36C24618R0135-011.pdf

GENERAL NOTES

GENERAL

1. Dimensions and elevations shown on the structural drawings are obtained from the architectural drawings available prior to release of Contract Documents. Layout of building foundations or other items shall be based on the Architectural, Civil and Structural drawings. Any errors, inconsistencies or omissions in dimensions shall be forwarded to the Architect in writing for resolution.

2. The structural design is based only on the structure in its completed state. The Contractor and his subs shall take whatever precautions are necessary in their opinions, including but not limited to temporary bracing, shoring and needling, to withstand all horizontal and vertical loadings that may be encountered during the construction and prior to completion.

3. All written dimensions shall take precedence over the scale shown on plans, sections, and details. Do not scale the drawings.

4. Typical details and notes on these sheets shall apply unless specifically shown or noted otherwise. Construction details not fully shown or noted shall be similar to details shown for similar conditions. Typical details are not cut on drawing plan sheets, but shall apply at all applicable locations.Typical details also apply to items not shown on the structural drawings, which include but are not limited to mechanical openings for which structural typical detail framing applies and top of CMU wall bracing for CMU walls shown on the architectural drawings. Contractor shall coordinate between trades and make provision to obtain and install structural features per the typical details as required by other trades.

5. All work or construction shall comply with all applicable building codes, regulation and safety requirements.

6. Principle curbs, slabs, and openings are shown on the structural drawings. See architectural, mechanical, plumbing, and electrical drawings for sleeves, curbs, inserts, other openings, and slab depressions not shown. The contractor shall provide for all openings, curbs, and slab depressions, whether shown on the structural drawings or not. Size and location of openings shall be verified by the mechanical contractor. Any deviation from openings shown on the structural drawings shall be brought to the Structural Engineer’s attention for approval prior to fabrication or installation of structural members.

7. Where specifications and drawings contradict, the more stringent shall govern.

8. It shall be the Contractor’s sole responsibility to design and provide adequate shoring, bracing, and framework, as required for the protection of life and property during the construction of this building. Excess load capacity of slab shall not exceed loads equivalent to the design superimposed loads less construction dead and live load, partition load, and any other load not in place at the time of shoring.

9. The Contractor shall be solely responsible for all excavation procedure including lagging, shoring, and protection of adjacent property, structures, streets and utilities in accordance with all local, state and federal safety regulations and practices.

10. Cantilever and basement retaining wall(s) have not been designed for surcharge loading associated with construction traffic behind the wall. The Contractor and his subs shall provide adequate temporary bracing to resist increased lateral loads on the wall(s) associated with their means and methods of construction.

11. Construction loads shall not exceed the design superimposed live load capacity of structural elements.

12. Design of crane foundations and crane openings in the structure are the responsibility of the Contractor. The design documents must bear the seal of a registered professional engineer in the state of Virginia and all necessary calculations shall be submitted to the Architect and Structural Engineer for review prior to fabrication. The Architect’s review is not to imply acceptance of responsibility for design adequacy. This is the Contractor’s responsibility.

13. In accordance with the geotechnical report recommendations, an underslab and perimeter drain system shall be installed to protect the completed floor slab against hydrostatic uplift from ground water. The underdrain system design shall be on the emergency generator. The structure is not designed to resist any hydrostatic pressures.

14. Information shown in the structural drawings that is not specifically designed by the structural engineer is shown schematically for information purposes only. The Contractor shall coordinate with the appropriate drawings for the full intent of the information referenced.

15. Contractor shall supply all support necessary for attachment of hospital equipment to the structure shown herein. This includes but is not limited to patient lifts, testing equipment, and laundry equipment. Where additional hung support is required not shown on the structural drawings, contractor shall make provision for design and installation of supports required.

EXISTING CONDITIONS

1. All dimensions and elevations of existing structures shown on the drawings are obtained from available sources, and are not guaranteed to be true and exact. The General Contractor shall verify these dimensions and elevations by actual field measurements prior to fabrication of any materials and start of Work, and report any discrepancies to the Architect/Structural Engineer.

2. Field verification measurements shall be completed sufficiently in advance of the fabrication and erection schedule so as not to impede the progress of Work. All delays or costs caused by improper or late field verification shall be the Contractor’s sole responsibility.

3. The Structural Engineer of Record will not review or approve shop drawings prior to the field verification of existing dimensions.

4. The structural design is based only on the structure in its completed state. The Contractor and his subs shall install any new structure in or attached to existing structure using whatever means and methods are necessary in his opinion. Because the documents show the structure in its completed state, means and methods of installation is the Contractor’s sole responsibility. If the chosen installation methods require additional work not shown on the construction documents, it is the Contractor’s responsibility to include it in his scope of work and/or bring it to the attention of the Architect/Structural Engineer for review at the time of pricing the work. This includes but is not limited to additional demolition and rebuilding required in order to place new structure.

5. Existing structural framing and foundations shall not be disturbed unless specifically noted otherwise on the drawings.

6. If field conditions differ from those shown on drawings, Contractor shall notify architect/ structural engineer in writing before proceeding with installation/erection. Notification shall occur sufficiently in advance of the Work to allow Structural Engineer to review.

7. Shoring required for demolition of existing structures or installation of new structures shall be the Contractor’s responsibility. Shoring calculations and drawings shall be signed and sealed by the Contractor’s structural engineer in the state of Virginia and shall be submitted to the Structural Engineer of Record for review.

DEMOLITION

1. Remove existing construction, as shown on plans, or as required to install new construction. See sections and details for extent of structure to be removed. Rebuild beam bearing, jambs, etc. to match existing, and in accordance with architect's approval.

2. Existing structural framing shall remain unless specifically noted on plan to be removed.

3. All shoring, needling, underpinning, etc. shall be as required to support the existing structure. The Contractor shall examine the existing structure to determine the extent of necessary shoring, needling, and underpinning. The capacity and method used for shoring, needling and underpinning shall be the responsibility of the Contractor.

4. If field conditions differ from those shown on drawings, notify architect/engineer before proceeding with demolition. Notification shall occur sufficiently in advance of the Work to allow Engineer to review.

5. Shoring required for demolition of existing structures or installation of new structures shall be the Contractor’s responsibility. Shoring calculations and drawings shall be signed and sealed by the Contractor’s engineer and shall be submitted to the Structural Engineer of Record for review.

