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LEGEND OF ACRONYMS & ABBREVIATIONS& USE FOR "AND" WHEN APPROPRIATE@ USE FOR "AT" WHEN APPROPRIATEA.C.T. ACOUSTICAL CEILING TILEADDL. ADDITIONALA.F.F. ABOVE FINISHED FLOORALUM. ALUMINUMARCH. ARCHITECTURALBL BUILDING LINEBLDG. BUILDINGBLK. BLOCKB.O.F. BOTTOM OF FOOTINGBRG. BEARINGBTWN. BETWEENC. CARPETC.I.P. CAST-IN-PLACECL CENTERLINECLG. CEILINGCLR. CLEARCMU CONCRETE MASONRY UNITCOL. COLUMNCONC. CONCRETECONT. CONTINUOUSD. OR DP. DEEPdb REINFORCING BAR DIAMETERDIA. DIAMETERDIM. DIMENSIONDN. DOWNDWG. DRAWINGEA. EACHE.F. EACH FACEENG. ENGINEER(S) / ENGINEERINGELEC. ELECTRIC / ELECTRICALELEV. ELEVATOREQ. EQUALEQUIP. EQUIPMENTE.W. EACH WAYEX. EXISTINGEXT. EXTERIORF.E. FIRE EXTINGUISHERF.E./C FIRE EXTINGUISHER WITH CABINETF.F. FINISHED FLOORF.G. FINISHED GRADEFIB. FIBERGLASSFIN. FINISH(ED)FLR. FLOORFTG. FOOTINGGA. GAUGEGALV. GALVANIZEDGYP. GYPSUMGPDW GYPSUM DRYWALLHGT. HEIGHT

H.M. HOLLOW METALHORIZ. HORIZONTALHVAC HEATING / VENTILATION / AIR CONDITIONINGI.F. INSIDE FACEINSUL. INSULATIONINT. INTERIORL. LENGTHL.L.H. LONG LEG HORIZONTALL.L.V. LONG LEG VERTICALMAX. MAXIMUMMET. METALMFG. MANUFACTURERMIN. MINIMUMMISC. MISCELLANEOUSN.I.C NOT IN CONTRACTNO. NUMBERO.C. ON CENTERO.F. OUTSIDE FACEPennDOT PENNSYLVANIA DEPT. OF TRANSPORTATIONPL. PLATEPLF POUNDS PER LINEAL FOOTPNT. PAINTPWD. POWDERPSF POUNDS PER SQUARE FOOTPSI POUNDS PER SQUARE INCHRAD. RADIUSREQ. REQUIREDREINF. REINFORCINGRET. RETURNSC SLIP CRITICALSECT. SECTIONSIM. SIMLARSLR. SEALERSPC. SPACES.S. STAINLESS STEELSTL. STEELT&B TOP AND BOTTOMTHK. THICKT.O.F. TOP OF FOOTINGT.O.S. TOP OF STEELT.O.W. TOP OF WALLTYP. TYPICALU.N.O. UNLESS NOTED OTHERWISEV. VINYLVAR. VARIESV.C.T. VINYL COMPOSITION TILEVERT. VERTICALW. WIDE / WIDTHW/ WITHWD. WOODW.W.R WELDED WIRE REINFORCING

- REINFORCED MASONRY WALL

- CONCRETE

- PROPOSED CONDITIONS

- EXISTING CONDITIONS

- SECTION MARK

- MOMENT CONNECTION

GENERAL LEGEND

"TEXT"

"Text"

1

S1

SIM

STRUCTURAL SPECIFICATIONS AND GENERAL CONDITIONS (04-12)GENERAL1. Where these specifications conflict with other project specifications,

these specifications shall govern. 2. C.S. Davidson, Inc. will assume no responsibility and/or liability for

problems which arise from failure to follow these plans, specifications, and the design intent they convey or for problems which arise from others' failure to obtain and/or follow the Engineer's guidance.

3. All work shall be performed in accordance with local applicable codes and regulations. Appropriate safety measures satisfying local and OSHA requirements shall be provided.

4. Proper temporary bracing of all construction work in progress is the Contractor's responsibility.

5. If during demolition existing conditions do not agree with information shown on the design drawings, the Contractor shall notify the Engineer immediately.

6. The Contractor shall be responsible for the location and protection of all existing utilities during construction and the repair of any damaged facilities.

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

8. Drawings should not be scaled. Contact the Engineer for clarification of any dimension in question.

9. Anchor bolt layout shall be performed under the direction of a professional land surveyor.

10. All dimensions shall be verified by the Contractor. Layout shall be checked and coordinated between all construction documents and specifications prior to the start of work.

11. Shop drawings prepared by the subcontractors, suppliers, etc. shall be reviewed by the Engineer for conformance with design concept only. Each shop drawing submitted shall be stamped, initialed and dated as being reviewed by the construction manager/general contractor. Work shall not begin without the review by the Engineer.

12. Any engineering design provided by others and submitted for review or record shall bear the stamp and signature of a professional structural engineer registered in the state in which the project is located.

CONSTRUCTION PROCEDURES AND SAFETY REQUIREMENTS1. The contract structural drawings and specifications represent the

finished structure. Unless otherwise indicated, they do not indicate the means or methods of construction.

2. Provide all measures necessary to protect the workmen and other persons during construction. Provide all necessary measures to avoid excessive stresses and to hold the structural elements in place during construction. Such measures shall include, but not be limited to, bracing, shoring for construction equipment, shoring for earth banks, forms, scaffolding, planking, safety nets, support and bracing for cranes and hoists, guying, etc.

3. Engage properly qualified persons to determine where and how temporary precautionary measures shall be used. Observation visits to the site by structural engineer's field representative shall not include the items noted above.

4. Supervise and direct the work so as to maintain sole responsibility for all construction means, methods, techniques, sequences, and procedures. Retain the services of a professional structural engineer licensed in the state in which the project is located to design and supervise any scaffolding for workmen, and all shoring of forms and elements of the construction.

FOUNDATION CONSTRUCTION 1. Allowable soil bearing pressure (net) assumed in design is 2,000 PSF

(pounds per square foot) based on the geotechnical engineering investigation prepared by CMT Labs, Project No. 1803200 dated April 03, 2018.

2. Soil bearing capacity shall be field verified by an approved soil testing agency and documented in writing to the Engineer.

3. If soil of design capacity is not encountered at footing elevations shown, excavate to a depth necessary to attain design capacity and extend foundations as required. Obtain Engineer's approval prior to lowering the foundations.

4. The bottoms of all exterior footings shall extend a minimum of 3'-0" below finished grade unless noted otherwise.

5. Excavate all foundations to reasonable exact outline and depth avoiding over-excavation and cave-in of surrounding material. Bottoms of all foundations shall be dry, soil proof-rolled, and rock surfaces leveled and cleared of loose debris prior to pouring.

6. Neatly level and trim all foundation excavations prior to setting steel. 7. Pipes extending under footings shall be placed before footing is placed and

the void produced in laying the pipe shall be filled with 3,000 psi concrete. 8. Thoroughly compact all foundation and slab subgrade material prior to

placement of stone bases or concrete.9. Provide weathertight covering for all foundations after excavation; do not

expose to rainwater or freezing.10. Where foundations are formed, backfill edges immediately after form

removal.11. No fill or backfill shall be placed against retaining or foundation walls until

grout or concrete has attained design strength and supporting members are in place, unless prior written approval is obtained from the Engineer.

12. All backfill shall be granular material approved by the Engineer. Backfill shall be deposited and machine compacted in 8-inch maximum layers. Compaction shall be a minimum of 95% of the maximum dry weight density at the optimum moisture content in accordance with ASTM D1557 (Modified Proctor) as verified by a testing laboratory.

13. All backfill adjacent to retaining structures shall be compacted using hand operated equipment; no heavy equipment shall be allowed within 5 feet of any wall.

14. For all foundation construction that will be exposed to freezing temperatures during construction, the bottom of all footings (interior and exterior) shall extend a minimum of 3'-0" below grade (at no additional cost to the owner). Contractor shall contact the Engineer of Record for approval to lower foundations and obtain concrete pier sizes, if necessary.

CONCRETE MASONRY CONSTRUCTION1. All concrete masonry shall conform to the requirements of ASTM C90

unless noted otherwise. Concrete masonry construction shall conform to the requirements of ACI 530/ASCE 5/TMS 402, building code requirements for Masonry Structures, 2008 edition and ACI 530.1/ASCE 6/TMS 602, Specifications for Masonry Structures, 2008 edition, including all supplements.

2. 28 day design compressive strength of masonry (f'm) used is as follows: a.) Standard Masonry = 1,500 psi. b.) Ivany = 2,800 psi

3. The Contractor shall be responsible for the temporary bracing of all masonry construction. Bracing shall remain in place until masonry has had sufficient time to gain design strength. Where masonry attaches to floor and/or roof systems, bracing shall remain in place until the diaphragm has been anchored in its final position.

4. Grout lifts for reinforced masonry walls shall not exceed 5 feet in height. High lift grout procedures may be used only after written approval is provided by the Engineer.

5. All mortar shall conform to ASTM C270. Mortar shall be Type S (2/1/9 mix ratio of cement/lime/sand) with an average 28 day compressive strength of 1,800 psi for above grade walls (except Ivany Block). Mortar shall be Type M (4/2/12 mix) with an average 28 day compressive strength of 2,500 psi for Ivany walls, walls below grade, or walls exposed to earth.

6. Grout shall conform to the requirements of ASTM C476. Fill grouted cores, bond beams, and wall reinforcement where shown on plans with 3,000 psi small aggregate concrete mix with 8"-11" slump. Grout samples shall be tested per the Cast-in-place Concrete Construction specifications.

