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Home My WebLink AboutPLANS 660 Community Dr Structural 2016-10-31SYMBOL DESCRIPTION MECH UNIT (XX.Xk = MECH UNIT OPERATING WEIGHT IN KIPS) PENETRATION THRU STRUCTURAL MEMBER STRUCTURAL MASONRY WALL CONTROL JOINT CAST-IN-PLACE CONCRETE X XX.Xk EXTENT OF CONCRETE PAD SYMBOL DESCRIPTION MWX-XX(X)X MASONRY WALL , SEE FOOTING MARK (SF = STRIP FOOTING) T/FOOTING ELEVATION F1 XX'-X" SYMBOL DESCRIPTION FULL HEIGHT SHEAR CONNECTION, SEE 2/S505 MOMENT CONNECTION, SEE 10/S505 AXIAL DRAG CONNECTION, SEE 14/S505 BRACING ABOVE LEVEL ABOVE DECK CONCRETE THICKNESS TYPE, SEE 10/S530 DECK TYPE DECK SPAN DIRECTION T/SLAB AT SLAB-ON-DECK 2VLIX.XXA XXX'-XX" XXk XXkBEAM SIZE [XX] c=X" (XXX'-XX") CAMBER (INCHES) EL OF T/STEEL SHEAR STUD QUANTITY ULTIMATE BM REACTION USING LRFD LOAD COMBINATIONS (KIPS) STEEL BEAM SYMBOL DESCRIPTION ELEVATION CALLOUTXXX'-XX" STEP SLOPE KEY NOTE SUBGRADE FORM SAVER DRAWING REVISION NUMBER CURRENT REVISION CLOUD 1 X SERVICE LOAD PROVIDED FOR SPECIALTY DESIGNER WELDED-WIRE REINFORCEMENT SECTION OR DETAIL CUT SHEET NUMBER ELEVATION CUT SHEET NUMBER GRID LINES X XX X XX - SOGXXA XXX'-XX" SLAB THICKNESS TYPE T/SLAB SLAB TYPE COLUMN SIZE OR MARK ROUGHENED SURFACE, INTENTIONALLY ROUGHEN TO 1/4" AMPLITUDE, UNO NOTES: 1. ITEMS NOT DESIGNED BY M/M ARE SHOWN HALFTONED, 2. ITEMS INCLUDE: - EXISTING CONSTRUCTION - PERFORMANCE SPECIFIED ITEMS (CFSF WALLS,STAIRS, RAILINGS, ETC.) BRACING BELOW LEVEL EXISTING GRID LINES- SYMBOL DESCRIPTION EXISTING FRAMING (HALFTONE) X'-XX"DIMENSIONS TO EXISTING STRUCTURE, FIELD VERIFY (ITALICS) X'-XX"DIMENSIONS TO NEW STRUCTURE NEW FRAMING CXX XXK SP K-SERIES JOIST TO BE DESIGNED FOR LOADS DESCRIBED ON S010 XXLH SP LH-SERIES JOIST TO BE DESIGNED FOR LOADS DESCRIBED ON S010 2/S400 1)GENERAL: 1A)THE DRAWINGS IN THIS PACKAGE ARE INCOMPLETE AND REPRESENT A PORTION OF THE TOTAL PROJECT. COORDINATE THE WORK OF THIS PACKAGE WITH FUTURE DRAWINGS ISSUES AND UPDATED DRAWINGS TO ALL TRADES AS REQUIRED. 1B)THESE STRUCTURAL DRAWINGS ARE RELEASED FOR PREPARATION OF SHOP DRAWINGS FOR STRUCTURAL STEEL FRAMING AND FOUNDATION REINFORCING/FORMWORK. THESE DRAWINGS ARE ALSO RELEASED FOR BIDDING MASONRY, COLD FORMED STEEL FRAMING, AND WOOD. 1C)CONSTRUCTION SHALL NOT BEGIN BASED UPON THESE DOCUMENTS, AND AS SUCH ARE STAMPED NOT FOR CONSTRUCTION. CONSTRUCTION SHALL NOT BEGIN UNTIL RECIEPT OF DRAWINGS APPROVED FOR PERMIT BY THE BUILDING DEPARTMENT. 1D)USE THE MOST CURRENT DRAWINGS IN PREPARATION OF SUBMITTALS. ALL SUBMITTALS SHALL LIST DATE OF DRAWINGS USED TO PREPARE THE SUBMITTAL. 1E)BECAUSE THIS IS A PHASED CONSTRUCTION PROJECT, THE CONTRACTOR MUST ANTICIPATE ADDITIONAL DRAWING REVISIONS AFTER EARLY BID PACKAGES HAVE BEEN ISSUED. THESE REVISIONS WILL INCREASE THE CONSTRUCTION COST. THE CONTRACTOR SHALL INCLUDE THESE ANTICIPATED COSTS IN ANY BIDS OR PRICE GUARANTEES PROVIDED TO THE OWNER. PHASED CONSTRUCTION NOTES SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PR I N C I P A L : EO R : DE S I G N E R : PR O J E C T M A N A G E R : MM J O B # : DA T E P R I N T E D : FI L E P A T H : 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET As indicated 10 / 3 1 / 2 0 1 6 1 1 : 1 7 : 0 4 A M C: \ P r o j \ 1 6 . 0 1 1 7 . S . 0 1 - E S T E S _ C O M M U N I T Y _ C E N T E R - R S 1 6_ e s a b i a . r v t ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 NOTES S001 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED S A B I A , K A T I E H O Y T ED S A B I A RA L P H R E M P E L 16 . 0 1 1 7 . S . 0 1 DW I G H T G I L B E R T SYMBOL LEGEND ABBREVIATIONS LIST STRUCTURAL DRAWING LIST STRUCTURAL ISOMETRIC DWL(s) Dowels(s) DWG(s) Drawing(s) DTL(s) Detail(s) DT Precast Double Tee DP Drilled Pier or Deep DO Ditto DN Down DIM Dimension DIAG Diagonal DIA or Ø Diameter Di Gravity Ice Load DFS Deferred Submittal DCW Demand Critical Weld DBL Double DAS Deformed Anchor Stud D or DL Dead Load d Penny CTR(D) Center(ed) CSJ Construction Joint COORD Coordinate CONTR Contractor CONT Continue or Continuous CONST Construction CONN Connection CONC Concrete COL Column CMU Concrete Masonry Unit CLR Clear CLMS Ceiling/ Light/ Mechanical/ Superimposed Load CLG Ceiling CL Centerline CJP Complete Joint Penetration CJ Control Joint CIP Cast-In-Place CG Center of Gravity CFSF Cold Formed Steel Framing CF Cold Formed CC Center to Center BTWN Between BSMT Basement BRG Bearing BOT or B Bottom BOS Bottom of Steel BN Boundary Nail BM Beam BLKG Blocking BLDG Building BL Brick Ledge BG Backgouge BF Braced Frame BD Board BAL Balance B/ or BO Bottom of ARCH Architect or Architectural APPROX Approximate APA American Plywood Association ALUM Aluminum ALT Alternate AFF Above Finished Floor AESS Architecturally Exposed Structural Steel ADDNL Additional ACI American Concrete Institute AB Anchor Bolt @ At / Per k Kip JT Joint JST Joist IT Precast Inverted Tee Beam INT Interior IN Inch ID Inside Diameter i.F. Inside Face HVAC Heating-Ventilating and A/C HT Height HORIZ Horizontal HK Hook HDG Hot Dipped Galvanized HDAR Headed Anchor Rod HD Headed or Holdown HAS or HDAR Headed Anchor Stud H Soil Lateral Load GR BM Grade Beam GR Grade or Grind GL Glu-lam GC General Contractor GALV Galvanized GA Gage or Gauge FV Field Verify FTG Footing FT Foot or Feet FS Far Side FRAM Framing FP Full Penetration or Fire Proofing FO Face of FND Foundation FLR Floor FLG Flange FIN Finish(ed) FF Finished Floor FD Footing Dowel FAB Fabricate Fa Flood Load F Fluid Load EXT Exterior EXP ANCH Expansion Anchor EXP Expansion EW Each Way ES Each Side EQUIP Equipment EQ SP Equally Spaced EQ Equal EOR Engineer-of-Record ENGR Engineer EN Edge Nail EMBED Embedded ELEV Elevator EL Elevation EJ Expansion Joint EF Each Face EE Each End EC Epoxy Coated EA Each E-W East-West E Earthquake Load (E) or EXIST Existing PT Point or Post-Tension or Pretensioned PSI Pounds Per Square Inch PSF Pounds Per Square Foot PS Prestressed PRELIM Preliminary PREFAB Prefabricated PLF Pounds Per Lineal Foot PL Plate (Steel) PERP Perpendicular PEN Penetration PD Pier Dowel PCA Portland Cement Association PC Precast PAF Power Actuated Fastener OWS One-Way Slab OVS Oversized OPP Opposite OPNG Opening OH Opposite Hand OD Outside Diameter OC On Center OAE Or Approved Equivalent O.F. Outside Face NWC Normal Weight Concrete NTS Not To Scale NS Non-Shrink or Near Side NOM Nominal NO or # Number NM Non-Metallic NIC Not in Contract N-S North-South N North MTL Metal MO Masonry Opening MNFR Manufacturer mm Millimeter MLS Masonry Lap Splice MIL Micro-Lam MISC Miscellaneous MIN Minimum MEP Mech/Elect/Plumb MECH Mechanical MCJ Masonry Control Joint MBS Metal Building Supplier MAX Maximum MATL Material MAS Masonry MACH RM Machine Room MACH Machine LWC Light Weight Concrete LVL Level or Laminated Veneer Lumber LTWT Lightweight LTS Tension Lap Splice Length LTE Tension Embedment LT Light LSL Laminated Strand Lumber Lr Roof Live Load LONG Longitudinal LOC(s) Location(s) or Locate LLV Long Leg Vertical LLH Long Leg Horizontal LL Live Load LG Length LDH Hook Development Length LCS Compression Lap Splice LCE Compression Embedment LB(S) Pound(s) LB Precast L-Shaped Beam L Lenght or Live Load WxH Width x Height WWR Welded Wire Reinforcing WT Weight WP Working Point or Waterproofing Wi Wind-on-Ice Load WF Wide Flange WD Width or Wood W/O Without W/ With W Wind Load Vult Ultimate Design Wind Speed VIF Verify in Field VERT Vertical Vasd Service Level/ Nominal Design Wind Speed UNO Unless Noted Otherwise ULT Ultimate TYP Typical TWS Two-Way Slab TRANS Transverse TOW Top of Wall TOS Top of Steel TOP Topping TOM Top of Masonry TOF Top of Footing TOC Top of Concrete TL Total Load THK Thick or Thickness T/ or T.O Top of T&B Top and Bottom T Top or Thermal Load SYM Symmetrical SW Shearwall STR Structural STL Steel STIFF Stiffener STD Standard SS Stainless Steel SPRT Support SPECS Specifications SP @ Space at SP Space(s) SOG Slab on Grade SLV Short Leg Vertical SLRS Seismic Load Resisting System SLH Short Leg Horizontal SL Snow Load SIM Similar SECT Section SCHED Schedule SC Slip Critical S South (S) Salvaged ROF Random Oriented Fiber RO Rough Opening RET Return REQT(s) Requirement(s) REQD Required REINF Reinforce(ing)(d)(ment) RE: or REF Refer to (Reference) RC Reinforced Concrete RB Precast Rectangular Beam RAD Radius R Radius or Rain Load QTY Quantity SHEET NUMBER SHEET TITLE S001 NOTES S002 NOTES S003 NOTES S010 LOADING PLANS S020 QUALITY ASSURANCE S021 QUALITY ASSURANCE S101 OVERALL FLOOR PLANS S102 LOWER LEVEL PLAN S103 UPPER LEVEL PLAN - NORTH S104 UPPER LEVEL PLAN - SOUTH S105 OVERALL ROOF PLAN S106 ROOF PLAN - NORTH S107 ROOF PLAN - SOUTH S200 ENLARGED PARTIAL PLANS S300 TYPICAL FOOTING DETAILS S301 TYPICAL STEM WALL DETAILS S305 TYPICAL FOUNDATION WALL DETAILS S310 TYPICAL SOG DETAILS S311 SOG DETAILS S380 CONCRETE SUPPORTING STEEL DETAILS S390 TYPICAL CONCRETE DETAILS S400 TYPICAL MASONRY DETAILS S401 MASONRY DETAILS S402 MASONRY DETAILS S450 MASONRY PARTITION DETAILS S500 STEEL DETAILS S501 STEEL DETAILS S502 CANOPY DETAILS S503 CANOPY DETAILS S505 TYPICAL STEEL DETAILS S510 TYP STEEL BEAM CONNS S511 TYP STEEL BEAM CONNS S520 STEEL JOIST DETAILS S521 STEEL JOIST DETAILS S530 TYP METAL DECK DETAILS S531 TYP SLAB ON METAL DECK DETAILS S540 PERFORMANCE SPECIFIED FRAMING S550 BRACED FRAME ELEVATIONS S551 BRACED FRAME DETAILS S560 WOOD DETAILS S561 WOOD DETAILS 1)CODES AND STANDARDS: 1A)GENERAL DESIGN -INTERNATIONAL BUILDING CODE 2015 WITH TOWN OF ESTES PARK AMENDMDNTS 2)SEISMIC LOADS -SEISMIC DESIGN CATEGORY = B -RISK CATEGORY = III -EARTHQUAKE IMPORTANCE FACTOR, le = 1.25 -MAPPED SPECTRAL RESPONSE ACCELERATION, Ss = 21.20 %g -MAPPED SPECTRAL RESPONSE ACCELERATION, S1 = 6.30 %g -DESIGN SPECTRAL RESPONSE COEFFICIENT, SDs = 0.170 -DESIGN SPECTRAL RESPONSE COEFFICIENT, SD1 = 0.071 -SOIL SITE CLASS = C -BASIC STRUCTURAL SYSTEM: STRUCTURAL STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE AND BEARING WALL SYSTEM -STRUCTURAL SEISMIC LATERAL SYSTEM: STRUCTURAL STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE AND INTERMEDIATE REINFORCED MASONRY SHEARWALLS -RESPONSE MODIFICATION FACTOR, R = 3 -SEISMIC RESPONSE COEFFICIENT, Cs = 0.071 -SYSTEM OVERSTRENGTH FACTOR, OMEGA = 3 -DESIGN BASE SHEAR = 241 K -SEISMIC ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE 3)WIND LOADS -RISK CATEGORY = III -BASIC ULTIMATE WIND SPEED, Vult = 190 mph -BASIC NOMINAL WIND SPEED, Vasd = 147.2 mph -EXPOSURE CATEGORY = C -INTERNAL PRESSURE COEFFICIENT, Gcpi = +/-0.18 4)DESIGN WIND PRESSURE FOR COMPONENTS AND CLADDING AND ELEMENTS DESIGNED BY THE CONTRACTOR 4A)PRESSURES LISTED BELOW ARE ULTIMATE 4B)FINAL CALCULATIONS TO BE COMPLETED BY CONTRACTOR 4C)COMPONENT AND CLADDING SURFACE PRESSURES (PSF) -WALLS PRESSURES WALLS AREA 10 SF 100 SF 500 SF WALLS INTERIOR NEG (ZONE 4)-75 -65 -58 WALLS CORNER NEG (ZONE 5)-92 -72 -58 WALLS POSITIVE ZONE 4 & 5 69 59 52 -ROOF PRESSURES ROOF AREA 10 SF 50 SF 100 SF ROOF INTERIOR NEG (ZONE 1)-75 -71 -69 ROOF NEGATIVE (ZONE 2) -126 -95 -82 - EAVES, RAKES, RIDGES ROOF CORNERS NEG (ZONE 3)-126 -95 -82 ROOF POSITIVE ALL ZONES 31 26 24 ROOF NEGATIVE ZONE 2'-108 -104 -102 - MONOSLOPE ROOF EAVES, RAKES, RIDGE ROOF NEGATIVE ZONE 3'-108 -104 -102 - MONOSLOPE ROOF CORNERS -PARAPET PRESSURES PARAPET QP =65 psf SOLID PARAPET PRESSURE 10 SF 100 SF 500 SF PARAPET CASE A: INTERIOR ZONE: 175 119 112 CORNER ZONE: 175 119 112 PARAPET CASE B:INTERIOR ZONE: -123 -102 -88 CORNER ZONE: -140 -109 -88 PARAPET CASE A = PRESSURE TOWARDS BUILDING (POS) PARAPET CASE B = PRESSURE AWAY FROM BLDG (NEG) 4D)NET UPLIFT FOR JOIST DESIGN = 59 PSF (ULTIMATE) = 41 PSF (ALLOWABLE) 5)LATERAL LOAD RESISTING SYSTEM DESCRIPTION: -METAL ROOF DECK OR CONCRETE FLOOR SLAB DISTRIBUTES LOAD TO MASONRY SHEAR WALLS AND/OR STEEL BRACED FRAMES. 6)GRAVITY LOADS 6A)SEE GRAVITY LOADS TABLE 6B)DRIFTING, SLIDING AND UNBALANCED SNOW -GROUND SNOW LOAD = 66.0 PSF -SNOW EXPOSURE FACTOR, Ce = 1.0 -SNOW LOAD IMPORTANCE FACTOR, ls = 1.1 -THERMAL FACTOR, Ct = 1.00 - AT EXTERIOR CANOPIES, Ct = 1.2 -FLAT ROOF SNOW LOAD, Pf = 51 PSF - AT EXTERIOR CANOPIES, Pf = 61 PSF MIN -SEE SNOW LOAD MAP ON S010 FOR DRIFT LOCATIONS MAGNITUDES, AND WIDTHS. DESIGN CRITERIA 1)GENERAL: 1A)THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED, THESE DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE BUILDING OFFICIAL BY THE CONTRACTOR: -METAL STAIRS -COLD FORMED STEEL FRAMING -METAL RAILINGS -STEEL JOIST FRAMING -WOOD TRUSS FRAMING 1B)CONNECTION OF DEFERRED SUBMITTAL ITEMS TO PRIMARY STRUCTURE BY DEFERRED SUBMITTAL SUPPLIER. DEFERRED SUBMITTAL SUPPLIER TO PROVIDE CONNECTIONS AND FRAMING ARRANGEMENT TO AVOID LOADING WHICH EXCEEDS THE CAPACITY OF THE ELEMENT BEING ATTACHED TO. 1C)ALL DEFERRED SUBMITTALS WITH THE EXCEPTION OF METAL RAILINGS TO BE ATTACHED TO PRIMARY STRUCTURE WITH A PINNED CONNECTION. MOMENT CONNECTIONS TO PRIMARY STRUCTURE NOT PERMITTED UNLESS NOTED ON DRAWINGS OR APPROVED BY ENGINEER IN WRITING PRIOR TO SUBMITTAL OF DRAWINGS OR CALCULATIONS. 1D)LOADING AND LOCATION FOR ATTACHMENT OF DEFERRED SUBMITTAL ITEMS ARE NOTED ON DRAWINGS AND ARE NOT TO BE RE-LOCATED OR INCREASED WITHOUT WRITTEN APPROVAL. 1E)GC / METAL STUD FRAMING DESIGNER / CLADDING DESIGNER COORDINATION: -METAL STUD FRAMING AND FRAMING ATTACHMENT IS DESIGNED FOR THE TRIBUTARY WIND OF THE STUD SPACING. CLADDING SUPPLIER TO DESIGN CLADDING TO ATTACH AT EACH STUD. CLADDING ATTACHMENT SPACING WHICH EXCEEDS THE STUD SPACING IS NOT ACCEPTABLE WITHOUT APPROVAL FROM THE METAL STUD SUPPLIER/DESIGNER AND THE PROJECT EOR. -IF THE CLADDING SUPPLIER DOES NOT WANT TO OR CANNOT ATTACH TO EACH STUD, THE LOADS FROM THE CLADDING SUPPLIER MUST BE PROVIDED TO THE METAL STUD FRAMING SUPPLIER. THE METAL STUD FRAMING SUPPLIER WILL NEED TO INCORPORATE THESE LOADS INTO THE METAL STUD FRAMING DESIGN. -GC TO COORDINATE BETWEEN METAL STUD FRAMING SUPPLIER AND CLADDING SUPPLIER AS REQUIRED. 1F)WALLS, STEM WALLS AND CONCRETE ON METAL DECK SHALL BE CONSIDERED CRACKED FOR THE PURPOSE OF DESIGNING ANCHORS FOR ATTACHMENT OF DEFERRED SUBMITTAL ITEMS. 1G)SUBMIT STAMPED STRUCTURAL CALCULATIONS FOR ALL DEFERRED SUBMITTAL ITEMS PRIOR TO OR CONCURRENTLY WITH DRAWINGS OR PRODUCT DATA. INCLUDE ANALYSIS OF ATTACHMENT TO PRIMARY STRUCTURE. INCLUDE CURRENT ICC REPORT WITH ALL PROPRIETARY STRUCTURAL ELEMENTS AND ANCHORS/FASTENERS. 1H)POWDER ACTUATED FASTENERS (PAF) SHALL NOT BE USED TO RESIST TENSION LOADS. POWDER ACTUATED FASTENERS SHALL NOT BE USED TO RESIST GRAVITY LOADS WHICH INCLUDE STONE VENEER. 1I)REFERENCE COLD-FORMED STEEL FRAMING NOTES FOR ADDITIONAL DEFERRED SUBMITTAL DESIGN CRITERIA. DEFERRED SUBMITTALS 1)GENERAL: 1A)ENGINEER: REFERENCES ON THE STRUCTURAL DRAWINGS TO ‘ENGINEER’ MEAN THE STRUCTURAL ENGINEER OF RECORD. OTHER ENTITIES ARE SPECIFICALLY NOTED AS “CONTRACTOR’S ENGINEER”, “MECHANICAL ENGINEER”, ETC. 1B)THESE NOTES SUPPLEMENT THE SPECIFICATIONS, WHICH SHALL BE REFERENCED FOR ADDITIONAL REQUIREMENTS. 1C)UNDERGROUND UTILITIES: LOCATE EXISTING UTILITIES AND NOTIFY ARCHITECT OF EXISTING UTILITIES OR SUBGRADE CONDITIONS WHICH INTERFERE WITH WORK. 1D)STRUCTURAL ELEMENTS ARE CENTERED ON GRID LINES AND GRID LINE INTERSECTIONS UNLESS DIMENSIONED OTHERWISE. 2)EXISTING STRUCTURES: 2A)CONTRACT DOCUMENTS HAVE BEEN PREPARED USING AVAILABLE DRAWINGS AND SITE OBSERVATION AS PERMITTED BY ACCESS RESTRICTIONS DURING DESIGN. 2B)DURING CONSTRUCTION, THE CONTRACTOR MAY ENCOUNTER EXISTING CONDITIONS WHICH ARE NOT NOW KNOWN OR ARE AT VARIANCE WITH PROJECT DOCUMENTATION. CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ALL CONDITIONS NOT PER THE CONTRACT DOCUMENTS. EXAMPLES INCLUDE: -SIZES OR DIMENSIONS OTHER THAN THOSE SHOWN -DAMAGE OR DETERIORATION TO MATERIALS AND COMPONENTS -CONDITIONS OF INSTABILITY OR LACK OF SUPPORT -ITEMS NOTED AS EXISTING ON THE DRAWINGS BUT NOT FOUND IN THE FIELD 2C)PREPARE DIMENSIONAL DRAWINGS OF ALL DISCOVERED ITEMS. 2D)CONTRACTOR SHALL FIELD VERIFY ALL EXISTING STRUCTURAL CONDITIONS PRIOR TO SUBMITTING SHOP DRAWINGS. 2E)CONTRACTOR SHALL MAKE ALLOWANCE FOR THE RESOLUTION OF SUCH DISCOVERIES IN THE CONSTRUCTION SCHEDULE. 2F)SUBMIT A DIMENSIONED DRAWING OF ALL NEW OPENINGS THROUGH EXISTING STRUCTURE AND SECURE APPROVAL PRIOR TO CUTTING. DRAWING SHALL SHOW VERTICAL & HORIZONTAL LOCATION AND SIZE OF PROPOSED OPENING. 3)USE OF DRAWINGS: 3A)DO NOT SCALE DRAWINGS. 3B)DETAILS ON DRAWINGS TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. 3C)DETAILS NOTED AS TYPICAL APPLY TO ALL SIMILAR CONDITIONS. WHERE NO SPECIFIC DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ELSEWHERE ON THE PROJECT. 3D)WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL NOTES AND SPECIFICATIONS: -CONTACT THE ARCHITECT PRIOR TO PROCEEDING WITH CONSTRUCTION -THE MORE STRINGENT REQUIREMENTS SHALL GOVERN FOR BIDDING / PRICING 4)TEMPORARY CONDITIONS: 4A)THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THE CONTRACTOR IS RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND/OR SUPPORT THAT MAY BE REQUIRED AS THE RESULT OF THE CONTRACTOR’S CONSTRUCTION METHODS AND/OR SEQUENCES. REFER TO “LATERAL LOAD RESISTING SYSTEM DESCRIPTION” IN DESIGN CRITERIA FOR ADDITIONAL INFORMATION. 4B)CONTRACTOR’S CONSTRUCTION AND/OR ERECTION SEQUENCES SHALL RECOGNIZE AND CONSIDER THE EFFECTS OF THERMAL MOVEMENTS OF STRUCTURAL ELEMENTS DURING THE CONSTRUCTION PERIOD. 4C) USE ONLY HAND OPERATED TOOLS FOR COMPACTION ADJACENT TO FOUNDATION WALLS AND STEM WALLS. STEM WALLS SHALL BE BACKFILLED EVENLY ON BOTH SIDES. FOUNDATION WALLS SHALL NOT BE BACKFILLED UNTILL THE LOWER SLAB ON GRADE IS IN PLACE. 5)SUBMITTALS AND SUBSTITUTIONS: 5A)SUBMITTALS: REFER TO SPECIFICATIONS FOR DETAILED REQUIREMENTS. -IF THE CONTRACTOR REQUESTS A CHANGE FROM THE STRUCTURAL DRAWINGS, IT SHALL BE APPROVED BY THE ARCHITECT AND DESIGNED BY MARTIN/MARTIN, INC. PRIOR TO SUBMITTING SHOP DRAWINGS. VARIATION SHALL BE INDICATED ON THE SHOP DRAWINGS. CONTRACTOR SHALL COMPENSATE MARTIN/MARTIN, INC. FOR MAKING THE CHANGE. -CONSTRUCTION DOCUMENTS SHALL NOT BE REPRODUCED FOR USE IN SUBMITTALS -ALL SHOP DRAWINGS SHALL REFERENCE THE STRUCTURAL DRAWING NUMBER AND DETAIL USED TO PREPARE THE SUBMITTAL -SUBMIT A STATEMENT OF RESPONSIBILITY FOR CONSTRUCTION OF THE LATERAL LOAD RESISTING SYSTEM IDENTIFIED IN THE DESIGN CRITERIA IN ACCORDANCE WITH IBC 2015 SECTION 1704 5B)SUBSTITUTIONS: ARCHITECTS APPROVAL SHALL BE SECURED FOR ALL SUBSTITUTIONS 5C)NONCONFORMANCE: NOTIFY ARCHITECT OF CONDITIONS NOT CONSTRUCTED PER THE CONTRACT DOCUMENTS PRIOR TO PROCEEDING WITH CORRECTIVE WORK. SUBMIT PROPOSED REPAIR TO THE ARCHITECT FOR ACCEPTANCE. CONTRACTOR SHALL COMPENSATE MARTIN/MARTIN, INC. FOR DESIGNING THE REPAIR. 5D)ALL STRUCTURAL SHOP DRAWINGS SHALL BE SUBMITTED IN ELECTRONIC FORMAT ONLY. 6)OSHA STANDARDS: 6A)THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. NOTHING SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE CONSTRUED AS ELIMINATING THE NEED FOR THE CONTRACTOR TO COMPLY WITH ALL OSHA REQUIREMENTS. 6B)THE CONTRACTOR SHALL ADD ALL NECESSARY BOLTS, ANCHOR BOLTS, PLATES, STIFFENER PLATES, STABILIZER PLATES, BRIDGING, BRACING, BEARING SEATS, COLUMN SPLICES, ETC., AS WELL AS CLOSURES FOR OPENINGS. IN ADDITION, FIELD WELD ANYTHING THAT MAY BE CONSIDERED A TRIP HAZARD, SUCH AS SHEAR STUDS, AFTER PROTECTIVE DECKING IS INSTALLED. 6C)WASHERS OR RINGS MAY BE WELDED TO COLUMNS TO PROVIDE FOR SAFETY CABLES. HOLES IN COLUMNS FOR SAFETY CABLES SHALL BE SHOP INSTALLED, AND SHALL BE INDICATED ON SHOP DRAWINGS. ADJUST COLUMN SPLICE LOCATIONS OR ADD COLUMN SPLICES AS NECESSARY TO COMPLY WITH OSHA REQUIREMENTS. SUBMIT PROPOSED LOCATIONS. 6D)ALL METAL JOISTS REQUIRED BY OSHA TO BE BOLTED SHALL HAVE ERECTION BOLTS INSTALLED REGARDLESS OF FINAL CONNECTION SHOWN ON THE STRUCTURAL DRAWINGS. 6E)WHERE THE STRUCTURAL DRAWINGS APPEAR TO CONFLICT WITH OSHA REQUIREMENTS, THE STRUCTURAL DRAWINGS REPRESENT FINAL CONDITIONS ONLY. THE CONTRACTOR SHALL ADD ALL ERECTION FRAMING NECESSARY TO COMPLY WITH OSHA. 7)CONSTRUCTION ENGINEERING: 7A)THE STRUCTURE DEFINED ON THE CONTRACT DOCUMENTS HAS BEEN DESIGNED ONLY FOR LOADS ANTICIPATED ON THE STRUCTURE DURING ITS SERVICE LIFE. PROVIDE ALL REQUIRED ENGINEERING AND OTHER MEASURES TO ACHIEVE THE MEANS, METHODS, AND SEQUENCES OF WORK. SUCH ENGINEERING MAY INCLUDE, BUT IS NOT LIMITED TO: -LAYOUT -DESIGN FOR FORMWORK, AND SHORING -DESIGN OF CONCRETE MIXES -ERECTION PROCEDURES WHICH ADDRESS STABILITY OF THE FRAME DURING CONSTRUCTION -WELD PROCEDURES -DESIGN OF TEMPORARY BRACING OF WALLS FOR WIND, SEISMIC, OR SOIL LOADS -SURVEYING TO VERIFY CONSTRUCTION TOLERANCES -EVALUATION OF TEMPORARY CONSTRUCTION LOADS ON STRUCTURE DUE TO EQUIPMENT AND MATERIALS -STRUCTURAL ENGINEERING TO RESIST ANY OTHER LOADS NOT IDENTIFIED ON DESIGN DRAWINGS -DESIGN OF MEMBER SPLICES AS REQUIRED TO PERMIT TRUCKING OF MEMBERS TO JOBSITE, SUBJECT TO APPROVAL OF THE EOR -SUBMIT STAMPED CALCULATIONS AND DRAWINGS FOR ANY SUCH SPLICES FOR REVIEW 8)COORDINATION: 8A)STRUCTURAL DRAWINGS ARE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BE USED IN CONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND DRAWINGS FROM OTHER DISCIPLINES. THE CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS OF THE CONTRACT DOCUMENTS INTO SHOP DRAWINGS AND WORK. 8B)COORDINATE DIMENSIONS OF ALL OPENINGS, BLOCKOUTS, DEPRESSIONS, ETC., WITH ARCHITECTURAL DRAWINGS, DRAWINGS FROM OTHER DISCIPLINES, AND FIELD CONDITIONS PRIOR TO SHOP DRAWING SUBMITTAL. 8C)SEE ARCHITECTURAL PLANS FOR INTERIOR PARTITIONS. PARTITION FRAMING SHALL BE CONNECTED TO THE PRIMARY STRUCTURE IN SUCH A WAY SO AS TO ALLOW FOR VERTICAL LIVE LOAD DEFLECTIONS OF SPAN/360 OF THE FLOOR OR ROOF FRAMING. DO NOT MAKE RIGID VERTICAL AND HORIZONTAL CONNECTIONS TO THE PRIMARY STRUCTURE IN THE PLANE OF THE PARTITION. GENERAL NOTES 1)DESIGN CRITERIA: 1A)THE GEOTECHNICAL REPORT PREPARED BY EARTH ENGINEERING CONSULTANTS, NUMBER 1162032, DATED 4/29/16 PROVIDED CRITERIA FOR THE FOUNDATION DESIGN FOR THE PROJECT. 2)FOOTINGS: 2A)FOOTING DESIGN CRITERIA: -MAXIMUM TOTAL LOAD BEARING PRESSURE = 5000 PSF -ULTIMATE COEFFICIENT OF FRICTION TO RESIST LATERAL LOADS = 0.7 -FROST DEPTH TO BOTTOM OF FOUNDATION = 30 IN -FOOTINGS SHALL BEAR ON UNDISTURBED IN-SITU DECOMPOSED GRANITE. WHERE EXISTING FILL IS ENCOUNTERED DURING FOUNDATION EXCAVATION, FOOTINGS SHALL BE LOWERED BELOW THE ELEVATION INDICATED AS REQUIRED TO BEAR ON IN-SITU MATERIAL. CONTRACTOR SHALL CARRY AN ALLOWANCE FOR INCREASED EXCAVATION AND FOUNDATIONS TO ADDRESS SITE CONDITIONS. SEE GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION. 3)FOUNDATION WALLS: 3A)EQUIVALENT FLUID PRESSURES USED FOR WALL DESIGN: -"ACTIVE” CONDITION = 42 PCF -"AT REST” CONDITION = 63 PCF -"PASSIVE” CONDITION = 375 PCF -LATERAL PRESSURE DUE TO SURCHARGE = 50 PSF -GROUND WATER FLUID PRESSURE ON FOUNDATION WALLS AND/OR BASEMENT SLAB = 0 PSF -ULTIMATE COEFFICIENT OF FRICTION TO RESIST LATERAL LOADS = 0.7 3B)WALL DESIGN BASED ON IN-SITU SOILS ADJACENT TO FOUNDATION WALLS. SEE GEOTECHNICAL REPORT FOR REQUIREMENTS. 4)SLABS-ON-GRADE: 4A) ALL SLAB-ON-GRADE SUBGRADE SHALL BE PROOF-ROLLED AND OBSERVED BY THE PROJECT GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT OF THE SLAB-ON-GRADE. EXISTING SOFT MATERIALS (INCLUDING FILL SURROUNDING BURIED ABANDONED UTILITY LINES WHERE APPLICABLE) SHALL BE REMOVED AND REPLACED OR RECOMPACTED AS DESCRIBED IN THE PROJECT GEOTECHNICAL REPORT. FOUNDATION NOTES SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PR I N C I P A L : EO R : DE S I G N E R : PR O J E C T M A N A G E R : MM J O B # : DA T E P R I N T E D : FI L E P A T H : 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET 3/4" = 1'-0" 10 / 3 1 / 2 0 1 6 1 1 : 1 7 : 0 6 A M C: \ P r o j \ 1 6 . 0 1 1 7 . S . 0 1 - E S T E S _ C O M M U N I T Y _ C E N T E R - R S 1 6_ e s a b i a . r v t ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 NOTES S002 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED S A B I A , K A T I E H O Y T ED S A B I A RA L P H R E M P E L 16 . 0 1 1 7 . S . 0 1 DW I G H T G I L B E R T MECHANICAL SEE ROOF OR FLOOR 75 + EQUIP BUT NOT LESS THAN 150 -- -- FLOORS 10 100 -- 2000 LOW ROOF SOUTH OF GRID M.6 16 (INCLUDES 4 ROOFING LOAD) 20 MIN UNIFORM LOAD, SEE NOTE 6B FOR SNOW LOADS -- -- TYPICAL ROOF 12 (INCLUDES 4 ROOFING LOAD) 20 MIN UNIFORM LOAD, SEE NOTE 6B FOR SNOW LOADS -- -- LOCATION SUPERIMPOSED DEAD LOAD (PSF)LIVE LOAD (PSF)PARTION LOAD (PSF)POINT LOAD (LB) GRAVITY LOADS 1)GENERAL: 1A)ALL WORK SHALL CONFORM WITH ACI 301-10, UNLESS NOTED OTHERWISE IN DRAWINGS OR PROJECT SPECIFICATIONS. 1B)DETAIL BARS IN ACCORDANCE WITH THE DRAWINGS, PROJECT SPECIFICATIONS, AND ACI PUBLICATION SP-66 (2004): “ACI DETAILING MANUAL” 2)REINFORCING MATERIALS: 2A)SEE ‘REINFORCING MATERIALS TABLE’ 3)REINFORCING FABRICATION: 3A)SPLICES: -NO SPLICING OF REINFORCEMENT PERMITTED EXCEPT AS NOTED ON DRAWINGS. MAKE BARS CONTINUOUS AROUND CORNERS WHERE DETAIL NOT PROVIDED. WHERE PERMITTED, SPLICES MAY BE MADE BY CONTACT LAPS OR MECHANICAL CONNECTORS. -SEE ‘LAP SPLICE SCHEDULE’, ON FOR LAP LENGTHS. -SPLICE CONTINUOUS BARS IN WALLS, BEAMS, AND STEM WALLS ‘LTS’ UNLESS NOTED OTHERWISE. 3B)MISCELLANEOUS REINFORCING REQUIREMENTS: -PROVIDE ADDITIONAL BARS OR STIRRUPS REQUIRED TO SECURE REINFORCING IN PLACE DURING CONCRETE PLACEMENT. -MAKE ALL REINFORCING BAR BENDS IN THE FABRICATOR’S SHOP UNLESS NOTED. -NO WELDING OF REINFORCING PERMITTED UNLESS NOTED ON DRAWINGS. WHERE PERMITTED, PERFORM WELDING IN ACCORDANCE WITH AWS D1.4-2011. -PROVIDE ADDED REINFORCING TO TRIM ALL OPENINGS, NOTCHES, AND REENTRANT CORNERS AS NOTED IN TYPICAL DETAILS. 4)STRUCTURAL CONCRETE MIX REQUIREMENTS: 4A)SEE ‘CONCRETE MIX TABLE’ 5)SLAB-ON-GRADE: 5A)VERIFY ALKALINITY OF CONCRETE SURFACE, SLAB VAPOR TRANSMISSION, AND SLAB FLATNESS/LEVELNESS ARE COMPATIBLE WITH FLOORING SYSTEM AND ADHESIVES PRIOR TO INSTALLING FLOORING. 5B)TAKE PRECAUTIONS TO MINIMIZE SLAB CURLING. GRIND SLAB OR USE LEVELING COMPOUND IF FLOOR FLATNESS AND LEVELNESS VALUES ARE NOT ACCEPTABLE TO THE ARCHITECT. 6)NON-SHRINK GROUT: 6A)CONFORM TO ASTM C1107 6B)ACHIEVE 6000 PSI COMPRESSIVE STRENGTH AT 28 DAYS. 7)PLACING REINFORCEMENT: 7A)REINFORCEMENT PROTECTION: -SEE 'REBAR COVER TABLE’ ON -SEE ACI 117-10 FOR REINFORCEMENT PLACING TOLERANCES 7B)PROVIDE ACCESSORIES NECESSARY TO PROPERLY SUPPORT REINFORCING AND WELDED WIRE REINFORCEMENT AT POSITIONS SHOWN ON PLANS. ALL REINFORCING, DOWELS, BOLTS, AND EMBEDDED PLATES SHALL BE SET AND TIED IN PLACE BEFORE THE CONCRETE IS POURED. “STABBING” INTO PREVIOUSLY PLACED CONCRETE IS NOT PERMITTED. 8)CONSTRUCTION/CONTROL JOINTS: 8A)SUBMIT DRAWINGS SHOWING CONSTRUCTION AND CONTROL JOINT LOCATIONS ALONG WITH THE SEQUENCE OF POURS. CONSTRUCTION JOINT LOCATIONS AND CASTING SEQUENCE SHALL BE ARRANGED TO MINIMIZE THE EFFECTS OF ELASTIC AND LONG-TERM SHORTENING/SHRINKAGE. 8B)CONSTRUCTION JOINTS IN SLABS-ON-DECK, SLABS-ON-GRADE, AND STRUCTURAL SLABS SHALL BE LOCATED TO ACCOMMODATE THE MAXIMUM LENGTH AND AREA THE CONTRACTOR CAN REASONABLY POUR, FINISH, AND JOINT IN THE SAME DAY, BUT SHALL NOT EXCEED 150 FEET WITH A MAXIMUM AREA OF 15,000 SQUARE FEET UNLESS APPROVED BY THE ENGINEER. 8C)CONCRETE CONSTRUCTION JOINT SURFACE SHALL BE CLEANED AND ALL LAITANCE AND LOOSE MATERIAL REMOVED PRIOR TO SECOND CONCRETE PLACEMENT. 8D)SHEAR FRICTION JOINTS: WHERE CONSTRUCTION JOINTS ARE LABELED OR SHOWN AS “ROUGHENED” ON THE DRAWINGS, THE ENTIRE JOINT SURFACE SHALL BE MECHANICALLY ROUGHENED TO A 1/4” AMPLITUDE AND THOROUGHLY CLEANED. EXPOSE THE COARSE AGGREGATE IN THE HARDENED CONCRETE AND REMOVE ALL LAITANCE AND LOOSE MATERIAL. 