FOUNDATIONS [SPREAD FOOTINGS]

1. Foundation design and subsurface information is based on the geotechnical recommendations prepared by Draper Aden Associates, dated August 6, 2014. Contractor shall review and comply with the recommendations in the geotechnical report, regardless of if such recommendations are explicitly stated within the documents.

2. All surface fill materials, consisting of gravel, brick fragments, concrete chips and wood chips shall be removed in the regions of all foundations in accordance with the geotechnical recommendations.

3. Slabs-on-grade shall rest on a minimum of 6" of granular fill, compacted to at least 95%-98% of the maximum density as defined by the ASTM D698 Standard Proctor Test. Fill under the slabs-on-grade should be placed only after all unsuitable existing fill has been removed and the subgrade proof rolled under the direction of the Inspection Agency. All fill material shall be placed in 8" lifts and compacted to 95%-98% maximum density as defined by the ASTM D698 Standard Proctor Test.

4. All footings have been designed as spread footings to bear on undisturbed soil or controlled structural fill on minimum net allowable bearing capacity of 3,500 PSF. The Testing and Inspection Agency shall verify soil bearing capacity at each footing prior to installation of footing. Notify Structural Engineer of any variation from anticipated bearing capacity for appropriate redesign or lowering of footing.

5. The bottoms of all exterior footings shall be 2'-6" minimum below finished grade unless rock of specified bearing capacity is encountered at a higher elevation, in which case footing may be raised if approved by the Engineer. The top of all interior footings shall 0’-8” minimum below finished floor elevation, unless noted otherwise on the drawings.

6. Edges of footings shall not be placed at a greater than 1 (vertical) to 2 (horizontal) slope with respect to any adjacent footing or excavation.

7. All adjacent column footings that abut shall be separated by a paper joint.

8. Backfilling against walls shall not be done until concrete and/or masonry has been cured to attain sufficient strength (7 days minimum) and walls are properly shored and/or braced. Backfilling against basement walls shall not be done until the floor slabs at top and bottom of walls have been placed and have cured. Backfill foundation walls with earth on both sides of the wall by alternately placing backfill on each side so that height of backfill does not differ by more than 1'-6" from other side.

9. The contractor shall safeguard and protect all excavations, and all excavations shall be kept free of accumulated water.

10. Maximum length of foundation wall placed in one operation shall not exceed 60 feet.

11. No horizontal joints shall be placed in walls except as shown on the drawings without approval of the Engineer

12. The contractor shall refer to the Architectural, Plumbing, Mechanical and Electrical Drawings for all locations of trenches, pits, conduits, etc. not shown on the Structural Drawings.

13. The contractor may encounter conditions requiring temporary dewatering during excavation. Do not allow water to accumulate and/or pond in excavations. Temporary dewatering system shall be to be used during construction shall be designed and installed in accordance with the geotechnical report.

RETAINING WALLS

1. Retaining walls shall be either "Braced" or "Cantilevered" retaining walls.

2. "Braced" retaining walls are designed with lateral supports at the [bottom and] top of the wall. The Contractor shall provide temporary bracing as required during construction to support the wall until the final braced condition is met. The Contractor shall assume all walls are designed as "Braced" walls unless specifically noted otherwise on the Contract Documents. Backfilling against "Braced" walls shall not be done until concrete and/or masonry has been cured to attain sufficient strength (7 days minimum) and walls are properly shored and/or braced.

"Braced" retaining walls have not been designed for surcharge loading associated with construction traffic behind the wall. The Contractor and his subs shall provide adequate temporary bracing to resist increased lateral loads on the walls associated with their means and methods of construction.

CONCRETE MATERIALS AND PROPORTIONING

1. All concrete work shall comply with ACI 301, ACI 318, and ACI 315.

2. Cement shall comply with ASTM C 150, Type I or III.

3. Aggregates shall comply with ASTM C 33, ASTMC330, ACI 304, and ACI 211.1.

4. Coarse Aggregates – Size #67.

5. Concrete shall be normal weight concrete or light weight concrete as noted on Drawings. The minimum compressive strength at 28 days shall be as noted in General Notes, Specifications and on Drawings.

6. The water/cement ratio shall be not exceed 0.56.

7. All concrete shall have slumps in accordance with ACI 211.1 and the Specifications, except slabs on earth shall have a 3 1/2" maximum slump.

8. All exterior concrete shall be air entrained 4% - 6% per the Specifications. Limit entrapped air in concrete to receive hard steel trowel finish to 3% maximum for slabs on grade, superstructure concrete, and concrete on metal deck.

9. All concrete, except footings, shall contain water reducer per manufacturer's recommendations.

10. No concrete shall be placed until concrete design mixes have been submitted for each class of concrete and have been approved by the Structural engineer. Mix designs shall indicate where each is to be used in the work.

11. Welded wire reinforcement shall conform to ASTM A185. All welded wire reinforcement shall be spliced so that the overlap between outermost cross wires of each sheet is not less than the spacing of the cross wires plus 2 inches, unless otherwise shown on drawings.

12. Reinforcing steel shall be deformed bars of intermediate grade new billet steel conforming to current requirements of ASTM A 615, Grade 60, unless noted otherwise.

13. Reinforcing steel to be welded shall conform to the current requirements of ASTM A706.

14. Splice laps for all reinforcing shall be class 'B', unless otherwise noted. Lap splices of continuous reinforcing shall be made over supports for bottom bars and at midspan for top bars, unless noted otherwise. All hooks shall be standard hooks, unless otherwise noted.

15. Refer to Architectural Drawings and/or Specifications for concrete finishes.

16. Structural normal weight concrete shall have a maximum dry unit weight of 150 PCF. Structural lightweight concrete shall have a maximum dry unit weight of 110 PCF.

FOUNDATION CONCRETE

1. All concrete shall be normal weight concrete having a minimum design compressive strength at 28 days as follows:

a. Footings 4000 PSI

b. Walls & Piers 4000 PSI

c. Slab-on-grade 3500 PSI

d. Exposed exterior concrete 5000 PSI

2. The following welded wire reinforcement shall be used for areas specified below, unless noted otherwise on the drawings:

5 inch slab-on-grade 6X6 – W2.0XW2.0

3. Minimum steel protection, unless otherwise shown, shall be 1" for interior face of walls, 2" for exterior face of walls, 3" for footings and other structural concrete deposited against ground, 2" for concrete permanently exposed to earth or weather.

