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HomeMy WebLinkAboutB07-0115 PlansUO ' - Lj _ CON" TRUCTION NOTES CONSTRUCTION DOCUMENTS: 1. THESE DRAWINGS, PER THE INDEX OF PAGES, ARE TO BE USED IN CONJUNCTION WITH THE SPECIFICATION MANUAL ISSUED BY RKD, INC. 2. TOPOGRAPHIC SURVEY PERFORMED BY GORE RANGE SURVEYING DATED OCTOBER 19, 2004 3, SOILS INVESTIGATION AND REPORT TO PERFORMED BY LICENSED ENGINEER PRIOR TO EXCAVATION 4. COMPLY WITH REQUIREMENTS OF THE INTERNATIONAL RESIDENTIAL CODE, TOWN OF VAIL BUILDING DEPARTMENT, PLANNING AND ZONING PLANS: 1. FOR DATUM ELEVATION INFORMATION, REFER TO SITE PLAN. 2, ALL DIMENSIONS ARE TO FACE OF 2x6 OR 2x4 STUD FRAMING OR EDGE OF CONCRETE UNLESS NOTED OTHERWISE. 3. DO NOT SCALE DRAWINGS. CONTACT ARCHITECT FOR ANY DIMENSIONS MISSING OR ILLEGIBLE. 4. TYPICAL EXTERIOR WALL IS 5/8" GYP. BD. ON VAPOR BARRIER ON 2x6 STUDS SPACED PER STRUCTURAL, W/ R-19 BATT. INSULATION. SHEATHING PER STRUCTURAL, EXTERIOR FINISH VARIES. PROVIDE DOUBLE BOTTOM PLATE @ ALL WALLS WHICH BEGIN AT FLOOR LEVEL. 5. TYPICAL INTERIOR WALL IS 5/8" TYPE Y GYP. BD. ON EACH SIDE OF 2x4 OR 2x6 STUDS .SPACED PER STRUCTURAL. DOUBLE BOTTOM PLATES CAN BE PROVIDED AT CONTRACTOR'S OPTION. 6, ALL STRUCTURAL WOOD WHICH IS IN DIRECT CONTACT WITH CONCRETE WALLS OR SLAB ON GRADE ARE TO BE TREATED AS REQUIRED BY THE BUILDING INSPECTOR. 7• 2x4 FURRING WITH FULL BATT INSULATION @ CONCRETE WALLS ABOVE SLAB, TYP. UNLESS NOTED OTHERWISE. 8. DISTANCE BETWEEN DOOR JAMBS & ADJACENT WALLS ARE TYPICALLY 57 UNLESS .NOTED OTHERWISE. 9. SMOKE DETECTORS TO BE INSTALLED PER CODE. ROOF & CEILING PLANS, AND SECTIONS: 1. FOR DATUM ELEVATION INFORMATION, REFER TO SITE PLAN, 2, TOP OF PLATE DETERMINED BY SECTIONS AND ROOF PLAN. 3. ELEVATION @ T.O. ROOF MATERIAL TO BE DETERMINED BY MATERIALS. 4, ALL FLOOR LEVELS ARE TO TOP OF FINISHED FLOOR SURFACE UNLESS NOTED OTHERWISE. 5. DO NOT SCALE DRAWINGS. CONTACT ARCHITECT FOR ANY DIMENSIONS MISSING OR ILLEGIBLE. 6. COORDINATE PERIMETER DRAIN WITH SOILS ENGINEER 7. GRID LINES REPRESENT CENTERLINES OF WALLS 'AND BEAMS EXCEPT WHERE INDICATED AS REPRESENTING FACE OF WALL. ELEVATIONS: 1. FOR DATUM ELEVATION INFORMATION, REFER TO SITE PLAN. 2. ALL FLOOR LEVELS ARE TO TOP OF FINISHED FLOOR SURFACE UNLESS NOTED OTHERWISE. 3. DO NOT SCALE DRAWINGS. CONTACT ARCHITECT FOR ANY DIMENSIONS. MISSING OR ILLEGIBLE. 4• FINISHED, GRADES' ARE TO BE 6"...MIN. BELOW TOP OF CONCRETE FOUNDATIONS, UNLESS NOTED OTHERWISE. 5• COORDINATE PERIMETER DRAIN WITH SOILS ENGINEER SITE AND .GRADING: 1. SOILS INFORMATION IS TO BE CONFIRMED DURING EXCAVATION. 2. FINISHED GRADES ARE TO BE 6" MIN. BELOW TOP OF CONCRETE FOUNDATIONS, UNLESS NOTED OTHERWISE. 3. AREAS OUTSIDE OF THE LIMIT OF DISTURBANCE ARE TO BE PROTECTED WITH CONSTRUCTION FENCING DURING CONSTRUCTION. 4, COORDINATE PERIMETER DRAIN WITH SOILS ENGINEER 5. PROTECT TREES DESIGNATED NATED AS "EXISTING TO REMAIN" WITH CONSTRUCTION FENCING & STRAW BALES DURING CONSTRUCTION. MATERIALS 4 A: CONCRETE' STEEL STONE VENEER BATT ANSULATION WOOD SANDSTONE 'EARTH GRAVEL I wil I I mil I I GROUND LINE CMU STUD WALL SHINGLES CONTINUOUS INTERMITTENT - PLYWOOD RIGID INSULATION BLOCKING/ FRAMING BLOCKING DIRECTORY XWNER/GENERAL C0NTRACTG?,7 COL CONSTRUCTION BOB STEPHANOFF P.O. BOX 4573 VAIL, COLORADO 81658 PHONE (970) 390-4529 FAX (9 70) 467-3527 ARCHITECT: RKD ARCHITECTS INC. 137 MAIN STREET, SUITE G004 EDWARDS COLORADO 81632 PHONE (970) 926-2622 FAX (970)926-9822 JOB 04120 JACK SNOW CONTACT: JULIE SPINNATO • ZONING NOTES INDEX LOT AREA 9,043 SQ. FT. A1.1 SITE AND GRADING PLAN FLOOR AREA MAIN LEVEL 1,592 SQ. FT. FLOOR AREA LOWER LEVEL 950 SO. FT. A2.1, MAIN: FLOOR PLAN. 2 SQ.FT. - TOTAL LIVING AREA A SITE COVERAGE REDWINE ENGINEERS, INC. VAIL DAS SHONE FILING NO. 2 BOB REDWINE 0150 BEAVER CREEK BLVD. A-204 "ON, COLORADO 81620 r PHONE (970) 748-0711 FAX (970) 748-0722 2,082 SQ. FT. s us X LOT. 10 0 UWE OF Vasm FALWAL UkE OF WW FOUNDAIM LOT 12 I W. - M , H - - 6 a". - 7982.9 (BASIS OF 8"ATIONS) N . aimcmam 1013 04120 issuE DATE HEMIC 14OC 04 IES. DEV. 01 DEC 04 iES. DEV. 21 FEB 07 PERMIT 18 MAR 07 ASI #1 20 JUL 07 A2.3 ROOF ' PLAN A3.1 ELEVATIONS A3.2 ELEVATIONS A4.1 -BUILDINGISECTIONS A• .2 BUILDING A5.1 INTERIOR ELEVATIONS E2 ul LOWER LEVEL ELECTRICAL PLAN E21,2 MAIN LEVEL ELECTRICAL PLAN SO .02 FOUNDATION DETAILS SO. RAMINIG DETAILS SO .04 SHEAR WALL DETAILS S2.01 FOUNDATIOWPLAN S2,11 MAIN,. LEVEL FRAMING S2021 MAIM LEVEL FRAMING S5,01 FOUNDATION DETAILS S5.11 FRAMING �DE S5.1 STRUCTURAL DETAILS S5.21 ROOF'FRMING DETAILS S5.22 ROOF FRAMING DETAILS LOT. 10 0 UWE OF Vasm FALWAL UkE OF WW FOUNDAIM LOT 12 I W. - M , H - - 6 a". - 7982.9 (BASIS OF 8"ATIONS) N . aimcmam 1013 04120 issuE DATE HEMIC 14OC 04 IES. DEV. 01 DEC 04 iES. DEV. 21 FEB 07 PERMIT 18 MAR 07 ASI #1 20 JUL 07 E 1 =1 -0" GRFA: 1,487 SQ.FT. (- 537 Q.FT. GARAGE) = 950 SQ. FT. GRFA ! 0 I MPI F 137 MAIN STREET SUITE G004 P.O.BOX 5055 FOWARDS,C081632 970.926.2622 rkdorkdarch.com JOB #: 04120 ISSUE DATE SCHEMATIC 14 OCT 04 DES. DEV. 01 DEC 04 DES. DEV. 21 FES 07 PERMIT 18 MAR 07 4 MAIN LEVEL FLOOR PLAN GRFA: 1,592 -SQ.FT. GRFA OF RECbRD: i 04120 r MAIN LEVEL FLOOR PLAN GRFA: 1,592 -SQ.FT. GRFA OF RECbRD: i 04120 B#: ISSUE DATE MATIC 14 OCT 04 , >. DEV. 01 DE 04 i. DEV, 21 FER07 ERMIT 18 MAR 07 ASI #1 20 JUL 07 .dtr� � L; �- 118' -�' T &G SOFFIT' . ON 11 12 13 14 15 z 0 "fit\ �/? � t.•` f v�� ! 4'. 970.926.2622 rkdarkdarch.com « ._. . _. ....... _ _ « LL J.. T &G SIDING r• . _..._._.. .• r,:. 1, � y. `G; .. ,••.." U STUCCO----- _. «. «..... ....._..... _......_ .., __ «.... 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F. 3x► SHEET: Al T.O.SLAB 0 G ARAGE DOOR +85x_0„ 970.926.2622 rkdarkdarch.com « ._. . _. ....... _ _ « LL J.. T &G SIDING r• . _..._._.. .• r,:. 1, � y. `G; .. ,••.." U STUCCO----- _. «. «..... ....._..... _......_ .., __ «.... TIO S CEME NT I . _........�... . ............................... _.,. ................. _.....» ..... ............._... «........_..._ .... «.._.. «._...._. « »... _ _ _..._ ,/ _ _.._... _ _ ,._.._.... _«.__..� « «..._ ....... «.... _....._.._ «...., LIVINGF.F. _.... « .... .... . ... _.. ». «, _,..... «. _ ........ _. _ __ W. «_, __ .._.. _.__. __ _ _ _ «............ «.. , «. ,,..... « .................... s ss — '✓ +100 --3 « ,.. _ .... ... ......... ......_..._....... « «........I^w . «_...,..._.. «_._._.... ;I '1.;: - _........_ _.« ......... .. ........ ..__ ...... ..... «..... ....... .._. «, «.... ............... ............ __ ...... LOWE LEVEL F .F. _......_.... «.. ......_.... _... . ........ ............. ...... • I STAMP OF RECORD: SOUTH ELEVATION r LIV ING F.F. E R L EVEL Ul. SOB #: 04120 +95 >_3sx��'�"� ISSUE DATE SCHEMATIC 14 OCT 04 DES. DEV. 01 DEC 04 DES, DEV. .; 21 FEB 07 PERMIT 18 MAR 07 ASI #1 20 JUL 07 EN TR Y F. F. 3x► SHEET: Al T.O.SLAB 0 G ARAGE DOOR +85x_0„ inn �� --- ------ ------ ------- ---- ----------------------- .. ..... T 2 T.O.RQOF +12V-0"V MOM M M1 MOM 137 MAIN STREET SUITE G004 P.O.BOX 5055 EDWARDS, CO 81632 970.926.2622 rkdorkdarch.com MIMI LIVING F.F. ot IMIMIMMMM NIMIMMEM MMM CLAD WOOD WINDOWS I +I M 20 9 - 1 0 - T&G SIDING I . 411: LL LOWER LEV \-F+95$-3$* W w z z 0 4-\ENTRY F.F. QQp Alp 0 3 �wx Z . < 0 > OLT.O.SLAB C 0 t +85'—'o" 0 Z LL 0 0.0 > UJ 7 STAMP OF RECORD: JOB #: ISSUE SCHEMATIC DES. DEV. DES. DEV. PERMIT ASI #1 04120 DATE 14 OCT 04 01 DEC 04 21 FEB 07 18 MAR 07 20 JUL 07 A3.Z A c D E T T T T 137 MAIN STREET SUITE G004 P.O.BOX 5055 EDWARDS, CO 81632 970.926.2622 rkd(g?rkdarch.com MASTER F.F. +105'-3" LIVING F.F. +100'-3" LOWER LEVEL F.F. +95'-3" EX. GARAGE SLAB +94'-6" 2 SETION CC 1/4"=V-0" 1 I STAMP OF RECORD: JOB #: 04120 re.-Til Oki - 13 m A � ~ SECTION AA 1/4 ISSUE DATE SCHEMATIC 14 OCT 04 DES.DEV. 01 DEC 04 DES. DEV. 21 FEB 07 PERMIT 18 MAR 07 S HEET: A4 , fall r H MIM L � � MAIN STREET SUITE G004 P.O. BOX 5055 DWARDS, CO 81632 970.926.2622 rkd(grkdarch.com LOWER LEVEL � g -j,EX. GAR� OLT.O.(EX) SLA2, WP OF RECORD: LOWER LEVEL F-'l EX. GARAGE SLA + r 6 Wk ' . C- ISSUE DATE CHEMATIC 14 OCT 04 DES. DEV. 01 DEC 04 DES. DEV, 21 FEB 07 PERMIT 18 MAR 07 FREE STANDING TUB METAL PANELS - 4" CAST IN PLACE CONCRETE WOOD PANELS METAL SHELVES STONE TILE ROPE LIGHTING WOOD CABINETRY PAINTED DRYWALL PAINTED DRYWALL WOOD PANEL 4 "BACKSPLASH I a 0 I 3 MASTER BATH INTERIOR ELEVATION :. METAL CABLE RAILING • :i y w LIVING F.F. +100'-3" Id 137 MAIN STREET SUITE G004 R.Q.EiOX 5055 EDWA ADS, CO 81632 970.926.2622 rkd @rkda rcn. cam STAMP OF RECORD: JOB #: 04120 ISSUE DATE SCHEMATIC 14 OCT 04 DES. DEV. 01 DEC 04 DES. DEV. 21 FEB 07 PERMIT 18 MAR 07 SHEET: MAIN LEVEL ELECTRIC PLAN N 1/41#=l#-Ox 111"7 37 MAIN STREET SUITE G004 P.O.BOX 5055 EDWARDS, CO 81632 970.926.2622 rkd@rkdarch.com � _i 37 MAIN STREET SUITE G004 P.0.130X 5055 EDWARDS, CO 81632 970.926.2622 rkd @rkdarch.com • .• • �. • .• • .. t M t 6' -0" Y 4' -0j " Y 4' -0" Y 4' -0" Y 4' -0" Y 4' -0j " Y 5 ' -9 "x 6' -0" 6' -0" t 6' -0" t 6' -0#' t 4' -0j " i 4' -0" t 4' -0" I 4' -0" t 4' -0j " I 5' -9" t 5' -9" t 5' -9" t 5' -9" t 6' -6j " t 0 1 00 • • .a Electrical Legend Ceiling Fan Recessed Can Recessed Can - Directional Waterproof Light } Surface Mounted Fixture Wall Sconce 0 Pendant Light Fixture Q Junction Box Heat/LighttExhaust Fan Floor Outlet Switched Outlet Duplex Outlet Quad Outlet TV Television Outlet Lam! Telephone Outlet Single Switch $3 3-Way Switch $4 4 -Way Switch $D Dimmer Switch O Smoke Alarm Under Counter Strip Light V 1x4 Fluorescent fixture 0 2x4 Fluorescent fixture 7r��"7r Track Lighting All lighting, outlet and smoke alarm quantity and location to meet applicable codes. STAMP OF RECORD: tra7-WAMEff #LiyN1 SCHEMATIC 14 OCT 04 DES. DEV. 01 DEC 04 DES. DEV. 21 FEB 07 PERMIT 18 MAR 07 LOWER LEVEL ELECTRIC PLAN i ," n " C" -"" P. A r wr Q Lij a .1 ft �4 fO, 01 ON a n 1 4j SNOW IMPORTANCE FACTOR, Is. ........................ 