ESBD_383359_1732633727962_Exhibit P 60% Construction Documents.pdf
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- Solicitation number
- 808-25-250510
- Issued by
- El Paso County, El Paso City, Texas
About this file
This is a 60% Construction Document set for structural and architectural repairs at the Visitor Center of the Magoffin Home State Historic Site in El Paso, Texas, prepared by JQ Infrastructure LLC for the Texas Historical Commission. The project involves structural and architectural repairs to the interior and exterior envelope of the building located at 1117 Magoffin Avenue, including repair of cracked masonry walls, reconstruction of stone walls, installation of helical reinforcement bars, sealant replacement, and restoration of various architectural elements. The documents are dated November 19, 2024 and are marked as interim review documents not intended for bidding, permitting or construction purposes.
The drawing set includes detailed plans, elevations, sections and specifications covering demolition, structural repairs, and architectural restoration work. Key elements include foundation repairs, wall reinforcement, floor framing modifications, and interior finish restorations. The project requires special inspections for concrete and masonry construction per IBC 2021 requirements. The documents specify material requirements including concrete strength of 3000 psi for foundations, masonry reinforcement details, and requirements for salvaging and reinstalling various architectural elements like toilet partitions, vanities, tile work and other finishes.
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SHEET INDEX
GENERAL:
C100 COVER SHEET
SP100 SITE PLAN
STRUCTURAL:
SD100 STRUCTURAL DEMOLITION PLAN
S100 STRUCTURAL NOTES
S101 SPECIAL INSPECTIONS, ABBREVIATIONS & SYMBOLS LEGEND
S200 BASEMENT AND CRAWL SPACE FOUNDATION PLAN
S201 FIRST FLOOR FRAMING PLAN
S202 SECOND FLOOR AND ATTIC FRAMING PLAN
S300 BUILDING ELEVATIONS
S400 STRUCTURAL DETAILS
S500 PHOTOGRAPHS
ARCHITECTURAL:
AD101 FIRST FLOOR DEMOLITION PLAN
A101 FIRST FLOOR PLAN
A102 SECOND FLOOR PLAN
A151 FIRST FLOOR REFLECTED CEILING PLAN
A152 SECOND FLOOR REFLECTED CEILING PLAN
A401 INTERIOR ELEVATIONS
A411 ENLARGED BATHROOM PLANS AND ELEVATIONS
(NOT INTENDED FOR BIDDING,
PERMIT OR CONSTRUCTION
PURPOSES)
REVIEW
INTERIM
DOCUMENTS
DATE:
JQ
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Sheet Title:
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In fr a s tr u c tu re
11/19/2024
STEPHEN H. LUCY
TEXAS REGISTRATION No:62420
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11/19/2024
COVER SHEET
3240186
C100
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TEXAS HISTORICAL COMMISSSION - MAGOFFIN HOME STATE HISTORIC SITE
VISITOR CENTER - STRUCTURAL & ARCHITECTURAL REPAIRS
OWNER
Texas Historical Commission 1700 North Congress Street Austin, TX 78701
1117 MAGOFFIN AVENUE, EL PASO, TEXAS 79901
STRUCTURAL ENGINEER
JQ Infrastructure, LLC 100 Glass Street, Suite 201 Dallas,TX 75207
(p) 972.392.7340
ARCHITECT
Treanor 2554 Elm Street, Suite 200 Dallas, TX 75226 214.310.1018
OWNER
AREA MAP
PROJECT LOCATION PROJECT LOCATION
AERIAL VIEW
GENERAL INFORMATION
APPLICABLE CODES:
1. INTERNATIONAL EXISTING BUILDING CODE (IEBC 2021)
SCOPE OF WORK
STRUCTURAL AND ARCHITECTURAL REPAIRS TO INTERIOR AND EXTERIOR ENVELOPE.
R e v is io n s
R e v
D e s c ri p ti o n
D a te
ALLOWABLE LIMIT OF
CONTRACTOR LAY
DOWN AREA
TEMPORARY FENCING
ONLY REQUIRED AROUND
AREA REQUIRED BY
CONTRACTOR
2.3
1.3
.35
3.0
(NOT INTENDED FOR BIDDING,
PERMIT OR CONSTRUCTION
PURPOSES)
REVIEW
INTERIM
DOCUMENTS
DATE:
JQ
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Date:
Project No.:
Sheet Title:
Drawing No.:
sh ap in g th e bu ilt e nv iro nm en t
In fr a s tr u c tu re
11/19/2024
STEPHEN H. LUCY
TEXAS REGISTRATION No:62420
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11/19/2024
SITE PLAN
3240186
SP100
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SCALE: 1" = 10'-0"
1 SITE PLAN
NOTE:
CAP ANY IRRIGATION PIPING CUT
OR DAMGED BY THIS WORK
plan north true north
R e v is io n s
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D
TAPERED BLOCKING TO
PROVIDE FULL BEARING
2-2x6 TOP PLATE - TYP.
2x6 @ 16" O.C. SHORING -
TYP.
2-2x6 SILL PLATE - TYP.
2x12 SILL PLATE
NOTE: CONNECT
SHORING TO EXISTING
FRAMING TO PREVENT
DISPLACEMENT
PROVIDE BLOCKING
BETWEEN STUDS AT
MIDHEIGHT
FIRST FLOOR
SECOND FLOOR
T O
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1/2" MIN. PLYWOOD W/
WATER RESISTANT
MEMBRANE
SD100
TYP.
EXIST. SHORING
TO BE RELOCATED
TO ALIGN
EXIST. SHORING
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(NOT INTENDED FOR BIDDING,
PERMIT OR CONSTRUCTION
PURPOSES)
REVIEW
INTERIM
DOCUMENTS
DATE:
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Date:
Project No.:
Sheet Title:
Drawing No.:
sh ap in g th e bu ilt e nv iro nm en t
In fr a s tr u c tu re
11/19/2024
STEPHEN H. LUCY
TEXAS REGISTRATION No:62420
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11/19/2024
STRUCTURAL
DEMOLITION PLAN
3240186
SD100
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SCALE: 1/2" = 1'-0"
2 TYPICAL SHORING SECTION
SCALE: 1/4" = 1'-0"
1 FIRST FLOOR DEMOLITION PLAN
plan north true north
R e v is io n s
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D
COORDINATION
A. The contractor shall compare the architectural, structural, mechanical, electrical, plumbing, and other series drawings and report any discrepancies between each set of drawings and within each set of drawings prior to fabrication and installation of any structural members.
B. All sleeves, inserts and openings, including frames and/or sleeves shall be provided for passage, provision and/or incorporation of the work of the contract, including but not limited to mechanical, electrical and plumbing work.
This work shall include the coordination of sizes, alignment, dimensions, position, locations, elevations and grades as required to serve the intended purpose. Openings not indicated on the structural drawings, but required as noted above, shall be submitted to the engineer for review.
D. Compatibility of the structure and provisions for building equipment supported on or from structural components shall be verified as to size, dimensions, clearances, accessibility, weights and reaction with the equipment for which the structure has been designed prior to submission of shop drawings and data for each piece of equipment and for structural components. Differences shall be noted on the submittals.
E. Shop drawings shall be prepared for all structural items and submitted for review by the engineer. All items deviating from the structural drawings or from previously submitted shop drawings shall be clouded.
F. The details designated as "typical details" apply generally to the structural drawings in all areas where conditions are similar to those described in the details.
