ESBD_File_356081_RFCSP 24-016C Construction Documents.pdf

4040 BROADWAY STREET, SUITE 300

SAN ANTONIO, TEXAS 78209

Architecture - Engineering - Interiors

1060 ELBEL ROAD ,

SCHERTZ , TEXAS 78154

SCHERTZ CIBOLO UNIVERSAL CITY

INDEPENDENT SCHOOL DISTRICT

Foodservice Consultant 13061 #3 Highway 181 , SAN ANTONIO , TEXAS 78223

COSPER & ASSOCIATES, INC.

Structural Engineer

1045 CENTRAL PARKWAY NORTH, SUITE 200 ,

SAN ANTONIO , TEXAS 78232

INTELLIGENT ENGINEERING SERVICES

Technology/Security Consultant

18200 W INTERSTATE 10, SUITE 103 ,

SAN ANTONIO , TEXAS 78230

COMBS CONSULTING GROUP

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F a n in S tr e e t, S u it e H o u st o n Te xa s p .4 .7 f .4 .7 p .2 .6 f .2 .6 p .4 .1 f .4 .1

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CLEMENS HS CAFETERIA SERVING LINE RENOVATION

1001 ELBEL ROAD, SCHERTZ, TEXAS 78154

04/11/2024

CONTRACT DOCUMENTS

Mission: We believe every project has a mission and strive to design environments that have a purpose that extends far beyond form and function.

04/11/2024

Project No. 1403.18

CONTRACT DOCUMENTS

COVER SHEET

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BUILDING CODES:

2018 INTERNATIONAL BUILDING CODE

2018 INTERNATIONAL EXISTING BUILDING CODE

2018 INTERNATIONAL FIRE CODE

2018 INTERNATIONAL FUEL GAS CODE

2023 NATIONAL ELECTRIC CODE

2015 INTERNATIONAL ENERGY CODE

2018 INTERNATIONAL PLUMBING CODE

2018 INTERNATIONAL MECHANICAL CODE

2018 INTERNATIONAL PROPERTY MAINTENANCE CODE

2009 MANUAL OF CROSS CONNECTION CODE, TENTH

EDITION

2012 TEXAS ACCESSIBLE STANDARDS

EXISTING BUILDING:

CONSTRUCTION TYPE: II-B

OCCUPANCY TYPE OF AFFECTED AREA:

A2 - ASSEMBLY (CAFETERIA)

FULLY SPRINKLERED

NOT CHANGING OCCUPANCY TYPE/USE OR EXISTING

EGRESS

VICINITY MAP

SITE MAP

SITE

LOCATION

FACILITY

SCOPE

DRAWING INDEX

GENERAL

G2.1 ADULT TAS ACCESSIBILITY

G1.0 COVER SHEET

STRUCTURAL

S0.1 STRUCTURAL NOTES

S0.2 SPECIAL INSPECTIONS

S1.1 SNACK BAR FRAMING PLANS

S2.1 CAFETERIA SERVING AREA FRAMING PLANS

S3.1 SECTIONS AND DETAILS

S3.2 ELEVATIONS

ARCHITECTURAL

A0.1 SYMBOLS,ABBREVIATIONS & TYPICAL LAYOUTS

A2.0 COMPOSITE DEMOLITION PLAN

A2.1 ENLARGED DEMOLITION PLAN

A3.1 ENLARGED DINING FLOOR PLAN

A4.3 BUILDING SECTIONS

A7.7 PARITITON TYPES, DOOR AND FRAME TYPES

A9.1 REFLECTED CEILING PLAN

A10.1 ROOM FINISH PLAN

A11.1 INTERIOR ELEVATIONS

A13.1 FURNITURE PLAN

PLUMBING

P1.1 PLUMBING NOTES, SYMBOLS AND ABBREVIATIONS

P2.1 PLUMBING UNDERFLOOR DEMOLITION PLAN

P2.2 PLUMBING DEMOLITION PLAN

P3.1 PLUMBING UNDERFLOOR PLAN

P3.2 PLUMBING PLAN

P4.1 PLUMBING ENLARGED PLANS

P7.1 PLUMBING DETAILS

ELECTRICAL

E1.1 ELECTRICAL NOTES, SYMBOLS AND ABBREVIATIONS

E2.1 ELECTRICAL DEMOLITION PLAN

E3.1 ELECTRICAL POWER PLAN

E4.1 LIGHTING PLAN

E7.1 ELECTRICAL ONE-LINE DIAGRAM

E8.1 ELECTRICAL SCHEDULES

E9.1 ELECTRICAL DETAILS

TECHNOLOGY

T000 TECHNOLOGY SYMBOLS AND LEGENDS

TD200 TECHNOLOGY LEVEL 1 COMPOSITE DEMO FLOOR PLAN

TD201 TECHNOLOGY LEVEL 1 ENLARGED DEMO FLOOR PLAN

T200 TECHNOLOGY LEVEL 1 COMPOSITE FLOOR PLAN

T201 TECHNOLOGY LEVEL 1 ENLARGED FLOOR PLAN

T400 TECHNOLOGYTYPICAL DETAILS

TS000 SECURITY SYMBOLS & LEGENDS

TSD200 SECURITY LEVEL 1 COMPOSITE DEMO FLOOR PLAN

TSD201 SECURITY LEVEL 1 ENLARGED DEMO FLOOR PLAN

TS200 SECURITY LEVEL 1 COMPOSITE FLOOR PLAN

TS201 SECURITY LEVEL 1 ENLARGED FLOOR PLAN

TS400 SECURITY TYPICAL DETAILS

FOOD SERVICE

FS1.1 KITCHEN EQUIPMENT FLOOR PLAN

FS2.1 KITCHEN EQUIPMENT LISTING

FS3.1 KITCHEN PLUMBING ROUGH-IN PLAN

FS4.1 KITCHEN ELECTRICAL ROUGH-IN PLAN

FS5.1 MAIN SERVING COUNTER DETAILS

FS5.2 MAIN SERVING COUNTER DETAILS

FS5.3 MAIN SERVING COUNTER DETAILS

FS5.4 SNACK BAR SERVING COUNTER DETAILS

FS5.5 SNACK BAR SERVING COUNTER DETAILS

FS5.6 SNACK BAR SERVING COUNTER DETAILS

NO. DESCRIPTION DATENO. DESCRIPTION DATE

TABS-2024015803

CSP #24-016C

04/11/2024

THERMOSTAT

SWITCH8

M

IN

1'-3"

M A

X

4"-6"

OVERHEAD

CLEARANCE

REF. SECTION 307

TYP SWITCH/

THERMOSTAT/STROBE

/LOCATION

REF. SECTION 309

ELEVATION

LOBBY

CLEAR

OPENING

DOOR NOTES:

1. DOOR THRESHOLDS: THRESHOLDS AT DOORWAYS SHALL NOT EXCEED 3/4" IN HEIGHT FOR EXTERIOR SLIDING DOORS OR 1/2" FOR OTHER TYPES OF DOORS.

