Jewel_Cave_Visitor_Center_Drawing_Set.pdf

a r c h i t e c t u r es f s

FOR THE:

STRUCTURAL:

ARCHITECTURAL:

MECHANICAL/ELECTRICAL/PLUMBING:

DRAWING INDEX:

SFS ARCHITECTURE

1150 GRAND BOULVARD

SUITE 400

KANSAS CITY, MO 64106

PHONE 816.474.1397

FAX 816.421.8024

SITE MAP

VICINTY MAP

JEWEL CAVE NATIONAL MONUMENT

VISITOR CENTER EXPANSION

11149 US Highway 16 B-12 Custer, South Dakota 57730

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SFS PROJECT NO: 176793

SUBMITTAL: CONSTRUCTION DOCUMENTS

NPS PMIS176793

WALTER P MOORE

SHEET

NUMBER SHEET NAME

AG001 CODE SUMMARY

S001 STRUCTURAL GENERAL NOTES

S111 FOUNDATION PLAN

S121 ROOF FRAMING PLAN

S301 FOUNDATION DETAILS

S401 FRAMING DETAILS

AD111 FLOOR PLAN DEMOLITION

A111 FIRST FLOOR PLAN

A121 FIRST FLOOR REFLECTED CEILING PLAN

A131 ROOF PLAN

A201 EXTERIOR ELEVATIONS

A211 INTERIOR ELEVATIONS

A301 BUILDING SECTIONS

A321 WALL SECTIONS

A322 WALL SECTIONS

A511 DETAILS

A601 DOORS, WINDOWS AND FINISHES

DE111 FLOOR PLAN DEMOLITION - ELECTRICAL

M111 MAIN LEVEL FLOOR PLAN - MECHANICAL

ME111 SYMBOLS & ABBREVIATIONS MECH. AND ELEC.

ME211 SCHEDULES & DETAILS MECH. AND ELEC.

E111 MAIN LEVEL FLOOR PLAN - LIGHTING

E211 MAIN LEVEL FLOOR PLAN - POWER

E311 SCHEDULES & DETAILS ELECTRICAL

920 MAIN ST. TENTH FLOOR

KANSAS CITY, MO 64105

SMITH & BOUCHER ENGINEERS

25501 W. VALLEY PARKWAY

SUITE 200

OLATHE, KS 66061

PORTABLE FIRE EXTINGUISHERS ARE REQUIRED TO BE

INSTALLED IN ACCORDANCE WITH NFPA 10. REFER TO

SECTION 104413 OF THE PROJECT MANUAL FOR

CABINETS AND EXTINGUISHER TYPES.

FE-X

(10 44 13)

INDIVIDUAL ROOM EXIT LOAD (PERSON)

COMBINED EXIT LOAD (PERSON)

FIRE EXTINGUISHER AND CABINET TYPE DESIGNATION.

ROOM NUMBER

SQUARE FEET

OCCUPANCY LOAD FACTOR (PER

IBC TABLE 1004.1.1)

NUMBER OF OCCUPANTS

XXXXXX

XXX

XXX SF

XX OLF

X OCC

ROOM NAME

XXXX

XXXX

XXXX

XXXX

OCCUPANT EGRESS

EGRESS WIDTH REQUIRED

EGRESS WIDTH PROVIDED

DOOR NUMBER

CODE PLANS LEGEND

NEW CONSTRUCTION

EXISTING CONSTRUCTION

2 HR FIRE RATED SEPARATION

1 HR FIRE RATED SEPARATION

DR #:

OCC:

REQ:

ACT:

X

X

592 ft²

PARK STORE

30 OLF

20 OCCUP.

906 ft²

LOBBY / EXHIBIT

30 OLF

31 OCCUP.

524 ft²

ELEVATOR LOBBY

30 OLF

18 OCCUP.

240 ft²

QUEING

7 OLF

35 OCCUP.

832 ft²

MAIN LOBBY

30 OLF

28 OCCUP.

193 ft²

HALL

30 OLF

7 OCCUP.

559 ft²

EXHIBIT ROOM

30 OLF

19 OCCUP.

FE

(10 44 13)

157 ft²

HALL

30 OLF

5 OCCUP.

EXISTING STAFF OFFICES

EXISTING RESTROOMS

1095 ft²

EXISTING OFFICES

100 OLF

11 OCCUP.

5 6

SFS PROJECT NO:

ISSUED FOR:

ISSUE DATE:

COPYRIGHT:

SHEET TITLE:

SEAL

CONSULTANTS

2014 SFS ARCHITECTURE

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CODE SUMMARY

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176793

11/24/14

CONSTRUCTION DOCUMENTS

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PMIS176793

PROJECT NAME VISITOR CENTER AND BOOKSTORE EXPANSION

OWNER US NATIONAL PARK SERVICE

PROJECT LOCATION JEWEL CAVE NATIONAL MONUMENT

PROJECT SCOPE SELECTIVE DEMOLITION OF EXISTING STRUCTURE. NEW CONSTRUCTION

FOR ADDITION OF APPROXIMATELY 1600 SF OF INTERIOR LOBBY AND

BOOKSTORE SPACE.

APPLICABLE DESIGN BUILDING CODES 2012 INTERNATIONAL BUILDING CODE (IBC)

2012 INTERNATIONAL EXISTING BUILDING CODE (ICC)

2010 ADA ACCESSIBILITY GUIDELINES FOR BUILDINGS & FACILITIES (ADAAG)

2012 INTERNATIONAL FIRE CODE

2012 INTERNATIONAL ENERGY CONSERVATION CODE ( ICC)

2012 INTERNATIONAL MECHANICAL CODE (ICC)

2012 UNIFORM PLUMBING CODE (IAPMO)

2012 INTERNATIONAL FUEL GAS CODE

20012 NATIONAL ELECTRICAL CODE (NFPA)

2010 ICC/ANSI A117.1

OCCUPANCY CLASSIFICATION GROUP: M - MERCANTILE

TYPE OF CONSTRUCTION TYPE III-B

FIRE SUPPRESSION NONE

TOTAL OCCUPANT LOAD 56

NUMBER OF EXITS REQUIRED 2 EXITS REQUIRED

NUMBER OF EXITS PROVIDED 1 EXIT PROVIDED

MAX EXIT ACCESS TRAVEL DISTANCE 60 FEET

STRUCTURAL FRAME ( COLUMNS & BEAMS) 0 HRS.

EXTERIOR BEARING WALLS 2 HRS.

INTERIOR BEARING WALLS 0 HRS.

INTERIOR NON-BEARING WALLS &

PARTITIONS

0 HRS.

HVAC SHAFT ENCLOSURES 0 HRS.

FLOOR CONSTRUCTION 0 HRS.

ROOF CONSTRUCTION 0 HRS.

EXIT STAIRS & ELEVATOR ENCLOSURES 0 HRS.

INTERIOR FINISHES: ALL INTERIOR FINISHES SHALL BE COMPLIANT WITH FLAME SPREAD AND SMOKE DEVELOPMENT

REQUIREMENTS OF APPLICABLE IBC CHAPTER 8

CODE - FIRE RESISTIVE REQUIREMENTS

CODE - EXIT REQUIREMENTS

CODE - GENERAL REQUIREMENTS

CODE - PROJECT INFORMATION

CODE - GENERAL CONDITIONS

(CHAPTER 10, SECTION 1014 THROUGH 1019 AND TABLE 1005.1)

(CHAPTER 6, TABLE 601)

1/8" = 1'-0" A1

CODE PLAN - MAIN LEVEL

MARK DATE DESCRIPTION

SFS PROJECT NO:

ISSUED FOR:

ISSUE DATE:

COPYRIGHT:

SHEET TITLE:

SEAL

CONSULTANTS

2012 SFS ARCHITECTURE

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STRUCTURAL

GENERAL NOTES

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CONSTRUCTION DOCUMENTS

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GENERAL STRUCTURAL NOTES

PART I - DESIGN CRITERIA

A. GENERAL BUILDING CODE

1. The Construction Documents are based on the requirements of the International Building Code 2012.

B. DEAD LOADS

1. Hanging Ceiling and Mechanical Loads: An allowance of 10 PSF has been made for hanging ceiling and mechanical equipment loads such as duct work and sprinkler pipes.

