COORDINATION >A

1. Only large openings in structural framing members are shown on the structural drawings.

However, all sleeves, embeds, inserts, openings and frames that are necessary for the work

shall be provided. The Contractor shall coordinate with all trades sizes, locations and

placement. All openings and embedded items which have an effect on the structure shall be

submitted to the Engineer for review.

2. Refer to Architectural, Mechanical, Electrical and Plumbing drawings for floor elevations,

location of depressed or elevated floor areas, slopes and drains.

3. Contractor shall coordinate the requirements for building equipment supported on or from

the structure. Submittals identify all equipment including size, dimensions, clearances,

accessibility, weights and reactions. Any deviations from specified equipment shall be noted

on the submittals.

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

Engineer. Contract Drawings shall not be reproduced and used as shop drawings. All items

deviating from the Contract Drawings or from previously submitted shop drawings shall be

noted.

5. The details designated as "Typical Details" apply generally to the Drawings in all areas where

conditions are similar to those described in the detail

6. All dimensions and conditions of existing construction shall be verified at the job site.

Differences between existing construction and the Drawings shall be referred to the Architect.

Differences shall also be clouded on the shop drawings.

7. The design and provision of all temporary supports required for the execution of the contract

such as guys, braces, shores, reshores, falsework, supports and anchors are not included in

these drawings and shall be the responsibility of the Contractor. Temporary supports shall not

result in the overstress or damage to the structure.

COORDINATION

1. All requests for substitutions of materials or details shown in the contract documents shall be

submitted for approval during the bidding period. Once bids are accepted, proposed

substitutions will be considered only when they are officially submitted with an identified

savings to be deducted from the contract.

SUBSTITUTIONS

1. IBC 2015 International Building Code with City of Round Rock Amendments.

2. Wind and Earthquake Loads: Minimum Design Loads for Building and Other Structures,

American Society of Civil Engineers, ASCE 7-10.

3. Structural Concrete: Building Code Requirements for Reinforced Concrete, American Concrete

Institute, ACI 318-14.

4. Structural Masonry: Building Code Requirements for Masonry Structures, reported by the

Masonry Standards Joint Committee, ACI 530-13/ASCE 5-13/TMS 402-13.

5. Structural Steel: Steel Construction Manual, American Institute of Steel Construction,

Fourteenth Edition. Specification for Structural Steel Buildings, AISC 360-10.

6. Wood Framing: National Design Specification (NDS) For Wood Construction with 2015

Supplement, American Forest and Paper Association, AF&PA NDS-2015, and Special Design

Provisions for Wind and Seismic, ANSI/AF&PA SDPWS-15.

7. Wood Structural Panels: Panel Design Specification, American Plywood Association, APA

PDS-12, Plywood Design Specification Supplements 1-5, and DOC PS 1 or PS 2.

8. Prefabricated Composite Wood Products: Products shall be proven by testing as

demonstrated either by ICBO and NRB acceptance or through a test program meeting

requirements of ASTM D 5055 for wood I-joists and ASTM D 5456 for Structural Composite

Lumber (SCL).

9. Prefabricated Metal-plate-connected Wood Trusses: National Design Standard for Metal-

plate-connected Wood Truss Construction, TPI 1-2014.

CODES

1. Live Loads

a. Public areas, corridors, lobbies 100 psf

b. Mechanical Rooms 150 psf

c. Storage (minimum) 125 psf

d. Roof 20 psf

e. Bleachers 100 psf

f. Stairs 100 psf

g. Assembly areas and theaters

Auditoriums (fixed seating) 60 psf

Auditoriums (moveable seating) 100 psf

h. Awnings or canopies 5 psf

2. Dead Loads include the self weight of the structural elements and the following superimposed

loads:

a. Ceiling and Mechanical at roof 10 psf

b. Roofing and rigid insulation 5 psf

3. Wind Loads

a. Wind Lateral Load on Structural Frame is based on the following:

i) Ultimate Design Wind Speed (3-sec. gust), Vult 115 mph

Nominal Design Wind Speed, Vasd 89 mph

ii) Risk Category II

iii) Wind Exposure Category C

iv) Internal Pressure Coefficient, GCpi ±0.18

v) Component & Cladding Ultimate Design Pressures:

Effective Area: ≤ 10 ft2 (Overhangs)

Zone 1 +16.0 psf; -33.2 psf +16.0 psf; -47.9 psf



Zone 4 +30.4 psf; -32.9 psf

Zone 5 +30.4 psf; -40.5 psf

Effective Area: 50 ft2 (Overhangs)




Zone 4 +27.3 psf; -29.8 psf

Zone 5 +27.3 psf; -34.3 psf

Effective Area: >100 ft2 (Overhangs)




Zone 4 +25.9 psf; -28.5 psf

Zone 5 +25.9 psf; -31.6 psf

NOTE: Zone 1 = Interior roof area not in Zones 2 or 3.

Zone 2 = Perimeter roof area not in Zone 3 (6'-6" strips).

Zone 3 = Corner roof areas where Zone 2 strips intersect.

Zone 4 = Wall areas not in Zone 5.

Zone 5 = Wall corner areas (6'-6" strips).

b. Calculate the effective area for each component & cladding element, as defined by ASCE

7, depending on length and location. Effective area shall be the maximum of the

following:

Effective Area = Length x Tributary Width (OR) Length x (Length/3)

c. Interpolation of uplift pressures is allowed between effective areas.

4. Roof Snow Loads

a. Ground Snow Load 5 psf

5. Earthquake Loads

a. Seismic Lateral Load on Structural Frame is based on the following:

i) Seismic Importance Factor, I 1.0

ii) Risk Category II

iii) Mapped Spectral Response Accelerations

SS 0.063

S1 0.035

iv) Site Class C

v) Spectral Response Coefficients

SDS 0.051

SD1 0.039

vi) Seismic Design Category A

vii) Basic Seismic-Force-Resisting System: 2D -- Ordinary Steel

Concentrically Braced

Frames

2Q -- Ordinary reinforced

masonry sheer walls

viii) Design Base Shear 5 kips

ix) Seismic Response Coefficient, CS 0.01

x) Response Modification Factor, R 5 @ 2D Sys.

3 @ 2Q Sys.

xi) Analysis Procedure Minimum Design

Requirements for Seismic

Design Category A

6. Loading for mechanical rooms and kitchens are based on the weights of equipment and

concrete pads as indicated on the contract documents. Any revisions in equipment type, size,

or quantity shall be reported to the Architect immediately for verification of the structural

design.

7. Floor and roof live loads noted above have been reduced in accordance with the building

code.

DESIGN LOADS

1. The building movements specified herein are anticipated to occur and shall be taken into

account by the Contractor in the design, detailing, and installation of the building elements.

2. Spandrel beam deflections: Provisions shall be made in the building cladding for relative floor

to floor vertical deflections of 3/8".

3. Interior floor/roof deflections: Provisions shall be made in interior partitions and other

elements supported by or attached to the floors or roofs for relative floor to floor vertical

deflections of 3/4".

4. Lateral building drift: Provisions shall be made in building cladding and other architectural

finishes for relative floor to floor lateral deflections of story height/400.

BUILDING MOVEMENTS

1. The structural system is designed and detailed to provide the following fire resistance in

accordance with the building code fire resistance standards:

Floor assembly 0 hours

Roof assembly 0 hours

Structural frame 0 hours

2. The structural frame consists of columns and members framing into columns.

3. For establishment of fire resistance ratings, the structural framing shall be considered

unrestrained.

FIRE RESISTANCE

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

Engineer. Contract Drawings shall not be reproduced and used as shop drawings. All items

deviating from the Contract Drawings or from previously submitted shop drawings shall be

clouded.

2. The contractor shall review shop drawings for compliance with the contract documents and

shall certify that he has 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.

3. The contractor shall be responsible for delays caused by rejection of inadequate shop

drawings.

4. Where review and return of shop drawings is required or requested, the engineer will review

each submittal and, where possible, return within 2 weeks of receipt.

5. 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. The engineer's

review is for general conformance with the requirements of the contract documents. The

contractor is responsible for confirming and correcting all quantities and dimensions, selecting

fabrication processes and techniques of construction, and coordinating his work with that of

all other contractors.

6. Refer to individual sections for specific submittal requirements.

SUBMITTALS

1. Work specified herein shall be performed by a qualified independent Testing Laboratory,

selected and paid by the Owner.

2. Pier drilling operation: Make continuous inspections to determine that the proper bearing

stratum is obtained and utilized for bearing and that the shafts are clean and dry before

pouring concrete.

3. Filling and Backfilling operation:

a. Analyze backfill samples delivered by the contractor to determine compliance with

gradation and quality requirements of the geotechnical report.

b. Make in place compaction tests for moisture content, moisture density relationship, and

density of materials in place. Perform test once for each li.

4. Concrete inspection and testing:

a. Secure composite samples of concrete at the jobsite in accordance with ASTM C172.

b. Mold and cure three specimens from each sample in accordance with ASTM C31. Test

specimens in accordance with ASTM C39. Two specimens shall be tested at 28 days for

acceptance and one shall be tested at seven days for information.

c. Perform one strength test (three cylinders) for each pour.

d. Make one slump test for each set of cylinders following the procedural requirements of

ASTM C143 and C172.

e. Determine total air content of air entrained concrete in accordance with ASTM C231.

Perform one test for each strength test.

5. Concrete Reinforcement: Inspect all concrete reinforcing steel and embedded metal

assemblies prior to placement of concrete for compliance with Contract Documents and shop

drawings. All instances of non-compliance shall be immediately brought to the attention of

the contractor for correction, and if uncorrected, reported to the engineer.

6. Structural Masonry: Provide a qualified masonry inspector to inspect all masonry work on a

periodic basis. Inspect work in progress at least once for every 5000 square feet of wall laid,

but not less than once each day.

a. Compressive test for grout: Mold and cure three 3" diameter by 6" tall cylinders from each

sample in accordance with ASTM C31. Test cylinders in accordance with ASTM C39. Two

specimens shall be tested at 28 days for acceptance and one shall be tested at seven days

for information.

b. Inspections: Inspect the placement of reinforcing, mortar and grout mixing operations,

bedding of mortar for each type of unit and placing of units.

7. Expansion Anchors: Provide continuous inspection of expansion bolt installation to ensure

that holes are of the specified size, and that bolts are properly installed including application

of minimum installation torques.

8. Structural steel & steel joists: Field inspection of proper erection of all members, visual

examination of all field welding, visual inspection of all bolts, inspection of all shop fabricated

members upon arrival at the jobsite for conformance with accepted fabrication and erection

drawings, verification of welder's certificates.

TESTING LABORATORY SERVICES

1. If utility trenches or other excavations extend to or below a depth of 5'-0" below construction

grade, the contractor or others shall be required to develop a trench safety plan to protect

personnel entering the trench or trench vicinity, unless the following applies:

a. A steeper slope is allowed by the geotechnical engineer for the particular location and site

conditions in question.

b. A retention system is indicated on the Contract Drawings.

c. An alternative protective system is submitted by the Contractor and allowed by the

Owner.

2. Contractor shall submit Drawings and calculations sealed by a Registered Engineer licensed in

the State of Texas for the design of any alternative protective systems. Alternative protective

systems shall be designed to resist the soil pressures stipulated in the project geotechnical

report prepared by Raba Kistner, dated June 19, 2020. In addition, the design shall consider

surcharges created by construction equipment, excavation spoil, and other surface

encumbrances.

3. Contractor shall comply with all Occupational Safety and Health Administration standards and

all other regulatory agency standards regarding excavation safety.

EXCAVATION PROTECTION

1. Backfill material shall be on-site clays.

2. Backfill shall be placed in loose lifts not to exceed 6 inches.

3. Backfill shall be compacted to at least 90 percent of the maximum dry density as determined

by TxDOT Test Method Tex-114-E at the optimum moisture content to plus 3 percent above

optimum moisture content.

4. Compaction and moisture content of controlled backfill shall be verified by an independent

testing laboratory for each lift.

5. Backfill material shall not be placed against foundation walls until all supporting slabs, beams,

struts, etc., have attained their 28 day design strength unless proper bracing is installed.

6. Where backfill is required on both sides of a structure or building element, backfill shall be

placed simultaneously along both sides so that the backfill height on one side does not exceed

the height on the opposite side by more than 4'-0".

7. Design of basement and retaining walls is based on equivalent hydrostatic pressure of 90 pcf,

assuming free draining backfill and use of perforated drain pipe in accordance with the

geotechnical report prepared by Raba Kistner, dated June 19, 2020.

CONTROLLED BACKFILL AROUND CRAWLSPACE

1. Pier design is based on an allowable loading of 35,000 psf in end bearing and 3,000 psf in side

friction in accordance with the geotechnical report dated Raba Kistner, dated June 19, 2020.

2. Bearing stratum shown on the pier details is hard, intact shale.

3. Piers not specifically located on the plan shall be located on centerline of column above.

Where no column occurs, locate on centerline of wall or beam.

4. Provide dowels from piers into concrete above using same bar size and number as shown for

pilaster above. Where no pilaster occurs, use dowels of same size and number as pier

reinforcing steel. Extend dowels 30 bar diameters into pier and beam, wall, pilaster or column

u.n.o.

5. Elevation of top of piers, unless noted otherwise on the drawings is at the bottom of the

deepest intersecting beam or wall supported by the pier.

6. Reinforcing cage shall be held securely away from earth at sides and bottom by sets of 3

spacers at a maximum spacing of 8-ft. along the length of the cage and 1'-0" from the bottom.

7. Pier reinforcing and concrete shall be placed immediately after drilling operations are

complete; in no case shall a pier be drilled that cannot be poured by the end of the workday.

8. See plans for pier sizes, reinforcing, and depth.

9. The contractor shall verify depths of piers before pier steel is cut. Pier steel may be delivered

to the jobsite in standard lengths and cut as required. Provide 64 bar diameter laps in all

vertical pier reinforcing.

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

piers.

11. Top of pier shall be of the specified diameter. Form top of pier if required to maintain the

specified diameter. Any concrete extending beyond the specified diameter shall be removed.

12. Temporary steel casing may be required during pier drilling operations. Prior to the placement

of concrete, any seepage water shall be removed from the pier holes. Special construction

procedures in accordance with ACI 336.1-98 and ACI 336.3R-98 and specifications shall be

followed during extraction of the casing and during concrete placement.

13. Contractor shall include in bid documents, unit-costs for casing if required and unit-cost for

greater and lesser depth of drilling for each pier size. Base bids shall be for cased piers.

14. All piers shall be inspected by a representative of Raba Kistner in order to ensure that the

proposed bearing material has been reached in accordance with the recommendations given

in the geotechnical report.

15. The contractor shall make and maintain accurate records of the drilled pier depths, bearing

stratum, depth of penetration into bearing stratum, diameter and location (including off

center eccentricities), and shall submit this information to the Engineer.

DRILLED PIERS

1. Cast in place concrete shall meet the following requirements:

28 Day Aggregate Slump

Class Strength Type Size (at point of Use

placement)

A 4,000 psi C33 3/4" 4"-6" All, u.o.n.

B 4,000 psi C33 3/4" 5"-7" Drilled Piers

In addition, class "A " concrete shall meet the following additional requirements:

a. A maximum water/cement ratio of 0.45.

2. Fly ash shall not be used in architecturally exposed concrete.

3. Provide 5 percent plus or minus 1 1/2 percent of entrained air in concrete permanently

exposed to the weather and elsewhere at the contractors option. Do not use entrained air in

drilled piers.

4. Lightweight concrete shall have a maximum cured density of 115 pounds per cubic foot.

5. Horizontal construction joints in concrete pours shall be permitted only where indicated on

the 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 drawings for review by the Architect and Structural

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.

6. Embedded conduits, pipes, and sleeves shall meet the requirements of ACI 318-14, Section

6.3, including the following:

a. 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.

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

center.

7. Concrete pours shall not exceed 5000 square feet or 100 linear feet on each side without prior

approval by the Architect for each pour.

8. Submittal: Submit proposed mix designs in accordance with ACI 301, chapter 3.9. 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.

CAST IN PLACE CONCRETE

1. Reinforcing steel shall be deformed new billet steel bars in accordance with ASTM A615 Grade

60.

2. Detailing of reinforcing steel shall conform to the American Concrete Institute Detailing

Manual.

3. All hooks and bends in reinforcing bars shall conform to ACI detailing standards unless shown

otherwise.

4. Provide reinforcing bars in accordance with the bar bending diagram if bar types are specified.

In unscheduled beams, slabs, columns and walls detail reinforcing as follows:

a. Lap top reinforcing bars at mid span.

b. Lap bottom reinforcing bars at the supports.

c. Lap vertical bars in columns and walls only at floor lines, unless noted otherwise.

d. Refer to lap splice schedule for splice length requirement.

e. Reinforcement labeled as continuous shall be lap spliced 38 bar diameters as a minimum,

unless otherwise noted.

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

and slabs.

g. Provide corner bars for all horizontal bars at the inside and outside faces of intersecting

beams or walls. Corner bars are not required if top, bottom, or horizontal bars are

hooked.

5. Welding of reinforcing steel will not be permitted.

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

7. Reinforcing steel clear cover shall be as follows:

a. Grade beams - 1 1/2" top, 3" bottom, 2" side (formed),

3" side (placed against earth)

b. Drilled piers - 3" bottom, 3" sides

c. Walls - 2"

d. Columns - 1 1/2"

e. Slabs above grade - 1"

f. Beams above grade - 1 1/2"

8. 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 Contract Drawings for use as shop drawings.

CONCRETE REINFORCING

1. Concrete repair includes removal of deteriorated concrete, cleaning concrete reinforcement

and patching with a concrete restoration material. The applications may include horizontal

surfaces, vertical surfaces or overhead surfaces as required on the drawings by the type of

repair.

2. Repairs shall be performed by workers qualified to perform the work. As a minimum, the

foreman shall have not less than two years experience with structural concrete repairs.

3. Repairs shall be patched with a horizontal, vertical or overhead patching concrete product

from one of the following manufactureres (or an equivalent product submitted to the

engineer for approval):

a. Sto

b. Euclid

c. Master Builders

d. Thoro

e. Dayton Superior

4. Dust caused by sandblasting shall be removed prior to applying concrete patch. Dust screens

shall be installed around the construction area to restrict dust to the immediate area.

5. Concrete repair products shall have a minimum 28 day strength of 6000 psi. The patching

material shall be suitable for the repair applied to regarding thin patches, feather edged

patches, thick patches, vertical patches, overhead patches and all other criteria specified by

the manufacturer.

6. Existing concrete shall be prepared as recommended by the manufacturer including but not

limited to the following:

a. Saw cut edges 1/2 inch deep around the perimeter of the repair area without cutting any

reinforcing steel.

b. Remove loose and unsound concrete by chipping or sandblasting.

c. Remove rust from reinforcing steel by medium sandblasting or wire brush.

d. Dampen concrete surface and apply bonding agent (if recommended or required by

manufacturer).

7. Patching materials shall be prepared in accordance with the manufacturers directions.

8. Apply patch material in thicknesses, layers and within working time limits identified by the

manufacturer.

9. Concrete patches shall be placed to the align with the existing dimensions of the structure.

Beam soffits may be formed. All surfaces shall be struck off to dimensions shown and shall

receive a smooth trowel finish. Any surface to receive traffic (without traffic waterproof and

wearing surface) shall have a broom finish.

10. Concrete patches shall be cured by continuous wetting for seven days (or as recommended by

the manufacturer) at a temperature above 40 degrees Fahrenheit, or by the immediate

application of a membrane curing compound conforming to ASTM C309 applied in accordance

with manufacturer's recommendations.

11. Submit manufacturers product data on repair materials to be used for review.

CONCRETE REPAIR

Lamar Central

3800 N. Lamar Blvd.

Suite 330

FIRM REG.#:AEC JOB#:

F-1985

Austin, Tx 78756

P 512.472.2111

www.aecollab.com

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1517 East Palm Valley Blvd.

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Cunningham-Allen, Inc.

3103 Bee Caves Road, Suite #202

Austin, Texas 78746

(512) 327-2946

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GENERAL NOTES

S101

Studio 16:19, LLC

1717 North Interstate 35


(512) 534-8680

Architectural Engineers Collaborative

3800 North Lamar Blvd., Suite #330

Austin, Texas 78756

(512) 472-2111

O'Connell Robertson

811 Barton Springs Road, Suite #900

Austin, Texas 78704

(512) 478-7286

True North Consulting Group

13284 Pond Springs Road, Suite #304

Austin, Texas 78729

(512) 451-5445

NO. DESCRIPTION DATE

>AARCHITECTUREBUILDING SCIENCE I IMDESIGN

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1. Concrete joint sealant includes routing, sawcutting, surface preparation and application of

waterproof concrete joint sealant. Sealant used where exposed to pedestrian or vehicle traffic

shall be suited for traffic. Repair deteriorated concrete adjacent to crack or joint as required.

2. Joint sealing shall be performed by workers qualified to perform the work. As a minimum, the

foreman shall have not less than two years experience with structural concrete repairs.

3. Joints shall be sealed with a waterproof concrete joint sealant product from one of the

following manufactureres (or an equivalent product submitted to the engineer for approval):

a. Sto

b. Euclid

c. Master Builders

d. Thoro

e. Dayton Superior

4. Existing concrete shall be prepared as recommended by the manufacturer including but not

limited to the following:

a. Remove any existing joint sealant from crack or joint

b. Saw cut or route if necessary to clean joint,

c. Repair damage concrete as required,

5. Apply joint sealant in accordance with the manufacturers directions.

6. Apply sealant within working time limits and temperatures identified by the manufacturer.

CONCRETE JOINT SEALANT

1. Precast Floor Deck shall be 8 inch deep precast prestressed concrete hollow-core planks

designed and manufactured in accordance with the specifications and requirements of the

Prestressed Concrete Institute and the American Concrete Institute.