THRESHOLDS AND FLOOR LEVEL CHANGES BETWEEN 1/4" AND 1/2" AT ACCESSIBLE DOORWAYS SHALL BE BEVELED WITH A SLOPE NO GREATER THAN 1:2.

PUSH SIDE

PULL SIDE

W C

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PUSH SIDE

PULL SIDE

W/ LATCH

& CLOSER

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IN

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H

PUSH SIDE

PULL SIDE

W C

L O

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3'-0" MIN.

PARALLEL TO DOOR

4'-0" MIN.

4'-0" MIN.

3'-6"

3'-6"

2'-8" CLEAR MIN.

2'-8" MIN.

18" MIN.

M

IN

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IN

12" MIN.

4" U.N.O.

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IN

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24" MIN.

3'-6"

" M

IN

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A X

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IN

32" MIN.

24" MIN.

24" MIN.

DOORS

REF. SECTION 404 DOORS

SWINGING DOOR CLEARANCES

(LATCH SIDE APPROACH)

SWINGING DOOR CLEARANCES

(HINGE SIDE APPROACH)

SWINGING DOOR CLEARANCES

(FRONT APPROACH)

CLEAR DOORWAY WIDTH

CLEAR DOORWAY DEPTH

TWO HINGED DOORS IN SERIES

POCKET DOOR CLEARANCES

SIDE APPROACH

PLANPLAN

PLANPLAN

PLAN

4'-0" MIN.

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60" MIN.

12" MIN.

36" MIN.

12" MIN.

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TURNING SPACE

REF. SECTION 304 TURNING SPACE

CLEAR FLOOR SPACE & DIAMETER

TURNING SPACE

T-TURN CLEAR FLOOR SPACE

ELEVATION

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REFUGE

TACTILE SIGN

REF. SECTION 703.4

TWO HINGED DOORS IN SERIES

POCKET DOOR CLEARANCES

FRONT APPROACH

PLAN

ELEVATION

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IN

" M A

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AREA

OF

REFUGE

TACTILE SIGN

PAIRS OF

DOORS

REF. SECTION 703.4

WALL MOUNTED FIRE ALARM

DEVICE. MOUNT DEVICE SO

THAT THE ENTIRE LENS IS NOT

LESS THAN 80" OR MORE THAN

96" ABOVE FINISH FLOOR

BASELINE OF THE HIGHEST

TACTILE CHARACTER

BASELINE OF THE

LOWEST

TACTILE CHARACTER

LOCATE SIGN ON

LATCH SIDE OF DOOR

ELEVATION

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IN

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AREA

OF

REFUGE

BASELINE OF THE HIGHEST

TACTILE CHARACTER

BASELINE OF THE

LOWEST

TACTILE CHARACTER

LOCATE SIGN TO

RIGHT OF RIGHT

HAND DOOR

BASELINE OF THE HIGHEST

TACTILE CHARACTER

BASELINE OF THE

LOWEST

TACTILE CHARACTER

LOCATE SIGN ON

INACTIVE LEAF

ACTIVE LEAFSINACTIVE LEAF

ACTIVE LEAF

MIN.

22"

CLEAR OPENING

32" MIN.

SLIDING OR

FOLDING DOOR

SLIDING OR

FOLDING DOOR

3'-6" MIN.

PARALLEL TO DOOR

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22" MIN.

3'-0" MIN.

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(a) (b)

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20" MAX >20"-25" MAX

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Figure 308.3.1 Unobstructed Side Reach

10" MAX

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Figure 308.3.2 Obstructed High

Side Reach

(a) (b)

M A

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10" MAX

M A

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>10"-24" MAX

Figure 308.2.1 Unobstructed Front Reach

Figure 308.2.2 Obstructed

Front Reach

REACH RANGES

REF. SECTION 308

1. DRAWINGS ON THIS SHEET REPRESENT THE

REQUIREMENTS SET BY THE TEXAS ACCESSIBILITY

STANDARDS (TAS) OF THE ARCHITECTURAL BARRIERS

ACT ARTICLE 9102, TEXAS CIVIL STATUTES EFFECTIVE

MARCH 12, 2012. THE CONTRACTOR IS TO COMPLY WITH

THESE STANDARDS.

2. THESE REQUIREMENTS ARE MINIMUMS SET FORTH BY

THE TEXAS ACCESSIBILITY STANDARDS AND MAY NOT

REFLECT THE ACTUAL SCOPE OF WORK. THE

CONSTRUCTION DOCUMENTS SHALL GOVERN OVER

THESE STANDARDS EXCEPT WHERE THE DOCUMENTS

DO NOT MEET THE MINIMUM REQUIREMENTS SHOWN ON

THIS SHEET. CONTRACTOR TO NOTIFY THE ARCHITECT

IMMEDIATELY IF ANY CONDITIONS ARISE THAT DO NOT

MEET THESE STANDARDS

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04/11/2024

Project No. 1403.18

CONTRACT DOCUMENTS

ADULT TAS ACCESSIBILITY

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GENERAL TAS NOTES

NO. DESCRIPTION DATE

1000 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. Only larger sleeve openings and framed openings in structural framing component members are indicated on the Structural Drawings. However, 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.

C. Refer to Architectural, Mechanical, Electrical and Plumbing drawings for floor elevations, slopes, drains and location of depressed and elevated floor areas.

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.

Structural Drawings shall not be reproduced and used as shop drawings. 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 Structural Contract Documents, Structural Drawings, General Notes, and Specifications, the strictest requirements, as indicated by the Engineer, shall govern.

K. Periodic site observation by field representatives of Intelligent Engineering Services, LLP (IES) 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.

1010 SUBSTITUTIONS

A. All requests for substitutions of materials or details shown in the Structural Contract Documents shall be submitted for approval during the bidding period.

B. Once bids are accepted, proposed substitutions will be considered only when they are officially submitted with an identified savings or duration to be deducted from the contract and/or schedule impact. Submittals not satisfying the above criteria will not be reviewed.

1020 CODES

A. The General Building Code used as the basis for the structural design is as follows:

2021 International Building Code

1030 IBC 2021 DESIGN LOADS

A. Dead Loads include the self-weight of the structural elements and the following superimposed loads:

Ceiling and Mechanical at roof 10 psf

B. Live Loads

OCCUPANCY OR USE UNIFORM CONCENTRATED

(psf) (lbs.)