C. LIVE LOADS

1. Lobby, Gift Shop and Hall: 100 PSF

D. WIND LOADS

1. Wind pressures are based on the provisions of the American Society of Civil Engineers, Minimum Design Loads for Buildings and Other Structures, ASCE 7-10 and the following criteria:

a. Ultimate design wind speed (Vult): 115 MPH (3 second gust)

b. Nominal design wind speed (Vasd): 90 MPH (3-second gust)

c. Building risk category: II

d. Wind exposure category: B

e. Internal pressure coefficient (GCpi): +0.18/-0.18

E. SNOW LOADS

1. Snow loads are based on the American Society of Civil Engineers, Minimum Design Loads for Buildings and Other Structures, ASCE 7-10 and the following criteria:

a. Ground snow load (Pg): 25 PSF

b. Flat-roof snow load (Pf): 21 PSF

c. Snow exposure factor (Ce): 1.2

d. Snow load importance factor (I): 1.0

e. Thermal factor (Ct): 1.0

F. SEISMIC DESIGN CRITERIA

1. The structure and components of the building have been designed in accordance with aforementioned building code with the following criteria:

a. 0.2 sec. Spectral Acceleration (Ss) (%g): 0.195

b. 1 sec. Spectral Acceleration (S1) (%g): 0.048

c. Site Class: D

d. Site Coefficient, short period (Fa): 1.6

e. Site Coefficient, 1 sec. period (Fv): 2.4

f. 0.2 sec Spectral Response Coeff. (Sds) (%g): 0.221

g. 1 sec Spectral Response Coeff. (Sd1) (%g): 0.082

h. Occupancy Category: II

i. Occupancy Importance Factor, I: 1.0

j. Seismic Design Category: B

k. Seismic Redundancy Factor, rho: 1.0

l. Basic Seismic-Force Resisting System: ASCE7-10

Table 12.2-1 G.2

m. Response Modification Factor, R: 1.25

n. System Overstrength Factor, Omega-o: 1.25

o. Deflection Amplification Factor, Cd: 1.25

p. Analytical Procedure: Equivalent Lateral

Force Analysis

2. Seismic demands on nonstructural components, structural components engineered as part of Deferred Submittals, and connections of those components to the primary structure shall be designed in accordance with the aforementioned building code, the general seismic criteria listed above, and the requirements of ASCE 7-10, Chapters 12.11, 13.3, and 13.4 as appropriate.

G. FUTURE EXPANSION

1. No provisions for any future expansions have been made in the structural design.

H. BUILDING MOVEMENT AND DEFLECTIONS

1. The building movement specified herein is anticipated to occur and should be considered by the Contractor in the performance of the work.

2. Spandrel Beam Deflections. The following provision should be made for superimposed load deflection of roof relative to floor in the design, fabrication, and erection of the building cladding:

a. Typical Spandrel Beam: 3/8”

Superimposed load deflection is defined as all deflection anticipated to occur after the cladding has been erected. The relative deflection above does not include the floor deflection caused by the weight of the cladding itself or the dead load deflection of the floor framing itself, nor does it include any allowance for fabrication or erection tolerances.

3. Lateral Frame Wind Deflection (Drift): The following provision for lateral frame deflection in the plane of the wall of one floor relative to an adjacent floor shall be made in the design, fabrication and installation of the building cladding:

a. Floor Height/500

The deflections listed above are based on wind loads with a 10-year mean recurrence interval.

I. ROOFTOP EQUIPMENT ANCHORAGE

1. All roof top equipment curbs, roof top mechanical equipment, equipment tie downs, and connections of all equipment to building structure for wind loading are to be designed and engineered by a registered Specialty Engineer retained by the mechanical equipment supplier. Signed and Sealed drawings and calculations are to be submitted. The equipment manufacturer shall provide the attachment of the unit to the structure and submit to the engineer loads, locations, and methods of attachment. The structural engineer will make provisions in the design of the primary structural frame to accommodate the loads and attachments submitted by the manufacturer.

PART II - FOUNDATION

A. GEOTECHNICAL REPORT

1. A project specific geotechnical report was not available for the preparation of the new foundation design or verification of the performance of the existing foundations. A qualified licensed professional shall verify that the existing and new bearing strata has sufficient capacity to safely support 5,000 PSF, including acceptable short and long-term settlement performance.

2. The subgrade below the new slab on grade shall not contain any expansive clay materials. Recommendations for the material type, preparation, compaction and inspection of any and all subgrade materials shall be provided by a qualified licensed professional.

PART III - REINFORCED CONCRETE

A. CLASSES OF CONCRETE

1. All concrete shall conform to the following requirements:

2. Minimum 28-day compressive strength: 4,000 psi

3. Maximum water-cement ratio (w/c): 0.40

4. Maximum aggregate size: 1-1/2”

5. Exposure Class: C2, F3

B. HORIZONTAL CONSTRUCTION JOINTS IN CONCRETE POURS

1. There shall be no horizontal construction joints in any concrete pours unless shown on the drawings. The Architect/Engineer shall approve all deviations or additional joints in writing.

C. REINFORCING STEEL

1. All Reinforcing Steel shall be ASTM A 615 Grade 60.

2. Fiber Reinforcement: Provide a blend of micro and macro synthetic fiber reinforcement that are specifically manufactured for use in concrete to resist cracking from either plastic shrinkage and hardened concrete shrinkage when mixed in the concrete according to manufacturer’s instructions at the dosage rates for the new cast-in-place concrete slab on grade.

D. REINFORCING STEEL COVERAGE

1. Reinforcing steel coverage should conform to the requirements of ACI 318 unless specified otherwise on the drawings. The reinforcing steel detailer shall adjust reinforcing steel cage sizes at intersecting structural members as required to allow clearance for intersecting reinforcing bar layers with minimum specified cover.

E. SPLICES AND HOOKS IN REINFORCING STEEL

1. Splice Location, Type and Hooks:

a. Continuous footings shall have continuous top bars lapped at midspan between supports with a Class B tension splice. Bottom bars shall be lapped at the supports with a Class B tension splice. All bars shall be hooked at discontinuous end, unless noted otherwise.

PART IV - CONCRETE MASONRY

A. SCOPE

1. Refer to architect’s drawings for the extent of masonry walls.

Non-loadbearing walls may not be shown on the structural drawings.

2. Reinforced concrete masonry shall be used as back-up for exterior brick walls and elsewhere as indicated on the drawings. See architectural plans and wall sections.

B. CONCRETE MASONRY UNITS.

1. Concrete strength of masonry units (based on net area) shall be 2,200 PSI minimum (f’m = 1,500 PSI).

2. Units shall conform to ASTM C 55 or ASTM C 90 and sampled in accordance with ASTM C 140.

C. MORTAR

1. Use only Portland cement/lime, type M or S, mortar conforming to ASTM C 270 proportion specification.

2. Below flashing and in contact with the earth, Type S.

3. Above flashing, Type N.

D. GROUT

1. Mix Designs:

a. For filling spaces 4” or larger in both horizontal directions, use “coarse grout” with a minimum compressive strength of 3,000 PSI. The grout shall be tested in accordance with ASTM C1019. For filling spaces less than 4” in one or both horizontal directions, use “fine grout” proportioned per ASTM C 476.

b. Use 3,000 PSI normal weight concrete for filling spaces 10” and larger in both directions. The grout shall be tested in accordance with ASTM C 1019.

c. All grout mix design submittals shall include the results of the tests performed in accordance with ASTM C 1019.

d. Slump range at point of final discharge: 8” to 11”.

e. The use of air entraining admixtures is not allowed.

E. MINIMUM REINFORCEMENT FOR CONCRETE MASONRY UNITS

1. Provide vertical reinforcement in cells of concrete masonry units (fully embedded in grout) as shown on the plans and other details.

