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Home My WebLink AboutALL DOCS - 11-00277 - 101 E Main - MCCD LLC$gessg'H*gFg gi$E E=9FgEigsqro== cr6'A fl3g zo {onr a q b' Y tC\ \ \ \s) hlo S,N aa F-m0 {I -\ -A O O N) \ \ !mF3 {s z =IT C- TIootrn tr-tr,mfrs!46{62;q fi2ne omzmv rooz{n C){on tr,o o EItao oo. ootroa. @ { J-ma E!EX6= F= ;= H=9 EH E!q8 x= 6Zg2 lt:g{E, 44 EBf F| tr a= cr EEr s m{V{:{rt=mg@ mtboF 3trg6 29,PH F$Fi:x o=.(t=tr ;F 6'8. gFFF EEgF F$Fl'Fg$ -!-. 6 E6*6eaaEgFF iF* o o >l t ? bU slT-\ qrrl . $ \ \)oa FrrlXwCF t{J $FigFi 2o!mo _{oz 9o=fvYtr'zo mt-mo{ao l- o{-mv Tt-C=g zo Hr Jgi g iex P=i ^q Id -sE3 gr El s fri$ NE ir;"al='1 +€ g qE $ 9s6'6- 6' (D a9E CI", RE,XBI.IRG fti , 1 rrl:ritrils Fi;lrih' (.lrvxnttrrtill, 35 N 1" E, REXBURG,ID 83440 208-372-2326 PARCEL NUMBER: ( we will provide this for you) SUBDNTISION:UNIT# BLOCK# I,OT# ins is based on the information - must be accura CONTACTPHONE # 4zq - *7 i -- {{i-$ rv ta ii'r{ ':; f ' /a/fi,ru PHONE #: Home ( )-( )-cell( )'Art-:rD zv,!l*/r;OWNER MAILING ADD 31'lq1 APPI,ICAIIT. (If othet than ovrner) lAfffi.r"t if other tir* o*rr"r, a statement authoriziog applicant to act as agent for owner must accomPany this application.) APPLICANT INFORMATION: ADDRESS CITY: PHONE #: Home ( )- Wo* ( ) MATLTNG ADDRESS, fr b, fr* I e t:' * crcv/fwtz, nill/*srArq/L:2ry.'%4)2- PHONE: Cell# AHO REGISTRATION # & EXP. DATE Did you recently purchase this Is this "lot split@ YES property? No @tf y.r,list previous ownet's name) ofproperty) PROPOSED USE: (i.e., Single Family Residence, Multi Family, Apartmeats, Re tua!", eoirmercial, Addition, Etc) - CIRCLE ONE APPLTCANT'S please bring copy of new legal NATURE, CERTIFICATION AND AUTHORIZATION: underpenaltyofperfury,Ihete\certi$thatl gate that the information hereir is conect md I swear fiat any informarion which may hereafter be gil"en by me in hearings bef<xe thehave tead this applbatitxt Planningand Z.,oning to the subject matter The building offigi in the or qlegilli Council for the City of Rexburg shall be truthful md correct, I agree to comply with all City regulations md State larvs dating t"i.6a,i{"ttW*^rthqiz61j representativeJof the City to enter q)crr the above-mentioned pro6rrty for inspections purposes. NOTF,; vdryffryF;ffiR"e5trmjqr the provisions of the A)03 International Code ir cases of any false statement or misrepnesentatim of frt',n'o{ia& i"tr6optr*d was based. Permit void if not started within 180 days. Permit void if work stops for 180 days' /8 / ;:*? / ?-2,, i/ D,{TE Plm fece cnm-retun&bleandercpaidintull atthetimcof epplicatim begiming!34gg4glflP| City of ndburg'e AocPlancc of thc plan miw fe does not ctn*iirte plan rpprcvd **Buildirfg PemiiFee ere drie et tim of appliotim* *Building Pmita ae rcid if yur chek dc8 nor clcar** I rnsPncTlon ttcxnr I Rcc'dBy **:*1W Perrnit No. lV)1r-- tr Res. Req. BY Projecl Address lnspection TYPe Day /Time Req' lnsPector's RePort --A\ ED DWGS bv ilN tNsPFCToR's AcTloN fl DrsAppRovED E{nPPnongo rnnr rrAr*:m,, i-,otneQutnroffi DFINAL nco.(FINAL) Rec'l Acknowledged Unri. ' O[ic' CoW F.FrR-cm3 rbfor ' Job Cogt a Building SofetY DePortment CltY of Rexburg Phone: 2ffi.372.2326 Fox:208.359.3022 Affidavit of Legal Interest State of Idaho County of Madison t^A -' | 1 | r / 1 r!!LLl., L/-L , Name , .. llI+Lr,,i klltl Citv cllY ot' REXBURG (\j r\ rlt'rit'a ! F,l,tlil)' ( r rt I I tlntt il\ www.rexburg.org to submit the accompanylng application pertaining to that property' B. I agree to indemnift, defend and hold Rexburg Gty and its employees harmless from any claim or liability ..*rrltirrg ftom any dispute as io the statemeots contained herin or as to the ournership of the propefry which is the subject of the application. , 1 Dated *, ,l'{lt' a^vor /9tt:* ,20 /( B.itrg first duly swom upon oath, depose and say: (If Applicant is also Owner of Record, skip to B) A. That I am the rccord owner of the property descdbed on the attached, and I grant my perrnlssron to: Name Subscdbed and sworn to before me the day and yeat first abcive written' ^t tu ft:x l{tf Addrese ff /,f.l'r lSy, /&F NotaryPublicof Idaho , ,, ,., // Residing ^r, ftlit/'; /q // t My commission exPires:7-,''/ t) Building SofetY DePorlment 35 N. 1s E., Rexburg, Id 83440 O!rNER'S NAME, PROPE,RTY ADDRESS Permit#l( DD>-7 1 SUBDIVISION PHASE Requiredlll r--\ Plumbing -5-+ R- Email - U0 Plumbing Conffactor's Name \-/E'uSL<-*\ L \ L L( u$</\ q :i5uslfl ess-r\ aurE ^**j"+++'t U;@iry \{*x" S(state--Ld--zip 8lt ce[phoneR"g ffi.