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HomeMy WebLinkAboutPlans(07.3'/2» (4, A) i tl i.t .G,L - : �( 41 .;)11..7;. TWO STORY SINGLE FAMILY RESIDENCE GOLDSTEIN RESIDENCE LOT E28 • FOX PROWL • ASPEN GLEN . CARBONDALE • GARFIELD COUNTY • COLORADO CRAWFORD DESIGN/BUILD • BASALT • COLORADO COLORADO amm architecturemop: 910.611.434.5715.711.26,1 George R. Winne AIA W:•%tmf 14 Metal VLORma EAP6TM� 5412731416 GM, 56144U? 1 11.,11;‘ ? `tl1 ��,�•....s i. it iii iii. ��r. '.v,� ' f 'IL his fi ;I v „ ti : tit) f.l �{ jl ''-- 1111 �rr��raw� 10' IL irarre 'St..:.��? �'t ��rl1��-;�`mann I 41 l•! . C SE -PA— ---. . 0 ��++ ` ) ,,`` ',� t . 2 i i X 6 UQAT2�D 0 WO ROOF N VV Es 1, ELEi }!1XGOVEA2XSOWDODFASCIA 4 5/8" (2 COAT) STUCCO FINISH (SMOOTH TEXTURE) J i O E. LA....)l r F .3 J) �/ 1 6.4' TO VENEER SIDING T• 3'STONE SELL CAP NEtco ::qF1NIS.H MATERIAL SCHEDULE 17 ASPHALT SHINGLES W/ RIDGE VENTS Sl ©1 1 V LJ R 'v T 11+.+ + "` 9;8X 8WOOD ca VENEER COLUbIl iS '`� f/''��,, {��'/��, ��}-� 10 TIMBER. TRUSS (6 X 12 BEAMS 16 X 6 BRACE i `.1 l `� •� 1 !6X12WA[LBEAM� 12 DECK REAM QNEVP1•E 14 =6X 8 WOOD HEADER OPENINGS i15 i ALUMINUM CLAD WOOD WIDOWS AND DOORS - 16 lub NuM. WOOD EXTERIOR DOORS 17 s APPLIED WOOD VENEER (GARAGE DOORS WI WINDOWS) I* a METAL PICKET RAILING WI WOOD CAP . • • 19.18" X 18" WOOD LOUVER W/ SCREEN 20 } CORRUGATED METAL COY CAP (OPEN TOP) .1I motto •o m.aipdorc ( P.- I f• P.:014T dt \ 96) 1110 llhiiiiii iiiimi1111111111 4. FNS MAXERIAL SCHEDULE 1 • ASPHALT SHINGLES W/ IUDGE VENTS 2 • CORRUGATED METAL ROOF 3 • X 6 ovP_R 2 X 10 wOOD PASCSA 4 $‘13- (2 COAT) STUCCO FINISH (SMOOTH TIMTURE) 5 • r RECLADdED BARNWOOD SIDING 6 .4" STONE VEER 7 • 3- STONE SILL CAP 8 - 20- X 20" STONE VENEER COLUMN 9 • s x s wooD COLUMN IC • TIMBER TRUSS (6X 12 BEAMS / 6 X 6 BRACE) 11 •3 X 12 CORNICE MOULDING 12•2 X 10 DECK PASCLA / 6 X 12 DECK BEAM 13 -6 X I2WALL imam glsioNE vENEER 14- 6X 8 WOOD HEADER 6j) OPENINGS 15 - ALUMINUM CLAD WOOD WINDOWS AND DOORS 16 -CUSTOM WOOD EXTERIOR DOORS 17 - APPLIED WOOD VEMER. (GARAGE DOORS W/ WINDOWS) 18 • METAL PICKET RARING W/ WOOD CAP 19-1rXWW�QDrQljVERW,scRmN 20 • CORRUGATTAUCHIMNEY CAP (OP EN TOP) Eict-CSE PM -10 STcYEL -rx,,Tiq tit c-TC.t--i Sti( r P. /2. /21-4T 4 c) PRINTED JIM 17 2006 Shed 6110100,4 VATIO0 loittIoo ao0.6). o 9 veal cp., GENERAL REQUIREMENTS: Design is based on existing architectural drawings by GRW Architecture dated October 12, 2006 and existing structural engineering drawings by Kaup Engineering, Inc. dated October 12, 2006. A. DESIGN LIVE LOADS t. Basic Roof Snow 2. Residental Floor 40 PSF 40 PSF 3. Wind, 90 mgh, Exposure B 4. Seismic Design - Category B B. DESIGN CODES The requirements of the International Building Code (l.B.C.). the international Residential Code (IR.C.) and local jurisdiction code revisions shall govern the design and construction of this work. The following codes and editions were used: • International Code Council International Building Code (IBC 2009) • International Code Council International Residential Code (IRC 2009) C. CHANGES OR MODIFICATIONS 1. Any changes to the structural drawings required due to the acceptance of alternates and/or substitutions are the responsibility of the contractor and shall be submitted to the S.E.R. for approval. 