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Home My WebLink AboutFile Documents.395 Thunderbowl Ln.0153.2017 (6).ARBK0153-2017-ARBK_BuildingComments_2 Page:16 File Name: ARCHITECTURAL.395 THUNDERBOWL.2018.01.16.pdf Subject:PlanCheck Author:nickt Color: Remove the PV Solar Array note on A-3.5. ARCHITECTURAL.395 THUNDERBOWL.2018.01.16.pdf (3) Page:43 File Name: ARCHITECTURAL.395 THUNDERBOWL.2018.01.16.pdf Subject:PlanCheck Author:nickt Color: Your details, including the window and door details, are not coordinated with your new exterior wall assemblies showing the continuous exterior insulation. Coordinate as necessary. Page:45 File Name: ARCHITECTURAL.395 THUNDERBOWL.2018.01.16.pdf Subject:PlanCheck Author:nickt Color: Isokern hearth extension must extend 33" from the fireplace opening per the installation instructions. Revise A-7.10. and other drawings as necessary. Page:8 File Name: Special Inspection Form 395 Thunderbowl 1-8-18.pdf Subject:PlanCheck Author:nickt Color: Fabricator signature required on special inspection agreement before I will sign off. Special Inspection Form 395 Thunderbowl 1-8-18.pdf (1) Page:[1] 17.009C - Lot 7 Thunderbowl - DETAILS-S0.01 File Name: STRUCTURAL.395 THUNDERBOWL.2018.01.16.pdf Subject:PlanCheck Author:nickt Color: Revise foundation wall design to resist the updated lateral earth pressures as described by the HP Kumar letter dated 10/2/17. You have foundation walls that are over 23' tall, requiring the design to resist greater than 450 psf of pressure. STRUCTURAL.395 THUNDERBOWL.2018.01.16.pdf (1) 125'-0" 125'-0" 125'-0" 113'-5" 125'-0"125'-0" OR 8270'-0" 3 1A-6.5 1A-6.5 125'-01/2" 121'-81/2" O 127'-03/4" OR 8272'-03/4" 131'-7" 127'-1" L CONT. SNOW STOP S SCUPPER SCUPPER SCUPPER SCUPPER SCUPPER TO. PLY TO. PLY TO. PLY TO. PLY TO. PLY 1:12 SLOPE :12 SLOPETO. PLYTO. PLY 4:12 SLOPEPV SOLAR ARRAY GREEN ROOF TO. PLY GREEN ROOF GREEN ROOFBALLAST STANDINGSEAM METAL GRAVEL GRAVELGRAVELSTEELCHIMNEYCAP OWD)OWD)(SHOWN DASHED) LINE OF WALL BELOW (SHOWN DASHED)LINE OF WALL BELOW(SHOWN DASHED)5 1 1 1 1 1 1 1 TO. CHIMNEY BLDGFOOTPRINTBLDGFOOTPRINTBLDGFOOTPRINTBLDG FOOTPRINTRINTBLDG FOOTPRINT Remove the PV SolarArray note on A-3.5. SEALANT 7 3" = 1'-0" WINDOW HEAD @ STONE GL Your details, including the window and door details, arenot coordinated with your new exterior wall assembliesshowing the continuous exterior insulation. Coordinate asnecessary. DRAWING LOT 7 THUNDERBOWLSHEET N DRAWN BY:PROJECT No: 1605RH PERMIT SETDRB SET ASPEN STAMPS PERMIT RESUBMITTAL 1 A-7. FIREPLACE (ISOKEENLARGED PLAN SECTION SHEET N 181/4"1'-8"11/2" 1'-8" 3"1'-6"1 1 ½" = 1'-0"ARGED PLAN - ISOKERN FIREPLACE 1'-0"ENLARGED SECTION - ISOKERN FIREPLACE ISOKERN FIREPLACE ISOKERN FIREPLACE 1-1/4" FIRE BRICK 1-1/4" FIRE BRICK 4" CONCRETE STONE 1/2" PLYWOOD ISOKERN FIREPLACE 1-1/4" FIRE BRICK WALL FRAMING STONE PLYWOOD STONE HEARTH EXTENSION HEARTH EXTENSION 2X WALL FRAMING CMU4" CONCRETE 1 1/NDDDDDDDDUUUIsokern hearthextension must extend33" from the fireplaceopening per theinstallationinstructions. ReviseA-7.10. and otherdrawings asnecessary. 7KXQGHUERZO /DQH$VSHQ&2 $5%. $SSURYHG 2ZQHU V 5HSUHVHQWDWLYH 7%' 7%' 1/16/18 Fabricator signaturerequired on specialinspection agreementbefore I will sign off. REINFORCED CONCRETE1. All concrete design is based on the "Building Code Requirements for Reinforced Concrete", ACI 318, latest edition, associatedCommentary (ACI 318R), and IRC/IBC Requirements.2. All structural concrete shall be in accordance with ASTM C39. Minimum compressive strengths noted are required at 28 days,typical unless noted otherwise.2.1. For structural concrete in buildings of occupancy categories R-2 & R-3: Minimum compressive strength = 3000 psi.Exterior & garage slab minimum compressive strength = 3,500 psi & air entrained 5-7%.2.2. Structural concrete for all other structures: Minimum compressive strength = 3,500 psi & maximum w/cm