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HomeMy WebLinkAboutB06-0254 Plans5 C4 0 tD cp C> -4 (D r- R Qt iJ 78 E C) to C) C) N U) ARGHITEGTURAL STRUCTURAL AO TITLE SHEET Al 5 1 TE PLAN 50.02 A2 MAIN LEVEL PLAN 52.01 A3 UPPER LEVEL PLAN 52.11 A4 M I SG PLANS 52.12 A5.1 HEST ELEVATION 52.15 A5.2 EAST ELEVATION 52.21 A& SECTIONS 54.01 55.01 55.11 55.21 VIGINITY MAP 15 t-AAIN STREET Wil G(.)04 P.O. BOX5055 EDWAKDS, co 61 970.926-2622 GONTAGT I NCO. 0 1.9 A: so LINE OF EXISTING ROOF x0 m, 81 (REMAINDER OF LOT 1) 0.252 Ac. (CALL.) N fi A) A SOUTHEASTERLY CORNER OF LOT 1 Ln it co w C> C> C4 ar in ti rn 0. as N 8 Qf E CT (D 8257.5' 137 MAIN STREET " YO j 004 P.O. BOX 5055 EDV\fAPC>S, CO 81632 970.926.2622 I N- A� CAHALIN R E S I D N C E 1816 SUNBURST DR. VAIL, COLORADO NOTES: ENTIRE LOT APPEARS TO LIE WITHIN THE ZONE OF POSSIBLE AVALANCHE INFLUENCE PER THE AVALANCHE HAZARD MAP PROVIDED BY THE TOWN OF VAIL COMMUNITY DEVELOPMENT DEPT. I SITE PLAN 56ALE: I"=10'-O" SHEEP. JOB #: 06010 A P MR,, 0 V E D Y H SCHEMATIC 8.FEB.06 Ta OF VAIL 7.MAR.06 PERMIT SET 18AUG.06 DESIGN REVIEW TOWi 0 STAFF APPROVAL NNING AND J ...*% ENVIR01 MEN"D L COI"Itllii",, DATE: ► CAHALIN MR i iE: 871ATF:- RESIDENCE STAMP OF RECORD: SHEEP. JOB #: 06010 ISSUE DATE SCHEMATIC 8.FEB.06 SCHEMATIC 7.MAR.06 PERMIT SET 18AUG.06 Al Nor 0 m 137 MAI STIZ EET SUITE G004 P.O. BOX 5055 z EDWARDS, CO 81632 970926.2622 ��� �ati� �R�FA 3,ao�a m CAHALIN RESIDENCE 1816 SUNBURST DR. VAIL, COLORADO m STAMP OF RECORD. CAHALIN RESIDENCE kv � SHEET' JOB #: 06010 ISSUE DATE SCHEMATIC O.FEB.06 SCHEMATIC 7.MAR.06 PERMIT SET 18AUG.06 A2 ORB - charves to 26,MAR07 approved plans kv � :z 0 . Ln ri Q) '8 F CT C> C) C) L? 0 EXIT" I a r EX16 137 MAIN STREET WITE G004 O BOX 5055 APr>S, C• 81632 Er>W 970.926.2622 rk4dPrk4arcb-com COLUMN FOR 5UPPORT OF 5EAM, RE; &TRUCT 1( CAHALIN RESIDENCE 1816 SUNBURST DR. VAIL, COLORADO m 41 o UPPER LEVEL PLANS SCALF. 1/4"=P-0" Ms 1! '- 1 STAMP OF RECORD: SHEET: JOB #: 06010 ISSUE DATE SCHEMATIC 8.FEB.06 SCHEMATIC 7.MAR06 PERMIT SET 18-AUG.06 A3 :f CL '4 ,4 co to CD a N ui CL vi CCt U rn to to 11 APPROVED ROOF PLAN 50ALE: 0" 157 MAIN STPEET UITE G004 "W P.O. BOX 5055 PDS, CO 81632 Er>VVA, 970.926.2622 ='FLEE) 15 , W WORK - 1AFFECTEID, CRICKET CAHALIN RESIDENC 1816 SUNBURST DR. VAIL, COLORADW PROPOSED ROOF PLAN 2 50ALE: 115' STAMP OF RECORD: JOB #: 06010 ISSUE DATE SCHEMATIC 8YE8.06 SCHEMATIC 7.MAR.06 PERMITSET 18-AUG.06 ORB - changes to 26.MM07 approved plans 0 m rA%m 3D PROPOSED ROOF 3 0 11 F TO i EXTENDE UP TO FIX -♦ WI NDOW WAL &BONE VENEEfR WALL NOTE: ONL*r' CLOUDED AfREAS T* 5 E A PR OPOSED " ! SCALE i a a 0 a v w 'r �S a Z N Q Y fY71 } r 137 MAIN STREET SUITE G004 P.O. BOX 5055 } , �j 970,926.2622 EDWARDS, CO 81632 "A / CAHALIN RESIDENCE • • SUNBU V AIL , COLORA STAMP OF RECORD: •_-MM ISSUE DATE SCHEMATIC 8YE13.08 SCHEMATIC 7.MAR.08 PERMIT SET 18.AUG.06 DRB - changos to 28.MAR.07 approved plans SHEET: mom - A I^t-- <16TING WINDOW TO VINDOW ABOVE VEN (")F VAL 50A LE: 1/4"=V-0" CAHALIN RESIDENCE 1816 SUNBURST DR. VAIL, COLORADO STAMP OF RECORD: rimwl Favy,mi 5GALE: I/4"= I'-0" ul I ISSUE DATE SCHEMATIC 8.FE5.06 SCHEMATIC 7.MAR.06 PERMIT SET 18.AUG.06 DR6 - changes to 26.MAR.07 approved plans DRS - As-Bui 11 t 25.SEP.08 Eleval[lons rimwl Favy,mi 5GALE: I/4"= I'-0" ul I a 137 MAIN STREET SUITE G004 P.O. BOX 5055 EDV-4AP,C>S, CO 81632 970.926 ' 2622 rkcWrMarch.com 2 =4 DIN :f, *1 9A 1 1 OM CAHAL R E S I D N C E 1816 SUNBURST DR. VAIL, COLORADO STAMP OF RECORD: GF VAML D E S31 G N R E V I ENV "-, APPROVAL L l JOB #: 06010 ISSUE DATE SCHEMATIC &FEB.06 SCHEMATIC 7.MAR.06 PERMIT SET 18.AUG.06 ORB - changes to 26.MAR.07 approved plans ORB - As -Built 25.SEP,08 Elevations RIWRT:�q Q . , n iO 00 u:l (D Co M cn 'a m at cci o CL N . 1 2 L mm BDRIVI SECTION 50ALE. 11V'=V-0" 137 MAIN STPEET o SUITE G004 P.O. BOX 5055 fi Er,>WARr>S, CO 816-4n 970.926.2622 — z. � 5 'A x LONGITUDINAL SECTION 50ALE- 1/4"=P-0" 1, It . I \ / A 1 11 - 7 - t — r I— I I— /r A � I 1, I t API, "ME BLDG SECTIONS KEY PLAN ENV! E: 11lrb CAHALIN R S I D E N C E 1816 SUNBURST DR. VAIL, COLORADO W, RRIZ STAMP OF RECORD: ISSUE DATE SCHEMATIC 8,FE8,06 SCHEMATIC 7.MAR.06 PERMIT SET 18AUG.06 1. GENERAL A. THESE NOTES SHALL SERVE AS THE SPECIFICATIONS FOR THE STRUCTURAL PORTION OF THE WORK. B. ARCHITECT'S APPROVAL MUST BE SECURED FOR ALL SUBSTITUTIONS. C. CHECK ALL DIMENSIONS ON STRUCTURAL DRAWINGS AGAINST ARCHITECTURAL DRAWINGS. D, VERIFY OPENINGS THROUGH FLOORS, ROOFS AND WALLS WITH ARCHITECTURAL, MECHANICAL, CIVIL AND ELECTRICAL REQUIREMENTS. 2. GOVERNING BUILDING CODE: IBC 2003 1 LIVE LOADS USED IN DESIGN A. SEISMIC LOADS PER IBC 2003 1,) EXEMPT FROM 1BC2003 SECTIONS 1613 THROUGH 1622 PER 1614.1.2 B. WIND PRESSURE PER IBC 2003 1.} BASIC WIND SPEED (3 SEC GUST) ................... 90 MPH 2. WIND EXPOSURE CATEGORY... ........................... C 3. WIND DIRECTIONALITY FACTOR, Kd .....................0.85 4. WIND TOPOGRAPHIC FACTOR, Kzt ........................1.0 5. WIND IMPORTANCE FACTOR, Iw ......................... 1.0 C. ROOF 1. GROUND SNOW LOAD, Pg ........................... 115 PSF 2. SNOW EXPOSURE FACTOR, Ce ........................... 1.0 3. SNOW THERMAL FACTOR, Ct . ............................1.0 4. 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 7.) ROOF TOP OR SUSPENDED EQUIPMENT ............... AS NOTED D. BALCONIES ............................. 100 PSF (NOT REDUCED) E. RESIDENCIAL ........... ............................... 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 BUILDING(S) 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 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. SPECIAL INSPECTIONS A. SPECIAL INSPECTORS SHALL BE EMPLOYED BY THE OWNER TO INSPECT THE WORK DURING CONSTRUCTION AS DEFINED AND REQUIRED BY IBC CHAPTER 17. SPECIAL INSPECTIONS SHALL BE MADE OF THE FOLLOWING STRUCTURAL WORK: 1, 1704.3 STEEL CONSTRUCTION 2. 1704.4 CONCRETE CONSTRUCTION 1 1704.7 SOIL CONDITIONS B. SPECIAL INSPECTION OF THE SEISMIC FORCE RESISTING SYSTEM AS SPECIFIED IN IBC SECTION 1707 IS REQUIRED, 7. FOUNDATIONS - FOOTINGS A, A SOILS INVESTIGATION HAS NOT BEEN PERFORMED FOR THIS PROJECT. 1.) THE OWNER SHALL EMPLOY A QUALIFIED GEOTECHNICAL ENGINEER TO INSPECT ALL FOUNDATION EXCAVATIONS PRIOR TO PLACEMENT OF CONCRETE FOR FOOTINGS. 2.) THE GEOTECHNICAL ENGINEER SHALL VERIFY THAT THE SAFE BEARING CAPACITY OF THE BEARING MATERIALS MEETS OR EXCEEDS THE ASSUMED TOTAL LOAD ALLOWABLE BEARING PRESSURE USED IN DESIGN AS STATED BELOW. 3.) THE GEOTECHNICAL ENGINEER SHALL PREPARE WRITTEN SPECIFICATIONS FOR SUITABLE BACKFILL MATERIALS AND PERFORM COMPACTION TESTS ON APPROVED BACKFILL PLACED AGAINST FOUNDATION WALLS, BELOW SLABS -ON -GRADE AND BELOW FOUNDATIONS. B. BOTTOM OF FOUNDATION OR GRADE BEAM SHALL EXTEND A MINIMUM OF 48 INCHES BELOW ADJACENT FINAL GRADE. C. DO NOT PLACE BACKFILL AGAINST FOUNDATION WALLS OR GRADE BEAMS UNTIL BRACING FLOORS ARE IN PLACE, OR OTHER ADEQUATE BRACING IS INSTALLED. D, ACTIVE LATERAL EARTH PRESSURE USED IN DESIGN:........ 35 PCF E. AT -REST LATERAL EARTH PRESSURE USED IN DESIGN:....... 55 PCF ' ENGINEERS 0 D1 F. PASSIVE LATERAL EARTH PRESSURE USED IN DESIGN:...... 250 PCF G. COEFFICIENT OF SLIDING FRICTION: ........................ 0.4 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 95% STANDARD PROCTOR (ASTM D698) AS APPROVED BY THE SOILS ENGINEER. I. TOTAL LOAD SOIL BEARING PRESSURE USED IN DESIGN:.. 2,500 PSF SLAB -ON -GRADE A. THE SLAB -ON -GRADE SELECTED BY THE OWNER AT THE GROUND FLOOR LEVEL OF THIS BUILDING HAS SOME RISK OF MOVEMENT. THE SLAB OPTION CHOSEN AS PROVIDING SUITABLE PERFORMANCE AT A REASONABLE COST REQUIRES 3 FEET OF OVEREXCAVATED FILL TO BE PLACED; REFERENCE THE PROJECT SOILS REPORT FOR SPECIFIC REQUIREMENTS. B. THE PREPARATION OF THE SUBGRADE FOR THE SLAB -ON -GRADE SHALL BE IN STRICT ACCORDANCE WITH THE PROJECT SOILS REPORT REFERENCED ABOVE; THE CONTRACTOR SHALL DIRECT QUESTIONS REGARDING THE SUBGRADE PREPARATION REQUIREMENTS TO THE GEOTECHNICAL ENGINEER. C. 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. 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: USE STRENGTH PSI MINIMUM CEMENT CONTENT SACKS /C.Y. WATER / CEMENT RATIO SLUMP IN MAX AGGR SIZE IN AIR (1) FOOTINGS 3000 5.5 1 0.58 3 -4 1 1 0 -2 WALLS 3000 5,5 0.58 2 -4 1 5 -7 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 B. ALL CONCRETE IN CONTACT WITH SOILS SHALL USE TYPE I -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 -112 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........ 1,. 6.) CORE WALLS ........... ............................... 1„ F. REINFORCING PLACING TOLERANCES 1.) CLEAR DISTANCE FROM BARS TO: 0. SOFFIT ON EARTH .......................... +/- 1/2" b. FORMED SOFFIT ............................ +/- 1/4" C. FORMED SIDE OR VERTICAL SURFACE.......... +/- 3/8" d. TOP SURFACE (1 DEPTH 8" OR LESS .................... +j- 1/4" (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 ....................... +/- 2" 3.) LONGITUDINAL LOCATION OF BENDS AND BAR ENDS: 0. AT DISCONTINUOUS END OF MEMBER........... +j- 1/2" 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. H. DETAIL BARS IN ACCORDANCE WITH "ACI DETAILING MANUAL ", PUBLICATION SP -66, AND "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE," ACI 318, LATEST EDITIONS. PROVIDE DETAILS INDICATING REINFORCING CONTINUITY AT CONSTRUCTION JOINTS. I. PROVIDE ACCESSORIES NECESSARY TO PROPERLY SUPPORT REINFORCING AT POSITIONS SHOWN ON PLANS AND DETAILS. J. PLACE 2 - #5 (1 EACH FACE) WITH 2' -0" PROJECTION AROUND OPENINGS IN CONCRETE; PLACE 1 - #4 (IN TOPPING) WITH 2' -0" PROJECTION AROUND OPENINGS THROUGH FLOOR TOPPING SLABS, UNLESS NOTED. K. PROVIDE SLEEVES FOR ALL PIPES PLACED THROUGH CONCRETE. L. NO OPENINGS OTHER THAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE PERMITTED UNLESS THE ARCHITECT'S AND STRUCTURAL ENGINEER'S APPROVAL IS SECURED PRIOR TO THE PLACEMENT OF REINFORCING STEEL, M. ALL CONSTRUCTION JOINTS SHOWN ON THE DRAWINGS SHALL BE PREPARED BY ROUGHENING THE SURFACE OF THE CONCRETE SO THAT THE AGGREGATE SHALL BE EXPOSED UNIFORMLY, LEAVING NO LAITANCE, LOOSENED PARTICLES, OR DAMAGED CONCRETE. AS AN ALTERNATE, 2 X 4 CONTINUOUS KEYWAYS MAY BE USED FOR CONSTRUCTION JOINTS. N. SLABS SHALL NOT HAVE JOINTS IN A HORIZONTAL PLANE. ANY STOP IN CONCRETE WORK MUST BE MADE AT CENTER OF SPAN OR AT CENTER OF SUPPORT WITH VERTICAL BULKHEADS AND HORIZONTAL KEYS, UNLESS OTHERWISE SHOWN. ALL CONSTRUCTION JOINTS SHALL BE AS DETAILED OR AS APPROVED BY ARCHITECT AND STRUCTURAL ENGINEER. 137 MAIN STREET SUITE G004 P.O. BOX 5055 EDWARDS, CO 81632 970.926.2622 rkd@rkdarch.com 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. CONTINUOUS TOP AND BOTTOM BARS IN WALLS SPLICED AS FOLLOWS: 1.) TOP BARS - AT MIDSPAN 2.) BOTTOM BARS - OVER SUPPORT Q. PROVIDE STIRRUPS WITH 2 - #4 TOP SUPPORT BARS FOR LENGTH OF STIRRUP SPACING WHERE TOP BARS NOT OTHERWISE PROVIDED. R. WIRE FABRIC REINFORCEMENT: LAP ONE AND A HALF MESH WIDTHS AT SPLICES AND WIRE TOGETHER. S. NO WELDING OF REINFORCING SHALL BE PERMITTED UNLESS SPECIFICALLY CALLED FOR OR APPROVED BY THE STRUCTURAL ENGINEER. T. DO NOT RE -BEND ANY BARS WITH A YIELD STRESS OF GREATER THAN 40 KSI. 10. 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 60%( 75% FOR COMPOSITE BEAMS) 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 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. STEEL MEMBERS EXPOSED TO VIEW SHALL BE CLASSIFIED AS ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS). AESS MEMBERS SHALL MEET SPECIFICATION REQUIREMENTS PER AISC CODE OF STANDARD PRACTICE, CHAPTER 10. ALL WELDS SHALL BE SMOOTH AND CONTINUOUS IN APPEARANCE. WHERE INTERMITTENT WELDS ARE SPECIFIED, PROVIDE AUTO BODY PUTTY FILLER ALONG JOINTS IN BETWEEN WELDS. ALL PLATES SHALL BE HIGH DEFINITION GAS CUT. GRIND ALL EXPOSED EDGES SMOOTH. K. ALL RIGGING FOR SAFETY CABLES, LIFTING DEVICES AND TEMPORARY BRACING SHALL BE CONNECTED TO ANGLES, PLATES OR OTHER MEMBERS DESIGNED AND DETAILED BY THE STRUCTURAL STEEL SUPPLIER AND SHALL BE SHOP WELDED TO STRUCTURAL MEMBERS. DO NOT PROVIDE HOLES IN STRUCTURAL MEMBERS FOR THE CONNECTION OF RIGGING CABLES, LIFTING DEVICES AND TEMPORARY BRACING UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS. CONTRACTOR SHALL BE RESPONSIBLE FOR THE REMOVAL OF ALL ADDED MEMBERS WHERE THEY INTERFERE WITH OTHER WORK OR ARE EXPOSED TO VIEW. L. 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. M. FIELD WELD ANY ELEMENT THAT CAN BE CONSIDERED A TRIP HAZARD AS DEFINED BY OSHA, N. THE GENERAL CONTRACTOR AND STRUCTURAL STEEL SUPPLIER SHALL COORDINATE ALL WORK WITH THE STEEL JOIST AND JOIST GIRDER SUPPLIER. 11. 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 19 %. C. FRAMING LUMBER: 2X6 AND LARGER, DOUGLAS FIR - LARCH; ALL ELSE: HEM -FIR IN THE FOLLOWING GRADES: 1.) GENERAL FRAMING: NO. 2 OR BETTER. 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. D. BRIDGING: BRIDGE BETWEEN JOISTS OR RAFTERS WHERE NOMINAL DEPTH - TO- THICKNESS RATIO EXCEEDS 5 WITH BEVEL -CUT DOUBLE- CROSSED WOOD BRACING, OR WITH SOLID BRIDGING 2" THICK BY DEPTH 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' -O" AND 8' -0" WIDE C. 4 STUDS MINIMUM AT OPENINGS GREATER THAN 8' -0" WIDE 6.) BEAR OPENING HEADERS ON MULTIPLE JAMB STUDS AS FOLLOWS: 0. 1 STUD AT OPENINGS LESS THAN 8' -0" WIDE b. 2 STUDS MINIMUM AT OPENINGS GREATER THAN 8' -0" WIDE 7.) REFER TO DRAWINGS FOR SPECIAL STUD CONDITIONS F. ALL MULTIPLE MEMBER HEADERS, BEAMS AND POSTS MADE FROM FRAMING LUMBER SHALL BE NAILED TOGETHER TO FORM A SINGLE, COMPOSITE UNIT USING NO LESS THAN TWO ROWS OF 16d AT 12" O.C. G. COMPLY WITH MINIMUM STANDARDS FOR FRAMING CONNECTIONS AS SET FORTH IN IBC TABLE NO. 2304. 9, 1 AND AS DETAILED. H. LAMINATED VENEER LUMBER (LVL) AND PARALLEL STRAND LUMBER (PSL): 1.) LVL OR PSL PRODUCTS SHALL BE PLANT FABRICATED IN A CONTINUOUS PRESS WITH ALL GRAIN ORIENTED PARALLEL TO THE LENGTH OF THE MEMBER. 2.) ALL LVL OR PSL PRODUCTS SHALL BE SUBMITTED FOR APPROVAL WITH REFERENCE TO THE APPLICABLE CURRENT NATIONAL EVALUATION REPORT PREPARED BY CABO, OR CURRENT EVALUATION REPORT PREPARED BY ICBO. 3.) LVL MEMBERS SHALL HAVE THE FOLLOWING ALLOWABLE STRESSES: 0. FLEXURAL TENSION OR COMPRESSION..,....... 