2. Contractor shall notify S.E.R. before cutting or modifying any structural systems for any reason. D. SHOP DRAWINGS Shop drawings are required only when indicated on the plans. However, it is recommended that the contractor submit the following shop drawings: a. steel shops laying out and detail all structural steel indicated on plans. b. timber shops laying out and detail all beams, columns, and connections. I . Shop drawings shall be submitted to the architect for all structural items in addition to items required by architectural specifications. 2. A plan layout drawing showing location and item marks for all loose items shall be submitted with individ- ual sub -assembly drawings. 3. The contractor shall review all shop drawings prior to submittal. Items not in accordance with the contract documents shall be flagged upon his review. 4. Verify all dimensions with the architect before submission to the S.E.R. 5. Any changes, substitutions, or deviations from original contract drawings shall be clouded by manufacturer or fabricator. Any of the aforementioned which are not clouded or flagged, by submitting parties, shall not be considered approved after S.E.R.'s review, U.N.O. 6. The shop drawings do not replace the original contract drawings. It is the contractor's responsibility to , make sure items are constructed to original drawings. 7. The adequacy of engineering designs and layout performed by others rests with the designing or submitting authority. 8. l'he use of reproductions of these contract drawings by any contractor, sub -contractor, fabricator, erector or material supplier in lieu of preparation of shop drawings is expressly prohibited. E. GENERAL 1. All dimensions and details on structural drawings shall be verified against the architectural drawings and any discrepancies shall be brought to the attention of the architect before construction or fabrication com- mences. DO NOT SCALE DRAWINGS. 2. Coordinate all openings through floors, walls and roofs with the Mechanical and Electrical Contractors. Notify S.E.R. if any openings are to be cut in structural systems. 3. Provide all necessary temporary bracing, shoring, guying or other means to prevent excessive stresses and to hold structural elements in place during construction. 4. Details on the structural drawings are typical. Verify all dimensions and elevations with the architectural drawings. 5. The contract structural drawings and specifications represent the finished structure. They do not indicate the method of construction. The contractor shall provide all measures necessary to protect the structure during construction. Such measures shall include, but not be limited to, bracing, shoring for Toads due to construction equipment, protection of existing structures. Observation visits to the site by the S.E.R. shall not include in- spection of the above items nor will the S.E.R. be responsible for the contractor's means, methods, techniques, sequences for procedure of construction, or the safety precautions and the programs incident there to. 6. Options are for the contractor's convenience. He shall be responsible for all changes necessary if he chooses an option and shall coordinate all details. The cost of additional design work necessitated by selection of an option shall be borne by the contractor. 