4. All structural members shall be poured to their full depths in one operation. Construction joints, such as day's pour joints, shall be located in the middle third of the span, main reinforcing to run through the joint, key and roughen joints to expose aggregate. Contractor shall submit drawing indicating construction joint locations for approval.

5. Excavations shall be kept free of accumulated water. No concrete shall be placed in water.

6. All slabs-on-grade shall have thickenings, depressions, openings, slopes, etc. as shown or as required by various trades.

7. Provide vertical dovetail inserts 2'-0" o.c. with anchors in all concrete surfaces faced with brick which are 1'-3" or greater in height.

8. For additional concrete work not shown on Structural Drawings, see Architectural Drawings. All concrete within the building footprint shall be reinforced, unless specifically noted otherwise. See typical details for concrete items/reinforcing not shown on structural plans. If no reinforcing detail is shown for an item, contact the Structural Engineer for review prior to work.

SUPERSTRUCTURE CONCRETE

(Supported by Metal Deck)

1. All concrete on metal deck shall be lightweight structural concrete having a minimum design compressive strength of 3500 PSI at 28 days.

2. Provide 6X6-W1.4XW1.4 welded wire reinforcement in all concrete slabs on metal deck unless noted otherwise.

3. Mesh shall be draped.

4. The contractor shall allow for 3/4” additional concrete during placing due to deflection of structure.

5. The contractor shall deposit all concrete, during placing in such a manner as not to overload the metal deck.

6. All slabs shall have thickenings, depressions, openings, slopes, etc. as shown herein or on Architectural, Mechanical, Electrical & Plumbing Drawings.

7. Horizontal unit of placement for concrete on metal deck shall not exceed 90 feet in any direction.

MISCELLANEOUS-CONCRETE

1. Contractor shall verify conditions in the field and immediately notify engineer or architect of any conditions not as assumed. He shall take field measurements as required and be responsible for same.

2. Contractor shall coordinate with all related trades for detailing, fabrication and erection prior to submitting shop drawings for approval.

3. All Structural work shall be coordinated with Architectural, Mechanical, Electrical, Plumbing, etc. requirements.

4. General Contractor to provide appropriate number of copies of coordinated drawings showing all sleeves, conduit boxes, duct openings, etc. as required for all trades for Structural Engineer's approval. This shall be done a minimum of two weeks prior to pouring affected slabs, beams, columns or footings.

5. No openings shall be made in any structural member unless specifically shown on the structural drawings approved by the Structural Engineer.

6. Conduits in concrete slabs must be spaced such that the distance between conduits, centerline to centerline, is a minimum of three times the outside diameter of the largest conduit.

7. No conduit may be placed in the concrete slab which has an outside diameter larger than one-third the total slab thickness.

8. Conduit shall be placed in the middle one-third of the slab thickness.

9. Conduits which cross one another in the concrete slab shall not consume a total space at the point of crossover that is greater than one third the total slab thickness.

10. Conduit embedded in slabs shall not pass thru column cages.

11. No conduits shall be run in the slab unless specifically indicated on the electrical drawings. Conduits that are to be run in the slab must collect only at an electrical panel or similar point. When conduit is to be placed in the slab, the Contractor must advise the Structural Engineer of the number of conduits to be placed and indicate proposed method of installation for the conduits. No conduit shall be placed without the Structural Engineer's approval. Aluminum conduit is not permitted to be embedded in concrete slabs.

12. Support details for architectural, mechanical, electrical and plumbing equipment are based upon manufacturer's information. Contractor shall coordinate requirements of actual equipment supplied with details and shall provide any additional framing.

MASONRY

1. Masonry work shall comply with ACI 530.1/ASCE 6 "Specifications for Masonry Structures".

2. Hollow concrete masonry units shall be 2-cell block, conforming to ASTM C90, normal weight.

3. Reinforced masonry walls shall have a minimum f'm=1500 PSI at 28 days.

4. All mortar shall conform to ASTM C270, type S.

5. All reinforcing shall be deformed steel bars conforming to ASTM A615, Grade 60, with a yield strength of 60,000 PSI (design stress equal to 24,000 PSI). Provide masonry tension lap splices per ACI-530 and applicable building codes and masonry lap splice lengths in the typical details.

6. Masonry reinforcement cover shall be 2” minimum for bars within walls exposed to earth or weather and 1 ½” minimum for all other bars. Where only 1 bar per cell is specified, center bar in cell unless otherwise noted.

7. All masonry walls shall be continually reinforced with truss type horizontal joint reinforcing with a minimum wire size of 0.148” (9 gauge wire) at 16" on-center vertically (u.n.o. on drawings). Provide additional pieces immediately above and below openings, extending 2'-0" minimum beyond opening. Provide prefabricated 'T' and corner pieces at all intersecting walls and corners. Lap joint reinforcing 6" minimum. All 12” CMU back-up to unreinforced masonry, including brick or stone, shall have horizontal joint reinforcing spaced at 8” on-center vertically.

8. All mortar joints, including cross webs, shall be filled 100% solid.

9. Reinforced masonry cells shall be filled solid with grout conforming to ASTM C476 with a minimum compressive strength of 3000 PSI, when tested in accordance with ASTM C1019.

10. Grout walls solid at all changes in bond, unit thickness, below finished grade, at all reinforced cells, and as otherwise noted. Fill cores solid with grout a minimum 24" below bearing plates, beams, lintels, posts and similar items. Grout cores solid 24" deep at locations where post installed wall anchors are required. Contractor shall coordinate with all trades.

11. Inspection holes shall be located at the bottom inside face of all grout filled block to insure that grout has been placed throughout all masonry voids. Inspection holes shall be 1 1/2" diameter holes located at each grout pour when the grout pour height exceeds 5’-0”.

12. Provide control joints in all above-grade exterior masonry walls at 1.5 times the wall height not to exceed 25’-0” on center, unless noted otherwise. Provide control joints in all interior masonry walls at 30’-0” on center, unless noted otherwise. See Architectural drawings for control joint details and locations.

