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HomeMy WebLinkAboutPlans7o 4- TOP !l -f ../".1_\. 72; \\/-1 I - 7 3 0 PElat-i IT a Fb E P 07° OC, 774- 47 7S 76'0 C79 30' • 400 720 (j iv C:7: A Q, 730 cY 7 5-' ) 14/ ! / 1 ONC) 740 — 34o% R 75 30•-, 0" LOT ID s-ELv. qua .5u2),DiviiioN G4PFILD Cr -hi: Or) elt "t" a'•* APPROVED SUBJECT TO NOTED EXCEPIIONS & NSPECTIONS GARFIELD COUNTY BUILDING DEPARTMEIka Date14/15101 Byg.1.0 FIELD COPY NO INSPECTION WITHOUT THESE PLANS ON SITE page of Tr, a, 0 / it 14 ittEs0 \ r /' ),\\ 0 0 m r N m T.O.W. 101 -0" -, 03,440 / 5'-8" �f T.O.W. 105'4" TYP. @ ROOF 3'-0" -1 r WALL STEP T.O.W. 100'-0" T.O.W. 99'-6" WALL STEP 24'-0" 18,-0" T.O.W. 99'-6" X WALL STEP 3'-0"-1 0 4" COK. SLAB W/6X6 WI.4XW1.4 WWM ON 6" DEEP 4"0 SCREENED AGGREGATE T.O.SLAB 99'-6" = 5342'-0" MATCH EXISTING rogrAL #5 OWLS. TO MATCH HORIZ. BARS. DRILL & EPDXY 5" EMBED. T.O.W 100'4" TYP UNO 10" X 20" FOOTING W/ (2) - #5 REBAR CONTINUOUS T.O.W 99'-6" WALL STEP 8" CONC. FNDTN W/ (2)-#5 REBAR TOP AND BOTTOM & #4 BARS @I 16" EACH WAY rr I I 1'-8" T T 8" 102'-6" L J 4 in 6.-2" —f 12'-4" 24'-8" WALL STEP TYP (2) PLACES L` r J� k1" "k\\\ -\\ \\ \\ \\ \\ \\ >> >> / / 7/ // 7/ 7/ // // // // // // // // // // // /I/ // 7/ // << << \\ \\ \\ \\\\\ \\ \\ \\(\/\\' \ \ / \ \\ \ / \\ \\ \/ \\ \\ \\ \\ \\ \\ \\ \\ \\/\\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\\\\\ \\\\\\ \\ \\ \\ \\ \\ \\ \\J\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\J\ \\ \\\ \ \\ \\ \\ \\ CONDITIONS OF PERMIT #BLDG -10-09-6142 000621 Elk Run Road October 13, 2009, 2009 1. This permit is for a Private Garage ONLY and is NOT to be used for any commercial use. 2. All work shall comply with the IRC and/or IBC, IMC, IPC and IECC as adopted and amended by Garfield County. 3. Items not shown in sufficient clarity and detail (IRC/IBC Section 106.1.1) shall be subject to review during inspection. 4. Prior to footing inspection submit the following for review and approval; a. "Architectural" floor plan indicating all new/existing walls, doors/windows/openings, stairs/handrails, adjacent spaces and uses, equipment locations and any other information needed to demonstrate compliance with adopter codes. b. Specific "architectural" building and/or wall sections indicating floor, wall, ceiling, roof and any other system assemblies at different applications. Indicate compliance with the IRC and IECC. ,•• \ /, \\ /, /\ \ \ / /"\ \\ // /, \\, \\ 1/11,1 \\ \ \ \ //1/// \ \ \ \ /, /, // // // // 1, // // /, /, /, // /, /1 /1 // // ////// \ \ // ,1 1\ \ /1 /, T \ \ \ /1 // \ \ \ \ 42' ,/ \ \ \ \ \ \\\ \\\// // \\\ �/// \/ •/ \ / V \; 8" CONC. WALL W/ #4 0 16" o.c. VERT. #4 ® 16" o.c. HORIZ. CC J U D=BEND DIAMETER HOOKS & BENDS 1d 15" MIN. X11 6 BARS SHALL BE IN CONTACT & WIRED TOGETHER LAP SPLICE BEND DIAMETER SCHEDULE BAR SIZE DIA.-CONC. BEND DIAMETER #3 THRU #5 D = 4d #6 THRU #8 D = 6d #9 THRU #11 D = 8d TYPE A Th1/4 HOOK TYPE A 135' STIRRUP & TIE HOOK GRADE BEAM STIRRUP BAR LAP SCHEDULE BAR SIZE DIA.-CONC. #3 THRU #6 40 BAR 0 #7 THRU #9 40 BAR 0 #10 THRU #11 54 BAR 0 TYPICAL REINFORCEMENT DETAILS N LAP 4 . SINGLE CORNER BARS MAYBE USED IN WALLS LESS THAN 5'-O" IN HEIGHT. . MATCH SIZE & SPACING OF HORIZ. WALL REINF. 2" CLR.-TYP, rte ® CORNER' BAR HORIZONTAL WALL REINF. (SEE WALL SECTIONS) Y LAP 4 BAR SIZE LAP (CONCRETE) LAP (MASONRY) #3 THRU #6 36 BAR 0 (18" MIN.) 40 BAR 0 #7 THRU #9 40 BAR 0 48 BAR 0 #10 THRU #11 54 BAR 0 TYPICAL CORNER AND INTERSECTION REINFORCEMENT jrHEADER PER PLAN 1/2" PLYWOOD W/ 8d ® 3" o.c. TYP. SIMPSON HTT16 W/ 5/8"0 ALL - THREAD DRILL & EPDXY 12" EMBED -r rr 1• .1 1, '1 I. 8d 0 3" o.c. (2) 2 x STUDS IN/ 8d 0 3" o.c. MIN. ALL PLATES AND HEADERS DBL SILL PLATE CONC WALL PER PLAN FOR SIZE & SPACING OF JOIST SEE PLAN BOUNDRY NAILING ( B.N.) 0 BOUNDARIES & CONTINUOUS PANEL EDGES INTERMEDIATE NAILING EDGE NAILING STAGGER PLYWOOD JOINTS NOTE: 1. PLYWOOD TO BE INSPECTED PRIOR TO COVERING. 2. STAGGER NAILS WHEN SPACING IS 2" OR 2 1/2" o.c. 3. SEE PLYWOOD SHEATHING NOTES. PLYWOOD LAYOUT 1/8" EDGE DISTANCE ALL JOINTS 3/8" MIN. EDGE DISTANCE © ALL NAILS LONG DIMENSION OF PLYWOOD TO RUN PERPENDICULAR TO JOIST MINIMUM SHEATHING SIZE TO BE 2'-0" x 4'-0" "ZIP -STRIP" REINFORCING PER PLAN ZIP STRIP CONTROL JOINT REINFORCING PER PLAN SAW CUT CONTROL JOINT 1. NOTES: SLABS SHALL BE CAST IN STRIPS 15'-O" WIDE MAXIMUM WITH CONSTRUCTION JOINTS OR CONTROL JOINTS AT A SPACING EQUAL TO THE STRIP WIDTH. 2. SAWCUT CONTROL JOINTS MAY BE USED IN BOTH DIRECTIONS SPACED AT 15-0" MAX. (ZIP - STRIP JOINTS MAY BE USED IN ONLY ONE DIRECTION.) 3. 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 WATER HAS EVAPORATED. 5. MOISTEN SUB -GRADE PRIOR TO PLACING CONCRETE. 