ratio of 0.50.Exposed to freeze-thaw cycles minimum compressive strength = 4500 psi & maximum w/cm ratio of 0.45.Exposed to deicing chemicals = 5000 psi & maximum w/cm ratio of 0.40.2.3. Stained or polished floor slabs: Minimum compressive strength = 4000 psi with low pozzolanic material ratios.3. All concrete shall be consolidated using mechanical vibrators.4. All concrete work shall conform to the requirements of the IBC and ACI Standard 318, latest edition, of the American ConcreteInstitute (ACI), unless shown or noted otherwise on these drawings.5. Aggregate shall conform to ASTM C33.6. Cement shall be ASTM C150, Type I or Type II modified.7. Concrete shall be placed in accordance with ASTM C94 and ACI Standard 304.8. All embedded items shall be placed accurately and secured prior to beginning concrete placement.9. Construction joints shall be located so as not to impair the strength of the structure. Construction joints shall comply with ACI 318,unless noted otherwise.10. Concrete mix designs shall be submitted to the Architect & S.E.O.R. for approval prior to placement of any concrete.11. Reinforcement and embedded items shall be free of excessive scale, rust, dirt, grease, & all or any other substance that willimpair bond with concrete. STRUCTURAL GENERAL NOTES GENERAL1.All construction shall conform to the 2015 editions of the International Residential Code (IRC) & International Building Code(IBC), and the City of Aspen amendments.2. Details not specifically shown on these drawings shall be similar to details for like construction as shown on these drawings.3. The Contractor shall verify all dimensions and conditions at the job site, and shall report any discrepancies to the Architect andStructural Engineer of Record (S.E.O.R.) before proceeding with work.4. Refer to Architectural drawings for dimensions and other information not specifically shown on Structural Drawings. Dimensionsshown are approximate and are provided as an aid in interpreting the drawings and must be verified with the Architecturaldrawings. In the event of conflict, dimensions shown on the Architectural drawings shall govern. Notify the S.E.O.R. of anydiscrepancies prior to constructing the impacted portions of the work. Scaled dimensions shall not be used.5. No structural members shall be cut, notched or otherwise penetrated unless specifically approved by the S.E.O.R. in advance oras shown on these drawings.6. Provide openings, curbs, framing, supports and attachments for items as indicated on Architectural, Mechanical, Electrical orother drawings included in the Construction Documents.7. Where these General Notes and typical details are in conflict with the Specifications, these Notes and Details shall govern. REINFORCING STEEL1. All detailing, fabrication, and placement of reinforcing steel shall be in accordance with the ACI Manual of Concrete Practice.2. Except where otherwise noted on the Drawings, reinforcing bars shall conform to ASTM Specification A615 and shall be Grade60. Ties and field-bent bars as noted on plan shall be Grade 40. All reinforcing bars to be welded shall conform to ASTMA706.3. Welded wire fabric reinforcement shall conform to ASTM A185 and shall be sheet-type; roll-type is not acceptable.4. Coverage for reinforcing bars shall be in accordance with the requirements of the IBC, the ACI Standard 318 and in the Tablebelow, unless shown otherwise on the Drawings.5. Lap splices for reinforcing bars shall be 57 bar diameters (24" minimum) for concrete reinforcement and 72 bar diameters (36"minimum) for masonry reinforcement unless shown otherwise on the Drawings. Wire bars together at laps or splices. Staggerlaps in adjacent horizontal bars a minimum of the required splice length. Hooks shall be ACI standard hooks unless shownotherwise. Welded wire fabric shall be spliced by lapping a minimum of 12 inches, or (2) cross wires, whichever is