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HomeMy WebLinkAboutPlansODDO ENGINEERING, INC. 713 COOPER AVE, STE 200 GLENWOOD SPRINGS, CO 81601 (970) 945-1006 (970) 945-2966 FAX T.Q.W. 88-8' — —� TOP OF SLAB 88'-8" d 6" THICK STRUCTURAL SLAB W/ #5 ® 12" o.c. EACH WAY OVER 4" GRANULAR MATERIAL EHLERS RESIDENCE GARFIELD COUNTY, COLORADO FILE: 11004651.1 DATED 12-19-11 6�110046FDNS1.1.dwg, 12/22/2011 10:55:36 AM DRILL & EPDXY #5 x 24" LONG (6" EMBED.) EA. END & 18" o.c. INTO FOOTING TOP & BOT. & 18" INTO WALL/PEDESTAL 14Q 0- , 0 $$� F. DRILL & EPDXY #5 x 24" LONG (6" EMBED.) MATCH HORIZ. BARS IN GRADE BEAM TYP. 8'-2" REVIS = ` PLIES TO ENTRY FOUNDATION PLAN ON SHT S1.1 10:\P11\1100 4G\11004GM LS1.2.eIA9, 12/22/2011 10.51-if,f; AP' ODDO ENGINEERING, INC. 713 COOPER AVE STE 200 GLENWOOD SPR|NGS, CO 81601 (970) 945-1000 (970) 945-2968 FAX TOP OF PLYW " 1O�'-O 10ƒ-O" o ro EHLERS RESIDENCE GARFIELD COUNTY, COLORADO FILE: 110048MLS1.2 DATED 12-19-11 - crj 66, cn `a.- ', .�^ 'vVXU�|K8»» 6" THICK STRUCTURAL SLAB W/ #5 © 12" n.c. EACH WAY OVER 4" GRANULAR MATERIAL REVISION APPLIES TO MAIN LEVEL ON ENTRY ON SHT. S12 H:\P11\1100-46\11004654.0.dwg, 12/22/2011 10:56:36 AM ODDO ENGINEERING, INC. 713 COOPER AVE, STE 200 GLENWOOD SPRINGS, CO 81601 (970) 945-1006 (970) 945-2966 FAX 36" FROST DEPTH #5 DWLS. 16" o.c. 0 �v (2) #5 TOP & BOT. EHLERS RESIDENCE GARFIELD COUNTY, COLORADO FILE: 11004654.0 DATED 12-19-11 11101 SLAB PER PLAN T.O.SLAB SEE PLAN 1'—O" 4" GRANULAR MATERIAL SEE SOILS REPORT FOR ADD"L. INFORMATION #4 STIRRUPS 24" o.c. REVISION APPLIES TO ENTRY GRADE BEAM DETAIL 14/84.0 H:1P11\1100-461110046S4.0.dwa. 12/22/2011 10156:4g AM ODDO ENGINEERING, INC. 713 COOPER AVE, STE 200 GLENWOOD SPRINGS, CO 81601 (970) 945-1006 (970) 945-2966 FAX 36" FROST DEPTH #5 DWLS. © 16" o.c. T.O.W. SEE PLAN #5 DWLS. 8" o.c. 1 1/2" CLR REQ'D EHLERS RESIDENCE GARFIELD COUNTY, COLORADO FILE: 11004654,0 DATED 12-19-11 SLAB PER PLAN 4" GRANULAR MATERIAL SEE REPORT FOR INFORMATION Niak (1 aLu a� = • T a C7. • S01L 1 6 3'. **ay ADD"L. f/,"r1//��11fi11iliillZ���`��`• 8" CONC. WALL W/ #5 8" o.c. VERT. #5 © 16" o.c. HORIZ. PERFORATED DRAIN PIPE W/ FREE DRAINING GRANULAR MATERIAL SLOPED TO OUTLET SEE SOILS REPORT T.O.F. SEE PLAN #5 © 12" o.c. SEE PLAN EA. WAY s N BEARING ON UNDISTURBED NATURAL SOIL c 0 REVISION APPLIES TO ENTRY WALL DETAIL 15/S4.0 H:\P11\1100-46\110046N051.0.dwg, 9/26/2011 9:58:50 AM oddo engineering 713 COOPER AVE SUITE 200 GLENWOOD SPRINGS, CO 81601 970-945-1006 970-945-2966 FAX ENGINEER R.A.O. DRAWN BY P.E.S. EHLERS RESIDENCE LOT 6 PHASE 2 SPRINGRIDGE RESERVE GENERAL NOTES AND TYPICAL DETAILS SCALD 3/4"=Y-0' 51.0 LAP MATCH SIZE & SPACING OF HORIZ. WALL REINF. -1---tv-r 4 d 2 1/2" MIN.) D/ p REINFORCING STEEL GENERAL NOTES 1. REBARS: DEFORMED STEEL, ASTM SPEC. A615 1. DESIGN DATA: GRADE 60. ALL REBAR BENDS TO BE MADE COLD. ROOF LOAD SNOW LL = 40 PSF D.L.= 20 PSF FLOOR LOAD LL = 40 PSF F D.L = 15 PS 2. CONCRETE PROTECTION: SLABS AND WALLS NOT EXPOSED TO EARTH OR WEATHER 1' DECK LOAD T.L. 60 PSF CONCRETE DEPOSITED AGAINST EARTH WITHOUT FORMS 3" WIND LOAD 90 MPH (0 30 HEIGHT) EXPOSURE B 3. CONCRETE EXPOSED TO WEATHER AFTER FORMING: #6 REBAR AND LARGER 2" CLEAR 2. NE FOLLOWING CODES AND EDITIONS WHERE USED p5 REBAR AND SMALLER 11/2" CLEAR INTERNATIONAL RESIDENTIAL CODE 2009 ACI BUILDING CODE (ACI 318-02) 4. REINFORCING IN CONCRETE PLACED AGAINST EARN WITHOUT FORMS AISC MANUAL OF STEEL CONSTRUCTIN (9TH EDITION) NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION IS TO BE SUPPORTED WITH APPROVED NON-METAWC CHAIRS, OR (NDS 2001) ANOTHER METHOD APPROVED BY THE ENGINEER. AITC TIMBER CONSTRUCTION MANUAL (5th EDITION) SEAC SNOW LOAD PUBUCATION 5. PLACE 2-#5 2" FROM ALL SIDES OF OPENING (8 BARS TOTAL) 3. DO NOT BACKFILL AGAINST BASEMENT WALLS UNTIL BASEMENT SLAB WITH 2'-0' PROJECTION ON EACH END OF ALL WALL OPENINGS. AND MAIN FLOOR ARE IN PLACE 6. BAR LAP: CONCRETE: 40 DIA. U.N.O. MASONRY: 45 DIA. U.N.O. OR 24' MINIMUM WHICHEVER IS GREATER. STAGGER SPLICES 4. ANY CHANGES MADE TO ANY ONE OF THESE DRAWINGS WITH OUT CONSENT OF 0000 ENGINEERING, INC. RELIEVES ODDO ENGINEERING, INC. OF ANY STRUCTURALS EL UABIUTY OF THE CONSTRUCTION DOCUMENTS. 1. ROLLED SHAPES AND PLATES: 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MEANS AND PER ASTM SPEC. A992, Fy = 50 ksi METHODS OF CONSTRUCTION INCLUDING, BUT NOT LIMITED T0, PIPES: SHORING, BRACING, AND TEMPORARY EXCAVATION. PER ASTM SPEC. A501, Fy = 36 ksi STRUCTURAL TUBING: ASTM SPEC. A500, GRADE B, Fy = 46 ksi 6. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND ANCHOR BOLTS: SITES CONDITIONS BEFORE STARTING WORK AND NOTIFY THE ARCHITECT PER ASTM SPEC. A307 AND ENGINEER IMMEDIATELY OF ANY DISCREPANCIES. BOLTS WOOD CONNECTIONS: DO NOT SCALE DRAWINGS. PER ASTM A307 7. ALL OMISSIONS AND CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF BOLTS AT STEEL CONNECTIONS: PER ASTM A325 THE WORKING DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT BOLT HOLES 1/16" GREATER THAN BOLT SIZE EXCEPT FOR TO THE ATTENTION OF NE ARCHITECT AND ENGINEER BEFORE ANCHOR BOLT WHICH ARE 3/16" GREATER THAN BOLT PROCEEDING WITH WORK SO INVOLVED. SIZE. U.N.O. 8. RESOLVE ANY CONFLICTS ON THE DRAWINGS WITH THE ARCHITECT AND 2. WELDING PER STANDARDS OF AMERICAN WELDING SOCIETY. ENGINEER BEFORE PROCEEDING WITH CONSTRUCTION. ELECTRODES AWS A 5.1 E-70 SERIES. SHOP AND FIELD WELDING SHALL BE PERFORMED BY PROPERLY CERTIFIED WELDERS. 9. COORDINATE ALL OPENINGS THROUGH FLOORS, WALLS AND ROOF WITH THE APPROPRIATE TRADES. NOTIFY ENGINEER IF ANY OPENINGS ARE 3. PAINT ALL STRUCTURAL STFFI WITH ONE SHOP COAT PRIMER OVER TO BE CUT IN STRUCTURAL COMPONENTS. CLEAN METAL. 10. PROVIDE ASPHALTIC MASTIC -COATING ON ALL STEEL AND WOOD EXPOSED TO THE EARTH. 4. COPES, BLOCK AND CUTS: ALL RE-ENTRANT CORNERS SHALL BE SHAPED NOTCH -FREE TO A RADIUS OF AT LEAST 1/2". • I I ii_ I I 1 } / / ' }. }� l v • tv �/ . a D=BEND DIAMETER HOOKS & BENDS d DTE 135' __A STIRRUP • a 4 ' 2" CLR.-TYP, f/� " •f ••: . i•• .4. CONC WALL PER PLAN T.O.W. VARIES PER PLAN Z 1d TYPE A� &TIE HOOK • ® CORNER BAR •' LAP SINGLE CORNER BARS MAYBE USED IN WALLS LESS THAN 1 • / ., / ¶15' MIN. HOOK / 11 t 5'-0" IN HEIGHT. • . • . • � HORIZONTAL WALL RUNE (SEE WALL SECTIONS) � • • • . 4 BARS SHALL BE 6 IN CONTACT & WIRED TOGETHER Z 1�P SPLICE GRADE BEAM STIRRUP 10" CONT FTG PER PLAN COMPACTED FILL v� BEND DIAMETER SCHEDULE BAR LAP SCHEDULE BAR SIZE BEND DIAMETER BAR SIZE DIA.-CONC. #3 THRU #5 D = 4d #3 THRU #6 40 BAR 0 BAR SIZE LAP (CONCRETE ) LAP (MASONRY) #6 THRU#8 D = 6d # 7 THRU 40 BAR 0 #3 THRU #6 36 BAR 0 (18" MIN.) 40 BAR 0 #9 THRU #11 D = Bd #10 THRU #11 54 BAR 0 ' / TYPICAL WALL AND FOOTING #7 THRU #9 40 BAR 0 48 BAR 0 TYPICAL REINFORCEMENT DETAILS © #10 THRU #11 54 BAR 0 STEP REINFORCING TYPICAL CORNER AND INTERSECTION REINFORCEMENT 01 CONT FTG PER PLAN © "ZIP -STRIP" REINFORCING PER -z r NOTES; PLAN 1. SLABS SHALL BE CAST IN STRIPS 15'-0" WIDE MAXIMUM WITH CONSTRUCTION JOINTS OR PER PLAN 4 5T_. COLUMN 3/4" THK. STL. 3 4 PLATE W/(2) /"0 PER PLAN BEAM SCAB 2 6 EACH SIDE x (8) 10d STAGGER ALL THREADS DRILL AND EPDXY (6") EMBED o _i p 0 CONTROL JOINTS AT A SPACING 1 4 r -'_c c4 EQUAL TO THE STRIP WIDTH. ■Fal Iran e EXT. FACE OF ZIP STRIP CONTROL 2. SAWCUT CONTROL JOINTS MAY BE USED IN BOTH DIRECTIONS SPACED AT 15-0" MAX. (21P- STRIP JOINTS MAY BE USED IN ONLY ONE DIRECTION.) JOINT 3. SE PLAN3" w Z in Q CONC WALL 1 1 2" a (3) 2 x 6 TREATED W/ 3/4"0 WEDGE I , ¢ 1111 to STI. COLUMN ANCHORS AS SHOWN 4" MIN. EMBED PER PLAN 1/8' REINFORCING PER `t 1- SAWCUT JOINTS SHALL BE MADE SAME DAY AS POUR AND AS EARLY AS POSSIBLE PRIOR TO DRYING SHRINKAGE. THE JOINT SHALL BE FLUSHED WITH WATER OR AIR PRESSURE IMMEDIATELY AFTER SAWING. 