G. All dimensions and conditions of existing construction shall be verified at the job site prior to the preparation of shop drawings. Differences between existing construction and that shown on the structural drawings shall be referred to the architect. Differences shall also be clouded on the shop drawings.
H. All structural elements of the project have been designed by the 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 and the structure is completely tied together. Temporary supports shall not result in the overstress or damage of the elements to be braced nor any elements used as brace supports.
I. The contract structural drawings and specifications represent the finished structure, and except where specifically shown, do not indicate the means or methods of construction. The contractor and their sub-contractors shall supervise and direct the work and shall be solely responsible for all construction means, methods, procedures, techniques, sequences and safety measures including, but not limited to, adherences to all osha guidelines. The engineer shall not have control 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 omissions of the contractor, subcontractors, or any other person performing any of the work, or for the failure of any of these persons to carry out the work in accordance with the structural contract documents.
J. Where conflict exists among the various parts of the contract documents,drawings, general notes, and specifications, the strictest requirements, as indicated by the engineer, shall govern.
K. Periodic site observation by field representatives of JQ is solely for the purpose of determining if the work is proceeding in accordance with the structural contract documents. This limited site observation is not intended to be a check of the quality or quantity of the work, but rather a periodic check in an effort to inform the owner against defects and deficiencies in the work of the contractor.
CODES & REFERENCED REPORTS
A. The General Building Code used as the basis for the structural design is as follows:
1. International Building Code, 2021 Edition
2. International Existing Building Code, 2021 Edition
B. Structural Concrete: Building Code Requirements for Reinforced Concrete, American Concrete Institute, ACI 318, as referenced by the General Building Code.
C. Brick Masonry: Recommended Practice for Engineered Brick Masonry, Brick Institute of America, as referenced by the General Building Code.
D. Wood Framing: National Design Specifications for Wood Construction with Supplement, National Forest and Paper Products Association, as referenced by the General Building Code.
E. Structural Plywood: Plywood Design Specification, American Plywood Association, as referenced by the General Building Code.
F. Geotechnical Report: Foundation elements have been designed in accordance with information provided in the following geotechnical report:
Geotechnical engineer: CQC Testing and Engineering, LLC Report Number: AGCQC20-038 Date: 11-Dec-20
DESIGN LOADS
A. Dead Loads include the self-weight of the structural elements and the following superimposed loads:
1. Ceiling and Mechanical 5 psf
2. Roofing and rigid insulation 8 psf
B. Live Loads
OCCUPANCY OR USE UNIFORM CONCENTRATED
(psf) (lbs.)
1. Partitions at areas with Live Load of 80 psf or less
15 N/A
2. Office 50 2000
3. Public 100 2000
4. Roof 20 N/A
C. Live Load Reduction
1. Live loads have been reduced on any member supporting more than 150 square feet, including flat slabs, except for floors in places of public assembly and for live loads greater than 100 pounds per square foot in accordance with the following formula:
a. r(A-150) >= R >= 23.1(1+D/L)
Where R = Reduction in percent.
r = Rate of reduction equal to .08 percent for floors.
A = Area of floor supported by the member.
D = Total dead load supported by the member.
L = Total unreduced live load supported by the member.
b. The reduction, R, shall not exceed 40 percent for members supporting one level only, 60 percent for other members, or R as calculated in the following formula:
2. Live loads exceeding 100 pounds per square foot have not been reduced, except columns supporting 2 or more stories, live loads have been reduced 20 percent.
3. Roof live load has been reduced using the formula 20 x R1 x R2 according to the General Building Code.
D. Snow loads
1. Ground snow load, Pg 5 psf
E. Wind loads
1. Wind lateral load on structural frame is based on ASCE 7-16 using the following:
a. Ultimate Design Wind Speed Vult 115 mph
b. Nominal Design Wind Speed Vasd 89 mph
c. Exposure C
d. Internal Pressure Coefficient, Gcpi +/-0.18
e. Risk Category II
SUBMITTALS
A. Shop drawings shall be prepared for all structural items and submitted for review by the Engineer. All items deviating from the Structural Drawings or from previously submitted shop drawings shall be clouded.
B. Contractor shall review shop drawings for compliance with the Structural Drawings and shall certify that they have done so by a stamp noting that the drawings have been "Approved" and which bears the signature (or initials) of an authorized representative of the Contractor and the date. Submittals which do not reflect the Contractor's approval, signature and date will be returned without review.
C. Contractor shall be responsible for delays caused by rejection of inadequate shop drawings.
D. Where review and return of shop drawings is required or requested, the Engineer will review each submittal and, where possible, return within two
(2) weeks of receipt.
E. Corrections or comments on shop drawings or manufacturer's data sheets do not relieve the Contractor from compliance with requirements of the plans and specifications. Engineer's review is for general conformance with the requirements of the Structural Drawings. Contractor is responsible for confirming and correcting all quantities and dimensions, selecting fabrication processes and techniques of construction, and coordinating the work with that of all other contractors.
F. Refer to individual sections for specific submittal requirements.
EXCAVATION PROTECTION
A. Temporary retention or alternative protective systems shall be designed to resist the soil pressures stipulated in the referenced geotechnical report. In addition, the design shall consider surcharges created by construction equipment, excavation spoil, and other surface encumbrances.
B. Contractor shall comply with all Occupational Safety and Health Administration standards and all other regulatory agency standards regarding excavation safety.
CONTROLLED BACKFILL PLACED AGAINST PERIMETER WALLS
A. On site materials can be used as backfill.
B. Fill shall be placed in lifts not to exceed 8".
C. Fill shall be compacted to a minimum of 95 percent of the maximum dry density at a moisture content within plus or minus 2 percentage points of optimal moisture as determined by ASTM D698.
D. Compaction and moisture content of controlled backfill shall be verified by an independent testing laboratory.
E. Backfill material shall not be placed against foundation walls until all framing at the first floor has been connected to the walls.
F. Compaction and moisture content of subgrade and each lift of structural fill shall be inspected and approved by a qualified engineering technician, supervised by a Geotechnical Engineer.
CONCRETE FOOTINGS
A. Concrete footing design is based on an allowable net bearing capacity of 500 psf in accordance with the referenced geotechnical report.
B. Bearing stratum shown on the footing details is natural subsoil.
C. Footings not specifically located on the plan shall be located on centerline of walls.
D. Footing excavations shall be to neat lines and shall be free of loose or wet materials.
E. Footing reinforcing and concrete shall be placed immediately after excavations are complete; in no case shall a footing be excavated that cannot be placed by the end of the workday.
F. All footings shall be inspected by a qualified geotechnical inspector in order to ensure that the proposed bearing material has been reached in accordance with the recommendations given in the referenced geotechnical report and that the footing has been constructed to specified size, with detailed reinforcing, and to specified tolerances.
CAST-IN-PLACE CONCRETE
A. CONCRETE MIX USAGE SCHEDULE:
All concrete shall conform to the requirements as specified in the table below, unless noted otherwise on the Structural Drawings:
Use Strength psiAgg.
Type
Agg.
Size
Max w/c
Exposure Class
Footings, Elevator Pit Walls 3000 NWT 1" ----- F0
1. "NWT" refers to normal concrete having air dry unit weight of approximately 145 PCF (ASCE C33 aggregate)
2. The w/c ratio shall be selected by the concrete provider to meet the strength requirements and shall not exceed w/c ratio = 0.55. Where the maximum w/c ratio is indicated in the table above, it shall not be exceeded.
3. "Strength" is required compressive cylinder strength at an age of 28 days.