6. APPLY MEMBRANCE CURING COMPOUND TO CONCRETE IMMEDIATELY AFTER CONCRETE FINISHING OPERATION. TYPICAL SLAB CONTROL JOINTS 4 (2) 2 x TOP PLATES SPLICE AS REQ'D. NAIL PER NAILING SCHEDULE SHT, S1.0 2 x CRIPPLES ® 16" o.c. 16d ® 12" o.c.� STAGGER (3) 16d TO HEADER FIRE BLK'G PER BUILDING CODE -J- -!- (1) STUD AT INTERIOR STUD WALLS (2) STUDS AT EXTERIOR STUD WALLS ti L HEADER PER PLAN OR (3) 2 x 10 TYP. (3) 2 x 6 INTERIOR NON BEARING, UPRIGHT NOT FLAT) (2) 2 x TRIMMER EXT. (1) 2 x TRIMMER INT. UNLESS NOTED OTHERWIS RER PLAN TYPICAL HEADER FRAMING PLYW. 8d 0 6" o.c. <41f,S CSO MANUF. e\ PLYW. SHEATHING PER PLYW. SHEATHING NOTE SHT. S1.0 2 x SOLID BLKG. T.N. W/ 8d 6" c.c. SIMPSON H3 EACH TRUSS 2 x 6 STUDS 0 16" o.c. TYP. HDR PER PLAN WHERE OCCURS S- Lh (o T'ztr - U #4 0 16".0.c. 36" T.O.W. ir SEE PLANS (2) #5 CONT. TOP & BOT. #4 @ 16" o.c. VERT. #4 ® 16" o.c. HORIZ. T.O.F. SEE PLANS (2) #5 CONT. #4 DOWELS 16"o. c. ro SLAB PER PLAN SLOPE SEE PLAN CC U 0 TONIC 2 x 6 STUDS 0 16" o.c. TYP. PLYWOOD SEE NOTE ON SHEET S1.0 T.O.W. SEE PLANS (2) #5 CONT. TOP & BOT. T.O.F. SEE PLANS (2) #5 CONT. 2 x 6 SILL PLATE W/1/2"0 A.B. 0 48" o.c. MAX. #4 DOWELS 0 16" o.c. ALT. LEG DIRECTION r 5 BOND BREAKER SLAB PER PLAN 6" FREE DRAINING GRANULAR MATERIAL. 8" CONC. WALL W/ #4 47, 16" o.c. VERT. #4 ® 16" o.c. HORIZ. • J U 0 SEE PLAN PLYWOOD SEE NOTE ON SHEET S1.0 T.O.W. SEE PLANS (2) #4 CONT. TOP & BOT. T.O.SLAB ir SEE PLANS irT.O.F. SEE PLANS (2) #5 CONT. 2 x 6 SILL PLATE W/1/2"0 A.B. (© 48" o.c. MAX. #4 DOWELS 16" o.c. ALT. LEG DIRECTION 1 1/2' CLR. BOND BREAKER SLAB PER PLAN 6" FREE DRAINING GRANULAR MATERIAL. SEE PLAN REINFORCING STEEL 1. REBARS: DEFORMED STEEL, ASTM SPEC. A615 GRADE 60. ALL REBAR BENDS TO BE MADE COLD. 2. CONCRETE PROTECTION: SLABS AND WALLS NOT EXPOSED TO EARTH OR WEATHER 1" CONCRETE DEPOSITED AGAINST EARTH WITHOUT FORMS 3" 3. CONCRETE EXPOSED TO WEATHER AFTER FORMING: #6 REBAR AND LARGER 2" CLEAR #5 REBAR AND SMALLER 1 1/2" CLEAR 4. REINFORCING IN CONCRETE PLACED AGAINST EARTH WITHOUT FORMS IS TO BE SUPPORTED WITH APPROVED NON-METALLIC CHAIRS, OR ANOTHER METHOD APPROVED BY THE ENGINEER. 5. PLACE 2-#5 2" FROM ALL SIDES OF OPENING (8 BARS TOTAL) WITH 2'-O" PROJECTION ON EACH END OF ALL WALL OPENINGS. 