2. Precast fabricator shall design the reinforcement in each unit to support the applied service

and erection loads.

3. Calculations must be submitted with the shop drawings. The shop drawings and calculations

shall bear the seal of a Registered Professional Engineer licensed to practice in the State of

Texas.

4. Fabricator shall layouts units (except in areas specifically shown and dimensioned on the

drawings) to cover all areas noted as framed with precast units. Exact width of load bearing

surfaces shall be verified by the contractor.

5. Coordinate openings required in units with Architectural, Mechanical and Electrical drawings.

6. All units shall be designed by the fabricator to satisfy the following criteria:

a. Design for the superimposed live and dead loads listed in the General Notes. Refer to

architectural plans for location of the various areas listed.

b. Limit net design camber due to prestress to as required including maximum allowable

tolerance, creep, and the weight of the topping.

c. Live loads shall not be reduced.

d. The maximum flexural stress resulting from support of total load shall not exceed 6 times

the square root of f'c.

e. Limit differential camber between adjacent units of different spans to 3/4".

7. Powder-Driven anchors shall not be used on hollow-core planks. Drilling and coring of planks

in the field for expansion anchors, conduits, etc., may be done only with prior approval of the

Architect.

8. Hollow-core planks shall bear 3" (nominal) on bearing surfaces. Provide hard plastic shims at

all supports.

9. Design modifications may be made only as necessary to meet field conditions and to ensure

proper fitting of the work and only as acceptable to the Engineer and Architect. Maintain

general design concept shown without increasing or decreasing sizes of members or altering

profiles and alignment shown. Provide complete design calculations and drawings prepared

by a Registered Professional Engineer, licensed to practice in the State of Texas, if design

modifications are anticipated.

PRECAST CONCRETE HOLLOW-CORE SLABS

1. Topping slabs over precast concrete units shall be placed to a nominal minimum thickness of

3" and finished to provide a level floor within the specified tolerances. Topping thickness may

vary away from supports due to deflections of the precast concrete units, deflections of the

supporting beams and girders, and residual camber of precast units and supporting members.

2. Reinforce topping slab with 6x6 - W2.9xW2.9 welded wire mesh placed at mid-depth of slab.

Mesh shall be supported on and tied to chairs.

TOPPING SLAB OVER PRECAST CONCRETE

FLOOR UNITS

1. Concrete masonry units shall be hollow load bearing Type N-1 units which conform to ASTM

C90, with a minimum compressive strength of 1900 psi.

2. Minimum compressive prism strength of the masonry (f'm) shall be 1500 pounds per square

inch when tested at 28 days.

3. 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.

4. Mortar shall conform to ASTM C270, Type S, by proportion. Masonry cement shall not be

used.

5. Coarse grout shall conform to ASTM C476, with a maximum aggregate size of 1/2" and a

minimum compressive strength of 2500 psi.

6. Coarse grout shall conform to ASTM C476, by proportion, with a maximum aggregate size of

1/2".

7. Reinforce concrete masonry unit joints with ladder type hot dip galvanized cold-drawn steel

conforming to ANSI/ASTM A82, with (no. 9 gauge or 3/16 inch) side rods with no. 9 gauge

cross rods. Space joint reinforcing at 16" o.c. unless noted otherwise. Provide "Trirod" joint

reinforcing where 6" or wider concrete masonry units backup brick masonry veneer. Lap joint

reinforcing 14" at splices. Joint reinforcing shall be discontinuous at control and expansion

joints.

8. Provide reinforced and grouted vertical cells at 48" on center unless noted otherwise on the

drawings. Reinforcing shall consist of #4 bars. Grout and reinforce the first cell at the ends of

walls and at corners.

9. Reinforce each cell of concrete masonry units each side of framed openings with 1-#4 vertical.

Grout cell full height of wall.

10. Lap reinforcing bars in grouted masonry 36 bar diameters minimum at foundations and 48 bar

diameters at all other locations, unless noted otherwise. Except at foundations, splices in

reinforcing shall be staggered so that not more than 1/2 of all bars are spliced at the same

location.

STRUCTURAL MASONRY

1. Expansion anchors shall only be used where specified on the drawings. The contractor shall

obtain approval from the engineer of record prior to using the anchors for missing or

misplaced cast-in-place anchors.

2. Unless otherwise noted, size and depth of the expansion anchors specified in the drawings are

based on the Hilti Fastening System products - Hilti Kwik Bolt 3 for general applications, and

Kwik Bolt TZ for overhead applications.

3. Substitution of expansion anchor products with similar capacities shall be submitted to the

engineer of record for approval.

4. Expansion anchors 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 ICBO report for the anchor. If conflicts exist between these referenced

documents, the most stringent requirements shall govern.

5. 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" from detailed locations to avoid conflicts, unless noted otherwise.

6. 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.

7. Holes for anchors shall be drilled in a continuous operation using the 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. All

debris shall be blown out of the holes with compressed air after drilling.

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

9. Holes in connection plates shall be no more than 1/16" larger than the anchor diameter. If

larger holes are required for erection purposes, Contractor shall provide 1/4" x 3" x 3" plate

washers sufficiently welded to the connection plate to transfer the specified load.

10. Installation of expansion anchors 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.

EXPANSION ANCHORS

1. Adhesive anchors shall only be used where specified on the drawings. The contractor shall

obtain approval from the engineer of record prior to using the anchors for missing or

misplaced cast-in-place anchors.

2. Unless otherwise noted, size and depth of the adhesive anchors specified in the drawings are

based on HAS rods epoxy doweled with HY 200 Max or RE 500 SD, Hilti Fastening Systems.

3. Substitution of expansion anchor products with similar capacities shall be submitted to the

engineer of record for approval.

4. Adhesive anchors 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 ICBO report for the anchor. If conflicts exist between these referenced

documents, the most stringent requirements shall govern.

5. 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

inch from detailed locations to avoid conflicts, unless noted otherwise.

6. 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.

7. Holes for anchors shall be drilled in a continuous operation using the 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. All

debris shall be blown out of the holes with compressed air after drilling.

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

9. Holes in connection plates shall be no more than 1/16" larger than the anchor diameter. If

larger holes are required for erection purposes, Contractor shall provide 1/4" x 3" x 3" plate

washers sufficiently welded to the connection plate to transfer the specified load.

10. Installation of adhesive anchors shall be continuously inspected by the testing agency to

ensure that holes are of specified size, and that bolts are properly installed.

ADHESIVE ANCHORS

1. Adhesive dowelling system shall be one of the following products: Hilti "HY 200 MAX", Hilti

"RE 500 SD". Install dowels in accordance with the manufacturer's instructions.

2. Clean out holes with compressed air after drilling holes.

3. Rebar Size Hole Diameter Embedment Depth

#4 5/8" 4 1/2"

#5 3/4" 6"

4. Prior to drilling holes for dowels, locate existing reinforcing steel with a Pachometer (R-Meter)

or by drilling 1/4" diameter pilot holes. Relocate bolt holes as required to avoid existing

reinforcement.

5. Abandoned holes shall be completely filled with adhesive dowelling compound.

ADHESIVE DOWELS

1. Structural Steel shall conform to ASTM A992 or A572, grade 50 except where A36 is noted on

plan, except that miscellaneous plates, angles, and channels may be A572, grade 50 or A36.

Steel pipe shall conform to ASTM Specification A 501 or ASTM A 53, Type E or S, Grade B.

Steel tube shall conform to ASTM Specification A 500, Grade B, Fy 46 ksi or ASTM A1085.

2. Anchor rods shall conform to ASTM F1554 grade 36 ksi.

3. Column base plates shall be grouted with a non-shrink, high strength nonmetallic grout

conforming to ASTM C827, and shall have a compressive strength at 28 days of 5000 psi. Pre-

grouting of base plates will not be permitted.

4. Studs shall be Nelson studs type S3L (Fu=65 ksi) or acceptable equal. Studs shall be made from

cold drawn steel conforming to ASTM A108.

5. Deformed bar anchors shall be Nelson D2L or KSM deformed bar anchors (or acceptable

equal) and shall be made from cold drawn wire per STM A490 conforming to ASTM A108 with

minimum yield strength of 70 Ksi. Anchors shall be automatically and welded with suitable

welding equipment in the shop or in the field. Welding shall be in accordance with the

recommendations of Nelson Stud Company or KSM Welding Company.

6. Structural steel detailing, fabrication, and erection shall conform to the AISC "Specification for

Steel Buildings" and the AISC "Code of Standard Practice for Steel Buildings and Bridges".

Typical connection details are indicated in the drawings. The fabricator shall prepare drawings

based on these details. If alternate connection designs are used, the fabricator shall have a

registered professional engineer prepare the connection designs. Such connection shall bear

the engineer's seal and shall be submitted with shop drawings.

7. 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 not shown and detailed on

shop drawings will be rejected.

8. All welds denoted as moment connection or full penetration weld shall be ultrasonically or x-

ray certified by an independent testing agency.

9. Contractor shall coordinate structural steel fireproofing requirements. All interior structural

steel, including steel joists, scheduled or indicated to receive spray applied fireproofing shall

be delivered to the project site unprimed. Steel exposed to corrosive conditions after

installation shall be primed with a protective coating which does not diminish the bond

between the spray applied fireproofing, and the steel substrate. Any primer, and/or coating

applied to structural steel shall be approved for use in the applicable U.L. Fire Resistance

Assembly used on the project. 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.

10. 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.

11. Contractor must fabricate and erect steel in accordance with OSHA Safety requirements, 29 CF

part 1926 Safety for Steel Erection, Final Rule.

12. 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 contract

drawings.

STRUCTURAL STEEL

1. Welding shall conform to ANSI/AWS D1.1, latest edition.

2. Bolts conform to ASTM A325. Bolts shall be designed using values for bearing type bolts with

thread allowed in the shear plane.

3. Structural steel connections not specifically detailed on the Drawings shall be designed and

detailed by the Contractor under the direct supervision of a registered engineer licensed in

the State of Texas. Sealed calculations for all connections designed by the Contractor shall be

submitted for the Architect's files. Connections that meet the requirements and assumptions

presented in our schematic connection details and table can be used at the discretion of the

Contractor. The Contractor shall take full responsibility in confirming that the connection

tables are used within their limitations and assumptions outlined in the details and notes.

4. Beam connections shall be designed and detailed as follows, unless noted otherwise on the

Drawings:

a. Connections shall be AISC type 2 simple framing connections.

b. In general, shop connections shall be bolted or welded and field connections shall be

bolted.

c. Where indicated, connections shall be designed for the scheduled shear force, the shear

force indicated on the Drawings as "V= ", and the horizontal force indicated as "H= ".

d. If not indicated on the Drawings, connections shall be designed for 55 percent of the total

load capacity for the beam span shown in the beam tables in Section 2 of the AISC

Manual, ninth edition. ((OR, IF USING LRFD)) Part 5 of the AISC Manual, third edition.

((OR, IF USING AISC 360-05)) Part 3 of the AISC Manual, thirteenth edition. ((OR, IF USING

AISC 360-10)) Part 3 of the AISC Manual, fourteenth edition.

e. The minimum number of rows of bolts shall be 1/6 of the beam depth with any fraction

be rounded to the next higher number.

f. Bolts shall be "snug tight", u.o.n.

g. Short slotted holes shall be permitted provided washers are installed in accordance with

AISC requirements. Washers shall be hardened where A325 bolts are utilized. Long slotted

holes are not permitted unless the connection is designed as slip-critical or as specified

otherwise.

5. Wind brace and truss connections shall be designed and detailed as follows, unless noted

otherwise on the Drawings:

a. Connections shall be welded.

b. Connections shall be designed and detailed for the forces shown on the Drawings.

c. If forces are not indicated on the Drawings, connections shall be designed to develop the

full tensile capacity of the members.

6. For connections not specifically addressed by these notes or the Drawings, provide fillet welds

at all contact surfaces sufficient to develop the tensile strength of the smaller member at the

joint.

7. Moment connections indicated on Drawings as " " shall be welded to develop the full

capacity of the member on both sides of supporting member.

8. Roof edges angles shall be continuous and shall be spliced only at supports. Splices shall be

butt-welded to develop full capacity of the member.

9. Fillet welds with no size specified shall be 3/16", or minimum size required by AISC, whichever

is larger.

STRUCTURAL STEEL CONNECTIONS

1. Open Web Steel Joists and Joist Girders shall conform to the Standard Specifications of the

Steel Joist Institute (SJI). Chords of joists and joist girders shall be angles or tees.

2. Provide bridging in accordance with SJI specifications and OSHA Standard

29CFR-1926.751(C)2. However, the number of rows of bridging shall not be less than that

shown on the Drawings. Bridging shall be continuous through structural steel members, and

shall be anchored to spandrel members or walls. Provide additional bridging where required

for uplift.

3. Open web steel joists shall be welded to steel supports with the equivalent of one 1/8" fillet

weld 2" long each side of joist seat. Longspan (LH) series joists shall be welded to steel

supports with the equivalent of one 1/4" fillet weld 1 1/2" long each side of joist seat.

4. Joist manufacturer shall design bottom chords of all open web joists and joist girders to

support a 50 lbs load located anywhere along the length of the chord. Hangers for mechanical

equipment with reactions in excess of 50 lbs must be located at the panel points of the joists.

Provide joist reinforcing in accordance with the typical details where hangers are required to

be located more than 4" from the joist panel points.

5. Roof joists shall be designed by the manufacturer to resist the net uplift loads specified on the

drawings. Provide additional bridging as required to resist net uplift loads.

Gym Weight Room

Wing Wing

Interior of Roof Area 13 psf 13 psf

6'-6" Perimeter Band 16 psf 16 psf

6. Special Loading: Joists and joist girders with labels ending with "SP" shall be designed by joist

manufacturer for non-uniform loading indicated on plans.

7. Shop painting: Joists and joist girders shall receive one coat of fabricator's standard red oxide

primer.

8. Submittals: Submit shop drawings including setting plans and shop tickets indicating standard

designations, bridging, camber, material strengths, spacing, joist seat extensions and

connection details. Submit calculations for all joists and joist girders for which standard load

tables are not applicable. Calculations must be submitted prior to or with shop drawings.

Calculations shall be signed and sealed by a registered professional engineer licensed in the

state of Texas. Calculations will be retained for the Architects file and shall not be approved or

returned.

OPEN WEB JOISTS AND JOIST GIRDERS

1. Steel Roof Deck shall be per the drawings.

2. Roof deck shall be galvanized with a class G60 minimum coating.

3. Roof deck shall be continuous over four or more supports.

4. Roof deck connections shall be as follows:

a. Plug weld deck to supporting steel and adjoining deck sheets with 5/8" diameter puddle

welds in accordance with the recommendations of the American Welding Society

standard D1.3.

b. 30 inch wide deck sheets shall be connected as follows:

i.) Weld at perimeter supports using a 12-6-12 pattern (one weld at each sidelap and

at the third and fourth flutes)

ii.) Weld at intermediate supports using a 12-18 staggered pattern (one at each

sidelap and the third and fourth flutes).

c. 36 inch wide deck sheets shall be connected as follows:

i.) Weld to all deck supports using 4 welds per sheet (a weld at each sidelap and at

every other flute).

d. Within 6'-6" from the building perimeter, the deck sheets shall be welded to all supports

at each flute.

e. At side laps: 2 screws equally spaced at 3 equal spaces between supports.

5. Screws shall be Teks #10 or equal.

6. Power driven fasteners shall be selected by the contractor for the combinations of deck gauge

and deck support member thickness. Submit proposed fasteners with complete

manufacturer's information, including diaphragm shear values for Engineer's review.

7. Puddle welds shall be 5/8" minimum diameter and shall be made through weld washers for 22

gauge and lighter decking.

8. Ceilings, mechanical, electrical, & plumbing systems shall not be supported by the metal roof

deck.

9. Submittal: Submit deck layout plans and details indicating deck type, fastening methods and

layout, support locations, projections, openings and reinforcement, and any other pertinent

details and accessories.

METAL ROOF DECK

1. The following Deferred Submittal items are required:

a. Awnings

b. Canopies

c. Bleachers

d. Noncombustible Metal Carports

e. Guardrails and Handrails

f. Curtain wall systems and storefront systems

g. Hollow core planks and other precast concrete members

DEFERRED SUBMITTALS

Lamar Central

3800 N. Lamar Blvd.

Suite 330


F-1985

Austin, Tx 78756

P 512.472.2111

www.aecollab.com

100254

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SHEET NUMBER

DRAWING TITLE

SHEET INFORMATION

DATE

REVIEWED

CHECKED

DRAWN

KAH NO.

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

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Phone (512) 255-9690

Fax (512) 388-1843

KAH-1908

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07/29/2020

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Austin, Texas 78746

(512) 327-2946

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JB

GENERAL NOTES

S102

Studio 16:19, LLC



(512) 534-8680



Austin, Texas 78756

(512) 472-2111

O'Connell Robertson


Austin, Texas 78704

(512) 478-7286



Austin, Texas 78729

(512) 451-5445


>L4ARCHITECTUREBUILDING SCIENCE IIMIODESIGN

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ADDITIONAL ADD'L.

ADJACENT ADJ.

AGGREGATE AGGR.

ALTERNATE ALT.

ANCHOR ROD A.R.

ARCHITECT(URAL) ARCH('L).

AIR CONDITIONER A/C

AIR HANDLING UNIT AHU

APPROXIMATE(LY) APPROX.

AXIAL LOAD P

BACK FACE B.F.

BEAM BM.

BEARING BRG.

BETWEEN BTWN.

BLOCKING BLKG.

BLOCK-OUT B.O.

BOTTOM BOT.

BOTTOM OF B.O.

BOTTOM OF STEEL B.O.S.

BRICK LEDGE BR. L.

BRIDGING BRDG.

BUILDING BLDG.

BUILDING LINE B.L.

CAST-IN-PLACE C.I.P.

CENTER LINE C.L. OR ℄

CENTER LINE OF STEEL C.L.S.

CENTER OF GRAVITY C.G.

CLEAR(ANCE) CLR.

COLUMN COL.

COMPLETE JOINT PENETRATION C.J.P.

COMPRESSION C OR COMP.

CONCRETE CONC.

CONCRETE MASONRY UNIT CMU

CONNECTIONS CONX(S).

CONTINUOUS CONT.

CONTRACTOR CONTR.

CONTROL JOINT CTL. J.

CONSTRUCTION CONST.

CONSTRUCTION JOINT C.J.

COVER PLATE COV. PL.

DEFORMED BAR ANCHOR(S) DBA('S).

DETAIL DET.

DEAD LOAD D.L.

DIAGONAL DIAG.

DIAMETER DIA.

DIMENSION(S) DIM(S).

DIRECTION DIR.

DRAWING(S) DWG(S).

DOUBLE DBL.

DOUBLE EXTRA STRONG XXS

DOWEL(S) DWL(S).

EACH EA.

EACH FACE E.F.

EACH WAY E.W.

ELECTRICAL ELEC.

ELEVATION EL.

ELEVATOR ELEV.

EMBEDMENT EMBED.

ENGINEER ENGR.

EQUAL EQ.

EQUIPMENT EQUIP.

EXPANSION EXP.

EXPANSION JOINT E.J.

EXISTING EXIST.

EXTERIOR EXT.

EXTRA STRONG XS

FACE TO FACE F. TO F.

FABRICATE(ION)(OR) FAB.

FAR SIDE F.S.

FINISH(ED) FIN('D).

FINISHED FLOOR F.F.

FIREPROOF F.P.

FLANGE FLG.

FLOOR FL.

FLOOR DRAIN F.D.

FOOTING FTG.

FOUNDATION FDN.

GALVANIZED GALV.

GENERAL GEN.

GLUE LAMINATED TIMBER GLULAM

GRADE GR.

GRADE BEAM GR.BM.

HOT DIP(PED) H.D.

HEADED STUD(S) H.S.

HEADER HDR.

HEIGHT HT.

HORIZONTAL HORIZ.

HOOK HK.

INSIDE DIAMETER I.D.

INSIDE FACE I.F.

INTERIOR INT.

INTERMEDIATE INTERM.

JOINT JT.

JOIST(S) JST(S).

LAMINATED VENEER LUMBER LVL

LAMINATED STRAND LUMBER LSL

LIGHTWEIGHT LWT.

LIVE LOAD L.L.

LONGITUDINAL LONG.

LONG LEG HORIZONTAL LLH

LONG LEG VERTICAL LLV

LONG SIDE HORIZONTAL LSH

LONG SIDE VERTICAL LSV

STRUCTURAL ABBREVIATIONS

MANUFACTURE(R) MFR.

MASONRY MAS.

MATERIAL MAT'L.

MECHANICAL MECH('L).

METAL MTL.

MEZZANINE MEZZ.

MIDDLE MID.

MISCELLANEOUS MISC.

MOMENT M.

MOMENT CONNECTION(S) M.C.

NEAR FACE N.F.

NOMINAL NOM.

NON-SHRINK N.S.

NORMAL WEIGHT N.W.

NOT IN CONTRACT N.I.C.

NOT TO SCALE N.T.S.

ON CENTER O.C.

OPENING(S) OPNG(S).

OPPOSITE OPP.

OPPOSITE HAND O.H.

ORIENTED STRAND BOARD OSB

OUTSIDE FACE O.F.

OUTSIDE DIAMETER O.D.

PARALLEL PAR.

PARALLEL STRAND LUMBER PSL

PARTIAL JOINT PENETRATION P.J.P.

PENETRATION PEN.

PERPENDICULAR PERP.

PIECE PC.

PLATE PL. OR ⅊

PLYWOOD PLYWD.

POINT PT.

POST-TENSION(ED) P.T.