4. Concrete slump shall be selected by concrete provider to meet strength requirements and workability required for the concrete placement. Slump shall not exceed 9" for any mix and meet the requirements of the ACI.
B. A maximum of 20% of the cementitious materials used in mix designs may be replaced with class C or F fly ash.
C. Horizontal construction joints in concrete placements shall be permitted only where indicated on the Structural Drawings. All vertical construction joints shall be made in the center of spans in accordance with the typical details.
Contractor shall submit proposed locations for construction joints not shown on the Structural Drawings for review by the Architect and Engineer. Additional construction joints may require additional reinforcing as specified by the Engineer which shall be provided by the contractor at no additional cost to the owner.
D. Embedded conduits, pipes, and sleeves shall meet the requirements of ACI 318, Section 26.8, including the following:
1. Conduits and pipes embedded within a slab, wall, or beam (other than those passing through) shall not be larger in outside dimension than 1/3 the overall thickness of the slab, wall or beam in which they are embedded.
2. Conduits, pipes and sleeves shall not be spaced closer than three diameters or widths on center.
E. Submittal: Submit proposed mix designs in accordance with ACI 301, chapter
4.2. Each proposed mix design shall be accompanied by a record of past performance based on at least 30 consecutive strength tests, or by three laboratory trial mixtures with confirmation tests.
CONCRETE REINFORCING
A. Concrete reinforcement for the project shall conform to the following:
1. All reinforcing steel shall be new billet steel in accordance ASTM A615, Grade
60, unless noted otherwise in the Structural Drawings or these notes.
B. Detailing of reinforcing steel shall conform to the American Concrete Institute 315 Detailing Manual and all hooks and bends in reinforcing bars shall conform to ACI detailing standards, unless noted otherwise on the Structural Drawings.
C. Detail reinforcing as follows:
1. Provide Class B lap at other location pending Engineer’s approval.
D. Welding of reinforcing steel will not be permitted unless specifically shown on the Structural Drawings.
E. Heat shall not be used in the fabrication or installation of reinforcement.
F. Reinforcing steel clear cover shall be as follows:
1. Footings 3"
G. Submittal: Submit shop drawings for fabrication, bending, and placement of concrete reinforcement. Comply with ACI 315 "Details and Detailing of Concrete Reinforcement". Do not reproduce the Structural Drawings for use as shop drawings.
STRUCTURAL MASONRY
A. Minimum compressive strength of the masonry (f'm) shall be as noted below.
B. Mortar shall conform to ASTM C270, Type N. Masonry cement shall not be used.
C. Building brick shall conform to ASTM C62, Grade MW. Facing brick shall conform to ASTM C216, Grade MW.
D. Fine grout shall conform to ASTM C476 with a minimum compressive strength of 2000 psi.
E. Chases shall be built in and not cut in. Chases shall be plumb and shall be minimum one unit length from jambs of openings. Anchors, wall plugs, accessories and other items to be built in shall be installed as the masonry work progresses. All cutting and fitting of masonry, including that required to accommodate the work of other sections shall be done by masons with masonry saws.
F. Reinforce concrete masonry unit joints with ladder type hot dip galvanized cold-drawn steel conforming to ANSI/ASTM A82, with W1.7 side rods with W1.7 cross rods.
1. Space joint reinforcing at 16 inches o.c. unless noted otherwise.
2. Lap joint reinforcing 14 inches at splices.
3. Provide prefabricated joint reinforcing corner pieces at all wall corners and intersections.
G. Lap reinforcing bars in grouted masonry a minimum of 36 bar diameters.
H. Embedded conduits, pipes, and sleeves shall meet the requirements of TMS 420, Section 3.2.2, including the following:
1. Conduits, pipes, and sleeves in masonry shall be no closer than 3 diameters on center. Minimum spacing of conduits, pipes or sleeves of different diameters shall be determined using the larger diameter.
2. Vertical conduits, pipes, or sleeves placed in masonry jambs, columns or pilasters shall not displace more than 2 percent of the net cross-sectional area.
a. The net cross-sectional area is the area of masonry units, grout, and mortar.
Ungrouted cells are not considered part of the net cross-sectional area.
I. Provide 1 inch clear cover between ties or longitudinal reinforcing and the inside face of masonry used as forms in grouted beams, pilasters and columns.
J. Helical reinforcing bars in masonry strengthening shall be Helibar by Helifix, or approved equal. Bars shall be 4.5mm (3/16") diameter and material shall comply with ASTM 666, Grade 304 or 316. Install per manufacturer's recommendations.
POST-INSTALLED ANCHORS AND DOWELS
A. Adhesive Anchors:
1. Adhesive Anchors with Threaded Rod:
a. In Solid Stone or Brick Masonry: Adhesive Anchors shall have been tested and qualified in accordance with ICC-ES AC 58. Qualifying anchors shall be one of the following:
1. Acrylic: HIT HY-270 SAFESET (ICC-ES ESR-4143), Hilti, Inc.
2. Acrylic: AT-XP (IAPMO-UES ER-0281), Simpson Strong-Tie Co., Inc.
3. Acrylic: AC 100+Gold (ICC-ES ESR-3200), DEWALT
b. Threaded anchor rod shall be one of the following:
1. Hilti adhesive: "HAS-V-36" (u.n.o), "HAS-E-55", "HAS-B-105" ASTM
F1554 Threaded Rods
2. Simpson adhesive: Steel meeting the requirements of ASTM F1554, grade 36.
3. DEWALT adhesive: Steel meeting the requirements of ASTM A1554, grade 36.
4. Anchor rod shall have a chamfered end on one end to accept a nut and washer; it may have a 45-degree chisel point on the other end.
5. Nuts and washers shall have a proof load strength at least as strong as anchor rod. Stainless steel nuts and washers shall be provided with stainless steel rods.
2. Adhesive Rebar Dowelling:
a. Adhesive doweling systems in concrete shall have been tested and qualified in accordance with ACI 355.4 and ICC-ES AC 308. Qualifying anchors shall be one of the following products, unless specifically noted otherwise on structural drawings:
1. Acrylic: HIT-HY 200 V3 SAFESET (-A/-R) (ICC-ES ESR-4878), Hilti, Inc.
2. Acrylic: SET-XP (ICC-ES ESR-2508), Simpson Strong-Tie Co., Inc.
3. Acrylic: AC 200+ (ICC-ES ESR-4027), DEWALT
B. Anchor and Dowel Installation Requirements
1. Anchors and dowels of the size and embedment shown on the Drawings shall be installed in accordance with the Contract Documents, the manufacturer's recommendations, and the manufacturer's current evaluation (ICC-ES or IAPMO-UES) report for the anchor. If conflicts exist between these referenced documents, the most stringent requirements shall govern.
2. The Contractor shall locate all existing reinforcing steel and other embedded items contained in the concrete using non-destructive methods and shall position anchor locations to avoid conflicts with existing embedded items. Anchor or dowel locations can be adjusted by a maximum of 1 1/2" from detailed locations to avoid conflicts, but shall neither change arrangement nor move closer to a concrete edge.
3. Based on field verified locations of reinforcing steel and embedded items, the Contractor shall create templates for each anchor group. Submit template dimensions for review prior to fabrication of connection plates.
4. Holes for anchors and dowels shall be drilled in a continuous operation using the drill-bit type and size recommended by the anchor manufacturer. Holes shall be drilled perpendicular to the concrete surface and shall not be enlarged or redirected at any point along its length. Holes shall be drilled using a hammer drill, coring shall not be allowed, unless noted otherwise.
