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Home My WebLink AboutPlans'7 35'-6" 131 C4) 96'-6' (l) T 1'-6' 8'-0' 2 3T-21/2" 2741/2" A 6" W. x 8" D. STONE LEDGE (TYPICAL AT EXTERIOR FOUNDATION WALL HATCHING) 31.5" 3'-5R 1- 52 T T.O.W. - 991-t9 3/4' B.O.W. - 96'1 3/4" 10'-0' 2x TREATED SILL PLATE (TYPICAL) W/ 1/2" DIA. x 10' LONG ANCHOR BOLTS @ 3"-0" O.C. & 6' FROM PLATE ENDS. (3' EXPOSED ABOVE T.O.W.) c.1 BEAM PKT N 1• 5'-10' 6'-8' 6'-8 3/4" CRAWL SPACE (D) I4 CD T.O.W. - 99'-9 3/4' B.O.W. - 96'1 314' 4'-0" 4'-0" • 14'-4 3/4" WALL STIFFENER RE: S2 d4 W 10 x 30 STEEL BEAM (DROPPED) (2 SPAN CON 101/2"H.x53/4"W. T.O. BEAM = 98'-9 7/8" BEAM SADDLE SEE DETAIL ON 52 WEB STIFFENER SEE DETAIL ON S2 20-6 3/4" 10'-0112" BEAM SPLIC I SEE DETAIL i ON S2 1 A S2 14'-11 1/2" WEB STIFFENER 1 ' SEE DETAIL ON S2 9'-O" • 3.4' 1'2'-2" T.O.W. - 99'-9 3/4" B.O.W. - 96'-1 3/4" CANTILEVER BEAM DUNOT A1TAC HTO FOUNDATION WALL AT THIS LOCATION 7-1 114' W 10 x 30 STEEL BEAM (DROPPED) (5 SPAN 101/2"H. x53/4"W. T.O. BEAM = 98'-9 7/8" BEAM PKT BEAM SADDLE SEE DETAIL ON S2 4' 6-9" zo WEB STIFFENER SEE DETAIL ON S2 16-7 T.6• .} II 9'-0' WEB STIFFENER SEE DETAIL ON S2 9,-11" 111-1D 1/2" WEB STIFFENER SEE DETAIL ON 52 ONTINUOUS) �.� W 10 x 22 STEEL SEAM (DROPPED) (4 SPAN 10 1/8' H. x51/4'W. T.O. BEAM = '-9 7/8' T-6" WEB STIFFENER SEE DETAIL ON $2 a•MINIPLO 11111 SEE CORNER SADDLE DETAIL ON SHEET 12 W 10 x 15 STEEL BEAM (DROPPED) 10" H. x 4" W. 1T4 172' • U - ill cribs - r„J § n X co SEE PILAS—ER DETAIL SHEET S2 (TYPICAL) 0-0 1/4f BEAM PKT 1 20-6' BEAM 101-3" PKT WEB STIFFENER ; SEE DETAIL ON S2 11'-101/2' P 4 T-0• 12'-4" 11'-1 314' BEAM SADDLE SEE DETAIL ON S2 12'-0" T.O.W. - B.O.W. - • 99'-9 314' 961-1 3/4" KT LP SEE CORtsIER DLE S-IEET S2 101-3 20-6' 96'-6" ,$) ;Cr r-� T.O.W. - 99'-9 3/4' B.O.W. - 96'-1 3/4' 21/2' W.x93/4"% INTERIOR LEDGE `, (TYPICAL IN GARAGE), m 21'-71/2" ■ 4' 4'-10' WALL STIFFENER RE 52 (TYPICAL) WALL STIFFENER RE: S2 (TYPICAL) 4%0" 6'-81/2' 4'-0' SEE PILASTE DETAIL 22-7 1/2" T.O.W. - 1.9 6' W. x 8" D. STONE LEDGE (TYPICAL AT EXTERIOR 7.9 6-9 1/2" L 4x4x 114 STEEL ANGLE FOR STONE VENEER. ATTACH TO FOUNDATION WALL W/ 1/2" DIA. EXPANSION ANCHORS EMBEDMENT & 7' FROM TOP AND SIDES OF CONCRETE PILASTER (THIS PILASTER ONLY) FOUNDATION PLAN C(') NOTE: FIELD VERIFY T.O.W. WALL STEPS. SEE STEP DETAIL ON SHEET S2. MAINTAIN 0-0' MINIMUM FROST DEPTH BELOW FINAL GRADE ON ALL FOUNDATION WALLS. VERIFY AND ACCOMODATE ALL BASEMENT WINDOWS. CHANGES TO B.O.W. STEPS TO BE VERIFIED BY THIS OFFICE. APPROVElf,'„. IMUILIWT TO MOM GARFIELD COUNTY I§UILDING 'DEP iirets rub COPY . INN RAM ON SW tillii‘‘i C:N.2 PIPDESICN INC 333 W. HAMPDEN AVE, STE 200 ENGLEWOOD, COLORADO 80110 P: 303.41 6.1290 F: 303.416.1291 CARBONDALE, COLORADO PREPARED FOR: WEITZ-MORRIS c) 2003 MARTIN DESIGN, INC. The use of these documents and drawings shall be restricted to the original project for which they were prepared and any publication of these documents and specifications is expressly limited to such project. Re -use, reproduction or publication by any method, in whole or in part, of these documents and drawings is prohibited. Title of these documents and drawings remains with MARTIN DESIGN, INC. MARTIN DESIGN, INC. retains all federal, state and all common law copyright protections. 17 U.S.C. section 101 et seq. ISSUED FOR: CONSTRUCTION DOCUMENTS REVISED CD'S - HELICAL PIERS REVISION 1 REVIEW JKS JKS DRAFT PROJECT NUMBER 021333 HELICAL PIER FOUNDATION PLAN Si 2x SILL PLATE (TYPICAL) W/ 11210 x 10' L. ANCHOR BOLTS 3'-0' O.C. AND 6" FROM PLATE ENDS 7" MINIMUM EMBEDMENT (3" EXPOSED ABOVE T.O.W.) T.O. PLYWOOD 100'-0" T.O. FND WALL iv 99'-9 3/4" B.O. WALL 96'-1 3/4' 11 7I8" TJI FLOOR SYSTEM @ 16' O.C. (JOISTS PARALLEL TO WALL 0 SIM. CONDITION) 2-#5 GRD60 CONT. TOP 2x SILL PLATE (TYPICAL) W/ 1/213 x 10' L. ANCHOR BOLTS @ 3'-0" O.C. AND 6" FROM PLATE ENDS 71 MINIMUM EMBEDMENT (3" EXPOSED ABOVE T.O.W.) T.O. PLYWOOD 100, -On T.O. FND WALL 99'-g 3/4" 11 7/8' TJI FLOOR SYSTEM (§16" O.C. (JOISTS PARALLEL TO WALL 0 SIM. CONDITION) FOR WALLS EXCEEDING 3'-0" IN HEIGHT, PROVIDE ADD'L #3 GRD 60 AT 18' O.C. EACH WAY B.O. WALL 96'-1 3/4" 245 GRD60 CONT. TOP 1/2" EXPANSION JOINT MATERIAL 4" CONCRETE SLAB (IF SOIL IS HERE, SLOPE AWAY FROM BUILDING PER SOILS REPORT) 'f\\ �!\\fes RE: HELICAL PIER CONNECTION DETAIL 245 GRD60 CONT. BOTTOM z 2 °4 SECTION SCALE: 1/2" =1'-0" 2x6 STUD WALL W/ PLYWOOD SHEATHING 2x SILL PLATE (TYPICAL) W/1/213 x 10' L. ANCHOR BOLTS 0 1'-0' 0.C. AND 6" FROM PLATE ENDS 7" MINIMUM EMBEDMENT (3" EXPOSED ABOVE T.O.W.) 2x12 LEDGER ATTACHED TO FND. WALL W/ 3/4' DIA. x 4" EMBED EXPANSION ANCHORS I� 16" O.C. STAGGERED. PLACE TOP ANCHORS 3" MIN. FROM TOP OF CONCRETE DRAIN TYPE & LOCATION PER SOILS REPORT AND BUILDER REQUIREMENTS HELICAL PIER 1/2' EXPANSION JOINT MATERIAL 2 1/2' WIDE SLAB LEDGE IN GARAGE. RE: LEDGE DETAIL THIS SHEET FOR ADDITIONAL WALL REINFORCEMENT 0 LEDGE 4' CONCRETE GARAGE SLAB RE: HELICAL PIER CONNECTION DETAIL 4 r 245 GRD60 CONT. BOTTOM 24' 245 GRD60 TOP & BOTTOM 24" TIED TO HORIZ BARS (BENT AS SHOWN) 24' #5 GRD60 HORIZ x 4'-0" L. (r 18" O.C. REFER TO WALL SECTIONS FOR TYPICAL WALL REINFORCING SECTION S2 SCALE; 1/2" =1'-0" 4'-0" DRAIN TYPE & LOCATION PER SOILS REPORT AND BUILDER REQUIREMENTS HELICAL PIER 9,$5 ran (EXTEND OF GRA STONE FIREPLACE VENEER TO BE SUPPORTED BY FND. ONLY - DO NOT BEAR STONE ON WOOD SOLID GROUTED CMU BLOCK TO T.O. SLAB. 1/2" EXPANSION JOINT MATERIAL 4' CONCRETE PATIO SLAB #5 GRD 60 REBAR 12" O.C. EACH WAY 0 TOP, BOTTOM AND MIDHEIGHT OF PIER RE: HELICAL PIER CONNECTION DETAIL #5 GRD60 VERTICALS 12' O.C. EA. WAY 4'-61 /2" 1/2' EXPANSION JOINT MATERIAL 2 1/2' WIDE SLAB LEDGE IN GARAGE. RE: LEDGE DETAIL THIS SHEET FOR ADDITIONAL WALL REINFORCEMENT 0 LEDGE T.O. END. WALL 99'-9 3/4" B.O. WALL 96'-1 3/4" GRADE: SLOPE AWAY 6" IN FIRST 5' MIN. 4' CONCRETE GARAGE SLAB SEE SOILS REPORT FOR PERIMETER DRAIN REQUIREMENTS HELICAL PIER 2x SILL PLATE (TYPICAL) W/1/2'0 x 10' L. ANCHOR BOLTS 0 3'-0' O.C. AND 6' FROM PLATE ENDS 7' MINIMUM EMBEDMENT (3' EXPOSED ABOVE T.O.W.) SOLID GROUTED CMU BLOCK TO T.O. SLAB. RE: HELICAL PIER CONNECTION DETAIL DOUBLE MAT OF #5 GRD60 18' O.C. EACH WAY IN STIFFENER RE; HELICAL PIER CONNECTION DETAIL °Cd RE: PLAN & WALL SECTIONS FORM VOID UNDER GRADEE` f BEAM & STIFFENER (CONTINUOUS BETWEEN PIERS) REFER TO STRUCTURAL NOTES /i/ WALL STIFFENER DETAIL N.T.S. HELICAL PIER GRADE: SLOPE PER SOILS REPORT 245 GRD60 CONT. TOP 2-#5 GRD60 CONT. BOTTOM Z 4 DRAIN TYPE & LOCATION PER SOILS REPORT AND BUILDER REQUIREMENTS HELICAL PIER SECTION S2 SCALE: 1 /2' =1'-0' HELICAL PIER SHAFT CAP W/ 245 GRD60 WELDED TO CAP PLATE DETAIL & CONNECTION BY SUPPLIER EXTEND VERTICAL BARS TO TOP OF GRADE BEAM 0 z w w cq GRADE BEAM REFER TO WALL SECTIONS FOR TYPICAL REINFORCING HELICAL PIER EXTENSION NOTE: FOR WALLS SHORTER THAN 4'-0', EXTEND HELICAL PIER INTO WALL 1'-0". FOR WALLS TALLER THAN 4'-0", EXTEND HELICAL PIER INTO WALL 2'-6" (SEE WALL SECTIONS) HELICAL PIER HELICAL PIER CONNECTION DETAIL N.T.S. 8x8 TIMBER COLUMN SIMPSON CB88 POST BASE INSTALLED PER MANUF. SPECIFICATIONS 1- #5 GRD60 VERTICAL AT EACH CORNER #3 GRD 60 TIES TOP, BOTTOM, AND MIDHEIGHT OF PIER STONE VENEER 1/2" EXPANSION JOINT MATERIAL 4' CONCRETE PATIO SLAB 2'-C" SQ.. 1/2" EXPANSION JOINT MATERIAL 2 1/2' WIDE SLAB LEDGE IN GARAGE. RE: LEDGE DETAIL THIS SHEET FOR ADDITIONAL WALL REINFORCEMENT 0 LEDGE T.O. FND. WALL 99'-9 3/4" B.O. WALL 1. 96'-1314" 4" CONCRETE GARAGE SLAB 4' TYP RE: HELICAL PIER CONNECTION DETAIL SECTION SCALE: 1/2" =1'-0" /\//f/f/\\% RE: HELICAL PIER CONNECTION DETAIL 2x WOOD PLATE AT JOIST BEARING FASTENED TO STEEL BEAM W/ HILTI X-ZF 47 P (or EQUIV) @ 3'-0" O.C. 1\8 HELICAL PIER 4' CONCRETE T.O. GARAGE SLAB GARAGE SLAB yr 991-6" T.O. FND. WALL 99'-0" ob B.O. WALL 96'-1 3/4" 2x SILL PLATE (TYPICAL) W/ 1/2"2I x 10' L. ANCHOR BOLTS 0 3'-0" O.C. AND 6' FROM PLATE ENDS 7' MINIMUM EMBEDMENT (3` EXPOSED ABOVE T.O.W.) GRADE: SLOPE PER SOILS REPORT RD60 .TOP Tes 245 GRD60 CONT. BOTTOM SECTION S2 / j f�, \\/>\ \\�f \\jf/ ADJUSTABLE STEEL COLUMN FASTENED TO PIER TOP WI 2-HILTI X-ZF 47 P8 (or EQUIV.) HELICAL PIER CAP (BY SUPPLIER) DO NOT WELD AT CORNERS SCALE: 1/2" =1'-0" DRAIN TYPE & LOCATION PER SOILS REPORT AND BUILDER REQUIREMENTS HELICAL PIER MAIN LEVEL FLOOR FRAMING STEEL BEAM STEEL COLUMN. \ \\`/�/12" DIA. x 3'-0" L. �/` CONCRETE CAP ON HELICAL PIER 4 INTERIOR BASEMENT COLUMN DETAIL N.T.S. STEEL BEAM 1/4' STEEL PLATE EACH SIDE 3/16 3/16 HELICAL PIER WEB STIFFENER MAY BE SHOP FABRICATED. LOCATE STIFFENERS WITHIN 6' OF SUPPORT OR CONCENTRATED LOAD. WEB STIFFENER DETAIL 24' #5 GRD 60 BARS 24" O.C. BENT AS SHOWN 112' EXPANSION JOINT MATERIAL DRIVEWAYl •\/\\<\\,f/, 2-#5 GRD60 CONT. TOP PROVIDE 245 x 4'-0" L. GRD60 HORIZ (FOR W8 & 10) or PROVIDE 345 x 4'-0" L. GRD60 HORIZ (FOR W 12) Q 4' O.C. PLACE FIRST BAR W/ 2' COVER FROM TOP OF WALL RE: HELICAL PIER z CONNECTION DETAIL 4 2-#5 GRD60 CONT. BOTTOM SECTION 2 SCALE112' =1'-0" kr 0 DRAIN TYPE & LOCATION PER SOILS REPORT AND BUILDER REQUIREMENTS HELICAL PIER REFER TO PLAN & WALL SECTIONS Z-0" MINIMUM PROVIDE 445 GRD60 VERT 0 12' O.C. TO WITHIN 2' OF T.O.W. EXTEND 2'-0' MINIMUM BELOW BOTTOM OF POCKET N SECTION BEAM POCKET REINFORCING N.T.S. SEE WALL SECTIONS FOR REINFORCING MATCH REINFORCING 0 CORNER W/ REINFORCING IN WALL SECTIONS TYPICAL CORNER REINFORCING N.T.S. CAGE OF 443 GRD60 VERT. W/ #3 GRD60 STIRRUPS @ 8" O.C. IN CONCRETE CAP z CD FOR FOUNDATION REINFORCEMENT AND DIMENSIONS RE: SECTIONS NOTES: MAXIMUM 6' THICK STONE VENEER W/ DIRECT BEARING ON STEEL ANGLE 4' CONCRETE SLAB (IF SOIL IS HERE, SLOPE AWAY FROM BUILDING PER SOILS REPORT) L6x6x1/2 CONTINUOUS STEEL ANGLE ATTACHED TO FOUNDATION WALL WI 3/4' DIA. x 4 3/4" EMBEDMENT EXPANSION ANCHORS (HILTI KWIK-BOLT II) 12" O.C. - EXPANSION ANCHORS MUST BE PLACED BELOW TOP ROW OF HORIZONTAL WALL REINFORCEMENT 1) THIS APPLICATION IS FOR STONE VENEER UP TO 9'-0" IN HEIGHT ONLY. IF STONE VENEER EXCEEDS 9'-0" IN HEIGHT TYPICAL STONE VENEER SUPPORT MUST BE USED. 2) STEEL ANGLE SHOULD BE PROTECTED AGAINST DETERIORATION IF PLACED IN SOIL. 3) CARE SHOULD BE TAKEN WHEN DRILLING HOLES FOR EXPANSION ANCHORS SUCH THAT WALL CRACKS FROM DRILLING SHOULD BE REPAIRED. STONE VENEER SUPPORT N.T.S. R N PROVIDE 145 GRD60 HORIZ WITH 2" COVER FROM TOP OF LEDGE WHEN DEPTH OF LEDGE EXCEEDS 8". PROVIDE 145 GRD60 HORIZ AT MID -DEPTH OF LEDGE WHEN DEPTH OF LEDGE EXCEEDS 1B". DEPTH OF LEDGE NOT TO EXCEED 24" TOP ROW OF REINFORCING CONTINUOUS BELOW POCKET REFER TO WALL SECTIONS STRUCTURAL NOTES: (UNLESS NOTED OTHERWISE ON PLANS) 4' MIN. REFER TO PLAN & WALL SECTIONS REFER TO PLAN FOR LEDGE WIDTH PROVIDE #5 GRD60 VERT 0 18' O.C. TO WITHIN 3' OF T.O.LEDGE WHEN DEPTH OF LEDGE EXCEEDS 12'. EXTEND 2'-0' MINIMUM BELOW B.O.LEDGE. LEDGE DETAIL N.T.S. // //f\ RE: HELICAL PIER CONNECTION DETAIL 4 PLAN 145 GRD60 VERT @ CORNERS TIED TO FOOTING DOWELS 145 GRD60 CAGED TOP, MIDSPAN & BOTTOM 145 GRD60 CAGED 0 TOP, MIDSPAN & BOTTOM c• •> if t CARBONDALE, COLORADO PREPARED FOR: WEITZ-MORRIS I •.) i• 2003 MARTIN DESIGN, INC. The use of these documents and drawings shall be restricted to the original project for which they were prepared and any publication of these documents and specifications is expressly limited to such project. Re -use, reproduction or publication by any method, 1 in whole or in part, of these documents and drawings is prohibited. Title of these documents and drawings remains with MARTIN DESIGN, INC. MARTIN DESIGN, INC. retains all federal, state and all common law copyright protections. 17 U.S.C. section 101 et seq. rISSUED FOR: CONSTRUCTION DOCUMENTS 145 GRD60 VERT @ CORNERS HELICAL PIER FOUNDATION PILASTER DETAIL N.T.S. 1.0 SCOPE: THIS SPECIFICATION OUTLINES THE STRUCTURAL DESIGN SPECIFICATIONS FOR THE ASPEN GLEN CLUB LODGE, WHEN A DIFFERENCE EXISTS BETWEEN THIS SPECIFICATION AND ANY OTHER GOVERNING CODE, THE MORE STRINGENT SHALL CONTROL. ANY OTHER ITEMS NOT COVERED THEREIN SHALL BE COMMENSURATE WITH GOOD ENGINEERING PRACTICE. 2.0 APPLICABLE CODES AND STANDARDS: 2.1 UNIFORM BUILDING CODE -1997 EDITION. 2.2 AISC MANUAL OF STEEL CONSTRUCTION - 9th EDITION. 2.3 ACI BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE - ACI 318-89 (REVISED 1992) 2.4 AMERICAN WOOD COUNCIL - NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION -1997 EDITION. 3.0 DESIGN LOADS: 3.1 DEAD LOADS: WEIGHT OF STRUCTURE AND ALL THINGS PERMANENTLY ATTACHED. FLOORS - 25 PSF (WITH STONE FLOORING 55 PSF) ROOF -1S PSF 3.2 LIVE LOADS: SNOW LOAD - 40 PSF FLOOR LOAD - 40 PSF WIND LOAD - 80 MPH, EXPOSURE B SEISMIC ZONE 1 4.0 FOUNDATION: 4.1 THIS FOUNDATION MUST BE IN COMPLIANCE WITH THE SOILS REPORT BY HEPWORTH-PAWLAK GEOTECHNICAL, INC., JOB NUMBER 199 356-1, DATED DECEMBER 9, 2002 AND ALTERNATIVE FOUNDATION RECOMMENDATIONS LE I 1 ER DATED JANUARY 17, 2003. FOR COMPLETE FOUNDATION AND DRAINAGE REQUIREMENTS, SEE THESE REPORTS. 4.2 HELICAL ANCHORS (DESIGN BY OTHERS): 4.2.1 VOID MATERIAL NOT REQUIRED BY GEOTECHNICAL ENGINEER. 4.2.2 ALL EXTERIOR FOUNDATIONS TO HAVE BOTTOM OF WALL A MINIMUM OF 3'-0' BELOW GRADE FOR FROST PROTECTION. 5.0 MATERIALS: 5.1 GROUT: 5.1.1 GROUT SHALL BE LOW -SHRINK, HIGH-STRENGTH DRY PACK, MINIMUM COMPRESSIVE STRENGTH SHALL BE 3,000 psi OR GREATER. 5.2 CONCRETE: 5.2.1 ALL CONCRETE SHALL DEVELOP TO 3,000 psi 28 -DAY MINIMUM COMPRESSIVE STRENGTH. 5.2.2 ALL CONCRETE SHALL BE TYPE II. 5.2.3 ALL REINFORCING SHALL BE CONTINUOUS AROUND CORNERS AND ACROSS STEP-DOWNS. 5.2.4 REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60. 5.2.5 ALL REINFORCING LAP SPLICES SHALL BE 18" MINIMUM. 5.3 STEEL: 5.3.1 STEEL BEAMS AND COLUMNS SHALL BE A36 CARBON STEEL. MINIMUM YIELD STRENGTH SHALL BE 36 ksi OR GREATER. 5.3.2 MINIMUM ULTIMATE TENSILE STRENGTH SHALL BE 58 to 80 ksi. 6.0 ISOLATE ALL DOOR JAMBS FROM FLOOR SLABS A MINIMUM OF 1/2' TO ALLOW FOR MINOR MOVEMENT. 7.0 THE SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS ON THIS PLAN PRIOR TO CONSTRUCTION. 1 PIPDESIGNINC 333 W. HAMPDEN AVE, STE 200 ENGLEWOOD, COLORADO 80110 P: 3 0 3. 4 1 6. 1 2 9 0 F: 303.416.1291 CARBONDALE, COLORADO PREPARED FOR: WEITZ-MORRIS 2003 MARTIN DESIGN, INC. The use of these documents and drawings shall be restricted to the original project for which they were prepared and any publication of these documents and specifications is expressly limited to such project. Re -use, reproduction or publication by any method, 1 in whole or in part, of these documents and drawings is prohibited. Title of these documents and drawings remains with MARTIN DESIGN, INC. MARTIN DESIGN, INC. retains all federal, state and all common law copyright protections. 17 U.S.C. section 101 et seq. rISSUED FOR: CONSTRUCTION DOCUMENTS REVISED CD'S - HELICAL PIERS REVISION 1 REVIEW JKS JKS JKS DRAFT 2 DATE '' r 9 S '9 PROJECT NUMBER: 021333 FOUNDATION NOTES, SECTIONS AND DETAILS Sill r O zo0 24' 3'-0" MIN. 245 GRD60 BENT AS SHOWN REFER TO WALL SECTIONS --\FOR TYPICAL WALL REINFORCING 2'-0' MINIMUM LAP SPLICE EXTEND TOP ROW 2'-0' MINIMUM BEYOND STEP IF B.O.W. STEP EXCEEDS 3'-0", PROVIDE 245 GRb60 DIAG., EXTEND DIAGONAL BARS TO TOP & BOTTOM ROW EXTEND BOTTOM ROW 2'-0" MINIMUM BEYOND STEP FOUNDATION WALL 2'-0' MINIMUM LAP SPLICE TYPICAL FOUNDATION STEP REINFORCING N.T.S. 112' MAX. GAP AT BEAM ENDS 6"x6112"x3/B' STEEL PLATE 0 0 0 1 112' TYP II z 4 24' 245 GRD60 BENT AS SHOWN • oa m LL F (2) 13/16 0 HOLES IN EACH BEAM & EACH END OF PLATE, FASTEN SPLICE PLATE & BEAMS W/ (4) 3/4" 0 A325 BOLTS. ZO 6112' W 8x10 or LARGER or W 10x12 or LARGER SHEAR BEAM SPLICE DETAIL FOR W B or W 10 BEAMS g MAX. SHEAR = 18 kfps L_ J ALL NTACT (LEDGES 1/4 STEEL BEAM RE: PLAN BEAM SADDLE DETAIL N.T.S. 3/4"0 HOLE (TYP), CONNECT SADDLE ANGLE TO FOUNDATION WALL W/ (2) 5/8'0 EXPANSION ANCHORS (4' MINIMUM EMBEDMENT) / 1 112' I, L4x4x1/4' VERTICAL STEEL ANGLE 0 L4x4x314' SEAT ANGLE ALL CONTACT EDGES; 3/18 8 1/4' 1/2"0 EXPANSION ANCHORS -2 PER SADDLE LEG - (4" MINIMUM EMBEDMENT) TYP. © EACH STIFFENER STEEL BEAM - SEE FRAMING PLANS FOR SIZE 1/2" THICK STEEL CAP PLATE NOTE: ALL EXPANSION ANCHORS SHALL BE INSTALLED ABOVE BOTTOM ROW OF REINFORCING. SADDLE LEGS MAY REQUIRE ADDITIONAL LENGTH BASED ON BEAM SIZE, VOID THICKNESS & LOCATION OF BOTTOM ROW OF REINFORCING BOTTOM ROW OF REINFORCING L4x4x318' STEEL ANGLE FRONT LINE OF FOUNDATION CORNER PURLIN or BEAM (SEE PLAN) N 1/4 318" THICK STEEL WEB STIFFENERS EACH SIDE OF BEAM - CHAMFER CORNERS 3/16 4- 3/4" DIA. THRU-BOLTS TUBE STEEL COLUMN - SEE FRAMING PLANS FOR SIZE 4-13/16" DIA. HOLES STEEL BEAM TO INTERMEDIATE TUBE STEEL COLUMN DETAIL TYPICAL TS COLUMN - SEE FRAMING PLANS FOR SIZE 4- 314' DIA. x 6" LONG EXPANSION ANCHORS CONCRETE PEDESTAL II 1 3/16 314" THICK STEEL BASE PLATE FILL IN WITH NON -SHRINK GROUT TO LEVEL i/r-- 4-13/16" DIA. BOLT HOLES TUBE STEEL COLUMN TO FOOTING DETAIL 1" MAX. 41/2' 1 1/2" 3/8' STEEL PLATE (10' x 171 _1 L I I: SIDE CORNER SADDLE DETAIL N.T.S. MAX. LOAD =11,400 lbs 3/8" STEEL PLATE. (10" x 17") /1 1/8'0 HOLE (TYP), CONNECT SADDLE PLATE TO FOUNDATION WALL W/ (4)1'0 EXPANSION ANCHORS (6' MINIMUM EMBEDMENT) NOTE: FOR PURLINS, CONNECT SADDLE PLATE TO FOUNDATION WALL W/ (4) 5/8'0 EXPANSION ANCHORS (4' MINIMUM EMBEDMENT) (MAXIMUM PURLIN LOAD = 8,000 Ibs) r ii ___ nl JP D E S I C N INC 333 W. HAMPDEN AVE, STE 200 ENGLEWOOD, COLORADO 80110 P: 303.416.1290 F: 303.416.1291 , COLORADO C' 2003 MARTIN DESIGN, INC. The use of these documents and drawings shall be restricted to the original project for which they were prepared and any publication of these documents and specifications is expressly limited to such project. Re -use, reproduction or publication by any method, in whole or in part, of these documents and drawings is prohibited. Tile of these documents and drawings remains with MARTIN DESIGN, INC. MARTIN DESIGN, INC. retains all federal, state and all common law copyright protections. 17 U.S.C. section 101 et seq. ISSUED FOR: CONSTRUCTION DOCUMENTS REVISED CD'S - HELICAL PIERS REVISION 1 REVIEW JKS r? w a ,-.4 ' 9 al � o M N r PROJECT NUMBER: 021333 FOUNDATION NOTES, SECTIONS AND DETAILS S2.2 (F` r r r 4c> 4> SEE SHEET S7 FOR STEEL FRAME AT CHIMNEY 2x12 PRESSURE TREATED LEDGER ATTACHED TO FOUNDATION WALL W/ 2 ROWS OF 3/4" DIA. EXPANSION ANCHORS it 16' O.C. ED - MAINTAIN 4" EMBEDMENT �Ir -ir -ir -1r r -1 0 o O r r 1r r -I BEAM PKT �r -ir �N 11 ,r /---*C— I LO .< o T ~ BEAM SPLICB o SEE DETAIL ON S6 W 10 x 30 STEEL B EAM (DROPPED) (2 SPAN DON 101/2" H. x E 3/4' W. T.O. BEAM = 98'-9 '/8' BEAM SADDLE O J L GO IL JL JL J WEB STIFFENER SEE DETAIL ON S6 BEAM SADDLE (2 1 r- -►r it -1r -ir -ir -1r WEB STIFFENER AT Oc W 10x 54 STEEL BEAM SEE DETA L ON 36 AD. UST JOIST AS REOUIF PLUMBING - MAX IS r r -1 aACIN ED FO ACIN 16" 0. r r -ir -Ir -ir -ir -ir 1r W 10x22 STEEL BEAM (DROPPED) 101/8"H.x53/4"W. BEAM 9.98'-9 /8' W 10 t 30 S'EEL BEAM (DROPPED) (5 SPAN ICONTN • U 101/7 H. x 3/4" W. T.O. BEAM = 98'-9'/8' ON WEB STIFFENER $EE DETAIL GN S6 WEB STIFFENE SEE DETAIL ON S6 Cl) J WEB STIFFENER /T W10x54STEELB SEE DETAL ON S W 10 x 15 S1EEL BEAM (DROPPED) 10" H.x4"W. T.O. BEAM = 98-9'/8' L JL _JJ L J L IL IL IL IL IL J WEB STIF SEE DET ON S6 LINE "F BEAR G WALL ABO WEB STIFF F1 -- SEE DETAIL ON_S6_ . _ g, SEE CORNER SADDLE DETAIL ON SHEET S7 Q r f r I� WEB STI =FENER SEE DETAIL 011 S6 LINE OF BEARING WALL ABOVE F r r -ir -1r L WEB STIFFENER SEE DETAIL - ON S6 J L J L J L r 1r -1 TYPICAL FRAMING CONNECTOR TABLE USE FRAMING CONNECTORS PROVIDED IN TABLE UNLESS NOTE OTHERWISE ALL CONNECTORS LISTED MANUFACTURED BY SIMPSON STRONG TIE, INC. r 7r -ir L JL J L J L J BEAM SADDLE V BEAM PKT SEE CORNER SADDLE DETAIL - 0 cD L JL IL J L JL J'L JL IL IL J BEAM PKT ON SHEET S7 SEE SHEETS S6 & S7 FOR ALL FRAMING NOTES AND DETAILS ALL FLOOR FRAMING TO BE 11 7/8" TJI/PRO 250's @ 16" O.C. U.N.O. MAIN LEVEL FRAMING PLAN SCALE: 114" =11-0" T r JOIST FACE MOUNT TOP FLANGE FIELD SLOPE/SKEW CARBONDALE, COLORADO PREPARED FOR: WEITZ-MORRIS 2x8 JOIST LUS26 - LUS26 2- 2x8 HU26-2- ISSUED FOR: - REVISED CD'S - HELICAL PIERS 2x12 RAFTER LSSU210 - LSSU210 REVIEW 3x12 RAFTER LSSUH310 - LSSUH310 ® 2- 2x12 LUS28-2- - ®B 1-1 3/4' x 11 7/8' LVL IUT9 MIT11.88 LSSUI25 11 7/8' TJI/PRO 250 JOIST IUT11 ITT11.88 LSSUI25 2-11 7/8" TJI/PRO 250 JOIST U410 MIT411.88 SUR/1_410 r 7r -ir L JL J L J L J BEAM SADDLE V BEAM PKT SEE CORNER SADDLE DETAIL - 0 cD L JL IL J L JL J'L JL IL IL J BEAM PKT ON SHEET S7 SEE SHEETS S6 & S7 FOR ALL FRAMING NOTES AND DETAILS ALL FLOOR FRAMING TO BE 11 7/8" TJI/PRO 250's @ 16" O.C. U.N.O. MAIN LEVEL FRAMING PLAN SCALE: 114" =11-0" T r Q a en z d IPMARTIN DESIGN INC 333 W. HAMPDEN AVE, STE 200 ENGLEWOOD, COLORADO 80110 P: 303.416.1290 F: 303.416.1291 CARBONDALE, COLORADO PREPARED FOR: WEITZ-MORRIS 2003 MARTIN DESIGN, INC. The use of these documents and drawings shall be restricted to the original project for which they were prepared and any publication of these documents and specifications is expressly limited to such project. Re -use, reproduction or publication by any method, in whole or in part, of these documents and drawings is prohibited. Title of these documents and drawings remains with MARTIN DESIGN, INC. MARTIN DESIGN, INC. retains all federal, state and all common law copyright protections. 17 U.S.C. section 101 et seq. ISSUED FOR: CONSTRUCTION DOCUMENTS REVISED CD'S - HELICAL PIERS REVISION 1 REVIEW JKS JKS JKS wo PROJECT NUMBER: 021333 MAIN LEVEL FRAMING PLAN S3 2-246 HH6 SIMPSON HANGER FOR HEADERS HH6 SIMPSON HANGER FOR HEADERS .,5112• 0� A-1 LJM HH6 SIMPSON HANGER FOR — HEADERS 3x12 RAFTER TAILS Q 24' O.C. 3x RAFTER TAILS (� 4' O.C. (TYPICAL) TYPICAL FRAMING CONNECTOR TABLE USE FRAMING CONNECTORS PROVIDED IN TABLE UNLESS NOTE OTHERWISE ALL CONNECTORS LISTED MANUFACTURED BY SIMPSON STRONG TIE, INC. 2x12 LEDGER ATTACHED TO STUD WALL W/ 2 ROWS OF 1/2' DIA. x 5"L. LAG SCREWS @ 16" O.C. 3- 2x10 3- 2210 3- 2x10 J L PITCH C -4ANG 3-1 314" x 91/2" LVL L F I RIDGE • co• l ce F LINE OF BEARING WALL ABOVE.. SOLID BLOCK ETWEEN JOISTS a RIDGE ea 1 PITCH CHAN 3-1 3/4" E s 91/2' 3x12 RAFTER TAILS 24' 0.C. V (2 SPAN ONT.) NOTCH LVL'S 2 1/2' FOR STEAM SHOWER W 10x22 STEEL BEAM (FLUSH) 3.2x6 101/8'H. x 5 3/4"W. T.O. BEAM =110'-10 3/8" 3- 2x10 41‘LIIA 3-1 3/4' x 9 1/2' LVL (2 SPAN CONT.) GABLE END TRUSS W 10 x 15 STEEL BEAM (FLUSH) 10"H x4'W COPED T.O. BEAM =110'-10 3/8" COPED CONNEC T1ON - CONNECTION- 2- 2x8 (FLUSH AT LANDING "L L L r c) L _O` 2x8 LEDGER ATTACHED TO STUD WALL W/ 112" DIA. x5'L. LAG SCREWS © 16' O.C. 7.0 • 3- 2x12 2x8 LEDGER ATTACHED TO RIM BOARD W/ 518' DIA. THRU-BOLTS (r� 16' O.C. STAGGERED ce 8x12 TIMBER B ..\ 1 2x12 LEDGER ATTACHED TO STUD WALL W/1 112' DIA. x 5" L. LAO SCREWS @ 16' O.C. 2x12 LEDGER ATTACHED TO STUD WALL W/ 1/2' DIA. x S' L. LAG SCREWS 16' O.C. OST T ALL TIMBER BEAMS AND POSTS T -O BE DOUGLAS -FSR LARCH #2 OR BETTER. U.N.O. VERIFY ALL PLATE HEIGHTS WITH ARCHITECTURAL DRAWINGS BUILD OVERFRAMING INTO TRUSSES WHERE POSSIBLE ALL TRUSS CONNECTIONS & HANGERS PER TRUSS SUPPLIER ALL ROOF FRAMING TO BE PRE-ENGINEERED TRUSSES 24" Q.C. U.N.O. 3- 2x8 HEADER AT HIGH WINDOW WITH 2- 2x6 TRIMMERS ON EACH SIDE OVERFRAMING , , BUILD OVERFRAM1N4 INT�TRUSSES OR OVERFRAME WITH PIGGY -BACK TRUSSES WHERE POSSIBLE. OVERFRAMING MEM ER SHALL BE AS FOLLOWS: RIDGES: 1-2x8 up to !-0" 2-2x8 up to T-0": VALLEY PLATE: 1-2)94 PIa e JACK RAFTERS: 2x6 Rafters 0 247 O.C. up to 9'-0' 2x6 Rafters 1610.C. up to 11'-0' (For spans greater thah giveh above, contact this office.) SEE SHEETS] S6 & S7 FOR ALL FRAM,N9 NOTES AND DETAILS ALL RIMBEAkDS TO BE 1 114" x 11 7/8" T4I TIMBERSTRAND RIM BOAR. U.N.O. ALL FLOOR FRAMING TO BE 11 7/8" TJ14b00 250's @ 16" O.C. U.N.Q. Cip _UPPER LEVEL & LOWROOF FRAMING PLAN SCALE: 114" =1'-0" (Lik CBS C 1 rj CI * ; 11% JOIST FACE MOUNT TOP FLANGE FIELD SLOPE/SKEW 2x8 JOIST LUS26 - LUS26 ISSUED FOR: 2- 2x8 HU26-2 - - 2x12 RAFTER LSSU210 - LSSU210 Cn 3x12 RAFTER LSSUH310 - LSSU'H310 0 2- 2x12 LUS28-2 - L1 1-1 3/4' x 11 7/8' LVL IUT9 MIT11.88 LSSUI25 11 7/8' TJIIPRO 250 JOIST IUT11 ITT11.88 LSSUI25 t S4 2-11 7/8' TJ /PRO 250 JOIST U410 MIT411.88 SUR1L410 2x12 LEDGER ATTACHED TO STUD WALL W/ 2 ROWS OF 1/2' DIA. x 5"L. LAG SCREWS @ 16" O.C. 3- 2x10 3- 2210 3- 2x10 J L PITCH C -4ANG 3-1 314" x 91/2" LVL L F I RIDGE • co• l ce F LINE OF BEARING WALL ABOVE.. SOLID BLOCK ETWEEN JOISTS a RIDGE ea 1 PITCH CHAN 3-1 3/4" E s 91/2' 3x12 RAFTER TAILS 24' 0.C. V (2 SPAN ONT.) NOTCH LVL'S 2 1/2' FOR STEAM SHOWER W 10x22 STEEL BEAM (FLUSH) 3.2x6 101/8'H. x 5 3/4"W. T.O. BEAM =110'-10 3/8" 3- 2x10 41‘LIIA 3-1 3/4' x 9 1/2' LVL (2 SPAN CONT.) GABLE END TRUSS W 10 x 15 STEEL BEAM (FLUSH) 10"H x4'W COPED T.O. BEAM =110'-10 3/8" COPED CONNEC T1ON - CONNECTION- 2- 2x8 (FLUSH AT LANDING "L L L r c) L _O` 2x8 LEDGER ATTACHED TO STUD WALL W/ 112" DIA. x5'L. LAG SCREWS © 16' O.C. 7.0 • 3- 2x12 2x8 LEDGER ATTACHED TO RIM BOARD W/ 518' DIA. THRU-BOLTS (r� 16' O.C. STAGGERED ce 8x12 TIMBER B ..\ 1 2x12 LEDGER ATTACHED TO STUD WALL W/1 112' DIA. x 5" L. LAO SCREWS @ 16' O.C. 2x12 LEDGER ATTACHED TO STUD WALL W/ 1/2' DIA. x S' L. LAG SCREWS 16' O.C. OST T ALL TIMBER BEAMS AND POSTS T -O BE DOUGLAS -FSR LARCH #2 OR BETTER. U.N.O. VERIFY ALL PLATE HEIGHTS WITH ARCHITECTURAL DRAWINGS BUILD OVERFRAMING INTO TRUSSES WHERE POSSIBLE ALL TRUSS CONNECTIONS & HANGERS PER TRUSS SUPPLIER ALL ROOF FRAMING TO BE PRE-ENGINEERED TRUSSES 24" Q.C. U.N.O. 3- 2x8 HEADER AT HIGH WINDOW WITH 2- 2x6 TRIMMERS ON EACH SIDE OVERFRAMING , , BUILD OVERFRAM1N4 INT�TRUSSES OR OVERFRAME WITH PIGGY -BACK TRUSSES WHERE POSSIBLE. OVERFRAMING MEM ER SHALL BE AS FOLLOWS: RIDGES: 1-2x8 up to !-0" 2-2x8 up to T-0": VALLEY PLATE: 1-2)94 PIa e JACK RAFTERS: 2x6 Rafters 0 247 O.C. up to 9'-0' 2x6 Rafters 1610.C. up to 11'-0' (For spans greater thah giveh above, contact this office.) SEE SHEETS] S6 & S7 FOR ALL FRAM,N9 NOTES AND DETAILS ALL RIMBEAkDS TO BE 1 114" x 11 7/8" T4I TIMBERSTRAND RIM BOAR. U.N.O. ALL FLOOR FRAMING TO BE 11 7/8" TJ14b00 250's @ 16" O.C. U.N.Q. Cip _UPPER LEVEL & LOWROOF FRAMING PLAN SCALE: 114" =1'-0" (Lik CBS C 1 rj CI * ; 11% MARTIN D E S I G N I N C 333 W. HAMPDEN AVE, STE 200 ENGLEWOOD, COLORADO 80110 P: 303.41 6.1290 F: 303.416.1291 CARBONDALE, COLORADO PREPARED FOR: WEITZ-MORRIS 6'' 2003 MARTIN DESIGN, INC. The use of these documents and drawings shall be restricted to the original project for which they were prepared and any publication of these documents and specifications is expressly limited to such project. Re -use, reproduction or publication by any method, in whole or in part, of these documents and drawings is prohibited. Title of these documents and drawings remains with MARTIN DESIGN, INC. MARTIN DESIGN, INC. retains all federal, state and all common law copyright protections. 