7. Any engineering design provided by others and submitted for review shall bear the seal and signature of an engineer registered in Colorado. 8. Dimensions on the structural drawings are exact with the exception of masonry and sawn lumber dimen- sions which are nominal. Verify all dimensions with the architectural drawings. 9. Where required construction details are not shown or noted on these plans the contractor shall notify the S.E.R. and the S.E.R. shall provide sufficient details for the work to proceed. 10. Construction materials shall be spread out if placed on framed construction. Load shall not exceed the de- sign live load per square foot. FOUNDATION: A. EXCAVATION 1. Contractor shall provide all necessary sheeting, shoring and bracing where required to properly and safely complete the work. 2. Avoid excessive wetting or drying of the foundation excavation during construction, keep excavations rea- sonably free of water at all times and completely free of water during placement of the concrete. B. DESIGN 1. Foundation design is based on the soils report prepared by HP Geotech, project no. 1060687, dated August 18, 2006 for the Goldstein Residence in Garfield County, Colorado. It is required by the S.E.R. that a geotech- nical engineer licensed in the State of Colorado, verify the aforementioned soils report and the results con- tained therein by inspecting and testing the bearing soils after excavation. The S.ER. shall be given a copy of this on site soils report. The S.E.R. shall be given an opportunity to review the soils report, and adjust the structural design and drawings per the revised soils report prior to the placement of the footings. 2. Footings shall bear on natural undisturbed soil or adequately compacted structural fill per geotechnical en- gineer, below the frost depth required by the applicable building code. Any discrepancies with the footing ele- vations shown on the plans shall be brought to the attention of the S.E.R Footings are designed with the fol- lowing allowable bearing pressures: Maximum 3000 psf (DL+LL) Minimum 0 psf (DL) CONCRETE: A. CONCRETE REQUIREMENTS Concrete shall be constructed in accordance with the latest edition of the American Concrete Institute Building Code. ACI 3/8 and Specifications for Structural Concrete for Buildings. ACI 301. Provide hot or cold weather protection per ACI 305 & 306. I Concrete shall develop a minimum compressive strength at 28 days of: Footings 3000 psi 2. Provide Type 11 cement with 4%-8% air entrainment and a 4" slump. Concrete aggregate shall be Y+" normal weight stone except were lightweight concrete is specified. No admixtures shall be used without ap- proval by the S.E.R. B. REINFORCING Detailing, fabrication, and erection of reinforcing steel bars shall comply with the ACI Manual of Standard Practice for Detailing Reinforced Concrete Structures AC1315. 1. Reinforcing steel shall be high strength deformed bars conforming to ASTM A615 grade 60. except weld- able reinforcement which shall be ASTM A706. Grade 60. 