4. FINISHING OF CONCRETE SLAB SHALL BE DONE AFTER SURFACE BLEED U 1 1 2 1 /4 "o -i FOUNDATION AND EARTHWORK p HIGH 5. FABRICATION AND ERECTION: PER AISC MANUAL OF STEEL CONSTRUCTION. DETAILING: 1. FOUNDATION DESIGN IS BASED ON: PER AISC STRUCTURAL DETAILING. ASSUMED ALLOWABLE BEARING PRESSURE = 2000 psf ASSUMED ACTIVE LATERAL EARTH PRESSURE = 45 pcf 6. SUBMIT SHOP DRAWINGS TO ARCHITECT FOR REVIEW BY ENGINEER THE ABOVE ALLOWABLES ASSUME THE FOOTINGS WILL BEAR ON PRIOR TO FABRICATION. THE SHOP DRAWINGS DO NOT REPLACE UNDISTURBED NATURAL SOIL WHICH IS NON -EXPANSIVE AND NOT PRONE THE ORIGINAL CONTRACT DRAWINGS. IT IS THE CONTRACTORS TO EXCESSIVE CONDITION. SPECIFIC SOIL PROPERTIES SHALL BE -- RESPONSIBILITY TO MAKE SURE ITEMS ARE CONSTRUCTED TO VERIFIED BY THE SOILS ENGINEER UPON EXCAVATION AND PRIOR n� ORIGINAL DRAWINGS. TO FOUNDATION PLACEMENT. (.1 hole 5Of Is fi wrW 7. ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE AMERICAN WELDING ,L1-�"�,. �� At f�i 4�9 (ylS�BJr7J/) SOCEITY STANDARD QUALIFICATIONS TEST AS DETAILED IN AWS D1.1. 2. FINISHED EXCAVATION FOR FOUNDATION SHALL BE NEAT AND TRUE TO STRUCTURAL WOOD LINE WITH ALL LOOSE MATERIAL AND STANDING WATER REMOVED FROM � V STRENGTH ° 0 N o GROUT 't C _ > EXT. FACE OF " w erci iex z Li-) CONC WALL w f 0iii x '�' 1 1 /2" Iw J Va 3 4" THK. STL. / " PLATE W/(2) 3/4 0 WALL _ -"_ �- WATER HAS EVAPORATED. 5. MOISTEN SUB -GRADE PRIOR TO CONC. SEE FON. PLAN FULL BEARING SAW CUT CONTROL PLACING CONCRETE. 6. APPLY ME E CURING COMPOUND TO CONCRETE IMMEDIATELY AFTER CONCRETE FINISHING OPERATION. JOINT 1 4 V ALL THREADS DRILL / AND EPDXY (6")EMBED SECTION AT STEM WALL 3/4" THK. STL. o o ❑ PLATE W/(4) 3/4"0 ALL THREADS DRILL 1. ALL WOOD MEMBERS SHALL BE DOUGLAS - FIR, 19% MAX MOISTURE CONTENT. EXCAVATIONS. MARKED BY A RECOGNIZED GRADING AGENCY 3. THE GROUND SURFACE SURROUNDING THE EXTERIOR OF THE BUILDING BE SLOPED TO DRAIN AWAY FROM THE FOUNDATION IN ALL DIRECTIONS. IT IS RECOMMENDED THAT A MINIMUM SLOPE OF 12 2. WOOD GRADES (UNLESS NOTED OTHERWISE): INCHES IN THE FIRST 10 FEET IN UNPAVED AREAS, AND A MINIMUM SLOPE OF 3 INCHES IN THE FIRST 10 FEET IN PAVED AREAS BE (A). FOR HORIZONTAL MEMBERS: JOIST AND RAFTERS GRADE 1/2 BEAMS AND STRINGERS GRADE /1 PROVIDED. LEDGERS GRADE %1 4. ALL INTERIOR NON-BEARING, NON -SHEAR WALLS SHALL HAVE (B). FOR VERTICAL MEMBERS: 2 x 4 S1UDS CONSTRUCTION GRADE RAMSET/REDHEAD POWDER ACTUATED FASTENERS 1500, 1600 OR 1900 2 x 6 AND LARGER STUDS GRADE #2 SERIES AT 24" o.c., 1" MINIMUM PENETRATION, OR APPROVED EQUAL POSTS AND TIMBERS GRADE #1 2 x 4 AND 2 x 6 STUDS SHALL BE ANGER JOINTED FOR VERTICAL SLAB ON GRADE ���°\\� �l\���� © ° o AND EPDXY (6") EMBED NOTE: ANCHOR BOLTS MAY BE USED IN LIEUSHOULD OF DRILL AND EPDXY 1 1/2"SEE ALL THRED 12" SQUAR DET 11/S1.0 FOR ALTERNATE (4) BOLT 6 TYPICAL SLAB CONTROL JOINTS 4 r CONNECTION -�- POST PER PLAN Sd ®3" PLYW. 8d ® 6 �� SIMPSON ABE POST BASE 1 HEADER PER PLAN °.C. o.c. N1/4\ cr l VI- I - •I I USE ONLY. (C). FOR LOG BEAMS AND POSTS: Fb = 1100 PSI Fy = 75 PSI 1. SLAB -ON -GRADE SELECTED BY THE OWNER AT THE GROUND LEVEL HAS g SOME RISK OF MOVEMENT. THE SLAB OPTION CHOSEN AS PROVIDING E = 1.1 x 10PSI SUITABLE PERFORMANCE AT A REASONABLE COST REQUIRES SUBGRADE 3. CUTTING, NOTCHING OR DRILLING OF BEAMS OR JOISTS TO BE PERMITTED PREPARATION OR OVER EXCAVATION AND PLACEMENT OF STRUCTURAL FILL. ONLY AS DETAILED OR APPROVED BY THE ENGINEER. REFER TO SOILS REPORT FOR SPECIFIC REQUIREMENTS. 4. UNLESS OTHERWISE SPECIFIED, ALL NAILING SHALL CONFORM TO THE 2. MOVEMENT OF THE SLAB -ON -GRADE MAY CAUSE DAMAGE TO ANYTHING CONNECTED TO BOTH THE SLAB AND OTHER PORTIONS OF THE SUPERSTRUCTURE. LATEST EDITION OF THE I.B.C. ISOLATION DETAILS FOR PARTITION WALLS PIPING, ETC. MAY BE REQUIRED. CONSULT THE APPROPRIATE DRAWINGS FOR INFORMATION. 5. ALL NAILS SHALL BE STANDARD COMMON NAILS CONCRETE I SOLID JOIST BLKG. - 1/2" PLYWOOD Sd ®3" TYP. o.c. I W/ • I. I •I I I. n FIN. SURFACEII I 11 II -� SEE ARCH'L. LS LL :e 12" SQ. PEDESTAL .I I BEAM PER PLAN JOIST PER PLAN PROVIDE 3 -ROWS 2 6 24" COLUMN PER PLAN WHERE OCCUR w/ 2 x NAILER W/ .145 POWDER ACTUATED I. 'I I. I I I I I I . I I I •I I .1 i I I• (2) 2 x STUDS W/ 8d ®3" °.c. MIN. ALL PLATES AND HEADERS SIMPSON HTT16 z -- "1 - (4)#5 VERT & / ( (2) #3 TIES ®TOP x x LG OF 16d NAILS ® 12" o.c. STAGGERD SCAB PLATE EA. SIDE. SPIKE BOTH SIDES. AT POST ONLY 6. ALL BOLTS FOR WOOD CONNECTIONS SHALL BE A307, GRADE A. 1. CONCRETE HAS BEEN DESIGNED AND SHALL BE CONSTRUCTED IN ACCORDANCE 7. ALL SILLS OR PLATES RESTING ON CONCRETE OR MASONRY SHALL BE WITH THE LATEST EDITIONS OF AMERICAN CONCRETE INSTITUTE BUILDING CODE. PRESSURE TREATED DOUG -AR. BOLTS SHALL BE PLACED 9" FROM END ACI 318 AND SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS, OF A BOARD OR FROM A NOTCH AND SPACED AT INTERVALS AS NOTED. ACI 301. PROVIDE HOT OR COLD WEATHER PROTECTION PER ACI 305 AND 306. 8. ALL BOLT HEADS AND NUTS BEARING ON WOOD SHALL HAVE STANDARD MINIMUM STRENGTH: CUT WASHERS. ALL BOLT HOLES IN WOOD SHALL BE DRILLED 1/32' DIAMETER Fac = 3000 PSI AT 28 DAYS LARGER THAN NORMAL BOLT DIAMETER. SLUMP: 4" ± 1" NO WATER SHALL BE ADDED ON SITE. CONCRETE TO BE MIXED PER ASTM C94 9. ALL FRAMING HARDWARE SHALL BE AS MANUFACTURED BY "SIMPSON MAXIMUM TEMPERATURE IN MIXER: 90 DEGREES F. COMPANY" OR ENGINEER APPROVED EQUAL. ANY SUBSTITUTIONS WITH CUSTOM FABRICATED CONNECTORS SHALL CONFORM TO SIMPSON SPECIFICATIONS INCLUDING PLATE THICKNESSES; WELDS; BEARING AREAS; AND SIZE; NUMBER 2. CURING SHALL IMMEDIATELY FOLLOW THE FINISH OPERATION. KEEP AND LOCATION OF NAIL/BOLT HOLES. CONCRETE CONTINUOUSLY MOIST FOR AT LEAST 7 DAYS USING A POLYETHYLENE FILM SECURELY HELD IN PLACE OR AN ALTERNATE METHOD 10. PROVIDE BLOCKING OR BRIDGING PER LATEST EDITION OF THE I.B.C. BY ARCHITECT. 11. TOP PLATES OF ALL WOOD STUD WALLS TO BE 2 - 2 x /2 (SAME WIDTH AS TESTING: EMPLOY AN INDEPENDENT TESTING AGENCY ACCEPTABLE STUDS), UNLESS NOTED OTHERWISE, LAP 48" (MINIMUM) WITH NOT LESS THAN TO OWNER TO DESIGN CONCRETE MIXES AND TO PERFORM MATERIAL 6 - 16d NAILS EACH LAP AND NOT MORE THAN 12" BETWEEN NAILS. EVALUATION TESTS. PROVIDE 7 AND 28 DAYS CYLINDER TESTS. COMPLY WITH ASTM C143, C173, C31 AND C39. TO PERFORMANCE 12. ADHESIVES USED FOR ANY FIELD GLUING SHALL CONFORM APA SPECIFICATION AFG-01. 4. GROUT UNDER COLUMN BASE PLATES ETC, WITH HIGH STRENGTH, 13. ALL TYPICAL HEADERS SHALL BE (3) 2 x 10 AT 2 x 6 STUD WALL NON -SHRINK, NON-METALLIC GROUT EQUIVALENT TO MASTERFLOW ALL TYPICAL HEADERS SHALL BE (2) 2 x 10 AT 2 x 4 STUD WALL NO. 713 APPLIED PER MANUFACTURER'S RECOMMENDATIONS. 14. PROVIDE BUILT-UP WOOD COLUMNS OF (2) 2 x 6 AT 2 x 6 STUD WALL 5. CEMENT SHALL BE PER ASTM C150, TYPE II, LOW ALKALI. (OR (2) 2 x 4 AT 2 x 4 STUD WALL) OR A MINIMUM NUMBER OF STUDS MIX DESIGNS: SUBMIT TO ARCHITECT FOR REVIEW BY ENGINEER A TO EQUAL SUPPORTED BEAM WIDTH (UNLESS NOTED OTHERWISE ON PLANS). MINIMUM OF ONE WEEK PRIOR TO FIRST CONCRETE DELIVERY, GLUE LAMINATED WOOD MAXIMUM WATER/CEMENT RATIO: (BY WEIGHT) _ _ SIMPSON ABE- POST FASTNER ® I - I .1 I W/ 5/8"0 ALL- 6" °'c' I I THREAD DRILL & BASE 0110 TION WHERE STEEL COLUMN I I P 12" EMBED DBL SILL PLATEcc a � - :' • ,. z\-EPDXY i n ` z-`.- 0 d " i 4 0 w OCCUR SEE PLAN 11._._- '1 �\ • w SEE PLAN •I - ---- I I i�� Vi \ I I SEE PLAN I (!) IIj O II' ��IIJJ CONC WALL 8 PER PLAN d COLUMN NOT REINFORCEMENT NOT LESS THAN3. 2" x 2" x 16 GA. GAVANIZED HARE MESH. 2 -PLY WATERPROOFED PAPERBACKED. ANCHORED TO WOOD OR METAL STUDS WITH Y GALVANIZED STEEL WIRE FURRING NAILS 0 4" o.c. SHOWN FOR 3/4" R 1/2" R 4" CLARITYAPPROVED 1 1/2" GROUT 4 4" IIII /3/4" 0 ANCHOR �/ �'- I -� 1/4 V a Ir 71 • 10 I COL. SIZE SEE PLAN BOND BREAKER O WOOD OR METAL STUDS 0 16" o.c. ilk:IS AND 0 TOP AND BOTTOM WITH NOT LESS THAN 8d COMMON WIRE NAILS O ASPHALTIC MASTIC COATING. (2) 3/4 0 AT 8" o.c. BEARING PLATE SEE DET. 6/S1.0 1 HIGH OPTION, REMOVE PLATE ANCHOR, MINIMUN 1 1/8' VENEER TIES. CORROSION RESISTENT 1/2 STRENGTH PENETRATION CEMENT GROUT WIRE. MINIMUM 12 GAGE, THREADED THRU EXPOSED ANCHOR TIE LOOPS AND WITH LEGS OF MINIMUM 15" LENGTH 1/2" SIDE AFTER STABILIZED 4" EMBED. 3" MIN. CONC. COVER GROUT I" MIN. 11. ; BENT AT RIGHT ANGLES. LAID IN STONE MORTAR JOINT, ENDS BENT IN 2" RIGHT ANGLE. (FOR EVERY 2' SQUARE FEET OF STONE VENEER) rc = 3000 PSI W/c = 0.50 1. MATERIALS, MANUFACTURE, AND QUALITY CONTROL FOR STRUCTURAL AGGREGATE: PER ASTM C33, MAXIMUM 1". GLUED LAMINATED TIMBER SHALL BE IN CONFORMANCE WITH 'AMERICAN NO ADMIXTURES CONTAINING CHLORIDE SALTS ARE LAMINATED TIMBER" AND AITC 117, "DESIGN AND MANUFACTURING'. CONCRETE SHALL NOT BE IN CONTACT WITH ALUMINUM. 