Partitions at areas with Live Load 15 N/A less than 80 psf Dining rooms 100 N/A Kitchens (Commercial) 150 Equip. Wt Restrooms 60 2000 Schools

Classrooms 40 1000 First floor corridors 100 1000

Notes:

1. Live load shall not be reduced.

C. Roof Live Loads

ROOF USE ROOF LIVE LOAD

UNIFORM CONCENTRATED

Ordinary Flat, Pitched, and Curved Roofs 20 psf N/A

D. Snow Loads

Ground snow load, Pg 5 psf Snow exposure factor, Ce 1.0 Importance factor, Is 1.0 Thermal factor, Ct 1.0 Flat Roof Snow Load [XX] psf

E. Roof Rain Loads

Rain Intensity, i 4.25 in/hr

F. Wind Loads

1. Wind lateral load on structural frame is based on ASCE 7 using the following:

Ultimate Design Wind Speed (Vult) 115 mph Nominal Design Wind Speed (Vasd) 90 mph Exposure Category C Internal Pressure Coefficient, GCpi +/-0.18 Risk Category II

G. Seismic Loads

1. The structure and structural components of the building have been designed in accordance with General Building Code with the following criteria:

Seismic Importance Factor, Ie [XX] Risk Category [XX] Mapped Spectral Response Accelerations

Ss (g) [XX] S1 (g) [XX]

Site Class [XX] Design Spectral Response Accelerations

SDS (g) [XX] SD1 (g) [XX]

Seismic Design Category [XX] Basic Seismic-force-resisting system [XX] Design Base Shear, V [XX] Seismic Response Coefficient(s), Cs [XX] Response Modification Factor(s), R [XX] Analysis Procedure Used [XX]

1030 IBC 2021 DESIGN LOADS (CONT)

H. Mechanical/Kitchen Equipment Loads

1. Loading for mechanical rooms and kitchens are based on the weights of equipment and concrete pads as indicated on the Structural Drawings. The Contractor shall submit actual weights of equipment to be used in the project to the Structural Engineer for verification of loads used in the design at least three weeks prior to fabrication and construction of the supporting structure. Any revisions in equipment type, size, or quantity shall be reported to the Architect immediately for verification of the structural design.

1100 SUBMITTALS

A. Shop drawings shall be prepared for all structural items and submitted for review by the Engineer.

Structural Drawings shall not be reproduced and used as shop drawings. 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 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.

2480 CONCRETE FOOTINGS

A. Concrete footing design is based on an allowable net bearing capacity of 1500 psf in accordance with the 2021 IBC Chapter 18.

B. Footings not specifically located on the plan shall be located on centerline of pilaster or column above. Where no pilaster or column occurs, locate on centerline of wall or beam.

C. Elevation of top of plinths/footings, unless noted otherwise on the Structural Drawings, is at the bottom of the deepest intersecting beam or wall supported by the footing.

D. Footing excavations shall be to neat lines and shall be free of loose or wet materials.

E. Reinforcing steel shop drawings shall include placing drawings for templates to set dowels in footings.

3000 CAST-IN-PLACE CONCRETE

A. Structural Concrete Code: Building Code Requirements for Structural Concrete, American Concrete Institute, ACI 318, as referenced by the General Building Code.

B. Classes of Concrete

1. All concrete shall conform to the requirements as specified in the table below, unless noted otherwise on the Structural Drawings:

2. Concrete Mix Schedule:

Conc Strength Agg Max Agg Slump Max Class psi Type Size Inches w/c Notes

A 3000 NWT 3/4" 3-5 ---

a. "NWT" refers to normal concrete having an dry unit weight of approximately 145 pcf (ASTM c33 AGGREGATE)

b. Where the w/c ratio is not indicated in the Concrete Mix Schedule, it shall be as necessary to meet strength requirements.

c. Where the w/c ratio is shown, it shall be adhered to regardless of the strength requirements.

d. Strength" is required compressive cylinder strength at an age of 28 days.

e. "Maximum aggregate size" is defined as first sieve with greater than 15 cumulative percent retained.

C. Provide 4 1/2 percent plus or minus 1 1/2 percent of entrained air in concrete permanently exposed to the weather and elsewhere at the contractor’s option.

D. 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.

E. Embedded conduits, pipes, and sleeves shall meet the requirements of ACI 318, and the following:

1. Conduits and pipes running within a slab, beam, or wall shall not be larger in outside dimension than 1/3 the overall thickness of the slab, wall or beam and shall be located within the middle third of that thickness.

2. Conduits, pipes, and sleeves passing horizontally through a beam shall not be larger in outside dimension than 1/3 the overall depth of the beam and shall be located within the middle third of that depth.

3. Conduits, pipes, and sleeves passing vertically through a beam shall utilize a sleeve not larger in outside dimension than 1/3 the overall width of the beam or 6 inches (whichever is less).

The sleeve shall be made of hot dip galvanized schedule 40 steel.

4. Conduits, pipes and sleeves shall not be spaced closer than three diameters or widths on center.

F. Concrete sampling for quality assurance: Concrete that is pumped shall be sampled at the point of discharge from the truck.

G. Submittal: Submit proposed mix designs in accordance with ACI 301, chapter 4.2.3. Each proposed mix design shall be accompanied by a record of past performance or by three laboratory trial mixtures with confirmation tests

3200 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.

2. Welded wire reinforcement. Welded smooth wire reinforcement, ASTM A1064, yield strength 65,000 psi where noted on the Structural Drawings. Welded wire reinforcement to be provided in flat sheets.

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. Welded Wire Reinforcement shall be continuous across the entire concrete surface and not interrupted by beams or girders and properly lapped one cross wire spacing plus 2”.

D. Reinforcement in Topping Slabs shall be welded smooth wire reinforcement minimum 6 x 6 W2.9 x W2.9 in all topping slabs unless specified otherwise on the Structural Drawings.

E. Reinforcement in Housekeeping Pads shall be welded smooth wire reinforcement 6 x 6 W2.9 x W2.9 minimum in all housekeeping pads supporting mechanical equipment whether shown on the Structural Drawings or not unless heavier reinforcement is called for on the Structural Drawings.

F. In unscheduled grade beams, walls, and slabs, detail reinforcing as follows:

1. Class A lap beam top reinforcing bars at mid span.

2. Class A lap beam bottom reinforcing bars at the supports.

3. Provide Class B lap at other location pending Engineer’s approval.

4. Provide standard hooks in top bars at cantilever and discontinuous ends of beams, walls and slabs.

5. Provide corner bars for all horizontal bars at the inside and outside faces of intersecting beams or walls. Corner bars are not required if horizontal bars are hooked.

6. Provide 2-#4 diagonal bars at all slab re-entrant corners placed under the top mat of steel.

3200 CONCRETE REINFORCING (CONT)

G. Welding of reinforcing steel will not be permitted unless specifically shown on the Structural Drawings.

H. Heat shall not be used in the fabrication or installation of reinforcement.

I. Reinforcing steel clear cover shall be as follows:

1. Slab-on-grade 3/4" top

2. "Exterior Exposure refers to concrete exposed to earth or weather

J. 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.

5050 POST-INSTALLED ANCHORS AND DOWELS

A. Expansion Anchors shall be one of the following:

1. Concrete:

a. Kwik Bolt TZ2, Hilti Inc.

b. Strong Bolt, Simpson Strong-Tie

c. Power-Stud+ SD1, DeWalt (Powers)

B. Screw Anchors shall be one of the following:

1. Concrete:

a. Kwik HUS-EZ, Hilti Inc.

b. Titen HD, Simpson Strong-Tie

c. Wedge-Bolt+, DeWalt (Powers)

C. Adhesive Anchors shall be one of the following:

1. Concrete:

a. HIT-RE 500-V3, Hilti Inc.

b. HIT-HY 200, Hilti inc.

c. Pure 110+, DeWalt (Powers)

d. AC200+, DeWalt (Powers)

e. SET 3G, Simpson Strong-Tie.

