MEMBER SIZES FOR EACH 4 IN. WIDTH OF MASONRY

14. STRUCTURAL DESIGN LOADS: (Non-Factored)

a. Dead Loads:Roof: weight of building components, plus collateral loads as follows:

Roofing…..............….6 psfRigid Insul………….. 5 psfRoofing Board......…..3 psfSprinkler................….3 psfHVAC....................….4 psfCeiling...................….3 psf (at gyp ceiling)

1 psf (at acoustic tile)Miscellaneous......…..6 psf

Floor: weight of building components.b. Live Loads:

Roof:(LL Reduction Not Used)Typical.................................................20 psf

Floor:(LL Reduction Not Used)Typical.................................................100 psfLobby/Corridor:...................................100 psfLibrary Stack Room............................150 psf

c. Building Risk Category: III (IBC Table 1604.5)d. Wind Load: per 2018 I.B.C. (Exposure B) (IBC Pg. 378)

Basic Wind Speed: Vult = 115 mph Vasd = 89 mphNet uplift on joists: (Total uplift minus DL (4 psf))(Net uplift pressures shown on structural plans are results of IBC load combinations already applied)

Typical Areas ………………………………..……....15 psfAreas within 20' of roof edges, hips or ridges…….25 psfAreas within 20' of roof corners……………..……..40 psf

e. Snow Loads: 5 psff. Building Code 2018 I.B.C.g. Seismic Design Data:

Seismic Importance Factor (I) = 1.25 (ASCE 7 Table 1.5-2)Spectral Response Accel. (Ss) = 0.049 g (Per Geotech)

(S 1) = 0.02 g (Per Geotech)Site Class………………………= C (Per Geotech)Seismic Design Category……. = ASeismic Force Resisting System: Moment FramesSeismic Analysis Procedure: Equivalent Lateral Force Procedure

15. SCHEDULE OF SITE OBSERVATIONS BY ENGINEER:

a. This design shall not be considered valid, and Engineer accepts no responsibility, unlessobservations are performed by a representative of Persyn Engineering.

b. Observations made by Engineers Representative are to check for general conformancewith the Structural Drawings. The responsibility for insuring accuracy of the construction,and quality control procedures remains with the Contractor.

c. Prior to the beginning of construction, the contractor shall arrange a meeting with theStructural Engineer to set-up a schedule for the following observations:

1. CONCRETE REINFORCING: Prior to each concrete pour unless noted otherwise byEngineer.

2. STRUCTURAL STEEL: Before connections and structural members are hidden byinstallation of architectural finishes.

d. Notify Engineer at least 24 hours before each site observation is required.

NOTE: These structural observations are the requirements of the Structural Engineer. Theyare not meant to satisfy the requirements of Section 1705 of the International Building Code,"Special Inspections."

16. SPECIAL INSPECTIONS:

a. The Registered Design Professional in Responsible Charge (RDPiRC) for this project isthe Architect. Submit all special inspection reports directly to the RDPiRC for review.Also, submit the structurally related special inspection reports to the structural engineerfor review.

b. As required by code, the Special Inspectors may not be employed by the generalcontractor, subcontractors or material suppliers. In the case of an owner/contractor, theBuilding Official shall specify who employs the Special Inspectors.

c. Special Inspectors and testing technicians shall be trained and experienced. The list of"Structural Testing and Inspection Requirements" includes the special inspectorqualifications.

d. Each Special Inspector is responsible to verify and inspect the work for compliance withthe Building Official's approved plans, plan revisions and supporting documents. TheSpecial Inspector shall submit a field report to the Architect/Engineer and to the generalcontractor for each inspection/test made. Each report shall indicate whether or not, theinspection results were in compliance with the construction documents.

e. The general contractor is responsible for coordinating all testing, inspections and notifyingthe Architect/Engineer and Special Inspectors of work ready for inspection. The generalcontractor must provide access to and means for proper inspection of such work.

f. Special Inspectors are responsible to prepare, sign and submit to the RDPiRC with acopy to the owner and the general contractor (and to the Building Official if he requests)his "Report of Required Special Inspections" after the general contractor completes hiswork according to the approved plans. The Special Inspector shall prepare his "Report ofRequired Special Inspections" using the form approved by and available from the BuildingOfficial.

g. Special Inspectors shall bring noncompliant items to the immediate attention of thegeneral contractor and the RDPiRC. If lack of cooperation to achieve proper constructioncontinues, then the Special Inspector shall submit to the RDPiRC, (with a copy to theowner, the general contractor, subcontractor and the Building Official) a "Notice ofNon-Compliance Report" (NNC), thereby advising the Building Official to not allow work tocontinue. The Special Inspector shall prepare the "Notice of Non-Compliance Report"using the form approved by and available from the Building Official.

h. Once non-compliant issues are resolved, the Special Inspector shall submit to theRDPiRC, (with a copy to the owner, the general contractor, the subcontractor and theBuilding Official) his Field Reports indicating that the previously Non-Compliant work hasbeen corrected and is now compliant; thereby advising the Building Official to allow workto continue.

i. The RDPiRC is responsible to prepare, sign and submit the "Final Report of RequiredInspections" for submittal to the Building Official after the general contractor completes hiswork according to the approved plans. The RDPiRC shall prepare the "Final Report ofRequired Inspections" using the form approved by and available from the Building Official.

j. Special Inspectors shall be employed by an agency, typically a testing laboratory, thatcomplies with the requirements of ASTM E-329, which includes, but not limited to,compliance with ASTM C1077 for concrete inspection and testing, ASTM D-3740 for soilsinspection and testing, ASTM C1093 for masonry inspection and testing.

k. List of IBC Section 110 Inspections, which are to be made by the Building Official. (Note:The Building Official may accept a review by a licensed professional engineer in place ofthe Building Official conducting the review).

1. Footings and Foundation (IBC Chapter 110.3.1). Inspect after excavating forfootings and placement of all reinforcing steel, with formwork in place.

2. Concrete Slab and Underfloor (IBC Chapter 110.3.2). Inspect placement of allreinforcing steel, with formwork in place for the concrete slabs.

3. Frame Inspection (IBC Chapter 110.3.4).

12. CMU WALLS: (Design based on f'm=1500 psi)

a. Blocks: All concrete masonry units (CMU) shall comply with ASTM C90, light weight units,with a min. compressive strength of 1900 psi (on net area).

b. Mortar: All CMU walls shall be constructed using Portland cement and hydrated lime orusing Mortar Cement Type “N” Mortar, prepared in accordance with ASTM C270 (byproportion).

c. Grout for filled cells, lintels and bond beams shall comply with ASTM C476, course grout(by proportion), with a slump range of 8" to 11".

d. AT ALL CMU WALLS: provide vertical grouted reinforced cells at corners and at bothjambs of doors, windows, each side adjacent to control joints, and other openings.Reinforce each filled cell as noted below, with #4 bar extending into bond beam at top ofwall with matching dowels in foundation. Fill vertical cells in max grout lift heights of 5'-0”,unless conditions allow for increased lifts, based on current MSJC documents. Stop pour1½" below top of each lift to form a key.

e. AT EXTERIOR WALLS: In addition to filled cells noted above, also provide filled verticalcells, reinforced with one #4 bar, at 48” o.c. Provide matching dowels into foundation.

f. Masonry lintels shall have a bearing length on each side of openings of at least 8 inches.See Typical Details on 1/S801 for more information.

g. Cells of concrete masonry units under all lintel bearings shall be grouted solid for the fullheight of the opening. One cell of two cell units and two cells of three cell units shall befilled on each side of the openings.

h. ALONG TOP OF ALL CMU WALLS: Provide continuous concrete filled masonry bondbeams (8 inch min. depth). Reinforce with 2 #4 bars. Provide corner bars. Grout lintelsand bond beams prior to laying additional courses above.

i. For walls greater than 15'-4" in height: Provide additional bond beams at 8'-0" max.vertical spacing. Refer to Architect for special conditions requiring adjustments to thisspacing.

j. Single wythe walls: Use galvanized 2 wire truss ties, (#9 side and cross rods) masonrywall reinforcement at 16 inches o.c. vertically, with 6 inch overlaps. First tie layer to be onthe foundation.

Double wythe walls: Use ladder type (adjustable) See Architectural Drawings forrequirements for double wythe walls.

k. Joint Reinforcement shall be placed so that longitudinal wires are centered on the wall orwythe and are fully embedded in mortar for their entire length.

l. Joint Reinforcement at openings shall extend not less than 24 inches beyond the end ofsills or lintels or to the end of the panel if the distance to the end of the panel is less than24 inches.

m.Joint Reinforcement shall not be continuous through control joints or expansion joints.Provide 1/2 inch dia. smooth bar dowels (wrap one end) across control joints in all bondbeams. Control joints to be caulked (not grouted). Provide control joints as specified byArchitect and on each side of columns.

n. Joint Reinforcement shall be lapped 6 inches or more for deformed longitudinal wires and12 inches or more for smooth longitudinal wires.

13. STRUCTURAL STEEL:

a. All structural steel WIDE FLANGE shapes shall meet ASTM A992 (50 ksi).b. Unless noted otherwise: All OTHER structural steel shall meet ASTM A36 or ASTM A992,

AISC Spec. 1989, and the AISC Code of Standard Practice for Steel Buildings andBridges, 1986, excluding Section 4.2.1.

c. Structural Steel Tubes: ASTM A500, Grade B (Fy= 46 ksi), or ASTM A1085. Pipes: ASTMA500 Grade B (Fy=42 ksi) or A53 Grade B (Fy=35 ksi).

d. Bolts: ASTM A-325, A354, A449, or F1852. All bolted structural connections shall utilizetwist-off-type tension control bolt assemblies, or approved equivalent. Bolts, nuts, andwashers to be hot dipped galvanized where beams and columns are HDG. Bolt sizes tobe as follows (unless noted otherwise on drawings):

- Roof Framing: 3/4 inch diameter.- Anchor Bolts: ASTM F1554.

e. Contractor to provide bracing during construction to resist all wind and construction loadsin sufficient quantity to insure stability & plumbness requirements of the components andstructure throughout the entire construction period.

f. All welding shall comply with the requirements of ASW D1.1 for steel construction andwork shall be performed by pre-qualified Certified Welders. U.N.O., provide the followingminimum welding requirements:

1. E70 series (all positions) electrodes.2. 1/4 inch fillet welds.3. For material 12 inches long or less, fully weld all joints.4. For material over 12 inches long, weld 4” at 12” o.c.5. If weld size is shown on details, but length not given, weld the entire length of the

joint.g. Field welding is to be primed, painted, cold galvanized, or otherwise to match surrounding

steel finishes. All cold galvanizing to be ZRC Galvilite, or approved equivalent.h. All embedded steel plates and angles to be A 36 steel. "Headed Concrete Anchors"

(HCA) shall be of 50,000 psi steel rod with upset ends, automatically arc welded throughceramic ferrules, "Nelson Concrete Anchor" or equivalent. All rebar that is to be welded tosteel plates or angles shall be a weldable type, conforming to A-706, 60 ksi. Welding ofreinforcing bars to plates and angles shall conform to AWSD1.4/D1.4M.

i. Steel joists and bridging shall be designed by the manufacturer to meet the requirementsof the SJI. At standing seam roof systems, the joist manufacturer shall check the systemand provide bridging as required to adequately brace the top chords against lateralmovement under full loading condition. Reference Structural Design Loads for Net Uplift.

j. Typical steel joist seat anchorage: field weld each seat with a minimum of two 2” longwelds. Weld size to match thickness of seat angle.

k. Beam flange braces (at all columns) occur on interior side(s) of column at joists that areclosest to the column.

l. All deck welding shall comply with the requirements of AWS D1.3m.Unless indicated otherwise; roof deck over joists to be Vulcraft 1½ inches Type B (or

equivalent) 22 gage galvanized deck complying with the SDI, attach to supportingmembers with 5/8 inch puddle weld directly through bottom of ribs at every support with a36/7 weld pattern. Use a #12 tek side lap fastener between each support. Where metaldeck is supported by ledger angle:

-at ends; weld deck to angle at every rib.-at edges; weld deck to angle at 6 inches o.c.

Use welding washers for deck thicknesses less than 0.028 inches. Steel decksupplier to provide all necessary deck extensions and accessories as required toproperly attach the deck to supports. Deck extensions to be screwed to deck sheetsat 6" o.c. with #12 tek screws.

n. Unless indicated otherwise on drawings, at all edges of metal deck, or change in directionof deck, provide continuous deck support angle or tube ¼” min. thickness x 3” wide atedges and 6” wide at direction changes x height as required for details.

o. Metal deck specified on drawings shall be provided for two or more spans. If a one spancondition is needed, the deck supplier is to check for construction and final loading.

p. No utilities, pipes, ductwork, ceilings, etc. are to be supported from the structural deck.q. Provide an 8” wide x 18 ga continuous plate along top of all deck transitions and screw to

each side, with # 12 tek screws @ 6” o.c.r. Loading indicated for Joist Girders does NOT include self weight of girder. Self weight

shall be calculated and included in the design of the girder. Loads given are non-factored.s. Connections not detailed on the Structural Drawings are to be designed by registered

Professional Engineer. These details shall be submitted on Shop Drawings, bearing theseal of the Design Engineer.

t. See Architect for roof flashings, gutters, and downspouts.u. Provide (12 Gauge min.) continuous ridge and valley plates (galvanized), clips, angles,

and all other materials necessary to properly attach purlins and roof decks.v. Steel elevations shown on roof drawings are to provide a minimum slope of ¼” per foot.

Steel detailer to check slopes and notify Engineer in writing if slopes are less than ¼” perfoot.

w.No mechanical units are to be hung from roof structure (such as A/C units, heater units,etc.) without Engineers approval.

x. Include an allowance for providing and erecting 6000 LBS. of miscellaneous steel to beused as directed on Shop Drawings or in field for special conditions. Upon completion ofproject, rebate to Owner any amount of allowance remaining @ $5.00/lb.

y. LOOSE STEEL LINTEL SCHEDULE:1. WHERE OPENING EXCEEDS 8'-0", FILL CELLS OF SUPPORTING MASONRY

WITH GROUT.2. All exterior lintels shall be hot dipped galvanized.3. Lintel sizes shown are the minimum sizes for structural requirements. Horizontal

legs of lintel angles may need to be increased, if required by architectural details forclosure of wall cavities. Reference Architectural drawings and adjust horizontal legsif required.

4. Masonry heights over opening which exceeds one half of the lintel span shall beshored until mortar has set and cured.

8. DRILLED PIERS:

a. Center Pier under column unless dimensioned otherwise on Plan. Center under beamwhere no column occurs above.

b. Provide dowels of the same size and pattern as for column above (4-#7 min.). Where nocolumn occurs use 4-#7 dowels unless shown otherwise.

c. Center cage in hole with 3 concrete spacer blocks every 8 feet; support cage on 3concrete seat blocks.

d. Machine clean bottom of ream.e. Do not raise cage off footing bottom.f. Extend pier shafts & reinforcing to beam, wall or plinth soffit using fiberform above

working grade. Use fiberform to an elevation of 1'-0" below working grade at time ofdrilling; refer to specifications for conditions requiring additional fiberform and forconstruction joint.

g. Refer to Specifications for casing procedures if casing is required and to bid form for unitcosts.

h. No pier excavation is to be left unpoured overnight.i. Placing:

1. Place concrete in piers with a bucket and chute, taking care to assure that concretedoes not strike sides of the shaft causing segregation of materials and inclusion ofdirt.

2. Support the bucket with suitable means to allow the chute to hang straight down intothe shaft.

3. Vibrate the concrete in the top of all piers, down to 6' below adjacent grade.j. Bottom of piers to bear on Stratum identified as Marl. Refer to "Geotechnical Engineering

Study" referenced in the Building Pad Preparation section of these general notes forinformation on soil strata, groundwater, and other existing subsurface conditions.

k. Pier design based on allowable soil support values:End Bearing (Total Load)...........18,000 psfSkin Friction(Total Load)........... 1,500 psf for portion into Marl

l. All piers shall be observed and monitored by a representative of the GeotechnicalEngineer. The contractor shall provide the Geotechnical Engineer with a complete set ofStructural drawings that are to remain with the Geotechnical Engineer or hisrepresentative.

m.The Geotechnical Engineer or a qualified E.I.T. shall provide inspections as outlined inschedule of inspections.

9. CONCRETE ON GRADE CONSTRUCTION:

a. Refer to Architectural Drawings for all floor finishes, dimensions and locations of slabdrops and depressions, and sawcut layouts not shown on structural plans.

b. Lower part of beams may be poured and slab placed later. Hold first pours at least 8inches below finished floor. Provide clearance for base plate anchors. Contact Engineerfor possible additional beam stirrups required.

c. Fill supported slabs, unless noted otherwise are 5 inches thick with #4 @ 12 inches o.c.each way in top of slab. Extend all slab bars over entire width of perimeter beams, or toedge of lug. Support bars on concrete bricks (3,000 psi). Place bricks under LOWER barsof reinforcing mat @ 48 inches o.c. Support bottom beam bars at 4'-0" intervals.

d. VAPOR RETARDER (where indicated on plans): Place slab directly over Vapor Retarderusing 12" minimum laps, continuously taped and meeting ALL of the followingrequirements:

1. Class (ASTM E1745): A2. Permeance After Conditioning (ASTM E1745, E154): 0.01 Perms (grains/ft²·hr·inHg)

(max.)3. Tensile Strength (ASTM E154, Section 9): 45.0 lbf/in (min.)4. Puncture Resistance (ASTM D1709, Method B): 2200 g. (min.)5. Thickness: A minimum thickness of 15 mil shall be used.

Vapor Retarder is to extend down sides of beam and footing trenches, to within 4 inchesof trench bottom. DO NOT drape Vapor Retarder across bottom of trenches.

e. Grade beams are formed by walls and soffit of carefully shaped trench. Wood formexposed faces to a depth of 8 inches below finished grade, U.N.O. (See Architect), or toentire depth of beam if neat excavation is not possible to maintain exterior of beam within1" of plan dimensions.

f. All beams soffits shall bear 18 inches min. into final grade or compacted fill. On perimeter,increase scheduled depth as required for soffit to bear 18 inches min. below final grade.

g. Where beam depth exceeds 36 inches, add #4 at 12 inches o.c. horizontal bars in eachface of beam. Provide corner bar for all mid bars.

h. When mechanical line trenches are to intersect grade beams, they must be approved bythe Engineer and pass under or thru @ 90 Deg. to the beam line. Fill and compact allmechanical trenches under the building as noted above.Provide sleeves for lines passing thru grade beams with additional #5 bars all aroundsleeve, each face of beam.

i. Pipes/Conduit cast into slabs:1. 1½ inches max. O.D.2. Conduit placed under slab reinforcing.3. Min. spacing of conduit: 3 x dia.

10. CONCRETE CONSTRUCTION ON CARTON VOID FORMS:

a. Refer to Architectural Drawings for all floor finishes, dimensions and locations of slabdrops and depressions.

b. Void form systems: moisture resistant treated paper faces, biodegradable, having aninterior fabrication of a uniform cellular configuration, capable of sustaining all vertical andlateral loads applied until loads can be supported by concrete structure while maintainingfull void depth as indicated on drawings. Properly void

the circular edges of all drilled piers at the intersection with grade beams or structuralslabs by using a remanufactured, non-field cut, sealed void form, with curved, radial,vertical edges adjacent to drilled piers.The Contractor shall be solely responsible for providing void spaces of full size andextent shown on the drawings and install in accordance with Manufacturer'srecommendations. Contractor shall provide evidence satisfactory to the StructuralEngineer that proper void spaces have been provided.

c. Carton void forms are to be used under all slabs and beams to provide clearance fromactive soils. Contractor is responsible for scheduling pours of sufficiently small sizes thathe can insure that carton forms will not collapse before concrete has set. This will dependon weather conditions and time of form exposure. Carefully distribute concrete whileplacing, avoiding buildup or dumping which could overload and collapse the carton forms.

d. Slabs shall be placed on 12 inch deep carton void forms which are covered with one layerof ¼ inch (min.) masonite board. Cover masonite board with 6 mil polyethylene.

e. No coring, saw-cutting, or other removal of concrete will be permitted without priorapproval of structural engineer.

11. CONCRETE JOIST:

a. Use joist spacing as scheduled. All "make-ups" must work to this spacing.b. No conduit or pipes SHALL BE CAST INTO SLABS. Coordinate sleeve locations with

MEP for passing thru beams and slabs.c. If mechanical sleeves cut into a joist by 2 inches or more, widen joist by using next

smaller pan width for a distance of 4 feet both sides of sleeve. Field drape bars aroundsleeves (no torching).

d. Interruption of joists not specifically shown on plans requires provision of appropriateframing as approved by Engineer.

e. Provide 6 inch wide bridging joist where indicated on plan. Reinforce with 1-#5 continuoustop and bottom and anchor into terminal beams with #5 corner bar top and bottom.

f. Reinforce all slabs with 4 x 4 - W4 x W4 W.W.F. Extend mesh over entire width of edgebeams or to edge of lug.

g. At CMU partitions indicated on plan, frame joist as in Typical Joist Details, adding 2additional sets of joist reinforcing.

h. Where joists run parallel to beams or walls, provide #4 hooked dowels along edge beamsonly at 24” o.c. x 8” x 3'-4” long. See Typical Joist Details.

i. Drop pan and beam soffits at floor drops, U.N.O. Continue soffit drops beyond thedropped floor area as in Typical Joist Details.

j. Generally, openings interrupting a single joist will require bridging joist headers (Note d)and 16 inch wide joists with double reinforcement each side of opening.

k. No coring, saw-cutting, or other removal of concrete will be permitted without priorapproval of structural engineer.

5. TRENCH BACKFILLING:

a. Trench backfill for utilities shall be properly placed and compacted as required and inaccordance with local City Standards, Civil, and Mechanical requirements. Beneath thebuilding structures, backfill within the utility trenches shall meet the same requirementsspecified under Building Pad Preparation.

b. CLAY CAPS - Provide clay caps over all trenches in non-paved areas leading to andcrossing building pad lines. The top 12 inches of trench backfill shall consist of on-siteclays placed in two 8 inch loose lifts and compacted to 85 percent max. dry density asdetermined by ASTM D 698 at plus or minus 3 percent of optimum moisture content. Inthe event on-site clays are not readily available, contact Geotechnical Engineer foracceptable material options. At paved areas, CLAY CAPS are not required.

c. CLAY PLUGS - Provide clay plugs where utility lines cross building lines (and 3'-0" min.beyond extent of building line, or pad, whichever is further) to prevent water traveling inthe trench backfill and entering beneath the structure. Clay plugs shall extend the fulldepth of the trench and granular bedding material shall be omitted at plug locations. Clayplugs shall be free of gravel and a min. of 95 percent of the material shall pass the #4sieve as determined by washed sieve analysis. Clay shall be placed in 8 inch loose liftsand compacted to 85 percent max. dry density as determined by ASTM D 698 at plus orminus 3 percent of optimum moisture content. Compaction equipment shall be suitable forobtaining the required compaction without damage to mechanical lines.

d. No utility lines are to run parallel to the building, within 3'-0” clear of the building or3'-0” clear of the building pad, whichever is furthest. Contractor shall notify Engineer ifthese guidelines are not met. Verify that conflicts between clay plug requirements, Civilrequirements, and Mechanical requirements do not exist. Contact Structural Engineerregarding conflicts, if any.

6. CONCRETE & REINFORCING:

All concrete and reinforcing shall meet ASTM A615 & ACI 117 (Standard Tolerances forConcrete Construction and Materials), U.N.O.a. Strength: Based on 28 days compressive strength tests:

1. Piers..............................................….4,000 psi2. Pier Caps & Footings....................….4,000 psi3. Fill Supported Slabs & Beams.....…..3,000 psi4. Suspended Slabs, Joist, & Beams....4,000 psi5. Columns............................................4,000 psi6. Slabs on Carton Forms.................…4,000 psi7. Retaining Walls.................................3,000 psi

b. Flowable Fill shall meet 2004 TxDOT Item 401 (Max 28-day strength = 80 to 150 psi)c. Reinforcing: ASTM 615, Grade 60 deformed bars.d. Reinforcing on Drawings shall be lapped per the following: (U.N.O.)

1. Fill Supported Slabs............…..........40 dia2. Fill Supported Beams................…....60 dia3. Suspended Slabs.........................….60 dia4. Suspended Beams..........…..............See Details5. Columns/Piers...............................…60 dia6. WWF................................…...........….2 Full Squares7. Other.............................................…40 dia (U.N.O.)

e. Provide 2-#6 corner bars (top, bottom & mid if appropriate) at all corners and "T"intersections, (both interior and exterior). Each leg of corner bar to be 3'-0” long UNLESSDETAILED OTHERWISE. Provide "Z" bars at all slab and beam soffit drops, equal in sizeand number, to beam or slab reinf. respectively.

f. Embed plates and column dowels shall NOT be "wet set". Securely tie dowels at properspacing to reinforcing cage of supporting members. Use template to set and secure allanchor bolts.

g. Welded Wire Fabric (W.W.F.): ASTM A185, or ASTM A497, flat sheets only.h. Unless indicated otherwise:

1. Provide chairs to support concrete reinforcing at 48 inches o.c.2. For slab-on-grade: provide chairs to place reinforcing at mid-depth of slab.3. For slabs on metal deck: Provide continuous slab bolsters with bottom runners

perpendicular to deck to locate reinforcing at mid-height of slab (between top of deckand top of slab).

i. Provide expansion joint material (1 inch min. X depth of walk) between buildingfoundations and adjacent concrete walks/pavement. Seal expansion joints with flexiblesealant. Unless noted otherwise, provide 3/8 inch diameter smooth bar dowels x 18 inchlong @ 12 inches o.c. along all entries. Locate dowels below top bars of foundation beam.

j. Include an allowance for providing and placing FOUR TONS of reinforcing bars (any size)to be used as directed on Shop Drawings or in field for special conditions. Uponcompletion of project, rebate to Owner any amount of allowance remaining at $3,000.00per ton.

k. Contractor shall provide and maintain adequate facilities on the project for safe storageand initial curing of concrete test specimens as required by ASTMC31/C31M for the soleuse of the testing agency.

l. Proper curing of all concrete surfaces shall be provided by the Contractor in accordancewith ACI 308, latest edition, "Standard Practice for Curing Concrete." If spray-on curingcompounds are used, they shall be dissipating, and they need to be compatible withsubsequent finish applications.

m.All concrete shall be placed in accordance with ACI 302.1R. Finish tolerances shall be inaccordance with ACI 117 and shall conform to at least an F number value of FF-25 /FL-20.

n. No coring, saw-cutting, or other removal of concrete will be permitted without priorapproval of structural engineer.

7. POST-INSTALLED CONCRETE ANCHORS:

a. Post-installed anchors shall only be used where specified on the construction documents.The contractor shall obtain approval from the engineer-of-record prior to installingpost-installed anchors in place of missing or misplaced cast-in-place anchors.

b. Anchors shall be installed by qualified personnel in strict accordance with themanufacturer specifications and the ICC-ES evaluation report.

c. Care shall be taken in placing post-installed anchors to avoid conflicts with existing rebar.Holes shall be drilled and cleaned in accordance with the manufacturer's writteninstructions.

d. Provide continuous or periodic inspection for all adhesive and mechanical anchors per theproduct's applicable ICC-ES evaluation report (ICC-ES ESR). Also see Structural Testingand Inspection Requirements.

e. Contact manufacturer's representative for initial training, installation, and product relatedquestions. Call Simpson at (800) 999-5099. Call Hilti at (800) 879-6000. Call DEWALTat (800) 524-3244.

1. Mechanical anchors shall have been tested and qualified for use in accordance withACI 355.2 and ICC-ES AC193 for cracked and uncracked concrete recognition.Pre-approved mechanical anchors include:

a) SCREW ANCHORS: DEWALT 'SCREW BOLT+” (ICC-ES ESR-3889), Simpson“TITEN-HD” (ICC-ES ESR-2713), or Hilti “KWIK HUS-EZ” (ICC-ES ESR-3027),or DEWALT SNAKE + (ICC-ES-ESR-2272)

b) WEDGE/EXPANSION TYPE ANCHORS: DEWALT “POWER-STUD+SD-1” (ICC-ES ESR-2818) or DEWALT “POWER STUD+ SD-2” (ICC-ESESR-2502), DEWALT MINI-UNDERCUT+ (ICC-ES-ESR 3912), Simpson“STRONG-BOLT 2” (ICC-ES ESR-3037) , or Hilti “KWIK BOLT TZ” (ICC-ESESR-1917).

2. Adhesive anchors shall have been tested and qualified for use in accordance withACI 355.4 and ICC-ES AC308 for cracked and uncracked concrete recognition.Pre-approved adhesive anchors include:

a) DeWalt “AC200+” (ICC-ES ESR-4027), DeWalt “PURE 110+” (ICC-ESESR-3298), or Simpson “SET-XP” (ICC-ES ESR-2508), or Hilti “HIT-RE500-V3” (ICC-ES ESR-3814), Hilti “HIT-HY 200” (ICC-ES ESR-3187)

b) Refer to “Structural Testing and Inspection Requirements” for pull testingrequirements.

f. Substitution requests for products other than those specified above shall be submitted bythe contractor to the engineer-of-record along with calculations that are prepared andsealed by a registered professional engineer. The calculations shall demonstrate that thesubstituted product is capable of achieving the pertinent equivalent performance values(minimum) of the specified product using the appropriate design procedure and/orstandard(s) as required by the building code.