2600 PSI b. HORIZONTAL SHEAR .......................... 285 PSI C. COMPRESSION PARALLEL TO GRAIN...,.....,.. 2460 PSI d. COMPRESSION PERPENDICULAR TO GRAIN.....,,. 750 PSI e, MODULUS OF ELASTICITY ............... 1,900,000 PSI 4.) PSL MEMBERS SHALL HAVE THE FOLLOWING ALLOWABLE STRESSES: 0. FLEXURAL TENSION OR COMPRESSION.......... 2900 PSI b. HORIZONTAL SHEAR .......................... 290 PSI 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: 1/2" THICK APA RATED SHEATHING 32/16, 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 0.0, 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. JOB #: 06040 ISSUE DATE PERMIT SET 18 AUG 06 SHEET TITLE: GENERAL NOTES SHEET: s o m ol l 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 RANDOM LAYUP. CONNECTIONS AND INSTALLATION PROCEDURES SHALL BE PER AITC 112, STANDARD FOR TONGUE- AND - GROOVE HEAVY TIMBER ROOF DECKING. MAXIMUM MOISTURE CONTENT FOR 2" DECKING SHALL BE 15 %, AND FOR 3 AND 4 INCH DECKING 19 %. Q, INSTALLATION OF PRE - ENGINEERED SYSTEMS: 1,) PRE - ENGINEERED SYSTEMS SHALL BE INSTALLED ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS AND SPECIFICATIONS. SHOP DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. R. LAG SCREWS: 1. ) CONFORM TO ANSI /ASME STANDARD B18. 2. 1 -1981. 2. CLEARANCE HOLE FOR SHANK SHALL HAVE THE SAME DIAMETER AS THE SHANK AND THE SAME DEPTH OF PENETRATION AS THE LENGTH OF UNTHREADED SHANK. 3.) LEAD HOLE FOR THREADED PORTION SHALL HAVE A DIAMETER EQUAL TO 70% OF DIAMETER OF UNTHREADED SHANK. 4.) THREADED PORTION OF LAG SCREW SHALL BE INSERTED INTO LEAD HOLE BY TURNING WITH A WRENCH, NOT BY DRIVING WITH A HAMMER, 5.) USE SOAP OR OTHER LUBRICANT ON LAG SCREW OR IN LEAD HOLE TO FACILITATE INSERTION AND PREVENT DAMAGE TO LAG SCREW. a J ` w — 7_"'� TYP MASONRY REINFORCING STEPPED BOND BEAM SHEET TITLE: STAMP OF RECORD: J08#: 06040 R[DWINE ENGINEERS INC. CA HALIN R 0 STRUCTURAL CONSULTANTS 1or MAIN STREET ISSUE DATE SUITE ��oo4 PER SET m/mana pDB���o�� ~���~��� SUNBURST Q�~�D�� �1�� [ ��OVtr �[� A[v� ���4 ' � N �� � x~� 0��W�� REDWINE EoVVARDS.C�}V1eu2 ~ A»0O CO 81620 a7u'mz6'262o N� COLORADO N �~�� 0�� �� 8�� a°~�^ :0 13673 mu nw x /970\ 748-0711 �� am.00m ������0�~ v �~�~ �—� �� �~� ��� J�m� ��� �—� S0w02 I ' M ........ NOTES: T.O. SHEATHING CONNECTOR PATTERNS SHOWN ARE FOR y RE: PLAN CONCRETE MASONRY WALL CONSTRUCTION �OTES: BLOCK JOIST S MIN BEAM BRG l. GANGED STUDS SHEATHED ON AT LEAST 0. THE GROUTING AND VERTICAL REINFORCEMENT SPECIFIED IN THIS SCHEDULE SHALL EXTEND THE FULL HEIGHT OF THE WALL UNLESS NOTED OTHERWISE. ALL REINFORCEMENT ELOW TRIMME ASSEMBLY A ASSEMBLY 8 ASSEMBLY C ONE NARROW FACE OF THE MEMBER 2. WHERE ONE BAR l5 SPECIFIED IN A S{NQ-[ CELL, THE BAR SHALL BE CENTERED. AND GROUT SHALL BE PLACED IN CONFORMANCE WITH THE INTERNATIONAL BUILDING CODE. p� '^° @ '/* () '°^ @ 1 /4 r/ .°S. @ 1 � �u «* 11 / TYP JOIST SPA oc'«co` 'Lvv^a PROVIDE ADDITIONAL VERTICAL BARS IN THE WALL AT ALL CORNERS, ENDS OF WALLS, 3. WHERE VERTICAL BARS EACH FACE ARE SPECIFIED IN A SINGLE CELL, PLACE ONE 86R EACH SIDE OF OPEN]NOS, AND EACH SIDE OF EACH CONTROL JOINT AND EXPANSION BLOCK JOIST SOLID @ POST CLR=2 x DIAMETER OF THE LARGEST HOLE (MINIMUM) ADJACENT TO EACH FACE WITH 2 1/2" BETWEEN THE BAR AND THE MASONRY UNIT THUS: JOINT UNLESS NOTED OTHERWISE. 1-1 LIT SEE PLAN FOR Y," CLEAR 7� UNLESS NOTED OTHERWISE, BOND BEAMS SHALL BE REINFORCED WITH (2 #4 BARS, WALL @� THICKNESS l '/ ALL BOND B[6W REINFORCING SHALL BE CONTINUOUS AROUND CORNERS, INTERSECTIONS T.O.W. SLOPE TO WATCH ROOF AND ACROSS CONTROL JOINTS. PROVIDE SOLID CMU BLOCK CONTINUE POST TO R[: ARCH ' CUT BLOCK WHERE TWO HORIZONTAL BARS ARE SPECIFIED IN A SINGLE BOND 8EkN, PLACE THE @ |»' OF SILL ~ |/' RE' D8X| ,' FOR .`~.. yo uo BARS IN A HORIZONTAL PLAN[, ONE BAR ADJACENT TO EACH FACE WITH 2 1/y^ CLE6R D� ALL WALLS SHALL HAVE CONTINUOUS BOND BEAMS 8T TOP OF &NLL3. JOIST BEARING . '- BETWEEN THE BAR AND THE MASONRY THUS: ELEVATIONS, ROOF DECK BEARING ELEVATIONS, AND AT HEADS AND SILLS OF WINDOWS, ` ' ` PO OF ^"..=,. DOORS AND OTHER OPENINGS. EXTEND BOND BEAMS AT HEADS AND SILLS OF ALL 1/3 DEPTH F_ :�ALLOWED HOLE ZONE S[[ PLAN F0R \(" CLEAR 0PEN}NSS 2'-O BEYOND JAMB UNLESS NOTED OTHERWISE. OTHER BOND BEAMS �R[ ~ C0NT �9 0�LL TH|CKNESS l /' NOTE0 0N PL�N3 lN TH[ DET8lLS �ND lN TH[ C�U BE�� ANQ LlNTEL SCH[DULES ' ' �2� � 1 4x .. C0NT � G CWU 0 1/3 DEPTH] 01 BOND BEAWS AT JOlST B[kRlNG EL[YATlON3 SHALL 8E CONTlNUOUS ACROSD CONTROL JOINTS. r --- WHERE PLACEMENT OF TWO HORIZONTAL 88R� IN A BOND BEAM INTERFERES WITH THE PLACEMENT OF TWO VERTICAL 8kHS IN A SINGLE CMU CELL, HE HORIZONTAL BARS ' S. ALL WALLS SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE CONSTRUCTED IN T WIDE BEAMS SHOULD ONLY 16d COMMON NAILS ~ SHALL BE MOVED T8 THE INSIDE OF THE VERTICAL BARS 38 THAT THE SP[ClF{ED RHNN}NG BOND, INCLUDING TRANSITIONS FROM ONE WALL THICKNESS T0 ANOTHER, BE USED WHEN LOADS ARE PLACEMENT OF THE VERTICAL BARS l5 MAINTAINED THUS: INTERSECTING WALLS, EXCEPT WHERE NOTED OTHERWISE. SEE NOTE ALLOWABLE HOLE ZONE S[[ PLAN F0R APPLIED T0 BOTH SIDES OF THE M[W88RS (TO MINIMIZE ROTATION). 1 / 2 -1 0 THRU BOLTS '^2`-0" O.C. ° TYP WALL THICKNESS 1/3 SPAN =MIDDLE 1/3 SPAN 1/3 SPAN -�—' B0ND 8[A� R8NF ° ^L- ` r ------,--� ' GROUTING REQUIREMENTS NOT COVERED IN THESE NOTES. | HOLE /- L xLuuWEu/ auuWcu/ _Ly�L | | MULTIPLE MAXIMUM UNIFORM LOAD APPLIED 01# [___{J~' R[: DETAILS FOR REINIF 4. SUPPORT VERTICAL BARS IN POSITION AT INTERVALS NOT EXCEEDING 192 BAR DIAMETERS ' R[!NF TY9 WALL FRAMING NOTE: AND AT BOTTOM OF EACH GROUT POUR. 1VL COLU 5. OPENINGS IN NEW CONCRETE MASONRY WALLS SHALL BE CONSTRUCTED USING CMU LINTELS KING STUDS 1. THE ALLOWED HOLE ZONE IN THIS CHART IS SUITABLE FOR HEADER MAXIMUM ROUND COMMON WIRE COMMON WIRE BOLTS UNIFORMLY LOADED HEADERS; FOR OTHER LOAD CONDITIONS, . . NOTES: ' T0WM[R STUDS CONTACT STRUCTURAL ENGINEER. 1. PROV A MINIMUM OF \ STUDS @ EACH BEAM SUPPORT 2. RECTANGULAR HOLES NOT ALL00[D. 2. FOR DIMENSIONAL LUMBER STUD PACKS, NAILING SHOWN IS FOR EACH PLY l HOLES IN CANTILEVERS REQUIRE ADDITIONAL ANALYSIS. 3. STUD PACK MAY BE SUBSTITUTED FOR POST SIZE CALLED OUT; MATCH LUMBER GRADE. 4. PROV TYPICAL SHEATHING NAILING T0 EVERY OTHER STUD. L TOW NOTES: 1. BOLTS ARE A307-36. BOLT HOLES = G4NE DIAMETER AS BOLT. RE: PLAN ALL MULTIPLE POSTS AND TRIMMERS SHALL BE MADE CONTINUOUS BETWEEN LEVEL OF SUPPORTED MEMBER AND 2. USE WASHERS @ HEAD & NUT. 3. USE /J\ ROWS OF NAILS FOR BEAMS > 12" NOMINAL. FOUNDATION, BEAM, OR HEADER (WHICHEVER COMES FIRST), ALLOWABLE HOLES IN WOOD BEAMS MULTI-PLY BEAM CONNECTIONS rC_'*� GANGED POST (SHEATHED) Kb_�� FRAMING @ MULTI-STUD POSTS NOT TO SCALE - � NOT TO CALE \,�,S 5. 0) NO SCALE 1 � - � NO SCALE J ` w — 7_"'� TYP MASONRY REINFORCING STEPPED BOND BEAM SHEET TITLE: STAMP OF RECORD: J08#: 06040 R[DWINE ENGINEERS INC. CA HALIN R 0 STRUCTURAL CONSULTANTS 1or MAIN STREET ISSUE DATE SUITE ��oo4 PER SET m/mana pDB���o�� ~���~��� SUNBURST Q�~�D�� �1�� [ ��OVtr �[� A[v� ���4 ' � N �� � x~� 0��W�� REDWINE EoVVARDS.C�}V1eu2 ~ A»0O CO 81620 a7u'mz6'262o N� COLORADO N �~�� 0�� �� 8�� a°~�^ :0 13673 mu nw x /970\ 748-0711 �� am.00m ������0�~ v �~�~ �—� �� �~� ��� J�m� ��� �—� S0w02 I ' M ........ GROUT SOLID (2) CELLS CONCRETE MASONRY WALL CONSTRUCTION �OTES: MIN BEAM BRG l. ALL MASONRY TO HAVE PERIODIC SPECIAL INSPECTION. 0. THE GROUTING AND VERTICAL REINFORCEMENT SPECIFIED IN THIS SCHEDULE SHALL EXTEND THE FULL HEIGHT OF THE WALL UNLESS NOTED OTHERWISE. ALL REINFORCEMENT 2. WHERE ONE BAR l5 SPECIFIED IN A S{NQ-[ CELL, THE BAR SHALL BE CENTERED. AND GROUT SHALL BE PLACED IN CONFORMANCE WITH THE INTERNATIONAL BUILDING CODE. PROVIDE ADDITIONAL VERTICAL BARS IN THE WALL AT ALL CORNERS, ENDS OF WALLS, 3. WHERE VERTICAL BARS EACH FACE ARE SPECIFIED IN A SINGLE CELL, PLACE ONE 86R EACH SIDE OF OPEN]NOS, AND EACH SIDE OF EACH CONTROL JOINT AND EXPANSION ADJACENT TO EACH FACE WITH 2 1/2" BETWEEN THE BAR AND THE MASONRY UNIT THUS: JOINT UNLESS NOTED OTHERWISE. MM BEARING - VERTICALS SEE PLAN FOR Y," CLEAR 7� UNLESS NOTED OTHERWISE, BOND BEAMS SHALL BE REINFORCED WITH (2 #4 BARS, WALL @� THICKNESS l '/ ALL BOND B[6W REINFORCING SHALL BE CONTINUOUS AROUND CORNERS, INTERSECTIONS T.O.W. SLOPE TO WATCH ROOF AND ACROSS CONTROL JOINTS. PROVIDE SOLID CMU BLOCK R[: ARCH ' CUT BLOCK WHERE TWO HORIZONTAL BARS ARE SPECIFIED IN A SINGLE BOND 8EkN, PLACE THE @ |»' OF SILL ~ |/' RE' D8X| ,' FOR .`~.. BARS IN A HORIZONTAL PLAN[, ONE BAR ADJACENT TO EACH FACE WITH 2 1/y^ CLE6R D� ALL WALLS SHALL HAVE CONTINUOUS BOND BEAMS 8T TOP OF &NLL3. JOIST BEARING . '- BETWEEN THE BAR AND THE MASONRY THUS: ELEVATIONS, ROOF DECK BEARING ELEVATIONS, AND AT HEADS AND SILLS OF WINDOWS, ` ' ` DOORS AND OTHER OPENINGS. EXTEND BOND BEAMS AT HEADS AND SILLS OF ALL S[[ PLAN F0R \(" CLEAR 0PEN}NSS 2'-O BEYOND JAMB UNLESS NOTED OTHERWISE. OTHER BOND BEAMS �R[ ~ C0NT �9 0�LL TH|CKNESS l /' NOTE0 0N PL�N3 lN TH[ DET8lLS �ND lN TH[ C�U BE�� ANQ LlNTEL SCH[DULES ' ' �2� � 1 4x .. C0NT � G CWU BOND BEAWS AT JOlST B[kRlNG EL[YATlON3 SHALL 8E CONTlNUOUS ACROSD CONTROL JOINTS. r --- WHERE PLACEMENT OF TWO HORIZONTAL 88R� IN A BOND BEAM INTERFERES WITH THE PLACEMENT OF TWO VERTICAL 8kHS IN A SINGLE CMU CELL, HE HORIZONTAL BARS ' S. ALL WALLS SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE CONSTRUCTED IN SHALL BE MOVED T8 THE INSIDE OF THE VERTICAL BARS 38 THAT THE SP[ClF{ED RHNN}NG BOND, INCLUDING TRANSITIONS FROM ONE WALL THICKNESS T0 ANOTHER, PLACEMENT OF THE VERTICAL BARS l5 MAINTAINED THUS: INTERSECTING WALLS, EXCEPT WHERE NOTED OTHERWISE. S[[ PLAN F0R WALL THICKNESS y," CLEAR 72 10 ' RE' PLAN, DETAILS AND GENERAL NOTES FOR ADDITIONAL WALL REINFORCING 6 ' -�—' B0ND 8[A� R8NF ° ^L- ` r ------,--� ' GROUTING REQUIREMENTS NOT COVERED IN THESE NOTES. � DEDETAILS R[' R[: DETAILS FOR REINIF 4. SUPPORT VERTICAL BARS IN POSITION AT INTERVALS NOT EXCEEDING 192 BAR DIAMETERS ' R[!NF AND AT BOTTOM OF EACH GROUT POUR. 5. OPENINGS IN NEW CONCRETE MASONRY WALLS SHALL BE CONSTRUCTED USING CMU LINTELS ONLY - TYPICAL UNLESS NOTED OTHERWISE. J ` w — 7_"'� TYP MASONRY REINFORCING STEPPED BOND BEAM SHEET TITLE: STAMP OF RECORD: J08#: 06040 R[DWINE ENGINEERS INC. CA HALIN R 0 STRUCTURAL CONSULTANTS 1or MAIN STREET ISSUE DATE SUITE ��oo4 PER SET m/mana pDB���o�� ~���~��� SUNBURST Q�~�D�� �1�� [ ��OVtr �[� A[v� ���4 ' � N �� � x~� 0��W�� REDWINE EoVVARDS.C�}V1eu2 ~ A»0O CO 81620 a7u'mz6'262o N� COLORADO N �~�� 0�� �� 8�� a°~�^ :0 13673 mu nw x /970\ 748-0711 �� am.00m ������0�~ v �~�~ �—� �� �~� ��� J�m� ��� �—� S0w02 I ' M ........ I F (E) B.O.W. = 88'4± (E) T.O.W. = 99'- 9 "± (E) B.O.W. = 89' -6 "± NOTE: 1. CENTER ALL FOOTINGS ON COLUMNS - TYPICAL UNLESS NOTED OTHERWISE ON PLAN. 2. ALL FOOTINGS SHALL BEAR ON UNDISTURBED NATURAL BEARING MATERIAL OR COMPACTED STRUCTURAL FILL AS VERIFIED BY THE GEOTECHNICAL ENGINEER. 3. PLACE LONGER BARS IN BOTTOM LAYER AT RECTANGULAR FOOTINGS. 4. CONTINUOUS FTG REBAR TO CONTINUE THROUGH SPREAD FOOTINGS. a _1 1 - 4 M r !• r NO SCALE (E) T.O.W. = 99 93 /4 11 ± (E) B.O.W. = 89' -6 "± POST SCHEDULE TOP OF POST Z` POST CONTINUES THRU FLOOR BOTTOM OF POST MARK SIZE MARK SIZE 0 (2) 2x4 DF #2 HSS 3x3x <`> (3) 2x4 DF #2 10 HSS 4x4x1/4 (4) 2x4 DF #2 11 HSS 4x6x `✓ (5) 2x4 DF #2 12 3 "0 XS ( 13 /4 11 X 31 /2 LVL 13 3 DXS ( 1 LVL ( 1 LVL 15 V ( 13 /4 11 X 31 /2" LVL 1. PROVIDE A MINIMUM OF (2) STUDS @ EACH BEAM SUPPORT IF NO POST IS DESIGNATED. 2, ALL MULTIPLE STUD POSTS SHALL BE CONNECTED PER A /SO.05 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 5.1 HOLE DIAMETER _� 25% x POST WIDTH @ DRILLED FACE. 5.2 CLEARANCE FROM EDGE OF HOLE TO EDGE OF POST _> 1 ". 5.3 CLEAR DISTANCE BETWEEN IN —LINE HOLES > 2x DIAMETER OF LARGEST HOLE. 5,4 ONE HOLE MAX ACROSS POST (MULTIPLE HOLES ALONG POST OKAY IF THAY MEET THE REST OF THE REQUIREMENTS LISTED ABOVE). N 0 SC ALE (E) T.O.W. = 99 93 /4 11 ± (E) B.O.W. = 89' -6 "± 1/411 =1' -011 FOUNDATION NOTES: 1. SLAB -ON -GRADE SHALL BE 4 INCH THICK NORMAL WEIGHT CONCRETE. 2. REINFORCE SLAB -ON -GRADE WITH W6X6 /W2.1 XW2.1 W.W.F. CENTERED IN SLAB 3. GEOTECHNICAL ENGINEER TO PERFORM OPEN HOLE INVESTIGATION PRIOR TO PLACEMENT OF CONCRETE FOOTINGS OR CONCRETE SLABS 4. PLACE NEW SLAB -ON -GRADE OVER 4 INCH THICK LAYER OF FREE - DRAINING GRAVEL AS SPECIFIED AND APPROVED BY THE GEOTECHNICAL ENGINEER. 5. LOCATE SLAB -ON -GRADE CONTROL AND CONSTRUCTION JOINTS TO CREATE APPROXIMATELY SQUARE PANELS MEASURING LESS THAN 200 SQUARE FEET IN AREA. LOCATE JOINTS ON COLUMN CENTERLINES WHERE POSSIBLE. SUBMIT PROPOSED CONTROL AND CONSTRUCTION JOINT PLAN FOR REVIEW AND APPROVAL TWO (2) WEEKS PRIOR TO CONSTRUCTION. T.O.C. 6. TOP OF CONCRETE SLAB ELEVATION NOTED THUS: 1Q� 1 8" ON PLAN. 7. ALL FOOTINGS ARE TO BE 1' -4 "W. x 1' -0 "D. U.N.O. 8, CENTER FOOTINGS UNDER WALLS AND COLUMNS UNLESS DIMENSIONED OTHERWISE ON PLAN, 9. STEP IN BOTTOM OF WALL INDICATED THUS: ---- ON PLAN. 10. STEP IN TOP OF WALL INDICATED THUS: —40N PLAN. 11. ALL BEARING WALLS TO BE 2x6 MINIMUM. REDWINE ENGINEERS INC. l STRUCTURAL CONSULTANTS �� ' ��f� �'� � /" ' ������l'� MAIN STREET SUITE 0004 �D ��E 0150 E Beaver Crk Blvd A204 ' ' f P.O. BOx5055 CU i` / j EDWARDS, C 81632 Avon, CO 81620 % f ' ;' ; '' //// f /,/ 970.926.2622 (970) 748 -0711 ' ! rkd @rkdarch.com r CAHALIN R E S I D • SUN DR • • ! ! "' • ! ISSUE DATE PERMIT SET 1S AUG 06 SHEET TITLE: FOUNDATION PLAN SHEET: S E NGI NEERS iviHiiv r LUUm r rcHivi \4v rL-/-\iv 1 /4" =1' —O" MAIN FLOOR FRAMING PLAN NOTES: 1. DL = 44psf , LL = 40psf 2. (E) FLOOR JOISTS ARE 2x12 AT 16" O.C. UNO. 3. �� INDICATES SHEAR WALL BELOW PER A /S0.05, 1 -63 4. XX INDICATES WINDOW /DOOR HEADER. RE: SCHED THIS SHEET 5. ALL MISCELLANEOUS INTERIOR OPENINGS FRAMED W/ MULTIPLE 2x6 HEADERS TO MATCH WALL WIDTH. 