CODE:

INTERNATIONAL BUILDING CODE, 2012 EDITION.

S T R U C T U R A L N O T E S

GENERAL NOTES:1. THE DRAWINGS REPRESENT THE FINISHED STRUCTURE, NOT THE METHOD OF

CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TOPROTECT THE STRUCTURE DURING CONSTRUCTION INCLUDING, BUT NOT LIMITED TO,BRACING, SHORING FOR CONSTRUCTION LOADS AND EQUIPMENT, ETC. THE ARCHITECT-ENGINEER IS NOT RESPONSIBLE FOR THE CONTRACTOR'S MEANS AND METHODS,SEQUENCES OF CONSTRUCTION, OR THE SAFETY PROGRAM. OBSERVATION VISITS TO THESITE BY THE ARCHITECT-ENGINEER WILL NOT INVOLVE REVIEW OF THESE ITEMS.

2. CONTRACTOR IS TO ESTABLISH AND VERIFY OPENINGS AND INSERTS FOR ITEMS TO BEINSTALLED BY OTHER TRADES PRIOR TO SUBMITTAL OF SHOP DRAWINGS ANDCONSTRUCTION.

3. CONSTRUCTION MATERIAL AND EQUIPMENT PLACED ON FRAMED CONSTRUCTIONS SHALL BESUCH THAT THE LOAD DOES NOT EXCEED THE DESIGN LIVE LOAD OF THE CONSTRUCTION.PROVIDE SHORING OF CONSTRUCTIONS WHERE NECESSARY FOR LOADS.

4. DETAILS THAT ARE NOTED AS "TYP." ON DETAIL TITLES ARE TO BE APPLIED TO THE PROJECTCONSTRUCTION AS GENERAL CONSTRUCTION METHODS UNLESS NOTED OTHERWISE. THESEDETAILS ARE NOT CUT AT ALL LOCATIONS THEY OCCUR AND MAY NOT BE CUT AT ALL.WHERE NO SPECIFIC DETAILS ARE SHOWN CONSTRUCTION SHALL CONFORM TO SIMILARCONDITIONS ELSE WHERE ON THE PROJECT.

5. DO NOT SCALE DRAWINGS

6. THESE NOTES SHALL SUPPLEMENT THE PROJECT SPECIFICATIONS, WHICH SHALL BEREFERRED TO FOR ADDITIONAL REQUIREMENTS.

7. WHERE DISCREPANCIES OCCUR BETWEEN GENERAL NOTES, PLANS, DETAILS, ANDSPECIFICATIONS, THE MOST STRINGENT REQUIREMENTS SHALL GOVERN, UNLESS VERIFIEDOTHERWISE BY THE ARCHITECT AND ENGINEER IN WRITING.

8. THESE DOCUMENTS SHALL NOT BE CONSTRUED AS STAND-ALONE DOCUMENTS.CONTRACTOR SHALL COORDINATE WITH ALL OTHER CONSULTANTS WORK.

9. CONSTRUCTION DOCUMENTS SHALL NOT BE REPRODUCED FOR USE OF SHOP DRAWINGSSUBMITTALS OR ANY OTHER PROJECT WITHOUT WRITTEN CONSENT BY DLR GROUP.

10. SEE ARCHITECTURAL DRAWINGS FOR COMPLETE STRUCTURAL DIMENSIONS.

11. IF THE STRUCTURAL ENGINEER’S SEAL AND SIGNATURE IS NOT AFFIXED TO THESEDRAWINGS, THESE DRAWINGS ARE INTENDED FOR PRELMINARY PURPOSES ONLY AND SHALLNOT BE USED FOR CONSTUCTION.

DESIGN DEAD LOADS:ROOF: 25 PSFFEMA SAFE ROOM ROOF: 150 PSF (12’’ HOLLOW CORE WITH 4’’ TOPPING)FLOOR: 135 PSF (8’’ HOLLOW CORE WITH 4’’ TOPPING)

DESIGN LIVE LOADS:ROOF: 20 PSFFEMA SAFE ROOM ROOF: 100 PSF

ROOF: SNOW LOADS IN ACCORD WITH INTERNATIONAL BUILDING CODE SECTION 1608 ANDCHAPTER 7 OF ASCE 7, INCLUDING DRIFTING SNOW LOADS.Pf = 0.7 x Ce x Ct x l x Pg Ce = 1.0 Ct = 1.0 l = 1.10 Pg = 25 PSFPf = 22 PSF

DRIFTING SNOW LOADS: SEE PLANS AND DETAILS FOR MAGNITUDES AND LOCATIONS.

FLOORS: 125 PSF (MECHANICAL ROOMS)

WIND LOAD:BASIC WIND SPEED, V = 120 MPHEXPOSURE "C"IMPORTANCE FACTOR, lw = 1.0 (OCCUPANCY CATEGORY PER TABLE 1604.5 IS CATEGORY III)INTERNAL PRESSURE COEFFICIENT, GCpi = ±0.18 (ENCLOSED BUILDING)

SEISMIC LOAD:SEISMIC DESIGN IS IN ACCORD WITH IBC, OCCUPANCY CATEGORY PER TABLE 1604.5 IS CATEGORY III,I = 1.00 SITE CLASS = DS1 = 0.041 SS = 0.09SDS = 0.096 SD1 = 0.066DESIGN CATEGORY ‘A’R = 2.0; Ωo = 2.5 Cd = 1.75 ORDINARY REINFORCED MASONRY SHEAR WALLSR = 3.0; Ωo = 2.5 Cd = 3.0 ORDINARY PRECAST SHEAR WALLSANALYSIS PROCEDURE: EQUIVALENT LATERAL LOAD PROCEDUREDESIGN BASE SHEAR: V=0.01W

LATERAL LOAD RESISTANCE SYSTEM:1. LATERAL LOAD SYSTEM CONSISTS OF ROOF DIAPHRAGMS TRANSFERRING LATERAL LOADS TO

MASONRY SHEAR WALL AND PRECAST CONCRETE SHEAR WALLS.

2. STEEL FRAME IS A "NON-SELF-SUPPORTING" STEEL FRAME REQUIRING INTERACTION OF THESTEEL FRAMING, FLOOR/ROOF DIAPHRAGMS, AND SHEAR WALLS/X-BRACING. CONTRACTORSHALL PROVIDE TEMPORARY BRACING AS NECESSARY TO PROVIDE SUPPORT OF FRAMINGUNTIL ALL ATTACHMENTS ARE COMPLETE, INCLUDING STRUCTURAL STEEL, STRUCTURAL STEELTO DIAPHRAGM/SHEAR WALLS, AND DIAPHRAGM TO SHEAR WALLS/BRACED FRAMES.

FOUNDATIONS:1. FOUNDATION DESIGN IS BASED ON GEOTECHNICAL INVESTIGATION PERFORMED BY MID-

STATE ENGINEERING & TESTING, INC. JOB NO. 200-05-23, DATED AUGUST 10, 2016. A COPY OFTHE GEOTECHNICAL INVESTIGATION REPORT IS INCLUDED IN THE PROJECT SPECIFICATIONS.BASED ON THE GEOTECHNICAL REPORT, THE FOLLOWING HAS BEEN ASSUMED:

- MINIMUM FROST DEPTH = 3'-4"- ALLOWABLE SOIL BEARING PRESSURE = 2,500 PSF- EQUIVALENT ACTIVE (UNRESTRAINED) FLUID PRESSURE = 85 PCF- EQUIVALENT AT-REST (RESTRAINED) FLUID PRESSURE = 100 PCF- EQUIVALENT PASSIVE FLUID PRESSURE = 190 PCF- COEFFICIENT OF FRICTION = 0.35

2. SUBGRADE SHALL BE PREPARED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. CONTRACTOR SHALL READ AND FAMILARIZE HIMSELF WITH THE GEOTECHNICAL REPORT. IFDISCREPANCIES EXIST BETWEEN PROJECT SPECIFICATIONS AND GEOTECHNICAL REPORT,THE MOST STRINGENT REQUIREMENTS SHALL GOVERN, UNLESS DETERMINED OTHERWISE BYTHE ENGINEER.

3. BACKFILLING AGAINST FOUNDATION WALLS WHERE GRADE IS PRESENT ON BOTH SIDESSHALL BE PERFORMED SUCH THAT THE DIFFERENCE IN SOIL HEIGHT ON EACH SIDE DOESNOT EXCEED 2 FEET.

4. TEMPORARY FROST PROTECTION SHALL BE PROVIDED DURING COLD WEATHER FOR ALLFOUNDATIONS.

5. CONTRACTOR SHALL PROVIDE FOR PROPER DEWATERING OF ALL EXCAVATIONS.

RETAINING WALL CONSTRUCTION:1. ALL SOIL RETAINING WALLS ARE CANTILEVER RETAINING WALLS AND SHALL BE BACKFILLED

BEFORE CONNECTING CONSTRUCTION IS INSTALLED UNLESS OTHERWISE NOTED.

CONCRETE CONSTRUCTION:1. CONCRETE WORK SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF ACI 301 AND ACI

318.

2. PROVIDE A FORMED CONSTRUCTION KEYWAY BETWEEN ALL HORIZONTAL AND VERTICALPOUR EDGES EXCEPT CONCRETE TOPPING SLABS. PROVIDE WATERSTOPS FOR ALLCONSTRUCTION JOINTS BELOW WATER TABLE AND WHERE INTERIOR SLAB-ON-GRADE ISBELOW EXTERIOR GRADE.

3. CONCRETE SHALL BE MECHANICALLY CONSOLIDATED IN ACCORD WITH ACI 309.

4. CONTROL (CONTRACTION OR CONSTRUCTION) JOINTS SHALL BOUND ALL CONCRETE SLABSON GRADE AS SHOWN ON THE DRAWINGS. WHERE NOT SHOWN ON THE DRAWINGS,CONTROL JOINTS SHALL BE LOCATED SUCH THAT THE ENCLOSED AREA IS RELATIVELY SQUARE AND DOES NOT EXCEED 100 SQUARE FEET. REFERENCE TYPICAL CONTROL JOINTLAYOUT DETAIL ON SHEET S3.1. GENERAL CONTRACTOR SHALL SUBMIT CONTROL JOINTSHOP DRAWINGS FOR APPROVAL. KEYED JOINTS NEED ONLY OCCUR AT CONSTRUCTIONJOINTS. ALL CONTRACTION JOINTS MAY BE SAWCUT. DO NOT PROVIDE CONTROL JOINTS INSTRUCTURAL CONCRETE SLABS AND CONCRETE TOPPINGS UNLESS SPECIFICALLY SHOWNON THE STRUCTURAL DRAWINGS.

CONCRETE REINFORCEMENT:1. REINFORCING STEEL SHALL BE ASTM A615, GRADE 60. REINFORCING STEEL TO BE WELDED

SHALL BE ASTM A706, GRADE 60.

2. CONCRETE COVER REQUIREMENTS FOR CAST-IN-PLACE, NON-PRESTRESSED CONCRETEUNLESS OTHERWISE NOTED ON DETAILS:

a. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"b. FORMED CONCRETE EXPOSED TO EARTH OR WEATHER:

#6 BARS AND LARGER: 2"#5 BARS AND SMALLER: 1 1/2"

c. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH EARTH:SLABS, WALLS, AND JOISTS:#14 AND #18 BARS: 1 1/2"#11 BARS AND SMALLER: 1"

3. REINFORCING BAR SPLICES SHALL BE IN ACCORD WITH THE REQUIREMENTS OF ACI 318-11AND THE REINFORCING SPLICE LENGTH TABLE SHOWN ON THE DRAWINGS. PROVIDE CLASS'B' LAP SPLICE, UNO.

4. ALL REINFORCING SHALL BE PROPERLY CHAIRED BY THE CONTRACTOR.

5. LAP ALL WELDED WIRE REINFORCING AT LEAST ONE FULL WIRE SPACING PLUS 2 INCHES.

6. MECHANICAL COUPLERS SHALL BE TYPE 2 COUPLERS CAPABLE OF SUSTAINING 125% Fy.

CAST-IN-PLACE CONCRETE:1. PROPORTION EACH INDIVIDUAL CONCRETE MIX TO HAVE THE FOLLOWING PROPERTIES:

CLASS LOCATION 28 DAY F'c MIX TYPE MAX W/C A FOOTINGS 3,000 PSI NWT 0.50 B FOUNDATION/RETAINING WALLS 3,500 PSI NWT 0.45 C SLABS-ON-GRADE 4,000 PSI NWT 0.40 D SUSPENDED SLABS/TOPPINGS 4,000 PSI NWT 0.40 E EXTERIOR CONCRETE 4,500 PSI NWT 0.45

AND PAVEMENT

NWT = NORMAL WEIGHT CONCRETE (UNIT WEIGHT = 145PCF)* 6% ±1 1/2% AIR ENTRAINED CONCRETE AT ALL EXTERIOR CONDITIONS INCLUDING SHALLOWFOUNDATIONS.

2. CONCRETE CONTAINING SUPERPLASTICIZING ADMIXTURE SHALL HAVE A SLUMP NOTEXCEEDING 3" PRIOR TO ADDING ADMIXTURE AND NOT EXCEEDING 8" AT PLACEMENT.

3. THE ADDITION OF WATER TO A CONCRETE BATCH WITH INSUFFICIENT SLUMP SHALL NOT BEPERMITTED.

4. SUBSTITUTION OF FLY ASH FOR PORTLAND CEMENT IN SLABS ON GRADE AND STRUCTURALSLABS SHALL NOT BE PERMITTED.

CONTINUOUS FOOTINGS:1. CONTINUOUS FOOTING REINFORCING SHALL CONTINUE THROUGH ISOLATED SPREAD

FOOTINGS WHERE THEY OCCUR.

2. ALL REINFORCING AT INTERSECTIONS SHALL EXTEND TO THE FAR FACE OF THEINTERSECTING FOOTING.

3. CONSTRUCTION JOINT LOCATIONS SHALL NOT OCCUR WITHIN EXTENTS OF ISOLATED SPREADFOOTINGS

4. CONTINUOUS FOOTINGS SHALL NOT HAVE CONSTRUCTION JOINTS IN A HORIZONTAL PLANE.

SLABS ON GRADE:1. ALL SLABS ON GRADE SHALL BE CAST ON A 15 MIL VAPOR BARRIER (RE: SPECS) INSTALLED

PER MANUFACTURER’S WRITTEN INSTRUCTIONS, PLACED OVER CRUSHED ROCK DRAINAGEMATERIAL TO FORM A CAPILARY BREAK OF THICKNESS NOTED ON DRAWINGS, BUT NOTLESS THAN THAT PRESCRIBED BY THE GEOTECHNICAL ENGINEER.

2. SUBGRADE SHALL BE PREPARED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS.CONTRACTOR SHALL READ AND FAMILARIZE HIMSELF WITH THE GEOTECHNICAL REPORT. IFDISCREPANCIES EXIST BETWEEN PROJECT SPECIFICATIONS AND GEOTECHNICAL REPORT,THE MOST STRINGENT REQUIREMENTS SHALL GOVERN.

3. ALL SLABS SHOWN ON STRUCTURAL DRAWINGS REQUIRE REINFORCING. UNLESSOTHERWISE CALLED OUT ON DRAWINGS, REINFORCE SLABS WITH 6X6 W2.1XW2.1 WELDEDWIRE REINFORCING.

4. IN LIEU OF WELDED WIRE REINFORCING, CONTRACTOR HAS THE OPTION OF REINFORCINGSLABS WITH SYNTHETIC MACRO FIBERS. MACRO FIBERS SHALL BE MIXED WITH THECONCRETE IN THE DOSAGE DETERMINED BY THE FIBER REINFORCING SUPPLIER BUT NOTLESS THAN 3 LB/CY OF CONCRETE

4. SEE ARCH FOR LOCATIONS OF DEPRESSED SLABS ON GRADE

STRUCTURAL PRECAST CONCRETE:1. FABRICATOR SHALL BE AN "APPROVED FABRICATOR" IN ACCORD WITH IBC SECTION 1704.2,

REGISTERED AND APPROVED BY THE LOCAL BUILDING DEPARTMENT.

2. PROVIDE UNITS AS SHOWN ON THE DRAWINGS. MINIMUM 28-DAY CONCRETE COMPRESSIVESTRENGTH SHALL NOT BE LESS THAN 5,000 PSI. HOLLOW CORE JOINTS SHALL BE GROUTEDSOLID.

3. A QUALIFIED ENGINEER REGISTERED IN THE STATE WHERE THE PROJECT IS LOCATED SHALLDESIGN THE UNITS. UNITS SHALL BE DESIGNED FOR CONSTRUCTION, HANDLING, ERECTION,AND IN-PLACE CODE PRESCRIBED LOADS AND ANY ADDITIONAL LOADS SHOWN ON THEDRAWINGS. ALL CONNECTIONS AND EMBEDS SHALL BE BY THE UNIT MANUFACTURERINCLUDING CONNECTION TO THE FOUNDATIONS.

4. DESIGN WALL PANEL UNITS FOR VERTICAL DEAD AND LIVE LOADS, WIND/SEISMIC LOADSPERPENDICULAR TO PANEL FACE, AS PREVIOUSLY NOTED, AND WIND/SEISMIC LOADPARALLEL TO PANEL FACE TO MATCH DIAPHRAGM CONNECTION CAPACITY (SEE DRAWINGSFOR CONNECTION CAPACITY). IN ADDITION, DESIGN FOR SPECIAL LOADS WHERE SHOWN ONTHE DRAWINGS.

5. PRECAST SUPPLIER IS RESPONSIBLE FOR DESIGN, DETAILING AND FURNISHING OF ALLHEADERS, POUR STRIPS, UNIT LAYOUT, OPENINGS THROUGH FLOOR, ETC., AS NECESSARYTO PROVIDE FOR A COMPLETE INSTALLATION.

6. UNITS SHALL HAVE ONE HOUR UNRESTRAINED FIRE RESISTANCE RATING IN ACCORD WITH ULJ949 AND SHALL HAVE UL LABELS.

7. ALL OPENINGS REQUIRING CUTTING OF STRANDS SHALL BE BY UNIT MANUFACTURER.COORDINATE WITH MECHANICAL, ELECTRICAL AND OTHER TRADES INVOLVED.

8. DEFLECTION OF PRECAST FLOOR FRAMING MEMBERS SUPPORTING MASONRY BEARING ORPARTITION WALLS ABOVE SHALL NOT EXCEED SPAN/600 FOR SUPERIMPOSED DEAD AND LIVELOAD INCLUDING LONG TERM DEFLECTIONS DUE TO ALL SUSTAINED LOADS.

9. DEFLECTION OF PRECAST ROOF OR FLOOR FRAMING MEMBERS NOT SUPPORTING MASONRYWALLS ABOVE SHALL NOT EXCEED SPAN/360 FOR LIVE LOAD ONLY, AND NOT TO EXCEEDSPAN/240 FOR DEAD AND LIVE LOADS.

10. PRECAST SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY THE LICENSED ENGINEERRESPONSIBLE FOR THEIR PREPARATION.

11. COORDINATE WITH ALL OTHER TRADES WHICH PRECAST CONCRETE INTERACTS. THISINCLUDES BUT IS NOT LIMITED TO COORDINATING WITH MASONRY, STEEL, CAST-IN-PLACECONCRETE, JOIST, AND METAL DECK SUPPLIERS. WHERE MISALIGNMENT OF STEELEMBEDDED PLATES DUE TO IMPROPER COORDINATION OCCURS, THE CONTRACTOR SHALLHIRE AN ENGINEER LICENSED IN THE STATE WHICH THE PROJECT IS LOCATED TO PRODUCE AREPAIR AND SUBMIT THE REPAIR DETAIL WITH CALCULATIONS TO THE ENGINEER OF RECORDFOR REVIEW AND APPROVAL PRIOR TO INSTALLATION..

12. INSULATED PRECAST “SANDWICH” PANELS SHALL BE DESIGNED BY THE PRECAST SUPPLIERAS A NON-COMPOSITE OR COMPOSITE WALL SYSTEM AS DECIDED BY THE PRECASTER. WALLWIDTHS PROVIDED ON THE DRAWINGS ARE SET AND SHALL NOT BE ADJUSTED FOR EITHEROPTION. EVERY EFFORT SHALL BE MADE BY THE PRECAST SUPPLIER TO DETAIL WALLPANELS AND CONNECTIONS TO AVOID THERMAL BRIDGING BETWEEN ARCHITECTURAL ANDSTRUCTURAL WYTHES.

CONCRETE TOPPING SLABS:1. TOPPING THICKNESS SHOWN ON PLAN IS NOMINAL. ACTUAL THICKNESS WILL VARY DUE TO

PRECAST CAMBER AND/OR STRUCTURE DEFLECTIONS. PROVIDE THICKNESS AS REQUIREDTO ACHIEVE A LEVEL FLOOR WITH A MINIMUM ACTUAL THICKNESS THE THICKNESS CALLEDOUT ON PLAN MINUS 1/2-INCH.

2. UNLESS OTHERWISE NOTED ON PLAN OR DETAIL, PROVIDE 1 #4 IN TOPPING SLAB EACH SIDEOF OPENINGS EXCEEDING 12 INCHES IN SIZE. EXTEND REINFORCING 1'-6" PAST CORNER OFOPENING.

3. ALL TOPPING SLABS SHALL BE REINFORCED WITH 6X6 W2.9XW2.9 WELDED WIREREINFORCEMENT, UNLESS OTHERWISE NOTED. WELDED WIRE FABRIC IN THE TOPPING SHALLBE FLAT SHEETS CENTERED IN THE TOPPING THICKNESS AND CHAIRED TO MAINTAIN ITSCORRECT LOCATION. LAP ONE FULL MESH AT SPLICES AND WIRE TOGETHER.

4. DO NOT PROVIDE CONTROL JOINTS IN THE TOPPING SLAB

5. CONDUITS LOCATED IN THE TOPPING SLAB SHALL BE LIMITED TO THE LARGER OF 3/4-INCH ORONE-FOURTH OF THE TOPPING THICKNESS AND SPACED A MINIMUM OF THREE DIAMETERSON CENTER.

CONCRETE MASONRY UNITS (CMU):1. THE MINIMUM 28-DAY COMPRESSIVE STRENGTH OF THE CONCRETE MASONRY UNITS SHALL

BE 1,900 PSI ON THE NET AREA, PROVIDING A STRUCTURAL DESIGN COMPRESSIVE STRENGTHOF 1,500 PSI PER THE INTERNATIONAL BUILDING CODE, TABLE 2105.2.2.1.2.

2. MORTAR SHALL BE TYPE ‘S’ FOR CONCRETE MASONRY UNITS IN ACCORDANCE WITHINTERNATIONAL BUILDING CODE TABLE 2103.8(1), MORTAR PROPORTIONS, USING CEMENTLIME OR MORTAR CEMENT MIXES (MASONRY CEMENT IS NOT ACCEPTABLE).

3. MINIMUM 28-DAY COMPRESSIVE STRENGTH OF GROUT SHALL BE THE GREATER OF 2,000 PSIOR THE COMPRESSIVE STRENGTH OF THE MASONRY UNITS. AIR ENTRAINMENT AND OTHERADDITIVES ARE NOT ACCEPTABLE IN GROUT MIX. GROUT SHALL HAVE A SLUMP OF 8 TO 11INCHES.

4. MASONRY REINFORCING STEEL SHALL BE ASTM A615, GRADE 60. REINFORCING STEEL TO BEWELDED SHALL BE ASTM A706, GRADE 60.

5. HORIZONTAL JOINT REINFORCING SHALL BE STANDARD LADDER TYPE, GALVANIZED, AT16‑INCHES ON CENTER, UNLESS OTHERWISE NOTED ON PLAN. SPACE JOINT REINFORCING AT8‑INCHES ON CENTER AT NON‑CAVITY MULTIWYTHE WALLS. COLLAR JOINT BETWEEN WYTHESOF NON‑CAVITY MULTIWYTHE WALLS ARE TO BE MORTARED/GROUTED SOLID.

6. MINIMUM BOND BEAM REINFORCING SHALL BE (2) #5 IN 8" WIDE BOND BEAMS AND 2 #6 IN 12’’WIDE BOND BEAMS. BOND BEAM REINFORCING SHALL BE CONTINUOUS THROUGH CONTROLJOINTS EXCEPT AS NOTED ON TYPICAL MASONRY WALL OPENING DETAIL.

7. SPLICE LENGTHS FOR MASONRY REINFORCEMENT SHALL BE IN 72 TIMES THE REINFORCINGBAR DIAMETER, UNLESS NOTED OTHERWISE.

8. PROVIDE BOND BEAMS AT TOP OF ALL WALLS, AT ROOFS, STRUCTURAL FLOORS, AND WHERESHOWN ON THE DRAWINGS.

9. REINFORCING SHALL BE HELD IN PLACE PRIOR TO GROUTING WITH AT LEAST TWO WIREPOSITIONERS PER GROUT POUR AND AT REINFORCING SPLICES. POSITIONERS SHALLPROVIDE 2- 3/8 INCH CENTER TO CENTER REBAR SPACING FOR 8’’ CONCRETE BLOCK AND 6-3/8 INCH CENTER TO CENTER REBAR SPACING FOR 12’’ CONCRETE BLOCK.

10. VERTICAL REINFORCING SHALL BE AS FOLLOWS FOR ALL WALLS SUPPORTED ONFOUNDATIONS OR THICKENED SLABS, UNLESS OTHERWISE NOTED ON THE PLANS ORDETAILS.

8" CONC. BLOCK (1) #5 AT 4'-0" OC12" CONC. BLOCK (1) #6 AT 4'-0" OC

11. PROVIDE ADDITIONAL VERTICAL REINFORCING IN ALL VERTICAL REINFORCED WALLS NOTEDABOVE, CONTINUOUSLY FROM SUPPORT TO SUPPORT, AT EACH CORNER, WITHIN 16 INCHESOF EACH SIDE OF OPENINGS, WITHIN 8 INCHES OF MOVEMENT JOINTS, AND AT THE END OFWALLS.

12. AT EXTERIOR WALLS, PROVIDE EDGE STIFFENER REINFORCING ON EACH SIDE OF OPENINGSIN SECOND FULL VERTICAL CELL FROM OPENING EDGE AS NOTED BELOW, UNLESS NOTEDOTHERWISE ON PLANS. FULLY GROUT FIRST FULL CELL UNO

8” CONC. BLOCK (2) #5 IN ONE CELL12” CONC. BLOCK (2) #6 IN ONE CELL

13. VERTICAL REINFORCING REQUIRED BY THESE NOTES OR SHOWN ON THE FOUNDATION PLANSSHALL EXTEND FROM FOUNDATION TO TOP OF WALL UNLESS OTHERWISE NOTED.

14. MASONRY CONTRACTOR SHALL COORDINATE WITH THE MECHANICAL AND ELECTRICALCONTRACTORS AND BUILD IN OPENINGS FOR ELECTRICAL PANELS, CONDUITS, DUCTWORK,PIPING, FIRE EXTINGUISHER CABINETS, ETC., AS TO NOT INTERFERE WITH REINFORCEDAND/OR GROUTED CELLS. OPENINGS AND PENETRATIONS SHALL BE LOCATED A MINIMUM OF8 INCHES FROM MASONRY CONTROL OR EXPANSION JOINTS.

15. ALL MASONRY BELOW HIGHEST ADJACENT GRADE SHALL BE GROUTED SOLID.

16. GROUT SHALL BE MECHANICALLY CONSOLIDATED IN A MANNER TO FILL THE GROUT SPACEAND RECONSOLIDATED IN ACCORD WITH THE INTERNATIONAL BUILDING CODE.

17. PROVIDE GROUT AND MASONRY UNIT TESTING PRIOR TO AND DURING CONSTRUCTION INACCORD WITH THE INTERNATIONAL BUILDING CODE.

18. TESTING LABORATORY, IN ACCORD WITH IBC REQUIREMENTS, SHALL INSPECTREINFORCEMENT PLACEMENT, GROUT SPACES, AND GROUTING OPERATION. MORTAR FINALPROJECTION INTO THE GROUT SPACE SHALL NOT EXCEED 1/2 INCH.

19. SPACE CONTROL JOINTS IN MASONRY WALLS SUCH THAT NO STRAIGHT RUN OF WALLEXCEEDS 28'-0". REGARDLESS OF JOINT LAYOUT SHOWN ON ARCHITECTURAL DRAWINGS, THECONTRACTOR SHALL NOT PLACE CONTROL JOINTS ABOVE / BELOW OPENINGS OR WITHINSCHEDULED JAMB EXTENTS. CONTROL JOINTS SHALL NOT JOG HORIZONTALLY.

20. SUBMIT SHOP DRAWINGS WITH PLANS AND ELEVATIONS CLEARLY INDICATING REBAR SIZE,SPACING, LAP LENGTHS, LINTELS, JAMBS, CONTROL JOINT LOCATIONS, FOOTING, SLAB, ANDROOF ELEVATIONS, WALL PENETRATIONS WITH DIMENSIONS, BOND BEAM ELEVATIONS, ETCFOR REVIEW AND APPROVAL IN ADDITION TO ANY OTHER REQUIREMENTS LISTED INSPECIFICATIONS..

21. ALL CMU WALL OPENINGS REQUIRE LINTELS AS DEFINED IN THE “TYPICAL MASONRY LINTELDETAIL/ SCHEDULE.”

22. REFER TO TYPICAL DETAILS FOR MASONRY DETAILS AND REQUIREMENTS NOT SHOWN INSECTIONS OR PLANS

23. AT STEEL LINTELS 16 INCHES AND DEEPER, PROVIDE ADJUSTABLE MASONRY ANCHORS AT 8INCHES ON CENTER VERTICALLY AND 24 INCHES ON CENTER HORIZONTALLY.

STRUCTURAL STEEL:1. FABRICATOR SHALL BE AISC CERTIFIED AND AN "APPROVED FABRICATOR" IN ACCORDANCE

WITH IBC SECTION 1704.5.2, REGISTERED AND APPROVED BY THE LOCAL BUILDINGDEPARTMENT. IN LIEU OF THE PREVIOUS, FABRICATOR SHALL INCLUDE IN THEIR BID THESERVICES OF A SPECIAL INSPECTOR TO PROVIDE INSPECTION/TESTING SERVICES FOR IN-SHOP WORK TO MEET THE REQUIREMENTS OF IBC SECTION 1704.2.5 AND 1704.3. FINALCOSTS FOR THESE SERVICES WILL BE AS REQUIRED BY THE OWNER’S SPECIAL INSPECTIONAND TESTING AGENCY, WHO MAY OR MAY NOT BE HIRED AT THE TIME OF BIDDING THEPROJECT. REFER TO IBC TABLE 1704.3 FOR A LIST OF THE MINIMUM CODE REQUIREDVERIFICATION AND INSPECTION REQUIREMENTS. ANY STEEL FABRICATOR NOT MEETING THEREQUIREMENTS OF THE CONTRACT DOCUMENTS OR SPECIFICATIONS WILL BE REJECTED.

