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AFF ARCH BLDG CIP CJ CLG CONC CONT CMU C.T. DIA D.S. DWG (E) EA EJ ELEC ELEV. EQUIP F.D. F.O. F.O.F. F.R. GA GC GWB H.C. H.M. HORIZ HT I.D. JT LAV MAX MECH MFR MIN M.O. above finished floor architectural building cast in place control joint ceiling concrete continuous concrete masonry unit ceramic tile diameter downspout drawing existing each expansion joint electrical elevation equipment floor drain face of face of framing fire retardant gauge general contractor gypsum wall board hollow core hollow metal horizontal height inside diameter joint lavatory maximum mechanical manufacturer minimum masonry opening Boo° +elevation 100'-0" <1:11:566-300 GRIDLINES abbreviations (N) NIC NOM NTS 0.C. O.D. OPG OPP OSB PT PR PVC R (R) RCP RE: REQD R.D. R.O. S.C. SF SIM SPEC S.S. STD STRUCT S.A.C. T TBD TPO T.O.B. T.O.C. T.O.W. TYP UNO W/ WC W/R WWF new not in contract nominal not to scale on center outside diameter opening opposite oriented strand board paint pair polyvinyl chloride (membrane) riser remove reflected ceiling plan refer to required roof drain rough opening solid core square feet similar specifications stainless steel standard structural suspended acoustical ceiling tread to be determined thermoplastic olefin (membrane) top of beam top of concrete top of wall typical unless noted otherwise with water closet water resistant welded wire fabric graphic symbols EXISTING CONTOUR NEW CONTOUR POINT ELEVATION ELEVATION MARKER SECTION MARKER 1 WALL SECTION MARKER I A400 \409J DETAIL MARKER �I INTERIOR ELEVATION MARKER N 7 entry 100 wi a) 00) NORTH ARROW ROOM NAME / NUMBER WALL TYPE WINDOW TYPE DOOR TYPE REVISION BREAK LINE DRAWING NUMBER DRAWING SHEET (typical) eneral notes 1. Contractor to comply with codes, laws, ordinances, rules, and regulations of public authorities governing the work. 2. Contractor to review documents, verify dimensions and field conditions and confirm that work is buildable as shown. Contractor to report any conflicts or omissions to the architect for clarification prior to performing any work in question. 3. Do not scale drawings. Dimensions shall take precedence over scales shown on drawings, general contractor shall verify all dimensions, grades and conditions at site prior to commencing the work. 4. Maintain dimensions marked 'clear'. Allow for thickness of finishes. 5. Ceiling height dimensions are to finished surfaces. 6. Contractor to coordinate and provide backing for millwork and items attached or mounted to walls or ceilings. 7. Except where shown in dimensional detail, the locations of plumbing, mechanical equipment, ducts, piping and fittings are only approximate. The exact locations shall be determined by the contractor, subject to approval by the architect. 8. All work performed shall comply with the contract documents, drawings, specifications, and geotechnical investigations. 9. All materials and workmanship shall conform to the drawings. 10. The structural drawings are supplementary to the architectural drawings. It shall be the responsibility of the contractor to check with the architectural drawings before the installation of structural work. Should there be a discrepancy between the architectural drawings and the consulting engineers' drawings that would cause an awkward installation, it shall be brought to the architect's and engineers' attention for clarification prior to the installation of said work. 11. General notes are not a substitute nor a replacement for the project specifications. These notes are intended as a guide to the design and/or construction requirements PROJECT: Carbondale Cabin established for this project. vicinity m a p Carbondale roiect information 13. The contractor shall coordinate the intent of the general notes with all trades. f.a.r. calculations space area existing area 1,589 sqft proposed area 1,149 sqft total area 2,738 sqft lower level: 1,149 sqft main level: 1,038 sqft upper level: 551 sqft ADDRESS: 880 County Road 107 Carbondale, CO 81623 ro.ect director ARCHITECT: HARRY TEAGUE ARCHITECTS 129 Emma Road UnitA Basalt, CO 81621 Eric Westerman 970.927.4862 v 970.927.4892 f OWNER: Dayton + Sara Voorhees P.O. Box 20 Corrales, NM 87048 STRUCTURAL ENGINEER: CONTRACTOR: KL&A, INC. 129 Emma Road Unit A-1 Basalt, CO 81621 Brett McElvain 970.927.5174 v 970.927.5194 f CRYSTAL SPRINGS BUILDERS 1044 Main Street Carbondale, CO 81623 Mike Cerise 970.963.4584 v 970.963.4586 f 7 drawing index ARCHITECTURAL A 000 A 001 A 101 A 102 A 103 A 201 A 301 A 401 A 501 A 601 A 602 A 901 Index + General Project Info Site Plan Lower Floor Plan Ground Floor Plan Upper Floor Plan Building Sections Building Elevations Stair Plan + Section Wall Sections Construction Assemblies Details Reflected Ceiling Plan - Lower Level STRUCTURAL S 000 S 001 S 101 S 102 General Notes Typical Details Lower Floor Framing Plan Ground Floor Framing Plan S 201 Sections & Details MECHANICAL M 101 Mechanical Plan Diagram N.sc See /Mint Mt4-nen% Are- So/We t e7ulrerne4h. 71465€ P/A.s will REPAce Ste 7/20z &pged Rr el d Se+ op pinvis Audi t urt / Oe on 51 -Le Ruiz l t25peGhem 5 . APPROVED SUBJECT TO NOTED EXCEPTIONS & INSPECTIONS GARFIELD COUNTY t3IJIL� ji;"'�V,ry� DEP Doer - BUILT COPY NO INSPECTION WITHOUT THESE PLANS ON SITE pate of consultant information >— Q c= . C U 0 0 03/26/12 03/30/12 04/16/12 07/13/12 07/24/12 09/05/12 880 County Road 107 co co Carbondale, CO Progress Check Progress Check Pricing Set VE Set VE Set 2 Revision 0 project #: drawn by: 1203 EW BLRE-7-12-2557 Vaarhees, James E Sara Amendment ARO CR 107, Carbondale index + info A 001 1000 — _ `\ '9go\ -1010 — — _ \ ----------------- 4.4 44. 