Minimum reinforcement of exterior masonry shall be as follows:

a. 1-#5 at a maximum spacing of 48 inches

b. 1-#5 at each corner

c. 1-#5 at each side of openings up to 12 feet wide

d. 2-#5 or 1-#7 at both sides of openings over 12 feet wide

e. Heavier reinforcement may be required by plan notes or details in the drawings.

2. Minimum lap of all reinforcing steel shall be as follows:

a. #5: 45 inches

b. #6: 54 inches

c. #7: 63 inches Refer to details and schedules for other lap splice length requirements.

Do not lap vertical reinforcement at intersecting bond beams.

Reinforcement shall be continuous through intersecting bond beams.

3. Provide horizontal reinforcement in bed joints every other course (maximum 16” spacing) in typical walls and in every course (maximum 8” spacing) in parapets and cantilevered walls.

4. Termination of Reinforcing Steel:

a. All vertical reinforcement shall have terminators at the top of the bar.

b. Provide corner bars such that horizontal reinforcement is continuous around corners.

F. REINFORCING STEEL COVERAGE

1. Cover to reinforcing steel within masonry elements shall not be less than the following:

a. Exposed to earth of weather: 2” (#6 and larger bars), 1.5” (#5 and smaller bars).

b. Not exposed to earth of weather: 1.5”

c. Longitudinal wires of joint reinforcement shall be fully embedded in mortar or grout with a minimum cover of 5/8” when exposed to earth and weather and 1/2" when not exposed to earth or weather.

G. STABILITY AND BRACING OF MASONRY WALLS DURING

CONSTRUCTION

1. All masonry shown on the architectural and structural drawings have been designed to resist the required code vertical and lateral forces applied to them in the final constructed configuration only assuming full bracing top, bottom, and/or side of wall as shown. It is the responsibility of the Contractor to properly and adequately brace all masonry walls at all stages during construction to resist erection loads and lateral loads that could possibly be applied prior to completion of construction.

PART V - STRUCTURAL STEEL

A. MATERIAL

1. Hot Rolled Structural Members: All hot rolled steel plates, shapes, sheet piling, and bars shall be new steel conforming to ASTM Specification A 6.

2. ASTM Specification and Grade: Clearly mark the grade of steel on each piece, with a distinguishing mark visible from floor surfaces, for the purpose of field inspection of proper grade of steel. Unless noted otherwise on the drawings, structural steel shall be as follows:

a. W- and WT-Shapes: ASTM A 992.

b. C-Shapes: ASTM A 36.

c. L-Shapes: ASTM A 36.

d. Round HSS: ASTM A 500, Grade C (Fy = 46 ksi).

e. Rectangular HSS: ASTM A 500, Grade C (Fy=50 ksi).

f. Base Plates: All base plates shall conform to ASTM A

36 unless noted otherwise on the drawings.

g. Connection Material: All connection material, except as noted otherwise herein or on the drawings, including bearing plates, gusset plates, stiffener plates, filler plates, angles, etc.

shall conform to ASTM A 36 unless a higher grade of steel is required by strength and provided the resulting sizes are compatible with the connected members.

B. CONNECTIONS

1. Connection details not completely detailed on the drawings including material grade and sizes, weld sizes, and number of bolts shall be designed by the Contractor per the specifications. Conceptual connection details with the required member design forces are shown on the drawings and are applicable to all connections not designed and fully detailed on the drawings. The conceptual details are provided only to indicate the connection type required and may not fully represent the complexity of the connection as required by the final connection design for the forces they must resist. Additional connection elements may not be specifically shown in the conceptual details but may be required by the final connection design, such as stiffener plates, doubler plates, supplement/ reinforcing plates or other connection material. The fabricator is responsible for engaging the services of a connection specialty engineer to prepare a final connection design for submission that meets the requirements of the conceptual connection details and resists the indicated design forces.

2. Refer to the Specifications for additional requirements.

3. Reactions noted on the plans are based on factored loads and are intended for use with the Load and Resistance Factor design method.

C. STRUCTURAL BOLTS AND THREADED FASTENERS

1. A 325 Bolts: All bolts in structural connections shall conform to ASTM A 325 Type 1, unless indicated otherwise on the drawings.

D. WELDING

1. Unless noted otherwise, electrodes for welding shall conform to E70XX (SMAW), F7XX-EXXX (SAW), ER70S-X (GMAW), or E7XT-X

(FCAW).

E. ANCHOR RODS

1. Unless indicated otherwise on the drawings, anchor rods shall conform to ASTM F 1554 Grade 55 (with Supplementary Requirement S1) and the size shall be 3/4" diameter and shall embed into the concrete foundation a distance of 1’-0" with a heavy hex nut at the embedded end.

Strike bolt threads at the embedded end at two places below the nut.

F. GROUT

1. Grout below structural steel base plates shall be non-metallic, non-shrink grout with a minimum strength of 8,000 psi.

1. All sawn lumber framing members including, studs, joists, headers, bridging and other members shown on the drawings shall be Douglas Fir Larch #2 or better.

2. All wood framing members referenced are nominal sizes, dressed S4S. Provide actual sizes as required by PS20, for moisture content specified for each use provide seasoned lumber with 19 percent maximum moisture content at time of dressing.

3. All wood structural panels shall be identified with the appropriate grade trademark of the American Plywood Association (APW) and shall meet the requirements of product standard ps-1.

4. All metal framing accessories noted are standards of Simpson Strong-tie.

5. Bolts - comply with ASTM A307 grade A.

6. Nails - Common Wire Nails unless noted otherwise.

7. Lay plywood with face grain perpendicular to support members and stagger end joints 4'-0".

8. Headers over openings in stud walls not otherwise detailed shall be minimum (2) - 2x6 for openings up to 3'-4" and (2) - 2x8 for all others.

Provide minimum double studs at jambs of all openings in stud walls.

9. All beams/headers/lintels shall be supported by a minimum of

(2) - Cripple Studs and (2) continuous kingpost studs at all exterior openings.

10. Reference the 2012 International Building Code Table No.

2304.9.1 for Typical Fastening Schedule unless noted otherwise.

11. All laminated veneer lumber shall be 2.0 E ES.

REDLAM LVL by RedBuilt, LLC. or an approved equal.

PART VI - ENGINEERED LUMBER

A. DESIGN RESPONSIBILITY

1. The basis of design is indicated on the drawings. Substitutions will be considered provided calculations sealed by an Engineer licensed in the State of South Dakota are submitted with the substitution request.

2. Engineered lumber shall be designed and constructed to safely support the following loads:

a. Live load = 45 PSF

b. Dead load = 20 PSF

3. Engineered lumber shall be designed to support drifted snow loads per the 2012 International Building Code. Engineered lumber shall be designed to resist wind loads in combination with gravity loads as required by the 2012 International Building Code.

B. SUBMITTALS

1. Submittals shall include shop drawings prepared by or under supervision of and signed and sealed by a qualified professional engineer registered in the state of South Dakota indicating species, species group, sizes, and stress grades of lumber to be used, pitch, span, camber, configuration, and spacing required, type, size, material, finish, and location of metal connector plates, and bearing details. Show all required temporary bracing, all permanent bracing and bearing details.

2. Submittals shall include product certificate, signed by officer of fabricating firm, certifying that metal-plate-connected wood trusses supplied for project comply with specified requirements.

3. Provide complete engineering design calculations, include design values, design analysis indicating loading, assumed allowable stress, stress diagrams and calculations, and other information needed for review that have been signed and sealed by a qualified professional engineer responsible for their preparation and registered in the state of South Dakota.

PART VII - SPECIAL INSPECTIONS

A. The Owner’s testing laboratory shall provide special inspection services in accordance with the International Building Code for the following items.