17 U.S.C. section 101 et seq. ISSUED FOR: CONSTRUCTION DOCUMENTS REVISED CD'S - HELICAL PIERS REVISION 1 REVIEW JKS GO Cn a DATE c 1-17-03 PROJECT NUMBER: 021333 UPPER LEVEL AND LOW ROOF FRAMING PLAN t S4 3i)• LINE OF LOWROOF TYPICAL FRAMING CONNECTOR TABLE USE FRAMING CONNECTORS PROVIDED IN TABLE UNLESS NOTE OTHERWISE ALL CONNECTORS LISTED MANUFACTURED BY SIMPSON STRONG TIE, INC. 3x12 RAFTER TAILS 42_47 ORIGIN OF LAYOUT GABLE END TRUSS SEE CHIMNEY DETAIL /ON SHEET S6 3- 2x10 2- 2x6 E 44i g 0102, • wmir filwrz LTi 2x10 2x10 3- 2x10 ANWAI Ap.w, N&VII‘MW v 1‘16,11 RAME ‘14k_ DLF #1 8 14 TIMBBEAM (DROPPED J 2-1314" LJ 14" LVL (FLUSH) L J L r r fix/4 DLF U14 T1MtBI ROPPED) L r J f1 U 1.161k G :l G NITRUSS ti 4 • 3x12 RAFTER TILS 24" O.C. 1...115) DO NOT CLIP HEADER AT This LOCATION. BREAK —TOP PL6TES OF FRAME WALL AND ST PLATES CONTINUOUS ACROSS FACE OF HEADER. ADJUST OOKOU� RAFTERS TO ACCOM DATE HEADER. LINE OF LOWROOF r VERIFY ALL PLATE HEIGHTS WITH ARCHITECTURAL DRAWINGS BUILD OVERFRAMING INTO TRUSSES WHERE POSSIBLE ALL TRUSS CONNECTIONS & HANGERS PER TRUSS SUPPLIER ALL ROOF FRAMING TO BE PRE-ENGINEERED TRUSSES a@ 24" O.C. U.N.O. ROOF FRAMING PLAN SCALE: 114" =1'-0" T ALL TIMBER gEAMS AND POSTS TO BE DOUGLAS -FIR LARCH #2 ORBFITTER. U.N.O. SEE SHEETS t.,6 & S7 FOR ALL FRAMINd NINES AND DETAILS OVERFRAMING BUILD OVERFRAMING INTO TRUSSES OR OVERFRAME WITH PIGGY -BACK TRUSSES WHERE POSSIBLE, OVERFRAMING MEMBERS SHALL BE AS FOLLOWS: RIDGES: 1-2x8 up to 8'-0" 2-2x8 up to 12'-0" VALLEY PLATE: 1-2x4 Plate JACK RAFTERS: 2x6 Rafters @ 24" O.C. up tog' -0" 2x6 Rafters 41 16" O.C. up to 11-0" (For spans greater than given above, contact this office.) • JAN 2 3 2003 JOIST FACE MOUNT TOP FLANGE FIELD SLOPE/SKEW 2x8 JOIST LUS26- CARBONDALE, COLORADO PREPARED FOR: WEITZ-I' ORRIS LUS26 2- 2x8 HU26-2 - ISSUED FOR: CONSTRUCTION DOCUMENTS 2x12 RAFTER LSSU210 - LSSU210 3x12 RAFTER LSSUH310 - LSSUH310 0 2- 2x12 LUS28-2 - - 1-1 3/4" x 11 718" LVL IUT9 MIT11.88 LSSUI25 Q�4R 11 718" TA/PRO 250 JOIST IUT11 ITT' 1.88 LSSUI25 2-11 718" TJIIPRO 250 JOIST U410 MIT411.88 SUR/L410 3x12 RAFTER TAILS 42_47 ORIGIN OF LAYOUT GABLE END TRUSS SEE CHIMNEY DETAIL /ON SHEET S6 3- 2x10 2- 2x6 E 44i g 0102, • wmir filwrz LTi 2x10 2x10 3- 2x10 ANWAI Ap.w, N&VII‘MW v 1‘16,11 RAME ‘14k_ DLF #1 8 14 TIMBBEAM (DROPPED J 2-1314" LJ 14" LVL (FLUSH) L J L r r fix/4 DLF U14 T1MtBI ROPPED) L r J f1 U 1.161k G :l G NITRUSS ti 4 • 3x12 RAFTER TILS 24" O.C. 1...115) DO NOT CLIP HEADER AT This LOCATION. BREAK —TOP PL6TES OF FRAME WALL AND ST PLATES CONTINUOUS ACROSS FACE OF HEADER. ADJUST OOKOU� RAFTERS TO ACCOM DATE HEADER. LINE OF LOWROOF r VERIFY ALL PLATE HEIGHTS WITH ARCHITECTURAL DRAWINGS BUILD OVERFRAMING INTO TRUSSES WHERE POSSIBLE ALL TRUSS CONNECTIONS & HANGERS PER TRUSS SUPPLIER ALL ROOF FRAMING TO BE PRE-ENGINEERED TRUSSES a@ 24" O.C. U.N.O. ROOF FRAMING PLAN SCALE: 114" =1'-0" T ALL TIMBER gEAMS AND POSTS TO BE DOUGLAS -FIR LARCH #2 ORBFITTER. U.N.O. SEE SHEETS t.,6 & S7 FOR ALL FRAMINd NINES AND DETAILS OVERFRAMING BUILD OVERFRAMING INTO TRUSSES OR OVERFRAME WITH PIGGY -BACK TRUSSES WHERE POSSIBLE, OVERFRAMING MEMBERS SHALL BE AS FOLLOWS: RIDGES: 1-2x8 up to 8'-0" 2-2x8 up to 12'-0" VALLEY PLATE: 1-2x4 Plate JACK RAFTERS: 2x6 Rafters @ 24" O.C. up tog' -0" 2x6 Rafters 41 16" O.C. up to 11-0" (For spans greater than given above, contact this office.) • JAN 2 3 2003 JPDESIGN I N C 333 W. HAMPDEN AVE, STE 200 ENGLEWOOD, COLORADO 80110 P: 303.416.1290 F: 303.41 6.1291 CARBONDALE, COLORADO PREPARED FOR: WEITZ-I' ORRIS e1 2003 MARTIN DESIGN, INC. The use of these documents and drawings shall be restricted to the original project for which they were prepared and any publication of these documents and specifications is expressly limited to such project. Re -use, reproduction or publication by any method, in whole or in part, of these documents and drawings is prohibited. Title of these documents and drawings remains with MARTIN DESIGN, INC. MARTIN DESIGN, INC. retains all federal, state and all common law copyright protections. 17 U.S.C. section 101 et seq. ISSUED FOR: CONSTRUCTION DOCUMENTS REVISED CD'S - HELICAL PIERS REVISION 1 REVIEW JKS JKS JKS RAD Q�4R . N PROJECT NUMBER: 021333 ROOF FRAMING PLAN t S5 JOIST HANGER (TYPICAL) 0 J m NOTE: THE LOCATIONS OF DRAINS FOR PLUMBING FIXTURES ARE ASSUMED AND EXACT LOCATIONS SHOULD BE VERIFIED PRIOR TO CONSTRUCTION. HEADER OFF BAYS WHERE REQUIRED BY PLUMBING TO AVOID DAMAGING I -JOISTS. DOUBLE JOISTS ON EITHER SIDE OF HEADERED BAYS, PLUMBING HEADER DETAIL FOR USE WHEN PLUMBING INTERFERES WITH JOIST LAYOUT N.T.S. PACK STEEL BEAM W/ SOLID 2x FILLER & PLYWOOD. PROVIDE A MINIMUM OF ONE SOLID 2x MEMBER ON OUTSIDE FACE. THRU BOLT PACKING WI 112"0 BOLTS @ 24" O.C. STAGGERED HANG JOISTS FROM 2x FILLER (SEE PLAN FOR HANGER SELECTION) FASTEN 2x PLATE TO STEEL BEAM W/ HILTI X-ZF 47 P8 (or EQUIV.) @ 3"-0' O.C. SUBFLOOR STEEL BEAM (SEE PLAN) PACKED BEAM DETAIL N.T.S. STRUCTURAL NOTES: (UNLESS NOTED OTHERWISE) DESIGN CRITERIA TYP. @ EACH STIFFENER STEEL BEAM - SEE FRAMING PLANS FOR SIZE 1/2" THICK STEEL CAP PLATE 1/4 3/8' THICK STEEL WEB STIFFENERS EACH SIDE OF BEAM - CHAMFER CORNERS I 3116 4- 3/4" DIA. THRU-BOLTS TUBE STEEL COLUMN - SEE FRAMING PLANS FOR SIZE 4-13/16" DIA. HOLES 5' 5' 31/2' cc STEEL BEAM TO INTERMEDIATE TS COLUMN - SEE FRAMING PLANS FOR SIZE 4- 314" DIA. x 6' LONG EXPANSION ANCHORS CONCRETE FOOTING 3/16 314' THICK STEEL BASE PLATE FILL IN WITH NON -SHRINK GROUT TO LEVEL K 3 1/2' 5' 31/2" 5' 4- 13/16' DIA BOLT HOLES TUBE STEEL COLUMN DETAIL TYPICAL q. TUBE STEEL COLUMN TO FOOTING DETAIL THESE SPECIFICATIONS OUTLINE THE STRUCTURAL DESIGN SPECIFICATIONS FOR THE WAGGONER RESIDENCE. WHEN A DIFFERENCE EXISTS BETWEEN THIS SPECIFICATION AND ANY OTHER GOVERNING CODE, THE MORE STRINGENT SHALL CONTROL. ANY OTHER ITEMS NOT COVERED THEREIN, SHALL BE COMMENSURATE WITH GOOD ENGINEERING PRACTICE. A. UBC EDITION -1997 B. AISC "MANUAL OF STEEL CONSTRUCTION" - 9th EDITION C. ACI 318-89" BUILDING CODE REQUIREMENT FOR REINFORCED CONCRETE.' D. 'DESIGN SPECIFICATION FOR WOOD CONSTRUCTION" BY NATIONAL FOREST PRODUCTS ASSOCIATION, REVISED 1991 EDITION. E. ROOF LIVE LOAD (SNOW LOAD) - 40 psf F. FLOOR LIVE LOAD - 40 psf G. WIND SPEED - B0 mph, EXP. B H. SEISMIC ZONE -1 FRAMING NOTES (UNLESS NOTED OTHERWISE) A. OVERFRAMING AND HEADERS TO BE HEM -FIR #2 OR BETTER UNLESS NOTED OTHERWISE. ALL SOLID TIMBER BEAMS AND POSTS WIDER THAN 3' SHALL BE SPRUCE -PINE -FIR #2 OR BETTER. B. ALL DOOR AND WINDOW HEADERS TO BE 2- 2x10 WITH 112" FLITCH AT 2x4 FRAME WALLS AND 3- 2x10 WITH 1/2" FLITCH AT 2x6 WALLS UNLESS NOTED OTHERWISE. C. SOLID BLOCKING AT JOIST BEARING POINTS AS REQUIRED BY MANUFACTURER. SOLID BLOCKING REQUIRED OVER BEARING WALLS OR BEAMS, WHEN FLOOR SUPPORTS BEARING WALL DIRECTLY ABOVE. D. STUD POSTS NOTED ARE FOR BEARING ONLY. PROVIDE ADDITIONAL 'KING STUD" AS REQUIRED. ALL POST BEARINGS FOR BEAMS AND HEADERS TO BE TWO (2) STUD BEARING UNLESS NOTED OTHERWISE. E. SECOND FLOOR POINT LOADS CALLED OUT AS 3- 2x6 OR MORE SHALL BE INCREASED BY 1 STUD PER LEVEL OF FRAMING TO THE FOUNDATION, UNLESS NOTED OTHERWISE. F. ALL WALLS TO BE HEM -FIR STUD GRADE OR BETTER @ 16" O.C. UNLESS NOTED OTHERWISE. SEE ARCH. PLANS FOR LOCATIONS OF 2x4 AND 24 WALLS. G. TOP PLATES AND BOTTOM PLATES TO BE HEM FIR #2 OR BETTER. IF PLACED ON CONCRETE DIRECTLY, USE PRESSURE TREATED HEM FIR #2. H. CROSS BRACING REQUIRED AT MID SPAN OF JOISTS IF CEILING DRYWALL IS NOT DIRECTLY APPLIED TO UNDERSIDE OF JOISTS. I. JOIST HANGERS, BEAM HANGERS, TRUSS HANGERS, FRAMING CLIPS, ETC. TO BE MANUFACTURED BY SIMPSON STRONG TIE CO., INC. INSTALL PER MANUFACTURER SPECIFICATIONS. J. WOOD PLATES INSTALLED ON STEEL BEAMS OR ON FOUNDATION WALLS SHALL BE RIPPED TO MATCH EXACT DIMENSION OF BEAM OR WALL. K. STRUCTURAL LUMBER EXPOSED TO WEATHER SHALL BE PRESSURE TREATED OR MANUALLY SEALED AT TIME OF CONSTRUCTION. EXTERIOR WOOD DECKS OR PORCHES TO BE HEM FIR #2 OR BETTER. DECK OR PORCH JOISTS AND BEAMS TO BE PRESSURE TREATED OR MANUALLY SEALED AT TIME OF CONSTRUCTION. L. ENGINEERED LUMBER PRODUCTS (I -JOISTS, LVL, PSL, ETC.) TO BE INSTALLED PER MANUFACTURER SPECIFICATIONS. M. MULTIPLE PLY ENGINEERED LUMBER BEAMS AND HEADERS SHALL BE BUILT UP PER CONNECTION SPECIFICATIONS GIVEN BY MANUFACTURER. N. ALL JOIST AND TRUSS QUANTITIES AND DIMENSIONS MUST BE VERIFIED BY THE RESPECTIVE SUPPLIER. WALL AND FLOOR CONSTRUCTION (UNLESS NOTED OTHERWISE) EXTERIOR WALLS: A. ALL EXTERIOR WALLS SHALL CONSIST OF 2x6 STUDS @ 16' O.C. TO A MAXIMUM HEIGHT OF 12'-6". IF HEIGHT OF WALLS ARE BETWEEN 12'-6' AND 14'-6' USE 2x6 STUDS @ 12' O.C. IF HEIGHT OF WALLS ARE GREATER THAN 14'$" TO A MAXIMUM OF 17'-4" USE 2- 2x6 STUDS @ 16" O.C. USE A DOUBLE TOP PLATE TYPICAL TO PROVIDE OVERLAPPING AT CORNERS. B. FLOOR OR ROOF FRAMING MEMBERS MUST BE ALIGNED TO BEAR WITHIN 5 INCHES OF THE STUDS BENEATH. C. EXTERIOR WALL SHEATHING SHALL BE 1/2" APA RATED SHEATHING 24/16 RATING, EXPOSURE 1. BLOCK ALL HORIZONTAL JOINTS. D. PROVIDE 3- 2x10 HEADERS OVER ALL DOOR AND WINDOW OPENINGS UNLESS NOTED OTHERWISE. USE MULTIPLE POSTS AT BEARING LOCATIONS EQUAL TO WIDTH OF BEARING MEMBERS UNLESS NOTED OTHERWISE. INTERIOR WALLS (LOAD BEARING): A. ALL INTERIOR WALLS SHALL CONSIST OF 2x4 STUDS @ 16" O.C. USE 1/2" GYPSUM WALL BOARD ON BOTH SIDES OF WALL. USE A DOUBLE TOP PLATE TYPICAL TO PROVIDE OVERLAPPING AT CORNERS, B. FLOOR OR ROOF FRAMING MEMBERS MUST BE ALIGNED TO BEAR WITHIN 5 INCHES OF THE STUDS BENEATH. C. PROVIDE 2- 2x10 HEADERS OVER ALL DOOR AND WINDOW OPENINGS UNLESS NOTED OTHERWISE, USE MULTIPLE POSTS AT BEARING LOCATIONS EQUAL TO WIDTH OF BEARING MEMBERS UNLESS NOTED OTHERWISE. FLOORS: A. ALL FLOORS SHALL BE SHEATHED WITH 3/4" APA RATED STURDIFLOOR RATED AT 20" O.C., TOUNGE AND GROOVE, EXPOSURE 1. PLACE ALL SHEATHING WITH LONG EDGE PERPENDICULAR TO JOISTS AND STAGGER END JOINTS. B. SOLID BLOCKING SHALL BE PLACED BETWEEN FLOOR JOISTS AT ALL BEARING LOCATIONS. GLUE AND NAIL ALL SHEATHING TO SUPPORTS AND BLOCKING. ROOF: A. ALL ROOFS SHALL BE SHEATHED WITH 5/8" APA RATED SHEATHING 40/20 RATING, EXPOSURE 1. PLACE ALL SHEATHING WITH LONG EDGE PERPENDICULAR TO RAFTERS AND STAGGER END JOINTS. B. SOLID BLOCKING SHALL BE PLACED BETWEEN RAFTERS AND LOOKOUTS AT ALL BEARING LOCATIONS. C. WIND ANCHORS SHALL BE PLACED AT ALL RAFTER TO STUD WALL CONNECTIONS. SHEAR WALLS: A. ALL WALLS OVER 6'-0" LONG SHEATHED WITH GYPSUM WALL BOARD ON BOTH FACES HAVE BEEN DESIGNED AS SHEAR WALLS. B. ALL SHEAR WALLS SHALL HAVE WALLBOARD SCREWED INTO TOP AND BOTTOM PLATES WITH #8 x 1 1/8' DRYWALL SCREWS AT 7" O.C. MAXIMUM. C. ALL EXTERIOR WALLS SHALL BE SHEATHED WITH PLYWOOD OR OSB UNLESS NOTED OTHERWISE. FOUND ' TION WALL 0 ALL CONTACT EDGES 1/4 2x4s@16"O.C. SIMPSON CS20 STRAP @ EACH STUD 18" MIN. 0 2- 2x4 BLOCKING CHIMNEY DETAIL SCALE:1/2"=V-0" 112"0 EXPANSION ANCHORS -2 PER SADDLE LEG - (4" MINIMUM EMBEDMENT) NOTE: ALL EXPANSION ANCHORS SHALL BE INSTALLED ABOVE BOTTOM ROW OF REINFORCING. SADDLE LEGS MAY REQUIRE ADDITIONAL LENGTH BASED ON BEAM SIZE, VOID THICKNESS & LOCATION OF BOTTOM ROW OF REINFORCING BOTTOM ROW OF REINFORCING BEAM SADDLE DETAIL N.T.S. L 4x4x1 f4" STEEL ANGLE EACH SIDE OF COPED BEAM (2) 13/16 0 HOLES IN EACH LEG OF ANGLE & END OF BEAM. FASTEN ANGLES TO BEAMS WI (6) 3/4'0 A325 BOLTS. 1 112' TYP W 10x15 or LARGER COPED BEAM CONNECTION FOR W 10 BEAMS STRUCTURAL GLUED AND LAMINATED BEAMS (GLU-LAMS) MAX. REACTION = 25 kips A. MATERIALS, MANUFACTURER AND QUALITY CONTROL SHALL BE IN CONFORMANCE WITH AITC PRODUCT STANDARD PS 66-82. B. LAMINATED BEAMS SHALL CONSIST ENTIRELY OF DOUGLAS FIR (DF/DF) AND PERTAIN TO THE FOLLOWING SYMBOLS: - 24F -V4 - SIMPLE -SPAN BEAM - 24F -V8 - CONTINUOUS MULTI -SPAN BEAM -3-COLUMN C, ALL GLU-LAMS SHALL BE ARCHITECTURAL APPEARANCE GRADE UNLESS NOTED OTHERWISE. D. PROTECT MEMBERS FROM DAMAGE TO EXPOSURE BY WEATHER BOTH BEFORE AND DURING CONSTRUCTION. E. ADHESIVES USED WITH GLU-LAMS SHALL MEET REQUIREMENTS FOR WET SERVICE. F. DO NOT CAMBER ANY GLU-LAMS UNLESS SHOWN BY ARCHITECT OR ENGINEER. STRUCTURAL STEEL A. ALL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH AISC SPECIFICATIONS AND CODE OF STANDARD PRACTICE. B. ALL STEEL BEAMS, PLATES AND ANGLES SHALL BE ASTM A36 GRADE. TUBE STEEL COLUMNS SHALL BE ASTM A500 GRADE B. PIPE COLUMNS SHALL BE ASTM A53 GRADE B OR ASTM A501. C. ALL BOLTS USED IN STEEL FRAMING SHALL MEET ASTM SPECIFICATION A325. BOLTS USED IN STEEL FRAMING SHALL BE 3/4' DIA. UNLESS NOTED OTHERWISE. D. ALL EXPANSION BOLTS SHALL BE HAVE THE FOLLOWING MINIMUM EMBEDMENT: 112' DIA. - 2112" - 518" DIA. - 3' - 3/4" DIA. - 4' E. ALL WELDING SHALL BE PERFORMED BY AN AWS CERTIFIED WELDER. F. PAINTING DONE ON STEEL MEMBERS SHOULD BE AT LEAST 3' FROM FIELD WELDS UNLESS WELDS ARE COMPLETED. GENERAL NOTES A. CONTRACTOR SHOULD VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION. DO NOT SCALE FRAMING DRAWINGS, B. CONTRACTOR IS RESPONSIBLE FOR ALL CONSTRUCTION PRACTICES INCLUDING TECHNIQUES, PROCEDURES AND THE SEQUENCE OF CONSTRUCTION. CONTRACTOR SHOULD NOTIFY STRUCTURAL ENGINEER IF A CONFLICT ARISES DUE TO VARIATIONS OR OTHER PROBLEMS WITH THE CONSTRUCTION DOCUMENTS. C. OBSERVATIONS OF JOBSITE OTHER THAN REQUIRED INSPECTIONS BY ENGINEER ARE NOT CONSTRUCTION APPROVALS. D. STRUCTURAL CONSTRUCTION DOCUMENTS RELEASED BY THIS OFFICE ARE ASSUMED TO BE COMPLETE AND ACCURATE YET PROBLEMS MAY ARISE DURING CONSTRUCTION. COMMUNICATION WITH CONTRACTOR, ARCHITECT AND OTHER PARTIES INVOLVED WITH THIS PROJECT WILL PROVIDE THE BEST POSSIBLE BUILDING. L4x4x3/8' STEEL ANGLE 1/2' MAX. GAP AT BEAM ENDS 6' x 61 /2' x 3/8' STEEL PLATE IF 2x4 LINES UP WI TRUSS EXTEND 2x4 TO BOTTOM / CHORD AND ATTACH BOTH CHORDS W/ 16d NAILS. 12 SEE ARCH. 2-112" DIA. THRU-BOLTS 2- 1/2" DIA. THRU-BOLTS 2x12 RAFTERS @ 24" O.C. TYP. 2x8 BLOCKING BETWEEN RAFTERS SIMPSON H5 RAFTER TO STUD CONNECTION 2x12 ROOF RAFTERS - SEE FRAMING PLANS FOR LOCATIONS AND SPACING SOLID BLOCKING BETWEEN LOOKOUTS BIRDS MOUTH 3x12 RAFTER SCALE: 3/4" = 1'-0" EQ. RS 3x12 RAFTER TAIL - SEE ARCHITECTURALS FOR END CONDITION 3- 16d NAILS INTO EACH LOOKOUT (2) 13/16 0 HOLES IN EACH BEAM & EACH END OF PLATE. FASTEN SPLICE PLATE & BEAMS W/ (4) 3/4" 0 A325 BOLTS. 0 0 0 1 112" TYP / 61/2' \\_ W Bx10 or LARGER or W 10x12 or LARGER SHEAR BEAM SPLICE DETAIL FOR W 8 or W 10 BEAMS MAX. SHEAR = 18 kips NAILING SCHEDULE (UNLESS NOTED OTHERWISE) MINIMUM NAILING SHALL BE PROVIDED AS SPECIFIED BY UBC TABLE 23 -II -B-1 2x FLOOR JOIST TO GIRDER, SILL OR WALL PLATE (TOENAIL) I -JOIST TO GIRDER, SILL OR WALL PLATE (TOENAIL THROUGH BOTTOM CHORD) SOLE PLATE TO JOIST OR BLOCKING (FACE NAIL) TOP PLATE TO STUD (END NAIL) STUD TO SOLE PLATE DOUBLE STUDS (FACE NAIL) DOUBLED TOP PLATES (FACE NAIL) TOP PLATES, LAPS AND INTERSECTIONS (FACE NAIL) CONTINUOUS HEADER, TWO PIECES CONTINUOUS HEADER TO KING STUD (TOENAIL) CEILING AND FLOOR JOISTS, LAPS OVER PARTITIONS (FACE NAIL) CEILING AND FLOOR JOISTS TO PARALLEL RAFTERS (FACE NAIL) SOLID SAWN RAFTER TO PLATE I -JOIST RAFTER TO PLATE (TOENAIL THROUGH BOTTOM CHORD) BUILT-UP CORNER STUDS BUILT-UP BEAMS PLYWOOD OR OSB ROOFIWALUFLOOR SHEATHING 3- 8d 2- 10d 16d@16"O.C. 2- 16d 4- 8d (TOENAIL) OR 2- 16d (ENDNAIL) 16d@24"O.C. 16d@16"O.C. 2-16d 16d @ 16" O.C. (EA EDGE) 4-8d 3-16d 3-16d 3- 8d TOENAIL OR SIMPSON H5 2- 12d 16d@24"0.C. 16d i 12" O.C. (EA EDGE) Bd @ 6' O.C. ALONG EDGES 8d @ 12' O.C. IN FIELD NOTES: A. ALL NAILS ARE EITHER COMMON WIRE OR BOX NAILS. COOLER, SINKER OR OTHER NAIL TYPES MAY BE USED ONLY AFTER CONTACTING THIS OFFICE FOR SIZES AND SPACING. B. STAPLES MAY BE USED IN CERTAIN AREAS IF THIS OFFICE IS CONTACTED FOR SIZES AND SPACING. C. THIS SCHEDULE REFLECTS MINIMUM NAILING ONLY. IN CASES WHERE LOADING CONDITIONS ARE GREATER THAN THESE CONNECTIONS WILL APPLY SEE PLANS AND DETAILS OR CONTACT THIS OFFICE. SIMPSON H5 CONNECTION DO NOT WELD AT CORNERS 2x12 LOOKOUTS @24'O.C. SCALE: 3/4" =1'-0' STEEL BEAM 1/4" STEEL PLATE EACH SIDE 3/16 3/16 3- 16d NAILS INTO EACH LOOKOUT 2x12 STRUCTURAL SUB -FASCIA (SEE SHEET 54) WEB STIFFENER MAY BE SHOP FABRICATED. LOCATE STIFFENERS WITHIN 6" OF SUPPORT OR CONCENTRATED LOAD. WEB STIFFENER DETAIL N.T.S. OVERFRAMING BUILD OVERFRAMING INTO TRUSSES OR OVERFRAME WITH PIGGY -BACK TRUSSES WHERE POSSIBLE. OVERFRAMING MEMBERS SHALL BE AS FOLLOWS: RIDGES: 1-2x8 up to 8'-0' 2-2x8 up to 12-0' VALLEY PLATE: 1-2x4 Plate JACK RAFTERS: 2x6 Rafters @ 24" 0.0. up to 9'-0' 2x6 Rafters @ 16" O.C. up to 11'-0' (For spans greater than given above, contact this office.) SEE FRAMING NOTE 5: ALL COLUMNS NOTED ON FRAMING PLANS ARE FOR BEARING ONLY UNDER HEADER ONLY AND DO NOT INCLUDE KING STUD. PROVIDE A MINIMUM OF 2-2x4 or 2-2x6 TRIMMERS FOR ALL HEADERS CALLED OUT ON FRAMING PLANS. SEE FRAMING PLANS FOR HEADER SIZE PROVIDE ADDITIONAL KING STUD AS REQUIRED - KING STUD NOT INCLUDED IN POST CALLOUT 3-2x6 DENOTES 3 TRIMMERS AND DOES NOT INCLUDE KING STUD - SEE FRAMING PLANS FOR COLUMN PACK SIZE TYPICAL HEADER POST DETAIL N.T.S. kali, cc PIPDESIGN INC 333 W. HAMPDEN AVE, STE 200 ENGLEWOOD, COLORADO 80110 P: 303.416.1290 F; 303.41 6.1291 CARBONDALE, COLORADO PREPARED FOR: WEITZ-MORRIS c; 2003 MARTIN DESIGN, INC. The use of these documents and drawings shall be restricted to the original project for which they were prepared and any publication of these documents and specifications is expressly limited to such project. Re -use, reproduction or publication by any method, in whole or In part, of these documents and drawings is prohibited. Title of these documents and drawings remains with MARTIN DESIGN, INC. MARTIN DESIGN, INC. retains all federal, state and all common law copyright protections. 17 U.S.C. section 101 et seq. ISSUED FOR; CONSTRUCTION DOCUMENTS REVISED CD'S - HELICAL PIERS REVISION 1 REVIEW JKS JKS JKS DRAFT 222 DATE ab r N PROJECT NUMBER: 021333 FRAMING NOTES, DETAILS AND SECTIONS S6 W10x,2 3'x16 GA. STRAPPIN FOR X -BRACING 3'x16 GA. STRAPPIN FOR X -BRACING W10x12 L4x4x114 FOUNDATION TYPICAL M V) NOTES: 1) FIELD VERIFY ALL DIMENSIONS AND ELEVATIONS 2) TS COLUMNS WILL SLOPE, FIELD VERIFY 3) 2x6 STUDS @ 12' O.C. TO BE BUILT CENTERED ON STEEL BEAMS 4) STEEL COLUMNS AND STRAPPING TO BE ON OUTSIDE FACE OF STUD WALL 5) SHEATH EXTERIOR PER STRUCTURAL NOTES STONE FIREPLACE APA C PLATE 112x4x ELEVATION SCALE:114" =1'-0" 3/16 TS 3x3x11 114" SHEAR TAB W/ (2)- 5/8' DIA. BOLTS IN SHORT SLOTTED HOLES 3/16 3/16 0 2112' 21/2' NOTES: RE: 8/S5 FOR STRAPPING DETAILS TS 3x3x11 DETAIL SCALE: 1' =1'-0' SLOPE W/ ROOF NOTES: 1) FIELD VERIFY ALL DIMENSIONS AND ELEVATIONS 2) TS COLUMNS DO NOT SLOPE IN THIS PLANE 3) 2x6 STUDS @ 12' O.C. TO BE BUILT CENTERED ON STEEL BEAMS 4) STEEL COLUMNS AND STRAPPING TO BE ON OUTSIDE FACE OF STUD WALL 5) SHEATH EXTERIOR PER STRUCTURAL NOTES 10x12 L4x4x114 FOR STONE SUPPORT 3/16 L4x4x114 FOR STONE SUPPORT NOTES: STONE VENEER ABOVE ROOF MUST NOT BEAR ON WOOD - BEAR STONE VENEER ON STEEL ANGLES PROVIDED - STONE VENEER BELOW ROOF LINE CAN. BEAR ON FND SECTION S7 ,! SCALE: 1' =1'-0" 3 SIDES ELEVATION SCALE: 114' =1'-0" 3/16 2" 3"x16 GA. STRAPPIN FOR X -BRACING W10x12 X Ch F�— NOTES: 1) FIELD VERIFY ALL DIMENSIONS AND ELEVATIONS 2) TS COLUMNS WILL SLOPE, FIELD VERIFY 3) 2x6 STUDS @ 12' O.C. TO BE BUILT CENTERED ON STEEL BEAMS 4) STEEL COLUMNS AND STRAPPING TO BE ON OUTSIDE FACE OF STUD WALL 5) SHEATH EXTERIOR PER STRUCTURAL NOTES ELEVATION DETAIL SCALE: 1' = 1-0' S7 / SCALE: 1/4' =1'-0" 3"x16 GA. X -BRACING STRAPPING TYPICAL RE: 7/85 FOR W10x12 TO TS COL. DETAILS 314`0 HOLE (TYP), CONNECT SADDLE ANGLE TO FOUNDATION WALL W/ (2) 518"0 EXPANSION ANCHORS (4' MINIMUM EMBEDMENT) L4x4x114" VERTICAL STEEL ANGLE 1 112' L4x4x314" SEAT ANGLE ALL CONTACT EDGES 3/16 8 1/4" FRONT DETAIL SCALE: 112" = 1'-0' Q LINE OF FOUNDATION CORNER PURLIN or BEAM (SEE PLAN) 7" 14, 4 1/2" 11/2' 3/8' STEEL PLATE (10' x 17j') LI J 0 a r` SIDE CORNER SADDLE DETAIL N.T.S. MAX. LOAD =11,400 lbs 3/8' STEEL PLATE (10'x17`) 1 118'0 HOLE (TYP), CONNECT SADDLE PLATE TO FOUNDATION WALL W/ (4) 1'0 EXPANSION ANCHORS (6' MINIMUM EMBEDMENT) NOTE: FOR PURLINS, CONNECT SADDLE PLATE TO FOUNDATION WALL W/ (4) 518"0 EXPANSION ANCHORS (4' MINIMUM EMBEDMENT) (MAXIMUM PURLIN LOAD = 8,000 lbs) is ""3 P P D E S I G N INC 333 W, HAMPDEN AVE, STE 200 ENGLEWOOD, COLORADO 80110 P: 3 0 3. 4 1 6. 1 2 9 0 F: 303.41 6.1291 CARBON DALE, COLORADO PREPARED FOR: WEITZ-NORRIS c 2003 MARTIN DESIGN, INC. The use of these documents and drawings shall be restricted to the original project for which they were prepared and any publication of these documents and specifications is expressly limited to such project. Re -use, reproduction or publication by any method, in whole or in part, of these documents and drawings is prohibited. Title of these documents and drawings remains with MARTIN DESIGN, INC. MARTIN DESIGN, INC. retains all federal, state and all common law copyright protections. 17 U.S.C. section 101 et seq. ISSUED FOR: CONSTRUCTION DOCUMENTS REVISED CD'S - HELICAL PIERS Z O to W W REVIEW JKS JKS JKS DATE �,- N. M csr PROJECT NUMBER: 021333 FRAMING NOTES, SECTIONS AND DETAILS Si 4, Notice: According to Colorado Law, you must commence any legal action based upon any defect in this survey within three years after you first discover such defect. In no event may any legal action based upon any defect in this survey be' commenced more than ten years from the date of the certification shown hereon. CL UBL OD GE LOT \ N N 15, \ \ N \ N \ c \ N -57\ CL t1 BL ODGE LOT 3 0.284 AC. +— \ \ 7,6 N \ \ N \ \ PROPOSED BUILDING / CL UL OD GE ACCESS EASEMENT UPON THE CLUSLODGE LOTS IS FOR THE EXCLUSIVE USE OF CL UBL ODGE LOT OWNERS, THEIR GUESTS & INVITEES. LOT 1 APPROVE:? A1r:CT TO NOTXD GARFIELD COUNTY ARO /D• 3/-02 I%e'Gnp WITINIONN WIPE PLAM Ot fnei 440Ilet 20 0 10 GRAPHIC SCALE 20 40 BO ( IN FEET ) 1 inch = 20 ft. DESCRIPTION: CL UBL ODGE LOT 3, FINAL PLAT; ASPEN GLEN GOLF CLUBHOUSE AND CL UBL ODGE, GARFIELD COUNTY, COLORADO. CLUB ViLLA RESiDENT/AL ZONE DISTRICT L75 EL OPA!ENT 5TANDARR.5: Single—family attached and single—family detached residential dwellings intended for individual lot ownership, which may include golf villas, townhomes, club villas, and duplexes. SINGLE—FAMILY ATTACHED.. (a) Permitted Uses Single Family Residential (attached) plus accessory uses excluding guest and/or caretaker's quarters; home occupation; water treatment facility. A maximum of ten (10) single family attached residential dwelling units intended far condominium or townhome ownership, (b) Minimum Lot Size 2,200 sq. ft. (c) Maximum Building Height 25 ft. (d) Minimum Front Yard if abutting Public/Private Street Minimum Lot Width* Minimum Lot Depth Maximum Floor Area Ratio for Entire Development Tract 20 ft. from roadway easement/ROW 22 ft. (at building setback) 100 ft. .5 (h) For single family attached residential units allowed with this Zone District, the following Development Standards i) Minimum Lot Size per Condominium Structure ir) Maximum Building Height iii) Minimum Lot Width iv) Minimum Lot Depth v) Minimum Separation between Buildings w) Minimum set back from Public/Private street or driveway vii) Maximum Floor Area Ratio (total of floor space of all units on any single condominium or townhome lot vitt) Minimum off—street parking per residential dwelling unit (i) Minimum Rear Yard (j) Minimum Side Yards of Buildings (k) Minimum Separation between Buildings (I) Maximum Number of Attached Units (m) Minimum Off Street Parking per DU (n) Minimum Open Space per each Villa Development Tract apply: 9,500 square feet 29 ft. 40 ft. 100 ft. 20 ft. 10 ft. 2 spaces 20 ft. 7.5 ft. 15 ft. 8 Units 2 spaces 25% * Cul—de—sac, pie shaped and flag lots may hove a less than minimum width measured at building setback, but no lot shall have less than 25 feet of width on public access right—of—way or easement. SCHMUESER I GORDON I MEYER ENGINEERS & SURVEYORS SCHMUESER GORDON MEYER I 18 W. 6TH STREET, SUITE 200 GLENWOOD SPRINGS, COLORADO 8 160 I (970) 945- 1004 FAX (970) 945-5948 ASPEN, COLORADO (970) 925-6727 CRESTED BUTTE, CO (970) 349-5355 E-mail: survey@sgm-inc.com CLUBLODGE LOT 3 ASPEN GLEN iv v,4i BER REVISION DATE ' BY .BUILDING PERMIT MAP Job No. 2002-259.001 Drown by: JSK Date: 10-16-02 Approved.' File. CL 3—PERMI T OF I, COPYRIGHT 2002 5GM, JOHN MUIR ARCHITECTS, INC ASPFN GLEN CLUB LODGE LOT 3, ASPHN GLEN , CARBONDALE ** TO BE COORllINATED WITH STRUCTURALS BY MARTIN DESIGN, INC. DATED 8/19/02 JOHN MUIR ARCHITECTS, IN C 201 MAIN STRERT #304, CARBONDALE, COLORADO 81623 TELE: (970) 704-9750 FAX: (970) 704-0287 GENERAL PLAN NOTES I . THE CONTRACTOR SHALL VERIFY ALL D I MENS I ONS AND SITE GOND I T I ONS PRIOR TO START I NO HORK; SHOULD A D I SGREPANGY OCCUR H 1 THIN THE CONTRACT DOCUMENTS, OR SETHEEN THE CONTRACT DOCUMENTS AND THE EXISTING GOND I TI ONS, NOTIFY ARCHITECT IMMEDIATELY FOR GLARI F 'CATION. 2. DO NOT SCALE DRAHI NOS. D I MENSI ONS SHALL TAKE PRECEDENCE OVER SCALE OF PRAHI NOS. 5. SHOULD A DI SGREPANCY OCCUR I N OR SETHEEN DRAIN 1 NGS AND SPEC I F I CAT I ONS, THE SPECIFICATIONS SHALL TAKE PREFERENCE. 4. THE CONTRACTOR SHALL SE RESPONS I SLE FOR THE ACCURATE PLACEMENT OF ALL NEIN CONSTRUCTION AT THE SITE. 5. ALL CONSTRUCT ION AND MATER I ALS SHALL SE AS SPECIFIED AND I N ACCORDANCE HI TH ALL APPL I CABLE CODES, ORDINANCES, LAHS, PERMITS, AND THE CONTRACT DOCUMENTS. 6. THE JOB SITE SHALL SE MA 1 NTA I NED IN A CLEAN OND ORDERLY GOND I T I ON. EACH SUBCONTRACTOR IMMEDIATELY UPON COMPLETION OF EACH PHASE OF HORK SHALL REMOVE ALL DEBRIS AS A RESULT OF THEIR VIORK. 7. THE CONTRACTOR SHALL DO ALL CUTTING, F I TTI NO, PATCH I NG, EXCAVATION, ETC. OF HIS HORK THAT MAY BE REU I RED TO PERFORM THEIR HORK. TH I S CUTTING, FITTING , PATCH I NO, EXCAVATION, SHALL NOT ENDANGER OTHER HORK OR STRUCTURE . ALL PATCHING OR REPAIRING SHALL BE DONE HI TH LIKE MATER ALS SO THAT SURFACES REPLACED HILL MATCH SURROUND I NO SURFACES UPON COMPLETION. S. NO PORTION OF HARK REQU I R I NO A SHOP DRAH I NO OR SAMPLE SUBMISSION SHALL BE COMMENCED UNTIL THE SHOP DRAIN' NG OR SAMPLE HAS BEEN REV 1 EHED BY THE ARCHITECT AND/OR STRUCTURAL ENC I NEER. �unllq°l1 GODS INFORMATION GOVERNING CODE Igal USC OCCUPANCY': R3 /I CONSTRUCTION TYP: V NON - RATED FRONT SETBACK - BAGK SETBACK - 51DE YARD SETBACK. - MAXIMUM HEIGHT: 28PT. GENERAL PLAN NOTES I . ALL DRAIN NGS ARE TO SE OUTSIDE FACE OF STUD AT EXTERIOR HALLS OR FACE OF STUD AT INTERIOR HALLS OR TO CENTERLINE OF POSTS U.N.O. 2. GRID LINES ARE TO OUTSIDE FACE OF STUD AT EXTERIOR HALLS, CENTERLINE OF POSTS, CENTERLINE OF DEMIZING HALLS OR EXTERIOR FACE OF CONCRETE FOUNDATION U.N.O. 3. EXTERIOR HALLS SHALL SE 2X6 STUD FRAMING AT 16" O.G. (U.N.O.) 4. INTERIOR HALLS SHALL SE 2X6 STUD FRAMING AT 16" O.C. (U.N.O.) 5. DIMENSIONS AT EXTERIOR/INTERIOR DOORS AND HINDOHS ARE AT THE CENTERLINE . CONTRACTOR IS RESPONSIBLE FOR ADJUSTMENTS I N ROUGH OPENINGS HHEN MANUFACTURER I S SELECTED. HINDOH MANUFACTURER TO PROVIDE TEMPERED GLASS HHERE REQU I RED Si' CODE. 6. PROVIDE SOUND INSULATION I N HALLS, FLOORS AND CEILINGS OF ALL BATHROOMS AND MECHAN I CAL ROOMS; ALSO SURROUND I NO ALL MEGHAN I CAL PIPING. 1 SEE HI NDOH AND POOR SCHEDULES FOR INFORMATION ON DOORS AND HI NDOHS. S. DATUM ELEVATION 100' - O" EQUALS 6055' AS PREPARED SY TUTTLE SURVEY INS SERVICE . :m,' I�-aCel spa¢• ,...=moi:: ;. PROJECT TEAM ARCHITECT - JOHN MUIR JOHN MUIR ARCHITECTS, INC. 201 MAIN STREET, STE. 504 CARBONDALE, CO 81623 TELE: (170) 704.Gt750 FAX: (c470) G165.1122 STRUCTURAL ENC INEER - CONTRACTOR - TOM 3LACKHELDER HE I TZ/NORRI S 4 ASSOCIATES, INC 5080 COUNTY RD 154 OLENH00D, CO 51601 TELE : (G170) G145 .4400 FAX: (Q70) G145.0 141 LANDSCAPE ARCHITECT - SHEET INDEX ARGH I TEGTURAL AO.I AO.2 A0.3 AI .I A2.I A2.2 A2.5 A5.I A5.2 A4.1 A4.2 A7.I Al2 COVER SHEET GENERAL I NFORMATI ON F.A.R. CALCULATIONS POOR 4 HI NDOH SCHEDULE SITE PLAN MAIN FLOOR PLAN UPPER FLOOR PLAN ROOF PLAN ELEVATIONS ELEVATIONS BUILDING SECT I ONS BUILDING SECTIONS STRUCTURAL ELECTR I GAL LANDSCAPE MAIN FLOOR REFLECTIVE CEILING PLAN UPPER FLOOR REFLECTIVE CEILING PLAN LIApi111At4'�IFl�lmull JOHN MUIR ARCHITECTS, INC 201 MAIN STREET #304 CARBONDALE COLORADO 81623 (970) 704-9750 Phone: (970) 704-9750 Fax: (970) 704-0287 E -Mail: jma@sopris.net ISSUED FOR DATE PROGRESS 7.31.02 PERMIT 10.07.02 gRAWING INFORMATION SHEET DATE I R07.02 PROJECT ASPEN GLEN CLUB LODGE A0.1 11 T r LOS SET GREAT ROOM PATIO —� PATIO 13D Ki® 11 PANTRY I I -it,I 1 MEI I I =1 I vetrt Lill I 1 1 \ I I �I I I f i YESTIu %-u11-01 ri1�-�. IIU.-� i Ook BEDROOM fir — AL — EE©RDOM 113 k L L ---J F- L r J F -- Ir*?n I e#00:12\1 (0 J SAYPIDEL VAULT ABOVE ENTRY HALL S - toECHANICAL1 on I- uu uuu uu 7/II \ / I I BATH( I I ® '� I \ 1 1----� 4 I/ `I � L 1 FFOOKS ABOVE IIS / MI Y TELEV. ,O. PLIOOY. Yh SITE ELEV. ELEV. 40b" --1 c---u!4.I43 11uuuuuuu I I— El— I-1— I— I— I— I - 1I // I I \iI 1 1 1 1 I 1 1 1 11I I Ih I / 11 / I I 1\ I I 1 V I I I fI I II 1 1 1 1 1 1 1 ♦ L 1 LJ ENTRY PORCH L_ — MAIN LEVEL PLAN 3/16" = 11_011 23 lig N LI T L BALCONY LI IT 1------1 7 La 7 n' % min 111J1�L1 III IIII%% III PM non #9 I 1 L= = H Ftwlu ntrr- tir uttn n-wu-uu-a u-wum- , I I— 7 —\r— la I \ 1 ♦ MASTER CLOSE T / I IMe I 1 I=1 --- _ � 1 MASTER ATH I— I I— sl— 1 r 1 r.l — F- 1 I I TOSI .J_ --__I APPLIANCE �1 1 I / MASTER BEPROOM \ I I 11 VALLT ABOVE 7 N —[ = `I- = = — A -DESK 4 DOOKSNILVDS -L 11 11 1 1 P J L FAMILIAL aLora FIALL T T T T T T T T —I- 111111111111 111111111111 \ / 1 1 1 1 Niedg 1 1 1 1 1! 