2. STRUCTURAL STEEL SHALL MEET ASTM A36 UNLESS NOTED OTHERWISE. STRUCTURAL STEELWIDE FLANGE SHAPES SHALL MEET ASTM A992 (GRADE 50).

3. STEEL TUBE SHALL MEET ASTM A500, GRADE B.

4. STEEL PIPE SHALL MEET ASTM A53, TYPE E OR S.

5. BOLTS AT STEEL TO STEEL CONNECTIONS SHALL BE 3/4-INCH DIAMETER, ASTM A325-N, ANDTIGHTENED TO THE SNUG TIGHT CONDITION AS DEFINED BY AISC UNLESS OTHERWISENOTED.

6. ANCHOR BOLTS IN CONCRETE OR MASONRY SHALL BE 3/4-INCH DIAMETER ASTM F1554GRADE 36, UNLESS NOTED OTHERWISE.

7. FIELD BOLTING INSTALLATION SHALL BE INSPECTED IN ACCORD WITH THE BUILDING CODEAND THE AISC MANUAL.

8. ALL WELDING SHALL CONFORM TO THE PROVISIONS OF THE AMERICAN WELDING SOCIETYCODE AWS D1.1. ELECTRODES SHALL MATCH BASE METALS AS SPECIFIED IN IBC. ALLWELDING OF ASTM A706 REINFORCING STEEL TO STRUCTURAL STEEL SHALL BE IN ACCORDWITH AWS D1.4 USING E70 ELECTRODES.

9. THE TESTING LABORATORY SHALL VISUALLY INSPECT ALL FIELD WELDING. ALL COMPLETEPENETRATION WELDS SHALL BE TESTED AND CERTIFIED BY AN INDEPENDENT TESTINGLABORATORY.

10. ALL BOLTS (HIGH STRENGTH, ANCHOR BOLTS, EXPANSION BOLTS, ADHESIVE ANCHORS, ETC.)SHALL BE INSTALLED WITH STEEL WASHERS.

11. ALL WELDS SHOWN ON THE DRAWINGS SHALL BE SHOP WELDS UNLESS NOTED OTHERWISE.CONTRACTOR MAY SUBSTITUTE FIELD WELDS FOR SHOP WELDS AT HIS DISCRETION. SHOPDRAWINGS SHALL CLEARLY NOTE SHOP AND FIELD WELDS.

12. CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF THE BUILDING SYSTEM AT ALL TIMESDURING THE ERECTION PROCESS. CONTRACTOR SHALL CONSIDER EFFECTS FROM WIND,SEISMIC, AND OTHER LOADING DURING CONSTRUCTION.

13. COAT STEEL BELOW GRADE WITH COLD-APPLIED ASPHALT EMULSION PER ASTM D1187.

14. COORDINATE WITH ALL OTHER TRADES WHICH STEEL INTERACTS. THIS INCLUDES BUT ISNOT LIMITED TO COORDINATING WITH MASONRY, PRECAST CONCRETE, CAST-IN-PLACECONCRETE, JOIST, AND METAL DECK SUPPLIERS. WHERE MISALIGNMENT OF STEELCONNECTIONS DUE IMPROPER COORDINATION OCCURS, THE CONTRACTOR SHALL HIRE ANENGINEER LICENSED IN THE STATE WHICH THE PROJECT IS LOCATED TO PRODUCE A REPAIRAND SUBMIT THE REPAIR DETAIL WITH CALCULATIONS TO THE ENGINEER OF RECORD FORREVIEW AND APPROVAL PRIOR TO INSTALLATION.

COLD-FORMED STEEL FRAMING:1. FABRICATE AND ERECT COLD-FORMED STEEL STRUCTURAL MEMBERS PER THE

REQUIREMENTS OF THE LATEST EDITION OF THE SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS BY THE AMERICAN IRON AND STEEL INSTITUTE.

2. PROVIDE SHOP DRAWINGS AND CALCULATIONS SIGNED AND SEALED BY THE ENGINEER,LICENSED IN THE STATE INWHICH THE PROJECT IS LOCATED, RESPONSIBLE FOR THE WORK.

3. PROVIDE COLD-FORMED METAL FRAMING MEMBERS WITH SECTION PROPERTIES ASMANUFACTURED BY MEMBERS OF THE STEEL STUD MANUFACTURER'S ASSOCIATION (SSMA)COMPLYING WITH ICBO REPORT 4943P AND THE INTERNATIONAL BUILDING CODE.

4. WELDERS EXPERIENCED IN WELDING LIGHT GAGE STEEL SHALL PERFORM ALL WELDING.

POST-INSTALLED ANCHORS:1. ALL POST INSTALLED ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH

MANUFACTURER'S RECOMMENDATIONS AND ICC EVALUATION REPORTS CORRESPONDING TOTHAT ANCHOR.

2. POST INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE DRAWINGS.CONTRACTOR SHALL OBTAIN APPROVAL FROM ENGINEER OF RECORD PRIOR TO USING POST-INSTALLED ANCHORS FOR MISSING OR MISPLACED CAST-IN-PLACE ANCHORS.

3. CARE SHALL BE GIVEN TO AVOID CONFLICTS WITH EXISTING REBAR WHEN DRILLING HOLES.HOLES SHALL BE DRILLED AND CLEANED PER THE MANUFACTURER’S INSTRUCTIONS.ANCHORS SHALL BE INSTALLED PER THE MANUFACTURER’S INSTALLATION INSTRUCTIONS ATNOT LESS THAN MINIMUM EDGE DISTANCES AND/OR SPACINGS INDICATED IN THEMANUFACTURER’S LITERATURE.

4. SUBSTITUTION REQUESTS, FOR PRODUCTS OTHER THAN THOSE LISTED BELOW, SHALL BESUBMITTED TO THE ENGINEER WITH CALCULATIONS THAT ARE PREPARED AND SEALED BY AREGISTERED PROFESSIONAL ENGINEER SHOWING THAT THE SUBSTITUTED PRODUCT WILLACHIEVE AN EQUIVALENT CAPACITY USING THE APPROPRIATE DESIGN PROCEDUREREQUIRED BY THE BUILD CODE. PRODUCT ICC-ES CODE REPORTS SHALL BE INCLUDED WITHSUBMITTAL PACKAGE.

5. CONTINUOUS SPECIAL INSPECTION SHALL BE PROVIDED FOR ALL ADHESIVE ANCHORS.PERIODIC SPECIAL INSPECTION SHALL BE PERFORMED FOR MECHANICAL ANCHORS.

6. MASONRY:

a. EXPANSION ANCHORS: SIMPSON STRONG-TIE WEDGE-ALL ANCHORS (ICC ESR-1396)HILTI KWIK BOLT 3 MASONRY ANCHORS (ICC ESR-1385)

b. ADHESIVE ANCHORS: SIMPSON STRONG-TIE SET ADHESIVE ANCHORS (ICC ESR-1772)HILTI HY-70 FAST CURE ADHESIVE ANCHORS (ICC ESR-2682)

c. SCREW ANCHORS: SIMPSON STRONG-TIE TITEN HD ANCHORS (ICC ESR-1056)HILTI KH-EZ SCREW ANCHOR (ICC ESR-3056)

7. CONCRETE:

a. EXPANSION ANCHORS: SIMPSON STRONG-TIE STRONG-BOLT (ICC ESR-1771)HILTI KWIK BOLT TZ CONCRETE ANCHORS (ICC ESR-1917)

b. ADHESIVE ANCHORS: SIMPSON STRONG-TIE SET-XP ADHESIVE ANCHORS (ICC ESR-2508) HILTI HY-200 SAFE SET SYSTEM ADHESIVE ANCHORS (ICC ESR-3187) HILTI RE-500 SD ADHESIVE ANCHORS (ICC ESR-2322)

c. SCREW ANCHORS: SIMPSON STRONG-TIE TITEN HD ANCHORS (ICC ESR-2713) HILTI KH-EZ SCREW ANCHOR (ESR-3027)

8. ALL ANCHORS SHALL HAVE EMBEDMENT NOTED ON THE DRAWINGS OR EMBEDMENT ASRECOMMENDED BY MANUFACTURER WHERE NO EMBEDMENT IS SHOWN.

9. MASONRY CELLS SHALL BE FULLY GROUTED FOR INSTALLATION OF POST-INSTALLEDANCHORS.

10. POST-INSTALLED ANCHORS ARE NOT TO BE INSTALLED UNTIL CONCRETE OR GROUT HASREACHED ITS DESIGN STRENGTH.

FIRE RATINGS:1. FOR FIRE-RATING REQUIREMENTS AND METHODS, SEE ARCHITECTURAL DRAWINGS.

SUBMITTALS GENERAL1. THE CONTRACTOR SHALL DEVELOP AND SUBMIT A SUBMITTAL SCHEDULE CLEARLY

INDICATING THE NUMBER OF STEEL SHOP DRAWINGS, CONCRETE REINFORCING DRAWINGS,AND OTHER SHOP DRAWINGS TO BE SUBMITTED EACH WEEK OVER THE DURATION OF THEPROJECT.

2. THE SUBMITTAL SCHEDULE PROVIDED BY THE CONTRACTOR IS NECESSARY TO PROVIDEREASONABLE TIME TO STAFF APPROPRIATELY FOR THE SCHEDULED SUBMITTALS. THESUBMITTAL ENGINEER'S REVIEW SCHEDULE IS SUBJECT STRICTLY TO THE SUBMITTALSCHEDULE PROVIDED BY THE CONTRACTOR.

3. REVIEW OF SHOP DRAWINGS DOES NOT RELIEVE THE CONTRACTOR FROM CONFORMANCEWITH THE INTENT OF THE DRAWINGS. REVIEW DOES NOT IMPLY OR STATE THAT THEFABRICATOR HAS CORRECTLY INTERPRETTED THE CONSTRUCTION DOCUMENTS.

4. CONTRACTOR SHALL SUBMIT CALCULATIONS WITH THE SHOP DRAWINGS DESIGNATED ASDEFERRED SUBMITTALS, SIGNED AND SEALED BY THE ENGINEER, LICENSED IN THE STATEWHICH THE PROJECT IS LOCATED, RESPONSIBLE FOR THEIR PREPARATION WHEN REQUIREDIN THE SPECIFICATIONS (SEE ALSO 'DEFERRED SUBMITTALS').

5. COPIES OF THE CONTRACT DOCUMENTS SHALL NOT BE SUBMITTED AS SHOP DRAWINGS.CONTRACT DRAWINGS SHOW ONLY GENERAL DESIGN INTENT. FINAL SHOP DRAWINGSECTIONS SHALL PROVIDE SIZES, LAYOUT, EXACT DIMENSIONS, ELEVATIONS, GRADES OFMATERIALS, ETC., SPECIFIC TO EACH LOCATION.

6. SHOP DRAWINGS SHALL BE REVIEWED AND STAMPED BY THE GENERAL CONTRACTOR ORCONSTRUCTION MANAGER PRIOR TO SUBMITTING TO DLR GROUP. REQUEST FORINFORMATION FOR ITEMS SUCH AS OVERALL BUILDING GEOMETRY, ELEVATIONS, ETC.SUBMITTED THROUGH SHOP DRAWINGS SHALL BE DETERMINED BY THE CONTRACTOR. IFGEOMETRY CANNOT BE DETERMINED FROM THE DRAWINGS, THE CONTRACTOR SHALLSUBMIT AN RFI AND COORDINATE THE RESPONSE WITH ALL AFFECTED TRADES PRIOR TOFABRICATION.

DEFERRED SUBMITTALS:1. THE FOLLOWING ARE DEFERRED SUBMITTAL ITEMS:

- PRECAST CONCRETE UNITS- STEEL JOISTS- COLD FORMED METAL FRAMING

2. DEFERRED SUBMITTAL CALCULATIONS AND/OR SHOP DRAWINGS SHALL BE SIGNED ANDSEALED BY THE ENGINEER RESPONSIBLE FOR THEIR PREPARATION AND SHALL BESUBMITTED TO THE ENGINEER FOR REVIEW WITH THE SHOP DRAWING SUBMITTAL. ONCEREVIEWED, CONTRACTOR SHALL FORWARD TO THE BUILDING DEPARTMENT FOR APPROVAL.FABRICATION AND/OR INSTALLATION OF DEFERRED SUBMITTAL ITEMS SHALL NOT OCCURUNTIL APPROVAL OF THE BUILDING DEPARTMENT IS RECEIVED.

3. REFER TO SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.

ABBREVIATIONS:ABBREVIATIONS ARE AS SHOWN IN THE CONTRACT DOCUMENTS WITH THE FOLLOWING EXCEPTIONS:

ADD'L ADDITIONALBOL BOTTOM OF LINTELBOS BOTTOM OF STEELBRG BEARINGBS BEARING SHOECOMP COMPRESSIONCJP COMPLETE JOINT PENETRATIONDBA DEFORMED BAR ANCHOREE EACH ENDHC PRESTRESSED PRECAST HOLLOW COREHS HEADED ANCHOR STUDLLH LONG LEG HORIZONTALLLV LONG LEG VERTICALSTD STANDARDTENS TENSIONTOF TOP OF FOOTINGTOM TOP OF MASONRYTOS TOP OF STEELTOW TOP OF WALLUNO UNLESS NOTED OTHERWISE

FOUNDATION PLAN NOTES

1. ARCHITECTURAL FINISHED FLOOR ELEVATION 100’-0” EQUALS SITE SURVEY 1957.00.

2. FOOTING WIDTH SHOWN THUS 0’-0”. IF NO WIDTH IS INDICATED, SEE NOTE NO. 3.

3. CONTINUOUS WALL FOOTINGS ARE A MINIMUM OF 8 INCHES WIDER THAN THE WALL ABOVEUNLESS NOTED OTHERWISE. MINIMUM FOOTING WIDTH = 1’-4”.

4. CONTINUOUS FOOTING REINFORCING PROVIDED ON SHEET S3.1, UNLESS NOTED OTHERWISEON PLAN.

5. TOP OF FOOTING ELEVATION = 99’-4” UNLESS OTHERWISE SHOWN THUS .

6. INDICATES COLUMN AND BASE PLATE TYPE. REFER TO COLUMN & BASE PLATESCHEDULE ON S3.1.

7. INDICATES FOOTING TYPE. REFER TO FOOTING SCHEDULE ON SHEET S3.1.

8. SEE SHEET S3.1 FOR REINFORCING SPLICE LENGTH TABLE.

9. SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF THICKENED, SLOPED, RAISED, ORDEPRESSED SLABS.

FRAMING PLAN NOTES

1. TOP OF STEEL ELEVATION SHOWN THUS (TOS 0’-0”) ON PLAN.

2. JOIST BEARING ELEVATION SHOWN THUS (0’-0”) ON PLAN.

3. BOTTOM OF LINTEL ELEVATION SHOWN THUS (BOL 0’-0”) ON PLAN.

4. PROVIDE L3x3x1/4 ANGLE FRAMING AT ALL OPENINGS 12” OR LARGER IN METAL ROOF DECKUNLESS NOTED OTHERWISE. MEMBERS PERPENDICULAR TO JOISTS SHALL SPAN FROMJOISTS TO JOIST. SEE TYPICAL DETAIL.

6. FRAMING FOR MECHANICAL UNITS IS FOR THE UNITS AS SPECIFIED. COORDINATE ANDVERIFY THE EXACT FRAMING AND DIMENSION REQUIRED. VERIFY ALL ROOF PENETRATIONSIZES AND LOCATIONS.

7. JOIST MANUFACTURER TO DESIGN JOISTS FOR ALL APPLICABLE DEAD, LIVE, AND WINDLOADS. COORDINATE BASKETBALL BACKSTOP AND EQUIPMENT LOADS WITH APPROPRIATEMANUFACTURERS. IN LIEU OF COORDINATING BACKSTOP LOADS, DESIGN ALL JOISTS INGYMNASIUM FOR ±1000 LBS VERTICAL LOAD AT ANY LOCATION ON THE JOISTS, IN ADDITIONTO ALL OTHER LOADS.

8. DISCONTINUE JOIST BRIDGING WHERE MECHANICAL DUCTS RUN BETWEEN THE JOISTS. SEEDETAIL FOR BRIDGING. BRIDGING RUNS SHALL NOT ATTACH TO NON-LOAD BEARING WALLS.

9. MLX INDICATES MASONRY LINTEL. SEE SCHEDULE FOR SIZE AND REINFORCEMENT. WHENMLX IS NOT INDICATED AT A MASONRY OPENING, SEE SCHEDULE FOR MINIMUM LINTEL SIZEBASED ON WIDTH OF OPENING.

10. PROVIDE TOP AND BOTTOM PLATES, DEFORMED BAR ANCHORS, AND T-PLATES AS SHOWNON PLANS. IF NOT INDICATED ON PLANS, SEE TYPICAL DETAILS.

11. JOIST BRIDGING SHALL BE DESIGNED BY THE STEEL JOIST MANUFACTURER.

12. ANGLE STEEL SHOWN THUS ( ) ON PLANS. ALSO SEE ARCHITECTURAL ANDSTRUCTURAL DETAILS.

13. SHADING INDICATES STRUCTURE DESINGED FOR 250 PSF WIND VELOCITY

14. INDICATES SERICE WIND LOAD (0.6w) FOR DESIGN OF PRECAST PANELS

15. SEE DETAIL 22/S5.2 FOR TYPICAL BEAM BEARING PLATE ON MASONRY WALL, UNLESS NOTEDOTHERWISE ON PLAN. WHEN NOTED ON PLAN AS (BRG PLTxBxL), 'T' REFERS TO THETHICKNESS OF THE PLATE, 'B' REFERS TO THE WIDTH OF THE PLATE, AND 'L' REFERS TO THELENGTH OF THE PLATE PARALLEL WITH THE BEAM SPAN.

TOF 96'-0"

C4A

5A

LATERAL SHEAR

## KIPS

STORM SHELTER NOTES

CODE:FEMA 361, SECOND EDITION - DESIGN AND CONSTRUCTION GUIDANCE FOR COMMUNITY SAFEROOMS.

WIND LOADS:IN ACCORDANCE WITH ASCE 7-10, CHAPTER 27, TABLE 27.2-1BASIC WIND SPEED (V) = 250 MPH

Iw=1.0PARTIALLY ENCLOSED, EXPOSURE CATEGORY = "C"

Kzt = 1.0Kd=1.0GCpi = +-0.55

ROOF LIVE LOAD:STORM SHELTER LIVE LOAD = 100 PSF

LOAD COMBINATIONS:1. ALL LOADS GIVEN ON DRAWINGS ARE SERVICE LEVEL LOADS AND SHALL BE APPLIED WITH THE

FOLLOWING STRENGTH DESIGN LOAD COMBINATIONS PER FEMA 361, SECTION 3.2.1 INADDITION TO THE STANDARD LOAD COMBINATIONS OF ASCE7-10 CHAPTER 2.

1) 1.0D2) 1.0D + 1.0L3) 1.0D + (Lr or S or R)4) 1.0D + 0.75L + 0.75(Lr or S or R)5) 1.0D + (0.6W or 0.7E)6a) 1.0D + 0.75L + 0.75(0.6W) + 0.75(Lr or S or R)6b) 1.0D + 0.75L + 0.75(0.7E) + 0.75(S)7) 0.6D + 0.6W8) 0.6D + 0.7E

ALL LOAD CONDITION DESIGNATIONS ARE PER ASCE 7-10 EXCEPT THE FOLLOWING:Wx = EXTREME WIND EVENT WIND LOAD

DEAD LOAD USED IN LOAD COMBINATIONS TO RESIST UPLIFT SHALL INCLUDE ONLY THE SELF WEIGHT OF THE PRECAST UNITS PLUS THE CONCRETE TOPPING.

TORNADO MISSILE IMPACT CRITERIA1. MANUFACTURERS SHALL PROVIDE DATA INDICATING THAT ALL STRUCTURAL PRODUCTS MEET

THE IMPACT CRITERIA TEST REQUIRED BY FEMA 361 INCLUDING THE IMPACT OF THE END OF15-LB 2x4 AT THE FOLLOWING VELOCITY:

VERTICAL SURFACES = 100 MPHHORIZONTAL SURFACES = 67 MPH

2. ALL COMPONENTS OF THE SAFE ROOM ENVELOPE SHALL BE TESTED IN ACCORDANCE WITHICC-500, SECTION 305.

SPECIAL STRUCTURAL INSPECTIONS AND QUALITY ASSURANCE FOR SAFE ROOMCOMPONENTS:

THE FOLLOWING SPECIAL INSPECTION REQUIREMENTS SHALL BE PERFORMED ON ALL SAFEROOM COMPONENTS IN ADDITION TO SPECIAL INSPECTION REQUIREMENTS AS STATED INIBC SECTION 1704 AND ON SHEET S0.1.

1. QUALITY ASSURANCE FOR WIND REQUIREMENTS PLAN SHALL BE PROVIDED IN ACCORDANCEWITH SECTION 1705.

a. THE MAIN WIND-FORCE-RESISTING SYSTEM THAT IS SUBJECT TO QUALITY ASSURANCE ARE THE PRECAST CONCRETE COMPONENTS AND CONNECTIONS, THE CONCRETE TOPPINGDIAPHRAGM INCLUDING ALL INSERTS, REBAR AND CONNECTORS AND CONNECTIONS TO THE FOUNDATIONS.

b. THE SPECIAL INSPECTIONS REQUIRED ARE INDICATED UNDER SPECIAL INSPECTIONS ABOVE AND THE ADDITIONAL REQUIREMENTS OF SECTION 1705 OF THE IBC MATERIAL TESTING REQUIRED IS INDICATED UNDER THE SPECIFICATION FOR EACH MATERIAL.

c. DISTRIBUTION OF TESTING AND SPECIAL INSPECTION REPORTS SHALL BE WITHINTWENTY-FOUR (24) HOURS AFTER EACH SPECIAL INSPECTION, SUBMIT TWO (2)COPIES OF INSPECTION REPORTS TO THE CONTRACTOR, ARCHITECT, AND BUILDINGOFFICIAL.

d. THE FOLLOWING STRUCTURAL OBSERVATIONS SHALL BE PERFORMED:I. LEVEL II SPECIAL INSPECTION, ACCORDING TO IBC TABLE 1704.5.3, FOR ALL

LOAD BEARING MASONRY WITHIN THE PERIMETER OF THE DESIGNATEDSAFE ROOM.

II. INSTALLATION OF ALL REINFORCING BARS AND DOWELS EMBEDDED INCONCRETE TOPPING DIAPHRAGMS, EXCLUDING THE WWF IN THEMECHANICAL ROOM FLOOR.

III. INSTALLATION OF MISSILE PROTECTION IN ALL WALL AND ROOF PENETRATIONS.

e. REPORTS SHALL BE ISSUED WITHIN 24 HOURS OF THE STRUCTURAL OBSERVATION.

2. CONTRACTOR RESPONSIBILITY:EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A MAIN-FORCE-RESISTINGSYSTEM, OR A WIND-RESISTING COMPONENT LISTED IN THE QUALITY ASSURANCE PLANSHALL SUBMIT A WRITTEN CONTRACTOR’S STATEMENT OF RESPONSIBILITY TO THE BUILDINGOFFICIAL AND TO THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON THE SYSTEM ORCOMPONENTS. THE CONTRACTOR’S STATEMENT OF RESPONSIBILITY SHALL INCLUDE THEFOLLOWING:

a. ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED IN THE QUALITY ASSURANCE PLAN.

b. ACKNOWLEDGE THAT CONTROL WILL BE EXERCISED TO OBTAIN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS APPROVED BY THE BUILDING OFFICIAL.

c. PROCEDURE’S FOR EXERCISING CONTROL WITHIN THE CONTRACTOR’SORGANIZATION, THE METHOD AND FREQUENCY OF REPORTING, AND THE DISTRIBUTION OF THE REPORTS.

d. IDENTIFICATION AND QUALIFICATIONS OF THE PERSON(S) EXERCISING SUCH CONTROL AND THEIR POSITION IN THE ORGANIZATION.

FEMA 361 SAFE ROOM LOADS & CRITERIA:BASIC WIND SPEED, V = 250 MPHEXPOSURE "C"Iw = 1.0 Kd = 1.0 Kzt = 1.0 GCpi = +/-0.55

1. SEE STRUCTURAL PLANS FOR LOCATION OF SAFE ROOM. STRUCTURAL DESIGN IS BASED ONSTRUCTURAL RECOMMENDATIONS LISTED IN FEMA 361 "DESIGN AND CONSTRUCTIONGUIDANCE FOR COMMUNITY SAFE ROOMS, SECOND ED., AUG 2008". NO INTENT TO MEET ALLOF THE FEMA 361 GUIDELINES IS IMPLIED OR STATED UNLESS THE STRUCTURAL DRAWINGSSPECIFICALLY STATE THAT A "FEMA 361 SAFE ROOM" HAS BEEN PROVIDED.

2. REFER TO ARCHITECTURAL, CIVIL, AND MEP DRAWINGS FOR DOOR AND WINDOW HARDWARE,USEABLE SAFE ROOM CAPACITY, VENTED AREAS, ETC TO COMPLY WITH FEMA 361 SAFEROOM REQUIREMENTS.

3. ALL COMPONENTS THAT MAKE UP THE SAFE ROOM INCLUDING DEFERRED SUBMITTALSSHALL BE DESIGNED IN STRICT ACCORDANCE WITH FEMA 361. CALCULATIONS SHALL BEPROVIDED AT EACH CONNECTION FOR VERIFICATION OF LOAD PATH.

4. SAFE ROOM WALL AND SLAB ASSEMBLIES HAVE BEEN SELECTED BASED ON FEMA 361APPENDIX E. NO ADDITIONAL TESTING OR ANALYSIS HAS BEEN PERFORMED TO ESTIMATEDYNAMIC IMPACT OF OBJECTS FOUND IN THE ACTUAL ENVIRONMENT AGAINST THE SAFEROOM STRUCTURE.

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S T R U C T U R A L N O T E S

SPECIAL STRUCTURAL INSPECTIONS:1. IN ACCORD WITH IBC, SECTION 1704, AS NOTED BELOW. TESTING AND INSPECTION SHALL BE

BY AN INDEPENDENT TESTING/INSPECTION FIRM UNDER THE SUPERVISION OF A LICENSEDENGINEER EMPLOYED BY THAT FIRM. THIS ENGINEER SHALL BE DEEMED THE DESIGNATEDENGINEER OF RECORD FOR SPECIAL INSPECTIONS PERFORMED BY HIS FIRM OR HISCONSULTANTS. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALLDEMONSTRATE COMPETENCE, TO THE SATISFACTION OF THE BUILDING OFFICIAL, FORINSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRINGSPECIAL INSPECTION.

2. THE DESIGNATED ENGINEER OF RECORD FOR SPECIAL INSPECTIONS SHALL BE RESPONSIBLEFOR DEFINING THE ACTIVITIES OF THE INSPECTORS, FOR CERTIFYING THE QUALIFICATIONSOF THE INSPECTORS WITH THE BUILDING OFFICIAL, AND TO ATTEND THE PRE-CONSTRUCTIONMEETING TO DEFINE THEIR SCOPE OF SERVICES AND THE TESTING OR TEST PROCEDURESTHAT ARE REQUIRED AS OUTLINED IN THE INTERNATIONAL BUILDING CODE.

3. SPECIAL INSPECTION IS TO BE PROVIDED IN ADDITION TO THE INSPECTIONS CONDUCTED BYTHE LOCAL DEPARTMENT OF BUILDING SAFETY AND SHALL NOT BE CONSTRUED TO RELIEVETHE OWNER OR HIS AUTHORIZED AGENT FROM REQUESTING THE PERIODIC AND CALLEDINSPECTIONS REQUIRED BY IBC SECTION 110 OF THE INTERNATIONAL BUILDING CODE.

4. CONCRETE: PER IBC SECTION 1705.3 AND TABLE 1705.3 WITH EXCEPTIONS. THE FOLLOWINGITEMS REQUIRE SPECIAL INSPECTION: ALL CONCRETE, EXCEPT; SLAB-ON-GRADES, SIDEWALKS, AND DRIVEWAYS.

5. STEEL CONSTRUCTION: SPECIAL INSPECTIONS FOR STRUCTURAL STEEL SHALL BE INACCORDANCE WITH THE QUALITY ASSURANCE INSPECTION REQUIREMENTS OF AISC 360.SPECIAL INSPECTION FOR SEISMIC RESISTANCE SHALL BE IN ACCORDANCE WITH AISC 341.AND SHALL COMPLY WITH SECTION 1705.11. PROVIDE INSPECTION PER IBC SECTION 1704.2.5FOR STRUCTURAL LOADING-BEARING MEMBERS AND ASSEMBLIES FABRICATED ON THEPREMISES OF A FABRICATOR’S SHOP. THESE INSPECTIONS SHALL BE AT CONTRACTOR'SEXPENSE IF THE FABRICATOR IS NOT AN APPROVED FABRICATOR PER SECTION 1704.2.5.2.

6. WELDING: WELDING INSPECTION SHALL BE IN COMPLIANCE WITH AWS D1.1. THE BASIS FORWELDING INSPECTOR QUALIFICATIONS SHALL BE AWS D1.1. PROVIDE SPECIAL INSPECTION INACCORDANCE WITH AISC TABLE N5.4-1 THROUGH TABLE N5.4-3.

7. STEEL DETAILING: THE SPECIAL INSPECTOR SHALL PERFORM AN INSPECTION OF THE STEELFRAME TO VERIFY COMPLIANCE WITH THE DETAILS SHOWN ON THE APPROVEDCONSTRUCTION DOCUMENTS, SUCH AS BRACING, STIFFENING, MEMBER LOCATIONS ANDPROPER APPLICATION OF JOINT DETAILS AT EACH CONNECTION.

8. HIGH STRENGTH BOLTING: INSTALLATION OF HIGH STRENGTH BOLTS SHALL BE PERIODICALLYINSPECTED IN ACCORDANCE WITH AISC SPECIFICATIONS. HIGH STRENGTH BOLTING. PROVIDESPECIAL INSPECTION IN ACCORDANCE WITH AISC TABLE N5.6-1 THROUGH TABLE N5.6-3.