9)MEP AND OTHER OPENINGS AND EMBEDMENTS: 9A)PROVIDE SLEEVES AT OPENINGS (SUCH AS THOSE REQUIRED FOR PLUMBING AND ELECTRICAL PENETRATIONS) BEFORE PLACING CONCRETE. REMOVE METAL DECK AT SLEEVES AFTER CONCRETE HAS CURED. DO NOT CUT REINFORCING WHICH MAY CONFLICT. CORING OF CONCRETE IS NOT PERMITTED. 9B)REFER TO TYPICAL DETAILS FOR SPACING LIMITS ON SLEEVES AND FOR REQUIREMENTS FOR EMBEDDED CONDUIT AND PIPE. CONCRETE NOTES 10/S390 10/S390 1)INSTALLATION REQUIREMENTS: 1A)ALL POST-INSTALLED ANCHORS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS AND PER MANUFACTURER'S ON-SITE TRAINING. 1B)ALL ADHESIVE ANCHORS AND ADHESIVE ANCHORED REINFORCEMENT DESIGNS ARE FOR INSTALLATION IN THE FOLLOWING CONDITIONS, UNLESS NOTED OTHERWISE. WRITTEN APPROVAL MUST BE RECEIVED FROM ENGINEER PRIOR TO INSTALLATION IN ALTERNATE CONDITIONS. -DRY CONCRETE, UNLESS NOTED OTHERWISE. -CONCRETE TEMPERATURE AT TIME OF INSTALLATION THROUGH CURE TIME MUST BE WITHIN THE TEMPERATURE RANGE SPECIFIED IN MANUFACTURER'S PRINTED INSTALLATION INSTRUCTION FOR ADHESIVE GEL AND CURE TIMES. -ANCHOR HOLES TO BE HAMMER DRILLED AND CLEANED. -CONCRETE MUST BE AT LEAST 21 DAYS OLD BEFORE INSTALLATION OF ANCHORS. -HOLES TO BE CLEANED AND PREPARED IN STRICT ACCORDANCE WITH MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS AND EVALUATION REPORT PRIOR TO ADHESIVE INJECTION. 1C)THE POSITION OF EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE SHALL BE LOCATED PRIOR TO INSTALLING POST INSTALLED ANCHORS OR REINFORCEMENT. EXISTING REINFORCEMENT SHALL BE LOCATED USING A SCANNER, GPR, X-RAY, CHIPPING OR OTHER MEANS. DO NOT DAMAGE OR CUT EXISTING REINFORCEMENT. 2)SUBSTITUTION REQUESTS: 2A)SUBSTITUTION REQUESTS FOR ALTERNATE PRODUCTS MUST BE APPROVED IN WRITING BY THE STRUCTURAL ENGINEER PRIOR TO USE. CONTRACTOR SHALL PROVIDE CALCULATIONS AND PRODUCT DATA DEMONSTRATING THAT THE SUBSTITUTED PRODUCT IS IN COMPLIANCE WITH THE RELEVANT BUILDING CODES, PROVIDES EQUIVALENT LOAD RESISTANCE, INSTALLATION CATEGORY, CREEP APPROVAL, IN-SERVICE TEMPERATURE AND INSTALLATION TEMPERATURE OF THE SPECIFIED PRODUCT. POST-INSTALLED ANCHOR NOTES 1)DEFINITIONS: 1A)STRUCTURAL MASONRY IS DEFINED AS BEING EITHER LOAD BEARING AND/OR SERVING AS PART OF THE LATERAL LOAD RESISTING SYSTEM. STRUCTURAL MASONRY IS SHOWN ON THE STRUCTURAL PLANS AND DEFINED IN SCHEDULES AND DETAILS ON THE STRUCTURAL DRAWINGS. 1B)SEE ARCHITECTURAL DRAWINGS FOR LOCATION, THICKNESS AND EXTENT OF MASONRY PARTITIONS. SEE DETAILS ON SHEET S450 FOR GENERAL MASONRY PARTITION REQUIREMENTS. 2)DESIGN STRENGTH: 2A)DEVELOP 2000 PSI COMPRESSIVE STRENGTH (f’m) IN 28 DAYS. 2B)STEEL REINFORCING: -PRIMARY REINFORCING: ASTM A615, 60 KSI -HORIZONTAL JOINT REINFORCING: ASTM A82, PREFABRICATED, LADDER TYPE 3)SPLICES: 3A)SEE MASONRY LAP SPLICE SCHEDULE FOR LAP LENGTHS. 4)INSTALLATION REQUIREMENTS: 4A)GROUT SOLID ALL CELLS CONTAINING REINFORCING, EMBEDDED ITEMS, AND ALL OTHER CELLS NOTED ON THE CONTRACT DOCUMENTS. MASONRY NOTES 1)CONNECTIONS: 1A)PROVIDE CONNECTIONS AS SHOWN IN THE ‘STEEL BEAM CONNECTION SCHEDULES’ ON SHEETS S510 & S511 AND DETAILS HEREIN. REFER TO SPECIFICATION FOR ALTERNATIVES AND CONNECTIONS NOT SHOWN. 2)WELDING REQUIREMENTS: 2A)WELDERS: HAVE IN POSSESSION CURRENT EVIDENCE OF PASSING THE APPROPRIATE AWS. QUALIFICATION TESTS. 2B)MINIMUM WELDS: AISC SPECIFICATION, NOT LESS THAN 3/16” FILLET, CONTINUOUS UNLESS OTHERWISE NOTED. 2C)WELD SIZES AND LENGTHS CALLED FOR ON THE DRAWINGS ARE THE NET EFFECTIVE REQUIRED. INCREASE WELD SIZE IF GAPS EXIST AT THE FAYING SURFACE. 2D)WELD SIZES SHALL BE AS SHOWN UNLESS A GREATER SIZE IS REQUIRED BY ANSI/AISC 360-05 TABLES J2.3 AND J2.4. 2E)ALL GROOVE WELDS SHALL BE COMPLETE PENETRATION UNLESS NOTED. 2F)FIELD WELDING SYMBOLS INDICATE SUGGESTED SEQUENCE CONSIDERED DURING DESIGN. THE CONTRACTOR SHALL REQUEST APPROVAL FROM THE ENGINEER TO MODIFY WELD INSTALLATION LOCATION INDICATED ON THE DOCUMENTS: -FROM SHOP TO FIELD -FROM FIELD TO SHOP 3)COMPOSITE GRAVITY FRAMING: 3A)COMPOSITE BEAMS ARE DESIGNED ASSUMING STUDS ARE INSTALLED IN THE WEAK POSITION (Rp = 0.6). SEE TYPICAL METAL DECK DETAILS FOR PLACEMENT REQUIREMENTS. 3B)COMPOSITE GIRDERS ARE DESIGNED ASSUMING STUDS ARE WELDED THROUGH THE METAL DECK AND/OR METAL DECKING/SHEET STEEL COVERS MORE THAN HALF OF THE TOP FLANGE (Rp = 0.75). SEE TYPICAL METAL DECK DETAILS FOR PLACEMENT REQUIREMENTS. 4)CAMBER: 4A)FABRICATE BEAMS SUCH THAT ROLLING OR FABRICATION INDUCED CAMBER IS UP AFTER ERECTION. 4B)CAMBER SHOWN IS BASED ON THE COMPUTED DEFLECTION OF THE BEAM DUE TO SELF WEIGHT OF CONCRETE PLACED. DESIGN IS BASED ON THE THEORETICAL CONCRETE THICKNESS PLUS 3/8” THICKNESS FOR DECK LEVELING AND 1/2” THICKNESS FOR BEAM LEVELING. INCLUDE QUANTITY OF ADDED CONCRETE DUE TO DECK AND BEAM DEFLECTION IN BID. 4C)VALUE NOTED ON PLAN IS IN-PLACE CAMBER, AFTER ERECTION, PRIOR TO PLACING CONCRETE. ADJUST FABRICATION AS REQUIRED TO ACHIEVE CAMBER SPECIFIED WITHIN TOLERANCES. 5)STRUCTURAL STEEL INSTALLATION: 5A)ALL HIGH STRENGTH BOLTS USED IN COLUMN SPLICES, CONNECTIONS OF BEAMS AND GIRDERS TO COLUMNS, AND WHERE NOTED ON THE DRAWINGS AS TYPE “SC” OR OTHER TYPE FOLLOWED BY “PT”, SHALL BE TENSIONED TO THE VALUES OF TABLE J3.1 OF ANSI/AISC 360-10 . OTHER HIGH-STRENGTH BOLTS MAY BE INSTALLED SNUG TIGHT AS DEFINED BY AISC. 6)STEEL JOISTS: 6A)DESIGNED, FABRICATED, AND ERECTED IN ACCORDANCE WITH THE STEEL JOIST INSTITUTE (SJI) STANDARD SPECIFICATIONS, 43RD EDITION (2010). 6B)SIZE, TYPE, AND SPACING OF JOIST BRIDGING PER CURRENT SJI REQUIREMENTS. USE ‘X’ BRIDGING AT DISCONTINUOUS ENDS OF BRIDGING UNLESS OTHERWISE NOTED ON PLANS OR DETAILS. 6C)REFER TO PLANS, DETAILS, AND JOIST LOAD MAP ON SHEET S010 FOR ADDITIONAL JOIST DESIGN REQUIREMENTS INCLUDING UNBALANCED, CONCENTRATED, AXIAL, AND UPLIFT LOADS. THE STEEL JOIST SUPPLIER SHALL DESIGN ALL JOISTS LABELED 'SP' FOR LOADING DESCRIBED IN JOIST LOAD MAP NOTES ON SHEET S010. 6D)DESIGN JOISTS AND BRIDGING FOR NET UPLIFT FORCES INDICATED IN DESIGN CRITERIA. 7)METAL DECK: 7A)SEE ‘METAL DECK SCHEDULE’ ON SHEET S530 FOR MATERIALS, PROFILE, AND CONNECTIONS TO STRUCTURE. 7B)QUALITY CONTROL AND QUALITY ASSURANCE FOR STEEL DECK INSTALLATION SHALL BE IN ACCORDANCE WITH SDI QA/QC-2011, “STANDARD FOR QUALITY CONTROL AND QUALITY ASSURANCE FOR THE INSTALLATION OF STEEL DECK”. 7C)DECK DESIGN IS IN ACCORDANCE WITH STEEL DECK INSTITUTE (SDI) FLOOR DECK DESIGN MANUAL (2014), SDI ROOF DECK DESIGN MANUAL (2013), AND SDI DIAPHRAGM DESIGN MANUAL, 4TH EDITION (2015) 7D)PLACE CONCRETE ON METAL DECK IN ACCORDANCE WITH SDI FLOOR DECK DESIGN MANUAL (2014) TO LIMIT CONSTRUCTION LOADS TO ALLOWABLE MAGNITUDES. 7E)REINFORCE OPENINGS IN METAL ROOF DECK AND FLOOR DECK SUPPORTING CONCRETE FILL IN ACCORDANCE WITH TYPICAL DECK OPENING DETAILS. 7F)INSTALL DECK OVER 4 SUPPORTS (3 SPAN CONTINUOUS) UNLESS NOTED OTHERWISE. DO NOT INSTALL DECK AS SINGLE SPAN UNLESS SPECIFICALLY SHOWN ON DRAWINGS. 7G)PROVIDE DECK ATTACHMENTS AS NOTED ON DRAWINGS. 8)STRUCTURAL COLD FORMED STEEL FRAMING: 8A)COLD FORMED METAL FRAMING IS A PERFORMANCE SPECIFIED ITEM DESIGNED BY THE CONTRACTOR. PROVIDE STUD DEPTH INDICATED ON THE DRAWINGS. DO NOT EXCEED MAXIMUM SPACING INDICATED. VARY FLANGE WIDTH, GAGE, YIELD STRENGTH, BRACING, STUD SPACING, ETC. AS REQUIRED TO SATISFY PERFORMANCE CRITERIA IN THE CONTRACT DOCUMENTS. MINIMUM STUD GAGE SPECIFIED IS REQUIRED FOR ATTACHMENT OF OTHER MATERIALS TO STUDS. DO NOT BASE BIDS ON MINIMUM GAGE OR MAXIMUM SPACING SPECIFIED. 8B)REFER TO DETAILS FOR MINIMUM CONNECTIONS AND OTHER REQUIREMENTS. DO NOT IMPOSE FORCES ON THE BUILDING STRUCTURE IN DIRECTIONS OR AT LOCATIONS OTHER THAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS. DO NOT IMPOSE FORCES LARGER THAN SPECIFIED. CONNECTIONS TO CONCRETE SHALL NOT USE PAFs TO RESIST TENSION LOADS. STEEL NOTES SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PR I N C I P A L : EO R : DE S I G N E R : PR O J E C T M A N A G E R : MM J O B # : DA T E P R I N T E D : FI L E P A T H : 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET 3/4" = 1'-0" 10 / 3 1 / 2 0 1 6 1 1 : 1 7 : 0 9 A M C: \ P r o j \ 1 6 . 0 1 1 7 . S . 0 1 - E S T E S _ C O M M U N I T Y _ C E N T E R - R S 1 6_ e s a b i a . r v t ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 NOTES S003 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED S A B I A , K A T I E H O Y T ED S A B I A RA L P H R E M P E L 16 . 0 1 1 7 . S . 0 1 DW I G H T G I L B E R T SVT = CONTRACTOR SHALL PROVIDE CONCRETE WITH REDUCED WATER IN ORDER TO ACHIEVE THE SLAB VAPOR TRANSMISSION REQUIRED FOR THE SPECIFIED FLOORING MATERIALS c. ABBREVIATIONS FOR OTHER REQUIREMENTS AS FOLLOWS: b. WHERE AIR CONTENT IS INDICATED IN THE MIX TABLE, PROVIDE AIR ENTRAINING ADMIXTURE. TOTAL AIR CONTENT LIMITS INCLUDE BOTH ENTRAINED AND ENTRAPPED AIR +/- 1 1/2%. ‘NP’ IN COLUMN INDICATES ADDITION OF ENTRAINED AIR IS NOT PERMITTED EXCEPT WHERE CONTRACTOR CAN DEMONSTRATE THAT SLABS WITH ENTRAINED AIR WILL HAVE A FINISH ACCEPTABLE TO THE ARCHITECT WITHOUT BLISTERS. AIR CONTENT NOTED IS BASED ON 3/4" AGGREGATE. IF 3/8” AGGREGATE IS USED, INCREASE AIR CONTENT BY 1 1/2%. 1”: #57 AGGREGATE 3/4”: #67 AGGREGATE a. FOR THE MAXIMUM COARSE AGGREGATE SIZE INDICATED, USE THE FOLLOWING AGGREGATE SIZE NUMBERS PER ASTM C33: FOR CONCRETE PLACED BY PUMPING PROVIDE CONCRETE MIX FLOWABILITY TO FACILITATE PUMPING. ENTRAINED AIR MAY BE USED TO FACILITATE PUMPING SUBJECT TO THE PROVISIONS OF NOTE b BELOW. USE TYPE I / II PORTLAND CEMENT UNLESS NOTED OTHERWISE. FOR CONCRETE MIXES USED ON FLOORS MINIMUM CEMENTITIOUS CONTENT SHALL BE 540 POUNDS PER CUBIC YARD - PROVIDE WORKABILITY AND CONSISTENCY TO PERMIT CONCRETE TO BE WORKED READILY INTO FORMS AND AROUND REINFORCEMENT UNDER CONDITIONS OF PLACEMENT TO BE EMPLOYED, WITHOUT SEGREGATION OR EXCESSIVE BLEEDING. CONTRACTOR SHALL SELECT APPROPRIATE SLUMP. USE ADMIXTURES AS REQUIRED TO OBTAIN DESIRED RESULTS. - PROVIDE THE MINIMUM COMPRESSIVE STRENGTH AS INDICATED IN THE MIX TABLE. DO NOT EXCEED THE MAXIMUM WATER-CEMENT RATIO NOTED. PROPORTIONS OF MATERIALS IN CONCRETE MIX SHALL BE ESTABLISHED TO: CONCRETE MIX TABLE NOTES: 7 ALL CONC OTHERWISE NOT SPECIFIED 4 NWC 0.50 3/4 6 - 6 SLAB ON GRADE WITH MOISTURE SENSITIVE FLOORING 3.5 NWC - 1 NP SVT 5 INT SLABS ON GRADE 3.5 NWC - 1 NP 4 INT TOPPING SLABS, SLABS ON DECK 3.5 NWC 0.50 3/4 NP 3 ALL CONC EXPOSED TO WEATHER OR DEICERS: BEAMS, SLABS, WALLS 5 NWC 0.40 3/4 6 - 2 FOOTINGS, PILASTERS, STEM WALLS, BASEMENT WALLS, EXPOSED TO MOISTURE OR FREEZING 4.5 NWC - 3/4 5 - 1 FOOTINGS, PILASTERS, STEM WALLS, BASEMENT WALLS NOT EXPOSED TO MOISTURE OR FREEZING 3 NWC - 1 - - CONC MIX TYPE INTENDED USE 28 DAY STRENGTH f'c (KSI) CONC WEIGHT MAX W/C RATIO, INCLUDING FLY ASH MAX AGGREGATE SIZE (IN), NOTE a TOTAL AIR CONTENT (%), NOTE b OTHER REQTS, NOTE c CONCRETE MIX TABLE SCREW ANCHORS HILTI KWIK HUS-EZ - - SUBMIT CALCULATIONS FOR SUBSTITUTIONS EXPANSION ANCHORS (IN GROUTED MASONRY)HILTI KWIK BOLT 3 - - SUBMIT CALCULATIONS FOR SUBSTITUTIONS EXPANSION ANCHORS (IN CONCRETE)HILTI KWIK BOLT TZ - - SUBMIT CALCULATIONS FOR SUBSTITUTIONS ADHESIVE ANCHOR RODS -36 MIN 58 MIN THREADED ROD, UNGREASED ADHESIVE (IN GROUTED OR HOLLOW MASONRY)HILTI HIT-HY 70 - - SUBMIT CALCULATIONS FOR SUBSTITUTIONS ADHESIVE (IN CONCRETE W/>12" EMBEDMENT)HILTI HIT-RE 500 V3 - - SUBMIT CALCULATIONS FOR SUBSTITUTIONS ADHESIVE (IN CONCRETE)HILTI HIT-HY 200 - - SUBMIT CALCULATIONS FOR SUBSTITUTIONS ANCHOR TYPE PRODUCT Fy (KSI) Fu (KSI)COMMENT POST-INSTALLED ANCHOR TABLE EPOXY COATING OF REINFORCING A775 OR A934 - - - WELDED WIRE REINFORCING, DEFORMED A1064 70 80 - WELDED WIRE REINFORCING, SMOOTH A1064 65 75 - WELDED & FIELD BENT REINF A706 60 80 - TYP REINFORCING A615 60 90 - REINF ELEMENT ASTM Fy (KSI) Fu (KSI) COMMENTS REINFORCING MATERIAL TABLE WF, WT A992 50 65 -- WELDING ELECTRODES, THICKNESS OF THINNER PART ≤ 0.1 INCHES (12 GA) E60 OR E70 -- -- PER AWS WELDING ELECTRODES, THICKNESS OF THINNER PART > 0.1 INCHES (12 GA) E70 PER AWS ROUND HSS A500 GR C 46 62 -- RECT HSS A500 GR C 50 62 -- PLATES A36 36 58 -- PIPE A53 GR B 35 60 -- OTHER SHAPES A36 36 58 -- HAS A108 51 65 STUDS ARE 3/4"Ø UNO DAS A1064 70 80 -- COLD-FORMED TRACK, ALL THICKNESSES A1003 33 -- -- COLD-FORMED STUDS/PLATE, 54 MIL AND HEAVIER A1003 50 -- -- COLD-FORMED STUDS/PLATE, 33 AND 43 MIL A1003 33 -- -- BOLTS F3125 - TYPE A325 OR F1852 -- 120 BOLTS ARE 3/4"Ø UNO, USE TENSION- CONTROLLED WHERE POSSIBLE ANCHOR RODS IN MASONRY F1554 GR 36, F1554 GR 55, OR A307 GRADE A/C 36 58 WELDABLE, STD HEX HEAD ANCHOR RODS F1554 GR 55 55 75 WELDABLE, HEAVY HEX HEADED STEEL ELEMENT ASTM/TYPE Fy (KSI) Fu (KSI)COMMENTS STEEL MATERIAL TABLE * 1 MIL = 1/1000" NOTE: 12 97 14 68 16 54 18 43 20 33 22 27 GAUGE MINIMUM THICKNESS (MILS*) METAL GAUGE CONVERSION WOOD NOTES 1)LAMINATED MEMBER SIZES: 1A)LVL, GLU-LAM AND AND OTHER FABRICATED MEMBERS SIZES SHOWN ARE NET. OTHER MEMBER SIZES ARE NOMINAL. 2)FABRICATED LUMBER: 2A)FABRICATED LUMBER DESIGNATIONS ARE THOSE MANUFACTURED BY iLEVEL, BOISE, IDAHO. 2B)FABRICATED LUMBER IS DESIGNATED ON THE DRAWINGS AS ONE OF THE FOLLOWING: TJI JOISTS, MICROLLAM (LVL), OR PARALLAM (PSL). 2C)THE MANUFACTURER SHALL PROVIDE WEB STIFFENERS ON I-JOISTS, END BLOCKING, BRIDGING, AND ERECTION BRACING AS REQUIRED. 2D)FABRICATED LUMBER SHALL BE DRY. 3)GLUED LAMINATED MEMBERS: 3A)COMBINATION SYMBOL: 24F-V4, TRUSS DESIGNER MAY PROVIDE PROPERTIES AS DESIRED 3B)MINIMUM DESIGN VALUES ARE BASED ON THE 2012 NDS. 4)FRAMING LUMBER: 4A)DRY (19% MAXIMUM MOISTURE CONTENT AT THE TIME OF INSTALLATION), DOUGLAS FIR-LARCH WITH MINIMUM DESIGN VALUES BASED ON THE 2012 NDS. SILL PLATES SHALL BE STUD GRADE. 5)METAL CONNECTORS: 5A)FRAMING CONNECTOR DESIGNATIONS ARE THOSE MANUFACTURED BY SIMPSON STRONG-TIE COMPANY, SAN LEANDRO, CALIFORNIA. OTHER MANUFACTURER’S PRODUCTS MAY BE USED IF APPROVED BY THE ENGINEER. FURNISH NAILS AND/OR BOLTS OF DIAMETER, LENGTH, AND NUMBER SPECIFIED BY THE MANUFACTURER FOR EACH CONNECTOR. 6)OPENINGS: 6A)OPENING, POCKETS, ETC., SHALL NOT BE PLACED IN BEAMS, JOISTS, RAFTERS, STUDS, POSTS, COLUMNS, TIMBER AND OTHER STRUCTURAL MEMBERS UNLESS DETAILED ON THE STRUCTURAL DRAWINGS. 51 PSF 125 PSF 51 P S F 12 2 P S F 51 P S F 12 2 P S F 51 P S F 14 6 P S F 51 P SF 146 PSF 51 PSF 125 PSF 51 PSF 114 PSF 51 P S F 13 0 P S F 51 PSF 163 PSF 51 PSF 131 PSF 51 PSF 114 PSF 51 PSF 79 PSF 51 PSF 79 PSF 51 PSF 79 PSF 51 PSF 138 PSF 51 PSF 125 PSF 51 PSF 68 PSF 51 PSF 126 PSF 51 PSF 126 PSF 51 P S F 13 0 P S F 51 P S F 11 3 P S F 3 4 6 7 8 A B C D E F H K 1 L M M.6 N P Q A1 A2 A3 A5 A6 AA AB AC AD AE AF AG AH EH EG EF EE E1 E2 E3 E4 E5 E6 E7 E8 E9 E10 E11 E12 E13 E14 NJ 5 A.1 A4 A3.4 EXISTING BUILDING NOT SHOWN 6.5 G J.3 D.8 E.2 11 A1.5 27 ' - 9 " 12'-4"12'-8" 156 PSF 16'-9" 16'-9" 6'-0" 150 PSF 150 PSF 26 ' - 0 " 100 PSF 11 ' - 3 " 167 PSF 15'-0" 22'-0" 20'-0" 11 ' - 3 " 15'-0" 102 PSF 10'-0" 10'-0" 61 PSF 61 PSF 61 PSF 15 ' - 0 " 100 PSF 135 psf 91 psf 11 ' - 4 " 14'-3" 100 PSF 100 PSF 2 100 PSF 13 ' - 4 " 10 13 ' - 4 " 13'-0" SNOW DRIFT APPLIED TO EXISTING BUILDING 10'-0" NOTES: 1. APPROXIMATE LOCATION OF MECHANICAL EQUIPMENT NOTED ON PLAN. CONTRACTOR SHALL VERIFY WEIGHT AND LOCATION WITH EQUIPMENT FURNISHED. INCLUDE THIS INFORMATION IN STEEL JOIST SHOP DRAWING SUBMITTAL. MECHANICAL WEIGHT IS ASSUMED TO BE UNIFORMLY LOAD ENTIRE AREA OF FOOTPRINT. 2. DISTRIBUTED LOADS ARE IN LB/FT² AND SHALL BE MULTIPLIED BY JOIST SPACING FOR JOIST DESIGN. DEAD LOAD SHOWN DOES NOT INCLUDE JOIST SELF-WEIGHT. 3. JOIST MANUFACTURER TO DESIGN JOISTS TO SUPPORT LOADS AS SHOWN ABOVE ACCORDING TO LOAD COMBINATIONS PER APPLICABLE BUILDING CODE. LOADS SHOWN INCLUDE SNOW LOADS SHOWN AT LEFT. 4. DISTRIBUTED LOADS ARE APPLIED TO JOIST TOP CHORD, UNO. 5. ALL LOADS SPECIFIED ARE UNFACTORED. 6.LOADS DESIGNATED B ARE BASKETBALL GOALS. COORDINATE LOAD MAGNITUDE, DIRECTION, AND LOCATION WITH SELECTED GOAL MANUFACTURER. GOALS TO BE CONNECTED TO JOIST BOTTOM CHORD. 7.LOADS DESIGNATED F ARE FANS, 400# MIN. COORDINATE LOAD MAGNITUDE, DIRECTION, AND LOCATION WITH SELECTED FAN MANUFACTURER. FAN TO BE CONNECTED TO JOIST BOTTOM CHORD. 8.SEE DETAILS WITHIN SET FOR ADDITIONAL JOIST LOADING NOT SHOWN HERE. 9.WHERE INDICATED LOAD FALLS BETWEEN JOISTS, ASSUME LOAD IS DISTRIBUTED TO ADJACENT JOISTS BY A SIMPLY SUPPORTED ELEMENT. 3 4 6 7 8 A B C D E F H K 1 L M M.6 N P Q A1 A2 A3 A5 A6 AA AB AC AD AE AF AG AH EH E1 E2 E3 E4 E5 E6 E7 E8 E9 E10 E11 E12 E13 E14 NJ 5 A.1 A4 A3.4 6.5 G J.3 D.8 E.2 11 A1.5 B B B B B F B 10k 15k 2k 11.5k 9.5k F F DESIGN JOISTS FOR PARTITION NET, 100 PLF (BOTTOM CHORD) SEE 16 & 20/S530 SEE 16&20/S530 DESIGN JOISTS FOR OPERABLE PARTITION, 150 PLF (BOTTOM CHORD) 2 4.5 KIPS FOR STACKED OPERABLE PARTITION (BOTTOM CHORD) EQEQ DESIGN JOIST FOR TOP CHORD AXIAL WIND LOAD OF 5 KIPS 13k 10 JOIST DESIGN TO ASSUME LOADS APPLIED TO DOUBLE JOISTS ARE DIVIDED EQUALLY BETWEEN EACH PAIR OF JOISTS COORD JOIST WEB LAYOUT FOR MECH DUCT. GC TO COORD LOCATION 10'-2"70'-6" GC TO COORDINATE LOCATION 14 ' - 1 " COORD JOIST WEB LAYOUT FOR MECH DUCT PER 20/S520. GC TO COORD LOCATION COORDINATE BRIDGING LAYOUT W/ DUCTS WITHIN JOIST DEPTH COORDINATE BRIDGING LAYOUT W/ DUCTS WITHIN JOIST DEPTH JOIST TO BE DESIGNED FOR TOP CHORD LOAD AT EACH CANOPY HSS OF: DEAD LOAD = 2 KIPS SNOW LOAD = 6 KIPS WIND LOAD = ±6.7 KIPS EAST HSS LOCATION CAN BE TAKEN AS HALF THE NORMAL FORCE 0.2 KIPS FOR STACKED FIRE DOOR (BOTTOM CHORD) 1'-6" 15 ' - 5 " SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PR I N C I P A L : EO R : DE S I G N E R : PR O J E C T M A N A G E R : MM J O B # : DA T E P R I N T E D : FI L E P A T H : 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET As indicated 10 / 3 1 / 2 0 1 6 1 1 : 1 7 : 1 3 A M C: \ P r o j \ 1 6 . 0 1 1 7 . S . 0 1 - E S T E S _ C O M M U N I T Y _ C E N T E R - R S 1 6_ e s a b i a . r v t ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 LOADING PLANS S010 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED S A B I A , K A T I E H O Y T ED S A B I A RA L P H R E M P E L 16 . 0 1 1 7 . S . 0 1 DW I G H T G I L B E R T 1/16" = 1'-0" ROOF - SNOW LOAD MAP1 1/16" = 1'-0" ROOF - JOIST LOAD MAP2 NOTES: 1.ALL ROOFS DESIGNED FOR 51 PSF MIN. 2.INDICATED DRIFTS APPLY OVER FULL LENGTH OF ROOF SECTION. 3.SNOW LOADS INDICATED ARE UNFACTORED. 19 PSF LOW ROOF SOUTH OF M.6 NO HATCH 15 PSF TYP UNO 72 PSF MECH WEIGHT SHOWN IS ADDITIONAL SYMBOL DEAD LOAD REMARKS JOIST LOADING STATEMENT OF STRUCTURAL SPECIAL INSPECTIONS AND TESTING QUALITY ASSURANCE GENERAL NOTES 1)GENERAL: 1A)SCOPE OF WORK -THE OWNER WILL ENGAGE A QUALIFIED INSPECTION AND TESTING AGENCY(S) TO PERFORM SPECIAL INSPECTIONS AND TESTING FOR ALL STRUCTURAL MEMBERS AND ASSEMBLIES AS NOTED HEREIN. -SPECIAL INSPECTIONS ARE IN ADDITION TO INSPECTIONS BY THE AUTHORITY HAVING JURISDICTION REQUIRED BY IBC 2015 SECTION 110. -REFER TO THE SPECIFICATIONS FOR REPORTING AND PROCEDURAL REQUIREMENTS FOR QUALITY ASSURANCE AND QUALITY CONTROL. -REFER TO ARCH/MECH/ELEC/CIVIL SPECIFICATIONS AND DRAWINGS FOR ADDITIONAL SPECIAL INSPECTION AND TESTING THAT MAY BE REQUIRED. -SPECIAL INSPECTIONS AND TESTING ARE APPLICABLE TO ALL REVISIONS AND/OR FUTURE WORK ADDED BY AMENDMENTS TO THESE DOCUMENTS. 1B)DEFINITIONS -SPECIAL INSPECTOR: THE AGENCY ENGAGED BY THE OWNER AND APPROVED BY THE AUTHORITY HAVING JURISDICTION TO ACT AS THE DESIGNATED REPRESENTATIVE TO PERFORM INSPECTIONS. -SPECIAL INSPECTION: INSPECTION PERFORMED BY THE SPECIAL INSPECTOR ACCORDING TO IBC 2015 SECTION 1704 TO ENSURE COMPLIANCE WITH APPROVED CONSTRUCTION DOCUMENTS AND REFERENCED STANDARDS. -(P) PERIODIC INSPECTION: THE PART-TIME OR INTERMITTENT OBSERVATION BY THE SPECIAL INSPECTOR OF WORK BEING PERFORMED. SPECIAL INSPECTOR SHALL BE PRESENT IN THE AREA WHERE THE WORK IS BEING PERFORMED. OBSERVATION OF ALL WORK (100% VISUAL) SHALL BE MADE AT THE COMPLETION OF THE WORK. -(C) CONTINUOUS INSPECTION: THE FULL-TIME OBSERVATION BY THE SPECIAL INSPECTOR OF WORK BEING PERFORMED. SPECIAL INSPECTOR SHALL BE PRESENT IN THE AREA WHERE THE WORK IS BEING PERFORMED. OBSERVATION OF ALL WORK (100% VISUAL) SHALL BE MADE AT THE COMPLETION OF THE WORK. 1C)DEFICIENCIES IN WORK -CORRECT DEFICIENCIES IN WORK THAT TESTS AND INSPECTIONS INDICATE DO NOT COMPLY WITH THE CONTRACT DOCUMENTS AND REFERENCED STANDARDS. -ALL COST OF ADDITIONAL TESTING AND/OR INSPECTIONS FOR CORRECTIVE WORK SHALL BE BORNE BY THE CONTRACTOR. 2)SHOP FABRICATIONS: 2A)GENERAL -PERFORM INSPECTIONS AND TESTING FOR ALL SHOP FABRICATED STRUCTURAL MEMBERS AND ASSEMBLIES AS NOTED HEREIN. SPECIAL INSPECTOR SHALL PERFORM SPECIAL INSPECTIONS AND TESTING UNLESS THE FABRICATOR IS REGISTERED AND APPROVED BY THE AUTHORITY HAVING JURISDICTION TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION OR FABRICATION HAS A CURRENT ICC-ES EVALUATION REPORT. -SPECIAL INSPECTOR SHALL VERIFY THE FABRICATOR MAINTAINS AND FOLLOWS DETAILED SHOP FABRICATION AND QUALITY CONTROL PROCEDURES, UNLESS FABRICATOR IS REGISTERED AND APPROVED. -AT THE COMPLETION OF FABRICATION, THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE AUTHORITY HAVING JURISDICTION ACCORDING TO IBC 2015 SECTION 1704.2.5.1. -APPROVED FABRICATORS MAY PERFORM TESTING NOTED HEREIN EXCEPT THAT NONDESTRUCTIVE TESTING (NDT) SHALL ONLY BE PERFORMED BY PERSONNEL WITH QUALIFICATIONS THAT MEET OR EXCEED THE CRITERIA OF AWS D1.1 SUBCLAUSE 6.14.6 AND AMERICAN SOCIETY FOR NONDESTRUCTIVE TESTING (ASNT) SNT-TC-1A OR ASNT CP-189. 2B)SHOP FABRICATIONS INCLUDED -SHOP FABRICATED STRUCTURAL STEEL INCLUDING STAIRS AND RAILING ELEMENTS -SHOP FABRICATED COLD FORMED STEEL ELEMENTS SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PR I N C I P A L : EO R : DE S I G N E R : PR O J E C T M A N A G E R : MM J O B # : DA T E P R I N T E D : FI L E P A T H : 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET 12" = 1'-0" 10 / 3 1 / 2 0 1 6 1 1 : 1 7 : 1 7 A M C: \ P r o j \ 1 6 . 0 1 1 7 . S . 0 1 - E S T E S _ C O M M U N I T Y _ C E N T E R - R S 1 6_ e s a b i a . r v t ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 QUALITY ASSURANCE S020 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED S A B I A , K A T I E H O Y T ED S A B I A RA L P H R E M P E L 16 . 0 1 1 7 . S . 0 1 DW I G H T G I L B E R T - SHORE/FORM REMOVAL P ACI 318 6.2 FOR BEAMS AND STRUCTURAL SLABS - CURING P ACI 318 5.11-5.13 - - PLACEMENT OF CONCRETE C ACI 318 5.9-5.10 - - FORMWORK PRIOR TO PLACEMENT OF CONCRETE P ACI 318 6.1.1 INSPECT FIRST POUR OF EACH TYPE (GRADE BEAM, COLUMN, STRUCTURAL SLAB, SLAB-ON-DECK, ETC.) - MIX DESIGN EACH TRUCK - VERIFY USE OF APPROVED DESIGN MIXTURE FOR EACH TRUCK LOAD CONCRETE - WELDING - - INSPECT PER THE STRUCTURAL STEEL TABLE - PRIOR TO PLACEMENT OF CONCRETE 100% - VERIFY TYPE, FINISH, DIAMETER, LENGTH, QUANTITY, EMBEDMENT LENGTH, SPACING AND EDGE DISTANCES. VERIFY USE OF PLACING TEMPLATE WHERE SPECIFIED BOLTS AND EMBEDMENTS - MECHANICAL CONNECTORS C ICC-ES REPORT - - COATED REINFORCING P ACI 301 3.2.1.2 - - FIELD BENDING P ACI 301 3.3.2.8 - - WELDING C AWS D1.4 VERIFY ASTM A706 REINFORCING STEEL - PRIOR TO PLACEMENT OF CONCRETE 100% - DURING PLACEMENT P ACI 318 3.5, 7.1-7.7 VERIFY GRADE, FINISH, SIZE, BAR QUANTITY, LOCATION, SPACING, COVER, HOOK LENGTHS, SPLICE LENGTH, SPLICE LOCATIONS, BEND DIAMETERS, COATING, SURFACE CONDITION, AND SUPPORT REINFORCING STEEL ITEM FREQUENCY STANDARD CRITERIA STRUCTURAL CONCRETE SPECIAL INSPECTIONS (ACI 318-11) 2.REPORTS OF COMPRESSIVE STRENGTH TESTS SHALL CONTAIN THE FOLLOWING INFORMATION: DATE OF CONCRETE PLACEMENT, LOCATION OF CONCRETE BATCH IN WORK, DESIGN 28-DAY COMPRESSIVE STRENGTH, CONCRETE SUPPLIER AND MIXTURE ID NUMBER, TIME OF BATCH AND PLACEMENT, AMBIENT AIR TEMPERATURE, SITE ADDED WATER AND ADMIXTURES, UNIT WEIGHT, AND AS REQUIRED BY ASTM C39. 1.NONDESTRUCTIVE TESTING MAY BE PERMITTED BY THE ARCHITECT, BUT WILL NOT BE USED AS SOLE BASIS FOR APPROVAL OR REJECTION OF DEFICIENT CONCRETE. STRUCTURAL CONCRETE TESTING NOTES: - MEASURE CONCRETE FLOOR FLATNESS (FF) AND FLOOR LEVELNESS (FL) - ASTM E1155 PERFORM MEASUREMENTS WITHIN 48 HOURS OF FINISHING OPERATIONS AND PRIOR TO REMOVAL OF SHORES OR FORMS. MEASURE AREAS INDICATED IN THE SPECIFICATIONS FLOOR FLATNESS REQUIREMENTS - COMPRESSIVE STRENGTH EACH COMPOSITE SAMPLE ASTM C31 ASTM C39 EITHER: (4)6x12 OR (6)4x8 CYLINDERS TEST PER SCHEDULE BELOW: - 7 DAYS: (1)6x12 OR (1)4x8 - 28 DAYS: (2)6x12 OR (3)4x8 - 56 DAYS: (1)6x12 OR (2)4x8 (IF 28 DAY TESTS DO NOT ACHIEVE SPECIFIED 28 DAY STRENGTH) ACCEPTANCE CRITERIA PER ACI 318 - COLD WEATHER CURING - ASTM C1074 RECORD MAXIMUM AND MINIMUM CONCRETE TEMPERATURE DURING CURING PERIOD, WHEN DAILY AVERAGE AIR TEMPERATURE OF 40 °F OR BELOW IS EXPECTED FOR 3 SUCCESSIVE DAYS DURING CURING PERIOD - TEMPERATURE EACH COMPOSITE SAMPLE AND 60 MINUTE INTERVALS ASTM C1064 REQUIRED WHEN AIR TEMPERATURE IS 40 °F AND BELOW OR 80°F AND ABOVE - AIR CONTENT WHEN AIR ENTRAINMENT IS SPECIFIED EACH COMPOSITE SAMPLE ASTM C231 PRESSURE METHOD (NWC) - - SLUMP/SLUMP FLOW EACH COMPOSITE SAMPLE ASTM C143 (SLUMP) OR ASTM C1611 (SLUMP FLOW) SPECIFIED SLUMP SHALL BE AS SUMBITTED IN THE MIX DESIGN ± 1 1/2". PERFORM ADDITIONAL TESTS WHEN CONCRETE CONSISTENCY APPEARS TO CHANGE - COMPOSITE SAMPLE 100 CY/MIX/DAY ASTM C172 OBTAIN AT POINT OF PLACEMENT. ADJUST FREQUENCY AS REQUIRED TO PROVIDE MINIMUM 5 TOTAL TESTS PER MIX BUT NOT MORE THAN ONE SAMPLE PER TRUCK LOAD CONCRETE - WELDING - - PER STRUCTURAL STEEL TESTING REINFORCING STEEL, BOLTS AND EMBEDMENTS ITEM FREQUENCY STANDARD CRITERIA STRUCTURAL CONCRETE TESTING - CURE TIME 100% VISUAL - VERIFY FULL CURE TIME HAS ELAPSED PRIOR TO APPLICATION OF TORQUE OR LOAD TO ANCHOR - AFTER INSTALLATION OF ATTACHED ASSEMBLY 100% VISUAL - VERIFY NUMBER, EDGE DISTANCES, AND ANCHOR FLUSH WITH AND PERPENDICULAR TO THE RECEIVING SURFACE - DURING INSTALLATION OF ANCHOR C ICC-ES REPORT CONTINUOUS INSPECTION REQUIRED REGARDLESS IF PERIODIC INSPECTION IS PERMITTED BY ICC-ES REPORT. VERIFY HOLE DIMENSIONS, HOLE CLEANING, ANCHOR EMBEDMENT, EDGE DISTANCES AND SPACING - PRIOR TO INSTALLATION OF ANCHOR EACH ANCHOR ICC-ES REPORT VERIFY TYPE, DIAMETER, LENGTH, FINISH, AND BASE MATERIAL. VERIFY SOLID GROUTED AREA AROUND ANCHORS IN GROUTED MASONRY - PRIOR TO START OF WORK - ICC-ES REPORT REVIEW CONTRACTOR'S INSTALLATION PROCEDURE ADHESIVE ANCHORS, REINFORCING STEEL ANCHORED INTO HARDENED CONCRETE - AFTER INSTALLATION OF ATTACHED ASSEMBLY 100% VISUAL - VERIFY NUMBER, EDGE DISTANCES, AND ANCHOR FLUSH WITH AND PERPENDICULAR TO THE RECEIVING SURFACE - DURING INSTALLATION OF ANCHOR C ICC-ES REPORT CONTINUOUS INSPECTION REQUIRED REGARDLESS IF PERIODIC INSPECTION IS PERMITTED BY ICC-ES REPORT. VERIFY HOLE DIMENSIONS, HOLE CLEANING, ANCHOR EMBEDMENT, EDGE DISTANCES AND SPACING - PRIOR TO INSTALLATION OF ANCHOR EACH ANCHOR ICC-ES REPORT VERIFY TYPE, DIAMETER, LENGTH, FINISH, AND BASE MATERIAL. VERIFY SOLID GROUTED AREA AROUND ANCHORS IN GROUTED MASONRY. VERIFY MAXIMUM IMPACT WRENCH TORQUE RATING FOR SCREW ANCHORS - PRIOR TO START OF WORK - ICC-ES REPORT REVIEW CONTRACTOR'S INSTALLATION PROCEDURE EXPANSION ANCHORS, SLEEVE ANCHORS, SCREW ANCHORS ITEM FREQUENCY STANDARD CRITERIA POST-INSTALLED ANCHORS/REINFORCING STEEL SPECIAL INSPECTIONS - TENSION TEST FIRST 3 AND 1% OF REMAINING ASTM E488 STATIC TENSION TEST THE INSTALLATION OF THE FIRST 3 OF EACH TYPE, BASE MATERIAL, AND POSITION (DOWN, HORIZONTAL, OVERHEAD). OBSERVE ASTM E488 MINIMUM EDGE DISTANCES FOR DETERMINING TEST LOCATIONS. SUBMIT PROPOSED TEST LOCATIONS AND REQUESTS FOR REQUIRED TENSION TEST LOAD VALUES TO ENGINEER ADHESIVE ANCHORS, REINFORCING STEEL ANCHORED INTO HARDENED CONCRETE - TORQUE TEST 100% - TEST ANCHOR WITH CALIBRATED TORQUE WRENCH TO 100% OF THE INSTALLATION TORQUE NOTED IN ICC-ES REPORT. ATTAIN SPECIFIED TORQUE WITHIN 1/2 TURN OF THE NUT EXPANSION ANCHORS, SLEEVE ANCHORS, SCREW ANCHORS ITEM FREQUENCY STANDARD CRITERIA POST-INSTALLED ANCHOR/REINFORCING STEEL TESTING - OBSERVE PREPARATION OF GROUT SPECIMENS, MORTAR SPECIMENS, AND/OR PRISMS - IF NECESSARY P TMS 602, Art. 1.4B ASTM C1019, ASTM C1314 - PREPARATION, CONSTRUCTION, AND PROTECTION OF MASONRY DURING HOT AND COLD WEATHER P TMS 602, Art. 1.8C AND 1.8D REQUIRED WHEN AIR TEMPERATURE IS BELOW 40°F OR ABOVE 90°F - WELDING OF REINFORCEMENT C PER STRUCTURAL STEEL TABLE - - TYPE, SIZE, AND LOCATION OF ANCHORS, INCLUDING OTHER DETAILS OF ANCHORAGE OF MASONRY TO STRUCTURAL MEMBERS, FRAMES, OR OTHER CONSTRUCTIONS P - - - SIZE AND LOCATION OF STRUCTURAL ELEMENTS P TMS 602, Art. 3.3F - VERIFY DURING CONSTRUCTION - CONSTRUCTION OF MORTAR JOINTS P TMS 602, Art. 3.3B - - MIX DESIGN FOR OFF-SITE PREPARED GROUT EACH TRUCK PER STRUCTURAL CONC TABLE - - PROPORTIONS OF SITE -PREPARED GROUT P TMS 602, Art. 2.6B ASTM C476 - PLACEMENT OF REINFORCEMENT AND CONNECTORS (REBAR, JOINT REINCOREMENT, AND TIES) P TMS 602, Art. 3.2E AND 3.34.4 VERIFY TYPE, SIZE, QUANTITY, LOCATION, SPACING, COVER, SPLICE LENTGH, SPLICE LOCATION, SURFACE CONDITION, SUPPOR, AND SECURING. SEE STRUCTURAL CONCRETE TABLE FOR FIELD BENDING, COATED REINFORCEMENT, AND MECHANICAL CONNECTORS - GRADE, TYPE, SIZE OF REINFORCEMENT AND ANCHOR BOLTS P TMS 602 Art. 2.4 AND 3.4 VERIFY TYPE, FINISH, DIAMETER, LENGTH, QUANTITY, EMBEDMENT LENGTH, SPACING AND EDGE DISTANCE. VERIFY GROUT SPACE AROUND ANCHORS IN FACE SHELL - GROUT SPACE P TMS 602, Art. 3.2D AND 3.2F VERIFY GROUT SPACE IS FREE OF MORTAR DROPPINGS AND DEBRIS, AND CLEANOUTS PROVIDED AS REQUIRED PRIOR TO GROUTING, VERFIY THAT THE FOLLOWING ARE IN COMPLIANCE - LOCATION OF REINFORCEMENT AND CONNECTORS P TMS 602, Art.3.4 - - CONSTRUCTION OF MORTAR JOINTS P TMS 602, Art. 3.3B - - PROPORTIONS OF SITE-PREPARED MORTAR P TMS 602, Art. 2.1 AND 2.6A - AS MASONRY CONSTRUCTION BEGINS, VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE - VERIFY COMPLIANCE WITH THE APPROVED SUBMITTALS P TMS 602, Art 1.5 - ITEM FREQUENCY STANDARD CRITERIA STRUCTURAL MASONRY SPECIAL INSPECTIONS (LEVEL B) - WELDING REINFORCEMENT, BOLTS, AND EMBEDMENTS - - PER STRUCTURAL STEEL TESTING - SELF-CONSOLIDATING GROUT SLUMP FLOW EACH TRUCK ASTM C1611 VERIFY SLUMP FLOW AND VISUAL STABILTY INDEX ITEM FREQUENCY STANDARD CRITERIA STRUCTURAL MASONRY TESTING (LEVEL B) SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PR I N C I P A L : EO R : DE S I G N E R : PR O J E C T M A N A G E R : MM J O B # : DA T E P R I N T E D : FI L E P A T H : 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET 10 / 3 1 / 2 0 1 6 1 1 : 1 7 : 2 1 A M C: \ P r o j \ 1 6 . 