1.0 5.) MINIMUM FLAT ROOF SNOW LOAD, Pf .. 100 PSF ( NOT REDUCED) 6.) ROOF LIVE LOAD (NON- SNOW) ....................... 20 PSF D. RESIDENTIAL ........... ............................... 40 PSF 4. DISCOVERY AND FIELD VERIFICATION A. DURING CONSTRUCTION, THE CONTRACTOR MAY ENCOUNTER EXISTING CONDITIONS WHICH ARE NOT NOW KNOWN OR ARE AT VARIANCE WITH PROJECT DOCUMENTATION (DISCOVERY). SUCH CONDITIONS MAY INTERFERE WITH NEW CONSTRUCTION OR REQUIRE PROTECTION AND /OR SUPPORT OF EXISTING WORK DURING CONSTRUCTION, OR MAY CONSIST OF DAMAGE OR DETERIORATION TO STRUCTURAL MATERIALS OR COMPONENTS WHICH COULD JEOPARDIZE THE STRUCTURAL INTEGRITY OF THE BUILDING(S). B. THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF ALL DISCOVERIES HE BELIEVES MAY INTERFERE WITH PROPER EXECUTION OF THE WORK OR JEOPARDIZE THE STRUCTURAL INTEGRITY OF THE BUILDINGS) PRIOR TO PROCEEDING WITH WORK RELATED TO SUCH DISCOVERIES. C. THE STRUCTURAL DOCUMENTS MAY SPECIFY DIMENSIONS, ELEVATIONS AND CONSTRUCTION CONDITIONS TO BE FIELD VERIFIED. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR FIELD VERIFICATION OF ALL SPECIFIED CONDITIONS PRIOR TO PROCEEDING WITH THE CONSTRUCTION OR FABRICATION OF ANY STRUCTURAL COMPONENTS RELATED TO SUCH CONDITIONS. THIS FIELD VERIFICATION SHALL BE MADE IN A TIMELY MANNER SO AS TO CAUSE NO DELAYS IN EXECUTION OF THE WORK. 5. STRUCTURAL STABILITY DURING CONSTRUCTION A. THE STRUCTURAL DRAWINGS ILLUSTRATE THE COMPLETED STRUCTURE WITH ALL ELEMENTS IN THEIR FINAL POSITIONS, PROPERLY SUPPORTED AND BRACED. B. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL CONSTRUCTION MEANS AND METHODS. C. THE CONTRACTOR, IN THE PROPER SEQUENCE, SHALL PROVIDE PROPER SHORING AND BRACING AS MAY BE REQUIRED DURING CONSTRUCTION TO ACHIEVE THE FINAL COMPLETED STRUCTURE, D. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SITE SAFETY ISSUES AS MANDATED BY FEDERAL, STATE AND LOCAL LAWS AND REGULATIONS. THE CONTRACTOR SHALL EMPLOY A ?COMPETENT PERSON? AS DEFINED IN OSHA REGULATIONS TO IDENTIFY SAFETY ISSUES. THE CONTRACTOR SHALL EMPLOY A ?QUALIFIED PERSON? AS DEFINED IN OSHA REGULATIONS TO SPECIFY THE RESOLUTION OF SAFETY ISSUES. E. THE STRUCTURAL STEEL FRAME IS "NON- SELF - SUPPORTING" PER AISC CODE OF STANDARD PRACTICE, 1986. TEMPORARY BRACING SHALL REMAIN IN PLACE UNTIL ALL FLOORS, WALLS, ROOF AND ANY OTHER SUPPORTING ELEMENTS ARE IN PLACE. THE STRUCTURAL DRAWINGS ILLUSTRATE THE COMPLETED STRUCTURE WITH ALL ELEMENTS IN THEIR FINAL POSITIONS, PROPERLY SUPPORTED AND BRACED. F. THE CONTRACTOR SHALL BE RESPONSIBLE FOR IDENTIFYING AND SPECIFYING ANY MODIFICATIONS TO THE STRUCTURE REQUIRED FOR COMPLIANCE WITH OSHA REGULATIONS AND GENERALLY ACCEPTED PRINCIPLES OF CONSTRUCTION. THE CONTRACTOR SHALL PROPOSE ALL SUCH MODIFICATIONS TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO CONSTRUCTION. 6. SUBMITTALS A. DEFERRED SUBMITTALS: THE FOLLOWING ITEM ARE ENGINEERED BY OTHERS. ENGINEERING AND DOCUMENTAION OF THESE ITEMS ARE TO BE PROVIDED BY OTHERS FOR REVIEW BY THE STRUCTURAL ENGINEER. AFTER REVIEW, THESE DEFERRED SUBMITTAL ITEMS WILL BE SUBMITTED TO THE BUILDING OFFICIAL. 1. MICRO -PILE FOUNDATIONS 2. TEMPORARY AND PERMANENT SHORING SYSTEMS 3.} PRECAST CONCRETE STRUCTURAL SYSTEM 4. PRE- ENGINEERED METAL BUILDING SYSTEM 5. STEEL JOISTS 6. METAL STAIRS 7. WOOD STAIRS 8. PRE - ENGINEERED WOOD ROOF TRUSSES 9. CURTAIN WALL B. FURNISH ONE SEPIA AND ONE PRINT OF SHOP AND ERECTION DRAWINGS TO STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. SUBMIT IN A TIMELY MANNER TO PERMIT 10 WORKING DAYS FOR REVIEW BY STRUCTURAL ENGINEER. C. FURNISH TWO SETS E S OF CONCRETE, GROUT AND MORTAR MIX DESIGNS INCLUDING STRENGTH TEST DATA AND MANUFACTURER'S LITERATURE ON ADMIXTURES FOR REVIEW BY STRUCTURAL ENGINEER NO LATER THAN 2 WEEKS PRIOR TO ON -SITE USE OF THESE MATERIALS. D. GENERAL AND SUB - CONTRACTOR NOTES: 1.) THE GENERAL CONTRACTOR SHALL REVIEW ALL SUBMITTALS PRIOR TO SUBMITTAL FOR REVIEW BY THE STRUCTURAL ENGINEER IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. 2.) THE STRUCTURAL DRAWINGS SHALL NOT BE USED AS BACKGROUNDS FOR SHOP OR ERECTION DRAWINGS. DRAWINGS PREPARED IN THIS MANNER AND SUBMITTED FOR REVIEW TO THE STRUCTURAL ENGINEER WILL BE RETURNED REJECTED AND CONSIDERED AS NOT BEING IN CONFORMANCE WITH THE PROJECT SPECIFICATIONS. D. ACTIVE LATERAL EARTH PRESSURE USED IN DESIGN:........ 35 PCF E. AT -REST LATERAL EARTH PRESSURE USED IN DESIGN :....... 50 PCF F. PASSIVE LATERAL EARTH PRESSURE USED IN DESIGN:...... 250 PCF G. COEFFICIENT OF SLIDING FRICTION:, .............. ....... 0.35 H. FOOTINGS SHALL BE PLACED ON UNDISTURBED NATURAL MATERIALS. THE CONTRACTOR SHALL REMOVE ANY LOOSE OR DISTURBED SOIL AND REPLACE WITH NON- EXPANSIVE STRUCTURAL FILL COMPACTED TO 951 STANDARD PROCTOR (ASTM D698) AS APPROVED BY THE SOILS ENGINEER. I. TOTAL LOAD SOIL BEARING PRESSURE USED IN DESIGN:... 2000 PSF 9. SLAB -ON -GRADE A. THE PREPARATION OF THE SUBGRADE FOR THE SLAB -ON -GRADE SHALL BE IN STRICT ACCORDANCE WITH THE GEOTECHNICAL ENGINEERS RECOMMENDATIONS; THE CONTRACTOR SHALL DIRECT QUESTIONS REGARDING THE SUBGRADE PREPARATION REQUIREMENTS TO THE GEOTECHNICAL ENGINEER. B. MOVEMENT OF THE SLAB -ON -GRADE MAY CAUSE DAMAGE TO ANYTHING CONNECTED TO BOTH THE SLAB AND OTHER PORTIONS OF THE SUPERSTRUCTURE, ISOLATION DETAILS FOR PARTITION WALLS, BASEBOARDS, PIPING, AND OTHER ITEMS MAY BE REQUIRED; REFER TO THE APPROPRIATE DRAWINGS OR CONSULT WITH THE RESPONSIBLE MEMBER OF THE DESIGN TEAM PRIOR TO CONNECTING ITEMS TO BOTH THE SLAB -ON- GRADE AND OTHER PORTIONS OF THE SUPERSTRUCTURE. 10. CONCRETE A. ALL CONCRETE SHALL BE NORMAL WEIGHT AGGREGATE UNLESS NOTED. CLEARLY IDENTIFY INTENDED USE FOR EACH MIX DESIGN SUBMITTED FOR APPROVAL. CONCRETE SHALL CONFORM TO THE FOLLOWING TABLE: TYPE 1 -II CEMENT. MINIMUM WATER/ D. REINFORCING: MILD STEEL REINFORCING SHALL BE MAX MINIMUM YIELD STRENGTH 60 KSI, EXCEPT WHERE RANDOM LAYUP. CONNECTIONS AND INSTALLATION PROCEDURES SHALL 1. GENERAL 7. SPECIAL INSPECTIONS CEMENT SLUMP AGGR AIR BE PER AITC 112, STANDARD FOR TONGUE-AND-GROOVE HEAVY PSI CONTENT WEATHER OR EARTH: IN SIZE (1) 2 TIMBER ROOF DECKING. MAXIMUM MOISTURE CONTENT FOR 2" A. THESE NOTES SHALL SERVE AS THE SPECIFICATIONS FOR THE STRUCTURAL A. SPECIAL INSPECTORS SHALL BE EMPLOYED BY THE OWNER TO INSPECT THE H. DETAIL BARS IN ACCORDANCE WITH "ACI DETAILING MANUAL ", 6.) BEAR OPENING HEADERS ON MULTIPLE JAMB STUDS AS FOLLOWS: 3000 DECKING SHALL BE 151, AND FOR 3 AND 4 INCH DECKING 191, 0.58 PORTION OF THE WORK. WORK DURING CONSTRUCTION AS DEFINED AND REQUIRED BY IBC CHAPTER 0 - 2 PUBLICATION SP -66, AND "BUILDING CODE REQUIREMENTS FOR REINFORCED 0. 1 STUD AT OPENINGS LESS THAN 8' -0" WIDE 5.5 0.58 2 -4 1 17. SPECIAL INSPECTIONS SHALL BE MADE OF THE FOLLOWING INTERIOR FLATWORK CONCRETE," ACI 318, LATEST EDITIONS. PROVIDE DETAILS INDICATING b. 2 STUDS MINIMUM AT OPENINGS GREATER THAN 8' -0" WIDE Q. LAG SCREWS: B. ARCHITECT'S APPROVAL MUST BE SECURED FOR ALL SUBSTITUTIONS. STRUCTURAL WORK: 3500 REINFORCING CONTINUITY AT CONSTRUCTION JOINTS. 7.) REFER TO DRAWINGS FOR SPECIAL STUD CONDITIONS 1. CONFORM TO ANSI /ASME STANDARD B18.2.1 -1981. 5 -7 ALL OTHERS NOT NOTED 1.) 1704.7 SOIL CONDITIONS 5.5 0.58 2 -4 2. CLEARANCE HOLE FOR SHANK SHALL HAVE THE SAME DIAMETER AS THE C. CHECK ALL DIMENSIONS ON STRUCTURAL DRAWINGS AGAINST ARCHITECTURAL CONTINUOUS AROUND I. PROVIDE ACCESSORIES NECESSARY TO PROPERLY SUPPORT REINFORCING AT F. ALL MULTIPLE MEMBER HEADERS, BEAMS AND POSTS MADE FROM FRAMING SHANK AND THE SAME DEPTH OF PENETRATION AS THE LENGTH OF DRAWINGS. POSITIONS SHOWN ON PLANS AND DETAILS. LUMBER SHALL BE NAILED TOGETHER TO FORM A SINGLE, COMPOSITE UNIT UNTHREADED SHANK. 8. FOUNDATIONS - FOOTINGS USING NO LESS THAN TWO ROWS OF 16d AT 12" O.C. 3.) LEAD HOLE FOR THREADED PORTION SHALL HAVE A DIAMETER EQUAL D. VERIFY OPENINGS THROUGH FLOORS, ROOFS AND WALLS WITH J. PLACE 2 - #5 (1 EACH FACE) WITH 2' -0" PROJECTION AROUND OPENINGS IN TO 701 OF DIAMETER OF UNTHREADED SHANK. - ARCHITECTURAL, MECHANICAL, CIVIL AND ELECTRICAL REQUIREMENTS. A. A SOILS INVESTIGATION HAS NOT BEEN PERFORMED FOR THIS PROJECT. CONCRETE; PLACE 1 - #4 (IN TOPPING) WITH 2' -0" PROJECTION AROUND G. COMPLY WITH MINIMUM STANDARDS FOR FRAMING CONNECTIONS AS SET 4.} THREADED PORTION OF LAG SCREW SHALL BE INSERTED INTO LEAD 1.} THE OWNER SHALL EMPLOY A QUALIFIED GEOTECHNICAL ENGINEER TO OPENINGS THROUGH FLOOR TOPPING SLABS, UNLESS NOTED. FORTH IN IBC TABLE NO. 2304.9.1 AND AS DETAILED. HOLE BY TURNING WITH A WRENCH, NOT BY DRIVING WITH A HAMMER. 2. GOVERNING BUILDING CODE: IBC 2003 INSPECT ALL FOUNDATION EXCAVATIONS PRIOR TO PLACEMENT OF 5.) USE SOAP OR OTHER LUBRICANT ON LAG SCREW OR IN LEAD HOLE TO CONCRETE FOR FOOTINGS, K. PROVIDE SLEEVES FOR ALL PIPES PLACED THROUGH CONCRETE, H. LAMINATED VENEER LUMBER (LVL) AND PARALLEL STRAND LUMBER (PSL): FACILITATE INSERTION AND PREVENT DAMAGE TO LAG SCREW. 