13. Masonry basement walls do not require control joints. Basement walls shall have minimum horizontal reinforcement of #4@8” o/c for walls up to 12” thick. Walls thicker than 12” shall have #4@8” o/c each face. Horizontal reinforcement is in addition to vertical reinforcement shown in contract documents.

14. All masonry walls shall be braced at the top to the structure per the structural typical details unless specifically noted otherwise. This applies to all masonry walls shown on the architectural and/or structural documents and also walls shown on the architectural but not the structural documents.

15. Where Contractor designed steel framing bears on masonry walls, provide steel bearing plates as required such that the bearing stress does not exceed 0.33 x f’m for ACI 530-11.

16. All masonry shall be laid in a running bond pattern, unless otherwise noted.

17. For IBC 2012: The minimum Quality Assurance program for masonry shall meet Level B Quality Assurance per ACI 530.

LINTELS

1. Provide lintels or sleeves at all penetrations in new & existing masonry walls at doors, windows, mechanical services, electrical services, equipment, etc. not specifically shown on the drawings, in accordance with the lintel schedule.

2. All lintels shall have 8" minimum bearing each end, unless noted otherwise, and shall be set on a full bed of mortar.

3. Contractor shall shore all lintels as required to prevent rotation during construction.

4. Contractor shall coordinate size and type of lintel with Architectural, Mechanical, Electrical and Plumbing Drawings.

5. All lintels on exterior walls shall be hot-dipped galvanized.

6. Contractor shall provide shoring and/or bracing of existing walls as required to install new lintels. Method of shoring and/or bracing shall be the responsibility of the contractor. See architectural drawings for locations of new openings in existing masonry walls.

LINTEL SCHEDULE

(Non-Bearing Walls) Provide one angle for each 4" of masonry thickness as follows:

Openings to 3'-0": L 3-1/2 X 3-1/2 X 1/4 Openings 3'-0" to 5'-0": L 4 X 3-1/2 X 5/16 LLV Openings 5'-1" to 8'-0": L 6 X 3-1/2 X 5/16 LLV Provide 6" minimum bearing each end of angle lintel.

For 6" masonry walls provide lintels as follows:

Openings to 3'-0": (2) L 3-1/2 X 2-1/2 X 1/4 LLV Openings 3'-0" to 8'-0": (2) L 3-1/2 X 2-1/2 X 5/16 LLV Provide 6" minimum bearing each end of angle lintel.

Where required for architectural reasons, or as noted, provide precast concrete lintels for interior walls of same texture as adjacent masonry as follows:

Openings to 7'-0": 4" Walls - 4" X 8" w/ 1-#4 T&B Openings to 7'-0": 6" Walls - 6" X 8" w/ 1-#5 T&B Openings to 7'-0": 8" Walls - 8" X 8" w/ 2-#4 T&B Openings to 7'-0": 12" Walls - 12" X 8" w/ 3-#4 T&B Provide 8" minimum bearing each end of precast concrete lintel.

For larger openings, see plan for lintel size. Provide 5/16" suspended plate 4" minimum below bottom flange of beam.

STRUCTURAL STEEL

1. All structural steel work shall conform to AISC specification for structural steel for buildings, and AWS D1.1, latest editions.

2. Structural steel shall conform to the following ASTM designations:

W shapes, Columns ASTM A992 or ASTM 572-50 S, M, and HP shapes ASTM A36 Column Base plates, Web Doubler Plates ASTM A992 or ASTM 572-50 Channels, Tees, Angles, Bars, and Plates ASTM A36 HSS rectangular or square section ASTM A500-GR.B (Fy = 46 ksi) HSS round ASTM A500-GR.B (Fy = 42 ksi) Anchor Rods F1554, Gr. 36 typical, Gr. 55 where noted

3. Bolts shall conform to the following ASTM designations:

High strength bolts - A325 Standard fasteners - A307

4. All welding electrodes shall conform to the E-70 series of the specifications for mild steel arc welding electrodes ASTM A233, latest edition.

5. All bolts shall be 1" diameter, open holes 13/16" diameter, unless otherwise shown or noted.

6. All shop connections shall be high strength bolted or welded.

7. All field connections shall be high strength bolted except where details indicate welding. Standard fasteners may be used in welded connections which require adjustment prior to welding such as suspended lintels and wind bracing.

8. All connections of beams to columns, beams carrying columns or struts, and main beams supporting stairs shall be bolted with high strength bolts. High strength bolted connections are to be indicated on erection drawings thus whether shown on design drawings or not.

9. All welding shall be done by licensed welders and shall be inspected by an approved testing agency which shall issue an affidavit that all welding has been inspected and found to be in conformity with details.

10. No penetrations are permitted through structural steel members unless indicated on Structural Drawings or approved by the Engineer.

11. Approval of the Engineer shall be mandatory for the use of a cutting torch in the field.

12. During erection, structural steel frame shall be adequately braced in all lines, two ways.

13. Steel connections for beams, vertical trusses, moment frames, custom trusses, and column splices not detailed on the drawings shall be designed by the structural steel fabricator. Beam connections shall develop the unfactored end reactions in kips for each size group provided in the table below, unless otherwise shown thus (Vxx) on the drawings. Reactions provided in the table below and on the drawings are not factored. To achieve LRFD factored values, multiply those in table or on drawings by 1.4. Note number of bolts shown are the minimum required, and do not reflect the total bolt number required to achieve the reaction capacity. Connections shall be designed per AISC.

Size Shear Min # Size Shear Min # Group Rxn (k) Bolts Group Rxn (k) Bolts W6 8 1 W18 57 3 W8 10 2 W21 69 4

W10 16 2 W24 80 4 W12 26 2 W27 90 5

W14 26 3 W30 90 5 W16 42 3

14. The structural steel fabricator shall provide certification by a professional engineer, registered in the state of Virginia, that the connection design is in accordance with all applicable codes and specifications.

15. All steel work shall have one shop coat of paint except that steel receiving spray-on fireproofing, within 2" of weld, with machined surface, or completely encased in concrete. In these cases steel shall be left unpainted.

16. Milled or butt welded stiffeners shall be provided on girders under all column concentrations and over all columns.

17. Where web of beam cannot pass a column flange, bolts connecting plate to beam shall be designed for shear and moment and connection of plate to column shall be designed for shear only.

18. All connections of beams and girders to tops of columns shall be framed unless they are cantilevers, in which case they shall run over top of column as per typical details.