POUND(S) X1000 KIP(S)

POUNDS PER LINEAR FOOT PLF

POUNDS PER SQUARE FOOT PSF

POUNDS PER CUBIC FOOT PCF

POUNDS PER CUBIC YARD PCY

PRECAST CONCRETE P/C

PREFABRICATED PREFAB.

PRELIMINARY PRELIM.

PRESSURE PRESS.

PROJECT(ION) PROJ.

RADIUS R

REFER TO / REFERENCE REF.

REINFORCE(ING)(ED)(MENT) REINF.

REMAINDER REM.

REQUIRE REQ.

REQUIRED REQ'D

RETURN RET.

ROOF DRAIN R.D.

ROUGH OPENING R.O.

ROUND RND.

SCHEDULE(D) SCHED.

SECTION SECT.

SHEAR FORCE V

SHEET SHT.

SIMILAR SIM.

SPACE(S)(ING) SPA.

SPECIFICATION(S) SPEC(S).

SPECIFIED SPEC'D

SQUARE SQ.

STAINLESS STEEL S.S.

STANDARD STD.

STEEL STL.

STIFFENER STIFF

STRAIGHT STR.

STIRRUPS STIR.

STRUCTURE OR STRUCTURAL STRUCT.

SUPPORT(S) SUPT(S)

TENSION T

THICK(NESS) THK.

TONGUE AND GROOVE T&G

TOP AND BOTTOM T&B

TOP OF BEAM T.O. BM.

TOP OF FOOTING T.O. FTG.

TOP OF PIER T.O. PIER

TOP OF PIER CAP T.O. P.C.

TOP OF STEEL T.O.S.

TOP OF STRUCTURAL CONCRETE T.O.S.C.

TOP OF WALL T.O.W.

TREATED TRTD.

TYPICAL TYP.

UNLESS OTHERWISE NOTED U.O.N.

VERTICAL VERT.

VOLUME VOL.

WATER STOP W.S.

WELDED WIRE MESH W.W.M.

WIND BRACE WB

WIND LOAD W.L.

WITH W/

WITHOUT W/O

WATER PROOFING W.P.

WORK POINT W.P.

WOOD WD.

MATERIALS LEGEND

EXISTING CONSTRUCTION

CONCRETE

STEEL IN SECTION

PLYWOOD IN SECTION

CMU

BRICK OR STONE IN

SECTION

GROUT/SAND

EARTH

(UNDISTURBED)

EARTH/FILL

(COMPACTED)

ROCK

MECH. UNIT

OR ZONE

DRAFTING SYMBOLS

.

SECTION MARK

ELEVATION MARK

DETAIL MARK

DIRECTION OF VIEW

FOR SECTION CUT

OR ELEVATION

SECTION NUMBER

SHEET NUMBER

DIRECTION OF VIEW

SPECIFIC LOCATION

DESCRIBED BY DETAIL

PLAN/DETAIL DESIGNATION

PLAN NAME/DETAIL TITLE

SCALE:

STRUCTURAL DRAWING TYPESS1 . . . . GENERAL NOTES & PIER PLAN

S2 . . . . PLANS/FOUNDATION CONSTRUCTION

S3 . . . . CONCRETE CONSTRUCTION

S4 . . . . MASONRY CONSTRUCTION

S5 . . . . STEEL CONSTRUCTION

1

S300

1

S300

1

S300

#

Lamar Central

3800 N. Lamar Blvd.

Suite 330


F-1985

Austin, Tx 78756

P 512.472.2111

www.aecollab.com

100254

ES

SI ONA L E N

GI

NE

ER

LI C E N S E D

PR

OF

JOSHUA BEDRE

ST

AT E

OF T EX

AS

1

A

NORTH

KEY PLAN

SEAL


SHEET NUMBER

DRAWING TITLE

SHEET INFORMATION

DATE

REVIEWED

CHECKED

DRAWN

KAH NO.

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

B

C

D

E

F

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L

M

N

O

P

A

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P



Phone (512) 255-9690

Fax (512) 388-1843

KAH-1908

20014

07/29/2020

NEW

PRA

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CE

GYM

NA

SIUM

& W

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CK,

TEX

AS

07/29/2020



Austin, Texas 78746

(512) 327-2946

AS

JB

GENERAL NOTES

S103

Studio 16:19, LLC



(512) 534-8680



Austin, Texas 78756

(512) 472-2111

O'Connell Robertson


Austin, Texas 78704

(512) 478-7286



Austin, Texas 78729

(512) 451-5445


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OF HOLLOW-CORE

PLANKS, TYP.VOLLEYBALL SLEEVE, TYP. (6) LOC.;

REF. ARCH. FOR LOCATION, COORD. w/

HOLLOW CORE PLANK PROVIDER AND

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W10X33, BP-2P24, EL. -4'-0"

P30, EL. -3'-0"

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SLAB w/ 6X6-W3.5XW3.5

W.W.M. TYP. U.O.N.

8" CONC. SLAB-ON-VOID REINF. w/

#4 @ 12" O.C. TOP & BOT. E.W.

P24, EL. -4'-0"

P30, EL. -3'-0" P30, EL. -3'-0" P30, EL. -3'-0" P30, EL. -3'-0" P30, EL. -4'-0"

P24, EL. -4'-0" P24, EL. -4'-0" P24, EL. -4'-0" P24, EL. -4'-0" P24, EL. -4'-0"

P24, EL. -4'-0" P24, EL. -4'-0" P24, EL. -4'-0" P24, EL. -4'-0"

P30, EL. -4'-0"

P24, EL. -4'-0"

P30, EL. -4'-0"

P30, EL. -3'-0"

P30, EL. -4'-0"P30, EL. -3'-0"

P30, EL. -4'-0"

P30, EL. -4'-0"

W10X33, BP-1 W10X33, BP-1 W10X33, BP-1 W10X33, BP-1 W10X33, BP-1 W10X33, BP-1

W10X33, BP-1 W10X33, BP-1 W10X33, BP-1 W10X33, BP-1

W10X33, BP-1

W10X33, BP-2

P24, EL. -3'-0"W10X33, BP-1

HSS5X5X1/4, BP-4

HSS5X5X1/4, BP-5

HSS5X5X1/4, BP-4

HSS5X5X1/4, BP-5

HSS5X5X1/4, BP-5A

HSS5X5X1/4, BP-4

HSS5X5X1/4, BP-3

HSS5X5X1/4, BP-3

HSS5X5X1/4, BP-3

HSS5X5X1/4, BP-3

P30, EL. -3'-0"

W10X33, BP-2

W10X33, BP-2

W10X33, BP-1

W10X33, BP-1

P24, EL. -4'-0"

W10X33, BP-1

P30, EL. -4'-0"

P24, EL. -4'-0" P24, EL. -4'-0" P24, EL. -4'-0"

P24, EL. -4'-0"

P24, EL. -4'-0"

P24, EL. -4'-0"

P24, EL. -4'-0"

W10X33, BP-1

P24, EL. -4'-0"

W10X33, BP-1

3.5

1" E.J.

1" E.J.

2' -

0"

5' - 0" 10 1/2"

4' - 4 1/2"

5' - 0"

2' -

0"

TYP

.

11

3/8

"

10 1/2"

5' - 0"

2' -

0"

57' - 1" 24' - 0" 15' - 0"

5' -

0"

9 3

/8"

5' -

0"

4' -

2"

5' -

0"

5' -

10

"1

1"

3.1

4' - 11 3/8"

2' - 0"

2' - 0"

2' - 0"CL CL CL CL

CL

CL

CL

7' -

11

1/4

"2

' - 6

1/8

"

CL

11

"

CL

1' - 11" 2' - 6"

1' - 6" 6"

2' - 6" 12' - 6" 2' - 9"

11

"

9"

3' -

8"

5' -

0"

2' - 0"

16

' - 6

5/8

"2

' - 6

3/8

"5

' - 0

"

2' - 0"

FLOOR HATCH

REF. ARCH.

-0'-2 1/2"

0'-0"

T.O.S.C. EL. = 0'-0" , TYP. @ GRADE BEAM

1

S310

2

S310

3

S310

CANOPY ABOVE

BY OTHERS

5

S310

10' - 0" 2' - 8"

EXISTING VENT PENET.,

TYP.

1

S311

4

S310

S531

1

1

S310

1

S311

3

S310

1

S310

1

S311

1

S310

S531

2

S531

3

S531

47

S530

TYP.

VOLLEYBALL

SLEEVE

VOLLEYBALL

SLEEVE

VOLLEYBALL

SLEEVE

3.7

VOLLEYBALL

SLEEVE

1A

S310

T.O.S.C. EL. VARIES,

REF.-CIVIL

TYP. @ COL.

1A

S310

TYP.

@

COL.

W10X33, BP-1

P24, EL. -4'-0" P24, EL. -4'-0"

P24, EL. -4'-0"TYP. @ (4) LOC.

4

EC.2

3.9

3

7"

64

' - 2

"

22

' - 3

"2

9' -

9"

9' -

8"

15

' - 0

"2

4' -

0"

24

' - 6

"

D

C

C

B

BA

96' - 1"

3.3

1' -

0"

5"

P24, EL. -4'-0"

2

1.9

1

9"

52

' - 0

"9

' - 6

"

1.1

1.3

1.5

B.1 B.4 B.9

3' - 0"

4 3

/8"

5"

9"

11 3/8" 13' - 8 5/8" 13' - 9" 13' - 9" 13' - 9" 12' - 7" 2' - 4" 11' - 8 3/8"

1' - 3"

64

' - 5

"9

' - 3

"5

2' -

0"

12

5' -

8"

4 5

/8"

30

' - 0

"1

0' -

2"

10

' - 5

3/8

"1

' - 0

" 9"

15

' - 6

"1

5' -

8 1

/8"

15

' - 8

1/8

"1

5' -

8"

11

3/8

"

48' - 10"

24' - 0"

9" 7' - 0" 15' - 3"

5' - 3" 9"

12

5' -

2"

WB-1

WB-2

WB

-3

WB

-4

P30, EL. -4'-0"

P30, EL. -3'-0"

ALL GRADE BEAMS

ALONG GRIDS C & 1 TO BE

LATERALLY DOWELED

INTO EXISTING GRADE

BEAM w/ #4 x18" @ 24"

O.C.E.W. EMBED 6" & SET

w/ HILTI HY 200 ADH.

CL

2' -

6" CL

FACE OF EXIST.

MASONRY

FACE OF EXIST.

MASONRY

FACE OF EXIST.

MASONRY

FACE OF EXIST.

MASONRY

1" E.J.

PLAN LEGEND:

INDICATES CONCRETE COLUMN

OR WALL

INDICATES STRUCTURAL

CONCRETE OR TOPPING

CONCRETE SLAB STEP


CONCRETE OR TOPPING

CONCRETE SLOPE CHANGE


CONCRETE OR TOPPING

CONCRETE SLOPE EXTENTS

FOUNDATION PLAN NOTES:

1. TOP OF STRUCTURAL CONCRETE ELEVATION IS

DENOTED AS FOLLOWS UNLESS OTHERWISE

NOTED:

2. FOR FINISH FLOOR ELEVATIONS (F.F. EL.), REFER TO

ARCHITECTURAL DRAWINGS. ELEVATIONS NOTED ON

PLAN ARE FOR REFERENCE ONLY. T.O.S.C. EL. =0'-0"

REFERS TO 746.9' ABOVE MEAN SEA LEVEL. REFER TO

AND VERIFY ALL DIMENSIONS AND ELEVATIONS w/

ARCHITECTURAL DRAWINGS.

3. REFER TO THE ARCHITECTURAL DRAWINGS FOR

EXACT LOCATIONS OF FLOOR RECESSES, DROPS AND

SLOPES NOT DIMENSIONED ON PLAN.

4. REFER TO MECHANICAL, ELECTRICAL, AND PLUMBING

DRAWINGS FOR LOCATIONS AND DIMENSIONS OF

PENETRATIONS NOT SHOWN OR DIMENSIONED ON

PLAN.

6. REFER TO S501 FOR BASEPLATE SCHEDULE AND

DETAILS

7. COLUMNS AND PIERS ARE NOTED ON PLAN AS

FOLLOWS:

8. REFER TO FOR TYPICAL PIER ELEVATION.

PIER MARK, T.O.PIER EL.

T.O.S.C. EL.=XXX'-XX" T.O.S.C. EL.=XXX'-XX"

COLUMN MARK, BASE PLATE MARK

(AREA ELEVATION) (SPOT ELEVATION)

/1 S303

Lamar Central

3800 N. Lamar Blvd.

Suite 330


F-1985

Austin, Tx 78756

P 512.472.2111

www.aecollab.com

100254

ES

SI ONA L E N

GI

NE

ER

LI C E N S E D

PR

OF

JOSHUA BEDRE

ST

AT E

OF T EX

AS

1

A

NORTH

KEY PLAN

SEAL


SHEET NUMBER

DRAWING TITLE

SHEET INFORMATION

DATE

REVIEWED

CHECKED

DRAWN

KAH NO.

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P

A

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P



Phone (512) 255-9690

Fax (512) 388-1843

KAH-1908

20014

07/29/2020

NEW

PRA

CTI

CE

GYM

NA

SIUM

& W

EIG

HT

ROO

M A

DD

ITIO

NH

ERN

AN

DEZ

MID

DLE

SC

HO

OL

1901

SU

NRI

SE R

OA

D

ROU

ND

RO

CK,

TEX

AS

07/29/2020



Austin, Texas 78746

(512) 327-2946

AS

JB

FOUNDATION PLAN

S201

Studio 16:19, LLC



(512) 534-8680



Austin, Texas 78756

(512) 472-2111

O'Connell Robertson


Austin, Texas 78704

(512) 478-7286



Austin, Texas 78729

(512) 451-5445

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

FIRST FLOOR LEVEL1


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II-( -

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/

/ /-VI

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I

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V

.1 II

.1, ,

I

EC.1

EC.1

E12

E11

E10

E9

E8

E7

E6

E6

EB.1EA.1

HSS6X6X1/4 HSS6X6X1/4 HSS6X6X1/4 HSS6X6X1/4 HSS6X6X1/4 HSS6X6X1/4 HSS6X6X1/4

HSS

6X

6X

1/4

HSS

6X

6X

1/4

HSS

6X

6X

1/4

HSS6X6X1/4HSS6X6X1/4HSS6X6X1/4HSS6X6X1/4HSS6X6X1/4HSS6X6X1/4

HSS6X6X1/4

W1

2X

26

W12X26

W12X19

W1

2X

26

W12X26

W12X26

W1

2X

26

OPEN

1.5

B2

0 R

OO

F D

EC

K

A.3A.1 A.5 A.7 A.9 B.6 C.2 C.9

3.5

3.1

12

5' -

8"

48' - 10"

30' - 0" 15' - 6" 3' - 4"

96' - 1"

EXISTING

11

"

24' - 0"

1' - 9"

20' - 0"

14

K3

@ S

PA

. AS

SHO

WN

W1

2X

26

W1

2X

26

W1

2X

26

W1

2X

26

T.O.S. EL. = 10'-6" , TYP.

BUILDING LINE, TYP.

HSS

6X

6X

1/4

HSS

6X

6X

1/4

HSS

6X

6X

1/4

ALTERNATES TO 1.5B20 ROOF DECK:

2" EPICORE ER2RA 20 GA. DECK

2.0DA 20 GA. NUCOR DECK

VERSA-DEK S-ES ACOUSTICAL

S531

1

CANOPY BY OTHERS

1

S510

RTU-10E

1,473#

2

S510

2

S510

2

S510S531

2

S531

3

S531

4

HSS

6X

6X

1/4

3.7

W1

2X

19

W12X14

LOW

T.O.S. EL. = 21'-0". TYP. HIGH

HIGH & LOWHIGH & LOWHIGH & LOWHIGH & LOWHIGH & LOWHIGH & LOWHIGH & LOW

3

S510

3

S510

4

S510

5

S510

HIG

H &

LO

WH

IGH

& L

OW

HIG

H &

LO

WH

IGH

& L

OW

HIGH & LOW

HIGH & LOWHIGH & LOWHIGH & LOWHIGH & LOWHIGH & LOW

HSS

6X

6X

1/4

HIG

H &

LO

WH

IGH

& L

OW

HIG

H &

LO

WH

IGH

& L

OW

4

EC.2

3.9

3

D

C

C

B

BA

3.3

2

1.9

1

1.1

1.3

1.5

B.1 B.4 B.9

11 3/8" 13' - 8 5/8" 13' - 9" 13' - 9" 13' - 9"

24

' - 6

"2

4' -

0"

15

' - 0

"9

' - 8

"2

9' -

9"

22

' - 3

"

12' - 7"

57' - 1" 24' - 0" 15' - 0"

2' - 4" 11' - 8 3/8"

1' - 3"

64

' - 5

"9

' - 3

"5

2' -

0"

30

' - 0

"1

0' -

2"

10

' - 5

3/8

"1

' - 0

"1

5' -

6"

15

' - 8

1/8

"1

5' -

8 1

/8"

15

' - 8

"1

1 3

/8"

9"

9" 7' - 0" 15' - 3"

5' - 3" 9"

12

5' -

2"

WB-1

WB-2

WB

-3

WB

-4

1"

1"

1"

1/4"

HIGH & LOW & @ T.O.S. EL.=16'-6"

L7x4x3/8LLH SHELF

ANGLE WELDED TO

HSS TO SUPPORT

MASONRY VENEER

ABOVE. REF. ARCH.

HSS5X5X1/4,

HANGER

HSS6x6x1/4

BELOW @ T.O.S.

EL = 11'-2"

L7x4x3/8LLH SHELF ANGLE

WELDED TO HSS TO

SUPPORT MASONRY

VENEER ABOVE. REF.-ARCH.

ROOF DRAIN,

TYP.

ROOF

DRAIN,

TYP.

LINK TOPS OF ALL COLS TO

EXIST. STEEL STRUCT. w/

HSS5X5X5/16 HORIZ. @

GRIDS B.9 & 1.1

7

S5051

S502 TYP.

2 E

Q. S

PA

.2

EQ

. SP

A.

6 E

Q. S

PA

.2

EQ

. SP

A

T.O

.S. E

L. =

14

'-9

1/2

"

T.O

.S. E

L. =

14

'-4

"

T.O

.S. E

L. =

14

'-4

"

T.O

.S. E

L. =

14

'-9

1/2

"

PLAN LEGEND:


OR WALL


CONCRETE OR TOPPING

CONCRETE SLAB STEP


CONCRETE OR TOPPING



CONCRETE OR TOPPING


ROOF PLAN NOTES:

1. TOP OF STRUCTURAL STEEL ELEVATION (BOTTOM OF

DECK) IS DENOTED AS FOLLOWS UNLESS OTHERWISE

NOTED:



PLAN ARE FOR REFERENCE ONLY. REFER TO AND

VERIFY ALL DIMENSIONS AND ELEVATIONS w/



EXACT LOCATIONS OF ROOF SLOPES NOT

DIMENSIONED ON PLAN.



ROOF PENETRATIONS NOT SHOWN OR DIMENSIONED

ON PLAN.

5. STEEL BEAMS ARE NOTED ON PLAN AS FOLLOWS:

T.O.S. EL.=XXX'-XX" T.O.S. EL.=XXX'-XX"


W14x22, c=1"

BEAM MARK

CAMBER AT

MID . LENGTH

5K 5K

BEAM END

REACTION

(SERVICE)

Lamar Central

3800 N. Lamar Blvd.

Suite 330


F-1985

Austin, Tx 78756

P 512.472.2111

www.aecollab.com

100254

ES

SI ONA L E N

GI

NE

ER

LI C E N S E D

PR

OF

JOSHUA BEDRE

ST

AT E

OF T EX

AS

1

A

NORTH

KEY PLAN

SEAL


SHEET NUMBER

DRAWING TITLE

SHEET INFORMATION

DATE

REVIEWED

CHECKED

DRAWN

KAH NO.

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P

A

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P



Phone (512) 255-9690

Fax (512) 388-1843

KAH-1908

20014

07/29/2020

NEW

PRA

CTI

CE

GYM

NA

SIUM

& W

EIG

HT

ROO

M A

DD

ITIO

NH

ERN

AN

DEZ

MID

DLE

SC

HO

OL

1901

SU

NRI

SE R

OA

D

ROU

ND

RO

CK,

TEX

AS

07/29/2020



Austin, Texas 78746

(512) 327-2946

AS

JB

LOW ROOF FRAMINGPLAN

S202

Studio 16:19, LLC



(512) 534-8680



Austin, Texas 78756

(512) 472-2111

O'Connell Robertson


Austin, Texas 78704

(512) 478-7286



Austin, Texas 78729

(512) 451-5445

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

LOW ROOF FRAMING PLAN1


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E11

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E9

E8

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E6E6

EB.1EA.1

W18X35 W18X40 W18X40 W18X40 W18X40 W18X40 W18X35

W18X35 W18X40 W18X40 W18X40 W18X40 W18X40 W18X35

W1

4X

22

W1

4X

22

W1

4X

22

ROOF BELOW

A.3A.1 A.5 A.7 A.9 B.6 C.2 C.9

BUILDING LINE, TYP.

3.5

1.5B20 ROOF DECK

ALTERNATES TO 1.5B20 ROOF DECK:

2" EPICORE ER2RA 20 GA. DECK

2.0DA 20 GA. NUCOR DECK

VERSA-DEK S-ES ACOUSTICAL

3.1

12

5' -

8"

48' - 10"

30' - 0" 15' - 6" 3' - 4"

96' - 1"

40LH08SP @ 4' - 7" O.C.