0 1 1 7 . S . 0 1 - E S T E S _ C O M M U N I T Y _ C E N T E R - R S 1 6_ e s a b i a . r v t ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 QUALITY ASSURANCE S021 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED S A B I A , K A T I E H O Y T ED S A B I A RA L P H R E M P E L 16 . 0 1 1 7 . S . 0 1 DW I G H T G I L B E R T OBSERVE - OBSERVE THESE ITEMS ON A RANDOM BASIS PERFORM - THESE INSPECTIONS SHALL BE PERFORMED FOR EACH WELDED CONNECTION, EACH BOLTED CONNECTION, AND EACH ITEM, PRIOR TO ACCEPTANCE - DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS PERFORM DOCUMENT ACCEPTANCE OR REJECTION OF WELDED MEMBER OR JOINT - AFTER BOLTING - PRETENSIONED AND SLIP-CRITICAL JOINTS USING CALIBRATED WRENCH OR TURN-OF-NUT METHOD WITHOUT MATCHMARKING PERFORM AISC 360, CHAPTER N AND RCSC SPECIFICATION JOINT BROUGHT IN SNUG-TIGHT CONDITION PRIOR TO PRETENSIONING, FASTENER PREVENTED FROM ROTATING, PRETENSIONED IN PROPER SEQUENCE. INSPECTOR SHALL BE RESENT DURING INSTALLATION OF FASTENERS - PRETENSIONED AND SLIP-CRITICAL JOINTS OBSERVE AISC 360, CHAPTER N AND RCSC SPECIFICATION JOINT BROUGHT IN SNUG-TIGHT CONDITION PRIOR TO PRETENSIONING, FASTENER PREVENTED FROM ROTATING, PRETENSIONED IN PROPER SEQUENCE - FASTENERS PLACED IN ALL HOLES AND POSITIONED AS REQUIRED OBSERVE AISC 360, CHAPTER N - DURING BOLTING - PROPER STORAGE FOR FASTENER COMPONENTS OBSERVE AISC 360, CHAPTER N - - PRE-INSTALLATION VERIFICATION TESTING OBSERVE AISC 360, CHAPTER N NOT APPLICABLE FOR SNUG TIGHT JOINTS - CONNECTING ELEMENTS MEET REQUIREMENTS, INCLUDING HOLE REPARATION AND FAYING SURFACE OBSERVE AISC 360, CHAPTER N - - PROPER FASTENERS AND BOLTING PROCEDURE SELECTED FOR JOINT DETAIL OBSERVE AISC 360, CHAPTER N - - FASTENERS MARKS IN ACCORDANCE WITH ASTM REQUIREMENTS OBSERVE AISC 360, CHAPTER N - - REVIEW MANUFACTURER CERTIFICATIONS FOR FASTENER MATERIALS PERFORM AISC 360, CHAPTER N - PRIOR TO BOLTING - DOCUMENT ACCEPTANCE OR REJECTION OF WELDED MEMBER OR JOINT PERFORM AISC 360, CHAPTER N - - PLACEMENT AND INSTALLATION OF HEADED STUD ANCHORS PERFORM AISC 360, CHAPTER N - - REPAIR ACTIVITIES PERFORM AISC 360, CHAPTER N - - BACKING AND WELD TABS REMOVED WHERE REQUIRED.PERFORM AISC 360, CHAPTER N - K-AREA PERFORM AISC 360, CHAPTER N - - ARC STRIKES PERFORM AISC 360, CHAPTER N - - WELDS MEET VISUAL ACCEPTANCE CRITERIA PERFORM AISC 360, CHAPTER N, AWS D1.1 WHERE INSPECTOR OBSERVES QUESTIONABLE WELDS, NON-DESTRUCTIVE TESTING SHALL BE PERFORMED - SIZE, LENGTH, AND LOCATION OF WELDS PERFORM AISC 360, CHAPTER N - - WELDS CLEANED OBSERVE AISC 360, CHAPTER N - AFTER WELDING - WELDING TECHNIQUES - MULTI-PASS WELDS OBSERVE AISC 360, CHAPTER N - - WELDING TECHNIQUES - SINGLE PASS WELDS OBSERVE AISC 360, CHAPTER N - - ENVIRONMENTAL CONDITIONS, AND WPS FOLLOWED OBSERVE AISC 360, CHAPTER N - - NO WELDING OVER CRACKED TACK WELDS OBSERVE AISC 360, CHAPTER N - - CONTROL AND HANDLING OF WELDING CONSUMABLES OBSERVE AISC 360, CHAPTER N - - USE OF QUALIFIED WELDERS OBSERVE AISC 360, CHAPTER N - DURING WELDING - WELDER IDENTIFICATION SYSTEM OBSERVE AISC 360, CHAPTER N - - MATERIAL IDENTIFICATION OBSERVE AISC 360, CHAPTER N - - FIT UP OF WELDS, INCLUDING JOINT GEOMETRY, AND CONFIGURATIONS AND FINISH OF ACCESS HOLES OBSERVE AISC 360, CHAPTER N - - REVIEW MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AND WELDING PROCEDURE SPECIFICATIONS PERFORM AISC 360, CHAPTER N - PRIOR TO WELDING - PRIOR TO FABRICATION OR ERECTION PERFORM AISC 360, CHAPTER N REVIEW MATERIAL TEST REPORTS AND CERTIFICATIONS FOR STRUCTURAL STEEL, FASTENERS, ANCHOR RODS, HEADED STUD ANCHORS ITEM INSPECTION TASK STANDARD CRITERIA/REMARKS STRUCTURAL STEEL INSPECTIONS UT - ULTRASONIC TESTING - SHAPES EXCEEDING 1 1/2 INCHES THICK, LOADED IN TENSION IN THE THROUGH- THICKNESS 100% ASTM A898 (LEVEL 1 CRITERIA) NOT REQUIRED FOR STEEL PRODUCED IN USA. CRITERIA TO BE MET 6 INCHES ABOVE AND BELOW EACH WELD. REQUIRED WHERE NOTED AS 'TTT' IN DRAWINGS FRAMING - SHEAR CONNECTOR, HEADED ANCHOR STUDS, DEFORMED ANCHOR STUDS, THREADED STUDS 2 BEND TESTS AT START OF EACH SHIFT, 1% BEND TEST, 100% RING TEST AWS D1.1 SECTION 7 BEND TEST: PER AWS D1.1 BENT STUD (TORQUE TEST FOR THREADED STUDS) ACCEPTANCE CRITERIA. RING TEST: STRIKE WITH HAMMER. IF THE STUD RINGS, STUD IS ACCEPTABLE. IF STUD DOES NOT RING, PERFORM BEND TEST - COMPLETE JOINT PENETRATION GROOVE WELDS FOR MATERIAL 5/16" THICK AND GREATER 100% UT FREQUENCY MAY BE REDUCED IN ACCORDANCE WITH AISC 360, CHAPTER N WELDING ITEM FREQUENCY STANDARD CRITERIA/REMARKS STRUCTURAL STEEL TESTING -BRIDGING-HORIZONTAL OR DIAGONAL PERFORM SJI - K, LH/DLH, JG VERIFY BRIDGING IS INSTALLED AND ANCHORED AS INDICATED IN SHOP DRAWINGS -END CONNECTIONS- WELDING OR BOLTED PERFORM SJI - K, LH/DLH, JG - INSTALLATION OF OPEN-WEB STEEL JOISTS AND JOIST GRINDERS ITEM FREQUENCY STANDARD CRITERIA STEEL JOIST AND JOIST GRIDER SPECIAL INSPECTIONS - DOCUMENT ACCEPTANCE OR REJECTION OF MECHANICAL FASTENERS PERFORM SDI C, SDI NC, SDI RD VERIFY MATERIALS HAVE BEEN DRAWN TOGETHER - VERIFY REPAIR ACTIVITIES PERFORM SDI C, SDI NC, SDI RD - - CHECK SPACING, TYPE, DIAMETER, AND INSTALLATION OF SUPPORT, SIDELAP, AND PERFORM PERIMETER FASTENERS PERFORM SDI C, SDI NC, SDI RD, ICC-ES REPORTS VERIFY SCREWS ADEQUATLY PENETRATE BASE MATERIAL (3 THREADS MIN). NO POPPED SCREW HEADS OR STRIPPED SCREWS ARE PERMITTED. ALL DAMAGE SCREWS SHALL BE REPLACED. VERIFY PAFs ARE FULLY DRIVEN AFTER MECHANICAL FASTENING (SCREWS AND PAFs) - DOCUMENT ACCEPTANCE OR REJECTION OF WELDS PERFORM AWS D1.3, SDI C, SDI NC, SDI RD - - VERIFY REPAIR ACTIVITIES PERFORM AWS D1.3, SDI C, SDI NC, SDI RD VERIFY WELDED AREAS ARE TREATED WITH APPROVED TREATMENT TO MATCH CORROSION RESISTANCE OF AFFECTED AREA - WELDS MEET VISUAL ACCEPTANCE CRITERIA PERFORM AWS D1.3, SDI C, SDI NC, SDI RD - - VERIFY SIZE AND LOCATION OF WELDS, INCLUDING SUPPORT, SIDELAP, AND PERIMETER WELDS PERFORM AWS D1.3, SDI C, SDI NC, SDI RD - AFTER WELDING - DOCUMENT ACCEPTANCE OR REJECTIONOF THE INSTALLATION OF DECK AND DECK ACCESSORIES PERFORM SDI QA/QC-2011 VERIFY CUTS OR NOTCHES THROUGH DECK ARE REPAIRED - VERIFY DECK MATERIALS ARE REPRESENTED BY THE MILL CERTICATIONS THAT COMPLY WITH THE CONSTRUCTION DOCUMENTS PERFORM SDI QA/QC-2011 - - VERIFY COMPLIANCE OF DECK AND ALL DECK ACCESSORIES INSTALLATION COMPLY WITH CONSTRUCTION DOCUMENTS PERFORM SDI QA/QC-2011 - AFTER DECK PLACEMENT - FASTENERS ARE INSTALLED IN ACCORADANCE WITH MANUFACTURER'S INSTRUCTIONS OBSERVE SDI QA/QC-2011 - - FASTENERS ARE POSITIONED AS REQUIRED OBSERVE SDI QA/QC-2011 - - FASTENING (SCREWS AND PAFs)OBSERVE SDI QA/QC-2011 - DURING MECHANICAL FASTENING - WPS FOLLOWED OBSERVE SDI QA/QC-2011 - - ENVIRONMENTAL CONDITIONS (WIND SPEED, MOISTURE, TEMPERATURE) OBSERVE SDI QA/QC-2011 - - CONTROL AND HANDLING OF WELDING CONSUMABLES OBSERVE SDI QA/QC-2011 - - USE OF QUALIFIED WELDERS SDI QA/QC-2011 - DURING WELDING DURING DECK INSTALLATION - PROPER STORAGE FOR MECHANICAL FASTENERS OBSERVE SDI QA/QC-2011 - - PROPER TOOLS AVAILABLE FOR FASTENER INTALLATIONS OBSERVE SDI QA/QC-2011 - - MANUFACTURER INSTALLATION INSTRUCTIONS ARE AVAILABLE FOR MECHANICAL FASTENERS OBSERVE SDI QA/QC-2011 - PRIOR TO MECHANICAL FASTENING (SCREWS AND PAFs) - CHECKING WELDING EQUIPMENT OBSERVE SDI QA/QC-2011 - - MATERIAL IDENTIFICATION (TYPE/GRADE)OBSERVE SDI QA/QC-2011 - - MANUFACTURER CERTIFICATIONS OF WELDING CONSUMABLES AVAILABLE OBSERVE SDI QA/QC-2011 - - WELDING PROCEDURE SPECIFICATION (WPS) AVAILABLE OBSERVE SDI QA/QC-2011 - PRIOR TO WELDING - DOCUMENT ACCEPTANCE OR REJECTION OF DECK AND DECK ACCESSORIES PERFORM SDI QA/QC-2011 - - VERIFY COMPLIANCE OF MATERIALS (DECK AND ALL DECK ACCESSORIES) WITH CONSTRUCTION DOCUMENTS, INCLUDING PROFILES, MATERIAL PROPERTIES, AND BASE METAL THICKNESS PERFORM SDI QA/QC-2011 . PRIOR TO DECK PLACEMENT ITEM FREQUENCY STANDARD CRITERIA STRUCTURAL COLD FORMED STEEL DECK SPECIAL INSPECTIONS - AFTER INSTALLATION 100% VISUAL - VERIFY MATERIALS HAVE BEEN DRAWN TOGETHER AND FASTENER HEAD STAND-OFF IS ACCEPTABLE (FULLY DRIVEN) - DURING INSTALLATION P ICC-ES REPORT - - PRIOR TO INSTALLATION FIRST OF EACH FASTENER TYPE AND BASE MATERIAL ICC-ES REPORT VERIFY TYPE, DIAMETER, LENGTH, FINISH, AND BASE MATERIAL POWER-ACTUATED FASTENERS - COLD FORMED STEEL ASSEMBLIES P ICC-ES REPORT VERIFY TYPE, NUMBER OF FASTENERS, AND INSTALLATION IN CONFORMANCE WITH ICC-ES REPORT - DAMAGED SCREWS P - NO POPPED SCREW HEADS OR STRIPPED SCREWS ARE PERMITTED. ALL DAMAGED SCREWS SHALL BE REPLACED - SCREW PENETRATION P - VERIFY MATERIALS HAVE BEEN DRAWN TOGETHER AND SCREWS ARE FULLY DRIVEN WITH A MINIMUM PENETRATION OF 3 THREADS THROUGH THE LAST MATERIAL JOINED - FASTENER P - VERIFY TYPE, DIAMETER, LENGTH, SPACING AND EDGE DISTANCES SCREWED ATTACHMENTS - CORROSION RESISTANCE TREATMENT P - WELDED AREAS ARE TO BE TREATED WITH APPROVED TREATMENT TO MATCH CORROSION RESISTANCE OF AFFECTED AREA - AFTER WELDING 100% VISUAL AWS D1.3 - - DURING WELDING P AWS D1.3 - - PRIOR TO WELDING - AWS D1.1/D1.3 VERIFY FILLER MATERIALS, WELDING PROCEDURES, WELDER QUALIFICATIONS, AND MANUFACTURER'S CERTIFICATE OF COMPLIANCE WELDED ATTACHMENTS - PUNCHOUTS P - VERIFY SPACING REQUIREMENTS FROM BEARINGS AND CONNECTIONS AND REINFORCING IS USED WHERE REQUIRED - SPLICING P - NO SPLICING OF STRUCTURAL MEMBERS PERMITTED UNLESS SPECIFIED ON THE CONSTRUCTION DOCUMENTS - FIELD CUTS AND NOTCHES P - NO CUTS OR NOTCHES THROUGH SECTION FLANGES PERMITTED - BRIDGING AND BLOCKING P - VERIFY TYPE, LOCATION, AND ATTACHMENT - MEMBERS AND CONNECTIONS P - VERIFY TYPE, SIZE, LOCATION, SPACING FRAMING ITEM FREQUENCY STANDARD CRITERIA STRUCTURAL COLD FORMED STEEL SPECIAL INSPECTIONS 3 4 6 7 8 A B C D E F H K L A1 A2 A3 A5 A6 AA AB AC AD AE AF AG AH 5.84.7 5 A.1 A4 A3.4 J 6.5 G D.8 E.2 11 A1.5 14 ' - 3 " 9 0 ° 3 4 6 7 8 A B C D E F H K 1 9 10.3 L M M.6 N P Q A1 A2 A3 A5 A6 AA AB AC AD AE AF AG AH EH EG EF EE ED EC EB EAE1E2E3E4E5E6E7E8E9E10E11E12E13E14 S103 S104 NJ 5.84.7 5 A.1 A4 A3.4 J REMAINDER OF EXISTING BUILDING NOT SHOWN 6.5 G D.8 E.2 11 A1.5 2 10 SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PR I N C I P A L : EO R : DE S I G N E R : PR O J E C T M A N A G E R : MM J O B # : DA T E P R I N T E D : FI L E P A T H : 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET 1/16" = 1'-0" 10 / 3 1 / 2 0 1 6 1 1 : 1 7 : 2 2 A M C: \ P r o j \ 1 6 . 0 1 1 7 . S . 0 1 - E S T E S _ C O M M U N I T Y _ C E N T E R - R S 1 6_ e s a b i a . r v t ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 OVERALL FLOOR PLANS S101 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED S A B I A , K A T I E H O Y T ED S A B I A RA L P H R E M P E L 16 . 0 1 1 7 . S . 0 1 DW I G H T G I L B E R T 1/16" = 1'-0" LOWER LEVEL - OVERALL2 NORTH 1/16" = 1'-0" UPPER LEVEL - OVERALL1 NORTH 3 4 6 7 8 A B C D E F H K L A1 A2 A3 A5 A6 AA AB AC AD AE AF AG AH 19'-9"17'-1 1/2"7'-9"17'-6"6'-0"12'-7"10'-5" 15 6 ' - 4 " 22 ' - 0 " 10 ' - 0 3 / 4 " 4' - 1 1 1 / 4 " 6' - 0 " 8' - 3 1 / 2 " 12 ' - 8 1 / 2 " 21 ' - 0 " 21 ' - 0 " 21 ' - 0 " 20 ' - 1 0 " 5' - 9 " 2' - 9 " 93'-0" 13'-0" 14'-0" 27'-0" 8'-9" 5'-0" 5'-9" 7'-6" 12'-0" 152'-0" 8'-0" 30'-0" 15'-0" 27'-0" 24'-0" 24'-0" 24'-0" 5.84.7 5 A.1 FULL HEIGHT CONCRETE WALL DESIGNED AS CANTILEVERED WALL. WALL CAN BE BACKFILLED WITHOUT SHORING PRIOR TO UPPER LEVEL FLOOR BEING PLACED. 2' - 0 " 1' - 4 " 6' - 8 " A4 A3.6 A3.4 J PRE-ENGINEERED STAIR SOG4A -15'-0" RA M P UP 6.5 G J.3 D.8 E.2 11 A1.5 F4x4 -17'-8" F3x3 -15'-8" F5x5U -18'-0" F5x5U -18'-0" F8x8U -20'-0" F5x5 -18'-9" F4x4 -18'-7" F6x6 -18'-1" F6x6 -18'-1" F6x6 -18'-1" F6x6 -18'-1" F8x8U -20'-0" F3x3 -18'-9"F6x6U -18'-9" F4x4 -15'-8" F5x5 -15'-8" F4x4 -15'-8" F7x7 -15'-8" F4x4 -17'-8" F4x4 -17'-8" F4x4 -17'-8" F3x3 -15'-8" F5x5 -15'-8" F5x5 -15'-8" F5x5 -17'-0" F8x8U -18'-0" F8x8U -18'-0" F7x7 -17'-8" F7x7 -17'-8" F7x7 -17'-8" F7x7 -17'-8" F5x5 -15'-8" F4x4 -17'-0" F5x5 -15'-8" F5x5 -15'-8" F4x4 -17'-0" F5x5 -15'-8" F5x5 -15'-8" F6x6U -19'-9" F2x2 -17'-0" F5x5 -15'-8" F4x4U -18'-0" F5x5 -18'-0" F3x3 -17'-0" F4x4U -17'-0" F4x4U -18'-0" F6x6U -18'-0" F3x3U -18'-0" F8x8 -17'-8" F2x2 -17'-0" T/FTG= -18'-6" T/FTG= -18'-6" T/FTG= -17'-0" T/FTG= -17'-0" F4x4U -17'-0" S550 11 S550 10 S550 9 W14x120 W14x145 W14x145 W14x145 F3x3 -18'-9" W12x40 W12x40 W12x40 W12x50 W12x40 W12x40 W12x40 HSS10x10x5/8 W12x45 W12x45 W12x45 W12x45 HSS4x4x1/4 HSS8x8x1/4 HSS6x6x1/4 HSS5x5x1/4 HSS5x5x1/4 HSS8x8x1/4 HSS4x4x1/4 HSS4x4x1/4 HSS4x4x1/4 HSS4x4x1/4 HSS6x6x1/4 HSS6x6x1/4 HSS8x8x1/4 HSS5x5x1/4 HSS5x5x1/4 W12x50 HSS5x5x1/4 HSS5x5x1/4 HSS5x5x1/4 HSS5x5x1/4 HSS5x5x1/4 HSS8x8x1/4 HSS8x8x1/4 HSS8x8x1/4 W12x45 HSS8x8x1/4 HSS8x8x1/4 HSS8x8x1/4 W12x50 W12x40 W12x40 W12x40 W12x40 W12x40 W12x40 W12x40 SOG4A -15'-0" 168'-1 1/2" 20'-6"56'-6" HSS8x8x1/4 W12x45 HSS8x8x1/4 HSS8x8x1/4 S550 6 S550 2 12 T/SLAB= -19'-0" 10 S300 7 S310TYP SOG4A -16'-11 1/2" 4 S301 1' - 3 " 9" 2' - 7 1 / 2 " 12 S310 TYP 12 S310 HSS4x4x1/4 15 S310 15 S310 6 S310 S550 14 12 S310 2 S301 10 S310 10 S310 2'-0"1'-4"6'-8" 4'-2" 10" 1'-0" 4'-0" 1'-0" 1'-0" F6x6 -16'-7" F6x6 -18'-1" 2'-7" 10" 11" 1' - 0 " 4" 8" 4' - 0 " 10 S310 S400 13 S400 13 S305 20 TYP 4 S301 12 S310 1' - 6 " 1' - 6 " 1'-6" 1'-6" 12 S300 TYP 1 S305 9 S305TYPE 1 9 S305 TYPE 2 10 S305 STEP T/FTG T/FTG= -17'-0" 15 S300 T/FTG= -17'-0" T/FTG= -17'-0" 1'-6" 1'-6" 12 S310 T/FTG = -18'-9" 1' - 0 " 1' - 0 " 1'-0"1'-0" 1'-0" 1'-0" 5 1/2" 7" 12 S310 TYP 5'-5 3/4" 7"4'-11" 4" 8" 7" 5" 6 1 / 2 " 1' - 2 1 / 2 " 3' - 4 " 1 S305 10'-0" 5'-0" 17 S310 W12x45 F4x4 -17'-8" 5 3 / 4 " 1' - 2 " 5 1/2" 9 1/2"3'-0" 9" 6" 9" 8 1 / 2 " 6" 9" 7" 5' - 5 1 / 2 " 7" 5 1/2" 7" 6" 6" 7" 4'-11" 6" 7" T/FTG= -9'-9" 9 S305 TYPE 3 14 S300OH 3'-3" TYP 1'-0"TYP 1'-0" TYP1'-0" 1'-6" 1'-3" 1' - 3 " 16 S300 11 S305 6 S301 TYP 5 S305 2' - 0 " 3'-3" 1'-9" PI L - B PI L - B PIL-A 2' - 0 " 3"25'-0 1/2" TYP HSS6x6x1/4 F2x2 -17'-0" STEP T/FTG T/FTG= -18'-0" T/FTG= -17'-0" T/FTG= -18'-0" 6" 10'-0" STAIR BY STAIR SUPPLIER M W8-48(1)5 4 S301 9" 5 1 / 2 " 8" 1' - 0 " 6" 20 S310 7' - 0 " 5'-6" 6" T/FTG= -18'-0" 4 S301 4 S301 TYP 4 S301 STEP T/FTG STEP T/FTG STEP T/FTG STEP T/FTG T/FTG= -18'-9" TYP7 S310 SOG4A -16'-9" 1'-6" SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PR I N C I P A L : EO R : DE S I G N E R : PR O J E C T M A N A G E R : MM J O B # : DA T E P R I N T E D : FI L E P A T H : 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET 1/8" = 1'-0" 10 / 3 1 / 2 0 1 6 1 1 : 1 7 : 2 3 A M C: \ P r o j \ 1 6 . 0 1 1 7 . S . 0 1 - E S T E S _ C O M M U N I T Y _ C E N T E R - R S 1 6_ e s a b i a . r v t ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 LOWER LEVEL PLAN S102 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED S A B I A , K A T I E H O Y T ED S A B I A RA L P H R E M P E L 16 . 0 1 1 7 . S . 0 1 DW I G H T G I L B E R T 1/8" = 1'-0" LOWER LEVEL - NORTH1 NORTH PLAN NOTES: 1.SEE S390 FOR TYPICAL CONCRETE DETAILS. 2.SEE S300, S301, AND S305 FOR TYPICAL FOUNDATION DETAILS. 3.SEE S380 FOR STEEL COLUMN BASE PLATES AND ANCHOR BOLT REQUIREMENTS. 4.SEE S310 FOR TYPICAL SLAB ON GRADE DETAILS 5.SEE S000 SERIES SHEETS FOR GENERAL NOTES, SYMBOLS AND ABBREVATIONS. 6.SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR SLAB SLOPES, DEPRESSIONS, FILL, PADS, AND CURBS NOT SHOWN ON THE STRUCTURAL DRAWINGS. 7.SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF SLAB STEPS, RAMPS, AND STAIRS. 8.MASONRY PARTITION WALLS ARE NOT SHOWN, SEE S450 FOR TYPICAL MASONRY PARTITION WALL DETAILS. COORDINATE LOCATIONS AND WALL HEIGHTS WITH ARCHITECTURAL DRAWINGS. 3 4 6 7 8 A B C D E F H K L A1 A2 A3 A5 A6 AA AB AC AD AE AF AG AH 93'-0" 13'-0" 14'-0" 27'-0" 8'-9" 5'-0" 5'-9" 7'-6" 12'-0" 152'-0" 8'-0" 30'-0" 15'-0" 27'-0" 24'-0" 24'-0" 24'-0" S104 SLOPE D O W N 5.84.7 5 A.1 A4 A3.6 A3.4 J HSS8x8x1/4 POST UP HSS8x8x1/4 POST UP -2 1/2" 0'-0" 3VLI4.5A 1.5B-C 1.5B-C 1.5B-C 20GA 20GA TYP, 16GA IN HA TCHE D ARE A 6.5 G J.3 D.8 E.2 11 A1.5 HSS8x8x1/4 POST UP HSS8x8x1/4 POST UP S550 11 S550 10 S550 9 S550 6 S550 2 12 S5508 168'-1 1/2" 19'-9"17'-1 1/2"7'-9"17'-6"6'-0"12'-7"10'-5"20'-6"56'-6" 15 6 ' - 4 " 22 ' - 0 " 10 ' - 0 3 / 4 " 4' - 1 1 1 / 4 " 6' - 0 " 8' - 3 1 / 2 " 12 ' - 8 1 / 2 " 21 ' - 0 " 21 ' - 0 " 21 ' - 0 " 20 ' - 1 0 " 5' - 9 " 2' - 9 " S550 14 3V L I 4 . 5 A 0" W14x120 3VLI4.5A W14x120 9 S310 HSS8x8 GIRT HSS5x5x1/4 18 GA 18 G A 3VLI7A 0'-0" IN HATCHED AREA 2 S500 2 S500 4 1/2" JOIST SEAT DEPTH HSS4x4x1/4 POST UP HSS4x4x1/4 POST UP 18 S530 TYP 16 S531 4 S500 TYP UNO 19 S505 S400 13 TYP AT ELEVATOR 19 S505 15 S531 3VLI4.5A 5 S540 TYP, AT UPPER LEVEL 5 S540 TYP 13 S380 18 k W1 8 x 3 5 [ 2 1 ] 18 k 18 k W1 8 x 3 5 [ 2 7 ] 18 k 18 k W1 8 x 3 5 [ 2 1 ] 18 k 18 k W1 8 x 3 5 [ 2 1 ] 18 k 18 k W1 8 x 3 5 [ 2 1 ] 18 k 18 k W1 8 x 3 5 [ 2 1 ] 18 k 18 k W1 8 x 3 5 [ 2 1 ] 18 k W24x55 [8] W24x55 [8] W24x62 [8] W24x62 [8] 24 k W1 8 x 3 5 [ 2 1 ] 24 k 15k W18x35 [20]15k 13 k W1 8 x 3 5 [ 1 2 ] W2 4 x 5 5 30k W18x35 [24]20k 14k W18x35 [24]14k 25k W18x35 [24] 25k W2 4 x 5 5 20k W18x35 [24]20k 14k W18x35 [24]14k 25k W18x35 [24]25k W12x19 36 k W2 4 x 5 5 [ 2 4 ] 36 k 42 k W2 4 x 5 5 [ 2 3 ] 42 k 50 k W2 4 x 6 8 [ 3 6 ] 50 k 35 k W1 8 x 3 5 30 k 35k W18x35 [22]35k 40 k W1 8 x 3 5 [ 2 0 ] 40 k 15 k W1 2 x 1 9 [ 1 5 ] 15 k W16x26 [18] 15k 15k W18x35 15k 20 k W1 8 x 3 5 [ 1 3 ] 22k W16x26 [12]22k W24x55 20k 30 k W1 8 x 3 5 [ 2 1 ] 30 k W1 8 x 3 5 [ 4 2 ] 30 k W1 8 x 3 5 [ 2 1 ] 30 k W24x55 20k W1 8 x 3 5 [ 2 1 ] 60 k 30 k W1 8 x 3 5 [ 2 1 ] 30 k W24x55 20k 30 k W1 8 x 3 5 [ 2 1 ] 30 k 30 k W2 1 x 6 2 [ 2 2 ] 22k W16x26 22k W24x55 [40] 38 k W1 8 x 3 5 [ 2 1 ] 38 k 20k W18x35 [23]25k W12x19 25k W18x35 25k 25k W18x35 25k 20k W18x35 [12] 27k 52k W18x35 [18] 18k 26k W18x35 [10] 26k 26k W18x35 [19] 26k 26k W18x35 [19] 26k 14k W18x35 [15] 12k 24k W16x26 24k 20k W24x55 [24] 20k W18x35 [14] 15k 17k W16x26 17k 14k W16x26 18k 26k W16x26 26k 24k W16x26 24k 14k W16x26 14k 20k W18x35 20k 20k W18x35 20k 24K-SP 24K-SP 24K-SP 45 k W1 8 x 3 5 [ 2 1 ] 45 k W12x19 24k W16x26 24k 24K-SP 24K-SP 24K-SP 24K-SP 24K-SP12K-SPW12x19 W1 2 x 1 9 W12x26 22k W16x31 22k HSS14x4x1/4 HSS14x4x1/4 22K-SP 22K-SP 22K-SP W2 4 x 5 5 24K-SP 20k W18x35 [22] 20k W12x19 24k W16x26 24k 24k W16x26 24k 24k W16x26 24k 16k W16x26 16k 22k W16x26 [12]22k W24x55 20k 25 k W1 8 x 3 5 22k W16x26 [12]22k W12x19 W24x55 20kW24x55 W24x55 W24x55 W24x55 W12x19 22k W16x26 [12]22kW12x19 22k W16x26 [12]22kW12x19 22k W16x26 [12]22kW12x19 22k W16x26 [12] 22k W12x19 22k W16x26 [12]22kW12x19 22k W16x26 [12]22kW12x19 22k W16x26 [12]22kW12x19 W12x19 W12x19 22 k W1 6 x 2 6 [ 1 8 ] 30 k 22 k W1 6 x 2 6 [ 1 8 ] 22 k 26k W16x26 26k 26k W16x26 26k W12x19 W12x19 W12x19 W12x19 W12x19 W12x19 ? W12x19 W12x19 W2 4 x 5 5 W18x35 22k W16x26 [12]22k 13 k W1 8 x 3 5 [ 2 1 ] 13 k 13 k W1 8 x 3 5 [ 2 1 ] 13 k 13 k W1 8 x 3 5 [ 2 1 ] 13 k W1 8 x 3 5 20 k W1 8 x 3 5 [ 2 1 ] 13 k W1 6 x 2 6 12 k W12x19 W1 2 x 1 9 W1 2 x 1 9 W1 2 x 1 9 W1 2 x 1 9 S200 1 HSS14x4x1/4( -6' - 0 1/4" ) TYP ALONG GRID AA22k W16x31( -3' - 11 7/8" ) 22k TYP ALONG GRID AB 96k W36x160 ( 3' - 6" ) 88k W1 2 x 1 9 W1 8 x 3 5 20k W18x35 15k 6 3/4" 6" R 15'-0" R 1 5 '- 0 " 18k W16x26 18k 15k W16x26 15k 15k W16x26 15k 20k W16x26 20k 20k W16x26 20k 2'-0" 2'-0" 9 1 / 2 " 1'-6" ABOVE 11 ' - 1 0 " 6" 6"10'-9" 2'-3 1/2" 6" 5' - 0 " 1' - 0 " 5' - 1 0 " 6" 18 k W1 8 x 3 5 [ 2 1 ] ( -0 ' - 7 1 / 2 " ) 18 k TY P U N O 4'-3" 3' - 1 1 / 2 " 24k W24x55 [25] ( -0' - 10" ) 30k 22k W24x55 [25] ( -0' - 10" )22k 22k W24x55 [25] ( -0' - 10" ) 22k 27k W24x55 [25] ( -0' - 10" ) 30k 30k W24x55 [25] ( -0' - 10" ) 30k 38 k W2 7 x 8 4 [ 4 0 ] ( -0 ' - 1 0 " ) 35 k 40 k W2 4 x 5 5 ( -0 ' - 1 0 " ) 40 k 40 k W2 7 x 8 4 [ 4 0 ] ( -0 ' - 1 0 " ) 40 k 42 k W2 7 x 8 4 [ 4 0 ] ( -0 ' - 1 0 " ) 42 k 38 k W2 7 x 8 4 [ 4 0 ] ( -0 ' - 1 0 " ) 35 k 38 k W2 7 x 8 4 [ 4 0 ] ( -0 ' - 1 0 " ) 35 k 30 k W2 4 x 5 5 ( -0 ' - 1 0 " ) 36 k 55kW27x84 [18] ( -0' - 10" ) 55k 35k W27x84 [18] ( -0' - 10" ) 35k 12kW18x35 [25] ( -0' - 10" ) 12k 15k W18x35 [18]15k 6" 1 1/4" 1' - 8 " 6" 1'-3"10'-9" W24x55 20k W18x35 22k W16x31 22k W18x35 W18x35 TYP ALONG GRID AC W12x26 ( 0' - 8" ) 25k W12x26 ( 1' - 9 1/2" ) 25k 20k W12x26 ( 1' - 3" ) 20k 21 k W1 8 x 3 5 15 k 10 S505 TYP 16 S380 TYP 7'-5" 12 ' - 6 " R 12'-0" 3' - 4 " 5' - 6 3 / 4 " 7' - 1 0 " SLOPE D O W N SLOPED O W N SLOPED O W N W27x84 3VLI4.5A 3V L I 4 . 5 A 3'-4" 8" ( 1' - 3 3 / 8 " ) ( -6' - 5" ) ( -0 ' - 1 0 " ) ( -0 ' - 1 0 " ) 3 S500 5 S500W2 4 x 5 5 15 S500 15 S500 7 S500 8 S500 9 S500 1 S502 TYP 20 S505 20 S505 14 S520 5 S503 13 S530 TYP HSS8x8x1/4 12 S500 HSS8x8x1/2 ( -0' - 3" ) 1'-1 31/256" 0" HS S 6 x 6 x 1 / 4 ( -3 ' - 3 " ) HSS6x6x1/4 ( -3' - 3" ) W12x19 ( 1' - 1 7/8" ) ( 0' - 8" ) W18x35 ( 0' - 11 3/8" ) ( 1' - 2 3/4" ) W12x26 35k ( 1' - 10 5/8" ) W21x55 60k 48k ( 2' - 2 3/8" ) W18x35 12k( 1' - 0 3/8" ) 48k ( 2' - 2 3/8" ) W18x35 12k ( 1' - 5 1/4" ) ( 1' - 11 1/2" ) TYP AT GRID AE W18x35 ( 2' - 2" ) 25k ( 1' - 7 5/8" ) W12x19 ( 2' - 2" ) 15k ( 2' - 2" ) W18x35 ( 0' - 10 1/2" ) W12x19 ( 1' - 2 1/2" )20k ( 1' - 5" ) W12x19 ( 1' - 3 3/4" )( 1' - 5" ) W12x19 ( 1' - 3 3/8" ) 15kW12x19 15k W16x26 15k 8" 17 S530 SIM 17 S530 14 S300 B/DECK= 4' - 4 1/2" B/DECK= -5' - 11 3/4" 5 S500 TYP 4" 5 S521 TYP 5 S521 TYP 5 S521 SIM AT PERP JOIST 5 S521 SIM AT PERP JOIST 5 S380 60 k 19 S505 22'-9" 6" 5'-11" 1'-6" 6'-1" 10" M W8-48(1)5 7'-0" 8 S505 20 S505 3V L I 7 A 3V L I 4 . 5 A 4 S301 T/FTG= -5'-0" TYP 5'-10 1/4" 6" 6 0 ° 9'-0" 6'-0" 3'-0" 6" 7'-4" 6" 2" 4'-3" 6" 14 S380 19 S500 22K-SP 22K-SP 3 1/2" JOIST SEAT DEPTH AT BEAM LINE PARALLEL TO GRID AE 2 1/2" JOIST SEAT DEPTHS 22K-SP 2'-0" 6'-6" 4'-6" 1'-6" 1'-6" TYP 3" 4" PARTITION BELOW PARTITION BELOW T/WALL= -7' - 9" T/WALL= -11' - 9" STEP T/WALL STEP T/WALL STEP T/WALL 6" 6" 6" W 1 8 x 3 5 [1 5]6" W12x19 10'-8" 45° 22kW18x35 [20]22k 1'-0" W 1 8 x 3 5 3 S500 18 G A 3V L I 7 A 9'-11" 10 " WHERE NO STUDS ARE SHOWN ON BEAMS UNDER SLAB ON METAL DECK, PROVIDE MINIMUM AMOUNT OF STUDS PER 10/S531 HSS5x3x1/4 FLAT TYP 2 S503 TYP 4 S200 8 S200 8 S200 SIM 20 S531 2 S500 3 S500 15 S531 2 S500 SIM 0' - 0 " -0 ' - 2 1 / 2 " 20 S531 TYP SIM 20 S531 SIM 20 k 18 S530 3 S520 7 S520 18 S500 8" 8" 16 S501 TYP S501 19 TOP 10 S540 TYP SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PR I N C I P A L : EO R : DE S I G N E R : PR O J E C T M A N A G E R : MM J O B # : DA T E P R I N T E D : FI L E P A T H : 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET 1/8" = 1'-0" 10 / 3 1 / 2 0 1 6 1 1 : 1 7 : 2 6 A M C: \ P r o j \ 1 6 . 0 1 1 7 . S . 0 1 - E S T E S _ C O M M U N I T Y _ C E N T E R - R S 1 6_ e s a b i a . r v t ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 UPPER LEVEL PLAN - NORTH S103 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED S A B I A , K A T I E H O Y T ED S A B I A RA L P H R E M P E L 16 . 0 1 1 7 . S . 0 1 DW I G H T G I L B E R T 1/8" = 1'-0" UPPER LEVEL - NORTH1 NORTH STEEL FLOOR FRAMING PLAN NOTES 1.SEE S000 SERIES SHEETS FOR GENERAL NOTES, SYMBOLS AND ABBREVATIONS 2.SEE S530 FOR TYPICAL DECK DETAILS. 3.SEE S531 FOR TYPICAL SLAB ON METAL DECK DETAILS. 4.SCREED CONCRETE TO PROVIDE CONSTANT ELEVATION. 5.SEE S520 FOR TYPICAL STEEL JOIST DETAILS, FOR JOISTS NOTED "SP", SEE S010 FOR JOIST LOADINGS. 6.TOP OF BEAM EQUALS BOTTOM OF METAL DECK UNLESS NOTED OTHERWISE. 7.SPACE BEAMS AND JOISTS EQUALLY BETWEEN GRID LINES UNLESS DIMESIONED OTHERWISE. 8.ALL BEAM REACTIONS ARE FOR 10k (ULTIMATE) UNO. 3 71 7.9 9 10.3 L M M.6 N P Q EH EG EF EE ED E1 E2 E3 E4 E5 E6 E7 E8 E9 E10 E11 E12 E13 E14 8' - 0 " 30 ' - 0 " 8' - 4 " 5' - 8 " 18 ' - 0 " 175'-2" S103 NJ INFILL CMU SOG4A 0" SO G 7 . 5 A 0" 10 ' - 0 " 6.4 T/FTG= -2'-0" T/FTG= -2'-0" T/FTG= -2'-0" T/FTG= -2'-0" T/FTG= -2'-0" W12x50 F3x3 -2'-0"F3x3 -2'-0" F3x3 -2'-0" HSS6x6x1/4 HSS5x5x1/4 HSS5x5x1/4 F3x3 -2'-0" HSS5x5x1/4F3x3 -2'-0" HSS4x4x1/4 F3x3 -2'-0" HSS4x4x1/4 F2x2 -2'-0" HSS4x4x1/4 5'-0"10'-4 1/2"79'-7 1/2"11'-6"17'-6"33'-0"15'-0"3'-2" 70 ' - 0 " 1'-4 3/8 " 10 S300 PRECAST SEWAGE EJECTOR PIT SEE PLUMBING -6'-0" 9 S310 4" 11 S300 TYP SIM F3x3 -2'-0" 11 S310TYP 7"2'-1" 12 S310 T/FTG= -5'-0"T/FTG= -2'-0" 6" 8" 7"7" 4 S301 1'-0" 2 S301 8"1'-4 3/8" 5 S301 13 S450 AT CMU PARTITION WALLS ON (E) SLAB 13 S310 12 S310 12 S310 12 S310 2 S301 15 S300 14 S310 16 S310 AT WALLS BRACED TO UNDERSIDE OF STRUCTURE AT WALLS THAT STOP AT CEILING 2 1' - 0 " 1'-0" 8" 9'-8" 13'-5 5/8" 1'-8"1'-8" 8 S301 30° 10'-2" 10 TYP 1'-7" 19'-9 1/2"10 ' - 1 0 " 47'-4 3/8" 14 S300 TYP, 3 SIDES T/FTG= -2'-0" TYP UNO 0" 8" 1'-6 1/4"8" 18 S310AS NECESSARY 1' - 2 " 1' - 2 " 4 S301 1'-0" 1' - 0 " 1' - 0 " 7 S301 16 S300 TYP 9" 1'-0" 1'-0" 2' - 0 " 9 S301 MW12-24(1)5MW12-24(1)5 MW 1 2 - 2 4 ( 1 ) 5 MW8-32(1)5 MW8-32(1)5 TYP MW8-32(1)5 MW8-32(1)5 MW 8 - 4 8 ( 1 ) 5 TY P , U N O TYP, UNO MW12-16(2)6 7' - 2 " 1'-6" 12'-11" 1'-0"1'-0" 1'-0" 9 " 9 " 19 S310 TYP SIM 14 S300 14 S300 MASONRY PARTITION WALL ABOVE 4 S301 11 S300 TYP 8" SEE AQ DRAWINGS FOR POOL ~ 4 S301 EXTEND FOOTING AND STEM WALL AT WALL EXTENSION, THIS END SOG4A 0" 18 S310 TYP 1 S311 2 S311 3 S311 1'-0" MJ-40(1) MJ-24(1) MJ-12(2) MJ-32(2)A MJ-30(2)MJ-24(1) MJ-32(1) SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PR I N C I P A L : EO R : DE S I G N E R : PR O J E C T M A N A G E R : MM J O B # : DA T E P R I N T E D : FI L E P A T H : 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET 1/8" = 1'-0" 10 / 3 1 / 2 0 1 6 1 1 : 1 7 : 2 7 A M C: \ P r o j \ 1 6 . 