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HomeMy WebLinkAboutPLANS Columns Beams 3501 Fall River Rd Della Terra revisions 2010.05.05Zc9/cOS.2$SSK1 UPPER COLUMN BASE ATTACHMENT 35c2/8P £k’if,(4 F.F. PER ARCH T.O.BEAM FIELD VERIFY SADDLE PER 3/S1,1 \Th’P.UPPER COLUMN TO \QY 3/4”= DELLA,TERRA DECK 3501 FALL RIVER ROAD ESTES PARK,CO PROJECT No.210044 MARCH 25,2010 L5x5x5%6xO’—5 Y”w/(2)Y2”a THRU BOLTS,EA.SIDE OF COLUMN.ATTACH EA.ANGLE TO G.L.BEAM w/(2)“ø x 4”LAGS PER PLAN BEAM CONNECTION / A 8x8 POST 8x8 POST WEEKS &ASSOCIATES SSK2 REVISED GENERAL NOTES-www-wGENERALNOTES 1.0 PROJECT SCOPE:THESE STRUCTURAL DRAWINGS MAY BE USED TO CONSTRUCT ONLY DELLA TERRA DECK,ESTES PARK,COLORADO. 2.0 BUILDING CODE:THIS DESIGN IS BASED ON THE INTERNATIONAL BUILDING CODE (2006 EDITION). ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THIS CODE. 3,0 DESIGN LOADS:THIS STRUCTURE SHALL BE CLASSIFIED AS A CATEGORY II STRUCTURE AS PER IBC TABLE 1604.5. A.DEAD LOADS SHALL BE IN ACCORDANCE WITH SECTION 1606 OF IBC. DECK:12 PSF ROOF:20 PSF B.LIVE LOADS SHALL BE IN ACCORDANCE WITH SECTION 1607 OF IBC. OCCUPANCY OR USE UNIFORM ASSEMBLY/BALCONY:100 PSF C.GROUND SNOW IN ACCORDANCE WITH CHAPTER 7 OF ASCE 7—05. UNBALANCED SNOW LOADS ARE APPLIED PER SECTION 7.6 OF ASCE 7—05. DRIFTING SNOW LOADS ON LOWER ROOFS ARE APPLIED PER SECTION 7.7 OF ASCE 7—05. DRIFTING SNOW LOADS AT ROOF PROJECTIONS ARE APPLIED PER SECTION 7.8 OF ASCE 7—05. GROUND SNOW:50 PSF SNOW IMPORTANCE FACTOR:1.0 THERMAL FACTOR:1.0 SNOW EXPOSURE FACTOR:1.0 FLAT ROOF SNOW LOAD:50 PSF D.WIND LOADS SHALL BE IN ACCORDANCE WITH CHAPTER 6 OF ASCE 7—05. VELOCITY [3 SECOND GUST]:105 MPH EXPOSURE:C WIND IMPORTANCE FACTOR:1.0 HEIGHT AND EXPOSURE FACTOR:AS PER EACH AREA E.EARTHQUAKE LOADS SHALL BE IN ACCORDANCE WITH SOIL SITE CLASS: RESPONSE SPECTRAL ACCELERATION (0.2 SEC): RESPONSE SPECTRAL ACCELERATION (1.0 SEC): RESPONSE SPECTRAL COEFFICIENT (0.2 SEC): RESPONSE SPECTRAL COEFFICIENT (1.0 SEC): SEISMIC DESIGN CATEGORY: SEISMIC IMPORTANCE FACTOR: BASIC SEISMIC FORCE RESISTING SYSTEM: DESIGN BASE SHEAR: SEISMIC RESPONSE COEFFICIENT: RESPONSE MODIFICATION FACTOR: ANALYSIS PROCEDURE: 3501 FALL RIVER ROAD ESTES PARK,CO PROJECT 4 MARCH 31,2010 REVISED APRIL 2,2010 WEEKS &ASSOCIATES 4.0 FOUNDATIONS:THIS DESIGN HAS BEEN BASED ON ASSUMED BEARING VALUES.ALL PIERS MUST FOUNDED ON HARD DECOMPOSED GRANITE. A.MAXIMUM