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Home My WebLink AboutAPPLICATIONS, CO, MULT DOCS - 06-00453 - BYUI LDS Church Building - 8th Stake CenterZ 0 n rn ~•o ~ 3~ D o-~mogo c ~~ ~ m 3 ~ o' a 3. m <~~~.w.y~D. w " - CD N 3 O' N O ~ N O C ~ ~ Ol C ~ ~ ~ fD ~ 7 N n m of ~ ~~a n• n ~. ~, N p p ~ ~ a?y o ~ ~ "O S ~ ~ ~ ~ Q ~ ~_ ~ ~ ~ ~ ~. d ~ ~ m m m < ~ °• °: c m o' ~_ n p m d `~ ~ a o~~,sZ ~,<vm~o ~ ~ s c• o ~ ~ ~ a'~ am_ ~ m ~ Z a co ~' m ~~~mo-o ~ 3 N a y y S W fD O ~ N n O ~ <=~0~,3 °'o•m~ .~ o c ~.nm ~-o~~ ~o~~o n x m W r v z c~ Z O -~ W m O n n C Z 2 m O Z Z r v r v 2 r ^^Z YI rn Q N! '~ 0 ~ ~ o ~ V ~ fl. y y C ~D a ~~,~_S ~ 3~ W ~_ .n~~ ~- :* .,~ tC O ~ _' ~' = w ~~~w a~*c ~ ~ N W .a. o ~ ~ rt ~ = n p ~. y "" ~~~ M ('~ C S ~ Q .~ ~ ~ ~ ~ QL. rt ~ ~ 3 O rt Q.~D QO a N S 3 ~ ~ •~+ C7 ~ ~ S ~ W ~ W ~ Q ~ ~ A ~a `~ 3 fC 01 ;,' 3 'a , 'a O ~ ~D < ~- G. ,~' d C 3 O ~ ~ ~ .~ ~~~ ~ ~ 3 ~~ ~ c ~ o C =. ~. n ~ ~ ~ ~ ~ Q. O ~ K ~ .~.r ~ 1 d~ ~ ~ y 3 = Q. ~ ~, ~ ~ ~ y m Z m n Z 0 3 0 W Q (D n 2 m Z C n Z C 3 _~ N^ `/ (D (~D L W v v m ,S z m z 0 0 cz N O n sv' m ~1 m v 0 .. m 0 i0 'Y W ~„ CS n ~ ., ~ ~ ~ O ~ ~ ('0 ~. ~ ~ ~• ~ ~ ~ W ~ ~ mn o ~ ~ W N ~ vim ~ o ~ N m ~ m ?~ ~ ¢0 m ?~ v 3 n v m M °' - co r °~ Dn ~ m ~ -' t/~ ~ ~ ~ ~T n C 1 O N 1 ~ ~ W ~ Q N N N~ Q ~ ~ ~ - fD 3 " m ~ Z -1 m .~ N n Z ~ r C m O ~ r R1 _ _ ~C7 y O ~ ~ O ~ ~ - = o ~ ~ Z w a' a mz~ ~ ~ W n ~ m ~ ~ c m c '9 D ~ W ~ 'O ~ Z Z n' ~ n mra Nw ~ n ~ °~ Q N D ~ v v r ~ c o~~ o ~ ~ ~ Z y /~ r ~ N O ^ O ^ O ~ CO OD V ~ Cr ? W N ~ ~ °' cn ~ ~ v ~ ~ 3. ? ~ _ 3 ~ _ ~• O T~ 3 ~ ~ o ~ O 7 o ° ~ cri o C v z D 'n 0 3 3 C P i Z N m n Z C'1 v ^;off ggRBURC,~ '~ o ,, CITY O F REXBURG America's Family Community Certificate of Occupancy City of Rexburg Department of Community Development 19 E. Main St. / Rexburg, ID. 83440 _ Phone (208) 359-3020 /Fax (208) 359024 Building Permit No: 06 00453 Applicable Edition of Code: International Building Code 2006 Site Address: 696 Trejo St Use and Occupancy: BYUI 8th Stake Center Type of Construction: Type V, non-rated Design Occupant Load: 1967 Sprinkler System Required: Yes Name and Address of Owner: Lds Church TaxAdmin 50 E North Temple FIoOr 22 Salt Lake City, UT 84150 Contractor: Ormond Builders, Inc Special Conditions: Occupancy: Assembly -worship, recreation, or amusement This Certificate, issued pursuant to the requirements of Section 109 of the International Building Code, certifies that, at the time time of issuance, this building or that portion of the building that vties inspected on the date listed thes found to be in compliance vtfth the requirements of the code for the group and division of occupancy and the use for vthich the proposed occupancy vies classified. Date C.O. Issued: August 19, 2008 (02:44PM) C.O Issued by: Building Official There shall be no further change in the ebsfing occupancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any portion thereof until the Building Official has reviewed and approved said future changes. Plumbing Inspe Electrical Inspector: Fire Inspector: PBZAdministrator: CITY OF KEXB UAG PERMIT # D (, o o `/~ 3 $UILDING PERMIT APPLICATION Please complete the entire Application! 19 E MAIN, REXBURG, ID. 83440 208-359-3020 X326 PARCEL NUMBER: (We will provide this for you) SUBDNISION: UNIT# BLOCK# LOT# Addressing is based on the information -must be accurate) CONTACT PHONE # PROPERTY ADDRESS: ~~~ ~Ll~t~d l~ l~ ~ ~ w~c_~~A ~ p~~ ~ PHONE #: Home ( ) ~/~, ~ Gl Work (~ `~5to` L Lib Cell ( ) -~- OWNER MAILING ADDRESS:~~ ~ Z~ ~ ~~'I'I': bCkY STATE: 4D ZIP:~~~b ,,._ .~ , p ,~ FAX Z~~ ` " ''~ Co . ~w~, d-f~s~-. APPLICANT (If other than owner) Lf~ 1; ~~ '~' J°t~''~t;~ ~ (Applicant if other than owner, a statement authorizing applicant to act as agent fox owner must accompany this application.) APPLICANT INFORMATION: ADDRESS ~D c)I~f1~h. ~G~~1~'YV'I~ITY: ~~~~~~ ~ ,~ STATE; ~~.{~~ ZIP `~r EMAIL ~,~ h~ ~ ri~~LTt~ ~ • ~C~M 2~ ~c,~'~'~~<, PHONE #: Home Work (Zd~ 52Z-`~~•7`jCell (~ ~J~` `$7$ ~ CONTRACTOR: O i2 .tic o «~ d /l.~ . ' / d ~ ~s ~.-~.. ~ MAILING ADDRESS: ~~• O ~e x / $/y CITY rd.~, ~.e ~//1 STATE cl. ZIP ~3 yo3 PHONE: Cell# "" Work#~2o $~ S`2 ~/ -/y i Z Fax# ~2 0 ~, S-Z. y - ~ y ~' Sl EMAIL "'"' IDAHO REGISTRATION # & EXP. DATE /3 C ~, /'~'~ Sl . !1~i7/off How many buildings are located on this property? Did you recently purchase this property. No Yes Is this a lot split~~ YES (Please bring copy PROPOSED USE: C~H~V1~1;~~e-~1~'~ (i.e., Single Family Residence, Multi Family, Apartments, Remc APPLICANT'S SIGNATURE, CERTIFICATION have read this application and state that the information herein is correct and I Planning and Zoning Commission or the Ciry Council for the Ciry of Rexburg to the subject matter of this application and hereby authorized representatives o The building official may revoke a permit on approval issued under the provisio in the application~r-gr~,~he plans on which the pemut or approval was based. P Signatuxe~f"Qwner/Applicants ~ Do you prefer to be contacted by fax, email or phone? WARNING -BUILDING PERMIT M Plan fees are non-refundable and are paid in f City of Rexburg's Acceptance of the p **Building Permit Fees are due at time of applicatio ~,1 d '~~~~~ ~~ ~~ n ~ ~~ I ~ ('~//~..~lJ 1: ~ ~n~'r ~ `__.,, yaan approval n" vv ...,.^mng Permits are void if your check does not clear** wings before the sand State laws relating /'~) s purposes. NOTE: v isrepresentation of fact '~ it 180 days. ~~~ ~ 1. ~ ~ ~ ~ ,y 2 Buildir~g Safety Department City of Rexburg 19 E. Main janellhQrexburg.org Phone: 208.359.3020 ext 326 Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3024 OF REXB Uqc ~4 ~O 70 ,, ~° CITY O F REXBURG America's Family Community Affidavit of Legal Interest State of Idaho County oaf Madislon /~ I, ~~".f'~~ L ~ ~ j~~ ~ " 1-1 l~ Y1Yl ~~~-' ~i~ciP~l! f':~~t~ Name Address ~1r ~~~t~ ~c~~ City State Being first duly sworn upon oath, depose and say: (If Applicant is also Owner of Record, skip to B) A. That I am the record owner of the property described on the attached, and I grant my permission to: Name Address to submit the accompanying application pertaining to that property. B. I agree to indemnify, defend and hold Rexburg City and its employees harmless from any claim or liability resulting from any dispute as to the statements contained herin or as to the ownership of therp~roperty which is the subject of the application. Dated this ~ //~ day of < ~'~,Q.1L;~i , 20 b~ Signature Subscribed and sworn to before me the day and year first above written. `\`\\\\\~~~~~Ia1~11C1 iiunl~l~~~~ •NOTq ••~ y 9~. N'• '~G • ,'~~~~' T~OF IDPN~~~\\\` f Il !+!! ! ! 111111111111~~~~~ \ 2 JUN 1 4 2007 - , CITY OF REXBURG ~~ Notary Public of Idaho Residing at: ~~ ~1<~- My commission expires: 3 . Please com lete the ere A lication! ~ pp ' If the question does not apply fill in NA for non applicable NAME 1,, /S S L ~...,, r ~ t`. PROPERTY ADDRESS .3 £~ 9 /f'1R ..-. =. ~ /~~v~ .-~• K c Permit# SUBDIVISION Dwelling Units: Parcel Acres: SETBACKS FRONT SIDE SIDE BACK Remodeling Your Build~g/Home (need Estimate) $ SURFACE SQUARE FOOTAGE.• (Shall include the exterior wall measurements of the building) First Floor Area ~ 7, 7 ~ 3 s~ /~ T Unfinished Basement area •~/~f• Second floor/loft area ~. L a. •...•'-c .rst ~ Finished basement area N ~ ~ Third floor/loft area N/~ ~ Garage area ~/~/i Shed or Barn itJ /i9 Carport/Deck (30" above grade)Area ~/ /~' Water Meter Quantity: ~ ` ` ' Water Meter Size: •Z ~~ d. ~ ~ T7 ~ c..., Requlred.!!~ PLUMBING Plumbing Contractor's Name: s Address \i7 c~ of . \Zo o ~ . City ~~~.\l~_~ StateyC>- ZipP~~~K Contact Phone: (ZUyal 543 - ©~ Ste' Business Phone: (Zc,~,) SoZ3 ^ ~ "t `\ Email Fax ~a3 - S~S~ 5 FIXTURE CDUNT~includingroughed fixtures "~ Clothes Washing Machine "'"' Dishwasher ~3 Floor Drain Gaxbage Disposal "' Hot Tub/Spa ~ ~ Sinks (Lavatories, kitchens, bar, mop) "~" Sprinklers Tub/Showers Z S Toilet/Urina Water Heate~ ""~ Water Plumbing Estimate $ ~~ ~~ 2 00 ~~ (Commercial Only) ~~,a~~tM~~ ~.. _\2324 Required! Signature of Licensed Contractor License number The City of Aexburp's hermit fee schedule is the .came as reauir~ n~~t~~uv~~n F ~j JUN 1 4 2007 L CIlY OF REXBURG Date the State ofldaho RF(~FI JUN 1 3 2007 =DRMOND BUILDERS, INC. 4 2007/JUN/12/TUE 11;14 AM JM MECHANICAL LLC FAX No, 4355637035 _P, 001/001 JUN-11200`7 15:39 • ~ P.002i002 'Please complete the ent~~ A-pplicatiat,! if dK y~~ ~ ~ Ap,,~y ~u ~ lvA for ~a ' NApMEk .8 GQ..~... ~ ~ ~ECE~1/ ' PROPERTX ADDRluSS ~ 9 E D • + r/ a .,. ~•. t Pern~it# JUN 1 Z 1007 SU$DrVYSION ORMpND BUILDERS. IN[' ~equiz'~c~:ll- 1VIL~'C.1~ANIC~IL Mechanical Contractot'~ Nsune: • ~ :,Business Name: ~ 1 Addres.3 City e• tate 1. ~ • Zip~~ Concacc PhQnc: ( ) -' Business l~hane: (y~1 Email Fax ~ 1(S~ Mechahical Estimate ~~°1~SD ~(Commerdal/1Vl~d Family Only) P.LY`!"URLS & Ap~.r.1ANCE3 CQUN'!' (~iaglc F~u»,a'ty,~~q Only) Fuxtiatc F,xhaua-t or 'V•cnt Ductn Fumacn/Air Conditioner Combo ~ Dryer Vents Heat Pump . ~,,, ltangc Hood Vents Air Condirlozler """ Crook Stcyve Vcate ~,vaporative Cooky Bath Fan Vents __, Unit Hester ochex similar vquty & duaW; Space Hea,tar Decorative gas~f red appliance t~ ~ !5 Indncratoz Systcm Boiler =, pool Heater JUN 1 Fuel Gas pfpe Outleta inciudatig stubbed in ox futuxe oatlcts -~/ C t Inlet larc~turc (Mctfx SuPPIy) YS! ~ ~ t i ®r t i Heat (Circle all that apply) ®4il Coal Firepleaee ~ecta~r, Hydtonic c t be >Yb 'ttr~d ari & PQi>h of De :very m ~ t b sh o~ 1~ 11(0"l 6 ~ v Regtllledl Soignatuae of I~ccascd Cora:actor Ilcenee aum~cr riatc The City of ~au6xrg'.r perne+sl ee rebe~lyde it t/x .ramie ar ngr~ised by the State oJ'Idabo 5 TOTAL P.002 06/14/2007 11:54 120823816820 PORTNEUELECTRIC PAGE 02 06/14/a8B7 .16:18 129823816820 PORTNEIaEL~CTAIC aa,~~ A3 JVN^14~$~07 06=68 r.~vd ~u~iding Safety' Department ~ ~ ~ x R~X$c~~G'RG 19 ~. A~oin ionelN-~~o~' Phone: a0B.3S~.~0 w a~, ~+,~.~ Fa~d(,-C~ ~\eat>«p~ ~... Rexpwg, N? 83140 www.r®tDUrlp.w+g_ _ F~ 2-~.95'I+.30~ .~. ., A~'PLiCA'1.'xoN: KCONSTRUCT~CiN ~~t1V~T"' 4o~N~sTBuCftoN rEaa~rr a~ ~x~r ,avsu: mss/ xo ~eo.no ~ p,~: ~ss~N~~ ~~ov~ aY: B~iness Nsatie~ ~ ~ r Office Addxesg: ~Jr~L28~~J~-~-~~~s~y I~ X3704 - - - ~ ~~ ~ O;f~oe Phone Nvcabex: 2oB 7.9 ~ o0 ~ Pe~4aaAmin$ the 'I~a~dc A~.+.~ rn ~~~, a~ _ Cott~t'act Pe~rseua: ~1~~~~ ' Cc1a ~eaae ~# -Q -~ 'Y'X~N b~ ~e~71D HE f1~~ Swat Address Whexe'~ada Wig Be Done: ~ ~6S M~P~A~~~L~ ~ «~q4 b Hnaincss Nam€ Wbe~'aPa~ Will Be Rene: ~ y 1 S G~s•ron~. ~rak~' Rates Ptnr ~OPoxk x'o Bc Die: ~ To Canaan Person,: ~ P4vpc Nv~be~ (g21~ Cev. # (. a ~ ~ ° c~7~1= _ 1'LEAb~ CNECY'Tk~ TYPE OF PFf(S) YOU .l~R$ l~P~Y~G P'OR: ~i A~rra~rAZac ~~-~xx~NCUxs~N~ s~~s- rocs ^ ~E P'UMP'S ,AND R'FJ.A'~'ED EQUIPMBNx Q PIAI~MA33LE AND CfaM,M~CJS'x'~S~.E I.~QL3IDS 0 GO~SEI~ GA~g . . ~P~ A~~ A~ oa~cx~o~v s~~s ~ ~~ ~Qvtr~rr~c n ~tnous ~,~~s u nv~avs~~- o~a.~Ns a ~~cAs n PRI'iTA~ FIRE HYA~t~N"~S ^ SPRAXxNG OR ~7-~PING . n sxe,N~P~ sxs~~ts ox ~~~ sa~xvcrv~, ~vxs, ,~SVD r.A~vor~s ~, ~~ -y ~.~ - - A~~~ant'a 91~aatnre Date i f f~wff\f~~f fMA\11f~\R^\~f~ffff^~~f~fffw~f\f~\\~\\\*f\!\~f\~~~~\~^~M~•\Alf11RA••~~~~~~e•~~r To?AL F . ~ 702 tAited 8926 L9E 80Z~QI A.LI13t1~~S 32i[3 'IbLI3NH~ Q3I'I'Id 6Z=Ti L9~bT-90 ~y~~ ~ SUBCONTRACTOR LIST Excavation & Earthwork: /J ~.. / ~.~. ~' c. a 1... Concrete: .. M /e ~ Co -.. c - ~ f~ C n -~. s f - w ~ ~ • v -~ Masonry: «~- c~..~ ~.. o /=... //s /y1... j o .~., ~ -- . , ~ Roofing: /~ 4~- /~ /~ o a ~ • `~. Insulation: r /3o S S ~* ~` .v s .,,.. /... ,~ • 'a -.. ~ S.•L ~ ~ /.., Go ..L .1. c „~ . Drywall: /~ d S c ~- t ~ ~ / f ~ /- Painting: ~s frc .~ i ~.~..',.. / . '-- s •~•-~. L . Floor Coverings: /3 w / 3 r.. ' / 1. " ~- ~ d „/ ,.. c ,-` . Plumbing: /??o.,.... /... ',.. t/4 //~ ~ ~ ~/., ~... S '.•` ~, L~ Heating:. S ~. n(e c... lti.~ .~.. 'c .~ / ,. L, [, L , Electrical: /~a r, f ~++ ~ ..~. 1C ~. /!° ~ t.•. '~, t--~-c.. Special Construction (Manufacturer or Supplier) Roof Trusses: .L d -~ ~. a ~ ^'-~ s s «- •-~. c/ G e _..,.~~, ..~ ~ ... ~~ Floor/Ceiling Joists: /~'•~. s s J o .'s ~ e~ E~ u ~/ Siding/Exterior Trim: S ~ ~ L f .+.~ [ ~/+._ ~ l'~.. C + ~.~. • ~~ /' • ~- ~ r ~~ ~ ~ ~V . `~' ~,! ~ ~,~ ~ s~ e'r~~ ~~ ~~ ~~~ 06!12!2007 08:23 120823816820 PORTNEUELECTRIC PAGE 02 rJ~, 1t-207 x,5:32 . ~ P.002 BuildRng Safety Department Clfy of Rexburg 19 E Main janNfh®rexburg.org Phone: 208.359.3020 x326 Rexburg, f083d40 www.nexburg.o~g Ferx:2f?8.359.302d oes~+v+c ` ~R• c ~ u ;~ ~~~ ,, crrrr oP 1~~~~x Arrerlca's Fmie/~ Co~nnanlry OWN~1t'S NAME ~ ~~ s ~-4.~-~. 4 Permit #06 00453 I'1ZAPERTY ADARF,55-,~ 9 rn.,r,1 ~ ~~~ ~~~ BYUI 8th Stake Center SUBDIVISION r~ASr•, LC+T BLOCK ~~ 3 89 Mariah Ave Re~yruired~!~ .EhtECx,~CA.L Elecadcal Contractor's Name ~0 ~~~fi(.1 ~~•C.l F d(J Business Namc Address ~ d City o~~o State ~,uvc 0 Zip ~~ C_c1lPhonc Q~) ~~}~ - /P,_: ~' 13u3xtaesls,Phone ~ ~g~ ~lP`~,,~~" rax (,~~ ~`-~(P ~ .,T,F.taail L"~1~~i~'t~G~~Y~7'IP~GI~~t°~.( yl.. GQh'~J Electrical Estimate (eose of evidal, & Tabor) $ 57z .~ (COMMERCIAL/MLTLTI~FAMII.Y ONLY) ?7~'F,ES OPINS~'.ALLA.7XON (11Tcrv Reaufdential includes rvaepehing contaiocd Rzrb~n the ~ea,{deaefal ertroetvtr :trtd attached ~nrg+e ar tltr same done) _~._ Number of meters being installed 2 (~ Up m 200 amp Servicc* D l5 L~ 201 to 400 amp Service* JUN ~ 4 2007 ~_,~ Over 400 amp Service* ~' Existing Residential (# of Btaackr Circuits) ~'-~ ®~ R ~~~ ~ ~~ Temporary Construction Service, 200 amp ox less, one location oc a perto not to cxccod 1 year) .~. Spa, floc Tub, Savimming Pool E1eetLic CCnCral Systems H~-riug and/or Cooliurg (when nnc past of anew residential conSUUCaon permit and no adclisional wisin~ Modular, Manu~Faetuccd ox Mobile Home Qther Inst,clladons: Wmag not specifically covered by any o#'the above Co:~t of Wiring Sc I.aboz: $ Pumps (llomestic Water, Irrigation, Sew) Requested Inspections (of e~stingavidng) Temporary Amwscnacatf Indvaay "`l d of 3 ins oc6ons. Additional iaapcttion~ charged xt requests.! inspcCtior- rite of X40 pes hoes. _ I7I~3C~ ~/tZfo~- Sa~satuure ofLiceased Co~nactos ~ Licco9c ~uvuabec late The Gy of lteae6,n,~'r purrs fee nbedule it the tmire at >rgtdrM ly rht Stare ojlMho ~. 6 TOTAL P.002 May. 31. 2005 9:32AM 6 a • • No. 0745 P. 9 CITY OF _ ~. - R~:xBUR~ MAERICAS FNVIILY C~MMUNfIY 79 E. NG Re~~r, Ob 00453 BYUI 8th Stake Center Site Plan Checklist Revisions 3 / 15 /0 7 Application Information Applicant: i~l.t~ i~152t l ~ ~ ~~> . Phone:oz~$- ~~a'$~"1°iFAX: ~~s -~2~ -~5~8~ Applicant's Address: ~~~ yp ~~ t~~(~~'~?'Y15 I%'~~City: limb T: ~[_ Zip: ~ ~-~,-b Project Address: ~$~ ~\~~ ~ ~~~(,~ Recorded Owner; I,D~ G~+15R.C~l,-t Phone: ~~ - ~'"'.xo'~1l~so FAX: ~~--~o_ Z1o~l I Recorded Owner Address: (..e3~ r~ 2~' E S~ITl/ ~ City: ~-rk~~s 5T: LfJ Zip:~~ NlU<- Ttt~bM ~~~ ~'Yh ~~'-t~.~ Development Information ^ 1. Site plan must be drawn to scale, be legible and also be submitted electronically if possible. C~ 2. Adjoining streets labeled. Gds 3. Right-of--way location and width, curb to curb widths and sidewalk location. Ct~ 4. Building location, sq footage and dimensions, with distance to property lines and distances between buildings. Ga" 5. Show existing and proposed easements. Cry' 6. Existing utilities (waterlines, sanitary sewer lines, manholes, storm drains). ~' 7. Proposed utilities including tie in location to existing services and new easements. 0' S. Proposed storm drain and sanitary sewer elevations (for pipe inverts at manholes and catch basins). (7 9. Storm drainage plan for parking lot and roof areas, with calculations. t~ 10. Fire hydrants and fire suppression lines (including tie to City lines). C~.1 Sprinkled ^ Not Sprinkled Cd 11. Indicate Fire apparatus access. p-12. Parking (including parking lot, drainage arrows, dimension of lot, distance between rows, and total numbers). G~ 13. Landscaping (type and total area, including dimensions). ~ ~ ~ O nn Iia 14. Trash facilities. D ______.~U C~ 1 ~ . North Arrow I~" 16. Drawing to Scale, including a graphic scale (11 '/2 x 17" paper if poss M q~, ~ '~ %U~1 l~'17. Proposed street improvements (curb, gutter, sidewalk, pavement, etc. Gd'1 S. Legal description of proposed building site included. ~+ ~ ~. ~ ,,f ~ 1 ~., , ~ G]' 19. Percent of lot covered by building or paving calculated. i.r ~ ; _~ _ .._.._.._...._ ~d'20. Show 10% snow stoxage area. ®'21. Distance of entrances from street corner indicated. X22. Current Vicinity Map, (81/2 x 11") at 1" = 300' scale, showing location of the property. NOTE: S~ PLANS MUST BE COMPLETE AND SUBMIZTED FOR REVIEW BEFORE THE PROJECT WILL BE PI,A.CBD ON THE PLANNING & ZONING AGENDA. ~ May. 31. 2005 9:31AM ~'ITY O~ REXB URG ~ BUILDING PERMIT APPLICATION 19 E MAIN, REXBURG, ID. 83440 208-359-3020 X322 No, 0745 P. 3 PERMIT # Please complete the entire Application! If the question does not apply fill in NA for non applicable PARCEL NUMBER: (We will provide this for you) SUBDIVISION: UNIT# BLOCK# LOT# (Addressing is based on the infotmarion -must be accurate) CONTACT PHONE # PROPERTY ADDRESS: ~~~ i'~1C~r ~G~,h ~ > UPS , ~.`~.~~151~'a ~c~-o1(il,~ PHONE #: Home ( ) ~,~,~ Work (~ ~~-~11~~ Cell ( ) OWNER MAILING ADDRESS:CQ?j1 ~- 2 ~ F ~~ITY: STATE:~ZIP: ~.~ ~{~ EMAIL ~~~ ~~e~.b~tr~ -- ~~ - FAX ~17~' ~~ -~~~ d ~~~ l'~G~ ~'~. FVV1~ ld~l~~v`<.l~t, . vr~i1 APPLICANT: (If other than owrlex)_ N, (~L~bl,..( CBI, LEI 't /~~ , (Applicant if other than owner, a statement authorizing applicant to act as agent for owner must accompany this application.) APPLICANT INFORMATION: ADDRESS `~l~.U ~bbt ,r`I, YI(Y1,5~CI~TY: l ~!~ ~~~ STATE>_ ~ ~~~~ ZIP $~I EMAIL ~~ ~`~ nb~ardn~5; FAX ~.b~ - 5~a -~s~~ PHONE #: Home Work (~~ ~a~ - ~~11`~ell (~Y>- 5~~ - ~ .~7~ C0IVTRACTOR: ~~ ~~ l~i'~~ ~t~'YJ .. --- MAILING ADDRESS: CITY STATE ZIP PHONE: Home# Work# EMAIL FAX How many buildings are located on this property? tyb Did you recently purchase this property? No Yes (If yes give owner's name) . Ys this a lot split.. YES (Please bring copy of new legal description of property) PROPOSED USE: (~~1'Y~~'1,1~-~~~ 1'k~ --- LDS ~-~ )~~} (i.e., Single Family Residence, Multi Family, Apartments, Remodel, Garage, Cotllarlcreial, Addition, Ete_) APPLICANT'S SIGNATURE, CERTIFICATION AND AUTHORIZATION: Under penalty of perjury, J hereby certify that I have read this application and state that the information herein is correct and I swear that any information which may hereafter be given by me is hearings before the Planning and Zoning Cornmission of the Ciry Council for the City of.Rexburg shall be truthful and comet. I agree to comply with all City regulations and State laws rotating to the subject matter of this application and hereby authorized representatives of the C:rty to enter upon the abovo-mcationcd propwty far inspections ptnposcs. NOTI3: The build'mg official may revoke a permit on approval issued tmder the provisions ofthe 2000 International Coda in cases of any false statement or misrepresentation of fact in the application or ou the pleas an which the permit or approval was based. ed within I80 days. Pemut void if work stops for 180 days. D r-- ~ o. ~ ~' . Signature of Owner/Applicant DATE ,I ~~ Do you prefer to be contacted by fax, email or phone? Circle One MA,~ ~ r 1~' , WARNING - ]3U]I.DING PERMIT MUST )3E 1'03TF.D ON ONS UCTTON S1TEl ! Ylan fees are non-refltndaDle and are paid in fall at the time of appli lion min 1 ?OOS City of Reaburg's Acceptance of the plan review fee does not otr,~t t~a e ~.~ °°' "`'~ ~ ~ 3 Cell# • ormond Builders, /nc, General Contractors •Constnrction Management •Project Development • 1084 N. Skyline Drive Idaho Falls, ID 83402-1765 Mailing Address: P.O. Box 1814 Idaho Falls, ID 83403-1814 Ph: (208) 524-1422 Fax: (208) 524-7488 www. ormondbuil ders. com To: Date: June 14, 2007 City of Rexburg Subject: 19 East Main BYUI 8 Custom Stake Center Rexburg, Idaho 83440 Rexburg, Idaho Attention: Janell Attached Q Under Separate Cover Via: Handcarried Co ies Date No. Descri tion One 1 Cit of Rexbur Buildin Permit A lication -Permit # 06 00453 One 1 Buildin Safet De artment Affidavit of Le al Interest One 1 Plumbin A lication One 1 Mechanical A lication One 1 Electrical A lication One 1 Buildin Safet De artment A lication "Construction Permit" for Fire Alarm One 1 Subcontractor List One 1 Ormond Builders Inc. Contractin Business License These are transmitted as checked below: For Approval As Requested Resubmit / For your use For Pricing Submit _ For review and comment For Signature & Return Returned Remarks: Response Date: Please contact us if you have any questions. Thank you. _ copies for approval copies for distribution ~ansx3a ~o,ui~ toot b t nnr ~ UI ~ ~l ~ ~] L'.; Copies to: Cris Lamorena, Project Superintendent Signed: ~~ ~ Howard Bingham Project Manager Arizona 111161 ~ Idaho 11936 AAA 1 3, CM-120, RCE 1448 • Montana 34498 • Oregon 66688 • Utah 93 263697 5501 Washington ORMON61088GL • Wyoming No, 0745 P, 9 Phone: 208-359-3020 ~Q Fax 208-359.3024 cathvw~rezbura.ora Site Plan Checklist Application Information Permit Number: Applicant: /~i~s~v ~pr~-~ f ~-~~,~-~ Phone: _~s-szz -~s77~ FA,X; 5zz-~ 7$S Applicant's Address: ~ o ~o+~ u ~,~5 `~~e~4y City: ~ ~~a ~~s ST: ~ ~ Zip: 8~fo3 Project Address: Co,¢ pezh-no~v ~ -('ke t%l~ssroi~y ~'saoP eF T~ G t+uKr~1 o f DES vs CH~R{5{- ~ Recorded Owner: ~~ - ay ~.~~.~ Phone: FAX: Recorded Owner Address: 5v Estsr ~tlae~r eye ~~-r- City: 5~-G ST: ~ Zip: 8 (50 Development Information ® 1. Site plan must be drawn to scale, be legible and also be submitted electronically if possible. [~ 2. Adjoining streets labeled. C~ 3. Right-of-way location and width, curb to curb widths and sidewalk location. Cd~4. Building location, sq footage and dimensions, with distance to property lines and distances between buildings. l~5. Show existing and proposed easements. D~6. Existing utilities (waterlines, sanitary sewer lines, manholes, storm drains). ~. Proposed utilities including tie in location to existing services and new easements. ^ 8. Proposed storm drain and sanitary sewer elevations (for pipe inverts at manholes and catch basins). ^ 9. Storm drainage plan for parking lot and roof areas, with calculations. L" 5~ P`-'~"' g' ~0. Fire hydrants and fire suppression lines (including tie to City lines). Sprinkled ^ Not Sprinkled ^ .11. Indicate Fire apparatus access. C~'12. Parking (including parking lot, drainage arrows, dimension of lot, distance between rows, and total numbers). ^ 13. Landscaping (type and total area, including dimensions). - ~ MAN ~e,r,.,s CI 14. Trash facilities. Ca 1 ~ . North Arrow D 16. Drawing to Scale, including a graphic scale (11 '/2 x 17" paper if possible). 117. Proposed street improvements (curb, gutter, sidewalk, pavement, etc.) 0'i 8. Legal description of proposed building site included. C~9. Percent of lot covered by building or paving calculated. C3~20. Show 10% snow storage area. Ci'21. Distance of entrances from street corner indicated ^ 22. Current Vicinity Map. (8112 x 11 ") at 1" = 300' scale, showing location of the property. NOTE: SITE PLANS MUST BIr COMPLETE AND SUBMITTED FOR REVIEW BEFORE THE PROJECT WILL BE PLA.CBD ON THE PLANNING & ZONING AGENDA. ~ •~ •~ Rexburg-Madison County Emergency Services 19 East Main St janellh@rexburg.org Phone: 208.359.3020 x326 :burg, ID 83440 www.rexburg.org Fax: 208.359.3024 ~~ 4~.X8tp(., ~y7 ~~jC.~1 1'(Y~_U r (~. V't ~ J.~ial ~i.J nv Amertiti's Extmi~~ Gomrr~unity APPLICATION: "CONSTRUCTION PERMIT" CONSTRUCTION PERMIT #: ~~~ ~ ~~"~~ PERMIT APPROVE ES NO $50.00 FEE PAID: YES/NO APPROVED BY: ~.~Ls.-,V, - -APPLICANT INFORMATION: Business Name: Q~.,~t~ ~~~avA~ ~ ~~ _ ~~~~ ~>'~. !NG . Office Address: X3:3 k~• +=t~Rrt9 ~Li l~ ~tsc t D $37DS City State Zip Office Phone Number: (2t~ ) ~l0'7 - 9 I C:+C~ Contractor Performing the Work: f~L~c~~ C u~~~~ ~t2~ ~ ~~~- `Y`I Contact Person: ~t~lt ~~ - I~s-~~~ h~~c.?_ Cell Phone # (2D~) "° ~l 84 -D~?~/ -LOCATION OF WORK TO BE DONE: Street Address Where Work Will Be Done: "3~ l~~iLi A-H ~~'c c ~ J2( Business Name Where Work Will Be Done: ~`(L1'-1 L.~S ~~ ~ ir~t1C- PL;~ %~P Dates For Work To Be Done: LAS 2~~I To ~A~.t_~,r 2UL~ Contact Person: Phone Number: (~) ~h7 _ ~ t G~ Cell # PLEASE CHECK THE TYPE OF PERMIT(S) YOU ARE APPLYING FOR: ^ AUTOMATIC FIRE-EXTINGUISHING SYSTEMS ^ COMPRESSED GASES FIRE ALARM AND DETECTION SYSTEMS AND RELATED EQUIPMENT ^ FIRE PUMPS AND RELATED EQUIPMENT 2 ^ FLAMMABLE AND COMMBUSTIBLE LIQUIDS D t5 ~ ~' ~' ^ HAZARDOUS MATERIALS ^ INDUSTRIAL OVENS J ^ LP-GAS AUG - 8 ,%~.7 C~ ; ^ PRIVATE FIRE HYDRANTS C~Ty OF REXBU~~ ^ SPRAYING OR DIPPING ^ STANDPIPE SYSTEMS ^ TEMPORARY MEMBRANE STRUCTURES, TENTS, AND CANOPIES Contractor's Signature Date ~ ~ 06 00453 By U 18th. Stake Center ' lson ~ Bodily Associates ra Revisions 3/ 15 /07 Nie ' $c Architects Z rkwa • P.O. Box 2212 • Idaho Falls, ID 83403-2212 • Telephone 208/522-8779 • Fax 208/522-8785 - / ~ 990 John Adams Pa Y J March 15, 2007 Date: Subject: BYUI 8 Custom Stake Center TRANSMITTED HEREWITH: To: City of Rexburg 12 North Idahto 831440 Rexburg, Description Copies 1 Site Plan Checklist Building Permit Application 1 Comm Check - Mech, Elec., Etc 1 1 Soils Report Fes, proposed Construction Application 1 Remarks: Nielson Bodily & Associates PA Marci Serr ~1AR 1 5 2007 CITY OF REXBURG „~ ate. MATERIALS TESTING ~ ~~ INSPECTION ~VIOISTURE DENSITY / ~ PAGE # 1 OF 1 DATE: .TUNE 7, 2007 PROCTOR TEST REPORT R:\EASTERN IDAHO\2007R EPORT S\E70058C - BYU-I CUSTOM STAKE CENTER\PROCTOR 2166-s.DOc ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materia;s Testing ^ Special Inspections Val Christensen City of Rexburg Building Department PO Box 280 Rexbur ID 83440 Phone: (208) 359-3020 ~~j.~ Fax: (208)359-3024 ~ J Other: I n~ W g~ Project: BYU-I 8 Custom Stake Center Test Date: June 6, 2007 As requested MTI has performed a proctor on the sample referenced below. The testing was performed in accordance with current ASTM standards. The results obtained in our laboratory were as follows: Soarce and Descri tion: Native, buildin ad, (ML) Sand Silt Date Obtained: June 5, 2007 Sam le ID: 2166-5 m lin and Pre aration: ASTM D75: Moist: X D Manual: ~! Test Standard: AASHTO T 99: AASHTO T 1.80: ASTM D 698: ASTM D 1557: X Assumed Point Percent Dry Maximum Optimum Sp. Gr. Number Moistu re Density Dry Density Units Moisture 2.62 1 4.0 105.8 Uncorrected: 112.0 lbs/ft^3 11.0 2 8.7 111.7 3 16.3 108.1 ASTM D 4718 Correction: N/A Ibs/ft^3 N/A 4 20.3 101.3 As FomrdCorrection: NIA Ibs/ft^3 N/A Proctor CurHe 114.0 ~ 112.0 w 110.0 '= 108.0 A 106.0 i 104.0 102.0 100.0 98.0 3.0 8.0 13.0 18.0 23.0 Percent Moisture --- I --- _-~-__ --- ~ ~- -~ --I I -~- i Mechanical: Method A Sieve Percent Size Passing 3.0" 2.0" 1.5" 1.0" 3/4" 100 1/2" 99 3/8" 97 #4 88 #8 87 #]0 87 #16 86 #30 85 #40 83 #50 81 #100 75 #200 61.3 Note: ASTM D698 and D1557 valid with up to 5% Oversize Particles; correctable up to 30% via ASTM D4718 and invalid for Oversized Particles greater than 30% retained on the 3/4 inch screen. Respectfully Submitted, MATERIALS TESTING & INSPECTION Reviewed by: Troy A. Posio Eastern Idaho Assistant Manager Original Signed Copy to Client: CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ES2; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimtiCc~mti-id.com Website: www.mti-id.com ~^ ~~3 PAGE #1 OF 1 ERIAl.S ASTM D-2922 Density of Soid REVISION DATE 6/27/2007 1 MAT R:\EASTERN aF~"~ IDAHO\2007REPORTS\E70058C-BYU-I ,.,~,, ~ TESTING Fr SOiI-Aggregate in Place by Nuclear CUSTOM STAKE CENTER\RPTOO6MD.DOC INSPECTION Methods (Shallow Depth) ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections Val Christensen Phone: (208) 359-3020 City of Rexburg Building Department Fax: (208) 359-3024 PO Box 280 Other: Rexburg, ID 83440 Project: BYU-I 8 Custom Stake Center Project or PO #: 595-9995 Project Manager: Dan King Inspector: Dan Baugh Inspection Date: June 19, 2007 As requested, MTI performed density testing in accordance with current applicable standards. Required compaction is 95%. The results obtained are as follows: Test Location & Depth Wet Density Percent Moisture Dry Density Mat'1. Type % Comp. Pass/ Fail # *All tests taken using Direct Transmission method at 8" Bottom of footing: 40' north of south side, 20' east of west 133.3 3.1 129.2 A 100 Pass 1 side 130 8 3.1 126.9 A 98 Pass 2 60' north of test #1, 30' east of west side . 