1' -

11

3/8

"

EXISTING

SLO

PE

DO

WN

TY

P. @

RO

OF

JOIS

TS

W1

4X

22

W1

4X

22

W1

4X

22

W1

4X

22

S531

1

6

S510

T.O.S. EL. = 28'-11"

T.O.S. EL. = 30'-3" T.O.S. EL. = 30'-3"

T.O.S. EL. = 28'-11"

S531

2

S531

3

S531

4

CANOPY BELOW

RTU-9E

2,852#

3.7

W1

4X

22

SUPPLEMENTAL STEEL FRAMING TO

BE PROVIDED BY STEEL FABRICATOR

AND COORD. w/ BASKETBALL GOAL

MANUFACTURER (6 LOCATIONS)

ROOF DRAIN,

TYP.

4

EC.2

3.9

3

D

C

C

B

BA

3.3

2

1.9

1

1.1

1.3

1.5

B.1 B.4 B.9

57' - 1" 24' - 0" 15' - 0"

11 3/8" 13' - 8 5/8" 13' - 9" 13' - 9" 13' - 9" 12' - 7" 2' - 4" 11' - 8 3/8"

1' - 3"

12

5' -

2"

24

' - 6

"2

4' -

0"

15

' - 0

"9

' - 8

"2

9' -

9"

22

' - 3

"

24' - 0"

9" 7' - 0" 15' - 3"

64

' - 5

"9

' - 3

"5

2' -

0"

30

' - 0

"1

0' -

2"

10

' - 5

3/8

"1

' - 0

" 9"

11

3/8

"1

5' -

6"

15

' - 8

1/8

"1

5' -

8 1

/8"

15

' - 8

"1

1 3

/8"

5' - 3" 9"

NO PERMANENT BOTTOM

CHORD OR X-BRIDGING

BETWEEN THESE TWO

JOISTS. ADD X-BRIDGING AS

REQ'D ELSEWHERE.

2

S504

2

S504

WB-1

WB-2

WB

-3

WB

-4

3

S504

7

S505

1

S502

TYP.

REF.-ARCH. FOR LADDER

TYP.

4

S504

TYP.

4

S504

CAMBER FIRST INTERIOR JOIST

1/2 OF STANDARD SJI CAMBERCAMBER FIRST

INTERIOR JOIST 1/2 OF

STANDARD SJI CAMBER

PLAN LEGEND:


OR WALL


CONCRETE OR TOPPING

CONCRETE SLAB STEP


CONCRETE OR TOPPING



CONCRETE OR TOPPING


ROOF PLAN NOTES:

1. TOP OF STRUCTURAL STEEL ELEVATION (BOTTOM OF

DECK) IS DENOTED AS FOLLOWS UNLESS OTHERWISE

NOTED:



PLAN ARE FOR REFERENCE ONLY. REFER TO AND

VERIFY ALL DIMENSIONS AND ELEVATIONS w/



EXACT LOCATIONS OF ROOF SLOPES NOT

DIMENSIONED ON PLAN.



ROOF PENETRATIONS NOT SHOWN OR DIMENSIONED

ON PLAN.

5. STEEL BEAMS ARE NOTED ON PLAN AS FOLLOWS:

T.O.S. EL.=XXX'-XX" T.O.S. EL.=XXX'-XX"


W14x22, c=1"

BEAM MARK

CAMBER AT

MID . LENGTH

5K 5K

BEAM END

REACTION

(SERVICE)

Lamar Central

3800 N. Lamar Blvd.

Suite 330


F-1985

Austin, Tx 78756

P 512.472.2111

www.aecollab.com

100254

ES

SI ONA L E N

GI

NE

ER

LI C E N S E D

PR

OF

JOSHUA BEDRE

ST

AT E

OF T EX

AS

1

A

NORTH

KEY PLAN

SEAL


SHEET NUMBER

DRAWING TITLE

SHEET INFORMATION

DATE

REVIEWED

CHECKED

DRAWN

KAH NO.

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P

A

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P



Phone (512) 255-9690

Fax (512) 388-1843

KAH-1908

20014

07/29/2020

NEW

PRA

CTI

CE

GYM

NA

SIUM

& W

EIG

HT

ROO

M A

DD

ITIO

NH

ERN

AN

DEZ

MID

DLE

SC

HO

OL

1901

SU

NRI

SE R

OA

D

ROU

ND

RO

CK,

TEX

AS

07/29/2020



Austin, Texas 78746

(512) 327-2946

AS

JB

HIGH ROOFFRAMING PLAN

S203

Studio 16:19, LLC



(512) 534-8680



Austin, Texas 78756

(512) 472-2111

O'Connell Robertson


Austin, Texas 78704

(512) 478-7286



Austin, Texas 78729

(512) 451-5445

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

HIGH ROOF FRAMING PLAN1


>w4~ARCHITECTUREBUILDING SCIENCE I IMDESIGN

'0 011 1w1 I I 1

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II

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IA

0 1 1 1 1 10I

.1 II

.1A A

IA

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NOTES:

1. SCHEDULED DOWELS ARE MARKED "DWL" ON THE SECTIONS AND DETAILS.

2. DOWEL SPACING TO BE THE SAME AS SLAB OR WALL REINFORCEMENT UNLESS

OTHERWISE NOTED ON DETAILS.

DOWEL SCHEDULE

MARK SIZE A B

DWL A #4 8" 3'-0"

DWL B #4 2'-6" 3'-0"

DWL C #4 - 4'-0"

DWL D #4 8" 6'-0"

DWL E #4 - 6'-0"

B

A

STANDARD HOOK SCHEDULE

BAR SIZE D180° HOOK 90° HOOK

A or G J A or G

#3 2 1/4" 5" 3" 6"

#4 3" 6" 4" 8"

#5 3 3/4" 7" 5" 10"

#6 4 1/2" 8" 6" 12"

#7 5 1/4" 10" 7" 1'-2"

#8 6" 11" 8" 1'-4"

#9 9 1/2" 1'-3" 11 3/4" 1'-7"

J

D

D

A o

r G

12

db

A or G

2 1/2" MIN.

4 db or

db

#10 10 3/4" 1'-5" 1'-1 1/4" 1'-10"

#11 1'-7" 1'-2 3/4" 2'-0"12"

PLAN

RECTANGULAR,

SQUARE OR ROUND

BLOCKOUT IN SLAB-

ON-GRADE

#4 x 2'-6" EA SIDE

OF BLOCKOUT AT

MID DEPTH OF

SLAB (NOT REQ'D

AT BLOCKOUTS

LESS THAN 4" IN

THEIR LONGEST

DIMENSION)

MAX.

.1' - 0"

EDGE OF CONCRETE

SLAB-ON-GRADE

(2)-#4 x 3'-0" @ ALL

RE-ENTRANT CORNERS NOT

ALIGNED WITH CONTROL JOINT.

PLACE MID DEPTH OF SLAB.

PLAN

1 1

/ 2"

3"

PLAN - TWO CURTAINS OF REINFORCEMENT

PLAN - ONE CURTAIN OF REINFORCEMENT

NOTES:

1. WHERE 90 DEGREE HOOKS ARE SCHEDULED OR DETAILED FOR BARS, CORNER BARS MAY BE OMITTED FOR THAT LAYER.

2. MATCH SIZE, LOCATION AND NUMBER OF HORIZONTAL BEAM AND WALL BARS, EXCEPT THAT WHERE THERE ARE

MORE THAN 2 TOP OR BOTTOM BARS, ONLY THE INSIDE AND OUTSIDE BARS MUST BE MATCHED.

(2) CORNER BARS

CORNER BARS EACH FACE TO MATCH

SMALLER BAR AT INTERSECTION.

PROVIDE CORNER BARS SHOWN AT

TOP, BOTTOM, AND INTERMEDIATE

HORIZONTAL BARS

STOP ENDS OF DETAILED

REINFORCEMENT 2"

SHORT OF FORM, TYP.

(3) CORNER BARS

ADD (2) VERTICAL

REBAR TO MATCH

VERT. REINFORCEMENT

ADD VERTICAL REBAR

TO MATCH VERT.

REINFORCEMENT

ADD VERTICAL

CORNER BAR

CORNER BARS EACH FACE

TO MATCH TOP, BOTTOM, AND

INTERMEDIATE HORIZONTAL BARS

IN DISCONTINUOUS MEMBER

INTERSECTIONS CORNERS

INTERSECTIONS CORNERS

EA. LEG TYPICAL

CLASS "A" DIA.

SPACING

TYP. TYP.

1/2 SPACING

EAC

H L

EG T

YPIC

AL

CLA

SS "

A"

DIA

.

EAC

H L

EG T

YPIC

AL

CLA

SS "

A"

LAP

EACH LEG TYPICAL

CLASS "A" LAP

REINFORCEMENT SPLICE LENGTH SCHEDULE

f'c=3000 psi

CONCRETE

BAR SIZE"A" "B"

#3 1'-5" 1'-10"

#4 1'-10" 2'-5"

#5 2'-4" 3'-0"

#6 2'-9" 3'-7"

#7 4'-1" 5'-3"

#8 4'-7" 6'-0"

#9 5'-2" 6'-10"

NOTES:

1. WHERE SPLICE TYPE IS NOT INDICATED, USE CLASS "B" SPLICE.

2. LAP LENGTHS LISTED ABOVE APPLY UNDER THE FOLLOWING CONDITIONS:

A. BEAM & COLUMN BARS ARE SPACED AT LEAST 1 BAR DIAMETERS O.C. WITH CLEAR COVER NOT LESS THAN 1 BAR DIAMETER.

B. WALL & SLAB BARS ARE SPACED AT LEAST 2 BAR DIA. O.C.

C. FOR UNCOATED AND ZINC-COATED (GALVANIZED) REINFORCEMENT.

D. FOR REINFORCEMENT THAT CONFORMS DEFORMED NEW BILLET STEEL BARS IN ACCORDANCE TO ASTM A615 GR. 60.

3. WHERE CLEAR COVER OR CLEAR SPACING FOR MASONRY REINF. IS LESS THAN 5 BAR DIAMETERS, INCREASE SPLICE LENGTHS

SHOWN BY MULTIPLYING LENGTHS BY MAX. RATIO OF 5 BAR DIAMETERS TO CLEAR COVER OR SPACING.

4. FOR HORIZ. TOP BARS w/ 12" OF CONCRETE CAST BELOW, MULTIPLY TABULATIONS BY 1.3.

5. WHERE A LARGER BAR LAPS A SMALLER BAR, THE SMALLER SCHEDULED LAP LENGTH APPLIES U.O.N.

6. REFER TO "CONCRETE REINFORCING" SECTION OF THE GENERAL NOTES FOR FURTHER INFORMATION.

7. FOR MASONRY REINFORCEMENT SPLICE LENGTH SCHEDULE, SEE MASONRY DETAILS.

8. FOR LIGHTWEIGHT CONCRETE, MULTIPLY TABULATIONS BY 1.3.

#10

#11

f'c=4000 psi

CONCRETE

"A" "B"

1'-3" 1'-7"

1'-7" 2'-1"

2'-0" 2'-7"

2'-5" 3'-1"

3'-6" 4'-6"

4'-0" 5'-2"

4'-6" 5'-10"

f'c=5000 psi

CONCRETE

"A" "B"

1'-1" 1'-5"

1'-5" 1'-10"

1'-10" 2'-4"

2'-2" 2'-9"

3'-1" 4'-1"

3'-7" 4'-7"

4'-0" 5'-3"

5'-10" 7'-7" 5'-1" 6'-7" 4'-6" 5'-10"

6'-6" 8'-5" 5'-7" 7'-3" 5'-0" 6'-6"

CLASS

HOOK DEVELOPMENT LENGTH SCHEDULE, Ldh

BAR SIZE 3000 psi

#3 9"

#4 11"

#5 1'-2"

#6 1'-5"

#7 1'-8"

#8 1'-10"

#9 2'-1"

#10

#11

4000 psi

8"

10"

1'-0"

1'-3"

1'-5"

1'-7"

1'-10"

5000 psi

7"

9"

11"

1'-1"

1'-3"

1'-5"

1'-8"

6000 psi

6"

8"

10"

1'-0"

1'-2"

1'-4"

1'-6"

7000 psi

6"

8"

9"

11"

1'-1"

1'-3"

1'-5"

8000 psi

6"

7"

9"

11"

1'-0"

1'-2"

1'-4"

2'-4" 2'-1" 1'-10" 1'-8" 1'-7" 1'-6"

2'-7" 2'-3" 2'-0" 1'-10" 1'-9" 1'-7"MIN. Ldh

MIN. Ldh

90° HOOKS

180° HOOKS

NOTES:

1. TABULATED VALUES ARE BASED ON GRADE 60 REINFORCING BARS AND NORMAL WEIGHT CONCRETE.

2. FOR TABULATED BARS SIZES ONLY:

A. IF CONCRETE COVER PER ACI 318-08, SECTION 12.5.3(a), THEN A MODIFICATION FACTOR

OF 0.7 MAY BE APPLIED BUT THE LENGTH MUST NOT BE LESS THAN 8 x db NOR 6 IN.

B. IF HOOK IS ENCLOSED IN TIES OR STIRRUPS PER ACI 318-08, SECTION 12.5.3(b),(c), THEN A

MODIFICATION FACTOR OF 0.8 MAY BE APPLIES BUT THE LENGTH MUST NOT BE LESS THAN

8 x db NOR 6 IN.

3. FOR EPOXY-COATED HOOKS, MULTIPLY THE TABULATED VALUES BY 1.2.

4. FOR LIGHTWEIGHT CONCRETE, MULTIPLY THE TABULATED VALUES BY 1.3.

C.J. EDGE OF CONC.

1' -0"

INTERMITTENT ABOVE GRADE CONTINUOUS BELOW GRADE

2x4 x 1'-0" SHEAR

KEY @ 2'-0" O.C.

CONT. W.S.

BELOW GRADE

WHERE NOTED

2x4 CONT. SHEAR KEY

1' -0"

1' -0"

Lamar Central

3800 N. Lamar Blvd.

Suite 330


F-1985

Austin, Tx 78756

P 512.472.2111

www.aecollab.com

100254

ES

SI ONA L E N

GI

NE

ER

LI C E N S E D

PR

OF

JOSHUA BEDRE

ST

AT E

OF T EX

AS

1

A

NORTH

KEY PLAN

SEAL


SHEET NUMBER

DRAWING TITLE

SHEET INFORMATION

DATE

REVIEWED

CHECKED

DRAWN

KAH NO.

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P

A

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P



Phone (512) 255-9690

Fax (512) 388-1843

KAH-1908

20014

07/29/2020

NEW

PRA

CTI

CE

GYM

NA

SIUM

& W

EIG

HT

ROO

M A

DD

ITIO

NH

ERN

AN

DEZ

MID

DLE

SC

HO

OL

1901

SU

NRI

SE R

OA

D

ROU

ND

RO

CK,

TEX

AS

07/29/2020



Austin, Texas 78746

(512) 327-2946

AS

JB

CONCRETE TYPICALDETAILS

S301

Studio 16:19, LLC



(512) 534-8680



Austin, Texas 78756

(512) 472-2111

O'Connell Robertson


Austin, Texas 78704

(512) 478-7286



Austin, Texas 78729

(512) 451-5445

NO SCALE

STANDARD DOWEL SCHEDULE1

TYPICAL DETAIL

NO SCALE

STANDARD HOOK SCHEDULE6

TYPICAL DETAIL

NO SCALE

ADDITIONAL REINFORCING AT BLOCKOUT2

TYPICAL DETAIL

NO SCALE

RE-ENTRANT CORNER REINF.3

TYPICAL DETAIL

NO SCALE

WALL OR GRADE BEAM REINFORCING5

TYPICAL DETAIL

NO SCALE

LAP SPLICE SCHEDULE4

TYPICAL DETAIL

NO SCALE

GRADE BEAM SHEAR KEY AT HORIZONTAL JOINT7

TYPICAL DETAIL



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A

3/4" CHAMFER#3 CONT.

#3 x 6" @ 24" AROUND

PERIMETER OF PAD

ROUGHEN

FLOOR SLAB

#3 @ 24" O.C.

(4)-#3 CONT.

ROUGHEN

FLOOR SLAB

9" MAX.

OR

MEC

H.

REF

. AR

CH

.

3/4" CHAMFER

THAN 9"

MORE

OR

MEC

H.

REF

. AR

CH

.

1 1

/2"

CLR

.

NOTE:

PROVIDE CONSTRUCTION JOINTS @ 20'-0" O.C. MAX. ELEVATION

4 ADD'L STIR.

BEAM REINF. CONT. THROUGH (NOT

SPLICED) CONSTRUCTION JOINT

CONSTRUCTION JOINT SHALL BE LOCATED

WITHIN 2'-0" OF CL. OF MIDSPAN

6" 6" 6" 6"

WIDTH = BEAM WIDTH -6"

3 1/2" DEEP SHEAR KEY

"D"

DEP

TH O

F B

EAM

1/3

"D

"1

/3 "

D"

1/3

"D

"

NOTE:

DO NOT LOCATE WITHIN

4'-0" OF POINT LOAD.

EQUIPMENT PAD

3/4" CHAMFER

#4 @ 12" EA. WAY

#4 x 6" EPOXY @ 24"

AROUND PERIMETER OF

PAD (4" EMBED)

ROUGHEN

FLOOR SLAB

NOTES:

1. PADS PER DETAIL TO BE PROVIDED UNDER EQUIPMENT SUPPORTED ON

SLAB-ON-GRADE OR ELEVATED SLABS.

2. COORDINATE MECHANICAL PAD SIZE, LOCATION AND EMBEDDED ITEMS WITH

MEP DRAWINGS AND EQUIPMENT MANUFACTURER.

OR

MEC

H'L

REF

. AR

CH

'L

1 1

/2"

CLR

.

SUPPORTS, WHICHEVER APPLICABLE

MIN. 6" LARGER ALL AROUND

THAN EQUIP. OR INERTIA PAD

8"

(6"

MA

X.)

ELEVATION

SECTION "A"

HORIZ. REINF. IS CONT.

THROUGH JOINT.

NOTES:

1. THIS DETAIL APPLIES TO GRADE BEAMS DEEPER THAN 4'-0" AND ALL WALLS.

2. HORIZ. REINF. (NOT SHOWN) IS CONT. THRU CONSTRUCTION JOINT.

2 ADD'L STIRRUPS OR VERT. BARS EA.

SIDE OF JOINT IN ADDITION TO SCHED.

OR DETAILED REINF.

KEY WIDTH

T W

≤12"

12"-16"

16"-20"

20"-24"

24"-30"

CONST. JOINT WITHIN

2'-0" OF CL OF SPAN U.O.N.

3 1/2"

5 1/2"

7 1/4"

9 1/4"

11 1/4"

T

EQ.

WEQ

.

SHEAR KEY

1 1/2" DEEP

1' -

0"

1' -

0"

1' -

0"

....

"A"

REINFORCING TO BE

CONTINUOUS THROUGH JOINT

INTERMITTENT 1'-0" LONG

SHEAR KEY @ 2'-0" IF JOINT

IS ABOVE GRADE

CONTINUOUS KEY AND

WATERSTOP IF JOINT IS

BELOW GRADE

KEY WIDTH

"T" "W"

≤12" 3 1/2"12"-16"

16"-20"

20"-24"

24"-30"

1 1

/2"

"T" (WALL THICKNESS)

5 1/2"

7 1/4"

9 1/4"

11 1/4"

1/3 "T"4"4"4"

Lamar Central

3800 N. Lamar Blvd.

Suite 330


F-1985

Austin, Tx 78756

P 512.472.2111

www.aecollab.com

100254

ES

SI ONA L E N

GI

NE

ER

LI C E N S E D

PR

OF

JOSHUA BEDRE

ST

AT E

OF T EX

AS

1

A

NORTH

KEY PLAN

SEAL


SHEET NUMBER

DRAWING TITLE

SHEET INFORMATION

DATE

REVIEWED

CHECKED

DRAWN

KAH NO.

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P

A

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P



Phone (512) 255-9690

Fax (512) 388-1843

KAH-1908

20014

07/29/2020

NEW

PRA

CTI

CE

GYM

NA

SIUM

& W

EIG

HT

ROO

M A

DD

ITIO

NH

ERN

AN

DEZ

MID

DLE

SC

HO

OL

1901

SU

NRI

SE R

OA

D

ROU

ND

RO

CK,

TEX

AS

07/29/2020



Austin, Texas 78746

(512) 327-2946

AS

JB


S302

Studio 16:19, LLC



(512) 534-8680



Austin, Texas 78756

(512) 472-2111

O'Connell Robertson


Austin, Texas 78704

(512) 478-7286



Austin, Texas 78729

(512) 451-5445

NO SCALE

STRUCTURAL SLAB MECHANICAL CURB1

TYPICAL DETAIL

NO SCALE

BEAM CONSTRUCTION JOINT2

TYPICAL DETAIL

NO SCALE

MECHANICAL PAD5

TYPICAL DETAIL

NO SCALE

DEEP GRADE BEAM AND WALL VERTICAL CONSTRUCTION JOINT3

TYPICAL DETAIL

NO SCALE

HORIZONTAL CONSTRUCTION JOINT IN CONCRETE WALL4

TYPICAL DETAIL


ARCHITECTUREBUILDING SCIENCE INTERIOR DESIGN

IA L y/

L

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ELEVATION

T.O. PIER EL.

INCREASE SHAFT DIAMETER

AS REQUIRED FOR CASED

HOLES TO ALLOW FOR CASING

SPIRAL OR TIES AS SCHEDULED.

PROVIDE ONE COMPLETE FLAT

TURN TOP AND BOTTOM.

BEARING STRATUM

(SEE DRILLED PIER NOTES)

SEE PLAN FOR TOP OF PIER

ELEVATION AND DETAIL REFERENCE.

SEE DRILLED PIER

SCHEDULE FOR SHAFT

DIAMETER AND

REINFORCINGBO

TT

OM

OF

CA

SIN

G

FOR

CA

SED

PIE

RS

.

30

FT.