3. LIVE LOADS USED IN DESIGN 2.) THE GEOTECHNICAL ENGINEER SHALL VERIFY THAT THE SAFE BEARING 1.) LVL OR PSL PRODUCTS SHALL BE PLANT FABRICATED IN A CAPACITY OF THE BEARING MATERIALS MEETS OR EXCEEDS THE L. NO OPENINGS OTHER THAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS CONTINUOUS PRESS WITH ALL GRAIN ORIENTED PARALLEL TO THE R. SUPERINSULATED PANELS: A. SEISMIC LOADS PER IBC 2003 ASSUMED TOTAL LOAD ALLOWABLE BEARING PRESSURE USED IN DESIGN SHALL BE PERMITTED UNLESS THE ARCHITECT'S AND STRUCTURAL LENGTH OF THE MEMBER. 1.) STRUCTURAL INSULATED ROOF PANELS SHALL BE MANUFACTURED BY R- 1.) EXEMPT FROM IBC2003 SECTIONS 1613 THROUGH 1622 PER 1614. 1.2 AS STATED BELOW. ENGINEER'S APPROVAL IS SECURED PRIOR TO THE PLACEMENT OF 2.) ALL LVL OR PSL PRODUCTS SHALL BE SUBMITTED FOR APPROVAL WITH CONTROL OR APPROVED EQUIVALENT, 3.) THE GEOTECHNICAL ENGINEER SHALL PREPARE WRITTEN REINFORCING STEEL. REFERENCE TO THE APPLICABLE CURRENT NATIONAL EVALUATION 2. ALL PANELS NEED TO HAVE AN ICBO APPROVAL. B. WIND PRESSURE PER IBC 2003 SPECIFICATIONS FOR SUITABLE BACKFILL MATERIALS AND PERFORM REPORT PREPARED BY CABO, OR CURRENT EVALUATION REPORT 3. SUPPLIERS SHALL FURNISH ALL PANELS, SPLINES, FASTENERS AND 1.} BASIC WIND SPEED (3 SEC GUST)., ............ ... 90 MPH COMPACTION TESTS ON APPROVED BACKFILL PLACED AGAINST M. ALL CONSTRUCTION JOINTS SHOWN ON THE DRAWINGS SHALL BE PREPARED PREPARED BY ICBO. MISCELLANEOUS ACCESSORIES. 2.} WIND EXPOSURE CATEGORY ............................... B FOUNDATION WALLS, BELOW SLABS -ON -GRADE AND BELOW BY ROUGHENING THE SURFACE OF THE CONCRETE SO THAT THE AGGREGATE 3.) LVL MEMBERS SHALL HAVE THE FOLLOWING ALLOWABLE STRESSES: 4.) STRUCTURAL INSULATED PANELS ARE TO BE INSTALLED PER THE 3.} WIND DIRECTIONALITY FACTOR, Kd .....................0.85 FOUNDATIONS. SHALL BE EXPOSED UNIFORMLY, LEAVING NO LAITANCE, LOOSENED 0. FLEXURAL TENSION OR COMPRESSION.......... 2600 PSI MANUFACTURER RECOMMENDATIONS. 4. WIND TOPOGRAPHIC FACTOR, Kzt ........................1.0 PARTICLES, OR DAMAGED CONCRETE. AS AN ALTERNATE, 2 X 4 b. HORIZONTAL SHEAR.......................... 285 PSI 5.) THE CONTRACTOR IS NOT TO CUT, NOTCH OR OTHERWISE ALTER THE 5.} WIND IMPORTANCE FACTOR, Iw ......................... 1.0 B. BOTTOM OF FOUNDATION OR GRADE BEAM SHALL EXTEND A MINIMUM OF 48 CONTINUOUS KEYWAYS MAY BE USED FOR CONSTRUCTION JOINTS. C. COMPRESSION PARALLEL TO GRAIN............ 2460 PSI PANELS WITHOUT THE WRITTEN PERMISSION OF THE STRUCTURAL INCHES BELOW ADJACENT FINAL GRADE. d. COMPRESSION PERPENDICULAR TO GRAIN........ 750 PSI ENGINEER AND THE SUPPLIER. C. ROOF N. SLABS, BEAMS AND JOISTS SHALL NOT HAVE JOINTS IN A HORIZONTAL e. MODULUS OF ELASTICITY ............... 1,800,000 PSI 6.) STRUCTURAL INSULATED ROOF PANELS ARE TO HAVE A MINIMUM OF 9 1.} GROUND SNOW LOAD, Pg ........................... 100 PSF C. DO NOT PLACE BACKFILL AGAINST FOUNDATION WALLS OR GRADE BEAMS PLANE. ANY STOP IN CONCRETE WORK MUST BE MADE AT CENTER OF SPAN 4.) PSL MEMBERS SHALL HAVE THE FOLLOWING ALLOWABLE STRESSES: 1/4" CORE. 2.) SNOW EXPOSURE FACTOR, Ce ........................... 1.0 UNTIL BRACING FLOORS ARE IN PLACE, OR OTHER ADEQUATE BRACING IS OR AT CENTER OF SUPPORT WITH VERTICAL BULKHEADS AND HORIZONTAL 0. FLEXURAL TENSION OR COMPRESSION.......... 2900 PSI 7.) PANELS ARE TO BE ATTACHED TO THE STRUCTURAL MEMBERS TO 3. SNOW THERMAL FACTOR, Ct . ............................1.0 INSTALLED. KEYS UNLESS OTHERWISE SHOWN. ALL CONSTRUCTION JOINTS SHALL BE b. HORIZONTAL SHEAR.......................... 290 PSI MAINTAIN A MINIMUM DIAPHRAGM LOADONG OF 500 PLF. 4j SNOW IMPORTANCE FACTOR, Is. ........................ 1.0 5.) MINIMUM FLAT ROOF SNOW LOAD, Pf .. 100 PSF ( NOT REDUCED) 6.) ROOF LIVE LOAD (NON- SNOW) ....................... 20 PSF D. RESIDENTIAL ........... ............................... 40 PSF 4. DISCOVERY AND FIELD VERIFICATION A. DURING CONSTRUCTION, THE CONTRACTOR MAY ENCOUNTER EXISTING CONDITIONS WHICH ARE NOT NOW KNOWN OR ARE AT VARIANCE WITH PROJECT DOCUMENTATION (DISCOVERY). SUCH CONDITIONS MAY INTERFERE WITH NEW CONSTRUCTION OR REQUIRE PROTECTION AND /OR SUPPORT OF EXISTING WORK DURING CONSTRUCTION, OR MAY CONSIST OF DAMAGE OR DETERIORATION TO STRUCTURAL MATERIALS OR COMPONENTS WHICH COULD JEOPARDIZE THE STRUCTURAL INTEGRITY OF THE BUILDING(S). B. THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF ALL DISCOVERIES HE BELIEVES MAY INTERFERE WITH PROPER EXECUTION OF THE WORK OR JEOPARDIZE THE STRUCTURAL INTEGRITY OF THE BUILDINGS) PRIOR TO PROCEEDING WITH WORK RELATED TO SUCH DISCOVERIES. C. THE STRUCTURAL DOCUMENTS MAY SPECIFY DIMENSIONS, ELEVATIONS AND CONSTRUCTION CONDITIONS TO BE FIELD VERIFIED. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR FIELD VERIFICATION OF ALL SPECIFIED CONDITIONS PRIOR TO PROCEEDING WITH THE CONSTRUCTION OR FABRICATION OF ANY STRUCTURAL COMPONENTS RELATED TO SUCH CONDITIONS. THIS FIELD VERIFICATION SHALL BE MADE IN A TIMELY MANNER SO AS TO CAUSE NO DELAYS IN EXECUTION OF THE WORK. 5. STRUCTURAL STABILITY DURING CONSTRUCTION A. THE STRUCTURAL DRAWINGS ILLUSTRATE THE COMPLETED STRUCTURE WITH ALL ELEMENTS IN THEIR FINAL POSITIONS, PROPERLY SUPPORTED AND BRACED. B. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL CONSTRUCTION MEANS AND METHODS. C. THE CONTRACTOR, IN THE PROPER SEQUENCE, SHALL PROVIDE PROPER SHORING AND BRACING AS MAY BE REQUIRED DURING CONSTRUCTION TO ACHIEVE THE FINAL COMPLETED STRUCTURE, D. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SITE SAFETY ISSUES AS MANDATED BY FEDERAL, STATE AND LOCAL LAWS AND REGULATIONS. THE CONTRACTOR SHALL EMPLOY A ?COMPETENT PERSON? AS DEFINED IN OSHA REGULATIONS TO IDENTIFY SAFETY ISSUES. THE CONTRACTOR SHALL EMPLOY A ?QUALIFIED PERSON? AS DEFINED IN OSHA REGULATIONS TO SPECIFY THE RESOLUTION OF SAFETY ISSUES. E. THE STRUCTURAL STEEL FRAME IS "NON- SELF - SUPPORTING" PER AISC CODE OF STANDARD PRACTICE, 1986. TEMPORARY BRACING SHALL REMAIN IN PLACE UNTIL ALL FLOORS, WALLS, ROOF AND ANY OTHER SUPPORTING ELEMENTS ARE IN PLACE. THE STRUCTURAL DRAWINGS ILLUSTRATE THE COMPLETED STRUCTURE WITH ALL ELEMENTS IN THEIR FINAL POSITIONS, PROPERLY SUPPORTED AND BRACED. F. THE CONTRACTOR SHALL BE RESPONSIBLE FOR IDENTIFYING AND SPECIFYING ANY MODIFICATIONS TO THE STRUCTURE REQUIRED FOR COMPLIANCE WITH OSHA REGULATIONS AND GENERALLY ACCEPTED PRINCIPLES OF CONSTRUCTION. THE CONTRACTOR SHALL PROPOSE ALL SUCH MODIFICATIONS TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO CONSTRUCTION. 6. SUBMITTALS A. DEFERRED SUBMITTALS: THE FOLLOWING ITEM ARE ENGINEERED BY OTHERS. ENGINEERING AND DOCUMENTAION OF THESE ITEMS ARE TO BE PROVIDED BY OTHERS FOR REVIEW BY THE STRUCTURAL ENGINEER. AFTER REVIEW, THESE DEFERRED SUBMITTAL ITEMS WILL BE SUBMITTED TO THE BUILDING OFFICIAL. 1. MICRO -PILE FOUNDATIONS 2. TEMPORARY AND PERMANENT SHORING SYSTEMS 3.} PRECAST CONCRETE STRUCTURAL SYSTEM 4. PRE- ENGINEERED METAL BUILDING SYSTEM 5. STEEL JOISTS 6. METAL STAIRS 7. WOOD STAIRS 8. PRE - ENGINEERED WOOD ROOF TRUSSES 9. CURTAIN WALL B. FURNISH ONE SEPIA AND ONE PRINT OF SHOP AND ERECTION DRAWINGS TO STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. SUBMIT IN A TIMELY MANNER TO PERMIT 10 WORKING DAYS FOR REVIEW BY STRUCTURAL ENGINEER. C. FURNISH TWO SETS E S OF CONCRETE, GROUT AND MORTAR MIX DESIGNS INCLUDING STRENGTH TEST DATA AND MANUFACTURER'S LITERATURE ON ADMIXTURES FOR REVIEW BY STRUCTURAL ENGINEER NO LATER THAN 2 WEEKS PRIOR TO ON -SITE USE OF THESE MATERIALS. D. GENERAL AND SUB - CONTRACTOR NOTES: 1.) THE GENERAL CONTRACTOR SHALL REVIEW ALL SUBMITTALS PRIOR TO SUBMITTAL FOR REVIEW BY THE STRUCTURAL ENGINEER IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. 2.) THE STRUCTURAL DRAWINGS SHALL NOT BE USED AS BACKGROUNDS FOR SHOP OR ERECTION DRAWINGS. DRAWINGS PREPARED IN THIS MANNER AND SUBMITTED FOR REVIEW TO THE STRUCTURAL ENGINEER WILL BE RETURNED REJECTED AND CONSIDERED AS NOT BEING IN CONFORMANCE WITH THE PROJECT SPECIFICATIONS. D. ACTIVE LATERAL EARTH PRESSURE USED IN DESIGN:........ 35 PCF E. AT -REST LATERAL EARTH PRESSURE USED IN DESIGN :....... 50 PCF F. PASSIVE LATERAL EARTH PRESSURE USED IN DESIGN:...... 250 PCF G. COEFFICIENT OF SLIDING FRICTION:, .............. ....... 0.35 H. FOOTINGS SHALL BE PLACED ON UNDISTURBED NATURAL MATERIALS. THE CONTRACTOR SHALL REMOVE ANY LOOSE OR DISTURBED SOIL AND REPLACE WITH NON- EXPANSIVE STRUCTURAL FILL COMPACTED TO 951 STANDARD PROCTOR (ASTM D698) AS APPROVED BY THE SOILS ENGINEER. I. TOTAL LOAD SOIL BEARING PRESSURE USED IN DESIGN:... 2000 PSF 9. SLAB -ON -GRADE A. THE PREPARATION OF THE SUBGRADE FOR THE SLAB -ON -GRADE SHALL BE IN STRICT ACCORDANCE WITH THE GEOTECHNICAL ENGINEERS RECOMMENDATIONS; THE CONTRACTOR SHALL DIRECT QUESTIONS REGARDING THE SUBGRADE PREPARATION REQUIREMENTS TO THE GEOTECHNICAL ENGINEER. B. MOVEMENT OF THE SLAB -ON -GRADE MAY CAUSE DAMAGE TO ANYTHING CONNECTED TO BOTH THE SLAB AND OTHER PORTIONS OF THE SUPERSTRUCTURE, ISOLATION DETAILS FOR PARTITION WALLS, BASEBOARDS, PIPING, AND OTHER ITEMS MAY BE REQUIRED; REFER TO THE APPROPRIATE DRAWINGS OR CONSULT WITH THE RESPONSIBLE MEMBER OF THE DESIGN TEAM PRIOR TO CONNECTING ITEMS TO BOTH THE SLAB -ON- GRADE AND OTHER PORTIONS OF THE SUPERSTRUCTURE. 10. CONCRETE A. ALL CONCRETE SHALL BE NORMAL WEIGHT AGGREGATE UNLESS NOTED. CLEARLY IDENTIFY INTENDED USE FOR EACH MIX DESIGN SUBMITTED FOR APPROVAL. CONCRETE SHALL CONFORM TO THE FOLLOWING TABLE: NOTES: 1. TOTAL AIR CONTENT PERCENTAGE RANGE. CHANGE TO 5 -7 IF EXPOSED TO FREEZING TEMPERATURES. B. ALL CONCRETE IN CONTACT WITH SOILS SHALL USE TYPE 1 -II CEMENT. MINIMUM WATER/ D. REINFORCING: MILD STEEL REINFORCING SHALL BE MAX MINIMUM YIELD STRENGTH 60 KSI, EXCEPT WHERE USE STRENGTH CEMENT CEMENT SLUMP AGGR AIR 1.) CONCRETE PLACED AGAINST EARTH ....................... PSI CONTENT WEATHER OR EARTH: IN SIZE (1) 2 3.) COLUMNS, GIRDERS, BEAMS ......................... SACKS /C.Y. RATIO EARTH.... 