6. WALLS AND ROOM NAMES SHOWN ARE FROM LOWER LEVEL 7. HD = OLD —DOWN PER SHEAR WALL 8. INDICATES BRICK ABOVE 9. • INDICATES SHEAR WALL BOUNDARY POST AND HOLDDOWNS 10. INDICATES FLOOR OVERFRAMING BY CONTRACTOR ,r ' i i • � i TRIMMER STUDS + KING(S) @ - RE. SCHEDULE V � �.. ` iLi� (2) 2x6 DF #2 (2) 2x8 DF #2 (2) 2x10 DF #2 (2) 2x12 D #2 (2) 1 LVL ( 13 /4 "x LVL ( 13 /4"x 0 1 /4 , LVL (2) 1 "01 / L V L (2) 1 "x14" LVL STEEL HDR - RE: PLAN HEADER & JAMB KEY A tu # OF KING STUDS REQUIRED HEADER TRIMMER STUDS REQUIRED EXAMPLE: A32 = (2) 26 DF #2 HEADER W/ (3) TRIMMERS AND (2) KINGS NOTES: 1. DEFAULT HEADERS /JAMBS a. ALL EXTERIOR HEADERS NOT LABELED ON PLANS SHALL BE (3) 2x6 b. ALL INTERIOR HEADERS NOT LABELED ON PLANS SHALL BE (3) 2x6 @ 2x6 WALLS & (2) 2x6 @ 2x4 WALLS c, ALL DEFAULT HEADERS & JAMBS SHALL HAVE 1 TRIMMER WITH KING STUDS PER "TIMBER" NOTES ON SO. 01 2. BUILD OUT HEADERS TO A TOTAL WIDTH OF 3 1/2" OR 5 1/2" BY ADDING PLYWOOD SPACERS BETWEEN INDIVIDUAL MEMBERS. 3. FOR WALLS GREATER THAN 5 1/2" IN WIDTH, BOX HEADERS SHALL BE USED. FOR TOP & BOTTOM PLATE OF BOX, USE 2x WALL WIDTH, 4. ALL TRIMMERS & KINGS SHALL BE DF #2 WITH WIDTH TO MATCH WALL. 5. GLUE AND NAIL EACH PLY (TYPICAL) 6. WHERE HEADER OVAL IS ENCLOSED IN A BOX, LVL KING & TRIMMER STUDS SHALL BE USED, rA_' HEADER SCHEDULE �-1 NO SCALE POST SCHEDULE TOP OF POST �Q �� e POST CONTINUES THRU FLOOR �1ti BOTTOM OF POST MARK SIZE MARK SIZE 0 (2) 2x4 DF #2 HSS 3x3x <j (3) 2x4 DF # 10 HSS 4x4x <�> (4) 2x4 DF #2 11 HSS 4x6x1/4 <�> (5) 2x4 DF # 12 3 "o XS (2) 1 LVL 13 3 DXS c�6 (3) 1 LVL 14 V7 lI ( 13 /4 X " LVL 15 8� ( 1 LVL 1, PROVIDE A MINIMUM OF (2) STUDS @ EACH BEAM SUPPORT IF NO POST IS DESIGNATED. 2. ALL MULTIPLE STUD POSTS SHALL BE CONNECTED PER A /SO.05 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 5.1 HOLE DIAMETER S 25% x POST WIDTH @ DRILLED FACE. 5.2 CLEARANCE FROM EDGE OF HOLE TO EDGE OF POST > 1 ". 5.3 CLEAR DISTANCE BETWEEN IN —LINE HOLES > 2x DIAMETER OF LARGEST HOLE. 5.4 ONE HOLE MAX ACROSS POST (MULTIPLE HOLES ALONG POST OKAY IF THAY MEET THE REST OF THE REQUIREMENTS LISTED ABOVE). I I hami POST SCHEDULE Ow 11 NO S ALE 137 MAIN STREET SUITE G004 P.O. SOX 5055 EDWARDS, CO 81632 970.926.2622 rkd@rkdarch.com CAHALIN R S I • • SUN ♦ COLOR ISSUE DATE PERMIT SET 18 AUG 06 SHEET TITLE: MAIN FLOOR FRAMING SHEET: S2ml t1 REDWINE ENGINEERS INC. STRUCTURAL CONSULTANTS 0150 E Beaver Crk Blvd A204 Avon, CO 81620 (070) 748 -0711 r r r FL OOR F RAM I N G P L A N UPPER FLOOR FRAMING PLAN NOTES: 1. DL = 25psf , LL = 40psf 2. (XX )INDICATES WINDOW /DOOR HEADER. RE: SCHED THIS SHEET 3. ALL MISCELLANEOUS INTERIOR OPENINGS FRAMED W/ MULTIPLE 2x6 HEADERS TO MATCH WALL WIDTH. 4. WALLS AND ROOM NAMES SHOWN ARE FROM LOWER LEVEL 5. �� INDICATES BRICK ABOVE 6. INDICATES EXISTING FRAMING HEADER - RE: SCHEDULE FOR SIZE TRIMMER STUDS + KING(S) @ HEADER - RE: SCHEDULE a a r a a MARK I HEADER (2) 2x6 DF #2 (2) 2x8 DF #2 (2) 2x10 DF #2 (2) 2x12 D # 2 ( 13/4 "x51/2" LVL ( 1 L (2) 1 "x9 L V L (2) 1 LVL (2) 1 "04" LVL • r HEADER & JAMB KEY A tu # OF KING STUDS REQUIRED HEADER TRIMMER STUDS REQUIRED EXAMPLE: A32 = (2) 2x6 DF #2 HEADER W/ (3) TRIMMERS AND (2) KINGS NOTES: 1. DEFAULT HEADERS /JAMBS a. ALL EXTERIOR HEADERS NOT LABELED ON PLANS SHALL BE (3) 2x6 b. ALL INTERIOR HEADERS NOT LABELED ON PLANS SHALL BE (3) 2x6 @ 2x6 WALLS & (2) 2x6 @ 2x4 WALLS c. ALL DEFAULT HEADERS & JAMBS SHALL HAVE 1 TRIMMER WITH KING STUDS PER "TIMBER" NOTES ON SO. 01 2. BUILD OUT HEADERS TO A TOTAL WIDTH OF 3 112" OR 5 112" BY ADDING PLYWOOD SPACERS BETWEEN INDIVIDUAL MEMBERS. 3, FOR WALLS GREATER THAN 5 1/2" IN WIDTH, BOX HEADERS SHALL BE USED. FOR TOP & BOTTOM PLATE OF BOX, USE 2x WALL WIDTH. 4, ALL TRIMMERS & KINGS SHALL BE DF #2 WITH WIDTH TO MATCH WALL. 5. GLUE AND NAIL EACH PLY (TYPICAL) 6, WHERE HEADER OVAL IS ENCLOSED IN A BOX, LVL KING & TRIMMER STUDS SHALL BE USED. I k POST SCHEDULE MARK SIZE MARK SIZE (2) 2x4 DF #2 O/ HSS 3x3x (3) 2x4 DF #2 1 p HSS 4x4xi/ (4) 2x4 DF #2 11 HSS 4x6x (5) 2x4 DF #2 12 3 "0 XS (2) 1 "X3 LVL 13 3"0 DXS (3) 1 "X3 LVL 14 ( 13 /4 "X LVL 15 (5) 1 "X3 LVL 0 TOP OF POST POST CONTINUES THRU FLOOR " Q BOTTOM OF POST 1. PROVIDE A MINIMUM OF (2) STUDS @ EACH BEAM SUPPORT IF NO POST IS DESIGNATED. 2. ALL MULTIPLE STUD POSTS SHALL BE CONNECTED PER A /SO.05 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 5.1 HOLE DIAMETER _< 25% x POST WIDTH @ DRILLED FACE. 5.2 CLEARANCE FROM EDGE OF HOLE TO EDGE OF POST > 1 ". 5.3 CLEAR DISTANCE BETWEEN IN —LINE HOLES > 2x DIAMETER OF LARGEST HOLE. 5.4 ONE HOLE MAX ACROSS POST (MULTIPLE HOLES ALONG POST OKAY IF TRAY MEET THE REST OF THE REQUIREMENTS LISTED ABOVE). PO ST---SCHEDULE NO SCALE 137 MAIN STREET SUITE 6004 P.O. BOX 5055 EDWARDS, CO 81632 970.926.2622 rkdorkdarch.com C 11 ,0001 %, ;AHALIN R E S I D R • SUN DR COLO •: � ISSUE DATE PERMIT SET 18 AUG 06 SHEET TITLE: MOVE njfll� SHEET: S zm1 RE: ARCH v REDWINE ENGINEERS INC. STRUCTURAL CONSULTANTS 0150 E Beaver Crk Blvd A204 Avon, CO 81620 (970) 748 -0711 nmvu rrcum IRIMMCPCJ 1/4i' — 1' -0': UPPER FLOOR FRAMING PLAN NOTES: 1. DL = 25psf , LL = 40psf 2. ALL FLOOR JOISTS TO BE 2x8 DFL #2 OR BETTER AT 12" OC. UNO. 3. �Z� INDICATES SHEAR WALL BELOW PER A /SO.05. W 1 - 83 4. XX INDICATES WINDOW /DOOR HEADER. RE: SCHED THIS SHEET 5. ALL MISCELLANEOUS INTERIOR OPENINGS FRAMED W/ MULTIPLE 2x6 HEADERS TO MATCH WALL WIDTH. 7. WALLS AND ROOM NAMES SHOWN ARE FROM LOWER LEVEL 8. HD = HOLD —DOWN PER SHEAR WALL RE: A /SO.05 9. INDICATES BRICK ABOVE RE: L/S5.11 10. INDICATES SHEAR WALL BOUNDARY POST AND HOLDDOWNS - RE: SO.04 TRIMMER STUDS + KING(S) @ HEADER RE: SCHEDULE (2) 2x6 DF #2 (2) 2x8 DF #2 (2) 2x10 DF #2 (2) 2x12 DF #2 (2) 1 LVL ( 13 /4 " LVL ( 13 /4" 0 1 /4 " LVL (2) 1 "x11 L (2) 1 ° x14" LVL STEEL HDR - RE: PLAN HEADER & JAMB KEY A3 2 # OF KING STUDS REQUIRED HEADER # OF TRIMMER STUDS REQUIRED EXAMPLE: A32 = (2) 2x6 DF #2 HEADER W/ (3) TRIMMERS AND (2) KINGS NOTES: 1, DEFAULT HEADERS /JAMBS a. ALL EXTERIOR HEADERS NOT LABELED ON PLANS SHALL BE (3) 2x6 b. ALL INTERIOR HEADERS NOT LABELED ON PLANS SHALL BE (3) 2x6 @ 2x6 WALLS & (2) 2x6 @2x4 WALLS c. ALL DEFAULT HEADERS & JAMBS SHALL HAVE 1 TRIMMER WITH KING STUDS PER "TIMBER" NOTES ON SO.01 2. BUILD OUT HEADERS TO A TOTAL WIDTH OF 3 1/2" OR 5 1/2" BY ADDING PLYWOOD SPACERS BETWEEN INDIVIDUAL MEMBERS. 1 FOR WALLS GREATER THAN 5 1/2" IN WIDTH, BOX HEADERS SHALL BE USED. FOR TOP & BOTTOM PLATE OF BOX, USE 2x WALL WIDTH. 4. ALL TRIMMERS & KINGS SHALL BE DF #2 WITH WIDTH TO MATCH WALL. 5. GLUE AND NAIL EACH PLY (TYPICAL) 6. WHERE HEADER OVAL IS ENCLOSED IN A BOX, LVL KING & TRIMMER STUDS SHALL BE USED. NO SC ALE POST SCHEDULE TOP OF POST �Q POST CONTINUES THRU FLOOR Q BOTTOM OF POST MARK SIZE MARK SIZE (2) 2x4 DF #2 MSS 300 /4 (3) 2X4 DF #2 10 HSS 4 x 4 x 1 /4,'� <} ` ¢ (4) 2x4 DF #2 11 HSS 4x6x j (5) 20 DF # 12 31/2 "o XS (2) 1 "X3 LVL 13 3"o DXS ( 13 /4"X 31 /2" LVL (4) 1 LVL 15 (5) 1 "X3 LVL 1. PROVIDE A MINIMUM OF (2) STUDS © EACH BEAM SUPPORT IF NO POST IS DESIGNATED. 2, ALL MULTIPLE STUD POSTS SHALL BE CONNECTED PER A /SO.05 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 5.1 HOLE DIAMETER S 25% x POST WIDTH @ DRILLED FACE, 5.2 CLEARANCE FROM EDGE OF HOLE TO EDGE OF POST _> 1 5.3 CLEAR DISTANCE BETWEEN IN —LINE HOLES > 2x DIAMETER OF LARGEST HOLE. 5.4 ONE HOLE MAX ACROSS POST (MULTIPLE HOLES ALONG POST OKAY IF THAY MEET THE REST OF THE REQUIREMENTS LISTED ABOVE). N SCALE 137 MAIN STREET SUITE G004 P.O. BOX 5055 EDWARDS, CO 81632 970.926.2622 rkd @rkdarch.com RE: ARCH 1 No HEADER - RE: SCHEDULE FOR SIZE TRIMMER STUDS + KING(S) @ HEADER RE: SCHEDULE MARK I HEADER (2) 2x6 DF #2 (2) 2x8 DF #2 (2) 2x10 DF #2 (2) 2x12 DF #2 (2) 1 "6 LVL (2) 1 " LVL (2) 1 LVL (2) 1 ° x11 7 /8" LVL (2) 1 "x14" LVL MARK I HEADER STEEL HDR - RE: PLAN HEADER & JAMB KEY A32 # OF KING STUDS REQUIRED HEADER # OF TRIMMER STUDS REQUIRED EXAMPLE: A32 = (2) 2x6 DF #2 HEADER W/ (3) TRIMMERS AND (2) KINGS NOTES: 1. DEFAULT HEADERS /JAMBS a. ALL EXTERIOR HEADERS NOT LABELED ON PLANS SHALL BE (3) 2x6 b. ALL INTERIOR HEADERS NOT LABELED ON PLANS SHALL BE (3) 2x6 @ 2x6 WALLS & (2) 2x6 @2x4 WALLS c. ALL DEFAULT HEADERS & JAMBS SHALL HAVE 1 TRIMMER WITH KING STUDS PER "TIMBER" NOTES ON SO, 01 2. BUILD OUT HEADERS TO A TOTAL WIDTH OF 3 112" OR 5 112 " BY ADDING PLYWOOD SPACERS BETWEEN INDIVIDUAL MEMBERS. 3. FOR WALLS GREATER THAN 5 1/2" IN WIDTH, BOX HEADERS SHALL BE USED. FOR TOP & BOTTOM PLATE OF BOX, USE 2x WALL WIDTH. 4. ALL TRIMMERS & KINGS SHALL BE OF #2 WITH WIDTH TO MATCH WALL. 5. GLUE AND NAIL EACH PLY (TYPICAL) 6. WHERE HEADER OVAL IS ENCLOSED IN A BOX, LVL KING & TRIMMER STUDS SHALL BE USED. F AM J!f N i SCALE POST SCHEDULE TOP OF POST z POST CONTINUES THRU FLOOR o Q BOTTOM OF POST MARK SIZE MARK SIZE (2) 2x4 DF #2 g�j HSS 3x3x (3) 2x4 DF #2 10 HSS 441/4 <�> (4) 2x4 DF #2 11 HSS 4x6x (5) 2x4 DF #2 12 3 "0 XS (2) 1 LVL 13 3 ""4 DXS (3) 1 "X3 LVL 14 ( 13 /4"X 31 /2 LVL 15 (5) 1 "X3 LVL 1. PROVIDE A MINIMUM OF (2) STUDS @ EACH BEAM SUPPORT IF NO POST IS DESIGNATED. 2. ALL MULTIPLE STUD POSTS SHALL BE CONNECTED PER A /SO.05 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 5.1 HOLE DIAMETER S 25% x POST WIDTH @ DRILLED FACE. 5.2 CLEARANCE FROM EDGE OF HOLE TO EDGE OF POST > 1' ". 5.3 CLEAR DISTANCE BETWEEN IN -LINE HOLES > 2x DIAMETER OF LARGEST HOLE. 5.4 ONE !-TOLE MAX ACROSS POST (MULTIPLE HOLES ALONG POST OKAY IF TRAY MEET THE REST OF THE REQUIREMENTS LISTED ABOVE). 111 no= NO SCALE REDWINE ENGINEERS INC. zff ' j rr %` STRUCTURAL CONSULTANTS rrr f " 137 MAIN STREET SUITE 6004 RED `�! 0150 E Beaver Crk Blvd A204 '` r f'; %,! r ' % „'F P.O. BOX 5055 IN EDWARDS, CO 81632 Avon CO 81620 %� r �- `r 970.926.2622 'I (970) 748 -0711 f '' f f / j' rk @rkdarch.com „x i f d 2. NEW ROOF FRAMING TO BE 2x12 @ 16" O.C. UNLESS NOTED OTHERWISE 3. (E) ROOF FRAMING IS PRE - ENGINEERED TRUSSES AT 24" O.C. 4. TYPICAL HEADER AT EXTERIOR WALL UNLESS NOTED OTHERWISE: (2) 2x8 DFL #2 WITH ONE TRIMMER + ONE KING. 5. ROOFF SHEATHING SHALL BE % "" APA RATED PLYWOOD SHEATHING 6. f� INDICATES SHEAR WALL BELOW PER A /SO.03. W1 —B3 7. INDICATES EXISTING FRAMING 8. MISCELLANEOUS INTERIOR OPENINGS FRAMED W/ (2) 2x6 HEADER TO MATCH WALL WIDTH 9. ALL STUD BEARING WALLS ARE TO BE 2x4 @ 16" O.C. 10, XX INDICATES WINDOW /DOOR HEADER. RE: SCHEDULE THIS SHEET. 11. WALLS AND ROOM NAMES SHOWN ARE FROM LOWER LEVEL 12. ALL LADDER FRAMING AND RAFTER TAILS TO BE 2X8 @ 24" O.C. UNO. 11 INDICATES OVERFRAMING 2x4 WALLS PERP TO ROOF FRAMING @ 24" O.C. 14. WALL BALLOON FRAMED TO ROOF U.N.O. CAHALIN R E S I I 1wF • • SUNBURST D .1 VAIL, COLORADO N C E STAMP OF RECOR RE GI rqi i4 4 mss: �.�•s ISSUE DATE PERMIT SET 18 AUG 06 SHEET TITLE: R OOF FRA MING PLAN SHEET: zm2l RE: ARCH �` 12 51 TIM BE 01 J NO SCALE WOOD SHALL BE DF -LARCH #1 BETTER STEEL PLATES SHALL BE A36. PLATES SHALL BE %" THICK BOLTS SHALL BE A307 -36 GRADE X 1" DIA IN 1 1/8 DIA HOLES CONNECTIONS ARE TO BE HIDDEN FLITCH PLATES WITH 3OLTS MINIMUM EACH END OF TRUSS MEMBERS CONNECTIONS ARE TO BE HIDDEN FLITCH PLATES WITH NTERSUNK AND PLUGGED BOLT HOLES, VETRY OF TRUSSES IS AS DEPICTED ON ARCHITECTURAL DRAWINGS TRUSS NOTES NO SCALE All A Q �J / �12 ( RE: ELEVATION I 1 1/2" = 1' -O" � e49 X10 l,0 12 "_ IRE: ELEVATION 2) BOLTS t41 uvLia C� �Q 12 � RE: ELEVATION`° / cY TYP 1 1/2" = 1' -0" 1 1/2" = 1' -0" fiQ Xelp KERF CUT @ CENTER OF MEMBER N TYP N t�4 1 1/2" = 1' -0" 42 ti� se r r ro EQ EQ 12 RE: ELEVATION I TYP � q C, 5� 1 1/2" = 1' -O" IN -- �-- -°�TYP 12 RE: ELEVATION SHEET TITLE: TRUSS DETAILS SHEET: FOUNDATION @ FLUSH SLAB B FOUNDATION @ FLUSH SLAB C F OUNDATION @ FLUSH SLAB KH NEW S LAB CONN E SLAB 3/4" = 1' -0" �-o 3/4 = 1' - 0" 3/4" = 1' -0" �4 6 3/4" = 1' -0„ 20 CONT KEY DISCONTINUE W.W.F. @ JOINT —n n x cr w 0 NEW FN E FDN 1' -0" 4 4 V-0" (E) SLAB -ON -GRADE #4x1' -10" DOWELS @ 24" O.C. N 1' -4" 6" 1 -4 6' DRILL % " 0 HOLE IN (E) CONC & KEYED EPDXY GROUT W/ HILTI HIT HY150 CONSTRUCTION JOINT T.O.W. T.O.W. x 3' -0" SMOOTH DOWEL RE: PLAN / / RE: PLAN 3-0 O.C. COAT ONE END TO _ l_ 447-- PREVENT BOND / / 1 '/2' 31 2"31/2" 1 �/2 1 '" „ t „ " 1 „ „ DISCONTINUE W.W.F. @JOINT / / / / / / / / / / // / / / / / a - / I/2 31/' 1 /2 A 2�/4 / 3'/2 2'/4 FDN WALL / /// / /// / /// =� O O N N C o cv ry M DOWELLED ° EXP JOINT / / 4x1' -10" DOWELS @ 24" Q.C. / / / / / / / / / / / / / N j DRILL % "0 HOLE IN (E) CONC /// // / / / /// � 3 /4�0 HALE � TYP 1 i2" 1 /2 I/4 / 4 EPDXY GROUT W/ HILTI HIT HY150 / j / / / / / TYP 1 /2 1 /2 " / 3/16 / / / / / / / / / / / BP -1 BP -2 BP -3 BP -4 Is x x x SAWCUT OR PREFORMED CONTROL JOINT NOTES: ( SAW LOURS BE TW EE N 4 TO 12 1. WELD TS4x TO BASE PLATE W/ 3 /16 FILLET- ALL AROUND 2. HOLES ARE 3 / 4 "0 FOR " 0 A.B. SLAB --ON -GRADE JOINT DTLS F NEW FDN CONN C E FDN G NEW FDN CONN C E FDN c H TS4x BASE W- DTLS NO SCALE S o1 3/4 = 1' -0" S5.0 3/4 = 1' -0" S5a 1 3/4" = 1' -0" . 1 . f SHEET TITLE: STAMP OF RECORD JOB #: 0040 F C) U N DATI {3 N REDWINE ENGINEERS INC. f ;, %! /, `` f r C;AHALIN R I D E E R E 1, DETAILS ` / / TT' / ✓ f s ISSUE DATE STRUCTURAL CONSULTANTS T '' f ,fr it i " f % 137 MAIN STREET f�� ,�. ,r t'�% f� f SUITE G004 PERMIT SET 18 AUG 06 T . ` / / Tfr i r T T /T P'0. BOX 5055 Q 6 SU N BU RS T ^ DR. ° ° � ;� � SHEET: 01 �0 E B @qV @C Crk Blvd A204 fr' / EDWARDS, 00 81632 V V WINE `` r„ � r�T ' ; � � p� f T ,TT Avon, CO 81620 s l 0. 6.2622 (70} X48 -0711 r, ; ,. r r � f r r T rka rkdarch.