Drawings - BW Exterior Stairs.pdf

SUMMARY OF ALTERNATES

BASE BID:

ALL WORK ASSOCIATED WITH THE NORTH STAIR.

1.

ALT NO. DESCRIPTION

ALL WORK ASSOCIATED WITH THE SOUTH STAIR.

Date:

Job Number:

set no.

©COPYRIGHT 2025

PARADIGM ARCHITECTURE

ARCHITECT

PARADIGM ARCHITECTURE

5184 Caldwell Mill Road · Suite 204351

Hoover, AL 35244 Tele 205·403·2742

2223 Cheat Road · Suite 300 Morgantown, WV 26508

Tele 304·284·5015 304·284·5014 Fax

STRUCTURAL ENGINEER

ALLEGHENY DESIGN

SERVICES, LLC

102 Leeway Street Morgantown, WV 26505

Tele 304·599·0772 304·599·0771 Fax

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12.4.2024

Blackwater Falls Lodge Exterior Stair Repair/ Replacement

1584 Blackwater Lodge Rd, Davis, WV 26260

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CONSTRUCTION DOCUMENTS

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VICINITY MAP

LOCALITY MAP

Drawing Index with Revisions

Sheet No. Sheet Name Revision Revision

Date Revision Description

General G0.00 Cover 1 3.14.2025 Add Alternate

Structural

S001 GENERAL NOTES

S100 NORTH STAIR PLAN

Architectural A0.00 Abbreviations, General Notes, Details A1.00 Area of Work Plan A2.00 South Stair A2.01 North Stair A6.00 Sections & Details

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GENERAL STRUCTURAL NOTES:

Should a discrepancy occur between the construction drawings and the project technical specifications in the Project Manual, the specifications (including geotechnical report) will govern.

Design Code: IBC 2015, Risk Category II

No provisions have been made for future horizontal or vertical expansion.

Wind Design Data:

Ultimate 3-Second Gust Design Wind Speed: 109 mph Nominal 3-Second Gust Design Wind Speed: 75 mph Wind exposure classification: B

Design wind pressure for exterior components: 25 psf

Earthquake Design Data:

Seismic Importance Factor, IE = 1.00 Mapped spectral response acceleration parameters:

SS =0.103, S1 = 0.049

Design spectral response acceleration parameters:

SDS =0.11, SD1 = 0.078

Seismic Site Class: D Seismic Design Category: B Basic Seismic Force Resisting System:

Ordinary Steel Braced and Moment Frames Seismic Response Coefficient, Cs: 0.0367 Response Modification Coefficient, R: 3.0

Analysis Procedure Used:

Equivalent lateral force procedure

Live Load data:

Uniform Floor Live Loads:

Location Load Stairs 100 psf Balcony 100 psf Concentrated Floor Live Loads (distributed over an area 2-1/2 sq. ft., unless noted otherwise):

Office Buildings: 2000 lbs

Handrail:

Top Rail: 200 lb. or 50 lb/ft applied non-concurrently in any direction.

Snow load data:

Ground Snow Load, Pg = 40 psf Flat Roof Snow Load, Pf = 40 psf (min) Snow Exposure Factor, Ce = 1.0 Thermal Factor, Ct = 1.2 Snow Load Importance Factor, Is = 1.0

General Contractor shall verify all dimensions and conditions related to existing construction, existing services, and the site.

Construction loads shall not exceed design live loads. Shoring and re-shoring is the responsibility of the General Contractor.

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CAST-IN-PLACE CONCRETE:

Cast-in-place concrete work shall conform to the American Concrete Institute codes and standards listed in the Project Manual except as modified therein or on the drawings. Maintain copy of each on job site during construction.

The minimum ultimate compressive strength of concrete at 28 days shall be:

5000 psi - Precast Stairs 4000 psi - All other unless noted otherwise on drawings.

Air Content: All concrete exposed to freezing and thawing and/or required to be watertight shall have an air content of 4.5% to 7.5%. All other concrete shall have an air content of 3% to 4%.

Water Cement Ratio: All concrete subjected to exposed to freezing and thawing in moist condition and/or required to be watertight shall have a maximum water-cement ratio of 0.45. All reinforced concrete exposed to deicing salts, brackish water seawater or spray from these sources, shall have a maximum water-cement ratio of 0.40.

Maximum aggregate size shall be 1 1/2 ", well graded, well-shaped (not elongated, flat, or slippery), and free of clay, dirt, and excess fines, U.N.O.

Aggregate composition shall consist of quartz, limestone, dolomite, granite, or feldspar.

Cement shall be Type 1, U.N.O.

Maximum concrete slump 3", U.N.O.

Reinforcing bars: ASTM A615, Grade 60.

Welded wire fabric: ASTM A185.

Provide 6x6-w2.9xw2.9 welded wire fabric in all non-structural slabs on grade, unless otherwise noted.

Place reinforcement in slabs, 1-1/2" down from top of slab, unless otherwise noted.

Provide control joints in all non-structural slabs on grade. The maximum spacing of control joints shall be 20'-0" O.C. unless otherwise noted.

Control joint depth equal to 1/5 slab thickness not less than 1 inch.

Reinforcing bar lap splices and anchorage lengths shall conform with ACI 318-11 "Development and Splices of Reinforcement." All splices shall be Type B.

Top layer of reinforcing steel in slabs and footings shall be considered top bars regardless of thickness of concrete below the bars.

All horizontal wall bars shall be bent lapped around all corners, unless otherwise noted.

Provide vertical and horizontal reinforcing bars in concrete walls to conform to the minimum provisions of ACI 318, Section 14.3 unless otherwise noted.

Chamfer exposed edges of concrete 1/2" unless otherwise noted.

Refer to architectural drawings for location and extent of finishes or other treatments to exposed concrete.

Determine size, location and weight of mechanical equipment and make provisions for bolts, sleeves, pads, etc. from manufacturer's certified drawings. This work shall be coordinated with the trades involved.

All new concrete shall be bonded to previously placed concrete per specification requirements, U.N.O.

The Contractor shall prepare shop drawings showing detail layouts of reinforcing, including dimensions, openings, and spacing, bending details, bar schedules, and similar items required for the proper construction of the work.Provisions for the connection of work by other trades shall be indicated on the shop drawings. The location of all embedded items shall be indicated by the contractor on the shop drawings. All shop drawings shall be submitted for approval in accordance with the requirements of the Contract Documents.

Preparing, curing, transporting, and testing concrete cylinders. For each class of concrete placed, at least four cylinders shall be taken for each 50 cubic yards, or fraction thereof, of each class of concrete placed each day. Cylinders are to be taken in accordance with ASTM C31 and results shall be submitted to the Architect/Engineer, Construction Manager and owner. Two cylinders will be tested at 7 days and two at 28 days.

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FOUNDATIONS:

Foundation design is based on an assumed allowable soil bearing capacity of 4,000 psf stated on the original drawings. Structural engineer is not responsible for subsurface conditions encountered in the field different from those assumed for design.

Foundations are indicated on the drawings as either drilled piers or spread footings, based on an interpretation of the existing drawings. After excavation to the bearing elevation and after evaluation of the bearing medium, it may be necessary to revise the foundation design from a drilled pier to a spread footing or from a spread footing to a drilled pier.

For spread footings where the soil or rock capable of supporting the minimum specified geotech report bearing capacity is below the bottom of the footing elevation, based on the top of footing elevation shown on the drawings, the top of the footing elevation shall be maintained, and a plain concrete pad, consisting of concrete with a 28-day compressive strength of 3000 PSI and utilizing type I cement, shall be placed under the footing. The plansize of the plain concrete pad shall be at least as large as the spread footing. Foundations for miscellaneous foundation walls, cantilevered retaining walls, and miscellaneous structures shall consist of individual and continuous spread footings and shall bear on soil capable of supporting 4000 PSF.

Notify the Architect of any unusual soil conditions that are in variance with the test borings, such as ground water, substandard bearing material, or obstructions.

Refer to Foundation Plan for footing elevations. Elevations shown are "top of concrete".