2. PROVIDE UNITS CONFORMING TO AITC 117. 22FV8, D.F. FOR CONTINUOUS MEMBERS AND CANTILEVERS AND 24FV4 FOR SIMPLE SUPPORT MEMBERS. MEMBERS SHALL BE DESIGNED WITH ZERO CAMBER WITH TOP SURFACE CLEARLY STAMPED ON EACH MEMBER. ALLOWABLE UNIT STRESSES FOR DRY CONDITION OF USE SHALL BE: Fb = 2400 PSI F = 165 PSI Fc 650 PSI E 1.8 x TOg PSI 3. MICRO -LAM (LAMINATED VENEER LUMBER) ALLOWABLE UNIT STRESSES FOR DRY CONDITION OF USE SHALL BE: Fb = 2600 PSI Fy = 285 PSI Fc = 750 PSI E = 1.9 x 106 PSI 4. ALL EXPOSED GLU-LAM BEAMS, SHALL CONFORM TO EXTERIOR EXPOSED CONDITION PER UNIFORM BUILIDING CODE SECTION 2312.7 FILE 1100-48\110046NOSL.O PERMITTED. SCALE= 18 1 IC I (4) 3/4"0 A.B. 5 1/2" 3/4" THK. PLATE STL. W/(2) 3/4"0 1 1 /2" GROUT • ��� "..4;=..! O `7lfxL96& ��.0; ..ob (3- lb 7" EMBED �� O O ALL THREAD DRILL 4" GRANULAR ' II II •' II II ' ' LS • • • Q n'� ' 1111 AND EPDXY __ (6") EMBED �I o _ d �I MATERIAL \ 0" MAX. 1/2" F ONE SIDE z SEE PLAN ci 0 \ \ - ° 0 M 10 n ALTERNATE (4) BOLT CONNECTION Q oddo engineering 713 COOPER AVE SUITE 200 GLENWOOD SPRINGS, CO 81601 970-945-1006 970-945-2966 FAX ENGINEER R.A.O. DRAWN BY P.E.S. EHLERS RESIDENCE LOT 6 PHASE 2 SPRINGRIDGE RESERVE GENERAL NOTES AND TYPICAL DETAILS SCALD 3/4"=Y-0' 51.0 H:\P11\1100-46\110046N0S1.0.dwg, 10/14/2011 2:26:19 PM oddo engineering 713 COOPER AVE SUITE 200 GLENWOOD SPRINGS, CO 81601 970-945-1006 970-945-2966 FAX ENGINEER R.A.O. DRAWN BY P.E.S. w U w Q 74)w C:4 LT--) 0-1w APPROVED LOT 6 PHASE 2 SPRINGRIDGE RESERVE SUBJECT TO NOTED EXCEPTIONS & INSPECTIONS GARFIELD COUNTY BUILDI G EPARIT' Date/ / / By �(/� F LD COPY NO INSPECTION WITHOUT THESE PLANS ON SITE page aC n� GENERAL NOTES AND TYPICAL N DETAILS 1 0s \I& SCALE 3/4' = Y-0" 5 1. 0 LAP • MATCH SIZE & SPACING OF HORIZ. WALL REINF. 4 d 2 1/2" MIN.) D/ 0 REINFORCING STS GENERAL NOTES �_ J 1. REBARS: DEFORMED STEEL, ASTM SPEC. A615 1. DESIGN DATA: GRADE 60. ALL REBAR BENDS TO BE MADE COLD. ROOF LOAD SNOW LL. = 40 PSF D.L. = 20 PSF 2. CONCRETE PROTECTION: FLOOR LOAD LL. = 40 PSF D.L. = 15 PSF SLABS AND WALLS NOT EXPOSED TO EARTH OR WEATHER 1' DECK LOAD T.L. = 60 PSF CONCRETE DEPOSITED AGAINST EARTH WITHOUT FORMS 3" WIND LOAD 90 MPH (® 30 HEIGHT) EXPOSURE B 3. CONCRETE EXPOSED TO WEATHER AFTER FORMING: #6 REBAR AND LARGER 2" CLEAR 2. THE FOLLOWING CODES AND EDITIONS WHERE USED #5 REBAR AND SMALLER 1 1/2" CLEAR INTERNATIONAL RESIDENTIAL CODE 2009 ACI BUILDING CODE (ACI 318-02) AISC MANUAL OF STEEL CONSTRUCTIN 4. REINFORCING IN CONCRETE PLACED AGAINST EARTH WITHOUT FORMS (9TH EDITION) IS TO BE SUPPORTED WITH APPROVED NON-METAWC CHAIRS, OR NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS 2001) ANOTHER METHOD APPROVED BY THE ENGINEER. AITC TIMBER CONSTRUCTION MANUAL (5th EDITION) SNOW LOAD PUBLICATION 5. PLACE 2-#5 2" FROM ALL SIDES OF OPENING (8 BARS TOTAL) 3. DO NOT BACKFILL AGAINST BASEMENT WALLS UNTIL BASEMENT SLAB WITH 7-0" PROJECTION ON EACH END OF ALL WALL OPENINGS. AND MAIN FLOOR ARE IN PLACE 6. BAR LAP: CONCRETE: 40 DIA. U.N.O. MASONRY: 45 DIA. U.N.O. 4. ANY CHANGES MADE TO ANY ONE OF THESE DRAWINGS WITH OUT CONSENT OR 24" MINIMUM WHICHEVER IS GREATER. STAGGER SPLICES OF ODDO ENGINEERING, INC. REUEVES ODDO ENGINEERING, INC. OF ANY STRUCTURAL STEEL LIABILITY OF THE CONSTRUCTION DOCUMENTS. 1. ROLLED SHAPES AND PLATES: PER ASTM SPEC. A992, Fy50 ksi 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MEANS AND PIPES: METHODS OF CONSTRUCTION INCLUDING, BUT NOT LIMITED TO, PER ASTM SPEC. A501, Fy = 36 ksi SHORING, BRACING, AND TEMPORARY EXCAVATION. STRUCTURAL TUBING: 6. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND PER ASTM SPEC. A500, GRADE B, Fy = 46 ksi SITES CONDITIONS BEFORE STARTING WORK AND NOTIFY THE ARCHITECT ANCHOR BOLTS: AND ENGINEER IMMEDIATELY OF ANY DISCREPANCIES. PER ASTM SPEC. A307 BOLTS WOOD CONNECTIONS: DO NOT SCALE DRAWINGS. PER ASTM A307 7. ALL OMISSIONS AND CONFUCTS BETWEEN THE VARIOUS ELEMENTS OF BOLTS AT STEEL CONNECTIONS: THE WORKING DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT PER ASTM A325 BOLT HOLES 1/16" GREATER THAN BOLT SIZE EXCEPT FOR TO NE ATTENTION OF THE ARCHITECT AND ENGINEER BEFORE ANCHOR BOLT WHICH ARE 3/16" GREATER THAN BOLT PROCEEDING WITH WORK SO INVOLVED. SIZE. U.N.O. 8. RESOLVE ANY CONFUCTS ON THE DRAWINGS WITH THE ARCHITECT AND 2. WELDING PER STANDARDS OF AMERICAN WELDING SOCIETY. ENGINEER BEFORE PROCEEDING WITH CONSTRUCTION. ELECTRODES AWS A 5.1 E-70 SERIES. SHOP AND FIELD WELDING SHALL BE PERFORMED BY PROPERLY CERTIFIED WELDERS. 9. COORDINATE ALL OPENINGS THROUGH FLOORS, WALLS AND ROOF WITH NE APPROPRIATE TRADES. NOTIFY ENGINEER IF ANY OPENINGS ARE 3. PAINT ALL STRUCTURAL STEEL WITH ONE SHOP COAT PRIMER OVER TO BE CUT IN STRUCTURAL COMPONENTS. CLEAN METAL. 10. PROVIDE ASPHALTIC MASTIC -COATING ON ALL STEEL AND WOOD EXPOSED TO THE EARN. 4. COPES, BLOCK AND CUTS: ALL RE-ENTRANT CORNERS SHALL BE SHAPED NOTCH -FREE TO A RADIUS OF AT LEAST 1/2". FOUNDATION AND EARTHWORK V • , I I /� ".s‘/ ." " . ' . 111 \ • D N •- �/ . • e �' _ _ _ I • 1 ,• a•�10" D=BEND DIAMETER d TYPE A p • • _e. • 4 .• . • 'd ' •- • •'. ', .• - l.J„OLL X ' • } d. 2" CLR.-TYP. �/ - HOOKS it BENDS 135' STIRRUP • ;: .• "..... "Z CONC WALL PER PLAN T.O.W. VARIES PER PLAN e id -oI TYPE A & TIE HOOK • 0 CORNER BAR • • LAP SINGLE CORNER BARS MAYBE USED IN WALLS LESS THAN • ✓ / ., / 15" MIN. i HOOK 1 11.11SEAC �1 5'-0" IN HEIGHT. • y . c HORIZONTAL WALL (SEE SECTIONS), REINF. WALL .= vL- • a BARS SHALL BE 6 IN CONTACT & WIRED TOGETHER LAP SPLIGE GRADE BEAM STIRRUP e 10" I CONT FTG PER PLAN COMPACTED FILL BEND DIAMETER SCHEDULE BAR LAP SCHEDULE BAR SIZE BEND DIAMETER BAR SIZE DIA.-CONC. #3 THRU#5 D = 4d #3 THRU #6 40 BAR 0 BAR SIZE LAP (CONCRETE) LAP (MASONRY) #6 THRU #8 D = 6d #7 THRU #9 40 BAR 0 #3 THRU #6 36 BAR 0 (18" MIN.) 40 BAR #9 THRU #11 D = 8d #10 THRU #11 54 BAR 0 / 1 TYPICAL WALL AND FOOTING #7 THRU #9 40 BAR 0 48 BAR 0 TYPICAL REINFORCEMENT DETAILS 0 1 11 #0 THRU # 54 BAR 0 STEP REINFORCING TYPICAL CORNER AND INTERSECTION REINFORCEMENT O CONT FTG PER PLAN C "ZIP -STRIP" REINFORCING PER 1- PLAN NOTES: 1. SLABS SHALL BE CAST IN STRIPS 15'-0" WIDE MAXIMUM WITH CONSTRUCTION JOINTS OR BEAM PER PLAN • 4 STL. COLUMN 3/4" THK. STL. PLATE W/(2) 3/4"0 PER PLAN SCAB 2 x 6 EACH SIDE (8) 10d STAGGER ALL THREADS DRILL AND EPDXY (6") EMBED o _i p a CONTROL JOINTS AT A SPACING 1/4 r rj O _t N EQUAL TO THE STRIP WIDTH. 'NEXT. FACE OF ZIP STRIP CONTROL JOINT 2. SAWCUT CONTROL JOINTS MAY BE•I` USED IN BOTH DIRECTIONS SPACED AT 15-0" MAX. (ZIP- STRIP JOINTS MAY BE USED IN ONLY ONE DIRECTION.) 3. SE PLAN1 3/ w z Wn CONC WALL 1 2" (3) 2 x 6 TREATED W/ 3/4"0 WEDGE I ,:r _I Ill STL. COLUMN a ANCHORS AS SHOWN 4" MIN. EMBED111 PER PLAN 1/8 SAWCUT JOINTS SHALL BE MADE SAME DAY AS POUR AND AS EARLY AS POSSIBLE PRIOR TO DRYING SHRINKAGE. THE JOINT SHALL BE FLUSHED WITH WATER OR AIR PRESSURE IMMEDIATELY U z 1 1 1 2" /4 ► p 0 HIGH/U 2N 5. FABRICATION AND ERECTION: PER AISC MANUAL OF STEEL CONSTRUCTION. DETAILING: 1. FOUNDATION DESIGN IS BASED ON: PER AISC STRUCTURAL DETAILING. ASSUMED ALLOWABLE BEARING PRESSURE = 2000 psf ASSUMED ACTIVE LATERAL EARTH PRESSURE = 45 pcf 6. SUBMIT SHOP DRAWINGS TO ARCHITECT FOR REVIEW BY ENGINEER THE ABOVE ALLOWABLES ASSUME THE FOOTINGS WILL BEAR ON PRIOR TO FABRICATION. THE SHOP DRAWINGS DO NOT REPLACE UNDISTURBED NATURAL SOIL WHICH IS NON -EXPANSIVE AND NOT PRONE THE ORIGINAL CONTRACT DRAWINGS. IT IS THE CONTRACTORS TO EXCESSIVE CONDITION. SPECIFIC SOIL PROPERTIES SHALL BE RESPONSIBILITY TO MAKE SURE ITEMS ARE CONSTRUCTED TO VERIFIED BY THE SOILS ENGINEER UPON EXCAVATION AND PRIOR ORIGINAL DRAWINGS. TO FOUNDATION PLACEMENT. 7. ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE AMERICAN WELDING SOCEITY STANDARD QUALIFICATIONS TEST AS DETAILED IN AWS D1.1. 2. FINISHED EXCAVATION FOR FOUNDATION SHALL BE NEAT AND TRUE TO WOOD UNE WITH ALL LOOSE MATERIAL AND STANDING WATER REMOVED FROM STRENGTH O O a GROUT EXT. FACE OF REINFORCING�` PER yr PLAN AFTER SAWING. 