3/4" IN 1., FOOTINGS 3000 5.5 0.58 3 - 4 1 1 0 - 2 WALLS 3000 5.5 0.58 2 -4 1 5 -7 INTERIOR FLATWORK 3000 5.5 0.58 2 -4 0.75 0 -2 EXTERIOR FLATWORK 3500 6 0.48 2 -4 0.75 5 -7 ALL OTHERS NOT NOTED 3000 5.5 0.58 2 -4 0.75 4 -6 NOTES: 1. TOTAL AIR CONTENT PERCENTAGE RANGE. CHANGE TO 5 -7 IF EXPOSED TO FREEZING TEMPERATURES. B. ALL CONCRETE IN CONTACT WITH SOILS SHALL USE TYPE 1 -II CEMENT. C. SEE SPECIFICATIONS FOR ADDITIONAL DURABILITY REQUIREMENTS. D. REINFORCING: MILD STEEL REINFORCING SHALL BE ASTM A615 WITH A MINIMUM YIELD STRENGTH 60 KSI, EXCEPT WHERE NOTED AS 40 KSI. ALL REINFORCING REQUIRING WELDING SHALL CONFORM TO ASTM A706. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. E. REINFORCEMENT PROTECTION 1.) CONCRETE PLACED AGAINST EARTH ....................... 3" 2.) CONCRETE PLACED IN FORMS BUT EXPOSED TO WEATHER OR EARTH: 0. BARS #5 AND SMALLER ........................ 1 -1j2" b. BARS #6 AND LARGER ............................. 2 3.) COLUMNS, GIRDERS, BEAMS ......................... 1 -112" 4.) SLABS OR WALLS NOT EXPOSED TO WEATHER OR EARTH.... 3/4" 5. JOISTS ............... ............................... 1., 6.) CORE WALLS ........... ............................... 1„ F. REINFORCING PLACING TOLERANCES 1.) CLEAR DISTANCE FROM BARS TO: 0. SOFFIT ON EARTH .......................... +j- 1/2" b. FORMED SOFFIT... ......................... +/- 1/4" C. FORMED SIDE OR VERTICAL SURFACE.......... +J- 3/8" d. TOP SURFACE DEPTH 8" OR LESS .................... +j- 1/4" � 1) 2) DEPTH MORE THAN 8 ", NOT MORE THAN 24" +j- 1/2" (3) DEPTH MORE THAN 24 ................. +/- 1" 2.) SPACING OF BARS: 0. LONGITUDINAL BARS IN COLUMNS, GIRDERS, BEAMS. +/- 1/4" b. TIES AND STIRRUPS ........................ +/- 1" C. IN SLABS AND WALLS ....................... +j- 2" 3.) LONGITUDINAL LOCATION OF BENDS AND BAR ENDS: 0. AT DISCONTINUOUS END OF MEMBER........... +j- 112" b. ALL OTHER LOCATIONS... ............ _ ..... +/- 2" G. NO SPLICES OF REINFORCEMENT PERMITTED EXCEPT AS DETAILED OR AUTHORIZED BY STRUCTURAL ENGINEER. MAKE BARS CONTINUOUS AROUND CORNERS. WHERE PERMITTED, SPLICES MADE BY CONTACT LAPS, SHALL BE 36 BAR DIAMETERS MINIMUM. AS DETAILED OR AS APPROVED BY ARCHITECT AND STRUCTURAL ENGINEER. 0. ENSURE HORIZONTAL CONTINUITY IN WALLS AND FOOTINGS BY PROVIDING CORNER BARS AT WALL CORNERS AND INTERSECTIONS. UNLESS DETAILED OTHERWISE, CORNER BARS SHALL MATCH SIZE AND SPACING OF HORIZONTAL REINFORCING AND EXTEND A MINIMUM OF 36 BAR DIAMETERS BEYOND THE CORNER. P. TWO CONTINUOUS TOP AND BOTTOM BARS IN WALLS. Q. WIRE FABRIC REINFORCEMENT: LAP ONE AND A HALF MESH WIDTHS AT SPLICES AND WIRE TOGETHER. R. NO WELDING OF REINFORCING SHALL BE PERMITTED UNLESS SPECIFICALLY CALLED FOR OR APPROVED BY THE STRUCTURAL ENGINEER. S. DO NOT RE -BEND ANY BARS WITH A YIELD STRESS OF GREATER THAN 40 KSI. 11. STRUCTURAL STEEL A. STRUCTURAL STEEL: MINIMUM YIELD STRENGTH 50 KSI FOR WIDE FLANGES; 35 KSI (ASTM A53) FOR PIPES; 46 KSI FOR TUBES; 36 KSI ALL ELSE, UNLESS NOTED OTHERWISE. B. CONNECTIONS NOT OTHERWISE DEFINED ON THE STRUCTURAL DRAWINGS SHALL BE DESIGNED BY THE FABRICATOR. STRUCTURAL CALCULATIONS FOR THE CONNECTIONS BEARING THE SEAL OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF COLORADO SHALL BE SUBMITTED BY THE FABRICATOR FOR THE STRUCTURAL ENGINEER'S REVIEW. C. USE STANDARD FRAMED BEAM CONNECTIONS MEETING REQUIREMENTS OF "MANUAL OF STEEL CONSTRUCTION ", AISC 1989, WITH 3/4" MINIMUM DIAMETER A325 BOLTS (OR WELDED EQUIVALENT) UNLESS OTHERWISE NOTED. FOR BEAMS WITHOUT DESIGNATED LOADS ON DRAWINGS, SELECT CONNECTIONS TO SUPPORT 601 OF TOTAL UNIFORM LOAD CAPACITY IN BENDING FOR EACH GIVEN BEAM AND SPAN, PLUS THE REACTION DUE TO ANY CONCENTRATED LOADS. MINIMUM OF TWO (2) BOLTS PER CONNECTION. D. ALL A325 BOLTS MAY BE INSTALLED SNUG TIGHT AS DEFINED BY AISC. E. MINIMUM WELDS: AISC SPECIFICATION, NOT LESS THAN 3/16" FILLET, CONTINUOUS UNLESS OTHERWISE NOTED. F. ALL GROOVE WELDS TO BE FULL PENETRATION UNLESS NOTED. G. WELDERS: HAVE CURRENT EVIDENCE OF PASSING THE APPROPRIATE A.W.S. QUALIFICATION TESTS. H. SEE ARCHITECTURAL DRAWINGS FOR NAILER HOLES; ATTACHMENTS, ETC. I. STRUCTURAL STEEL SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE AISC SPECIFICATIONS AND CODE OF STANDARD PRACTICE AND WITH OSHA REGULATIONS, LATEST EDITIONS. J. THE CONTRACTOR AND STRUCTURAL STEEL SUPPLIER SHALL ADD ALL NECESSARY BOLTS, ANCHOR BOLTS, STIFFENER PLATES, STABILIZER PLATES, BRIDGING, BRACING, BEARING SEATS, COLUMN SPLICES, CLOSURES FOR OPENINGS, ETC. AS REQUIRED FOR COMPLIANCE WITH OSHA REGULATIONS. 12. TIMBER A. ALL TIMBER PRODUCTS SHALL BE IN ACCORDANCE WITH THE NATIONAL FOREST PRODUCTS ASSOCIATION, NATIONAL DESIGN SPECIFICATION, LATEST EDITION. B. ALL LUMBER SHALL BE VISUALLY GRADED AND HAVE A MAXIMUM MOISTURE CONTENT OF 191. C. FRAMING LUMBER: 2X6 AND LARGER, DOUGLAS FIR - LARCH; ALL ELSE: HEM -FIR IN THE FOLLOWING GRADES: 1. GENERAL FRAMING: STANDARD AND BETTER OR STUD. 2. STUDS: NO. 2 OR BETTER 3.) FLOOR JOISTS AND ROOF RAFTERS: NO. 2 OR BETTER. 4,) BEAMS, STRINGERS, POSTS AND TIMBERS: NO. 1 OR BETTER. 5.) APPROVED END - JOINTED LUMBER MAY BE USED INTERCHANGEABLY WITH SOLID -SAWN MEMBERS OF THE SAME SPECIES AND GRADE. END - JOINTED MEMBERS ARE TO BE USED IN VERTICALLY ONLY, END - JOINTED MEMBERS CANNOT BE USED HORIZONTALLY WITHOUT THE WRITTEN PERMISSION OF THE STRUCTURAL ENGINEER AND THE SUPPLIER. D. BRIDGING: BRIDGE BETWEEN JOISTS OR RAFTERS WHERE NOMINAL DEPTH - TO- THICKNESS RATIO EXCEEDS 5 WITH BEVEL -CUT DOUBLE- CROSSED WOOD N Y BRACING, OR WITH SOLID BRIDGING 2 " THICK B DE PTH OF JOIST. END NAIL SOLID BRIDGING TO JOISTS; NAIL BOTH ENDS OF CROSS- BRIDGING. SPACE BRIDGING AS REQUIRED BY CODE. PROVIDE SOLID BLOCKING BETWEEN JOISTS AND RAFTERS AT SUPPORTS. E. STUD WALLS: 1.) FRAME STUD WALLS WITH 2X STUDS @ 16" ON CENTER AS CALLED FOR ON THE DRAWINGS. 2.) PROVIDE A MINIMUM OF 3 STUDS AT CORNERS. 3.) SHIM FOR BEARING ON CONCRETE SUBSTRATES. GROUT WITH 1:3 PORTLAND CEMENT -SAND GROUT FOR FULL BEARING. 4.) WHERE MULTIPLE TOP PLATES ARE CALLED FOR IN THE CONTRACT DOCUMENTS, STAGGER SPLICES AND FACE NAIL PLATES TOGETHER. 5.) PROVIDE STUDS AT OPENING JAMBS AS FOLLOWS: 0. 2 STUDS AT OPENINGS LESS THAN 5'-0" WIDE b. 3 STUDS AT OPENINGS BETWEEN 5' -0" AND 8'-0" WIDE C. 4 STUDS MINIMUM AT OPENINGS GREATER THAN 8' -0" WIDE C. COMPRESSION PARALLEL TO GRAIN............ 2900 PSI d. COMPRESSION PERPENDICULAR TO GRAIN........ 750 PSI e. MODULUS OF ELASTICITY ............... 2,000,000 PSI I. BUILT -UP LVL AND PSL MEMBERS: CONNECT MULTIPLE MEMBERS USING 2 ROWS OF 1/2" DIAMETER THRU BOLTS SPACED AT 12" O.C. BOLT HOLES SHALL BE 1/2" IN DIAMETER AND LOCATED 2" FROM THE TOP AND BOTTOM OF THE MEMBERS. STAGGER ROWS AND PROVIDE A MINIMUM OF 2 BOLTS AT EACH END OF MEMBERS. J. GLUED LAMINATED TIMBERS (GLULAM): 1.) GLULAM MEMBERS SHALL BE MANUFACTURED FROM VISUALLY GRADED DOUGLAS FIR -LARCH LUMBER. 2.) PROVIDE MEMBERS WITH ALLOWABLE STRESSES CONFORMING TO THE FOLLOWING COMBINATION SYMBOLS AS SPECIFIED IN TABLES 5A AND 5B OF THE NATIONAL FOREST PRODUCTS ASSOCIATION, NATIONAL DESIGN SPECIFICATION, LATEST EDITION: 0. SIMPLE SPAN BEAMS.... ........... __ ....... 24F -V4 b. CANTILEVER OR CONTINUOUS SPAN BEAMS........ 24F -V8 C. COLUMNS, HANGERS AND TRUSS MEMBERS .............. 2 3.) THE TOP OF SIMPLE SPAN BEAMS SHALL BE CLEARLY MARKED WITH THE WORD "TOP" ON THE WOOD AND THE WRAPPING. 4.) REFER TO PLANS FOR REQUIRED CAMBER OF GLULAM MEMBERS. 5.) REFER TO PROJECT SPECIFICATIONS FOR APPEARANCE OF GRADING OF GLULAM MEMBERS. 6. ADHESIVE FOR GLULAM MEMBERS SHALL BE WATERPROOF. 7. GLULAM SUPPLIER SHALL MANUFACTURE MEMBERS IN ACCORDANCE WITH ANSI /AITC A190.1, LATEST EDITION. ALL MEMBERS SHALL BE MARKED WITH AN AITC QUALITY STAMP AND FURNISHED WITH AN AITC CERTIFICATE OF CONFORMANCE. K. LAMINATED MEMBER SIZES SHOWN ARE NET; OTHER MEMBER SIZES ARE NOMINAL. L. SOLID WEB I JOISTS: 1.) FLOOR AND ROOF JOISTS SHALL BE PRE - ENGINEERED SOLID WEB I JOISTS AS MANUFACTURED BY WILLAMETTE INDUSTRIES, INC., TRUS- JOIST MCMILLAN CORP., OR APPROVED EQUIVALENT. RE: PLAN AND DETAILS FOR JOIST SPACING AND DEPTH. MEMBERS SHALL BE FACTORY MANUFACTURED WITH ORIENTED STRAND BOARD (OSB) WEBS, LAMINATED VENEER LUMBER (LVL) OR MACHINE STRESS RATED (MSR) LUMBER FLANGES PER CODE APPROVAL BY ICBO. SUPPLIERS SHALL FURNISH ALL MEMBERS, WEB STIFFENERS, BLOCKING PANELS, END BLOCKS, JOIST HANGERS AND MISCELLANEOUS ACCESSORIES. THE CONTRACTOR IS NOT TO CUT, NOTCH OR OTHERWISE ALTER THE MEMBERS WITHOUT THE WRITTEN PERMISSION OF THE STRUCTURAL ENGINEER AND THE SUPPLIER. M. SHEATHING: 1.) CONFORM TO AMERICAN PLYWOOD ASSOCIATION (APA) DESIGN SPECIFICATION, LATEST EDITION. SHEATHING SHALL BE CONTINUOUS OVER THREE ADJACENT SPANS MINIMUM. 2.) FLOOR SHEATHING: 3/4" THICK TONGUE AND GROOVE APA RATED SHEATHING 32/16, EXPOSURE 1. NAIL TO SUPPORTS WITH 10d @ 6 INCHES O.C. AT ALL PANEL EDGES AND 10d @ 10 INCHES O.C. AT INTERIOR OF PANEL. GLUE FLOOR SHEATHING TO SUPPORTS WITH "TITE -BOND" (OR APPROVED EQUIVALENT). CONSTRUCTION ADHESIVE SHALL MEET APA AFG -01. 3.) ROOF SHEATHING: 112" THICK APA RATED SHEATHING 32j16, EXPOSURE 1. NAIL TO SUPPORTS WITH 8d @ 6 INCHES O.C. AT ALL PANEL EDGES AND 8d @12 INCHES O.C. AT INTERIOR OF PANEL. 