D. Adhesive Doweling

1. Adhesive doweling system shall be one of the following products:

a. HIT RE 500-V3, Hilti Inc.

b. Pure 110+, DeWalt (Powers)

c. AC200+, DeWalt (Powers)

d. SET 3G, Simpson Strong-Tie.

E. Install dowels in strict accordance with the adhesive manufacturer's instructions.

F. Clean out holes with compressed air after drilling per manufacturer's printed installation instructions or use manufacturer's alternate hole cleaning procedures.

G. Unless noted otherwise on the structural drawings, embedment depth shall be as required to develop full yield strength of the embedded dowels.

H. Prior to drilling holes for dowels, locate existing reinforcing steel with a Pachometer (R-Meter) or by drilling 1/4 inch diameter pilot holes. Relocate bolt holes as required to avoid existing reinforcement.

I. 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 ICC ES report for the anchor. If conflicts exist between these referenced documents, the most stringent requirements shall govern.

J. 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 locations can be adjusted by a maximum of 1 1/2 inch from detailed locations to avoid conflicts, unless noted otherwise. Submit an as-built of anchor locations to engineer.

K. 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.

L. Holes for anchors and dowels shall be drilled in a continuous operation using the bit type and size recommended by the anchor manufacturer. Diamond cored holes shall not be used unless noted otherwise on the structural drawings. Holes shall be drilled perpendicular to the concrete surface and shall not be enlarged or redirected at any point along its length. All debris shall be blown out of the holes with compressed air after drilling.

M. All abandoned holes shall be filled with non-shrink grout.

N. Holes in connection plates shall be no more than 1/16 inch larger than the anchor diameter. If larger holes are required for erection purposes, Contractor shall notify Engineer such that a plate washer size can be provided.

O. Installation of anchors and dowels shall be continuously inspected by the testing agency to ensure that holes are of specified size, and that bolts are properly installed including application of minimum installation torques.

5100 STRUCTURAL STEEL

A. Structural Steel Code: Specification for Structural Steel Buildings, American Institute of Steel Construction Inc., ANSI/AISC 360, as referenced by the General Building Code.

B. Material

1. All hot rolled steel members shall be new and conform to ASTM specification A6.

2. ASTM Specification and Grade. Clearly mark the grade on each member

3. Unless Noted otherwise on the Structural Drawings, structural steel members shall be:

a. W-shapes shall conform to ASTM A992.

b. Channels shall conform to ASTM A36.

c. Angles shall conform to ASTM A36.

d. Steel pipe shall conform to ASTM A53, Type E, Grade B.

e. Round hollow structural shape members shall conform to ASTM A500, Grade C, Fy = 46 ksi.

f. Square or rectangular hollow structural shape members shall conform to ASTM A500 Grade C, Fy = 50 ksi.

g. Structural steel plate shall conform to ASTM A36.

h. Any other steel shall conform to ASTM A36.

C. Fabrication

1. Splicing of structural steel members is prohibited without prior approval of the Engineer as to location and type of splice to be made. Any member having splice(s) not shown and detailed on shop drawings will be rejected.

2. Dimensional tolerances of fabricated structural steel shall conform to Section 6.4 of the AISC Code of Standard Practice unless noted otherwise on the Structural Drawings.

3. Shop painting: Paint structural steel with one coat of manufacturer’s standard red oxide primer applied at a rate to provide a uniform dry film thickness of 2.5 mils.

D. Erection

1. Erection tolerances of anchor bolts, embedded items, and all structural steel unless specified otherwise on the Structural Drawings shall conform to the AISC Code of Standard Practice.

2. Field cutting of structural steel or any field modifications to structural steel shall not be made without prior approval of the Engineer.

3. Contractor shall protect any unprimed structural steel from detrimental effects of corrosion, as required, until the steel is enclosed and protected by the new construction.

5100 STRUCTURAL STEEL (CONT)

E. Hot dip galvanize after fabrication all structural steel items and connections permanently exposed to the weather, whether specified on the Structural Drawings or not. Such items include, but are not limited to:

1. Shelf angles and/or loose lintels

2. Embedded plates in concrete exposed to the exterior

3. Railing exposed to weather.

4. Examine the Architectural and Structural Drawings for other items required to be hot dip galvanized. Galvanize all nuts, bolts, and washers used in connection with such steel. Field welded connections shall have welds protected with “Z.R.C. Cold Galvanizing Compound” as manufactured by Z.R.C. Company.

F. Submittal: Provide drawings showing details for fabrication and shop assembly of members, erection plans and details. Include details of connections, camber, weld profiles and sizes and spacing. Shop and erection drawings shall not be made using reproductions of the Structural Drawings.

100000 DESIGN BY CONTRACTOR

A. In accordance with the Specifications the items listed below are not included in the Contract Documents. Design of these elements shall be the responsibility of the Contractor, and shall be designed and sealed by a Professional Engineer licensed in the State of Texas.

1. Cold Formed Metal Framing

2. Embedded assemblies and inserts, clamps, hangers, trapezes, unistrut, etc. for the support of MEP systems.

3. Embedded assemblies, inserts, and/or hangers for fire suppression systems.

B. Design of the items listed above shall be in accordance with the General Building Code, and shall include all attachments to the structure.

JOSEPH H. HUIZAR

87226

1045 CENTRAL PARKWAY NORTH, SUITE 200

210.349.9098

SAN ANTONIO, TEXAS 78232

TBPE FIRM F-432IES JOB NO:

ENGINEERING COMMUNITIES FROM THE GROUND UP

ie-services.com

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CONTRACT DOCUMENTS

STRUCTURAL NOTES

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SPECIAL INSPECTIONS TABLES FOR STRUCTURAL ELEMENTS - 2021

X--

2. Inspection tasks during welding:

1705.2.1

X

a. Control and handling of welding consumables

1) Packaging

2) Exposure control

Xb. No welding over cracked tack welds --

X

c. Environmental conditions

1) Wind speed within limits

2) Precipitation and temperature

X

d. WPS followed

1) Settings on weld equipment

2) Travel speed

3) Selected welding materials

4) Shielding gas type/flow rate

5) Preheat applied

6) Interpass temperature maintained (min/max)

7) Proper position (F, V, H, OH)

X

e. Welding techniques

1) Interpass and final cleaning

2) Each pass within profile limitations

3) Each pass meets quality requirements

Xa. Welds cleaned

3. Inspection tasks after welding:

--b. Size, length and location of welds X

c. Welds meet visual acceptance criteria

1) Crack prohibition

2) Weld/base-metal fusion

3) Crater cross section

4) Weld profiles

5) Weld size

6) Undercut

7) Porosity

X

--d. Arc strikes X

--e. Repair activities X

--f. Document acceptance or rejection of welded joint or member

X

1. Inspection tasks noted in this table are the responsibility of the Special Inspector or Quality Assurance Inspector (QAI).