4. FINISHING OF CONCRETE SLAB SHALL BE DONE AFTER SURFACE BLEED II La (<) _ _ a'� 1 1/2" w z Wn CONC WALL WALL -III -10 F- 3/4" a THK. STL. WATER HAS EVAPORATED. 5. MOISTEN SUB -GRADE PRIOR TO CONC. SEE FDI. PLAN FULL BEARING w PLATE W/(2) 3/4"� SAW CUT CONTROL JOINT PLACING CONCRETE. 6, APPLY MEMBRANCE CURING COMPOUND TO CONCRETE IMMEDIATELY AFTER CONCRETE FINISHING OPERATION. 1 4 V / SECTION AT ALL THREADS DRILL AND EPDXY (6")EMBED / STEM WALL o o 3/4" THK. STL. ❑ PLATE W/(4) 3/4"0 ALL THREADS DRILL TYPICAL SLAB CONTROL JOINTS 4 ,STRUCTURAL 1. ALL WOOD MEMBERS SHALL BE DOUGLAS - FIR, 19% MAX MOISTURE CONTENT. EXCAVATIONS. MARKED BY A RECOGNIZED GRADING AGENCY 3. THE GROUND SURFACE SURROUNDING THE EXTERIOR OF THE BUILDING SHOULD BE SLOPED TO DRAIN AWAY FROM THE FOUNDATION IN ALL DIRECTIONS. IT IS RECOMMENDED THAT A MINIMUM SLOPE OF 12 2. WOOD GRADES (UNLESS NOTED OTHERWISE): INCHES IN THE FIRST 10 FEET IN UNPAVED AREAS, AND A MINIMUM (A). FOR HORIZONTAL MEMBERS: JOIST AND RAFTERS GRADE #2 SLOPE OF 3 INCHES IN THE FIRST 10 FEET IN PAVED AREAS BE BEAMS AND STRINGERS GRADE #1 PROVIDED. LEDGERS GRADE #1 4. ALLINTERIOR NON-BEARING, NON -SHEAR WALLS SHALL HAVE (B). FOR VERTICAL MEMBERS: 2 x 4 STUDS CONSTRUCTION GRADE RAMSET/REDHEAD POWDER ACTUATED FASTENERS 1500, 1600 OR 1900 2 x 6 AND LARGER STUDS GRADE #2 SERIES AT 24" o.c., 1" MINIMUM PENETRATION. OR APPROVED EQUAL. POSTS AND TIMBERS GRADE #1 2 x 4 AND 2 x 6 STUDS SHALL BE FINGER JOINTED FOR VERTICAL SLAB ON GRADE �. �� 9,S' 0 0 AND EPDXY (6") EMBED NOTE: ANCHOR BOLTS MAY BE USED IN LIEU 1 1/2" OF DRILL AND EPDXY ALL THRED / 12' SQUAR SEE DET 11/S1.0 FOR ALTERNATE (4)BOLT 6 / CONNECTION ��� POST PER PLAN ji 8d 0 3" PLYW. 8d ®6" f SIMPSON ABE POST BASE HEADER PER PLAN o.c. O.C. \ " �Z rr' • •� I1. USE ONLY. LOG BEAMS AND POSTS: Fb = 1100 PSI F = 75 PSI SLAB -ON -GRADE SELECTED BY THE OWNER AT THE GROUND LEVEL HAS s SOME RISK OF MOVEMENT. THE SLAB OPTION CHOSEN AS PROVIDING E = 1.1 x 10 PSI SUITABLE PERFORMANCE AT A REASONABLE COST REQUIRES SUBGRADE 3. CUTTING, NOTCHING OR DRILLING OF BEAMS OR JOISTS TO BE PERMITTED PREPARATION OR OVER EXCAVATION AND PLACEMENT OF STRUCTURAL FILL. ONLY AS DETAILED OR APPROVED BY THE ENGINEER. REFER TO SOILS REPORT FOR SPECIFIC REQUIREMENTS. 4. UNLESS OTHERWISE SPECIFIED, ALL NAILING SHALL CONFORM TO THE 2. MOVEMENT OF THE SLAB -ON -GRADE MAY CAUSE DAMAGE TO ANYTHING CONNECTED TO BOTH THE SLAB AND OTHER PORTIONS OF THE SUPERSTRUCTURE. LATEST EDITION OF THE I.B.C. ISOLATION DETAILS FOR PARTITION WALLS, PIPING, ETC. MAY BE REQUIRED. CONSULT THE APPROPRIATE DRAWINGS FOR INFORMATION. 5. ALL NAILS SHALL BE STANDARD COMMON NAILS. CONCRETE i..1 SOLID JOIST(C).FOR BLKG. 1 /2 Sd 0 TYP. PLYWOOD 3" o.c. W/ . • - I, I I I. I n FIN. SURFACE N. 1 II LJ 1 II II SEE ARCH'L. �� %9 LS lS 12" SQ. PEDESTAL WIT • I L BEAM PER PLAN PROVIDE 3 -ROWS I�i�l aCOLUMN JOIST PER PLAN PER --t z_ ' to [ W/ (4)#5 VERT & (2) #3 TIES 0 TOP ' PLAN WHERE OCCUR W/ 2 x NAILER W/ .145 POWDER ACTUATED I. 1- I I. I• .1 I I I. I• .I I I I. (2) 2 x STUDS W/ 8d 0 3" 0.c. MIN. ALL PLATES AND HEADERS SIMPSON HTT16 2 x 6 x 24" LG OF 16d NAILS ® 12" o. c. STAGGERD SCAB PLATE EA. SIDE. SPIKE BOTH SIDES. AT POST ONLY 6. ALL BOLTS FOR WOOD CONNECTIONS SHALL BE A307, GRADE A. 1. CONCRETE HAS BEEN DESIGNED AND SHALL BE CONSTRUCTED IN ACCORDANCE 7. ALL SILLS OR PLATES RESTING ON CONCRETE OR MASONRY SHALL BE WITH THE LATEST EDITIONS OF AMERICAN CONCRETE INSTITUTE BUILDING CODE, PRESSURE TREATED DOUG -FIR. BOLTS SHALL BE PLACED 9" FROM END ACI 318 AND SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS, OF A BOARD OR FROM A NOTCH AND SPACED AT INTERVALS AS NOTED. ACI 301. PROVIDE HOT OR COLD WEATHER PROTECTION PER ACI 305 AND 306. 8. ALL BOLT HEADS AND NUTS BEARING ON WOOD SHALL HAVE STANDARD MINIMUM STRENGTH: CUT WASHERS. ALL BOLT HOLES IN WOOD SHALL BE DRILLED 1/32" DIAMETER F'c = 3000 PSI AT 28 DAYS LARGER THAN NORMAL BOLT DIAMETER. SLUMP: 4" ± 1" NO WATER SHALL BE ADDED ON SITE. CONCRETE TO BE MIXED PER ASTM C94 9. ALL FRAMING HARDWARE SHALL BE AS MANUFACTURED BY "SIMPSON COMPANY" OR ENGINEER APPROVED EQUAL. ANY SUBSTITUTIONS WITH CUSTOM FABRICATED CONNECTORS SHALL CONFORM TO SIMPSON SPECIFICATIONS MAXIMUM TEMPERATURE IN MIXER: 90 DEGREES F. INCLUDING PLATE THICKNESSES; WELDS; BEARING AREAS; AND SIZE; NUMBER 2. CURING SHALL IMMEDIATELY FOLLOW THE FINISH OPERATION. KEEP AND LOCATION OF NAIL/BOLT HOLES. CONCRETE CONTINUOUSLY MOIST FOR AT LEAST 7 DAYS USING A POLYETHYLENE FILM SECURELY HELD IN PLACE OR AN ALTERNATE METHOD 10. PROVIDE BLOCKING OR BRIDGING PER LATEST EDITION OF THE I.B.C. APPROVED BY ARCHITECT. 11. TOP PLATES OF ALL WOOD STUD WALLS TO BE 2 - 2 x #2 (SAME WIDTH AS TESTING: EMPLOY AN INDEPENDENT TESTING AGENCY ACCEPTABLE STUDS), UNLESS NOTED OTHERWISE, LAP 48" (MINIMUM) WITH NOT LESS THAN TO OWNER TO DESIGN CONCRETE MIXES AND TO PERFORM MATERIAL 6 - 16d NAILS EACH LAP AND NOT MORE THAN 12" BETWEEN NAILS. EVALUATION TESTS. PROVIDE 7 AND 28 DAYS CYLINDER TESTS. COMPLY WITH ASTM C143, C173, C31 AND C39. 12. ADHESIVES USED FOR ANY FIELD GLUING SHALL CONFORM TO APA PERFORMANCE SPECIFICATION AFG-01. 4. GROUT UNDER COLUMN BASE PLATES ETC, LTH HIGH STRENGTH, 13. ALL TYPICAL HEADERS SHALL BE (3) 2 x 10 AT 2 x 6 STUD WALL NON -SHRINK, NON-METALLIC GROUT EQUIVALENT TO MASTERFLOW ALL TYPICAL HEADERS SHALL BE (2) 2 x 10 AT 2 x 4 STUD WALL NO. 713 APPUED PER MANUFACTURER'S RECOMMENDATIONS. 14. PROVIDE BUILT-UP WOOD COLUMNS OF (2) 2 x 6 AT 2 x 6 STUD WALL 5. CEMENT SHALL BE PER ASTM C150, TYPE II, LOW ALKALI. (OR (2) 2 x 4 AT 2 x 4 STUD WALL) OR A MINIMUM NUMBER OF STUDS DESIGNS: SUBMIT TO ARCHITECT FOR REVIEW BY ENGINEER A TO EQUAL SUPPORTED BEAM WIDTH(UNLESS NOTED OTHERWISE ON PLANS).MINIMUM OF ONE WEEK PRIOR TO FIRST CONCRETE DELIVERY. GLUE LAMINATED WOOD MAXIMUM WATER/CEMENT RATIO: (BY WEIGHT) - _ SIMPSON ABE- POST FASTNER 0 I .1 I .1 I W 5 8"0 ALL- / / 6 o.c. IL.,:, ; I I THREAD DRILL & BASE CONDITION WHERE I.• • • EPDXY 12" EMBED ; .a ; a , •� Z Q 0_ ce a 0 STEEL COLUMN OCGUR SEE PLAN I I I1 DBL SILL PLATE ''a a J " U� w �� •w SEE PLAN \ - I -- - - *` SEE PLAN I 9 ll O /I II CONC WALL 8 PER PLAN 1 COLUMN NOT REINFORCEMENT NOT LESS THAN3. x2"x16GA.GAVANIOFEWIRE MESH. 2 -PLY WATERPROOFED PAPERBACKED. ANCHORED TO WOOD METAL STUDS WITH 2" GALVANIZED SHOWN FOR 3/4" 1/2" FI_ ft. 4" CLARITY 1 1/2" GROUT 4 43/4" a 0 ANCHOR �� / -��'- 1/4 / V IT COL. SIZE SEE PLAN BOND BREAKER O q:-___11OR STEEL WIRE FURRING NAILS 0 4" o.c. WOOD OR METAL STUDS 0 16" O.C. IFLESS P AND 0 TOP AND BOTTOM WITH NOT THAN 8d COMMON WIRE NAILS O ASPHALTIC MASTIC COATING. (2) 3/4" 0 AT 8" o.c. BEARING PLATE SEE DET. 6/51.0 1/2" OPTION, REMOVE PLATE ANCHOR, MINIMUN 1 1/8" iLmai VENEER TIES. CORROSION RESISTENT 1 HIGH STRENGTH 1/2" SIDE PENETRATION WIRE. MINIMUM 12 GAGE, THREADED THRU EXPOSED ANCHOR TIE LOOPS AND WITH LEGS OF MINIMUM 15" LENGTH ila AFTER STABILIZED 4" EMBED. 3" MIN. CONC.MIX COVER GROUT CEMENT GROUT BENT AT RIGHT ANGLES. LAID IN STONE 1" MIN. if al MORTAR JOINT, ENDS BENT IN 2" RIGHT MORTAR ANGLE. (FOR EVERY 2' SQUARE FEET OF STONE VENEER) Fc = 3000 PSI W/c = 0.50 1. MATERIALS, MANUFACTURE, AND QUALITY CONTROL FOR STRUCTURAL AGGREGATE: PER ASTM C33, MAXIMUM 1". GLUED LAMINATED TIMBER SHALL BE IN CONFORMANCE WITH "AMERICAN NO ADMIXTURES CONTAINING CHLORIDE SALTS ARE PERMITTED. LAMINATED TIMBER" AND AITC 117, "DESIGN AND MANUFACTURING". CONCRETE SHALL NOT CONTACT WITH ALUMINUM. 2. PROVIDE UNITS CONFORMING TO AITC 117, 22FV8, D.F. FOR CONTINUOUS MEMBERS AND CANTILEVERS AND 24FV4 FOR SIMPLE SUPPORT MEMBERS. _ MEMBERS SHALL BE DESIGNED WITH ZERO CAMBER WITH TOP SURFACE 1 4ese ft-(//S^/Y 5 fna; 7/c�L�'g1fi�,47%lf CLEARLY STAMPED ON EACH MEMBER. I / ALLOWABLE UNIT STRESSES FOR DRY CONDITION OF USE SHALL BE: W Fb = 2400 PSI Fw = 165 PSI Fc = 650 PSI E = 1.8 x 106 PSI , 2/6::::4-C71491:"/j /e�� S / ��r/��� • 3. MICRO -LAM (LAMINATED VENEER LUMBER) /ro ALLOWABLE UNIT STRESSES FOR DRY CONDITION OF USE SHALL 8E: = 2600 PSI F„ = 285 PS Fc = 750 PSI E = 1.9 x 106 PSI 4. ALL EXPOSED GLU-LAM BEAMS, SHALL CONFORM TO EXTERIOR EXPOSED ELLE 1100-46�110048NOS1.0 SCALE= 16 IC (4) 3/4"0 A.B. ,.