1. VERIFICATION:

Verify all dimensions and elevations; do not scale drawings for dimensions. Notify Engineerof any discrepancies between Drawings, fabricated items or actual field conditions.Contractor, Subcontractors, and Material Fabricator shall advise the Engineer of anydeficiency or discrepancy of which they have knowledge, along with their suggestedsolution, prior to ordering and/or installing the material in question.a. Assumptions have been made by this office regarding existing conditions. Actual

conditions may vary from those assumed. The Contractor is to report any suchdiscrepancies to the Engineer for possible modifications needed to the Contract Drawings.

b. Coordinate structural requirements with Civil, Mechanical, and Architectural to determineconflicts or discrepancies. Notify Architect in writing for direction to resolve conflicts.

2. SHOP DRAWINGS AND SUBMITTALS:

a. Submit Shop Drawings for Engineers review prior to fabrication. Shop drawing review, bythe Engineer:

1. Is for the Limited purpose of checking for conformance with information given and thedesign concept expressed in the Contract Documents.

2. Is NOT conducted for purposes of determining accuracy of details (dimensions,quantities, installation, performance), does NOT relieve Contractor's obligation ofmeans, methods, warranties, and does NOT constitute approval of safety precautionsor means and methods.

b. Materials Fabricators shall provide complete Drawings showing location and position of allstructural items. All submitted Shop Drawings shall contain clear identification of alldeviations from the Contract Documents. Any deviations or substitutions not specificallyaddressed during shop drawing review shall be considered unacceptable unless sentseparately to the engineer for his approval.

c. Before submitting each Shop Drawing, Contractor shall have determined and verified:1. All field dimensions, quantities and dimensions.2. The suitability of all materials for OSHA and other governing agencies.3. The material and assemblies are consistent with the proposed means, methods and

techniques of the construction.4. Reviewed and coordinated with Shop Drawings of other trades.

d. Details shown on shop drawings shall be cross-referenced to details shown on contractdocuments (i.e. give detail and sheet number where information is shown on contractdocuments).

e. As a minimum, the following Shop Drawings shall be submitted and reviewed by theStructural Engineer of Record:

1. The Select Fill to be proposed for use shall be submitted to the testing laboratory toverify compliance with the project requirements prior to installation. The TestingLaboratory's approval letter shall be submitted to the Owner and Structural Engineerprior to installation.

2. Carton void form spec sheets indicating manufacturer and physical properties.3. Concrete Mix Design for each type of concrete to be used. Submit letter from

concrete suppliers, which certifies proposed mixes meet the Project Specifications.4. Reinforcing Shop Drawings including placement drawings, cut sheets, proposed joint

locations, and pour sequence as required. Refer to project specifications foradditional submittal requirements.

5. Structural Steel Shop Drawings including Erection & Shop Drawings. Drawings shallinclude dimensions and elevations for all embed items. Include letter from steelfabricator certifying that all wide flange members meet the ASTM specificationrequired under the "Structural Steel" section of the general notes. Refer to projectspecifications for additional submittal requirements.

6. Concrete Formwork Shop Drawings for all elevated concrete shall be designed andsealed by a Licensed Engineer, in accordance with ACI 318. Contractor to provideShop Drawings sealed by Engineer; showing formwork layout, shoring / reshoring /backshoring construction joints, and applicable details.

f. DEFERRED SUBMITTALS: Those submittals and shop drawings which are required aspart of the project, but will not be reviewed by the Structural Engineer of Record, will needto be submitted to the City as a “Deferred Submittal”:

1. None required for this project.

3. SITE DRAINAGE:

Site drainage during construction is very important in controlling moisture problemsassociated with the below slab fill and subgrade soils. It is the responsibility of the Ownerto maintain the external site drainage features. The following measures are to be taken bythe Contractor:

a. Installation of berms or swales on the uphill side of the construction area to divert surfacerunoff away from the fill area during construction.

b. Sloping of the top of the subgrade with a min. downward slope of 1.5 percent out to thebase of a dewatering trench located beyond the building perimeter.

c. During Construction the contractor shall provide any means necessary so as to remove allstanding water in the excavation within a 24 hour period. (i.e. dewatering trenches,pumps, etc.) Dewatering shall be maintained until final grading around building has beencompleted.

d. At all non-paved areas, provide a Clay “Cap” outside of the foundation. Refer to the Clay“Cap” note in the Building Pad Preparation note for requirements.

e. Construction of final surface drainage patterns to prevent ponding and limit surface waterinfiltration at the building perimeter.

f. Location of water-bearing utilities, roof drainage outlets and irrigation spray heads outsidethe granular fill and perimeter drain boundaries.

4. BUILDING PAD PREPARATION:

The Building Pad requirements given below are based on Geotechnical EngineeringStudy referenced below for a PVR (Potential Vertical Rise) of 1 inch.

a. Limits of Preparation: Limits of preparation shall extend to 3'-0" beyond the building lines,plus overbuild pad as necessary to provide a 1:1 transition slope from top of pad tonatural grade.

b. Strip area of all vegetation (6 inches deep).c. Excavate any additional material necessary to provide a minimum of 2'-0” of compacted

select fill below the slab(s). Increase fill as necessary for final grade or as indicated onplans. All fill material below slabs to be select fill.

d. Proofroll exposed subgrade and replace any soft areas with compacted select fill.e. Scarify the exposed subgrade to a depth of 8”, moisture condition at optimum to plus four

percentage points above optimum moisture and compact to min 95% max dry density asdetermined by ASTM D 698.

f. THE SELECT FILL below the concrete slab shall be inert, non-expansive, crushedlimestone conforming to TxDOT Standard Specification Manual Item 247, Type A, Grades1 or 2. Max. particle size shall be 2 ½ inches.

g. Install the Select Fill in 8” loose lifts and compact to 95% of the maximum dry density asdetermined by ASTM D 1557 (plus 2% to minus 2% of optimum moisture content).

h. Refer to "Geotechnical Engineering Study" for Library Addition to Taft High School, by:Raba Kistner, Project No.: ASA19-127-00, dated February 03, 2020, for information onsoil strata, groundwater, site preparations, drainage and proof-rolling.

i. Footing and beam design based on allowable soil support values:1. Widened Beams/Spread Footings bearing on competent bedrock (Marl or

Limestone) ……………………..….10,000 psf2. Widened Beams/Spread Footings bearing in select fill or in surface of Marl

……………………………………….... 3,000 psf3. Continuous Beams bearing on surface of Marl…….. 3,000 psf

j. Clay “Cap” (outside of foundation): The upper 24” (clay cap) of soil above the (horizontal)overbuild of Select Fill shall consist of cohesive clayey soil (CL) with a PI of 15 to 25percent. The clay “cap” material shall have at least 65 percent by weight passing the No.200 Sieve and no more than 15 percent by weight retained in the No. 4 Sieve. On-sitesoil may be used to construct this clay “cap” provided it meets the above requirements.The clay “cap” may be replaced with concrete flatwork or pavement extending to the edgeof the foundation. The clay “cap” shall be placed in lifts not to exceed 8” loose measure,moisture conditioned to between plus or minus 3 percent of the optimum moisturecontent, and be compacted to at least 90% of the maximum dry density determined inaccordance with ASTM D 698. The top surface of the Clay “Cap” shall be sloped awayfrom the building perimeter (min. 1” per foot).

k. Where shown on plans, bagging techniques may be used to construct the under-slab fillpad with the select fill being placed in 8 inch max. loose lifts. Select fill shall be baggedusing Tensar TX-5 geofabric. Extend fabric 4'-0” into body or fill. The select fill materialmust be wetted as necessary and each lift of material compacted to at least 95 percent ofthe max. dry density as determined by ASTM Test Method D698, and at near optimummoisture content. This requirement shall be achieved using hand operated, mechanicaltampers capable of being easily utilized in small or isolated spaces. Every lift of the selectfill shall be tested by the Geotechnical Engineer's Testing Laboratory to see that it isproperly compacted prior to placing subsequent lifts. Any select fill lifts not meeting therequired Compaction Specifications must be reworked and recompacted until thespecified density is achieved.

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GENERAL NOTES

GENERAL NOTES

1

Inspector QualificationsIBC Section & ReferenceCriteria

Type and/or Frequency of TestingVerificationMonitoringFrequency

Required Inspection Verification, or Test

IBC 1705.5Not Applicable7. WOOD CONSTRUCTION

IBC 1705.4 Exception 1.- Typical double wythe exterior walls with bracing at 14'-0" or less.- Typical interior walls with bracing at 24'-0" less.- Typical lintels on non-load bearing walls with clear spans of 8'-0" or less.

SpecialInspections NotRequired per

1705.4Exception 1.

NO INSPECTIONS REQUIRED. Empiricallydesigned masonry, glass unit masonry, andmasonry veneer in non-essential facilities

6. MASONRY CONSTRUCTION

2. Bridging that differs from the SJI specifications listed in Section 2207.1

SJI specification listed inSection 2207.1

1. Standard Bridging Periodic 2. Bridging - horizontal or diagonal

SJI specification listed inSection 2207.1

Periodic 1. End connections - welding or bolted

PeriodicInstallation of Open Web Steel Joists andJoist Girders

D.

IBC 1704.5Item 5

At the completion of manufacture, the joist fabricator shall provide aCERTIFICATE OF COMPLIANCE, stating that work was performed inaccordance with the approved construction documents and SJI specifications.

1. PeriodicFabrication of Open Web Steel Joist & JoistGirders

C.

IBC 1704.2.5.1At completion of fabrication, all approved fabricators shall submit aCERTIFICATE OF COMPLIANCE to building official upon request and to theregistered design professional in responsible charge stating that the work wasperformed in accordance with the approved construction documents, &applicable specifications.

2.

IBC 1704.2.5Exception No.1

CWI, ASNT,Licensed Engineer

IBC 1705.2Fabrication and implementation procedures. The special inspector shall verifythat the fabricator maintains detailed fabrication and quality control proceduresthat provide a basis for inspection control of the workmanship and thefabricator’s ability to conform to approved construction documents andreferenced standards. The special inspector shall review the procedures forcompleteness and adequacy relative to the code requirements for thefabricator’s scope of work.Exception: Special Inspections shall NOT be required where the work is doneon the premises of a fabricator:1. that is enrolled in a nationally accepted inspections program acceptable tothe registered design professional in responsible charge; or2. where a special inspection agency has reviewed and approved thefabricators written proceedural and quality control manual, and periodicauditing of fabrication practices.

1.PeriodicFabrication & Implementation Procedures forfabricators.

A.

5. INSPECTION OF FABRICATORS FOR STRUCTURAL STEEL, STEEL JOISTS, STEEL GIRDERS

Application of joint details at each connection.3.Periodic

Structural DrawingsMember locations.2.Periodic

Project of complex joint details:- Associate CWI- Projects of relatively simpledetails:- Technician trained in field ofwork and has at least one yearof experience.

Structural Drawings and DetailsDetails such as bracing & stiffening.Include details: 4/S500; 11/S701; 2/S801, 6/S903.

1.PeriodicSteel frame joint details: Compliance withapproved construction documents:

F.

AWS D1.3Floor and roof deck welds.5.Periodic

Single pass fillet welds 5/16”4.Periodic

Single-pass fillet welds > 5/16”3.Continuous

CWI and ASNT or licensedEngineer

AWS D1.1Multipass fillet welds, plug & slot welds.2.Continuous

CWI and ASNTAWSStructural SteelGeneral Notes

Complete & partial joint penetration groove welds.1.ContinuousWelding of Structural Steel:E.

AISC, ASD, Section A3.6;AISC LRFD, Section A3.5

Manufacturer’s certificate of compliance required.2.Periodic

CWI/Associate/TechnicalGraduate, AWS or CRSI

Structural SteelGeneral Notes

Identification markings to conform to AWS specification in the approvedconstruction documents.

1.PeriodicMaterial verification of weld filler materials:D.

ASTM A 6 or ASTM A 568Manufacturers’ certified mill test reports.2.Periodic

CWI/Associate/TechnicalGraduate, AWS or CRSI

Structural Steel General NotesIdentification markings to conform to ASTM standards specified in theapproved construction documents.

1.PeriodicMaterial verification of structural steel:C.

AISC LRFD Section M2.5Slip-critical connections, using twist off bolt or direct tension indicator methodof installation.

2. Periodic

CWI/Associate/TechnicalGraduate, AWS or CRSI

AISC 360Structural SteelGeneral Notes

Bearing-type connections, & snug tight joints.1.PeriodicHigh-strength bolting:B.

Applicable ASTM materialspecifications; AISC 335,Section A3.4; AISC LRFD,Section A3.3

Manufacturer’s certificate of compliance or certified test reports required.2.Periodic

CWI/Associate/TechnicalGraduate, AWS or CRSI

Structural SteelGeneral Notes

Identification markings to conform to ASTM standards specified in theapproved construction documents.

1.PeriodicMaterial verification of high-strength bolts,nuts, and washers; and cold formed steeldeck.

A.

IBC 1705.24. STEEL CONSTRUCTION

If inspections are not performed, pull test anchors as outlined above (for drilled& epoxied anchors)

3.

Confirm proper installation as required by ICC ES ESR.2.

* Qualifications based on ICCES ESR

ACI 318, ACI 355.2Provide inspections as required by the ICC Evaluation Service Report(ICC ES ESR)

1.See NotesK. Post-Installed Mechanical Anchors. (Expansion bolts, screw anchors, etc...)

Pull testing of epoxied anchors, unless specifically shown on drawings, shall bepaid by contractor.

5.

b. If any pull test fails, test every dowel.

a. Pull test every other dowel.

3. Screen Walls:

c. Additional two adjacent dowels at each failed pull test.

b. Every 10th dowel installed.

a. First (2) dowels installed each day.

2. At load bearing walls:

1. At non-load bearing walls: None required, unless requested by owner.

B. The dowels are pulled tested at the following rate:

A. The epoxy specifications are submitted and approved by the engineer,

CMU dowels should be wet set or cast into supporting concrete. At contractorsoption, these dowels can be drilled and epoxied, provided that:

4.

All drilled and epoxied anchors (rebar, bolts,threaded rods, etc.) shall be pulltested to 1000 lb. typical, 2000 lb. for #7 bars and larger for no less than 30seconds

3.

Confirm proper installation as required by ICC ES ESR.2.

* Qualifications based on ICCES ESR

ACI 318: Ch. 3.8.6,8.1.3, 21.2.8ACI 355.4, ASTM E488

Provide inspections as required by the ICC Evaluation Service Report(ICC ES ESR)

1.Each ApplicationDrilled & Epoxied Anchors.(Adhesive anchors)

J.

* Qualifications based on ASTME329

ACI 318: Ch. 6.2; Concrete JoistGeneral Notes.

Verify in-situ concrete strength prior to removal.PeriodicRemoval of shores and forms from beamsand structural slabs.

I.

* Qualifications based on ASTMC1077

ACI 318 – Ch. 5.11, 5.13.Each Concrete PourPeriodicMaintenance of specified curingtemperature & techniques.

H.

* Qualifications based on ASTMC1077

ACI 318 – Ch. 5.9, 5.10Monitor concrete slump, temp and correct mix design.ContinuousPlacement of concrete.G.

Monitor slump, temperature and air content of concrete and notify deliverydriver if slump deviates more than plus or minus 1 inch from recommendedvalue. Contact supplier for further directions.

3.

Provide a set of cylinders to be taken for every 150 cubic yards of concrete(100 cubic yards for slab-on-grade), or fraction thereof, by testing lab.Sampling & Quantity of cylinders to comply with ACI 318.

2.

* Qualifications based on ASTMC1077

ACI 318 – Ch. 5.6, 5.8All concrete testing is to be made after water, if any, is added at site.1.Continuous EachConcrete Pour;

Sampling of fresh concrete.F.

* Qualifications based on ASTMC1077

ACI 318 – Ch. 4, 5.2 – 5.4Each Concrete PourPeriodicVerify use of concrete mix designE.

ACI 318: 6.1.1Inspect formwork for shape, location and dimensions of the concrete memberbeing formed. See "A" above for frequency.

PeriodicForm WorkD.

*Technician trained in field ofwork and has at least one yearof experience.

ACI 318: 17.8.2Verify spacing, anchor or bolt sizes, clearances and locationsPeriodicEmbeds, Anchors and bolts cast in concrete.C.

CWI or Associate CWIIBC 1705.3.1No field welding permitted, unless written authorization and inspectionrequirements are given by Engineer of Record.

Reinforcing steel weldingB.

* Qualifications based on ASTME329

IBC 1705.3 ACI 318: Ch. 3.5,7.1-7.7; Concrete andReinforcing General Notes.

Provide periodic inspection of reinforcing sizes, spacing, grade of rebar; andplacement.

PeriodicReinforcing SteelA.

3. CONCRETE CONSTRUCTION

2c. HELICAL PILE FOUNDATIONS Not Applicable

Check that concrete is vibrated in top of all piers, down to 6’ below adjacentgrade.

4.

Check concrete as specified under concrete section. Record concretevolumes.

3.

Check shaft plumbness, depth and size. Check bell diameter (if applicable)2.

* Qualifications based on ASTME329 & ASTM C1077

IBC Table 1705.8Check Reinforcing sizes, quantity, and clearances.1.ContinuousAll Pier Construction shall be observed andmonitored by a representative of theGeotechnical Engineer. The contractor shallprovide the Geotechnical Engineer with acomplete set of Structural drawings that areto remain with the Geotechnical Engineer orhis representative.

B.

Verify conformance with the foundation recommendations provided in theproject "Geotechnical Engineering Study" and the Structural Drawings issuedfor the project.

4.

Address unforeseen subsurface conditions, if any.3.

Verify end bearing strata capacity2.

Graduate Engineer* Qualifications based on &ASTM C1077

IBC 1705.8 GeotechnicalReport; Drilled Footing GeneralNotes

Verify the bearing stratum is encountered at the anticipated depth.1.ContinuousThe Geotechnical Engineer or a qualifiedE.I.T. involved in the original geotechnicalinvestigation and under the direct supervisionof the Geotechnical Engineer shall bepresent during the excavation of the first piershaft.

A.

2b. PIER FOUNDATIONS

Licensed Geotechnical EngineerIBC 1705.72a. PILE FOUNDATIONS Not Applicable

Trench Backfilling: Trench backfilling with clay cap and placing of clay plug shall bemonitored by Geotechnical Engineer with a written report sent to StructuralEngineer.

Continuous orPeriodic

Trench BackfillingF.

Geotechnical Report; GeotechRepresentative

1. Verify excavations have reached proper depth.2. Verify loose and/or soft material has been removed so that bottom ofexcavations are adequate to achieve the design bearing capacity.

PeriodicGrade Beam & Footing ExcavationsE.

* Qualifications based on ASTMD3740

IBC 1705.6 GeotechnicalReport; Building Pad GeneralNotes

For each lift, provide (1) one density test for each 3000 sq. ft. (Min. of 3 tests)Refer to Notes on Building Pad for Testing Specifications.

Continuous orPeriodic

Evaluation of In-Place Density of FillD.

* Qualifications based on ASTMD3740

IBC 1705.6 GeotechnicalReport; Building Pad GeneralNotes

Visual Observation: During placement and compaction of fill, special inspectorshall determine that the material being used and the maximum lift thicknesscomply with the project requirements. Pit run materials shall be visually monitoredby the testing lab with additional samples tested each day, or more often if materialappears to vary.

Continuous orPeriodic

During Fill PlacementC.

* Qualifications based on ASTMD3740

Building Pad General Notes.* Perform classification and testing of proposed fill materialsPrior to placementSelect FillB.

* Qualifications based on ASTMD3740

Geotechnical Report; BuildingPad General Notes

Provide (1) one density test for each 3000 sq. ft. (Min. of 3 tests) Refer to Noteson Building Pad for Testing Specifications.

Continuous orPeriodic

3. Moisture Conditioning & Recompaction

* Qualifications based on ASTMD3740

Geotechnical Report; BuildingPad General Notes

Proofrolling shall be monitored by a Geotechnical Engineer. The GeotechnicalEngineer shall approve the type of proofrolling equipment and procedures.

Continuous 2. Proofrolling Observations

3. * Qualifications based onASTM D3740

3. Verify excavations have reached proper depth and have reached proper material(strata) and subgrade has been properly prepared.

2. Geotech Representative2. Verify materials below shallow foundations are adequate to achieve the designbearing capacity.

1. Visual Observation

1. Licensed SurveyorGeotechnical Report; BuildingPad General NotesTable IBC 1705.6

1. At the contractors expense, instrument readings shall be taken to verify finalsubgrade elevations and slopes.

PeriodicSub-GradeA.

IBC 1705.6Site Preparation1. SOILS (SLAB-ON-GRADE)

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STRUCTURALSPECIALINSPECTIONS

STRUCTURAL SPECIAL INSPECTIONS

2

Data on indicated subsurface conditions are not intended as representations or warranties of accuracy or continuity between soil borings. It is expressly understood that the Owner, Architect, and/or Civil or Mechanical, Plumbing or Electrical, or Structural Engineer will not be responsible for interpretations or conclusions drawn by Contractor. Data are made available for convenience of Contractor only. The Contractor may, as his option, obtain a copy of the Geotechnical Engineering study from the Geotechnical Engineer.

NOTES:

1. Boring logs shown are reproduced from geotechnical report with permission from the Geotechnical Engineer.

2. Boring logs are shown for information only.

3. These logs should not be used separately from the final geotechnical report, available through the Geotechnical Engineer's office.

SITE NOTES

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BORING LOGS

BORING LOGS

3

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EXISTING BUILDING1ST LEVEL

1' - 1" 13' - 1" 23' - 1" 5' - 7" 29' - 2" 12' - 2" 24' - 9" 1' - 1"

108' - 11"

9' -

10"

20' -

0"

22' -

0"

22' -

0"

19' -

2"

Existing dimensions(Field Verify)

Face of masonry Face of masonry Face of masonryto existing column.

B

11

1' -

1"

1" E

.J.

9"

S1031

C

2' - 6"

4

1' -

5"10

' - 6

"17

' - 8

"34

' - 6

"28

' - 1

0"5'

- 8"

4' -

10"

4' -

4"

Existing stairs to be removed.

Edge of foundation.

2' -

2" o

ffset

1' -

3"

28' -

2"

1' -

3"5'

- 10

"23

' - 0

"

16' - 5" 9' - 7" 1' - 3"

1" E

.J.

1' -

8"20

' - 1

1"17

' - 9

"3'

- 8"

24' -

11"

23' -

5"

17' -

6"

15' -

0"

1' -

10"

1" E.J.2' - 11"

7' - 10" 4' - 7" 30' - 2" 30' - 3" 16' - 5" 9' - 7" 1' - 3"

1' - 3" 1' - 5"1' - 5"

1' -

3"10

' - 1

0"

J.2

G.2

19' -

7"

1' -

5"2'

- 5"

12' -

1"

12' -

10"

3' -

8"17

' - 9

"22

' - 7

"1"

E.J

.

Remaining Level 2 above.

7"6"

1" E.J.

1' - 3" 26' - 1 1/2" 28' - 2" 26' - 1 1/2"

Exist

ing

colu

mns

(fie

ld v

erify

)

8' -

10"

16' -

4"

2' -

11"

1" E

.J.

Existing beam to remain.

1' - 0" 1' - 0"

91' -

11"

1' -

1"

3' -

0"

3' - 1"

7"1" E.J. 2' - 6"

7" offset

Existing footings to remain, but columns to be removed. See note.

3' - 0" offset

3' -

0"

2' -

6"

2' -

6"

1" E.J.

1' - 10"

2' - 2"

2' -

0"

1' - 11" 17' - 9" 15' - 11" 3' - 2" 27' - 9" 27' - 7" 5' - 1 1/2" 25' - 1 1/2" 30' - 2" 25' - 1 1/2" 5' - 1 1/2" 26' - 0" 1' - 3"

1" E.J.

2' - 11"

7' - 10" 10' - 10" 10"

1' - 3"

5' -

6"10

"

Existing beam to remain.

G.3

Remove lower elbow of duct if necessary to install footing.

C1

1' - 4" 16' - 0" 9' - 11"

masonry line

11"

last riser foundation line

5S500

1' -

0" o

ffset

Existing duct.

Face of existing

1S500

(typical)

Existing footings to remain.

New footing

4' -

0"

Face of Existing

Face

of e

xistin

g

2' - 5"

(1)-P2

(2)-P2

(3)-P2

(4)-P3

(5)-P2

(8)-P2

(12)-P4

(7)-P1

(11)-P3

(6)-P2

(10)-P2

(9)-P2

(13)-P4

(14)-P2

(15)-P1

2.5

(22)-P1

(21)-P2

(20)-P5

(19)-P5

(18)-P4

(17)-P3

(16)-P3

(27)-P4

(28)-P2

(26)-P3

(25)-P5

(24)-P5

(23)-P4

(36)-P2

(35)-P4

(34)-P4

(33)-P5

(32)-P5

(29)-P1 (30)-P1(31)-P1

(41)-P2

(40)-P4

(39)-P4

(38)-P5

(37)-P5

(48)-P2

(47)-P4

(46)-P3

(45)-P5

(44)-P4

(43)-P2

(42)-P3

(56)-P2

(55)-P4

(51)-P2

(50)-P2

(49)-P1 (52)-P1

(53)-P1

(54)-P3

5' -

4"

FIRST LEVEL FRAMING PLAN

PLAN NORTH

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

5

1" E

.J.

6"7"

EXISTING FOOTINGS

Columns under existing footings (at stairs) to be removed (2 locations). Footings may remain.

(1) P1 - Indicates pier location and pier mark. Refer to detail 1/S500 for schedule. Center all piers on grids unless dimensioned otherwise.

(2) Hold pier down 2" and extend beam soffit down to pier.

(3) Piers located closer than 5'-0" clear from each other shall NOT be drilled and poured within 48 hours of each other.

PIER NOTES

Submit shop drawings indicating the following:1. Pier Layout2. Pier reinforcing.3. Top of Pier elevations.

PIER SHOP DRAWINGS

NEW FOOTING

One new footing (located at grid G.3-1) required to bear on competent marl strata. Refer to Detail 5/S500.

60670DAVID R. WONDER

STA T E O F TEX AS

PR

OFE SI ON A L E NGI NE

ER

R EGI S T E R ED

S

K A

A R

L S

E N

N O

O N

A N

R I

T T

I M A

N N

G A

R C

I A

1343

8 BA

ND

ERA

RD

#202

HELO

TES,

TEX

AS 7

8023

P: 2

10.6

95.5

716

knrg

arch

.com

Project No.: 1907052

NORT

HSID

E IND

EPEN

DENT

SCHO

OL DI

STRI

CT

SM

SAN

AN

TON

IO, T

EXAS

782

5311

600

CU

LEBR

A R

OAD

Revisions:

Chkd By:

Date Issued:

Drwn. By:

LIB

RA

RY

AD

DIT

ION

/ R

EN

OV

AT

ION

AT

WIL

LIA

M H

. T

AFT

HIG

H S

CH

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one:

(210

) 680

-412

6Sa

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,47

34 C

olle

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NRE

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9

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-188

Proj

ect #

....

WW

DRW

8356

Sheet of 23

03-16-2020

S103

03-16-2020

FIRST LEVELFRAMING PLAN

1/2" = 1'-0"1 PARTAIL PLAN VIEW4

SECOND LEVEL FRAMING PLAN

PLAN NORTH

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

Provide a 4 5/8" (U.N.O.) thick concrete slab over 20" deep pan forms with 4"x4"-W4xW4 welded wire fabric. Lap mesh reinforcing (2) full squares. Place on continuous 1 1/2" slab bolsters tied to mesh.

SUSPENDED CONCRETE SLAB

I

A

E

G

K

L

P

M

N

R

T

V

W

1

1 2

5

5 6 8 12 15 18

20

20

23

23

13 14 16 19

1793

H

1' -

5"10

' - 6

"17

' - 8

"34

' - 6

"28

' - 1

0"5'

- 8"

4' -

10"

4' -

4"

7

3' - 0" 17' - 9" 15' - 11" 3' - 2" 27' - 9" 27' - 7" 30' - 3" 30' - 2" 30' - 3" 26' - 0" 20' - 0"

4' -

8"5'

- 10

"94

' - 2

"

5' -

10"

4' -

8"

37' - 0" 31' - 3" 24' - 5" 5' - 3 1/2" 82' - 11" 5' - 3 1/2" 25' - 10"

1" E.J. 7" 10' - 2" 11' - 0" 20' - 0" 20' - 0" 20' - 0" 20' - 0" 20' - 0" Ref. Civil

D

J

Q

1' - 3"1' - 5" 1' - 3"

EXISTING BUILDING 2ND LEVEL

212' - 0"

5"13

' - 2

"7'

- 0"

20' -

2"

5"

1" E

.J.

41' -

1"

29' -

1"

1' -

9"15

' - 0

"17

' - 6

"21

' - 0

"31

' - 0

"21

' - 1

"17

' - 7

"1'

- 8"

1" E

.J.

1" E

.J.

22' -

7"

5' -

6"15

' - 1

1"24

' - 1

1"1'

- 3"

1' -

2"

1' -

5"

J6J10

J9J10

J5

J11

J1

B8

B16

B22 B31 B41 B54 B62

B69

B83

B82

B81

B70

B65

B63

B64

B59

B51

B38

B37

B36

B33

B29

B25

B19

B7

B2

B28

B27

B26

B13

B14

B15

B34

B35

B48

B58

B67

B57

B47

B46

B56

B66

33' -

1"

1" E.J. 2' - 6"

36' - 2" Existing (field verify) 72' - 9" Existing (field verify) 1" E.J. 12' - 0" 81' - 1" 9' - 11"

U

T.C.=100'-0" datum(match existing)

ma

tch

exist

ing

B3

2' - 5" 25' - 2" 5' - 1 1/2" 26' - 1 1/2" 28' - 2" 26' - 1 1/2" 5' - 1 1/2" 1' - 5"

R= 155' - 8 7/8"

Steel columns on concrete columns.