6. BAR LAP: CONCRETE: 40 DIA. U.N.O. MASONRY: 45 DIA. U.N.O. OR 24" MINIMUM WHICHEVER IS GREATER. STAGGER SPLICES ROOF PLYWOOD SHEATHING PLYWOOD OR OSB SHEATHING SHALL BE APA GRADE -TRADEMARKED C -D, EXPOSURE 1. ROOF DIAPHRAGMS SHALL BE 5/8", APA RATED SHEATHING, 40/20 PLACED WITH 8'-0" DIMENSION PERPENDICULAR TO THE JOIST, RAFTER OR TRUSS SPAN. END JOINTS SHALL BE STAGGERED. ATTACH PLYWOOD AT EDGES WITH 8d NAILS AT 6" o.c. AND AT INTERMEDIATE SUPPORTS WITH 8d NAILS AT 12" o.c. EXTERIOR WALL PLYWOOD SHEATHING PLYWOOD OR OSB SHEATHING SHALL BE APA GRADE -TRADEMARKED C -D, EXPOSURE 1. SHEATH ALL EXTERIOR WALLS WITH 1/2", APA RATED PLYWOOD SHEATHING, 20/0 WITH 8'-0" DIMENSION VERTICAL. BLOCK ALL EDGES. END JOINTS SHALL BE STAGGERED. STUDS SHALL BE 16" o.c. ATTACH PLYWOOD WITH 8d NAILS AT 6" o.c. AND AT INTERMEDIATE SUPPORTS WITH 8d AT 12" o.c. STRUCTURAL WOOD ALL WOOD MEMBERS SHALL BE DOUGLAS - FIR 19Z MAX MOISTURE CONTENT. MARKED BY A RECOGNIZED GRA NG AGE 2. WOOD GRADES (UNLESS NOTED OTHERWISE): (A). FOR HORIZONTAL MEMBERS: JOIST AND RAFTERS GRADE #2 BEAMS AND STRINGERS GRADE p1 LEDGERS GRADE #1 (B). FOR VERTICAL MEMBERS: 2 x 4 STUDS CONSTRUCTION GRADE 2 x 6 AND LARGER STUDS GRADE #2 POSTS AND TIMBERS GRADE #1 2 x 4 AND 2 x 6 STUDS SHALL BE FINGER JOINTED FOR VERTICAL USE ONLY. 3. CUTTTING, NOTCHING OR DRIWNG OF BEAMS OR JOISTS TO BE PERMITTED ONLY AS DETAILED OR APPROVED BY THE ENGINEER. 4. UNLESS OTHERWISE SPECIFIED, ALL NAILING SHALL CONFORM TO THE LATEST EDITION OF THE 1.8.0. 5. ALL NAILS SHALL BE STANDARD COMMON NAILS. 6. ALL BOLTS FOR WOOD CONNECTIONS SHALL BE A307, GRADE A. 7. ALL SILLS OR PLATES RESTING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED DOUG -FIR. BOLTS SHALL BE PLACED 9" FROM END OF A BOARD OR FROM A NOTCH AND SPACED AT INTERVALS AS NOTED. 8. ALL BOLT HEADS AND NUTS BEARING ON WOOD SHALL HAVE STANDARD CUT WASHERS. ALL BOLT HOLES IN WOOD SHALL BE DRILLED 1/32" DIAMETER LARGER THAN NORMAL BOLT DIAMETER. 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 INCLUDING PLATE THICKNESSES: WELDS: BEARING AREAS; AND SIZE; NUMBER AND LOCATION OF NAIL/BOLT HOLES. 10. PROVIDE BLOCKING OR BRIDGING PER LATEST EDITION OF THE I.B.C. 11. TOP PLATES OF ALL WOOD STUD WALLS TO BE 2 - 2 x #2 (SAME WIDTH AS STUDS), UNLESS NOTED OTHERWISE, LAP 48" (MINIMUM) WITH NOT LESS THAN 6 - 16d NAILS EACH LAP AND NOT MORE THAN 12" BETWEEN NAILS. 12. ADHESIVES USED FOR ANY FIELD GLUING SHALL CONFORM TO APA PERFORMANCE SPECIFICATION AFG-01. 