�„ i 5 1/2" 3/4" THK. STL. 0 loo: �c�o�•a;p 7" EMBED PLATE W/(2) 3/4"0 1 1/2" GROUT o ••••• :-: o . o ALL THREAD DRILL 4" GRANULAR .� II II II II 1` L6 ` • • • Q a Lu t ril I AND EPDXY - -_- . (6") EMBED �I - 1 1 ♦T • d SII MATERIAL \ w (n 0" MAX. /2" ONE SIDE z •o 0 SEE PLAN U \ d ° 0 ® 10Fb To ALTERNATE (4) BOLT CONNECTIONQ CONDITION PER UNIFORM BUILIDING CODE SECTION 2312.7 oddo engineering 713 COOPER AVE SUITE 200 GLENWOOD SPRINGS, CO 81601 970-945-1006 970-945-2966 FAX ENGINEER R.A.O. DRAWN BY P.E.S. w U w Q 74)w C:4 LT--) 0-1w APPROVED LOT 6 PHASE 2 SPRINGRIDGE RESERVE SUBJECT TO NOTED EXCEPTIONS & INSPECTIONS GARFIELD COUNTY BUILDI G EPARIT' Date/ / / By �(/� F LD COPY NO INSPECTION WITHOUT THESE PLANS ON SITE page aC n� GENERAL NOTES AND TYPICAL N DETAILS 1 0s \I& SCALE 3/4' = Y-0" 5 1. 0 H:\P11\1100-46\110046FDNS1.1.dwg, 10/14/2011 2:24:59 PM M c 0 e io a O M e stI iM C I 04i7 r I I SS T L±J r.o.w. T.O.F. 5'-4 1/4" I- N Lr_J r.O.W 88'-8" r.O.. 85'-4" r I.O.W. 87'-l0" r J 10'-5" 2'-1" S4.0 18'-3 1/4" no. w. 68'-0" T.O.F. 86'-0" 21'-6" 18'-4 1/ 85'-10" 12'-8" Thqh 6 S1.0 P 9'-8 1/4" rigs_ is is I L— 5'-7 3/4" i I O 18'-11 1/2" a S4.0 //////////// C c 10 1.0 L 3 3/4" P I 16'-D" 12'-4" L — J J TOW. 1O1'-2" 7-.0.F. 41 LEDGE 7 II J TOP OF SLAB 88'-8" 4" THICK SLAB ON GRADE W/ #4 0 18" o.c. EACH WAY OVER GRANULAR MATERIAL. SEE SOILS REPORT S4.0 SIM. TN a -Co SIM. T.O.F. 88"-0" 4" THICK SLAB ON GRA #4 18" o.c. EACH OVER GRANULAR MATERIAL. SEE SOILS 14'-3 3/4" TOP OF SLAB 88'-8" T.O. W. 88'-8" T.O.F. 85'-4" s 14'-2" 0 13'-11 1/21. ea 1 2'-4" r. o. w. 99'-9 3/14" r.O.F. 85'-4" 1 15'-0" 13 W 0 Lai -J a v 1- M L_ a T.O.F. 88'-0" 4-O" J d N 0 C w J at ry — S4.0. S4.0 N 8'-2" 81 • 8 17'-10" T.O.w. 99'-1" I Tar. 96'-5" FOUNDATION / BASEMENT LEVEL PLAN SCALE = 1/4" = 1'-0" N T.D.W. T.O.F. 96'-5" F — \ 22'-8" 3 \ •TOP OF SLAB 99'-1" 4" THICK SLAB ON GRADE W/ #4 © 18" o.c. EACH WAY OVER GRANULAR MATERIAL. SEE SOILS REPORT T.O. W. 99'-1" T.O.F. Taw 98'-3 raw. 101 '-2" E W/ Y EPORT r.0. F. 96'-5" T.O.F. 96'-5" a 0 raw. 107-2" r.O.F. 96' 5" 8'./8 T.O. W. 99'-1" T.O.F. 96'-5" t 14'-10" a9 N J `4.0 SIM. I N LEGEND: 36" x 36" x 12" THK. PAD FTG. W/ #5 12" o.c. EA. WAY 48" x 48" x 12" THK. PAD FTC. W/ #5 12" o.c. EA. WAY HSS4 x 4 x 1/4 36" x 60" x 12" THK. PAD FTG. W/ #5 12" o.c. EA. WAY TOP & BOT. 8 x 8 POST HSS10 x 6 x 1/2 HSSS x 5 x 1/2 60" x 75" x 12" THK. PAD FTC. IN/ #5 0 12" o.c. EA. WAY TOP & BOT. ® SOLID PACK -OUT COLUMN EQUAL TO BEAM ABOVE NOTE STEP WALL STEP FOUNDATION STEP T.O.W. = TOP OF WALL T.O.F. = TOP OF FOOTING T.O.S. = TOP OF SLAB 1. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, AND SITE CONDITIONS BEFORE STARTING WORK AND NOTIFY THE ARCHITECT AND ENGINEER IMMEDIATELY OF ANY DISCREPANCIES. DO NOT SCALE DRAWINGS. 2. DO NOT BACKFILL AGAINST BASEMENT WALLS UNTIL LOWER LEVEL FLOOR AND MAIN FLOOR ARE IN PLACE. 3. IF FOOTINGS ARE NOT BEARING ON UNDISTURBED NATURAL SOIL, BEARING CAPACITY SHALL BE VERIFIED BY SOILS ENGINEER WITH A COMPACTION TEST. FILE 1100-48/110046FDNS1.1 SCALE= 48 oddo engineering 713 COOPER AVE SUITE 200 GLENWOOD SPRINGS, CO 81801 970-945-1008 970-945-2966 FAX ENGINEER R.A.O. DRAWN BY A.D.O. EHLERS RESIDENCE LOT 6 PHASE 2 SPRINGRIDGE RESERVE GARFIELD COUNTY, COLORADO Issue: CONSTRUCTION 9-26-11 CONSTRUCTION 9-28-11 CONSTRUCTION 10-14-11 SHEET TITLE FOUNDATION/ BASEMENT PLAN SCALE: 1/4" = 1'-0" S1 .1 H:\P11\1100-46\110046MLS1.2.dwg, 10/14/2011 2:24:00 PM TYP. TYP. 16 S4.1 4 Z 0 x TOP OF DECKING SEE ARCH'L 2 x 10 c 16" o.c. W/ 2x DECKING x 14 18 S4.1 16 S4.1 t C ©O 1_ x (2) 2 x 10 7 ML JI d'1 I re) ..I S4.0 2 x 10 0 16 o.c. W/ 2x DECKING 12 S4.1 TOP OF DECKING / SEE ARCH'L SIM. TOP OF PLYW 100'-0" 14" TJI/360 0 16 o.c. II II II IIII [I (3) 14" ML .O.B. 99'- O 14" TJI 360 0 16" o.c. (2) 14" ML L r."1- 1_1 ."E1,1 Di 1. ASSUMED 6" STONE 1(9 a ® FIREPLACE I1' (2) 14" ML TYP. x 14 SS4:21 TOP OF DECKING SEE ARCH'L n W12 x 35 FRAME SEE DET. 17/54.1 N\ STONES EDGE 14" ML ® 12" o.c. c FIREPLACE W/ HIT HANGER (2) 14" ML ® STONES EDGE 14" TJI 360 0 16" o.c. (3) 14" ML T O.B. 99'-11 1/4" TYP. x 14 0 0 x Lu 0 N x II II II II `v S4.1 W12 x 5 v F 'Li TOP OF PLYW 100'-0" 'sr./ IE r -- n T.O.B. 99'-11 1/4"n 19 S4.1 14" TJI/360 © 16" o.c. I - y SIM. i TOP OF SLAB 10C-2 1/4" 4" THICK SLAB ON GRADE W/ #4 ® 18" o.c. EACH WAY OVER GRANULAR MATERIAL. SEE SOILS REPORT SIM. i TOP OF PLYW 100'-0" (2) 14" ML n T.O.B. 99'-11 1/4" (i 9 1/2" ML S4.1 SIM. .. J 14" TJI/360 ® 16" o.c. I S4.0 MAIN LEVEL PL SCALE = 1/4" = 1'-0" TOP OF SLAB 99,-1" 4" THICK SLAB ON GRADE W/ #4 © 18" ac. EACH WAY OVER GRANULAR MATERIAL. SEE SOILS REPORT SIM. LEGEND: SOLID PACK -OUT COLUMN BELOW EQUAL TO THE WIDTH OF BEAM SOLID PACK -OUT COLUMN ABOVE EQUAL TO THE WIDTH OF BEAM SOLID PACK -OUT COLUMN ABOVE AND BELOW EQUAL TO THE WIDTH OF BEAM H555 x 5 x 1/2 BELOW NOT USED HSS10 x 6 x 1/2 CONT. 8 x 8 POST ABOVE 8 x 8 POST BELOW HSS4 x 4 x 1/4 BELOW NOT USED 6 x 6 KNEE BRACE SIMPSON MIT HANGER SIMPSON WPI HANGER SIMPSON HB HANGER NOT USED SIMPSON HU HANGER HSS4 x 4 x 1/4 ABOVE DBL ML BLK'G ® STONE W/ A35 CLIPS STAGGERED ® EA. END /, INDICATE STEP HANGING CONDITION BEARING CONDITION ® SOLID PACK -OUT COLUMN BELOW EQUAL TO THE WIDTH OF BEAM NOTE: 1. FOR HEADER SIZES NOT SHOWN SEE GENERAL NOTES AND DETAIL 2/S4.1 2. PROVIDE BUILT-UP WOOD COLUMNS A MINIMUM NUMBER OF STUDS TO EQUAL SUPPORTED BEAM WIDTH (UNLESS NOTED OTHERWISE ON PLANS). 3. FLOOR JOIST SHALL BE 14" TJI/360 0 16" o.c. FOR SPANS 21'-0" OR LESS 14" TJI/560 0 16" o.c. FOR SPANS GREATER THAN 21'-0" FILE 1100-48/110048ML212 SCALE= 48 oddo engineering 713 COOPER AVE SUITE 200 GLENWOOD SPRINGS, CO 81601 970-945-1006 970-945-2966 FAX ENGINEER R.A.O. DRAWN BY P.E.S. EHLERS RESIDENCE LOT 6 PHASE 2 SPRINGRIDGE RESERVE Issue: CONSTRUCTION 9-26-11 CONSTRUCTION 10-14-11 SHEET TITLE MAIN LEVEL PLAN SCALE: 1/4" = 1'-0" S1.2 TYP. TYP. tQi x 14 x 14 x 14 SIM. 20 'SIM. S4.1 x _�_�_ �3�9 1L2" ML_1E1 a 1NtO_x_ .S�•T. 1 /- EL�EdL' .41- ENG GIRDER TU SIM. OVEFRAMING TYP. BY OTHERS VERFRAMING I UNDERFRAME CEILING AS RE R'D ASSUMED WOOD CHIMNEY. NO STON 3 CL V z w Cr w I- 0 ENG. DER TRUSS x 0 z w 0 N N ENG. TRUSS BY OTHERS H:\P11\1100-46\110046R00F1.3.dwg, 10/14/2011 2:24:37 PM TYP. S4.1 ti• • ▪ • •���vi (3) 11:46.. • /84.4,4a,‘. #41 pry Vii• •, • OVEFRAMING OVERFRAMING Tir/nn• u/.141 11 8:12 7 S4.1 x 8:12 U, w I- 0 >- 69 I E9 TFC u Go ENG. ENG. GIRDER TRUSS 1 E' Fa 20 Ei S4.1 E9 iiJ E7 E3 E? 9 8 c.) E9 Fa Fa E� A 9 E; J Ca E9 59 E� E9 I fa 69 A V0a I Ga Fa N" I�� ENG. GIRDER:' 'USS n J OVEFRAMING TYP. i 4tG — J 0 I -L1 ENG. TRUSS BY OTHERS 8:12 3 2 x 12 J-1 ENG. GIRDER (2) 2 x 12 113 8 8:12 18:12 18:12 1 En cc 3 w —,0 0 z m w ti a 3:12 3:12 'It t1?1<2n e9 Eft � I ,T/ (3) 9 1/2" ML CLG. BEAM 9_1/2" ML a qT T )7/43C -7777n' 77Lf, njl — — — — 477 77 17777 L/Zzin lfffLLeeZILLL/!a/ , OVERFRAMING TYP. 8:12 x CD x x x 14 TRUSS Y 0 .'S ENG. GIRDER TRUSS 8 12 ROOF PLA SCALE = 1/4" = 1'-0" 1n w 0 C., C.9 \. ENG. GIRDER TRYSS Y OTHERS LEGEND: HSS4 x 4 x 1/4 HSS10 x 6 x 1/2 SIMPSON HB HANGER 8 x 8 POST SIMPSON LSSU HANGER SIMPSON LUS210 HANGER SIMPSON THA HANGER NOT USED SIMPSON HTU HANGER SIMPSON HGUS HANGER SIMPSON THASR/L HANGER SIMPSON HUS HANGER SIMPSON EGQ HANGER SIMPSON HU HANGER 6 x 6 KNEE BRACE 0 MIN. 45' —a HANGING CONDITION BEARING CONDITION ® SOLID PACK -OUT COLUMN BELOW EQUAL TO THE WIDTH OF BEAM NOTE: 1. FOR HEADER SIZES NOT SHOWN SEE GENERAL NOTES AND DETAIL 8/51.0 2. PROVIDE BUILT-UP WOOD COLUMNS A MINIMUM NUMBER OF STUDS TO EQUAL SUPPORTED BEAM WIDTH (UNLESS NOTED OTHERWISE ON PLANS). 3. ALL RAFTERS SHALL BE 2 x 12 0 24" o.c. FOR CLEAR SPAN 1O'-0" OR LESS 2 x 12 0 16" o.c. 15-6" MAX. SPAN (2) 2 x 12 0 16" o.c. 20'-0" MAX. SPAN (2) 2 x 12 0 12" o.c. 22'-0' MAX. SPAN ALL SPANS ARE HORIZONTAL DIMENSIONS 4. ALL OVER FRAMING SHALL BE W/ 5/8" PLYWOOD. 5. BEAMS SHALL NOT HAVE A BIRDSMOUTH CUT AT ANY HANGER CONDITION. SIMPSON HANGERS SHALL HAVE SLOPED TOP FLANGES AND SKEWED AND SLOPED SADDLES WHERE APPUCABLE. 