1. Steel Construction:

a. All Field Welding

b. High-Strength Bolting

c. Inspection of Structural Steel, Bolting, Welding Material

d. Welding of Structural Steel

2. Concrete Construction:

a. Bolts Installed in Concrete

b. Concrete Work

c. Epoxy Bolts

d. Formwork

e. Reinforcing Steel Placement

3. Masonry Construction:

a. Masonry Work

4. Soils:

a. Prepared Earth Fill

B. STATEMENT OF SPECIAL INSPECTIONS

1. Special inspection is required for the items listed above. Refer to Specification Section 014529 for type and extent of each special inspection and each test. The Specification also indicates whether continuous or periodic inspection is required for the items listed above additional information.

PART VIII - MISCELLANEOUS

A. CONTRACT DOCUMENTS

1. It is the responsibility of the General Contractor to obtain all Contract Documents and latest addenda and to submit such documents to all subcontractors and material suppliers prior to the submittal of shop drawings, fabrication of any structural members, and erection in the field.

2. The contract structural drawings and specifications represent the finished structure, and, except where specifically shown, do not indicate the method or means of construction. The Contractor shall supervise and direct the work and shall be solely responsible for all construction means, methods, procedures, techniques, and sequence.

3. Openings through floors, roofs, and walls for ducts, piping, and/or conduit shall be coordinated by the contractor. Contractor shall verify sizes and locations of holes and openings with the Mechanical, Electrical, Plumbing, and Fire Protection drawings and the respective subcontractors.

4. Refer to drawings other than Structural for complete information including: Types of floor slab finishes and their locations, floor slab depressions and curbs, openings in structural walls, roofs and floors required by Architectural and MEP features, stairs, ramps, etc.

5. Where member locations are not specifically dimensioned, members are either located on columns lines or are equally spaced between located members.

6. If certain features are not fully shown or specified on the drawings or in the specifications, their construction shall be of the same character as shown or specified in similar conditions.

B. DRAWING CONFLICTS

1. The General Contractor shall compare the Architectural and Structural drawings and report any discrepancy between each set of drawings and within each set of drawings to the Architect and Engineer prior to the fabrication and installation of any structural members.

C. CONFLICTS IN STRUCTURAL REQUIREMENTS

1. Where conflict exists among the various parts of the structural contract documents, structural drawings, general notes, and specifications, the strictest requirements, as indicated by the Engineer, shall govern.

D. EXISTING CONDITIONS

1. The General Contractor shall verify all dimensions and conditions of the existing building at the job site and report any discrepancies from assumed conditions shown on the drawings to the Architect and Engineer prior to the fabrication and erection of any members.

2. Work shown on the drawings is New, unless noted as Existing.

3. Existing construction shown on the drawings was obtained from existing construction documents and limited site observation. These drawings of existing construction are available for contractor use.

However, the available drawings of existing construction are not necessarily complete. The contractor shall field verify all pertinent information.

PART VIII - MISCELLANEOUS (CONTINUED)

4. Demolition, cutting, drilling, etc. of existing work shall be performed with great care so as not to jeopardize the structural integrity of the existing building. If any architectural, structural, or MEP members not designated for removal interfere with the new work, the Architect shall be notified immediately and approval obtained prior to removal of those members.

5. The contractor shall safely shore existing construction wherever existing supports are removed to allow the installation of new work. All shoring methods and sequencing of demolition shall be the responsibility of the contractor and his engineer.

6. The contractor shall verify the location of existing utilities prior to the start of construction and take care to protect existing utilities that are to remain in service.

7. The contractor shall repair all damage caused during construction with similar materials and workmanship to restore conditions to levels acceptable to the Architect.

E. ADJACENT BUILDINGS AND PROPERTY

1. The General Contractor shall ensure that all construction methods used will not cause damage to the adjacent buildings and property. This shall include all foundation installation.

2. The General Contractor is advised to perform all photographic surveys and other documentation of the adjacent buildings before the start of and during construction.

F. RESPONSIBILITY OF THE CONTRACTOR FOR STABILITY OF THE

STRUCTURE DURING CONSTRUCTION

1. All structural elements of the project have been designed by the Structural Engineer to resist the required code vertical and lateral forces that could occur in the final completed structure only. It is the responsibility of the Contractor to provide all required bracing during construction to maintain the stability and safety of all structural elements during the construction process until the lateral-load resisting or stability-providing system is completely installed.

G. RESPONSIBILITY OF THE CONTRACTOR FOR CONSTRUCTION

LOADS

1. The structure has been designed for the loads identified within these structural drawings that are anticipated to be applied to the final structure once completed and occupied. The Contractor shall not overload the structure during construction. The Contractor shall be responsible for checking the adequacy of the structure to support any applied construction loads, including those due to construction vehicles or equipment, material handling or storage, shoring or reshoring, or any other construction activity. The Contractor shall submit calculations signed and sealed by an engineer licensed in the state where the project is located verifying the adequacy of the structure for any proposed construction loads that are in excess of the stated design loads. The Structural Engineer is not responsible to design or check the structure for loads applied to the structure for any construction activity.

H. CONTRACTOR SUBSTITUTIONS

1. Any materials or products submitted for approval that are different from the material or products specified in the structural contract documents will be approved only if the following criteria are satisfied:

a. A cost savings to the Owner is documented and submitted with the request.

b. The material or product has been approved by the

International Code Council (ICC) and the ICC report is submitted with the request.

1) The ICC ESR that is submitted must reference the building code under which the project is permitted.

2) ICC reports that have been discontinued at the time of product installation will not be accepted.

2. Submittals not satisfying the above criteria will not be considered.

I. MECHANICAL EQUIPMENT WEIGHTS

1. The General Contractor shall submit actual weights of equipment to be used in the project for verification of loads used in the design at least three weeks prior to fabrication and construction of the supporting structure.

J. THE STRUCTURAL ENGINEER’S ROLE DURING CONSTRUCTION

1. The Engineer shall not have control nor charge of, and shall not be responsible for, construction means, methods, techniques, sequences, or procedures, for safety precautions and programs in connection with the work, for the acts or omission of the Contractor, Subcontractor, or any other persons performing any of the work, or for the failure of any of them to carry out the work in accordance with the contract documents.

2. Periodic site observation by field representatives of Walter P.

PART VI - WOOD FRAMING

MARK DATE DESCRIPTION

Moore and Associates is solely for the purpose of becoming generally familiar with the progress and quality of the Work completed and determining, in general, if the Work observed is being performed in a manner indicating that the Work, when fully completed, will be in accordance with the structural contract documents. This limited site observation should not be construed as exhaustive or continuous to check the quality or quantity of the work, but rather periodic in an effort to keep the Owner reasonably informed about the progress and quality of the portion of the structure completed.

K. MAINTENANCE STATEMENT

1. All structures require periodic maintenance to extend lifespan and to ensure structural integrity from exposure to the environment. A planned program of maintenance shall be established by the building owner. This program shall include such items such as but not limited to painting of structural steel, protective coating for concrete, sealants, caulked joints, expansion joints, control joints, spalls and cracks in concrete, and pressure washing of exposed structural elements exposed to a salt environment or other harsh chemicals.

PART IX - DRAWING INTERPRETATION

A. DRAWING VIEWS LABELED AS “TYPICAL”

1. Partial plans, elevations, sections, details, or schedules labeled with “Typical” at the beginning of their title shall apply to all situations occurring on the project that are the same or similar to those specifically shown. The applicability of the content of these views to locations on the plan can be determined from the title of the views. Such views shall apply whether or not they are keyed in at each location. Decisions regarding applicability of these “Typical” views shall be determined by the Structural Engineer.