Backfilling against foundation or pit walls will not be permitted until supporting floors at the top of these walls are in place and able to provide full support to the imposed loads. Proper temporary bracing may be used in lieu thereof with prior approval of the Architect. The design of the temporary bracing is the responsibility of the General Contractor. G.C.'s Shoring Design Engineer shall provide a certified design for approval. Shoring forces will be provided by the E.O.R. upon request.

The General Contractor shall be responsible for the design, installation, and final clearance of any required shoring or bracing.

Remove all unsuitable fill and replace per the recommendations of the Geotechnical Engineer of record.

Anchor bolts shall be set in place prior to concrete placement.

They shall not be forced into wet concrete.

Unless noted otherwise in the geotechnical report or specifications, compact all fill under slabs on ground and foundations to 98% of optimum laboratory density in accordance with ASTM D698 Standard Proctor Method. Place fill in 6" to 8" lifts and compact with vibratory tamping equipment.

Locate existing underground utilities in areas of construction.

Contact local authorities for coordination.

When excavations approach the ground water level, the water level shall be continuously lowered by an acceptable dewatering system so that the water level is maintained continuously a minimum of 2'-0" below the excavation.

Shale containing pyrites must be protected as indicated in the Geotechnical Report.

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STRUCTURAL STEEL:

All structural steel work shall be in accordance with the "Specifications for the Design, Fabrication, and Erection of Structural Steel Buildings" (14th Edition) of the AISC. Maintain copy of each on job site during construction.

Structural steel shall conform to the following:

Wide flange shapes and WT's - ASTM A992 with a minimum yield strength of

50,000 PSI.

Channels, angles, plates, and miscellaneous connection material - ASTM A36 with a minimum yield strength of 36,000 PSI unless noted otherwise.

Pipes - ASTM A501 with a minimum yield strength of 36,000 PSI or ASTM A53 Type E or S with a minimum yield strength of 35,000 PSI.

Tubes - ASTM A500, Grade B with a minimum yield strength of 46,000 PSI.

All bolts shall be 3/4" dia. unless noted otherwise ASTM A325 H.S. bolt of either friction or bearing type. Use slip critical connections for all wind bracing connections. Threads shall be included in the shear plane.

All bolted connections shall be made according to AISC Table II or III framed beam connections. The minimum depth of connection must be more than one half the depth of the beam except that beams framing to columns shall have full depth connections using 3/8" connection angles or plates. Contractor shall provide certified design for all shear connections by a Professional Engineer in the state in which the project is located. Submit calculations for moment connections using braced member capacity U.N.O. on plans. Minimum end reaction of beams:

W8's = 10 kips W10's= 12 kips W12's= 16 kips W14's= 18 kips W16's= 20 kips W18's= 22 kips W21's= 24 kips W24's= 26 kips

All welding shall be in strict accordance with the standards of the AWS and the AISC. Use E70XX electrodes.

Contractor shall submit Welders' certificates in accordance with AWS B2.1/B2.1M.

It shall be dated no more than 12 months before start of scheduled welding work.

Do not paint steel where encased in concrete or at field weld areas.

No shop or field holes or cuts are to be placed in structural members unless indicated on the contract or shop drawings.

The Structural Steel Fabricator shall field verify all dimensions prior to fabrication.

Particularly for stairs, handrail systems, etc.

The Structural Steel Fabricator shall provide for vertical and horizontal adjustment of all support assemblies.

The Structural Steel Fabricator and/or the General Contractor shall verify all existing dimensions and conditions at the site. All discrepancies found shall be reported to the Architect prior to preparation of shop drawings. Shop drawings shall include all field measurements and conditions.

Expansion bolts:Use expansive anchors of the diameter indicated on the drawings as manufactured by HILTI Fastening Systems or approved equal.

In concrete, use HSL Heavy Duty Anchors.

In brick and CMU, use sleeve and fill CMU cells at all bolt locations.

Anchor bolts must meet ASTM A1554 gr. 36 specifications and be 3/4" diameter (unless otherwise indicated) .

The Structural Steel Fabricator shall provide all supports for any precast concrete panels as indicated on the drawings and as required by the manufacturer. Location of such supports shall be coordinated with the manufacturer.

The Structural Steel Fabricator, Precast Concrete Supplier, and the General Contractor shall coordinate all support and tie-back locations and connections, if applicable.

All galvanizing shall be per ASTM A123 and A780. All steel exposed to the elements and masonry support members shall be galvanized. Backup steel supporting masonry veneer and precast support angles shall be zinc primed and painted.

Refer to architectural and mechanical drawings for possible miscellaneous steel.

This steel shall also conform to the requirements in these General Notes and the Structural Steel specifications.

75% of field welds shall be visually inspected and tested using one of the following:

Radiographic testing performed in accordance with ASTM E94/E94M Ultrasonic testing performed in accordance with ASTM E164 Liquid penetrant inspection performed in accordance with ASTM E165/165M Magnetic particle inspection performed in accordance with ASTM E709

All shear studs shall be 3/4" diameter x 1 1/2" taller than the metal deck height.

(1 1/2" deck + 1 1/2" = 3")

Steel fabricator shall review Architectural drawings and include all miscellaneous steel in their bid. If notes on architectural drawings refer to "see structural" and the structural drawings do not address this item notify the E.O.R. at least two weeks prior to bid opening to allow time for issue of addendum.

Column Schedule may not include all columns on the project. Review all drawings to insure all columns are included in bid.

Steel lintels can be replaced with engineered reinforced precast lintels. Mfgr shall submit certified Engineer design with lintel submittal.

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DESIGN/CONSTRUCTION DOCUMENTS - EXISTING

CONSTRUCTION:

Design and construction documents are based upon assumptions made from available original and field investigation. Information shown may not necessarily reflect actual conditions. The contractor drawings shall field verify or establish the following:

All dimensions and elevations.

Existing conditions.

Existing structural arrangement and sizes in work areas.

The contractor shall notify the Architect of any discrepancies between the design documents and actual conditions. All existing dimensions and conditions shall be reflected on the shop drawings prior to submission for review.

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PERFORMANCE REQUIREMENTS:

No provision of any referenced standard specification, manual or code (whether or not specifically incorporated by reference in the contract documents) shall be effective to change the duties and responsibilities of owner, contractor, engineer, supplier, or any of their consultants, agents, or employees from those set forth in the contract documents.

Nor shall it be effective to assign to the structural engineer of record or any of the structural engineer of record's consultants, agents, or employees ant duty or authority to supervise or direct the furnishing or performance of the work or any duty or authority to undertake responsibilities contrary to the provisions or the contract documents.

Contract documents include, but are not limited to, the structural documents (drawings and specifications), but do not include shop drawing, vendor drawings, or materials prepared and submitted by the contractor.

Reference to standard specifications or any technical society, organization, or association or to codes of local or state authorities, shall mean the latest standard, code, specification or tentative specification adopted at the date of taking bids, unless specifically stated otherwise.

Contract documents shall govern in the event of a conflict with the code of practice or specifications of ACI, PCI, AISC, SJI, or other standards. Where a conflict occurs within the contract documents, the strictest requirement shall govern.

Contractor shall obtain and coordinate edge of slab and roof deck edge dimensions, opening locations and dimensions, depressed slab locations and extents, slab slopes, curb locations, and CMU wall location. Architect/Structural engineer shall be notified of any discrepancy or omission. In the event of discrepancies, the non-structural architectural details shall govern.

Contractor shall verify existing dimensions, elevations, and site conditions before starting work. Architect/Structural engineer shall be notified of any discrepancy.

Contractor shall verify the structurally supported mechanical equipment weights, opening sizes, and locations identified on the structural drawing with architectural and mechanical drawings.

Contractor shall verify that miscellaneous framing shown on the structural drawings for mechanical equipment, owner-furnished items, partitions, etc. is consistent with the requirements of such items.

Contractor has responsibility for means, methods, safety, techniques, sequences, and procedures of construction.

The structure is stable only in its completed form. Temporary supports required for stability during all intermediate stages of construction shall be designed, furnished, and installed by the contractor. Contractor is responsible for constructability analysis, and erection procedures, including design and erection of framework, temporary bracing, etc.