4.) WALL SHEATHING: 1/2" THICK APA RATED SHEATHING, EXPOSURE 1. ORIENT PANELS WITH FACE GRAIN PARALLEL TO WALL STUDS. NAIL TO SUPPORTS WITH 8d @ 6 INCHES O.C. AT ALL PANEL EDGES AND 8d @ 12 INCHES O.C. AT INTERIOR OF PANEL, 5.) REFER TO DRAWINGS FOR SPECIAL SHEATHING OR NAILING REQUIREMENTS. N. ALL TIMBER CONNECTORS SHALL BE "STRONG -TIE" CONNECTORS AS MANUFACTURED BY THE SIMPSON STRONG -TIE CONNECTOR COMPANY. FOLLOW SUPPLIER'S INSTALLATION RECOMMENDATIONS. 0. PRE - ENGINEERED ROOF TRUSSES: 1.) SUPPLIER SHALL DESIGN AND FABRICATE TRUSSES TO CARRY LOADS SHOWN ON THE DRAWINGS PER THE 1990 EDITION OF NATIONAL FOREST PRODUCTS ASSOCIATION PUBLICATION, "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION, AND THE 1995 EDITION OF THE TRUSS PLATE INSTITUTE PUBLICATION, "DESIGN SPECIFICATION FOR METAL PLATE CONNECTED WOOD TRUSSES ". 2.) SUPPLIER SHALL FURNISH DRAWINGS TO THE ARCHITECT PRIOR TO FABRICATION BEARING THE SEAL OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF COLORADO. INCLUDED IN THESE DRAWINGS SHALL BE A PLAN SHOWING THE LOCATION OF THE TRUSSES WITH THE SUPPLIER' S MARK. 3.) NO OPEN JOINTS WHICH DEPEND ON THE STIFFNESS OF THE METAL CONNECTOR PLATE TO TRANSMIT STRESSES WILL BE PERMITTED. 4.) DURING ERECTION, CARE SHALL BE EXERCISED TO KEEP HORIZONTAL BENDING OF THE TRUSSES TO A MINIMUM. EXCESSIVE FLAT -WISE BENDING OF TRUSSES IS NOT PERMISSIBLE. 5.) THE DESIGN AND SUPPLY OF ALL TRUSS -TO -TRUSS CONNECTIONS SHALL BE THE RESPONSIBILITY OF THE TRUSS SUPPLIER. 6.) INCREASE IN ALLOWABLE STRESSES FOR THE DESIGN OF TRUSS MEMBERS AND CONNECTIONS DUE TO DURATION OF LOAD IS NOT PERMITTED. P. DECKING: 1.) DECKING SHALL BE TONGUE AND GROOVE MADE FROM SOLID TIMBER OR GLUED LAMINATED TIMBER. INSTALLATION SHALL BE CONTROLLED 137 MAIN STREET SUITE G004 P.0.130X 5055 EDWARDS, CO 81632 970.926.2622 rkdarkdarch.com STAMP OF RECORD: �C3 R J. :C3 13673 ..» Ln a p 7 »•` i Xis »» Abb�J JOB #: 07004 ISSUE DATE PERMIT SET 19 MAR 07 SHEET: GENERAL NOT ES so .Oi STD R 2x4 CONT KEY DISCONTINUE W.W.F. @ JOINT CONSTRUCTION STEEL C�r OR CONTROL JOINT X—X— uj _x_x_x COLUMN RE: ARCH FOR TREAD DIMENSIONS AND LAYOUT 1'-16" LAP PILASTER 1'-0" 4� 1'-0" 90 1 36 BAR 0 LAP R KEYED CONSTRUCTION JOINT PILASTE b2 3'- 0 "3 0,C. "O x' 0" SMO C O AT ONE TH DOWEL - O END TO C, PREVENT BOND CONSTRUCTION DISCONTINUE W.W.F. @ JOINT OR CONTROL JOINT WALL $ v r�'W\ ISOLATION JOINT - TYP uj 36 BAR 0 LAP X—X--X STD C:) HOOK U- 'g DOWELLED EXP JOINT #3 NOSING BAR ^ TYP 137 MAIN STREET SUITE G004 ' /4 " 0- P.o BOX 5055 #4 @ 12" O.C. EA WAY E Al DWA RDS, CO 81632 �61 970.926,2622 K J36 BAR 0 LAP rkdarkdaroh.cam _ x x 1 /2" ISOLATION JOINT MATERIAL co SAWCUT OR CONTROL JOINT PREFORM (2) #5 ED N NOTES: 1. CORNER BAR SIZE TO MATCH (SAW BETWEEN 4 TO 12 "8� PRIMARY HORIZ REINF. HOURS AFTER POUR) A LAB-ON S-GRADE JOIN T DTL S S LAB B AR DTLS SLAB - SLAB-ON-GRADE ISOLATION JOINTS KC -ON-GRADE STAIR DTI D CORNER �-o NO SCALE �.o NO SCALE � �.o NO SCALE �.o NO SCALE UJ z T.O. CONC 6 LL HEAVY HEX NUT z tz) I - = K_ � BEAM TYP TOP REINF 0 = STANDARD WASHER C, = 1/ 1) _j cr- 1- -1 %"Ox4" WALL ANCHORS CL * 2 2 z O.F. TOP REINF #4x (2) #5x I I I ui 2'-0" TYP a C_ 6 ui _ Z RE., DTLS FOR TOP & m O m A " 11 RE: SCHED BOTTOM R EINF - TYP It WASHER - T.O.W. A , - I. LF. c___1 co j EQ EQ I.F. TOP REINF T.O.W. RE: PLAN & DETAILS "' I.F. SPLICE BAR Ilk y S_ 0/27-5/-16<3 SIDES BEAM WIDTH + BELOW POCKET 1 3" /2 RE: PLAN & DETAIL � HOOK %"Ox4" WALL ANCHORS 0- HEAVY HEX NUT OR A— LENGTH 1/2" EA SIDE APE I STANDARD BOLT HEAD ME ff RE: SCHED CA` POCKET UJ X PLAN PLAN MONS (2) #5L2 -_0'/ ANCHOR BOLT SCHEDULE -END R 1 / 4 " WELD TO BEAM 0 > BOLT MINIMUM PLATE WASHERS END W 1/4' j LL CL THICKNESS u DIAMETER EMBEDMENT HOOK T.O.F. ( --I.F. TOP REINF 17 0 ) (16 0) LENGTH DIAMETER STD CORNER BARS 0 W + STOP @ POCKET MINUS FOR TOP STEEL RE: PLAN & DETAILS %" 10" 3" 2" ' /2 " 0 z 1 �„� T.O.F. '/4" 12" 5" 2" 1/2 0 IF RE: PLAN & DETAILS %" 14" 6" 2" 1/2" V, 16" 7" 21/2" '/2" > 11 /4 . 20" 8" 1 /2 " j k NOTE #4x 2'-0" NT CD z 0 1. ANCHOR BOLT STEEL GRADE SHALL BE ASTM F1554 GRADE 36 UNLESS NOTED TO MATCH FTG OTHERWISE IN COLUMN BASE PLATE SCHEDULE. I.F. TOP SPLICE < LONG REINF 2. REDUCE ANCHOR BOLT EMBEDMENT AS REQUIRED TO SATISFY MINIMUM CONCRETE COVER BAR - SIZE TO MATCH i n WHERE SPECIFIED AT BOTTOM OF FOOTINGS, ETC. - REFER TO GENERAL NOTES FOR ADDITIONAL INFORMATION. TOP REINF x 3'-0" > 1 THIS TABLE APPLIES ONLY TO ANCHOR BOLTS EMBEDDED IN STRUCTURAL CONCRETE. 4. ALL ANCHOR BOLTS WITH EXTERIOR OR BELOW GRADE EXPOSURE SHALL BE EL GROUT FOR FULL BRG EL ri HOT-DIP GALVANIZED. An, I NEW FDN I (E) FDN NEW FDN (E) FDN go (E) SLAB-ON-GRADE #4x1'-10" DOWELS @ 24" O V-4" 6" 1'-4" Jo 6" DRILL %"0 HOLE IN (E) CONC & NEW SLAB (E) SLAB STAMP OF RECORD T.O.W. I , T.O.W. I EPDXY GROUT W/ HILTI HIT HY150 T 7Z 00 a - RE: PLAN RE: PLAN _ 4- uj DRILL %"0 HOLE IN (E) CONC & M #4x1'-10" DOWELS @ 24" O.C. c): V-4" t/ EPDXY GROUT FDN WALL ' 1367 /` // / //` T.O.C. e, l 01 C> MATCH (E) X_x ...... w - / /�/ / // � o , A� --- __#4x1'-1O" DOWELS @ 24" O.C. M / // / `�o oOaO C DRILL %"0 HOLE IN ( CNC & EPDXY GROUT W/ HILT I HIT O HY150 // // / /// I / / JOB 07004 ISSUE DATE o PERMIT SET 19 MAR 07 V) r 7 r/ - 7 I / ff_� z z z W to rr cx C:> A r� rt; 0 w r. Q 0 ii r7 0 0 0 z r w w S VS , d- O 0 ry O m O NOTES: CONNECTOR PATTERNS SHOWN ARE FOR GANGED STUDS SHEATHED ON AT LEAST ONE NARROW FACE OF THE MEMBER 1 /2'0 THRU BOLTS @ 2' -0" O.C. - TYP LVL COLUMN DIMENSIONAL LUMBER 6d COMMON NAILS EE NOTE 2 NOTES: 1. PROVIDE A MINIMUM OF (2) STUDS @ EACH BEAM SUPPORT 2. FOR DIMENSIONAL LUMBER STUD PACKS, NAILING SHOWN IS FOR EACH PLY 3. STUD PACK MAY BE SUBSTITUTED FOR POST SIZE CALLED OUT; MATCH LUMBER GRADE. 4. PROVIDE TYPICAL SHEATHING NAILING TO EVERY OTHER STUD. M T.O.W. T.Q.S. ►► ■ s RE: PLAN ;ON CC COL CAP 1 WEB STIFF )E BEAM RE: PLAN CAP Il W/ 4 "0 BOLTS AM GA (2 MIN) POST RE: PLAN POST LOAD FR LEVEL(S) ABOV �. T.O. SNEATHIN{ RE: PLAN 1 "1 RE: PLAN NO SCALE T.O.S. T.Q.S. It 1 /4' END It STEEL BEAM - RE: PLAN SHIM TIGHT FOR FULL BRG W/ STEEL SHIMS W/ ( t l, 4 BO TS STEEL POST M RE: PLAN fE 1 2 " BASE IE W/ (4) 3 / 4 "0 BOLTS @ BEAM GA (2 MIN) STEEL BEAM RE: PLAN IV /4 WEB STIFF EA SIDE KING STUDS ABOVE TRIMMER ABOVE BLOCK JOIST SP BELOW TRIMMER STUDS BLOCK JOIST SP SOLID @ POST LOAD TYP WALL FRAMING I'11�►Cti toliy TO R FILLER EA SIDE " LENGTH CUT TO FIT x STUD WALL WIDTH BEAM W/ (2) 0.145 DRIVE PINS JD W/ (2) 16d R N EA SIDE EAM - BEAR FULL )F STUD WALL <4" L LAG ST TO BEAR TIGHT _L BRG STEEL S AS REQ'D q ftwww ww ' ler f 3/ T Kj c U STEE B Jl 3/4" = 1' —O" YP Y BASE R B OLTS MIN) WEB STIFF )E Jt LLL BEAM RE: PLAN CL SPLICE POST f I STEEL BEAM RE: PLAN fE 5 / STIFF EA SIDE SHIM TIGHT FOR FULL BRG W/ STEEL SHIMS W/ (2) t " '4 x BOLTS /2" . T.O.W. JfttL btAM R 1 /4" END R STEEL POST N ID COL CAP EXTENSION AS REQ'D _TS + 1 1 /2" EDGE AP IE W/ 6 BOLTS @ a (2 MIN) 137 MAIN STREET SUITE G004 P.O.BOX 5055 EDWARDS, CO 81632 970.926.2622 rkdarkdarch. com m iTAMP OF RECORD: Jub lit : UrUU4 ISSUE DATE PERMIT SET 19 MAR 07 ALL MULTIPLE -STUD POSTS AND TRIMMERS SHALL BE MADE CONTINUOUS BETWEEN LEVEL OF SUPPORTED MEMBER AND FOUNDATION, BEAM, OR HEADER (WHICHEVER COMES FIRST). i FRAMING Q MULTI --STUD POSTS POST CL SPLICE (OPTIONAL) Lv \ :, ar h d- r r`- 6 CL 0 0 ci z w 2 0 m O 1. "PLYWOOD" SHEATHING TO BE APA –RATED SHEATHING. STRUCTURAL WALL SCHEDULE ALL GYPSUM BOARD PANEL EDGES SHALL BE BLOCKED WHEN THE SHEAR PERMIT SET STUDS EMBEDMENT WALL LENGTHS ARE LESS THAN: 5'-4" FOR 8 -0" TALL; 6'-0" FOR 9'-0" 2. PLYWOOD SHEATHING NAILS TO BE COMMON. FTG DEPTH -3" TALL: 6'-8" FOR 10'-0" TALL. MARK STUD SPACING MARK STUD SPACING 4. MARK 10. STUD SPACI 5. MARK 11. STUD SPACING W1 DF #2 2x6 @ 16" O.C. W3 (I.E. 1ST FLOOR SHEARWALLS ARE CALLED OUT ON 2ND FLOOR PLAN). 6. W5 12. CONNECT SHEAR PANELS DIRECTLY TO STUDS. 7. W7 13. BLOCKING @ PANEL EDGES SHALL CONSIST OF 2x3 MINIMUM LUMBER PLACED W2 DF#2 2x6 @ 12" O.C. W4 FLAT AGAINST FACE OF SHEATHING W/ ADJOINING PLYWOOD EDGES BEING NAILED A W6 PER EDGE NAI W8 14, SHEATHING JQ.d� NO SCALE 15, RE: DETAILS THIS SHEET FOR TYPICAL CONNECTIONS AT TOP AND BOTTOM OF SHEAR WALLS. MARK SHEATHING EDGE NAILING BLOCKED? CAPACflY PLF CONN @ FOUNDATION CONN @ FLOOR ABOVE CONN @ FRAMING BELOW DRIVE PINS @ STEEL BEAM A 1 /2" GYP EACH FACE 6d @ 4" O.C. NO 250 1/2 "0 A.B. @ 48" Q.C. SIMPSON LS50 @ 24" O.C. 16d @ 6" O.C. 0.177 @ 6" O.0 B 1/2 PLYWOOD ONE FACE 8d @ 6" O.C. YES 260 1/2" A.B. @ 48" O.C. SIMPSON LS50 @ 24" O.C. 16d @ 6" O.C. 0.177 "0 @ 6" O.0 C 1/2" PLYWOOD ONE FACE 8d @ 4" O.C. YES 380 1 /2 "0 A.B. @ 24" O.C. SIMPSON LS50 @ 16" O.C. 16d @ 3" Q.C. (2) ROWS 0.177 @ 4" O.0 D 1 /2" PLYWOOD ONE FACE 8d @ 3" O.C. YES 490 1/2 "0 A.B. @ 24" O.C. SIMPSON LS50 @ 12" O.C. 16d @ 2" O.C. (2) ROWS 0.177 @ 4" O.0 j E i/2" PLYWOOD EA FACE 8d @ 2" O.C. 16 YES 640 1 / 2 "0 A.B. @ 24" O.C. SIMPSON LS50 @ 12" O.C. 16d @ 2" O.C. (2) ROWS 0.177 "0 @ 4" O.0 F 1 / 2 " PLYWOOD EA FACE 8d @ 4" O.C. YES 760 1 / 2 "0 A.B. @ 24" O.C. SIMPSON LS50 @ 12" O.C. 16d @ 2" O.G. (2) ROWS 0.177 1 0 @ 4" O.0 i G 1 /2" PLYWOOD EA FACE 8d @ 3" O.C. YES 980 1 / 2 "0 A.B. @ 16" O.C. SIMPSON LS90 @ 12" O.C. (2) ROWS 16d @ 3" O.C. (2) ROWS 0.177 "0 @ 3" O.0 H 1 / 2 " PLYWOOD EA FACE 8d @ 2" O.C. YES 1280 3 / 4 '0 A.B. @ 12" O.C. SIMPSON HGA10 @ 12" O.C. (2) ROWS 16d @ 2" O.C. (2) ROWS 0.177 "0 @ 3" O.0 HOLD –DOWNS MARK HOLD —DOWN EACH END UPLIFT CAPACITY (LBS) BOUNDARY POST REMARKS SHEAR WALL KEY 0 NO HOLD —DOWN 0 / SHEATHING HOLD –DOWN Fwl — A a STUD �_�INDICATES DIFFERENT SPACING HOLD –DOWN @ EA END 1 = HOLD –DAWN} 3 =RIG IGHT HOLD –DOWN) 1 SIMPSON MSTC28 W/ (16) 16d SINKERS 1225 (2) STUDS CLEAR SPAN = 16" MAX 2 SIMPSON MSTC52 W 48 16d SINKERS / ( ) 3680 (2) STUDS CLEAR SPAN = 16" MAX 3 SIMPSON MSTC66 W/ (68) 16d SINKERS 5350 (2) STUDS CLEAR SPAN = 16" MAX 4 SIMPSON PHD2 W/ 5/8 "0 THREADED ROD 3610 (2) STUDS USE W SIMPSON SIDS SCREWS / 5 SIMPSON HD2A W/ % "0 ANCHOR 2775 (2) STUDS 6 SIMPSON HD5A W/ 3 / 4 "0 ANCH 3705 (2) STUDS 7 SIMPSON HD6A W/ 7 /8 "0 ANCHOR 4405 (2) STUDS 8 SIMPSON HD8A W/ 7 /8 "0 ANCHOR 6465 (2) STUDS 9 SIMPSON HD10A W/ 7 /8 "0 ANCHOR 8310 (2) STUDS 10 SIMPSON HD14A W/ 1 "0 ANCHOR 13380 6x4 11 SIMPSON HD15 W/ 1 "0 ANCHOR 15305 6x6 1. "PLYWOOD" SHEATHING TO BE APA –RATED SHEATHING. 