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HomeMy WebLinkAboutPlans (2)/g\ 1x3 comer boards at inside comelrs (typ.) () 5'-0" 12 existing new l x6 corner boards at outside corners (typ.) 100'-0" t.o. subfloor new wood siding to match existing 90'-2" t.o. slab @ gauge finish grade rf Partial Southeast Elevation true elevation of deck, guardrail and supports guardrail to conform IRC 2009 R312 td 1x3 corner boards at inside corners (typ.) 1x6 corner boards at outside corners (typ.) 12 new wood siding to match existing l'-6" oblique elevation of building beyond 00'-0" t.o. subfloor true elevation 1x6 corner boards at outside corners (typ.) metal roof note: see x/A7.1 for stair plans structural braces to support walkway 90'-2" t.o. slab @ g North Elevation upward acting sectional garage doors finish grade existing stone retaining walls Michael Doyle Architects 204 Park Ave., 1D Basalt, Colorado 81621 970.927.6796 mjdarch@sopris.net Walter Res. Remodel 5349 County Rd. 100 Carbondale, CO 81623 General Contractor JMW Construction 2010 Eastbank Point Carbondale, CO 81623 Structural Engineer S.K. Peightal Engineers 204 Park Ave., 1C Basalt, CO 81621 Building Permit Submission 8-1-11 SCALE:1 /4"=1'-0" A4.2 MATERIAL LEGEND VCONCRETE MASONRY 4 4 Ailie i■■I BEI i■■I 1111111111 CONCRETE BRICK STONE FRAME WALL TILE GLAZING SAND ACOUSTICAL CEILING ,nae____.n CARPET ,......mn::u,IREInman PAraleiiMIErs I/IIII/I►/ RrareillFreal MPS I DRAWING SYMBOLS COMPACTED EARTH COMPACTED GRAVEL RIGID INSULATION GLU-LAM WOOD BATT INSULATION FINISH WOOD ROUGH WOOD STEEL PLYWOOD PARTICLE BD. OR WOOD FIBER BD. 100'-0" A \ TITLE 4 A1.1 SCALE WINDOW MARKS DOOR MARKS ELEVATION MARK COLUMN GRID ELEVATION SYMBOL DETAIL SECTION BUILDING SECTION DRAWING TITLE m. ninon M am cry roof Walter Residence Remodel lady aohlroor .e.,Wnon d mSl roof ne. Sit= d rnedol doer m ma Jen - I, ry J.droof over mar eery inuctue we atrial Wawa n°bilis.. u e M2 Arta e lannon am - ■ ne..c it n&nA / to each u� il�11111111111_/�1► msts ill Ua al MI Arldi demoam end Gal tlas!Sr1I ethisels ONorth Elevation ABBREVIATIONS ADD ADJ AGG ALT ARCH BM BRG BET BD BS BO BLDG CAB CL CER CLR CLOS COL CONC Cl CONT DP DET DIA DIM DW DN DR DWG EA EL EQ EXIST EI EXT FO FIN FP FL FD FTG FDN GA GALV Addendum Adjacent Aggregate Alternate Architectural Beam Bearing Between Board Both Sides Bottom Of Building Cabinet Center Line Ceramic Clear Closet Column Concrete Construction Joint Continuous Damproofing Detail Diameter Dimension Dishwasher Down Drain Drawing Each Elevation Equal Existing Expansion Joint Exterior Face Of Finish Fireplace Floor Floor Drain Footing Foundation Gauge Galvanized GC General Contractor GL Glass GR Grade GYP Gypsum GWB Gypsum Wallboard HDW Hardware HD Head HVAC Heating, Vetilating, & Air Conditioning HT Height HWY Highway HOR Horizontal ID Inside Dimension INT Interior JT Joint LAM Laminate LAV Lavatory MFG Manufacturer MO Masonry Opening MTL Materia] MAX Maximum MECH Mechanical MN Minimum MISC Miscellaneous NIC Not In Contract NA Not Applicable NTS Not To Scale OC On Center OPG Opening OPP Opposite OPH Opposite Hand OD Outside Diameter d Penny (nails, etc.) PERF Perforated (d) PL Plate Ply Plywood PROD Product PROJ Project PROP Pmpeny R Radius or Riser REF Refer REFER Refridgerator 'REINF Reinforce (d) REQD Required RM Room RO Rough Opening SAN Sanitary SECT Section SEW Sewer SHT Sheet SHLV Shelves SIM Similar SL Sliding STC Sound -Transmission Class SPEC Specification SQ Square STD Standard STL Steel STRUCT Structural (al) SUB Subsilutc SUPPL Supplement (al) SUSP Suspend (ed) TEL Telephone TV Television TEMP Tempered IE That Is THK Thick TPH Toilet Paper Holder T&G Tongue & Groove T&B Top & Bottom TO Top Of T Tread TYP Typical UG Underground UNFIN Unfinished UBC Uniform Building Code USG United Slaws Gage VAR Varies VENT Ventilate VIE Verify In Field VERT Vertical VAT Vinyl Asbestos Tile V Voltage WC Water Closet WP Waterproof WT Weight WIN Window W / With W /O Without WD Wood note we )Ar. fm,ar pin nor. had:l .,4guc**i roc Jaen fpr Wiry . sox M.2 fm nee dnmau of heathy] and aunha1 fixish got nne Wentw Whom dentin GENERAL NOTES A. The AIA Document A201 "General Conditions of the Contract for Construction", latest edition, arc hereby made a part of these contract documents, except as amended herein. Copies are on file and arc available for inspection at the office of the Architect. B. The Contract Documents consist of the Agreement, the General Notes, the Specification, and thc Drawings, which arc cooperative and continuous. Work indicated or reasonably implied in any one of the documents shall be supplied as though covered in all. any discrepancy between the different parts should be reported to the Architect immediately. C. All work shall comply with all State and local codes and ordinances, and shall be performed to the highest standards of craftsmanship by journeymen of the apropriate trade. D. These documents are intended to include all labor, materials, equipment and services required to complete all work described herein. It is the responsibility of the Contractor to bring to the attention of the Architect any conditions which will not permit construction according to the intentions of these documents. E. Any materials proposed for substitution by those specified or called out by trade name in these documents shall be presented to the Architect for review. The Contractor shall submit samples when required by the Architect, and all such samples shall be reviewed by the Architect before the work is performed. Work must conform to the reviewed samples. Any work which docs not conform shall be removed and replaced with work which conforms at the Contractor's expense. Subcontractors shall submit requests and samples for review through the General Contractor when work is let through him or her. Required verifications and submittals to be made in adequate time as not to delay work in progress. rv41•u.Jr. 3'u **sir F. Shop drawings shall be submitted to the Architect for his or her review where called for anywhere in these documents. Review shall be made by the Architect before work is begun, and work shall conform to the reviewed shop drawings, subject to replacement as required for samples in paragraph E, above. G. The Building Inspector shall be notified by the Contractor when there is need of inspection as required by the Uniform Building Code or by any local code or ordinance. H. The Contractor shall be responsible for the safety and care of adjacent properties during construction, for compliance with Federal and State OSHA regulations, and for the protection of all work until it is delivered to the Owner. I. All dimensions noted take precedence over scaled dimensions. Dimensions noted with "N.T.S." denotes not to scale. J. Contractor shall verify and coordinate all openings through floors, ceilings and walls with all architectural, structural, mechanical, plumbing and electrical drawings. K. Contractor will assume responsibility of items requiring coordination and resolution during the bidding process. L. It is expected that assumptions regarding existing conditions will require adjustment during the term of construction. Therefore the Contractor shall verify: existing dimensions; elevations; size and spacing of structural members; and report to the Architect all deviations from the expected conditions. Additionally, thc Contractor shall report to the Architect any damage to thc existing structure uncovered or discovered during demolition. Fabrication and assembly of structural members =not proceed without the Architect's resolution and modification of Construction Documents. PROJECT DATA Walter Residence Remodel 5349 County Road 100 Carbondale, CO 81623 Zone: R (Residential) Code: 2009 IRC Lot Size: 22 Ac. +/- Square Footage Tabulation Enclosed Garage Decks Main 2125 s.