-.* n*".6gg \n] -t\s s- Fax (coMMERCIAL/INDrrST+IALJ'Total"9..9lP,l11b"T9:r::".-T-::::r:::"iH:i:),:,Pou,*,,,,#,'(\/\-rrvrrvr!r\vrr p,/ (Inc/adetthecostofmateia/sinstalkdreganlhssofthepa@luppt1ingit,il,,7utlaeFunkrth;sinEectionrpeshatlapp!toarandi//p^)\oDnot specifca@ nentioned ebewhere on thisform) tr Up to $10,000 ftslal-eeslaf-syctem x 0'02) + 60 = $$ l1u ; nJ*"." SrO,001 - $100,000 ('(totat cost of svst x 0'01) I m299 :-t tr Over $100,001 i (total cost of s)'stem - 100-000) x 0.005) + $1,160 = $ RESIDENTIAL New: single Family Dwelling, inctuding aII buildings with whing being consttucted on each propetty' (*Based on liuing space' see defrnition below) n Up to 1,500 sq ft - $130 tr 2,50"1' to 3,500 sq ft - $260 I Over 4,500 sq ft $325 plus $65 for each additional 1-000 sq. ft. or Portion theteo0)' New: Multi-Family Dwelling (Conttactots OnIy) D Duplex APartment $260 ! Three or more -.rtti-fu-ly units: g130 per building plus $65 per unit: ($t30 x #.of buildings) +-($65 x # of units) tr Existing Residence, and Detached S'hopr $65 fJe plus $10 per fixture up to the maximum of the corresponding sq. ft. of the building ($65 + ($10 x # of fixtures)) n Gtay Water Systems: $1i10 tr Lawn Sprinklers/Backflow Device: $65 tr Modulat, Manufactuted or Mobile Flomes: $65 fot sewer and water stub connecdons ! Multipurpose Fire sprinkler and Domestic water Supply system: $65 fee or $4 pet sprinkler head, whichever 1s gleatef Sewet & Watet n $38 Sewer Line l$38 Watet Line l$65 Sewer & Water- if inspected at the same tr $65 Sewer turnaround under house (change from septic to ciry) MISCELLANEOUS n Plan Check $65 Per hour n Technical Service: $65 Per hour tr Gas Line: $65 ! Vater Fleater RePlacement $65 tr Requested InsPection: $65 D Hydronic Heating: $65 + ($10 x # of manifolds/zones) *Lir.ittg Space -a dwelling 'nit intended for human habitation which may reasonably be utilized for sleeping, eating, cooking, and sanitation pufposes. An unfinished basement is consideted part of the living space'bathing, rure of Licensed Contractor tr 1,501 to 2,500 sq ft - $195 n 3,501 to 4,500 sq ft - $325 1,000 sq ft. or portion thereof ($325 + ($65 x # of additional blne License number & ExP. date PROJECT: Clock Tower Rexburg, ID PROJECT NO: sTR11.1041 CLIENT: Advantage Architecture DATE: August 16,20ll August 16' 2011 4943 NORTH 29TH EAST, STE A IDAHO FALLS, IDAHO 83401 Phone: (208) 552-9874 Fax: (208) 552-9302 &ctsr€/qb\ SIIDET NUMBER: COVERI *tn I liNclNEER: lsnenllMDG ll tr E'AEIIET FER DEsiIGiN DESIGN EODE: DEgIIEiN trRITERIA: wind speed seismic category allowable soil bearing Pressure DEElt6N LOAD5i: 2009 lBc 90 MPH Exp.C D 1500 psf 5.5 2.1 3.5 b.u 2.5 5,4 Ei|-clPED REOF: built-uP roofing w/o gravel 5/8" Plywood or OSB Prefab wood trusses insulation (R-60) acoustical tile (wood suspension) mech./elec./misc. EXTERI[]R WALLSi (EICK)! Brick veneer 1/2" plywood or OSB 2x wood siuds at 1 6" o.c. 1/2" gypboard 6" batt insulation (R-25) mech./elec./misc. EXTERIOR WALLEi (STUtrCOIi stucco on wood lath 1/2" plywood or OSB 2x wood studs at 16" o.c 1/2" gypboard 6" batt insulation (R-25) mech./elec./misc. MATERIALS! structural lumber connections reinforcing steel concrete D.L.= L.L.= 25.0 psf 35 psf 40.0 1.7 1.2 2.2 1.8 1.1 48.0 psf 8.0 1-7 1.2 2.2 1.8 1.1 16.0 psf Douglas Fir #2 Simpson Grade 60 2500 psi Sheet: I tl rr\ N 3\ 3 ttt +orc \ t.t\{ J o,>--iltiro.) =uttvJ/ !WY t" tl tlu q l1 l1l1 { iig$:::::::i tlr 1lrl:--i.-------1i u" L---il::tlr---- i .r ll tt u ll irllll il il fp::u==-=-----ii iiiiliillrir_ i>----:------'t ;l ir ilitlt illtit ilitll llirllililil ilitjl i!