13. ALL TYPICAL HEADERS SHALL BE (3) 2 x 10 AT 2 x 6 STUD WALL ALL TYPICAL HEADERS SHALL BE (2) 2 x 10 AT 2 x 4 STUD WALL 14. PROVIDE BUILT-UP WOOD COLUMNS OF (2) 2 x 6 AT 2 x 6 STUD WALL (OR (2) 2 x 4 AT 2 x 4 STUD WALL) OR A MINIMUM NUMBER OF STUDS TO EQUAL SUPPORTED BEAM WIDTH (UNLESS NOTED OTHERWISE ON PLANS). GLUE LAMINATED WOOD 1. MATERIALS, MANUFACTURE. AND QUALITY CONTROL FOR STRUCTURAL GLUED LAMINATED TIMBER SHALL BE IN CONFORMANCE WITH "AMERICAN LAMINATED TIMBER" AND AITC 117. "DESIGN AND MANUFACTURING". 2. PROVIDE UNITS CONFORMING TO AITC 117, 22FV6, D.F. FOR CONTINUOUS MEMBERS AND CANTILEVERS AND 24FV4 FDR 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: Ft, =2400 PSI Fy =165 PSI Fe =650 PSI E =1.8x106 PSI 3. MICRO -LAM (LAMINATED VENEER LUMBER) ALLOWABLE UNIT STRESSES FOR DRY CONDITION OF USE SHALL BE: Fb = 2600 PSI F = 285 PSI F = 750 PSI E = 1.9 x 106 PSI 4. ALL EXPOSED GLU-LAM BEAMS, SHALL CONFORM TO EXTERIOR EXPOSED CONDITION PER UNIFORM BUIUDING CODE SECTION 2312.7 1. DESIGN DATA: ROOF LOAD WIND LOAD GENERAL NOTES SNOW L.L. = 40 PSF D.L. = 15 PSF 90 MPH (0 30 HEIGHT) EXPOSURE B 2. THE FOLLOWING CODES AND EDITIONS WHERE USED INTERNATIONAL BUILDING CODE 2003 ACI BUILDING CODE (ACI 318-02) AISC MANUAL OF STEEL CONSTRUCTIN (9TH EDITION) NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS 2001) AITC TIMBER CONSTRUCTION MANUAL (5th EDITION) SEAC SNOW LOAD PUBLICATION 3. DO NOT BACKFILL AGAINST BASEMENT WALLS UNTIL BASEMENT SLAB AND MAIN FLOOR ARE IN PLACE 4. ANY CHANGES MADE TO ANY ONE OF THESE DRAWINGS WITH OUT CONSENT OF ODDO ENGINEERING, INC. RELIEVES ODDO ENGINEERING, INC. OF ANY LIABIUTY OF THE CONSTRUCTION DOCUMENTS. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MEANS AND METHODS OF CONSTRUCTION INCLUDING, BUT NOT LIMITED TO, SHORING, BRACING, AND TEMPORARY EXCAVATION. 6. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITES CONDITIONS BEFORE STARTING WORK AND NOTIFY THE ARCHITECT AND ENGINEER IMMEDIATELY OF ANY DISCREPANCIES. DO NOT SCALE DRAWINGS. 7. ALL OMISSIONS AND CONFUCTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER BEFORE PROCEEDING WITH WORK SO INVOLVED. 8. RESOLVE ANY CONFLICTS ON THE DRAWINGS WITH THE ARCHITECT AND ENGINEER BEFORE PROCEEDING WITH CONSTRUCTION. 9. COORDINATE ALL OPENINGS THROUGH FLOORS, WALLS AND ROOF WITH THE APPROPRIATE TRADES. NOTIFY ENGINEER IF ANY OPENINGS ARE TO BE CUT IN STRUCTURAL COMPONENTS. 10. PROVIDE ASPHALTIC MASTIC -COATING ON ALL STEEL AND WOOD EXPOSED TO THE EARTH. FOUNDATION AND EARTHWORK 1. SOILS REPORT: ASSUMED BEARING PRESSURE: 2500 psf ASSUMED LATERAL EARTH PRESSURE 45 pcf THE CONTRACTOR SHALL REVIEW THE SOILS REPORT AND FOLLOW ALL RECOMMENDATOINS THEREIN. FOUNDATION DESIGN ASSUMES THAT ALL RECOMMENDATIONS IN THE SOILS REPORT WILL BE IMPLEMENTED. 