PART IV - CONCRETE MASONRY (CONTINUED)

S301

S301

S301

S301

K MLJHGFEDBA

C N

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1'-6 3/4" 7'-2 1/4" 7'-6 1/4" 1'-2 3/4" 10'-10 1/2" 10'-7 1/2" 9'-1 3/4" 4'-1 1/4" 2'-4 3/4" 12'-1 1/4" 9" 6'-2"

FIELD VERIFY EXISTING DIMENSIONS AND ELEVATIONS

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HSS4x4x1/4

NOTE 15

HSS16x8x1/4

NOTE 14

HSS16x8x1/2

NOTE 13

HSS16x8x1/2

NOTE 13

HSS16x8x1/2

NOTE 13

HSS16x8x1/2

NOTE 13

HSS4x4x1/4

NOTE 15

HSS4x4x1/4

NOTE 15

HSS16x8x1/4

NOTE 14

HSS16x8x1/4

NOTE 14

NOTE 10

EXISTING CONCRETE WALL

AND FOOTING (TYPICAL)

EXISTING PILASTER AND

FOUNDATION (TYPICAL)

NOTE 17

(TYPICAL)

EXISTING WOOD DECK

STRUCTURE (TYPICAL)

NOTE 19

NOTE 17

(TYPICAL)

N O

T E

N O

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EXISTING 4x12 WOOD BEAM

NOTE 12NOTE 12 EXISTING 4x12 WOOD BEAM

EXISTING 4x12 WOOD BEAM

NOTE 11

EXISTING 4x12 WOOD BEAM

7'-0 1/4"

1'-4 13/16"

HSS4x4x1/4

NOTE 16

HSS4x4x1/4

NOTE 16

NOTE 18NOTE 18

3/8"

CJ

CJ

CJ

CJ

CJ

C J

C J

6'-6" 12'-10 1/4"

14'-6"

PLAN NOTES

1. TOP OF CONCRETE SLAB ON GRADE = 100'-0" TO MATCH EXISTING VISITOR CENTER FLOOR AND NEW DECK

ELEVATION.

2. FLOOR STRUCTURE IS A 5" THICK NORMALWEIGHT CONCRETE SLAB-ON-GRADE REINFORCED WITH FIBER

REINFORCEMENT PER GENERAL NOTES.

3. PROVIDE 2-#4x4'-0" ADDITIONAL SLAB REINFORCEMENT AT ALL RE-ENTRANT CORNERS.

4. SLAB ON GRADE SHALL BEAR ON VAPOR BARRIER OVER 4" CLEAN DRAINING GRANULAR FILL OVER

PREPARED SUB GRADE PER GENERAL NOTES.

5. SPREAD FOOTINGS SHALL BE CENTERED ON THE CENTROID OF SUPPORTED COLUMN, UNLESS NOTED

OTHERWISE.

6. WALL FOOTINGS SHALL BE CENTERED ON THE SUPPORTED WALL, UNLESS NOTED OTHERWISE.

7. REFER TO ARCHITECTURAL DRAWINGS FOR EXTENTS AND DIMENSIONS OF RAISED OR DEPRESSED

SLAB AREAS, SLOPES, CURBS, AND DRAINS. REFER TO TYPICAL DETAILS FOR REINFORCEMENT

REQUIREMENTS.

8. REFER TO MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS FOR SLAB PENETRATIONS AND

UNDERGROUND UTILITIES.

9. CONTRACTOR TO FIELD VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS. NOTIFY ARCHITECT AND STRUCTURAL ENGINEER OF ANY DISCREPANCIES PRIOR TO THE SUBMITTAL OF SHOP DRAWINGS.

10. ADJUST NEW FOOTING DEPTH TO MATCH EXISTING FOOTING DEPTH AND DOWEL BETWEEN NEW AND

EXISTING WITH MATCHING HORIZONTAL BARS.

11. NEW 3 1/2"x11 7/8" 2.0E REDLAM LVL TREATED FOR EXPOSED, WET SERVICE OR APPROVED EQUIVALENT.

RE-USE EXISTING WOOD FRAMING AND CONNECTIONS.

12. CANTILEVER NEW BEAM TO WITHIN 1" OF EXISTING CONSTRUCTION.

13. REFER TO DETAIL 3/S301.

14. REFER TO DETAIL 5/S301.

15. REFER TO DETAIL 6/S301.

16. PROVIDE SIMPSON GALVANIZED POST TO BEAM CONNECTION TO TRANSFER 4,000 LBS VERTICAL.

17. PROVIDE NEW CMU PILASTER ON EXISTING PILASTER (DIMENSIONS TO MATCH EXISTING) TO ELEVATION

108'-0". REINFORCE EACH CELL WITH #5 VERTICAL GROUTED SOLID. POST-INSTALL REINFORCING INTO

EXISTING CMU TO DEVELOPE FULL TENSIL STRENGTH OF BAR.

18. REFER TO DETAIL 7/S301.

19. SPECIFIC MEMBER AND CONNECTION CAPACITIES OF EXISTING DECK COULD NOT BE DETERMINED FROM

EXISTING AVAILABLE DRAWINGS. CONTRACTOR SHALL PERFORM AN INVESTIGATION OF THE EXISTING STRUCTURE AND VERIFY THAT DECK STRUCTURE HAS A MINIMUM LIVE LOAD CAPACITY OF 100 PSF.

SFS PROJECT NO:

ISSUED FOR:

ISSUE DATE:

COPYRIGHT:

SHEET TITLE:

SEAL

CONSULTANTS

2012 SFS ARCHITECTURE

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54321

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FOUNDATION

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CONSTRUCTION DOCUMENTS

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1/4" = 1'-0"

FOUNDATION LEVEL

K MLJHGFEDBA

C N

W12x35

W x

W12x35 W12x35

W12x35W12x35 W12x35

W12x35

W x

W x

NOTE 7 TYPICAL

NOTE 7 TYPICAL

NOTE 6 TYPICAL

S401

DOUBLE LVL

CENTERED OVER

W12 ON GRID A

S401

CONTINUOUS LVL AROUND

PERIMETER TO MATCH

TYPICAL LVL SIZE

S401

W12x35

PROVIDE LVL BLOCKING BETWEEEN

LVL JOISTS, TYPICAL EACH W12

S401

DOUBLE LVL

EXTEND BACK 4FT

BEYOND GRID A

S401

DOUBLE LVL

EXTEND BACK 4FT

BEYOND COLUMN,

EACH END

DOUBLE LVL EXTEND

BACK 4FT BEYOND

COLUMN, EACH END

1" STRUCTURAL GAP.

REFERENCE ARCH

FOR EXPANSION

JOINT ASSEMBLY.

1" STRUCTURAL GAP.

REFERENCE ARCH FOR

EXPANSIOIN JOINT ASSEMBLY.

NOTE 5

NOTE 5

SFS PROJECT NO:

ISSUED FOR:

ISSUE DATE:

COPYRIGHT:

SHEET TITLE:

SEAL

CONSULTANTS

2012 SFS ARCHITECTURE

D

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54321

54321

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OWNER PROJECT NO:

C lo c a ld a ta

\J e w e l C a v e

S tr u ct u ra l_ N ic k B

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ROOF FRAMING

PLAN

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CONSTRUCTION DOCUMENTS

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1/4" = 1'-0"

ROOF LEVEL

PLAN NOTES:

1. TOP OF ALL W12 FRAMING ELEVATION BETWEEN GRIDS A-G.9 = 108'-6". TOP OF ALL W12 FRAMING ELEVATION

BETWEEN GRIDS H AND N = 109'-7 7/8".

2. ALL STEEL BEAM TO STEEL BEAM CONNECTIONS SHALL BE DOUBLE ANGLE CONNECTIONS (5/16" MIN THICKNESS) WITH

(3) 3/4"Ø A325 SC BOLTS

3. ROOF DECKING SHALL BE STRUCTURAL 1 SHEATHING 19/32" OR 5/8" WITH 1 5/8"x16 GA STAPLES (1" PENETRATION), BLOCKED DIAPHRAGM WITH 2" SPACING AT ALL EDGES. MAXIMUM DIAPHRAGM SHEAR = 380 PLF.

4. NOT USED

5. 1 3/4"x11 7/8" 2.0E REDLAM LVL JOISTS SPACED AT 24" OC MAX.

6. PROVIDE 5/8"x8"x0'-8" BEARING PLATE CAST INTO CMU PILASTER (BOTTOM OF STEEL ELEVATION = 107'-5 1/2") WITH (4)

3/4"Øx1'-0" ANCHOR RODS TO BOTTOM FLANGE OF W12. TOP OF CMU PILASTER = 108'-4".