B

1110

1' - 3" Ref. S201

10' -

10"

C1

C1

C2 C2 C2 C2 C2 C2

C1

C2 C2

C1

C1

C2 C2 C2 C2

C1

C1

C2 C2

C2C2 C1

C1

C2

C2

C1

C2

C1

C2C2

C1

C2

C1

C2

C2C2

C2

C2

C2

S1 S1

1' - 3"

C

B77

B74

1' -

3"1'

- 5"

1' -

3"

3269

8

20

1866

866

866

866

866

866

866

866

866

866

866

866

866

1247

308

4S600

65

4S600

3S600

T.C.=95'-6"

B21 B30 B40 B53 B61

7S602

Con

stru

ctio

n jo

int

Refe

r to

2/S5

02

24

4

30

C1

1' -

5"

1" E

.J.

4' -

10"

8"

B.5

S3 S3 S3 S3

S3 S3

S3

S3

S3

S3

S3

S3

S3

22

S3

From first level to second level.

Above second level.

S3

B5J.2

G.2

B6

12' -

1"

12' -

10"

2' -

11"

1' -

1"

C1

C1

S9001

New column through existing floor. Refer to 1/S602

2' - 7"

2469

8"8"

8"8"

8"66

6666

66

2469

8"43

328"

6552

48

1' - 1" 1' - 11"

Cen

terli

ne

exist

ing

colu

mn

3' -

0"3'

- 2"

6' -

2"6'

- 2"

6' -

2"6'

- 6"

Edge

of e

xistin

g

Existing concrete framing. Field verify.

1' - 11" 36' - 10" 70' - 10"

Existing Level 2 Roof.

1' - 0" 1' - 0"

8S600

S3

S3

10' - 4"1" E.J. hinge slab

8' - 0"

10' -

1"

1'-10" max.

1'-6" min.

G.3

1' - 3"

1S601

2S601

3S601

ramp down

7S600

4S601

9' - 10"

bottom riser

4S600

7S600

B1

B4

B10

B9

B11

B12

B17

B18

B23

B24

B32

B39

B45

B52B4

3

B42

B44

B49

B50

B55

B60

B68

B72

B75

B80

B79

B84

B76

J9 J4 J10 J5 J11

J2

J2

J5

J5

12J2 12J1 12J2

J5 J10 J5

J8

J8

B71

J3

J33

S602

2S602

3S602

5S602

(D=7'-0") (D=7'-0")

1S901 2

S601sim.

(D=3

6")

(D=3

6")

(D=8'-7 1/8")

(D=7'-0")

(D=7

'-0")

(D=6'-0")

(D=6'-0")(D=6'-0")

(D=6'-0")

(D=6'-0")

(D=6

'-0")

(D=6

'-0")

(D=7

'-0")

(D=7'-0")

(D=8

'-7 1

/8")

(D=3

'-0")

At Entry into Existing:Provide 3/4" diameter smooth bar dowels. Refer to 4/S602.

New Column at Existing:Use removable steel plate at existing brick to form column, or take other means necessary to protect existing masonry.

2S500

1S502

Dist

ribut

ion

Rib

(Ref

er to

9/S

501)

Dist

ribut

ion

Rib

(Ref

er to

9/S

501)

Dist

ribut

ion

Rib

(Ref

er to

9/S

501)

(D=7

'-0")

(D=7'-0")

(D=7'-0") (D=7'-0")

B78(h

igh)

(low

)

B73 (D=7'-0")

(D=7'-0") (D=3'-0")

Ref.Civil

(D=3

'-0")

(D=3

'-6")

(D=8

'-0") Distribution Rib

(Refer to 9/S501)

(D=8

'-0")

4S602

1S902

1S902

668 666636 1/2 36 1/2

8 8

8 3636

Refer to 2/S902 for secondary pour of steps.

1' - 9"1' - 9"

(D=3

'-0")

Handicap ramp. Refer to Civil for slopes, details and surface treatment.

Dowels:Provide 1/2" diameter x 1'-6" long smooth bar dowels @ 12" o.c. Wrap one end in plastic sleeve to prevent bond.

(D=11'-0")

5"

Dowels. See above.

6S602

Extend 7'-0" beam

Refe

r to

Civ

il for

slop

eRe

f. C

ivil

Ref.

Civ

il

1" E

.J.

Dowels:See note above.

2S800

5S800

4S800

2S800

6S800

GB2GB1

GB1

GB1

GB1

Ref.

Arc

h.(c

ente

r of

stor

efro

nt)

Reinforce and grout (3)- vertical cells in CMU (each side) for storefront support.

SOUTH COURTYARDREFER TO S201

(D=7'-0")

J1

2054

66

8

28

8

30

8

28

8

30

8

Lap

(6)-

top

bar

s

B20

J1

J1

B85 (high)(low)

Duct opening. Refer to MEP. See 1/S600.

Continue B54 top bars 15' into B41.

Dowels:Provide 1/2" diameter x 1'-6" long smooth bar dowels @ 12" o.c. Wrap one end in plastic sleeve to prevent bond.

J3

J5

Pipe sleeves. Refer to MEP. See 1/S600.

Pipe sleeves. Refer to MEP. See 1A/S600.

Duct opening. Refer to MEP. See 1A/S600.

8" lug below(3 sides).

5S201

GB1

GB2

28

8

30

88

6628

8

30

8

28

8

30

8

66

2.5

Q

P

(D=3

6")

(D=3

6")

(D=36")

11' - 0"

Beam penetration. Refer to 1/S600

Core through floor for pipes to be located to miss all beams and joists.

1" E.J. 5"

Downspout coupling to be cast in slab. Refer to Civil/Arch.

Downspout coupling to be cast in slab. Refer to Civil/Arch.

S2001

S2001

O.H.

(D=3

0 7/

8")

(D=3

0 7/

8")

Hold pans back 12"

(D=3

0 7/

8")

(D=3

0 7/

8")

(D=3

0 7/

8")

(D=3

0 7/

8")

(D=3

0 7/

8")

(D=3

0 7/

8")

1" E.J.

Beam transition

8S602

Beam transition.

Beam transition.

Datum elevation of 100'-0" is for reference purposes only. Refer to Architect/Civil for actual elevations.

T.C. = Top of ConcreteT.S. = Top of Steel BeamT.G. = Top of GirderJ.B. = Joist BearingT.J. = Top of Joist

Foundation Level:See plans for location of 100'-0" reference elevation.

ELEVATION NOTE

COLUMN NOTE

C1 - Indicates Column Mark.C - Indicates Concrete column.S - Indicates Steel column.Refer to (2/S500) for Column Schedule. All columns to be mark C1 (U.N.O.)

- Indicates slab area dropped to allow for a 2 1/2" (min) concrete topping. Provide rough surface on foundation slab. Power wash and apply bonding agent prior to pouring topping. Reinforce with 4"x4"-W4xW4 WWF chaired at mid height of topping. Refer to Civil for elevations and slopes required. Refer to Architect for finishes, colors, control joint patterns, etc. Provide 3/4" deep saw cuts @ 10'-0" max. spacing each way within 12 hours of pouring topping.

TOPPING SLAB

Areaways not shown. Refer to Architect/ Civil for locations and see 7/S600 for North areaways and 5/S201 for areaways in South courtyard.

AREAWAY

B1 - Indicates concrete beam. Refer to S502 for schedule, and details.

J1 - Indicates concrete joist. Refer to S501 for schedule, and details.

FB1 - Indicates concrete framing beam. Refer to S501 for schedule, and details.

SUSPENDED CONCRETE BEAMS AND JOISTS

Contractor to protect finish at all exposed concrete areas.

EXPOSED CONCRETE

S.C. - Refer to Architect for sawcut locations. Refer to 7/S800. Refer to 2/S601 for sawcuts on ramp.

SAWCUTS - CANOPY SLAB

Provide footings as scheduled. See plans and detail 3/S800. Footings to be same depth as deepest adjacent grade beam.

SLAB ON GRADE FOOTINGS

GB1 - Indicates Beam Mark. All Beams to be mark GB2 unless noted otherwise. Refer to 1/S800 for schedule.

SLAB ON GRADE BEAMS

W

6

Insert downspout coupling between beam top bars. Ensure (1)- bar is on outside of coupling. DO NOT CUT REINFORCING.

1' - 9"

1' -

9"

EXISTING BUILDING DIMENSIONS

Contractor to verify existing building dimensions, elevations and layout proior to work being done. Notify Engineer if there are any discrepancies.

Provide 5" (u.n.o.) normal weight concrete slab reinforced with #4 at 12" o.c. each way over compacted select fill. See General Notes.

SLAB ON GRADE - CANOPIES

60670DAVID R. WONDER

STA T E O F TEX AS

PR

OFE SI ON A L E NGI NE

ER

R EGI S T E R ED

S

K A

A R

L S

E N

N O

O N

A N

R I

T T

I M A

N N

G A

R C

I A

1343

8 BA

ND

ERA

RD

#202

HELO

TES,

TEX

AS 7

8023

P: 2

10.6

95.5

716

knrg

arch

.com

Project No.: 1907052

NORT

HSID

E IND

EPEN

DENT

SCHO

OL DI

STRI

CT

SM

SAN

AN

TON

IO, T

EXAS

782

5311

600

CU

LEBR

A R

OAD

Revisions:

Chkd By:

Date Issued:

Drwn. By:

LIB

RA

RY

AD

DIT

ION

/ R

EN

OV

AT

ION

AT

WIL

LIA

M H

. T

AFT

HIG

H S

CH

OO

LPh

one:

(210

) 680

-412

6Sa

n A

nton

io, T

exas

,47

34 C

olle

ge P

ark

NRE

PI

GN

E

NY

S

7824

9

IR

EE

GN

Texa

s Fi

rm R

egist

ratio

n #F

-188

Proj

ect #

....

WW

DRW

8356

Sheet of 23

03-16-2020

S200

03-16-2020

SECOND LEVELFRAMING PLAN

1/2" = 1'-0"1 PARTIAL PLAN - DOWNSPOUT COUPLER 5

A

12 15 18 20 2313 14 16 19

B

1110

C

B.5

2S201

Refer to Civil for drain pipe under footing. Eliminate key where footing goes over drain pipe.

Refer to Civil for drain line.4

S201

3S201

3S201

3S201

Flatwork. Refer to Civil.

5S201

3' -

1"

18" beam on flatwork.

Extend top of existing areaways 2'-2" above new proposed final grades.

Refer to Civil

Top of Wall. Refer to Civil

9S800

8S800

EXISTING BUILDING

Refer to S200 for canopy foundation.

PARTIAL FOUNDATION PLAN - SOUTH RETAINING WALLS

PLAN NORTH

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

Provide #3 xat 12"o.c.

1" Chamfer. (Typical)

2"clr 2"clr.

1' - 6" Beam 4' - 0"

Final Grade Varies. Refer to Civil

0-4

foot

ing

1' -

2"ke

y1'

- 0"

If required for railing:Provide galvanized sleeves in top of wall for fence posts or railing. Refer to Architect for size and spacing.

Footing top bars:#5 @ 10" o.c.

Wal

l hei

ght v

arie

s (no

t to

exce

ed 6

'-0")

Cont. 2x keyway.

3"clr.

Key reinforcing:(2)- #5 top and bottom

with @4 x @ 10" o.c.

T. Footing (10" min. below final grade) on low side of wall

Top of WallRefer to Civil

Concrete half bricks

Bottom bars:#4 @ 12" o.c.e.w.

2" dia. PVC weeps at 5'-0" o.c. Provide copper screen over soil side.

Bottom of Footing

Wall dowels:#5 @ 10" o.c. Extend dowels to bottom of footing. 0-10

4-2

Horizontal bars:#4 @ 12" o.c. each face.

Vertical bars: #5 @10" o.c.

Refer to Civil to verify all top of wall and final grade elevations. Notify Engineer if wall heights are exceeded.T.W. = Top of Wall

Elevations

1. Excavate topsoil and any loose material. Excavate any additional material so that bottom of footing is 2'-0" min. below the final adjacent grade (on low side of wall).

2. Compact exposed subgrade with (3) passes of vibratory compacter.

Subgrade Fill Notes:

Refer to 6/S201 for joint requirements.

Wall Joint Notes

Footing transverse bars:#4 @ 12" o.c.

A. CONCRETE RETAINING WALL NOTES:

1. Footings shall bear on undisturbed soil. After excavation is complete, compact subgrade with (3) passes of vibratory compaction equipment. Areas of tree removal to be backfilled with on site material, in 8" lifts and compacted to 95% of optimum.

2. Concrete for walls and wall footings shall be 3000 psi at 28 days.

3. REINFORCING: ASTM 615 , Grade 60 deformed bars. Provide 60Ø splices U.N.O. Provide corner bars at all corners and "T" intersections, equal in size and spacing of wall reinforcing.

4. Provide galvanized sleeves in top of wall where required for fence posts or guard rails. Refer to Civil for requirements. Do not core drill.

B. DESIGN PARAMETERS:

1. Equivalent fluid density based on backfill unit weight = 135 pcfa. Active (non-restrained).........................................60pcfb. Hydrostatic pressure................................................0pcf

2. Surcharge design load:Typical walls:.............................................................100psf

3. Maximum final slope on high side of wall to be 5'-0" (horizontal) to 1'-0" (vertical).

4. Allowable bearing under footing = 2500 psf.

5. Friction Coefficient (against sliding) = 0.35

C. BACKFILL NOTES:

1. DO NOT backfill until footing and wall concrete has reach 3000psi: (14 days min.)

2. Backfill to be 1 1/2"Ø washed gravel (#57 stone).

3. Place gravel in 12" lifts and compact ea. lift with vibratory compaction equipment (with plate) for a series of 3 to 5 passes.

4. Interface of gravel & cut surface of excavation or other materials, to be covered with Mirafi 140 N filter fabric (or equiv.) Extend the filter fabric over the top of the gravel, prior to placement of final fill.

5. Gravel backfill is to be a minimum of 2'-0" wide at the base of the footing and extend upward & outward from the base of the footing, up to within 2'-0" of final grade. Backfill over gravel to be final fill per Civil, U.N.O.

10" m

in.

6" 1' - 0"

1" E.J. w/ sealant

2' -

0" m

in.

Note: Eliminate key where footing goes over drain pipe.

At South side of stair:Decrease footing width where wall

height decreases. Total footing width to match height of wall, but

shall be no less than 2'-6".

5' - 6"

1 1/

2"1

1/2"

11

Horizontal wall reinforcing.

Wa

ll thi

ckne

ss

Concrete retaining wall.

A. CONTROL JOINTLocate at 10'-0"+- o.c. (maximum)

Note: Wall joints are not shown on plans. Provide joints in all concrete retaining walls.

Vertical wall reinforcing.

914.43 ±Refer Civil

#4 x 2'-6" at 12"o.c. drill and epoxy 4" into concrete and bend in field.

2" Clr.

#4 at 12" o.c.e.w.

#4 nosing bar (Typical)

6" slab

Dowels1/2" dia. x 18" smooth bar dowels at 12"o.c. wrap one end in plastic sleeve to prevent bond.

1'-6" +-

1" E.J.

1' - 0"

sealant1" E.J. with

At Top of StairsProvide grade beam at end of flatwork with (2) #6 top and bottom and #4 ties at 12"o.c.

#4 x at 12"o.c.e.w.

0-6

2-3 1-0

918.8 ±Refer Civil

Top of wall = 919.5 ±

Refer Civil

Refer to Civil

Refe

r Civ

il fo

r rise

rs

Bagged fill

8"

bea

m d

epth

18" m

in.

beyondWall

lug8"

2' -

0"

Top of WallRefer Civil

Refer to 1/S902 for dowels and lug.

2' - 8"

Flatwork, Refer to Civil.

(2)- #5 top and bottom with #4 closed ties @ 24" o.c.

Existing areaway. Field verify all dimensions.

Where site work abuts areaway, provide continuous 1/2" sealed expansion joint material.

Existing concrete beam.

Extend the existng concrete areaway (3 locations).

A) SECTION B) PLAN

Verify existing connection from areaway to building. Notify Engineer if connections are not present or if they appear damaged.

New

ext

ensio

nEx

istin

g

Additional info:Refer to detail 5/S201 for :-Dimensions-Reinforcing-Screen

Refe

r to

Civ

il2'

- 2"

6" m

in.

slope

Existing grade

Proposed grade.

Drill 6" and epoxy into existing areaway, #4 dowels x 1'-6" @ 8" o.c.

Galvanized WWF. Refer to Architect.

Finish grade or site work. Where concrete abuts areaway, provide continuous 1/2" sealed expansion joint with expansion joint material.

4" Thick pre-cast concrete areaway reinforced with 4x4 -W4 x W4 WWF.

Refer to Civil for mud slab.

Concrete beam. See beam schedule.

Galvanized angle: 4" x 4" x 3/8"

Embed plates: 1/4"x6"x6" with (4)-1/2 dia. x 6" HCA.

Additional reinforcing:(1)-#4 x full height vertical centered at each corner.

4" Thick concrete cap reinforced with 4x4 -W4 x W4 WWF. Slope top of cap 1/2".

4" 2' - 6"

2"5'

- 4"

2"

8"4'

- 0"

8"

2" 2' - 10"

8" 1' - 6" 8"

Pre-Cast concrete areaway.

Clip angles below. Refer to detail A.

Galvanized WWF. Refer to Architect.

Typ.4"4"

4' -

8"4"

Typ.2"

Typ.2"

Provide block-out in pre-cast for pins.

Provide 3/4" continuous chamfer on exposed concrete edges, (typical).

3/4" dia. x 5" Long A36 pin cast with areaway, galvanized.

Steel pins above (4 Places). Refer to A & C this detail.

A) SECTION B) PLAN C) DETAIL

2" 2"

'D'

4"1'

- 4"

4" m

in.

4"

Detail 'C'.

Embed plates:1/4"x6"x6" with (4)-1/2"dia. x 2" HCA.

4" 2' - 6"

2' - 10"

8" 1' - 6" 8"

Concrete cap.

Typical retainer:Refer to 2/S600.

3"3"4"

slope

2' -

2"

Bottom of areaway flush with bottom of beam.

60670DAVID R. WONDER

STA T E O F TEX AS

PR

OFE SI ON A L E NGI NE

ER

R EGI S T E R ED

S

K A

A R

L S

E N

N O

O N

A N

R I

T T

I M A

N N

G A

R C

I A

1343

8 BA

ND

ERA

RD

#202

HELO

TES,

TEX

AS 7

8023

P: 2

10.6

95.5

716

knrg

arch

.com

Project No.: 1907052

NORT

HSID

E IND

EPEN

DENT

SCHO

OL DI

STRI

CT

SM

SAN

AN

TON

IO, T

EXAS

782

5311

600

CU

LEBR

A R

OAD

Revisions:

Chkd By:

Date Issued:

Drwn. By:

LIB

RA

RY

AD

DIT

ION

/ R

EN

OV

AT

ION

AT

WIL

LIA

M H

. T

AFT

HIG

H S

CH

OO

LPh

one:

(210

) 680

-412

6Sa

n A

nton

io, T

exas

,47

34 C

olle

ge P

ark

NRE

PI

GN

E

NY

S

7824

9

IR

EE

GN

Texa

s Fi

rm R

egist

ratio

n #F

-188

Proj

ect #

....

WW

DRW

8356

Sheet of 23

03-16-2020

S201

03-16-2020

PARTIAL PLANSOUTH RETAININGWALLS

1/8" = 1'-0"1 PARTIAL PLAN - SOUTH RETAINING WALLS3/4" = 1'-0"2 CONCRETE RETAINING WALL

3/4" = 1'-0"6 WALL JOINTS (PROVIDE AT ALL WALLS)

3/4" = 1'-0"4 EXTERIOR STAIR DETAIL3/4" = 1'-0"3 EXISTING AREAWAY TO BE EXTENDED

3/4" = 1'-0"5 NEW AREAWAY DETAIL AT SOUTH COURTYARD

Footing below.

Footing below.

6

LOW ROOF FRAMING PLAN

PLAN NORTH

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

I

A

E

G

K

L

P

M

N

O

R

T

V

W

1 5 6 8 12 15 18

20

20

23

23

13 14 16 19

179

H

7

D

J

Q

U

10' - 2" 11' - 0" 20' - 0" 20' - 0" 20' - 0" 20' - 0" 6' - 8" 13' - 4" 5' - 0"

1' -

4"10

' - 6

"9'

- 8"

8' -

0"

2' -

0"13

' - 2

"5'

- 8"

1' -

4"28

' - 2

"34

' - 6

"28

' - 1

0"5'

- 8"

4' -

10"

4' -

4"

68' - 11" 25' - 2" 30' - 3" 30' - 2" 30' - 3" 26' - 0" 20' - 0"

29' -

4"

49' -

8"

3' -

10"

13' -

8"

10' -

0"

15' -

0"

17' -

6"

21' -

0"

31' -

0"

21' -

1"

17' -

7"

11' -

9"

1' - 11" 33' - 8" 3' - 2" 27' - 9" 2' - 5" 1' - 10"

EXISTING BUILDING

16K3 Steel Joists

18K3 Steel Joists

14K1 Steel Joists

20K4 Steel Joists

16K2 Steel Joists

12K1 Steel Joists

18K3

Ste

el J

oist

s

Tube - JoistHSS 6"x3"x3/16" (LLV) @ 5'-0" o.c.

FB2 FB3 FB2

FB4

FB5

FB2FB3FB2

FB6

FB4

Masonry Line

South Canopy over Ramps

North canopy over Ramps. Refer to S901

B

1110

C

10' -

0"

15' -

0"

10' -

0"

FB1

FB1

1' - 4" 5' - 1 1/2" 26' - 1 1/2" 28' - 2" 26' - 1 1/2" 5' - 1 1/2" 1' - 4"

6' - 10" 4 spa. @ 5'-0" o.c. = 20' - 0" 9"

T.S.=115'-0"

T.S.=

114'

-8 1

/2

slope

slope

slope

slope

T.S.=

114'

-8 1

/2

T.S.=115'-0"

W8x10T.S.=113'-10"

W8x10T.S.=113'-10"

HSS

16" x

8" x

5/1

6" (L

LV) (

Rolle

d)

HSS

16" x

8" x

3/8

" (LL

V)

HSS

16" x

8" x

3/8

" (LL

V)

T.S.=114'-8 1/2"

W12

X14

T.S.=116'-8"

T.S.=116'-3 1/2"

T.S.=115'-10"

T.S.=115'-2"

T.S.=115'-9 1/2"

T.S.=115'-3"

T.S.=114'-8 1/2"

W24

X55

W12

X19

36' - 2" (Verify Existing) 72' - 9" (Verify Existing) 1" E.J. 7"

slope

slope

5' -

0"

beam

sp

lice

5' -

0"

beam

sp

lice

W18

X35

W14

X22

W12X19

W18X35

W21X44

W18X35

T.C.=116'-8" T.C.=116'-8"

T.C.=116'-8" T.C.=116'-8"W16X26

W18X35

W18X40

W18X35

W16X26

W21X44

W12

X19

W24X55

W24X55

3 sp

a. @

3'-6

"3'

- 0"

15 sp

a. @

5'-0

" o.c

. = 7

5' -

0"3'

- 0"

C2 C2

C2

C2

C2

C2

C2C2C2

C2

C2

C2

C2

T.S.=116'-11 1/2"

T.S.=116'-7"

T.S.=116'-1 1/2"

T.S.=115'-5 1/2"

T.S.=115'-0"

T.S.=115'-0"

T.S.=115'-6 1/2"

T.S.=116'-1"

T.S.=115'-0"

T.S.=115'-6 1/2"

T.S.=116'-1"

T.S.=115'-6 1/2"

T.S.=115'-6 1/2"

T.S.=116'-1 1/2"

T.S.=115'-5 1/2"

T.S.=116'-7"

T.S.=113'-4" T.S.=113'-4"

S2 S2

S2 S2

S2 S2

S2 S2

S3 S3

S3 S3

3S700

4S700

1S701

6S701

5S700

2S701

5S701

4S700

10S700

1S701

6S701

4

8S701

11S701

9S701

10S701

J.B.=114'-8 1/2"

J.B.=114'-8 1/2"

2' -

6"be

am

splic

e

T.J.=

115'

-7"

J.B.

=115

'-3 1

/2"

W10

X12

W10

X12

W8X10

W8X10

W10

X12

W10

X12

Ref. 4/S700

T.J.=slopes

T.J.=114'-4"

5' - 2 1/2"5' - 2 1/2"

(Typical at beams)

Ref. 4/S700

B.5

22

eq.

eq.

1' - 11" 3' - 8" 6 spa. @ 5'-0" o.c.= 30' - 0" 3' - 2"

W12X19

99' -

10"

93' - 4" 25' - 10"

1' - 2"

1' -

4"

J.2

G.2

2' -

5"24

' - 1

1"15

' - 1

1"5'

- 6" 2'

- 4"

1' -

2"

18K3

18K3(3 1/2" seats)

(3 1/2" seats)2

S801

1' -

8"1"

E.J

.

1' - 2"1" E.J.

6"

1' -

3"

10' -

10"

7S701

1' - 0" 1' - 0"

4S801

Existing level 3 roof.

G.3

12S701

13S701

1' -

2" (Ed

ge to

Edg

e Ex

istin

g)19

' - 2

"

1S802

6"9'

- 6"

7' -

6"7'

- 6"

9' -

6"6"

1' - 6" 2' - 9"

W18

X35

Edge of existing

3S802

2S802

4S802

4S700

4S700

(at beam)

6S701

1S701

5S700

2S802

8"

1' - 3"

3' - 8"

2S802

knee brace

S2

S3

S2

S3

outside face of HSS16

18K3 SP

18K3 SPFolding partition support:(1 of 14) locations. Refer to 12/S701 for loading.

18K3

Ste

el J

oist

s

11' - 11" 9' - 3"(typical)

equal(typical)

equal

1' - 9"

A A

AAABB

A A A A A

A A A

B

B

A

A

outs

ide

face

of

tube

1' - 2" 5' - 6"

outside face of tube

Canopy deck span

A

2' -

0"

B B BA A A B

4S903 3

S903

1S903

1S903

(upper roof)

3S903 (canopy)

2S903

T.S.=115'-0"

T.S.=115'-1 1/2"

T.S.=115'-3"

6S802

sim.

Steel frame between columns. Refer to 5/S903.

8" CMURefer to 5/S802 for connx.

Refe

r to

Arc

hite

ct

for c

ente

r of s

tore

front

(LLV) (bottom of tube=110'-0")

6S801

6S801

T.S.=113'-10"

2S701

T.J.=slopes

9S700

miter joint

T.Base Plate=104'-0"

T.Base Plate=104'-0"

7S802

7S802

W14

X22

W12

X14

W12

X14

HSS6

X3X1

/4

5S903

Note:Locate perimeter tube splices at column center lines and fully weld. Grind smooth for acceptable finish.

OPEN TO BELOW

cano

py

deck

span

cano

py

deck

span

Pocket CMU wall around W14 for brick support.

6S903

Provide Vulcraft 1 1/2" type B (or equivalent) 22 gauge galvanized deck. Attach to supporting members with 5/8"dia. puddle weld directly through bottom of ribs at every support with a 36/4 weld pattern. Use (2)- #12 tek side lap fastener between each support. Where supported by a ledger angle:

At ends - weld deck to angle at 6"o.c.At sides - weld deck to angle at 6"o.c.

NOTE: COLD GALVANIZE ALL DECK WELDS.

TYPICAL STRUCTURAL DECK

Provide Vulcraft 3" type NI (or equivalent) 22 gauge galvanized deck. Attach to supporting members with 5/8" dia. puddle weld directly through bottom of ribs at every support with a 24/4 weld pattern. Button punch side laps at 24" o.c. max. between each support. Where supported by a ledger angle:

At ends - weld deck to angle at each rib.At sides - weld deck to angle at 6"o.c. NOTE: COLD GALVANIZE ALL DECK WELDS.

CANOPY ROOF DECK

COLUMN NOTE

C1 - Indicates Column Mark.C - Indicates Concrete column.S - Indicates Steel column.Refer to (2/S500) for Column Schedule. All columns to be mark C1 (U.N.O.)

Datum elevation of 100'-0" is for reference purposes only. Refer to Architect/Civil for actual elevations.

T.C. = Top of ConcreteT.S. = Top of Steel BeamT.G. = Top of GirderJ.B. = Joist BearingT.J. = Top of Joist

Foundation Level:See plans for location of 100'-0" reference elevation.

Note: Steel roof joists to have 3 1/2" seats unless noted otherwise.

ELEVATION NOTE

SOUTH CANOPY FRAMING

A - HSS 12" x 4" x 1/4"

B - HSS 12" x 6" x 3/8"

Miter joints at corners and fully weld.

T.S. = 110'-0" typical

60670DAVID R. WONDER

STA T E O F TEX AS

PR

OFE SI ON A L E NGI NE

ER

R EGI S T E R ED

S

K A

A R

L S

E N

N O

O N

A N

R I

T T

I M A

N N

G A

R C

I A

1343

8 BA

ND

ERA

RD

#202

HELO

TES,

TEX

AS 7

8023

P: 2

10.6

95.5

716

knrg

arch

.com

Project No.: 1907052

NORT

HSID

E IND

EPEN

DENT

SCHO

OL DI

STRI

CT

SM

SAN

AN

TON

IO, T

EXAS

782

5311

600

CU

LEBR

A R

OAD

Revisions:

Chkd By:

Date Issued:

Drwn. By:

LIB

RA

RY

AD

DIT

ION

/ R

EN

OV

AT

ION

AT

WIL

LIA

M H

. T

AFT

HIG

H S

CH

OO

LPh

one:

(210

) 680

-412

6Sa

n A

nton

io, T

exas

,47

34 C

olle

ge P

ark

NRE

PI

GN

E

NY

S

7824

9

IR

EE

GN

Texa

s Fi

rm R

egist

ratio

n #F

-188

Proj

ect #

....