0 1 1 7 . S . 0 1 - E S T E S _ C O M M U N I T Y _ C E N T E R - R S 1 6_ e s a b i a . r v t ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 UPPER LEVEL PLAN - SOUTH S104 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED S A B I A , K A T I E H O Y T ED S A B I A RA L P H R E M P E L 16 . 0 1 1 7 . S . 0 1 DW I G H T G I L B E R T 1/8" = 1'-0" UPPER LEVEL - SOUTH1 NORTH PLAN NOTES: 1.SEE S390 FOR TYPICAL CONCRETE DETAILS. 2.SEE S300, S301, AND S305 FOR TYPICAL FOUNDATION DETAILS. 3.SEE S380 FOR STEEL COLUMN BASE PLATES AND ANCHOR BOLT REQUIREMENTS. 4.SEE S310 FOR TYPICAL SLAB ON GRADE DETAILS 5.SEE S000 SERIES SHEETS FOR GENERAL NOTES, SYMBOLS AND ABBREVATIONS.SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR SLAB SLOPES, DEPRESSIONS, FILL, PADS, AND CURBS NOT SHOWN ON THE STRUCTURAL DRAWINGS. 6.SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF SLAB STEPS, RAMPS, AND STAIRS. 7.MASONRY PARTITION WALLS ARE NOT SHOWN, SEE S450 FOR TYPICAL MASONRY PARTITION WALL DETAILS. COORDINATE LOCATIONS AND WALL HEIGHTS WITH ARCHITECTURAL DRAWINGS. 8.SEE S400 FOR TYPICAL STRUCTURAL MASONRY WALL DETAILS. 9.COORDINATE MASONRY OPENING SIZE AND LOCATIONS WITH ARCHITECTURAL, MECHANICAL, AND PLUMBING DRAWINGS. 3 4 6 7 8 A B C D E F H K 1 L M M.6 N P Q A1 A2 A3 A5 A6 AD AE AF AG AH EH EG EF EE ED EC EB EAE1E2E3E4E5E6E7E8E9E10E11E12E13E14 S106 S107 NJ 5 A.1 A4 A3.4 REMAINDER OF EXISTING BUILDING NOT SHOWN 6.5 G J.3 A1.5 2 SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PR I N C I P A L : EO R : DE S I G N E R : PR O J E C T M A N A G E R : MM J O B # : DA T E P R I N T E D : FI L E P A T H : 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET 1/16" = 1'-0" 10 / 3 1 / 2 0 1 6 1 1 : 1 7 : 2 8 A M C: \ P r o j \ 1 6 . 0 1 1 7 . S . 0 1 - E S T E S _ C O M M U N I T Y _ C E N T E R - R S 1 6_ e s a b i a . r v t ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 OVERALL ROOF PLAN S105 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED S A B I A , K A T I E H O Y T ED S A B I A RA L P H R E M P E L 16 . 0 1 1 7 . S . 0 1 DW I G H T G I L B E R T 1/16" = 1'-0" ROOF - OVERALL1 NORTH 3 4 6 7 8 A B C D E F H K L A1 A3 A5 A6 AD AE AF AG AH 8' - 3 1 / 2 " 12 ' - 8 1 / 2 " 21 ' - 0 " 21 ' - 0 " 21 ' - 0 " 20 ' - 1 0 " 5' - 9 " 2' - 9 " 93'-0" 8'-9" 10'-9" 7'-6" 12'-0" 27'-0" 24'-0" 24'-0" 24'-0" S107 5 A.1 A4 A3.4 1.5B-E 3N 20GA TYP, 16GA IN HATCHED REGION 1. 5 B - C G J.3 A1.5 S550 4 S550 6 S550 2 S5508 111'-7 1/2" 19'-9"24'-10 1/2"23'-6"23'-0"20'-6" 20GA TYP, 16GA IN HATCHED REGION 15 6 ' - 4 " S550 14 3V L I 3 A 20 G A 3V L I 3 A 20 G A 9'-0" 12'-0" 8'-0" 8'-0" TYP AT CANOPY 1.5B-C GIRT TYP AT CANOPY 1.5B 1.5B-E 1.5B-E 22 ' - 0 " 10 ' - 0 3 / 4 " 10 ' - 1 1 1 / 4 " 13'-0" 41'-0" 4 S500TYP 16 S530TYP S531 12 TYP 7 S520 13 S520 W8x35 ELEVATOR HOIST BEAM. COORD LOCATION AND ELEVATION WITH ELEVATOR MANUFACTURER 97 k W2 4 x 6 2 10 0 k 74 k W2 1 x 5 7 75 k 52 k W2 1 x 5 7 57 k 33k W24x76 33k 10 k W1 2 x 1 9 10 k 10 kW1 2 x 1 9 10 k W14x22 94 k W2 4 x 7 6 12 5 k 72 k W2 1 x 5 7 76 k 52 k W2 1 x 5 7 57 k 69 k W2 1 x 5 7 76 k 72DLH-SP 14 k W1 8 x 4 0 12 k 20 k W1 8 x 4 0 20 k 28 k W1 8 x 4 0 10k W18x40 10k 10k W12x1912k 17k W12x19 16k 25 k W1 8 x 4 0 25 k 26 k W1 8 x 4 0 24 k 21 k W1 8 x 4 0 19 k 28 k W1 8 x 4 0 21 k 23 k W1 8 x 4 0 18 k W1 8 x 4 0 24 k 20 k W1 8 x 4 0 23 k W12x19 12k W12x1910k 22K-SP 12K-SP W12x19 22K-SP 11k W18x35 11k 11k W16x26 11k W1 2 x 1 9 17k W16x26 17k W14x22 HS S 1 2 x 4 x 1 / 4 14K-SP W16x26 W8x35 W12x19 HS S 1 2 x 4 x 1 / 4 HS S 1 2 x 4 x 1 / 4 HS S 1 2 x 4 x 1 / 4 HSS8x8x1/4 39 k W2 4 x 5 5 37 k 61 k W2 4 x 5 5 59 k 69 k W2 1 x 5 7 76 k 22K-SP 22K-SP HSS8x8x1/4 73 k W2 1 x 5 7 98 k 62 k W2 4 x 5 5 59 k 73 k W2 4 x 5 5 ( 19 ' - 7 " ) 74 k 87 k W2 4 x 6 2 83 k TY P G R I D 3 80 k W2 4 x 6 2 ( 21 ' - 5 3 / 4 " ) 79 k TY P G R I D 7 H I G H W1 8 x 4 0 ( 14 ' - 9 1 / 2 " ) TY P G R I D 8 23 k W1 8 x 4 0 ( 15 ' - 2 " ) 26 k TY P G R I D 7 L O W W1 2 x 1 9 TO S = 20 ' - 8 " TO S = 21 ' - 2 1 / 8 " TO S = 21 ' - 7 7 / 8 " 22K-SP 16K-SP 14K-SP 5" 5" 27'-0"11'-6" 32'-0"5'-10" 2 S401 TYP 8' - 6 " 8' - 6 " 5' - 4 " 1' - 0 " 8' - 9 " 1' - 0 " 1' - 0 " 1' - 0 " 7 1/2" AT G R I D 4 AT G R I D 5 AT G R I D 6 5" 8" 10k W16x26 10k 12k W16x26 18k 15k W16x26 15k W12x19 W12x19 5 3/8" 5" TYP ( 15' - 4 1/2" )W24x68 ( 14' - 7 3/8" ) 6' - 1 0 1 / 4 " 4'-0" 1'-0" 6 S502 5 S502 5' - 2 " 5' - 2 " 1' - 1 0 " 1' - 0 " 7 1 / 2 " 5" 5 S502 SIM, TYP 10 S520 SIM 8 S502 TYP 20 S520 20 S520 15 S520 TYP LOW 11 S500 20 S500 W21x62 ( 14' - 0" ) HSS8x8x1/2 ( 8' - 8" ) HSS8x8x1/2 ( 8' - 2 1/8" ) TYP TYP 13 S500 HS S 8 x 8 x 1 / 2 ( 8' - 8 " ) HS S 8 x 8 x 1 / 2 ( 8' - 8 " ) ( 13' - 7 1/2" ) ( 14' - 3" ) ( 14' - 7 7/8" ) 10k W14x22 ( 13' - 10" ) 10k 10k W14x22 ( 13' - 10" ) 10k ( 14' - 0 7/8" ) 14k( 14' - 1 5/8" ) W12x26 17k( 13' - 7 1/2" ) ( 14' - 2" ) ( 14' - 6 3/8" ) 10 S501 TYP 24k ( 14' - 3 1/4" )W16x26 25k ( 13' - 10 5/8" ) ( 13' - 7 1/2" ) 14 S401 16 S401 1 S500 6.75x15 ( 24' - 4" ) GLULAM 5 S500TYP EQEQ 9 S502TYP 10 S502 EQ EQ 8'-3 69/128" 3'-0" 2'-0" 4'-6" 4'-6" 5'-0"22K-SP 2.5K-SP 6 S401 TYP 20GA TYP, 16GA IN HATCHED REGION CENTER CURTAIN SUPPORTS BY INSTALLER, ATTACH TO JOIST BOTTOM CHORD, TYP CONNECTIONS OF BASKETBALL GOAL TO JOIST BOTTOM CHORD BY SUPPLIER, TYP COLUMN CAP PL 3/8" TO PROVIDE SUPPORT FOR DECK AND EDGE ANGLE SUPPORT AT CORNERS, TYP COLUMN CAP PL 3/8" TO PROVIDE SUPPORT FOR DECK SUPPORT 4 S200 12 S200 10 S200 5" 12 S502 TYP 20 S530 TYP 3 S520 TYP GI R T GI R T SLOPE DOWN 6 S520TYP HS S 8 x 8 x 1 / 2 TY P 18 S500TYP SLOPE DOWN SLOPED O W N 20 S500 SIM 20 S500 SIM 19 S502 14 S501 15 S501 14 S560 18 S500 SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PR I N C I P A L : EO R : DE S I G N E R : PR O J E C T M A N A G E R : MM J O B # : DA T E P R I N T E D : FI L E P A T H : 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET 1/8" = 1'-0" 10 / 3 1 / 2 0 1 6 1 1 : 1 7 : 2 9 A M C: \ P r o j \ 1 6 . 0 1 1 7 . S . 0 1 - E S T E S _ C O M M U N I T Y _ C E N T E R - R S 1 6_ e s a b i a . r v t ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 ROOF PLAN - NORTH S106 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED S A B I A , K A T I E H O Y T ED S A B I A RA L P H R E M P E L 16 . 0 1 1 7 . S . 0 1 DW I G H T G I L B E R T 1/8" = 1'-0" ROOF - NORTH1 NORTH NOTES: 1.SEE S106 PLAN NOTES: 1.SEE S000 SERIES SHEETS FOR GENERAL NOTES, SYMBOLS AND ABBREVIATIONS. 2.SEE S530 FOR TYPICAL METAL DECK DETAILS AND SCHEDULE. 3.SEE S520 FOR TYPICAL STEEL JOIST DETAILS 4.SEE S010 FOR JOIST LOADING AND DESIGN CRITERIA FOR NONSTANDARD JOISTS NOTED AS “SP”. 5.TOP OF STRUCTURAL STEEL SHALL BE BOTTOM OF METAL DECK UNLESS NOTED OTHERWISE ON PLAN. 6.CONTRACTOR TO VERIFY ALL EQUIPMENT WEIGHTS, SIZES, LOCATIONS, AND OPENINGS REQUIRED WITH MECHANICAL CONTRACTOR. CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER OF ANY CHANGES IN THE WEIGHTS OR LOCATIONS SHOWN ON THE DRAWINGS. SUCH CHANGES IN CONDITIONS SHALL BE SUBJECT TO STRUCTURAL ENGINEER REVIEW. RE: MECHANICAL AND ARCHITECTURAL DRAWINGS FOR ADDITIONAL OPENINGS NOT SHOWN. 7.PROVIDE FIRST JOIST PARALLEL TO WALLS OR EDGES OF BUILDING WITH HALF THE STANDARD JOIST CAMBER. 8.ALL BEAM REACTIONS ARE FOR 10k (ULTIMATE) UNO. 31 7.9 9 10.3 L M M.6 N P Q EH EG EF EE ED E1 E2 E3 E4 E5 E6 E7 E8 E9 E10 E11 E12 E13 E14 8' - 0 " 30 ' - 0 " 8' - 4 " 5' - 8 " 18 ' - 0 " 175'-2" S106 NJ 52 D L H - S P 16 K - S P 28K-SP 28K-SP 3N 20 GA 1.5B-F 16 GA 1.5B-D 20 GA 1. 5 B - F 16 G A 1.5B-D 16 GA 6.4 W24x55 W1 2 x 1 9 W1 2x 19 70 ' - 0 " 5'-0"10'-4 1/2"79'-7 1/2"29'-0"33'-0"15'-0"3'-2" WO O D T R U S S WO O D T R U S S HSS6x4x1/4 HSS6x4x1/4 HSS6x4x1/4 HSS6x4x1/4 HSS6x4x1/4 1. 5 B - D 20 G A 3V L I 3 A 20 G A 3V L I 3 A 20 G A 8' - 0 " 8' - 0 " 16 S530 TYP 12 S520 3N 16 GA 3N 16 GA 3N 16 GA 3N 16 GA NEW 1 3/4 "x11 1/4"LVL @ 16" OC NEW 1 3/4"x20" LVL @ 24" OC 1 S500SIM HSS6x6x1/4 HSS6x6x1/4 HSS6x6x1/4 HS S 8 x 8 x 1 / 2 HSS8x8x1/2 TYP ALL CANOPY MEMBERS 7 S520 9 S540 1. 5 B - E SLOPE DOWN SLOPE DOWN SLOPE DOWN KICKER SL O P E DO W N 15 S530 10 S560 12 S560 HSS6x4x1/4 2 20k W18x35 20k 20k W18x35 20k W18x35 20k W16x26 10 k W1 4 x 3 8 10 k 10 k W1 2 x 1 9 10 k 15 k W1 4 x 3 8 15 k 10 k W1 6 x 2 6 10 k W1 6 x 2 6 10 k W1 6 x 2 6 10 k W1 6 x 2 6 10 k W1 6 x 2 6 10 k W1 6 x 2 6 10 k W1 6 x 2 6 10 k W1 6 x 2 6 10 k W1 6 x 2 6 10 k W1 4 x 2 2 19 k W12x19 10 k W1 6 x 2 6 50k W18x35 20k 10 k W1 2 x 1 9 2 S401 TYP3 S401 14 S450 W24x68 ( 24' - 9" ) ( 14' - 8" )W18x35 20k ( 15' - 0" ) W18x35 ( 20' - 1 7/8" ) 23'-0"8'-0" 1'-3"23'-5" 8 S401 TYP 21 k W1 8 x 3 5 ( 14 ' - 9 1 / 2 " ) 31 k W1 2 x 2 6 ( 14 ' - 2 " ) 1. 5 B - E 2 S401 TYP 3' - 2 1 / 2 " 3' - 2 1 / 2 " 1' - 6 " 6' - 7 " 1' - 2 " 4" 5' - 1 " 1' - 6 " 6' - 3 " 1' - 6 " W1 2 x 2 6 ( 14 ' - 2 " ) 6 S401 TYP 24 L H - S P ( 12' - 9 1/2" )( 13' - 4 1/2" )( 13' - 9 1/4" ) ( 14' - 3 1/4" )( 14' - 9 1/2" ) ( 13' - 8 1/2" ) ( 13' - 8 1/2" )( 14' - 1 1/4" ) W1 2 x 4 0 ( 13 ' - 3 " ) W36x135 ( 24' - 9" ) 3V L I 3 A 20 G A ( 15' - 0" ) W16x26 ( 14' - 4 1/2" ) 1'-0" 10 15 S500 2 S401 TYP B/DECK= 28' - 3 7/8" B/DECK= 10' - 3 1/4" 2' - 8 " 1' - 6 " 6' - 6 " 1' - 6 " 4' - 7 3 / 4 " 4' - 7 3 / 4 " 4' - 2 1 / 2 " EQ EQ EQ EQ3'-0"2'-0" 6' - 0 " 6' - 0 " 6' - 0 " 2' - 6 " HS S 6 x 6 x 5 / 8 ( 12 ' - 8 " ) HS S 6 x 6 x 5 / 8 ( 9' - 1 1 " ) B/DECK= 25' - 1 1/8" B/DECK= 23' - 3" 25k W16x26 25k 20 k 19 k 12 S401 TYP 12 S401 16 S401 13 S560 TYP 8' - 0 " 2' - 0 " TYP 8 1/4"0" 10 S401 TYP 13 S500 SIM 12 S501 B/DECK= 13' - 8 5/8" B/DECK= 13' - 0" 3 S511 10 S500 TYP 10 S500 1'-4 3/8" B/DECK= 23' - 1 3/4" 1 S501 2 S501 6'-4" 3" 4' - 3 1 / 2 " 2' - 5 1 / 2 " 1' - 1 0 " 4' - 3 1 / 2 " 4' - 3 1 / 2 " 3" HSS6x4x3/8 ( 13' - 2" ) 17 S502 FUTURE MECH UNIT 9 S502 TYP 5 S502 TYP 11 S401 EE OF GIRT 4 S501 11 S401 SIM 3 S501 17 S500 1' - 0 " 1' - 1 5 / 8 " 17 S401 11 S502 6 S501 18 S401 5 S501 18 S401 1' - 6 " 6" 8 S401 TYP S531 12 TYP EQ EQ EQ EQ EQ 5' - 0 " TYP HS S 1 0 x 6 x 3 / 8 ( 13 ' - 6 " ) 1 S402 4 S520 TYP 13 S501 TYP 2 S401 3 S402 6 S402 2 S401 TYP 3 S401 20 S530 TYP 2 S501 SIM15 S530 SIM 20 S505 19 S401 12 S200 12 S401 SEE S106 FOR LOW BEAM AT MASONRY WALL ALONG GRID L B/DECK= 28' - 8 3/8"B/DECK= 17' - 0 1/2" RE: ARCH 3'-7" 3 S561 6 S561 7 S561 3 S561 1 S561 TYP TYP TYP TYP (E) 2x12 @ 16" (E) 8 3/4x48 GLULAM (E) 8 3/4x48 GLULAM (E) 22"WOOD TRUSS @ 24" OC 5 S561 17 S501 17 S501 SIM 18 S501 (E) 6 3/4x42 GLULAM 4 S402 SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PR I N C I P A L : EO R : DE S I G N E R : PR O J E C T M A N A G E R : MM J O B # : DA T E P R I N T E D : FI L E P A T H : 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET 1/8" = 1'-0" 10 / 3 1 / 2 0 1 6 1 1 : 1 7 : 3 1 A M C: \ P r o j \ 1 6 . 0 1 1 7 . S . 0 1 - E S T E S _ C O M M U N I T Y _ C E N T E R - R S 1 6_ e s a b i a . r v t ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 ROOF PLAN - SOUTH S107 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED S A B I A , K A T I E H O Y T ED S A B I A RA L P H R E M P E L 16 . 0 1 1 7 . S . 0 1 DW I G H T G I L B E R T 1/8" = 1'-0" ROOF - SOUTH1 NORTH NOTES: 1.SEE S106 PLAN NOTES: 1.SEE S000 SERIES SHEETS FOR GENERAL NOTES, SYMBOLS AND ABBREVIATIONS. 2.SEE S530 FOR TYPICAL METAL DECK DETAILS AND SCHEDULE. 3.SEE S520 FOR TYPICAL STEEL JOIST DETAILS 4.SEE S010 FOR JOIST LOADING AND DESIGN CRITERIA FOR NONSTANDARD JOISTS NOTED AS “SP”. 5.TOP OF STRUCTURAL STEEL SHALL BE BOTTOM OF METAL DECK UNLESS NOTED OTHERWISE ON PLAN. 6.CONTRACTOR TO VERIFY ALL EQUIPMENT WEIGHTS, SIZES, LOCATIONS, AND OPENINGS REQUIRED WITH MECHANICAL CONTRACTOR. CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER OF ANY CHANGES IN THE WEIGHTS OR LOCATIONS SHOWN ON THE DRAWINGS. SUCH CHANGES IN CONDITIONS SHALL BE SUBJECT TO STRUCTURAL ENGINEER REVIEW. RE: MECHANICAL AND ARCHITECTURAL DRAWINGS FOR ADDITIONAL OPENINGS NOT SHOWN. 7.PROVIDE FIRST JOIST PARALLEL TO WALLS OR EDGES OF BUILDING WITH HALF THE STANDARD JOIST CAMBER. 8.ALL BEAM REACTIONS ARE FOR 10k (ULTIMATE) UNO. D.8 E.2 11 HS S 6 x 4 x 1 / 4 HS S 6 x 4 x 1 / 4 HS S 6 x 4 x 1 / 4 HSS6x6x1/4 HSS6x6x1/4 HS S 6 x 4 x 1 / 4 B/DECK= 5' - 8" B/DECK= 9' - 2 1/2" 2' - 0 " 10 ' - 8 " 1' - 6 " 9 S501 1'-4"10'-6"4'-5" EQ EQ EQ 7 S501 8 S501 TYP S500 18 6" S500 4 S520 3 S530 18 1'-0" S540 5 S500 4 S520 3 S530 18 AE S520 3 1'-0" AT 'SIM' 1'-3" S540 5 5" L 6" S501 11 S500 18 SIM, BETWEEN BEAMS S500 18 OH 7 4" S500 4 S520 3 S540 5 S500 4 OH S520 3 WOOD BLOCKING IN LOW HATS OF DECK AS NECESSARY SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PR I N C I P A L : EO R : DE S I G N E R : PR O J E C T M A N A G E R : MM J O B # : DA T E P R I N T E D : FI L E P A T H : 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET As indicated 10 / 3 1 / 2 0 1 6 1 1 : 1 7 : 3 2 A M C: \ P r o j \ 1 6 . 0 1 1 7 . S . 0 1 - E S T E S _ C O M M U N I T Y _ C E N T E R - R S 1 6_ e s a b i a . r v t ES T E S V A L L E Y C O M M U N I T Y C E N T E R Checker Author 10-17-2016 16.0117.S.01 ENLARGED PARTIAL PLANS S200 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED S A B I A , K A T I E H O Y T ED S A B I A RA L P H R E M P E L 16 . 0 1 1 7 . S . 0 1 DW I G H T G I L B E R T 1/4" = 1'-0" PARTIAL UPPER LEVEL - NORTH1 3/4" = 1'-0"4 BUILDING SECTION AC.5 3/4" = 1'-0"8 BUILDING SECTION AE 3/4" = 1'-0"12 BUILDING SECTION GRID L 3/4" = 1'-0"10 BUILDING SECTION GRID 7 A A A A B B A D A C E E D A C BOTTOM REINFORCING PER SCHEDULE TOP REINFORCING IF NOTED IN SCHEDULE PLAN L BARS W BARS APPROVED BEARING MATERIAL, SEE EARTHWORK SPECIFICATION T/FTG, SEE PLAN L BARS W BARS 2" C L R 3" C L R T (L x W) PLAN DIMENSIONS NOTE: 1.REINFORCING IS TOP AND BOTTOM WHEN TAG IS FOLLOWED BY "U" LONGITUDINAL REINFORCING TRANSVERSE REINFORCING, IF REQUIRED APPROVED BEARING MATERIAL, SEE EARTHWORK SPECIFICATION PLAN AT FOOTING INTERSECTIONS T/FOOTING, SEE PLAN NOTE: 1.SEE FOR POUR LENGTH LIMITS AND CONSTRUCTION JOINT DETAILS 2.SEE DETAILS FOR STRIP FOOTING REINFORCEMENT 19/S300 BAR SPLICES LTS AT ALL T 3" C L R W STRIP FOOTING SECTION 3" T Y P I C A L THROUGH FOOTING LTE OR CONTINUOUS CONSTRUCTION JOINT CONST JOINT LTS OR CONT PAST 1ST POUR 2ND POUR ELEVATION VIEW ADDITIONAL #6x7'-0" @ 12" OC MAX (2 MIN), CENTER ON CONSTRUCTION JOINTS 60'-0" MAX NOTES: 1.SUBMIT LOCATIONS OF CONSTRUCTION JOINTS FOR REVIEW PRIOR TO CONSTRUCTION 2.PLACE A MAXIMUM OF 60 FEET OF CONCRETE IN A STRAIGHT LENGTH OF WALL IN A SINGLE POUR 1ST POUR 2ND POUR TYP 8" +/- TYP 8" +/- 8" MAX EQ +/- 8" MAX 4" MIN OPTION 1 - SHEAR KEYS WALL ELEVATION PLAN SECTION CHAMFER VERTICAL EDGES AS SHOWN AT CONTRACTOR'S OPTION, DO NOT CHAMFER TOP & BOTTOM EDGES W/2 +/- W 1 1/2"2x KEY, TYP 6" 6" EQ EQ EQ 1ST POUR 2ND POUR 3'-6".3'-6". OPTION 2 - ADDITIONAL REINFORCING WALL ELEVATION NOTES: 1.REINFORCING SHOWN IS IN ADDITIONAL TO TYPICAL WALL/GRADE BEAM REINFORCING 2.WALL/GRADE BEAM REINFORCING IS NOT SHOWN 3.WALL/GRADE BEAM REINFORING SHALL BE CONTINUOUS THROUGH CONSTRUCTION JOINT NOTES: 1.WALL/GRADE BEAM REINFORCING IS NOT SHOWN 2.WALL/GRADE BEAM REINFORING SHALL BE CONTINUOUS THROUGH CONSTRUCTION JOINT 3.CLEAN SURFACES AND REMOVE LAITANCE 4.WET SURFACE AND REMOVE STANDING WATER PRIOR TO PLACING CONCRETE 60'-0" MAX 60'-0" MAX CONST JOINT CONST JOINT CONST JOINT WALL DOWELS STEP T/FOOTING, SEE PLAN T/FOOTING, SEE PLAN T/FOOTING, SEE PLAN 3'-0" MAX 3"3" 3'-0" EXCAVATE STEP AS STEEPLY AS SOIL ALLOWS 4" MAX 4" MAX LTE NOTE: 1.WALL HORIZONTAL & VERTICAL MAT REINFORCING (NOT SHOWN) TO BE CONTINUOUS THROUGH STEP LOWEST STEM WALL HORIZ BAR TO EXTEND LTE MIN PAST FOOTING STEP 2" APPROVED BEARING MATERIAL BELOW THIS LINE COMPACTED ACCORDING TO EARTHWORK SPEC B/FTG ADJACENT TO WALL SHALL BE AT OR BELOW THIS LINE 3 2 1'-0" SLAB ON GRADE BACKFILL PER S002 T/FTG, SEE PLAN FTG B/TRENCH EXCAVATION SHALL NOT EXTEND BELOW THIS LINE 3 2 GRADE TRENCH EXCAVATION TRENCH EXCAVATION 1'-0" - T/SLAB, SEE PLAN T/FOOTING, SEE PLAN AT STEEL COLUMN SEE PLAN FOR SUPPORTED COLUMN TYPE AND SIZE S300 4 S380 4 NOTE: 1.SPREAD FOOTING REINFORCING NOT SHOWN S310 3 MASONRY DWLS TO MATCH MASONRY WALL REINFORCING SIZE, SPACING AND LOCATION T/SLAB, SEE PLAN T/FOOTING, SEE PLAN 2'-0" UNO 4" TYP (2) #4xCONT #4 @ 24" #4xCONT TOP AND BOT 1'-0" 8" 3" CLR #5@12" EACH WAY, BOTTOM #4@12" EACH WAY, CENTERED T/SLAB, SEE PLAN AT THRESHOLD 3'-0" 3'-0" #4x @12" 1 1/2" AT THRESHOLD [#4x @12"] (3 MINIMUM) STD STD SUMP PIT SECTION ADD 1/2 NUMBER OF BARS INTERRUPTED BY OPENING PLUS 1, SPACE AT 3" OC, TYPICAL EACH SIDEPIT SLAB SUMP PIT - PLAN ELEVATOR REQUIREMENTS 2'-0" COORDINATE WITH ELEVATOR REQUIREMENTS 2'-0" COORDINATE WITH 1/4 2 SIDES, TYP L2x2x1/4 W/ 1/2"Øx4" HAS @ 12"OC MAX, (2) SIDES OF PIT W-19-4 (1 3/4x3/16) STEEL BAR GRATING AT SUMP PIT WATERSTOP, SEE SPECS 1'-6" 8" WATERSTOP, SEE SPECS 4" UNO 8" 2" TYP 2" TYP SUMP PIT ELEVATION [#4x @12"] (3 MINIMUM) 8" 8" STD EXCAVATE STEP AS STEEPLY AS SOIL ALLOWS 1'-0" 3/16 4 3/16 4 EMBED PL 3/8x12x12 W/ (4) 1/2"Øx4" HAS @ 8"GA, (2) EA SIDE AGAINST FOUNDATION WALL L2x2x1/4 LOW WALL STEM WALL T/FOOTING, SEE PLAN EQ EQ ADDITIONAL #6x7'-0" @ 12" OC MAX (3 MIN) 6" 1'-0" TYP 3'-6".3'-6". 4" POCKET IN LOW WALL FOR STEM WALL NOTE: 1.WALL HORIZONTAL & VERTICAL MAT REINFORCING (NOT SHOWN) TO BE CONTINUOUS THROUGH STEP LOW WALL STEM WALL T/FOOTING, SEE PLAN EQ EQ ADDITIONAL #6 @ 12" OC MAX (3 MIN) 4" POCKET IN LOW WALL FOR STEM WALL NOTES: 1.WALL HORIZONTAL & VERTICAL MAT REINFORCING NOT SHOWN 3'-6". AT STEM WALL PERPENDICULAR TO LOW WALL AT STEM WALL PARALLEL TO LOW WALL TYP 1'-0" 6" BLOCKOUT AROUND BASE PLATE AS NECESSARY. INFILL PRIOR TO PLACING STUDS S301 4 (4) #4 VERTS AT CORNERS (3) #4 , TOP (2) @3" TYP 8" - UNO 1'-0" TYP S310 2 NO SCALE4 TYPICAL SPREAD FOOTINGNO SCALE8 TYPICAL STRIP FOOTING NO SCALE19 CONSTRUCTION JOINT IN WALL ON FOOTINGS 3/4" = 1'-0"15 STRIP FOOTING W/CIP STEM WALL STEP, 3'-0" AND LESS 1/4" = 1'-0"1 TYPICAL FOOTING ADJACENT TO (E) FOUNDATION 1/4" = 1'-0"2 TYPICAL EXCAVATION AT FOOTING 3/4" = 1'-0"12 INTERIOR COLUMN AT SPREAD FOOTING 3/4" = 1'-0"11 INTERIOR CMU WALL ON STRIP FOOTING 3/4" = 1'-0"10 ELEVATOR PIT ON FOOTING 3/4" = 1'-0"14 STRIP FOOTING W/CIP STEM WALL STEP, GREATER THAN 3'-0" SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PRINCIPAL: EOR: DESIGNER: PROJECT MANAGER: MM JOB #: DATE PRINTED: FILE PATH: 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET As indicated 10/31/2016 11:17:34 AM C:\Proj\16.0117.S.01 - ESTES_COMMUNITY_CENTER - RS16_esabia.rvt ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 TYPICAL FOOTING DETAILS S300 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED SABIA, KATIE HOYT ED SABIA RALPH REMPEL 16.0117.S.01 DWIGHT GILBERT - F8x8 8'-0"x8'-0"x2'-2" (9) #7 EW BOT 320 - F7x7 7'-0"x7'-0"x2'-0" (9) #6 EW BOT 245 - F6x6 6'-0"x6'-0"x1'-8" (7) #6 EW BOT 180 - F5x5 5'-0"x5'-0"x1'-4" (6) #5 EW BOT 125 - F4x4 4'-0"x4'-0"x1'-2" (4) #5 EW BOT 80 - F3x3 3'-0"x3'-0"x1'-0" (4) #4 EW BOT 45 - F2x2 2'-0"x2'-0"x1'-0" (3) #4 EW BOT 20 - MARK FOOTING SIZE L x W x T REINFORCING SERVICE CAPACITY (KIPS)REMARKS SOIL ALLOWABLE PRESSURE = 5000 PSF SPREAD FOOTING SCHEDULE 3/4" = 1'-0"16 TYP EXTERIOR PILASTER A A A A A A A A #4x @18" OC - T/WALL, SEE PLAN T/FOOTING, SEE PLAN MASONRY DOWELS TO MATCH MASONRY WALL REINFORCING SIZE, SPACING AND LOCATION AT MASONRY WALL MLS LTE AT STUD WALL AT STOREFRONT OR CURTAINWALL PLAN SEE PLAN SEE #4 TOP AND BOTTOM, EACH FACE 2" CLR S300 8 4" TYP (3) #4xCONT FOR WALLS GREATER THAN 10" THICKNESS 1'-0" S310 2 3" CLR 1'-0" 4" TYP #4x @12" OC, EA FACE #6 @ 12" EA FACE (4) #4xCONT T/FOOTING, SEE PLAN MATCH MAS WALL REINF L S310 2 SIM #4 @ 12" #4x @12" OC, ALTERNATE HOOK DIRECTION - T/WALL, SEE PLAN T/FOOTING, SEE PLAN MASONRY DOWELS TO MATCH MASONRY WALL REINFORCING SIZE, SPACING AND LOCATION AT MASONRY WALL MLS LTE AT STUD WALL AT STOREFRONT OR CURTAINWALL PLAN SEE PLAN SEE EQ EQ 3" CLR 1'-0" #4 TOP AND BOTTOM S300 8 (2) #4xCONT 4" TYP FOR WALLS LESS THAN OR EQUAL TO 10" THICKNESS #4 @ 12" EACH WAY AT SIM S310 2 3" CLR MASONRY DWLS TO MATCH MASONRY WALL REINFORCING SIZE, SPACING AND LOCATION T/SLAB, SEE PLAN T/FOOTING, SEE PLAN 2'-0" UNO 4" TYP (2) #4xCONT #4 @ 24" #4xCONT TOP AND BOT 1'-0" 8" MASONRY PARTITION WALL PER 9/S450 3" CLR #4 VERTS AT CORNERS (8) #5x (4) #5 VERT EACH FACE 2'-0" 3'-0" T/ GRADE S301 4 EXTEND FOOTING REINFORCING TO FAR SIDE OF STEM WALL FOOTING #4 @ 18" AROUND PERIMETER (4) #4x S380 4 OFFSET PL 2 1/2" TOWARDS INTERIOR 10.3 SIM NJ EH OFFSET FOOTING AS NECESSARY ADJACENT TO (E) FOUNDATION (4) #4 VERTS AT CORNERS (3) #4 , TOP (2) @3" S310 13 MATCH BOTTOM OF (E) FOOTING CONTACT ENGINEER IF (E) FOOTING DIFFERS FROM WHAT IS SHOWN HERE SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PRINCIPAL: EOR: DESIGNER: PROJECT MANAGER: MM JOB #: DATE PRINTED: FILE PATH: 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET 3/4" = 1'-0" 10/31/2016 11:17:35 AM C:\Proj\16.0117.S.01 - ESTES_COMMUNITY_CENTER - RS16_esabia.rvt ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 TYPICAL STEM WALL DETAILS S301 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED SABIA, KATIE HOYT ED SABIA RALPH REMPEL 16.0117.S.01 DWIGHT GILBERT NO SCALE2 WIDE STEM WALL AT EXTERIOR 3/4" = 1'-0"5 ENTRY WALL FOUNDATION NO SCALE4 NARROW STEM WALL AT EXTERIOR 3/4" = 1'-0"8 TALL PARTITION CMU WALL ON STRIP FOOTING 3/4" = 1'-0"6 COMMUNITY CENTER PILASTERS 3/4" = 1'-0"7 GRID N/10.3 PILASTER 3/4" = 1'-0"9 FOOTING ADJACENT TO EXISTING BUILDING 14'-0" LONG BAR AT OUTSIDE FACE, SIZE AND SPACING TO MATCH TYPICAL WALL HORIZONTAL REINFORCING, CENTER ON CROSS WALLS CORNER BAR SIZE & SPACING TO MATCH INTERIOR FACE HORIZONTAL REINFORCING INSIDE FACES CROSS WALLINDICATES ADDITIONAL VERTICAL BARS, SIZE TO MATCH WALL TYPICAL VERTICAL REINFORCING CORNER BAR SIZE AND SPACING TO MATCH INTERIOR FACE HORIZONTAL REINFORCING OUTSIDE FACE (SOIL SIDE) OUTSIDE FACE (SOIL SIDE) INSIDE FACE HORIZ REINF CORNER BAR x SIZE AND SPACING TO MATCH INTERIOR FACE HORIZONTAL REINFORCING NOTES: 1.TYPICAL VERTICAL REINFORCING NOT SHOWN 2.SEE WALL DETAILS FOR BAR LAYERING 3.DETAIL IS SIMILAR WHERE SOIL OCCURS ON BOTH SIDES OF WALL CORNER BAR x SIZE AND SPACING TO MATCH HORIZONTAL REINF 7'-0" 7'-0" OR LTS, TYP CONTINUOUSAT INSIDE FACE, SPLICE BAR SIZE AND SPACING TO MATCH TYPICAL WALL HORIZONTAL REINFORCING 7'-0" 0", TYP AT CROSS WALL WITH REINFORCING CENTERED AT CROSS WALL WITH REINFORCING EACH FACE STANDARD HOOK, TYP TYPICAL WALL PLAN WITH REINFORCING ON THE INTERIOR FACE INSIDE FACES INSIDE FACES CORNER BAR SIZE & SPACING TO MATCH HORIZONTAL REINF OUTSIDE FACE (SOIL SIDE) OUTSIDE FACE (SOIL SIDE) HORIZONTAL REINF INDICATES ADDITIONAL VERTICAL BARS, SIZE TO MATCH TYPICAL WALL VERTICAL REINFORCING OR LTS, TYP CONTINUOUS CROSS WALL STANDARD HOOK, TYPCONTINUOUS BAR OR SPLICE BAR TO MATCH TYPICAL WALL HORIZONTAL REINFORCING SIZE AND SPACING CORNER BAR SIZE AND SPACING TO MATCH HORIZONTAL REINF [, NEED NOT EXCEED #6] NOTES: 1.TYPICAL VERTICAL REINFORCING NOT SHOWN 2.SEE WALL DETAILS FOR BAR LAYERING 3.DETAIL IS SIMILAR WHERE SOIL OCCURS ON BOTH SIDES OF WALL AT CROSS WALL WITH REINFORCING CENTERED AT CROSS WALL WITH REINFORCING EACH FACE 0" TYP TYPICAL WALL PLAN WITH TWO LAYERS OF REINFORCING CROSS WALL/GR BEAM CORNER BAR SIZE AND SPACING TO MATCH HORIZONTAL REINF HORIZONTAL WALL REINFORCING STANDARD HOOK, TYP INDICATES ADDITIONAL VERTICAL BARS, SIZE TO MATCH TYPICAL VERTICAL REINFORCING TYPICAL 2" CLEAR OR LTS TYP CONTINUOUS CONTINUOUS BAR OR SPLICE BAR TO MATCH TYPICAL WALL HORIZONTAL REINFORCING SIZE AND SPACING NOTES: 1.TYPICAL VERTICAL REINFORCING NOT SHOWN 2.SEE WALL DETAILS FOR BAR LAYERING 3.DETAIL IS SIMILAR WHERE SOIL OCCURS ON BOTH SIDES OF WALL AT CROSS WALL WITH REINFORCING CENTERED AT CROSS WALL WITH REINFORCING EACH FACE 0" TYP TYPICAL WALL PLAN WITH SINGLE CURTAIN OF REINFORCING NOTES: 1.TYPICAL VERTICAL REINFORCING NOT SHOWN 2.SEE WALL DETAILS FOR BAR LAYERING PILASTER IN WALL -- - PLAN SEE SEE PLAN 4" LTS, TYP CONTINUOUS OR SEE SCHED FOR TIES SEE SCHEDULE FOR VERTICAL REINF (10 SHOWN) 0" TYP PILASTER SECTION / ELEVATION AT FOOTING -- #3 DOWEL TIE AT TOP AND BOTTOM OF DOWELS AT CONTRACTOR'S OPTION 3" CLEAR FOUNDATION DOWELS TO MATCH PILASTER VERTICAL REINFORCING T/FOUNDATION, SEE PLAN PILASTER FOUNDATION PILASTER REINFORCING WALL BEYOND 4" CLEAR UNO 1'-0" UNO 1'-0" UNO 1'-0" - 3" CLR 2" CLR 1" CLR #5 @ 15" HORIZ, EACH FACE #8 @ 8" #7 @ 8" #4 @ 12" T&B #4 @ 12" #5 @ 15" S310 2 1 1/2"x3 1/2" KEYED OR TOOLED JOINT 1'-6" 2" CLR 3 3" CLR 2" CLR 1" CLR#5 @ 15" HORIZ, EA FACE #6 @ 9" #6 @ 15" #4 @ 12" T&B #6 @ 15" #5 @ 15" S310 2 1 1/2"x3 1/2" KEYED OR TOOLED JOINT NO FRONT FACE REINF AT TYPE 2 10" TYPE 2 1'-0" TYPE 1 & 3 1'-3" NOTE: 1.SEE 10/S305 FOR TOP OF WALL AT TYPE 2 2" CLR 3 3" CLR 2" CLR #6 @ 15" #6 @ 18" #6 @ 12" T&B S310 2 1 1/2"x3 1/2" KEYED OR TOOLED JOINT 1'-3" #4 @ 12" T&B 2" CLR SLOPE TO MATCH GRADING 2" NOTCH S540 14 1'-0" VARIES #4 @ 18" LTS 1 1/2"x3 1/2" KEYED OR TOOLED JOINT 1 1/2" KEY NOTE: 1.SEE & FOR REINFORCING SIZE & SPACING10/S300 1/S305 3/16 2 3/16 2 PL WASHER TO BASE PLATE, TYP ANCH BOLTS SHALL HAVE 12" EMBEDMENT S305 9 S305 10OR S380 4 3 S310 SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PRINCIPAL: EOR: DESIGNER: PROJECT MANAGER: MM JOB #: DATE PRINTED: FILE PATH: 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET 3/4" = 1'-0" 10/31/2016 11:17:37 AM C:\Proj\16.0117.S.01 - ESTES_COMMUNITY_CENTER - RS16_esabia.rvt ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 TYPICAL FOUNDATION WALL DETAILS S305 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED SABIA, KATIE HOYT ED SABIA RALPH REMPEL 16.0117.S.01 DWIGHT GILBERT NO SCALE8 TYPICAL HORIZONTAL REINFORCING AT BASEMENT AND FOUNDATION WALLSNO SCALE20 PILASTER DETAILS AT BASEMENT AND FOUNDATION WALLS PIL-B (16) #8 #4 @ 16" PIL-A (10) #8 #4 @ 16" PILASTER MARKER VERTICAL REINFORCEMENT TIES PILASTER SCHEDULE 3/4" = 1'-0"1 TYP BUILDING FOUNDATION WALL 3/4" = 1'-0"9 GRID 3 FOUNDATION WALL 3/4" = 1'-0"10 SHORT BUILDING RETAINING WALL 3/4" = 1'-0"5 FOUNDATION WALL AT ELEV PIT 3/4" = 1'-0"11 TYP EDGE COLUMN PILASTER AT RETAINING WALLS A A A A A A PLAN AT PILASTERPLAN AT COLUMN CONTROL JOINT OR CONSTRUCTION JIONT CL COL TOOLED JOINT, TYP COLUMN FACE COLUMN, SEE PLAN FOR SHAPE ISOLATION JOINT, TYP CONCRETE ENCASEMENT TO COVER COL BASE SECTION AT COLUMN COLUMN OR PILASTER CONSTRUCTION JOINT DIAMOND OR ROUND BLOCKOUT 4" M I N S310 2 T/FOUNDATION 4" M I N 1/4" PREFORMED JOINT FILLER, FULL SLAB DEPTH, FILLER SHALL NOT PROTRUDE ABOVE SLAB JOINT SEALANT, SEE ARCH 2ND POUR1ST POUR EXTEND REINFORCING THROUGH JOINT NOTE: 1.PROVIDE TOOLED JOINT OR SAW CUT AS SOON AS THE CONCRETE HAS HARDENED SUFFICIENTLY TO PERMIT CUTTING WITHOUT CHIPPING, SPALLING, OR TEARING (BUT NOT MORE THAN 12 HOURS AFTER CASTING) PROVIDE #4x5'-0" @ 18" OC NOTE 1 SLAB REINFORCING #4xCONT EACH SIDE OF JOINT 2 1 CONSTRUCTION JOINT CONTROL JOINT AT T < 6"AT T ≥ 6" 6" T/4 T 6" 2x4xCONT KEY, CHAMFER EDGES AT CONTRACTOR'S OPTION, CENTER IN SLAB DEPTH 1 1/2" S310 3 S310 3 8 S310 PROVIDE JT EW AT ALL RE-ENTRANT CORNERS CONTROL OR CONSTRUCTION JT RATIO = 1:1.5 10'-0" MAX EW MAX ASPECT NOTES: 1.KEY PLAN ILLUSTRATES CONSTRUCTION CONCEPTS ONLY. SEE PLAN FOR ACTUAL DIMENSIONS AND ARRANGEMENT 2.PROVIDE ADDITIONAL CONTROL JOINTS AT ABRUPT CHANGES IN THICKNESS AND LOCATIONS PRONE TO CRACKING, COORD LOCS WITH FLOOR FINISHES AND INTERIOR WALLS PROVIDE TYP TRIM REINF AT ALL OPNGS, NOTCHES, AND RE-ENTRANT CORNERS 2 S310 S390 4 S390 4 SEE GENERAL NOTES FOR POUR LENGTH AND AREA LIMITS S390 4 TYP SLAB REINF, SEE ~ ~ ~~ 4/S310 CONT VAPOR RETARDER, SEE ARCH BAR SUPPORTS, SEE SPEC NOTES: 1.PREPARED/COMPACTED SUBGRADE AND/OR GRANULAR COURSE, SEE EARTHWORK SPEC SLAB REINF TYPICAL SLAB-ON-GRADE SECTION P CLR T NOTE 1 (3) #4xCONT ALTERNATE HOOK DIRECTION #4 @ 24" AND AT WALL ENDS AND JAMBS 3'-0" MIN 3" CLR 8" MLS 11' 4" MAX STAIR STRINGER AND CONN TO SOG BY STAIR MNFR (3) #4xCONT #4x @24" 2'-0" 2'-0" 1'-0" BEYOND STRINGERS 2'-0" (MIN), EXTEND THICKENED ZONE MIN 1'-0" 3'-0" #4x @12" TOP, A706 FIELD BENT AT CONTRACTOR'S OPTION #4x5'-0"@12", EPOXY COATED, CTRD ON WALL/GRADE BEAM TYPICAL 3'-0" WALL ELEVATIONLAP BARS TO MATCH TOP REINFORCING UNO 8" LTS+16" 2" TOP REINFORCING 2" RIGID INSULATION, CENTERED BELOW DOOR THRESHOLD BEARING, TYP 3 1/2" MIN 8" UNO 8" AT WALK-OFF MAT DEPRESSION 8" WALL ELEVATION SECTION LAP BARS TO MATCH TOP REINFORCING UNO 8" LTS+16" 2" TOP REINFORCING 1" CLEAR #4x5-0"@12" OC (3 MIN), CENTER OVER FOUNDATION TYP 6" TOOL JOINT ALIGNED WITH FACE OF FOUNDATION, DO NOT SAW CUT #4xCONT #4x @18" CTR 3'-0"3'-0" 1.5T #4xCONT 1'-0" MIN 1'-0" MIN T T 1.5T 1'-0" MIN 1'-0" MIN T . 