=_-:-:.::*--- il rl illr rl'lirllli d il ll-,lilii It tl il ir*-ilit n 'ir--ll u ll il llil ---::t 1l ll iirlllilliiliitttiilt----ri li .,ll---li ii ,i ii'rllilil ll ll ---\I 6 \l @t\,/\ 37Eb! 'ft::=:::=t I '$:=:=:=:r ,-: -- : -- : ^- : *--=-- =---- =l'lrhf El)i)Y-= ilp+ Ilt- - E,rRr *,'r- 3 ef -E Flh= "\l,t \l oolRPI\{=*l $E:::-: +:s nOdo N l'--- -\ .J F33\+\ oOos "l:=! WOtrD S;HEAR WALL 2006 tBc, AscET-os & 2005 NDS LINE DEBIBNATIONi Wnd Shear Force (lbs): 1 1,200 ASD Seismic shear Force (lbs): 9,700 Wall Framing:2xo Roof Uplift (ps0: 9.0 Roof DL (psf): 20 Floor DL (psO: 0 Wall DL (psf) 30 Seismic Design Category: D See: 0 447 DL FACTORE : 0.53742 DL FACTORW: 0.6 p: 1.0 Govems Shear (W) or (S): S Line Shear, v (plO: 419 Shear Wall Selection: C Shear Wall Capacity (plD: 490 I Wall Length (fl): 7.00 Wall Height (ft): 13.00 RoofTrib. (ft): 16.00 Floor Trib. (ft): 0.00 Holdown Location: Ai corner Uplifl Above (lbs): 0 DL Reaclion at End Posts (lbs): 0 woL (pl0: 470 F (lbs): 3267 Mor (lb-ft): 42467 MR (lb-ft): 6909 Uplift (lbs): 5268 Strap/Strap Holdown -> Capacity (lbs): A.B. Holdown -> HDQB Capacity (lbs): 5715 End Posts: (2) 2 x 6 No 2 Check Crushing: OK OK Check Buckling: OK Check Tension: OK Heighlwidth Ratio: 1.9 5.50 1 1.50 't3.00 13.00 16.00 16.00 0.00 0.00 >le >le 00 00 470 470 2567 5367 33367 69767 4265 18647 5678 4595 - STHD14 5025 HDQS HDQS 5715 5715 (3)2x6No2 (3)2x6No2 OK OK OK OK OK OK 2.4 1.1 Yes Not Req'dAllowable shear decreased by 2wh per IBC 2305.3.4 Nol Req'd LINE DE6|GNATION! Wall Length (ft): 4.80 WindShearForce(lbs):11,200 Wall Height(ft): 13.00 ASDSeismicShearForce(lbs):9,700 Roof Trib.(ft): 30.00 W llfElninsi ax 6 FloorTrib. (ft): 0.00 Roof Uplift (psf): 9.0 Holdown Location: > Ie Roof DL (ps0: 1 0 Uplift Above (lbs): 0 Floor DL (ftsO: 10 DL Reaction at End Posts (lbs): 0 Wall DL (psO 28 wol (PlO: 214 S€ismic Design Category: D F (lbs): 3733 SDs: 0.447 l\4or (lb-ft): 48533 DL FACTORE : 0.53742 MR (lb-ft): '1479 DL FACTORW: 0.6 Uplifl (lbs): 10634 p: 1.0 Strap/Strap Holdown -> Capacity (lbs)i Governs Shear (W) or (S): S A.B. Holdown -> HDU14 Line Shear, v (plo: 912 Capacity (lbs): 14390 End Posts: (3) 2 x 6 No 2 shear Wall Selection: CC Check Crushing: OK Shear Wall Capacity (plf): 980 OK Check Buckling: OK Check Tension: OK Height-WidthRatio: 2.7 Allowable shear decreased by 2Wh per IBC 2305.3.4: Yes WALL PIER6 4.80 4.80 13.00 13.00 30.00 30.00 0.00 0.00 >te >te 00 00 214 214 3733 3733 48533 48533 1479 1479 10634 10634 HDU14 HDU14 14390 14390 (3)2xONo2 (3)2x6No2 OK OK OK OK OK OK Yes Yes lnitiols: WOOD SiHEAR WALL 2006 lBc. AscET-05 & 2005 NDS WALL PIERB LINE DEEIBNATION! Wind Shear Force (lbs): 1 1'200 ASD Seismic Shear Force (lbs): 9,700 Wall Framing: 2x 6 Roof UPlifl (Psf): 9.0 Roof DL (Psf): 20 Floor DL (Psf): 0 Wall DL (Psf) 30 Seismic Design Category: D SDs: 0.447 DL FACTORE : 0.53742 DL FACTORW: 0.6 p: 1.0 Governs Shear (W) or (S): S Line Shear, v (Plf): 303 Shear Wall Selection: B Shear Wall CaPacity (PlD: 350 LINE DEBIBNATION! Wind Shear Force (lbs): 22,300 ASD Seismic Shear Force (lbs): 27,200 Wall Framinq: 2x 6 Roof UPlifl (Psf): 9.0 Roof DL (Psf): 20 Floor DL (Psf): 10 Wall DL (Psf) 30 Seismic Design Category: D SDs: 0.447 DL FACTORE :0.53742 DL FACTORW: 0.6 p: 1.0 Govems Shear (W) or (S): S Line Shear, v (Plf): 279 ShearWall Seleclion: B Shear Wall Capacity (Plf): 350 34 14.00 3.25 13.00 10.00 2.00 2.00 0.00 0.00 > Ie Al Comer 00 00 400 310 4578 1063 595'15 10628 23520 982 2642 3087 STHD1O STHD1O 3730 3730 HTT4 HTT4 3610 3610 (3)2x6No2 2xONo2 OK OK OK OK OK OK 0.9 3.'l I I Wall Length (ft): 3.25 Wall Height (ft): 10 00 RoofTrib. (ft): 2.00 FloorTrib. (ft): 0 00 Holdown Location: At corner Uplift Above (lbs): 0 DL Reaction at End Posts (lbs): 0 wDr (Plf): 310 F (lbs): 1063 Mor (lb-ft): 10628 MR (lb-ft): 982 Uplin (lbs): 3215 Strap/Strap Holdown -> STHD1o Capacity (lbs): 3730 A.B. Holdown -> HTT4 Capacity (lbs): 3610 End Posts: (2) 2 x 6 No 2 Check Crushing: OK OK Check Buckling: oK CheckTension: OK Height-WidthRatio: 3.1 2 13.75 13.00 2.00 0.00 >le 0 0 400 4496 58453 22688 2674 STHDlO 3730 HTT4 3610 (3)2xONo2 OK OK OK 