WW

DRW

8356

Sheet of 23

03-16-2020

S300

03-16-2020

LOW ROOFFRAMING PLAN

7

UPPER ROOF FRAMING PLAN

PLAN NORTH

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

I

A

G

K

M

R

1

5

5

6

6

8

8

12

12

15

15

18

18

20

20

7

D

J

Q

1" E.J. 2' - 6" 27' - 9" 27' - 7" 30' - 3" 30' - 2" 30' - 3" 26' - 0"

1' - 10" 33' - 8" 3' - 2" 27' - 9" 27' - 7" 30' - 3" 30' - 2" 30' - 3" 26' - 0" 1' - 2"

17' -

7"

21' -

1"

31' -

0"

21' -

0"

20' -

2"

28' -

2"

34' -

6"

34' -

6"

1' -

4"

20K4

Ste

el J

oist

s

EXISTING BUILDING

HSS

16"x

8"x5

/16"

LLV

Rol

led

tube

s (Ra

diu

s=54

'-5")

(Dec

k to

mat

ch c

anop

y ro

of d

eck.

)

Roof belowRoof below

1" E.J.

1" E

.J.

1" E.J.

18' -

8"

6"2"

to g

rid G

Roof below

36' - 4"

2' - 9" 1' - 11"1' - 6" 2' - 5"

Canopy Roof Below

Canopy Roof Below

T.G.=122'-8"(High point)

20K4

Ste

el J

oist

s

20K4

Ste

el J

oist

s

Doub

le P

itche

d G

irder

66G

14N

7.9

k (1

0" s

eats

)

Doub

le P

itche

d G

irder

66G

14N

7.9

k (1

0" s

eats

)

99' -

10"

49' -

0"

48' -

2"

1' -

4"

C

High point of roof.

92' - 8" 93' - 4" 25' - 10"

1' - 4" 1' - 4"

211' - 10"

Masonry line

T.S @

Grid

6=1

22'-6

"

T.S =

121

'-11

3/4"

W10

X12

W10

X12

W16X31

T.S @

Grid

5=1

19'-9

"T.S

@ G

rid 5

= 1

19'-9

"

T.G.=121'-0 1/2" T.G.=121'-0 1/2"

T.G.=122'-8"(High point)

T.S.=121'-0 1/2" T.S.=121'-0 1/2"

Roof below

Masonry Line

Masonry Line

T.G.=121'-9 3/4" T.G.=121'-9 3/4"

T.S.=121'-9 3/4" T.S.=121'-9 3/4"

Masonry Line

Outside face of tubeOutside face of tube

HSS

16"x

8"x5

/16"

(LLV

)

HSS

16"x

8"x5

/16"

(LLV

)

HSS

16"x

8"x5

/16"

(LLV

)

HSS

16"x

8"x5

/16"

(LLV

)

T.S.=121'-4" T.S.=121'-4"

W14X22 W14X22

W16

X31

4' -

0"

beam

sp

lice

T.S=1

21'-0

1/2

"T.S

=121

'-0 1

/2"

T.S=1

21'-0

1/2

"T.S

=121

'-0 1

/2"

T.S=121'-4" T.S=121'-4"

beam

sp

lice

5' -

6"

5' -

6"be

am

splic

e

4' -

0"be

am

splic

e

W21

X50

W21

X50

W16

X31

W16

X26

W18

X40

W14X22 W14X22

W16

X26

W18

X40

4' -

0"13

eq

ual s

pace

s @ 5

'-0" o

.c. =

65'

- 0"

3' -

10"

4' -

5"4'

- 5"

5' -

2"5'

- 2"

5' -

2"

6S801

Face of masonry

T.S.=

118'

-9 3

/8"

T.S.=

118'

-9 3

/8"

T.S @

Grid

6=1

22'-6

"

T.S =

121

'-11

3/4"

14K1 Steel Joists

1" 5"

3' - 7 1/2"

5 spa. @ 5'-0" o.c. = 25' - 0" 3' - 7 1/2"2' - 3"

W16X31 S4

S4

on HSS 16x8

on HSS 16x8

5S801

2S701 3

S700

3S701

10S700

9S700

2S701

8S700

1S701

9S700

10S700

4

7S700

1" E.J.

5"2' - 1" 2' - 5"

AH-528500#

AH-538600#

RV-52A350#

Roof hatch. Refer to Architect.

2S700

2S7001

S7001'

- 8"

1" E

.J.

Existing brick support angle on existing concrete beam.

4S8013

S801

2S801

10' -

0"

10' -

6"

10' -

6"

10' -

4"

10' -

4"

10' -

4"

10' -

6 1

/2"

10' -

6 1

/2" 1' -

4"

22' -

0"

22' -

0"

19' -

2"

7' -

5"5'

- 6"

Existing Level 4 low roof.

G.3

2S802

OA-25350#

RV-53450#

DH-L1700#

RT-L1600#

RV-52B350#

E-L3200#

E-L2150#

2S700

20K4 SP

20K4 SP

20K4 SP

20K4 SP

20K4 SP

20K4 SP

20K4 SP20K4 SP

20K4 SP

20K4 SP

20K4 SP

20K4 SP

20K4 SP

20K4 SP

20K4 SP

20K4 SP

20K4

20K4

20K4 SP

20K4 SP

20K4 SP

20K4 SP

20K4 SP

20K4 SP

20K4 SP

20K4 SP

+0.25k

+0.25k

+0.25k

+0.25k+0.15k

+0.15k +0.15k

+0.15k

+0.18k

+0.18k +0.18k

+0.18k+0.15k

+0.15k +0.15k

+0.15k +0.15k

+0.15k +0.15k

+0.15k

+0.3k

+1.5k +1.5k +1.5k +1.5k +1.5k +1.5k

+1.5k

+1.5k +1.5k

+1.5k +1.5k

+1.5k +1.5k

+0.2k

+0.2k

+0.2k

+0.2k

+1.5k

+1.5k+1.5k +1.5k

+1.5k +1.5k +1.5k +1.5k +1.5k +1.5k

+1.5k+1.5k+1.5k

+1.5k+1.5k

+1.5k+1.5k

+0.2k

(Add

0.6

5k to

pan

el lo

ad

at e

ach

SP

joist

) (B

otto

m c

hord

stra

ight

)

(Add

0.6

5k to

pan

el lo

ad

at e

ach

SP

joist

)(B

otto

m c

hord

stra

ight

)

Det

3/S

701

Det 1,2/S701

Det

3/S

701

Det 1,2/S701

Det

3/S

701

Det 1,2/S701

10"

Face of masonry to be replaced.

face

of e

xistin

g co

ncre

te

Hydronic Lines:100 plf. Refer to 6/S700.

T.S.=124'-11"

T.S.=124'-2"

8S802

T.S.=

123'

-10

1/2"

T.S.=

124'

-7 1

/2"

HSS6

X3X1

/4

Steel frame between columns. Refer to 5/S903.

5S903

deck

span

W14X22

W14X22

Provide Vulcraft 1 1/2" type B (or equivalent) 22 gauge galvanized deck. Attach to supporting members with 5/8"dia. puddle weld directly through bottom of ribs at every support with a 36/4 weld pattern. Use (2)- #12 tek side lap fastener between each support. Where supported by a ledger angle:

At ends - weld deck to angle at 6"o.c.At sides - weld deck to angle at 6"o.c.

NOTE: COLD GALVANIZE ALL DECK WELDS.

TYPICAL STRUCTURAL DECK

Provide Vulcraft 3" type NI (or equivalent) 22 gauge galvanized deck. Attach to supporting members with 5/8" dia. puddle weld directly through bottom of ribs at every support with a 24/4 weld pattern. Button punch side laps at 24" o.c. max. between each support. Where supported by a ledger angle:

At ends - weld deck to angle at each rib.At sides - weld deck to angle at 6"o.c. NOTE: COLD GALVANIZE ALL DECK WELDS.

CANOPY ROOF DECK

Datum elevation of 100'-0" is for reference purposes only. Refer to Architect/Civil for actual elevations.

T.C. = Top of ConcreteT.S. = Top of Steel BeamT.G. = Top of GirderJ.B. = Joist BearingT.J. = Top of Joist

Foundation Level:See plans for location of 100'-0" reference elevation.

Note: Steel roof joists to have 3 1/2" seats unless noted otherwise.

ELEVATION NOTE

60670DAVID R. WONDER

STA T E O F TEX AS

PR

OFE SI ON A L E NGI NE

ER

R EGI S T E R ED

S

K A

A R

L S

E N

N O

O N

A N

R I

T T

I M A

N N

G A

R C

I A

1343

8 BA

ND

ERA

RD

#202

HELO

TES,

TEX

AS 7

8023

P: 2

10.6

95.5

716

knrg

arch

.com

Project No.: 1907052

NORT

HSID

E IND

EPEN

DENT

SCHO

OL DI

STRI

CT

SM

SAN

AN

TON

IO, T

EXAS

782

5311

600

CU

LEBR

A R

OAD

Revisions:

Chkd By:

Date Issued:

Drwn. By:

LIB

RA

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AD

DIT

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ION

AT

WIL

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M H

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6Sa

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WW

DRW

8356

Sheet of 23

03-16-2020

S400

03-16-2020

UPPER ROOFFRAMING PLAN

8

6'-2

" Pie

r Dow

el E

mbe

dm

ent

Top of Pier (T.P.)=

Bottom of beam, or soffit of deepest adjacent beam -2".

Bottom of Pier Elevation Varies

PIER DETAIL NOTES:

1). No piers shall be left unpoured overnight.

2). Pier bottoms shall be cleaned of all loose debris and soil.

3). Piers shall be drilled plumb within 1.0% of the length or 10.0% of the shaft diameter or 12" whichever is less.

4). All piers to be continuously inspected and logged by a qualified technician.

5). Pier location shall be within 1/24th of shaft diameter or 3" whichever is less.

6). Elevation varies (see plan). Tolerance not to exceed plus 1/2" or minus 1" unless noted on plans.

7). The piers may need to be cased due to the presence of water. Contractor to provide unit prices for casing if required.

8). If casing is required, the following adjustments shall be made to the pier:A). Shaft shall not be increased by more than 6".B). 2 additional vertical bars shall be provided.

Refer to schedule for dowels. Each bar to be:

Double spiral wrap at top and bottom.

Extend smooth fiber form 12" below the adjacent grade.

Provide 60 dia. lap from top of pier.

PIER REINFORCING:See pier schedule.

Provide precast concrete retainers at sides and bottom to provide reinforcing clearances. Refer to specifications.

Bottom of pier shall be cleaned of all loose debris and soil.

"Bea

ring

Stra

ta"

Requ

ired

dep

th in

to li

mes

tone

/mar

lD

epth

ab

ove

limes

tone

/ma

rl va

ries

See

sche

dule

Pier

dia

met

er

3"clr.

PIER SCHEDULE NOTES:

1. Final depths of piers will vary due to depth(s) of limestone/marl. Increase depths as necessary to provide the "REQUIRED DEPTH INTO BEARING STRATA". For the purposes of the pier excavations, MARL AND LIMESTONE are to be considered as part of the bearing strata.

2. For bidding purposes: Contractor to provide pier costs based on installing concrete piers to the scheduled DEPTH INTO BEARING STRATA; plus an average total of 10'-0" through all other types of soil. This total is to be the "BID DEPTH" (Bid Depth = required depth into bearing strata + 10'-0") See Geotech report for drilling conditions.

3. Due to the above variables, the depths of the final piers may vary (The final constructed depth is to be the "ACTUAL DEPTH". Contractor to provide unit costs per linear foot for each pier diameter for a decrease (lesser depth) or an increase (greater depth) in depth. The credit for lesser pier depth unit price shall be no less than 75% of the unit price for greater pier depth.

4. A representative from the geotechnical engineer shall monitor, approve, and log the adjustments to the pier construction. Adjustments to the pier costs will be based on these logs.

5. Preliminary copies of the pier logs are to be provided to the contractor at the end of each day. The contractor is to review these logs & notify the testing lab of any discrepancies prior to commencing drilling operations on the next day.

6. Pier excavations shall not extend 40'-0" below original existing grades or below an elevation of 874' without prior approval from geotechnical engineer. Coordinate with Geotechnical Engineer for these existing elevations.

2"

F.F. = Varies

Type Mark

P1

Shaft Diameter

Shaft Reinforcing(60 ksi)

Spiral Required Depth into Bearing Strata

Dowels

PIER SCHEDULE

P2

P3

1' -

0"

Act

ual D

epth

(Var

ies)

(See

Not

es)

Pier

Ext

ensio

nSe

e Sc

hedu

leBe

am

Dep

th "D

"1-2

7-10

Bid Depth( See Note 2)"Depth below

final Subgrade"

Mud slab. Refer to Civil.

1' -

8"

Finish mud slab/ surrounding grade with slope away from pier.

18" 6 - #7 1/2"dia. @ 12" pitch 12'-0" 4 - #7

24" 8 - #7 1/2"dia. @ 12" pitch 15'-0" 6 - #7

30" 10 - #8 1/2"dia. @ 12" pitch 15'-0" 8 - #7

P4

P5

30"

36"

10 - #8

14 - #8

1/2"dia. @ 12" pitch

1/2"dia. @ 12" pitch

20'-0"

20'-0"

22'-0"

25'-0"

25'-0"

30'-0"

30'-0"

8 - #7

8 - #7

Final Subgrade elevation. (See Civil)

(4000 psi concrete)

STEEL COLUMN SCHEDULE

MARK SIZE BASE PLATE(See Note)

WELD SIZE

DETAIL "A"

NOTE: Bevel ends of column that are flush with chamfered edge of slab. If columns are sent long and field trimmed, bevel to be cut in field.

5/16

" bev

el

DETAIL "B"

Weld Note:Provide (3)- coats of cold galv. paint at galvanized columns.

S1 HSS 6"x6"x1/4" 10"x10"x1/2" with (4)- 3/4" dia. x 8" HCA.1/4" Fillet. See details below

Grid

2"2"

2"12"(t

yp.)

2"2"

2"2"

2"2"

2"

Offset the bend of vertical bars 1 1/2 : 36 below splices.

Concrete framing beam. See plans and schedule.

Add ties at typical spacing where beam does not occur on each side of column.

Construction Joint.If joint is necessary (Notify Engineer prior to pouring column).

COLUMN REINFORCING:See column schedule.

Provide 3/4" chamfer atall exposed edges. Refer to 3/S500. Provide dovetail slots for attachment to masonry. Refer to Architect for details.

Provide dowels as scheduled reinforcing with 6'-0" splice to column reinforcing. Do not wet set. Tie dowels securely to beam reinforcing.

Top beam, See Plan.

PIER DOWELS:Refer to pier schedule/details for size and quantity.

Top of pier

See typical pier detail for reinforcing and dimensions.

If construction joints are required at tall columns: Place (3) sets of additional ties as shown on each side of construction joint.

See roof plan sheets and details for concrete framing beam orientation with respect to column for dowel placement location.

3" c

lr.

6'-0

" la

p

12"ty

p.

2"

2"2"

1 1/2"clr. typ.

Bea

m D

epth

3/8

ScheduleRefer to

1/4" Stiffener plate on both sides.

8"x8" Steel Shim:Provide various thickness (1/4" Minimum) for adjustment to elevations.

Embed Plate:3/4" Steel plate with (4)-3/4" dia. HCA X 16" (Embed to project 1/2" above concrete)

Refer to sloped beam on column detail if pitch of beams is greater than 3/8"/ft.

Steel beam. See roof framing plans.

Concrete column. Refer to typical column detail.

NOTE: Steel fabricator to show all top of cap plate elevations on shop drawings. Contractor to set column cap plate with instruments. Submit instrument reading to Structural Engineer.

Shim thickness - 1/16" (3/8" Maximum)

typical1"

2" 2"2"

typ

ica l

1' -

0"

size

- 2"

Col

umn

3" Typ.

0-8

0-8

C1

MARK SIZE VERTICAL BARS TIES: SIZE AND SPACING TYPE CONCRETE STRENGTH

14"x14"

18"x18"

(4) - #8

(4) - #9

#4 at 12" o.c.

#4 at 12" o.c.

4000 psi.

4000 psi.

CONCRETE COLUMN SCHEDULE

C2Grid

COLUMN REINFORCING:See column schedule.

Provide 3/4" chamfer atall exposed edges. Refer to 3/S500. Provide dovetail slots for attachment to masonry. Refer to Architect for details.

Provide dowels as scheduled with 6'-0". splice to column reinforcing. Do not wet set. Tie dowels securely to beam reinforcing.

Concrete footing. See Plan.

3" c

lr.

6'-0

" la

p

12"ty

p.

2"

2"2"

1 1/2"clr. typ.

Foot

ing

Dep

th

ScheduleRefer to

Concrete beam. See plan.

Concrete column. Refer to typical column detail.

2"

2"

2"

typ

ica l

1' -

0"

AT PIER AT FOOTING

Competent Marl. Refer to 5/S500.

For beam width equal to, or smaller than column, provide #4 ties around dowels in beam as shown.

TYPICAL AT STEEL ROOF BEAMS

TYPICAL AT CONCRETE ROOF BEAMS

S2 HSS 8"x8"x1/4" 12"x12"x1" with (4)- 3/4" dia. x 16" HCA. 5/16" Fillet. See detail 4/S500

S3 HSS 8"x8"x3/8"

6

12"x12"x1" with (4)- 3/4" dia. x 16" HCA. 5/16" Fillet. See detail 4/S500

FOUNDATION DOWELS

(4) - #8

(8) - #8 (3 each face)

S4 HSS 6"x6"x1/4" None: Weld to top of HSS 16x8 5/16" Fillet.

Verify chamfer conditions with Architect.

6" (V

erify

)

Finished Floor

Ceiling, refer to Architect.

Concrete column, see column schedule.

Provide 3/4" chamfer at all exposed edges. Provide dovetail slots for attachment to masonry. Refer to Architect for additional details.

6" (V

erify

)

.

3/4" chamfer

HSS 8"x8" steel column.

18"x18" concrete column.

See column schedule for base plate.

S2

C2

5/16

T.C. = 112'-0" (Typical)T.C.=104'-0" (at grids V and W)

S3or

Inspection required

SPECIAL INSPECTION REQUIRED

1" 1' - 10" 2' - 2"

Existing Ductwork:1. Remove ductwork if necessary to construct footing and column. Replace as directed by MEP.

2. Lower footing if necessary to avoid conflict with ductwork.

Existing framing. New 14"x14" column. Refer to 2/S500 for reinforcing.

New 4'-0" x 5'-0" footing.

2' -

0"

1' - 11"

Competent marl strata to be verified by Geotech Engineer.

Footing Bars:#5 @ 6" o.c.e.w. top and bottom.

Refer to 2/S500 for dowels and column rebar.

SPECIAL INSPECTION REQUIRED

60670DAVID R. WONDER

STA T E O F TEX AS

PR

OFE SI ON A L E NGI NE

ER

R EGI S T E R ED

S

K A

A R

L S

E N

N O

O N

A N

R I

T T

I M A

N N

G A

R C

I A

1343

8 BA

ND

ERA

RD

#202

HELO

TES,

TEX

AS 7

8023

P: 2

10.6

95.5

716

knrg

arch

.com

Project No.: 1907052

NORT

HSID

E IND

EPEN

DENT

SCHO

OL DI

STRI

CT

SM

SAN

AN

TON

IO, T

EXAS

782

5311

600

CU

LEBR

A R

OAD

Revisions:

Chkd By:

Date Issued:

Drwn. By:

LIB

RA

RY

AD

DIT

ION

/ R

EN

OV

AT

ION

AT

WIL

LIA

M H

. T

AFT

HIG

H S

CH

OO

LPh

one:

(210

) 680

-412

6Sa

n A

nton

io, T

exas

,47

34 C

olle

ge P

ark

NRE

PI

GN

E

NY

S

7824

9

IR

EE

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Texa

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rm R

egist

ratio

n #F

-188

Proj

ect #

....

WW

DRW

8356

Sheet of 23

03-16-2020

S500

03-16-2020

PIERS/ FOOTINGAND COLUMNS

3/4" = 1'-0"1 PIER DETAIL AND SCHEDULE

3/4" = 1'-0"2 CONCRETE COLUMN & COLUMN SCHEDULE

3/4" = 1'-0"3 COLUMN CHAMFERS3/4" = 1'-0"4 COLUMN TRANSITION

3/4" = 1'-0"5 NEW CONCRETE FOOTING 9

CONCRETE JOIST SCHEDULE

MARKWIDTH DEPTH TOP BARS BOTTOM BARS BEND

Refer to 10/S501SIZE SPACING(AT EACH END)

(EACH END U.N.O.)

J1 8" 20 + 4 5/8" (1)- #6 each end (1)- #7 #4

J2

J3

J4

12J1

DIMENSION REINFORCING (GRADE 60) STIRRUPS (GRADE 60)

Provide standard ACI 90 degree hook at all top bars at discontinuous ends (see note #3).

Straight bottom bars (with hooks at discontinuous end).

Refer schedule for top bars. Provide all scheduled bars from joist at EACH END of joist over supports.

Refer to concrete joist details for typical stirrup spacing.

CONCRETE JOIST REINFORCING STEEL PLACEMENT NOTES:

Unless bar lengths are scheduled, the following lengths shall apply: 1. Lx= LA/3 or LB/3 etc... WHICHEVER IS LONGEST.

2. When multiple bottom bars are scheduled: - Smaller bars to extend over support with class-A tension splice. - Larger bars to extend to within 2'-0" of support center line. - When multiple bars are the same size, provide one short and one long bar. - Provide stirrups at each end of joist unless noted otherwise. 3. Top Bar Note: Provide scheduled top bars shown at EACH END of each joist. At discontinuous ends, scheduled top bar may be changed to 1-#5 (w/ hook) at discontinuous end only. Use scheduled bar at other end. 4. Where double joist are shown on plans ("2J#") provide double joist reinforcing as scheduled.

LA/4 LX LX LX LX

tension spliceClass-A

tension spliceClass-A

+-1/2"3" clr.

LA

1 1/

2" c

lr.

1" c

lr.

LB (beam or column)Width of support

Note 2Note 2

12"

20 + 4 5/8"

20 + 4 5/8"

20 + 4 5/8"

20 + 4 5/8"

(1)- #6 each end

(1)- #7 each end

(1)- #8 each end

(2)- #8 each end

(2)- #7

(1)- #7

(2)- #6

(2)- #8

#4

#4

#4

#4

-8" WIDE JOIST-

1 at 5", 6 at 10"

1 at 5", 6 at 10"

1 at 5", 8 at 10"

1 at 5", 14 at 10"

1 at 5", 14 at 10"

CONCRETE JOIST DETAILS AND SCHEDULE

TYPICAL JOIST REINFORCEMENT PLACEMENT

-12" WIDE JOIST-

J5

J6

J7

J8

J9

J10

J11

12J2

20 + 4 5/8"

20 + 4 5/8"

20 + 4 5/8"

20 + 4 5/8"

20 + 4 5/8"

20 + 4 5/8"

(1)- #8 each end

(1)- #8 each end

NOT USED

(2)- #7 each end

(2)- #7 each end

(2)- #8 each end

(2)- #8 each end

(2)- #7

(2)- #8

NOT USED

(2)- #7

(2)- #8

(2)- #8

(2)- #9

#4

#4

#4

#4

#4

#4

1 at 5", 14 at 10"

1 at 5", 14 at 10"

1 at 5", 16 at 10"

1 at 5", 16 at 10"

1 at 5", 16 at 10"

1 at 5", 16 at 10"

12" 20 + 4 5/8" (2)- #8 each end (3)- #8 #4 1 at 5", 16 at 10"

8"

8"

8"

8"

8"

8"

8"

8"

8"

(+-1/2")3" clr.

LA (beam splice) LB (beam splice) LC (beam span)

LX LX LX LX

top barsbottom bars

Standard ACI 90 degree hook.

NOTE: See Note 2 for special corner bar lengths. Provide top and bottom.

See placement note 1 below.

Corner bars, see placement note 2.

Provide same clearance from inside face of lug if lug is present.

Start stirrup spacing from face of support.

NOTE: Provide bottom bar lap equal to top bar laps.

CONCRETE FRAMING BEAM REINFORCING PLACEMENT NOTES:

1. NOTE: Lx = LA/3 or LB/3 etc... whichever is greatest. Where top straight bars are scheduled, continue those top bars for a distance Lx into adjacent spans.

2. Provide (2)-#7 corner bars (top and bottom) at all corners and "T" intersections (both interior and exterior) with 6'-0" laps x

3. Where beam depth exceeds 36" provide #4 horizontal bars in each face so that maximum space between bars in each face is 12". Provide matching 6'-0" lapped "corner bars" at all longitudinal bars.

4. At beams adjacent to cantilevered beams, modify scheduled bar types to extend bars to end of cantilever. (See Note 5 below)

5. At cantilevered beams, place reinforcing as shown with hooked top reinforcing from the adjacent span.

6. Provide closed stirrups at all edge beams (perimeter beams).

7. Construction joints to be located in middle third of span. Refer "Concrete Framing Beam Construction Joint Detail" below. Contractor to submit proposed joint locations to Engineer and Architect. Coordinate with Architect for requirements at exposed locations.

8. Refer to Architect for all chamfer locations.

rest at 10" o.c. (typical U.N.O.)Stirrups in cantilever: (1) at 5":

Provide hook on all top bars.

CANTILEVERADJACENT SPAN

6-0

6-0

Beam span

Bea

m "W

"

PLAN

1/3 span 1/3 span 1/3 spanColumns below

Construction joint location

NOTE: All Construction Joints to be approved by the Structural Engineer unless otherwise detailed and located on the plans. Submit proposed construction joint locations on formwork shop drawings.

Provide (2) sets of additional stirrups on each side of Construction Joint.

3 equal spaces

1/6 of the beam depth

Beam reinforcing continuous through construction joint.

Provide (2) sets of additional stirrups on each side of Construction Joint.

Beam reinforcing continuous through construction joint.

1/3 beam depth

ELEVATION(Beam depth greater than 36")

1 1/2"

See

bea

m sc

hed

ule

Bea

m d

epth

1 1/2"

See

bea

m sc

hed

ule

Bea

m d

epth

ELEVATION(Beam depth 36" or less)

MARKDIMENSION REINFORCING (GRADE 60) STIRRUPS (GRADE 60)

CONCRETE FRAMING BEAM SCHEDULE

WIDTH DEPTH TOP BARS BOTTOM BARS PLACEMENT NOTES SIZE BEND SPACING (AT EACH END)

FB1 18" 40" (3)- #8(2)- #6 #4 1 at 6"; 10 at 12"; rest @ 24" o.c.

CONCRETE FRAMING BEAM CONSTRUCTION JOINT DETAILS

FB2

FB3

FB4

FB5

FB6

#4

(3)- #6 #4

(3)- #8 #4

#4

(3)- #8 #4

(3)- #8

(3)- #6

(2)- #7

(2)- #8

(2)- #8

(3)- #7

(3)- #7

CONCRETE FRAMING BEAMDETAILS AND SCHEDULE

18"

18"

18"

18"

18"

1 at 6"; 10 at 12"; rest @ 24" o.c.

1 at 6"; 10 at 12"; rest @ 24" o.c.

1 at 6"; 10 at 12"; rest @ 24" o.c.

1 at 6"; 10 at 12"; rest @ 24" o.c.

1 at 6"; 10 at 12"; rest @ 24" o.c.

Width Note: See details for additional beam width and reinforcing, where lug is required.

40"

40"

40"

40"

40"

Note 3.

Note 3.

Note 3.

Note 3.

Note 3.

Note 3.

Joist top bars to be supported on continuous #4 at 48"o.c. (running perpendicular to joist Support #4 on 1 1/2" chair each side of joist. See joist schedule for reinforcing.

Stirrups (where indicated).

Slab reinforcing supported by joist top bars and continuous #4 support bars at 48"o.c. Provide 1 1/2" slab bolsters next to joist where no joist top bars occur.

Continuous 1 1/2" slab bolsters tied to #4 bars

Provide 1" chairs at 48"o.c.

See

sche

d ule

"D"

"W" "W"

Minimum1" Clear

Minimum1" Clear

NOTE: Drape joist reinforcing to accommodate floor drop up to 4". No extra bends required. Provide joist "Z" bars with 40 dia. splice for drop over 4".

48" min.

floor

dro

p4

5/8"

plu

s

Continuous #4 at drops greater than 2".

Interior beam where it occurs. Drop beam soffit where floor drops occur.

Floo

r dro

ppa

nSc

hed

ule

t yp

ica l

4 5/

8"

See

Sche

dule

"D"

NOTE: Drape joist reinforcing to accommodate floor drop up to 4". No extra bends required. Provide joist "Z" bars with 40 dia. splice for drop over 4".

Drape W.W.R.

Continuous #4 at drops greater than 2"

4 5/

8" ty

pica

lpa

nSc

hedu

led

floor

dro

p

See

Sche

dule

"D"

floor

dro

p4

5/8"

plu

s

pan

Low

er

Joist spacing

See

Sche

dule

"D"

Floo

r dro

p

8 5/

8"

16" p

an

Typical slab reinforcing. See Plan.

5 1/2" chairs at 30" o.c. each way.

#4 at 8" o.c. each way.

Typical slab bolster

Stirrup

typ

ical

4 5/

8"de

pth

Bea

m

Scheduled joist

Exterior beam

reinforcing if width exceeds 6"Add full joist

1' - 0"

Where joists run parallel to beams or walls, provide #4 at 24"o.c. x

Refer to typical detail 3/S501 for W.W.F. and bolsters. continuous 1 1/2" slab bolsters tied to W.W.F.

0-8

3-4

"W" Pan Width "W"

Continuous #4 bar.