8 3 7 136 A 100 Pass 3 60' north of test #2, 40' east of west side 142.0 . . A 100 Pass 4 60' north of test #3, 10' east of west side 136.4 3.9 131.2 9 127 A 99 Pass 5 20' south of north side, 15' west of east side 130.6 2.0 . 8 126 A 98 Pass 6 60' south of test #5, 7' west of east side 131.0 3.3 . 6 126 A 98 Pass 7 60' south of test #6, 30' west of east side 131.3 3.7 . 99 Pass 8 60' south of test #7, 3' west of east side 131.3 2.5 128.0 A Method of testing: BS is Backscatter; Depth in inches is Direct Transmission ASTM D-1557 Material Type: A: 129.7pcf @ 6.5% St. Anthony Depatco Pit -pit run ._~ Gauge Information: _~ _ - ~ -~ - ~ ~~~ __ 467 MTI#: 19 Make & Model:,Troxler 3411 ;Serial # 9857 Standard Counts DS: ! 2028 MS: __ If there are questions concerning this report (rpt006md.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESz; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimtila7mti-id.com Website: www.mti-id.com MATERIALS A~M D-2922 Density of So~nd RE so#p°ESZO,ZOO~ ~. .~ y, R: ASTERN TESTING ~ Soil-Aggregate in Place by Nuclear IDAHO\2007REPORTS\E70058C-BYU-I CUSTOM STAKE CENTER\RPT003MD.DOC ty a ~.~.~~ INSPECTION Methods (Shallow Depth) ^ Environments! Services ^ Geotechnicai Engineering ^ Construction Materials Testing ^ Special Inspections Val Christensen Phone: (208) 359-3020 City of Rexburg Building Department Fax: (208) 359-3024 PO Box 280 Other: Rexburg, ID 83440 Project: BYU-I 8 Custom Stake Center Project or PO #: 595-9995 Project Manager: Dan King Inspector: Eric Rindlisbacher Inspection Date: June 12, 2007 As requested, MTI performed density testing in accordance with current applicable standards. Required compaction is 95%. The results obtained are as follows: Test Location & Depth Wet Percent Dry Mat'1. % Pass/ # Density Moisture Density Type Comp. Fail (12") -building pad, 12" lift: 30' north and 30' west of 138 9 5 0 132.2 A 100 Pass 1 southeast corner of building pad . . (12") - 250' south and 35' west of northeast corner of 137 2 2 7 128.0 A 99 Pass 2 building pad . (12") - 40' south and 40' west of northeast corner of 135 9 9 7 126.0 A 97 Pass 3 building pad . . 4 (12") - In center of building pad 139.4 5.7 131.8 A 100 Pass (10") - 8' south and 50' east of northwest corner of 134 6 7 8 124.8 A 96 Pass 5 building pad . . (6") - 125' north and 2' east of southwest corner of 132 5 4 4 126.9 A 98 Pass 6 building pad . . Method of testing: BS is Backscatter; Depth in inches is Direct Transmission Material Type: A: 129.7pcf @ 6.5% Pit Run DePatco -poorly graded gravel with sand ASTM D-1557 Gauge Information: MTI #: 23 Make & Model: N/A Serial #: N,iA Standard Counts: DS: 2670 MS: 655 If there are questions concerning this report (rpt003md.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~/,U Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESz; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimtiCWmti-id.com Website: www.mti-id.com MATERIALS ASTM C-39 Concrete Cylinder RESS#NOE7173/2007 i~ 'r-a,; TESTING ~ Compressive Strength IDAHO\2007REPORTS\E70058C-BYU-I CUSTOM STAKE CENTER\C71772.DOC ~. -`~~ INSPECTION O Environmental Services O Geotechnical Engineering O Construction Materials Testing O Special Inspections Val Christensen City of Rexburg Building Department PO Box 280 Rexburg, ID 83440 Phone: (208) 359-3020 Fax: (208) 359-3024 ~~ Other: Project: BYU-I 8 Custom Stake Center ~ / Permit #: 595-9995 Project Manager: Dan King Contractor: Ormond Inspector: Eric Rindlisbacher Supplier: Wal±ers Ready Mix Truck #: 86 Ticket #: 09518 Mix ID: 851 # Of Yards: 4 of 29 Report #: 017rc Location: Southwest corner of stem wall MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Size of Load (cy): Weather Conditions: Cloudy Cement (]bs): Ambient Temperature (F): 45 Fly Ash (lbs): Not Concrete Temp. (ASTM C 1064) (F): 65 Water (gal): Provided Time Concrete Batched (from Ticket): 6:02am Coarse Agg. #1 (]bs): By Time Representative Concrete Placed: 7:OSam Coarse Agg. #2 (lbs): The Air Content (ASTM C 231 or C-173) (%): 2.8 Fine Agg. #1 (lbs): Redi Slump (ASTM C 143) (inches): 2'/ Fine Agg. #2 (lbs): Mix Unit Weight (ASTM C 138): ---------- Admix #1 (oz): Company Yield (ASTM C 138): ---------- Admix #2 (oz): Water Added (gals): 0 Admix #3 (oz): Set # (if any) Water/Cement Ratio: Note: Added 5 gallons after testing Sampled in accordance with ASTM C 172 Cylinders cast in accordance with ASTM C31 -Field / C 192 -Lab Cast Date: Jul 2, 07 SpeClfled f'C (psU: 3500 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive C-617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 71772 6 12 1.00 28.27 7 Jul 9, 07 108,370 3830 shear 71773 6 12 1.00 28.27 28 71774 6 12 1.00 28.27 28 71775 6 12 1.00 28.27 28 Notes: Cylinder diameter based on average for indicated test date; ASTM C-617 is a sulfur cap - ASTM C 1231 neoprene pads used unless otherwise noted. If there are questions concerning this report (c71772.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESQ; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti(a~mti-id.com Website: www.mti-id.com MATERIALS ASTM C-39 Concrete Cylinder R ESO#D OE7//6/2007 :~' . TESTING Fr Compressive Strength IDAHO\2007REPORTS\E70058C-BYU-I ,_ CUSTOM STAKE CENTER\C71704.DOC ~~` >~~ INSPECTION O Environmental Services O Geotechnical Engineering O Construction Materials Testing O Special Inspections Val Christensen City of Rexburg Building Department PO Box 280 Rexburg, ID 83440 Phone: (208) 359-3020 Fax: (208) 359-3024 Other: Project: BYU-I 8 Custom Stake Center Permit #: 595-9995 Project Manager: Dan King Contractor: Bateman Hall Inspector: Dan Baugh Supplier: Walters Ready Mix Truck #: 82 Ticket #: 09375 Mix ID: 851LDS03 # Of Yards: 11 of 30 Report #: 016rc Location: Southwest corner of the vestibule (Room #122, stem walls) MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Size of Load (cy): 11 Weather Conditions: Clear Cement (lbs): Ambient Temperature (F): 84 Fly Ash (lbs): Not Concrete Temp. (ASTM C 1064) (F): 72 Water (gal): Provided Time Concrete Batched (from Ticket): 9:53am Coarse Agg. #1 (lbs): By Time Representative Concrete Placed: 10:20am Coarse Agg. #2 (lbs): The Air Content (ASTM C 231 or C-173) (%): 3.5 Fine Agg. #1 (lbs): Redi Slump (ASTM C 143) (inches): 3 Fine Agg. #2 (lbs): Mix Unit Weight (ASTM C 138): ---------- Admix #1 (oz): Company Yield (ASTM C 138): ---------- Admix #2 (oz): Water Added (gals): 0 Admix #3 (oz): Set # (if any) Water/Cement Ratio: Sampled in accordance with ASTM C 172 Cylinders cast in accordance with ASTM C31 -Field / C 192 -Lab Cast Date: Jun 27, 07 Specified f'c (psi): 3000 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive C-617 Fracture ID Diam. Height Factor Area, Age Date Load Strength Cap Type Compliance 71704 6 12 1.00 28.27 7 Jul 4, 07 119,120 4210 cone 71705 6 12 1.00 28.27 28 71706 6 12 1.00 28.27 28 71707 6 12 1.00 28.27 28 Notes: Cylinder diameter based on average Yor md~cated test date; a~ 1 rvi L-b t i is a smrur cap - ~+~ i rvi ~ i ~~ ~ nc~picnc Yau~ ~~~~ u,,,~~~ ~.,,.,. rv.~„ ..., If there are questions concerning this report (c71704.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~/,~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ES2; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti at?.mti-id.com Website: www.mti-id.com ~ .i REVISION DATE 7/6/2007 MATERIALS ASTM C-39 Concrete Cylinder PAGE#10F1 R:\EASTERN ~~ T` ~~ f` TESTING ~ IDAHO\2007REPORTS\E70058c-BYU-I Compressive Strength CUSTOM STAKE CENTER\C71668.DOC ~;-~" INSPECTION O Environmental Services O Geotechnical Engineering O Construction Materials Testing O Special Inspections Val Christensen City of Rexburg Building Department PO BOX 280 Rexburg, ID 83440 Phone: (208)359-3020 Fax: (208) 359-3024 Other: Project: BYU-I 8 Custom Stake Center Permit #: 595-9995 Project Manager: Dan King Contractor: Bateman Hall Inspector: Justin Larson Supplier: Walters Ready Mix Truck #: 88 Ticket #: 01532 Mix ID: 851 # Of Yards: 4 of 21 Report #: Location: Pillar footings at north entrance; footings between east entrances MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Size of Load: 10.5 Weather Conditions: Clear Cement (lbs): 5775 (Type I) Ambient Temperature (F): 55 Fly Ash (lbs): ----- Concrete Temp. (ASTM C 1064) (F): 72 Water (gal): 169 Time Concrete Batched (from Ticket): 6:12am Coarse Agg. #1 (]bs): 18764 Time Representative Concrete Placed: 7:OOam Coarse Agg. #2 (]bs): ---------- Air Content (ASTM C 231 or C-173) (%): 3.3 Fine Agg. #1 (lbs): 11956 Slump (ASTM C 143) (inches): 2'/z Fine Agg. #2 (Ibs): 2861 Unit Weight (ASTM C 138): ---------- Admix #1 (oz): MB90 12 Yield (ASTM C 138): ---------- Admix #2 (oz): POZ322N 173 Water Added (gals): 0 Admix #3 (oz): ---------- Set # (if any) Water/Cement Ratio: 0.35 Sampled in accordance with ASTM C 172 C Tinders cast in accordance with ASTM C31 -Field / C 192 -Lab Cast Date: Jun 22, 07 Specified f'c (psi): 3000 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive C-617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 71668 6 12 1.00 28.27 7 Jun 29, 07 120,315 4260 cone/split 71669 6 12 1.00 28.27 28 71670 6 12 1.00 28.27 28 71671 6 12 1.00 28.27 28 ....A~ .,~oA ,,.,1PCC nthanui ce nnttxl Notes: Cylinder diameter based on average for indicated test date; p.~ t Tut c-a r i is a suuur cap - r.~ . ~~. ~ . ~~ • „~~r=.,..., ~ If there are questions concerning this report (c71668.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~./,U Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESQ; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti(o~mti-id.com Website: vuww.mti-id.com 1 MATERIALS ASTM C-39 Concrete Cylinder R EAST#ERNaE7//612007 ~~ TESTING Fr Compressive Strength IDAHO\2007REPORTS\E70058C-BYU-I CUSTOM STAKE CENTER\C71672.DOC '~^ ' ~' INSPECTION O Environmental Services O Geotechnical Engineering O Construction ivlaterials Testing O Special Inspectians Val Christensen City of Rexburg Building Department PO Box 280 Rexburg, ID 83440 Phone: (208) 359-3020 Fax: (208) 359-3024 Other: Project: BYU-I 8 Custom Stake Center Permit #: 595-9995 Project Manager: Dan King Contractor: Bateman Hall Inspector: Justin Larson Supplier: Walters Ready Mix Truck #: 94 Ticket #: 01554 Mix ID: 851 # Of Yards: 9 of 17 Report #: Location: Pillars at north entrance, stem wall from northeast corner of room 150 to southwest corner of room 129 MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Size of Load: 8.5 Weather Conditions: Clear Cement (lbs): 4675 (Type I) Ambient Temperature (F): 91 Fly Ash (lbs): ----- Concrete Temp. (ASTM C 1064) (F): 79 Water (gal): 128 Time Concrete Batched (from Ticket): 11:15am Coarse Agg. # 1 (lbs): 15190 Time Representative Concrete Placed: 11:45am Coarse Agg. #2 (]bs): ---------- Air Content (ASTM C 231 or C-173) (%): 3.1 Fine Agg. #1 (Ibs): 9678 Slump (ASTM C 143) (inches): 2'/ Fine Agg. #2 (]bs): 2316 Unit Weight (ASTM C 138): ---------- Admix #1 (oz): MB90 9 Yield (ASTM C 138): ---------- Admix #2 (oz): POZ322N 140 Water Added (gals): 0 Admix #3 (oz): ---------- Set # (if any) Water/Cement Ratio: 0.33 Sampled in accordance with ASTM C 172 Cylinders cast in accordance with ASTM C31 -Field / C 192 -Lab Cast Date: Jun 22, 07 Specified f'c (psi): 3000 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive C-617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 71672 6 12 1.00 28.27 7 Jun 29, 07 114,070 4030 cone/split 71673 6 12 1.00 28.27 28 71674 6 12 1.00 28.27 28 71675 6 12 1.00 28.27 28 .. a,. ....0, 7 ,,.,to~~ .,rh P,~~.; eP nnteA Notes: Cylinder diameter based on average for malca[ea tesr uaie; r» ~ ~~r ~.-u ~ ~ ,~ a ~u~.u, ,,ar - .~., _ •._ •- _~~ _ =•~~r--••- r If there are questions concerning this report (c71672.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ES2; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimtiCa?mti-id.com Website: vvww.mti-id.com „f MATERIALS ASTM C-39 Concrete Cylinder PAGE#10F1 REVISION DATE 7/312007 N \ ~„ TESTING ~ Compressive Strength EASTER R: CUSTOOMOSTAKE CENT\ER\005680.DOC ~: M= INSPECTION O Environmental Services O Geotechnical Engineering O Construction Materials Testing O Special Inspections Val Christensen Phone: (208) 359-3020 City of Rexburg Building Department Fax: (208) 359-3024 PO Box 280 Other: Rexburg, ID 83440 Project: BYU-I 8 Custom Stake Center Permit #: 595-9995 Project Manager: Dan King i Contractor: Ormond Inspector: Dan Baugh Supplier: Walters Ready Mix Truck #: 85 Ticket #: 01611 Mix ID: 851 (3000psi) # Of Yards: 11 Report #: 014rc Location: Stem walls at the northeast corner of building, Room # 165 MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Size of Load (ey): Cement (]bs): Fly Ash (lbs): Water (gal): Coarse Agg. #1 (Ibs): Coarse Agg. #2 (]bs): Fine Agg. #1 (lbs): Fine Agg. #2 (lbs): Admix # 1 (oz): Admix #2 (oz): Admix #3 (oz): Water/Cement Ratio: 11 Weather Conditions: Clear/windy Ambient Temperature (F): 78 Not Concrete Temp. (ASTM C 1064) (F): 72 Provided Time Concrete Batched (from Ticket): 11:SOam gy Time Representative Concrete Placed: 12aOpm The Air Content (ASTM C 231 or C-173) (%): 2.7 Redi Slump (ASTM C 143) (inches): 4 Mix Unit Weight (ASTM C 138): ---------- Company Yield (ASTM C 138): ---------- Water Added (gals): 0 Set # (if any) Sampled in accordance with ASTM C 17Z cast in accordance with ASTM C31-Field / C 192 -Lab Cast Date: Jun 25, 07 Specified f'c (psi): 3000 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive G617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 71680 6 12 1.00 28.27 7 Jul 2, 07 135,865 4810 cone 71681 6 12 1.00 28.27 28 71682 6 12 1.00 28.27 28 71683 6 12 1.00 28.27 28 «..A.. .,~0. 7 ,,,,lace nthPnui ce nnterj Notes: Cylinder diameter based on average for mmcatea test ante; H~ t rvt ~-o t i is a suite, oay - ~.~ _ •._ .. • ~~ • ••~~r• ~••~ r»»~ --~-- If there are questions concerning this report (c71680.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESQ; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti(a~mti-id.com Website: www.mti-id.com ~~~~ MATERIALS RE so#DOE7//3/2007 R:\EASTERN ~~ TESTING ~ IDAHO\2007REPORTS\E70058C-BYU-I 11 CUSTOM STAKE CENTER\RPT017RC.DOC ~i?.. • ~ ~~'^ INSPECTION ^ Environmental Services ^ Geotechnical Engineering ^ Constructions Materials Testing ^ Special Inspections Val Christensen Phone: (208) 359-3020 City of Rexburg Building Department Fax: (208) 359-3024 PO Box 280 Other: Rexburg, ID 83440 Project: BYU-I 8 Custom Stake Center Project or PO #: 595-9995 Project Manager: Dan King Inspector: Eric Rindlisbacher Inspection Date: July 2, 2007 REINFORCED CONCRETE INSPECTION REPORT On the above date, our representative performed work on the referenced project as reported below. Inspected reinforcing steel placement at south stem walls on footings. Monitored one load arriving at the jobsite for correct mix. Performed one air entrainment test and one slump test. Observed placement and consolidation of 29 cubic yards of Walters Ready Mix #851 placed at locations noted above, and cast one set of four cylinders. Cylinders: #71772-#71775 Note: Air content was at 2.8% and the specification is 6.0%f1.5%. Work inspected was in compliance with project plans and specifications, except as noted. If there are questions concerning this report (rpt017rc.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESQ; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti(c~mti-id.com Website: voww.mti-id.com MATERIALS PAGE #1 OF 1 REVISION DATE 7/312007 ... _~ TESTING £r R:\EASTERN IDAHO\2007REPOrxrS\E70058c-BYU-I CUSTOM STAKE CENTER\RPT014RC.DOC k~ ~yt:M~~ INSPECTION ^ Environmentai Services ^ Geotechnicai Enginer/ring ^ Construction Materials Testing ^ Speciai inspections Val Christensen Phone: (208) 359-3020 City of Rexburg Building Department Fax: (208) 359-3024 PO Box 280 Other: Rexburg, ID 83440 Project: BYU-I 8 Custom Stake Center Project or PO #: 595-9995 Project Manager: Dan King Inspector: Dan Baugh Inspection Date: June 25, 2007 REINFORCED CONCRETE INSPECTION REPORT On the above date, our representative performed work on the referenced project as reported below. Inspected reinforcing steel placement at the north stem wall from the northeast corner 30' west, and from the northeast corner 65' south on the east stem wall. Monitored one load arriving at the jobsite for correct mix. Performed one air entrainment test and one slump test. Observed placement and consolidation of 11 cubic yards of Walters Ready Mix #851 (3000psi) placed at locations noted above, and cast one set of four cylinders. Cylinders: #71680-#71683 Note: The slump was at 4" and the air was 2.7%. Work inspected was in compliance with project plans and specifications. If there are questions concerning this report (rpt014rc.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~/,~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ES2; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti(a~mti-id.com Website: vwvw.mti-id.com .• MATERIALS ASTM D-2922 Density of Soil and REVSO#DOE713/2007 R:\EASTERN ~I? ~ TESTING Fr Soil-Aggregate in Place by Nuclear IDAHO\2007REPORTS\E70058c-BYU-I CUSTOM STAKE CENTER\RPT015MD.DOC ~~~~~` INSPECTION Methods (Shallow Depth) ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections Val Christensen Phone: (208) 359-3020 City of Rexburg Building Department Fax: (208) 359-3024 PO BOX 280 Other: Rexburg, ID 83440 Project: BYU-I 8 Custom Stake Center Project or PO #: 595-9995 Project Manager: Dan King Inspector: Justin Larson Inspection Date: June 26, 20007 As requested, MTI performed density testing in accordance with current applicable standards. Required compaction is 95%. The results obtained are as follows: Test Location & Depth Wet Percent Dry Mat'l. % Pass/ # Density Moisture Density Type Comp. Fail *All tests taken using Direct Transmission method at 8" 1 150' west of building in sewer trench, 4' below sub-grade 131.4 5.0 125.2 A 97 Pass 2 100' west of building in sewer trench, at sub-grade 129.0 5.3 123.0 A 95 Pass Method of testing: BS is Backscatter; Depth in inches is Direct Tran smission Material Type: A: 129.7pcf @ 6.5% Stan Pit/Depatco -pit run ASTM D-1557 Gauge Information: MTl#: 23 Make&ModeL• N/A Serial#: N/A Standard Counts: DS• 2663 MS. 667 If there are questions concerning this report (rpt01 Smd.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~,~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESQ; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti(c~mti-id.com Website: www.mti-id.com MATERIALS PAGE #1 OF 1 REVISION DATE 713/2007 ~. R:\EASTERN TESTING ~ IDAHO\2007REPORTS\E70058c-BVU-I ,~',' CUSTOM STAKE CENTER\RPT016RC.DOC ~~ ~~. ~~~ INSPECTION ^ Environmental Services ^ Geotechnical Engineering ^ Construction ~~aterials Testing ^ Special Inspections Val Christensen Phone: (208) 359-3020 City of Rexburg Building Department Fax: (208) 359-3024 PO Box 280 Other: Rexburg, ID 83440 Project: BYU-I 8 Custom Stake Center Project or PO #: 595-9995 Project Manager: Dan King Inspector: Dan Baugh Inspection Date: June 27, 2007 REINFORCED CONCRETE INSPECTION REPORT On the above date, our representative performed work on the referenced project as reported below. Inspected reinforcing steel placement at the stem walls on the west side of the building from the northwest corner of Room #126 to the vestibule (room #110, southwest corner). Monitored one load arriving at the jobsite for correct mix. Performed one air entrainment test and one slump test. Observed placement and consolidation of 30 cubic yards of Walters Concrete mix #851LDS03 placed at locations noted above, and cast one set of four cylinders. Cylinders: #71704-#71707 Note: Slump was at 3", and the air content was at 3.5%. Work inspected was in compliance with project plans and specifications. If there are questions concerning this report (rpt016rc.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ES2; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti(c~mti-id.com Website: v~ww.mti-id.com _~~~~ MATERIALS ASTM C-39 Concrete Cylinder R EAO# N°E713,2U07 TESTING £r Compressive Strength IDAHO\2007REPORrs\E70068C-BYU-1 x ~ CUSTOM STAKE CENTER\C71621.DOC ~~~ '~ INSPECTION nt. O Environmental Services O Geotechnical Engineering O Construction Materials Testing O Special inspections Val Christensen City of Rexburg Building Department PO Box 280 Rexburg, ID 83440 Phone: (208) 359-3020 Fax: (208) 359-3024 Other: Project: BYU-I 8 Custom Stake Center Permit #: 595-9995 Project Manager: Dan King Contractor: Bateman Hall Inspector: Eric Rindlisbacher Supplier: Walters Ready Mix Truck #: 88 Ticket #: 01408 Mix ID: 851 # Of Yards: 10 of 18 Report #: 007rc Location: Footing 210' south of northwest corner of building ad MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Size of Load: Weather Conditions: Clear Cement (lbs): Ambient Temperature (F): 80 Fly Ash (lbs): Not Concrete Temp. (ASTM C 1064) (F): 75 Water (gal): Provided Time Concrete Batched (from Ticket): 8:51am Coarse Agg. # l (]bs): By Time Representative Concrete Placed: 9: I Sam Coarse Agg. #2 (lbs): The Air Content (ASTM C 231 or C-173) (%): 3.0 Fine Agg. #1 (lbs): Redi Slump (ASTM C 143) (inches): 3'/a Fine Agg. #2 (lbs): Mix Unit Weight (ASTM C 138): ---------- Admix #1 (oz): Company Yield (ASTM C 138): ---------- Admix #2 (oz): Water Added (gals): 0 Admix #3 (oz): Set # (if any) Water/Cement Ratio: Sampled in accordance with ASTM C 172 Cylinders cast in accordance with ASTM C31 -Field / C 192 -Lab Cast Date: Jun 20, 07 Specified f'c (psi): 3000 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive C-617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 71621 6 12 1.00 28.27 7 Jun 27, 07 133,755 4730 cone/shear 71622 6 12 1.00 28.27 28 J u 118, 07 71623 6 12 1.00 28.27 28 Jul 18, 07 71624 6 12 1.00 28.27 H Jul 18, 07 ~a Notes: Cylinder diameter based on average for indicated test date; AS 1 M G617 ~s a suttur cap - as r rvi ~ i z~ i neoprcnc pans usw u,i~oa~ .,~.,~. w,~., ...,..,... If there are questions concerning this report (c71621.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~/,~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESZ; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti c(~mti-id.com Website: vvww.mti-id.com - MATERIALS ASTM C-39 Concrete Cylinder REESON# NOE71312007 ' TESTING ~ Compressive Strength IDAHO\2007REPORTS\E70058c-BYU-I CUSTOM STAKE CENTER\C71642.DOC ._. .~.. ~,.. . ''~`~''~'~ INSPECTION O Environrrrental Services O Geotechnical Engineering O Construction Materials Testing O Special Inspections Val Christensen City of Rexburg Building Department PO BOX 280 Rexburg,ID 83440 Phone: (208) 359-3020 Fax: (208)359-3024 Other: Project: BYU-I 8 Custom Stake Center Permit #: 595-9995 Project Mana er: Dan Kin Contractor: Bateman Hall Inspector: Eric Rindlisbacher Supplier: Walters Ready Mix Truck #: 34 Ticket #: 01486 Mix ID: 851 # Of Yards: 4 of 8'/z Report #: OlOrc Location: Footing running east to west, 60' south of northeast corner of building and pad MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Size of Load: Weather Conditions: Clear/hot Cement (lbs): Ambient Temperature (F): 85 Fly Ash (]bs): Not Concrete Temp. (ASTM C 1064) (F): 80 Water (gal): Provided Time Concrete Batched (from Ticket): 9:39am Coarse Agg. #1 (lbs): By Time Representative Concrete Placed: 10:15am Coarse Agg. #2 (lbs): The Air Content (ASTM C 231 or C-173) (%): 4.0 Fine Agg. #1 (lbs): Redi Slump (ASTM C 143) (inches): 4'/ Fine Agg. #2 (lbs): Mix Unit Weight (ASTM C 138): ---------- Admix #1 (oz): Company Yield (ASTM C 138): ---------- Admix #2 (oz): Water Added (gals): 0 Admix #3 (oz): Set # (if any) Water/Cement Ratio: Sampled in accordance with ASTM C 172 C Tinders cast in accordance with ASTM C31 -Field / C 192 -Lab Cast Date: Jun 21, 07 Specified f'c (psi): 3000 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive C-617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 71642 6 12 1.00 28.27 7 Jun 28, 07 112,820 3990 cone/shear 71643 6 12 1.00 28.27 28 71644 6 12 1.00 28.27 28 71645 6 12 1.00 28.27 28 _._a Notes: Cylinder diameter based on average for indicated test date; ASTM C-617 is a sulfur cap - ASTM C 1231 neoprene pads used unless otherwise If there are questions concerning this report (c71642.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESQ; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimtiCa~mti-id.com Website: www.mti-id.com ,• REVISION DATE 7/312007 MATERIALS ASTM C-39 Concrete Cylinder PAGE#10F1 R:\EASTERN TESTING Fs Compressive Strength IDAHO\2007REPORTS\E70058C-BYU-I ,~ 'j CUSTOM STAKE CENTER\C71629.DOC ~, ._ ~ INSPECTION O Environmental Services O Geotechnical Engineering O Construction Materials Testing O Special Inspections Val Christensen City of Rexburg Building Department PO Box 280 Rexburg,lD 83440 Phone: (208)359-3020 Fax: (208) 359-3024 Other: Project: BYU-I 8 Custom Stake Center Permit #: 595-9995 Project Manager: Dan King Contractor: Bateman Hall Inspector: Eric Rindlisbacher Supplier: Walters Ready Mix Truck #: ---------- Ticket #: 01463 Mix ID: 851 # Of Yards: 3 of 6 Report #: O1 lrc Location: Footings 25' south of northeast corner of building pad MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Size of Load: Weather Conditions: Sunny Cement (lbs): Ambient Temperature (F): 65 Fly Ash (Ibs): Not Concrete Temp. (ASTM C 1064) (F): 70 Water (gal): Provided Time Concrete Batched (from Ticket): 5:40am Coarse Agg. #1 (lbs): By Time Representative Concrete Placed: 6:30am Coarse Agg. #2 (lbs): The Air Content (ASTM C 231 or C-173) (%): 3.0 Fine Agg. #1 (Ibs): Redi Slump (ASTM C 143) (inches): 3 Fine Agg. #2 (lbs): Mix Unit Weight (ASTM C 138): ---------- Admix #1 (oz): Company Yield (ASTM C 138): ---------- Admix #2 (oz): Water Added (gals): 0 Admix #3 (oz): Set # (if any) Water/Cement Ratio: Sampled in accordance with ASTM C 172 C linders cast in accordance with ASTM C31 -Field / C 192 -Lab Cast Date: Jun 21, 07 Specified f'c (psi): 3000 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive G617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 71629 6 12 1.00 28.27 7 Jun 28, 07 135,740 4800 shear 71630 6 12 1.00 28.27 28 71631 6 12 1.00 28.27 28 71632 6 12 1.00 28.27 H Notes: Cylinder diameter based on average for rndreated test date; AJ t M l:-b 1 / rs a sutrur cap - Ha r rvi ~ r ~~ r neoprene paus uscu uu,wa ~u,ci w.~~ If there are questions concerning this report (c71629.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Ten•ol Bateman, ES2; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti(a.mti-id.com Website: voww.mti-id.com • ~ PAGE #1 OF 1 MATERIALS ASTM D-2922 Density of Soil and REVISION DATE?/1312007 S R:\EASTERN ~'~ TESTING ~T Soil Aggregate in Place by Nuclear CUSTOOMOSTAKECENTER\RPT020MD.OIC '« x~.