Contractor has sole responsibility to comply with all OSHA regulations.

Reproduction of structural drawings for shop drawings is not permitted.

Electronic drawing files will not be provided to the contractor.

Structural engineer of record is not responsible for the design of steel stairs, handrails, curtain wall/window systems, cold-formed metal framing, toilet partition supports, shelf systems, or other systems not shown in the structural documents, such systems shall be designed, furnished, and installed by others as required by other portions of the contract documents.

Structural Engineer shall not be responsible for specifying all waterproofing details and elements on the superstructure and below grade structures.

General Contractor shall review and coordinate elevator rail and hoist requirements with structural drawings. Notify structural engineer immediately if changes are required.

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PRECAST WALL PANELS AND STAIR AND ELEVATOR SHAFTS:

Precast wall panels shall be designed to support the live and dead loads noted above for the tributary areas which are supported by the panel, plus any concentrated live and dead loads from steel framing as indicated on the structural details, at the eccentricities indicated, plus wind loading per the IBC 2018 where applicable.

Tributary areas in plan noted as stairways shall be assumed to have a 100 PSF live load and dead load is determined by the stair manufacturer.

Refer to the architectural drawings for information regarding the sizes of wall panels, spacing, heights, joints, opening sizes and locations, and details. Where joints are not specifically located in plan or section, precast contractor may locate joints as required subject to the review of the Architect.

All precast wall panels shall be assumed to be 8" minimum thickness, unless noted otherwise on the structural drawings. At the fabricator's option, heavily loaded wall panels may be increased in thickness up to a maximum of 12" thickness. In this event, the Architect and engineer will be advised of the submission of bid and the change in size will be noted in writing at the same time of the bid submission. The Architect shall determine the final location of panels with increased thickness. The precast contractor shall be responsible for incorporating all framing and detailing modifications required by this change into the work.

Provide factory installed inserts or field drilled inserts for the support of window or door frames, metal grating, mechanical equipment, piping, conduit, etc. as required on the architectural and mechanical drawings. The architect has the right to reject the relocation of anchors which will be exposed to view.

Provide anchor bolts, dowels, beam pockets, anchor plates, anchor inserts, etc. as required for the support and operation of electrical and mechanical equipment, elevator separator beams and other structural items, precast or steel fire stairs, and light fixtures. Refer to the mechanical and electrical drawings for additional information. Show all placement on shop drawings.

Provide connections between adjacent precast panels at vertical joints, minimum two per panel joint, but as required by analysis for stability. Connections shall consist of factory cast anchor plates with anchor bolts to be connected by steel bars or angles bolted in place after erection. Provide adequate erection and alignment tolerance. Provide recessed connection and fill with non-shrink grout as required by Architect for finish appearance.

Tension lap spice lengths, (bar diameters, db) for grade 60 uncoated bars; normal-weight concrete

Lap Length per Spacing and Cover Case

2 3 1 2 3

#7-#11

#3-#6

B 85db

66db

68db

54db

91db

70db

74db

56db

99db

76db

80db

62db

108db

83db

86db

68db

121db

93db

98db

74db

139db

107db

112db

86db

57db

44db

46db

36db

61db

47db

50db

38db

66db

51db

54db

42db

72db

56db

58db

46db

81db

62db

66db

50db

93db

72db

74db

58db

34db

27db

28db

22db

37db

28db

30db

23db

40db

31db

32db

26db

43db

34db

42db

32db

49db

37db

40db

30db

56db

43db

46db

36db

66db

51db

54db

42db

70db

54db

56db

44db

76db

59db

62db

48db

83db

64db

68db

52db

93db

72db

74db

58db

107db

83db

86db

66db

44db

34db

36db

28db

47db

36db

38db

30db

51db

39db

42db

32db

56db

43db

46db

34db

62db

48db

50db 38db

72db

55db

58db

44db

27db

21db

22db

18db

28db

22db

23db

18db

31db

24db

26db

19db

34db

26db

27db

21db

37db

29db

31db

24db

43db

33db

36db

28db

A

B

A f'c (psi)

Bar Size

Lap Class

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Lap Notes:

Lap splice lengths are based on ACI318-08 section 12.2 and subsections 12.2.2 and 12.2.3.

Category definitions: (see figures below for additional information).

Category 1 - Code 12.2.2 other cases - does not meet category 2 or 3.

Category 2 - Code 12.2.2 - clear spacing of bars being developed or spliced not less than 2db and clear cover not less than db.

Category 3 - Code 12.2.3 - clear cover not less than 2db and clear spacing not less than 4db.

Minimum lap splice shall not be less than 12 inches.

Multiply above lengths by 1.25 for grade 75 reinforcing steel.

Top bars are defined as horizontal reinforcement so placed that more than 12 inches of fresh concrete is cast in the member below the development length or splice.

Compression laps for GR. 60 uncoated bars in normal weight concrete with a minimum strength of 3000 psi shall be 30 db. Use 44 db for GR. 75 compression lap.

For epoxy-coated bars or wires with cover less than 3db, or clear spacing less than 6db, multiply lap length by 1.5. For all other epoxy coated bars or wires, multiply lap length by 1.2.

For lightweight concrete multiply lap length by 1.3.

Lap Class is determined in accordance with ACI318-08 section 12.15.2, use class B U.N.O.

Category 2 Face of concrete

Clear spacing at staggered splices

Clear Spacing, X

Category 3 Face of concrete

Clear spacing at offset column bars

Offset bars from column below Bars in column above

REINFORCING LAP LENGTH SCHEDULE

#7-#11

#3-#6

B

A

B A

#7-#11

#3-#6

B

A

B

A

#7-#11

#3-#6

B

A

B

A

#7-#11

#3-#6

B

A

B

A

#7-#11

#3-#6

B

A

B

A

Top Horizontal Bars

Category

All Other Bars

Category

7 8

>=4db

Clear Spacing, X

2d b

>=2db db

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SHOP DRAWINGS:

See Project Manual - Administrative Requirements for submittal procedures.

The General Contractor shall review, check, and stamp "Approved" all shop drawings prior to submitting them to the Architect. Shop drawings which have not been stamped "Approved" by the General Contractor do not conform to the requirements of the Contract Documents and will be rejected.

The General Contractor shall provide a shop drawing submittal schedule to the Architect at least two weeks prior to submittal of the first set of shop drawings.

Shop drawing submittals and review must precede the start of fabrication.

General Contractor proceeds at their own risk without reviewed as noted shop drawings from the Architect. The maximum turn-around time for shop drawings will be two weeks (ten working days) from the date of receipt in the Architect's office to the date of return delivery. General Contractor and Architect shall increase coordination efforts when large numbers of shop drawings are invited.

Refer to the Project Manual (if available) for specific submittal procedures.

Shop drawings shall not simply be a copy of the engineer's design drawings with the contractor's title block. Electronic files from the E.O.R. can be provided to the G.C. at a negotiated fee. Fee will be based on amount of subcontractor's contract and benefit to subcontractor.

Shop drawings shall be completely prepared by the submitting entity.

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STRUCTURAL STEEL WELDING

All welding shall be in strict conformance with latest building code and AWS D1.1

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CONSTRUCTION MEANS AND METHODS

Contractor agrees that Contractor shall assume sole and complete responsibility for job site conditions during the course of the Work, including safely of all persons and property; that this requirement shall apply continuously and not be limited to normal working hours; and that Contractor shall defend, indemnify, and hold Owner and Structural Engineer harmless from any and all liability, real or alleged, in connection with the performance of the Work on this Project, excepting for liability arising from the sole negligence of Owner or Structural Engineer.

The Contract Documents represent the finished structure. They do not include the method of construction. Contractor shall provide all measures necessary to protect the structure during construction. Such measures shall include, but not be limited to:

protection of subgrade from freezing conditions, bracing, shoring for loads due to construction equipment, temporary structures, and partially completed work. Observation visits to the site by Structural Engineer shall not include inspection of the above items.