7. All steel lintels shall be temporarily shored where a height of masonry greater than half the span of the lintel will be placed above the lintel prior to masonry gaining design strength. Shoring shall remain in place until masonry has gained design strength and all required permanent bracing is installed.

8. All steel lintels for exterior masonry shall be galvanized. Lintel sizes, unless indicated otherwise on the drawings, shall be as follows: a.) Clear opening of 3'-4" or less = (1) 5 x 3-1/2 x 5/16 angle (L.L.V.) per 4" of masonry wall thickness with 8" min. end bearing on 16" thick of solid or grouted masonry. b.) Clear opening of 6'-4" or less = (1) 6 x 3 1/2 x 3/8 angle (L.L.V.) per 4" of masonry wall thickness with 8" min. end bearing on 16" thick of solid or grouted masonry.

9. Provide vertical control joints in above grade masonry walls so that the distance between joints does not exceed the lesser of 1 1/2 times the overall wall height, or 25 feet. Control joints shall not be placed greater than 8" from a bearing plate or jamb of an opening. A control joint shall be placed at one side of an opening less than 6'-0" wide and at both sides of openings over 6'-0" wide. Provide vertical control joints at intersections of reinforced & unreinforced walls, U.N.O. Submit a shop drawing showing control joint locations to the Engineer for approval prior to construction. Coordinate exact control joint & expansion joint locations with architectural drawings.

10. Horizontal joint reinforcement shall consist of truss type ASTM A1064 cold drawn No. 9 gauge galvanized wire steel, located 16" o.c. Cross rods to be welded to side rods at 16" o.c. to form a truss. Lap splices 6" minimum. Provide horizontal reinforcing in the two courses above and below openings and at the top of walls or partitions.

11. Masonry cores below grade shall be grouted solid. 12. Head joints shall be mortared solid the full depth of the face shell. Webs

shall be fully mortared at grouted cores. 13. A minimum of one course of masonry shall be grouted solid below

transitions in masonry thickness.14. Cold Weather Masonry Construction shall conform to the requirements

of AC1 530.1/ASCE 6/TMS602, latest edition. 15. Masonry stair shafts and elevator shafts shall be grouted solid, unless

noted otherwise. 16. Reinforcing steel shall be deformed, billet-steel conforming to ASTM

A615 - Grade 60. Welding of reinforcing steel must be approved by the Engineer and shall be performed in accordance with the requirements of the AWS Code, D1.4, Structural Welding Code - Reinforcing Steel latest edition and be performed only by qualified welders. Shop drawings for the fabrication and placement of reinforcing steel shall be submitted to and approved by the Engineer before fabrication commences.

17. Submittals required to be reviewed and approved by the Engineer prior to concrete masonry construction include, but are not limited to: Mix designs, Reinforcement Shop Drawings, Vertical Control Joint Location Plans.

18. Mortar shall be sampled and tested according to ASTM C 270, C 780, and C 1586.

19. Wet setting of reinforcing steel is prohibited unless approved by the Engineer.

DESIGN DATABuilding Code = 2009 International Building Code

Roof Load: Dead Load = 20 PSF (includes structure weight) Live Load = 20 PSF Snow Load: (Roof Live Load May Control)

Ground Snow Load, Pg = 40 PSF Min. Design Snow Load = 35 PSF Flat Roof Snow Load, Pf = 28.0 PSF Snow Exposure Factor, Ce = 1.0 Snow Load Importance Factor, Is = 1.0 Thermal Factor, Ct = 1.0

Lateral Soil Load: Soil Unit Weight = 120 PCF At-Rest Pressure = 76 PSF/FT. Active Pressure = 54 PSF/FT. Passive Pressure = 260 PSF/FT.

Wind Load: Basic Wind Speed (3-second gust) = 90 MPH Wind Importance Factor, Iw = 1.0 Building Category = II Exposure Category = C Internal Pressure Coefficient, GCpi = ±0.18 Wind Design Pressure (MWFRS) = 17 PSF Min. Net Uplift load = 20 PSF

Earthquake Design Data: Building Category = II Seismic Importance Factor, Ie = I.25 Mapped Spectral Response Accelerations:

Ss = 0.146 S1 = 0.049 Site Class = D

Spectral Response Coefficients: Sds = 0.156 Sd1 = 0.078

Seismic Design Category = B Basic Seismic Force-Resisting System = Intermediate Reinforced Masonry Shear Walls Seismic Response Coefficient, Cs = 0.0445 Response Modification Factor, R = 3.5 Analysis Procedure = Equivalent Lateral Force ProcedureSeismic Base Shear

Team Room A = 5.47 kipsTeam Room B = 10.52 kips Toilet Room = 8.6 kipsConcession Building = 2.9 kipsTicket Booth A = 1.4 kipsTicket Booth B = 1.4 kips

Concrete Masonry Design Method: Design per ASD Loads indicated are ASD loads

Concrete Design Method:Design per LRFDLoads indicated are ASD loads

Structural Steel Design Method: Design per ASD Loads indicated are ASD loads

Wood Framing Design Method: Design per ASD Loads indicated are ASD loads

MIN. 28-DAY

COMP.STRENGTH

MAX.W/CRATIO

TYPE 1PORTLANDCEMENT

SLUMPRANGETYPE OF CONSTRUCTION

(1) Footings

(2) Exterior slabs

3,000 PSI

4,500 PSI

0.53

0.45

5 BAGS

6 BAGS

4" MAX.

3" - 6"

CAST-IN-PLACE CONCRETE CONSTRUCTION1. All concrete work shall conform to the requirements of ACI 318, Building

Code Requirements for Reinforced Concrete, latest edition and ACI 301, Specifications for Structural Concrete for Buildings, latest edition, including all revisions, except as modified herein.

2. Concrete shall be supplied by a qualified ready-mixed concrete plant in accordance with the requirements of items 3-12 and the Table below.

3. Entrained Air = 4 to 7% for all exposed concrete, footings, piers, exterior slabs, all concrete exposed to freezing temperatures, and where otherwise noted.

4. Coarse aggregate shall be AASHTO NO. 57 stone. Maximum aggregate size = 1.5"

5. Submit mix designs to Engineer for approval. No admixtures permitted without Engineer's approval.

6. Chloride containing admixtures are not permitted.7. Fine aggregate must be natural sand, unless approved by the Engineer. 8. Air-entraining admixtures are not permitted on trowel finished slabs. 9. For Interior Slabs-on-grade <= 4" thick: 1.) When specified as

temperature and shrinkage reinforcement, micro synthetic fibers made from 100% virgin homopolymer polypropelene fibrillated fibers meeting ASTM C1116, Type III shall be added at a minimum rate of 1.5 lb/cu.yd. 2.) Fibrous reinforcement shall be manufactured by Propex, BASF, Grace, or approved equal.

10. For Exterior Slabs <= 5" thick: 6x6 W2.9 x W2.9 welded wire reinforcement, U.N.O.

11. At Contractor's option, fly ash, ground granulated blast furnace slag, or other pozzolans may be substituted for Portland cement, up to 25% of the cementitious content. Concrete mixes using these materials must be approved by the Engineer.

12. When concrete arrives at the project with slump below that suitable for placement, as indicated by the Specifications, water may be added only if neither the maximum permissible water-cement ratio nor the maximum slump is exceeded. The water shall be incorporated by additional mixing equal to at least half of the total mixing required. Discharge of the concrete shall be completed within 1-1/2 hours, or before the truck drum has revolved 300 revolutions, whichever comes first, after the introduction of the mixing water to the cement and aggregates or the introduction of the cement to the aggregates. Truck batch slips must include time of batching, total drum revolutions upon arrival at site, and quantity of water (in gallons) per cubic yard available to be added to attain the maximum design water-cement ratio.

13. Reinforcing steel shall be deformed, billet-steel conforming to ASTM A615 - Grade 60. Welding of reinforcing steel must be approved by the Engineer and shall be performed in accordance with the requirements of the AWS Code, D1.4, Structural Welding Code - Reinforcing Steel latest edition and be performed only by qualified welders.

14. When specified, welded wire fabric shall conform to ASTM A185 and supplied in flat sheets only. Bar chairs are required at the recommended spacing for structural slabs.

15. Reinforcing steel splices shall be ACI Class B splices unless indicated otherwise.

16. Provide adequate bolsters, hi-chairs, support bars, etc., to maintain specified clearance for the entire length of all reinforcing bars. Provide accessories which are plastic tipped or galvanized with turned-up ends for reinforcement at all faces of exposed concrete, interior or exterior.

17. Shop drawings for the fabrication and placement of reinforcing steel shall be submitted to and approved by the Engineer before fabrication commences.

18. Concrete shall be placed only after approval of the reinforcement and mix designs by the acting special inspection agency or the Engineer. Contractor is responsible for coordinating inspections prior to concrete placement.

19. Schedule the pouring of foundations on the same day the excavation is completed.

20. Cure all concrete in accordance with accepted ACI Standards and conformance to ACI 308.1, Standard Specification for Curing Concrete, latest edition, for the worst case weather conditions anticipated during the curing period. All concrete construction and procedures shall conform to the requirements of ACI 306.1, Standard Specification for Cold Weather Concreting, latest edition.

21. No aluminum of any type shall be allowed in the concrete work unless coated to prevent aluminum-concrete reaction.

22. Mechanically vibrate concrete. Slabs-on-grade need only be vibrated around floor ducts and other embedded items.

23. Do not place pipes, ducts, reglets or chases in structural concrete or composite floor systems without approval of the structural engineer.