FO

R E

STIM

ATI

NG

PU

RP

OSE

S

ESTI

MA

TED

AV

ERA

GE

DEP

TH T

O B

EAR

ING

STR

ATU

M

PIT

CH

PEN

ETR

ATI

ON

SEE

SC

HED

ULE

6"

3"

SHAFT DIA.

3" CLR.

NOTE:

1. VERT. REINF. SHALL BE CLASS "A" SPLICED, TYP.

2. VERT. REINF. FOR TENSION "T" PIERS SHALL BE CLASS "B" SPLICED.

3. ROUND TIES THUS: MAY BE USED IN LIEU OF SPIRALS. TIE LAP

SHALL BE 18" MINIMUM.

T.O. PIER EL.

NOTE:

CLASS "A" SPLICE DIM. TO BE

INCREASED TO CLASS "B"

SPLICE AT PIERS NOTED

TENSION "T" ON PLAN.

DWLS TO GRADE BEAM OR WALL

SHALL BE SAME SIZE AND NUMBER

AS VERTICAL BARS IN PIER - HOOK

REINF. w/ STD. HOOK WHERE REQ'D

SPLICE LENGTH EXCEEDS GRADE

BEAM DEPTH.

SPLI

CE

CLA

SS "

A"

SPLI

CE

CLA

SS "

A"

2"

CLR

.

TYP.

3"

T.O. PIER EL.

EXTEND PIER REINF. INTO GRADE

BEAM OR PIER CAP AS SHOWN.- HOOK

REINF. w/ STD. HOOK WHERE REQ'D

SPLICE LENGTH EXCEEDS GRADE

BEAM/PIER CAP DEPTH

NOTE:

CLASS "A" SPLICE DIM. TO BE

INCREASED TO CLASS "B" SPLICE AT

PIERS NOTED TENSION "T" ON PLAN.

SPLI

CE

CLA

SS "

A"

2"

CLR

.

STIRRUP SPA.

AS INDICATED

STIRRUP SPA.

AS INDICATEDTYP. EA.

SPAN

PROVIDE 90° HOOKS FOR TOP

BARS AT END SPAN OR

DISCONTINUOUS ENDS

TOP, BOTTOM, & SIDE

BARS AS DETAILED OR

SCHEDULED

DO NOT SPLICE TOP

BARS IN CANTILEVER

CLASS "A" BAR SPLICE

FOR TOP & SIDE BARS AT

MIDSPAN U.O.N.

CLASS "A" BAR SPLICE

FOR BOTTOM BARS AT

SUPPORT U.N.O.

CONCRETE PIER

SEE PLAN

CL. OF END SUPPORT CL. OF INTERIOR SUPPORT CL. OF INTERIOR SUPPORTEND SPAN INTERIOR SPAN CANTILEVER SPAN

2". .

2"

BEAM STIRRUPS

TOP BARS

2 BARS x 2'-0" SAME SIZE AS

BARS IN DEEPER BEAM

BOTTOM BARS IN

DEEPER BEAM

BOTTOM BARS IN

HIGHER BEAM

3' - 0"

SECTION "A"

2 ADDITIONAL STIRRUPS @ 4" O.C.

(TYP. EACH SIDE OF PIPE SLEEVE(S))

2 ADDITIONAL STIRRUPS (MIN.)

BETWEEN SLEEVES, TYP.

PROVIDE SLEEVES FOR ALL

PIPES I.D. 2" LARGER THAN

PIPE O.D., TYP.

MA

X.

SLE

EVE

O.D

≤ D

/3 O

R 1

2"

6"

MIN

.6

" M

IN.

GR

AD

E B

EAM

DEP

TH "

D"

TUR

ND

OW

N

SLA

B

MIN.

6"

1 1/2"

"A"

NOTE:

DO NOT INSTALL PARALLEL TO GR. BMS.,

INSTALL PERP. TO GR. BMS.

ELEVATION

PROVIDE EXTRA BARS IN EACH FACE,

ON EA. SIDE OF OPENING EQUAL TO

HALF OF THE AREA OF INTERRUPTED

BARS (1-#5 EACH FACE EACH SIDE 3"

MIN. O.C. LARGER OF).

#5 x 4'-0" EACH FACE, EACH

CORNER. PLACE INSIDE OF

TYPICAL WALL REINFORCING.

EXTEND VERTICAL BARS

FULL STORY HEIGHT

TYPICAL WALL

REINFORCING

PROVIDE STD. HOOK

2' - 0" MIN. OR

CLEAR

1 1/2".

BEAM STIRRUPS

BOT. BARS

2 BARS x 2'-0" SAME SIZE AS

BARS IN DEEPER BEAM

TOP BARS IN

DEEPER BEAM

TOP BARS IN

HIGHER BEAM

Lamar Central

3800 N. Lamar Blvd.

Suite 330


F-1985

Austin, Tx 78756

P 512.472.2111

www.aecollab.com

100254

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SHEET NUMBER

DRAWING TITLE

SHEET INFORMATION

DATE

REVIEWED

CHECKED

DRAWN

KAH NO.

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

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Phone (512) 255-9690

Fax (512) 388-1843

KAH-1908

20014

07/29/2020

NEW

PRA

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& W

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CK,

TEX

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07/29/2020



Austin, Texas 78746

(512) 327-2946

AS

JB


S303

Studio 16:19, LLC



(512) 534-8680



Austin, Texas 78756

(512) 472-2111

O'Connell Robertson


Austin, Texas 78704

(512) 478-7286



Austin, Texas 78729

(512) 451-5445

NO SCALE

DRILLED PIER1

TYPICAL DETAIL

NO SCALE

DRILLED PIER SCHEDULE2

TYPICAL DETAIL

NO SCALE

NARROW BEAM OR WALL BEARING ON WIDER PIER3

TYPICAL DETAIL

NO SCALE

WIDE GRADE BEAM OR PIER CAP BEARING ON NARROW PIER4

TYPICAL DETAIL

NO SCALE

GRADE BEAM REINFORCING7

TYPICAL DETAIL

NO SCALE

STEP IN BOTTOM GRADE BEAM5

TYPICAL DETAIL

NO SCALE

HORIZONTAL PIPE PENETRATIONS THROUGH GRADE BEAM8

TYPICAL DETAIL

NO SCALE

REINF. AT CONCRETE WALL OPENING6

TYPICAL DETAIL

DRILLED PIER SCHEDULE

Mark

SHAFT

DIAMETER

VERTICAL

REINFORCING SPIRALS PENETRATION

P24 24"

P30 30"

NO SCALE

STEP IN TOP GRADE BEAM5A

TYPICAL DETAIL

(6) - #6 #3 @ 12" O.C. 2' - 0"

(6) - #7 #3 @ 12" O.C. 2' - 0"


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(KO P P

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T.O. PIER EL.

SEE PLAN

MAX. TORQUE (ft.-lbs)

EMBEDMENT FOR HAS STD.

30 75 150

CLEAN HOLE w/ WATER OR AIR

PER MFR'S INSTRUCTIONS & FILL

w/ SPECIFIED ANCHORING

ADHESIVE

SEE SECTIONS FOR

ANCHOR DIAMETER

EXISTING CONCRETE

OR MASONRY

ADHESIVE ANCHOR NOTES:

1. REFER TO GENERAL NOTES FOR ADHESIVE ANCHOR TYPE.

2. LOCATE EXISTING REINFORCING STEEL IN THE CONCRETE USING

NON-DESTRUCTIVE METHODS & POSITION ANCHOR LOCATIONS TO

AVOID CONFLICTS WITH EXISTING REINFORCING. ANCHOR LOCATIONS

CAN BE ADJUSTED BY A MAXIMUM OF 1 1/2" FROM DETAILED

LOCATIONS TO AVOID CONFLICTS, UNLESS NOTED OTHERWISE.

3. BASED ON FIELD VERIFIED LOCATIONS OF REINFORCING STEEL &

EMBEDDED ITEMS, THE CONTRACTOR SHALL CREATE TEMPLATES FOR

EACH ANCHOR GROUP.

4. ALL ABANDONED HOLES SHALL BE FILLED WITH NONSHRINK GROUT.

5. HOLES IN CONNECTION PLATES SHALL BE NO MORE THAN 1/16"

LARGER THAN THE ANCHOR DIAMETER. IF LARGER HOLES ARE REQUIRED

FOR ERECTION PURPOSES, PROVIDE 1/4"x3x3 PLATE WASHERS

CONTINUOUSLY WELDED TO THE CONNECTION PLATE.

ANCHOR INSTALLATION INFORMATION

ANCHOR DIAMETER

HOLE DIAMETER

4 1/4" 5" 6 5/8"

SEE TABLE

EMBEDMENT

9/16" 11/16" 13/16"

3/4"5/8"1/2"

EXISTING

CONCRETE

ADHESIVE DOWEL NOTES:

1. REF. GENERAL NOTES FOR ADHESIVE DOWELING SYSTEMS.

2. LOCATE EXISTING REINFORCING STEEL IN THE CONCRETE USING NON-DESTRUCTIVE

METHODS & POSITION DOWEL LOCATIONS TO AVOID CONFLICTS WITH EXISTING

REINFORCING.

3. ALL ABANDONED HOLES SHALL BE FILLED WITH NONSHRINK GROUT.

HOLE DIAMETER:

1/2"Ø FOR #3 DWLS.

5/8"Ø FOR #4 DWLS.

3/4"Ø FOR #5 DWLS.

SEE SECTIONS FOR

DWL. SIZE & LENGTH

NEW CONCRETE

CLEAN HOLE w/ WATER OR AIR PER

MFR'S's INSTRUCTIONS FILL w/

SPECIFIED ANCHORING ADHESIVE

6" FOR #5 DWLS

4" FOR #4 DWLS

4 1/2" FOR #4 DWLS

FIN. FLR. EL.

REF. ARCH.

T.O.S.C. EL.

SEE PLAN

RAMP

NOTE:

REF. ARCH. FOR PLAN DIMENSIONS OF BUILT UP

FLOOR AREA. LOCATE RAMPS & STAIRS ACCORDINGLY.

STRUCTURAL FLOOR

6x6xW2.1xW2.1 PLACE

1" FROM TOP OF CONC.

STYROFOAM FILL.

MIN.

8"

4"

MIN

.

OF RAMPS

1-1/2" DEEP x 1' - 0"

WIDE KEY @ BASE #3 NOSING BAR

T.O. PIER EL.

FORM UP BOTTOM OF

BEAM AND REMOVE

FORMS BEFORE

BACKFILLING OR FILL

VOID WITH CARTON

FORMS

MOTZBLOCK HIGH DENSITY

POLYETHYLENE SOIL

RETAINER BY M&M

CONSTRUCTION

SPECIALTIES. EMBED INTO

CLAY TO OBTAIN FIRM

SEATING.

VOID

SPACE

REF.-NOTE 4 AT CRAWL

SPACE

FORM BOTH SIDES OF

GRADE BEAMS, TYP.

VOID FORM & VOID RETAINER NOTES:

1. FORM VOID SPACE WITH SOIL RETAINERS UNDER ALL STRUCTURAL CONCRETE PIER CAPS,

PILASTERS, GRADE BEAMS, AND WALLS BELOW GRADE

2. INSTALL SOIL RETAINERS IN ACCORDANCE WITH MANUFACTURER'S RECOMENDATIONS

AND AS FOLLOWS:

a. PLACE BASE OF SOIL RETAINER IN A 3" DEEP TRENCH CUT IN UNDISTURBED SOIL OR

COMPACTED FILL. TRENCHES SHALL BE LOCATED 4" FROM OUTSIDE AND INSIDE

FACE OF GRADE BEAM OR WALL PANEL

b. STARTING AT END OF BEAM OR WALL PANEL, LAY BOTTOM FLANGE OF SOIL

RETAINER IN TRENCH AND LEAN FLAT SIDE AGAINTS BEAM OR WALL PANEL.

OVERLAP SIDE FLANGES AT LEAST 1" TO PROVIDE A CONTINUOUS SEAL

c. CUT RETAINERS TO FIT ENDS OF BEAMS OR WALL PANELS. MITER CUT OR BEND

RETAINERS AT CORNERS. CUT LENGTHS LESS THAN 1'-0" IN LENGTH SHALL NOT BE USED

d. PLACE BACKFILL AS SPECIFIED AFTER COMPLETION OF SOIL RETAINER INSTALLATION.

TAKE NECESSARY PRECAUTIONS TO PROTECT SOIL RETAINERS FORM DAMAGE FROM

COMPACTION EQUIPMENT.

3. STORE RETAINERS FLAT AND PROTECTED FROM DIRECT SUNLIGHT TO AVOID WARPAGE

4. VOID RETAINER IN CRAWL SPACE MAY BE OMITTED WHERE CRAWL SPACE GRADE IS AT

BOTTOM OF VOID. USE CONCRETE MUDSLAB AT LEAST EQUAL TO GRADE BEAM WIDTH TO

SUPPLEMENT LATERAL RESTRAINT FOR BOTTOM OF RETAINER.

5. DESIGN OF SOIL RETAINERS IS THE RESPONSIBILITY OF THE CONTRACTOR & SHALL RESIST

THE FULL HYDROSTATIC PRESSURES NOTED IN THE STRUCTURAL NOTES. SUBMIT

CALCULATIONS SIGNED & SEALED BY AN ENGINEER LICENSED IN THE STATE OF TEXAS.

4"

"3

1' -

0"

FILL & VOID RETENTION DETAIL

6"6"

MODULAR LENGTH

ELASTROMERIC SHEET

FLASHING - (SECURE

TO FACE OF BEAM -

LOOSE AT TOP OF FILL

SLAB)

ELASTROMERIC SHEET

FLASHING - SECURE

TO FILL-SLAB PRIOR

TO INSTALLATION OF

TOP SLAB

COMPACTED

BACK FILL

CONCRETE GRADE

BEAM

VOID BOX

COMPACTED

BACK FILL

UNDISTURBED EARTH

NOTE:

BOTTOM MUST BE PLACED

IN UNDISTURBED EARTH

1 1/2"

NOTE:

REPLACE CARTON FORMS THAT HAVE BEEN DAMAGED OR IF

THEYBECOME SATURATED AND WEAK. TAKE SPECIAL CARE TO PREVENT

CRUSHING OF CARTON FORMS DURING PLACEMENT OF REINFORCING

AND CONCRETE.

VAPOR BARRIER OVER PROTECTION

BOARD OVER CARTON FORMS

MIN

.

1' -

0"

CARTON FORMS

SEE PLAN FOR SLAB

THICKNESS & REINF.

(4) - #5 x DOWELS

w/ (4) - #4 HORIZ.

SEE PLAN FOR PIER

REFERENCES, TYP.

VOID FORMS

Lamar Central

3800 N. Lamar Blvd.

Suite 330


F-1985

Austin, Tx 78756

P 512.472.2111

www.aecollab.com

100254

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OF T EX

AS

1

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NORTH

KEY PLAN

SEAL


SHEET NUMBER

DRAWING TITLE

SHEET INFORMATION

DATE

REVIEWED

CHECKED

DRAWN

KAH NO.

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

B

C

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F

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L

M

N

O

P

A

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P



Phone (512) 255-9690

Fax (512) 388-1843

KAH-1908

20014

07/29/2020

NEW

PRA

CTI

CE

GYM

NA

SIUM

& W

EIG

HT

ROO

M A

DD

ITIO

NH

ERN

AN

DEZ

MID

DLE

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HO

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1901

SU

NRI

SE R

OA

D

ROU

ND

RO

CK,

TEX

AS

07/29/2020



Austin, Texas 78746

(512) 327-2946

AS

JB


S304

Studio 16:19, LLC



(512) 534-8680



Austin, Texas 78756

(512) 472-2111

O'Connell Robertson


Austin, Texas 78704

(512) 478-7286



Austin, Texas 78729

(512) 451-5445

NO SCALE

ADHESIVE ANCHOR FOR SOLID & GROUTED MASONRY & CONCRETE4

TYPICAL DETAIL

NO SCALE

ADHESIVE DOWELING5

TYPICAL DETAIL

NO SCALE

BUILT-UP FLOOR CONSTRUCTION6

TYPICAL DETAIL

NO SCALE

FOUNDATIN VOID SPACE2

TYPICAL DETAIL

NO SCALE

FOUNDATIN VOID SPACE1

TYPICAL DETAIL

NO SCALE

FOUNDATION VOID SPACE3

TYPICAL DETAIL

NO SCALE

TOP OF PIER DETAIL7

TYPICAL DETAIL


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-ZI*-%

T.O. PIER EL.

REF. PLAN

T.O. BR. LEDGE EL.

REF. ARCH.

FINAL GRADE

REF. ARCH.

T.O.S.C. EL.

REF. PLAN

T.O.S.C. EL.

REF. PLAN

T.O. PIER EL.

REF. PLAN

T.O. PIER EL.

REF. PLAN

T.O.S.C. EL.

REF. PLAN

T.O.S.C. EL.

REF. PLAN

T.O.S.C. EL.

REF. PLAN

T.O. PIER EL.

REF. PLAN

T.O. PIER EL.

REF. PLAN

T.O.S.C. EL.

REF. PLAN

BM. REINF.

(3) #8 T&B

#4 HORIZ. @ 12" O.C.

#4 STIR. @ 12" O.C.

SOIL RETAINER

BY OTHERS

LAPPED BLDG PAPER

OR POLY. REF.- , TYP.

MUD SLAB FOR

RETAINER KICKER

REF

. AR

CH

.

VA

RIE

S,

#4x CONT

#4

EA. KEYWAY (TYP.) BRG

2'-6"

SLOPE SUBGRADE PER CIVIL. PROVIDE

15mil VAPOR BARRIER ON TOP OF

SUBGRADE PER MANUFACTURER'S

RECOMMENDATIONS FOR CRAWLSPACE

APPLICATIONS. REF.-MEP FOR DRAINAGE

& CIVIL FOR GRADING

#4x HAIRPIN @ 48" O.C.

CENTERED IN CIP

6" PROJECTION

H.C. PLANK

TOPPING SLAB

TYP

.

VO

ID,

1' - 10"

11"3"

MASONRY, REF. GEN.

NOTES FOR REINF.,

NOT SHOWN FOR CLARITY

/1 S304

4" TYP.

REF. ARCH. FOR GYM FLOOR FINISH

T.O.S.C. EL. VARIES

REF. ARCH.

REF. PLAN FOR

SLAB REINF.

DWL "B" @ 12" O.C.

H.C. PLANK

#4


#4x CONT


CENTERED IN CIP

6" PROJECTION

2'-6"

TYP

.

VO

ID

BM. REINF.

(3) #8 T&B

#4 HORIZ. @ 12" O.C.

#4 STIR. @ 12" O.C.

1' - 10" 1' - 10" 1' - 10"

LAPPED BLDG PAPER

OR POLY

SOIL RETAINER

MUD SLAB FOR

RETAINER KICKER

REF. ARCH. FOR GYM FLOOR FINISH

SLOPE TOP OF

EXTERIOR SLAB AS

REQ'D

1" E.J. BTWN.

GRIDS B.3 & C

#4x CONT

3' - 0"

8" H.C. PLANK EA. SIDE

2'-6"


CENTERED IN CIP

6" PROJECTION

#4

EA. KEYWAY (TYP.)

TOPPING SLAB

REF. ARCH. FOR GYM

FLOOR FINISH

BM. REINF.

(5) - #9 T&B

#4 STIR. @ 12" O.C.

#4 HORIZ. @ 12" O.C. E.F.

EC.1C.9

MUD SLAB FOR

RETAINER KICKER

REF. ARCH. & MEP FOR

CRAWLSPACE GRADING

& DRAINAGE

V.I

.F.

3' -

6"

NEW PIER BEYOND

1' - 10"

REF. PLAN

/1 S310

REINF. IN BM. NOT SHOWN

FOR CLARITY, REF.

FOR ADD'L INFO NOT SHOWN

D

4"

H.C. PLANK

#4

EA. KEYWAY (TYP.)

BRG

#4x CONT


CENTERED IN CIP

6" PROJECTION

2'-6"

SOIL RETAINER

LAPPED BLDG PAPER

OR POLY

MUD SLAB FOR

RETAINER KICKER

SLOPE SUBGRADE

PER CIVIL

VO

ID, T

YP.

NOTE: REF.

FOR INFO NOT SHOWN

/1 S310CMU BTWN. COL.

NOT SHOWN FOR

CLARITY

REF. S501 FOR

BASE PL. &

ANCHORS

PIER BELOW

PER PLAN

PIER REINF. NOT SHOWN FOR CLARITY;

REF. FOR ADD'L INFO/3 S303

4" MIN., TYP.

STEEL COL. PER PLAN

Lamar Central

3800 N. Lamar Blvd.

Suite 330


F-1985

Austin, Tx 78756

P 512.472.2111

www.aecollab.com

100254

ES

SI ONA L E N

GI

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LI C E N S E D

PR

OF

JOSHUA BEDRE

ST

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OF T EX

AS

1

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NORTH

KEY PLAN

SEAL


SHEET NUMBER

DRAWING TITLE

SHEET INFORMATION

DATE

REVIEWED

CHECKED

DRAWN

KAH NO.

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P

A

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P



Phone (512) 255-9690

Fax (512) 388-1843

KAH-1908

20014

07/29/2020

NEW

PRA

CTI

CE

GYM

NA

SIUM

& W

EIG

HT

ROO

M A

DD

ITIO

NH

ERN

AN

DEZ

MID

DLE

SC

HO

OL

1901

SU

NRI

SE R

OA

D

ROU

ND

RO

CK,

TEX

AS

07/29/2020



Austin, Texas 78746

(512) 327-2946

AS

JB

CONCRETE DETAILS

S310

Studio 16:19, LLC



(512) 534-8680



Austin, Texas 78756

(512) 472-2111

O'Connell Robertson


Austin, Texas 78704

(512) 478-7286



Austin, Texas 78729

(512) 451-5445

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

SECTION - PERIMETER GRADE BEAM AT STONE VENEER1 SCALE: 3/4" = 1'-0"

SECTION - GRADE BEAM AT SLAB-ON-VOID2

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

SECTION - INTERIOR GRADE BEAM DETAIL3 SCALE: 3/4" = 1'-0"

DETAIL - COLUMN BASE AT EXIST. BLDG.5SCALE: 3/4" = 1'-0"

SECTION - GRADE BEAM AT SLAB ON VOID4

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

DETAIL - COLUMN BASE1A


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REF. PLAN

T.O. CURB EL.