Provide #4 "Z" bars at 12"o.c. with 40 dia. laps at floor drop.flo

or d

rop

4 5/

8" p

lus

4 5/

8" ty

pica

lSc

hedu

led

pan

floor

dro

p

Joist spacing

Floo

r dro

pSe

e Sc

hedu

le"D

"

See

Sche

dul

e

"D"

Extend W.F.F. reinforcing as shown at thickened slab area.

(1)-#5 Continuous top and bottom. Place distribution rib reinforcing "inside" joist top and bottom bars. Tie top bars to W.W.R. Provide top and bottom corner bars at ends of ribs.

Slab reinforcing mesh in slab. See plan note.

See

Sche

dule

"D"

5"Provide 1" chairs at 48" o.c.

Note: See plan for location of distribution ribs. Locate rib at mid span of joist unless noted otherwise on plan.

Provide stirrups at each end of joist unless noted otherwise.

Typical stirrup splice if needed.

for typical spacingRefer to schedule

10" 10"

Interior beam

first joist spacingSee schedule for

4 5/

8" (t

ypic

al)

Pan

dep

th

2 5/

8" c

lr.

10"

1" c

lr.

60670DAVID R. WONDER

STA T E O F TEX AS

PR

OFE SI ON A L E NGI NE

ER

R EGI S T E R ED

S

K A

A R

L S

E N

N O

O N

A N

R I

T T

I M A

N N

G A

R C

I A

1343

8 BA

ND

ERA

RD

#202

HELO

TES,

TEX

AS 7

8023

P: 2

10.6

95.5

716

knrg

arch

.com

Project No.: 1907052

NORT

HSID

E IND

EPEN

DENT

SCHO

OL DI

STRI

CT

SM

SAN

AN

TON

IO, T

EXAS

782

5311

600

CU

LEBR

A R

OAD

Revisions:

Chkd By:

Date Issued:

Drwn. By:

LIB

RA

RY

AD

DIT

ION

/ R

EN

OV

AT

ION

AT

WIL

LIA

M H

. T

AFT

HIG

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CH

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(210

) 680

-412

6Sa

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,47

34 C

olle

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NY

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9

IR

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Texa

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egist

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n #F

-188

Proj

ect #

....

WW

DRW

8356

Sheet of 23

03-16-2020

S501

03-16-2020

JOIST AND FRAMINGBEAM SCHEDULES

3/4" = 1'-0"1 CONCRETE JOIST REINFORCING STEEL PLACING DIAGRAM, NOTES, AND SCHEDULE

1/2" = 1'-0"2 CONCRETE FRAMING BEAM REINFORCING STEEL PLACING DIAGRAM, NOTES, AND SCHEDULE

3/4" = 1'-0"3 TYPICAL JOIST3/4" = 1'-0"4 CONCRETE JOIST DETAIL AT DROP

3/4" = 1'-0"5 CONCRETE JOIST DETAIL AT DROP (DROPS 4" OR LESS)3/4" = 1'-0"6 THICKENED SLAB AT SHALLOW PAN

3/4" = 1'-0"7 CONCRETE JOIST DETAIL (PARALLEL TO BEAM)

3/4" = 1'-0"8 CONCRETE JOIST DETAIL AT DROP (DROPS GREATER THAN 4")3/4" = 1'-0"9 DISTRIBUTION RIB

3/4" = 1'-0"10 CONCRETE JOIST DETAIL (PERPENDICULAR TO BEAM)10

3" clear (+-1 1/2")

LA (Beam Span) LB (Beam Span)

"D"

"W"

2"clr. 2"clr.

1 1/

2" c

lr.at

tie

rest at 10" o.c. (Typical, U.N.O. in schedule)Stirrups in cantilever : (1) at 5";

Standard ACI 90 degree hook.

Corner bars, See placement note 2.

Provide same clearance from inside face of lug if lug is present.

See placement note 1 below.

top barsbottom bars

LC beam span

Start stirrup spacing from face of support

CONCRETE BEAM REINFORCING PLACEMENT NOTES:

1. NOTE: Lx = LA/3 or LB/3 etc... whichever is greatest. Where top straight bars are scheduled, continue those top bars for a distance Lx into adjacent spans.

2. Provide (2)-#6 corner bars (top and bottom) at all corners and "T" intersections (both interior and exterior) with 3'-0" laps x

3. Where beam depth exceeds 36" provide #4 horizontal bars in each face so that maximum space between bars in each face is 12". Provide matching 40Ø corner bars at all longitudinal bars.

4. At beams adjacent to cantilevered beams, modify scheduled bar types to extend bars to end of cantilever. (See Note 5 below)

5. At cantilevered beams, place reinforcing as shown with hooked top reinforcing from the adjacent span.

#5 x "W" tie bars at 48"o.c. not scheduled.

See joist schedule.

See beam schedule for dimensions and reinforcing.

T.C.=See Plan

Scheduled stirrups with minimum of 4" hooked ends.

Top of column or top of pier

Provide 1 1/2" continuous beam bolsters (under beam stirrups).

Provide hook on all top bars.

TYPICAL BEAM CONSTRUCTION AND REBAR PLACEMENT

ADJACENT SPAN CANTILEVER

LX LX LX LX

(24" Min)Class-A tension splice

(24" Min)Class-A tension splice

3-03-0

NOTE: Provide closed stirrups with 135° corners at all edge and perimeter beams.

MARK

B1 #4

DIMENSION REINFORCING (GRADE 60) STIRRUPS (GRADE 60)

SPACING (AT EACH END)

B2 #4

B3 #4

B4 #4

B5 #4

B7 #4

B8 #4

B9 #4

B10 #4

B11 #4

B12 #4

B13 #4

B14 #4

B15 #4

B16 #4

B17 #4

B18 #4

B19B20B21B22B23B24

B26B27B28B29B30B31B32

B33B34B35B36

B37B38B39

B40B41

B42B43B44B45B46B47

WIDTH DEPTH TOP BARS BOTTOM BARS BEND SIZE

B6 #4

bea

m st

irrup

2 1/

8" C

lea

r ab

ove

CONCRETE BEAM SCHEDULE AND DETAILS

TYPICAL BEAM REINFORCEMENT PLACEMENT

B50B51B52B53B54

B48B49

1 at 5"; 3 at 10" ea. end, rest @ 30" o.c.24" (3)-#6 (3)-#6

NOTES24 5/8"

Note(s): 4,5

B25

CONCRETE BEAM SCHEDULE - AREA A

24"

24"

32"

48"

42"

24"

32"

24"

24"

36"

36"

45"

54"

54"

54"

30"

36"

24 5/8"

84"

24 5/8"

24 5/8"

24 5/8"

84"

24 5/8"

36"

36"

36"

36"

103 1/8"

30 7/8"

24 5/8"

24 5/8"

24 5/8"

36"

(3)-#6

(2)-#6

(4)-#6

(4)-#6

(4)-#6

(2)-#6

(3)-#6

(3)-#6

(3)-#6

(3)-#6

(3)-#6

(6)-#8

(7)-#8

(6)-#6

(6)-#7

(3)-#6

(4)-#6

(3)-#6

(3)-#6

(4)-#6

(4)-#6

(6)-#10

(3)-#6

(4)-#8

(3)-#8

(3)-#6

(4)-#6

(4)-#6

(3)-#7

(7)-#9

(7)-#7

(6)-#6

(5)-#8

(7)-#9

Note: 3, Note(s) 4,5

Note(s): 4,5

Note(s): 4,5

Note: 3

Note(s): 4,5

Note: 3

Note(s): 4,5

1 at 5"; 3 at 10" ea. end, rest @ 30" o.c.

1 at 5"; rest @ 24" o.c.

1 at 5"; 3 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 3 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 10 at 10" ea. end, rest @ 30" o.c.

1 at 5"; rest @ 24" o.c.

1 at 5"; 5 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 5 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 5 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 3 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 3 at 10" ea. end, rest @ 30" o.c.

1 at 5"; rest @ 24" o.c.

1 at 5"; 12 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 3 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 3 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 3 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 10 at 10" ea. end, rest @ 30" o.c.

24"

54"

18"

24"

36"

36"

48"

48"

48"

48"

26"

18"

24"

33"/48"

48"

48"

48"

30"

103 1/8"

24 5/8"

24 5/8"

24 5/8"

36"

36"

24 5/8"

30 7/8"

24 5/8"

24 5/8"

84"

24 5/8"

24 5/8"

84"

24 5/8"

30 7/8"

24 5/8"

72"

(3)-#6

(4)-#6

(2)-#9

(3)-#7

(3)-#6

(3)-#6

(6)-#7

(8)-#9

(6)-#7

(6)-#7

(2)-#6

(2)-#8

(3)-#7

(5)-#7hook one top bar at lug(6)-#8

(8)-#9

(8)-#8

continue top bars from B39

(3)-#8

(4)-#9

(3)-#9

(4)-#7

(4)-#6

(4)-#6

(7)-#7

(9)-#9

(6)-#7

(6)-#7

(3)-#8

(3)-#8

(4)-#6

(3)-#7

(6)-#7

(8)-#10

(8)-#8

(3)-#7

Note: 3

Note(s): 4,5

Note: 3

Note: 3

Note(s): 4,5

Note: 3, hook bottom bars @ each end

@ lug

rest

1 at 5"; rest @ 24" o.c.

1 at 5"; 10 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 16 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 10 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 3 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 3 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 12 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 14 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 10 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 4 at 10" ea. end, rest @ 30" o.c.

1 at 5"; rest @ 24" o.c.

1 at 5"; 16 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 8 at 10" ea. end, rest @ 30" o.c.

1 at 5"; rest @ 12" o.c.

1 at 5"; 12 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 16 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 16 at 10" ea. end, rest @ 30" o.c.

1 at 5"; rest @ 24" o.c.

26"

26"

30"

18"24"/32"

26"

18"26"

48"

48"

48"

48"

18"26"

26"

30"

18"

32"

72"

72"

24 5/8"

24 5/8"24 5/8"/ 84"

132"

24 5/8"

84"

24 5/8"

30 7/8"

30 7/8"

24 5/8"

84"

84"

72"

24 5/8"

24 5/8"

84"

(2)-#6

(2)-#6

(3)-#8

(2)-#9

(3)-#7

(3)-#6

(3)-#6

(3)-#6

(7)-#7

(8)-#9

(8)-#9

(8)-#9

(3)-#6

(3)-#6

(2)-#7

(4)-#8

(2)-#8

(3)-#8

(3)-#7

(3)-#7

(4)-#9

(3)-#9

(4)-#8 at bottom of 24 5/8" beam and extend to column.

(3)-#8

(3)-#6

(3)-#8

(6)-#7

(7)-#10

(7)-#10

(7)-#10

(3)-#7

(3)-#6

(3)-#6

(4)-#8

(3)-#9

(3)-#7

Note: 3

Note: 3, horiz. bars rolled

Extend top and bottom bars to end of B36 and hook.

Note: 3, continuous bottom

bars from B54 to offset

Note: 3, Note(s) 4,5

Note: 3

Note: 3

Note: 3

Note: 3, horiz. bars rolled

Note: 3, cont. top bars 15' into B41

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

1 at 5"; rest @ 24" o.c.

1 at 5"; rest @ 24" o.c.

1 at 5"; 16 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 16 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 12 at 10" ea. end, rest @ 30" o.c.

1 at 5"; rest @ 24" o.c.

1 at 5"; 3 at 10" ea. end, rest @ 30" o.c.

1 at 5"; rest @ 24" o.c.1 at 5"; 8 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 16 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 16 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 16 at 10" ea. end, rest @ 30" o.c.

1 at 5"; rest @ 24" o.c.

1 at 5"; rest @ 24" o.c.

1 at 5"; rest @ 24" o.c.

1 at 5"; 16 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 16 at 10" ea. end, rest @ 30" o.c.

1 at 5"; rest @ 24" o.c.

NOTE: Provide closed stirrups with 135° corners at all edge and perimeter beams.

MARK

B55 #4

DIMENSION REINFORCING (GRADE 60) STIRRUPS (GRADE 60)

SPACING (AT EACH END)

B56B57B58B59

B61B62B63B64

B65

B66B67B68B69B70B71B72B73B74B75

B76B77B78

B80B81B82B83B84B85

WIDTH DEPTH TOP BARS BOTTOM BARS BEND SIZE

B60

1 at 5"; 8 at 10" ea. end, rest @ 30" o.c.48" (7)-#7 (6)-#7

NOTES24 5/8"

B79

CONCRETE BEAM SCHEDULE - AREA A

48"

48"

48"

26"

30"

18"

32"

26"

30"

33"/48"

48"

48"

48"

48"

26"

24"

24"

30 7/8"

30 7/8"

24 5/8"

72"

24 5/8"

24 5/8"

84"

72"

72"

84"

24 5/8"

30 7/8"

24 5/8"

24 5/8"

84"

24 5/8"

24 5/8"

(8)-#9

(8)-#9

(8)-#9

(2)-#6

(3)-#8

(2)-#9

(3)-#8

(2)-#6

continue top bars from B60

(5)- #7hook one top bar at lug(6)-#8

(8)-#9

(6)-#7

(4)-#6

(2)-#6

(2)-#7

(3)-#6

(7)-#10

(7)-#10

(7)-#10

(3)-#7

(4)-#9

(3)-#9

(3)-#7

(3)-#7

(3)-#7

(3)-#7

(6)-#7

(8)-#10

(6)-#7

(4)-#7

(3)-#8

(3)-#6

(3)-#7

Note: 3, horiz. bars rolled

Extend top and bottom bars to end of B64 and hook.

Note: 3

Note: 3

Note: 3hook bottom bars

@ each end

Note: 3

Note: 3

@ lug

rest

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

1 at 5"; 16 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 16 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 16 at 10" ea. end, rest @ 30" o.c.

1 at 5"; rest @ 24" o.c.

1 at 5"; 16 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 16 at 10" ea. end, rest @ 30" o.c.

1 at 5"; rest @ 24" o.c.

1 at 5"; rest @ 24" o.c.

1 at 5"; rest @ 24" o.c.

1 at 5"; rest @ 12" o.c.

1 at 5"; 10 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 14 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 10 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 3 at 10" ea. end, rest @ 30" o.c.

1 at 5"; rest @ 24" o.c.

1 at 5"; 8 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 6 at 10" ea. end, rest @ 30" o.c.

26"

26"

32"

32"

24"

24"

24"

26"

26"

26"

26"

26"

24"

84"

30 7/8"

varies 84"to36"

36"

24 5/8"

24 5/8"

24 5/8"

34"

96"

96"

36"

36"

24 5/8"

(3)-#6

(3)-#6

(3)-#8

(3)-#6

(3)-#6

(3)-#6

(3)-#6

(2)-#6

(3)-#6

(3)-#8

(2)-#6

(2)-#6

(3)-#6

(3)-#8

(3)-#7

(3)-#8x

20'6'

steps

(3)-#6

(3)-#7

(3)-#6

(2)-#7

(3)-#7

(3)-#9

(3)-#6

(3)-#6

(3)-#6

(3)-#6

Note: 3

Note: 3

Note: 3

or

1 at 5"; rest @ 24" o.c.

1 at 5"; 3 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 6 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 3 at 10" ea. end, rest @ 30" o.c.

1 at 5"; rest @ 24" o.c.

1 at 5"; 6 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 3 at 10" ea. end, rest @ 30" o.c.

1 at 5"; rest @ 10" o.c.

1 at 5"; rest @ 24" o.c.

1 at 5"; rest @ 24" o.c.

1 at 5"; 6 at 10" ea. end, rest @ 30" o.c.

1 at 5"; 3 at 10" ea. end, rest @ 30" o.c.

1 at 5"; rest @ 24" o.c.

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

#4

Temporary bulkhead in slab.

Slab reinforcing continuous through Construction Joint.

NOTE: All Construction Joints to be approved by the Structural Engineer unless otherwise detailed and located on the plans.

ELEVATION

2 full squaresLap mesh

slab

thic

knes

sProvide (2)- sets of additional stirrups on each side of construction joint.

1 1/2"

1/6 of beam depth.

Beam reinforcing continuous through construction joint.

Elevation:(Beam depth greater than 36")

See

bea

m sc

hed

ule

Bea

m d

epth

Provide (2) sets of additional stirrups on each side of Construction Joint.

NOTE: All Construction Joints to be approved by the Structural Engineer unless otherwise detailed and located on the plans. Submit proposed construction joint locations on formwork shop drawings.

1 1/2"

See

bea

m sc

hed

ule

Bea

m D

epth

Beam reinforcing continuous through construction joint.

Elevation:(Beam depth 36" or less)

3 equal spaces

1/3 of beam depth

Provide transition bars same size and quantity as scheduled reinforcing.

Provide standard ACI hooks.

Provide four extra sets of stirrups at soffit drop and four extra sets at slab drop. Provide stirrup extensions xfor each stirrup in deepened beam transition area.

4' - 0" minimum

30 dia. 5" typical 30 dia.

Dro

ps g

rea

ter t

han

6"

CASE "A"

CASE "B"

Provide standard ACI hooks.

Provide transition bars same size and quantity as scheduled reinforcing for shallower beam.

30 dia.

Provide four extra sets of stirrups at soffit drops.

Dro

ps g

rea

ter t

han

6"

5" typical

SUSPENDED BEAM TRANSITION AT DROPS GREATER THAN 6"

Additional #4 stirrups at 10"o.c.

See beam schedule for typical reinforcing.

Provide continuous #7 top and bottom bars.

per plan.Widened beam Scheduled width

Top bars from deeper beam hook into shallow beam.

Transition bars. Match size and quantity of bottom bars in deeper beam, with standard hook at top.

11

Sha

llow

bea

m

Dee

per

Bea

m

1' - 6"

4"

60 dia.

4"

Hook bottom bars of deeper beam.

60670DAVID R. WONDER

STA T E O F TEX AS

PR

OFE SI ON A L E NGI NE

ER

R EGI S T E R ED

S

K A

A R

L S

E N

N O

O N

A N

R I

T T

I M A

N N

G A

R C

I A

1343

8 BA

ND

ERA

RD

#202

HELO

TES,

TEX

AS 7

8023

P: 2

10.6

95.5

716

knrg

arch

.com

Project No.: 1907052

NORT

HSID

E IND

EPEN

DENT

SCHO

OL DI

STRI

CT

SM

SAN

AN

TON

IO, T

EXAS

782

5311

600

CU

LEBR

A R

OAD

Revisions:

Chkd By:

Date Issued:

Drwn. By:

LIB

RA

RY

AD

DIT

ION

/ R

EN

OV

AT

ION

AT

WIL

LIA

M H

. T

AFT

HIG

H S

CH

OO

LPh

one:

(210

) 680

-412

6Sa

n A

nton

io, T

exas

,47

34 C

olle

ge P

ark

NRE

PI

GN

E

NY

S

7824

9

IR

EE

GN

Texa

s Fi

rm R

egist

ratio

n #F

-188

Proj

ect #

....

WW

DRW

8356

Sheet of 23

03-16-2020

S502

03-16-2020

BEAM SCHEDULE

1/2" = 1'-0"1 CONCRETE BEAM REINFORCING STEEL PLACING DIAGRAM, NOTES AND SCHEDULE1/2" = 1'-0"2 CONCRETE CONSTRUCTION JOINT DETAIL

3/4" = 1'-0"3 SUSPENDED BEAMS3/4" = 1'-0"4 WIDENED BEAM DETAIL

3/4" = 1'-0"5 DEEPER BEAM INTO SHALLOW BEAM11

Elevation

Plan

NOTE: Mechanical sleeves shall not exceed 6" outside diameter unless approved by the Structural Engineer.

NOTE: Mechanical sleeves shall not exceed 6" outside diameter unless approved by the Structural Engineer.

Sleeve as required by OTM/ MEP

(1)-#4 top and bottom each side of sleeve group (each way).

Extend #4 bars 12" beyond centerline of joist, each side of sleeve group or blockout.

NOTE: Space sleeves such that max sleeve group dimension is 12" or less.

Beam reinforcing continuous. See the beam schedule.

Refer to the Mechanical drawings for locations of piping. Detail not cut on plans.

(2)-#5 top and bottom extending 24" beyond each side of opening.

See

bea

m sc

hed

ule

Bea

m d

epth

1' -

0"

1' - 0"1' - 0"

1' - 0"

6" 6" 6" 6" 6" 6"6"

or less1' - 0"

4"4" 2" 4" 4" Addtiional sets of beam strirrups2"

Joist

Pan

Joist

Provide a 3 1/2" x 3 1/2" curb around all Mechanical openings. Pour curbs monolithic or provide keyway with waterstop. (2)-#4 Perimeter and

diagonal bars. Place one bar on top of WWR and one on bottom. Extend each bar 2'-0" past opening, or to next joist on each side, whichever is longer.

Refer to Architect/MEP for slab opening locations.

2' - 0

" typical

Provide at openings 8" or larger.

aboveSee note 'W'

.'W

'D

imen

sion

shal

l be

grea

ter

than

or e

qua

l to

the

sleev

e di

amet

er u

sing

nex

t sm

alle

r pan

wid

th

Mechanical sleeve.

No additional reinforcing required.Mechanical sleeve.

Plan View

4' - 0" 4' - 0"

A SLEEVES THRU JOIST OR BEAMS B SLEEVES THRU JOIST C OPENING IN SLAB

Provide 3 1/2" x 3 1/2" curbs around opening in mechanical mezzanine.

Beams

Soffit drop to match recess, and extend to beams.

1. RECESS OF ANY DEPTH

2'-0

"M

ore

than

Any amount

.le

ss2'

or

2'

2. RECESS OF 4" OR MORE

Soffit drop to match recess.

less

2' o

r

3. RECESS OF LESS THAN 4"

D RECESSES IN SLABS

NO SOFFITDROP

.2'-0

"

Continuous grout top and side (typical).

Provide peel and stick waterproofing at all retainers. Apply 12" wide material at each vertical joint prior to applying continuous 12" wide top material.

Concrete beam. Refer to beam schedule.

6" (t

yp.)

6" (t

yp.)

Typical retainer. Refer to Schedule.

6"

Mud slab. Refer to Civil.

CONCRETE RETAINER SCHEDULE

THICKNESS CLEARANCE UNDER BEAMREINFORCING

(Centered)

Up to 12" Clear2" 4"x4"xW4.0xW4.0 WWF

Up to 24" Clear3" 4"x4"xW4.0xW4.0 WWF

Up to 36" Clear4" 4"x4"xW4.0xW4.0 WWF

RETAINER NOTES:1. Concrete to be 3000psi minimum. 2. Carefully place retainers and back fill so as to prevent

damage. Any cracked retainers are to be replaced. 3. Refer to typical detail 3/S600 for additional information.

Masonry line. Refer to Architect.

LUG NOTE:Lug to vary as shown on Architectural plans. Step lug to follow grades.

TYPICAL RETAINER:Continuous concrete retainer. Refer to 2/S600.

Concrete beam. See Schedule.

Concrete joist beyond. See Schedule.

T.Pier

Refer to Civil for underfloor grading and mud slab.

Concrete pier. Refer to 1/S500.

See

note

2' -

0"

1-8

1-0

Beam "W"

8" lug

See

Sche

dule

"D"

min

.1'

- 0"

6"

min

.

1' -

0"6"

LUG REINFORCING:(1)-#6 top and bottom plus #4 xties at 12"o.c. with #4 cornerbars (not scheduled).

Refer to 2/S600.

112

1" 7"

1" chamfer

2" c

lr. Lug note:Refer to 3/S600.

8" lugMasonry line. Refer to Architect.

Lug reinforcing:Refer to 3/S600.

Typical Retainer:Refer to 2/600.

Concrete Pier:Refer to 1/S500.

Refer to Civil for underfloor grading and mud slab.

Concrete joist:See Schedule.

Provide #4 xat 24" o.c. where beam is parallel to joists.

Concrete beam. See Schedule.

3-4

0-8

Top of Pier

varie

s

See

Sche

dule

"D"

min

.1'

- 0""W"

1" 7"

1" chamfer.

1' - 0"

Refer to Civil for underfloor grading and mud slab.

Concrete joist:See Schedule.

Top of Pier

See

Sche

dule

"D"

min

.1'

- 0""W"

Masonry line beyond. Refer to Architect.

Typical retainer:Refer to 2/S600.

Concrete pier. Refer to 1/S500.

Refer to 4/S600. Extend hook bar to support nosing bar.

Refer to 3/S600 for lug reinforcing.

Refer to Civil for flatwork.

See plan for dowels.

#4 nosing bar.

(1)- #4 above and below dowels.

Tooled edge. 8"

Refer to Architect for locations to eliminate lug.

Detail not cut on plans. Contractor to submit proposed locations for review by Architect and Engineer.

Wood form ledge on all four sides to receive slab poured at a later time.

Typical slab WWF.

#4 x 30" at 8"o.c. on four sides.

See plan 66" pan See plan

thic

knes

s4

5/8"

sla

b

2' -

0 5/

8"

1' - 3"

(x 4'-0")2'-0" (Verify with Arch.)5"1/2" E.J.

(See

Sch

edul

e)"D

"2'

- 0"

(Ver

ify w

ith M

EP)

Galvanized steel grates typical:A.D.A. rated grating, hot dipped galvanized with 1 1/2"x3/16" bearing bars secured to angle frame by security bolts to middle and ends of each side (12 locations). Grating to be flush with top of areaway.

4"x4"x3/8" galvanized angle with 3/4" dia. expansion bolts at 12" o.c. Weld to embed and paint weld with zinc rich paint.

Top of Pier = See Plan

6"x6"x1/4" galvanized embed plate with (2)- 1/2" dia. x 3" long HCA and (2)- #4 x 16". Provide (2)- embeds on each side of areaway.

3,000psi. concrete with #4 at 12" o.c. each way and matching corner bars.

Typical retainer:Refer to 2/S600. Increase height and thickness of retainer to allow for increased clearance to mud slab.

3"x2"x3/16" galvanized (LLV) steel angle frame with 3/8" dia. concrete expansion bolts at 12" o.c. (4 sides).

Top of Areaway. Refer to Architect/Civil

1/2" chamferat all edges.

Note:See the Architect/ Civil plans for vent locations. Refer to Architect for condition at sidewalks.

6"3"

2' -

0" c

lr. m

in.

Drilled pier beyond.

Extend mud slab into vent area.

Areaway vents to be flush with adjacent walks or 6" above grade when located in landscaped areas.Suspended foundation beam.

Mud slab. Refer to Civil.

Areaway walls beyond.

2

1

2' -

0"

1' -

0"

Mud slab beyond.

ELEV

ATIO

N

20

"W"

Masonry line beyond. Refer to Architect.

Typical retainer:Refer to 2/S600.

Concrete pier. Refer to 1/S500.

Refer to 3/S600 for lug reinforcing.

Refer to Civil for flatwork.

(1)- #4 above and below dowels.

with sealant1" E.J.

8"

(Low Beam) "W"

T.C.=100'-0"

(High Beam)"W"9' - 10"

See

Sche

dule

"D" (

Low

Bea

m)

2' - 0"

(Hig

h Be

am)

"D"

4' -

6" (S

ee P

lan)

Provide #5 @ 12" o.c. each way each face. Extend 18" into high and low beams.

C.J. with continuous keyway.

See Schedule for beam reinforcing.

8' - 7"1' - 2"1"

S6005

Concrete pier. Refer to 1/S500.

min

.1'

- 0"

60670DAVID R. WONDER

STA T E O F TEX AS

PR

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R EGI S T E R ED

S

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1343

8 BA

ND

ERA

RD

#202

HELO

TES,

TEX

AS 7

8023

P: 2

10.6

95.5

716

knrg

arch

.com

Project No.: 1907052

NORT

HSID

E IND

EPEN

DENT

SCHO

OL DI

STRI

CT

SM

SAN

AN

TON

IO, T

EXAS

782

5311

600

CU

LEBR

A R

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Revisions:

Chkd By:

Date Issued:

Drwn. By:

LIB

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DIT

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WW

DRW

8356

Sheet of 23

03-16-2020

S600

03-16-2020

CONCRETE DETAILS

3/4" = 1'-0"1 CONCRETE PENETRATIONS AT SUSPENDED FLOORS

1 1/2" = 1'-0"2 TYPICAL RETAINERS3/4" = 1'-0"3 EXTERIOR BEAM WITH 8" LUG (PERPENDICULAR TO THE JOIST)

3/4" = 1'-0"4 EXTERIOR BEAM WITH 8" LUG (PARALLEL TO JOIST)

3/4" = 1'-0"5 EXTERIOR BEAM AT DOORWAYS AND WHERE LUG IS NOT NEEDED3/4" = 1'-0"6 OPTIONAL SLAB BLOCKOUT FOR PAN REMOVAL

3/4" = 1'-0"7 UNDERFLOOR AREAWAY VENT3/4" = 1'-0"8 FLOOR TRANSITION

ELEVATION

12

Beam "W"

11' - 7"

Typical retainer:Refer to 2/S600 for information.

See

Sche

dule

"D"

T.C = See Plan

1" E.J. 8' - 0" 1" E.J.

Beam "W"

Grid

Lug reinforcing:Refer to 3/S600.

8" hinge slab:#5 @ 8" o.c.e.w. on 1" chairs. (4000 psi concrete)

slab

dro

p v

arie

s8"

slab

thic

knes

s

Refer to underfloor grading plan.

1' - 0"See beam schedule for beam reinforcing.

Provide (2)- #4 horizontal with 1/2" diameter x 1'-6" smooth bar dowels @ 12" o.c. each end.

8" lug

1' - 8"

8" lug

Refer to Civil slope

Concrete rampRefer to 2/S601.

8" 7"

8" concrete slab:Top bars: #4 x@ 8" o.c. each end.

3-0

1-0 Masonry line Refer to Arch./Civil for

hand rails.

DO NOT CORE DRILL.

