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HomeMy WebLinkAboutFile Documents.215 N Garmisch St.0019-2023-BREP (12) Foundation Notes: Cast in Place Concrete Notes: 1. The foundations for this project have been designed based on information provided within 1. Refer to ACI 318,ACI 301,and ACI 117 for all standards,specifications,and tolerances STRUCTURAL DESIGN CRITERIA the geotechnical report.This information is summarized in the design criteria section of respectively. these documents. 2. Contractor shall submit all mix designs for review by the EOR. Building Code:2021 IBC v 2. The foundation system was selected based on recommendations by the geotechnical 3. Contractor shall submit all penetrations,not shown in structural construction documents,in engineer. either walls or slabs for review by the EOR. Local Jurisdiction:City of Aspen DRILL BEPOKYWAllO FTG REINF INTO TS 3. Special care should be taken to adhere to any and all recommendations by the geotechnical 4. Refer to architectural documents for any openings not dimensioned or shown in structural (RAH FTG W/HID Hli-0200. g IA engineer. documents. Risk Category:II 4"EMBEDMENT 4. Soils shall be inspected and approved by the geotechnical engineer after excavation and 5. Provide 3/4"chamfer at at top of wall and all outside corners of concrete walls. prior to placement of new foundations or slab on grade.Written approval should be obtained 6. Provide standard hook length at all hooked bars unless noted otherwise. Live Loading 'g-F before proceeding. 7. If splice class is not specified,provide class B splice. (DICING RETAINING WALL FIG TO REMAIN p Stairs and exit ways(psf) 100 77 a o 5. Ensure that bottom of footing is placed below frost depth,noted in the design criteria, 8. Welding of reinforcement is prohibited unless A706 weldable rebar is provided. AA F 02 e measured from finished grade to bottom of footing. 9. All concrete is intended to be cast-in-place unless noted otherwise. Wind Loading 1=1 4 a A F 6. Backfill against structure may not occur prior to installation of any and all floors at or below 10.No curing compounds should be used on a slab that will receive another layer above.Ex: C 3'$'x grade.This includes basement slab on grade,where present. paint,tile,or topping slab. Basic Wind Speed(mph) V„a=115,V„a=90 ` ^t 7. Concrete walls are not designed to resist saturated soil unless noted otherwise.Consult 11.All reinforcing is to be 60 ksi unless noted otherwise. 8" architectural documents for appropriate drainage requirements.Soil drainage is not shown in Exposure Category B structural construction documents. Cast in Place Concrete Inspection Notes: Seismic Loading 1. Special inspections and testing shall conform to chapter 17 of the IBC and the local building I n I Foundation and Soils Inspection Notes: department. Site Class D - 11. Special inspections and testing shall conform to chapter 17 of the IBC and the Local building 2. Any item not noted as continuous inspection shall be inspected