0.9 Allowable shear decreased by 2w/h Per IBC 2305.3.4:Yes Not Req'd Not Req'd Yes WALL PIERB 2 I 97.50 13.00 2.00 0.00 Al Comer 0 0 400 22300 289900 1140750 0 None Req'd OK None Req'd OK 2x6No2 ok ok OK 0.1 Not Req'd Wall Length (fl): Wall Height (ft): RoofTrib. (fr): Floor Trib. (ft): Holdown Location: Uplift Above (lbs): DL Reaction at End Posts (lbs): wDr (Plf): F (lbs): Mor (lb-fi): MR (lb-ft): UPlift (lbs): Strap/Strap Holdown -> Capacity (lbs): A.B. Holdown -> Capacity (lbs): End Posts: Check Crushing: Check Buckling: Check Tension: Height-Width Ratio: Atlowable shear decreased by 2Mh per IBC 2305.3.4: Latitude and Longitude of a Point mtsEEMg ',',/ 1?50 N t-?:); 6l.?i zi _ : . *J, "-. -,\ :/ J _s ffiB\. Hr t{sxDlr:g*qm r* , in, Ittsdi$on K*Co,4rrp$rt F * +-i ! Rexbrrg,ttiadtson- C+untr '{lrForl 6;1q!., (-tq:) €* {,zod a Lot j ,'.s --i/in\::/ . . .......... .. ..A............... Latitude, Longitude 43.8,26377.-1 11 780642 tv 1n00 il ,n ntt 4ih G : ',' t Frignsm Ycirng UnivErsit-li{eho *_ {'o.r,, q 11rr14 c-lt 29\ trt 6in.sls€fflqir*l-1,*-H r hlop data 62011 Google - ?ers]t tt U$1" Conterminous 48 States 2003 NEHRP Seismic Design Provisions taiitude = 43.8263i7 Longitude = -1,1,1,.7 80642 Spectral Response Accelerations Ss and 51 Ss and Sl- = Mapped Spectral Acceleration Values Site Class B - Fa = L.0 ,Fv = 1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (s) 0.2 0.472 (Ss, Site Class B) 1.0 0.163 (S1, Site Class B) Dole:Sheet: EIEIEIMItr WEIEiHTEI PRo.rEcr NAME: Clock Tower DEEtIEiN LtfADEi! roof dead load roof live load percent snow for seismic seismic roof live load wall dead load Parapet dead load RtrOF AREA WEIEiHTEi: 25 psf 35 psf 20o/o 7 psf 48 psf 16 psf AREA 1: Area Wall Height Parapet Height Longest Wall Length 9600 ft^2 12ft 12ft 98ft Weight of Roof Weight of Tributary Walls TOTAL WEIGHT= 307.2 kips 94.1 kips 401.3 kips Dote:Sheet: M siEISMIC LATERAL ANALYSIS Eouivalent Latecl Fore Pocedure PRtf .rEGT NAME: clock tower le: Occupancy Category: Seismic Design Category: Site Class: k: 1.00 ll D D 1.00 Governs =>C"= Sos/(R/l): Max C"= So/(R/l)T: Max C"= Sor(TL)/(FYl)T'?: Min C"= 0.5S1/(R/l): Min C.= Seismic Base Shear (V) =C"W: 1.42 2.15 0.4476 (Eq. 11.4-1 & 11.4-3) 0.2334 (Eq. 11.4-2 & 11 .4-4) 0.129 sec. (12.8-7) 0.06e (12.8-2) 0.278 (12.8-3) (T equal or less than Tr ) - (12.8-4) (T greater than TL ) - (12.8-6) (Slequal orgreaterthan 0.6) 0.010 (12.8-s) 27.6 k (12.8-1) R: Ss: sr: Tl: o.02 o.472 0.163 6.0 sec Fui Sosi Sorl T: Vertical Distribution of Seismic Forces w, h, per ASCE 7-05 Section 'l2.8.3) vr (AsD) 4,812 zLo Totals:401 4,812 27.6 ASCE 7-05 Section 12.10.1.Design Forces ulations Xwr IFI Fot FDX (ASD) 401.O zt.o a(o 25.1 Out-of-Plane Forces and ASCE 7-05 Section 12.t1) Fp =O.4leSosW* or 0 1W* Fp =0.8lESDsWw Fp'in =4OOSosle Plf or 280 Plf out-of-plane wall design forces anchorage to flexible diaphragm force ==> Fp: ==> Fp: Fe(min): (Ultimate) 0.18 Wp 0.36 Wp 280 plf (ASD) 0.13 Wp 0.26 Wp 200 plf M EiEIEiMItr WEIEiHTsi pREJEET NAME: Existing building next door DEsiIEiN LOADS: roof dead load roof live load Percent snow for seismic seismic roof live load wall dead load ParaPet dead load Rt]EF AREA WEIGHTEI: AREA I: Area Wall Height ParaPet Height Longesi Wall Length 25 psf 35 psf 20% 7 psf 80 psf 80 psf 5000 ft^2 8ft 2ft 120 ft Weight of Roof 160.0 kiPs Weight of Tributary Walls 1 152 kiPs TOTAL WEIGHT= 275.2 kiPs SEISMIE LATERAL ANALYSIS pRo.!EtrT NAME: Existing Building next door lEl OccuPancY Category: Seismic Design Category: Site Class: K: 1.00 tl D D 1.00 Governs => R: vt Ssi Sr: lL. o.c 0.02 0.472 0.163 6.0 sec. F"r 1.42 Fui 2J5 Sos: 0.4476 Sor: 0.2334 T: 0.112 sec. (Eq. 11.4-1 & 11.4-3) (Eq. 11.4-2 & 11.4-4) (12.8-7) C.