19. All grout under steel plates shall be non-shrink "pre-mix" type and shall have minimum compressive strength per the specifications.

20. For all miscellaneous steel construction not shown on Structural Drawings, see Architectural Drawings.

21. Shop drawings shall include erection plans, erection details, fabrication details, member sizes, dimensions, plate sizes, weld symbols, bolt size and type, etc.

22. Where not indicated on plan, cantilever beams shall be the same size as the cantilever backspan.

23. Provide framed openings in composite or roof deck material per the structural typical details where openings are indicated on the structural, architectural, and mechanical drawings.

24. All steel exposed to weather shall be hot dipped galvanized.

25. Structural steel required to frame areas to be coordinated by the Contractor shall not be considered “For Construction” until after all coordination has been completed by the Contractor. Areas that may require Contractor coordination include areas with any items that are to be coordinated or selected by the Contractor, including elevators, mechanical equipment framing, dunnage support, equipment screens, high density filing support, etc. Structural steel materials for these areas shall not be ordered until the coordination has been completed by the Contractor.

COMPOSITE CONSTRUCTION

1. Shear connectors shall be 3/4" diameter, 4 1/2" long steel headed-studs typical (3 1/2" for studs per S102), conforming to ASTM A108, Grades 1015 through 1020 and to the requirements of Section 7 of AWS D1.1, Type B, welded by automatic equipment to the structural steel.

2. Connectors shall be of number shown equally spaced along length of beam, unless otherwise noted on plan.

3. All beam connections shall be designed for reactions shown on composite beam reaction schedule, or as indicated on drawings, whichever is greater.

4. Where composite construction occurs and no shear connectors are shown on plan, provide connectors at 24” on center maximum. Space connectors closer as required per the documents.

5. The contractor shall allow for ¾” additional concrete during placing due to deflection of structure.

METAL DECKING

1. Fabrication and erection of all metal deck shall conform to the latest edition of Steel Deck Institute Specifications.

2. Metal decking shall be made of steel conforming to ASTM A653 SQ Grade 33 with coating designation G60 at floors, and G90 at roof for galvanized deck in accordance with ASTM A924 having a minimum yield strength of 33,000 PSI. Corrugated metal decking for permanent formwork shall be made of steel conforming to ASTM A653 SQ Grade 80 with a minimum yield strength of 80,000 PSI.

3. All metal deck has been designed to be continuous over 3 spans minimum, and shall bear at least 2" on steel supports. For one or two span conditions, the contractor shall provide shoring as required, or furnish heavier gauge deck as required to support all the applicable loads. Contractor shall submit alternate for approval.

4. Deck shall be welded to supporting steel at ends of units and at all intermediate supports in accordance with manufacturer's recommendations. Side laps shall be welded or screwed at 3'-0" o.c. maximum for spans over 5'-0".

5. Composite metal deck shall be galvanized and shall be placed in continuous spans of three or more where possible (see note 4 above). In no case shall unshored metal deck spans exceed the manufacturer's published recommendations or deflection criteria of span divided by 240. Metal deck shall provide the following minimum properties:

3” – 20 GA.

I = 0.938 in4/ft Sp = 0.553 in3/ft Sn = 0.572 in3/ft

6. Deck units shall be lapped only at supports.

7. Weld roof deck (future floor) to supporting members according to manufacturer's recommendations. Deck and welds shall have a minimum design diaphragm strength of 300 plf.

8. Provide reinforcing channels, standard closures, cant strips, sump pans, finish strips, pour stops, and other accessories as shown on drawings and as required.

9. Corrugated metal floor deck for permanent formwork shall be uncoated.

COLD-FORMED METAL FRAMING

1. The engineering of all Cold-Formed Metal Framing, including their connections shall be the responsibility of the Contractor. Design and section properties shall be in accordance with AISI "Specification for the Design of Cold-Formed Steel Structural Members".

2. Shop drawings and sample calculations, signed and sealed by a registered engineer in the state of Virginia, shall be submitted for review.

3. Sizes indicated on the Contract Drawings are the minimum accepted sizes only, and the Contractor's use of them does not relieve him of the responsibility for their design.

4. All galvanized, painted or unpainted material shall conform to the following:

Studs and joists of 12, 14 and 16 gage: ASTM A 1003, Grade ST50H, Fy=50,000 PSI minimum.

Studs and joists of 18 and 20 gage, tracks, bridging, and accessories: ASTM A 1003, Grade ST33H, Fy=33,000 PSI minimum.

5. All exterior cold-formed metal walls galvanized material shall be formed from steel having a minimum G-90 galvanized coating conforming to ASTM A653. All interior load bearing walls galvanized material shall be formed from steel having a minimum G-60 galvanized coating conforming to ASTM A525.

6. All painted material shall be primed with rust-inhibiting paint, meeting performance requirements of TT-P-636C.

7. Infill walls shall be detailed to accommodate primary frame live load deflection for l/360 or [XX”] minimum or as indicated on the Contract Documents and Specifications, whichever is greater.

8. Shop drawings shall include, as a minimum, erection plans, elevations as required, erection details and general notes. Details should include dimensions, plate sizes, weld symbols, fastener size and type, etc.

9. Connections and fasteners to structural members are the responsibility of the cold-formed provider and contractor. Cold-Formed metal framing manufacturer and/or contractor shall provide and install all components not shown on the structural drawings required for the attachment of the cold-formed metal framing.

SHOP DRAWINGS/SUBMITTALS

1. Reproduction of Contract Documents will not be accepted as shop drawings.

2. Electronic copies of structural drawings will not be made available for Contractor’s use in preparing shop drawings. In the event the Contractor obtains a courtesy electronic copy from any source, it shall be used for coordination purposes only. Electronic dimensions shall not be scaled. Any use of electronic dimensions not explicitly shown on the Construction documents for construction layout purposes is at the Contractor’s sole risk.

3. Shop Drawings shall be submitted for architect/engineer review for the following items:

Field Survey for all dimensions and elevations required to be field verified by contractor - see also note 12 this section. Submittal is for record only.