�om VA 1 L , t : 0 L O R A D CO , 0""'5w0l �' ` / T r � A r� / r T �x �r , � , T j � %T j ;jr f, % ' '• 1 ----- NEW POST --APA -RATED FLR SHEATHING �,--- FLR JOIST - RE: PLAN a> PROVIDE SOLID - BLOCKING BELOW POSTS STEEL BEAM -- RE: PLAN 2x6 I£ - CONN TO STEEL BEAM W/ (2) ROWS 0.177 "4 DRIVE PINS @ 24' O.C. w► JOIST @ DROPP STEEL BEAM' (E) STUD WALL NAIL (E) PLATE 2x PLATE W/ 16d NAILS @ 8" 0,C, PROVIDE 2x PLATE RAMSET TO TOP AND BOTTOM OF STEEL NAIL (E) WALL TO 2x PLATE REMOVE (E) RIM AND INSTALL NEW W8x STEEL BEAM (E) JOISTS STUD WALL 2x II' - CONN TO STEEL BEAM W/ 0.177" DRIVE PINS (2} ROWS @ 24" O.C. IE MUST BE FLUSH W/ EDGE OF FLANGE @ HANGER APA -RATED FLR SHEATHING FLR JOIST N RE: PLAN ! !il SIMPSON TOP FLANGE HANGER RE: SCHED STEEL BEAM - RE: PLAN CONNECTOR SCHEDULE JOIST HANGER COMMENTS 2X8 LB28 ALLOWABLE LOAD KIPS (1) 1 "x7 LVL LBV1.81/7.25 3/4» (1) 1 "x7 LVL LBV3.56/7.25 ' /16 12 3 W12 -W18 3/4" = l' -0" POST BEAM SPLICE 1 RF: PLAN T.O.W. Ir -- 4, T.O.S. 3/4" = 1' -0" (E) GABLE END TRUSS APA SHEATHING LOFT JOISTS - RE: PLAN BLOCKING @ 24" O.C. W/ 8d NAILS @ 2" O.C. ATTACH 2X8 RIM TO (E) GABLE END TRUSS W/ (3) 12d NAILS @ 16' O.C. (E) 2x STUD WALL W STEEL POST - RE: PLAN I 1 " BASE w W� 3 / 4 " BOLTS @ BEAM GA (2 MIN) STEEL BEAM N RE: PLAN 111 1 / 4 " WEB STIFF EA SIDE 1 „ 2 » Z T'6 "xl" (A36) "N" ROWS OF A325N BOLTS BEAM SIZE BOLT DIA (0) II? THICKNESS T IN It LENGTH "L ", IN WELD SIZE "W ", IN ALLOWABLE LOAD KIPS 2 W8 —Wi 2 3/4» 1 /4 6 ' /16 12 3 W12 -W18 %4 1 14 9 3/16 24 4 W16 -W24 3 /4 , 5/16 12 1/4 36 NOTES: 1. HOLES SHALL BE HORIZONTAL SHORT SLOTTED HOLES IN PLATE, STANDARD HOLES IN BEAM. 2. WELDING ELECTRODES ARE E70XX. NO SCALE STEEL BEAM N RE: PLAN ----- FLANGE EXTENSION AS REQ`D T.O.S. FOR BOLTS + 1 EDGE y--- R 1 /4 " END W ----- W 1/ ' CAP Its W/ STEEL POST M RE: PLAN I ( (2) % "4 BOLTS @ BEAM GA (2 MIN) 3/4" = 1' -0" 2x IE - LENGTH CUT TO FIT FLANGE x STUD WALL WIDTH NAIL TO BEAM W/ (2) 0.145 "4 DRIVE PINS KING STUD W/ (2) 16d @TOP It - EA SIDE TYP STUD WAII .. Kowa !t STEEL BEAM - BEAR FULL DEPTH OF STUD WALL (2) "4x4 "L LAG TRIM STUD PACK TO BEAR TIGHT USE FULL BRG STEEL SHIM VS AS REQ'D FULL WIDTH STUD PACK FILLER EA SIDE AS REQ'D I am RONS N1 i 3/4" = 1' -0" BEAM - RE: PLAN SIMPSON CC COL CAP KMII. , BLOCKING TOP CHORD (E) TRUSS FLOOR JOISTS - RE: PLAN BOTTOM CHORD (E) TRUSS TO BE REMOVED BLOCKING @ EDGE OF PLYWOOD NEW JOISTS TO BEAR MIN 3" ON TOP OF (E) 2x WALL (E) OVERHANG` (E) STUD WALL (E) 2x WALL 3/4" = 1' -0" 3/4" = 1' -0" 3/4" = 1' -0" ATTACH SHEATHING TO BLOCKING W/ (6) 8d NAILS @ EA BLOCK APA SHEATHING @ LOFT (E) TRUSS TO BE REMOVED LOFT JOISTS RE: PLAN SOLID BLOCKING @ 24" O.C. ATTACH JOIST TO (E) TRUSS W/ a (3) 12d NAILS @ 16 O.C. ATTACH JOIST TO (E) TOP PLATE PER IBC 2003 CODE REQUIREMENTS 3/4" = 1' -O" SHEET TITLE: FLOOR FRAMING DETAILS SHEET: S581 jc ROOF SHEATHING T RE: ARCH Z1IfIsta • ' MA 3/4" = 1' -0" (E) TRUSS -° (E) G.L. BEAM RE: ARCH (E) NEW 1 ROOF SHEATHING RIDGE BEAM - RE: PLAN OVERFRAMING T.Ok RE: ARCH - --- --POST - RE: PLAN °- - -- PROVIDE KNEE WALL AS REQUIRED FOR CLOSURE PROVIDE 1 / 2 " APA -RATED SHEATHING °--- --� -GL BEAM - RE: PLAN ROOF RAFTER RE: PLAN 1' /2 " 1'1 1 /2 " (2) R 1 / 4 00-7 1 / 2 " W /(2) % "0 BOLTS @ EA HSS POST HSS HEADER - RE: PLAN HSS POST - RE: PLAN '- i (E) TRUSS FULL HT BLOCKING BIRDSMOUTH RAFTER - MAX NOTCH = D/4 (E) STUD WALL TOP CHORD TRUSS — BOTTOM CHORD TRUSS ROOF SHEATHING — FULL HT BLOCKING - T.O.(E ROOF RAFTER - RE: PLAN 3/4" = 1' -0" TnID 12 61 -,r5 TIMBER TRUSS N RE: S4.01 RAMSET II? W/ 0.145 "0 POWDER ACTUATED FASTENERS @ 16" O.C. HSS HEADER - RE: PLAN SHEATHING FULL HT BLOCKING N TYP ROOF RAFTER - RE: PLAN STUD WALL & SHEATHING - RE: PLAN 3/4" - l' -0" OVERFRAMING (8) 12d NAILS \ `°--- RAFTERS N RE: PLAN W BLOCKING @ 24 "O.C. 2x WALL PROVIDE ADD'L BLOCKING BELOW 2x WALL (E) TRUSS (E) 2x WALL STU D WALL RAFTERS - RE: PLAN OVERFRAMING 2x6 SOPED TO UNDERSIDE OF (E) ROOF SHEATHING - ATTACH TO (E) GABLE END TRUSS W/ (2) ROWS 12d NAILS @ 16" O.C. 2x4 VERT @ 16" O.C. ATTACH TO (E ) GABEL END TRUSS W/ (2 ) ROWS OF 12d NAILS @ 16" O.C. (E) GABLE END TRUSS (E) 2x WALL 3/4" = 1' - 0" me 3/4" = l' -0" BEAR LVL'S ON (E) R ATTACH 1 "x9/ LVL TO EA (E) SHEATHING SIDE OF El TRUSS W/ (2) ROWS 16d NAILS @ 24 O.C. h (E) OVERHANG (E) TRUSS BETWEEN LVL'S NOTCH LVL'S (E) STUD WALL BEAM - RE: PLAN LVL RAFTERS EA SIDE OF TRUSS 3/4" = l' —O (E) TRUSS LVL EA SIDE OF (E) TRUSS q 2x STUD BELOW EA LVL NAIL TO (E) TRUSS W/ (2) ROWS OF 16d NAILS l@ 8 "O .C. 3/4" = V -0" 1' -0" MAX DOUBLE LVL RAFTERS - ATTACH TO (E) TOP CHORD OF TRUSS APA SHEATHING @ LOFT (E) TRUSS TO BE REMOVED LOFT JOISTS - RE. PLAN SOLID BLOCKING @ 24" O.C. 3/4" = 1' -0" U 3/4" = 1' -0" 3/4" = l' -0" °- ---- -- (E) STUD WALL L HEEL TRUSS 3/4" = 1' -0" SHEET TITLE: RO ©F FRAMING DETAILS SHEET: S5w2 12 VARIES FULL HT BLOCKING T.O.POST TYP RE: ARCH STUD WALL & SHEATHING N RE: PLAN It W/ 0.1450 POWDER ACTUATED FASTENERS @ 16 "O.C. HSS HEADER - RE: PLAN FTER @ WALL B SECTION ��. glj 3/4" = 1' -O" 1 ROOF SHEATHING RIDGE BEAM - RE: PLAN OVERFRAMING T.Ok RE: ARCH - --- --POST - RE: PLAN °- - -- PROVIDE KNEE WALL AS REQUIRED FOR CLOSURE PROVIDE 1 / 2 " APA -RATED SHEATHING °--- --� -GL BEAM - RE: PLAN ROOF RAFTER RE: PLAN 1' /2 " 1'1 1 /2 " (2) R 1 / 4 00-7 1 / 2 " W /(2) % "0 BOLTS @ EA HSS POST HSS HEADER - RE: PLAN HSS POST - RE: PLAN '- i (E) TRUSS FULL HT BLOCKING BIRDSMOUTH RAFTER - MAX NOTCH = D/4 (E) STUD WALL TOP CHORD TRUSS — BOTTOM CHORD TRUSS ROOF SHEATHING — FULL HT BLOCKING - T.O.(E ROOF RAFTER - RE: PLAN 3/4" = 1' -0" TnID 12 61 -,r5 TIMBER TRUSS N RE: S4.01 RAMSET II? W/ 0.145 "0 POWDER ACTUATED FASTENERS @ 16" O.C. HSS HEADER - RE: PLAN SHEATHING FULL HT BLOCKING N TYP ROOF RAFTER - RE: PLAN STUD WALL & SHEATHING - RE: PLAN 3/4" - l' -0" OVERFRAMING (8) 12d NAILS \ `°--- RAFTERS N RE: PLAN W BLOCKING @ 24 "O.C. 2x WALL PROVIDE ADD'L BLOCKING BELOW 2x WALL (E) TRUSS (E) 2x WALL STU D WALL RAFTERS - RE: PLAN OVERFRAMING 2x6 SOPED TO UNDERSIDE OF (E) ROOF SHEATHING - ATTACH TO (E) GABLE END TRUSS W/ (2) ROWS 12d NAILS @ 16" O.C. 2x4 VERT @ 16" O.C. ATTACH TO (E ) GABEL END TRUSS W/ (2 ) ROWS OF 12d NAILS @ 16" O.C. (E) GABLE END TRUSS (E) 2x WALL 3/4" = 1' - 0" me 3/4" = l' -0" BEAR LVL'S ON (E) R ATTACH 1 "x9/ LVL TO EA (E) SHEATHING SIDE OF El TRUSS W/ (2) ROWS 16d NAILS @ 24 O.C. h (E) OVERHANG (E) TRUSS BETWEEN LVL'S NOTCH LVL'S (E) STUD WALL BEAM - RE: PLAN LVL RAFTERS EA SIDE OF TRUSS 3/4" = l' —O (E) TRUSS LVL EA SIDE OF (E) TRUSS q 2x STUD BELOW EA LVL NAIL TO (E) TRUSS W/ (2) ROWS OF 16d NAILS l@ 8 "O .C. 3/4" = V -0" 1' -0" MAX DOUBLE LVL RAFTERS - ATTACH TO (E) TOP CHORD OF TRUSS APA SHEATHING @ LOFT (E) TRUSS TO BE REMOVED LOFT JOISTS - RE. PLAN SOLID BLOCKING @ 24" O.C. 3/4" = 1' -0" U 3/4" = 1' -0" 3/4" = l' -0" °- ---- -- (E) STUD WALL L HEEL TRUSS 3/4" = 1' -0" SHEET TITLE: RO ©F FRAMING DETAILS SHEET: S5w2 G"'LENERAL NOTES / � 09A orc PMqHPP BEAR OPENING HEADERS ON MULTIPLE JAMB STUDS AS FOLLOWS: 6.) INCREASE IN ALLOWABLE STRESSES FOR THE DESIGN OF TRUSS 1 GENERAL F' P05Sl»L L«|t«m- Lxx/H r«�oauuc uuc» uN »caIm»''''�'' ��v ^v' `' ''~~^~^'-- CO N TI NUIT Y ' C -- -' INTERSECTIONS. ECl{0N� UNLESS DETAILED ' ' o 1 STUD AT OPENINGS LESS THAN 8'-0 WIDE M MEMBERS AND Uomntu/um� uut /u uun«//»m vr Lv»u /o nv/ A T THESE N NOTES SHALL SERVE �3 THE SPECIFICATIONS FOR THE STRUCTURAL Q Q C '^p O OTHERWISE, CORNER BARS SHALL MATCH a mn ^ b 2 STUDS �lNlNUW �T OPENING GREATER THAN D`-O" WIDE P PERMITTED. ' G REINFORCING AND EXTEND A MINIMUM OF 36 BAR DIAMETERS B ./ E P. DECKING: PORTION O OF THE WORK. H H. F FOOTINGS SHALL BE PLACED ON UNDISTURBED NATURAL MATERIALS. THE C CORNER. F F ALL MULTIPLE MEMBER HEADERS, BEAMS AND POSTS MADE FROM FRAMING l l.\ D D SHALL BE TONGUE AND GROOVE MADE FROM SOLID TIMBER OR B A ARCHITECT'S A APPROVAL MUST BE SECURED FOR ALL SUBSTITUTIONS. C CONTRACTOR SHALL REMOVE ANY LOOSE OR DISTURBED SOIL AND REPLACE p FOLLOWS: F LUMBER SHALL BE NAILED TOGETHER TO FORM A SINGLE COMPOSITE UNIT GLUED LAMINATED TIMBER. INSTALLATION SMALL BE CONTROLLED WITH NON-EXPANSIVE STRUCTURAL FILL COMPACTED T0 95% STANDARD P p F CONTINUOUS T U3lN� N0 LESS THAN TWO ROWS OF 16d AT 12" O.C. R RANDOM L8YUP. CONNECTIONS AND INSTALLATION PROCEDURES SHALL C C CHECK A ALL DIMENSIONS 8N STRUCTURAL DRAWINGS AGAINST ARCHITECTURAL P PROCTOR l' TOP BARS - AT MlDSpAN ' ' ' B BE PER AlTC 112 STANDARD FOR TONGUE-AND-GROOVE HEAVY DRAWINGS. ` 2'\ BOTTOM BARS - OVER SUPPORT G G COMPLY WITH MINIMUM STANDARDS S F0R FRAMING CONNECTIONS AS SET T TIMBER ROOF DECKING. MAXIMUM MOISTURE CONTENT FOR 2" l N TOT�L L0�D S0lL 8[NllM� PRES5URE U3[D lN DES[�N' '�' 1 ` 5OO pSF G Q. ^ PROVIDE STIRRUPS WITH 2 D FORTH IN IBC TABLE NO. 2304.8. } AND �S DETAILED. , DECKING SHALL BE 15% 4 D. V VERIFYQpENlNQS�� ' '' THROUGH FLOORS, ROOFS - R00FS E--- � - WALLS WITH S SLAB-ON-GRADE S ^ P H LAMINATED VENEER LUWBER /LyL / Q. IN OF PRE-ENGINEERED SYST �. T THE SLN9-3N-�RkDE �ELECTED BY THE 0�NER �T THE �ROUND FL0OR LEYEL R R. W WIRE FABRIC REINFORCEMENT: LAP ONE AND A HALF MESH WIDTHS AT H / A 1.\ P PRE-ENGINEERED SYSTEMS NSHALLNBE A lNSTALLED T0 �OVER~'~`^^'CO^`^`'`-' ` nIn* o o»^Luu~/ uc' /o^ 2003 O OF THIS BUILDING HAS SOME RISK OF MOVEMENT. THE SLAB OPTION S SPLICES AND WIRE TOGETHER. C Cun T /nU«»a rncaa nI/n «LL p'` A u` w" l'" -''-l''T-'-AL- BE SUBMITTED - �UBWllTE� TO THE STRUCTURAL ENGINEER FOR 3. LIVE L LOADS U USED IN DESIGN C CHOSEN ASpROVIDlN8SUIT�8LEpERFOR�hNCE AT A C0ST T S M M0 WELDING OF REINFORCING SHALL BE PERMITTED UNLESS SPECIFICALLY L LENGTH OF THE MEMBER. D REV[E� pR[OR T0 F�BRlC�TlON' 3 O � ' C CALLED FOR OR APPROVED 8Y THE STRUCTURAL ENGINEER, F FERENCE TO THE APPLICABLE CURRENT NATIONAL EVALUATION A � SEISMIC L LOADS PER IBC 2D03 P PROJECT SOILS REPORT FOR SPECIFIC REQUIREMENTS. R ' S REPORT PREPARED BY CA80 OR CURRENT EVALUATION REPORT R R. LAG S SCREWS: � ' 1'\ E EXEMPT FROM 18C2003 SECTIONS 1813 THROUGH 1622 PER 1O14' 1'2 B BE IN T T. D D0 NOT RE-BEND ANY BARS WITH A YIELD STRESS OF GREATER THAN 40 P PREPARED BY lCBO. 1 1. C CONFORM T0 ME 1-1901.E D B. T THE PREPARATION OF THE SUBGRKDE FOR THE SLAB-ON-GRADE SHALL B LVL MEMBERS � -' ! DIAMETER A B W WIND P PRESSURE PER IBC 2003 S STRICT ACCORDANCE WITH THE PROJECT SOILS REPORT REFERENCED ABOVE; K KSI' ' '/ L !H�NK AND THE S��E DEPTH 0F PENETRATl0N k� THE LEN�TH 0F ' 3 1 B \ ''' ��'�'�'� � ''''' THE CONTRACTOR SHALL DIRECT QUESTIONS REGARDING THE 3UBGRADE ^ ^ " "' 'LE 2D5 PSI U UNTHREADED SHANK. H ' \ WIND EXPOSURE CATEGORY ...... ................. /'' C P PREPARATION REQUIREMENTS T0 THE QE0TEOHNlCAL ENGINEER. 1 10' STRUCTURAL STEEL » 2480 PSI 3 3.\ L LEN} HOLE FOR THREADED PORTION SHALL HAVE A DIAMETER EQUAL 3 ' W WIND DIRECTIONALITY F A C M MOVEMENT 0F THE SLAB-ON-GRADE MAY CAUSE DAMAGE T0 ANYTHING � A. K STRUCTURAL STEEL: MINIMUM YIELD STRENGTH 50 KSl FOR WIDE TO ORAlN........ 750 PSI . . T TO 7U%OF DIAMETER OF UNTHREADED �SHANK. 4' W WIND TOPOGRAPHIC FACTOR, KZt^^'^''''''^''`'`'^''''''l'U C CONNE�TED TQ 80TH THE SLAB &ND OTHER PORTIONS 0F THE F FLANGES 3� K8I /�STW A53 / FOR � TUBES; lP��� 45 KSl FOR 30 KSl e e. MODULUS OF ELASTlClTY............... 1,900,000 P .) H H0LL UY TURNING WITH B DRIVING WITH � HAMMER. « �«�ncn^ mn/ / ' '/ ' ' '''''''�''''�''��'''^�'' � ISOLATION DETAILS FOR PARTITION WALLS. A ALL ELSE, UNLESS NOTED OTHERWISE. ' '/ u 5.) 5.\ U USE SOAP OR OTHER LUBRICANT ON LAG SCREW OR IN LEN} HOLE TO C R ROOF B BASEBOARDS, PIPING, AND OTHER ITEM BE REQUIRED; REFER TO THE B B C CONNECTIONS NOT OTHERWISE DEFINED ON THE STRUCTURAL DRAWINGS b u F ' F FACILITATE INSERTION AND PREVENT DAMAGE T0 LAG SCREW. 1 G GROUND SNOW LOAD pg........,............,,.... 115 PSF / / APPROPRIATE DRAWINGS OR CONSULT WITH THE RESPONSIBLE MEMBER OF B SHALL 8E DESIGNED By THE FABRICATOR. STRUCTURAL CALCULATIONS FOR C C. COMPRESSION PARALLEL TO GRAIN'''''''''''' 2900 PSI 2' S SNOW EXPOSURE FACTOR, TOR Ce 1 8 T THE DESIGN T THECONNECTlON�BEARlNC THEC _ d' COMPRESSION PERPENDICULAR T0 GRAIN . ... . ' . 750 PSI 3 ' SNOW THERMAL FACTOR, Ct. ' _- 3 e. MODULUS OF ELASTICITY . . . .. . . . . . . .. . ` OOD PSI ' 4 S SNOW IMPORTANCE FACTOR, o \ 0 . ."-" I I. BUILT-UP LVL AND PSL MEMBERS: CONNECT MULTIPLE MEMBERS USING 2 G' R ROOF LIVE LOAD '' ^' ^''. '' ' '`' ' .' . '' .'�2UOpSF A A. \ \ ALL CONCRETE SHALL BE NORMAL WEIGHT AGGREGATE UNLESS NOTED. C C. U USE STANDARD FRAMED 8ENW CONNECTIONS MEETING REQUIREMENTS OF R R0 " DIAMETER THRU�BOLTS C /'/ « «»»r mr « �»�rux»c» cuu/rmcn/�'^'''''�''''�' ^o " '�" ' ' C CLEARLY IDENTIFY INTENDED USE FOR EACH MIX D[SlQV SUBMITTED FOR " "MANUAL OF STEEL CONSTRUCTION", AlSC 18 WITH 3/4" MINIMUM S C SP�CED , AT R 12" T CiC. Op B0LT H 0F BOLTS E. RE3lDENCIN ... .............. ......................... 40 PSF 4. DISCOVERY AND FIELD VERIFICATION A. DURING C0N3TRUCTlON, 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 T0 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 BUILDING(S) 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 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 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. SPECIAL INSPECTIONS A. SPECIAL INSPECTORS SHALL BE EMPLOYED BY THE OWNER TO INSPECT THE WORK DURING CONSTRUCTION AS DEFINED AND REQUIRED BY IBC CHAPTER 17. SPECIAL INSPECTIONS SHALL BE MADE OF THE FOLLOWING STRUCTURAL WORK: 1.) 1704.3 STEEL CONSTRUCTION 2.� 1704.4 CONCRETE CONSTRUCTION 3. 1704.7 SOIL CONDITIONS B. SPECIAL INSPECTION OF THE SEISMIC FORCE RESISTING SYSTEM AS SPECIFIED IN IBC SECTION 1707 IS REQUIRED. 7. FOUNDATIONS - FOOTINGS A. A SOILS INVESTIGATION HAS NOT BEEN PERFORMED FOR THIS PROJECT. 1.) THE OWNER SHALL EMPLOY A QUALIFIED GEOTECHNICAL ENGINEER TO INSPECT ALL FOUNDATION EXCAVATIONS PRIOR TO PLACEMENT OF CONCRETE FOR FOOTINGS. 2.) THE GEOTECHNICAL ENGINEER SHALL VERIFY THAT THE SAFE BEARING CAPACITY OF THE BEARING MATERIALS MEETS OR EXCEEDS THE ASSUMED TOTAL LOAD ALLOWABLE BEARING PRESSURE USED IN DESIGN AS STATED BELOW. 3.) THE GEOTECHNICAL ENGINEER SHALL PREPARE WRITTEN SPECIFICATIONS FOR SUITABLE BACKFILL MATERIALS AND PERFORM COMPACTION TESTS ON APPROVED BACKFILL PLACED AGAINST FOUNDATION WALLS, BELOW SLABS-ON-GRADE AND BELOW B. BOTTOM OF FOUNDATION OR GRADE BEAM SHALL EXTEND A MINIMUM OF 48 INCHES BELOW ADJACENT FINAL GRADE. C. DO NOT PLACE BACKFILL AGAINST FOUNDATION WALLS OR GRADE BEAMS UNTIL BRACING FLOORS ARE IN PLACE, OR OTHER ADEQUATE BRACING IS D. ACTIVE LATERAL EARTH PRESSURE USED IN DESIGN:- E. AT-REST LATERAL EARTH PRESSURE USED IN DESIGN: ....... 55 PCF REDWINE ENGINEERS INC. 'STRUCTURAL CONSULTANTS ­415 Beaver Crk,Blvd A204 MINIMUM MAX STRENGTH CEMENT WATER/ SLUMP AGGR AIR USE pSI CONTENT CEMENT IN SIZE ( SAW/C.Y. RATIO IN FOOTINGS 3000 5.5 0.58 3-4 1 0-2 EXTERIOR FLATWORK 350G 6 0.48 2-4 0.75 5-7 B. ALL CONCRETE IN CONTACT WITH SOILS SHALL USE TYPE l-ll CEMENT. C. SEE SPECIFICATIONS FOR ADDITIONAL DURABILITY REQUIREMENTS. D. REINFORCING: MILD STEEL' REINFORCING SHALL BE ASTM A615 WITH A NlNlW0W YIELD STRENGTH OO KSI. EXCEPT WHERE NOTED AS 40 K3I. ALL REINFORCING REQUIRING WELDING SHALL CONFORM T0 kSTM A700. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. E. REINFORCEMENT PROTECTION , 1. CONCRETE PLACED AGAINST EARTH....................... 3 2.\ CONCRETE PLACED IN FORMS BUT EXPOSED T0 WEATHER OR EARTH: ' o. BARS #5 AND SMALLER ...................... .. 