5. Oil free compressed air shall be used to blow out the holes unless one of the approved systems noted below is utilized. Unapproved shop vacs, squeeze bulbs, etc. shall NOT be used. Refer to manufacturer's information for detailed cleaning instructions.
a. Hilti SAFESET system with Hilti Hollow Drill Bit and Vacuum System (VC150 or VC300) may be used to eliminate hole cleaning with adhesive anchors.
b. Simpson Speed Clean DXS system may be used to eliminate manual hole cleaning with adhesive anchors.
c. DEWALT Dust X system with hollow drill bit may be used to eliminate manual hole cleaning with adhesive anchors.
6. All abandoned holes shall be filled with non-metallic nonshrink grout capable of reaching a design compressive strength of 5,000 psi at 28 days.
JOINT SEALANT
A. Joint sealant shall be a 2-component, premium-grade, polyurethane-based, elastomeric sealant with a chemical cure. Sealant shall have a self-leveling consistency in horizontal applications, and a non-sag consistency in vertical applications. Sealant color shall be selected by Owner from standard manufacturer colors.
B. All joint surfaces shall be clean, sound and frost-free. Joint walls shall be free of oil, grease, curing compound residues, and any other foreign matter that may prevent bond. Cleaning and preparation of joint surfaces shall be accomplished by mechanical means.
C. Bond breaker tape, closed-cell backer rod or other approved method shall be used in bottom of joint to control depth and to prevent bond to bottom of joint.
D. Thoroughly mix A, B and color pack components in accordance with manufacturer’s instructions to achieve a uniform color and consistency.
E. Pour or extrude sealant in one direction and allow to flow and level as necessary.
Place nozzle of gun into bottom of joint and fill entire joint. Keep the nozzle deep in the sealant and continue with steady flow of sealant preceding nozzle to avoid air entrapment. Do not overlap sealant. Tool joint surface as required.
F. Self-leveling joint sealant shall be Sikaflex -2c SL by Sika Corp. or accepted equal.
G. Non-sag joint sealant shall be Sikaflex -2c NS by Sika Corp. or accepted equal.
H. Submittals: Submit manufacturer’s data sheets and application instructions for review.
S T R U C T U R A L N O T E S
(NOT INTENDED FOR BIDDING,
PERMIT OR CONSTRUCTION
PURPOSES)
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STEPHEN H. LUCY
TEXAS REGISTRATION No:62420
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STRUCTURAL NOTES
3240186
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SPECIAL INSPECTIONS
A. Special Inspections shall be performed in accordance with Chapter 17 of the 2021 International Building Code (IBC) by a Special Inspector hired by the Owner to perform the Special Inspections listed below. The Special Inspector shall be qualified by an approved agency according to the City's building official to perform the special inspections for which they will be undertaking. The Contractor shall coordinate with and notify the Special Inspector of all tests. The Special Inspector shall be responsible to verify that the items detailed in the Construction Documents were built accordingly and shall prepare, sign, and furnish inspection reports to the building official and the Architect for all time spent at the site. The Inspector shall bring discrepancies to the immediate attention of the General Contractor for correction. If the discrepancies are not corrected, the discrepancies shall be brought to the attention of the building official and to the Architect prior to the completion of that phase of the work. These special inspections are in addition to the other inspections listed in these Structural Notes or Project Specifications.
B. Where structural load-bearing members and assemblies are shop fabricated, the Special Inspector shall verify that the fabricator maintains detailed fabrication and quality control procedures that provide a basis for inspection control of the workmanship and the fabricator's ability to conform to the Construction Documents and Referenced Standards, unless the fabricator is registered and approved to perform such work without special inspection.
C. Job site visits by the structural engineer do not constitute and are not a substitute for special inspections.
D. Architectural, mechanical, and electrical components requiring special inspections and testing per the building code are not listed here.
Refer to architectural, mechanical, and electrical drawings and specifications for requirements for these components.
E. Refer to the general notes and project specifications for additional inspection and testing requirements.
SPECIAL INSPECTIONS AND TESTS SCHEDULED PER IBC 2021
SPECIAL
INSPECTION
REQUIRED
MATERIALS, SYSTEMS, COMPONENTS AND WORK REQUIRED TO
HAVE SPECIAL INSPECTIONS AND/OR TEST BY THE SPECIAL
INSPECTOR RESPONSIBLE FOR EACH PORTION OF THE WORK
REFERENCED
STANDARD
IBC REFRENCE
NO STEEL CONSTRUCTION 1705.2
NO 1. Welding of Structural Steel AISC 360-16 : Table N5.4 1705.2.1 NO 2. Bolting of Structural Steel AISC 360-16 : Table N5.6 1705.2.1 NO 3. Steel Construction Other Than Structural Steel (Metal Deck) SDI QA/QC - 2017 1705.2.2 NO 4. Open-Web Steel Joists and Joist Girders SJI Specs per IBC 2207.1 1705.2.3 NO 5. Composite Construction Prior to Concrete Placement AISC 360-16 : Table N6.1 YES CONCRETE CONSTRUCTION - (Note 1) 1705.3 NO 1. Welding of Reinforcing Bars ACI 318-19 : Sect. 26.6.4 1705.3.1 YES 2. Material Testing ACI 318-19 : Ch. 19 & 20 1705.3.2 YES MASONRY CONSTRUCTION - (Note 1) 1705.4 NO 1. Level 2 Verification and Inspection of Masonry Construction TMS 602-16 : Table 3 & 4 1705.4 YES 2. Level 3 Verification and Inspection of Masonry Construction TMS 602-16 : Table 3 & 4 1705.4
NO WOOD CONSTRUCTION 1705.5
NO 1. High-Load Diaphragms 1705.5.1 NO 2. Metal-Plate-Connected Wood Trusses 1705.5.2 NO 3. Mass Timber Construction 1705.5.3
NO SOILS 1705.6
NO DRIVEN DEEP FOUNDATIONS 1705.7
NO CAST-IN-PLACE DEEP FOUNDATIONS 1705.8
NO HELICAL PILE FOUNDATIONS 1705.9
NO STRUCTURAL INTEGRITY OF DEEP FOUNDATION ELEMENTS 1705.10
NO FABRICATED ITEMS 1705.11
NO SPECIAL INSPECTIONS FOR WIND RESISTANCE 1705.12
NO 1. Structural Wood 1705.12.1 NO 2. Cold-Formed Steel Light-Frame Construction 1705.12.2 NO 3. Wind-Resisting Components 1705.12.3
NO SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE 1705.13
NO 1. Structural Steel AISC 341-16 : Sect. J 1705.13.1 NO a. Seismic Force Resisting System AISC 341-16 : Sect. J 1705.13.1.1 NO b. Structural Steel Elements AISC 341-16 : Sect. J 1705.13.1.2 NO 2. Structural Wood 1705.13.2 NO 3. Cold-Formed Steel Light-Frame Construction 1705.13.3 NO 4. Designated Seismic System 1705.13.4
NO TESTING FOR SEISMIC RESISTANCE 1705.14
NO 1. Structural Steel AISC 341-16 : Sect. J 1705.14.1
YES DESIGN STRENGTH OF MATERIALS 1706
1. Post-Installed anchors and dowels:
a. Visual inspections shall be performed during the installation by a Special Inspector certified by ACI as a "Post-Installed Concrete
Anchor Installation Inspector". Submit a report to the licensed design professional and building official documenting that the work covered by the report has been performed and that the materials used and the installation procedures used conform with the approved construction documents and the Manufacturer's Printed Installation Instructions.