24. Maximum free drop of any concrete = 5'-0". 25. Chamfer all exposed concrete edges a minimum of 3/4" x 3/4".26. Provide a minimum of concrete cover for reinforcing bars as follows unless

noted otherwise on drawings:1.) Footings = 3 inches earth face, 2 inches all others, U.N.O. 2.) Concrete walls, beams, and piers = 2 inches earth face, 1-1/2 inches all others, U.N.O.

27. Six (6) test cylinders shall be prepared for every 50 cubic yards of concrete placed on any given day to represent all concrete placed on that day. Two (2) cylinders shall be tested at seven (7) days and two (2) cylinders shall be tested at 28 days for verification of concrete design strength with two (2) cylinders remaining.

28. Concrete Finishes, as defined in Chapter 5 of ACI 301, shall be as follows, U.N.O.: 1.) Formed surfaces not exposed to public view: Rough-form finish 2.) Formed surfaces exposed to public view: Smooth-form finish. 3.) Walls as indicated: Rubbed finish 4.) Typical interior commercial/industrial floor: Troweled finish 5.) Floors to receive ceramic tile, portland cement, terrazzo, etc.: Scratch finish 6.) Exterior slabs on grade, walkways, etc.: Non-slip broom finish

29. Provide vertical control joints in concrete walls at a maximum 30'-0" O.C. spacing. Submit a control joint location plan to the Engineer for approval prior to construction. Control joints shall not be placed in concrete shear walls.

30. Concrete submittals required to be reviewed and approved by the Engineer prior to cast-in-place concrete construction include, but are not limited to: Mix designs, Reinforcement Shop Drawings, Control Joint Plans for Walls, and Control Joint Plans for Slabs.

31. Slabs on Grade:

A. Slabs on grade shall be placed in accordance with the requirements of ACI 302.1R.

B. Slab finishing operations shall meet ACI Class 5 floor requirements in accordance with Chapter 8 of ACI 302. Floors receiving a surface hardener must be finished to ACI Class 6 floor requirements.

C. A minimum floor flatness (FF) / levelness (FL) tolerance meeting ACI FF 35/ FL 25 requirements shall be achieved through placing and finishing the slab per the guidelines set forth in Table 8.15 of ACI 302.1R.

D. Curing of slabs shall begin as soon as finishing operations are complete by either water curing, wet covering, or liquid membrane-forming curing compound in accordance with Chapter 9 of ACI 302.1R for a period of seven (7) days.

E. Sawcut control joints must be completed within 1 to 4 hours of finishing and to a minimum depth of 1/3 the slab thickness (1/4 for slabs with welded wire fabric). Provide joints at a maximum 15'-0" O.C. spacing Submit a sawcut joint location plan to the Engineer for approval.

F. Slab joint sealant shall be a two-component, epoxy resin with a minimum shore A hardness of 80 in accordance with ASTM D 2240.

G. Do not allow construction equipment on newly placed slabs for a minimum of seven (7) days.

H. When strip pouring, allow seven (7) days before placing adjacent slab sections.

I. A slab on grade pre-construction conference involving the Owner, Contractor and Engineer is recommended to review installation procedures and requirements.

WOOD FRAMING1. All work shall be performed in accordance with the National Design

Specification for Wood Construction, latest edition, as issued by the AFPA.

2. All materials, unless noted otherwise, shall be as indicated in items 3-8.

3. All exposed wood and wood in direct permanent contact with masonry or concrete shall be pressure-treated to a minimum 0.4 PCF. All pressure treating shall be free of arsenic.

4. Studs, plates, ledgers, and bracings = Southern pine Construction Grade.

5. Joists and beams = Southern pine No. 2 or better. 6. Posts = Southern pine No. 2 or better. 7. Moisture content of all structural lumber shall be 19% maximum as

verified by stamp.8. All hardware for pressure-treated lumber, fire-retardant-treated

lumber, or other exterior lumber shall be stainless steel (grade 304 or better).

9. Wood trusses shall comply with the following standards: 1.) ANSI/TPI 1 "National Design Standard for Metal-Plate-Connected Wood Truss Construction." 2.) TPI HIB "Commentary and Recommendations for Handling, Installing and Bracing Metal Plate Connected Wood Trusses." 3.) TPI DSB "Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses."

10. Wood roof truss manufacturer shall submit to the Engineer for review, shop drawings and design calculations sealed by a professional engineer licensed in the state in which the project is located. Wood roof trusses shall be designed for the loads indicated in tiems 11-15.

11. All wind loads and snow loads, including balanced, unbalanced, drift, & sliding snow, determined using the 2009 International Building Code (IBC).

12. Minimum Top chord live load = 35 psf 13. Top chord dead load = 20 psf 14. Bottom chord dead load = 10 psf 15. Sheathing:

A. Roof Sheathing = Exterior, APA rated sheathing 24/0, min. 15/32" thick, U.N.O.

B. Floor Sheathing = Interior, APA rated sheathing 48/24, min. 23/32" thick, U.N.O.

C. Structural Wall Sheathing = Interior or exterior as applicable, APA structural 1 rated sheathing Wall-16, min. 15/32" thick, U.N.O.

D. Non-structural Wall Sheathing = Interior or exterior as applicable, APA rated Sheathing Wall-24, min. 15/32" thick, U.N.O.

E. APA Rated OSB, can be substituted for structural or non-structural interior and exterior wall & roof sheathing.

16. Roof and floor sheathing shall be nailed to framing members with 8d nails according to the following patterns:

A. At supported edges of each sheathing panel, nails shall be spaced at 6" o.c. max., U.N.O.

B. At intermediate supports of each sheathing panel, nails shall be spaced at 12" o.c. max., U.N.O.

C. Sheathing panels shall be placed with long dimension of the panel spanning between framing members.

D. The short ends of the sheathing panels shall be staggered so that they are not continuous.

17. Wall sheathing shall be nailed to framing members with 8d nails according to the following patterns:

A. At supported edges of each sheathing panel, nails shall be spaced at 6" o.c. max., U.N.O.

B. At intermediate supports of each sheathing panel, nails shall be spaced at 12" o.c. max., U.N.O.

C. Sheathing panels for shear walls shall not be less than 4'x8', except at boundaries and changes in framing, and framing members or blocking shall be provided at the edges of all panels.

SPECIAL INSPECTION REQUIREMENTS The following types of work require special inspection based on Section 1704 of the 2009 International Building Code. The owner will employ special inspectors who shall provide special inspections for compliance with the construction documents and other references noted. Reports shall be submitted to the Engineer and Building Official on a periodic basis. A final report shall be submitted documenting required special inspections and correction of any discrepancies prior to the end of construction.

A. Verify materials below footings are adequate to achieve the design bearing capacity.

B. Verify excavations are extended to proper depth and have reached proper material.

C. Verify use of proper materials, densities, and lift thicknesses during placement and compaction of controlled fill with a total depth greater than 12".

D. Prior to placement of controlled fill, observe subgrade and verify that site has been prepared properly.

1. Soils

2. Concrete Construction

A. Periodic inspection of reinforcing steel, including prestressing tendons & placement for compliance with approved Construction Documents and ACI 318, Sections 3.5 and 7.1 - 7.7.

B. Periodically verify the use of required concrete design mixtures, in accordance with ACI 318, Chapter 4 and Section 5.2 - 5.4.

C. Verify sampling of fresh concrete to determine slump, air content and temperature when making specimens for strength tests, in accordance with ACI 318, Sections 5.6 and 5.8.

D. Periodic inspection for maintenance of curing temperatures and techniques to ensure compliance with ACI 318, Sections 5.11 - 5.13.

A. Periodically verify proportions of site-prepared mortar, construction of mortar joints, and location of reinforcement and connectors for compliance with construction documents.

B. Periodically verify size and location of structural elements; type, size, and location of anchors, including masonry anchorage to structural members; and protection of masonry during cold weather (<40°F) or hot weather (>90°F).

C. Periodic inspection of size, grade, and type of reinforcement. Continuous inspection is required for welding of reinforcing bars.

D. Periodic inspection, prior to grouting, to verify clean grout space, placement of reinforcement and connectors, proportions of site-prepared grout, and construction of mortar joints.

E. Continuously verify grout placement to ensure compliance with code and construction document provisions.

F. Continuously verify preparation of any required grout specimens, mortar, specimens, and/or prisms.

G. Periodically verify compliance with required inspection provisions of the construction documents and approved submittals.

3. Masonry Construction (Level I Inspection)

A. Verify nominal size of framing members at adjoining panel edges.B. Verify fastener diameter and length, number of fastener lines, and

spacing between fasteners in each line and at edge margins.

4. Wood

STRUCTURAL STEEL1. All steel construction shall be in accordance with the Specification for

Structural Steel Buildings, March 9, 2005 (AISC 360), the Specification for Structural Joints Using ASTM A325 or A490 Bolts, June 30, 2004, the Code of Standard Practice for Steel Buildings and Bridges, March 18, 2005 (AISC 303), and the AISC Steel Construction Manual, 13th edition.

2. All welding shall be performed in accordance with the requirements of the AWS Code, D1.1, Structural Welding Code - Steel, latest edition, and AISC Specifications using the proper electrode from AWS D1.1 Table 3.1 and performed only by qualified welders. Complete Joint Penetration

3. Structural steel shall conform to the requirements of ASTM A992, with a minimum yield stress of 50 ksi for all wide flange and WT shapes. All other shapes, miscellaneous plates, and connection material shall conform to ASTM A36.

4. Square or rectangular structural steel sections (HSS) shall conform to the requirements of ASTM A500, Grade B, with a minimum yield stress of 46 ksi.

5. Round hollow structural steel sections (HSS) shall conform to the requirements of ASTM A500, Grade B, with a minimum yield stress of 42 ksi.