1-1 " b. BARS LARGER ....... ...................... Z 3. COLUMNS, GIRDERS, BEAMS ........................ 1 4. SLABS OR WALLS NOT EXPOSED TO WEATHER OR EARTH .... 3/4 5 , JOISTS ................... ......................... . 1' O.\ CDRE ��LL�......................................... 1' F. REINFORCING PLACING TOLERANCES 1.\ CLEAR DISTANCE FROM BARS T0: _ , u. SOFFIT ON EARTH ............ .......... .��. +/ l b. FORMED SOFFlT............................ 1 C. FORMED SIDE OR VERTICAL SURFACE ......... f/- 3/8' d. TOP SURFACE DEPTH 8^ OR LES3.................... l DEPTH MORE THAN 8 NOT MORE THAN 24" 1 DEPTH MORE THAN 24^..........�...... �/- l 2.\ S OF BARS: , o. LONGITUDINAL BARS IN GIRDERS, BEAMS. 1/4 b. TIES AND STIRRUPS ................... ..... + l C. IN SLABS AND WALLS ....................... +/- 2' 3.) L0NGlTUDlN6L LOCATION OF BENDS AND BAR ENDS ' o. AT DISCONTINUOUS END OF MEMBER........... 1/2' 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 LAP3, SHALL BE 36 BAR DIAMETERS MINIMUM. H. DETAIL BARS IN ACCORDANCE WITH "ACl DETAILING MANUAL", PUBLICATION SP-OS AND "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE," ACl 318, LATEST EDITIONS. PROVIDE DETAILS INDICATING REINFORCING CONTINUITY AT CONSTRUCTION JOINTS. l. PROVIDE ACCESSORIES NECESSARY T0 PROPERLY SUPPORT REINFORCING AT POSITIONS SHOWN ON PLANS AND DETAILS. J. PLACE 2-#5 (1 EACH FACE ) WITH 2'-0" PROJECTION AROUND OPENINGS IN CONCRETE P 1-#4 (IN TOPPING) WITH 2'-0" PROJECTION AROUND OPENINGS THROUGH FLOOR TOPPING SLABS, UNLESS NOTED. K. PROVIDE SLEEVES FOR ALL PIPES PLACED THROUGH CONCRETE. L. NO OPENINGS OTHER THAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE PERMITTED UNLESS THE ARCHITECT'S AND STRUCTURAL ENGINEER'S APPROVAL IS SECURED PRIOR TO THE PLACEMENT OF REINFORCING STEEL , W. ALL CONSTRUCTION JOINTS SHOWN ON THE DRAWINGS SHALL BE PREPARED BY ROUGHENING THE SURFACE OF THE CONCRETE S0 THAT THE AGGREGATE SHALL BE EXPOSED UNIFORMLY, LEAVING NO LAlTANCE LOOSENED PARTICLES, DR DAMAGED CONCRETE. AS AN ALTERNATE, 2 X 4 CONTINUOUS KEYWAYS MAY BE USED FOR CONSTRUCTION JOINTS. N. SLABS SHALL NOT HAVE JOINTS IN k HORIZONTAL PLANE. ANY STOP IN CONCRETE WORK MUST BE WN}E AT CENTER OF SPAN OR AT CENTER OF SUPPORT WITH VERTICAL BULKHEADS AND HORIZONTAL KEYS, UNLESS ` OTHERWISE SHOWN. ALL CONSTRUCTION JOINTS SHALL BE AS DETAILED OR AS APPROVED BY ARCHITECT AND STRUCTURAL ENGINEER. NOTED. FOR BEAMS nl|nOU| ut�)IUNx/LumhU3onUM^nlnl7,)' ZCL-F-o' CONNECTIONS TO SUPPORT 00% % FOR COMPOSITE OF TOTAL UNIFORM LOAD CAPACITY IN BENDING FOR EACH GIVEN BEAM AND SPAN PLUS THE REACTION DUE TO ANY CONCENTRATED L0N}3. MINIMUM OF TWO (2) BOLTS PER CONNECTION. D. ALL A325 WAY BE INSTALLED SNUG TIGHT AS DEFINED BY AI3S. , E. MINIMUM WELDS: AISC SPECIFICATION, NOT LESS THAN 3/16" FILLET CONTINUOUS UNLESS OTHERWISE NOTED. F. ALL GROOVE WELDS T0 BE FULL PENETRATION UNLESS NOTED. G. WELDERS: HAVE CURRENT EVIDENCE OF PASSING THE APPROPRIATE A.0iS. QUALIFICATION TESTS. H. SEE ARCHITECTURAL DRAWINGS FOR NAILER HOLES; ATTACHMENTS` ETC. l. STRUCTURAL STEEL SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE AlSC SPECIFICATIONS AND CODE OF STANDARD PRACTICE AND WITH OSHA REGULATIONS, LATEST EDITIONS. J. STEEL MEMBERS EXPOSED TO VIEW SHALL BE CLASSIFIED AS ARCHITECTURALLY EXPOSED STRUCTURAL 3TEEL /AESS\. AESS MEMBERS SHALL MEET SPECIFICATION REQUIREMENTS PER AISC CODE OF STANDARD PRACTICE, CHAPTER 10. ALL WELDS SHALL BE SMOOTH AND CONTINUOUS IN APPEN7&NCE. WHERE INTERMITTENT WELDS ARE SPECIFIED, PROVIDE AUTO BODY PUTTY FILLER ALONG JOINTS IN BETWEEN WEL03, ALL PLATES SHALL BE HIGH DEFINITION GAS CUT. GRIND ALL EXPOSED EDGES SMOOTH. K. ALL RIGGING FOR SAFETY CABLES LIFTING DEVICES AND TEMPORARY BRACING SHALL BE CONNECTED TO AN8LES, PLATES OR OTHER MEMBERS DESIGNED AND DETAILED BY THE STRUCTURAL STEEL SUPPLIER SHALL BE SHOP WELDED TO STRUCTURAL MEMBERS. DO NOT PROVIDE HOLES IN STRUCTURAL MEMBERS FOR THE CONNECTION OF RIGGING CABLES, LIFTING DEVICES AND TEMPORARY BRACING UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS. CONTRACTOR SHALL BE RESPONSIBLE FOR THE � REMOVAL OF ALL ADDED MEMBERS WHERE THEY INTERFERE WITH OTHER WORK OR ARE EXPOSED T0 VIEW. ` L. THE CONTRACTOR AND STRUCTURAL STEEL SUPPLIER SHNl ADD ALL ._ NECESSARY BOLTS ANCHOR BOLTS, STIFFENER PLATES, STABILIZER PLATES BRIDGING, BRACING, BEARING SEATS COLUMN 3PLlC[S, CLOSURES FOR OPENlNGS, ETC. AS REQUIRED FOR COMPLIANCE WITH 03H6 REGULATIONS. W. FIELD WELD ANY ELEMENT THAT CAN BE CONSIDERED A TRIP HAZARD AS DEFINED BY OSHA. N. THE GENERAL CONTRACTOR AND STRUCTURAL STEEL SUPPLIER SHALL COORDINATE ALL WORK WITH THE STEEL JOIST AND JOIST GIRDER SUPPLIER. 11. TIMBER A. ALL TIMBER PRODUCTS SHALL BE IN ACCORDANCE WITH THE NATIONAL FOREST PRODUCTS ASSOClATlON, NATIONAL DESIGN SPECIFICATION, LATEST EDITION. B. ALL LUMBER SHALL BE VISUALLY GRADED AND HAVE 6 MAXIMUM MOISTURE CONTENT OF 10%. C. FRAMING LUMBER: 2X8 AND LARGER, DOUGLAS FIR-LARCH; ALL ELSE: HEN-FIR IN THE FOLLOWING GRADES: 1. GENERAL FRAMING: N0. 2 OR BETTER. . 2. STUDS: N0. 2 OR BETTER. 3. ' FLOOR JOISTS AND ROOF RAFTERS: N0. 20R BETTER. 4.) BEAMS, STRINGERS, POSTS AND TIMBERS: N0. 1 OR BETTER. D. BRIDGING: BRIDGE BETWEEN JOISTS OR RAFTERS WHERE NOMINAL DEPTH- T0- THICKNESS RATIO EXCEEDS 5 WITH BEVEL-CUT DOUBLE- CROSSED 00DD BRACING, OR WITH SOLID BRIDGING 2" THICK BY DEPTH OF JOIST. END NAIL SOLID BRIDGING T0 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: E. . � 1.\ FRAME STUD WALLS WlTH � 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: ' o' 2 STUDS AT OPENINGS LESS THAN 5'-0 WIDE b. 3 STUDS AT OPENINGS BETWEEN 5`-O" AND D WIDE C. 4 STUDS MINIMUM AT OPENINGS GREATER THAN O'-O" WIDE J 2 il a I" 9 GLUED LAMINATED TIMBERS (GLULAM): 1.\ S0LAM MEMBERS SHALL BENANUFACTURED FROM LYGRADED 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 5PE0lFlS8TlON' LATEST EDITION: u. SIMPLE SPAN BEAMS ......... ............. .... 24F-V4 b. CANTILEVER OR CONTINUOUS SPAN BEAMS ........ 24F-V8 C. COLUMNS, HANGERS AND TRUSS MEMBERS . ........ ..... % 3.\ THE TOP OF SIMPLE SPAN BEAMS SHALL BE CLEARLY MARKED WITH THE WORD "TOP" ON THE WOOD AND THE WRAPPING. 4. ' REFER T0 PLhNS FOR AE8UlRED CAMBER OF gLULAW MEMBERS. 5. REFER T0 PROJECT SPECIFICATIONS FOR APPEARANCE OF GRADING OF CLULAM MEMBERS. 6. ' ADHESIVE FOR CLULAN MEMBERS SHALL BE WATERPROOF. 7. 0LULAM 5UPPLlER SHALL MANUFACTURE MEMBERS IN ACCORDANCE WITH ' ANSl /AlTC A190. 1, LATEST EDIT ION. ALL MEMBERS SHALL BE MARKED WITH AN AlTC QUALITY STAMP AND FURNISHED WITH AN AlTC CERTIFICATE OF CONFORMANCE. LAMINATED MEMBER SIZES SHOWN ARE NET; OTHER MEMBER SIZES ARE N0WINAL, SOLID WEB l JOISTS. l.\ FLOOR AND ROOF JOISTS SHALL BE PRE-ENGINEERED SOLID WEB l - JOISTS AS MANUFACTURED BY WILLAMETTE INDUSTRIES, INC., TRUS- J0IST MCMlLLAN CORP., OR APPROVED EQUIVALENT. RE: PLAN AND DETAILS FOR JOIST SPACING AND DEPTH. MEMBERS SHALL BE FACTORY MANUFACTURED WITH ORIENTED STRAND BOARD( O9B WEBS, ' LAMINATED VENEER LUMBER (LVL) M ACHINE STRESS RATED (MSR) LUMBER FLANGES PER CODE APPROVAL BY l08O. SUPPLIERS SHALL . FURNISH ALL MEMBERS, WEB STIFFENERS, BLOCKING PANELS, END BL0CK$, 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. SHEATHING: 1.\ CONFORM TO AMERICAN PLYWOOD ASSOCIATION APA DE3l8M � SPECIFICATION, LATEST EDITION. SHEATHING SHALL BE CONTINUOUS OVER THREE ADJACENT SPANS MINIMUM. 2.\ FLOOR SHEATHING: 3/4" THICK TONGUE AND GROOVE APA R6TED ' SHEATHING 32/16, EXPOSURE 1. NAIL TO SUPPORTS WITH 10d @ O INCHES O.C. AT ALL PANEL EDGES AND 10d @ 10 INCHES 0.C. AT INTERIOR OF PANEL. GLUE FLOOR SHEATHING T0 SUPPORTS WITH "TlT[-BOND" OR APPROVED EQUIVALENT). CONSTRUCTION ADHESIVE SHALL MEET APA AFQ-01. 3.\ ROOF SHEATHING: 1 � " THICK APA RATED SHEATHING 32/16, ' EXPOSURE 1. NAIL TO SUPPORTS WITH Od @ 8 INCHES O.C. AT ALL PANEL EDGES AND 8d @12 INCHES O.C. AT INTERIOR OF PANEL. 4.\ WALL SHEATHING: 1 " THICK APk RATED SHEATHING, EXPOSURE 1. ' ORIENT PANELS WITH FACE GRAIN PARALLEL TO WALL STUDS. NAIL TO SUPPORTS WITH Od @ 8 INCHES U.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. .� ALL TIMBER CONNECTORS SHALL BE CONNECTORS AS MANUFACTURED BY THE SIMPS0N STRONG-TIE CONNECTOR COMPANY. FOLLOW SUPPLIER' S INSTALLATION RECOMMENDATIONS. 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 2995 EDITION OF THE TRUSS PLATE INSTITUTE PUBLICATION, "DESIGN SPECIFICATION FOR METAL PLATE CONNECTED 000D 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. CAHAL I N R E` "' i I u" N C E 137 MAIN STREET SVos000 � P.O. BOX s WW ARE6, CO 81652 ������ SUNBURST ���� � � �� 8 m~� 0��N \/ � ��� 88 CO �~�^ ��� �� 0�� �-�� All--- - m�-� �_� m_- �_� �-� �~�. �~� �~~� STAMP JOB #: 08040 ISSUE TE STRUCTURAL CLARIFICATIO `'26 SEPT 06 onmonOwn 11ocx06 CONTRACTOR REVS 05 DEC 06 CONTRACTOR REVS 25 IAN m�� I _7�^ SHEETTITLE GENERAL NOTES a*een - ' ��� � B. ALL CONCRETE IN CONTACT WITH SOILS SHALL USE TYPE l-ll CEMENT. C. SEE SPECIFICATIONS FOR ADDITIONAL DURABILITY REQUIREMENTS. D. REINFORCING: MILD STEEL' REINFORCING SHALL BE ASTM A615 WITH A NlNlW0W YIELD STRENGTH OO KSI. EXCEPT WHERE NOTED AS 40 K3I. ALL REINFORCING REQUIRING WELDING SHALL CONFORM T0 kSTM A700. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. E. REINFORCEMENT PROTECTION , 1. CONCRETE PLACED AGAINST EARTH....................... 3 2.\ CONCRETE PLACED IN FORMS BUT EXPOSED T0 WEATHER OR EARTH: ' o. BARS #5 AND SMALLER ...................... .. 1-1 " b. BARS LARGER ....... ...................... Z 3. COLUMNS, GIRDERS, BEAMS ........................ 1 4. SLABS OR WALLS NOT EXPOSED TO WEATHER OR EARTH .... 3/4 5 , JOISTS ................... ......................... . 1' O.\ CDRE ��LL�......................................... 1' F. REINFORCING PLACING TOLERANCES 1.\ CLEAR DISTANCE FROM BARS T0: _ , u. SOFFIT ON EARTH ............ .......... .��. +/ l b. FORMED SOFFlT............................ 1 C. FORMED SIDE OR VERTICAL SURFACE ......... f/- 3/8' d. TOP SURFACE DEPTH 8^ OR LES3.................... l DEPTH MORE THAN 8 NOT MORE THAN 24" 1 DEPTH MORE THAN 24^..........�...... �/- l 2.\ S OF BARS: , o. LONGITUDINAL BARS IN GIRDERS, BEAMS. 1/4 b. TIES AND STIRRUPS ................... ..... + l C. IN SLABS AND WALLS ....................... +/- 2' 3.) L0NGlTUDlN6L LOCATION OF BENDS AND BAR ENDS ' o. AT DISCONTINUOUS END OF MEMBER........... 1/2' 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 LAP3, SHALL BE 36 BAR DIAMETERS MINIMUM. H. DETAIL BARS IN ACCORDANCE WITH "ACl DETAILING MANUAL", PUBLICATION SP-OS AND "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE," ACl 318, LATEST EDITIONS. PROVIDE DETAILS INDICATING REINFORCING CONTINUITY AT CONSTRUCTION JOINTS. l. PROVIDE ACCESSORIES NECESSARY T0 PROPERLY SUPPORT REINFORCING AT POSITIONS SHOWN ON PLANS AND DETAILS. J. PLACE 2-#5 (1 EACH FACE ) WITH 2'-0" PROJECTION AROUND OPENINGS IN CONCRETE P 1-#4 (IN TOPPING) WITH 2'-0" PROJECTION AROUND OPENINGS THROUGH FLOOR TOPPING SLABS, UNLESS NOTED. K. PROVIDE SLEEVES FOR ALL PIPES PLACED THROUGH CONCRETE. L. NO OPENINGS OTHER THAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE PERMITTED UNLESS THE ARCHITECT'S AND STRUCTURAL ENGINEER'S APPROVAL IS SECURED PRIOR TO THE PLACEMENT OF REINFORCING STEEL , W. ALL CONSTRUCTION JOINTS SHOWN ON THE DRAWINGS SHALL BE PREPARED BY ROUGHENING THE SURFACE OF THE CONCRETE S0 THAT THE AGGREGATE SHALL BE EXPOSED UNIFORMLY, LEAVING NO LAlTANCE LOOSENED PARTICLES, DR DAMAGED CONCRETE. AS AN ALTERNATE, 2 X 4 CONTINUOUS KEYWAYS MAY BE USED FOR CONSTRUCTION JOINTS. N. SLABS SHALL NOT HAVE JOINTS IN k HORIZONTAL PLANE. ANY STOP IN CONCRETE WORK MUST BE WN}E AT CENTER OF SPAN OR AT CENTER OF SUPPORT WITH VERTICAL BULKHEADS AND HORIZONTAL KEYS, UNLESS ` OTHERWISE SHOWN. ALL CONSTRUCTION JOINTS SHALL BE AS DETAILED OR AS APPROVED BY ARCHITECT AND STRUCTURAL ENGINEER. NOTED. FOR BEAMS nl|nOU| ut�)IUNx/LumhU3onUM^nlnl7,)' ZCL-F-o' CONNECTIONS TO SUPPORT 00% % FOR COMPOSITE OF TOTAL UNIFORM LOAD CAPACITY IN BENDING FOR EACH GIVEN BEAM AND SPAN PLUS THE REACTION DUE TO ANY CONCENTRATED L0N}3. MINIMUM OF TWO (2) BOLTS PER CONNECTION. D. ALL A325 WAY BE INSTALLED SNUG TIGHT AS DEFINED BY AI3S. , E. MINIMUM WELDS: AISC SPECIFICATION, NOT LESS THAN 3/16" FILLET CONTINUOUS UNLESS OTHERWISE NOTED. F. ALL GROOVE WELDS T0 BE FULL PENETRATION UNLESS NOTED. G. WELDERS: HAVE CURRENT EVIDENCE OF PASSING THE APPROPRIATE A.0iS. QUALIFICATION TESTS. H. SEE ARCHITECTURAL DRAWINGS FOR NAILER HOLES; ATTACHMENTS` ETC. l. STRUCTURAL STEEL SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE AlSC SPECIFICATIONS AND CODE OF STANDARD PRACTICE AND WITH OSHA REGULATIONS, LATEST EDITIONS. J. STEEL MEMBERS EXPOSED TO VIEW SHALL BE CLASSIFIED AS ARCHITECTURALLY EXPOSED STRUCTURAL 3TEEL /AESS\. AESS MEMBERS SHALL MEET SPECIFICATION REQUIREMENTS PER AISC CODE OF STANDARD PRACTICE, CHAPTER 10. ALL WELDS SHALL BE SMOOTH AND CONTINUOUS IN APPEN7&NCE. WHERE INTERMITTENT WELDS ARE SPECIFIED, PROVIDE AUTO BODY PUTTY FILLER ALONG JOINTS IN BETWEEN WEL03, ALL PLATES SHALL BE HIGH DEFINITION GAS CUT. GRIND ALL EXPOSED EDGES SMOOTH. K. ALL RIGGING FOR SAFETY CABLES LIFTING DEVICES AND TEMPORARY BRACING SHALL BE CONNECTED TO AN8LES, PLATES OR OTHER MEMBERS DESIGNED AND DETAILED BY THE STRUCTURAL STEEL SUPPLIER SHALL BE SHOP WELDED TO STRUCTURAL MEMBERS. DO NOT PROVIDE HOLES IN STRUCTURAL MEMBERS FOR THE CONNECTION OF RIGGING CABLES, LIFTING DEVICES AND TEMPORARY BRACING UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS. CONTRACTOR SHALL BE RESPONSIBLE FOR THE � REMOVAL OF ALL ADDED MEMBERS WHERE THEY INTERFERE WITH OTHER WORK OR ARE EXPOSED T0 VIEW. ` L. THE CONTRACTOR AND STRUCTURAL STEEL SUPPLIER SHNl ADD ALL ._ NECESSARY BOLTS ANCHOR BOLTS, STIFFENER PLATES, STABILIZER PLATES BRIDGING, BRACING, BEARING SEATS COLUMN 3PLlC[S, CLOSURES FOR OPENlNGS, ETC. AS REQUIRED FOR COMPLIANCE WITH 03H6 REGULATIONS. W. FIELD WELD ANY ELEMENT THAT CAN BE CONSIDERED A TRIP HAZARD AS DEFINED BY OSHA. N. THE GENERAL CONTRACTOR AND STRUCTURAL STEEL SUPPLIER SHALL COORDINATE ALL WORK WITH THE STEEL JOIST AND JOIST GIRDER SUPPLIER. 