9. INSPECTION OF STEEL ELEMENTS OF COMPOSITE CONSTRUCTION PRIOR TO CONCRETEPLACEMENT SHALL BE PER AISC TABLE N6-1.

10. STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL SHALL BE PER IBC SECTION 1705.2.2AND TABLE 1705.2.2.

11. STRUCTURAL MASONRY: MASONRY CONSTRUCTION SHALL BE INSPECTED AND VERIFIED INACCORDANCE WITH TMS 402/ACI 530/ASCE 5 AND TMS 602/ACI 530.1/ASCE 6 AS FOLLOWS:

a. ENGINEERED MASONRY IN RISK CATEGORY I, II, OR III STRUCTURES: THE MINIMUM SPECIAL INSPECTION PROGRAM FOR MASONRY SHALL COMPLY WITH LEVEL B QUALITY ASSURANCE, TABLE 1.19.2.

b. ENGINEERED MASONRY IN RISK CATEGORY IV STRUCTURES: THE MINIMUM SPECIAL INSPECTION PROGRAM FOR MASONRY SHALL COMPLY WITH LEVEL C QUALITY ASSURANCE, TABLE 1.19.3.

12. GRADING, EXCAVATION AND FILLING: PER IBC SECTION 1705.6 AND TABLE 1705.6. SEE CIVILDRAWINGS AND SPECIFICATION DIVISION 2.

13. MASTIC AND INTUMESCENT FIRE RESISTING COATINGS: SPECIAL INSPECTIONS PER IBCSECTION 1705.4. SEE ARCHITECTURAL DRAWINGS FOR ALL FIREPROOFING METHODS ANDREQUIREMENTS.

14. EXTERIOR INSULATION AND FINISH SYSTEM (EIFS): SPECIAL INSPECTION SHALL BE REQUIREDFOR ALL EIFS APPLICATIONS. SEE ARCHITECTURAL DRAWINGS FOR ALL EIFS METHODS ANDINSPECTION REQUIREMENTS.

15. EXPANSION BOLT, SCREW ANCHOR AND ADHESIVE ANCHOR: INSTALLATION TO VERIFYINSTALLATION IN ACCORD WITH ICBO REPORTS NOTED PREVIOUSLY OR APPROVED EQUAL.

16. HEADED CONCRETE SHEAR CONNECTORS: INSPECTED AND TESTED PER AMERICAN WELDINGSOCIETY CODE AWS D1.1.

17. THE INSPECTOR SHALL OBSERVE THE WORK ASSIGNED TO VERIFY CONFORMANCE TO THEAPPROVED DESIGN DRAWINGS AND SPECIFICATIONS.

18. THE INSPECTOR SHALL FURNISH DAILY INSPECTION REPORTS ON THE WORK TO THE BUILDING OFFICIAL AND TO THE ENGINEER. ALL DISCREPANCIES SHALL BE BROUGHT TO THEIMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, AND, IF UNCORRECTED, TOTHE ENGINEER AND THE BUILDING OFFICIAL.

19. THE TESTING/INSPECTION FIRM'S ENGINEER SHALL COMPLETE, SIGN AND SEAL A FINALREPORT CERTIFYING THAT TO THE BEST OF HIS KNOWLEDGE, THE WORK IS INCONFORMANCE WITH THE CONTRACT DOCUMENTS.

TABLE N5.6-1Inspection Tasks Prior to Bolting

Inspection Tasks Prior to Bolting QC QA

Manufacturer's certifications available for fastener materials O P

Fasteners marked in accordance with ASTM requirements O O

Proper fasteners selected for the joint detail (grade, type, bolt length if threads are to be excluded from shear plane) O O

Proper bolting procedure selected for joint detail O O

Connecting elements, including the appropriate faying surfacecondition and hole preparation, if specified, meet applicable O O requirements

Pre-installation verification testing by installation personnel observedand documented for fastener assemblies and methods used P O

Proper storage provided for bolts, nuts, washers and other fastener components O O

O- Observe these items on a random basis. Operations need not be delayed pending these inspections.P- Perform these tasks for each welded joint or member.

TABLE 1705.3 REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION

VERIFICATION AND CONTINUOUS PERIODIC REFERENCED STANDARD a IBC REFERENCEINSPECTION

1. Inspection of reinforcing steel. - X ACI 318: 3.5,7.1-7.7 1910.4Including prestressing tendons and placement

2. Inspection of reinforcing steel - X AWS DI.4 -welding in accordance with Table ACI 318: 3.5.21705.2.2, Item2b.

3. Inspection of anchors cast in - X ACI 318: 1908.5, 1909.1concrete where allowable loads 8. 1.3, 21.2.8have been increased or wherestrength design is used.

4. Inspection of anchors post-installed - X ACI 318: 1909.1in hardened concrete members. b 3.8.6, 8.1.3, 21.2.8

5. Verifying use of required design mix. - X ACI 318: 1904.2,1910.2,Ch. 4, 5.2-5.4 1910.3

6. At the time fresh concrete issampled to fabricate specimens for X - ASTM C 172 1910.10strength tests, perform slump and air ASTM C 31 content tests. and determine the ACI 318: 5.6, 5.8 temperature of the concrete.

7. Inspection of concrete and X - ACI 318: 5.9, 5.l0 1910.6,1910.7,shotcrete placement for proper 1910.8 application techniques.

8. Inspection for maintenance of - X AC1318: 5.11-5.13 1910.9specified curing temperature andtechniques.

9. Inspection of prestressed concrete:a. Application of prestressing forces. X - ACI 318: 18.20 -b. Grouting of bonded prestressing ACI 318: 18.18.4tendons in the seismic force-resistingsystem.

10. Erection of precast concrete - X ACI 318: Ch.16 -members.

11. Verification of in-situ concrete strength, prior to stressing of tendons - X ACI 318: 6.2 -

in post-tensioned concrete and prior to removal of shores and forms from beams and structural slabs.

12. Inspect formwork for shape, location, and dimensions of the - X ACI 318: 6.1.1 -concrete member being formed.

For SI: 1 inch = 25.4 mm. a. Where applicable, see also Section 1705.11, Special inspections for seismic resistance. b. Specific requirements for special inspection shall be included in the research report for the anchor issued by an approved source inaccordance with ACl355.2 or other qualification procedures. Where specific requirements are not provided, special inspection requirementsshall be specified by the registered design professional and shall be approved by the building official prior to the commencement of the work.

TABLE N5.4-1 Inspection Tasks Prior to Welding

Inspection Tasks Prior to Welding QC QA

Welding procedure specifications (WPSs) available P P

Manufacturer certifications for welding consumables available P P

Material identification (type/grade) O O

Welder identification system 1 O O

Fit-up of groove welds (including joint geometry) · Joint preparation · Dimensions (alignment, root opening, root face, bevel) O O · Cleanliness (condition of steel surfaces) · Tacking (tack weld quality and location) · Backing type and fit (if applicable)

Configuration and finish of access holes O O

Fit-up of fillet welds · Dimensions (alignment, gaps at root) · Cleanliness (condition of steel surfaces) O O · Tacking (tack weld quality and location)

Check welding equipment O -

1 The fabricator or erector, as applicable, shall maintain a system by which a welder who has welded a joint or member can beidentified. Stamps, if used, shall be the low-stress type.

O- Observe these items on a random basis. Operations need not be delayed pending these inspections.P- Perform these tasks for each welded joint or member.

TABLE N5.4-2Inspection Tasks During Welding

Inspection Tasks During Welding QC QA

Use of qualified welders O O

Control and handling of welding consumables · Packaging O O

· Exposure control

No welding over cracked tack welds O O

Environmental conditions · Wind speed within limits O O · Precipitation and temperature

WPS followed· Settings on welding equipment· Travel speed · Selected welding materials· Shielding gas type/flow rate O O· Preheat applied· Interpass temperature maintained (min./max.)· Proper position (F, V, H, OH)

Welding techniques· lnterpass and final cleaning· Each pass within profile limitations O O· Each pass meets quality requirements

O- Observe these items on a random basis. Operations need not be delayed pending these inspections.P- Perform these tasks for each welded joint or member.

TABLE N5.4-3Inspection Tasks After Welding

Inspection Tasks After Welding QC QA

Welds cleaned O O

Size, length and location of welds P P

Welds meet visual acceptance criteria· Crack prohibition· Weld/base-metal fusion· Crater cross section P P· Weld profiles· Weld size· Undercut· Porosity

Arc strikes P P

k-area 1 P P

Backing removed and weld tabs removed (if required) P P

Repair activities P P

Document acceptance or rejection of welded joint or member P P

1 When welding of doubler plates, continuity plates or stiffeners has been performed in the k-area, visually inspect the web k-area forcracks within 3 in. (75 mm) of the weld.

O- Observe these items on a random basis. Operations need not be delayed pending these inspections.P- Perform these tasks for each welded joint or member.

MASONRY: TMS 402-11/ACI5301-11/ASCE 5-11:Table 1.19.3 - Level C Quality Assurance

MINIMUM TESTSVerification of f'm and f'AAC in accordance with Article 1.4 B prior to construction and for

every 5,000 sq. ft (465 sq.m) during constructionVerification of proportions of materials in premixed or preblended mortar, prestressing

grout, and grout other than self-consolidating grout, as delivered to the project siteVerification of Slump flow and Visual Stability Index (VSI) as delivered to the project site

in accordance with Article 1.5 B.1.b.3 for self-consolidating grout

MINIMUM INSPECTIONInspection Task Frequency (a) Reference for Criteria

Continuous Periodic TMS 402/ TMS 602/ACT 530/ ACI 530.1/ASCE 5 ASCE 6

1. Verify compliance with the approved submittals X Art. 1.52. Verify that the following are in compliance: a. Proportions of site-mixed mortar, grout and Art. 2.1,2.6 A,

prestressing grout for bonded tendons X 2.6 B, 2.6 C, 2.4 G.1.b b. Grade, type, and size of reinforcement and

anchor bolts, and prestressing tendons and X Sec. 1.16 Art. 2.4, 3.4 anchorages

c. Placement of masonry units and construction X Art. 3.3 Bof mortar joints

d. Placement of reinforcement, connectors,and prestressing tendons and anchorages X Sec. 1.16 Art. 3.2 E, 3.4,

3.6 A e. Grout space prior to grouting X Art. 3.2 D,

3.2 F f. Placement of grout and prestressing grout X Art. 3.5, 3.6 C for bonded tendons g. Size and location of structural elements X Art. 3.3 F h. Type, size, and location of anchors including other details of anchorage of masonry to X Sec. 1.16.4.3, structural members, frames, or other 1.17.1 construction i. Welding of reinforcement X Sec. 2.1.7.7.2

3.3.3.4 (c), 8.3.3,4 (b)

j. Preparation, construction, and protection of masonry during cold weather (temperature X Art. 1.8 C, below 40°F (4.4°C)) or hot weather 1.8 D (temperature above 90°F (32.2°C)) k. Application and measurement of X Art. 3.6 B prestressing force l. Placement of AAC masonry units and construction of thin-bed mortar joints X Art. 3.3 B.8 m. Properties of thin-bed mortar for AAC X Art. 2.1 C.l masonry3. Observe preparation of grout specimens, mortar specimens, and/or prisms X Art. 1.4 B.2.a.3,

1.4 B.2.b.3, 1.4 B.2.c.3, 1.4 B.3, 1.4 B.4

(a) Frequency refers to the frequency of inspection, which may be continuous during the task listed orperiodically during the listed task, as defined in the table.

(b) Required for the first 5000 square feet (465 square meters) of AAC masonry.(c) Required after the first 5000 square feet (465 square meters) of AAC masonry.

TABLE N5.6-2Inspection Tasks During Bolting

Inspection Tasks During Bolting QC QA

Fastener assemblies. of suitable condition, placed in all holes andwashers (if required) are positioned as required O O

Joint brought to the snug-tight condition prior to the pretensioning O Ooperation

Fastener component not turned by the wrench prevented from O Orotating

Fasteners are pretensioned in accordance with the RCSCSpecification, progressing systematically from the most rigid O Opoint toward the free edges

O- Observe these items on a random basis. Operations need not be delayed pending these inspections.P- Perform these tasks for each welded joint or member.

TABLE N5.6-3Inspection Tasks After Bolting

Inspection Tasks After Bolting QC QA

Document acceptance or rejection of bolted connections P P

O- Observe these items on a random basis. Operations need not be delayed pending these inspections.P- Perform these tasks for each welded joint or member.

TABLE N6.1 Inspection of Steel Elements of Composite Construction Prior to Concrete PlacementInspection of Steel Elements of Composite Construction QC QA

Prior to Concrete Placement

Placement and installation of steel deck P P

Placement and installation of steel headed stud anchors P P

Document acceptance or rejection of steel elements P P

O- Observe these items on a random basis. Operations need not be delayed pending these inspections.P- Perform these tasks for each welded joint or member.

TABLE 1705.2.2 REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL

VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCED STANDARD

1. Material verification of cold-formed steel deck: a. Identification markings to conform to ASTM standards specific in the approved - X Applicable ASTM construction documents. material standards

b. Manufacturer's certified test reports. - X

2. Inspection of welding: a. Cold-formed steel deck: - X

1) Floor and roof deck welds. - X AWS DJ.3

b. Reinforcing steel: 1) Verification of weldability of reinforcing - X steel other than ASTM A 706.

2) Reinforcing steel resisting flexural and axial forces in intermediate and special - X AWS DI.4 moment frames, and boundary elements ACI 318 of special structural walls of concrete and Section 3.5.2 shear reinforcement.

3) Shear reinforcement X -

4) Other reinforcing steel. - X

For S1: I inch = 25.4 mm.a. Where applicable, see also Section 1705.11. Special inspections for seismic resistance.

MASONRY: TMS 402-11/ACI530.1/ASCE 5:Table 1.19.2 - Level B Quality Assurance

MINIMUM TESTSVerification of Slump flow and Visual Stability Index (VSI) as delivered to the

project site in accordance with Specification Article 1.5 B.1.b.3 for self-consolidating grout

Verification of f'm and f'AAC in accordance with Specification Article 1.4 B prior to construction, except where specifically exempted by this Code

MINIMUM INSPECTIONInspection Task Frequency (a) Reference for Criteria

Continuous Periodic TMS 402/ TMS 602/ACT 530/ ACI 530.1/ASCE 5 ASCE 6

1. Verify compliance with the approved submittals X Art. 1.52. As masonry construction begins, verify that the following are in compliance:

a. Proportions of site-prepared mortar X Art. 2.1, 2.6 A

b. Construction of mortar joints X Art. 3.3 Bc. Grade and size of prestressing tendons X Art. 2.4 B, and anchorages 2.4 Hd. Location of reinforcement, connectors, and X Art. 3.4, 3.6 Aprestressing tendons and anchoragese. Prestressing technique X Art. 3.6 Bf. Properties of thin-bed mortar for AAC X(b) X(c) Art. 2.1 Cmasonry

3. Prior to grouting, verify that the following are incompliance:a. Grout space X Art. 3.2 D,

3.2 Fb. Grade, type, and size of reinforcement and anchor bolts, and prestressing tendons and X Sec. 1.16 Art. 2.4, 3.4anchoragesc. Placement of reinforcement, connectors, X Sec. 1.16 Art. 3.2 E, 3.4,and prestressing tendons and anchorages 3.6 Ad. Proportions of site-prepared grout and X Art. 2.6 B, prestressing grout for bonded tendons 2.4 G.1.be. Construction of mortar joints X Art. 3.3 B

4. Verify during construction:a. Size and location of structural elements X Art. 3.3 Fb. Type, size, and location of anchors, X Sec. 1.16.4.3, including other details of anchorage of 1.17.1masonry to structural members, frames,or other constructionc. Welding of reinforcement X Sec. 2.1.7.7.2,

3.3.3.4 (c),8.3.3.4 (b)

d. Preparation, construction, and protection X Art. 1.8 C,of masonry during cold weather (temperature 1.8 Dbelow 40°F (4.4°C)) or hot weather(temperature above 90°F (32.2°C))e. Application and measurement of X Art. 3.6 Bprestressing forcef. Placement of grout and prestressing X Art. 3.5, 3.6 Cgrout for bonded tendons is in complianceg. Placement of AAC masonry units and X(b) X(c) Art. 3.3 B.8construction of thin-bed mortar joints

5. Observe preparation of grout specimens, X Art. 1.4 B.2.a.3, mortar specimens, and/or prisms 1.4 B.2.b.3,

1.4 B.2.c.3, 1.4 B.3, 1.4 B.4

(a) Frequency refers to the frequency of inspection, which may be continuous during the task listed orperiodically during the listed task, as defined in the table.(b) Required for the first 5000 square feet (465 square meters) of AAC masonry.(c) Required after the first 5000 square feet (465 square meters) of AAC masonry.

TABLE 1705.8REQUIRED VERIFICATION AND INSPECTION OF CAST-IN-PLACE DEEP FOUNDATION ELEMENTS

VERIFICATION AND INSPECTION CONTINUOUS DURING TASK PERIODICALLY DURING TASK LISTED TASK LISTED

1. Observe drilling operations and maintain complete and accurate X - records for each element.2. Verify placement locations and plumbness, confirm element diameters, bell diameters (if applicable), lengths, X - embedment into bedrock (if applicable) and adequate end-bearing strata capacity. Record concrete or grout volumes.3. For concrete elements, perform additional inspections in accordance - - with Section 1705.3.

TABLE 1705.7REQUIRED VERIFICATION AND INSPECTION OF DRIVEN DEEP FOUNDATION ELEMENTS

VERIFICATION AND INSPECTION TASK CONTINUOUS DURING TASK PERIODICALLY DURING LISTED TASK LISTED

1. Verify element materials, sizes and X - lengths comply with the requirements.2. Determine capacities of test elements and conduct additional load tests, X - as required.3. Observe driving operations and maintain complete and accurate records for each X - element.4. Verify placement locations and plurnbness, confirm type and size of hammer, record number of blows per foot of penetration, determine required X - penetrations to achieve design capacity, record tip and butt elevations and document any damage to foundation element.5. For steel elements. perform additional inspections in accordance with - - Section 1705.2.6. For concrete elements and concrete-filled elements, perform additional inspections - - in accordance with Section 1705.3.7. For specialty elements, perform additional inspections as determined by the - - registered design professional in responsible charge.

TABLE 1705.6REQUIRED VERIFICATION AND INSPECTION OF SOILS

VERIFICATION AND INSPECTION CONTINUOUS DURING TASK LISTED PERIODICALLY DURING TASKTASK LISTEDI. Verify materials below shallow foundations are adequate to - X achieve the design bearing capacity. 2. Verify excavations are extended to proper depth and have reached - X proper material.3. Perform classification and testing of compacted fill materials - X4. Verify use of proper materials, densities and lift thicknesses during placement and compaction of X - compacted fill5. Prior to placement of compacted fill, observe subgrade and verify - X that site has been prepared properly.

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FAMILY TOILET

E125

TABLESTORAGE

E124

GENERATOR

B133

RESOURCE

C115

TOILET

C137

READING

C131

SPECIALIST

C134

SPECIALNEEDS

CLASSROOM

C135

SENSORY

C136

STAFF LOUNGE

A124

WORKROOM

A104

CONFERENCE

A107

SEC

A103

NURSE

A105

WOMEN TOILET

A118 TOILET

A106

MEN TOILET

A117

OFFICE

A109

OFFICE

A110

OFFICE

A112

TIME OUT

A116

STORAGE

A113

TIME OUT

A115

ELEC

A114

KINDERGARTEN

B131

KINDERGARTEN

B128

TESTING /MOTHERS

C132

MEDIA CENTER

A126

BOOK ROOM

A125

WORK/TECH

A128

MEN'S TOILET

C129

WOMEN'STOILET

C128

GENIUS BAR

A127

ELEC

C114

COMM

C113

MECH

C112

ELEC

B114

COMM

B113

MECH

B112

CLASSROOM

B101

BOY'S TOILET

C118

GIRL'S TOILET

C119

JAN

C120

CORRIDOR

C123

WOMEN TOILET

B141

MEN TOILET

B142

VEST

A101

RECEPTION

A102

HALLWAY

A108

ALCOVE

C126

JAN

C127

GYM ENTRY

E126

CORRIDOR

C130

TIME OUT

C138

CORRIDOR

A119

ENTRYCORRIDOR

A121

LOBBY

A120

CORRIDOR

A123

AB

A2

AC

A3 A4

AA

AD

MATCHLINE - AREA C

MATCHLINE - AREA A

MATCHLINE - AREA B

MATCHLINE - AREA E

MATCHLINE - AREA A

MATCHLINE - AREA B

A1

3' -

0"

3' - 6" 3' - 6"

2' - 0"

3' - 0"

3A

BOTT FTG

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BOTT FTG

STEP

BOTT FTGSTEP

5A

5A

3B

3C

3B

3B

C8B

C8B

C8B

C8B

C8A

C8A

4'' CONCRETE SLAB-ON-GRADEWITH 6x6-W2.1xW2.1 WWF

ON VAPOR BARIEROVER 4'' GRANULAR FILL

FINISH FLOOR EL = 100'-0''

STOOP

4' - 0"

4' -

0"

STOOP

STO

OP

3C

3C

BOTT FTGSTEP

MATCHLINE - AREA C

MATCHLINE - AREA E

TOF 99' - 4"

TOF 98' - 8"TOF

98' -

8"

TOF

99' -

4"

TOF 98' -

8"

TOF 99'

- 4"

CONC FTGW/ 4 - #6 T&B

4' - 0"

12

S3.1 TYP

S3.1

14

TYP

16

S3.1 TYP

21

S3.1TYP

C

S3.1

24

TYP

31

S3.1 TYP

S3.1

33

TYP

S3.1

34

TYP

44

S3.1TYP

54

S3.1SIM

S3.2

33

TYP

21

S3.2TYP

22

S3.2TYP

23

S3.2

S4.2

16

TYP

TOF 98' - 8"

2' - 0"

1' - 6"

3' - 4"

18' - 4"

3' - 4"

28' - 0"

16' - 3"

11' - 9"

9' - 3"

4' -

6"

2' - 0"

36

S3.2TYP ATEXTERIORCOLUMNS

15

S3.1TYP

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BP A

CONCRETE FOOTING

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REINFORCING

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BP A

BP A

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FOUNDATION PLAN, FIRST LEVEL - AREA A

KINDERGARTEN

B138

GENERATOR

B133

RESOURCE

C115

TOILET

C137

MECH

C117

SPECIALIST

C134

SPECIALNEEDS

CLASSROOM

C135

COMMONS

B143

TOILET

B130

TOILET

B129

STAFF LOUNGE

A124

MECH

B140

KINDERGARTEN

B135

MECH

B132

STORAGE

B139

TOILET

B137TOILET

B136

KINDERGARTEN

B131

KINDERGARTEN

B128

MEDIA CENTER

A126

BOOK ROOM

A125

WORK/TECH

A128

GENIUS BAR

A127

CLASSROOM

C107

MECH

B117

CLASSROOM

B107

ELEC

B114

COMM

B113

MECH

B112

RESOURCE

B115

COMMONS

B124

SPECIALIST

B116

CLASSROOM

B108

CLASSROOM

B106

CLASSROOM

B105 MECH

B109

GIRL'S TOILET

B119

JAN

B120

BOY'S TOILET

B118

CLASSROOM

B101

CLASSROOM

B102

CLASSROOM

B103

CLASSROOM

C105

CLASSROOM

C106MECH

C109

ALCOVE

B121

VEST

B125

CORRIDOR

B123

VEST

B127

CORRIDOR

B126

WOMEN TOILET

B141

MEN TOILET

B142

TIME OUT

C138

CORRIDOR

A123

BA

BB

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MATCHLINE - AREA C

MATCHLINE - AREA A

MATCHLINE - AREA B

MATCHLINE - AREA B

4'' CONCRETE SLAB-ON-GRADEWITH 6x6-W2.1xW2.1 WWF

ON VAPOR BARIEROVER 4'' GRANULAR FILL

FINISH FLOOR EL = 100'-0''

BOTT FTGSTEP

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2' - 6"

4' -

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4' -

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4' -

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TOF 98

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2' - 0"

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46

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EDGE STIFFENERS2 - #5 IN 1 CELLEACH SIDE OFOPENINGS

2' -

6"

4" MIN 4" MINMAX

4' - 0" OC

41

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TOF 99'

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TOF 99'

- 4"

TOF 99'

- 4"

TOF 99'

- 4"

TOF 99'

- 4"

TOF 99'

- 4"

FTG DEPTH4'-0''

PIPE PENETRATIONTHROUGH FOOTINGSEE DETAIL 35/S3.2

4 5/8"

GROUT 2 CELLSTO BEAM BEARINGEACH SIDE OF OPENING

GROUT 2 CELLSTO BEAM BEARINGEACH SIDE OF OPENING

TOF 99' -

4"

2' - 0"

BP C5A 5A5A

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

FOUNDATION PLAN, FIRST LEVEL - AREA B

MECH

D117

CLASSROOM

D107

RESOURCE

D115

SPECIALIST

D116

COMMONS

E129

FAMILY TOILET

E125

TABLESTORAGE

E124

GENERATOR

B133

RESOURCE

C115

TOILET

C137

MECH

C117

READING

C131

SPECIALIST

C134

SPECIALNEEDS

CLASSROOM

C135

SENSORY

C136

STAFF LOUNGE

A124

WORKROOM

A104

CONFERENCE

A107

SEC

A103

NURSE

A105

TOILET

A106

CLASSROOM

C108

TESTING /MOTHERS

C132

MEDIA CENTER

A126

BOOK ROOM

A125

WORK/TECH

A128

MEN'S TOILET

C129

WOMEN'STOILET

C128

COMMONS

E123

GENIUS BAR

A127

CLASSROOM

C107

ELEC

C114

COMM

C113

MECH

C112

COMMONS

C124

COMM

B113

MECH

B112

CLASSROOM

B101

CLASSROOM

B102

CLASSROOM

B103

CLASSROOM

C105

CLASSROOM

C106MECH

C109

CLASSROOM

D105

CLASSROOM

D106MECH

D109

GIRL'S TOILET

D119

CLASSROOM

C101

CLASSROOM

C102

CLASSROOM

C103

BOY'S TOILET

C118

GIRL'S TOILET

C119

JAN

C120ALCOVE

C121

CORRIDOR

C123

VEST

C125

WOMEN TOILET

B141

MEN TOILET

B142

VEST

A101

RECEPTION

A102

ALCOVE

C126

JAN

C127

GYM ENTRY

E126

CORRIDOR

C130

TIME OUT

C138

PENT ACCESS

E122

CORRIDOR

A119

ENTRYCORRIDOR

A121

LOBBY

A120

CORRIDOR

A123

CA

CB

C4C3C2C1

ED

MATCHLINE - AREA C

MATCHLINE - AREA B

MATCHLINE - AREA A

MATCHLINE - AREA B

4'' CONCRETE SLAB-ON-GRADEWITH 6x6-W2.1xW2.1 WWF

ON VAPOR BARIEROVER 4'' GRANULAR FILL

FINISH FLOOR EL = 100'-0''

ST

OO

P

ST

OO

P

MATCHLINE - AREA E

MATCHLINE - AREA D

2' - 6"

MATCHLINE - AREA A

MATCHLINE - AREA E

29' -

6"

BOTT FTGSTEP BOTT FTG

STEP

BOTT FTGSTEP

4C 4C 4C4C

4C 4C 4C5A

5A

26' - 8" 26' - 8" 13' - 4" 13' - 4"

2' -

0"

TOF 98'

- 8"

TOF 99'

- 4"

S3.2

33

12

S3.1

S3.1

33

S3.1

35

31

S3.1

44

S3.1

S3.1

24

C

16

S3.1

21

S3.2

22

S3.2

21

S3.1 TYPTYP TYP

TYP

TYP

TYP

TYP

TYP

TYP

TYP

TYP

S3.1

14

TYP

S3.1

34

TYP

54

S3.1TYP

45

S3.1

15

S3.1

TOF 99'

- 4"

TYP

TOF 98'

- 8"

3B

C3.5

4" MIN 4" MINMAX

4' - 0" OC

41

S3.2 TYP

TOF 99'

- 4"

TOF 99'

- 4"

TOF 99'

- 4"

TOF 99'

- 4"

TOF 99'

- 4"

TOF 99'

- 4"

TOF 99' -

4"

MATCHLINE - AREA C

MATCHLINE - AREA E

S1.1F

43

BP C5A 5A 5A

5A 5A5A

Arc

hite

ctu

re E

ngin

eering

P

lan

nin

g In

teriors

©

,

DL

R G

rou

p inc., a

Ne

bra

ska

co

rpo

ratio

n, A

LL

RIG

HT

S R

ES

ER

VE

D

KEY PLAN

D

C

B

A

NORTH

Rev

isio

ns

E

12/1

5/2

016 2

:47:3

4 P

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5101-0

0_S

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0

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5-2

016

NE

W E

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AR

Y S

CH

OO

L P

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- B

ID P

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#3

FO

UN

DA

TIO

N P

LA

N -

AR

EA

CS1.1C

20

16

AD

AM

S C

EN

TR

AL P

UB

LIC

SC

HO

OLS

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

FOUNDATION PLAN, FIRST LEVEL - AREA C

MECH

D117

CLASSROOM

D107

ELEC

D114

COMM

D113

MECH

D112

RESOURCE

D115

COMMONS

D124

SPECIALIST

D116

HOT PREP

E138

COMMONS

E129

MEN'S TOILET

C129

ELEC

C114

COMM

C113

MECH

C112

CLASSROOM

D108

CLASSROOM

D101

CLASSROOM

D103

CLASSROOM

D102

CLASSROOM

D105

CLASSROOM

D106MECH

D109

BOY'S TOILET

D118

GIRL'S TOILET

D119

JAN

D120ALCOVE

D121

CORRIDOR

D123

VEST

D125

CLASSROOM

C101

CLASSROOM

C102

CLASSROOM

C103

CORRIDOR

C123

VEST

C125

SERVERY

E135

COLD PREP

E137

HALL

E142 PRODUCEWASH

E146

COOLER

E147

DRY STORAGE

E148

UTILITY

E145

RECEIVING

E149

TOILET

E151

BREAK/LOCKERS

E152

LAUNDRY

E140

D1 D2 D3 D4

DA

DB

MA

TC

HLI

NE

- A

RE

A E

MA

TC

HLI

NE

- A

RE

A D

MATCHLINE - AREA E

MATCHLINE - AREA D

4C 4C 4C4C

4C 4C 4C5A 5A

5A5A5A

5A

5A

ST

OO

P

ST

OO

P

BOTT FTGSTEP

BOTT FTGSTEP

26' - 8" 26' - 8" 13' - 4" 13' - 4"

29' -

6"

4'' CONCRETE SLAB-ON-GRADEWITH 6x6-W2.1xW2.1 WWF

ON VAPOR BARRIEROVER 4'' GRANULAR FILL

FINISH FLOOR EL = 100'-0''

2' - 6"

MATCHLINE - AREA C

MATCHLINE - AREA E

TOF 99'

- 4"

TOF 98'

- 8"

TOF 98'

- 8"

TOF 99'

- 4"