= Sos/(R/l): Max C"= So/(R/l)T: Max c"= Sel(Tj/(R/l)T2: Min C"= 0.5S1/(R/l): Min C"= Seismic Base Shear (V) =C.W: 0.069 (12.8-2) 0.319 (12.8-3) (T equal or less than TL ) - (12.8-4) (T greater than T1 ) - (12.8-6) (Slequal or greater than 0 6) 0.01 0 (12.8-5) 38.9 k 112.8-1) Vertical Distribution of Seismic Forces ASGE 7-05 Section l2'8 v, (ASD) tevet n kips liP:{ kips kips kips E (ASD} Roof 10 -zls.o 2,750 21 1 21"1 14'8 0 054 w 2nd Floor s 290 'O 2,920 17 '8 38 9 27 2 0 043 W Totals:s65 5,070 ltc coc 38.9 21.1 38.9 Diaphragm Design Forces (calculations per ASCE 7-05 Section '12'10'1'11 hx wp, Iwi IFr Fo' FPt (AsD) kipsLevel Roof 2nd Floor 10 o 275.0 290.0 24.6 26.O 17.2 18.2 Fp =0 4leSosW* or 0 1W, Fo =0.8lgSesW* Fp.in =400Sosle Plf or 280 Plf Out-of-Plane Forces and Anchorage out-of-Plane wall design forces anchorage to flexible diaphragm force per ASCE 7-05 Section 12.1 ==> Fp: (Ultimate) 0.18 Wp ==> Fo: 0.36 Wp ==> Fp(min): 280 Plf (AsD) 0.13 Wp 0.26 Wp 200 plf Dote:Sheet: M Codclcareh l. Gode: ASCE 7 - 05 ll. OccupancY: OccupancY GrouP = lll. Type of Construction: Fire Rating: Roof= Floor = Floor Stairs & ExitwaYs BalconY / Deck Mechanical Pnrtitions V. Wind Loads : ASGE 7'05 Impoflance Factor Basic Wind speed Directionality (Kd) Mean Roof Ht (h) Parapet ht above grd Exposure Category Enclosure Classif. Internal pl'essure Building length (L) Least width (B) Kh case l Kh case 2 Topoeraphic Factor (Kzt) Topography HillHeight Half Hill Length (Lh) Actual HiLh Use H/Lh Modified Lh From top ofcrest: x= Bldg up/down wind? H/Lh= 0.00 x/Lh: 0.00 z/Lh = 0.00 At Mean Roof Ht: Business lV. Live Loads: Root'angle (0) 2.001 l2 9'5 deg Roof 0 to 200 sf: 20 Psf 200 to 600 sf: 24 - 0.02Area, but not less than l2 psf over 600 sf: 12 Psf 0 psf 0 psf 50 psf 0 psf 0 psf l0 psf 0.0 hr 0.0 hr 1.00 90 mph 0.85 21.0 fr. 26.0 ft C Enclosed Building +/-0. | 8 98.0 ft 98.0 ft 0.91 l 0.911 Flat 0.0 ft 0.0 ft 0.00 0.00 0.0 ft 0.0 ft downwind Kr= Kz: \3- (H)H< 15ft;exp C .'. Kzt:1.0 *. ESCARPMENT 0.000 0.000 1.000 r.000Kzt: (1+KrKzK)n2=2D RIDGE or 3D AXISYMMETRICAL HILL gll}FErmtIIrAI- ItrtllfsE Transverse Direction Kz: Kh : Base pressure (qh) = GCPi = Windwald roof overhangs: Parapet Windwald parapet: Leeward Pal'apet: 1{INDWARD- OVERFIANG10.9 psf (upward) add to windward roof Pressure 25.2 psf (GCpn : +1.5) -16.8 psf (GCpn = -1.0) ITqITD:Gff, IMT 0.91 (case l) 16.1 psf +/-0.18 P.L3}.LLIL Itr BIEIiI 5{t Rq1u"*o*rEr''.'L' Edge Strip End Zone Zone 2lengfh Torsional loads are 25%o of zones | - 4. See code for loading diagram 8.4 ft 16.8 ft 49.0 ft (a) (2a) !:s Horizontal MWFRS Simple Diaphragm Pressures (nsfl Transverse direction (normal to L) InteriorZone: Wall 12.4 Psf Lonsitudinal Direction Surface transveiie Direction Longi!qq!44! Dl1gglpn Perpendicular 0 = 9.5 deg GCpf wAGCpi w/+GCPi Parallel 0=0.0deg GCpf w/-GCpi w/+GCPi I 2 + 5 o 0.44 0.62 0.26 -0.69 -0.s 1 -0.87 -0.40 -0.22 -0.58 -0.33 -0.15 -0.51 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 0.40 0.58 0.22 -0.69 -0.51 -0.87 -0.37 -0.19 -0.55 -0.29 -0.1I -0.47 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 IE 2E 3E Atr 0.67 0.85 0.49 -1.07 -0.89 -1.25 -0.58 -0.40 -0.76 -0.49 -0.31 -0.67 0.61 039 0.43 -r.07 -0.89 -1.25 -0.53 -0.35 -0.71 -0.43 -0.25 -0.61 Wind Surface pressures (Psl 2 J 4 ) o 9.9 4.1 -8.2 -14.0 -3.6 -9.4 -2.4 -8.2 -4.3 -10.1 -4.3 -10.1 9.3.5 8.2 -14.0 3. I -8.8 1.8 7.5 -4.3 - 10.I -4.3 - l0.l ID 2E 3E +L 13.6 7.8 -14.3 -20.1 -6.4 -12.2 -s.0 -10.8 12.7 6.9 -14.3 -20.1 -5.6 -1r.4 -4.0 -9.8 VERIICALRoof End Zone: Wall Roof -4.6 psf 18.6 psf -7.9 psf R ELongitudinal direction (parallel to L) Interior Zone: Wall 1 1.1 psf for a l0 psf forceThe code requires the MWFRS as a minimum be desi ffi end Zone: Wall 16.7 Kz = Kh (case l) =0.91 Cross-Section Directionality (Kd) width (D) Type of Surface GCPi = Roof Angle = 9.5 deg Type of roof : MonosloPe +/-0.1 8 8.4 ft 4.0 ft NOTE: If tributary area is greater than 700sf, MWFRS Pressure may be used.Base pressure (qh) = 16.1 Psf Minirnum parapet height at building perimeter = Roof Negative Zone Negative Zone Negative Zone Positive All Negative Zone Negative Zone Walls Negative Zone Negative Zone Positive Zone 4 & Pararret Note: GCp by qP= 168Psf CASE A = pressure towards building CASE B = pressure away from building Rooftop Structures & BquiPment Dist from mear.r roof height to centroid of Af = Height of equiPment (he) : 0.0 ft 0.0 ft Square 0.90 