11. TIMBER A. ALL TIMBER PRODUCTS SHALL BE IN ACCORDANCE WITH THE NATIONAL FOREST PRODUCTS ASSOClATlON, NATIONAL DESIGN SPECIFICATION, LATEST EDITION. B. ALL LUMBER SHALL BE VISUALLY GRADED AND HAVE 6 MAXIMUM MOISTURE CONTENT OF 10%. C. FRAMING LUMBER: 2X8 AND LARGER, DOUGLAS FIR-LARCH; ALL ELSE: HEN-FIR IN THE FOLLOWING GRADES: 1. GENERAL FRAMING: N0. 2 OR BETTER. . 2. STUDS: N0. 2 OR BETTER. 3. ' FLOOR JOISTS AND ROOF RAFTERS: N0. 20R BETTER. 4.) BEAMS, STRINGERS, POSTS AND TIMBERS: N0. 1 OR BETTER. D. BRIDGING: BRIDGE BETWEEN JOISTS OR RAFTERS WHERE NOMINAL DEPTH- T0- THICKNESS RATIO EXCEEDS 5 WITH BEVEL-CUT DOUBLE- CROSSED 00DD BRACING, OR WITH SOLID BRIDGING 2" THICK BY DEPTH OF JOIST. END NAIL SOLID BRIDGING T0 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: E. . � 1.\ FRAME STUD WALLS WlTH � 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: ' o' 2 STUDS AT OPENINGS LESS THAN 5'-0 WIDE b. 3 STUDS AT OPENINGS BETWEEN 5`-O" AND D WIDE C. 4 STUDS MINIMUM AT OPENINGS GREATER THAN O'-O" WIDE J 2 il a I" 9 GLUED LAMINATED TIMBERS (GLULAM): 1.\ S0LAM MEMBERS SHALL BENANUFACTURED FROM LYGRADED 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 5PE0lFlS8TlON' LATEST EDITION: u. SIMPLE SPAN BEAMS ......... ............. .... 24F-V4 b. CANTILEVER OR CONTINUOUS SPAN BEAMS ........ 24F-V8 C. COLUMNS, HANGERS AND TRUSS MEMBERS . ........ ..... % 3.\ THE TOP OF SIMPLE SPAN BEAMS SHALL BE CLEARLY MARKED WITH THE WORD "TOP" ON THE WOOD AND THE WRAPPING. 4. ' REFER T0 PLhNS FOR AE8UlRED CAMBER OF gLULAW MEMBERS. 5. REFER T0 PROJECT SPECIFICATIONS FOR APPEARANCE OF GRADING OF CLULAM MEMBERS. 6. ' ADHESIVE FOR CLULAN MEMBERS SHALL BE WATERPROOF. 7. 0LULAM 5UPPLlER SHALL MANUFACTURE MEMBERS IN ACCORDANCE WITH ' ANSl /AlTC A190. 1, LATEST EDIT ION. ALL MEMBERS SHALL BE MARKED WITH AN AlTC QUALITY STAMP AND FURNISHED WITH AN AlTC CERTIFICATE OF CONFORMANCE. LAMINATED MEMBER SIZES SHOWN ARE NET; OTHER MEMBER SIZES ARE N0WINAL, SOLID WEB l JOISTS. l.\ FLOOR AND ROOF JOISTS SHALL BE PRE-ENGINEERED SOLID WEB l - JOISTS AS MANUFACTURED BY WILLAMETTE INDUSTRIES, INC., TRUS- J0IST MCMlLLAN CORP., OR APPROVED EQUIVALENT. RE: PLAN AND DETAILS FOR JOIST SPACING AND DEPTH. MEMBERS SHALL BE FACTORY MANUFACTURED WITH ORIENTED STRAND BOARD( O9B WEBS, ' LAMINATED VENEER LUMBER (LVL) M ACHINE STRESS RATED (MSR) LUMBER FLANGES PER CODE APPROVAL BY l08O. SUPPLIERS SHALL . FURNISH ALL MEMBERS, WEB STIFFENERS, BLOCKING PANELS, END BL0CK$, 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. SHEATHING: 1.\ CONFORM TO AMERICAN PLYWOOD ASSOCIATION APA DE3l8M � SPECIFICATION, LATEST EDITION. SHEATHING SHALL BE CONTINUOUS OVER THREE ADJACENT SPANS MINIMUM. 2.\ FLOOR SHEATHING: 3/4" THICK TONGUE AND GROOVE APA R6TED ' SHEATHING 32/16, EXPOSURE 1. NAIL TO SUPPORTS WITH 10d @ O INCHES O.C. AT ALL PANEL EDGES AND 10d @ 10 INCHES 0.C. AT INTERIOR OF PANEL. GLUE FLOOR SHEATHING T0 SUPPORTS WITH "TlT[-BOND" OR APPROVED EQUIVALENT). CONSTRUCTION ADHESIVE SHALL MEET APA AFQ-01. 3.\ ROOF SHEATHING: 1 � " THICK APA RATED SHEATHING 32/16, ' EXPOSURE 1. NAIL TO SUPPORTS WITH Od @ 8 INCHES O.C. AT ALL PANEL EDGES AND 8d @12 INCHES O.C. AT INTERIOR OF PANEL. 4.\ WALL SHEATHING: 1 " THICK APk RATED SHEATHING, EXPOSURE 1. ' ORIENT PANELS WITH FACE GRAIN PARALLEL TO WALL STUDS. NAIL TO SUPPORTS WITH Od @ 8 INCHES U.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. .� ALL TIMBER CONNECTORS SHALL BE CONNECTORS AS MANUFACTURED BY THE SIMPS0N STRONG-TIE CONNECTOR COMPANY. FOLLOW SUPPLIER' S INSTALLATION RECOMMENDATIONS. 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 2995 EDITION OF THE TRUSS PLATE INSTITUTE PUBLICATION, "DESIGN SPECIFICATION FOR METAL PLATE CONNECTED 000D 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. CAHAL I N R E` "' i I u" N C E 137 MAIN STREET SVos000 � P.O. BOX s WW ARE6, CO 81652 ������ SUNBURST ���� � � �� 8 m~� 0��N \/ � ��� 88 CO �~�^ ��� �� 0�� �-�� All--- - m�-� �_� m_- �_� �-� �~�. �~� �~~� STAMP JOB #: 08040 ISSUE TE STRUCTURAL CLARIFICATIO `'26 SEPT 06 onmonOwn 11ocx06 CONTRACTOR REVS 05 DEC 06 CONTRACTOR REVS 25 IAN m�� I _7�^ SHEETTITLE GENERAL NOTES a*een - ' ��� � SHEETTITLE GENERAL NOTES a*een - ' ��� � W-91 It "HWER LEVEL(S) ABOVE - TRIMMER ABOV NOTES: T,O. SHEATHING CONNECTOR PATTERNS SHOWN ARE FOR RE: PLAN .... .... .... .... .... .. BLOCK JOIST S GANGED STUDS SHEATHED ON AT LEAST BELOW TRIMME ASSEMBLY A ASSEMBLY 8 AS5EMBLY ONE NARROW FACE OF THE MEMBER 44 rCS e 17 () roa @ 17 rY rCS. @ 17 � uu u' «* 1/ lyp JO SPA — m-'"Eu` /u/mu 8L0CK JOIST SOLID @ POST DIAMETER OF THE LARGEST HOLE �— 4 lo CONTINUE POST TO 1/3 DEPTH POINT OF SUPPORT 1/3 DEPTH L 0 HOLE ZONE 0 0 1/3 DEPTH _�ALLOWED 0 7^ WIDE BEAMS SHOULD ONLY 18d COMMON NAILS ~ ~ BE USED WHEN LOADS ARE SEE NOTE 2 APPLIED T0 BOTH SIDES OF THE MEMBERS �OMINIMIZE R0�J0N\. 1 / 2 1 0 THRU BOLTS ' TY9 1/3 SPAN =MIDDLE 1/3 SPAN 1/3 SPAN HOLE ALLOWED) ALLOWED) ASSEMBLY TO OUTSIDE BM (PLF) TYP WALL FRAMING W/21 W/21 LA C DIMMIM LUMDER KING STUDS NOTE: 1. THE ALLOWED HOLE ZONE IN THIS CHART IS SUITABLE FOR HEADER MAXIMUM ROUND COMMON WIRE COMMON VRIE BOLTS 0 2e D.C. BOLTS 0 12' D.C. UNIFORMLY LOADED HEADERS; FOR OTHER LOAD CONDITIONS, 0Vlt5: TRIMMER STUDS CONTACT STRUCTURAL ENGINEER. 1. PROVIDE A MINIMUM OF \ STUDS @ EACH BEAM SUPPORT 2. RECTANGULAR HOLES NOT ALLOWED. 2. FOR DIMENSIONAL LUMBER STUD PACK3, NAILING SHOWN IS FOR EACH PLY 3. HOLES IN CANTILEVERS REQUIRE ADDITIONAL ANALYSIS. 3. STUD PACK MAY BE SUBSTITUTED FOR POST SIZE CALLED 0D[ MATCH LUMBER GRADE. C(4) 340 680 4. PROVIDE TYPICAL SHEATHING NAILING T0 EVERY OTHER STUD. TO� NOTES: 1. BOLTS ARE A307-38. BOLT HOLES = SAME DIAMETER AS 80L[ RE: PLAN ALL MULTIPLE-STUD POSTS AND TRIMMERS SHALL BE MADE CONTINUOUS BETWEEN LEVEL OF SUPPORTED MEMBER AND 2. USE WASHERS @ HEAD & NUT. J. USE (3) ROWS OF NAILS FOR 8G4M3 > 12. NOMINAL. FOUNDATION, BEAM, OR HEADER (WHICHEVER COMES FIRST). rA ALLOWABLE HOLES IN WOOD BEAMS /�'B"\ MULTI-PLY BEAM CONNECTIONS C -� GANGED POST (SHEATHED) D'� FRAMING @ MULTI-STUD POSTS \ �S-6-v NOT TO SCALE 1 � �o NOT TO SCALE ��- Vi NO SCALE w NO SCALE W-91 It "HWER CELLS MIN @ BEAM BRG 1. ALL MASONRY TO HAVE PERIODIC SPECIAL INSPECTION. 6. THE GROUTING AND VERTICAL REINFORCEMENT SPECIFIED IN THIS SCHEDULE SHALL EXTEND THE FULL HEIGHT OF THE WALL UNLESS NOTED OTHERWISE. ALL REINFORCEMENT 2. WHERE ONE BAR IS SPECIFIED IN A SINGLE CELL, THE BAR SHALL BE CENTERED. AND GROUT SHALL BE PLACED IN CONFORMANCE WITH THE INTERNATIONAL BUILDING CODE. PROVIDE ADDITIONAL VERTICAL BARS IN THE WALL AT ALL CORNERS, ENDS OF WALLS, 3. WHERE VERTICAL BARS EACH FACE ARE SPECIFIED IN A SINGLE CELL, PLACE ONE BAR EACH SIDE OF OPENINGS, AND EACH SIDE OF EACH CONTROL JOINT AND EXPANSION ADJACENT TO EACH FACE WITH 2 1/2" BETWEEN THE BAR AND THE MASONRY UNIT THUS: JOINT UNLESS NOTED OTHERWISE. EN DOW — ABEW SEE PLAN FOR If!)2 CLEAR 7. UNLESS NOTED OTHERWISE, BOND BEAMS SHALL BE REINFORCED WITH (2) #4 BARS. WALL THICKNESS ALL BOND BEAM REINFORCING SHALL BE CONTINUOUS AROUND CORNERS, INTERSECTIONS ///n 30P 0 MATCH ROOF i --1 AND ACROSS CONTROL JOINTS. PROVIDE SOLID CMU BLOCK RE: ARCH y - RE: PLAN CUT BLOCK WHERE TWO HORIZONTAL BARS ARE SPECIFIED IN A SINGLE BOND BEAM, PLACE THE @ TOP OF SILL TYP RE: DETAILS FOR REINIT AS REQUIRED 8. ALL WALLS SHALL HAVE CONTINUOUS BOND BEAMS AT TOP OF WALLS, JOIST BEARING BARS IN A HORIZONTAL PLANE, ONE BAR ADJACENT TO EACH FACE WITH 2 1/2 CLEAR ELEVATIONS, ROOF DECK BEARING ELEVATIONS, AND AT HEADS AND SILLS OF WINDOWS, BETWEEN THE BAR AND THE MASONRY THUS: t DOORS AND OTHER OPENINGS, EXTEND BOND BEAMS AT HEADS AND SILLS OF ALL W.P. SEE PLAN FOR BOND BEAMS AT JOIST BEARING ELEVATIONS SHALL BE CONTINUOUS ACROSS CONTROL WALL THICKNESS NOTED ON PLANS, IN THE DETAILS AND IN THE CMU BEAM AND LINTEL SCHEDULES. 1 4x CONT @ 6" CMU 1�— 1 /2" CLEAR OPENINGS 2'-0" BEYOND JAMB UNLESS NOTED OTHERWISE. OTHER BOND BEAMS ARE �2� �4x CONT TYP WHERE PLACEMENT OF TWO HORIZONTAL BARS IN A BOND BEAM INTERFERES WITH THE JOINTS. PLACEMENT OF TWO VERTICAL BARS IN A SINGLE CMU ' - , . THE SPECIFIED SHALL BE MOVED TO THE INSIDE OF THE VERTICAL-BARS SO THAT - v RUNNING BOND, INCLUDING TRANSITIONS FROM ONE WALL THICKNESS TO ANOTHER, ` SEE PLAN FOR -~~~- �U —BOND BEAM R8MF ~ FE�DETAILS - GROUTING REQUIREMENTS NOT COVERED IN THESE NOTES. RE: DE FOR nunr ~ , TYp - 4. SUPPORT VERTICAL BARS IN POSITION AT INTERVALS NOT EXCEEDING 192 BAR DIAMETERS RE: DETAILS FOR RBNF AND AT BOTTOM OF EACH GROUT POUR. 5. OPENINGS IN NEW CONCRETE MASONRY WALLS SHALL BE CONSTRUCTED USING CMU LINTELS ONLY — TYPICAL UNLESS NOTED OTHERWISE. E CONCRETE MASONRY WALL CONSTRUCTION NOTES KT'� TYP MASONRY REINFORCING G'� STEPPED BOND BEAM � NO SCALE �S5.01) NO SCALE 3/4 = 1 #—Oo# -o 1 � .o 1 ` G am--, - 7 - ,—,— Z 77 — /// /!/ / / /!!/! /! / /!!t! / / / / fi; (E) T.O.W. = 98'- 9 "± (E) B.O.W. = 88' -6 "f 1 / / L/ i, / /r // ,/ j�j �t / / /// T.O.W. =99'- 9 "t T.O.W. =99' - 9 "t (E)T.O.W.= 99'- 9 "t B.O.W.= 88' -6 "t B.O.W. = 89' -6 "t (E)B.O.W.= 89' -6 "t I'rr f/ / / /r / /// / Y k S5.Ol j ,(E) FFE 0 MAIN = 99' -O " t ' / / / / _ —r -7 7- ,r-i i -7 — — — r// / r (E@ BSMT = 89' -0 " r � /! / _ ' r� ' / / r/ I 1 / / // / / ( / / / / / / / /I / / / / / / / /! / / /// / 7 / 71 // / / / r/ j �' 7` �`7` �rrrrrrr /rrrrtrrtrrrr ff! /tllrtlrrfll / 'r //' I I r /r� r I E• }� 6M'IN'�g - / /(g) /(' /BSMT / �0kO "t / / / r 1 A 11 I I / / r/ / /, r / 6 T.O.W. = 99 93 /4'± B.O.W. = 89' -6 "t / r r / r I I (E) FOUNDATION WALL TO ! r ' I ` I r �E) FOUNDATION WALL TO REMAIN,. / r // / I / EMAIN / ---- - - - - - J { /trr� ,� / / f //r r / /j/ ! I / � / "– -" r �'�` —� r - - - - -J / // / / rrr I I / rrr / / ' ,„ r / / r // I I / (E) FFE @ MAIN = 99 -0t ,.,(E) FFE @ MAIN = 100 ' -0 7 / r / //r r / /ri / L ------------- ----- -_._..- _.--- -_... -- _ _ 1 - �7----_.._.._---------- _._---- _.._— _.._------ -_._ -- � r Ir f , Ir t / / r rrr 'r / rl r - r 1411 { I / / /rr r r rrr / r r r ------ - - - --I / r � r r L / //// / / rrrr A /r (E) FOUNDATION WALL TO 55.01 REMAIN A (E) T.O.W. = 99' -93/4 }11 Iriii % /rt� (E)B.O.W.= 89' -6 "t I { I I I �J r 1� omi FOUNDATION PLAN 1/4„ =11-0" FOUNDATION NOTES: 1. SLAB -ON -GRADE SHALL BE 4 INCH THICK NORMAL WEIGHT CONCRETE. 2. REINFORCE SLAB -ON -GRADE WITH W6X6 /W2.1XW2.1 W.W.F. CENTERED IN SLAB 3. GEOTECHNICAL ENGINEER TO PERFORM OPEN HOLE INVESTIGATION PRIOR TO PLACEMENT OF CONCRETE FOOTINGS OR CONCRETE SLABS 4. PLACE NEW SLAB -ON -GRADE OVER 4 INCH THICK LAYER OF FREE - DRAINING GRAVEL AS SPECIFIED AND APPROVED BY THE GEOTECHNICAL ENGINEER. 5. LOCATE SLAB -ON -GRADE CONTROL AND CONSTRUCTION JOINTS TO CREATE APPROXIMATELY SQUARE PANELS MEASURING LESS THAN 200 SQUARE FEET IN AREA. LOCATE JOINTS ON COLUMN CENTERLINES WHERE POSSIBLE. SUBMIT PROPOSED CONTROL AND CONSTRUCTION JOINT PLAN FOR REVIEW AND APPROVAL TWO (2) WEEKS PRIOR TO CONSTRUCTION. T.O.C. 6. TOP OF CONCRETE SLAB ELEVATION NOTED THUS: ', ON PLAN. 7. ALL FOOTINGS ARE TO BE 2' -O "W. x 1' -O "D. LINO. 117 -8 8. CENTER FOOTINGS UNDER WALLS AND COLUMNS UNLESS DIMENSIONED OTHERWISE ON PLAN. 9. STEP IN BOTTOM OF WALL INDICATED THUS: - --- ON PLAN. 10. STEP IN TOP OF WALL INDICATED THUS: ---40N PLAN. 11. ALL BEARING WALLS TO BE 2x6 MINIMUM. A REDWINE ENGINEERS INC. STRUCTURAL CONSULTANTS 0150 E Beaver Crk Blvd A204 Avon, CO 61620 (970) 748 -0711 ii! 11 Z 11 -1 J1 MARK SIZE RE INF OR CING 1 x NOTE: 1. CENTER ALL FOOTINGS ON COLUMNS - TYPICAL UNLESS NOTED OTHERWISE ON PLAN. 2. ALL FOOTINGS SHALL BEAR ON UNDISTURBED NATURAL BEARING MATERIAL OR COMPACTED STRUCTURAL FILL AS VERIFIED BY THE GEOTECHNICAL ENGINEER. 3. PLACE LONGER BARS IN BOTTOM LAYER AT RECTANGULAR FOOTINGS. 4. CONTINUOUS FTG REBAR TO CONTINUE THROUGH SPREAD FOOTINGS. .Ngrr0 POST SCHEDULE TOP OF POST MARK S SIZE M MARK S SIZE (2) 2x4 DF #2 H HSS 3x3x T (3) 2x4 DF #2 1 10 H HSS 4x4x 1. PROVIDE A MINIMUM OF (2) STUDS G EACH BEAM SUPPORT IF NO POST IS DESIGNATED. 2. ALL MULTIPLE STUD POSTS SHALL BE CONNECTED PER A /SO.05 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 5.1 HOLE DIAMETER S 25% x POST WIDTH @ DRILLED FACE. 5.2 CLEARANCE FROM EDGE OF HOLE TO EDGE OF POST 2 1 ". 5.3 CLEAR DISTANCE BETWEEN IN -LINE HOLES > 2x DIAMETER OF LARGEST HOLE. 5.4 ONE HOLE MAX ACROSS POST (MULTIPLE HOLES ALONG POST OKAY IF TRAY MEET THE REST OF THE REQUIREMENTS LISTED ABOVE). NO SCALE ' �_,�'_� R E S I D E 137 MAIN STREET SVITE 0004 P.0. BOX 5055 EDWAR.PS, CC) 81632 970.926.2622 rkciaP t-kcd a rch.cc, m SUNBU .. V COLORADO (E) T.O.W. = 99'- 9 "± (E) B.O.W. = 89' -6 "t NOTE: IF FOUNDATION WALL ALREADY EXISTS, NO MODIFICATIONS ARE REQUIRED. NO (E) PEDISTAL @ CORNER OF (E) S.Q.G. FIELD VERIFY SHEET TITLE: STAMP OF JOB #: 06040 FOUNDATION �y RE NT, PLAN ISSUE GATE STRUCTURAL CLARIFICATION 1: 26 SEPT 06 %= ; (E) CONDITONS 11 OCT 06 SHEET: CTl z` CONTRACTOR REVS 05 DEC 06 4 { CONTRACTOR REVS 25 JAN 07 l t j SLOG DEPT COMM. 02 MAY 07 6 S2.01 ' rQNI'�L & ROOF OWNER CHANGES 16 MAY 07 7 REDWINE ENGINEERS INC. STRUCTURAL, CONSULTANTS 0150 E Deaver Crk Blvd A204 Avon, CO 81620 (970) 748 -0711 MAIN FLOOR FRAMING PLAN NOTES: 1. DL = 44psf , LL = 40psf 2. (E) FLOOR JOISTS ARE 2x12 AT 16" Q.C. UNO. 3, INDICATES SHEAR WALL BELOW PER A /SO.05. W1 —B3 4. XX INDICATES WINDOW /DOOR HEADER. RE. SCHED THIS SHEET 5. AL MISCELLANEOUS INTERIOR OPENINGS FRAMED W/ MULTIPLE 2x6 HEADERS TO MATCH WALL WIDTH, 6. WALLS AND ROOM NAMES SHOWN ARE FROM LOWER LEVEL 7. D = OLD —DOWN PER SHEAR WALL 8. INDICATES BRICK ABOVE 9. • INDICATES SHEAR WALL BOUNDARY POST AND HOLDDOWNS 10.:::::::::. INDICATES FLOOR OVERFRAMING BY CONTRACTOR 11. BP —X INDICATES BASE PLATE PER DETAIL H/55.01 HEADER M RE: SCHEDULE FOR TRIMMER STUDS + KING(S) @ RE: SCHEDULE (2) 26 DF #2 (2) 2x8 DF #2 (2) 2x10 DF #2 (2) 2x12 DF #2 (2) 1 "x /2" LVL ( 13 /4 } x 71 /4 LVL ( 13 /4'x 91 /4" L (2) 1 "x11 %" LVL ( 13 /4 LVL HEADER & JAMB KEY ( A3 32 ) ---# OF KING STUDS REQUIRED HEADER OF TRIMMER STUDS REQUIRED EXAMPLE: A32 = (2) 2x6 DF #2 HEADER W/ (3) TRIMMERS AND (2) KINGS NOTES: 1. DEFAULT HEADERS /JAMBS a. ALL EXTERIOR HEADERS NOT LABELED ON PLANS SHALL BE (3) 2x6 b. ALL INTERIOR HEADERS NOT LABELED ON PLANS SHALL BE (3) 2x6 @ 2x6 WALLS & (2) 2x6 @ 2x4 WALLS c. ALL DEFAULT HEADERS & JAMBS SHALL HAVE 1 TRIMMER WITH KING STUDS PER "TIMBER" NOTES ON SO, 01 2. BUILD OUT HEADERS TO A TOTAL WIDTH OF 3 1/2" OR 5 1/2" BY ADDING PLYWOOD SPACERS BETWEEN INDIVIDUAL MEMBERS. 