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Home My WebLink AboutFOUNDATION DESIGNS - 01-00021 - Erikson Pontiac GMC - New Car DealershipJune 13,2001 Engineering Department City ofRexburg City Hall 12 N. Center St. Rexburg,ID 83440 Dear Sirs: I designed the column foundations for the new Erickson Pontiac Buildingtased on loads contained in the Vp Buildings Structural Design Data Report dated 4/27l!l. Yesterday, Joe Spaulding of Teton West Cinstruction provided me with a revised \lP Data Report, dated 6ll2lll,which contains revised foundaiion loads. The new VP design used SeismicZone3' earthquake loads and 80 mph, exposure C wind loads' I have compared the foundatiol loads in the new report with those I used for the column foundation design. The main difference is that the uplift loads in the new report are larger' I reviewed my original calculations and concluded thai the original foundation design contains adequate conservatism to suppcrt the revised loads' Please feel free to contact me if you have any questions' Sincerely, ,f ,Srrrat G,71/duu2' Brent G. Harris, P.E Telephone: 356-6387 cc: John Bagley nouxuarroly uesrcx ron nnrcrsox por.{TrAc EImun{G * RE*BURG.IDA-H' ' For Teton West Construction NOTES:I Foundation configuration provided by Joe Spaulding of Teton West Construction. Foundation loads from VP Buildings St$ctural Desigr Data Report dated 4/27/01. Job number CA0ll32724lOE1. Anchorbolt details taken from VP Buildings drawings dated4/22/01, Sheers AB-l and AB-2. Concrete 28 day strength shall be 2500 psi minimum. Slump shall be 34.5 in. Reinforcement bars shall be ASTM A615 with F, = 40,000 psi. Concrete construction per ACI-318 Allowable soil bearing pressure = 3000 psf Rectangular piers shovm on drawings may be replaced with circular pien formed by sonotubes if the reinforcement is the same, the concrete area is equal to that ofthe rectangular pier, and there is suffrcient coverfor the reinforcement as required by ACI-31S. INDEX Paee 2. { A!- J. 6. Detail Foundation for Detail Dl on Framelines C and J Foundation for Detail DlO on Columns Cl I and C12 Foundation for Detail D5 on Columns ClO and C13 Foundation for Details D2,D4 and D15 Foundation for Details D3 Foundation for Detail Dl4 on Columns G8 and Gl5 Foundation for Detail D8 on Columns ElO and E13 Foundation for Detail D7 on Columns G10 and Gl3 Foundation for Detail D12 on Columns Gll and Gl2 Foundation for Detail D6 on Columru LlO andLl3 Foundation for Detail Dl I on Columns Ll I and L12 Foundation for Detail D9 on Columns Mll andMl2 Foundation for Detail D5 on Columns A2, A4 and C4 Foundation for Detail D5 on Columns K9 and K14 Foundation for Detail D13'on Columns K8 and Kl5 2 3 4 ) 6 7 8 9 l0 1l 12 l3 t4 l5 16 3336krr'd ---T--'--.4 I i "l--:- le' X-8EAM__l 4 *5 BARS TO OPPOSITE cuLtJHN