8. ALL GYPSUM BOARD PANEL EDGES SHALL BE BLOCKED WHEN THE SHEAR PERMIT SET RE: GENERAL NOTES FOR ADDITIONAL INFORMATION. EMBEDMENT WALL LENGTHS ARE LESS THAN: 5'-4" FOR 8 -0" TALL; 6'-0" FOR 9'-0" 2. PLYWOOD SHEATHING NAILS TO BE COMMON. FTG DEPTH -3" TALL: 6'-8" FOR 10'-0" TALL. 3. AT PLYWOOD SHEATHING, USE SCHEDULED NAILS @ 12" O.C. FOR FIELD NAILING. 9. BLOCKING @ GYPSUM BOARD PANEL EDGES SHALL BE THE SAME SIZE AS THE STUDS. 4. ALL PLYWOOD SHEATHING TO BE BACKED WITH 2" NOMINAL OR WIDER MEMBER. 10. STAGGER ALL VERTICAL GYPSUM BOARD PANEL EDGES @ ADJACENT COURSES. 5. WHERE PLYWOOD IS USED ON BOTH FACES, PANEL JOINTS SHALL BE OFFSET TO 11. WALLS ARE CALLED OUT ON THE FLOOR PLAN ABOVE FALL ON DIFFERENT FRAMING MEMBERS. (I.E. 1ST FLOOR SHEARWALLS ARE CALLED OUT ON 2ND FLOOR PLAN). 6. NAILS @ GYPSUM BOARD SHEATHING TO BE 6d COOLER OR 6d WALL BOARD NAILS. 12. CONNECT SHEAR PANELS DIRECTLY TO STUDS. 7. AT GYPSUM BOARD, FIELD NAILING IS TO MATCH PANEL EDGE NAILING. 13. BLOCKING @ PANEL EDGES SHALL CONSIST OF 2x3 MINIMUM LUMBER PLACED FLAT AGAINST FACE OF SHEATHING W/ ADJOINING PLYWOOD EDGES BEING NAILED A SHEAR WALL SCHEDULE PER EDGE NAI 14, RE: ARCH FOR COMPOSITION. JQ.d� NO SCALE 15, RE: DETAILS THIS SHEET FOR TYPICAL CONNECTIONS AT TOP AND BOTTOM OF SHEAR WALLS. 16. USE 3x STUDS FOR FULL LENGTH OF SHEAR WALL El W1 —A1,3 SHEAR WALL - RE: SCHEDULE ON SQ.Q3 T.O.P LYWOOD T.O.S. A o , 11� • SHEAR WALL (BELOW FRAMING) 3 SHEAR WALL HOLD –DOWN RE: SCHEDULE (@ BOTTOM OF WALL) SH EAR WALL FOR ADDITIONAL INFORMATION RE: SHEAR WALL SCHEDULE SHEAR WALL BOUNDARY POST STRAP HOLD –DOWN NAILS CALLED OUT IN SCHEDULE ARE TOTAL FOR STRAP (EXCLUDING CLEAR LENGTH) STEEL BEAM W/ 6x BLOCKING @ STRAP J J m z � 1 • 111 FOR ADDITIONAL INFORMATION RE: SHEAR WALL SCHEDULE SHEAR WALL BOUNDARY POST @ EA END OF WALL ^ RE: SCHEDULE 2x STUD WALL- RE: PLAN BLOCKING @ PANEL EDGES AS REQUIRED - RE: SCHEDULE 2ND LAYER OF SHEATHING AS REQUIRED RE: SCHEDULE H 1 � SHEAR WALL HOLD –DOWN @ EA END OF WALL - RE: SCHEDULE CONNECTION @ FOUNDATION - RE: SCHEDULE FOR ANCHOR BOLT SIZE AND SPACING y 00 SHEATHING - RE: SCHEDULE FOR THICKNESS AND NO. OF LAYERS IF ONE LAYER OF PLYWOOD IF INTERMEDIATE NAILING � SPECIFIED, IT CAN BE APPLIED @ EITHER FACE I I PANEL EDGE NAILING 4 a ,a i 1� • r e � SHEAR WALL BOUNDARY POST SIMPSON HOLD –DOWN RE: SCHEDULE BOLTS PER SIMPSON CATALOG THREADED R THROUGH JC 1 11 C HOLE 0.04 3/4" = 1' -0" HOLD –DOWN ANCHOR 0 REQUIRED LOAD (LBS EPDXIED HOLD –DOWN ALTERNATE DATE PERMIT SET EMBEDMENT DEPTH IN WALL EMBEDMENT 5/g "0 4500 10" FTG DEPTH -3" 7 /$ "0 8310 15" FTG DEPTH -3" > 1"o N/A NOT ALLOWED NOTES: 1. THREADED ROD TO BE A307 MATERIAL ANCHOR BOLT PER SIMPSON CATALOG 2. EPDXY TO BE SIMPSON SET HIGH STRENGTH OR EPDXIED HOLD –DOWN ALTERNATE EPDXY. SUBSTITUTION EPDXY MUST HAVE ICBO @ CONTRACTOR'S OPTION APPROVAL FOR LOADS GIVEN IN TABLE. 3. INSTALL RODS PER MANUFACTURER'S INSTRUCTIONS. I i� • ' lil SHEAR WALL BOUNDARY POST STRAP HOLD –DOWN NAILS CALLED OUT IN SCHEDULE ARE TOTAL FOR STRAP (EXCLUDING CLEAR LENGTH) STUD WALL I STRAP H -D @ BEAM /JOIST K 3/4" = 1' –O" BLOCKING TO F SHEAR WALL :HEDULE G RE: SCHEDULE FLOOR 11 am SHEAR WALL _L @ PERP JOISTS MAni ln" M NAILING AN ABOVE aLL w 1 1 • r BENS OF BEAM AS REQUIRED � mmo FULL E @ 48" T.O. PLYWOOD SHEAR WALL MAN i� FOR ADDITIONAL INFORMATION RE: SHEAR WAL SCH EDULE SHEAR WALL BOUNDARY POST HOLD –DOWN STRAP CUT SLOT THROUGH PLYWOOD FOR STRAP MAKE SLOT AS SMALL AS POSSIBLE NAILS CALLED OUT IN SCHEDULE ARE TOTAL FOR STRAP (EXCLUDING CLEAR LENGTH) • ' / 1 11 NAILS CALLED OUT IN SCHEDULE ARE TOTAL FOR STRAP (EXCLUDING CLEAR LENGTH) T.O.PLYWOOD A, 111 r A nlnni inAr'll h "AILING T AS SHOWN HEAR WALL J TO TOP WALL ULE RE: SCHEDULE 137 MAIN STREET SUITE G004 P" O. BOX 5055 EDWARDS, CO 89632 970.926.2622 rkdarkdarch. com JOB # : 07004 ISSUE DATE PERMIT SET 19 MAR 07 J SHEAR WALL ABOVE SHEAR W ALL 2 3 5 10 13 14 1 61-olf T 6'-0' T 6'-0' 6'-0" TIV-W 7 51-9. T 5 1 -9 1, 11 7 514' 7 plim | W.W. = VZ-N �� = 0/ � �� | C-4 _!� __o� 11) FOUNDATION PLAN EOUNDATION PLAN NOTES: 1. ALLOWABLE SOIL BEARING PRESSURE = 2000 P3F 2� SLAB-ON-GRADE SHALL BE 4 INCH THICK NORMAL WEIGHT CONCRETE l REINFORCE SLAB-0N-GRADE WITH 6X6/W2.1XW2.1 W.YKF. CENTERED IN SLAB 4. LOCATE SLAB-ON-GRADE CONTROL AND CONSTRUCTION JOINTS TO CREATE APPROXIMATELY SQUARE PANELS W[A8U0NC LESS THAN 200 SQUARE FEET IN AREA. LOCATE JOINTS ON COLUMN CENTERLINES WHERE POSSIBLE. l0C 5. TOP OF CONCRETE SLAB ELEVATION NOTED THUS: ON PLAN. G. TOP OF WALL [L[Y0lON INDICATED THUS' T,0W = XX'-X" ON PLAN. 7. BOTTOM OF WALL ELEVATION INDICATED THUS ON PLAN. O. CENTER FOOTINGS UNDER WALLS UNLESS DIMENSIONED OTHERWISE ON PLAN. �� 8. FOOTING TYPE INDICATED THU3:\�/ON PLAN. RE: SCHEDULE ON THIS SHEET FOR ADDITIONAL INFORMATION. 10. STEP IN BOTTOM OF WALL INDICATED THUS: N PLAN. 11. STEP IN TOP OF WALL INDICATED THUS: --A ON PLAN. 12. POST SIZES INDICATED THUS: <X> ON PLAN. RE: SCHEDULE ON THIS SHEET FOR POST SIZES. �� 13. CONTRACTOR SHALL VERIFY AND MAINTA 48" FROST DEPTH T0 BOTTOM OF FOOTINGS. SPREAD FO0"nNG SCHEDULE MARK | W.W. = VZ-N �� = 0/ � �� | C-4 _!� __o� 11) FOUNDATION PLAN EOUNDATION PLAN NOTES: 1. ALLOWABLE SOIL BEARING PRESSURE = 2000 P3F 2� SLAB-ON-GRADE SHALL BE 4 INCH THICK NORMAL WEIGHT CONCRETE l REINFORCE SLAB-0N-GRADE WITH 6X6/W2.1XW2.1 W.YKF. CENTERED IN SLAB 4. LOCATE SLAB-ON-GRADE CONTROL AND CONSTRUCTION JOINTS TO CREATE APPROXIMATELY SQUARE PANELS W[A8U0NC LESS THAN 200 SQUARE FEET IN AREA. LOCATE JOINTS ON COLUMN CENTERLINES WHERE POSSIBLE. l0C 5. TOP OF CONCRETE SLAB ELEVATION NOTED THUS: ON PLAN. G. TOP OF WALL [L[Y0lON INDICATED THUS' T,0W = XX'-X" ON PLAN. 7. BOTTOM OF WALL ELEVATION INDICATED THUS ON PLAN. O. CENTER FOOTINGS UNDER WALLS UNLESS DIMENSIONED OTHERWISE ON PLAN. �� 8. FOOTING TYPE INDICATED THU3:\�/ON PLAN. RE: SCHEDULE ON THIS SHEET FOR ADDITIONAL INFORMATION. 10. STEP IN BOTTOM OF WALL INDICATED THUS: N PLAN. 11. STEP IN TOP OF WALL INDICATED THUS: --A ON PLAN. 12. POST SIZES INDICATED THUS: <X> ON PLAN. RE: SCHEDULE ON THIS SHEET FOR POST SIZES. �� 13. CONTRACTOR SHALL VERIFY AND MAINTA 48" FROST DEPTH T0 BOTTOM OF FOOTINGS. NOTES: 1. CENTER SPREAD FOOTING ON COLUMN, GRADE BEAM, OR FOUNDATION WALL UNLESS NOTED OTHERWISE ON PLAN. 2. WHERE LONG DIRECTION BARS ARE SPECIFIED, POSITION THIS LAYER CLOSEST TO BOTTOM OF FOOTING. NO SCALE SPREAD FO0"nNG SCHEDULE MARK FOOTING SIZE MARK REINFORCING SIZE < 2x6 DF#2 HSS3x3x/ (4) 2x6 DF#2 HSS4x4x <�> (5) 2x6 DF#2 HSS5x5xl/ NOTES: 1. CENTER SPREAD FOOTING ON COLUMN, GRADE BEAM, OR FOUNDATION WALL UNLESS NOTED OTHERWISE ON PLAN. 2. WHERE LONG DIRECTION BARS ARE SPECIFIED, POSITION THIS LAYER CLOSEST TO BOTTOM OF FOOTING. NO SCALE 1m MAIN STREET SUITE G004 P.o'Boxs05s ecuwxRoa.00016o2 970�926.2622 rxdO,muano».com Mh �� ^= STAMP opRECORD: JOB #: POST SCHEDULE ISSUE MARK SIZE MARK SIZE < 2x6 DF#2 HSS3x3x/ (4) 2x6 DF#2 HSS4x4x <�> (5) 2x6 DF#2 HSS5x5xl/ 1m MAIN STREET SUITE G004 P.o'Boxs05s ecuwxRoa.00016o2 970�926.2622 rxdO,muano».com Mh �� ^= STAMP opRECORD: JOB #: 07004 ISSUE DATE ' PERMIT SET | '' 19 MAR 07 ' WWA c7 0 co C) uj { Q a cv ci uj cn v- o r. 0 co z m Ni O c A 7 IN { co C co E 1 2 3 4 6' -0" 6' -0" 6' -0" 6" -0" 5 f 6 4' —QY" N 7 4' -O" 4' -O" T4'-O" 9 1� 4' °OY" i I f 1 I I 5' -9" 6' 15) MAIN FLOOR FRAMING PLAN Z 1/4 1' = l'—O" FLOOR FRAMING NOTES: 1. FLOOR DESIGN CRITERIA: DL = 25psf LL = 40psf LL DEFL = L /600 2. EXTERIOR WOOD DECK CRITERIA (NOT COVERED): DL = 70psf LL = 100psf LL DEFL = L/480 3. ALL FLOOR JOISTS ARE 11 7/8" TJI 210 AT 16" O. C. U. N. 0. 4. ALL WOOD BEAMS ARE DF #1 UNLESS NOTED OTHERWISE 5. FLOOR SHEATHING IS 3/4" APA RATED SHEATHING. SPAN INDICATED: --,- 6. INDICATES STONE VENEER ABOVE FLOOR 7. SHEAR WALLS INDICATED THUS : ON PLAN RE: DETAIL A /SO.04 FOR ADDITIONAL INFORMATION. VdX — XX 8, (E )INDICATES WINDOW /DOOR HEADER. RE: SCHEDULE THIS SHEET. 9. HD = HOLD —DOWN PER SHEAR WALL RE: A /50.04 10, ALL WALLS AND ROOM NAMES ARE FROM FLOOR BELOW. 11. ALL DECK JOISTS ARE TO BE 13/4" x l l 7/8" LVL @ 12" O. C. U. N. 0. 12. EXTERIOR DECKING TO BE 2x, SPAN INDICATED: .-- 2' 0 1) HEADER N RE: SCHEDULE FOR SIZE TRIMMER STUDS + KING(S) @ HEADER RE: SCHEDULE OPENING WIDTH n RE: ARCH ` WAIL HEADER AND JAMB SCHEDULE MARK HEADER HEADER & JAMB KEY A3 REQUIREIDD STUDS HEADER # OF TRIMMER STUDS REQUIRED EXAMPLE: A32 = (2) 2x6 DF #2 HEADER W/ (3) TRIMMERS AND (2) KINGS ` A (2)2X6 DF #2 B (2) 2X$ DF #2 }C (2) 2x10 DF # (3) 2x6 DF #2 (2) 2x12 DF #2 �.`.J (2) 1 LVL F (2) 1 "x7 LVL G ( 13 /4 " x 99 /2" LVL H (2) 1 1 %" LVL J (3) 2x6 DF #2 K (3) 2x8 DF #2 L (3) 2x10 DF #2 M (3) 2x12 DF#2 N ( 1 LVL P ( 13 /4" 01 /4 " LVL Q ( 13 /4" X 91 /2 " LVL R (3) 1 ° x11 %" LVL NOTE: 1. ,BUILD OUT HEADERS TO A TOTAL WIDTH OF 3 112" OR 5 1/2" BY ADDING PLYWOOD SPACERS BETWEEN INDIVIDUAL MEMBERS. 