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HomeMy WebLinkAboutPlansabbreviations AFF Above Finished Floor (N) New AD Area Drain NIC Not In Contract ARCH Architect(urap NOM Nominal BLDG Building NRC Noise Reduction Coeff. BM Beam NTS Not To Scale CFO Contractor Figure Out NO OR # Number CIP Cast -in -place CA Overall CJ Control Joint OC On Center(s) CL Center Line OD Outside Diameter CLG Ceiling OPG Opening CLR Clearance) OPP Opposite CLO Closet OSB Oriented Strand Board COL Column PT, PTD Painted) CONC Concrete (Cast -in -place) PERE Perforate(d) CMU Concrete Masonry Unit P.LAM Plastic Laminate CONT Continuous Or Continue PL Plate CPT Carpet(ed) FLY Plywood CT Ceramic Tile P.T. Pressure Treated DIA Diameter PR Pair DIM Dimension PVC Polyvinyl Chloride DS Down Spout PSF Pounds Per Square Foot DWR Drawer PSI Pounds Per Square Inch DWG Drawing P.L. Property Line EA Each R Riser EJ Expansion Joint (R) Remove EL Elevation RA Return Air ELEC Electric(al) RCP Reflected Ceii;;;g Plan ELEV Elevator RD Roof Drain EQ Equal RE Refer To EQUIP Equipment REF Refer(encel EXH Exhaust REFR Refrigerator EXIST Existing REG Register EXP JT Expansion Joint REINP Reinforce(d), (ing) EXT Exterior READ Required FA Fire Alarm RESiL Resilient FACP Fire Alarm Control Panel RET Return FD Floor Drain REV Revision(s), Revised FE Fire Extinguisher RH Right Hand FIN Finish(ed) RM Room FLR Floor(mg) RO Rough Opening FLUOR. Fluorescent ROW Right Of Way FO Face Of SC Solid Core FOF Face Of Framing SF Square Foot/Feet FIR Fire Retardant SHT Sheet FT Foot SIM Similar FTG Footing SPEC Specification FDN Foundation SQ Square GA Gage, Gauge SS Stainless Steel GALV Galvanized STC Sound Transmission Class GC General Contractor STD Standard „ GWB Gypsum Wall Board STL Steel ' HS Hose Bibb STRUCT Structural HC Hollow Core T Tread HOW Hardware TIED To Be Determined HDWD Hardwood TEMP Tempered HDR Header THK Thickness) HIM Hollow Metal T&G Tongue And Groove HORIZ Horizontal TOC Top Of Concrete or Curb HT Height TOS Top Of Slab H High TOW Top Of Wall HP High Point TPO Thermoplastic Olefin (membrane) HR Hour TYP Typical HW Hot Water UNO Unless Noted Otherwise HVAC Heating(Ventilating/Ac VB Vapor Barrier ID Inside Diameter VR Vapor Retarder IN(") Inch VERT Vertical INCL Include(d), (ing) VG Vertical Grain INSUL Insulate(d), (Ion) VCT Vinyl Composition Tile INT Interior W/ With INV Invert W/O Without JAN Janitor WC Water Closet JT Joint WD Wood KO Knock Out W/o Washer / Dryer LAV. Lavatory WP Waterproofing LH Left Hand WT Weight L Length WWF Welded Wire Fabric LP Low Point MATL Matenal(s) MAX Maximum MECH Mechanic(al) MFR. Manufacture(r) MH Manhole fMEMB Membrane MIN.(') Minimum, Minute MISC Miscellaneous MO P.lasonry Opening MTD Mounted graphic symbols general notes 1. General Contractor shall review all documents and report any conflicts or omissions to the Architect for clarification prior to performing the work in question. 2. General Contractor shall verify all dimensions, grades and site conditions prior to commencing work. 3. DO NOT SCALE DRAWINGS. Dimensions shown take precedence over scale shown on drawings. 4. Maintain dimensions marked "CLEAR." Allow for thickness of finish materials. 5. Except where specific dimensions are indicated, the locations shown on the plans for plumbing fixtures, mechanical equipment, ducts, piping and fittings are approximate. The exact locations shall be determined by the contractor in accordance with manufacturer's recommendations and approved submittals, subject to approval by Architect. 6 Contractor shall furnish and install all stiffeners, bracing, blocking and r-ui)porting brackets required for the installation of all casework, toile+:I)om fixtures and accessories, and all wall mounted or suspended mechanical, electrical or nlisceii�:Ineous equipment and furnishings. 7. General Contractor shall obtain approval of subgrade by , eotechnicai Engineer prior to placement of concrete footings. 8. The Drawings and Specifications (i.e.; Architectural, Structural, Civil, Mechanical, Electrical, etc.) are complementary. Items shown in one location in the drawings shall be considered to be requirements of the Contract for Construction. In the event of a discrepancy between the Drawings and Specifications or between different disciplines, the Contractor shall seek clarification or interpretation from the Architect. Where inconsistencies are not clarified prior to bidding the Contractor shall provide the better quality or greater quantity of work. 9. All dimensions are to face of stud, block, or concrete, unless noted otherwise. 10. Finished floor elevations are to top of concrete slab or top of plywood sub -floor, unless noted otherwise. 11. All dissimilar metals shall be effectively isolated from each other to prevent galvanic action by means of coatings, membranes or other appropriate measures. 12. Provide access panels for mechanical and electrical equipment as required by applicable codes. All access panels shall be concealed and locations shall be confirmed with the Architect prior to installation. 46.9 1 BUILDING OR WALL SECTION REFERENCE DRAWING NUMBER - + NEW OR REQUIRED POINT ELEVATION qe.1 461.0' B + EXISTING POINT ELEVATION (PLAN) 268 _ EXISTING CONTOURS ELEVATION NOTED ON HIGH SIDE A 1 ELEVATION NUMBER A7.1 REFERENCE DRAWING NUMBER g20 NEW CONTOURS �- ELEVATION NOTED ON HIGH SIDE 3 INTERIOR ELEVATION MARKER TB-1 TEST BORING 2 1 4 4/A7xx SHEET REFERENCE eve] name ioo•o^ ELEVATION J� /� / ( 1 DETAIL NUMBER REVISION Al2 REFERENCE DRAWING NUMBER O WINDOW TYPE 3 22 ROOM/SPACE NUMBER 4 - COLUMN REFERENCE GRIDS (} J DOOR DESIGNATION WALL FLOOR OR ROOF \W�% `- CONSTRUCTION ASSEMBLY U PROJECT NORTH KEYNOTE i 2 5 10 GRAPHIC SCALE (IN FEET) DASH & DOT LINE - - _ CENTER LINES FLOOR LINES IN EXTERI ELEVATIONS, PROJECTED LINES DASH&DOUBLE DOT LINE PROPERTY LINES, BOUNDARY LINES DOTTED LINE � _ _ - _ ARCHITECTURAL ELEMENT HIDDEN OR ABOVE BREAK LINE - Y A DISCONTINUOUS DRAWING design/build scope 1. RE SPRINKLERS: Complete fire sprinkler system all be pr ded in accordance with the requirements of PA 13R. Sys shall be provided on a Design/Build asis. Fire sprinkler su ntractor shall submit for approv design drawings, calcu ons and manufacturer's p duct data. Provision of fire sp lei system will req e the installation of new water service pipi as needed to eet system pressure and flow requirements. Co actor all obtain nearest hydrant pressure and flow da the Carbondale and Rural Fire Protection District , i cessary arrange for hydrant testing to obtain Par data. 2. FIRE ALARM & IFICATION SYST Existing smoke detection and al system shall be modified extended to accommodat re sprinkler system requirements well as system up des required by the AHJ. System shall provide n a Design/Build basis. Alarm subcontractor II sub for approval design drawings and manufacturer's 2,;6duct data. 3. PLUMBING: Plumbing fixtures and fittings shown and specified on the Drawings provide the "Basis of Design" for plumbing system additions and alterations. Plumbing Subcontractor shall design system and provide all drain, waste, vent and supply piping in accordance with governing Codes and local best practices. Plumbing Subcontractor shall determine best methods for extending existing sanitary and domestic hot and cold water supply to the proposed alterations. Subcontractor shall submit for Architect's review and approval manufacturer's submittal information for all fixtures and fittings. HEATING: The existing heating system consists of rela i ly new high -efficiency gas -fired boiler and ' Ube basebo-irkradiators. Modification of the existi eating system shaftip provided on a Design/Buil asis. Prior to selective buildin emolition, Common om fin tube radiators shall be r ved and sto for reinstallation. Associated he sup and urn piping shall be extended and/or re-routed t commodate the Common R000m addition. 