REF. PLAN

T.O.S.C. EL.

REF. PLAN

BM. REINF.

(3) #8 T&B

#4 HORIZ. @ 12" O.C.

#4 STIR. @ 12" O.C.

#4


2'-6"

2

S311

1' - 10"

TOPPING SLAB

H.C. PLANK

#4x CONT


CENTERED IN CIP

6" PROJECTION

GRATING,

REF. ARCH.

BR. LEDGE,

REF. ARCH.

/2 S311

GALV. L3X3X3/16 x 4'-0"

w/ 1/2"⌀ x 6" H.S. @

16" O.C.

CONC. WALL, REINF.

w/ #4 @ 12" O.C. E.W.

SLEEVE THRU GRADE BM.,

REF. FOR ADD'L.

REINF. AT OPENING 4"

NOTE: REF. MEP &

CIVIL FOR

DRAINAGE PIPING

REF. CIVIL FOR SITE

PAVING

EQ.

1' -

2"

EQ.

11

"

4' - 0"

2"2"

(2) - #6 x 10'-0" T&B

OF OPENING

(2) - #4 x 3'-0"

DIAG. EA. CORNER

(2) STIRRUPS

EA. END

#4 STIR. @ 6" O.C.

Lamar Central

3800 N. Lamar Blvd.

Suite 330


F-1985

Austin, Tx 78756

P 512.472.2111

www.aecollab.com

100254

ES

SI ONA L E N

GI

NE

ER

LI C E N S E D

PR

OF

JOSHUA BEDRE

ST

AT E

OF T EX

AS

1

A

NORTH

KEY PLAN

SEAL


SHEET NUMBER

DRAWING TITLE

SHEET INFORMATION

DATE

REVIEWED

CHECKED

DRAWN

KAH NO.

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P

A

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P



Phone (512) 255-9690

Fax (512) 388-1843

KAH-1908

20014

07/29/2020

NEW

PRA

CTI

CE

GYM

NA

SIUM

& W

EIG

HT

ROO

M A

DD

ITIO

NH

ERN

AN

DEZ

MID

DLE

SC

HO

OL

1901

SU

NRI

SE R

OA

D

ROU

ND

RO

CK,

TEX

AS

07/29/2020



Austin, Texas 78746

(512) 327-2946

AS

JB

CONCRETE DETAILS

S311

Studio 16:19, LLC



(512) 534-8680



Austin, Texas 78756

(512) 472-2111

O'Connell Robertson


Austin, Texas 78704

(512) 478-7286



Austin, Texas 78729

(512) 451-5445

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

SECTION - CRAWL SPACE VENT1 SCALE: 3/4" = 1'-0"

SECTION - VENT THRU GRADE BEAM2


2 3 4 5 6 8 10 I I 12 13 14 15 16

FAXP P

ARCHITECTURE

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PRIOR DI

1517 East Palm Valley Blvd.Round Rock, Texas 78664Phone (512) 255-9690

(512) 388-1843FaxO 0C

REF. CIVIL FOR SITEPAVING

Cunningham-Allen, Inc.3103 Bee Caves Road, Suite #202

Austin, Texas 78746(512) 327-2946

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Round Rock, Texas 78664(512) 534-8680

CONC. WALL, REINF.. E.W.

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%TYTTTT+, II \ 9pw/ #4 @ 12" O.C(2) - #4 x 3'-0"

DIAG. EA. CORNERK.

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Architectural Engineers Collaborative3800 North Lamar Blvd., Suite #330

Austin, Texas 78756(512) 472-2111

I.,~ - --[Z

N* * * a * * 2ZSLEEVE THRU GRADE BM.

\j\I%I41111r6

FORADD'L.REF. 0 x6" H.S. @ dLL,0

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II4 4 41 4

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22

(2) - #6 x 10'-0" T&BOF OPENING

#4 STIR. @ 6" O.C.

O'Connell Robertson811 Barton Springs Road, Suite #900

Austin, Texas 78704(512) 478-7286

NOTE: REF. MEP&CIVIL FOR

DRAINAGE PIPING

41-0"IL

K K

True North Consulting Group13284 Pond Springs Road, Suite #304

Austin, Texas 78729(512) 451-5445

SECTION - CRAWL SPACE VENT SECTION- VENT THRU GRADE BEAM~1

2,

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

FMWWW

Lamar Central Austin, Tx 787563800 N. Lamar Blvd. P 512.472.2111

www.aecollab.comSuite 330

FIRM REG.#:AECJOB#:

F-198520014H H

NORTH

KEY PLAN

G G

OF

.. ... ...4JOSHUA BEDRE

..................... 100254 .* 0

07/29/2020ONS/SUBMISSIONS

SEAL

F

RENOVATI

E IE

D D

I NO. DESCRIPTION DATE

C c SHEET INFORMATIONKAH-1908KAH NO.

DATE 07/29/2020AS_DRAWN

CHECKED JB_REVIEWED

DRAWINGTITLE

CONCRETE DETAILSB B

SHEET NUMBER

S311A A

I 2 3 4 5 8 10 11 12 13 14 15 16

NEW

PRA

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MNAS

IUM

& W

EIGH

T RO

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ANDE

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NOTES:

1. LAP LENGTHS LISTED ABOVE APPLY UNDER THE FOLLOWING CONDITIONS:

A. REINFORCING BARS ARE GRADE 60 (Fy=60,000 PSI)

B. MASONRY STRENGTH IS AT LEAST 1,500 PSI

C. WALL BARS ARE SPACED AT LEAST 5 BAR DIA. O.C.

D. CLEAR COVER ASSUMED TO BE 2 1/2" FOR BAR SIZES OF #6 AND LESS.

E. CLEAR COVER ASSUMED TO BE 3" FOR #7 BARS AND 4" FOR #8 AND #9 BARS.

2. WHERE CLEAR COVER OR CLEAR SPACING FOR MASONRY REINF. IS LESS,

INCREASE SPLICE LENGTHS SHOWN BY MULTIPLYING LENGTHS BY MAX.

RATIO OF ASSUMED CLEAR COVER TO ACTUAL CLEAR COVER.

3. WHERE A LARGER BAR LAPS A SMALLER BAR, THE SMALLER SCHEDULED

LAP LENGTH APPLIES.

4. SEE CONCRETE TYPICAL DETAILS FOR DOWELS AND HOOK LENGTHS.

REINFORCEMENT SPLICE

LENGTH SCHEDULE

f'm=1500 psi MASONRY

BAR SIZE MASONRY

#3 1'-4"

#4 1'-9"

#5 2'-8"

#6 4'-6"

#7 5'-3"

#8 6'-0"

#9 6'-9"

CORNERS & JAMBSINTERSECTIONS

VERT. STD. HOOK @ END

OF WALL & OPENINGS, TYP.

ADD (2) VERTICAL REBAR TO

MATCH VERT. REINFORCEMENT

ADD

VERTICAL

CORNER BAR

3 CELLS

JAMB BAR,

SEE DETAIL

TYPICAL

LAP PER SCHED.

SPACING

TYP. SPACING

1/2 TYP.

SPA

CIN

G

1/2

TYP

.

TYPICAL ELEVATION

LAPPING DOWEL, TYP.

FOUNDATION

2 TRIM BARS T&B OF OPNG., PROJ.

BEYOND EACH SIDE OF OPNGS. PER

MASONRY REINFORCING LAP SPLICE

SCHEDULE.

2 TRIM BARS EACH SIDE OF OPNGS.,

FULL HEIGHT OF WALL, TYP.

NOTES:

1. TRIM BAR SIZES TO MATCH WALL REINFORCING, #5 MIN.

2. TRIM BARS ARE IN ADDITION TO TYPICAL WALL REINFORCING

3. VERTICAL STEEL SHALL BE FULL HEIGHT EACH SIDE OF OPENINGS.

ROVIDE LAP PLICES TO MATCH VERTICAL STEEL.

4. APPLIED ONLY TO WALLS 2'-0" OR THINNER. FOR OPENINGS THROUGH

THICKER WALLS, SEE STRUCTURAL ENGINEER FOR SPECIAL DETAILS.

REF. TYP.

LINTEL DETAIL

ALTERNATE

COURSES

SASH

BLOCK

SEE NOTE #1

(TYP. BOTH SIDES)

HARD RUBBER PREMOLDED

CONTROL JOINT INSERT

(TYP.)NOTES:

1. USE SEALANT BOTH SIDES FULL HEIGHT OF WALL.

2. MAXIMUM CONTROL JOINT SPACING IS 20'-0" O.C.

3. WHERE POSSIBLE, POSITION CMU WALL CONTROL JOINT TO COINCIDE

WITH SLAB-ON-GRADE CONTROL/CONSTRUCTION JOINTS.

4. SUBMIT A CMU CONTROL JOINT PLAN TO THE ARCHITECT FOR REVIEW

AND APPROVAL.

5. IN LIEU OF HARD RUBBER PREMOLDED CONTROL JOINT INSERT AND

SPECIAL SASH BLOCKS, A CONTROL JOINT SHEAR BAR (12" LONG x 1"

WIDE x 1/4" THICK) MAY BE GROUTED INTO THE WALL AT THE

CONTROL JOINT AT 16" O.C.

CAST-IN-PLACE (STRAIGHT BAR) CAST-IN-PLACE (HOOKED BAR) DRILLED-IN-ADHESIVE ALTERNATE

NOTES:

1. MASONRY DOWEL TO MATCH SIZE & SPACING OF VERTICAL WALL REINF. TYP.

2. REF. TO REINFORCEMENT SPLICE LENGTH SCHEDULE ON S___ FOR ADD'L INFO.

3. REF. TO __/S___ FOR DIMENSION "A".

REF. SCHED. FOR

WALL REINF. TYP U.O.N.

PROVIDE DOWELS TO MATCH SIZE

& NUMBER OF REINFORCING BARS

IN WALL - TYP.#4 CONT.

STD. HOOK

REF. SCHED. FOR

WALL REINF. TYP U.O.N.

DRILL & ADHERE DOWEL INTO

CONCRETE - REF __/S___ FOR

ADHESIVE DOWEL INFO.

SPLI

CE

CLA

SS "

A"

SPLI

CE

MA

SON

RY

6"

SPLI

CE

MA

SON

RY

8" "A

"

SPLI

CE

MA

SON

RY

OPENING < 4'-0" OPENING 4'-0" TO 10'-0"

LINTEL BLOCKS

REINF. w/ (2) - #5

KNOCK OUT WEB

LINTEL BLOCK -

REINF. w/ (2) - #5

VERTICAL REINF. REF.

STRUCTURAL NOTES

NOTES:

1. REFER TO ARCHITECTURAL DRAWINGS FOR OPENING SIZES

AND LOCATIONS.

2. EXTEND BOND BEAM 8" EACH SIDE OF OPENING.

3. PROVIDE GROUTED VERTICAL CELL EACH SIDE OF OPENING -

GROUT TO UNDERSIDE OF BOND BEAM - REINF. w/ #5.

MASONRY LOOSE LINTEL SCHEDULE

OPENING LINTEL SIZE

L4 x 4 x 5/16

L6 x 4 x 5/16 LLV

L6 x 4 x 3/8 LLV7' - 0" TO 8' - 0"

5' - 0" TO 7' - 0"

UP TO 5' - 0"

NOTE:

1. LINTEL ANGLES SHALL BE HOT DIP GALVANIZED.

2. PROVIDE 3/8" GAP IN MORTAR AT ENDS OF ANGLE. FORM

GAP WITH BACKER ROD.

3. PROVIDE 8" BEARING AT EACH END OF LINTEL ANGLE.

CORNER

END OR JAMB

ADDITIONAL VERT. BAR

ADDITIONAL VERT. BAR

VERT. BAR SPACING

VERT. BAR SPACING

MASONRY VENEER

REF. ARCH.

PL. 5/16" x 3" x 0' - 3"

@ EA. ANCHOR, WELD

TO LEDGE ANGLE

5/8"ø ADHESIVE

ANCHORS @ 24" O.C.

MAX., REF.

L6 x 6 x 5/16 (H.D. GALV.)

ABOVE OPENINGS AT VENEER

CONDITIONS, TYP. AT OPENING

WIDTHS > 6' - 0"

NOTE:

PROVIDE LOOSE LINTEL ANGLES PER

FOR VENEER SUPPORT AT OPENINGS EQUAL TO

OR LESS THAN 6' - 0"

REF. FOR

FOR LINTEL INFO.

6"

AR

CH

.

REF

.

/9 S401

/7 S401

/4 S304

Lamar Central

3800 N. Lamar Blvd.

Suite 330


F-1985

Austin, Tx 78756

P 512.472.2111

www.aecollab.com

100254

ES

SI ONA L E N

GI

NE

ER

LI C E N S E D

PR

OF

JOSHUA BEDRE

ST

AT E

OF T EX

AS

1

A

NORTH

KEY PLAN

SEAL


SHEET NUMBER

DRAWING TITLE

SHEET INFORMATION

DATE

REVIEWED

CHECKED

DRAWN

KAH NO.

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P

A

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P



Phone (512) 255-9690

Fax (512) 388-1843

KAH-1908

20014

07/29/2020

NEW

PRA

CTI

CE

GYM

NA

SIUM

& W

EIG

HT

ROO

M A

DD

ITIO

NH

ERN

AN

DEZ

MID

DLE

SC

HO

OL

1901

SU

NRI

SE R

OA

D

ROU

ND

RO

CK,

TEX

AS

07/29/2020



Austin, Texas 78746

(512) 327-2946

AS

JB

MASONRY TYPICALDETAILS

S401

Studio 16:19, LLC



(512) 534-8680



Austin, Texas 78756

(512) 472-2111

O'Connell Robertson


Austin, Texas 78704

(512) 478-7286



Austin, Texas 78729

(512) 451-5445

NO SCALE

MASONRY LAP SPLICE SCHEDULE1

TYPICAL DETAIL

NO SCALE

CMU WALL CORNER REINFORCING6

TYPICAL DETAIL

NO SCALE

MINIMUM REINFORCEMENT AROUND CMU WALL OPENINGS3

TYPICAL DETAIL

NO SCALE

WALL CONTROL JOINT5

TYPICAL DETAIL

NO SCALE

WALL ANCHORAGE2

TYPICAL DETAIL

NO SCALE

LINTEL9

TYPICAL DETAIL

NO SCALE

MASONRY LOOSE LINTEL7

TYPICAL DETAIL

NO SCALE

CMU WALL REINFORCING4

TYPICAL DETAIL

NO SCALE

MASONRY VENEER SUPPORT AT CMU BACK-UP8

TYPICAL DETAIL


>w4~ARCHITECTUREBUILDING SCIENCE I IMIDESIGN

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II 21

PROVIDE BOND BM. @ TOP.

REINFORCE w/ (2) - #4 CONT.

IN GROUTED SOLID CELL

BOND BM. @ 10-0" O.C.

REINFORCED w/ (2) - #4 CONT.

IN GROUTED SOLID CELLS

INT. WALL VERT. REINF. PER SCHED.

GROUT CELLS WHERE OCCURS.

EXT. WALL VERT. REINF. PER SCHED.

GROUT CELLS WHERE OCCURS.

SEE TOP OF CMU

WALL CONNECTIONS

SEE BOT. OF CMU

WALL CONNECTIONS

WALL THICKNESS

CMU NOMINAL

.

BTW

N H

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IZ. B

ON

D B

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" TY

P. M

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REF

. CM

U W

ALL

SC

HED

. FO

R R

EIN

F.

HEI

GH

T, A

S R

EQU

IRED

L5 x 3 x 1/4 x 0' - 8" LLV

EA. BEAM OR 8'-0" O.C.

MAX. - TYP.

CONT. BOND BEAM

REINF. w/ (2) - #4

CONT. TYP.

L3 x 3 x 1/4 @ 8' - 0" O.C.

MAX.

CONCRETE

CONSTRUCTION

2 1/2"ø EXPANSION ANCHORS w/

2" EMBEDMENT @ 6" O.C.

L5 x 3 x 1/4" x 0' - 8" LLV EA.

SIDE @ 8' - 0" O.C. MAX.

TYP

.

2 1

/2"

CLR

.

3/16TYP.

L5 x 3 x 1/4" x 0' - 8"

LLV EA. SIDE @ L 3 x 3

3/16

(2)-#4 CONT. IN

EACH COURSE

ELEVATION

DOUBLE COURSE

KNOCK OUT LINTEL

BLOCK BOND BEAM

- TYPICAL

(2)-#4 CONT. IN

EACH COURSE

1' - 4"

Lamar Central

3800 N. Lamar Blvd.

Suite 330


F-1985

Austin, Tx 78756

P 512.472.2111

www.aecollab.com

100254

ES

SI ONA L E N

GI

NE

ER

LI C E N S E D

PR

OF

JOSHUA BEDRE

ST

AT E

OF T EX

AS

1

A

NORTH

KEY PLAN

SEAL


SHEET NUMBER

DRAWING TITLE

SHEET INFORMATION

DATE

REVIEWED

CHECKED

DRAWN

KAH NO.

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P

A

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P



Phone (512) 255-9690

Fax (512) 388-1843

KAH-1908

20014

07/29/2020

NEW

PRA

CTI

CE

GYM

NA

SIUM

& W

EIG

HT

ROO

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HO

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1901

SU

NRI

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ROU

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CK,

TEX

AS

07/29/2020



Austin, Texas 78746

(512) 327-2946

AS

JB

MASONRY TYPICALDETAILS

S402

Studio 16:19, LLC



(512) 534-8680



Austin, Texas 78756

(512) 472-2111

O'Connell Robertson


Austin, Texas 78704

(512) 478-7286



Austin, Texas 78729

(512) 451-5445

NO SCALE

WALL SECTION1

TYPICAL DETAIL

NO SCALE

CMU PARTITION WALL BRACE2

TYPICAL DETAIL

NO SCALE

STEP IN BOND BEAM3

TYPICAL DETAIL


ARCHITECTUREBUILDING SCIENCE INTERIOR DESIGN(

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ROD PROJECTION AND

GROUT THICKNESS

ROD PROJECTION AND GROUT

THICKNESS SCHEDULE

2 1/4" TO 2 1/2"

1 3/4" TO 2"

1 1/8" TO 1 1/2"

1" OR LESS

ANCHOR ROD

DIAMETER

1 1/2"

3"

2"

SEE PLAN

FOR COLUMN

BASE PLATE,

REF. SCHEDULE

LEVELING NUTS & WASHER PLS.

ANCHOR RODS, REFER TO

BASE PLATE SCHEDULE

GR

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2 1/2"

BA

SE P

L. T

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KN

ESS

TYPE "A" TYPE "B"

TOP OF

CONCRETE

NOTES:

1. USE TYPE "A" ROD, TYPICAL, UNLESS NOTED OTHERWISE.

2. USE TYPE "B" ROD AT ALL WINDBRACE LOCATIONS.

3. REF. S531 FOR WINDBRACE ELEVATIONS.

LEVELING NUT &

WASHER, OPTIONAL

HEAVY HEX NUT w/

THREADS FULLY ENGAGED.

WELD NUT TO ROD PRIOR

TO INSTALLATION.

(ALT OPTION: HEADED ROD)

EMB

ED. L

ENG

TH

SCH

ED.

PLA

TE D

ETA

IL

SEE

BA

SE

OR 3 x Ø

LARGER OF 3"

REQ

UIR

ED

THR

EAD

S A

S

REQ

UIR

ED

THR

EAD

S A

S

REQ

'D

AS

EMB

ED. L

ENG

TH

SCH

ED.

PLA

TE D

ETA

IL

SEE

BA

SE

DIA. (Ø)

ANCHOR BOLT 1/2" WASHER,

DIMENSION = ROD Ø + 2"LP

COL. CL.

COL. CL.

NOTES:

1. WELD TO BE MINIMUM SIZE REQUIRED BY

A.I.S.C. FOR THICKNESS OF BASE PLATE USED.

2. SEE DETAIL FOR BASE PLATE ELEVATION.

Y Y

V/2 V/2

V

ZZ

W/2

W/2

W

/1 S501

TYP.

ANCHOR ROD HOLES IN BASE PLATE

ANCHOR ROD

DIAMETERHOLE DIAMETER

MIN. WASHER

DIMENSION

MIN. WASHER

THICKNESS

3/4" 2"

7/8"

1" 3"

1 1/4" 3"

1 1/2"

1 3/4" 4"

2" 5"

2 1/2"

1 5/16"

1 9/16"

1 13/16"

2 1/16"

2 5/16"

2 3/4"

3 1/4"

3 1/4"

2 1/2"

3 1/2"

5 1/2"

5/16"

1/2"

7/8"

1/4"

3/8"

1/2"

5/8"

3/4"

EXT. EDGE OF GR. BM.

EXT. EDGE OF BR. LEDGE

5 1

/2"

3 1

/2"

1 1/2"5 1/2" 5 1/2"

1 1/2"

1' -

0"

1' - 2"

CL

CL COL.

COL.

PL. 1"x1'-0"x1'-2" w/

(4) 3/4" DIA. ANCHOR BOLT

w/ 1'-6" MIN. EMBED

EXT. EDGE

OF GR. BM.

EXT. EDGE OF

BR. LEDGE2"7"3"2"

1 1

/2"

5 1

/2"

3 1

/2"

1 1

/2"

1' - 2"

1' -

0"

CL

CL COL.