2. NOTIFY SOILS ENGINEER WHEN EXCAVATION IS COMPACTED SO THAT CONDITIONS MAY BE INSPECTED PRIOR TO PLACEMENT OF ANY FILL OR CONCRETE 3. ALL INTERIOR NON-BEARING, NON -SHEAR WALLS SHALL HAVE RAMSET/REDHEAD POWDER ACTUATED FASTENERS 1500, 1600 OR 1900 SERIES AT 24" o.c., 1" MINIMUM PENETRATION, OR APPROVED EQUAL. 4. FINISHED EXCAVATION FOR FOUNDATION SHALL BE NEAT AND TRUE TO LINE WITH ALL LOOSE MATERIAL AND STANDING WATER REMOVED FROM EXCAVATIONS. 5. 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 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 PROVIDED. CONCRETE 1. CONCRETE HAS BEEN DESIGNED AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE LATEST EDITIONS OF AMERICAN CONCRETE INSTITUTE BUILDING CODE, ACI 318 AND SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS, ACI 301. PROVIDE HOT OR COLD WEATHER PROTECTION PER ACI 305 AND 306. MINIMUM STRENGTH: F'c = 3000 PSI AT 28 DAYS ( STEMWALLS & FOOTINGS) F'c - 4000 PSI AT 28 DAYS ( FLATWORK) SLUMP: 4" t 1" NO WATER SHALL BE ADDED ON SITE. CONCRETE TO BE MIXED PER ASTM C94 MAXIMUM TEMPERATURE IN MIXER: 90 DEGREES F. AIR ENTRAINMENT 4.0-7.0% 2. CURING SHALL IMMEDIATELY FOLLOW THE FINISH OPERATION. KEEP CONCRETE CONTINUOUSLY MOIST FOR AT LEAST 7 DAYS USING A POLYETHYLENE FILM SECURELY HELD IN PLACE OR AN ALTERNATE METHOD APPROVED BY ARCHITECT. 3. TESTING: EMPLOY AN INDEPENDENT TESTING AGENCY ACCEPTABLE TO OWNER TO DESIGN CONCRETE MIXES AND TO PERFORM MATERIAL EVALUATION TESTS. PROVIDE 7 AND 28 DAYS CYLINDER TESTS. COMPLY WITH ASTM C143, 0173, C31 AND C39. 4. GROUT UNDER COLUMN BASE PLATES ETC, WITH HIGH STRENGTH, NON -SHRINK, NON-METAWC GROUT EQUIVALENT TO MASTERFLOW N0, 713 APPUED PER MANUFACTURER'S RECOMMENDATIONS, 5. CEMENT SHALL BE PER ASTM C150, TYPE II, LOW ALKALI. MIX DESIGNS: SUBMIT TO ARCHITECT FOR REVIEW BY ENGINEER A MINIMUM OF ONE WEEK PRIOR TO FIRST CONCRETE DELIVERY. MAXIMUM WATER/CEMENT RATIO: (BY WEIGHT) F'c = 3000 PSI W/c a 0.50 AGGREGATE: PER ASTM C33, MAXIMUM 1". NO ADMIXTURES CONTAINING CHLORIDE SALTS ARE PERMITTED. CONCRETE SHALL NOT BE IN CONTACT WITH ALUMINUM, FILE 2530-02/253002NOS1.0 SCALE= 48 AKPR Rte\ RD. DATE: 9-12-200 GENERAL NOTES AND TYPICAL DETAILS SCALE: 3/4"=12" S / • ED L L EXISTING FOUNDATION SHOWN