periodically.It is the _ department. responsibility of the special inspector to determine and coordinate the frequency of their Seismic Design Category C 2. Any item not noted as continuous inspection shall be inspected periodically.It is the inspections. responsibility of the special inspector to determine and coordinate the frequency of their 3. The following shall have inspection verification of size,location,quantity,and tolerance: Snow Loading C) inspections. A. Formwork installation. Ground Snow Load,Ps(psf) 100 { 3. The following shall have inspection verification of size,Location,quantity,and tolerance: B. Reinforcing placement. III A. Compaction C. Steel embeds. Minimum Flat Roof Snow,Pi(psf) 70 ' (i'- T/WALLIGMATCH(Hi/WALL PIP MO.NF B. Pile,micropile,screw pile,or helical pier installation. D. Cast embedded anchors. C. Permanent soil retention elements. E. Verification of mix design use on site prior to placement. Foundations 4. The following shall have inspection and testing verification of strength,grade,classification, F. Concrete placement. The soil parameters shown below shall be verified bya Geotechnical Engineer quality,density,proportions,and manufacturers certification reports: G. Post-installed anchors in overhead applications. P g A. Footing and soil bearing material. H. All other post installed anchors. prior to the construction of the foundation.Foundations subject to redesign. B. Slab on grade subgrade material. I. Floor flatness survey. Active Equivalent Fluid Pressure(psf/ft) 45 C. Compaction. 4. The following shall have inspection and testing verification of strength,grade,classification, _ D. Pile,micropile,screw pile,or helical pier installation. quality,density,proportions,and manufactures certification reports: Passive Equivalent Fluid Pressure(psf/ft) 350 F { E. Pile,micropile,screw pile,or helical pier load testing. A. Reinforcing placement. F. Permanent soil retention elements. B. Steel embeds. Sliding Friction Coefficient 0.5 5. The following shall have continuous inspection and verification of operations and conditions: C. Cast embedded anchors. - DRIBS EPDXYWAIL#FTG REINF INTO A. Compaction D. Concrete strength,slump,temperature,and air content. Allowable Bearing Capacity(psf) 1,500 MULL FIG W/HILP HIT-H@GG. B. Pile,micropile,screw pile,or helical pier installation. E. Concrete placement. 4"EMBEDMENT Minimum Frost Depth(in) 42 C. Permanent soil retention elements. F. Concrete curing. -- - G. Post-installed anchors in overhead applications. Notes: CONCRETE MATERIALS H. All other post-installed anchors. 1. The referenced building code in this design criteria defines the appropriate edition T I. Welded reinforcing. of all referenced codes and standards.If the governing code does not define an 1 (j Material Standard 5. The following shall have Continuous inspection and verification of operations and conditions: appropriate code or standard the latest edition shall be used. 2 `( C.) //� A. Concrete strength,slump,temperature,and air content. 