~, INSPECTION Methods (Shallow Depth) ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections Val Christensen Phone: (208) 359-3020 City of Rexburg Building Department Fax: (208) 359-3024 PO BOX 280 Other: Rexburg, ID 83440 Project: BYU-I 8 Custom Stake Center Project or PO #: 595-9995 Project Manager: Dan King Inspector: Justin Larson Inspection Date: July 10, 2007 As requested, MTI performed density testing in accordance with current applicable standards. Required compaction is 95%. The results obtained are as follows: Test Location & Depth Wet Percent Dry Mat'1. % Pass/ # Density Moisture Density Type Comp. Fail *All tests taken using Direct Transmission method at 6" 53' east and 75' north of storm drain in southwest corner 132 8 4 9 4 125 A 95 Pass 1 of west parking lot at "800" . . . 2 93' east of storm drain catch basin at "910" 135.2 5.6 128.0 A 97 Pass 3 36' east and 15' south storm drain catch basin at "940" 136.7 6.1 128.8 A 98 Pass 4 63' east and 54' south of storm drain catch basin at "810" 137.7 7.4 128.2 A 97 Pass 5 48' south and 35' west of storm drain catch basin at "97A" 133.7 5.5 126.7 A 96 Pass 6 40' north and 33' west of 850 in north parking lot 132.0 4.5 126.3 A 96 Pass Method of testing: BS is Backscatter; Depth in inches is Direct Transmission Material Type: A: 131.8pcf @ 6.5% Depatco Pit - pit run ASTM D-1557 Gauge Information: __ __ MTI#: 23 Make & Model:!N/A Serial #: N/A Standard Counts: DS: 2706 MS: 658 If there are questions concerning this report (rpt020md.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~/,~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESQ; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimtiCa)mti-id.com Website: www.mti-id.com .~ MATERIALS ASTM C-39 Concrete Cylinder R ESS N# NOE7 /2 412 0 0 7 TESTING Fr Compressive Strength IDAHO\2007REPORTS\E70058C-BYU-I CUSTOM STAKE CENTER\C71641.DOC ~~ ~ ~ ~ INSPECTION O Environmental Servioes O Geotechnical Engineering O Canstruction Materials Testing O Special Inspections Val Christensen City of Rexburg Building Department PO Box 280 Rexburg, ID 83440 Phone: (208) 359-3020 Fax: (208)359-3024 Other: Project: BYU-I 8 Custom Stake Center Permit #: 595-9995 Project Manager: Dan King Contractor: Bateman Hall Inspector: Eric Rindlisbacher Supplier: Walters Ready Mix Truck #: 34 Ticket #: 01486 Mix ID: 851 # Of Yards: 4 of 8%z Report #: O1 Orc Location: Footing running east to west, 60' south of northeast corner of building and pad MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Size of Load: Weather Conditions: Clear/hot Cement (lbs): Ambient Temperature (F): 85 Fly Ash (lbs): Not Concrete Temp. (ASTM C 1064) (F): 80 Water (gal): Provided Time Concrete Batched (from Ticket): 9:39am Coarse Agg. #1 (Ibs): By Time Representative Concrete Placed: IO:ISam Coarse Agg. #2 (lbs): The Air Content (ASTM C 231 or C-173) (%): 4.0 Fine Agg. #1 (lbs): Redi Slump (ASTM C 143) (inches): 4% Fine Agg. #2 (lbs): Mix Unit Weight (ASTM C 138): ---------- Admix #1 (oz): Company Yield (ASTM C 138): ---------- Admix #2 (oz): Water Added (gals): 0 Admix #3 (oz): Set # (if any) Water/Cement Ratio: Sampled in accordance with ASTM C 172 Cylinders cast in accordance with ASTM C31 -Field / C 192 -Lab Cast Date: Jun 21, 07 Specifiedfc(psi): 3000 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive G617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 71641 6 12 1.00 28.27 7 Jun 28, 07 112,820 3990 Ca~e/shear 71642 6 12 1.00 28.27 28 Jul 19, 07 144,135 5100 shear PASS 71643 6 12 1.00 28.27 28 JUI 19, 07 151,635 5360 Coyle PASS 71644 6 12 1.00 28.27 28 Jul 19 07 149 560 5290 Coyle PAS S Notes: Cylinder diameter based on average for indicated test date; ASTM C-617 is a sulfur cap - AS 1 M C 1LS 1 neoprene paws uses umess ocnerw~se notes. If there are questions concerning this report (c71641.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~,~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Tenol Bateman, ES2; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti(a.mti-id.com Website: www.mti-id.com MATERIALS L" TESTING Fr a '' INSPECTION • ASTM D-2922 Densit of Soil~nd y Soil-Aggregate in Place by Nuclear Methods (Shallow Depth) PAGE #1 OF 1 REVISION DATE 7124/2007 R:\EASTERN IDAHO\2007REPORTS\E70058C -BYU-I CUSTOM STAKE CENTER\RPT023MD.DOC ^ Environmental Services ^ GeoteChnioai Engineering ^ Construction Materials Testing ^ Speoiai Inspections Val Christensen Phone: (208) 359-3020 City of Rexburg Building Department Fax: (208) 359-3024 PO Box 280 Other: Rexburg, ID 83440 Project: BYU-I 8 Custom Stake Center Project or PO #: 595-9995 Project Manager: Dan King Inspector: Dan Baugh Inspection Date: July 19, 2007 As requested, MTI performed density testing in accordance with current applicable standards. Required compaction is 95%. The results obtained are as follows: Test Location & Depth Wet Percent Dry Mat'1. % Pass/ # Density Moisture Density Type Comp. Fail *All tests taken using Direct Transmission method at 8" 1 20' east of west side of east parking lot, 87' north of south 137.2 7.9 127.1 A 98 Pass side, 8" below sub-grade 2 15' east of west side of east parking lot, 33' north of south 135.1 6.3 127.1 A 98 Pass side, top of sub-grade 3 20' west of east side of east parking lot, 25' north of south 135.7 4.6 129.7 A 100 Pass side, top of sub-grade 4 35' west of east side of west parking lot, 125' north of 135.2 4.0 130.0 A 100 Pass south side, 1' below sub-grade 5 60' north of test #4, 65' west of east side of west parking 138.4 4.3 132.7 A 100 Pass lot, top of sub-grade 6 60' north of test #5, 20' west of east side of west parking 131.2 5.3 124.6 A 96 Pass lot, top of sub-grade 7 25' north of south side of west parking lot, T west of east 130.9 4.9 124.7 A 96 Pass side, 8" below sub-grade Method of testing: BS is Backscatter, Depth in inches i s Direct Transmission Material Type: A: 129.7pcf @ 6.5% Depatco Pit - poorly graded gravel with sand ASTM D-1557 Gauge Information: ' MTI#: 30 Make & Model:?Troxler3411 Serial #: 17582 Standard Counts: DS: 2091 MS: 634 If there are questions concerning this report (rpt023md.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESQ; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimtiCa~mti-id.com Website: www.mti-id.com - I i ~er PAGE #1 OF 1 MATERIALS ASTM C 39 Concrete Cy REVISION DATE 7122/2007 ~ai~ R:\EASTERN TESTING Fr Compressive Strength IDAHO\2007REPOars\E70058c-BYU-I CUSTOM STAKE CENTER\C71621.DOC 'y .,3,;~ INSPECTION O Enviranmental Services O Geatechnical Engineering O Constructian Materials Testin0 O Special Inspectians Val Christensen City of Rexburg Building Department PO Box 280 Rexburg, ID 83440 Phone: (208) 359-3020 Fax: (208) 359-3024 Other: Project: BYU-I 8 Custom Stake Center Permit #: 595-9995 Project Manager: Dan King Contractor: Bateman Hall Inspector: Eric Rmdlisbacher Supplier: Walters Ready Mix Truck #: 88 Ticket #: 01408 Mix ID: 851 # Of Yards: 10 of 18 Report #: 007rc Location: Footing 210' south of northwest corner of building pad MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Size of Load: Cement (]bs): Fly Ash (lbs): Water (gal): Coarse Agg. #1 (lbs): Coarse Agg. #2 (]bs): Fine Agg. #1 (]bs): Fine Agg. #2 (lbs): Admix #1 (oz): Admix #2 (oz): Admix #3 (oz): Water/Cement Ratio: Weather Conditions: Clear Ambient Temperature (F): 80 Not Concrete Temp. (ASTM C 1064) (F): 75 Provided Time Concrete Batched (from Ticket): 8:Slam gy Time Representative Concrete Placed: 9:15am The Air Content (ASTM C 231 or C-173) (%): 3.0 Redi Slump (ASTM C 143) (inches): 3'/ Mix Unit Weight (ASTM C 138): --------- Company Yield (ASTM C 138): --------- Water Added (gals): 0 Set # (if any) Sampled in accordance with ASTM C 172 cast in accordance with ASTM C31 -Field / C 192 -Lab Cast Date: Jun 20, 07 Specified f'c (psi): 3000 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive C-617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 71621 6 12 1.00 28.27 7 Jun 27, 07 133,755 4730 cone/shear 71622 6 12 1.00 28.27 28 Jul 18, 07 165,780 5860 cone PASS 71623 6 12 1.00 28.27 28 Jul 18, 07 162,935 5760 cone PASS 71624 6 12 1 00 28.27 H Jul 18, 07 160,095 5660 cone PASS . _._a Notes: Cylinder diameter based on average for indicated test date; ASTM C-617 is a sulfur cap - ASTM C 1231 neoprene pads used unless otherwise If there are questions concerning this report (c71621.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESQ; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti(o~mti-id.com Website: www.mti-id.com ,~ AV ~/ REVISION DATE 712412007 A MATERIALS ^CTM C-39 Concrete C lin'~er PAGE#10F1 - J R.\EASTERN g.. .. TESTING ~ Compressive Strength IDAHO\2007REPORTS\E70058c-BYU-I ~, s CUSTOM STAKE CENTER\C71629.DOC ~~" ~~ INSPECTION ~~.. O Environmental Services O Geotechnical Engineering O Construction Materials Testing O Special Inspections Val Christensen City of Rexburg Building Department PO Box 280 Rexburg, ID 83440 Phone: (208) 359-3020 Fax: (208) 359-3024 Other: Project: BYU-I 8 Custom Stake Center Permit #: 595-9995 Project Mana er: Dan Kin Contractor: Bateman Hall Inspector: Eric Rindlisbacher Supplier: Walters Ready Mix Truck #: ---------- Ticket #: 01463 Mix ID: 851 # Of Yards: 3 of 6 Report #: O1 lrc Location: Footings 25' south of northeast corner of buildin pad MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Size of Load: Weather Conditions: Sunny Cement (lbs): Ambient Temperature (F): 65 Fly Ash (]bs): Not Concrete Temp. (ASTM C 1064) (F): 70 Water (gal): Provided Time Concrete Batched (from Ticket): 5:40am Coarse Agg. #1 (lbs): By Time Representative Concrete Placed: 6:30am Coarse Agg. #2 (lbs): The Air Content (ASTM C 231 or C-173) (%): 3.0 Fine Agg. #1 (lbs): Redi Slump (ASTM C 143) (inches): 3 Fine Agg. #2 (lbs): Mix Unit Weight (ASTM C 138): ---------- Admix #1 (oz): Company Yield (ASTM C 138): ---------- Admix #2 (oz): Water Added (gals): 0 Admix #3 (oz): Set # (if any) Water/Cement Ratio: Sampled in accordance with ASTM C 172 Cylinders cast in accordance with ASTM C31 -Field / C 192 -Lab Cast Date: J1.r121,07 SpecifiedPc(~i): 3000 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive C-617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 71629 6 12 1.00 28.27 7 Jtx128, 07 135,740 4800 shear 71630 6 12 1.00 28.27 28 Jul 19, 07 168,805 5970 shear PASS 71631 6 12 1.00 28.27 28 Jul 19, 07 167, 365 5920 code PAS S 71632 6 12 1.00 28.27 H Jul 19 07 173 535 6140 shear PASS Notes: Cylinder diameter based on average for indicated test date; AS1"M C-61 % ~s a sulfur cap - P.~ 1 nn c its i neoprene paus uscu umc~s ~iuci w,~~ .~.,~.,.,. If there are questions concerning this report (c71629.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~,~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESz; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti(a)mti-id.com Website: vvww.mti-id.com ~ ! MATERIALS ASTM C-39 Concrete Cylinder PAGE#10F1 REVISION DATE 712 512 00 7 R:\EASTERN TESTING ~ Compressive Strength IDAHO\2007REPORTS\E70058C-BYU-i CUSTOM STAKE CENTER\C71668.DOC INSPECTION O l=nvironmental Services O Geotechnical I~nginsering O Constrtaction Materials Testing O Special Inspectians Val Christensen City of Rexburg Building Department PO Box 280 Rexburg, ID 83440 Phone: (208) 359-3020 Fax: (208)359-3024 Other: Project: BYU-I 8 Custom Stake Center Permit #: 595-9995 Project Manager: Dan King Contractor: Bateman Hall Inspector: Justin Larson Supplier: Walters Ready Mix Truck #: 88 Ticket #: 01532 Mix ID: 851 # Of Yards: 4 of 21 Report #: Location: Pillar footings at north entrance; footings between east entrances MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Size of Load: 10.5 Weather Conditions: Clear Cement (]bs): 5775 (Type I) Ambient Temperature (F): 55 Fly Ash (lbs): ---------- Concrete Temp. (ASTM C 1064) (F): 72 Water (gal): 169 Time Concrete Batched (from Ticket): 6:12am Coarse Agg. #1 (lbs): 18764 Time Representative Concrete Placed: 7:OOam Coarse Agg. #2 (lbs): ---------- Air Content (ASTM C 231 or C-173) (%): 3.3 Fine Agg. #1 (lbs): 11956 Slump (ASTM C 143) (inches): 2'/z Fine Agg. #2 (lbs): 2861 Unit Weight (ASTM C 138): ---------- Admix #1 (oz): MB90 12 Yield (ASTM C 138): ---------- Admix #2 (oz): POZ322N 173 Water Added (gals): 0 Admix #3 (oz): ---------- Set # (if any) Water/Cement Ratio: 0.35 Sampled in accordance with ASTM C 172 C Tinders cast in accordance with ASTM C31 -Field / C 192 -Lab Cast Date: J tx122, 07 S pecifled fc (~ i): 3000 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive C-617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 71868 6 12 1.00 28.27 7 Jun 29, 07 120, 315 4260 Corle/s pl It 71669 6 12 1.00 28.27 28 Jul 20, 07 157,155 5560 sh~r PASS 71670 6 12 1.00 28.27 28 Jul 20, 07 151,150 5350 shear PASS 71671 6 12 1.00 28.27 28 Jul 20 07 152 695 5400 shear PASS Notes: Cylinder diameter based on average for indicated test date; ASTM C-617 is a sulfur cap - ASTM C 1231 neoprene pads used unless otherwise noted. If there are questions concerning this report (c711568.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~,~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESZ; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti anmti-id.com Website: vuww.mti-id.com ~ ! ASTM C-39 Concrete Cylinder PAGE#10F1 MATERIALS REVISION DATE 7/25/2007 TESTING Fr R:\EASTERN ~~ Compressive Strength CUSTOMOSTAKECENT\ER\0671672.DOC ~ INSPECTION O Environmental Services O Geotechnical Engineering O Construction Materials Testing O Special Inspections Val Christensen City of Rexburg Building Department PO Box 280 Rexburg, ID 83440 Phone: (208) 359-3020 Fax: (208) 359-3024 Other: Project: BYU-I 8 Custom Stake Center Permit #: 595-9995 Project Manager: Dan King Contractor: Bateman Hall Inspector: Justin Larson Supplier: Walters Ready Mix Truck #: 94 Ticket #: 01554 Mix ID: 851 # Of Yards: 9 of 17 Report #: Location: Pillars at north entrance, stem wall from northeast corner of room 150 to southwest corner of room 129 MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Size of Load: 8.5 Weather Conditions: Clear Cement (lbs): 4675 (Type I) Ambient Temperature (F): 91 Fly Ash (lbs): ---------- Concrete Temp. (ASTM C 1064) (F): 79 Water (gal): 128 Time Concrete Batched (from Ticket): 11:15am Coarse Agg. #1 (lbs): ] 5190 Time Representative Concrete Placed: 11:45am Coarse Agg. #2 (lbs): ---------- Air Content (ASTM C 231 or C-173) (%): 3.1 Fine Agg. #1 (lbs): 9678 Slump (ASTM C 143) (inches): 23/< Fine Agg. #2 (]bs): 2316 Unit Weight (ASTM C 138): ---------- Admix #1 (oz): MB90 9 Yield (ASTM C 138): ---------- Admix #2 (oz): POZ322N 140 Water Added (gals): 0 Admix #3 (oz): ---------- Set # (if any) Water/Cement Ratio: 0.33 Sampled in accordance with ASTM C 172 Cylinders cast in accordance with ASTM C31-Field / C 192 -Lab Cast Date: J ~ 22, 07 S pecifled t'c (~ i): 3000 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive C-617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 71672 6 12 1.00 28.27 7 Jun 29, 07 114,070 4030 ca~elsplit 71673 6 12 1.00 28.27 28 Jul 20, 07 139,160 4920 shear PASS 71674 6 12 1.00 28.27 28 Jui 20, 07 133,735 4730 shear PASS 71675 6 12 1.00 28.27 28 Jul 20 07 141 320 5000 shear PAS S Notes: Cylinder diameter based on average for indicated test date; ASTM C-617 is a sulfur cap - ASTM C 1231 neoprene pads used unless otherwise noted. If there are questions concerning this report (c71672.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~,~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Tenol Bateman, ESz; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimtiCa~mti-id.com Website: vwww.mti-id.com MATERIALS T M - Co n Crete C I i ~er PAGE #1 OF 1 AS C 39 y REVISION DATE7/25/2007 R:\EASTERN TESTING Fs Compressive Strength IDAHO\2007REPORTS\E70058C-BYU-I CUSTOM STAKE CENTER\C71680.DOC ~~~ `, ~ INSPECTION O Enviranrnental Services O Geotechnical Engineering O Construction Niateriais Testing O Special Inspections Val Christensen City of Rexburg Building Department PO BOX 280 Rexburg,ID 83440 Phone: (208) 359-3020 Fax: (208) 359-3024 Other: Project: BYU-I 8 Custom Stake Center Permit #: 595-9995 Project Manager: Dan King Contractor: Ormond Inspector: Dan Baugh Supplier: Walters Ready Mix Truck #: 85 Ticket #: 01611 Mix ID: 851 (3000psi) # Of Yards: 11 Report #: 014rc Location: Stem walls at the northeast corner of building, Room #165 MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Size of Load (cy): 11 Weather Conditions: Clear/windy Cement (lbs): Ambient Temperature (F): 78 Fly Ash (lbs): Not Concrete Temp. (ASTM C 1064) (F): 72 Water (gal): Provided Time Concrete Batched (from Ticket): 11:SOam Coarse Agg. #1 (lbs): By Time Representative Concrete Placed: 12:1 Opm Coarse Agg. #2 (lbs): The Air Content (ASTM C 231 or C-173) (%): 2.7 Fine Agg. #1 (lbs): Redi Slump (ASTM C 143) (inches): 4 Fine Agg. #2 (lbs): Mix Unit Weight (ASTM C 138): ---------- Admix #1 (oz): Company Yield (ASTM C 138): ---------- Admix #2 (oz): Water Added (gals): 0 Admix #3 (oz): Set # (if any) Water/Cement Ratio: Sampled in accordance with ASTM C 172 C Tinders cast in accordance with ASTM C31 -Field / C 192 -Lab Cast Date: Jun 25, 07 SpeClfled f'C (psb: 3000 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive C-617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 71680 6 12 1.00 28.27 7 Jul 2, 07 135,865 4810 cone 71681 6 12 1.00 28.27 28 Jul 23, 07 168,085 5940 cone PASS 71682 6 12 1.00 28.27 28 !ul 23, 07 178,435 6310 cone PASS 71683 6 12 1.00 28.27 28 Jul 23, 07 166,410 5890 shear PASS Notes: Cylinder diameter based on average for indicated test date; ASTM C-617 is a sulfur cap - ASTM C 1231 neoprene pads used unless otherwise noted. If there are questions concerning this report (c711580.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESQ; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimtiCc~mti-id.com Website: voww.mti-id.com Nielson .~ ~~ Date Subject. l Bodily & Associates Pa ~') Architects TRANSMITTAL ~ ~ 990 John Adams Parkway • P.O. Box 2212 • Idaho Falls, ID 83403-2212 • Telephone 208/522-8779 • Fax 208/522-8785 December 27, 2007 BYUI 8 Custom Stake Center TRANSMITTED HEREWITH: To: Brett Stoddard City of Rexburg 12 N. Center St. Rexburg, Idaho 83440 Copies Description 1 RFI No. 41 Response Remarks: Please find enclosed for your review a copy of the response to RFI No. 41 to Ormond Builders. Thank you. Nielson Bodily & Associates PA Marci Serr `~ ~ r Armand Bui/ders~ ~~~I 1084 N. Skyline Drive Idaho Falls, ID 83402-1765 ~, General Contractor's •Construction Management •Pro~eCt DeveloExnent Mailing Address: P.O. Box 1814 Idaho Falls, ID 83403-1814 I Ph: (208) 524-1422 Fax: (208) 524-7488 Request for Information To: Nielson Bodily & Associates 990 John Adams Parkway P.O. Box 2212 Idaho Falls, Idaho 83403-2212 RFI No.: 41 Date: December 21, 2007 Attn: Scott Nielson Project: Project #595-9995 BYUI 8 Custom Stake Center Rexburg, Idaho Subject: Door 180 Specification References: N/A Drawing References: A1.1 Identification of Problem and7or Information Requested: Please reference plan sheet A1.1 at Door 180. The City of Rexburg Building. Inspector has requested Door 180 be an egress door requiring the door to swing out and revisions to door hardware. We have enclosed a_ copy of the NEC the Inspector has cited. Please advise how we should proceed with Door 180. Response Requested By: ~ 2~28~07 -- ____ Submitted By: Howard Bingham, Project Manager Copies to: Cris Lamorena, Project Superintendent RESPONSE S~uc,r~ sw,n[c~~u4 t~+r~ tzaot2 ~~Lr t.~~v/ ot~ytr2cl~T ~~ t%~ctr D,9-~{- t nt Grrr~ ~ rz l 7~1 Tl-f~ ~ t,.r~G j'~[ ut~ t ~ ~~ ~ ~ i ~c. ac.~ow t s t' ~~ ~~~'J c.~l rc-f °'~'~ 't~~ rt't ~,~~ ~rL. f 80 c~N ~ Wi Date ,-~2, -2..7, p+7 ' by:. ~r?7'1CLE till-H~.i~UlltlsMY;.v'I'S fQi2 E.LEC:'SRSCAL INSTAj,L,aTtpt'rS 11U.Z6 boards, pranelbuards, or tnOAr control canters located iaCCuss the fti31~`rurrl ~aea other where cond;tions cf rnai?n- tenance sltd supervision ens~.lrc that written procedures h8t'e ;xzn aaduptcd [o larahibit c[Luipmcnt oa both sides of tfa, aisle front being open at the same time and qualified persons who a;~ authorized will servu:e the installation. (Z) Width of Working Space. The width of the worieing space in front of the electric equipment shall be the width of Ih~ equipment 4r 750 turn (ail in.), whichcvrr is great:Gr. !n alt cases, ti1C work space shall permit at bast a 9d degree opening of equipmt+.nt doors qr hinged panr'ls. (3) )<iclg3lt o° '1's'erkitQg S;-acs, The work space shall l,e clear and extend from the grade, floor, or platfor;xl to the height rrcluired by 1102C.(E}. Within the heigl'it rcquire- ments of this section, other equipment that is a9sociated with rile wlecnica! installation and is located above or be- low the cicc.~ic:al equipnu~nt shill be prstrtitted to e:~tend net more than 150 ruin (6 in.) beyond nc~ Fronk of the electrical equipment. (B) Clear Spaces. Worldna space required by this section shall not be used for storage. 4v'hcp nomaally enclosed live parts era ~atposc~ii for inspection or servicing, the w•orkiag space, if in a pzssageway or grnoral peer. space, shall be suittsblp guarded, {tr} ,Entrance ts- Worldxtg Sgacx. (1) Mlndnuum itequired. At beast one entrance of su~t- eia;nt arena shall be provided to give actress ao worlcitrg space («) Y/arge k:gp~ipmertk ;Eon equipment rated 1240 att2pares or more that contains ovcrctxrrent devices, swilntjing drr- vices, or control devices, there shall be one entrance to the requited woriti[tg space not less than b10 rum (24 ire.) wide and 2.0 m (61i4 ttj high at each cad of the working space. Where rho entrance has a personnel dcwr(s), the door(s) shall ope~i in the direction of egress and be equipped writh panic bars, pressure plates, or other devices that are nor- mally Iatl;.hed but ope~r- under simple pressure. A single entrance to the requited working spree shall be ~rmittccl where Either of the condiuens in 114.26(0)(2}(a) or (C)(?)(b) is met. .,... _.~,,. - nobstructedAl~xi>; Where ythe locstian perr^aits a continuous and tynobstructed csray of exit travel, a sisigle entrance to the working space shall be permitted. ib} Extra working Space. ~'Vhcre the depth of ~~ working SpxGC is twice rater required by 110.26(A)(1}; 'a single entrance shall be permitted. It siustl be located spa t~p~t rite distance from the equipment to the clearest edge of fj'is antrarlnc is not less tllBlt thin mhtlitnt111] Clear distance SpEci- fied in fable ill,}.26(A}(1} for equipment operating at that voita~e and iu that ccadition. iD} IIltu>rins-tiota. Illumination shalt be pro~'ided fo* all ~a,orking spaces about service equipment, switt;hlx~ards, panelbaards, or meteor control centers installed indoors, Ad- ditions! Lighting outlets shall net t~ required where the work space is illuminated by an lal:ljrcent light source or as perxttitted by 210.74(A)(i), Exception f\o. 1, for switched rrcrptacles. In electrical egstigment rooms, the illumination steal! not be controlled by automatic means only. (E) Headn-am. The minimum headrooru of working spaces about service equipment, switchboards, panelboards, or motor ootltrol centers shall ba 2.0 m (bah ft). Where the electrical equipm.eltt txceecls 2.Q m (6~~ ft) In heiEllt, the rninitnurt, headractn shall nut be less than the $eight of the ttluipment. Exccptian: In existing dwelling units, sen~lce equipment car punelboarrls that tip rcpt exceed 20~ amperes shall be perrnit:ed in spaces where the izeadrraom is less than ?.t7 rn {6~h ft). (F) Il`cdicated Equipment &pace. AJ] switchboards, psrlGl- boards, distribation bt>ards, and zndtar control cent~a shah bC located in dedicated spaces and protect;rd from damage, FxceptiOn: Cprttrpl equipment that by its vet} ttarura or berr~use u}' attte~r rubs p,,~ the Cade trust he ata<jacent to or within sigfu of its operating nu~a•hintry steal! be permitted ti't tltOSe lACatlQnS. (;r.) Indoor. Indoor installations shall comply with 110.26(F)(1)(a) tlsrough (lx}(i}(d}. ~ (a) Dediaateci Electrical Space. The space equal to the ;width and depth of the equipment and extending from file $oor to a Might of 1.8 m (6 ft) above the egtriprnent or to 'the stxuctuxai ceili~;, whichever is lower, shah be dedicated xhe. electrical it~stailation. No piping, ducts, leak pt'otec- ~ion apparatus, or other egttigment foreign to the electrical ~nstsllatian shall be located in this none. Lxeeption: Susperuled ceilings with rerriovctble panels shall ~be permitted within lice 1,8-m l6 ft} zone. a (b) Foreign Systems. The area ahaF~e the medicated space requited ray 110.26(F)(1)(a) shall be permitted to con- tain foreign srstetns, provided protection is installed tc avoid damage to the electrical equipment #'ram co:ideasa- tiorl, leaks, or bream' s in siieh foreign systemq_ t: tc) Sprinkler Prote,:t:icrl, Sprinkler protection shall be ~znittcd iAr thg dedicated settee wirers the piping com- plies with this s?rction. (dj Suspended O'.eilings, A dropped, suspended, ar suni- lar ceiling thins does not add strength to the buildil~ s~urture shall not be earsidered a structural ceiling. 3005 E:stion \ATIO*a.~L ELECI'R3CA.t. COt)!r ~t?•-37 110.18 altiiC:I.L• i.ill-i~C+t!ilt6N1Eiv7S i'dk ELEC"~2[CAL iNSI'Al,L.4"fl~hiS E'PN :Vo, 1: NirYA 71)E•3(X.t4, Str~ndan: ;`er Eircn'icat ,5'c{jety sri the yipa-kietuce, provides assistance io delesrnining ;;cverltw of lx7t~ntial cx{~Utiare, p1s~n+tiDg ~3tL' W(:Y~C. giac• rites, mnd. sc:lreung parsunAl protecrive c,Juipnierli. FPAI No. ~: ANSI Ly?~.4-1948, Prvrluct Safen~ Signs urr! Fels, pltl•idas guidelirre~ for the design ;7f safely signs sad lapels for applieatien uy products. 1.14.18 ~-rcing 1~strts. ~ar'.s of electric equipment that in or- dinary operation produce azcs, sparks, llrutlGS, or molten rnetal shall be enclosed or separated and isolated from all combus- tible ruateria.t, tFPN: Fur hazardous (classified) lck.arions, saC Articles S(?0 through 517. F:+r motors, srx 430.14. 110.19 Ligtlt and Ynwer frt~xn FGtStway Conductors. Gu- cnits for lighting and power shall not be connected to any sy3tem that contains uolley wires with a groxnd return. F.'xception: Such circuit carnectirrns Shttl! be pt~rnutted in czar houses, power houses, or pcrrsenber cold freight ~•tatzc~rrs npet'uted irs corznecrivn Kith elactrie midways. 110.21 :Marking. Tha rra:tnufwturer's nnrne, tradzniark, or other descriptive marking by which tl~e cxganixation re' sgocsible for the product can bt idend8ed steal] ere placed on all eic4tric equipnae~Y ~ ~ tarlcin81~1 b p oatCd~ iat~ trge, current, watulbe, shall be of specified elsewhere in this Cade. The marking . sufftcsant durability to withstand the enviroarnent involved. ~;lI..,bOU Volts. NomirW, or Ltd` 1 0.7.6 Spacers About plectricul L'quipment. SuftiCient acc;ass and workiri; sparse shall be provided and n'~:lir.[:slrted abo;tt all electric equiprzent w permit ready and soft i}pnra- tion and raaintenallcc. of such e;(niplnent. $*:Ci~sures hous- inb electrical apparatus that are ;,u~stroliGd bJ~ a lock(s) slls~ll. be ccu-sidered accessible LG gsaiified gersans. (A} N~'orkang Space.lWorking space far oquipmerlt :lpeiat- ing at 60() volts, nominal, err less tap bround and likety en require a%arninstiOn, adjastmen[, seivicinx, or maintenance while energized shall cotxlply with the dimensions of 1.10.35(.4)(1), G~.)(2), and (A)(3) or as required or perm:tt.