6. Structural steel pipe shall conform to the requirements of ASTM A53, Type S, Grade B, with a minimum yield stress of 35 ksi.

7. All galvanized structural steel shall conform to the requirements of ASTM A123.

8. Shop drawings for the fabrication and erection of all structural steel shall be submitted to and approved by the Engineer prior to fabrication.

9. The Contractor shall notify the Engineer of any fabrication or erection errors or deviations and receive written approval before field corrections are made.

10. The Contractor shall be responsible for the temporary bracing of all steel during erection and until construction is complete.

11. The Contractor shall furnish all plates, clip and seat angles, and connections for completion of the structure, even if such items are not specifically called for on the structural drawings.

12. Structural and miscellaneous steel fabricators shall be responsible for obtaining all field dimensions necessary for the completion of their work.

13. Minimum size of fillet welds, unless otherwise noted, is to be 3/16-inch fillet. Chip, wirebrush clean, and prime paint all field welds.

14. Summary of Paint System (Reference Steel Structures Painting Council - A Guide to the Shop Painting of Structural Steel):

A. For all work temporarily exposed to weather for six (6) months or less: No paint required

B. For all work temporarily exposed to weather for greater than six (6) months:

a. Surface Preparation = SSPC-SP 2 b. Pretreat = None required c. Paint Application = SSPC-PA 1d. Number of Coats = One e. Primer = SSPC-Paint 15 f. Touch-up = As per manufacturer specifications g. Dry Film = 2.0 mils

C. For all work permanently exposed to weather:

a. Surface Preparation = SSPC-SP 3b. Pretreat = None required c. Paint Application = SSPC-PA 1d. Number of Coats = Three minimum e. Primer = SSPC-Paint 25f. Touch-up = As per manufacturer specifications g. 2nd Coat = SSPC Paint 21h. Finish Coat = SSPC Paint 21 i. Dry Film Thickness = First Coat: 1.5 to 2.0 mils

Second Coat: 2.0 mils Finish Coat: 2.0 mils Total = 5.5 to 6.0 mils

D. Surfaces within 2 inches of welds shall be free of material that would prevent proper welding or produce objectionable fumes while welding is being done.E. For Structural steel that will receive sprayed fireproofing: no primer or finish paint. If steel is painted, a proper bonding agent must be applied to ensure proper adhesion of the sprayed fireproofing.

(3) Interior slabs - on grade 3,500 PSI 0.47 5 BAGS 3" - 6"

Deferred Submittals

• Wood Roof Trusses

All Deferred submittals shall be signed and sealed by a Registered Professional Engineer in the State of Pennsylvania

38 NORTH DUKE STREET, YORK, PA PHONE (717) 846-4805 FAX (717) 846-5811

315 WEST JAMES STREET, LANCASTER, PA PHONE (717) 481-

2991 FAX (717) 481-

8690

50 WEST MIDDLE STR

EET, GETTYSBURG, PA PHONE (717) 337-3021 FAX (717) 337-0782

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ALL REPORTS, PLANS SPECIFICATIONS AND COMPUTER FILES RELATING TO THIS

PROJECT ARE THE PROPERTY OF CRABTREE, ROHRBAUGH & ASSOCIATES.

CRABTREE ROHRBAUGH & ASSOCIATES RETAINS ALL COMMON LAW, STATUTE AND

OTHER RESERVED RIGHTS INCLUDING THE COPYRIGHT THERETO. REPRODUCTION

OF THE MATERIAL HEREIN OR SUBSTANTIAL USE WITHOUT WRITTEN PERMISSION OF

CRABTREE, ROHRBAUGH & ASSOCIATES VIOLATES THE COPYRIGHT LAWS OF THE

UNITED STATES AND WILL BE SUBJECT TO LEGAL PROSECUTION.

© CRABTREE, ROHRBAUGH & ASSOCIATES, INC 2017

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12" = 1'-0"

GENERAL NOTES

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DRAWING LISTSHEET

NUMBER SHEET NAME

S0.1 GENERAL NOTES

S0.2 TYPICAL SCHEDULES

S1.1 FOUNDATION PLANS

S1.2 FOUNDATION PLANS (2)

S1.3 ROOF FRAMING PLANS

S1.4 ROOF FRAMING PLANS (2)

S2.1 FOUNDATION DETAILS

S3.1 FRAMING DETAILS (3)

CONCRETE REINFORCING SPLICE LENGTH SCHEDULE

REINF. SIZE

3000 psi

#3 17

#4 23

#5 28

#6 34

#7 49

#8 56

#9 69

NOTES:1. TOP HORIZONTAL BARS ARE DEFINED AS HORIZONTAL BARS WITH MORE THAN

12" OF FRESH CONCRETE CAST IN THE MEMBER BELOW THE REINFORCEMENT. BOTTOM HORIZONTAL BARS ARE ALL OTHER HORIZONTAL BARS.

2. FOR LIGHTWEIGHT AGGREGATE CONCRETE, MULTIPLY THE VALUES ABOVE BY 1.3.

3. FOR EPOXY COATED REINFORCEMENT WITH COVER LESS THAN 3db OR CLEAR SPACING LESS THAN 6db, MULTIPLY VALUES ABOVE BY 1.5. FOR ALL OTHER EPOXY COATED REINFORCEMENT, MULTIPLY THE VALUES ABOVE BY 1.3.

4. ALL SPLICES ASSUMED TO BE CLASS B SPLICES.5. WHEN SPLICING BARS OF DIFFERENT SIZES, USE SPLICE LENGTH FOR LARGEST

BAR.6. MINIMUM HOOK LENGTH EQUALS 16db FOR NO. 3-8 BARS & 17db FOR NO.

9, 10, & 11 BARS.7. SPLICE LENGTHS GIVEN ARE MINIMUM, U.N.O.

#10 83

#11 98

4000 psi

TOP HORIZ.BARS (IN.)

VERTICAL (IN.)OR BOTTOM HORIZ.

TOP HORIZ.BARS (IN.)

VERTICAL (IN.)OR BOTTOM HORIZ.

12

15

19

23

33

37

46

56

66

15

20

25

29

43

49

60

72

85

13

18

22

26

38

43

53

64

76

12 * db

17db (FOR NO. 9-11 BAR)


MASONRY REINFORCING SPLICE LENGTH SCHEDULE

REINF. SIZE VERT. OR HORIZ. (IN.)

#3 27

#4 36

#5 45

#6 54

#7 63

#8 72

#9 81

NOTES:1. WHEN SPLICING BARS OF DIFFERENT

SIZES USE SPLICE LENGTH FOR LARGEST BAR.

2. MINIMUM HOOK LENGTH EQUALS 16db FOR NO. 3-8 BARS & 17db FOR NO. 9,10&11 BARS.

3. SPLICE LENGTHS GIVEN ARE MINIMUM, U.N.O.

12 * db



TYP.

6 1

/2"

L5x3 1/2x5/16

EXTERIOR LOAD-BEARING MASONRY WALLS

WALL TYPE CLEAR OPENINGLINTEL TYPE

SECTIONS

8" CMU4" CAVITY4" VENEER

6'-4" 16E1

< 8'-0" 16E2

L5x3 1/2x5/16 L.L.V.

1/4 2-62 SIDES

PL 5/16"x15"

PL 5/16"x15"

HSS8x4x3/16

1/2" DIA.x 4" LONG HEADED STUDS @ 2'-0" O.C.7 1/2"

7 1/2"

OVERALL LINTEL NOTES:1. ALL LINTELS TO EXTEND 8" MIN. INTO SOLID OR GROUTED SUPPORTING MASONRY.2. ALL LINTELS WITH CLEAR OPENINGS GREATER THAN 6'-4" SHALL HAVE (2) 3/4" DIA. F1554

ANCHOR BOLTS PER END (6" MIN. EMBED.) AT CONTRACTOR'S OPTION, BOLTS MAY BE REPLACED WITH (2) 5/8" DIA. EXPANSION ANCHOR BOLTS PER END (6" MIN. EMBED.)

3. CONTRACTOR SHALL REFER TO MECHANICAL DRAWINGS FOR ALL PENETRATIONS THROUGH MASONRY WALLS. LINTEL SHALL BE PROVIDED FOR ALL OPENINGS GREATER THAN 12".

4. ALL EXTERIOR WALL LINTELS SHALL BE GALVANIZED.5. PLATE WIDTH IS BASED ON SUPPORT OF 4" MASONRY VENEER. WHERE EXTERIOR VENEER TYPE

WIDTH VARIES, REDUCE OR INCREASE PLATE WIDTH AS REQ'D.

2-62 SIDES

INTERIOR NON-LOAD-BEARING MASONRY WALLS

WALL TYPE CLEAR OPENINGLINTEL TYPE

SECTIONS

8" CMU N8A< 9'-4"LL5x3 1/2x5/16 L.L.V.

MK. LENGTHEND ZONE LENGTH

END ZONE REINFORCING

INTERMEDIATE REINFORCING

FIRST FLOOR TO ROOF

VERTICAL REINFORCING

SHEAR WALL REINFORCING SCHEDULEINTERMEDIATEREINFORCING

END ZONEREINFORCING

END ZONEREINFORCING

SW1AS NOTED ON PLAN

8" (1) #5 BAR # 5 BARS @ 32" O.C., CNTR.

FIRST FLOOR

ROOF

a, TYP.

a, T

YP.

a, T

YP.

a, TYP.