44. \ \ _ _ - 1010— • 044 • N. 4.4 44, 1111.41%11:111.11411.1111h. 11111010 4.0 44, N. 44. 44. • • • • • NOTES Onvewey materiel to match existing New trees to be native, coniferous, low4vatericonsuming New shrubs to be native, lowmeter-consuming Site Plan SCALE: 1" = 10' 44. CV r1.1 5 - so CD >— 970 consultant information et stamp • co 0 CO 880 County Road 107 co 0 Issue 03/26/12 Progress Check 03/30/12 Progress Check 04/16/12 Pricing Set 07/13/12 VE Set 07/24/12 VE Set 2 09/05/12 Revision A drawn by: 1203 EW Site Plan A 002 THE STRUCTURAL ENGINEERS SEAL CN THIS DRAWING INDICATES THAT THE INFORMATION SWAM MD THE CALCULATIONS PERTAINING TO TENT INFORMATION MW Bahl PREPARED BY QUALIFIED PEOPLE UNDER THE DIRECTION OF THE ENGINEER -OF -RECORD. THE SEAL DOES NOT IMPLY RESPONSIBILITY FOR INFORMATION PREPARED BY 011ER5 NOR FOR )NY INFORMATION NOT SHOWN ON THIS DRAWING MD 51x}1 RESPOISBUIY IS SPECIFICALLY DLSCIAMED. ON PINSED PROJECTS, DRAWINGS THAT ME ISSUED BUT NOT SEALED SHALL BE CONSIDERED TO BE PRELIMINARY IN MATURE MD ME ISSUED FOR INFORMATION ONLY. THESE DRAWINGS ME TO BE USED N CONJUNCTION MIH TIE ARCHITECTURAL DRAWINGS ON THE PROJECT TO CLEARLY DEFINE ALL OF THE REQUIREMENTS FOR THE CONSTRUCTION. WHERE CONFl1CIS OCCUR CONTACT ARCHITECT FOR CLANIFTGTION. PLAN LEGEND 1 u u o I—� r L_J 1 CONCRETE CONSTRUCTION CIP CONCRETE WALL ABOVE CIP CONC. WALL ABOVE W/ WINDOW CIP CONC. WALL ABOVE W/ DOOR PC/CIP CONCRETE WALL BELOW CIP CONCRETE COLUMN ABOVE CIP CONCRETE COLUMN BELOW O 0 LJ STEEL CONSTRUCTION BEAM/GIRDER COLUMN ABOVE COLUMN BELOW I WOOD CONSTRUCTION FRAME WALL ABOVE FRAME WALL ABOVE W/ WINDOW 1_J L 1 FRAME WALL ABOVE W/ DOOR FRAME WALL BELOW O BEAM/GIRDER JOIST COLUMN ABOVE COLUMN BELOW PLAN KEYS <g> KEYED NOTE SEE KEYED NOTES S S FOOTING/FOUNDATION STEP 8 H1 = JOIST HANGER SEE JOIST HANGER SCHEDULE 1 OA 10' 1 SHEAR WALLS SHEAR WALL ABOVE ONLY SHEAR WALL BELOW ONLY SHEAR WALL ABOVE AND BELOW WOOD SHEAR WALL DESIGNATION AND MINIMUM REQUIRED LENGTH — SEE SHEAR WALL SCHEDULE HOLD DOWN FOR WOOD SHEAR WALL — SEE HOLD DOWN SCHEDULE 89'-9' T/.FTG // / / / / / / / / / / / 8 88'-1" T/ FTG I /////////////////////////////////////f ///////// (E) CONC. WALL Floors over vented crawlspaces must be insulated; R-30 or enough to fill the cavity. Vents shall be located below the bottom of the floor joist per IRC, R-408.1. As an alternative to insulating floors, crawlspace walls shall be permitted to be insulated when the space is not vented to the outdoors and meets the requirements of IRC, R-408.3. Take precautions to protect plumbing in these areas. CRAWLSPACE ACCESS (N) 8' CONC WALL N r (n 1 L L (N) 2'-8"x12" FT REINF w/ (4)15 89'-9' T/ FTG (E) CONC SONOTUBE, CONTRACTOR TO VERIFY (E) FOOTING IS A MIN OF 3'x3' TYP AT BOTH SONOTUBES HSS4x4x%4 (TYP OF 2) CONTROL JOINT ALIGNED W/ COL TYP (N) 8' CONC WAL BELOW TYP �(N) 16'40" FTGN.4144 w/ (2)15 CONT 89'-9" T/ FTG S J 1 1X1 opev Ucle 501 `5 gp Yt eittirect /t- Eo01-10, to5fechavi . (N) 16'40" FTG EINE w/ (2)15 CONT N88'-1' T/ FTG e e M LOWER LEVEL FRAMING PLAN SCALE : 1/4" = 1'-0" B0166 PLAN1 see /7,7 -ye soot 1 N • 88'-1' T/ FTG PLAN NOTES: 1. TYPICAL FLOOR IS 4' CONCRETE SLAB—ON—GRADE REINFORCED WITH ,3 0 16' OC EACH WAY. 2. TYPICAL BUILT UP WOOD COLUMN IS (3) PART 2x6 DFL—No2 OR LSL (CONTRACTOR'S OPTION). 3. RE: 1/S 201 FOR TYPICAL CONCRETE WALL REINFORCING. 0) H U w 1- U w V w 1— >- ICL&A, Inc. QStructural Engineers and Builders 129 Emma Rd. A-1. Bosch. Colocrdo 81621 Pk (970) 927 5174 FM: (970) 927 5194 Iream Ys — . s — .Si Womb consultant information wet stamp c U co D c co 0 CO r 0 0 a) 0 0 1 U date issue 04.16.12 05.09.12 07.18.12 09.05.12 Pricing Set Crawl Changes VE Set Revision 1 project #: drawn by: B0166 BM Lower Floor Framing Plan S 101 Copyright © 2012 KL&A, Inc. Y 49'-11 3/4" _ 8'-2 1/2' 17-3 1/4' 11'-10' 11'-10 3/4' 5'-9 1/4' 89'-9' T/.FTG // / / / / / / / / / / / 8 88'-1" T/ FTG I /////////////////////////////////////f ///////// (E) CONC. WALL Floors over vented crawlspaces must be insulated; R-30 or enough to fill the cavity. Vents shall be located below the bottom of the floor joist per IRC, R-408.1. As an alternative to insulating floors, crawlspace walls shall be permitted to be insulated when the space is not vented to the outdoors and meets the requirements of IRC, R-408.3. Take precautions to protect plumbing in these areas. CRAWLSPACE ACCESS (N) 8' CONC WALL N r (n 1 L L (N) 2'-8"x12" FT REINF w/ (4)15 89'-9' T/ FTG (E) CONC SONOTUBE, CONTRACTOR TO VERIFY (E) FOOTING IS A MIN OF 3'x3' TYP AT BOTH SONOTUBES HSS4x4x%4 (TYP OF 2) CONTROL JOINT ALIGNED W/ COL TYP (N) 8' CONC WAL BELOW TYP �(N) 16'40" FTGN.4144 w/ (2)15 CONT 89'-9" T/ FTG S J 1 1X1 opev Ucle 501 `5 gp Yt eittirect /t- Eo01-10, to5fechavi . (N) 16'40" FTG EINE w/ (2)15 CONT N88'-1' T/ FTG e e M LOWER LEVEL FRAMING PLAN SCALE : 1/4" = 1'-0" B0166 PLAN1 see /7,7 -ye soot 1 N • 88'-1' T/ FTG PLAN NOTES: 1. TYPICAL FLOOR IS 4' CONCRETE SLAB—ON—GRADE REINFORCED WITH ,3 0 16' OC EACH WAY. 2. TYPICAL BUILT UP WOOD COLUMN IS (3) PART 2x6 DFL—No2 OR LSL (CONTRACTOR'S OPTION). 3. RE: 1/S 201 FOR TYPICAL CONCRETE WALL REINFORCING. 0) H U w 1- U w V w 1— >- ICL&A, Inc. QStructural Engineers and Builders 129 Emma Rd. A-1. Bosch. Colocrdo 81621 Pk (970) 927 5174 FM: (970) 927 5194 Iream Ys — . s — .Si Womb consultant information wet stamp c U co D c co 0 CO r 0 0 a) 0 0 1 U date issue 04.16.12 05.09.12 07.18.12 09.05.12 Pricing Set Crawl Changes VE Set Revision 1 project #: drawn by: B0166 BM Lower Floor Framing Plan S 101 Copyright © 2012 KL&A, Inc. THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWING INDICATES THAT THE INFORMATION SHOWN AND THE CALCULATIONS PERTAINING TO TENT INFORMATION HAVE BEEN PREPARED BY QUALIFIED PEOPLE UNDER THE DIRECTION OF THE ENGINEER -OF -RECORD. THE SEAL NOF IMPLY SHOWNSIBILITY FOR ON THIS DRAWING ANDON PREPARED BY UCH RESPON BLRY IOTHERS EFOR S SPECIFICALLY PROJECTS,DISCLNMED. ON PHASED SHALL BE CONSIDERED O BREUMIINARY N NATURE AND ME ISSUED BUT FOEKE R INFORMATION ONLY. THESE DRAWINGS ARE TO BE USED IN CONJUNCTION WITH THE ARCHITECTURAL DRAWINGS ON THE PROJECT TO CLEARLY DEFINE ALL OF THE REQUIREMENTS FOR THE CONSTRUCTION. WHERE CONFLICTS OCCUR CONTACT ARCHITECT FOR CLARIFICATION. PLAN LEGEND CONCRETE CONSTRUCTION u u 1 j CIP CONCRETE WALL ABOVE CIP CONC. WALL ABOVE W/ WINDOW CIP CONC. WALL ABOVE W/ DOOR PC/CIP CONCRETE WALL BELOW CIP CONCRETE COLUMN ABOVE CIP CONCRETE COLUMN BELOW °oI rn L .J STEEL CONSTRUCTION BEAM/GIRDER COLUMN ABOVE COLUMN BELOW 1 1 1 11 FEU O 0 _ r-1 WOOD CONSTRUCTION FRAME WALL ABOVE FRAME WALL ABOVE W/ WINDOW FRAME WALL ABOVE W/ DOOR FRAME WALL BELOW BEAM/GIRDER JOIST COLUMN ABOVE COLUMN BELOW S KEYED NOTE SEE KEYED NOTES PLAN KEYS S FOOTING/FOUNDATION STEP H1 = JOIST HANGER SEE JOIST HANGER SCHEDULE 1 ES. WIS SIM B 1 SI 1 WS 1 SS SHEAR WALLS SHEAR WALL ABOVE ONLY SHEAR WALL BELOW ONLY SHEAR WALL ABOVE AND BELOW WOOD SHEAR WALL DESIGNATION AND MINIMUM REQUIRED LENGTH — SEE SHEAR WALL SCHEDULE HOLD DOWN FOR WOOD SHEAR WALL — SEE HOLD DOWN SCHEDULE / / / / / / / / / / / / / / / / / / / / 4r r J L (E) (3)-240 (E1 240 0 16' OC (N) Wi6x31 or W14x38 r //A / i 3/4x117/8 LVL (E) 2x8 or 240 0 16' OC (to be veri'ed) T 1 r - 13) 13/ x9� LvL r r (E) (3)-2x10 J 1- (E) (3)-2x10 1 J ,740, /5-/ /9, 2Z, 76 2 GROUND LEVEL FRAMING PLAN SCALE : 1/4 = 1'-0" = F-12.4in7 /Iaenhers cd eyr 1.��`/ see deiel eye ,SOro /. B0166 PLAN2 PLAN NOTES: 1. TYPICAL FLOOR IS (3) FLOOR SHEATHING ON (E) 2X FRAMING. e/ec/n,c t/ X94,$ n Aeovt/i5 /2,u/re" 4-11" Ann e /asyeohal. s %c1nc '/AMd2,¢yyrovr/ / S/ /"4941// e 16 G frio t/ / rhe . U) F- 0 w F- consultant information • IL&A, Inc. Structural Engineers and Builders Q 129 Emma Rd. A-1, Basalt, Colaardo 81621 =Ph: (970) 927 5174 FAX: (970) 927 5194 fall Y»a1h • roan tdaW • — Colorado wet stamp c CO CO N. N vow CO co 0 = -o o C " U o COo L Ue- co 04.16.12 05.09.12 07.18.12 09.05/12 Pricing Set Crawl Changes VE Set Revision 1 project #: drawn by: B0166 BM Ground Floor Framing Plan S 102 Copyright (C) 2012 KL&A, Inc. outside of wall CL of column outside of framing outside of foundation \ P O 1j 8 © © 49'-1131 U 44'-21/ 5,_91/4" 9'-2117 12'-3114" 11'-103'4" w-5 Floors over vented crawlspaces must be insulated; R-30 or enough to fill the cav'ty. Vents shall be located below the bottom of the floor joist per IRC, R-408.1. As an alternative to insulating floors, crawlspace walls shall be permitted to be insulated when the space is not vented to the outdoors and meets the requirements of IRC, R-408.3. Take precautions to protect plumbing in these areas. CRAWL SPACE / DOOR SCHEDULE Carbondale Cabin Carbondale, CO 8.24.12 Door # Location Door Frame Hardware Set Remarks size thickness material height width 001 a 001 bed room 2'-6" X 6-8" 1 3/8" solid core wood passage ADD 1/2" TO UNIT SIZE 002a 002 bath 2111" X 6'-8" 1 3/8" solid core wood privacy double hung 002b CO2 bath 2'-4" X 6'-8" 1 3/8" solid core wood privacy mtl clad wood 003a 003 play room 14'-0" X 7'-0" - alum/glass/wood wood entry OXXO sliding door 004a 004 laundry 3'-0" X 6'-8" 1 3/8" solid core wood passage weatherstrip 005a 005 workshop 3-0" X 7'-0" 1 3/8" alum/glass/wood wood entry 006a 006 mech 3'-0" X 6'-8" 1 3/8" solid core HMTL entry 1 hr fire rated 008a 008 storage 3'-0" X 7-0" 1 3/8" hmtl HMTL entry insulated HMTL door weatherstrip 105a 105 pantry 2'6" X 6'-8" 1 3/8" solid core wood passage pocket with acoustical trim at sill Note: All interior doors to match existing nss-cs 7I,15 MECHANICAL 30" vole scone hatch to crawl apace 5'-0" clear stone CO W-3 W-4 0, 2'-3" EQ E WORKSHOP LAUNDRY w WINDOW SCHEDULE Carbondale Cabin Carbondale, CO 8.24,12 Mark Unit Size Rough Opening Type Material Glazing Remarks height width height width A 4'-6" 5'-0" Lu N H Z 0 Et as ADD 1/2" TO UNIT SIZE double hung mtl clad wood insu + IoE mulled unit 6 4'-6" 21-6" double hung mtl clad wood insu + IDE C 2'-5 3/4" 2-6" awning mtl clad wood insu + IoE size to be top half of single double hung D 2'-5 3/4" 7-6" awning mt.' clad wood insu + IDE mulled unit E 41S" 2' 6" casement mtl clad wood insu + IoE ` egress unit Notes: Color of frame to match existing Glass to be tempered where required All windows to have a Maximum U -value of .35 r ES 903" 1 6,-7114" 1,-7114' 3'51/4" 13'-101/7 paver terrace wood lanae around hot tub 1_4,-0" 26'-0" gmvel tame wound fire pk steel ring bre IT) 6x51/ 11'-31/4^ line of deck above vocd paps b deck above 8'-0" El \ Lower Floor Plan y SCALE: 1/4" = 1'-0" 3'-0" 3'-0" 0 �� 00 N�� N U U jolt: ▪ L N U W `Li CU 0 , p1L cu • U 1-1 V 4- 0 4U-, rro f6 r N- = 0 r0 0 = S to C rr `° U t} �d ram +J E N L L Q 0J V _° 3 W N pNj 3 ri CD Q LLI 970 consultant information et stamp c W - a c 0 0 U 880 County Road 107 M CN CO 0 W c 0 1.. U date IssU 03/26/12 Progress Check 03/30/12 Progress Check 04/16/12 Pricing Set 07/13/12 VE Set 07/24/12 VE Set 2 09/05/12 Revision 0 project #: drawn by: 1203 EW Lower Floor Plan A101 outside of well O outside of framing outside of framing O O 49'-11 or d CD CLOSET CLOSET BED ROOM 2 provide egress Nindow from bedroom •i OCC base cabinets to match existing kitchen, cowdeno: u . r cab nets to me exiatl remove existing floor LIVING ROOM MUD ROOM KITCHEN DINING ROOM Y__ M 'roof drain netple6bovtl mI �vWYvW\ Hd rainI Jd/�/..33331 °rod drain line droll overhang Pr Ground Floor Plan SCALE: 1/4" = 1'-0" (/) U W TH U Q W - E E O O N U U cn L`01 - L O U nJ I� d +r N• 0)L Q n7 N CY)▪ ® = O O 4- T C no �v 970 L L L L 3 3 consultant information et stamp e c 0 co -a r0 U 03/28/12 03/30/12 04/16/12 07/13/12 07/24/12 09/05/12 880 County Road 107 0 0N co c co U issue Progress Check Progress Check Pricing Set VE Set VE Set 2 Revision /1\ project #: drawn by: 1203 EW Ground Floor Plan A 102 outside of well O outSde of kerning outside of framing r hBED ROOM 3 I\ 1202: 1` provide egresswlndow from bedroom HALLWAY [2011 17 Y provide egress window from bedroom /CJS ED ROOM 4 2041 HATHROOM '0F 31,32 BEDS 5 provide egress vu Il from bedroom See P/An 04.e0}3 3l I33 Fog- Siv/co M 4fln �ue✓e,&Me43 imp 2xlsi ivtc iJfvelbi s , open to below BED ROOM 5 12081 1,11 Upper Floor Plan t 2 SCALE: 1/4" = 1'-0" ARCHITECTS W W ra r -i 4— E E N 00 NCO c‘.1 U° r N CO - ' L U = r0 d) N O ^ d) N U N rnr 0> m U _0 4--) O N L 0 O o a1 0 = L In W O T rp > • r d) r0_ -P E N L E tO L � • a 2 Cr)n i N N 3 a1 3 r---1 970 ! onsultant information et stern' 880 County Road 107 CN CO Carbondale, CO date issue 03/26/12 Progress Check 03/30/12 Progress Check 04/16/12 Pricing Set 07/13/12 VE Set 07/24/12 VE Set 2 09/05/12 Revision /\ project #: drawn by: 1203 EW Upper Floor Plan A 103 4 UPPER LEVEL 109' lity•MIN MIL 100' LONERWVEL 904" B O rebferbish existing pergola W Section SCALE:1/4" = 1'-0" consultant information niallnl.111111111111 c U 100 p c cv : D L- U O O m U co 0 CN 00 03/26/12 Progress Check 03/30/12 Progress Check 04/16/12 Pricing Set 07/13/12 VE Set 07/24/12 VE Set 2 09/05/12 Revision /\ project #: drawn by: 1203 EW Sections A 201 UPPER LEVEL 109' i/fMAIN LEVEL 100' ✓ /, I, I, /ti/``�/ G I 'ern SS ���y• a ,LOWER LEVEL 90,-3" y�'€- 4q'��Oi� y'�i,��i/Oi,'��y��i ��j/�j/'►jOj/Q,/1�jAsAs4 y0, ��//��y���/O//��/kk/O'���//p/�1��/��//�//��4 i✓✓/yyyi✓ � Nt.0, //�i/'if�i�� ��h��i/��i��y��i/0������•�y��y��i, 4444:44:4,0Y/ `1j,`y�`e`��`:;n'� `:14:;�4•44ki i/�4��y�/i�//✓,N Nt• •/i����/i�� �/i�/i��/i��/iwl���i�/i��. h31 0 refurbish existing pergola, • • • West Elevation SCALE:1/4" = 1'-0" 1111111111111111111111111111111111 N ,''O�a�,y,/,`a `, �'/``'/Q'/``'/,` 0 `'/`,'/``/' y`,4��/ *\\*`,y``y*, 44#//,�/,�yy`�/� ,�4e,�?� //✓//i✓//i y9yji¢/i�04•4✓i,✓/✓/y¢ Material Legend E Wood Siding n Concrete IT Existing to Remain Corrugated Metal 4 0 rebferbish existing pergola 3 D 2 1 East Elevation SCALE:1/4" = 1'-0" All 1.6111E antrir I r o. I.AL '61 -1_.._1 n- LCL L�L L LLLLLLLSL ********e /, ,/ // 4 4/i��,i44,i44,i��/iO,/�/i��ji�/i��j��y� 4 4,•4,Of��/�� „.4'\��0���1,41O41 0����/011��j/O'0���9�$�/J����y i*1*S /Oe�i,�G� `�i`�?`; i`� ,%, � �,L�hJ n L.. JI �l _1L ._ Il. II._ JI _ll 3 a��.,'.6�L JI ial''6 LL LL'� 11 11 11 11 11 11 n I 11 _1L am; 11 A I-14--(I-d-f1-11-1-11-4LII 11 4I-- A I 3 access panel to hot tub _J //*////�//**1444# �``el waw South Elevation SCALE: 114" = 1'-0" U • ARCHITECTS UPPER LEVEL S LL TQ 109' MAIN LEVELS 100' LOWER LEVELS 90%3' UPPER LEVEL 1 OW MAIN LEVEL 100' _LOWER LEVEL 90'-3' consultant information 880 County Road 107 Carbondale, CO 03/26/12 Progress Check 03/30/12 Progress Check 04/16/12 Pricing Set 07/13/12 VE Set 07/24/12 VE Set 2 09/05/12 Revision n project #: drawn by: 1203 EW Elevations A 301 wet stamp THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWING INDICATES THAT THE INFORMATION SHOWN AND THE CALCULATIONS PERTAINING TO TWIT INFORMATION HAW BEEN PREPARED BY DLWJFIED PEOPLE UNDER THE DIRECTION OF THE ENGINEER -OF -RECORD. THE SEAL DOES NOT IMPLY RESPONSIBILITY FOR INFORMATION PREPARED BY OTHERS NOR FOR ANY INFORMATION NOT SHOWN ON THIS DRAWING AND SUCH RESPONSIBLRY IS SPECIFICALLY DISCLAIMED. ON PWASEC PROJECTS. DRAWINGS NAT ARE ISSUED BUT NOT SEALED SHALL BE CONSIDERED TO BE PRELIMINARY N NATURE AND ARE ISSUED FOR INFORMATION ONLY. oyei414ole sot/5 merit . Fe��cll�ed �f l=��t�1� 2 3. GENERAL APPLICATION 1. These drawings must be used in conjunction with the architectural drawings on the project to clearly define all requirements for construction. 2. No Contractor should attempt to bid nor construct any portion of this project without consulting the project architectural, mechanical, and electrical specifications, and/or General Notes. 3. These General Notes ore intended to function as the structural portion of project specifications. 4. All things which, in the opinion of the Contractor, appear to be deficiencies, omissions, contradictions or ambiguities in the drawings shall be brought to the attention of the Structural Engineer. Corrections or written interpretations shall be issued before affected work may proceed. 5. The Contractor shall inform the Structural Engineer, clearly and explicitly in writing of any deviation or substitution from requirements of the contract documents. Contractor shall not be relieved of any requirement of the contract documents by virtue of the Structural Engineer's review of shop drawings, project data, etc., unless the Controctor has clearly and explicitly informed the Structural Engineer in writing of any deviations or substitutions at time of submission. CODES AND STANDARDS 1. Building Code: 2009 INTERNATIONAL BUILDING CODE 2. 'Building Code Requirements for Reinforced Concrete", AC13I8, by the American Concrete Institute (ACI). 3. 'Manual of Standard Practice" by the Concrete Reinforcing Steel Institute (CRSI). 4. Lood and Resistance Factor Design Specification for Structural Steel Buildings", by American Institute of Steel Construction (AISC). 5. AMSC Code of Standard Practice" by AISC. 6. "Specification for Structural Joints using ASTM A325 or A490 Bolts" by AISC. 7. "Structural Welding Code -Steel" (AWS D1.1), "Structurol Welding Code -Sheet Steel" (AWS 01.3), "Structural Welding -Reinforced Steel" (AWS 01.4), elf by the American Welding Society (AWS). 8. 'Notional Design Specification for Wood Construction' (NDS) by the American Forest & Paper Association (AF&PA). 9. All references ore latest edition unless noted otherwise. DESIGN CRITERIA 1. Occupancy Category of Building: 11 2. Wind Loading: 2.1. Basic Wind Speed = 90 MPH 2.2. Wind Importance Factor, I = 1.0 2.3. Exposure Category: B 2.4. GCpi = 0.18 2.5. Wind design pressure for components and cladding = 20 psf (based on area of 100sf) 2.6. Wind design pressure for uplift = 20 psf 3. Seismic Loading: 3.1. Seismic Importance Factor, IE =1.0 3.2. Mapped spectral response acceleration: 3.2.1. SS = 0.361 3.2.2. Si = 0.075 3.3. Site Class = D 3.4. Spectral response coefficients: 3.4.1. Sos = 0.36 3.4.2. So, = 0.12 3.5. Seismic._ Design Category = B 3.6. Basic seismic force resisting system: WOOD PANEL SHEAR WALLS 3.7. Response modification factor(s), R = 6.5 3.8. Seismic response coefficient(s), Cs = 0.09 3.9. Analysis procedure used: (Equivalent Latera! Force Method] 3.10. Gravity Loading: 3.1. Snow Loads 3.1.1. Minimum Flot Roof Snow Load: Pf = 50 psf according to the Garfield County Building Department 3.1.2. Importance Factor: I = 1.0 3.1.3. Terrain Category: B 3.1.4. Exposure Factor: Ce = 1.0 3.1.5. Thermal Factor: Ct = 1.0 3.1.6. Slope Factor: Cs = 1.0 3.1.6. All snow loads on the structure for both flat and sloped roofs are calculated in accordance with the 2009 IBC and based on the ground snow load stated above. Roof snow loads consider the following load conditions: 3.1.6.1. Portia! loading 3.1.6.2. Unbalanced roof snow loads 3.1.6.3. Snow drifting at roof steps, parapets, and roof projections. 3.1.6.4. Sliding Snow 3.2. Live Loads: minimum uniform and concentrated live loads as well as partition loads and applicable live load reductions are determined according to Section 1607 of the IBC. 3.3. Foundation and retaining walls have been designed for the following assumed design pressures: Active Pressure: 45 psf/ft At Rest Pressure: 50 psf/ft Passive Pressure: 300 psf/ft Friction Coefficient: 0.4 EXISTING CONSTRUCTION 1. Al! information, dimensions, elevations, etc. shall be considered approximate and shall be field verified by contractor prior to ordering or fabricating material. 2. Report all discrepancies to the General Contractor and Architect/Engineer. 3. In as much as the addition to remodeling, retrofit, renovation or rehabilitation of an existing building requires that certain assumptions be made regarding existing conditions, the contractor must immediately notify the structural engineer if any existing condition deviates from those indicated in the contract documents. 4. Contractor shall verify all existing conditions prior to ordering materials or proceeding with new work in areas affected by existing conditions. Structural Engineer shall be informed in writing of conflicts between existing and proposed new construction. 5. No openings nor any changes or additions shall be made in any existing structural elements without written approval of the Structural Engineer. Where the function of on existing element as structural or non-structural is unclear, the determination of its function will be made solely by the structural engineer. FOUNDATIONS 1. 1 t I7i,S,Pec4zo>7 THESE DRAWINGS ARE TO BE USED IN CONJUNCTION WITH THE ARCHITECTURAL DRAWINGS ON THE PROJECT TO CLEARLY DEFINE ALL OF THE REQUIREMENTS FOR THE CONSTRUCTION. WHERE CONFLICTS OCCUR CONTACT ARCHITECT FOR CLARIFICATION. 4. 5. 6. Geotechn cof Engineer Is sole judge of suitability tY of underlying n9 ma teral to support Po rt foundations and shall approve bearing material before foundation installation. Bottom of exterior footings, grade beams and walls shall bear o minimum 3'-0" below final exterior grade for frost protection. Foundation walls or grade beams having earth placed on each side shall hove both sides filled simultaneously to maintain a common elevation. Provide shoring and protection from the elements for excavation bottoms and sides as required to promote safety, prevent caving and washing and to prevent undercutting of footings after they hove been placed Brace all foundation walls against sliding, which backfill is to be placed until floor slabs at the top and bottom of the wall are in place. Contractor shall provide continuous site drainage by a mechanical method to control surface and underground water as required to maintain a dry working site. CAST-iN-PLACE CONCRETE 1. Minimum concrete compressive strength at 28 days and unit weight: ELEMENT STRENGTH, PSI WEIGHT, PCF Unless Noted Below 4000 145 Footings 3000 145 Walls 4000 ) 145 Slabs on Grade 4000 145 2. Concrete Materials 2.1. Portland Cement: ASTM C150, Type ! or Type 1). Type 111 may be used if acceptable to the Architect. Use only one manufacturer (and type) of cement throughout the Project (except use only Type V cement for drilled piers in contact with high sulfate content soils). 2.2. Fly Ash: ASTM C618, Class C or F 2.3. Aggregates: Provide aggregates in conformance to ACI 301 and ASTM C33. Provide aggregates from same source and supplier as used in the concrete mix design. 2.3.1. Pea Grave!: Washed clean, hard, rounded gravel conforming to ASTM C33 except graded for 90% passing the 3/e inch screen and 90% retained on the %4" inch screen. Use pea gravel only when acceptable to the Architect/Engineer. 2.4. Water: Potable. 3. Reinforcing: 3.1. Bars: ASTM A615 -grade 60 3.2. Welded Wire Fabric: ASTM A185 4. Clearance between reinforcing and concrete surfaces: 4.1. Required concrete cover for non -fire -rated assemblies: Concrete cast against & permanently exposed to earth 3" Concrete exposed to earth or weather - /5 and smaller (non -post -tensioned) 11/2" Concrete not exposed to weather or in contact with earth - walls, slabs /11 and smaller 3/4' 5. Unless noted, provide continuous reinforcing around corners and through: construction joints, and joints between all abutting members. 6. Provide standard hooks on bars terminoting at o concrete face unless noted i.e.: edges of openings, slab edges, expansion joints, ends of beams, and ends of walls, etc. 7. Unless noted otherwise, provide (2) /5's at each side of openings. Extend 2'-0" beyond edges of opening. 8. Unless noted, splice continuous top and bottom bars in grade beams and walls as follows: Top bars at mid -span, bottom bars over support. 9. Splice bars with contact laps unless noted otherwise. BAR SIZE SPLICE LENGTH /3 19' /4 25" 15 31" /6 57" /7 54" /8 62' 10. Splice welded wire fabric by lapping one full mesh space plus 2". 11. Unless otherwise shown in the architectural drawings, provide 3/4" chamfers at all columns, beams, walls, and slab edges that are exposed to view in the finished structure. 12. Refer to architectural drawings for concrete finishes. 13. Concrete mix designs: 13.1. Mix designs, including water cement ratios and slumps, shall be prepared in accordance with AC! 301. 13.2. Cement shall conform to ASTM C 150 Type L 13.3. Normal weight aggregate shall conform to ASTM C33. 13.4. No admixtures containing calcium chloride shall be permitted in any concrete. 13.5. Maximum aggregate size shall be: 11/2' for formed elements and 3/4' for slabs on grade. 13.6. Water reducing admixture shall be used in all concrete. 13.7. Air entraining admixture in accordance with ACI 301 shall be used in all concrete exposed to freezing and thawing during either construction or service conditions. 13.8. Concrete subjected to freezing/thawing shall have a maximum water/cement ratio of .50 and shall contain the amount of air entraining agent specified in ACi 301. 13.9. !n no case shall water/cement ratio exceed the following: f'a=3000 psi 0.60 max. w/c ratio f'G=4000 psi 0.50 max. w/c ratio f'0 5000 psi 0.40 max. w/c ratio 14. Tolerance for anchor bolts and other embedded items shall be in accordance with ACi Code of Standard Practice, Section 7.5. Note the specified tolerance applies to plan location of the item and is not relative to location within walls or footings. STRUCTURAL STEEL 1. Steel sections: 1.1. Wide Flange and WT sections - ASTM A992 or ASTM 572 Grade 50, Fy= 50 ksi. 1.2. Other rolled shapes, M, S, HP, C, MC and angles - ASTM A36, Fy = 36 ksi. 1.3. Pipe - ASTM A53, Fy= 35 ksi. 1.4. Square and rectangular HSS - ASTM A500, Fy= 46 ksi. 1.5. Anchor rods - ASTM F1554 Grade 55 with Supplement 51, Fy= 55 ksi. J and L bolts not allowed. 2. Structural steel has been designed in accordance with AISC Manua! Of Steel Construction", Latest Edition, unless noted otherwise. All beam shears, reactions, member forces, moments, etc. shown on these drawings are unfactored loads conforming to requirements of AiSC Allowable Strength Design (ASD). 3. Connections: 3.1. Engineer of Record (EOR) has designed all connections. If a connection design is inadvertently omitted from contract documents the contractor shall request specific written connection design from the Structural Engineer. 3.2. Contractor deviations fabricated without written approval of the Structural Engineer will be deemed a contractor design with total design responsibility remaining with the contractor. 3.3. Minimum thickness: angles 5/81., plates 1/4" 4. Bolted connections: 4.1. Minimum bolt diameter: 3/4" unless noted. 4.2. Two bolts minimum per connected member. 4.3. A307 bolts may be used only where indicated. 4.4. Oversized and long slotted holes permitted only where shown. 4.5. Alternate design tension control bolts may be used at contractors option. 5. Welded connections: 5.1. Electrodes: E70 series electrodes, except E70 -T-4 not allowed. 5.2. Fillet welds: AISC minimum but not less than 3/6., unless noted otherwise. 6. Field correction of fabrication errors in the structural framing will be permitted only when approved by the Structural Engineer. When field correction is permitted finish gas -cut sections in accordance with the requirements of AWS D1.1. The fabricator shall be responsible for errors in fabrication and for correct fit in the field. WOOD FRAMING 1. General 1.1. The contractor is expected to employ competent journeymen who are knowledgeable with respect to "Convenfiona! Construction Practices and nailing requirements as presented in the IBC. 2. Products: Unless noted otherwise on the drawings or in these notes, all wood framing shall have the following minimum properties (normal duration) and be at a moisture content of 19% or less and shall be marked S -DRY (Surface Dried) or KD (Kiln Dried). 2.0.1. Unless noted otherwise on these drawings all solid sawn material (Dimensional Lumber and Timber) sizes are nominal. Actual sizes shall be based on "minimum Dressed -Dry" dimensions according to the American Softwood and Lumber Standard PS20-10. 2.0.2. Unless noted otherwise on the drawings dimensions of manufactured material, including I -joists & open -web joists, are based on specified manufacturer's published information. 2.1. Wall Studs: 2.1.1. Douglas Fir -Larch (DFL) Stud Grade or better 0 16"oc 2.2. Dimensional Lumber (4x or less): 2.2.1. Douglas Fir -Larch (DFL), No. 2: Flexural Stress 900 psi Compressive Stress 1350 psi Horizontal Shear Stress 180 psi Modulus of Elasticity 1,600,000 psi 2.2.2. Douglas Fir -Larch (DFL), Stud: Flexural Stress 700 psi Compressive Stress 850 psi Horizontal Shear Stress 180 psi Modulus of Elasticity 1,400,000 psi Perp Compressive Stress 625 2.3. Structural Composite Lumber (SCL) 2.3.1. Laminated Strand Lumber (LSL - 1.3E, 2x4, 2x6 Studs): Flexural Stress 1700 psi Horizontal Shear Stress 400 psi Tension Stress 1075 psi Compression Parallel to Grain 1400 psi Compression Perpendicular to Groin 680 psi Modulus of Elasticity 1,300,000 psi 2.3.2. Laminated Veneer Lumber (LVL - 1.9E): Flexural Stress 2600 psi Horizontal Shear Stress 285 psi Tension Stress 1555 psi Compression Parallel to Grain 2510 psi Compression Perpendicular to Grain 750 psi Modulus of Elasticity 1,900,000 psi 2.4. Wood i -Joists: Where framing members are noted "TJI" use engineered wood i -Joists products by Weyerhaeuser. 2.4.1. Substitution of equal product is acceptable upon submittal of equal by contractor and approval by structural engineer. Product substitutions shall, of a minimum, meet or exceed the following properties: Moment Capacity (M) Shear Capacity (V) Stiffness (E!) 2.5. Structural Panels (Plywood or OSB): 2.5.1. Sheathing for roofs and walls shall conform to APA PS -1 standards. Lay ponel with long dimension perpendicular to joists with short edges staggered. All panels shall be Exposure 1, uno on plan. 2.5.2. Use the following panel grades and thicknesses: Element APA Span Rating (min) Min Thickness (in) Roof over rafters 48/24 23/32 Floors (STURD-1 T&G) 24 oc 23/32 Exterior Walls 32/16 15/32 2.6. Sills: All sill plates shall be pressure treated Douglas fir -Larch stamped to show compliance with AWPA standards. See Typical Details for sill plate requirements at shear walls. 3. Connectors 3.1. Al! bolts, metal connectors, hangers, anchors, and fasteners in contact with preservative treated wood shall be hot dipped galvanized G90 or G185 or stainless steel type 304 or 316. 3.2. Anchor Bolts: 3.2.1. Provide 5/8" diameter embedded bolts 048" (max) tops of al! walls for attaching sill plates, except provide 5/8" anchor bolts at 16' under shear walls. As o minimum, provide 2 bolts, each within 12" of the ends of each piece of sill plate. 3.2.2. J and L type bolts are allowed for anchorage of wood wall assemblies. 3.2.3. Anchor bolts shall be cast into concrete and masonry, and have a minimum 7" embedment into concrete and masonry. 3.3. Nails: 3.3.1. Nailing shall conform with the minimum requirements contained in Table 2304.9.1 of the IBC unless more stringent requirements ore shown on these drawings or in these notes. 3.3.2. All nails are to be steel wire common nails and conform to ASTM F 1667, uno 3,3.3. Minimum nail dimensions shall be as follows: Common Nail (Steel Wire) Minimum Diameter (in) 6d 0.113 8d 0.131 10d 0.148 12d 0.148 16d 0.162 20d 0.192 Minimum Length (in) 2 2'/z 3 3%4 3%2 4 3.6.4. Machine/Power Applied Nailing: The use of machine applied nailing is subject to satisfactory jobsite demonstration for each project and the approval by the project Architect or Structural Engineer. The approval is subject to continued satisfactory performance. If nail heads penetrate the outer ply more than would be normal for a hand hammer or if minimum allowable edge distances are not maintained the performance will be deemed unsatisfactory. Nails shall meet minimum diameters noted above. 3.6.5. Pre -drill nail holes when necessary to prevent splitting. 3.7. Bolts: 3.7.1. Where bolts and plates are called for on the drawings, plates shall conform to ASTM A36 and bolts to ASTM A307. 3.7.2. ALL EXPOSED BOLTS IN WOOD STRUCTURE TO BE PLAIN, UNCOATED STEEL. Verify with architecturel drawings for special coating requirements. 3.7.3. Holes for bolts shall be 1/18" oversize. 3.7.4. Retighten all bolts prior to closing in. 3.8. Lag Screws: 3.8.1. Lag screws shall penetrate the main member o minimum of 8 times the shaft diameter. 3.8.2. Diagonal Lags (toe -nail) shall be installed with o minimum edge distance of 4 times the diameter. 4. Installations: 4.1. Built-up Columns: When hidden in a wall, at contractor's option, wood columns may be built up from 2x laminations. Laminations shall be stitch nailed with staggered 16d04"oc Laminations shall be dry (less than 19% moisture content) when glued. Do not splice laminotions. 4.2. Sheathing: 4.2.1. Horizontal (Floors/Roofs) 4.2.1.1. Floors: Unless noted otherwise on plans, glue and nail 8d06" edges and 8d012" field 4.2.1.2. Roofs: Unless noted otherwise field 4.2.2. Vertical (Walls): 4.2.2.1. Walls not designated as shear wolfs, nall vertical sheathing 8d06' edges, 8d012" field. 4.2.3. Shear Walls: 4.2.3.1. Where shear walls are noted on the plans the sheathing is used as part of the lateral load resisting system. Refer to the typical details for wood panel shear walls in the drawings. 4.2.3.1.1. The shear wall extends between consecutive "king" studs at adjacent wall openings. 4.2.3.1.2. All panel edges within the extent of the shear wall shall be blocked with flat 2x4 blocking. 4.3. General Framing Tolerances: 4.3.1. Framing members which will be covered by finishes such as wallboard, plaster, or ceramic tile set in a mortar setting bed, shall be within the following limits: 4.3.1.1. Layout of walls and partitions: '/4" from intended position 4.3.1.2. Plates and runners: 1/4" in 8' from a straight line 4.3.1.3. Studs: 1/4 inch in 8 feet out of plumb, not cumulative 4.3.1.4. Face of framing members: 1/4" in 8' from a true plane. on plans, nail 8d06" edges and 8d012" MISCELLANEOUS NOTES 1. The Controctor is solely responsible for al! safety regulations, programs and precautions related to all work on this project. 2. The Contractor is solely responsible for the protection of persons and property either on or adjacent to the project and shall protect it against injury, damage, or loss. 3. Means and methods of construction and erection of structural materials are solely the Contractor's responsibility. 4. The structure is designed to function as a unit upon completion of construction of the project and then, only to support the design loads indicated. The contractor is responsible for means, methods and sequence of construction and the adequacy of the structure to support lads occurring during construction of the project. Furnish all temporary bracing, shoring, and/or support as may be required. 5. No openings, nor any chonge in size, dimension or location shall be made in any structural element without written approvel of the Structural Engineer. 6. Openings 1'- 4' or less on a side are generally not shown on the structural drawings. Refer to drawings of other consultants for such openings. 7. Openings through floors and/or roofs for passage of utilities are not located nor dimensioned on structural drawings. Contractor shall obtain and coordinate such locations and dimensions with the contractor requiring the opening. 8. Show all openings through structural members on shop drawings and submit for review. Openings not shown on structural drawings ore subject to acceptance and shall be specifically indicated for review and acceptance. 9. Do not scale these drawings, use the dimensions shown. 10. No structural modifications, alterations, or repairs shall be made without prior review by Structural Engineer. Submit details and calculations prepared by a professional engineer registered in state where project is located and employed by contractor. GENERAL LEGEND SECTION CUT XX = DRAWING NUMBER YY = SHEET NUMBER ELEVATION DRAWING XX = DRAWING NUMBER YY = SHEET NUMBER DETAIL CALL OUT XX = DRAWING NUMBER YY = SHEET NUMBER ALTERNATE SECTION CUT XXX. -YY' INDICATES ADDENDUM NUMBER INDICATES STEPS AND SLOPES IN DECKS & SLABS ELEVATION CALLOUT T.O. SLAB XXX' -YY" = OBJECT ELEVATION T.O. SLAB = T.O. (OR B.O.) OBJECT STRUCTURAL ABBREVIATIONS ABBREVIATION AB ADDNL AFF ALT ARCH BOT BLDG BM BRG BS BTWN CJ CJP C!P CLR CMU COL CONC CONN CONST CONT 0 DIA, ¢ DIM DK DTL DWGS DWL EA EF EJ ELEV EOx EW EXIST, (E) EXP EXT FDN FLR FOx FTG FS GB GEN GLB HAS HK HOR1Z ICF IFx INT JT KIP DEFINITION anchor bolt additional above finish floor alternate architectural bottom building beam bearing both sides between const/control joint complete joint penetration cost -in-place clear concrete masonry unit column concrete connection construction continuous depth diameter dimension deck detail drawings dowel each each face expansion joint elevation edge of (S=slab, C=conc, etc) each way existing construction expansion exterior foundation floor face of (S=stud, CMU, etc) footing far side grade beam general glulam headed anchor stud hook horizontal insulated concrete form inside face (S=stud, CMU, etc.) interior joint 1000 lbs ABBREVIATION KLF L LAT LBS LLH LLV LONG LSL LVL LW, LWT MAS MAX MECH MFR MIN MTL (N) NOM NS NW, NWT OC OF OH OPNG PAF PC PERP PJP PL, R PLF PSL PT REINF REQD RET SOG SC SCHED SECT SIP SPA STFNR STL SUBFLR SUPPL TO THK TRAN TYP UNO VERT W WWF DEFINITION kips per lineal foot length lateral pounds long leg horizontal long leg vertical longitudinal laminated strand lumber laminated veener lumber light weight masonry maximum mechanical manufacturer minimum metal new construction nominal near side normal weight on center outside face opposite hand opening powder actuated fastner precast perpendicular partial joint penetration plate pounds per lineal foot parallel strand lumber post -tensioning reinforcement required retaining slab on grade slip critical schedule section structural insulating panel spacing stiffener steel subfloor supplier top of thickness transverse typical unless noted otherwise vertical width welded wire fabric STRUCTURAL DRAWING INDEX SHEET NUMBER SHEET NAME CD iqjqj ca - cc o Crawl Changes I 07.18.12 VE Set 07.18.12 Revision 1 09.05.12 I L I L I I 5000 General Notes & Legend 0 0 5001 Typical Details 0 0 5101 Lower Level Framing Plan 0 0 0 0 5102 Ground Level Framing Plan 0 0 0 0 S201 Wall Sections & Details 0 0 0 0 ISSUE NOTATION: O - NEW SHEET 0 - DRAWING REVISED • - NO CHANGES TO THIS DRAWING )8f - SHEET DELETED 01 - ADDENDUM NUMBER consultant information CC KL&A, Inc. Structural Engineers and Builders 129 Emma Re. A-1. Basalt Colooreo 81621 Ph: (970) 927 5174 FAX: (970) 927 5194 raw" uonca..n . me". Caaom • Lading. a - 07.18.12 Carbondale, CO 81623 09.05.12 VE Set Revision 1 project #: drawn by: B0166 BM General Notes S 000 Copyright ® 2012 KLM, Inc.