IIIA. ANCHOR BOL f"#I L-rq,--Jl'-l __ri4 | |\P=r\\-- coNTrNuous yALL FEorrN. PLAN VIIW r8',*r-14',CT]NTINUOUS STEMVALL 4 *6 VERTICAL BARS, INTO FONTING AS SHOVN *3 TIE, TYP, 4 PLACES 10, [AX, SPACING SECTIDN TRICKSNN PINTIAC BUILD.ING CILUMN TDUNDATIIN FDR DETAIL -D1 IN TRAMILINIS C AND J 5/7 /0L 8 *6 IARS EACH DiRECTION SPACEIT AS SHOVN *5 HAIRPIN, EXTEND MIN, OF ,+' INTO SLAI. r"CONTINUOIJS STEMVALL 4' DIA. ANCHOR |#l, l.-18.----l 4il6 INTO VERTICAL 8ARS, EXTEN FSETING AS SHI]VN *3 TIE. TYP. 4 PLACES rO. i{AX, SPACING ils HAIRP]N INTO SLAI 6',-0' s0. SECTINN IRICKSIN PINTIAC BUILDING CILUMN FIUNDATIIN F[R DETAIL D1O [N CILUMNS Cl1 AND C1A 5/7 /0r 8 S6 IARS EACH DIRECTIDN SPACE]I AS SHOVN .L --tr---1 i r"h- PLAN VIIV r''Jr---1 18'VIDE CI]NTINUNUS WALL FOOTiNG CTNTiNUOUS STEM\r'ALL fVtr 3/4' DIA, ANCHOR EOLTS GRAITE ----\ |\^\- -) I4 *5 VERTICAL BARS. EXTENIIINTO FBOTING AS SHOVN *3 TIE, TYP. 4 PLACES IO' MAX, SPACING 6 *5 BARS SPACE! AS SECTI[N TRICKSIN PLNT-IAC BUILDING #4 HAIRPIN iNTt] SLAB *4 HAIRPIN EXTEND 3' MIN, INTO SLAB EACH DIRECTII]N SHBVN 5/7 /Or r l*-** ' I 1' DIA. X 18' LSNG ANCHOR ET]LTS ON DETAIL D15 3/4' NIA, X 18' LSNG ANCHOR BELTS ON DETAILS I}2 AND T4 4 VERT, IARS 16' D,C. 5 *4 HORIZ. BARS CENTINUT]US iN VALL A *4 VERT, BARS IN CT]RNERS I]F ENLARGE]I VALL E 18' O.C. TRANSVERSE stcTi[N TRICKSIN PNNTIAC BUILDING FIUNDATIIN TNR Df TAILS DE. D4 AND 015 5/B/01 3 *4 LONGINTUDINAL BARS iN VALL FBOTING (" PLAN VIf V CENTER IN VALL *4 HAIRPIN BAR. EXTEND 3']NTE SLAB. 4 *4 VERT. BARS IN CT]RNERS t]F ENLARGED VALL 3 *4 LENGITUDINAL BARS IN VALL FOI]TIN6 *4 E 18' O.C. TRANSVERSE 3/4' DIA, X 18' ANCHER BOLTS *3 T]ES AT 10' E,C, *4 HAIRPIN INTO SLAB STEMVALL REINFERCEMENT STCTIIN fRiCKS[N PINTIAC BUILDING FIUNDATIIN rnR _]D[TAIL D3 3/8/oL 1 CENTER IN VALL 3/4' DIA, X 18' LTJNG ANCHI]R EOLTS 4 VERT. BARS 16' I],C. 5 *4 HORIZ, BARS CONTINUOUS IN VALL E +4 VERT, IARS IN CORNERS ENLARGET VALL *4 E ffi' E.C. TRANSVERSE SfCTINN L_r,_0.__l 3 *4 LONGINTUIIINAL IARS IN VALL FOOTING F-IUNDATINN F DITAIL Di4 [N CNLUMNS G8 AN oo o0 PLAN VIEV FBUR 3./4' ANCHOR _____ji----n Fte'-*l ?4' II BOLTS 6 #5 BARS SPACEI] AS EACH VAY SHOVN ERICKSDN PINTIAC BUILDING FIR DITA /1 I PLAN V]EV ro,---?1*s.-1CONTINUOUS STEMVALL ?4' II It8' SECTINN TRICKSIN PINTIAC BUILDING FIUNDATINN TIR TfTAiL D7 [N CILUMNS G1O AND G13 5/7/Or 4 #5 VERTICAL BARS, EXTENDINTI] FOOTING AS SHCIVN *3 TIE, TYP. 4 PLACES IO' MAX. SPACING 5 *5 BARS EACH IIIRECTIT]N SPACE! AS SHOVN la oo oo PLAN VIf V UR 3/4' ANCHBR BDLTS l--l Qr-----l l^-l -I 30'__l STCTIIN 8 S6 BARS EACH VAY SPACED AS SHDVN ERICKSIN PONTTAC BI-jJILDING FIUNDATIIN FIR DTTAIL 012 [N CilLUMNS Gl1 AND GiA 5/A/01 PLAN ViEV CI]NTINUOUS STE},IVALL .I f,s VERTICAL IARS. EXTENI} INTO FT]OTIN6 AS SHOYN *3 TIE. TYP. 6 PLACES IO' HAX, SPACING ,+ *6 EARS EACH I'IRECTION SPACEII AS SHOVN SECTIDN TRICKSIN PINTIAC BUiLDING FIUNDATINN TNR DITAIL D6 NN CNLUMNS LlO AND L13 5/7 /AL PLAN VITW FNUR 3/4' ANCHTIR BNLTS i--------------- Fts'-*l 6' SLAB 5 #4 BARS EACH VAY SPACED AS SHDVN St C TI!N IRICKSIN PINTIAC BUILDING FIUNDATINN TNR DITAIL 011 NN CILUMNS I=11 AND L12 5/B/01 iis HAIRPIN EXTENI! 