SYMBOLS LEGEND
SYMBOL DESCRIPTION
EXISTING
CONSTRUCTION
EXISTING MASONRY
WALL
WINDOW IN EXIST.
MASONRY WALL
DOOR IN EXIST.
MASONRY WALL
S T R U C T U R A L N O T E S
(NOT INTENDED FOR BIDDING,
PERMIT OR CONSTRUCTION
PURPOSES)
REVIEW
INTERIM
DOCUMENTS
DATE:
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Sheet Title:
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STEPHEN H. LUCY
TEXAS REGISTRATION No:62420
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SPECIAL INSPECTIONS,
ABBREVIATIONS &
SYMBOLS LEGEND
3240186
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ABV. - ABOVE
A.F.F. - ABOVE FINISHED FLOOR
ADDN'L. - ADDITIONAL
ADH. - ADHESIVE
ADJ. - ADJACENT
AGGR. - AGGREGATE
A/C - AIR CONDITIONER
AHU - AIR HANDLING UNIT
ALT. - ALTERNATE
ALUM. - ALUMINUM
A.C.I. - AMERICAN CONCRETE INSTITUTE
A.I.S.C. - AMERICAN INSTITUE OF STEEL CONSTRUCTION
A.B. - ANCHOR BOLT
& - AND
L - ANGLE
APPD. - APPROVED
APPROX. - APPROXIMATE
ARCH. - ARCHITECT
ARCH'L - ARCHITECTURAL
A.E.C. - ARCHITECTURALLY EXPOSED CONCRETE
A.E.S.S. - ARCHITECTURALLY EXPOSED STRUCTURAL STEEL
@ - AT
B.F. - BACK FACE
B. TO B. - BACK TO BACK
BSMT. - BASEMENT
BM. - BEAM
BRG. - BEARING
B.F.F. - BELOW FINISH FLOOR
BTWN. - BETWEEN
BEV('D) - BEVEL(ED)
BLK. - BLOCK
B.L. - BLOCK LINTEL
BLKG. - BLOCKING
BOT. - BOTTOM
B.O. - BOTTOM OF
B.O.S. - BOTTOM OF STEEL
BRKT. - BRACKET
BR.L. - BRICKLEDGE
BRDG. - BRIDGING
BLDG. - BUILDING
C - CAMBER
C.I.P. - CAST-IN-PLACE
CLG. - CELING
C.L. - CENTER LINE
C.G. - CENTER OF GRAVITY
C.G.S. - CENTER OF GRAVITY OR STRAND
CTR'D. - CENTERED
CLR. - CLEAR OR CLEARANCE
CFS - COLD FORMED STEEL
COL. - COLUMN
C OR
COMP.
- COMPRESSION
CONC. - CONCRETE
CMU - CONCRETE MASONRY UNIT
CONN(S) - CONNECTION(S)
CONST. - CONSTRUCTION
CONST. JT. - CONSTRUCTION JOINT
CONT. - CONTINUOUS
CONTR. - CONTRACTOR
C.J. - CONTROL JOINT
COORD. - COORDINATE
COV. PL. - COVER PLATE
D.L. - DEAD LOAD
D.B.A. - DEFORMED BAR ANCHOR
D. - DEPTH
DTL. - DETAIL
DIAG. - DIAGONAL
DIA OR Ø - DIAMETER
DIM(S). - DIMENSION(S)
DBL. - DOUBLE
XX-STR - DOUBLE EXTRA STRONG
DVTL. - DOVETAIL
DWL(S). - DOWEL(S)
DN. - DOWN
DS. - DOWNSPOUT
DWG(S). - DRAWING(S)
EA. - EACH
E.F. - EACH FACE
E.W. - EACH WAY
E.O.D. - EDGE OF DECK
ELEC. - ELECTRICAL
EL. - ELEVATION
ELEV. - ELEVATOR
EMBED. - EMBEDMENT
ENGR. - ENGINEER
EQ. - EQUAL
EQUIP. - EQUIPMENT
EF - EXHAUST FAN
(E) - EXIST.
EXIST. - EXISTING
EXP. - EXPANSION
E.J. - EXPANSION JOINT
EXT. - EXTERIOR
X-STR - EXTRA STRONG
FABR. - FABRICATOR
F. TO F. - FACE TO FACE
F.S. - FAR SIDE
F.V. - FIELD VERIFY
FIN('D) - FINISH(ED)
FIN. FL. - FINISHED FLOOR
FP. - FIREPROOF(ING)
FLG. - FLANGE
FL. - FLOOR
F.D. - FLOOR DRAIN
FT. - FOOT (OR) FEET
FDN. - FOUNDATION
STRUCTURAL ABBREVIATIONS
FRMG - FRAMING
F.P. - FULL PENETRATION
GA. - GAGE OR GAUGE
GALV. - GALVANIZED
G.C. - GENERAL CONTRACTOR
GR. - GRADE
GR. BM. - GRADE BEAM
H.S.A. - HEADED STUD ANCHOR
HT. - HEIGHT
H.P. - HIGH POINT
HSS - HOLLOW STRUCTURAL SECTION
HK. - HOOK
HORIZ. - HORIZONTAL
H.B. - HORIZONTAL BRACE
H.D. - HOT-DIP
IN. - INCH
INFO. - INFORMATION
I.D. - INSIDE DIAMETER
I.F. - INSIDE FACE
INT. - INTERIOR
INTERM. - INTERMEDIATE
JT. - JOINT
J.G. - JOIST GIRDER
JST(S) - JOIST(S)
KLF - KIP PER LINEAR FOOT
KSF - KIP PER SQUARE FOOT
KSI - KIP PER SQUARE INCH
K - KIPS (1000 LBS)
L. - LENGTH
L.W. - LIGHTWEIGHT
L.W.C. - LIGHTWEIGHT CONCRETE
L.L. - LIVE LOAD
LOC. - LOCATION
LLH - LONG LEG HORIZONTAL
LLV - LONG LEG VERTICAL
LSH - LONG SIDE HORIZONTAL
LSV - LONG SIDE VERTICAL
LSL - LONG SLOTTED HOLE
LONG - LONGITUDINAL
L.P. - LOW POINT
MFR. - MANUFACTURE(R)
MAS. - MASONRY
MAT. - MATERIAL
MAX. - MAXIMUM
MECH. - MECHANICAL
MEP - MECHANICAL, ELECTRICAL, PLUMBING
MTL. - METAL
MEZZ. - MEZZANINE
MID. - MIDDLE
MIN. - MINIMUM
MISC. - MISCELLANEOUS
M - MOMENT
M.C. - MOMENT CONNECTION(S)
N.F. - NEAR FACE
NOM. - NOMINAL
N.S. - NON-SHRINK
N/A - NOT APPLICABLE
N.I.C. - NOT IN CONTRACT
N.T.S. - NOT TO SCALE
NO. OR # - NUMBER
O.C. - ON CENTER
OPNG(S) - OPENING(S)
OPP. - OPPOSITE
O.H. - OPPOSITE HAND
O.D. - OUTSIDE DIAMATER
O.F. - OUTSIDE FACE
OVS - OVER-SIZED HOLE
P - PAN
P.J. - PANEL JOINT
PAR. - PARALLEL
PERP. - PERPENDICULAR
PC. - PIECE
PL. - PLATE
PT. - POINT
P-T - POST-TENSION(ED)
# OR LBS. - POUNDS
PCF - POUNDS PER CUBIC FOOT
PLF - POUNDS PER LINEAR FOOT
PSF - POUNDS PER SQUARE FOOT
PSI - POUNDS PER SQUARE INCH
P.E.M.B. - PRE-ENGINEERED METAL BUILDING
P/C - PRECAST CONCRETE
PREFAB. - PREFABRICATED
PRELIM. - PRELIMINARY
P.T. - PRESSURE TREATED
PROJ. - PROJECTION
QTY. - QUANTITY
R - RADIUS
REINF. - REINFORCE(ING)(ED)(MENT)
RCP - REINFORCED CONCRETE PIPE
REM. - REMAINDER
REQ. - REQUIRE
REQ'D. - REQUIRED
RET. SYS. - RETENTION SYSTEM
RIS. - RISER
RF. - ROOF
R.D. - ROOF DRAIN
R.T.U. - ROOF TOP UNIT
RM. - ROOM
R.O. - ROUGH OPENING
RND. - ROUND
SCHED. - SCHEDULE(D)
SECT. - SECTION
V - SHEAR
SHT. - SHEET
SSL - SHEET SHORT SLOTTED HOLE
SW - SIDEWALK
SIM. - SIMILAR
S.O.G. - SLAB ON GRADE
SPA. - SPACE
SPEC(S) - SPECIFICATION(S)
SPEC'D - SPECIFIED
SQ. - SQUARE
S.F. - SQUARE FOOT
STAGG. - STAGGERED
S.S. - STAINLESS STEEL
STD. - STANDARD
STL. - STEEL
S.J.I. - STEEL JOIST INSTITUE
STIFF - STIFFENER
STIRR. - STIRRUPS
STR. - STRAIGHT
STRUCT'L - STRUCTURAL
STRUCT. - STRUCTURE
SUBCONTR. - SUBCONTRACTOR
SUPT(S). - SUPPORT(S)
TEMP. - TEMPERATURE
T - TENSION
TERR. - TERRAZZO
THK. - THICK
THRD. - THREAD(ED)
T&G - TONGUE AND GROOVE
T&B - TOP AND BOTTOM
T.O. - TOP OF
T.O.B. - TOP OF BEAM
T.O.C. - TOP OF CONCRETE
T.O.F. - TOP OF FOOTING
T.O.J. - TOP OF JOIST