0.0 ft N/A Square (wind alons diasonal) Cf : #DIV/O! Af = 10.0 sf Adjustrnent Factor (Adj) = 1.90 P = qz G Cf Af Adj= #DIV/0! Af F = #DIV/0! lbs Gust Effect Factor (G) = Base pressure (qz) = 0.85 18.9 Kd psf h/D = #DIV/0! Square (wind normal to face) Cr = #DMO! Ar = l0'0 sf Adjustment Factor (Adj) = F:q"GC6A6 Adj= #DIV/O! Af F = #DIV/0! lbs Sheet: 1 2 GCp +A GCpi Surface Pressure (Psfl User input l0 sf 50s 100 sf l0 sf 50 sf 100 st'20 sf 70 sf -1.28 -l.48 -1.98 0.48 -1.78 -2.78 -1.28 -1.41 -l.56 0.41 -1.71 -2.08 - 1.28 - 1.38 -r.38 0.38 -1.68 - 1.78 -20.6 psf -23.8 psf -31.8 psf 10.0 psf -28.6 psl -44.6 osl -20.6 psf -22.6 psf -25.1 psf 10.0 psf -27.5 psl -33.4 psl -20.6 psl -22.2 psl -22.2 psl 10.0 ps1 -27.0 pst -28.6 ps -20.6 psl -23.3 psf -28.9 psf 10.0 psf -28.1 psl -39.8 psl -zu.o psI -22.4 ps( -23.1 psl 10.0 psl -27.2 ps1 -31.1 psl ne4 ne5 &5 GCp +/- GCPi Surface Pressure (psf)User input l0 sf 100 sf 500 sf 10 sf 100 sf 500 sf )u st 200 sf l.l7 1.44 l.08 -r.01 -1.12 0.92 -0.90 -0.90 0.81 -18.8 psl -23.1 psl 17.3 psl -16.2 psl -18.0 ps1 14.8 psl -14.5 psl -14.5 psl 13.0 psl -17.0 pst -19.6 ps1 15.6 psl -t).) psr -16.5 psl 14.0 psl I 0%o due to roof angle <= I 0 deg. Solid Pressure l0 sf 100 sf 500 sf CASE A ; Intgrior zone : Corner zone : 37.0 ps1 45.4 psl 32.6 psl 32.6 psl 30.7 ps 30.7 ps CASE B : Interior zone : Corner zone : -31.8 psl -36.3 psj -26.4 psl -28.3 psl -)) 1 nc1 -22.7 os1 M lt \+' iI -ir, v I Ier$ I I I --- +- | @ t€) @ f----L- I r{-, lat}vlo i ,^ i-----r-]_*l @ ts 0<Tdegreesand Monoslope < 3 degrees Monoslope roofs 10o < e < 30' Location of Wind Pressure Zones Monoslope roofs 30<e< 100 0 > 7 degrees lnitiqls: 0 > 7 degrees Sheet: F -*-'- - -l l- - -.s---r I I IIr <'Tr I J I I rfl r;\t4) o a 4) 'C1 ,4-j H _9_ .{\(r) l:-r {l} €J E) f*, l\.J l a/ ft\.VJ ,Ft E? l--* r (l) qJ o h3T lobt\l \l I ob, t) l/ WIND DISTRIBUTIEN LOCATTCtN: End zone Wind Speed: 90 Exposure: C Roof type (flavsloped): flat LATERAL LOAOE: Story heights: Roof 22 ft Parapet Press (psO: 10.0 Parapet Ht Wall Press (ps0: 20.8 Roof Ht. Ht. of Force Story force Cumlative force (pl0 @ 22.O ft 269 plf 269 Plf zo 22 LotrATtoN: InteriorZone Wind Speed: 90 Exposure: C Roof type (flavsloPed): sloPed LATERAL LOADS! Story heights: Roof 22 fl RoofPress(psf):10.0 RidgeHt: Wall Press (ps0: 16-6 Eave Ht.: Ht. of Force Story force @22.0ft 223 plf 223 ptj zo WIND BASE EiHEAR Allowable Stress Design TRANSVERSE DIRECTItrN: bldg length: end zone length: int. zone length: TRANS. BASE SHEAR': LclNE;ITUDTNAL DIREETION: bldg length: end zone length: int. zone length: LoNG. BASE SHEAR: 98ft 10ft 88ft 22,314 lbs 98ft 10 ft 88 ft 22,314 tbs end zone load: int. zone load: end zone load: int. zone load: lnitiols: 269 plf 223 plf 269 plf 223 plt Sheet:P..i""t N.t"'- llProiect #: TETAL BASE SiHEAR EEMPA.RISI]N Allowable Stress Design TRANsl\/ERSE DIRECTIc,N: Wind: 22,314 lbs Seismic: 19,300 lbs LoNGITUDINAL DIRTCTItfN: <-- Wind Controls Design <-- Wind Controls DesignWind: Seismic: 22,314 lbs 19,300 lbs P-i""t N"rn"' llProiect #: -------T= illi ll L::--i: a+:::::: ===!L:=_-_-=-::-'---- + ll ll 1lll tl)) -{ :1 illi r- rtllllll il -1i llitli J'r====il--=--lL = rl ll tl ll*rl ll lt Lt-::: = -:----:iJ ln.'^h n- il =rl llil lillilrlrf l1 ll l1l1 l1 l1rl llll ll llll l1 l1l1 rl l1 l1 l1 l1 l1l1 a\* "- l\ll l1 *-!, U = = --r=::::----- -JL--'-.-11 €===--==::=--== i,q\t'rn 5l tl il iitl ll ii II il ll ll il il il II II ii 1l llrl iLl :'--------------- ============= I tl ll il dI il tlll tlll tl ll ll ri rl II I ll llrl il tl ll tl tl M FtrT]TING & FtrIJ N DATIT]N Soil Bearing Pressure: EXTERIOR FtrUNDATIBN Roof: Wall: Floor: Parapet: Load Tributary 60 psf 48 psf 0 psf 16 psf Total Load (pl0: Foundation Width (ft) 2.51 1500 psf 49ft 13ft 0ft 13ft Exterior Foundation Requirements: USE 3ft WIDE 1Oin THICK WITH (3) #4 BARS BOTTOM ExrERttlR FoUNDATIoN Load Tributary Total Load (plf)Foundation Width (ft) Roof: Wall: Floor: Parapet: 50 psf 48 psf 0 psf 16 psf 2ft 13ft 0ft 13ft 0.63 Exterior Foundation Requirements: USE lft 6in WIDE 10in THICK WITH (2) #4 BARS BOTTOM