Concrete/Grout Design Mixes

Concrete/Masonry Reinforcing Steel Concrete/Masonry Material Certifications Structural Steel Metal Deck Cold-Formed Metal Framing Connection Calculations Shop drawings for all elements noted above and shown on the Contract Documents shall be submitted for architect and Structural Engineer review. If the Contractor or Owner fails to submit shop drawings, the Structural engineer will not be held responsible for the design of the project. The shop drawings shall indicate any deviations or omissions from the Contract Documents.

4. The contractor shall supply the Architect/Structural engineer with checked shop drawings bearing the contractor’s stamp of approval and signature. The review of shop drawings by the engineer is only for general compliance with the structural drawings and specifications. This review does not guarantee in any way that the shop drawings are correct, complete, nor does it infer that they supersede the Contract Documents.

5. The Contractor shall review and verify all dimensions and conditions shown on these drawings and report any discrepancies to the architect. Shop drawings are an aid for field placement, and are superseded by the structural drawings.

It shall be the responsibility of the general contractor to make certain that all construction is in full agreement with the latest structural drawings.

6. Submittals requiring certification by a professional engineer shall be signed and sealed prior to submittal of the submission for review.

7. Any work fabricated or installed incorrectly due to the Contractor's lack of verification shall be corrected at the Contractor's expense.

8. Shop Drawings should include sufficient information to be utilized in the shop for accurate fabrication of materials and in the field for accurate installation of the work.

9. All shop drawings used for work shall bear the stamp of the Architect/Engineer and shall be marked "Approved", "Approved as Noted", or "Reviewed".

10. Contractor shall provide a proposed submittal schedule showing anticipated shop drawing submission dates a minimum of two (2) weeks prior to the first shop drawing submittal.

11. Steel submissions shall be submitted such that all major structural steel is submitted within one submission as a complete and stand-alone package.

12. New structure elevations are dependent on existing dimensions and elevations. Therefore, submittal of field survey dimensions for record shall be provided prior to submission of any detailed shop drawings related to that work. This includes but is not limited to rebar, foundations, and structural steel. Shop drawings received prior to field verification submittal will be returned as incomplete without review. Contractor shall be solely responsible for any costs and schedule delays as a result of late, incomplete, or incorrect field verification.

INSPECTION

1. An independent inspection agency shall be retained to inspect/monitor/test the following items per IBC 2012, and local code requirements:

Earthwork operations, including verification of bearing capacity Cast-in-place Concrete Reinforced Masonry Structural Steel Metal Deck Cold-Formed Metal Framing

2. Testing and Inspection reports shall be forwarded in a timely manner. Daily reports shall be forwarded each week and deficiency reports shall be forwarded within 24 hours for review. Testing and Inspection agency shall issue a final letter of certification for each building component noted above.

3. The Structural Engineer may periodically visit the site to observe the general progress of construction or to provide assistance resolving field conditions. Such visits to the site shall not be construed as meeting the project inspection requirements.

CONSULTANTS: Drawing Title

Approved: Project Director

Project Title:

Location:

Date: Checked: Drawn:

Drawing Number

Building Number

Project Number Office of

Construction and Facilities Management

VA FORM 08-6231

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

FULLY SPRINKLERED

A

B

C

D

E

F

Revisions: Date0

6"

6"

6"

6 " on e ei gh th in ch o ne fo ot on e qu ar te r i nc h on e fo ot th re e ei gh th s in ch o ne fo ot on e ha lf in ch o ne fo ot th re e qu ar te rs in ch o ne fo ot on e in ch o ne fo ot on e an d on e ha lf in ch o ne fo ot th re e in ch es o ne fo ot

6587 Hamilton Avenue Pittsburgh, Pennsylvania 15206 Ph: 412.287.7333 Fax: 412.287.7334 www.ae-works.com

AE Works Project Number:

ARCHITECTS/ENGINEERS:SEAL

DOCUMENTS

13030

H.H. MCGUIRE VAMC-

CONSTRUCT SPINAL CORD

ENHANCEMENT CENTER

652-314

SLS MTH

1201 Broad Rock Boulevard, Richmond, VA 23249

S001

STRUCTURAL GENERAL NOTES

09/11/2017

BID

LOADING SCHEDULE

METAL DECK

LOCATION

CONCRETE SLAB

M/E/C/L

ROOFING

LIVE LOAD

TOTAL LOAD

LOADING

80 +15

- 35

44 44

(PSF)

NOTES:

1. ALL LIVE LOADS ARE IN ACCORDANCE WITH INTERNATIONAL BUILDING CODE 2012 EDITION.

2. NO LIVE LOAD REDUCTION HAS BEEN TAKEN INTO ACCOUNT IN THE ABOVE TABLE. HOWEVER, LIVE LOAD REDUCTION

HAS BEEN APPLIED WHERE PERMISSIBLE BY CODE IN THE DESIGN.

3. TOTAL DEAD LOADS DO NOT INCLUDE WEIGHT OF STEEL OR PRIMARY FRAMING MEMBERS.

4. LOADS IN SCHEDULE DO NOT INCLUDE WEIGHTS OF ROOF TOP MECHANICAL UNITS. THE PROVISION FOR THE SUPPORT

OF THESE UNITS HAVE BEEN MADE ON AN INDIVIDUAL BASIS. ANY CHANGE FROM SPECIFIED MECHANICAL UNIT (SIZE, WEIGHT AND LOCATION) SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER.

5. SEE PLANS FOR LOCALIZED CONCENTRATED LOADS.

6. ROOF LIVE LOADS ARE PER IBC AND ARE SHOWN FOR REFERENCE IN LOCATIONS WHERE ROOF SNOW LOADS

(INCLUDING DRIFTING OR SLIDING SNOW) ARE LARGER THAN LIVE LOADS. ROOF LIVE LOADS MAY NOT CONTROL ROOF

DESIGNS. SEE DESIGN CRITERIA THIS SHEET FOR SNOW LOCATIONS.

7. WHERE "+15" IS INDICATED IN LIVE LOAD, ALLOWANCE FOR PARTITIONS HAS BEEN MADE IN ACCORDANCE WITH IBC 2012 1607.5.

8. LOADS INDICATED FOR LEVEL 2 ARE ASSUMED WORST CASE DESIGN LOADS FOR CURRENT ROOF/FUTURE LEVEL 2

FLOOR.