5. ELECTRIC lectrical devices, equ ent and lighting fixtures s In and specified on the Drawing ovide the "Basi esign" for the electrical work. Building er is pr ntly fed by underground service from the Lodge Electrical Subcontractor shall]: a. Coordinate with Owner and Xcel Energy to change source of main service feed from the Lodge Dorm to the Jossman Building. b. Design and provide service switchgear, panelboards, circuiting and controls in accordance with governing Codes and local best practices. c. Reconfigure service entry and main panel in mechanical room to accommodate revised wall layout. d. Provide lighting and power circuits to proposed additions and alterations. Subcontractor shall submit for Architect's review and approval manufacturer's submittal information for all switchgear, panelboards, fixtures, devices and device cover plates. ELECTRICAL PERMITTING& INSPECTIONSARE BY THE COLORADO STATE ELECTRICAL BOARD ELECTRICAL ROUGH IN APPROVAL IS REQUIRED AT FRAMING INSPECTION ELECTRICAL FINAL APPROVAL IS REQUIRED AT COIFINAL INSPECTION project information project directory PROJECT Sheepy Hollow North Residence Owner DESCRIPTION Replacement, partial two story, wood framed single COLORADO ROCKY MOUNTAIN SCHOOL family dwelling 499 Holden Way PROJECT ADDRESS 51 County Road 108 Carbondale, CO 81623 Carbondale, CO 81623 970.963.2526 Joe White ZONE DISTRICT Per CRMS Master Plan approved by jwhite@crms.org Garfield County. LOT SIZE N/A Architect APPLICABLE CODES 2015 Residential Building Code A4 ARCHITECTS, LLC 2009 Int'I. Energy Conservation Code 2015 International Mechanical Code 242 North Seventh Street 2015 International Plumbing Code Carbondale, CO 81623 2015 International Fuel Gas Code 970.963.6760 2014 National Electrical Code Olivia Emery oemery@a4arc.com Michael Hassig OCCUPANCY GROUP Residential one -family dwelling per 2015 IRC mhassig@a4arc.com CONSTRUCTION TYPE V-B Structural Engineer IBC BUILDING AREA Interior 1,876 sf KL&A, INC. Exterior Covered 122 sf Total 1,998 sf 215 North 12th Street, Unit E Carbondale, CO 81623 IBC BUILDING HEIGHT 21.5 feet 970.510.5704 Dan Doherty IECC CLIMATE ZONE: 5 (Garfield County) ddoherty@klaa.com Contractor B&H GENERAL CONTRACTORS 5317 C.R. 154, Suite 206 Glenwood Springs, CO 81601 970.945.0102 Hans Raaflaub hans@bhgencon Casey Wilkins casey@bhgencon Ai IK rz u SfJL3JF.CT TO NOTED EXCEPTIONS &f� SvMCrO ds C-ARFfl=_LD CO'.f�aTY DATE r:ryryING CE.,^r� TZrF;fT CVO 11\1SF't_CTION, tArl T 14"LIT Tt-iESILE C of Si d r= Puye__ C.f materials Iegend IECC 2009 requirements EARTH, UNDISTURBED PRESCRIPTIVE BUILDING ENVELOPE REQUIREMENTS (Table 402.1.1) CLIMATE ZONE 5 PROPOSED _., EARTH, COMPACTED ATTIC R-38 R-60 ROOF RAFTERS R-38 R-36 + R-24 = R-60 BRICK l MASONRY WOOD -FRAMED WALLS R-13.3 ci R-20 + R-15 = R-35_- MASS WALLS ABOVE GRADE R-20 (or R 13 + 5) R-24.6 + R-15 = R-39.6 STONE VENEER UNHEATED SLAB -ON -GRADE R-10 (24") R-20 (for min. 24" below (Perimeter) grade) CONCRETE -- UNHEATED SLAB -ON -GRADE NR R-20 (continuous (Underslab) under slab) ® STEEL -. BELOW GRADE WALLS R-7.5 ci R-20 ALUMINUM PRESCRIPTIVE B '.LDING ENVELOPE REQUIREMENTS: FENESTRATION (Table 402.1.1) VERTICAL FENSTRATION (1) U-0.35 U-0.19 to U-0.31 jt� 1 ) BATT INSULATION - ENTRANCE DOOR (< 24 sf) Exempt U-0.26 �� NONENTRANCE DOORS U-0.35 U-0.28 to 0.33 RIGID INSULATION -- -- SHGC � _ NR 0.17 C WOOD - FINISHED WOOD - ROUGH FRAMING, CONTINUOUS Issued for: WOOD - BLOCKING, DISCONTINUOUS PERMIT / CONSTRUCTION PLYWOOD No v e m b e r 8, 2019 drawing list A 0.1 PROJECT INFORMATION SURVEY A 1.1 SITE PLAN D 2.1 FOUNDATION PLAN D 3.1 FIRST FLOOR PLAN A 2.1 SECOND FLOOR PLAN A 2.3 ROOF PLAN A 3.1 ELEVATIONS A 4.1 BUILDING SECTIONS A 5.1 CONSTRUCTION ASSEMBLIES A 5.2 WALL SECTIONS + DETAILS A T1 DOOR + WINDOW SCHEDULE + DETAILS S 101 GENERAL NOTES S 102 GENERAL NOTES S 103 TYPICAL DETAILS S 104 TYPICAL DETAILS S 200 FOUNDATION PLAN S 201 UPPER LEVEL FRAMING PLAN S 202 ROOF FRAMING PLAN S 400 DETAILS S 401 DETAILS A4 A4 ARCHITECTS LLC 242 NORTH SEVENTH STREET CARBONDALE COLORADO 8 623 970.963.67i+O ve w.a4arccom mail@a4arccom RECEIVED NOV _ 8 2019 B&H General Contractors Consultant OF �� 30'5667 %k1) Professional Stamp Colorado Rocky Mountain School 970.963.2562 // crms.org Owner Sheepy Hollow Carbondale, Colorado 81623 Project NORTH RESIDENCE Issue Stamp Date Issued For 11,08.19 FOR PERMIT! CONSTRUCTION Project No: 1907 Project Information QAO. GRAPHIC SCALE ( IN FEET ) 1 inch = 20 ft. D PARTIAL EXISTING CONDITIONS SURVEY WITH PARTIAL TOPOGRAPHICA OF: COLORADO ROCKY MOUNTAIN SCHOOL CAMPASS A PARCEL OF LAND SITUATED IN THE LOT 0OF SECTION 33 TOWNSHIP 7 SOUTH, RANGE 88 WEST OF THE 6th P.M. COUNTY OF GARFIELD, STATE OF COLORADO SITE VICINITY MAP SCALE: 1" = 2000' NOTES 1) Date of Survey: June 13-14, 2019 . 2) Date of Preparation: June 13 -July 02. 3) This survey does not constitute a title search by Sopris Engineering, LLC (SE) to determine ownership or easements of record. For all information regarding easements, rights of way and/or title of record, SE relied upon the above said plats described in note 4. No title commitment was used in the preparation of this survey. 4.) Basis of Elevation: Project based on Global Position System (GPS) observation from the Continuous Operating Reference Station (COBS) SE01 utilizing the Continental United States 2012 Geoid Model (GEOID 12B Conus) and based the 1988 North American Vertical Datum (NAVD88). 5.) Contour Interval: One Half (0.5) foot. 6.) The existing conditions map in no way represents a land survey plat or boundary survey of the shown properties. DRAFT 07-02-2019 GENERAL UTILITY NOTES: 1. The locations of underground utilities have been plotted based on utility maps, construction/design plans, other information provided by utility companies and actual field locations in some instances. These utilities, as shown, may not represent actual field conditions. It is the responsibility of the contractor to contact all utility companies for field location of utilities prior to construction. SOPRIS ENGINEERING - LLC CIVIL CONSULTANTS 502 MAIN STREET, SUITE A3 CARBONDALE, COLORADO 81623 (970) 704-0311 SOPRISENG@SOPRISENG.COM NOTICE: ACCORDING TO COLORADO LAW YOU MUST COMMENCE ANY LEGAL ACTION BASED UPON ANY DEFECT IN THIS SURVEY WITHIN THREE YEA85 AFTER YOU FIRST DISCOVER SUCH DEFECT. IN NO EVENT MAY ANY ACTION BASED UPON ANY DEFECT IN THIS SURVEY BE COMMENCED MORE THAN TEN YEARS FROM THE DATE OF CERTIFICATION SHOWN HEREON. RAB 1101 D.DWG A B C D 23'-6" t 2'.0" t 56'-6" 15'-5" 15'-7" 31'-0" II I0T=n XAIAI I GENERAL NOTES A. SEE SHEETA5.1 FOR TYPICAL CONSTRUCTION ASSEMBLIES. B. ROUGH OPENINGS FOR WINDOWS AND INTERIOR DOORS ADJACENT TO CORNERS SHALL BEGIN 3 INCHES FROM INSIDE OF CORNER, U.N.O. C. F.O. STUD = F.O. SLAB = GRID LINE C TYP. EXTERIOR WALL. D. LARGER SCALED PLANS AND DETAILS TAKE PRECEDENCE OVER SMALLER PLANS E. IF NOT DIMENSIONED, WINDOWS ARE CENTERED BETWEEN BEAMS OR WITHIN A SPACE BETWEEN WALLS F. PROVIDE ONE WOOD ROD AND ONE 16" DEEP MELAMINE SHELF WITH WOOD NOSING IN CLOTHES CLOSETS. PROVIDE FIVE SIMILAR SHELVES IN LINEN AND MASTER CLOSET DEPTH PER PLAN G. REFER TO A8.X DRAWINGS FOR KITCHEN AND BATH ELEVATIONS AND DETAILS H. ELEVATION 100'-0" = ELEVATION 6130.0' LEGEND O SMOKE / CO DETECTOR KEYNOTES (This Sheet Only) 1� SUB -SLAB RADON MITIGATION PIPING O RISER THROUGH SLAB FOR RADON MITIGATION SYSTEM O SOLID PIPING BETWEEN SUB -SLAB RADON MITIGATION PIPE LOOPS ® REFER TO STRUCTURAL DRAWINGS FOR CONCRETE WORK HEAT RECOVERY VENTILATION SYSTEM PROVIDE WHOLE -HOUSE HEAT RECOVERY VENTILATION SYSTEM INCLUDING ENGINEERED DESIGN AND ALL NECESSARY EQUIPMENT, DUCTWORK, DIFFUSERS, GRILLES AND CONTROLS. DESIGN SYSTEM TO SUPPLY FRESH AIR TO ALL BEDROOMS AND LIVING/DINING ROOM. DESIGN SYSTEM TO EXHAUST AIR FROM BATHROOMS AND LAUNDRY. PROVIDE TIMER CONTROLS AT BATHROOMS AND LAUNDRY THAT ALLOW USER TO BOOST EXHAUST CFM FOR FIXED PERIODS OF TIME. SUBMIT FOR APPROVAL SYSTEM DESIGN DIAGRAM, RECOMMENDED EQUIPMENT, DIFFUSERS, GRILLES AND CONTROLS. NORTH 1' 2' 4' 8' GRAPHIC SCALE 1/4" = 1'-0" A4' A4 ARCHITECTS LLC 242 NORTH SEVENTH STREET CARBONDALE CO 81623 970.963.6760 www.a4arc.com Consultant pF COCO q�gO,LI Vf 305 7 *.~i Stamp 4i4 Colorado Rocky Mountain School 970.963.2562 // crms.org i Sheepy Hollow Carbondale, Colorado 81623 Owner NORTH RESIDENCE Project Date Issued For 09.05.19 100% SD 09.27.19 KL&A 11.08.19 PERMIT/CONSTRUCTION Project No: 1907 Foundation Plan CA2. \ / \ — / \ � / + t56'-6" i 23'-6" 2'-0" 15'-5" 15'-7" 31 -0" 4- GENERALNOTES A. SEE SHEETA5.1 FOR TYPICAL CONSTRUCTION ASSEMBLIES. B. ROUGH OPENINGS FOR WINDOWS AND INTERIOR DOORS ADJACENTTO CORNERS SHALL BEGIN 3 INCHES FROM INSIDE OF CORNER, U.N.O. C. F.O. STUD = F.O. SLAB = GRID LINE @ TYP. EXTERIOR WALL. D. LARGER SCALED PLANS AND DETAILS TAKE PRECEDENCE OVER SMALLER PLANS E. IF NOT DIMENSIONED, WINDOWS ARE CENTERED BETWEEN BEAMS OR WITHIN ASPACE BETWEEN WALLS F PROVIDE ONE WOOD ROD AND ONE 16" DEEP MELAMINE SHELF WITH WOOD NOSING IN CLOTHES CLOSETS. PROVIDE FIVE SIMILAR SHELVES 18" DEEP IN LINEN AND MASTER CLOSET. G. REFER TO A8.X DRAWINGS FOR KITCHEN AND BATH ELEVATIONS AND DETAILS H. ELEVATION 100'-0" = EL. 6131.0' LEGEND O SMOKE / CO DETECTOR KEYNOTES (This Sheet Only) 1O SANITARY DRAIN FROM ABOVE 2� SOFFIT FOR KITCHEN HOOD DUCTWORK RISER FROM SUB -SLAB RADON MITIGATION PIPING ® DROPPED BEAM, DRYWALL WRAPPED 0 LOCATE ERV AS CLOSE TO CEILING AS POSSIBLE © PROVIDE WOOD ROD AND 16" SHELF 7� PROVIDE (1) 18" DEEP SHELF @ 66" AFF (VIF HT) ® PARTIAL WALL WITH PAINTED WOOD CAP 9� PROVIDE 1 x 4 PAINTED WOOD NAILER WITH HOOKS @ 6" O.C. 10 PROVIDE 1 1/4" DIAMETER WOOD HANDRAIL @36" ABOVE LINE OF TREADS, RETURN ENDS TO WALL 11 PROVIDE (5) SHELVES PER NOTE F ABOVE 12 GENERAL LOCATION FOR ELECTRIC PANEL 13 GENERAL LOCATION WATER ENTRY 14 GENERAL