SPET FtrtrTING Load Footinq Area ( ft^2) Footing Length / Width (ft) 10 kip o.o, Spot Footing Requirements: USE 3ft- Oin x 3ft-Oin WIDE 't2in THICK WITH (5) #4 BARS BOTTOM BOTH WAYS 2.54 SPt]T FOtrTING Footing Area ( ft 2) Footing Length / Width (ft) 15 kip Spot Footing Requirements: USE 3ft- 6in x 3ft- 6in WIDE 10.00 12in THICK WITH (6) #4 BARS BOTTOM BOTH WAYS 3.16 SPtrT FOtrTING 20 kiP Spot Footing Requirements: USE 4ft- Oin x 4ft- Oin WIDE 12in THICKWITH Footing Area (ftn2) Footing Length / Width (ft) 4 a aa ) #4 BARS BOTTOM BOTH WAYS 3.65 Proiect Nome:Proiect #:Dole: SPOT FEETINE Footins Area ( ft 2) Fo9!n919!gl!llryrd!l$- 24 kip Spot Footing Requirements: USE 4ft- Oin x 4ft- Oin WIDE 16.00 4.00 12in THICK Wl]rH (7) #4 BARS BOTTOM BOTH WAYS Proiect Nome:Proiect #:nitiols:Dole:Sheet:' rtn AdT y STATE OF IDAHO DEPARTMENT OF ENVIRONMENTAL OUALITY 900 North Skyline Drive, Suite B . ldaho Falls, lD 83402. (208) 528-2650 June 3, 201 I Donald A. Dietrich, Director Idaho Department of Commerce P.O. Box 83720 Boise,ID 83720 Re: Former Valley Wide Co-op Property, l0l East Main Street' Rexburg' Idaho Dear Mr. Dietrich: The ldaho Department of Environmental Quality (IDEQ) is informed that the ldaho Department of Cornmerce (Commerce) may award a Community Development Block Grant (CDBG) for consfruction of a building and parking lot at the above referenced property. IDEQ is involved at the property due to a Consent Order between IDEQ and the former property owner requiring the former owner to cleanup past petroleum contamination. To satisfy a condition of the CDBG award, IDEQ has been asked to provide assurances that (1) future cleanup activities will not prevent the planned project from moving forward; and (2) future cleanup activities will not geatly complicate construction or place cost-prohibitive requirements on the proposed project. In response to this request, IDEQ provides the following. Regarding point (1) above, anticipated future cleanup activities under the Consent Order will not prevent the project from moving forward. IDEQ supports the re-use of formerly contaminated properties and, through IDEQ's Brownfield Revitalization Program, works on a daily basis with local govemments and land owners to facilitate reuse of such properties in a manner that is protective of human health and the environment. IDEQ looks forward to working with the parties involved to facilitate the reuse and redevelopment of this properly. Regarding point (2) above, it is IDEQ's understanding, based on a schematic provided by the project developer, that there are t}ree (3) aspects to the proposed project: (l) Green/Open Space on the south portion of the propergr where a former petroleum storage tank basin was located; (2) a Parking Lot on the north end of the property where a former petroleum storage tank basin was located; and (2) a Comrnercial Building between the green space and parking lot. With respect to these three (3) areas, IDEQ recommends the following conditions to ensure the proposed project is protective of human health and will not interfere with future cleanup activities under the Consent Order: (1) Green/Open Space: The provided schematic indicates the south portion of the property will be public open/green space. Former petroleum storage tanks were located on this portion of the properly, making this an area of concem. Because this portion of the properly may be a remaining source of down-gradient petroleum contamination, preserving the area as green space is a preferred reuse from a human health perspective as the area will remain accessible if active cleanup is required in the future. The absence of any structure in this area also eliminates indoor air vapor intrusion concerns with respect to this portion of the property. IDEQ would ask that construction be conducted such that the monitoring well in this area is not damaged or removed. This well is important for monitoring remaining petroleum levels and will be needed in the future. Maintaining this well should not sigrrificantly impact the cost or