3

2

3

3

2

3

3

2

3

3

2

32

2

2

2

1

1

RIDGE

BUILDING NAME

CONCESSION

TEAM ROOMS (HOME & VISITORS)

TICKET BOOTHS (A & B)

a (FT)

NET UPLIFT (PSF)

ZONES

3'-0"

4'-0"

3'-0"

11

12

11

15

16

15 15

16

27

1 2 3 OVERHANGS

TOILETS

41

30

4'-1" 11 15 27 41

29



2991 FAX (717) 481-

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As indicated

TYPICAL SCHEDULES

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1 1/2" = 1'-0"

TYP. LINTEL BEARING DETAILS

WALL FOOTING SCHEDULE

MARK

DIMENSIONS

REINFORCINGWIDTH DEPTH

WF2.0 2' - 0" 1' - 0" 3-#4 CONTINUOUS BOTTOM WITH #4 TIES AT 4'-0" ON CENTER




1/8" = 1'-0"

TRUSS NET UPLIFT DIAGRAM

1" = 1'-0"

TRUSS NET UPLIFT TABLE

37' - 8"

52

' - 0

"

1' -

4"

49

' - 4

"1

' - 4

"

28

' - 8

"

26' - 8"

1' - 4"

16' - 8" 7' - 4"

1' - 4"

78

' - 0

"1

' - 4

"1

' - 4

"

80

' - 8

"

7 5

/8"

INTERIOR THICKENED SLABU.N.O., TYP., SEETHICKENED SLAB DETAILON SHEET S2.1

WF2.5 (-3' - 4")

WF2.0

(-3

' - 4

")

WF2.0

(-3

' - 4

")

WF2.0 (-3' - 4")

WF2.0

(-3

' - 4

")

WF2.5 (-3' - 4")

CONCRETE SLAB, SEETYP. TURNDOWN DETAILON SHEET S2.1

7 5

/8"

2' -

0 3

/8"

11

' - 4

3/8

"

7 5

/8"

31

' - 4

"

7 5

/8"

6' -

4 3

/8"

7 5

/8"

2' -

4 3

/8"

7 5

/8"

9' -

4 3

/8"

11

' - 4

3/8

"

1' -

4"

27

' - 4

"

7 5/8"

4' - 0 3/8" 2' - 8"

7 5/8"

2' - 0"

30

' - 8

"7

5/8

"4

' - 0

3/8

"7

5/8

"9

' - 4

3/8

"7

5/8

"8

' - 0

3/8

"

7 5/8"

4' - 8"

7 5/8"

2' - 0 3/8"

10' - 4 3/8" 7 5/8" 13' - 0 3/8" 7 5/8"

1' - 2 3/8"

7 5/8"

3' - 2"

7 5/8"



2' - 0"

37' - 8"

1' - 4"11' - 0" 14' - 0 3/8" 7' - 3 5/8" 2' - 8"

1' - 4"

1' -

4"

15

' - 4

"2

8' -

8 3

/8"

6' -

0"

18

' - 0

"1

' - 4

"1

7' -

11

5/8

"1

' - 4

"

90

' - 0

"

6' - 11 3/8" 16' - 0 3/8" 9' - 4 5/8"

2' - 7 5/8"

2' -

0 3

/8"

1' -

4"

11

' - 3

5/8

"

2' -

8"

11

' - 0

"1

1' -

0"

6' -

0"

7' -

7 5

/8"

3' -

0"

10

' - 0

"

2' -

0 3

/8"

2' - 0"

2' - 7 5/8"

5' -

3 5

/8"

9' -

4 3

/8"

8' -

8"

1' - 4"

29' - 0" 6' - 0"

1' - 4"37' - 8"



WF2.5 (-3' - 4")

WF2.0 (-3' - 4")

WF2.0

(-3

' - 4

")

WF2.0

(-3

' - 4

")

WF2.0

(-4

' - 8

")

4' - 0" 22' - 0" 9' - 0"

7 5

/8"

1' - 10"

3' - 9 5/8"




STEP FTG.DWN. (1'-4")


10' - 4 3/8" 14' - 3 5/8"

7 5/8"

2' -

4"

5 5/8"5 5/8" 7

5/8

"

8 3

/8"

7 5

/8"

FOUNDATION PLAN NOTES:1. FINISHED FIRST FLOOR ELEV.= 100.00 (0'-0") (Assumed), U.N.O. FOR EACH INDIVIDUAL BUILDING. GENERAL CONTRACTOR TO COORDINATE WITH FINAL CIVIL DRAWINGS.2. ALL ELEVATIONS NOTED THUS (-X'-X") DESIGNATE TOP OF FOOTING OR PIER ELEVATIONS AND ARE WITH RESPECT TO THE FINISHED FIRST FLOOR ELEVATION.3. TOP OF INTERIOR FOOTING ELEVATION IS (-0'-8") BELOW FINISHED FIRST FLOOR ELEVATION, U.N.O.4. TOP OF EXTERIOR FOOTING ELEVATION IS (-3'-4") BELOW FINISHED FIRST FLOOR ELEVATION, U.N.O.5. TOP OF PIER ELEVATION IS (-0'-8") BELOW FINISHED FLOOR ELEVATION, U.N.O.6. ALL WALL FOOTINGS SHALL BE WF2.0, U.N.O. ALL INTERIOR NON-LOAD BEARING WALLS MAY BEAR ON THICKENED SLAB, U.N.O.7. ALL COLUMNS TO CENTER ON FOOTINGS AND PIERS, U.N.O. ALL WALLS TO CENTER ON WALL FOUNDATIONS, U.N.O.8. ALL INTERIOR FLOOR SLABS SHALL BE 4" THK. NON-AIR ENTRAINED FIBER-REINFORCED CONCRETE ON 4" OF PennDOT 2A COMPACTED STONE, U.N.O. PROVIDE SAWCUT CONTROL JOINTS AS

INDICATED IN THE CAST-IN-PLACE CONCRETE CONSTRUCTION SECTION OF THE GENERAL SPECIFICATIONS. SUBMIT A CONTROL JOINT LOCATION PLAN TO THE ENGINEER FOR REVIEW AND APPROVAL.9. ALL EXTERIOR CONCRETE SLABS SHALL BE 5" THK. AIR ENTRAINED CONCRETE W/6x6 W2.9xW2.9 W.W.R. ON 6" PennDOT 2A COMPACTED STONE, U.N.O. ALL EXTERIOR SLABS SHALL BE TURNED

DOWN AROUND PERIMETER AND EXTEND TO (-3'-6") BELOW FINISHED GRADE. SEE SLAB TURNDOWN DETAIL, SHEET S201.10. EXTERIOR MASONRY WALLS SHALL BE REINFORCED W/ #5 BARS @ 32" O.C. INTERIOR MASONRY WALLS SHALL BE REINFORCED W/ #5 @ 48" O.C. WHERE REINFORCING IS SHOWN, U.N.O. PROVIDE

CONTROL JOINTS IN CMU WALLS AS INDICATED IN THE CONCRETE MASONRY CONSTRUCTION SECTION OF THE GENERAL SPECIFICATIONS, U.N.O. SUBMIT A CONTROL JOINT LOCATION PLAN TO THE ENGINEER FOR REVIEW AND APPROVAL.

11. SEE WALL FOOTING SCHEDULES, SHEET S0.2.12. SEE ARCHITECTURAL DRAWINGS FOR ALL NECESSARY EMBEDDED ITEMS, RAMPS, STAIRS, LANDINGS, AND FINISH DETAILS.13. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND ELEVATIONS NOT SHOWN.14. CONTRACTOR SHALL VERIFY WALL LOCATIONS WITH ARCHITECTURAL PLANS PRIOR TO FOUNDATION LAYOUT. ANY DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE

ARCHITECT AND ENGINEER.15. STADIUM BLEACHER FOUNDATIONS ARE BY OTHERS.



2991 FAX (717) 481-

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1/4" = 1'-0"

FOUNDATION PLANS

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1/4" = 1'-0"

FOUNDATION PLAN - TEAM ROOM (HOME)

1/4" = 1'-0"

FOUNDATION PLAN - TEAM ROOM (VISITORS)

1 Date 1 Revision 1

40

' - 8

"

1' - 4"2' - 0 3/8" 10' - 0" 6' - 0" 6' - 8" 9' - 11 5/8" 6' - 8" 16' - 0 1/16" 2' - 7 15/16"

1' - 4"

62' - 8"

1' -

4"

8' -

8 3

/8"

6' -

8"

2' -

8"

6' -

0"

5' -

11

5/8

"5

' - 1

1 5

/8"

2' -

0 3

/8"

1' -

4"

7 5

/8"

7 5/8"

7 5

/8"

7 5/8"

7 5

/8"

7 5/8"



9' - 11 11/16"

2' - 0 5/16"

WF2.0 (-3' - 4")

WF2.0

(-3

' - 4

")

WF2.0

(-3

' - 4

")

WF2.0 (-3' - 4")

7 5/8"35' - 4 3/8"

8 3

/8"



1' -

4"

17

' - 4

"1

' - 4

"

20

' - 0

"

1' - 4"10' - 0 3/8" 25' - 3 5/8"

1' - 4"

38' - 0"

7 5/8"



WF2.0 (-3' - 4")

WF2.0

(-3

' - 4

")

WF4.6

(-8

")

2' - 6"

1' - 4"

8"

WF4.6

(-2

' - 0

")W

F4.6

(-3

' - 4

")

STEP FTG. DWN. (1'-4")

STEP FTG. DWN. (0'-8")

2' -

6"

1' -

4"

8"

WF2.0 (-3' - 4")

WF5.10(-3' - 4")

#5 B

ARS @

24" O

.C.