LOCATION GAS ENTRY FINISH KEY FLOOR WALL BASE FINISH CS-1 RB 1 E WALL FINISH N S (BY ORIENTATION) CEILING W NOTES FINISH FINISH NOTES GENERAL: ALL DOOR CASINGS TO BE PAINTED SEMI -GLOSS WHITE (COLOR TO BE SELECTED FROM MANUF. STD, WHITE RANGE.) ALL CLOSETS TO RECEIVE SAME FINISHES AS ROOM IN WHICH THEY ARE LOCATED. A. OWNER TO FURNISH ALL SHAW PRODUCTS. SUB -CONTRACTOR TO CALCULATE QUANTITIES REQUIRED AND NOTIFY OWNER IN TIME TO ALLOW FOR LEAD TIME AND SHIPPING. B. LIGHTLY SAND AND PAINT WOOD WINDOW SILLS WITH SAME COLOR AS ADJACENT DOOR CASINGS, SEMI -GLOSS. C. REFER TO INTERIOR ELEVATIONS FOR EXTENT OF ACCENT PAINT, REVIEW IN FIELD WITH ARCHITECT PRIOR TO PAINTING MATERIAL LEGEND MARK SUBSTRATE FINISH MATERIAL MANUF 111601V CS-1 CONCRETE SLAB LIGHT BROOM FINISH LVT CONCRETE SLAB 12 MIL LVT - NATIVE ORIGINS LIGHT OAK SHAW CPT-1 PLYWD STAIR TREADS CARPET ROLL GOODS SHAW BASE RB-1 GWB 4" RUBBER COVE BASE ROPPE RB-2 GWB RUBBER STAIR SKIRTING ROPPE WALL PT-1 5/8" GWBX LATEX PAINT - EGGSHELL FINISH WHITE PER SPEC PT-2 5/8" MRGWBX LATEX PAINT - SEMI -GLOSS FINISH PER SPEC PT-3 5/8" GWBX LATEX PAINT- EGSHELL FINISH ACCENT PER SPEC CEILING PT-1 5/8" GWBX LATEX PAINT- EGGSHELL FINISH, MATCH WALL PER SPEC PT-2 5/8" MRGWBX LATEX PAINT- SEMI -GLOSS, MATCH WALL PER SPEC NORTH 1' 24' 8' GRAPHIC SCALE 1/4" = V-0" A4 A4 ARCHITECTS LLC 242 NORTH SEVENTH STREET CARBONDALE CO 81623 970.963.6760 www.a4arc.com I Consultant OF C000 OL EMI R 5667 F�S�D A'RO�` Stamp r Colorado Rocky Mountain School 970.963.2562 H crms.org Sheepy Hollow Carbondale, Colorado 81623 Owner NORTH RESIDENCE Project Date Issued For 09.05.19 100% SD 09.27.19 KL&A 11.08.19 PERMIT/CONSTRUCTION Project No: 1907 i First Floor Plan A 2.1 INN pqmv�., I w.y npri . CLOSET 104 CS-1 N/A PT1 PT1 PT1 ®- O nn E + t 56,-6" 23'-6" 2'-0" 15'-51, 15'-7" 31'-0" U GENERALNOTES A. SEE SHEETA5.1 FOR TYPICAL CONSTRUCTION ASSEMBLIES. B. ROUGH OPENINGS FOR WINDOWS AND INTERIOR DOORS ADJACENT TO CORNERS SHALL BEGIN 3 INCHES FROM INSIDE OF CORNER, U.N.O. C. F.O. STUD = F.O. SLAB = GRID LINE @ TYP. EXTERIOR WALL. D. LARGER SCALED PLANS AND DETAILS TAKE PRECEDENCE OVER SMALLER PLANS E. IF NOT DIMENSIONED, WINDOWS ARE CENTERED BETWEEN BEAMS OR WITHIN A SPACE BETWEEN WALLS F. PROVIDE ONE WOOD ROD AND ONE 16" DEEP MELAMINE SHELF WITH WOOD NOSING IN CLOTHES CLOSETS. PROVIDE FIVE SIMILAR SHELVES 18" DEEP IN LINEN AND MASTER CLOSET. G. REFER TOA8.X DRAWINGS FOR KITCHEN AND BATH ELEVATIONS AND DETAILS LEGEND O SMOKE / CO DETECTOR KEYNOTES (This Sheet Only) J) PROVIDE 1 1/4" DIAMETER WOOD HANDRAIL @36" ABOVE LINE OF TREADS, RETURN ENDS TO WALL RISER FROM SUB -SLAB RADON MITIGATION PIPING PROVIDE WOOD ROD AND 16" SHELF ® PROVIDE 3/4" PAINTED WOOD CAP 0/ 1 /4" MDF @ PARTIAL WALL NORTH 1' 2' 4' 8' GRAPHIC SCALE 1/4" = V-G" A4 A4 ARCHITECTS LLC 242 NORTH SEVENTH STREET CARBONDALE CO 81623 970.963.6760 www.a4arc.com Consultant OF CO4O OL y. 305667 At�G�\�� Stamp 1pp�__ Colorado Rocky Mountain School 970.963.2562 H crms.org I I Sheepy Hollow Carbondale, Colorado 81623 Owner NORTH RESIDENCE Project Date Issued For - 09.05A9 100% SD KL&A 09.27.19 11.08.19 PERMIT/CONSTRUCTION Project No: 1907 Second Floor Plan A 2.2 PROJECT DESCRIPTION 1. Project consists of (2) levels above grade. Foundations consist of concrete frost walls on footings. Superstructure is wood framing. Lateral system is woof shear walls. 2. This description is for general orientation only. The General Contractor is responsible for all scope items described in the drawings and project specifications as well as for all material and labor that can reasonably be inferred there from. GENERAL APPLICATION 1. These drawings must be used in conjunction with the architectural drawings on the project to clearly define all requirements for construction 2. No Contractor should attempt to bid nor construct any portion of this project without consulting the project architectural, mechanical, and electrical documents. 3. All things which, in the opinion of the Contractor, appear to be deficiencies, omissions, contradictions or ambiguities in the drawings shall be brought to the attention of the Structural Engineer. Corrections or written interpretations shall be issued before affected work may proceed. 4. The Contractor shall inform the Structural Engineer, clearly and explicitly in writing of any deviation or substitution from requirements of the contract documents. Contractor shall not be relieved of any requirement of the contract documents by virtue of the Structural Engineer's review of shop drawings, project data, etc., unless the Contractor has clearly and explicitly informed the Structural Engineer in writing of any deviations or substitutions at time of submission. MISCELLANEOUS NOTES 1. The Contractor is solely responsible for all safety regulations, programs and precautions related to all work on this project. 2. The Contractor is solely responsible for the protection of persons and property either on or adjacent to the project and shall protect it against injury, damage, or loss. 3. Means and methods of construction and erection of structural materials are solely the Contractor's responsibility. 4. The structure is designed to function as a unit upon completion of construction of the project and then, only to support the design loads indicated. The Contractor is responsible for means, methods and sequence of construction and the adequacy of the structure to support loads occurring during construction of the project. Furnish all temporary bracing, shoring, and/or support as may be required. 5. No openings, nor any change in size, dimension or location shall be made in any structural element without written approval of the Structural Engineer. 6. Openings 1'-4" or less on a side are generally not shown on the structural drawings. Refer to drawings of other consultants for such openings. 7. Openings through floors and/or roofs for passage of utilities are not located nor dimensioned on structural drawings. Contractor shall obtain and coordinate such locations and dimensions with the contractor requiring the opening. 8. Show all openings through structural members on shop drawings and submit for review. Openings not shown on structural drawings are subject to acceptance and shall be specifically indicated for review and acceptance. 9. Do not scale these drawings, use the dimensions shown. In case of conflict, request clarification from Architect and Structural Engineer. 10. No structural modifications, alterations, or repairs shall be made without prior review by Structural Engineer. Submit details and calculations prepared by a professional engineer registered in state where project is located and employed by Contractor. 11. Where structure is to be used for staging or temporary storage area the Contractor shall verify that unit loads do not exceed the design loads for the structure. QUALITY ASSURANCE 1. The Contractor is responsible for quality assurance, including workmanship and materials furnished by subcontractors and suppliers. 2. Inspection or testing by the Owner does not relieve the Contractor of the responsibility to perform the work in accordance with the Contract Documents. 3. Workmanship: The Contractor is responsible and shall bear the cost of correcting work which does not conform to the specified requirements. 4. Correct deficient work by means acceptable to the Architect. The cost of extra work incurred by the Architect to approve corrective work shall be borne by the Contractor. QUALITY CONTROL 1. The Owner's Testing Agency shall perform testing and special inspections required by the structural documents, building code and the local authority. The Testing Agency shall comply with ASTM E329 and upon completion of work, the Testing Agency shall furnish a certificate of compliance, signed by the professional engineer overseeing special inspections and testing. The professional engineer must be registered and licensed in the state where the project is located. 2. The individual employed by the Testing Agency, responsible for overseeing testing and inspection of soils and foundations shall be a professional engineer practicing the discipline of geotechnical engineering, referred to as the Geotechnical Engineer in the structural portion of the construction documents. The Geotechnical Engineer is responsible for testing and inspections of soils, earthwork and foundations for conformance to the foundation design and the geotechnical report. See foundation section of the general notes. 3. See special inspections section of the general notes for required testing and inspection. SPECIAL INSPECTION 1. Special inspection and testing shall be performed as required by the local jurisdiction, the building code and the construction documents. See quality assurance section of the general notes. 