ADS Consulting Engineers shall not have control over or charge of and shall not be responsible in any way for construction means, methods, techniques, sequences, or procedures, or safety or safety precautions and programs in connection with any construction activities, since these are solely Contractor’s responsibility under the Contract.

ADS Consulting Engineers shall not be responsible for Contractor’s schedule or failures to carry out any construction activities in accordance with the Contract Documents. ADS Consulting Engineers shall not have control over or charge of actions of Contractor, Subcontractor, or any of their Agents, or employees, or any other persons performing portions of any construction activities.

The structure is stable only in its completed form. Temporary supports required for stability of the structure during all intermediate stages of construction shall be designed and provided by Contractor.

STRUCTURAL ABBREVIATION LISTING

DEFINITIONABBREVIATION

QTY.

U.N.O.

QUANTITY

UNLESS NOTED OTHERWISE

DEFINITIONABBREVIATION

L

DEFINITIONABBREVIATION DEFINITIONABBREVIATION

VERTICAL

VERTICAL EACH FACE

VERTICAL INSIDE FACE/

VERTICAL OUTSIDE FACE

TOP AND BOTTOM

TOP OF

THICK(NESS)

THICKENED

TRANSVERSE

TYPICAL

T&B T/

THK.

THK'ND.

TRANS.

TYP.

HOOK

HORIZONTAL OUTSIDE FACE

HORIZONTAL INSIDE FACE

HORIZONTAL

HIGH POINT

HEIGHT

HORIZONTAL EACH FACE

C/C

CAIS.

CANT'LR.

C.G.

C.I.P.

C.J.

C/CL.

CLG.

CLR.

C.M.U.

COL.

COMP.

CONC.

CONN.

CONSTR.

CONT.

CONTR.

COORD.

CTR.

WITH

WITHOUT

WIND LOAD

WORK POINT

WEIGHT

WELDED WIRE FABRIC

SCHEDULE

SECTION

SHEET

SIMILAR

SHORT LEG VERTICAL

SHORT LEG HORIZONTAL

SLAB ON GRADE

SPACE(S)(ING)

SPECIFICATION

SQUARE

SQUARE FEET

SQUARE INCH

STANDARD

STIFFENER

STEEL

STRUCTURAL

SYMMETRICAL

RADIUS

REFERENCE

REINFORCED

REQUIRED.

REVISION

PRECAST CONCRETE

PERIMETER

PLATE

PROJECTION

POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

POINT

POST-TENSION(ED)(ING)

POURED IN PLACE

ON CENTER

OUTSIDE FACE

OPENING

OPPOSITE

OPPOSITE HAND

NOT IN CONTRACT

NEAR SIDE

NOT TO SCALE

NUMBER

MASONRY

MATERIAL.

MAXIMUM

MECHANICAL

METAL

MEZZANINE

MANUFACTURER

MINIMUM

MISCELLANEOUS

MARK

MASONRY OPENING

LENGTH

POUND

LEVELLING PLATE

LONG

LIVE LOAD

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LONGITUDINAL

KIP

KIP FEET

KIPS PER LINEAR FOOT

KNOCKOUT

KIPS PER SQUARE FOOT

KIPS PER SQUARE INCH

JOIST

JOINT

INSIDE FACE

INCH(ES)

INTERIOR

GAGE

GALVANIZED

GENERAL

GRADE

GRATING

FOUNDATION

FINISH FLOOR

FINISH FLOOR ELEVATION

FINISH

FLOOR

FULL PENETRATION

FOOTING STEP

FOOT

FOOTING

EACH

EACH END

EACH FACE

ELEVATION

ELEVATOR

EDGE OF SLAB

EQUAL

EQUALLY SPACED

EQUIPMENT

EACH SIDE

EACH WAY

EACH WAY BOTTOM

EACH WAY TOP

EXISTING

EXPANSION

EXPANSION JOINT

EXTERIOR

DEGREE

DETAIL

DIAMETER

DIAGONAL

DIMENSION

DECK

DEAD LOAD

DOWN

DRAWING

DOWEL

CENTER TO CENTER

CAISSON

CANTILEVER

CENTER OF GRAVITY

CAST IN PLACE

CONTROL JOINT

CENTERLINE

CEILING.

CLEAR(ANCE)

CONCRETE MASONRY UNITS

COLUMN

COMPOSITE

CONCRETE

CONNECTION

CONSTRUCTION

CONTINUOUS

CONTRACTOR

COORDINATE

CENTER

BUILDING

BEAM

BOTTOM

BASE PLATE

BRIDGING

BEARING

BEARING PLATE

BASEMENT

BENT

AND

AT

ANCHOR BOLT

ADJACENT

ALTERNATE

APPROXIMATE

ARCHITECTURAL

ARCHITECT

W/ W/O W.L.

W.P.

WT.

W.W.F.

V/VERT.

V.E.F.

V.I.F.

V.O.F.

SCHED.

SECT.

SHT.

SIM.

SLV.

SLH

S.O.G.

SPA.

SPEC.

SQ.

SQ. FT.

SQ. IN.

STD.

STIFF.

STL.

STRUCT.

SYM.

R/RAD.

REF.

REINF.

REQ'D.

REV.

P.C.

PERIM.

PL.

PROJ.

PSF

PSI

PT.

P'TEN.

P.I.P.

O.C.

O.F.

OPNG.

OPP.

OPP. HAND

N.I.C.

N.S.

N.T.S.

NO./#

MAS.

MAT'L.

MAX.

MECH.

MET.

MEZZ.

MFR.

MIN.

MISC.

MK.

M.O.

L.

LB.

LEV. PL.

LG.

L.L.

LLH

LLV

LONG.

K

K. FT.

KLF

K.O.

KSF

KSI

JST.

JT.

I.F.

IN.

INT.

HK.

H.O.F.

H.I.F.

HORIZ.

H.P.

HT.

H.E.F.

GA.

GALV.

GEN.

GR.

GRTG.

EA.

E.E.

E.F./EA. FACE

EL.

ELEV.

E.O.S.

EQ.

EQ. SPA.

EQUIP.

E.S.

E.W.

E.W.B.

E.W.T.

EXIST.

EXP.

E.J./EXP. JT.

EXT.

FDN.

F.F.

F.F.E.

FIN.

FL.

F.P.

F.S.

FT.

FTG.

DEG.

DET.

DIA.

DIAG.

DIM.

DK.

D.L.

DN.

DWG.

DWL.

BLDG.

BM.

B/ OR BOT.

B. PL.

BRDG.

BRG.

BRG. PL.

BSMT.

BT.

A.B.

ADJ.

ALT.

APPROX.

ARCH.

ARCH'T.

VERIFY IN FIELD

© Copyright 2024 Paradigm Architecture sheet number:

checked by:

date:

sheet title:

revisions:

job number:

A

B

C

D

E

F

G

H

A

B

C

D

E

F

G

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

1 2 3 4 5 6 7 8 9 10 11 12 13 drawn by:

2223 Cheat Road · Suite 300 Morgantown, WV 26508 tele 304-284-5015 304-284-5014 fax

5184 Caldwell Mill Road · Suite 204351 Hoover, AL 35244 tele 205-403-2742

PARADIGM

ARCHITECTURE

/4 /2 :0 :4

P M

S001

Blackwater Falls Lodge Exterior Stair Repair/

Replacement

JDR

12.4.2024

GENERAL NOTES

BRH

1584 Blackwater Lodge Rd, Davis, WV

26260

CONSTRUCTION

DOCUMENTS

DRAWING LIST

DRAWING

NUMBER DRAWING NAME

S001 GENERAL NOTES

S100 NORTH STAIR PLAN

12-4-2024

S

DD

FF

S100

PR

EC

AS

T

ST

AI

R B

Y O

TH

ER

S

10"

CONCRETE

EXST WALL FOOTING

8' - 8"

42" CONCRETE

(3) LAYERS #4 @ 8" O.C. E.W.

3'

0"

4' - 4 1/2"

V.

I.F

8'

1/

2" 3'

0"

V.