complexity of the planned project. IDEQ recommends: C. L, "Butch" Otter, Governor Toni Hardesty, Director Preserving existing monitoring well (MW-2). @ Parking Lot: The provided schematic indicates the northern portion of the property will be a parking lot. The former tank basin was located on this portion of the property, making this an area of concern. The former tanks and petroleum-contaminated-soils were previously removed through past cleanup activities. That said, some petroleum contamination may remain, making this an area of concem. In general, a paved parking lot represents an environmentally protective use for this portion of the property. The pavement acts to 'cap' the area, preventing precipitation from entering the soils and mobilizing any remaining contaminants. IDEQ recommends: A. Grading the parking lot and designing the storm water management system for the area to keep precipitation and run-off away from the potential source area - former tank basin; and B. Preserving existing monitoring well (MW-l). (3) Building: The provided schematic indicates a building will be located on the central portion of the property. As discussed in the May 2,20ll letter from Rocky Mountain Environmental to Morgan Development, Inc., the human health concem related to the building is the potential for vapor intrusion. According to the May 2od letter, the design of the proposed building includes a slab-on-grade type foundation and the building will not include below-grade spaces. IDEQ agrees with Rocky Mountain's conclusions that these factors will help minimize the potential for vapor intrusion in the proposed building. IDEQ further agrees with Rocky Mountain's recommendation of incorporating vapor mitigation measures into the design of the building in case such measures are necessary in the future. IDEQ would appreciate the opportunity to review the design of any proposed mitigation measures prior to construction to ensure adequacy. IDEQ finds Rocky Mountain's recommendation of equipping the foundation with sub-slab piping to accommodate a sub-slab depressurization system (SSD) and connecting the SSD to a fan or blower should detectable vapor intrusion occur to be a proven and reasonable approach. Finally, IDEQ agrees with Rocky Mountain's recommendations regarding conducting four (4) quarters of indoor airmonitoring. IDEQ recommends: A. Limiting building use to non-residential uses; B. Designing and constructing the building with a slab-on-grade foundation; C. Not including below-grade spaces in the building desigrr and construction; D. Incorporating vapor mitigation measures into the building design (i.e. Rocky Mountain's recommendation ofpiping for an SSD system); and E. Conducting indoor air monitoring as reconmended by Rocky Mountain. Based on IDEQ's review of available information, incorporating the above recommendations will allow the proposed project to move forward in a manner that is protective of human health and the environment. We hope the above recommendations appear reasonable from both a cost and logistics'perspective, allowing the project to move forward as planned. IDEQ will continue to work with the former property owner under the existing Consent Order, to identiff and resolve remaining environmental concerns at, and down-gradient of, the property; design and consfiuction of the proposed project as outlined above will facilitate these ongoing effiorts. Thank you for allowing IDEQ to provide recommendations regarding the design and construction of the proposed project. Please do not hesitate to contact me with any questions. Regional Administrator Idaho Falls Regional Office c: Ted Hendricls, The Development Company Sharon Deal, Departrnent of Commerce Toni Hardesty, Idaho Departrnent of Environmental Quality Orville Green, Idaho Department of Environmental Qualrty Keith Donahue, Idaho Deparhnent of Environmental Quality Bruce Wicherski, Idaho Deparhnent of Environmental Quality Rensay Owen, Idaho Deparfinent of Environmental Quality Stacy Short, Idaho Deparhnent of Environmental Quality