WITH J L 16'-0" 14'-0" 21'-98" 18'-0" //\\\\ // /;/ \\\ // D // / / \\ \ // \)// / /1 1/ 1/ /1 /1 1/ 1/ /1 1/ 1/ 1/ // 1 /1 1/ 1/ /1 SHEET TITLE: FOUNDATION PLAN zN = 2 m D 0 N DRN. BY: RAS DATE: 09/12/09 JOB NAME: WHITAKER GARAGE NO. DESCRIPTION OF REVISION DATE BY CHKD. BY: DATE: ARCHITECT: ENGINEER: PROJECT MANAGER: KYLE WHITAKER CONTRACTOR: JOB N0: ERECTION BY: GENERAL NOTES: M -„,-,,..-irr7,r.t,c,.„0.......,,--„,,,,, 0,.. iignw sAn .--- b � co c Ol 4).43 -1--- - m m+ I I 11 11 L L EXISTING FOUNDATION SHOWN WITH J L 16'-0" 14'-0" 21'-98" 18'-0" //\\\\ // /;/ \\\ // D // / / \\ \ // \)// / /1 1/ 1/ /1 /1 1/ 1/ /1 1/ 1/ 1/ // 1 /1 1/ 1/ /1 SHEET TITLE: FOUNDATION PLAN zN = 2 m D 0 N DRN. BY: RAS DATE: 09/12/09 JOB NAME: WHITAKER GARAGE NO. DESCRIPTION OF REVISION DATE BY CHKD. BY: DATE: ARCHITECT: ENGINEER: PROJECT MANAGER: KYLE WHITAKER CONTRACTOR: JOB N0: ERECTION BY: GENERAL NOTES: m 01 --1 m r m --i O 6" „9-,66 9V1S 0 1 18'-0" rn X_ cn Z G1 D r CO 0 / 5'-0" 14'-0" i i \ \ i \ \ i \ \ i \ \ i \ \ \ \ �� \ \ L, \ 3NI1 E OId 9NIISIX3 16'-0" 21'-9 4" SHEET TITLE: FOUNOATION PLAN c = 3 m 0 w ORN. BY: RAS DATE: 09/12/09 JOB NAME: WHITAKER GARAGE NO. DESCRIPTION OF REVISION DATE BY CHKD. BY: DATE: ARCHITECT: ENGINEER: PROJECT MANAGER: KYLE WHITAKER CONTRACTOR: JOB NO: ERECTION BY: GENERAL NOTES: \ a ,9- 66 9V15 6'-6" 21'-94" W N V 0 C rn r— rn D 0 H1IM NMOHS 9NIISIX3 / / / / // // // // LL // // // // // // // // —7 / / / / / / / / / L J SHEET TITLE FOUNDATION PLAN ZN c= 3 co m O 4- DRN. BY: RAS DATE: 09/12/09 JOB NAME: WHITAKER GARAGE NO. DESCRIPTION OF REVISION DATE BY CHKO. BY: DATE: ARCHITECT: ENGINEER: PROJECT MANAGER: KYLE WHITAKER CONTRACTOR: JOB N0: ERECTION BY: GENERAL NOTES: 0' „9 66 9V1S'0'1 / 3'-0" 6" // 5'-6" t 6'-6" W O X W 11-0" N W 16'-0" 21'-94" SHEET TITLE: FOUNDATION PLAN JOB NO. DESCRIPTION OF REVISION DATE BY GENERAL NOTES SHEET NUMBER A-05 ORN. BY: RAS DATE: 09/12/09 NAME: WHITAKER GARAGE CHKO. DATE: ARCHITECT: BY: ENGINEER: PROJECT MANAGER: KYLE WHITAKER CONTRACTOR: JOB NO: ERECTION BY: u, 0 „9-,66 9b1S 0'1 \ \ \ / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / // / / // // // LJ X N O CN O X 0 SHEET TITLE: FOUNDATION PLAN z N = m 0 rn DRN. BY: RAS DATE: 09/12/09 JOB NAME: WHITAKER GARAGE NO. DESCRIPTION OF REVISION DATE BY CHKO. BY: DATE: ARCHITECT: ENGINEER: PROJECT MANAGER: KYLE WHITAKER CONTRACTOR: JOB NO: ERECTION BY: GENERAL NOTES: