HomeMy WebLinkAboutFile Documents.131 W Bleeker St.0007.2017 (12).ARBUS1.1SHEET NUMBERCHECKED BYDRAWN BYDATEJOB NUMBER131 W Bleeker St
Aspen, CO 81611HLBREVISIONS 133 Prospector Rd
(970) 300-1003
Aspen, CO 81611
Silver Town Structures06/05/17 16-14AB5DCE4113268BAD234568CEEXISTINGSLAB ON GRADEOpt: 4 - 2 x 8 or3 - 7 1/4" LVL042043044045S510S5102 - 11 7/8" LVL0460472 x 8
@ 16" O.C.
2 x 8
@ 16" O.C.3 - 7 1/4" LVL0492 x 8
@ 16" O.C.S5120502 - 7 1/4" LVL0510522 - 7 1/4" LVL0530540552 x 8
@ 16" O.C.
2 x 8
@ 16" O.C.S5.13S514EXISTING TIMBER FOUNDATION0686.9TO BE REMOVED0892 - 7 1/4" LVL090091CUT EXISTING SLAB FOR NEW FOOTINGS (SEE FOUNDATION PLAN)1'-3 7/8"Abv.LAbv.BAbv.BAbv.AAbv.AAbv.TAbv.TAbv.KAbv.AAbv.AAbv.AAbv.ACont.BAbv.EAbv.EAbv.FAB5DCE4113268BAD234568CE FTNG: A FTNG: A FTNG: A FTNG: A FTNG: A FTNG: B FTNG: A FTNG: A FTNG: A FTNG: A FTNG: A S5.11S5.11TYP.14'-0"24'-3 1/4"2'-4 1/2"9'-4 3/4"2'-2 3/4"2'-7 1/4"7'-3"7'-1 3/8"4'-9 1/8"2'-6 1/2"2'-7 1/4"14'-3 3/8"4'-10 1/8"2'-2"9'-4 5/8"4'-11 3/8"9'-9 1/4"9'-11 1/4"9'-9 1/8"EXISTING SLAB ONGRADE TO REMAINEXISTING SLAB ONGRADE TO REMAINS5.13S5.11WALL TO BEREMOVED?4ft stem wall? FTNG: B 6'-11 1/2"6'-7 3/8"align with ridgealign with wall aboveS5.12DTT2ZDTT2ZDTT2ZDTT2ZDTT2ZDTT2ZS5.24S5.24S5.25S5.25S5.25S5.27S5.27FTNG: EFTNG: D4'-0" SQ.3'-6" SQ.10"10"#5 @ 12" O.C.#5 @ 12" O.C.THICK.FOOTING SCHEDULEFTNG: CFTNG: BFTNG: ADESIG.2'-6" SQ.3'-0" SQ.2'-0" SQ.10"10"10"SIZE#5 @ 14" O.C.#4 @ 11" O.C.REINFORCING, EA. WAY#4 @ 8" O.C.FTNG: F4'-6" SQ.10"#5 @ 12" O.C.FTNG: G5'-0" SQ.10"#5 @ 12" O.C.FTNG: HSEE PLAN10"#5 @ 12" O.C.NOTES1.Floor framing does not account for any gypcrete or concrete topping.2.All framing and detailing is contingent upon existing conditions and structural members. Contact engineer with any discrepancies to assumptions of existing conditions shown on these plans. Additional engineering and detailing may be necessary after demolition has occured.- 51/4 x 7- 51/4 x 51/4- 6 x 6 POST- 8 x 8 POST- 5-2x4GF- 5-2x6- 3-2x4- 4-2x4EDCML- HSS 4 x 4 x 3/8- HSS 5 x 5 x 1/4- HSS 4 x 4 x 1/2- HSS 5 x 5 x 1/2- HSS 7 x 3 x 5/16- HSS 6 x 6 x 5/16PYZVWUCOLUMN LEGEND 1. DENOTES COLUMN BELOW.3. DENOTES CONTINUOUS COLUMN.5. D.T. = DOUBLE TRIMMERS4. K.P. = KING POST6. PROVIDE ENOUGH STUDS TO MATCH WIDTH OF BEAM ABOVE.2. DENOTES COLUMN ABOVE OR TRANSFERED THIS LEVEL.- 31/2 x 51/4- 31/2 x 31/2- 3-2x6- 4-2x6ABWOODPARALLAM, PSLJK- HSS 4 x 4 x 1/4- HSS 31/2 x 31/2 x 1/4STEELST7. ALL COLUMNS SHOWN ARE 2-2x6's UNLESS NOTED AS FOLLOWS:HWall LegendNew non structural walls Non structural walls to be removed Exterior and shear walls Walls to remainCity of Aspen Received 6/12/17Building Department
AB5DCE4113268BAD234568CE1'-3 7/8"ROOF JOIST(See S4)EXISTING
018
EXISTING
019 EXISTING020EXISTING
021
EXISTING
022
EXISTING0234.6EXISTING
024
EXISTING025EXISTING
026
EXISTING
027EXISTING028EXISTING029EXISTING
030
EXISTING
031
EXISTING
032 EXISTING033
EXISTING 2x10
TO REMAIN 9 1/2" LVL@ 16" O.C.BEAM0343 - 16" LVL0353.010.03 - 16" LVL036Opt: 4 - 16" LVL or
W10x19
037 Beam
2 x 12
@ 16" O.C.
EXISTING
TO REMAIN
2 x 4@ 16" O.C.2 x 4@ 16" O.C.EXISTING 2 x 4
2 x 4
S5.143 - 2 x 10039 Beam3 - 2 x 100402 x 6 SHEAR WALL2 x 6 SHEAR WALLSHEAR WALLOpt: W12x22 or3 - 16" LVL041 BeamS5.19S5.19S593 - 2 x 10056OVERFRAMINGOVERFRAMING12:1212:12
6:12T.O.PLYWOOD(V.I.F.)12:1212:121 - 2 x 10
065 R4W4R4W44 - 9 1/4" LVL
067
2 - 9 1/2" LVL
069
1 - 9 1/2" LVL0700.90.81 - 9 1/2" LVL0710.90.8Btwn.DS5.18S5.18S5.15CCQ5-6SDS2.52 - 11 7/8" LVL
079
3 - 7 1/4" LVL
081
5.6
Btwn.A3 - 11 7/8" LVL0780821 - 2 x 6
083 Beam
084 Beam
085
2.2
0864.4087 Beam
0882.2
Btwn.A4 - 9 1/2" LVL
075 Beam
HSS4x4x1/4
104
HSS4x4x1/4
105 S5.2910S5.210S5.211S5.22 - 9 1/2" LVL
106
1-9 1/2 LVL
107Cont.FCont.KCont.ECont.ES1.2SHEET NUMBERCHECKED BYDRAWN BYDATEJOB NUMBER131 W Bleeker St
Aspen, CO 81611HLBREVISIONS 133 Prospector Rd
(970) 300-1003
Aspen, CO 81611
Silver Town Structures06/05/17 16-14NOTES1.Floor framing does not account for any gypcrete or concrete topping.2.All framing and detailing is contingent upon existing conditions and structural members. Contact engineer with any discrepancies to assumptions of existing conditions shown on these plans. Additional engineering and detailing may be necessary after demolition has occured.- 51/4 x 7- 51/4 x 51/4- 6 x 6 POST- 8 x 8 POST- 5-2x4GF- 5-2x6- 3-2x4- 4-2x4EDCML- HSS 4 x 4 x 3/8- HSS 5 x 5 x 1/4- HSS 4 x 4 x 1/2- HSS 5 x 5 x 1/2- HSS 7 x 3 x 5/16- HSS 6 x 6 x 5/16PYZVWUCOLUMN LEGEND 1. DENOTES COLUMN BELOW.3. DENOTES CONTINUOUS COLUMN.5. D.T. = DOUBLE TRIMMERS4. K.P. = KING POST6. PROVIDE ENOUGH STUDS TO MATCH WIDTH OF BEAM ABOVE.2. DENOTES COLUMN ABOVE OR TRANSFERED THIS LEVEL.- 31/2 x 51/4- 31/2 x 31/2- 3-2x6- 4-2x6ABWOODPARALLAM, PSLJK- HSS 4 x 4 x 1/4- HSS 31/2 x 31/2 x 1/4STEELST7. ALL COLUMNS SHOWN ARE 2-2x6's UNLESS NOTED AS FOLLOWS:HWall LegendNew non structural walls Non structural walls to be removed Exterior and shear walls Walls to remainAB5DCE4113268BAD234568CE3 - 7 1/4" LVL015 Beam GA25 1/2" LVL SISTER@ 16" O.C.GA25 1/2" LVL SISTER@ 16" O.C.3 - 2 x 100162.8Btwn.A4 - 7 1/4" LVL017 BeamGA25 1/2" LVL SISTER@ 16" O.C.GA25 1/2" LVL SISTER@ 16" O.C.3 - 2 x 40603 - 2 x 4061 1 - 2 x 4062S5.16S5.162 - 2 x 6063 S5.17S5.17S5.16W8x241003.93.8W8x241014.43.84 - 7 1/4" LVL1024 - 7 1/4" LVL103 Beam 3'-7"8'-5 1/2"4'-0"S5.213S5.213City of Aspen Received 6/12/17Building Department
S1.3SHEET NUMBERCHECKED BYDRAWN BYDATEJOB NUMBER131 W Bleeker St
Aspen, CO 81611HLBREVISIONS 133 Prospector Rd
(970) 300-1003
Aspen, CO 81611
Silver Town Structures06/05/17 16-14SEE PLAN FOR REINFORCING1 1/2" NON-SHRINK GROUT3" CLR.3/16SEE PLANUNDISTURBEDSOIL.BEAR ONW/ 4-3/4" Ø A.B.SEE
PLAN STEEL COLUMNPL 5/8"x10"x10"W/ DBL. NUTSABOVE#4x @ 1'-4" VERT.2-#5 CONT.#4 HORIZ. @ 1'-6" MAX.T.O. FTNG.2-#5 CONT. TOP & BOTT.8" CONC. WALLT.O. WALLSEE PLANSEE PLANSEE PLAN3" CLR.
10"
3'-6" MIN.6" MIN.T.O.PLY(SEE PLAN)FLOOR JOISTS(SEE PLAN)2x4 EXISTINGTREATED PLATE W/1/2”ø x 12”A.B. @ 48" O.C.4x4 EACHSTUD PAIR2x6SISTER1/2” PLYWOOD SHEATHINGCONTINUOUS FOR 2’-0”ABOVE THE 2x4 PLATENAILING PER GENERAL NOTES112131.75 x 11.875 LVL LEDGERUSE: (2) - LL358@ EACH EXISTING STUDSHORING BEAM(SEE PLAN)WOOD PACKOUT TONEW FOOTINGMATCH BEAM WIDTHCONCRETE SPREAD FOOTING(SEE FOUNDATION PLAN)NEW FOUNDATION WALL AND FOOTING (SEE DETAIL 5/S5.2)EXISTING WALL FRAMINGWOOD BELOW GRADE TO BE REMOVEDNEW FOUNDATION WALL AND FOOTING (SEE DETAIL 5/S5.2)EXISTING CONCRETE SLABSHORING BEAM(SEE PLAN)1.75 x 11.875 LVL LEDGERUSE: (2) - LL358@ EACH EXISTING STUDEXISTING WALL FRAMING2x4 @16” O.C.SHORING WALLEXISTING WALL FRAMINGNEW FOUNDATION WALL AND FOOTING (SEE DETAIL 5/S5.2)4568”Ø CAST IN PLACE PENETRATIONS ALLOWEDBETWEEN REINFORCING BARS. OPENINGS MUST BEAT LEAST 8” AWAY FROM TOP OF WALL AND ANYWALL DISCONTINUITIES. DO NOT PLACE BELOW ANYCOLUMNS IDENTIFIED IN THE MAIN LEVEL FRAMINGPLAN. 16” O.C. MINIMUM.WOOD PACKOUTFROM RIDGE(SEE PLAN)EXISTING CHIMNEYHSS3x3x1/4 ONEFACE FLUSH WITHCHANNEL ABOVECHIMNEY SUPPORT STEEL(SEE PLAN)NEW FOUNDATION WALL AND FOOTING (SEE DETAIL 5/S5.2)#4 DOWELS x 30” @ 24” O.C.(6” EMBEDMENT)EXISTING STONEFOUNDATIONDO NOT DISTURBSOILS BELOW THEEXISTING WALLS72x WALLT.O. SLABSEE PLAN10 SEE PLAN4" CONC. SLABSEE PLAN3"
CLR.SEE PLANT.O. FTNG.1/2"Ø EXP. BOLTS@ 32" O.C.AB5DCE4113268BAD234568CEOpt: 6 x 10 or3 - 2 x 100930.91.01 - 11 7/8" LVL
NOTE 2094 1 - 11 7/8" LVL
092 Beam
1 - 11 7/8" LVL
0951 - 11 7/8" LVL
NOTE 2
096
Opt: 6 x 10 or3 - 2 x 100971.03 - 2 x 100980.81.4S5.233'-0" V.I.F.6 x 10099S5.21S5.22S5.25S5.24CRAWLSPACE ELEV94'-0" V.I.F.S1.33SIM.FTNG A6'-4 3/8"8 3/8"8'-9 5/8"
3"5"2x4 SHORINGWALL8"
CONCRETE
1'-4"
FTNG
EXISTING 2x4 WALLT.O.SLAB100'-0" V.I.F.NOTE 1 TYP.EXISTING FOUNDATION TO REMAINNOTES1.Support with 6x cribbing on existing exterior soils.2.Provide 1 3/4 x 11 7/8” LVL Ledger. Use (2) LL358 screws at each existing wall stud. Maximum support span 16’-0”.City of Aspen Received 6/12/17Building Department
SHEET NUMBERCHECKED BYDRAWN BYDATEJOB NUMBER131 W Bleeker St
Aspen, CO 81611HLBREVISIONS 133 Prospector Rd
(970) 300-1003
Aspen, CO 81611
Silver Town Structures06/05/17 16-14SEE PLANT.O. FTNG.SEE PLAN FORREINFORCING.3" CLR.SEE PLANPOST BASESEE PLANCOLUMNWOODSIMPSON CBXXPLAN
SEE 118 N 1st STRUCTURAL GENERAL NOTES & SPECIFICATIONSSTRUCTURAL WOOD FRAMING:A. DIMENSIONAL LUMBERAll wood members shall be as described in the 2001 edition of the "National design Specifications for WoodConstruction" by the National Forest Products Association and the WWPAW.1. Unless otherwise noted on the drawings, wood framing members shall be Douglas Fir/Larch, Grade #2 orbetter. Redwood members shall be construction grade.2. Sizes shown are nominal, except when noted as RC (Rough Cut) they are full dimensions.3. All wood members attached to concrete or masonry shall be redwood or pressure treated lumber.4. Block all joists and rafters per the I.R.C.B. FASTENERS AND CONNECTORSAlternate fasteners and connectors to those listed below, which have I.C.B.O. approval, may be used withapproval by the Engineer.1. Connectors shown on the plans are manufactured by the Simpson Strong-Tie Company, Inc. Connectorsby other manufactures shall be deemed as equivalent if their rated capacity is equal to or greater than thatof the connector specified. Follow manufacturer's recommendations for installation of connectors.2. All timber nailing and connections shall conform to the IRC and AITC.3. Bolts for wood member connections shall be 3/4" diameter, ASTM A307 with a minimum 1 1/2" washerat each end (unless noted otherwise).4. Self-drilling fasteners for the attachment to structural steel shall be "Teks" fasteners as manufacturedby Buildex.C. PLYWOOD SHEATHINGPlywood sheathing for roofs, floors and exterior shear walls shall be APA Grade-Trademarked C-D, Exposure1, unless otherwise noted.1. Roof Diaphragms (240 plf) shall be 5/8", APA rated sheathing, 40/20 place with 8'-0" dimensionperpendicular to the joist, rafter or truss span. End joists shall be staggered. Attach plywood at edgeswith 8d nails at 6" O.C. and at intermediate supports with 8d nails at 12" O.C.2. Floor Diaphragms (250 plf) shall be 3/4", APA rated Sturdi-I-Floor, 24 O.C. place with 8'-0" dimensionperpendicular to the joist span. End joints shall be staggered. Attach plywood with APA glue and at edgesnail with 8d nails at 6" O.C. and at intermediate supports with 8d nails at 10" O.C. Sheathing shall beT&G.3. Shear Wall Diaphragms (180 plf, 380 plf wind) shall be 1/2", APA rated sheathing, 24/0 with 8"-0"dimension vertical. End joints shall be staggered. Studs shall be 16" O.C. Attach plywood at edges with10d nails at 4" O.C. and at intermediate supports with 8d nails at 6" O.C. Sheath all exterior walls fullheight with 1/2" plywood. At all corners, min. 4'-0" each direction, block plywood edges and nail as notedabove.D. GLUE LAMINATED BEAMS Laminated member shall be designed and fabricated in accordance with "TheStandard Specifications for the Design and Fabrication of Structural Glue Laminated Lumber" published by theAITC and the appropriate Lumber Producers' Association.1. Use exterior glue for all exposed laminated members.2. All members exposed to weather shall receive one coat of end sealer at trimmed ends. Seal allexposed surfaces with sealer coat as soon as practical after erection.3. Appearance grade shall be in accordance with the architectural drawings.4. If beam is cantilevered and the cantilever is greater than one-third of the back span, install beam"TOP" down.5. Allowable unit stresses for dry conditions of use required shall be as follows: Members stressed principally in bending such as beams & girders (AITC 24F-V4) unless otherwisenoted on drawings. Fb=2400 psi Fv=165 psi Fc(perp)=650 psi E=1.8E6 psi Members stressed principally in compression or tension such as columns & truss members (AITC24F-V8) Unless otherwise noted on drawings. Fc(parallel)=1650 psi E=1.6E6 psiE. MICRO-LAM BEAMSMicro-laminated members shall be designed and fabricated in accordance with the "National Research Board"and the "National Design Specifications for Wood".1. Allowable unit stresses for dry conditions of use required shall be as follows: Fb=2600 psi Fv=285 psi Fc(perp)= 750 psi E=1.8E6 psi2. Install micro-laminated members in accordance with the manufacturer's recommendation.3. Holes, cuts, or notches not previously approved by the engineer or the manufacturer shall not be made.4. Micro-laminated lumber is marked on the drawings as "ML" and shall be 1 3/4" wide, unless notedotherwise. F. FABRICATED WOOD JOISTS (I-Series)I-series fabricated joists with structural wood flanges and plywood webs called for on the drawings (TJI/210,TJI/360, TJI/560) are as manufactured by the Trus-Joist Corp.. Joists by other manufacturers may be usedif the depth and deflection is equal to or less than that of the joist specified for the particular span andspacing and when authorized by the Architect/Engineer.1. Fabricated wood joists shall be in accordance with the manufacturer's recommendations.2. Supply all plates, blocking, bridging, bracing, stiffeners and other related items as recommended by themanufacturer.GENERAL:1. Any changes to the contract drawings shall be submitted to the structural engineer for approval.2. All dimensions and details on structural drawings shall be verified against the architectural drawings and any discrepancies shall be brought to the attention of the architect prior to fabrication or construction. Details on the structural drawings are typical. DO NOT SCALE DRAWINGS.3. All openings through the structural system shall be approved by the Engineer.4. Contractor shall provide all necessary temporary bracing, shoring, guying or other means to prevent excessive stresses and to hold the structural elements in place during construction.5. The contract structural drawings and specifications represent the finished structure. They do not indicate the method of construction. The contractor shall provide all measures necessary to protect the structure during construction. Such measures shall include, but are not limited to bracing, shoring for loads due to construction equipment and protection of existing structures. Observation visits to the site by the structural engineer shall not include inspection of the above items nor will the structural engineer be responsible for the contractor's means, methods, techniques, sequences for procedure of construction, or the safety precautions and programs incident there to.6. Options are for the convenience of the contractor. He shall be responsible for all changes necessary if he chooses an option and shall coordinate all details. The cost of additional engineering work necessitated by selection of an option shall be borne by the contractor.7. Any engineering design provided by others and submitted for review shall bear the seal and signature of an engineer registered in Colorado.8. Dimensions on the structural drawings are exact with the exception of masonry and sawn lumber dimensions which are nominal. Verify all dimensions with the architectural drawings.9. Where required construction details are not shown or noted on these plans the contractor shall notify the engineer and the engineer shall provide sufficient details for the work to proceed.10. Construction materials shall be spread out if placed on framed construction. Load shall not exceed the design live load per square foot. 11. Shop drawings shall be submitted to the architect for all structural items. The Engineers review is intended only as an aid to the contractor for obtaining correct shop drawings. Responsibility for correctness shall rest with the contractor. The contractor shall review all shop drawings prior to submittal. Items not in accordance with the contract documents shall be flagged upon his review. The shop drawings do not replace the original contract drawings. It is the contractors responsibility to make sure items are constructed to the original drawings. The adequacy of engineering designs and layout performed by others rests with the designing or submitting authority.A. DESIGN LIVE LOADS 1. Basic Roof Snow 75 PSF 4. Garage 40 PSF 2. Residential Floors 40 PSF 5. Wind 115 mph, Exposure B 3. Decks 75 PSF 6. Seismic Zone CB. DESIGN CODES International Residential Code, (IRC), 2015 with the International Building Code, (IBC), 2015 for Special Inspection American Concrete Institute Building Code (ACI 318-11) American Institute of Steel Construction, Manual of Steel Construction (AISC 9th Edition) American Institute of Timber Construction, Timber Construction Manual (AITC 5th Edition) National Design Specifications for Wood Construction (NDS2012)DESIGN DATA:CONCRETE: A. CONCRETE REQUIREMENTS Concrete has been designed and shall be constructed in accordance with the latest editions of theAmerican Concrete Institute Building Code, ACI 318 and Specifications for Structural Concrete for Buildings, ACI301. Provide hot or cold weather protection per ACI 305 & 306.1. Concrete shall have a minimum compressive strength at 28 days of:Walls & footings 3000 psi Slabs 3000 psi2. Provide Type II cement throughout with 4% air entrainment.3. Mechanically vibrate concrete.4. No admixtures shall be used without approval by the engineer.5. Addition of water to the batch material for insufficient slump is not permitted.6. Do not place pipes, ducts or chases in the structural concrete without the approval of the engineer.7. Thoroughly clean all case and construction joints prior to placing concrete in adjacent pour.8. Concrete shall not be in contact with aluminum.B. REINFORCINGDetailing, fabrication, and erection of reinforcing steel bars shall comply with the ACI Manual of StandardPractice for Detailing Reinforced Concrete Structures ACI 315.1. Reinforcing bars shall be ASTM A615-Grade 60.2. Welded wire fabric shall conform to ASTM A185. Furnish in flat sheets only.3. Concrete protection for reinforcement: Cast against and permanently exposed to earth ....... 3 in. Exposed to earth or weather............. #6-#18 bar........ 2 in. #3-#5 bar......1 1/2 in. Not exposed to earth or weather...... slabs & walls.....3/4 in. beams & cols....1 1/2 in. 4. Reinforcing lap splices shall be a minimum of 36 bar diameters unless noted otherwise. Lap wire fabricreinforcement one full mesh plus 2" at sides and ends and wire together. 5. Splices in horizontal beams and walls shall occur at midspan for top bars and over supports for bottombars.6. Discontinue one-half of horizontal steel across construction/control joints.7. Provide corner bars of equal size and spacing around all corners.8. Provide 2-#5 bars with a minimum of 2'-0" projection beyond the sides of all openings in walls, beamsand slabs. Provide 1-#5 x 4'-0" diagonally at all re-entrant corners of slabs.9. Provide accessories necessary to properly support reinforcing at the positions shown on the plans. 10. Reinforcing spacings are maximum on center and all reinforcing is continuous, unless noted otherwise.C. SLABS1. Provide control joints at 12'-0" max. spacing or as shown on the plans.2. Provide minimum 4" compacted gravel under floor slab on grade. The material shall consist of minus2-inch aggregate w/ less than 50% passing the No. 4 sieve and less than 2% passing the No. 200 sieve.FOUNDATION:B. EXCAVATION1. Contractor shall provide all necessary sheeting, shoring and bracing where required to properly and safelycomplete the work.2. Avoid excessive wetting or drying of the foundation excavation during construction. Keep excavationsreasonably free of water at all time and completely free of water during placement of concrete. C. BEARING REQUIREMENTS1. Footings shall bear on natural undisturbed soil below the frost depth required by the applicable buildingcode. Any discrepancies with the footing elevations shown on the plans shall be brought to the attention ofthe engineer.2. Building shall be founded on continuous concrete spread footings placed on undisturbed natural soil. D. GENERAL REQUIREMENTS1. Center foundations under columns and walls unless noted otherwise.2. Provide foundation ventilation in crawl space areas as required by the I.R.C. .3. Backfill on walls with fill on both sides shall be compacted in equal lifts each side of wall. Walls backfilledon one side only shall have all supporting slabs, permanent framing or temporary bracing in place prior toplacement of the backfill (unless noted otherwise on plans).A. GENERAL The foundation design was based on soils investigation by Hepworth-Pawlak Geotechncial, Inc. JobNo. 16-7-622, dated December 9, 2016. Maximum allowable bearing pressure - 2,000 psf Minimum required dead load pressure - N/A Lateral soil pressure - Active N/A pcf - Passive N/A pcfREMOVE TOPSOILS ASREQUIRED IN SOILSREPORT. BEAR ONUNDISTURBED GRAVEL.1234CEILING(SEE PLAN)T.O.BEAM(SEE PLAN)T.O.BEAM(SEE PLAN)T.O.PLY(EXISTING)T.O.PLY(EXISTING)T.O.WALL(EXISTING)EXISTING STONE FOUNDATION WALLVERIFY EXISTING ANCHOR BOLTDIAMETER, LAYOUT AND LENGTHEXISTING WALL, PLATE AND RIM BOARD TO REMAINNEW FLOOR JOIST(SEE PLAN)EXISTING ROOF FRAMINGNEW WOOD BEAM(SEE PLAN)2x WALL FRAMING(SEE PLAN)EXISTING CEILING(SEE PLAN)FLOOR JOIST(SEE PLAN)EXISTING ROOF FRAMINGNEW WOOD BEAM(SEE PLAN)EXISTING FLOOR(SEE PLAN)SIMPSON HOLDOWNAT CORNERS(SEE PLAN)FURR OUT WALL TO 2x64x4 @ 4’-0” O.C.CONSTRUCTION SHORINGT.O.PLY(SEE PLAN)PLYWOOD SHEATHING(SEE GENERAL NOTES)5FLOOR JOIST(SEE PLAN)NEW WOOD SUPPORT BEAM. CANTILEVER OVER SUPPORT AND TERMINATE AT THE EXISTING FOUNDATION WALL(SEE PLAN)T.O.PLY(SEE PLAN)NEW CONCRETE FOOTING(SEE DETAIL 1/S5.1)REMOVE ANY DEBRIS FROMCRAWLSPACE AND BEAR ONUNDISTURBED NATURAL SOILS.PLYWOODADD BLOCKING ABOVE TOP PLATEEXISTING 2x WALL FRAMINGADD A SISTER STUD WHERE THE RAFTERDOES NOT ALIGN WITH THE WALL STUD.EXISTING ROOFFRAMINGLVL SISTER(SEE PLAN)PROVIDE A SEAT CUT TO MATCH THE HANGER DEPTH67Simpson GA2. USE: SD#9 x 1 1/2” SCREWSCUT EXISTING RAFTERFOR NEW RIDGE BEAMRIDGE BEAM(SEE PLAN)T.O.PLY(EXISTING)8BEVELED TOP PLATEWOOD RIDGE(SEE PLAN)EXISTING2x FRAMING @ 24” O.C.T.O.PLY BEYOND(SEE PLAN)T.O.PLATEEXISTINGNEW WOOD BEAM(SEE PLAN)STUD PACKOUT(SEE PLAN)FLUSH WITHCEILING BEYONDT.O.BEAM(SEE PLAN)CONTRACTOR VERIFY9SIMPSON TS12 @ 4’-0” O.C.CONTINUOUS BEVELED BEARINGAPA RATED SHEATHING(SEE GENERAL NOTES)1/2” ø ANCHOR BOLTS@ 48” O.C.S5.1City of Aspen Received 6/12/17Building Department
SHEET NUMBERCHECKED BYDRAWN BYDATEJOB NUMBER131 W Bleeker St
Aspen, CO 81611HLBREVISIONS 133 Prospector Rd
(970) 300-1003
Aspen, CO 81611
Silver Town Structures06/05/17 16-14SEE PLANSTEEL COLUMN,1/41/4STEEL BEAM,SEE PLAN(PLATE MAY BE WELDED TOBEAM IN LIEU OF BOLTS)PLATE: 1/2" W/ 2-3/4"Ø BOLTS.SIDE, MATCH BEAM WEBSTIFFENER PLATE EACHTHICKNESS(ALTERNATE PACKOUTS SHOWNPACKOUT TO BE CONT. SOLID8d @ 4" O.C., STAGGER5/8" ØSAWN OR BUILT-UP WOODEACH SIDE OF BEAM)THRU-BOLTS@ 2'-6" O.C.1 3/4" MAX.1 1/4"EDGE OF FLANGEALIGN WOOD W/4 1/2"1 1/2"FLANGETHICKNESSFASTENER9/64"Ø P.A.F.@ 4" O.C. STAGGEREDUP TO 5/16"GREATER THAN5/16"1/2" Ø BOLTS@ 2'-6" O.C. STAGGEREDPACKOUT NOTREQUIRED AT SIMILARCONDITIONSEE PLAN FOR REINFORCING1 1/2" NON-SHRINK GROUT3" CLR.3/16SEE PLANUNDISTURBEDSOIL.BEAR ONW/ 4-3/4" Ø A.B.SEE
PLAN STEEL COLUMNPL 5/8"x10"x10"W/ DBL. NUTSABOVE#4x @ 1'-4" VERT.2-#5 CONT.#4 HORIZ. @ 1'-6" MAX.T.O. FTNG.2-#5 CONT. TOP & BOTT.8" CONC. WALLT.O. WALLSEE PLANSEE PLANSEE PLAN3" CLR.
10"
3'-6" MIN.6" MIN.T.O.PLY(SEE PLAN)FLOOR JOISTS(SEE PLAN)2x4 EXISTINGTREATED PLATE W/1/2”ø x 12”A.B. @ 48" O.C.4x4 EACHSTUD PAIR2x6SISTER1/2” PLYWOOD SHEATHINGCONTINUOUS FOR 2’-0”ABOVE THE 2x4 PLATENAILING PER GENERAL NOTESPL 1/2" x 6 BEARINGTO MATCH BEAM WIDTH.PLATE MAY BE WIDENED TO ACCEPT COLUMNBOLTING EARS ARE ROTATED90˚ AT SIMILAR CONDITIONCOL WIDTH + 1/8"112131.75 x 11.875 LVL LEDGERUSE: (2) - LL358@ EACH EXISTING STUDSHORING BEAM(SEE PLAN)WOOD PACKOUT TONEW FOOTINGMATCH BEAM WIDTHCONCRETE SPREAD FOOTING(SEE FOUNDATION PLAN)NEW FOUNDATION WALL AND FOOTING (SEE DETAIL 5/S5.2)EXISTING WALL FRAMINGWOOD BELOW GRADE TO BE REMOVEDNEW FOUNDATION WALL AND FOOTING (SEE DETAIL 5/S5.2)EXISTING CONCRETE SLABSHORING BEAM(SEE PLAN)1.75 x 11.875 LVL LEDGERUSE: (2) - LL358@ EACH EXISTING STUDEXISTING WALL FRAMING2x4 @16” O.C.SHORING WALLEXISTING WALL FRAMINGNEW FOUNDATION WALL AND FOOTING (SEE DETAIL 5/S5.2)4ADD A35 AT EACHEXISTING RAFTER TONEW TOP PLATENEW SHEAR WALLPLYWOOD PERGENERAL NOTESADD SOLID BLOCKINGEVERY BAY15NEW SHEAR WALLPLYWOOD PERGENERAL NOTESPERPENDICULAR FLOOR JOISTPARALLEL FLOOR JOISTADD SOLID BLOCKING@ 24" O.C.ADD A35 AT EACHBLOCK TO NEW TOPPLATEBOTTOM OF WALLADD SOLID BLOCKINGEVERY BAY(4) - 10d NAILS EACH SIDE10d NAILS @ 4" O.C. INTO WOOD NAILER OR BLOCKING BELOWEXISTING FLOOR JOISTS568”Ø CAST IN PLACE PENETRATIONS ALLOWEDBETWEEN REINFORCING BARS. OPENINGS MUST BEAT LEAST 8” AWAY FROM TOP OF WALL AND ANYWALL DISCONTINUITIES. DO NOT PLACE BELOW ANYCOLUMNS IDENTIFIED IN THE MAIN LEVEL FRAMINGPLAN. 16” O.C. MINIMUM.4'-0" WIDE1/41/4TREATED PLATE W/3/8”ø EPOXY ANCHOR @ 24” O.C.3” EMBEDMENTTWO PLATES ON THIS SIDE. ONE PLATE ON ALL OTHER SIDES OF CHIMNEY1/2” PLYWOOD SHEATHING(SEE GENERAL NOTES)APPLY 4’-0” WIDE UP TO EXISTING PLYWOOD910T.O.STEEL(SEE PLAN)T.O.STEEL(SEE PLAN)HSS4x4x1/4 PUSH UP TO EXISTING PLYWOODMC6x15.3 W/ (2) - 3/4”ø STUDS WELDED TO TUBE STEELWOOD PACKOUTFROM RIDGE(SEE PLAN)EXISTING CHIMNEYEXISTING SPRING POINTHSS3x3x1/4 ONEFACE FLUSH WITHCHANNEL ABOVE12121112RIDGE BEAM(SEE PLAN)CHIMNEY SUPPORT STEEL(SEE PLAN)PL 1/4 x 9” W/ (4) - 1/2”ø THRU- BOLTS2x NAILER W/ 9/64 Ø P.A.F.@ 24” O.C.126.11211.5OPTION: 1/4" FILLET WELDTOP AND BOTTOMT.O.STEEL(SEE PLAN)T.O.RIDGE(SEE PLAN)2x4 BLOCKING TIGHT TO STEEL AND FOR TWO BAYS EACH SIDE.REPEAT AT 4’-0” O.C AND OVER WALLSPL 1/4” x 7 x 7 ON EACH SIDE W/(2) - 3/4” BOLTSNEW WOOD RIDGE(SEE PLAN)FULLPENFULLPENWIDE FLANGE WITH FULL WOOD PACKOUT(SEE DETAIL 12/S5.2)EXISTING 2x4 RAFTER4"4"1 1/2"13144 5/8"NEW FOUNDATION WALL AND FOOTING (SEE DETAIL 5/S5.2)#4 DOWELS x 30” @ 24” O.C.(6” EMBEDMENT)EXISTING STONEFOUNDATIONDO NOT DISTURBSOILS BELOW THEEXISTING WALLSPL STIFFENER EACH SIDEMATCH WEB THICKNESS72x WALLT.O. SLABSEE PLAN10 SEE PLAN4" CONC. SLABSEE PLAN3"
CLR.SEE PLANT.O. FTNG.1/2"Ø EXP. BOLTS@ 32" O.C.S5.2City of Aspen Received 6/12/17Building Department