1 1 2 1 #4@12" (2 MIN) #4x2'-0" @12" OC CONSTRUCTION JOINT AT CONTRACTOR'S OPTION, SEE MIN 8" 8" MAX 2'-6" MAX 6" 8/S310 1 2 #6 @ 12" SEE PLAN 1 1/2" MIN LEDGE #4 @ 18" L3x3x1/4xCONT W/ 1/2"Øx4" HAS @ 12"OC DOWELS PER S400 HDAS 3/4"Øx5" @ 12"OC MLS 4'-0" 4'-0" 2" CLR STAIR, LANDING & RAILING DESIGN BY CONTRACTOR POST DESIGN AT LANDINGS BY CONTRACTOR 1/2" MAX MIN 8" 1'-0"1'-0" (3) #4x2'-0" EACH WAY 2'-0" SQUARE CONNECTION TO SOG BY CONTRACTOR 2'-0" MLS 8" 2" MIN EXP JOINT (3) #4xCONT S310 2 NJ EH GROUT SOLID FIRST COURSE HOOKED SPLICE BAR TO MATCH WALL REINF VERTICALS #4xCONT MIN 8"(2) #4 BOTTOM 6 " M I N #4x @ 12" OC2'-0 2'-0 #4 @ 12" OC 3 " C L R KEYED JOINT, SEE 6" 8/S310 #4x1'-0 @ 18" OC ON ALL SIDES OF PATCH, ADHESIVE ANCHOR ENBED 4" 6x6-W2.9xW2.9 WWR FOR PATCH LESS THAN 16" WIDE NJ EH EQ EQ 1'-4" #4x2'-8" ADHESIVE ANCHOR @ 18" OC MAX (3) #4xCONT 6 S310 S310 7 #4 @18" 1'-6 1 1/2" KEY, TYP S310 8 SIM SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PRINCIPAL: EOR: DESIGNER: PROJECT MANAGER: MM JOB #: DATE PRINTED: FILE PATH: 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET As indicated 10/31/2016 11:17:40 AM C:\Proj\16.0117.S.01 - ESTES_COMMUNITY_CENTER - RS16_esabia.rvt ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 TYPICAL SOG DETAILS S310 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED SABIA, KATIE HOYT ED SABIA RALPH REMPEL 16.0117.S.01 DWIGHT GILBERT 3/4" = 1'-0"3 SLAB-ON-GRADE BLOCKOUT AT COLUMN/PILASTER 1 1/2" = 1'-0"2 TYPICAL SLAB-ON-GRADE ISOLATION JOINT 1 1/2" = 1'-0"8 SLAB-ON-GRADE JOINTS NO SCALE5 TYPICAL SLAB-ON-GRADE KEY PLAN 1" = 1'-0"4 TYP SLAB-ON-GRADE SCHEDULE 3/4" = 1'-0"16 SOG BELOW CANTILEVER MASONRY PARTITION WALL 3/4" = 1'-0"10 SLAB-ON-GRADE SUPPORTING METAL PAN STAIR 3/4" = 1'-0"12 TYPICAL SLAB-ON-GRADE EXTERIOR THRESHOLD 3/4" = 1'-0"11 SLAB-ON-GRADE INTERIOR THRESHOLD 3/4" = 1'-0"6 TYPICAL SLAB-ON-GRADE RAMP/SLOPE 3/4" = 1'-0"7 TYPICAL SLAB-ON-GRADE STEP 3/4" = 1'-0"9 TYPICAL THICKENED SOG OVER DEEP FILL AT BASEMENT WALL SOG7.5A 7 1/2" - - SEE 9/S310 SOG4A 4" WWR 6x6-W2.9xW2.9 1 1/2" - TYPE THICKNESS T REINF BAR POSITION P REMARKS SLAB ON GRADE SCHEDULE 3/4" = 1'-0"15 POST TO SOG AT PERFORMANCE SPECIFIED STAIR 3/4" = 1'-0"13 SOG ADJACENT TO EXISTING BUILDING 3/4" = 1'-0"14 TYP MAS PARTITION TO SOG 3/4" = 1'-0"17 TYP STAIR ON GRADE 1 1/2" = 1'-0"18 TYP SOG REPLACEMENT AT EXISTING 3/4" = 1'-0"19 SOG TIE-IN TO EXISTING BUILDING 3/4" = 1'-0"20 SOG RAMP SECTION 1 1 EG 1'-0" (2) #4xCONT 1 1 S310 18 OH 1'-0" CAST OR DRILLED IN DOWEL, EMBED 8" EG S310 18 OH 1'-0" (2) #4xCONT NOTE: 1.SEE 1/S311 FOR TOP OF WALL S310 18 1'-0" 1 1 CAST OR DRILLED IN DOWEL, EMBED 8" MIN 6" 6" MIN 3'-0" PLACE CONCRETE IN TRENCH AS SHOWN FULL LENGTH OF DOOR EXTENDING AS FAR SOUTH AS NECESSARY TO ENSURE AT LEAST 1’-0” OF SOIL IS ABOVE INTERIOR SLAB ON GRADE SITE SLAB, SEE CIVIL SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PRINCIPAL: EOR: DESIGNER: PROJECT MANAGER: MM JOB #: DATE PRINTED: FILE PATH: 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET 3/4" = 1'-0" 10/31/2016 11:17:40 AM C:\Proj\16.0117.S.01 - ESTES_COMMUNITY_CENTER - RS16_esabia.rvt ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 SOG DETAILS S311 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED SABIA, KATIE HOYT ED SABIA RALPH REMPEL 16.0117.S.01 DWIGHT GILBERT 3/4" = 1'-0"1 NEW MASONRY BEARING WALL 3/4" = 1'-0"2 NEW MASONRY BEARING WALL - 2 3/4" = 1'-0"3 EXISTING FOUNDATION DEPTH FIX A A TYP EMBEDDED PL SCHED** BEAM C8, W8 CAPACITY (KIPS)*D (IN) L (IN) TOTAL # HAS 12 6 4 C10, W10 12 6 4 C12, W12 12 8 4 W14 14 9 6 W16 16 10 6 W18 18 12 6 W21 21 14 8 W24 24 16 10 W27 27 18 12 W30 30 18 14 W33 33 20 14 W36 36 20 16 * ULTIMATE LEVEL (LRFD) ** EMBEDDED PLATE TYPE IS BASED ON BEAM DEPTH. IF PLAN REACTION IS GREATER THAN SCHEDULED CAPACITY, REQUEST CUSTOM CONNECTION FROM ENGINEER T/PL = T/BM, TYP PL 3/4 3/4"Ø HAS, TYP, SEE SCHEDULE FOR LENGTH AND TOTAL # 13/16"x2 3/4" SLOTTED HOLE IN L6, STANDARD HOLE IN BEAM L6x3 1/2x3/8, (2) PT BOLTS, CENTER VERTICALLY ON BM NOTES: 1. COMPLETE ALL WELDS PRIOR TO INSTALLING DECK OR USING BEAM TO SUPPORT ANY CONSTRUCTION MATERIALS 2. SEE FOR WELDING OF REBAR TO EMBED PLATES WHEN REQUIRED. DAS MAY BE SUBSTITUTED FOR REBAR. 1 1/2" ± 1" WELDING CLEARANCES TRIM FLG T&B, ONE SIDE ONLY, AS REQD FOR FIELD EQ EQ EQ 2" 2" D 2"5"5"2" EMBED & BEAM CL T/CONC BEAM ELEVATION EMBED ELEVATION MINIMUM CONCRETE EDGE DISTANCES AT WALLS OF ANGLE DO NOT WELD ACROSS TOP 11 S380 AT SKEWED CONNS 8" STUDS 15 15 39 51 61 78 84 99 106 113 118 124 1'-0" MIN S380 10WHERE LESS 7 S380AT PILASTER 5/16 3/4" RETURN TOP, FULL RETURN BOT 5/16 3 SIDES, NOTE 1 1 1/2" 1/S380 1 1/2" T&B L BAR SIZE E L 23/16#3 #4 1/4 2 1/2 #5 5/16 3 #6 3/8 3 1/2 #7 7/16 4 DBAR SIZE 3/8 1/2 7/16 5/16 1/4 #7 #6 #5 #4 #3 #8 1/2 4 1/2 9/16#8 FROM BEND STOP WELD (2) BAR DIA'S D(E)L (E)L NOTES: 1. ALL WELDED REBAR SHALL BE A706 NOTES: 1. REQUEST CONN FROM ENGINEER IF Ø > 45° Ø BENT PL 3/8xL ~ BEAM WEB 3 1/2" 6 " 0" TO 1'-0" REPLACE TOP (2) HAS w/ (2) #6 (A706) #6x2'-4", EMBED SUPPLIER TO TIE IN PLACE CENTERED ON PLATE, WELDING NOT PERMITTED LESSER OF: 1) LDH 2) FAR FACE OF CONC LESS 2" 1'-0" 11 49/64" 0" TO 1'-0" REPLACE TOP (2) HAS w/ (2) #6 (A706) #6x3'-0", CENTERED ON EMBED SINGLE SIDED 9" 2" CLEAR PIGGYBACK STUDS NOTES: 1. ALL AROUND WELD MAY BE USED IN LIEU OF THE WELD SHOWN 2. 12xANCHOR RODØ MEASURED TO TOP OF DOUBLE NUT, DECREASE AS REQUIRED TO PROVIDE 3" CLEAR COVER AT FOOTING LOCATIONS 3. 2"Ø MAXIMUM GROUT HOLE AT CONTRACTOR'S OPTION. ONE OR TWO GROUT HOLES RECOMMENDED FOR BASE PLATES LARGER THAN 24" IN WIDTH. TYPICAL 5/16 NOTE 1 HSS OR PIPE COLUMN 5/16 - B N - - B N OPTIONAL LEVELING NUTS DOUBLE NUT OR HEADED ANCHOR ROD ABOVE NUT 2" MIN PROJECTION T, SEE SCHEDULE GROUT 1 1/2" NON-SHRINK NOTE 2 - 3/4"Ø ANCHOR RODS, UNO PL WASHER 1/2x2x2 W/ STANDARD HOLE 1 5/16"Ø HOLES IN BASE PLATE UNO, 1 13/16"Ø HOLE AT 1"Ø ANCHOR RODS W12, W14, W16 4"4" TYP SEE PLAN FOR SUPPORTED COLUMN TYPE AND SIZE HSS OR PIPE 4" 4" TYPTYP 1 1/2" TYP 1 1/2" GROUT HOLE, NOTE 3 3 L3x3x1/4xCONT W/ 1/2"Øx5" HAS @ 12"OC DECK DIRECTION VARIES 3/4"Øx5" HAS @ 12"OC SLOPE TO MATCH GRADING 4" NOTCH #5xCONT TO MATCH NOTCH SLOPE #4xCONT S540 13 SIM 8" 3"3" 1'-2" 1'-4" NOTE: 1) SEE 4/S380 FOR ADDITIONAL INFORMATION 2) PROVIDE (4) #4 TIES AROUND ANCHOR BOLTS IN CONCRETE BEAM 5/16 PL 1 1/2 W/ (4) 1 1/4"Ø ANCHOR BOLTS IN 2 1/16" HOLES. EMBED 18" MIN. PL WASHER 1/2x3x3, TYP 1'-6" 1'-6" NOTE: 1) SEE 4/S380 FOR ADDITIONAL INFORMATION 2) PROVIDE (4) #4 TIES AROUND ANCHOR BOLTS IN CONCRETE BEAM 5/16 PL 1 1/2 W/ (4) 1 1/4"Ø ANCHOR BOLTS IN 2 1/16" HOLES. EMBED 18" MIN. PL WASHER 1/2x3x3, TYP 2" TYP A6 T/PILASTER B/ MTL DECK S380 7 S380 4 A6 L3x3x1/4xCONT W/ 1/2"Øx5" HAS @ 6"OC DECK DIRECTION VARIES 3/4"Øx5" HAS @ 6"OC 8" #4xCONT S540 13 NO SCALE16 TYPICAL BEAM EMBED PL CONNECTION & SCHEDULE - LRFD NO SCALE1 TYPICAL REBAR WELD SCHEDULE NO SCALE11 BEAM EMBED AT SKEWED BM NO SCALE10 BEAM EMBED NEAR TOP OF WALL SINGLE SIDED 1 1/2" = 1'-0"7 BEAM EMBED AT TOP OF PILASTER/COLUMN 3/4" = 1'-0"4 TYPICAL GRAVITY COLUMN BASE PLATE SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PRINCIPAL: EOR: DESIGNER: PROJECT MANAGER: MM JOB #: DATE PRINTED: FILE PATH: 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET As indicated 10/31/2016 11:17:43 AM C:\Proj\16.0117.S.01 - ESTES_COMMUNITY_CENTER - RS16_esabia.rvt ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 CONCRETE SUPPORTING STEEL DETAILS S380 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED SABIA, KATIE HOYT ED SABIA RALPH REMPEL 16.0117.S.01 DWIGHT GILBERT 3/4" = 1'-0"13 GRID 3 FOUNDATION WALL TO UPPER LEVEL HSS8x8x1/4 3/4 15 15 HSS6x6x1/4 3/4 13 13 HSS5x5x1/4 3/4 12 12 HSS4x4x1/4 3/4 12 12 W14 1 1/2 18 16 W12x58 1 1/2 15 17 W12x53 1 1/4 13 15 W12x35-W12x50 1 12 16 COLUMN SIZE PLATE THICKNESS, T (in) B, (in) N, (in) BASE PLATE DIMENSIONS 1 1/2" = 1'-0"2 BRACED FRAME COLUMN BASEPLATE 1 1/2" = 1'-0"6 HSS10x10 COL BASEPLATE 3/4" = 1'-0"5 COLUMN AT PILASTER 3/4" = 1'-0"14 GRID A6 FOUNDATION WALL TO UPPER LEVEL NOTES: 1.ALL BENDS SHALL BE MADE COLD 2.#14 & #18 BARS SHALL BE BEND TESTED & LAB APPROVED PRIOR TO BENDING STANDARD BENDS 90° HOOK (#3-#5) d 3" MIN 6d TYPICAL REINFORCING BENDS STIRRUP/TIE BENDS 180° HOOK (#3-#8) D 2 1 6 MAX OFFSET BEND D1 #3 - #8 6d #9 - #11 8d 90° HOOK (#6-#8) d 12d D 2 135° HOOK (#3-#8) d 3" M I N6d D 2 90° HOOK d 12d D 1 180° HOOK d 2 1/2" MIN 4d D1 #3 - #5 4d #6 - #8 6d D2 d D2 2 1/2" MIN 4d ADD 1/2 NUMBER OF BARS INTERRUPTED BY OPENING PLUS 1, SPACE AT 3" OC DETAIL SIMILAR FOR CIRCULAR OPENINGS NOTES: 1.DETAIL APPLIES UNLESS REINFORCING IS SPECIFICALLY DETAILED ON THE DRAWINGS 2.2. HOOK BARS WITH STANDARD HOOK WHERE LTS CANNOT BE ACHIEVED H, 3'-0" MAX TYP LTS + H TYPICAL OPENING (WALL ELEVATION) MAX D=0.3T OR 2" WHICHEVER IS SMALLER D = OUTSIDE DIAMETER CLEAR 3D (12" MIN) NOTES: 1.WHERE CLEAR DISTANCE BETWEEN PIPING/CONDUIT CAN NOT BE ACHIEVED AS SHOWN, STRUCTURAL ENGINEER OF RECORD SHALL BE NOTIFIED FOR REVIEW 2.IN WALL PIPING/CONDUITS GREATER THAN 0.2T SHALL BE SUBMITTED FOR REVIEW 3.LOCATE PIPING/CONDUITS WITHIN MIDDLE THIRD (T/3) OF WALL AT PIPING OR CONDUIT (WALL SECTION) D NOTE 1 MAX 12" NOTE 1 ALIGN PENETRATIONS VERTICALLY AND HORIZONTALLY EDGE OF WALL (BOTTOM, OPENING, ETC.) NOTES: 1.GREATER OF 2xD AND 12", WHERE CLEAR DISTANCE IS NOT ACHIEVABLE, TREAT AREA AS SINGLE OPENING REINFORCED PER "TYPICAL OPENING" DETAIL 2.DO NOT CORE OPENINGS, SLEEVE OPENINGS PRIOR TO PLACING CONCRETE 3.DO NOT CUT REBAR AT PENETRATION LOCATIONS. REBAR MAY BE MOVED 8" MAX TO ACCOMMODATE PENETRATIONS 4.SCHEDULE 40 STEEL SLEEVES SHALL BE USED IN CRITICAL AREAS OF THE WALL AND SLABS AS DETERMINED BY STRUCTURAL ENGINEER OF RECORD EDGES, TYP 12" FROM ALL TYP EACH WAY 2" CLR TO REINFORCING, NOTE 2 AT OPENINGS 12" OR LESS (WALL ELEVATION) T TYP LTS+W W, 3'-0" MAX 3" TYP FORM SAVER AT BEAM OR WALL FACE AT BEAM OR WALL END LTS UNOLTS T LDH OR T-2" LESSER OF LTS UNO NOTE: 1.FORM SAVERS SHOWN ON DRAWINGS ARE SUGGESTED BASED ON ANTICIPATED CONSTRUCTION SEQUENCE AND FORMING SYSTEM. GENERAL CONTRACTORS AND SUB-CONTRACTORS MAY COORDINATE AND INSTALL CONTINUOUS BARS OR BREAK-OUT BARS TO PROVIDE EQUIVALENT CONTINUITY. NOTES: 1.DETAIL APPLIES FOR ALL OPNGS IN SOG'S AND TOPPING SLABS 2.REINF NOT REQUIRED AT OPNGS SMALLER THAN 10"x10" 3.SEE OTHER DTLS FOR REINF AT OPNGS IN CONC WALLS, CONC STR SLABS, AND METAL DECK SLABS OPENING RE-ENTRANT CORNER: DIAG BARS 2'-0" TYP TYP 1 1/2" TYP 3" (2) BARS EACH SIDE CENTERED IN SLAB. MATCH SLAB REINF SIZE (#4 MIN) SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PRINCIPAL: EOR: DESIGNER: PROJECT MANAGER: MM JOB #: DATE PRINTED: FILE PATH: 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET As indicated 10/31/2016 11:17:46 AM C:\Proj\16.0117.S.01 - ESTES_COMMUNITY_CENTER - RS16_esabia.rvt ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 TYPICAL CONCRETE DETAILS S390 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED SABIA, KATIE HOYT ED SABIA RALPH REMPEL 16.0117.S.01 DWIGHT GILBERT NO SCALE10 REINFORCING DEVELOPMENT, PLACEMENT, AND BEND INFORMATION SLABS OR WALLS NOT EXPOSED TO EARTH OR WEATHER 1 CONCRETE PLACED IN FORMS, EXPOSED TO WEATHER OR EARTH 2 CONCRETE PLACED AGAINST EARTH 3 CASE COVER (IN) REBAR COVER NO SCALE11 CAST IN PLACE WALL PENETRATIONS NO SCALE16 TYPICAL FORMSAVER 1. SCHEDULED HOOK EMBEDMENT LENGTHS ASSUME: A. SIDE COVER IS 2 1/2 INCHES OR GREATER B. COVER BEYOND IS 2 INCHES OR GREATER 2. IF REINFORCING IS SPECIFIED AS EPOXY COATED, INCREASE SCHEDULED LENGTHS BY 20% 3. IF LIGHTWEIGHT AGGREGATE IS SPECIFIED, INCREASE SCHEDULED LENGTHS BY 30% 4. IF SIDE COVER IS LESS THAN 2 1/2 INCHES, INCREASE LENGTHS BY 40% HOOK EMBEDMENT NOTES: 1. IF REINFORCING IS SPECIFIED AS EPOXY COATED, INCREASE SCHEDULED LENGTHS BY 50% 2. IF LIGHTWEIGHT AGGREGATE IS SPECIFIED, INCREASE SCHEDULED LAP BY LENGTHS 30% 3. SCHEDULED LENGTHS ASSUME: A. CLEAR COVER IS GREATER THAN BAR DIAMETER, BUT NOT LESS THAN 3/4" B. CLEAR SPACING BETWEEN BARS IS GREATER THAN 2 BAR DIAMETERS C. IF EITHER CONDITION A OR B IS NOT MET FOR A GIVEN BAR, INCREASE LENGTHS BY 50% 4. LENGTHS NOTED BASED ON Fy = 60,000 PSI. FOR OTHER YIELD STRENGTHS, MULTIPLY LENGTHS NOTED BY Fy/60,000 5. IF DEVELOPMENT OR LAP LENGTH IS SHOWN, BUT CANNOT BE ACHIEVED, EXTEND BAR TO FAR FACE (LESS 2" COVER) OF CONCRETE ADJUSTMENTS TO GIVEN LENGTHS: 1. ALL SPLICES SHALL BE WIRED IN CONTACT. TOP AND BOTTOM BEAM SPLICES SHALL BE STACKED VERTICALLY 2. ALL SPLICES ARE 'LTS' UNLESS NOTED OTHERWISE 3. SMALLER BAR LAP LENGTH SHALL BE USED WHEN SPLICING DIFFERENT SIZED BARS A. COMPRESSION LAP LENGTH SHALL NOT BE LESS THAN 'LCE' OF THE LARGER BAR B. TENSION LAP LENGTH SHALL NOT BE LESS THAN 'LTE' OF THE LARGER BAR 4. LAP LENGTHS SPECIFICALLY DETAILED ON DRAWINGS SHALL GOVERN IN LIEU OF LAP LENGTHS SCHEDULED 5. BUNDLED BAR SPLICES: A. INDIVIDUAL BAR SPLICES WITHIN THE BUNDLE SHALL BE STAGGERED B. INCREASE LAP LENGTH 20% FOR A 3 BAR BUNDLE C. INCREASE LAP LENGTH 33% FOR A 4 BAR BUNDLE 6. IF A NOTE OR DETAIL CALLS FOR A BAR TO BE EMBEDDED Ld (DEVELOPMENT LENGTH) INTO CONCRETE, THIS LENGTH SHALL CORRESPOND TO A 'LTE' LAP LAP SPLICE NOTES: 1. 'LCE' = COMPRESSION EMBEDMENT LENGTH 'LCS' = COMPRESSION LAP SPLICE LENGTH 'LDH' = HOOK DEVELOPMENT LENGTH 'LTE' = TENSION EMBEDMENT LENGTH 'LTS' = TENSION LAP SPLICE LENGTH 2. 'TOP' BARS ARE HORIZONTAL BARS PLACED SUCH THAT MORE THAN 12 IN OF FRESH CONCRETE IS CAST BELOW THE BAR 3. ALL BARS THAT ARE NOT 'TOP' BARS ARE 'OTHER' BARS 4. UNLESS NOTED OTHERWISE, ALL HOOK BARS SHALL EXTEND TO THE FAR FACE (LESS 2" COVER) GENERAL NOTES: #11 #36 31 43 22 101 77 131 100 27 43 19 87 67 113 87 26 43 17 78 60 101 78 #10 #32 28 38 20 91 70 118 90 24 38 17 79 60 102 78 23 38 15 70 54 91 70 #9 #29 25 34 18 81 62 105 80 22 34 15 70 54 91 70 21 34 13 63 48 81 62 #8 #25 22 30 15 72 55 93 71 19 30 13 62 47 80 62 18 30 12 55 42 72 55 #7 #22 19 27 13 63 48 81 62 17 27 12 54 42 70 54 16 27 11 49 37 63 48 #6 #19 17 23 12 43 33 56 43 15 23 11 37 28 48 37 14 23 9 33 25 43 33 #5 #16 14 19 10 36 27 46 36 12 19 8 31 24 40 31 12 19 8 28 21 36 28 #4 #13 11 15 8 29 22 37 28 10 15 7 25 19 32 25 9 15 6 22 17 19 22 #3 #10 9 12 6 22 16 28 21 8 12 6 19 14 24 18 8 12 6 17 13 22 17 LCE LCS LDH LTE TOP LTE OTHER LTS TOP LTS OTHER LCE LCS LDH LTE TOP LTE OTHER LTS TOP LTS OTHER LCE LCS LDH LTE TOP LTE OTHER LTS TOP LTS OTHER COMP TENSION COMP TENSION COMP TENSIONBAR SIZE (IN-LB) BAR SIZE (METRIC) F'c = 3,000 PSI THRU 3,500 PSI F'c = 4,000 PSI F'c = 5,000 PSI LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE (INCHES) 3/8" = 1'-0"4 TYPICAL TRIM REINFORCEMENT A B A B A B 1 1 NOTES: 1.90 DEG CORNER AND INTERSECTION IS SHOWN. WALLS MEETING AT OTHER ANGLES SHALL HAVE (a) BLOCK OVERLAPPING 4" MIN AT ALL HEAD JOINTS OR (b) FACE SHELL BROKEN OPEN AND COMMON CORE GROUTED 2.IF HEAD JOINT ALIGNS OVER THE FULL WALL HEIGHT, BREAK OPEN FACE SHELLS AND GROUT WALLS TOGETHER FULL HEIGHT, TYP AT ALL CORNERS AND INTERSECTIONS 3.DETAIL ONLY APPLIES SPECIFICALLY WHERE CUT ON PLAN INTERSECTION CORNER STANDARD HOOK SEE NOTE 2 ADDED VERTICAL REINFORCEMENT, SIZE TO MATCH TYPICAL WALL REINFORCEMENT, TYPICAL VERTICAL REINFORCEMENT NOT SHOWN ONE HORIZONTAL BAR SHOWN, WALLS W/ 2 HORIZONTAL BARS SIM SIZE & SPACING OF L-BAR TO MATCH HORIZONTAL REINFORCEMENT TYP MLS TYP MLS DO NOT CONTINUE JOINT REINF THRU CONTROL JOINT CONTINUE BOND BEAM REINF & BOND BEAM GROUT THRU CONTROL JOINT W/O INTERRUPTION PROVIDE CONTROL JOINTS IN STRUCTURAL MASONRY ONLY WHERE SHOWN ON THE STRUCTRUAL OR ARCHITECTURAL PLANS VERTICAL REINFORCEMENT IN CELL EACH SIDE OF JOINT ON HEAD JOINT AT CONTROL JOINT CONTROL JOINT: HEAD JOINTS OF UNITS ALIGN AT CONTROL JOINT. NO MORTAR NOTES: 1.ALL VERTICAL REINFORCEMENT SHALL BE CENTERED (UNO) IN GROUTED CELLS 2.PROVIDE `LADDER' TYPE HORIZONTAL JOINT REINFORCEMENT WITH 2-W1.7 (9 GA) WIRES (MIN) AT 16" OC, TYPICAL, AND AT 8" OC IN PARAPETS. 3.REFERENCE SPECIAL JAMB REINFORCEMENT NOTED IN "LARGE WALL OPENING" 4.ONLY STRUCTURAL WALLS ARE SHOWN ON THE STRUCTURAL DRAWINGS. SEE ARCH FOR CMU PARTITION LOCATIONS. SEE S450 FOR REINFORCING REINF CENTERED REINF EACH FACE GROUT SPACING 2 1/2" MW8-48(1)5 MASONRY WALL CMU THICKNESS REINF SPACING (1) CENTERED (2) EACH FACE ~ BAR SIZE .TYP MLS, B/WALL ROOF OR FLOOR BEYOND 6 S401 4 S400 13 S400 1 BOND BEAM W/ (2) #4 AT T/PARAPET AND EACH FLOOR AND ROOF LEVEL KEYNOTES: 1 MLS 12 2 BOND BEAM W/ (2) #4 AT BOTTOM OF ALL OPENINGS 11 3 STEP BOND BEAM AS REQUIRED 4 4 JAMB REINF EACH SIDE OF ALL OPENINGS, FULL HEIGHT 2 5 MASONRY LINTEL 6 HORIZONTAL JOINT REINF, SEE 'STR MASONRY WALL SCHEDULE' JAMB WIDTH 6 7 DOWELS TO MATCH LOCATION OF VERTICAL BARS. HOOK IF STRAIGHT BAR CANNOT BE EMBEDDED INTO CONCRETE LTE 7 8 AT SERIES OF TWO OR MORE OPENINGS, MASONRY LINTEL REINF SHALL BE CONTINUOUS. IF SPACE BTWN OPENINGS IS NOT SUFFICIENT TO ACCOMODATE 'TYP JAMB REINF' FOR BOTH OPENINGS, USE OVERALL WIDTH OF SERIES OF OPENINGS TO DETERMINE LINTEL DEPTH AND REINF 9 CONTROL JOINT (CJ) OR END OF WALL 9 10 8 11 PERPENDICULAR WALL BEYOND S400 2 MLS + 8" 3 8" 12 STEEL BEAM BEYOND 2 5 5 5 13 STEEL JOIST BEYOND 14 EMBED PLATE BEYOND 15 VERT REINF ALL CORNERS, SIZE TO MATCH TYP REINF 13 14 MIN 1'-4" MIN 1'-4" 1'-4" 1'-4" 2'-0"2'-0"2'-0" 2'-0" 2'-0"2'-0" TYP MLS, 16 8 S401 CLR SPAN LTE 4 5 RUNNING BOND PATTERN, TYP, UNO. 10 4 2 S401 8" 2 2 15 16 GROUT CELLS WITH REINFORCEMENT AND ALL SHADED AREAS 17 SEE ARCH AND MEP DRAWINGS FOR CONDUIT, PIPING, AND OTHER PENETRATIONS TYP AT CJ 20 S400 AT HORIZ BARS, TYP TYP AT PERP WALL TYP REINF TYP AT JAMB TYP AT LINTEL SEE FOR LAP MASONRY SPLICE & DEVELOPMENT LENGTH, TYP 17 FOR PEN REQTS 3/S400 S400 19 VERTICAL CONDUIT HORIZONTAL BOND BEAM REINF VERTICAL CONDUIT, CENTER IN WALL, MAXIMUM DIAMTER = t/6 3xLARGEST D CLR 8" MIN 3xD CLRD, 16" MAX L, 1'-4" MAX H, 1'-4" MAX OF 3xL OR 3xH CLR DIST GREATER CLUSTER OF PENETRATIONS PENETRATIONS SHALL NOT INTERRUPT VERTICAL REINFORCEMENT OR BOND BEAMS, TYP WHERE OPENING INTERRUPS HORIZONTAL JOINT REINFORCEMENT, ADD JOINT REINFORCEMENT ABOVE AND BELOW OPENING 1'-4" AT PIPING/PENETRATIONS THROUGH WALL ALIGN PENETRATIONS VERTICALLY AND HORIZONTALLY NOTES: 1. JUNCTION BOXES, PIPING, VERTICAL / HORIZONTAL CONDUIT, FIXTURES, ETC. SHALL NOT: - BE LOCATED IN REINFORCED CELLS - BE LOCATED IN LINTELS (NEITHER IN REINFORCED NOR UNREINFORCED CELLS) - BE LOCATED IN JAMBS - BE LOCATED IN STRUCTURAL PILASTERS, UNLESS NOTED OTHERWISE 2. JUNCTION BOXES, PIPING, VERTICAL / HORIZONTAL CONDUIT, FIXTURES, ETC. MAY: - BE LOCATED IN GROUTED UNREINFORCED CELLS (EXCLUDING LINTELS) - BE LOCATED IN UNREINFORCED, UNGROUTED CELLS 3. HORIZONTAL PIPING SHALL NOT CROSS VERTICALLY REINFORCED CELLS 4. VERTICAL PIPING / CONDUIT MAY CROSS REINFORCED BOND BEAMS LIMITED BY DETAIL A 5. WALL PENETRATIONS SHALL MEET THE REQUIREMENTS OF DETAIL B 6. INDICATES REINFORCED AND GROUTED CELLS 7. INDICATES GROUTED CELLS WITHOUT REINFORCING t WALL PENETRATIONSFOR L > 1'-4", SEE 16/S400 2" CLR2" CLR VERT REINF CENTERED (2) #4xCONT 2" CLR VERT REINF EACH FACE 2" CLR (2) #4xCONTCLR 3" 1 AT CONDUIT FULL HEIGHT JAMB PER SCHEDULE 1 T/FLOOR T/FLOOR OR ROOF FULL HEIGHT JAMB, SEE PLAN & SCHEDULE, EXTENDS FROM FLOOR BELOW TO FLOOR/ROOF ABOVE LINTEL PER SCHEDULE, UNO ON PLAN LINTEL PER SCHEDULE, UNO ON PLAN CONDUIT/PIPING VERTICAL REINFORCEMENT, SEE WALL SCHEDULE GROUT LINTEL SOLID FULL HEIGHT JAMB REINFORCEMENT, SEE SCHEDULE LINTEL REINFORCEMENT, SEE SCHEDULE CONTROL JOINT WHERE NOTED, ALIGN WITH EDGE OF OPENING, CONTINUE ALL HORIZONTAL LINTEL REINFORCEMENT & GROUT ACROSS CONTROL JOINT LINTEL DETAILS AT MASONRY LINTEL NOTE: 1) TYPICAL WALL VERTICAL & HORIZONTAL REINFORCEMENT NOT SHOWN. NOTE: MASONRY LINTELS PER SCHEDULE, UNLESS NOTED OTHERWISE ON PLAN. ML-32A MASONRY LINTEL LINTEL DEPTH TYPE AT MASONRY LINTEL PLACE SCHEDULED BARS AT EACH JAMB, FULL HEIGHT NOTE: MASONRY JAMBS PER SCHEDULE, UNLESS NOTED OTHERWISE ON PLAN. MJ-16(1) MASONRY JAMB JAMB WIDTH (1) CENTERED (2) EACH FACE JAMB DETAILS GROUTED CELL WITHOUT REINFORCING WHERE NEEDED FOR MECHANICAL/ELECTRICAL MAX (2) BARS PER COURSE. PLACE ADDITIONAL ROWS OF REINFORCEMENT IN COURSE ABOVE. FULL HEIGHT JAMB PER SCHEDULE NOTES: 1. AT LOCATIONS WHERE BOXES MUST BE LOCATED WITHIN THE JAMB, PROVIDE UNREINFORCED GROUTED CELL FOR CONDUIT AND BOXES. INCREASE IN OPENING WIDTH = ADDITIONAL CELLS REQUIRED FOR BOXES 2. INDICATES REINFORCED AND GROUTED CELLS 3. INDICATES GROUTED CELLS WITHOUT REINFORCING 3" MLS SEE SCHEDULE JAMB WIDTH CLEAR SPAN SEE SCHEDULE JAMB WIDTH OF LINTELAND JAMBS OPENING WIDTH FOR SELECTION APPLICABLE 3" TYPICAL WHERE LINTEL DEPTH #3 #4 #5 #6 #7 #8 #9 15 20 25 38 (NOTE 8) 52 (NOTE 8) 72 (NOTE 9) 81 (NOTE 9) 15 22 35 54 (NOTE 8) 63 (NOTE 8) 72 (NOTE 9) 81 (NOTE 9)#29 #25 #22 #19 #16 #13 #10 NOTES: 1.SMALLER BAR LAP LENGTH SHALL BE USED WHEN SPLICING DIFFERENT SIZED BARS 2.LAP LENGTHS SPECIFICALLY DETAILED ON DRAWINGS SHALL GOVERN INSTEAD OF SCHEDULED LAP LENGTHS 3.IF REINFORCING IS SPECIFIED AS EPOXY COATED, INCREASE LENGTHS BY 50% 4.MECHANICAL COUPLERS MAY BE USED IN LIEU OF ANY LAP LENGTH SHOWN. 5.WHEN LOW LIFT GROUTING IS USED, AND THE LAP LENGTH EXCEEDS THE GROUT LIFT HEIGHT (NOTED BY *), A MECHANICAL COUPLER IS REQUIRED IN LIEU OF LAPPED REINF. 6.VERTICAL REINF IN PILASTERS WITH AT LEAST 3 1/2" CLEAR SHALL BE SPLICED PER THE "REINF CENTERED" COLUMN 7.HORIZONTAL BOND BEAM RENF SHALL BE SPLICED PER THE "REINF AT FACE" COLUMN 8.REINF IN THESE SIZES SHALL NOT BE USED IN 6" MASONRY 9.REINF IN THESE SIZES SHALL NOT BE USED IN 6", 8", OR 10" MASONRY ENGLISH METRIC BAR SIZE MASONRY LAP SPLICE SCHEDULE REINF CENTERED 8", 10", 12" MAS REINF AT FACE AND AT BOND BEAMS f'm = 2000 psi REINF CENTERED 6" MAS 2" CLR SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PRINCIPAL: EOR: DESIGNER: PROJECT MANAGER: MM JOB #: DATE PRINTED: FILE PATH: 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET As indicated 10/31/2016 11:17:51 AM C:\Proj\16.0117.S.01 - ESTES_COMMUNITY_CENTER - RS16_esabia.rvt ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 TYPICAL MASONRY DETAILS S400 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED SABIA, KATIE HOYT ED SABIA RALPH REMPEL 16.0117.S.01 DWIGHT GILBERT 14'-0" < L ≤ 19'-0" MJ-32(2)B 12'-0" < L ≤ 14'-0" N.A. 10'-0" < L ≤ 12'-0" MJ-24(1) 4'-0" < L ≤10'-0" MJ-16(1) L ≤ 4'-0" MJ-8(1) CLEAR SPAN, L JAMB MASONRY JAMB SPAN TABLE MJ-40(1) (3) #5 40" MJ-32(2)B (8) #7 32" MJ-32(2)A (6) #6 32" MJ-32(1) (2) #5 32" MJ-30(2) (6) #6 30" MJ-24(1) (2) #5 24" MJ-16(1) (2) #5 16" MJ-12(2) (2) #6 11 5/8" MJ-8(1) (1) #5 8" MARK REINF FULL HT WALL JAMB WIDTH MASONRY WALL JAMB SCHEDULE 14'-0" < L ≤ 19'-0" ML-48 12'-0" < L ≤ 14'-0" ML-40 8'-0" < L ≤ 12'-0" ML-32 4'-0" < L ≤ 8'-0" ML-24 L ≤ 4'-0" ML-8 CLEAR SPAN, L LINTEL MASONRY LINTEL SPAN TABLE 3/4" = 1'-0"13 TYPICAL STRUCTURAL MASONRY WALL CORNER REINFORCEMENT 1 1/2" = 1'-0"4 TYPICAL STRUCTURAL MASONRY WALL CONTROL JOINT 1" = 1'-0"2 STRUCTURAL MASONRY WALL SCHEDULE MW12-24(1)5 12" NOTE 2 #5 @ 24" -- #5 @ 24" NO MW12-16(2)6 12" NOTE 2 #6 @ 16" -- #6 @ 16" NO MW8-48(1)5 8" NOTE 2 #5 @ 48" #5 @ 48" NO MW8-32(1)5 8" NOTE 2 #5 @ 32" #5 @ 32" NO JOINT VERT HORIZ DOWELS MARK WALL THK REINFORCING GROUT SOLID STRUCTURAL MASONRY WALL SCHEDULE 3/8" = 1'-0"9 TYPICAL STRUCTURAL MASONRY WALL ELEVATION 1/2" = 1'-0"19 TYPICAL STRUCTURAL MASONRY CONDUIT/PIPING PENETRATIONS 1 1/2" = 1'-0"20 TYPICAL STRUCTURAL MASONRY BOND BEAM NO SCALE16 WALL OPENING SCHEDULE NO SCALE3 MASONRY STRENGTH DESIGN LAP SPLICE SCHEDULE ML-48 48 (4) #5 (2) #5 ML-40 40 (2) #5 - ML-32 32 (2) #5 - ML-24 24 (2) #5 - ML-16 16 (2) #5 - ML-8 8 (2) #5 - MARK NOMINAL DEPTH (in) BOT REINF TOP REINF MASONRY LINTEL SCHEDULE A A B B A A A A CTR PL ON BLOCK OR HEAD JT 8" EQ EQ 2" Ø MIN HOLE AT EA HDAS L4x4x5/16xCONT EMBED PL3/8x8x1'-0 @ 4'-0" OC MAX DECK DIRECTION VARIES 12" MAX 12" MAX ANGLE SPLICE CENTERED ON EMBED PLATE PLAN VIEW 1/4 4 1/4 4 AT EA EMBED PLATE (2) #4x2'-8 OR TYP BOND BM REINF (4) 1/2"Øx5 HDAS UNO PL 3/8x5xCONT W/ 1/2"Øx5" HDAS @ 2'-0" OC AND WITHIN 1'-0" OF EACH END. SEGMENT PLATE AS REQD. EACH SEGMENT SHALL HAVE AT LEAST (2) HDAS 1/2" MAX OR CONTINUOUS 1 3/8" 1 3/8" 1 3/8"1 3/8"MORTAR JOINT NOTE: 1.ANCHOR INSTALLATION IS ALLOWED IN ALL NON-HATCHED AREAS. 2.MINIMUM EDGE DISTANCE SPECIFIED ELSEWHERE. SEE NOTE 3 (2) 3/4"Ø HDAR, CENTER IN WALL, 7/8"Ø HOLES IN BEARING PL 1" NS GROUT 1" ABOVE NUT (2) #4x4'-0" OR CONT BOND BEAM REINFORCEMENT GROUT POCKET SOLID AFTER WELDING SLOPES AT ROOF W NOTE 2 L 7/8"Ø HOLES . 