10' - 4"

Bottom bars:#5 @ 8" o.c.e.w. on 1" chairs

12" carton void forms covered with 1/4" masonite and wrapped with 6 mil. poly.

6S602

"W"

for threshold locationRef. Arch.

See

sche

d ule

" D "

T.C = See Plan

Grid

2 1/

2" sl

ab d

rop

8" sl

ab th

ickn

ess

Concrete topping. See plan note.

Refer to underfloor grading plan.

1' - 0"

Refer to 1/S601 for 8" slab bars.

10"

plus

dro

p a

t thr

esho

ld

(Ref

er to

Arc

hite

ct)

1" E.J. w/ sealant 9'-11". 8' - 0" (Verify with Architect) match tread width 7'-0".

#4 nosing bars (typical)

Beam "W"

8" lug

8" concrete slab:Refer to 1/S601.

1" clr.

Stair reinforcing:Bottom bars: #5 @ 8" o.c. e.w. on 1" chairs.Top bars: #4 x

at 8" o.c.

3-03-03-0

1-0

Beam soffit (beyond)

Beam "W"

1" clr.3/4" diameter x 18" long smooth bar dowels @ 16" o.c. Wrap on end with plastic sleeve to prevent bond.

See

Sche

dule

"D" =

2'-1

0"

1' -

6"

plus

8' - 0" 1' - 4"

masonry line

Refer to Arch./Civil for hand rails and stair nosing.

DO NOT CORE DRILL.

1' -

0"3'

- 0"

27'-3".

8" concrete slab. Refer to 1/S601.

Tooled edge.

Refer to 2/S600 for typical retainer.

Refer to Civil for slope

Flowable fill to 2" above top of retainer.

1' -

0"

Lug reinforcing. Refer to 3/S600.

Bea

m "D

"

B80

4' - 10" 1" E.J. 8" 9"

Refer to 2/S600 for information.

See

sche

d ule

" D "

1' -

0"

T.C = See Plan

1' - 0"

1" E.J.

1' - 0"

Grid

5" slab on grade:#4 @ 12" o.c.e.w. supported by concrete half bricks.

Refer to ?/? for perpendicular beam bars that extend back into building and stirrups.

Beam reinforcing:(2)- #7 top and bottom plus #4 stirrups or vertical bars @ 24" o.c. Provide #6 corner bars (top and bottom) at each corner. For beam depths greater than 36":Provide #4 mid bars @ 12" o.c. each face.

Refer to underfloor grading plan.

4' - 11" 1' - 5"

1" chamfer

Tooled edge

1' - 0"

Var

ies

Backfill against retainers with flowable fill. Extend to 2" above.

Refer to Arch./Civil for hand rails.

DO NOT CORE DRILL.

#4 x

@ 12" o.c.

Sawcuts in ramp slab:Provide 1/4" wide x 1 1/4" deep continuous sawcuts across short direction of ramp, within 4 to 12 hours of concrete finishing. Locate at each post of guardrail. Refer to Civil Refer to 7/S800 for detail.

Match final adjacent grade

Bea

m so

ffit t

o m

atc

h fin

al a

djac

ent g

rade

, or

1'-6

" min

. dep

th.

Dowels:#4 x 4'-0" @ 3'-0" o.c.

"Ba

gged

Fill"

Sele

ct fi

ll

2'-0

" bel

ow

final

gra

de

1" expansion joint with sealant.

EC

Refer to 2/S601 for retainers and backfill.

1' - 0"

1" E.J.

1' - 0"

5" slab on grade:Refer to 2/S601.

Beam reinforcing:Refer to 2/S601.

Compacted select fill or bagged fill.

Concrete ramp. Refer to 2/S601.

match tread width of steps

1' - 5" 10' - 6"

7" 9"

2 1/

2" to

ppi

ng

Masonry line

Concrete topping:See plan note.

8" concrete slab:Refer to 1/S601.

Beam "W" Beam "W"

1' -

0"

1" chamfer

slab

dro

p v

arie

s

1' -

6" m

in.

Refer to Arch/ Civil for hand rails and stair nosing.

DO NOT CORE DRILL.

1" expansion joint with sealant.

Dowels:#4 x 4'-0" @ 3'-0" o.c.

60670DAVID R. WONDER

STA T E O F TEX AS

PR

OFE SI ON A L E NGI NE

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R EGI S T E R ED

S

K A

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E N

N O

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A N

R I

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I M A

N N

G A

R C

I A

1343

8 BA

ND

ERA

RD

#202

HELO

TES,

TEX

AS 7

8023

P: 2

10.6

95.5

716

knrg

arch

.com

Project No.: 1907052

NORT

HSID

E IND

EPEN

DENT

SCHO

OL DI

STRI

CT

SM

SAN

AN

TON

IO, T

EXAS

782

5311

600

CU

LEBR

A R

OAD

Revisions:

Chkd By:

Date Issued:

Drwn. By:

LIB

RA

RY

AD

DIT

ION

/ R

EN

OV

AT

ION

AT

WIL

LIA

M H

. T

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HIG

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egist

ratio

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-188

Proj

ect #

....

WW

DRW

8356

Sheet of 23

03-16-2020

S601

03-16-2020

CONCRETE DETAILS

3/4" = 1'-0"1 FOUNATION DETAIL AT STOOP WITH HINGE

3/4" = 1'-0"3 CONCRETE STEPS AND LANDING (SOUTHWEST ENTRY)

3/4" = 1'-0"2 CONCRETE RAMP

3/4" = 1'-0"4 CONCRETE LANDING (SOUTHWEST CORNER) 13

1" E.J.

"W"

See

Sche

dule

"D"

Dowels at Expansion Joint:Provide 3/4" dia. x 2'-0" long smooth bar dowels at 16" o.c. Wrap one end with plastic sleeve to prevent bond.

Concrete beam. See Schedule.

Refer to underfloor grading.

Top of Pier = See Plan

Provide recess/ blockout as necessary for expansion joint cover. Refer to Architect.

1' -

0"

See

Sche

dule

"D"

1" E.J.

"W"

See

Sche

dule

"D"

Where indicated on plansprovide dowels at Expansion Joint:Provide 3/4" dia. x 2'-0" long smooth bar dowels at 12" o.c. Wrap one end with plastic sleeve to prevent bond.

Concrete pier.

Concrete beam. See Schedule.

Top of Pier = See Plan

Provide recess/ blockout as necessary for expansion joint. Refer to Architect.

1' -

0"

NewExisting

8"

"W"

See

Sche

dule

"D"

Dowels into existing:Provide #6 x 2'-0" long @ 16" o.c. top and bottom. Drill and epoxy 8" into existing. Pull test every other dowel.

Concrete pier.

Concrete beam. See Schedule.

Top of Pier = See Plan

6"6"

8"

NewExisting

Special Inspections Required

See

Sche

dule

"D"

Dowels into beam (1 side)and joist (2 sides):Provide #4 x 2'-6" @ 8" o.c. top and bottom. Drill and epoxy 6" into existing. Pull test every other dowel.

#4 x

@ 8" o.c.

6"6"

3' - 0" 2' - 2"

9"

New 14"x14" column. Refer to 2/S500 for reinforcing.

Existing joist beyond.

1-6

2-8

#4 x@ 8" o.c.

Dowels into slab (one side):#4 x 2'-6" @ 8" o.c. Drill and epoxy 6" into existing.

eq.

eq.

2' - 2" 10"

1

Centerline of existing beam and columns

Special Inspections Required

3' -

0"3'

- 2"

6' -

2"

2' - 2" 10" 2' - 2"

3' - 0"

Existing 8" concrete joists

Existing 48" concrete beam.

New 14"x14" concrete column.

Existing column line.

2S602

6"5'

- 2"

6"

New opening through existing floor. Field verify to ensure no joist or beams are to be cut.

8" 9"

Refer to 2/S600 for information.

7' -

0"1'

- 0"

T.C = 100'-0"(922.95')

Grid

5" slab on grade:#4 @ 12" o.c.e.w. supported by concrete half bricks.

Beam reinforcing:(2)- #7 top and bottom plus #4 stirrups @ 24" o.c. Provide #6 corner bars (top and bottom) at each corner.

Refer to underfloor grading plan.

10" 1" E.J. 3' - 11" 1" E.J.

1" chamfer

1' - 4"

1" E.J. with sealant

Backfill against retainers with flowable fill.

Refer to Arch./ Civil for hand rails.

DO NOT CORE DRILL.

Compacted select fill.

T.C = Ref. CivilRef. Civil for slope

8" hinge slab

Edge of ramp beyond.

2' -

6"

Masonry line

Refer to 8/S800 for reinforcing around opening.

4' - 10" 1" E.J. 1"

1" E.J. with sealant

Sawcuts in ramp slab:Provide 1/4" wide x 1 1/4" deep continuous sawcuts across short direction of ramp, within 4 to 12 hours of concrete finishing. Locate at each post of guardrail. Refer to Civil Refer to 7/S800 for detail.

5' - 0"

Continue beam bars. (Refer to 2/S601)

1" chamfer 7" 9"

Refer to 2/S600 for information.

T.C = 100'-0"

Grid

Mud slab. Refer to underfloor grading plan.

1" E.J. with sealant

Backfill against retainers with flowable fill.

T.C = Ref. Civil Ref. Civil for slope

Masonry line

1" E.J.Lug reinforcing. Refer to 3/S600.

7' -

0"

11' -

0"

Construction jointRefer to Civil for flatwork.

See plan note for dowels.

Refer to Beam Schedule for beam reinforcing.

#4 xat 24"o.c.

Typical slab reinforcing. See plan.

Concrete bricks at 48"o.c.

5"8"

1' - 0"

1" E.J. w/ sealant

1' - 0" 8"

"D" S

ee S

ched

ule

3" c

lr.

3" clr.

2-0

1-0

Tooled edge.

3" clr.

1" E.J. w/ sealant

1' -

0"

Refer to Civil for slope

60670DAVID R. WONDER

STA T E O F TEX AS

PR

OFE SI ON A L E NGI NE

ER

R EGI S T E R ED

S

K A

A R

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E N

N O

O N

A N

R I

T T

I M A

N N

G A

R C

I A

1343

8 BA

ND

ERA

RD

#202

HELO

TES,

TEX

AS 7

8023

P: 2

10.6

95.5

716

knrg

arch

.com

Project No.: 1907052

NORT

HSID

E IND

EPEN

DENT

SCHO

OL DI

STRI

CT

SM

SAN

AN

TON

IO, T

EXAS

782

5311

600

CU

LEBR

A R

OAD

Revisions:

Chkd By:

Date Issued:

Drwn. By:

LIB

RA

RY

AD

DIT

ION

/ R

EN

OV

AT

ION

AT

WIL

LIA

M H

. T

AFT

HIG

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CH

OO

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6Sa

n A

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7824

9

IR

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ratio

n #F

-188

Proj

ect #

....

WW

DRW

8356

Sheet of 23

03-16-2020

S602

03-16-2020

CONCRETE DETAILS

3/4" = 1'-0"5 EXPANSION JOINT IN NEW CONSTRUCTION

3/4" = 1'-0"4 EXPANSION JOINT CONNECTION AT EXISTING3/4" = 1'-0"3 HARD CONNECTION TO EXISTING

3/4" = 1'-0"2 SECTION AT COLUMN THRU EXISTING3/4" = 1'-0"1 COLUMN THROUGH EXISTING FLOOR

3/4" = 1'-0"6 HINGE SLAB AT RAMP3/4" = 1'-0"7 DEEP BEAM WITH CONSTRUCTION JOINT

14

3/4" = 1'-0"8 BOTTOM OF RAMP

Provide 4"x4"x1/4" around perimeter of roof deck opening. Refer to Architect for additional angles if required or adjustments to scheduled sized.

Provide this detail at all openings 12" or greater in any direction.

Refer to Architect and MEP for openings not shown on Structural plans.

Steel joists. See plan.

(2)-1/4"x4"x4" Angle. Weld to top chord of steel joists.

Structural roof deck. See plan.

NOTE: See Architectural drawings for finish out, cant, flashing, and additional framing if required.

R.T.U.Refer to Mechanical

Curb supplied with unit.

3/8"x4"x4" Angle header under each end curb of RTU. Weld to top of adjacent joists/angle.

Refer to MEP for RTU's and equipment not shown on Structural plans.

Structural roof deck. See plan.

"A"

For units over 600#: Provide 2"x2"x3/16" angle from top chord at header to bottom chord at panel point. Install prior to RTU placement.

DETAIL "A"

R.T.U.Refer to Mechanical

Curb supplied with unit.

Refer to typical roof deck opening detail for Deck openings.

Provide 2x shim between deck and joist. See Detail 'A'.

Structural roof deck. See plan.

RTU curb by others.

Refer to Architect for blocking below curbs, if required.

Provide pressure treated 2x blocking under each curb at headers or over joists.

For units over 600#: Provide 2"x2"x3/16" angle from top chord at header to bottom chord at panel point. Install prior to RTU placement.

5' - 0" Max 5' - 0" Max

Angle 4"x4"x3/8" LLV under curb. Trim vertical leg at joist , Typ.

Angle 5"x3"x3/8" LLV at 5'-0"o.c. max. Trim vertical leg at joist.Angle 3"x3"x1/4" duct opening frame deck support typ.Re

fer p

lan

for s

pa

cing

Steel joist

Refer plan for spacing

Steel joist

Refer plan for spacing

Mechanical unit above

Angle 3"x3"x1/4" duct opening frame/ deck support,

Angle 4"x4"x3/8" LLV under curb trim vertical leg at joist, Typ.

Angle 4"x4"x3/8" under curb

PLAN - UNIT PARALLEL TO JOISTNOTE: Metal roof deck not shown for clarity. Metal deck is only blocked out at openings, not under entire frame.

PLAN - UNIT PERPENDICULAR TO JOISTNOTE: Metal roof deck not shown for clarity. Metal deck is only blocked out at openings, not under entire frame.

Mechanical unit above.

3" m

ax.

1 1/

2" m

in.

3/4" diameter bolts

Roof beam size

W8

W10

W12

W14

W16

W18

W21

W24

W27

1/4"

1/4"

1/4"

5/16"

5/16"

5/16"

5/16"

3/8"

3/8"

Plate Thickness # of bolts (3/4" dia.) Fillet Weld

2

2

3

3

4

5

6

7

8

1/4"

1/4"

1/4"

5/16"

1" diameter bolts

Roof beam size

BEAM WEB PLATE CONNECTION AT MECHANICAL ROOM ROOF AND TYPICAL FLOOR BEAMS

W8

W10

W12

W14

W16

W18

W21

W24

W27

1/4"

5/16"

3/8"

1/2"

3/8"

1/2"

1/2"

9/16"

9/16"

Plate Thickness # of bolts (1" dia.) Fillet Weld

2

2

3

3

4

5

6

7

8

1/4"

1/4"

1/4"

5/16"

3/8"

5/16"

5/16"

5/16"

3/8"

* DETAILER NOTE: (Typical)When Top of Steel between beams varies more than 3" increase W16 and smaller web plate to 3/8" thick.

Steel beam. See plan.

A-325 bolts. See schedule.

See

Pla

n

A-325 bolts. See schedule.

Steel beam. See plan.

3" m

ax.

1 1/

2" m

in. t

o

Steel beam. See plan.

A-325 bolts. See schedule.

Shop weld web plates to beam flanges and web.

3" m

ax.

1 1/

2" m

in. t

o

typ

.3" ty

p.

3"

typ

.3"

WEB PLATE CONNECTION AT TYPICAL ROOF BEAM

BOLT TYPE: (A325)(Twist off tension indicator type bolts in standard holes)

TYPICAL ROOF LEVEL: 3/4"dia.

ROOF OVERMECHANICAL ROOM: 1"dia.

TYPICAL FLOOR LEVEL: 1"dia.

5/16"

5/16"

5/16"

5/16"

5/16"

2 rows

6"

Embe

d le

ngth

"L"

3" 3"Wing plate with bolts and washers in 3" slotted holes.

Erection angle 4"x4"x1/2"x6" long.

Use 6"x4"x3/8" angle in lieu of plate. Length per chart.

Refer to schedule for bolts, embeds and slots.

Trim lower flange to allow full length of plate/angle to be welded to embed.

8" wide embed plate with3/4" dia. x 8" H.C.A.

T.S.=See Plan

T.C.=See Plan

See

Pla

n

6"

1" diameter bolts

Roof beam size

ROOF BEAM WEB PLATE CONNECTION AT MECHANICAL ROOM EMBED PLATE

W8

W10

W12

W14

W16

W18

W21

W24

W27

1/4"

5/16"

3/8"

1/2"

3/8"

1/2"

1/2"

9/16"

9/16"

Plate Thickness # of bolts (3/4" dia.) Fillet Weld Thickness Length # HCA

2

2

3

3

4

5

6

7

7

1/4"

1/4"

1/4"

5/16"

7/16"

1/2"

1/2"

1/2"

1/2"

5/8"

3/4"

3/4"

3/4"

3/4"

18"

18"

18"

20"

24"

26"

28"

30"

32"

6

6

6

6

6

8

8

8

8

3/4" diameter bolts

Roof beam size

ROOF BEAM WEB PLATE CONNECTION EMBED PLATE

W8

W10

W12

W14

W16

W18

W21

W24

W27

1/4"

1/4"

1/4"

5/16"

5/16"

5/16"

5/16"

5/16"

5/16"

Plate Thickness # of bolts (3/4" dia.) Fillet Weld Thickness Length # HCA

2

2

3

3

4

5

6

7

8

1/4"

1/4"

1/4"

1/4"

1/4"

1/4"

1/4"

1/4"

5/16"

1/2"

1/2"

1/2"

1/2"

5/8"

3/4"

3/4"

3/4"

3/4"

18"

18"

18"

20"

24"

26"

28"

30"

32"

6

6

6

6

6

8

8

8

8

5/16"

5/16"

5/16"

5/16"

1" min.

.

.

BOLT TYPE: (A325)(Twist off tension indicator type bolts in standard holes)

TYPICAL ROOF LEVEL: 3/4"dia.

ROOF OVERMECHANICAL ROOM: 1"dia.

MECHANICAL ROOM FLOOR: 1"dia.

Angle toe at centerline of embed +/-1/2"

Concrete column

Beam web

1/2" angle with 6" leg along beam web w/ slotted holes.

3" typical

3" ty

pic

al

Where column terminates, provide 3/16" cap plate.

Steel beam as scheduled. See framing plans.

BEAM WEB PLATE:Use A325 Le Jeune indicator type bolts in standard holes.

thic

knes

s1/

2" w

eb Centerline of column and beam

Centerline of column and beam

thic

knes

s1/

2" w

eb

ELEVATION

PLAN VIEW

(Corner)(Provide through plate for heaviest beam)

PLAN VIEW(typical)

Centerline of column and beam

Steel beam

size

STEEL BEAM WEB PLATE CONNECTION

W8

W10

W12

W14

W16

W18

W21

W24

Plate Thickness Number of Bolts Fillet Weld

1/4"

1/4"

1/4"

5/16"

5/16"

5/16"

5/16"

3/8"

2

2

3

4

4

5

6

7

1/4"

1/4"

1/4"

5/16"

Steel column. See Plan.

.

BOLT TYPE: (A325)(Twist off tension indicator type bolts in standard holes)

TYPICAL ROOF LEVEL: 3/4"dia.

TYPICAL FLOOR LEVEL: 1"dia.

NOTE:At wide flange columns, weld connection plates to face of column.

W27 3/8" 8

5/16"

5/16"

5/16"3/8"

3/8"

Provide 3"x3"x1/4" angles at each joist bay adjacent to pipe support.

Maximum spacing of hangersfor pipes up to 4"dia.:10'-0"o.c.for pipes over 4"dia. :5'-0" o.c.(unless noted otherwise).

Provide next adjacent joists with the same design capacity.

Pipe support framing by Mechanical contractor. Verify pipe layout with MEP Refer to mechanical for thrust anchor locations. See detail below for additional framing at anchors.

AT PIPE ANCHORS:Provide 3"x3"x1/4" Angle at each joist bay adjacent to pipe thrust anchors.

Hydronic pipes

Pipe support framing by Mechanical contractor. Verify pipe layout with MEP Refer to mechanical for thrust anchor locations.

JOIST DESIGN NOTES:Joist supplier to design joist for uniform loads given in SJI load tables (for given span) PLUS concentrated live loads from pipe support frames based on loading given on plans (plf) multiplied by 10' spacing of hangers. Pipes running parallel to joist: -Hanger loads at 10'-0"o.c.Pipes running perpendicular to joists: -Design each joist for supporting (2) hangers with 10'-0" x pipe load. Joist supplier shall provide means for clearly identifying these joist when viewed from floor level. (i.e. paint color or other means).

Hydronic pipes

PIPES PARALLEL TO JOIST PIPES PERPENDICULAR TO JOIST

HANGER SPACING

Roof deck not shown.

Refer to detail 8/S700.

Concrete column. See plan.

Double angle seat:Refer to 8/S700.

Plate: 3/4"x6"x6"

1/2" gap

Embed:1/2"x8"x8" plate with (4)-1/2" diameter x 4" HCA.

.

4size of weld to match seat thickness.

Refer to 2/S500 for column embed.

Do not weld girder to plate.

Roof deck not shown.

Cope bottom of beam. Refer to 9/S700.

Steel beam. See plan.

Concrete column. See plan.

Ref 2/S500 for column embed.

Girder seat.

10" g

irder

sea

t

Double angle seat:4"x3"x1/2" angle (LLV) each side.

2' - 0"1/4" Thick stiffener plate on both sides.

1/4" Thick stiffener plate on both sides.

Refer to the typical concrete column detail for the weld plate and column details. See 2/S500.

Refer to typical beam to beam connection details. See 3/S700.

Refer to 10/S700 for bottom beam flange brace not shown.

3/8"

See Plan

8"

3 1/4"

3/4"

Splice centerline

4"

Grid

-

-

Provide 1/4" thick stiffener plate at column centerlines.

After roof has been completely installed, provide 3"x3"x1/4" angle bottom flange brace as shown. Weld to top chord at panel of nearest joist (at panel point) to column centerline and to bottom flange of beam.

Steel joists see plan.

Refer to the typical concrete column detail for weld plate and column details. See 2/S500.

Joist and brace on one side at edge of roof.

Provide minimum 2 1/2" of bearing for steel joists.

Grid

.

60670DAVID R. WONDER

STA T E O F TEX AS

PR

OFE SI ON A L E NGI NE

ER

R EGI S T E R ED

S

K A

A R

L S

E N

N O

O N

A N

R I

T T

I M A

N N

G A

R C

I A

1343

8 BA

ND

ERA

RD

#202

HELO

TES,

TEX

AS 7

8023

P: 2

10.6

95.5

716

knrg

arch

.com

Project No.: 1907052

NORT

HSID

E IND

EPEN

DENT

SCHO

OL DI

STRI

CT

SM

SAN

AN

TON

IO, T

EXAS

782

5311

600

CU

LEBR

A R

OAD

Revisions:

Chkd By:

Date Issued:

Drwn. By:

LIB

RA

RY

AD

DIT

ION

/ R

EN

OV

AT

ION

AT

WIL

LIA

M H

. T

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9

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egist

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-188

Proj

ect #

....

WW

DRW

8356

Sheet of 23

03-16-2020

S700

03-16-2020

STEEL DETAILS

3/4" = 1'-0"1 ROOF OPENING DETAIL3/4" = 1'-0"2 ROOF TOP UNIT SUPPORT DETAILS

3/4" = 1'-0"3 BEAM TO BEAM CONNECTION3/4" = 1'-0"4 STEEL BEAM TO CONCRETE BEAM OR COLUMN CONNECTION

1" = 1'-0"4A OFFSET BEAM TO COLUMN (PLAN)

3/4" = 1'-0"5 BEAM TO COLUMN CONNECTION3/4" = 1'-0"6 HYDRONIC PIPE SUPPORT DETAIL AND LOADING

3/4" = 1'-0"7 GIRDER TO BEAM AT COLUMN3/4" = 1'-0"8 BEAM TO BEAM ( OFFSET ) CONNECTION

3/4" = 1'-0"9 BEAM SPLICE AT CONCRETE COLUMN3/4" = 1'-0"10 BEAM BOTTOM FLANGE BRACING

15

1/4 3-18

T.S. = See Plan

Angle:Continuous 6"x4"x3/8" (LLH). Refer to roofing details for bolts.

Masonry line. Refer to Architect.

Continuous 3 1/2" x 2 1/2" x 1/4" deck angle (LLH).

Structural deck. See plan.

Steel joist. See plan.

Grid

.

.

Coordinate all edge of deck dimensions with plans and Architect.

3" +

-

7" 7" at 14" columns

1' - 2" @ 14" columns1'-4" at 18" columns

9" At 18" columns

At CMU walls, refer to 6/S701

Adjust upper angle in field to keep a level edge.

Structural deck. See plan.

Steel joist, see plan.

Masonry line. Refer to Architect.

3"x3"x1/4" Angle at ends and 48"o.c. Shop weld to beam.

T.S. = See plan. 3" +

-

Refer to 1/S701 for information.

Grid

7" 7" at 14" columns

1' - 2" @ 14" columns1'-4" at 18" Columns

9" At 18" Columns

Coordinate all edge of deck dimensions with plans and Architect.

At CMU walls, refer to 5/S701

See 1/S701

Structural deck. See plan.

Steel joist, see plan.

Tie rod at 4" below top of bond beam.

Refer to 7/S701 for information.

Refer to Architect for CMU.

Masonry line. Refer to Architect.

T.Bond Beam

T.S. = See plan.

Adjustable masonry clips at 24"o.c.

Grid

Refer to 7/S701

See plan

7"

T.S. = See Plan

Adjustable masonry clips at 24"o.c.

T.Bond BeamRefer to 7/S701

Masonry line. Refer to Architect.

Structural deck. See plan.

Steel joist. See plan.

Tie rod at 4" below top of bond beam.

Refer to 7/S701 for information.

Refer to Architect for CMU.

Grid

.

See plan

7"

Adjustable masonry clips. Refer Arch for type and spacing.

T.Bond Beam=113'-4"

Masonry line. Refer to Architect.

Refer to Architect for CMU.

1/4

Steel beam. See plan.

1/4"x10"x1'-2" (LLH)Plate.

6" 4"Tie rod at 4" below top of bond beam.

3/8"dia. Threaded rod with double nuts and lock washers at 6'-0"o.c. (A36) into CMU bond beam. Tack weld nuts to washers and washers to angle.

shop weld2@5"

Grid

4"x3"x1/4" angle.

.

.

NOTE: Steel deck and joist framing not shown.

Ang

le d

im.

When angle dim. exceeds 2'-6" provide kicker. Weld 2 1/2" x 2 1/2" x 3/16" angle kicker to joist panel point and brace.

1/4"

7"

See plan

Continuous angle 4"x3"x1/4" (LLH).

GridMasonry line

Concrete beam. See plan.

T.C. = 116'-8"

Attach bridging to tube.

HSS 3"x3"x1/4". Locate @ ends and @ 48" o.c.

Embed Plate:1/2"x4"x8" (LLH) with (2)-1/2" diameter x 8" HCA. Locate top and bottom at each tube..

Structural deck. See plan.

Steel joist. See plan.

9" 9"

Deck support elevation (match T. Joist)

dept

h Se

e Sc

hed

ule

3' -

4" F

ram

ing

Bea

m

Refer to Architect for chamfers.Provide dovetail slots at all CMU.

joist

dep

thm

atch

varie

s

Continuous angle 3"x3"x1/4"

Grid

J.B. = See Plan

Concrete beam. See plan.

T.C. = 116'-8"

9" 9"

Continuous 4"x4"x1/2" angle. Weld to embed.

Embed:1/2"x12"x6" plate (LLV) with (3)- 1/2" diameter x 8" HCA at each joist.

Structural deck. See plan.

Steel joist. See plan.

.

dept

h Se

e Sc

h ed

ule

3' -

4" F

ram

ing

Bea

m

Refer to Architect for chamfers.

Provide dovetail slots at all CMU.

JOIST DESIGNER NOTE

Varies

Continuous C8x11.5 Steel channel.

Folding partitiondoor. Refer to Architect.

Refer to partition Manufacturer for track attachments to channel.

Refer to Architectfor ceiling height.

1 1/2" x 1 1/2" x 3/16" angle cross bracing to adjacent joist. Locate at each hanger.

Steel Joist.See plan.

HSS 3"x3"x3/16"hanger at ends and 4'-0"o.c.

Steel Joist.See plan.

Typical

Bottom of channel = Refer to Manufacturer

Notch vertical leg of angle.

1. At end of joist extend bottom chords as required to support bottom angle framing as shown.

2. 18K3 SP to be designed for typical 18K3 loading, plus 1.8k live load at any one location at a time.

See

pla

nV

arie

s with

roof

slop

e

See planSee planSee plan

See planSee plan

3"x3"x1/4"(LLV) angle top, diagonal, and bottom. Fully welded to joist top chords. Locate at each hanger.

.

.

Add 3"x3"x1/4" angle from bottom load point, to top of joist at nearest panel point.

Continuous angle 3"x3"x1/4"

R

T.J. = See Plan

Concrete beam. See plan.

T.C. = 116'-8"

3"x2"x1/4" x 3" long angle (LLV) each side of HSS.

Embed:1/2"x12"x6" plate (LLV) with (3)- 1/2" diameter x 8" HCA at each joist.

HSS 6"x3"x3/16" (LLV).

Varies with curve Varies

7" varies 7" 9" 9"

Masonry line. Refer to Architect.

T.S. = 113'-4" to113'-10"

T. Lug = 114'-8"

7"

1 1/

2"1

1/2"

.

1/4 4

Top of angle = 108'-0"(verify with Architect)

Continuous over windows plus 8" each side of opening:Rolled 6"x6"x3/8" angle H.D. Galvanized.

Hangers:C6x8.2 at each joist over windows.