9. BUILDING COLUMNS AND FOUNDATIONS HAVE BEEN DESIGNED FOR CONVERSION OF LEVEL 2 ROOF TO A FLOOR, AN

ADDITIONAL LEVEL 3 FLOOR & INTERSTITIAL SPACE, AND A ROOF/INTERSTITIAL SPACE.

LEVEL 2 -

NOTE 8

INTERSTITIAL FUTURE LEVEL 4

ROOF - NOTE 9

TOTAL DEAD LOAD

ADDT'L 3/4" CONCRETE 8 8 8

80 +15

FUTURE LEVEL 3

FLOOR - NOTE 9

DESIGN CRITERIA

This building has been designed to conform to applicable provisions of the 2012 International Building Code, all applicable supplements, and all applicable local building codes and amendments.

A. Design Live Loads: See ‘Loading Schedule’.

B. Design Dead Loads: See ‘Loading Schedule’.

Perimeter wall allowance has been provided as required by architecture – loading varies.

C. Wind Loads:

Ultimate Design Wind Speed Vult = 120 mph Nominal Design Wind Speed Vasd = 93 mph Exposure B Risk Category IV Internal Pressure Coefficient GCpi = +/- 0.18

Components & Cladding Design Wind Pressures: Contractor may use table values shown below or may calculate actual values based on the specific geometry and conditions in accordance with applicable building codes and submit signed and sealed calculations for review. Pressures are given for final height of the building (60’ max) if future expansion is completed.

Wall pressures Roof Pressures Zone Pressure Suction Zone Uplift 4 (Interior) +38.5 PSF -38.5 PSF 1 (Interior) -56.3 PSF 5 (Corner) +38.5 PSF -70.5 PSF 2 (Edge)-88.3 PSF

3 (Corner) -120.4 PSF C&C pressure notes: Pressures are per ASCE 7 Table 30.7-2. “a” = 4’-0” feet = distance from corner or edge for which Zone 2, 3, and 5 values apply. Reference

ASCE 7, Figure 30.7-2 for more information.

D. Snow Load:

Ground Snow Load Pg = 20 psf Snow Exposure Factor Ce = 1.0 Snow Importance Factor Is= 1.2 Thermal Factor Ct=� 1.0 Flat Roof Snow Load Pf = 17 psf + unbalanced, drifting, and sliding snow where applicable

E. Seismic Loading VA Designation (per VA H-18-8) Critical Facility Risk Category IV Seismic Importance Factor Ie = 1.5 Mapped Spectral Response Acceleration Parameters

Ss 0.225g (per VA H-18-8) S1 0.060g (per VA H-18-8)

Site Class D Design Spectral Response Acceleration Parameters S(DS) 0.24g S(D1) 0.096g Seismic Design Category C Basic Seismic Force Resisting System

Steel Systems Not Specifically Detailed for Seismic Resistance Seismic Response Coefficient Cs 0.12g Response Modification Factor

R 3 Analysis Procedure

Equivalent Lateral Force Design Base Shear (assumed if future vertical building expansion is completed)

V = 800 kips F. Special Loads:

I. Mechanical equipment live loads Loads for mechanical equipment are based on assumed equipment as indicated on plan (including concrete pads where indicated).

Any loads greater than those indicated shall be brought to the attention of the architect/engineer in writing prior to the fabrication of supporting structural members. Supporting members will need to be reviewed and possibly redesigned if loads exceed that shown.

III. Handrails: Reference IBC 1607.8 IV. Stairs: Live Load is 100 PSF or 300 pounds on a 4 square inch area, whichever produces the greatest stress.

FIREPROOFING

1. Fireproofing shall provide the following fire ratings:

a. Floor Slab 2 HRS. - UL D916

b. Beams, Girders 2 HRS. - UL D916

c. Columns 2 HRS. - UL X701 & X704

d. Roof 2 HRS. - UL D916

e. Vertical Trusses (including braces) 2 HRS. - UL X707 & X708

& AND

@ AT

Ø DIAMETER

A ABOVE, ANCHOR

PLATE

CENTER LINE

A.A. AFTER ALIGNMENT

A.B. ANCHOR BOLT

ADD'L ADDITIONAL

ADJ ADJACENT

ALT ALTERNATE

APC ARCHITECTURAL PRECAST

ARCH ARCHITECT, ARCHITECTURAL

B BELOW

B.E. BOTH ENDS

B.O. BOTTOM OF

B.S. BOTH SIDES

B/ BOTTOM OF

BAL BALANCE

BLDG BUILDING

BM BEAM

BOTT BOTTOM OF

BP BASEPLATE, BEARING PLATE

BRG BEARING

C.E. CONTINUOUS END

C.I.P. CAST IN PLACE

C/C CENTER TO CENTER

CA CAISSON

CANT CANTILEVER

CJ CONSTRUCTION JOINT, CONTROL JOINT

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN, CONNX CONNECTION

CONSTR CONSTRUCTION

CONT CONTINUOUS

COORD COORDINATE

CVR COVER

D.E. DISCONTINUOUS END

D.L. DEAD LOAD

DBA DEFORMED ANCHOR BAR

DBL DOUBLE

DEG DEGREE

DET DETAIL

DIAM DIAMETER

DN DOWN

DWG DRAWING

DWL DOWEL

E.E. EACH END

E.F. EACH FACE

E.O.D. EDGE OF DECK

E.O.S. EDGE OF SLAB, EDGE OF STEEL

E.S. EACH SIDE

E.W. EACH WAY

EA EACH

EL, ELEV ELEVATION, ELEVATOR

EMBED EMBEDMENT

ENGR ENGINEER

EQ EQUAL, EQUIVALENT

EQUIP EQUIPMENT

ETC ET CETERA

EX, EXIST EXISTING

EXP EXPANSION

EXT EXTERIOR

F.F. FAR FACE

F.L. FULL LENGTH

FNDN FOUNDATION

FTG FOOTING

GA GAUGE, GAGE

GALV GALVANIZED

GC GENERAL CONTRACTOR

GR GRADE

HK HOOK

HORIZ HORIZONTAL

I.F. INSIDE FACE

IN INCH(ES)

INT INTERIOR

ISOL ISOLATION

JT JOINT

K KILOPOUND (KIP)