2. Concrete protection for reinforcement: Cast against and permanently exposed to earth 3 in. Exposed to earth or weather Pert -1118 bar 2 in. 113-115 bar 1 1/2 in. Not exposed to earth or weather slabs & walls 3/4 in. beams & cols 1 112 in. STRUCTURAL WOOD FRAMING: A. DIMENSIONAL LUMBER All timber construction light and heavy shall conform to the latest edition of the National Design Specifica- tions for Wood Construction. The following grading agencies are used for grading the structural wood fram- ing: National Forest Products the Western Wood Products Association (WWPAW), the National Lumber Grades Authority (NLGA), and the Redwood Inspection Service (RIS). 1. Structural framing lumber shall be kiln dried Douglas Fir/Larch, U.N.O. The following design values were used for Douglas Fir/Larch (all applicable stress factors apply per IB.C. section 2306): Structural Joists, built-up columns and studs (a 2x4), No. 2 or better Fb = 900 psi Fv = 180 psi Fc -L= 625 psi E = 1 600 000 psi Beams and Stringers, No. 1 Fb = 1350 psi Fv = 170 psi Fcl = 625 psi E = 1 600 000 psi 2. All pressure treated lumber shall be Hetet-Fir #2 or better, U.N.O. All wood attached to concrete or ma- sonry shall be pressure treated lumber. Pressure treated lumber may require heavier galvanizing treatments for fasteners and framing hardware. The contractor is to consult with the supplier, manufacturer, and local build- ing official for current treatment requirements. The following design values were used for Hem -Fir. Structural Joists, built-up columns and studs (a 2x4), No. 2 or better Fb = 850 psi Fv = 150 psi Fel= 405 psi E = 1 300 000 psi STRUCTURAL GENERAL NOTES & SPECIFICATIONS 3. Sizes shown for structural wood framing are nominal sizes. 4. Attach sill plates with 1/2"0 hooked anchor bolts (7" minimum embedment) at48" on center 5. Install all joists and beams with camber, if any, to top U.N.O. 6. Beams are not a substitute for joist in layout. If beam falls in joist layout space, place joist next to beam. 7. Provide built-up wood columns of 2-2x6 (or 2-2x4 at 2x4 stud wall) or a minimum number of studs to equal supported beam width U.N.O. 8. All multiple stud columns shown at the ends of headers indicate the number of trimmers. King studs are addi- tional to the number of column studs shown. B. FASTENERS AND CONNECTORS Alternate fasteners and connectors to those listed below, which have I.C.C. approval, may be used with approval by the SE.R. 1. All timber and wood framing nailing shall conform to the IB.C., reference I.B.C. Table No. 2304.9.1 Fasten- ing Schedule. U.N.O.. Reference drawings for locations were additional nailing is required. 2. Nails shall meet the requirement of ASTM F 1667, Nail diameter and length used with these drawings are to be as follows. U-N.O.: Designation Length and Diameter 8d .131x21" 10d .148 x 3" l6d .162x31/2" 3. All connectors for wood framing shown on the plans such as joist hangers, beam hangers, truss hangers, framing clips, hold-down anchors, etc., shall be manufactured by the Simpson Strong -Tie Company Inc, U.N.O. Install per manufacturer's specifications. 4. Bolts for wood member connections shall be 3/4"0, ASTM A307 with a minimum 1 1/2" washer each end U.N.O. Do not countersink bolts unless noted otherwise on structural drawings. 