£ 892 Lower 1355 810 Upper 459 Total 3939 810 892 SHEET INDEX A1.0 Cover Sheet A2.0 Survey A2.1 Site Plan A3.1 Main Level Overall Floor Plan @ = 1'-0" A3.2 Partial Main Level Floor Plan @" = 1'-0" A3.3 Partial Main Level Floor Plan @" = 1'-0" A3.4 Lower Level Floor Plan @ = 1'-0" A3.5 Loft Level/ Roof Plan @" = 1'-0" A4.1 Northeast Exterior Elevation @ " = 11-0" A4.2 Partial East/ North Exterior Elevation @ = 1'-0" A4.3 West/ Southwest Exterior Elevation @ " = 1'-0" A4.4 South Exterior Elevation @ " = 1'-0" A4.5 Southwest Exterior Elevation @ " = 1'-0" A4.6 Southeast Exterior Elevation @ 4" = 1'-0" A5.1 A5.2 A5.3 A5.4 A5.5 Building Sections Building Sections Building Sections Building Sections Building Sections @ „ = 11-0n @ a' = 11-0tt @ 't = 11-100 @ tt = 1'-0" @ 4tt = 11-0tt A6.1 Door and Window Schedule A9.1 Main Level Ceiling Plan A9.2 Lower Level ceiling Plan A9.3 Loft Level Ceiling Plan E3.1 Main Level Electrical Plan E3.2 Lower Level Electrical Plan E3.3 Loft Level Electrical Plan s1.11 S1.12 S2.11 S2.21 S2.31 S2.32 S3.1 S3.2 Foundation Plan Foundation Plan Lower Floor Framing Plan Main Floor Framing Plan Roof Framing Plan Roof Framing Plan Details Details APPROVED SIJVECT TO NOTED t%C'EP'YIONS & INSPECTIONS GARFIELD COUNTY BUILD sitcriG DEP LD COPY 1110INSPECTION WJit'IIOU T ?PM PLANS ON SITE of See 0414 Sft k er1/45 gni 10101 equ)renleJh Michael Doyle Architects 204 Park Ave., 1D Basalt, Colorado 81621 970.927.6796 mjdarch@sopris.net Walter Res. Remodel 5349 County Rd. 100 Carbondale, CO 81623 General Contractor JMW Construction 2010 Eastbank Point Carbondale, CO 81623 Structural Engineer S.K. Peightal Engineers 204 Park Ave., 1C Basalt, CO 81621 Building Permit Submission 8-1-11 A1.0 0 c1/4i existing shed roof to remain Typical Floor Assembly: - finish floor (see plans) over - 3/4" plywood subfloor over - 11 A" TJI's existing 2x6 wood stud - wall with full batt insulation new floor hangs from existing wall open to existing living rm. beyond existing beams to support loft floor Existing Back Entry finish grade 91'-11" t.o.slab existing 8" concrete foundation wall Existing Cabin pi ledger - see structural 97-6" t.o.floor Typ. Insulated Roof Assembly: Per C, R- 867 �{ - metal roof over - full layer of bituthene over - 5/8" plywood over - 2 x 12 rafter with R-30 foam with R-19 batt insulation under foam -„ gwb Typ. Fascia Assembly - 2x10 r.s. cedar fascia, stained - r.s. cedar plywood soffit Typ. Ext. Wall Assembly - stained horiz. wood siding over - air infiltration barrier over - 1/2" ply sheathing over - 2 x 6 wall studs with insul - 5/8" gwb 107-1" to. subfloor ® existing loft floor (v.i.£) 100'-0" to. subfloor batt g -w new wood deck to be 2 steps higher than existing . existing conc. vault Existing Bedroom existing 4" concrete slab 89'-1" to.slab 1 rTh Building Section g Existing Entry Shed and New Loft over Cabin t_98'-8" to. deck Michael Doyle Architects 204 Park Ave., 1D Basalt, Colorado 81621 970.927.6796 mjdarch@sopris.net Walter Res. Remodel 5349 County Rd. 100 Carbondale, CO 81623 General Contractor JMW Construction 2010 Eastbank Point Carbondale, CO 81623 Structural Engineer S.K. Peightal Engineers 204 Park Ave., 1C Basalt, CO 81621 Building Permit Submission 8-1-11 SCALE:1 /4"=1'-0" A5.2 4" CONCRETE SLAB WITH THICKENED EDGES 8"x8" WITH 414 0 12" O.G. EACH, WAY AND *4 HORIZONTAL AT BOTTOM EACH EDGE. 5'-0' 4 in 1\ /v ) a v 1 Q / 1c u v v < 1a rTh TIN 84'-8 3/4' TF 81'-0" 67, 10'0 CONCRETE PIER TP 6" ABOVE FINISH GRADE TF 31-6" BELOW FINISH GRADE \ \ TW 84'4 3/4" TF 81'-0' TW 90'-5 3/4' TF 81'-0' 401-5 9 4 c \ \ C / STRINGERS. SEE DETAIL 21/532. PAD FOOTING SCHEDULE MK SIZE REINF. G.21-0 50x12" 3-05 EACH WAY ® 4'-0 50x12" 5-#5 EACH WAY ® 5'-0 50x12" 5-05 EACH WAY \ TW 40'-5 3/4" TF 81'-0' \ EQ TP 6" ABOVE FINISH GRADE TF 31-6' BELOW ® FINISH GRADS 10'0 CONCRETE PIER TP 6' ABOVE FINISH&RADE TF 31-61 /' BELOW FINISH GRADE TW 901-5 3/4' TF 81-0' \ \ \ \ \ TW 901-5 3/4" TF 83'-0' TY190-5 3/4' TF 81'-0" 4'6 TW 841-5 1/8" TF 81'-0' CRAWL GRADE 86'-2' i3. \ c \ ID\ TW 89'-51/8" TW 86' TF 83' "NGRAWL GRADE n C85-z.�6, 145 x 32' DOWELS 0 16" O.G. DRILL AND EPDXY 5' INTO EXISTING CONCRETE CRAM- GRADE 84'-2" 4 '9 -a:ter — CRAWL GRADE 661-2n TF 86'-6" 6x6 HT 10'0 CONCRETE ♦ PIER / U \ ® TP 6" ABOVE FINISH GRADE TF 31-6' BELOW ('•� FINISH GRADE' 10"0 CONCRETE PIER TP 6' ABOVE FINISH GRADE ` TF 31-6" BELOW 'h FINISH GRADE Co* 174 90'-5 3/4' TF CRAWL GRADE 86'-2" TF 81'-0" 10'0 CONCRETE PIER " 2'-0' NTH 96'-0' TF 81'-0" *5 x 32' DOWELS o 16° 0.G. DRILL AND EPDXY 5' INTO EXISTING CONCRETE TF 86'-6' 1'- n 5'TOE r 3'-5' HEEL 41-8" J P ' FACE (E) GONG. TO .� ' di '1" -v TW 901-5 3/4' TF 83'-0 ;I0 FIELD VERIFY EXISTING FOOTING ELEVATION AND ADJJ5T TO MEET Floors over vented crawlspaces must be insulated; R-30 or enough to fill the cavity. Vents shall be located below the bottom of the floor joist per IRC, R-408.1. As an alternative to insulating floors, crawlspace walls shall be permitted to be insulated when the space is not vented to the outdoors and meets the requirements of IRC, R-408.3. Take precautions to protect plumbing in these areas. v TP 6" ABOVE FINISH GRADE TF 3'-6' BELOW FINISH GRADE FOUNDATION FLAN SCALE: 1/4" = I'-0 on 22' x 34' SCALE: 1/8' = I'-0 on 11' x 11" FTh 1 I. T.W. 2. T.F. 3. TL. 4. 5. 4 6. r 1. ■ e. 10. • IL (XXX'-XX'j 12. 13. C 14. — - FOUNDATION PLAN NOTES INDICATES TOP OF CONCRETE WALL ELEVATION INDICATES TOP OF CONCRETE FOOTING ELEVATION TOP OF LEDGE INDICATES FOOTING STEP INDICATES TOP OF CONCRETE WALL STEP INDICATES STEP OF SURFACE PLANE -PLY OR CONCRETE INDICATES COLUMN ABOVE. TYPICAL 2-2x6 U.NA. COLUMNS SIZED AT LOWEST POINT, AND REMAIN THAT SIZE FOR EACH LEVEL UNLESS CHANGED BY NOTE. INDICATES FOOTING PAD. SEE FOOTING KEY THIS SHEET INDICATES BUILDING ELEVATION PIPE COLUMN ABOVE, SEE PLAN FOR SIZE AND BASE PLATE TOP OF BEAM ELEVATION JOIST BEARING JOIST HANGER-SIMPSON "U" HANGER U.N.O. 4' 0 PVC FND. DRAIN, SET IN GRAVEL A5 ON ARCH. DRAGS. 15. ALL CONCRETE WALLS ARE 8 -INCH THICK, U.N.O. 16. VENT CRAWLSPAGE AREAS PER UCG SEC. 2516. (G). 6. PROVIDE BLOGKOUTS IN FND. WALLS A5 REQ. SEE GENERAL NOTES FOR REINF. 11. DO NOT SCALE DRAWINGS. CONTACT ARCHITECT OR ENGINEER FOR DISCREPANCIES OR MISSING DIMENSIONS 10'0 CONCRETE PIER n Q TP 6" ABOVE FINISH GRADE TF 31-6' BELOW FINISH GRADE EThE 10'o CONCRETE PIER Orem-1/101 e 5 o/ 115 ger0 4- -elutred 4- foo*tf9 10 5 pe.c kern 2000 psi, HOME; SEE ARCH. FOR ALL DIMENSIONS ELEVATIONS NOT INDICATED. NOTE: SEE DETAIL 1/53.1 FOR TYPICAL STEEL BASE PLATES, S.K. PEIGHTAL ENGINEERS WAIVES ANY AND ALL RESPONSIBILITY AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO FOLLOW THESE PLANS AND THE DESIGN INTENT THEY CONVEY, OR FOR PROBLEMS *IGH ARISE FROM OTHERS' FAILURE TO OBTAIN AND/OR FOLLOW GUIDANCE OF 5.K. PEIGHTAL ENGINEERS WITH RESPECT TO ANY ERRORS, OMISSIONS, INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS *IGH ARE ALLEGED. THESE DRAWINGS ARE TO BE USED WITH THE ARCHITECTURAL DRAWINGS ON THE PROJECT TO CLEARLY DEFINE ALL OF THE REQUIREMENTS FOR CONSTRUCTION. WHERE CONFLICTS OCCUR, CONTACT ARCHITECT FOR CLARIFICATION, { 7-j1-(( ` ONAL n"'' setsrtns - S•K•P•E S K PEIGHTAL ENGINEERS 204 PARK AVENUE UNIT 1C BASALT, COLORADO 81621 PHONE: (970) 927-9510 WALTER REMODEL 534G1 COUNTY ROAD 100 CARBONDALE, COLORADO ISSUE: 05/20/11 PERMIT 06/03/11 PROGRESS 06/08/11 PROGRESS 06/10/11 PRICING 01/25/11 GOORD. 08/01/11 BLDG PERMIT JOB# 1101c, SHEET: s1.11 q:: TP 6" ABOVE FINISH GRADE TF 3'-6" BELOW ® FINISH &RADS - N6 fir 10'0 CONCRETE PIER TP 6" ABOVE FINISH GRADE TF 3'4' BELOW FINISH GRADE 10'0 CONCRETE PIER TP 6" ABOVE FINISH GRADE TF 3'-6' BELOW FINISH GRADE ■ Q 4' CONCRETE SLAB WITH THICKENED EDGES 8'x8' WITH *4 0 12' 0.G. EACH WAY AND *4 HORIZONTAL AT BOTTOM EACH EDGE, 6x6 HT ABE46 BASE STRINGERS. SEE DETAIL 20/532. ® TP 6" ABOVE FINISH GRADE TF 3'4' BELOW FINISH GRADEI 1O"0 CONCRETE PIER 10"0 CONCRETE PIER / TP 6" ABOVE FINISH GRADE - TF 3'-6' BELOW `I• FINISH GRADE \b TW 90'-5 3/4' TF 8T'-0" ■ ■ \CAA& GRADE 86'-2" EQ r 10"0 CONCRETE PIER 2'-0' +6 11019 51.I.0W6, FACE (W) GONG. TO DE FAGS NEW GONG. 7 FIELD VERIFY EXISTING FOOTING ELEVATION AND ADJUST TO MEET TP 6" ABOVE FINISH GRADE / TF 31-6" RFI OW fl to ■ •NsTF 87'-0" k5 x 32" DOWELS 0 16" 0.G. DRILL AND EPDXY 5" INTO EXISTING CONCRETE TF 86'-6" 7N -dr/ i 1010 CONCRETE PIER ■ 114 5' TOE \TW 96'-0" TF 8T-0' ,9 1 3'-5" HEEL TW 96'-0" /TF 8T-0" t t \B) J 1 P rA-\ #/- 8, 9: /2 FOUNDATION FLAN SCALE: 1/4" ■ I'-0 on 22"x34" SCALE: 1/8' = I'-0 on II' x 11" SEE DETAIL 18/592 FOR COLUMN TO PIER CONN. 1? 18° ABOVE FINISH GRADE TF 3'4" BELOW FINISH GRADE SEE DETAIL 18/53.2 FOR COLUMN TO PIER CONN. TP 18" ABOVE FINISH GRADE TF 9'4" BELOW FINISH GRADE 10'0 CONCRETE PIER IVO CONCRETE PIER I. TJN. 2. T.F. T.L. 4. 5. W 6. T. ■ FOUNDATION PLAN NOTES INDICATES TOP OF CONCRETE WALL ELEVATION INDICATES TOP OF CONCRETE FOOTING ELEVATION TOP OF LEDGE INDICATES FOOTING STEP INDICATES TOP OF CONCRETE WALL STEP INDICATES STEP OF SURFACE PLANE -PLY OR CONCRETE INDICATES COLUMN ABOVE. TYPICAL 2-2x6 U.N.O. COLUMNS SIZED AT LOWEST POINT, AND REMAIN THAT SIZE FOR EACH LEVEL UNLESS CHANGED BY NOTE. INDICATES FOOTING PAD. SEE FOOTIN6 KEY THIS SHEET INDICATES BUILDING ELEVATION PIPE COLUMN ABOVE, SEE PLAN FOR 512E AND BASE PLATE TOP OF BEAM ELEVATION JOIST BEARING* 18. C JOIST HANGER-SIMPSON 'U' HANGER U.N.O. 14. — — 4° 0 PVC FND. DRAIN, SET IN &RAVEL A5 ON ARCH. MASS. 15. ALL CONCRETE WALLS ARE b -INCH THICK, U.N.O. 16. VENT GRAWLSPAGE AREAS PER UBC SEG. 2516. (C). b. PROVIDE BLOCKOUTS IN FND. WALLS A5 REQ. SEE GENERAL NOTES FOR REINF. 