2. Coordinate and schedule inspection and testing prior to the start of work requiring inspection and testing while providing special inspector reasonable notice. 3. All deficiencies shall be corrected for acceptance by the testing agency. 4. Inspections performed by the local jurisdiction do not replace inspection or testing required by the owners testing agency. 5. Special inspection and testing is required for the items shown in the special inspections and testing table. SPECIFICATIONS 1. These General Notes are intended to function as the structural portion of project specifications. SUBMITTALS 1. See Material sections of these General Notes for required shop drawings. 2. Submit one (1) copy of the required information (Manufacturers Data, Shop Drawings, etc) via electronic media (PDF or similar). 3. Reproducible copies of contract documents shall not be used. 4. Submittals shall be sent directly to the Architect for review and distribution. 5. Submittals shall be reviewed by Contractor and Subcontractor prior to submission. Drawings shall bear Contractor's approval stamp accepting responsibility for coordination of dimensions shown in the contract documents, quantities and coordination with other trades. 6. Allow 14 calendar days in the Structural Engineer's office for review of submittals. 7. Submittals will be returned to the Architect with Structural Engineer's review comments via electronic media. DEFERRED SUBMITTALS 1. Submit shop drawings along with calculations noted to be signed by a registered Engineer in the state where the project is located when required by specification. These deferred submittals (shop drawings) shall first be submitted to the project Architect and/or Engineer of record for review and coordination. Following the completion of the review and coordination by the Architect/Engineer of record; a submittal may then be made by the Contractor to the local Building Department for review and approval, which shall include a letter stating this review and coordination has been performed and completed and plans and calculations for the deferred items are found to be acceptable (e.g., with regard to geometry, load conditions, etc.) with no exceptions. 2. The list of items for deferred submittals includes the following items: Pre -fabricated stair units and their connections Premanufactured hand/stair railings and their connections Solar panel racking systems and associated connections All others required by the local jurisdiction SPECIAL INSPECTIONS AND TESTING Class Category/Material Component/Work 1 2 3 4 5 Footing Soil Bearing Material x v 2 m Slab -on -Grade Subgrade Material x N `D Compaction x X x 0 Permanent Soil Retention Elements x x X Formwork Installation x Reinforcing Placement X X Steel Embeds x x Cast Embedded Anchors X X a Concrete Strength, Slump, Temperature, and Air X X Content `o Verification of mix design use on site (prior to v placement) X X _T Concrete Placement X X x Concrete Curing X u Post -Installed Anchors in Overhead Applications X X x All Other Post -Installed Anchors x X Floor Flatness Survey x Welded Reinforcing X x NOTES: 1. Special inspection and testing are to conform to chapter 17 of the IBC and the local building department. 2. Unless noted as continuous inspection, all inspections are periodic. Periodic inspection is defined as part-time or intermittent inspection of the work. It is the Special Inspector's responsibility to determine and coordinate the frequency and duration of the inspection relative to the Contractor's schedule and sequencing of the work in order to meet the inspection and reporting requirements. 3. Class 1: Inspection verification of size, location, quantity, and tolerance. 4. Class 2: Inspection and testing verification of strength, grade, classification, quality, density, proportions, and manufacturers certified test reports. 5. Class 3: Continuous inspection and verification of operations and conditions. 6. Class 4: Audit and inspection of fabrication facility's quality control program, and collection of facilities records during the course of fabrication for Class 2 and 3 inspections and testing. 7. Class 5: Verification of certifications STRUCTURAL DESIGN CRITERIA Building Code: 2015 International Building Code (Note 1) Local Jurisdiction: Garfield County Risk Category: II Wind Loading Basic Wind Speed V i, = 115 MPH Exposure Category B GCpi +/-0.18 Wind Base Shear - Ultimate East/West 7.7 K North/South 16.5 K Seismic Loading Seismic Importance Factor, IQ 1.0 Mapped Spectral Response Acceleration Ss 0.517 S1 0.095 Site Class C Spectral Response Coefficients SDs 0.411 SDI 0.108 Seismic Design Category C Basic Seismic Force Resisting System Zip Sheathing Response Modification Factor, R 6.5 Over -Strength Factor, Oo 3 Deflection Amplification Factor, Cd 4 Seismic Response Coefficient, C, 0.063 Analysis Procedure Used ELFA Seismic Base Shear - Ultimate East/West 3.1 K North/South 3.2 Snow Loading (Notes 2,3,4,6 Ground Snow Load, P. 57 PSF Minimum Flat Roof Snow Load, Pf 40 PSF Importance Factor, 1, 1.0 Terrain Category B Exposure Factor, CQ -- 1.0 Thermal Factor, C, 1.0 Interior, 1.2 Exterior Slope Factor, Cs 0.83 Live Loads and Superimposed Dead Loads (Notes 5,6) Foundations Active Equivalent Fluid Pressure 65 PSF/FT Passive Equivalent Fluid Pressure "'-- -150 PSEJFT Allowable Bearing Capacity 2000 PSF per IBC Table 1806.2 Minimum Frost Depth 361N Coefficient of Friction 0.25 Referenced Datum F1001-0"=First Floor Elevation =6130' USGS NOTES: 1. The governing building code defines the applicable edition of referenced codes and standards. Where governing building code does not define referenced codes and standards, the latest edition shall be used. 2. Ground snow load is according to the Garfield County Building Department on 10/31/2019. 3. Minimum flat roof snow load according to the Garfield County Building Department on 10/31/2019. 4. All snow loads on the structure for both flat and sloped roofs shall be calculated in accordance with the 2015 IBC and based on the ground snow load stated above. Roof snow loads consider the following load conditions: partial loading, unbalanced roof snow loads, snow drifting, and sliding snow. 5. Minimum uniform and concentrated live loads as well as partition loads and applicable live load reductions are determined according to Section 1607 of the IBC. 6. See Load Keys for numerical definition and area designation of snow, live, and other gravity loads used in design. 7. Allowable soil design values based on 2015 IBC Table 1806.2. SIOLL 0 F? FOOTING NOTATION XX'-XX' FJ = FOOTING TYPE RE: SCHEDULE XX -XX' = T/FTG ELEVATION S- S FOOTING / FOUNDATION STEP WALLS AND i CIP CONCRETE WALL ABOVE �J WOOD FRAMED WALL ABOVE r ---I WALL BELOW (ALL MATERIALS) __---J WALL ABOVE W/ WINDOW WALL ABOVE W/ DOOR ; CIP CONCRETE COLUMN ABOVE I STEEL COLUMN ABOVE ® ® WOOD COLUMN ABOVE 1_1 4_:; uw I-,1 COLUMNS BELOW (ALL MATERIALS, *CIP CONCRETE SHOWN; GRAPHICS APPLY TO OTHER WALL WOOD FRAMING - - - - - - - BEAM / GIRDER JOIST / RAFTER PREMANUFACTURED FLOOR/ ROOF TRUSS SECTIONS AND CIP CONCRETE X ` SOIL FILL UNDISTURBED SOIL I --I 1I WOOD SHEAR WALL PLAN - SHEAR WALL ABOVE FLOOR/ROOF SHEAR WALL BELOW FLOOR/ROOF SHEAR WALL ABOVE & BELOW FLOOR/ROOF O 0. WOOD SHEAR WALL DESIGNATION AND MINIMUM REQUIRED LENGTH RE: SHEAR WALL SCHEDULE aA HOLD DOWN FOR WOOD SHEAR WALL RE: HOLD DOWN SCHEDULE KEYS AND ELEVATION VIEW Sio1 I = DRAFTING NUMBER SIDI = SHEET NUMBER III WALL / BUILDING SECTION 1 = DRAFTING NUMBER \S1� 5101 = SHEET NUMBER SECTION CUT rs,1001� 1 = DRAFTING NUMBER S101 = SHEET NUMBER I DETAIL CALL OUT 5101 I = DRAFTING NUMBER SID1 = SHEET NUMBER A ADDENDUM NUMBER STEPS AND SLOPES IN DECKS & SLABS YY' = STEP HEIGHT REFERENCE ELEVATION CALLOUT XXX- yy.y REFERENCE = T/OBJECT OR B/OBJECT XXX'-YY' = OBJECT ELEVATION COLUMN TYPE CX = COLUMN TYPE gQ BPX = BASE PLATE xxK = TRANSFER LOAD OP STEEL BEAM PENETRATION, RE: BEAM PENETRATION SCHEDULE DIRECTION OF DECK SPAN OR DIRECTION OF REINFORCING Hr WOOD JOIST HANGER H1 = JOIST HANGER TYPE, RE: SCHEDULE KO KEYED NOTE K = KEYED NOTE, RE. SCHEDULE SC-1 SC-1 COLLECTOR BEAM TYPE SC-1 = COLLECTOR TYPE, RE SCHEDULE Xk = DESIGN AXIAL FORCE THROUGH CONNECTION ABBREVIATIONS B anchor bolt DDNL additional FF above finish floor LT alternate RCN orchitecturol BLDG building BM beam BOT, B/, BOx bottom of (S=slab, C=conc, etc) BRG bearing BS both sides BTWN between CFS cold -formed steel CIP cast -in -place CJ construction / control joint CJP complete joint penetration CLR clear CHU concrete masonry unit COL column GONG concrete CONN connection CONST construction CONT continuous D depth DIA, 0 diameter DIM dimension DK deck DTL detail DWGS drawings OWL dowel (E) existing construction EA each EF each face EJ expansion joint ELEV elevation EOx edge of (S=slab, C=conc, etc) EW each way EXP expansion EXT exterior FDN