The fabricator and erector are responsible for all inspection tasks indicated in AISC 360-16 Section N5 assigned to the Quality Control Inspector (QCI).

2. Inspection tasks may be coordinated with the fabricator or erector's Quality Control Inspector (QCI) where indicated with this footnote. All other tasks shall be performed by the Special Inspector.

1705.2.1

AISC 360-16

N5.4-3:

AWS D1.1

REFERENCED

STANDARD

--b. Welding procedure specifications (WPSs) available

1. Inspection tasks prior to welding:

IBC

REFERENCE

REQUIRED SPECIAL INSPECTIONS FOR WELDING OF STRUCTURAL STEEL (AISC 360-16 Table N5.4)

CONTINUOUS PERIODIC

X

7. Verify maintenance of specified curing temperature and techniques

ACI 318:

26.5.3-26.5.5

ACI 318:

26.5

6. Inspect concrete placement for proper application techniques

X

ASTM C172

ASTM C31

ACI 318:

26.5, 26.12

X

5. Prior to concrete placement, fabricate specimens for strength tests, perform slump and air content tests, and determine the temperature of the concrete

1904.1, 1904.2 ACI 318: Ch. 19, 26.4.3, 26.4.4

X

--2. Inspect anchors cast in concrete

X

REQUIRED SPECIAL INSPECTIONS OF CONCRETE CONSTRUCTION (IBC Table 1705.3)

1. Inspect reinforcement and verify placement

4. Verifying use of required design mix

CONTINUOUS PERIODIC

X

X

3. Inspect anchors post-installed in hardened concrete members

X

AISC 360-16

N5.4-1:

AWS D1.1

1705.2.1

--X

X--

X--

X--

X--

SPECIAL INSPECTIONS

1. 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 required tests and inspections listed in the following tables. 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.

2. Where structural 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. Manufacturer certifications for welding consumables available

d. Material identification (type/grade)

e. Welder identification system

f. Fit-up of CJP groove welds (including joint geometry)

1) Joint preparation

2) Dimensions (alignment, root opening, root face, bevel)

3) Cleanliness (condition of steel surfaces)

4) Tacking (tack weld quality and location)

5) Backing type and fit (if applicable)

h. Configuration and finish of access holes

i. Fit-up of fillet welds

1) Dimensions (alignment, gaps at root)

2) Cleanliness (condition of steel surfaces)

3) Tacking (tack weld quality and location)

AISC 360-16

N5.4-2:

AWS D1.1

REFERENCED

STANDARD

IBC

REFERENCE

a. Adhesive anchors installed in horizontally or upwardly inclined orientations to resist sustained tension loads

b. Mechanical anchors and adhesive anchors not defined in 3.a

X--

ACI 318: Ch.

20, 25.2, 25.3, 26.6.1-26.6.3

ACI 318:

17.8.2

ACI 318:

17.8.2.4

ACI 318:

17.8.2

SPECIAL INSPECTION TYPE

SPECIAL INSPECTION TYPE

X--a. Welder qualification records and continuity records

INSPECTION FREQUENCY

INSPECTION FREQUENCY

X--

g. Fit-up of CJP groove welds of HSS t-, y-, and k-joints without backing (including joint geometry)

1) Joint preparation

2) Dimensions (alignment, root opening, root face, bevel)

3) Cleanliness (condition of steel surfaces)

4) Tacking (tack weld quality and location)

--f. Placement and installation of steel headed stud anchors X

g. No prohibited welds have been added without the approval of the Engineer of Record X--

X--j. Check welding equipment

JOSEPH H. HUIZAR

87226

1045 CENTRAL PARKWAY NORTH, SUITE 200

210.349.9098

SAN ANTONIO, TEXAS 78232

TBPE FIRM F-432IES JOB NO:

ENGINEERING COMMUNITIES FROM THE GROUND UP

ie-services.com

Revisions:

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CONTRACT DOCUMENTS

SPECIAL INSPECTIONS

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A/C - AIR CONDITIONER

AB - ANCHOR BOLT

ABV - ABOVE

ACI - AMERICAN CONCRETE INSTITUTE

ADDL - ADDITIONAL

ADH - ADHESIVE

ADJ - ADJACENT

AEC - ARCHITECTURALLY EXPOSED CONCRETE

AESS - ARCHITECTURALLY EXPOSED STRUCTURAL STEEL

AFF - ABOVE FINISHED FLOOR

AGGR - AGGREGATE

AHU - AIR HANDLING UNIT

AISC - AMERICAN INSTITUTE OF STEEL CONSTRUCTION

ALT - ALTERNATE

APPROX - APPROXIMATE

ARCH - ARCHITECT (OR) ARCHITECTURAL

B TO B - BACK TO BACK

BD - BOARD

B.O. - BOTTOM OF

BF - BACK FACE

BFF - BELOW FINISH FLOOR

BIL - BOTTOM INSIDE LAYER

BL - BUILDING LINE

BLDG - BUILDING

BLKG - BLOCKING

BM - BEAM

BOL - BOTTOM OUTSIDE LAYER

BOS - BOTTOM OF STEEL

BOTT - BOTTOM

BP - BASE PLATE

BRDG - BRIDGING

BRG - BEARING

BRKT - BRACKET

BRL - BRICKLEDGE

BSMT - BASEMENT

BTWN - BETWEEN

C - CAMBER (OR) COMPRESSION

CANT - CANTILEVER

CFS - COLD FORMED STEEL

CG - CENTER OF GRAVITY

CGS - CENTER OF GRAVITY OF STRAND

CIP - CAST-IN-PLACE

CJ - CONTROL JOINT

CJP - COMPLETE JOINT PENETRATION

CL - CENTER LINE

CLG - CEILING

CLR - CLEAR (OR) CLEARANCE

CMU - CONCRETE MASONRY UNIT

COL - COLUMN

C OR COMP - COMPRESSION

CONC - CONCRETE

CONN(S) - CONNECTION(S)

CONST - CONSTRUCTION

CONST JT - CONSTRUCTION JOINT

CONT - CONTINOUS

CONTR - CONTRACTOR

COORD - COORDINATE

CVR - COVER

DBA - DEFORMED BAR ANCHORS

DBL - DOUBLE

DE - DECK EDGE

DEV - DEVELOPMENT

DFL - DOUGLAS FIR LARCH

DIA - DIAMETER

DIAG - DIAGONAL

DIM(S) - DIMENSION(S)

DKG - DECKING

DL - DEAD LOAD

DN - DOWN

DS - DOWNSPOUT

DTL - DETAIL

DWG(S) - DRAWING(S)