11. DO NOT SCALE DRAWIN65. CONTACT ARCHITECT OR ENGINEER FOR DISCREPANCIES OR MISSIN6 DIMENSIONS SZE: SEE ARCH. FOR ALL DIMENSIONS 3 ELEVATIONS NOT INDICATED. WEL SEE DETAIL I/53.1 FOR TYPICAL STEEL BASE PLATES. 5.K. PEI6HTAL ENGINEERS WAIVES ANY AND ALL RESPONSIBILITY AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO FOLLOW THESE PLANS AND THE DESIGN INTENT THEY CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHERS' FAILURE TO OBTAIN AND/OR FOLLOW GUIDANCE OF 5.K. PEI6HTAL ENGINEERS WITH RESPECT TO ANY ERRORS, OMISSIONS, INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE ALLEGED. THESE DRAWINGS ARE TO BE USED WITH THE ARCHITECTURAL DRAWINGS ON THE PROJECT TO CLEARLY DEFINE ALL OF THE REQUIREMENTS FOR CONSTRUCTION. WHERE CONFLICTS OCCUR, CONTACT ARCHITECT FOR CLARIFICATION. y 9'" 1J �� s"•.ONCY��- '�6;r, Ff ♦ti's: SKPE S K PEIGHTAL ENGINEERS 204 PARK AVENUE UNIT 1C BASALT, COLORADO 81621 PHONE: (970) 927-9510 WALTER REMODEL 5341 COUNTY ROAD 100 CARBONDALE, COLORADO ISSUE: 06/03/11 PROGRESS 06/08/I I PROGRESS 06/10/11 PRICING 08/01/11 BLDG PERMIT ..1051* I I O I ci SHEET: S1.12 4' CONCRETE APRON SLAB WITH *4 • I6' O.G. EACH WAY OVER COMPACTED GRANJLAR BASE • 4' CONC. SLAB it 6x6 - I.4x1.4 )*F OVER COMPACTED G RANULAR BASE (CONTROL JOINTS • 151-0 O.G. MAX) 3-2x12 (89'-'1 3/8'1 • 3-2x12 [81'-13/8'] eieT. PLYWOOD 40'-8' rr P.t. 2x12 LEDGER WITH 1/2'0 x 5' n TITEN HD SCREWRS ANCHORS • 16' O.G. STAGGERED. TYPICAL A5 INDICATED. P LOWE=R FLOOR FRAM I NCS FLAN SCALE: 1/4' = 1'-0 on 22' x 34' SCALE: 1/8' = I1-0 on II' x 11' F� • 3-2x12 [89'-1 3/81 2x6 BEARING WALL ABOVE 3-14' VL (8011-1 3/81 3-14' VL [89'-1 3/81 ■ ■ ■ 6I wI lnrWI FLOOR FRAMING PLAN NOTES 1. ❑ORO 2. ■OR• 3. 4. 6 5, —110— COLUMN BELOW COLUMN ABOVE JOIST BEARING .JOIST HANGER MOMENT CONNECTIONS TO BEAM 67\ STEP PLYWOOD / FRAME 1, 8. m SHEAR X' -X' INDICATES BUILDING ELEVATION 1/2' PLYWOOD SHEAR PANELS FOR EXTENT INDICATED. PROVIDE NAILING AS NOTED IN GENERAL NOTES. 4. [XXX' -XX'] TOP BEAM ELEVATION 10. Vew.e.istVOLS&A INDICATES OVERFRAMIN6 II. ALL SUB -FLOORS TO BE 3/4' T46 PLYWOOD 6LU- NAILED WITH NAILING AS NOTED IN GENERAL NOTES. 12. ALL COLUMNS SHALL BE 2-2x6 UNLESS NOTED OTHERWISE. 13. ALL HEADERS SHALL BE 3-2x10 OR 2-q I/2' VL WITH 2" RIGID INSULATION. COORDINATE WITH ARCHITECT. IV INSULATION AT INTERIOR WALLS. 14. DO NOT SCALE DRAWINGS. CONTACT ARCHITECT OR ENGINEER FOR DISCREPANCIES OR MISSING DIMENSIONS. ?JCL SEE ARCH. FOR ALL DIMENSIONS $ ELEVATIONS NOT INDICATED. NOTE: 5EE DETAIL 10/53,1 FOR TYPICAL STEEL BOOT. S.K. PEIGHTAL ENGINEERS WAIVES ANY AND ALL RESPONSIBILITY AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO FOLLOW THESE PLANS AND THE DESIGN INTENT THEY CONVEY, OR FOR PROBLEMS WHICH ARISE FROM oTHERS' FAILURE TO OBTAIN AND/OR FOLLOW GUIDANCE OF 5.K, FEIGHTAL ENGINEERS WITH RESPECT TO ANY ERROR5, OMISSIONS, INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE ALLEGED. THESE DRAWINGS ARE TO BE USED WITH THE ARCHITECTURAL DRAWINGS ON THE PROJECT TO CLEARLY DEFINE ALL OF THE REQUIREMENTS FOR CONSTRUCTION. WHERE CONFLICTS OGGUR CONTACT ARCHITECT FOR CLARIFICATION, u 21 SK'P'E S K PEIGHTAL ENGINEERS 204 PARK AVENUE UNIT 1C BASALT, COLORADO 81621 PHONE: (970) 927-9510 WALTER REMODEL 5341 COUNTY ROAD 100 GAREONDALE,GOLORADO ISSUE: 05/20/11 PERMIT 06/03/11 PROGRESS 06/08/11 PROGRESS 06/10/11 PRICING 08/01/II BLDG PERMIT JOB* 1101C1 SHEET: S2.11 SEE ARCH. FOR RAFTER TAIL PROFILE //% 2x8 TAILS 0 24" O.G. WITH ittaiviteen OVER GABLE TRUSS TYPICAL HEADER Exercise 105 TYPICAL HEADER 0 ❑ a� PRE-ENGINEERED RF TRUSSES HAVE ENGINEERING FOR INSPECTOR AT TIME OF FRAME INSPECTION Tett- c to pi, Ae/4, /2g SHEAR 4'-0" WI8 TAILS ®.24 2x8 TAIT LcixDo PRE-ENGINEERED TRUSS DESIGN LOADS T.GLL. = 60 P5F T.GDL. * 10 PSF B.GLL. ■ 10 PSF B.GDL. ■ 10 P5F LOAD DURATION FACTOR = 1.0 NOTE: SEE ARCH. FOR TRUSS PROFILES, DIMENSIONS t REQ'D HEEL HEIGHTS OVERFRAMIN6 SEE DETAIL 15/53.2. TYPICAL A5 INDICATED. 5-1 1/2" VL 2x8 TAILS ® 24° 0.G. WITH W928 HAN65 O 4'-0' CUSTOM TRUSS HSL PROFILE 1 10. 1a 0 1 1 ?4chanical ROOF FRAMING PLAN NOTES I. ❑ ORO COLUMN BELOW 2. RAFTER BEARING 3. C RAFTER HANGING —4 MOMENT CONNECTIONS TO BEAM 1/2" PLYWOOD SHEAR PANELS FOR EXTENT INDICATED. PROVIDE NAILING AS NOTED IN GENERAL NOTES. 6. (XXX-XX`I TOP OF BEAM ELEVATION 1. ,ca;.rrh'TM. "A INDICATES OVCRrRAMIN6 8. ALL COLUMNS SHALL BE 2-2146 UNLESS NOTED OTHERWISE 4. ALL HEADERS UNLESS NOTED OTHERWISE SHALL BE 3-2x10 OR 2-4 1/2' VL WITH 2' RIGID INSULATION. COORDINATE WITH ARCHITECT. IQ INSULATION AT INTERIOR WALLS. 10. ALL SLOPED ROOF SHEATHING TO BE 5/8" GDX PLYWOOD. WITH NAILING A5 NOTED IN 6ENERAL NOTES II. ALL LEVEL SHEATHING' TO BE 3/4" GDX PLYWOOD WITH NAILING AS NOTED IN GENERAL NOTES 12. DO NOT SCALE DRAWINGS. CONTACT ARCHITECT OR ENGINEER FOR DISCREPANCIES OR MISSING DIMENSIONS Din SEE ARCH. FOR RAFTER TAIL PROFILE TA I3ath 2x12 LEDGER WITH fI.OK I/4116 x 3 5/8' SSW SCREWS: 4 EACH ST. (E) PLYWOOD 101'-I' V.IF. Cabin 6x10 HT Up SEE ARCH. FOR RAFTER TAIL PROFILE Dn. Up "--/.? /5— / MOS / l C6‘1'11tes14§0 r .5 -Ager GO4W' ROOF FRAMING FLAN SCALE: I/4" • I'-0 on 22" x 34" SCALE: 1/8" = I'-0 on II" x 11" Hot Tub mm CA el I—I I— IU) NOTE: SEE ARCH. FOR ALL DIMENSIONS t ELEVATIONS NOT INDICATED. 5.K. PEIGHTAL ENGINEERS WAIVES ANY AND ALL RESPONSIBILITY AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO FOLLOW THESE PLANS AND THE DESIGN INTENT THEY CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHERS' FAILURE TO OBTAIN AND/OR FOLLOW GUIDANCE OF 5,K. PEIGHTAL ENGINEERS WITH RESPECT TO ANY ERRORS, OMISSIONS, INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE ALLEGED. THESE DRAWINGS ARE TO BE USED WITH THE ARCHITECTURAL DRAWINGS ON THE PRO.ECT TO CLEARLY DEFINE ALL OF THE REQUIREMENTS FOR CONSTRUCTION. WHERE CONFLICTS OCCUR, CONTACT ARCHITECT FOR CLARIFICATION. SKP'E SRI 4'-0' WALTER REMODEL TAIL PROFILE CARSONDALE,COLORADO ISSUE: 05/20/11 PERMIT 06/05/11 PROGRESS 06/08/11 PROGRESS 06/10/11 PRICING 01/25/11 COORD. 08/01/II BLDG PERMIT N .10134* I I O I q SHEET: 52.3 1 I A n Dn. 1 u 5 1/8622112'61 nee{ 1 el la Cabin Loft 1 NN. 200) R LIP ta SHEAR 4'-0' 5EE ARCH. FOR RAFTER TA I3ath 2x12 LEDGER WITH fI.OK I/4116 x 3 5/8' SSW SCREWS: 4 EACH ST. (E) PLYWOOD 101'-I' V.IF. Cabin 6x10 HT Up SEE ARCH. FOR RAFTER TAIL PROFILE Dn. Up "--/.? /5— / MOS / l C6‘1'11tes14§0 r .5 -Ager GO4W' ROOF FRAMING FLAN SCALE: I/4" • I'-0 on 22" x 34" SCALE: 1/8" = I'-0 on II" x 11" Hot Tub mm CA el I—I I— IU) NOTE: SEE ARCH. FOR ALL DIMENSIONS t ELEVATIONS NOT INDICATED. 5.K. PEIGHTAL ENGINEERS WAIVES ANY AND ALL RESPONSIBILITY AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO FOLLOW THESE PLANS AND THE DESIGN INTENT THEY CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHERS' FAILURE TO OBTAIN AND/OR FOLLOW GUIDANCE OF 5,K. PEIGHTAL ENGINEERS WITH RESPECT TO ANY ERRORS, OMISSIONS, INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE ALLEGED. THESE DRAWINGS ARE TO BE USED WITH THE ARCHITECTURAL DRAWINGS ON THE PRO.ECT TO CLEARLY DEFINE ALL OF THE REQUIREMENTS FOR CONSTRUCTION. WHERE CONFLICTS OCCUR, CONTACT ARCHITECT FOR CLARIFICATION. SKP'E S K PEIGHTAL ENGINEERS 204 PARK AVENUE UNIT IC BASALT, COLORADO 81621 PHONE: (970) 927-9510 WALTER REMODEL 5341 COUNTY ROAD 100 CARSONDALE,COLORADO ISSUE: 05/20/11 PERMIT 06/05/11 PROGRESS 06/08/11 PROGRESS 06/10/11 PRICING 01/25/11 COORD. 08/01/II BLDG PERMIT .10134* I I O I q SHEET: 52.3 1 .4, .O ..A ' N _,,:1111 ,:...I UN FENCE ROCK WALL i p r 0' 0 44 BENCHMARKSSUMED: ELEV. TOP OF FINISHED FLOOR A 1000.00' %;4411 1 \ S 88'38'13-E 175.00' ACCESS RIGHT-OF-WAY: BOOK 481. PAGE 723 99s / DRIVEWAY AS BUILT ACCESS & UTILITY EASEMENT RESERVED IN DEED RECORDED IN BOOK 505 AT PAGE 72 \ 217.