3. FOR WALLS GREATER THAN 5 1/2" IN WIDTH, BOX HEADERS SHALL BE USED. FOR TOP & BOTTOM PLATE OF BOX, USE 2x WALL WIDTH. 4. ALL TRIMMERS & KINGS SHALL BE DF #2 WITH WIDTH TO MATCH WALL. 5. GLUE AND NAIL EACH PLY (TYPICAL) 6. WHERE HEADER OVAL IS ENCLOSED IN A BOX, LVL KING & TRIMMER STUDS SHALL BE USED. ' ADER SCHED Lw— 71 N SCALE 1. PROTIDE A MINIMUM OF (2) STUDS @ EACH BEAM SUPPORT IF NO POST IS DESIGNATED MULTI 2. ALL r POSTS SH ALL BE ! r PER ' 1 3. WHERE NAILS ARE r EACH ADDITIONAL STUr IS NAILED TO REMAINDER OF STUD PACK AS SHOWN ABOVE. 4. CUTTING AND N OTCHING OF ' POST N OT ALLOWED 5. BORED HOLES ARE ALLOWED IN STRUCTURAL POSTS WITH THE FOLLOWING LIMITATIONS H OLE D POST WI DTH Q DRILLED FA CE. CLE ARANCE ! M EDGE OF ! TO EDGE OF `! 5.3 CLEAR DIST ANCE ! D OF i 5.4 ONE HOLE MAX ACROSS POST (MULTIPLE HOLES ALONG POST OKAY IF THAY MEET THE REST OF THE RE r ' «i l SCALE • 137 MAIN STREET SUITE G004 P.Q. BOX 5055 EDWARDS, CO 81632 970.926.2622 rkdaDrkdarch.com CAHALIN RESIDENCE 1 8 1 6 SUN R COLO POST SCHEDULE MARK SIZE MARK SIZE (2) 2x4 DF #2 HSS 3x3x TOP OF POST (3) 2x4 DF #2 1 p HSS 4x4x (4) 20 DF # 11 HSS 4x6xl / ` (5) 2x4 DF#2 .12 31 /2 "0 XS POST CONTINUES �5 (2)1 LVL 13 3 "0 DXS THRU FLOOR `✓ A (3) 1 LVL 14 HSS 5x4x% 4, O i ( 1 % "X LVL 1 HSS 5x5x ( 13 /4' - X t LVL 1 BOTTOM OF POST 1. PROTIDE A MINIMUM OF (2) STUDS @ EACH BEAM SUPPORT IF NO POST IS DESIGNATED MULTI 2. ALL r POSTS SH ALL BE ! r PER ' 1 3. WHERE NAILS ARE r EACH ADDITIONAL STUr IS NAILED TO REMAINDER OF STUD PACK AS SHOWN ABOVE. 4. CUTTING AND N OTCHING OF ' POST N OT ALLOWED 5. BORED HOLES ARE ALLOWED IN STRUCTURAL POSTS WITH THE FOLLOWING LIMITATIONS H OLE D POST WI DTH Q DRILLED FA CE. CLE ARANCE ! M EDGE OF ! TO EDGE OF `! 5.3 CLEAR DIST ANCE ! D OF i 5.4 ONE HOLE MAX ACROSS POST (MULTIPLE HOLES ALONG POST OKAY IF THAY MEET THE REST OF THE RE r ' «i l SCALE • 137 MAIN STREET SUITE G004 P.Q. BOX 5055 EDWARDS, CO 81632 970.926.2622 rkdaDrkdarch.com CAHALIN RESIDENCE 1 8 1 6 SUN R COLO SHEET TITLE: MAIN! FLOOR FRAMING SHEET: S2wll RE: ARCH is �f +`'rte *• +•�•.•• 11 . ' • ! 1 ,� i••f+' • i SHEET TITLE: MAIN! FLOOR FRAMING SHEET: S2wll RE: ARCH 1. DL = 25psf , LL = 40psf . 2. (X3 )INDICATES WINDOW /DOOR HEADER. RE: SCHED THIS SHEET 3. ALL MISCELLANEOUS- INTERIOR OPENINGS FRAMED W/ MULTIPLE 2x6 HEADERS TO MATCH WALL WIDTH. 4. WALLS AND ROOM NAMES SHOWN ARE FROM LOWER LEVEL 5. INDICATES BRICK ABOVE 6. INDICATES EXISTING FRAMING 1. DL = 30psf, Ps = 80psf (> 4:12) PS = 100psf (< 4:12) 2. NEW ROOF FRAMING TO BE 2x12 OR 1 3/4 " x 11 7/8" LVL @ 24" O.C. U. N. O. 3. (E) ROOF FRAMING IS PRE - ENGINEERED TRUSSES AT 24" O.C. 7. = INDICATES EXISTING FRAMING 8. MISCELLANEOUS INTERIOR OPENINGS FRAMED W/ (2) 2x6 HEADER TO MATCH WALL WIDTH 9. ALL STUD BEARING WALLS @ SOUTH ENTRY ARE TO BE 2x6 @ 16" O.C. 10, XX INDICATES WINDOW /DOOR HEADER, RE: SCHEDULE THIS SHEET. 11. WALLS AND ROOM NAMES SHOWN ARE FROM LOWER LEVEL 12. ALL LADDER FRAMING AND RAFTER TAILS TO BE 2X12 @ 24" O.C. UNO. 11 INDICATES OVERFRAMING 2x4 WALLS PERP TO ROOF FRAMING @ 24" O.C. RE: 52.21 14. WALL BALLOON FRAMED TO ROOF U.N.O. A 15. INDICATES OVERFRAMING WITH PRE ENGINEERED ROOF TRUSSES 7 OVERFRAMING DOES NOT EXCEED 5 PSF AND IS WITHIN THE ACCEPTABLE LIMITS FOR THE EXISTING STRUCTURE. - RE: 52.21 HEADER - RE: SCHEDULE FOR SIZE PRIMMER STUDS + KING(S) @ HEADER ti RE: SCHEDULE (2) 2x6 DF #2 (2)2x8 DF #2 (2) 2x10 DF #2 (2)2x12 DF #2 (2) 13/4 "x51/2" LVL (2) 1 3 14 "0 LVL (2) 1 "x9 LVL (2) 1 " LVL (2) 1 "x14" LVL HEADER & JAMB KEY A ,3�2 # OF KING STUDS REQUIRED HEADER # OF TRIMMER STUDS REQUIRED EXAMPLE: A32 = (2) 26 DF #2 HEADER W/ (3) TRIMMERS AND (2) KINGS NOTES: 1. DEFAULT HEADERS /JAMBS a. ALL EXTERIOR HEADERS NOT LABELED ON PLANS SHALL BE (3) 2x6 b. ALL INTERIOR HEADERS NOT LABELED ON PLANS SHALL BE (3) 2x6 @ 2x6 WALLS & (2) 2x6 @ 2x4 WALLS c. ALL DEFAULT HEADERS & JAMBS SHALL HAVE 1 TRIMMER WITH KING STUDS PER "TIMBER" NOTES ON SO, 01 2. BUILD OUT HEADERS TO A TOTAL WIDTH OF 3 1/2 " OR 5 1/2" BY ADDING PLYWOOD SPACERS BETWEEN INDIVIDUAL MEMBERS. 3. FOR WALLS GREATER THAN 5 1/2" IN WIDTH, BOX HEADERS SHALL BE USED. FOR TOP & BOTTOM PLATE OF BOX, USE 2x WALL WIDTH. 4, ALL TRIMMERS & KINGS SHALL BE DF #2 WITH WIDTH TO MATCH WALL. 5, GLUE AND NAIL EACH PLY (TYPICAL) 6. WHERE HEADER OVAL IS ENCLOSED IN A BOX, LVL KING & TRIMMER STUDS SHALL BE USED. i L IW� NO SCALE PICKET SCHEDULE TOP OF POST �w POST CONTINUES THRU FLOOR 4� BOTTOM OF POST MARK SIZE MARK SIZE (2) 20 DF #2�r' HSS 3x3xl / <�> (3) 20 DF #2 p HSS 4x4x1/4 <�> (4) 20 DF #2 HSS 4x6x (5) 2x4 DF # 12 3 XS 5 ` (2) 1 "X3 LVL 13 3 DX5 6 (3) 1 "X3 LVL 14 HSS 5x4x% (4) 13/4 "X31/2" LVL 15 HSS 5x5x t 8 (5) 1 "X3 LVL 1 B 1. PROVIDE A MINIMUM OF (2) STUDS @ EACH BEAM SUPPORT IF NO POST IS DESIGNATED. 2. ALL MULTIPLE STUD POSTS SHALL BE CONNECTED PER A /SO.05 1 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 5.1 HOLE DIAMETER :� 25% x POST WIDTH @ DRILLED FACE. 5.2 CLEARANCE FROM EDGE OF HOLE TO EDGE OF POST > 1 ". 5.3 CLEAR DISTANCE BETWEEN IN -LINE HOLES > 2x DIAMETER OF LARGEST HOLE, 5.4 ONE HOLE MAX ACROSS POST (MULTIPLE HOLES ALONG POST OKAY IF TRAY MEET THE REST OF THE REQUIREMENTS LISTED ABOVE). I lk!i POST SCHEDULE EW!, r NO SCALE 137 MAIN STREET SUITE 0004 P.O. BOX 5055 EDWAROS, CO 81632 970.926.2622 ekcttV)rkctareh.com %,AHALIN R E S I D N C M • SUNBURST DR. COLO 10 STAMP OF I J013 #: i t s ISSUE STRUCTURAL CLARIFICATION 1: (E) CONDITONS CONTRACTOR REVS CONTRACTOR REVS BLDG DEPT COMM. ROOF OVERFRAMING & OWNER CHANGES DATE 26 SEPT 06 11 OCT 06 05 DEC 06 26 JAN 07 02 MAY 07 16 MAY 071 SHEET TITLE: SHEET: s 2 k a 1 2 wo"h RE: ARCH 1*4w 1 %4" UPPER FLOOR FRAMING PLAN NOTES: ROOF NOTES: 74 = i —u LOFT FLOOR FRAMING PLAN NOTES: 1, DL = 25psf , LL = 40psf 2, ALL FLOOR JOISTS TO BE 2x8 DFL #2 OR BETTER AT 12" OC, UNO. 3. �2� INDICATES SHEAR WALL BELOW PER A /SO.05. W1 —B 4. XX INDICATES WINDOW /DOOR HEADER. RE: SCHED THIS SHEET 5. At MISCELLANEOUS INTERIOR OPENINGS FRAMED W/ MULTIPLE 2x6 HEADERS TO MATCH WALL WIDTH. 7. WALLS AND ROOM NAMES SHOWN ARE FROM LOWER LEVEL 8. HD = HOLD —DOWN PER SHEAR WALL RE: A /SO.05 9, INDICATES BRICK ABOVE RE: L/S5.11 10. + INDICATES SHEAR WALL BOUNDARY POST AND HOLDDOWNS N RE. SO.04 Iiiii -, iii liq RES I w u" ENC SUN TRIMMER STUDS + KING(S) G HEADER N RE: SCHEDULE rf: . } (2) 2x6 DF #2 (2) 2x8 DF #2 (2) 200 DF #2 (2) 2x DF #2 (2) 1 "6 1 / 2 " LVL (2) 1 "x7l / LVL (2) 1 "x9 LVL (2) 1 " l %" L V L (2) 1 "x14" LVL 1 10 'l �♦ r ♦ a HEADER & JAMB KEY A32 # OF KING STUDS REQUIRED HEADER # OF TRIMMER STUDS REQUIRED EXAMPLE: A32 = (2) 2x6 DF #2 HEADER W/ (3) TRIMMERS AND (2) KINGS NOTES: 1. DEFAULT HEADERS /JAMBS c. ALL EXTERIOR HEADERS NOT LABELED ON PLANS SHALL BE (3) 2x6 b. ALL INTERIOR HEADERS NOT LABELED ON PLANS SHALL BE (3) 2x6 @ 2x6 WALLS & (2) 2x6 @ 2x4 WALLS c. ALL DEFAULT HEADERS & JAMBS SHALL HAVE 1 TRIMMER WITH KING STUDS PER "TIMBER" NOTES ON SO.OI 2, BUILD OUT HEADERS TO A TOTAL WIDTH OF 3 1/2" OR 5 1/2" BY ADDING PLYWOOD SPACERS BETWEEN INDIVIDUAL MEMBERS, 3. FOR WALLS GREATER THAN 5 1/2" IN WIDTH, BOX HEADERS SHALL BE USED. FOR TOP & BOTTOM PLATE OF BOX, USE 2x WALL WIDTH. 4. ALL TRIMMERS & KINGS SHALL BE DF #2 WITH WIDTH TO MATCH WALL, 5. GLUE AND NAIL EACH PLY (TYPICAL) 6. WHERE HEADER OVAL IS ENCLOSED IN A BOX, LVL KING & TRIMMER STUDS SHALL BE USED. ffiF 0 SCALE • r '" s 1. PROVIDE A MINIMUM OF (2) STUDS 0 EACH BEAM SUPPORT IF NO POST IS DESIGNATED, 2. ALL MULTIPLE STUD POSTS SHALL BE CONNECTED PER A /SO.05 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 5.1 HOLE DIAMETER 5 25% x POST WIDTH @ DRILLED FACE. 5.2 CLEARANCE FROM EDGE OF HOLE TO EDGE OF POST _> 1". 5.3 CLEAR DISTANCE BETWEEN IN —LINE HOLES > 2x DIAMETER OF LARGEST HOLE. 5.4 ONE HOLE MAX ACROSS POST (MULTIPLE HOLES ALONG POST OKAY IF THAY MEET THE REST OF THE REQUIREMENTS LISTED ABOVE). i POST SCHED Fl NO SCALE ISSUE POST SCHEDULE MARK SIZE MARK SIZE 26 SEPT 06 0 (2) 2x4 DF #2 HSS 3x3x TOP OF POST <�> (3) 2x4 DF #2 i0 HSS 4x4x <�> (4) 2x4 DF #2 11 HSS 460/ '�' (5) 2x4 DF # 12 3 "o XS POST CONTINUES ( 11 /4"X 31 /2" LVL 13 3 "0 DXs THRU FLOOR (3) 1 LVL 14 HSS 5x4x% w cl �� < > 7 (4) 1 "X3 LVL 15 HSS 5x5x <�>_ 1 (5) 1 %'X3 LVL 16 BOTTOM OF POST 1. PROVIDE A MINIMUM OF (2) STUDS 0 EACH BEAM SUPPORT IF NO POST IS DESIGNATED, 2. ALL MULTIPLE STUD POSTS SHALL BE CONNECTED PER A /SO.05 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 5.1 HOLE DIAMETER 5 25% x POST WIDTH @ DRILLED FACE. 5.2 CLEARANCE FROM EDGE OF HOLE TO EDGE OF POST _> 1". 5.3 CLEAR DISTANCE BETWEEN IN —LINE HOLES > 2x DIAMETER OF LARGEST HOLE. 5.4 ONE HOLE MAX ACROSS POST (MULTIPLE HOLES ALONG POST OKAY IF THAY MEET THE REST OF THE REQUIREMENTS LISTED ABOVE). i POST SCHED Fl NO SCALE ISSUE DATE STRUCTURAL CLARIFICATION 1: 26 SEPT 06 (E) COND)TONS 11 OCT 06 CONTRACTOR REVS 05 DEC 06 CONTRACTOR REVS 25 JAN 07 BLDG DEPT COMM. 02 MAY 07 6 'OOF OVERFRAMING & OWNER CHANGES 16 MAY 07 7 ar • • SHEET: S mr--% 2 RE: ARCH"` HEADER - RE: SCHEDULE FOR SIZE TRIMMER STUDS + KING(S) 0 HEADER N RE: SCHEDULE WALL HEADER AND JAMB SCHEDULE MARK SIZE HEADER SIZE MARK HEADER A HSS 3x3x (2) 2x6 DF #2 (3) 2x4 DF #2 10 HSS 4x4x B (4) 20 DF #2 (2) 2x8 DF #2P HSS 4x6x1/4 (5) 2x4 DF #2 1 3 "0 XS (2) 2x10 DF #2 (2) 1 3 /4 "X3 /2" LVL Q 3 "4 DXS L) (3) 1 3/4 "X31/2" LVL (2) 2x12 DF #2 HSS 5x4x% R (4) 1 LVL E HSS 5x5x (2) 1 "x5 LVL (5) 1 "X3 LVL I <1 > STEEL HDR N RE: PLAN F (2) 1 "0 LVL HEADER & JAMB KEY G ( 13 /4 "x LVL (2) 1 � /4j x 11 LVL A'� 2 # OF KING STUDS REQUIRED J (2) 1% "x14" LVL HEADER MER STUDS REQUIRED L EXAMPLE: M A32 = (2) 2x6 DF #2 HEADER AND ((2) T RIMME RS KINGS NOTES: 1. DEFAULT HEADERS /JAMBS o. ALL EXTERIOR HEADERS NOT LABELED ON PLANS SHALL BE (3) 2x6 b. ALL INTERIOR HEADERS NOT LABELED ON PLANS SHALL BE (3) 2x6 @ 2x6 WALLS & (2) 2x6 @2x4 WALLS c. ALL DEFAULT HEADERS & JAMBS SHALL HAVE 1 TRIMMER WITH KING STUDS PER "TIMBER" NOTES ON 50.01 2. BUILD OUT HEADERS TO A TOTAL WIDTH OF 3 1/2" OR 5 1/2" BY ADDING PLYWOOD SPACERS BETWEEN INDIVIDUAL MEMBERS. 3. FOR WALLS GREATER THAN 5 1/2" IN WIDTH, BOX HEADERS SHALL BE USED. FOR TOP & BOTTOM PLATE OF BOX, USE 2x WALL WIDTH. 4. ALL TRIMMERS & KINGS SHALL BE DF #2 WITH WIDTH TO MATCH WALL. 5. GLUE AND NAIL EACH PLY (TYPICAL) 6. WHERE HEADER OVAL IS ENCLOSED IN A BOX, LVL KING & TRIMMER STUDS SHALL BE USED. l I HE ADER • SCALE POST SCHEDULE 0 TOP OF POST Q POST CONTINUES THRU FLOOR e BOTTOM OF POST MARK SIZE MARK SIZE { (2) 2x4 DF #2 HSS 3x3x (3) 2x4 DF #2 10 HSS 4x4x } (4) 20 DF #2 11 HSS 4x6x1/4 (5) 2x4 DF #2 1 3 "0 XS <�> (2) 1 3 /4 "X3 /2" LVL 13 3 "4 DXS (3) 1 3/4 "X31/2" LVL 14 HSS 5x4x% V (4) 1 LVL 15 HSS 5x5x (5) 1 "X3 LVL I <1 > 1. PROVIDE A MINIMUM OF (2) STUDS 0 EACH BEAM SUPPORT IF NO POST IS DESIGNATED. 2. ALL MULTIPLE STUD POSTS SHALL BE CONNECTED PER A /SO.05 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 5.1 HOLE DIAMETER � 25% x POST WIDTH @ DRILLED FACE. 5.2 CLEARANCE FROM EDGE OF HOLE TO EDGE OF POST > 1 ". 5.3 CLEAR DISTANCE BETWEEN IN -LINE HOLES > 2x DIAMETER OF LARGEST HOLE, 5.4 ONE HOLE MAX ACROSS POST (MULTIPLE HOLES ALONG POST OKAY IF THAY MEET THE REST OF THE REQUIREMENTS LISTED ABOVE). my I All" masm IN 4 a No 1 E 1 •' . Vd1 -83 7. INDICATES EXISTING FRAMING 8. MISCELLANEOUS INTERIOR OPENINGS FRAMED W/ (2) 2x6 HEADER TO MATCH WALL WIDTH 9. ALL STUD BEARING WALLS ARE TO BE 2x4 @ 16" O.C. 10. (XD INDICATES WINDOW /DOOR HEADER, RE: SCHEDULE THIS SHEET. 11. WALLS AND ROOM NAMES SHOWN ARE FROM LOWER LEVEL 12. ALL LADDER FRAMING AND RAFTER TAILS TO BE 2X8 @ 24" O.G. UNO. 13. INDICATES OVERFRAMING 2x4 WALLS PERP TO ROOF FRAMING 0 24" O.C. �4afAL�89N FRAMED TO ROOF U.N.O. 2. NEW ROOF FRAMING TO BE 2x 12 @ 16" O.C. OR 1 3/4" x 11 7/8" LVL U.N.O. 3. (E) ROOF FRAMING IS PRE - ENGINEERED TRUSSES AT 24" O.C. 4. TYPICAL HEADER AT EXTERIOR WALL UNLESS NOTED OTHERWISE: (2) 2x8 DFL #2 WITH ONE TRIMMER + ONE KING. 5. ROOF SHEATHING SHALL BE %" APA RATED PLYWOOD SHEATHING & INDICATES SHEAR WALL BELOW PER A /SO.03. 15. I' Z / INDICATES OVERFRAMING WITH PRE ENGINEERED ROOF TRUSSES OVERFRAMING DOES NOT EXCEED 5 PSF AND IS WITHIN THE ACCEPTABLE LIMITS FOR THE 137 MAIN STREET SUITE G004 P.O. BOX 5055 EDVVARDS, CO 81632 970.926.2622 rkclC rkdamb.com C;AHALIN K" E I 1 816 SUN V C OLOR ADO E N STAMP � o Q* �o . , C>. co ; 0 } 1 JOB #: ISSUE STRUCTURAL CLARIFICATION 1: (E) CONDITONS CONTRACTOR REVS CONTRACTOR REVS BLDG DEPT COMM, 06040 DATE 26 SEPT 06 11 OCT 06 05 DEC 06 4. 25 JAN 07 02 MAY 07 6 ROOF OVERFRAMING & OWNER CHANGES 16 MAY 07 SHEET: S2 RE: ARCH V -00- ria►s ' � T � � �► NO a SCA L E HEAVY TIMBER TRUSS NOTES 1. ALL WOOD SHALL BE DF -LARCH #1 BETTER 2. ALL STEEL PLATES SHALL BE A36. 3. ALL PLATES SHALL BE %" THICK 4. ALL BOLTS SHALL BE A307 -36 GRADE X 1" DIA IN 1 1 /8 " DIA HOLES 5. ALL CONNECTIONS ARE TO BE HIDDEN FLITCH PLATES WITH (2) BOLTS MINIMUM EACH END OF TRUSS MEMBERS 6. ALL CONNECTIONS ARE TO BE HIDDEN FLITCH PLATES WITH COUNTERSUNK AND PLUGGED BOLT HOLES. 