6. COORDINATE WITH ARCHITECTURAL ROOF AND ENGINEERED TRUSS LAYOUT FOR OVERFRAMING TO ACHIEVE PROPER ROOF SLOPE. FILE 1100-48/110048ROOFS1.3 SCALE= 48 oddo engineering 713 COOPER AVE SUITE 200 GLENWOOD SPRINGS, CO 81601 970-945-1006 970 -945 -2966 FAX ENGINEER DRAWN BY P.E.S. EHLERS RESIDENCE LOT 6 PHASE 2 SPRINGRIDGE RESERVE Issue: CONSTRUCTION 9-26-11 CONSTRUCTION 9-28-11 CONSTRUCTION 10-14-11 Octi IL filfhtilti 'kV 110101110 SHEET TITLE ROOF PLAN S1.3 H:\P11\1100-46\110046S4.0.dwg, 10/14/2011 2:23:26 PM __Thin__�� 2 6 SILL PLATE CONT. 0 �J\� x 2 x 6 STUDS ®16 o.c. TYP. " 0 A.B. 0 48 48" o.c. MAX. 7" EMBEDMENT #4 0 18". o.c. 1 /2" PLYWOOD OR OSB WHERE OCCURS RIPPED 2 x 10 SILL PLATE IN/ 1/2"0 A.B. 0 1/2" PLYWOOD OR OSB 2 x 6 STUDS CO 16" o.c. RIPPED 2 x 10 SILL PLATE 1/2" PLYW. OR OSB / 1 BOND BREAKER SLAB PER PLAN 36" 18"� 8d 0 6" o.c. T.O.W. 48" o.c. MAX. SEE PLANS / PLYW. T.O.PLYW. gia T.O.W. 8d 0 6" o.c. W/ 1/2"0 A.B. 48" o.c. MAX. PLYW. SEE PLANS - 1 ` r I '? ji (1) #5 -- SEE PLANS BOND BREAKER SLAB PER PLAN LLI o .Z��� 4>+ 4. �� t ���i 1 cc 36" FROST DEPTH (2) #5 CONT. TOP & BOT. " 4" CLR ` a` T.O. SLAB \ JOIST PER PLAN # 5 DOWELS TO VERT STEEL ALT. MATCH IL CONDITION AT T.O.W. j W/ITT HANGER w o? w ors°. SEE PLANS �$EE PLANS I I • •L� ¢¢ N vi+S'Cy ®18" pia. .,� ,.. .�..L ` ` o JOIST PER PLAN c ! WATERPROOF BARRIER 4" GRANULAR MATERIAL SEE SOILSepi/; REPORT FOR ADD'L. //ice INFORMATION W/ITT HANGER (2) CONT. LEG DIRECTION ^ 8" CONC. WALL W/ DOOR OPENING 8" #4 o.c. 2 x 6 SILL PLATE / T.O.F. #5 0 16" #5 16" .,�...o :::i: • o.c. o.c. VERT. HORIZ. W/ 1/2.0 A.B. 0 48" o.c. MAX. / 8d 0 6" o.c. PLYW. PER #5 (2) #5 CONT. TOP &BOT JOIST W/ITT HANGER jjj PLAN 4" LEDe PLYW- 1' SEE PLANS (2) #5 CONT. o\ - 4" LED CLR 1 1/REQ'D 112 =' �•►� 1 1/2" CLR LL:�) BEARING ON-�, UNDISTURBED SOIL SEE SOILS REPORT SEE PLAN0 REVD �~• A _� SI __iv_ ALL WELDS TO BE 3/16" FILLET N 8 a _ „ WALL W/ (2) ML LEDGER W/ 3/4"0 WEDGE 12" CONC. WALL W/ 71JOIST BLKG BAY ® #5 0 12" o.c. VERT. #5 0 12" o.c. HORIZ. EA. FACE ��$�//� 4�.9: - NON-BEARING (1) 48" o.c. _ COND. 12 CONC. #5 ® 12" o.c. VERT. #5 ® 12" o.c. HORIZ. EA. FACE ANCHORS ®16" o.c. BEARING 3/4"0 WEDGE ANCHORS 0 32" o.c. NON BEARING STAGGERED (3 1/4" EMBED) 1/32" / POST PER PLAN DOWELS 0 12" • ,.,• SIMPSON POST BASE U.N.O. SLAB PER ABE PLAN - int 1/2" PLATE r 1 oo o #5 o.c. - - BOND BREAKER SLAB PER PLAN rn �( (4) 3/4"0 ALLTHREAD DRILL AND EPDXY g" 1 i 2" / CONC.WALL PER PLB� PERFORATED DRAIN PIPE W/ FREE DRAINING y BOND BREAKER 3" BOND MIN CONC COVER BREAKER PERFORATED DRAIN PIPE W/ FREE DRAINING a y SLAB PER PLAN 4" GRANULAR GRANULAR MATERIAL SLOPED TO OUTLET SEE SOILS REPORT a 'cc ':k7-.4 4" GRANULAR MATERIAL SEE REPORT FOR ADD'L. ,� SOILS GRANULAR MATERIAL SLOPED TO OUTLET SEE SOILS REPORT ¢ N . • MATERIAL SEE REPORT FOR INFORMATION SOILS ADD'L.INFORMATION op .•. ;a:• :: , .o., •.• ilii. (6"EMBED) N - •- 1 :co O�O��4 U./44 t•- cc ' 4: w U w w g r: zoo T.O.F. SEE PLAN • •' • ... p .. a-.`,:;o1S:o‘t� T.O.F. SEE PLAN% „ x c (4) CONT. (•: �• :. C S v N O' �t`_r' CONT. -► • '' • - 1✓ - U iv ���o SEE PLAN 446 BEARING ON UNDISTURBED NATURAL SOIL #5 - i III ^� • —• —. • —i e ,.t \ --r ;,;; 44 �4��/� #5 DOWELS ®12" o. c. ®12" 2 f 6 ���/�y/ #5 o c. 1/4" U - PLATE W/(2) 3/4"0 M.B.0 PLAN BEARING ON UNDISTURBED NATURAL SOIL SEL /111 BEARING ON UNDISTURBED NATURAL SOIL / SEE PLAN © b J a _J - a v v v �+ LS x 5 x 3f8 12" T. / O ALL THREAD ROD LSL SOLID BLKG EA. BAY T.N. W/ SOLID CONC. GROUT o COLUMN NOT SHOWN FOR CLARITY. N w COLUMN NOT SHOWN AFTER BEAM IS FOR CLARITY. IN PLACE N w 4. 1 10d 0 6" o.c. (2) CONT. �i> DRICOLL & EPDXY F (F 32" ac. W/ � 6 3/4" EMBED. 2 x 6 STUDS :1 PLYW. 16" o.c. 8d 0 6" MTS12 TWIST STRAP (5)REVD TOTAL c DECK EVENLY SPACED. ".• •�; 0 I, II WALL o I 11 o :. ; • .•-.•. y. #5 TOP &BOT. %': i. 7 i % (5" „ ) EMBED. FOR 8" WALLLSL 4 3 -0 MAX. STONE HT.) o.c. SLOT RIM JOIST ASSTEM II II -II II I ► ' 8d®6”o.c. / 2 x PER PLAN RIM JOIST CONT. W/lOd TOP AND BOT EACH BLK'G REQ'D TO PASS THRU TO WEB PACKOUT 10d EACH SIDE TYP. NL ER •s°� �`c°` . PER PLAN I 3/16I V — 3/16 PERSTONARCHE '�\' ! �, - . ,j ' _,� -- 2x DECKING SEE ARCH L PLAN 3/16 �/ ^ PLAN WATERPROOF W/ DECK SCREW / PLYW. #5 ®16"' o.c. HORIZ. --.1"-IiNi \ �. a �- X17 ®6" o.c. VERT. ��lIR -• i -ti 1/2" CAP PLATE 4 W/2-3/4" M.B_ !! �;� 2 x SOLID BLKG. ���s� ��'�ear SEE ARCH'L. 1 T.N. W/8d ®6" o.c. } i��� 1 ■�� Ir+� SOLID BLKG WHERE REVD FOR PERP. FRAMING ��` 5 ®16" o.c. ",;v- GRANULAR BACKFILL COLUMN PER PLAN,.. 1/2" END PLATE i I WHERE OCCURS I I �� i I I I 1 1 3/16 r 1 I VERT. 2" CLR. 2" CLR. SEE SOILS REPORT I Ie.-:. 3"0 COMPACTED READ. WEEP HOLE \Y \ FILL „�,j �'N fO `'" f', �+ Y PERFORATED DRAIN PIPE W/ :trial -1 ' FREE DRAINING �r' i -a. GRANULAR MATERIAL S"'" DRAINARAPPEDGE FABRIC SLOPED TO OUTLET. PER PLAN I I SOLID CONC. GROUT1M THICK BRG. (2) 3/4"0 ALL THREADS W/6" I AFTER BEAM IS o I I 3/4" PLATE FLOOR JOIST PER W/ PLANSIMPSON 12^ EMBEDMENT. It" IN PLACE �� P A35 CLIP EA. SIDE STAGGERED JOIST PER PLAN 0 CENTER OF 8" CONCRETE WALL p Y v If infrilMata II •. v v II 1 1/2" HIGH / 2" PLYWOOD OROSB * HEADER PER PLAN I1I1j I I�fl "I, 2 x 6 STUDS (2 TOTAL) SOLID WEB PACKOUT PER MANUF. REQ'D 0 STRAP LOCATIONS ONLY 4 a �� STRENGTH GROUT 3/4"THICK SHAPED ` 2 x SOLID BLK'G W/ (4) 10d STAGGER LOTTED HOLES I STEEL BEAM STEEL PLATE W/ 1 1/2 2^ n.w/ yv,`�%� / „ 0 BUNDLE#6 HIGH (2) 3/4'0 ALL THREADS W/ 6" Z (2) 3/4"0 ALL THREADS W/ 6" (NOT SHOWN) M A35 © 16" o.c. ®16" o.c. 0 8' o.c. 1 1/2" 8" EMBEDMENT. DOWELS TO 0 12" o.c. — HEADER PER PLAN 9 S "ENGTH GROUT 8" EMBEDMENT. @ CENTER OF 8" r MIN. 0 CENTER OF 8" w MATCH VERT. __ CONT' o I- oo STEEL EA. FACE a a 0OR CONCRETE WALL PLAN AT CORNER ti CONCRETE WALL MIN 10 ANCHOR BOLTS COULD BE USED IN LIEU OF DRILL AND EPDXY ALL THREAD 1/2" PLYWOOD OSB CONT. --1\--NOTE: 6" CMU oN o 8 d 0 6" �i) 16 FILE 1100-48/11004834.0 SCALE= 18 /� 1 ( ( •7" '�' //55 O 12" o.c. ® / CONT. #6 0 s' o.c. BEARING ON UNDISTURBED SOIL. SEE SOILS REPORT PER PLAN 1 o.c. 2 x SOLID BLKG. T.N. W/8d 1 ////e PER PLAN i 4*. PLYW. � I a FOR ADDSEE U INFO. 8• o.c. Lu o N U , a � c ys o 8" o.c. BEAM PER PLAN SEE ARCH IL ® a \w ,F 2" w h � • •:: ' s 2" v, O8"O.C. -1-/-v 3AoNT. #6 O s' o.c. BEARING ON UNDISTURBED PER PLAN SOIL SEE SOILS REPORT oddo engineering 713 COOPER AVE SUITE 200 GLENW00D SPRINGS, CO 81601 970-945-1006 970-945-2968 FAX ENGINEER R.A.O. DRAWN BY A.D.O. EHLERS RESIDENCE LOT 6 PHASE 2 SPRINGRIDGE RESERVE I 1 DATE: CONSTRUCTION 9-26-11 CONSTRUCTION P44' -n - s- I /rpt .35 SECTIONS SCALE: 3/4" - r -IT 54.0 H:\P11\11C0-? 6\11004654.1.dwg, 10/14/2011 2:22:52 PM oddo engineering 713 COOPER AVE SUITE 200 GLENWOOD SPRINGS, CO 81601 970-945-1006 970-945-2966 FAX ENGINEER R.A.O. DRAWN BY A.D.O. EHLERS RESIDENCE LOT 6 PHASE 2 SPRINGRIDGE RESERVE SECTIONS SCALD 3/4" - P-0' S4.1 2 ROWS 16d 3 ROWS 16d ®12"o. c. ®12"o.c. 2 ROWS 1 2"0 / BOLTS ®12"o. c. ALL. FLANGE WIDTH (2) 2 x TOP PLATES SPLICE AS REQ'D. NAIL PER NAILING SCHEDULE SH T. S1.0 2 x CRIPPLES tt16" o.c. ___Av_ POST PER PLAN SHEATHING FOR SIZE & SPACING ' OF JOIST SEE PLAN11 II�TBOUNDRY UT 1 iiii� ' WIDTSOLIDH OFCCO�UMN � ' I STEEL BM. PER PLAN NAILINGfl'711 ( B.N.) ` II II 1/8" EDGE DISTANCE ALL JOINTS 1 W/2 x NAILER W/ 5/8"0 WELD STUDS I ® 32" o.c. 16d ®12" o.c. ~' ' __ & BOUNDARIES 8c CONTINUOUS PANEL EDGES ' 7 I II II II it II I •I SCAB 2 4 EACH , WIDTH 5" AND GREATER x SIDE W/(8) 10d • PER PLAN STAGGERFLANGE POST STAGGER — INTERMEDIATE INTERMEDIATE 3/8" MIN. EDGE MIE E GE SHEATHINGNAIL1" N. ��� AT FLOOR FRAMING rilirr- AIM. I II 3/8" NAILS `'I`�r I' i IIIA' (3) 16d TO HEADERCONDITION POST PER PLAN �_ PER FIRE BLKG jr EDGE NAILIN ci:` • BUILDING CODE i — -44441111111 DIMENSION 1 3/4" TYP. / MICRO -LAMS II II LONG OF PLYWOOD TO RUN �`STEEL BM. AN STAGGER PLYWOOD �, JOINTS 11 II II II �� II IIiidi Pa PERPENDICULAR TO JOIST iti 2 -ML SIZE &QUANT. 3 -ML 4 -ML PER PLAN TYP. -" 151 '. PACK W/2 x NAILERRMP� 5/8"0 THRU BOLTS OP TION II - T HEADER (3) ((3) PER PLAN OR 2 x 10 TYP. 2 x 6 INTERIOR NON MULTIPLE MICRO -LAM (ML) adannei �� 19�® SOLID -OUT MATCH POST ABOVE AND BELOW NOTES' 32" o.c. STAGGER -f (1) STUD _ -/ STUD AT INTERIOR WALLS _ - --t-- _ BEARING, FLAT) UPRIGHT NOT 2 TRIMMER EXT. NOTE: 1. WOOD PL TO BE DOUG -FIR RIP PL TO MATCH FLANGE 2. COORDINATE SHEATHING NOTES. TYPICAL NAILER #1 FREE OF TWIST AND WARP. WIDTH ATTACHMENT WITH SHEATHING TO STEEL BEAM el 1. PLYWOOD TO BE INSPECTED PRIOR TO COVERING. MINIMUM SHEATHING 2. STAGGER NAILS WHEN SPACING IS 2" OR 2 1/2" o.c. SIZE TO BE 3. SEE PLYWOOD SHEATHING NOTES. 