I.F

0'

DD

FF

S100

EXST 18 WF 64#

EXST COLUMN

PR

EC

AS

T

ST

AI

R B

Y O

TH

ER

S

S100

PR

EC

AS

T

ST

AI

R B

Y O

TH

ER

S

S100

CONTINUOUS CANTILEVERV.I.F.

PR

EC

AS

T

M

FG

R

LO

C

AT

E

PE

R

5/16"

TYP. BOTH

PLATES-

LENGTH OF

CANTILEVER

EXST 18 WF 64# BEAM-

ASSUMED A7 STEEL.

CONTRACTOR TO VERIFY

WELDABILITY OF STEEL

1/2" A36 STEEL PLATES -

FULL LENGTH OF

CANTILEVER PORTION

L4X3X3/8 LLH ANGLE W/ 3/8" STIFFENER @ 24" O.C.

FULL LENGTH OF CANTILEVER BEAM

1/4"

L3X3X3/8 TO SUPPORT PRECAST

LEVEL 1

0' - 0"

LEVEL 2

13' - 0"

DF

V.I.F.

24' - 1 1/2"

V.

I.F

4'

5"

EXST 8" FOUNDATION.

DRILL AND EPOXY VERT. DOWELS INTO FNDN W/

HILTI HIT-HY 200 EPOXY W/ 5" EMBED.

PRECAST STAIRS AND HANDRAIL DESIGNED BY OTHERS

CW10

S100

42" CONCRETE FOUNDATION

EXST 18 WF 64#

V.I.F.

12' - 7" 3' - 0"

RAILING DESIGNED BY OTHERS

*ALL DIMENSIONS SHALL BE VERIFIED IN FIELD*

EXST STRUCTURE

LEVEL 2

13' - 0"

D

PRECAST LANDING BY OTHERS

S100

TYP.

EXST 18 WF 64#

PRECAST MFGR SHALL

PROVIDE CONTINUOUS

LANDING OVER BEAM

0'

3"

RAILING BY OTHERS

CW10

PRECAST STAIRS

BY OTHERS

3/4" A36 THREADED ROD DOWEL - 6" EMBED

INTO CONCRETE WALL. CONNECTION TO

PRECAST BY PRECAST ENGR.

(2) DOWELS PER PRECAST SECTION

SHIM AS REQUIRED

T/PIER = 5' - 4"

WALL REINF.

NOT SHOWN

FOR CLARITY

LEVEL 2

13' - 0"

D

EXST 18 WF 64#

EXST PIPE COLUMN

IF NOT EXST, ADD 3/8" A36

STIFFENER BOTH SIDES OF

BEAM OVER COLUMN.

1/4"

TYP. BOTH

SIDES

© Copyright 2024 Paradigm Architecture sheet number:

checked by:

date:

sheet title:

revisions:

job number:

A

B

C

D

E

F

G

H

A

B

C

D

E

F

G

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

1 2 3 4 5 6 7 8 9 10 11 12 13 drawn by:

2223 Cheat Road · Suite 300 Morgantown, WV 26508 tele 304-284-5015 304-284-5014 fax

5184 Caldwell Mill Road · Suite 204351 Hoover, AL 35244 tele 205-403-2742

PARADIGM

ARCHITECTURE

/4 /2 :0 :4

P M

S100

Blackwater Falls Lodge Exterior Stair Repair/

Replacement

JDR

12.4.2024

NORTH STAIR PLAN

BRH

1584 Blackwater Lodge Rd, Davis, WV

26260

CONSTRUCTION

DOCUMENTS

1.

2.

3.

4.

5.

6.

NOTES:

ELEVATIONS REFERENCE FINISH FLOOR. REFERENCE LEVEL = 0'-0" (LEVEL 1 )

FOUNDATION DESIGN BASED ON BEARING CAPACITY OF 4,000 PSF PER THE ORIGINAL DRAWINGS.

ALL ELEVATIONS TO EXST ELEMENTS MUST BE V.I.F.

PRECAST STAIRS AND HANDRAIL SHALL BE DESIGNED BY OTHERS. REFER TO GENERAL NOTES FOR REQUIRED LOADING.

PRECAST MANUFACTURER SHALL ACCOUNT HANDRAIL POST EMBEDS IN THEIR DESIGN.

ALL DIMENSIONS SHALL BE VERIFIED IN FIELD.

PLAN

NORTH

SCALE: 1/4" = 1'-0"

LEVEL 1 PLAN

PLAN

NORTH

SCALE: 1/4" = 1'-0"

LEVEL 2 PLAN

SCALE: 1 1/2" = 1'-0"S100

3 18 WF 64# PLATE REINFORCING DETAIL

SCALE: 1/4" = 1'-0"S100

4 NORTH STAIR SECTION

SCALE: 3/4" = 1'-0"S100

5 LEVEL 2 STAIR LANDING SUPPORT DETAIL

SCALE: 3/4" = 1'-0"S100

PRECAST LANDING TO CONCRETE WALL ATTACHMENT

DETAIL

CONCRETE WALL SCHEDULE

Type Mark WALL TYPE HORIZ. BAR VERT. BAR

CW10 10" CONCRETE #6 @ 18" O.C. #6 @ 18" O.C.

PRECAST LANDING SHALL

BEAR ON TOP OF ANGLE.

CONNECTION PER

PRECAST ENGR.

SCALE: 3/4" = 1'-0"S100

7 EXST BEAM OVER COLUMN SECTION

12-4-2024

& and angle

@ at C centerline channel ° degrees diameter or round perpendicular

P plate ± plus or minus # pound or number

ABBREVIATIONS

E. east E.C. electric contractor E.J. expansion joint E.W.C. electric water cooler EA. each ELAS. elastometric ELEC. electric (al) ELEC. CAB. electric cabinet ELEV. elevator, elevation EMER. emergency ENCL. enclose (ure) ENTR. entrance EQ. equal EQUIP. equipment ESTB. establish EXP. expansion EXSTG. existing EXT. exterior

F.B.O. furnished by others F.D. floor drain F.E. fire extinguisher F.E.C. fire extinguisher cab.

F.H.C. fire hose cabinet F.O.C. face of concrete F.O.F. face of finish F.O.S. face of studs F.S. full size F.T.F. face to face FDN. foundation FIN. finish (ed) FL. floor (ing) FLASH’G. flashing FLUOR. fluorescent FRPF. fireproof (ing) F.P.W.H. freeze proof wall hydrant FT. foot or feet FTG. footing FURN. furnish FURR. furring FUT. future F.V. field verify

JAN. janitor JT. joint

K.D. kiln dried or knock down

KIT. kitchen KO. knockout

L. left, length L.H. left hand L.L. live load L.P. low point L.R. living room L.W. lightweight LAB. laboratory LAM. laminate (d) LAV. lavatory LT. light LTG. lighting LVR. louver

M. men M.C. medicine cabinet or mechanical contractor M.H. manhole M.O. masonry opening MACH. machine MAINT. maintenance MAS. masonry MATL. material (s) MAX. maximum MBR. member MECH. mechanic (al) MED. medium MEMB. membrane MTL. metal M.T. metal threshold MEZZ. mezzanine MFR. manufacture (er) MIN. minimum MISC. miscellaneous MOD. modified MRGWB. moisture resistant gypsum wall board MTD. mounted MUL. mullion

R. riser, radius R.A. return air R.C.P. reinforced concrete pipe R.D. roof drain R.H. right hand R.O. rough opening R.O.W. right of way REBAR. reinforcing bar REC. recessed RECT. rectangular REF. reference or refrigerator REG. register REINF. reinforced REQ. required RESIL. resilient RET. return REV. revision(s), revised RFG. roofing RL. roof leader RM. room

STL. steel STOR. storage STRUC. structure (al) SURF. surface SUSP. suspended SW. switch SYM. symmetry (ical)

T&B. top and bottom T&G. tongue and groove tread T.C. top of curb T.P. top of pavement T.P.D. toilet paper dispenser T.W. top of wall TEL. telephone TEMP. tempered or temperature TERZ. terrazzo THK. thick (ness) THRES. threshold TLT. toilet T.O.S. top of steel TV. television TYP. typical