S3.2

33

12

S3.1

S3.1

35

31

S3.1

44

S3.1

S3.1

24

21

S3.1

C

16

S3.1

21

S3.2

22

S3.2

TYP

S3.1

34

TYP TYPTYP

TYP

TYP

TYP

TYP

TYP

TYP

54

S3.1TYP

S3.1

14

TYP

15

S3.1TYP

5A3C

FTG DEPTH4'-0''

PIPE PENETRATIONTHROUGH FOOTINGSEE DETAIL 35/S3.2

14' - 4 3/8"

BP C

D3.5

4" MIN 4" MINMAX

4' - 0" OC

41

S3.2 TYP

TOF 99' -

4"

TOF 99' -

4"

TOF 99' -

4"

TOF 99' -

4"

TOF 99' -

4"

TOF 99' -

4"

TOF 99'

- 4"

3' - 0"

MATCHLINE - AREA C

MATCHLINE - AREA E

S1.1F

45

Arc

hite

ctu

re E

ngin

eering

P

lan

nin

g In

teriors

©

,

DL

R G

rou

p inc., a

Ne

bra

ska

co

rpo

ratio

n, A

LL

RIG

HT

S R

ES

ER

VE

D

KEY PLAN

D

C

B

A

NORTH

Rev

isio

ns

E

12/1

5/2

016 2

:47:3

5 P

M

C:\R

evit\1

0-1

5101-0

0_S

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5101-0

0

12-1

5-2

016

NE

W E

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AR

Y S

CH

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L P

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CT

- B

ID P

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#3

FO

UN

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TIO

N P

LA

N -

AR

EA

DS1.1D

20

16

AD

AM

S C

EN

TR

AL P

UB

LIC

SC

HO

OLS

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

FOUNDATION PLAN, FIRST LEVEL - AREA D

ELEC

D114

COMM

D113

MECH

D112

SPECIALIST

D116

HOT PREP

E138

COMMONS

E129

ATHLETICSTORAGE

E105

GYMNASIUM

E101

FAMILY TOILET

E125

TABLESTORAGE

E124

WORKROOM

A104NURSE

A105

WOMEN TOILET

A118 TOILET

A106

MEN TOILET

A117

TIME OUT

A116TIME OUT

A115

MEN TOILET

E103

WOMEN TOILET

E104

MAIN COMM

E114

ELEC

A114

ELECTIVE

E121

ELECTIVE

E117

STORAGE

E118

KILN

E120

COMMONS

E123

MECH

C112

BOY'S TOILET

D118

GIRL'S TOILET

D119

JAN

D120

CORRIDOR

D123

MAIN ELEC

E115

LOCKERS

E113

VEST

E102

PE OFFICE

E106

PE STORAGE

E107

ALCOVE

E108

LOCKERS

E109

GIRLS TOILET

E110

BOYS TOILET

E112

MAIN MECH

E116

ALCOVE

C126

GYM ENTRY

E126

PENT ACCESS

E122

CORRIDOR

E130

VEST

E131

BUILDINGRECEIVING

E132

BUILDINGSTORAGE

E134

SERVERY

E135

TRAY RETURN

E136

COLD PREP

E137

WAREWASHING

E139

OFFICE

E141

HALL

E142FREEZER

E143

PRODUCEWASH

E146

COOLER

E147

DRY STORAGE

E148

UTILITY

E145

RECEIVING

E149

CAN WASH

E150

TOILET

E151

BREAK/LOCKERS

E152

CORRIDOR

A119

LAUNDRY

E140

E1

EA

EB

EC

ED

MATCHLINE - AREA E

MATCHLINE - AREA A

MA

TC

HLI

NE

- A

RE

A E

MA

TC

HLI

NE

- A

RE

A D

3' - 0"

ST

OO

P

5' - 0"

BOTT FTGSTEP

BOTT FTGSTEP

BOTT FTGSTEP 4'

- 0

"

6' - 0" 6' - 0"

6' - 0"

2' - 0" 6' - 0"

1' -

4"

2' -

0"

1' -

4"

CONC FTGW/ 5-#6 T&B

CONC FTGW/ 6-#6 T&B

CONC FTGW/ 6-#6 T&B

CONC FTGW/ 6-#6 T&B

CONC FTGW/ 6-#6 T&B

6B

6B6A

6A

6A

9A

18' -

4"

11' -

8"

29' -

0"

C6A

C6A

C6A

C6A

TOF 99' - 4"

TOF 97' - 0"

MATCHLINE - AREA C

MATCHLINE - AREA E

S3.2

33

12

S3.1

S3.1

33

S3.1

34

S3.1

34

31

S3.1

S3.1

14

44

S3.1

54

S3.1

S3.1

24

21

S3.1

C

16

S3.1

21

S3.2

22

S3.2

S3.2

11

TYP

S3.2

13

14

S3.2

24

S3.2

15

S3.2

16

S3.2

TYP

TYP

TYP

TYP

S3.1

35

TYP

TYP

15

S3.1

TYP

TYP

TYP

TYP

S3.1

33

TYP

TYP

TYP

46

S3.1 TYP

31

S3.2

TOF 98'

- 8"

TOF 98'

- 8"

TOF 99' -

4"

TOF 97'

- 0"

TOF 99'

- 4"

TOF 98'

- 8"

TOF 99'

- 4"

TOF 97'

- 0"

TOF 97' - 0"TOF 99' - 4"

TYP

24

S3.23' -

0"

3' - 0"

3' -

0"

3' - 0"25

S3.2

ELECTRICALBLOCKOUT,SEE DETAIL34A/S3.2

1' -

6"

4B

TOF 97'

- 0"

4"

CONC FTG3'-0'' DEEP

12

S3.2TYP

A

6'' SLAB-ON-GRADEWITH #4 AT 18'' OC EWOVER GRANULAR FILLTO FROST DEPTH

1' -

6 3

/8"

1' -

8"

1' -

0"

6 3/

8"

45

S3.1 TYP

ST

OO

P

31

S3.2

42

S3.2

3' -

0"

4'' CONCRETE SLAB-ON-GRADEWITH 6x6-W2.1xW2.1 WWF

ON VAPOR BARRIEROVER 4'' GRANULAR FILL

FINISH FLOOR EL = 100'-0''

5'' CONCRETE SLAB-ON-GRADEWITH #4 AT 18'' OC EWON VAPOR BARRIER

OVER 4'' GRANULAR FILLAT GYMNASIUM

MATCHLINE - AREA E

MATCHLINE - AREA D

MAX8' - 0"

Arc

hite

ctu

re E

ngin

eering

P

lan

nin

g In

teriors

©

,

DL

R G

rou

p inc., a

Ne

bra

ska

co

rpo

ratio

n, A

LL

RIG

HT

S R

ES

ER

VE

D

KEY PLAN

D

C

B

A

NORTH

Rev

isio

ns

E

12/1

5/2

016 2

:47:3

6 P

M

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0-1

5101-0

0_S

T_2015_C

entr

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10-1

5101-0

0

12-1

5-2

016

NE

W E

LE

ME

NT

AR

Y S

CH

OO

L P

RO

JE

CT

- B

ID P

AC

KA

GE

#3

FO

UN

DA

TIO

N P

LA

N -

AR

EA

ES1.1E

20

16

AD

AM

S C

EN

TR

AL P

UB

LIC

SC

HO

OLS

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

FOUNDATION PLAN, FIRST LEVEL - AREA E

CLASSROOM

B107

CLASSROOM

B108

MECH

B109

CLASSROOM

B103

CLASSROOM

B104

VEST

B125

BA

BB

B4B3

4A 5A

21

S3.2 TYP

22

S3.2 TYP

26' - 8"

CLASSROOM

C108

CLASSROOM

C107

CLASSROOM

C103

CLASSROOM

C104

VEST

C125

CA

CB

C4C3

ST

OO

P

TOF 99'

- 4"

TOF 98'

- 8" MATCHLINE - AREA E

MATCHLINE - AREA C

21

S3.2

21

S3.2

TYP

TYP

4A5A

26' - 8"

CLASSROOM

D107

CLASSROOM

D108

CLASSROOM

D103

CLASSROOM

D104

MECH

D109

VEST

D125

D3 D4

DA

DB

ST

OO

P

TOF 99'

- 4"

TOF 98'

- 8"

26' - 8"

21

S3.2

21

S3.2 TYP

TYP

2' - 0"

Arc

hite

ctu

re E

ngin

eering

P

lan

nin

g In

teriors

©

,

DL

R G

rou

p inc., a

Ne

bra

ska

co

rpo

ratio

n, A

LL

RIG

HT

S R

ES

ER

VE

D

KEY PLAN

D

C

B

A

NORTH

Rev

isio

ns

E

12/1

5/2

016 2

:47:3

6 P

M

C:\R

evit\1

0-1

5101-0

0_S

T_2015_C

entr

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y.r

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10-1

5101-0

0

12-1

5-2

016

NE

W E

LE

ME

NT

AR

Y S

CH

OO

L P

RO

JE

CT

- B

ID P

AC

KA

GE

#3

FO

UN

DA

TIO

N P

LA

N -

ALT

ER

NA

TE

SS1.1F

20

16

AD

AM

S C

EN

TR

AL P

UB

LIC

SC

HO

OLS

SCALE: 1/8" = 1'-0"S1.1F

41 FOUNDATION PLAN, FIRST LEVEL - AREA B ALTERNATESCALE: 1/8" = 1'-0"S1.1F

43 FOUNDATION PLAN, FIRST LEVEL - AREA C ALTERNATESCALE: 1/8" = 1'-0"S1.1F

45 FOUNDATION PLAN, FIRST LEVEL - AREA D ALTERNATE

ST

L JS

T

STL JS

T

STL JST

STL JST

STL JST

ST

L JS

T

ST

L JS

T

STL JST

FAMILY TOILET

E125

TABLESTORAGE

E124

GENERATOR

B133

RESOURCE

C115

TOILET

C137

READING

C131

SPECIALIST

C134

SPECIALNEEDS

CLASSROOM

C135

SENSORY

C136

STAFF LOUNGE

A124

WORKROOM

A104

CONFERENCE

A107

SEC

A103

NURSE

A105

WOMEN TOILET

A118 TOILET

A106

MEN TOILET

A117

OFFICE

A109

OFFICE

A110

OFFICE

A112

TIME OUT

A116

STORAGE

A113

TIME OUT

A115

ELEC

A114

KINDERGARTEN

B131

KINDERGARTEN

B128

TESTING /MOTHERS

C132

MEDIA CENTER

A126

BOOK ROOM

A125

WORK/TECH

A128

MEN'S TOILET

C129

WOMEN'STOILET

C128

GENIUS BAR

A127

ELEC

C114

COMM

C113

MECH

C112

ELEC

B114

COMM

B113

MECH

B112

CLASSROOM

B101

BOY'S TOILET

C118

GIRL'S TOILET

C119

JAN

C120

CORRIDOR

C123

WOMEN TOILET

B141

MEN TOILET

B142

VEST

A101

RECEPTION

A102

HALLWAY

A108

ALCOVE

C126

JAN

C127

GYM ENTRY

E126

CORRIDOR

C130

TIME OUT

C138

CORRIDOR

A119

ENTRYCORRIDOR

A121

LOBBY

A120

CORRIDOR

A123

30K

11

26K

-SP

5' - 0"

5' - 0"

4' - 6"

3' - 6"

4' - 0"

5' - 0" 5' - 0" 4' - 0" 4' - 0" 5' - 0" 4' - 0" 5' - 0" 5' - 0" 5' - 0" 5' - 0" 5' - 0" 4' - 0" 4' - 0" 4' - 6" 5' - 0" 5' - 0" 5' - 0" 5' - 0"

BS

= 3

''

BS

= 3

1/2

''

BS

= 3

''

BS

= 3

1/2

''

BS

= 4

''

BS

= 4

1/2

''

BS

= 5

''

(113'-4'') (113'-4'')

(113'-4'')

(114'-0'') (114'-0'')

(113'-4'')

16K-S

P

2.5K2

10K1

10K-SP

JOIST HEADERBY JOIST MANUF(TYP)

4' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

2' -

0"

3' -

0"

3' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

4' -

0"

3' -

0"

3' -

0"

3' -

0"

(113

'-4'')

5' -

0"

5' -

0"

5' -

0"

3' -

0"

3' -

0"

2' -

0"

12K1

(113

'-4'')

(113

'-4'')

(112

'-11'

')

24K

-SP

(117'-4'')

(117'-4'')

5' - 0" 5' - 0" 5' - 0" 5' - 0" 5' - 0" 5' - 0" 5' - 0" 4' - 6" 4' - 6" 4' - 6" 4' - 6" 4' - 6" 4' - 6" 4' - 6" 4' - 5"

10K1

MATCHLINE - AREA C

MATCHLINE - AREA A

MATCHLINE - AREA B

MATCHLINE - AREA C

MATCHLINE - AREA EMATCHLINE - AREA E

MATCHLINE - AREA A

0' -

8 3

/16"

MATCHLINE - AREA B

ED

AB

A2

AC

A3

A4

AA

AD

W16

x26

TO

S 1

13' -

4"

METAL DECKWIDE RIB1 1/2'' x 20 GAUSE 51B/S5.1

(112

'-11'

')

TOW

119'-

4''

TOW

115'-

4''

TOW

115'-

4''

W18x35

TOS 117' - 4"

W18x35

TOS 117' - 4"

W18

x35

TO

S 1

17' -

4"

W12x40

TOS 111' - 4"

W12x40

TOS 111' - 4"

W12x40

TOS

111' - 4"

W12x14

TOS

111' - 4"

W12x14

TOS

111' - 4"

W12x14

TOS

111' - 4"

W12x14

TOS

111' - 4"

A1

(113'-4'')

(113

'-4'')

(117'-4'')

ACOUSTICAL METALDECK WIDE RIB1 1/2'' x 20 GA

METAL DECKWIDE RIB1 1/2'' x 20 GAUSE 51B/S5.1

METAL DECKWIDE RIB1 1/2'' x 20 GAUSE 51A/S5.1TYP UNO

DRAG STRUT

11

S4.2

14

S4.2

15

S4.2

21

S4.2

46

S5.2

16

S5.1

11

S5.2

12

S5.2

35

S5.2

41

S5.2

TYP

TYP

S4.2

16

TYP

TYP

11

S5.1 TYP

B

16

S5.1

A

TYP

TYP

15

S5.2

TYP

S5.2

25

TYP

14

S5.3

15

S5.3

ML3

ML3

ML2

30K

-SP

11

S4.2 SIM

13

S5.3

14

S4.2SIM

SEE DETAIL

21/S4.2

52

S5.2AT CANOPYPERIMETER

54

S5.1TYP

LATERAL SHEAR

3.9 KIPS

LATERAL SHEAR

3.9 KIPS

LATERAL SHEAR

8.5 KIPS

LATERAL SHEAR

8.5 KIPS

LAT

ER

AL

SH

EA

R

11.0

KIP

S

LAT

ER

AL

SH

EA

R

11.0

KIP

S

ACOUSTICAL METAL

DECK WIDE RIB

1 1/2'' x 20 GA

16

S5.1

A

LAT

ER

AL

SH

EA

R

10.5

KIP

S

PR

EC

AS

T BE

AM

LATERAL SHEAR

2.8 KIPS

LAT

ER

AL

SH

EA

R

2.4

KIP

S

LAT

ER

AL

SH

EA

R

2.4

KIP

S

LAT

ER

AL

SH

EA

R

1.7

KIP

S

LAT

ER

AL

SH

EA

R

4.1

KIP

S

(113

'-4'')

(113

'-4'')

TOW115'-

4''A

TOW115'-

4''

PRECAST SPANDREL

11

S4.2

2' - 0"

±550 LBS VERT WINDLOAD ON EACH JOIST

4' - 0"

4' - 10"

18' - 4"

16' - 3"

11' - 9"

5' - 0"

5' - 0"

5' - 0"

3' - 10 1/2"

55

S5.1 TYP

Arc

hite

ctu

re E

ngin

eering

P

lan

nin

g In

teriors

©

,

DL

R G

rou

p inc., a

Ne

bra

ska

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LL

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CH

OO

L P

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CT

- B

ID P

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#3

FR

AM

ING

PLA

N, F

IRS

T L

EV

EL -

AR

EA

AS2.1A

20

16

AD

AM

S C

EN

TR

AL P

UB

LIC

SC

HO

OLS

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

FRAMING PLAN, ROOF LEVEL - AREA A

ST

L JS

T

STL JST

ST

L JS

T

ST

L JS

T

ST

L JS

T

ST

L JS

T

ST

L JS

T

ST

L JS

T

KINDERGARTEN

B138

GENERATOR

B133

RESOURCE

C115

TOILET

C137

MECH

C117

SPECIALIST

C134

SPECIALNEEDS

CLASSROOM

C135

COMMONS

B143

TOILET

B130

TOILET

B129

STAFF LOUNGE

A124

MECH

B140

KINDERGARTEN

B135

MECH

B132

STORAGE

B139

TOILET

B137TOILET

B136

KINDERGARTEN

B131

KINDERGARTEN

B128

MEDIA CENTER

A126

BOOK ROOM

A125

WORK/TECH

A128

GENIUS BAR

A127

CLASSROOM

C107

MECH

B117

CLASSROOM

B107

ELEC

B114

COMM

B113

MECH

B112

RESOURCE

B115

COMMONS

B124

SPECIALIST

B116

CLASSROOM

B108

CLASSROOM

B106

CLASSROOM

B105 MECH

B109

GIRL'S TOILET

B119

JAN

B120

BOY'S TOILET

B118

CLASSROOM

B101

CLASSROOM

B102

CLASSROOM

B103

CLASSROOM

C105

CLASSROOM

C106MECH

C109

ALCOVE

B121

VEST

B125

CORRIDOR

B123

VEST

B127

CORRIDOR

B126

WOMEN TOILET

B141

MEN TOILET

B142

TIME OUT

C138

CORRIDOR

A123

BA

BB

B4B3B2B1

26' - 8" 26' - 8" 13' - 4" 13' - 4"

12H

C12

HC

12H

C

4'' CONCRETE TOPPING WITH6x6-W2.9x2.9 WWF & #6 BARSAT 0'-8'' OC PARALLEL TO HC SPANON 12'' HOLLOWCORE(LOCATE REBAR 2'' FROM TOS)FINISH FLOOR EL = 113'-4''

12K1

12K1

TYP2' - 0"

(113

'-4'')

(113

'-4'')

10K1

(113

'-4'')

(113

'-4'')

W18x40

TOS 113' - 4"

W18x40

TOS 113' - 4"

(112'-8'')

(112'-8'')

(113

'-4'')

(112

'-11'

')

ACOUSTICAL METALDECK WIDE RIB1 1/2'' x 20 GA

TYP METALDECK

MATCHLINE - AREA C

MATCHLINE - AREA A

MATCHLINE - AREA B

MATCHLINE - AREA B

TOW

115'-

4''

BRG PL3/4x7x0'-9''EACH SIDE OF LINTEL

BRG PL3/4x7x0'-7''EACH SIDE OF LINTEL

W8x18

BOL 107' - 4"

W16x26

BOL 107' - 4"

W16x26

BOL 107' - 4"

W8x18

BOL 107' - 4"

W8x18

BOL 107' - 4"

W16x26

BOL 107' - 4"

W16x26

BOL 107' - 4"

W8x18

BOL 107' - 4"

ML2

PL 1 1/4x12''x5''

PL 1 1/4x12''x5''

31

S4.2

32

S4.2

33

S4.2

11

S5.1

13

S5.1

11

S5.2

12

S5.2

ML2 ML2 ML2ML2ML2ML2

ML2

ML2

ML2

ML2

TYP

TYP

TYP

OPENINGIN HC

OPENINGIN HC

OPENINGIN HC

OPENINGIN HC

S4.2

34

TYP

TYP

TYP

21

S5.1 TYP

TYP

TYP

45

S5.2

35

S4.2 TYP

LATERAL SHEAR

FOR 250 MPH WIND22.1 KIPS

B3.5

OPENINGIN HC

OPENINGIN HC

BRG PL3/4x7x0'-9''EACH SIDE OF LINTEL

BRG PL3/4x7x0'-7''EACH SIDE OF LINTEL

BRG PL3/4x7x0'-7''EACH SIDE OF LINTEL

BRG PL3/4x7x0'-9''EACH SIDE OF LINTEL

BRG PL3/4x7x0'-7''EACH SIDE OF LINTEL

BRG PL3/4x7x0'-9''EACH SIDE OF LINTEL

TOW

115'-

4''

TOW

115'-

4''

TOW

115'-

4''

LATERAL SHEAR

FOR 90 MPH WIND2.5 KIPS

LAT

ER

AL

SH

EA

R

FO

R 9

0 M

PH

WIN

D8.

6 K

IPS

LAT

ER

AL

SH

EA

R

FO

R 2

50 M

PH

WIN

D39

.0 K

IPS

LATERAL SHEAR

FOR 250 MPH WIND22.1 KIPS

LATERAL SHEAR

FOR 90 MPH WIND3.7 KIPS

26

S4.2TYP

LAT

ER

AL

SH

EA

R

FO

R 2

50 M

PH

WIN

D39

.0 K

IPS

LAT

ER

AL

SH

EA

R

FO

R 9

0 M

PH

WIN

D10

.2 K

IPS

RIDGELINEAT MIDSPAN

(112'-8'')

(112'-8'')

(112'-9 5/8'') (112'-9 5/8'')

METAL DECKWIDE RIB1 1/2'' x 20 GAUSE 51A/S5.1TYP UNO

4' - 0 3/8" 5' - 0" 5' - 0" 5' - 0" 5' - 0" 5' - 0" 4' - 7" 4' - 0" 5' - 0" 5' - 0" 4' - 3" 5' - 0" 5' - 0" 4' - 0" 4' - 0" 5' - 0" 5' - 0" 5' - 0" 5' - 0" 3' - 4" 4' - 11" 4' - 2" 4' - 3" 3' - 4" 5' - 0" 5' - 0" 5' - 0" 4' - 0"

22K

4

16K

4

22K

4

W18x40

TOS 113' - 4"

W16x26

TOS 113' - 4"

W21x44

TOS 113' - 4"

W16x26 W18x40

TOS 113' - 4"

TOW

115'-4''

W16x26

TOS 113' - 4"

18K

4

TENSION TIE

(113'-6'')

14

S4.2

21

S4.2

14

S5.1

52

S5.155

S5.1

11

S4.2TYP

25

S4.2

35

S5.2

TYP

S4.2

16

TYP

TYP

TYP

TYP

54

S5.1

TYP

OPP

TYP

LATERAL SHEAR

14.7 KIPS

LATERAL SHEAR

6.8 KIPS

LAT

ER

AL

SH

EA

R

4.9

KIP

S

LAT

ER

AL

SH

EA

R

14.7

KIP

S

LATERAL SHEAR

14.7 KIPS

LATERAL SHEAR

4.9 KIPS

W14

x22

TO

S 1

13' -

4"

W14

x22

TO

S 1

13' -

4"

W8x

18

TO

S 1

13' -

4"

W8x18TOS 113' - 4"

W8x

18

TO

S 1

13' -

4"

W8x18

TOS 113' - 4"

W14

x22

TO

S 1

13' -

4"

W14

x22

TO

S 1

13' -

4"

W14

x22

TO

S 1

13' -

4"

W14

x22

TO

S 1

13' -

4"

18K

4

W8x18TOS 113'-4'',

W8x18TOS 113'-4''

18K

4

W18x18TOS 113'-4''

DO

UB

LE P

ITC

HE

D

1/4'

' PE

R F

OO

T

DO

UB

LE P

ITC

HE

D

1/4'

' PE

R F

OO

T

DO

UB

LE P

ITC

HE

D

1/4'

' PE

R F

OO

T

DO

UB

LE P

ITC

HE

D

1/4'

' PE

R F

OO

T

22K

-SP

AD

D'L

11.

1k T

EN

S &

CO

MP

IN T

OP

CH

OR

D

22K

4

22K

4

TENSION TIE,PRECASTER DESIGNEMBED FOR ±11.1 KIPS

53

S5.2

SEE DETAIL54/S5.2

SEE DETAIL54/S5.2

SEE DETAIL54/S5.2

SEE DETAIL54/S5.2

SEE DETAIL54/S5.2

53

S5.1TYP

35

S5.2

DRAG STRUT,PRECASTERDESIGN EMBED FOR±2 KIPS IN TENSION

DRAG STRUT,PRECASTERDESIGN EMBED FOR±5 KIPS IN TENSION

VERTICAL LOADDL = 11 KIPSLL = 9.8 KIPS

(113'-4'')(113'-4'')

18K

411"

10' -

9"

10' -

9"

S2.1F

41 ALTERNATE NO. CC-2

Arc

hite

ctu

re E

ngin

eering

P

lan

nin

g In

teriors

©

,

DL

R G

rou

p inc., a

Ne

bra

ska

co

rpo

ratio

n, A

LL

RIG

HT

S R

ES

ER

VE

D

KEY PLAN

D

C

B

A

NORTH

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isio

ns

E

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NE

W E

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#3

FR

AM

ING

PLA

N, F

IRS

T L

EV

EL -

AR

EA

BS2.1B

20

16

AD

AM

S C

EN

TR

AL P

UB

LIC

SC

HO

OLS

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

FRAMING PLAN, ROOF LEVEL - AREA B

ST

L JS

T

ST

L JS

T

STL JST

ST

L JS

T

STL JST

STL JST

ST

L JS

T

ST

L JS

T

ST

L JS

T

ST

L JS

T

ST

L JS

T

MECH

D117

CLASSROOM

D107

RESOURCE

D115

SPECIALIST

D116

COMMONS

E129

FAMILY TOILET

E125

TABLESTORAGE

E124

GENERATOR

B133

RESOURCE

C115

TOILET

C137

MECH

C117

READING

C131

SPECIALIST

C134

SPECIALNEEDS

CLASSROOM

C135

SENSORY

C136

STAFF LOUNGE

A124

WORKROOM

A104

CONFERENCE

A107

SEC

A103

NURSE

A105

TOILET

A106

CLASSROOM

C108

TESTING /MOTHERS

C132

MEDIA CENTER

A126

BOOK ROOM

A125

WORK/TECH

A128

MEN'S TOILET

C129

WOMEN'STOILET

C128

COMMONS

E123

GENIUS BAR

A127

CLASSROOM

C107

ELEC

C114

COMM

C113

MECH

C112

COMMONS

C124

COMM

B113

MECH

B112

CLASSROOM

B101

CLASSROOM

B102

CLASSROOM

B103

CLASSROOM

C105

CLASSROOM

C106MECH

C109

CLASSROOM

D105

CLASSROOM

D106MECH

D109

CLASSROOM

C101

CLASSROOM

C102

CLASSROOM

C103

BOY'S TOILET

C118

GIRL'S TOILET

C119

JAN

C120ALCOVE

C121

CORRIDOR

C123

VEST

C125

WOMEN TOILET

B141

MEN TOILET

B142

VEST

A101

RECEPTION

A102

ALCOVE

C126

JAN

C127

GYM ENTRY

E126

CORRIDOR

C130

TIME OUT

C138

CORRIDOR

A119

ENTRYCORRIDOR

A121

LOBBY

A120

CORRIDOR

A123

CA

CB

C4C3C2C1

26' - 8" 26' - 8" 13' - 4" 13' - 4"

4' - 0 3/8" 5' - 0" 5' - 0" 5' - 0" 5' - 0" 5' - 0" 4' - 7" 4' - 0" 5' - 0" 5' - 0" 4' - 3" 5' - 0" 5' - 0" 4' - 0" 4' - 0" 5' - 0" 5' - 0" 5' - 0" 5' - 0" 3' - 4" 4' - 11" 4' - 2" 4' - 3" 3' - 4" 5' - 0" 5' - 0" 5' - 0" 4' - 0"

(112'-8'')

112'-8'' (112'-8'')

22K

-SP

4' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

3' -

0"

5' -

0"

4' -

0"

5' -

0"

3' -

6"

5' -

0"

5' -

0"

5' -

0"

4' -

0"

3' -

0"

3' -

0"

2' -

0"

MATCHLINE - AREA C

MATCHLINE - AREA B

MATCHLINE - AREA C

MATCHLINE - AREA E

(114

'-0'')

(114

'-0'')

(113

'-4'')

(113

'-4'')

TOW

121'-4''

W18x40

TOS 113' - 4"

W16x26

TOS 113' - 4"

W18x40

TOS 113' - 4"

PL 1 1/4x12''x5''

PL 1 1/4x12''x5''

MATCHLINE - AREA E

MATCHLINE - AREA D

16

S5.1

24

S5.2

12

S5.1

TYP

ML2

ML2

ML3

ML2W16x26

BOL 108' - 8"

11

S5.1

13

S5.1

14

S5.1

12

S5.2

S4.2

16

TYP

TYP

TYP

TYP

21

S5.1TYP

54

S5.1

TYP

15

S5.2 TYP

A

45

S5.2

OPP

11

S5.2

TYP

A22

S5.2TYP TYP S5.2

25

TYP

LATERAL SHEAR

14.7 KIPS

LATERAL SHEAR

4.9 KIPS

ROOF HATCH,SEE DETAIL 36/S5.1

11

S5.3

18K3

18K-SP

18K3

C3.5

ML4

ML3

ML3

ML3

DECK OPENINGFOR SKYLIGHT,TYP

RIDGELINEAT MIDSPAN

(112'-8'')

(112'-9 5/8'') (112'-9 5/8'')

METAL DECKWIDE RIB1 1/2'' x 20 GAUSE 51A/S5.1TYP UNO

22K

4

16K

4

22K

4

29' -

6"

W16x26 W18x40

TOS 113' - 4"

W16x26

TOS 113' - 4"

W21x44

TOS 113' - 4"

W18x40

TOS 113' - 4"

TOW

115'-4''

W16x26

TOS 113' - 4"

18K

4

TENSION TIE

(113'-6'')

14

S4.2

21

S4.2

14

S5.1

52

S5.155

S5.1

11

S4.2TYP

25

S4.2

35

S5.2

TYP

TYP

TYP

TYP

TYP

54

S5.1

TYP

TYP

LATERAL SHEAR

14.7 KIPS

LATERAL SHEAR

6.8 KIPS

LAT

ER

AL

SH

EA

R

4.9

KIP

S

LAT

ER

AL

SH

EA

R

14.7

KIP

S

LATERAL SHEAR

14.7 KIPS

W14

x22

TO

S 1

13' -

4"

W14

x22

TO

S 1

13' -

4"

W8x

18

TO

S 1

13' -

4"

W8x18TOS 113' - 4"

W8x

18

TO

S 1

13' -

4"

W8x18

TOS 113' - 4"

W14

x22

TO

S 1

13' -

4"

W14

x22

TO

S 1

13' -

4"

W14

x22

TO

S 1

13' -

4"

W14

x22

TO

S 1

13' -

4"

18K

4

W8x18TOS 113'-4'',

W8x18TOS 113'-4''

18K

4

W18x18TOS 113'-4''

DO

UB

LE P

ITC

HE

D

1/4'

' PE

R F

OO

T

DO

UB

LE P

ITC

HE

D

1/4'

' PE

R F

OO

T

DO

UB

LE P

ITC

HE

D

1/4'

' PE

R F

OO

T

DO

UB

LE P

ITC

HE

D

1/4'

' PE

R F

OO

T

22K

-SP

AD

D'L

11.