1 1/2" 5/16 3 5/16 3 3/16 9" EMBED EQ EQ 1 1/2" 1 1/2" MIN VARIES GROUT SOLID 24" BELOW AND 12" EACH SIDE OF BEARING PLATE (2) 3/4"Ø HDAR, CENTERED IN WALL, 7/8"Ø HOLES IN BEARING PL (2) #4x4'-0" MIN OR CONTINUOUS BOND BEAM REINFORCING EDGE OF PLATE FLUSH WITH FACE OF WALL BEARING PLATE, SEE SCHEDULE 1" NS GROUT GROUT JOIST POCKET SOLID AFTER WELDING 3/16 2 1/2 3/16 2 1/2K PROVIDE ERECTION BOLTS OR THREADED STUDS WHERE REQUIRED FOR ERECTION 9" 1 1/2" VARIES, 1 1/2" MIN ~ L W DLH SERIES: 6" JOIST BEARING LENGTH K SERIES: 4"9 S401 1/4 5 1/4 5LH & DLH NOTE: 1.TYP VERT & HORIZ REINF NOT SHOWN FOR CLARITY CONTROL JOINT GROUT CELLS WITH REINFORCEMENT AND ALL SHADED AREAS 1'-0" MIN TYP 2'-0" MIN T/PARAPET T/ROOF VARIES T/FLOOR END OF WALL BELOW POCKET, TYP 2'-0" MIN OR WALL INTERSECTION 1'-0" MIN FROM CORNER AT CORNER AND END OF WALL, HOOK BOND BEAM BAR AROUND VERTICAL BAR 6"1"1" 3/8" MORTAR BED PL 3/4x6x11 W/ (2) 3/4"Øx6" HAS AT 4" GA 5/16 5/16 GROUT POCKET SOLID AFTER BEAM INSTALLATION OFFSET VERTICAL REINFORCING 1 CELL. SPLICE MLS EMBED PL 1/2x12x2'-0 W/ (6) 1/2"Øx2'-0 DAS AT 4" GA TYP FLOOR LEVEL BOND BEAM (2) #4x 2'-0" L4x3x5/16x1'-4 4" L PL 1/2x6 PL 3/4x6x6 5/16 5/16 S401 6 4" MAX PL 3/8 EA SIDE SIFFENER PL 3/8 S505 3 6"1"1" 3/8" MORTAR BED PL 3/4x6x8 W/ (2) 3/4"Øx6" HAS AT 4" GA 5/16 5/16 GROUT POCKET SOLID AFTER BEAM INSTALLATION (2) #4x 2'-0" 1'-1"1"1" 3/8" MORTAR BED PL 3/4x8 W/ (2) 3/4"Øx6" HAS CENTERED IN CELLS 5/16 3IN SLOTS GROUT POCKET SOLID AFTER BEAM INSTALLATION OFFSET VERTICAL REINFORCING 2 CELLS. SPLICE MLS 4"8" PROVIDE 3" LONG x1/2" WIDE SLOT IN BEAM 2" FROM ES OF WEB (2) #4x 2'-0" 1 S500 L3x3x1/4x0'-8 x0'-10 AT SIM 3/16 3/16 3/16 2 3/16 2 PL 1/2x11 5/8 W/ (4) 3/4"Øx6" HAS @ 6"GA 4" 8" AT SIM 6" 4" EMBED PL 1/2x16x1'-4 W/ (9) 3/4"Øx6" HAS L3x3x1/4x0'-5 3/16 3/16 TYP 3/16 3 SIDES, TYP TYP 6" 4" 1'-0" UNO BENT PL 3/8 1" MIN, 3" MAX 3/16 2-6 (3/16)2-6 PL 3/8x8xCONT W/ 1/2"Øx5" HAS @ 1'-4" OC DECK ORIENTATION VARIES PL 3/8x8xCONT W/ 1/2"Øx5" HAS @ 16"OC 3/16 2-12 BENT PL 3/8 SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PRINCIPAL: EOR: DESIGNER: PROJECT MANAGER: MM JOB #: DATE PRINTED: FILE PATH: 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET As indicated 10/31/2016 11:17:54 AM C:\Proj\16.0117.S.01 - ESTES_COMMUNITY_CENTER - RS16_esabia.rvt ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 MASONRY DETAILS S401 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED SABIA, KATIE HOYT ED SABIA RALPH REMPEL 16.0117.S.01 DWIGHT GILBERT 1 1/2" = 1'-0"2 TYPICAL STRUCTURAL MASONRY/METAL DECK 1 1/2" = 1'-0"3 TYPICAL MASONRY INTERIOR METAL DECK 1 1/2" = 1'-0"4 INSTALLATION OF ANCHORS IN GROUT-FILLED CMU 1 1/2" = 1'-0"6 TYPICAL STRUCTURAL MASONRY BEAM BEARING 1. REACTIONS ARE ULTIMATE LEVEL (LRFD) 2. IF REQD, INCREASE LENGTH OF BEARING PLATE TO PROVIDE 3" MIN ES OF BEAM FLANGE 3. SET BEARING PLATE TO MATCH SLOPE AT ROOF NOTES: ≤51k 1 3/4x5x1'-10 ≤93k 1 3/4x9x1'-10 ≤42k 1 1/2x5x1'-6 ≤75k 1 1/2x9x1'-6 ≤36k 1 1/4x5x1'-4 ≤64k 1 1/4x9x1'-4 ≤22k 3/4x5x1'-1 ≤40k 3/4x9x1'-1 REACTION PL t x W x L REACTION PL t x W x L 8" CMU 12" CMU BEAM BEARING PLATE SCHEDULE (LRFD) 1 1/2" = 1'-0"8 TYPICAL STRUCTURAL MASONRY JOIST BEARING PLATE 28K 3/4x6x1'-4 16K 1/2x6x1'-4 24LH & 52DLH AT 12" CMU 1x10x1'-4 52DLH AT 8"CMU 1 1/2x6x1'-4 JOIST PLATE, TxWxL JOIST BEARING PLATES NO SCALE9 STRUCTURAL MASONRY WALL ELEVATION AT JOIST POCKET 1 1/2" = 1'-0"16 BEAM BEARING AT 12" WALL END 1 1/2" = 1'-0"10 ANGLED BEAM TO MAS WALL 1 1/2" = 1'-0"12 TYP BEAM BEARING AT WALL END NO SCALE14 HEAVY BEAM BEARING AT WALL END 1 1/2" = 1'-0"11 GIRT TO CMU WALL 1 1/2" = 1'-0"17 CANOPY HSS TO CMU WALL 1 1/2" = 1'-0"18 T/ MASONRY AT SLOPED ROOF 1 1/2" = 1'-0"19 SLOPED METAL DECK TO 12" CMU 2" 10" 10" 2" EMBED PL 3/4x2'-0"x2'-0" W/ (12) 3/4"Øx0'-8" HAS @ 6" GA JAMB REINF TO RUN BETWEEN HAS 1/4 2" 10" 10" 2" EMBED PL 3/4x2'-0"x2'- 0" W/ (12) 3/4"Øx0'-8" HAS @ 6" GA JAMB REINF TO RUN BETWEEN HAS 1/4 S502 9 1/4 1/4 1" 2" 45° 3/16 (3/16)EACH SIDE PL 3/8" MIN UP TO 1", FIELD VERIFY AFTER WALL IS PLACED HSS6x6x1/4 SIM 2" S401 2 S401 6 FOR ADDITIONAL INFO PL 3/4x8x1'-1" 3/16 EACH SIDE3/16EACH SIDE (3/16)EACH SIDE 1'-4" MIN (2) #4 TOP & BOT HOOK LINTEL REINF FULL LENGTH OF RETURN WALL T/ NEW OPEING COORD W/ MECH DWGS IF EXISTING VERTICAL REINF EXISTS, DRILL (2) #4 VERT IN 12" AT NORTH AND SOUTH WALLS. IF NO REINF EXISTS RUN BAR FULL HEIGHT OF WALL AND GROUT SOLID. NEW LARGER LOUVER OPENING SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PRINCIPAL: EOR: DESIGNER: PROJECT MANAGER: MM JOB #: DATE PRINTED: FILE PATH: 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET As indicated 10/31/2016 11:17:55 AM C:\Proj\16.0117.S.01 - ESTES_COMMUNITY_CENTER - RS16_esabia.rvt ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 MASONRY DETAILS S402 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED SABIA, KATIE HOYT ED SABIA RALPH REMPEL 16.0117.S.01 DWIGHT GILBERT 3/4" = 1'-0"1 POOL CANOPY TO WALL CONN 3/4" = 1'-0"6 NW POOL CANOPY 1" = 1'-0"3 NW POOL CANOPY TO T/WALL 3/4" = 1'-0"4 EXISTING LOUVER ENLARGEMENT CONTINUOUS BOND BEAM IN SECOND COURSE FROM TOP OF WALL L4x4x3/8x1'-3 EACH SIDE (2) 1/2"Øx3 1/2" EMBEDMENT EXPANSION BOLT, (1) BOLT CENTERED IN EACH DECK VALLEY 2" CLEAR 1/16" CLEAR ES GROUT TOP (2) COURSES SOLID CONTINUOUS 1" MIN SLAB-ON-DECK PL 3/8x10 3/16 3 3/16 3 TYP 1/16" CLEAR ES 2" CLEAR 1" MIN CONTINUOUS BOND BEAM IN SECOND COURSE FROM TOP OF WALL L4x4x3/8x8 EACH SIDE (2) 1/2"Øx3 1/2" EMBEDMENT EXPANSION BOLTS EACH END AT 7" GAGE, CENTER IN DECK VALLEY GROUT TOP (2) COURSES SOLID CONTINUOUS SLAB-ON-DECK BENT PL 3/8x10 CONTINUOUS BOND BEAM IN SECOND COURSE FROM TOP OF WALL 2" CLEAR L4x4x3/8x8 4" 3/16 2-8 3/16 2-8 3/16 3 3/16 3EE S505 11 FOR KICKER INFO 1/16" CLEAR ES4" MIN 1" MIN GROUT TOP (2) COURSES SOLID CONTINUOUS 1" MIN L4x4x3/8x1'-0 EACH SIDE AT EACH BEAM AT 16'-0" OC MAX CONTINUOUS BOND BEAM BELOW STEEL BEAM 3/16 3/16 TYP MAS WALL & BM 2" CLR BTWN ±2" 1/16" CLEAR ES CONTINUOUS BOND BEAM BELOW LOWEST JOIST L4x4x3/8x1'-0" EACH SIDE 3/16 3 3/16 3 TYP 1/16" CLEAR ES CONTINUOUS BOND BEAM IN SECOND COURSE FROM TOP OF WALL L4x4x3/8x1'-0 EACH SIDE (2) PL 3/8x3, 1'-0" OC 3/16 3 3/16 3 TYP EE 3/16 3/16 TYP 1/16" CLEAR ES JOIST BRIDGING GROUT TOP (2) COURSES SOLID CONTINUOUS 1" MIN 2" MIN 1 2 3 4 5 6 7 8 9 10 11 8" T/SLAB 1 2 3 4 5 6 8 9 9 10 11 5 2 3 TYP 2'-0" 7 7 12 12 MLS 1" CLR, TYP KEYNOTES: TYPICAL WALL VERTICAL REINFORCING: #4 @ 48" OC. SEE 16/S310 FOR CANTILEVERED MASONRY PARTITION WALL BOND BEAM W/ (2) #4 AT T/WALL BOND BEAM W/ (2) #4 AT BOT OF ALL OPENINGS HORIZ JOINT REINF: "LADDER" TYPE JOINT REINF W/ (2) W1.7 WIRES @ 16" OC LINTEL, SEE 16/S400 CONTROL JOINT @ 30'-0" OC MAX OR END OF WALL JAMB REINFORCEMENT EACH SIDE OF OPENING, SEE 16/S400 DOWELS TO MATCH SIZE AND LOCATION OF VERTICAL BARS TERMINATE ALL HORIZONTAL REINFORCEMNET AT CONTROL JOINTS T/WALL SUPPORT, SEE DETAILS THIS PAGE. LOCATE AT WALL ENDS AND AT 16 FEET MAX ALONG LENGTH OF WALL AT SERIES OF TWO OR MORE OPENINGS, MASONRY LINTEL REINFORCEMNET SHALL BE CONTINUOUS. IF SPACE BETWEEN OPENINGS IS LESS THAN 1'-4", USE OVERALL WIDTH OF SERIES OF OPENINGS TO DETERMINE LINTEL SIZE AND JAMB REINF WHERE EDGE OF OPENING IS FLUSH WITH PERPENDICULAR WALL, OR REQUIRED JAMB SIZE IS LARGER THAN AVAILABLE, A CONTROL JOINT IS NOT PERMITTED AT THIS INTERSECTION L4x4x3/8x8 3/16 3 3/16 3EE 2" CLEAR (2) 1/2"Øx3 1/2" EMBEDMENT EXP BOLT, (1) BOLT CENTERED IN EACH DECK VALLEY CONTINUOUS BOND BEAM IN SECOND COURSE FROM TOP OF WALL L4x4x3/8x1'-3 (LLH) EACH SIDE 2" MIN 1/16" CLEAR ES GROUT TOP (2) COURSES SOLID CONTINUOUS 1" MIN S505 11 SLAB-ON-DECK #4@48" OC UNO, TYP ALTERNATE BLOCKS IN RUNNING BOND AT CORNERS 3/8" MORTAR JOINT AT INTERSECTION CORNERINTERSECTION GROUT SOLID FIRST COURSE 2" EMBED ADHESIVE ANCHOR TO MATCH WALL REINF VERTICALS 1 1/2" MIN BENT PL 3/8x8", W/ (2) LAG SCREWS L3x2x3/8x0'-6 LLV E13 3/16 4 3/16 4 (E) GLULAM BEAM L4x4x3/8x0'-6" EACH SIDE W/ 1/2"Ø THRU BOLT 1/16" CLEAR ES 2 1/2" MAX 1 1/2" MIN 2" L4x4x3/8x0'-6" EACH SIDE W/ 1/2"Ø THRU BOLT 1/16" CLEAR ES 2" 2x4, W/(4) 8d NAILS TO TRUSSES 2 1/2" MAX 1 1/2" MIN STRUCTURAL MASONRY WALL. REINFORCEMENT PER PLAN/WALL SCHEDULE PROVIDE 3/8" MIN CLEAR DISTANCE BETWEEN PARTITION WALL AND STRUCTURAL WALL, FILL VOID WITH BACKER ROD AND SEALANT PARTITION WALL 3/8" CLEAR AT INTERSECTION AT CORNER (2) 2x4xCONT EACH SIDE W/ (2) 8d NAILS TO ROOF FRAMING 2 1/2" MAX 1 1/2" MIN 11 1/4" 1/16" CLR, ES SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PRINCIPAL: EOR: DESIGNER: PROJECT MANAGER: MM JOB #: DATE PRINTED: FILE PATH: 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET As indicated 10/31/2016 11:17:56 AM C:\Proj\16.0117.S.01 - ESTES_COMMUNITY_CENTER - RS16_esabia.rvt ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 MASONRY PARTITION DETAILS S450 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED SABIA, KATIE HOYT ED SABIA RALPH REMPEL 16.0117.S.01 DWIGHT GILBERT 3/4" = 1'-0"2 TYP MASONRY PARTITION SPRT - PERPENDICULAR TO DECK 3/4" = 1'-0"3 TYP MASONRY PARTITION SPRT - PARALLEL OR SKEWED TO DECK 3/4" = 1'-0"6 MASONRY PARTITION SUPPORT - PARALLEL TO STEEL BEAM 3/4" = 1'-0"10 MASONRY PARTITION SUPPORT - PERPENDICULAR TO STEEL BEAM 3/4" = 1'-0"11 MASONRY PARTITION SUPPORT - PERPENDICULAR TO JOISTS 3/4" = 1'-0"7 MASONRY PARTITION SUPPORT - PARALLEL TO JOISTS 1/4" = 1'-0"9 TYPICAL MASONRY PARTITION ELEVATION 3/4" = 1'-0"4 MASONRY PARTITION SUPPORT - ADJACENT TO STEEL BEAM 3/4" = 1'-0"8 PARTITION TO PARTITION WALL 3/4" = 1'-0"13 NEW PARTITION TO EXISTING SOG 1 1/2" = 1'-0"14 NEW PARTITION BRACED TO EXIST STRUCTURE 3/4" = 1'-0"12 MASONRY PARTITION SUPPORT - PERPENDICULAR TO (E) JOISTS 3/4" = 1'-0"16 MASONRY PARTITION SUPPORT - PARALLEL TO (E) JOISTS NO SCALE17 MAS WALL PARTITION TO STRUCTURAL WALL 3/4" = 1'-0"15 MASONRY PARTITION SUPPORT - PERPENDICULAR TO (E) 2xS A A B B A A 1/2"Ø DAS @ 24"OC WALL REINF PER SCHEDULE RAILING BY OTHERS BENT PL 3/8x7 1/2x5, 3/8x10x11 AT 'SIM' (6) #6xCONT, EXTEND 10'-0" MIN PAST CORNERS ON NORTH AND WEST SIDES, (2) #4 ON EAST AND SOUTH 1/2"Øx2'-6 DAS @ 12"OC 3/16 2-122" FULL HEIGHT CONN PER 2/S505 6" HSS8x4x1/4 BETWEEN JOIST SEATS PAF PER DECK CONN SCHEDULE AT 'DLH' JOISTS & 3":1'-0" SLOPED ROOFS AT 'K' JOISTS HSS3 1/2x2 1/2x5/16 BETWEEN JOIST SEATS PAF PER DECK CONN SCHEDULE (3/16)2-12 (3/16)2-12 - NOTE: 1.COORD SPACER AND DECK LAYOUT AS REQD TO ALLOW DECK CONN TO SPACER (3/16)2-12 (3/16)2-12 1/2" MAX ANGLE CONNECTION W/ (4) BOLTS MIN. ALL NUTS TO BE ON INSIDE OF BEAM BLOCK INSIDE FLANGE OF BEAM AT GIRDER RADIUS BOTTOM FLANGE AT COPE PL 3/8 x4x 6 L4x4x1/4x10 (3/16) (3/16) 1/4 3/16 3/16 - 1/2" L4x4x1/4 xCONT (3/16)2 (3/16)2 HSS2x1 1/2x3/16 @4'-0" OC MAX HSS TO CONTINUE TO FAR SIDE OF INTERIOR MEMBER BEAM OR JOIST (3/16) (3/16)THRU DECK 7" MAX WIND LOAD MAX = ±800 PLF AC L4x4x1/4xCONT 3/16 3/16 JOIST EXTENDED END TYP L4x4x3/8 xCONT 3/16 2-6 3/16 2-6 1" AC AT JOISTS BETWEEN JOISTS PL 1/4xCONT 3/16 2-12 HSS4x4x1/4xCONT (3/16)2-12 EACH SIDE AC 2 1/2" S500 7 1" 8 3" HSS4x4x1/4 PL 1/2x6x1'-0 W/ (4) BOLTS PL 1/2x6x8 W/ (2) BOLTS 3/16TYP SKEWED BEAM PL 3/8 STIFFENER S505 3 TYP 8 4'-0" MAX 3'-2 3/4" MIN L3x3x1/4 PAF @6" OC 3/16 1 1/2 3/16 1 1/2 20 S505 S520 13 1/2" MAX 6'-0" MIN 1/2" MAX 5/16 5/16 4 5/16 4 5/16 1/2" CAP PL PAF AT EACH LOW HAT WT4x15.5 5/16 5/16 PL 3/8 7 COPE WT AND EXTEND 6" OVER COLUMN CUT HSS 8x8x1/4, FITTED IN BEAM 1/4 TYP 1/4 3 SIDES S505 20SIM, TOP & BOT 8 3 1/2" 1 1/2" 1/2" 1 1/2" 3" TYP PL 1/2 W/ (6) BOLTS IN HORIZ LONG SLOTTED HOLES W/ 5/16" PL WASHER. FINGER TIGHTEN DURING ERECTION, TENSIONED AFTER BUILDING IS ENCLOSED. PL 1/2 W/ (7) BOLTS IN HORIZ LONG SLOTTED HOLESW/ 5/16" PL WASHER. FINGER TIGHTEN DURING ERECTION, TENSIONED AFTER BUILDING IS ENCLOSED. 7 5/16 5/16 TYP L6x6x3/8 EA SIDE, EXTEND 6" PAST OPENING EA END PL 3/8x12xWIDTH OF OPENING 3/16 3-6 3/16 3-6 NOTE: 1.MAX OPENING SIZE = 6'-6" L3x3x1/4x0'-6 3/16 3/16 (3/16)2 1/2 (3/16)2 1/2 TYP 1/2" MAX PL3/8x4x4 3/16 1/2" MAX 5/16 3/16 4 3/16 4 1/2" CAP PL PAF AT 6" OC MAX L6x4x5/16 (LLH) 3"3"S520 10 AD 2" MIN 3/16 3-12 3/16 3-12 L6x4x5/16xCONT OR BENT PL 3/8x6xAS NEEDED WIND LOAD MAX = ±1100 PLF SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PRINCIPAL: EOR: DESIGNER: PROJECT MANAGER: MM JOB #: DATE PRINTED: FILE PATH: 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET As indicated 10/31/2016 11:17:58 AM C:\Proj\16.0117.S.01 - ESTES_COMMUNITY_CENTER - RS16_esabia.rvt ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 STEEL DETAILS S500 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED SABIA, KATIE HOYT ED SABIA RALPH REMPEL 16.0117.S.01 DWIGHT GILBERT 3/4" = 1'-0"1 TYP WALL ABOVE BEAM 3/4" = 1'-0"2 TYP DECK EDGE AT TRACK 3/4" = 1'-0"4 TYP GIRDER TO ROOF CONN 3/4" = 1'-0"3 TYP GIRDER TO GYM EDGE BEAM 3/4" = 1'-0"5 TYP GIRT TO WF COLUMN 1 1/2" = 1'-0"15 TYP SLOPED ROOF AT RAKE 3/4" = 1'-0"7 ROOF STEP AT COMMUNITY CENTER 3/4" = 1'-0"8 ROOF STEP AT COMMUNITY CENTER1 3/4" = 1'-0"9 LOW ROOF BEAM TO UPPER LEVEL GIRDER 3/4" = 1'-0"11 T/COL BRACING 1 1" = 1'-0"20 T/COL BRACING 2 3/4" = 1'-0"12 CANTILEVER BEAM AT HSS COLUMN 3/4" = 1'-0"13 GRID 7-L COLUMN CONN 3/4" = 1'-0"10 TYP LINTEL AT EXISTING MASONRY 1 1/2" = 1'-0"17 UPPER ENTRY GIRT CONN 1" = 1'-0"19 T/COL BRACING 3 1 1/2" = 1'-0"18 TYP ROOF EDGE A A A A L 4x4x1/4xCONT 3/16 3/16 1" L4x4x1/4xCONT 3/16 2-12 (3/16)2-12 1" 1" L4x4x1/4xCONT CAP PL 1/4 SEAL WELD 3/16 3/16 2" MIN 4" BENT PL 1/2 3/16 2-12 3/16 2-12 SEE PLAN 1 " 4"5" 3/16 3/16 (3/16) (3/16) CAP PL 1/2 L4x4x1/4xCONT - NOTE: 1.PROVIDE 1/4" CAP PLATE ON ALL CANOPY TUBE ENDS, WITH AN ALL AROUND SEAL WELD L3x3x1/4x0'-6 (3/16)2 1/2 (3/16)2 1/2 1/2" MAX 1/2" MAX 3/16 3/16 4" BENT PL 3/8 3/16 2-6 (3/16)2-6 1" 2" L4x4x1/4xCONT 3/16 2-12 3/16 2-12 1" L4x4x1/4xCONT 3/16 2-12 (3/16)2-12 BENT PL 1/2 3/16 2-12 (3/16)2-12 2" MIN 4" 3" 2" 3/16 3/16TYP L6x4x5/16x1'-0" W/ (2) BOLTS @ 7 1/2" GA IN HORIZ SHORT SLOTTED HOLES L8x6x1/2x1'-0" W/ (2) BOLTS @ 7 1/2" GA IN HORIZ SHORT SLOTTED HOLES PROVIDE CONT HSS AT CENTER COLUMN OR 1/2" MAX GAP 3 L PL 1/2 PL 3/4x6x10 W/ (4) BOLTS @ 4" GA 5/16 5/165 1/2" S505 3 STIFF PL 3/8 PL 3/8 L 3/16 2-6 3/16 2-6 L3x3x1/4xCONT S501 11 NJ L6x4x5/16xCONT, INSTALL TIGHT TO MASONRY WALL 3/16 2-12 3/16 2-12 S500 4 1" L3x3x1/4xCONT 3 S540 6 S540 5 S540 5 BENT PL 3/8"xCONT WITH 6" VERT LEG (3/16)2-12 (3/16)2-12 3/16 2-12 3/16 2-12 4 5" L3x3x1/4xCONT 3/16 2-12 (3/16)2-12 1" (3/16)2-12 (3/16)2-12 L6x4x5/16 W/ HSS6x4x5/16, EXTEND OVER COLUMN CAP PLATE AT B/4 AND JOISTS TO SOUTH. WELD WITH 1/4" FILLET 4" MIN ON TWO SIDES TO SUPPORTS 3/16 3 SIDES, TYP - 3/16 (3/16)TYP L3x3x1/4x0'-4 CAP PL 1/4" SEAL WELD, TYP 11 S520 3/16 3/16 3/16 PL 3/8x5 NOTE: 1.COORDINATE LOCATION AND QUANTITY OF DOOR SUPPORT ANGLES WITH DOOR SUPPLIER DOOR HANGERS BY CONTRACTOR L3x3x3/8 17 S501 11 S520 L3x3x3/8 COPE ANGLE TO REST ON TOP 3/16 TYP SIM 1/2" 1 1/2" 1 1/2" (5/16) (5/16) 5/16 5/16 TOP AND BOT (5) BOLTS, SEE 5/S510 SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PRINCIPAL: EOR: DESIGNER: PROJECT MANAGER: MM JOB #: DATE PRINTED: FILE PATH: 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET As indicated 10/31/2016 11:18:00 AM C:\Proj\16.0117.S.01 - ESTES_COMMUNITY_CENTER - RS16_esabia.rvt ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 STEEL DETAILS S501 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED SABIA, KATIE HOYT ED SABIA RALPH REMPEL 16.0117.S.01 DWIGHT GILBERT 3/4" = 1'-0"1 HIGH SLOPED ROOF EDGE 1 1/2" = 1'-0"2 HIGH ROOF SLOPED RIDGE 2 1 1/2" = 1'-0"3 HIGH SLOPED ROOF EDGE 3 1 1/2" = 1'-0"4 HIGH SLOPED ROOF EDGE 4 3/4" = 1'-0"9 LOWER ENTRY TYP ROOF CONN 1 1/2" = 1'-0"5 HSS TO WF ENTRY 1" = 1'-0"6 TYPICAL MASONRY INTERIOR METAL DECK 1 1/2" = 1'-0"7 VESTIBULE ROOF EDGE -1 1 1/2" = 1'-0"8 VESTIBULE ROOF EDGE -2 3/4" = 1'-0"10 WEST GYM GIRT TO COLUMN CONN 1 1/2" = 1'-0"11 TYP SLOPED BEAM OVER BEAM CONN 1" = 1'-0"12 TYP SLOPED BEAM OVER BEAM CONN AT ROOF STEP 1 1/2" = 1'-0"13 EDGE OF ROOF AT GRID NJ 2 3/4" = 1'-0"14 WALL SECTION AT NORTH GYM CANOPY 3/4" = 1'-0"15 WALL SECTION AT NORTH GYM CANOPY 2 1" = 1'-0"16 GIRT TO COLUMN AT LOWER ENTRY NO SCALE17 FIRE DOOR SUPPORT 3/4" = 1'-0"18 FIRE DOOR SUPPORT 2 3/4" = 1'-0"19 CURVED BEAM CONN A A B B 1" NS GROUT PL 1/2x9x1'-4 W/ (2) 1/2"Øx3" EXP BOLT 3/16 1 1/2" 1 1/2" SEE ARCH 6'-0" MAX L8x4x1/2xCONT, LLH L4x4x1/4x0-8 L3x2x1/4xCONT LLH VENEER FACE 3/16 3 SIDES, TYP 3/16 (3/16)TYP 3/16TYP 1 1/2" 6" 6" 6" 1 1/2" 3"2 3/4" 1 1/2" TYP PL 1 5/16 NOTE: 1.PROVIDE 1/4" CAP PLATE ON ALL CANOPY TUBE ENDS, WITH AN ALL AROUND SEAL WELD 3/8" GAP 3 1" CLR 2 " 1 " L3x3x1/4xCONT (3/16)2-12 3/16 2-12 1" - L3x2x1/4xCONT LLH 3/16 (3/16)TYP 3/16 3/16TYP VENEER FACE END PL 3/4x9 1" 1" SEE ARCH 5'-6" NAX 1" MIN 5/16 5/16 5/16 (5/16) (5/16) L6x4x5/16x0'-8 LLV, EF, W/ 3/4"Ø BOLT IN MIDDLE OF 3" VERT SLOTTED HOLE W/ 5/16" PL WASHER. FINGER TIGHTEN NUT & DAMAGE THREADS 3/16 3/16 DESIGN JOIST FOR: WL = ±500# SL = -500# S520 10 S505 11 SIM A.6 L6x4x5/16xCONT LLH 3" NOTE: 1.PROVIDE 1/4" CAP PLATE ON ALL CANOPY TUBE ENDS, WITH AN ALL AROUND SEAL WELD 2.SHOP WELD ENTIRE CANOPY AND ERECT AS SINGLE PIECE 3/16 3 3/16 3 1" GAP (3/16) (3/16) 2" 1" 5/16 5/16 BENT PL 3/8 (3/16)2-12 3/16 2-12 (3/16)TOP & BOT1" UNO 5" 3" 3/16 3/16BACK PL TO COL 2" TYP 3/16 PL 1/2x1'-1x1'-1 W/ (4) BOLTS A.1 PL 1/2x1'-1x1'-1 (BEHIND) 3" L3x3x1/4xCONT 1" 3/16 3/16 1" 1'-4" 5/16EACH SIDE (5/16)5 (5/16)5 L6x4x5/16xCONT (LLH) L3x2x1/4xCONT, LLH 3/16 3/16 1 (5/16)2-12 5/16 2-12CONT 10" AT EACH HSS (5/16)NOTE: 1.PROVIDE 1/4" CAP PLATE ON ALL CANOPY TUBE ENDS, WITH AN ALL AROUND SEAL WELD 2.SHOP WELD ENTIRE CANOPY AND ERECT AS SINGLE PIECE 2" 10" 10" 2" EMBED PL 3/4x2'-0"x2'-0" W/ (12) 3/4"Øx0'-8" HAS @ 6" GA JAMB REINF TO RUN BETWEEN HAS AT NORTH END (1/4)12 (1/4)12 PL 3/4x10x1'-4" 3/16 EACH SIDE (3/16)EACH SIDE EQ EQ 3/16 CAP PL 1/2x10x1'-1"HSS8x8x1/2 S502 9 A.1 B (3/16)EACH SIDE CAP PL 1/2x10x1'-1" HSS8x8x1/2 3/16 3/16 TYP (3/16) (3/16) SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PRINCIPAL: EOR: DESIGNER: PROJECT MANAGER: MM JOB #: DATE PRINTED: FILE PATH: 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET As indicated 10/31/2016 11:18:01 AM C:\Proj\16.0117.S.01 - ESTES_COMMUNITY_CENTER - RS16_esabia.rvt ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 CANOPY DETAILS S502 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED SABIA, KATIE HOYT ED SABIA RALPH REMPEL 16.0117.S.01 DWIGHT GILBERT 3/4" = 1'-0"1 EAST CANOPY COLUMN BASE 3/4" = 1'-0"6 GYM WEST CANOPY 1" = 1'-0"5 GYM WEST CANOPY EDGE 3/4" = 1'-0"8 OFFICE CANOPY 1 1/2" = 1'-0"9 SLOPED CANOPY LOW CONN 1 1/2" = 1'-0"10 CANOPY LOWSIDE CONN TO COLUMN 3/4" = 1'-0"11 POOL CANOPY TOP EDGE 3/4" = 1'-0"17 SW POOL CANOPY 1" = 1'-0"12 NORTH GYM CANOPY TO JOIST 3/4" = 1'-0"19 NORTH GYM CANOPY END VIEW - FIELD CUT TO LENGTH (3/16)BOTH SIDES SEAL WELD, TOP & BOT CAP PL 1/4 SEAL WELD BENT PL 3/8" AA CUT HSS5x3x1/4 3/16 EACH SIDE AB CAP PL 1/4 SEAL WELD (3/16)EACH SIDE SEAL WELD, EA END AB AT CANOPY TUBE AT JOIST AB BETWEEN PL 1/4xCONT 3/16 2-12 HSS4x4x1/4 xCONT (3/16)2-12 EACH SIDE 1 "3 " WIND LOAD MAX = ±600 PLF SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PRINCIPAL: EOR: DESIGNER: PROJECT MANAGER: MM JOB #: DATE PRINTED: FILE PATH: 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET 1" = 1'-0" 10/31/2016 11:18:01 AM C:\Proj\16.0117.S.01 - ESTES_COMMUNITY_CENTER - RS16_esabia.rvt ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 CANOPY DETAILS S503 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED SABIA, KATIE HOYT ED SABIA RALPH REMPEL 16.0117.S.01 DWIGHT GILBERT 1" = 1'-0"2 COMMUNITY ROOF HSS BEAM TO COLUMN 1" = 1'-0"5 COMMUNITY ROOF LOW CANTILEVER A A A A A A A AB MAXIMUM # OF BOLTS SHOWN IN STEEL CONNECTION SCHEDULE WITH STANDARD HOLES, HORIZONTAL SHORT SLOTTED HOLES NOT PERMITTED PL 3/8" STRIP FLANGE ONE SIDE 5/16 5/16 3-SIDES S510 20 NOTES: 1.ALL BOLTS ARE A325N IN STD HOLES. 2.FULL HEIGHT SHEAR CONNECTIONS INDICATED THUS: AT BEAM AT WF COLUMN WEB - FLANGES MAY BE BLOCKED AS REQUIRED, NO COPING OF FLANGES PERMITTED CL COLUMN WEB 5/16 5/16TYP CL BEAM CL PLATE PROVIDE (2) COLUMNS OF BOLTS W/ MAX NUMBER OF ROWS AT HSS COLUMN - FLANGES MAY BE BLOCKED AS REQUIRED, NO COPING OF FLANGES PERMITTED5/16 5/16TYP CL BEAM CL PLATE THRU PLATE 1/2"1 1/2" 3" 1 1/2" PL 1/2 S510 20 1 1/2" TYP 3" TYP PROVIDE CONNECTION SHOWN ABOVE OR DOUBLE ANGLE CONN PER 18/S511 W/ MAX NUMBER OF BOLTS KICKER: FOR L ≤ 8'-0" : L3x3x1/4 FOR 8'-0" < L ≤ 12'-0": L4x4x1/4 PL 1/4x6x0'-6, TYP 3/16 3/16 TYP 3/16 1 1/2 3/16 1 1/2 TYP L6x3 1/2x3/8x0'-6 w/(2) BOLTS EACH LEG BOLTED OPTION NOTES: 1. CONTRACTOR MAY USE ANY COMBINATION OF WELDING OR BOLTING L 2 1 /2 " M I N E A C H W A Y , T Y P1" M I N TYP k, MAX CJP T&B TYP AT GIRDER DEPTH EQUAL TO BEAM CONTINUITY PL (50 KSI) THICKNESS = BEAM FLANGE THICKNESS + 1/4", CENTER VERTICALLY ON FLANGE PLATE TO WEB SEE CJP TYP TOP & BOT 5/16 5/16 PLATE TO COLUMN FLANGE, TYPICAL TO COLUMN WEB CJP TYP TOP & BOT 5/16 CAP PL TO FLANGE, TYP CAP PL (50 KSI) THICKNESS = BEAM FLANGE THINKNESS + 1/4" CENTER VERTICALLY ON FLANGE 7/S505 7/S505 AT GIRDER DEEPER THAN BEAM CJP TYP 5/16 EACH FLANGE, EACH SIDE TO COLUMN FLANGE SHEAR CONNECTION, SEE STEEL CONNECTON SCHEDULES CAP PL (50 KSI) THICKNESS = BEAM FLANGE THINKNESS + 1/4" CENTER VERTICALLY ON FLANGE 7/S505 SHEAR CONNECTION, SEE STEEL CONNECTION SCHEDULES 1" MIN, TYPICAL TYP 1" MIN, TYPICAL 1" MIN, TYPICAL CJP 7/S505 CONTINUITY PL (50 KSI) THICKNESS = BEAM FLANGE THICKNESS, CENTER VERTICALLY ON FLANGE TYP PLAN AT STIFFENER AT MOMENT CONNECTION TO WEB ONLY AT MOMENT CONNECTION TO FLANGE ONLY PLATE TO FLANGE SEE 7/16 7/16 PLATE TO COLUMN WEB, TYPICAL 7/S505 PLATE TO COLUMN WEB & FLANGE, SEE 7/S505AT MOMENT CONNECTION TO WEB & FLANGE SHEAR CONNECTION, SEE STEEL CONNECTION SCHEDULES FITTED PL 3/8, SEE FOR # OF BOLTS FITTED PL 3/8, SEE FOR # OF BOLTS 5/16 5/16 3 SIDES 5/16 5/16 3 SIDES 20/S510 20/S510 7/16 7/16CAP PL TO COLUMN WEB 5/16 5/16CAP PL TO WEB NOTES: 1. CONNECTIONS ARE SIMILAR WHERE MOMENT CONNECTION OCCURS ON EACH SIDE OF COLUMN / GIRDER NOTES: 1. GREATER OF 1.5 x WEB THICKNESS OR 1 1/2" 2. GREATER OF 1.0 x WEB THICKNESS OR 3/4", SHALL NOT EXCEED 2" 3. MIN RADIUS = 3/8" 4. REMOVE BACKING TAB UNO NOTE 1 NOTE 2 NOTE 2 NOTE 3 NOTE 3 NOTE 4 NO WELDING PERMITTED AT THIS LOCATION NOTE 4 AT FLAT STEEL FACE AT FLANGE 5/16 5/16 NO WELDING PERMITTED AT THIS LOCATION NOTE 1 FULL CAPACITY WELD SCHEDULE CONNECTED FLANGE/PLATE THICKNESS (IN) FILLET WELD SIZE D (IN) PARTIAL PENETRATION WELD EFFECTIVE THROAT SIZE E (IN) 1/4 5/16 3/8 7/16 1/2 9/16 5/8 7/16 7/16 1/2 1/2 9/16 5/8 N/A ≤ 0.37 NOT REQD CJP (NOTE 2) 1 7/16 1 5/16 1 1/4 1 1/16 1 13/16 ≤ 0.46 ≤ 0.56 ≤ 0.65 ≤ 0.74 ≤ 0.84 ≤ 0.93 ≤ 1 ≤ 1 1/8 ≤ 1 1/4 ≤ 1 3/8 ≤ 1 1/2 ≤ 1 5/8 > 1 5/8 NOTES: 1. COMPLETE JOINT PENETRATION WELDS MAY BE USED AS AN ALTERNATE TO FILLET AND BUILT-UP WELDS FOR ANY CONNECTED FLANGE/PLATE THICKNESS. 2. SEE DETAIL FOR WELD ACCESS HOLE AND BACKING REQUIREMENTS AT COMPLETE JOINT PENETRATION WELDS. 3. SCHEDULED WELDS SHALL BE INCREASED IN SIZE BY GAP WIDTH FOR GAPS 1/16" AND GREATER. NOT REQD NOT REQD NOT REQD NOT REQD NOT REQD NOT REQD (E) D D 4/S505 3/16" MAX 0" MIN FITTED STIFFENER FULL DEPTH STIFFENER STIFFENER PL MAY OCCUR ON EACH SIDE PLATE WELD SCHEDULE STIFFENER PL THK STIFFENER PL WELD SIZE a (UNO) 3/16"3/16" 1/4"3/16" 5/16"1/4" 3/8"1/4" 1/2"5/16" 5/8"7/16" 3/4"1/2" 1"5/8" 1 1/4"7/8" NOTES: 1. ACTUAL STIFFENER GEOMETRY VARIES, SEE DETAILS 2. STIFFENER SURFACES THAT CONTACT BEAM FLANGES SHALL BE FINISHED FOR BEARING NOTCH PL AT BEAM RADII, TYP STIFFENER PL a a3 SIDES a a2 SIDES k STIFFENER PL 3/8 EACH SIDE OF BEAM WEB CAP PL 3/4 W/ (4) BOLTS WIDE FLANGE COLUMN WEB PARALLEL TO BEAM WEB OR HSS COLUMN 5/16 5/16 TYP WIDE FLANGE OR HSS COLUMN 5/16 AT WIDE FLANGE, TYP 5/16 AT HSS TYP k TYP 1 1/2"1 1/2" 1/2" MIN 1" MIN 1/2" MIN 1 1/2"1 1/2" WIDE FLANGE COLUMN WEB PARALLEL TO BEAM WEB OR HSS COLUMN AT BEAM END TYP 1/2" MIN WIDE FLANGE COLUMN WEB PERPENDICULAR TO BEAM WEB AT BEAM END 2" TYPTYP 1/2" MIN WIDE FLANGE COLUMN WIDE FLANGE OR HSS COLUMN STIFFENER PL 3/8 EACH SIDE OF BEAM WEB CAP PL 3/4 W/ (4) BOLTS 5/16 5/16TYP . CAP PL 3/4 W/ (2) BOLTS STIFFENER PL 3/8 EACH SIDE OF BEAM WEB 5/16 5/16TYP ... NOTE: 1. PERPENDICULAR MEMBERS NOT SHOWN NOTE: 1. PERPENDICULAR MEMBERS NOT SHOWN NOTE: 1. PERPENDICULAR MEMBERS NOT SHOWN S505 2SIM BEAM WHERE OCCURS k TYP k TYP STRINGER TO PRIMARY STRUCTURE CONNECTION DESIGN BY CONTRACTOR, CONNECT STRINGER TO APPLY LOAD DIRECTLY TO BEAM CENTERLINE, M=0 in*k , TYP STAIR, LANDING & RAILING DESIGN BY CONTRACTOR, SEE ARCH FOR ADDITIONAL REQUIREMENTS BENT PL 1/4, COORDINATE WITH STAIR STINGERS & NOSING SEE PLAN FOR DECK ORIENTATION STRINGER DOWN UNO 9" MAX AT EXTENDED STRINGER UNO 9" MAX PROVIDE STRINGER WEB EXTENSION AS REQUIRED TO ALLOW CONNECTION TO BEAM WEB PROVIDE STRINGER WEB EXTENSION AS REQUIRED TO ALLOW CONNECTION TO BEAM WEB - FLANGES MAY BE BLOCKED AS REQUIRED, NO COPING OF FLANGES PERMITTED 1 1/2" MIN T&B CENTER ON BEAM BOLT ROWS AT 3" SPACING CL COLUMN WEB 9" MAX 1 1/2" MIN AT 3" SPACING (3) COLUMNS 1 1/2" MIN 5/16 5/16 AT WEB OF WIDE FLANGE COLUMN OR GIRDER CL BEAM CL PLATE PL 3/4 CL COLUMN 5/16 5/16 AT FLANGE OF WIDE FLANGE COLUMN CL BEAM CL PLATE FLANGES MAY BE BLOCKED AS REQUIRED, NO COPING OF FLANGES PERMITTED PL 3/4 - NOTES: 1.ALL BOLTS ARE A325N IN STD HOLES. 2.DRAG CONNECTIONS INDICATED THUS: PROVIDE (2) COLUMNS OF BOLTS W/ MAX NUMBER OF ROWS 3" MAX 1 1/2"3"1 1/2" PROVIDE (3) COLUMNS OF BOLTS W/ MAX NUMBER OF ROWS CL COLUMN 5/16 5/16 AT HSS COLUMN CL BEAM CL PLATE FLANGES MAY BE BLOCKED AS REQUIRED, NO COPING OF FLANGES PERMITTED THRU PL 3/4 - PROVIDE (2) COLUMNS OF BOLTS W/ MAX NUMBER OF ROWS 3" MAX 1 1/2"3"1 1/2" 1/2" MIN 2"2" PL 1/2 W/ (4) BOLTS PL 3/8 EA SIDE 3/16 SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PRINCIPAL: EOR: DESIGNER: PROJECT MANAGER: MM JOB #: DATE PRINTED: FILE PATH: 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET As indicated 10/31/2016 11:18:03 AM C:\Proj\16.0117.S.01 - ESTES_COMMUNITY_CENTER - RS16_esabia.rvt ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 TYPICAL STEEL DETAILS S505 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED SABIA, KATIE HOYT ED SABIA RALPH REMPEL 16.0117.S.01 DWIGHT GILBERT 3/4" = 1'-0"2 TYPICAL FULL HEIGHT SHEAR CONNECTION 3/4" = 1'-0"11 TYPICAL KICKER 3/4" = 1'-0"10 TYPICAL MOMENT CONNECTION 3" = 1'-0"4 TYPICAL WIDE FLANGE CJP WELD ACCESS AND BACKING 1/2" = 1'-0"7 TYPICAL FULL CAPACITY WELD SCHEDULE 1 1/2" = 1'-0"3 TYPICAL WIDE FLANGE BEAM STIFFENER 3/4" = 1'-0"20 BEAM OVER COLUMN 3/4" = 1'-0"19 PERFORMANCE SPECIFIED STAIR TO COMPOSITE FRAMING NO SCALE14 TYPICAL BEAM DRAG CONNECTION 1" = 1'-0"8 TYP POST UP FROM BEAM A A A A A 3" 1 1/2" 3" TYPSTD HOLES IN BEAM STD OR SSL IN PLATE 2 COLUMNS OF BOLTS # BOLT ROWS (4 SHOWN) COLUMN WEB/ FLANGE OR BEAM WEB PL 1/2 G CAPACITY (KIPS) W8-W12 18 12 W10-W18 33 23 W16-W24 55 38 W18-W30 80 56 W21-W40 110 78 W24-W44 142 102 W30-W44 177 130 BEAM SIZES EXTENDED SINGLE PL CONNECTIONS W33-W44 214 160 TOP 6" 6" 8" 10" 11" 13" 16" 16" T & B 6" 6" 6" 6" 8" 9" 11" 14" G ≤ 6" C MAX TOP 10" 10" 10" 12" 14" 16" 16" 16" T & B 10" 10" 10" 10" 10" 12" 15" 16" G ≤ 10" C MAX COPE BEAM WHERE REQD. SEE SCHED FOR MAXIMUM COPES AND NOTES 2 & 3 FOR ADDITIONAL REQMTS. CAPACITY (KIPS) 2 3 4 5 6 7 8 # BOLT ROWS 9 NOTES: 1. ULTIMATE LEVEL (LRFD) IN KIPS. 2. WHERE NO DECK IS PRESENT AT CONNECTION, AND BEAM COPE 'C' EXCEEDS 'G', BRACE TOP FLANGE OF BEAM TO GIRDER. PROVIDE PL3/8x4x6 ON TOP FLANGE. WELD 4 SIDES. 3. AT COLUMNS, BEAM COPE 'C' SHALL NOT EXCEED 'G'. 4. MINIMUM BEAM WEB THICKNESS SHALL BE 0.23". SECTION: BEAM SLOPING DOWN SECTION: BEAM SLOPING UP PLAN: SKEWED BEAM SLOPING UP OR DOWN SECTION: BEAM TO COLUMN D D G 5/16 5/16 G G G C 1 1/2" XXkXXk XXkXXk XXk XXk XXkXXk XXk XXk XXk XXk XXk XXkBEAM SIZE BEAM SIZE NOTES: 1. REFER TO STEEL NOTES FOR MATERIAL GRADES OF CONNECTION MATERIAL BOLTS & WELDS. 2. ALL REACTIONS NOTED ON PLAN AND IN SCHEDULES AND DETAILS ARE ULTIMATE LEVEL. 3. REACTION APPLIES TO BOTH ENDS OF BEAM WHERE ONLY ONE REACTION IS GIVEN. 6. 10k MINIMUM REACTION SHALL BE ASSUMED WHERE NO REACTION OR OTHER REQUIREMENTS ARE PROVIDED. FABRICATOR MAY SELECT SINGLE PLATE, SINGLE ANGLE, DOUBLE ANGLE, OR END PLATE CONNECTION THAT PROVIDES REACTION NOTED ON PLAN BEAM REACTION FOR SINGLE PLATE CONN SCHEDULE FOR SINGLE ANGLE CONN SCHEDULE FOR DOUBLE ANGLE & END PLATE CONN SCHEDULE SEE PLAN AT BM SPLICE 3 S511 20/S510 18/S511 20/S511 TOP & BOTTOM COPE TOP COPE ONLY TYP 3" TYP 3" NOTE: THE GEOMETRY SHOWN IS THE BASIS FOR CALCULATIONS OF LIMIT STATES INVOLVING COPED BEAMS. ALL EDGE DISTANCE DIMENSIONS SHOWN ARE MINIMUMS. 1/2" RADIUS TYP COPE BOTTOM COPE ONLY 3" TYPUSE 'TOP COPED' VALUES IN TABLE S E E S C H E DCOPE L E N G T H S E E S C H E DCOPE L E N G T H S E E S C H E DCOPE L E N G T H S E E S C H E DCOPE L E N G T H D E P T H T O P C O P E D E P T H B O T T O M C O P E D E P T H T O P C O P E D E P T H B O T T O M C O P E 1 1/2" 1 1/2" 1 1/2" 1 1/2" S510 3 TOP & BOTTOM COPE - SLOPED ALL HOLES IN BEAMS ARE STANDARD HOLES ALL HOLES IN BEAMS ARE STANDARD HOLES ALL HOLES IN BEAMS ARE STANDARD HOLES 1 1/2" 1 1/2" 1 1/2". 