3' -

6"

1' -

4"

1' -

0"

SITE RETAINING WALL; BY OTHERS

WF2.5

(-3

' - 4

")



WF4.6 (-8")

9' -

4 3

/8"

7 5

/8" 7

' - 4

"

11 3/8"

7 5/8"

8' - 5 3/8"

13

' - 4

"

1' -

4"

10

' - 8

"1

' - 4

"

1' - 4"14' - 0"

1' - 4"

16' - 8"

WF2.0 (-3' - 4")

WF2.0

(-3

' - 4

")

WF2.0

(-3

' - 4

")

WF2.0 (-3' - 4")


1' -

4"

10

' - 8

"1

' - 4

"

13

' - 4

"

1' - 4"8' - 0"

1' - 4"

10' - 8"

WF2.0 (-3' - 4")

WF2.0

(-3

' - 4

")

WF2.0

(-3

' - 4

")

WF2.0 (-3' - 4")




2991 FAX (717) 481-

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1/4" = 1'-0"

FOUNDATION PLANS (2)

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1/4" = 1'-0"

FOUNDATION PLAN - TOILETS

1/4" = 1'-0"

FOUNDATION PLAN - CONCESSION BUILDING

1/4" = 1'-0"

FOUNDATION PLAN - TICKET BOOTH A 1/4" = 1'-0"

FOUNDATION PLAN - TICKET BOOTH B

FOUNDATION PLAN NOTES:1. FINISHED FIRST FLOOR ELEV.= 100.00 (0'-0") (Assumed), U.N.O. FOR EACH INDIVIDUAL BUILDING. GENERAL CONTRACTOR TO COORDINATE WITH FINAL CIVIL DRAWINGS.2. ALL ELEVATIONS NOTED THUS (-X'-X") DESIGNATE TOP OF FOOTING OR PIER ELEVATIONS AND ARE WITH RESPECT TO THE FINISHED FIRST FLOOR ELEVATION.3. TOP OF INTERIOR FOOTING ELEVATION IS (-0'-8") BELOW FINISHED FIRST FLOOR ELEVATION, U.N.O.4. TOP OF EXTERIOR FOOTING ELEVATION IS (-3'-4") BELOW FINISHED FIRST FLOOR ELEVATION, U.N.O.5. TOP OF PIER ELEVATION IS (-0'-8") BELOW FINISHED FLOOR ELEVATION, U.N.O.6. ALL WALL FOOTINGS SHALL BE WF2.0, U.N.O. ALL INTERIOR NON-LOAD BEARING WALLS MAY BEAR ON THICKENED SLAB, U.N.O.7. ALL COLUMNS TO CENTER ON FOOTINGS AND PIERS, U.N.O. ALL WALLS TO CENTER ON WALL FOUNDATIONS, U.N.O.8. ALL INTERIOR FLOOR SLABS SHALL BE 4" THK. NON-AIR ENTRAINED FIBER-REINFORCED CONCRETE ON 4" OF PennDOT 2A COMPACTED STONE, U.N.O. PROVIDE SAWCUT

CONTROL JOINTS AS INDICATED IN THE CAST-IN-PLACE CONCRETE CONSTRUCTION SECTION OF THE GENERAL SPECIFICATIONS. SUBMIT A CONTROL JOINT LOCATION PLAN TO THE ENGINEER FOR REVIEW AND APPROVAL.

9. ALL EXTERIOR CONCRETE SLABS SHALL BE 5" THK. AIR ENTRAINED CONCRETE W/6x6 W2.9xW2.9 W.W.R. ON 6" PennDOT 2A COMPACTED STONE, U.N.O. ALL EXTERIOR SLABS SHALL BE TURNED DOWN AROUND PERIMETER AND EXTEND TO (-3'-6") BELOW FINISHED GRADE. SEE SLAB TURNDOWN DETAIL, SHEET S201.

10. EXTERIOR MASONRY WALLS SHALL BE REINFORCED W/ #5 BARS @ 32" O.C. INTERIOR MASONRY WALLS SHALL BE REINFORCED W/ #5 @ 48" O.C. WHERE REINFORCING IS SHOWN, U.N.O. PROVIDE CONTROL JOINTS IN CMU WALLS AS INDICATED IN THE CONCRETE MASONRY CONSTRUCTION SECTION OF THE GENERAL SPECIFICATIONS, U.N.O. SUBMIT A CONTROL JOINT LOCATION PLAN TO THE ENGINEER FOR REVIEW AND APPROVAL.

11. SEE WALL FOOTING SCHEDULES, SHEET S0.2.12. SEE ARCHITECTURAL DRAWINGS FOR ALL NECESSARY EMBEDDED ITEMS, RAMPS, STAIRS, LANDINGS, AND FINISH DETAILS.13. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND ELEVATIONS NOT SHOWN.14. CONTRACTOR SHALL VERIFY WALL LOCATIONS WITH ARCHITECTURAL PLANS PRIOR TO FOUNDATION LAYOUT. ANY DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE

ATTENTION OF THE ARCHITECT AND ENGINEER.15. STADIUM BLEACHER FOUNDATIONS ARE BY OTHERS.

1 Date 1 Revision 1

SEE GABLE END WALL KICKER DETAIL ON S3.1;KICKER SPACED @ 4'-0" O.C., MAX.

ROOF RIDGE

6' - 0"

SEE NOTE 9

6' - 0"

SEE NOTE 9

SEE N

OTE 9

6' -

0"

6' - 0"

SEE N

OTE 9

SEE NOTE 9

6' - 0"

6' -

0"

SEE NOTE 9

SEE N

OTE 9

25' - 4"

SW

36' - 4"

SW

14' - 4"

SW

6' - 0"

SEE NOTE 9

6' -

0"

6' -

0"

6' -

0"

SEE N

OTE 9

N8AN8A

N8

A

16E1

16E1

16E1

16E1

@ 2

'-0" O

.C.

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@ 2

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.C.

PRE-E

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ATTIC ACCESS; COORDINATELOCATION W/ ARCH & TRUSSLAYOUT PROFILE

N8A

N8A

N8A

16E116E2

16E1

16E1

16E2

N8

A

N8A

N8

A

N8A

N8A

N8

A

N8A

@ 2

'-0" O

.C.

PRE-E

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WO

OD

RO

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@ 2

'-0" O

.C.

PRE-E

NG

INEERED

RO

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RUSSES

SEE GABLE END WALL KICKER DETAIL ON S3.1;KICKERS TO BE SPACES @ 4'-0" O.C., MAX.

ROOF RIDGE

6' -

0"

6' - 0"

SEE N

OTE 9

SEE NOTE 9

6' - 0"

SEE NOTE 9

SEE N

OTE 9

25' - 4"

SW

6' - 0"

6' -

0"

SEE N

OTE 9

SEE NOTE 9

14' - 4"

SW

31' - 11 3/8"

SW

6' -

0"

6' - 0"

SEE N

OTE 9

SEE NOTE 9

6' - 0"

SEE NOTE 9

6' -

0"

SEE N

OTE 9

15' - 8"

SW

16E1

N8A

6' -

0"


ROOF FRAMING PLAN NOTES:1. ALL ELEVATIONS NOTED THUS (+X'-X") REFERENCED TO FINISHED FIRST FLOOR ELEVATION.2. SLOPE MASONRY WALLS AND BEAMS ACCORDINGLY, WHERE REQUIRED, FOR BEARING ELEVATIONS.3. PROVIDE ROOF SHEATHING THICKNEDD AND ATTACHMENT TO TRUSSES PER SPECIFICATIONS AND GENERAL NOTES ON S0.1.4. ALL ROOF PENETRATION LOCATIONS ARE APPROXIMATE. COORDINATE WITH HVAC CONTRACTOR FOR EXACT LOCATIONS. PROVIDE FRAMING FOR ALL

ROOF PENETRATIONS AS SHOWN IN THE TYPICAL ROOF PENETRATION FRAMING DETAIL.5. DETAILS AS SHOWN INDICATE TYPICAL CONNECTIONS & CONDITIONS.6. SEE ARCHITECTURAL PLANS FOR TOP OF NON-LOAD BEARING WALL HEIGHTS AND ROOF SLOPES.7. SEE ARCHITECTURAL AND HVAC PLANS FOR EXACT LOCATIONS OF ROOF TOP UNITS, ROOF DRAINS, AND ROOF VENTS.8. SEE ARCHITECTURAL PLANS FOR DIMENSIONS AND ELEVATIONS NOT SHOWN.9. PROVIDE HILTI KWIK HUS-EZ 1/2" DIA. SCREW ANCHORS AT 16" O.C. WITH 4 1/2" EMBEDMENT FOR THE LENGTH LISTED ON PLAN. ALSO PROVIDE (2) H3

SIMPSON HURRICANE TIES AT TRUSS BEARING LOCATIONS. TIE SHOULD BE INSTALLED AS SUCH TO DOUBLE CAPACITY OF HURRICANE TIE. REFER TO MFR. DETAILS FOR DOUBLING INSTALLATION DETAILS.

10. TRUSS SUPPLIER TO COORDINATE WITH MECHANICAL CONTRACTOR FOR OPENINGS IN TRUSS CONFIGURATION TO ALLOW DUCT WORK TO PASS THROUGH TRUSS WEB.



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1/4" = 1'-0"

ROOF FRAMING PLAN - TEAM ROOM (HOME)

1/4" = 1'-0"

ROOF FRAMING PLAN - TEAM ROOM(VISITOR)

NOTES:1. TRUSS BEARING = (10'- 1 1/2")2. TOP OF EXTERIOR CMU WALL = (10'-0")


1 Date 1 Revision 1

16E1 16E1 16E1 16E2

N8A

N8

A

N8

A

N8

A

N8

A

N8

A

N8

A

@ 2'-0" O.C.