COL.

PL. 1"x1'-0"x1'-2" w/


w/ 1'-6" MIN. EMBED

EXT. EDGE

OF GR. BM.

EXT. EDGE OF

BR. LEDGE

1 1

/2"

4 1

/2"

4 1

/2"

1 1

/2"1 1/2"

4 1/2" 4 1/2"1 1/2"

1' - 0"

CL

CL COL.

COL.

PL. 3/4"x1'-0"x1'-0" w/


w/ 1'-6" MIN. EMBED

1' -

0"

EXT. EDGE OF

GR. BM.

EXT. EDGE OF

BR. LEDGE

1 1

/2"

8"

1"

1 1

/2"1 1/2"

4 1/2" 4 1/2"1 1/2"

1' -

0"

1' - 0"

CL

CL COL.

COL.

PL. 3/4"x1'-0"x1'-0" w/


w/ 1'-6" MIN. EMBED

EXT. EDGE OF

GR. BM.

EXT. EDGE OF

BR. LEDGE

1 1

/2"

3"

5"

1"

1 1

/2"1 1/2"

1" 5" 3"1 1/2"

1' -

0"

1' - 0"

CL

CL COL.

COL.

PL. 3/4"x1'-0"x1'-0" w/


w/ 1'-6" MIN. EMBED

Lamar Central

3800 N. Lamar Blvd.

Suite 330


F-1985

Austin, Tx 78756

P 512.472.2111

www.aecollab.com

100254

ES

SI ONA L E N

GI

NE

ER

LI C E N S E D

PR

OF

JOSHUA BEDRE

ST

AT E

OF T EX

AS

1

A

NORTH

KEY PLAN

SEAL


SHEET NUMBER

DRAWING TITLE

SHEET INFORMATION

DATE

REVIEWED

CHECKED

DRAWN

KAH NO.

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P

A

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P



Phone (512) 255-9690

Fax (512) 388-1843

KAH-1908

20014

07/29/2020

NEW

PRA

CTI

CE

GYM

NA

SIUM

& W

EIG

HT

ROO

M A

DD

ITIO

NH

ERN

AN

DEZ

MID

DLE

SC

HO

OL

1901

SU

NRI

SE R

OA

D

ROU

ND

RO

CK,

TEX

AS

07/29/2020



Austin, Texas 78746

(512) 327-2946

AS

JB

STEEL TYPICALDETAILS

S501

Studio 16:19, LLC



(512) 534-8680



Austin, Texas 78756

(512) 472-2111

O'Connell Robertson


Austin, Texas 78704

(512) 478-7286



Austin, Texas 78729

(512) 451-5445

NO SCALE

COLUMN BASE PLATES1

TYPICAL DETAIL

NO SCALE

ANCHOR ROD2

TYPICAL DETAIL

NO SCALE

BASE PLATE SCHEDULE3

TYPICAL DETAIL

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

BASE PLATE - BP-14 SCALE: 1 1/2" = 1'-0"




BASE PLATE - BP-58


ARCHITECTUREBUILDING SCIENCE INTERIOR DESIGN

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SECTION "A"

WELD 1/4" CAP PL.

@ TOP OF COLUMN

3/8" CONN. PLATES,

SLOT COLUMN FOR

PLATE(S) & WELD ALL

SLOTS CLOSED

NOTE:

PLATES AND CONNECTIONS SHALL BE

DESIGNED BY THE CONTRACTOR IN

ACCORDANCE WITH THE GENERAL NOTES.

PL. FOR THIRD

BEAM IF REQ'D.

1/4

"A"

SPLICE IN COLUMN IF

REQUIRED

1/4

BEAM BELOW GIRDER

BEAM AT GIRDER

STIFFENER PL. - SAME OR

GREATER THICKNESS THAN

UPPER BEAM WEB (3/8"

MINIMUM)

END PLATE, WT & BOLTS

DESIGNED BY FABRICATOR PER

"STRUCTURAL STEEL

CONNECTIONS" STRUCTURAL

NOTES (ALIGN FLANGE OF TEE

w/ UPPER BEAM WEB)

NOTCH WT STEM TO

FIT AROUND UPPER

BEAM FLANGE

END PLATE, WT & BOLTS

DESIGNED BY FABRICATOR PER

"STRUCTURAL STEEL CONNECTIONS"

STRUCTURAL NOTES

TO BE DESIGNED BY

FABRICATOR

NOTES:

1. REF. PLAN FOR BEAM SPLICE LOC'N SPLICES NOT NOTED ON PLAN SHALL BE

SUBMITTED TO ARCH. FOR REVIEW

2. SPLICE CONNECTIONS SHALL BE DESIGNED BY THE CONTRACTOR TO

MEET THE REQUIREMENTS SPECIFIED FOR STANDARD CONNECTIONS IN

THE STRUCTURAL NOTES.

3. PROVIDE SHIM PLATES AS REQ'D.

SUPPORTING BEAM

"DROP-IN" BEAM

PROVIDE HORIZ. SHORT SLOTTED HOLES

IN DROP-IN BEAM FOR ADJUSTMENT

COPE BOTTOM FLANGE OF

DROP-IN BEAM FOR

INSTALLATION

PL. EA. SIDE OF BEAM

(3/8" MIN. THICKNESS)

4".

1/2".

2".

PLAN

SECTION "A"

SECTION "B"

TOP FLANGE OF

BEAM OR JOIST

CL. OF ROOF

BEAM OR JOIST

L3 x 3 x 1/4 BETWEEN

BEAMS (OR JOISTS)

L3 x 3 x 1/4 MITERED

& WELDED FRAME

WELD DECK TO

L FRAME @ 12" -

2 WELDS MIN. EA. SIDE

"B"

"A"

3/16

T.O.S. EL.=

SEE PLAN

L3x3x1/4 CONT.

CL. BEAM

3/16 1 1/2-12

1" MIN.PLAN

REF.

Lamar Central

3800 N. Lamar Blvd.

Suite 330


F-1985

Austin, Tx 78756

P 512.472.2111

www.aecollab.com

100254

ES

SI ONA L E N

GI

NE

ER

LI C E N S E D

PR

OF

JOSHUA BEDRE

ST

AT E

OF T EX

AS

1

A

NORTH

KEY PLAN

SEAL


SHEET NUMBER

DRAWING TITLE

SHEET INFORMATION

DATE

REVIEWED

CHECKED

DRAWN

KAH NO.

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P

A

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P



Phone (512) 255-9690

Fax (512) 388-1843

KAH-1908

20014

07/29/2020

NEW

PRA

CTI

CE

GYM

NA

SIUM

& W

EIG

HT

ROO

M A

DD

ITIO

NH

ERN

AN

DEZ

MID

DLE

SC

HO

OL

1901

SU

NRI

SE R

OA

D

ROU

ND

RO

CK,

TEX

AS

07/29/2020



Austin, Texas 78746

(512) 327-2946

AS

JB


S502

Studio 16:19, LLC



(512) 534-8680



Austin, Texas 78756

(512) 472-2111

O'Connell Robertson


Austin, Texas 78704

(512) 478-7286



Austin, Texas 78729

(512) 451-5445

NO SCALE

TUBE COLUMN CONNECTION FOR WEB CONNECTIONS TO BEAM4

TYPICAL DETAIL

NO SCALE

OFFSET BEAM TO GIRDER CONX.5

TYPICAL DETAIL

NO SCALE

BOLTED BEAM SPLICE3

TYPICAL DETAIL

NO SCALE

ROOF OPENING1

TYPICAL DETAIL

NO SCALE

EXTERIOR BEAM PARALLEL TO JOISTS2

TYPICAL DETAIL



x ;x/r.4

-- o

III

o I

CCD

CCD

j II rIIIIIIIIII

I

'Ah I

r/-77-/;'

I

7 7, 77

\\\\ > I

K

I II II II II I

010

I I01 I

0

0 10

I II III

/=IIv

v+

i i

7,qw Fi +

II\ M -. nY7-

V

I II I

ztiLI-A

4-4

-4

-4

+

+

4-4

- -~::N

:

- -

SUPPORTED BEAM

SINGLE PL. AND NO.

OF BOLTS PER SCHED.

NOTES 1 & 2

SUPPORTING

BEAM/GIRDER

TWO-SIDED CONNECTION - BEAMS TO GIRDERB C

BEAM TO COLUMN FLANGE CONNECTION

W.F. COL.

PER PLAN

SUPPORTED

BEAM

SUPPORTED BEAMSUPPORTING

BEAM/GIRDER

EXTENDED PLATE, BEAM TO COLUMN WEB CONNECTION

SUPPORTED BEAM

WELD 1/4 CAP PL. @

TOP OF COLUMN

WHERE OCCURS

W.F. COL.

PER PLAN

3/8" STIFFENERS

D FSINGLE PLATE CONNECTION SCHEDULE

SUPPORTED BEAM

NOTES:

1. PIPE COLUMN CONNECTION IS SIMILAR.

2. SINGLE SHEAR PLATE CONNECTION SHOWN APPLIES

TO RIGHT ANGLE CONNECTIONS AND SKEWED

CONNECTIONS UP TO 30° FROM RIGHT ANGLE.

FOR HSS COLUMN WITH

b/t > 35.1 AND Fy=46 KSI,

PROVIDE THROUGH-PLATE

EXTENDED PLATE BEAM TO COLUMN

WEB CONNECTIONE

STANDARD SINGLE PLATE CONNECTION

BEAM

SIZE

NO. OF ROWS

OF BOLTS(n)

BOLT

DIAMETER

PLATE

THICKNESS

WELD

SIZE A

MAX. BEAM

REACTION

(KIPS)

W8 2 3/4" 12

W10 2 16

W12 3 24

W14 3 30

W16 4 40

W18 5 50

W21 6 73

W24 7 85

W27 8 97

W30 8 97

W33 8 97

W36 10 140

W40 10 140

W44 10 140

WELD 1/4 CAP PL. @

TOP OF COLUMN

WHERE OCCURS

CL. OF BEAM/GIRDER

CL. OF BOLTS

CL. OF BEAM/GIRDER

CL. OF BOLTS, TYP.

CL. OF COLUMN

CL. OF BOLTS

CL. OF COLUMN

CL. OF BOLTS

NOTES:

1. IF SUPPORTED BEAM IS LESS THAN 1/2

OF BOLTS TO CONNECTION AT GIRDER.

2. EXTEND TAB PLATE TO BOTTOM FLANGE

AT PERIMETER CONDITION.

NOTES:

1. ALL OTHER CONNECTIONS DEVIATING FROM TYPICAL

CONNECTIONS SHALL BE DESIGNED AND DETAILED BY A

PROFESSIONAL ENGINEER WORKING UNDER THE

GUIDANCE OF THE CONTRACTOR. REF. GENERAL

NOTES UNDER "STRUCTURAL STEEL CONNECTIONS."

2. NOTED REACTIONS ARE FOR SERVICE LOADS.

3. BOLTS ARE A325N WITH STANDARD HOLES.

4. SCHEDULED SHEAR PLATE CONNECTIONS APPLY TO

RIGHT ANGLE CONNECTIONS AND SKEWED


5. BEAM CONNECTIONS ARE "STANDARD" UNLESS

OTHERWISE NOTED ON PLAN.

6. WORKLINES ARE ON CENTERLINES OF BEAMS AND

COLUMNS, U.O.N.

7. WELD CAPACITY BASED ON Exx = 70 KSI.

8. CONTRACTOR RESPONSIBLE FOR MEETING ALL

O.S.H.A. REQUIREMENTS.

CL. OF COLUMN

CL. OF BOLTS

PLAN

TOP FLANGE SHOWN CUT

AWAY FOR CLARITY

NOTE:

REF. DETAIL "A" FOR INFO NOT SHOWN

NOTE:


NOTE:


ONE-SIDED CONNECTION - BEAMS TO GIRDERA

MAX.

1/2".

MIN

.

1 1

/2"

n B

OLT

S

@ 3

" O

.C.

MIN

.

1 1

/2"

MAX.

3".

MAX.

1/2"

"A"

WELD SIZE

PER SCHED.

n B

OLT

S

@ 3

" O

.C.

MAX.

1/2"

MAX.

1/2"

n B

OLT

S

@ 3

" O

.C.

"A"

WELD SIZE

PER SCHED.

n B

OLT

S

@ 3

" O

.C.

"b"

MAX.

1/2"

3"

MAX.

"A"

WELD SIZE

PER SCHED.

MIN

.

1 1

/2"

MIN

.

1 1

/2"

n B

OLT

S

@ 3

" O

.C.

1/4" 1/4"

5/16"

7/8" 3/8"

1/2" 5/16"

MAX.

1/2"

"t"

DOUBLE ANGLE AND

NO. OF BOLTS PER

SCHED.

SUPPORTED

BEAM/GIRDER

SUPPORTING

MEMBER

BOLTED/WELDED DOUBLE ANGLE CONNECTION:

ANGLES WELDED TO SUPPORTING MEMBER

CONNECTION TO

SUPPORTING

MEMBER

CONNECTION TO

SUPPORTED

MEMBER

COPING AS

REQ'D, TYP.

DOUBLE ANGLE AND NO.

OF BOLTS PER SCHED.

SUPPORTING

MEMBER

ALL BOLTED CONNECTION BOLTED/WELDED CONNECTION:

ANGLES WELDED TO SUPPORTED BEAM

CONNECTION TO

SUPPORTED MEMBER

CONNECTION TO

SUPPORTING

MEMBER

BEAM TO BEAM CONNECTIONSA BBEAM TO COLUMN FLANGE CONNECTION

SUPPORTED

BEAM

T.O.S. COL. WHERE

OCCURS

W.F. COL.

PER PLAN

CONNECTION TO

SUPPORTED

MEMBER

CONNECTION TO

SUPPORTING MEMBER

SUPPORTING

MEMBER

C

DOUBLE ANGLE AND NO.

OF BOLTS PER SCHED.

SUPPORTING

MEMBER

SUPPORTING

MEMBER

DOUBLE ANGLE CONNECTION SCHEDULED

BOLTED OR WELDED PER

DETAIL "A"

STANDARD DOUBLE ANGLE CONNECTION

BEAM

SIZE

NO. OF

ROWS OF

BOLTS(n)

BOLT

DIAMETER

ANGLE

THICKNESS

WELD

SIZE C

MAX.

BEAM

REACTION

(KIPS)

W8 2 3/4" 12

W10 2 16

W12 3 24

W14 3 30

W16 4 40

W18 5 50

W21 6 73

W24 7 85

W27 8 97

W30 8 97

W33 8 97

W36 10 140

W40 10 140

W44 10 140

CL. OF BEAM/GIRDER CL. OF BOLTS

CL. OF

SUPPORTED

BEAM &

ANGLES

CL. OF BEAM/GIRDER

CL. OF BOLTS CL. OF BOLTS

CL. OF COLUMN

CL. OF BOLTS

NOTES:

1. REFERENCE SCHEMATIC DETAILS OF TYPICAL STEEL

CONNECTIONS FOR ADD'L INFO.

2. ALL OTHER CONNECTIONS DEVIATING FROM TYPICAL

CONNECTIONS SHALL BE DESIGNED AND DETAILED BY A

PROFESSIONAL ENGINEER WORKING UNDER THE

GUIDANCE OF THE CONTRACTOR. REF. GENERAL NOTES

UNDER "STRUCTURAL STEEL CONNECTIONS."

3. NOTED REACTIONS ARE FOR SERVICE LOADS.

4. BOLTS ARE A325N WITH STANDARD HOLES.

5. SCHEDULED SHEAR PLATE CONNECTIONS APPLY TO

RIGHT ANGLE CONNECTIONS AND SKEWED


6. BEAM CONNECTIONS ARE "STANDARD" UNLESS

OTHERWISE NOTED ON PLAN.

7. WORKLINES ARE ON CENTERLINES OF BEAMS AND

COLUMNS, U.O.N.

8. WELD CAPACITY BASED ON Exx = 70 KSI.

9. TABLE BASED ON LL4x31/2, A36 STEEL.

10. CONTRACTOR RESPONSIBLE FOR MEETING ALL O.S.H.A.

REQUIREMENTS.

CL. OF BEAM/GIRDER CL. OF BEAM/GIRDER

CL. OF BOLTS

CL. OF BEAM/GIRDER

NOTE:


1 2

MAX.

1/2"

MIN

.

1 1

/2"

MIN

.

1 1

/2"

n B

OLT

S

@ 3

" O

.C.

1 3/4"

3 1/2" 4".

1 3/4"

MIN

.

1 1

/2"

MIN

.

1 1

/2"

n B

OLT

S

@ 3

" O

.C.

MAX.

1/2"

3 1/2"1 3/4"

4".

MAX.

1/2"

EQ EQ

3 1/2"

MIN

.

1 1

/2"

MIN

.

1 1

/2"

n B

OLT

S

@ 3

" O

.C.

MAX.

1/2"

EQ EQ

1/4" 1/4"

7/8" 5/16" 1/4"

"C" 3/4"

SHORT

RETURN"C"

NOTES:

1) DESIGN SKEW CONNECTIONS FOR REQUIRED SHEAR, REF. GEN. NOTES FOR MORE INFORMATION.

2) ACCOUNT FOR ECCENTRICITIES IN CALCULATIONS.

CL. SUPPORTING

BEAM

BENT DOUBLE

ANGLE

BENT DOUBLE

ANGLE

ø ø

ALL BOLTED BOLTED / WELDED

CL. SUPPORTING

BEAM

ø

DOUBLE BENT

PLATE

DOUBLE BENT

PLATE

ALL BOLTED BOLTED / WELDED

ø

ø

CL. SUPPORTING

BEAM

SINGLE BENT

PLATE

SINGLE BENT

PLATE

ø

ALL BOLTED BOLTED / WELDED ø

0° < ø ≤ 30°

CL. SUPPORTING

BEAM

ø

SINGLE SHEAR

PLATE

END PLATE

BENT DOUBLE ANGLE CONNECTION (0° < ø ≤ 5°)A DOUBLE BENT PLATE CONNECTION (5° < ø ≤ 33°)

BSINGLE BENT PLATE CONNECTION (33° < ø ≤ 71°)

CSINGLE SHEAR PLATE

CONNECTION (0° < ø ≤ 30°)D

END PLATE CONNECTION (0° < ø ≤ 30°)E

Lamar Central

3800 N. Lamar Blvd.

Suite 330


F-1985

Austin, Tx 78756

P 512.472.2111

www.aecollab.com

100254

ES

SI ONA L E N

GI

NE

ER

LI C E N S E D

PR

OF

JOSHUA BEDRE

ST

AT E

OF T EX

AS

1

A

NORTH

KEY PLAN

SEAL


SHEET NUMBER

DRAWING TITLE

SHEET INFORMATION

DATE

REVIEWED

CHECKED

DRAWN

KAH NO.

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P

A

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P



Phone (512) 255-9690

Fax (512) 388-1843

KAH-1908

20014

07/29/2020

NEW

PRA

CTI

CE

GYM

NA

SIUM

& W

EIG

HT

ROO

M A

DD

ITIO

NH

ERN

AN

DEZ

MID

DLE

SC

HO

OL

1901

SU

NRI

SE R

OA

D

ROU

ND

RO

CK,

TEX

AS

07/29/2020



Austin, Texas 78746

(512) 327-2946

AS

JB


S503

Studio 16:19, LLC



(512) 534-8680



Austin, Texas 78756

(512) 472-2111

O'Connell Robertson


Austin, Texas 78704

(512) 478-7286



Austin, Texas 78729

(512) 451-5445

NO SCALE

SCHEMATIC SINGLE-PLATE FRAMING CONNECTIONS1

TYPICAL DETAIL

NO SCALE

SCHEMATIC DOUBLE-ANGLE FRAMING CONNECTIONS2

TYPICAL DETAIL

NO SCALE

SKEWED SIMPLE FRAMING CONNECTIONS3

TYPICAL DETAIL



of

I

I II IK'

INI II II ILyL

IIIIII

olloIIII110

7

I V

4-I

V +I

1 11Ivv

V v

v vV

00 0 0 00

I

pq I.

cc go-41

cc go

00~

-/4--00

C- I-o

01ztiLI-A

J19 V U

I\-

.................

ftwwmv -

V v V

00 0 0= 0

C'C -

-C'

K7~L_::: v K

V 14 iv

0 0 a00

/

~I"

T.O.S. EL.

REF. PLAN T.O.S. EL.

REF. PLAN

T.O.S. EL.

REF. PLAN

METAL DECK

PER PLAN

4 x 4 x 1/4 PL

L2 x 2 x 3/16 @

EVERY JOIST

(WELD AFTER DEAD

LOAD IS IN PLACE)

3/16 1 1/2

3/16 2

NOTE:

REF. ARCH. FOR

MISC. STEEL

NOT SHOWN

L5X3 1/2X3/8 LLH

CONT., U.O.N.

REF. ARCH.

FOR ROOFING

REF. ARCH.

FOR VENEER

L6X4X5/16 x 0'-5" @

24" O.C. w/

(1) - 3/4" Ø x 6"

EMBED. ADH.

ANCHOR IN VERT.

LONG SLOTTED HOLE

KNOCK-OUT WEB

BOND BEAM

REINF. w/

(2) - #4 CONT.

VERT. REINF.

CONT. THRU

BOND BEAM

4"

1/4 2

C6X8.2 @

4'-0" O.C.

MAX.

C6X8.2

CONT.

HSS6X5X1/4 LSH

BTWN. JOISTS

(JOIST SPA. -12")

REF. ARCH.

FOR VENEER

4 x 4 x 1/4 PL

L2 x 2 x 3/16 @

EVERY JOIST

(WELD AFTER DEAD

LOAD IS IN PLACE)

C6X8.2 CONT.

L5X3 1/2X3/8 LLV CONT.