111111111111 ♦I 1 I J I_I 1� L 11 II II II -LTJ \A UPPER LEVEL PLAN 5/16" = l'-0" SQUARE FOOTA E CALCULATIONS AREA ENTRY LEVEL UPPER LEVEL TOTAL Lh/INS SAE GARAGE MECHANICAL TOTAL S.F. S.F. 2,4210SF 4- 1,051.0 — I,O5I.0 SF 3,458 .0 SF 6)60.0 SF 4a.0 SF 708.0 SF 4,166.0 SF am' Alr1LSFAGE 2,4210 SF GOVERE FAT I O/E3ALGONY 514.0 SF UNGOVERE PATIO 500.0 SF \1 V I R .1R iII.IL !:�'I'�.IN 201 MAIN STREET #304 CARBONDAL£ COLORADO 81623 (970)704-9750 Phone: (970) 704-9750 Fax: (970) 704-0287 E -Mail: jma@sopris.net ISSUED FOR DATE PROGRESS 7.31.02 PERMIT 10.07.02 DRAWING SQUARE FOOTAGE CALCULATIONS DATE 10.07 02 PROJECT ASPEN GLEN CLUB LODGE A0.2 n EXTERIOR DOOR SCHEDULE NO. OTY. MFGR. ROUGH OPENING DOOR FRAME DETAILS HARDWARE GROUP REMARKS TYPE MAT. FINISH TYPE MAT. FINISH HEAD JAMB SILL A I CLAD 5'-8" X 8'-2" ENTRY 3'-0" x 5'-0" OUT -SWING RIGHT ARCHED 102 I CUSTOM 2'-8" X 8'-2" B I CLAD 10'-2" X 8'-2" EXTERIOR 3"-0" x 5'-0" LEFT 103 1 CUSTOM 2'-10" X 8'-2" CASEMENT C I 5'-2" X 8'-2" EXTERIOR 5'-O" x 6'-0" 104 I CUSTOM 5'-2" X 8'-2" 4 I CASEMENT D I DOUBLE -SWING 5'-2" X 8'-2" EXTERIOR 105 I CUSTOM 3'-2" X 5'-2" 5 I E I 10'-2" X 8'-2" EXTERIOR CUSTOM 2'-8" X 8'-2" 7'-6" x 3'-6" LEFT 6 F I I Q' -O" X 8'-0" GARAGE CLAD 5'-2" x 3"-6" RIGHT 108 G I 2'-8" X 8'-2" 1'-O" X 8'-0" GARAGE CLAD RIGHT 3'-O" x 6'-0" 101 I CUSTOM H I I 5'-2" X 8'-2" EXTERIOR OUT -SWING LEFT CLAD 110 I CUSTOM 3'-2" X 8"-2" 1 I CASEMENT/F I XED OUT -SWING RIGHT MECHANICAL III I L. 3'-2" X 8'-2" 1'-0" x 6"-0" NTER I OR 17UQR SHEE7ULE NO. QTY. MFGR. ROUGH OPENING DOOR FRAME MISC. HARDWARE GROUP REMARKS TYPE MAT. FINISH TYPE MAT. FINISH SWING 101 Y CUSTOM 2'-8" X 8'-2" CLAD K 3'-0" x 5'-0" OUT -SWING RIGHT ARCHED 102 I CUSTOM 2'-8" X 8'-2" SERIES CLAD \ 3"-0" x 5'-0" LEFT 103 1 CUSTOM 2'-10" X 8'-2" CASEMENT CLAD RIGHT 5'-O" x 6'-0" 104 I CUSTOM 5'-2" X 8'-2" 4 I CASEMENT DOUBLE -SWING CLAD 105 I CUSTOM 3'-2" X 5'-2" 5 I LEFT 106 I CUSTOM 2'-8" X 8'-2" 7'-6" x 3'-6" LEFT 6 I 101 I CUSTOM 3'-2" X 5'-2" CLAD 5'-2" x 3"-6" RIGHT 108 I CUSTOM 2'-8" X 8'-2" CLAD RIGHT 3'-O" x 6'-0" 101 I CUSTOM 2'-8" X 8'-2" a I FIXED OUT -SWING LEFT CLAD 110 I CUSTOM 3'-2" X 8"-2" 1 I CASEMENT/F I XED OUT -SWING RIGHT MECHANICAL III I CUSTOM 3'-2" X 8'-2" 1'-0" x 6"-0" RIGHT ZO Ota ' .Ct . GARAGE 112 I CUSTOM 5'-2" X 8'-2" CLAD 9'-O" x 6'-3" DOUBLE -SWING 113 I CUSTOM 3'-2" X 8'-2" CLAD LEFT 12 I FIXED CLAD 201 I CUSTOM 3'-2" X 8'-2" 13 I CASEMENT RIGHT 202 I CUSTOM 3'-2" X 8"-2" 14 DOUBLE -SWING FIXED 203 I CUSTOM 2'-8" X 8'-2" 5'-0" x 3'-6" RIGHT 15 204 I CUSTOM 2"-10" X 8'-2" CLAD 5"-0" x 6-0" RIGHT 205 I CUSTOM 2'-8" X 8'-2" FIXED CLAD OUT -SWING LEFT 5"-0" x 3"-6" 206 I CUSTOM 2'-8" X 8'-2" 11 I CASEMENT OUT -SWING RIGHT CLAD 6'-0" x 6'-O" 15 I CASEMENT HI ill:Dl^1 TY` 'ES 0 0 14 4 In 2 0 (* WINDOW NOTES: I. ALL WINDOWS TO BE CLAD, POZZI WINDOWS OR APPROVED EQUAL. 2. ALL HORIZ. R.O.'s TO BE 1/2" LARGER THAN FRAME SIZE(S). 2"-6' X 2-6' 2'-6' . '4 �n 0000 II I2 • ab I I■■ SYM. QTY. TYPE MFGR. MODEL N0. il FRAME U-VAL co -,i d N 0 ) r V 3. ALL VERTICAL R.O.'9 TO BE 3/4" LARGER THAN FRAME SIZE. 4. VERIFY ALL FRAME DIM'S AND REQUIRED R.O.'s 1"4/ MANUFACTURER. 5. CLAD COLORS TO BE POZZI STANDARD COLOR. I'-6" HI N ate SCHEDULE SYM. QTY. TYPE MFGR. MODEL N0. FINISH FRAME U-VAL ROUGH OPENING R O.W. X R.O.H. DETAILS HARDWARE GROUP REMARKS HEAD JAMB SILL I I CASEMENT POZZI BUILDER'S CLAD K 3'-0" x 5'-0" ARCHED 2 I CASEMENT / SERIES CLAD \ 3"-0" x 5'-0" 3 I CASEMENT CLAD 5'-O" x 6'-0" 4 I CASEMENT CLAD 1'-O" x 1'-6" 5 I FIXED CLAD 7'-6" x 3'-6" 6 I FIXED CLAD 5'-2" x 3"-6" 1 1 CASEMENT CLAD 3'-O" x 6'-0" a I FIXED CLAD 3'-0" x 3'-6" 1 I CASEMENT/F I XED CLAD 1'-0" x 6"-0" 10 I FIXED CLAD 9'-O" x 6'-3" II I CASEMENT CLAD 3'-0" x 6"-0" 12 I FIXED CLAD 3'-O" x 3'-6" 13 I CASEMENT CLAD 5'-0" x 61-0" 14 I FIXED CLAD 5'-0" x 3'-6" 15 I CASEMENT CLAD 5"-0" x 6-0" 16 I FIXED CLAD 5"-0" x 3"-6" 11 I CASEMENT CLAD 6'-0" x 6'-O" 15 I CASEMENT CLAD 2'-6" x 5'-0" 11 I CASEMENT/FIXED CLAD 1'-6" x 5'-0" 20 I CASEMENT/FIXED CLAD 1'-6" x 5'-0" 21 I CASEMENT CLAD 2'-6" x 5'-0" 22 I FIXED CLAD 6'-O" x 1'-6" 23 I CASEMENT CLAD 2'-6" x 5'-0" 24 I CASEMENT GLAD 5'-O" x 1'-6" 25 I FIXED CLAD 5'-O" x 5'-0" 26 I FIXED CLAD 1'-6" x 5"-0" 21 I CASEMENT CLAD 3"-O" x 6"-0" 28 I CASEMENT/FIXED CLAD 6'-0" x 1'-0" 21 I CASEMENT CLAD 3'-0" x 61-0" 30 I CASEMENT CLAD 5'-0" x 6'-0"_ 31 I FIXED CLAD 5'-0" x 3'-6" 32 1 CASEMENT/FIXED CLAD 6'-0" x 8'-O" 33 I CASEMENT CLAD 1'-6" x 2'-0" 34 I CASEMENT CLAD 1'-6" x 2'-0" 35 I CASEMENT CLAD I " -b" x 2'-0" 36 I FIXED CLAD 1'-6" x 2'-6" 31 I FIXED CLAD 1'4," x 2'-6" 38 I FIXED CLAD 1'-6" x 2"-6" 31 I FIXED CLAD 1'-6" x 2"-6" 40 I FIXED CLAD 1'-6" x 2'-6" 41 I FIXED ' V CLAP I'-6" x 2'-6" REMARKS: I. SEE WINDOW TYPES FOR MULLED UNITS AND EXTRA DIMENSIONING. 2. ALL WINDOWS HORIZ. 6 VERT. TO BE DIVIDED WITH IN FRAME DIMENSION EQUALLY UNLESS NOTED OTHERWISE. 3. COLOR TO BE STANDARD POZZI COLOR. 17OOR TYFES r 2 Ai CD Q C) 2 ti MO. n az DOOR TYPE: A. INSULATED GARAGE DOOR W/ AUTO -OPENER 4 KEY PAD CONTROLS. B. CUSTOM WOOD ENTRY DOOR WITH GLASS INSET. C. EXTERIOR 10'-0" x 8'-0" QUAD FRENCH DOOR W/ GLAD FRAME. D. EXTERIOR 5'-0" x 8"-O" FRENCH DOOR W/ CLAD FRAME. E. INTERIOR SOLID WOOD DOOR F. TEMPERED GLASS SHOWER DOOR: FRAMELESS. DOOR NOTES: I. ALL INTERIOR DOOR HARDWARE BY OWNER. 2. ALL LOCKING DOORS TO HAVE MORTISE LOCKSETS. 3. ALL DOORS TO BE INSTALLED AS PER MANUF. SPECS. 4. ALL GLAZED DOORS TO HAVE TEMPERED GLASS. 5. ALL EXTERIOR HARDWARE TO BE SELECTED PRIOR TO ODERING. 6. ALL R.O.'s FOR INT. DOORS TO BE 2" HOR. 6 1/2" VERT. FOR CASING. NOTIFY ARCHITECT OF ANY DISCREPANCIES. 1. ALL INT. DOORS TO HAVE MIN 4" ROUGH JAMB EACH SIDE JOHN MMR ARCHITECTS, IN( 201 MAIN STREET #304 CARBONDALE COLORADO 81623 (970) 704-9750 Phone: (970) 704-9750 Fax: (970) 704-0287 E -Mail: jma'a@sopris.net ISSUED FOR DATE PROGRESS 7.31.02 PERMIT 10.07.02 DRAWING DOOR & WINDOW SCHEDULE DATE 10.07.02 PROJECT ASPEN GLEN CLUB LODGE A0.3 n / / \ / 2 K \ / \ / \` DOOR TYPE: A. INSULATED GARAGE DOOR W/ AUTO -OPENER 4 KEY PAD CONTROLS. B. CUSTOM WOOD ENTRY DOOR WITH GLASS INSET. C. EXTERIOR 10'-0" x 8'-0" QUAD FRENCH DOOR W/ GLAD FRAME. D. EXTERIOR 5'-0" x 8"-O" FRENCH DOOR W/ CLAD FRAME. E. INTERIOR SOLID WOOD DOOR F. TEMPERED GLASS SHOWER DOOR: FRAMELESS. DOOR NOTES: I. ALL INTERIOR DOOR HARDWARE BY OWNER. 2. ALL LOCKING DOORS TO HAVE MORTISE LOCKSETS. 3. ALL DOORS TO BE INSTALLED AS PER MANUF. SPECS. 4. ALL GLAZED DOORS TO HAVE TEMPERED GLASS. 5. ALL EXTERIOR HARDWARE TO BE SELECTED PRIOR TO ODERING. 6. ALL R.O.'s FOR INT. DOORS TO BE 2" HOR. 6 1/2" VERT. FOR CASING. NOTIFY ARCHITECT OF ANY DISCREPANCIES. 1. ALL INT. DOORS TO HAVE MIN 4" ROUGH JAMB EACH SIDE JOHN MMR ARCHITECTS, IN( 201 MAIN STREET #304 CARBONDALE COLORADO 81623 (970) 704-9750 Phone: (970) 704-9750 Fax: (970) 704-0287 E -Mail: jma'a@sopris.net ISSUED FOR DATE PROGRESS 7.31.02 PERMIT 10.07.02 DRAWING DOOR & WINDOW SCHEDULE DATE 10.07.02 PROJECT ASPEN GLEN CLUB LODGE A0.3 • • • • • • • • • • • • N • • N • • • • • • \ 245 • N • N • N • N ik) ///ii/ \vo"\e AZ‘„N,c \9\i\\\5\r,01. • • • \ • \ \ • • • N • \, \ \ •• \•, \•, \,• • .• • \ \ \ \ \• \ \• \• • • 4 SITE PLAN - ASPEN GLEN CLUB LODGE, LOT 3 I/II = 1,.0„ 6 • • • N • • • N • N • • N • N • • • /k \ • • • \\ `• \ \ • • • 201 MAIN STREET #304 CARBONDALE COLORADO 81623 (970) 704.9750 Phone: (970) 704-9750 Fax: (970) 704-0287 E -Mail: jma@sopris.net ISSUED FOR DATE PROGRESS 7.31.02 PERMIT 10.07.02 DRAWING SITE PLAN FATE 10.07.02 PROJECT ASPEN GLEN CLUB LODGE A1.1 • 1 A4.2 46'-O" C> A4.I CeD CeD c3f 21'-0" 141-6" 16'-611 77O" 3-5 14'-Oi" 12'-3° BEAM PATIO i8 11' 15'-O BEDROOM *2 101 5'-6 Imp J GREAT ROOM 02) 4 H- ICD ENTI=RG T H- 4 -04 2'-6" INN 4, 1 7a WlNDOP4 ABOVE PATIO ARCH ABOVE DIN14-5 IC+ BARREL VAULT ABOVE 2'-6" 101 I I5'-OO"+G BEDROOM #3 110 5i MECHANIC N in SPLIT LINEN VESTIB1J_E 108 s .7) tilr 4 BARREL VAULT ABOVE ENTRY ALL 110 OPEN o 5TUDY LOFT Oct 2' " 2'-2 CLOSET I I/ 112 0,2 ll1 BENCH CUBBIES BELOW HOOKS ABOVE 115 9 N 5'-5' UNDER COUNTER WASE # DRYER ISN /�� x II.I T.O. PLY. ELE ✓. lOO '- SITE ELEV. 1. ELEV. 'O54.5' N EMMIRIL COVERED ENTRY PORCH r14,1 ImtN ..�a F4'1) 4.4711 ST Pg. II r i I I I I I I I I .7"\\ 01. 7'-0" 12'-3" (4) 26'-6" N 1 2 22'-021 (ARA! 1141 T.O. SLAB ELEV. 011'6" SITE ELEV. ELEV. 6054 t ) 01 N (F) g'-6" 217-011 1T-6" (5 ® 11-0* 501-0" MAIN LEVEL PLAN /4 U 11_0"l ;3. 1'. JOHN MMR ARCHITECTS, INC 201 MAIN STREET #304 CARBONDALE COLORADO 81023 (970 704-9750 Phone: (970) 704-9750 Fax: (970) 704-0287 E -Mail: jrna@sopris.net ISSUED FOR DATE PROGRESS 7.31.02 PERMIT 10.07.02 DRAWING ENTRY LEVEL PLAN DATE 10.07.02 PROJECT ASPEN GLEN CLUB LODGE A2.1 (6) 2 A4.2 kph �— 211-0" 81_0" 51-0" I L 14"-6" 181-6" 10' - 5111 51.411 I 4'-11" = !,j/11.1 1 Lit 'N LIEN I I I U I I / ,;1- ;t 1 1 II T.Z I 1 -` BATH o O xI ' 614) 'if MASTER I I (203I 1 1- p Il" I I 21-2" L. a#Ij L` I .. ,t I _L 4'-11" = !,j/11.1 In TOIL E U i 04) k =.1 M'a=, �=4 !. IIILI_I!// \\; I.! 1 f.! r \ ! ! 1►]111 ii t II1Ii t1 II i `,1 III 1r MASTER CLOSET SHELVES GEI�LIN6 HEI6HT-\\ 21-3 11 i 2'-0" TIMBER BEAM El *PEN HANDRAIL OPEN IVO tIv ENTRY ALL. # +- - 561_0' 41-,5" 5'-6" 1-0 a 011K24 11 L1 a II BALCONY i 14 A .4" ¶ i � IlL L (41) "T'-0" 30'-0" [3 UPPER LEVEL PLAN 1/4" = ILo" JOHN MUIR ARCHITECTS, INC 201 MAIN STREET #304 CARBONDALE COLORADO 81623 (970) 704-9750 Phone: (970) 704-9750 Fax: (970) 704-0287 E -Mail: jma@sopris.net ISSUED FOR DATE PROGRESS 7.31.02 PERMIT 10.07.02 DRAWING UPPER LEVEL PLAN DATE. 10.07.02 PROJECT ASPEN GLEN CLUB LODGE A2.2 (#42-A4.2 O 'J ci 6 -Ty ROOF PLAN 1/4" = I' -O" JOHN MUIR ARCHITECTS, INC 201 MAIN STREET #304 CARBONDALE COLORADO 81623 (970) 704-9750 Phone: (970) 704-9750 Fax: (970) 704-0287 E -Mail: jma@sopris.net C_95 0 ISSUED FOR DATE PROGRESS 7.31.02 PERMIT 10.07.02 DRAWING ROOF PLAN DATE 10.07.02 PROJECT ASPEN GLEN CLUB LODGE A2.3 96_O" 211-0" 141-6" 18'-6" 5'-0" 56'-0" '-0' IR h in /,—CHIMNEY GAP FACE ALIGN OF WITH DORMERS P TCH BREAK TO _ 7 4 .111111111 VIII 9'—b" 6-6" _ �R. A C. MI IIIIIIlI_IlIII / n1 11 - 1 \ 5" raj ti2312_---123L1-, I - _ PITCH BREAK S � � " E "1-6 4..4* RIDGE _ 12:7 - L A- J p i Cl in --A n e PITCH BREAK la o p p RIDGE GHIMNEY CENTER. POINT TO ALIGN ICC/m �� arm u0i CH 76. WITH CENTER \OINTOFFLUE BELOW tiv ,r n n V �C.Fj- I RIDGE I J \ r1I _ _ U _ _ L 5' „I n �� I PITCH BREAK\ I �_-i = CENTERLINE OF P m I I I I n n ei PITCH BREAK i— DORMER DORMER TO ALIGN WITH CENTERLINE "f g 4 OF GARAGE DOOR — — o 2 -s 5 ' BELOW r -0r -c I y I I n n I L I 5112 I I Q Q- 4112 z BALCONY H w ' a I 4 D 1 � REAK b 4 2'-0"1 (1• Q1217 \ 1s "� �� I _ _ —1 111 I— IIL_J L- z 4 21'-0" 11'-6" 151-b" '-0" 7'-0" 50'-0" i f s 96'-0" i 'N 6 -Ty ROOF PLAN 1/4" = I' -O" JOHN MUIR ARCHITECTS, INC 201 MAIN STREET #304 CARBONDALE COLORADO 81623 (970) 704-9750 Phone: (970) 704-9750 Fax: (970) 704-0287 E -Mail: jma@sopris.net C_95 0 ISSUED FOR DATE PROGRESS 7.31.02 PERMIT 10.07.02 DRAWING ROOF PLAN DATE 10.07.02 PROJECT ASPEN GLEN CLUB LODGE A2.3 T.D. PLATE EL= 124'-0 5/8" T.O. PLATE EL= 120'-0 5/5" FLOOR HEIGHT T.O. PLY EL= =III' -O 5/8" FLOOR HEIGHT T.O. PLY. EL= =1001-0" 1" T.O. PLATE EL= 120'-O 5/8" CORRUGATED METAL (TO MATCH ADJACENT GLUE LODGE HOMES) FLOOR HEIGHT T.O. PLY. EL= =100'-O" 21'-0" 50'-6'" y1 -0"f 12'-6" 21-6" 15'-0" 3'- 10'-I .�_�� CEDAR SHAKE ROOFING (TO MATCH ADJACENT CLUB LODGE HOMES) rI !!I!IiliIII 11111 y�4.17:Itil'ItililliatralL114.4:ta, �i�l�� ri�� Full—� I•�1 r • swimUPWrilEll mak°�� a��1 moi',ffl'�_MMUS, Kr 1111,11 � r' iy�JEW11111IIIIIIIII1llll111 1111111111PAIP: --��- r � 2'-0" II 711 II III 4E III 1 / \ \ y�4.17:Itil'ItililliatralL114.4:ta, �i�l�� ri�� Full—� I•�1 r • swimUPWrilEll mak°�� a��1 moi',ffl'�_MMUS, Kr 1111,11 � r' iy�JEW11111IIIIIIIII1llll111 1111111111PAIP: --��- r � 2'-0" II 711 II III 4E III .Avow �-�. b - Wa3 ill I MN dilii I I I • II * WPM ff• 4k. true_ l - r Vir■ mitr icar 11;k4 Prwataimirtal wilisisierio :alfa. 1131101 }IN li MEDIUM SAWN CEDAR SHAKES 6" EXPOSURE 12 —14 TIMBER BEAM/BRACKET (TO MATCH ADJACENT CLUB LODGE HOMES) FARMER ROCK 42 (TO MATCH ADJACENT CLUB LODGE HOMES) 15'-6't / BOARD ON BOARD VERTICAL SIDING (TO MATCH ADJACENT CLUB LODGE HOMES) 7'-0" T.O. PLATE EL= 120'-O 5/8" FLOOR HEIGHT T.O. PLY. EL= =111'-0 5/5" T.O. PLATE EL= 10,1'-6" T.O. PLATE EL= 108'-5 1/4" WOOD TRIM (TO MATCH ADJACENT CLUB LODGE HOMES) FLOOR HEIGHT T.O. SLAB _ - EL= Go'—b" c) FRONT (SOUTH) ELEVATION 1/4" - I' -O" 50P-0" MEDIUM SAWN CEDAR SHAKES 6" EXPOSURE I .I 12 CORRUGATED METAL (TO MATCH ADJACENT CLUB LODGE HOMES) CEDAR SHAKE ROOFING (TO MATCH ADJACENT CLUB LODGE HOMES) 12 _11 1►llai 1ni1 '4 ■ APIII NISiTiiiiiii. 110. 40" Niniumumimanilr -�' Awn II�1�• .a,nmagil �I 11,61,IIIIIIIII�11®� IIIII ml 3X WOOD TRIM (TO MATCH ADJACENT CLUB LODGE HOMES) c1'-8" 6,-6" SOMn 1■I■IIIA■111111■111iI�1I1111■111®I■ MI N 11.1111MUNIIIIIIIMIMMEMWI 111111111 � 71117 1'-6" IIIIIIIIIIIIIINIIIIIIH1O 01111 IIIIIIIIIIIIIIIIIIIIIIIIIhmuiNIIIIIIIII iIIIUI■IIIII■IIIII■IIIU IIIIIIIIUIIIi1■IIIIIi 21-6" / ri 6,0 " li '-0 �I ri r .' � — r■r M 7111:alkain BOARD ON BOARD 5$-11 � FARMER ROCK VERTICAL SIDING (TO MATCH ADJACENT (TO MATCH ADJACENT CLUB LODGE HOMES) CLUB LODGE HOMES) TIMBER BEAM/BRACKET (TO MATCH ADJACENT CLUB LODGE HOMES) WOOD TRIM (TO MATCH ADJACENT CLUB LODGE HOMES) T.O. PLATE EL= I17'-0" FLOOR HEIGHT T.D. SLAB EL= = qa'-6" HEST ELEVATION 1 /4 = 1 -O JOHN MUIR ARCHITECTS, IN 201 MAIN STREET #304 CARBONDALE COLORADO 81623 (970) 704-9750 Fh©ne: (970) 704-9750 Fax: (970) 704-0287 E -Mail: j a a@sopris.net ISSUED FOR DATE PROGRESS 7.3L02 PERMIT 10.07.02 DRAWING ELEVATIONS DATE 10.07.02 ASPEN GLEN CLUB LODGE A3. 1 / \ \ /\ / / ZO/ / / \ '-0 �I ri r .' � — r■r M 7111:alkain BOARD ON BOARD 5$-11 � FARMER ROCK VERTICAL SIDING (TO MATCH ADJACENT (TO MATCH ADJACENT CLUB LODGE HOMES) CLUB LODGE HOMES) TIMBER BEAM/BRACKET (TO MATCH ADJACENT CLUB LODGE HOMES) WOOD TRIM (TO MATCH ADJACENT CLUB LODGE HOMES) T.O. PLATE EL= I17'-0" FLOOR HEIGHT T.D. SLAB EL= = qa'-6" HEST ELEVATION 1 /4 = 1 -O JOHN MUIR ARCHITECTS, IN 201 MAIN STREET #304 CARBONDALE COLORADO 81623 (970) 704-9750 Fh©ne: (970) 704-9750 Fax: (970) 704-0287 E -Mail: j a a@sopris.net ISSUED FOR DATE PROGRESS 7.3L02 PERMIT 10.07.02 DRAWING ELEVATIONS DATE 10.07.02 ASPEN GLEN CLUB LODGE A3. 1 T.O. PLATE EL= IIT -O" cl (ED I, T.O. PLATE 4 4 EL= 112'-10" T.O. PLATE EL= 112'-8" T.O. PLATE EL= 108'-5 I/4" 501-6" 131-6" 231-6" 13'-6" CEDAR SHAKE ROOFING (TO MATCH ADJACENT CLUB LODGE HOMES) I- ••-- ••- -••• MENEM•lam I,•..IM.••• .. I ' 1111 1111111111111111111111/1�11111r11111■111T111 NOM 111 taro eir 11 11 =a�� t MI Mi0,.111 r' IlllilIlll III�IiIiI■111 nn 11 �■11 ►VI■111■r■l■m■iiid WI 111111111111111111 \\ 11111111111111111111 al JI CORRUGATED METAL (TO MATCH ADJACENT CLUB LODGE HOMES) Li I Illi MEDIUM SAWN CEDAR SHAKES 6" EXPOSURE FLOOR HEIGHT T.D. PLY. EL= =100'-0" k 12 4r 2'-0" E yam ACMINN ■U ■■ KamI■■ a ■ ■„ ■t' ■■1 i i I■ i i i i i i i i i i i \ \ CD !LIP I ""l!■L!■1! i II i 21-0" 4FARMER ROCK (TO MATCH ADJACENT CLUB LODGE HOMES) 51-0" NOW TRIM (TO MATCH ADJACENT CLUB LODGE HOMES) 5.-O BOARD ON BOARD VERTICAL SIDING (TO MATCH ADJACENT CLUB LODGE HOMES) 161-b" *42. 141-6" FLOOR HEIGHT T.O. PLY. EL= =111'-0 5/8" FLOOR HEIGHT T.O. PLY. EL= =100'-O" n REAR (NORTH) ELEVATION 1/4" = I' -O" 211-0" I CEDAR SHAKE ROOFING (TO MATCH ADJACENT CLUB LODGE HOMES) a' -b. CORRUGATED METAL (TO MATCH ADJACENT CLUB LODGE HOMES) I I I I j I I Ii I I I I I II LI II U1 11_I IJ im 11111�ii111oII�iSil'i ,/Illflnll■IINIFAlL n1111mV 12 1110111I111111111111111I1 �a■rnm�.� IMINN e/ AA= II�NIII(1�1111� �.� MINIM IM I HI III 12 MEDIUM SAWN CEDAR SHAKES 6" EXPOSURE . __ nit 111 sit arm in Imo, i■e■i■ne■l■ne■la■e■ie.t . !itim u■i.u■u■i.un■i■n.■n Pagompow MILAN IMFillia irl �.. ..��.. Fs-raS•��U_.aaa. .•ate.• ...�. 1111111NUMMUV m �:-i'�{®-,:11111■■ 71IIII.IIII•IIl1&: u�.•it:It�'1� IMI NWINIMIliii -int; lmlmm '�1111�11111�1 �,.�I,�.��■ IIII■111■111�IIIII�II alliro salt 'iliiiiimiiii ilii imiiiiill�� r �, = t®' � lu��i e��i��i��i��in _ I ss alineadesia S it esaS sget '�ietr iQ1 intsornets. zattruntant. nuummu IIA■I1II I muuI . i.. nui■■ark•IuIu•I■I_■m_��■i�m��n��______I1_1� 11_111 Iminit■�IAII/,.71 nor► Nmlllnl�mlmfl■r n1�Ipe1A11GrA� � 1a►eai awn 1111■II�11l3�i■ _ 1 1 1� rIn11Y1�1�I�inni1 FLOOR HEIGHT T.O. SLAB EL= =111-611 an 0 / / / 1 / N. \ \ \ \ \ / / / / / / C 15 i \ / / / la ®\ // \ \ ) \ / / \ / / \ / \ \ / / \ \ CD !LIP I ""l!■L!■1! i II i 21-0" 4FARMER ROCK (TO MATCH ADJACENT CLUB LODGE HOMES) 51-0" NOW TRIM (TO MATCH ADJACENT CLUB LODGE HOMES) 5.-O BOARD ON BOARD VERTICAL SIDING (TO MATCH ADJACENT CLUB LODGE HOMES) 161-b" *42. 141-6" FLOOR HEIGHT T.O. PLY. EL= =111'-0 5/8" FLOOR HEIGHT T.O. PLY. EL= =100'-O" n REAR (NORTH) ELEVATION 1/4" = I' -O" 211-0" I CEDAR SHAKE ROOFING (TO MATCH ADJACENT CLUB LODGE HOMES) a' -b. CORRUGATED METAL (TO MATCH ADJACENT CLUB LODGE HOMES) I I I I j I I Ii I I I I I II LI II U1 11_I IJ im 11111�ii111oII�iSil'i ,/Illflnll■IINIFAlL n1111mV 12 1110111I111111111111111I1 �a■rnm�.� IMINN e/ AA= II�NIII(1�1111� �.� MINIM IM I HI III 12 MEDIUM SAWN CEDAR SHAKES 6" EXPOSURE . __ nit 111 sit arm in Imo, i■e■i■ne■l■ne■la■e■ie.t . !itim u■i.u■u■i.un■i■n.■n Pagompow MILAN IMFillia irl �.. ..��.. Fs-raS•��U_.aaa. .•ate.• ...�. 1111111NUMMUV m �:-i'�{®-,:11111■■ 71IIII.IIII•IIl1&: u�.•it:It�'1� IMI NWINIMIliii -int; lmlmm '�1111�11111�1 �,.�I,�.��■ IIII■111■111�IIIII�II alliro salt 'iliiiiimiiii ilii imiiiiill�� r �, = t®' � lu��i e��i��i��i��in _ I ss alineadesia S it esaS sget '�ietr iQ1 intsornets. zattruntant. nuummu IIA■I1II I muuI . i.. nui■■ark•IuIu•I■I_■m_��■i�m��n��______I1_1� 11_111 Iminit■�IAII/,.71 nor► Nmlllnl�mlmfl■r n1�Ipe1A11GrA� � 1a►eai awn 1111■II�11l3�i■ _ 1 1 1� rIn11Y1�1�I�inni1 FLOOR HEIGHT T.O. SLAB EL= =111-611 an 0 BOARD ON BOARD VERTICAL SIDING (TO MATCH ADJACENT CLUB LODGE HOMES) / / / 1 \ / \ \ \ \' / / / C 15 i BOARD ON BOARD VERTICAL SIDING (TO MATCH ADJACENT CLUB LODGE HOMES) HOOD TRIM (TO MATCH ADJACENT CLUB LODGE HOMES) HI1111'111111111i1 / / \ \ / \ 13 \ \' / / \ C 15 i \ / / / la / \ ) \ / \ / / \ / / HOOD TRIM (TO MATCH ADJACENT CLUB LODGE HOMES) HI1111'111111111i1 ■ MIN MIN aerrississalitt- ustalleamnamoirints nniallIt va �T� gnstsine *tans sig, kaitsseen sac annor son e.ere�.0�I. — es�e0i.. t r".�• �.__i•iti.•f.��+T•: ......... .. fil®.l�•asifl•-SsTiW tellablelintetillii Ermiallititelleetaele rase mesa askew _ /^\ / / \ \ / \ 13 \ 4) / \ \ C 15 i \ / / \ / / \ / \ / ■ MIN MIN aerrississalitt- ustalleamnamoirints nniallIt va �T� gnstsine *tans sig, kaitsseen sac annor son e.ere�.0�I. — es�e0i.. t r".�• �.__i•iti.•f.��+T•: ......... .. fil®.l�•asifl•-SsTiW tellablelintetillii Ermiallititelleetaele rase mesa askew _ FARMER ROCK (TO MATCH ADJACENT CLUB LODGE HOMES) •�. TLJJJ 1L/ i 21-6" T.O. PLATE EL= 120'-0 5/8" FLOOR HEIGHT T.O. PLY. EL= =111'-0 5/8" FLOOR HEIGHT T.O. PLY. EL= =100'-0" EAST ELEVATION 1/4" = 1'-O" JOHN MUIR ARCHITECTS, INC 201 MAIN STREET #304 CARBONDALE COLORADO 81623 (970) 704-9750 Phone: (970) 704-9750 Fax: (970) 704-0287 E -Mail: jma@sopris.net ISSUED FOR DATE PROGRESS 7.31.02 PERMIT 10.07.02 DRAWING ELEVATIONS DAM 10.07.02 PROJECT ASPEN GLEN CLUB LODGE A3.2 / / \ \ \ 13 4) /) \ / \ / \ / Nd FARMER ROCK (TO MATCH ADJACENT CLUB LODGE HOMES) •�. TLJJJ 1L/ i 21-6" T.O. PLATE EL= 120'-0 5/8" FLOOR HEIGHT T.O. PLY. EL= =111'-0 5/8" FLOOR HEIGHT T.O. PLY. EL= =100'-0" EAST ELEVATION 1/4" = 1'-O" JOHN MUIR ARCHITECTS, INC 201 MAIN STREET #304 CARBONDALE COLORADO 81623 (970) 704-9750 Phone: (970) 704-9750 Fax: (970) 704-0287 E -Mail: jma@sopris.net ISSUED FOR DATE PROGRESS 7.31.02 PERMIT 10.07.02 DRAWING ELEVATIONS DAM 10.07.02 PROJECT ASPEN GLEN CLUB LODGE A3.2 T.O. PLATE EL= 120'-O 5/5" tioFLOOR HEIGHT T.D. PLY. EL= =1001-0" - - PITCH BREAK EL= 1131-q II/I6" T.O. PLATE EL= 112' -IO ?/I6" T.D. PLATE EL= 1101-0" FLOOR HEIGHT T.O. PLY. EL= =1001-0" E -r-o" 121-6" 21-6" I5'-0" 1+31-611 mimmomm1Im.N•rillmrmmmimmo mimmiam ommu wm1m •• I IIiIIIIII1IIIIv11Pr II VP 13'-6 501,6" GARAGE 114 71_/11 12'-b" 2111 151_0" 13'-6" IJ I1ULIIIU 11 11I111 11HU LI minummummon Iran UNOMINIIIMMIM r NUMNIMEIMEO 1 1 11 UILIL:AUIII JHii ul�l U 1IJIJ U JI1 1 iU UIIU 1111U NIL IJIIU III I� sull mummimmium monimmonmsu immommumwm I IIM511 MP 21.-011 • \ I 3 it -105 HAI i • it `rxi r Fl *31 NTRY HAL 101 3'-1 Li STUDY 1205 U UI JU U 11 II 1111 1U U] ULIli 11U_UIIH HI 1IUrilUH 12 ^i4 BEDROOM #3 110 in 9 CRAWLSPAGE N 21-0" T.O. PLATE EL= 120'-0 5/8" FLOOR HEIGHT T.O. PLY. EL= =1111-0 5/5" T.O. PLATE EL= 1051-5 1/4" FLOOR HEIGHT T.O. SLAB EL= q''-6" SUILDINCS SE T14N /4" = l'-0" PITCH BREAK EL= 1151-q II/16'1 FLOOR HEIGHT T.O. PLY. EL= =1111-0 5/5" T.O. PLATE EL= 108'-5 1/4" FLOOR HEIGHT T.O. PLY. EL= =1001-0 SUILDINC SECTION 1/4" = 11-0" JOHN M IR ARC.HITEC.`t'S, INC 201 MAIN STREET #304 CARBONDALE COLORADO 81623 (970) 704-9750 Phone: (970) 704--9750 Fax: (970) 704-0287 E -Mail: jnla@sopris.net ISSUED FOR DATE PROGRESS 7.31.02 PERMIT 10.07.02 DRAWING BUILDING SECTIONS DATE 10.07.02 PROJECT ASPEN GLEN CLUB LODGE A4.1 O 501,6" GARAGE 114 71_/11 12'-b" 2111 151_0" 13'-6" IJ I1ULIIIU 11 11I111 11HU LI minummummon Iran UNOMINIIIMMIM r NUMNIMEIMEO 1 1 11 UILIL:AUIII JHii ul�l U 1IJIJ U JI1 1 iU UIIU 1111U NIL IJIIU III I� sull mummimmium monimmonmsu immommumwm I IIM511 MP 21.-011 • \ I 3 it -105 HAI i • it `rxi r Fl *31 NTRY HAL 101 3'-1 Li STUDY 1205 U UI JU U 11 II 1111 1U U] ULIli 11U_UIIH HI 1IUrilUH 12 ^i4 BEDROOM #3 110 in 9 CRAWLSPAGE N 21-0" T.O. PLATE EL= 120'-0 5/8" FLOOR HEIGHT T.O. PLY. EL= =1111-0 5/5" T.O. PLATE EL= 1051-5 1/4" FLOOR HEIGHT T.O. SLAB EL= q''-6" SUILDINCS SE T14N /4" = l'-0" PITCH BREAK EL= 1151-q II/16'1 FLOOR HEIGHT T.O. PLY. EL= =1111-0 5/5" T.O. PLATE EL= 108'-5 1/4" FLOOR HEIGHT T.O. PLY. EL= =1001-0 SUILDINC SECTION 1/4" = 11-0" JOHN M IR ARC.HITEC.`t'S, INC 201 MAIN STREET #304 CARBONDALE COLORADO 81623 (970) 704-9750 Phone: (970) 704--9750 Fax: (970) 704-0287 E -Mail: jnla@sopris.net ISSUED FOR DATE PROGRESS 7.31.02 PERMIT 10.07.02 DRAWING BUILDING SECTIONS DATE 10.07.02 PROJECT ASPEN GLEN CLUB LODGE A4.1 T.O. BEAM EL= I25'-1 5/4" T.O. PLATE EL= 120'-0 5/6" T.O. PLATE EL= 1121-10 -1/16" T.D. PLATE EL= 114'—O" oSii FLOOR HEIGHT T.O. PLY. EL= =100-0" 50'-6" 1"-O" 12'-6" 2'-6" 15'—O" 13'-6" 12 21-0" / FLOOR HEIGHT T.O. PLY. EL= =100'-0' ENTRY HALL 101 BATH 101 / / \ / \ 5EDRQ JM #5? j I1I CRAVILSPAGE itte 23'-6 4'-6 V9 14'-5" 4'-6 It 12 12 12 12 —�� ' `T14 47— / GRAWI..SPAGE*4. . 7 2 2'-0" k T.O. PLATE EL= 112'-1O" T.O. PLATE EL= 112'-8" FLOOR HEIGHT T.O. PLY. 4iil!!, EL= =100I-0" T.O. PLATE EL= 120'-0 5/8" E PITCH BREAK L= 113'-1 II/16" FLOOR HEIGHT T.O. PLY. EL= =111'-0 5/8" T.O. PLATE EL= 108'-5 1/4" FLOOR HEIGHT T.O. PLY. 4!) EL= =100'—O" SUILL-,INS SEGT10N 1/4" = 1'-D" BUIL'1N' SECTION JOHN MUIR ARCHITECTS, INC 201 MAIN STREET #304 CARBONDALE COLORADO 81623 (970) 704-9750 Phone: (970) 704-9750 Fax: (970) 704-0287 E -Mail: jrna@sopris.net ISSUED FOR DATE PROGRESS 7.31.02 PERMIT 10.07.02 DRAWING BUILDING SECTIONS DATE 10.07.02 PROJP.CT ASPEN GLEN CLUB LODGE A4.2 / \ / / \ \ / \ / \ > \ / \ / \ / \ / GRAWI..SPAGE*4. . 7 2 2'-0" k T.O. PLATE EL= 112'-1O" T.O. PLATE EL= 112'-8" FLOOR HEIGHT T.O. PLY. 4iil!!, EL= =100I-0" T.O. PLATE EL= 120'-0 5/8" E PITCH BREAK L= 113'-1 II/16" FLOOR HEIGHT T.O. PLY. EL= =111'-0 5/8" T.O. PLATE EL= 108'-5 1/4" FLOOR HEIGHT T.O. PLY. 4!) EL= =100'—O" SUILL-,INS SEGT10N 1/4" = 1'-D" BUIL'1N' SECTION JOHN MUIR ARCHITECTS, INC 201 MAIN STREET #304 CARBONDALE COLORADO 81623 (970) 704-9750 Phone: (970) 704-9750 Fax: (970) 704-0287 E -Mail: jrna@sopris.net ISSUED FOR DATE PROGRESS 7.31.02 PERMIT 10.07.02 DRAWING BUILDING SECTIONS DATE 10.07.02 PROJP.CT ASPEN GLEN CLUB LODGE A4.2 6xI2 TIMBER BEAM W/ 6x41 BRACKET PER *TYP. OF THIS LOCATION I 6x12 TIMBER RIDGE Ix4 T66 TIP, C SOFFITS 4 CLOSED EAVES 7. Aeee#e,eeeeeiaee Ix4 T46 ON 3x11 I/4' OUTR46GERS 0 24" O.G. TYP. @ OPEN EAVES w tL Pi 0� 8x8 TIMBER BEAM Sx8 POST /` Ix4 Td6 SOFFIT DRYWALL ARCH PER DRYWALL ARCH PER ,fj FLAT C I0' -O" AFF BARREL VAULT PER n AL, FLAT At, FLAT ® AL FLAT o `r 12'-8" AFF INF 12'-S" AFF it', FLAT ® 12'-8" AFF 8x12 TIMBER BEAM `Pr I0'-0" AFF co I d� x u! TIMBER TRUSS 6x8 TIMBER BEAM TQM ER TRUSS SLOPE 6:12 17 6x12 TIMBER RIDGE Ill a. o4 in, II R o4 Lsi fY p SLOPE O 6:12 8x12 TIMBER BEAM FLAT 0 117 -S" AFF -I2'-" AFF 11911.12'-5" AFF Ix4 T46 ON 3x11 I/4' OUTR46GERS 0 24" O.G. TYP. @ OPEN EAVES w tL Pi 0� 8x8 TIMBER BEAM Sx8 POST /` Ix4 Td6 SOFFIT DRYWALL ARCH PER DRYWALL ARCH PER ,fj FLAT C I0' -O" AFF BARREL VAULT PER n AL FLAT 0 AFF FLAT 10'-0" AFF 1)---<I---<I A] FLAT ‘41'10'-0" AFF AL CEILING SLOPES TO MATCH STAIR FRAMING OPEN TO STUDY ABOVE LOFT BARREL VAULT PER ._. n AL FLAT 0 '41'10'-a" AFF AL FLAT b' -S 1/4" AFF AL FLAT 0 S`-5 1/4" AFF FLAT @ 10'-0" AFF AL FLAT 0 10'-O" AFF AL FLAT 0 10'-O AFF f --- -< ›-- -- -I — -< AL FLAT o 8'-5 1/4" AFF T 4 Ix4 T45 ON 5x11 1/4" RAFTERS 0 24" O.C. TYP. C PORCH 8x 12 TIMBER BEAM W 6x8 AROHAD BEAM BELOW PER 456) TYP. OF 5 a PORCH SxS TIMBER POST TYP. OF 6 0 PORCH 1x4 T45 TYP. ® SOFFITS AT CLOSED EAVES MAIN FLOOR REFLECTED CE1LIN5' FLAN/ EAVE FLAN I/4II - II_/111 &x12 TIMBER BEAMS W/ 6x& BRACKET PER%ily, TYP OF 3 THIS LOCATION I JOHN MUIR ARCHITECTS INC 201 MAIN STREET #304 CARBONDALE COLORADO 81623 (970) 704-9750 Phone: (970) 704-9750 Fax: (970) 704-0287 E -Mail: jma@sapris.net maim ISSUED FOR DATE PROGRESS 7.31.02 PERMIT 10.07.02 DRAWING REFLECTED CEILING PLAN DATE. 10.07.02 PR01EcT ASPEN GLEN CLUB LODGE A7.1 6x8 TIMBER BEAM I 11$ t iu it', FLAT ® I 4 Lu m !11 GI Q1 X `Pr I0'-0" AFF co I d� x 6x8 TIMBER BEAM 1 AL FLAT 0 AFF FLAT 10'-0" AFF 1)---<I---<I A] FLAT ‘41'10'-0" AFF AL CEILING SLOPES TO MATCH STAIR FRAMING OPEN TO STUDY ABOVE LOFT BARREL VAULT PER ._. n AL FLAT 0 '41'10'-a" AFF AL FLAT b' -S 1/4" AFF AL FLAT 0 S`-5 1/4" AFF FLAT @ 10'-0" AFF AL FLAT 0 10'-O" AFF AL FLAT 0 10'-O AFF f --- -< ›-- -- -I — -< AL FLAT o 8'-5 1/4" AFF T 4 Ix4 T45 ON 5x11 1/4" RAFTERS 0 24" O.C. TYP. C PORCH 8x 12 TIMBER BEAM W 6x8 AROHAD BEAM BELOW PER 456) TYP. OF 5 a PORCH SxS TIMBER POST TYP. OF 6 0 PORCH 1x4 T45 TYP. ® SOFFITS AT CLOSED EAVES MAIN FLOOR REFLECTED CE1LIN5' FLAN/ EAVE FLAN I/4II - II_/111 &x12 TIMBER BEAMS W/ 6x& BRACKET PER%ily, TYP OF 3 THIS LOCATION I JOHN MUIR ARCHITECTS INC 201 MAIN STREET #304 CARBONDALE COLORADO 81623 (970) 704-9750 Phone: (970) 704-9750 Fax: (970) 704-0287 E -Mail: jma@sapris.net maim ISSUED FOR DATE PROGRESS 7.31.02 PERMIT 10.07.02 DRAWING REFLECTED CEILING PLAN DATE. 10.07.02 PR01EcT ASPEN GLEN CLUB LODGE A7.1 1x4 Tib TYP. 0 SOFFITS AT CLOSED EAVES P SLOPE .4%.. 8:12 SLOPE 4.11/4 8:12 lU Ix4 716 ON 3x11 OUTRIGGERS ® 24" O.C. TYP. 0 OPEN EAVES 6x6 TIMBER RAFTER De 6x67 TIMBER RAFTER p SLOPE ' 8:12 4 FLAT 9'-O" AFF 111 Cl SLOPE 8:I2 111 - BARREL r�lY VAULT PER f SLOPE 8:92 BARREL VAULT PER A 6x6 TIMBER RAFTER 4 FLAT X` -X" AFF A. SLOPE b 8:12 6x6 TIMBER RAFTER T T SLOPE 8:12 joki FLAT 0 RI -O" AFF SLOPE 8:12 1 tu 4_ ci R Dv O O4 0 6x6 TIMBER RAFTER L11 SLOPE ii 8:12 4Q LL 6x6 TIMBER RAFTER SLOPE 8,12 Q` -O AFF bx[2 TIMBER RI DOE BARREL VAULT PER® 'x!2 TIMBER BEAM OR PER STRUCTURAL n 2 J DI Dl Sx12 TIMBER BEAM OR PER STRUCTURAL aCI an o st 5,412 TIMBER BEAMS W/ 4xBRACE PER TYP OF 4 THIS LOCATION Ix4 T416 ON 3x11 1/4" OUTRIGGERS ® 24" O.C. TYP. 0 OPEN EAVES 0. O 0 n I T 8x12 TIMBER BEAMS I4/ 4x TIMBER BRACKET PER 410 TYP OF 3 THIS LOCATION 6x12 TIMBER RIDGE Ix4 Td5 TYP. 6 SOFFITS AT CLOSED EAVES UPPER FLOOR REFLEGTED GEILING PLAN/ SAVE PLAN 1/4" = 11_0" cul t ll ih III ' 1 t1I11HIP113 11IE1 Yl"I 201 MAIN STREET #304 CARBONDALE COLORADO 81623 (970) 704-9750 Phone: (970) 704-9750 Fax: (970) 704-0287 E -Mail: jma@sopris.net ISSUED FOR DATE PROGRESS 7,31.02 PERMIT 10.07.02 DRAWING RJ:FLECTED CEILING PLAN DATE 10.07.02 PROJECT ASPEN GLEN CLUB LODGE A7.2 +TOP OF PLY. ELEV.IOO'-O" HI NIDOH HEAD SHINGLES - TYPICAL 3" = WOOD OR TILE FLOORING T.B.D. EXTERIOR DOOR THRESHOLD WOOD DECK INS i DOOR THRESHOLD PORCH a e•dbaiskais W6W01 Fel NOTE: REFER TO ENERGY REPORT FOR REQUIRED R—VALUE OF HALL C A A A A A I I D°OR THRESHOLD 11/2" = I' -O" JOIST HANGER FLOOR PLATE JOIST FOUNDATION TYPICAL FLOOR CONSTRUCTION HOOD DOOR DOOR THRESHOLD — SHIM AND CAULK AS REOUIRED COPPER FLASHING CONCRETE PATIO PER STRUCTURAL WITH SNOHMELT TUBING -- SLOPE 1/4 "/FT. TO GRADE WATERPROOF MEMBRANE — SHOWN DASHED FOUNDATION PROTECTION BOARD ON WATERPROOF MEMBRANE CONC. FOUNDATION WALL PER STRUCTURAL 2x FURRING W/ RIGID INS. VAPOR BARRIER 5/8 " GYP. HOOD SHINGLES OVER AIR MOISTURE N fL. BARRIER OVER I/2" FLYHD SHEATH. 2x68 16"O.G. R-11 BATT I NSULAT I ON - h MIL. POLY V.B. 5/8 " GYPBD. H/ FLASTER VENEER HATERF'RO F MEMBRANE - OVERLAP FLASH I NS FLASHINS 2X GANTILIEVER 2x H001::). TRIM HOOD TRIM GLAD V\ I NDOH HOOD SIDING OVER AIR MOISTURE INFIL. BARRIER OVER 1/2 H PLYWD SHEATHING 2x6@ 16" 0.G. R— I ci BATT INSULAT ON 6 MIL. POLY V.B. 5/8 °' GYPBD. WITH PLASTER VENEER WATERPROOF MEMBRANE OVERLAP FLASHING (ON EXPOSED HALLS) HOOD CASING FLASHING (ON EXPOSED HALLS) 2x6 HOOD TRIM HOOD DOOR DOOR HEAD a EXTERIOR SIDING 3'I = 1'-011 HOOD SIDING OVER A I R ef. MOISTURE INFIL. BARRIER OVER 1/2 " PLYWOOD SHEATHING 2 x 6 @ 16"O.G. R— I I BATT INSULATION 6 MIL. POLY V,B. 5/8 " GYPBD. WITH PLASTER VENEER HOOD GAS1 NG 2x6 HOOD TRIM HOOD DOOR DOOR JAMS @ EXTERIOR S 117 I NG 3" = 1'—V" HOOD S D I NC OVER A I R a MOISTURE INFIL. BARRIER OVER 1/2 " PLYWOOD SHEATHING 2x6@ 16" 0.G. R-1(1 BATT INSULATION 6 MIL. POLY V.B. 5/5 " GYPBD. HITH PLASTER VENEER FLASHING WOOD TRIM WATERPROOF MEMBRANE — OVERLAP FLASHING 2x WOOD TRIM GLAD WINDOW 1^111\11701^1 HEAD - TY' I GAL 3 = I -a HOOD SIDING OVER AIR a MOISTURE INFIL. BARRIER OVER 1/2 " PLYWOOD SHEATHING 2 x 6 @ 16" 0.G. R—Icl BATT INSULATION 6 MIL. POLY V.B. 5/8 " SYFBD. WITH PLASTER VENEER WOOD TRIM 2x6 HOOD TRIM GLAD HINDOH HI NDO1^l JAMB SIDING - TYPICAL 316 = 1 6-011 c.6 HOOD TRIM — SILL/APRON PER SPECIFICATIONS GLAD HINDOH 2x4 HOOD TRIM TYPICAL HALL CONSTRUCTION @ WAVY SIDING IAIIND01'1 SILL Cg SIDING - TYFIGAL 5" = 11-061 STONE FACING ON AIR a MOISTURE INFIL. BARRIER OVER 1/2" PLYWD. SHEATH. 2x6@ 16"O.G. BATT INSULATION 6 MIL. POLY V.B. 5/8 " GYPBD. H/ PLASTER VENEER —WEEP AT 2'-0" O.G. STONE LINTEL WATERPROOF MEMBRANE — OVERLAP FLASHING GUT DRIP STEEL ANGLE SUPPORT FLASHING 2x HOOD TRIM GLAD WINDOW HOOD TRIM H I NPOVJ HEAD @ STONE - STONE LINTEL 3" = 1'-011 STONE FACING ON AIR $ MOISTURE INFIL. BARRIER OVER 1/2 " PLYHOOD SHEATHING 2x6@ 16" 0.G. R—Iq BATT INSULATION 6 MIL. POLY V.B. 5/8 " CYPBD. WITH PLASTER VENEER 2x6 HOOD TRIM GLAD HINDOH HOOD TRIM © H3" I NDOVI' 6�I JAMS C� STONE - TYPICAL = -01 HOOD TRIM HOW JAMB/SILL EXTENSION GLAD HOOD WINDOW SLOPED STONE SILL GUT DRIP COPPER FLASHING STONE FACING ON AIR MOISTURE INFIL. BARRIER OVER 1/2 H PLYWOOD SHEATHING 2 x 6 @ I6°' O.G. R -2I BLOWN CELLULOSE INSULATION 6 MIL POLY V.B. 5/8 " SYPBD. WITH PLASTER VENEER IAIINDOW SILL @ STONE - TYPICAL 3" = I'-0" JOHN MUIR ARCHITECTS, INC 201 MAIN STREET #304 CARBONDALE COLORADO 81623 (970) 704-9750 Phone: (970) 704-9750 Fax: (970) 704-0287 E -Mail: jma@sopris.net ISSUED FOR DATE PROGRESS 7.31.02 PERMIT 10.07.02 DRAWING DETAILS DATE 10.07.02 PROJECT ASPEN GLEN CLUB LODGE A9.1 CEDAR SHINGLES ICE AND WATERSHIELD (SHOWN DASHED) 3'-0" SECTION OF CE AND WATERSHIELD OVERLAP FLASHING (SHOWN DASHED) COPPER FLASHING WITH DRIP EDGE FLY SHEATHING SEE STRUCT. \\*\ NN's NN2 \,* 14414‘ 1 \fj?' rA To, 12 NNNN, CORRUGATED METAL ROOFING FOAM BAFFLE - MAINTAIN AIRSPACE THROUGH TRANSITION OF ROOF PITCH BLOCKING AS REGU I RED ROOF DETAIL gI TGH GHANG 1 1/2" = 1'-0" 12 k -act CEDAR SHINGLES ICE AND WATERSHIELD (SHOWN DASHED) 3'-O" SECTION OF ICE AND WATERSHIELD OVERLAP FLASHING (SHOWN DASHED FOAM BAFFLE - MAINTA., I" AIRSPACE OFFER FLASHING WI TH�� DRIP EDGE PLY SHEATHING SEE STRUCT. z- CORRUGATED METAL ROOFING -- 1 ROOF DETAIL r 'ORGH 1 1/2" = 1'-0" 11/2 " x 6" CEDAR DECKING TYPICAL WALL CONSTRUCTION AT VERTICAL WOOD SIDING VARIES — SEE ROOF PLA 7W PLY. ROOF SHEATHING PER PLAN W.P. MEMBRANE GALV. MTL. EDGE �--� FLASHING 2 X 6 SHADOW BOARD ---PREFAB. ROOF TRUSS PER PLAN • •1• RIDGE DETAIL 11/2" = I'-0" 2 X 10 OUTLOOKER TO 1ST TRUSS 2 X 10 BLOCKING 2 X 12 FASCIA I X 4 -1-0 SOFFIT W/ VENTING PER U.B.G. PROVIDE 2 X 6 TRIM @ WOOD SHINGLE SIDING AREAS EXTERIOR PLASTER OR WOOD SHINGLE SIDING PER ELEVATIONS TYPICAL WALL CONSTRUCTION AT WOOD SIDING SAVE DETAIL 0 STONE 1 1/2" = 1'--0" FOAM BAFFLE - MAINTAIN 1" AIRSPACE CEDAR SHINGLES ICE AND WATERSHIELD (SHOWN DASHED) PLY SHEATHING SEE STRUCT. 11/2 " x CEDAR DECKING 3'-0" SECTION OF ICE AND WATERSHIELD OVERLAP FLASHING (SHOWN DASHED) 2xI2 RAFTER TAIL SCABBED TO PER -FAS TRUSS Y*1HERE REO'D COPPER FLASHING WITH DRIP EDGE 2x6 CEDAR FASCIA 2x10 CEDAR FASCIA 3" CONTINUOUS INSECT SCREEN TYPICAL WALL CONSTRUCTION AT STONE VENEER .AM BAFFLE - MAINTAIN I" AIRSPACE CEDAR SHINGLES ICE AND WATERSHIELD 1'-6" (SHOWN DASHED) FLY SHEATHING SEE STRUCT. 1 I/2 " x 6" CEDAR DECKING 3'-0" SECTION OF ICE AND WATERSH I ELD OVERLAP FLASHING (SHOWN DASHED) 2xI2 RAFTER TAIL SCABBED TO PER -FAB TRUSS WHERE REO'D COPPER FLASHING WITH DRIP EDGE 2x6 CEDAR FASCIA 2xIO CEDAR FASCIA c5" " CONTINUOUS INSECT SCREEN TYPICAL WALL CONSTRUCTION AT BOARD ON BOARD SIDING EAVE DETAIL @ SOARD ON 5OARD SIDING I I/2" = 1'-0" 2,_p„ EAVE DETAIL 0 SIDING FOAM BAFFLE - MAINTAIN I" AIRSPACE PLY SHEATHING SEE STRUCT. ICE AND WATERSHIELD (SHOWN DASHED) CORRUGATED METAL ROOFING 3'-0" SECTION OF ICE AND WATERSHIELD OVERLAP FLASHING (SHOWN DASHED) COPPER FLASHING WITH DRIP EDGE 2x4 CEDAR FASCIA 2x8 CEDAR FASCIA 11/2 " x 6" CEDAR DECKING 2X CEDAR TRIM WITH 2" DIA HOLE AND INSECT SCREEN (I PER JOIST SPACE) 3x12 TIMBER RAFTER SEAM SCABBED INTO FRAMING TYPICAL WALL CONSTRUCTION AT WOOD SIDING 11/2" = 1'-0" (JOHN MUIRM�� ARCHITECTS, INC 201 MAIN STREET #304 CARBONDALE COLORADO 81623 (970) 704-9750 Phone: (970) 704-9750 Fax: (970) 704-0287 E -Mail: jma@sopris.net 07� ;c) 0 u Com- 1 Mblcdf)% z — :12 ISSUED FOR DATE PROGRESS 7.31.02 PERMIT 10.07.02 DRAWING DETAILS DATE 10.07.02 PROJECT' ASPEN GLEN CLUB LODGE A9.2 T.O.W. - 99'-9 3/4" B.O.W. - 96'-9 3/4" 1 2� `4J ISOLATED COLUMN FOOTING SIZES AND REINFORCEMENT 35'-6' 7'-0" 7-0' 21"4' 37'-2112" 59.-r I 8 1' 27-3 1/2" 5'-10" 8'-0" RE: TYP. STONE VENEER SUPPORT DETAIL ON SHEET S2 AT CROSS HATCHED LOCATIONS (TYPICAL —'T T.O.W. - 99'-9 3/4" B.O.W. - 96'-9 3/4" BEAM 6'-8 3/4" r BEAM SADDLE SEE DETAIL ON S2 8" N I) 14'-4314' CRAWL SPACE PKT 14'-11 1/2' T.O.W. - 99'-9 3/4" B.O.W, - 96'-9 3/4" 35-101 • 1 A S2 • • T.O.W. - 99'-9 3/4" - 96'-9 3/4" 21'-7112' J 2 3/4.` 1'-10112" r 8 rl I Im:1-1;c7) ' 141-5' r --i 'v - Li 0 W 10 x 54 STEEL BEAM (DROPPED) (2 SPAN CO 10 1/8" H. x 10' W. T.O. BEAM 282 7/8" - ems_ - - . --WINWIW - 1 L BEAM SPLICE -- SEE DETAIL I" ON S2 {r WEB STIFFENER SEE DETAIL ON S2 20'-6 3/4' 2'-0' 4 N W10x54STEEL BM (DR 101/8" H. x 10" W. T.O. BEAM = 98'-9 7t6' 1 _. - L 'I 5117 alp WEB STIFFENER rn SEE DETAIL ON S2 BEAM PKT T.O.W. - 99`-9 3/4" B.O.W. - 96'-9 3/4" 1 9'-11' WEB STIFFENER SEE DETAIL ON S2 W 10 x 22 STEEL TEAM (DROPPED}j3P: QNUOUS) 101/8"H.x5314"W. T.O.BEAM =98' - - Ir J WEB STIFFENER SEE DETAIL ON 52 WEB STIFFENER SEE DETAIL ON S2 11'-10112" 9 i' r1 I col Q7 M tri NCI M CA o al 0 7-0" 1111 MIIMINWM 12'-0" T.O.W. - 99'-9 3/4" B.O.W. - 96'-9 3/4' 8 6'-81/2" r X.. CV V5 1---- PED) (SPAN CONTINUOUS) 1 o 0 o I 1 r1 16'-2' - -- BEAM SADDLE SEE DETAIL ON S2 - I - I _L._ L-- —J 21'-0" r-0" 1 5'.5" W 10 x 15 STEEL BEAM (DROPPED) 10"H.x4"W. T.Q. BEAM = 98'-9 718' 51/4" L 4'-6 3/4" O' 20'-6" T.O.W. - 99'-9 3/4' B.O.W. - 96'-9 3/4' 15'-61/4' 51/4" SEE CORNER SADDLE DETAIL ON S-1EET S2 SEE CORNER SADDLE DETAIL ON SHEET 52 °Q L T.O,W. - 99'-9 3/4" B.O.W. - 96'-9 3/4" 1T-4 1/2" 17-6" SEE PILASTER DETAIL ON SHEET S2 (TYPICAL) BEAM \ BEAM PKT PKT 2' T.O.W. - 99'-0" B4O.W. - 96'-9 3/4" 6'-9" 6'-6 3/4" BEAM PKT 5-8" r6. 21/2" W. x 9 3/4" D. INTERIOR LEDGE (TYPICAL IN GARAGE) BEAM SADDLE SEE DETAIL ON S2 STEP T.O.W. 0'-9 3/4" L 8' { J 6'-4' 8" / 2-0' So T.O.W. - 99'-0' B.O.W. - 96-9 3/4" 6'-9" 1 L /1 SEE PILASTER ON SHEET S2 (TYPICAL) 6'-8 1/2" DETAIL 2x TREATED SILL PLATE (TYPICAL) WI 1/2" DIA. x 10" LONG ANCHOR BOLTS [$ 3'-0" O.C. & 6" FROM PLATE ENDS. (3" EXPOSED ABOVE T.O.W.) GARAGE 27-71/2" T.O.W. - 99'-0' B.O.W. - 96'-9 3/4" , 2'-5112' LIQ WWWWWIrlillarr T.O.W. - 99'-0' B.O.W. - 96'-9 3/4" 6'-91/2' ✓ T.O.W. - 99'-0' B.O.W. - 96'-9 3/4" 4 N RE: TYP. STONE VENEER SUPPORT DETAIL ON SHEET S2 AT CROSS HATCHED LOCATIONS (TYPICAL -17 T.O.W. - 99'-9 3/4" 96'-9 3/4" 1.8 ZNI 19'-0' E -i T.O.W. - 99'-0" B.O.W. - 96'-9 3/4" 20'-6" 7-0" 96'-0" 3) ALL FOOTINGS TO BE 'I'-4" W. x 8}1 D. U.N.O. 30'-0' 5 6 .7411-/- *t51 -- FOUNDATION PLAN SCALE: 1/4" =1'-0" A (H NOTE: FIELD VERIFY T.O.W. WALL STEPS. SEE STEP DETAIL ON SHEET S2. MAINTAIN 3'-0" MINIMUM FROST DEPTH BELOW FINAL GRADE ON ALL FOUNDATION WALLS. VERIFY AND ACCOMODATE ALL BASEMENT WINDOWS. CHANGES TO B.O.W. STEPS TO BE VERIFIED BY THIS OFFICE. I NOL 1 2002 FOOTING SIZE REINFORCEMENT 0 7-8" SQ. x 12" DEEP 3- #5 GRD 60 REBAR EACH WAY �/B, 3'-0" SQ. x 12" DEEP 4- #5 GRD 60 REBAR EACH WAY () 3'-3' SQ. x 12" DEEP 4- #5 GRD 60 REBAR EACH WAY 3`-6" SQ. x 12" DEEP 4- #5 GRD 60 REBAR EACH WAY 0E 4'-0' SQ. x 12" DEEP 5- #5 GRD 60 REBAR EACH WAY OF 4'-9" SQ. x 12" DEEP 5- #5 GRD 60 REBAR EACH WAY 35'-6' 7'-0" 7-0' 21"4' 37'-2112" 59.-r I 8 1' 27-3 1/2" 5'-10" 8'-0" RE: TYP. STONE VENEER SUPPORT DETAIL ON SHEET S2 AT CROSS HATCHED LOCATIONS (TYPICAL —'T T.O.W. - 99'-9 3/4" B.O.W. - 96'-9 3/4" BEAM 6'-8 3/4" r BEAM SADDLE SEE DETAIL ON S2 8" N I) 14'-4314' CRAWL SPACE PKT 14'-11 1/2' T.O.W. - 99'-9 3/4" B.O.W, - 96'-9 3/4" 35-101 • 1 A S2 • • T.O.W. - 99'-9 3/4" - 96'-9 3/4" 21'-7112' J 2 3/4.` 1'-10112" r 8 rl I Im:1-1;c7) ' 141-5' r --i 'v - Li 0 W 10 x 54 STEEL BEAM (DROPPED) (2 SPAN CO 10 1/8" H. x 10' W. T.O. BEAM 282 7/8" - ems_ - - . --WINWIW - 1 L BEAM SPLICE -- SEE DETAIL I" ON S2 {r WEB STIFFENER SEE DETAIL ON S2 20'-6 3/4' 2'-0' 4 N W10x54STEEL BM (DR 101/8" H. x 10" W. T.O. BEAM = 98'-9 7t6' 1 _. - L 'I 5117 alp WEB STIFFENER rn SEE DETAIL ON S2 BEAM PKT T.O.W. - 99`-9 3/4" B.O.W. - 96'-9 3/4" 1 9'-11' WEB STIFFENER SEE DETAIL ON S2 W 10 x 22 STEEL TEAM (DROPPED}j3P: QNUOUS) 101/8"H.x5314"W. T.O.BEAM =98' - - Ir J WEB STIFFENER SEE DETAIL ON 52 WEB STIFFENER SEE DETAIL ON S2 11'-10112" 9 i' r1 I col Q7 M tri NCI M CA o al 0 7-0" 1111 MIIMINWM 12'-0" T.O.W. - 99'-9 3/4" B.O.W. - 96'-9 3/4' 8 6'-81/2" r X.. CV V5 1---- PED) (SPAN CONTINUOUS) 1 o 0 o I 1 r1 16'-2' - -- BEAM SADDLE SEE DETAIL ON S2 - I - I _L._ L-- —J 21'-0" r-0" 1 5'.5" W 10 x 15 STEEL BEAM (DROPPED) 10"H.x4"W. T.Q. BEAM = 98'-9 718' 51/4" L 4'-6 3/4" O' 20'-6" T.O.W. - 99'-9 3/4' B.O.W. - 96'-9 3/4' 15'-61/4' 51/4" SEE CORNER SADDLE DETAIL ON S-1EET S2 SEE CORNER SADDLE DETAIL ON SHEET 52 °Q L T.O,W. - 99'-9 3/4" B.O.W. - 96'-9 3/4" 1T-4 1/2" 17-6" SEE PILASTER DETAIL ON SHEET S2 (TYPICAL) BEAM \ BEAM PKT PKT 2' T.O.W. - 99'-0" B4O.W. - 96'-9 3/4" 6'-9" 6'-6 3/4" BEAM PKT 5-8" r6. 21/2" W. x 9 3/4" D. INTERIOR LEDGE (TYPICAL IN GARAGE) BEAM SADDLE SEE DETAIL ON S2 STEP T.O.W. 0'-9 3/4" L 8' { J 6'-4' 8" / 2-0' So T.O.W. - 99'-0' B.O.W. - 96-9 3/4" 6'-9" 1 L /1 SEE PILASTER ON SHEET S2 (TYPICAL) 6'-8 1/2" DETAIL 2x TREATED SILL PLATE (TYPICAL) WI 1/2" DIA. x 10" LONG ANCHOR BOLTS [$ 3'-0" O.C. & 6" FROM PLATE ENDS. (3" EXPOSED ABOVE T.O.W.) GARAGE 27-71/2" T.O.W. - 99'-0' B.O.W. - 96'-9 3/4" , 2'-5112' LIQ WWWWWIrlillarr T.O.W. - 99'-0' B.O.W. - 96'-9 3/4" 6'-91/2' ✓ T.O.W. - 99'-0' B.O.W. - 96'-9 3/4" 4 N RE: TYP. STONE VENEER SUPPORT DETAIL ON SHEET S2 AT CROSS HATCHED LOCATIONS (TYPICAL -17 T.O.W. - 99'-9 3/4" 96'-9 3/4" 1.8 ZNI 19'-0' E -i T.O.W. - 99'-0" B.O.W. - 96'-9 3/4" 20'-6" 7-0" 96'-0" 3) ALL FOOTINGS TO BE 'I'-4" W. x 8}1 D. U.N.O. 30'-0' 5 6 .7411-/- *t51 -- FOUNDATION PLAN SCALE: 1/4" =1'-0" A (H NOTE: FIELD VERIFY T.O.W. WALL STEPS. SEE STEP DETAIL ON SHEET S2. MAINTAIN 3'-0" MINIMUM FROST DEPTH BELOW FINAL GRADE ON ALL FOUNDATION WALLS. VERIFY AND ACCOMODATE ALL BASEMENT WINDOWS. CHANGES TO B.O.W. STEPS TO BE VERIFIED BY THIS OFFICE. I NOL 1 2002 PIPDESIGN INC 0105 EDWARDS VILLAGE BLVD, STE #E-202 P.O. BOX 2448 - EDWARDS, CO 81632 P: 970.926.5045 F: 970.926.5782 CARBONDALE, COLORADO WEITZ-NORRIS © 2002 MARTIN DESIGN, INC. The use of these documents and drawings shall be restricted to the original project for which they were prepared and any publication of these documents and specifications is expressly limited to such project Re -use, reproduction or publication by any method, in whole or in part, of these documents and drawings is prohibited. Title of these documents and drawings remains with MARTIN DESIGN, INC. MARTIN DESIGN, INC. retains all federal, state and all common law copyright protections. 17 U.S.C. section 101 at seq. ISSUED FOR: CONSTRUCTION DOCUMENTS S JKS 0 DATE N c Ob PROJECT NUMBER 02,E SPREAD FOOTING FOUNDATION PLAN 9 S1 2x SILL PLATE (TYPICAL) 0 WI 1/70 x 10' L. ANCHOR BOLTS @ 3'-0" O.C. AND 6" FROM PLATE ENDS 7" MINIMUM EMBEDMENT (3" EXPOSED ABOVE T.O.W.) T.O. PLYWOOD 100'-0' T.O. FND WALL 99'.9 3/4" 11 718"TJI FLOOR SYSTEM @ 16" O.C. (JOISTS PARALLEL TO WALL @ SIM. CONDITION) FOR WALLS EXCEEDING 3'-0" IN HEIGHT, PROVIDE ADD'L #3 GRD 60 AT 18" O.C. EACH WAY T.O. FOOTING 2-#5 GRD601 CONT. TOP z 0 1/2" EXPANSION JOINT MATERIAL 4" CONCRETE SLAB (IF SOIL IS HERE, SLOPE AWAY FROM BUILDING PER SOILS REPORT) /\/, //\/\ EQ. 96'-9 3/4" 245 GRD60 CONT. IN FOOTING PROVIDE 245 x 4'-0" L. GRD60 HORIZ (FOR W8 & 10) or PROVIDE 34/5 x 4"-0" L. GRD60 HORIZ (FOR W 12) @ 4" O.C. PLACE FIRST BAR WI 2' COVER FROM TOP OF WALL 9 2-#5 GRD60 CONT. BOTTOM z S' SECTION S2 PROVIDE 445 GRD60 VERT @ 12" O.C. TO WITHIN 2" OF T.O.W. EXTEND 7-0" MINIMUM BELOW BOTTOM OF POCKET 4" MIN. SCALE: 1/2" =1 `-0" DRAIN TYPE & LOCATION PER SOILS REPORT AND BUILDER REQUIREMENTS 145 GRD60 @ 24" Q.C.' BENT AS SHOWN REFER TO PLAN & WALL SECTIONS SEE PLAN 4 SECTION BEAM POCKET REINFORCING N.T.S. 314"0 HOLE (TYP), CONNECT SADDLE ANGLE TO FOUNDATION WALL W/ (2) 518'0 EXPANSION 7 ANCHORS (4" MINIMUM EMBEDMENT) 0 L4x4x114" VERTICAL STEEL ANGLE 1112" 0 L4x4x3/4" SEAT ANGLE ALL CONTACT EDGES,> 3116 8 1/4" III 50d NAIL @ 32" O.C. & AT WALL ENDS FOR LATERAL STABILITY (PRE -DRILL HOLE IN UPPER PLATE 1/8" LARGER THAN DIAMETER OF SPIKE) MINIMUM VOID SPACE PER SOILS REPORT (STUDS & DRYWALL) TRIM NAILED TO SLAB PLATE ONLY FRONT 2x6 STUD WALL W/ PLYWOOD SHEATHING 2x SILL PLATE (TYPICAL) W1112"0 x 10" L. ANCHOR BOLTS @ 1'-0' O.C. AND 6" FROM PLATE ENDS 7" MINIMUM EMBEDMENT (3" EXPOSED ABOVE T.O.W.) 2x12 LEDGER ATTACHED TO FND. WALL W/ 3/4" DIA. x 4" EMBED EXPANSION ANCHORS @ 16" O.C. STAGGERED. PLACE TOP ANCHORS 3" MIN. FROM TOP OF CONCRETE STONE FIREPLACE VENEER TO BE SUPPORTED BY FND. ONLY - DO NOT BEAR STONE ON WOOD #5 GRD 60 REBAR @ 12" O.C. EACH WAY @ TOP @ BOTTOM OF PIER #5 GRD 60 REBAR @ 8" O.C. EACH WAY IN FOOTING 1/4" STEEL PLATE EACH SIDE DO NOT WELD __ AT CORNERS 3/16 3116 STEEL BEAM 112" EXPANSION JOINT MATERIAL 4" CONCRETE PATIO SLAB 7 I 4'TYP 3`-5112" 112" WEB STIFFENER MAY BE SHOP FABRICATED. LOCATE STIFFENERS WITHIN 6" OF SUPPORT OR CONCENTRATED LOAD. WEB STIFFENER DETAIL N.T.S. TOP ROW OF REINFORCING CONTINUOUS BELOW POCKET REFER TO WALL SECTIONS LINE OF FOUNDATION CORNER PURLIN or BEAM (SEE PLAN) 1" MAX. 112" MAX. GAP AT BEAM ENDS 6"x6112"x318' STEEL PLATE 1 112" TYP RE: TYP. STONE VENEER SUPPORT DTL. ON THIS SHT. SECTION SCALE: 112' =1'-0" (2) 718 0 HOLES IN EACH BEAM & EACH END OF PLATE. FASTEN SPLICE PLATE & BEAMS W1 (4) 3/4" 0 A325 BOLTS. 2.1 70 0 \. 6112" W 8x10 or LARGER or W 10x12 or LARGER SHEAR BEAM SPLICE DETAIL FOR W 8 or W 10 BEAMS MAX. SHEAR =18 kips 3/8" STEEL PLATE (10" x 174) i 4 1/2" LI r` 1'-5' SIDE CORNER SADDLE DETAIL N.T.S. PARTITION SILL PLATE FASTENED TO SLAB CONCRETE FLOOR SLAB TYPICAL NON -LOAD BEARING PARTITION N.T.S. MAX. LOAD e• 11,400 lbs FOR FOUNDATION AND FOOTING REINFORCEMENT AND DIMENSIONS RE: SECTIONS 2.4 318" STEEL PLATE (10" x 17') 1 118"0 HOLE (EYP), CONNECT SADDLE PLATE TO FOUNDATION WALL WI (4) 1"0 EXPANSION ANCHORS (6" MINIMUM EMBEDMENT) NOTE: FOR PURLINS, CONNECT SADDLE PLATE TO FOUNDATION WALL WI (4) 518'0 EXPANSION ANCHORS (4" MINIMUM EMBEDMENT) (MAXIMUM PURLIN LOAD = 8,000 Ibs) MAXIMUM 6' THICK STONE r0VENEER W/ DIRECT BEARING ON CMU BLOCK 4' CONCRETE SLAB (IF SOIL IS HERE, SLOPE AWAY FROM BUILDING PER SOILS REPORT) \ N4f\\;/ \// / ''‘)<\\\\\ '\ ' 4" SOLID GROUTED CMU BLOCK W/ FULL BEARING ON FOOTING MI TYPICAL STONE VENEER SUPPORT N.T.S. 0 cV #5 GRD 60 BENT BAR IN EACH CORNER AND 18" O.C. ALONG PERIMETER EXTEND TO TOP OF PIER & BEND AS SHOWN w LL 2x SILL PLATE (TYPICAL) W/1/2"0 x 10" L. ANCHOR BOLTS @ 3'-O" O.C. AND 6" FROM PLATE ENDS 7" MINIMUM EMBEDMENT (3" EXPOSED ABOVE T.O.W.) T.O. PLYWOOD 100'-0' TO. FM) WALL 99'-9 314' 8x8 TIMBER COLUMN SIMPSON CB88 POST BASE INSTALLED PER MANUF. SPECIFICATIONS JJ El \s \ice\ •,\ /�`.'��\\ 7/\\/,/,_ #3 GRD 60 TIES @ TOP, BOTTOM, AND MIDHEIGHT OF PIER (3)- #5 GRD 60 REBAR EACH WAY IN FOOTING 11 718' TJI FLOOR SYSTEM 4) 16' O.C. (JOISTS PARALLEL TO WALL @ SIM. CONDITION) FOR WALLS EXCEEDING 3'-0" IN HEIGHT, PROVIDE ADD'L #3 GRD 60 AT 18" O.C. EACH WAY T.O. FOOTING 96'-9 3/4" STONE VENEER 112' EXPANSION JOINT MATERIAL 4" CONCRETE PATIO SLAB 1'-0" SQ. 2'-2' SQ. 4' TYP SECTION SCALE: 1/2" =1'-0" 1/2" EXPANSION JOINT MATERIAL #5 GRD 60 BENT BAR IN EACH CORNER. EXTEND TO TOP OF _ PIER & BEND AS SHOWN "- 2112' WIDE SLAB LEDGE IN GARAGE. RE: LEDGE DETAIL THIS SHEET FOR ADDITIONAL WALL REINFORCEMENT @ LEDGE 4" CONCRETE GARAGE SLAB 245 GRD60 CONT. TOP \'\)e\j> /\\j\ 245 GRD60 CONT. IN FOOTING EQ. (1) EQ. 245 GRD60 CONT. BOTTOM 8" 1'-4" SEE WALL SECTIONS FOR REINFORCING MATCH REINFORCING @ CORNER W/ REINFORCING IN WALL SECTIONS TYPICAL CORNER REINFORCING N.T.S. FOR FOUNDATION AND FOOTING REINFORCEMENT AND DIMENSIONS RE: SECTIONS MAXIMUM 6" THICK STONE VENEER W1 DIRECT [i BEARING ON STEEL ANGLE 4" CONCRETE SLAB (IF SOIL IS HERE, SLOPE AWAY FROM BUILDING PER SOILS REPORT) NOTES: SECTION SCALE: 112" =1'-0" L6x6x112 CONTINUOUS STEEL ANGLE ATTACHED TO FOUNDATION WALL WI 3/4" DIA. x 4 314" EMBEDMENT EXPANSION ANCHORS (HILTI KWIK-BOLT II) @ 12' 0.C. - EXPANSION ANCHORS MUST BE PLACED BELOW TOP ROW OF HORIZONTAL WALL REINFORCEMENT 1) THIS APPLICATION IS FOR STONE VENEER UP TO 12'-0' IN HEIGHT ONLY. IF STONE VENEER EXCEEDS 12°-0" IN HEIGHT TYPICAL STONE VENEER SUPPORT MUST BE USED. 2) STEEL ANGLE SHOULD BE PROTECTED AGAINST DETERIORATION IF PLACED IN SOIL. 3) CARE SHOULD BE TAKEN WHEN DRILLING HOLES FOR EXPANSION ANCHORS SUCH THAT WALL CRACKS FROM DRILLING SHOULD BE REPAIRED. ALTERNATE STONE VENEER SUPPORT N.T.S. DRAIN TYPE & LOCATION PER SOILS REPORT AND BUILDER REQUIREMENTS 145 GRD60 @ 24' 0.C. BENT AS SHOWN FOUNDATION WALL — zZ UJ 't1 4" CONCRETE T.O. GARAGE SLAB GARAGE SLAB T.O. FND, WALL FOR WALLS EXCEEDING 3'-0" IN HEIGHT, PROVIDE ADD'L #3 GRD 60 AT 18' Q.C. EACH WAY T.O. FOOTING 96°-9 314" 6" 112" EXPANSION JOINT MATERIAL 2112" WIDE SLAB LEDGE IN GARAGE. RE: LEDGE DETAIL THIS SHEET FOR ADDITIONAL WALL REINFORCEMENT @ LEDGE 4 T.O. FND. WALL 99'-9 3/4' 4' CONCRETE GARAGE SLAB 24' #5 GRD 60 BARS @ 24' 0.C. BENT AS SHOWN 112" EXPANSION JOINT MATERIAL DRIVEWAY \;!\�\\ EQ. 245 GRD60 CONT. TOP 245 GRD60 CONT. IN FOOTING FOR WALLS EXCEEDING 3'-0" IN HEIGHT, PROVIDE ADD'L #3 GRD EQ. 60 AT 18" O.C. EACH WAY T.O. FOOTING EQ. 245 GRD60 CONT. BOTTOM EQ. 96`-9 314' STEEL BEAM — RE: PLAN 245 GRD60 CONT. IN FOOTING I'-4" SECTION SCALE: 1/2' =1'-0" g L'141 N So DRAIN TYPE & LOCATION PER SOILS REPORT AND BUILDER REQUIREMENTS 145 GRD60 @ 24" O.C. BENT AS SHOWN 2x SILL PLATE (TYPICAL) ' kcq rt W1 112'0 x 10" L ANCHOR BOLTS @ 3'-0" Q.C. AND 6" FROM PLATE ENDS 7" MINIMUM EMBEDMENT (3" EXPOSED ABOVE T.O.W.) GRADE: SLOPE PER SOILS REPORT CRD60 cbN''. TOP _ 245 GRD60 CONT. BOTTOM 4 1'-4' SECTION S2 112"0 EXPANSION ANCHORS -2 PER SADDLE LEG - (4" MINIMUM EMBEDMENT) SCALE: 112" =1'-0" NOTE: ALL EXPANSION ANCHORS SHALL BE INSTALLED ABOVE BOTTOM ROW OF REINFORCING. SADDLE LEGS MAY REQUIRE ADDITIONAL LENGTH BASED ON BEAM SIZE, VOID THICKNESS & LOCATION OF BOTTOM ROW OF REINFORCING BOTTOM ROW OF REINFORCING 114 EDGES 24' BEAM SADDLE DETAIL N.T.S. 3'-0" MIN. L4x4x318" STEEL ANGLE 245 GRD60 BENT AS SHOWN REFER TO WALL SECTIONS FOR TYPICAL WALL REINFORCING IF 8.0 W. STEP EXCEEDS 3'-0', PROVIDE 245 GRD60 DIAG., EXTEND DIAGONAL BARS TO TOP & BOTTOM ROW EXTEND BOTTOM ROW 2'-0" MINIMUM BEYOND STEP 7-0" MINIMUM LAP SPLICE EXTEND TOP ROW 7-0" MINIMUM BEYOND, STEP 7-0" MINIMUM LAP SPLICE TYPICAL FOUNDATION STEP REINFORCING N.T.S. 245 GRD60 BENT AS SHOWN z 2 N 24' _z 0 om z0 DRAIN TYPE & LOCATION PER SOILS REPORT AND BUILDER REQUIREMENTS 145 GRD60 @ 24" 0.C. BENT AS SHOWN 8" 6" STRUCTURAL NOTES: (UNLESS NOTED OTHERWISE ON PLANS) PROVIDE 145 GRD60 HORIZ WITH 2" COVER FROM TOP OF LEDGE WHEN DEPTH OF LEDGE EXCEEDS 8". PROVIDE 145 GRD60 HORIZ AT MID -DEPTH OF LEDGE WHEN DEPTH OF LEDGE EXCEEDS 18", DEPTH OF LEDGE NOT TO EXCEED 24" _ REFER TO PLAN & WALL SECTIONS REFER TO PLAN FOR LEDGE WIDTH PROVIDE #5 GRD60 VERT @ 18' O.C. TO WITHIN 3" OF T.O.LEDGE WHEN DEPTH OF LEDGE EXCEEDS 12'. EXTEND 2'-0" MINIMUM BELOW B.O.LEDGE. LEDGE DETAIL N.T.S. I--- I 145 GRD60 CAGED @ l-- TOP, MIDSPAN & BOTTOM 1 145 GRD60 VERT © CORNERS TIED TO FOOTING DOWELS PLAN FOOTING: SEE PLAN FOR SIZE & REINFORCING 145 GRD60 CAGED @ TOP, MIDSPAN & BOTTOM #5 GRD60 @ CORNERS BENT ' AS SHOWN 145 GRD60 VERT CORNERS TIED TO FTG DOWELS FOOTING: SEE PLAN FOR SIZE & REINFORCING FOUNDATION PILASTER DETAIL 1.0 SCOPE: THIS SPECIFICATION OUTLINES THE STRUCTURAL DESIGN SPECIFICATIONS FOR THE ASPEN GLEN CLUB LODGE, WHEN A DIFFERENCE EXISTS BETWEEN THIS SPECIFICATION AND ANY OTHER GOVERNING CODE, THE MORE STRINGENT SHALL CONTROL. ANY OTHER ITEMS NOT COVERED THEREIN SHALL BE COMMENSURATE VVITH GOOD ENGINEERING PRACTICE. 2.0 APPLICABLE CODES AND STANDARDS: 2.1 UNIFORM BUILDING CODE - 1997 EDITION. 2.2 AISC MANUAL OF STEEL CONSTRUCTION - 9tli EDITION. 2.3 ACI BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE - ACI 318-89 (REVISED 1992) 2.4 AMERICAN WOOD COUNCIL - NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION - 1997 EDITION. 3.0 DESIGN LOADS: 3.1 DEAD LOADS: WEIGHT OF STRUCTURE AND ALL THINGS PERMANENTLY ATTACHED. FLOORS 25 PSF (WITH STONE FLOORING 55 PSF) ROOF - 15 PSF 3.2 LIVE LOADS: SNOW LOAD - 40 PSF FLOOR LOAD - 40 PSF WIND LOAD - 80 MPH, EXPOSURE B SEISMIC ZONE 1 4.0 FOUNDATION: 4.1 THIS FOUNDATION MUST BE IN COMPLIANCE WITH THE SOILS REPORT BY HEPWORTH-PAWLAK GEOTECHNICAL, INC., JOB NUMBER 199 345, DATED MAY 21, 1999. FOR COMPLETE FOUNDATION AND DRAINAGE REQUIREMENTS, SEE THIS REPORT. 4.2 CONVENTIONAL SPREAD FOOTINGS: 4.2.1 MAXIMUM DESIGN BEARING PRESSURE - 3,000 PSF 4.2.2 FOOTINGS TO BE PLACED ON UNDISTURBED NATURAL SOILS. REMOVE ALL SOFT POCKETS. FILL NOT ALLOWED. 4.2.3 FOOTINGS SHALL BE REINFORCED FOR THEIR FULL LENGTH WITH 2, #5 GRADE 60 BARS. 4.2.4 THE BOTTOM OF FOOTINGS SHALL BE A MINIMUM OF 36" BELOW FINAL GRADE FOR FROST PROTECTION. 4.2.5 FOUNDATION HAD BEEN DESIGNED FOR AN EQUIVALENT FLUID PRESSURE OF 50 PCF. 5.0 MATERIALS: 5.1 GROUT: 5.1,1 GROUT SHALL BE LOW -SHRINK, H1GH-STRENGTH DRY PACK, MINIMUM COMPRESSIVE STRENGTH SHALL BE 3,000 psi OR GREATER. 5.2 CONCRETE: 5.2.1 ALL CONCRETE SHALL DEVELOP TO 3,000 psi 28 -DAY MINIMUM COMPRESSIVE STRENGTH, 5.2.2 ALL CONCRETE SHALL BE TYPE II. 5.2.3 ALL REINFORCING SHALL BE CONTINUOUS AROUND CORNERS AND ACROSS STEP-DOWNS. 5.2.4 REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60. 5.2.5 ALL REINFORCING LAP SPLICES SHALL BE 18' MINIMUM. 5.3 STEEL: 5.3.1 STEEL BEAMS AND COLUMNS SHALL BE A36 CARBON STEEL. MINIMUM YIELD STRENGTH SHALL BE 36 ksi OR GREATER. 5.3.2 MINIMUM ULTIMATE TENSILE STRENGTH SHALL BE 58 to 80 ksi. 6.0 ISOLATE ALL DOOR JAMBS FROM FLOOR SLABS A MINIMUM OF 1/2" TO ALLOW FOR MINOR MOVEMENT. 7.0 THE SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS ON THIS PLAN PRIOR TO CONSTRUCTION. (.9 0 0 0 CO 0 PO rsi 0 co ON ON 141 01-1-1° z G•=2 w 059 Z 0 co co 0 LJJ TION DOCUMENTS 0 CD PROJECT NUMBER; 021333 FOUNDATION NOTES, SECTIONS AND DETAILS S2 BEAM ' SADDLE 0 0 J r 1 r 1 r SEE SHEET S7 FOR STEEL FRAME AT CHIMNEY 2x12 PRESSURE TREATED LEDGER ATTACHED TO FOUNDATION -�WALL WI2ROWS OF3/4"DIA. EXPANSION ANCHORS @ 16" O.C. ,,STAGGERED - MAINTAIN 4" EMBEDMENT 1, r 1 T.O. PLYWOOD F 1r 1 W 10 z 54 STEEL B EAM (DROPPED) (2 SPAN 101/8" H.x 10"W. T.O. BEAM = 98'-9 778" L J L J L al 1111•11.1a Midamml•Mir J L IL J L rswr r 0 1 r WEB STIFFEN SEE DET, ON t- J L J ER IL S6 1 BEAM PKT L J L J L 7 J BEAM SPLI SEE I ETAI ON S5._.._.. L L J L 1 BEAM SADDLE 0 r 1 r 77 1 r 7 r 7F 1 r 111 r 1 0 0 0 o as r WEB STIFFENER AT W 10x 54 STEEL BEAM SEE DETA L ON S6 W 10 c 54 S'EEL BEAM (DROPPED) (3 SPAN CONTINUOU 3) 101/8H.x'0"W. T.O. BEAM ; 98'-9 •/8" 0JLJ war - --r.- — ---- r` - WEB STI =FENER SEE DETA L ON S6 r WEB STIFFE NER PT W10x54STEEL BUM —I SEE DETAL ON 36 W 10 z 15 STEEL BEAM (DROPPED) 10"H.x4'VWl T.O. BEAM = 98'-9 718" - L JL: JL JL JL JL JL JL JL., JL J I- 1 r AD„ UST JOIST SDACIN AS REOUIRED FO PLUMDING - WAX S'ACIN IS16'0. 1 (1 TYPICAL FRAMING CONNECTOR TABLE USE FRAMING CONNECTORS PROVIDED IN TABLE UNLESS NOTE OTHERWISE ALL CONNECTORS LISTED MANUFACTURED BY SIMPSON STRONG TIE, INC. 9 II -f, r 1 r lr 1 r 1r 1 r 71 - Oft r 1 1 LIts E OF BEARING WALL ABOVE e WEB STIFFENSN ‘.6SEE DETA L — 0 k Cip (4) r W 10 _ 22 STEEL BEAM (DROPPED) (3 101/W H. x 5 3/4' W. . _ - WEB STI -FENER SEE DETAIL ON S6 LINE OF BEARING /VALL ABOVE J-�..--".in 0 0 0 02 L JL JL JL JL JL IL J L BEAM BEAM PKT PKT SEE CORNER SADDLE DETAIL ON SHEET S7 r 1 SPAN 1 r ONTI r 1 r WEB STIF =ENEF SEE DETAIL ON S6 UOUS) L IL SEE CORNER SADDLE DETAIL ON SHEET S7 r 1 r 1 r 1r 1r • 1 L IL IL IL J BEAM SADDLE 0 O O SEE SHEETS S6 & S7 FOR ALL FRAMING NOTES AND DETAILS ALL FLOOR FRAMING TO BE 11 718" TJI/PRO 250's @ 16" O.C. U.N.O. MAIN LEVEL FRAMING PLAN SCALE: 114' =1'-U" C D F G H 0�y4f4ra AUG 19 2002 JOIST FACE MOUNT TOP FLANGE FIELD SLOPE/SKEW ASPEN GLEN CLUB LODGE LOT 3, ASPEN GLEN CARBONDALE, COLORADO 2x8 JOIST LUS26 - - LUS26 ISSUED FOR: 2- 2x8 HU26-2 - - 2x12 RAFTER LSSU210- JKS LSSU210 3x12 RAFTER LSSUH310- LSSUH310 0 2- 2x12 LUS28-2 - - 0B 1-1 314" x 11 7/8' LVL IUT9 MIT .88 LSSUI25 11 7I8" TJI/PRO 250 JOIST IUT11 ITT11.88 LSSUI25 MAIN LEVEL FRAMING PLAN 2-11718" TJI/PRO 250 JOIST U410 MIT411.88 SURIL410 9 II -f, r 1 r lr 1 r 1r 1 r 71 - Oft r 1 1 LIts E OF BEARING WALL ABOVE e WEB STIFFENSN ‘.6SEE DETA L — 0 k Cip (4) r W 10 _ 22 STEEL BEAM (DROPPED) (3 101/W H. x 5 3/4' W. . _ - WEB STI -FENER SEE DETAIL ON S6 LINE OF BEARING /VALL ABOVE J-�..--".in 0 0 0 02 L JL JL JL JL JL IL J L BEAM BEAM PKT PKT SEE CORNER SADDLE DETAIL ON SHEET S7 r 1 SPAN 1 r ONTI r 1 r WEB STIF =ENEF SEE DETAIL ON S6 UOUS) L IL SEE CORNER SADDLE DETAIL ON SHEET S7 r 1 r 1 r 1r 1r • 1 L IL IL IL J BEAM SADDLE 0 O O SEE SHEETS S6 & S7 FOR ALL FRAMING NOTES AND DETAILS ALL FLOOR FRAMING TO BE 11 718" TJI/PRO 250's @ 16" O.C. U.N.O. MAIN LEVEL FRAMING PLAN SCALE: 114' =1'-U" C D F G H 0�y4f4ra AUG 19 2002 PDESIGN INC 0105 EDWARDS VILLAGE BLVD, STE #E-202 P.O. BOX 2448 - EDWARDS, CO 81632 P: 970.926.5045 F: 970.92 6.5782 ASPEN GLEN CLUB LODGE LOT 3, ASPEN GLEN CARBONDALE, COLORADO c, 2002 MARTIN DESIGN, INC. The use of these documents and drawings shall be restricted to the original project for which they were prepared and any publication of these documents and specifications is expressly limited to such project. Re -use, reproduction or publication by any method, in whole or in part, of these documents and drawings is prohibited. Title of these documents and drawings remains with MARTIN DESIGN, INC. MARTIN DESIGN, INC. retains all federal, state and all common law copyright protections. 17 U.S.C. section 101 et seq. ISSUED FOR: CONSTRUCTION DOCUMENTS JKS DRAFT 2 0 N z PROJECT NUMBER 021333 MAIN LEVEL FRAMING PLAN S3 HH6 SIMPSON HANGER FOR HEADERS d6 SEE SHEET S7 FOR STEEL FRAME AT CHIMNEY 3x12 RAFTER TAILS @ 24` O.C. • 3x'E?2 RAFTER TAILS @ 24" O.C. (TYPICAL) TYPICAL FRAMING CONNECTOR TABLE USE FRAMING CONNECTORS PROVIDED IN TABLE UNLESS NOTE OTHERWISE ALL CONNECTORS LISTED MANUFACTURED BY SIMPSON STRONG TIE, INC. 8 9 2x12 LEDGER ATTACHED TO STUD WALL W! 2 ROWS OF 112" DIA. x 5'L. LAG SCREWS @ 16" O.C. 3- 2x10 3-1314' 9112"L • 2xr -r 3- 2x10 F ITCH C-lANG LINE OF BEARING WALL ABOVE. SOLID BLOCK LINE OF BEARING WALL ABOVE, SOLID BLOCK LINE OF BEARING WALL ABOVE. SOLID BLOCK RIDGE HH6 SIMPSON HANGER FOR HEADERS rr ti'3I°`" x5N 0014- HH6 WHH6 SIMPSON HANGER FOR HEADERS 0x22 LEL BEAM F U H 10118' H. x5314"W. T.O.BEAM =110"-10318" 4:' 111\1%.114 IJImi_3-2x10 VIL i 3-1 314° 1/2" LVL (2 SPA CONT.) w w J ti W 10 x 15 STEEL BEAM (FLUSH) 10"H x4"W COPED T.O. BEAM =110'-10 318" COPED CONNECTION — -- CONNECTION -- eke QST 3x12 RAFTER TAILS @ 24' O.C. 2x12 LEDGER ATTACHED TO STUD WALL WI 1/2" DIA. x 5" L. LAG SCREWS @ 16" 0.C. 8X9 w CO r– x CO U- 3 3- 2x12 BER BEAIV+i (3 SP a T, 2x8 LEDGER ATTACHED TO RIM BOARD WI 5/8" DIA. THRU-BOLTS @ 16" O.C. STAGGERED ti LPQt3 2x12 LEDGER ATTACHED TO STUD WALL WI 1/2" DIA. x5"L.LAG SCREWS @ 16' O.C. ALL TIMBER BEAMS AND POSTS TO BE DOUGLAS -FIR LARCH #2 OR BETTER. U.N.O. VERIFY ALL PLATE HEIGHTS WITH ARCHITECTURAL DRAWINGS BUILD OVERFRAMING INTO TRUSSES WHERE POSSIBLE ALL TRUSS CONNECTIONS & HANGERS PER TRUSS SUPPLIER ALL ROOF FRAMING TO BE PRE-ENGINEERED TRUSSES L@ 24" O.C. U.N.O. OVERFRAMING BUILD OVERFRAMING INT TRUSSES OR OVERFRAME WITH PIGGY -BACK TRUSSES WHERE POSSIBLE. OVERFRAMING MEMBERS SHALL BE AS FOLLOWS: RIDGES: 1-2x8 up to 8'-0' 2-2x8 up to 12'-0° VALLEY PLATE: 1-2x4 Plate JACK RAFTERS: 2x6 Rafters @ 24' 0.C. up to 9'-0" 2x6 Rafters 0, 16" 0.C. up to 11'-0" (For spans greater 04 given above, contact this office.) SEE SHEETS S6 & S7 FOR ALL FRAMING NOTES AND DETAILS ALL RIMBoARDS TO BE 1 1/4" x 11 7/8" TJI TIMBERSTRAND RIM BOARD. U.N.O. ALL FLOOil RAMING TO BE 11 7/8" TJI/OFi0 250's @ 16" O.C. U.N.O. i 7) UPPER LEVEL & LOWROOF FRAMING PLAN SCALE: 1!4" =1'-0" A B 1\\!j JOIST FACE MOUNT TOP FLANGE FIELD SLOPE/SKEW JJDESIGN INC 0105 EDWARDS VILLAGE BLVD, STE #E-202 P.O. BOX 2448 - EDWARDS, CO 81632 P: 970.926.5045 F: 970.926.5782 2x8 JOIST LUS26 - LUS26 CARBONDALE, COLORADO 2- 2x8 HU26-2 - - 2x12 RAFTER LSSU210 - LSSU210 ISSUED FOR: 3x12 RAFTER LSSUH310 - LSSUH310 0 2- 2x12 LUS28-2 - - 0B 1-1 314' x 11 718' LVL IUT9 MIT11.88 LSSUI25 11 718' TJIIPRO 250 JOIST IUT11 ITT11.88 LSSUI25 2-11 718" TJI/PRO 250 JOIST 11410 MIT411.88 SUR/L410 8 9 2x12 LEDGER ATTACHED TO STUD WALL W! 2 ROWS OF 112" DIA. x 5'L. LAG SCREWS @ 16" O.C. 3- 2x10 3-1314' 9112"L • 2xr -r 3- 2x10 F ITCH C-lANG LINE OF BEARING WALL ABOVE. SOLID BLOCK LINE OF BEARING WALL ABOVE, SOLID BLOCK LINE OF BEARING WALL ABOVE. SOLID BLOCK RIDGE HH6 SIMPSON HANGER FOR HEADERS rr ti'3I°`" x5N 0014- HH6 WHH6 SIMPSON HANGER FOR HEADERS 0x22 LEL BEAM F U H 10118' H. x5314"W. T.O.BEAM =110"-10318" 4:' 111\1%.114 IJImi_3-2x10 VIL i 3-1 314° 1/2" LVL (2 SPA CONT.) w w J ti W 10 x 15 STEEL BEAM (FLUSH) 10"H x4"W COPED T.O. BEAM =110'-10 318" COPED CONNECTION — -- CONNECTION -- eke QST 3x12 RAFTER TAILS @ 24' O.C. 2x12 LEDGER ATTACHED TO STUD WALL WI 1/2" DIA. x 5" L. LAG SCREWS @ 16" 0.C. 8X9 w CO r– x CO U- 3 3- 2x12 BER BEAIV+i (3 SP a T, 2x8 LEDGER ATTACHED TO RIM BOARD WI 5/8" DIA. THRU-BOLTS @ 16" O.C. STAGGERED ti LPQt3 2x12 LEDGER ATTACHED TO STUD WALL WI 1/2" DIA. x5"L.LAG SCREWS @ 16' O.C. ALL TIMBER BEAMS AND POSTS TO BE DOUGLAS -FIR LARCH #2 OR BETTER. U.N.O. VERIFY ALL PLATE HEIGHTS WITH ARCHITECTURAL DRAWINGS BUILD OVERFRAMING INTO TRUSSES WHERE POSSIBLE ALL TRUSS CONNECTIONS & HANGERS PER TRUSS SUPPLIER ALL ROOF FRAMING TO BE PRE-ENGINEERED TRUSSES L@ 24" O.C. U.N.O. OVERFRAMING BUILD OVERFRAMING INT TRUSSES OR OVERFRAME WITH PIGGY -BACK TRUSSES WHERE POSSIBLE. OVERFRAMING MEMBERS SHALL BE AS FOLLOWS: RIDGES: 1-2x8 up to 8'-0' 2-2x8 up to 12'-0° VALLEY PLATE: 1-2x4 Plate JACK RAFTERS: 2x6 Rafters @ 24' 0.C. up to 9'-0" 2x6 Rafters 0, 16" 0.C. up to 11'-0" (For spans greater 04 given above, contact this office.) SEE SHEETS S6 & S7 FOR ALL FRAMING NOTES AND DETAILS ALL RIMBoARDS TO BE 1 1/4" x 11 7/8" TJI TIMBERSTRAND RIM BOARD. U.N.O. ALL FLOOil RAMING TO BE 11 7/8" TJI/OFi0 250's @ 16" O.C. U.N.O. i 7) UPPER LEVEL & LOWROOF FRAMING PLAN SCALE: 1!4" =1'-0" A B 1\\!j N Q JJDESIGN INC 0105 EDWARDS VILLAGE BLVD, STE #E-202 P.O. BOX 2448 - EDWARDS, CO 81632 P: 970.926.5045 F: 970.926.5782 CARBONDALE, COLORADO c 2002 MARTIN DESIGN, INC. The use of these documents and drawings shall be restricted to the original project for which they were prepared and any publication of these documents and specifications is expressly limited to such project. Re -use, reproduction or publication by any method, in whale or in part, of these documents and drawings is prohibited. Title of these documents and drawings remains with MARTIN DESIGN, INC. MARTIN DESIGN, INC. retains all federal, state and all common law copyright protections. 17 U.S.G. section 101 et seq. ISSUED FOR: CONSTRUCTION DOCUMENTS REVIEW JKS 0 N Z PROJECT MAIER 021333 UPPER LEVEL AND LOW ROOF FRAMING PLAN S4 CONNECTIONS LINE OF LOWROOF 4 C6 TYPICAL FRAMING CONNECTOR TABLE USE FRAMING CONNECTORS PROVIDED IN TABLE UNLESS NOTE OTHERWISE ALL CONNECTORS LISTED MANUFACTURED BY SIMPSON STRONG TIE, INC. pRE_ fdGINEERED RF TRUSSES! HAVE TIME OF FRAMEINSPECTOR NSPECjjNR 3t I 4 � pri,, Ta►dc 41,..orbf. 13PrA w0.12.1 3x12 RAFTER TAILS g.246_0.0.._ ORIGIN OF LAYOUT SEE CHI DETAIL N SHEET S6 r,. 0 1 GABLE END TFIUSS I�w 1 3- 2x10 22-2x6 r i 224, 01, 3 2x10 41:-FPN 4 I 41 I LOVE. P RAMS "k Ma italikV IMLANV ‘7414A‘:‘* 3-2x10 3-2x10 CO U- -J 311l�BI DLF #1 8 14 TIMB BEAM (DROPPEC) L JL JL ✓ -ir r 1 J i 0 c 1 L GIRDER TRUSS r 1' Ad 10414 J�F J L GIRDER TRUSS ■ 3- 2x10 3- 2x10 3- 2x10 J 2-1 3/4" L J 14" LVL ¢LUSH) L J L J L ✓ �r �r fix/2ts DIE #4 TIMB R BEAM �ROPPEI}) w r r r - > J 1111.21� IN - • H NSkv,:‘$ . 1 • . c . GABLE. 'I RUSS N 3x12 RAFTER TAILS tg 24' O.C. 9r/ LINE OF LOWROOF VERIFY ALL PLATE HEIGHTS WITH ARCHITECTURAL DRAWINGS BUILD OVERFRAMING INTO TRUSSES WHERE POSSIBLE ALL TRUSS HANGERS PER TRUSS SUPPLIER ALL ROOF FRAMING TO BE PRE-ENGINEERED TRUSSES @ 24" O.C. U.N.O. ROOF FRAMING PLAN SCALE: 114" =1"-0" ALL TIMBER BEAMS AND POSTS TO BE DOUGLAS -FIR LARCH #2 OR BETTER. U.N.Q. SEE SHEETS 56 & S7 FOR ALL FRAMINd NOTES AND DETAILS OVERFRAMING BUILD OVERFRAMING INTO TRUSSES OR OVERFRAME WITH PIGGY -BACK TRUSSES WHERE POSSIBLE. OVERFRAMING MEMBERS SHALL BE AS FOLLOWS: RIDGES: 1-2x8 up to 8'-0` 2-2x8 up to 12'-0" VALLEY PLATE: 1-2x4 Plate JACK RAFTERS: 2x6 Rafters © 24' O.C. up to 9'-0" 2x6 Rafters @ 16' 0.0. up to 11-0' (For spans greater than given above, contact this office.) JOIST FACE MOUNT TOP FLANGE FIELD SLOPE/SKEW 2x8 JOIST LUS26 - LUS26 2- 2x8 HU26-2 - - ISSUED FOR: CONSTRUCTION DOCUMENTS 2x12 RAFTER LSSU210 - LSSU210 3x12 RAFTER LSSUH310- LSSUH314 Q 2- 2x12 LUS28-2- - hJ 1- 1 3/4' x 11718" LVL IUT9 M1T11.88 LSSUI25 11 7/8" TJI/PRO 250 JOIST IUT11 ITT11.88 LSSUI25 2-11 7/8' TJI/PRO 250 JOIST U410 MIT411.88 SUR/L410 pRE_ fdGINEERED RF TRUSSES! HAVE TIME OF FRAMEINSPECTOR NSPECjjNR 3t I 4 � pri,, Ta►dc 41,..orbf. 13PrA w0.12.1 3x12 RAFTER TAILS g.246_0.0.._ ORIGIN OF LAYOUT SEE CHI DETAIL N SHEET S6 r,. 0 1 GABLE END TFIUSS I�w 1 3- 2x10 22-2x6 r i 224, 01, 3 2x10 41:-FPN 4 I 41 I LOVE. P RAMS "k Ma italikV IMLANV ‘7414A‘:‘* 3-2x10 3-2x10 CO U- -J 311l�BI DLF #1 8 14 TIMB BEAM (DROPPEC) L JL JL ✓ -ir r 1 J i 0 c 1 L GIRDER TRUSS r 1' Ad 10414 J�F J L GIRDER TRUSS ■ 3- 2x10 3- 2x10 3- 2x10 J 2-1 3/4" L J 14" LVL ¢LUSH) L J L J L ✓ �r �r fix/2ts DIE #4 TIMB R BEAM �ROPPEI}) w r r r - > J 1111.21� IN - • H NSkv,:‘$ . 1 • . c . GABLE. 'I RUSS N 3x12 RAFTER TAILS tg 24' O.C. 9r/ LINE OF LOWROOF VERIFY ALL PLATE HEIGHTS WITH ARCHITECTURAL DRAWINGS BUILD OVERFRAMING INTO TRUSSES WHERE POSSIBLE ALL TRUSS HANGERS PER TRUSS SUPPLIER ALL ROOF FRAMING TO BE PRE-ENGINEERED TRUSSES @ 24" O.C. U.N.O. ROOF FRAMING PLAN SCALE: 114" =1"-0" ALL TIMBER BEAMS AND POSTS TO BE DOUGLAS -FIR LARCH #2 OR BETTER. U.N.Q. SEE SHEETS 56 & S7 FOR ALL FRAMINd NOTES AND DETAILS OVERFRAMING BUILD OVERFRAMING INTO TRUSSES OR OVERFRAME WITH PIGGY -BACK TRUSSES WHERE POSSIBLE. OVERFRAMING MEMBERS SHALL BE AS FOLLOWS: RIDGES: 1-2x8 up to 8'-0` 2-2x8 up to 12'-0" VALLEY PLATE: 1-2x4 Plate JACK RAFTERS: 2x6 Rafters © 24' O.C. up to 9'-0" 2x6 Rafters @ 16' 0.0. up to 11-0' (For spans greater than given above, contact this office.) c c= cv ik ' 'At d Nis PIPD E S I C N INC 0105 EDWARDS VILLAGE BLVD. STE #E-202 P.O. BOX 2448 - EDWARDS, CO 81632 P: 970.926.5045 F: 970.926.5782 CARBON DALE, COLORADO WEIR-NORRIS G, 2002 MARTIN DESIGN, INC. The use of these documents and drawings shall be restricted to the original project for which they were prepared and any publication of these documents and specifications is expressly limited to such project Re -use, reproduction or publication by any method, in whole or in part, of these documents and drawings is prohibited. Title of these documents and drawings remains with MARTIN DESIGN, INC. MARTIN DESIGN, INC. retains all federal, state and all common law copyright protections. 17 U.S.C. section 101 et seq. ISSUED FOR: CONSTRUCTION DOCUMENTS REVIEW JKS DATE PROJECT NUMBER tr1333 ROOF FRAMING PLAN S5 I m 0 J JOIST HANGER (TYPICAL) NOTE: THE LOCATIONS OF DRAINS FOR PLUMBING FIXTURES ARE ASSUMED AND EXACT LOCATIONS SHOULD BE VERIFIED PRIOR TO CONSTRUCTION. HEADER OFF BAYS WHERE REQUIRED BY PLUMBING TO AVOID DAMAGING I -JOISTS. DOUBLE JOISTS ON EITHER SIDE OF HEADERED BAYS. y 0 J d PLUMBING HEADER DETAIL FOR USE WHEN PLUMBING INTERFERES WITH JOIST LAYOUT N.T.S. PACK STEEL BEAM W/ SOLID 2x FILLER & PLYWOOD. PROVIDE A MINIMUM OF ONE SOLID 2x MEMBER ON OUTSIDE FACE. THRU BOLT PACKING WI 112"0 BOLTS @ 24" O.C. STAGGERED HANG JOISTS FROM 2x FILLER (SEE PLAN FOR HANGER SELECTION) FASTEN 2x PLATE TO STEEL BEAMW/HILTIX-ZF47P8 (or EQUIV.) @ 3'-0" O.C. SUBFLOOR STEEL BEAM (SEE PLAN) PACKED BEAM DETAIL N.T.S. STRUCTURAL NOTES: (UNLESS NOTED OTHERWISE) TYP. @ EACH STIFFENER/ 1 STEEL BEAM - SEE FRAMING PLANS FOR SIZE 1/2" THICK STEEL CAP PLATE 3/8" THICK STEEL WEB STIFFENERS EACH SIDE OF BEAM - CHAMFER CORNERS olio 3/16 0 4-314"DIA. THRU-BOLTS TUBE STEEL COLUMN - SEE FRAMING PLANS FOR SIZE 4-13/16" DIA. HOLES co 31/2" 0 31/2" 5' 5" STEEL BEAM TO INTERMEDIATE TUBE STEEL COLUMN DETAIL TYPICAL DESIGN CRITERIA THESE -SPECIFICATIONS "OUT INE THE STRUCTURAL DESIGN SPECIFICATIONS FOR THE WAGGONER RESIDENCE. WHEN A DIFFERENCE EXISTS BETWEEN THIS SPECIFICATION AND ANY OTHER GOVERNING CODE, THE MORE STRINGENT SHALL CONTROL. ANY OTHER ITEMS NOT COVERED THEREIN, SHALL BE COMMENSURATE WITH GOOD ENGINEERING PRACTICE. A. UBC EDITION -1997 B. AISC 'MANUAL OF STEEL CONSTRUCTION" - 9th EDITION C. ACI 318-89 " BUILDING CODE REQUIREMENT FOR REINFORCED CONCRETE.' D. "DESIGN SPECIFICATION FOR WOOD CONSTRUCTION" BY NATIONAL FOREST PRODUCTS ASSOCIATION, REVISED 1991 EDITION. E. ROOF LIVE LOAD (SNOW LOAD) - 40 psf F. FLOOR LIVE LOAD - 40 psf G. WIND SPEED - 80 mph, EXP. B H. SEISMIC ZONE -1 FRAMING NOTES (UNLESS NOTED OTHERWISE) A. OVERFRAMING AND HEADERS TO BE HEM -FIR #2 OR BETTER UNLESS NOTED OTHERWISE. ALL SOLID TIMBER BEAMS AND POSTS WIDER THAN 3" SHALL BE SPRUCE -PINE -FIR #2 OR BETTER. B. ALL DOOR AND WINDOW HEADERS TO BE 2- 2x10 WITH 112" FLITCH AT 2x4 FRAME WALLS AND 3- 2x10 WITH 1/2' FLITCH AT 2x6 WALLS UNLESS NOTED OTHERWISE. C. SOLID BLOCKING AT JOIST BEARING POINTS AS REQUIRED BY MANUFACTURER. SOLID BLOCKING REQUIRED OVER BEARING WALLS OR BEAMS, WHEN FLOOR SUPPORTS BEARING WALL DIRECTLY ABOVE. D. STUD POSTS NOTED ARE FOR BEARING ONLY. PROVIDE ADDITIONAL 'KING STUD" AS REQUIRED. ALL POST BEARINGS FOR BEAMS AND HEADERS TO BE TWO (2) STUD BEARING UNLESS NOTED OTHERWISE. E. SECOND FLOOR POINT LOADS CALLED OUT AS 3- 2x6 OR MORE SHALL BE INCREASED BY 1 STUD PER LEVEL OF FRAMING TO THE FOUNDATION, UNLESS NOTED OTHERWISE. F. ALL WALLS TO BE HEM -FIR STUD GRADE OR BETTER @ 16' O.C. UNLESS NOTED OTHERWISE. SEE ARCH. PLANS FOR LOCATIONS OF 2x4 AND 2x6 WALLS. G. TOP PLATES AND BOTTOM PLATES TO BE HEM FIR #2 OR BETTER. IF PLACED ON CONCRETE DIRECTLY, USE PRESSURE TREATED HEM FIR #2. H. CROSS BRACING REQUIRED AT MID SPAN OF JOISTS IF CEILING DRYWALL IS NOT DIRECTLY APPLIED TO UNDERSIDE OF JOISTS. I. JOIST HANGERS, BEAM HANGERS, TRUSS HANGERS, FRAMING CLIPS, ETC. TO BE MANUFACTURED BY SIMPSON STRONG TIE CO., INC. INSTALL PER MANUFACTURER SPECIFICATIONS. J. WOOD PLATES INSTALLED ON STEEL BEAMS OR ON FOUNDATION WALLS SHALL BE RIPPED TO MATCH EXACT DIMENSION OF BEAM OR WALL. K. STRUCTURAL LUMBER EXPOSED TO WEATHER SHALL BE PRESSURE TREATED OR MANUALLY SEALED AT TIME OF CONSTRUCTION. EXTERIOR WOOD DECKS OR PORCHES TO BE HEM FIR #2 OR BET i ER. DECK OR PORCH JOISTS AND BEAMS TO BE PRESSURE TREATED OR MANUALLY SEALED AT TIME OF CONSTRUCTION. L. ENGINEERED LUMBER PRODUCTS (I -JOISTS, LVL, PSL, ETC.) TO BE INSTALLED PER MANUFACTURER SPECIFICATIONS. M. MULTIPLE PLY ENGINEERED LUMBER BEAMS AND HEADERS SHALL BE BUILT UP PER CONNECTION SPECIFICATIONS GIVEN BY MANUFACTURER. N. ALL JOIST AND TRUSS QUANTITIES AND DIMENSIONS MUST BE VERIFIED BY THE RESPECTIVE SUPPLIER. TS COLUMN - SEE FRAMING PLANS FOR SIZE 4-314"DLA. x 6" LONG EXPANSION ANCHORS WALL AND FLOOR CONSTRUCTION (UNLESS NOTED OTHERWISE) CONCRETE FOOTING 3/16 3/4" THICK STEEL BASE PLATE FILL IN WITH NON -SHRINK GROUT TO LEVEL 7\ I 3112" 5' 3 1/2" 4- 13//16' DIA. BOLT HOLES TUBE STEEL COLUMN TO FOOTING DETAIL EXTERIOR WALLS: A. ALL EXTERIOR WALLS SHALL CONSIST OF 2x6 STUDS @ 16' 0.C. TO A MAXIMUM HEIGHT OF 12'-0". IF HEIGHT OF WALLS ARE BETWEEN 12'-6" AND 14'-6" USE 2x6 STUDS @ 12" 0.C. IF HEIGHT OF WALLS ARE GREATER THAN 14'-6" TO A MAXIMUM OF 17'-4" USE 2- 2x6 STUDS @ 16" O.C. USE A DOUBLE TOP PLATE TYPICAL TO PROVIDE OVERLAPPING AT CORNERS. B. FLOOR OR ROOF FRAMING MEMBERS MUST BE ALIGNED TO BEAR WITHIN 5 INCHES OF THE STUDS BENEATH. C. EXTERIOR WALL SHEATHING SHALL BE 1/2' APA RATED SHEATHING 24/16 RATING, EXPOSURE 1. BLOCK ALL HORIZONTAL JOINTS. D. PROVIDE 3- 2x10 HEADERS OVER ALL DOOR AND WINDOW OPENINGS UNLESS NOTED OTHERWISE. USE MULTIPLE POSTS AT BEARING LOCATIONS EQUAL TO WIDTH OF BEARING MEMBERS UNLESS NOTED OTHERWISE. INTERIOR WALLS (LOAD BEARING): A. ALL INTERIOR WALLS SHALL CONSIST OF 2x4 STUDS @ 16" O.C. USE 1/2" GYPSUM WALL BOARD ON BOTH SIDES OF WALL. USE A DOUBLE TOP PLATE TYPICAL TO PROVIDE OVERLAPPING AT CORNERS. B. FLOOR OR ROOF FRAMING MEMBERS MUST BE ALIGNED TO BEAR WITHIN 5 INCHES OF THE STUDS BENEATH. C. PROVIDE 2- 2x10 HEADERS OVER ALL DOOR AND WINDOW OPENINGS UNLESS NOTED OTHERWISE. USE MULTIPLE POSTS AT BEARING LOCATIONS EQUAL TO WIDTH OF BEARING MEMBERS UNLESS NOTED OTHERWISE. FLOORS: A. ALL FLOORS SHALL BE SHEATHED WITH 3/4" APA RATED STURDIFLOOR RATED AT 20" O.C., TOUNGE AND GROOVE, EXPOSURE 1. PLACE ALL SHEATHING WITH LONG EDGE PERPENDICULAR TO JOISTS AND STAGGER END JOINTS. B. SOLID BLOCKING SHALL BE PLACED BETWEEN FLOOR JOISTS AT ALL BEARING LOCATIONS. GLUE AND NAIL ALL SHEATHING TO SUPPORTS AND BLOCKING. ROOF: A. ALL ROOFS SHALL BE SHEATHED WITH 518' APA RATED SHEATHING 40/20 RATING, EXPOSURE 1. PLACE ALL SHEATHING WITH LONG EDGE PERPENDICULAR TO RAFTERS AND STAGGER END JOINTS. B. SOLID BLOCKING SHALL BE PLACED BETWEEN RAFTERS AND LOOKOUTS AT ALL BEARING LOCATIONS. C. WIND ANCHORS SHALL BE PLACED AT ALL RAFTER TO STUD WALL CONNECTIONS. SHEAR WALLS: A. ALL WALLS OVER 6'-0" LONG SHEATHED WITH GYPSUM WALL BOARD ON BOTH FACES HAVE BEEN DESIGNED AS SHEAR WALLS. B. ALL SHEAR WALLS SHALL HAVE WALLBOARD SCREWED INTO TOP AND BOTTOM PLATES WITH #8 x 1 1/8" DRYWALL SCREWS AT 7' O.C. MAXIMUM. C. ALL EXTERIOR WALLS SHALL BE SHEATHED WITH PLYWOOD OR 058 UNLESS NOTED OTHERWISE. ALL C S ACT EDGES 1/4 2x4s @ 16" O.C. SIMPSON CS20 STRAP @ EACH STUD r IF 2x4 LINES UP W/ TRUSS EXTEND 2x4 TO BOTTOM CHORD AND ATTACH BOTH CHORDS W/ 16d NAILS. STEEL BEAM RE: PLAN 0 BEAM SADDLE DETAIL N.T.S. L 4x4x114" STEEL ANGLE EACH SIDE OF COPED BEAM 2- 2x4 BLOCKING CHIMNEY DETAIL SCALE:1f2"=1'-O" 1/2"13 EXPANSION ANCHORS -2 PER SADDLE LEG - (4" MINIMUM EMBEDMENT) NOTE: ALL EXPANSION ANCHORS SHALL BE INSTALLED ABOVE BOTTOM ROW OF REINFORCING. SADDLE LEGS MAY REQUIRE ADDITIONAL LENGTH BASED ON BEAM SIZE, VOID THICKNESS & LOCATION OF BOTTOM ROW OF REINFORCING BOTTOM ROW OF REINFORCING L4x4x318' STEEL ANGLE (2) 718 0 HOLES IN EACH LEG OF ANGLE & END OF BEAM. FASTEN ANGLES TO BEAMS W/ (6) 314"0 A325 BOLTS. 1 112' TYP W 10x15 or LARGER COPED BEAM CONNECTION FOR W 10 BEAMS STRUCTURAL GLUED AND LAMINATED BEAMS (GW -LAMS) MAK REACTION = 25 kips A. MATERIALS, MANUFACTURER AND QUALITY CONTROL SHALL BE IN CONFORMANCE WITH RITC PRODUCT STANDARD PS 66-82. B. LAMINATED BEAMS SHALL CONSIST ENTIRELY OF DOUGLAS FIR (DF/DF) AND PERTAIN TO THE FOLLOWING SYMBOLS: - 24F -V4 - SIMPLE -SPAN BEAM - 24F -V8 - CONTINUOUS MULTI -SPAN BEAM -3-COLUMN C. ALL GLU4AMS SHALL BE ARCHITECTURAL APPEARANCE GRADE UNLESS NOTED OTHERWISE. D. PROTECT MEMBERS FROM DAMAGE TO EXPOSURE BY WEATHER BOTH BEFORE AND DURING CONSTRUCTION. E. ADHESIVES USED WITH GLU-LAMS SHALL MEET REQUIREMENTS FOR WET SERVICE. F. DO NOT CAMBER ANY GLU-LAMS UNLESS SHOWN BY ARCHITECT OR ENGINEER. STRUCTURAL STEEL A. ALL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH AISC SPECIFICATIONS AND CODE OF STANDARD PRACTICE. B. ALL STEEL BEAMS, PLATES AND ANGLES SHALL BE ASTM A36 GRADE. TUBE STEEL COLUMNS SHALL BE ASTM A500 GRADE B. PIPE COLUMNS SHALL BE ASTM A53 GRADE B OR ASTM A501. C. ALL BOLTS USED IN STEEL FRAMING SHALL MEET ASTM SPECIFICATION A325. BOLTS USED IN STEEL FRAMING SHALL BE 3/4' DIA. UNLESS NOTED OTHERWISE. D. ALL EXPANSION BOLTS SHALL BE HAVE THE FOLLOWING MINIMUM EMBEDMENT: -112' DIA. - 2 1/2" - 518" DIA. - 3' - 314' DIA ALL WELDING SHALL BE PERFORMED BY AN AWS CERTIFIED WELDER. AWING DM ON STEEL MEMBERS SHOULD BE AT LOOM FIELD WELDS UNLESS WELDS ARE COMPLETED. GENERAL NOTES A. CONTRACTOR SHOULD VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION. DO NOT SCALE FRAMING DRAWINGS. B. CONTRACTOR IS RESPONSIBLE FOR ALL CONSTRUCTION PRACTICES INCLUDING TECHNIQUES, PROCEDURES AND THE SEQUENCE OF CONSTRUCTION. CONTRACTOR SHOULD NOTIFY STRUCTURAL ENGINEER IF A CONFLICT ARISES DUE TO VARIATIONS OR OTHER PROBLEMS WITH THE CONSTRUCTION DOCUMENTS. C. OBSERVATIONS OF JOBSITE OTHER THAN REQUIRED INSPECTIONS BY ENGINEER ARE NOT CONSTRUCTION APPROVALS. D. STRUCTURAL CONSTRUCTION DOCUMENTS RELEASED BY THIS OFFICE ARE ASSUMED TO BE COMPLETE AND ACCURATE YET PROBLEMS MAY ARISE DURING CONSTRUCTION. COMMUNICATION WITH CONTRACTOR, ARCHITECT AND OTHER PARTIES INVOLVED WITH THIS PROJECT WILL PROVIDE THE BEST POSSIBLE BUILDING. 1/2" MAX. GAP AT BEAM ENDS 6"x6112"x318" STEEL PLATE 12 SEE ARCH. 2-112' DIA. THRU-BOLTS 2- 1/2" DIA. THRU-BOLTS 2x12 RAFTERS @ 24" O.C. TYP. 2x8 BLOCKING BETWEEN RAFTERS SIMPSON H5 RAFTER TO STUD CONNECTION 2x12 ROOF RAFTERS - SEE FRAMING PLANS FOR LOCATIONS AND SPACING SOLID BLOCKING BETWEEN LOOKOUTS EQ.. BIRDS MOUTH 3x12 RAFTER SCALE: 3/4" =1'-0' EQ. RS 3x12 RAFTER TAIL - SEE ARCHITECTURALS FOR END CONDITION 3-16d NAILS INTO EACH LOOKOUT (2) 718 0 HOLES IN EACH BEAM & EACH END OF PLATE. FASTEN SPLICE PLATE & BEAMS W/ (4) 3/4" 0 A325 BOLTS. 0 Z.) io 0 0 \ 1 1/2" TYP I. 6 112" W 8x10 or LARGER or W 10x12 or LARGER SHEAR BEAM SPLICE DETAIL FOR W 8 or W 10 BEAMS MAX. SHEAR =18 kips NAILING SCHEDULE (UNLESS NOTED OTHERWISE) MINIMUM NAILING SHALL BE PROVIDED AS SPECIFIED BY UBC TABLE 23 -II -B-1 2x FLOOR JOIST TO GIRDER, SILL OR WALL PLATE (TOENAIL) I -JOIST TO GIRDER, SILL OR WALL PLATE (TOENAIL THROUGH BOTTOM CHORD) SOLE PLATE TO JOIST OR BLOCKING (FACE NAIL) TOP PLATE TO STUD (END NAIL) STUD TO SOLE PLATE DOUBLE STUDS (FACE NAIL) DOUBLED TOP PLATES (FACE NAIL) TOP PLATES, LAPS AND INTERSECTIONS (FACE NAIL) CONTINUOUS HEADER, TWO PIECES CONTINUOUS HEADER TO KING STUD (TOENAIL) CEILING AND FLOOR JOISTS, LAPS OVER PARTITIONS (FACE NAIL) CEILING AND FLOOR JOISTS TO PARALLEL RAFTERS (FACE NAIL) SOLID SAWN RAFTER TO PLATE I -JOIST RAFTER TO PLATE (TOENAIL THROUGH BOTTOM CHORD) BUILT-UP CORNER STUDS BUILT-UP BEAMS PLYWOOD OR OSB ROOFNWALL/FLOOR SHEATHING 3- 8d 2- 10d 16d @ 16" O.C. 2- 16d 4- 8d (TOENAIL) OR 2- 16d (ENDNAIL) 16d @ 24" O.C. 16d @ 16" O.C. 2- 16d 16d @ 16' O.C. (EA EDGE) 4- 8d 3-16d 3-16d 3- 8d TOENAIL OR SIMPSON H5 2- 12d 16d @ 24" O.C. 16d @ 12" O.C. (EA EDGE) 8d @ 6' O.C. ALONG EDGES 8d @ 12' O.C. IN FIELD NOTES: A. ALL NAILS ARE EITHER COMMON WIRE OR BOX NAILS. COOLER, SINKER OR OTHER NAIL TYPES MAY BE USED ONLY AFTER CONTACTING THIS OFFICE FOR SIZES AND SPACING. B. STAPLES MAY BE USED IN CERTAIN AREAS IF THIS OFFICE IS CONTACTED FOR SIZES AND SPACING. C. THIS SCHEDULE REFLECTS MINIMUM NAILING ONLY. IN CASES WHERE LOADING CONDITIONS ARE GREATER THAN THESE CONNECTIONS WILL APPLY SEE PLANS AND DETAILS OR CONTACT THIS OFFICE. SIMPSON H5 CONNECTION DO NOT WELD AT CORNERS STEEL BEAM 2x12 LOOKOUTS X24"O.C. SCALE: 3/4' =1`-0' 114' STEEL PLATE EACH SIDE 3/16 3/16 3- 16d NAILS INTO EACH LOOKOUT 2x12 STRUCTURAL SUB -FASCIA (SEE SHEET S4) WEB STIFFENER MAY BE SHOP FABRICATED. LOCATE STIFFENERS WITHIN 6' OF SUPPORT OR CONCENTRATED LOAD. WEB STIFFENER DETAIL N.T.S. OVERFRAMING BUILD OVERFRAMING INTO TRUSSES OR OVERFRAME WITH PIGGY -BACK TRUSSES WHERE POSSIBLE. OVERFRAMING MEMBERS SHALL BE AS FOLLOWS: RIDGES: 1-2x8 up to 8'-0" 2-2x8 up to 12'-0" VALLEY PLATE: 1-2x4 Plate JACK RAFTERS: 2x6 Rafters @ 24' O.C. up to 9'-0" 2x6 Rafters @ 16' O.C. up to 11'-0" (For spans greater than given above, contact this office.) SEE FRAMING NOTE 5: ALL COLUMNS NOTED ON FRAMING PLANS ARE FOR BEARING ONLY UNDER HEADER ONLY AND DO NOT INCLUDE KING STUD. PROVIDE A MINIMUM OF 2-2x4 or 2-2x6 TRIMMERS FOR ALL HEADERS CALLED OUT ON FRAMING PLANS. SEE FRAMING PLANS FOR HEADER SIZE N— PROVIDE ADDITIONAL KING STUD AS REQUIRED - KING STUD NOT INCLUDED IN POST CALLOUT 3-2x6 DENOTES 3 TRIMMERS AND DOES NOT INCLUDE KING STUD - SEE FRAMING PLANS FOR COLUMN PACK SIZE TYPICAL HEADER POST DETAIL N.T.S. 0 6 N \lir%i : P r D E S IGN INC 0105 EDWARDS VILLAGE BLVD, STE #E-202 P.O. BOX 2448 - EDWARDS, CO 81632 P: 970.926.5045 F: 970.926.5782 CARBONDALE, COLORADO WEITZ-NORRIS (c.) 2002 MARTIN DESIGN, INC. The use of these documents and drawings shall be restricted to the original project for which they were prepared and any publication of these documents and specifications is expressly limited to such project. Reuse, reproduction or publication by any method, in whole or in part, of these documents and drawings is prohibited. Title of these documents and drawings remains with MARTIN DESIGN, INC. MARTIN DESIGN, INC. retains all federal, state and all common law copyright protections. 17 U.S.C. section 101 et seq. ISSUED FOR: CONSTRUCTION DOCUMENTS REVIEW s�lr g DATE N ab PROJECT' NUItBEFt 021333 FRAMING NOTES, DETAILS AND SECTIONS S6 / t ti W10x12 3"x16 GA, STRAPPIN FOR X -BRACING 4x4x114 FOUNDATION TYPICAL STONE FIREPLACE CAP WV10x12 NOTES: 1) FIELD VERIFY ALL DIMENSIONS AND ELEVATIONS 2) TS COLUMNS WILL SLOPE, FIELD VERIFY 3) 2x6 STUDS @ 12" O.C. TO BE BUILT CENTERED ON STEEL BEAMS 4) STEEL COLUMNS AND STRAPPING TO BE ON OUTSIDE FACE OF STUD WALL 5) SHEATH EXTERIOR PER STRUCTURAL NOTES ELEVATION SCALE: 1/4" =1'-0" PLATE 1/2x4x / 3/16 TS 3x3x1/ 1/4" SHEAR TAB WI (2)- 5/8' DIA. BOLTS 1N SHORT SLOTTED HOLES 3/16 3/16 2 1/2" 21 /2" NOTES: RE: 81S5 FOR STRAPPING DETAILS TS 3x3x1/ L4x4x1/4 FOR STONE SUPPORT DETAIL SCALE: 1" = 1'-0" 3"x16 GA. STRAPPIN FOR X -BRACING W10x12 S7 (Tr) 10x12 W1` SLOPE WI ROOF NOTES: 1) FIELD VERIFY ALL DIMENSIONS AND ELEVATIONS 2) TS COLUMNS DO NOT SLOPE IN THIS PLANE 3) 2x6 STUDS @ 12" O.C. TO BE BUILT CENTERED ON STEEL BEAMS 4) STEEL COLUMNS AND STRAPPING TO BE ON OUTSIDE FACE OF STUD WALL 5) SHEATH EXTERIOR PER STRUCTURAL NOTES L4x4x1/4 FOR. STONE SUPPORT 3/16 NOTES: STONE VENEER ABOVE ROOF MUST NOT BEAR ON WOOD - BEAR STONE VENEER ON STEEL ANGLES PROVIDED - STONE VENEER BELOW ROOF LINE CAN BEAR ON FND SECTION SCALE: 1" =1'-0" 3 SIDES ELEVATION SCALE: 114" =1'-0" 3"x16 GA. STRAPPIN FOR X -BRACING M COc) W10x12 (MIRRORED) W10x12 Cn a NOTES: 1) FIELD VERIFY ALL DIMENSIONS AND ELEVATIONS 2) TS COLUMNS WILL SLOPE, FIELD VERIFY 3) 2x6 STUDS @ 12" O.C. TO BE BUILT CENTERED ON STEEL BEAMS 4) STEEL COLUMNS AND STRAPPING TO BE ON OUTSIDE FACE OF STUD WALL 5) SHEATH EXTERIOR PER STRUCTURAL NOTES s �, ELEVATION N. S7% SCALE:114" =1'-0" DETAIL S7 SCALE: 1" =1'-0" 3"x16 GA. X -BRACING STRAPPING TYPICAL RE: 7/S5 FOR W10x12 TOTS COL. DETAILS 3/4"0 HOLE (TYP), CONNECT SADDLE ANGLE TO FOUNDATION WALL WI (2) 5/8"0 EXPANSION ANCHORS (4" MINIMUM EMBEDMENT) 1 1/2" 0 L4x4x1/4" VERTICAL STEEL ANGLE N 81/4" L4x4x3/4" SEAT ANGLE ALL CONTACT EDGES 3/16 ////////// /7 /7.1./.Y z // 1 SII FRONT DETAIL SCALE: 1/2" =1'-0" LINE OF FOUNDATION CORNER PURLIN or BEAM (SEE PLAN) " MAX. 4 1/2" 11/2" 3/8' STEL PLATE (10" x 17`) J L LI 1'4" SIDE CORNER SADDLE DETAIL N.T.S. MAX. LOAD =11,400 lbs 3/8" STEEL PLATE (10" x 17") 1 1/8"0 HOLE (TYP), CONNECT SADDLE PLATE TO FOUNDATION WALL WI (4) 1 "O EXPANSION ANCHORS (6" MINIMUM EMBEDMENT) NOTE: FOR PURLINS, CONNECT SADDLE PLATE TO FOUNDATION WALL W/ (4) 5/8"0 EXPANSION ANCHORS (4" MINIMUM EMBEDMENT) (MAXIMUM PURLIN LOAD = 8,000 lbs) AUG 19 2002 z Q N w gm - ft I- [] w J f!'l 0 w 0 a In 0 vIv N N co N (ti Q 0' 0 0 0 CO ^ N. o a � 0_ d U- W J o 0 Maffig Dc.740 co owv �o a w 1V•I't zci 1r2 W vimca w ce Z W CIO d 4 d e'v 2 E Ui '83;e.74/2'" a n 7* 2 ✓ 2 3 c afm c • m E 0 c a5 mw • e- t 2- a cpP w w 2 o '«- c Fm -z( E 21-g 42 E cz.o.zimig,2311 142 2Ecc o - a'ai m pi3aa E ¢-8 O c U 4i N E N m [4 H @IsgailLmg5 0 4 oz u O m I- z w t3 0 0 z 0 (3 a co z 0 U w a cb PROJECT NUMBEFt 02,E FRAMING NOTES, SECTIONS AND DETAILS 57 (A) Art I'll° .,.e Winer TO NOTED inCEPTI NNIS & 114:3PEC1'50#* GARFIELD COUNTY BOLDING DEPARTMl3ICI assi77.0 By ��s....- FIELD COPS \4 /6\ 96'-8" 4. 27-31/2' 11'-13/4' T.O.W. - 99'-9 3/4' B.O.W. - 96-1 3/4" 11'-1 3/4' 4"-10' T.O.W. - 99'-9 314" B.O.W. - 96'-1 3/4" W4L STIFFENER RE: S2 (TYPICAL) 2x TREATED SILL PLATE (TYPICAL) WI 1/2' DIA. x 10" LONG ANCHOR BOLTS @ 3'-0" O.C. & 6" FROM PLATE ENDS. (3" EXPOSED ABOVE T.O.W.) 35-101/2" 43. o in 6' W. x 8" D. STONE LEDGE (TYPICAL AT EXTERIOR FOUNDATION WALL HATCHING) STIFFENER AIL WEB STIFFENER SEE DETAIL ON S2 IBEAM SADDLE SEE DETAIL ON S2 03 "S`'tb W 10 x 22 STEEL SEAM (DROPPED) (4 SPAN CONTINUOUS) 10 1/8' H. x54/4"W. T.O. BEAM = '-9 7/8" A I STIFFENER S2 (TYPICAL) \ WALL STIFFENER RE: S2 (TYPICAL) GARAGE T.O.W. - 999 3/4" B.O.W.- 96~13/4" T.O.W. - 99'-9 3/4' B.O.W. - 96'-1 3/4' T.O.W. - 991-0' B.O.W. - 96'-1314" kr a N STEP T.O.W. 0'-9 3/4" ALL STIFFENER RE: S2 Ce W 10 x 49 STEEL 10' H.x10"W. T.O. BEAM = 98' BEAM SADDLE SEE DETAIL ON S2 SEE PILASTER DETAIL (RSHEEI S2 _COMICAL) 6'-81 /2" T.O.W.- 99'-0" B.O.W. - 96'-1 3/4' 6' W. x 8" D. STONE LEDGE (TYPICAL AT EXTERIOR $OUNDATION_WALLHATCHING) e,-17 —(4 tV 46 T.O.W. - 99'-9 3/4° B.O.W. - 96'-1 3/4 BEAM 10'3" PKT T.G.W. - 99'-0" B.O.W. - 96'-1314' 1 TYP. 7 PLACES) T.O.W. - 99'-9 3/4" B.O.W. - 96'-1 3/4" SEE PILASTER DETAIL 0 SHEET S2 (TYPICAL) T.O.W.- B.O.W. - 96'-1 3/4" T.O.W. - 991-0' B.O.W. - 98'-13/4' L 4x4x 1/4 STEEL ANGLE FOR STONE VENEER. ATTACH TO FOUNDATION WALL W/ 1/2' DIA. EXPANSION ANCHORS 8" O.C. - MAINTAIN 3 1/2" EMBEDMENT & 7" FROM TOP AND SIDES OF CONCRETE PILASTER, (THIS PILASTER ONLY) 9'-01/4' 9'-6 19'-8' 13'-T 1T-4 1/2' 8'-9" 21'-0' 1T-6" 20'-6" 96'-6' T-0" 30'-6" 4 y FOUNDATION PLAN SCALE: 1/4' =1'-0' (A) (B) D NOTE: FIELD VERIFY T.O.W. WALL STEPS. SEE STEP DETAIL ON SHEET S2. MAINTAIN 3'-0' MINIMUM FROST DEPTH BELOW FINAL GRADE ON ALL FOUNDATION WALLS. VERIFY AND ACCOMODATE ALL BASEMENT WINDOWS. CHANGES TO B.O.W. STEPS TO BE VERIFIED BY THIS OFFICE. newn %2Jo3 JAN 2 0 2003 11 MAI DESII 333 W. HAMPDEN , ENGLEWOOD, COLO P: 30 3.416.12 F: 3 03.41 6.12 ASPEF ALE, C 'REPARED FOR rz-N01 (C) 2003 MARTIN DESIGN, INC. The use of these documents and drawings shall be restricted to the original project for which they were prepared and any publication of these documents and specifications is expressly limited to such project. Re -use, reproduction or publication by any method, in whole or in part, of these documents and drawings is prohibited. Title of these documents and drawings remains with MARTIN DESIGN, INC. MARTIN DESIGN, INC. re-- is all federal, state and all common law copyrignt protections. 17 U.S.C. section 101 et seq. ISSUED FOR: CONSTRUCTION DOCUMENTS REVISED CD'S - HELICAL PIERS REVIEW 0, Y U) Y v DATE N m t+) Q r PROJECT NUMBER: 021333 HELICAL PIER FOUNDATION PLAN Si I, 2x SILL PLATE (TYPICAL) WI 112"0 x 10" L. ANCHOR BOLTS @ 3'-0" 0.C. AND 6' FROM PLATE ENDS 7" MINIMUM EMBEDMENT (3" EXPOSED ABOVE T.O.W.) T.O. PLYWOOD 100'-0" T.O. FND WALL yr 99,-9 3/4" tB.O. WALL 96'-1 314" 11718' TJI FLOOR SYSTEM @ 16" O.C. (JOISTS PARALLEL TO WALL @ SIM. CONDITION) 1/2' EXPANSION JOINT MATERIAL 4" CONCRETE SLAB (IF SOIL IS HERE, SLOPE AWAY FROM BUILDING PER SOILS REPORT) 7711.1RE// \\24/5CONT. TOP : HELICAL PIER //\ 2x SILL PLATE (TYPICAL) W/ 1/2"0 x 10" L. ANCHOR BOLTS @ 3'-0" O.C. AND 6" FROM PLATE ENDS 7" MINIMUM EMBEDMENT (3" EXPOSED ABOVE T.O.W.) T.O. PLYWOOD 100'-0' T.O. FND WALL 99'-9 314" FOR WALLS EXCEEDING 3'-0" IN HEIGHT, PROVIDE ADD'L #3 GRD 60 AT 18" O.C. EACH WAY 11 7/8' TJI FLOOR SYSTEM @ 16" O.C. (JOISTS PARALLEL TO WALL @ SIM. CONDITION) 14B.O. WALL , 96'-1 3/4" 24" 24" CONNECTION DETAIL 245 GRD60 CONT. BOTTOM SECTION SCALE: 1/2" =1'-0" 245 GRD60 CONT. TOP z S z S 4 i' 2x6 STUD WALL WI PLYWOOD SHEATHING 2x SILL PLATE (TYPICAL) W/ 1170 x 10" L. ANCHOR BOLTS @ 1'-0" O.C. AND 6" FROM PLATE ENDS 7" MINIMUM EMBEDMENT (3" EXPOSED ABOVE T.O.W.) 2x12 LEDGER ATTACHED TO FND. WALL WI 3/4" DIA. x 4" EMBED EXPANSION ANCHORS @ 16" O.C. STAGGERED. PLACE TOP ANCHORS 3" MIN. FROM TOP OF CONCRETE DRAIN TYPE & LOCATION PER SOILS REPORT AND BUILDER REQUIREMENTS HELICAL PIER 1/2' EXPANSION JOINT MATERIAL 21/2" WIDE SLAB LEDGE IN GARAGE. RE: LEDGE DETAIL THIS SHEET FOR ADDITIONAL WALL REINFORCEMENT @ LEDGE 4" CONCRETE GARAGE SLAB %\\/\,/\\/\\ RE: HELICAL PIER CONNECTION DETAIL M 245 GRD60 TOP & BOTTOM 24" TIED TO HORIZ BARS (BENT AS SHOWN) #5 GRD60 HORIZ x 4'-0' L. @ 18" O.C. REFER TO WALL SECTIONS FOR TYPICAL WALL REINFORCING I 4 i' 245 GRD60 CONT. BOTTOM DRAIN TYPE & LOCATION PER SOILS REPORT AND BUILDER REQUIREMENTS HELICAL PIER 4'-0' FORM VOID UNDER GRADE V�V BEAM & STIFFENER (CONTINUOUS BETWEEN PIERS) REFER TO STRUCTURAL NOTES ales ran (EXTEND OF G" 60 E STONE FIREPLACE VENEER TO BE SUPPORTED BY FND. ONLY - DO NOT BEAR STONE ON WOOD SOLID GROUTED CMU BLOCK / TO T.O. SLAB. 112' EXPANSION JOINT MATERIAL 4' CONCRETE PATIO SLAB #5 GRD 60 REBAR @ 12" O.C. EACH WAY @ TOP, BOTTOM AND MIDHEIGHT OF PIER #5 GRD60 VERTICALS @12'O.C.EA. WAY 4" TYP 4'-61/2" RE: HELICAL PIER yyr CONNECTION DETAIL 1/2" EXPANSION JOINT MATERIAL 21/2" WIDE SLAB LEDGE IN GARAGE. RE: LEDGE DETAIL THIS SHEET FOR ADDITIONAL WALL REINFORCEMENT @ LEDGE T.O. FND. WALL 99'-9 3/4" B.O. WALL 96-1 3/4" GRADE: SLOPE AWAY 6" IN FIRST 5' MIN. 4' CONCRETE GARAGE SLAB z S 4 SEE SOILS REPORT FOR PERIMETER DRAIN REQUIREMENTS HELICAL PIER 2x SILL PLATE (TYPICAL) W/ 1/2"0 x 10" L. ANCHOR BOLTS @ 3'-0" O.C. AND 6" FROM PLATE ENDS 7" MINIMUM EMBEDMENT (3" EXPOSED ABOVE T.O.W.) SOLID GROUTED CMU BLOCK TO T.O. SLAB. RE: HELICAL PIER CONNECTION DETAIL GRADE: SLOPE PER SOILS REPORT R , 245 GRD60 CONT. TOP 4 245 GRD60 CONT. BOTTOM S 'P i, DOUBLE MAT OF #5 GRD60 @ 18' O.C. EACH WAY IN STIFFENER OP RE: HELICAL PIER CONNECTION DETAIL /iy WALL STIFFENER DETAIL N.T.S. HELICAL PIER 0 t7 0 0 RE: PLAN & WALL SECTIONS DRAIN TYPE & LOCATION PER SOILS REPORT AND BUILDER REQUIREMENTS HELICAL PIER SECTION S2 SCALE: 1/2" = 1'-0" HELICAL PIER SHAFT CAP W/ 245 GRD60 WELDED TO CAP PLATE DETAIL & CONNECTION BY SUPPLIER EXTEND VERTICAL BARS TO TOP OF GRADE BEAM W 0 z w w CO T GRADE BEAM REFER TO WALL SECTIONS FOR TYPICAL REINFORCING HELICAL PIER EXTENSION NOTE: FOR WALLS SHORTER THAN 4'-0', EXTEND HELICAL PIER INTO WALL 1'-0". FOR WALLS TALLER THAN 4'-0", EXTEND HELICAL PIER INTO WALL 2'-6" (SEE WALL SECTIONS) HELICAL PIER HELICAL PIER CONNECTION DETAIL N.T.S. 8x8 TIMBER COLUMN SIMPSON CB88 POST BASE INSTALLED PER MANUF. SPECIFICATIONS I°I I I STONE VENEER 1/2" EXPANSION JOINT MATERIAL 4" CONCRETE PATIO SLAB 1- #5 GRD60 VERTICAL AT EACH CORNER #3 GRD 60 TIES @ TOP, BOTTOM, AND MIDHEIGHT OF PIER 4 4' TYP RE: HELICAL PIER CONNECTION DETAIL a S 4 co "P m 2, -Cf" Q. HELICAL PIER SECTION S2 1/2" EXPANSION JOINT MATERIAL 21/2" WIDE SLAB LEDGE IN GARAGE. RE: LEDGE DETAIL THIS SHEET FOR ADDITIONAL WALL REINFORCEMENT @ LEDGE T.O. FND. WALL -61 99'-9 3/4" 4 B.O. WALL 96'-1 3/4" 4' CONCRETE GARAGE SLAB SCALE: 1/2" =1'-0" 4 4" CONCRETE T.O. GARAGE SLAB GARAGE SLAB 99'-6" 24" #5 GRD 60 BARS @ 24" O.C. BENT AS SHOWN 1/2" EXPANSION JOINT MATERIAL DRIVEWAY N T.O. FND. WALL 99'-0' mom \\\/ 2x SILL PLATE (TYPICAL) WI 1/2"0 x 10' L. ANCHOR BOLTS @ 3'-0' O.C. AND 6" FROM PLATE ENDS 7" MINIMUM EMBEDMENT (3" EXPOSED ABOVE T.O.W.) GRADE: SLOPE PER SOILS REPORT \:\\\'x\\< RE: HELICAL PIER CONNECTION DETAIL 4 245 GRD60 CONT. BOTTOM S 0 2x WOOD PLATE AT JOIST BEARING FASTENED TO STEEL BEAM WI HILTI X-ZF 47 P; (or EQUIV) @ 3'-0" O.C. SECTION S2 SCALE: 1/2" =1'-0" DRAIN TYPE & LOCATION PER SOILS REPORT AND BUILDER REQUIREMENTS HELICAL PIER MAIN LEVEL FLOOR FRAMING STEEL BEAM STEEL COLUMN. ADJUSTABLE STEEL COLUMN FASTENED TO PIER TOP WI 2-HILTI X-ZF 47 P8 (or EQUIV.) HELICAL PIER CAP (BY SUPPLIER) DO NOT WELD AT CORNERS STEEL BEAM INTERIOR BASEMENT COLUMN DETAIL N.T.S. 1/4" STEEL PLATE EACH SIDE 3/16 h. 316. HELICAL PIER WEB STIFFENER MAY BE SHOP FABRICATED. LOCATE STIFFENERS WITHIN 6' OF SUPPORT OR CONCENTRATED LOAD. WEB STIFFENER DETAIL N.T.S. 12" DIA. x 3'-0" L. CONCRETE CAP ON HELICAL PIER 2 4Z V Z S B.O. WALL 96'-1 3/4" 245 GRD60 CONT. TOP RE: HELICAL PIER CONNECTION DETAIL 2 z 245 GRD60 CONT. BOTTOM 4 PROVIDE 245 x 4'-0" L. GRD60 HORIZ (FOR W8 & 10) or PROVIDE 345 x 4'-0" L. GRD60 HORIZ (FOR W 12) @ 4' O.C. PLACE FIRST BAR W/ 2' COVER FROM TOP OF WALL 2-0' MINIMUM PROVIDE 445 GRD60 VERT @ 12" O.C. TO WITHIN 2' OF T.O.W. EXTEND 2-0" MINIMUM BELOW BOTTOM OF POCKET 4' MIN. DRAIN TYPE & LOCATION PER SOILS REPORT AND BUILDER REQUIREMENTS HELICAL PIER REFER TO PLAN & WALL SECTIONS SEE PLAN S H I SECTION BEAM POCKET REINFORCING N.T.S. SEE WALL SECTIONS FOR REINFORCING MATCH REINFORCING @ CORNER W/ REINFORCING IN WALL SECTIONS TYPICAL CORNER REINFORCING N.T.S. CAGE OF 443 GRD60 VERT. W/ #3 GRD60 STIRRUPS @ 8' O.C. IN CONCRETE CAP FOR FOUNDATION REINFORCEMENT AND DIMENSIONS RE: SECTIONS NOTES: MAXIMUM 6" THICK STONE VENEER W/DIRECT BEARING ON STEEL ANGLE Q4' CONCRETE SLAB I (IF SOIL IS HERE, SLOPE AWAY FROM BUILDING PER SOILS REPORT) Si'e L6x6x1/2 CONTINUOUS STEEL ANGLE ATTACHED TO FOUNDATION WALL W/ 3/4" DIA. x 4 3/4" EMBEDMENT EXPANSION ANCHORS (HILTI KWIK-BOLT II) @ 12" O.C. - EXPANSION ANCHORS MUST BE PLACED BELOW TOP ROW OF HORIZONTAL WALL REINFORCEMENT 1) THIS APPLICATION IS FOR STONE VENEER UP TO 9'-0" IN HEIGHT ONLY. IF STONE VENEER EXCEEDS 9'-0" IN HEIGHT TYPICAL STONE VENEER SUPPORT MUST BE USED. 2) STEEL ANGLE SHOULD BE PROTECTED AGAINST DETERIORATION IF PLACED IN SOIL. 3) CARE SHOULD BE TAKEN WHEN DRILLING HOLES FOR EXPANSION ANCHORS SUCH THAT WALL CRACKS FROM DRILLING SHOULD BE REPAIRED. STONE VENEER SUPPORT N.T.S. PROVIDE 145 GRD60 HORIZ WITH 2" COVER FROM TOP OF LEDGE WHEN DEPTH OF LEDGE EXCEEDS 8". PROVIDE 145 GRD60 HORIZ AT MID -DEPTH OF LEDGE WHEN DEPTH OF LEDGE EXCEEDS 18". DEPTH OF LEDGE NOT TO EXCEED 24" TOP ROW OF REINFORCING CONTINUOUS BELOW POCKET REFER TO WALL SECTIONS STRUCTURAL NOTES: (UNLESS NOTED OTHERWISE ON PLANS) 4" MIN. REFER TO PLAN & WALL SECTIONS REFER TO PLAN FOR LEDGE WIDTH PROVIDE #5 GRD60 VERT @ 18" O.C. TO WITHIN 3' OF T.O.LEDGE WHEN DEPTH OF LEDGE EXCEEDS 12". EXTEND 2'-0" MINIMUM BELOW B.O.LEDGE. LEDGE DETAIL N.T.S. ,\///\./ //A RE: HELICAL PIER CONNECTION DETAIL PLAN 145 GRD60 VERT @ CORNERS TIED TO FOOTING DOWELS 1415 GRD60 CAGED @ TOP, MIDSPAN & BOTTOM 145 GRD60 CAGED § TOP, MIDSPAN & BOTTOM 1-445 GRD60 VERT @ CORNERS HELICAL PIER FOUNDATION PILASTER DETAIL N.T.S. 1.0 SCOPE: THIS SPECIFICATION OUTLINES THE STRUCTURAL DESIGN SPECIFICATIONS FOR THE ASPEN GLEN CLUB LODGE, WHEN A DIFFERENCE EXISTS BETWEEN THIS SPECIFICATION AND ANY OTHER GOVERNING CODE, THE MORE STRINGENT SHALL CONTROL. ANY OTHER ITEMS NOT COVERED THEREIN SHALL BE COMMENSURATE WITH GOOD ENGINEERING PRACTICE. 2.0 APPLICABLE CODES AND STANDARDS: 2.1 UNIFORM BUILDING CODE -1997 EDITION. 2.2 AISC MANUAL OF STEEL CONSTRUCTION - 9th EDITION. 2.3 ACI BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE - ACI 318-89 (REVISED 1992) 2.4 AMERICAN WOOD COUNCIL - NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION -1997 EDITION. 3.0 DESIGN LOADS: 3.1 DEAD LOADS: WEIGHT OF STRUCTURE AND ALL THINGS PERMANENTLY ATTACHED. FLOORS - 25 PSF (WITH STONE FLOORING 55 PSF) ROOF -15 PSF 3.2 LIVE LOADS: SNOW LOAD - 40 PSF FLOOR LOAD - 40 PSF WIND LOAD - 80 MPH, EXPOSURE B SEISMIC ZONE 1 4.0 FOUNDATION: 4.1 THIS FOUNDATION MUST BE IN COMPLIANCE WITH THE SOILS REPORT BY HEPWORTH-PAWLAK GEOTECHNICAL, INC., JOB NUMBER 199 356-1, DATED DECEMBER 9, 2002 AND ALTERNATIVE FOUNDATION RECOMMENDATIONS LETTER DATED JANUARY 17, 2003. FOR COMPLETE FOUNDATION AND DRAINAGE REQUIREMENTS, SEE THESE REPORTS. 4.2 HELICAL ANCHORS (DESIGN BY OTHERS): 4.2.1 VOID MATERIAL NOT REQUIRED BY GEOTECHNICAL ENGINEER. 4.2.2 ALL EXTERIOR FOUNDATIONS TO HAVE BOTTOM OF WALL A MINIMUM OF 3'-0" BELOW GRADE FOR FROST PROTECTION. 5.0 MATERIALS: 5.1 GROUT: 5.1.1 GROUT SHALL BE LOW -SHRINK, HIGH-STRENGTH DRY PACK, MINIMUM COMPRESSIVE STRENGTH SHALL BE 3,000 psi OR GREATER. 5.2 CONCRETE: 5.2.1 ALL CONCRETE SHALL DEVELOP TO 3,000 psi 28 -DAY MINIMUM COMPRESSIVE STRENGTH. 5.2.2 ALL CONCRETE SHALL BE TYPE II. 5.2.3 ALL REINFORCING SHALL BE CONTINUOUS AROUND CORNERS AND ACROSS STEP-DOWNS. 5.2.4 REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60. 5.2.5 ALL REINFORCING LAP SPLICES SHALL BE 18' MINIMUM. 5.3 STEEL: 5.3.1 STEEL BEAMS AND COLUMNS SHALL BE A36 CARBON STEEL. MINIMUM YIELD STRENGTH SHALL BE 36 ksi OR GREATER. 5.3.2 MINIMUM ULTIMATE TENSILE STRENGTH SHALL BE 58 to 80 ksi. 6.0 ISOLATE ALL DOOR JAMBS FROM FLOOR SLABS A MINIMUM OF 1/2" TO ALLOW FOR MINOR MOVEMENT. 7.0 THE SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS ON THIS PLAN PRIOR TO CONSTRUCTION. My 71 JAN 2 0 2003 11MAI D E S I , 333 W. HAMPDEN ENGLEWOOD, COLO P: 3 0 3. 4 1 6. 1 2 F: 3 0 3. 4 1 6. 1 2 ASPEF ALE, C 'REPARED FOR 17 -Nod `q) 2003 MARTIN DESIGN, INC. The use of these documents and drawings shall be restricted to the original project for which they were prepared and any publication of these documents and specifications is expressly limited to such project. Re -use, reproduction or publication by any method, in whole or in part, of these documents and drawings is prohibited. Title of these documents and drawings remains with MARTIN DESIGN, INC. MARTIN DESIGN, INC. retains all federal, state and all common law copyright protections. 17 U.S.C. section 101 et seq. ISSUED FOR: CONSTRUCTION DOCUMENTS REVISED CD'S - HELICAL PIERS REVIEW JKS Y g DATE N ab (, R PROJECT NUMBER: 021333 FOUNDATION NOTES, SECTIONS AND DETAILS S211 (B) BEAM SADDLE O 1 r 1 r 1 1 SEE SHEET S7 FOR STEEL FRAME AT CHIMNEY 2x12 PRESSURE TREATED LEDGER ATTACHED TO FOUNDATION WALL W/ 2 ROWS OF 3/4" DIA. EXPANSION ANCHORS @ 16" O.C. �GEIRED - MAINTAIN 4" EMBEDMENt 1 r 1r 0 1 r 1 r 1r 1r W 10 x 49 Si EEL B JAM (PPED) (2 SPAN 10" H.x10'W. T.O. EEAM = 98'-9 /8" J L L J L J L J L rs CON -t WEB STIFFENER SEE DETAIL ON S6 J L L JLJ 1 L J r 7r 7r 1 1 EAM SPLIC EE DE TAIL N S6 L JL JL J L. III BEAM PKT 1r 1r 1r 1r011- 71- 1r 11" 1 1r BEAM 0 PKT BEAM SADDLE WEB STIFFENER AT W 10x54 STEEL BEAM SEE DETA L ON S6 4 T 1t- W 10 c 49 SEEL BEAM (DROPPED) (3 SPAN CONTNUOU 9) 10"H x10' W. T.Q. E EAM = 981-9 /8' • WEB STI FENT SEE DETA L ON 56 Ts N 11" 1r 1 r 1r 1 AD. UST JOIST S 'ACIN AS REQUI D FO PLUMBING -MAXSS ACIN IS 6' C;MITLEVER / 91' 4S I X". oma. WEB STIFFE NER P'r W10x54STEELBEA SEE DETA_ ON E W 10 t 15 5- EEL BEAM (DROPPED) 10" H.x4'W T.O. EEAM = 98'-9 " /8' 3JL JL JL J L JL JL JL JL JL JL r WEB STIF:ENE SEE DETAIL ON S6 LIN E OF BEAR NG WALL ABM- 6, BOVE rn WEB STIFFENS? II SEE DETAL— ON 56 JL I� • JL JL JL IJ , , I I , I r 1r 1r 1r 1r 1r 1r 1r 1r 3rn X , 434 .�5nit W 10 t 22 ST EEL BEAM (DROPPED) 101/8" H. x 5 3/4" W. 4.0T.O. BEAM =98'-9 /8' L. L TYPICAL FRAMING CONNECTOR TABLE USE FRAMING CONNECTORS PROVIDED IN TABLE UNLESS NOTE OTHERWISE ALL CONNECTORS LISTED MANUFACTURED BY SIMPSON STRONG TIE, INC. WEB STI:FENEl2 SE E DE AIL ON S6 LINE OF BEARING WALL ABOVE I I r 1r 1r 1 JL JL JL JL JL JL JL JL JL JL J J PAN r 1r WEB STIF'ENER SCE DETAIL- ON 56 ONTI NUOU ') L J L LP U, JL L J L r 1r 1r 1r 1 S r BEAM SADDLE BEAM PKT SEE CORNER SADDLE DETAIL ON SHEET S7 BEAM PKT BEAM PKT SEE CORNER SADDLE DETAIL ON SHEET S7 SEE SHEETS S6 & S7 FOR ALL FRAMING NOTES AND DETAILS ALL FLOOR FRAMING TO BE 11 7/8" TJI/PRO 250's @ 16" O.C. U.N.O. MAIN LEVEL FRAMING PLAN SCALE: 1/4" =1'-0" I I 0 T (A) D JOIST FACE MOUNT TOP FLANGE FIELD SLOPE/SKEW 2x8 JOIST LUS26- LUS26 2- 2x8 HU26-2- - 2x12 RAFTER LSSU210- LSSU210 3x12 RAFTER LSSUH310- ISSUED FOR: LSSUH310 0 2-2x12 LUS28-2- - © 1-1 3/4' x 11 7/8" LVL IUT9 MITI1.88 LSSUI25 11 7/8" TJI/PRO 250 JOIST IUT11 ITT11.88 LSSUI25 2.11 7/8" TJI/PRO 250 JOIST U410 MIT411.88 SUR/L410 WEB STI:FENEl2 SE E DE AIL ON S6 LINE OF BEARING WALL ABOVE I I r 1r 1r 1 JL JL JL JL JL JL JL JL JL JL J J PAN r 1r WEB STIF'ENER SCE DETAIL- ON 56 ONTI NUOU ') L J L LP U, JL L J L r 1r 1r 1r 1 S r BEAM SADDLE BEAM PKT SEE CORNER SADDLE DETAIL ON SHEET S7 BEAM PKT BEAM PKT SEE CORNER SADDLE DETAIL ON SHEET S7 SEE SHEETS S6 & S7 FOR ALL FRAMING NOTES AND DETAILS ALL FLOOR FRAMING TO BE 11 7/8" TJI/PRO 250's @ 16" O.C. U.N.O. MAIN LEVEL FRAMING PLAN SCALE: 1/4" =1'-0" I I 0 T (A) D DO Ip 2003 MARTIN DESIGN, INC. The use of these documents and drawings shall be restricted to the original project for which they were prepared and any publication of these documents and specifications is expressly limited to such project. Re -use, reproduction or publication by any method, in whole or in part, of these documents and drawings is prohibited. Title of these documents and drawings remains with MARTIN DESIGN, INC. MARTIN DESIGN, INC. retains all federal, state and all common law copyright protections. 17 U.S.C. section 101 et seq. ISSUED FOR: CONSTRUCTION DOCUMENTS REVISED CD'S - HELICAL PIERS REVIEW JKS JKS 0 Uioo co r. - .- PROJECT NUMBER: 021333 MAIN LEVEL FRAMING PLAN S3 z x 0 o� 0 245 GRD60 BENT AS SHOWN 24 3'-0"MIN. REFER TO WALL SECTIONS FOR TYPICAL WALL RETIFORCING 7-0" MINIMUM LAP SPLICE EXTEND TOP ROW 2'-0" MINIMUM BEYONSTEP IF B.O.W. STEP EXCEEDS 3'-0", PROVIDE 246 GRG60 DIAG., EXTEND DIAGONAL BARS TO TOP & BOTTOM ROW EXTEND BOTTOM ROW 7-0" MINIMUM BEYOND STEP FOUND ON WALL _ 2'-0" MINIMUM LAP SPLICE TYPICAL FOUNDATION STEP REINFORCING N.T.S. 1/2" MAX. GAP AT BEAM ENDS 6" x 6 1/2" x 3/8" STEEL PLATE 24' 245 GRD60 BENT AS SHOWN (2)13/16 0 HOLES IN EACH BEAM & EACH END OF PLATE. FASTEN SPLICE PLATE & BEAMS W/ (4) 3/4" 0 A325 BOLTS. W 8x10 or LARGER or W 10x12 or LARGER SHEAR BEAM SPLICE DETAIL FOR W 8 or W 10 BEAMS z 0 L_ 4 MAX. SHEAR =18 Idps STEEL BEAM RE: PLAN ALL CQNTACT EDGES 1/4 1/2"0 EXPANSION ANCHORS -2 PER SADDLE LEG - (4" MINIMUM EMBEDMENT) NOTE: ALL EXPANSION ANCHORS SHALL BE INSTALLED ABOVE BOTTOM ROW OF REINFORCING. SADDLE LEGS MAY REQUIRE ADDITIONAL LENGTH BASED ON BEAM SIZE, VOID THICKNESS & LOCATION OF BOTTOM ROW OF REINFORCING BOTTOM ROW OF REINFORCING BEAM SADDLE DETAIL N.T.S. 3/4"0 HOLE (TYP), CONNECT SADDLE ANGLE TO FOUNDATION WALL WI (2) 5/8"0 EXPANSION ANCHORS (4" MINIMUM EMBEDMENT) L4x4x3/8" STEEL ANGLE L4x4x1/4' VERTICAL STEEL ANGLE L4x4x3/4" SEAT ANGLE FRONT TYP. Q EACH STIFFENER STEEL BEAM - SEE FRAMING PLANS FOR SIZE 1/2" THICK STEEL CAP PLATE LINE OF FOUNDATION CORNER PURLIN or BEAM (SEE PLAN) 3/8' THICK STEEL WEB STIFFENERS EACH SIDE OF BEAM - CHAMFER CORNERS 4- 3/4" DIA. THRU-BOLTS TUBE STEEL COLUMN - SEE FRAMING PLANS FOR SIZE STEEL BEAM TO INTERMEDIATE TUBE STEEL COLUMN DETAIL TYPICAL TS COLUMN - SEE FRAMING PLANS FOR SIZE 4- 3/4" DIA. x 6" LONG EXPANSION ANCHORS CONCRETE PEDESTAL r Ala 31/2" L r 3 1/2" 3/16 3/4" THICK STEEL BASE PLATE FILL IN WITH NON -SHRINK GROUT TO LEVEL 4-13/16' DIA. BOLT HOLES TUBE STEEL COLUMN TO FOOTING DETAIL 1' 41/2" 1 1/2" 3/8" STL PLATE (10"x17 SIDE CORNER SADDLE DETAIL N.T.S. MAX. LOAD =11,400 lbs 3/8" STEEL PLATE (10" x 17") 1 1/8"0 HOLE (TYP), CONNECT SADDLE PLATE TO FOUNDATION WALL WI (4) 1"0 EXPANSION ANCHORS (6" MINIMUM EMBEDMENT) NOTE: FOR PURLINS, CONNECT SADDLE PLATE TO FOUNDATION WALL W/ (4) 5/8"0 EXPANSION ANCHORS (4" MINIMUM EMBEDMENT) (MAXIMUM PURLIN LOAD = 8,000 Ibs) a' 2.2n HH6 SIMPSON HANGER FOR HEADERS 3x12 RAFTER TAILS @ 24' O.C. 3x RAFTER TAILS • 4' O.C. (TYPICAL) TYPICAL FRAMING CONNECTOR TABLE USE FRAMING CONNECTORS PROVIDED IN TABLE UNLESS NOTE OTHERWISE ALL CONNECTORS LISTED MANUFACTURED BY SIMPSON STRONG TIE, INC. 3-1 3/4 91/2' L 2x12 LEDGER ATTACHED TO STUD WALL W/ 2 ROWS OF 1/2" DIA. x 51. LAG SCREWS @ 16" O.C. ►� 3-2x10 . ._._. LINE OF BEARING WALL ABOVE. SOLID BLOCK BETWEEN JOISTS 3.2x12 ( ROPPE FITCH CHANG LINE OF BEARIN WALL ABOVE SOLID BLOCK BETWEEN JOISTS LINE OF BEARING WALL ABOVE. SOLID BLOCK ETWEEN JOISTS LINE 0 BEARING W L ABOVE. SOLID BLOCK BE IWEtN JOISTS RIDGE 2x6 HH6 SIMPSON HANGER FOR HEADERS T.O. PLYWOOD 111'-0 5/8" NOTCH LVL'S 2 1/2" FOR STEAM SHOWER I 1I �immt- 1SA.OG. 4- PITCH CHANGE 3-1 3/4" x 9 1/2" LVL (2 SPAN CONT.) W 10 x 22 STEEL BEAM (FLUSH) y 2X" 101 /8" H. x 5 3/4" W. T.O. BEAM =110'-10 3/8' CONNECTION HH6 SIMPSON HANGER FOR HEADERS 3-1 3/4" 91 /2' V (2 SP • CONT.) COPED T.O. BEAM =110'-10 3/8" COPED CONNEC i i0N CONNECTION- 2- 2x8 (FLUSH AT LANDING 2x12 LEDGER ATTACHED TO STUD WALL WI 1/2' DIA. x5"L.LAG SCREWS @ 16" O.C. ALL TIMBER BEAMS AND POSTS TO -BE DOUGLAS -FIR LARCH #2 OR BETTER. U.N.O. 3x12 RAFTER TAILS @ 24' O.C. T.O. PLYWOOD 2x8 LEDGER ATTACHED 111'-0 5/8" TO STUD WALL W/ 1/2" DIA. x 5" L. 0 ✓ ti" 1I L O JI r to 11 "h LAG SCREWS @ 16" O.C. VERIFY ALL PLATE HEIGHTS WITH ARCHITECTURAL DRAWINGS 3- 2x8 HEADER AT HIGH WINDOW WITH 2- 2x6 TRIMMERS ON EACH SIDE OVERFRAMING BUILD OVERFRAMIN4INT TRUSSES OR OVERFRAME WITH PIGGY -BACK TIkUS ES WHERE POSSIBLE. OVERFRAMING MEMBERS SHALL BE AS FOLLOWS: RIDGES: 1-2x8 up to '-0" 2-2x8 up to 2'11 VALLEY PLATE: 1-244 Plate JACK RAFTERS: 2x6 Rafters @ 24" O.C. up to 9'-0" 2x6 Rafters 0 16 O.C. up to 11'-0" (For spans greater than giveh above, contact this office.) 3x12's @ 24.0 BUILD OVERFRAMING INTO TRUSSES WHERE POSSIBLE SEE SHEEJTSI S6 & S7 FOR ALL FRAMINg NOTES AND DETAILS 8x12 TI (DROPPED) FPS 2x8 LEDGER ATTACHED TO RIM BOARD WI 5/8' DIA. THRU-BOLTS © 16" O.C. STAGGERED 2x12 LEDGER ATTACHED TO STUD WALL W/ 1/2"DIA. x5"L.LAG SCREWS @ 16" ac. T ALL TRUSS CONNECTIONS & HANGERS PER TRUSS SUPPLIER ALL ROOF FRAMING TO BE PRE-ENGINEERED TRUSSES @ 24" O.C. U.N.O. ALL RIMB6AiDS TO BE 1 1/4" x 11 7/8" T4I TIMBERSTRAND RIM BOARD. U.N.O. ALL FLOOD RAMING TO BE 11 7/8" TJI/PFO 250's @ 16" O.C. U.N.Q. UPPER LEVEL & LOWROOF FRAMING PLAN SCALE: 1/4" =1'-0" G� roe JAN 2 0 2003 JOIST FACE MOUNT TOP FLANGE FIELD SLOPE/SKEW 2x8 JOIST LUS26- LUS26 2- 2x8 HU26-2 - - 2x12 RAFTER LSSU210 - LSSU210 3x12 RAFTER LSSUH310 - LSSUH310 QA 2- 2x12 LUS28-2 - - QB 1-1 3/4" x 11 7/8' LVL IUT9 MIT11.88 LSSUI25 11 718' TJVPRO 250 JOIST IUT11 ITT11.88 LSSUI25 2-11 7/8" TJIIPRO 250 JOIST U410 MIT411.88 SUR/L410 3-1 3/4 91/2' L 2x12 LEDGER ATTACHED TO STUD WALL W/ 2 ROWS OF 1/2" DIA. x 51. LAG SCREWS @ 16" O.C. ►� 3-2x10 . ._._. LINE OF BEARING WALL ABOVE. SOLID BLOCK BETWEEN JOISTS 3.2x12 ( ROPPE FITCH CHANG LINE OF BEARIN WALL ABOVE SOLID BLOCK BETWEEN JOISTS LINE OF BEARING WALL ABOVE. SOLID BLOCK ETWEEN JOISTS LINE 0 BEARING W L ABOVE. SOLID BLOCK BE IWEtN JOISTS RIDGE 2x6 HH6 SIMPSON HANGER FOR HEADERS T.O. PLYWOOD 111'-0 5/8" NOTCH LVL'S 2 1/2" FOR STEAM SHOWER I 1I �immt- 1SA.OG. 4- PITCH CHANGE 3-1 3/4" x 9 1/2" LVL (2 SPAN CONT.) W 10 x 22 STEEL BEAM (FLUSH) y 2X" 101 /8" H. x 5 3/4" W. T.O. BEAM =110'-10 3/8' CONNECTION HH6 SIMPSON HANGER FOR HEADERS 3-1 3/4" 91 /2' V (2 SP • CONT.) COPED T.O. BEAM =110'-10 3/8" COPED CONNEC i i0N CONNECTION- 2- 2x8 (FLUSH AT LANDING 2x12 LEDGER ATTACHED TO STUD WALL WI 1/2' DIA. x5"L.LAG SCREWS @ 16" O.C. ALL TIMBER BEAMS AND POSTS TO -BE DOUGLAS -FIR LARCH #2 OR BETTER. U.N.O. 3x12 RAFTER TAILS @ 24' O.C. T.O. PLYWOOD 2x8 LEDGER ATTACHED 111'-0 5/8" TO STUD WALL W/ 1/2" DIA. x 5" L. 0 ✓ ti" 1I L O JI r to 11 "h LAG SCREWS @ 16" O.C. VERIFY ALL PLATE HEIGHTS WITH ARCHITECTURAL DRAWINGS 3- 2x8 HEADER AT HIGH WINDOW WITH 2- 2x6 TRIMMERS ON EACH SIDE OVERFRAMING BUILD OVERFRAMIN4INT TRUSSES OR OVERFRAME WITH PIGGY -BACK TIkUS ES WHERE POSSIBLE. OVERFRAMING MEMBERS SHALL BE AS FOLLOWS: RIDGES: 1-2x8 up to '-0" 2-2x8 up to 2'11 VALLEY PLATE: 1-244 Plate JACK RAFTERS: 2x6 Rafters @ 24" O.C. up to 9'-0" 2x6 Rafters 0 16 O.C. up to 11'-0" (For spans greater than giveh above, contact this office.) 3x12's @ 24.0 BUILD OVERFRAMING INTO TRUSSES WHERE POSSIBLE SEE SHEEJTSI S6 & S7 FOR ALL FRAMINg NOTES AND DETAILS 8x12 TI (DROPPED) FPS 2x8 LEDGER ATTACHED TO RIM BOARD WI 5/8' DIA. THRU-BOLTS © 16" O.C. STAGGERED 2x12 LEDGER ATTACHED TO STUD WALL W/ 1/2"DIA. x5"L.LAG SCREWS @ 16" ac. T ALL TRUSS CONNECTIONS & HANGERS PER TRUSS SUPPLIER ALL ROOF FRAMING TO BE PRE-ENGINEERED TRUSSES @ 24" O.C. U.N.O. ALL RIMB6AiDS TO BE 1 1/4" x 11 7/8" T4I TIMBERSTRAND RIM BOARD. U.N.O. ALL FLOOD RAMING TO BE 11 7/8" TJI/PFO 250's @ 16" O.C. U.N.Q. UPPER LEVEL & LOWROOF FRAMING PLAN SCALE: 1/4" =1'-0" G� roe JAN 2 0 2003 MAI D E S I 333 W. HAMPDEN ENGLEWOOD, COLO P: 3 0 3. 4 1 6. 1 2 F: 3 0 3. 4 1 6. 1 2. ASPEt ALE, C rz- 'REPARED FOR NOI 2003 MARTIN DESIGN, INC. The use of these documents and drawings shall be restricted to the original project for which they were prepared and any publication of these documents and specifications is expressly limited to such project. Re -use, reproduction or publication by any method, in whole or in part, of these documents and drawings is prohibited. Tide of these documents and drawings remains with MARTIN DESIGN, INC. MARTIN DESIGN, INC. retains all federal, state and all common law copyright protections. 17 U.S.C. section 101 et seq. ISSUED FOR: CONSTRUCTION DOCUMENTS REVISED CD'S - HELICAL PIERS REVIEW JKS Y W I- C N , t Q7 PROJECT NUMBER: 021333 UPPER LEVEL AND LOW ROOF FRAMING PLAN S4 LINE OF LOWROOF 4 4 s GABLE END TRUSS (6J T TYPICAL FRAMING CONNECTOR TABLE USE FRAMING CONNECTORS PROVIDED IN TABLE UNLESS NOTE OTHERWISE ALL CONNECTORS LISTED MANUFACTURED BY SIMPSON STRONG TIE, INC. 3x12 RAFTER TAILS 24" ORIGIN OF LAYOUT BEAM OROPPEC) SEE CHI DETAIL N SHEET S6 2.1 3/4' x 14" LVL FLUSH) L JL JL JL J L J L ir -ir 442, G Q R BEAM PROPPED) DO NOT (CLIP HEADER AT THIS LOCATION. BREAK TOP PL TES 0-f F1AMEWALL AND STRAP PLATES CONTINUOUS ACROSS FACE OF HEADER. ADJUST OOKOU—RAFTERSTO ACCOM DATE HEADER. GIRDER TRUSS 3x12 RAFTER TILS ft 24' O.C. 3- 2x10 GABLE EN ' TRUSS ti ti ti ti LINE OF LOWROOF VERIFY ALL PLATE HEIGHTS WITH ARCHITECTURAL DRAWINGS BUILD OVERFRAMING INTO TRUSSES WHERE POSSIBLE ALL TRUSS CONNECTIONS & HANGERS PER TRUSS SUPPLIER ALL ROOF FRAMING TO BE PRE-ENGINEERED TRUSSES @ 24" O.C. U.N.O. ROOF FRAMING PLAN SCALE: 1/4" =1'-0" ALL TIMBER 6Ei MS AND POSTS TO BE DpUGLAS-FIR LARCH #2 OR BETTER. U.N.O. SEE SHEETS 56 & S7 FOR ALL FRAMING NOTES AND DETAILS IA) OVERFRAMING BUILD OVERFRAMING INTO TRUSSES OR OVERFRAME WITH PIGGY -BACK TRUSSES WHERE POSSIBLE. OVERFRAMING MEMBERS SHALL BE AS FOLLOWS: RIDGES: 1-2x8 up to 8'-0' 2-2x8 up to 12-0" VALLEY PLATE: 1-2x4 Plate JACK RAFTERS: 2x6 Rafters § 24" O.C. up to 9'-0" 2x6 Rafters (0)16" O.C. up to 1V-0" (For spans greater than given above, contact this office.) 1 JOIST FACE MOUNT TOP FLANGE FIELD SLOPE/SKEW 2x8 JOIST LUS26 - LUS26 2.2x8 HU26-2 - - 2x12 RAFTER LSSU210 - LSSU210 3x12 RAFTER LSSUH310 - LSSUH310 OA 2- 2x12 LUS28-2 - - OB 1-1 3/4" x 11 7/8" LVL IUT9 MIT11.88 LSSUI25 11 718" TJI/PRO 250 JOIST IUT11 I711.88 LSSUI25 2-11 7/8' TJI/PRO 250 JOIST U410 MIT411.88 SUR/L410 3x12 RAFTER TAILS 24" ORIGIN OF LAYOUT BEAM OROPPEC) SEE CHI DETAIL N SHEET S6 2.1 3/4' x 14" LVL FLUSH) L JL JL JL J L J L ir -ir 442, G Q R BEAM PROPPED) DO NOT (CLIP HEADER AT THIS LOCATION. BREAK TOP PL TES 0-f F1AMEWALL AND STRAP PLATES CONTINUOUS ACROSS FACE OF HEADER. ADJUST OOKOU—RAFTERSTO ACCOM DATE HEADER. GIRDER TRUSS 3x12 RAFTER TILS ft 24' O.C. 3- 2x10 GABLE EN ' TRUSS ti ti ti ti LINE OF LOWROOF VERIFY ALL PLATE HEIGHTS WITH ARCHITECTURAL DRAWINGS BUILD OVERFRAMING INTO TRUSSES WHERE POSSIBLE ALL TRUSS CONNECTIONS & HANGERS PER TRUSS SUPPLIER ALL ROOF FRAMING TO BE PRE-ENGINEERED TRUSSES @ 24" O.C. U.N.O. ROOF FRAMING PLAN SCALE: 1/4" =1'-0" ALL TIMBER 6Ei MS AND POSTS TO BE DpUGLAS-FIR LARCH #2 OR BETTER. U.N.O. SEE SHEETS 56 & S7 FOR ALL FRAMING NOTES AND DETAILS IA) OVERFRAMING BUILD OVERFRAMING INTO TRUSSES OR OVERFRAME WITH PIGGY -BACK TRUSSES WHERE POSSIBLE. OVERFRAMING MEMBERS SHALL BE AS FOLLOWS: RIDGES: 1-2x8 up to 8'-0' 2-2x8 up to 12-0" VALLEY PLATE: 1-2x4 Plate JACK RAFTERS: 2x6 Rafters § 24" O.C. up to 9'-0" 2x6 Rafters (0)16" O.C. up to 1V-0" (For spans greater than given above, contact this office.) 1 JOIST HANGER (TYPICAL) NOTE: THE LOCATIONS OF DRAINS FOR PLUMBING FIXTURES ARE ASSUMED AND EXACT LOCATIONS SHOULD BE VERIFIED PRIOR TO CONSTRUCTION. HEADER OFF BAYS WHERE REQUIRED BY PLUMBING TO AVOID DAMAGING I -JOISTS. DOUBLE JOISTS ON EITHER SIDE OF HEADERED BAYS. PLUMBING HEADER DETAIL FOR USE WHEN PLUMBING INTERFERES WITH JOIST LAYOUT N.T.S. PACK STEEL BEAM WI SOLID 2x FILLER & PLYWOOD. PROVIDE A MINIMUM OF ONE SOLID 2x MEMBER ON OUTSIDE FACE. THRU BOLT PACKING W/ 1/2"0 BOLTS @ 24" O.C. STAGGERED HANG JOISTS FROM 2x FILLER (SEE PLAN FOR HANGER SELECTION) FASTEN 2x PLATE TO STEEL BEAM W/ HILT! X-ZF 47 P8 (or EQUIV.) @ 31-0" O.C. SUBFLOOR STEEL BEAM (SEE PLAN) PACKED BEAM DETAIL N.T.S. STRUCTURAL NOTES: (UNLESS NOTED OTHERWISE) DESIGN CRITERIA TVP. @ EACH STIFFENER STEEL BEAM - / SEE FRAMING PLANS FOR SIZE 1/2" THICK STEEL CAP PLATE N N 3/B' THICK STEEL WEB STIFFENERS EACH SIDE OF BEAM - CHAMFER CORNERS 4- 3/4' DIA. THRU-BOLTS 3/16 TUBE STEEL COLUMN - SEE FRAMING PLANS FOR SIZE 4-13/16" DIA. HOLES Q. STEEL BEAM TO INTERMEDIATE TUBE STEEL COLUMN DETAIL TYPICAL THESE SPECIFICATIONS OUTLINE THE STRUCTURAL DESIGN SPECIFICATIONS FOR THE WAGGONER RESIDENCE. WHEN A DIFFERENCE EXISTS BETWEEN THIS SPECIFICATION AND ANY OTHER GOVERNING CODE, THE MORE STRINGENT SHALL CONTROL. ANY OTHER ITEMS NOT COVERED THEREIN, SHALL BE COMMENSURATE WITH GOOD ENGINEERING PRACTICE. A. UBC EDITION -1997 B. AISC 'MANUAL OF STEEL CONSTRUCTION" - 9th EDITION C. ACI 318-89" BUILDING CODE REQUIREMENT FOR REINFORCED CONCRETE." D. "DESIGN SPECIFICATION FOR WOOD CONSTRUCTION' BY NATIONAL FOREST PRODUCTS ASSOCIATION, REVISED 1991 EDITION. E. ROOF LIVE LOAD (SNOW LOAD) - 40 psf F. FLOOR LIVE LOAD - 40 psf G. WIND SPEED - 80 mph, EXP. B H. SEISMIC ZONE -1 FRAMING NOTES (UNLESS NOTED OTHERWISE) A. OVERFRAMING AND HEADERS TO BE HEM -FIR #2 OR BETTER UNLESS NOTED OTHERWISE. ALL SOLID TIMBER BEAMS AND POSTS WIDER THAN 3" SHALL BE SPRUCE -PINE -FIR #2 OR BETTER. B. ALL DOOR AND WINDOW HEADERS TO BE 2- 2x10 WITH 1/2' FLITCH AT 2x4 FRAME WALLS AND 3- 2x10 WITH 1/2" FLITCH AT 2x6 WALLS UNLESS NOTED OTHERWISE. C. SOLID BLOCKING AT JOIST BEARING POINTS AS REQUIRED BY MANUFACTURER. SOLID BLOCKING REQUIRED OVER BEARING WALLS OR BEAMS, WHEN FLOOR SUPPORTS BEARING WALL DIRECTLY ABOVE. D. STUD POSTS NOTED ARE FOR BEARING ONLY. PROVIDE ADDITIONAL "KING STUD" AS REQUIRED. ALL POST BEARINGS FOR BEAMS AND HEADERS TO BE TWO (2) STUD BEARING UNLESS NOTED OTHERWISE. E. SECOND FLOOR POINT LOADS CALLED OUT AS 3- 2x6 OR MORE SHALL BE INCREASED BY 1 STUD PER LEVEL OF FRAMING TO THE FOUNDATION, UNLESS NOTED OTHERWISE. F. ALL WALLS TO BE HEM -FIR STUD GRADE OR BETTER @ 16' O.C. UNLESS NOTED OTHERWISE. SEE ARCH. PLANS FOR LOCATIONS OF 2x4 AND 2x6 WALLS. G. TOP PLATES AND BOTTOM PLATES TO BE HEM FIR #2 OR BETTER. IF PLACED ON CONCRETE DIRECTLY, USE PRESSURE TREATED HEM FIR #2. H. CROSS BRACING REQUIRED AT MID SPAN OF JOISTS IF CEILING DRYWALL IS NOT DIRECTLY APPLIED TO UNDERSIDE OF JOISTS. I. JOIST HANGERS, BEAM HANGERS, TRUSS HANGERS, FRAMING CLIPS, ETC. TO BE MANUFACTURED BY SIMPSON STRONG TIE CO., INC. INSTALL PER MANUFACTURER SPECIFICATIONS. J. WOOD PLATES INSTALLED ON STEEL BEAMS OR ON FOUNDATION WALLS SHALL BE RIPPED TO MATCH EXACT DIMENSION OF BEAM OR WALL. K. STRUCTURAL LUMBER EXPOSED TO WEATHER SHALL BE PRESSURE TREATED OR MANUALLY SEALED AT TIME OF CONSTRUCTION. EXTERIOR WOOD DECKS OR PORCHES TO BE HEM FIR #2 OR BETTER. DECK OR PORCH JOISTS AND BEAMS TO BE PRESSURE TREATED OR MANUALLY SEALED AT TIME OF CONSTRUCTION. L. ENGINEERED LUMBER PRODUCTS (I -JOISTS, LVL, PSL, ETC.) TO BE INSTALLED PER MANUFACTURER SPECIFICATIONS. M. MULTIPLE PLY ENGINEERED LUMBER BEAMS AND HEADERS SHALL BE BUILT UP PER CONNECTION SPECIFICATIONS GIVEN BY MANUFACTURER. N. ALL JOIST AND TRUSS QUANTITIES AND DIMENSIONS MUST BE VERIFIED BY THE RESPECTIVE SUPPLIER. TS COLUMN - SEE FRAMING PLANS FOR SIZE 4- 3/4" DIA. x 6" LONG EXPANSION ANCHORS WALL AND FLOOR CONSTRUCTION (UNLESS NOTED OTHERWISE) CONCRETE FOOTING /// 3/16 L/ 3/4" THICK STEEL BASE PLATE FILL IN WITH NON -SHRINK GROUT TO LEVEL 4.13/16' DIA. it BOLT HOLES K 31/2' • 5' 3 1/2' TUBE STEEL COLUMN TO FOOTING DETAIL EXTERIOR WALLS: A. ALL EXTERIOR WALLS SHALL CONSIST OF 2x6 STUDS @ 16' O.C. TO A MAXIMUM HEIGHT OF 12'-6". IF HEIGHT OF WALLS ARE BETWEEN 121-6' AND 141-6" USE 2x6 STUDS @ 12" O.C. IF HEIGHT OF WALLS ARE GREATER THAN 14'-0" TO A MAXIMUM OF 171-4' USE 2- 2x6 STUDS @ 16' O.C. USE A DOUBLE TOP PLATE TYPICAL TO PROVIDE OVERLAPPING AT CORNERS. B. FLOOR OR ROOF FRAMING MEMBERS MUST BE ALIGNED TO BEAR WITHIN 5 INCHES OF THE STUDS BENEATH. C. EXTERIOR WALL SHEATHING SHALL BE 1/2' APA RATED SHEATHING 24/16 RATING, EXPOSURE 1. BLOCK ALL HORIZONTAL JOINTS. D. PROVIDE 3- 2x10 HEADERS OVER ALL DOOR AND WINDOW OPENINGS UNLESS NOTED OTHERWISE. USE MULTIPLE POSTS AT BEARING LOCATIONS EQUAL TO WIDTH OF BEARING MEMBERS UNLESS NOTED OTHERWISE. INTERIOR WALLS (LOAD BEARING): A. ALL INTERIOR WALLS SHALL CONSIST OF 2x4 STUDS @ 16" O.C. USE 1/2" GYPSUM WALL BOARD ON BOTH SIDES OF WALL. USE A DOUBLE TOP PLATE TYPICAL TO PROVIDE OVERLAPPING AT CORNERS. B. FLOOR OR ROOF FRAMING MEMBERS MUST BE ALIGNED TO BEAR WITHIN 5 INCHES OF THE STUDS BENEATH. C. PROVIDE 2- 2x10 HEADERS OVER ALL DOOR AND WINDOW OPENINGS UNLESS NOTED OTHERWISE. USE MULTIPLE POSTS AT BEARING LOCATIONS EQUAL TO WIDTH OF BEARING MEMBERS UNLESS NOTED OTHERWISE. FLOORS: A. ALL FLOORS SHALL BE SHEATHED WITH 3/4" APA RATED STURDIFLOOR RATED AT 20" O.C., TOUNGE AND GROOVE, EXPOSURE 1. PLACE ALL SHEATHING WITH LONG EDGE PERPENDICULAR TO JOISTS AND STAGGER END JOINTS. B. SOLID BLOCKING SHALL BE PLACED BETWEEN FLOOR JOISTS AT ALL BEARING LOCATIONS. GLUE AND NAIL ALL SHEATHING TO SUPPORTS AND BLOCKING. ROOF: A. ALL ROOFS SHALL BE SHEATHED WITH 5/8' APA RATED SHEATHING 40/20 RATING, EXPOSURE 1. PLACE ALL SHEATHING WITH LONG EDGE PERPENDICULAR TO RAFTERS AND STAGGER END JOINTS. B. SOLID BLOCKING SHALL BE PLACED BETWEEN RAFTERS AND LOOKOUTS AT ALL BEARING LOCATIONS. C. WIND ANCHORS SHALL BE PLACED AT ALL RAFTER TO STUD WALL CONNECTIONS. SHEAR WALLS: A. ALL WALLS OVER 61-0" LONG SHEATHED WITH GYPSUM WALL BOARD ON BOTH FACES HAVE BEEN DESIGNED AS SHEAR WALLS. B. ALL SHEAR WALLS SHALL HAVE WALLBOARD SCREWED INTO TOP AND BOTTOM PLATES WITH #8 x 1 118' DRYWALL SCREWS AT 7" O.C. MAXIMUM. C. ALL EXTERIOR WALLS SHALL BE SHEATHED WITH PLYWOOD OR OSB UNLESS NOTED OTHERWISE. 