\ I/il 11/1I 1 -„,, ,„,,-„,,\ 11/1 \\I /1 } �► /( I HOLY CROSS ELECTRIC ASSOCIATION 1 / R1G1-1T-OF-WAY EASEhfNT: BOOK 752. PAGE 2391 7I /I I /I I I I /b 0 O N O N M 1. W E s 0 10 20 30 40 SCALE: 1"=20' CONTOUR INTERVAL: 2'-0" CERTIFICATE I. SYDNEY LINCICOME. HEREBY CERTIFY THAT THIS SURVEY WAS PLOTTED FROM FIELD NOTES OF A SURVEY PERFORMED UNDER MY SUPERVISION AND IS CORRECT TO THE BESI OF MY KNOWLEDGE AND BELIEF. DATED THIS ;Z DAY OF A klC5 f O SYDN ( LINCI •ME P.L.S. 14111 LEGEND AND NOTES 0 POWER POLE Q WELL ' LIGHT POLE -4-OVERHEAD UTILITY LINE -X- FENCE LINE TOPOGRAPHIC MAP 5349 COUNTY ROAD 100 CARBONDALE. COLORADO BY. L/NES IN SPACE SYDNEY LINCICOME (L. S. /4 / / 1 ) 67 GLENWOOD AVE CARBONDAL E CO 970-963-385; DATE.' 03/03/2011 SCALE: K - 20' JOB M2: 11.06 BWAL TLR \\Horner \homer \Job Fifes \ 11000 \ 11019 Walter Addition \ Dravnrgs \ Structural \Next Issue\11019 53.1.DWG, 7/29/2011 11:41:26 AM, ANSI D - 22 x 34 in, (portrait T. SLAB RADIUS EDGE I ., SEE PLAN �T. SEAS SEE PLAN a I- *4 GONTIUNOUS AT NOSE SLAB AND REINF. SEE PLAN PLACE SLAB TIGHT TO NON-COMPRESSIBLE BOND BREAKER SLAB STEP ® 3/4"=1'-0" 2- *4 CONTINUOUS 11011 T. PLYWOOD SEE PLAN WOOD GIRDER SEE PLAN 2x8 x 24' SCAB SPIKE TO BOTH SIDES WOOD COLUMN SEE PLAN SIMPSON ABU BASE FOOTING AND REINF. SEE PLAN T. FOOTING SEE PLAN FLOOR JOISTS SEE PLAN PROVIDE SOLID BLOCKING BETWEEN JOISTS AT BEARING FOOTING TO BEAR ON UNDISTURBED, NATIVE SOILS PAD FOOTING AT WOOD COL. ® 3/4"=1'-0" 11011 FRAMED WALL SEE PLAN +T. WALL 5EE PLAN o16" 0.0. EACH WAY 2- *5 CONTINUOUS TOP AND BOTTOM T. FOOTING SEE PLAN -. =jam ><5 EQ 11 • 11 • P.T. 2x GONTINUOUS PLATE WITH I/2"m ANCHOR BOLTS O 32" O.G. STAGGERED SLAB AND REINF. SEE PLAN JT. SLAB X_rX_XJ SEE PLAN EQ EQ 0 • 5EE PLAN E, *5 DOWELS x 24'1 O 16' O.G. a* 2- *5 LONGITUDINAL FOOTING TO BEAR ON UNDISTURBED, NATIVE 501L5 FND WALL AT GARAGE ® 3/4"=1'-0" 11011 2 BOLTS FOR BEAMS DEEPER THAN 12" STEEL COLUMN SEE PLAN TYPICAL STEEL BOOT ® 1 1/2"=1'-0" 11011 TYPICAL STEEL BOOT SEE DETAIL 10/53.1 T. PLYWOOD SE PLAN al a STEEL BASE PLATE SEE PLAN I/2"± NON -SHRINK GROUT FOOTING AND REINF. 5EE PLAN T. FOOTING 5EE PLAN WOOD GIRDER 5EE PLAN STEEL COLUMN 5EE FLAN 1/4 FOOTING TO BEAR ON UNDISTURBED, NATIVE SOILS SEE PLAN PAD FOOTING AT STEEL COL. ® 3/4"= I'-0" 11011 IT. WALL 5EE PLAN WALL AND REINF. SEE DETAIL 2/53.1 ni"y-oll.11 T( T. FOOTING SEE PLAN 0 in J 1 1 FRAMED WALL. SEE PLAN. P.T. 2x CONTINUOUS PLATE WITH I/210 ANCHOR BOLTS 0 32" 0.G. STAGGERED T. PLYWOOD 5EE PLAN 11 SEE PLAN FLOOR JOISTS AND HANGERS. SEE PLAN. 2- *5 LONGITUDINAL FOOTING TO BEAR ON UNDISTURBED, NATIVE SOILS TYPICAL LOW FND WALL ® 3/4'=1'-0" 11011 T. PLYWOOD SEE PLAN PROVIDE SOLID BLOCKING AT JOIST BEARING FLOOR JOISTS SEE PLAN 4T. STEEL SE PLAN SSSS SPS#S/SiSS//Sa. 2x CONTINUOUS PLATE WITH I/2"m THRU-BOLTS • 32" 0.G. STAGGERED STEEL BEAM SEE PLAN DIP- -sill ea a JOISTS AT STEEL BEAM ® 1 1/2"=1'-0" 11011 SET SLAB BACK 2" AT DOOR FOR APRON SUPPORT RADIUS EDGE �*4 NOSE BAR 1SLAB AND REINF. 5EE PLAN SEE PLAN APRON SLAB AND REINF. 5EE PLAN II11 - :'=1 B'=1.1-1= T. SLAB SEE PLAN *4 DOWELS x 50' • 16" 0.0. 18'n WALL AND REINF. 5EE DETAIL 2/53.1 TRESHOLD DETAIL ® 3/4"=1'-0" 11011 4T. SLAB SEE PLAN FRAMED WALL. SEE PLAN. P.T. 2x CONTINUOUS PLATE WITH I/2'$ ANCHOR BOLTS • 32" 0.0. STAGGERED T. PLYWOOD SEE PLAN SLAB AND REINF. 5EE PLAN WALL AND REINF. SEE DETAIL 2/53.1 T. FOOTING 5E PLAN FLOOR JOISTS AND HANGERS. 5EE PLAN. 0 2- *5 LONGITUDINAL FOOTING TO SEAR ON UNDISTURBED, NATIVE SOILS INTERIOR FOUNDATION WALL ® 3/4'=1'-0" 11011 GENERAL NOTES WALTER REMODEL 20 MAY 2011 A. DESIGN LIVE LOADS I. SNOW 2. RESIDENTIAL 3. WIND: BASIC WIND SPEED EXPOSURE 4. SEISMIC CATEGORY (�Q PSF PSF y0 MPH 5, Cr B. DESIGN COPES I. INTERNATIONAL RESIDENTIAL CODE (2003) 2, AGI BUILDING CODE (AGI 318-95) 3. AISG STEEL CONSTRUCTION MANUAL (9TH EDITION) 4. AITG TIMBER CONSTRUCTION MANUAL (4TH EDITION) G. FOUNDATION BUILDING FOUNDATION SYSTEM HAS BEEN DESIGNED USING AN ASSUMED MAXIMUM ALLOWABLE SOIL BEARING PRESSURE OF 2000 PSF AND A PASSIVE EQUIVALENT FLUID LATERAL EARTH PRESSURE OF 45 PGF. FOOTINGS SHALL BE PLACED ON UNDISTURBED SOIL. SOILS ARE ASSUMED TO BE UNIFORM, NON -EXPANSIVE, AND NON -COMPRESSIVE. THE OWNER SHALL RETAIN A SOILS ENGINEER TO INSPECT THE BEARING SOILS EXPOSED DURING EXCAVATION TO VERIFY ASSUMPTIONS AND TO SUBMIT A WRITTEN REPORT. NO FOOTINGS SHALL BE POURED UNTIL A VERBAL SUMMARY HAS BEEN GIVEN TO THE STRUCTURAL ENGINEER BY THE SOILS ENGINEER. THE SOILS ENGINEER SHALL ALSO 5E CONSULTED BY THE OWNER IN REGARDS TO POSSIBLE FOUNDATION DRAINAGE REQUIREMENTS AND ANY ADDITIONAL GONSTRUGTION REQUIREMENTS AFFECTED BY SOILS. D. CONCRETE CONCRETE HAS BEEN DESIGNED AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE AMERICAN CONCRETE INSTITUTE BUILDING CODE (AGI 318-95). ALL SLABS ON GRADE AND STRUCTURAL SLABS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4000 P51 IN 28 DAYS. ALL OTHER CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 P51 IN 28 DAYS. ALL CONCRETE SHALL HAVE A MINIMUM OF 20% FLY ASH CONTENT. THE OWNER SHALL ENGAGE A QUALIFIED, INDEPENDENT TESTING AND INSPECTING AGENCY TO SAMPLE MATERIALS, PERFORM TESTS, AND SUBMIT TEST REPORTS DURING CONCRETE PLACEMENT TO ASSURE THE QUALITY OF THE MATERIALS USED AND THE ACCURACY OF PLACEMENT. (NOTE: CUECIAL INSPECTION 15 NOT REQUIRED FOR STANDARD FOUNDATION SYSTEMS OF STRUCTURES WITH R-3 OCCUPANCY; HOWEVER, THE SAMPLING AND TESTING SHALL BE PERFORMED.) MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED EXCEPT SLABS ON GRADE. ALL SLABS ON GRADE SHALL HAVE CONTROL JOINTS (KEYED OR SAW GUT) AT A MAXIMUM 15-0" ON CENTER EACH WAY UNLESS OTHERWISE SHOWN ON PLAN. REINFORCING BARS SHALL BE ASTM MI5 - GRADE 60 (ASTM A106 GRADE 60 SHALL BE USED WHERE REINFORCING 15 TO BE WELDED) NO SPLICES OF REINFORCING SHALL BE MADE AND NO WELDING OF REINFORCING SHALL BE PERMITTED EXCEPT A5 DETAILED OR AUTHORIZED BY THE STRUCTURAL ENGINEER. LAP SPLICES, WHERE PERMITTED, SHALL BE A MINIMUM OF 44 BAR DIAMETERS. PROVIDE CORNER BARS OF EQUAL SIZE AND SPACING AROUND ALL CORNERS. PROVIDE 2 - *5 BARS WITH A MINIMUM OF 2-0" PROJECTION BEYOND THE SIDES OF ALL OPENINGS IN WALLS, BEAMS AND SLABS. PROVIDE ALL ACCESSORIES NECESSARY TO SUPPORT REINFORCING AT POSITIONS SHOWN ON THE PLANS. WELDED WIRE FABRIG SHALL CONFORM TO ASTM AI85. LAP WIRE FABRIC REINFORCEMENT ONE FULL MESH PLUS 2" AT SIDES AND ENDS AND WIRE TOGETHER. ANCHOR BOLTS FOR BEAM AND COLUMN BEARING PLATES SHALL CONFORM TOASTM A301 ANP_ BE PLACED WITH SETTING TEMPLATES. ��- opPYt hole 5&i IS % rogr gc ga/red ,t± Foof-149 iktspecyivvi, Z000 /✓si'n NOTE: DETAILTO BE USED ONLY WHERE FABRICATOR CAN ENSURE CONNECTION CONGEALS ENTIRELY WITHIN FRAMING T, BEAM SE PLAN 1/4" STIFFENER PLATE (EA. SIDE) STEEL SEAM I 5EE PLAN STEEL COLUMN SEE PLAN 2x PLATE W/ 1/2" m BOLTS • 24" O.G. STAGGERED NOTE: BM. CONTINUOUS OVER COLUMN • SIM. 2 -PL: I/2"x 4 1/2" x (BM FLANGE WIDTH +6') W/ 2-3/4'4 BOLTS 1/4 BEAM BEARING ON COLUMN ® 1 1/2"=1'-0" 11011 WOOD COLUMN 5EE PLAN SIMPSON ABU BASE 4T. PIER SEE PLAN 3- #*5 DOWELS x 24.1 FOOTING AND REINF. 5EE PLAN T. FOOTING SEE PLAN cs I"G_R PICAL 3- *5 VERTICAL CONCRETE PIER SEE PLAN FOOTING TO BEAR ON UNDISTURBED, NATIVE SOILS SEE PLAN PIER AND PAD FOOTING ® 3/4"=1'-0" 11011 EQ 0-1 B. PL. 'A' • 3/41X10"x10" 4-I/2"m x 10" A. BOLTS I/4 H55 COLUMN OR OTHER (5EE PLAN) NOTES: I. PROVIDE I I/2"± NON -SHRINK GROUT UNDER BASE PLATES. 2. OPTION: 4- I/2"d CONCRETE SCREW ANCHORS WITH 4" EMBED PER GENERAL NOTES. 4-I/2"S x 10" A. BOLTS B, PL. 'B' 0 3/4"x5"x1'-5" 4-I/2" d x 10" A. BOLTS SET COLUMN FLUSH TO EDGE OF B. PL. • 0.1 3"t EQ 3n �11 SET COLUMN FLUSH TO EDGE OF B. PL. • DJ BASE PLATE DETAILS ® 1 1/2'=1'-0" 11011 B. PL. 'G' 0 3/4"x5"xl'-4' Cr. 4-1/2'0 x 10" A. BOLTS -KN B. PL. 'D' • 3/4"x11"xlI" E. STEEL ALL 1110E FLANGE STEEL SHAPES SHALL CONFORM TO ASTM A442. FOR 5, M, AND HP SHAPES AND CHANNELS, STEEL SHALL CONFORM TO A36. TUBE COLUMNS SHALL CONFORM TO ASTM 4500 (GRADE B) LATEST EDITION. PIPE SHAPES SHALL CONFORM TO ASTM A53 (GRADE B). ANGLES AND PLATES SHALL CONFORM TO A36. ALL SHOP CONNECTIONS SHALL BE WELDED A5 INDICATED ON PLAN BY AN "APPROVED FABRICATOR" PER IBC OR UNDER SPECIAL INSPECTION WITHIN THE SHOP, FIELD CONNECTIONS SHALL BE STANDARD FRAMED BEAM CONNECTIONS WITH MAXIMUM NUMBER OF ASTM A325 3/4" DIAMETER BOLTS TO FIT BEAM IN SINGLE ROW AND SHALL CONFORM TO ASTM A325N, BEARING -TYPE CONNECTION, UNLESS OTHERWISE NOTED. ALL FIELD YELPED CONNECTIONS REQUIRE SPECIAL INSPECTION. ANCHOR BOLTS SHALL CONFORM TO ASTM A301. ALL ANCHOR BOLT DESIGN 15 BASED ON VALUES NOT REQUIRING SPECIAL INSPECTION UNLESS NOTED OTHERWISE. STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH LATEST PROVISIONS OF THE AI50 MANUAL OF STEEL CONSTRUCTION AND AI5G CODE OF STANDARD PRACTICE. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT OR ENGINEER FOR REVIEW PRIOR TO FABRICATION. SHOP DRAWINGS SHALL DETAIL EACH BEAM, APPLICABLE CONNECTIONS, LAYOUT, AND BRACING. USE WELDERS MEETING THE REQUIREMENTS OF THE AWS "STANDARD QUALIFICATION PROCEDURE". GOMPLY WITH AWS 91,1 "STRUCTURAL WELDING CODE." ALL WELDS SHALL BE E10XXLH TYPICAL UNLESS NOTED OTHERWISE. PRIME ALL STEEL WITH APPROVED PRIMER. TOUGH -UP PAINT AT EXPOSED BOLTS, WELDS, AND ABRADED SHOP PAINT AREAS. DRY PACK OR GROUT FOR BEARING PLATES SHALL BE SHRINK RESISTANT EMBEGO 153 OR EQUIVALENT. EXPANSION BOLTS, WHERE APPROVED BY ENGINEER, SHALL BE "WEJ-IT", "RED HEAD", KWIKBOLT", OR APPROVED WEDGE TYPE, INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS REQUIREMENTS. ALL EXPANSION BOLT DESIGN 15 BASED ON VALUES NOT REQUIRING SPECIAL INSPECTION UNLESS NOTED OTHERWISE. EPDXY BOLTS, WHERE APPROVED 51' ENGINEER, SHALL BE SIMPSON ET, SET, OR APPROVED ADHESIVE SYSTEM, INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S REQUIREMENTS. ALL EPDXY BOLTS REQUIRE SPECIAL INSPECTION UNLESS NOTED OTHERWISE. IT 15 RECOMMENDED THAT DRILL AND EPDXY BOLTS USED IN A VERTICAL APPLICATION (I.E. THE TOP OF A CONCRETE FOUNDATION WALL), WITH NO UPLIFT LOADING, THE INSPECTION CAN BE PERIODIC. DRILL AND EPDXY BOLTS INSTALLED IN A HORIZONTAL APPLICATION (IE. THE FADE OF A CONCRETE FOUNDATION WALL) SHOULD HAVE CONTINUOUS INSPECTION THROUGHOUT THE INSTALLATION PROGE55. CONCRETE SCREW ANCHORS, WHERE APPROVED BY ENGINEER, SHALL BE SIMPSON TITEN HD ANCHORS, OR APPROVED ANCHOR SYSTEM, INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS REQUIREMENTS. ALL SCREW ANCHOR DESIGN 15 BASED ON VALUES NOT REQUIRING SPECIAL INSPECTION UNLESS NOTED OTHERWISE. THE OWNER SHALL ENGAGE A QUALIFIED INDEPENDENT INSPECTING AGENCY TO ASSURE ALL STRUCTURAL STEEL FRAMING 15 PROPERLY INSTALLED INHERE INDICATED ABOVE. F. 5TRUGTURAL WOOD FRAMING ALL WOOD FOR STRUCTURAL FRAMING SHALL BE KILN DRIED DOUGLAS FIR/LARGH GRADED A5 PER LATEST EDITION "NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION" BY THE NATIONAL FOREST E PAPER ASSOCIATION AND NAPA. STRUCTURAL JOISTS (> 2X6) N0. 2 OR BETTER F3=900 P51 (XI.15 REPXXCF) FV = 160 PSI E = 1600000 P51 LIGHT FRAMING STUDS 2X4(5110 OR BETTER) FB = 100 P51 (XI.15 REP) FCPERP = 625 P51 FGPAR = 850 P51 FRAMING STUDS 2X6 (NO. 2 OR BETTER) FB = 900 PSI (XI.15 REP) FCPERP = 625 P51 FGPAR = 1350 P51 PRESSURE TREATED LUMBER (HEM -FIR N0. 2 OR BEI I t1) FB = 850 P5I (X1.15 REP) FV = 150 PSI E = 1300000 P51 HEAVY TIMBER FRAMING (DOUGLAS FIR NO. I ) FB = 1350 PSI FV = 110 P5I E = 1600000 P51 TIMBERSTRAND STUDS (A5 MANUFACTURED BY THE TRUSJOIST CORPORATION OF BOISE, IDAHO) FV (STUD) = 400 PSI FV (PLATE) = 150 P51 FGPAR = 1400 P51 FCPERP = 300 P51 FB= 1100 P51 E = 1300000 P51 FINGER -JOINTED 51105 MAY BE USED IN NON-51RUGTURAL APPLICATIONS PROVIDED DESIGN VALUES AS LISTED FOR "LIGHT FRAMING STUDS" ABOVE ARE ACHIEVED. SIZES SHOWN FOR STRUCTURAL WOOD FRAMING ARE NOMINAL SIZES. PROVIDE SOLID BLOCKING BETWEEN ALL JOISTS AND RAFTERS AT SUPPORTS AND MINIMUM 1 X 4 GROSS -BRIDGING AT NOT MORE THAN 6'-0" 0.0. BETWEEN SUPPORTS EXCEPT A5 OTHERWISE NOTED. PROVIDE DOUBLE JOISTS UNDER ALL PARTITIONS RUNNING PARALLEL TO JOISTS AND SOLID BLOCKING UNDER ALL PARTITIONS RUNNING PERPENDICULAR TO JOISTS. PROVIDE BRIDGING AT NOT MORE THAN 6'-0" 0,0, FOR STUD WALLS NOT COVERED BY SHEATHING OR WALL COVERINGS MEETING IBC MINIMUM REQUIREMENTS. CONNECTORS SHOWN ON THE PLANS ARE MANUFACTURED BY THE SIMPSON COMPANY. CONNECTORS BY OTHER MANUFACTURERS SHALL BE DEEMED AS EQUIVALENT IF THEIR RATED CAPACITY 15 EQUAL TO OR GREATER THAN THAT OF THE CONNECTOR SPECIFIED. FOLLOW MANUFAGTURER'S RECOMMENDATIONS FOR NAILS AND BOLTS. ALL NAILING NOT NOTED SHALL BE ACCORDING TO TABLE R602.3(I) OF THE INTERNATIONAL BUILDING CODE. PROVIDE SIMPSON H25 TIE AT EACH ROOF RAFTER BEARING CONDITION, UNLESS NOIt1J OTHERWISE. WHEN PRESSURE TREATED OR WOLMANIZED MATERIAL 15 SPECIFIED, ALL FASTENERS AND CONNECTORS SHALL BE EITHER HOT -DIP GALVANIZED OR STAINLESS STEEL. PLYWOOD FOR ROOFS, FLOORS, AND SHEAR WALL SHEATHING SHALL BE APA GRADE TRADEMARKED COX WITH EXTERIOR GLUE. LAY UP PLYWOOD WITH FACE GRAIN PERPENDICULAR TO SUPPORTS AND STAGGER JOINTS. PLYWOOD OVER DECKING TO BE LAYED PERPENDICULAR TO DECKING. STAGGER JOINTS TO AVOID PLYWOOD EDGE ALONG PLANK EDGE. ALL NAILING COMMON NAILS; RING SHANKED FOR ROOF AND FLOOR SHEATHING. REFER TO TABLE BELOW FOR USE REQUIREMENTS: USE FLAT ROOF SLOPED ROOF FLOOR SHEAR WALL THICKNESS SPAN/INDEX EDGE RATIO NAILING 3/4" 48/24 8D06"OG 5/8" 32/16 8D06'OG 3/4" T46 48/24 8006 VG 1/2' PLYW'D 24/0 8004'OG 1/2" ORIENTED 24/0 I0003'OC STRAND BOARD INTER NAILING 80012"00 80012"OG 60012"00 80012"0G I0D012'OG ALL EDGES OF C1 TEAR WALL SHEATHING SHALL BE BLOCKED. ORIENTED STRAND BOARD (055) SHEATHING MAY 5E USED A5 AN ALTERNATE TO PLYWOOD WITH PRIOR APPROVAL OF ARCHITECT AND ENGINEER. ORIENTED STRAND BOARD (0513) SHEATHING SHALL COMPLY NOT LESS THAN TYPE M EXTERIOR GLUE AND SHALL HAVE A SPAN RATING EQUIVALENT TO OR BETTER THAN THE PLYWOOD IT REPLACES. CONTACT STRUCTURAL ENGINEER AND ARCHITECT FOR SUBSTITUTION APPROVAL PRIOR TO CONSTRUCTION. GLUE LAMINATED BEAMS HORIZONTALLY LAMINATED TIMBER HEADERS AND BEAMS GALLED FOR ON THE DRAWINGS AS "GL" ARE A5 MANUFACTURED BY THE BOISE CASCADE CORPORATION OF WHITE CITY, OREGON. GLUE LAMINATED BEAMS SHALL BE FABRICATED WITH LUMBER OF EITHER DOUGLAS FIR/LARCH OR SOUTHERN PINE. LAMINATED MEMBERS SHALL BE DESIGNED AND FABRICATED IN ACCORDANCE WITH "THE STANDARD SPECIFICATIONS FOR THE DESIGN AND FABRICATION OF STRUCTURAL GLUE LAMINATED LUMBER" PUBLISHED BY THE AITG AND THE APPROPRIATE LUMBER PRODUCERS' ASSOCIATION. 'APPEARANCE GRADE SHALL BE INDUSTRIAL, EXCEPT MEMBERS TO BE EXPOSED SHALL BE ARCHITECTURAL AND SUPPLIED INDIVIDUALLY WRAPPED. LAMINATED MEMBERS SHALL BE BUILT UP USING 2" NOMINAL MATERIAL. SIZES SHOWN ARE NET FOR GLUE LAMINATED MEMBERS. ALLOWABLE UNIT STRESSES FOR DRY CONDITIONS OF USE REQUIRED SHALL BE A5 FOLLOWS: MEMBERS STRESSED PRINCIPALLY IN BENDING (BEAMS, GIRDERS) - COMB 24F FB =2400 P51 FV = 240 P51 E = 1800000 PSI. PROVIDE SAME PROPERTIES TOP AND BOTTOM FOR CANTILEVERED BEAMS. BOISE CASCADE FABRICATED HOOP JOISTS I SERIES FABRICATED JOISTS WITH STRUCTURAL WOOD FLANGES AND PLYWOOD OR OSB WEBS GALLED FOR ON THE DRAWINGS A5 "BCI" ARE A5 MANUFACTURED BY THE BOISE CASCADE CORPORATION OF WHITE CITY, OREGON. FABRICATED WOOD JOISTS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. SUPPLY ALL PLATES, BLOCKING, BRIDGING, BRACING, STIFFENERS AND OTHER RELATED ITEMS A5 RECOMMENDED BY THE MANUFACTURER. CONTINUOUS BLOCKING SHALL BE INSTALLED AT ALL INTERIOR SUPPORTS. PROVIDE DOUBLE JOISTS UNDER ALL PARTITIONS RUNNING PARALLEL TO JOISTS AND SOLID BLOCKING UNDER ALL PARTITIONS RUNNING PERPENDICULAR TO JOISTS, JOISTS NOT HAVING A FINISH MATERIAL FASTENED DIRECTLY TO THE BOTTOM FLANGE SHALL HAVE A CONTINUOUS 2X6 BRACING STRUT AT THIRD SPAN POINTS NAILED WITH 2-10D NAILS AT EACH JOIST. MICRO -LAM LUMBER BEAMS VERTICALLY LAMINATED VENEER HEADERS AND BEAMS 1 3/4" THICK GALLED FOR ON THE DRAWINGS A5 "ML" ARE A5 MANUFACTURED BY THE TRUS-JOIST GORPORATION OF BOISE, IDAHO. MICRO -LAM HEADERS AND BEAMS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHEN MORE THAN ONE THICKNESS 15 REQUIRED, THE MEMBERS SHALL BE FASTENED TOGETHER WITH TWO ROWS OF I6 -PENNY COMMON NAILS SPACED 12" 0.0. FOR MEMBERS WITH 14' AND GREATER DEPTH, USE THREE R0115. BEAMS OF FOUR MEMBERS OR MORE SHALL BE BOLTED TOGETHER WITH TWO ROWS OF I/2' DIAMETER THRU-BOLTS • 24" 0.0. TYPICALLY UNLESS NOTED OTHERWISE. VERSA -LAM LUMBER BEAMS VERTICALLY LAMINATED VENEER HEADERS AND BEAMS GALLED FOR ON THE DRAWINGS A5 'VL" ARE A5 MANUFACTURED BY THE BOISE CASCADE CORPORATION OF WHITE CITY, OREGON. VERSA -LAM HEADERS AND BEAMS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS RECOMMENDATIONS. WHEN MORE THAN ONE THICKNESS 15 REQUIRED, THE MEMBERS SHALL BE FASTENED TOGETHER IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS TYPICALLY UNLESS NOTED OTHERWISE. FABRICATED 11000 TRUSSES PROVIDE ENGINEERED OPEN WEB ROOF TRUSSES A5 PROFILED BY DRAWINGS. DESIGN TO GARRY LIVE LOADS INDICATED BY STRUCTURAL DRAWINGS. FOLLOW REQUIREMENTS OF THE INTERNATIONAL RESIDENTIAL CODE WITH A LOAD DURATION FACTOR OF 1.0 AND WITH A MAXIMUM ALLOWABLE LIVE LOAD DEFLECTION OF L/360. SHOP DRAWINGS, AN ERECTION PLAN, AND SEALED STRUCTURAL CALCULATIONS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW PRIOR TO FABRICATION. CALCULATIONS SHALL BE SEALED BY AN ENGINEER REGISTERED IN THE STATE OF COLORADO. SHOP DRAWINGS SHALL DETAIL EACH TRU55 TYPE, APPLICABLE CONNECTIONS, TRUSS LAYOUT, AND BRACING. SUPPLY ALL PLATE -5, BLOCKING, BRIDGING, BRACING, STIFFENERS AND OTHER RELATED ITEMS A5 RECOMMENDED BY THE FABRICATOR. TIE TRUSS TO EACH BEARING PLATE WITH SIMPSON H25 CLIP, U4LESS NOTED OTHERWISE. 6. ALL EXISTING CONDITIONS MUST BE VERIFIED BY THE BUILDER IN THE FIELD. UNKNOWN AND VARIED CONDITIONS MAY BE FOUND. NOTIFY THE ENGINEER OF ANY STRUCTURAL CONDITIONS FOUND TO VARY FROM THAT INDICATED. DESIGN REVISIONS MAY BE REQUIRED, AND ARE EXPECTED A5 A PROCESS OF REMODEL WORK. H. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE VERIFIED AGAINST THE ARCHITECTURAL AND DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT. I. THE ARCHITECT 11U5T AUTHORIZE ALL SUBSTITUTIONS. SUCH AUTHORIZATION DOES NOT RELIEVE THE CONTRACTOR FROM CONFORMANCE WITH THE DRAWINGS AND SPECIFICATIONS. J. COORDINATE ALL OPENINGS THROUGH FLOORS, WALLS, AND ROOF -5 WITH THE MECHANIGAL AND FI FCTRIGAL CONTRACTORS. K. DO NOT BACKFILL AGAINST WALLS UNTIL FLOOR AND ROOF SYSTEMS BRACING THOSE WALLS ARE IN PLACE. L. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED GON51RUGTION. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. M. PROVIDE AN LSTA STRAP AT ALL DISCONTINUOUS WALL PLATES. EXTEND STRAP A MINIMUM OF 12" BEYOND INTERRUPTION, EACH 51DE, ANOMALIES MAY INCLUDE: STEEL COLUMNS, MECHANICAL PENETRATIONS, CORNERS, LEVEL/SLOPED PLATE TRANSITION, HEAVY TIMBER BAGKSPANS, ETC. N. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINIS1IED 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 NOT BE LIMITED T0, BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. 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 THE PROGRAMS INCIDENT THERETO. 11011 5.K. PEIGHTAL ENGINEERS WAIVES ANY AND ALL RESPONSIBILITY AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO FOLLOW THESE PLANS AND THE DESIGN INTENT THEY CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHERS' FAILURE TO OBTAIN AND/OR FOLLOW GUIDANCE OF 5.K. PEIGHTAL ENGINEERS WITH RESPECT TO ANY ERRORS, OMISSIONS, INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE ALLEGED. THESE DRAWINGS ARE TO BE USED WITH THE ARCHITECTURAL DRAWINGS ON THE PROJECT TO CLEARLY DEFINE ALL OF THE REQUIREMENTS FOR CONSTRUCTION. WHERE CONFLICTS OCCUR, CONTACT ARCHITECT FOR CLARIFICATION. SKPE S K PEIGHTAL ENGINEERS 204 PARK AVENUE UNIT 1C BASALT, COLORADO 81621 PHONE: (970) 927-9510 WALTER REMODEL 5341 COUNTY ROAD 100 CARBONDALE, COLORADO 155L E:: 05/20/11 PERMIT 06/03/11 PROGRESS 06/08/11 PROGRESS 06/10/11 PRICING 0S/01/II BLDG PERMIT Jos* H0101. SHEET: S3.1 -1(V --I - • • N + • • SET COLUMN FLUSH TO EDGE OF B. PL. • DJ BASE PLATE DETAILS ® 1 1/2'=1'-0" 11011 B. PL. 'G' 0 3/4"x5"xl'-4' Cr. 4-1/2'0 x 10" A. BOLTS -KN B. PL. 'D' • 3/4"x11"xlI" E. STEEL ALL 1110E FLANGE STEEL SHAPES SHALL CONFORM TO ASTM A442. FOR 5, M, AND HP SHAPES AND CHANNELS, STEEL SHALL CONFORM TO A36. TUBE COLUMNS SHALL CONFORM TO ASTM 4500 (GRADE B) LATEST EDITION. PIPE SHAPES SHALL CONFORM TO ASTM A53 (GRADE B). ANGLES AND PLATES SHALL CONFORM TO A36. ALL SHOP CONNECTIONS SHALL BE WELDED A5 INDICATED ON PLAN BY AN "APPROVED FABRICATOR" PER IBC OR UNDER SPECIAL INSPECTION WITHIN THE SHOP, FIELD CONNECTIONS SHALL BE STANDARD FRAMED BEAM CONNECTIONS WITH MAXIMUM NUMBER OF ASTM A325 3/4" DIAMETER BOLTS TO FIT BEAM IN SINGLE ROW AND SHALL CONFORM TO ASTM A325N, BEARING -TYPE CONNECTION, UNLESS OTHERWISE NOTED. ALL FIELD YELPED CONNECTIONS REQUIRE SPECIAL INSPECTION. ANCHOR BOLTS SHALL CONFORM TO ASTM A301. ALL ANCHOR BOLT DESIGN 15 BASED ON VALUES NOT REQUIRING SPECIAL INSPECTION UNLESS NOTED OTHERWISE. STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH LATEST PROVISIONS OF THE AI50 MANUAL OF STEEL CONSTRUCTION AND AI5G CODE OF STANDARD PRACTICE. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT OR ENGINEER FOR REVIEW PRIOR TO FABRICATION. SHOP DRAWINGS SHALL DETAIL EACH BEAM, APPLICABLE CONNECTIONS, LAYOUT, AND BRACING. USE WELDERS MEETING THE REQUIREMENTS OF THE AWS "STANDARD QUALIFICATION PROCEDURE". GOMPLY WITH AWS 91,1 "STRUCTURAL WELDING CODE." ALL WELDS SHALL BE E10XXLH TYPICAL UNLESS NOTED OTHERWISE. PRIME ALL STEEL WITH APPROVED PRIMER. TOUGH -UP PAINT AT EXPOSED BOLTS, WELDS, AND ABRADED SHOP PAINT AREAS. DRY PACK OR GROUT FOR BEARING PLATES SHALL BE SHRINK RESISTANT EMBEGO 153 OR EQUIVALENT. EXPANSION BOLTS, WHERE APPROVED BY ENGINEER, SHALL BE "WEJ-IT", "RED HEAD", KWIKBOLT", OR APPROVED WEDGE TYPE, INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS REQUIREMENTS. ALL EXPANSION BOLT DESIGN 15 BASED ON VALUES NOT REQUIRING SPECIAL INSPECTION UNLESS NOTED OTHERWISE. EPDXY BOLTS, WHERE APPROVED 51' ENGINEER, SHALL BE SIMPSON ET, SET, OR APPROVED ADHESIVE SYSTEM, INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S REQUIREMENTS. ALL EPDXY BOLTS REQUIRE SPECIAL INSPECTION UNLESS NOTED OTHERWISE. IT 15 RECOMMENDED THAT DRILL AND EPDXY BOLTS USED IN A VERTICAL APPLICATION (I.E. THE TOP OF A CONCRETE FOUNDATION WALL), WITH NO UPLIFT LOADING, THE INSPECTION CAN BE PERIODIC. DRILL AND EPDXY BOLTS INSTALLED IN A HORIZONTAL APPLICATION (IE. THE FADE OF A CONCRETE FOUNDATION WALL) SHOULD HAVE CONTINUOUS INSPECTION THROUGHOUT THE INSTALLATION PROGE55. CONCRETE SCREW ANCHORS, WHERE APPROVED BY ENGINEER, SHALL BE SIMPSON TITEN HD ANCHORS, OR APPROVED ANCHOR SYSTEM, INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS REQUIREMENTS. ALL SCREW ANCHOR DESIGN 15 BASED ON VALUES NOT REQUIRING SPECIAL INSPECTION UNLESS NOTED OTHERWISE. THE OWNER SHALL ENGAGE A QUALIFIED INDEPENDENT INSPECTING AGENCY TO ASSURE ALL STRUCTURAL STEEL FRAMING 15 PROPERLY INSTALLED INHERE INDICATED ABOVE. F. 5TRUGTURAL WOOD FRAMING ALL WOOD FOR STRUCTURAL FRAMING SHALL BE KILN DRIED DOUGLAS FIR/LARGH GRADED A5 PER LATEST EDITION "NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION" BY THE NATIONAL FOREST E PAPER ASSOCIATION AND NAPA. STRUCTURAL JOISTS (> 2X6) N0. 2 OR BETTER F3=900 P51 (XI.15 REPXXCF) FV = 160 PSI E = 1600000 P51 LIGHT FRAMING STUDS 2X4(5110 OR BETTER) FB = 100 P51 (XI.15 REP) FCPERP = 625 P51 FGPAR = 850 P51 FRAMING STUDS 2X6 (NO. 2 OR BETTER) FB = 900 PSI (XI.15 REP) FCPERP = 625 P51 FGPAR = 1350 P51 PRESSURE TREATED LUMBER (HEM -FIR N0. 2 OR BEI I t1) FB = 850 P5I (X1.15 REP) FV = 150 PSI E = 1300000 P51 HEAVY TIMBER FRAMING (DOUGLAS FIR NO. I ) FB = 1350 PSI FV = 110 P5I E = 1600000 P51 TIMBERSTRAND STUDS (A5 MANUFACTURED BY THE TRUSJOIST CORPORATION OF BOISE, IDAHO) FV (STUD) = 400 PSI FV (PLATE) = 150 P51 FGPAR = 1400 P51 FCPERP = 300 P51 FB= 1100 P51 E = 1300000 P51 FINGER -JOINTED 51105 MAY BE USED IN NON-51RUGTURAL APPLICATIONS PROVIDED DESIGN VALUES AS LISTED FOR "LIGHT FRAMING STUDS" ABOVE ARE ACHIEVED. SIZES SHOWN FOR STRUCTURAL WOOD FRAMING ARE NOMINAL SIZES. PROVIDE SOLID BLOCKING BETWEEN ALL JOISTS AND RAFTERS AT SUPPORTS AND MINIMUM 1 X 4 GROSS -BRIDGING AT NOT MORE THAN 6'-0" 0.0. BETWEEN SUPPORTS EXCEPT A5 OTHERWISE NOTED. PROVIDE DOUBLE JOISTS UNDER ALL PARTITIONS RUNNING PARALLEL TO JOISTS AND SOLID BLOCKING UNDER ALL PARTITIONS RUNNING PERPENDICULAR TO JOISTS. PROVIDE BRIDGING AT NOT MORE THAN 6'-0" 0,0, FOR STUD WALLS NOT COVERED BY SHEATHING OR WALL COVERINGS MEETING IBC MINIMUM REQUIREMENTS. CONNECTORS SHOWN ON THE PLANS ARE MANUFACTURED BY THE SIMPSON COMPANY. CONNECTORS BY OTHER MANUFACTURERS SHALL BE DEEMED AS EQUIVALENT IF THEIR RATED CAPACITY 15 EQUAL TO OR GREATER THAN THAT OF THE CONNECTOR SPECIFIED. FOLLOW MANUFAGTURER'S RECOMMENDATIONS FOR NAILS AND BOLTS. ALL NAILING NOT NOTED SHALL BE ACCORDING TO TABLE R602.3(I) OF THE INTERNATIONAL BUILDING CODE. PROVIDE SIMPSON H25 TIE AT EACH ROOF RAFTER BEARING CONDITION, UNLESS NOIt1J OTHERWISE. WHEN PRESSURE TREATED OR WOLMANIZED MATERIAL 15 SPECIFIED, ALL FASTENERS AND CONNECTORS SHALL BE EITHER HOT -DIP GALVANIZED OR STAINLESS STEEL. PLYWOOD FOR ROOFS, FLOORS, AND SHEAR WALL SHEATHING SHALL BE APA GRADE TRADEMARKED COX WITH EXTERIOR GLUE. LAY UP PLYWOOD WITH FACE GRAIN PERPENDICULAR TO SUPPORTS AND STAGGER JOINTS. PLYWOOD OVER DECKING TO BE LAYED PERPENDICULAR TO DECKING. STAGGER JOINTS TO AVOID PLYWOOD EDGE ALONG PLANK EDGE. ALL NAILING COMMON NAILS; RING SHANKED FOR ROOF AND FLOOR SHEATHING. REFER TO TABLE BELOW FOR USE REQUIREMENTS: USE FLAT ROOF SLOPED ROOF FLOOR SHEAR WALL THICKNESS SPAN/INDEX EDGE RATIO NAILING 3/4" 48/24 8D06"OG 5/8" 32/16 8D06'OG 3/4" T46 48/24 8006 VG 1/2' PLYW'D 24/0 8004'OG 1/2" ORIENTED 24/0 I0003'OC STRAND BOARD INTER NAILING 80012"00 80012"OG 60012"00 80012"0G I0D012'OG ALL EDGES OF C1 TEAR WALL SHEATHING SHALL BE BLOCKED. ORIENTED STRAND BOARD (055) SHEATHING MAY 5E USED A5 AN ALTERNATE TO PLYWOOD WITH PRIOR APPROVAL OF ARCHITECT AND ENGINEER. ORIENTED STRAND BOARD (0513) SHEATHING SHALL COMPLY NOT LESS THAN TYPE M EXTERIOR GLUE AND SHALL HAVE A SPAN RATING EQUIVALENT TO OR BETTER THAN THE PLYWOOD IT REPLACES. CONTACT STRUCTURAL ENGINEER AND ARCHITECT FOR SUBSTITUTION APPROVAL PRIOR TO CONSTRUCTION. GLUE LAMINATED BEAMS HORIZONTALLY LAMINATED TIMBER HEADERS AND BEAMS GALLED FOR ON THE DRAWINGS AS "GL" ARE A5 MANUFACTURED BY THE BOISE CASCADE CORPORATION OF WHITE CITY, OREGON. GLUE LAMINATED BEAMS SHALL BE FABRICATED WITH LUMBER OF EITHER DOUGLAS FIR/LARCH OR SOUTHERN PINE. LAMINATED MEMBERS SHALL BE DESIGNED AND FABRICATED IN ACCORDANCE WITH "THE STANDARD SPECIFICATIONS FOR THE DESIGN AND FABRICATION OF STRUCTURAL GLUE LAMINATED LUMBER" PUBLISHED BY THE AITG AND THE APPROPRIATE LUMBER PRODUCERS' ASSOCIATION. 