5. Lag screws shall meeting the requirements of ANSI/ASME standard 8182.1 and they shall be installed per the latest NDS code. Each lag screw shall be installed with a washer. 6. Powder Actuated Fasteners (PA.F.'s) for attaching wood framing to structural steel shall be Remington low velocity fasteners, length and diameter per plans. Install per manufacturer. 7. Screws called out as SDS are as manufactured by Simpson Strong -Tie Company Inc. Screws called out as OLYLOG,TLOK, LOG, LHOG or LL are as manufactured by FastenMasterAgawam, MA. 8. Screws called as 118 thru 1112 wood screws shall meet ANSI/ASME standard 18.6.1. C. WALL FRAMING AND SHEATHING I. All exterior walls designated as bearing walls shall constructed with 2x6's @ 16".O.C. - U.N.O. All interior walls designated as bearing walls shall be constructed with 2x6's @ 16".O.C. - U.N.O. 2. All exterior walls shall be sheathed with wood structural panels certified by the APA for use as wall sheathing labeled, "EXTERIOR" OR "EXPOSURE 1", rated sheathing. 24/0, Yl" thick attached to studs with 8d common (0.131 0) or galvanized box nails (1" stud penetration) @ 6" O.C. at panel edges and 12" O.C. at intermediate supports. Drive nails flush with outer sheathing layer, Do not over drive nails. Use special care when using pneumatic nail guns. 3. All openings in bearing walls (interior or exterior) shall have a minimum of one full height king stud and one trimmer, with a 2-2x8 header - U.N.O. 4. Openings over 6'-0" in width shall have a minimum of 2 -King studs. Number of trimmers as indicated on plan. Review wall opening schedule and typical wall framing detail. 5. Nail or screw at 12" O.C. all built-up wood columns called out on plans to the sheathing or drywall. D. FLOOR FRAMING AND SHEATHING 1. Floor sheathing shall be APA rated Sturd-l-Floor, 24" o.c. 23/32" thick, T&G. Place with 8'-0" dimension per- pendicular to the joist span. End joints shall be staggered. Attach sheathing to framing with APA glue and nails; at edges with 8d common (0.131 0) nails at 6" O.C. and at intermediate supports with 8d common nails at 12" O.C. 2. Provide 1 14" LSL rim boards typical at exterior ends of all floor joists and beams. 3. Block continuous at all interior joist bearings per manufacturer. 4. Provide solid wood blocking (squash blocks) within floor system for all posts and trimmers in the floor above. Blocking shall be of like material & shall match the dimensions of the columns or trimmers above. E. STRUCTURAL COMPOSITE LUMBER AND PREFABRICATED WOOD I -JOIST Install members in accordance with the manufacturer's recommendation. Holes, cuts, or notches not previously approved by the S.E.R. or the manufacturer shall not be made. Members by other manufacturers may be used if the depth, cross section and allowable unit stress are equal to that of the member specified for the particular span. 1. LAMINATED VENEER LUMBER (LVL) LVL members called for on the drawings are as manufactured by iLEVEL by Weyerhaeuser. Members marked on the drawings as 'LVL' and shall be 1 3/4" wide, It-N.O. Allowable unit stresses for dry conditions shall be as follows: Fb = 2,600 psi Fv = 285 psi Fc,,L = 750 psi Fr 1,900,000 psi 2. PARALLAM LUMBER (PSL) PSL members called for on the drawings are as manufactured by iLEVEL by