18' MIN. IF 2x4 LINES UP W/ TRUSS EXTEND 2x4 TO BOTTOM /CHORD AND ATTACH BOTH CHORDS W/ 16d NAILS. FOUND •TION WALL z L - STEEL BEAM RE: PLAN 2- 2x4 BLOCKING CHIMNEY DETAIL SCALE:1l2'=1'-0' 112'0 EXPANSION ANCHORS -2 PER SADDLE LEG - (4" MINIMUM EMBEDMENT) NOTE: ALL EXPANSION ANCHORS SHALL BE INSTALLED ABOVE BOTTOM ROW OF REINFORCING. SADDLE LEGS MAY REQUIRE ADDITIONAL LENGTH BASED ON BEAM SIZE, VOID THICKNESS & LOCATION OF BOTTOM ROW OF REINFORCING BOTTOM ROW OF REINFORCING ALL C'NTACT EDGES 1/4 BEAM SADDLE DETAIL N.T.S. L 4x4x1/4" STEEL ANGLE EACH SIDE OF COPED BEAM (2)13/16 0 HOLES IN EACH LEG OF ANGLE & END OF BEAM. FASTEN ANGLES TO BEAMS W/ (6) 3/4'0 A325 BOLTS. 1 12' TYP W 10x15 or LARGER COPED BEAM CONNECTION FOR W 10 BEAMS STRUCTURAL GLUED AND LAMINATED BEAMS (GLU-LAMS) MAX. REACTION = 25 kips A. MATERIALS, MANUFACTURER AND QUALITY CONTROL SHALL BE IN CONFORMANCE WITH AITC PRODUCT STANDARD PS 66-82. B. LAMINATED BEAMS SHALL CONSIST ENTIRELY OF DOUGLAS FIR (DF/DF) AND PERTAIN TO THE FOLLOWING SYMBOLS: - 24F -V4 - SIMPLE -SPAN BEAM - 24F -V8 - CONTINUOUS MULTI -SPAN BEAM -3-COLUMN C. ALL GLU-LAMS SHALL BE ARCHITECTURAL APPEARANCE GRADE UNLESS NOTED OTHERWISE. D. PROTECT MEMBERS FROM DAMAGE TO EXPOSURE BY WEATHER BOTH BEFORE AND DURING CONSTRUCTION. E. ADHESIVES USED WITH GLU-LAMS SHALL MEET REQUIREMENTS FOR WET SERVICE. F. DO NOT CAMBER ANY GLU-LAMS UNLESS SHOWN BY ARCHITECT OR ENGINEER. STRUCTURAL STEEL A. ALL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH AISC SPECIFICATIONS AND CODE OF STANDARD PRACTICE. B. ALL STEEL BEAMS, PLATES AND ANGLES SHALL BE ASTM A36 GRADE. TUBE STEEL COLUMNS SHALL BE ASTM A500 GRADE B. PIPE COLUMNS SHALL BE ASTM A53 GRADE B OR ASTM A501. C. ALL BOLTS USED IN STEEL FRAMING SHALL MEET ASTM SPECIFICATION A325. BOLTS USED IN STEEL FRAMING SHALL BE 3/4' DIA. UNLESS NOTED OTHERWISE. D. ALL EXPANSION BOLTS SHALL BE HAVE THE FOLLOWING MINIMUM EMBEDMENT: -1/2" DIA. -21/2" - 5/8" DIA. - 3' - 3/4" DIA. - 4' E. ALL WELDING SHALL BE PERFORMED BY AN AWS CERTIFIED WELDER. F. PAINTING DONE ON STEEL MEMBERS SHOULD BE AT LEAST 3' FROM FIELD WELDS UNLESS WELDS ARE COMPLETED. GENERAL NOTES A. CONTRACTOR SHOULD VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION. DO NOT SCALE FRAMING DRAWINGS. B. CONTRACTOR IS RESPONSIBLE FOR ALL CONSTRUCTION PRACTICES INCLUDING TECHNIQUES, PROCEDURES AND THE SEQUENCE OF CONSTRUCTION. CONTRACTOR SHOULD NOTIFY STRUCTURAL ENGINEER IF A CONFLICT ARISES DUE TO VARIATIONS OR OTHER PROBLEMS WITH THE CONSTRUCTION DOCUMENTS. C. OBSERVATIONS OF JOBSITE OTHER THAN REQUIRED INSPECTIONS BY ENGINEER ARE NOT CONSTRUCTION APPROVALS. D. STRUCTURAL CONSTRUCTION DOCUMENTS RELEASED BY THIS OFFICE ARE ASSUMED TO BE COMPLETE AND ACCURATE YET PROBLEMS MAY ARISE DURING CONSTRUCTION. COMMUNICATION WITH CONTRACTOR, ARCHITECT AND OTHER PARTIES INVOLVED WITH THIS PROJECT WILL PROVIDE THE BEST POSSIBLE BUILDING. L4x4x3/8' STEEL ANGLE 1/2' MAX. GAP AT BEAM ENDS 6" x 61 /2" x 3/8° STEEL PLATE 12 SEE ARCH. 2- 1/2" DIA. THRU-BOLTS 2- 1/2" DIA. THRU-BOLTS 2x12 RAFTERS @ 24" O.C. TYP. 2x8 BLOCKING BETWEEN RAFTERS SIMPSON H5 RAFTER TO STUD CONNECTION 2x12 ROOF RAFTERS - SEE FRAMING PLANS FOR LOCATIONS AND SPACING SOLID BLOCKING BETWEEN LOOKOUTS 3- 16d NAILS INTO EACH LOOKOUT (2)13/16 0 HOLES IN EACH BEAM & EACH END OF PLATE. FASTEN SPLICE PLATE & BEAMS WI (4) 3/4" 0 A325 BOLTS. 0 0 0 PO 1 1/2' TYP 6112' Vr W 8x10 or LARGER or W 10x12 or LARGER SHEAR BEAM SPLICE DETAIL FOR W 8 or W 10 BEAMS MAX. SHEAR =18 kips NAILING SCHEDULE (UNLESS NOTED OTHERWISE) MINIMUM NAILING SHALL BE PROVIDED AS SPECIFIED BY UBC TABLE 23 -II -B-1 2x FLOOR JOIST TO GIRDER, SILL OR WALL PLATE (TOENAIL) I -JOIST TO GIRDER, SILL OR WALL PLATE (TOENAIL THROUGH BOTTOM CHORD) SOLE PLATE TO JOIST OR BLOCKING (FACE NAIL) TOP PLATE TO STUD (END NAIL) STUD TO SOLE PLATE DOUBLE STUDS (FACE NAIL) DOUBLED TOP PLATES (FACE NAIL) TOP PLATES, LAPS AND INTERSECTIONS (FACE NAIL) CONTINUOUS HEADER, TWO PIECES CONTINUOUS HEADER TO KING STUD (TOENAIL) CEILING AND FLOOR JOISTS, LAPS OVER PARTITIONS (FACE NAIL) CEILING AND FLOOR JOISTS TO PARALLEL RAFTERS (FACE NAIL) SOLID SAWN RAFTER TO PLATE I -JOIST RAFTER TO PLATE (TOENAIL THROUGH BOTTOM CHORD) BUILT-UP CORNER STUDS BUILT-UP BEAMS PLYWOOD OR OSB ROOF/WALUFLOOR SHEATHING 3- 8d 2-10d 16d @ 16" O.C. 2-16d 4- 8d (TOENAIL) OR 2- 16d (ENDNAIL) 16d @ 24" O.C. 16d @ 16" O.C. 2- 16d 16d @ 16" O.C. (EA EDGE) 4- 8d 3-16d 3-16d 3- 8d TOENAIL OR SIMPSON H5 2- 12d 16d @ 24" O.C. 16d @ 12" O.C. (EA EDGE) 8d @ 6" O.C. ALONG EDGES 8d @ 12' O.C. IN FIELD NOTES: A. ALL NAILS ARE EITHER COMMON WIRE OR BOX NAILS. COOLER, SINKER OR OTHER NAIL TYPES MAY BE USED ONLY AFTER CONTACTING THIS OFFICE FOR SIZES AND SPACING. B. STAPLES MAY BE USED IN CERTAIN AREAS IF THIS OFFICE IS CONTACTED FOR SIZES AND SPACING. C. THIS SCHEDULE REFLECTS MINIMUM NAILING ONLY. IN CASES WHERE LOADING CONDITIONS ARE GREATER THAN THESE CONNECTIONS WILL APPLY SEE PLANS AND DETAILS OR CONTACT THIS OFFICE. A S6 BIRDS MOUTH 3x12 RAFTER SCALE: 3/4' =11-0' EQ. SIMPSON H5 CONNECTION B S6 EQ. 1'. RS 3x12 RAFTER TAIL - SEE ARCHITECTURALS FOR END CONDITION 2x12 LOOKOUTS @ 24" O.C. SCALE: 3/4' =11-0° DO NOT WELD AT CORNERS STEEL BEAM 1/4" STEEL PLATE EACH SIDE 3/16 3/16 3- 16d NAILS INTO EACH LOOKOUT 2x12 STRUCTURAL SUB -FASCIA (SEE SHEET S4) WEB STIFFENER MAY BE SHOP FABRICATED. LOCATE STIFFENERS WITHIN 6" OF SUPPORT OR CONCENTRATED LOAD. WEB STIFFENER DETAIL N.T.S. OVERFRAMING BUILD OVERFRAMING INTO TRUSSES OR OVERFRAME WITH PIGGY -BACK TRUSSES WHERE POSSIBLE. OVERFRAMING MEMBERS SHALL BE AS FOLLOWS: RIDGES: 1-2x8 up to 81-0" 2-2x8 up to 121-0' VALLEY PLATE: 1-2x4 Plate JACK RAFTERS: 2x6 Rafters @ 24' O.C. up to 91-0' 2x6 Rafters @ 16' O.C. up to 111-0' (For spans greater than given above, contact this office.) SEE FRAMING NOTE 5: ALL COLUMNS NOTED ON FRAMING PLANS ARE FOR BEARING ONLY UNDER HEADER ONLY AND DO NOT INCLUDE KING STUD. PROVIDE A MINIMUM OF 2-2x4 or 2-2x6 TRIMMERS FOR ALL HEADERS CALLED OUT ON FRAMING PLANS. SEE FRAMING PLANS FOR HEADER SIZE PROVIDE ADDITIONAL KING STUD AS REQUIRED - KING STUD NOT INCLUDED IN POST CALLOUT 3-2x6 DENOTES 3 TRIMMERS AND DOES NOT INCLUDE KING STUD - SEE FRAMING PLANS FOR COLUMN PACK SIZE TYPICAL HEADER POST DETAIL N.T.S. r. r Z a IIIMAI D E S I 333 W. HAMPDEN , ENGLEWOOD, COLO P: 3 0 3. 4 1 6. 1 2 F: 303.41 6.12. ASPEF ALE, C 'REPAREDFOR EZ -N01 (c; 2003 MARTIN DESIGN, INC. The use of these documents and drawings shall be restricted to the original project for which they were prepared and any publication of these documents and specifications is expressly limited to such project. Re -use, reproduction or publication by any method, in whole or in part, of these documents and drawings is prohibited. Title of these documents and drawings remains with MARTIN DESIGN, INC. MARTIN DESIGN, INC. retains all federal, state and all common law copyright protections. 17 U.S.C. section 101 et seq. ISSUED FOR: CONSTRUCTION DOCUMENTS REVISED CD'S - HELICAL PIERS w JKS JKS DRAFT DATE R PROJECT NUMBER: 021333 FRAMING NOTES, DETAILS AND SECTIONS S6 [NP) 3"x16 GA. STRAPPIN FOR X -BRACING N FOUNDATION TYPICAL W10x12 L4x4x1/4 W10x12 1 NOTES: 1) FIELD VERIFY ALL DIMENSIONS AND ELEVATIONS 2) TS COLUMNS WILL SLOPE, FIELD VERIFY 3) 2x6 STUDS @ 12' O.C. TO BE BUILT CENTERED ON STEEL BEAMS 4) STEEL COLUMNS AND STRAPPING TO BE ON OUTSIDE FACE OF STUD WALL 5) SHEATH EXTERIOR PER STRUCTURAL NOTES ELEVATION S7 / SCALE: 1/4' =l'-0" STONE FIREPLACE CAP— \\\ 3/16 3/16 3/16 r 1/4" SHEAR TAB WI (2)- 5/8" DIA. BOLTS IN SHORT SLOTTED HOLES 212' NOTES: RE: 8/S5 FOR STRAPPING DETAILS DETAIL S7 TS 3x3x11 SCALE: 1" =1'-0' 3'x16 GA. STRAPPIN FOR X -BRACING W10x12 10x12 SLOPE W/ ROOF NOTES: 1) FIELD VERIFY ALL DIMENSIONS AND ELEVATIONS 2) TS COLUMNS DO NOT SLOPE IN THIS PLANE 3) 2x6 STUDS @ 12" O.C. TO BE BUILT CENTERED ON STEEL BEAMS 4) STEEL COLUMNS AND STRAPPING TO BE ON OUTSIDE FACE OF STUD WALL 5) SHEATH EXTERIOR PER STRUCTURAL NOTES L4x4x1/4 FOR STONE SUPPORT 51 ELEVATION L4x4x1/4 FOR STONE SUPPORT NOTES: STONE VENEER ABOVE ROOF MUST NOT BEAR ON WOOD - BEAR STONE VENEER ON STEEL ANGLES PROVIDED - STONE VENEER BELOW ROOF LINE CAN BEAR ON FND SECTION S7 / SCALE: 1' = S7 f SCALE: 1/4" =1'-0" 3 SIDES 3/16 3"x16 GA. STRAPPIN FOR X -BRACING W10x12 NOTES: 1) FIELD VERIFY ALL DIMENSIONS AND ELEVATIONS 2) TS COLUMNS WILL SLOPE, FIELD VERIFY 3) 2x6 STUDS @ 12" O.C. TO BE BUILT CENTERED ON STEEL BEAMS 4) STEEL COLUMNS AND STRAPPING TO BE ON OUTSIDE FACE OF STUD WALL 5) SHEATH EXTERIOR PER STRUCTURAL NOTES 6 ELEVATION S7 J SCALE: 1/4" =1'-0" 3"x16 GA. X -BRACING STRAPPING TYPICAL RE: 7155 FOR 10x12 TO TS COL. DETAILS 314"0 HOLE (TYP), CONNECT SADDLE ANGLE TO FOUNDATION WALL W/ (2) 518"0 EXPANSION ANCHORS (4' MINIMUM EMBEDMENT) 112' DETAIL SCALE: 1/2' = LINE OF FOUNDATION CORNER PURLIN or BEAM (SEE PLAN) L4x4x1/4" VERTICAL STEEL ANGLE L4x4x3/4' SEAT ANGLE ALL CONTACT EDGES FRONT 1' MAX. 412" 112" 318' STEL PLATE (10'x1 2 i SIDE CORNER SADDLE DETAIL N.T.S. MAX. LOAD=11,400lbs O N- �_ 3/8' STEEL PLATE (10' x 17') 1 1/8"0 HOLE (TYP), CONNECT SADDLE PLATE TO FOUNDATION WALL WI (4) 1"0 EXPANSION ANCHORS (6° MINIMUM EMBEDMENT) NOTE: FOR PURLINS, CONNECT SADDLE PLATE TO FOUNDATION WALL WI (4) 518"0 EXPANSION ANCHORS (4" MINIMUM EMBEDMENT) (MAXIMUM PURLIN LOAD = 8,000 lbs) (A) E F U, T.O.W. - 99%9 314' B.O.W. - 9611 3/4" 4,01 - At' >1W ILCT TO NOTED E D GARF ELD COUNTY Mfiliouqo DEPAan aloft kAto_ sy FIELD COPY icTION WSW r 111A10011 96'-6' 35°-6' 59'-6' 1'-6" 41 4'-0• 4'-0" eqr V-01 8'-9' 6" W. x 8" D. STONE LED (TYPICAL AT EXTERI FOUNDATION WALL HATCHIr 5'-10' 6'4" fi 3'-5" 3,-5" T.O.W. - 99'r9 314' B.O.W. - 96't1 314' 21'-0" 10'-4" 2x TREATED SILL PLATE (TYPICAL) WI 1/2" DIA. x 10" LONG ANCHOR BOLTS @ 3'-0" O.C. & 6' FROM PLATE ENDS. (3' EXPOSED ABOVE T.O.W.) U' 3'-6' 14'-4 314' 3'-0' t 6" CRAWL SPACE ALL STIFFENER RE: 52 BEAM SADDLE SEE DETAIL ON S2 rs W 10 x 49 STEEL BEAM (DROPPED) (2 SPAN CON 10" H.x10'W. T.O. BEAM = 98'-9 718" a ----r, - 'lw..01 r - • WEB STIFFENER SEE DETAIL ON 52 20'-66 314" 1'-0' '44 14'-11 1/2" 12'-2` T.O.W. - 99'-9 314" B.O.W. - 96'-1 3/4" CANTILEVER BEAM\ 'OD/IOTA IAGFr FOUNDATION WALL AT THIS LOCATION WE 14'-5" BEAM SPLICIII SEE DETAIL ON S2r- I W 10 x 49 STEEL BEAM (DROPPED) (3 SPAN CONTINUOU 10' H.x10"W. In T.O. BEAM = 98'-9 718' 'I 5112" �r. Z.p WEB STIFFENER SEE DETAIL ON 52 N N 10'-6' BEAM PKT T.O.W. - 99'-9 314" B.O.W. - 96'-1 314' BEAM SADDLE SEE DETAIL ON S2 4• T-9' 6'-9" 16'-2' 14'-5" I i I STIFFENER SEE r AIL ON S2 - . 9'-11' 37'-2112' 12'-2112" WAIL STIFFENER RE: S2 (TYPICAL) 35'-10112' 8" WEB STIFFENER SEE DETAIL ON S2 • W 10 x 22 STEEL BEAM (DROPPED) (4 SPAN CONTINUOUS) 10 1/8' H. x 51/84' W. T.O. BEAM = '-9 7/8' WEB STIFFENER SEE DETAIL ON S2 SEE CORNER SADDLE DETAIL ON SHEET $2 W 10 x 15 STEEL BEAM (DROPPED) 10' H.x4'W. T.O. BEAM = 98'-9 718" 16'-10" T.O.W. - 99'-9 3/4' B.O.W. - 96'-1 314' 9'-0114" U) J v i SEE PILASTER DETAIL ON SHEET 52 (TYPICAL) 9'-0114" 20'-6' T.O.W. - 99'-9 3/4' B.O.W. - 96'-1 3/4' BEAM PKT 10'-3' BEAM PKT T.O.W. - 99'-0' B.O.W, - 96-1 314" 8'-9" WEB STIFFENER , SEE DETAIL ON S2 11'-10112' ' 14'-5 1 Ro� 100,1 - kr V - _ - T-0" . BEAM SADDLE SEE DETAIL ON S2 12'1-0" T.O.W. - B.O.W. 99%9 314" 96-1 3/4' SEE CORNER DETAIL Or S - '' S2 15-6114' 10'-3 5'-8' T.O.W. - 99'-0" I B.O.W. - 96'-1 314' 8'-9' r.© — 6r 6'-4' N CV 7'-0' i / 6'-8112' 11'-1 314' 11'-1 314" 4" 4'-10" T.O.W. - 99'-9 314' B.O.W. - 96'-1 314" kr N C WALL STIFFENER FSE S2 (TYPICAL) 4'-10' 1'-2" T.O.W. - 99'-9 3/4' B.O.W. - 96'-1 314' SEE PILASTER DETAIL mySREEr�z- (TYPICAL) 6'-8 1/2' 2'-5112' T.O.W. - 99'-0' B.O.W. - 96-1 314" T.O.W. - 99'-0" B.O.W. - 96'-1 3/4' .O.W. - 99'-0" B.O.W. - 96'-1 3/4' 8'-5112" L 4x4x 1/4 STEEL ANGLE FOR STONE VENEER. ATTACH TO FOUNDATION WALL WI 112" DIA. EXPANSION ANCHORS @8"O.C.- MAINTAIN 31/2" EMBEDMENT & 7' FROM TOP SIDES OF CONCRETE PILASTE' (THIS PILASTER ONLY) 9'-6" 19'-0' 6" W. x 8" D. STONE LEDGE (TYPICAL AT EXTERIOR EOU NDATION_WALL.HATCHINC) 19'-8' 2'-0" 13'-7' 2'-0" 5'-5" 1T-4 1/2' ' 2-0' 6%9' 2'-0' 6'-9" 2'-0' 6'-9112' 11-4" 21'-0" 1T-6' 20'-0" 7'-0" 30'-66" 96143* 5) 6 FOUNDATION PLAN SCALE: 1146 = 9'-0" NOTE: FIELD VERIFY T.O.W. WALL STEPS. SEE STEP DETAIL ON SHEET S2. MAINTAIN 3'-0" MINIMUM FROST DEPTH BELOW FINAL GRADE ON ALL FOUNDATION WALLS, VERIFY AND ACCOMODATE ALL BASEMENT WINDOWS, CHANGES TO B.O.W. STEPS TO BE VERIFIED BY THIS OFFICE. A4 .) 1 % AV 1 Ale Ir A4011. JAN 202003 MARTIN DESICN INC 333 W. HAMPDEN AVE, STE 200 ENGLEWOOD, COLORADO 80110 P 3 0 3. 4 1 6. 1 2 9 0 F. 303.416.1291 CARBONDALE, COLORADO PREPARED FOR: WEITZ-MORRIS ,c) 2003 MARTIN DESIGN, INC. The use of these documents and drawings shall be restricted to the original project for which they were prepared and any publication of these documents and specifications is expressly limited to such project. Re -use, reproduction or publication by any method, in whole or in part, of these documents and drawings is prohibited. Title of these documents and drawings remains with MARTIN DESIGN, INC. MARTIN DESIGN, INC. re- is all federal, state and all common law copyrigit protections. 17 U.S.C. section 101 et seq. ISSUED FOR: CONSTRUCTION DOCUMENTS REVISED CD'S - HELICAL PIERS REVIEW JKS JKS 0 DATE 4' r PROJECT NUMBER: 021333 HELICAL PIER FOUNDATION PLAN t S1 2x SILL PLATE (TYPICAL) WI 112"0 x 10" L. ANCHOR BOLTS @ 3'-0" O.C. AND 6" FROM PLATE ENDS 7" MINIMUM EMBEDMENT (3" EXPOSED ABOVE T.O.W.) AL T.O. PLYWOOD 100'-0" T.O. FND WALL 99'-9 3/4" AL B.O. WALL 96'-1 314" 11 7/8" TJI FLOOR SYSTEM © 16' O.C. (JOISTS PARALLEL TO WALL @ SIM. CONDITION) 245 GRD60 CONT. TOP 112" EXPANSION JOINT MATERIAL 4" CONCRETE SLAB (IF SOIL IS HERE, SLOPE AWAY FROM BUILDING PER SOILS REPORT) RE: HELICAL PIER CONNECTION DETAIL 245 GRD60 CONT, BOTTOM 2x SILL PLATE (TYPICAL) WI 1/2"0 x 10" L ANCHOR BOLTS @ 3'-0" O.C. AND 6" FROM PLATE ENDS 7" MINIMUM EMBEDMENT (3" EXPOSED ABOVE T,O.W.) T.O. PLYWOOD 100'-0" T.O. FND WALL 99'-9 3/4" 11 7/8"TJI FLOOR SYSTEM @ 16" D.C. (JOISTS PARALLEL TO WALL © SIM. CONDITION) FOR WALLS EXCEEDING 3'-0" IN HEIGHT, PROVIDE ADD'L #3 GRD BO AT 18" O.C. EACH WAY B.O.AL WALL 96-1 3/4" 24" 24" C] 245 GRD60 CONT. TOP SECTION S2 / SCALE: 1/2' =1'-0' LJ 'P 2x6 STUD WALL WI PLYWOOD SHEATHING 2x SILL PLATE (TYPICAL) WI 11210 x 10" L, ANCHOR BOLTS @ 1-0" O.C. AND 6" FROM PLATE ENDS 7" MINIMUM EMBEDMENT (3" EXPOSED ABOVE T.O.W.) 2x12 LEDGER ATTACHED TO FND. WALL W/ 3/4' DIA. x 4' EMBED EXPANSION ANCHORS 16" O.C. STAGGERED. PLACE TOP ANCHORS 3" MIN, FROM TOP OF CONCRETE DRAIN TYPE & LOCATION PER SOILS REPORT AND BUILDER REQUIREMENTS HELICAL PIER 1/2' EXPANSION JOINT MATERIAL 21/2" WIDE SLAB LEDGE IN GARAGE. RE: LEDGE DETAIL THIS SHEET FOR ADDITIONAL WALL REINFORCEMENT @ LEDGE 4" CONCRETE GARAGE SLAB //\// z \//\\// 245 GRD60 TOP & BOTTOM 24' TIED TO HORIZ BARS (BENT AS SHOWN) #5 GRD60 HORIZ x 4'-0" L. @ 18" O.C. REFER TO WALL SECTIONS FOR TYPICAL WALL REINFORCING RE: HELICAL PIER z CONNECTION DETAIL 4 245 GRD60 CONT. BOTTOM aP 4\\_DRAIN TYPE & LOCATION PER SOILS REPORT AND BUILDER REQUIREMENTS SECTION SCALE: 1/2" =1'-0" 4'-0" HELICAL PIER ./ \ \\/\\/ FORM VOID UNDER GRADE ' \ BEAM & STIFFENER (CONTINUOUS BETWEEN PIERS) REFER TO STRUCTURAL NOTES ?4g f;R17 (EXTEND:rc OFGIE STONE FIREPLACE VENEER TO BE SUPPORTED BY FND. ONLY - DO NOT BEAR STONE ON WOOD SOLID GROUTED CMU BLOCK TO T.O. SLAB. 1/2" EXPANSION JOINT MATERIAL 4" CONCRETE PATIO SLAB 4" TYP \%\ \>/, %'/N\%\ #5 GRD 60 REBAR ( 12" O.C. EACH WAY @ TOP, BOTTOM AND MIDHEIGHT OF PIER RE: HELICAL PIER CONNECTION DETAIL 4 #5 GRD60 VERTICALS @ 12" O.C. EA. WAY 4'-6 1/2" 1/2" EXPANSION JOINT MATERIAL 2 1/2" WIDE SLAB LEDGE IN GARAGE. RE: LEDGE DETAIL THIS SHEET FOR ADDITIONAL WALL REINFORCEMENT @ LEDGE 4" CONCRETE GARAGE SLAB T.O. FND. WALL 99'-9 3/41 B.O. WALL 96'-1 3/4" GRADE: SLOPE AWAY 6" IN FIRST 5' MIN. SECTION SCALE: 112" =1'-0" L ;\/.\\/j RE: HELICAL PIER CONNECTION DETAIL SEE SOILS REPORT FOR PERIMETER DRAIN REQUIREMENTS HELICAL PIER 2x SILL PLATE (TYPICAL) WI 112"0 x 10' L. ANCHOR BOLTS @ 3'-0" O.C. AND 6" FROM PLATE ENDS 7" MINIMUM EMBEDMENT (3" EXPOSED ABOVE T.O.W.) SOLID GROUTED CMU BLOCK TO T.O. SLAB. 1 2' DOUBLE MAT OF #5 GRD60 @ 18" 0.C. EACH WAY IN STIFFENER OP AM) RE: HELICAL PIER CONNECTION DETAIL WALL STIFFENER DETAIL N.T.S. HELICAL PIER w 0 c2. w L; L11 Cai w w uL r= IL 0 0 F - RE: PLAN & WALL SECTIONS GRADE: SLOPE PER SOILS REPORT 245 GRD60 CONT. TOP M 245 GRD60 CONT. BOTTOM °P SECTION SCALE: 1/2" = 1'-0" DRAIN TYPE & LOCATION PER SOILS REPORT AND BUILDER REQUIREMENTS HELICAL PIER HELICAL PIER SHAFT CAP W/ 245 GRD60 WELDED TO CAP PLATE DETAIL & CONNECTION BY SUPPLIER EXTEND VERTICAL BARS TO TOP OF GRADE BEAM GRADE BEAM REFER TO WALL SECTIONS FOR TYPICAL REINFORCING HELICAL PIER EXTENSION NOTE: FOR WALLS SHORTER THAN 4'-0", EXTEND HELICAL PIER INTO WALL 1'-0'. FOR WALLS TALLER THAN 4'-0", EXTEND HELICAL PIER INTO WALL 2'-6" (SEE WALL SECTIONS) HELICAL PIER HELICAL PIER CONNECTION DETAIL N.T.S. 8x8 TIMBER COLUMN SIMPSON CB88 POST BASE INSTALLED PER MANUF. SPECIFICATIONS STONE VENEER 1/2" EXPANSION JOINT MATERIAL 4" CONCRETE PATIO SLAB 1- #5 GRD60 VERTICAL AT EACH CORNER #3 GRD 60 TIES @ TOP, BOTTOM, AND MIDHEIGHT OF PIER 4' TYP \ RE: HELICAL PIER CONNECTION DETAIL 2,-C" 3Q. HELICAL PIER SECTION 2 1/2" EXPANSION JOINT MATERIAL 2 1/2" WIDE SLAB LEDGE IN GARAGE. RE: LEDGE DETAIL THIS SHEET FOR ADDITIONAL WALL REINFORCEMENT Q LEDGE T.O. FND. WALL 99'-) 3/4" B.O. WALL 96'-1 3/4" 4' CONCRETE GARAGE SLAB SCALE:1/2" =1'-0" //,`,//\<<\/'(\\// RE: HELICAL PIER CONNECTION DETAIL 2x WOOD PLATE AT JOIST BEARING FASTENED TO STEEL BEAM W/ HILTI X-ZF 47 P: (or EQUIV) ©. 3'-O O.C. 4" CONCRETE T.Q. GARAGE SLAB GARAGE SLAB 99'-6" T.O. FND. WALL • I I NM I I I KA 99'-0" _fiB.O. WALL o 96'-1 3/4" 2x SILL PLATE (TYPICAL) W/1/2"0 x10' L. ANCHOR BOLTS @ 3'-0" O.C. AND 6" FROM PLATE' ENDS 7" MINIMUM EMBEDMENT (3' EXPOSED ABOVE T.O.W.) GRADE: SLOPE PER SOILS REPORT RD60 .TOP 2-#5 GRD60 CONT. BOTTOM SECTION SCALE: 1/2" =1'-0" ADJUSTABLE STEEL COLUMN FASTENED TO PIER TOP WI 2-HILTI X-ZF 47 P8 (or EQUIV.) HELICAL PIER CAP (BY SUPPLIER) DO NOT WELD AT CORNERS M DRAIN TYPE & LOCATION PER SOILS REPORT AND BUILDER REQUIREMENTS HELICAL PIER MAIN LEVEL FLOOR FRAMING STEEL BEAM STEEL COLUMN. // 0/ //\\e'N 12" DIA, x 3'-0" L. INTERIOR BASEMENT COLUMN DETAIL N.T.S. STEEL BEAM 1/4" STEEL PLATE EACH SIDE 3/16 3/16 1/ CONCRETE CAP ON HELICAL PIER CAGE OF 443 GRD60 VERT. VENEER WI DIRECT W/ #3 GRD60 STIRRUPS @ 8" O.C. BEARING ON STEEL ANGLE IN CONCRETE CAP 4" CONCRETE SLAB (IF SOIL IS HERE, SLOPE AWAY FROM BUILDING HELICAL ? I PER SOILS REPORT) PIER 24" #5 GRD 60 BARS © 24" O.C. BENT AS SHOWN 1/2" EXPANSION JOINT MATERIAL DRIVEWAY \,/(\y/s\/\\\\// 245 GRD60 CONT. TOP PROVIDE 245 x 4'-0" L. GRD60 HORIZ (FOR W8 & 10) or PROVIDE 345 x 4'-0° L. GRD60 HORIZ (FOR W 12) @ 4" O.C. PLACE FIRST BAR WI 2" COVER FROM TOP OF WALL PLAN 2'-0" MINIMUM \/r/\\/\\ J\\/.\\ RE: HELICAL PIER CONNECTION DETAIL 245 GRD60 CONT. BOTTOM D� SECTION S2 PROVIDE 445 GRD60 VERT ©.12" O.C. TO WITHIN 2' OF T.O.W. EXTEND 2'-0" MINIMUM BELOW BOTTOM OF POCKET SCALE: 1/2" =1'-0' 4" MIN. R DRAIN TYPE & LOCATION PER SOILS REPORT AND BUILDER REQUIREMENTS HELICAL PIER REFER TO PLAN & WALL SECTIONS SEE PLAN aC w a Cl) w Lit PROVIDE 145 GRD60 HORIZ WITH 2" COVER FROM TOP OF LEDGE WHEN DEPTH OF LEDGE EXCEEDS 8". PROVIDE 145 GRD60 HORIZ AT MID -DEPTH OF LEDGE WHEN DEPTH OF LEDGE EXCEEDS 18". DEPTH OF LEDGE NOT TO EXCEED 24" TOP ROW OF REINFORCING YY 1� CONTINUOUS BELOW POCKET SECTION REFER TO WALL SECTIONS BEAM POCKET REINFORCING N.T.S. SEE WALL SECTIONS FOR REINFORCING i MATCH REINFORCING CORNER W/ REINFORCING IN WALL SECTIONS TYPICAL CORNER REINFORCING N.T.S. MAXIMUM 6" THICK STONE WEB STIFFENER MAY BE SHOP FABRICATED. LOCATE STIFFENERS WITHIN 6' OF SUPPORT OR CONCENTRATED LOAD. WEB STIFFENER DETAIL N.T.S. w FOR FOUNDATION REINFORCEMENT AND DIMENSIONS RE: SECTIONS NOTES: .\; \\/ �//\\i\\\. L6x6x1/2 CONTINUOUS STEEL ANGLE ATTACHED TO FOUNDATION WALL WI 3/4" DIA. x 43/4' EMBEDMENT EXPANSION ANCHORS (HILTI KWIK-BOLT II) @ 12' O.C. - EXPANSION ANCHORS MUST BE PLACED BELOW TOP ROW OF HORIZONTAL WALL REINFORCEMENT 1) THIS APPLICATION IS FOR STONE VENEER UP TO W-0" IN HEIGHT ONLY. IF STONE VENEER EXCEEDS 91-0' IN HEIGHT TYPICAL STONE VENEER SUPPORT MUST BE USED. 2) STEEL ANGLE SHOULD BE PROTECTED AGAINST DETERIORATION IF PLACED IN SOIL. 3) CARE SHOULD BE TAKEN WHEN DRILLING HOLES FOR EXPANSION ANCHORS SUCH THAT WALL CRACKS FROM DRILLING SHOULD BE REPAIRED. STONE VENEER SUPPORT N.T.S. STRUCTURAL NOTES: (UNLESS NOTED OTHERWISE ON PLANS) REFER TO PLAN & WALL SECTIONS REFER TO PLAN FOR LEDGE WIDTH TO WITHIN 3' OF T.O.LEDGE WHEN DEPTH OF LEDGE EXCEEDS 12". EXTEND 2-0" MINIMUM BELOW B.O.LEDGE. LEDGE DETAIL N.T.S. RE: HELICAL PIER CONNECTION DETAIL 0,3 LLI 0.1 j_ 145 GRD60 VERT @ CORNERS TIED TO FOOTING DOWELS PLAN 145 GRD60 CAGED @ TOP, MIDSPAN & BOTTOM 145 GRD60 CAGED @ TOP, MIDSPAN & BOTTOM z;) 14t5 GRD60 VERT @ CORNERS HELICAL PIER FOUNDATION PILASTER DETAIL N.T.S. 1.0 SCOPE: THIS SPECIFICATION OUTLINES THE STRUCTURAL DESIGN SPECIFICATIONS FOR THE ASPEN GLEN CLUB LODGE, WHEN A DIFFERENCE EXISTS BETWEEN THIS SPECIFICATION AND ANY OTHER GOVERNING CODE, THE MORE STRINGENT SHALL CONTROL. ANY OTHER ITEMS NOT COVERED THEREIN SHALL BE COMMENSURATE WITH GOOD ENGINEERING PRACTICE. 2.0 APPLICABLE CODES AND STANDARDS: 2.1 UNIFORM BUILDING CODE - 1997 EDITION. 2.2 AISC MANUAL OE STEEL CONSTRUCTION - 9th EDITION. 2.3 ACI BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE - ACI 318-89 (REVISED 1992) 2.4 AMERICAN WOOD COUNCIL - NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION - 1997 EDITION. 3.0 DESIGN LOADS: 3.1 DEAD LOADS: WEIGHT OF STRUCTURE AND ALL THINGS PERMANENTLY ATTACHED. FLOORS - 25 PSF (WITH STONE FLOORING 55 PSF) ROOF - 15 PSF 3.2 LIVE LOADS: SNOW LOAD - 40 PSF FLOOR LOAD - 40 PSF WIND LOAD - 80 MPH, EXPOSURE B SEISMIC ZONE 1 4.0 FOUNDATION: 4.1 THIS FOUNDATION MUST BE IN COMPLIANCE WITH THE SOILS REPORT BY HEPWORTH-PAVVLAK GEOTECHNICAL, INC., JOB NUMBER 199 356-1, DATED DECEMBER 9, 2002 AND ALTERNATIVE FOUNDATION RECOMMENDATIONS LETTER DATED JANUARY 17, 2003. FOR COMPLETE FOUNDATION AND DRAINAGE REQUIREMENTS, SEE THESE REPORTS. 4.2 HELICAL ANCHORS (DESIGN BY OTHERS): 4.2.1 VOID MATERIAL NOT REQUIRED BY GEOTECHNICAL ENGINEER. 4.2.2 ALL EXTERIOR FOUNDATIONS TO HAVE BOTTOM OF WALL A MINIMUM OF 3'-0" BELOW GRADE FOR FROST PROTECTION. 5.0 MATERIALS: 5.1 GROUT: 5.1.1 GROUT SHALL BE LOW -SHRINK, HIGH-STRENGTH DRY PACK, MINIMUM COMPRESSIVE STRENGTH SHALL BE 3,000 psi OR GREATER. 5.2 CONCRETE: 5.2.1 ALL CONCRETE SHALL DEVELOP TO 3,000 psi 28 -DAY MINIMUM COMPRESSIVE STRENGTH. 5.2.2 ALL CONCRETE SHALL BE TYPE II. 5.2.3 ALL REINFORCING SHALL BE CONTINUOUS AROUND CORNERS AND ACROSS STEP-DOWNS. 5.2.4 REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60. 5.2.5 ALL REINFORCING LAP SPLICES SHALL BE 18. MINIMUM. 5.3 STEEL: 5.3.1 STEEL BEAMS AND COLUMNS SHALL BE A36 CARBON STEEL. MINIMUM YIELD STRENGTH SHALL BE 36 ksi OR GREATER. 5.3.2 MINIMUM ULTIMATE TENSILE STRENGTH SHALL BE 58 to 80 ksi. 6.0 ISOLATE ALL DOOR JAMBS FROM FLOOR SLABS A MINIMUM OF 1/2" TO ALLOW FOR MINOR MOVEMENT. 7.0 THE SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS ON THIS PLAN PRIOR TO CONSTRUCTION. P'© E S I G N INC 333 W. HAMPDEN AVE, STE 200 ENGLEWOOD, COLORADO 80110 P: 3 0 3. 4 1 6. 1 2 9 0 F: 303.41 6.1291 CARBONDALE, COLORADO PREPARED FOR: WEITZ-NCRRIS 2003 MARTIN DESIGN, INC. The use of these documents and drawings shall be restricted to the original project for which they were prepared and any publication of these documents and specifications is expressly limited to such project. Re -use, reproduction or publication by any method, in whole or in part, of these documents and drawings is prohibited. Title of these documents and drawings remains with MARTIN DESIGN, INC. MARTIN DESIGN, INC. retains all federal, state and all common law copyright protections. 17 U.S.C. section 101 et seq. ISSUED FOR: CONSTRUCTION DOCUMENTS REVISED CD'S - HELICAL PIERS cew JKS JKS DRAFT DATE PROJECT NUMBER: 021333 FOUNDATION NOTES, SECTIONS AND DETAILS ', S2.1 i BEAM SADDLE 1 J r r 1 SEE SHEET S7 FOR STEEL FRAME AT CHIMNEY 2x12 PRESSURE TREATED LEDGER ATTACHED TO FOUNDATION WALL W/ 2 ROWS OF 3/4' DIA. EXPANSION ANCHORS 0 16' O.C. —1>GERED - MAINTAIN 4' EMBEDMEN 1 r i 0 r 0 S W 10 x 49 ST EEL B E AM (DROPPED) (2 10" H.x10"W. T.O. BEAM = 98'-9 718" L J L J L J J L I r 1 SPAN r r i WEB STIFFENER SEE DETAIL ON S6 L J L J L JL J r r BEAM PKT r r 1 SEAM SPLICE EE DETAIL ON S6 -l=1- lr 1 III 1 z I0 C�T BEAM SADDLE r �r �r r r• �r it i r AD,UST JOIST S.ACIN AS REQUIF ED FO PLUMBING - MAX SPACIN IS 16' 0. CANTILEVER 0. 7r —Ir —Ir -1 -Ir WE STIFFENER AT -W10x54ETEELBEAM SEE DETA L ON $6 W 10 c 49 STEEL BEAM (DROPFED) (3 SPAN CONTNUOU 10' H.x10'W. T.O. E EAM = 98'-9718' WEB STI =FENER SEE DETA L ON S6 — WEB STIFFENER AT W10x54STEEL BEAM SEE DETAL ON ti W 10 x 15 Si EEL BEAM (DROPPED) 10'H.x4"W. T.O. BEAM = 98"-9 7/8' innindo.• 4.1 r r -ir r r 4- WEB STIF:ENER, SEE DETAIL ON S6 m 3 I. iw WEB STIFFENER „ SEE DETA L ON S6 LINE OF BEARNG WALL ABOVE r JL IL JL IL JL JL JL JL JL JL J i L r a I L 0 J L SEE CORNER SADDLE DETAIL ON SHEET S7 L J L BEAM PKT F -ir 1r it 0 0 0 LL Q d 1 r 1 r W 10 x 22 STEEL BEAM (DROPPED) (13 SPAN 10118PH.x53/4"W. 11 T.O. BEAM 98'-9 718' W EB STI =FENER SEE DETAIL OM S6 LINE OF BEARING WALL ABOVE } 0 0 0 J L IL J L J -i11116-.� 1 r r 1 r TYPICAL FRAMING CONNECTOR TABLE USE FRAMING CONNECTORS PROVIDED IN TABLE UNLESS NOTE OTHERWISE ALL CONNECTORS LISTED MANUFACTURED BY SIMPSON STRONG TIE, INC. WES STIF=ENER SEE DETAIL ON S6 ONTI VUOUS) L IL IL IL I L J ill L J L I BEAM PKT SEE CORNER SADDLE DETAIL ON SHEET S7 r -t r `t J r r lr L J L L J L J BEAM SADDLE SEE SHEETS S6 & S7 FOR ALL FRAMING NOTES AND DETAILS ALL FLOOR FRAMING TO BE 11 7/8" TJUPRO 250's @ 16" O.C. U.N.O. MAIN LEVEL FRAMING PLAN SCALE: 114" =1'-0' L IH l'i- A N 2 4 203 JOIST FACE MOUNT TOP FLANGE FIELD SLOPE/SKEW 2x8 JOIST LUS26- CARBONDALE, COLORADO PREPARED FOR WEITZ-NORRIS LUS26 2- 2x8 HU26-2 - - 2x12 RAFTER LSSU210- LSSU210 JKS 3x12 RAFTER LSSUH310- LSSUH310 V 2-2x12 LUS28-2- ? - (`B�j, 1-1 314' x 11 7/8' LVL IUT9 MITI 1.88 LSSUI25 c... ti 11 7/8' TJI/PRO 250 JOIST IUT11 I711.88 LSSUI25 PROJECT NUMBER; 021333 2-11 718" TJI/PRO 250 JOIST U410 MIT411.88 SUR/L410 WES STIF=ENER SEE DETAIL ON S6 ONTI VUOUS) L IL IL IL I L J ill L J L I BEAM PKT SEE CORNER SADDLE DETAIL ON SHEET S7 r -t r `t J r r lr L J L L J L J BEAM SADDLE SEE SHEETS S6 & S7 FOR ALL FRAMING NOTES AND DETAILS ALL FLOOR FRAMING TO BE 11 7/8" TJUPRO 250's @ 16" O.C. U.N.O. MAIN LEVEL FRAMING PLAN SCALE: 114" =1'-0' L IH l'i- A N 2 4 203 P P D E S I C N INC 333 W. HAMPDEN AVE, STE 200 ENGLEWOOD, COLORADO 80110 P: 303.41 5.1290 F: 303.41 5.1291 CARBONDALE, COLORADO PREPARED FOR WEITZ-NORRIS T© 2003 MARTIN DESIGN, INC. The use of these documents and drawings shall be restricted to the original project for which they were prepared and any publication of these documents and specifications is expressly limited to such project. Re -use, reproduction or publication by any method, in whole or in part, of these documents and drawings is prohibited. Title of these documents and drawings remains with MARTIN DESIGN, INC. MARTIN DESIGN, INC. retains all federal, state and all common law copyright protections. 