1 1/2" COPE LENGTH, SEE SCHED SEE SCHED COPE LENGTH 1 1/2" 1 1/2" 1 1/2" d/2 MIN d w/WEB EXT PL d SEE SCHED COPE LENGTH 1 1/2" d/2 MIN 1 1/2" 1 1/2" MIN SUPPORT, SEE DTLS PL 3/8: ≤ 5 BOLTS, STANDARD OR HORIZ SHORT SLOTS MAY BE USED ≥ 6 BOLTS, HORIZ SHORT SLOTS REQUIRED TYP 3" MIN 1 1/2" MIN 3" MAX 1 1/2" MIN TOP & BOTTOM COPE SINGLE COPE k 1 1/2" 1 1/2" d . 1/4" . 1/4" 1/4 d " d = LARGER OF TOP OR BOTTOM COPE PL 3/8 d c . 1/4"d PL 3/8 c c BLOCK FLANGE AS REQ'D TO WELD c NOTE: DETAIL APPLIES ONLY WHERE INDICATED IN CONNECTION SCHEDULES 3/16 3/16 c 1 1/2" 1 1/2" d 1.5 x d G CONNECTION, SEE SCHEDULES. USE T&B COPE VALUES ADD WEB EXTENSION PL WHERE AVAILABLE BEAM DEPTH IS INSUFFICIENT FOR CONNECTION DEPTH. PL THK AND GRADE TO MATCH BM WEB 5/16 5/16 CJP AT STRIPPED FLANGES BEAM TO COLUMN WEB COPED AT TOP FLG ONLY .. COPED T&B BEAM TO GIRDER 5/16 5/16TYP AT EXTENDED PL CONN TYP RECT OR ROUND HSS COLUMN OR PIPE 5/16 5/16 BEAM TO HSS COL ~ ~ 3/8" THRU PLATE OPTION SLOT WALL OF HSS COL 5/16 5/16 MIN WALL THK = 0.237" ROUND HSS OR PIPE 3" W RECT HSS 1/4" MIN WALL THK (4"Ø THRU 22"Ø) WHERE WALL THICKNESS < MIN, PROVIDE THRU PLATE AS SHOWN 4" 1/4"5" 1/4" 6"1/4" 7"1/4" 8"1/4" 9"5/16" 10"5/16" 12" 1/2"14" 3/8" 16"1/2" TYPICAL W S510 6 S510 5 S510 10 S510 5 S510 10 S510 5 1/2"1 1/2" T/2 MIN 1 1/2" 1/2" MAX 1 1/2" MAX AT SKEWED CONNS 1/2" AT ORTHOGONAL CONNS, T/2 MIN . FOR SKEW ANGLES ≤ 55°, USE G=6" FOR SKEW ANGLES ≤ 60°, USE G=10" AT SKEW ≤ 60º 7º < Θ ≤ 14º 14º < Θ ≤ 22º 22º < Θ ≤ 45º, BEVEL END OF PL AT FACE OF SUPPORT 45º < Θ ≤ 60º 0º < Θ ≤ 7º Ø (3/8) 5/16 3/8 5/16 3/8 5/16 7/16 5/16 1/2 5/16 3 0 ° M A X AT SKEW ≤ 30º PL3/8x4x6 AT TOP FLANGE, REQUIRED ONLY WHERE NO DECK IS PRESENT AT CONNECTION AND BEAM COPE 'C' EXCEEDS 'G' 3 SIDES 10 S510 20 S510 3/4"Ø A325 SINGLE PLATE CONNECTION SCHEDULE - MAX REACTION (KIPS) - ULTIMATE LEVEL (LRFD) BEAM SIZES COPE CONDITION # OF BOLTS 432 65 7 8 9 2 3 4 5 2 3 4 5 2 3 4 5 2 3 4 5 6 8 9 COPE TYPE UNCOPED COPE LENGTH ≤ 4"COPE LENGTH ≤ 5 1/4"COPE LENGTH ≤ 6 1/8"COPE LENGTH ≤ 8" 22-30 12-19 & C10 31 & UP 18-28 10-15 & C8 33-45 49 & UP 14-22 & C12 26-35 40 & UP W8 W10 W12 W14 W16 W18 W21 W24 W27 - W44 22-26 30-38 43 & UP 26-31 36-57 67 & UP 35-46 50-71 76 & UP 44-57 62-93 101 & UP 55-62 NOTES: 1. # INDICATES WEB REINFORCEMENT REQD TO ACHIEVE NOTED CAPACITY. SEE 2. FOR SKEWED BEAM CONNECTIONS SEE 68 & UP 7678967896789 T INDICATES TOP COPE ONLY TB INDICATES TOP AND BOTTOM COPE TTBT TTB TTB TBTTB TBT TBT TTBT TTB TTB TTB TBTBTTBTTTBTTB TBT TTBT TTB TTB TTB TBTBTTBT TBT TTBT TTB TTB TTBTBTTBT TB 19 924 24 1324 24 1724 21 11 24 1424 24 1724 24 2024 22 12 41 26 24 13 4343 31 24 174324 39 43 31 36 41 6243 33 60 39 62 43 62 816243 40 62 81 81 81 81 81 81 1008162 100 81 118 118 155 15 9# 20 10 24 13 16 9# 24 11 24 13 24 15 17 9 35 19 24 10 43 23 24 13 43 31 23 28 32 26 45 31 55 41 62 31 56 81 81 37 62 81 81 43 62 81 81 13 9# 19 9 24 11 14 9# 21 9 24 11 24 13 15 9#30 15 21 9 42 19 24 12 43 27 40 19 24 27 21 62 36 26 62 62 27 81 32 81 81 81 8162 11881 62 62 62 62 8162 81 8162 8162 11881 137 81 81 62 81 81 62 81 1188162 11881 137 155 62 62 62 62 62 62 8162 8162 8162 81 8162 8162 8162 81 62 62 62 8162 8162 8162 8162 47 36 62 38 62 57 48 75 81 81 8156 8162 8162 8162 10 9# 14 9# 21 9 11 9# 16 9# 21 9 24 10 12 9#21 11 16 9#32 14 23 9 43 20 31 14 38 18 43 21 34 16 53 26 42 20 62 43 62 21 81 25 81 81 41 62 43 62 43 62 8162 8162 8162 8162 34 28 50 30 54 44 35 59 70 81 6643 7950 8162 7850 24 24 24 43 8162 8153 155 155155137 43 39 25 33 20 29 17 22 13 43 43 32 43 25 41 22 32 17 43 43 6243 6243 6243 6243 43 6262 43 6262 62 62 816262 81 8162 8162 1188162 1188162 1188162 8162 8162 8162 8162 81 81 155 155 81 81 155 155 100 100 100 100 100 43 43 43 43 43 43 43 43 43 43 100 100 100 100 100 100 100 100 100 100 100 43 43 43 43 43 43 43 43 43 100 118 118 137 118 118 137 118 118 100 100 100 100 100 100 100 100 100 100 100 100 118 118 137 118 118 137 118 118 100 100 100 100 100 100 100 100 100 100 100 100 118 118 137 118 118 137 118 118 100 100 100 100 100 100 100 100 100 100 100 43 43 43 43 43 43 43 43 4/S510 18/S510 SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PRINCIPAL: EOR: DESIGNER: PROJECT MANAGER: MM JOB #: DATE PRINTED: FILE PATH: 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET As indicated 10/31/2016 11:18:07 AM C:\Proj\16.0117.S.01 - ESTES_COMMUNITY_CENTER - RS16_esabia.rvt ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 TYP STEEL BEAM CONNS S510 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED SABIA, KATIE HOYT ED SABIA RALPH REMPEL 16.0117.S.01 DWIGHT GILBERT NO SCALE10 TYPICAL BEAM EXTENDED SINGLE PLATE CONNECTION NO SCALE1 TYPICAL BEAM CONNECTIONS NO SCALE6 TYPICAL BEAM COPE GEOMETRY NO SCALE5 TYPICAL BEAM SINGLE PLATE NO SCALE4 TYPICAL BEAM WEB REINFORCING NO SCALE3 TYPICAL BEAM WEB EXTENSION NO SCALE18 TYPICAL BEAM SKEWED CONNECTION NO SCALE20 TYPICAL BEAM SINGLE PLATE CONNECTION SCHEDULE A A A A A A AA FOR ANGLE/END PLATE SIZE & DETAIL FOR CAPACITY AND WELDING, SEE S511 1 DOUBLE ANGLE END PLATE 20/S511 SHOP WELDED/FIELD BOLTED CONN SHOP & FIELD BOLTED CONN .. S511 1 DOUBLE ANGLE OR END PLATE COPED BEAM CONDITION AT GIRDER COLUMN WEB OR FLANGE .. SHOP WELDED/FIELD BOLTED CONN SHOP & FIELD BOLTED CONN S511 1 WHERE WEB tw<0.41", TOTAL CONNECTION CAPACITY (SUM OF REACTIONS FROM BOTH SIDES) IS LIMITED AS FOLLOWS: 0.35" ≤ tw < 0.41", 30.7k x # OF SHARED BOLTS 0.30" ≤ tw < 0.35", 26.3k x # OF SHARED BOLTS 0.23" ≤ tw < 0.30", 20.2k x # OF SHARED BOLTS tw ≤ 0.23", 14.9k x # OF SHARED BOLTS TYPICAL AT COLUMN/GIRDER DETAIL CONN TO PERMIT SAFE ERECTION OF BM EA SIDE WHERE BOLTS ARE SHARED, IN ACCORDANCE WITH ALL OSHA STANDARDS, TYP S511 2 7º < Θ ≤ 14º 14º < Θ ≤ 22º 22º < Θ ≤ 45º, BEVEL END OF BM WEB AT END PLATE 45º < Θ ≤ 60º 0º < Θ ≤ 7º Ø (3/8) 5/16 3/8 5/16 3/8 5/16 7/16 5/16 1/2 5/16 0º = Θ 5/16 5/16 ANGLES - BOLTED BEAM / BOLTED SUPPORT ANGLES - WELDED BEAM / BOLTED SUPPORT 5/16 3 SIDES, TYP END PLATE DOUBLE ANGLE OR END PLATE S510 6 1 1/2" MIN T/2 MIN 1/2" MAX BOLTED BEAM / WELDED SUPPORT AT COLUMN BOLTS STAGGERED .. BOLTS ALIGNED AT GIRDER S511 1 BOLTED BEAM / BOLTED SUPPORT WELDED BEAM / BOLTED SUPPORT BOLTS STAGGERED .. BOLTS ALIGNED S511 2 1/2" MAX 5/16 3 SIDES, TYP5/16 5/8" RET TOP FULL RET BOT S511 1 BOLTED BEAM/BOLTED SUPPORT SHARED HOLES tw FOR SHARED HOLES WHERE WEB tw<0.41", TOTAL CONNECTION CAPACITY(SUM OF REACTIONS FROM BOTH SIDES) IS LIMITED TO VALUES IN THE TABLE BELOW. USE THE LESSER VALUE FROM THIS TABLE AND THE CONNECTION SCHEDULE. NP=NOT PERMITTED 2 3 4 5 6 7 8 9 # OF BOLTS 0.24" ≤ tw < 0.30" 0.30" ≤ tw < 0.35" 0.35" ≤ tw < 0.41" NP 36 59 82 104 127 150 172 NP 46 74 102 131 159 187 215 NP 53 86 119 152 186 218 250 S510 6 MIN 1 1/4" MIN 1 1/4" 3" MIN, TYP, MAX 3"1 1/4" MIN AT DBL ANGLES STANDARD OR HORIZ SHORT SLOTTED HOLES MAY BE USED, TYP 3/8" ANGLE THICKNESS BOLTS MAY BE STAGGERED OR ALIGNED ANGLE END PLATE MIN 1 1/4" MIN 1 1/4" TYP 3" MIN PL 3/8 EQ EQ OF PLATE BOLT GAUGE SHALL NOT EXCEED DEPTH BEAM WEB MIN 1 1/4" AT DOUBLE ANGLE 3" MAX AT SINGLE ANGLE, NO LIMIT 1 1/4" MIN 1 1/4" MIN "UNCOPED" VALUES MAY BE USED WHEN FLANGES ARE BLOCKED OR STRIPPED ONE SIDE TO PASS T DIMENSION OF COLUMN 1/2" RADIUS TYP SINGLE ANGLE CONN BEAM SIZES COPE CONDITION # OF BOLTS 432 65 7 TTBT TTB TTB TBTTB TBT TBT TTBT TTB TTB TTB TBTBTTBTTTBTTB 8 9 2 COPE TYPE UNCOPED COPE LENGTH ≤ 4"COPE LENGTH ≤ 5 1/4"COPE LENGTH ≤ 6 1/8"COPE LENGTH ≤ 8" 22-30 12-19 31 & UP 18-28 10-15 33-45 49 & UP 14-22 26-35 40 & UP W8 W10 W12 W14 W16 W18 W21 W24 W27 W30 W33 W36 22-26 30-38 43 & UP 26-31 36-57 67 & UP 35-46 50-71 76 & UP 44-57 62-93 101 & UP 55-62 68-103 104 & UP 84-129 146 & UP 90-148 173 & UP 118-152 169 & UP 135-160 170 & UP W40 149-215 235 & UP W44 ALL TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT 3/4"Ø A325 DOUBLE ANGLE AND END PLATE CONNECTION SCHEDULE - MAX REACTION (KIPS) - ULTIMATE LEVEL (LRFD) NOTES: 1. # INDICATES WEB REINFORCEMENT REQD TO ACHIEVE NOTED CAPACITY. SEE 3 4 5 6 7 8 9 2 3 4 5 6 7 8 9 2 3 4 5 6 7 8 9 2 3 4 5 6 7 8 9 T INDICATES TOP COPE ONLY TB INDICATES TOP AND BOTTOM COPE 19 929 28 1340 39 1750 21 11 395033 25 30 14 496342 32 40 1750 49 2059 22 12 415235 26 31 13 476040 31 42 17 617751 39 4760 31 5571 36 6380 41 8765 33 60 10377 39 70 138103 53 94 13110578 40 72 99 93 15512493 117 178143107 140 184153122 137 210175140 157 196 242 180 250 189 227 214178143 207173138 214178143 51 67 61 79 81 106 62 80 73 95 88 114 11694 132107 165134 155130106 163137111 196165134 209181152 250214178 47 85 57 102 110 132 84 108 96 124 120 155 130 149 186 171 180 217 14712294 15412899 186155120 200171142 250214178 178143 178 178 178 286 322 214185155 204175146 250214178 250214178 239205 250214 286 286 322 322 284 273 319 307 285 285 243 233 15 9# 22 10 31 13 16 9#33 20 24 11 48 25 31 13 39 15 17 9 35 19 24 10 23 34 13 31 46 23 28 32 26 45 30 55 41 74 31 56 88 50 250214178 37 66 44 79 104 124 65 102 75 117 93 146 130 149 186 171 180 217 14711574 15412177 18614693 200171135 250214177 204175137 233 13 9# 19 9 27 11 14 9#29 17 21 9 41 22 27 11 33 13 15 9#30 15 21 9 42 19 30 12 58 27 40 19 49 24 60 27 22 37 27 47 36 64 27 48 76 43 54 53 67 250214178 32 57 38 69 90 108 57 89 65 101 81 127 128 146 183 171 180 217 14410064 15210567 18312781 200168117 250214154 204172119 233 47 21 16 26 20 34 28 50 21 35 59 34 53 42 68 63 103 41 68 52 85 68 111 78 97 93 104 250214178 25 44 30 54 70 84 43 66 50 79 63 99 100 114 142 153 161 194 1107850 1188252 1429963 17813191 235172120 18213493 233 10 9# 14 9# 21 9 11 9#21 13 16 9#32 17 21 9 26 10 12 9#21 11 16 9#32 14 23 9 45 20 31 14 38 18 178 250214178 250214178 286 286 250214178 250214166 286 286 250214178 250187130 286 286 239205 273 308 239201 273 308 214157 273 307 250214 250214 286 286 322 322 250214 250214 286 286 322 322 250 250191 286 286 322 322 250 233171 250 250194 250 245180 250 250214 250 250 47 61 55 63 99 117 140 137 157 196 180 189 227 67 61 79 81 106 61 80 73 95 88 114 11694 132107 165134 155130106 163137111 196165134 209181152 214185155 243 250214 284 318 99 117 140 137 157 196 180 189 227 67 79 81 106 80 95 88 114 11694 132107 165134 155130106 163137111 196165134 209181152 214185155 250214 284 318 243 99 117 140 137 157 196 180 189 227 116 132 165134 155130 163137 196165133 209181152 214185155 250214 284 319 243 250214 250214 250214 250214 250214 250214 250214 250214 250214 250214 250214 250 286 286 286 286 286 286 286 286 322 322 322 322 322 322 214 214 214 214 214 214 214 214 214 214 250 250 250 250 250 250 250 250 250 250 250 250 286 286 286 286 286 286 286 286 286 286 322 322 322 322 322 322 322 322 322 322 250214 250214 286 286 322 322 250214 250214 286 286 322 322 250214 250214 286 286 322 322 250214 250214 286 286 322 322 250 250 286 286 322 322 250214 250214 286 286 322 322 250214 250214 286 286 322 322 250214 250214 286 286 322 322 250214 250214 286 286 322 322 250 250 286 286 322 322 214 214 214 214 214 286 286 322 322 286 286 322 322 286 286 322 322 286 286 322 322 286 286 322 322 4/S510 3/4"Ø A325 SINGLE ANGLE CONNECTION SCHEDULE - MAX REACTION (KIPS) - ULTIMATE LEVEL (LRFD) BEAM SIZES COPE CONDITION # OF BOLTS 2 3 4 5 2 3 4 5 2 3 4 5 2 3 4 5 6 8 9 COPE TYPE COPE LENGTH ≤ 4"COPE LENGTH ≤ 5 1/4"COPE LENGTH ≤ 6 1/8"COPE LENGTH ≤ 8" 22-30 12-19 & C10 31 & UP 18-28 10-15 & C8 33-45 49 & UP 14-22 & C12 26-35 40 & UP W8 W10 W12 W14 W16 W18 W21 22-26 30-38 43 & UP 26-31 36-57 67 & UP 35-46 50-71 76 & UP 44-57 62 & UP 7678967896789 W24 TO W44 2 3 4 5 UNCOPED 6 7 8 9 NOTES: 1. # INDICATES WEB REINFORCEMENT REQD TO ACHIEVE NOTED CAPACITY. SEE T INDICATES TOP COPE ONLY TB INDICATES TOP AND BOTTOM COPE 15 9 15 13 15 15 15 11 31 25 15 14 31 31 15 15 15 15 15 12 31 26 15 13 15 15 69 69 9# 15 10 15 13 15 9#31 20 15 11 31 25 15 13 15 15 15 9 31 19 15 10 23 15 13 31 23 28 31 26 45 31 50 31 50 31 13 9# 15 9 15 11 14 9#29 17 15 9 31 22 15 11 15 13 15 9#31 15 15 9 19 15 12 27 19 24 27 22 50 37 27 50 50 27 69 31 50 50 50 47 31 50 69 10 9# 14 9# 15 9 11 9#22 13 15 9#30 17 15 9 15 10 12 9#21 11 15 9#31 14 15 9 20 14 18 21 16 50 26 20 50 50 21 69 25 69 50 50 34 28 50 44 35 59 69 50 50 50 50 50 50 50 50 50 48 50 50 69 69 69 695050 15 69 50 50 50 50 50 69 89 50 69 89 108 127 146 15 15 31 15 15 15 31 15 31 15 15 15 15 TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT TBT 6950 69 695050 31 69 695050 6950 69 695050 31 69 695050 31 50 50 69 69 30 50 50 69 69 50 50 69 69 89 89 50 50 69 69 89 89 50 50 69 69 89 89 50 43 69 66 89 89 50 69 89 50 50 69 69 89 89 50 50 69 69 89 89 50 50 69 69 89 89 50 50 69 69 89 89 50 50 69 69 89 89 108 108 127 127 146 146 50 50 69 69 89 89 108 108 127 127 146 146 50 50 69 69 89 89 108 108 126 127 147 146 50 50 69 69 89 89 108 108 127 127 146 146 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 31 4/S510 31 31 31 31 31 31 31 31 31 31 31 SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PRINCIPAL: EOR: DESIGNER: PROJECT MANAGER: MM JOB #: DATE PRINTED: FILE PATH: 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET As indicated 10/31/2016 11:18:11 AM C:\Proj\16.0117.S.01 - ESTES_COMMUNITY_CENTER - RS16_esabia.rvt ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 TYP STEEL BEAM CONNS S511 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED SABIA, KATIE HOYT ED SABIA RALPH REMPEL 16.0117.S.01 DWIGHT GILBERT NO SCALE3 TYPICAL BEAM DOUBLE ANGLE SPLICE NO SCALE1 TYPICAL BEAM ANGLES/END PLATE NO SCALE2 TYPICAL BEAM FLANGE BLOCK NO SCALE20 TYPICAL BEAM DOUBLE ANGLE AND END PLATE CONNECTION SCHEDULE NO SCALE18 TYPICAL BEAM SINGLE ANGLE CONNECTION SCHEDULE 1/2" COPE ANGLE OR WT 3/16 EA SIDE PL 3/8x5x5 PARALLEL TO JOIST PERPENDICULAR TO JOIST 3" MAX WP OF KICKER PL 3/8 L4x3x5/16 (SLV) BETWEEN JOISTS 3/16 2 3/16 22 SIDES 3/16 3 3/16 3 3/16 3/16 3/16 3 3/16 3 NOTES: 1.DIAGONAL ANCHORAGE TO CMU WALL NOT PERMITTED. HSS TO MATCH DEPTH OF JOIST BEARING SEAT OR BENT PL 5/16x BTWN JOIST BEARINGS, CTR ON BEAM 3/16 2-12 3/16 2-12 HSS TO BM 4" MIN JOIST SERIES MIN BEARING K, KCS 2 1/2" SEAT DEPTH TYP WELD d l 2 1/2" LH, DLH 18-25 6"7 1/2", 8" AT GYM 1/8" 1/4" 2 1/2" 5" TYP JOIST BEARING AND WELD SCHEDULE d l d l TYP WELD ALL JOISTS TO BRG ERECTION BOLTS PER JST MNFR REQTS, TYP AT BEAM/JOIST GIRDER: JOIST 1-SIDE ALIGNED STAGGERED CL, TYP 1/4" MAX FROM CL, TYP 1/4" MAX FROM AT BEAM/JOIST GIRDER: JOIST 2-SIDES PL 1 MIN AT WF PL 3/4 MIN AT HSS WF COLUMN: JOIST 2-SIDES HSS COLUMN: JOIST 1-SIDE HSS COLUMN: JOIST 2-SIDES 5/16 TYP AT WF, MIN 1" MAX 6" MIN 3/16 3/16 3/16 3/16 STABILIZER PL, TYP AT COL, COORD SIZE W/ JST MNFR 13/16"Ø HOLE TYP WF COLUMN: JOIST 1-SIDE 1/2" MIN, TYP DO NOT WELD BOT CHORD TO STABILIZER, TYP UNO 5/16 TYP AT HSS 1" MAX 6" 1/2" TYP 3" MIN JOIST PANEL POINT L JOIST PANEL POINT NOTES: 1. STIFFENER REQUIRED FOR ALL CONCENTRATED LOADS EXCEEDING 100 LBS WHERE L EXCEEDS 3" L2 1/2x2 1/2x1/4 STIFFENER HANGING LOAD SUPPORTED CONCENTRATED LOAD PROVIDE L2 1/2x2 1/2x1/4 KICKER WELDED TO TOP CHORD OF ADJACENT JOIST WHERE HORIZONTAL LOADS IMPOSED ON BOTTOM CHORD HORIZONTAL LOAD 3/16 2 1/2" MIN EE, TYP L TOP CHORD OF JST OR TOP FLANGE OF BEAM CURB BY UNIT MNFR CURB/CHANNEL CONN PER MNFR REQTS S520 11 AT JST FRAMING C6x13 AT 'B' DECK MC8x21.4 AT 'N' DECK3/16 2 3/16 2THRU DECK, EA LEG FAN ATTACHMENT TO JOIST BOTTOM CHORD PER FAN SUPPLIER COORD VERT TO MATCH FAN LOCATION MECH DUCT. GC TO COORD LOCATION W/ JOIST SUPPLIER L8x4x1/2x0'-8 W/ 1/2" STIFFENER PL CENTERED 5/16 5/16 5/16 - 5/16 AC PL 3/8 OFFSET FOR ANGLE TO BYPASS JOIST BOTTOM CHORD 3/16 1 1/2 3/16 1 1/2 3/16 3/16 L3x3x1/4 DESIGN JOIST TOP CHORD FOR 2 KIP AXIAL WIND LOAD S520 13 SIM 1" S500 7 S500 7 - SEE PLAN 5/16 5/16 2" MAX EXTEND JOIST END AS NECESSARY S520 6 WIND LOAD MAX = ±1100 PLF NJ S520 3 L6x4x5/16xCONT, INSTALL TIGHT TO MASONRY WALL SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PRINCIPAL: EOR: DESIGNER: PROJECT MANAGER: MM JOB #: DATE PRINTED: FILE PATH: 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET As indicated 10/31/2016 11:18:13 AM C:\Proj\16.0117.S.01 - ESTES_COMMUNITY_CENTER - RS16_esabia.rvt ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 STEEL JOIST DETAILS S520 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED SABIA, KATIE HOYT ED SABIA RALPH REMPEL 16.0117.S.01 DWIGHT GILBERT NO SCALE10 TYP STEEL JOIST DRAG MEMBER CONNECTION NO SCALE13 TYPICAL ANGLE BRACE TO JOIST NO SCALE9 TYPICAL JOIST BRIDGING TERMINATION AND ANCHORAGE NO SCALE7 TYPICAL METAL DECK DIRECTION CHANGE NO SCALE6 TYPICAL JOIST BEARING CONNECTIOIN NO SCALE11 TYPICAL JOIST CHORD SUPPORT NO SCALE12 ROOF TOP EQUIPMENT ANCHOR AT METAL DECK 3/4" = 1'-0"20 TYP JOIST MIDSPAN AT GYM 3/4" = 1'-0"15 TYP JOIST BEARING AT FACE OF COLUMN 3/4" = 1'-0"14 ROOF STEP 1 1/2" = 1'-0"3 TYPICAL JOIST BEARING AT PERIMETER 1 1/2" = 1'-0"4 EDGE OF ROOF AT GRID NJ LG STUD SOFFIT FRAMING TO BE DESIGNED FOR LL= 75 PLF 1 1/2" 3" 1 1/2" 1/2" 2" PARTITION SUPPLIER COORDINATE WITH1" 3" 2" 1/2" PLATE WIDTH TO MATCH GAP BETWEEN JOIST BOTTOM CHORD, 3/8" MIN L3x3x3/8 @ 6'-0" MAX, COORD WITH JOIST PANEL LAYOUT TO AVOID BOTTOM CHORD PANEL POINTS PL 3/8x4 W/ (2) BOLTS 3/16 3/16TOP AND BOT 3/16 3/16 W8x24xCONT, COORD ATTACHMENT TO OPERABLE PARTITION WITH OPERABLE PARTITION SUPPLIER 11 S520 SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PRINCIPAL: EOR: DESIGNER: PROJECT MANAGER: MM JOB #: DATE PRINTED: FILE PATH: 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET 1" = 1'-0" 10/31/2016 11:18:13 AM C:\Proj\16.0117.S.01 - ESTES_COMMUNITY_CENTER - RS16_esabia.rvt ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 STEEL JOIST DETAILS S521 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED SABIA, KATIE HOYT ED SABIA RALPH REMPEL 16.0117.S.01 DWIGHT GILBERT 1" = 1'-0"5 OPERABLE PARTITION SUPPORT A B C D B D A C 1.5 DECK 36/7 PATTERN: 36/4 PATTERN: 3N DECK 24/4 PATTERN: 3VL DECK 36/4 PATTERN: INDICATES CONNECTION LOCATION, TYP 24" COVERAGE 36" COVERAGE TYP FASTENER LAYOUT AT PERP SUPPORT PARALLEL SUPPORT CONN PARALLEL SUPPORT BELOW PERP SUPPORT BELOW DECK SPAN EDGE OF MTL DECK SHEET, TYP SIDELAP CONNS PERP SUPPORT CONN, EACH SHEET AT COMPOSITE LAP ENDS OF ROOF AND FORM DECK SHEETS 2" UNO, BUTT ENDS OF COMPOSITE DECK SHEETS DECK CLOSURES AS REQUIRED TYP DECK CONNECTIONS 24/6 PATTERN: NOTE: 1.PAFs TO BE HILTI X-HSN 24 TO STEEL 3/8" THICK OR LESS. HILTI X-ENP-19 L15 FOR STEEL WITH GREATER THAN 3/8" THICKNESS. 2.CONTRACTOR TO HAVE HILTI REPRESENTIVE TRAIN INSTALLERS ON PROPER PAF SELECTION AND INSTALLATION ON SITE. 36/9 PATTERN: 36" COVERAGE ~ PLAN CURB PERPENDICULAR TO SUPPORT NOTES: 1. FOR EQUIP WEIGHTS LESS THAN 200 LBS CURB MAY BE SUPPORTED ON ROOF DECK 2. FOR EQUIP WITH CURB LOADS LESS THAN 50 PLF USE DETAIL C OR D 3. FOR EQUIP WITH CURB LOADS LESS THAN 100 PLF PROVIDE DOUBLE LAYER OF DECK AND DETAIL C. EXTEND DOUBLE DECK 1'-0" MIN EACH SIDE OF CURB AND 2" MIN PAST ADJACENT SUPPORT MEMBER 4. FOR EQUIP WITH CURB LOADS GREATER THAN 100 PLF USE DETAILS A AND B PL 16 GAx12xCONT W/(2) ROWS OF #10 SCREWS @12" MECH CURB PL 16 GAx12xCONT W/(2) ROWS OF #10 SCREWS @12" SUPPORTING BEAM OR JOIST MC6x12 AT 1 1/2" ROOF DECK, MC8x21.4 AT 3" ROOF DECK, SPACE @ 4'-0 OC MAX MECH CURB MC, TYP BMS OR JOISTS BELOW X.Xk MECH CURB SUPPORTING BM OR JOIST MC6x12 AT 1.5B ROOF DECK, MC8x21.4 AT 3N ROOF DECK MECH CURB CURB PARALLEL TO SUPPORT ~ ~ ~ 2" MIN SMALL MECHANICAL EQUIPMENT - DECK PERPENDICULAR SMALL MECHANICAL EQUIPMENT - DECK PARALLEL 50 PLF MAX 50 PLF MAX DECK SPAN 100 PLF TO 250 PLF MAX 100 PLF TO 250 PLF MAX 3/16 3 3/16 3 TYP L4x4x5/16, 4 SIDES OF OPNGS INDIVIDUAL OPNG OR GROUP OF SMALLER OPNGS COPE LEG EE STL BM OR JOIST PLAN VIEW SECTION AT JOIST, EXTEND ANGLE LEG TO EDGE TYP 11'-0" MAX, 3/16 3/16 TYP 3/16TYP C6x13 AT 1.5B DECK MC8X21.4 AT 3N DECK, PLACE OVER HIGH FLUTE NEAREST OPNG PLAN VIEW SECTION NOTES: 1. FRAMES WILL SUPPORT THE WEIGHT OF A 500 LB MECH UNIT AT JOIST, EXTEND CHANNEL TO EDGE 3/16 ANGLE TO CHANNEL, TYP AT OPENINGS LARGER THAN 13" AT OPENINGS LARGER THAN 6" UP TO 13" TYP 6" MIN, EW 13" MAX PL 16GA (MIN) ABOVE OR BELOW DECK INDIVIDUAL OPNG OR GROUP OF SMALLER OPNGS L3x3x1/4, FIELD CUT AS REQUIRED AT BEAM, EXTEND CHANNEL TO CL, MIN 3/16 AT EA CHANNEL TOE, TYP #10 TEK SCREWS AT PLATE EDGES, (2) PER FLUTE PERP TO DECK AND AT CORNERS 6" MAX ALTERNATE FRAME OPTIONTYPICAL FRAME OPTION CLR DIM IN ANY DIRECTION: ≥ 24", PROVIDE REINF PLATE AS SHOWN < 24", TREAT GROUP AS INDIVIDUAL OPNG W/ EXTENTS AS SHOWN, PROVIDE FRAME EXTENTS OF GROUP EXTENTS OF GROUP 1'-1 205/256" AT OPENINGS UP TO 6" EW 6" MAX ROOF DECK OPNG: COORD SIZE AND LOC WITH MEP AND ARCH, TYP CLR DIM IN ANY DIRECTION: ≥ 18", NO REINFORCEMENT REQUIRED < 18", TREAT GROUP AS INDIVIDUAL OPNG W/ EXTENTS AS SHOWN, PROVIDE REINF PLATE OR FRAME 10" OF GROUP EXTENTS OF GROUP EXTENTS ADJACENT OPNG ADJACENT OPNG 2" MIN BRG AT BEAM 11'-0" MAX AT 3" DECK 6'-6" MAX AT 1 1/2" DECK 1/4" MAX PL 1/4xCONT NOTES: 1. PLATE REQUIRED WHEN SLOPE IS 1/2:12 OR STEEPER ~ 3/16 1 1/2-12 1/2"1/2" 3/16 2-18 TYPICAL SLAB EDGE 2" MIN 1" CLR - SEE PLAN 3" MAX LTS 0" NTS 5/16 AT #4 SEE PLAN FOR DECK ORIENTATION (2) #4 x CONT CHORD STEEL TYP. (6) #6 AT GRID 2 & B BENT PL 3/8" w/ 1/2"Ø DAS @ 18" O.C. (1) DAS WITHIN 3" OF EACH SIDE OF EACH JOINT POINT A 3" TYP WIND LOAD MAX = ±1570 PLF CURB BY UNIT MNFR TOP CHORD OF JST OR TOP FLANGE OF BEAM WT6x13 ROOF DECK COMPOSITE DECK 3/16 2 3/16 2 LTS SEE PLAN HSS3x2 1/2x1/4 xCONT (3/16)2-12 (3/16)2-12 NOTE: 1.COORDINATE DECK LAYOUT TO ALLOW BEARING AS SHOWN. CURB BY UNIT MNFRWT6x13 ROOF DECK COMPOSITE DECK 3/16 2-12 3/16 2-12 SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PRINCIPAL: EOR: DESIGNER: PROJECT MANAGER: MM JOB #: DATE PRINTED: FILE PATH: 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET As indicated 10/31/2016 11:18:17 AM C:\Proj\16.0117.S.01 - ESTES_COMMUNITY_CENTER - RS16_esabia.rvt ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 TYP METAL DECK DETAILS S530 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED SABIA, KATIE HOYT ED SABIA RALPH REMPEL 16.0117.S.01 DWIGHT GILBERT NO SCALE10 METAL DECK SLAB SCHEDULE NO SCALE12 TYPICAL MECHANICAL SUPPORT ON ROOF DECK NO SCALE8 TYPICAL METAL DECK ROOF OPENINGS F PAFs 36/4 PAFs 12" OC #10 SCREW 5 / SPAN E PAFs 36/4 PAFs 12" OC #10 SCREW 10 / SPAN D PAFs 36/7 PAFs 6" OC #10 SCREW 10 / SPAN C PAFs 36/9 PAFs 6" OC #10 SCREW 12 / SPAN B PAFs 24/4 PAFs 12" OC #10 SCREW 14 / SPAN A PAFs 36/4 PAFs 12" OC #10 SCREW 3'-0" OC CONNECTION PATTERN CONNECTION PATTERN CONNECTION PATTERN TYPE PERPENDICULAR SUPPORT MEMBERS PARALLEL SUPPORT MEMBERS SIDELAPS DECK CONNECTION SCHEDULE 8. HANGERS WITH A 50 POUND MAXIMUM LOAD MAY BE PLACED AT 4'-0" MINIMUM SPACING EACH WAY. 7. NO TEMPORARY SHORING OF STEEL DECK PERMITTED WITHOUT PRIOR ACCEPTANCE OF THE ENGINEER 6. SUBMIT SHOP DRAWINGS INDICATING STUD LAYOUT (NO. OF STUDS/RIB) AND PLACEMENT ALONG BEAM 5. AT COMPOSITE SYSTEMS, NET-IN-PLACE LENGTH OF SHEAR STUDS SHALL MEET THE FOLLOWING CRITERIA: - 1 1/2" MIN ABOVE T/DECK - 1" MIN BELOW T/CONCRETE 4. DECK TYPE 'VL' MAY BE EITHER 'VLI' OR 'VLJ' e. CONST LIVE LOAD = 20 PSF. IF CONST LIVE LOAD WILL EXCEED 20 PSF, THEN CONTRACTOR SHALL DESIGN DECK FOR INCREASED LOADING d. AVERAGE SLAB THICKNESS INCREASED BY 3/8" FOR LEVELING c. DECK DEFLECTION = 3/8" b. DRY WEIGHT OF CONC = 145 PSF NORMAL WEIGHT MAXIMUM a. WET WEIGHT OF CONC = 150 PSF NORMAL WEIGHT MAXIMUM 3. COMPOSITE DECK DESIGN IS SIZED BASED UPON THE FOLLOWING MAXIMUM CONDITIONS: 2. INSTALL DECK OVER 4 SUPPORTS (3 SPAN CONTINUOUS) WHERE POSSIBLE 1. SEE SPECIFICATIONS FOR FLOOR FINISH & FLATNESS REQUIREMENTS NOTES: 3N 3N 3 - - - - 11'-0" 16 20 - B SEE PLAN FOR REQD MIN GAGE 1.5B 1.5B 1 1/2 - - - - 6'-6" 16 SEE PLAN - 1.5B-X 'X' CORRESPONDS TO CONNECTION TYPE BELOW 3VLI7A 3VL 3 6 10 TYPE 4 (NWC) #4@12" EW TOP 7'-6" - 20 - A - 3VLI4.5A 3VL 3 4 1/2 7 1/2 TYPE 4 (NWC) #4@18" EW TOP 11'-6" 18 20 - A - 3VLI3A 3VL 3 3 6 TYPE 4 (NWC) 6x6-W2.1xW2.1 8'-6" 20 - TYPE DEPTH (IN) CONC ABOVE DECK (IN) TOTAL THK (IN) CONC TYPE (SEE GEN NOTES)SLAB REINF SLAB MARK DECK CONCRETE MAX UNSHORED CLEAR SPAN MIN DECK GAGE, 1-SPAN MIN DECK GAGE, 2-SPAN OR MORE MAX DECK CANTILEVER DECK CONN TYPE (SEE SCHED) REMARKS METAL DECK SLAB SCHEDULE 1. COMPOSITE METAL DECK SPECIFIED IS MANUFACTURED BY VULCRAFT. ALTERNATE COMPOSITE METAL DECK MAY BE SUPPLIED PROVIDED MINIMUM DECK PROPERTIES ARE SATISFIED AND THE RATIO OF THE RIB WIDTH MEASURED AT MID HEIGHT OF DECK TO RIB HEIGHT IS NO LESS THAN 1.5. NOTES: 3N 3 16 33 ROOF 1.683 0.893 0.944 2 4 3N 3 18 33 ROOF 1.223 0.658 0.749 2 4 3N 3 20 33 ROOF 0.837 0.501 0.552 2 4 1.5B 1 1/2 16 33 ROOF 0.373 0.408 0.411 2 4 1.5B 1 1/2 18 33 ROOF 0.289 0.318 0.327 2 4 1.5B 1 1/2 20 33 ROOF 0.201 0.234 0.247 2 4 3VL 3 18 50 COMPOSITE 1.254 .770 0.797 2 1/2 5 3VL 3 20 50 COMPOSITE 0.920 0.534 0.551 2 1/2 5 EXTERIOR INTERIOR DECK TYPE DECK DEPTH (IN) DECK GAGE DECK Fy (KSI)DECK USAGE I POS (IN^4/FT) S POS (IN^3/FT) S NEG (IN^3/FT) MINIMUM DECK BEARINGS (IN) METAL DECK PROPERTIES NO SCALE15 TYP METAL DECK AT BEAM PERP TO SLOPE NO SCALE18 TYPICAL EXTERIOR SLAB EDGE NO SCALE16 ROOF TOP EQUIPMENT ANCHOR AT CONCRETE 3/4" = 1'-0"13 TYP SOMD DEPTH CHANGE 3/4" = 1'-0"17 TYP METAL DECK SUPPORT AT ELEVATION CHANGE NO SCALE20 ROOF TOP EQUIPMENT ANCHOR AT CONCRETE 2 A A A B B A A C C B A A D B C D MTL POUR STOP, SEE TABLE OVERHANGTOTAL SLAB DEPTH 16 GA ≤ 3" 14 GA ≤ 6" 12 GA ≤ 9" 3/16" ≤ 12" 5 1/4" 6 1/2" 7 1/2" 14 GA 12 GA 3/16"1/8" 12 GA 3/16"1/8"3/16" MTL POUR STOP THICKNESS L2x2x1/4 AT EA BM OR COL, OR AT 8'-0" OC MAX PROVIDE MAX # BOLTS LISTED IN CONN SCHED COPE OR STRIP FLG ONE SIDE BENT PL 10GA OVERHANG UP TO 12" OVERHANG LARGER THAN 12" UP TO 2'-6" 3" MIN 1 1/2-6 3/16 EA ANGLE 3/16 1 1/2 3/16 1 1/2 AT DECK PARALLEL 3/16 3/16 3/16TYP PL3/8x6x0'-6, TYP MTL POUR STOP BY DECK MNFR TO SUPPORT WET WEIGHT OF CONC (14 GAGE MIN) SLAB SCHEDULE, SEE MAX DECK CANTILEVER PER METAL DECK #4xCONT #4x @12" AT DECK PERPENDICULAR SKEW HOOK AS REQ'D TO PROVIDE CLR COVER L3x3x1/4 (MIN) W/ (1) BOLT EE L6x3 1/2x3/8x0-5 1/2 W/ (2) BOLTS TO BM AT BOLTED OPTION (1) BOLT EE KICKER BTWN BMS AS REQ'D CONTRACTOR MAY USE ANY COMBINATION OF WELDING OR BOLTING SHOWN KICKER: FOR L≤8'-0": L3x3x1/4 FOR 8'-0"<L≤12'-0": L4x4x1/4 PROVIDE OPPOSITE DECK SUPPORT FRAME WHERE NO BEAM OCCURS SLAB REINF, SEE METAL DECK SLAB SCHED 1" MIN OVERHANG 2" MIN 10/S530 k, TYP EQ EQ CONST JT PARALLEL TO GIRDERS EQEQ 5'-0" . #4x4'-0"@12" CTR IN SLAB OVER DECK CONST JT PARALLEL TO BEAMS . . BEAM BEAM BEAM BEAM GIRDER GIRDER. . NOTES: 1. NO SAW CUT JOINTS IN ELEVATED SLAB ON METAL DECK UNO SEE GENERAL NOTES FOR POUR LENGTH AND AREA LIMITS EDGE OF SLAB (2) #4 TYP NOTES: 1. DECK OPNGS REQUIRE STIFFENERS OR FRAMING. SEE DECK OPNG DETAILS 2. CENTER BARS IN SLAB ABOVE METAL DECK HOOK BARS IF NOT POSSIBLE TO ACHIEVE 2'-0" EXTENSION BEYOND EDGE OF OPNG TRIM REINFORCING PLAN VIEW GIRDER C8x11.5 TYP OFFSET HDAS ON FLG IF REQD ~ 10'-0" MAX L8x4x3/4x8 LLV, CNTR CHANNEL WEB ON ANGLE CONN OPTIONS TO STEEL ~~MTL POUR STOP BY DECK MNFR 3/16 3/16TYP 1/4 3/16 3/16 TO CONCRETE L3x3x1/4x9 W/ (2) 3/4"Øx6 1/2" EMBED EXP ANCHORS 6" 3/163 SIDES STEEL BEAM OR CONC WALL PL 3/8 AT OPENINGS LARGER THAN 10" ~ 10" Ø OR 10" SQ MAX #5 T&B ES (2) #5@3" CTR ES NOTES: 1. PLACE SLEEVE ON DECK PRIOR TO CONCRETE PLACEMENT 2. DO NOT CUT METAL DECK UNTIL CONC HAS REACHED DESIGN STRENGTH 3. 2"Ø SLEEVES DO NOT REQUIRE TRIM STEEL (6" MIN SPACING) 4. MULTIPLE OPENINGS PERP TO DECK SPAN CLOSER THAN MIN SPACING SHALL BE CONSIDERED A SINGLE OPENING AND REINFORCED PER 'TYPICAL OPENING' DETAIL. 5. PROVIDE REINFORCING BETWEEN MULTIPLE OPENINGS PARALLEL TO DECK SPAN SLEEVE MIN, TYP 3x DIA OF LARGER 2'-0" TYP EXTEND BARS 2" TYP 2" TYP DECK SPAN MAX 10" NOTE 4 NOTE 5 AT OPENINGS 10" OR LESS CUT 2 VERT RIBS MAX DRAIN BODY OR DECK CLOSURE DRAIN FLASHING (IF REQD) C4x5.4x4'-0 ES OF OPNG (IF REQD) 1' MAX TO EDGE OF FLASHING NOTES: 1. IF DRAIN FLASHING EMBED IN SLAB IS REQUIRED, FLASHING SHALL NOT EXTEND OVER THE TOP OF COMPOSITE BEAMS 2. PROVIDE BACK UP BARS IF REQD FOR DECK WELDING MAX OPNG 1'-2"x1'-2" 1 1/2" MIN 1/8 1 1/8 1 ES OF CHANNEL AT EACH HIGH FLUTE AT FLOOR DRAIN OR 14" SQ OPENING MAX 2" CLR, TYP2'-0" TYP 3/163 SIDES BEAM [50] GIRDER [26,8,26] NOTES: 1. PROVIDE STUDS AT 18" MAX WHERE NUMBER OF STUDS IS NOT INDICATED DECK SPAN # OF STUDS ARE INDICATED THUS ON FRAMING PLAN LENGTH OF BEAM 50 STUDS SPACED OVER FULL EQ SPACED 26 STUDS EQ SPACED 8 STUDS EQ SPACED 26 STUDS CONSIDER NON- ORTHOGONAL BEAMS TO BE "DECK PERPENDICULAR" FOR STUD LAYOUT SEE FOR SLAB REINF 1" MIN SEE DECK PERP CONDITION FOR STUD LAYOUT AT DECK TRANSITION SEE MTL DECK SCHED FOR STUD LENGTH TYP STUD AND DECK INFO BEAM FLANGE LIMITATIONS bf MIN 4" 1 3/8" MIN 1 3/8" MIN3" M I N 1 3/8" MIN 3" MIN 1 3/8" MIN 3" M I N 3" M I N BEAM CL STUDS MAY BE INSTALLED EITHER SIDE OF DECK STIFFENER (STRONG OR WEAK POSITION) 1 STUD/RIB 2 STUDS/RIB 3 STUDS/RIB .... DECK STIFFENER DECK SPAN STUD PLACEMENT AT DECK PERPENDICULAR SEE NOTE 1, TYP SEE NOTE 1 3" M I N 1 3/8" MIN 1 3/8" MIN 3" M I N1 3/8" MIN 3" MIN 1 3/8" MIN 1 3/8" MIN 3" MIN3" MIN 1 3/8" MIN SINGLE ROW SPACING . . MUTLIPLE ROW SPACING DECK SPAN 4 1/2" MIN 4 1/2" MIN 4 1/2" MIN SPACE STUDS UNIFORMLY OVER LENGTH OR BTWN SUPPORTED MEMBERS STUD PLACEMENT AT DECK PARALLEL STEP 1: STEP 2: . . CASE 2: # STUDS < # RIBS STEP 1 = ONE STUD EVERY OTHER RIB STEP 2 = 1/2 OF REMAINING STUDS AT EACH END OF BEAM, PLACE IN EMPTY RIBS STARTING FROM THE BEAM END . ..... STEP 1: STEP 2: . CASE 3: # RIBS < # STUDS < 2x # RIBS STEP 1 = ONE STUD EVERY RIB STEP 2 = 1/2 OF REMAINING STUDS AT EACH END OF BEAM, PLACE ONE IN EACH RIB STARTING FROM THE BEAM END ........... .... STEP 1: STEP 2: . CASE 4: # STUDS > 2x # RIBS STEP 1 = TWO STUDS EVERY RIB STEP 2 = 1/2 OF REMAINING STUDS AT EACH END OF BEAM, PLACE ONE IN EACH RIB STARTING FROM THE BEAM END ........... .... . BEAM CL BEAM CL BEAM CL STEP 1: STEP 2: . . CASE 1: # STUDS < # RIBS/2 STEP 1 = ONE STUD EVERY THIRD RIB STEP 2 = 1/2 OF REMAINING STUDS AT EACH END OF BEAM, PLACE IN EVERY OTHER EMPTY RIB STARTING FROM THE BEAM END . ... BEAM CL .. 36" MAXIMUM STUD LAYOUT AT DECK PERPENDICULAR MIN 1 3/8" 3" MIN 3" MIN MIN 1 3/8" 4" MIN4" ≤ bf 5" < bf ≤ 5 3/4" 5 3/4" < bf 7 1/4" < bf < 8 3/4" 8 3/4" ≤ bf TYP 1" MIN 3/S531 L3x3x1/4 TYP, SUPPORT ONLY REQD WHEN UNSUPPORTED DECK AREA EXCEEDS 3" PROVIDE 16 GA MIN SHEET METAL AS REQUIRED DECK SPAN L3x3x1/4 PROVIDE 16 GA MIN SHEET METAL TO FILL COL CAVITY AS REQD L3x3x1/4 PROVIDE 16 GA MIN SHEET METAL TO FILL COL CAVITY AS REQD CONDITION #1 CONDITION #2 DECK SPAN DECK SPAN CONDITION #3 3/16 TYP 3/16 3/16TYP 3/16 3/16TYP AT INTERIOR COLUMN L3x3x1/4 (2) 1/2"Øx6 HDAS CONT BAR, SEE EXTERIOR EOS DETAILS PLAN 3/16 3/16ANGLE TO COL FLG, TYP 3/16 BENT PL TO ANGLE AND COL NOTES: 1. CONTRACTOR MAY DESIGN ALTERNATE METHODS OF DECK SUPPORT. DECK SUPPORTS SHALL BE ABLE TO SUPPORT THE DECK AS A FORM WITH THE WET WEIGHT OF THE CONCRETE AND ALL CONSTRUCTION LOADS AT PERIMETER COLUMN SECTION TYP 3" MIN, 3" 2 1/2" M A X T Y P 3" MAX 3" MAX 3" MAX 2" 2" #4x5'-0" @ 1'-6" TOP IN ADDITION TO TYP SLAB REINF AT GIRDER OR DECK DIRECTION CHANGE DECK CLOSURES BY DECK SUPPLIER SIDELAP CONNECTION PER CONNECTION SCHEDULE PARALLEL SUPPORT CONNECTION PER CONNECTION SCHEDULE COVER TO #4 1 1/4" TO 1 1/2" DUCT SUPPORT BY CONTR 3000 LB POINT LOAD OR 500 PLF MAX BENT PL 3/8 SEE PLAN 1'-0" MAX 3/16 1 1/2-6 1" CLR LTS (2) #4xCONT 1/2"Ø DAS @ 12"2" MIN BRG SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PRINCIPAL: EOR: DESIGNER: PROJECT MANAGER: MM JOB #: DATE PRINTED: FILE PATH: 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET As indicated 10/31/2016 11:18:18 AM C:\Proj\16.0117.S.01 - ESTES_COMMUNITY_CENTER - RS16_esabia.rvt ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 TYP SLAB ON METAL DECK DETAILS S531 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED SABIA, KATIE HOYT ED SABIA RALPH REMPEL 16.0117.S.01 DWIGHT GILBERT NO SCALE15 TYPICAL INTERIOR SLAB EDGE NO SCALE4 TYP SLAB CONSTRUCTION JOINT LOCATIONS NO SCALE12 TYPICAL METAL DECK SLAB OPENINGS NO SCALE10 TYPICAL SHEAR STUD LAYOUT NO SCALE19 TYPICAL METAL DECK SUPPORT AT COLUMN NO SCALE3 TYPICAL SLAB ON METAL DECK REINFORCEMENT NO SCALE16 TYPICAL MECHANICAL SHAFT OPENING 1" = 1'-0"20 TYP DECK DIRECTION CHANGE POINT # H = x.xk @ xx" OC V = x.xk @ xx" OC M = x.x in*k @ xx" OC FACE OF PRIMARY STRUCTURE WALL FRAMING, DESIGN BY CONTRACTOR 1)GENERAL COLD FORMED STEEL FRAMING REQUIREMENTS 1A)COLD FORMED STEEL FRAMING (CFSF) USED FOR EXTERIOR CLADDING SUPPORT IS A PERFORMANCE SPECIFIED SYSTEM DESIGNED (ENGINEERED) AND PROVIDED BY THE CONTRACTOR 1B)THE CONTRACTOR SHALL DESIGN ALL MEMBERS AND CONNECTIONS FORMING A COMPLETE SYSTEM FOR THE CLADDING SELF WEIGHT, WIND AND SEISMIC FORCES INDICATED IN THE DESIGN CRITERIA SECTION AND AS INDICATED IN THE STRUCTURAL DOCUMENTS 1C)INFORMATION PERTAINING TO THE FRAMING IS SHOWN THROUGHOUT THE ARCHITECTURAL AND STRUCTURAL DOCUMENTS AND IN THE SPECIFICATIONS. CONTRACTOR SHALL REFERENCE AND COORDINATE FRAMING WITH ALL TRADES AND DESIGN DOCUMENTS 1D)REFER TO SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS INCLUDING PROFESSIONAL ENGINEERING AND SUBMITTAL REQUIREMENTS 1E)VARIATIONS PROPOSED BY THE CONTRACTOR TO ACCOMMODATE PREFABRICATION AND ALTERNATE SCHEMES SHALL BE SUBMITTED FOR APPROVAL PRIOR TO PREPARING DRAWINGS AND ENGINEERING OF THE COLD FORMED STEEL FRAMING. 2)BIDDING REQUIREMENTS 2A)THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING A BID THAT INCLUDES ALL ITEMS ASSOCIATED WITH THE DESIGN AND CONSTRUCTION OF THE EXTERIOR WALL AND SOFFIT FRAMING, INCLUDING BUT NOT LIMITED TO: -DESIGN OF THE FRAMING MEMBERS (STUDS, SILLS, HEADERS, JAMBS, SOFFITS, HANGERS & KICKERS, ETC.) -CONNECTION DESIGN: BOTH FRAMING-TO-FRAMING CONNECTIONS AND CONNECTIONS BETWEEN FRAMING AND THE PRIMARY STRUCTURAL FRAME -COORDINATION AND INSTALLATION OF ALL FRAMING 2B)BIDS SHALL BE BASED ON CONTRACTOR’S ENGINEERED SIZES TO RESIST THE DESIGN FORCES AND MEET THE MINIMUM REQUIREMENTS INDICATED IN THE CONTRACT DOCUMENTS -DO NOT BASE BIDS SOLELY ON THE MINIMUM REQUIREMENTS 2C)FRAMING MEMBER DEPTHS SHALL BE AS NOTED ON ARCHITECTURAL DOCUMENTS, UNLESS NOTED OTHERWISE 2D)VARY MEMBER THICKNESS, FLANGE WIDTH, YIELD STRESS, AND SPACING AS REQUIRED TO SATISFY: -INDICATED PERFORMANCE CRITERIA -MINIMUM STRUCTURAL REQUIREMENTS INDICATED IN THE SPECIFICATIONS AND STRUCTURAL DETAILS 3)ENGINEERING REQUIREMENTS 3A)GENERAL: -FRAMING MEMBERS SHALL BE AS NOTED ON THE ARCHITECTURAL DOCUMENTS, UNLESS NOTED OTHERWISE -FRAMING MEMBERS SHALL DELIVER MAXIMUM FORCES TO THE PRIMARY STRUCTURAL FRAME AT THE LOCATIONS, DIRECTIONS, AND MAGNITUDES NOTED IN STRUCTURAL DETAILS THUS: -DO NOT CONNECT FRAMING TO THE PRIMARY STRUCTURAL FRAMING AT LOCATIONS OR IN WAYS NOT SPECIFICALLY INDICATED IN THE DETAILS -ALL CONNECTIONS TO PRIMARY STRUCTURE SHALL BE DESIGNED AS PINNED CONNECTIONS. DO NOT DELIVER MOMENT TO PRIMARY STRUCTURE UNLESS SPECIFICALLY INDICATED. -DO NOT CONNECT FRAMING TO THE BOTTOM FLANGE OF BEAMS UNLESS SPECIFICALLY INDICATED IN STRUCTURAL DETAILS 3B)GC / COLD FORMED STEEL FRAMING DESIGNER / CLADDING DESIGNER COORDINATION: -COLD FORMED STEEL FRAMING MEMBERS AND FRAMING ATTACHMENT SHALL BE DESIGNED FOR THE TRIBUTARY LOADING AT THE FRAMING SPACING INDICATED ON THE CONTRACT DOCUMENTS -CLADDING SUPPLIER SHALL DESIGN CLADDING TO DISTRIBUTE LOAD UNIFORMLY TO AND ATTACH TO EACH FRAMING MEMBER. -CLADDING ATTACHMENT SPACING WHICH DOES NOT EQUALLY DISTRIBUTE LOAD TO EACH STEEL FRAMING MEMBER IS NOT ACCEPTABLE WITHOUT APPROVAL FROM THE STEEL FRAMING SUPPLIER / DESIGNER AND THE PROJECT ENGINEER OF RECORD (EOR) -IF THE CLADDING SUPPLIER DOES NOT AND / OR CANNOT UNIFORMLY LOAD / ATTACH TO EACH STEEL FRAMING MEMBER, THE LOADS FROM THE CLADDING SUPPLIER MUST BE PROVIDED TO THE FRAMING SUPPLIER. THE STEEL FRAMING SUPPLIER WILL NEED TO INCORPORATE THESE INCREASED LOADS INTO THE FRAMING DESIGN. -GC SHALL COORDINATE BETWEEN COLD FORMED STEEL FRAMING SUPPLIER AND CLADDING SUPPLIER AS REQUIRED. 3C)LOADS: -WIND LOADS GIVEN IN THESE DOCUMENTS ARE BASED ON A COMPONENT AND CLADDING TRIBUTARY AREA OF 10 SQUARE FEET. REDUCTION IN LOADS BASED ON TRIBUTARY AREA ARE ALLOWED AS PERMITTED IN THE GOVERNING BUILDING CODE. -CALCULATE AND APPLY TO COLD FORMED STEEL FRAMING HEADERS, SILLS & JAMBS CUMULATIVE LINE AND CONCENTRATED TRIBUTARY LOADS FROM CLADDING DEAD LOAD AND WIND PRESSURES ON WINDOWS, LOUVERS, DOORS, CURTAINWALL, AND OTHER OPENINGS -COORDINATE MULLION AND JAMB LOCATIONS WITH THE GENERAL CONTRACTOR -CONTRACTOR SHALL ACCOUNT FOR LOCALIZED LOADS AND MOMENTS DUE TO ECCENTRICALLY APPLIED LOADS SUCH AS SLIP CONNECTIONS AND WINDOW HEAD TRACKS 3D)PRIMARY FRAME DEFLECTIONS: PROVIDE VERTICAL SLIP CONNECTIONS AND DEFLECTION TRACKS AS NEEDED TO ACCOMMODATE VERTICAL DEFLECTIONS OF THE PRIMARY STRUCTURAL FRAMING. UNLESS NOTED OTHERWISE, PROVIDE THE FOLLOWING ALLOWANCES FOR VERTICAL DEFLECTION OF THE PRIMARY STRUCTURAL FRAMING: -AT EXTERIOR / SPANDREL INFILL FRAMING: L/240 -AT EXTERIOR / SPANDREL BYPASS FRAMING: L/240 -AT INTERIOR FRAMING: GREATER OF L/240 OR 3/4" 3E)VERTICAL DEFLECTION CRITERIA: DESIGN COLD FORMED METAL FRAMING HEADERS TO MEET THE FOLLOWING VERTICAL DEFLECTION CRITERIA: -FOR STUDS SUPPORTING THIN SET MASONRY VENEER = SPAN / 360 -FOR STUDS SUPPORTING OTHER = SPAN / 240 3F)HORIZONTAL DEFLECTION CRITERIA: DESIGN COLD FORMED METAL FRAMING MEMBERS TO MEET THE FOLLOWING HORIZONTAL DEFLECTION CRITERIA: -FOR STUDS BACKING-UP THIN SET MASONRY VENEER = SPAN / 360 -FOR STUDS BACKING-UP OTHER = SPAN / 240 -WIND LOAD IS PERMITTED TO BE TAKEN AS 0.6 TIMES THE COMPONENT AND CLADDING ULTIMATE LOADS AT COLD FORMED STEEL FRAMING SUPPORTING MASONRY VENEER FOR THE PURPOSE OF DETERMINING DEFLECTION LIMITS. -PER IBC TABLE 1604.3 FOOTNOTE F, EXCLUDING MASONRY VENEER SUPPORTS, WIND LOAD IS PERMITTED TO BE TAKEN AS 0.42 TIMES THE COMPONENT AND CLADDING ULTIMATE LOADS FOR THE PURPOSE OF DETERMINING DEFLECTION LIMITS. 4)CONSTRUCTION REQUIREMENTS 4A)CONSTRUCTION SHALL CONFORM TO THE MINIMUM REQUIREMENTS SHOWN ON THE CONTRACT DOCUMENTS, INCLUDING DETAILS THROUGHOUT THE STRUCTURAL DOCUMENTS AND MINIMUM REQUIREMENTS INDICATED IN DETAILS ON THIS SHEET -SEE DETAILS THIS SHEET INDICATING ADDITIONAL MINIMUM CFSF CRITERIA 4B)REQUIRED SITE VISITS -THE CONTRACTOR’S COLD FORMED STEEL FRAMING ENGINEER SHALL MAKE SITE VISITS AS APPROPRIATE (1 MINIMUM) TO OBSERVE THE INSTALLATION OF THE COLD FORMED METAL FRAMING 4C)MINIMUM STUD GAGES: MINIMUM STUD THICKNESS BASED ON THE ATTACHMENT OF CLADDING MATERIAL IS GIVEN IN THE FOLLOWING TABLE: -MATERIAL ATTACHED TO STUDS MIN. MIL THICKNESS MAX. STUD SPACING -MASONRY VENEER BACKUP 43 16" OC -ALL OTHERS 33 24" OC 4D)ADDITIONAL CRITERIA FOR CFSF: -PROVIDE DOUBLE JAMB STUDS MINIMUM AT ALL OPENINGS -PROVIDE HORIZONTAL STUD BRIDGING AS REQUIRED TO BRACE FRAMING, MINIMUM OF (1) ROW AT MID-HEIGHT -PROVIDE (1) STUD EACH SIDE OF MASONRY CONTROL JOINTS -COLD FORMED STEEL TRACK THICKNESS SHALL BE EQUAL TO OR GREATER THAN THE CONNECTED WALL STUD THICKNESS -ALL CONNECTIONS SHALL USE PREFABRICATED FRAMING CONNECTORS (CLIPS). DO NOT SITE / FIELD FABRICATE CONNECTORS FROM TRACKS OR STUDS UNLESS SPECIFICALLY SHOWN ON THE CONTRACT DOCUMENTS -DO NOT USE PAF’s TO RESIST TENSION LOADS IN CONCRETE -DO NOT USE PAF's IN MASONRY -DO NOT NOTCH, DRILL OR OTHERWISE MODIFY FRAMING WITHOUT PRIOR WRITTEN APPROVAL OF THE DESIGN ENGINEER AND EOR DESIGN CRITERIA FOR PERFORMANCE SPECIFIED COLD FORMED STEEL FRAMING (CFSF)- BYPASS/SLIP CLIP, WELD OR PAF TO PRIMARY STRUCTURE, DESIGN BY CONTR, SEE 19/Z5.40 FOR MIN PAF REQUIREMENTS NOTE 1 12" MAX FACE OF PRIMARY STRUCTURE AT FRAMING - BYPASS CONN DESIGN BY CONTR, WELD OR PAF TO PRIMARY STRUCTURE, SEE 19/Z5.40 FOR MIN PAF REQUIREMENTS FACE OF PRIMARY STRUCTURE AT CURTAIN WALL NOTES: 1. LOCATE BRIDGING 12" MAXIMUM ABOVE OR BELOW CONNECTION TO PRIMARY STRUCTURE 12/S540 12/S540 - RIGID CONNECTION, WELD, SCREW OR PAF TO PRIMARY STRUCTURE, DESIGN BY CONTRACTOR, SEE FOR MINIMUM PAF REQUIREMENTS NOTE 2 12" MAX FACE OF PRIMARY STRUCTURE AT FRAMING - VERTICAL SUPPORT CONN DESIGN BY CONTRACTOR, WELD, SCREW OR PAF TO PRIMARY STRUCTURE, SEE FOR MIN PAF REQUIREMENTS FACE OF PRIMARY STRUCTURE AT CURTAIN WALL / STOREFRONT WP, SEE NOTE 1 NOTES: 1. DESIGN CONNECTION TO DELIVER VERTICAL SHEAR AND HORIZONTAL AXIAL FORCE AT WORKPOINT, DO NOT IMPOSE MOMENT ON PRIMARY STRUCTURE 2. LOCATE BRIDGING 12" MAXIMUM ABOVE OR BELOW CONNECTION TO PRIMARY STRUCTURE WP, SEE NOTE 1 12/S540 12/S540 - BASE CONNECTION DESIGN BY CONTR, SEE FOR MIN PAF REQUIREMENTS T/PRIMARY STRUCTURE AT FRAMING - AT CURTAIN WALL / STOREFRONT 1/4" MAX GAP AT N O N - B E A R I N G 1/8" MAX GA P A T B E A R I N G W A L L S BASE CONNECTION DESIGN BY CONTRACTOR T/PRIMARY STRUCTURE PAF SIZE AND SPACING DESIGN BY CONTRACTOR S540 12 FOR MINIMUM REQUIREMENTS 12/S540 12" MIN 1/8" MAX GAP AT BEARING WALLS 1/4" MAX GAP AT NON-BEARING CONNECT EACH FLANGE OF EACH STUD TO TRACK, WELD OR SCREW AT CONTRACTOR'S OPTION FASCIA FRAMING FACE OF PRIMARY STRUCTURE, TYPICAL CONNECT FRAMING AT CORNER SUPPORT SOFFIT FRAMING FROM EACH PRIMARY STRUCTURAL MEMBER AT 4'-0" OC MAXIMUM ALONG MEMBER LENGTH 4'-0" MAXIMUM COORDINATE DESIGN OF SOFFIT FRAMING WITH CLADDING CONNECTION SPACING / FREQUENCY S540 6 STOREFRONT AT STOREFRONT WALL FRAMING DESIGN SHALL CONSIDER TRIBUTARY GRAVITY AND WIND LOAD FROM STOREFRONT -- LOUVER AT LOUVER WALL FRAMING DESIGN SHALL CONSIDER TRIBUTARY GRAVITY AND WIND LOAD FROM LOUVER CONSIDER ANY ECCENTRICITY OF LOAD AT CONNECTIONS CONSIDER ANY ECCENTRICITY OF LOAD AT CONNECTIONS e e SLIP CONNECTION FROM FRAMING TO GIRT BY CONTRACTOR AT FRAMING BYPASSING GIRT -- CONNECTION FROM FRAMING TO GIRT BY CONTRACTOR AT FRAMING INTERRUPTED BY GIRT SLIP CONNECTION NOTES: 1. LOCATE BRIDGING 12" MAXIMUM ABOVE OR BELOW CONNECTION TO PRIMARY STRUCTURE NOTE 1 12" MAX NOTE 1 12" MAX X" SLIP TRACK SEGMENT x 1'-0, MATCH STUD SIZE AND GAGE, CENTER TRACK ON PUNCHOUT (4) #10 TEK SCREW TYP EQ NOTES: 1. REINFORCING REQUIRED WHEN PUNCHOUT LOCATION SPECIFIED IN OTHER DETAILS CANNOT BE ACHIEVED 2. PUNCHOUT REINFORCING INDICATED IS A MINIMUM, FINAL REINFORCING SHALL BE DESIGNED BY CONTRACTOR EQ KNURLED SHANK IN STEEL IN CONCRETE 1/3 SLAB THK P MAX =PAF, TYP COLD FORMED STEEL EDGE OF COLD-FORMED STEEL TEK SCREWS TEK SCREW SIZE #10 #12 d 5/8" 3/4" #6, #8 1/2" MINIMUM TEK SCREW REQUIREMENTS MINIMUM POWDER ACTUATED FASTENER (PAF) REQUIREMENTS P PAF HEAD SHALL SEAT FIRMLY AGAINST COLD FORMED FRAMING 2 3/4" MIN EDGE DISTANCE 2 3/4" MIN SPACING 1/2" MIN 1/2" MIN EDGE DISTANCE 1 1/2" MIN SPACING 1/2" MIN EDGE OF COLD- FORMED STEEL d, MIN EDGE DISTANCE d, MIN SPACING d, MIN EDGE DISTANCE NOTES: 1. DO NOT USE PAF's TO RESIST TENSION LOADS IN CONCRETE 2. DO NOT USE PAF's IN MASONRY S540 8 8" CFSF 2" NOTCH S540 8 8" CFSF AT NORTH & WEST GYM WALLS 6" CFSF ELSEWHERE SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PRINCIPAL: EOR: DESIGNER: PROJECT MANAGER: MM JOB #: DATE PRINTED: FILE PATH: 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET As indicated 10/31/2016 11:18:20 AM C:\Proj\16.0117.S.01 - ESTES_COMMUNITY_CENTER - RS16_esabia.rvt ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 PERFORMANCE SPECIFIED FRAMING S540 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED SABIA, KATIE HOYT ED SABIA RALPH REMPEL 16.0117.S.01 DWIGHT GILBERT 3/4" = 1'-0"4 NOTES / REQUIRED DESIGN CRITERIA FOR CFSF 3/4" = 1'-0"5 SLIP CONN MIN REQUIREMENTS 3/4" = 1'-0"6 FIXED CONN MINIMUM REQUIREMENTS 3/4" = 1'-0"8 BASE CONN MIN REQUIREMENTS 3/4" = 1'-0"9 SOFFIT FRAMING MIN REQTS 3/4" = 1'-0"7 STOREFRONT / LOUVER TO FRAMING 3/4" = 1'-0"10 FRAMING TO STEEL GIRT 3/4" = 1'-0"11 MINIMUM PUNCHOUT REINFORCING 1 1/2" = 1'-0"12 FASTENER MINIMUM REQUIREMENTS 3/4" = 1'-0"14 GYM WALL TRANSITION AT GRID 3 3/4" = 1'-0"13 TYP CFSF WALL 01 - LOWER LEVEL -15'-0" 02 - UPPER LEVEL 0" K L L 6 x 6 x 3 /4 S551 8 S551 4 01 - LOWER LEVEL -15'-0" 02 - UPPER LEVEL 0" 4 5 W 8 x 5 8 W 8 x 5 8 S551 11 OH, TYP S551 15 2 S380 S551 11 SIM 2'-1" 1'-8" 01 - LOWER LEVEL -15'-0" 02 - UPPER LEVEL 0" 03 - ROOF 24'-0" 6 7 W 8 x 6 7 W 8 x 5 8 S551 11 S551 20 OH, SIM, TYP 6 S380 S551 11 SIM 01 - LOWER LEVEL -15'-0" 02 - UPPER LEVEL 0" HK W T 4 x 1 5.5 W T 4x1 5.5 CONC WALL S550 15 S551 9 S551 10 TYP TYP 01 - LOWER LEVEL -15'-0" 02 - UPPER LEVEL 0" A5A3.6 L4x4x5/16 S551 1 S551 1 S551 6 S551 6 OH OH S550 16 3'-4" 1'-0" 01 - LOWER LEVEL -15'-0" 02 - UPPER LEVEL 0" AB AC W8x58 S551 3 OH S551 7 OH, SIM 01 - LOWER LEVEL -15'-0" 02 - UPPER LEVEL 0" ABAC W 8 x 5 8 S551 3 S551 7 01 - LOWER LEVEL -15'-0" A1 A1.5 L 4x4x 5/16 S551 1 S551 13 S551 1 S551 13 SIM OH, SIM OH L 4 x 4x 5/1 6 S550 16 01 - LOWER LEVEL -15'-0" 02 - UPPER LEVEL 0" E F W 8x58 W 8 x 5 8 S551 12 S551 11 S551 20 2 S380 1/2" T Y P PL 1/2 W/ (4) BOLTS @ 5" GAGE, OVS HOLES IN PLATE PL 3/8x3x3 W/ (1) BOLT, OVS HOLE IN PLATE 3/16 2 TO ONE ANGLE ONLY SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PRINCIPAL: EOR: DESIGNER: PROJECT MANAGER: MM JOB #: DATE PRINTED: FILE PATH: 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET As indicated 10/31/2016 11:18:24 AM C:\Proj\16.0117.S.01 - ESTES_COMMUNITY_CENTER - RS16_esabia.rvt ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 BRACED FRAME ELEVATIONS S550 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED SABIA, KATIE HOYT ED SABIA RALPH REMPEL 16.0117.S.01 DWIGHT GILBERT 1/8" = 1'-0"4 BRACED FRAME AT GRID 6, K.3-L 1/8" = 1'-0"6 BRACED FRAME AT GRID A.1, 3-4 1/8" = 1'-0"2 BRACED FRAME AT GRID B, 5-6 1/8" = 1'-0"8 BRACED FRAME AT GRID 2, K-H 1/8" = 1'-0"11 BRACED FRAME AT GRID AD, A3.5-A5 1/8" = 1'-0"10 BRACED FRAME AT GRID A5, AB-AC 1/8" = 1'-0"9 BRACED FRAME AT A1, AC-AB 1/8" = 1'-0"12 BRACED FRAME AT GRID AB, A1-A1.5 1/8" = 1'-0"14 BRACED FRAME AT GRID 8, E-F 1" = 1'-0"15 X-BRACE MIDSPAN CONN 1 1/2" = 1'-0"16 X-BRACE MIDSPAN CONN 2 A A A A A A A A A A 1/2" 1/2" MAX WP 2" 3 1/2" T Y P 2" 1 1/2"1 1/2" (5) 1"Ø A325-SC SC BOLTS, OVS HOLES IN GUSSET, (3) BOLTS AT 'SIM' PL 3/8"5/16 5/16 PL 3/8 W/ (6) BOLTS IN STD HOLES 1 1/2" TYP 3" TYP 1 1/2" - STRIP FLANGE, ONE SIDE 1" T Y P 2" 4" 2" TYPPL WASHERS 1/2x3x3 W/ STD HOLES 8" 8" 1 1/2" 2"3 1/2" T Y P 1/2" MAX WP(6) 1"Ø ANCHOR BOLTS, SEE FOR ADDITIONAL INFO 5/16 3 2 SIDES, TYP 4/S380 5/16 5/16 1" (4) #6 TOP AND BOTTOM, HOOK EACH END TOP, EXTEND BOTTOM TO FAR SIDE OF FOOTING (3) #4x TIES 1'-6" #4x @ 14" TIES (5) 1"Ø A325-SC BOLTS, OVS HOLES IN GUSSET PL 3/4 - PL 3/8" 5/16 1 1/2" NS GROUT WP (2) L4x4x1/4 ES W/ (4) 3/4"Ø A325-SC BOLTS IN OVS HOLES TO FLANGE AND (2) 3/4"Ø A325-SC BOLTS IN OVS HOLES TO GUSSET, TOP AND BOT OF BRACE 5/16 5/16 1/2" 1 " T Y P AB PL 3/4" S510 20 WITH MAXIMUM NUMBER OF BOLTS PL WASHERS 1/2x3x3 W/ STD HOLES WP (8) 1"Ø ANCHOR BOLTS, SEE FOR ADDITIONAL INFO, (2) BOLTS AT 'SIM' 5/16 3 2 SIDES, TYP 4/S380 5/16 5/16 1" (2) L4x4x1/4 ES W/ (4) 3/4"Ø A325-SC BOLTS IN OVS HOLES TO FLANGE AND (2) 3/4"Ø A325-SC BOLTS IN OVS HOLES TO GUSSET, TOP AND BOT OF BRACE 1/2" 1 1 /2 " 3 "1 1 /2 " 1 /2 " 1 1 /2 " 3 " 1 1 /2 " 1 " T Y P 2" TYP STEP STEM WALL AROUND PILASTER, INFILL WITH CONCRETE PRIOR TO STUD INSTALLATION 1'-6" 6" 6" 1'-0" 1'-0" PL 3/4 #4x VERT @ EACH CORNER AND @ 18" OC MAX AROUND PERIMITER OF PILASTER (3)#4x AROUND ANCHORS BOLTS AND @ 12" OC MAX TO BOT OF FOOTING AC PL 3/4" 5/16 8" 1 1/2" NS GROUT - 1/2" 1 1/2" 3" 1 1/2" 1" T Y P PL 1/2 W/ (8) 3/4"Ø A325-SC BOLTS @ 5" GAGE, OVS HOLE IN PL 1/2" MAX 5/16 5/16 WP CAP PL PER 6/S520 STRIP FLANGE , FAR SIDE (21) BOLTS 1 1/2" 3"3" TYP 3" 1 1/2" - PL 1/2 W/ (8) 3/4"Ø A325- SC BOLTS @ 5" GAGE, OVS HOLE IN PL WP 1/2" 1 1/2" NS GROUT 1 " 3 " T Y P 1 1/2 " 8" 5/16 5/16 5/16 3/16 2 3/16 2 TYP TYP 8" T/PILASTER = B/ MTL DECK 1 1/2" PL 1 1/2x1'-4" W/ (8) 3/4"Ø ANCHOR BOLTS IN OVS HOLES W/ 18" MIN EMBEDMENT PL WASHERS 1/2x3x3 W/ STD HOLES (5) #4 TIES @ 3" TOP 1" 2" MIN 1/2" MAX WP 3 1 / 2 " 1 1 /2 " 3 "3 "3 " 1 1 /2 " T Y P 1 " 5/16 5/16 3" MIN S510 10 L PL 1/2 W/ (4) 3/4"Ø A325-SC BOLTS IN OVS HOLES 1/2" MAX WP 3 1 / 2 " 1 1 /2 "3 "3 "3 "1 1 /2 " 1 " T Y P 5/16 5/16 S505 14 PL 1/2 W/ (4) 3/4"Ø A325-SC BOLTS IN OVS HOLES 3" MIN 1 1/2" (2) L4x4x1/4 ES W/ (8) 3/4"Ø A325-SC BOLTS IN OVS HOLES TO FLANGE AND (4) 3/4"Ø A325-SC BOLTS IN OVS HOLES TO GUSSET, TOP AND BOT OF BRACE 1" TY P 1/2" MAX 1/2" MAX 1 1/2" 3"1 1/2" 3" TYP 1 1/2" 5/16 5/16 6" 3" T Y P 1 1/2" 1/2" M A X 5/16 30 MIN 5/16 30 MIN WP PL 3/8 W/ (12) A325-SC BOLTS, OVS HOLES IN PL - PL 1/2 W/ (18) BOLTS MIN PL 1/2 STRIP FLANGE, FAR SIDE WP - PL 1/2 W/ (22) BOLTS MIN 11/S551 NOTE: 1) SEE FOR ADDITIONAL CONNECTION INFORMATION NOT SHOWN 3" TYP 6" 1 1/2" 3" 1 1/2" 1/2" MAX STRIP FLANGES, FAR SIDE 7" PL WASHERS 1/2x3x3 W/ STD HOLES WP(10) 1"Ø ANCHOR BOLTS, SEE FOR ADDITIONAL INFO 5/16 3 2 SIDES, TYP 4/S380 5/16 5/16 (5) #8 TOP AND BOTTOM, HOOK TOP EACH END, EXTEND BOTTOM TO FAR SIDE OF FOOTING (4) #4x TIES #4x @ 12" TIES PL 1 - PL 1/2 3" TYP 8" 1'-2" 3" MIN (2) L4x4x1/4 ES W/ (8) 3/4"Ø A325-SC BOLTS IN OVS HOLES TO FLANGE AND (4) 3/4"Ø A325-SC BOLTS IN OVS HOLES TO GUSSET, BEAM AND GUSSET HOLES ARE STD,TOP AND BOT OF BRACE PL 3/8 W/ (12) A325-SC BOLTS, OVS HOLES IN PL 0" 2'-0" 5/16 4'-6" 1 1/2" NS GROUT 7" WP HOOK TYPICAL STEM WALL REINF AT THIS END (4) #4x TIES - LEAVEOUT POCKET FOR BASEPLATE, INFILL W/ CONCRETE PRIOR TO PLACING STUDS 20/S551 NOTE: 1) SEE FOR ADDITIONAL CONNECTION INFORMATION NOT SHOWN 1'-9" #4 @ 12" MAX EA FACE OF PILASTER 4" WP (4) #4x TIES (3) #4 VERTS, EACH FACE - 2"3 1/2"3 1/2" 2" 2" TYPPL WASHERS 1/2x3x3 W/ STD HOLES 10" 1 1/2" (2) 1"Ø ANCHOR BOLTS, SEE FOR ADDITIONAL INFO 5/16 3 2 SIDES, TYP 4/S380 5/16 5/16 1" (3) 1"Ø A325-SC BOLTS, OVS HOLES IN GUSSET PL 3/4 PL 3/8" 5/16 1 1/2" NS GROUT 1/2" MAX SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PRINCIPAL: EOR: DESIGNER: PROJECT MANAGER: MM JOB #: DATE PRINTED: FILE PATH: 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET 3/4" = 1'-0" 10/31/2016 11:18:25 AM C:\Proj\16.0117.S.01 - ESTES_COMMUNITY_CENTER - RS16_esabia.rvt ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA Author 10-17-2016 16.0117.S.01 BRACED FRAME DETAILS S551 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED SABIA, KATIE HOYT ED SABIA RALPH REMPEL 16.0117.S.01 DWIGHT GILBERT 3/4" = 1'-0"1 GRID AD BRACE TOP CONN 3/4" = 1'-0"6 GRID AD BRACE BOTTOM 3/4" = 1'-0"3 GRID A1 BRACE TOP CONN 3/4" = 1'-0"7 GRID A1 BRACE BOTTOM 3/4" = 1'-0"9 WT X BRACE TOP CONN 3/4" = 1'-0"10 WT X BRACE BOT CONN 3/4" = 1'-0"4 GRID 7 BRACE TOP 3/4" = 1'-0"8 GRID 7 BRACE BOT 3/4" = 1'-0"11 TYP WF BRACE CONN 3/4" = 1'-0"12 WF BRACE MID CONN 3/4" = 1'-0"20 GRID 8 BRACE BOTTOM 3/4" = 1'-0"15 GRID A.1 BRACE BOTTOM 3/4" = 1'-0"13 GRID AB BRACE BOTTOM N M L GLULAM 6.75x15 GLULAM 6.75x7.5, TYP UNO GLULAM 6.75x15 NOTES: 1.TRUSS MEMBER SIZES SHOWN ARE MINIMUM DIMENSIONS. 2.IF TRUSS DESIGNER WISHES TO MODIFY WEB LAYOUT, SUBMIT TO ARCH AND ENGINEER FOR APPROVAL PRIOR TO SUBMITTING SHOP DRAWINGS. 3.ALL CONNECTIONS TO BE METAL GUSSET PLATES ON EACH SIDE OF TRUSS WITH THRU BOLTS. 4.TRUSSES TO BE FULLY BUILT IN SHOP UNLESS OTHERWISE APPROVED. TRUSS LOADING, TYP UNO: DEAD LOAD = 1.7 KIPS SNOW LOAD = 4.9 KIPS WIND LOAD = ±8.0 KIPS DEAD LOAD = 0.9 KIPS SNOW LOAD = 2.5 KIPS WIND LOAD = ±4.0 KIPS DEAD LOAD = 0.9 KIPS SNOW LOAD = 2.5 KIPS WIND LOAD = ±4.0 KIPS 6 " E Q E Q E Q E QEQ E Q 6 " S560 13 TYP S560 20 S560 16S560 15 M L GLULAM 6.75x15 GLULAM 6.75x7.5, TYP UNO TRUSS LOADING, TYP UNO: DEAD LOAD = 1.4 KIPS SNOW LOAD = 4.1KIPS WIND LOAD = ±6.8 KIPS DEAD LOAD = 0.9 KIPS SNOW LOAD = 2.5 KIPS WIND LOAD = ±4.0 KIPS NOTES: 1.TRUSS MEMBER SIZES SHOWN ARE MINIMUM DIMENSIONS. 2.IF TRUSS DESIGNER WISHES TO MODIFY WEB LAYOUT, SUBMIT TO ARCH AND ENGINEER FOR APPROVAL PRIOR TO SUBMITTING SHOP DRAWINGS. 3.ALL CONNECTIONS TO BE METAL GUSSET PLATES ON EACH SIDE OF TRUSS WITH THRU BOLTS. 4.TRUSSES TO BE FULLY BUILT IN SHOP UNLESS OTHERWISE APPROVED. S560 13 TYP S560 16 S560 17 3/16 3/16 TYP L3x3x1/4x0'-6 W/ (1) 1/2"Øx4" EMBED LAG SCREW CENTERED EA FACE 4" 8" 4" 1/2" 1 3/4"1 3/4" 3" BENT PL 5/16x4x8 W/ 1/2"Ø BOLT CHAMFER EDGES OF GLULAM AT BEARING 3/16 3/16 TYP PL1/2x10x1’-4” W/ (4) 1/2”Øx5” HAS @ 6” GA 1/2" 3" 2" 4" (2) 1/2"Ø LAG SCREWS COUNTERSUNK IN GLULAM VERTICALLY CONNECTION OF WOOD TRUSS TO EMBED PL BY TRUSS ENGINEER PL 1/2x8x12 W/ (4) 3/4"Øx6" HAS 2" TYP 3" N 4" 3/16 TYP (3/16) (3/16) PL 3/8x9x1'-3 BENT PL 5/16x W/ (2) 1/2"Ø BOLTS 3 " FILL SOLID WITH WOOD BLOCKING 4" BENT PL 5/16x W/ (2) 1/2"Ø BOLTS 3/16 3" 4" 1/2" SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PRINCIPAL: EOR: DESIGNER: PROJECT MANAGER: MM JOB #: DATE PRINTED: FILE PATH: 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET As indicated 10/31/2016 11:18:26 AM C:\Proj\16.0117.S.01 - ESTES_COMMUNITY_CENTER - RS16_esabia.rvt ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 WOOD DETAILS S560 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED SABIA, KATIE HOYT ED SABIA RALPH REMPEL 16.0117.S.01 DWIGHT GILBERT 3/8" = 1'-0"10 FRONT TRUSS 3/8" = 1'-0"12 INTERIOR TRUSS 3/4" = 1'-0"13 TYP HSS TO WOOD TRUSS 3/4" = 1'-0"14 GLULAM BEAM TO MASONRY 3/4" = 1'-0"20 GLULAM BEAM TO COL CONNECTION 3/4" = 1'-0"16 TYP TRUSS TO MAS WALL CONN 3/4" = 1'-0"15 TRUSS CONN TO COL 1 1/2" = 1'-0"17 TRUSS CONN TO WF BEAM EG BUILD TOP OF WALL TIGHT TO UNDERSIDE OF TREATED 2x8 NAILED TO UNDERSIDE OF (E) GLULAM, GROUT ANY GAPS BETWEEN PLATE AND WALL SOLID L3x3x1/4 W/ 3/4"Øx6" LAG SCREW @ 8"OC 1 S561 4" (4) 10d NAILS 4" CONT 2x4 SILL, ATTACH TO ANGLE W/ HILTI X-U 27 PAFS @ 18" OC L6x4x5/16xCONT W/ 3/4”Øx5” EMBED EXP BOLT @ 12” OC MAX INTO GROUTED CELL, GROUT UNGROUTED CELLS WITHIN 8" OF BOLTS 10d NAILS FROM LVL TO (E) TRUSS TOP CHORD @ 24” OC (E) TRUSS BEYOND ATTACH ADDITIONAL 2x4S TO SILL WITH (2) 8d NAILS, MIN TOE NAIL LVL TO SILLS NOTE: 1.REMOVE AND REPLACE EXISTING BLOCKING AS NECESSARY TO INSTALL NEW FRAMING. 3" MAX PROVIDE NEW 2x6 UNDER (E) JOISTS, W/ (4) 10d NAILS TO EXISTING WALL STUD (21) 10d NAILS 1 S561 6"6" (2) 10d NAILS @ 16” OC. PROVIDE (21) NAILS AT NORTH END SIM TO 2/S561 NOTE: 1.REMOVE AND REPLACE EXISTING BLOCKING AS NECESSARY TO INSTALL NEW FRAMING. PL 1/2x1'-3"x14'-0", CENTERED ON (E) GLULAM. FASTEN W/ (3) 3/4"Øx4" LAG SCREWS PER FOOT THROUGH PRE-DRILLED HOLE IN PLATE. IF PLATE REQUIRES SPLICE, PROVIDE 3/8" PJP WELD FULL HEIGHT OF PLATE, COORDINATE LOCATIONS OF HOLES AND SPLICES W/ (E) TRUSSES AND NEW LVLS L4x4x1/4x0'-4"W/ 2x4 SILL ATTACHED W/ (2) HILTI XU-26 PAFs 3/16 3/16 TOE NAIL LVL TO SILL PL PER 5/S561 4 1/2" SCALE: ISSUE DATE: DRAWN BY: REVIEWED BY: PROJECT #: 0123456789101112 A B C D E F G H I J O H L S O N L A V O I E C O L L A B O R A T I V E www.olcdesigns.com 0123456789101112 SHEET #: SHEET TITLE: NO. DATE: TITLE/PURPOSE: 6. 5. 4. 3. 2. 1. 7. 8. 9. 10. 11. 12. PRINCIPAL: EOR: DESIGNER: PROJECT MANAGER: MM JOB #: DATE PRINTED: FILE PATH: 616 EAST SPEER BOULEVARD DENVER, COLORADO 80203 T: 303.294.9244 F: 303.294.9440 10-31-16 PERMIT SET As indicated 10/31/2016 11:18:27 AM C:\Proj\16.0117.S.01 - ESTES_COMMUNITY_CENTER - RS16_esabia.rvt ES T E S V A L L E Y C O M M U N I T Y C E N T E R SABIA EAGAN 10-17-2016 16.0117.S.01 WOOD DETAILS S561 66 0 C O M M U N I T Y D R I V E ES T E S P A R K , C O ED SABIA, KATIE HOYT ED SABIA RALPH REMPEL 16.0117.S.01 DWIGHT GILBERT 3/4" = 1'-0"3 MASONRY WALL TOP AT (E) GLULAM 1 1/2" = 1'-0"7 NEW LVL TO (E) MAS WALL 1" = 1'-0"2 NEW LVL TO (E) STUD WALL 1 1/2" = 1'-0"1 NEW LVL TO (E) JOIST 1 1/2" = 1'-0"5 EXISTING GLULAM REINFORCING 1 1/2" = 1'-0"6 NEW LVL TO GLULAM