L

L

W. west, women W.C. water closet W.F. wide flange W.I. wrought iron W.W.F. welded wire fabric W/ with W/O without WD. wood WDW. window WP. waterproofing WSCT. wainscot WT. weight

YD. yard

CAB. cabinet CARP. carpet CEM. cement CER. ceramic CLG. ceiling CLO. closet CLR. clear CNTR. counter COL. column COMP. composition CONC. concrete CONF. conference CONN. connection CONSTR. construction CONT. continuous CONTR. contractor CORR. corridor CSMT. casement CTR. center CTSK. countersink

(sunk)

A.B. anchor bolt A.F.F. above finish floor A.P. access panel A.T.C. acoustical tile ceiling A/C. air conditioning ABV. above ACC. accessible ACOUS. acoustical ADD. addendum ADJ. adjacent or adjustable AGG. aggregate AL. aluminum ALT. alternate ANOD. anodize APPROX. approximate APT. apartment ARCHT. architect (ural) AUTO. automatic AVG. average

S-P. single-ply S. south S.C. solid core S.C.J. structural control joint S.D. soap dispenser or storm drain S.F. square foot S.N.D. sanitary napkin dispenser S.N.R. sanitary napkin receptacle S.S. stainless steel S.T.C. sound transmission classification S4S. surfaced 4 sides SAN. sanitary SCHED. schedule SECT. section SFTWD. softwood SHT. sheet SIM. similar SPEC. specification SQ. square SQ. FT. square foot STD. standard

B.U.R. built-up roofing BD. board BEV. beveled BITUM. bituminous BLDG. building BLK. block BLKG. blocking BM. beam or bench mark BR. bedroom BRCG. bracing BRG. bearing BSMT. basement BTW. between

C.B. catch basin C.H. ceiling height C.I. cast iron C.J. control joint or construction joint C.M.T. ceramic mosaic tile C.M.U. concrete masonry unit C.T. ceramic tile C. to C. center to center

D. diameter D.F. drinking fountain D.H. double hung D.L. dead load DBL. double DEM. demolish, demolition DEPT. department DIAG. diagonal, diagram DIFF. diffuser DIM. dimension DISP. dispenser DMT. demountable DN. down DO. door opening DR. door DS. downspout DTL. detail DWG. drawing DWR. drawer

G.B. grab bar G.C. general contractor G.S.F. gross square feet GA. gage, gauge GALV. galvanized GL. glass, glazing GR. grade GWB gypsum wall board

H.B. hose bibb H.C. hollow core H.M. hollow metal H.P. horsepower HDW. hardware HDWD. hardwood HORIZ. horizontal HT. height HVAC. heating/ventilating/air conditioning HWY. highway

N. north N.I.C. not in contract N.T.S. not to scale NO. or # number NOM. nominal

O. to O. out to out O.C. on center (s) O.D. outside diameter OFCI owner furnish, contractor install OFF. office O.H. opposite hand OPN’G. opening OPP. opposite OUT. culvert OZ. ounce

Q.T. quarry tile

U.C. undercounter U.O.N. unless otherwise noted UNFIN. unfinished UTIL. utility

V.B. vinyl base V.C.T. vinyl composition tile V.I.F. verify in field V.F. vinyl fabric V.T. vinyl tile V.W.F. vinyl wall fabric VENT. ventilating VERT. vertical VEST. vestibule VLY. valley VOL. volume

PLYWOOD

MATERIAL DESIGNATIONS

FINISHED WOOD

WOOD FRAMING

WOOD BLOCKING

BATT INSULATION

RIGID INSULATION

EARTH

GRAVEL

CONCRETE

PLASTER, SAND, GROUT, GWB

BRICK

CMU

DOOR NUMBER WINDOW TYPE

SYMBOL-REVISIONS

REVISED AREA

REVISION NUMBER

? DIMENSION TYPES

5'-0"

R 3' -0"

SYMBOL-FINISHED FLOOR ELEVATION

ROOM IDENTIFICATION

ROOM NUMBER

SYMBOL-DETAIL CALLOUT

REFER TO THIS

DRAWING ID

EXTERIOR

ELEVATION

INTERIOR

ELEVATION

REFER TO THIS

DRAWING ID

SYMBOL-BUILDING SECTION / WALL SECTION

REFER TO

DRAWING ID

A8.01

1B

7B 3B

5B

COLUMN

CENTER LINE

COLUMN GRID

NUMBER

A5.02

1H

A8.00 3D

INTERIOR

ELEVATION

SYMBOL-EXTERIOR ELEVATION / INTERIOR ELEVATION

SYMBOL-ROOM TAG

ROOM AREA

SYMBOL-COLUMN GRID

SYMBOL-WALL / DOOR / WINDOW

WALL TYPE

SYMBOL-SPOT ELEVATION

SYMBOL-VIEW LABEL

SYMBOL-PROPERTY LINE TAG

SYMBOL-FIXTURE / FURNITURE / EQUIPMENT

TAG

SYMBOL-STAIR TAG

SYMBOL-CEILING TAG

CENTER LINE

LINEAR

DIMENSION

TYPE

ANGULAR

DIMENSION TYPE

RADIAL

DIMENSION TYPE

METAL

A1.01

SIM.

Name Elevation

1H View Name 1/8" = 1' - 0"

20R @ 7"

9' - 0" A.F.F.

N 90 00' 00" E Distance

A A.1

A1.01

SIM.

A1.01

SIM.

GENERAL NOTES:

1. UNLESS NOTED OTHERWISE, DIMENSIONS ARE TAKEN FROM FACE OF MASONRY AND

CONCRETE WALLS AND FACE OF EXISTING WALLS.

2. NEW WORK EXTENDING EXISTING CONDITIONS SHALL ALIGN WITH AND MATCH

EXISTING WORK EXCEPT WHERE OTHERWISE DIMENSIONED OR DETAILED.

3. THE CONTRACTOR WHOSE WORK REQUIRES THE CUTTING OF EXISTING

CONSTRUCTION AND FINISHES SHALL BE RESPONSIBLE FOR THE REPAIR OF SUCH

CONSTRUCTION AND FINISHES. THE REPAIR SHALL BE PERFORMED BY TRADES PEOPLE

WHO ARE BY TRAINING AND EXPERIENCE QUALIFIED TO MAKE SUCH REPAIRS.

4. ALL PENETRATIONS THROUGH FLOOR SLABS AND WALLS, SUCH AS PIPING,

CONDUITS, DUCTS, PNEUMATIC TUBES, ETC., SHALL BE PACKED AND SEALED OFF WITH

FIRE RATED MATERIAL (WHERE APPLICABLE) AND SEALED AGAINST WATER

PENETRATION.

5. SHOULD THE CONTRACTOR ENCOUNTER ANY MATERIAL IDENTIFIED AS ASBESTOS,

OR SUSPECTED OF CONTAINING ASBESTOS FIBERS, HE SHALL IMMEDIATELY REPORT

TO OWNER FOR INSTRUCTIONS.

6. ALL ELECTRICAL, MECHANICAL, & PLUMBING WORK IS TO BE PERFORMED BY A

LICENSED CONTRACTOR IN SAID FIELD.

RA

DE

CTI E TET RS

ER

C G I

H

FO

ATS

ET GINI

VIR

TSWE

PAUL A.

2626NO.

WALKER A

© Copyright 2024 Paradigm Architecture sheet number:

checked by:

date:

sheet title:

revisions:

job number:

A

B

C

D

E

F

G

H

A

B

C

D

E

F

G

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

1 2 3 4 5 6 7 8 9 10 11 12 13 drawn by:

2223 Cheat Road · Suite 300 Morgantown, WV 26508 tele 304-284-5015 304-284-5014 fax

5184 Caldwell Mill Road · Suite 204351 Hoover, AL 35244 tele 205-403-2742

PARADIGM

ARCHITECTURE

/2 /2

:3

:2

P M

A0.00

Blackwater Falls Lodge

Exterior Stair Repair/

Replacement

PAW

12.4.2024

Abbreviations, General Notes, Details

AEW

1584 Blackwater Lodge Rd, Davis, WV

26260

CONSTRUCTION

DOCUMENTS

1" = 1'-0" 3A Abbreviations

A

REF.