PRE-ENGINEERED WOOD ROOF TRUSSES

ROOF RIDGE

6' -

0"

6' - 0"

SEE NOTE 9

SEE N

OTE 9

6' - 0"

6' -

0"

SEE NOTE 9

SEE N

OTE 9

15' - 4"

SW

6' -

0"

SEE N

OTE 9

6' - 0"

SEE NOTE 9

6' - 0"

6' -

0"

SEE GABLE END WALL KICKER DETAIL ON S3.1;KICKERS SPACED @ 4'-0" O.C., MAX.

SEE NOTE 9

SEE N

OTE 9

ATTIC ACCESS; COORDINATE LOCATIONW/ ARCH & TRUSS LAYOUT PROFILE

16E2

16E2

16E1

N8

A

@ 2'-0" O.C.

PRE-ENGINEERED WOOD ROOF TRUSSES

EDGE OF ROOF, TYP.

ROOF RIDGE

6' -

0"

6' - 0"

SEE NOTE 9

SEE N

OTE 9

15' - 0"

SW

18

' - 8

"

SW

6' -

0"

6' - 0"

SEE N

OTE 9

SEE NOTE 9

6' - 0"

6' -

0"

6' - 0"

6' -

0"

SEE NOTE 9

SEE N

OTE 9

SEE N

OTE 9

SEE NOTE 9

7' -

4"

SW

SEE GABLE END WALL KICKER DETAIL ON S3.1;KICKERS SPACED @ 4'-0" O.C., MAX.

16E1


16E1

16E1 16E1

@ 2

'-0

" O

.C.

PRE-E

NG

INEERED

WO

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ROOF RIDGE

SEE GABLE END WALL KICKER DETAILON S3.1; KICKERS SPACED @ 4'-0" O.C., MAX.

16E1

16E1

@ 2

'-0" O

.C.

PRE-E

NG

INEERED

WO

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ROOF RIDGE

SEE GABLE END WALL KICKER DETAILON S3.1; KICKERS SPACED @ 4'-0" O.C., MAX.



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ROOF FRAMING PLANS (2)

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1/4" = 1'-0"

ROOF FRAMING PLAN - TOILETS

1/4" = 1'-0"

ROOF FRAMING PLAN - CONCESSIONBUILDING

1/4" = 1'-0"

ROOF FRAMING PLAN - TICKET BOOTH A 1/4" = 1'-0"

ROOF FRAMING PLAN - TICKET BOOTH B

ROOF FRAMING PLAN NOTES:1. ALL ELEVATIONS NOTED THUS (+X'-X") REFERENCED TO FINISHED FIRST FLOOR ELEVATION.2. SLOPE MASONRY WALLS AND BEAMS ACCORDINGLY, WHERE REQUIRED, FOR BEARING ELEVATIONS.3. PROVIDE ROOF SHEATHING THICKNEDD AND ATTACHMENT TO TRUSSES PER SPECIFICATIONS AND GENERAL NOTES ON S0.1.4. ALL ROOF PENETRATION LOCATIONS ARE APPROXIMATE. COORDINATE WITH HVAC CONTRACTOR FOR EXACT LOCATIONS. PROVIDE FRAMING FOR ALL

ROOF PENETRATIONS AS SHOWN IN THE TYPICAL ROOF PENETRATION FRAMING DETAIL.5. DETAILS AS SHOWN INDICATE TYPICAL CONNECTIONS & CONDITIONS.6. SEE ARCHITECTURAL PLANS FOR TOP OF NON-LOAD BEARING WALL HEIGHTS AND ROOF SLOPES.7. SEE ARCHITECTURAL AND HVAC PLANS FOR EXACT LOCATIONS OF ROOF TOP UNITS, ROOF DRAINS, AND ROOF VENTS.8. SEE ARCHITECTURAL PLANS FOR DIMENSIONS AND ELEVATIONS NOT SHOWN.9. PROVIDE HILTI KWIK HUS-EZ 1/2" DIA. SCREW ANCHORS AT 24" O.C. WITH 4 1/2" EMBEDMENT FOR THE LENGTH LISTED ON PLAN. ALSO PROVIDE (1)

HTMSM20 TWIST STRAP AT TRUSS BEARING LOCATIONS. TIE SHOULD BE INSTALLED PER MFG. REQUIREMTNS. REFER TO MFR.10. TRUSS SUPPLIER TO COORDINATE WITH MECHANICAL CONTRACTOR FOR OPENINGS IN TRUSS CONFIGURATION TO ALLOW DUCT WORK TO PASS

THROUGH TRUSS WEB.





1 Date 1 Revision 1

1' -

0"

STEP H

EIG

HT

SEE P

LAN

"T"

1

1 1/2

SEE TABLE

STANDARD HOOK

SEE TABLE

LAP SPLICE

THIC

KNESS "T"

WALL

FO

OTIN

G

NOTE:FOR SLABS WITH W.W.F., SAWCUT CONTROL JOINT SHALL BE 1/4" t.

1/8" WIDE SAWCUT JOINT

SLAB JOINT SEALANT PER SPECIFICATIONS

t

2"

1/3 t

1' -

0"

2' - 0" MIN.

NOTES:1. SEE FOUNDATION PLAN FOR T.O.F. ELEVATIONS.2. SEE ARCH. PLANS FOR NON-LOAD BEARING MASONRY WALLS.

1

1

1

1

CMU

(3) #5 CONT.

#3 @ 48" O.C.

3'-6

" M

IN.

8"

#4 BAR @ 12" O.C., TYP.

FINISH GRADE

TOOLED EDGE

OPTIONAL CONSTRUCTION JOINT

12" HOOK

6" M

IN.

OPTIONAL CONST. JOINT

#4 BAR @ 24" O.C. GROUT SOLID

1/2" ISOLATION JOINT MATERIAL

NOTE:SEE CIVIL & ARCH. PLANS FOR SIZE AND LOCATION OF LANDINGS

WALL BEYOND

SEE ARCH. PLANS FOR DOOR & WINDOW SCHEDULE

OF LANDING

8" TYP. AROUND PERIMETER

#4 @ 12" O.C.

SLOPE 1/4"/FT.

SEE WALL FTG. SCHEDULE FOR SIZE AND REINF.

TOOLED EDGE

12" HOOK, TYP.

8"

3'-6

" M

IN.

NOTES:1. SEE CIVIL, ARCH., OR MEP DRAWINGS FOR EXACT LOCATION OF CONCRETE PADS.2. SEE CIVIL, ARCH, OR MEP DRAWINGS FOR EXACT SIZE OF CONCRETE PADS.

1' -

0"

4"

1/2" ISOLATION JOINT MATERIAL, TYP.

#5 @ 12" O.C., E.W.TOOLED EDGE

2" C

LR. TYP.

3" C

LR. TYP.

NOTES:1. PROVIDE CONCRETE EQUIPMENT PADS WHERE INDICATED ON

CIVIL, ARCH. OR MEP DRAWINGS.2. SEE CIVIL, ARCH., OR MEP DRAWINGS FOR EXACT SIZE OF

CONCRETE PADS.

3/4" CHAMFER, TYP.

COMPACTED SUBGRADE

6 x 6 - W2.9 x W2.9 W.W.R., TYP.

OPTIONAL CONSTRUCTION JOINT

PROVIDE TURNDOWN ON ALL SIDES OF THE PAD

FINISHED GRADE

#4 BAR 2'-0" @ 12" O.C., TYP.

2'-0"

#4 BAR @ 12" O.C., TYP.

WALL FTG. REINF. SEE SCHEDULE FOR SIZE & SPACING

ADDITIONAL REINF. TO MATCH WALL FTG. REINF. SIZE & SPACING

"T"

"T" "T"

PIPE DIAMETER

WALL FTG. THICKNESS "T"

FILL CONCRETE4" 4"

PIPE DIAMETER

4"

PIPE DIAMETER

"T"

CLEARANCE

1

2

NOTE:DETAIL IS REQUIRED WHERE CLEARANCE IS 2'-0" OR LESS

1

1

NOTES:1. REINFORCING SHOWN IS IN ADDITION TO ANY

REINFORCING INDICATED FOR THE WALL OR FLOOR SLAB.2. THIS DETAIL APPLIES TO ALL OPENINGS IN WALLS OR

FLOOR SLABS UP TO 6" IN SIZE (SQUARE OR DIA.).3. PROVIDE HALF OF THE INTERRUPTED BARS (HORIZONTAL &

VERTICAL) ON EACH SIDE OF THE OPENING, WITH THE BARS EXTENDING A FULL SPLICE LENGTH PLUS 3" BEYOND BOTH SIDES OF THE OPENING.

6" CLR. TYP.

6" CLR. TYP.

6" CLR. TYP.

#5 E.F., TYP.

6" MAX.

3' -

6"

4' -

0"

1' - 6"

6"

6" M

IN.

CONCRETE FOUNDATION

PAVING OR FINISHED GRADE

HSS6.000x0.312 CONC. FILLED STEEL PIPE COLUMN

ROUNDED CONCRETE SURFACE

2d

d

1

2

d

CONCRETE SLAB W/ WWF COORDINATE W/ ARCH. DWGS.

1' -

0"

VARIE

S

1/2"CONTROL JOINT

CONTROL JOINT FILLER (WATERSTOP)

JOINT SEALER, TYP. HORIZONTAL REINFORCING (CUT 1/2 @ CONTROL JOINT)

PROVIDE VERT. REINF. ONEA. SIDE OF CONTROL JOINT;SEE PLAN FOR REINF. SIZE

NOTES:1. PROVIDE CONTROL JOINTS AS INDICATED

IN PLAN AND IN THE CONCRETE MASONRYCONSTRUCTION SECTION OF THEGENERAL SPECIFICATIONS

2. HORIZ. REINF. CONTINUOUS THROUGHJOINT ONLY AT SILL OR LINTEL

2' -

8"

2' - 8"

No. 9 GAGE HORIZONTAL LADDER JOINT REINFORCEMENT @ 16" O.C.