greater. MANUFACTURED WOOD PRODUCTS1. Manufactured wood I-joists shall be installed in accordance with the manufacturer's recommended details for blocking, bracing,bearing and connections. See plan for size, depth and product designations. Any alternate products shall be submitted to theengineer for written approval prior to construction.2. Laminated Veneer Lumber (LVL) beam & column plies shall be 134" in width with number of plies and depths as noted on plan.LVL shall have the following minimum working stresses: Fc pll=2,510 psi, Fb=2,600 psi, Fv=285 psi, E=2,000,000 psi.3. Laminated Strand Lumber (LSL), beams (134" min) and rimboard (114" min) shall be as noted on plan, with the following minimumworking stresses: Fc pll=1,400 psi, Fb=1,700 psi, Fv=400 psi, E=1,300,000 psi.4. Versa-Stud (112" min) shall be noted on plan, with the following minimum working stresses: Fc pll=3,000 psi, Fb=2,400 psi,E=1,700,000 psi.5. Parallel Strand Lumber (PSL) beams shall be as noted on plan with the following minimum working stresses: Fb=2,900 psi,Fv=290 psi, E=2,000,000 psi.6. Parallel Strand Lumber (PSL) columns shall be as noted on plan with the following minimum working stresses: Fc pll=2,500 psi,Fb=2,400 psi, Fv=190 psi, E=1,800,000 psi.7. Glulam (GL) beams shall be as noted on plan with the following minimum working stresses: 24F-V4, Fb(tension zone)=2,400 psi,Fv=240 psi, E=1,800,000 psi. All mult-span beams, including cantilever conditions, shall be 24F-V8 unless noted otherwise in thedrawings.8. Manufactured wood products as noted above shall be installed per manufacturer's specifications.9. Manufactured wood products in contact with concrete or masonry foundation or exposed to exterior conditions shall be treated permanufacturer's specifications.10. Wood manufactured products other than those noted, which have I.C.B.O. approval, may be used with approval by the engineerof record. Substitutions made by the Owner or Contractor shall include all connection hardware as required for sizes used, andshall have equivalent load ratings as those called for on the Drawings. BRACED WALL PANELS1. All bearing walls, including unlabeled, hatched BWP's, shall be continuousPanels, accordingly.2. Typical Exterior Panels shall be 716" APA rated OSB or plywood attached nails (138" stud penetration) @ 6"o.c. at panel edges & 12"o.c. at intermed3. Typical Interior Panels shall be 58" gypsum board, both sides of wall, attacmin 38" head (or No. 6 114" Type S or W screws), spaced at 4"o.c. at all su@ 24"o.c. max @ panels. Block all panel edges.4. All hatched BWP's are critical to the current lateral force resisting system 5. Special BWP's, holdown straps & anchors, as required, are denoted per pshown on these drawings. WOOD AND TIMBER FRAMING1. All wood and heavy timber construction shall conform to the American Institute of Timber Construction (AITC) and National DesignSpecification (NDS) Standards, latest edition.2. Structural framing lumber shall be at a minimum, as noted below, unless noted otherwise, and shall have a maximum moisturecontent of 19% at time of delivery. 3. Provide solid blocking at supports between joists and rafters. Within floor joist spaces beneath solid or built-up posts, provide solidblocking with area same as post above.4. All plywood shown on these drawings shall be minimum C-D grade with exterior glue in accordance with DOC PS 1 and complywith IBC section 2304.5. Sill plates shall be of naturally durable wood, or Zinc Borate treated LSL or Douglas Fir-Larch per IBC Section 2304.12 with Fcperp = 625 psi, minimum and shall be protected for dry use.6. All wood framing shall be preservative pressure treated when in contact with concrete or masonry foundation or exposed toexterior conditions. All fasteners used to connect pressure-treated wood shall be hot-dipped galvanized (HDG) or stainless steel.7. Except as noted otherwise, provide minimum nailing as specified in IBC Table 2304.10.1. Structural nailing shall be with commonnails, unless otherwise noted on the Drawings. Nails exposed to weather shall be galvanized. Nails used to connect preservativetreated wood shall be hot dipped galvanized (HDG) or stainless steel.8. Metal timber connectors shall be Simpson Strong-Tie or equivalent. Hardware specified is for specific member size &manufacturer as show on the structural drawings. Hanger slope, skew & top flange shall be designated by the contractor asrequired. Simpson connectors for preservative treated wood or connectors in contact with concrete shall be ZMAX or HDG, or asotherwise recommended by specific connector supplier. Install all connectors in accordance with manufacturer's instructions formaximum rated loads.9. Bolts used as timber-to-steel or timber-to-timber connectors shall be ASTM A307 unless noted otherwise on the Drawings. Boltsshall be installed in accordance with the requirements of the latest edition of the National Design Specification for WoodConstruction (NDS) by the National Forest Products Assoc. Bolts used to connect pressure-treated wood shall be HDG orstainless steel.10. Lag screws shall be ASTM A307. Holes for lag screws shall be bored the same depth and diameter as the bolt shank. Theremaining depth of penetration shall be bored per NDS requirements. Lag screws used to connect pressure-treated wood shall beHDG or stainless steel.11. Provide malleable iron washers or equivalent cut plate washers under all nuts, bolts or lag screw heads which bear on wood.12. Wood screws shall be steel per NDS requirements. Pre-drill holes to prevent splitting as recommended in the NDS.13. Wood members shall be cut or notched only as shown on the Structural Drawings.14. Provide cross bridging, solid bridging or other lateral support for all framing members in accordance with the requirements of IBCSection 2308.15. Except where more stringent construction is shown on the Drawings, wood construction shall comply with the requirements of theIBC, latest edition, as a minimum. MINIMUM CONCRETE COVER FOR REINFORCEMENT1CONCRETE CAST AGAINST AND PERMANENTLYEXPOSED TO EARTH 3" CONCRETE EXPOSED TO EARTH OR WEATHER No. 6 thru No. 18 bars 2"No. 5 bar, W31 or D31 wire, andsmaller 112" CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT TYPE SPECIES GRADE Fb (MIN)Existing 2x structural Joists, Rafters & Headers Hem Fir No. 2 850 psi2x Structural Joists, Rafters & Headers Douglas Fir-Larch No. 2 900 psi 2x Studs, Posts & Plates Douglas Fir-Larch No. 2 900 psiVersa-Stud 1.7E 2,400 psi Plates Douglas Fir-Larch No. 2 900 psiLSL1.3E 1,700 psiStringers, Beams & Posts (4x)Douglas Fir-Larch No. 1 1,000 psiStringers, beams (6x & greater)Douglas Fir-Larch No. 1 1,350 psiPosts (6x & greater)Douglas Fir-Larch No. 1 1,200 psi DESIGN LOADS1. ROOF LOADSDead Load ............................. 20 psf (Typical unless noted otherwise)Dead Load ............................. 45 psf (Ballasted or Green Roof (6" Max), total assembly load)Live Load (Snow).................... 75 psf*2. FLOOR LOADSDead Load ............................. 32 psfLive Load ............................... 40 psf2. DECK LOADSDead Load ............................. 60 psfLive Load ............................... 40 psf3. LATERAL LOADSSeismic Design Category....... CBasic Wind Speed ................. 115 mphExposure Category ............... BImportance Factor ................. 1* No duration of load increase was used in designFOUNDATIONS1. Concrete foundations are designed based on the following soil parameters as provided in the Geotechnical Engineering Study byHP Geotech prepared for the Proposed Residence at Lot 7 Thunderbowl Lane, Aspen, CO, Job No. 116 100A, dated June 8,2016.Soil Density = 120 pcf (Assumed)Allowable Bearing Pressure = 3,000 psf (Undisturbed natural granular soils)Lateral At-Rest Earth Pressure = 45 pcf (On site granular soil backfill)Lateral Active Earth Pressure = 40 pcf (On site granular soil backfill)Lateral Passive Earth Pressure = 450 pcf (Granular material, Ultimate)Coefficient of Friction for Footing = 0.50 (Granular material, Ultimate)Frost Depth = 48" min 2. Soils conditions and types shall be verified by a representative of a qualified Geotechnical Engineer (employed by Owner) duringexcavation.3. Proper surface and below grade perimeter drainage shall be installed per Civil & Geotechnical Engineers to relieve foundationsfrom hydrostatic pressures.4. It is the responsibility of the Contractor to review the Geotechnical Engineer's recommendations and notify the Architect and/orS.E.O.R. if any changes to the design are required prior to start of construction. SPECIAL INSPECTION1. The owner shall employ a special inspector per IBC Chapter 17. The spereports to the Owner, Architect, Structural Engineer and the Building Depaspecial inspector shall submit a final signed report stating whether the worconformance with the approved set of plans and specifications and the apbuilding code. The structural engineer of record will make visits to the siteapproved structural plans, specifications and change orders. The contracinspector in order to ensure that the special inspection as indicated belowthe project schedule.2. Special inspection is required for the following types of work. Refer to Ch2015 IBC for additional testing and specific requirements.2.1. All cast-in-place concrete work & reinforcing placement, except2.2. All masonry construction (periodic per IBC 1705.4).2.3. All bolts and embeds in concrete (continuous if wet stabbed, pe2.4. All shop and field welding (periodic).2.5. All high-strength bolted connections (periodic).PRE-ENGINEERED WOOD ROOF & FLOOR TRUSS1. Trusses shall be designed by a Professional Engineer registered in the sta2. Truss design loads shall be in conformance with design loads as noted ab3. Truss supplier shall incorporate all roof and ceiling profiles in the truss des4. All truss-to-truss connections shall be provided by the truss supplier.5. Roof trusses shall be attached to wall top plates with Simpson H2.5 hurricotherwise on the Drawings or supplier Shop Drawings..6. Girder trusses shall be attached to bearing wall top plates with a minimumotherwise on the Drawings or supplier Shop Drawings.7. Truss shop drawings must be provided to the engineer of record for review TYPICAL FRAMING CONNECTION SCHEDULE(MINIMUM U.N.O.)1, 2 NAILING TYPEJoists or Rafters to T.O. Double Top Plate, Sill Plate or Beam (3) 10d ToenailRim Joist or Structural Fascia to Joists, Rafters (2) 16d, (1) T&B End NailSole Plate to Sill Plate (3) 10d @ 16"o.c.Face NailSole Plate to Joist, Rim Joist, Beam or Blkg - Typ (2) 16d @ 16"o.c.Face NailSole Plate to Joist, Rim Joist, Beam or Blkg at BWP (3) 16d @ 16"o.c.Face NailDouble Studs, Built-up Corner Studs, Trim Studs to King Studs1 Per Typ DetailRim Joist to Top Plate 8d @ 6"o.c.ToenailBlkg Btwn Rafters & Joists to Top Plate, Sill Plate or Beam 8d @ 6"o.c. (3) min per block Toenail2x Decking to Joists (2) 10d each joist Face Nail1. Refer to Typical Multiple Ply Beams & Columns Detail for additional information.2. Refer to Typical Framed Wall Detail for additional information. Revise foundation wall designto resist the updated lateralearth pressures as describedby the HP Kumar letter dated10/2/17. You have foundationwalls that are over 23' tall,requiring the design to resistgreater than 450 psf ofpressure. RESPONSE: NOTE HAS BEEN REMOVED FROM PLAN RESPONSE: THE DOOR AND WINDOW DETAILS HAVE BEEN REVISED TO CCORDINATE WITH THE WALL ASSEMBLIES SHOWING THE CONTINUOUS EXTERIOR INSULATION - SEE A-7.8 AND A-7.9 RESPONSE: THE HEARTH EXTENSION HAS BEEN REVISED TO 33". - SEE SHEET A-7.10 RESPONSE: FABRICATOR SIGNATURE HAS BEEN ADDED TO SPECIAL INSPECTION AGREEMENT RESPONSE: THE SPECS IN THE GENERAL NOTES HAVE BEEN REVISED 04/24/2018