DWL(S) - DOWELS

EA - EACH

EF - EACH FACE (OR) EXHAUST FAN

EJ - EXPANSION JOINT

EL - ELEVATION

ELEC - ELECTRICAL

ELEV - ELEVATOR

EMBED - EMBEDMENT

ENGR - ENGINEER

EOR - ENGINEER OF RECORD

EQ - EQUAL (OR) EQUIVALENT

EQUIP - EQUIPMENT

EW - EACH WAY

EXIST - EXISTING

EXP - EXPANSION

EXT - EXTERIOR

EXTN - EXTENSION

F TO F - FACE TO FACE

FABR - FABRICATOR

FD - FLOOR DRAIN

FDN - FOUNDATION

FFE - FINISHED FLOOR ELEVATION

FIN - FINSH (OR) FINISHED

FIN FL - FINISHED FLOOR

FL - FLOOR

FLG - FLANGE

FP - FIREPROOF(ING)

FRMG - FRAMING

FS - FAR SIDE

FT - FOOT (OR) FEET

FTG - FOOTING

FV - FIELD VERIFY

GA - GAGE (OR) GAUGE

GALV - GALVANIZED

GC - GENERAL CONTRATOR

GLULAM - GLUE LAMINATED TIMBER

GR - GRADE

GR BM - GRADE BEAM

HB - HORIZONTAL BRACE

HCA - HEADED CONCRETE ANCHOR

HDG - HOT DIPPED GALVANIZED

HDR - HEADER

HI - HIGH

HK - HOOK

HL - HOLE

HORIZ - HORIZONTAL

HP - HIGH POINT

HS - HEADED STUD

HSS - HOLLOW STRUCTURAL SECTION

HT - HEIGHT

ID - INSIDE DIAMETER

IF - INSIDE FACE

IN - INCH

INFO - INFORMATION

INT - INTERIOR

INTERM - INTERMEDIATE

JG - JOIST GIRDER

JST(S) JOIST(S)

JT - JOINT

K - KIPS (1000 LBS)

KLF - KIP PER LINEAR FOOT

KSF - KIP PER SQUARE FOOT

KSI - KIP PER SQUARE INCH

L - LENGTH

LBS - POUNDS

LL - LIVE LOAD

LLH - LONG LEG HORIZONTAL

LLV - LONG LEG VERTICAL

LO - LOW

LOC - LOCATION

LONG - LONGITUDINAL

LP - LOW POINT

LSH - LONG SIDE HORIZONTAL

LSL - LONG SLOTTED HOLES

LSV - LONG SIDE VERTICAL

LVL - LAMINATED VENEER LUMBER

LW - LIGHTWEIGHT

LWC - LIGHTWEIGHT CONCRETE

M - MOMENT

MAS - MASONRY

MATL - MATERIAL

MAX - MAXIMUM

MC - MOMENT CONNECTION(S)

MECH - MECHANICAL

MEP - MECHANICAL, ELECTRICAL, PLUMBING

MEZZ - MEZZANINE

MFR - MANUFACTURER

MID - MIDDLE

MIN - MINIMUM

MISC - MISCELLANEOUS

MTL - METAL

NF - NEAR FACE

NIC - NOT IN CONTRACT

NOM - NOMINAL

NS - NON-SHRINK

NTS - NOT TO SCALE

OC - ON CENTER

OCEW - ON CENTER EACH WAY

OD - OUTSIDE DIAMETER (OR) OVERFLOW DRAIN

OF - OUTSIDE FACE

OH - OPPOSITE HAND

OPNG(S) - OPENING(S)

OPP - OPPOSITE

P - PAN

P/C - PRECAST CONCRETE

P/E - PRE-ENGINEERED

PAF - POWDER ACTUATED FASTENER

PAR - PARALLEL

PCF - POUNDS PER CUBIC FOOT

PEMB - PRE-ENGINEERED METAL BUILDING

PERP - PERPENDICULAR

PI - PLASTICITY INDEX

PJ - PANEL JOINT

PJP - PARTIAL JOINT PENETRATION

PL - PLATE

PLF - POUNDS PER LINEAR FOOT

PLYWD - PLYWOOD

PREFAB - PREFABRICATED

PRELIM - PRELIMINARY

PROJ - PROJECTION

PSF - POUNDS PER SQUARE FOOT

PSI - POUNDS PER SQUARE INCH

PSL - PARALLEL STRAND LUMBER

PT - POINT (OR) PRESSURE TREATED

P-T - POST-TENSION(ED)

QTY - QUANTITY

R - RADIUS (OR) REACTION (OR) REMAINDER

RD - ROOF DRAIN

REINF - REINFORCE(ING)(ED)(MENT)

REQ - REQUIRE(MENT)

REQD - REQUIRED

RET - RETAINING

RET SYS - RETENTION SYSTEM

RF - ROOF

RIS - RISER

RM - ROOM

RO - ROUGH OPENING

RTU - ROOF TOP UNIT

SCHED - SCHEDULE(D)

SECT - SECTION

SF - SQUARE FOOT

SHT - SHEET

SHTG - SHEATHING

SIM - SIMILAR

SJI - STEEL JOIST INSTITUTE

SL - SLOPE

SOG - SLAB ON GRADE

SP - SOUTHERN PINE

SPA - SPACE

SPECD - SPECIFIED

SPEC(S) - SPECIFICATION(S)

SQ - SQUARE

SS - STAINLESS STEEL

SSL - SHORT SLOTTED HOLE

STAGG - STAGGERED

STD - STANDARD

STIFF - STIFFENER

STIRR - STIRRUPS

STL - STEEL

STRUCT - STRUCTURE (OR) STRUCTURAL

SUBCONTR - SUBCONTRACTOR

SW - SHEARWALL (OR) SIDEWALK

T - TENSION

T.O. - TOP OF

T&B - TOP AND BOTTOM

T&G - TONGUE AND GROOVE

TEMP - TEMPERATURE

THK - THICK

THRD - THREAD(ED)

TIL - TOP INSIDE LAYER

TOB - TOP OF BEAM

TOC - TOP OF CONCRETE

TOF - TOP OF FOOTING

TOJ - TOP OF JOIST

TOL - TOP OUTSIDE LAYER

TOP - TOP OF PIER

TOPC - TOP OF PIER (PILE) CAP

TOS - TOP OF STEEL

TOW - TOP OF WALL

TR - TREAD

TRANSV - TRANSVERSE

TYP - TYPICAL

UNO - UNLESS NOTED OTHERWISE

V - SHEAR

VB - VERTICAL BRACE

VERT - VERTICAL

W - WIDTH

W/ - WITH

W/O - WITHOUT

WD - WOOD

WDW - WINDOW

WL - WIND LOAD

WP - WORK POINT

WPFG - WATERPROOFING

WS - WATERSTOP

WT - WEIGHT

WWM - WELDED WIRE MESH

X-STR - EXTRA STRONG

XX-STR - DOUBLE EXTRA STRONG

STRUCTURAL ABBREVIATIONS

F8 F9 F10 F11

FB

FA

5'-0" 15'-9" 5'-0"

25'-9"

HSS3x3x3/16

9' -4

FA.5

1"

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TYP, UNO

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FB

FA

5'-0" 15'-9" 5'-0"

25'-9"

FA.59'

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1"