2. Minimum flat roof snow accordingto the Cityof Aspen BuildingDepartment. _ V \SJ Portland Cement ASTM C150,Type I or Type IIU SI.4 ' I U B. Verification of mix design use on site prior to placement. 3. Live loads are determined according to IBC,Section 1607 and ASCE 7,Chapter 4. Fly Ash ASTM C618,Class C or F C. Concrete placement. HUMICALSTMR EDGE CONDITION TO BE TW M D. Post-installed anchors in overhead applications. COORDINATED W/ARCH B EOR I �I 't- W Aggregate ASTM C33 6. If any welding of reinforcing is to be conducted,certifications of the welder shall be Disclaimer and General Use Definitions .-.-v ' v r''s' CO verified. 1. The structural portion of these documents are not intended to function alone.Theyarea W Water Potable S'I4 �'` O portion of the larger construction document package drafted by sub-consultants under the / Water Reducing Admixture ASTM C494,Type A or Type D REINFORCEMENT LAP SPLICE LENGTH direction of the project architect.All of these documents are intended to function together. . ` 2. If no stamp is present on these documents,they shall be considered preliminary and 3 V Bar Size Splice Length(in) Hook Development(in) developed for coordination or pricingpurposes.High Range Water Reducing Admixture ASTM C494,Type F or Type G P P P SI.4 _ DONN I O ♦11 v3. These structural documents were drafted by DB Structural Design Ltd.as the Engineer of is No' Accelerator Admixture ASTM C494,Type C or Type E #4 25 10 Record,referred to herein as the EOR. / r . Z #5 31 12 4. It is the responsibility of the contractor to notify the EOR of any discrepancy between these "' Air Entraining Admixture ASTM C260 / SOG STAIR o m drawings and the overall set of construction documents developed by the other consultants. Curing Compound ASTM C309,Type I,Class A Notes: 5. It is not acceptable to deviate from these documents without first explicitly notifying the T/FTG TO MATCH(E)T/FTG.TIP.VIF h r 1. This table assumes a minimum of f,=4,000 psi. FOR in writing of any deviation.These deviations should be reviewed and approved by the o I w w A 0_ Reinforcing Bars ASTM A615,Grade 60 2. All splice lengths are considered a class B lap splice. FOR before proceeding. TEN WALL LO I�, 3. All hooks are 90°hooks with standard hook lengths. 6. Review of a submittal is not considered approval of deviation unless explicitly noted by the TN,/� 7 M.= Cr) Epoxy Coated Reinforcing bars ASTM A775 or ASTM A954 4. Concrete is considered normal weight. EOR. "F' - ^' 5. All splice lengths are considered Case#1. 7. The structure documented herein is intended to function in a completed state.It is the ` Weld Wire Fabric ASTM A785 V A. Clear spacing of bars not less than 2x diameter of bar. responsibility of the contractor to construct this building in a safe and structurally sound ,�: s Vapor Retarder Below SOG ASTM E1745,Class A B. Clear cover not less than diameter of bar. manner.The contractor is responsible for all means and methods of construction. { ' ,h, ti 6. If any of this criteria is not satisfied,contact Engineer of Record. 8. All project safety is the responsibility of the contractor.If any structural elements are used Notes: for anything other than their intended design,the EOR shall be notified prior to this use. - - 1. Type III Portland cement may be used if acceptable to the project architect. Examples include fall protection and temporary guard rail attachment points. o 9. These documents are not intended to be"scaled."All dimensions are explicitly provided.If an element cannot be located based on the information provided,contact EOR for clarification. CONCRETE MIX DESIGN REQUIREMENTS 10.No damage to the structure during construction shall be repaired without first notifying the - EOR. DRILL B EPOYYWAILB FIG REINF IMO Exposure Class 11.The general notes are intended to function as the project specifications. Element Compressive Max Water/ Aggregate Air Content Slump finl (EIWALLB FIG wain HIT-HV200, 12.It is the responsibility of the contractor to review all submittals prior to the FOR review. F { Strength(psi) Cement Ratio size in Freeze Thaw Sulfate Water Contact Corrosion 4"EMBEDMENT 13.All submittal reviews are conducted by the FOR as a courtesy to the contractor to assist in 4 ,� Footings 4,500 0.45 3/4 5% 4 F2 SO Wi C1 the construction process and to ensure the construction documents are being interpreted SI.4 correctly. -- Walls 4,000 0.50 3/4 5% 4 F1 SO W1 Cl Slab on Grade 5,000 0.40 3/4 6% 4 F2 SO WO C2 -- - 1. Concrete construction tolerances per ACI 117. / 2. Provide Type I or Type II cement unless noted otherwise. / �J, 3. All concrete is considered normal weight concrete unless noted otherwise. 4. Compressive strength above is the 28 day compressive strength unless noted otherwise. / 5. Concrete mix design shall follow ACI 301. U 6. Concrete mix design testing shall be conducted per ACI 301.The following items are taken from ACI 301 and shown below for the contractors use in the field. A. Obtain samples of fresh concrete in accordance with ASTM C172. / _ 3'-II"VIF / B. A minimum of one composite sample shall be obtained for each 150 yd'of concrete per day. C. Each sample used to mold strength test specimens shall be tested for slump,air content,temperature,and density. / STRUCTURAL ABBREVIATIONS / ADDL ADDITIONAL DWG DRAWING ID 'INSIDE DIAMETER I OC ON CENTER BOG SLAB-ON-GRADE / I I AESS ARCHITECTURAL EXPOSED DWL DOWEL INFO INFORMATION OD OUTSIDE DIAMETER SPA SPACING / STRUCTURAL STEEL (E) EXISTING CONSTRUCTION INT INTERIOR OH OPPOSITE HAND SPEC SPECIFICATION ALT ALTERNATE/ALTERNATIVE E/ EDGE OF JST JOIST OPNG OPENING SQ SQUARE APPROX APPROXIMATE EA EACH JT JOINT OPP OPPOSITE SS STAINLESS STEEL / i / ARCH ARCHITECTURE/ARCHITECTURAL EF EACH FACE KIP,K 1,000 POUNDS OSB ORIENTED STRAND BOARD STD STANDARD / i 7890 / i ORILL6EPONVWA it FIG REINF INTO ��O \\ B/ BOTTOM OF EJ EXPANSION JOINT KLF 1,000 POUNDS PER LINEAL FOOT PAF POWDER ACTUATED FASTENER STIFF STIFFENER i _ A) 4"IWBEDMENW/HILP HIi-H@00 " PO(/c II BLDG