UP

UP

UP

UP UP

7 7.5 9 10

12 13

14 15 16

A A

B B

C C

E

F F

6.5 8

D

5' - 9"

A2.00 10H

A2.01

10HSOUTH STAIR AREA OF WORK NORTH STAIR AREA OF WORK

RA

DE

CTI E TET RS

ER

C G I

H

FO

ATS

ET GINI

VIR

TSWE

PAUL A.

2626NO.

WALKER A

© Copyright 2024 Paradigm Architecture sheet number:

checked by:

date:

sheet title:

revisions:

job number:

A

B

C

D

E

F

G

H

A

B

C

D

E

F

G

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

1 2 3 4 5 6 7 8 9 10 11 12 13 drawn by:

2223 Cheat Road · Suite 300 Morgantown, WV 26508 tele 304-284-5015 304-284-5014 fax

5184 Caldwell Mill Road · Suite 204351 Hoover, AL 35244 tele 205-403-2742

PARADIGM

ARCHITECTURE

/2 /2

:3

:2

P M

A1.00

Blackwater Falls Lodge

Exterior Stair Repair/

Replacement

PAW

12.4.2024

Area of Work Plan

AEW

1584 Blackwater Lodge Rd, Davis, WV

26260

CONSTRUCTION

DOCUMENTS

3/32" = 1'-0" 1H Area of Work Plan

N

PLAN

NORTH

UPDN

UPDN

E

F

A2.00 1H

4' - 11"

4'

" 4' - 7" 5' - 5"

SOUTH STAIR (POOL)

CLEAR

4' - 4"

T

1" E

A

4'

1.

2.

3.

4.

DEMOLITION:

COMPLETELY REMOVE PAINT, RUST, & LIME/CALCIUM

DEPOSITS TO A SOUND SUBSTRATE ON STAIR STRINGERS,

RISERS, RAILS, SUPPORT COLUMNS & BASE PLATES, ALL

SIDES.

METHOD FOR PAINT REMOVAL TO BE MECHANICAL (NOT

CHEMICAL) PER CONTRACTOR's CHOICE.

STAIR TREAD SURFACE COATING IS NOT TO BE DAMAGED

OR IT SHALL BE COMPLETELY & PROPERLY REMOVED, RE-

APPLIED, & WARRANTED AT CONTRACTOR'S EXPENSE.

WORK SHALL BE SCHEDULED TO MINIMIZE IMPACT ON

LODGE OPERATIONS.

E

F

A2.00 1H

4'

SOUTH STAIR (POOL)

9' - 7 1/2" 3"

7'

1/

2"

4' - 10"

CLEAR

4' - 4"

CLEAR

4' - 4"

1.

2.

3.

4.

DEMOLITION:

COMPLETELY REMOVE PAINT, RUST, & LIME/CALCIUM

DEPOSITS TO A SOUND SUBSTRATE ON STAIR STRINGERS,

RISERS, RAILS, SUPPORT COLUMNS & BASE PLATES, ALL

SIDES.

METHOD FOR PAINT REMOVAL TO BE MECHANICAL (NOT

CHEMICAL) PER CONTRACTOR's CHOICE.

STAIR TREAD SURFACE COATING IS NOT TO BE DAMAGED

OR IT SHALL BE COMPLETELY & PROPERLY REMOVED, RE-

APPLIED, & WARRANTED AT CONTRACTOR'S EXPENSE.

WORK SHALL BE SCHEDULED TO MINIMIZE IMPACT ON

LODGE OPERATIONS.

Level 1 0"

Roof 21' - 2 3/4"

Level 2 13' - 0"

E FD

7' - 3 1/2" 11T @ 11" EA = 10' - 1" 4' - 10"

4' - 11"

SOUTH STAIR (POOL)

R

-1 /2

" E A

6'

6"

R

-1 /2

" E A

6'

6"

1.

2.

3.

4.

5.

NEW WORK:

PRIME & PAINT ALL PREPARED METAL SURFACES

INCLUDING HAND & GUARDRAILS, STAIR STRINGERS &

RISERS, SUPPORT POSTS, BRACING, & ANCHOR PLATES.

APPLY PRIMER APPROPRIATELY FORMULATED FOR

SUBSTRATE.

APPLY MINIMUM TWO (2) COATS OF SEMI-GLOSS

EXTERIOR PAINT TO MATCH EXISTING LODGE.

PROTECT SURROUNDING HORIZ. & VERT. SURFACES

FROM PAINT SPLATTER.

WORK SHALL BE PLANNED TO MINIMIZE IMPACT ON

LODGE OPERATIONS.

1.

2.

3.

4.

DEMOLITION:

COMPLETELY REMOVE PAINT, RUST, & LIME/CALCIUM

DEPOSITS TO A SOUND SUBSTRATE ON STAIR STRINGERS,

RISERS, RAILS, SUPPORT COLUMNS & BASE PLATES, ALL

SIDES.

METHOD FOR PAINT REMOVAL TO BE MECHANICAL (NOT

CHEMICAL) PER CONTRACTOR's CHOICE.

STAIR TREAD SURFACE COATING IS NOT TO BE DAMAGED

OR IT SHALL BE COMPLETELY & PROPERLY REMOVED, RE-

APPLIED, & WARRANTED AT CONTRACTOR'S EXPENSE.

WORK SHALL BE SCHEDULED TO MINIMIZE IMPACT ON

LODGE OPERATIONS.

E

F

A2.00 1H

4' - 11"

4'

" 4' - 7" 5' - 5"

SOUTH STAIR (POOL)

CLEAR

4' - 4"

T

1" E

A

4'

1.

2.

3.

4.

5.

NEW WORK:

PRIME & PAINT ALL PREPARED METAL SURFACES

INCLUDING HAND & GUARDRAILS, STAIR STRINGERS &

RISERS, SUPPORT POSTS, BRACING, & ANCHOR PLATES.

APPLY PRIMER APPROPRIATELY FORMULATED FOR

SUBSTRATE.

APPLY MINIMUM TWO (2) COATS OF SEMI-GLOSS

EXTERIOR PAINT TO MATCH EXISTING LODGE.

PROTECT SURROUNDING HORIZ. & VERT. SURFACES

FROM PAINT SPLATTER.

WORK SHALL BE PLANNED TO MINIMIZE IMPACT ON

LODGE OPERATIONS.

E

F

A2.00 1H

4'

SOUTH STAIR (POOL)

9' - 7 1/2" 3"

7'

1/

2"

4' - 10"

CLEAR

4' - 4"

CLEAR

4' - 4"

1.

2.

3.

4.

5.

NEW WORK:

PRIME & PAINT ALL PREPARED METAL SURFACES

INCLUDING HAND & GUARDRAILS, STAIR STRINGERS &

RISERS, SUPPORT POSTS, BRACING, & ANCHOR PLATES.

APPLY PRIMER APPROPRIATELY FORMULATED FOR

SUBSTRATE.

APPLY MINIMUM TWO (2) COATS OF SEMI-GLOSS

EXTERIOR PAINT TO MATCH EXISTING LODGE.

PROTECT SURROUNDING HORIZ. & VERT. SURFACES

FROM PAINT SPLATTER.

WORK SHALL BE PLANNED TO MINIMIZE IMPACT ON

LODGE OPERATIONS.

1/4" = 1'-0" 1H South End Stair 1

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2626NO.