(1) #5 VERTICAL FULL HEIGHT IN CORNER

CORNER

No. 9 GAGE HORIZONTAL LADDER JOINT REINFORCEMENT @ 16" O.C.

WALL END OR MASONRY OPENING

(2) #5 VERTICAL FULL HEIGHT

GROUT ALL CELLS HAVING VERTICAL BARS

GROUT JAMB SOLID FULL HEIGHT

2' - 8"

2' -

8"

STANDARD WEIGHT LADDER TYPE GALVANIZED PREFAB TEE SECTION EVERY COURSE @ 16" O.C.

1 1/2" X 1/4" GALVANIZED Z STRAP ANCHORS @ 48" O.C.

2 1/2"2"24"

(1) #5 EA. SIDE OF STRAP ANCHOR. LOCATE IN CENTER OF WALL U.N.O.

INTERSECTION

16" CMU

14" CMU

12" CMU

10" CMU

8" CMU

12 5/8"

10 5/8"

8 5/8"

6 5/8"

4 5/8""d"

EQUAL"d"

EQUAL

WALL SECTION - SINGLE REINFORCING"d" = 1/2 x SPECIFIED UNIT THICKNESS

WALL SECTION - DOUBLE REINFORCING"d" = ACTUAL UNIT THICKNESS MINUS 3.00 INCHES

1/2" ISOLATION JOINT MATERIAL

GROUT SOLID BELOW GRADE, TYP.

SEE WALL FTG. SCHEDULE FOR SIZE & REINF.

SEE PLAN FOR WALL THICKNESS

FINISHED GRADE

3'-6

" M

IN. TYP.

1' - 4"

VERTICAL REINFORCEMENTAS REQUIRED

GROUT AS REQUIRED

CONCRETE MASONARY WALL

DOWEL MAY BE BENT UP TO1IN. (23MM) LATERALLY PER6IN. (152MM) VERTICALLY

CONCRETE FOUNDATION



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As indicated

FOUNDATION DETAILS

04/27/2018

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1" = 1'-0"

STEP FOOTING DETAIL 1" = 1'-0"

SAWCUT CONTROL JOINT

1" = 1'-0"

THICKENED SLAB AT NON-LOADBEARING INTERIOR MASONRY

WALL

1" = 1'-0"

SLAB TURNDOWN 1" = 1'-0"

TYPICAL SECTION AT EXTERIOR DOORLANDINGS

1" = 1'-0"

CONCRETE EQUIPMENT PAD/PEDESTAL (2)

1" = 1'-0"

EXTERIOR CONCRETE EQUIPMENT PAD 1" = 1'-0"

PIPE PENETRATION DETAILS

1" = 1'-0"

CONCRETE FLOOR SLAB/WALL PIPEPENETRATION REINFORCEMENT DETAIL

3/4" = 1'-0"

PIPE BOLLARD

1" = 1'-0"

RECESSED SLAB DETAIL

1" = 1'-0"

MASONRY WALL CONTROL JOINT

1" = 1'-0"

TYPICAL MASONRY WALL REINFORCING

1 1/2" = 1'-0"

VERTICAL REINFORCEMENT LOCATION DETAIL

1" = 1'-0"

TYPICAL EXTERIOR WALL FTG.8-4-4 CMU WALL

1" = 1'-0"

FOUNDATION DOWEL ALIGNMENT

NOTE:AT MASONRY WALLS PERPENDICULAR TO TRUSSES PROVIDE A CONTINUOUS LINE OF BLOCKING BETWEEN TRUSSES PARALLEL TO WALL.

EXTERIOR PLYWOOD SHEATHING

WOOD TRUSSES, SEE PLAN FOR SPACING

2x4 BLOCKING BETWEEN TRUSSES @ 24" O.C.

CEILING, SEE ARCH. DWGS.

BOND BEAM W/ (2) #5, CONT.

2" G

AP

L6x4x5/16 x 0'-6" L. @ 48" O.C. EACH SIDE

(2) 1/2" DIA. BOLTS IN EA. ANGLE

(2) "SIMPSON" H3 HURRICANE TIE,(1) PER SIDE, ALL TRUSSES; INSTALL TOACHIEVE DOUBLE THE CAPACITY OF (1) TIE;REFER TO MFG. SPECS.

TREATED 2x8 TOP PLATE W/ 1/2" DIA. HILTI HUS-EZSCREW ANCHOR W/ 4 1/2" EMBED. @ 32" O.C., TYP.;SEE ROOF FRAMING PLANS FOR ADDITIONAL REQUIREMENTS

BOND BEAM W/ (2) #5 BARS CONT., TYP.

SEE PLAN FOR WALL THICKNESS & REINFORCEMENT

SEE ARCH. FOR OVERHANGDETAILS

P.T. 2x4 FASTEN TOCMU W/ 1/4" DIA.TAPCON @ 24" O.C.

VENEER, SEE ARCH. DWGS.FOR DETAILS

SIMPSON A23 CLIPS E.S. OFTRUSS AT SHEAR WALL LOCATIONS

PRE-ENGINEERED WOODROOF TRUSSES @ 24" O.C.

5/8" EXTERIOR GRADEPLYWOOD ROOF SHEATHING

ROOFING SYSTEM; ATTACH PER MFG. REQUIRMENTS,SEE ARCH. PLANS FOR ROOFING SYSTEM INFORMATION& DETAILS

ELEVATION

A

B

C

= TYPICAL WALL REINFORCEMENT (SEE PLAN)

= #5 CENTERED IN CORES ON BOTH SIDES OF CJ (SAME REQUIRED AT WALL CORNERS)

= ADDITIONAL REINFORCEMENT @ EACH SIDE OF WALL OPENING AT 16" MAX FROM OPENING

A

CONTROL JOINT (CJ) CONTROL JOINT (CJ) CONTROL JOINT (CJ)

C B A C B C A C A C B A C AAB

TYP. OR 40 DB

2' - 0"

D = HORIZONTAL LADDER TYPE JOINT REINFORCEMENT MIN. OF W1.7 AT MAX 16" O.C.

NOTES:1. REINFORCING SHOWN AS SOLID LINES IS IN ADDITION TO TYPICAL WALL REINFORCING CALLED

OUT ON THE FOUNDATION PLAN. SIZE OF ADDITIONAL BARS SHALL MATCH TYPICAL WALL REINFORCEMENT UNLESS NOTED OTHERWISE.

2. SEE MASONRY SPLICE LENGTH TABLE FOR REQUIRED SPLICE LENGTHS.

16" MAX

D

16" MAX

D

8" MAX

16" MAX

D

16" MAX

D

(D)

2x BLOCKING

(4) 10d NAILS

(5) 10d NAILS

SIMPSON LB26

ROOFING MATERIAL,SEE ARCH. DWGS.

PLYWOOD SHEATHING, SEE GENERAL NOTES

SIMPSON H2.5THURRICAN TIE

PREFABRICATED ROOF TRUSS,BY SUPPLIER

2x OUTRIGGER, SEE PLAN

SIMPSON HGA10 @ 2'-0" O.C.

2x8 PT. TOP PLATE W/ 1/2" DIA. HILTI HUS-EZSCREW ANCHOR W/ 5" EMBED. @ 32" O.C., TYP.;SEE ROOF FRAMING PLAN FOR ADDITIONAL REQUIREMENTS

EXTERIOR FINISH; SEE ARCH. DWGS.

2x6 DIAGONAL BRACE @ 40-45 DEGREES@ 4'-0" O.C.

SIMPSON GBG BRACKET, E.A. SIDE

CEILIUNG, SEE ARCH. DWGS.

GABLE END TRUSS, TO RECIEVEEXT. INSULATION

NOTE:AT MASONRY WALLS PERPENDICULAR TO TRUSSES PROVIDE A CONTINUOUS LINE OF BLOCKING BETWEEN TRUSSES PARALLEL TO WALL.

EXTERIOR PLYWOOD SHEATHING

WOOD TRUSSES, SEE PLAN FOR SPACING

2x4 BLOCKING BETWEEN TRUSSES @ 24" O.C. TO OCCUR AT CMU WALL LOCATIONS

PLYWOOD SHEATHING, TYP.

L8x4x7/16, L.L.V. WITH 3 1/2" VERT. SLOT, & 3/4" DIA. HILTI HUS-EZ BOLTS, MIN. 6 1/4" EMBED. @ 32" O.C., POSITION BOLT AT BOTTOM OF SLOT AFTER ALL DEAD LOADS ARE APPLIED

BOND BEAM W/ (2) #5, CONT.

2" G

AP

WALL SHEATHING ON ONE SIDE OF TRUSS. WALL SHEATHING SHALL BE PROVIDED AS NOTED ON S0.1. FASTEN AS NOTED TO TRUSS AS NOTED AS WOOD FRAMING SECTION OF GENERAL SPECS. ON S0.1

4" CLR

.



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1" = 1'-0"

TYPICAL TOP OF NON-LOAD BEARINGMASONRY WALL DETAIL

1" = 1'-0"

TYPICAL WALL SECTION &OVERHANG DETAIL

1/2" = 1'-0"

TYPICAL MASONRY WALL REINFORCEMENTREQUIREMENTS

1" = 1'-0"

TYPICAL GABLE END WALL KICKER DETAIL

1" = 1'-0"

TYP. TOP OF MASONRY SHEARWALL DETAIL