7. PROVIDE 3/4" CAP PLATE BOLTED WITH (4) 3/4"Ø A325 SC BOLTS FOR BEARING OF W12 BEAM.

8. PROVIDE 2x8 FRAMING AT 24" OC FOR MANSARD AND SOFFIT. REFER TO ARCHITECTURAL DRAWINGS FOR PROFILE

AND DIMENSIONS.

100'-0"

MAIN LEVEL

1'-0" 1'-0" 1'-0"

EDGE OF CONCRETE

TO MATCH EDGE OF

ARCH CLADDING.

REF ARCH DWGS.

CLADDING PER ARCH

SLAB ON GRADE PER PLAN

#4x2'-0"x2'-0" @ 12"

OC WITH #4 CONT

#5 @ 12" OC EW

ALT HOOK DIRECTIONS

6#5 CONT

N

4'-0" 4'-0"

HSS16x8x1/2 WITH PL 1 1/2"x14"x2'-0" AND (6) - 1 1/8"Øx2'-0" ANCHOR

RODS ON 1" NON-SHRINK GROUT

20"x40" PILASTER WITH 12-#8

HOOKED VERTICALS WITH #3

ACI CLOSED TIE SETS AT 3" OC.

8'-0" SQUARE FOOTING WITH

8-#6 EW TOP AND BOTOM

JH

HSS16x8x1/4 WITH PL 1 1/2"x14"x2'-0" AND (6) - 1 1/8"Øx2'-0" ANCHOR

RODS ON 1" NON-SHRINK GROUT

20"x40" PILASTER WITH 12-#8

HOOKED VERTICALS WITH #3

ACI CLOSED TIE SETS AT 3" OC.

8'-0" SQUARE FOOTING WITH

8-#6 EW TOP AND BOTOM

KJ

100'-0"

MAIN LEVEL

L

HSS4x4x1/4 WITH PL 3/4"x1'-0"x1'-0" AND (4) - 3/4"Øx1'-0" ANCHOR

RODS ON 1" NON-SHRINK GROUT

18"x18" PILASTER WITH 8-#7

HOOKED VERTICALS WITH #3

ACI CLOSED TIE SETS AT 3" OC.

3'-0"x3'-0"x1'-6" FOOTING WITH

4-#6 EW TOP AND BOTOM

1'-0" 1'-0" 1'-0"

M

IN

NEW LVL PER PLAN WITH 12 GA

CONNECTOR EMBED

NEW OVERLAY PER ARCH

REUSE EXISTING DECKING

1'-0"x1'-0" COLUMN WITH

(4)-#6 VERTICAL (HOOKED)

AND #3 TIE SETS @ 6" OC

NEW LVL PER PLAN WITH 12 GA

CONNECTOR EMBED

3'-0" SQUARE FOOTING WITH

5-#6 EACH WAY BOTTOM

SFS PROJECT NO:

ISSUED FOR:

ISSUE DATE:

COPYRIGHT:

SHEET TITLE:

SEAL

CONSULTANTS

2012 SFS ARCHITECTURE

D

C

B

A

54321

54321

D

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A s f s a r c h i t e c t u r e

OWNER PROJECT NO:

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FOUNDATION

DETAILS

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3/4" = 1'-0"

FOUNDATION DETAIL

3/4" = 1'-0"

FOUNDATION DETAIL

3/4" = 1'-0"

FOUNDATION DETAIL

3/4" = 1'-0"

FOUNDATION DETAIL

3/4" = 1'-0"

FOUNDATION DETAIL

108'-0"

CEILING

CONNECT LVL JOIST TO HEADER

WITH SIMPSON HUS1.81/10. AT

GRID A (DOUBLE LVL), PROVIDE

HHUS410 CONNECTION

CONTINUOUS 2x BLOCKING

WITH 3/4"Ø BOLTS AT 24" OC

ALTERNATE SIDE AND

COORDINATE WITH FRAMING

LOCATIONS

LVL BLOCKING, REF PLAN.

NAIL SHEATING TO BLOCKING

AT 12" MAX SPACING

CONNECT LVL BLOCKING TO

2x BLOCKING WITH SIMPSON

A21 CONNECTOR ON EACH

SIDE OF LVL CENTERED

BETWEEN JOISTS

CONNECT LVL JOIST

TO 2x BLOCKING

WITH SIMPSON

UPLIFT CONNECTOR

108'-0"

CEILING

BA

CONNECT LVL JOIST TO

CANTILEVERED DOUBLE

LVL WITH SIMPSON

HUS1.81/10. AT GRID A

(DOUBLE LVL), PROVIDE

HHUS410 CONNECTION

LVL BLOCKING, CONNECT

PER 1/S401

CMU PILASTER, REF

PLAN

108'-0"

CEILING

N

LVL BLOCKING,

CONNECT PER

1/S401

LVL JOIST CENTERED

OVER WIDE FLANGE,

CONNECT TO 2x BLOCKING

WITH SIMPSON A21

CONNECTOR ON EACH SIDE

OF LVL JOIST @ 3'-0"

SPACING

108'-0"

CEILING

HG

(2) LVLs CUT TO FIT TO

SUPPORT UPPER LVL JOISTS.

CONNECT WITH RC RIPPER

CLIP AT 16" SPACING.

BLOCKING, CONNECT PER

1/S401

LVL JOIST CENTERED OVER

WIDE FLANGE, CONNECT

PER 3/S401

ROOF STEP, REF ARCH

PROVIDE DIAPHRAGM

CONTINUITY AT ROOF STEP

SFS PROJECT NO:

ISSUED FOR:

ISSUE DATE:

COPYRIGHT:

SHEET TITLE:

SEAL

CONSULTANTS

2012 SFS ARCHITECTURE

D

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54321

54321

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A s f s a r c h i t e c t u r e

OWNER PROJECT NO:

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FRAMING DETAILS

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1" = 1'-0"

EDGE CONDITION - SOUTH

1" = 1'-0"

EDGE CANTILEVER

1" = 1'-0"

EDGE DETAIL AT PARK STORE

1" = 1'-0"

ROOF STEP

DEMOLISHED CONSTRUCTION.

LEGEND - DEMOLITION

D1

EXISTING CONSTRUCTION.

DEMOLITION KEYNOTE TAG.

DEMOLISHED FLOOR/ CEILING

CONSTRUCTION.

C4 A511

D3

D4

D2D2

D3

D5

D6D6 D3

D4

D4

D4

D9

D1

D1

/4

22' - 9"

/4

7' - 0" 5' - 3" 15' - 0" 5' - 3"38' - 9 3/4"

15' - 0"

25' - 6"

16' - 1"

71' - 3 3/4"

D12 D12D12

D12D12D12D12

D10

D11

D15

D15

D14 D3D3

D13

D16

D3D3

D16

D12

D12D12

C3 A201

SFS PROJECT NO:

ISSUED FOR:

ISSUE DATE:

COPYRIGHT:

SHEET TITLE:

SEAL

CONSULTANTS

2014 SFS ARCHITECTURE

D

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54321

54321

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A s f s a r c h i t e c t u r e

OWNER PROJECT NO:

C U s e rs \a h u g h e s \D o c u m e n ts \R e v it \U s e r F ile s \J e w e l C a v e

V is it o r

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FLOOR PLAN

DEMOLITION

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GENERAL NOTES - DEMOLITION

1 DIMENSIONS SHOWN ON DRAWINGS ARE TO THE FINISHED FACE OF MATERIAL

AND/OR CENTERLINES OF STRUCTURE, UNLESS NOTED OTHERWISE.

2 AT LOCATIONS WHERE NEW WORK IS REQUIRED, INCLUDING BUT NOT LIMITED

TO PLENUM SPACES, CHASES, WALL CONSTRUCTION, AND CEILING HEIGHTS,

CONTRACTOR SHALL VERIFY EXISTING CONDITIONS PRIOR TO PREPARING

BIDS.