foundation FLR floor FOx face of (S=slab, C=conc, etc) FS for side FTC footing GA gage GB grade beam GC general contractor GEN general GLB glulam HOG hot dip galvanize HDR header HK hook HORIZ horizontal HSA _ headed stud anchor 1/F inside face INT interior JST joist JT joint KIP, K 11000 pounds KLF 11000 pounds per lineal foot ABBREVIATIONS L length LAT lateral - - - LBS pounds LLH long leg horizontal LLV long leg vertical LONG longitudinal LSL laminated strand lumber LVL laminated veneer lumber LW, LWT lightweight MAS masonry MAX maximum MECH mechanical MFR manufacturer MIN minimum MTL metal (N) new construction No Number NOM nominal NS near side NW, NWT normal weight O/F outside face OC on center OH opposite hand OPNG opening PAF powder actuated fastener PC precast PERP perpendicular PERT pre-engineered roof truss Pip partial joint penetration PL plate PLF pounds per lineal foot PSL parallel strand lumber PT post -tensioning PT pressure treated RE. reference REINF reinforcement REQD required RET retaining Sc slip critical SCHED schedule SCL structural composite lumber SIP structural insulated panel SOG slab on grade SPA spacing STFNR stiffener STL steel SUBFLR subfloor TOx top of (S=slab, C=conc, etc) THK thickness TL transfer load TRAN transverse TYP typical LINO unless noted otherwise VERT vertical VIF verify in field W width WP work point WWF welded wire fabric NEW SHEET = REVISED DRAWING = 1 NO MODIFICATIONS = • SHEET DELETED = ' ISSUE DATE AND TITLE 0 CN SHEET w E NO. SHEET NAME a S-1.0 GENERAL NOTES S-1.1 GENERAL NOTES S-1.2 NORTH LOAD KEYS S-1.5 TYPICAL DETAILS S-2.0 NORTH FIRST FLOOR AND FON PLAN S-2.1 NORTH SECOND FLOOR PLAN S-2.2 NORTH ROOF PLAN S-4.0 NORTH BUILDING DETAILS S-4.2 BUILDING DETAILS S-5.0 SCHEDULES A4 A4 ARCHITECTS LLC 242 NORTH SEVENTH STREET CARBONDALE COLORADO 81623 970.963.6760 FAX 970.963.6761 mail@a4arc.com Consultant O�I'D 0 L ICE per. •'L P. Do•• :d' = 42674 FSSlONAL Stam Colorado Rocky Mountain School 970.963.2562 // crms.org Owner Sheepy Hollow Carbondale, CO Date Issued For 11/08/19 PERMIT Project No: B0677 Drawn By: RKD GENERAL NOTES S-1. FOUNDATIONS GENERAL: 1. 2. 3 Earthwork an ndation soil preparations �topsoil grope es meetingthe design criteria. The G echnical Engineer shall inspect and test soils, earthwork and fou ations - see special inspection and quality assurance sections of the 91Y, era) notes. Prior to placing foundations and slabs -on -grade, obtain proval from the Geotechnical Engineer indicating earthwork and soil preparation has been performed adequately to conform to the foundation design criteria. Bottom of exterior footings, grade beams, and walls shall bear below final 4xterior grade for frost protection - see structural design criteria selr,xioe•ot the g�rreral-rtetes: -_- -_ - 4. Foundation walls or grade beams having earth placed on each side shall have both sides filled simultaneously to maintain a common elevation. 5. Brace all foundation walls against movement while backfilling until floor slabs at the top and bottom of the wall are in place. Brace foundation walls as.necessary to prevent m y nd overstress due to egWpment loading regardless of sequencing of top and bottom floor slabs. O Slab -on -grade movement is anticipated, see Geotechnical Report for ) magnitude of vertical movement. Isolate partition walls from slab -on- e to allow for expected vertical movement. , 7. Contractor shall provide continuous site drainage by a mechanical method to control surface and underground water as required to maintain a dry working site. 8. Foundation drainage and waterproofing is not shown or specified within the structural portion of the construction documents. Reference other portions of the construction documents for drainage, waterproofing and items associated with other disciplines. REQUIRED CONCRETE COVER FOR NON -FIRE -RATED ASSEMBLIES Assembly Cover (in) Concrete cast against & permanently exposed to earth 3 a> 8 #6-#18 (non -post -tensioned) 2 0 a L a O Y N U X W #5 and smaller (Non -Post -tensioned) 11/2 0 of f Walls, slabs #14418 (Non -Post -tensioned) 11/2 =�v W N o CU N m v o v Walls, slabs #11 and smaller 3/4 " x (Non -Post -tensioned) W NOTES: 1. Cover for prestressed & non -prestressed reinforcement 2. Primary reinforcement, ties, stirrups, and spirals 3. Primary reinforcement 4. Ties and stirrups 5. Cover for studrails shall match cover to primary reinforcement. CONCRETE MATERIALS DESIGNATION Material Standard Portland Cement ASTM C150, Type I or Type 11 Fly Ash ASTM C618, Class C or F Aggregate ASTM C33 Water Potable Water Reducing Admixture ASTM C494, Type A or Type D High Range Water Reducing Admixture ASTM C494, Type F or Type G Accelerator Admixture ASTM C494, Type C or Type E Air Entraining Admixture ASTM C260 Curing Compound ASTM C309, Type I, Class A Reinforcing Bars ASTM A615-grade 60 (Specified Yield Strength = 60ksi) Welded Reinforcing Bars ASTM A706-grade 60 (Specified Yield Strength = 60ksi) Epoxy Coated Reinforcing Bars ASTM A775 or ASTM A954 Welded Wire Fabric ASTM A185 Vapor Retarder below Slab -on -Grade ASTM E1745-Class A NOTES: 1. Type III Portland cement may be used if acceptable to the Architect. REQUIRED CONCRETE COVER FOR NON -FIRE -RATED ASSEMBLIES Assembly Cover (in) Concrete cast against & permanently exposed to earth 3 Concrete Exposed to Earth or Weather #6-#18 2 #5 and smaller 11/2 Concrete not Exposed to Earth or Weather Walls, slabs #11 and smaller 3/4 Columns, beams, girders 11/2 CAST -IN -PLACE CONCRETE GENERAL: OPEN -HOLE SOILS REPORT IS REQUIRED AT FOOTING INSPECTION- ix SF 1. All concrete work shallWorm to ACI318 and ACI 301 and tolerances shall conform to ACI. 17 unless noted otherwise. Contractor shall keep a copy of thes ferences on site at all times. 2. Concre ompressive Strength -See "Concrete Mix Design uirements" Table 3. Ma erials -See "Concrete Materials Designation" table TE NG: Tests and inspections shall be performed in compliance with ACI 301 and Chapter 17 of the IBC. See Special Inspections. 2. Concrete shall not be placed until reinforcing and embedded items have been inspected by the owner's independent inspection agency and/or the special inspector. 3. See "Special Inspections and Testing" Table. SUBMITTALS: 1. Submittals shall conform to ACI 301 . 2. Submittals for all concrete shall include: mix designs, construction joint locations, reinforcing, embedded items, and MEP sleeves and penetrations. 3. Submittals for architecturally exposed concrete shall also include: form facing materials and mock-ups if required by the Architect. 4. Reinforcing shop drawings shall include placement drawings 1/8"=1'-0" minimum scale complete with wall elevations and slab plans. Include special reinforcement required at openings through concrete structure. Include all accessories specified and required to support reinforcement. Detailing of reinforcing shall confirm to ACISP-66. 5. Embed shop drawings shall include placement drawings 1/8"=1'-0" minimum scale locating all embed plates, anchors, and anchor bolts for structural and non-structural components attaching to concrete. Contractor is responsible for coordinating with all trades for determining the need for embeds and locations. Post installed anchors are not allowed unless approved by the structural engineer during the shop submittal process. FORMING: 1. Provide void forms under foundation elements as shown on the drawings. 2. All formwork shall conform to Class B finish in accordance with ACI 117 unless noted otherwise by architectural drawings. Refer to architectural drawings for architectural finish concrete. 3. All construction joints shown on the drawings shall be incorporated into the structure unless elimination is approved by the Structural Engineer. Additional joints required to facilitate construction shall be located at points of minimum shear and shall be detailed on reinforcing shop drawings for review. Locate vertical joints in girders, beams, grade beams, joists, walls and slabs within the middle third between supports designed and detailed with dowels and keys for transfer of design shear, unless noted otherwise. Reinforcing shall pass continuously through construction joints. Where joints are shown as roughened, mechanically roughen surface to 1/4" amplitude clean and free of laitance. 4. Unless otherwise shown in the architectural drawings, provide chamfers at all columns, beams, walls, and slab edges that are exposed to view in the finished structure. 5. Unless otherwise shown in the architectural drawings, provide drip edges at the underside of all exposed slab edges. 6. Locate door openings, window openings, MEP openings, drip slots, reglets, brick ledges, curbs, and ledges per architectural drawings. For openings not dimensioned on structural drawings refer to architectural drawings. REINFORCING AND EMBEDDED ITEMS: 1. Provide standard hooks on bars terminating at a concrete face unless noted such as at edges of openings, slab edges, expansion joints, ends of beams, and ends of walls. 