BUILDING ELEV ELEVATION KSF KIPS PER SQUARE FOOT PAR PARALLEL STL STEEL / 4"EMBEDMENT �Q�%P1I1' BM BEAM EQUIP EQUIPMENT K51 KIPS PER SQUARE INCH PCF POUNDS PER CUBIC FOOT STRUCT STRUCTURAL (MAC RETAINING 00IBRGIOREMAIN� fr f O/� BPT BOTTOM EQUIV EQUIVALEEACH WAYS LAT LATERAL PERP PERP L LENGTH PEN ENDICULAR T B TOTION 5YM PM DICAL o BOTTOM / O 0i 9645�0� BP BASE PLATE G BEARING EXP AL ESS CRC BETWEEN � EN SECTION F� EXTERIOROFFACE F LWLONG LEG G HORIZTONAL K PL PLF POUNDS PLATE PERNL DEAL FOOT TEMPK T TOP EMPORARYKNTFMPERATURE vo / / //,111j)`"ONA0-''- CIP CAST-IN-PLACE FDN FOUNDATION LLV LONG LEG VERTICAL PLY PLYWOOD TENS TENSION WEST ENTRANCE FOUNDATION PLAN CJ CONSTRUCTION/CONTROL JOINT FLR FLOOR LONG LONGITUDINAL PREFAB PREFABRICATED THD THREAD/THREADED / 3/20/2023 CJP COMPLETE JOINT PENETRATION 5 FAR SIDE LSH LONG SIDE HORIZONTAL PREUM PRELIMINARY TRANS TRANSVERSE CLR CLEAR FTG FOOTING LSL LAMINATED STRAND LUMBER PSF POUNDS PER SQUARE FOOT TYP TYPICAL NORTH CD SET CMU CONCRETE MASONRY UNIT GA GAGE/GAUGE LVL LAMINATED VENEER LUMBER PSI POUNDS PER SQUARE INCH UNO UNLESS NOTED OTHERWISE 1-SLAB ADDITION-9/22/23 COL COLUMN GALV GALVANIZE(D) LWT LIGHTWEIGHT PSL PARALLEL STRAND LUMBER VERT VERTICAL COMP COMPRESSION GB GRADE BEAM MAX MAXIMUM PT PRESSURE TREATED VIF VERIFY IN FIELD CONC CONCRETE GC GENERAL CONTRACTOR MECH MECHANICAL R RADIUS W WIDTH CONN CONNECTION GEN GENERAL MFR MANUFACTURER RE: REFERENCE W/ WITH CONST CONSTRUCTION GLB GLULAM BEAM MID MIDDLE REINF REINFORCE/REINFORCING/REINFORCEMENT W/O WITHOUT WEST NCE CONT CONTINUOUS GLC GLULAM COLUMN MIN MINIMUM REM REMAINING WD WOOD FOUNDATION PLAN COORD COORDINATE GR GRADE MISC MISCELLANEOUS REQD REQUIRED WF WIDE FLANGE SECTION CTR CENTER HDG HOT DIPPED GALVANIZED MIL METAL REV REVISION WP WORK POINT CTRD CENTERED HDR HEADER (N) NEW CONSTRUCTION SC SLIP CRITICAL WI WEIGHT/STRUCTURAL TEE SECTION D DEPTH HK HOOK No NUMBER SCHED SCHEDULE WWF WELDED WIRE FABRIC DEA DEFORMED BAR ANCHOR HORIZ HORIZONTAL NOM NOMINAL SCL STRUCTURAL COMPOSITE LUMBER XS EXTRA STRONG DIA,0 DIAMETER NSA HEADED STUD ANCHOR NS NEAR SIDE SECT SECTION XXS DOUBLE EXTRA STRONG ����y p�� S1.3 DIM DIMENSION HISS HOLLOW STRUCTURAL SECTION NTS NOT TO SCALE SHT SHEET Lbj16\yIIH t7NlLSD DN DOWN HT HEIGHT NWT NORMAL WEIGHT SIM SIMILAR 09/26/2023,) DTL DETAIL I/F INSIDE FACE 0/F OUTSIDE FACE SLBB SHORT LEG BACK-TO-BACK FOROOlkall&LIANCE RECEIVED ]imP 09/22/2023 ASPEN BUILDING DEPARTMENT RADIANT TUBING.RE ARCH SYMBOLS B LEGEND CONE SLAB.RE:PLAN 3/4"ex4°HEADED STUD SOG STAIR.RE:TYE DETAIL ANCHORS B 2411C.(3)MIN tdIW ELEVAIWNMARK (E)SLAB X-->ELEVATION d $ ® Y;9(-->SHEET NUMBER 11111-1. 1111 I��. .x�a m © BECKON/DETAIL MARK y7 - X--'DETAIL NUMBER _ Mallen \ �� p=e II XXX-->SHEET NUMBER 000MMISIMNa �a�y 1 PLAN/DE-MARK d. ^4�" Il 1 X-->DETAIL NUMBER •• \ \ IMI 8 Y;9(-->SHEET NUMBER OPTIONAL CONSTRUCTION JOINT ELEVATON CAMOW - - - REFERENCE CDNiGOLVWx3xl/4LLVFASiENTO(E)FUN II REFERENCE-->T/OR EV OBJECTWALLW/I/2"Bx4"SS TOEN HO SCREW 2nXX-X%'-->ELEVATION O _-.