'APPEARANCE GRADE SHALL BE INDUSTRIAL, EXCEPT MEMBERS TO BE EXPOSED SHALL BE ARCHITECTURAL AND SUPPLIED INDIVIDUALLY WRAPPED. LAMINATED MEMBERS SHALL BE BUILT UP USING 2" NOMINAL MATERIAL. SIZES SHOWN ARE NET FOR GLUE LAMINATED MEMBERS. ALLOWABLE UNIT STRESSES FOR DRY CONDITIONS OF USE REQUIRED SHALL BE A5 FOLLOWS: MEMBERS STRESSED PRINCIPALLY IN BENDING (BEAMS, GIRDERS) - COMB 24F FB =2400 P51 FV = 240 P51 E = 1800000 PSI. PROVIDE SAME PROPERTIES TOP AND BOTTOM FOR CANTILEVERED BEAMS. BOISE CASCADE FABRICATED HOOP JOISTS I SERIES FABRICATED JOISTS WITH STRUCTURAL WOOD FLANGES AND PLYWOOD OR OSB WEBS GALLED FOR ON THE DRAWINGS A5 "BCI" ARE A5 MANUFACTURED BY THE BOISE CASCADE CORPORATION OF WHITE CITY, OREGON. FABRICATED WOOD JOISTS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. SUPPLY ALL PLATES, BLOCKING, BRIDGING, BRACING, STIFFENERS AND OTHER RELATED ITEMS A5 RECOMMENDED BY THE MANUFACTURER. CONTINUOUS BLOCKING SHALL BE INSTALLED AT ALL INTERIOR SUPPORTS. PROVIDE DOUBLE JOISTS UNDER ALL PARTITIONS RUNNING PARALLEL TO JOISTS AND SOLID BLOCKING UNDER ALL PARTITIONS RUNNING PERPENDICULAR TO JOISTS, JOISTS NOT HAVING A FINISH MATERIAL FASTENED DIRECTLY TO THE BOTTOM FLANGE SHALL HAVE A CONTINUOUS 2X6 BRACING STRUT AT THIRD SPAN POINTS NAILED WITH 2-10D NAILS AT EACH JOIST. MICRO -LAM LUMBER BEAMS VERTICALLY LAMINATED VENEER HEADERS AND BEAMS 1 3/4" THICK GALLED FOR ON THE DRAWINGS A5 "ML" ARE A5 MANUFACTURED BY THE TRUS-JOIST GORPORATION OF BOISE, IDAHO. MICRO -LAM HEADERS AND BEAMS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHEN MORE THAN ONE THICKNESS 15 REQUIRED, THE MEMBERS SHALL BE FASTENED TOGETHER WITH TWO ROWS OF I6 -PENNY COMMON NAILS SPACED 12" 0.0. FOR MEMBERS WITH 14' AND GREATER DEPTH, USE THREE R0115. BEAMS OF FOUR MEMBERS OR MORE SHALL BE BOLTED TOGETHER WITH TWO ROWS OF I/2' DIAMETER THRU-BOLTS • 24" 0.0. TYPICALLY UNLESS NOTED OTHERWISE. VERSA -LAM LUMBER BEAMS VERTICALLY LAMINATED VENEER HEADERS AND BEAMS GALLED FOR ON THE DRAWINGS A5 'VL" ARE A5 MANUFACTURED BY THE BOISE CASCADE CORPORATION OF WHITE CITY, OREGON. VERSA -LAM HEADERS AND BEAMS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS RECOMMENDATIONS. WHEN MORE THAN ONE THICKNESS 15 REQUIRED, THE MEMBERS SHALL BE FASTENED TOGETHER IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS TYPICALLY UNLESS NOTED OTHERWISE. FABRICATED 11000 TRUSSES PROVIDE ENGINEERED OPEN WEB ROOF TRUSSES A5 PROFILED BY DRAWINGS. DESIGN TO GARRY LIVE LOADS INDICATED BY STRUCTURAL DRAWINGS. FOLLOW REQUIREMENTS OF THE INTERNATIONAL RESIDENTIAL CODE WITH A LOAD DURATION FACTOR OF 1.0 AND WITH A MAXIMUM ALLOWABLE LIVE LOAD DEFLECTION OF L/360. SHOP DRAWINGS, AN ERECTION PLAN, AND SEALED STRUCTURAL CALCULATIONS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW PRIOR TO FABRICATION. CALCULATIONS SHALL BE SEALED BY AN ENGINEER REGISTERED IN THE STATE OF COLORADO. SHOP DRAWINGS SHALL DETAIL EACH TRU55 TYPE, APPLICABLE CONNECTIONS, TRUSS LAYOUT, AND BRACING. SUPPLY ALL PLATE -5, BLOCKING, BRIDGING, BRACING, STIFFENERS AND OTHER RELATED ITEMS A5 RECOMMENDED BY THE FABRICATOR. TIE TRUSS TO EACH BEARING PLATE WITH SIMPSON H25 CLIP, U4LESS NOTED OTHERWISE. 6. ALL EXISTING CONDITIONS MUST BE VERIFIED BY THE BUILDER IN THE FIELD. UNKNOWN AND VARIED CONDITIONS MAY BE FOUND. NOTIFY THE ENGINEER OF ANY STRUCTURAL CONDITIONS FOUND TO VARY FROM THAT INDICATED. DESIGN REVISIONS MAY BE REQUIRED, AND ARE EXPECTED A5 A PROCESS OF REMODEL WORK. H. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE VERIFIED AGAINST THE ARCHITECTURAL AND DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT. I. THE ARCHITECT 11U5T AUTHORIZE ALL SUBSTITUTIONS. SUCH AUTHORIZATION DOES NOT RELIEVE THE CONTRACTOR FROM CONFORMANCE WITH THE DRAWINGS AND SPECIFICATIONS. J. COORDINATE ALL OPENINGS THROUGH FLOORS, WALLS, AND ROOF -5 WITH THE MECHANIGAL AND FI FCTRIGAL CONTRACTORS. K. DO NOT BACKFILL AGAINST WALLS UNTIL FLOOR AND ROOF SYSTEMS BRACING THOSE WALLS ARE IN PLACE. L. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED GON51RUGTION. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. M. PROVIDE AN LSTA STRAP AT ALL DISCONTINUOUS WALL PLATES. EXTEND STRAP A MINIMUM OF 12" BEYOND INTERRUPTION, EACH 51DE, ANOMALIES MAY INCLUDE: STEEL COLUMNS, MECHANICAL PENETRATIONS, CORNERS, LEVEL/SLOPED PLATE TRANSITION, HEAVY TIMBER BAGKSPANS, ETC. N. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINIS1IED 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 NOT BE LIMITED T0, BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. 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 THE PROGRAMS INCIDENT THERETO. 11011 5.K. PEIGHTAL ENGINEERS WAIVES ANY AND ALL RESPONSIBILITY AND LIABILITY FOR PROBLEMS WHICH ARISE FROM FAILURE TO FOLLOW THESE PLANS AND THE DESIGN INTENT THEY CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHERS' FAILURE TO OBTAIN AND/OR FOLLOW GUIDANCE OF 5.K. PEIGHTAL ENGINEERS WITH RESPECT TO ANY ERRORS, OMISSIONS, INCONSISTENCIES, AMBIGUITIES, OR CONFLICTS WHICH ARE ALLEGED. THESE DRAWINGS ARE TO BE USED WITH THE ARCHITECTURAL DRAWINGS ON THE PROJECT TO CLEARLY DEFINE ALL OF THE REQUIREMENTS FOR CONSTRUCTION. WHERE CONFLICTS OCCUR, CONTACT ARCHITECT FOR CLARIFICATION. SKPE S K PEIGHTAL ENGINEERS 204 PARK AVENUE UNIT 1C BASALT, COLORADO 81621 PHONE: (970) 927-9510 WALTER REMODEL 5341 COUNTY ROAD 100 CARBONDALE, COLORADO 155L E:: 05/20/11 PERMIT 06/03/11 PROGRESS 06/08/11 PROGRESS 06/10/11 PRICING 0S/01/II BLDG PERMIT Jos* H0101. SHEET: S3.1 STRAP TOP FAGE;FGkI 'ItAFTER"Nr3TAl@! HT RIDGE. �` B SEE PLAN. TE 8/4 �I'2THR ' BOTH STS PROVIDE SOLID BLOCKING ABOVE RIDGE A5 REQUIRED // /// ///II 00 III RAFTERS AND HANGERS SEE PLAN 4444 //'/` `' ``� PLYWOOD SHEATHING PER GENERAL NOTES �` • RAFTERS AND HANGERS SEE PLAN FRAMED WALL SEE PLAN 4'-2" VERIFY WITH ARCH. 1 4' DECKING. SEE ARCH. DECK JOISTS AND HANGERS" SEE PLAN. 2-2x10 TOP SANDWICH 2 I/2" PLYWOOD SHEATHING PER GENERAL NOTES "1 CHORD TENON 2x RIDGE RUNNER � i I �% i• igF. FF. �'! ® () , . . . � \ : • � TH bxb HT KING POST 2-2x10 TOP CHORD SANDWICH 2 112' TENON u2 SIMPSON HbAIOKT EACH DECK BEAM TO SUPPORT BEAM DECK BEAM SEE PLAN 2" GAP 10 SIMPSON H6AIOKT EACH DECK BEAM TO SUPPORT SEAM DECK BEAMI- SEE PLAN 5/4144 TIRI-BOLA 1 �/00THIRU-HOLT 64 HT SCISSOR CHORD WITH 2 I/2 TENON EACH END �� `� . bx6 HT SCISSOR CHORD WITH 2 1/2" TENON EACH END CANT TOP FAGS SOFFIT. SEE ARCH. 2-514'0 THRU-BOLT L l-O� - /_ " '' _ \ \ `� SOFFIT. SEE ARCH. ` 2=9/4"0 THRIkgOLT � •.,,,,, TO DRAINT. D ilioT. sa PLANI DECKING SEE ARCH. } iv- DECK SUPPORT BEAM SEE PLAN I/2"0 x 10" LAG BOLT AT CL BEAM/Cr GHROD 1p� � ` _ / — 1, '� ` LOFT RIDGE (f)" 6L RIDGE SEE PLAN FLOOR ` �'� 1 ip --moi 2- LED6ERLOK I/4"0 x 5" iI.L005) SCREWS ,� ` , KING POST CONN. TO 2 CHORDS SEE SECTION 'A' 2 L— � AT CL BEAM/CC GHROD ` \\ `/A ' - 12 CHORDS TO BEAR ON KING POST 2 1/4" LIP BOTH SIDESt 2- /2"m x 14' LAS E01.T5 _ 13/4"0 THRU-BOLT 6x6 HT TENON AT 12 KING POST WITH I" SCISSOR CHORDS ; 2- I/2"m x 14" LAG BOLTS �, EE PLIAN 1/ L550 CLIP BOTH SIDES OF WOOD `� t 0 1 I/2":1' -O 11014 COLUMN TOP AND BOTTOM. 548'0 x 14' LA6 BOLT i" 5' 3'-10• 4° FASCIA. SEE ARCH. ® 3" O.G. COUNTER SINK TO ASSIRE 4' INTO COLUMN ■■ 0 3' O.G. COUNTER SINK TO 4 ASSURE 4' INTO COLUMN FASCIA. SEE ARCH. R I 8 • TAB PLATEITH 2- rI/4"xbTHRU-BOLTS 2- 518'0 x 8° LA6 BOLTS 0 2 1/2' 0.G. 2- LEPGERLOK I/4"0 x 5° (11.005) � AS 2- 5/8'0 x 8LA6 BOLTS 0 2 1/2'O.G. /I/4 4x6 HT SUPPORT BLOCK r 4x6 HT KICKER O HT BEAM. SEE PLAN. HT BEAM. SEE PLAN. HT SEE PLAN. —r� COLUMN, I-� HT COLUMN SEE PLAN T� TAB PLATE WITH 2- 3/4"0 HIP. SINGLE PLAN SEE SACK PLATE 2- 3/4"0 1/4 1/4"xb"x6" TM -BOLTS ' I/4"x8'x8" 19;11 -BOLTS 16 _ �� /-�� . ' �__ J� */ ,`r \ ` .0 .. 4R " 1• •1 �� ".x; \ SINGLE HIP SEE PLAN = , \ 6x6 HT SCISSOR z CHORD ��� SECTION 'A' bxb HT SCISSOR CHORD LAP WITH KING P05T TENON AND OTHER CHORD 0 I I/2' = I'-0" LAP WITH KING POST TENON AND OTHER CHORD 110 DOWEL x 12' DRILL I/4 I 2x10 Ii. SIDE PLATE I/4"x3"x6" N5 DOY� x 12' DRILL I/4 I COLUMN TO FIT TIGHTSASE PLATE 114"xb'x6" m WITH 2- 3/4"0 THRU-BOLTS COLUMN TO FIT TIGHT BASE PLATE I/4"xb"xb' J 244,1 ASSURE I" CLEAR , ,.SPI 5116 r ASSURE I" CLEARI___ S,K, PEI6HTAL ENGINEERS YiAIVE5 ANY AND ALL RESPONSIBILITY AND LIABILITY FOR. PROBLEMS WHICH ARISE FROM FAILURE TO FOLLOW THESE PLANS AND THE DESIGN INTENT THEY CONVEY, OR FOR PROBLEMS WHICH ARISE FROM OTHERS' FAILURE TO OBTAIN AND/OR FOLLOW GUIDANCE OF 5.K. PEIGHTAL ENGINEERS WITH RESPECT TO ANY ERRORS, OMISSIONS, SIST , AMBOR IGUITIES, WHICH ARE ALLEGED. WOOD COLUMN AT DECK SUPPORT. SEE PLAN. 16 DECK SUPPORT � 4. 3/161 SEAT PLATE I/4"x4 1/2'x8" L.TO MAT FL. rEe R ro WOOD TO STONE iio -. 