Ceiling at 111'-0"(verify with Arch.

3"x3"x1/4" angle at each hanger.

1/4" plate.

Refer to Architect for chamfers.

T.J. = Varies (See plan)

Adjust offset height and field weld to set outward angle at constant elevation.

1/2" plate weld to web and flanges of beam.

Masonry line

Continuous rolled 6"x4"x5/16" angles (LLH)

.

1/4 3

1/4 3@6.

Between hangers:Provide rolled 6"x4"x3/8" angle (LLH) between hangers.

Ref.

Arc

h.

Refer to 2/S802.

2" c

lr.

Provide dovetail slots at all CMU.

.

3@12

Lug reinforcing:1 #5 top and bottom plus #4 x@ 12" o.c.

1-0

1-8

2' - 6"

Special Inspection Required

1 1/2" Structural Deck.

EC10' - 6"

1' - 4"

T.S. = (See Plan)

Hangers:C4x5.4 at ends and @ 5'-0" o.c.

7" 9"

Masonry line.

S70111

Continuous 6"x6"x3/8" angle H.D. Galvanized. Extend 8" each end past opening.

Steel joist. See plan.

Structural roof deck. See plan.

Steel beam. See plan.

Refer to 1/S701

6" 4"

7" 7"

Refer to 7/S701Masonry line.Kickers:

2 1/2" x 2 1/2" x 3/16" angle at each hanger.

1 1/

2" abov

e ce

iling

1' -

0"

20

Hangers:C4x5.4 at ends and @ each joist.

7" 7"

Masonry line.

Steel beam. See plan.

Refer to 1/S701

S70111

Kickers:2 1/2" x 2 1/2" x 3/16" angle at each joist.

abov

e ce

iling

1' -

0"

T.S. = (See Plan)

1' - 2"

1/4 3-18

T.S. = See Plan

Angle:Continuous 7"x4"x3/8" (LLH). Refer to roofing details for bolts.

Masonry line. Refer to Architect.

Continuous 3 1/2" x 2 1/2" x 1/4" deck angle (LLH).

Structural deck. See plan.

Steel joist. See plan.

Grid

.

.

Coordinate all edge of deck dimensions with plans and Architect.

3" +

-

7" 4 1/2" at 18" columns

11 1/2" @ 18" columns (Verify with Arch.)

At CMU walls, refer to 6/S701

See 1/S701

60670DAVID R. WONDER

STA T E O F TEX AS

PR

OFE SI ON A L E NGI NE

ER

R EGI S T E R ED

S

K A

A R

L S

E N

N O

O N

A N

R I

T T

I M A

N N

G A

R C

I A

1343

8 BA

ND

ERA

RD

#202

HELO

TES,

TEX

AS 7

8023

P: 2

10.6

95.5

716

knrg

arch

.com

Project No.: 1907052

NORT

HSID

E IND

EPEN

DENT

SCHO

OL DI

STRI

CT

SM

SAN

AN

TON

IO, T

EXAS

782

5311

600

CU

LEBR

A R

OAD

Revisions:

Chkd By:

Date Issued:

Drwn. By:

LIB

RA

RY

AD

DIT

ION

/ R

EN

OV

AT

ION

AT

WIL

LIA

M H

. T

AFT

HIG

H S

CH

OO

LPh

one:

(210

) 680

-412

6Sa

n A

nton

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,47

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7824

9

IR

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GN

Texa

s Fi

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egist

ratio

n #F

-188

Proj

ect #

....

WW

DRW

8356

Sheet of 23

03-16-2020

S701

03-16-2020

STEEL DETAILS

3/4" = 1'-0"1 ROOF DECK CLOSURE AT MASONRY SIDING (PERPENDICULAR TO JOISTS)3/4" = 1'-0"2 ROOF DECK CLOSURE AT MASONRY SIDING (PARALLEL WITH JOISTS)

3/4" = 1'-0"5 CMU BRACING (PARALLEL WITH JOISTS)3/4" = 1'-0"6 CMU BRACING (PERPENDICULAR TO JOISTS)

3/4" = 1'-0"7 TOP OF WALL BRACING FOR EXTERIOR CMU3/4" = 1'-0"8 ROOF DECK AT FRAMING BEAM

3/4" = 1'-0"9 JOIST AT CONCRETE FRAMING BEAM3/4" = 1'-0"10 HANGING PARTITION FRAMING

3/4" = 1'-0"11 JOIST AT CONCRETE FRAMING BEAM3/4" = 1'-0"12 FRAMING SECTION

3/4" = 1'-0"13 FRAMING SECTION

3/4" = 1'-0"3 ROOF DECK CLOSURE AT STUCCO SIDING (PERPENDICULAR TO JOISTS) 4 NOT USED

16

Footing Notes:1. Continue beam reinforcing through footing.

TYPICAL CORNER 30"

30"

30" Where shown on diagram, provide #4 vertical tie @ 18" o.c.

(4)- top and (4)-bottom #6 x

1-6

1-6

(1)- top and (1)-bottom #6 x

1-6

1-6

"A"

"A"

(2)- top and (2)-bottom #6 x

1-6

1-6

(2)- top and (2)-bottom #6 x

(2)- top and (2)-bottom #6 x (1)- top and (1)-

bottom #6 x

1-6

1-6

1-6

1-6

1-6

1-6

1-6

1-6

1-6

1-6

(1)- top and (1)-bottom #6 x (1)- top and (1)-

bottom #6 x

"A"

"A"

"A"

"A"

"A"

"A"

"A"

"A"

"A" "A"

"A"

CONCRETE SPREAD FOOTING SCHEDULE

TYPICAL EDGE

TYPICAL INTERIOR

Match depth of deepest adjacent

beam.

LOCATION CHAMFER DIMENSION "A"

FOOTING DEPTH TYPES

NA

NA

NA

BOTTOM MAT REINFORCING

Match depth of deepest adjacent

beam.

Match depth of deepest adjacent

beam.

GRADE BEAM "TEE INTERSECTION" GRADE BEAM "CORNER"

Provide (2)- #6 corner bars xtop and bottom as shown. Tie to top and bottom horizontal beam reinforcing.

3-0

3-0

GRADE BEAM "CORNER"

Provide (3)- #6 top and bottom.

Typical grade beam reinforcing.

MARK

GB1

DIMENSION

WIDTH MIN.DEPTHNote 1.

12" 30"

REINFORCING (GRADE 60)

TOP BARS BOTTOM BARS

(2) - #7 (2) - #7

STIRRUPS (GRADE 60)

BEND SIZE SPACING

#4 30"o.c.

CONCRETE GRADE BEAM SCHEDULE

GB2 12" 24" (2) - #7 #4

Notes:1. See below for corner bars required at ends of all beams.2. Provide #4 @ 12"o.c. each face where beams depth exceeds 36".

(2) - #7 30"o.c.

Typical slab reinforcing. See plan.

Concrete bricks at 48"o.c.

5"

"D" S

ee S

ched

ule

8"

"W"8" 8"

3" c

lr.

Refer to Schedule for beam reinforcing.

AT ENTRIES FROM ADJACENT FLATWORK:Provide 1/2" dia. x 18" long smooth bar dowels at 12"o.c. Wrap one end to prevent bond. Locate below beam top bars. No dowels at mud slab.

Refer to Beam Schedule for beam reinforcing.

#4 xat 24"o.c.

Typical slab reinforcing. See plan.

Concrete bricks at 48"o.c.

5"8"

"W" 8"

"D" S

ee S

ched

ule

3" c

lr.

3" clr.3" clr.

2-0

1-0

8"

Refer to Civil for flatwork.

1" E.J.

(2)-#4 Continuous

Tooled edge.

Refer to Civil for elevation

Refe

r to

Civ

il

Refer to Civil for slope

"W" 8"

8"5"

Refer to Civil for curb profile.

"D" S

ee S

ched

ule

#4 x @ 24"o.c. plus(2) cont. #4.

Refer to Civil for handicap ramp information.

5"

Typical slab reinforcing. See plan.

Concrete half-bricks at 48"o.c.

See General Notes for site prep.

2" to

2 1

/2" c

lr.

Typical slab reinforcing. See plan.

Concrete half-bricks at 48"o.c.

See General Notes for site prep.

Typical Sawcut Joint:Provide 1 1/4" deep continuous sawcut within 4 to 12 hours of concrete finishing where shown on plans. Provide joint sealant as specified by the Architect.

Sawcut slab within 4 to 12 hours after finishing.

5"

foot

ing

1' -

2"ke

y1'

- 0"

Wal

l hei

ght v

arie

s (no

t to

exce

ed 6

'-0")

3"clr.

Top of WallRefer to Civil

10" m

in.

2' -

0" m

in.

1' - 0" 1" E.J. w/ sealant

6" 1' - 0" 4' - 0"

Refer to detail 2/S201 for typical retaining wall/ footing, information.

Refer to Civil.

2' -

0"

Bott

om o

f foo

ting

to b

e 2'

-0" b

elow

flat

wor

k.

1" E.J. w/ sealant

A

foot

ing

1' -

2"ke

y1'

- 0"

Wal

l hei

ght v

arie

s (no

t to

exce

ed 6

'-0")

3"clr.

Top of WallRefer to Civil

1' - 0" Refer to Civil 1' - 0"

1" E.J. w/ sealant

3' - 4"

Varies 1' - 0" 6"

Refer to detail 2/S201 for typical retaining wall/ footing, information.

3"clr.

Top of WallRefer to Civil

(not

to e

xcee

d 8'

-0")

Wa

ll he

ight

va

ries

foot

ing

1' -

2"ke

y1'

- 0"

Con

cret

e st

eps

Concrete steps, Refer to Civil for risers, elevations, slopes, etc.

2' -

0"

Bagged fill

Bott

om o

f foo

ting

to b

e 2'

-0" b

elow

flat

wor

k.

1" E.J. w/ sealant

4S201

2' -

0"

Top of flatwork at bottom of steps. Refer to Civil.

6" 1' - 0" 4' - 0"

Refer to Civil for elevations.

60670DAVID R. WONDER

STA T E O F TEX AS

PR

OFE SI ON A L E NGI NE

ER

R EGI S T E R ED

S

K A

A R

L S

E N

N O

O N

A N

R I

T T

I M A

N N

G A

R C

I A

1343

8 BA

ND

ERA

RD

#202

HELO

TES,

TEX

AS 7

8023

P: 2

10.6

95.5

716

knrg

arch

.com

Project No.: 1907052

NORT

HSID

E IND

EPEN

DENT

SCHO

OL DI

STRI

CT

SM

SAN

AN

TON

IO, T

EXAS

782

5311

600

CU

LEBR

A R

OAD

Revisions:

Chkd By:

Date Issued:

Drwn. By:

LIB

RA

RY

AD

DIT

ION

/ R

EN

OV

AT

ION

AT

WIL

LIA

M H

. T

AFT

HIG

H S

CH

OO

LPh

one:

(210

) 680

-412

6Sa

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nton

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,47

34 C

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7824

9

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Texa

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n #F

-188

Proj

ect #

....

WW

DRW

8356

Sheet of 23

03-16-2020

S800

03-16-2020

FOUNDATIONDETAILS

3/4" = 1'-0"3 SPREAD FOOTING SCHEDULE1/2" = 1'-0"1 TYPICAL GRADE BEAM SCHEDULE AND CORNER BAR REINFORCING PLACEMENT

3/4" = 1'-0"4 INTERIOR GRADE BEAM

3/4" = 1'-0"2 EXTERIOR GRADE BEAM

3/4" = 1'-0"5 EXTERIOR BEAM WITH CURB

3/4" = 1'-0"6 SLAB REINFORCING SUPPORT DETAIL

3/4" = 1'-0"7 SAWCUT DETAIL

3/4" = 1'-0"8 DETAIL THROUGH RETAINING WALL AT SOUTH COURTYARD3/4" = 1'-0"9 DETAIL THROUGH RETAINING WALL AT SOUTH COURTYARD 17

Wa

ll Rei

nfor

cing

Exte

rior W

alls

Provide galvanized 9 gauge wire bar position to hold vertical reinforcing in center of cell. Space verticals at 4'-0" o.c. max. Lap all bars 40dia.

Note: Clean all vertical cells to be filled, of all loose debris, mortar dropping, etc.

Provide dowels from foundation for each vertical reinforced cell. Lap bars minimum 40dia. and match size of vertical reinforcing unless noted otherwise on plans.

GROUTING:Vertical reinforced concrete filled cells shall be installed using the "Low lift" grouting procedure, max lift to be one half the distance between each bond beam, unless noted otherwise. Grouting of cells shall be stopped 1 1/2" below top of course to form a key. The tops of ungrouted cells shall be covered with metal lath to confine grout to horizontals bond beams. All cells that have reinforcing shall be grouted solidly.

A. TYPICAL WALL REINFORCING FOR EXTERIOR WALLS ONLY

F. CORNER BOND BEAM PLAN

Provide corner bars equal in size and number to bond beam reinforcing. Lap bars minimum 40 dia.

E. LINTEL PLAN AT JAMB

Continuous vertical reinforcing in concrete filled cells. See General Notes.See Architectural drawings for jamb to rough opening connection and details.

B. CORNER PLAN C. JAMB DETAIL

Reinforcing in jamb below.

See lintel schedule for reinforcing.

Provide continuous vertical reinforcing in concrete filled cells nearest to wall intersection. See General Notes for size of reinforcing.

D. INTERSECTING WALL

Provide corner bars equal in size and number to bond beam reinforcing. Lap bars minimum 40 dia.

G. BOND BEAM AT INTERSECTING WALL

Locate bond beams at top of walls. (U.N.O.) For walls more than 15'-4" in height: Provide additional bond beams at 8'-0"o.c max. Verify with Architectural plans for adjustments to locations.

Provide (2)-#4 bars continuous, in concrete filled block (with knockout panels).

Provide metal lath to confine concrete to bond beam cells.

Continuous vertical reinforced concrete filled cells beyond. See general notes for size and spacing of reinforcing.

Provide reinforcing as scheduled in continuous concrete filled lintel block. Extend minimum 8" over jamb.

Jamb reinforcing beyond.

NOTES:1.) See Architectural drawings for joint reinforcing spacing.2.) See Architectural drawings for locations and details of all control joints and expansion joints.

H. BOND BEAM I. LINTEL DETAIL J. LINTEL DETAIL

Up to 4'-0"Up to 7'-4"Up to 14'-0"

8"16"16"

(2)- #4(2)- #5(2)- #5 top and bottom with #3 ties(1 @ 4") rest at 8" o.c.

8"8"8"

SPAN DEPTH REINFORCING MINIMUMBEARING

LINTEL SCHEDULEContractor Note: Contractor is responsible for all temporary bracing of all CMU walls, until all permanent connections to walls are made.

or

Up to 12'-8" with masonry support angle(s). See Detail K.

24" (2)- #5 top and bottom with #3 ties(1 @ 4") rest at 8" o.c.

8"

or

5/8" dia. bolts @ 24" o.c.

Continuous 7"x4"x3/8" angle (LLH). Exterior angles, plates, and bolts to be H.D. galvanized.

K. LINTEL DETAIL WITH MASONRY SUPPORT ANGLE.

See

Sche

dule

Linte

l dep

th

Linte

l Dep

th (S

ee S

ched

ule)

Up to 20'-0" with masonry support angle(s). See Detail K.

40" (2)- #5 top and bottom with #3 ties(1 @ 4") rest at 8" o.c.

16"

or

For height of masonry not to exceed 2'-8".

5 1/

2".

Weld 3/8" plate x 4"x4" to top of angle at each bolt.

linte

l blo

ckfil

led

cel

lsbl

ock

Bond

bea

m

Continuous 7"x4"x3/8" angle (LLV).

2' - 5" 4" Ref. Arch.

6

T.S. = varies

T.S. = See plan

Continuous 3"x3"x1/4" angle.

Outriggers: 3"x3"x1/4" @ ends and @ 48" o.c.Steel joist. See plan.

Steel beam. See plan.

Steel joist. See plan.

Continuous HSS 2"x6"x3/16" (LLH).

Structural deck. See plan.

See 3/S701 for angles.Structural deck. See plan.

7

4"

T.S. = See plan

Structural deck. See plan.

5

1" E.J. 5" 2' - 1"

2' - 7"

Existing Building

Continuous 3"x3"x1/4" angle.

Steel beam. See plan.

Steel joist. See plan.

Refer to 2/S802.

5

6

6

7

7

1' - 6" 2' - 9" (face of tube) 27' - 9" 2' - 5" (face of tube) 1' - 6"

Working point

Working point

Rad

ius

= 54

' - 5

" (to

p of

tube

)T.S.=121'-11 3/4"

T.S.=122'-6"

T.S.=118'-9 3/8"

T.S.=119'-9"

S7005

HSS 8"x8"x1/4" steel column.

.

or

Refer to 4/S500 schedule for base plate.

16"x8" rolled tube

HSS 16"x8"x5/16" beam. See plan.

18"x18" concrete column.

4

Stabilizer angles:3"x3"x1/4" x 6" long.

1/4.

6After roofing installed

Refer to 5/S700 for bolted connection.

T.C.=112'-0"Verify with Architect

3" Structural deck. See plan.

Beam and column centerline

Continuous 3"x3"x1/4" angle.

Steel joist. See plan.

Steel beam. See plan.

Outside face of stud and channels.

Continuous HSS 2"x6"x3/16" (LLH).(Grid G to grid M).

Beam centerline

Continuous 3"x3"x1/4" angle.

Outriggers: 3"x3"x1/4" @ ends and @ 48" o.c.

Steel joist. See plan.

Steel beam. See plan.

4" 2' - 5"

See opposite side for information.

Provide 16 ga. x 8" x 12" plate, with sides to close off gap. Weld to tubes.

3' - 2"

18" column.

14" column.

Provide continuous 3/16" x 3" x 8" bent plate (LLV).

HSS 3"x3"x3/16" rolled tube with 1/8" cap plate, locate @ rolled tubes and mid span.

Continuous HSS 6"x2"x3/16" (LLH). (Grid G to grid M).

Refer to Architect for bottom of window detail.

C4x5.4 @ ends and @ 48" o.c.(Grid G to grid M).

.

.

1/43 sides

1"

1" E.J.

3"x3"x1/4" outriggers @ ends and @ 48" o.c.

1" E.J.

Adjust masonry ties attached to bottom of tube at vertical joints in CMU at 48" o.c.

2' - 5"

GD

1' - 4" 16' - 3" 1' - 9"

17' - 7"

S4 - HSS 6"x6"

HSS 16"x8"x5/16" 1/4" end cap.

C2 - Concrete column

1" E.J.

New plaster line.

Ref. Arch. 6" (Verify with Arch.)

rolle

d tu

be

Continuous 5"x3"x3/8" angle (LLH) rolled.

.

or

Refer to 3/S701 for angles.

.

5/16

G.2T.C.=127'-0"(field verify)

T.S.=112'-0"(verify with Arch.)

Existing CMU

Existing concrete beam.

T.C.=113'-2"(field verify)

Existing concrete beam.

Plate: 1/2"x8"x12" (LLV)with (4)- 3/4" diameter x 6" bolts. Drill, epoxy, and pull test each bolt. Locate plates at ends and at 24" o.c.

Steel joist. See plan.

Steel beam. See plan.

Structural deck. See plan.

6" See Plan

1 1/

2"9"

1 1/

2"

1" 6" 1"

Existing steel joist

New continuous 6"x6"x3/8" (HDG). Weld top and bottom. to plate with 5/16" welds. Paint welds with/ 3 coats galv. paint. Locate joints at plates.

Refer to 3/S802.

New masonry. Refer to Architect.

1" E.J.

1' - 2" 2' - 4"

Special Inspection Required.

60670DAVID R. WONDER

STA T E O F TEX AS

PR

OFE SI ON A L E NGI NE

ER

R EGI S T E R ED

S

K A

A R

L S

E N

N O

O N

A N

R I

T T

I M A

N N

G A

R C

I A

1343

8 BA

ND

ERA

RD

#202

HELO

TES,

TEX

AS 7

8023

P: 2

10.6

95.5

716

knrg

arch

.com

Project No.: 1907052

NORT

HSID

E IND

EPEN

DENT

SCHO

OL DI

STRI

CT

SM

SAN

AN

TON

IO, T

EXAS

782

5311

600

CU

LEBR

A R

OAD

Revisions:

Chkd By:

Date Issued:

Drwn. By:

LIB

RA

RY

AD

DIT

ION

/ R

EN

OV

AT

ION

AT

WIL

LIA

M H

. T

AFT

HIG

H S

CH

OO

LPh

one:

(210

) 680

-412

6Sa

n A

nton

io, T

exas

,47

34 C

olle

ge P

ark

NRE

PI

GN

E

NY

S

7824

9

IR

EE

GN

Texa

s Fi

rm R

egist

ratio

n #F

-188

Proj

ect #

....

WW

DRW

8356

Sheet of 23

03-16-2020

S801

03-16-2020

MISCELANEOUSDETAILS

3/4" = 1'-0"1 CONCRETE MASONRY DETAILS AT STRUCTURAL CMU

3/4" = 1'-0"4 ROOF TRANSITION3/4" = 1'-0"3 ROOF AT EXISTING

3/4" = 1'-0"6 ROOF TRANSITIONS

3/4" = 1'-0"5 FRAMING DETAIL3/4" = 1'-0"2 NEW BRICK SUPPORT AT EXISTING

18

56

1' - 6" 2' - 5" (face of tube) 27' - 9" 2' - 9" (face of tube) 1' - 6"

Working point

Working point

T.S.=110'-9 5/8"

T.S.=111'-9"

T.S.=113'-11 3/4"

T.S.=114'-6"

.

or

16"x8" rolled tube

HSS 16"x8"x5/16" beam. See plan. Provide 3/16" thick end caps at each end (typical).

3" Structural deck. See plan.

See opposite side for information.

Provide 16 ga. x 8" x 12" plate, with sides to close off gap. Weld to tubes.

Provide continuous 3/16" x 3" x 3" bent plate.

HSS 3"x3"x3/16" rolled tube with 1/8" cap plate, locate @ rolled tubes and mid span.

.

HSS 8"x8"x1/4" steel column.

Refer to 4/S500 schedule for base plate.

18"x18" concrete column.

T.C. = 104'-0"Verify with Architect

18"x18" concrete column.

HSS 8"x8"x1/4" steel column.

Radius = 54'-5" (top of tube)

.

1/43 sides

T.C. = 104'-0"Verify with Architect

Structural deck. See plan.

Steel joist, see plan.

If required by roofing details: Provide plate - 1/4" x 2" x height shown on roofing details. Locate at ends and @ 24" o.c.

3"x3"x1/4" angle at ends and 48"o.c. Shop weld to beam.

T.S. = See plan.

See Plan

EXIS

TING

Bridging as required by joist manufacturer.

Centerline of beam.

1" E.J.

Continuous 3"x3"x1/4" angle.

Structural deck. See plan.

Steel joist, see plan.

Refer to 2/S802.

T.S. = See plan.

See Plan

EXIS

TING

Centerline of beam.

1" E.J.

Continuous 3"x3"x1/4" angle.

Concrete beam.See plan.

Note:Use removable steel plate to form beam, if necessary to protect existing masonry during concrete placement.

T.C. = See plan

See Plan

EXIS

TING

Centerline of beam.1" E.J.

See ScheduleBeam "W"

Existing 8" CMU wall. Provide typical bond beam at tube bearing elevation and vertically reinforce and grout (3)-CMU cells adjacent to tube.

Refer Architect for storefront and attachment to header tube.

110'-0" (Bearing Elevation)

4"x12"x1/2" embed with (3)- 1/2"dia. x 4" HCA. Center on tube.

Steel tube. See Plan.

3/16" end cap.

.

1' -

6"40

dia

. la

p

100'-0"

#4 x see plan for layout

1-0

Continuous angle 3"x3"x1/4"

GridMasonry line

Concrete beam. See plan.

T.C. = 116'-8"

Refer to 8/S701.

Structural deck. See plan.

Steel beam. See plan.

7" 9" 9"

T.Lug = 115'-4"

D =

3' -

4"

Refer to Architect for chamfers.

Provide dovetail slots at all CMU.

Lug reinforcing:Refer to 11/S701.

Refer to 2/S802

3" Structural deck. See plan.

Continuous rolled 3"x3"x1/4" angle.

Rolled HSS 16x8

3" Structural deck. See plan.

Continuous rolled 3"x8"x3/16" bent plate (LLV).

Rolled HSS 16x8

60670DAVID R. WONDER

STA T E O F TEX AS

PR

OFE SI ON A L E NGI NE

ER

R EGI S T E R ED

S

K A

A R

L S

E N

N O

O N

A N

R I

T T

I M A

N N

G A

R C

I A

1343

8 BA

ND

ERA

RD

#202

HELO

TES,

TEX

AS 7

8023

P: 2

10.6

95.5

716

knrg

arch

.com

Project No.: 1907052

NORT

HSID

E IND

EPEN

DENT

SCHO

OL DI

STRI

CT

SM

SAN

AN

TON

IO, T

EXAS

782

5311

600

CU

LEBR

A R

OAD

Revisions:

Chkd By:

Date Issued:

Drwn. By:

LIB

RA

RY

AD

DIT

ION

/ R

EN

OV

AT

ION

AT

WIL

LIA

M H

. T

AFT

HIG

H S

CH

OO

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(210

) 680

-412

6Sa

n A

nton

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,47

34 C

olle

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NRE

PI

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E

NY

S

7824

9

IR

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GN

Texa

s Fi

rm R

egist

ratio

n #F

-188

Proj

ect #

....

WW

DRW

8356

Sheet of 23

03-16-2020

S802

03-16-2020

MISCELANEOUSDETAILS

3/4" = 1'-0"1 CANAOPY ROOF FRAMING OVER ENTRY STAIRS AT GRIDS V AND W

3/4" = 1'-0"2 ROOF EDGE AT EXPANSION JOINT (PARALLEL TO JOIST)3/4" = 1'-0"3 ROOF EDGE AT EXPANSION JOINT (PERPINDICULAR TO JOIST)

3/4" = 1'-0"4 FRAMING BEAM AT EXISTING

3/4" = 1'-0"5 STOREFRONT HEAD SUPPORT

3/4" = 1'-0"6 ROOF DECK AT FRAMING BEAM 3/4" = 1'-0"7 EDGE OF CURVED ROOF (EXTERIOR)3/4" = 1'-0"8 EDGE OF CURVED ROOF (INTERIOR) 19

L L

M

N

O

V

W

1

1 2

5

53

Q

4

5' - 9 1/2" 22' - 4" 8' - 8 1/2"

1' -

3"1"

E.J

.

1' -

9"15

' - 0

"17

' - 6

"21

' - 0

"2'

- 5"

3' -

10"

13' -

8"

1' - 1" 36' - 2" 1" E.J. 2' - 6"

From first level to second level.

Above second level

1' - 1" 1' - 11" 33' - 8" 3' - 2"

1' -

3"1"

E.J

.56

' - 4

"

1" E

.J.

2' -

10"

5' -

4"5'

- 4"

11"

1" E.J. 5' - 11" 27' - 5" 1" E.J. 3' - 5" 1" E.J.

1" E.J. 6' - 1" 3' - 1" 19' - 3" 3' - 1" 5' - 4" 1" E.J.

slope

slope

varie

s

varie

s

1S901

1S901

3' -

3"

3' -

3"

5' - 3" 1" E.J.

REFER TO SHEET S200

EXISTING BUILDING

S2 S2

S3S3

varie

s

1" E.J. 7' - 7 1/2" 22' - 4" 6' - 11 1/2"

37' - 0"

T.C.=100'-0" datum(match existing)

1' - 9"

1' - 6 1/2" 1' - 6 1/2" 1' - 6 1/2" 1' - 6 1/2"

3S901

(H.D. Galvanized)

(H.D. Galvanized)

4S901

Note:Canopy framing, columns and base plates for North canopy to be Bid Alternate #3

Dimension Note:Verify all dimensions with Civil and Architect.

Downspout coupler to be cast in footing. Refer to Architect for locations.

4S601(sim.)

Sawcuts in ramp slab:Provide 1/4" wide x 1 1/4" deep continuous sawcuts across short direction of ramp, within 4 to 12 hours of concrete finishing. Locate at each post of guardrail. Refer to Civil Refer to 7/S800 for detail.

1" E

.J.

1" E

.J.

BASE BID: Include footings.

BID ALTERNATE #3: No footings.

8" Hinge slab

Continue beam and reinforcing along side of hinge slab.

PARTIAL FOUNDATION PLAN - NORTH HANDICAP RAMP

PLAN NORTH

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

L

M

N

O

V

W

1 2

2

5

5

3

3

Q

4

1" E.J. 1' - 10" 5' - 9 1/2" 22' - 4" 5' - 6 1/2" 3' - 2"

1' -

2"1'

- 3"

1' -

5"13

' - 8

"

2' -

5"15

' - 1

"5'

- 11

"17

' - 6

"15

' - 0

"

1" E.J. 7' - 7 1/2" 22' - 4" 6' - 10 1/2"1" E.J.

1' - 9"

1S901

1S901

3"7'

- 3"

7' -

3"7'

- 2"

3"

2" E

.J.

1' -

2"

HSS12X6X3/16

HSS1

2X6X

1/4

HSS1

2X6X

1/4

HSS12X6X3/16

HSS12X6X3/16

HSS12X6X3/16

EXISTING BUILDING

REFER TO SHEET S300

1" E.J. 36' - 10" 1" E.J.

T.S.=110'-0"

T.S.=110'-0"

T.S.=110'-0"

T.S.=110'-0"

7" 1" E.J.