° ANCHORS 0i 24"CC 6CHIN 6"EA ENOF OBJECT - \\ n �C STEPS B SLOPES IN DECKS 6 SLABS '/x<' X"-->STEP HEIGHT (E)FON WALL co :NE4-'- TOP OF WALL STEP I / II HIGH SIDE LEDGE STEP ' 5 , OUNDATION DETAIL / WWSWE / \ l ••=Y•0•• BOTTOM OPAL STEP / ,. SLAB OR DECK SPAN DIRECTION / / I 0— MOMENI CONNECTION I —I RE:ARCH B F FINAL LAYOUT EMBED PO/2x4x4W/(2)V2"04" —II-- BEAM SPLICE CONNECTION FINISH GRARE,RE:CIVIL HSA EA RAIL POST BEAM POCKET CONNECTION �� #4x24"x24"018"0C BEAM EMBED CONNECTION T/WNl I/4 COWMNTAG.COWMNS TAGGED AT BASE MATCH IE)� 0 C1RESARCH ����� , II i. C%->COUMN Siff,RE:PUNL. a� EPA-->STEEL BASE PLATE RE:BASE PLATE SCHEO •• \ ^ ST/WAll RE:ARCH _ FOOTING TED SIZE.RE:SCHFU - \ /\\ \\ RADIANT TUBING,RE:ARCH `) %%-XX SOG STAIR.RE:2/SL4 / J I r l v XX-XX"->T/FIG ELEVATION \ I/4 I V I0 KEYNOTE P / N CONC FUN WALL REINF rY CO/#40i 12"0C EA WAY J ® CONCRETE WALL TAG / CRC FUN WALL RE:3/Sld "OVERHANG ""CO5 n- o TYPE.RE:WAIL SCHFUMIN \ I W L.L CO_ O MOD JOIST OR BERM HANGERU \ X-->HANGER TYPE.RE:HANGER SCHED .. VL SIA(10 VI1 STEEL BEAM/GIRDER < U (TX-IT•] SIZE-->BEAM/GIRDER SIZE DESIGNATION /�/ /'A - ')., ' II/2'CUR 7. 060-->#OF HEADED ANCHOR STUDS \/ _ M•/ O J N.-->SHEAR REACTION LEFT(KIPS) DRILL 6 EPDXYW/HILTI HIT- /.` ' \ • Z 41-->SHEAR REACTION RIGHT(KIPS) HY200,4"EMBEDMENT / / 2 DOC-MX"]-->T/SR ELEVAO / I II/2"CLR t; \ CONC FTC,REINFW/(4)IX4 LONG SOG STAIR TO REPLACE(HSDG STAR SL4 J z in ------ WOR BEAM/GIRDER /- : , / fi#41RANS @I2 DC \ ' ' ' /'� Lo ----- CUSTOM NNOD TRUSS - -• CDNCFTG,RE:3/BI.d `rW 'Ly.^LJ C WORJOIST/RMER/PREMANUFACTUNED ROOF TRUSS /� , \ - VRG \ — — SIMPSON COIL STROP.RE:PLARBKEYNOTES / VFiG - MATCH(E)� /'\E a .. CONCRETE WALL MATCH(E)� I= •m - - DOWN \ `V f + STUD WALL °-a; ... -. \ -r 1 WAIL BELOW ._ -- .. - \ RJ SHEAR WALL NOTATION ,• •'..-.<.. .. ill III III III III III- \ A - A SW-x-->SHEAR WALL TYPE,RE:PLAN 6 SHEAR WALL SCHED a X'-X"-->MINIMUM SHEAR WALL LENGTH III—III—III—III—III—III— CP HD%-->HOLM RE HOLUDWNSCHEO IF NONE ARE i 1, SHOWN NO HEM REDO ATTHAT LOCATION ▪--1 SHEAR WAIL BELOW ' 4` FOUNDATION DETAIL ' 3 ' FOUNDATION DETAIL \\ •■ CONCRETE COLUMN ABOVE \ l 1••=1-0" l I ❑ STEEL COWMN MOW ® ® WORD COMM ABOW I ]rr, COWMNS BELOW MATERIAL IDENOHCATIDN IN SECTION e _ X lip ° / , >��\� ��f WHERE SOD PRESENT AT TOP OF STEPS. CONCRETE STEEL SOIL SOIL FILL GRAVEL SIM PROWDE#40121C.3,0"WNG,CENTERED UNDISTURBED DEER ON CONSTRUCTION JOINT W/ADJACENT SIAB I #4 NOSING BAR T/SOG I I RE IM FUR STAIR GEOMETRY .; ////\� \�/ =/ (E)SITE WALLS TO REMAIN,IYP I 00G BY OILERS a° '•/ I I .` �\\ �Ti/BOG \�-;/> m I En ����'� 4 T. ��!1 s64so si •'-- •a _ ° �< #4 LV I29C EA WAY I 1 90 1. „' �f -OS •' -- \� RARIARTNBING.RE ARCH I \ //,'IIFsx rzo \2G \//,/i,// :-I - V/ (2)04BR II%h‘4wA:o�_ >i. ;:,:,.y / I 3/20/2023 II I—III CD SET 1-SLAB ADDITION-9/22/23 10" 2 ,TYPICAL SLAB-ON-GRADE STAIR ar 1 , EAST ENTRANCE FOUNDATION PLAN \ l NTS ` l 1/2"=1'-0" EAST ENTRANCE FOUNDATION PLAN NORTH r09/2tEWIE S 1.4 6/2023 J FORCOMUMAJANCE RECEIVED 09/22/2023 ASPEN KUM DEPARTMENT