7. GEOMETRY OF TRUSSES IS AS DEPICTED ON ARCHITECTURAL DRAWINGS. B. SHOP DRAWINGS OF CONNECTION GUSSET PLATES ARE TO BE SUBMITTED FOR REVIEW BY ARCHITECT AND STRUCTURAL ENGINEER. i TRUSS NOTES �# O SCALE FOR NUMBER OF BOLTS @ EA LEG RE: TRUSS ELEVATION 12 RE: ELEVATION I ./ r ! s k • • l ti 0150 E Beaver Crk Blvd A2N Avon CO 81 62 0 ♦ 748 -0711 z 12 I RE: ELEVATION f� FOR NUMBER OF BOLTS @ EA LEG RE: TRUSS ELEVATION 4' 4 f z 12 f f 0 RE: ELEVATION�`� / f 0 / 0 / / / 0 0 /f / 0/ f / f , f Or _ �,______� I C► Ca 0 011 0 0 ILL 1 __ ____ TYP 6" EA SP @ 3" 1 '/2" TY P r R r Lw FOR NUMBER OF BOLTS @ EA LEG RE: TRUSS ELEVATION 137 MAIN STREET SUITE G004 P.O. BOX 5055 EDWARDS, CO 81632 970.926.2622 rk44Prkcjarch.com :p KERF CUT @ CENTER OF MEMBER N TYP Nj2 j! as a� FOR NUMBER OF BOLTS @ EA LEG RE: TRUSS ELEVATION EQ EQ <&, N s I m 12 RE: ELEVATION 41 b �J \ \ B"- 1 1 � _�______ 1 0 I,EQ SP @ 3 „; 6„ TYP K ER F 1 1/2” _ 1r_0„ BE FOR NUMBER OF BOLTS @ EA LEG RE: TRUSS ELEVATION fi <1 elp IO � Q c,• f \ 12 RE: ELEVATION TY P r W T OP STAMP OF JOB #: 06040 SHEET TITLE. TRUSS DETAILS �• �"� • r • • �. i 1 t P s4m0l •ate` ` t a s • , ' 2x4 CONT KEY DISCONTINUE W.W.F. @ JOINT x x x— ---x x x NEW FDN E FDN F � ` NEW FDN E FDN L 4" 4" 1' -0" (E) SLAB -ON -GRADE # -10 DOWELS 4 24" O.C. - KEYED 1 , -4 „ 6 „ 1' -4" 6„ H I HILTI HIT ) C HY150 CONSTRUCTION JOINT T.O.W. A , T.O.W. 1 2 ' 2 „ "� x 3' -0" SMOOTH DOWEL RE: PLAN _ �, RE: PLAN 3 -0 O.C. -COAT ONE END TO DISCONTINUE EN W.W.F, @ JOINT ` // / // / / / N 1/ " 31/2 „31 /2„ 1 /2t” 11/ » 1 >31 " 1 1/2" 1 �/ " 1 �/ " , 21 FDN WALL cli 3 /2 2 /4 /2 /4 x DOWELLED EXP JOINT / / — 4x1' -10" DOWELS @ 24" O.C. fi /, DRILL % "0 HOLE IN (E) CONC & / r r r f f r / / 3 / 4 "0 HOLE M TYP 1/4 / r EPDXY GROUT W/ HILTI HIT HY150 TYP 1/2 IE 2 /2 1/2 ," 3/16 BP -1 BP -2 BP -3 BP--4 SAWCLIT OR PREFORMED ONTROL JOINT NOTES; SAW BETWEEN 4 TO 12 1. WELD HSSx TO BASE PLATE W/ 3/16 FILLET ALL AROUND HOURS AFTER POUR) 2. HOLES ARE 3 / 4 "0 FOR 1/2 0 A.B. rA SLAB --ON- -GRADE JOINT DTLS F NEW FDN CONN E FDN NEW FDN CONN E FDN N NSS BASE R DTL �.oNO SCALE �J- yo 3/4„ = V -0" 5,�}� 3/4" = I ° -O" J5.o 3/4" = 1' -O" - -(E) STUD WALL TO BE REMOVED __ ---- APA -RATED FLR SHEATHING TREATED NEW EXISTING -- APA -RATED FLR SHEATHING TREATED _ ----- 2x TREATED JOISTS - RE: PLAN W/ HU210 @ EA END APA -RATED FLR SHEATHING TREATED -2N D TREA LEDGER ATTACHED TO 2x12 TREATED LEDGER ATTACHED TO I TZ% 0 t� O.C. � HSTAGGER BOL S STUD WALL W/ (5) #12 SCREWS 2x TREATED JOISTS - RE: PLAN E) APA -RATED FLR AT EACH STUD. W/ HU210 @ EA END SHEATHING JOIST W/ (3) ROWS OF 16d NAILS 1$" LVL TREATED -ATTACHED TO (E) (E) FLR JOIST - RE: PLAN (E) STUD WALL TO BE REMOVED @ 12" O,C. T.O. PLYWOOD FLR JOIST - RE: PLAN OVERFRAMING , T.O. PLYWOOD f T.O. PLYWOOD T.O.W. (E) CONC AND STONE RE: PLAN / / r / - -(E) APA -RATED FLR (E) APA -RATED FLR ..,.......,. SHEATHING SHEATHING ,� (E) T.O. PLYWOOD . j...•:.. / / (E) FLR JOIST N RE: PLAN (E) FLR JOIST - RE: PLAN FLR JOIST - RE: PLAN �, / / / FLR JOIST - RE: PLAN r 2x TREATED JOISTS - RE: PLAN HU210 @ EA END CONC FDN WALL W/ (E) CONC FDN WALL W/ J LEDGER Q E FND WALL. LEDGER C E STUD WALL L TRANSITION @ E FRM �.V 3/4" _ 1 ' -Olp o 3/4" = 1' -0" %93/4" = 1' -0" CONTRACTOR RESPONSIBLE FIR ALL S HORIN G_ - ---(E) STUD WALL -- BLOCKING T.O. SHEATHING -- ---- NAIL (E) PLATE 2x PLATE W/ ep' L 2x R - LENGTH CUT TO FIT RAFTERS ON EA SIDE OF 16d NAILS @ 8 " O.C. -- -- 2x R - CONN TO -- PROVIDE 2x PLATE RAMSEf TO (E) TRUSS N RE: PLAN FLR JOIST TOP AND BOTTOM OF STEEL STEEL BEAM W/ 0.177 "0 TOP CHORD (E) TRUSS n _ -- ---- - PROVIDE BLOCKING BETWEEN JOISTS NAIL (E) WALL TO 2x PLATE POST KING STUD W/ (2) 16d CL BEAM SPLICE DRIVE PINS (2) ROWS @ 24" O.C. @ TOP R - EA SIDE _ ---- ---- ---°°- REMOVE (E) RIM AND INSTALL RE: PLAN BEAM - RE: PLAN STEEL BEAM � RE: PLAN __.. EXT REQ'D It MUST BE FLUSH W/ EDGE — - (E) GABLE END TRUSS APA SHEATHING @ LOFT S CC COL CAP S ' FOR BOLTS + t f2 "EDGE TYP STUD WALL T.O.W. T.O. PLYWOOD �____ ---- -STEEL POST RE: PLAN OF FLANGE @ HANGER -- --' FLOOR JOISTS N RE: PLAN (E) TRUSS TO BE REMOVED o- r / r / / err /r / f T I I II't / " END W BOTTOM CHORD (E) TRUSS i i E. o --- -STEEL BEAM BEAR FULL i' f,. ; f TO BE REMOVED i APA -RATED FLR SHEATHING 1 TYP (E 1 �" BASE W_ "m APA -RATED FLR SHEATHING DEPTH OF STUD WALL BLOCKING AT MALL TO FIRST JOIST 1 END I£ 1 / 4 x BEAM WIDTH x y m a / SPACED @ 24 O.C. FLR JOIST RE: PLAN Wy(4) / BOLTS FLR JOIST N RE: PLAN APA SHEATHING f '- --- BLOCKING TO BEAR MIN PINS FROM KING STUD T.O. PLYWOOD / 1 ON TOP OF (E) 2x WALL T.O. PLYWOOD � I @BEAM GA (2 MIN) / LOFT JOISTS RE: PLAN USE FULL BRG STEEL SHIM R'S LAN —^ I I RE: PLAN 1 LOFT JOISTS - RE: PLAN FILLER EA SIDE FULL WIDTH STUD PACK R "I` "x5 "x "L" (A36) (E) 2x WALL STEEL BEAM RE: PLAN AS REQ'D 1 1 /2" TYP » f BLOCKING TYP ATTACH JOIST TO (E) TOP PLATE TRIM POST TO BEAR TIGHT POST RE: PLAN SIMPSON TOP FLANGE HANGER PER IBC 2003 CODE REQUIREMENTS I R_ 1/ CAP R W/ 2 (E) STUD WALL I i ( i r / f / STEEL POST w RE: PLAN I i B / GA (1/ MIN) KING STUD N RE: PLAN N RE: SCHED III I i I i — STEEL BEAM RE: PLAN BLOCKING @ 24" O.C. i I I "'--- POST N RE: PLAN : V/ 4 " WEB STIFF I i FLUSH STEEL EA SIDE W/ 8d NAILS @2 "O.C. STUD WALL F BEAMZ'P STEEL BEAM POST H STEEL BEAM POST K LOFT JOISTS @ E WALL 55.1 3/411 _ 1' -0" PARALLEL JOISTS M IN -LINE STEEL SEAM @ 55.1 3/4 - 1' -0" 55.1 3/4" - 1' -0" 55.1 3/4" - 1' -0z , S5 lj 3/411 _ 1' -O" ATTACH 2X8 RIM TO (E) 55.11 3/4„ = 1 ' -0" "N" ROWS OF BEAM SIZE BOLT DIA It THICKNESS It LENGTH WELD SIZE ALLOWABLE L�OAAD - --- --- –2x6 }L N CONN TO STEEL "0 -- _ -- STEEL BEAM RE: PLAN GABLE END TRUSS W/ (3) 12d NAILS @ 16 O.C. A325N BOLTS (0) "T�, IN 'V, IN "W", IN BERM W/ (2) ROWS 0.177 2 W8– W12/�" 'A 6/ 12 STEEL BEAM DRIVE PINS @ 24' O.C. (E) 2x STUD WALL N RE: PLAN 3 W12418 3 / 4 " 1 / 4 9 '/ 24 CONNECTOR SCHEDULE 4 W16 –W24 '/4" 5/16 12 1 / 4 36 JOIST HANGER COMMENTS 2X8 LB28 NOTES: 1. HOLES SHALL BE HORIZONTAL SHORT SLOTTED HOLES IN PLATE, STANDARD HOLES IN BEAM. ( ) 1 "x7t / LVL LBV1.81/7.25 § 2. WELDING ELECTRODES ARE E70XX. (1) 1 "x7 LVL LBV3.56/7.25 FLR JOIST A @ DROPPED STEEL BEAM rB FLR JOIST @ FLUSH STEEL BEAM PARALLEL FLR JOIST E WALL D SHEAR PLATE CONN @ COLUMN 5.1 3/4" = l'-O" 55.1 3/4" = 1' -0" 55.11 3/4" = 1 ' -0 " 55.1 NO SCALE CONTRACTOR RESPONSIBLE FIR ALL S HORIN G_ - ---(E) STUD WALL -- BLOCKING T.O. SHEATHING -- ---- NAIL (E) PLATE 2x PLATE W/ 2x R - LENGTH CUT TO FIT RAFTERS ON EA SIDE OF 16d NAILS @ 8 " O.C. -- PROVIDE 2x PLATE RAMSEf TO (E) TRUSS N RE: PLAN FLR JOIST TOP AND BOTTOM OF STEEL TOP CHORD (E) TRUSS n _ -- ---- - PROVIDE BLOCKING BETWEEN JOISTS NAIL (E) WALL TO 2x PLATE POST KING STUD W/ (2) 16d CL BEAM SPLICE @ TOP R - EA SIDE _ ---- ---- ---°°- REMOVE (E) RIM AND INSTALL RE: PLAN BEAM - RE: PLAN STEEL BEAM � RE: PLAN __.. EXT REQ'D NEW W8x STEEL BEAM APA SHEATHING @ LOFT S CC COL CAP S ' FOR BOLTS + t f2 "EDGE TYP STUD WALL T.O.W. T.O. PLYWOOD �____ ---- -STEEL POST RE: PLAN �- - FLOOR JOISTS N RE: PLAN (E) TRUSS TO BE REMOVED // r f r / r / / err /r / f T I I II't / " END W BOTTOM CHORD (E) TRUSS --- -STEEL BEAM BEAR FULL i' f,. ; f TO BE REMOVED i i 1 TYP (E 1 �" BASE W_ "m T.O. W DEPTH OF STUD WALL BLOCKING AT MALL TO FIRST JOIST END I£ 1 / 4 x BEAM WIDTH x y a / SPACED @ 24 O.C. Wy(4) / BOLTS (2) "4x4 "L LAG f '- --- BLOCKING TO BEAR MIN PINS FROM KING STUD / 1 ON TOP OF (E) 2x WALL a ��— � I @BEAM GA (2 MIN) / LOFT JOISTS RE: PLAN USE FULL BRG STEEL SHIM R'S (E) JOISTS I I T.O.S. 1 FILLER EA SIDE FULL WIDTH STUD PACK (E) STUD WALL (E) 2x WALL STEEL BEAM RE: PLAN AS REQ'D 1 1 /2" TYP » ATTACH JOIST TO (E) TOP PLATE TRIM POST TO BEAR TIGHT POST RE: PLAN PER IBC 2003 CODE REQUIREMENTS I R_ 1/ CAP R W/ 2 (E) STUD WALL I i ( STEEL POST w RE: PLAN I i B / GA (1/ MIN) KING STUD N RE: PLAN III I i I i — STEEL BEAM RE: PLAN i I I "'--- POST N RE: PLAN : V/ 4 " WEB STIFF I i FLUSH STEEL EA SIDE E BEAM BRIG @ STUD WALL F BEAMZ'P STEEL BEAM POST H STEEL BEAM POST K LOFT JOISTS @ E WALL 55.1 3/411 _ 1' -0" PARALLEL JOISTS M IN -LINE STEEL SEAM @ 55.1 3/4 - 1' -0" 55.1 3/4" - 1' -0" 55.1 3/4" - 1' -0z , S5 lj 3/411 _ 1' -O" -- BLOCKING T.O. SHEATHING FLOOR JOISTS N RE: PLAN 2x R - LENGTH CUT TO FIT RAFTERS ON EA SIDE OF FLANGE x STUD WALL WIDTH NAIL TO BEAM W/ (2) 0.145 "0 DRIVE PINS (E) TRUSS N RE: PLAN FLR JOIST TOP CHORD (E) TRUSS n _ -- ---- - PROVIDE BLOCKING BETWEEN JOISTS KING STUD W/ (2) 16d T.O. PLATE @ TOP R - EA SIDE APA SHEATHING @ LOFT TYP STUD WALL T.O. PLYWOOD -- ° -� FLOOR JOISTS N RE: PLAN (E) TRUSS TO BE REMOVED T BOTTOM CHORD (E) TRUSS --- -STEEL BEAM BEAR FULL i' f,. ; f TO BE REMOVED T.O. W DEPTH OF STUD WALL BLOCKING AT MALL TO FIRST JOIST END I£ 1 / 4 x BEAM WIDTH x y / SPACED @ 24 O.C. BEAM DEPTH W/ (4) 0.1450 DRIVE (2) "4x4 "L LAG f '- --- BLOCKING TO BEAR MIN PINS FROM KING STUD / 1 ON TOP OF (E) 2x WALL TRIM STUD PACK TO BEAR TIGHT N / LOFT JOISTS RE: PLAN USE FULL BRG STEEL SHIM R'S (E) OVERHANG j AS REQ'D FILLER EA SIDE FULL WIDTH STUD PACK (E) STUD WALL (E) 2x WALL STEEL BEAM RE: PLAN AS REQ'D ATTACH JOIST TO (E) TOP PLATE TRIM POST TO BEAR TIGHT PER IBC 2003 CODE REQUIREMENTS USE FULL BRG STEEL SHIM R'S AS REQ'D KING STUD N RE: PLAN "'--- POST N RE: PLAN FLUSH STEEL r7� BEAM BRIG 0-HEADER K LOFT JOISTS @ E WALL L SECTION @ PARALLEL JOISTS M IN -LINE STEEL SEAM @ STUD WALL 55.1 3/4" — 1 ' -0" S5 lj 3/411 _ 1' -O" 55.11 3/4„ = 1 ' -0" 55.1 V 3/4 — 1' -0" 2x10 W1 (5) 16d COMMON NAILS @ EA STUD - MAX STUD SPACING 16"O.C. APA SHEATHING 2x FLOOR JOISTS - RE: PLAN LU28 HANGER (E) 2x STUD WALL REDWINE ENGINERS INC. STRUCTURAL CONSULTAW 0150 E Beaver Crk Blvd Avon, 8 1620 ENGINEER CO : (970) 748-0711 137 MAIN MEET St)ITE G004 P.O. BOX 5055 EDWARDS, CO 81632 970.926.2622 t-Maorkciarch.corr) JOB #: 06040 ISSUE DATE STRUCTURAL CLARIFICATION 1: 26 SEPT 06 (E) CONDITONS 11 OCT 06 CONTRACTOR REVS 05 DEC 0 4 CONTRACTOR REVS 25 JAN 07 17 BLDG DEPT COMM. 02 MAY 07 6 , F OVERFRAMING 0 0 & OWNER CHANGES 16 MAY 07 SHEET TITLE: FLOOR FRAMING DETAILS SHEET: Aft, Sbolz FOR Tn RE. A/S5.21 RE: ARCH OVERFRAMING ROOF SHEATHING ATTACH DOUBLE RAFTER TO TOP PLATE W/ TOP CHORD TRUSS (8) 12d NAZIS ---- 2) SIMPSON A35 CLIPS (NOT SHOWN) 12 BOTTOM CHORD TRUSS VARIES 12 12 T.O. ARIES FULL HT BLOCKING VARIES LAG TOP PL TO LVL W/ ROOF SHEATHING ; , . ' .: ' ; : ' ' , :. TYP A, T,O,fE 3 / 4 " /4 LAGS W. 4 PEN INTO BEAM .... , ..`...' .. . .......... . ................. . RE: ARCH RE: ARCH - BENT IE 1 / 4 x5 W /(2) % BOLTS FULL HT BLOCKING CENTERED ON PLATES �, / n o RAFTERS RE: PLAN - 1 o STUD WALL & SHEATHING R T.O.IE a ar : .......................'..,'... w BLOCKING @ 24 "O,C. RE: PLAN RE: ARCH s ° ,,..•,• J J J/ . , .•,•:•F ::::::::::::::•:;: o: LVL HEADER LVL HEADER ROOF RAFTER RE: PLAN a a a a J J J // 2x WALL 6 N RE: PLAN N RE: PLAN / // O a a a f I ROOF RAFTER - RE: PLAN I TIMBER TRUSS RE: 54.01 — PROVIDE ADD'L BLOCKING BENT It %" W/ BELOW 2x WALL 6 5 (2) 3/4 "0 BOLTS (E) TRUSS HSS P - RE PLAN , HANG DOUBLE LVL FROM TRUSS W/ ---- — (E) 2x WALL f SIMPSON HGLTV3.511 (NOT SHOWN FOR CLARITY) A BIRDSMOUTH RAFTER @ BEAM B SECTION @ HSS FRAME TRUSS BRIG ON HSS FRAME D NEW ROOF E STUD WALL 55.2 3/4" - 1' -O" 55.Y2 ,3/4" - 1' -0" 55.21 3/4" - 1' -0" ".2 3/4„ - 1' -0" ............... . (E) NEW .','. .'.'.'.'..'.'.`.'.'...'.'.'. RAFTERS RE: PLAN .. ................' Lu ................. > . .....'.'.'.'........'.` .'.'.'.'.'.'.'..'.'.'.'.'.'. OVERFRAME W/ PRE— ENGINEERED •• •••••' ROOF TRUSSES, N TRUSS MANUF, :......',..'.•....' .: :.....:..:.',..'.,•::..',;.,: ROOF SHEATHING . :' :' :' :' :' :' ' :' :' :' :' :' :' :' :' TO SPECIFY TRUSS DIRECTION AND 7 PROVIDE ALL ACCESSORIES FOR :..`:'.. ` ROOF SHEATHING 12 // 6� INSTALLATION :.,...'...'...,....+ RIDGE BEAM RE: PLAN 6 / / / / // ! / / / r / / / / / / / / / / / / / /// 2x6 SOPED T UNDERSIDE OF / r F' (E) ROOF SHEATHING N ATTACH ::::':':':':' :`:':' :' :':':' :':':':':':'::':' OVERFRAMING / = ! / / / / {) / / // / / / TO E GABLE END TRUSS W T.O,EE , / // / / // .. . / / / (2) ROWS 12d NAILS @ 16" O.C. . FULL HT BLOCKING / .. . ................... RE: ARCH / / / / / / / / / / 2x4 VERT 16" O.C. .. , .... :: :, :• :• :• :. : •:•: POST � RE: PLAN d (E) TRUSS T,,1, _ O.fE_ N TYP / f / f / f / f f f f f f ! f / / ATTACH TO (E GABEL END FULL HT BLOCKING / TRUSS W 2 ROWS OF / / PROVIDE KNEE WAIL AS ! ROOF RAFTER RE: PLAN / / / / / BIRDSMOUTH RAFTER / / / / / / / / / / / / 12d NAILS @ 16" O.C. REQUIRED FOR CLOSURE ! MAX NOTCH = D/4 / / / / / / / / / ! / f / ! ,, , PROVIDE / APA -RATED (E) STUD WALL E GABLE END TRUSS ( ) SHEATHING ROOF RAFTER N RE: PLAN (E) TRUSS ! STUD WALL & SHEATHING (E) G.L, BEAM G.L. BEAM N RE: PLAN RE: PLAN --- -- (E) 2x WALL _E NEW ROOF TO (E) ROOF KF N EW ROOF (E) STUD WALL G BIRDSMOUTH RAFTER @ WALL KH U PPER ROOF BEARING @ (E) ROOF 5.2 3/4„ - 1' -0" 55.2 3/4" - 1' -0" 55.2 3/4" - 1' -0" 55.2 3/4" _ 1 z -0„ REDWINE -- CONTRACTOR IS RESPONSIBLE SHEET TITLE: ROOF FRAMING DETAILS *. • .. 1' -0" MAX FOR ALL SHORING OF EXISTING Oil 1 REDWINE r OEM STUCTURE • ,,,.../// (970) 748-0711 M O NNOWN/10/1111 , S5m21_ fjii? + + BEAR LVL'S ON E {) R + + ' + + DOUBLE LVL RAFTERS ATTACH TO (E) TOP ATTACH 1 "x91/ 2 " LVL TO EA SIDE OF (El TRUSS W/ (2) (E) SHEATHING + + C ' + + + -- ° + -� --' (E) TRUSS CHORD OF TRUSS ROWS 16d NAILS @ 24 O.C. / / � + + / LVL RAFTERS EA SIDE OF TRUSS / LVL EA SIDE OF + + (E) TRUSS APA SHEATHING @LOFT (E) TRUSS TO BE REMOVED csV (E) OVERHANG ! / (E) TRUSS BETWEEN LVL'S / + + 2x STUD BELOW EA LVL NOTCH LVL 'S (E) STUD WALL / NAIL TO (E) TRUSS Wi (2) ROWS OF 16d NAILS LOFT JOISTS BEAM RE: PLAN + + / / / / / f / / @ 8" O,C. N RE: PLAN / - -- - =-- - SOLID BLOCKING @ / 24" O.C. / - -- -(E) STUD WALL J LVL RAFTERS @ E TRUSS K NEW LVL RAFTERS @ E OVERHANG KT LVL RAFTERS @ TALL HEEL TRUSS M SECTION @ RAKE 55.21 3/4" - V -0$* 55.2 3/4" = 19-41$ 55,21 3/4" = 1' -0" �Y23/4" w 1 0 -4" REDWINE %' '% SHEET TITLE: ROOF FRAMING DETAILS *. • .. . STRUCTU CONSULTANTS Oil 1 REDWINE r OEM • ,,,.../// (970) 748-0711 M O NNOWN/10/1111 , S5m21_ fjii? RE: G/S5.22 FOR PLATES AND BOLTS // r r/r f/ HSS 4x4x HSS 4x4x / r HSS 3x3x / r / j / 12 VARIES , FULL DEPTH SOLID BLOCKING HSS 3x3x HSS 3x3x1 / E TYP -� TYP E � / r r r SIMPSON H2.5A @ EA RAFTER S5.22 U Lo x r / / 2x TOP N GLUE „ V) v, ' / / r / r & RAMSET TO HSS HEADER W/ HILTI 0.177 "0 POWDER HSS 12x3x1/ HSS 12x3xIJ HSS 12x3x S 12x3x1/ r / ACTUATED FASTENER @ 4" O.C. rr X X X CIO HSS 3x3x1 / r / 2x RAFTERS N RE: PLAN N EW DETAIL S HSS 3x3x r r HSS HEADER N RE: PLAN 16 MAY 07 r r HSS 3x3x r r HSS POST BEYOND M RE: PLAN TYP H <`ti P N r r r j // EXTERIOR INTERIOR 55.22 55.22 /f r � K J WEST ELEVATION C SOUTH ENTRY K SOUTH ELEVATION C SOUTH ENTRY NIGH SAVE DETAIL @ STUD WALL �JJ.G 3/4 $t 1, -0„ 3/4" = 1 ° -0" �JJ.Z 3/4„ _ 1' -0'" I * u` E N u" E STAMP OF R R JOB #: SHEET TITLE: 06040 ROOF FRAMING REQWINE ENGINEERS INC. STRUCTURAL CONSULTANTS 13 T ET STRE S p _ � R t�ETAI LS DATE SUITE SUITE �q �� STRUC CLARIFICATION L 26 SEPT 06 *r- r 0150 E Beaver Crk Blvd A204 P.O. BOX sass EI?WAFVS, CO 8963.2 18 1 6 S �..,� N B U RST D � • `' o (�:[ ,�.: 13673 (E) CONDITONS 11 OCT06 SHEET: Avan, CO 8 1620 7Q 748 -0711 970.926,2622 rkc( rkciarch,com VAI L O L O R A D O U ;} 117; . tiV «` CONTRACTOR REVS CONTRACTOR REVS 05 DEC 06 Q 25 JAN 07 S5 , J \ SL OG DEPT COMM. 02 MAY 07