17 U.S.C. section 101 et seq. ISSUED FOR: CONSTRUCTION DOCUMENTS REVISED CD'S - HELICAL PIERS REVIEW JKS JKS i ? ? DATE N '4 0 9U c... ti PROJECT NUMBER; 021333 MAIN LEVEL FRAMING PLAN S3 24' 3'-0" MIN, 245 GRD60 BENT AS SHOWN REFER TO WALL SECTIONS FOR TYPICAL WALL REINFORCING IF B.O.W. STEP EXCEEDS 3'-0", PROVIDE 245 GR0660 DIAG., EXTEND DIAGONAL BARS TO TOP & BOTTOM ROW EXTEND BOTTOM ROW 2'-0' MINIMUM BEYOND STEP FOUND 7-0' MINIMUM LAP SPLICE EXTEND TOP ROW 2'-0" MINIMUM BEYOND STEP WALL 2'-0" MINIMUM LAP SPLICE TYPICAL FOUNDATION STEP REINFORCING N.T.S. 1/2" MAX. GAP AT BEAM ENDS 6' x 61 /2' x 3/8" STEEL PLATE L -1\24" 245 GRD60 BENT AS SHOWN (2)13/16 0 HOLES IN EACH BEAM & EACH END OF PLATE, FASTEN SPLICE PLATE & BEAMS W/ (4) 3/4" 0 A325 BOLTS. io 1 112' TYP W 8x10 or LARGER or W 10x12 or LARGER SHEAR BEAM SPLICE DETAIL FOR W 8 or W 10 BEAMS 3o 2 R ALL CONTACT\EDGES �/ 1/4 \, BEAM SADDLE DETAIL N.T.S. 314'0 HOLE (TYP), CONNECT SADDLE ANGLE TO FOUNDATION WALL W/ (2) 518'0 EXPANSION ANCHORS (4" MINIMUM EMBEDMENT) L4x4x1/4' VERTICAL STEEL ANGLE 1 1/2' d 81/4' MAX. SHEAR =18 kips 112'0 EXPANSION ANCHORS -2 PER SADDLE LEG - (4' MINIMUM EMBEDMENT) TYP. @ EACH STIFFENER STEEL BEAM - SEE FRAMING PLANS FOR SIZE 1/2' THICK STEEL CAP PLATE NOTE: ALL EXPANSION ANCHORS SHALL BE INSTALLED ABOVE BOTTOM ROW OF REINFORCING. SADDLE LEGS MAY REQUIRE ADDITIONAL LENGTH BASED ON BEAM SIZE, VOID THICKNESS & LOCATION OF BOTTOM ROW OF REINFORCING BOTTOM ROW OF REINFORCING L4x4x318' STEEL ANGLE // // r/ // P /l // L4x4x314' SEAT ANGLE ALL CONTACT EDGES / 3116 FRONT LINE OF FOUNDATION CORNER - PURLIN or BEAM (SEE PLAN) N 1/4 3/8' THICK STEEL WEB STIFFENERS EACH SIDE OF BEAM - CHAMFER CORNERS 3/16 4- 3/4" DIA, THRU-BOLTS TUBE STEEL COLUMN - SEE FRAMING PLANS FOR SIZE 4-13/16" DIA. HOLES STEEL BEAM TO INTERMEDIATE TUBE STEEL COLUMN DETAIL TYPICAL TS COLUMN - SEE FRAMING PLANS FOR SIZE 4- 3/4" DIA. x 6" LONG EXPANSION ANCHORS CONCRETE PEDESTAL 7 I 3116 314' THICK STEEL BASE PLATE FILL IN WITH NON -SHRINK GROUT TO LEVEL 4- 13/16' DIA. BOLT HOLES TUBE STEEL COLUMN TO FOOTING DETAIL 1' MAX. 41/2' 1 1/2 3/8" STEEL PLATE (10" x 17,x') 1'$ SIDE CORNER SADDLE DETAIL N.T.S. MAX. LOAD =11,400 lbs 3/8' STEEL PLATE (10' x 171 1 1/8'0 HOLE (1YP), CONNECT SADDLE PLATE TO FOUNDATION WALL W/ (4) 1"0 EXPANSION ANCHORS (6' MINIMUM EMBEDMENT) NOTE: FOR PURLINS, CONNECT SADDLE PLATE TO FOUNDATION WALL W/ (4) 518"0 EXPANSION ANCHORS (4" MINIMUM EMBEDMENT) (MAXIMUM PURLIN LOAD = 8,000 lbs) r 1 r`ilk cam: il, ,‹ ...., \....___ . I PIPDESIGNINC 333 W. HAMPDEN AVE, STE 200 ENGLEWOOD, COLORADO 80110 P: 303.416.1290 F: 303.41 6.1 291 CARBONDALE, COLORADO PREPARED FOR: WEITZ-NORRIS i9- 2003 MARTIN DESIGN, INC. The use of these documents and drawings shall be restricted to the original project for which they were prepared and any publication of these documents and specifications is expressly limited to such project. Re -use, reproduction or publication by any method, in whole or in part, of these documents and drawings is prohibited. Title of these documents and drawings remains with MARTIN DESIGN, INC. MARTIN DESIGN, INC. retains all federal, state and all common law copyright protections. 17 U.S.C. section 101 et seq. ISSUED FOR: CONSTRUCTION DOCUMENTS REVISED CD'S - HELICAL PIERS us x 1 JKS w F— c a o m `"' 4 P PROJECT NUMBER: 021333 FOUNDATION NOTES, SECTIONS AND DETAILS I 52.2 1 2- 2.46 HH6 SIMPSON HANGER FOR HEADERS HH6 SIMPSON HANGER FOR HEADERS obig N HH6 SIMPSON HANGER FOR HEADERS 3x12 RAFTIR TAILS @24"O.C.. PITCH CHANGE RIDGE U) LO col 2x12 LEDGER ATTACHED TO STUD WALL W1 2 ROWS OF 112" DIA. x 5"L. LAG SCREWS @ 16" O.C. 46, 3-2x10 J L J L L J 3x 2 RAFTER TAILS 4" O.C. (TYPICAL) 7 ) TYPICAL FRAMING CONNECTOR TABLE USE FRAMING CONNECTORS PROVIDED IN TABLE UNLESS NOTE OTHERWISE ALL CONNECTORS LISTED MANUFACTURED BY SIMPSON STRONG TIE, INC. 3- 2x10 3-1314"K91/2'L1 N di 3-2x10 2.-236 LINE OF BEARING WALL ABOVE. SOLID BLOCK ETWEEN JOISTS RIDGE PITCH C-IANG M wI Ce ce Lu cl NOTCH LVL'S 2 1/2" FOR STEAM SHOWER — — 1 I x 2 STEEL B FLU H 3-2$" 101/8" H. x 53/4" W. T.O.BEAM =110"-10318' PITCH CHANGE 1-1 3/4"x 1 718' LVL I (FLS v � 3- 2) 10 Lits*rekik IN! I %ELM' 441 CONNECTION E 8x, 3-1 3/4 x 9 112" LVL (2 SPAN CONT.) di adrilii U) LU LU -J W 10 x 15 STEEL BEAM (FLUSH) COPED T.O. BEAM =110'-10 318" COPED CONNECTION CONNECTION - J 1-1314'x11718' -I ILVL (FLUSH) J 2x12 LEDGER ATTACHED TO STUD WALL WI 1/2' DIA. x5'L.LAG SCREWS 16' O.C. ALL TIMBER BEAMS AND POSTS TO -BE -DOUGLAS -FIR LARCH #2 OR BETTER. U.N.O. 1 L J 3x12 RAFTER TAILS @24'O.C. L T.O. PLYWOOD 2x8 LEDGER ATTACHED 111'-0 518" TO STUD WALL WI 8x8 L C§i r ti c 0 112" DIA. x5'L. LAG SCREWS @ 16" O.C. 9x 2' VERIFY ALL PLATE HEIGHTS WITH ARCHITECTURAL DRAWINGS OVERFRAMING, BUILD OVERFRAMINt INTTRUSSES OR OVERFRAME WITH PIGGY -BACK T US ES WHERE POSSIBLE. OVERFRAMING MEMBER SHALL BE AS FOLLOWS: RIDGES: 1-2.x8 up to -0' 2-2x8 up to 12'-0` VALLEY PLATE: 1-2x$ Plate JACK RAFTERS: 2x6 Rafters @ 24' O.C. up to 9"-0" 2x6 Rafters f§ 16' o.C. up to 11"-0" (For spans greater than) given above, contact this office.) 3- 2x8 HEADER AT HIGH WINDOW WITH 2- 2x6 TRIMMERS ON EACH SIDE r L r J 6 0 cP 3-2x12 MEM 8x12 TI 8x 2x8 LEDGER ATTACHED TO RIM BOARD W/ 518" DIA. THRU-BOLTS 16" O.C. STAGGERED q' 0 7, L o 2x12 LEDGER ATTACHED TO STUD WALL W1 112" DIA. x 5' L. LAGI SCREWS @ 16" O.C. BUILD OVERFRAMING INTO TRUSSES WHERE POSSIBLE ALL TRUSS CONNECTIONS & HANGERS PER TRUSS SUPPLIER ALL ROOF FRAMING TO BE PRE-ENGINEERED TRUSSES [1a 24" O.C. U.N.O. SEE SHEETfS, S6 & S7 FOR ALL FRAM,N9 NOTES AND DETAILS ; ALL RIMBoAiRDS TO BE 1 1/4" x 11 7/8" TjIi TIMBERSTRAND RIM BOAR. U.N.O. ALL FLOOD FRAMING TO BE 11 7/8" TJ I/ F O 250's @ 16" O.C. U.N.C. UPPER LEVEL & LOWROOF FRAMING PLAN SCALE: N. =1'-0" B` C) r 1 \ rr) c i --r mcc JOIST FACE MOUNT TOP FLANGE FIELD SLOPE/SKEW ASPEN GLEN CLUB LODGE LOT 3, ASPEN GLEN CARBONDALE, COLORADO WEITZ-NORWS 2x8 JOIST LUS26 - LUS26 2- 2x8 HU26-2 - - JKS 2x12 RAFTER LSSU210- LSSU210 DRAFT 3x12 RAFTER LSSUH310 - LSSUH310 A, 2- 2x12 LUS28-2 - - 1-1 3/4' x 11 7/8" LVL IUT9 MIT11.88 LSSUI25 UPPER LEVEL AND LOW ROOF FRAMING PLAN 11 718' TJI/PRO 250 JOIST IUT11 1711.88 LSSUI25 2-11 7/8' TJI/PRO 250 JOIST U410 MIT411.88 SUR/L410 3- 2x10 3-1314"K91/2'L1 N di 3-2x10 2.-236 LINE OF BEARING WALL ABOVE. SOLID BLOCK ETWEEN JOISTS RIDGE PITCH C-IANG M wI Ce ce Lu cl NOTCH LVL'S 2 1/2" FOR STEAM SHOWER — — 1 I x 2 STEEL B FLU H 3-2$" 101/8" H. x 53/4" W. T.O.BEAM =110"-10318' PITCH CHANGE 1-1 3/4"x 1 718' LVL I (FLS v � 3- 2) 10 Lits*rekik IN! I %ELM' 441 CONNECTION E 8x, 3-1 3/4 x 9 112" LVL (2 SPAN CONT.) di adrilii U) LU LU -J W 10 x 15 STEEL BEAM (FLUSH) COPED T.O. BEAM =110'-10 318" COPED CONNECTION CONNECTION - J 1-1314'x11718' -I ILVL (FLUSH) J 2x12 LEDGER ATTACHED TO STUD WALL WI 1/2' DIA. x5'L.LAG SCREWS 16' O.C. ALL TIMBER BEAMS AND POSTS TO -BE -DOUGLAS -FIR LARCH #2 OR BETTER. U.N.O. 1 L J 3x12 RAFTER TAILS @24'O.C. L T.O. PLYWOOD 2x8 LEDGER ATTACHED 111'-0 518" TO STUD WALL WI 8x8 L C§i r ti c 0 112" DIA. x5'L. LAG SCREWS @ 16" O.C. 9x 2' VERIFY ALL PLATE HEIGHTS WITH ARCHITECTURAL DRAWINGS OVERFRAMING, BUILD OVERFRAMINt INTTRUSSES OR OVERFRAME WITH PIGGY -BACK T US ES WHERE POSSIBLE. OVERFRAMING MEMBER SHALL BE AS FOLLOWS: RIDGES: 1-2.x8 up to -0' 2-2x8 up to 12'-0` VALLEY PLATE: 1-2x$ Plate JACK RAFTERS: 2x6 Rafters @ 24' O.C. up to 9"-0" 2x6 Rafters f§ 16' o.C. up to 11"-0" (For spans greater than) given above, contact this office.) 3- 2x8 HEADER AT HIGH WINDOW WITH 2- 2x6 TRIMMERS ON EACH SIDE r L r J 6 0 cP 3-2x12 MEM 8x12 TI 8x 2x8 LEDGER ATTACHED TO RIM BOARD W/ 518" DIA. THRU-BOLTS 16" O.C. STAGGERED q' 0 7, L o 2x12 LEDGER ATTACHED TO STUD WALL W1 112" DIA. x 5' L. LAGI SCREWS @ 16" O.C. BUILD OVERFRAMING INTO TRUSSES WHERE POSSIBLE ALL TRUSS CONNECTIONS & HANGERS PER TRUSS SUPPLIER ALL ROOF FRAMING TO BE PRE-ENGINEERED TRUSSES [1a 24" O.C. U.N.O. SEE SHEETfS, S6 & S7 FOR ALL FRAM,N9 NOTES AND DETAILS ; ALL RIMBoAiRDS TO BE 1 1/4" x 11 7/8" TjIi TIMBERSTRAND RIM BOAR. U.N.O. ALL FLOOD FRAMING TO BE 11 7/8" TJ I/ F O 250's @ 16" O.C. U.N.C. UPPER LEVEL & LOWROOF FRAMING PLAN SCALE: N. =1'-0" B` C) r 1 \ rr) c i --r mcc JJPDESICN INC 333 W. HAMPDEN AVE, STE 200 ENGLEWOOD, COLORADO 80110 P: 303.416.1290 F: 303.416.1291 ASPEN GLEN CLUB LODGE LOT 3, ASPEN GLEN CARBONDALE, COLORADO WEITZ-NORWS 2003 MARTIN DESIGN, INC. The use of these documents and drawings shall be restricted to the original project for which they were prepared and any publication of these documents and specifications is expressly limited to such project. Re -use, reproduction or publication by any method, In whole or in part, of these documents and drawings is prohibited. Title of these documents and drawings remains with MARTIN DESIGN, INC. MARTIN DESIGN, INC. retains all federal, state and all common law copyright protections. 17 U.S.C. section 101 et seq. ISSUED FOR: CONSTRUCTION DOCUMENTS REVISED CD'S - HELICAL PIERS 6 JKS JKS DRAFT DATE PROJECT NUMBER: 021333 UPPER LEVEL AND LOW ROOF FRAMING PLAN S4 , C\l` LINE OF LOWROOF 21 13, 46. TYPICAL FRAMING CONNECTOR TABLE USE FRAMING CONNECTORS PROVIDED IN TABLE UNLESS NOTE OTHERWISE ALL CONNECTORS LISTED MANUFACTURED BY SIMPSON STRONG TIE, INC. 3x12 RAFTER TAILS 24" ORIGIN OF LAYOUT GABLE END TI#USS Imo- li SEE CHI DETAIL N SHEET S6 ELF C9 3- 2x10 r. 3-2x10 2- 2x6 0 BEAM 3- 2x10 )ROPPEC) U, J U- 2-1 3/4' x 14" LVL FLUSH) L J L J L J DLF #118 c14 TIMB R BEAM �I L J L �r �r ,r T?s@24'x, ROPPED) GIRDER TRUSS GIRDER TRUSS 3 2x1G 4- 3- 2x1 • III J o t-5 3x12 RAFTER TILS @24'O.C. 1-0 DO NOT `CLIP HEADER AT THIS LOCATION. BREAK TOP PLATES OF FRAMEWALL AND STRAP PLATES CONTINUOUS ACROSS FACE OF HEADER. ADJUST LOOKOU— RAFTERS TO ACCOMODATE DATE HEADER. LINE OF LOWROOF VERIFY ALL PLATE HEIGHTS WITH ARCHITECTURAL DRAWINGS BUILD OVERFRAMING INTO TRUSSES WHERE POSSIBLE ALL TRUSS CONNECTIONS & HANGERS PER TRUSS SUPPLIER ALL ROOF FRAMING TO BE PRE-ENGINEERED TRUSSES a@24"O.C. U.N.O. ROOF FRAMING PLAN SCALE: 114" =1'-0" ALL TIMBER EAMS AND POSTS TO BES DQUGLAS-FIR LARCH #2 ORiBFITTER. U.N.O. SEE SHEETS 56 & S7 FOR ALL FRAMINd N%TES AND DETAILS C OVERFRAMING BUILD OVERFRAMING INTO TRUSSES OR OVERFRAME WITH PIGGY -BACK TRUSSES WHERE POSSIBLE. OVERFRAMING MEMBERS SHALL BE AS FOLLOWS: RIDGES: 1-2x8 up to 8'-0' 2-2x8 up to 12'-0" VALLEY PLATE: 1-2x4 Plate JACK RAFTERS: 2x6 Rafters @ 24" O.C. up to 9'-0" 2x6 Rafters d 16" O.C. up to 11`-0" (For spans greater than given above, contact this office.) - r JAN 2 0 2003 JOIST FACE MOUNT TOP FLANGE FIELD SLOPE/SKEW 2x8 JOIST LUS26 - LUS28 2- 2x8 HU26-2 - - ISSUED FOR: 2x12 RAFTER LSSU210 - LSSU210 3x12 RAFTER LSSUH31O - LSSUH310 Q 2- 2x12 LUSH -2 - - B0 1-1314" x 11 718" LVL IUT9 MIT11.88 LSSUI25 11 7/8" TJI/PRO 250 JOIST IUT11 ITT11.88 LSSUI25 2-11 718' TJIIPRO 250 JOIST U410 MIT411.88 SUR/L410 3x12 RAFTER TAILS 24" ORIGIN OF LAYOUT GABLE END TI#USS Imo- li SEE CHI DETAIL N SHEET S6 ELF C9 3- 2x10 r. 3-2x10 2- 2x6 0 BEAM 3- 2x10 )ROPPEC) U, J U- 2-1 3/4' x 14" LVL FLUSH) L J L J L J DLF #118 c14 TIMB R BEAM �I L J L �r �r ,r T?s@24'x, ROPPED) GIRDER TRUSS GIRDER TRUSS 3 2x1G 4- 3- 2x1 • III J o t-5 3x12 RAFTER TILS @24'O.C. 1-0 DO NOT `CLIP HEADER AT THIS LOCATION. BREAK TOP PLATES OF FRAMEWALL AND STRAP PLATES CONTINUOUS ACROSS FACE OF HEADER. ADJUST LOOKOU— RAFTERS TO ACCOMODATE DATE HEADER. LINE OF LOWROOF VERIFY ALL PLATE HEIGHTS WITH ARCHITECTURAL DRAWINGS BUILD OVERFRAMING INTO TRUSSES WHERE POSSIBLE ALL TRUSS CONNECTIONS & HANGERS PER TRUSS SUPPLIER ALL ROOF FRAMING TO BE PRE-ENGINEERED TRUSSES a@24"O.C. U.N.O. ROOF FRAMING PLAN SCALE: 114" =1'-0" ALL TIMBER EAMS AND POSTS TO BES DQUGLAS-FIR LARCH #2 ORiBFITTER. U.N.O. SEE SHEETS 56 & S7 FOR ALL FRAMINd N%TES AND DETAILS C OVERFRAMING BUILD OVERFRAMING INTO TRUSSES OR OVERFRAME WITH PIGGY -BACK TRUSSES WHERE POSSIBLE. OVERFRAMING MEMBERS SHALL BE AS FOLLOWS: RIDGES: 1-2x8 up to 8'-0' 2-2x8 up to 12'-0" VALLEY PLATE: 1-2x4 Plate JACK RAFTERS: 2x6 Rafters @ 24" O.C. up to 9'-0" 2x6 Rafters d 16" O.C. up to 11`-0" (For spans greater than given above, contact this office.) - r JAN 2 0 2003 PIPDESIGN INC 333 W. HAMPDEN AVE, STE 200 ENGLEWOOD, COLORADO 80110 P: 303.41 6.1290 F: 303.416.1291 CARBONDALE, COLORADO PREPARED FOR: WEITZ7NORRIS ( 2003 MARTIN DESIGN, INC. The use of these documents and drawings shall be restricted to the original project for which they were prepared and any publication of these documents and specifications is expressly limited to such project Re -use, reproduction or publication by any method, in whole or in part, of these documents and drawings is prohibited. Title of these documents and drawings remains with MARTIN DESIGN, INC. MARTIN DESIGN, INC. retains all federal, state and all common law copyright protections. 17 U.S.G. section 101 et seq. ISSUED FOR: CONSTRUCTION DOCUMENTS REVISED CD'S - HELICAL PIERS REVIEW JKS JKS g n 59 Z r PROJECT NUMBER: 021333 ROOF FRAMING PLAN S5 a 4- J m JOIST HANGER (TYPICAL) L J L J L y a J 0 NOTE: THE LOCATIONS OF DRAINS FOR PLUMBING FIXTURES ARE ASSUMED AND EXACT LOCATIONS SHOULD BE VERIFIED PRIOR TO CONSTRUCTION. HEADER OFF BAYS WHERE REQUIRED BY PLUMBING TO AVOID DAMAGING I -JOISTS. DOUBLE JOISTS ON EITHER SIDE OF HEADERED BAYS. PLUMBING HEADER DETAIL FOR USE WHEN PLUMBING INTERFERES WITH JOIST LAYOUT N.T.S. PACK STEEL BEAM W/ SOLID 2x FILLER & PLYWOOD. PROVIDE A MINIMUM OF ONE SOLID 2x MEMBER ON OUTSIDE FACE. THRU BOLT PACKING W/ 112"0 BOLTS @ 24" O.C. STAGGERED HANG JOISTS FROM 2x FILLER (SEE PLAN FOR HANGER SELECTION) FASTEN 2x PLATE TO STEEL BEAM W/ HILTI X-ZF 47 P8 (or EQUIV.) @ 3'-0" O.C. SUBFLOOR STEEL BEAM (SEE PLAN) PACKED BEAM DETAIL N.T.S. STRUCTURAL NATES: (UNLESS NOTED OTHERWISE) DESIGN CRITERIA TYP. @ EACH STIFFENER STEEL BEAM - SEE FRAMING PLANS FOR SIZE 1/2" THICK STEEL CAP PLATE c1 N 1/4 3/8" THICK STEEL WEB STIFFENERS EACH SIDE OF BEAM - CHAMFER CORNERS 4- 3/4' DIA. THRU-BOLTS 3/16 TUBE STEEL COLUMN - SEE FRAMING PLANS FOR SIZE 4-13/16" DIA. HOLES 3 1/2' 5" 5" 31/2' STEEL BEAM TO INTERMEDIATE TUBE STEEL COLUMN DETAIL TYPICAL THESE SPECIFICATIONS OUTLINE THE STRUCTURAL DESIGN SPECIFICATIONS FOR THE WAGGONER RESIDENCE. WHEN A DIFFERENCE EXISTS BETWEEN THIS SPECIFICATION AND ANY OTHER GOVERNING CODE, THE MORE STRINGENT SHALL CONTROL. ANY OTHER ITEMS NOT COVERED THEREIN, SHALL BE COMMENSURATE WITH GOOD ENGINEERING PRACTICE. A. UBC EDITION -1997 B. AISC "MANUAL OF STEEL CONSTRUCTION" - 9th EDITION C. ACI 318-89 *BUILDING CODE REQUIREMENT FOR REINFORCED CONCRETE." D. "DESIGN SPECIFICATION FOR WOOD CONSTRUCTION" BY NATIONAL FOREST PRODUCTS ASSOCIATION, REVISED 1991 EDITION. E. ROOF LIVE LOAD (SNOW LOAD) - 40 psf F. FLOOR LIVE LOAD - 40 psf G. WIND SPEED - 80 mph, EXP. B H. SEISMIC ZONE -1 FRAMING NOTES (UNLESS NOTED OTHERWISE) A. OVERFRAMING AND HEADERS TO BE HEM -FIR #2 OR BETTER UNLESS NOTED OTHERWISE, ALL SOLID TIMBER BEAMS AND POSTS WIDER THAN 3" SHALL BE SPRUCE -PINE -FIR #2 OR BETTER. B. ALL DOOR AND WINDOW HEADERS TO BE 2- 2x10 WITH 1/2' FLITCH AT 2x4 FRAME WALLS AND 3- 2x10 WITH 1/2" FLITCH AT 2x6 WALLS UNLESS NOTED OTHERWISE. C. SOLID BLOCKING AT JOIST BEARING POINTS AS REQUIRED BY MANUFACTURER. SOLID BLOCKING REQUIRED OVER BEARING WALLS OR BEAMS, WHEN FLOOR SUPPORTS BEARING WALL DIRECTLY ABOVE. D. STUD POSTS NOTED ARE FOR BEARING ONLY. PROVIDE ADDITIONAL "KING STUD" AS REQUIRED. ALL POST BEARINGS FOR BEAMS AND HEADERS TO BE TWO (2) STUD BEARING UNLESS NOTED OTHERWISE. E. SECOND FLOOR POINT LOADS CALLED OUT AS 3- 2x6 OR MORE SHALL BE INCREASED BY 1 STUD PER LEVEL OF FRAMING TO THE FOUNDATION, UNLESS NOTED OTHERWISE. F. ALL WALLS TO BE HEM -FIR STUD GRADE OR BETTER @ 16" O.C. UNLESS NOTED OTHERWISE. SEE ARCH. PLANS FOR LOCATIONS OF 2x4 AND 2x6 WALLS. G. TOP PLATES AND BOTTOM PLATES TO BE HEM FIR #2 OR BETTER. IF PLACED ON CONCRETE DIRECTLY, USE PRESSURE TREATED HEM FIR #2. H. CROSS BRACING REQUIRED AT MID SPAN OF JOISTS IF CEILING DRYWALL IS NOT DIRECTLY APPLIED TO UNDERSIDE OF JOISTS. I. JOIST HANGERS, BEAM HANGERS, TRUSS HANGERS, FRAMING CLIPS, ETC. TO BE MANUFACTURED BY SIMPSON STRONG TIE CO., INC. INSTALL PER MANUFACTURER SPECIFICATIONS. J. WOOD PLATES INSTALLED ON STEEL BEAMS OR ON FOUNDATION WALLS SHALL BE RIPPED TO MATCH EXACT DIMENSION OF BEAM OR WALL. K. STRUCTURAL LUMBER EXPOSED TO WEATHER SHALL BE PRESSURE TREATED OR MANUALLY SEALED AT TIME OF CONSTRUCTION. EXTERIOR WOOD DECKS OR PORCHES TO BE HEM FIR #2 OR BETTER. DECK OR PORCH JOISTS AND BEAMS TO BE PRESSURE TREATED OR MANUALLY SEALED AT TIME OF CONSTRUCTION. L. ENGINEERED LUMBER PRODUCTS (I -JOISTS, LVL, PSL, ETC.) TO BE INSTALLED PER MANUFACTURER SPECIFICATIONS. M. MULTIPLE PLY ENGINEERED LUMBER BEAMS AND HEADERS SHALL BE BUILT UP PER CONNECTION SPECIFICATIONS GIVEN BY MANUFACTURER. N. ALL JOIST AND TRUSS QUANTITIES AND DIMENSIONS MUST BE VERIFIED BY THE RESPECTIVE SUPPLIER, TS COLUMN - SEE FRAMING PLANS FOR SIZE 4- 3/4" DIA. x 6" LONG EXPANSION ANCHORS WALL AND FLOOR CONSTRUCTION (UNLESS NOTED OTHERWISE) CONCRETE FOOTING cn 3 1/2' 3 1/2" 3/16 3/4" THICK STEEL BASE PLATE FILL IN WITH NON -SHRINK GROUT TO LEVEL 4-13/16' DIA. BOLT HOLES TUBE STEEL COLUMN TO FOOTING DETAIL EXTERIOR WALLS: A. ALL EXTERIOR WALLS SHALL CONSIST OF 2x6 STUDS @ 16" O.C. TO A MAXIMUM HEIGHT OF 12'-6". IF HEIGHT OF WALLS ARE BETWEEN 12'•6" AND 14'-6" USE 2x6 STUDS @ 12" O.C. IF HEIGHT OF WALLS ARE GREATER THAN 14'-6' TO A MAXIMUM OF 17'-4" USE 2- 2x6 STUDS @ 16" O.C. USE A DOUBLE TOP PLATE TYPICAL TO PROVIDE OVERLAPPING AT CORNERS. B. FLOOR OR ROOF FRAMING MEMBERS MUST BE ALIGNED TO BEAR WITHIN 5 INCHES OF THE STUDS BENEATH. C. EXTERIOR WALL SHEATHING SHALL BE 1/2" APA RATED SHEATHING 24/16 RATING, EXPOSURE 1. BLOCK ALL HORIZONTAL JOINTS. D. PROVIDE 3- 2x10 HEADERS OVER ALL DOOR AND WINDOW OPENINGS UNLESS NOTED OTHERWISE. USE MULTIPLE POSTS AT BEARING LOCATIONS EQUAL TO WIDTH OF BEARING MEMBERS UNLESS NOTED OTHERWISE. INTERIOR WALLS (LOAD BEARING): A. ALL INTERIOR WALLS SHALL CONSIST OF 2x4 STUDS @ 16" O.C. USE 1/2" GYPSUM WALL BOARD ON BOTH SIDES OF WALL. USE A DOUBLE TOP PLATE TYPICAL TO PROVIDE OVERLAPPING AT CORNERS. B. FLOOR OR ROOF FRAMING MEMBERS MUST BE ALIGNED TO BEAR WITHIN 5 INCHES OF THE STUDS BENEATH. C. PROVIDE 2- 2x10 HEADERS OVER ALL DOOR AND WINDOW OPENINGS UNLESS NOTED OTHERWISE. USE MULTIPLE POSTS AT BEARING LOCATIONS EQUAL TO WIDTH OF BEARING MEMBERS UNLESS NOTED OTHERWISE. FLOORS: A. ALL FLOORS SHALL BE SHEATHED WITH 3/4" APA RATED STURDIFLOOR RATED AT 20" O.C., TOUNGE AND GROOVE, EXPOSURE 1. PLACE ALL SHEATHING WITH LONG EDGE PERPENDICULAR TO JOISTS AND STAGGER END JOINTS. B. SOLID BLOCKING SHALL BE PLACED BETWEEN FLOOR JOISTS AT ALL BEARING LOCATIONS. GLUE AND NAIL ALL SHEATHING TO SUPPORTS AND BLOCKING. ROOF: A. ALL ROOFS SHALL BE SHEATHED WITH 5/8' APA RATED SHEATHING 40/20 RATING, EXPOSURE 1. PLACE ALL SHEATHING WITH LONG EDGE PERPENDICULAR TO RAFTERS AND STAGGER END JOINTS. B. SOLID BLOCKING SHALL BE PLACED BETWEEN RAFTERS AND LOOKOUTS AT ALL BEARING LOCATIONS. C. WIND ANCHORS SHALL BE PLACED AT ALL RAFTER TO STUD WALL CONNECTIONS. SHEAR WALLS: A. ALL WALLS OVER 6-0" LONG SHEATHED WITH GYPSUM WALL BOARD ON BOTH FACES HAVE BEEN DESIGNED AS SHEAR WALLS. B. ALL SHEAR WALLS SHALL HAVE WALLBOARD SCREWED INTO TOP AND BOTTOM PLATES WITH #8 x 1 1/8" DRYWALL SCREWS AT 7" O.C. MAXIMUM. C. ALL EXTERIOR WALLS SHALL BE SHEATHED WITH PLYWOOD OR OSB UNLESS NOTED OTHERWISE. 18' MIN. /- 2x4s @ 16" O.C. SIMPSON CS20 STRAP @ EACH STUD IF 2x4 LINES UP W/ TRUSS EXTEND 2x4 TO BOTTOM CHORD AND ATTACH BOTH CHORDS W/ 16d NAILS. FOUNDATION WALL �w Ma 2 5w Q STEEL BEAM RE: PLAN 0 ALL C NTACT \, 1/4 \EDGES / 2- 2x4 BLOCKING CHIMNEY DETAIL SCALE:1/2"=1'-0' 1/2"0 EXPANSION ANCHORS -2 PER SADDLE LEG- (4" MINIMUM EMBEDMENT) NOTE: ALL EXPANSION ANCHORS SHALL BE INSTALLED ABOVE BOTTOM ROW OF REINFORCING. SADDLE LEGS MAY REQUIRE ADDITIONAL LENGTH BASED ON BEAM SIZE, VOID THICKNESS & LOCATION OF BOTTOM ROW OF REINFORCING BOTTOM ROW OF REINFORCING BEAM SADDLE DETAIL N.T.S. L 4x4x1/4" STEEL ANGLE EACH SIDE OF COPED BEAM (2)13/16 0 HOLES IN EACH LEG OF ANGLE & END OF BEAM. FASTEN ANGLES TO BEAMS WI (6) 314'0 A325 BOLTS. 1 1/2" TYP W 10x15 or LARGER COPED BEAM CONNECTION FOR W 10 BEAMS STRUCTURAL GLUED AND LAMINATED BEAMS (GLU-LAMS) MAX. REACTION = 25 Idps A. MATERIALS, MANUFACTURER AND QUALITY CONTROL SHALL BE IN CONFORMANCE WITH AITC PRODUCT STANDARD PS 66-82. B. LAMINATED BEAMS SHALL CONSIST ENTIRELY OF DOUGLAS FIR (DF/DF) AND PERTAIN TO THE FOLLOWING SYMBOLS: - 24F -V4 - SIMPLE -SPAN BEAM - 24F -V8 - CONTINUOUS MULTI -SPAN BEAM -3-COLUMN C. ALL GLU-LAMS SHALL BE ARCHITECTURAL APPEARANCE GRADE UNLESS NOTED OTHERWISE. D. PROTECT MEMBERS FROM DAMAGE TO EXPOSURE BY WEATHER BOTH BEFORE AND DURING CONSTRUCTION. E. ADHESIVES USED WITH GLU-LAMS SHALL MEET REQUIREMENTS FOR WET SERVICE. F. DO NOT CAMBER ANY GLU-LAMS UNLESS SHOWN BY ARCHITECT OR ENGINEER. STRUCTURAL STEEL A. ALL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH AISC SPECIFICATIONS AND CODE OF STANDARD PRACTICE. B. ALL STEEL BEAMS, PLATES AND ANGLES SHALL BE ASTM A36 GRADE. TUBE STEEL COLUMNS SHALL BE ASTM A500 GRADE B. PIPE COLUMNS SHALL BE ASTM A53 GRADE B OR ASTM A501. C. ALL BOLTS USED IN STEEL FRAMING SHALL MEET ASTM SPECIFICATION A325. BOLTS USED IN STEEL FRAMING SHALL BE 3/4" DIA. UNLESS NOTED OTHERWISE. D. ALL EXPANSION BOLTS SHALL BE HAVE THE FOLLOWING MINIMUM EMBEDMENT: -1/2" DIA. - 21/2" - 5/8" DIA - 3" - 3/4" DIA. - 4" E. ALL WELDING SHALL BE PERFORMED BY AN AWS CERTIFIED WELDER. F. PAINTING DONE ON STEEL MEMBERS SHOULD BE AT LEAST 3' FROM FIELD WELDS UNLESS WELDS ARE COMPLETED. GENERAL NOTES A. CONTRACTOR SHOULD VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION. DO NOT SCALE FRAMING DRAWINGS. B. CONTRACTOR IS RESPONSIBLE FOR ALL CONSTRUCTION PRACTICES INCLUDING TECHNIQUES, PROCEDURES AND THE SEQUENCE OF CONSTRUCTION. CONTRACTOR SHOULD NOTIFY STRUCTURAL ENGINEER IF A CONFLICT ARISES DUE TO VARIATIONS OR OTHER PROBLEMS WITH THE CONSTRUCTION DOCUMENTS. C. OBSERVATIONS OF JOBSITE OTHER THAN REQUIRED INSPECTIONS BY ENGINEER ARE NOT CONSTRUCTION APPROVALS. D. STRUCTURAL CONSTRUCTION DOCUMENTS RELEASED BY THIS OFFICE ARE ASSUMED TO BE COMPLETE AND ACCURATE YET PROBLEMS MAY ARISE DURING CONSTRUCTION. COMMUNICATION WITH CONTRACTOR, ARCHITECT AND OTHER PARTIES INVOLVED WITH THIS PROJECT WILL PROVIDE THE BEST POSSIBLE BUILDING. L4x4x3/8' STEEL ANGLE 112" MAX. GAP AT BEAM ENDS 6" x 6 1/2" x 3/8" STEEL PLATE 12 SEE ARCH. 2- 1/2" DIA. THRU-BOLTS 2- 1/2" DIA. THRU-BOLTS 2x12 RAFTERS @ 24" O.C. TYP. 2x8 BLOCKING BETWEEN RAFTERS SIMPSON H5 RAFTER TO STUD CONNECTION 2x12 ROOF RAFTERS - SEE FRAMING PLANS FOR LOCATIONS AND SPACING SOLID BLOCKING BETWEEN LOOKOUTS A BIRDS MOUTH 3x12 RAFTER SCALE: 3/4" =1'-0" S6 EQ. EQ. RS 3x12 RAFTER TAIL - SEE ARCH ITECTURALS FOR END CONDITION 3- 16d NAILS INTO EACH LOOKOUT 3- 16d NAILS INTO EACH LOOKOUT (2)13/16 0 HOLES IN EACH BEAM & EACH END OF PLATE. FASTEN SPLICE PLATE & BEAMS W/ (4) 3/4" 0 A325 BOLTS. 6112" W 8x10 or LARGER or W 10x12 or LARGER SHEAR BEAM SPLICE DETAIL FOR W 8 or W 10 BEAMS MAX. SHEAR = 18 kips NAILING SCHEDULE (UNLESS NOTED OTHERWISE) MINIMUM NAILING SHALL BE PROVIDED AS SPECIFIED BY UBC TABLE 23 -II -B-1 2x FLOOR JOIST TO GIRDER, SILL OR WALL PLATE (TOENAIL) I -JOIST TO GIRDER, SILL OR WALL PLATE (TOENAIL THROUGH BOTTOM CHORD) SOLE PLATE TO JOIST OR BLOCKING (FACE NAIL) TOP PLATE TO STUD (END NAIL) STUD TO SOLE PLATE DOUBLE STUDS (FACE NAIL) DOUBLED TOP PLATES (FACE NAIL) TOP PLATES, LAPS AND INTERSECTIONS (FACE NAIL) CONTINUOUS HEADER, TWO PIECES CONTINUOUS HEADER TO KING STUD (TOENAIL) CEILING AND FLOOR JOISTS, LAPS OVER PARTITIONS (FACE NAIL) CEILING AND FLOOR JOISTS TO PARALLEL RAFTERS (FACE NAIL) SOLID SAWN RAFTER TO PLATE I -JOIST RAFTER TO PLATE (TOENAIL THROUGH BOTTOM CHORD) BUILT-UP CORNER STUDS BUILT-UP BEAMS PLYWOOD OR OSB ROOF/WALLIFLOOR SHEATHING 3- 8d 2-10d 16d @ 16" O.C. 2- 16d 4- 8d (TOENAIL) OR 2- 16d (ENDNAIL) 16d @ 24" O.C. 16d @ 16" O.C. 2- 16d 16d @ 16" O.C. (EA EDGE) 4- 8d 3-16d 3-16d 3- Bd TOENAIL OR SIMPSON H5 2-12d 16d@24"O.C. 16d @ 12" O.C. (EA EDGE) 8d @ 6" O.C. ALONG EDGES 8d @ 12' O.C. IN FIELD NOTES: A. ALL NAILS ARE EITHER COMMON WIRE OR BOX NAILS. COOLER, SINKER OR OTHER NAIL TYPES MAY BE USED ONLY AFTER CONTACTING THIS OFFICE FOR SIZES AND SPACING. B. STAPLES MAY BE USED IN CERTAIN AREAS IF THIS OFFICE IS CONTACTED FOR SIZES AND SPACING. C. THIS SCHEDULE REFLECTS MINIMUM NAILING ONLY. IN CASES WHERE LOADING CONDITIONS ARE GREATER THAN THESE CONNECTIONS WILL APPLY SEE PLANS AND DETAILS OR CONTACT THIS OFFICE. SIMPSON H5 CONNECTION B 2x12 LOOKOUTS @ 24" O.C. SCALE: 3/4" =1'-0" S6 DO NOT WELD AT CORNERS STEEL BEAM 1/4" STEEL PLATE EACH SIDE 3/16 3/16 2x12 STRUCTURAL SUB -FASCIA (SEE SHEET 54) WEB STIFFENER MAY BE SHOP FABRICATED. LOCATE STIFFENERS WITHIN 6" OF SUPPORT OR CONCENTRATED LOAD. WEB STIFFENER DETAIL N.T.S. OVERFRAMING BUILD OVERFRAMING INTO TRUSSES OR OVERFRAME WITH PIGGY -BACK TRUSSES WHERE POSSIBLE. OVERFRAMING MEMBERS SHALL BE AS FOLLOWS: RIDGES: 1-2x8 up to 8'-0" 2-2x8 up to 12'-0' VALLEY PLATE: 1-2x4 Plate JACK RAFTERS: 2x6 Rafters @ 24" O.C. up to 9'-0" 2x6 Rafters @ 16" O.C. up to 11'-0" (For spans greater than given above, contact this office.) SEE FRAMING NOTE 5: ALL COLUMNS NOTED ON FRAMING PLANS ARE FOR BEARING ONLY UNDER HEADER ONLY AND DO NOT INCLUDE KING STUD. PROVIDE A MINIMUM OF 2-2x4 or 2-2x6 TRIMMERS FOR ALL HEADERS CALLED OUT ON FRAMING PLANS. SEE FRAMING PLANS FOR HEADER SIZE PROVIDE ADDITIONAL KING STUD AS REQUIRED - KING STUD NOT INCLUDED IN POST CALLOUT 3-2x6 DENOTES 3 TRIMMERS AND DOES NOT INCLUDE KING STUD - SEE FRAMING PLANS FOR COLUMN PACK SIZE TYPICAL HEADER POST DETAIL N.T.S. 1 0 cti d -`y PIP D E S I C N I N 333 W. HAMPDEN AVE, STE 200 ENGLEW00D, COLORADO 80110 P: 303.416.1290 F: 3 0 3. 4 1 6. 1 2 9 1 CARBONDALE, COLORADO PREPARED FOR: WEITZ-NORRIS CC 2003 MARTIN DESIGN, INC. The use of these documents and drawings shall be restricted to the original project for which they were prepared and any publication of these documents and specifications is expressly limited to such project. Re -use, reproduction or publication by any method, in whole or in part, of these documents and drawings is prohibited. Title of these documents and drawings remains with MARTIN DESIGN, INC. MARTIN DESIGN, INC. retains all federal, state and all common law copyright protections. 17 U.S.C. section 101 et seq. ISSUED FOR: CONSTRUCTION DOCUMENTS J REVISED CD'S - HELICAL PIERS REVIEW JKS JKS cs DATE PROJECT NUMBER: 021333 FRAMING NOTES, DETAILS AND SECTIONS S6 1 0 N 3'x16 GA. STRAPPIN FOR X -BRACING I N — N ) W10x72 L4x4x114 wer FOUNDATION TYPICAL\\\ 1 S7 NOTES: 1) FIELD VERIFY ALL DIMENSIONS AND ELEVATIONS 2) TS COLUMNS WILL SLOPE, FIELD VERIFY 3) 2x6 STUDS 12" O.C. TO BE BUILT CENTERED ON STEEL BEAMS 4) STEEL COLUMNS AND STRAPPING TO BE ON OUTSIDE FACE OF STUD WALL 5) SHEATH EXTERIOR PER STRUCTURAL NOTES ELEVATION S7 f SCALE:114' =1'-0' STONE FIREPLACE CAP--\ PLATE 1/2x4x 3/16 TS 3x3x11 1/4" SHEAR TAB W/ (2)- 5/8' DIA BOLTS IN SHORT SLOTTED HOLES 3/16 2117 2 112' NOTES: RE: 8155 FOR STRAPPING DETAILS DETAIL SCALE: 1' =1'-0" TS 3x3x114--\\ L4x4x114 FOR STONE SUPPORT (I'P) 3'x16 GA STRAPPIN FOR X -BRACING W10x12 (TYP) P N W10112 SLOPE W/ ROOF NOTES: 1) FIELD VERIFY ALL DIMENSIONS AND ELEVATIONS 2) TS COLUMNS DO NOT SLOPE IN THIS PLANE 3) 2x6 STUDS {g) 12' O.C. TO BE BUILT CENTERED ON STEEL BEAMS 4) STEEL COLUMNS AND STRAPPING TO BE ON OUTSIDE FACE OF STUD WALL 5) SHEATH EXTERIOR PER STRUCTURAL NOTES 5 � ELEVATION 10x12 L4x4x114 FOR STONE SUPPORT 3/16 NOTES: STONE VENEER ABOVE ROOF MUST NOT BEAR ON WOOD - BEAR STONE VENEER ON STEEL ANGLES PROVIDED - STONE VENEER BELOW ROOF LINE CAN BEAR ON FND SECTION S7 f SCALE: 1" =1'-0" S 3 SIDES SCALE: 114" =1'-0" 3'x16 GA. STRAPPIN FOR X -BRACING W10x12 CO NOTES: 1) FIELD VERIFY ALL DIMENSIONS AND ELEVATIONS 2) TS COLUMNS WILL SLOPE, FIELD VERIFY 3) 2x6 STUDS 12' O.C. TO BE BUILT CENTERED ON STEEL BEAMS 4) STEEL COLUMNS AND STRAPPING TO BE ON OUTSIDE FACE OF STUD WALL 5) SHEATH EXTERIOR PER STRUCTURAL NOTES DETAIL S7 SCALE: 1" = 1'-0" ELEVATION SCALE: 114' = V-0' 3'x16 GA. X -BRACING STRAPPING TYPICAL RE: 7/S5 FOR 'JIf10x12 TO TS COL. DETAILS (MIRRORED) 314"0 HOLE (TYP), CONNECT SADDLE ANGLE TO FOUNDATION WALL W/ (2) 518"0 EXPANSION ANCHORS (4' MINIMUM EMBEDMENT) L4x4x114' VERTICAL STEEL ANGLE 1 112' 0 8 114' L4x4x314" SEAT ANGLE ALL CONTACT EDGES, 3/16 E'er//' FRONT DETAIL S7 SCALE: 1/2' =1`-0' LINE OF FOUNDATION CORNER �-- PURLIN or BEAM (SEE PLAN) MAX. 4 1/2' 112' 3/8' STEEL PLATE (10' x 171 J L SIDE CORNER SADDLE DETAIL N.T.S. MAX. LOAD =11,400 lbs 3/8" STEEL PLATE (10'x17') 1 118'0 HOLE (TYP), CONNECT SADDLE PLATE TO FOUNDATION WALL W/ (4)1"@ EXPANSION ANCHORS (6' MINIMUM EMBEDMENT) NOTE: FOR PURLINS, CONNECT SADDLE PLATE TO FOUNDATION WALL W/ (4) 518'0 EXPANSION ANCHORS (4" MINIMUM EMBEDMENT) (MAXIMUM PURLIN LOAD = 8,000 lbs) QA AIL 1 r" 1 .i )1 Chit Z Q. PIPDESIGN INC 333 W. HAMPDEN AVE, STE 200 ENGLEWOOD, COLORADO 80110 P: 303.416.1290 F: 303.41 6.1291 CARBONDALE, COLODO PREPARED FOR: WEITZ-NORRIS ,c 2003 MARTIN DESIGN, INC. The use of these documents and drawings shall be restricted to the original project for which they were prepared and any publication of these documents and specifications is expressly limited to such project, Re -use, reproduction or publication by any method, in whole or in part, of these documents and drawings is prohibited. Title of these documents and drawings remains with MARTIN DESIGN, INC. MARTIN DESIGN, INC. retains all federal, state and all common law copyright protections, 17 U.S.C. section 101 et seq. ISSUED FOR: CONSTRUCTION DOCUMENTS REVISED CDS - HELICAL PIERS REVIEW JKS U, Y DATE Q ; c.,C) 4 PROJECT NUMBER: 021333 FRAMING NOTES, SECTIONS AND DETAILS 4 Si JR