3 CONTRACTOR SHALL TAKE APPROPRIATE MEASURES TO PROTECT ALL

ADJACENT WORK NOT INDICATED TO BE DEMOLISHED PRIOR TO

COMMENCEMENT OF DEMOLITION. CONTRACTOR SHALL BE RESPONSIBLE FOR

DAMAGE AND REPAIR CAUSED BY CONTRACTOR'S NEGLIGENT PERFORMANCE.

4 AT LOCATIONS WHERE PORTIONS OF WALL OR CEILING CONSTRUCTION AND

DOORS OR WINDOWS AND THEIR FRAMES ARE SCHEDULED TO BE REMOVED,

PATCH AND REPAIR ADJACENT WALL OR CEILING CONSTRUCTION WITH

MATCHING FINISH MATERIAL AND CONSTRUCTION, UNLESS NOTED

OTHERWISE.

5 PATCH HOLES IN FLOOR CONSTRUCTION AND WALLS CREATED BY REMOVAL

OF DUCTWORK, CONDUITS AND PIPES. PROVIDE APPROPRIATE PENETRATION

FIRESTOPPING TO MAINTAIN REQUIRED FIRE RATING.

6 REFER TO MECHANICAL, PLUMBING, AND ELECTRICAL DEMOLITION DRAWINGS

FOR ASSOCIATED WORK.

7 CONTRACTOR SHALL PROVIDE TEMPORARY SHORING AND BRACING OF

PARTIALLY DEMOLISHED CONSTRUCTION AND STRUCTURAL ELEMENTS AS

REQUIRED TO MAINTAIN SAFE WORKING CONDITIONS.

KEYED NOTES - DEMOLITION

D1 HATCH DENOTES NO WORK IN THIS AREA

D2 TIMBERS TO BE REMOVED; TYPICAL.

D3 CONCRETE SLAB TO BE REMOVED

D4 LIGHTING TO BE REMOVED. RE; MEP

D5 SPEAKERS TO BE REMOVED. RE;MEP

D6 RAILING TO BE REMOVED AND SALVAGED. COORDINATE LOCATION TO

STOCKPILE WITH OWNER .

D9 DECKING AND TIMBER STRUCTURE TO REMAIN.

D10 ROOF ABOVE TO BE REMOVED.

D11 HATCHED AREA DENOTES SELECTIVE DEMO OF WOOD PLANKING AND

STRUCTURE BELOW. REMOVE AND SALVAGE. RE: STRUCTURAL

D12 BRICK PIERS TO REMAIN. REMOVE BRICK AND CAP DOWN TO BEARING POINT

OF STRUCTURE. CAP COURTYARD SIDE TO MATCH EXISTING.

D13 EXISTING CONCRETE WALL TO REMAIN, RE: STRUCTURAL

D14 REMOVE ROOF STRUCTURE BACK TO EXISTING ROOF TO REMAIN. PATCH

AND PROTECT UNTIL NEW CONSTRUCTION IS IN PLACE.

D15 EXISTING STOREFRONT TO REMAIN. PROTECT DURING DEMO AND

CONSTRUCTION ACTIVITIES.

D16 REMOVE EXISTING SIDEWALK AS REQUIRED FOR DEMOLITION AND NEW

CONSTRUCTION. COORDINATE WITH NPS. NEW WALKS AND PAVING TO BE

PROVIDED UNDER SEPARATE CONTRACT.

3/16" = 1'-0" A1

FLOOR PLAN - DEMOLITION - MAIN LEVEL

NEW CONSTRUCTION.

LEGEND - FLOOR PLAN

A1

FLOOR PLAN KEYNOTE TAG.

PARTITION TYPE REFERENCE TAG.

EXISTING CONSTRUCTION.

X X

X

X

X

X

X

X

WALL SECTION REFERENCE TAG.

(TYPICAL THROUGHOUT DRAWING SET)

BUILDING SECTION REFERENCE TAG.

(TYPICAL THROUGHOUT DRAWING SET)

INTERIOR ELEVATION REFERENCE TAG.

(TYPICAL THROUGHOUT DRAWING SET)

DETAIL/ CALLOUT REFERENCE TAG.

(TYPICAL THROUGHOUT DRAWING SET)

COURTYARD

GFECA

1 1

A201 A1

HALL

PARK STORE

LOBBY / EXHIBIT

MAIN LOBBY

QUEING

ELEVATOR LOBBY

STORAGE

STAIRS

HALL

ELEV

ELEV

B1 A301

B1 A301

A1 A301

A1 A301

A1

A511

A1

A7

A2

A3

A4A4

A4A4A4

A511

B1

A201

B1

A201C1

A5 A321

A211 C2

A211C1

A211

B1

A1

A4 A322

A5

A5

A5

H K MJ N

LB D

/2

1' - 6 3/4" 7' - 2 1/4" 8' - 9" 10' - 10 1/2" 10' - 7 1/2" 9' - 1 3/4"

6' - 6" 12' - 10 1/4" 6' - 2" 1' - 4"

75' - 10"

10" 10" 11" 9"

1' - 7"

8"1' - 0"

14' - 8 1/2" 1' - 2 3/4"

14' - 6" 9"

/2

/2

/2

/2

/4

"1

9"

/2

/4

9 1/4"1' - 10"

10' - 10 1/2" 10' - 7 1/2" 9' - 1 3/4"

10" 10"

/4

34' - 7 3/4"

/2

/4

A10A10

1' - 2 1/2"

A9A9

A9A9

SLAB ON GRADE

XX

INSULATED WOOD

STRUCTURE

A201C4 B4

A4

A12

A11

B

A5

A6

A6

A6

A6

A

A4

A4

A4

A4A4 A4

C3 A201

B3 A511

NOTE:

CONTRACTOR MAY USE FIRE RETARDENT

WOOD FRAMING OR METAL FRAMING AT

EXTERIOR WALLS AND SOFFITS.

SFS PROJECT NO:

ISSUED FOR:

ISSUE DATE:

COPYRIGHT:

SHEET TITLE:

SEAL

CONSULTANTS

2014 SFS ARCHITECTURE

D

C

B

A

54321

54321

D

C

B

A s f s a r c h i t e c t u r e

OWNER PROJECT NO:

C U s e rs \a h u g h e s \D o c u m e n ts \R e v it \U s e r F ile s \J e w e l C a v e

V is it o r

C e n te r_ C

E N

T R

A L a h u g h e s .r v t

/2

/2

:4

:1

A

M

A111

FIRST FLOOR

PLAN

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176793

11/24/14

CONSTRUCTION DOCUMENTS

U

S H ig h w a y

B

-1

C u s te r, S o u th

D a k o ta

PMIS176793

GENERAL NOTES - FLOOR PLAN

1 DO NOT SCALE DRAWINGS. USE FIGURED DIMENSIONS ONLY, VERIFY ALL

DIMENSION PRIOR TO START OF WORK. IN THE EVENT OF DISCREPANCY,

NOTIFY ARCHITECT AND OBTAIN RESOLUTION BEFORE PROCEEDING.

2 NOTIFY THE ARCHITECT OF ANY AND ALL DISCREPANCIES BETWEEN EXISTING

CONDITIONS AND THE CONTRACT DOCUMENTS BEFORE PROCEEDING WITH

THAT PORTION OF WORK. FAILURE TO NOTIFY THE ARCHITECT WILL NOT

RELIEVE THE CONTRACTOR OF RESPONSIBILITY TO PERFORM THE WORK AS

INTENDED BY THE CONTRACT DOCUMENTS. CONTRACTOR SHALL BE

RESPONSIBLE FOR ALL WORK ARISING FROM SUCH FAILURE TO COORDINATE

DISCREPANCIES TO THE SATISFACTION OF THE ARCHITECT.

3 WHERE EXISTING CONSTRUCTION AND GRIDS ARE INDICATED, CONTRACTOR

SHALL VERIFY EXISTING DIMENSIONED GRIDS PRIOR TO PERFORMING LAYOUT

WORK REQUIRED FOR INSTALLATION OF NEW WORK.