4' I{IN. INTI]'SLAB --1--r-1 i \-- L-L ; \-- rs. vrDe cENTrMJgrJs vALL FnorrNG PLAN VIEV CT]NTINLIOUS STEI'IVALL TVO I' IIIA. ANCHI]R fE===:==={ f---,u'--l 4 *5 VERTICAL IARS. EXINTtr FOOTING AS SHOYN *3 TIE, TYP. 6 PLACES 10' i'IAX. SPACING *5 BARS EACH ]IIRECTION SPACE]I AS SHI]VN SECTINN fRicKsnN PINTiAC BUiLDING *4 HAII EXTENII I HAIRPIN'END 3' HIN. INTE SLAB W rB, vrDE coNrrNuous 'ALL FEorrN. PLAN VIEV l--*J.- CONTINUOUS STEMVALL GRADE-\r 4 S5 VERTICAL IARS. EXTENI)INTO FOOTING AS SHOVN *3 TIE, TYP. 4 PLACES10. t{Ax, SPACIN6 *4 HA1RPIN INTT] SLAB ?'-o. 3 *4 BARS EACH IIIRECTIT]N SPACEI} AS SHBVN SECTINN FIUNIATIIN TIR DETAIL D5 [N CILUMNS A2 44 AND C4 5/A/Ot lla PLAN VITW MIN. INTO SLAB BELTS #4 HAIRPIN INTE SLAB 3 #4 XARS IACH DIRECT]T]N SPACED AS SHOVN TVO 3/4' DIA. ANCHOR r:=={I L-tz. I t'-l TRICKSIN FINTIAC BUILDING rIUNDATINN FlR DITAIL D5 NN CNLUMNS K9 AND K14 T-12't_ STCTINN S4 HAiRPIN EXTEND 3' ,EI lp /b *4 HAIRPIN EXTEND 3' MIN, INTT] SLAB PLAN VIEV *4 HAIRPIN INTg SLAB 4 *4 BARS EACH DIRECTII]N SPACED AS SHI]VN STCTIIN TRICKSIN PINTIAC BUILDING FIUNDATiIN FDR DTTAIL 013 [N CILUMNS KB AND K15 5/A/0t l{q.,jl00 P, 2i2 VP SuildhgafiE. P.O 9ox lE€4 Irr'ocfi, CA 95381.182{ Icl ?08-667-4951 F{x 209{334380 June 12,2001 . VIr. John Bagley Teton West Construchon 4805 S. 3300 W Rexburg, ID 83440 RE; Ericlrcon Ponfiac proJect, Vp Job ca0ll3z7z-01, Design Load changes DearNfr. Bagley: The project has been reviewed t'or the design load changes specified by the City of Rex-burg. Specifically, the wind has been changed to 80C norn g0g and. the seisrurc to Zonc J from Zone 2b as applrcable under thc 1997 Uniform Building Code. It has been deter- mrned tbat this project.meets or exceeds the requrrcmcnts of the 1997 UBC for 80C windandZone 3 seismrc w'rth only mrnor changes to the bracing system. Thc bracing affectedon the butlding is located on the rvalls at Lines J and C. The soluuon at Llne J is to use l-l/4" diameter t'ods instead of I - 1/8" dismeter rods. Iikewise at Line C, l " diarneter rodsrvlil replace the 7/8" diameter rods ongnaily darigned. Revisions ro the plans wi1 be sent to you indrcatrng the$e changes, and the proper steps are being taken to provide the nelv parts required. Also, the cover sheet of the plans will be revised to show thc structurehas been dcsigned for the grearerload requirOments. If you have further que$tions, please call me at (209) 669-4301. Sincerely, AeL Joseph M. Mendoza, P.E. Design Engrneer 6SE b(rs nr r$XQ.erffirp