ALLOWABLE BEARING PRESSURE:5000 PSF,MIN.DEAD LOAD BEARING PRESSURE:0 PSF. B.THE BO1TOM OF ALL FOUNDATION ELEMENTS SHALL BE PLACED BELOW FROST DEPTH C.FOOTINGS SHOULD BE FORMED TO THE PROPER SIZE AND LAYOUT AS SHOWN ON PLANS. D.ALL FOUNDATION ELEMENTS SHOULD BE OBSERVED PRIOR TO PLACEMENT OF CONCRETE AS REQUIRED BY THE GOVERNING AGENCY. SECTION 1613 OF IBC. C Ss =O.249g Si =O.O6Og Sos =O.199g Soi =O.O68g B 1.0 BRACED FRAMES 1.9k Cs =0.066 R =3.0 ELF BE SSK3 DETAIL FOR G.L.BEAM BEARING ON PIER SIMPSON ABU66 BASE w/ %‘ø THREADED RODS EPOXIED INTO PIER (9 ,1”EMBED),TYP. PT.CL.BEAM PER PLAN > II PIER PER PLAN,PIER --——MUST BEAR ON HARD DECOMPOSED GRANITE (T.O.9)3/4” PIER w/ =1 BEAM BEARING DETAIL DELLA TERRA DECK 3501 FALL RIVER ROAD ESTES PARK,CO PROJECT No.210044 APRIL 1,2010 . .\{4i,c5 7 -- 4 “4••_ WEEKS &ASSOCIATES SSK4 UPPER COLUMN BASE ATTACHMENT (N UPPER COLUMN TO 1 ‘—0” BEAM CONNECTION (©SIDE) DELLA TERRA DECK 3501 FALL RIVER ROAD ESTES PARK,CO PROJECT No.210044 APRIL 16,2010 L5x5x546x0—5 )‘“.ATtACH EA.ANGLE TO G.L.BEAM w/ (2)“ø x 4”LAGS T.O.BEAM FIELD VERIFY BEAM PER SADDLE PER 3/S1.1 8x8 POST EDGE BEAM PER PLAN w/ SIMPSON HUC61O HANGER TO POST,TYP. Fj ,14”x5 “x1’—4”.ATTACH TO G.L.BEAM w/(2)“ø x 4”LAGS 8x8 POST WEEKS &ASSOCIATES 5 “x1 1 pa”CONT.PT.—- CL.(2—SPAN) _____ - 18”0x42”(MIN.)PIER w/(3)#5 VERT 5 4”x1 1 CONT.P.T. CL.(2—SPAN) 24”0x42”(MIN.)PIER w/(4)#5 VERT 30”0x42”(MIN,)PIER w/(4)#5 VERT 24”0x42”(MIN.)PIER w/(4)#5 VERT 18”0x42”(MIN.)PIER w/(3)#5 VERT DELLA TERRA 3501 FALL RIVER ROAD ESTES PARK,CO PROJECT No.210044 MAY 3,2010 SSK5 REVISED BRACING w/4)ff VIII 3O”0x42”(MIN.)PIER w/(4)#5 VERT -‘(2)2x8 BRACE LOW\H 24’0x42’(MIN.)PIER w/(4)#5 VERT WEEKS &ASSOCIATES STRAP PER SSK6 X-BRACE CONNECTIONS i’4x4x1—2 SIDE PLATE EA.SIDE w/(2)3/4”Ø THROUGH BOLTS AT EA. END OF F,Typ.EA. END OF BRACE PROVIDE ADDITIONAL 4x4 AT SIDE PLATES FOR ATtACHMENT,liP EA.BRACE 4x4 X—BRACE BETWEEN COLUMNS,WHERE SHOWN ON SSK5 SIMPSON ABU88 BASE w/ (2)%“ø THREADED RODS EPOXIED INTO PIER (9 i’2 EMBED),liP. .PIER fTN X—BRACE CONNECTION 3/4”=1 ‘—0” DELLA TERRA DECK 3501 FALL RIVER ROAD ESTES PARK,CO PROJECT No.210044 MAY 3,2010 ;4) 8x8 POST EDGE BEAM PER PLAN CONNECT UPPER POST PER A/SSK4 -H 8x8 POST @ X—BRACE:PROVIDE L5x3x4xO’—7’w/(2) %“ø THREADED RODS EPOXIED INTO PIER (5” EMBED)&(2))“ø THRU BOLTS AT POST, liP.ONE SIDE OF POST 4 :41 U..’. WEEKS &ASSOCIATES