Weyerhaeuser. Allowable unit stresses for dry conditions shall be as follows: Fb = 2,900 psi Fv = 290 psi Fel = 750 psi E= 2,000,000 psi Allowable unit stresses for dry conditions for PSL columns shall be as follows: Fb = 2,400 psi Fd/ = 2,900 psi E= 1,800,000 psi 3. PREFABRICATED WOOD I JOISTS Prefabricated wood 1 -joist called for on the drawings (TJI 210, TJI 360, Ti! 560 etc.) are as manufactured by iLEVEL by Weyerhaeuser. Supply all plates, blocking, bridging, bracing, stiffeners and other related items as recommended by the manufacturer. 4. LAMINATED STRAND LUMBER (LSL) LSL members called for on the drawings are as manufactured by iLEVEL by Weyerhaeuser. Allowable unit stresses for dry conditions shall be as follows: Fb = 1,300 psi Fv =400 psi Fc -L= 750 psi E= 1.300.000 psi 5. LAMINATED STRAND LUMBER RIM BOARD (LSL) LSL members called for on the drawings are as manufactured by iLEVEL by Weyerhaeuser. Allowable unit stresses for dry conditions shall be as follows: Fb = 1,700 psi Fe, = 400 psi Fel = 750 psi E= 1,300,000 psi WALL BRACING: Wall bracing is provided per the prescriptive method of the 2009 IRC 602.10. Structure is to be continuously sheathed with structural panel sheathing on all sheathable areas of exterior walls. SECTION CUT (DTLa/ SHT r) T. Wall = Elevation T. Footing = Elevation BUILDING ELEVATION MARK TOP OF FOOTING STEP 14x1TING PAD MARK • FOUNDATION WALL STEP COLUMN I ABOVE 1' SECTION CUT I OR PLAN VIEW Structural Symhols Reference For Foundation Flans BEAM OR HEADER BEAM CONTINUOUS OVER COLUMN COLUMN BETWEEN BEAMS 33/4x101/2"GL o EDGE PLYWOOD Ci dich T Plywood 10(7-0" JJOIST BEARING I ``LOCATION 2x1201(3"0.Ls BUILDING ELEVATION MARK JOIST SIZE & SPACING I BEAM BEARING `-^I ON BEAM 0 JOIST HANGING (FLUSH FRAME Wl HANGERTYPE) FLOOR E.EVATIO CHANGE 3 COLUMN FROM ABOVE TERMINATING ON BEAM COLUMN FROM ABOVE AND CONTINUE BELOW 1 Structural Symbols For Fii illilig FLmis jig ISION CLOUD INDICATING A REVISED rrEM 1 JOIST EXTENT I UNE STANDARD ABBREVIATIONS A.F.F. - ABOVE FINISH FLOOR ABV -ABOVE ADD'L - -ADDITIONAL ADJ - ADJUSTABLE ALT - ALTERNATE A.C.I. - AMERICAN CONCRETE INSTITUTE APA. AMERICAN PLYWOOD ASSOC. A.B. -ANCHOR BOLT ARCH - ARCHITECT B.O. - BY OTHERS BM - BEAN BLW - BEL)W BRG - BEARING B/W - BETVEEN BLKG - BUCKING BLDG - BOLDING CNTR - CENTER C.L. - CENTERLINE C.F. - CUSTOM FABRICATED C.I.P. - CAST -IN-PLACE CLR - CLEAR CANT'L-CANTILEVERED COL-COLJMN CONN - CONNECTION CONC - CONCRETE C.M.U. - CONCRETE MASONRY UNIT CONST -CONSTRUCTION CONT - ODNTINUOUS CONTR -CONTRACTOR COMP - COMPACI'hD CJ. - COI'TROLJOINT DL - DEAD LOAD EA - EACs EL - ELE\ATION EMB - ENBED OR EMBEDMENT EQ - EQ (E) - EXISING EXP- EXPANSION EXT - EXERIOR FLG - FLAJGE Fra - FOOTING FND - FOUNDATION GA - GAUG/GAGE GALV - GANANIZED GL - GLUE.AMINATED MEMBER HAS. - HADED ANCHOR STUD HT - HEIG!T HORIZ - }PRIZONTAL HSS -HOLOW STRUCTURAL STEEL IBC - INTIL BUILDING CODE ICF - INSLATED CONCRETE FORM IRC - INTIL RESIDENTIAL CODE INT-INTRIOR ISO - ISOPTION JT - JOIN'1 JST -JOIST' K - KING LL - LIVE LOAD LLH - LONG LEG HORIZONTAL LLV - LONG LEG VERTICAL LONGIT - LONGITUDINAL LVL- LAMINATED VENEER LUMBER M.FB.O. - MANUFACTURED FRAMING BY OTHERS MFR -MANUFACTURER MAX - MAXIMUM MTL - METAL MISC - MISCELLANEOUS MIN - MINIMUM