~ci elsewhere in this Co~1x, (1) Depth of 1~ttcking Space. The depth o[ the working space in the direction Q~ live parts sball nut ba less than that speoi.faed i.n Table 1:0.~(A}(l;(1~ unless the reyuilemeuts of llo.z6(w)(l)(a}, (a)(1)~'b), or (A)(1)(c} are met. Dis- tances shall. be measured from[ the exposed live parts or 1~orn the enclosure or opening if the live parts a,n: enclosed. '!'able 110,.,6(A)(1) Warding SpACes a,. - - - ltiom4x~l il~ilti]n~ Clear Dtstanee Vrltage ~ Condition 1 ConditioA 2 Condition 3 Groupd t}-1SG 900 tnm (~ it) 4llt] ulm (3 ft) 90[1 qun (3 tt) 151-1it)(1 ')00 mm CS t't) 1.1 m (3',~Z it} 1? rn (~ ft) Note: Where the conditi4ils arc a, totlaws: Condition 1 - Exg+~sed 'Gva gads on one side of the working sgac© and no live or grounded parts nn rhea other side of tha workiclg space, of expnbed live pouts txl both ridge of the working space that ara etFeetiYaly guarded by intfulatins matnri3ts. Condition z ~ Expasad lire pya4+ on one side of the wonting apuce- srud goundod p:1Pt5 os ShC other side Of ttla +vcrkittg spa.. C,~rraca., brick, or the walls sh'11 ba cansidmred as grauncicd. Condition 3 -- )Kzposed liYe gsrta on bo;h si~e4 Of tlSdY worklag sp3CC. 110.22 ldenliification tiC p~onaecting 14xettns. Each dis- pptuaecting eueans si,a11 be legibly marked to indicate its ptlrpusa tulles loc3eed anti arr2i,rtged so the purpose is evi- dent. 'The marking shall be of sufficient durability to with- stalld the envtrOnnlent il]YOlYed, When circuit liners or fuses are applied in cornplixr-ce ;vith the series combinati~ ratings marked on the equipltient by the ntatulfacttuer, the egnipxnent wlelasure(s) shall be lcg- ibiy marked in tll,v field to indicate the egtlip[nent l~WS been applied with a seriee combination ratirig. T1J.~ IT)211'ktli~, Shall be~ i1y visib~ and stau: the following- CAU'TTt?lti -SERVES CCIIVlFTIVAT1CEN SYST1;11 hr'4TL~D AMPERES.lDEb1TIFI~13 IYEFLACLM!~l~'r CQlyi~'riIENTS REQL'IRFD. FPN: See 2aU.8ui>31 :~ inrerrupung rarins ma:kizg tnr end-use c'x~uipr-.szt~t. 110.23 Gurrenk Trarnfarmers. Unused current trarsform- ers associated with potenti~ly energized cixcuits stlall be slYott-circuited. (a) !?cad-!=rant Assemblies. Working splice shall not be ,equired in t'ne back or sides of assemblies, such as dead-iiont 9vritchbo9zds or motor CU'niSOl centCrs, whWre all connections and a1i renev+rable yr ad;ustable pares, such as ruses or switches, are accessible 'from locations other [Iran rtes hack +5Y Siies. J~'here rear access is required to wori: on nbneleCtF3Cal parts un ttid back of enclosed equipal~nt, a minimum horizontal working space of 762 mm (30 in.) $„~l$11 b4" ptQYldCd. (b) Low Volinge.l3y special permission, smaller working spaces steal by pes~itted where all exposed gv~p~ v~d~ at not greatzx than 3U volts rnl.,, 4~ Solis pear, (c) Existing Buildings. In existing buildirigs when eleLtrical equipment is being replaced, Condition ?. working clearance shall be peln?ittcd between dead-front sw~itch- :~ATa:+L E4-scrulcaL CAD'? att;«s Edirus, Oct, 16. 2006 4:22PM Nielson Bodily & Associates, P, A No, 2692 P, 1/4 ADDENDUM Project: BYIJ-I 8'^ 51ake Center New 2 stow meetinahouge Project No.: - 995 Addendum NO.: 5 Project Address: Mariah ~ Treio Street Re~d-ura~ldaho Date: 16 Or~ober 2006 OWn@r; Corporation of the Presiding Bishop of The Church of Jesus Christ of Latter~ay Saints, a Utah corporation sole From {Architect): [Nielson Bodily 8 Associates P,g Instructions io Prospective Bidders: This Addendum forms a paR of the Contract Documents and modifleg the origine~l Bidding Dowments and/or prior Addenda as noted below. All conditions, requirements, materials and workmanship are to be as descriged in the Contract Documents unless specifically stated otherwise. This Addendum consists of 3 page(s) and the attached drawing(s). Sheet(s) ,dated 1. In Addendum 4, Item 5. Certain doors were identified for automatic door operators and an allowance was identified. The allowance may be eliminated and the following equipment shall be provided and installed on the doors identified in Addendum f14 complete with the necess8ry electrical service. a. Automatic Swing Door Operator' i. Meet the requirements for ANSI 117 and ANSI A156.19 ii. Solid state electronic control iii. Adjustable dosing speed and hold open range iv. Automatic ,and manual operating modes v. Meta( cover finished io match door vi. Type One Acceptable Products: 1- Gyro 7ecn GT710 by MASCO 2_ Equal as approved by Architect before bid. 2. See the attached Sketches AD5.1 and AD52 for revisions to th® balceny railing welts. 3. Refer to Addendum No.4 Sketches AD-34 for window types A S B and AD435 for window types C,D, E, F & G. These sketduas show necessary bride modifications_ 4_ Sheet A502 Delail -See attached Sketch AD5.3 for revised threshold detail. 5. Sheet A542 Delete detai! 7_ 6. Speaker fabric shall be Guilford of Main FR701 Style 2100, color 481 Pearl. End Of Addendum NO. 5 CON-MlS-0044-US Rev. B 13 November 2002 Page 1 of 9 Oct. 16. 2006- 4:22PM Nielson Bodily & Associates, P, A No, 2692-.P, 2/ ~~ _ NEWEL POST ~F203 R n'~,n n p~'G HARDWOOD '~ CAP M ~ III II it li 1F~ N N ~ ~ ~ 2 ~ ~ . ~ ~~ ~ ~ ~~ ~~ 01 PAINT~D 3yz `~~ _ GYPSUM ~ ~ ~~ . 80ARD c__ _ MDF PANEL ~ PANEL TYP. i_,~ PAINTED i ~ --~1 GYPSUM __ BOARD NEWEL POST ANCHOR SEE N/201 O ELEVATION s~ s~ ~oz BYU-I Bfh STAIQ;' CENTER Nlelso,~ Bodily & Assocza tes P.A. Archl tests 990 John Adams Pkwy, PO gor ZZIZ, ldeho A'alls /D ~?QO,p 9blephone 208/522-8779 Far 2pe/522-67H5 HARDWOOD CAP NEWEL POST F/F203 b 1 NEWDRAIL ELE~A770N oc~BEle 1s~ zoos sc~ar.~ 1/2"=1~0° PRaJls'CT Na oezz-85-1153 ~a~vc xo AD5.1 Oct, 16, 2006 4; 22PM°~Nielson Bodily & Associates, P,A No.2692-P. 3/ L 1 1/4" ~ '~~~ ~ i/4" i" COVED HARDWOOD HARDWOOD ~ TRIM -STAINED CAP-STAINED ~ o / M h ~ 33 5/8" GYPSUM I ~ BOARD ANp TRIM -PAINTED ~ I I ~-,~, SECTION Q , ,~2- _ ,•_Q- 4 ~, 5/8' GYPAUM 80ARD - M PAINTED ® SECTION N r'7 3 S/8" METAL I I 1 STUDS ®- 16° 0/C I CONTINUE TO STRUCIIlRE ~ 5/.9" GYPSUM 3 1/2" BOARD AND TRiM - PAINTED TYP. ~ sECT1 oN . ~ ~/z• o ~~-o- 3 1/2° d~i ~f~ ~0~ BYU-I 8th STAKE CENTER Nzelson Bodily & Assocla tes P.A. .A~ch~ tect,~ 990 John Adams Pkwy, p0 Box 22[2, [deho F§[!s, ID 83403 9b[aphone 208/522-6779 Feb 208/522-8785 B•4tcoNY sE'cTmNs OCTOBER 16, 2008 1i/z`=l~otl PROJECT Na. 062285-1159 DRil1-11V~ No. AAS.z Oct, 16. 2006- 4:22PM~-Nielson Bodily & Associates, P.A No.2692~P, 4/4 ATLAS BRICK PAVER TILE - v ;~ ~ . v~ ~ ,v ~ d ~ t '~ ~ .. v~ ~~ d d. ©THRESHOLD ~ ~/z. a ~~-o- DOOR FRAME BEYOND 1-HRESHOLD v EXTERfOR CONCRETE (SLOPED) CONCRETE FOUNDATION SEE NOTE 2 ON SHEET 51.1 SEA $I~T A60,2 BYU-I sth STAKE CEJV!?s'R THf~ESHOLII DETAIL Nielson .Bodily & AssoclafRes ,l'.A. DATA ~~,,Ch~ ~~C ~~ oc~BER re, Zoos SCAI.Ti"~ 880 John Adems Pk~.y, Po Bax 22J2, Idaho Fells, JD 83403 Telephone 208/522-8778 Fax ZOB/522-8785 1 1/`l" a ~ ~p° FHOJECT No. 0822-85-1159 AD3. ~ APR-10-2007 TUE 02:53 PM VALLEY OFF]CE SYSTEMS ADDENDUI Project: BYUI 8 Gcgtom Stake r_'~..±e~ Project No.: PrajeaAddress: 3s9 Marian Avenue. t2exburri. idaha Owner. Corporation of the Presiding Bishop of The Church of Jesus Christ of Latter-day Saints, a Utah corporation &afe From (Architect): l~jSQri Bodily ~ Associates. PA. instructions to Prospective Bidders: Addendum No.: Two Date: 10 Aorii 2007 This Addendum forms a part of the Contract Docurrrant8 and modifies the original Bidding pawmerits and/or prior Addenda as noted below. All Gonditlr?ns, requirem®nts, materials and workmanship are to be as described in the Contract Documents unless specifically stated otherWlse. This Addentlum consists of 6 pages and the attached 8'/x x 11 drawings _ pages. 8iD OPENING TFIUR5DAY, APRIL 12, 2047 7x'75 P_tY1. IDAHO FALLS FM OFFICE CONFERENCE ROOM 750 WEST ELVA, ILIAHQ FALLS, IDAHO Archikactural Items 7. Include attached Specification seaion 10 7431, Glass-Fiber-f2eiMoroed Ste®ple in the Project Manual_ 2. I]slete SpecfflcatioR Section U2 4116 Structure Demolition from the Project Manual. 3. Arriscraft" Stone as manufactured by Arriscraft International LLC_ Contact Information: Alan Haws 1-800-265-8123, 1-5196533275 Plumbing 1. Approved Submntractar&: d. Mountain Valley Plumbing, Contact: Jason Matthew, 208.589-02$8 b. Mountain West Mechanical Inc., Contact: Marlin Hill (208) 356-0370 c. Rexburg Plumbing & Heating, 766 N Yellowstone Hwy, Rexburg, Idaho 83440 (208) 356"$770 d. United Plumbing & Heating, P_O_ t3ox 97, Rexburg, Idaho $3440 (208) 358-4111 HVAC 1. Approved Subcontractors: a. Rexburg Plumbing & Heating, 766 N Yepowstone Fhnry, Rexburg, Idaho 83440 (208) 356'8770 b_ Northstar HVAC, Contact Batley punford, (801) 732-8585 C. 68~$ Boiler, Idaho Falls, Idaho (208) 5241737 Electrical (tents 1. Shoot E3.1 Room 189: Fixture to be F1. 2. Fixture Schedule: Equal t0 F76 is Manning #DS-330-PB-2FQ2B-120-WH wifh two F26 quad Iamps_ 3. Fixture Schedule: Squat to F23 is Manning ffDP 282-p6,4Q2~120-WMLfAD (ooh 39') with four F26 quad lamps. 4. Approvals: Siankenship & Assoc. Package. Sound Items 1. On Sheet T-103 ,change the equipment iis#ed under MIXER, DIGITAt_ SIGNAL PROCESSOR AND POWER SUPPLY on the Sound Equipment list from "Siamp AudiaFlex CM' to Biamp Audieflex Special GDA-1 System". Change the quantity to 1. 2. On Sheet T 103, delst© the item LOGIG INTERFACE entirely. ~~~~o~~ APR 1 2 2007 CITY OF REXBURG FAX NO, 2085290135 P, 01 /06 06 00453 BYUI 8th Stake Center CON-MlS-0044-US Rev. B 13 Novemt~tr 2002 page 1 of 1 APR-10-2007 TUE 02 53 Ply VALLEY OFFICE SYSTEMS FAX NO. 2085290135 P, 02/06 SECTION 10 7431 GLASS-FIBER-REINFORCED STEEPLE PART 1-GENERAL 1.1 SUMMARY A. Includes But Nat Limited To: 1. Furnish and install steeple, including design and detail ofstructural connections necessary to attach steeple to building, ss described in Contract Doeument9. 13. Related sectioAS: 1. Section 26 X1100: Lightning prortection systetn_ 1.Z REFERENCES A. American Society For Testing And Materials; 1. ASTM D 570-98, 'Standard Test Method far Water Absorption of Plastics.' ~. ASTM D 635-03, 'Standard Test Method for Rate of Burning and/or Extent and Time of Burning of Self- Supporting Plastics in a Horizontal Position.' 3, ASTM D 79Q-t13,'Standard Test Methods for Niexuial l'ropercies of U'nreinforced arld Reinforced Plastics aqd Electrical Insulating Materials.' 4. AS'T'M D 2583-95 (2001), 'Standard Test Method for Indentation Hardness of Rigid Plastics by Means of a Barcol impressor.' 5. ASTM b 3841-97 (2001), 'Standard Specification for Glass-Fiber-Reinforced Poiyester Plastic Panels.' 6. ASTM E 84-01, 'Standard Test Method for Surface Burning Characteristics ofBUilding Materials,' 1.3 SYSTEM D>~SCRiPTiON A. Desi~u Requirements 1- Design fabricat5on and fastening systems to withstand 100 mph, Exposure C, winds and Seismic Zone Three requirements, unless local code and conditions require greater. 2- Design items with sufficient strength for handling stresses. B. Performance Rsquirem.ents: 1. Laminate Standards: a. Meet rtxluirern~t7tS of MII,~R-216071, Grade I and MTL-R-7575C, Grade B. b. Finished laminate shall'be as free as commerciaJiy practical from defects such as foreign inclusions, dry spots, air bubbles, blisters, pinholes, and delamination. c. Laminate shall have Barcol hardness of 45 to 50 when tested in accordance with ASTM D 2583 on Gel-coated sut~face and on inner surLace_ d. Cured and sealed material shall have water absorption of not g~eater than one-tenth of one percent when tested in accordance with ASTM D 570_ e. Cured material shall have minimum tensile stretgth as indicated below: 1) 3/16 inch: 9,000 psi. 2) I/~F inch: 12,000 psi. 3) 3/8 inch; 15,000 psi. I) ) nom: C2 MF'a. a) b G~~t~.~ ; $2.7 MPa. f Cured material shall have rbinimum flexural strength as indicated. below when tested in ~secvrdance with ASTM D 790. 1) 3/16 inch: 16,000 psi. 2) 1/4 inch: 19,000 psi. 595-9995 1 Section 10 7x31 BYUI 8 Custgm Stake Center March 2007 Glass-Fiber-12eint'otxed Steeple APR-1Q-2007 TUE 02;54 PM VALLEY OFFICE SYSTEMS FAX N0. 2085290135 3) 3/8 inch. ??,000 psi. 6) 10 ntn7: 151.7 MYa. g. Flexural Modulus of Elasticity (Tangcynt) w1tCn tested in aoeordance with ASTM D 790, I) 3/16 inch: 700,000. 2) 1/Q~ inch: 800,000, ~) 31$ inch: 1,000,000. ~l) j rrtttt; 70(.},000, ~) ~ llll'11: SUUrr.000. f7 ~ 1 ~t )77377: ~ -,4}~}~},~~~}~}. 2. Combined Laminate and Gelcoat shall meet requirements of.: a. Self-extinguishing Tests: (on unfilled 25 percent glass lamityates) 1) ASTM D G35,Non-Burning. 2) Igl.T-15 hating {Intermittent Flame Test): I00 b. ASTM E 84. 1) Unfilled: a5 2) 3 percent Antimony Oxide {Glass lI}; 15 3) 5 percent Antimony Oxide (Class 1): 15 c. LTp to 3 percent by weight of thixotropic agent may be added to resin for viscosity control. 3. Structtrrai Kequirements: a. Provide steel framing and design connections necessary to fasten fiberglass spire to building. b. Apply lateral and vertical stntctura.l loads only at points shown on Structural Drawings. 1.4 SUSMiTTAI,S P, 03/06 A. Shop Drawings: 1. As required for proper handling and erection. 2. Show design load parameters, dimensions, adjacent construction, materials, thicknesses, core material thicknesses, fabrication details, required clearances, field jointing, tolerances, colors, finishes, method of support, integration of components, and aucharages 3. Stamped by licensed structural engineer. 13. Q~]fllity ASSrn'80CC / COpfrUl_ 1. Fiberglass Manufactru~er's erection instructions and drawings. h..5 QUALY7"Y ASSY7IrANCE A. htegulatory Requirements: Fiberglass fabrications shall be Class A fire rated and so labeled. 1~. Qualifications: 114anufactrrring Company specialirzrrg iu architecAU'al fiberglass and plastic fabrication with ten years experience. 1.6 I?)EI.1(~It'Y, STURA.GE, AND HANDI.I7~IC A. Protect components during shipment by means of crates or padding so they arrive at project undamaged. Unload and Inspect components for imperfections or for damage incurred during shipping and transit procedures. Replace damaged components at no additional cast to Owner. B. Maintain protection during storage on site before installation. 1.7 SEQUENCI~IG~ A_ Caordinatian: Coordinate delivery and installation with Owner. 595-9985 2 Section 10 74~ 1 IiYLII 8 Custom Stake Cenlnr March 2Q07 Glass-Fiber-Reinforced Steeple APR-10-2007 TUE 02 54 PM VALLEY OFFICE SYSTEI4S FAX NO. 2085290135 P. 04/06 x.s wARRalvTx A. Provide manufactureY's written 20 year guarantee for tuaterial, workmanship, and installation. PART2-PRODUCTS 2.1 1VIATERIALS A. lZesins: 1. Base resin fvr laminate shall be Brominated or Chlorinated polyester formulated by resin munufacturE~ and shall not be modified by Fabricator except as specified. Physical CharacG;risties of Laminate Resin: a. Viscosity, Gardner-Halt at 77 deg F 2i dc.g C_ 4.0 + 0.1 stokes b. Viscosity, Brookfield 77 deg F 2i de7 C;: 6 poises c. Specific Gravity at 77 deg F 2S deg C; 1.30 d. Pounds per Gallon (Approx): 1U.$ e. Acid Number, base resin: Less than 30 2. Base resin for gelcoat shall be one-to-oae isophthalic polyester resin formulated by resin manufacturer and shall not be medi$ed by Fabricator except as specified. Grelcoat resin shall provide optimum weathering properties and shall meet .requirements of MII~R-216071], Grade 1. B. Laminatc%_ l . Laminate shall consist of gel~oated surface, and successive layers of mat and woven cloth and roving to build laminate thickness of 3116 inch S rnm minimum. Minimum thickness of laminate at point of connection to tower shall be 1 /4 inch 6 mnz. 2- Where separate layers such as mat are used, lap layers 4 inches 11.10 n,m minimum. Stagger laps as much as possible. 3. Non-mold surface shall be smooth with no glass exposed. 4. Connecting flange shall be integral part of complete laminate and not secondarily bonded. 5. Lamusal'e shall consist of outer weather resistant surfuc-e and interior layer. a. Outer surface (Gel-Coat) shall be free of creeks and crazing with smooth finish. b_ Provide bettyeen O.OIQ and 0,020 inch 0.3 nom and 0.5 m~-~~ afreiuforoed resin rich surface. This surface shall be reinforced with glass surfacing mat or synthetic fibers (dynel). c. Gel-coat: 1. Gel-Coat, including veil, shal.] be l5 mils maximum. 2. Base resin used in manufacture of gelcoat shall meet or exceed iV1I1.-1t-21607B Grde A. 3. Finish gel-cast shaA be light stabilized (1.2 percent Tinuvin 7'' or equal based an weight of resin) for optimum ultraviolet resistance. D. Reinforcement: l . Surfacing veil and gel-coat shall be at least 10 mils thick in uniform thicknesses. 2. Chopper strand mar (no choppor gun allowed) shall, be Type E glass, 2 ox per sq ft with silane i'yuish and styrene soluble binder. 3. `VNoven roving (18 ez 60 end maximum) shall be Type F glass with R methacrylate chromic chloride or silane type finish. 4. Do not use successive layers ofroving-on-roving. First layer against veil shall not be roving. 5. Minimum glass content shall be 55 percent to 65 percent by weight. E. Lightning Rod And Cable: Ui, app~vved for intended use. F. Category Four Approved Fabricator. See Section O1 6200 for definitions of Categories_ 1. CJnlimited Design, Salt Lake City, UT (SO1) 355-3221 www.unfi~nitedesia~z.com. 595-9995 3 Section 10 7431 I3XIJI 8 Custom Snake Center March 2007 Glass-Fiber-Reinforced Steeple APR-10-2007 TUE 02 54 P14 VALLEY OFFICE SYSTEMS FAX N0. 2085290135 P. 05/06 2.Z 1?ABRiCATION A. Fabricate fiberglass panels in accordance with ASTM I) 3841, except where more stringent reguiremerats are specified in this Section. B. Bxposed surfaces shall be 1S mils m;n;m~ gel-coat thickness. C. Fabricate steeple with specified core material in thicl~ess determined by Fabricator's engineering to meet wind load requirements and to insure oil canning does not occur. Ia. Seal surfaces on reverse side of finished surfaces with resin or gel~coat material. E. .Provide stiffener legs, blind fasteners, and foam insulation coat. Z.3 SU'UiiC1E QUALITY CQNTROI. A. Inspections: 1 • Owner reserves right to inspect Fabricator's facilities before and after awarding of Contract. Owner wi.lI have right to reject prodrrcks because of wrorlcmansbip, diruertsional deviations, and qualify' belov~r that specified at any time. 2. Be fully cured at time of shipping. 3. Contain no visual cracks, resin voids, foreign inclusions, or surface wrinkles that would impair serviceability or aesthetics, as determined by Owner. 4. Contain no color variations or shadowing of selected color resulting from pigmentation. PART 3 -)E~CC3T10N 3.1 EXANiINAT][ON A. Verity substrates and structural flaming are ready to receive work and dimensions areas Shawn on shop drawings. B_ Before steeple placement, have support titlraing inspected by licensed structural engineer acceptable to Owner to insure supporting elements are propt~ly installed. report problems with installation of supporting elements to Owner in writing before installing steeple. 3.2 1NSTALY.ATlON A. Ina-kall steeple in accordance with Manufacturet'S recommendations and erection drawings. B. Installation Tolerattces: 1. Maximum Variation Frain Vertical: 1./8 inch in 20 feet. 2. Maximum Variation In Fosition: Centered on ridge within 1/8 inch, within 1!2 inch along ridge. C. Seal joints between steeple az<d other substrates with sealants recommended by Steeple Fabricator. 3.:3 FIELD QUAY.ITX CQNTROL A• Mann~lurc:r's Field Service: 1. Fiberglass Manufacturer shall: a. Inspect begiruuting placement of various rberglass sections. b. Inspect intermittent placement fiberglass elements. e. Inspect at completion of work ofihis Section. 595-9995 4 SecFipn t 4 7431 B`irCJt S Custom Stake Center Mardi 2007 Qlass~Fibcr-lteinf4rced Steeple APR-10-2007 TUE 02:55 PM VALLEY OFFICE SYSTEMS FAX N0. 2085290135 P. 06/06 3.4 Ab3USTING A. Remove installed steeple that bas wrinkled ar oil cann.in~ appearance, repair or replace and reinstall at na additional cost to Owner. 3S CLEANIN[Y A. Clean fabrications of foreign material using cleaning methods recommended in vvt7ting by Steeple Fabricator. 3.6 1'ROTIwCTION A. Protect steeple after iust~llation, as recommeQded by Steeple Nabricator, nntii completion of Project. FND OF SECTION 595-9995 S Section IO 7431 BYTJI 8 Custom Stake Center M$rich 2007 Cslass-Fibco-Reinforced Sl:c~plc Please Oct ~ 5 ~ 2006~~ 9:45AM No ~ 5949 P ~ 2 . _ , ,,iprova_ _ ._ No, 2120.0001 Failuro To Provide Ad Requested IMiormetlon May Delay ProceBalnD of Your Notice FOR FAA USC ONLY Mronautlo.l study Nume.r ~'~a~ Notice of Proposed Construction or Alteration rw.ra awvne~ ae~,~rrdid, 1'. Sponsor (person, company, etc. proposing this bctlon) Attn.ot; C~YA~. Address: 52 City: i"J~-l ~i.4-~/ State: 1~ Zlp: 83~f(e Telephone: Zoe -?~, - O'75o Fex:.~'~ / 3 - g32 - ~5g, Attn.oi: Address: (t other Man #1) : IL Clty:_.I~'`'~~ ~.bL(_g Sta:te:~Zlp: X3403 Telephone: Zot3-5LZ-~s'77q Fax; zv -5zz- g7 S 3. Notke of: ~ New Construotbn ^ Atteratlon ^ Sxisting 4. Duration: Permanent ^ Temporary (~months,_days) d. Work schedule: BefllnnlnA___. ~'4~ ~OC7 End ~EF~r~t3c7L ~ 6. Type: ^ Mtenna Tower ^ Crane ^ Building Power Lln• ^ Lendflli ^ Water Tank ~ Oth•r~. ~" 5 7. Marking/PalnNn® and/or Lighting Preferred: ^ Red lJghte and Paint ^ Dual -Red and Medium Intensity White White -Medium Intensity ^ Duel -Red and Hlph Intensity White ^ White -High Intensity ^ Other 8. FCC Antenna structuro Re®Istratbn Number (Il eppAcable): 0, Latitude: ~~ ~ o ~~ ~ ~ `r 10. Longitude: ~ I I o ~~ ~ ~~ lA " 11. Datum:yNAD 83 ^ NAD 27 • ^ Other 12. Nearest: City: EX ~y2C g~te;_~ ,~ 18: Nearest Public-ua~not pdvete-use) or Military AlrpoR or Heliport: 3 3 -7 5 f-1- 14. Distance from #13. to Structure: 16. Direction from #13. to Structure: 5o~'TM ~T" 16. Site EI•vMlon (AMSW: 85 7 ~ 17. Total Structure Height (AGW: 8 y n, 19.Overall Height (ate. + #f7,) (AMSW: ~ R. 19. Pr~vlous FAA Aeronautical Study Number ~t eppNoable): - OE 20. DascrlpUon of Loeatlon: (Attach a USOS 7.5 minute /Quednngb Mdp wltlt the pr•olse alts marked end any oe-tlAed survey.) ~-~+c~eCtt 8~1 ~.DlNcq '~ '6E GDU STR.~X~ED +fZ M l ~.E Sot~1t-~~ou~l-f ~hsT' DF- T}1t. '(ZERBc~2C7 /><t ie. po ~z~7: ~~ ~D ~ . 06 00453 BYUI 8th Stake Center Revisions 3/ 15/07 31. Complete Description of Proposal: r..ywv~~~r~ru~ro~ tRw/ I~ir' >t~ ~p~~ -t-a caws- .,t;. StiN~>~ ~r~ Ct~t~-1+ ~i~Dl~ t.t)Id't< ,dt'rf7°KFtEp at-i! E~ar..E. ~ ra7i~ l~Er4ff~' ~- a/77P~4C~iJ~°.E H/Lt-t_ 8E ~~~~- C MAO 15 2001 ~_ ~' ~F REXBLJRG Notice la required by 14 Code of Federal Regulatlone, part 77 pursueM to 48 U.S.C.; Sectbn 44718. Persons who knowingly end willingly vklate the notice requlrsmsnta of port 77 ere eub)eat to a civil penalty or 31,t70p per day untll the notloe la rscehred, pureuaht to 49 U.S.C., Sectloh 48301 (a). •I hereby certlty that all of the above statements made by rn• are true, complete, snd correct to the beet'ot my knowledge. In addition, l agree to mark and/or light the structure In accordance with eetabllehed marking.3 lighting standards ae necessary. Date Typed or Prlntsd Neme and Tltls of P~raon Filing Nctlee 3lanerurs ~-~~"~~ ~ 01`3 FAq FORn 74ti0-1 (118) Supeiaedae Previous Edltlon . NBN: D082A0-012.0008 A f~P R i C~ _ a ~ ~ ~/9~ R;.Xk?URG i i ~ ~ .I; 48641 ~', E i `g~~unds,~~ ~~ „~ ~~ f i' Trailer ~~4ass ~1-- ~ { 'r`_~~ damn! ~ , _ ~ i ~ ' I j I Sz21 I. ~ - - -- r- .. .. ' --- i - ~~ _ 1 ~•_ ~ o f + ~ ~l Co rthouse ~ ~ ' ° 8 0 , , ~ l0 486$ i --- ~ ~ -- - w~szt'i~~c Ai~Arvcrt .. ............~~48 6 ~ ; ~ E B v ('1 1 ~ ¢4 -~ ~ . j { ~ ~ to ~ tg 4865) 1~:___J ~ ~il - _} , ~- ~~~ '~ ~ ' ~ .. I ~~ I Rib i s 1 e g v h~ . :. ~ ~ II ,ark P~ 1 ' - •~ ~L - 4e 2 !~~ ~ -- -- -, . ~~ -. i -,~- ~ - ~ ~l- _ i ~ Iyi; ` ~tG ° III~ ~~ '~ ~~~~ ~ ~~~ _____~L i I~ ~ 1~~ so'. 30 ' ~ ~T ~, _._ ~~ ~ . 2 ~~ - ~ ~ 14859 ~ ,~__G._ ~ ~~ ~ ` ,~ i 1 i -..~_~.~ '- ~. '~~ ~.~ ...1 ~~~"~ ~~~ ~ I ~ ~ _ nom- ~ ! ,. ?P it IDAHO SOURCE: USGS 7.5 Minute Quadrangle Rexburg, ID, 1979 Contour Interval 10 Feet. DATE 1o/os FIGURE I DwN. Mwx LDS Rexburg, ID Mariah Street APPR. Northeast Corner of Mariah Street and Trejo Street 654 East Osborne Circle REVIS. RCXbur Idaho SLR Draper, UT 84020 g' PROJECT NO. T: 801-095-9589 SLR International Corp F: gol-09s-96og 009.0214.00017 SITE LOCATION MAP 0 2000 4000 SCALE IN FEET ~E,~~,e~~ , /D~'~D ~I,~f~,P~'~ ,~,.x~. _.. ~~ .: . s .,;: r ,~ ; ~~ .~~ ~~ ~ r~ ~ ~ ~~~ ~~~ w Armond Buildersr /arc. I General Contractors •Construction Man~ement •Project Development 1084 N. Skyline Drive Idaho Falls, ID 83402-1765 Mailing Address: P.O. Box 1814 Idaho Falls, ID 83403-1814 Ph: (208) 524-1422 Fax: (208) 524-7488 www.ormondbuilders. com To: Date: June 5, 2007 City of Rexburg Building Department Subject: P.O. Box 280 BYUI 8 Custom Stake Center Rexburg, Idaho 83440 Rexburg, Idaho Attention: Val Christensen Attached Q Under Separate Cover Via: FAX 359-3022 Co ies Date No. Descri tion One 1 Fire S rinkler Letter of Intent These are transmitted as checked below: For Approval / For your use For review and comment As Requested For Pricing For Signature & Return Resubmit copies for approval Submit copies for distribution Returned Remarks: Response Date: Nielson Bodily & Associates Architects has requested we transmit the enclosed letter of intent for your use in issuance of the building permit. Please contact us if you require any additional information for issuance of building permit. Thank you for your assistance. Copies to: Cris Lamorena, Project Superintendent Si~ned: Nielson Bodily & Associates ~ ~~Howard Bingham rM. Proiect Manager Arizona 111161 ~ Idaho 11936 AAA 1 3, CM-120, RCE 1448 • Montana 34498 • Oregon 66688 • Utah 93 263697 5501 Washington ORMON61088GL • Wyoming ~~~~~ ~~ • .= .~ 1105 IONA ROAD • P.O. BOX 2620 IDAHO FALLS, ID 83403-2620 June 4, 2x07 City Cif Rexburg REFERENCE: BYU Idaho 8 Custom Stake Center Rexburg, Idaho Gentiemen: Gem State Fire Protection has been notified by fhYnond Builders, Inc. of their intent to award Gem State Fire Protection a contract an the above referenced project. This system to be designed per N.F.P. r~. 13. At this time Gem State Fire Protection is preparing shop drawings and will submit them to the City of Rexburg as soon as they are complete. Your VteAry/ vV ~> C_ Joe C. Mop Gem State RECEIVED ~'~ JUN 0 4 2007 a CR~(JND BUfLDERS, INC. MATERIALS ASTM D-2922 Density of Soil and PAGE#1oF1 *}Y"~ ' REVISION DATE 8/8/2007 R:\EASTERN TESTING ~ Soil-Aggregate in Place by Nuclear IDAHO\2007REPORTS\E70058c-BYU-I ~' .`. CUSTOM STAKE CENTER\RPT024MD.DOC ~~~ ~ `m INSPECTION Methods (Shallow Depth) ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections Val Christensen Phone: (208) 359-3020 City of Rexburg Building Department Fax: (208) 359-3024 PO Box 280 Other: Rexburg, ID 83440 Project: BYU-I 8 Custom Stake Center L~~ Project or PO #: 595-9995 Project Manager: Dan King ~~ Inspector: Eric Rindlisbacher Inspection Date: July 31, 2007 As requested, MTI performed density testing in accordance with current applicable standards. Required compaction is 95%. The results obtained are as follows: Test Location & Depth Wet Percent Dry Mat'l. % Pass/ Tlanci*v Mnicfi~rn Tlnncifv Tv f n Fnil *All tests taken using Backscatter method 1 Building pad, finish grade: 60' south, 15' east of northwest corner of buildin , 6" lift 123.5 4.6 118.1 A 95 Pass 2 85' south, 20' east of northwest corner, 4" lift 122.6 3.7 118.2 A 95 Pass 3 90' south, 15' west of northeast corner, 4" lift 126.6 5.0 120.6 A 97 Pass 4 40' south, 8' west of northeast corner, 4" lift 121.7 3.4 117.7 A 95 Pass 5 18' south, 40' west of northeast corner, 4" lift 128.3 7.7 119.2 A 96 Pass 6 1' north, 85' west of northeast corner, 4" lift 124.0 4.3 118.8 A 96 Pass lvletnoa of testing: B~ is Backscatter; llepth in inches is Direct Transmission Material Type: A: 124.Opcf @ 10.2% DePatco Pit -'/" minus base aggregate ASTM D-1557 Gauge Information: MTI#: 17 Make & ModeL• CPNMGI Serial #: M19123941 Standard Counts: DS: 2658 MS: 731 If there are questions concerning this report (rpt024md.