2'-0" x 4'-0" PLYWOOD LAYOUT POST PER PLAN CONNECTIONS (2) (2) STUDS AT EXTERIOR (1) STUD WALLS UNLESS PER TYPICAL HEADER FRAMING x 2 x TRIMMER INT. NOTED OTHERWISE PLAN © /� '�T CONDITION - - Nr- AT STUD WALL 0 0 " 5" �� 2 PLYW. 2x6STUDS@ BEAM CONNECTION SCHEDULE ' 4„ ' ' 4" 1/2" \r 16" °° 8d ®6" o. c. � 10d EACH SIDE TYP. ° °o °' jr END PLATE CAP PLATE COND. OR BASE END CAP OR BASE PLATE CONT. COND. 6. .tt/i/ A325 BOLTS _ — LSL RIM JOIST CONT. W/10d TOP AND BOT EACH JOIST ,� _ I BEAM SIZE NO. SIZE __I_ VARIATIONS OF PLAN VIEWS x NAILER BOLTS DET. 5/54.1 3/16 TYP.PER W8 x x W10 2 3/4" m __ 1/2" PLYWOOD 3/8PLAT" E STIFFEAC. H 510E TYP. COLUMN ABOVE PER PLAN WHERE OCCURS W12 x ANDAND W14 x 3 3/4"0 WHERE COLUMNS OCCURS ABOVE S" 3/16 OR OSB JOIST PER PLAN AND BELOW NOT iv TYP ; ' /4 1 2" BASE PLATE HEADER PER PLAN SHOWN FOR p. -.7....7.4I' BEAM CONT. PER PLAN WHERE OCCURS W/ 3/4"In H.S. BOLTS AS SHOWN FULL PEN. WELD TOP BENT STEEL BEAM PER PLAN CLARITY SEE /'I COLUMN PER CONT PLAN I BEARING CONDITION PLAN I �� --- - BM. PER PLAN TYP. L o N w 10d EACH SIDE TYP. PLYW. '0 1/2" CAP PLATE I I 3/8" SHEAR PLATE41 1/2" END PLATE OR 3/8" STIFF. PLATE iii PER PLAN 1/4" U PLATE EACH SIDE BM. TYP. 1/2" THK. BEAM PER BACK PLATE PLAN TYP. W/ (2) 3/4"0 M.B. W/ /2" BACK PLATE 1•� )• ' ,_ F.P. TYP. M BOLTS PER LSL RIM JOIST CONT. W/1od TOP AND BOT EACH BLKG TOP &BOT 9 SCHEDULE AND BOTTOM TYP BEAM, PER PLAN NOT SHOWN FOR CLARITY BACKING BAR TYP. 1/2" CAP PLATE o" � °W/(4) L 1/4 U - PLATE 3/4"0 M.B. 1/4 W/ 3/4"0 H.S. BOLTS AS SHOWN _ MOMENT CONNECTION TOP &BOT. COLUMN PER PLAN 6 5" \ in y y JOIST PER PLAN BLKG. ® 48" ,o 16"1/1) BEARING CONDITION NON-BEARING JOIST %11 o.c. T.N. \-. J SEE PLAN 9(i�') CONDITION AT STEEL COLUMN( ISI O // 8d 0 6" o c 8d 0 6" o.c. " 1/2" PLYWOOD OR OSB CONT. DECKING SEE ARCHIL W/ DECK SCREW 2 x 6 STUDS 16" o.c. PLYW'. ROOF RAFTER PLYW. SIMPSON LSSU lirAl ��\ AA iir IPLYW. .440) PER PLAN \ Als4 �� 2 x ROOF RAFTER PER PLAN TRUSSES PER MANUF. PLYW. r� :�� 1/4" KNIFE PLATE W/ (3) 3/4"0 M.B. �. 3i" 1 LSL CONTINUOUS RIM AND LSL BLOCKING SOLID BLKG T.N. W/8d ® 1 �� HNGR. SLOPED TYP. RIDGE PACK -OUT MANUFACTURE NOTE: 1. PROVIDE JOIST WHERE 2. IT IS ACCEPTABLE EACH SIDE STAGGERED, 3. USE (3) EACH SIDE 4. TOE NAIL WEB PER SIMPSON A35 ABOVE NAIL HOLES TO TOE (6 TOTAL) AND FOR 16'-0" 10d NAILS EACH (2 TOTAL) STAGGERED, RAFTERS 8'-0" FALL MAX. SIDE LONG HANGER INTO BELOW BEAM NAIL RAFTER W/ (1) LS50 EACH SIDE SPAN IN UEU (6 TOTAL) AND FOR 18'-0" OR LESS BEAM PER PLAN (3) 10d NAILS (2 TOTAL) OF LSSU HANGER. (1) LS70 MAX. SPAN 141111 SIMPSON LSSU210 RIDGE, HIP OR !!�� '� a �� 6" o.c. ci ` VALLEY BM PER PLAN HNGR. SLOPED TYP. NOTE: JOIST PER PLAN A35 CLIP EA. SIDE STAGGERED1. PER PLAN SIMPSON H3 EACH END PROVIDE SIMPSON A35 ABOVE HANGER INTOJOIST JOIST WHERE NAIL HOLES FALL BELOW BEAM 2. IT IS ACCEPTABLE TO TOE NAIL RAFTER W/ (3) 10d NAILS EACH SIDE (6 TOTAL) AND (1) LS50 EACH SIDE (2 TOTAL) STAGGERED, FOR 16'-0" MAX. SPAN IN LIEU OF LSSU HANGER. 3, USE (3) 10d NAILS EACH SIDE (6 TOTAL) AND (1) LS70 EACH SIDE (2 TOTAL) STAGGERED, FOR 18'-0" MAX. SPAN 4. TOE NAIL RAFTERS 8'-O" LONG OR LESS 0 RIM JOIST BEAM PER PLAN EACH TRUSS PER PLAN LSL CONT. W/10d TOP BEAM PER PLAN W/ AND BOT EACH JOIST 10d EACH SIDE 12 2 x NAILER BOLTS SEE ARCH'(. BEAM (3 ►1/4 PER DET. 5/S4.1 2 DECK W/ 10 AT STEEL BENT , gd 6" S4.1 AT WOOD 2 x 6 STUDS ® 16" o.c. 8d ®6" - SOLID BLKG EA. BAY / W/ 10d 6" o.c. o. c. I 3/4" PLYW. TRUSSES PER MANUF. -c(G-Cv `' BEAM QP� � fl Q<<.-9- �� ; II Q AT WOOD BEAM o.c. 10d EACH SIDE TYP. PLYW. HAND RAIL x DECK SCREWS SEE ARCH'( ®6" o.c. SEE DETAIL 12/S4.1 \ PLYW. T.O.PLYW. PER PLAN M-:_•• I'1 =- _ SEE PLANS 2 x SOLID BLKG. T.N. W/ 8d ® ire_ BM. JOIST PER PLAN W/ITT-HGR. TYP. JOIST OR ML SOLID ® Z cc a. Ira 1 RSai z SIM. SIM. BEAM PER PLAN o: w a za o c.) SEE ARCH'(. SIMPSON H3 EACH END -,1. M-4 ►—� ►- Sd 6" BLKG T.N. W/8d JOIST PER PLAN A35 CLIP EA. SIDE STAGGERED r41I- o. c. ®I6 o.c. 2x BLOCKING JOIST PER PLAN a w o 9 10 I 11.11w • JOIST BLKG. ®48" LSL RIM JOIST 2 x PER PLAN W/ A35 CLIP EA. SIDE STAGGERED CONT. W/10d TOP AND BOT EACH JOIST o.c. T.N. 1/2" PLYWOOD II j ` �� h • HDR PER PLAN WHERE OCCURS z D o S4.D BTEEL BENT ELEVATION19 2x BLOCKING NOT SHOWN FOR CLARITY BEAM PER PLAN / / ' A35 © 24" o.c. PER PLAN ` II JOIST PER PLAN / OR OSB CONT. �I1 • HEADER 18 16 OR OSB 20 FILE 1100 - 46/110046S4.1 SCALE= 16 19 oddo engineering 713 COOPER AVE SUITE 200 GLENWOOD SPRINGS, CO 81601 970-945-1006 970-945-2966 FAX ENGINEER R.A.O. DRAWN BY A.D.O. EHLERS RESIDENCE LOT 6 PHASE 2 SPRINGRIDGE RESERVE SECTIONS SCALD 3/4" - P-0' S4.1 0 BLRE-9-II-2222 , ../ --- i �'2__I V \V v \ �/ - 6550 \ �t �� - N w 5. 746 acre \ GRADING & DRAINAGE NOTES: • �/ / J I \ 1. THE EXISTING CONDITIONS BASED ON AN AERIAL SURVEY PREFORMED BY Cl AEROMETRICS FOR THE SPRINGRIDGE RESERVE SUBDIVISION, AND ON N / \ ` PROPOSED ROAD GRADES. CONTOUR INTERVAL IS ONE (2) FEET (DASHED). / / I :--::1'560 / \ 2. ENSURE THAT DRAINAGE IS AWAY FROM ALL STRUCTURES IN ALL /414/ / G / �, DIRECTIONS, MIN OF 6'IN THE FIRST IO'OR 3'IN THE FIRST IO'IN PAVED OR G CONCRETE AREAS. I / \/ / g ('3. THE CONTRACTOR SHALL CONTAIN THEIR CONSTRUCTION OPERATIONS TO THE AREA WITHN THE LIMITB OF THE PROPERTY, THE CONTRACTOR SHALL ‚I_____________________________________________________________ 6 /\ _ NOT OPERATE OUTSIDE THIS AREA WITHOUT THE PRIOR CONSENT OF THE /Y 9F OWNER INVOLVED. /�555�_s `PROPERTY ALL UTILITIES BOTH UNDERGROUND Oft OVERHEAD, SHALL BE MAINTAINED p 4_`4. IN CONTINUOUS SERVICE THROUGHOUT THE ENTIRE CONSTRUCTION RBQ �•PERIOD. THE CONTRACTOR SHALL BE RESPONSIBLE AND LIABLE FORANY / C� Gb� 6565gDAMAGE T0, OR INTERRUPTION OFSERVICES CAUSED BV THE N CONSTRUCTION. g�� / \ bbv � Q /.6)64. 65%0 L5. THESE UTILITIES AB SHOWN, MAV NOT REPRESENT ACTUAL FIELD 11 v' /, \\CONDITIONS.ITISTHE RESPONSIBILITYOFTHE CON RACTORTOCONTACTil CO}��// ALLUTILITYCOMPANIESFORFIELDLOCATIONSOFUTILITYCOMPANIESFORNWIRtv 11111 �Iy ^ N I 857 \ FIELD LOCATIONS OF UTILITIES PRIOR TO CONSTRUCTION. _J�/ z�� g z / _ 6576• _� �' \ +. V l 1 657-6- — B h\ Sy41. \ m o 's a i� / LEGEND z x qp _ \ / I p6 VSD 1: 1 �/ 4' CO 6576• \ 6565.5' •l •• �'T / R40••• 1 EXISTING 2' CONTOUR w o al v \ \ / J� IN 6'd-•' i 6566' \ EXISTING 1E CONTOUR / 1111,11 5/ • I \I / !;_.��� 655/9' 1. PROPOSED I' CONTOUR // a J �� 9 ,r53 A \ + \ I PROPOSED 5' CONTOUR NEERING, L IN STREET 4LE, CO 81623 704-0311 0)-704-0313 / HDPE pp l i E 1D.,:M c lil X -�- 6 67Jgn \ -6758-0-__ 6, I v IXBASEMENT I PROPOSED SWALE FLOWLINE HL l m 01 WALK OUT / I I PROPOSED SILT FENCE ISULTAI / �� �� t BDILDING� iWELOPE \ 6577' GARAGE FF \ OW DECX g g I dd.,� 1 6577.0• /,• / I 20X PROPOSED SLOPE / + J�=. i,/ 0, I BASEMENT LFMAIN Lag FF FS BSB.°• b \ \ j L PROP 16' / \ h I G&D ABBREVIATIONS (j °z a os //////II PROPOSED l J� �� (� HDP CULVERT I 7 \ % • I INV N=6555.3 / I FF =FINISH FLOOR FG = FINISH GRADE a o m e '/' W u_ '�i 56 I �' I O/ FL=FLOWLINE U 10 6 N4 I� �� (♦ �40 Y � O �: � \ A U _ i \ %C)/ ' / I' I \ / / / , \ \ IIII I �� •76.5• .�-. b55s• 111 �.. �% I j STORM WATER MANAGEMENT NOTES: a. x/01 V 1 — I ��',\ i II / / I / / \ `' �+ 1. IN TURBAN COUNTY, ALL CONSTRUCTION PROJECTS WITH OVER 1l2 ACRE OF DISTURBANCE REQUIRE A CONSTRUCTION H &ENVIRON DISCHARGE PERMIT FROM THE COLORADO DEPARTMENT OF PUBLIC HEALTH 8 ENVIRONMENT WATER QUALITY r Q $ O / C' (CDPHE). O _ I mcE OF VEGETATION�i� „+20 I CONTROL DIVISION (WQCD). n / I / ' 2 ' / I i / \ \ \ �, C6�:61 07 I / / 2. THE PERMIT APPLICATION SHALL BE SUBMITTED AT LEAST 10 DAYS PRIOR TO THE START OF I CONSTRUCTION ACTIVITIES. m \ I \ . , 3. THE PERMIT APPLICANTS SHALL BE THE OWNER AND/OR THE SITE CONTRACTOR. THE / lirII ,V ,1I IA' i i / II Q = I I / \ \ \ I / \ \ \ N / T APPLICATION SHALL BE SIGNED BY THE OWNER AND/OR THE SITE CONTRACTOR. I / / 4. STORMWATER MANAGEMENT PLANS (SWMPs) ARE REQUIRED FOR ALL PROJECTS REQUIRING A CONSTRUCTION STORMWATER DISCHARGE PEW?' AND SHALL BE MAINTAINED ANO / 50.0, UPDATED ON SITE. THE PERMIT HOLDER MUST IMPLEMENT. MAINTAIN AND INSPECT ' I If ���WORK I I I PERMANENTLYSTORMWATESTABID ROEDAND SION CONTROLS NE PERMIT IS INACTDELINEATED IVATED,THE MPs UNTIL THE SITE PERMIT COVERS ALL I \ \ / I ON THE PROJECT INCLUDING WORK PERFORMED BY SUB - CONTRACTORS AND OTHER I \ REVISION • 1 �`) I i 1 E T -C SERVICE MINISTRATOR BE \ ..