1k T

EN

S &

CO

MP

IN T

OP

CH

OR

D

22K

4

22K

4

W18x18TOS 113'-4''

TENSION TIE,PRECASTER DESIGNEMBED FOR ±11.1 KIPS

53

S5.2

SEE DETAIL54/S5.2

SEE DETAIL54/S5.2

SEE DETAIL54/S5.2

SEE DETAIL54/S5.2

SEE DETAIL54/S5.2

SEE DETAIL54/S5.2

53

S5.1TYP

35

S5.2

DRAG STRUT,PRECASTERDESIGN EMBED FOR±2 KIPS IN TENSION

DRAG STRUT,PRECASTERDESIGN EMBED FOR±5 KIPS IN TENSION

VERTICAL LOADDL = 11 KIPSLL = 9.8 KIPS

(113'-4'')(113'-4'')

11"

10' -

9"

10' -

9"

PR

EC

AS

T S

PA

ND

RE

L

122'-

0''TOW

S2.1F

43

CLASSROOM NO. CC-2MATCHLINE - AREA C

MATCHLINE - AREA E

Arc

hite

ctu

re E

ngin

eering

P

lan

nin

g In

teriors

©

,

DL

R G

rou

p inc., a

Ne

bra

ska

co

rpo

ratio

n, A

LL

RIG

HT

S R

ES

ER

VE

D

KEY PLAN

D

C

B

A

NORTH

Rev

isio

ns

E

12/1

5/2

016 2

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M

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0-1

5101-0

0_S

T_2015_C

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ME

NT

AR

Y S

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OO

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ID P

AC

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#3

FR

AM

ING

PLA

N, F

IRS

T L

EV

EL -

AR

EA

CS2.1C

20

16

AD

AM

S C

EN

TR

AL P

UB

LIC

SC

HO

OLS

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

FRAMING PLAN, ROOF LEVEL - AREA C

ST

L JS

T

ST

L JS

T

ST

L JS

T

ST

L JS

T

ST

L JS

T

ST

L JS

T

ST

L JS

T

MECH

D117

CLASSROOM

D107

ELEC

D114

COMM

D113

MECH

D112

RESOURCE

D115

COMMONS

D124

SPECIALIST

D116

HOT PREP

E138

COMMONS

E129

MEN'S TOILET

C129

ELEC

C114

COMM

C113

MECH

C112

CLASSROOM

D108

CLASSROOM

D101

CLASSROOM

D103

CLASSROOM

D102

CLASSROOM

D105

CLASSROOM

D106MECH

D109

BOY'S TOILET

D118

GIRL'S TOILET

D119

JAN

D120ALCOVE

D121

CORRIDOR

D123

VEST

D125

CLASSROOM

C101

CLASSROOM

C102

CLASSROOM

C103

CORRIDOR

C123

VEST

C125

SERVERY

E135

COLD PREP

E137

HALL

E142 PRODUCEWASH

E146

COOLER

E147

DRY STORAGE

E148

UTILITY

E145

RECEIVING

E149

TOILET

E151

BREAK/LOCKERS

E152

LAUNDRY

E140

D1 D2 D3 D4

DA

DB

MA

TC

HLI

NE

- A

RE

A E

MA

TC

HLI

NE

- A

RE

A D

DECK OPENINGFOR SKYLIGHT,TYP

RIDGELINEAT MIDSPAN

(112'-8'') (112'-8'')

(112'-8'') (112'-8'')

(112'-9 5/8'') (112'-9 5/8'')

METAL DECKWIDE RIB1 1/2'' x 20 GAUSE 51A/S5.1TYP UNO

2' - 0"3' - 0" 3' - 0" 5' - 0" 5' - 0" 5' - 0" 5' - 0" 3' - 7" 4' - 0" 5' - 0" 5' - 0" 4' - 3" 5' - 0" 5' - 0" 4' - 0" 4' - 0" 5' - 0" 5' - 0" 5' - 0" 5' - 0" 3' - 4" 4' - 11" 4' - 2" 4' - 3" 3' - 4" 5' - 0" 5' - 0" 5' - 0" 4' - 0"

22K

4

16K

4

22K

4

29' -

6"

26' - 8" 26' - 8" 13' - 4" 13' - 4"

W18x40

TOS 113' - 4"

W16x26

TOS 113' - 4"

W18x40

TOS 113' - 4"

W16x26

TOS 113' - 4"

W21x44

TOS 113' - 4"

W16x26

TOS 113' - 4"

W18x40

TOS 113' - 4"

W18x40

TOS 113' - 4"

TOW

115'-4''

TOW

121'-4''

TOW

115'-4''

TOW115'-

4''

5' - 0" 5' - 0"

PL 1 1/4x12''x5''

PL 1 1/4x12''x5''

MATCHLINE - AREA E

MATCHLINE - AREA D

W16x26

TOS 113' - 4"

18K

4

TENSION TIE

16

S5.1

ML5

ML5

ML2

(113'-6'')

14

S4.2

21

S4.213

S5.1

14

S5.1

52

S5.155

S5.1

12

S5.2

11

S4.2TYP

25

S4.2

35

S5.2

TYP

S4.2

16

TYP

TYP

TYP

TYP

21

S5.1 TYP

TYP

54

S5.1

TYP

TYP

15

S5.2 TYP

A

45

S5.2

OPP

TYP

A

LATERAL SHEAR

14.7 KIPS

LATERAL SHEAR

6.8 KIPS

LAT

ER

AL

SH

EA

R

4.9

KIP

S

LAT

ER

AL

SH

EA

R

14.7

KIP

S

LATERAL SHEAR

14.7 KIPS

LATERAL SHEAR

4.9 KIPS

MATCHLINE - AREA C

D3.5

W14

x22

TO

S 1

13' -

4"

W14

x22

TO

S 1

13' -

4"

W8x

18

TO

S 1

13' -

4"

W8x18TOS 113' - 4"

W8x

18

TO

S 1

13' -

4"

W8x18

TOS 113' - 4"

W14

x22

TO

S 1

13' -

4"

W14

x22

TO

S 1

13' -

4"

W14

x22

TO

S 1

13' -

4"

W14

x22

TO

S 1

13' -

4"

18K

4

W8x18TOS 113'-4'',

W8x18TOS 113'-4''

18K

4

W18x18TOS 113'-4''

DO

UB

LE P

ITC

HE

D

1/4'

' PE

R F

OO

T

18K

4

DO

UB

LE P

ITC

HE

D

1/4'

' PE

R F

OO

T

DO

UB

LE P

ITC

HE

D

1/4'

' PE

R F

OO

T

DO

UB

LE P

ITC

HE

D

1/4'

' PE

R F

OO

T

22K

-SP

AD

D'L

11.

1k T

EN

S &

CO

MP

IN T

OP

CH

OR

D

22K

4

22K

4

W18x18TOS 113'-4''

TENSION TIE,PRECASTER DESIGNEMBED FOR ±11.1 KIPS

53

S5.2

SEE DETAIL54/S5.2

SEE DETAIL54/S5.2

SEE DETAIL54/S5.2

SEE DETAIL54/S5.2

SEE DETAIL54/S5.2

SEE DETAIL54/S5.2

53

S5.1TYP

35

S5.2

DRAG STRUT,PRECASTERDESIGN EMBED FOR±2 KIPS IN TENSION

DRAG STRUT,PRECASTERDESIGN EMBED FOR±5 KIPS IN TENSION

VERTICAL LOADDL = 11 KIPSLL = 9.8 KIPS

(113'-4'')(113'-4'')

10' -

9"

10' -

9"

MATCHLINE - AREA E

COORDINATE FINALDIMENSIONS WITH SKYLIGHTMANUFACTURER, TYP

S2.1F

45

ALTERNATE NO. CC-2

MATCHLINE - AREA C

MATCHLINE - AREA E

Arc

hite

ctu

re E

ngin

eering

P

lan

nin

g In

teriors

©

,

DL

R G

rou

p inc., a

Ne

bra

ska

co

rpo

ratio

n, A

LL

RIG

HT

S R

ES

ER

VE

D

KEY PLAN

D

C

B

A

NORTH

Rev

isio

ns

E

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5/2

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5101-0

0_S

T_2015_C

entr

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kdonle

y.r

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10-1

5101-0

0

12-1

5-2

016

NE

W E

LE

ME

NT

AR

Y S

CH

OO

L P

RO

JE

CT

- B

ID P

AC

KA

GE

#3

FR

AM

ING

PLA

N, F

IRS

T L

EV

EL -

AR

EA

DS2.1D

20

16

AD

AM

S C

EN

TR

AL P

UB

LIC

SC

HO

OLS

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

FRAMING PLAN, ROOF LEVEL - AREA D

STL JST

STL JST

STL JST

STL JST

ST

L JS

T

ST

L JS

T

STL JST

ELEC

D114

COMM

D113

MECH

D112

SPECIALIST

D116

HOT PREP

E138

COMMONS

E129

ATHLETICSTORAGE

E105

GYMNASIUM

E101

FAMILY TOILET

E125

TABLESTORAGE

E124

WORKROOM

A104WOMEN TOILET

A118

MEN TOILET

A117

TIME OUT

A116TIME OUT

A115

MEN TOILET

E103

WOMEN TOILET

E104

MAIN COMM

E114

ELEC

A114

ELECTIVE

E121

ELECTIVE

E117

STORAGE

E118

KILN

E120

COMMONS

E123

BOY'S TOILET

D118

GIRL'S TOILET

D119

JAN

D120

CORRIDOR

D123

MAIN ELEC

E115

LOCKERS

E113

VEST

E102

PE OFFICE

E106

PE STORAGE

E107

ALCOVE

E108

LOCKERS

E109

GIRLS TOILET

E110

BOYS TOILET

E112

MAIN MECH

E116

ALCOVE

C126

GYM ENTRY

E126

PENT ACCESS

E122

CORRIDOR

E130

VEST

E131

BUILDINGRECEIVING

E132

BUILDINGSTORAGE

E134

SERVERY

E135

TRAY RETURN

E136

COLD PREP

E137

WAREWASHING

E139

OFFICE

E141

HALL

E142FREEZER

E143

PRODUCEWASH

E146

COOLER

E147

DRY STORAGE

E148

UTILITY

E145

RECEIVING

E149

CAN WASH

E150

TOILET

E151

BREAK/LOCKERS

E152

LAUNDRY

E140

MATCHLINE - AREA E

MATCHLINE - AREA D

MATCHLINE - AREA E

MATCHLINE - AREA A

MA

TC

HLI

NE

- A

RE

A E

MA

TC

HLI

NE

- A

RE

A D

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

E1

EA

EB

EC

ED

W16x26

TOS 113' - 4"

W30

x108

TO

S 1

20' -

8"

W24

x68

BO

L 10

8' -

8"

W16

x26

BO

L 10

7' -

4"

(113

'-4'')

(114

'-0'')

(113

'-0'')

(113

'-0'')

ML3

ML4

BRG PLATE3/4x7x0'-7'' EE

W16x26

BOL 107' - 4"W16x31BOL 108' - 8"

ML2 ML2

8HC

8HC

(113

'-4'')

(113'-8'')

(113'-4'')

(113'-8'')

(113'-4'') (113'-4'')

(114'-0'') (114'-0'')

26K-SP

20K3

16K

-SP

3' - 0"3' - 0"5' - 0" 4' - 0" 5' - 0" 5' - 0"

5' - 0"4' - 0" 4' - 2" 4' - 10" 5' - 0" 5' - 0" 3' - 0" 5' - 0" 3' - 6" 4' - 0" 5' - 0" 5' - 0"

5' - 0" 5' - 0" 5' - 0" 5' - 0" 5' - 0" 5' - 0" 5' - 0" 5' - 0" 2' - 6"

16K

4

(119

'-4'')

4'' CONCRETE TOPPINGWITH 6x6-W2.9xW2.9 WWFON 8'' HOLLOW COREFINISH FLOORELEVATION = 114'-4''

4'' CONCRETE TOPPINGWITH 6x6-W2.9xW2.9 WWFON 8'' HOLLOW COREFINISH FLOORELEVATION = 114'-4''

METAL DECKWIDE RIB1 1/2'' x 20 GAUSE 51A/S5.1TYP UNO

TYP METALDECK

METAL DECKWIDE RIB1 1/2'' x 20 GAACOUSTICAL

TOW115'-

4''

TOW115'-

4''

TOW115'-

4''

(114

'-0'')

(114

'-0'')

(114

'-0'')

(114

'-0'')

5' -

0"

5' -

0"

5' -

0"

4' -

0"

5' -

0"

5' -

0"

4' -

4 3

/16"

3' -

7 1

3/16

"

2' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

4' -

0"

3' -

0"

3' -

0"

2' -

0"

2' -

0"

10K1

1' -

0"

(120

'-8'')

2.5K3JST SUBSTITUTE

(120

'-8'')

ML3

W8x18

BOL 112' - 0"

W8x

18

TO

S 1

14' -

0"

ME

CH

UN

IT17

00 L

BS

26K-SP

26K10

26K10

26K10

AD

D'L

5.0

k T

EN

S &

CO

MP

IN T

OP

CH

OR

D11

S4.1

12

S4.1

21

S4.1

13

S4.1

25

S4.1

13

S4.2

14

S4.2

21

S4.2

23

S4.2

24

S4.2

11

S5.1

12

S5.1

13

S5.1

14

S5.1

16

S5.1

21

S5.1

55

S5.1

11

S5.2

12

S5.2

22

S5.2

24

S5.2

36

S5.2

45

S5.2

S4.2

16

S5.2

25

W16x26

TYP

TYP

TYP

ML3

ML2

TYP

TYP

TYP

TYP

TYP

TYP

TYP

TYP

TYP

16

S5.1

C

B16

S5.1

B

TYP

ROOF HATCH,SEE DETAIL 36/S5.1TYP AT OPENINGS

S5.1

45

TYP

TYP

TYP

TYP

S5.2

13

(119

'-4'')

TYPTYPTYP

PL 1 1/4x12''x5''

W8x18

TOS 114' - 2 1/2"TENSION TIE,SEE DETAIL 31/S5.2,PRECASTER DESIGNEMBED FOR ±8.2 KIPS

26

S4.1

25

S4.1

24

S4.1

LATERAL SHEAR

2.2 K

LAT

ER

AL

SH

EA

R

4.8

KIP

S

LAT

ER

AL

SH

EA

R

10.4

KIP

S

LAT

ER

AL

SH

EA

R

1.3

KIP

S

LAT

ER

AL

SH

EA

R

5.5

KIP

S

LATERAL SHEAR

2.2 K

36

S5.2

LATERAL SHEAR

3.6 K

MATCHLINE - AREA C

LATERAL SHEAR

4.4 KIPS

MATCHLINE - AREA E

18' -

4"

11' -

8"

29' -

0"

PR

EC

AS

T S

PA

ND

RE

L

23

S5.1 TYP

26K-SPADD'L 8.2k TENS & COMPIN TOP CHORD

55

S5.2 TYP

122'-

0''TOW

KIT

CH

EN

HO

OD

1150

LB

24

S5.2

14

S5.1

1' - 0"

W14

x30

TO

S 1

15' -

2"

WIT

H C

10x1

5.3

W8x18

TOS 113' - 4"

W8x18TOS 114'-10''

W8x18BOLT TO BEAMABOVE

51

S5.2

0.6 WIND LOAD = ±385 LB/FTON PRECAST PANEL

AT ROOF DIAPHRAGM

TENSION TIE,SEE DETAIL 31/S5.2,PRECASTER DESIGNEMBED FOR ±5.0 KIPS

36LH-SP

DRAG STRUT,SEE DETAIL 31/S5.2,PRECASTER DESIGNEMBED FOR ±11.0 KIPS

TENSION TIE,SEE DETAIL 31/S5.2,PRECASTER DESIGNEMBED FOR ±14.2 KIPS

TYP METALDECK

Arc

hite

ctu

re E

ngin

eering

P

lan

nin

g In

teriors

©

,

DL

R G

rou

p inc., a

Ne

bra

ska

co

rpo

ratio

n, A

LL

RIG

HT

S R

ES

ER

VE

D

KEY PLAN

D

C

B

A

NORTH

Rev

isio

ns

E

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5101-0

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016

NE

W E

LE

ME

NT

AR

Y S

CH

OO

L P

RO

JE

CT

- B

ID P

AC

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GE

#3

FR

AM

ING

PLA

N, F

IRS

T L

EV

EL -

AR

EA

ES2.1E

20

16

AD

AM

S C

EN

TR

AL P

UB

LIC

SC

HO

OLS

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

FRAMING PLAN, LOWER ROOF LEVEL - AREA E

ST

L JS

T

ST

L JS

T

ST

L JS

T

CLASSROOM

B107

CLASSROOM

B108

MECH

B109

CLASSROOM

B103

VEST

B125

BA

BB

B4B3

29' -

6"

W16x26 W16x26

TOS 113' - 4"

(112'-8'')

(112'-9 5/8'') (112'-9 5/8'')

(113'-6'')

4' - 4" 3' - 11" 4' - 2" 4' - 3" 3' - 4" 5' - 0" 4' - 5 5/8"

TENSION TIE,PRECASTER DESIGNEMBED FOR ±8.5 KIPSIN TENSION

18K

-SP

16K

-SP

AD

D'L

8.5

k T

EN

S &

CO

MP

IN T

OP

CH

OR

DA

DD

'L 8

.5k

TE

NS

& C

OM

PIN

TO

P C

HO

RD

6' -

11

5/8"

DOUBLE PITCHED1/4'' PER FOOT

22K

4

115'-4''

TOW

14

S4.2

VERTICAL LOADDL = 4.28 KIPSLL = 2.9 KIPS

21

S4.2

13

S4.2

TENSION TIE13

S5.1

SEE DETAIL54/S5.2

SEE DETAIL54/S5.2

W8x18TOS 113'-4''

W8x18TOS 113'-4''

W14

x22

TO

S 1

13' -

4"

26' - 8"

22K

4

(112'-8'')

CLASSROOM

C108

CLASSROOM

C107MECH

C109

CLASSROOM

C103

VEST

C125

CA

CB

C4C3

29' -

6"

(112'-8'')

W16x26 W16x26

TOS 113' - 4"

4' - 4" 3' - 11" 4' - 2" 4' - 3" 3' - 4" 5' - 0" 4' - 5 5/8"

22K

4

26' - 8"

MATCHLINE - AREA D

MATCHLINE - AREA C

14

S4.2 TYP

LAT

ER

AL

SH

EA

R

14.7

KIP

S

VERTICAL LOADDL = 4.28 KIPSLL = 2.9 KIPS

21

S4.2

TENSION TIE,PRECASTER DESIGNEMBED FOR ±8.5 KIPSIN TENSION

AD

D'L

8.5

k T

EN

S &

CO

MP

IN T

OP

CH

OR

D

DOUBLE PITCHED1/4'' PER FOOT

18K

-SP

TENSIONTIE

13

S4.2

13

S5.1

AD

D'L

8.5

k T

EN

S &

CO

MP

IN T

OP

CH

OR

D16

K-S

P

W14

x22

TO

S 1

13' -

4"

W8x18TOS 113'-4''

W8x18TOS 113'-4''

SEE DETAIL54/S5.2

SEE DETAIL54/S5.2

(113'-6'')

(112'-9 5/8'')(112'-9 5/8'')

115'-4''

TOW

22K

4

(112'-8'')

CLASSROOM

D107

CLASSROOM

D108

CLASSROOM

D103

MECH

D109

VEST

D125

D3 D4

DA

DB

(112'-8'')

(112'-9 5/8'') (112'-9 5/8'')

(113'-6'')

29' -

6"

26' - 8"

W16x26

TOS 113' - 4"

W16x26

TOS 113' - 4"

115'-4''

TOW

4' - 4" 3' - 11" 4' - 2" 4' - 3" 3' - 4" 5' - 0" 4' - 5 5/8"

LAT

ER

AL

SH

EA

R

14.7

KIP

S

TYP2' - 0"

18K

-SP

16K

-SP

22K

4

(112'-8'')

DOUBLE PITCHED1/4'' PER FOOT

6' -

11

5/8"

W14

x22

TO

S 1

13' -

4"

14

S4.2 TYP

21

S4.2

TENSION TIE,PRECASTER DESIGNEMBED FOR ±8.5 KIPSIN TENSION

13

S4.2

AD

D'L

8.5

k T

EN

S &

CO

MP

IN T

OP

CH

OR

D

TENSION TIE13

S5.1

W8x18TOS 113'-4''

W8x18TOS 113'-4''

SEE DETAIL54/S5.2

SEE DETAIL54/S5.2

AD

D'L

8.5

k T

EN

S &

CO

MP

IN T

OP

CH

OR

D

VERTICAL LOADDL = 4.28 KIPSLL = 2.9 KIPS

22K

4

(112'-8'')

Arc

hite

ctu

re E

ngin

eering

P

lan

nin

g In

teriors

©

,

DL

R G

rou

p inc., a

Ne

bra

ska

co

rpo

ratio

n, A

LL

RIG

HT

S R

ES

ER

VE

D

KEY PLAN

NORTH

Rev

isio

ns

A

B

C D

E

F

G

H

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W E

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ME

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AR

Y S

CH

OO

L P

RO

JEC

T -

BID

PA

CK

AG

E #

3

FR

AM

ING

PLA

N, F

IRS

T L

EV

EL -

ALT

ER

NA

TE

SS2.1F

20

16

AD

AM

S C

EN

TR

AL P

UB

LIC

SC

HO

OLS

SCALE: 1/8" = 1'-0"S2.1F

41 FRAMING PLAN, ROOF LEVEL - AREA B ALTERNATESCALE: 1/8" = 1'-0"S2.1F

43 FRAMING PLAN, ROOF LEVEL - AREA C ALTERNATESCALE: 1/8" = 1'-0"S2.1F

45 FRAMING PLAN, ROOF LEVEL - AREA D ALTERNATE

STL JST

STL JST

STL JST

PENTHOUSE

E127

PENTHOUSE

E128

RIDGELINEAT MIDSPAN

BSBS

5" 4"

16K-SP

(130

'-0'')

3' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

5' -

0"

2' -

6"

(130

'-0'')

(129

'-4'')

(129

'-4'')

8' -

8"

10' -

0"

10' -

0"

10' -

0"

10' -

0"

10' -

0"

10' -

0"

10' -

0"

10' -

0"

5' -

0"

METAL DECKWIDE RIB3' x 20 GAACOUSTICAL OVERGYMNASIUMUSE 51C/S5.1

TOW

132'-

8''

MATCHLINE - AREA E

MATCHLINE - AREA D

MATCHLINE - AREA E

MATCHLINE - AREA A

MA

TC

HLI

NE

- A

RE

A E

MA

TC

HLI

NE

- A

RE

A D

(129

'-4'')

(129

'-4'')

4' -

0"

16K3

BSBS

5" 4"

16K3

12

S4.2

14

S4.2 TYPS4.2

16

TYP

11

S5.1 TYP22

S4.2 TYP

BR

AC

EA

T B

AC

KS

TO

P

BR

AC

EA

T B

AC

KS

TO

P

BR

AC

EA

T B

AC

KS

TO

P

BR

AC

EA

T B

AC

KS

TO

P

44

S5.2 TYP

LATERAL SHEAR

25.0 KIPS

LATERAL SHEAR

25.0 KIPS

LAT

ER

AL

SH

EA

R

22.0

KIP

S

LAT

ER

AL

SH

EA

R

22.0

KIP

S

BSBS

5" 4"

132'-8''

TOW

60DLH14

60DLH14

60DLH-SP

60DLH-SP

60DLH14

60DLH14

60DLH-SP

60DLH-SP

60DLH14

60DLH14

METAL DECKWIDE RIB3' x 20 GAUSE 51C/S5.1

DOUBLE PITCHED

1/4'' PER FOOT

S3.2

33

TYP

MATCHLINE - AREA C

MATCHLINE - AREA E

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

FRAMING PLAN, UPPER ROOF LEVEL - AREA E

CL

EQUAL OR4" MIN UNOON PLAN

#3 SUPPORT BAR AT EACH VERTICAL BAR

#3 SUPPORT TIES AT 4'-0" OC

DOWELS TO MATCH VERTICAL WALLREINFORCING

SEE 13/S3.1 FOR MINIMUM REINFORCINGREQUIREMENTS

TOF EL

SEE PLANS

4"

VERTICAL MASONRY WALLREINFORCING. SEE PLANS ANDSTRUCTURAL NOTES

4"

(AT EXTERIOR)

SEE PLANSWALL WIDTH

2'-0"MIN

3" CLR

3 '-

0" U

NO

3" C

LR

CMU

GROUT CAVITY SOLID TO FINISHFLOOR

VENEERVENEER TIES - SEESPECIFICATION

1' -

6"

RE

Q'D

SP

LIC

E

TRANSVERSE REINFORCING, WHEREREQUIRED

(AT INTERIOR)

3" C

LR 3" CLR

2' -

0"

UN

O

1' - 4"

4" 4 3/8"

7 5/8"

WALL WIDTHSEE PLAN

VERTICAL MASONRY WALLREINFORCING SEE PLANS ANDSTRUCTURAL NOTES

EQUAL OR 4" MINIMUMUNO ON PLAN

#3 SUPPORT BARAT EACH VERTICAL BAR

TOF EL

SEE PLANS

DOWELS W/ STANDARDHOOK TO MATCH VERTICALWALL REINFORCING

#3 SUPPORT TIES AT 4'-0" OC

SEE 13/S3.1 FOR MINIMUM REINFORCINGREQUIREMENTS

RE

Q'D

SP

LIC

E

CMU

TRANSVERSE REINFORCING, WHEREREQUIRED

1' -

6"

FOOTING WIDTH MINIMUM REINFORCING

<= 2'-0"

2'-6"

3'-0"

3'-6"

4'-0"

4'-6"

5'-0"

5'-6"

6'-0"

6'-6"

7'-0"

7'-6"

8'-0"

2-#6 T&B

3-#6 T&B

3-#6 T&B

3-#6 T&B

4-#6 T&B

4-#6 T&B

4-#6 T&B

5-#6 T&B

5-#6 T&B

5-#6 T&B

6-#6 T&B

6-#6 T&B

7-#6 T&B

NOTE:USE TYPICAL FOOTING REINFORCING FROM SCHEDULE FOR ALLCONTINUOUS FOOTINGS, UNO ON PLANS. SEE TYP MASONRY FOOTINGDETAILS FOR SPACING AND STIRRUPS.

TRANSVERSE REINFORCING

-

-

-

-

-

-

-

-

#5 AT 15" OC BOTT

#6 AT 18" OC BOTT

#6 AT 16" OC BOTT

#6 AT 14" OC BOTT

#6 AT 12" OC BOTT

(AT CORNERS AND INTERSECTIONS)

OPTIONALCONSTRUCTIONJOINT

CONCRETEFOOTING

NOTE:FOR FOOTING ELEVATION DEPTH, AND REINFORCING,SEE PLANS AND TYP FOOTING DETAIL.

CONCRETE FOOTING

FOOTING REINFORCING

`D'

`H'

2 `H' MINIMUM

SEE SCHEDULEFOOTING LAP

'D'

60.0

0°

TOF EL

SEE PLANS

FOOTING REINFORCING

NOTE:FOR FOOTING ELEVATIONS, DEPTH ANDREINFORCING, SEE PLANS AND TYPICAL FOOTING DETAIL.

60.0

0°

TOF EL

SEE PLANS

SEE SCHEDULEFOOTING LAP

CONCRETE FOOTING

TOP FOOTING REINFORCING

36 BAR DIAMETER `D1'

`D2'

FOOTING REINFORCING

SAWCUT JOINT JOINT FILLER AND SEALANTAT EXPOSED FLOOR

JOINT

1/2"Øx3'-0" SMOOTH A36 ROD AT 1'-6" OC.GREASE END OF ROD TO BE ENCASEDBY SECOND POUR

3/8" WIDEx1/2" DEEP GROOVE(WITH SEALANT AT EXPOSEDFLOOR)

3/8" ISOLATION JOINT

1/8" AT ELSEWHERE1/4" AT EXPOSED FLOOR

T/4

CLR2"

CLR M

IN3"

COLUMN

1/4" WIDE x1/2" DEEP GROOVE (WITHSEALANT AT EXPOSED FLOOR)

T

CLR2"

T

ACONTROL (CONTRACTION) JOINT (CJ)

BCONSTRUCTION JOINT (CONST JT)

CISOLATION JOINT (IJ) D

ISOLATION JOINT AT COLUMN

FACE OF WALL OR COLUMN

3/8" EXPANSION JOINT FILLER

3/8" WIDE x 1/2" DEEPGROOVE (WITH SEALANT AT

EXPOSED FLOOR)

2 - #4x2'-0"2" BELOW SURFACE

SLAB EDGE

2 - #4x2'-0"2" BELOW SURFACE

CONSTRUCTION JOINTOR CONTROL JOINT

(REINFORCING DETAIL)

2"

2"

2"2"

AINTERNAL CORNER

BDISCONTINUOUS JT INTERSECTION

(AT SLAB-ON-GRADE)

10'-0

" M

AX

CJ

CJ CJ

CJ

CJ CJCJ

WALL

NOTE: SEE DETAIL 21/S3.1 FOR CONTROLJOINT AND ISOLATION JOINT CONSTRUCTION.

CJ

CJ

IJ

IJ

IJ

IJ

CJ

S3.1

23

TYP

CJ

CJ

CJ

CJ

CJCJCJ

IJ

10'-0

" M

AX

10'-0" MAX

10'-0" MAX

COLUMN

IJWALL

.

.

LARGER DIMENSIONTO NOT EXCEED 1 1/2TIMES SMALLERDIMENSION (TYP).PROVIDE ADDITIONALCJ IF NEEDED.

B

ASLAB LAYOUT AT WALLS, DOORS, AND COLUMNS

BSLAB LAYOUT AT CORNER / ANGLED WALLS NOTE:

SEE ARCHITECTURAL PLANS FOR LOCATION OF RECESSED SLABS

2

1

T

T

MA

X

4"

EDGE STIFFENER. SEEPLANS FOR LOCATIONAND REINFORCING. SEETYPICAL VERTICAL WALLREINFORCING DETAILFOR PLACEMENT

16 OUNCE SMOOTHCOPPER BOND BARRIERAT MASONRY LINTELS.PROVIDE FULL MORTARBED UNDER BEARING.

CONDITION WITHNO CONTROL JOINT

CONDITION WITHCONTROL JOINT

CONTROL JOINT. SEE DETAIL,ARCHITECTURAL ELEVATIONSAND PLANS FOR LOCATIONS.