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~,~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESQ; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimtiCa~mti-id.com Website: vvww.mti-id.com MATERIALS ASTM C-39 Concrete Cylinder R:EnsoTE#RNOEB//8/2007 TESTING Fr Compressive Strength IDAHO12007REPORTS\E70058C-BVU-I 'k CUSTOM STAKE CENTER\C71772.DOC M:i ,..~ INSPECTION O Environmental Services O Geotechnical Engineering O Construction Materials Testing O Special Inspections Val Christensen Phone: (208) 359-3020 City of Rexburg Building Department Fax: (208) 359-3024 PO Box 280 Other: Rexburg, ID 83440 Project: BYU-I 8 Custom Stake Center Permit #: 595-9995 Project Manager: Dan King Contractor: Ormond Inspector: Eric Rindlisbacher Supplier: Walters Ready Mix Truck #: 86 Ticket #: 09518 Mix ID: 851 # Of Yards: 4 of 29 Report #: 017rc Location: Southwest corner of stem wall MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Size of Load (cy): Weather Conditions: Cloudy Cement (]bs): Ambient Temperature (F): 45 Fly Ash (]bs): Not Concrete Temp. (ASTM C 1064) (F): 65 Water (gal): Provided Time Concrete Batched (from Ticket): 6:02am Coarse Agg. #1 (lbs): By Time Representative Concrete Placed: 7:OSam Coarse Agg. #2 (lbs): The Air Content (ASTM C 231 or C-173) (%): 2.8 Fine Agg. #1 (lbs): Redi Slump (ASTM C 143) (inches): 2'/< Fine Agg. #2 (lbs): Mix Unit Weight (ASTM C 138): ---------- Admix #1 (oz): Company Yield (ASTM C 138): ---------- Admix #2 (oz): Water Added (gals): 0 Admix #3 (oz): Set # (if any) Water/Cement Ratio: Note: Added 5 gallons after testing Sampled in accordance with ASTM C 172 C linders cast in accordance with ASTM C31 -Field / C 192 -Lab Cast Date: Jul 2, 07 S pecified PC (ps ~: 3500 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive C-617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 71772 6 12 1.00 28.27 7 Jul 9, 07 108,370 3830 shear 71773 6 12 1.00 28.27 28 Jul 30, 07 141,185 4990 COr12J5 pl It PAS S 71774 8 12 1.00 28.27 28 Jul 30, 07 144,135 5100 srlear PASS 71775 6 12 1.00 28.27 28 Jul 30 07 143 740 5080 shear PAS S tvotes: Cynnder diameter based on average for indicated test date; ASTM C-617 is a sulfur cap - ASTM C 1231 neoprene pads used unless otherwise noted. If there are questions concerning this report (c71772.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~J~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ES2; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti anmti-id.com Website: vvww.mti-id.com MATERIALS PAGE #1 OF 1 ASTM C-39 Concrete Cylinder R;~oEDATEB/8/2007 ~~ ~ TESTING Fr Compressive Strength CUSTOMOSTAKECENTER\0CU71704.DOC ..~` INSPECTION O Environmental Servioes O Geotechnical Engineering O Construction Materials Testing O Speeial Inspections Val Christensen Phone: (208) 359-3020 City of Rexburg Building Department Fax: (208) 359-3024 PO Box 280 Other: Rexburg, ID 83440 Project: BYU-I S Custom Stake Center Permit #: 595-9995 Project Manager: Dan King Contractor: Bateman Hall Inspector: Dan Baugh Supplier: Walters Ready Mix Truck #: 82 Ticket #: 09375 Mix ID: 851LDS03 # Of Yards: 11 of 30 Report #: 016rc Location: Southwest corner of the vestibule (Room #122, stem walls) MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Size of Load (cy): 11 Weather Conditions: Clear Cement (lbs): Ambient Temperature (F): 84 Fly Ash (lbs): Not Concrete Temp. (ASTM C 1064) (F): 72 Water (gal): Provided Time Concrete Batched (from Ticket): 9:53am Coarse Agg. #1 (]bs): By Time Representative Concrete Placed: 10:20am Coarse Agg. #2 (lbs): The Air Content (ASTM C 231 or C-173) (%): 3.5 Fine Agg. #1 (lbs): Redi Slump (ASTM C 143) (inches): 3 Fine Agg. #2 (lbs): Mix Unit Weight (ASTM C 138): ---------- Admix #1 (oz): Company Yield (ASTM C 138): ---------- Admix #2 (oz): Water Added (gals): 0 Admix #3 (oz): Set # (if any) Water/Cement Ratio: Sampled in accordance with ASTM C 172 C linders cast in accordance with ASTM C31 -Field / C 192 -Lab Cast Date: Jul 27, 07 S pecifled PC (psi): 3000 # of Cylinders: q Cylinder Corr. Cylinder Test Test Failure Compressive C-617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 71704 6 12 1.00 28.27 7 Jul 4, 07 119,120 4210 Carle 71705 6 12 1.00 28.27 28 Jul 25, 07 126,305 4470 shear PASS 71706 6 12 1.00 28.27 28 Jul 25, 07 145, 495 5150 code PAS S 71707 6 12 1.00 28.27 28 Ju125 07 145660 5150 shear PASS Notes. Cy poi vascu ui~ average for ma~cateo test aate; a~ t 1v1 L-617 is a sulfur cap - AS'CM C 1231 neoprene pads used unless otherwise noted. If there are questions concerning this report (c71704.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESQ; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimtiCa~mti-id.com Website: v~ww.mti-id.com ~.: . MATERIALS ASTM D-2922 Density of Soil and RE so#p°e828,2007 R:\EASTERN ~~~~ TESTING ~ Soil-Aggregate in Place by Nuclear IDAHO\2007REPORTS\E70058C-BYU-I h,,~ CUSTOM STAKE CENTER\RPT027MD.DOC ~~=~ ~ INSPECTION Methods (Shallow Depth) ^ I=nvironental Services ^ Geotechnical engineering ^ Construction f~4aterials Tasting ^ Specie[ Inspections Val Christensen Phone: (208) 359-3020 City of Rexburg Building Department Fax: (208) 359-3024 PO Box 280 Other: Rexburg, ID 83440 Project: BYU-I 8 Custom Stake Center Project or PO #: 595-9995 Project Manager: Dan King Inspectar: Troy Posio Inspection Date: August 22, 2007 As requested, MTI performed density testing in accordance with current applicable standards. Required compaction is 95%. The results obtained are as follows: Test Location & Depth Wet Percent Dry Mat'1. % Pass/ # Density Moisture Density Type Comp. Fail *All tests taken using Backscatter method At finish grade: 6' north of east approach entrance at 1 centerline of south parking lot 131.4 5.5 124.6 A 100 Pass 2 96' north of east approach entrance, 21' west of centerline 125.4 4.2 120.3 A 97 Pass 3 186' north of east approach entrance, 12' east of centerline 133.3 5.6 126.2 A 100 Pass 4 206' north of east approach entrance at centerline 132.9 6.1 125.3 A 100 Pass 5 281' north of east approach entrance, 24' west of centerline 128.6 3.9 123.7 A 100 Pass 6 30' west and 42' south of northeast corner 137.0 7.0 128.0 A 100 Pass 7 78' west and 90' south of northeast corner 130.6 5.4 123.8 A 100 Pass 8 153' west and 12' south of northeast corner 131.7 5.7 124.6 A 100 Pass 9 243' west and 123' south northeast corner 126.5 4.7 120.9 A 98 Pass 10 30' south and 9' east of northwest corner 133.1 6.8 124.6 A 100 Pass 11 90' south and 54' east of northwest corner 134.8 7.1 125.9 A 100 Pass 12 150' south and 24' east of northwest corner 126.8 5.8 119.9 A 97 Pass 13 183' south and 114' east of northwest corner 131.8 6.7 123.5 A 100 Pass 14 273' south and 75' east of northwest corner 132.1 7.0 123.5 A 100 Pass 15 336' south and 38' east of northwest corner 135.8 5.5 128.7 A 100 Pass 16 426' south and 108' east of northwest corner 128.4 4.5 122.9 A 99 Pass 17 456' south and 108' east of northwest corner 136.3 8.0 126.1 A 100 Pass 18 516' south and 123' east of northwest corner 126.5 5.1 120.4 A 97 Pass Method of testing: BS is Backscatter; Depth in inches is Direct Transmission Mater ial Type: A: 106.2pcf @ 10.2% Depatco Pit - 3/" minus base aggregate ASTM D-1557 Gauge Information: __ MTI#: 3 Make & Model: Troxler3411 Serial #:''T5058 ;Standard Counts: DS: 1784 MS: 690 If there are questions concerning this report (rpt027md.doc), please contact the Project Manager listed above. 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimtiCc~mti-id.com Website: www.mti-id.com MATERIALS ASTM D-2922 Density of Soil and REVSON~DOE8/26/2007 R:\EASTERN ~,;~. TESTING ~ Soil-Aggregate in Place by Nuclear IDAHO\2007REPORTS\E70058c-BYU-I T CUSTOM STAKE CENTER\RPT027MD.DOC INSPECTION Methods (Shallow Depth) ^ Envirc~nmsnta! Services ^ Geotechnicai Engineering ^ Construction f~laterials Testing ^ Speciai ins~aections Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~J~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ES2; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti(a~mti-id.com Website: vvww.mti-id.com MATERIALS ASTM C-39 Concrete Cylinder RESS#NOE8126/2007 TESTING Fr Compressive Strength IDAHO\2007REPORTS\E70058C-BYU-I CUSTOM STAKE CENTER\C72345.DOC ' INSPECTION O Environmental Services O Geotechnical Engineering O Construction Materials Testing O Special Inspections Val Christensen Phone: (208) 359-3020 City of Rexburg Building Department Fax: (208) 359-3024 PO Box 280 Other: Rexburg, ID 83440 Project: BYU-I 8 Custom Stake Center Permit #: 595-9995 Project Manager: Dan King Contractor: Ormond Inspector: Dan Baugh Supplier: Walters Ready Mix Truck #: 97 Ticket #: 03153 Mix ID: 851LDS03 # Of Yards: 77 of 99 Report #: 026rc Location: Northwest corner of chapel room #205 floor slab MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Size of Load: 11 Weather Conditions: Clear Cement (]bs): Ambient Temperature (F): 55 Fly Ash (]bs): Not Concrete Temp. (ASTM C 1064) (F): 73 Water (gal): Provided Time Concrete Batched (from Ticket): 7:42am Coarse Agg. #1 (]bs): By Time Representative Concrete Placed: 7:SSam Coarse Agg. #2 (lbs): The Air Content (ASTM C 231 or C-173) (%): 2.2 Fine Agg. #1 (lbs): Redi Slump (ASTM C 143) (inches): 4'h Fine Agg. #2 (]bs): Mix Unit Weight (ASTM C 138): ---------- Admix #1 (oz): Company Yield (ASTM C 138): ---------- Admix #2 (oz): Water Added (gals): 5 Admix #3 (oz): Set # (if any) 2 of 2 Water/Cement Ratio: Sampled in accordance with ASTM C 172 C lindens cast in accordance with ASTM C31 -Field / C 192 -Lab Cast Date: Aug 16, 07 SpeClfled f'C (ps7: 3000 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive C-617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 72345 6 12 1.00 28.27 7 Aug 23, 07 120,900 4280 shear 72346 6 12 1.00 28.27 28 72347 6 12 1.00 28.27 28 72348 6 12 1.00 28.27 H Notes: Cylinder diameter based on average for indicated test date; ASTM C-617 is a sulfur cap - ASTM C 1231 neoprene pads used unless otherwise noted. If there are questions concerning this report (c72345.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~,~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESQ; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti(a)mti-id.com Website: vuww.mti-id.com ,~,~ MATERIALS ASTM C-39 Concrete Cylinder R:\EAST#ERNOE8//26/2007 TESTING Fr Compressive Strength IDAHO\2007REPORTS\E70058c-BYU-I :3~. CUSTOM STAKE CENTER\C72341.DOC ~~~~ ~ INSPECTION O Environmental Services O Geotechnical Engineering O Construction tylateriais Testing O Special Inspections Val Christensen City of Rexburg Building Department PO Box 280 Rexburg, ID 83440 Phone: (208) 359-3020 Fax: (208) 359-3024 Other: Project: BYU-I 8 Custom Stake Center Permit #: 595-9995 Project Manager: Dan King Contractor: Ormond Inspector: Dan Baugh Supplier: Walters Ready Mix Truck #: 97 Ticket #: 03143 Mix ID: 851LDS03 # Of Yards: 33 of 99 Report #: 026rc Location: Southeast corner of high council room #104, floor slab MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Size of Load: 11 Weather Conditions: Clear Cement (lbs): Ambient Temperature (F): 53 Fly Ash (lbs): Not Concrete Temp. (ASTM C 1064) (F): 73 Water (gal): Provided Time Concrete Batched (from Ticket): 6:42am Coarse Agg. #1 (]bs): By Time Representative Concrete Placed: 6:SSam Coarse Agg. #2 (]bs): The Air Content (ASTM C 231 or C-173) (%): 4.0 Fine Agg. #1 (lbs): Redi Slump (ASTM C 143) (inches): 4'/z Fine Agg. #2 (]bs): Mix Unit Weight (ASTM C 138): ---------- Admix #1 (oz): Company Yield (ASTM C 138): ---------- Admix #2 (oz): Water Added (gals): 0 Admix #3 (oz): Set # (if any) 1 of 2 Water/Cement Ratio: Sampled in accordance with ASTM C 172 Cylinders cast in accordance with ASTM C31 -Field / C 192 -Lab Cast Date: Aug 16, 07 Specified f'C (psi): 3000 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive G617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 72341 6 12 1.00 28.27 7 Aug 23, 07 111,185 3930 shear 72342 6 12 1.00 28.27 28 72343 6 12 1.00 28.27 28 72344 6 12 1.00 28.27 H Notes: Cylinder diameter based on average for indicated test date; ASTM C-617 is a sulfur cap - ASTM C 1231 neoprene pads used unless otherwise noted. If there are questions concerning this report (c72341.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~~,~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ES2; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimtiCa)mti-id.com Website: v~ww.mti-id.com REVISION DATE 8/2312007 "~ MATERIALS ASTM C-39 Concrete Cylinder PAGE#10F1 R:\EASTERN TESTING Fr Compressive Strength IDAHO\2007REPORTS\E70058C-BYU-I ~~ CUSTOM STAKE CENTER\C72306.DOC <^`W,,l"z~"~ INSPECTION O Enviranrnental Services O Geotechnical Engineering O Construction Materials Testing O Special Inspections Val Christensen City of Rexburg Building Department PO Box 280 Rexburg, ID 83440 Phone: (208) 359-3020 Fax: (208) 359-3024 Other: Project: BYU-I 8 Custom Stake Center Permit #: 595-9995 Project Manager: Dan King Contractor: Bateman Hall Inspector: Eric Rindlisbacher Supplier: Walters Ready Mix Truck #: 87 Ticket #: 02921 Mix ID: 851 LDS03 Type I # Of Yards: 18 of 77 Report #: 025co Location: Interior slab on grade, 200' south and 50' west of northeast corner of slab MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Size of Load: 11 Weather Conditions: Clear Cement (]bs): 5960 Ambient Temperature (F): 70 Fly Ash (lbs): ---------- Concrete Temp. (ASTM C 1064) (F): 71 Water (gal): 1726.38 Time Concrete Batched (from Ticket): 6:23am Coarse Agg. # 1 (lbs): 34940 Time Representative Concrete Placed: 7:OOam Coarse Agg. #2 (lbs): ---------- Air Content (ASTM C 231 or C-173) (%): 4.5 Fine Agg. #1 (lbs): 15300 Slump (ASTM C 143) (inches): 6 Fine Agg. #2 (]bs): ---------- Unit Weight (ASTM C 138): ---------- Admix #1 (oz): MB 90- 19 Yield (ASTM C 138): ---------- Admix #2 (oz): POZ322N - 182 Water Added (gals): 0 Admix #3 (oz): ---------- Set # (if any) 1 of 2 Water/Cement Ratio: ---------- Sampled in accordance with ASTM C 172 C linders cast in accordance with ASTM C31-Field / C 192 -Lab Cast Date: Aug 13, 07 Specified f'c (psi): 3000 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive C-617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 72306 6 12 1.00 28.27 7 Aug 20, 07 119,920 4240 cone/shear 72307 6 12 1.00 28.27 28 72308 6 12 1.00 28.27 28 72309 6 12 1.00 28.27 H Notes: Cylinder diameter based on average for indicated test date; ASTM C-617 is a sulfur cap - ASTM C 1231 neoprene pads used unless otherwise noted. If there are questions concerning this report (c72306.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ES2; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti al~mti-id.com Website: www.mti-id.com ,~~-~ MATERIALS ASTM C-39 Concrete Cylinder R ESON#DNO7E8123/2007 TESTING Fr Compressive Strength IDAHO\2007REPORTS\E70058C-BYU-I CUSTOM STAKE CENTER\C72310.DOC INSPECTION O Environmental Services O Geotechnical Engineering O Construction Eylaterials Testing O Special Inspections Val Christensen Phone: (208) 359-3020 City of Rexburg Building Department Fax: (208) 359-3024 PO BOX 280 Other: Rexburg,ID 83440 Project: BYU-I 8 Custom Stake Center Permit #: 595-9995 Project Manager: Dan King Contractor: Bateman Hall Inspector: Eric Rindlisbacher Supplier: Walters Ready Mix Truck #: 87 Ticket #: 02931 Mix ID: 851 # Of Yards: 60 of 77 Report #: 025co Location: Interior slab on grade, 200' south and 100' west of northeast corner of slab MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Size of Load: 11 Weather Conditions: Clear Cement (lbs): 6030 Ambient Temperature (F): 75 Fly Ash (lbs): ---------- Concrete Temp. (ASTM C 1064) (F): 73 Water (gal): 1918.19 Time Concrete Batched (from Ticket): 7:27am Coarse Agg. #1 (lbs): 34700 Time Representative Concrete Placed: 7:SOam Coarse Agg. #2 (Ibs): ---------- Air Content (ASTM C 231 or C-173) (%): 4.0 Fine Agg. #l (lbs): 15320 Slump (ASTM C 143) (inches): 4% Fine Agg. #2 (Ibs): ---------- Unit Weight (ASTM C 138): ---------- Admix #1 (oz): MB 90 - 19 Yield (ASTM C 138): ---------- Admix #2 (oz): POZ322N -182 Water Added (gals): 0 Admix #3 (oz): ---------- Set # (if any) 2 of 2 Water/Cement Ratio: ---------- Sampled in accordance with ASTM C 172 Cylinders cast in accordance with ASTM C31 -Field / C 192 -Lab Cast Date: Aug 13, 07 Specified f'c (psi): 3000 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive C-617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 72310 6 12 1.00 28.27 7 Aug 20, 07 129,475 4580 shear 72311 6 12 1.00 28.27 28 72312 6 12 1.00 28.27 28 72313 6 12 1.00 28.27 H Notes: Cylinder diameter based on average for indicated test date; ASTM C-617 is a sulfur cap - ASTM C 1231 neoprene pads used unless otherwise noted. If there are questions concerning this report (c72310.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~~,~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESQ; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti(c~mti-id.com Website: vvww.mti-id.com c- REVISION DATE 9/7 512 0 0 7 ~~.-- MATERIALS ASTM C-39 Concrete Cylinder PAGE#10F1 R:\EASTERN "~ Compressive Strength IDAHO\2007REPORTS\E70058C-BYU-I ~,f' ~ TESTING GT CUSTOM STAKE CENTER\C72345.DOC ~~ ~' INSPECTION O Environmental Services O Geotechnical Engineering O Construction Materials Testing O Special Inspections Val Christensen City of Rexburg Building Department PO Box 280 Rexburg, ID 83440 Phone: (208) 359-3020 Fax: (208) 359-3024 Other: Project: BYU-I 8 Custom Stake Center Permit #: 595-9995 Project Manager: Dan King Contractor: Ormond Inspector: Dan Baugh Supplier: Walters Ready Mix Truck #: 97 Ticket #: 03153 Mix ID: 851LDS03 # Of Yards: 77 of 99 Report #: 026rc Location: Northwest corner of chapel room #205 floor slab MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Size of Load: 11 Weather Conditions: Clear Cement (lbs): Ambient Temperature (F): 55 Fly Ash (Ibs): Not Concrete Temp. (ASTM C 1064) (F): 73 Water (gal): Provided Time Concrete Batched (from Ticket): 7:42am Coarse Agg. #I (]bs): By Time Representative Concrete Placed: 7:SSam Coarse Agg. #2 (lbs): The Air Content (ASTM C 231 or C-173) (%): 2.2 Fine Agg. #1 (lbs): Redi Slump (ASTM C 143) (inches): 4'/z Fine Agg. #2 (lbs): Mix Unit Weight (ASTM C 138): ---------- Admix #1 (oz): Company Yield (ASTM C 138): ---------- Admix #2 (oz): Water Added (gals): 5 Admix #3 (oz): Set # (if any) 2 of 2 Water/Cement Ratio: Sampled in accordance with ASTM C 172 Cylinders cast in accordance with ASTM C31 -Field / C 192 -Lab Cast Date: Aug 16, 07 Specified f'c (psi): 3000 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive C-617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 72345 6 12 1.00 28.27 7 Aug 23, 07 120,900 4280 shear 72346 6 12 1.00 28.27 28 Sep 13, 07 152,880 5410 shear PASS 72347 6 12 1.00 28.27 28 Sep 13, 07 166,635 5890 shear PASS 72348 6 12 1.00 28.27 28 Sep 13, 07 153,195 5420 shear PASS Notes: Cylinder diameter based on average for indicated test date; ASTM C-617 is a sulfur cap - ASTM C 1231 neoprene pads used unless otherwise noted. If there are questions concerning this report (c72345.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~,~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ES2; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti(a)mti-id.com Website: v~ww.mti-id.com REVISION DATE 917 512 0 0 7 ~~--- MATERIALS ASTM C-39 Concrete Cylinder PAGE#10F1 sr3 i R:\EASTERN TESTING ~ Compressive Strength IDAHO\2007REPORTS\E70058c-BYU-I CUSTOM STAKE CENTER\C72341.DOC r= ~ INSPECTION O Enviranmental Services O Geotechnical Engineering O Construction tVatarials Testing O Special Inspections Val Christensen Phone: (208) 359-3020 City of Rexburg Building Department Fax: (208) 359-3024 PO BOX 280 Other: Rexburg,ID 83440 Project: BYU-I 8 Custom Stake Center Permit #: 595-9995 Project Manager: Dan King Contractor: Ormond Inspector: Dan Baugh Supplier: Walters Ready Mix Truck #: 97 Ticket #: 03143 Mix ID: 851LDS03 # Of Yards: 33 of 99 Report #: 026rc Location: Southeast corner of high council room #104, floor slab MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Size of Load: 11 Weather Conditions: Clear Cement (lbs): Ambient Temperature (F): 53 Fly Ash (lbs): Not Concrete Temp. (ASTM C 1064) (F): 73 Water (gal): Provided Time Concrete Batched (from Ticket): 6:42am Coarse Agg. #I (lbs): By Time Representative Concrete Placed: 6:SSam Coarse Agg. #2 (lbs): The Air Content (ASTM C 231 or C-173) (%): 4.0 Fine Agg. #] (lbs): Redi Slump (ASTM C 143) (inches): 4'/z Fine Agg. #2 (lbs): Mix Unit Weight (ASTM C 138): ---------- Admix #1 (oz): Company Yield (ASTM C 138): ---------- Admix #2 (oz): Water Added (gals): 0 Admix #3 (oz): Set # (if any) 1 of 2 Water/Cement Ratio: Sampled in accordance with ASTM C 172 Cylinders cast in accordance with ASTM C31 -Field / C 192 -Lab Cast Date: Aug 16, 07 SpeCifled f'C (ps7: 3000 # of Cylinders: 4 Cylinder Con-. Cylinder Test Test Failure Compressive C-617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 72341 6 12 1.00 28.27 7 Aug 23, 07 111,185 3930 shear 72342 6 12 1.00 28.27 28 Sep 13, 07 151,100 5340 shear PASS 72343 6 12 1.00 28.27 28 Sep 13, 07 155,420 5500 shear PASS 72344 6 12 1.00 28.27 28 Sep 13, 07 147,505 5220 cone/split PASS Notes: Cylinder diameter based on average for indicated test date; ASTM C-617 is a sulfur cap - ASTM C 1231 neoprene pads used unless otuerw~se noted. If there are questions concerning this report (c7234Ldoc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~./,~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESZ; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti(c~mti-id.com Website: v~ww.mti-id.com REVISION DATE 9/1 912 0 0 7 MATERIALS ASTM C-39 Concrete Cylinder PAGE#10F1 R:\EASTERN TESTING Fr Compressive Strength IDAHO\2007REPORTS\E70058C-BYU-I ~ CUSTOM STAKE CENTER\C72306.DOC ~~'~ INSPECTION O Environmental Services O Geotechnical Engineering O Constructian Materials Testin0 O Special Inspections Val Christensen Phone: (208) 359-3020 City of Rexburg Building Department Fax: (208) 359-3024 PO Box 280 Other: Rexburg, ID 83440 Project: BYU-I 8 Custom Stake Center Permit #: 595-9995 Project Manager: Dan King Contractor: Bateman Hall Inspector: Eric Rindlisbacher Supplier: Walters Ready Mix Truck #: 87 Ticket #: 02921 Mix ID: 851 LDS03 Type I # Of Yards: 18 of 77 Report #: 025co Location: Interior slab on grade, 200' south and 50' west of northeast corner of slab MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Size of Load: 11 Weather Conditions: Clear Cement (lbs): 5960 Ambient Temperature (F): 70 Fly Ash (lbs): ---------- Concrete Temp. (ASTM C 1064) (F): 71 Water (gal): 1726.38 Time Concrete Batched (from Ticket): 6:23am Coarse Agg. #1 (Ibs): 34940 Time Representative Concrete Placed: 7:OOam Coarse Agg. #2 (lbs): ---------- Air Content (ASTM C 231 or C-173) (%): 4.5 Fine Agg. #1 (lbs): 15300 Slump (ASTM C 143) (inches): 6 Fine Agg. #2 (]bs): ---------- Unit Weight (ASTM C 138): ---------- Admix #1 (oz): MB 90- 19 Yield (ASTM C ]38): ---------- Admix #2 (oz): POZ322N -182 Water Added (gals): 0 Admix #3 (oz): ---------- Set # (if any) 1 of 2 Water/Cement Ratio: ---------- Sampled in accordance with ASTM C 172 Cylinders cast in accordance with ASTM C31-Field / C 192 -Lab Cast Date: Aug 13, 07 Specified f'c (psi): 3000 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive C-617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 72306 6 12 1.00 28.27 7 Aug 20, 07 119,920 4240 cone/shear 72307 6 12 1.00 28.27 28 Sep 10, 07 157,450 5570 shear PASS 72308 6 12 1.00 28.27 28 Sep 10, 07 147,535 5220 shear PASS 72309 6 12 1.00 28.27 28 Sep 10, 07 151,905 5370 shear PASS Notes: Cylinder diameter based on average for indicated test date; ASTM C-617 is a sulfur cap - ASTM C 1231 neoprene pads used unless otherwise noted. If there are questions concerning this report (c72306.doc), please contact the Project Manager listed above. Respectfully submitted, MA/TERI~iALS TESTING & INSPECTION INC. ~/,~`' Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESQ; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti(a~mti-id.com Website: www.mti-id.com '"?~~~ MATERIALS ASTM C-39 Concrete Cylinder R EIASO#DNOE9179@007 "~~ TESTING Fr Compressive Strength CUSTOOMOSTAKECENTEE\002310.DOC INSPECTION O Environmental Senrires O Geatschnical Engineering O Canstruction Materials Testing O Special Inspectians Val Christensen Phone: (208) 359-3020 City of Rexburg Building Department Fax: (208) 359-3024 PO Box 280 Other: Rexburg,ID 83440 Project: BYU-I 8 Custom Stake Center Permit #: 595-9995 Project Manager: Dan King _ Contractor: Bateman Hall Inspector: Eric Rindlisbacher Supplier: Walters Ready Mix Truck #: 87 Ticket #: 02931 Mix ID: 851 # Of Yards: 60 of 77 Report #: 025co Location: Interior slab on grade, 200' south and 100' west of northeast corner of slab MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Size of Load: 11 Weather Conditions: Clear Cement (lbs): 6030 Ambient Temperature (F): 75 Fly Ash (lbs): ---------- Concrete Temp. (ASTM C 1064) (F): 73 Water (gal): 19] 8.19 Time Concrete Batched (from Ticket): 7:27am Coarse Agg. #1 (Ibs): 34700 Time Representative Concrete Placed: 7:SOam Coarse Agg. #2 (lbs): ---------- Air Content (ASTM C 231 or C-173) (%): 4.0 Fine Agg. #1 (]bs): 15320 Slump (ASTM C 143) (inches): 4'/z Fine Agg. #2 (lbs): ---------- Unit Weight (ASTM C 138): ---------- Admix #1 (oz): MB 90 - 19 Yield (ASTM C 138): ---------- Admix #2 (oz): POZ322N - 182 Water Added (gals): 0 Admix #3 (oz): ---------- Set # (if any) 2 of 2 Water/Cement Ratio: ---------- Sampled in accordance with ASTM C 172 Cylinders cast in accordance with ASTM C31 -Field / C 192 -Lab Cast Date: Aug 13, 07 Specified f'c (psi): 3000 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive C-617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 72310 6 12 1.00 28.27 7 Aug 20, 07 129,475 4580 shear 72311 6 12 1.00 28.27 28 Sep 10, 07 167,620 5930 cone/split PASS 72312 6 12 1.00 28.27 28 Sep 10, 07 166,275 5880 cone PASS 72313 6 12 1.00 28.27 28 Sep 10, 07 166,020 5870 shear PASS Notes: Cylinder diameter based on average for indicated test date; ASTM C-617 is a sulfur cap - ASTM C 1231 neoprene pads used unless otherwise noted. If there are questions concerning this report (c72310.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~,~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESQ; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti(a~mti-id.com Website: www.mti-id.com MATERIALS ~ / ~ 3 PAGE #1 OF 1 VISION DATE 12/4/2007 R , ~ .r `-( E ~ + { '~ TESTS ~~ ~ ° R:\EASTERN tDArlo\2007RERORTSIE7DO58c -BYU-I M ~4. CUSTOM STAKE CENTER\CORE TO ~ ' ~~E~T'O GAUGE CORRELATION 2349-S.DOC ~;~ ,V IV ^ ~r3Vll'C?nCTt~rlt~~ ~~rVICeS ^ C-e2C1teC~tr31C~~ `crl~lrte~rlll~ ^ ~C`IIStrUCtlOrl Mr1teE"18~S TtStInC~ ^ ~~~CI~~ Ir1S~5eCtIOt1S Val Christensen Phone: (208) 359-3020 City of Rexburg Building Deparhnent Fax: (208) 359-3024 PO Box 280 Q,~ Other: Rexburg, ID 83440 b Project: BYU-I Custom Stake Center Project Manager: Dan King Inspector: Josh Clark Inspection Date: August 27, 2007 Source and Descri tion: HK Teton Pit, 1/2" commercial Sam le ID: 2349-5 Test Standard: Mix Verification Values: ASTM D 2041: X Unit Weight: 135.7 As>nhalt Core Density .Location Core Dry SSD Wt. Core Core Unit Core % Core # Wt. Wt. in Bulk S.G. Weight Compaction Thickness (g) (g) H2O A / (B-C) (lbs/ft 3 ) O 180'S. 5'E. ofNW parking lot 1 1248.0 1293.8 688.5 2.121 132.4 98 3.13 corner 120'N. 5'E. of SW parking lot 5 1241.4 1247.9 661.0 2.l 15 132.0 97 3.02 corner 210'W. 3'S. of NE parking lot 6 1317.2 1323.4 704.8 2.129 132.9 98 3.19 corner 45'E. 3'S. ofNW parking lot 9 1185.6 1189.2 638.1 2.151 134.2 99 2.88 corner 180'S. 2'W. of NE parking lot 10 1466.5 1471.6 790.4 2.153 134.3 99 3.53 corner 70'N. 5' W. of SE parking lot 13 1541.0 1547.0 823.1 2.129 132.8 98 3.83 corner Note: Core to gauge correlation is 1.21bs. If there are questions concerning this report (Core to Gauge Cori°elation 2349-5~, please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. -` r'' ~ °'~ ~~ Reviewed by: Troy A. Posio Eastern Idaho Assistant Manager 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti(a)mti-id.com Website: wuvw.mti-id.com MATERIALS TESTING ~ ;,~.:~s~ INSPECTION PAGE #1 OF 1 REVISION DnrE 811512007 R:\EASTERN IDAHO\2007REPORTS\E70058C-BYU-I CUSTOM STAKE CENTER\RPT025CO.DOC ^ Environmental Sereices ^ Geotechnical Engineering ^ Construction Materials Tasting ^ Special inspections Val Christensen Phone: (208) 359-3020 City of Rexburg Building Department Fax: (2os) 359-3024 PO Box 280 Other: Rexburg, ID 83440 (Q - ~ ~j, j Project: BYU-I 8 Custom Stake Center Project or PO #: 595-9995 Project Manager: Dan King Inspector: Eric Rindlisbacher Inspection Date: August 13, 2007 CONCRETE INSPECTION REPORT On the above date, our representative performed work on the referenced project as reported below. Monitored one load arriving at the jobsite for correct mix. Performed two air entrainment tests and two slump tests. Observed placement and consolidation of 77 cubic yards of Walters Concrete mix #851 placed at interior slab on grade, 75' south to 175' south, and 40' east to 130' east of northwest corner of slab, and cast two sets of four cylinders. Cylinders: #72306-#72309, #72310-#72313 Work inspected was in compliance with project plans and specifications. If there are questions concerning this report (rpt025co.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~J~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESz; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti[7a.mti-id.com Website: www.mti-id.com > .< MATERIALS ASTM D-2922 Density of Soil and REVSON~DOE7//10/2007 "~ R:\EASTERN ~: ,~ TESTING Fr Soil-Aggregate in Place by Nuclear IDAHO\2007REPORTS\E70058c-BYU-I CUSTOM STAKE CENTER\RPTOIBMD.DOC ~~~~~ INSPECTION Methods (Shallow Depth) ^ Environmental Services ^ Geatechnicak Engineering ^ Construction rv~aterials Testing ^ Specie( inspections Val Christensen Phone: (208) 359-3020 City of Rexburg Building Department Fax: (208) 359-3024 (~V J~ PO Box 280 Other: ~ J Rexburg, ID 83440 Project: BYU-I 8 Custom Stake Center Project or PO #: 595-9995 Project Manager: Dan King Inspector: Eric Rindlisbacher Inspection Date: July 5, 2007 As requested, MTI performed density testing in accordance with current applicable standards. Required compaction is 95%. The results obtained are as follows: Test Location & Depth Wet Percent Dry Mat'l. % Pass/ # Density Moisture Density Type Comp. Fail *All tests taken using Backscatter method 1 Building pad, in center of pad, 6" lift, 2' below finish floor 131.2 5.0 124.5 A 96 Pass 2 Building pad, 100' north and 50' west of southeast corner of footings, 6" lift, 2%z' below finish floor 132.9 6.9 124.4 A 96 Pass 3 Building pad, 50' east of control pad, 6" lift, 1' below finish floor 127 8 3.3 123.7, A 95 Pass 4 Building pad, 60' south and 40' west of northeast corner of footing, 6" lift, 2' below finish floor 133.3 6.1 125.6 A 97 Pass Method of testing: BS is Backscatter; Depth in inches is Direct Transmission Material Type: A: 129.7pcf @, 6.5% DePatco Pit - DePatco pit run ASTM D-1557 Gauge lnformation: MTI# :.~0 Make & Model: Troxler3411 ;Serial #:'17582 Standard Counts: DS: 2105 MS. 640 If there are questions concerning this report (rpt018md.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~,~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESQ; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti(a)mti-id.com Website: www.mti-id.com .. T MATERIALS ASTM D-2922 Density of Soil and REV50#D OE7//10/2007 R:\EASTERN - TESTING Fr Soil-Aggregate in Place by Nuclear IDAHO\2007REPDRTS\E70058C-BYU-I :_ CUSTOM STAKE CENTER\RPT019MD.DOC ~~~_.~~ ' INSPECTION Methods (Shallow Depth) ^ Enuironmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections Val Christensen Phone: (208) 359-3020 City of Rexburg Building Department Fax: (208) 359-3024 PO Box 280 Other: Rexburg, ID 83440 Project: BYU-I 8 Custom Stake Center Project or PO #: 595-9995 Project Manager: Dan King Inspector: Dan Baugh Inspection Date: July 6, 2007 As requested, MTI performed density testing in accordance with current applicable standards. Required compaction is 95%. The results obtained are as follows: Test Location & Depth Wet Percent Dry Mat'1. % Pass/ # Density Moisture Density Type Comp. Fail *All tests taken using Direct Transmission method at 8" 1 115' north of south wall of building, inside building, 16" 140.3 5.7 below top of floor, 45' east of west side 132.7 A 100 Pass 2 20' east of west wall, 25' north of test #1, 16" below top of 134.8 6.2 floor 126.9 A 98 Pass 3 40' north of test #2, 20' east of west wall, 16" below top of 129.3 2.8 floor 125.8 A 97 Pass 4 25' south of north wall, 30' east of west wall, 16" below 125.5 2.4 top of finish floor 122.6 A 95 Pass Method of testing: BS is Backscatter; Depth in inches is Direct Transmission Material Type: A: 129.7pcf @ 6.5% Depatco Pit -pit run/poorly graded gravel with sand Gauge Information: MTI #: 19 Make 8i Model: Traxler 3411 Serial #: 9857 Standard Counts DS 2011 MS: 478 If there are questions concerning this report (rpt019md.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~,~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESZ; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimtina.mti-id.com Website: www.mti-id.com MATERIAI.s ASTM C-39 Concrete CYtinder R vso#DOe3~2007 r R:\EASTERN TESTING ~' Compressive Strength M oSONMEMHOSPE P~C70283.DOC ~~~ ~ ~~'! INSPECTION ^ Environmental Services ^ Geotectlnical Engineering ^ Canstruction Materials Testing ^ Special Inspections Val Christensen City of Rexburg Building Department PO Box 280 Rexburg, ID 83440 Phone: (208) 359-3020 Fax: (208) 359-3024 Other: Project: Madison Memorial Hospital Expansion, Rexburg Permit #: 06-00184 Project Manager: Dan King Contractor: Okland Inspector: Derrick Fontes Supplier: Walters Ready Mix Truck #: 33 Ticket #: 07585 Mix ID: 111 # Of Yards: 10 of 30 Report #: 099rc Location: Footing on row A at gridline 2.6 MIX PROPORTIONS PROVIDED BY SUPPLIER: TEST PROPERTIES & CONDITIONS: Size of Load (cy): 10 Weather Conditions: Clear Cement (lbs): 5710 Ambient Temperature (F): 38 Fly Ash (lbs): ---------- Concrete Temp. (ASTM C 1064) (F): 62 Water (gal): 1535 Time Concrete Batched (from Ticket): 12:14pm Coarse Agg. #1 (Ibs): 30410 Time Representative Concrete Placed: 12:42pm Coarse Agg. #2 (lbs): ---------- Air Content (ASTM C 231 or C-173) (%): 3.6 Fine Agg. #1 (lbs): 13030 Slump (ASTM C 143) (inches): 3 Fine Agg. #2 (lbs): ---------- Unit Weight (ASTM C 138): ---------- Admix #1 (oz): MBAE-90 - 23 Yield (ASTM C 138): ---------- Admix #2 (oz): NC-534 - 460 Water Added (gals): 0 Admix #3 (oz): Poz -175 Set # (if any) Admix #4 (oz): P-997-0/'Trim - 5.0 Water/Cement Ratio: Sampled in accordance with ASTM C 172 C tinders cast in accordance with ASTM C31 -Field / C 192 -Lab Cast Date: Feb 16, 07 Specified f'c (psi): 3000 # of Cylinders: 4 Cylinder Corr. Cylinder Test Test Failure Compressive C-617 Fracture ID Diam. Height Factor Area Age Date Load Strength Cap Type Compliance 70283 6 12 1.00 28.27 7 Feb 23, 07 101,427 3590 shear 70284 6 12 1.00 28.27 28 Mar 16, 07 127,065 4490 shear PASS 70285 6 12 1.00 28.27 28 Mar 16, 07 132,130 4670 cone/shear PASS 70286 6 12 1.00 28.27 28 Mar 16, 07 133,345 4720 cone/shear PASS Notes: Cylinder diameter based on average for indicated test date; ASTM C-617 is a sulfur cap - ASTM C 1231 neoprene pads used unless otherwise noted. If there are questions concerning this report (c70283), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~,~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Mark Harrison, Madison Memorial Hospital; Mike Buehner, Reaveley Engineers; Jon Erdmann, Architectural Nexus, Inc.; Okland Construction; Val Christensen, City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimtiCa)mti-id.com Website: vvww.mti-id.com ~,- ~s3 MATERIALS ASTM D-2922 Density of Soil and REVSO~DAOTE617 512 00 7 ~~ R:\EASTERN ~"" TESTING Fr Soil-Aggregate in Place by Nuclear ~DAHO\2007REPORTS\E70058c-BYU-I ;. ^ CUSTOM STAKE CENTER\RPTOO5MD.DOC >;~ ~ INSPECTION Methods (Shallow Depth) ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections Val Christensen Phone: (208) 359-3020 City of Rexburg Building Department Fax: (208) 359-3024 PO Box 280 Other: Rexburg, ID 83440 Project: BYU-I 8 Custom Stake Center Project or PO #: 595-9995 Project Manager: Dan King Inspector: Justin Larson Inspection Date: June 13, 2007 As requested, MTI performed density testing in accordance with current applicable standards. Required compaction is 95%. The results obtained are as follows: Test Location & Depth Wet Percent Dry Mat'1. % Pass/ # Density Moisture Density Type Comp. Fail *All tests taken using Direct Transmission method at 6" 1 66' east and 15' north of Station #lOSB, at footing 134.4 5.9 126.9 A 98 Pass 2 75' east and 20' north of Station #104B, at footing 136.1 5.5 129.0 A 99 Pass 3 27' south of Station #108C, at footing 135.9 5.4 129.6 A 99 Pass 4 33' south of northeast building corner, at footing 131.7 3.4 127.3 A 98 Pass 5 30' west and 3' south of Station #106D, at footing 129.5 2.7 126.1 A 97 Pass 6 38' west and 12' north of Station #107D, at footing 128.8 3.2 124.8 A 96 Pass 7 38' west and 12' north of Station #89D, at footing 130.4 3.6 125.9 A 97 Pass 8 100' east and 20' south of Station #88B, at footing 134.3 5.8 126.9 A 98 Pass Method of testing: BS is Backscatter; Depth in inches i s Direct Tra nsmission Mater ial Type: A: 129.7pcf @ 6.5% Depatco Pit - pit run ASTM D-1557 Gauge Information: MTI #: 17 Make & Model CPN MC-1 Serial #: M19123941 Standard Counts: DS 2599 MS: 714 If there are questions concerning this report (rpt005md.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~,~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESZ; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti(a~mti-id.com Website: www.mti-id.com MATERIALS ASTM D-2922 Density of Soil and RE so#p°ES,S,zoo~ R:\EASTERN TESTING Fr Soil-Aggregate in Place by Nuclear IDAHO\2007REPORTS\E70058c-BYU-I ~~ ~ ~ CUSTOM STAKE CENTER\RPT004MD.DOC ~"`` »r INSPECTION Methods (Shallow Depth) ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materiels Testing ^ Special Inspections Val Christensen Phone: (208) 359-3020 City of Rexburg Building Department Fax: (208) 359-3024 PO BOX 280 Other: Rexburg, ID 83440 Project: BYU-I 8 Custom Stake Center Project or PO #: 595-9995 Project Manager: Dan King Inspector: Dan Baugh Inspection Date: June 13, 2007 As requested, MTI performed density testing in accordance with current applicable standards. Required compaction is 95%. The results obtained are as follows: Test Location & Depth Wet Percent Dry Mat'1. % Pass/ # Density Moisture Density Type Comp. Fail *All tests taken using Direct Transmission method at 8" 1 40' north of south side, 40' east of west side, 4' below 140.3 7.6 130.3 A 100 Pass finish floor 2 60' north of last test, 30' east of west side, 4' below finish 130.0 5.2 123.5 A 95 Pass floor 3 70' north of last test, 25' east of west side, 4' below finish 135.2 4.0 129.9 A 100 Pass floor 4 70' north of last test, 30' east of west side, 4' below finish 134.7 7.2 125.6 A 97 Pass floor 5 50' south of north side, 65' west of east side, 4' below 133.4 5.8 126.1 A 97 Pass finish grade 6 60' south of last test, 75' west of east side, 4' below finish 134.3 7.1 125.3 A 97 Pass grade 7 70' south of last test, 65' west of east side, 4' below finish 136.7 6.3 128.5 A 99 Pass grade 8 70' south of last test, 55' west of east side, 4' below finish 133.1 5.7 125.9 A 97 Pass grade Method of testing: BS is Backscatter; Depth in inches i s Direct Tra nsmission Material Type: A: 129.7pcf @ 6.5% Depatco Pit - pit run ASTM D-1557 Gauge Information: MTl#: 19 ~ Make & Model:=Troxler 3411 =Serial #: 9857 Standard Counts: DS: ~ 2029 MS: 468 If there are questions concerning this report (rpt004md.doc), please contact the Project Manager listed above. 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimtiCa)mti-id.com Website: www.mti-id.com MATERIALS ASTM D-2922 Density of Soil and REV50#D OE 6 /1 512 0 0 7 R:\EASTERN __ ~ ~ TESTING ~ Soil-Aggregate in Place by Nuclear IDAHO\2007REPORTS\E70058C-BYU-I CUSTOM STAKE CENTER\RPT004MD.DOC £~ INSPECTION Methods (Shallow Depth) ^ Environmental Services ^ Geatechnical Engineering ^ CanstrUCtion Materials Testing ^ Special Inspections Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESQ; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti(a~mti-id.com Website: www.mti-id.com • °"'~ MATERIALS ASTM D-2922 Density of Soil and REVSO#D OE6175I2007 '~~ R:\EASTERN ii1 TESTING Fr Soil-Aggregate in Place by Nuclear IDAHO\2007REPORTS\E70058C-BYU-I CUSTOM STAKE CENTERIRPT003MD.DOC h~=#~~' INSPECTION Methods (Shallow Depth) ~, .. ^ Environmental Services ^ Geotechnical Engineering ^ Construction tv~aterials Testing ^ Special Inspections Val Christensen Phone: (208) 359-3020 City of Rexburg Building Department Fax: (208) 359-3024 PO Box 280 Other: Rexburg, ID 83440 Project: BYU-I 8 Custom Stake Center Project or PO #: 595-9995 Project Manager: Dan King Inspector: Eric Rindlisbacher Inspection Date: June 12, 2007 As requested, MTI performed density testing in accordance with current applicable standards. Required compaction is 95%. The results obtained are as follows: Test Location & Depth Wet Percent Dry Mat'1. % Pass/ # Density Moisture Density Type Comp. Fail 1 (12") -building pad, 12" lift: 30' north and 30' west of 138 9 5 0 132.2 A 100 Pass southeast corner of building pad . . 2 (12") - 250' south and 35' west of northeast corner of 137.2 7.2 128.0 A 99 Pass building pad 3 (12") - 40' south and 40' west of northeast corner of 135.9 7.9 126.0 A 97 Pass building pad 4 (12") - In center of building pad 139.4 5.7 131.8 A 100 Pass 5 (10") - 8' south and 50' east of northwest corner of 134.6 7.8 124.8 A 96 Pass building pad 6 (6") - 125' north and 2' east of southwest corner of 132.5 4.4 126.9 A 98 Pass building pad Method of testing: BS is Backscatter; Depth in inches is Direct Tra nsmission Material Type: A: 129.7pcf @ 6.5% Pit Run DeP atco -poorly graded gravel with sa nd ASTM D-1557 Gauge Information: MTI #: 23 Make & Model: N/A Serial #: N/A Standard Counts: DS: 2670 MS: 655 If there are questions concerning this report (rpt003rnd.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~,~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESZ; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti(a~mti-id.com Website: vvww.mti-id.com ` MATERIALS ASTM D-2922 Density of Soil and RE so#D OESI/15/2007 ~~~p~' 3O R:\EASTERN ~k_ TESTING ~ Soil-Aggregate in Place by Nuclear IDAHO\2007REPORTS\E70058C-BYU-I 7h}~w CUSTOM STAKE CENTER\RPT002MD.DOC ~3 ~ INSPECTION Methods (Shallow Depth) ^ Environmental Services ^ Geotechnical Engineering ^ Construction h~aterials Testing ^ Special Inspections Val Christensen Phone: (208) 359-3020 City of Rexburg Building Department Fax: (208) 359-3024 PO Box 280 Other: Rexburg, ID 83440 Project: BYU-I 8 Custom Stake Center Project or PO #: 595-9995 Project Manager: Dan King Inspector: Josh Clark Inspection Date: June S, 2007 As requested, MTI performed density testing in accordance with current applicable standards. Required compaction is 90%. The results obtained are as follows: Test Location & Depth Wet Percent Dry Mat'1. % Pass/ # Density Moisture Density Type Comp. Fail *All tests taken using Backscatter method Sub-grade: 15' north and 20' east of southwest building 1 122.0 13.1 107.8 A 96 Pass corner 2 120' north and 30' east of southwest building corner 130.9 13.1 115.8 A 100 Pass 3 100' south and 50' east of northwest building corner 124.2 13.1 109.9 A 98 Pass 4 15' south and 20' east of northwest building corner 123.7 17.3 105.4 A 94 Pass 5 25' south and 30' west of northeast building corner 118.6 11.6 106.3 A 95 Pass 6 140' south and 40' west of northeast building corner 121.0 15.9 104.5 A 93 Pass 7 90' north and 10' west of southeast building corner 130.2 14.8 113.4 A 100 Pass 2' north and 40' west of southeast building corner. Note: 8 appx. IO' either side of centerline of building contains 125.4 11.1 112.9 A 100 Pass unstable material; this area will require re-inspection. Method of testing: BS is Backscatter; Depth in inches is Direct Tra nsmission Material Type: A: 112.Opcf @ 11.0% On Site -silt ASTM D-1557 Gauge Information: MTI#. 17 Make & Model: CPN MC-1 Serial #:=M19123941 =Standard Counts: DS: 2639 MS , 736 If there are questions concerning this report (rpt002md.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~,~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESQ; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti(a~mti-id.com Website: www.mti-id.com • MATERIALS ~~~` TESTING ~ INSPECTION PAGE #1 OF 1 REVISION DATE 6/75/2007 R:\EASTERN IDAHO\2006REPOR7s\E60062C- MADISON MEM HOSP EXP\RPT1695M.DOC ^ Environmental Services ^ Geotechnical Engineering ^ Construction R<taterials Testing ^ Special Inspections Val Christensen City of Rexburg Building Department PO Box 280 Rexburg, ID 83440 Phone: (208)359-3020 Fax: (208) 359-3024 Other: Project: Madison Memorial Hospital Permit #: Project Manager: Inspector: Inspection Date: Expansion, Rexburg 06-00184 Dan King Josh Clark June 8, 2007 STRUCTURAL MASONRY INSPECTION REPORT On the above date, our representative performed work on the referenced project as reported below. Inspected reinforcing steel placement at gridline 1 between rows E.9 and G.2 wall, elevation 28' to 32'. Performed a visual inspection of reinforcing steel, concrete masonry units and mortar, and inspection of low-lift grout at locations noted above. A total of 6 cubic yards of Walters Ready Mix #BYUI07 was placed at the above location and was mechanically vibrated. Work inspected was in compliance with project plans and specifications. If there are questions concerning this report (rpt169sm.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Mark Harrison, Madison Memorial Hospital; Mike Buehner, Reaveley Engineers; Jon Erdmann, Architectural Nexus, Inc.; Okland Construction; Val Christensen, City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti(ilmti-id.com Website: www.mti-id.com s~ MATERIALS ASTM D-2922 Density of Soil and RE so#DOE6/13/2007 R:\EASTERN TESTING ~T Soil-Aggregate in Place by Nuclear CUSTCOMOSTAKE CENTEER\RPT001MD. OIC `Y« rY;~= INSPECTION Methods (Shallow Depth) ^ Environmental Services ^ Geotechnical Engineering ^ Constructian ~v7aterials Testing ^ Special Inspections Val Christensen Phone: (208) 359-3020 City of Rexburg Building Department Fax: (208) 359-3024 PO Box 280 Other: Rexburg, ID 83440 Project: BYU-I 8 Custom Stake Center Project or PO #: 595-9995 Project Manager; Dan King Inspector: Dan Baugh Inspection Date: June 6, 2007 As requested, MTI performed density testing in accordance with current applicable standards. Required compaction is 90%. The results obtained are as follows: Test Location & Depth Wet Percent Dry Mat'1. % Pass/ # Density Moisture Density Type Comp. Fail *All tests taken using Direct Transmission method at 8" 1 25' east of west side, 45' north of south side, 6'/z' below 110.5 11.3 99.2 A 89 FAIL finish floor 2 70' north of last test, 27' east of west side, 6'/z' below 103.1 7.8 95.6 A 85 FAIL finish floor 3 60' north of last test, 25' east of west side, 6'/z' below 100.3 12.4 89.2 A 80 FAIL finish floor 4 60' north of last test, 30' east of west side, 6'/z' below 110.2 18.9 92.7 A 83 FAIL finish floor 5 30' south of north side, 45' west of east side, 6'/z' below 99.5 7.4 92.6 A 83 FAIL finish floor 6 60' south of last test, 35' west of east side, 6%z' below 106.5 8.4 98.2 A 88 FAIL finish floor 7 60' south of last test, 20' west of east side, 6%z' below 109.1 9.5 99.6 A 89 FAIL finish floor 8 60' south of last test, 20' west of east side, 6%z' below 108.9 10.1 98.9 A 88 FAIL finish floor Method of testing: BS is Backscatter; Depth in inches is Direct Tra nsmission Material Type: A: 111.9pcf @ 7.9% On Site - silt ASTM D-1557 Gauge Information: MTI #: 19 Make & Model: Troxler 3411 Serial #: 9857 Standard Counts: DS: 2047 MS: 476 If there are questions concerning this report (rpt001md.doc), please contact the Project Manager listed above. 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti(a~mti-id.com Website: vvww.mti-id.com :~ MATERIALS ASTM D-2922 Density of Soil and REVSO#D OE 611312007 v ' - R:\EASTERN ,,'~ ~; IDAHO\2007REPORTS\E70058C - BYU-I .' .1 TESTING ~ Soil-Aggregate in Place by Nuclear CUSTOM STAKE CENTER\RPT001MD.DOC INSPECTION Methods (Shallow Depth) ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESz; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti(a)mti-id.com Website: www.mti-id.com MATERIALS TESTING Fr "~~` ~ ~~~~ INSPECTION PAGE #1 OF 1 REVISION DATE 6122/2007 R:\EASTERN IDAHO\2007REPORTS\E70058C-BYU-I CUSTOM STAKE CENTER\RPT007RC.DOC ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections Val Christensen Phone: (208) 359-3020 City of Rexburg Building Department Fax: (208) 359-3024 PO BOX 280 Other: Rexburg, ID 83440 Project: BYU-I 8 Custom Stake Center Project or PO #: 595-9995 Project Manager: Dan King Inspector: Eric Rindlisbacher Inspection Date: June 20, 2007 REINFORCED CONCRETE INSPECTION REPORT On the above date, our representative performed work on the referenced project as reported below. Inspected reinforcing steel placement at footing 200' south of northwest corner of building pad to 250' south of northwest corner of building pad. Monitored one load arriving at the jobsite for correct mix. Performed one air entrainment test and one slump test. Observed placement and consolidation of 18 cubic yards of Walters Concrete mix #851 placed at locations noted above, and cast one set of four cylinders. Cylinders: #71621-#71624 Work inspected was in compliance with project plans and specifications. If there are questions concerning this report (rpt007rc.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESZ; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti(c~mti-id.com Website: www.mti-id.com ., -. MATERIALS ASTM D-2922 Density of Soil and PAGE#10F1 .a REVISION DATE 6/22/2007 R:\EASTERN 444~~~"' ~ TESTING Fr Soil-Aggregate in Place by Nuclear IDAHO\2007REPORTS\E70058C-BYU-I r. Ott CUSTOM STAKE CENTER\RPT008MD.DOC ' INSPECTION Methods (Shallow Depth) ^ Environmental Services ^ Geatechnical Engineering ^ Construction Materials Testing ^ Special Inspections Val Christensen Phone: (208) 359-3020 City of Rexburg Building Department Fax: (208) 359-3024 PO Box 280 Other: Rexburg, ID 83440 Project: BYU-I 8 Custom Stake Center Project or PO #: 595-9995 Project Manager: Dan King Inspector: Eric Rindlisbacher Inspection Date: June 20, 2007 As requested, MTI performed density testing in accordance with current applicable standards. Required compaction is 95%. The results obtained are as follows: Test Location & Depth Wet Percent Dry Mat'1. % Pass/ # Density Moisture Density Type Comp. Fail (BS) -Outer building pad, 150' south and 35' west of 1 northeast corner of outer building pad, cut down to finish 128.2 11.9 114.6 A 100 Pass sub-grade, 6" lift (4") -Outer building pad, 30' north and 50' west of 2 northeast corner of outer building pad, cut to finished sub- 125.5 13.6 110.5 A 99 Pass grade, 6" lift (BS) -Outer building pad, 75' north and 40' east of 3 northwest corner of outer building pad, cut to finished sub- 124.5 11.4 111.8 A 100 Pass grade, 6" lift Method of testing: BS is Backscatter; Depth in inches is Direct Tra nsmission Material Type: A: 112.Opcf @ 11.0% On Site -silt with sand ASTM D-1557 Gauge Information: MTl#:~~3 Make&~.~ ~e.. _ _ _e.~ _.. ~ __ ,, m __. _.. ~ Model: N/A Serial#uN/A Standard Counts: DS: 2698 MS: 657 If there are questions concerning this report (rpt008md.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESz; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti(a~mti-id.com Website: vwuw.mti-id.com ~. MATERIALS ASTM D-2922 Density of Soil and RE so~o°ESZ~,zoo~ R:\EASTERN ,~: TESTING ~ Soil-Aggregate in Place by Nuclear IDAHO\2007REPORTS\E70058C-BYU-I CUSTOM STAKE CENTER\RPT009MD.DOC .~.., INSPECTION Methods (Shallow Depth) ^ Environmental Services ^ Geotechnica3 Engineering ^ Construction f~lateriaBs Testing ^ Speciai Inspecticsns Val Christensen Phone: (208) 359-3020 City of Rexburg Building Department Fax: (208) 359-3024 PO BOX 280 Other: Rexburg, ID 83440 Project: BYU-I S Custom Stake Center Project or PO #: 595-9995 Project Manager: Dan King Inspector: Eric Rindlisbacher Inspection Date: June 21, 2007 As requested, MTI performed density testing in accordance with current applicable standards. Required compaction is 95%. The results obtained are as follows: Test Location & Depth Wet Percent Dry Mat'1. % Pass/ # Density Moisture Density Type Comp. Fail *All tests taken using Backscatter method 1 Building pad parking lot, 20' south and 75' east of 121.0 12.6 107.4 A 96 Pass southeast corner of building pad, cut to grade, 6" lift 2 East parking lot sub-grade, 6" lift, 70' east of middle of 128.7 16.0 111.0 A 99 Pass building pad 3 Northeast corner of parking lot sub-grade, 150' north and 129.1 13.0 114.2 A 100 Pass 150' east of northeast corner of building pad, 6" lift 4 North parking lot sub-grade, 6" lift, 175' north and 60' 121.6 10.6 110.0 A 98 Pass west of northwest corner of building pad 5 Northwest corner of parking lot sub-grade, 50' south and 115.7 8.3 106.9 A 95 Pass 50' east of northwest corner of parking lot, 6" lift 6 West side of parking lot sub-grade, 200' south and 60' east 123.2 40.2 111.8 A 100 Pass of northwest corner of parking lot, 6" lift Method of testing: BS is Backscatter; Depth in inches is Direct Tra nsmission Material Type: A: 112.Opcf @ 11.0% On Site -silty sand ASTM D-1557 Gauge Information: MTI #: 15 Make & Model: Troxler 3411 Serial #::10465 Standard Counts: ~ US: 1970 MS: 598 If there are questions concerning this report (rpt009md.doc), please contact the Project Manager listed above. Respectfully submitted, MA/TERIALS TESTING & INSPECTION INC. ~/,~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESQ; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti(a~mti-id.com Website: www.mti-id.com a;f~^ MATERIALS ~Y TESTING Fr ~~~ ~ INSPECTION PAGE #1 OF 1 REVISION DATE 6/24/2007 R:\EASTERN IDAHO\2007REPORTS\E70058C-BYU-I CUSTOM STAKE CENTER\RPT010RC.DOC ^ ~nvirc,nmental Services ^ Geotechnicai Engineering ^ Construction f~~~terials Testing ^ Specie[ fnspectians Val Christensen Phone: (208) 359-3020 City of Rexburg Building Department Fax: (208) 359-3024 PO Box 280 Other: Rexburg, ID 83440 Project: BYU-I 8 Custom Stake Center Project or PO #: 595-9995 Project Manager: Dan King Inspector: Eric Rindlisbacher Inspection Date: June 21, 2007 REINFORCED CONCRETE INSPECTION REPORT On the above date, our representative performed work on the referenced project as reported below. Inspected reinforcing steel placement at footing 60' south to 75' south of northeast corner of building pad; 60' north to 10' north of southwest corner of building pad. Monitored one load arriving at the jobsite for correct mix. Performed one air entrainment test and one slump test. Observed placement and consolidation of 81/z cubic yards of Walters Ready Mix #851 placed at locations noted above, and cast one set of four cylinders. Cylinders: #71642-#71645 Work inspected was in compliance with project plans and specifications. If there are questions concerning this report (rpt010rc.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~j,~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESQ; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimtiCa)mti-id.com Website: vvww.mti-id.com - ~ MATERIALS F .' `. TESTING Fr ,~~.;~k~ INSPECTION PAGE #1 OF 1 REVISION DATE 6/24/2007 R:\EASTERN IDAHO\2007REPORTS\E70058C -BYU-I CUSTOM STAKE CENTER\RPT011 RC.DOC ^ Environmental Services ^ Geatechnical Engineering ^ Construction Materials Testing ^ Special Inspections Val Christensen Phone: (208) 359-3020 City of Rexburg Building Department Fax: (208) 359-3024 PO Box 280 Other: Rexburg, ID 83440 Project: BYU-I 8 Custom Stake Center Project or PO #: 595-9995 Project Manager: Dan King Inspector: Eric Rindlisbacher Inspection Date: June 21, 2007 REINFORCED CONCRETE INSPECTION REPORT On the above date, our representative performed work on the referenced project as reported below. Inspected reinforcing steel placement at footings 20' south of northeast corner of building pad to 60' south of northeast corner of building pad; west side footing 125' south of northwest corner of building pad to 60' south of northwest corner of building pad. Monitored one load arriving at the jobsite for correct mix. Performed one air entrainment test and one slump test. Observed placement and consolidation of 6 cubic yards of Valley Ready Mix #851 placed at locations noted above, and cast one set of four cylinders. Cylinders: #71629-#71632 Work inspected was in compliance with project plans and specifications. If there are questions concerning this report (rptOllrc.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. !~~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESZ; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti(c~mti-id.com Website: v~ww.mti-id.com fi"~.. MATERIALS ,rr TESTING ~ INSPECTION MOISTURE DENSITY / PROCTOR TEST REPORT PAGE # 1 OF 1 DATE: JUNE 25, 2007 R:IEASTERN IDAHO\2007REPORTS\E70058C-BYU-I CUSTOM STAKE CENTER\P ROCTOR 2171-S.DOC ^ Environmental Services ^ Geotechnical Engineering ^ Construction fyiateriais Testing ^ Special Inspections Val Christensen City of Rexburg Building Department PO Box 280 Rexburg, ID 83440 Phone: (208) 359-3020 Fax: (208) 359-3024 Other: Project: BYU-I 8 Custom Stake Center Test Date: June 12, 2007 As requested MTI has performed a praetor on the sample referenced below. The testing was performed in accordance with current ASTM standards. The results obtained in our laboratory were as fi111~ws: Source and Descri tion: On site stockpile, pit run, St. Anthony DePatco Pit, (GP) Poorly graded gravel with sand Date Obtained: June 11, 2007 Sam le ID: 2171-S Sam lin and Pre aration: ASTM D75: Moist: X Dry: Manual: X Mechanical: Test Standard: AASHTO T 99: AASHTO T 180: Method ASTM D 698: ASTM D 1557: X C nssumea romt rercent >ury Maximum Opfimum Sp. Gr. Number Moisture Density Dry Density Units Moisture 2.62 1 3.0 115.2 Uncorrected: 119.2 lbs/ft^3 9.2 2 6.1 118.1 3 9.5 119.2 ASTM D 4718 Correction: 129.7 Ibs/ft^3 6.5% 4 16.4 113.8. As Found Correction: 131.8 Ibs/ft^3 6.5% 120 0 Proctor Curve ~, . 118.0 - ~ ---~ --_ - ~' ~ - -- - -- q 116 0 --- ~ -- - I . _ __- ' --- A 114.0 ~ - ---- - --' --- 112.0 1.0 3.0 5.0 7.0 9.0 11.0 13.0 15.0 17.0 Percent Moisture Sieve Size 6.0" 3.0" 2.0" 1.5" 1.0" 3/4" 1/2" 3/8" #4 #8 #lo #16 #30 #40 #50 #100 #200 Percent 100 99 88 83 72 65 57 52 45 39 37 z8 13 8 5 3 2.2 Note: ASTM D698 and D1557 valid with up to 5% Oversize Particles; correctable up to 30% via ASTM D4718 and invalid for Oversized Particles greater than 30% retained on the '/4 inch screen. Respectfully Submitted, MATERIALS TESTING & INSPECTION .~"-~ ~' Reviewed by: Troy A. Posio Eastern Idaho Assistant Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ES2; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti(u~mti-id.com Website: www.mti-id.com .~` MATERIALS I% .,~`' TESTING ~ INSPECTION MOISTURE DENSITY / ~ ~ ~ ~~ PAGE # 1 OF 1 DATE: JULY $, 2007 PROCTOR TEST REPORT R:\EASTERN IDAHO\2007 REPORTS\E70058C-BVU-I CUSTOM STAKE CENTER\P ROCTOR 2198-s.DOC ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections Val Christensen City of Rexburg Building Department PO Box 280 Rexburg, ID 83440 Phone: (208) 359-3020 Fax: (208) 359-3024 Other: Project: BYU-I 8 Custom Stake Center Test Date: June 26, 2007 As requested MTI has performed a proctor on the sample referenced below. The testing was performed in accordance with current ASTM standards. The results ehtained in cur laheramrv were as fnllnwc~ Source and Descri tion: On site trench, Native, (GP-GM) Poorly graded gravel with silt and sand Date Obtained: June 25, 2007 Sam le ID: 2198-5 Sam lin and Pre aration: ASTM D75: Moist: X Dry: Manual: X Mechanical: Test Standard: AASHTO T 99: AASHTO T 180: Method ASTM D 698: ASTM D 1557: X C Assumes ro~nt Percent 1)ry A7aximum Optimum Sp. Gr. Number Moisture Density Dry Deusity Units Moisture 2.51 1 4.3 123.1 Unco~Tected: 127.4 lbs/ft^3 7.5 2 7.8 127.8 3 10.8 121.8 ASTM D 4718 Cosection: 131.1 Ibs/ft^3 6.6% 4 12.3 117.4 As FoundCo~rection: N/A Ibs/ft^3 N/A Proctor Curve 128.0 -I ~ 126.0 --- ----- -- -- •~ 124.0 --- ~ -1 A 122.0 -- - = 1 20.0 ~ ------ a 118.0 ---- --- ~, --- ~ 116.0 3.0 5.0 7.0 9.0 1 1.0 1 3.0 Percent Moisture Sieve Size 3.0" 2.0" 1.5" 1.0" 3/4" 1/2" 3/8" #4 #8 #10 #16 #30 #40 #so #too #200 Percent 99 97 90 85 78 74 65 59 49 36 17 13.4 Note: ASTM D698 and D1557 valid with up to 5% Oversize Particles; correctable up to 30% via ASTM D4718 and invalid for Oversized Particles greater than 30% retained on the'/4 inch screen. Respectfully Submitted, MATERIALS TESTING & INSPECTION Reviewed by: Troy A. Posio Eastern Idaho Assistant Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ES2; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti(u?mti-id.com Website: vrww.mti-id.com MATERIALS TESTING ~ INSPECTION PAGE #1 OF 1 REVISION DATE 6/26/2007 R:\EASTERN IDAHO\2007REPORTS\E70058c-BYU-I CUSTOM STAKE CENTER\RPT012RC.DOC ^ Environmental Services ^ Geotechnical Engineering ^ Construction Materials Testing ^ Special Inspections Val Christensen Phone: (208) 359-3020 City of Rexburg Building Department Fax: (208) 359-3024 PO Box 280 Other: Rexburg, ID 83440 Project: BYU-I 8 Custom Stake Center Project or PO #: 595-9995 Project Manager: Dan King Inspector: Justin Larson Inspection Date: June 22, 2007 REINFORCED CONCRETE INSPECTION REPORT On the above date, our representative performed work on the referenced project as reported below. Inspected reinforcing steel placement at pillars at north entrance, and stem wall from Room 150 northeast corner to the southwest corner of Room 129. Monitored one. load arriving at the jobsite for correct mix. Performed one air entrainment test and one slump test. Observed placement and consolidation of 17 cubic yards of Walters Ready Mix #851 placed at locations noted above, and cast one set of four cylinders. Cylinders: #71672-#71675 Work inspected was in compliance with project plans and specifications. If there are questions concerning this report (rpt012rc.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~j,L~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ES2; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti(a~mti-id.com Website: vvww.mti-id.com MATERIALS ~~' ~. TESTING Fr INSPECTION PAGE #1 OF 1 REVISION DATE 8/26/2007 R:\EASTERN IDAHO\2007REPORTS\E70058C-BYU-I CUSTOM STAKE CENTERIRPT013RC.DOC ^ ~nviranmental Services ^ Geatechnica! Engineering ^ Canstruetian t~1aterials Testing ^ Special inspectians Val Christensen Phone: (208) 359-3020 City of Rexburg Building Department Fax: (208) 359-3024 PO Box 280 Other: Rexburg, ID 83440 Project: BYU-I 8 Custom Stake Center Project or PO #: 595-9995 Project Manager: Dan King Inspector: Justin Larson Inspection Date: June 22, 2007 REINFORCED CONCRETE INSPECTION REPORT On the above date, our representative performed work on the referenced project as reported below. Inspected reinforcing steel placement at pillar footings at north entrance, footings in between east entrance, and at southeast corner of room going southward around to the southeast corner of Room 102. Monitored one load arriving at the jobsite for correct mix. Performed one air entrainment test and one slump test. Observed placement and consolidation of 21 cubic yards of Walters Ready Mix #851 placed at locations noted above, and cast one set of four cylinders. Cylinders: #71668-#71671 Work inspected was in compliance with project plans and specifications. If there are questions concerning this report (rpt013rc.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~,~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESZ; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimti(cl~mti-id.com Website: vdww.mti-id.com MATERIALS !rf TESTING Fr ~3~='` INSPECTION PAGE #1 OF 1 REVISION DATE 6/26/2007 R:\EASTERN IDAHO\2007REPORTS\E70058C -BYU-I CUSTOM STAKE CENTER\RPT014RC.DOC ^ Environmental Services ^ Geatechnical Engineering ^ Canstruction t~laterials Testing ^ Special Inspections Val Christensen Phone: (208) 359-3020 City of Rexburg Building Department Fax: (208) 359-3024 PO Box 280 Other: Rexburg, ID 83440 Project: BYU-I 8 Custom Stake Center Project or PO #: 595-9995 Project Manager: Dan King Inspector: Dan Baugh Inspection Date: June 25, 2007 REINFORCED CONCRETE INSPECTION REPORT On the above date, our representative performed work on the referenced project as reported below. Inspected reinforcing steel placement at the north stem wall from the northeast corner 30' west, and from the northeast corner 65' south on the east stem wall. Monitored one load arriving at the jobsite for correct mix. Performed one air entrainment test and one slump test. Observed placement and consolidation of 11 cubic yards of Walters Ready Mix #851 (3000psi) placed at locations noted above, and cast one set of four cylinders. Cylinders: #71680-#71683 Note: The slump was at 4" and the air was 2.7%. Work inspected was in compliance with project plans and specifications. If there are questions concerning this report (rpt014rc.doc), please contact the Project Manager listed above. Respectfully submitted, MATERIALS TESTING & INSPECTION INC. ~j,~ Reviewed by: George DuPont Corporate Construction Services Manager CC: Cory Roberts, Nielson Bodily & Associates, PA; Terrol Bateman, ESz; Clyde Weber, Church of Jesus Christ of Latter Day Saints; Val Christensen City of Rexburg Building Department 1230 North Skyline Drive, Suite C, Idaho Falls, ID 83402 208-529-8242 Fax: 208-529-6911 Email: eimtiCc~mti-id.com Website: vvww.mti-id.com Nielson ~ Bodily & Associates Pa ^` ~ ~ ~') Architects TRANSMITTAL 990 John Adams Parkway • P.O. Box 2212 • Idaho Falls, ID 83403-2212 • Telephone 208/522-8779 • Fax 208/522-8785 Date: March 20, 2007 To: Rexburg Planning & Zoning P.O. Box 280 Subject: BYLTI 8 Custom Stake Center Rexburg, Idaho 83440 New Meetinghouse BYU-I 8~' Stake 0680-90-1211 TRANSMITTED HEREWITH: Copies Description 2 Structural Calcs. Remarks: Included please find the Structural Calculations for your review. Nielson Bodily & Associates PA 1 Brent Paul 06 00453 Yxor~cT: B'~'I.1I 8th CiJSTOM STAKE CENTER. ;Rexburg,ID FROIECIT Nb; 05397 C L Ir$N'Ti: Nielson Bodfly and,Associates DA'rL~ March 16,-2047 Sheet index BYUI 8th. Stake Center Tlrifl i Hart C?atcntatinns ....._.. ... ................. .......... .............. 1 itoofFramngKeyPlan. ........ ....,..,. ......., ....., _......, 2 R.aofFraming Calculations ..., .. .,....,, . ........ .... .. 3 Floor Framing Key Plan ....... ......... ......... ,..., _.,,..,.. FtoorFramingCalculations. .., ...... ......... .................. ............. 9 Wood Stud Key Plan ........ :......._ .,.,.................,..........,. 18 Wood Stud Key Design ..::.......:.. ... ......... ::....... .:._.,..,._.: 19 Steel Column. Key Plan ..:..... :....:...:..:..... ....:.... ..:.:........ 26 Steel Caluirtn Desigri ........ .........................:..:. ....:........ 27 Lateral Aa~atysis . ...... ................ .................... , 33 Shear Wall Key Plan ........ .....:.. ......., ..,_..... :.........,.. 66 Shear ~~Jail Design .................. :.......: .....................,.. 6'1 Chord Design. ,., ... . ......... ... .... ...... ............. 70 Diaphragm Galcularians ...:..........,.. ...,.,. ,.,,.,. ............. 74 Truss Drag Calculations ............. _.... ......... ...... .. . ...... . .::... 76 Steeple Overturning Calculations ................ .................... ............. 77 Foundation Key Plan ...........:.... ................................... 78 Foundation Calculations .- ±~ ~~:~ l~ _ , ,,, ~ I ~~ ~ ~~~,.''-,~i ~ 1 c~Jl I ~ ~.: i_._ __.__e__..~~._~ 4943 NORTI-~ 29TH EAST, STE A IDAHQ FALLS, IBAHQ $3401 Phone: (208) 552-974 Fax: (2U8) 552-93U2 l STAK CENTER I 0311.-6/2009 SEt1L: MAR 19 2001 ~~ ~~ ~ , 4y °»-..,,.;mac. .. .~ ~: <{.•,, ~ a ~::~® d ~,, , , . 'q,.~, ..: , »B ~ 06397 ~ CC)VER c W z R W W Z i N Z W DRIFT LOADS ON LOWER ROOFS. DECKS AND ROOF PROJECTIONS (ASCE 7-98)- Difference in ht between upper /lower roof: Horiz. dist. of upper roof normal to drift: Basic ground snow load: Snow exposure coefficient: Snow thermal coefficient: Importance factor: Driftin4 Calculations: Roof snow load: Snow density (35 psf max): D:= if(D <_ 35•pcf,D,35•pcf) Height of balance snow load: hr := 7.33•ft Wb := 30•ft (50 ft min, 500 ft max) Pg := 50•psf Ce := 1.0 Ct = 1.0 I := 1.1 Pf :_ .7•Ce•CbI•Pg 0.13 D = ft •Pg + 14•pcf D = 20.5 pcf hb Pf D Check if drift load is required: Height of drift surcharge: Maximum intensity of snow w/drift: Max intensity; Pm: Effective width of snow drift: Check width: hr - hb = 2 903 hb Pf = 38.5 psf D = 20.5 pcf If < 0.2 neglect drifting Wb := ft Pg . psf hd :_ [.43•[Wb0.33 (Pg + 10)0.25 _ 1.5 hd = hd•1•ft Pm = 83.122 psf Pm 1 = 150.265 psi Pm:= if(Pm<Pm1,Pm,Pm1) Wdl := 4•hd Wdl = 8.707ft Project Name: Project #: Initials: Date: Sheet: ~ • w' N z a r W ~ H Z _ ~ 0 Z Z w w Check width: Use width: ~.J b Drift S~,i r'chprge I Pf (upper) J% / ~ -~ s_ t High roof J _. _.__.____- ._ - s~ ~- ~ -~-~- Pf (upper) - ~ow Rocf or Deck Wd2 := 4•(hr - hb) Wd2 = 21.808 ft Wd = if(Wdl < Wd2,Wd1,Wd2) D RIFTING AT LOW RO O FS AN D DECKS Roof Projection ~~ra Project Name: Project #: Initials: Date: Sheet: G~ DRIFTING AT RO O F PRO JECTIO N S Odtr bN:\d Z X l2 X41 ~eElm ~pMlNl~ !S yf-'tE~t[CskL w~w+.r t~iay~C Project Name: Project #: Initials: Date: Sheet: 2 r o m z rc w ~ z ~ v z w m DIMENSIONAL FRAMING IBC ZOO.? ALLO WABLE STRESS DESfGN JOIBT MARK: OVERBUILD Lumber grade (1 thru B): 1 (DF larch No. 2 ) Span (ft): 12 Spacing (in): 24 Loads DL LL w Loads.(PSF) : 20 52 144 Misc tasF) : 0 0 0 w (uniform load): 144 plf p < U; 240 fv (psi) @ d: 65 f~/F,,: 0.36 ~ (in): 0.24 CD : 1.00 fb (psi): 983 fy/Fb: 0.95 span/~: L / 610 R (Ib): 864 M (Ib-ft): 2592 O RBUILD UBE 2 X 1 2 Q 24 a.c. ( OF LARCH NO. 2 I Project~'fid'c~Ri@5 Project #: Initials: Date: Sheet• WOOD BEAM ALLOWABLE STRESS DESIGN BM MARK: RB1 L08ds Reactions(ibs) Span (ft): 3.5 DL (psf) LL (psf) Red.LL irib (tt) (psf) wTL (plf) wLL (plf) Left Right Lu (ft): 2.0 <eCheek roof 20 39 39 17 1003 663 595 595 DL TL def. < U 240 roofHlr 35 35 35 0 0 0 1297 1297 LL LL def. < U 36D floor 20 40 40 0 0 0 1892 1892 TL Gp:1.00 walVmisc 0 39 - 2 78 78 K: 1.0 w uNen[n+w.w (pV): 1081 741 M (ib-ft): 1655 LL Red. (YIN)?: N ' DL LL Comments P vr. Iwo (Ibs): 0 0 from IeR end: 0.0 No. of MicROtu.[s: 2 A B F G (2) 2 x 6 (3) 2x 6 (2)13/4x 5.500 5-116 x 12 fv (psi ~ d: 85 85 109 20 fb (psi): 756 876 1126 181 ATL (in): 0.02 0.04 0.04 0.00 AD (in): 0.01 0.01 0.01 0.00 spaNd 1754 1149 1061 15286 BeamSalecSon(A-F): B RBT use: [ai ax s 'BM MARK: RB2 Loads ReacSons (Ibs) Span (ft): 4.5 DL (psf) LL (psf) Red.LL trib (ft) (Psfl wn (P~ `NU (P~ Left RIgM Lu (ft): 2.0 roof 20 39 39 17 1003 663 765 ~ 785 DL TL def. < U 240 roof/flr 0 128 128 0 0 0 1667 1667 LL LL def. < U 360 floor 35 40 40 0 0 0 2432 2432 TL Co: 1.00 walUmisc. 0 39 - 2 76 78 K: 1.0 w uwraau ww (Pm: 1081 741 M (Ib-It): 2736 LL Red. (YM)?: N DL LL Comments P vr. wAO (Ibs): 0 0 from left end: 0.0 No. M MicrtouMS: 2 A B F G (2) 2 x 10 (3) 2x 8 (2)13/4x 5.500 5.1/8 x 8 iv (psf) ®d: 86 82 151 53 fb(ps): 768 833 1881 475 ATL (in): 0.03 0.04 0.11 0.02 AD ('in): 0.01 0.01 0.03 0.01 spaNA: 1714 1238 499 3034 BeamSetedion(A-F): 8 ReZ uae: [st ax e BM MARKi R63 Loads Reaclions(Ibs) Span (ft); 19.0 DL (psf) LL (psf) Red.LL trib (ft) (psf) wn (Pm 'X'u (P~ Left Right Lu (ft): 2.0 roof 20 39 39 4 236 156 760 760 DL TL def. < U 240 rooUfir 0 128 128 0 0 0 1482 1482 LL LL def.< U 360 floor 35 40 40 0 0 0 2242 2242 TL Co: 1.00 walVmisc. 10 0 - 0 0 0 K: 1.0 w uwroxuwAO (ply: 235 156 M (b-ft): 10850 LL Red. (Y/N)9: N DL LL Comments P vr. ioAO (Ibs): 0 0 from left end: 0.0 No. of MicROV,MS: 3 C D E F G 3-1/8 x 12 5.1/9 x 101/2 63/4 x 9 (3) 1314x 11.250 (3)1314 x 11.675 fv (ps0 ~ d: 80 57 51 51 48 fb(psi): 1704 1357 1402 1154 1038 ATL (In): 0.85 0.78 0.94 0.58 0.50 eD (in): 0.29 0.26 0.32 0.20 0.17 speNA: 257 293 243 390 459 Beam Selection(A-F): G Rea uae: ts[ T-aia x : T.B~e Proje~ a,~o7zx(RB+-Ra3J Project #: Initials: Date: Sheet: K. U' N Z 0 w r c w ~ z ~ o z = w ~ WOOD BEAM ALLOWABLE S1RE55 DESIGN BM MARK: RB4 L08ds Reactlons(Ibs) DL(psf) LL(psf) Red.Ll trib (ft) wn (Pffl wu (Pfll Left Right Span (ft): 8.0 (P`~ Lu (ft): 2.0 roof 20 39 39 12 708 468 960 980 DL TL def. < U 240 roof/flr 35 35 35 0 0 0 2184 2184 LL LL tlef. < U 360 floor 20 40 40 0 0 0 3144 3144 TL C°:1.00 walUmisc. 0 39 - 2 78 78 K 1.0 w uwrvxu iw° (plf): 786 548 M (Ib-ft): 6288 LL Red. (YM)?; N DL LL Comments P rr. wA° (Ibs): 0 0 from left end: 0:0 No. of ealcrtoLAxis: 2 B C F r' (3) 2x 12 3-1/8 x 9 (2)13/4x 7.250 (2)1.3/4 x 9.5 fv (psi) g d: 71 138 158 114 fb (psi): 795 1789 2461 1433 ATL (in): 0.08 0.21 0.34 0.15 AD (in): 0.03 0.06 0.10 0.05 spaNA: 1132 453 280 630 Beam Selection(A-F): G Rea uses cat t-a/a x sr.s OM MARK[ RBti Loads ReaDtlons (Ibs) DL (psf) LL (psf) Red.LL tdb (ft) wn (plf) wu (P~ Left Right Span (ft): 20.0 (Psfl Lu (ft): 2.0 root 20 39 39 45 2655 1755 9000 9000 DL TL def. < U 240 roofHlr 0 128 128 0 0 0 '1882b 21135 LL LL def. < U 360 Boor 35 40 40 0 0 0 27825 30135 TL Co: 1.00 walUmisc. 0 39 - 2 78 78 K: 1,0 w usnarw ~°A° (plf): 2733 1833 M (Ib-tt): 141800 LL Red. (YIN)?: N DL LL Comments POINT LOAD ~ P vr. ~on° (Ibs): 0 3300 from left end: 17.0 SNOW DRIFT ~ No, of MIDROLnfns: 2 C D E C' 3-118 x 491!2 5-1/8 x 341!2 8314 x 281/2 5-118 x 9 N (psl) ~ d: 183 189 184 913 N.G. fb(psi): 1331 1671 1860 24558 N.G. ATL (in): 0.18 0.32 0.44 12.52 AD (in): 0.06 0.10 0.14 5.78 spaNA: 1331 739 549 19 NG BeamSeleGion(A-F): E Ras uec[ 6-a/4X se t/s OLULAM OM MARK[ RB6 Loads ReacBons (Ibs) DL (psf) LL (psf) Red.LL trib (ft) wn (PU) N'u (P~ Left Right Span (ft): 21.0 (P~ Lu (ft): 2.0 roof 20 52 52 16 1152 632 12810 12810 DL TL def. < U 600 rooimr 20 39 39 30 1770 1170 21021 21021 LL LL det< U 600 floor 35 40 4D 0 0 0 33831 33831 TL Co: 1.00 walUmisc. 50 0 - 6 300 0 K: 1.0 w ur°ronu ~on° (plf): 3222 2002 M (Ib-1t): 177613 LL Red. (YM)?: N DL LL Comments P rr. uM° (Ibs): 0 0 from left end: 0.0 No. of MicROwas: 3 C D E G 3-1/8 x 51 5.1/8 x 37 1/2 63/4 x 33 (3) 13/4 x 11.675 tv (psl) ~ d: 190 185 168 737 N.G. 1D(pgl)_ 1573 1774 1740 17273 N.G. ATL (in): 0.23 0.35 0.39 8.29 AD (in): 0.09 0.13 0.15 3.84 spaNA: 1111 725 850 40 NG Beam Selection (A-F): E Re6 UHE[ 6-3/4 X 99 eLULAM Projec dos°'~"~BB' Project #: Initials: Date: Sheet: ~ N 0 w r w y Z _ L7 0 Z Z W N WODD BEAM ALLOWABLE STRESS DESIGN BM MARKi RB7 Loads Reaciions(ibsl DL (psf) LL (psf) Red.LL trib (ft) wn (plf) wu (P~ Left Right Span (ft): 24.5 (psn Lu (ft): 2.0 roof 20 52 52 10 720 520 13475 13475 DL TL def. < U 600 roof/flr 20 39 39 30 1770 1170 20703 20703 LL LL def. < U 600 floor 20 40 40 0 0 0 34178 34178 TL Co: 1.00 walUmise. 50 0 - 8 300 0 K 1.0 w uslrosu Low (plf): 2790 1690 M (Ib-ft): 209337 LL Red. (YM)7: N DL LL Comments P rr. Iwo (IbS): 0 0 from left end: 0.0 MATCH RB6 No. oT ralcROLArns: 2 C D E G 3-1/8 x551/2 5.1/8 x 4012 8314x38 6314x30 N (psi) ~ d: 184 179 159 202 N.G. fb (psl): 1588 1793 1723 2480 N.G. eTL (in): 0.28 0.44 0.48 0.83 eD (in): 0.11 0.17 0.19 0.33 spaNe 1042 684 614 355 NG BeamSelBdion(A-F):E Rem usEi n-a/ax 36 GLLJLAM BM MARK: RB8 Loads ReBCtions(Ibs) ~ . DL (psf) LL (psf) Rod. LL trib (ft) wn (plf) wLL (plf) Left Right Span (ft): 21.0 (P~ Lu (ft): 2.0 roof 20 70 70 5 450 350 10500 10500 DL TL def. < U 600 roof/flr 20 39 39 30 1770 1170 15960 15960 LL LL def. < U 600 floor 35 40 40 0 0 0 28460 26460 TL Co: 1.00 waWmisc. 50 0 - 8 300 0 K: 1.0 w VNIFOtlY loll (pif): 2520 1520 M (Ib-ft): 138915 LL Red. (YM)?; N DL LL Comments P vr. iwo (ibs): 0 0 troll left end: O.D No. Of Mlcaourrs: 2 C D E G 3.1/8 x 45 5-118x33 63/4x30 5.1/8 x 9 fv (psf) ®d: 181 173 149 799 N.G. fb(psi): 1581 1792 1646 24093 N.G. eTL (in): 0.26 0.40 0.40 11.87 eD (in): 0.10 D.16 0.18 7.81 spaNe: 976 631 625 21 NG BeamSelection( A-F ): E Ree IJSEi 6-3/4 x 30 GLULAM BM MARKi R69 Loads Reactions (Ibs) Span (ft): 23.0 DL (psf) LL (psf) Red.LL (psf) trib (ft) wTL (P~ N'u (P~ Left Right Lu {ft): 2.0 roof 20 52 52 t6 1152 832 14260 14260 DL TL def. < U 600 rooflflr 20 39 39 31 1829 1209 23472 23472 LL LL deL< U 600 floor 35 40 40 0 0 0 37732 37732 TL Co: 1.00 walUmisc. 50 0 - 8 300 0 K: 1.0 w uslronu LoAO (pit): 3281 2041 M (Ib-R): 218958 LL Red. (Y/N)?: N DL LL Comments P vr. u~o (Ibs): 0 0 from left end: 0.0 No. of IdICROlAMB: 3 C D E G 3-118 x 57 5.118 x 42 6.3/4x36 (3)13/4 x 11.875 fv(psq ®d: 188 183 172 830 N.G. fb (psi): 1539 1728 1788 21100 N.G. eTl (in): 0.24 0.36 0.44 9.23 DD (in): 0.09 0.14 0.17 5.81 spaNe: 1180 781 831 30 NG BeamSeledion(A-F): E Rev ueE: a-a/a x 3e bLUI.AM Proj~4)~`Yfi-~:o~zzrae~-Reap Project #: ~ Initials: Date: Sheet: o m z rc ~ r C Z ~ a Z W WOOD BEAM ALLOWABLE STRESS DESIGN BM MARKS RB19 Loads Reactions (Ibs) DL (psf) LL (psf) Red.LL trib (ft) wn (plf) wu (P~ LeR Right Span (ft): 18.0 (PSfl -- Lu (ft): 2.0 roof 20 52 52 15 1080 780 10980 10980 DL TL def. < U 600 rooff8r 20 39 39 31 1829 1209 22068 18734 LL LL def. < U 600 floor 20 40 40 0 0 0 33048 29714 TL Co: 1.00 walllmisa 50 0 - 6 300 0 K: 1.0 w uxlroRU Law (PH): 3209 1989 M (Ib-tt): 137465 LL Red. (YM)7: N DL LL Comments aolNr ~oAO -> P vr. LOAC (Ibs): 0 5000 from left end: 3.0 No. Of MlcROtnrns: 2 C D E G 3.1/8 x 51 5.1/8 x 37 t/2 6314 x 30 8314x36 ~ (Vsl) ~ d: 183 180 185 145 fb (psi); 1218 1373 1829 1131 ATL (in): 0.13 0.20 0.30 0.1T DD (in): 0.05 0.07 0.11 0•~ spaNe: 1661 1083 730 12~ Beam Selection (A - F ): G Re t o use: b•3/4 X 3S OM MARKC RB11 Loads Reacti ons (Ibs) DL (psf) LL (psf) Red.LL t(ib (ft) wn (P~ ~yil (plf) LeR Right Span (ft): 3.5 (psfl Lu (ft): 2.0 <=Check roof 20 88 BB 4 432 352 403 403 DL TL def. < U 240 rooflfir 20 39 39 0 0 0 616 818 LL LL def. < U 360 floor 35 40 40 0 0 0 1019 1019 TL Cc: 1.00 walUmisc. 10 0 - 15 150 0 K: 1.0 w uwwxu ~o~o (plf): 582 352 M (Ib-ft): 891 LL Red. (YM)7: N DL LL Comments P R. wAO (Ibs): 0 0 from left end: 0.0 No. of xrlcaowns: 2 F G A B (2)13/4x 5.500 5-118 x 9 (2) 2 x 6 (3) 2x 8 fv (psi) ~ d: 68 46 59 608 19 155 tb (psi): 707 471 0 02 0.00 lsTL (in): 0.03 0.02 . 01 0 0.00 0D (in): 0.01 0.01 . 7971 11978 sPaNA: 1422 2134 Beam Selection(A-F): B Rel1 user, tar axe BM MARKC RB12 Loads Reactions (Ibs) DL (psf) LL (psf) Red.LL trib (ft) wrl (P~ wll (P~ left Right Spen (ft): 21.0 Lu (ft): 2.0 roof 20 77 (Psi 77 2 194 154 420 420 DL TL def. < U 240 roof/flr 20 35 35 0 0 0 1617 1817 LL LL deL< U 380 floor 35 40 40 0 0 0 2037 2037 TL Co:1.Op walUmisc. 50 0 - 0 0 0 K: 1.0 w uxlwrtw Bonn (Pff): 194 154 M (Ib-ft): 10894 LL Red. (Y/N)?: N DL LL Comments P vr. Logo (Ibs): 0 0 from left end: 0.0 No. of M~creowas: 3 C p E F r' 3.1/8 x 13112 5-118 x 12 63/4 x 10112 (3) 13/4x 11.250 (3) 1.314 x.11.675 ~ (Psl) ~ d; 65 45 40 1035 47 1159 ~ 1040 fb(ps); 1352 0 74 1043 0.64 0.72 0.72 0.81 dTL (in): . 15 0 0.13 0.15 0.15 0.13 DD Qn): . 342 994 348 351 413 spaN~: Beam Selection (A-F): G Rera uee>t ra) 1-a/4x r1.ev~ Projec ar~1'e: Project #: Initials: Date: I Sheet: 'f Q2 i a a 0 0 yvn a~ril,N ! olho~t ~ ~ off' b~ll~lr~, r-~o©,~ ~rn~N~ ~ Project Name: Project #: Initials: Date: Sheet: TJI JOIST JCIBT MARK: FJ1 Reactions(Ibs) DL (Pe0 LL (pen wn (Wrl wu (P81 Left Right Span (ft): 10.0 roof 0 0 0.0 0 133 133 DL ' TL def. < U 240 fbor 20 50 93.3 66.867 333 333 LL LL def. < U 360 wall 0 0 0.0 - 467 467 TL Spacing (in): 18 mist 0 D 0.0 0 Bearing Type(tJw): H w unironu woo (plf): 93.3 67 M (Ib-ft): 1187 Web Sfiffier(yln): Y SelecSon No: 1 DL LL CD: 1.00 P rr.~oio (Ibs): 0 0 from left end: 0.0 Mel,,,, (Ilrft): 2380 spaNArv: 1068 span/An: 782 FJ1 UsE: 9-1/8~ TJI I70 Q16 IN CC JCIBT MARKI FJ2 Span (ft): 18.0 TL def. < U 240 LL def. < U 360 Spacing (in): 16 Bearing Type(h/w): H Web Sfifiner(y/n): Y Selection No: 5 Co: 1.00 Velee, (Ib): 885 Arv(in): 0.11 from left end: 0.0 Reactions (Ibs) DL leer) LL (pe0 wn IW) wu (P~ Lab Right roof 0 0 0.0 0 120 120 4L floor 10 50 B0.0 66.667 600 600 LL wall 0 0 0.0 - 720 720 TL mist 0 0 0.0 0 w ulnrorswt Iwn (plf): 80.0 67 M (Ib-ft): 3240 DL LL P al. too (Ibs): 0 0 Vyi,e (Ib): 1340 Arv(in): 0.57 Arv(in): 0.18 Arv(in): 0.88 M,r,,,. (Ib-ft): 3620 spaNALL: 379 spaNAn: 31 B FJ8 UBEI 11-9/B' TJI 81C y161N CC JCIBT MARKI FJ3 Reactions (Ills) DL (ptfl LL (pet) N'li (WB N'µ (P~ Left Right Span (ft): 15.0 roof 0 0 0.0 0 100 100 DL TL def, < U 240 floor 10 50 80.0 66.867 500 500 LL LL def, < U 360 wall 0 0 0.0 - 600 600 TL Sparing (in): 18 mist 0 0 0.0 0 Bearing Type(tllw): h . w uNrronu too (plf): 80.0 87 M (Ib-8): 2250 Web Sliffier(y/n): Y Selection No: 2 DL LL Co: 1.00 P i?. ~oeo (Ibs): 0 0 from left end: 0.0 V,eae (Ib): 1225 Arv(in): 0.33 Arv(in): 0.39 Mel,,,. (Ib-ft): 3015 spaNAµ: 547 spaNAn: 456 FJ9 LIS£1 11-7/0~ TJI I1Q Q161N CC Proje~'1"dl~frte: Project #: Initials: Date: Sheet: r t B rc w ~ W i Z ~ 0 Z Z W N WOOD BEAM ALLOWABLE STRESS DESIGN BM MARKS FB1 Loads Reactions (Ibs) Span (ft): 12.0 DL (pst) LL (psf) Red.LL trib (ft) (psf) wn (P~ wLL (plf) Left Right Lu (ft): 2.0 roof 20 52 52 0 0 0 720 720 DL TL tlef. < U 240 rooVflr 20 39 39 0 0 0 1440 1440 LL LL def. < U 360 floor 20 40 40 8 380 240 2180 2160 TL Cp:1.00 walllmisc. 