S3.1

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(TOS EL= 12'-7")

HSS6x4x3/16 (LSH)

H S S x x /1

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(TOS EL= 12'-7")

W12x19

HS

S6 x3 x3

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SH

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JOSEPH H. HUIZAR

87226

1045 CENTRAL PARKWAY NORTH, SUITE 200

210.349.9098

SAN ANTONIO, TEXAS 78232

TBPE FIRM F-432IES JOB NO:

ENGINEERING COMMUNITIES FROM THE GROUND UP

ie-services.com

Revisions:

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CONTRACT DOCUMENTS

SNACK BAR FRAMING

PLANS

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T north

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

1 SNACK BAR FLOOR PLAN

north

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

2 SNACK BAR CEILING FRAMING PLAN

FC

F1 F2 F3 F4 F5 F6 F7

FD

(F

IE

L D

V E R

IF

Y

HSS4x4x3/16

TYP, UNO

60'-0"

10'-8" 12'-0" 8'-4" 8'-4" 12'-0" 8'-8"

S3.1

S3.1

S3.1

CL HSS COL

S3.2

EXISTING STEEL

COLUMN

EXISTING CMU

WALL

EXISTING STEEL

COLUMN

EXISTING CMU

WALL

(F

IE

L D

V E R

IF

Y

CL EXIST STL COL

EXISTING

STEEL

COLUMN

FC

F1 F2 F3 F4 F5 F6 F7

FD

(F

IE

L D

V E R

IF

Y

HSS6x4x3/16 (LSH)

H S S x x /1

L S H

HSS6x4x3/16 (LSH) HSS6x4x3/16 (LSH) H S S x x /1

L S H

60'-0"

10'-8" 12'-0" 8'-4" 8'-4" 12'-0" 8'-8"

HSS

6x3 x3 /16

(L

SH)

S3.1

S3.1

CL EXIST

STEEL COLUMN

BEAM

SPLICE

BEAM

SPLICE

(F

IE

L D

V E R

IF

Y

S3.2

HSS6x4x3/16 (LSH)

S3.1

S3.1

S3.1

S3.1

EXISTING STEEL

COLUMN

EXISTING CMU

WALL

(T O

S E

L

/4

(TOS EL= 13'-11 3/4") (TOS EL= 13'-11 3/4") (TOS EL= 13'-11 3/4")

EXISTING STEEL

COLUMN

EXISTING CMU

WALL

EXISTING

STEEL

COLUMN

CL HSS COL

CL EXIST STL COL

(T O

S E

L

/4

OH

JOSEPH H. HUIZAR

87226

1045 CENTRAL PARKWAY NORTH, SUITE 200

210.349.9098

SAN ANTONIO, TEXAS 78232

TBPE FIRM F-432IES JOB NO:

ENGINEERING COMMUNITIES FROM THE GROUND UP

ie-services.com

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F a n in S tr e e t, S u it e

H o u st o n Te xa s p

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KEY PLAN

NTS

AREA OF

NEW WORK

04/11/24

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04/11/2024

Project No. 1403.18

CONTRACT DOCUMENTS

CAFETERIA SERVING

AREA FRAMING PLANS

S2.1

O

'C O

N N

E

LL

R O

B E R

TS

O

N

IN

C

O

'C O

N N

E

LL

R O

B E R

TS

O

N

IN

C

C L

E M

E N

S H

S C

A F

E T

E R

IA

S

E R

V

IN

G L

IN

E

R E

N O

V A

T

IO

N

E

LB

E L

R O

A D

S C

H E R

TZ

TE

X A

S

S C

U C

I N

D E P

E N

D E N

T S C

H O

O L

D

IS

TR

IC

T north

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

1 CAFETERIA SERVING AREA FLOOR PLAN

north

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

2 CAFETERIA SERVING AREA CEILING FRAMING PLAN

TOS EL-

SEE PLAN

EXIST CONC

JOIST (FV)

3000 PSI

CONC INFILL

(FV)

EXIST OPNG

EXISTING

TOC EL

CLIP ANGLE

L3x3x1/4

ANCHORED TO

EXIST JOIST W/

1/2"Ø EXP ACHOR

L3x3x1/4 EA

SIDE OF

OPENING

TYP

3/16" PL OVERSIZED

TO FIT OPENING + 2"

MEETING ASTM A36

6x6-W2.1xW2.1 WELDED

WIRE REINF MEETING

ASTM A1064 CENTERED

IN DEPTH OF SLAB

EXIST CONC

JOIST (FV)

S3.1

(FV)

EXIST OPNG FILL W/ CONCEXIST CONC

FLOOR SLAB

EXISTING

TOC EL

EXIST CONC

JOIST (FV)

NEW OPENING FOR SINK.

CORE DRILL CORNERS

OF NEW OPENING TO

AVOID OVERCUTS, TYP

FOR EXACT

SEE ARCH

EXIST CONC

JOIST (FV)

DIMS

(1'-5" MAX)

EXISTING

TOC EL

STEEL COLUMN,

SEE PLANTYP

1 1/2"

BASE PL1/2"x9"x9" W/

(4)-3/8"Ø RODS, "HILTI"

HAS-E x 4 3/8" AND "HILTI"

ADHESIVE HIT-HY 200-A

3/16

TYP

F8

FB

S3.1

STEEL COLUMN,

SEE PLANTYP

1 1/2"

BASE PL1/2"x10"x10" W/

(4)-3/8"Ø RODS, "HILTI"

HAS-E x 4 3/8" AND "HILTI"

ADHESIVE HIT-HY 200-A

3/16

TYP

F4

FC

S3.1

MASONRY TO

BE REMOVED

NOTES:

1. SEE ARCH DRAWINGS FOR OPENING SIZE & LOCATION.

2. SAW CUT AND INSTALL ANGLES PRIOR TO REMOVING

MASONRY AT OPENING.

3. INSTALL COVER PLATE AFTER MASONRY HAS BEEN REMOVED.

3/16" COVER PLATE

x 7 1/2" x FULL

HEIGHT OF WALL

EXISTING MASONRY

WALL TO REMAIN

CONFIRM 8" CMU

(7 5/8" WIDTH)

3/16 2-8

.TYP

L5x3x1/4 FULL

HEIGHT

GC TO FIELD

DETERMINE WALL

HEIGHT

"HILTI" SLEEVE ANCHOR

HLC-FPH 1/4" DIA

x2 1/4" AT 8"OC, IN

CENTER OF BLOCK

/2

9'-4"

HSS COL,

SEE PLAN

HSS COL,

SEE PLAN

STL BM,

SEE PLAN

FBFA

EXIST CONC

FLOOR SLAB

TOS EL=

12'-7"

S3.1

GYP CEILING FRAMING

REFER TO ARCHITECTURAL

STL BM,

SEE PLAN

TOS EL=

12'-7"

HSS COL,

SEE PLAN

STL BM,

SEE PLAN

EXIST CONC

FLOOR SLAB

FC

TOS EL=

13'-11 3/4"