2. Unless noted otherwise, provide (2) #5's at each side of openings. Extend 2'-0" beyond edges of opening. 3. Unless noted, splice continuous top and bottom bars in grade beams and walls as follows: top bars at mid -span, bottom bars over support. 4. Splice bars with class B contact laps per the reinforcing contact lap splice length table, unless noted otherwise. S. Splice welded wire fabric by lapping one full mesh space plus 2". 6. Unless noted, provide continuous reinforcing around corners and through construction joints, control joints, contraction joints, and joints between all abutting members. Provide epoxy coated reinforcing through construction joints at garage slabs and slabs exposed to de-icers. 7. Masonry Dowels: provide, place, and space to match masonry horizontal and vertical reinforcing. 8. Welding of reinforcing is prohibited, unless noted otherwise and shall conform to ASTM A706. 9. Provide embeds (including anchors) for all supporting structural and non- structural elements including but not limited to hand rails, canopies, window washing davits, miscellaneous steel, bollards, etc. PLACING AND FINISHING: 1. Handling, placing, constructing, and curing shall conform to ACI 301 including placement of concrete in wet weather, cold weather, and hot weather. 2. Curing compounds should not be used on surfaces that are to receive additional concrete, paint, tile, or other material requiring a positive bond unless the contractor has demonstrated that the membrane can be satisfactorily removed before subsequent application is made, or the membrane dissipates or can serve satisfactorily as the base for the later application. 3. All concrete work shall be poured in -place unless noted otherwise. Shotcrete placement method will only be permitted if approved by the structural engineer prior to permit submittal. All requests and submittals to place concrete by the shotcrete method shall conform to ACI 506.2; including pre -production test panels for each mix proportion, shooting orientation, and nozzleman per ASTM C 1140; nozzleman grading (2.5 maximum); and test panels during production (1 per each 50yd placed, min 1 per day). Requests for shotcrete placement shall be limited to foundation walls with simple reinforcing. All pilasters or in -wall columns shall be formed and poured separately from shotcrete operations. CONCRETE MIX DESIGN REQUIREMENTS Element f'c (psi) Cement Max Max Air 1,2 3 Slump Exposure Type W/C Agg Content Class Footings 4000, NW I/II 3/4" 4' O,CO SO,WO Walls 4000, NW 1/11 0.50 3/4" - 4" 5o .w wo Interior Slab -on -Grade (SOG) 4000, NW I/II 0.50 3/4" 4" FO,CO50 w0 Exterior Slab -On -Grade 5000 NW 1/II OACI 3/4" 5 4" F1,C2 Garage Slab -On -Grade SO,WO Other 5000, NW 1/II 0.45 3/4" - 4" 5o.w TABLE FOOTNOTES: 1. Minimum air content equals 5% if concrete is exposed to freezing temperature and moisture regardless of value indicated in table. 2. Tolerance on air content as delivered shall be +/-1.5%for f'c <= 5000 psi, 1.0% for f'c>5000 psi 3. Slump tolerances as follows (ACI 117) Specified Slump not greater than 4" _ +/-1" Specified Slump more than 4" _+/- 11/2" Where Slump is specified as a range = No Tolerance See ACI 301 for slump of concrete before addition of plasticizers or high -range water reducing admixtures GENERAL CONCRETE MIX NOTES: 1. Strength (f'c) is the 28 day compressive strength at 28 days unless noted otherwise or compressive strength at the specified age. 2. Concrete is normal weight concrete unless noted otherwise. Normal weight concrete (NW) shall have a dry density of 145 ± 5 pcf unless noted otherwise. 3. Required minimum average splitting tensile strength = 6.7*v(f'c) regardless of concrete density. 4. Mix designs shall be in accordance with ACI 301. 5. Exposure Class indicates the severity of the anticipated exposure of concrete members for each exposure indicated below according to ACI 318/AC1301. Freeze Thaw Exposure noted thus: F0,F1,F2,F3 Water -Soluble Sulfate in Soil Exposure noted thus: S0,S1,S2,S3 Permeability Requirements noted thus: W0,W1 Corrosion Protection of Reinforcement noted thus: CO, C1, C2 Refer to ACI 301/ACI 318 for specific requirements based on the exposure category indicated in the mix design table above 6. Corrosion Protection of Reinforcement requirements (CO3C1,C2): Maximum water-soluble chloride ion (CL-) content in concrete, by % weight of cement Reinforced Concrete: CO = 1.0 C1= 0.3 C2 = 0.15 Prestressed Concrete: CO = 0.06 C1 = 0.06 C2 = 0.06 7. Where concrete is exposed to F3 freeze thaw exposure, restrictions on maximum fly ash and/or other cementitious materials apply. Refer to Table 4.4.2 in ACI 318 for requirements DESIGN VALUES FOR GLUE -LAMINATED TIMBER Flexural Flexural Compressive Horizontal Modulus Modulus Member Combo Stress Stress Stress Shear of of Type Symbol (Top) (Bottom) Stress Elasticity Elasticity (E.) (E.,min) Cont Beams, 24F-V8 2,400 psi 2,400 psi 1,650 psi 265 psi 1,800 ksi 950 ksi Cantilevers Simple 24F-V4 1,850 psi 2,400 psi 1,650 psi 265 psi 1,800 ksi 950 ksi Beams Columns 2 1,700 psi 1,700 psi 1,950 psi 265 psi 1,600 ksi 850 ksi DESIGN VALUES FOR DIMENSIONAL LUMBER Species & Grade Flexural Stress I Compressive Stress Horizontal I Shear Stress Modulus of Elasticity DOUGLAS FIR -LARCH (DFL) Select Structural 1,500 psi 1,700 psi 180 psi 1,900 ksi Noll 1,000 psi 1,500 psi 180 psi 1,700 ksi Not 900 psi 1,350 psi 180 psi 1,600 ksi Stud 700 psi 850 psi 180 psi 1,400 ksi WOOD STRUCTURAL PANEL REQUIREMENTS Supporting Element APA Span Rating Minimum Thickness Roof over Trusses/Rafters 40/20 19/32" Roof over T&G Decking 24/0 3/8" Floors (Sturd-I T&G) 24 OC Single Floor 23/32" Walls 32/16 15/32" Shear Walls 32/16 15/32" CONCRETE REINFORCING DOWEL EMBEDMENT LENGTHS Concrete Tension Dowels Compression Compression Dowels Strength Standard Hook Other 3000psi 22db Note 1 22d1b 4000psi 19db Note 1 19c1b 5000psi 17db Note 1 18db NOTES: 1. Refer to " Concrete Reinforcing Tension contact Lap Splice Lengths" table for tension dowels without standard hooks. Values for Class A tension splices are permitted to be used. 2. Embedment length shall not be less than 12 inches. 3. db is bar diameter 4. Compression dowel embedment lengths are permitted only when dowel is noted in drawings as compression, otherwise use tension embedment length. 5. Extend dowels to far edge of member UNO. WOOD FRAMING GENERAL: 1. All wood construction work shall conform to ANSI/AF&PA NDS unless noted otherwise. Contractor shall keep a copy of these references on site at all times. 2. Materials - See Wood Materials Tables 3. Qualifications - Carpenter shall be experienced in construction of projects of similar size and complexity and shall be knowledgeable of conventional light frame construction practices and minimum nailing requirements of the IBC. SUBMITTALS: 1. All submittals shall be reviewed by the Contractor prior to Engineer/Architect review and shall bear Contractor's review stamp. Contractor is responsible for reviewing submittals for conformance with all contract documents and coordination with all trades. 2. Submittals are required for the following wood framing elements: premanufactured wood trusses, heavy timber framing, log framing, glulam framing, and manufactured framing including I -joists and open web joists. 3. Premanufactured truss submittals shall include dimensioned layout drawings that identify truss types, geometries, and locations as well as truss design calculations that indicate all design loads. Calculations shall be signed and sealed by the manufacturer's engineer licensed in the state where the project is located. 4. Heavy timber submittals shall include shop drawings for trusses including connection material and details. 5. Log framing submittals shall include shop drawings for trusses including connection material and details. 6. Glulam framing submittals shall include shop drawings for trusses including connections. 7. Manufactured framing submittals shall include dimensioned layout plans indicating joist and beam types, locations, and connection hardware. 8. Wood I -joist and wood open web joist submittals shall include dimensioned layout plans indicating joist types, locations, and connection hardware. PRODUCTS: 1. All wood framing shall be at a moisture content of 19% or less and shall be marked S-Dry (surface dried) or KD (kiln dried). 2. Unless noted otherwise, all sizes noted on these drawings are nominal. Actual sizes are based on "Minimum Dressed -Dry" dimensions according to American Softwood and Lumber Standard PS20-10. 3. Unless noted otherwise, all glulam framing sizes are minimum dressed dimensions in accordance with American Institute of Timber Construction AITC113. 4. Unless noted otherwise, all manufactured framing sizes are based on specified manufacturers published information. 5. Wall studs to be Douglas Fir -Larch (DFL) stud grade [Hem -Fir (HF) stud grade, Laminated Strand Lumber (LSL)) @16"OC, unless noted otherwise in the drawings. 6. Wood 1-joists: where framing members are noted TA on the drawings, use engineered products by Weyerhaeuser or approved equal. 7. Wood open -web joists: where framing members are noted "Red-L", "Red - LT" " Red-W" "Red-S" "Red-M" and "RED-H" use engineered products by Red Built or approved equal. 8. Structural Panels: Sheathing for roofs and walls shall conform to APA PS-2 standards. All panels shall be Exposure 1, unless noted otherwise. 9. Sills: Sill plates shall be pressure treated Douglas Fir -Larch stamped to show compliance with AWPA standards. HEAVY TIMBER FRAMING: 1. General: sound, thoroughly seasoned, and free of warp or significant surface defects. 2. Material: see table and plans for species and grade. 3. For large members (12" nominal or greater maximum dimension), box heart members may be used. For smaller members, free of heart center timbers may be used. Do not use timber with excessive reaction or juvenile wood. 4. Moisture Content: Provide timber with 15% average moisture content at time of dressing. Use a nominal 10x10 timber for determining baseline average moisture content throughout the cross section. Variation in moisture content from the center to the edge of the timber shall not exceed 8%. 5. End Sealer: Manufacturer's standard, transparent, colorless wood sealer effective in retarding transmission of moisture at cross -grain cuts and compatible with finish. 6. Exposed framing shall be appearance grade; reference architectural drawings for finish requirements. PREMANUFACTURED PRODUCTS: 1. Premanufactured wood trusses shall be designed in accordance with the "Design Specification for light metal plate connected wood trusses" except where state and local codes are more stringent. 2. Premanufactured wood trusses shall be fabricated in accordance with the "TPI Quality Control Manual." 3. Premanufactured wood trusses shall be installed in according to "Bracing Wood Trusses Commentary." 4. Design of wood elements in premanufactured wood trusses shall conform to NDS. 5. Wood utilized in premanufactured truss construction shall be stress graded bearing the mark of a recognized grading agency and shall conform to the rules and service requirements of the American Lumber Standards Committee PS-20. 6. Truss fabricator is responsible for all member and connection design and detailing and for all dimensioning, coordination, and erection of trusses. Contract documents show only basic dimensioning and configurations of trusses. Detailed positioning and spacing of trusses is the responsibility of the fabricator. 7. Trusses shall be designed to resist the dead loads of completed construction and the larger of live, snow, and wind -uplift loads specified 8. Bottom chords shall be designed for the live loads required by the applicable codes and standards. 9. Metal anchorage devices for the trusses shall be designed for specified wind uplift less 0.6 (allowable stress design) of the resisting dead load. Toe nailing of trusses is not permitted. WOOD FRAMING (continued) CONNECTORS: 1. All bolts, metal connectors, hangers, anchors, and fasteners in contact with preservative treated wood shall be hot dipped galvanized G185 or stainless steel type 304 or 316. 2. Provide 5/8" diameter anchor bolts @48"OC at the top of all foundation elements for attaching sill plates, except at shear walls. See Shear Wall Nailing Schedule for shear wall anchor bolt spacing. As a minimum, provide two bolts, each within 12" max and 5" min of the ends of each piece of sill plate. 3. 1 and L type bolts are allowed for anchorage of wood sills. 4. Anchor bolts shall be cast into concrete or grouted into masonry with a minimum embedment of 7". 5. Provide plate washers at all shear wall anchor bolt connections to wall plates. See "Typical Wood Shear Walls - Nailing Schedule and Details" for more information. 6. Nailing shall conform to the minimum requirements contained in Table 2304.10.1 of the IBC unless more stringent requirements are shown on these drawings or in these notes. 7. All nails are to be steel common wire nails and conform to ASTM F1667. 8. Pre -drill nail holes when necessary to prevent splitting. 9. Steel plates for wood construction shall conform to ASTM A36. 10. Bolts shall conform to ASTM A307. 11. All exposed bolts in wood structure which are not in contact with preservative treated wood shall be plain, uncoated steel. 12. Holes for bolts shall be 1/16" oversized. 13. Retighten all bolts prior to closing in. 14. Lag screws shall penetrate the main member a minimum of eight times the shaft diameter unless noted otherwise. 15. Diagonal (toe -nail) lag screws shall be installed with a minimum edge distance of four times the shaft diameter. INSTALLATION: 1. Built-up Columns: Where hidden in a wall, at contractor's option, wood columns may be built-up from 2x laminations. Laminations shall be stitched nailed with staggered 16d@4"OC. Do not splice laminations. 2. Truss rods and connections shall be tightened after installation and leveling. 3. At roofs and floors, lay panels with long dimension perpendicular to supports with short edges staggered. 4. Glue and nail floor sheathing to supports with 8d@6"OC edges and 8d@ 12"OC field. 5. Nail roof sheathing to supports with 8d@6"OC edges and 8d@12"OC field. 6. See plans for areas of special blocking and nailing. 7. Nail vertical sheathing to supports with 8d@6"OC edges and 8d@12"OC field for walls not designated as shear walls. 8. Where shear walls are noted on the plans, the sheathing is used as part of the lateral load resisting system. See typical details for attachment of sheathing to supports for wood structural panel shear walls. FRAMING TOLERANCES: 1. Layout of walls and partitions: within 1/4" of intended position. 2. Plates and runners: 1/4" in 8' from a straight line. 3. Studs: 1/4" in 8' out of plumb, not cumulative. 4. Face of framing: 1/4" in 8' from a true plane. COMMON NAIL DIMENSIONS Common Nail (Steel Wire) Minimum Diameter (in) Minimum Length (in) 6d 0.113 2 8d 0.131 2 1/2 10d 0.148 3 12d 0.148 3 1/4 16d 0.162 3 1/2 20d 0.192 4 DESIGN VALUES FOR HEAVY TIMBER Species & Grade Size classification Flexural I Stress I Compressive Stress Horizontal Shear Stress Modulus of Elasticity DOUGLAS FIR -LARCH (DFL) Select Structural Columns 1,500psi 1,150 psi 170 psi 1,600 ksi Beams 1,600 psi 1,100 psi 170 psi 1,600 ksi Not Columns 1,200 psi 1,000 psi 170 psi 1,600 ksi Beams 1,350psi 925 psi 170 psi 1,600 ksi Not Columns 750 psi 700 psi 170 psi 1,300 ksi Beams 875psi 600 psi 170 psi 1,300 ksi DESIGN VALUES FOR MANUFACTURED LUMBER Flexural Compressive Tensile Compressive HorizModulus of Type - E Stress Stress Stress Stress Perp Shear Elasticity Stress LAMINATED STRAND LUMBER (LSL) 2x4 and 2x6 1,700 psi 1,400 psi 1,075 psi 435 psi 400 psi 1,300 ksi Studs -1.3E 2x8 Studs - 2,250 psi 1,950 psi 1,500 psi 475 psi 400 psi 1,500 ksi 1.5E Headers and 2,325 psi 1,350 psi 1,070 psi 800 psi 310 psi 1,S50ksi Beams -1.SSE LAMINATED VENEER LUMBER (LVL) Headers and 2 600 psi 2,510 psi 1,555 psi 750 psi 285 psi 2,000 ksi Beams - 2.0E PARALLEL STRAND LUMBER (PSL) Column 1.8E 2,500 psi 2,500 psi 1,755 psi 600 psi 230 psi 1,800 ksi Headers and 2,900 psi 2,900 psi 2,025 psi 750 psi 290 psi 2,000 ksi Beams 2.0E A4 A4 ARCHITECTS LLC 242 NORTH SEVENTH STREET CARBONDALE COLORADO 81623 970.963.6760 FAX 970.963.6761 mail@a4arc.com Consultant o�p00 Ll,- U•:O� `�IT O 42674 moo•, '�w FSS/ONAL Stamp Colorado Rocky Mountain School 970.963.2562 // crrns.org Owner Sheepy Hollow Carbondale, CO Date Issued For 11/08/19 PERMIT Project No: B0677 Drawn By: RKD GENERAL NOTES S-i'l LOAD KEY LEGEND LOAD AREA PATTERN SELF WEIGHT (psf) SUPERIMPOSED LOADS DESCRIPTION OF LOAD NOTES DEAD LOAD (Psf) LIVE LOAD (Psf) SNOW LOAD (psf) VERT WIND LOAD (psf) fO 6L� 5 10 40 -- -- TYPICAL RESIDENTIAL FLOOR -- O5 10 -- 40 +5/-10 TYPICAL ROOF SEE NOTES 1,2,3 O3 5 10 -- 40+DRIFT +5/-10 ROOF W/ UNBALANCED SNOW LOADING P_surcharge = 31 psf 1_surchar e = 8'-0. 4 ® 5 10 -- 48 +5/-10 TYPICAL UNHEATED ROOF SEE NOTES 1,2,3 O 5 10 -- 40 +5/-10 ROOF W/ UNBALANCED SNOW LOADING P_surcharge = J2 psf I_surchar e = 8'-0 ® NOT 1, STAIRS TO BE DESIGNED BY STAIR MANUFACTURER. SELF -WEIGHT AND SUPERIMPOSED DEAD LOADS TO BE DETERMINED BY STAIR MANUFACTURER. 2. DRIFTING SNOW LOADS ARE DEFINED BY DIAGRAM TO THE RIGHT. 3, ROOF LIVE AND SNOW LOADS DO NOT ACT CONCURRENTLY. 4. VERTICAL WIND LOADS ARE MWFRS LOADS AND HAVE NOT BEEN REDUCED BY DEAD LOADS. NEGATIVE LOADS ARE UPLIFT. RE: STRUCTURAL DESIGN CRITERIA TABLE FOR COMPONENTS AND CLADDING DESIGN CRITERIA. 