4 VERIFY EXISTING DIMENSIONS, CONDITIONS AND CLEARANCES PRIOR TO THE

SUBMITTAL OF SHOP DRAWINGS

5 ALL SLEEVES, OPENINGS, ETC. FOR CONDUIT, PIPES, DUCTS, ETC. (OUTSIDE OF

RATED CHASES) THROUGH FLOOR SLABS AND RATED PARTITIONS ARE TO BE

FIRE SEALED IN ACCORDANCE WITH FIRE RATED ASSEMBLY DESIGNS,

APPLICABLE CODES AND FIRE MARSHAL'S REQUIREMENTS.

6 PROVIDE A MINIMUM OF 3/4" FIRE-RETARDANT TREATED WOOD BLOCKING OR

18 GA. MINIMUM STEEL PLATE BLOCKING AS REQUIRED WITHIN STEEL STUD

FRAMED PARTITIONS FOR SECURE AND PROPER ATTACHMENT OF NEW WORK,

INCLUDING BUT NOT LIMITED TO A/V EQUIPMENT, MILLWORK, VISUAL DISPLAY

SURFACES, SIGNAGE, AND FURNISHINGS WHERE INDICATED ON PLANS.

7 WHERE WORK OCCURS IN AREAS WITH EXISTING FINISHES TO REMAIN,

REFINISH DISTURBED AREAS TO MATCH EXISTING FINISHES AND MATERIALS

UNLESS NOTED OR DIRECTED OTHERWISE.

8 CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING ALL DIMENSIONS,

ELEVATIONS, AND DETAIL SHOWN ON THE DRAWINGS. ANY DISCREPANCIES

WHICH WILL PREVENT THE ACCOMPLISHMENT OF INTENT SHOWN ON

DRAWINGS SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE

ARCHITECT. INDICATED CONDITIONS ARE NOT INTENDED AS

REPRESENTATIONS OR WARRANTIES OF ACCURACY. IT IS EXPRESSLY

UNDERSTOOD THAT THE OWNER WILL NOT BE RESPONSIBLE FOR

INTERPRETATIONS OR CONCLUSIONS DRAWN BY THE CONTRACTOR.

9 WHERE CONDUIT, PIPES, DUCTS, ETC. ARE INDICATED TO BE INSTALLED IN

EXISTING WALLS AND NO FURRING IS SHOWN, THE WALLS SHALL BE NEATLY

CHASED, CONDUITS, ETC. INSTALLED, AND WALLS PATCHED TO MATCH

EXISTING. IN AREAS OF NEW PARTITIONS WHERE CONDUITS, DUCTS, PIPING,

ETC, PASS THROUGH FINISHED SPACES, ROUTE WITHIN PARTITION

CONSTRUCTION.

10 PROTECT AND PRESERVE ALL EXISTING ITEMS TO REMAIN AND REPAIR AND/OR

REPLACE ANY ITEMS DAMAGED DURING THE COURSE OF THE WORK TO THE

SATISFACTION AND APPROVAL OF THE ARCHITECT WITHOUT ADDITIONAL COST

TO THE OWNER.

11 (## ## ##) INDICATES REFERENCED SPECIFICATIONS FOR PRODUCTS AND

MATERIALS SHOWN ON THE DRAWINGS AND SPECIFIED IN THE PROJECT

MANUAL.

12 REFER TO SPECIFICATIONS IN SECTION 024119 FOR ADDITIONAL

REQUIREMENTS AND RESPONSIBILITIES

KEYED NOTES - FLOOR PLAN

A1 HATCH DENOTES NO WORK IN THIS AREA

A2 GIFT SHOP FIXTURES, FURNITURE AND INTERIOR FINISHES BY OTHERS

(N.I.C.)

A3 PLYWOOD SUBFLOOR IN THIS LOCATION OVER EXISTING WOOD DECK. RE;

STRUCT.

A4 BRICK PILASTERS TO MATCH EXISTING BRICK PIERS BELOW IN COLOR,

TEXTURE, SIZE AND COURSING.

A5 WINDOWS ABOVE; RE: ELEVATIONS

A6 MECHANICAL EQUIPMENT. RE: MECHANICAL

A7 SIGNAGE AT THIS LOCATION. BY OTHERS (N.I.C.).

A9 TILE CARPETING (TYP.)

A10 RE: MEP FOR WORK IN THIS AREA.

A11 ALUMINUM STOREFRONT ASSEMBLY TO REMAIN. REMOVE EXIT LIGHT AND

INSTALL OVER PUSH SIDE.

A12 FIRE EXTINGUISHER

3/16" = 1'-0" A1

FLOOR PLAN - MAIN LEVEL

GENERAL NOTES - FINISHES

1 ALL WALLS TO RECEIVE WOOD BASE UNLESS NOTED OTHERWISE. BASE SHALL

MATCH EXISTING PROFILE, COLOR AND FINISH.

2 ALL INTERIOR WALLS TO BE PAINTED UNLESS NOTED OTHERWISE.

3 TILE CARPETING TO MATCH EXISTING. REFER TO SPECIFICATIONS IN SECTION

096813 FOR ADDITIONAL REQUIREMENTS.

LEGEND - REFLECTED CEILING PLAN

REFLECTED CEILING PLAN KEYNOTE TAG.C1

RECESSED LIGHT FIXTURE. RE: ELECTRICAL.

FLOURESCENT LIGHT FIXTURE. RE: ELECTRICAL.OR

OR ACOUSTICAL TILE CEILING. (095123)

GYPSUM BOARD. (092000)

WALL MOUNTED LIGHT FIXTURE. RE: ELECTRICAL.

OROR DIFUSSER/ RETURN GRILL. RE: MECHANICAL.

CEILING MATERIAL AND FINISH TYPE.

CEILING HEIGHT

XXX

#'-#" A.F.F.

GFECA

A201 A1

B1 A301

A1 A301

C4 A511

A201

B1

A201C1

A5 A321

A4 A322

H K MJ N

LB D

A201C4 B4

A4

ACOUSTICAL TILE, ACT-1

(095123)

A1 A322

ACT-1

8' - 6" A.F.F.

GYP

8' - 4" A.F.F.

GYP

8' - 4" A.F.F.

ACT-1

9' - 7" A.F.F.

ACT-1

8' - 6" A.F.F.

GYP

7' - 5" A.F.F.

GYP

7' - 5" A.F.F.

ACT-1

8' - 6" A.F.F.

ACT-1

8' - 6" A.F.F.

ACT-1

8' - 6" A.F.F.

LIGHT FIXTURE. RE:

ELECTRICAL.

LIGHT FIXTURE. RE:

ELECTRICAL.

EQ 8' - 0" EQ

LIGHT FIXTURE. RE:

ELECTRICAL.

GYP

8' - 4" A.F.F.

B2 A511

SFS PROJECT NO:

ISSUED FOR:

ISSUE DATE:

COPYRIGHT:

SHEET TITLE:

SEAL

CONSULTANTS

2014 SFS ARCHITECTURE

D

C

B

A

54321

54321

D

C

B

A s f s a r c h i t e c t u r e

OWNER PROJECT NO:

C U s e rs \a h u g h e s \D o c u m e n ts \R e v it \U s e r F ile s \J e w e l C a v e

V is it o r

C e n te r_ C

E N

T R

A L a h u g h e s .r v t

/2

/2

:4

:1

A

M

A121

FIRST FLOOR

REFLECTED

CEILING PLAN

J E

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176793

11/24/14

CONSTRUCTION DOCUMENTS

U

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B

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C u s te r, S o u th

D a k o ta

PMIS176793

GENERAL NOTES - REFLECTED CEILING PLAN

1 CEILING HEIGHTS INDICATED ARE MEASURED FROM MAIN FLOOR

BENCHMARK ELEVATION OF 100'-0".

2 WHERE RECESSED LIGHT FIXTURES ARE INDICATED TO BE INSTALLED IN

ACOUSTICAL TILE CEILINGS, FIXTURES ARE TO BE INSTALLED AT CENTER OF

TILE UNLESS NOTED OTHERWISE.

3 SPRINKLER HEADS SHALL BE INSTALLED AT CENTER OF ACOUSTICAL TILE

WHEN…