2. FOR WALLS GREATER THAN 5 1/2" IN WIDTH, BOX HEADERS SHALL BE USED. FOR TOP & BOTTOM PLATE OF BOX, USE 2x WALL WIDTH. 3. ALL TRIMMERS & KINGS SHALL BE DF #2 WITH WIDTH TO MATCH WALL. 4. WHERE HEADER OVAL IS ENCLOSED IN A BOX, LVL KING & TRIMMER STUDS SHALL BE USED. RE: X /XXXX FOR HEADER CONNECTION TO JAMB @ THESE LOCATIONS, RE: .X /XXXX FOR CONNECTIONS TO WALL TOP AND BOTTOM PLATES. r HEADER SCHEDULE 1 NO SCALE POST SCHEDULE MARK SIZE NARK SIZE i' (2) 2x6 DF # 31 MAY07 ( 13 /4 "z /2 LVL \/ (3) 2x6 DF #2 17JUL07 HSS3x3x /4 20 JUL 07A (4) 2x6 DF #2 10 HSS4x4x /4 4 (5) 2x6 DF #2 11 HSS5x5x / ( 13 /4 " /2" LVL 12 6x6 DF # ( 13 /4 X LVL 13 HSS6X5x% V' ( 13 /4 " x 51 /2 " LVL 14 HSS1Ox5x% 1. PROVIDE A MINIMUM OF (2) STUDS @ EACH BEAM SUPPORT IF NO POST IS DESIGNATED, 2. ALL MULTIPLE STUD, POSTS SHALL BE CONNECTED PER X /SXX 3. WHERE NAILS ARE USED, EACH ADDITIONAL STUD IS NAILED TO REMAINDER OF STUD PACK AS SHOWN ABOVE. 4. CUTTING AND NOTCHING OF STUCTURAL POST NOT ALLOWED 5. BORED HOLES ARE ALLOWED IN STRUCTURAL POSTS WITH THE FOLLOWING LIMITATIONS 6.1 HOLE DIAMETER C 25% x POST WIDTH @ DRILLED FACE. 6.2 CLEARANCE FROM EDGE OF HOLE TO EDGE OF POST � 1". 6.3 CLEAR DISTANCE BETWEEN IN -LINE HOLES > 2x DIAMETER OF LARGEST HOLE. 6.4 ONE HOLE MAX ACROSS POST (MULTIPLE HOLES ALONG POST OKAY IF THAY MEET THE REST OF THE REQUIREMENTS LISTED ABOVE). BOTTOM OF POST POST CONTINUES TOP OF POST THRU FLOOR K' POST SCHEDULE S2. 2 NO SCALE . SIN STREET SUITE G00 P.O.BOX 5055 'YARDS, CO 81632 970.926.2622 ,darkdarch.com 0 z z � J LL uj W z IQ Q ' o Q .Zp> �0� Z Z I 1U 0) < c� > Q N Y i U 0 0 J � m I � J JOB #: 07004 ISSUE DATE PERMIT SET 19 MAR 47 BLDG DEPT 31 MAY07 COMMENTS FIELD 17JUL07 CHANGES AS[ 41 20 JUL 07A REVISIONS 30 AUG 07 3 DECK REVS 8128/08 «3 r. a Ui d H N U1 Ui 0 z m C) A t co I 00 I 00 I f 1 2 6' -O" 3 6 ' -0 „ 4 6 , -0 „ 5 6 , -0 „ 4 > -Oy ", T4'-O' 7 8 4 ,_ 0 „ 9 4, -0" 16 11 4, -QY8" 5 )_ 9 11 (2) 2x6 DF #2 12 5 ' -0 „ 1 5 , -9 " 14 5, -9" 1� C -0/2» I I { I 1 I I I I I I I ! I I L -_ ROOF FRAMING PLAN Z 1 — 1' -0" ROOF FRAMING NOTES: 1. DL = 25psf, Pf = 100psf (BALANCED). 2. ALL ROOF RAFTERS SHALL BE 410 U.N.O. 3, ALL BEAMS, OTHER THAN HEADERS, SHALL BE FLUSH FRAMED UNLESS NOTED (DROPPED) ON PLAN. 4. SHEAR WALLS INDICATED THUS: ON PLAN. RE: DETAIL A /SO.03 FOR ADDITIONAL INFORMATION. WX -XX ,, 5. WINDOW /DOOR HEADER BELOW INDICATED THUS: (� XX ON PLAN. RE: SCHEDULE THIS SHEET FOR ADDITIONAL INFORMATION. 6, ALL MISCELLANEOUS INTERIOR AND EXTERIOR OPENINGS SHALL BE FRAMED W/ (2) -1 3/49 1/2 LSL HEADERS, TYP. U.N.O. 7. ROOF SHEATHING SHALL BE 5/8" APA RATED 40/20 PER GENERAL NOTES SHEET SO.O1. 8. WALL AND ROOM NAMES SHOWN ARE FROM LEVEL BELOW. 9. ALL EXTERIOR STUD WALLS SHALL BE 2x6 DFL # @ 16" O.G. U.N.O. 10. TOP OF STEEL BEAM ELEVATION NOTED THUS: (XXX' -XX ") ON PLAN. 11. DOWNWARD SLOPE INDICATED THUS: -- ON PLAN, 12. RE: GENERAL NOTES ON SHEET 50.01 FOR CONNECTION REQUIREMENTS FOR STEEL BEAMS. 13, NO ADDITIONAL BLOCKING REQ'D BETWEEN RAFTERS @ INTERIOR. ID / 1 _(D HEADER - RE: SCHEDULE FOR SIZE TRIMMER STUDS + KING(S) @ HEADER - RE: SCHEDULE WALL HEADER AND JAMB SCHEDULE MARK HEADER SIZE MARK (2) 2x6 DF #2 0 (2) 2x6 DF #2 B (2) 2x8 DF #2 �>2 (3) 2x6 DF # Q (2) 2x10 DF #2 HSS3x3x } / 4 3 (4) 2x6 DF #2 (2) 2x12 DF #2 HEADER & JAMB KEY <�> (2) 1 "x5 /2' LVL 11 A32 # OF KING STUDS D (2) 1 "0 LVL (2) 1 x5l / LVL REQUIRED (2) 13 /4 x /2 LVL HEADER # OF TRIMMER STUDS 13 (2) 1 x11 7 / 8 ' LVL HSS6x5 REQUIRED (D (3) 2x6 DF #2 EXAMPLE: K� (3) 2x8 DF #2 A32 = (2) 2x6 DF #2 HEADER W/ () TR 1 (3) 2x1O DF #2 AN D M (3) 2x12 DF #2 ( 1 LVL ( 13/4 "01/4" LVL Q ( 13 /4 "X /2 LVL ( 13 /4"x 117 /8" LVL NOTE: 1. BUILD OUT HEADERS TO A TOTAL WIDTH OF 3 1/2" OR 5 112" BY ADDING PLYWOOD SPACERS BETWEEN INDIVIDUAL MEMBERS. 2. FOR WALLS GREATER THAN 5 1/2" IN WIDTH, BOX HEADERS SHALL BE USED. FOR TOP & BOTTOM PLATE OF BOX, USE 2x WALL WIDTH. 1 ALL TRIMMERS & KINGS SHALL BE DF #2 WITH WIDTH TO MATCH WALL. 4. WHERE HEADER OVAL IS ENCLOSED IN A BOX, LVL KING & TRIMMER STUDS SHALL BE USED. RE: X /XXXX FOR HEADER CONNECTION TO JAMB @ THESE LOCATIONS. RE: X /XXXX FOR CONNECTIONS TO WALL TOP AND BOTTOM PLATES. A HEALER SCHEDULE 52.21 NO SCALE 1. PROVIDE A MINIMUM OF (2) STUDS @ EACH BEAM SUPPORT IF NO POST IS DESIGNATED. 2. ALL MULTIPLE STUD POSTS SHALL BE CONNECTED PER X /SXX 3. WHERE NAILS ARE USED, EACH ADDITIONAL STUD IS NAILED TO REMAINDER OF STUD PACK AS SHOWN ABOVE. 4. CUTTING AND NOTCHING OF STUCTURAL POST NOT ALLOWED 5. BORED HOLES ARE ALLOWED IN STRUCTURAL POSTS WITH THE FOLLOWING LIMITATIONS 6.1 HOLE DIAMETER < 25% x POST WIDTH @ DRILLED FACE. 6.2 CLEARANCE FROM EDGE OF HOLE TO EDGE OF POST > 1 ". 6.3 CLEAR DISTANCE BETWEEN IN -LINE HOLES >2x DIAMETER OF LARGEST HOLE. 6.4 ONE HOLE MAX ACROSS POST (MULTIPLE HOLES ALONG POST OKAY IF TRAY MEET THE REST OF THE REQUIREMENTS LISTED ABOVE). c Cap' 147 BOTTOM OF POST POST CONTINUES TOP OF POST THRU FLOOR B POST SCHEDULE NO SCALE AIN STREET SUITE G004 P.0,B0X 5055 NARDS, 00 81632 970.926.2622 kd(Mrkdarch. com P OF RECORD: 0E3 # : 07004 IN OPENING WIDTH n POST SCHEDULE MARK SIZE MARK SIZE 0 (2) 2x6 DF #2 �8 ( 13 /4 "x LVL �>2 (3) 2x6 DF # HSS3x3x } / 4 3 (4) 2x6 DF #2 10 HSS4x4xl / <�> (5) 2x6 DF #2 11 HSS5x5x' / 5 (2) 1 x5l / LVL 12 6X6 DF #1 ( 1 LVL 13 HSS6x5 ( 13 /4 x5l / LVL 14 HSS9x5 1. PROVIDE A MINIMUM OF (2) STUDS @ EACH BEAM SUPPORT IF NO POST IS DESIGNATED. 2. ALL MULTIPLE STUD POSTS SHALL BE CONNECTED PER X /SXX 3. WHERE NAILS ARE USED, EACH ADDITIONAL STUD IS NAILED TO REMAINDER OF STUD PACK AS SHOWN ABOVE. 4. CUTTING AND NOTCHING OF STUCTURAL POST NOT ALLOWED 5. BORED HOLES ARE ALLOWED IN STRUCTURAL POSTS WITH THE FOLLOWING LIMITATIONS 6.1 HOLE DIAMETER < 25% x POST WIDTH @ DRILLED FACE. 6.2 CLEARANCE FROM EDGE OF HOLE TO EDGE OF POST > 1 ". 6.3 CLEAR DISTANCE BETWEEN IN -LINE HOLES >2x DIAMETER OF LARGEST HOLE. 6.4 ONE HOLE MAX ACROSS POST (MULTIPLE HOLES ALONG POST OKAY IF TRAY MEET THE REST OF THE REQUIREMENTS LISTED ABOVE). c Cap' 147 BOTTOM OF POST POST CONTINUES TOP OF POST THRU FLOOR B POST SCHEDULE NO SCALE AIN STREET SUITE G004 P.0,B0X 5055 NARDS, 00 81632 970.926.2622 kd(Mrkdarch. com P OF RECORD: 0E3 # : 07004 IN OPENING WIDTH n 2" CLR 2" CLR FOR ADDIT IONAL INFORMATION RE: B /S41 \ \ \ FOR ADDITIONAL INFORMATION � RE: B S41 EXT PAVING W �.., A 2x WALL BEYOND I LL BEYOND DROP T.O.W. 8" @ DOOR I # @ 16" Q.C. VERT REINF I # @ 12" O.C. VERT REINF All N POUR SLAB OVER CONC WALL @ EA END OF OPNG N 5 @ 16 O.C. HORIZ REINF 5 @ 16 O.C. HORIZ REINF ` 4 DOWELS x 2' -0" I D I ti � ,� QRINx �/ {2} #4x n I DRIVEWAY RE: ARCH T.O.W. T,Q.C. @GARAG I I @ EXT PAVING # DOWELS x3 -0 @ 12 O.C. RE: PLAN + @ CONC DRIVE SLAB y x x x x x x x x x RE: PLAN X—ix— o x x x x x x x x x x T.O.W. "0 - I o7o�aO.oOo ^ I # DOWELS @ VERTS p o 0 o I op oop p po po 0 0 (} �0 Oo C�o a �} RE: PLAN o 0 0 {4 o o O I #5 DOWELS @ VERTS i I 12 �� I I -� � E Oo o � I ( #5x 12 @ 24' O.G. - c> {2) # @ TOP EXTENDED I J @ 16 O. C . 12' 11 EQ EQ I #5 i # 6" PAST OPNG EA END I I x T.O.C. @GARAGE i 12 8 CONC WALL " 1 _0 I � ,> RE: PLAN x x x x #5 @ 12 Q.C. MAX I #5 @ 12 O.C. MAX ,.J .— EQ EQ # @VERTS ( #5 @ VERTS I O0O0 Oo�?o o00 Z � Ott C> ofJ O B.Q.W. B.Q.W. — - 137 MAIN STREET SUITE G004 RE: PLAN p °°O RE: PLAN p °b0 ° O ° O F".o.aoxso5s o p 0 a p 0 p D a 0 EDWARDS, CO 81632 B.O.W. O 0° p° I o p° I 40 a RE: PLAN 9 2 622 Qkdah.c B.O.W. ° O a a O rkd�rkdarch.com RE: PLAN O oOo ° I o pa a ! C-) �® RE: PLAN RE: PLAN RE: PLAN RE: PLAN RE: PLAN RE: PLAN RE: PLAN RE: PLAN A FOUNDATION THRESHOLD B FOUNDATION @ GARAGE DOOR C RETAINING WALL SECTION D RETAINING WALL SECTION �-o 3/4" = 1' —O" 55.01 3/4" _ 1' -0" T.a.W. 55.01 3/4" = 1' -0° 55.0 3/4 - 1' -0" RE: PLAN • 8" (2) #5 @ TOP & BOT 8° u Z 2" CLR 2" CLR I i 0 Z I J I ( I f ( 2) #5 @TOP & BOT Z � I I T.O.W. I Lu I # @ 6" O.C. VERT REINF I # @ 9" O.C. VERT REINF RE: PLAN f T.Q.C. I:. I #5 @ 16" O.C. HORIZ REINF ! #5 @ 16" O.C. HORIZ REINF RE: PLAN f x x x x x x x x I I i DRIVEWAY N RE: ARCM 0 f I C) T.O.C. @ GARAG f I I TS POST N RE: PLAN RE. PLAN f x x x x I I r/ wI < I 6 DOWELS V RTS I o ©o oQo�oC?o I # @ 9" Q.C. VERT REINF I I BA5ETRNBYa2"RMINSIZE TO COVER # EL @ E x I I 12 `� I #5 DOWELS @ VERTS T.O.C. @ GARAGE ( # @ 16" O.G. HORIZ REINF ..,� GROUT FOR FULL I BRG Z ' I #Sx 12' @ 18" Q.G. I RE: PLAN x x x x T.Q.C. f I I 12 I �� 000 00 00 x x x x x I I x x x x f ( #5x 12 @ 18 Q.G. 00o Oo�}o OoOo I I 0 T.O.C. @GARAGE 0 RE: PLAN x x x .. x ° I T.O.F. o 0 #5 @ 12 O.C. MAX f „® a #5 @ 12 O.C. MAX I I # DOWELS @VERTS 1 Z � #6 @ VERTS f oC�'Oo�o ; #5 @ VERTS ( ( j 2" RE: PLAN ! FOR FfG SIZE & O B.O.W. u _! B.O.W. J #5 @ 12 Q.C. MAX I REINF N RE: SCHED � a ° _ 5 @ 9" O.G. I #5x 12 „ @ 1$" O.G. U) RE: PLAN Oa0 ° 0 a 0 RE: PLAN p°O ° O # 0 0 0 0 °0° t o 0 0 p° b B.Q.W. - -� • -_ U > p 0 pp0 f I Q 0 p I I O j a o o f 0 a ,o f - coo RE: PLAN 0 O 0 EQ EQ j o `�� Alt 0 1 0 Op° f RE: ARCH z 0 �... I I ( o 0 of � I I RE: PLAN RE: PLAN RE: PLAN RE: PLAN RE: PLAN RE: PLAN RE: PLAN RE: PLAN VARIES N RE: PLAN RE: PLAN 1' -0" t/ 7 lo E RETAILING WALL SECTION F RETAINING WALL SECTION F RETAINING WALL SECTION I-f DROPPED FTG C STEEL POST 55.01 3/4" = 1' -0" 55.01 3/4" _ 1' - 0" 55.01 3/4" _ 1' -0" 55.01 3/4" = 1' { J r I— J _- WOOD POST N RE: PLAN SIMPSON CB COLUMN BASE 12'0 PEDESTAL W/ (4) STAMP OF RECORD: #4x J AND (2) #3 TIES x 0 REG a 8 q$"'„�Oib M¢f cli - SLAB -ON -GRADE 11 1 3 "3 " 1 /2" 1 n 1 IF «_ /z /2 1 / 1 /2 31/ 1 /2 1 / 3�/ 21/4 1 / 31 21 14 .