N.TS - TO SCALE OPNG - OPENING O.C. - ON -CENTER O.F. - OVER FRAMING OSB - ORIENTED STRAND BOARD PAR - POWDER -ACTUATED FASTENER PEN - PENETRATION PERP -PERPENDICULAR PL -PLATE PLWD - PLYWOOD P.T. - PRESSURE TREATED R - RADIUS RE - REFER TO REINF - REINFORCING RQD - REQUIRED S.E.R. - STRUCTURAL ENGINEER OF RECORD SHTG - SHEATHING SIM - SIMILAR S.O.G. - SLAB ON GRADE SL - SNOW LOAD SP - SPACE (ING) SPECS -SPECIFICATIONS STD - STANDARD STL - STEEL STRUM' -STRUCTURAL SYM - SYMMETRICAL T - TOP T.O. - TOP OF T.E.H. - TYPICAL EXTERIOR HEADER TJ -H. - TYPICAL INTERIOR HEADER T.M. - TOP OF MASONRY T.P. - TOP PLATE T&B -TOPAND BOTTOM T&G - TONGUE AND GROOVE TRANS - TRANSVERSE TYP-TYPICAL U.N.O. - UNLESS NOTED OTHERWISE VERT - VERTICAL V.I.F. - VERIFY IN FIELD WT - WEIGHT WWF - WELDED WIRE FABRIC W/ - WITH WD - WOOD See P/,/ 7;e-- 444 7 ;e --/A,47 /{yairenit/4 APPROVED SUBJECT TO NOTED 2XCEP'TIONS & INSPECTIONS GARFIELD COUNTY WILD Date/2 /2 2sy, LD COPY NO INSPECTION WITHOUT THESE PLANS ON SITE pate Of Rakowski -Millard STRUCTURAL DESIGN, LLC 580 Main Street, Suite 310 Carbondale, CO 81623 Phone/Fax (970) 963-9643 Date Issue 11-25-12 Progress Review Set 12-03-12 Building Permit Set Date Revision Dwn By: A.J.K, Dsgn By: Ckd By: M_I.T. Apprvd. Project Number AG Lot E2& Drawing Title: General Notes & Specifications Sheet 1 of 2 S•1 BLRE-12-12-2714 L 47 �L L to 0- C.. CLI G 0 m 0 0 0 L d x N m D o - o an 4- m m a tv LD (/ 0 c.r a W Q 0 z 0 LAP BARS PER GENERAL NOTES SOS 111111 0101110•0011•111•1101 gll�li�lll�ll�r wall u-t-seiessetealleaselleleenSIOR i Typical ICF Corner Reinforcing 3/41' = 11-011 T. WALL STONE VENEER —\ A MSRY TIE @ 16" O.C. E.W. MATCH SIZE & SP OF HORIZ WALL REINF ICF WALL REINF RE: WALL SECTIONS STUD WALL & SHTG SEE GEN NOTES FLR SHTG SEE GEN NOTES SEE SEC 4/S2 FOR FND WALL AND FTG REINF AND ADD'L INFO 2 x 6 TREATED SILL PL W/ 1/2"13 A.B. @ 48" O.C. CMU WALL SEE GENERAL NOTES Floor Joists ICF Foundation Wall T. PLYWD 4 SEE PLAN 3/4"= 1'-0" replace (e) 8 x 8 col winew t-2x6min (el \12 new 2 x 0 eD 10" o.c. stud wall of- lel 2 \ 12 le.i_1cr - replace (el 8 \ 8 col winew 2-2\Lm111 ST. WALL SEE PLAN NEW ICF CONC WALL & FTG SEE PLAN & SEC 4/S2 FOR REINF S T. FTG SEE PLAN 18" 5" EMB TYP 1 r (E) SILL PL CUT AND REMOVE FOAM AS REQ'D TO EXPOSE CONC (E) ICF "ECO" CONC WALL & FTG SEE PLAN SIMPSON "SET" EPDXY TYP Wall and Footing Reinforcement Extension 3/4" = 11-0" Aez_4tyniale . &ec% l c,r / loath /N 47Kiw�! 1 /S naffed It drams mtvechol . ,, e/ft/zee/1 44/ .pyg vr7' 3 Plea& )(1#4V//%u1,H/€%4t. See gm N4thaies44 m 32 par cc? A2/IY01 agaiternen 75 c-el5�in9 c/we`/"119 S . ['feign is Ita»e.i 011-1P»lllllc'.1 e\i»t111.1 i014i1i1011». 1.Ip011 derlk'IItk011 the elktineer shall IY col rt.ii to i and _then the opprltunity to lerlfy e\i»ting condition--. Ke.rvstn may he required. Li lel 3 - 11 718" !XL 'J Flan Nates. 