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© Copyright 2024 Paradigm Architecture sheet number:

checked by:

date:

sheet title:

revisions:

job number:

A

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A

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

1 2 3 4 5 6 7 8 9 10 11 12 13 drawn by:

2223 Cheat Road · Suite 300 Morgantown, WV 26508 tele 304-284-5015 304-284-5014 fax

5184 Caldwell Mill Road · Suite 204351 Hoover, AL 35244 tele 205-403-2742

PARADIGM

ARCHITECTURE

/2 /2

:3

:2

P M

A2.00

Blackwater Falls Lodge

Exterior Stair Repair/

Replacement

PAW

12.4.2024

South Stair

AEW

1584 Blackwater Lodge Rd, Davis, WV

26260

CONSTRUCTION

DOCUMENTS

N

PLAN

NORTH 1/4" = 1'-0"

10H Demo-Enlarged South Stair - Level 1 1/4" = 1'-0"

7H Demo-Enlarged South Stair - Level 2

1/4" = 1'-0" 10D Enlarged South Stair - Level 1

1/4" = 1'-0" 7D Enlarged South Stair - Level 2

UP

R

EF

DN

UP

UP

R

EF

DN

DN

F

D

A2.011H

NORTH END STAIR (KITCHEN)

1/

2" 1'

6"

/8

4' - 3" 3" 4' - 3"

5' - 0" 3' - 5"

1/ 4"

4"

REMOVE EXISTING

CONC. SLAB,

EXCAVATE FOR

NEW SLAB

8' - 9"

EXISTING WATER

LINE

EXISTING LP PIPING: TERMINATE

w/ NEW VALVE WHERE IT

EMERGES FROM UNDERGROUND;

DISPOSE OF UNUSED PIPE

REMOVE EXISTING UNUSED PIPE

STUBS; FILL HOLES w/ GROUT

EXISTING HOSE

BIBS TO REMAIN

SALVAGE EXISTING STONE

MASONRY VENEER FOR RE-

USE ON NEW WALL

REMOVE EXISTING SUPPORT

POSTS & EXCAVATE DOWN

TO EXISTING FOOTING FOR

NEW WALL

SALVAGE EXISTING STONE

MASONRY VENEER FOR

RE-USE ON NEW WALL

REMOVE EXISTING TUBE

STEEL SUPPORT POSTS &

ANCHOR PLATE; FLUSH-

CUT OR REMOVE ANCHOR

BOLTS & SEAL

REMOVE EXISTING STEEL

& PRECAST STAIR

ASSEMBLY & RAIL

F

D

A2.011H

NORTH END STAIR (KITCHEN)

3'

2" 3'

4"

3'

6'

1/

2"

9'

1/

4" 5'

7"

4' - 8"

REMOVE EXISTING STEEL

& PRECAST STAIR

ASSEMBLY & RAIL

EXISTING WALL SCONCE TO

REMAIN

EXISTING SURFACE-

MOUNTED CONDUITS TO

REMAIN

Level 1 0"

Roof 21' - 2 3/4"

Level 2 13' - 0"

EF D

NORTH END STAIR (KITCHEN)

EXISTING LP PIPING:

TERMINATE w/ NEW VALVE

WHERE IT EMERGES

FROM UNDERGROUND;

DISPOSE OF UNUSED PIPE

EXISTING

HOSE BIBS

TO REMAIN

REMOVE EXISTING

UNUSED PIPE STUBS;

FILL HOLES w/ GROUT

EXISTING MECH.

VENTS

FI

EL

D V

ER

IF

Y

TO

TA

L

ST

AI

R R

IS

E

EXISTING WALL

SCONCE TO

REMAIN, TYP (4).

EXISTING MECH.

LOUVER

EXISTING MECH. VENT

EXISTING ELECTRICAL

CONDUITS, TYP.

EXISTING ROOF

CANOPY, TYP.

REMOVE EXISTING

BOTTOM

CONCRETE SLAB

EXISTING CONCRETE

PAVEMENT

SALVAGE EXISTING STONE

MASONRY VENEER FOR

RE-USE ON NEW WALL

REMOVE EXISTING STEEL &

PRECAST STAIR ASSEMBLY,

RAILS & SUPPORT POSTS;

COORDINATE WORK w/ NEW

CONSTRUCTION TO

MINIMIZE DISRUPTION TO

LODGE OPERATIONS.

BEFORE BEGINNING ANY

OTHER WORK:

REMOVE EXISTING SOFFIT

ENCLOSURE TO INSPECT

EXISTING STEEL BEAM;

NOTIFY A/E IMMEDIATELY

OF ANY ABNORMALITIES.

Level 1 0"

Roof 21' - 2 3/4"

Level 2 13' - 0"

F D

NORTH END STAIR (KITCHEN)

EXISTING

HOSE BIBS

EXISTING MECH.

VENTS

EXISTING WALL

SCONCE TO

REMAIN, TYP (4).

EXISTING MECH.

LOUVER

EXISTING MECH. VENT

EXISTING ELECTRICAL

CONDUITS, TYP. EXISTING ROOF

CANOPY, TYP.

NEW BOTTOM

CONCRETE SLAB - SEE

STRUCT. DWGS

EXISTING CONCRETE

PAVEMENT

R

-1

1/

R

-1 1/

5' - 9 1/2" 11T @ 11" EA = 10' - 1" 11"

5' - 9 1/2" 11T @ 11" EA = 10' - 1" 10' - 2 1/2"

NEW MASONRY/CONCRETE

WALL WRAPPED w/ SALVAGED

MASONRY STONE VENEER

5H

A6.00

Typ

A6.00 7H

Typ

A6.00 10E

Typ

A6.00 10H

Typ

1B

A6.00

A6.00 4B

TOUCH UP PAINT ON

SIDING FROM

HANDRAIL/STAIR

REMOVAL, TYP.

PROVIDE MINOR SIDING

REPAIRS AS REQ'd.

F

D

4' - 3"

T

1" E

A

5'

1/

2"

CLEAR

3' - 7 1/2"

3"3"

BUILD NEW CMU SUPPORT

WALL w/ STONE VENEER TO

MATCH EXISTING

NEW CONC. SLAB

FOOTING: 54"x36"x12" -

SEE STRUCT. DWGS

A2.011D

1H

A6.00

3'

0"

4' - 6"

F

D

4' - 3"

4' - 4" 4' - 4"

T

1" E

A

5'

1/

2"

/2

T

1" E

A

5'

1/

2"

4' - 3"

CLEAR

3' - 11 1/4"

CLEAR

3' - 7 1/2"

3"

3"

9"

TRIM EXISTING STEEL

BEAM AS REQ'd; PAINT

CUT STEEL

A2.011D

1B

A6.00

1D

A6.00

1D

A6.00

SIM.

RA

DE

CTI E TET RS

ER

C G I

H

FO

ATS

ET GINI

VIR

TSWE

PAUL A.

2626NO.

WALKER A

© Copyright 2024 Paradigm Architecture sheet number:

checked by:

date:

sheet title:

revisions:

job number:

A

B

C

D

E

F

G

H

A

B

C

D

E

F

G

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

1 2 3 4 5 6 7 8 9 10 11 12 13 drawn by:

2223 Cheat Road · Suite 300 Morgantown, WV 26508 tele 304-284-5015 304-284-5014 fax

5184 Caldwell Mill Road · Suite 204351 Hoover, AL 35244 tele 205-403-2742

PARADIGM

ARCHITECTURE

/2 /2

:3

:2

P M

A2.01

Blackwater Falls Lodge

Exterior Stair Repair/

Replacement

PAW

12.4.2024

North Stair

AEW

1584 Blackwater Lodge Rd, Davis, WV

26260

CONSTRUCTION

DOCUMENTS

N

PLAN

NORTH 1/4" = 1'-0"

10H Demo-Enlarged North Stair - Level 1 1/4" = 1'-0"

7H Demo-Enlarged North Stair - Level 2 1/4" = 1'-0"

1H Demo-North End Stair 1

1/4" = 1'-0" 1D North End Stair 1

1/4" = 1'-0" 10D Enlarged New North Stair - Level 1

1/4" = 1'-0" 7D Enlarged New North Stair - Level 2

5 1/2" 5 1/2"

11"

#3 HAIRPIN 1'-6" LG

SLEEVE

PLANSECTION

STAIR WIDTH

3"

1/

2"

1/ 2"

SLEEVE

#3 HAIRPIN 1'-6" LG

MIN.

3"

1-1/2" GALV. IPS STEEL

GUARDRAIL, PAINTED

PREFORMED,

SLEEVED, OR CORE

DRILLED POST HOLE

FILL WITH NON-

SHRINK…