONCRETE STRENGTH, PRIOR TO REMOVAL

OF SHORES & FORMS FROM BEAMS & STRUCTURAL SLABS

X ACI 318: 6.2

INSPECT FORMWORK FOR SHAPE, LOCATION & DIMENSIONS OF THE

CONCRETE MEMBER BEING FORMED

X ACI 318: 6.1.1

SPECIAL INSPECTIONS PROGRAM - MASONRY LEVEL B

VERIFICATION AND INSPECTION CONTINUOUS PERIODIC

ACI 530-11/

ASCE 5-11/

TMS 402-11

SECTION

ACI 530.1-11/

ASCE 6-11/

TMS 602-11

ARTICLE

COMMENTS

GENERAL COMPLIANCE w/ THE CONSTRUCTION

DOCUMENTS AND THE APPROVED SUBMITTALS

X 1.5

VERIFICATION OF f' m AND f' AAC PRIOR TO

CONSTRUCTION EXCEPT WHERE SPECIFICALLY

EXEMPTED BY THE CODE

X 1.4B

VERIFICATION OF SLUMP FLOW AND VSI AS

DELIVERED TO THE SITE FOR

SELF-CONSOLIDATING GROUT

X 1.5B.1.b.3

AT START OF

MASONRY

CONSTRUCTION

PROPORTIONS OF SITE-PREPARED MORTAR X 2.1, 2.6A

CONSTRUCTION OF MORTAR JOINTS X 3.3B

LOCATION OF REINFORCEMENT, CONNECTORS,

AND ANCHORS

X 3.4, 3.6A

PRIOR TO GROUTING GROUT SPACE IS CLEAN X 3.2D, 3.2F

GRADE, TYPE, AND SIZE OF REINFORCEMENT AND

ANCHOR BOLTS, AND PRESTRESSING TENDONS

AND ANCHORAGES

X 1.16 2.4, 3.4

PLACEMENT OF REINFORCEMENT AND

CONNECTORS, AND ANCHORS

X 1.16 3.2E, 3.4, 3.6A

PROPORTIONS OF SITE-PREPARED GROUT AND

PRESTRESSING GROUT FOR BONDED TENDONS

X 2.6B, 2.4G.1.b

CONSTRUCTION OF MORTAR JOINTS X 3.3B

DURING

CONSTRUCTION

SIZE & LOCATION OF STRUCTURAL ELEMENTS X 3.3F

TYPE, SIZE & LOCATION OF ANCHORS, INCLUDING

OTHER DETAILS OF ANCHORAGE OF MASONRY TO

STRUCTURAL MEMBERS, FRAMES OR OTHER

CONSTRUCTION

X 1.16.4.3, 1.17.1

PREPARATION, CONSTRUCTION AND PROTECTION

OF MASONRY DURING COLD WEATHER (TEMP.

BELOW 40°F) OR HOT WEATHER (TEMP. ABOVE

90°F)

X 1.8C, 1.8D

PLACEMENT OF GROUT X 3.5, 3.6C

PREPARATION OF ANY REQUIRED GROUT SPECIMENS, MORTAR

SPECIMENS, AND/OR PRISMS SHALL BE OBSERVED

X

1.4B.2.a.3, 1.4B.2.b.3, 1.4B.2.c.3, 1.4B.3, 1.4B.4

STRUCTURAL TESTING & INSPECTION PROGRAM NOTES:

1. THE INTENTION OF THIS TABLE IS TO IDENTIFY THE CONSTRUCTION REQUIRING…