REF. ARCH. FOR ROOFING

REF. MEP FOR DUCTWORK TO BE

ROUTED BELOW BEAM BOTTOM

FLANGE BRACING ANGLES

5"

SECTION "A"

PLAN

L2 1/2 x 2 1/2 x 1/4

JOIST

TOP CHORD

L2 1/2 x 2 1/2 x 1/4 x 0'-6"

BOTTOM FLANGE OF

BEAM (TOP BEAM FLANGE

NOT SHOWN)

PL 3/8" x AS REQUIRED

(OFFSET AS REQUIRED TO

AVOID INTERFERENCE WITH

CRIMPED ANGLE WEB MEMBERS)

COLUMN

PER PLAN

4'-0" MAX.

3'-0" MIN.

"A"

TYP.

4'-0" MAX.

3'-0" MIN.

SECTION "A"

PLAN

L2 1/2 x 2 1/2 x 1/4 CLIP VER.

LEG AT EA. END AS REQ'D

AS SHOWN

BOTTOM FLANGE OF

BEAM (TOP BEAM

FLANGE NOT SHOWN)

COLUMN

PER PLANTYP.

"A"

PLAN

SEE

L2X2X3/16 @ 4'-0" O.C.

@ PERIMETER BEAM

(WELD AFTER DEAD

LOAD IS IN PLACE)

4X4X1/4 PL.

4X4X1/4 PL.

T.O.S. EL.=

REF. PLAN

EXTEND TOP CHORD

WHERE REQUIRED FOR

CONTINUOUS DECK

SUPPORT Lamar Central

3800 N. Lamar Blvd.

Suite 330


F-1985

Austin, Tx 78756

P 512.472.2111

www.aecollab.com

100254

ES

SI ONA L E N

GI

NE

ER

LI C E N S E D

PR

OF

JOSHUA BEDRE

ST

AT E

OF T EX

AS

1

A

NORTH

KEY PLAN

SEAL


SHEET NUMBER

DRAWING TITLE

SHEET INFORMATION

DATE

REVIEWED

CHECKED

DRAWN

KAH NO.

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P

A

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P



Phone (512) 255-9690

Fax (512) 388-1843

KAH-1908

20014

07/29/2020

NEW

PRA

CTI

CE

GYM

NA

SIUM

& W

EIG

HT

ROO

M A

DD

ITIO

NH

ERN

AN

DEZ

MID

DLE

SC

HO

OL

1901

SU

NRI

SE R

OA

D

ROU

ND

RO

CK,

TEX

AS

07/29/2020



Austin, Texas 78746

(512) 327-2946

AS

JB

STEEL JOIST TYPICALDETAILS

S504

Studio 16:19, LLC



(512) 534-8680



Austin, Texas 78756

(512) 472-2111

O'Connell Robertson


Austin, Texas 78704

(512) 478-7286



Austin, Texas 78729

(512) 451-5445

NO SCALE

KCS OR K SERIES STEEL JOIST BEARING ON PERIMETER BEAM1

TYPICAL DETAIL

NO SCALE

LH SERIES STEEL JOIST BEARING ON PERIMETER BEAM2

TYPICAL DETAIL

NO SCALE

COLUMN BRACE JOISTS PARALLEL TO BEAM4

TYPICAL DETAIL

NO SCALE

COLUMN BRACE JOISTS PERPENDICULAR TO BEAM5

TYPICAL DETAIL

NO SCALE

EDGE CONDITION @ JOIST PARALLEL TO BEAM3

TYPICAL DETAIL

NO SCALE6EXTENDED TOP CHORD FOR DECK SUPPORT



F-1

1>LI11

-AL

VA

L - - - - - --.- - - - -

ol14I II-,- - - - I- -

-11:7 - ri - -1-1- - - -7//'I I

44

I IK

K

K-I -I

I II IK, K, V

+.- 0

-I-- 0

-I -II IztiLI-A

I

Kr

I4-.-~ I VI I

I I

LAVA

?t 11 I

... . . .. . . . .. . ..

.. . . .. . . . .. . . .. .. .

Wt ,) ttw%i

-,*-,4 -Z- -

Kv

JL

I-T

T';

-7

NOTE:

THIS DETAIL APPLIES WHEREVER A

CONCENTRATED LOAD GREATER THAN 50

POUNDS OCCURS BETWEEN PANEL POINTS

OF BOTTOM CHORD JOIST.

LOCATION OF

CONCENTRATED LOAD

L2x2x3/16 WT 3x6 CENTERED ON

BOTTOM CHORD OF JOIST

BOTTOM CHORD

OF JOIST

NOTE:

THIS DETAIL APPLIES WHEREVER A

CONCENTRATED LOAD GREATER THAN 50

POUNDS OCCURS BETWEEN PANEL POINTS

OF BOTTOM CHORD JOIST.

3/16 2-12

3/16 4EACH PANEL JOINT

3"3"NOTE:

TOP CHORD SHALL BE REINFORCED WHEREVER A

CONCENTRATED LOAD IN EXCESS OF 50 LBS. OCCURS

BETWEEN PANEL POINTS OF THE JOIST.

L2 x 2 x 3/16 EACH

SIDE OF JOIST

LOCATION OF

CONCENTRATED LOAD

JOISTS BEAR ON BEAM FROM BOTH

SIDES AT AN ANGLE OTHER THAN

90°, SEE PLAN

HSS3 1/2 x 2 1/2 x 3/16

BETWEEN JOISTS

WELD BOTH DECKS TO TUBE

AS SPECIFIED FOR

"PERIMETER WELDS"

2 1

/2"

3/16 2-12

MECHANICAL UNIT SUPPORTED ON JOISTS

JOIST PANEL

POINT - TYP.

NOTE:

WHERE DIMENSION "A" EXCEEDS

1'-0" EXTEND ANGLE TO NEXT JOIST

PANEL POINT

TOP CHORD REINFORCING

PER

SEE MECHANICAL DRAWINGS

FOR SIZE AND LOCATION OF

ROOF TOP UNITS

C6 x 8.2 AT ROOF TOP

MECHANICAL UNIT CURBS -

EXTEND 3" MIN. PAST ø OF

JOIST AT END CONDITIONS

TYP.

6" A

3/16 2

/3 S505

MECHANICAL UNIT SUPPORTED BETWEEN JOISTS

JOIST PANEL

POINT - TYP.

TOP CHORD REINFORCING

PER

SEE MECHANICAL DRAWINGS FOR

SIZE AND LOCATION OF ROOF TOP

UNITS

C6 x 8.2 BETWEEN JOISTS AT ROOF

TOP MECHANICAL UNITS

NOTE:

1'-0" EXTEND ANGLE TO

NEXT JOIST PANEL POINT

6" "A"

3/16 2

/3 S505

HORIZONTAL BRIDGING

WELD TO BEAM AND JOIST

RIGID X-BRIDGING

BOLTED AT INTERSECTION

HORIZONTAL BRIDGING

WELDED TO BEAM AND JOIST

OF JOIST, MOVE X-BRIDGING BACK ONE BAY

WHERE END BAY DIMENSION IS LESS THAN DEPTHTHIS MEMBER MAY BE PLACED BENEATH JOIST CHORD

FOR ADDITIONAL CLEARANCE. EXTEND ONE JOIST

SPACE BEYOND EACH SIDE OF DUCT

OMIT STANDARD CROSS

BRIDGING AT DUCT

L2 x 2 x 1/4 AT EACH

BRIDGING LINE

3/16EACH JOIST

COLUMN

PER PLAN

1/2" CAP PL

SAME AS COL.

1/2"Ø BOLT EA. SIDE AT "K" &

"KCS" SERIES JOISTS, 3/4" PL

BOLT EA. SIDE AT "LH" SERIES

JOISTS.

PL 3/8" x AS REQ'D

PROVIDE EXTENDED TOP CHORD

WHERE JOIST ON ONE SIDE ONLY

AND AT EXTERIOR BEARING

CONDITIONS

EXTENDED JOIST BOTTOM

CHORD

3/16

1/4 2 1/2

3/16

3/16 2

EXTENDED JOIST

BOTTOM CHORD

L3 x 3 x 5/16 x DEPTH OF

COLUMN + 1"

Lamar Central

3800 N. Lamar Blvd.

Suite 330


F-1985

Austin, Tx 78756

P 512.472.2111

www.aecollab.com

100254

ES

SI ONA L E N

GI

NE

ER

LI C E N S E D

PR

OF

JOSHUA BEDRE

ST

AT E

OF T EX

AS

1

A

NORTH

KEY PLAN

SEAL


SHEET NUMBER

DRAWING TITLE

SHEET INFORMATION

DATE

REVIEWED

CHECKED

DRAWN

KAH NO.

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P

A

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P



Phone (512) 255-9690

Fax (512) 388-1843

KAH-1908

20014

07/29/2020

NEW

PRA

CTI

CE

GYM

NA

SIUM

& W

EIG

HT

ROO

M A

DD

ITIO

NH

ERN

AN

DEZ

MID

DLE

SC

HO

OL

1901

SU

NRI

SE R

OA

D

ROU

ND

RO

CK,

TEX

AS

07/29/2020



Austin, Texas 78746

(512) 327-2946

AS

JB

STEEL JOIST TYPICALDETAILS

S505

Studio 16:19, LLC



(512) 534-8680



Austin, Texas 78756

(512) 472-2111

O'Connell Robertson


Austin, Texas 78704

(512) 478-7286



Austin, Texas 78729

(512) 451-5445

NO SCALE

JOIST REINFORCEMENT1

TYPICAL DETAIL

NO SCALE

JOIST BOTTOM CHORD REINFORCEMENT2

TYPICAL DETAIL

NO SCALE

TOP CHORD REINFORCEMENT FOR LH-SERIES JOISTS3

TYPICAL DETAIL

NO SCALE

CHANGE IN DIRECTION OF DECK SPAN4

TYPICAL DETAIL

NO SCALE

MECHANICAL UNIT SUPPORT AT KCS & K-SERIES JOIST7

TYPICAL DETAIL

NO SCALE

MECHANICAL UNIT SUPPORT AT KCS & K-SERIES JOIST8

TYPICAL DETAIL

NO SCALE

BEAM PARALLEL TO JOISTS5

TYPICAL DETAIL

NO SCALE

CROSS BRIDGING AT END BAY FOR K & KCS SERIES JOISTS9

TYPICAL DETAIL

NO SCALE10DUCT OPENING AT CROSS BRIDGING

NO SCALE

JOIST TO COLUMN CONNECTION WITH EXTENDED BOTTOM CHORD11

TYPICAL DETAIL



4/-4- F -7/

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1-11,

L.,

T.O. PARAPET

REF. ARCH.

T.O.S. EL.

REF. PLAN

T.O. BEAM EL.

REF. PLAN

T.O. BEAM EL.

REF. PLAN

EC.1

T.O.S. EL. EXISTING LOW

14' - 5"

C.9

S510

2

EXISTING BUILDING

FRAMING

DIAGONAL WIND

BRACE, IN LOC.

NOTED ON PLAN

REF. PLAN

NEW COL.

PER PLAN

C.9 D

REF.

FOR PARAPET

FRAMING

/2 S504

STEEL COL. PER PLAN

REF. ARCH. FOR STONE VENEER

STEEL JOIST PER PLAN


REF. PLAN

8 3/8"

REF.

FOR BRACING

@ 4'-0" O.C.

MAX.

/3 S504

CL

HSS BEAM,

REF. PLAN

3/4" Ø HEADED STUD

@ 16" O.C.

CMU WALL PER PLAN,

REINF. PER GEN. NOTES

REF. PLAN

CONT. BOND

BEAM, REINF. w/

(2) #4 CONT.

SLOPE PER PLAN

STEEL JOIST

PER PLAN

CONT. BOND

BEAM, REINF. w/

(2) #4 CONT.

STEEL COL. BEYOND

REF..-1/S5044"

EB.1

SLOPE PER PLAN


CB.9

CEILING, REF. ARCH.


REF. PLAN

EXISTING BUILDING

FRAMING

TOP CHORD EXTENSION

L3X3X1/4 CONT.

E611.1


EXISTING BUILDING

FRAMING

REF. PLAN

CEILING, REF. ARCH.


L3X3X1/4 CONT.

L3X3X1/4 @ 24" O.C.

Lamar Central

3800 N. Lamar Blvd.

Suite 330


F-1985

Austin, Tx 78756

P 512.472.2111

www.aecollab.com

100254

ES

SI ONA L E N

GI

NE

ER

LI C E N S E D

PR

OF

JOSHUA BEDRE

ST

AT E

OF T EX

AS

1

A

NORTH

KEY PLAN

SEAL


SHEET NUMBER

DRAWING TITLE

SHEET INFORMATION

DATE

REVIEWED

CHECKED

DRAWN

KAH NO.

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P

A

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P



Phone (512) 255-9690

Fax (512) 388-1843

KAH-1908

20014

07/29/2020

NEW

PRA

CTI

CE

GYM

NA

SIUM

& W

EIG

HT

ROO

M A

DD

ITIO

NH

ERN

AN

DEZ

MID

DLE

SC

HO

OL

1901

SU

NRI

SE R

OA

D

ROU

ND

RO

CK,

TEX

AS

07/29/2020



Austin, Texas 78746

(512) 327-2946

AS

JB

STEEL DETAILS

S510

Studio 16:19, LLC



(512) 534-8680



Austin, Texas 78756

(512) 472-2111

O'Connell Robertson


Austin, Texas 78704

(512) 478-7286



Austin, Texas 78729

(512) 451-5445

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

SECTION - GYM LOW ROOF LEVEL AT EXISTING BLDG.1

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

SECTION - TOP OF FRAMING AT EXISTING BLDG.6

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

DETAIL - CMU WALL CONNECTION2 SCALE: 3/4" = 1'-0"

SECTION - LOW ROOF3 SCALE: 3/4" = 1'-0"

SECTION - WEIGHT ROOM LOW ROOF AT EXISTING BLDG.4

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

SECTION - LOW ROOF EDGE AT EXIST. BLDG.5


>w4~ARCHITECTUREBUILDING SCIENCE I WINMIDESIGN

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ELEVATION

3/8" CAP PL. x

AS REQUIRED @

TOP OF COL.

W.P.

DOUBLE ANGLE

CONNECTION

ADD DOUBLE ANGLE CONNECTION

@ GUSSET IF REQUIRED FOR

COMBINED REACTION

GUSSET PL. BY STEEL

FABRICATOR - (3/8"

MIN. THICKNESS) SLOT

TUBE FOR PL.BOTH SIDES SIZE BY STEEL

FABRICATOR, TYP.

SIZE BY STEEL FABRICATOR,

TYP.

ELEVATION

BOTH SIDES SIZE BY STEEL

FABRICATOR, TYP.


TYP.

3/8" CAP PL. x

AS REQUIRED @

TOP OF COL.

W.P.

DOUBLE ANGLE

CONNECTION

ADD DOUBLE ANGLE CONNECTION

@ GUSSET IF REQUIRED FOR

COMBINED REACTION

GUSSET PL. BY STEEL

FABRICATOR - (3/8"


TUBE FOR PL.

PLAN

ELEVATION

REF. SCHED. FOR BASE

PL. AND ANCHOR RODS

GUSSET PL. BY STEEL

FABRICATOR - (3/8"


TUBE FOR PL.

REF. _/S___ FOR SCHED.

GROUT THICKNESS AND

BOLT PROJECTION

W.P.


FABRICATOR, TYP.


TYP.

PLAN

ELEVATION

REF. SCHED. FOR BASE

PL. AND ANCHOR RODS

GUSSET PL. BY STEEL

FABRICATOR - (3/8"


TUBE FOR PL.

REF. _/S___ FOR SCHED.

GROUT THICKNESS AND

BOLT PROJECTION

W.P.


FABRICATOR, TYP.


TYP.

WIND BRACE DESIGN NOTES:

1. Design connections for forces shown on wind brace elevations.

2. If no forces are shown on wind brace elevations, design for the full tensile capacity of the braces according to the Manual

of American Institute of Steel Construction. Refer to General Notes for edition.

3. Size welds for forces & eccentricity of C.G. weld & C.G. force.

4. At beam to column connections, size attachment to column for combined gravity load shear plus vertical shear

component due to lateral load.

5. Check for Whitmore section buckling, and block shear rupture of gusset plates.

6. Calculations shall be performed and sealed by a Registered Professional Engineer & shall be submitted to the Architect

per specifications.

7. Design forces noted as H=_K are service forces in axial tension or compression. V=_k are service vertical shear forces.

PLAN

ELEVATION

CMU WALL

BELOW, TYP.

GUSSET PL. BY STEEL FABRICATOR

(3/8" MIN. THICKNESS); SLOT TUBE

FOR PL.

W.P.

BOTH SIDES SIZE BY

STEEL FABRICATOR,

TYP.

SIZE BY STEEL

FABRICATOR, TYP.

CO

L. O

FFSE

T

REF

. PLA

N F

OR

REF. ARCH FOR

COL. CASING

T.O. BM. EL. =

REF. PLAN

HSS6x6x1/4 w/ 3/4"Øx6" HSS @

16" O.C. (E.S. OF COL.)

T.O. WALL

L5x5x5/16 CONT. FROM

BASE PL. TO TOP OF BRACE

CONNX. @ TOP OF CMU w/

3/4"Øx6" H.S.@ 24" O.C.

HSS BRACE

CENTERED ON

HSS6x6

WIND

FRAME

3/4" Ø x 0'-6" HEADED STUD @ 24" O.C.

CMU WALL; PROVIDE

GROUTED REINFORCED

VERTICAL CELLS E.S. OF COL.

PER

Lamar Central

3800 N. Lamar Blvd.

Suite 330


F-1985

Austin, Tx 78756

P 512.472.2111

www.aecollab.com

100254

ES

SI ONA L E N

GI

NE

ER

LI C E N S E D

PR

OF

JOSHUA BEDRE

ST

AT E

OF T EX

AS

1

A

NORTH

KEY PLAN

SEAL


SHEET NUMBER

DRAWING TITLE

SHEET INFORMATION

DATE

REVIEWED

CHECKED

DRAWN

KAH NO.

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P

A

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P



Phone (512) 255-9690

Fax (512) 388-1843

KAH-1908

20014

07/29/2020

NEW

PRA

CTI

CE

GYM

NA

SIUM

& W

EIG

HT

ROO

M A

DD

ITIO

NH

ERN

AN

DEZ

MID

DLE

SC

HO

OL

1901

SU

NRI

SE R

OA

D

ROU

ND

RO

CK,

TEX

AS

07/29/2020



Austin, Texas 78746

(512) 327-2946

AS

JB

WINDBRACE TYPICALDETAILS

S530

Studio 16:19, LLC



(512) 534-8680



Austin, Texas 78756

(512) 472-2111

O'Connell Robertson


Austin, Texas 78704

(512) 478-7286



Austin, Texas 78729

(512) 451-5445

NO SCALE

WIDE FLANGE BEAM AND WIND BRACE CONNECTION TO COLUMN FLANGE1

TYPICAL DETAIL

NO SCALE

WIDE FLANGE BEAM AND WIND BRACE CONNECTION TO COLUMN WEB2

TYPICAL DETAIL

NO SCALE

WIND BRACE CONNECTION TO COLUMN FLANGE AND BASE PLATE4

TYPICAL DETAIL

NO SCALE

WIND BRACE CONNECTION TO COLUMN WEB AND BASE PLATE5

TYPICAL DETAIL

NO SCALE

WINDBRACE DESIGN NOTES6

NO SCALE

WIND BRACE CONNECTION TO COLUMN WEB AND BASE PLATE3

TYPICAL DETAIL

NO SCALE

MASONRY WALL @ WINDFRAME COLUMN7

TYPICAL DETAIL



7-7

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A.3A.5

S530

2

T = C = 30 k

HSS6X6X1/4

S530

3

REF.-ARCH.

FOR WINDOW

A.3 A.5

S530

3

S530

2

HSS6X6X1/4

T = C = 30 k

REF.-ARCH.

FOR WINDOW

E10E9 3.1

S530

2

S530

3

HSS6X6X1/4T = C = 30 k

HSS6X6X1/4

T = C = 25 k

S530

2

3 3.3 E10 E93.1

S530

2

S530

3

HSS6X6X1/4 T = C = 25 k

T = C = 20 k

HSS6X6X1/4

S530

2

3

Lamar Central

3800 N. Lamar Blvd.

Suite 330


F-1985

Austin, Tx 78756

P 512.472.2111

www.aecollab.com

100254

ES

SI ONA L E N

GI

NE

ER

LI C E N S E D

PR

OF

JOSHUA BEDRE

ST

AT E

OF T EX

AS

1

A

NORTH

KEY PLAN

SEAL


SHEET NUMBER

DRAWING TITLE

SHEET INFORMATION

DATE

REVIEWED

CHECKED

DRAWN

KAH NO.

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P

A

B

C

D

E

F

G

H

I

J

K

L

M

N

O

P



Phone (512) 255-9690

Fax (512) 388-1843

KAH-1908

20014

07/29/2020

NEW

PRA

CTI

CE

GYM

NA

SIUM

& W

EIG

HT

ROO

M A

DD

ITIO

NH

ERN

AN

DEZ

MID

DLE

SC

HO

OL

1901

SU

NRI

SE R

OA

D

ROU

ND

RO

CK,

TEX

AS

07/29/2020



Austin, Texas 78746

(512) 327-2946

AS

JB

WINDBRACEELEVATIONS

S531

Studio 16:19, LLC



(512) 534-8680



Austin, Texas 78756

(512) 472-2111

O'Connell Robertson


Austin, Texas 78704

(512) 478-7286



Austin, Texas 78729

(512) 451-5445

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

ELEVATION - WINDBRACE 11 SCALE: 1/4" = 1'-0"



ELEVATION - WINDBRACE 44


>w4~ARCHITECTUREBUILDING SCIENCE IINTERIOR DESIGN

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