6'-0" LENGTH OF JOINTREINFORCING. (MINIMUM)

EDGE STIFFENER WITHCELLS GROUTED. SEESECTION "A".

MASONRY LINTEL REINFORCING

MASONRY LINTEL OR STEELLINTEL. PROVIDE BOND BEAMABOVE STEEL LINTEL.

TYPICAL MASONRY OPENING

BOND BEAM REINFORCING

GROUT JAMB CELL SOLIDTO FOOTING (TYPICALEACH SIDE OF OPENING)

CONTROL JOINT. STARTAT TOP OF FOOTING UNO.

3/4"

3/4"

3/4"

8" 4"

2' - 0"

A

ASLIP JOINT

VERTICAL MASONRY REINFORCING.SEE PLANS AND STRUCTURAL NOTES

MESH WALL TIE (1/2"x16 GA).4"x8" AT 16" OC

RAKED CONTROL JOINTWITH SEALANT

FILL WITH GROUTAS SPECIFIED

(AT MASONRY WALLS)

NOTE:1. SEE PLANS AND STRUCTURAL NOTES FORBAR SIZE.2. LOCATE REINFORCING AT ALL CORNERS,EACH SIDE OF OPENINGS, CONTROLJOINTS AND AT SPACING SHOWN ON PLANS.3. PROVIDE WIRE REBAR POSITIONERS TOHOLD BARS IN PLACE.

MAX FACE SHELLTHICKNESS= 1 3/8" AT 8" WIDE UNITS= 1 3/4" AT 12" WIDE UNITS

HORIZONTAL REINFORCING (WHEREREQUIRED). LOCATE PER DETAIL 'B' BELOW.WHERE SINGLE HORIZONTAL BAR ISREQUIRED, LOCATE NEXT TO VERTICAL

(REINFORCING DETAIL)

HORIZONTAL REINFORCING (WHEREREQUIRED)LOCATE INSIDE AND NEXT TO VERTICAL.WHERE SINGLE HORIZONTAL BAR ISREQUIRED, LOCATE AT CENTER OF CORE.

CLR

3/4"

CLR

3/4"

.

ABAR AT CENTER

BBAR AT EDGE

OPTION A

OPTION B BUILDING PAPER ONE SIDE ANDGROUT FULL

CONTROL JOINT KEY AS SPECIFIED

MASONRY CONTROL JOINT(SASH) BLOCK

(AT MASONRY WALLS)

PROVIDE REINFORCING EACH SIDEOF CONTROL JOINT TO MATCHWALL REINFORCING UNO

3/4" CHAMFER

REINFORCING TO MATCHSLAB REINFORCING

#3 WITH STANDARD HOOK EACHEND AT 12" OC AROUNDPERIMETER

ROUGHENED SURFACE(1/4" AMPLITUDE)

SLAB REINFORCING

(AT SLAB-ON-GRADE OR STRUCTURAL FLOOR)

4"

3"

CLR1"

NOTE:VERIFY SIZE AND LOCATION WITH MECHANICAL OR ELECTRICAL CONTRACTOR

GROUND LINE

TRENCH EXCAVATION

BOTTOM OF EXCAVATION SHALLNOT EXTEND BELOW THIS LINE

NOTE:THE CONTRACTOR SHALL BE RESPONSIBLE FOR SHORING, SHEATHING, OR OTHERWISEMAINTAINING THE SIDES OF THE EXCAVATION FROM CAVE-IN AND OTHER HAZARDS UNTILALL BACKFILL IS COMPLETED. BACKFILL AS PER SPECIFICATIONS.

(PARALLEL TO FOOTING)

SP

EC

IFIC

AT

ION

S

BE

DD

ING

PE

R

WIDTHFOOTING

AT RETAINING WALLS

1'-6"MIN. EXCEPT 5'-0"

1 1/2

1

2

1

WIDTHWALL 10'-0" MIN

THIS CONDITION AT GRADE.DETAIL IS SIMILAR AT SIDESOF STRUCTURAL STOOP

#4 AT12" OC EXTEND 1'-0"INTO STOOP SLAB

SEE SITE PLANS FORSIDEWALK LOCATIONS

VOID FORM x WIDTHOF SIDEWALK

4" VOID FORMS x WIDTHOF STOOP

3/8" COMPRESSIBLEFILLER JOINT. LOCATEUNDER DOOR

2'-0"

2'-0"

3/8" COMPRESSIBLEFILLER AND SEALANT

4" CONC SLAB WITH#4 AT 12" OC EW

SUPPORT SLAB ONFOOTING AND PROVIDE1/2" COMPRESSIBLEFILLER AND SEALANT ATWALLS ADJACENT TODOOR OPENING

#4X4'-0" AT12" OC.EXTEND 1'-0" INTOSTOOP SLAB

SLAB ON GRADECONTROLJOINT

#3 TIES AT24" OC

2- #6 TOP ANDBOTTOM

#4 AT 12" OC THUS

UNO1' - 4" FOOTING REINFORCING.

SEE TYPICAL DETAIL

SLOPESEE SITE

1" C

LR

7'-8" MAXMIN4"

3' - 0"

.

MIN1' - 0"

EQ

EQ

THIS CONDITION AT GRADE

SEE SITE PLANS FORSIDEWALK LOCATIONS

4" VOID FORMS x WIDTHOF SIDEWALK

3/8" COMPRESSIBLEFILLER JOINT.LOCATE UNDER DOOR

2'-0"

2'-0"

3/8" COMPRESSIBLEFILLER AND SEALANT

4" CONCRETE SLABWITH #4 AT 12" OC EWON 4" VOID FORM

#4x4'-0" AT12" OC.EXTEND 1'-0" INTOSTOOP SLAB

SLAB ON GRADE

CONTROLJOINT

#4 AT 12" OC THUS

FOOTINGREINFORCING. SEETYPICAL DETAIL

SLOPESEE SITE

3' - 0" 6'-8" MAX

#4 AT12" OC. EXTEND1'-0" INTO STOOP SLAB

.

1" C

LR

MIN1' - 0"

EQ

EQ

1' - 4" UNO

FOR PIPES IN THIS AREA, LOWERENTIRE FOOTING TO ALLOW PIPETO EXTEND THRU WALL

PROVIDE SLEEVE 2" (NOMINAL)LARGER THAN PIPE OUTSIDEDIAMETER

PIPE OR CONDUITPERPENDICULAR TOFOOTING

AREA OK FOR PIPE SLEEVE

FOR PIPES IN THIS AREA, LOWERBOTTOM OF FOOTING TO ALLOWPIPE TO EXTEND THRU FOOTING

PIPE OR CONDUITPERPENDICULAR TO FOOTING

PROVIDE SLEEVE 2" (NOMINAL)LARGER THAN PIPE OUTSIDEDIAMETER

NOTE:1. FOR PIPES 3'-0" OR LESS BELOW FOOTING, PROVIDE SLEEVE AS SHOWN.2. FOR PIPES AND CONDUITS MORE THAN 3'-0" BELOW FOOTING, PIPE SLEEVE MAY BE ELIMINATED.3. COORDINATE WITH MECHANICAL, ELECTRICAL, AND ALL OTHER EFFECTED TRADES.

WALL WIDTH

FO

OT

ING

DE

PT

H

1' -

8"

6"6"

FOOTING WIDTH1' - 0" 1' - 0"

MA

X

3' -

0"

(PERPENDICULAR TO FOOTING) (AT FOOTINGS)

EXCAVATION

PIPE TO CLEARSLEEVE BY 2"(TYP)

IF PIPES ARELOCATED IN THISHEIGHT, THENLOWER FOOTING

NO EXCAVATION FOR PIPE TRENCH PARALLELTO FOOTING BELOW THIS LINE. STEP FOOTINGAS REQUIRED BY THESE CONDITIONS.

21

1' -

0"

MIN1' - 6"

DR

AIN

TIL

E)

4" M

IN(0

" M

IN A

T

CMU OR CONCRETE WALL

BARSIZE

LAPCLASS

1ABABABABABABABABAB

#3

#4

#5

#6

#7

#8

#9

#10

#11

COMPRESSIONLAP SPLICES

2 3 4 5 6 1 2 3 4 5 6

TOP BARSCATEGORY

OTHER BARSCATEGORY

TENSION LAP SPLICES

1621

1621

1621

1621

1621

1621

2330

2228

2228

2228

2228

2228

3646

2937

2735

2735

2735

2735

5065

4052

3546

3242

3242

3242

6989

5571

4863

3950

3849

3849

90117

7294

6382

5166

4559

43564863

5774

6483

80104

91119

114148

5876

7394

81106

102132

116151

145188

7193

89116

100130

125162

142185

178231

1316

1316

1316

1316

1316

1316

1823

1722

1722

1722

1722

1722

2736

2229

2127

2127

2127

2127

3950

3140

2735

2532

2532

2532

5369

4255

3748

3039

2938

2938

7090

5672

4963

3951

3545

3343

88114

7091

6280

4964

4457

3748

112145

89116

78102

6381

5673

4558

137178

110142

96125

77100

6989

5571

14

17

21

27

30

34

38

44

49

STRUCTURALELEMENT

BEAMS, COLUMNS,AND INNER LAYEROF WALLS OR SLABS

ALL OTHERS

CONCRETECOVER

CATEGORY, ACCORDING TOCENTER-TO-CENTER SPACING

≤ 3db> 3db< 4db

≥ 6db≥ 4db< 6db

≤ db> db

≤ db> db,< 2db

≥ 2db

11

13

15

26

111

133

135

246

NOTES:1. CATEGORIES 1 THROUGH 6 DEPEND ON THESTRUCTURAL ELEMENT, CONCRETE COVER, AND THECTR-TO-CTR SPACING OF BARS, AS SHOWN IN TABLE.2. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN12 INCHES OF CONCRETE CAST BELOW THE BARS.3. USE LAP CLASS B U.N.O.4. FOR LIGHTWEIGHT AGGREGRATE, MULTIPLY THEVALUES BY 1.3.

5. #11 AND SMALLER EDGE BARS WITH CENTER -TO-CENTER SPACING NOT LESS THAN 6d ARE ASSUMED TO HAVE ASIDE COVER NOT LESS THAN 2.5d. OTHERWISE CATEGORY 5 APPLIES RATHER THAN CATEGORY 6.6. FOR SPLICE OF BARS WITH DIFFERENT SIZE, USE VALUE REQUIRED FOR LARGER BAR.

STEEL COLUMN AND BASEPLATE - SEE PLAN ANDSCHEDULE. (PROVIDE 15/16"Ø HOLES IN BASEPLATE)

4-3/4"Øx1'-3" HEADED ANCHORRODS UNO . LOCATE BOLTS 2"FROM EDGE OF BASE PLATE UNO.

PLATE WASHER 5/16 x 2 1/2 x 2 1/2WITH 13/16"Ø HOLES

SHIM PACKS AS REQUIRED

(AT STEEL HSS COLUMN)

TOF EL

SEE PLANS

UN

O

5 1/

2"P

RO

J.

NON-SHRINK GROUT

2"COAT STEEL BELOW GRADEWITH COLD-APPLIED ASPHALTEMULSION PER ASTM D1187

SEE PLANS AND SCHEDULE 3" CLR

3" C

LR 'D'

DE

PT

H

FOR SIZE AND REINFORCING

1/4

3/16 1 1/24 SIDES

1-#5AT4'-0" 0C TO TOPOF WALL

NOTE:1. USE DETAIL AT PARTITION WALLS GREATER THAN 14 FEET IN HEIGHT.2. AT CONTRACTORS OPTION, DOWELS MAY BE ADHESIVE ANCHORED INTOTHICKENED SLAB WITH 6" MIN EMBED IN LIEU OF HOOKED DOWELS

CMU

DOWELS TO MATCH VERTICALWALL REINFORCING.ALTERNATE HOOK

2-#5 CONTINUOUS

FIN FL EL

SEE PLANS

(AT PARTITION WALL)

SE

E P

LAN

SLA

B T

HIC

KN

ES

S

1' - 0" 1' - 0" 1' - 0" .

3" C

LR

8"

RE

Q(D

) SP

LIC

E

2"

2"

8"2"

8"2"

1' -

4"

1' - 4"

5"

5"

2"

2"

9 5/8"

8"8"

2"

2"

EQ EQ

A B

2"

2" 6''

7 1/

2"7

1/2"

2"

2"

EQ EQ

C Arc

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SS3.1

20

16

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NO SCALES3.1

11 TYP MASONRY WALL FOOTING DETAILNO SCALES3.1

12 TYP MASONRY WALL FOOTING DETAILNO SCALES3.1

13 TYP FOOTING REINFORCING SCHEDULENO SCALES3.1

14 TYP FOOTING REINFORCING DETAILNO SCALES3.1

15 TYP STEP FOOTING DETAILNO SCALES3.1

16 TYP BOTTOM STEP FOOTING DETAIL

NO SCALES3.1

21 TYP SLAB-ON-GRADE JOINTSNO SCALES3.1

23 TYP SLAB-ON-GRADENO SCALES3.1

24 TYP SLAB CONTROL JOINT LAYOUTNO SCALES3.1

26 TYP FLOOR SLAB RECESS

NO SCALES3.1

31 TYP MASONRY WALL OPENING DETAILNO SCALES3.1

33 TYP INTERSECTIONNO SCALES3.1

34 TYP MASONRY WALL REINFORCING PLACEMENTNO SCALES3.1

35 TYP CONTROL JOINT (CJ)NO SCALES3.1

36 TYP INTEGRAL EQUIPMENT PAD DETAIL

NO SCALES3.1

42 TYP INSTALLATION OF PIPESNO SCALES3.1

44 TYP STOOP DETAILNO SCALES3.1

45 TYP STOOP DETAIL

NO SCALES3.1

51 TYP INSTALLATION OF PIPESNO SCALES3.1

52 TYP INSTALLATION OF PIPESNO SCALES3.1

53 CONCRETE REINFORCING LAP SPLICESNO SCALES3.1

54 TYP SPREAD FOOTING DETAIL

STRUCTURAL COLUMN SCHEDULE

MARK SIZE BASEPLATE REMARKS

5A HSS5x5x1/4 3/4'' x 13'' x 1'-1'' SEE "C" AT BP C

C6A HSS6x6x5/16 1'' x 14'' x 1'-2''

C8A HSS8x8x1/4 1'' x 16'' x 1'-4'' GALVANIZE AT EXTERIOR

C8B HSS8.625x0.25 SEE BELOW

NO SCALES3.1

55 COLUMN SCHEDULENO SCALES3.1

56 SPREAD FOOTING SCHEDULE

SPREAD FOOTING SCHEDULEMARK LENGTH WIDTH THICKNESS REINFORCING

3A 3' - 0" 3' - 0" 2' - 0" 4 - #6 EW BOTTOM

3B 3' - 0" 3' - 0" 3' - 0" 4 - #6 EW BOTTOM

3C 3' - 6" 3' - 6" 3' - 0" 4 - #6 EW BOTTOM

4A 4' - 0" 4' - 0" 2' - 0" 5 - #6 EW BOTTOM

4B 4' - 0" 4' - 0" 3' - 0" 5 - #6 EW BOTTOM

4C 4' - 6" 4' - 6" 2' - 0" 5 - #6 EW BOTTOM

5A 5' - 6" 5' - 6" 3' - 0" 7 - #6 EW TOP & BOTT

6A 6' - 0" 6' - 0" 2' - 0" 6 - #7 EW BOTTOM

6B 6' - 6" 6' - 6" 2' - 0" 6 - #7 EW BOTTOM

9A 9' - 0" 9' - 0" 2' - 0" 9 - #7 BOTTOM

NO SCALES3.1

46 TYP THICKENED SLAB DETAIL

CL

CL

CL

3/8" JT

STEEL COLUMN

CMU WALL

COMPRESSIBLEFILLER

SEALER

CONTROL JOINT ONEA SIDE OF COLUMN

#5 VERT WALL STIFFENER(WHEN INDICATED ON PLAN)

3/16" GALV ANCHORAT 16" CC

8" 3/8"

1/4"Ø PLAINANCHOR ROD

1/4" Ø ANCHOR RODSCONTINUOUS - WELDTO COLUMN WEB

SEALANT WITHBACKER ROD

CONCRETE WALL

WATERSTOP

NOTE:STOP ALTERNATE HORIZONTAL BARS AT JOINT.SEE PLANS FOR CONTROL JOINT LOCATIONS.

BWALL CONSTRUCTIONJOINT

(AT CONCRETE WALLS)

AWALL CONTROLJOINT

3/4"

1"EX

TE

RIO

R

2"

INT

ER

IOR

2"

CWALL EXPANSIONJOINT

INT

ER

IOR

2"E

XT

ER

IOR

2" 1 1/2" EJCONCRETE WALL

COMPRESSIBLE FILLER

SEALANT WITHBACKER ROD

STANDARD HOOK

CORNER BAR

CONCRETE WALL

NOTE:CORNER BARS TO BE SAME SIZE AND SPACING AS THE HORIZONTAL BARS.

ADOUBLE LAYER

BSINGLE LAYER

(AT CONCRETE WALLS)

RE

Q(D

) SP

LIC

E

REQ(D) SPLICE

CORNER BAR

CONCRETE WALL

RE

Q(D

) SP

LIC

E

REQ(D) SPLICE

(MASONRY TO PRECAST / CAST-IN-PLACE CONCRETE WALL)

FILL WITH GROUT

VERTICAL MASONRY REINFORCING,SEE PLANS AND NOTES

MASONRY WALL

DOVETAIL SLOT IN WALL

ANCHORSAT16" OC

PRECAST / CAST-IN-PLACE CONCRETE WALL

RAKED CONTROL JOINTWITH SEALANT

STANDARD HOOK

SEALANTS ATEXPOSED WALLS

INTERSECTION BAR

CONCRETE WALL

NOTE: INTERSECTION BARS TO BE SAME SIZE AND SPACING AS THE HORIZONTAL BARS.

ADOUBLE LAYER

BSINGLE LAYER

(AT CONCRETE WALLS)

RE

Q(D

) SP

LIC

E

RE

Q(D

) SP

LIC

E

CONSTRUCTIONJOINT

EQUAL OR 6" MINUNO ON PLANS

. .

WALL WIDTHSEE ARCH

TOF EL

SEE PLANS

PLASTIC SHIMS

2' -

0"

AT

INT

ER

IOR

UN

O3'

- 0

" A

T E

XT

ER

IOR

UN

O

3" C

LR

3" CLR

#3 SUPPORT BARAT 4'-0" OC

#3 SUPPORT TIEAT 4'-0" OC

SEE 13/S3.1 FOR FOOTINGREINFORCING REQUIREMENTS

(AT PRECAST PANEL)

CONCRETE FOOTING

FOOTING EMBED PLATEPER PRECAST ENGINEER

INSULATED PRECASTPANEL

NOTE: 2 CONNECTIONS MINPER PANEL

HIGH-DENSITYSHIM STACK

GROUT 1" GAPBENEATHSTRUCTURAL WYTHEAFTER CONNECTIONSARE COMPLETED

3 SIDESPLAN VIEW

SEE ARCHWALL WIDTH

TOF EL

SEE PLANS

COAT STEEL BELOW GRADEWITH COLD-APPLIEDASPHALT EMULSION PERASTM D1187

BACKER ROD AND SEALANTBENEATH FACE WYTHEAFTER CONNECTIONS ARECOMPLETED

PRECAST EMBED PLATEPER PRECAST ENGINEER

PRECAST CONNECTIONTO FOOTING PERPRECAST ENGINEER

2-#5 DOWELSEACH SLAB

T.O. SLAB

SEE PLANS

VA

RIE

S

1' - 0" 1' - 0"

#4x5'-0" AT 1'-4"OCEMBED 1'-0" INTO UPPER SLAB

#4 DOWEL AT 1'-4" OCEXTEND 4'-0" INTO SLAB

SEE ARCH FORRECESS LOCATION

T.O. SLAB

SEE PLANS

SLAB PER PLAN

1' -

0"

60.00°

1' - 0"

(AT CANTILEVERED PANEL)

CONCRETE FOOTING

FOOTING EMBED PLATE PERPRECAST ENGINEER

INSULATED NON-COMPOSITEPRECAST PANEL

PRECAST EMBED PLATEPER PRECAST ENGINEER

CANTILEVERED PANEL.PROVIDE SAMECONNECTION ON BOTHSIDES OF PANEL

NOTE: 2 CONNECTIONS MIN PER PANELCONNECTIONS AT 4'-0" OC MAX

HIGH-DENSITYSHIM STACK

GROUT 1" GAPBENEATH STRUCTUALWYTHE AFTERCONNECTIONS ARECOMPLETED

3 SIDES

PLAN VIEW

BLOCK-OUT

PRECAST CONNECTIONTO FOOTING PERPRECAST ENGINEER

SEE ARCHWALL WIDTH

BACKER ROD AND SEALANTBENEATH FACE WYTHEAFTER CONNECTIONS ARECOMPLETED

COAT STEEL BELOW GRADEWITH COLD-APPLIEDASPHALT EMULSION PERASTM D1187

TOF EL

SEE PLANS

4"

SEE 13/S3.1 FOR MINIMUMSTEEL REINFORCEMENT

3'-0

" U

NO

3" CLR

PAVING - SEE CIVIL

TOF EL

SEE PLANS

FIN FL EL

VARIES

TOW EL

VARIES

GUARDRAIL WHERE OCCURS,CORE DRILL INTO EXISTINGCONCRETE AND GROUT INTOPLACE. SEE ARCH FORLOCATIONS AND DETAILS

TYP SLAB ONGRADE WITH WWF

EQ EQ

2X4 KEYWAY

WEEPS AT 2'-0'' OCW/ DRAINAGE MAT,FULL LENGTH OF WALL #5 AT 16" OC VERTICAL

WITH STANDARD HOOK

#5 AT 16" OC HORIZONTAL

3"

#3 TIES AT 4'-0'' OC

2 - #4

4'' MINIMUM COMPACTEDGRANULAR FILL

8"

#4AT12" OC THUS

2'-0"

2'-0"

CONCRETE FOOTINGAND WALL, SEE PLAN

CONCRETE SLAB-ON-GRADE. SEE PLAN

#4AT12" OC WITH 12" HOOK

CAST-IN-PLACE CONCRETE STAIR.SEE ARCH FOR DIMENSIONS

#4AT12" OC EW

CONCRETE SLAB-ON-GRADE.SEE PLANS

ISOLATION JOINT (IJ)

2" C

LR

NOTE: SEE ARCHITECTURALPLANS FOR LOCATION ANDDIMENSIONS OF CONCRETE STEPS.

8" TYP

6" CONCRETE SLAB WITH#4AT18" OC EWAT EXTERIOR DOCK

#4 AT 18" OC

COMPRESSIBLE FILLERAND SEALANT

2x4 KEYWAY

PAVING - SEE CIVIL

COMPACTED GRANULAR FILLTO FROST DEPTH BENEATHEXTERIOR DOCK SLAB

#5 AT 16'' OC VERTICAL#5 AT 16'' HORIZONTAL

8" CONCRETE WALL

DOWELS TO MATCHVERTICAL WALLREINFORCING

EL

SEE ARCH/CIVIL

TOF EL

SEE PLANS

2'-6"

2'-6"

8"

CLR2"

SP

LIC

E

RE

Q(D

)

#3 TIESAT4'-0" OC

SEE 13/S3.1 FOR MINIMUMSTEEL REINFORCEMENT

3 '-

0"U

NO

SEE PLAN

WALL TO EXTEND ABOVE SLAB WITHCHAMFERED CORNERS AT SIM. SEEARCH AND CIVIL FOR HEIGHT

3" CLR

3" C

LR

3"

WEEPS AT 2'-0'' OC

L4x4x1/4xCONTINOUS(GALVANIZED) WITH 1/2''Øx4''HEADED STUDS AT 2'-0'' OC.ANGLE AT ALL DOCK EDGES

4"

SEE 13/S3.1 FOR MINIMUMSTEEL REINFORCEMENT

3'-0

" U

NO

3" CLR

PAVING - SEE CIVIL

TOF EL

SEE PLANS

FIN FL EL

VARIES

TOW EL

VARIES

GUARDRAIL WHERE OCCURS,CORE DRILL INTO EXISTINGCONCRETE AND GROUT INTOPLACE. SEE ARCH FORLOCATIONS AND DETAILSEQ EQ

2X4 KEYWAY

WEEPS AT 2'-0'' OC

#5 AT 16" OC VERTICALWITH STANDARD HOOK

#5 AT 16" OC HORIZONTAL

3"

#3 TIES AT 4'-0'' OC

2 - #4

COMPACTED GRANULAR FILLTO FROST DEPTH BENEATHEXTERIOR DOCK SLAB

6" CONCRETE SLAB WITH#4 AT 18" OC EWAT EXTERIOR DOCK

2"

#4 AT 18" OC

2'-6"

2'-6"

6" CONCRETE SLAB WITH#4AT18" OC EWAT EXTERIOR DOCK

#4 AT 18" OC

2x4 KEYWAY

COMPACTED GRANULAR FILLTO FROST DEPTH BENEATHEXTERIOR DOCK SLAB

#5 AT 16'' OC VERTICAL

#5 AT 16'' HORIZONTAL

8" CONCRETE WALL

DOWELS TO MATCHVERTICAL WALLREINFORCING

EL

SEE ARCH/CIVIL

TOF EL

SEE PLANS

2'-6"

2'-6"

8"

CLR2"

#3 TIESAT4'-0" OC

SEE 13/S3.1 FOR MINIMUMSTEEL REINFORCEMENT

3 '-

0"U

NO

SEE PLAN3" CLR

3" C

LR

WEEPS AT 2'-0'' OC

4" VOID FORMS x WIDTHOF SIDEWALK

3/8" COMPRESSIBLEFILLER AND SEALANT

CONTROLJOINT

#4 AT 12" OC. EXTEND1'-0" INTO SLAB

CONCRETE BOXOUT SCHEDULE

MARK WIDTH 'B' DEPTH 'D'

A 2'-0" 0'-8"

NOTE:FOR FOOTING ELEVATION DEPTH, ANDREINFORCING, SEE PLANS AND TYPFOOTING DETAIL.

'B'

TOF EL

SEE PLANS

CONCRETE FOOTING

CONCRETE WALL

2-#6 ADDITIONAL BARSEACH SIDE OF OPENING

1'-0" TYP

NOTE:FOR FOOTING ELEVATION DEPTH, ANDREINFORCING, SEE PLANS AND TYPFOOTING DETAIL.

TOF EL

SEE PLANS

TOCB EL

SEE PLANS

CONCRETE FOOTING

WALL

1' -

0"

2'-0'' MIN

PENETRATION

3"

SEE SCHEDULEFOOTING LAP

(AT EXTERIOR STEEL COLUMN)

0' -

2"

UN

O

5 1/

2"P

RO

J

8

''

NOTE:1. SEE DETAIL 46/ S3.1 FOR REMAINDER OF NOTES

2. 3/4" CHAMFER ALL EXPOSED CORNERS

TOF / TO PIER EL

SEE PLANS

SHIM PACKSAS REQUIRED

NON-SHRINK GROUT

PLATE WASHER5/16x2 1/2x2 1/2WITH 13/16"Ø HOLES

BEVELED SEALANT 1/2"

STEEL COLUMN & BASEPLATE ,SEE COLUMN SCHEDULE

4 - #3 TIES AT 3" OC TOPREMAINDER AT 12" OC

4 - #4 A706 REBARWELDED TO EDGEOF BASEPLATE

BASE PLATE BEYOND

1/4

0' - 9 1/2" 0' - 9 1/2"

0' -

9 1

/2"

0' -

9 1

/2"

#5AT18" OC WITH 2'-0"LONG EXTENSIONS

2 - #5

10" 10"6" 8" 6"

NOTE:SEE MECHANICAL FOR DRAIN LINE

SLO

PE

6"

(AT CANTILEVERED STUD WALL)

4" 1' - 0" 4"

1 5/8"

2 3/8" 2 1/2"

1 1/2"

HSS3x3x1/4, Fy = 46 KSI

2-3/4"Ø EXPANSION BOLTSWITH 5" MIN EMBEDCENTERED ON PLATE

PL1/2x8x0'-3 1/2", Fy = 36 KSI

FINISH FLOOR EL

SEE PLANS

1/4

TOP OF TUBE

103' - 4''

Arc

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SS3.2

20

16

AD

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SC

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NO SCALES3.2

32 MASONRY TO STEEL COLUMN CONNECTION

NO SCALES3.2

12 TYP CONCRETE WALL JOINT DETAILNO SCALES3.2

11 TYP CORNER REINFORCING DETAIL

NO SCALES3.2

33 TYP WALL INTERSECTION

NO SCALES3.2

13 TYP INTERSECTION REINFORCING DETAIL

NO SCALES3.2

21 TYP PRECAST WALL PANEL FTGNO SCALES3.2

22 TYP PRECAST WALL PANEL CONNECTION

NO SCALES3.2

31 SLAB STEP DETAIL

NO SCALES3.2

23 TYP PRECAST WALL PANEL CONNECTION

NO SCALES3.2

14 CONCRETE RETAINING WALL DETAILNO SCALES3.2

16 CONCRETE SLAB-ON-GRADE STEPSNO SCALES3.2

15 CONCRETE DOCK WALL DETAIL

NO SCALES3.2

24 CONCRETE RETAINING WALL DETAILNO SCALES3.2

25 CONCRETE DOCK WALL DETAIL

NO SCALES3.2

34 CONCRETE BLOCKOUT DETAILNO SCALES3.2

35 CONCRETE BLOCKOUT DETAILNO SCALES3.2

36 TYP COLUMN COVER DETAIL

NO SCALES3.2

42 TRENCH DRAIN DETAILNO SCALES3.2

41 TYP CANTILEVERED STUD WALL SUPPORT

CONCRETE TOPPINGWITH WWF. SEE PLANS

#4AT4'-0" OC

2'-0"

2'-0"

HOLLOW CORE

GROUT

BEARING STRIP 1/8"x2". PLACE1/2" BACK FROM FACE OF WALL

BOND BEAM

(HOLLOW CORE ONE SIDE)

BRG3"

VERTICAL MASONRY REINFORCING.SEE PLANS AND STRUCTURAL NOTES

SEE PLANS

FIN FL EL

SEE PLANS

HC BRG EL

5"

(NON-BEARING)

CONCRETE TOPPINGWITH WWF. SEE PLANS

#4AT4'-0" OC

2'-0"

2'-0"

HOLLOW CORE

BOND BEAM

VERTICAL MASONRY REINFORCINGSEE PLANS AND STRUCTURAL NOTES

5"

SEE PLANS

FIN FL EL

#4AT4'-0" OC

FIN FL EL

SEE PLANS

CONCRETE TOPPINGWITH WWF. SEE PLANS

VERTICAL MASONRYREINFORCING. SEE PLANSAND STRUCTURAL NOTES

HOLLOW CORE

STEEL BEAM (WITH TOPPLATE WHERE SHOWN)

TOS EL

SEE PLANS

GROUT COURSESOLID FULL LENGTH

CL OF BEAM

5" MIN

2'-0"

2'-0"

#4x3'-0" A706 REBARAT2'-0" OC.WELD TO STEEL BEAM (OR TOP PLATEWHERE SHOWN ON PLANS)

BOND BEAM

3/16 2@1'-0"WHERE TOP

PLATE OCCURS

5/16REBAR TO

BEAM

#4x5'-0"AT4'-0" OC

FIN FL EL

SEE PLANS

CONCRETE TOPPINGWITH WWF. SEE PLANS

HOLLOW CORE

BOND BM

VERTICAL MASONRYREINFORCING. SEE PLANSAND STRUCTURAL NOTES

(NON-BEARING EACH SIDE)

CUT MASONRY COURSEIF REQUIRED

1'-0"

1'-0

"

#4AT4'-0" OC

4"

NOTE: SEE ARCHITECTURAL PLANS FOR WALLS TO STRUCTURE.