T.O.P. - TOP OF PIER
T.O.P.C. - TOP OF PIER (PIPE) CAP
T.O.S. - TOP OF STEEL
T.O.W. - TOP OF WALL
TRANSV. - TRANSVERSE
TR. - TREAD
TYP. - TYPICAL
U.N.O. - UNLESS NOTED OTHERWISE
VERT. - VERTICAL
V.B. - VERTICAL BRACE
WPFG. - WATERPROOFING
WS. - WATERSTOP
WT. - WEIGHT
W.W.M. - WELDED WIRE MESH
W. - WIDTH
W.L. - WIND LOAD
WDW. - WINDOW
W/ - WITH
W/O - WITHOUT
W.D. - WOOD
W.P. - WORK POINT
R e v is io n s
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NEW FOOTING
S200
BASEMENT
'-6
FINISH -
SEE ARCH'L
CRAWL SPACE
EXIST. SECOND FLOOR &
ROOF FRAMING
CONTRACTOR SHALL CONFIRM
COURSING & LAYOUT PRIOR TO
PLACING WALL JOINT
REINFORCEMENT
1'-4" MAX.
SPACING
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1'-
3/ 4"
2/S400
1/S400
HORIZONTAL JOINT
REINF. - TYP.
'-6
6"
1'-0" 6"
BACKFILL - REFER
TO STRUCT'L NOTES
C
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#4 @ 10" O.C.
EACH WAY
(NOT INTENDED FOR BIDDING,
PERMIT OR CONSTRUCTION
PURPOSES)
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Sheet Title:
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STEPHEN H. LUCY
TEXAS REGISTRATION No:62420
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BASEMENT AND CRAWL
SPACE FOUNDATION
PLAN
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SCALE: 1/4" = 1'-0"
1 BASEMENT & CRAWL SPACE FOUNDATION PLAN
SCALE: 1/2" = 1'-0"
2 WALL REPLACEMENT
plan north true north
R e v is io n s
R e v
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4/S500
2/S500
3/S500
S201
S200
5/S500
1' -2
3' -2
'-9
'-1
'-9
9"
3'-2"
10"
NOTE: FIELD VERIFY
ALL DIMENSIONS
4" 1"TYP.
(NOT INTENDED FOR BIDDING,
PERMIT OR CONSTRUCTION
PURPOSES)
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Drawing No.:
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STEPHEN H. LUCY
TEXAS REGISTRATION No:62420
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FIRST FLOOR FRAMING
PLAN
3240186
S201
T E
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SCALE: 1/4" = 1'-0"
1 FIRST FLOOR FRAMING PLAN
SCALE: 3/4" = 1'-0"
2 ENLARGED FRAMING PLAN
plan north true north plan north true north
R e v is io n s
R e v
D e s c ri p ti o n
D
S200
(NOT INTENDED FOR BIDDING,
PERMIT OR CONSTRUCTION
PURPOSES)
REVIEW
INTERIM
DOCUMENTS
DATE:
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Date:
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Sheet Title:
Drawing No.:
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In fr a s tr u c tu re
11/19/2024
STEPHEN H. LUCY
TEXAS REGISTRATION No:62420
V
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L P
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O T
E X
A S
11/19/2024
SECOND FLOOR AND
ATTIC FRAMING PLAN
3240186
S202
T E
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S H
IS
T
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A
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M
IS
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A G
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F
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H O
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S T
A T
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C O
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T R
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T S
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IS
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N
N O
T F
O R
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G U
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A P
P R
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A L
P
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M
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T
IN
G O
R C
O N
S T
R U
C T
IO
N
SCALE: 1/4" = 1'-0"
1 SECOND FLOOR AND ATTIC FRAMING PLAN
plan north true north
R e v is io n s
R e v
D e s c ri p ti o n
D
S200
NEW WALL
NEW FOOTINGBASEMENT
RECONSTRUCT CRACKED
STONE WALL. RESET STONE
IN SAME LOCATIONS AS
EXISTING - SEE 1/S500
S500
TYP. 5
S500
TYP.
4/S500
5/S500
EXISTING
FOUNDATION
SEALANT REPLACEMENT -
SEE STRUCT'L NOTES
(NOT INTENDED FOR BIDDING,
PERMIT OR CONSTRUCTION
PURPOSES)
REVIEW
INTERIM
DOCUMENTS
DATE:
JQ
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FR
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Date:
Project No.:
Sheet Title:
Drawing No.:
sh ap in g th e bu ilt e nv iro nm en t
In fr a s tr u c tu re
11/19/2024
STEPHEN H. LUCY
TEXAS REGISTRATION No:62420
V
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R
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A G
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F
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A S
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A S
11/19/2024
BUILDING ELEVATIONS
3240186
S300
T E
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A G
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N O
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G U
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P
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M
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G O
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O N
S T
R U
C T
IO
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SCALE: 1/4" = 1'-0"
1 WEST ELEVATION
NOTE:
1. PAINT FULL WIDTH OF WEST ELEVATION TO MATCH EXISTING.
R e v is io n s
R e v
D e s c ri p ti o n
D
4" x 14 GA. x 3" GALV. STEEL CLIP ATTACH TO FLOOR JOIST W/ 2-#9 x
1 1/2" HEX HEAD WOOD SCREWS.