KLF KIPS PER LINEAL FOOT

KSF KIPS PER SQUARE FOOT

KSI KIPS PER SQUARE INCH

L ANGLE

L.E. LEFT END

L.L. LIVE LOAD

LBS POUNDS

LG LIGHT GAGE, LONG

LL DOUBLE ANGLE

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LSH LONG SIDE HORIZONTAL

LSV LONG SIDE VERTICAL

LWC LIGHT WEIGHT CONCRETE

M.E.P. MECHANICAL, ELECTRICAL, PLUMBING

M.O. MASONRY OPENING

M/E/C/L MECHANICAL, ELECTRICAL, CEILING, LIGHTING

MANUF MANUFACTURER

MAS MASONRY

MAX MAXIMUM

MECH MECHANICAL

MIN MINIMUM

MISC MISCELLANEOUS

MPH MILES PER HOUR

MTL METAL

N.F. NEAR FACE

N.I.C. NOT IN CONTRACT

N.S. NEAR SIDE

N.T.S. NOT TO SCALE

NO NUMBER

NWC. NORMAL WEIGHT CONCRETE

O.C. ON CENTER

O.F. OUTSIDE FACE

OPNG OPENING

OPP OPPOSITE

P.A.F. POWDER ACTUATED FASTENER

PEN PENETRATION

PERF PERFORATED

PLF POUNDS PER LINEAL FOOT

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

R REMAINDER

R.E. RIGHT END

REF REFERENCE

REINF REINFORCEMENT

REQ'D REQUIRED

REQ'MTS REQUIREMENTS

RET RETAINING

REV REVISION

S.O.G. SLAB ON GRADE

SCHED SCHEDULE

SECT SECTION

SIM SIMILAR

SLH SHORT LEG HORIZONTAL

SLV SHORT LEG VERTICAL

SP SPACING

SQ SQUARE

STD STANDARD

STIFF STIFFENER

STL STEEL

STRUCT STRUCTURAL

T & B TOP AND BOTTOM

T.O. TOP OF

T/ TOP OF

THICK THICKNESS

TRANS TRANSVERSE

TRT'D TREATED

TSF TONS PER SQUARE FOOT

TTL TOTAL

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

V.I.F. VERIFY IN FIELD BY CONTRACTOR

VERT VERTICAL

VT VERTICAL TRUSS

WELDED WIRE REINFORCEMENT

WITH

WITHOUT

WIDE FLANGE

WORK POINT

WEIGHT, WT STEEL SHAPEWT

WP

WF

W/O

W/

W.W.R.

3 32

3 32

2 21

5 54

ROOF PLAN WALL ELEVATION

a

NOTES:

1. NOTATION:

a: 10 PERCENT OF LEAST HORIZONTAL DIMENSION, BUT NOT LESS THAN 20'-0" h: MEAN ROOF HEIGHT, IN FEET, EXCEPT THAT EAVE HEIGHT SHALL BE USED

FOR 0 10°

z: HEIGHT ABOVE GROUND, IN FEET.

0: ANGLE OF PLANE OF ROOF FROM HORIZONTAL, IN DEGREES.

2. IF A PARAPET EQUAL TO OR HIGHER THAN 3'-0" IS PROVIDED AROUND THE

PERIMETER OF THE ROOF WITH 0 7,° THE NEGATIVE VALUES OF GCp IN ZONE 3

3. DIMENSIONS CALCULATED FROM THIS DIAGRAM ARE CODE REQUIRED MINIMUMS.

HIGHER MINIMUM DIMENSIONS MAY BE REQUIRED AS NOTED ON THE CONTRACT

DOCUMENTS.

4. DIAGRAMS ARE BASED ON ASCE/SEI 7-10 FIGURE 30.4-2A AND 30.6-1 FOR

ENCLOSED / PARTIALLY ECLOSED BUILDINGS WITH h < 60'-0".

2a 2a a a a a h r a a

3 3

3 3

2 2

ROOF PLAN - GABLE ROOF

3 32 2

2 21 1

3 32 2 a a a a a a

2a

SHALL BE TREATED AS THOSE FOR ZONE 2. THE POSITIVE VALUES OF GCp IN

ZONE 2 AND 4 SHALL BE TREATED AS THOSE FOR WALL ZONES 4 AND 5

RESPECTIVELY.

CONSULTANTS: Drawing Title

Approved: Project Director

Project Title:

Location:

Date: Checked: Drawn:

Drawing Number

Building Number

Project Number Office of

Construction and Facilities Management

VA FORM 08-6231

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

FULLY SPRINKLERED

A

B

C

D

E

F

Revisions: Date0

6"

6"

6"

6 " on e ei gh th in ch o ne fo ot on e qu ar te r i nc h on e fo ot th re e ei gh th s in ch o ne fo ot on e ha lf in ch o ne fo ot th re e qu ar te rs in ch o ne fo ot on e in ch o ne fo ot on e an d on e ha lf in ch o ne fo ot th re e in ch es o ne fo ot

6587 Hamilton Avenue Pittsburgh, Pennsylvania 15206 Ph: 412.287.7333 Fax: 412.287.7334 www.ae-works.com

AE Works Project Number:

ARCHITECTS/ENGINEERS:SEAL

DOCUMENTS

13030

H.H. MCGUIRE VAMC-

CONSTRUCT SPINAL CORD

ENHANCEMENT CENTER

652-314

SLS MTH

1201 Broad Rock Boulevard, Richmond, VA 23249

S002

STRUCTURAL GENERAL NOTES

20.5 21.3

21.4 22.5

22.8

22.7 22.9 23.2 23.7

23.8

23.9 24.2 24.8

24.8

ZZZZ

YY.5YY.5

YYYY

XX.6XX.6

XX.3

XX

WW'.2

WW'

VV'.8

VV'

UU'.2

UU'

TT'.8

TT'

SS.7

SS.2

F90

F80

F90 F90

F90

F90 F90

F90 F90

F90

F80

F80 F80

F80

F70

F100

F80

F100

F100

F100

F100

F100

F100

F110 F110

F110 F110

F110

F70 F70

F80

F50 F50

F50

F50

F50

F3620

F3318 F3318

F2916

F2916

S300 4

VT

-4 S300 5

VT

-5

S300

VT-6

S301

VT-7

S301

VT-8

S301

VT-9

F3632

( -4' - 0" ) ( -4' - 0" )

( -4' - 0" ) ( -4' - 0" )

( -4' - 0" )

( -5' - 0" )

( -5' -…