0 aWOOD TO STONE � = 3/161 ' - — �� wEH PLATE BITRIPRD5MOUTH 14 1/4"x4 142'x? HP. SEE BEARING AT SEAT PLATE. WOOD 3/4" N. HIPS AT STEEL 1/4 COL. I SACKFt " H55 3x3x3/I6" STUB COLUMN n■ H55 3x3x3/16" STUB COLUMN L 1 +LE STONE VENEER. SEE ARCH. 'IIIIIIII-111 9"m x 1/2' EMBED PLATE 2x10 WITH 3- I/2°0 x 4" HAS. SECTION 1E3' 510E PLATE"I!4°x3"xb" WITH 2- 3/4 0 THRU-BOLTS STONE VENEER SEE ARCH. 0 3' 0.0. f -' q"0 x I/2" EMBED PLATE WITH 3- I/2"0 x 4' HAS. CONCRETEPIER AND REINF. SEE DETAIL e 1. 18 0 11/2" = I'-0" CONCRETE PIER AND ENTRY TRUSS REINF. SEE DETAIL 8/53,1. 0 3/4':I'-0" 11014 0 3/4':I' -O" 11014 0 1 I/2":1'-0' 11014 DECKING. SEE ARCH. FRAMED WALL SEE PLAN 5'-O' 2X4 POW WALL. L 0 4-0 0.C. MU THESE DRAWINGS ARE TO BE USED WITH THE ARCHITECTURAL DRAWINGS PROJECT O CLEARLY DEFINE ALL OF THE REOUIREMENTS R CONSTRUCTION. WHERE CONFLICTS OCCUR, CONTACT ARCHITECT FORPLYWOOD 21-6' 2'-b' LEDGER 4 ATTACHMENT. SEE PLAN. RAFTERS. SEE PLAN. SHEATHING GENERAL NOTES SEE ARCH. FOR FINISH APPEARANCE AND MATERIALS SIMPSON HGAIOKT CLIP ONE SIDE EACH RAFTER ME / �1 / / SII kit FRAMED wP�! SEE PLAN SIMPSON 5Pi CLIP TOP EACH RAFTER TO TOP LEDGER L550 CLIP ONE SIDE EACH STUD THIS WALL SOLID BLOCKING 0 52' O.G. FIRST JOIST SPACE T. PLYWOOD* T. WALLNY 2X6 0 24 FRAMING OG OVER- RAFTER ■I_III�(,miS' .■I���MD: STUDS BELOW STACKED �:� OVER RA -- �� ►�� ►►►►►►►►� ►�� II" SEE PLAN CWHERE I. .' in •11111 r -.14-C-- -l-z°I-t( IMPPER ela r / a oZ • JOISTS AND CLIPS ° SEE PLAN . • • - — _ SEE SIMPSON TAIOZ 20_ LSGZ, 4x12 HT TREADS WITHI ANGLE BOTH ENDS HT STRINGER�5 DECK STEPS ° o Warro: �� VERT GAL 0 6" O.G. $5 HORIZONTAL 0 16° OC. b, a < /' /' , ' ` 2- I/2'0 x 6" LA6 ALTS _. (T (' .'. .. _. SEE PLAN S K P E4x12 :■1_c la :■ PLAN vl�+ STRUCTURAL BELOW - SEE r RAFTERS PL a� FASCIA ASSEMBLY SEE ARCH . f �\\ SOFFIT SEE ARCH. HT BEAM SEE PLAN HT KICKER SEE PLAN �► : f•', 1/2"0 x 6" LA6 BOLT .j- = LET INTO SEE LOOR FRAMING L550 CLIP BOTH COLUMN TOP AND WOOD COLUMN AT KICKER, SEE PLAN, STEEL COLUMN AT SIDE j -5 OF WOOD BOTTOM. SIM. S K PEIGHTAL ENGINE S 204 PARK AVENUE UNIT RC BASALT, COLORADO 81621 PHONE: (970) 927-9510 ®1 1/2■ -1-0" 11014 ' • ', PARALLEL 2x6 0 24" O,G. EQv ,• /• V�ALTER REMODEL 5349 COUNTY ROAD 100 CARBONDALE, COLORADO 2-2x4 0 EVERY OTHER LOWER 1 IN6 RAFTERS HT BEAM SEE PLAN1/2`0 DEGKIN6. SEE ARCH. P.T. 2x12 LEDGER WITH x 5" TITEN HD SCREW 8, WALL 44 • DEQ STRUCTURAL RAFTERS (ALTERNATE ONE STUD TO RAFTERS) LAP 510E OF 2x6 = _� --� - - - ------ ------�>_--- - - PERPENDICULAR =-= _ _ _ K= = - - BELOW - = - _ _ _ _ T. PLYWOOD ANCHORS 0 32" O.G. i ,/ r, I1 ��� ►�11 ►�� ► SEE PLAN LJ =rzs — 45 DOWELS x 96.1` 0 8" O.G. ISSUE: 05/20/11 PERMIT 6* 3' COLUMN i. 3 0 ACCESS f — - -I 3'-5" v r 5" 06/03/11 PROGRESS I L_ _ �� < I- «5 LONGITUDINAL EO ,„ ,`� a EO ...i.------ � HT KICKER PLAN I � 06/08/11 PROGRESS R c J 03 06/10/11 PRICING }H Ii _ 4- LONGITUDINAL #5 #5 TRANSVERSE / / 08/01/11 BLDG PERMIT --I �� 1 �"� L_- ` Irl -1SIMPSON LSGZ TAIOZ T, FOOTING 0 8° O.G. •° r • 1/2°0 THRU-BOLT BEARING 1/45x3/4"x5° PLATE 2 WELD NUT INSIDE H55 COL. H5$ COLUMN `� �:J �:J SEE PLAN r , e r - 'T 4x12 HT TREADS WITH O - a • • • • ° JOB*O Q 3/16 15" COLUMN 111 CONN. AT SIM. PLAN I ; x ( TAIOZ ANGLE BOTH ENDS a L� �,I 4x12 HT STRINGER FOOTING TO BEAR ONUNDISTURBED, NATIVE SOILS -_` f " 41-6 SHEET: 3.2 0 1 1/2" = 1'-0" GARAGE SHED ROOF 0 OVERFRAMING ® ®DECK STEPS TALL WALL 0 1 12':I' -O' 1101411 / '-' ' 03/4-I-0 11014 '-' ' ®3/4-I-0 11014 '- ' 03/4-I-0 11014 1 Isting stone retaining lts 1 stair: 10 r. @ 7 " = 5'-10", 9 t. @ 11" ea. ♦ 94'-0" spot elevation line of shed roof below 428 s.f. of decking 21.011/16" 13'-8 I/4" s'-11/2" ` 99'-10" 1. to. decking r/r/ODUq/////0I//lG,%;/ ig/I. Exercise stair 13r.@71/4" =7 -10",12t@ 11" ea. b.i. drawers w/ cubbies above 5'-1 3/4" J i/PIP MTh iururuii stair: l0r.@7" 5'-10",9t@11" ea. See A3.3 for this area d [.sundry Mechanical T Bedroom Powder exi Dining ing wood flr. 0 Bedroom 7 existing wall new wall new entry roof structure Up new cabinet f recycle/pantry +++ +++ +++ +++ +++ +++ +++ +++ +++ 7-9` existing wind to remain (v.i.f.) new wood stove Cabin 97-6" 1o.subfloor 1 100'-0" to. sabtloor line of roof above Up 478 s.f. of decking new wood deck to be 2 steps higher than existing See A3.2 for this area existing wall new wall liot Tub M Level Plan - new closet Living 99L10" w to. terrace Stone Terrace 2125 s.f. new enclosed area 892 s.f. new decks Wood Deck Michael Doyle Architects 204 Park Ave., 1D Basalt, Colorado 81621 970.927.6796 mjdarch@sopris.net Walter Res. Remodel 5349 County Rd. 100 Carbondale, CO 81623 General Contractor JMW Construction 2010 Eastbank Point Carbondale, CO 81623 Structural Engineer S.K. Peightal Engineers 204 Park Ave., 1C Basalt, CO 81621 Building Permit Submission 8-1-11 iof __ ISM =111 SIMS LINI /r////////# 13'-8 1/4" 428 s.f. of decking 27'-0 11/16" • 99'-10" cl. t.o. decking 94'-0" spot elevation (v.i.f) stair: 10 r. C a� 7 " = 5'-10", 9 t @ 11 " ea. hr • t♦ 5'-7 1/2" ►iiiaruuiiiuiiuiiuraunuiiar, b.i. drawers w/ cubbies above 0° 3 1/2" Exercise 1051 8'-0" 3 1 2" 4,-9" 5'-0" C. O. la r.0. MI MNI ■I MI MI r MI SW i� EUI ��©r: 7/G7//////4 vO,, nm/ 6�I f/uauininnii',iauur, 1, 4 3 1/2" 9'-2 7/8" 414. * 100'-0" to. subfloor 2" 3 1/2" 5 L/2" Bath 1 1 I 5'-1 3/4" ioiruuivaaauivaiui /run, c r manna stair: 10 r. @ 7 " = 5'-10", 9 t. @ 11" ea. existing window to remain 99'-10" t.o. decking Hall 1001 N w w d Laundry Mechanical Bedroom Powder Dining match existing „existing wood flr. -01 wood ilr. Dn. >� new wood stove Cabin 0 el. 9'-9" 97'-6" t.o. subfloor (v.i.f.) Up X 464 s.£ of d Up 98'-8" 4 n Conan new cabinet for recycle/pantry Up 3/-3z. 100'-0" t.o. subfloor Bedroom Entry [ 106 existing wood fir. new closet 100'-0" t.o. 1 exstg. 9'-0" existing wall new wall new entry roof structure slope away 1. door - xisting 3'-31/2" 1,31/2" (v.1.f.) Kitchen See. Fin /t- f ikieu 'elaf #31-33 Fer sr'/co fi1r4vym izeguirepyie44 /n elCl `✓I-1 Y11 . Living 99'-10" t.o. terrace Wood Deck Michael Doyle Architects 204 Park Ave., 1D Basalt, Colorado 81621 970.927.6796 mjdarch@sopris.net Walter Res. Remodel 5349 County Rd. 100 Carbondale, CO 81623 General Contractor JMW Construction 2010 Eastbank Point Carbondale, CO 81623 Structural Engineer S.K. Peightal Engineers 204 Park Ave., 1C Basalt, CO 81621 Building Permit Submission 8-1-11 SCALE:1 /4"=l'-0" A3 .3 Up Up veso a 1 3/4" line of deck above boulder retaining wall 13'-8 1/4" 1. tJA TP ,.Oeitsets 3 1/2" C3 CV 8'_U" Multi -Purpose Rm. 004) 5 1/2" 90'-8" t.o. ply .4 3'-2" r.o. Mudrm. line of deck above LP' 3 1/2" " 5 1/2" 002,1 W 14'-4 3/4" new -7-250gal. water storage tanks, 2 pumps and pressure tank for well to be located in \ crawlspace i..rrrrrrrrrrrrrr„rrrrrrrrrrrrrrrrrrrrrrrrrr Gallery 003] Jrt- 5 1/2” 90'-8" t.o. ply h a 2 lloa Up 31 platform @ 91'41" stair: 3r.@5" = 1'-3", 2 t. @ Tip 14" ea. Existing Conc. Vault align first V riser w/ end of vault _L Mech. stair: 12 r. @ 7 1/16 " = 7'-5", 10 t. @ 11" ea. stair: 9 r. @ 7 7/16 " = 5'-7", 7 t. @ 11" ea. 4 89'-1" t.o. slab 40. 91'-11" Up t.o. slab Seel „,, pl4W .t2411r h - *co i?-47-ynJuirens h .A->ayls f,A 1�4, Dm Entry Hall (37,73ZD Office Storage Theatc Lower Level Plan - 1355 s.f new enclosed area 810 s.f garage existing wall new wall Michael Doyle Architects 204 Park Ave., 1D Basalt, Colorado 81621 970.927.6796 mjdarch@sopris.net Walter Res. Remodel 5349 County Rd. 100 Carbondale, CO 81623 General Contractor JMW Construction 2010 Eastbank Point Carbondale, CO 81623 Structural Engineer S.K. Peightal Engineers 204 Park Ave., 1C Basalt, CO 81621 Building Permit Submission 8-1-11 SCALE:1 /4"=1'-0" A3.4 1.625/12 tN 0 2/12 L line of roof above loft \/ 25 -9 1/2" 7 4/12 / line of existing structure existing roof 7/12 new roof gutter o downspout 5 1/2" (v.i.f.) frame in flue from woodstove below - see manufacturers info for clearances 0 19 • Sec is A fikeipmev+ I,/ -3, 5DM 4/4$44 v-944iverwevv1 Ivl ex ohm *Aare. cI. 6'-2" r.o. (center � n wall) p 1i i 107-1" �. '' t.o. subfloor Cabin Loft 200 7/12 9' 9 1/2" 407 A 5 1/2" roof over existing shed [V Tar note: field verify that these two dimensions match those of windows below existing stairs to remain 6 O V.n existing wall new wall line of roof above Loft Level/RoofPlan - 459 s.f. remodeled loft space 7/12 Michael Doyle Architects 204 Park Ave., 1D Basalt, Colorado 81621 970.927.6796 mjdarch@sopris.net Walter Res. Remodel 5349 County Rd. 100 Carbondale, CO 81623 General Contractor JMW Construction 2010 Eastbank Point Carbondale, CO 81623 Structural Engineer S.K. Peightal Engineers 204 Park Ave., 1C Basalt, CO 81621 Building Permit Submission 8-1-11 SCALE:1 /4"=1'-0" A3.5