2-1/4"Øx1 1/4" SCREWANCHORSAT4" OC

L3x3x1/4x0'-4"AT4'-0"OC MAX. PROVIDECONTINUOUSANGLES AT EXPOSEDAREAS

PRECAST HOLLOW COREOR DOUBLE TEE

CUT MASONRY COURSEAS REQUIRED

BOND BEAM

NON-LOAD BEARING MASONRYWALL TO STRUCTURE

(FULL HEIGHT WALL)

VERTICAL MASONRYREINFORCING. SEEPLANS ANDSTRUCTURAL NOTES

1 1/2"

CLR1"

NOTE:1. WALLS SHALL BE LATERALLY SUPPORTED AT A MAXIMUM OF 4'-0 OCBY PERPENDICULAR WALLS OR BRACES AS SHOWN.2. SEE ARCHITECTURAL PLANS FOR WALLS TO STRUCTURE.

L3x3x1/4x0'-4"

BOND BEAM

NON-LOAD BEARING MASONRYPARTITION WALL

11 (MIN)

PRECAST HOLLOW COREOR DOUBLE TEE

L2 1/2x2 1/2x3/16

L3x3x3/16x0'-6" WITH 2-1/4"Øx1 1/4"SCREW ANCHORSAT3" OC

(PARTIAL HEIGHT WALLS)

VA

RIE

S

VERTICAL MASONRY REINFORCING.SEE PLANS AND STRUCTURAL NOTES

1" C

LR

3/16 3TYP

1/8 1 1/2TYP

PL WASHER 1/4x4x0'-4"

FIELD DRILL 5/8"Ø HOLESTHROUGH VOIDS OFHOLLOW CORE

PRECAST HOLLOW COREUNITS

NUT & WASHER

1/2"Ø THREADED RODS

MECHANICAL UNITS

NUT & WASHER

HSS2 1/2x2 1/2x3/16

NOTE:

1. SHOWN FOR INFORMATION ONLY. SUPPLIED BY MECHANICALCONTRACTOR2. HANGERS MUST BE IN PLACE BEFORE SLABS ARE GROUTED3. BY GENERAL CONTRACTOR. VERIFY SIZE AND LOCATION WITHMECHANICAL CONTRACTOR

(WT < 1000 LBS PER HSS)

6'-0" MAX

ANGLE BEARING CLIPSON HOLLOW CORE

CONTINUOUS ANGLESUPPORT FORHOLLOW CORE

NOTE:1. ANGLES, WELDS, ETC SHALL BE DESIGNED BY HOLLOW CORE SUPPLIER2. DETAIL MAY BE MODIFIED FOR SPECIFIC HOLLOW CORE SYSTEM, SUBJECT TO APPROVAL BY THE ENGINEER3. WHERE OPENINGS ARE ADJACENT TO EXPOSED CEILING AREA, EXERCISE CARE TO MAINTAIN PROPER APPEARANCE

4'-0"

STEEL BEAM

HOLLOW CORE

3/16 2@1'-0"

2" SEE PLANS

FIN FL EL

CONCRETE TOPPINGWITH WWF, SEE PLANS

C15x33.9xCONTINUOUSWITH 1/2"ØX3"HEADED STUD AND1/2"Øx2'-0" DBAAT 2'-0" OC

#4xCONTINUOUS

2"

3" BRG

2"

2'-6"

2'-6"

SEE PLANS

FIN FL EL

SEE PLANS

HC BRG EL

3/16 3

CONCRETE TOPPINGWITH WWF, SEE PLANS

#4AT4'-0" OC

HOLLOW CORE

GROUT

BEARING STRIP 1/8"x2PLACE 1/2" BACK FROMFACE OF WALL

BOND BEAM

CUT MASONRY COURSEIF REQUIRED

C15x33.9xCONTINUOUSWITH 1/2"ØX3"HEADED STUD AND1/2"Øx2'-0" DBAAT 2'-0" OC

PL1/4x4x0'-6" WITH2-1/2"Øx4" HEADEDSTUDSAT2'-0"

VERTICAL MASONRY WALL REINFORCING.SEE PLANS AND STRUCTURAL NOTES.

2"

#4xCONTINUOUS

(ON PRECAST FLOOR)

FIN FL EL

SEE PLANS

HOLLOW CORE

#4x5'-0"AT4'-0" OC ATCONSTRUCTION JOINT

CONCRETE TOPPINGWITH WWF, SEE PLANS

CONSTRUCTION JOINT

2"

2'-6"

2'-6"

SEE PLANS

FIN FL EL

SEE PLANS

HC BRG EL

3/16 3

CONCRETE TOPPINGWITH WWF, SEE PLANS

#4AT4'-0" OC

HOLLOW CORE

BOND BEAM

CUT MASONRY COURSEIF REQUIRED

C15x33.9xCONTINUOUSWITH 1/2"ØX3"HEADED STUD AND1/2"Øx2'-0" DBAAT 2'-0" OC

PL1/4x4x0'-6" WITH2-1/2"Øx4" HEADEDSTUDSAT2'-0"

VERTICAL MASONRY WALL REINFORCING.SEE PLANS AND STRUCTURAL NOTES.

2"

#4xCONTINUOUS

Arc

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NO SCALES4.1

11 TYP HOLLOW CORE BEARING DETAILNO SCALES4.1

12 TYP HOLLOW CORE CONNECTION DETAIL

NO SCALES4.1

21 WALL SUPPORT DETAIL

NO SCALES4.1

13 HOLLOW CORE CONNECTION DETAILNO SCALES4.1

15 TYP PARTITION BRACING DETAILNO SCALES4.1

16 TYP PARTITION BRACING DETAIL

NO SCALES4.1

23 TYP HANGING MECHANICAL UNIT DETAILNO SCALES4.1

22 TYP HOLLOW CORE OPENINGNO SCALES4.1

24 HOLLOW CORE BEARING DETAILNO SCALES4.1

25 HOLLOW CORE BEARING DETAIL

NO SCALES4.1

14 TYP CONSTRUCTION JOINT DETAIL

NO SCALES4.1

26 HOLLOW CORE BEARING DETAIL

METAL DECK

SEE ARCHWALL WIDTH

JST BRG EL

SEE PLANS

3/16 2

'K' SERIES 1/8x2"'LH' AND 'DLH'SERIES 1/4x3"

STEEL JOIST

L6x4x1/2xCONTINUOUS(L6x6x3/4ATSKEWED JOISTS AND'LH' JOISTS)WELD AT SPLICESSEE 15/S4.2

5/8

SPACE AS REQ(D)FOR DIAPHRAGMOR 1'-0" OC MAX

3/16 2

L3x3x1/4xCONTINUOUS(L4x4x1/4xCONTINUOUSAT SIM) WELD ATSPLICES SEE 15/S4.2

1/4 6

PRECAST PANEL

EMBED PER PRECAST SUPPLIER.MIN OF 2 PLATES PER PANELSPACEAT4'-0" OC MAX

METAL DECK

SEE ARCHWALL WIDTH

JST BRG EL

SEE PLANS

3/16 2

1/4 2

STEEL JOIST

BEARING PLATE PERPRECAST SUPPLIER

5/8

SPACE AS REQ(D)FOR DIAPHRAGMOR 1'-0" OC MAX

PRECAST PANEL

JOIST POCKET.GROUT POCKETAFTER JOISTPLACEMENT

L4x3x1/4xCONTINUOUSWELD AT SPLICES - SEE 15/S4.2

WELD ANGLE TOEMBED PLATESAT 4'-0" OC MAXSPACING. EMBEDPLATES PER PRECASTSUPPLIER (EMBEDPLATES NOT SHOWNFOR CLARITY)

SIZE OPENINGFORINSTALLATION

12" TALL EMBED PER PRECASTSUPPLIER. MIN OF 2 PLATES PER PANELSPACEAT4'-0" OC MAXCENTER VERTICALLY ON ANGLE

METAL DECK

L3x3x1/4xCONTINUOUS(L4x4x1/4xCONTINUOUSAT SIM) WELD AT SPLICESSEE 15/S4.2

5/8

SPACE AS REQ(D)FOR DIAPHRAGMOR 1'-0" OC MAX

1/4 2TYP

SEE ARCHWALL WIDTH

DECK BRG EL

VARIES

PRECAST PANEL

EMBED PLATE PERPRECAST SUPPLIER

STEEL BEAM

SEE ARCHWALL WIDTH

PRECAST PANEL

TYP BEAMCONNECTIONSEE 54/S5.1

PL3/8x5x0'-8" TENSION TIEWHERE INDICATED ON PLANS

1/4

1/4

SEE ARCHWALL WIDTH

PRECAST PANEL

FIN FL EL

SEE PLANS

HOLLOW CORE

CONCRETE TOPPING WITH WWF,SEE PLANS

1/2"Ø COIL THREADED INSERTWITH 1/2"Øx2'-0" COIL RODAT 4'-0" OC

2-#4xCONTINUOUS

BEARING STRIP 1/8"x2"

PRECAST HAUNCH ANDREINFORCING BYPRECAST SUPPLIER

NOTE: AT PRECASTER OPTION, CONTINUOUS ANGLEWELDED TO EMBED PLATE CAN BE USED IN LIEU OFCONCRETE HAUNCH. PRECASTER TO PROVIDEDESIGN FOR CONNECTION AND CONTINUOUS ANGLE.

METAL DECK

SEE ARCHWALL WIDTH

JST BRG EL

SEE PLANS

3/16 2

'K' SERIES 1/8x2"'LH' AND 'DLH'SERIES 1/4x3"

STEEL JOIST

L6x4x1/2xCONTINUOUSWELD AT SPLICES SEE 15/S4.2

5/8

SPACE AS REQ(D)FOR DIAPHRAGMOR 1'-0" OC MAX

3/16 2

L3x3x1/4xCONTINUOUSWELD AT SPLICESSEE 15/S4.2

1/4 6

PRECAST PANEL

EMBED PER PRECAST SUPPLIER.MIN OF 2 PLATES PER PANELSPACE AT4'-0" OC MAX

PL3/8x5x0'-8"TENSION TIE

1/4

1/4PLATE TO JOIST

STEEL ANGLE

NOTE: THIS CONNECTION MUST BEINSPECTED AND SPECIFICIALLY NOTEDAS BEING PROPERLY COMPLETED BYTHE SPECIAL INSPECTOR.

PRECAST WALL PANEL

RE

CE

SS

2"

3/4"

LOCATE CONNECTION AT 2'-0" MAXFROM TOP AND BOTTOM OF PANELAND 8'-0" OC MAX UNO

SEE ARCHITECTURAL FOR JOINTTREATMENT

EXPOSED FACE OF WALL

NOTE:PROVIDE CONNECTION AT EVERY TWO PANELJOINTS TO TIE MINIMUM 3 PANELS TOGETHER.

3 SIDES

SE

E A

RC

H

PA

NE

L T

HIC

KN

ES

S

GROUT POCKETEXPOSED TO VIEWONCE CONNECTIONIS FINISHED

FIN FL EL

SEE PLANS

HC BRG EL

SEE PLANS

CONCRETE TOPPINGWITH WWF AND REBAR,SEE PLANS

#4AT24" OC (ALTERNATE HOOK)

HOLLOW CORE

BEARING STRIP 1/8"x2"PLACE 1/2" BACKFROM FACE OF WALL

BOND BEAM

CUT MASONRY COURSEIF REQUIRED

3" BRG

2'-0"

5'-0

"

GROUT

VERTICAL MASONRY WALLREINFORCING, SEE PLANSAND STRUCTURAL NOTES

3" BRG

AT STORM SHELTER

SEE ARCHWALL WIDTH

PRECAST PANEL

FIN FL EL

SEE PLANS

HOLLOW CORE

CONCRETE TOPPING WITH WWF,SEE PLANS

1/2"Ø COIL THREADED INSERTWITH 1/2"Øx2'-0" COIL RODAT 4'-0" OC

2-#4xCONTINUOUS

SEE ARCHWALL WIDTH

PRECAST PANEL

FIN FL EL

SEE PLANS

HOLLOW CORE

CONCRETE TOPPINGSEE PLAN FOR REINFORCEMENT

90° HOOKED DOWELBAR SPLICER WITH#4x2'-0'' BAR AT 2'-0'' OC

2-#4xCONTINUOUS

(AT STORM SHELTER)

SEE ARCHWALL WIDTH

PRECAST PANEL

FIN FL EL

SEE PLANS

HOLLOW CORE

CONCRETE TOPPING,SEE PLAN FOR REINFORCEMENT

2-#4xCONTINUOUS

BEARING STRIP 1/8"x2"

PRECAST HAUNCH ANDREINFORCING BYPRECAST SUPPLIER

NOTE: AT PRECASTER OPTION, CONTINUOUS ANGLEWELDED TO EMBED PLATE CAN BE USED IN LIEU OFCONCRETE HAUNCH. PRECASTER TO PROVIDEDESIGN FOR CONNECTION AND CONTINUOUS ANGLE.

90° HOOKED DOWELBAR SPLICER WITH#4x2'-0'' BAR AT 2'-0'' OC

(AT STORM SHELTER)

PENETRATION

1 1/

2" C

LR

2" 2" 2"

PERIMETER BARS EQUAL TO 1/2 NUMBEROF BARS INTERUPTED ON EA SIDEMIN OF 2 BARS.

TOPPING REINFORCEMENT,SEE PLAN

(AT STORM SHELTER)

FIN FL EL

SEE PLANS

HC BRG EL

SEE PLANS

CONCRETE TOPPINGWITH WWF AND REBAR,SEE PLANS

HOLLOW CORE

BOND BEAM

3'-0"

4'-0

"

REBAR PER PLANS

VERTICAL MASONRY WALLREINFORCING, SEE PLANSAND STRUCTURAL NOTES

#4AT8" OC, ALTERNATE HOOK.(#4AT24" OC AT SIM)INSTALL VERTICAL AND FIELD BENDAFTER HOLLOWCORE IS SET.

RE

Q(D

) SP

LIC

E

FIELD BEND

(AT STORM SHELTER)

METAL DECK

STEEL JOIST

L5x3x5/16 LLV BETWEEN JOISTS ANDWELDED TO BEARING PLATES.LOCATE SO THAT DECK CAN BEWELDED TO TOP LEG

BEARING PLATE PERPRECAST SUPPLIER

JST BRG EL

SEE PLAN

3/16 1 1/2

'K' SERIES 1/8x2"'LH' AND 'DLH'SERIES 1/4x3"

5/8

SPACE AS REQ(D)FOR DIAPHRAGMOR 1'-0" OC MAX

STEEL JOISTBEYOND

6'' AT 'LH' AND 'DLH' SERIES

MINIMUM BEARING:4'' AT 'K' SERIES

PRECAST PANEL

3" 3"

OPENING DIMENSION

TYP @ EDGE2 1/4" MAX

3"

EDGE PL 3/8"x6"AROUND OPENING

1/4TYP

WELDED REBAR CAGE -#4 AT 2 1/4" O.C. EACH WAY,WELD TO L3x3

L3x3x3/8 AROUNDOPENING

CONCRETE TOPPINGOVER METAL HC PLANKOR PC DT PER PLAN

1/2” x 2’-0” DBA AT4” O.C. AROUNDPERIMETER OFOPENING

PERIMETER BARS EQUAL TO 1/2 NUMBEROF BARS INTERUPTED ON EA SIDEMIN OF 2 BARS. EXTEND 2'-0" BEYONDEDGE OF OPNG

HC PLANK

(AT STORM SHELTER)

EMBED PLATE PERPRECAST SUPPLIER

STEEL BEAM

SEE ARCHWALL WIDTH

PRECAST PANEL

TYP BEAMCONNECTIONSEE 54/S5.1

PL3/8x5x0'-4" TENSION TIEWHERE INDICATED ON PLANS

1/4

3/16

STEEL DECKSTEEL WT

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SS4.2

20

16

AD

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S C

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UB

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SC

HO

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NO SCALES4.2

11 TYP JOIST BEARING DETAILNO SCALES4.2

12 JOIST BEARING DETAILNO SCALES4.2

14 TYP DECK TO WALL DETAIL

NO SCALES4.2

21 BEAM TO PRECAST DETAILNO SCALES4.2

23 TYP HOLLOW CORE BEARING DETAIL

NO SCALES4.2

13 TENSION TIE DETAILNO SCALES4.2

15 TYP CHORD SPLICE DETAILNO SCALES4.2

16 TYP PRECAST PANEL / PANEL CONNECTION

NO SCALES4.2

33 HOLLOW CORE BEARING DETAIL

NO SCALES4.2

24 TYP HOLLOW CORE CONNECTION DETAIL

NO SCALES4.2

32 TYP HOLLOW CORE CONNECTION DETAILNO SCALES4.2

31 TYP HOLLOW CORE BEARING DETAILNO SCALES4.2

34 TOPPING REINFORCEMENTNO SCALES4.2

35 HOLLOW CORE CONNECTION DETAIL

NO SCALES4.2

22 JOIST BEARING DETAILNO SCALES4.2

26 HOLLOW CORE ROOF PENETRATIONNO SCALES4.2

25 BEAM TO PRECAST WITH TENSION TIE

CL

CL

CL

CL

(AT CMU WALL, 1 SIDE)

METAL DECK

STEEL JOIST

BEARING PL3/8x6 1/2x0'-8" WITH 2-1/2"Ø x 4"HEADED STUDS AT 5" OC FOR `K' SERIES.BEARING PL3/8x6 1/2x1'-0" WITH 3-1/2"Ø x 4"HEADED STUDS AT 4 1/2" OC FOR SKEWED 'K'SERIES JOISTS AND FOR `LH' AND `DLH' SERIES.

BOND BEAM

VERTICAL MASONRY REINFORCINGSEE PLANS AND STRUCTURAL NOTES

JST BRG EL

SEE PLANS

6" AT `LH' AND `DLH' SERIES

MINIMUM BEARING:4" AT `K' SERIES

1/2"

'K' SERIES 1/8x2"'LH' AND 'DLH'SERIES 1/4x3"

(AT CMU WALL, 2 SIDES)

METAL DECK

STEEL JOIST

BOND BEAM

VERTICAL MASONRY REINFORCING.SEE PLANS AND STRUCTURAL NOTES.PROVIDE STANDARD 90° HOOK ATTOP OF WALL

JST BRG EL

SEE PLANS

BEARING PL3/8x0'-8" WITH 2-1/2"Ø x 4" HEADEDSTUDS AT 5" OC FOR `K' SERIES BEARINGPL3/8x1'-0" WITH 3-1/2"Ø x 4" HEADED STUDSAT 4 1/2" OC FOR `LH' AND `DLH' SERIES.WIDTH OF PLATE DETERMINED BY WALLTHICKNESS

1/2" MAX

1/2" 1/2"

'K' SERIES 1/8x2"'LH' AND 'DLH'SERIES 1/4x3"

METAL DECK

STEEL JOIST

STEEL BEAM

SEE PLANS

JST BRG EL

(AT STEEL BEAM, 2 SIDES)

MAX1/2"

CL STEEL BEAM AND JOISTREACTION POINT

PL3/8x4x0'-9"TENSION TIEWHERE INDICATEDON PLANS

1/4 3'K' SERIES 1/8x2"'LH' AND 'DLH'SERIES 1/4x3"

EXTEND JOISTS 1" MINIMUM BEYONDCL WHEN JOISTS ARE ON ONE SIDEONLY OR WHEN THEY ARE NOTBUTTED DIRECTLY ACROSS

(AT STEEL BEAM, 1 SIDE)

METAL DECK

STEEL JOIST

STEEL BEAM

SEE PLANS

JST BRG EL

1"

CL STEEL BEAM AND JOISTREACTION POINT

1/4

'K' SERIES 1/8x2"'LH' AND 'DLH'SERIES 1/4x3"

(TERMINATION AT STEEL BEAM)

STEEL BEAM STEEL JOIST

BRIDGING BY JOISTMANUFACTURER. SEEJOIST SHOP DRAWINGS

1/8 1" MIN

GROUT CELLS MINIMUM OF 6"AROUND EXPANSION BOLTS

METAL DECK

L3x3x1/4 CONTINUOUS

BOND BEAM

MASONRY WALL

DECK BRG EL

SEE PLAN

(AT CMU WALL, 1 SIDE)

3/4"Ø EXPANSION BOLTSWITH 5" MINIMUM EMBEDMENTAT 2'-0" OC

5/8

SPACE AS REQ(D)FOR DIAPRAGMOR 1'-0 OC MAX

METAL DECK

PLATE WITH HEADED STUDS.SEE SCHEDULE

BOND BEAM

CUT CMU AS REQUIRED FORBEARING ELEVATION OR SLOPE

DECK BRG EL

SEE PLANS

VERTICAL MASONRY REINFORCING.SEE PLANS AND STRUCTURAL NOTESPROVIDE STANDARD 90° HOOK AT TOPOF BAR

DETAILHEADEDSTUDS

PLATE

PLATE AND HEADED STUD SCHEDULE

CAPACITY

22

22A

22B

NOTE:CONNECTION CAPACITY IS BASED ON STRENGTH OF HEADED STUD

22C

1/2"Øx4AT1'-4" OC PL1/4"x3xCONT 850 PLF

1100 PLF

1700 PLF

2200 PLF

1/2"Øx4AT1'-0" OC

1/2"Øx4 AT 0'-8" OC

1/2"Øx4 AT 0'-6" OC

PL1/4"x3xCONT

PL3/8"x5xCONT

PL3/8"x5xCONT

END OF DECKWHERE OCCURS

5/8

SPACE AS REQ(D)FOR DIAPHRAGMOR 1'-0 OC MAX.SPACING OFEACH LINE OFWELDS IS ASREQ(D) BYDIAPHRAGMCONNECTIONREQUIRMENTS

L3x3x1/4x0'-4" AT 4'-0" OC MAXIMUM

METAL DECK (DIRECTION VARIES)

2- NO 12x3/4" SCREWS TIGHTENEDTO A TORQUE OF 60 IN-POUNDS ATROOF DECK AND FLOOR DECK PRIORTO CONCRETE PLACEMENT.2-3/16"Ø x 1 5/8" SCREW ANCHORS ATFLOOR DECK WHERE SCREWSFASTEN TO CONCRETE

BOND BEAM

NON-LOAD BEARING CMUWALL TO STRUCTURE

NOTES:1. SEE ARCHITECTURAL PLANSFOR WALLS TO STRUCTURE.

2. PROVIDE CONT 10 GA. PLATE,CONTINUOUS ANGLES, ANDSCREWS AT 2'-0" OC AT EXPOSEDAREA

DECK BRG EL

VARIES

(AT NON-LOAD BEARING WALL)

VERTICAL WALL REINFORCING -SEE PLANS AND STRUCTURALNOTES

CLR1"

1 1/2"

3/16"x6"xLENGTH AS REQUIRED WITHTWO SCREWS EACH END WHEREDECK RIBS ARE PARALLEL TO WALL

METAL DECK

STEEL JOIST

L2 1/2x2 1/2x3/16 EXTENDUNDER 3 JOISTS (MIN)

L2 1/2x2 1/2x3/16 (TYP)

11 (MIN)

L3x3x1/4x0'-4"

BOND BEAML2 1/2x2 1/2x3/16

11 (MIN)

L4x4x1/4x0'-4"

L3x3x1/4x0'-4"

BOND BEAM

NOTES:1. WALLS SHALL BE LATERALLY SUPPORTED AT A MAXIMUM SPACINGOF 8'-0" BY PERPENDICULAR WALLS OR BRACING AS SHOWN.2. SEE ARCHITECTURAL DRAWING FOR PARTITION WALLS.

METAL DECK

STEEL JOIST

CLR1"

CLR1"

PL3/16"x4x0'-4"

1/8 1 1/2TYP

1/8 1 1/2TYP

3/16 3TYP

3/16

1/8 1 1/2TYP

3/16 3TYP

APARTITION PARALLEL TO JOIST

BPARTITION PERPENDICULAR TO JOIST

CONCENTRATED LOAD ATTOP CHORD (>300 LBS)

L2x2x3/16 EACH SIDE

STEEL JOIST

.

NOTE:PROVIDE REINFORCEMENT WHENCONCENTRATED LOAD IS MORE THAN4" FROM PANEL POINT.

(AT CONCENTRATED LOAD)

CONCENTRATED LOAD ATBOTTOM CHORD (>150 LBS)

.

3/16 1TYP

(AT DUCTWORK)

DIAGONALBRIDGING

DUCTWORKHORIZONTAL OR DIAGONALBRIDGING AS REQUIRED

NOTES:1. USE ONLY WHERE DUCTS ARE SHOWN BETWEEN JOISTS ON MECHANICAL

DRAWINGS. VERIFY LOCATION WITH CONTRACTOR.2. DO NOT INSTALL DUCTS IN TWO ADJACENT JOIST SPACES.

1 3/8"x1 5/8" UNI-STRUTCHANNEL BETWEENDECK RIBS

STEEL JOIST ORSTEEL BEAM

1/2"Ø THREADED RODS

MECHANICAL UNIT

NOTE:1. GENERAL CONTRACTOR SHALL VERIFY SIZE AND LOCATION WITH MECHANICAL CONTRACTOR.2. PROVIDE SEISMIC BRACING IN ACCORD WITH MECHANICAL SPECIFICATIONS AND DETAILS.

(WT ≤ 500 LBS/CHANNEL)

5'-0" MAX

1/8TYPEA END

2-L3x3x1/4

PL3/4x4x0'-6"

2-3/4"Ø A325-N BOLTS

L6x6x1/2x0'-3"

5/8"Ø THREADED ROD WITH1/4"x 0'-3" SQUARE WASHERTOP AND BOTTOM

STEEL JOIST ORSTEEL BEAM

MECHANICAL UNIT

NOTE:1. GENERAL CONTRACTOR SHALL VERIFY SIZE AND LOCATION WITH MECHANICAL CONTRACTOR.2. PROVIDE SEISMIC BRACING IN ACCORD WITH MECHANICAL SPECIFICATIONS AND DETAILS.

(500 LBS <WT < 800 LBS/ANGLE)

5'-0" MAX

1/8 1TYPEA SIDE

3/16 2

6' -

0"

MA

X

6' - 0" MAX

NOTE:MAX UNIT WEIGHT = 1200LB

FRAMING AROUNDOPENING IN ROOF DECKPER STRUCTURAL NOTES

L3x3x1/4 (TYPICAL). CENTERANGLE UNDER CENTERLINEOF MECHANICAL UNIT BASEOR CURB

OUTLINE OFMECHANICAL UNIT

CENTERLINE OF TYPFRAMING MEMBER.SEE PLAN

L3x3x3/8x0'-6"

STEEL JOIST

(AT ROOF DECK)

TYPICAL ANGLE UNDERMECHANICAL UNIT

DECK OPENING

3/16TYP

3/16TYP

A

A

1/8

3/16METAL ROOF DECK

STEEL JOIST OR BEAML3x3x1/4

1/2" OPENING SIZE

3/16 1

3/16

3" MIN1'-6" MAX

NOTE: SEE TYP ROOF OPENING DETAILFOR OPENING AND DECK SUPPORT

MC6x12

MECHANICAL UNIT

SEE TYP JOIST REINFORCINGDETAIL, IF REQUIRED

CENTERLINE OF STEELJOIST, STEEL BEAM, ORDECK BEARING WALL

EXTEND CHANNELSTO NEXT SUPPORTIF CANTILEVEREXCEED 1'-6"

METAL DECK

MC6x12

ROOF CURB

A

1/8 1 1/2AT EACHSUPPORT

ADETAIL

STEEL ANGLE (WHERE REQUIRED)

SP

AC

ING

W/

4 W

ELD

S (3

6/4)

SP

AC

ING

W/

5 W

ELD

S (3

6/5)

SP

AC

ING

W/

7 W

ELD

S (3

6/7)

CL OF STEEL JOIST, BEAMOR DECK BEARING WALL

SIDELAPATTACHMENT

DIAPHRAGMPERIMETER

METAL DECK SPAN

EDGE OF DECK

DE

CK

SID

E L

AP

S

A

ATTACHMENTTYPE

ATTACHMENTAT SUPPORTS

ATTACHMENTAT SIDE LAPS

REMARKS

36/4: 4-5/8Ø PER 36"WIDE SHEET

USE UNO ONPLANS

DECK ATTACHMENT SCHEDULE

1'-0

"1'

-0"

1'-0

"

1'-0

"1'

-0"

6"6"

6"6"

6"6"

6"6"

CMU WALL

2 - NO. 12 SCREWSAT 1/3 POINTS

3"

3"

3"

3"

3"

3"

6"

6"

6"

3"

6"

6"

3"

5/8ATTACHMENT ATSUPPORTS

5/8

TO MATCHSIDELAP ATTACH.SPACING OR 1'-6"OC MAX

B 3 - NO. 12 SCREWSAT 1/4 POINTS

36/5: 5-5/8Ø PER 36" WIDESHEET 490 PLF

C 5 - NO. 12 SCREWSAT 1/4 POINTS

24/4: 5-5/8Ø PER 24"WIDE SHEET 494 PLF

3/4"Ø A325-N BOLTS

13/16"Ø STANDARD HOLES

PLATE EACH SIDE.SEE SCHEDULE

BMSIZE

NO OFBOLTS

L=PLATELENGTH

PLATETHICKNESS

SHEARCAPACITY

Φ RN

W8, W10 2 5 1/2" 1/4" 24K

3

4

5

6

7

8

9

W12, W14

W16, W18

W21

W24

W27

W30, W33

W36

8 1/2"

11 1/2"

14 1/2"

17 1/2"

20 1/2"

23 1/2"

26 1/2"

1/4"

1/4"

1/4"

1/4"

1/4"

5/16"

5/16"

52K

89K

130K

154K

179K

241K

273K

CONNECTION SCHEDULE (LRFD)

TOS EL

SEE PLANS

(STEEL PLATE SPLICE)

NOTES:1. CAPACITIES ARE LRFD.