ATTACH TO EXISTING BRICK WALL
W/ 1-1/4" DIA. x 6" HEX HEAD CONC.
SCREW
3"
EXISTING FLOOR FRAMING
EXISTING STONE WALL
NEW BRICK MASONRY WALL
NOTES:
1. CONNECTION SHALL BE INSTALLED AT EVERY FLOOR JOIST.
2. DETAIL APPLIES AT LOCATIONS WHERE FIRST FLOOR JOISTS
SPAN PERPENDICULAR TO EXTERIOR WALL.
1x4 SILL PLATE
T Y
P
#3 X 2'-0" ADH. ANCHOR
INTO EXISTING PER
STRUCTURAL NOTE.
PLACE TO MATCH VERT.
REINFORCING PER 2/S200
EXISTING 2x10 @ 24" O.C.
NEW BRICK
MASONRY WALL
NOTES:
1. CONNECTION SHALL BE INSTALLED AT EVERY FLOOR JOIST.
2. DETAIL APPLIES AT LOCATIONS WHERE SECOND FLOOR JOISTS
SPAN PERPENDICULAR TO EXTERIOR WALL.
EXIST. 1x4
EXISTING 1x8 SILL PLATE
EXTERIOR INTERIOR
EXIST. 2x RAFTERS
EXIST. SKIP SHEATHING
EXIST. OVER DECK
EXIST GUTTER
EXIST. FASCIA TO REMAIN -
TYP.
DISMANTLE EXIST. WOOD SOFFIT FOR
STRUCTURAL REPAIRS. REINSTALL,
REPAIR AND REPAINT
EXIST FLASHING
NEW 2x FULL DEPTH BLOCKING
NAIL TO EXISTING JOISTS
8" x 14 GA. x 3" GALV. STEEL CLIP
ATTACH TO EXISTING FLOOR JOIST
W/ 2-#9 x 1 1/2" HEX HEAD WOOD SCREWS.
ATTACH TO BRICK WALL W/ 1-1/4" DIA. x 9"
THREADED ROD SET W/ HILTI HIT-HY270
ADHESIVE WITH 2 SCREEN TUBES TO
MINIMUM 6" EMBEDMENT
3"
HELICAL BAR PLACEMENT:
1. HELICAL BARS SHALL BE PLACED IN BED JOINTS, NOT MORE THAN 2 COURSES
FROM ENDS OF CRACK.
2. PROVIDE NO LESS THAN 2 HELICAL BARS PER CRACK.
3. NO MORE THAN 4 COURSES VERTICALLY BETWEEN HELICAL BARS.
REPOINT CRACKED AND OPEN
HEAD AND BED JOINTS AT CRACK,
TYP.
HELICAL BAR REINFORCEMENT
2'-0" MIN.
2'-0" MIN.
HELICAL BAR FULLY BEDDED IN
FIRST LIFT OF POINTING MORTAR
RAKE JOINTS TO 1" DEPTHS &
REPOINT IN 3 LIFTS WITH
HELICAL BAR
EXIST. BRICK - TYP.
HELICAL JOINT REINF.
EVERY SIX (6) BRICK
COURSES - SEE
STRUCT'L NOTES
EXISTING
WALL
NEW
W
ALL
1'-0" MAX.
1'-0 " M
AX.
PLAN
(NOT INTENDED FOR BIDDING,
PERMIT OR CONSTRUCTION
PURPOSES)
REVIEW
INTERIM
DOCUMENTS
DATE:
JQ
IN
FR
AS
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Project No.:
Sheet Title:
Drawing No.:
sh ap in g th e bu ilt e nv iro nm en t
In fr a s tr u c tu re
11/19/2024
STEPHEN H. LUCY
TEXAS REGISTRATION No:62420
V
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O T
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A S
11/19/2024
STRUCTURAL DETAILS
3240186
S400
T E
X A
S H
IS
T
O R
IC
A
L C
O M
M
IS
S
IO
N M
A G
O F
F
IN
H O
M E
S T
A T
E H
IS
T
O R
IC
S
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C O
N S
T R
U C
T
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N D
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U M
E N
T S
U B
M
IS
S
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N
N O
T F
O R
R E
G U
L A
T O
R Y
A P
P R
O V
A L
P
E R
M
IT
T
IN
G O
R C
O N
S T
R U
C T
IO
N
NO SCALE
TYPICAL FIRST FLOOR
JOIST CONNECTION DETAIL
NO SCALE
TYPICAL SECOND FLOOR
JOIST CONNECTION DETAIL
SCALE: 1 1/2" = 1'-0"
3 CRACK REPAIR WITH HELICAL BARS DETAIL
NO SCALE
4 HELICAL BAR REINFORCED JOINT
NO SCALE
5 HELICAL BAR REINFORCEMENT DETAIL
R e v is io n s
R e v
D e s c ri p ti o n
D
RECONSTRUCT STONE
WALL. RESET STONE IN
SAME LOCATIONS AS EXIST.
CRACK REPAIR -
SEE 3/S400
CRACK REPAIR -
SEE 3/S400
SEALANT REPAIR - SEE
STRUCTURAL NOTES
SEALANT REPAIR - SEE
STRUCTURAL NOTES
(NOT INTENDED FOR BIDDING,
PERMIT OR CONSTRUCTION
PURPOSES)
REVIEW
INTERIM
DOCUMENTS
DATE:
JQ
IN
FR
AS
TR
U
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U
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, L
LC
G
LA
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S
TR
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T, S U
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2.
2.
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Date:
Project No.:
Sheet Title:
Drawing No.:
sh ap in g th e bu ilt e nv iro nm en t
In fr a s tr u c tu re
11/19/2024
STEPHEN H. LUCY
TEXAS REGISTRATION No:62420
V
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R
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F
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A S
11/19/2024
PHOTOGRAPHS
3240186
S500
T E
X A
S H
IS
T
O R
IC
A
L C
O M
M
IS
S
IO
N M
A G
O F
F
IN
H O
M E
S T
A T
E H
IS
T
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S
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C O
N S
T R
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T
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N D
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U M
E N
T S
U B
M
IS
S
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N
N O
T F
O R
R E
G U
L A
T O
R Y
A P
P R
O V
A L
P
E R
M
IT
T
IN
G O
R C
O N
S T
R U
C T
IO
N
NO SCALE
1 PHOTOGRAPH
NO SCALE
2 PHOTOGRAPH
NO SCALE
3 PHOTOGRAPH
NO SCALE
4 PHOTOGRAPH
NO SCALE
5 PHOTOGRAPH
R e v is io n s
R e v
D e s c ri p ti o n
D
DN
UP
BREAK ROOM
CLASSROOM/
PORCH
FRONT
GIFT SHOP
OFFICE /
RECEPTION
EXHIBIT
MEETING
MEN
WOMEN
ALCOVE
STORAGE
JANITOR/
PORCH
REAR
RAMP
STAIR
FIN. FLR. ELEV.