------ \ T DESENTIIGNATED FOR THE TIES. IT IS M ROJECT.MENDED BTHE SWMP MUST BE KEPY THE WC/CD THAT A T OP NSITE FOR USE BY THE \ I ADMINISTRATOR AND REVIEW BY WQCD PERSONNEL. / I -- I I, -� L0T 6 I / \ °� Q I \ I 5. THE SWMP SHALL BE PREPARED IN ACCORDANCE WITH GOOD ENGINEERING, HYDROLOGIC AND POLLUTION CONTROL PRACTICES. THE SWMP NEED NOT BE PREPARED BY A w�q I REGISTERED ENGINEER. THE OBJECTIVE OF THE PLAN SHALL BE TO IDENTIFY BEST Q I J 0 / � \ / V \--V \-17 rk ( Q I `"" I \ I\ KKJJ \ I N N. I \ LOT LINE MANAGEMENT PRACTICES (BMPS) WHICH WHEN IMPLEMENTED WILL MEET THE TERMS AND SHOULD BE AMENDED AS NEEDED TO \ / CONDITIOTIHE CHANGES/IMPROVEMENTS MADE. \ \ REFLECT I 6. THE PERMIT REQUIRES THAT INSPECTION OF THE STORMWATER MANAGEMENT SYSTEM BE PERFORMED AT LEAST EVERY 14 DAYS AND AFTER ANY PRECIPITATION OR SNOWMELT N \ I EVENT OCCURS. INSPECTION REPORTS MUST BE MAINTAINED ON SITE AND MADE AVAILABLE FOR REVIEW BY WQCD PERSONNEL. \ 7. THE OBJECTIVE OF THE STORM WATER MANAGEMENT PLAN INCLUDES BUT IS NOT LIMITED < TO MINIMIZING THE AMOUNT OF DISTURBED SOIL, PREVENTING RUNOFF FROM OFF-SITE AREAS FROM FLOWING ACROSS DISTURBED AREAS, SLOWING DOWN THE RUNOFF FLOWING ACROSS THE SITE AND REMOVING SEDIMENT FROM ON-SITE RUNOFF BEFORE IT LEAVES THE SITE. BALES EMBEDDED 4" TO 6" 8. THE INSTALLATION OF BMPS AND SPECIFICATIONS FOR EROSION CONTROLS SHALL BE IN 2' X 2" X 31 COMPLIANCE WITH THE CDOT EROSION AND CONTROL STORMWATER QUALITY GUIDE. Z h o STAKE (TYP.) — \,k,IDU�G���ry ��AEROSION CONTROL NOTES: ��''`�;`\��� 1. ALL WORK PERFORMED SHALL BE IN ACCORDANCE WITH GARFIELD COUNTY UNIFIED LAND v.. .. � • I„AN USE RESOLUTION. ... _ / ,. FILL �A�`\`` 2. CONTRACTOR TO UTILIZE 'BEST MANAGEMENT PRACTICES' TO CONTROL EROSION AND SEDIMENTATION DURING CONSTRUCTION. NO SEDIMENT SHALL LEAVE SITE DURING BERM OR CONSTRUCTION. CE RESERVE ORADO 3 PLAN TAL NATURAL 3. CONTRACTOR RESPONSIBLE FOR INSTALLATION AND MAINTENANCE OF TEMPORARY EROSION TERRAIN CONTROL. PLAN VIEW 4. THE CONTRACTOR SHALL MAINTAIN SEDIMENT AND EROSION PROTECTION THROUGHOUT THE RS RESIDEN 2 SPRINGRIDGE OUNTY,COL RY GRADIN PERMIT SUBMIT 0 STRAW CHECK DAM DETAIL CONSTRUCTION OPERATION. SILT FENCES OR OTHER NECESSARY EROSION PROTECTION N.T. S. SHALL REMAIN IN PLACE UNTIL ALL DISTURBED AREAS HAVE BEEN REVEGETATED. 5. ENGINEER WILL FIELD VERIFY DURING CONSTRUCTION EROSION CONTROL METHODS AND EXTENT. 6. PERMANENT EROSION CONTROL TO BE PLACED AFTER CUT AND FILL SLOPES ARE IN PLACE, — ENGINEER WILL DESIGNATE AREAS FOR EROSION CONTROL, AND DESIGNATE TYPE OF WOODEN OR STEEL FENCE EROSION CONTROL. EHLE LOT 6 PHASE GARFIELD C PRELIMINA 0 Z POST ON 8' CENTERS ATTACH FILTER FABRIC 7. ALL DISTURBED AREAS SHALL BE SUCCESSFULLY REVEGETATED AND MAINTAINED INA PREDOMINATLY WEED FREE 0 30'0 CONDITION. Q GIC GRAPHIC SCALE RUNOFF �/ 20 0 to 20 40 L 19 J ISI Ric e PAR Ail- e1/ APPROVED (1N FEET) T rlL 1 inch = 20 ft 12" MINIMUM ____ _ -i I I -I I I—III _ \ _I I I_I I I_I I III . —II. � I I—III l I II—I I� ,I . I 1 \ d/ l $rJ&i6C1'TONorGD EXCEPTIONS & BVSPF.CTIO' 1—I I--17'III I—III I \-- I I- TRENCH APPROX. 15VC ! i 147 Rel 4/reWlOn S 4 BUIGARFIELD LD C DECOUNTY I I—IIT--I 6"X6" Dia // By TYPICAL SILT FENCE CROSS SECTION LD COPY N.T.S. NO INSPECI1ONwrruoiT DATE: 09-09-11 NOTE: EROSION CONTROL MEASURES SHALL BE MAINTAINED UNTIL Tmot rumor. STTE LANDSCAPING IS COMPLETED, OR AS DIRECTED BY LOCAL JURISDICTION.Per er JOB NO. 11134 SHEET 1 OF 1 0 BLRE-9-II-2222 97'-4" FIRST FLOOR PLAN SCALE: I/4"=1'-0" NOTE: ALL WINDOWS HD. HTS. e b' -O" A.F.F. UNLESS OTHERWISE NOTED. ® FIRST FLOOR Not ALL CODES, ORDINANCES, AND REQUIREMENTS ( FEDERAL, STATE, AND LOCAL) TAKE PRECEDENCE OVER ANY PART OF THESE DRAWIN65 YHICH MAY CONFLICT WITH T10E5E AGENCIES RILES AND/OR REGULATIONS, AND MUST BE ADHERED TO BEFORE AND WRNS CONSTRUCTION, NOTE! ALL ANCHOR BOLTS, ANCHOR BOLT HARDWARE, AND OR NAILS SHOULD BE HOT DIPPED GALVANIZED OR STEEL. NOTE: WALK IN SHOWER I2 „sLopE DETAIL 1 1/2 u LIVING (A/C) DROP 5' -IO" L S'-3" 54" 49'4" 4'-8" 10'-4" 13'-4" COVD. ENTRY COVD. PATIO COVD. BALCONY ♦ ♦ TOTAL 9,623 SOFT. f X8 TIMBER o / / 42" HIGH s 18'-I" COLUMNS 18'-4" 12'-11" / I'-IOs 2`-10° 2'-8" l' -S" q'-7" 3'-q" Zo in / / o _. TRAILING "t+ `� f Ani 14r. -le • 11c2nX12 I � 10nY11 .• COVERED BALCONY VA — — — VAULT — — y 5'4" / 51-41 / 6'-0" 10'-5" 2'-1"/74- UP ig 2'4" bUP I 1214" I 5'-2° 5-2" i'-7• Q 8'-1 " 5-0' l'-0" 5)6' m I COVERED D BALCONY PR 4060 5H MULL ' 2060 kl 8080 SL.DR W/ I I 8080 SLDR W/ I I ii I 8086 F X TRAP 8086 F X TRAP i- in a�I I / 4 � r` TRANS. 12" ABV. I I TRANS. 12" ASV. to I o = — — _ ♦ T O _ l` — — — — — — — —— / o 1,T. ►� WT. GONG \ \ bB \ A BRKPST NOOK J I I 4 k/ 42" HIGH I RAILING b080 SLDR I I 306Q FIX I ,!------ u \ —— — —BEAMED CEILING — — — — ---1 ��e" ' 6s 1(9,7i, 7)— I a _ \ 211-0" a? 18'-0� PRE -FAS 2'14" NT 15'-4 X / a f f I I `� DIIRECT VEN 11: ♦ ♦ REPLAGE6") iI — . ,, O In I I _ -; I 10° FLAT AN ;MP.) JFAMILY* .40 LI\)'ING RM. 1I ' VAULT I I ? p .},IC ` P �VAU�LT i�ii�i�**Ai I �� I I • COVERED BALCONY Dv. \,I I UP @ 12:12 I I UP @ 12:12 MASTER BEDROOM %�•��• 11.414: '� -� 7 i I PRE -FAB D. 111 4I . o .;: y� 111��uuu ° _ w►wd per TSS \ �' t TWO-51DE� ► .•...•. ��:.•�•�•��� :o NIA mu �[ — I I— — — — — — a -I \ F.P. / J Io • t e •i rr in ciT-11110" 5"-10" 81-5" 5'4" 14" COV FATI 100 -11215(12 HEARS 1 C"-5" 21_I 51-4" 21'-6" 31_21 5"-6" INS -A 1 j4 CAME ROOM 100 FLAT" -IO" a HALF WALL COUNTER A.. j; +' "" _ COFFEE BAR 4"_2" `111111■k 1 *UI3 ii IMII I illsAstos RCH 0 NG 516" Q BATH #5 100 FLAT 51 Q HR. RCH oma. f J I41-4" " PEEPROOM #5 I`� Q FLAT 0 `1'D U L WALL PER ENGINEER 71-1" 5"" 5-6" 14— 8'47" 13'-10 1' 5'-10" P L 6 II' I UTILITY 100 FLAT 1 nt--------tinlitt= !fl ' ,• - i l l s 1" "ci=c h (.714(c. 2V°). oLr76a4*1"_.* eiteMeet*Arlf" • 11 RIC1TT' * ""' BASEMENT LEVEL FLOOD. T.O.t 12 8 12 T.O.I. F.F. 12 an 12 SI ler 12 12 I8 ROOFING AS SPEC. J Ie „42" HIGH \ "RAILING .► .0I — t..irwmt nt II HIM lila 'fi 3115101.1.1011- •711111® ® 'RPS■� 1G■g1 • klatIMILI nen miner. 11111 � 'Wins ununnnnn■ 111111x: 1111111: IP1111111ir 111111 j uuuni 11111111n ulifitl}ilaliltli}I f}4ili !11 / r ; ail STUCCO A5 SPEC. 111111111111 STUCCO AS SPEC. -• )27' OFIN& AS C. i' 12 0 12 0" T.O.E. ft 12 12 12 12 111111111 42" HIGH RAILING 12 ■ I _� N■� ��a 11 ��wlli STUCCO AS SPEC. REAR ELEVATION II 111 low as1 a-. 'smarm; w .■ �teu8•ssat mime -® s-!.was-•wsome: 1 ime Mel a o! ■• .I_ ED LEFT ELEVATION SCALE: 1/8"=1'-0" \ TOP OF PLATE FINISHED FLOOR TOP OF PLATE 12 12 12 8 \ \ FINISHED FLOOR 1111111111111 I I I I I 111111111111 T.O.f�, F.F. STONE AS SPEC. 12 GALV. MT FLASHING Crt P.) e 12 SCALE: 1/8"=I' -O" Sem Him 7-# i euth Zoo? .ECG r-errirevnem,15 12 J \2 11 1111111111111 mnulmmMR 111111111111111111 r T F.F. T.0 F.F PJCIVI Vev4{td Rthcs/ Fe. tic, boa 12 8 42" HIGH RAILING T.O.fe. \F.F. tuUQ111 111111111 11ltllll Lunn F.F C� OA,* -gat 12/1o, (3 RIGHT ELEVATION SCALE: I/8"=1' -O" F.F. MIDPOINT OF HIGHEST PLANE SI It• tMf. -Si -am li! MSS ilaill die elan ilia III sash �iii���..-_�-11,10_{mss %1�_r_ r' •_»�AW X111111111 111111IlisotnolikaPPArel siti r, n•11111111111111111111111' �g ari Ti�!--r� LTi � ....,.., ____L______,.,,.....,_., _____n_ tri.,_ eei ;/iti l��7�Yst. �Cr 'Ina 4111,1e"." a111!tom'.- ilC_s litaleik.�i+� c! i ROO9NG AS SPEC q 8 112 141 i7 11.417 11 111enar `'• T 111111\Iuuuiuuuuuuuiuiuu uuiouuuiu mu uuIIIIII111111.1111 f ������rs�1� ®® ®® 2 ulII % si Illllalllllrlllllotti et- 40D0J0L0 r. aw- - i„ r- rais_r TOP OF PLATE STONE AS SPEC. FRONT ELEVATION y1icp•it LINE OF EXISTING D SCALE: I/4"=1' -O" STONE A5 SPEC. FINISHED FLOOR 0 n FINISHED GRADE REVISIONS 11 l u w o/ In u nW c7 uIcal) ai ET, 11.1 In ulu� II Il l u ISSUE DATE 07/20/11 PLAN u 1242 a-5