1. te.h. denotes typical exterior Meatier = 3 - 2 x 8 with 1/2" plywood filler: 2. Existing structural members are shaded gray and new structural members are drown solid. All structural members existir><, and new shall he verified and coordinated with engineer prior to commencement of construction. Engineer shall immediately he notified of any efecrepancies ae required. Typical u.no. .I V 1e13-2\10 t_.. rTh Roof Framing Plan 1/4" = 1'-0'1 #/O,/S/6/ZZ/ 76 (E) ICF CONC WALL & FTG SEE PLAN 1 1 " FORM Y l' 6" CONC NEW ICF CONC WALL & FTG SEE PLAN & SEC 4/S2 FOR REINF ICF Wall Intersection (Flan) 5" MIN EMB W/ SIMPSON "SET" EPDXY @ HORIZ BAR LOCATIONS 3/4" = 11-01, 100'-0" AL T. lel plw,i 100'-c'" 1- a 0 N 0 CC u - z T. WALL SEE PLANz CMU WALL SEE GENERAL NOTES T. FTG SEE PLAN 3 - #4 LONGIT CONT FND DRAIN IF RQD BY SOILS ENGINEER SEE PLAN 2 - #4 CONT T&B #4 HORIZ @ 16" O.C. #4 DOWELS @ 16" O.C. ALT HK DIR 3 Low ICF Foundation Wall 3/411= 1'-011 Y \ F immarne-1ureYS Specs&Girbons mu* be cpyi 54e -P-Pv1dir1ren /s5pS74T . 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. remove (e) e,m.u. pie' and stl col etaneloff ae required. Contractor to provide temp Shoring of (e) framing above Peskin I_ I tsed on aeeuulei exietul 1 conditions. Llpon demolition the engineer shall he contacted and pen the opportunity to verify existing a'nditlalr,. Ke.-lesi,ul may he requir'ei. ?alt Notes: 1. Floor design is Fused on standard uniform loading, no concrete dead load topping was accounted for: 2. Existing »tratural mernbers are shaded gray and new structural rnernhers are shown eolid. All etnlctu-al members existing and new shall he verified and coordinated with engineer prior to commencement of conet+uction. Engineer shall immediately he notified of any discrepancies as required. Typical u.n.o. KM Main Level Floor Framing Plan 1/4"= 1'-0" (e) 2'-8" x 2-8" cone ftg (e)I-5" x 1'-8" cone pier, —s • tai/ • 12'-0" 3" CLR FTG SHALL BEAR ON UNDISTURBED NATURAL SOIL PER SOILS ENGINEER (e)2'-‘5" x 2-5" come 1 tig (e) 1-`x" x l'-8" colo, pier , T. Iv;a11 = -'&" T.ftg =Ek' -1', " '3" cone typ _ 11' ICE typ 714 24" fro typ dir 24" I1U\ / see note 4 rellkole (e) c.11l.u. pier and Et' col standoff as required. Contractor to pronie temp slk'rilkl of Lel fi iIllin,t atose , T. wall = l8, -a 7/4" Tftg =0 '-I 718" 5 eawnt crawl 7/ space acceee Design is Heed on a»»uuled exlstinn conditions. Upon demolition time engineer shall he contacted l and given the opportunity to verify existing conditions. Redesign may he required. A lel ICF wall alld footing 7. w311 = :18'-9 7/5" 7. ftg = 90-I 7/8" Flan Notes: 1. All dimensions and elevations shall he verified against and with existing k'ntiitions and any discrepancies shall be hrought to time attention of time ergine: 2. All exterior bottom of footing& and pads shall be 36" below finish orator to undisturbed native soil, whichever is deeper. 3. Refer to soils report by HP Geotech, project number 1060687, bated August 18, 2006, for soil conditions alkd recommendations. 4. Center crawlspace access helm existing door opening above. Concrete lintel beam depth of 12" minimum must he maintained jFoundation Plan 1/4"= 11-01' L:, /2_ Rakowski -Millard STRUCTURAL DESIGN, LLC 580 Main Street, Suite 310 Carbondale, CO 81623 Phone/Fax (970) 963-9643 Date Issue 11-28-12 Progress Review Set 12-03-12 building Fennit Set Montgomery Residence Addition Lot E28 • Fox Prowl • Aspen Glen Garfield County, Colorado Date Revision Dwn By: AJ.R, Dsgn By: A,JI.R./S.E.M. Ckd By: Apprvd: M.J.T. Project Number AG Lot E2e. Drawing Title: Foundation and Framing Plans, Sections and Details Sheet 2 of 2 S•2