GYP CEILING FRAMING

REFER TO ARCHITECTURAL

S3.1

(F V

EXIST CONC

FLOOR

SLAB

HSS COL,

SEE PLAN

/2 E M

B E D

(D O

N

V

E R

D R

IL

L

BASE PLATE,

SEE DETAILS

& 4/S3.1 5/S3.1

BOS EL=

12'-4"

STL BM,

SEE PLAN

STL COL,

SEE PLAN

BOS EL=

11'-7"

STL BM,

SEE PLAN

F1

HSS BRACE,

SEE PLAN

HSS BM,

SEE PLAN

FD

EXISTING STEEL

COLUMN

WORK POINT

"SEAT L4x4x1/4 x0'-4" LG

3/16

S3.1

3/16

FC

HSS BEAM (LSH)

W/ 3/16 CAP PL

HSS COL

BELOW

3/16

TYP

3/16

TYP

HSS BEAM (LSH)

F1

F2

FC

1'-8"

HSS6x3 BRACE (LSH) PL1/4x4" x 1'-8"

AT MID DEPTH

WORK POINT

HSS BEAM (LSH)

HSS COL

BELOW

TYP

3/16

3/16

TYP

3/16 6" E.E.

TYP

F#

FC

HSS BEAM (LSH)

HSS COL 3/16

BOS EL

HSS BEAM (LSH)

HSS COL

BELOW

14A - ELEVATION

14A

TYP

3/16

THREE

SIDES 3/16

SEAT L4x4x1/4 x0'-4"

EXISTING 8" STEEL

TUBE COLUMN

HSS BM, SEE PLAN

DIAGONAL

BRACE

JOSEPH H. HUIZAR

87226

1045 CENTRAL PARKWAY NORTH, SUITE 200

210.349.9098

SAN ANTONIO, TEXAS 78232

TBPE FIRM F-432IES JOB NO:

ENGINEERING COMMUNITIES FROM THE GROUND UP

ie-services.com

Revisions:

A u st in

S a n A n to n io

H o u s to n

B a rt o n

S p ri n g s

R o a d

S u it e

A u st in Te xa s

B ro a d w a y S u it e

S a n A n to n io

Te xa s

F a n in S tr e e t, S u it e

H o u st o n Te xa s p

.4

.7 f

.4

.7 p

.2

.6 f

.2

.6 p

.4

.1 f

.4

.1

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04/11/24

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\D o c u m e n ts \3

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C U

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IS

D C le m e n s H

S C a fe te ri a R e n o v (C e n tr a l)

S m a ri s e la m

.r v t

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M

04/11/2024

Project No. 1403.18

CONTRACT DOCUMENTS

SECTIONS AND DETAILS

S3.1

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R O

B E R

TS

O

N

IN

C

O

'C O

N N

E

LL

R O

B E R

TS

O

N

IN

C

C L

E M

E N

S H

S C

A F

E T

E R

IA

S

E R

V

IN

G L

IN

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E

LB

E L

R O

A D

S C

H E R

TZ

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E N

D E N

T S C

H O

O L

D

IS

TR

IC

T

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

1 TYPICAL DETAIL AT FILLED OPENING

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

TYPICAL DETAIL AT FILLING

EXISTING OPENING IN SLAB SCALE: 3/4" = 1'-0"

3 TYPICAL DETAIL AT NEW PENETRATION IN SLAB

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

4 BASE PLAN DETAIL AT SNACK BAR

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

5 BASE PLAN DETAIL AT CAFETERIA

NO SCALE

6 PLAN DETAIL AT MASONRY WALL

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

7 SECTION AT SNACK BAR

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

8 SECTION AT CAFETERIA

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

9 SECTION

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

10 SECTION

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

11 PLAN DETAIL

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

12 PLAN DETAIL

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

13 PLAN DETAIL

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

14 PLAN DETAIL

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

15 SECTION

F1 F2 F3 F4 F5 F6 F7

T.O.STL EL=

13'-11 3/4"

EXIST

CONC FLR

SLAB

10'-8" 12'-0" 8'-4" 8'-4" 12'-0" 8'-8"

22'-8" 16'-8" 20'-8"

60'-0"

S3.1

S3.1

S3.1 HSS6x4x3/16 (LSH) HSS6x4x3/16 (LSH) HSS6x4x3/16 (LSH)

H S S x x /1

T Y P

IC

A L

H S S x x /1

T Y P

IC

A L

NOTE:

3x3 COILING DOOR SUPPORT

COLUMNS TO CONNECT TO

UNDERSIDE OF HSS6x3 BEAM

S3.1

9 TYP

F8 F9 F10 F11 25'-9"

5'-0" 15'-9" 5'-0"

T.O.STL EL=

12'-7"

EXIST

CONC FLR

SLAB

H S S x x /1

T Y P

IC

A L

S3.1

9 TYP

S3.1

S3.1

HSS6x4x3/16 (LSH) HSS6x4x3/16 (LSH) HSS6x4x3/16 (LSH)

OPTIONAL

OPTIONAL

JOSEPH H. HUIZAR

87226

1045 CENTRAL PARKWAY NORTH, SUITE 200

210.349.9098

SAN ANTONIO, TEXAS 78232

TBPE FIRM F-432IES JOB NO:

ENGINEERING COMMUNITIES FROM THE GROUND UP

ie-services.com

Revisions:

A u st in

S a n A n to n io

H o u s to n

B a rt o n

S p ri n g s

R o a d

S u it e

A u st in Te xa s

B ro a d w a y S u it e

S a n A n to n io

Te xa s

F a n in S tr e e t, S u it e

H o u st o n Te xa s p

.4

.7 f

.4

.7 p

.2

.6 f

.2

.6 p

.4

.1 f

.4

.1

1243336

04/11/24

C U s e rs \M a ri s e la

\D o c u m e n ts \3

S

C U

C

IS

D C le m e n s H

S C a fe te ri a R e n o v (C e n tr a l)

S m a ri s e la m

.r v t

/1

/2

:0

:4

P

M

04/11/2024

Project No. 1403.18

CONTRACT DOCUMENTS

ELEVATIONS

S3.2

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R O

B E R

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O

N

IN

C

O

'C O

N N

E

LL

R O

B E R

TS

O

N

IN

C

C L

E M

E N

S H

S C

A F

E T

E R

IA

S

E R

V

IN

G L

IN

E

R E

N O

V A

T

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N

E

LB

E L

R O

A D

S C

H E R

TZ

TE

X A

S

S C

U C

I N

D E P

E N

D E N

T S C

H O

O L

D

IS

TR

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T

SCALE: 3/8" = 1'-0"

2 CAFETERIA SERVING ELEVATION

SCALE: 3/8" = 1'-0"

1 SNACK BAR ELEVATION

COUNTER MOUNTED DROP-IN SINK

COUNTER MOUNTED UNDER

MOUNT SINK

COUNTER MOUNTED INTEGRAL

SINK

WALL MOUNTED SINK

ACCESSIBLE LOCATION

NON-ACCESSIBLE LOCATION

CHILD…