° w T.O.C. ® x x x x x x x x - 0 o cv cv ca { i a . a r� oo .� ' b 03f i� IF a T.Q.F. 00 00 P oo ao o OO 0o M o � p\b r, ° bbbibiib b 11 ``' RE: PLAN FOR FTG SIZE 3 / 4 "0 HOLE N TYP m_ REINF N RE: SCHED 1/2 1 /2 " � TYP 3/16 1 /2 1 /2 JOB # : 07004 0 I 1 r =�j l ISSUE DATE c EQ EQ ^ Dr — i DP - 2 BP - 3 QP— A PERMIT SET 19 MAR 07 Q DI" f L Y RE: ARC Lo C> NOTES: 1. WELD TS4x TO BASE PLATE W/ 3/16 FILLET- ALL AROUND 0 2. HOLES ARE 3 / 4 "4 FOR 1 /2 ° 0 A.B. m SHEET: J DROPPED FTG C WOOD POST KK TS4x BASE R DTLS FOUNDATION DETAILS 3 4" - 1' -0" S5n01 55.0 / = 55.01 3/4 = 1' -©" 2" CLR I' #5 DRAINAGE FABRIC & PERIMETER I A DRAIN @ ALL FLOORS BELOW GRADE C" T.O.C. RE: PLAN X_ X — X - v v (3) #5 @ CONTINUOUS TOP AND BOTT B.O.W, PLAN 0 0 00 0 G °0 °° 0 0 0 0 01 0 0 0 0 #5 @ VERTS RE: PLAN RE: PLAN RE: PLAN 11 2x FURRING - RE: ARCH 2x6 TREATED R W/ 1 6"0 A.B. @ 48' O.C. MAX - (2) #5' @ TOP - #5 @ 16" O.C, HORIZ REINF I Q� tn 2" CLR ---4 DRAINAGE FABRIC & PERIMETER DRAIN 0 ALL FLOORS BELOW GRADE c:) T.O.C, v) RE: PLAN (3) #5 @ CONTINUOU TOP AND BOTT. B.O.W. RE: PLAN 0 0 00 0 0 o 0 O � O ro—O . 11 J5 @ VERTS B' R ETAINING RE: PLAN RE: PLAN, RE: PLAN /I ' SECTION 2x STUD WALL 2x FURRING - RE: ARCH 2x6 TREATED It W/ 1 6"0 A.B. 0 48' O.C. MAX (2) #5 @ TOP #5 0 16" O HORIZ REINF #5 @ 12" O.C. VERT REINF #6 DOWELS @ VERTS 2x LED W/ %, 2x ENC T.O. DECK FASCIA 2x BE) 2x JOI! A EXTERII KS�5.0 3/4" = l'—O" K A TER , `D'� SONOTUBE DECK 5.0 3/4" = V_0" op 3IMPSON L70 CLIP ANGLE ,4) 10d TOE-NAILS INTO POST 4X POST - RE: PLAN SIMPSON AB POST BASE 10"0 SONOTUBE W1 (2) J5 & #3 TIES 0 16" O.C. 20"0 BIGFOOT FOOTING 37 MAIN STREET SUITE G004 P.O.BOX 5055 EDWARDS, CO 81632 970.926.2622 rkdarkdarch.com W z (9 0 z I Z W W z z 0 0 I 0 U) j QQ A 0 X �Q W � Opo 2 0 z LL 0 0 < 0 w z > ZUJ 0) T > slim < 0 W 0 �, m 0 v) STAMP OF RECORD; A 01 co O O cl 4 00 C) Li3 O O C'4 err Mi LO CD r. ci CD 0 12" O.C. VERT REINF #6 DOWELS @ VERTS JOB #: 07004 ISSUE DATE PERMITSET 19 MAR 07 BLDG DEPT 31 MAYO COMMENTS FIELD 17 JUL OA CHANGES ASI 41 20 JUL 0& REVISIONS 30 AUG 022� DECK REVS 8/28108 A : 2x STUD WALL RE: PLAN ... \a ` CONC TOPPING` FOR THK, RE: PLAN LSL RIM JOIST �. �� �`� \ �\ 2x STUD WALL m - � \ CONC TOPPING N \`, GONG TOPPING FOR THK, RE: PLAN \ (8) 12d NAILS @ EA 1/4 APA -RATED FLR SHEATHING \. BLOCKING PANEL BEARING WALL 4 FOR THK, RE: PLAN P'N \`` ABOVE APA -RATED FLR SHEATHING APA -RATED FLR SHEATHING FLR JOIST N RE: PLAN FLR JOIST - RE: PLANv� -� APA -RATED FLR SHEATHING 2x E£ FFE z \ ME T.O. PLYWOOD _ - T.O. PLYWOOD - - —° _ _ _ _ _ __ _ _ e _ - T.O. PLYWOOD T,4. PLYWOOD } . SIMPSON A34 W/ 8d x 1�/ I SIMPSON A34 W/ 8d x 1 1/2" NAILS @ EA JOIST NAILS @ Ea JOIST RE: PLAN RE: PLAN W \ Ilil�l I`� 2x6 TREATED (£ W/ 1 f A.B. FLR JOIST - RE: PLAN y ' I }? 1 A.B. LVL BEAM BEYOND 2x6 TREATED E 1llllkfl 1 -6 @ 24 O.C. MAX @ 24" O.C. MAX / !2 RE: PLAN T.O.W. T.O.W. lk E RE: PLAN ( END E2 1 /4 RE: PLAN I OL • - - --- BLOCKING °---- BLOCKING @ 48" O.C. MAX / FULL DEPTH 2x BLOCKING BLOCKING @ 24" O.C. - CONNECT @ SILL 83 4 / 4x C:� BASEMENT WALL �s7 ANN W/ (2) SIMPSON A34 s .Bo r s 55 �aoa I£ i FOR REINF, RE: A/S5.01 ED WARDS, BEAM � RE :. PLAN � 2x BRG WALL wAa�s co s�6a2 970.926.2622 w BASEMENT WALL ^ IT %" STIFFENER ( rkdarkdarch.aorn FOR REINF, RE: A /S5.01 EA SIDE E -- - FOUNDATION WALL - RE: PLAN I-jA rn t- M ry 0 I Lo M 4 t D O tV .r7 U) I 0 z W ur s cn ca n � I o m CJ 21 /4 , It - RE OVERFRAME FL SLEEPERS @ F.F.E. T.O. PLYWOOD RE: PLAN LVL JOIST - I I� a= ., �...,.,.�,,R.,,,� ?m .ntl -- EXTERIOR WALL RE: PLAN -- BOUNDARY NAIL 16" @ 3" O.0 OVER FRAME @ INTERIOR SPACE t' ttl �• I�p • JOIST - RE: PLAN FULL DEPTH SOLID BLOCKING SIMPSON CS16 STRAP FULL WIDTH OF FLOOR FRAMING N ATTACH TO BLOCKING . MAO MW 1 / APA SHEATHING ON 2x SLEEPERS @ 12" O.C. MAX SLOPE TO DRAIN F.F.E. STONE TOPPING RE: PLAN T.O. PLYWOOD RE: PLAN 2 IE RE: PLAN t • n I N • �'r TJI JOIST - RE: PLAN LVL JOIST - RE: PLAN STEEL BEAM - RE: PLAN PROVIDE FULL DEPTH BLOCKING @ END OF JOIST (FULL LENGTH OF DECK) - NOT SHOWN FOR CLARITY PROVIDE MIN (4) 12d NAILS ADD'L BTWN NAIL GROUPS EXTEND STUD PAST BOTTOM OF LVL JOIST N RE: ARCH 1 ELEVATED DECK 5.1 It T' 6 "x"L" (A36) . "N" ROWS OF A325N BOLTS BEAM SIZE BOLT DIA (0) IF THICKNESS , IN It LENGTH "L ", IN WELD SIZE "W ", IN ALLOWABLE LOAD KIPS # # ' /4 " 1 /4 6 3/16 12 3 W12 —W14 3 /4 1 /4 9 3/16 24 4 W16 3 /4 5 /16 It T' 6 "x"L" (A36) . "N" ROWS OF A325N BOLTS BEAM SIZE BOLT DIA (0) IF THICKNESS , IN It LENGTH "L ", IN WELD SIZE "W ", IN ALLOWABLE LOAD KIPS 2 W8 —W10 ' /4 " 1 /4 6 3/16 12 3 W12 —W14 3 /4 1 /4 9 3/16 24 4 W16 3 /4 5 /16 12 1 /4 36 5 W18 3 /4 5/16 15 1 / 4 45 6 W21 3 14 % 18 5 /16 53 NOTES: 1. HOLES SHALL BE HORIZONTAL SHORT SLOTTED HOLES IN PLATE, STANDARD HOLES IN BEAM. 2. WELDING ELECTRODES ARE E70XX, • • i Mae] C� ! ' NO SCA n.. rz t � �CD cr- J z 2x6 STUD @ EA JOIST 1 / APA SHEATHING EA SIDE MIN • • NAILS @ EA STU /JOIST / 1' BOTTOM OF t T./.PLYWOOD LVL JOIST - RE: PLAN NOTE: WHERE BEAMS ALIGN ON EA SIDE OF COL OR GIRDER WEB OVER A COL - PROVIDE ONE L LONGER THAN THE OTHER L ON EA BEAM & OFFSET THE LONG L ON EA SIDE TO ALLOW ERECTION OF EITHER BEAM FIRST OR PROVIDE ALT SHOP WELDED SEAT L FOR ERE ^T' " "' ALT SEAT L & BOLTS FOR ERECTION @ GIRDER 4" x TYP (2) L43 / "T "x "L" (A36) ALT SEAT L& BOLTS h — —I NOTES: 1. HOLES SHALL BE HORIZONTAL SHORT SLOTS IN ANGLES AND STANDARD HOLES IN SUPPORTING MEMBER. 2. WELDING ELECTRODES ARE E70XX. 3. IF OFFSET LONGER L'S ARE USED FOR ERECTION AT COLS USE THE ALLOWABLE LOADS FOR THE LESSER ROW OF BOLTS (N). N IN NO SCALE ®Ri um MAIN STREET SUITE G004 P.O.BOX 5055 EDWARD , 00 81682 970.926.2622 rkdCrkdarch.cam TAMP OF RECORD: PERMIT SET 19 MAR 07 ALLOWABLE L •! i ► SIZE 1 � A572 ! B O LTS IN 1 MEET iL NOTES: 1. HOLES SHALL BE HORIZONTAL SHORT SLOTS IN ANGLES AND STANDARD HOLES IN SUPPORTING MEMBER. 2. WELDING ELECTRODES ARE E70XX. 3. IF OFFSET LONGER L'S ARE USED FOR ERECTION AT COLS USE THE ALLOWABLE LOADS FOR THE LESSER ROW OF BOLTS (N). N IN NO SCALE ®Ri um MAIN STREET SUITE G004 P.O.BOX 5055 EDWARD , 00 81682 970.926.2622 rkdCrkdarch.cam TAMP OF RECORD: PERMIT SET 19 MAR 07 — - DIAPHRAM BOUNDARY ATTACHMENT ` 2' -0' MAX TM RE: S.I.P. MFR S.I.P.. ; 1x T &G BETWEEN RAFTERS & WALLS; ".,�',a... tip``.,``• '�, �.`, a\ ' DIAPHRAM BOUNDARY ATTACHMENT 2' -0" MAX RE: S.I.P. MFR S.I.P. ,` If fill I it fill I DIAPHRAM BOUNDARY ATTACHMENT`' LL -LA-LUL RAFTER N RE PLAN WOOD BEAM N RE: PLANA RAFTERS RE: PLAN RAFTERS RE: PLAN — POST BELOW BEAM RE: PLAN '- ---- w "0 LAG W/ MIN 4 PEN INTO BEAM FULL HGT BLOCKING MIN 4x FOR ATTACHMENT OF S.I.P. PROVIDE 3x BLOCKING SIMPSON H25A EA SIDE BETWEEN STUDS . BIRDSMOUTH RAFTER @ BEAM 137 MAIN STREET SUITE G004 BIRDSMOUTH RAFTER @ WALL OF RAFTER - TYP P.o.$ox 5055 �`'"--- -- WOOD BEAM N RE: PALN RAFTER RE PLAN (2) ROWS 1 /2 "0 LAGS @ 16" O.C. EDWARDS, CO 81632 970, 928.2622 RAFTER Q EDGE STAGGER ROWS rka(__rkdarch.com ::WOOD BEAM - RE: PLAN OF DIAPHRAM - MIN 3' PEN INTO RAFTER N MIN (2) LAGS BETWEEN STUDS ---- -- EXTERIOR STUD WALL POST BELOW BEAM w RE: PLAN MIN (3) STUDS BELOW EA RAFTER WOOD BEAM - RE: PLAN POST BELOW BEAM - RE: PLAN A TYPICAL RAFTED @ BEAM B TYPICAL RAFTER C STUCK WALL C RAKE SECTION @ EXTERIOR WALK D q ROOF STEP STUD WALL 3/4" _ 1' -0" �J J.21 3/4" - 1' -0" S5.21 3/4" _ 1' -0" �JJ.2 1 3/4" _ 1' -0" r oe vi RAFTER - RE: PLAN (3) 3 /4"0 BOLTS BEAM - RE: PLAN (2) 3 /4"0 BOLTS 6x6 POST - RE: PLAN IN STREET SUITE G004 ='.O.BOX 5055 /ARDS, 00 81632 970.926.2622 d(Mrkdarch.com O tsJ O O cv Sri cn ca ro C> NO SCALE o' B # : 07004 ISSUE DATE IT SET 19 MAR 07 t M 1 ^ 66 f PH LOT 11 2339 CHAMONIX ROAD 0.21 ACRES �L 1 ►0 _► 1) LOCATION OF IMPROVEMENTS SHOWN HEREON ARE BASED UPON THE MONUMENTS FOUND MARKING THE CORNERS OF TRACT D, VAIL DAS SCHONE, FILING No. 1. 2) THE BOUNDARY DIMENSIONS, EASEMENTS AND RIGHTS OF WAY SHOWN HEREON ARE PER THE RECORD PLAT FOR THE SUBJECT PROPERTY. 3) NOTICE; ACCORDING TO COLORADO LAW YOU MUST COMMENCE ANY LEGAL ACTION BASED UPON ANY DEFECT IN THIS SURVEY WITHIN THREE YEARS AFTER YOU FIRST DISCOVER SUCH DEFECT. IN NO EVENT, MAY ANY ACTION BASED UPON ANY DEFECT IN THIS SURVEY BE COMMENCED MORE THAN TEN YEARS FROM THE DATE OF CERTIFICATION SHOWN HEREON. I HEREBY CERTIFY THAT THIS IMPROVEMENT LOCATION CERTIFICATE WAS PREPARED FOR COL CONSTRUCTION, INC., THAT IT IS NOT A LAND SURVEY PLAT, AND THAT IT IS NOT TO BE RELIED UPON FOR THE ESTABLISHMENT OF FENCE, BUILDING, OR OTHER FUTURE IMPROVEMENT LINES. I FURTHER CERTIFY THAT THE IMPROVEMENTS ON THE ABOVE DESCRIBED PARCEL ON THIS DATE, 11/30/2007, EXCEPT UTILITY CONNECTIONS, ARE ENTIRELY WITHIN THE BOUNDARIES OF THE PARCEL, EXCEPT AS SHOWN, THAT THERE ARE NO ENCROACHMENTS UPON THE DESCRIBED PREMISES BY IMPROVEMENTS ON ANY ADJOINING PREMISES, EXCEPT AS INDICATED, AND THAT THERE IS NO APPARENT EVIDENCE OR SIGN OF ANY EASEMENT CROSSING OR BURDENING ANY PART OF SAID PARCEL, EXCEPT AS NOTED. SAMUEL 14. �ECKE COLORADO P.L.S. No 91 o l . tp, 002( $ GRAPHIC SCALE 5 10 20 ( IN FEET ) 1 inch = 10 ft. Z ELEC. TRANS. PEDESTAL (PHONE) PEDESTAL (ELECTRIC) SEWER MANHOLE NO. MH 0280 ELEV. = 7962.9' (BASIS OF ELEVATIONS) o 30 = 127.38' Ln Ln S N ARC = of r. TANGENT = 5.90' CHORD = 11.80' BRG = N � v cu 000 0' an W °° z O O = N 30 I MAM . O'l • •► 0 0 - G� RADIUS = 127.38' DELTA N ARC = 11.80' TANGENT = 5.90' CHORD = 11.80' BRG = N � z O N Q s o I MAM . O'l • •► 0 0 - G� RADIUS = 127.38' DELTA = 5'18'29" ARC = 11.80' TANGENT = 5.90' CHORD = 11.80' BRG = N+66 *28'2:5 "E DEC 2 8 2007