5. NEGATIVE LOADS ARE UPLIFT AND HAVE NOT BEEN REDUCED BY DEAD LOADS. 6. WHERE PREMANUFACTURED ROOF TRUSSES OCCUR, APPLY LOADS AS FOLLOWS: CASE /I: APPLY TABULATED LOADS TO TOP CHORDS. CASE 12: APPLY TABULATED LOADS TO TOP CHORDS W/ 8 PSF DEAD LOAD REDUCTION. APPLY 8 PSF DEAD LOAD TO BOTTOM CHORD. APPLY XX PSF LIVE LOAD TO BOTTOM CHORD. DRIFT SCHEDULE Pd (PSF) Ld (FT) DRIFT 1 70 5'-6. DRIFT 2 75 6'-6` UNBALANCED SNOW LOAD DIAGRAMS 0 t L_sur�e N �I a d GABLE ROOF DRIFTING SNOW LOAD DIAGRAM Ld r I III I I 2 2 `� 2 2 2 ------L- — - — - — -— I I, 2 2 2 ------ fi--- 4 II I I -----------------r—— - — - — - — - — ----------I 5 I II I II I I it I I NORTH ROOF LOAD KEY 1/8" = r-0" 1 NORTH UPPER FLOOR AND LOW ROOF LOAD KEY 1/8" = V-0" A4 A4 ARCHITECTS LLC 242 NORTH SEVENTH STREET CARBONDALE COLORADO 81623 970.963.6760 FAX 970.963.6761 mail@a4arc.com Consultant U Stamp r— "W Colorado Rocky Mountain School 970.963.2562 // crms.org Owner Sheepy Hollow Carbondale, CO Date Issued For 11/08/19 PERMIT Project No: B0677 Drawn By: RKD NORTH LOAD KEYS S;1,2 ,.r, 1 .. .�.�,.� 00 a- O i 10'-6" 10'-0' 00 56'-6 2,-0• O LE 15'-5" T/Frc y 97'-6 VIVA" n ZIP 6'-5 otI 102'-6° — — — — SOO BY g1 OTHERS I T/FTG y I I ail T/FG o T/SOG 98'-10' I ' ° 99'-6' T/FTG -8 T/WALL Nod I I y T/WALL 23'-6• 8'-0' T/FTG 1,0867 T/FTG f� �01 0 6'L6 i / 10 1.-0 S 4.2 + 6 OFV ' t — — — — — o pp ZI 8'-9' � HD < +L ----- — <o - - - - - - — - — - �- — — — — — — — — - —-------- I--- — — — I l s=4.2 ctii' I I T/SOG T/WALL (m 1 4' CONC SOO T/SOG ' �99'-0" 100'-0' I ( 1�-00-0. I TIWALL 6. 102'- T/WALL I I I I 99'-0' I I " T/fTG 4 CONC SOO 4� I 98'-10" THICKENED If7G AT STAIR, RE: TYP DTLS i /919/ 6G o S-4. I I v T/FTG T/FTG" yS 5,-i0' I IUP 4.0 2 J I--- ---�- d LA — — — — — — — — — — — — — I 4 I T/WAL1 I I� SL f 1 I S-4.2 99'-8• I / i -4.2 � � T SOG °' I I T/FTG 1� DO -D~ T/FTG I' y I I I I 98'-10" 97'-6' T/WALL 99'-0" 5 - —- - — -- - ------ - i------------ - _----- °p TIFTG I t— i — 7 ZIP 6'-D" it M L— — — WALL TI9w-O 99'-0' 23'-6' I T/WALL y 100'-0 ° I 7 -9 1/4" J 2'-0° 15'-5' 22' ? M 15'-7' `� i T/WALL 102'-6' T/WALL ----0'------ 3'-0° T/FTG O 98'-6' i I I i I i 56'-6 ° O OB C D O NORTH FIRST FLOOR AND FDN PLAN 1/4" =1'-0" Jqciz Rain # 7 7 MAIN LEVEL PLAN NOTES: 1. TYPICAL EXTERIOR WALL IS 2 1/2° R12 ZIP PANELS ON 2x6 DFL STUD*16°OC, UNO. ATTACH WALL SHEATHING WITH 8d06'OC AT EDGES AND 01210C IN FIELD UNLESS DESIGNATED AS A SHEAR WALL. RE SHEAR WALL SCHEDULE FOR SHEAR WALL NAILING. 2. TYPICAL INTERIOR STRUCTURAL WALL IS 2x6 DFL STUD® 1600C, UNO. 3. TYPICAL COLUMN IS (3)2x6 DFL STUD, UNO. 4. ALL LVL MATERIAL IS TO BE 1 3/4" THICK, UNO. 5. TYPICAL SISTERED EAVE RAFTER IS 2x6 DFL No.2 6. RE: 'TYPICAL WOOD HEADER TABLE' FOR HEADER SIZING AND NUMBER OF TRIMMER STUDS WHERE INDICATED HDR° ON PLAN. 7. WHEN NOT SPECIFIED AS HDR°, MINIMUM NUMBER OF KING STUDS EACH SIDE OF OPENING IS EQUAL TO HALF THE NUMBER OF STUDS INTERRUPTED BY HEADER PLUS ONE, (2) MIN. RE: *TYPICAL WOOD HEADER TABLE' FOR ATTACHMENT OF HEADER TO KING STUDS. 8. RE: ARCH FOR WINDOW AND DOOR LOCATIONS, 9. COORDINATE JOIST LAYOUT WITH LIGHTING LOCATIONS, RE ARCH. 10. RE: SHEET S-5.0 FOR SHEAR WALL, AND HOLDOWN FOUNDATION PLAN NOTES. 1. TOP OF SLAB ELEVATION INDICATED ON PLAN. 2. TOP OF WALL ELEVATION INDICATED ON PLAN. J. FOUNDATIONS CONSIST OF SPREAD FOOTINGS WHERE SHOWN ON PLAN. UNLESS INDICATED OTHERWISE FOOTINGS SHALL BE CENTERED BELOW WALLS AND COLUMNS. 4. SOO (SLAB -ON -GRADE) SHALL BE 4° CAST -IN -PLACE CONCRETE SLAB PLACED ON SUITABLE SUBGRADE MATERIAL AS SPECIFIED BY THE GEOTECHNICAL ENGINEER AND GEOTECHNICAL REPORT. REINFORCED W/ WWF6x6x2.lx2.1 EW CHAIRED MID -HEIGHT. 5. RE SHEETS S1.0-S1.1 FOR GENERAL NOTES AND LEGENDS 6. RE: SHEETS SI.2-S1.3 FOR LOAD KEYS 7. RE.' SHEETS S1.4-S1.5 FOR TYPICAL DETAILS A 4 A4 ARCHITECTS LLC 242 NORTH SEVENTH STREET CARBONDALE COLORADO 81623 970.963.6760 FAX 970.963.6761 mail@a4arc.com Consultant �p,D 0 L /CF p�'Q' '�?.TT0 'p 42374 3,? %, FSS/ONAL E��\ Stamp Colorado Rocky Mountain School 970.963.2562 // cnns.org Owner Sheepy Hollow Carbondale, CO Date Issued For 11/08/19 PERMIT Project No: B0677 Drawn By: RKD NORTH FIRST FLOOR AND FDN PLAN QS-2,0 No 0— (D_ 0— a Q O C D 0 56'-6" 23'-6" 2'-0" 15'-5" 15'-7" i � I 23'-6" 2'-0"�_ 1 NORTH SECOND FLOOR FRAMING PLAN 56'- JOIST & BEAM HANGER SCHEDULE SIMPSON HANGER FOR FASTENERS MEMBERS ALLOWABLE LOADS MARK TJI OR OTHER JOIST SUPPORTING MEMBER TOP FLANGE SUPPORTED MEMBER SUPPORTING MEMBER SUPPORTED MEMBER BEARING CAPACITY UPLIFT CAPACITY REMARKS 8A2.1/9.5 (8) 10d (6) 10d (2) 10dxl.5 2x NAILER 9 1/2" TJI 210 2695 265 -- E 2j HUS1.81/10 (30) 10d -- (10) 10d LVL 14" LVL 4005 2280 -- (HJ) BA 1. 81/14 (10) 10d (6)10d (2) 10dxl.5 GLULAM 14" LVL 3080 255 -- H4 LRU21OZ (6) 16d -- (7) 16d 2x NAILER 2x10 DFL 1550 1015 -- Fly LSSR2.1Z (14) 1Odx2 1/2" -- (12) 10dxl 1/2" 2x NAILER 11 7/8" TJI 210 2980 510 -- NOTES: 1. HANGERS AS NOTED ON PLAN. FOR ANY HANGER NOT CALLED OUT ON PLAN, CONTACT STRUCTURAL ENGINEER. 2. SUBSTITUTION OF HANGER MANUFACTURER AND/OR HANGER TYPE ARE NOT PERMITTED WITHOUT WRITTEN APPROVAL OF STRUCTURAL ENGINEER. J. HANGERS TO BE HOT DIPPED GALVANIZED STEEL. 4. FOR CONTACT WITH PRESERVATIVE TREATED WOOD IN EXPOSED LOCATIONS, PROVIDE MINIMUM C185 GALVANIZING. 5. SOME HANGERS SHOWN IN SCHEDULE MAY NOT BE USED ON PROJECT. ;ARE -ENGINEERED RF TRUSSES — - — - — - — - - HNC%IE ENGINEERING FOR INSPECTOR AT TIME OF FRAME INSPECTION a S.L O I e O I 6 I I I I = 1U UPPER 1. LEVELILOW ROOF PLAN NOTES: TYPICAL FLOOR IS ARCHITECTURAL FINISHES OVER 3/4" DOWN! _, <o T&G OSB/PLYWOOD FLOOR SHEATHING OVER WOOD I- JOISTS. TYPICAL FLOOR SHEATHING ATTACHMENT 1S GLUE _ A T AND NAIL WITH 80600C AT EDGES AND 012"OC IN FIELD, I' D5 ZIP 8'-4" . t9_51 UNO I 2. TYPICAL LOW ROOF IS FINISHES AND INSULATION OVER 6 5/8" OSB/PLYWOOD ROOF SHEATHING OVER WOOD I- JOISTS. ATTACH ROOF SHEATHING WITH 8d®6"OC AT d EDGES AND 01200C IN FIELD, UNO. x I 3. TYPICAL EXTERIOR WALL IS 2 1/2" R12 ZIP PANELS ON I 2x6 DFL STUD01600C, UNO. ATTACH WALL SHEATHING M WITH 8d®6 OC AT EDGES AND 012"OC IN FIELD UNLESS - DESIGNATED AS A SHEAR WALL. RE SHEAR WALL ' JiDR_ —_ _` SCHEDULE FOR SHEAR WALL NAILING. _ _ 4. TYPICAL INTERIOR STRUCTURAL WALL IS 2x6 DFLSTUD® _ — 16 "0C, UNO. 5. TYPICAL COLUMN IS (3)2x6 DFL, UNO. 6. ALL LVL MATERIAL IS TO BE 1 3/4" THICK, UNO. 7. RE: "TYPICAL WOOD HEADER TABLE" FOR HEADER SIZING AND NUMBER OF TRIMMER STUDS WHERE INDICATED "HDR" ON PLAN. B. WHEN NOT SPECIFIED AS "HDR° MINIMUM NUMBER OF KING STUDS EACH SIDE OF OPENING IS EQUAL TO HALF THE NUMBER OF STUDS INTERRUPTED BY HEADER PLUS ONE, (2) MIN. RE: "TYPICAL WOOD HEADER TABLE- FOR ATTACHMENT OF HEADER TO KING STUDS. 9. RE. ARCH FOR WINDOW AND DOOR LOCATIONS. 10. COORDINATE JOIST LAYOUT WITH LIGHTING LOCATIONS, RE: ARCH. 15'-7" 11, RE: SHEETS S1.0-S1.1 FOR GENERAL NOTES AND LEGENDS 12. RE: SHEETS S1.2-S1.3 FOR LOAD KEYS 1 R TYPICAL } - 14. RE: SHEETSS5S0XFOR SHEAR WALL, HANGER,AILS AND HOLDOWN SCHEDULES U IBM AL A 4 A4 ARCHITECTS LLC 242 NORTH SEVENTH STREET CARBONDALE COLORADO 81623 970.963.6760 FAX 970.963.6761 mail@a4arc.com Consultant �pD� LICF 42f^6-7j4. FSSIONM_ Stamp Colorado Rocky Mountain School 970.963.2562 // crms.org Owner Sheepy Hollow Carbondale, CO Date Issued For 11/08/19 PERMIT Project No: B0677 Drawn By: RKD NORTH SECOND LAN (S-201_.'00) - 0 a - NORTH ROOF PLAN 1/4" =1'-0" B C D f F I I PREMANUFACTURED ROOF TRUSS@24'OCi oe � oQ � oQ _ oQ oQ I I IL i I I I ------------ U 0 C \/ KEYNOTE LEGEND PRf-E CIPI° THE F TRUSKS IiWTECTOR =,n .,Y 10 N ROOF PLAN NOTES: 1. TYPICAL ROOF IS FINISHES AND INSULATION 5/8" OSB/PLYWOOD ROOF SHEATHING OVER PREFABRICATED WOOD TRUSSES. ATTACH ROOF SHEATHING WITH 8d®6'OC AT EDGES AND 012"OC 1N FIELD, UNO. 2. RE ARCH FOR TOP OF PLATE ELEVATIONS. WALLS HAVE BEEN DESIGNED FOR A MAXIMUM HEIGHT OF 10', UNO. 3. ALL LVL MATERIAL IS TO BE 1 314" THICK, UNO. 4. RE: 'TYPICAL WOOD HEADER TABLE" FOR HEADER SIZING AND NUMBER OF TRIMMER STUDS WHERE INDICATED "HDR' ON PLAN. 5. WHEN NOT SPECIFIED AS INDR', MINIMUM NUMBER OF KING STUDS EACH SIDE OF OPENING IS EQUAL TO HALF THE NUMBER OF STUDS INTERRUPTED BY HEADER PLUS ONE, (2) MIN. RE: "TYPICAL WOOD HEADER TABLE" FOR ATTACHMENT OF HEADER TO KING STUDS. 6. COORDINATE JOIST LAYOUT WITH LIGHTING LOCATIONS, RE: ARCH. 7. RE: SHEETS S1,0-S1.1 FOR GENERAL NOTES AND LEGENDS 8. RE: SHEETS S1.2-S1.3 FOR LOAD KEYS 9. RE: SHEETS (S1XX-S1XXJ FOR TYPICAL DETAILS 10. RE: SHEET S5.0 FOR SHEAR WALL, HANGER, AND HOLDOWN SCHEDULES A 4 A4 ARCHITECTS LLC 242 NORTH SEVENTH STREET CARBONDALE COLORADO 81623 970.963.6760 FAX 970.963.6761 mail@a4arc.com Consultant �pDO LICE o •• a.,; �Lp •ooy. s 42674 �SSIONAI Stamp I Colorado Rocky Mountain School 970o963.2562 // crms.org Owner Sheepy Hollow Carbondale, CO Date Issued For 11/08/19 PERMIT Project No: B0677 Drawn By: RKD NORTH ROOF PLAN *�� �)j 77,2