1 1/2"

1 1/2"1/2"

1 1/2"

1 1/2"

L

1 3/

4"

1 1/

4"

@ 3

" O

CN

O B

OLT

S

1 1/

4"

2'-0" UNO STEEL BEAM

CL COLUMN OR FACEOF MASONRY

PL3/8x4x0'-8" TENSION TIEWHERE INDICATED ON PLANS

1/4 3

2-L4x3 1/2. THICKNESSPER SCHEDULE

STEEL BEAM

1 3/4" TYP (INCREASETO CLEAR WEB COPEWHERE REQUIRED)

(CLIP ANGLE CONNECTION)

L

1/2"

1 3/

4"

1 1/

4"@

3"

OC

NO

BO

LTS

1 1/

4"

2-L4x3 1/2. THICKNESSPER SCHEDULE

STEEL BEAM

1 3/4" TYP (INCREASETO CLEAR WEB COPEWHERE REQUIRED)

L

1/2"

1 3/

4"

1 1/

4"@

3"

OC

NO

BO

LTS

1 1/

4"

1 3/4"1 1/4"

BMSIZE

NO OFBOLTS

L=ANGLELENGTH

ANGLETHICKNESS

ΦRn SHEARCAPACITY

W8, W10 2 5 1/2" 1/4" 19K

3

4

5

6

7

8

9

W12, W14

W16, W18

W21

W24

W27

W30, W33

W36

8 1/2"

11 1/2"

14 1/2"

17 1/2"

20 1/2"

23 1/2"

26 1/2"

1/4"

1/4"

1/4"

1/4"

5/16"

5/16"

5/16"

35K

59K

125K

141K

193K

227K

278K

CONNECTION SCHEDULE (LRFD)

NOTES:1. BOLTS ARE 3/4"Ø A325-N, HOLES ARE 13/16"Ø.2. USE SIMILAR CONNECTION AT WIDE FLANGE COLUMN FLANGE OR WEB.3. LRFD CAPACITIES PER TABLES 10-1 AND 10-2, AISC STEEL CONSTRUCTION MANUAL, 13TH EDITION.4. STEEL BEAMS ARE ASTM A992, ANGLES ARE ASTM A36.

3"

3/16

AWELDED CONN

BBOLTED CONN

EACH BMSIZE

NO OFBOLTS

PLATESIZE

WELDSIZE

ΦRn SHEARCAPACITY

W8, W10 2

3

4

5

6

7

8

9

1/4"

1/4"

5/16"

5/16"

5/16"

W12, W14

W16, W18

W21

W24

W27

W30, W33

W36

1/4"

1/4"

1/4"

1/4"

1/4"

3/16"

3/16"

1/4"

CONNECTION SCHEDULE (LRFD)

PLATE SIZE -SEE SCHEDULE

STEEL BEAM

95K

111K

79K

59K

35K

19K

NOTES:1. BOLTS ARE 3/4"Ø A325-N, HOLES ARE 13/16"Ø STANDARD HOLES.2. LRFD CAPACITIES PER TABLE 10-9a, AISC STEEL CONSTRUCTION MANUAL, 13TH EDITION.

STEEL COLUMN

127K

142K

L

1 3/

4"

1 1/

4"@

3"

OC

NO

BO

LTS

1 1/

4"

1/2"

2" 2"

PLATE SIZE -SEE SCHEDULE

STEEL BEAM

STEEL COLUMN

5/16"

5/16"

5/16"

(SINGLE PLATE CONNECTION)

VIEW ON PLAN

APLAN

BBOLTED CONN

SEESCHED

SEESCHED

3/8" STIFFENER PLATEEACH SIDE CLIP CORNERS

STEEL BEAM

1/2" CAP PLATE

4-3/4"Ø A325-N BOLTS

STEEL COLUMN

(AT HSS COLUMN)

1 1/2"

1 1/2"

TOS EL

SEE PLANS

END OF BEAM WHEREOCCURS

VIEW ON PLAN

3/163 SIDES

1/4

(AT SNOW DRIFTING)

.

L

..

.

DL

LL(1)

LL(2)

A

C

TYPEMARK

LOADING (PSF)

JOIST LOADING DIAGRAM SCHEDULE

DL LL(1) LL(2) LENGTH

B

25

25

25

22

22

22

50

60

65

12'-0"

14'-0"

14'-6"

Arc

hite

ctu

re E

ngin

eering

P

lan

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teriors

©

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SS5.1

20

16

AD

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NO SCALES5.1

11 TYP JOIST BEARING DETAILNO SCALES5.1

12 TYP JOIST BEARING DETAILNO SCALES5.1

13 TYP JOIST BEARING DETAILNO SCALES5.1

14 TYP JOIST BEARING DETAILNO SCALES5.1

15 TYP BRIDGING DETAIL

NO SCALES5.1

21 TYP DECK TO WALL DETAILNO SCALES5.1

22 TYP DECK BEARING WALL DETAILNO SCALES5.1

23 TYP WALL BRACING DETAILNO SCALES5.1

24 TYP PARTITION BRACING DETAILNO SCALES5.1

26 TYP JOIST REINFORCING DETAIL

NO SCALES5.1

31 TYP BRIDGING INTERRUPTION DETAILNO SCALES5.1

32 TYP HANGING MECHANICAL UNIT DETAILNO SCALES5.1

33 TYP HANGING MECHANICAL UNIT DETAILNO SCALES5.1

34 TYP FRAMING AT SMALL MECHANICAL UNITNO SCALES5.1

36 TYP ROOF OPENING DETAIL

NO SCALES5.1

45 TYP ROOF TOP UNIT SUPPORT DETAIL

NO SCALES5.1

51 TYP METAL DECK ATTACHMENTNO SCALES5.1

52 TYP BEAM SPLICE DETAILNO SCALES5.1

53 TYP STEEL BEAM CONNECTION DETAILNO SCALES5.1

54 TYP STEEL BEAM CONNECTION DETAILNO SCALES5.1

55 TYP BEAM TO COLUMN DETAIL

NO SCALES5.1

16 JOIST LOADING DIAGRAM

CLCL

NOTE:

1. PROVIDE SHORING UNDERBEAM FOR A MINIMUM OF 7 DAYSAFTER GROUTING

2. MONOLITHICALLY GROUTMASONRY LINTEL SOLID.GROUTING SHALL HAVE NOVERTICAL OR HORIZONTAL COLDJOINTS FULL HEIGHT AND LENGTHOF LINTEL INCLUDING ENDBEARINGS.

3. MECHANICALLY VIBRATEGROUT.

4. SEE TYPICAL MASONRY BEAM /LINTEL BEARING DETAIL FORBEARING.

5. HORIZONTAL REINFORCEMENTSHALL NOT BE SPLICED.

6. 'T' PLATE TO STOP AT EDGE OFOPENING WHEN BOLTED TO BEAM.

7. 'T' PLATE ONLY TO BE PROVIDEDWHERE VENEER OCCURS

VENEER AS REQUIRED,SEE PLANS

BOND BEAM REINFORCING -SEE PLANS

VERTICAL PL5/16x6xCONTINUOUSWITH BOTTOM PL5/16xCONTINUOUSUNO HOT DIP GALVANIZED AFTERFABRICATION.

1/2"1/2"

PLATE

3 1/

2"M

AX

1" CLR

DE

PT

H -

SE

E P

LAN

BOTTOM EL

SEE PLANS

CMU OPEN END UNITS

EXPANSION BOLTS 3/4"ØWITH 5" MINEMBEDMENTAT2'-0" OCONLY WHERE INDICATEDON PLANS

6"

1 1/

2"

3/16 2 @ 1'-0"

UN

O2'

- 0

"

MASONRY BEAM ORLINTEL

'T' PLATE OR ANGLEWHERE INDICATED ONPLANS. EXTEND TOEND OF BEAM.

VENEER WHERE OCCURS

GROUT SOLID FOUNDATIONTO LINTEL BEARING

EXTEND LINTEL REINFORCING PERTYPICAL MASONRY OPENING DETAILWHERE WALL CORNER OR T-INTERSECTION PREVENTS EXTENSION,EXTEND TO FAR FACE OFINTERSECTING WALL AND TERMINATEREINFORCING WITH STANDARD HOOK

FILL ALL CELLS WITH GROUTIN SHADED AREA.

(AT MASONRY WALLS)

CORNER 'T' INTERSECTION

OPEN END MASONRY UNITSAT MASONRY LINTEL

BREAK OUT FACE SHELLSAND GROUT SOLID. TYPICALAS SHOWN

STANDARD 90° HOOK. TYPICAL

MASONRY WALLMASONRY WALL

OPENING LOAD BEARING WALL ORNON-LOAD BEARING WALL

BONDBEAM

STEEL JOIST

NOTES:

1. LOAD-BEARING WALLS: LOCATE BETWEEN JOISTS AS SHOWN. IF OPENINGS MUST BE UNDERJOIST, TOP OF OPENING SHALL BE A MINIMUM OF 1/2 OF THE OPENING WIDTH + 8 INCHES BELOWTHE JOIST BEARING OR CONTACT THE ENGINEER.2. NON-BEARING WALLS: PROVIDE 8" BOND BEAM FOR OPENINGS 4'-8" AND LESS AND 16" BONDBEAM FOR OPENINGS GREATER THAN 4'-8" AND LESS THAN 6'-0". CONTACT ENGINEER FORLARGER OPENINGS.3. WHERE VENEER OCCURS, PROVIDE SUPPORT PER TYPICAL LINTEL DETAILS.4. GENERAL CONTRACTOR SHALL COORDINATE LOCATION OF OPENINGS WITH MECHANICAL,ELECTRICAL AND OTHER CONTRACTORS BEFORE CONSTRUCTING WALLS.

(AT MECHANICAL OPENING)

EQ OPENING EQ

8" MIN 8" MIN 2 BENT BARS TOMATCH BONDBEAMREINFORCING

21

BOND BEAM LAP2' - 0" REQ(D) SPLICE

SPLICEREQ(D)

BENT BAR TOMATCH BONDBEAMREINFORCING

ASTEP DETAIL

BCORNER DETAIL

MARK

ML2 1'-4"2-#5 IN 8"2-#6 IN 12"

MASONRY LINTEL SCHEDULEBOND BEAM

REINFORCINGSHEAR

REINFORCINGREMARKSDEPTH

NOTES:

1. USE LINTEL ML2 FOR ALL OPENINGS ≤4'-0" AND ML3 FOR ALL OPENINGS≤6'-8" WIDE UNLESS NOTED OTHERWISE2. WHERE LINTEL IS NOTED AS SIMILAR, PROVIDE BOND BEAM ANDREINFORCING PER SCHEDULE AT TOP AND BOTTOM OF LINTEL.3. BOND BEAM REINFORCING SHALL BE CONTINUOUS WITHOUT SPLICES.

-

ML3 2'-0"

ML4 2'-8"

ML5 3'-4"

ML6 4'-0"

2-#5 IN 8"2-#6 IN 12"

2-#5 IN 8"2-#6 IN 12"

2-#5 IN 8"2-#6 IN 12"

2-#5 IN 8"2-#6 IN 12"

-

-

-

-

(AT CMU CAVITY WALL)

SEE PLANS

LOCATEATCL OF CMU WALLUNO ON PLANS

VENEER AS REQUIRED -SEE PLANS

1/2"Øx2'-0" DBAAT4'-0" OC

BOND BEAM

STEEL LINTEL BEAM

ADJUSTABLE TRIANGLULARMASONRY ANCHORSAT8" OCVERTICAL AND 2'-0" OCHORIZONTAL

5/16" BOTTOM PLATE (UNO).SEE PLANS AND DETAILS

BOTTOM PL EL

SEE PLANS

OR 5/16"1/2"

OR 5/16"1/2"

PLATEPLATE SHALL BEHOT-DIPPEDGALVANIZED WHENIN EXTERIORWALLS

1/4 2 @ 1'-0"

(PARALLEL TO WALL)

UN

O2'

- 0

"

BOTTOM OR TOP PLATEWHERE REQUIRED. WHEREOFFSET CONTROL JOINTOCCURS ABOVE (CJA),EXTEND PLATE TO MATCHJOINT LOCATION

BEARING PL1/2"x7"x0'-7"UNO ON PLANS

VENEER WHERE OCCURS

FILL ALL CELLS WITH GROUT INSHADED AREA

#3 WITH STANDARD 180°HOOK AT EACH BOLT

2-3/4"Øx1'-3" HEADEDANCHOR BOLTS ANDWASHERS

PROVIDE 3" LONG SLOTTEDHOLES IN BEAM FLANGE

1" NON-SHRINKGROUT MINIMUM

FINGER TIGHTEN AND UPSETTHREADS. TYPICAL UNOSTEEL BEAM

2'-6"

UNO8" BEARING

1/4"

2' - 0"

GROUT SOLID FOUNDATION TOLINTEL BEARING

FILL CAVITY WITH GROUT FULLHEIGHT IF BEARING PLATEEXTENDS OVER CAVITY

CL

OF

BE

AM

LOC

AT

E A

T C

LO

F B

LOC

K U

NO

ON

PLA

NS

PROVIDE 3" LONG SLOTTEDHOLE IN BEAM FLANGE

BEARING PLATE

1/4" BOTTOM PLATE,GALVANIZED (UNO).SEE PLANS ANDDETAILS

NOTES:1. STOP PLATE AT EDGE OF OPENING WHEN NO CONTROL JOINT.2. EXTEND PLATE TO MATCH CONTROL JOINT LOCATION WHEN THERE IS AN OFFSETCONTROL JOINT ABOVE THE OPENING.3. NOTCH PLATE AROUND BRICK WHEN CONTROL JOINT IS AT EDGE OF OPENING IN BRICKAND OFFSET IN BLOCK

(AT CMU CAVITY WALL)

1/2"

OR

5/1

6"

1' - 2"

SE

E P

LAN

S

CLR1/4"

1/2"

OR

5/1

6"

STEEL BEAM

3"

EXTENSION: 8" TYPICAL, 12"WHEN VENEER RETURNS. 14"WHEN CAVITY AND VENEERRETURNS

2"

CL

OF

BE

AM

LOC

AT

E A

T C

LO

F W

ALL

UN

OO

N P

LAN

S

PROVIDE 3" LONG SLOTTEDHOLE IN BEAM FLANGE

BEARING PLATE

BOTTOM PLATESEE PLANS ORDETAILS

1/2"

OR

5/1

6"

CLR1/4"

1/2"

OR

5/1

6"

STEEL BEAM

3"

(AT CMU WALL)

LOCATE AT CL OF CMUWALL UNO ON PLANS

1/2" Ø x 2'-0" DBAAT4'-0" OC(WELDED TO BEAM)

BOND BEAM

STEEL LINTEL BEAM

ADJUSTABLE TRIANGULARMASONRY ANCHORSAT8" OCVERTICAL AND 2'-0" OCHORIZONTAL

PLATE SHALL BE HOTDIPPED GALVANIZED WHENIN EXTERIOR WALLS

BOTTOM PL EL

SEE PLANS

OR 5/16"1/2"

PLATE

OR 5/16"1/2"

1/4" BOTTOM PLATE UNO

1/4 2 @ 1'-0"

FINGER TIGHTEN NUTS ANDUPSET THREADS - TYPICALUNO

BEARING PLATE 1/2"x7"x0'-7"UNO ON PLANS CENTER ONWALL UNO STEEL BEAM

1" NON-SHRINKGROUT MIN

FILL ALL CELLS WITHGROUT IN SHADED AREA

2-3/4"Ø x1'-3" HEADED ANCHORBOLTS AND WASHERS.PROVIDE 3" LONG SLOTTEDHOLES IN BEAM FLANGE

(PERPENDICULAR WALL)

1'-4"MIN

1'-4"MIN

2'-0

" U

NO

PL 3/8x5x0'-5" WITH2 - #5x4'-0" A706 REINFORCING BARS.LAP WITH BOND BEAM REINFORCINGOR WELD TO PRECAST EMBED WHEREOCCURS SEE DETAIL 36/S5.2

STEEL BEAM -SEE TYPICALBEARING DETAIL

CONTINUOUS BONDBEAM REINFORCING

CMU WALL

3/16 4

(21.1k ALLOWABLE CAPACITY)

PL3/8x4x0'-6"

3/16

MASONRY WALL

STEEL JOIST. SEETYPICAL BEARINGDETAILS

2-#6x7'-0" A706 REINFORCINGBARS. WELD ONE TOUNDERSIDE OF JOIST TOPCHORD EACH SIDE OF JOIST.

BOND BEAM

CONTINUOUS BOND BEAMREINFORCING TO MATCHDRAG STRUT

NOTE:DESIGN JOIST TOP CHORDFOR AXIAL WIND/SEISMIC LOADOF 21.1 KIPS UNO ON PLAN

1/8 8"EACH

REINFORCING BAR

5/8 12" OC

EACH SIDE OFJOIST - SPACE AS

REQ(D) FORDIAPHRAGM

CMU WALL

2- #5 x 4'-0" A706 BARS

BOND BEAM REINFORCING

BOND BEAM,PROVIDE TIE ATEACH BOND BEAM

STEEL COLUMN

L3x3x1/4x0'-4"1/4 2

EACH BAR

1/4 2

STEEL BEAM

1"x12"x0'-5"BEARING PLATEUNO ON PLANS

2- 3/4"Øx1'-3" HEADEDANCHOR BOLTS CENTEREDIN 3" LONG SLOTTED HOLEIN BEAM FLANGE. TIGHTENNUTS FINGER TIGHT.

1" NON-SHRINKGROUT MINIMUM

2-#5x4'-0" LONG IN 8" DEEPBOND BEAM CENTEREDUNDER BEAM BEARING

1" CLR

2 1/2"

1/2"

TOS

SEE PLAN

1/4

1/4AT SIM

NOTE:SEE DETAIL 26/S5.2 FORREMAINDER OF NOTES

(AT MASONRY WALL, 1 SIDE)

GROUT CELLS MIN OF 6"AROUND EXPANSIONBOLTS

BOND BEAM

METAL DECK

MIN BEARING:4" AT 'K' SERIES6" AT 'LH' AND'DLH' SERIES

BEARING PL3/8x6 1/2x0'-8" WITH 2-1/2"Ø x 4"HEADED STUDSAT5" OC FOR 'K' SERIES.BEARING PL3/8x6 1/2x1'-0" WITH 3-1/2"Ø x 4"HEADED STUDSAT4-1/2" OC FOR 'LH' AND 'DLH'SERIES.

'K' SERIES 1/8x2"'LH' AND 'DLH'SERIES 1/4x3"

5/8

SPACE AS REQ(D)FOR DIAPHRAGMOR 1'-0" OC MAX

1/8 2ANGLE TO JOIST

JST BRG EL

SEE PLAN

STEEL JOIST

1/2"

VERTICAL MASONRYREINFORCING - SEEPLANS ANDSTRUCTURAL NOTES

3/16ANGLETO EMBED

3 13/16"

EXP BOLT 3/4"Ø AT2'-8" OC WITH 5"MINIMUM EMBED

L4x3x3/16xCONTINUOUS(LLV)

(AT STEEL BEAM 2, SIDES)

METAL DECK

STEEL JOIST

STEEL BEAM

L2 1/2x2 1/2x3/16 BETWEEN JOISTS.LOCATE SO THAT DECK CAN BEWELDED TO TOP LEG(5x3x5/16 AT LH SERIES JOISTS)(BENT PL 5/16x3xJOIST SHOE DEPTHAT NON-TYPICAL BEARING SHOES)

JST BRG EL

SEE PLAN

'K' SERIES 1/8x2"'LH' AND 'DLH'SERIES 1/4x3"

MAX1/2"

5/8

SPACE AS REQ(D)FOR DIAPHRAGMOR 1'-0" OC MAX

3/16 1 1/2@1'-0"

(AT MASONRY WALL, 2 SIDES)

METAL DECK

STEEL JOIST

L2 1/2x2 1/2x3/16 BETWEEN JOISTSAND WELDED TO BEARING PLATES.LOCATE SO THAT DECK CAN BEWELDED TO TOP LEG(5x3x5/16 AT LH SERIES JOISTS)(BENT PL 5/16x3xJOIST SHOE DEPTHAT NON-TYPICAL BEARING SHOES)

BEARING PL3/8"x0'-8" WITH 2-1/2"Ø x 4"HEADED STUDSAT5" OC FOR 'K' SERIES.BEARING PL3/8"x 1'-0" WITH 3-1/2"Ø x 4"HEADED STUDSAT4 1/2" OC FOR 'LH' AND'DLH' SERIES.WIDTH OF PLATE DETERMINED BY WALLTHICKNESS.

JST BRG EL

SEE PLAN

BOND BEAM

3/16 1 1/2

'K' SERIES 1/8x2"'LH' AND 'DLH'SERIES 1/4x3"

5/8

SPACE AS REQ(D)FOR DIAPHRAGMOR 1'-0" OC MAX

1/2"1/2"

VERTICAL MASONRY WALLREINFORCING. SEE PLANSAND STRUCTURAL NOTES.PROVIDE STANDARD 90°HOOK AT TOP OF WALL

MAX1/2"

PRECAST PANEL

PL 3/8x8x0'-8"

WT4x12COPE AT JOISTS

METAL DECK

STEEL JOIST

1/4

5/8 @ 6" OCDECK TO WT

3/16 1 1/2TYP

(PERPENDICULAR TO JOISTS)

EMBED PER PRECASTENGINEER.

BOND BEAMREINFORCING

PL 3/8x8x0'-8"WITH 2- #5x4'-0"A706 BARS

WT4x12COPE AT JOISTS

METAL DECK

STEEL JOIST

3/16 3

5/8 @ 6" OCDECK TO WT

3/16 1 1/2TYP

(PERPENDICULAR TO JOISTS)

GROUT SHADED AREA

5/16

(AT BACKSTOP)

3/16 1 1/2EACH ANGLE

3/16 1 1/2EACH END

METAL DECK

STEEL JOIST

2-L3x3x1/4 BRACE

PL3/8x4x0'-4" AT AMAX SPACING OF 3'-0''

PL3/8x6x0'-6" EECLIP CORNERS

NOTE: CONTRACTOR TO VERIFY BACKSTOP LOAD AND LOCATIONOF BRACE FROM BACKSTOP MANUFACTURER ENGINEER.

CMU WALL

2- #5 x 4'-0" A706 BARS

BOND BEAM REINFORCING

BOND BEAM,PROVIDE TIE ATEACH BOND BEAM

L3x3x1/4x0'-4"

1/4 2EACH BAR

1/4 3

PRECAST PANEL

EMBED PER PRECASTENGINEER

(CHANGE IN DIRECTION AT STEEL BEAM)

METAL DECK

STEEL JOIST - SEE TYPICAL BEARING DETAIL

L3 1/2x2 1/2x1/4xCONTINUOUS(LLH)

1/8 1 1/2

5/8

SPACED ASREQ(D) FORDIAPHRAGM OR1'-0" OC MAX

5/8

SPACED ASREQ(D) FORDIAPHRAGM OR1'-6" OC

JST BRG EL

SEE PLANS

STEEL BEAM

5 1/2"

L4x4x1/4

1/4 2 @ 1'-0''TYP

L4x4x1/4xCONTINUOUS

STEEL BEAM

1/4 2 @ 1'-0''TYP

STEEL BEAM

TYP BEAMCONNECTIONSEE 54/S5.1

PL3/8x4x0'-9" TENSION TIEWHERE INDICATED ON PLANS

3/16 3

STEEL DECK

STEEL WT

TO EDGE OF BEAM FLANGEEXTEND BEARING SHOE

STEEL JOIST

WT7x15,CUT FLANGE TOMATCH DECK ELEVATION

STEEL BEAM

DECK BEARING

VARIES

TOP OF STEEL

SEE PLAN

2 1/

2'' M

IN

END OF DECK,WHERE OCCURSMIN 1 1/2'' BEARING

5/8

SPACE ASREQ(D) FOR

DIAPHRAGM OR1'-0 OC MAX.SPACING OF

EACH LINE OFWELDS IS AS

REQ(D) BYDIAPHRAGM

CONNECTIONREQUIRMENTS

1/4 2 @ 12''ALTERNATE

METAL DECK,DIRECTION VARIES

STEEL BEAM

CAP CHANNEL

1/4 2@1'-0"

PL3/8x4x0'-9"TENSION TIE

PL3/4X4X0'-9''

1/4

PL1/2X4X0'-4''

JST BRG EL

SEE PLANS

SEE TYPICAL BEAMBEARING DETAIL 26/S5.2FOR BALANCE OF NOTES

1/4 3TYP

STEEL BEAM

STEEL JOISTMETAL DECK

GAGEC12x20.7xCONTINUOUS

PL1/4x4 WELDED TOCHANNEL AT BRACE

1/4" PLATEWASHER AND NUTTOP AND BOTTOMOF BEAM FLANGE

BOTTOM OFCHANNEL EL

SEE ARCH

2-1/2"Ø A36THREADED RODSAT 5'-0" OC

CL FOLDINGPARTITION

TOS EL

SEE PLANS

2'-0

'' M

AX

Arc

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SS5.2

20

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NO SCALES5.2

11 TYP MASONRY LINTEL DETAILNO SCALES5.2

12 TYP MASONRY BEAM / LINTEL BEARING DETAILNO SCALES5.2

13 TYP LINTEL REINFORCING AT INTERSECTIONNO SCALES5.2

14 TYP MASONRY WALL OPENING DETAILNO SCALES5.2

15 TYP BOND BEAM DETAILNO SCALES5.2

16 TYP MASONRY LINTEL SCHEDULE

NO SCALES5.2

21 TYP STEEL LINTEL DETAILNO SCALES5.2

22 TYP BEARING STEEL ON MASONRYNO SCALES5.2

23 TYP STEEL BEAM BEARING DETAILNO SCALES5.2

25 TYP STEEL BEAM BEARING DETAILNO SCALES5.2

24 TYP STEEL LINTEL DETAILNO SCALES5.2

26 TYP BEARING STEEL ON MASONRY

NO SCALES5.2

31 DRAG STRUT CONNECTIONNO SCALES5.2

32 DIAPHRAGM CHORD / DRAG STRUT DETAILNO SCALES5.2

33 TYP COLUMN TIE DETAIL

NO SCALES5.2

45 STEEL BEAM AT MASONRY WALLNO SCALES5.2

41 JOIST BEARING DETAILNO SCALES5.2

42 JOIST BEARING DETAILNO SCALES5.2

43 JOIST BEARING DETAIL

NO SCALES5.2

35 DRAG STRUT DETAILNO SCALES5.2

34 DRAG STRUT DETAIL

NO SCALES5.2

44 BRACING DETAIL

NO SCALES5.2

36 DRAG STRUT DETAIL

NO SCALES5.2

46 METAL DECK DETAIL

NO SCALES5.2

52 CANOPY BEAM DETAILNO SCALES5.2

53 BEAM TO JOIST TENSION TIENO SCALES5.2

54 BEAM SECTIONNO SCALES5.2

1 BUILT-UP BEAM SECTIONNO SCALES5.2

55 JOIST BEARING ON BEAMSCALE: 3/4" = 1'-0"S5.2

51 PARTITION SUPPORT

CL

STEEL JOIST

METAL DECK

EXTENDED ENDS

3/16

'K' SERIES 1/8x2"'LH' AND 'DLH'SERIES 1/4x3"

5/8

SPACE ASREQ(D) FOR

DIAPHRAGM OR1'-6" OC MAX

3/16 1 1/2

L4x4x1/4xCONTINUOUSUNO ON PLAN

L2 1/2x2 1/2x3/16 BETWEEN JOISTS.LOCATE SO THAT DECK CAN BEWELDED TO TOP LEG

CL BEAM AND JOISTREACTION POINT

3/16 1 1/2@1'-6"

5/8

SPACE AS REQ(D)FOR DIAPHRAGMOR 1'-6" OC

L4x4x1/4xCONTINUOUSUNO ON PLAN

1/4 2 @ 1'-0"

1/2"

NOTE: SEE DETAIL 15/S5.3FOR REMAINDER OF NOTES

5"

STEEL JOIST

STEEL BEAM

METAL DECK

PL1/4x3x0'-5"

L3x3x1/4

HSS3x3x3/16BETWEEN JOIST

2 (MIN)

1

1/4" STIFFENER PLATE WITHCLIPPED CORNERS

3/16 1 1/2

3/16 3

3/16 3

3/16 1 1/2

NOTES:1. BRACE BETWEEN EACH JOIST AT 5'-0'' OC MAX4. SEE DETAIL 14/S5.3 FOR REMAINDER OF NOTES

4' - 0''

5''

TOS EL

SEE PLANS

L4x4x1/4xCONTINOUSWELD AT SPLICES SEE 15/S4.2

HSS2 1/4x2 1/4x3/16

STEEL BEAM

COLD-FORMED METALFRAMING

METAL DECK

3/16 2 @ 1'-0"

5/8

SPACE ASREQ'D FOR

DIAPHRAGM OR1'-0" MAX

3/16 2 @ 1'-0"

NOTE:COLD-FORMED METAL STUD FRAMING, BRACING, ANDCONNECTIONS TO BE DESIGNED BY METAL STUD ENGINEER

3/16 2 @ 1'-0"

L4x4x1/4xCONTINOUS

L3X3X1/4X0'-3

HANGERHSS3 1/2X3 1/2X1/4

STEEL JOIST

W8x18 (SEE 53/S5.1 FORCONN TO PLATE)

BENT PL 3/8x8x1'-0''

4"

8"

3/8" STIFFENER PLEACH SIDE OF WEBCLIP CORNERS

1/4 3EACH ANGLE

1/4 2

NOTE:JOIST DESIGN TO ACCOMODATEMINIMUM OF 1000 LB HANGER LOAD

1

1

PL 3/8x4x0'-4''

PL 3/8x4x0'-4''

1/4

1/4

1/4 2 1/4 2

PL 3/8x4x0'-4''BEYOND

HSS3x3x3/16BETWEEN JOIST

3/16 3

3/16 3

3/16 1 1/2

2

1

PL1/4x3x0'-5"

ASECTION

PL 3/8x4x0'-4''

A

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SS5.3

20

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NO SCALES5.3

14 SECTIONNO SCALES5.3

15 SECTIONNO SCALES5.3

13 STEEL FRAMING DETAILNO SCALES5.3

11 DETAIL