HSS12X6X3/16

HSS12X6X3/16 HSS12X6X3/16

HSS12X6X3/16

HSS1

2X2X

3/16

HSS1

2X2X

3/16

HSS1

2X2X

3/16

HSS1

2X2X

3/16

HSS1

2X2X

3/16

HSS1

2X2X

3/16

3" d

eck

span

1S903

1S903

6' -

0"13

' - 8

"2'

- 8"

To fa

ce o

f bric

kTo

out

side

face

of t

ube

Dimensions to outside face of tube.

ROOF FRAMING PLAN - NORTH HANDICAP RAMP CANOPY

PLAN NORTH

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

BASE BID: INCLUDES CANOPY AS SHOWN.BID ALTERNATE #3: DEDUCT FOR NO CANOPY

Provide Vulcraft 3" type NI (or equivalent) 22 gauge galvanized deck. Attach to supporting members with 5/8" dia. puddle weld directly through bottom of ribs at every support with a 24/4 weld pattern. Button punch side laps at 24" o.c. max. between each support. Where supported by a ledger angle:

At ends - weld deck to angle at each rib.At sides - weld deck to angle at 6"o.c. NOTE: COLD GALVANIZE ALL DECK WELDS.

CANOPY ROOF DECK

Datum elevation of 100'-0" is for reference purposes only. Refer to Architect/Civil for actual elevations.

T.C. = Top of ConcreteT.S. = Top of Steel BeamT.G. = Top of GirderJ.B. = Joist BearingT.J. = Top of Joist

Foundation Level:See plans for location of 100'-0" reference elevation.

ELEVATION NOTE

Provide 5" (u.n.o.) normal weight concrete slab reinforced with #4 at 12" o.c. each way supported by concrete half bricks over compacted select fill. See General Notes.

SLAB ON GRADE (RAMP)

60670DAVID R. WONDER

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.com

Project No.: 1907052

NORT

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8356

Sheet of 23

03-16-2020

S900

03-16-2020

PARTIAL PLANS -RAMP

T.S. All North handicap ramp framing = 110'-0"

20

Fully weld all canopy connections

LNO

1" E.J.

Masonry line. Refer to Architect.

Concrete pier.

Refer to Civil for underfloor grading.

Concrete joist.See Schedule.

Top of Pier = See Plan

1' -

0"

"W"

1" chamfer

3' - 3" 11" 5' - 4" 5' - 4" 2' - 10" 2" 1' - 2"

Refer to Architect for handrail. Provide galvanized sleeves at each post.

1' - 0"

1' - 0"

2' -

0"

1' - 2" 1' - 0" 1' - 10"

5"

varie

s

varie

s

3" clr.

Select fill by the "bagging method".

Continuous 4' - 0" footing

Tooled edge

Refer to Civil for flatwork / pavers.

1

2

Compacted select fill by the "bagging method". Refer to General Notes.

Compacted select fill by the "bagging method". Refer to General Notes.

Masonry on footing with CMU. Refer to Architect for finishes. Provide continuous bond beam with (2)- #4 along top of wall with #4 bars in vertical filled cells at ends, control joints, and @ 48" o.c. Extend vertical bars 1'-8" into footing.

6' - 0" 13' - 8" 2' - 8" 1' - 2"

T.S. = See Plan

Structural deck. See plan.

Outside face of beam

7' - 6" 7' - 3" 7' - 6" 1"

Outside face of beam

Refer to 1/S7.01 for information.

Refer to Architect for finishes.

Steel beam. See plan.

Steel beam. See plan.

Rafter spacing

Provide continuous 3"x3"x1/4" deck angle.

Steel column. See plan.

T.C.=100'-0"

Steel column. See plan.

Line of subgrade cut.

slope

Refer to Civil for slopes.

slope

slope

.

.

Provide continuous 3"x3"x1/4" deck angle.

1' - 6"

3" Structural deck. See plan note.

T.S. = 110'-0" (Typical)

4" 2' - 8"

1

2

Marl/ weathered marl strata

Com

pact

ed S

elec

t FillBeam beyond

Base Bid:Footing Reinforcing:#5 @ 6" o.c.e.w. top and bottom.

Bid Alternate #3:No footings.

Ref. Arch.

Footing Reinforcing:#5 @ 6" o.c.e.w. top and bottom.

Top of footing to match adjacent grade beamRef. Civil

914.95' +-

5' - 2" Footing at column

#4 dowels @ 12" o.c.

#4 dowels x @ 12" o.c. each face.

1-0

1. Subgrade to etend to surface of Marl and comfirmed by Geotech.2. Place Select Fill in lifts per General Notes up to an elevation of 916.95' (2'-0" below fin. grade of flatwork adjacent to ramps).3. Place Fill in ramps by "Bagging method": See General Note 4.l.

(916.95'+-)

1/4" x 2" x height and spacing per roofing details. Weld to top of angle.

S9012

2' -

0"

(922.95)

Grout joint

1" E.J.

SEQUENCING NOTE:Due to select fill extending into crawl space, cut and fill operations for ramps may need to be completed prior to pouring mud slab in crawl space.

2" clr.

9" 9"5/16

6"

#4 x

@ (4) each way.

2-0

1-0

Typical cap plate:1/2" x 9" x 9"

.

7"

6"

1' - 0

"

1' - 0

"

6"

paint welds w/ 3 coats ZRC.

Steel column and base plate wrapped with masonry to be H.D. galvanized.

Note:Canopy framing, columns and base plates for North canopy to be Base Bid.

Bid Alternate #3:Eliminate canopy framing, columns, base plates and footings.

Sawcuts in ramp slab:Provide 1/4" wide x 1 1/4" deep continuous sawcuts across short direction of ramp, within 4 to 12 hours of concrete finishing. Locate at each post of guardrail. Refer to Civil Refer to 7/S800 for detail.

Fully weld all canopy connections.

Bevel edge of column for weld.

1' - 0"

varie

s

slope

slope

Typical slab reinforcing:#4 x @ 12" o.c.e.w. on concrete half bricks.

#4 x@ 12" o.c.

2-0

1-0

Dowels:#4 @ 12" o.c. each face. Extend to top of upper beam. Provide #4 @ 12"o.c. each face where beams depth exceeds 36".

Typical beam reinforcing:(2)= #7 top and bottom with #6 corner bars at each end. Provide #4 stirrups x@ 24" o.c.

1'-6

" la

pBuilding Pad

Bagg

ed F

ill

1' - 0

"

6"

#4 x@ 12" o.c.

1-6 1-10

1-6

Provide #4 @ 12" o.c. each face where beams depth exceeds 36".

(2)- #7 top bars.

Typical slab reinforcing:See 2/S902.

Dowels:See 2/S902.

Typical beam reinforcing:See 2/S902.

1' - 0"

slopewith sealant1" expansion joint

Masonry wall.

Refer to Civil for flatwork.

Building Pad

Bagg

ed F

ill

Top of footing to match adjacent grade.

6"

1' -

0"

Grid

5" slab on grade:#4 @ 12" o.c.e.w. supported by concrete half bricks.

Beam reinforcing:(2)- #7 top and bottom plus #4 stirrups @ 24" o.c. Provide #6 corner bars (top and bottom) at each corner.

Refer to underfloor grading plan.

1" E.J. 3' - 5" 1" 1' - 10"

1" E.J. with sealant

Backfill against retainers with flowable fill.

Compacted select fill.

Ref. Civil for slope

8" hinge slab:Refer to 6/S801 for information.

60670DAVID R. WONDER

STA T E O F TEX AS

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.com

Project No.: 1907052

NORT

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E IND

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SM

SAN

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EXAS

782

5311

600

CU

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Sheet of 23

03-16-2020

S901

03-16-2020

DETAILS AT RAMP

3/4" = 1'-0"1 RAMP SECTION AT FRONT ENTRY AND NORTH CANOPY

3/4" = 1'-0"2 TYPICAL BEAM TRANSITION

3/4" = 1'-0"3 BOTTOM OF RAMP

3/4" = 1'-0"4 HINGE SLAB AT RAMP 21

LMVW Q

1' - 9" 15' - 0" 17' - 6" 21' - 0" 2' - 5"

19' - 0" 3' - 0" 5' - 0" 2' - 0" 5' - 0" 2' - 0" 20' - 6" 1' - 2"

Masonry line.

2 1/2" topping

Refer to 1/S601 for dowels.

Lug reinforcing:Refer to 3/S600.

Refer to 2/S600 for typical retainer.

2 1/2" topping

w/ sealant1" E.J.

8"

8" 1' - 0" 18' - 0" Topping

Flatwork

NOTE: Refer to Civil for elevations, slopes and risers.

2 1/

2"36

" bea

m

4 5/

8"20

" pan

Drill & Epoxy:#4 dowels at 12" o.c., 4" deep into slab. Typical where shown plus on sidewalls and intermediate beams. Pull test every 10th dowel.

8" 1' - 6"

4' - 0" joist and slab transition 5' - 0" 2' - 0" 5' - 4"

1' - 6" 1' - 6"

Beam "W"3' - 0"

#4 at 12" o.c.e.w.

#4 nosing bar (Typical)

Polystyrene sheets:At ends and intermediate beams: Provide 8" side walls with #4 @ 12" o.c.e.w.

3" 1' - 9" 1' - 0"

3' -

6"5'

-1 1

/8".

2 1/

2"

Lug Reinforcing:Refer 3/S600

1' - 3"

T.C. = 100'-0"(922.95)

917.30

917.04

916.75

922.60

8"

2' - 3"

Bea

m "D

"2'

- 0

5/8"

Nosing bar typical.

Bea

m "D

" = 8

'-7 1

/8"

5" slab with #4 @ 12" o.c.e.w.

#4 @ 12" o.c.e.w. (typical)

Refer to 4/S501 for joist transition.

Special Inspections Required

2' -

0 5/

8"1'

- 5

3/8"

L

P

M

O

V

W

5 63 7

Q

4

1S802

1S902

5' - 6 1/2" 3' - 2" 27' - 9" 2' - 5"

31' - 3" 8"

15' -

0"

17' -

6"

5' -

11"

15' -

1"

2' -

5"

1' -

3"33

' - 1

"

4S600

2S601sim.

1' -

0"18

' - 0

"4'

- 0"

5' -

0"

2' -

0"

5' -

4"

5" slab on polystyrene

2 1/2" topping slab. See note on S200.

((1 of 2)- 8" wide intermediate beams down to foundation slab.

1' - 8"

1' - 8"3

S601

3S601

4S601

4S601

Refer to sheet S200 for topping on upper area.

1" c

ham

fer a

t edg

e of

con

cret

e

tool

ed e

dge

at h

inge

sla

b

1" c

ham

fer a

t ma

sonr

y

Tooled edge at concrete

1" c

ham

fer a

t ed

ge o

f con

c.

1' - 9" 1' - 9"

5S902

PARTIAL FOUNDATION PLAN - MAIN ENTRY STEPS

PLAN NORTH

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

"W"Typical retainer:Refer to 2/S600.

Refer to Civil for flatwork.

Provide chamfer at all masonry.

Ref. Arch.8" CMU with continuous bond beam at top. Provide #4 bars in filled vertical cells @ ends and @ 24" o.c.

Polystyrene sheets

5" slab steps w/ #4 @ 12" o.c.e.w.

See plan for intermediate beams. Provide #4 @ 12" o.c.e.w.

8"

Provide #4 dowels 2'-0" into beam plus #4 @ 12" o.c. each way, each face.

Grid1' - 9" 1' - 8"

1' - 0"

Refer to 1/S902 for dowels.

Lug reinforcing:Refer to 3/S600.

Refer to 2/S600 for typical retainer.

Flatwork

2 1/

2"36

" bea

m

8" lug

1" E.J. w/ sealant

Add lug to scheduled widthSee Schedule

Beam "W"

2 1/2" topping

1' - 0"

"W"Typical retainer:Refer to 2/S600.

Refer to Civil for flatwork.

Provide chamfer at all masonry.

Ref. Arch.18"x18" concrete column extends to foundation beam.

Steps on polystyrene sheets to be poured around column.

5" slab steps w/ #4 @ 12" o.c.e.w.

See plan for intermediate beams. Provide #4 @ 12" o.c.e.w.

8"

Grid1' - 9" 1' - 8"

1' - 0"

60670DAVID R. WONDER

STA T E O F TEX AS

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HELO

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TEX

AS 7

8023

P: 2

10.6

95.5

716

knrg

arch

.com

Project No.: 1907052

NORT

HSID

E IND

EPEN

DENT

SCHO

OL DI

STRI

CT

SM

SAN

AN

TON

IO, T

EXAS

782

5311

600

CU

LEBR

A R

OAD

Revisions:

Chkd By:

Date Issued:

Drwn. By:

LIB

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DIT

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WIL

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8356

Sheet of 23

03-16-2020

S902

03-16-2020

ENTRY DETAILS

3/4" = 1'-0"1 DETAIL AT MAIN ENTRY STEPS

1/8" = 1'-0"2 PARTIAL PLAN - MAIN ENTRY STEPS

3/4" = 1'-0"3 EDGE OF STEPS3/4" = 1'-0"4 EDGE OF ENTRY

3/4" = 1'-0"5 EDGE OF STEPS AT COLUMN22

T.S. = See Plan

3" Structural deck. See plan.

Steel beam. See plan.

See Plan

Continuous HSS 12x4. Locate joints at centerline of supports, and fully weld.

Continuous 3"x3"x1/4" deck angle.

Steel column. See schedule. Provide 1/2"x9"x9" cap plate.

.

.

7"

Provide mitered joints at all corners

T.S. = See Plan

3" Structural deck. See plan.

Outrigger: HSS 12"x4"5/16".

See Plan

Continuous HSS 12x4. Locate joints at centerline of supports, and fully weld.

Continuous 3"x3"x1/4" deck angle.

.

T.S. = See Plan

3" Structural deck. See plan.

Framing to extend to within 2" of masonry and provide 3/16" cap plate.

1" E.J.

See Plan

Tube into the side of supporting member.

Continuous 3"x3"x1/4" deck angle.

Masonry line

Continuous 3"x3"x1/4" angle.

Refer to 2/S802

2" clr.

T.S. = See Plan

3" Structural deck. See plan.

Steel beam. See plan.

1" E.J.

See Plan

Masonry line

Continuous bent plate 3/16" x 3" x distance to center of tube.

Refer to 2/S802

Steel column. See schedule. Provide 1/2"x9"x9" cap plate.

HSS 16x8 rolled tube

Refe

r to

Arc

hite

ct

HSS 6"x3"x1/4". Weld to columns at each end.

.

3Weld to tube at midspan.

Refer to Architect for metal panels.

Vertical members:HSS 3"x3"x3/16". Refer to Architect for locations.

Top of frame to be tight against rolled tube.

672' - 5"

Refer to 2/S701.

Provide spiral wrap at top: 6 spaces at 4" and double wrap at bottom.

Existing grade

No Grout. Coordinate with lightpole manufacturer if grout is required, and submit letter to Engineer, with recommendations for grout.

3/4" Chamfered edge

Exposed portion of pier to be rubbed.

Extend smooth fiber form 12" below the existing grade.

Drilled pier (3000 psi concrete, 6" to 7" slump) with (6)-#6 vertical and 3/8" dia. spiral wrap at top: 6 spa at 4" and 12" pitch for remainder. Double wrap spiral at top and bottom.

Provide precast concrete retainers at sides and bottom to provide reinforcing clearances.

PIER NOTES:

1). No piers shall be left unpoured overnight.

2). Pier bottoms shall be cleaned of all loose debris and soil.

3). Piers shall be drilled plumb within 1.0% of the length or 10.0% of the shaft diameter or 12" whichever is less.

4). All piers to be continuously inspected and logged by a qualified technician.

5). Pier location shall be within 1/24th of shaft diameter or 3" whichever is less.

6). Elevation varies (see plan). Tolerance not to exceed plus 1/2" or minus 1" unless noted on plans.

7). The piers may need to be cased due to the presence of water. Contractor to provide unit prices for casing if required.

or A

rchi

tect

Refe

r to

MEP

8' -

0" d

eep

min

imum

dep

th b

elow

adj

ace

nt g

rade

.

NOTE: After rebar installation and prior to the concrete pour, the contractor shall arrange a site visit with the STRUCTURAL ENGINEER or testing lab for their approval.

NOTE: Anchor bolts and bolt pattern template to be furnished by Electrical Contractor.

Provide 1" expansion joint between piers and surrounding concrete.

New light pole and base plate as specified by MEP, or Civil.

Anchor bolts as required by pole manufacturer. (See Note)

Cover per light pole manufacturer.

Bottom of Pier

24" dia. at 30' pole

3" c

lr.

Patch flatwork around base as required.

Crown top of pole to provide drainage away from bolts.

(2) - #6 x 6-0

1-4

67

7" +- (Verify w/ Arch.) 2' - 5"

T.S. = 115'-5 1/2" +-

115'-8"+- (Ref. Arch.)

113'-8"+- (Ref. Arch.)

CMU wall.

(3)- Grout filled, steel reinforced vertical cells in CMU wall.Steel beam.

See plan.

Steel joist. See plan.

See detail 6/S801 for outriggers, angle, etc.

8" wide CMU pocket around steel beam as shown.

Provde 5/8" dia. galvanized thru bolts as shown.

Drill 6" and epoxy 5/8" dia. galvanized threaded rod as shown. Pull test required.

Steel plates and angle beyond.

PLAN

PLAN

Masonry line.

Miter and weld fully.

67

M

Ref.

Arc

h.

Dou

ble

CM

U bo

nd b

eam

(16"

)

Steel angle and with plates. Refer to 1k/S801 for sizes. H.D. galvanize.

Special inspection required.

60670DAVID R. WONDER

STA T E O F TEX AS

PR

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R EGI S T E R ED

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1343

8 BA

ND

ERA

RD

#202

HELO

TES,

TEX

AS 7

8023

P: 2

10.6

95.5

716

knrg

arch

.com

Project No.: 1907052

NORT

HSID

E IND

EPEN

DENT

SCHO

OL DI

STRI

CT

SM

SAN

AN

TON

IO, T

EXAS

782

5311

600

CU

LEBR

A R

OAD

Revisions:

Chkd By:

Date Issued:

Drwn. By:

LIB

RA

RY

AD

DIT

ION

/ R

EN

OV

AT

ION

AT

WIL

LIA

M H

. T

AFT

HIG

H S

CH

OO

LPh

one:

(210

) 680

-412

6Sa

n A

nton

io, T

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8356

Sheet of 23

03-16-2020

S903

03-16-2020

CANOPY DETAILS

3/4" = 1'-0"1 CANOPY EDGE DETAIL (AT COLUMN)3/4" = 1'-0"2 CANOPY EDGE DETAIL

3/4" = 1'-0"3 CANOPY AT BUILDING3/4" = 1'-0"4 CANOPY AT EXISTING

3/4" = 1'-0"5 STEEL FRAME AT METAL PANELS

23

3/4" = 1'-0"7 LIGHT POLE BASE

This detail can be used for light pole heights of 30'-0" or less.

3/4" = 1'-0"6 DETAIL AT CMU POCKET

3" = 1'-0"PENETRATION FLASHING2

R1

RIGID PENETRATION RE: MEP

NOTE:1. CONDUIT PENETRATING ROOFING ASSEMBLY SHALL BE RIGID CONDUIT. CONTRACTOR

2. CONDUIT SHALL BE ONE CONTINUOUS PIECE FROM UNDERSIDE OF DECK EXTENDINGMIN. 6" ABOVE PENETRATION SEAL. ANCHOR TO DECK OR NEAREST STRUC. FRAMING ASREQ'D TO ELIMINATE MOVEMENT.

SHALL REPLACE ALL FLEXIBLE OR DAMAGED PENETRATIONS W/ RIGID CONDUIT

REMOVE ASPHALTIC CONTAMINATES FROM PENETRATION PRIOR TO INSTALLATION OF PENETRATION

1/2" COVER BOARD

FLASHING

3. MINIMUM 8'' SPACE IS REQUIRED BETWEEN PENETRATIONS

MONOLITHIC PMMA RESIN FLASHINGAS PRODUCED BY THE MEMBRANEMANUFACTURERROOF SYSTEM

4"

4"

POLYISOCYANURATE

POLYISOCYANURATE

NOT TO SCALEMULTIPLE CONDUIT W/ LESS THAN 8" CLEARANCE ALL SIDESA

RIGID PENETRATION RE: MEP

NOTE:1. CONDUIT PENETRATING ROOFING ASSEMBLY SHALL BE RIGID CONDUIT. CONTRACTOR

2. CONDUIT SHALL BE ONE CONTINUOUS PIECE FROM UNDERSIDE OF DECK EXTENDINGMIN. 6" ABOVE PENETRATION SEAL. ANCHOR TO DECK OR NEAREST STRUC. FRAMING ASREQ'D TO ELIMINATE MOVEMENT.

SHALL REPLACE ALL FLEXIBLE OR DAMAGED PIPING W/ RIGID CONDUIT

REMOVE ASPHALTIC CONTAMINATES FROM PENETRATION PRIOR TO INSTALLATION OF PENETRATION SEAL

1/2" COVER BOARD

POLYISOCYANURATE

SEALANT BEADS

PRECAST PENETRATION CURB1''2"

PRIME PENETRATION W/ SEALANT

OR SEALANTPOURABLESEALANT

3. MINIMUM 1'' SPACE IS REQUIRED BETWEEN PENETRATIONS AND INTERIOR WALL OFPENETRATION CURB AND BETWEEN MULTIPLE PENETRATIONS. REROUTE PENETRATIONSAS REQUIRED TO PROVIDE MINIMUM 1" SPACING REQUIRED

POLYISOCYANURATE

1" TO 8"

NOT TO SCALECONDUIT W/ GREATER THAN 8" CLEARANCE ALL SIDESB

1/2'' COVER BOARD

ROOF SYSTEM

BASE FLASHING BACKER PLY

BASE FLASHING FINISH PLY

1/4'' COVER BD.

CANT STRIP

METAL DECK RE: STRUCTURAL

3"

12"-

MIN

.

24 GA. GALV. CAPFULLY SOLDER JOINTS WATERTIGHT

SCREWS W/ NEOPRENE WASHERS @16" O.C.

18 GA. GALV. CURB AND BASE PLATEANCHORED TO BLK'G @ 8" O.C.

NOTE:1. LOAD CAPABILITIES OF NEW EQUIPMENT SUPPORTS SHALL BE

VERIFIED BY CONTRACTOR AND MANUFACTURER

(CAP SHALL FIT TIGHT OVER CURB ANDMEMBRANE W/OUT CAUSING DAMAGE)

FILL CURB W/BATT INSUL.

18 GA. GALV.BASE PLATE

3" = 1'-0"EQUIPMENT SUPPORT3

R1

TRT'D WD. BLK'G TO MATCH HT. OF COVER BD. ANCHOR TO DECK @ 12'' O.C. - STAGGERED

CONT. ISOLATION SHEET BETWEEN TRT'DWD. BLOCKING AND METAL DECKING

POLYISOCYANURATE

POLYISOCYANURATE

3" = 1'-0"VENT THRU ROOF1

R2

1"

8''-

MIN

.

4''-MIN.

LEAD FLASHING - FOLD INTOTOP OF STACK MIN. 1"

CONT. SEALANT

VENT STACK RE: MEP

ROOF SYSTEM

STRIP-IN PLY

1/2'' COVER BOARD

METAL DECK RE: STRUCTURAL

POLYISOCYANURATE

NOTE:1. PRIME LEAD FLANGE AND SET IN MASTIC

MIN

.

EXTEND AS REQ'D TO PROVIDE 8''-MIN.

POLYISOCYANURATE

NOT TO SCALEELECTRICAL DISCONNECT SUPPORT7

R1

UNISTRUT WELDED TO STEEL BRACKETS

BOLTED CONNECTIONSUNISTRUT FRAME W/

PENETRATION FLASHING

1-1/2''X1-1/2'' GALVANIZED

DISCONNECT BOX

CONDUITRIGID ELECT.

EQUIPMENT SUPPORTS

RIGID ELECT. CONDUIT

PENETRATION FLASHING

1-1/2''X1-1/2'' GALVANIZED

1''-MIN.

12 GA. GALV BRACKET ANCHORTO SIDE OF CURB

DISCONNECT

NO FITTINGS ALLOWEDABOVE ROOF DECK

WP GFI OUTLET

SWITCH BOX

POLYISOCYANURATE

1/2'' COVER BOARD

ROOF SYSTEM

CANT STRIP

1"1"

3''

SCREWS @ 16''O.C.

26 GA. STAINLESS STEEL RECEIVER

26 GA. STAINLESS STEEL COUNTERFLASHING

1"FI

ELD

VER

IFY

ROOF TOP UNIT RE: MEP

TRT'D WD. BLK'GANCHORED W/

18"-

MIN

.

STAINLESS STEELSCREWS FROM INSIDE

TRT'D WD. BLK'G

3" = 1'-0"ROOF TOP UNIT4

R1

NOTE:1. ROOFING CONTRACTOR SHALL COORDINATE THE REQUIRED CURB HEIGHT

WITH THE MECHANICAL CONTRACTOR PRIOR TO ORDERING CURB.

2. MINIMUM HEIGHT TO BOTTOM OF LIFTING RAIL SHALL BE 18''.

TRT'D WD. BLK'G TO MATCH HT. OF COVER BD. ANCHOR TO DECK @ 12'' O.C. - STAGGERED

CONT. ISOLATION SHEET BETWEEN TRT'DWD. BLOCKING AND METAL DECKING

METAL DECK RE: STRUCTURAL

OF CURB

BASE FLASHING BACKER PLY

BASE FLASHING FINISH PLY

1/4'' COVER BD.

POLYISOCYANURATE INSULATIONSET IN ADHESIVE

PRE-FAB METAL CURB RE: MEPANCHOR TO BLK'G @ 6'' O.C.

12''-

MIN

.

POLYISOCYANURATE

3" = 1'-0"MECHANICAL CURB5

R1

1/2'' COVER BOARD

ROOF SYSTEM

BASE FLASHING BACKER PLY

BASE FLASHING FINISH PLY

1/4'' COVER BOARD

CANT STRIP

18"-

MIN

.

METAL DECK RE: STRUCTURAL

TRT'D WD. BLK'G TO MATCH HT. OF COVER BD. ANCHOR TO DECK @ 12'' O.C. - STAGGERED

TRT'D WD.

MECHANICAL HOOD

@ 16'' O.C. (MIN. 2 PER SIDE)SCREWS W/ NEOPRENE WASHERS

BLK'G

CONT. ISOLATION SHEET BETWEEN TRT'DWD. BLOCKING AND METAL DECKING

1. ROOFING CONTRACTOR SHALL COORDINATE THE REQUIRED CURB HEIGHTWITH THE MECHANICAL CONTRACTOR PRIOR TO ORDERING CURB.

2. MINIMUM CURB HEIGHT IS TO BE 18''.

NOTE:

18 GA. GALV. INSULATED PRE-FAB CURBSCREWED TO BLK'G @ 6'' O.C.

POLYISOCYANURATE

POLYISOCYANURATE

NOT TO SCALEGUTTER EXPANSION JOINT9

R1

B

24 GA. PRE-FINISHED

24 GA. PRE-FINISHED GUTTER

CONT. SEALANT

TERMINATION SET IN SEALANTANCHORED W/ POP RIVETS@ 2" O.C.

GUTTER

EDGE METAL

EXPANSION JOINT COVERB

24 GA. PRE-FINISHED

EDGE METAL

EXP. JT. COVER AND

GUTTER

NOT TO SCALEISOMETRICA NOT TO SCALE

SECTIONB

TERMINATION

3"1-1/2"

3"

DOWNSPOUT

24 GA. GALV. SPLASH PANADHERE TO TRAFFIC PAD W/ SEALANT

GRANULAR SURFACEDTRAFFIC PAD 2" LARGERTHAN SPLASH PAN

24 GA. X 1" GALV.STRAP POP-RIVETTO DS AND SPLASH PAN

1"

SET PAD IN FULL BED OF FLASHING CEMENT 18"

30"

3" = 1'-0"SPLASH PAN10

R1

24 GA. GALV. 1'' TALLRIBS SOLDERED TOSPLASH PAN

30"

12"

18"

TRAFFIC PAD

NOT TO SCALEGUTTER JOINT8

R1

B

PROVIDE TWO CONT.

GUTTER SECTION

B

GUTTER

NOT TO SCALEISOMETRICA NOT TO SCALE

SECTIONB

3"

GUTTER SECTION

SEALANT BEADS BETWEEN ADJACENT SECTIONS OF

STAINLESS STEEL

GUTTER AND AT EACH

POP-RIVETS @ 2'' O.C.

EDGE OF SEALANT INSIDE JOINT

CONT. SEALANT @ JOINT

POP-RIVET

3" = 1'-0"ROOF HATCH6

R1

1/2'' COVER BOARD

ROOF SYSTEM

BASE FLASHING BACKER PLY

BASE FLASHING FINISH PLY

1/4'' COVER BD.

CANT STRIP

POLYISOCYANURATE

ANCHOR TOP OF BASE FLASHING

ROOF HATCH ANCHOR TO BLK'G @ 12'' O.C.

12''-

MIN

.

POLYISOCYANURATE

POLYISOCYANURATE

COVER BD. ANCHOR TO DECK W/TRT'D WD. BLK'G TO MATCH HT. OF

APPROPRIATE FASTENERS @ 6'' O.C.

CONT. ISOLATION SHEET BETWEENTRT'D WD. AND GALV. METAL

METAL DECK RE: STRUCTURAL

METAL DECK RE: STRUCTURALMETAL DECK RE: STRUCTURAL

PER DETAIL 2/R1 PER DETAIL 2/R1

PER DETAIL 3/R1

RE: ARCH. FOR HATCH / INTREGRAL CURB

1907052

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hollongroup, llc

+hg c

www.hollon-cannon.com

+cannonP: 512.300.0452

11800 Highland Oaks Trl Austin, TX 78759

R1

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ROOF DETAILS

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