=0'-0"
EXTERIOR BRICK REMOVAL
(REF. STRUCTURAL) TO
OCCUR AFTER BUILDING
ELEMENTS IDENTIFIED IN
01/A411 TO BE SALVAGED
FOR REINSTALLATION HAVE
BEEN REMOVED
01/A411
SCALE:
FIRST FLOOR DEMOLITION PLAN01 1/4"=1'-0"
PLAN
NORTH
12821 40
JQ
INF
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Sheet Title:
Drawing No.:
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HP17066.2401.00
11/18/2024
C O
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TI
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D O
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FIRST FLOOR
DEMOLITION PLAN
AD101
GENERAL NOTES DEMOLITION PLANS
1. REFER ALSO TO GENERAL PROJECT NOTES.
2. REFER TO STRUCTURAL DRAWINGS.
3. REFERENCE OTHER DISCIPLINES FOR ADDITIONAL
DEMOLITION WORK, AND FOR WORK THAT MAY
REQUIRE DEMOLITION OF ARCHITECTURAL
ELEMENTS.
4. DURING DEMOLITION OPERATIONS, SALVAGE FOR
REUSE BUILDING ELEMENTS AND MATERIALS AS
INDICATED.
DEMOLITION LEGEND
ELEMENT TO BE REMOVED
EXISTING WALLS TO REMAIN
AutoCAD SHX Text shaping the built environment
UP
BREAK ROOM
CLASSROOM/
PORCH
FRONT
GIFT SHOP
OFFICE /
RECEPTION
EXHIBIT
MEETING
MEN
WOMEN
ALCOVE
STORAGE
JANITOR/
PORCH
REAR
RAMP
STAIR
FIN. FLR. ELEV.
=0'-0"
RECONSTRUCT EXTERIOR
BRICK WALL (REF.
STRUCTURAL) AND
REINSTALL SALVAGED
WOOD WINDOW AND FRAME
TO CREATE WEATHERTIGHT
ENCLOSURE PRIOR TO
PERFORMING INTERIOR
WORK IDENTIFIED IN 02
THROUGH 10/A411
02/A411
RC
/A
08/A401
/A
05/A401
07/A401
04/A401
/A
01/A401
03/A401
SCALE:
FIRST FLOOR PLAN01 1/4"=1'-0"
PLAN
NORTH
12821 40
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Project No.:
Sheet Title:
Drawing No.:
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HP17066.2401.00
11/18/2024
C O
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FIRST FLOOR
PLAN
A101
RESTORATION LEGEND
REPAIR CRACKRC
GENERAL NOTES FLOOR PLANS
1. SEAL AROUND PENETRATIONS LEFT IN EXTERIOR
WALLS, FLOORS AND ROOF.
2. RESTORE EXTERIOR MATERIALS, EXCEPT WHERE
NOTED OTHERWISE.
LEGEND
WALL OR PARTITION
EXISTING WALLS TO REMAIN
ATTIC
STORAGE
ARCHIVE
FILE STORAGE
RESEARCH/
OFFICE
OFFICE
ATTIC
UNFINISHED
ATTIC
STORAGE
STORAGE
STAIR
FIN. FLR. ELEV.
=12'-8"
RC
REMOVE TEMPORARY
WOOD SHORING PRIOR TO
PERFORMING INTERIOR
WORK IDENTIFIED IN 02
THROUGH 10/A411; PATCH
MATERIALS AS NEEDED
PLAN
NORTH
12821 40
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Sheet Title:
Drawing No.:
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HP17066.2401.00
11/18/2024
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SCALE:
SECOND FLOOR PLAN01 1/4"=1'-0"
SECOND FLOOR
PLAN
A102
RESTORATION LEGEND
REPAIR CRACKRC
GENERAL NOTES FLOOR PLANS
1. SEAL AROUND PENETRATIONS LEFT IN EXTERIOR
WALLS, FLOORS AND ROOF.
2. RESTORE EXTERIOR MATERIALS, EXCEPT WHERE
NOTED OTHERWISE.
LEGEND
WALL OR PARTITION
EXISTING WALLS TO REMAIN
11'-8"
11'-8"
11'-8"
11'-8"
8'-0"
10'-0"
11'-8"
10'-0"
9-6"
BREAK ROOM
CLASSROOM/
PORCH
FRONT
GIFT SHOP
OFFICE /
RECEPTION
EXHIBIT
MEETING
MEN
WOMEN
ALCOVE
STORAGE
JANITOR/
PORCH
REAR
STAIR
VARIES
RC
RC
RC
RC
RC
RC
RC
RC
REMOVE TEMPORARY
WOOD SHORING PRIOR TO
PERFORMING INTERIOR
WORK IDENTIFIED IN 02
THROUGH 10/A411; PATCH
ANY DAMAGE AS NEEDED
SCALE:
FIRST FLOOR RCP01 1/4"=1'-0"
PLAN
NORTH
12821 40
JQ
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Sheet Title:
Drawing No.:
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HP17066.2401.00
11/18/2024
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FIRST FLOOR
REFLECTED CEILING PLAN
A151
RESTORATION LEGEND
REPAIR CRACKRC
7'-10 1/4"
7'-10 3/4"
7'-10 3/4"
VARIES
VARIES VARIES
7'-10 1/4"
ATTIC
STORAGE
ARCHIVE
FILE STORAGE
RESEARCH/
OFFICE
OFFICE
ATTIC
UNFINISHED
ATTIC
STORAGE
STORAGE
STAIR
VARIES
VARIES
VARIES
VARIES
RC
RC
RC
REMOVE TEMPORARY
WOOD SHORING PRIOR TO
PERFORMING INTERIOR
WORK IDENTIFIED IN 02
THROUGH 10/A411; PATCH
ANY DAMAGE AS NEEDED
PLAN
NORTH
12821 40
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Date:
Project No.:
Sheet Title:
Drawing No.:
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11/18/2024
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SCALE:
SECOND FLOOR RCP01 1/4"=1'-0"
SECOND FLOOR
REFLECTED CEILING PLAN
A152
RESTORATION LEGEND
REPAIR CRACKRC
SCALE:
EXHIBIT - 10304
3/8"=1'-0"
SCALE:
BREAK ROOM - 10908
3/8"=1'-0"SCALE:
BREAK ROOM - 10909
3/8"=1'-0"
SCALE:
MEETING - 10405
3/8"=1'-0"
SCALE:
MEETING - 10407
3/8"=1'-0"
SCALE:
MEETING - 10406
3/8"=1'-0"
SCALE:
GIFT SHOP - 10203
3/8"=1'-0" SCALE:
RECEPTION - 10101
3/8"=1'-0"SCALE:
RECEPTION - 10102
3/8"=1'-0"
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Sheet Title:
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INTERIOR ELEVATIONS
A401
RESTORATION LEGEND
REPAIR CRACKRC
821 40
SALVAGED
GRAB BARS
SALVAGED
TOILET PAPER
DISPENSER
SCALE:
WOMEN - 10703
3/8"=1'-0"
SCALE:
MEN - 10807
3/8"=1'-0"
SCALE:
WOMEN - 10706
3/8"=1'-0"
SCALE:
MEN - 10810
3/8"=1'-0"
SCALE:
WOMEN - 10705
3/8"=1'-0"
SCALE:
MEN - 10809
3/8"=1'-0"
SCALE:
WOMEN - 10704
3/8"=1'-0"
SCALE:
MEN - 10808
3/8"=1'-0"
TILE WAINSCOT,
TYP.
SALVAGED VANITY
AND PLASTIC
LAMINATE
COUNTERTOP
SALVAGED SURFACE
MOUNTED MIRROR
SALVAGED TOILET
PARTITION
TILE WAINSCOT,
TYP.
SALVAGED VANITY
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LAMINATE
COUNTERTOP
SALVAGED…
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