50 0 - 0 0 0 K: 1.0 w uxlwxw I.oAO (plf): 360 240 M Qb-ft): 6480 LL Red. (YM)?: N DL LL Comments P vr.lnAO (Ibs): 0 0 from left end: 0.0 No. of MICROLAaIS: 2 B C F G (3) 2x 12 3-1/B x 9 (2)13/4x 9.250 6314x30 iv (psi) ~ d: 54 101 87 9 fb (psi): 819 1843 1558 77 ATL (in): 0.20 0.49 0.38 0.01 DD (in): 0.07 0.16 0.13 0.00 spaNA: 732 293 378 23441 Beam Selection (A - F ): f F9 1 V BEi f2I 1 -3/4x 9 1 /4 LVL BM MARKS FB2 Loads Reacllons(Ibs) DL (psf) LL (psf) Red LL trib (ft) wn (plf) wLL (plf) Laft Right Span (ft): 18.5 (Psfl Lu (ft): 2.0 roof 20 86 88 0 0 0 1480 1480 DL TL def. < U 360 roof/tir 20 39 39 0 0 0 2960 2960 LL LL def. < U 480 floor 20 40 40 8 480 320 4440 4440 TL Co: 1.00 welUmisc. 10 0 - 0 0 0 K: 1.0 w uxlwrt/n Sao (plf): 480 320 M (Ib-ft): 20535 LL Red. (Y/N)7: N DL LL Comments P vr. Lao (Ibs): 0 0 from left end: 0.0 No. of Mlcr~oLAMS: 2 C D E F G 3-118 x 1612 5-1/6 x 15 6-314 x 1 312 (2)13/4x 16.000 5-118 x 18. fv (psi) ~ d: 110 75 64 - 102 80 fb (psi): 1738 1282 12D2 1650 880 ATL (in): 0.60 0.49 0.51 0.56 0.28 DD (fn): ~ 0.20 0.16 0.17 0.19 0.09 spaNA: 370 455 437 ~ 398 787 Beam SelBCtlon(A-F): D Fea usei a-1/e x is QLIJLAM DM MARKS FB3 Loads RBaetlons (Ibs) DL (psf) LL (psf) Retl.LL Crib (ft) wn (PtiI `A'u (P~ Left Right Span (ft): 8.5 (psf) Lu (ft): 2.0 mof 20 77 77 2 194 154 585 585 DL TL def. < U 240 roof/8r 20 35 35 0 0 0 1411 1411 LL LL def.< U 360 floor 20 40 40 7 420 280 1998 1998 TL Co- 1.00 waiUmisc. 50 0 - 0 0 0 K: 1.D w uwwmn ww (plf): 614 434 M (Ibft): 3243 LL Red. (YM)7 N DL LL Comments P m. too (Ibs): 0 0 from left end: 0.0 No. of MlcaoLAMS: 1 A B F G (2) 2 x 10 (3) 2x 8 ~ ~~ - (1)13/4x 9.250 (1)1314 x 9.5 fv (psi) ®d: 82 75 141 138 ib (psi): 910 987 1559 1478 eTL (In): 0.08 0.11 0.11 0.10 dD (in): 0.02 0.03 0.03 0.03 spaNA: 1001 723 894 751 Beam Sfilection (A - F ): G Fea u B E, n l 1-a/a x •.e Projec a ~: Project #: Initials: Date: Sheet: ~O WOOD BEAM ALLOWABLE STRESS DESIGN CM MARK: F84 LOedB Reactions Qtls) DL (P~) LL (P~ Red.LL tnb (ft) wn. (P~ wu (plF) Left Right Span (ft): 3.8 (PSI Lu (ft): 2.0 «Check roof 20 52 52 0 0 0 304 304 OL TL def. < U 240 rooffflr 20 39 39 0 0 0 608 808 LL lL def.< U 360 floor 20 40 40 8 480 320 912 912 TL Cp:1.00 waNmisc. 50 0 - 0 0 0 K: 1.0 W UNIfOR4lW1U (plf): 480 320 M (Itsft): B68 LL Red. (YM)?: N DL LL Commems P rr. Lwo (Ibs): 0 0 from left end: 0.0 No. of Mlrrtowns: 2 A B F G (2) 2 x 6 (3) 2x 6 (2)13/4x 5.500 63/4x30 N (psi) ~ d: 63 42 ~ -2 fb (psi): 687 456 589 10 GTL (in): 0.03 0.02 0.02 0.00 DD (in): 0.01 0.01 0.01 0.00 spaNe: 1348 2021 1867 553652 Beam Selection (A - F ): A Fea us Ee ral s x a OM MARK? FB6 Load3 Reactions(Ibs) OL (psry LL (psf) Red.LL trib (ft) wn, (plf) wu (P~ Left Right Span (ft): 7.0 (P~ Lu (ft): 2.0 roof 20 88 86 0 0 0 350 350 DL TL def. < U 380 roofttlr 20 39 39 0 0 0 700 700 LL LL def. < U 480 floor 20 40 40 5 300 200 1050 1050 TL Cp:1.00 walUmisc. 10 0 - 0 0 0 K: 1.0 w uxitaa4 two (pif): 300 200 M pb-ft): 1838 LL Red. (YIN)?: N DL lL Comments P rr. two (Ibs): 0 0 from left end: 0.0 No, of MicROw4s: 2 A B F G (2) 2 x 8 (3) 2x 6 (2)13/4x 5.500 5-1/8 x 18 iv (psi) ~ tl: 60 55 71 10 fb (psf): 839 972 1250 80 GTL (in): 0.11 0,16 0.18 0.00 DD (in): 0.04 0.05 0.06 0.00 spaNA: 790 517 478 23240 BeamSelection(A-F ): F F03 LIHEt f>fl 1-3/ax 3 1/Z LVL OM MARKi FB8 LOads ReaCtlons (Ibs) DL (psf) LL (psf) Red.LL tlib (ft) wTL (P~ wu (Pffl Left Right Span (ft): 12.0 (P~ Lu (ft): 2.0 roof 20 77 77 0 0 0 360 360 DL TL def. < U 240 roof/flr 20 35 35 0 0 0 720 720 LL LL def.< U 360 Ooor 20 40 40 3 180 120 1080 1080 TL Cp:1.00 waNmisc. 50 0 - 0 0 0 K: 1.0 w uwras4 enr~o (plf): 180 120 M (~-ftY ~~ LL Red. (YM)?: N DL LL Comments P vr. two (Ibs): 0 0 from left end: 0.0 No. oT MicROw,+s: 1 A B F G (2) 2 x 10 (3) 2x 6 (1) 1-3/4x 9.250 (1)1.3/4 x 9.5 fv (psi) ®d: 51 45 87 85 fo(ps): 809 986 1558 38 0 1477 0.35 ATL (in): 0.27 0.37 . 13 0 0.12 DD (m): 0.09 0.12 . 378 407 spaNG: 543 392 Beam Selection (A - F ): G Fee u aet r i 1 ~ .s/a x sr.s Date: Sheet: ` ~' N O w C W i Z 'V Z w w WDOD BEAM ALLOWABLE STRESS DESIGN BM MARKe FB7 Loads Reactions (Ibs) DL (P~ LL (psf) Red.LL trib (ft) wn (P~ `NU (P~ Left Right Span (ft): 7.0 (Psf) Lu (ft): 2.0 roof 20 52 52 0 0 0 420 420 DL TL def. < U 240 roof/8r 20 39 39 0 0 0 840 840 LL LL tlei. < U 360 floor 20 40 40 6 360 240 1280 1260 TL Cc: 1.00 walUmfsc. 50 0 - 0 0 0 K: 1.0 w umFOnrr Lono (plf): 360 240 M (Ib-ft): 2205 LL Red. (YM)7: N DL LL Comments P vr. LOAD (Ibs): 0 0 from left end: 0.0 No. Of MicROLAnts: 1 A B F G (2) 2x 8 (3) 2x 6 (1) 1JI4x 7.25D (1) 1314x9.5 iv (Psi) (~ d: 72 66 123 88 Po (psi): 1007 1166 1726 1005 eTL (in): 0.13 0.19 0.18 0.08 eD Qn): 0.04 0.08 0.06 0.03 spaNe 658 431 458 1028 Beam Selectiari (A - F ): G FB7 U 9 e3 [ 1) 1 -3/4 x 9.3 BM MARKS FBB Loads Reactions (IDs) DL (psf) LL (Psf) Red.LL trib (ft) wn (P~ wLL (P~ Lefl Right Span (ft): 21.0 (PBQ Lu (ft): 20 roof 20 88 68 0 0 0 210 210 DL TL def. < U 240 roofer 20 39 39 0 0 0 830 630 LL LL def. < U 360 floor 10 30 30 2 80 60 840 ~ 840 TL Co: 1.00 walUmisc. 10 0 - 0 0 0 K: 1.0 w uwFOnu LWU (plf): 80 60 M (Ib-ft): 4410 LL Red. (YM)7: N DL LL Comments P vr.:am (Ibs): . 0 0 from left end: 0.0 No. Of MicROUMS: 2 A B C D F G (2) 2 x 12 (3) 2X 10 3.1/8 x 101!2 5-1/8 x 9 (2)1314x 9.250 5-1/8x 10.5 N (psi) ~ d: 34 28 35 25 - 36 21 fi (psi): 838 825 922 765 1060 582 eTL (in): 0.61 0.74 0.85 0.62 0.80 0.39 eD (in): 0.15 0.18 0.18 0.16 0.20 0.10 span/e: 410 342 391 403 318 641 BBam Selection (A - F ): F aeB uses rai 1 -3/4x s i /a wL. BM MARK: FB9 Loads Reactions (Ibs) DL (psf) LL (Psf) Red.LL tdb (ft) wn (P8I w'u (P~ Left Right Span (ft): 12.0 (psf) Lu (ft): 2.0 roof 20 77 77 0 0 0 840 840 DL TL def. < U 240 roofer 20 35 35 0 0 0 1680 1880 LL LL def.< U 360 floor 20 40 40 7 420 280 2520 2520 TL Co: 1.00 welUmisc. 50 0 - 0 0 0 K: 1.0 w uwFaw ww (Plf): 420 280 M (Ib-ft): 7580 LL Red. (YM)7: N DL LL Comments P vr. wAO (Ibs): 0 0 from !alt end: 0.0 No. Of aucROwns: 2 C D F G 3-1/8 x 9 5-1/8 x 7 112 (2) 13/4x 9.250 5.1/8 x 10.5 N (psi) ~ d: 118 88 102 60 fb (psi): 2150 1888 1818 983 eTL (in): 0.57 0.60 0.45 0.22 eD (in): 0.19 0.20 0.15 0.07 apaNe: 251 238 322 654 BeamSelecrwn(A-F): F FBS use: rai i-a/ax 9 i/a Lv~ Proj~'4d607'~~87{e~ Project #: Initials: Date: Sheet: 2 WOOD BEAM ALLOWABLE STRESS OESION LOedS Reaotions(Ibs) BM MARKi FB1O DL (psf) LL (psf) Red.LL Vib (ft) wn (P~ vpLL (P~ Left Right Span (ft): 7.0 roof 20 52 (Psfl 52 0 0 0 560 560 DL Lu (ft): 2.0 < U 240 TL def roof/fir 20 39 39 0 0 0 1120 1120 LL . LL def. < U 360 floor 20 40 40 8 480 320 1660 1880 TL 00 : 1 C walUmisc. 50 0 - 0 0 0 . y 320 M (Ib-ft): 2940 K: 1.0 w uwwBw, iwu (plf): 480 LL Red. (YIN)?: N DL LL Comments P rr. Sao (Ibs): 0 0 from left end: 0.0 No. of MlcrtoLArns: 1 F G A B (1)13f4x 7.250 (1)13f4 x 9.5 (2) 2 x t0 (3) 2x 8 164 117 fv (psi) ®d: 71 ~ 2301 1340 fb (pai): 825 895 0.25 0.11 eTL (in): 0.08 0.11 O,Og 0.04 eD Cn): 0.03 O.D4 342 770 span/e: 1026 741 Beam Selection (A - F ): 8 F9: o uac: ~ ca) zx e eM MARK: FB11 Loads Reactions (Ibs) DL (P~ LL (P~ Red.LL trib (ft) wn (Pfl) N'u (P~ Left Right Span (ft): 4.0 (P~ 0 0 0 320 320 DL Lu (ft): 2.0 roof 20 88 68 0 840 640' LL TL def. < U 240 rooUflr 20 39 39 0 0 960 980 TL LL det. < U 380 floor 20 40 40 8' 480 320 00 C 1 10 walUmisc 0 - 0 0 0 o: . . M (Ib-1t): 960 K: 1.0 w uwww.+La+o (plf): 480 320 LL Red. (Y/N)?: N DL LL Comments P rr. LoAO (Ibs): 0 0 from left end: O.D No. of mlcROLAMS: 4 p G A B - (4)1.3/4x 5.500 5-118 x 10.5 (2) 2 x 6 (3) 2x 6 29 15 . fv (ps) ~ d: 67 45 328 122 fo(ps): 762 508 0.01 0.00 eTL (in): 0.04 0.03 ep (q~): 0.01 0.01 320 15450 sPalye; 1155 1733 Beam Selection (A - F ): B Fs r c use: car ax s BM MARK: F812 Loads Reactions (Ibs) DL (psT) LL (Psf) Red.LL Crib (ft) N) ( wn (Pfl) wu (P~ Left Right SPA (ft): 7.0 roof 20 53 P 53 15 1095 795 4690 4690 DL Lu (ft): 2.0 < U 240 TL def roof/Flr 20 39 39 32 1888 1248 7851 7851 LL . LL def.< U 700 floor 20 40 40 5 300 200 12541 12541 TL Co: 1.00 walUmisc. 50 0 - B 300 0 M Qb-ft): 21946 K: 1.0 w uxlrorw Lonc (Pm~ 3583 2243 LL Red. (Y/N)?: N DL LL Comments P rr. LOAG (Ibs): 0 0 from left end: 0.0 No. Of MICROIAMS: 3 C 3-1/8 x 191/2 D E 5-118 x 131@ 6-3/4 x 12 F (3)13/4x 11.250 G (3)1.3f4 x 11.875 165 184 186 233 218 ~ (Psi) ®d. 1330 1692 1626 2378 2134 ~ (Psi): 08 0 0.11 0.10 0.16 0.14 eTL (in): . 0 02 0 ~ 0•~ 0.06 0.05 eD (in): . 1508 759 821 514 804 speNe: Beam Selection (A - F ): G Fs i z uses (a) 1-3/4 x 7 7.973 Projec am ' Project #: Initials: Date: Sheet: ~~ WOOD BEAM ALLOWABLE STRESS DESIGN BM MARKi F613 Loads DL (psf) LL (psf) Red.LL tdb (ft) wn (PIS wLL (P~ Left Right Span (ft): 7.0 roof 20 52 (~ 52 0 0 0 - 580 560 DL Lu (ft): 2.0 TL def. < U 240 roof/Ar 20 39 39 0 0 0 1120 1120 LL LL def. < U 360 floor 20 40 40 8 480 ~ 320 1680 1680 TL Co: 1.00 walUmisc. 50 0 - 0 0 0 K: 1.D w uNiwrsw Iwo (P~: 480 320 M (Ib-ft): 2940 LL Red. (YM)?: N DL LL CommeNs P m . ~a~o (Ibs): 0 0 from Jett end: 0.0 No, of imcROLAins: 1 A B F G (1)1-3/4x 7.250 5-118 x 12 (2) 2 x 10 (3) 2x 8 164 29 fv (psi) ~ d: 71 64 2301 287 fb (psi); 825 895 0.25 0.02 eTL (in): 0.08 0.11 0.08 0.01 eD (in): 0.03 0.04 342 4303 spanle: 1026 741 Beam Selection(A-F): G ears usee z-ria x rz BM MARKi FB14 Loads ReaCtionB(Ibs) DL lPsfl LL (psf) RedLL trib (ft) wn (Pff) wu (P~ Left Right 0 an (ft): 4 S (~ . p roof 20 88 88 0 0 0 320 320 DL Lu (ft): 2.0 TL de}, < U 240 roof/fir 20 39 39 0 0 0 640 640 LL LL def.< U 360 floor 20 40 40 8 480 320 960 980 TL 00 C : 1 walUmisc. 1D 0 - 0 0 0 o . M (Ib-ft): 980 K: 1.0 w uulwsN ~oAO (P~: 480 320 LL Red. (YM)7: N DL LL Comments P m. woo (Ibs): 0 0 from left end: 0.0 No. of MICROLAMS: 4 F G A B (4)13/4x 5.500 5-1/6 x 10.5 (2) 2 x 8 (3) 2x 6 29 15 N (psi) G d: 87 45 326 122 Po (psi): 762 508 0'01 0.00 eTL (in): 0.04 0.03 0.00 0.00 eD (in): 0.01 0.01 32D7 15450 spaNe: 1155 1733 Beam Selection (A - F ): B cars usei (3i zx s BM MARKi F615 Span (ft): 15.0 Lu (ft): 15.0 TL def. < U 240 LL def.< U 360 Co: 1.00 K: 1.0 ' LL Red. (YM)7: N Loads Reactions (Ibs) Reactions (Ibs) DL (psf) LL (Psf) Red.LL ~.b (ft) (Psfl ~ (P~ yyLL (~~ Left Right <=Check roof 20 39 39 2 118 78 6840 3640 DL nwtmr 20 39 39 0 0 0 14875 7630 LL floor 20 40 40 0 0 0 21515 11470 TL waNmise. 12 0 - 6 72 0 w uxlwiw toAC (Pm: 190 78 M pl1-tt): 105200 LL Comments 21135 from left end: 5.0 No. of MKwROLAMS: 3 C D E G 3-118 x 521/2 5-1/8x33 8.3/4 x 251!2 (3)1314 x 11.875 189 188 184 513 N.G. 878 1357 1726 10231 N.G. 05 0.12 0 0.20 1.64 . 0.02 0.04 0.06 0.78 110 NG 3661 1491 908 DL Pout Loco -+ P vr, toAO (Ibs): 9D00 fv (psi) ~ d: fb (psi): eTL (in): eD (in): spaNe: Beam Selection(A-F): E cars use: a-aia x za ria oLULAM Proj~t~t°.07~fFa"fe's' Project #: Initials: Date: Sheet: (~ WOOD BEAM ALLOWABLE STRES5 DESIGN BM MARKS FB18 Loads Reactions (Ibs) DL (psf) LL (pst) Red.LL trib (ft) wn (P~ wu (PD) Left Right Span (ft): 10.0 (Psfl Lu (ft): 2.0 roof 20 52 52 0 0 0 600 600 DL TL def. < U 240 rooflDr 20 40 40 0 0 0 1200 1200 LL LL def. < U 360 Ooor 20 40 40 6 36D 240 1800 1800 TL Co: 1.00 walVmisc. 50 0 - 0 0 0 FC 1.0 w uNlroRw pow (Pn): 360 240 M QWt): 4500 LL Red. (YM)?: N DL LL Comments P m. rono (Ibs): 0 0 from Iefl end: 0.0 No. of Mlcaowas: 1 A g F G (2) 2 x 12 (3) 2x 10 (1) 13/4x 9.250 (1)13!4 x 9.5 iv (psl) ®d: 65 55 141 137 tb (ps): 853 641 2164 2051 ATL (in): 0.14 0.17 0.37. 0.34 AD (in): 0.05 O.DB 0.12 0.11 spaNe: 844 704 325 352 Beam Selection (A - F ): F Fe r e user n r r -a/ax s r /a wL BM MARKi F81T Loads Reactions (Ibs) DL (psf) LL (psf) Red.LL tnb (ft) wn (plf) wu (plf) Left Right Span (ft): 4.0 (Psf) Lu (ft): 2.0 roof 20 88 88 0 0 0 535 385 DL TL def. < U 240 roofttlr 20 39 39 0 0 0 1070 770 LL LL def.< U 360 Docr 20 40 40 4 240 160 1605 1155 TL Co: 1.00 walVmisc. 10 0 - 0 0 0 K: 1.0 w uxlroxM woo (plf): 240 160 M (Il>-ft): 2138 LL Red. (YM)?: N DL LL Comments POINT LOAD-> P vr. uMO (Ibs): 600 1200 from left end: 1.5 No. Of ~ucROLArors: 2 q g F G (2) 2 x 8 (3) 2x 8 (2)13/4x 5.500 5-1/8 x 10.5 fv (psi) ~ d: 101 91 118 39 fb (psi): 976 1131 1454 272 ATL (in): 0.03 0.05 0.08 0.01 eD (in): 0.01 0.02 0.02 0.00 spanJe: 1414 926 855 8257 Beam Selection (A - F ): F Fe 1 7 USES (2) 1 -3/4x 3 7 /2 LVL BM MARKr FB18 L08ds Reactions (Ibs) DL (psf) LL (psf) Red.LL trib (ft) wn (plry wu (plf) Left Right Span (ft): 16.0 (psfl Lu (ft): 2.0 roof 20 53 53 0 0 0 800 800 DL TL def. < U 240 roof/Dr 20 39 39 0 0 0 1200 1200 LL LL daf.< U 360 Door 20 30 30 5 250 150 2000 2000 TL Co: 1.00 walVmisc. 50 0 - 0 0 0 K: 1.0 w uNlrane~ono (PV): 250 150 M (Ib-ft): 8000 DL LL Comments P m. two (Ibs): 0 0 from left end: 0.0 ~ No. of MICROLaras: 2 C D E F G 3-1l8 x 1 D 1!2 5-118 x 9 83/4 x 9 (2)13l4x 11.250 (2)1314 x 11.875 fv (psi) ~ d: 81 59 45 87 63 fb (psi): 1672 1388 1053 1300 1167 ATL (n): 0.68 0.88 0.50 0.47 0.40 Ap Vin); 0.27 0.26 0.20 0.19 0.18 spaNA: 283 292 384 411 483 BeamSeledion(A-F): G Fere usE: rzr r•a/a x r r.e~s Projec am°e: !`a' a'~' Project #: Initials: Date: Sheet: '~ . z w w i z n W wono e~ant ALLOWABLE STRESS DESIGN ant MARK, F819 Loads Reactlons(Ibs) DL (psF) LL (psf) Red.LL trib (ft) wn (plf) wu (P~ Left Right Span (ft): 15.0 (Psf1 Lu (ft): 15.0 <.chee¢ roof 20 39 39 5 295 195 1290 1290 DL TL def. < U 240 roofmr 20 39 39 0 0 0 1463 1483 LL LL tlef. < U 360 floor 20 40 40 D 0 0 2753 2753 TL CD: 1.00 walUmisc. 12 0 - 8 72 0 K 1.0 w uweosu row (ptf): 367 195 M (Ib-ft): 10322 LL Red. (YM)?: N DL LL Comments P rr. Low (Ibs): 0 0 from left end: 0.0 No. of Mx:ROLA,ns: 1 C D E G 3-1/8 x 12 5-1/8 x 9 63/4 x 9 63/4 x 10-12 fv (psi) ~ d: 95 61 61 51 fb (psi): 1652 1790 1359 999 eTL (in): 0.52 0.75 0.57 0.38 eb (in): 0.24 0.35 0.27 0.17 spaNe: 349 241 318 505 Beam Selection (A - F ): G ra, s u ae, s-aia x r o-, is ant MARK: F929 Loads Reactions (Ibs) DL (P~ LL (psf) Red.LL trib (ft) wn (Pff) wu (P~ Left RIgM Span (ft): 32.0 (P~ Lu (ft): 2.0 roof 20 88 88 0 0 0 840 640 DL TL def. < U 600 roof/Flr 20 39 39 0 0 0 0 0 LL LL def. < U 600 floor 20 4D 40 0 0 0 840 640 TL CD: 1.00 walUmisc. 10 0 - 4 40 0 K 1.0 w uwrw+M Low (plf): 40 0 M (Ib-ft): 5120 LL Red. (YM)?: N DL LL Comments P rr. Low (Ibs): 0 0 from IeR end: 0.0 No. of MlcROUMS: 4 C D E F G 3-118 x 15 5-1/8 x 1312 83/4 x 12 (4)1314x 11.250 (2)1.314 x 9.5 fv (psi) ®d: 19 13 11 11 27 fo(ps): 524 395 379 416 1167 eTL (in); 0.60 0.50 0.54 0.80 #DIVI01 eD (in): 0.60 0.50 0.54 0.60 1.99 spaNe: 644 770 712 642 #DIVl01 #lF#k# Beam Selection (A - F ): B Fezo us¢: era MARK: F621 Loads ReacBons(Ibs) DL (psf) LL (psf) Red.LL irib (ft) wTL (P~ N'u (PUI Left Right Span (ft): 21.0 (Psfl Lu (ft): 15.0 <=Check roof 20 39 39 0 0 0 420 420 DL TL def. < U 600 rooflflr 20 39 39 0 0 0 0 0 LL LL def.< U 600 floor 20 40 40 0 0 0 420 420 TL Co: 1.00 weNmisc. 10 D - 4 40 0 K 1.0 W UNI,OPM LOAD (pif): 4O 0 M pb-tt): 2205 LL Red. (Y/N)?: N DL LL Comments P rr. Low (Ibs): 0 0 from left end: 0.0 No. of MICROLA,us: 2 A B C D F C' (2) 2 x 12 (3) 2x 10 3-1/8 x 1012 5-1/8 x 9 (2)1-3/4x 9.250 (2)1314 x 14 fv (psi) ~ d: 17 14 18 13 18 11 tb(psi): 418 412 461 382 530 231 eTL (tn): 0.31 0.37 0.32 0.31 0.40 #DIV/01 eD (in): 0.31 0.37 0.32 0.31 0.40 0,12 spaNe: 820 684 781 807 631 #OIW01 ##### Beam Selection (A - F ): E re z , u a e: 7 ~ ~t f j L~ ~vt/ aeec><c*r• Proj~l''~o~ufFe,aFBr/ Project #: Initials: Date: Sheet: '~ a a W W y 2 D Z Z W WOOD BEAM ALLDWMIE BTREBB DESIeN L08da ReaCtiOna Qba) ^M MARKi F822 DL (psf) LL (paf) Red.LL trib (~ ,~ (~ ~ ,,yu (plry LoR RiOM Span (ft): 18.0 Lu (tt): 15.0 <eChack roof 20 39 99 0 0 0 300 300 DL < U 240 TL def roofMr 20 38 39 0 0 0 0 0 LL . LL def. < U 380 /bar 20 40 d0 0 0 0 300 300 TL Co: 1.00 welumisb. 10 0 - 4 40 0 M (Bf4t): 1125 K: 1.0 w ~.,~ w.n (pm: 40 0 LL Red. (VM)?: N DL LL Commerna p vr. ww (Ibs): 0 0 from left end 0.0 No. of M~CROUMe; 1 F 0 A B (1)1-3/4x 7.250 (2)114 x 11.875 (2) 2 x 8 (3) 2x 8 9 N (ps9 ~ d: 28 17 33 881 184 , }b (psi): 893 595 0.43 0.05 dTL (In): 0.68 0.48 0.43 0.05 AD (in): 0.88 0.48 417 3688 1gRifR speNA: 283 394 8earn Selection (A. F ): G reaa uacr car t-m4 x t t see OM MARKS 1'B23 ~~ RNCtl0rtt ~~) DL(psry LL(psfl Red.LL crib (tt) wn (pll) w<'u (PR) Lett RpM Span (it): 15.0 (Fsfl Lu (ft): 16.0 <.OhMk roof 20 88 BB 0 0 0 1800 1800 DL TL det. < U 80D rooUllr 20 99 39 0 0 0 0 0 LL LL def. < U 800 floor 2D 40 40 D 0 0 1800 1800 TL Co: 1.00 walllmisa 12 0 - 20 240 0 M (ib-R): 8750 K: 1.0 w uHraw ~aD (pIQ: 240 0 LL Red. (YM)?: N DL LL CO1o~^u P m. wno (Ibs): 0 0 from left end: 0.0 No. of McaoWUis: 4 C D E F G 3-iM x 131/2 5-118 x 12 8.3/4 x 10 112 (4) t~l4x 11.250 5.118 x 12 fr (psi) ®d: ~ ~ ~ ~ 549 ~ 659 fb (Psi) 353 0 24 858 0.21 853 0.23 0,17 tYDN/01 ATL (in): . 024 0.21 0.23 0.17 0.21 aD pn): 759 875 772 1098 NDIV/01 fkgglN speNd: BeamSelecBOn(A-F):D case uec: e-t/ex to or.ut.AM •M MARKi F824 Loads Reediorts (Ib5) DL (psf) LL (pst) Red.LL trib (ft) wn (pm wu (plf) Lett RipM ~ (~: 9.0 Lu (It): 15.0 <.Chsck roof 20 80 (PS0 80 8 480 380 540 540 DL TL der. < U 800 rootMr 20 39 39 0 0 0 1820 1520 LL LLtleL< U 800 floor 20 40 40 0 0 0 2180 2180 TL CD: t.ao walumisa to 0 - o D o 380 M (Ib•R): 4860 K: 1.0 w uniraw ~w° (pif): 450 LL Red. (YM)T. N DL LL Commerns P m. Sono (Ibs): 0 0 from k3R end: 0.0 No. of rucreow.~s: 2 B C D F G (3) 2x 10 3.1/8 x 101!2 5-1/8 x 9 (2)1.3/4x 9250 (2)1.3!4 x 9.5 N (psi) B d: 86 80 59 ~ 1188 ~ 1108 1b (PSO; 809 1018 843 18 0 0.15 ATL (in): D.15 0.13 0.13 . 04 0 0.04 pD (in): D.04 0.03 0.03 . 888 724 spaNd: 724 827 854 Beam Selection (A - F ): G r*sa4 uRCi lal 1.9/4 x 9.5 Project f~Y+~`f>~°'~'P-°~°'n`~' Project #: Initials: Date: Sheet: 1^ ~ ~ N Z rc r w ~ W y Z _ ~ 0 Z Z W ~ ~h1 Vd52 Sheet: t _/ t n m z W i 0 Z W WOOD STUD WALL DESIGN ALL EQUA7IONS BASED ON NOS, ALLOWABLE S7RESS DESIGN DESCRIPTION: WS1 Loads to Wall: wLoad case 4 Height, le (ft) : 9 DL LL roof 20 50 trib 16 1 1120 2 1120 3 1120 1120 deflection < U: 240 floor 35 40 0 0 0 0 0 C& C Interior Zone (psf): 22 0 0 0 0 0 0 C& C End Zone (psf): 25 wall 0 0 0 0 D 0 earthquake pressure (psf): 10 mist 0 0 w (plt)= 1120 1120 1120 1120 LL on roof snow? (Y/N): y Lumber grade: 2 (DF No. 2) NDS 2001 ^ 1D+1L+15 1D+1L+1Wint+1S 1D+1L+1Wend+1S 1D+1L+1EQ+1S Cd = 1.00 1.60 1.60 1.60 FcE (psi) = 1245 1245 1245 1245 1070 F'c (psi) = 931 1070 181 OK 1070 181 OK 181 OK fc (psi) = 181 OK 135 M (Ib-ft) = 0 297 338 2153 Fb' (psi) = 1346 2153 2153 214 OK fb (psi) = 0 OK 471 OK 536 OK CSR = 0.04 OK 0.28 OK 0.32 OK 0.15 OK p,,,~ (in.) = 0.450 0.450 0.450 104 OK 0 0.450 0.059 OK D (in.) = 0.000 OK 0.091 OK . TRIMMER: KIND STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (Ibs) = 5156 Mqp (Ib-ft) = 1357 trib width capacity (ft) = 6.09 for M < Mcap (governs) trib width capacity (ft) = 6.59 for ~ < L! 240 KING STUD EARTH QUAKE? KIND STUD WIND ENO ZONE: King stud supports only bending ... Kng stud supports only bending ... Mcap (Ib-ft) = 1357 Mcap (Ib-ft) = 1357 trib width capacity (ft) = 5.36 for M < Mcap (governs) trib width capacty (ft) = 13.40 for M < Mcap Crib widtl _ - - `~ '°~ _ ~ e~ u,. n ~ I i ~dn trib width capacity (ft) = 10.14 for ~ < L ! 240 (governs) Interior Zone WS7 USE: 2 X 6 ~ 16 " O.C. End Zone WS1 USE: 2 X 6 ~ i6 " O.C. (DF No. 2 ) - --'--- '---'--- ~......~ ..H.e...dm nn nlanle r ~anu..y ... OPENING WIDTH ~~ ..'.~.....~_.-___ TRIMMERS __ STUDS INT ZONE STU SEND ZONE NOEAR HOUR E~ 3 1 1 1 1 4 1 1 1 1 5 1 1 1 1 6 1 1 1 1 7 1 1 1 1 8 1 1 1 1 9 1 1 1 1 10 2 1 2 1 11 2 2 2 1 12 2 2 2 1 13 2 2 2 1 14 2 2 2 1 15 2 2 2 1 16 2 2 2 1 5 Project Name: Project #: Initials: Date: Sheet: Ia 0 w z y n z w WOOD STUD WALL DESIGN ALL E TIONS BASE ON NDS, ALLO WABLE SIRE S DES/G DESCRIPTION: WS2 Loads to Wall: w Load case Height, le (ft) : 21 DL LL trib 1 2 3 4 deflection < U: 240 roof 20 50 4 280 280 280 280 C& C Interior Zone (psf): 22 floor 35 40 0 0 0 0 0 C& C End Zone (psf): 25 wall 0 0 0 0 0 0 0 earthquake pressure (psf): 10 misc 0 0 0 0 0 0 0 LL on roof snow? (Y/N): y w (plf)= 280 280 280 280 Lumber grade: 20 r LVL Stud 1 NDS 2001 Load Case 1D+1L+1S 1D+1L+1Wint+1S 1D+1L+1Wend+1S 1D+1L+1EQ+1S Cd = 1.00 1.60 1.60 1.60 FcE (psi) = 657 657 657 657 F'c (psi) = 636 645 645 645 fc (psi) = 29 OK 29 OK 29 OK 29 OK M (Ib-ft) = 0 1617 1838 735 Fb' (psi) = 2704 4326 4326 4326 fb (psi) = 0 OK 1266 OK 1438 OK 575 OK CSR = 0.00 OK 0.31 OK 0.35 OK 0.14 OK ~m~ (in.) = 1.050 1.050 1.050 1.D50 ~ (in:) = 0.000 OK 0.851 OK 0.967 OK 0.553 OK TRIMMER: KING STUD WINO INTERIOR ZONE: Trimmer supports only vertical load ... Kind stud supports only bending ... Pcap (Ibs) = 7930 Mcap (Ib-ft) = 5527 trib width capacity (ft) = 4.56 for M < Mcap trib width capacity (ft) = 1.65 for ~ < L / 240 (governs) KING STUD WINO ENO ZONE: KING STUD EARTH puAKe: King stud supports only bending ... King stud supports only bending ... Mcap (Ib-ft) = 5527 Mcap (Ib-ft) = 5527 trib width capacity (ft) = 4.01 for M < Mcap trib width capacty (ft) = 10.03 for M < Mcap trib width capacity (ft) = 1.45 for 0 < L / 240 (governs) trib width capacity (ft) = 2.53 for 0 < L / 240 (governs) Interior Zone WS2 USE: 1.75 X 7.25 (x316 " O.C. End Zone WS2 USE: 1.75 X 7.25 ~ i6 " O.C. (LVL Stud ) Framing at ooeninas runless noted otherwise on Dtan): OPENING WIDTH (FT) NO.OF TRIMMERS NO.OF KING STUDS INT ZONE NO.OF KING STUDS END ZONE NO.OF KING STUDS EARTHQUAKE 3 1 2 2 1 4 1 2 2 2 5 1 2 3 2 6 1 3 3 2 7 1 3 3 2 8 1 3 4 2 9 1 4 4 3 10 1 4 4 3 11 1 4 5 3 12 1 5 5 3 13 1 5 5 3 14 1 5 6 4 15 1 5 6 4 16 1 6 6 4 edfed 6292005 Project Name: Project #: Initials: Date: Sheet: _ „\ 0 W i Z l9 Z Z W u WOOD STUD WALL DESIGN ALL EQUATIONS BASED ON NDS, ALLOWABLE STRESS DE !GN DEBCRIPTIDN: WS3 Loads to Wall: wLoadcase Height, le (ft) : 21 DL LL trib 1 2 3 4 _ deflection < U: 240 C & C Interior Zone (psf): 22 C & C End Zone (psf): 25 earthquake pressure (psf): 10 LL on roof snow? (YM): y Lumber grade: 20 (LVL Stud) NDS 2001 roof 20 40 4 240 240 240 240 floor 35 40 0 0 0 0 0 wall 0 0 0 0 0 0 0 misc 0 0 0 0 0 0 0 w (plf)= 240 240 240 240 Load Case 1D+1L+1S 1D+1L+1Wint+1S 1D+1L+1Wend+1S 1D+1L+1EQ+1S Cd = 1.00 1.60 1.60 1.60 FcE (psi) = 657 657 657 657 Fc (psi) = 636 645 645 645 fc (psi) = 25 OK 25 OK 25 OK 25 OK M (Ib-ft) = 0 1617 1838 735 Fb' (psi) = 2704 4326 4326 4326 fb (psi) = 0 OK 1266 OK 1438 OK 575 OK CSR = 0.00 OK 0.31 OK 0.35 OK 0.14 OK Amax (in.) = 1.050 1.050 1.050 ~ 1.050 ~ (in.) = 0.000 OK 0.851 OK 0.967 OK 0.553 OK TRIMMER: KIN13 STUD WINO INTERIOR ZGNC: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (Ibs) = 7930 Mcap (Ib-ft) = 5527 trib width capacity (ft) = 4.56 for M < Mcap trib width capacity (ft) = 1.65 for 0 < L / 240 (govems) KIND STUD WIND END ZONE: KING STUD EARTH QuwKE: King stud supports only bending ... King stud supports only bending ... Mcap (Ib-ft) = 5527 Mcap (Ib-ft) = 5527 trib width capacity (ft) = 4.01 for M < Mcap trib width capacity (ft) = 10.03 for M < Mcap trib width capacity (ft) = 1.45 for ~ < L / 240 (govems) trib width capacity (ft) = 2.53 for ~ < L / 240 (govems) Interior Zone WS3 USE: 1.75 X 7.25 @ 16 " O.C. End Zone WS3 USE: 1.75 X 7.25 @ 16 " O.C. (LVL Stud ) Framing at openings (unless noted otherwise on plan): OPENING WIDTH (F"r) NO. OF TRIMMERS NO. OF KING STUDS INT ZONE N0. OF KING STUDS END ZONE NO. OF KING STUD EARTHQUAKE 3 1 2 2 1 4 1 2 2 2 5 1 2 3 2 6 1 3 3 2 7 1 3 3 2 8 1 3 4 2 9 1 4 4 3 10 1 4 4 3 11 1 4 5 3 12 1 5 5 3 13 1 5 5 3 14 1 5 6 4 15 1 5 6 4 16 1 6 6 4 Projec ame: Project #: Initials: Date: Sheet: tir z o r W ~ Z _ ~ D Z Z W N \ WOOD STUD WALL DESIGN ` ` LL QUATI N 8A N N , A A DESCRIPTION: WS4 Loads to Wall:. wLoad case Height, le (ft) : 35 DL LL trib 1 2 3 4 deflection < U: 240 roof 20 50 4 280 280 280 280 C& C Intedor Zone (Psfl~ 22 floor 35 40 0 0 0 0 0 C& C End Zone (psf): 30 wall 0 0 0 0 0 0 0 earthquake pressure {psf): 10 mist 0 0 0 0 0 0 0 LL on roof snow? (YM): y w (pit)= 280 280 280 280 I i ~mher nrwdP~ 2d (LVL Stud 1 NDS 2001 Loa d Case 1D+1L+1S 1D+1L+1Wint+1S 1D+1L+1Wend+1S 1D+1L+1EQ+1S Cd = 1.00 1.60 1.60 1.60 FcE (psi) = 635 635 635 635 F'c (psi) = 615 623 623 623 fc (psi) = 18 OK 18 OK 13 OK 18 OK M (Ib-ft) = 0 4492 4594 2042 Fb' (psi) = 2704 4326 4326 4326 fb (psi) = 0 OK 1310 OK 1340 OK 596 OK CSR = 0.00 OK 0.31 OK 0.32 OK 0.14 OK ~,~,z (in.) = 1.750 1.750 1.750 1.750 ~ (in.) = 0.000 OK 1.494 OK 1.528 OK 0.970 OK TRIMMER: KING STUD WIND INTtR:GR 20Nl: Trimmer supports only vertical load ... K'Ing stud supports only bending ... Pcap (Ibs) = 12779 Mcap (Ib-ft) = 14829 tdb width capacity (ft) = 4.40 for M < Mcap trib width capacity (ft) = 1.56 for ~ < L / 240 (governs) KING STUD WIND ENO 20NE: King stud supports only bending ... Mcap (Ib-ft) = 14829 trib width capacity (ft) = 3.23 for M < Mcap tdb width ppacity (ft) = 1.15 for 0 < L / 240 (governs) Interior Zone WS4 USE: 1.75 X 11.88 ~ 18 " O.C. End tone WS4 USA: 1.75 X 11.88 ~ 12 " O.C. (LVL Stud ) F.nminn aY nnaninna (unlpsss nOtBd OtheiwiS6 On plan): pPENING WIDTH (FT) NO. OF TRIMMERS NO.OF TONG STUDS INT ZONE NO.OF IONG STUDS END ZONE NO. OF LONG STU EARTFIQUAKE 3 1 2 2 1 4 1 2 3 2 5 1 3 3 2 6 1 3 4 2 7 1 3 a 2 8 1 3 4 2 9 1 4 5 3 10 1 4 5 3 11 1 4 6 3 12 1 5 6 3 13 1 5 7 3 14 1 5 7 4 15 1 6 7 4 16 1 6 8 4 KING STUD EARTH qun-KC: King stud supports only bending ... Mcap (Ib-ft} = 14829 trib width capacty (ft} = 9.68 for M < Mcap trib width capaaty (ft) = 2.40 for ~ < L / 240 (governs) Project Name: Project #: Initials: Date: Sheet: 2z 0 Z Z y L7 Z Z WOOD STUD WALL DE51LaN ALL EQUATION BA ON NDS, ALLOWABLE STRESS DESIGN D E S C R I F'TI O N: WS5 Loads to Wall: w Load case Height, le (ft) : 12 DL LL trib 1 2 3 4 deflection < U: 240 roof 20 50 4 280 280 280 280 C& C Interior Zone (psf): 1 floor 35 40 0 0 0 0 0 C& C End Zone (psf): 1 wall 0 0 0 0 0 0 0 earthquake pressure (psf): 10 mist 0 0 0 D 0 0 0 LL on roof snow? (Y/N): y w (pif)= 280 280 280 280 I umhnr nraAP• 7n f LVL Stud 1 NDS 2001 Loa d Case 1D+1L+1S 1D+1L+1Wint+1S 1D+1L+1Wend+1S 1D+1L+1EQ+1S Cd = 1.00 1.60 1.60 1.60 FcE (psi) = 1159 1159 1159 1159 F'c (psi) = 1078 1116 1116 1116 fc (psi) = 39 OK 39 OK 39 OK 39 OK M (Ib-ft) = 0 24 24 240 Fb' (psi) = 2704 4326 4326 4326 fb (psi) = 0 OK 33 OK 33 OK 326 OK ' CSR = 0.00 OK 0.01 OK 0.01 OK 0.08 OK ti,,,,x (in.) = 0.600 0.600 0.600 0.600 0 (in.) = 0.000 OK 0.009 OK 0.009 OK 0.135 OK TRIMMER: KIND STUD WIND INTERIOR ZONE? Trimmer supports only vertical load ... King stud supports only bending ... Pqp (Ibs) = 6016 Mcap (Ib-ft) = 3181 trib width capacity (ft) = 176.72 for M < Mcap trib width capacity (ft) = 84.69 for 0 < L / 240 (governs) KIND STUD WINO ENO ZONE: King stud supports only bending ... Mcap (ib-ft) = 3181 trib width capacity (ft) = 176.72 for M < Mcap trib width CapaClty (ft) = 84.69 for ~ < L / 240 (governs) Interior Zone WS5 USE: 1.75 X 5.5 @ 16 " O.C. End Zone WS5 USE: 1.75 X 5.5 ~ 76 " O.C. (LVL Stud ) Framine at oneninas (unless noted otherwise on plan): OPENING VNDTH (FT) NO. OF TRIMMERS NO.OF KING STUDS INT ZONE NO. OF KING STUDS END ZONE NO.OF KING STUDS EARTHQUAKE 3 1 1 1 1 4 1 1 1 1 5 1 1 1 1 6 1 1 1 1 7 1 1 1 1 8 1 1 1 1 g 1 1 1 1 10 1 1 1 1 11 1 1 1 2 12 1 1 1 2 13 1 1 1 2 14 1 1 1 2 15 1 1 1 2 16 1 1 1 2 KIND STUD EARTH QUAKE: King stud supports only bending ... Mcap (Ib-ft) = 3181 trib width capacity (ft) = 17.67 for M < Mcap trib width capacity (ft) = 5.93 for ~ < L / 240 (governs) Project Name: Project #: Initials: Date: Sheet: ~~ 0 Z w Z i Z Z W WOOD STUD WALL DESIGN ALL EQUATIONS 8ASE0 ON NOS, ALLOWA6IF STRES S DESIGN DESCRIPTION: WS6 Loads to Wall: wLoad case Height, le (ft) : 18 DL LL trib 1 2 3 4 deflection < U: 240 roof 20 50 60 4200 4200 4200 4200 C & C Interior Zone (psf): 20 floor 20 40 4 240 240 240 240 C & C End Zone (psf): 25 wall 50 0 6 300 300 300 300 earthquake pressure (psf): 10 misc 0 0 0 0 0 0 0 LL on roof snow? (Y/N): y w (plf)= 4740 4740 4740 4740 Lumber grade: 20 (LVL Stud } NDS 2001 Loa d Case 1D+1L+1S 1D+1L+iWint+1S 1D+1L+1Wend+1S 1D+1L+1EQ+1S Cd = 1.00 1.60 1.60 1.60 FcE (psi) = 895 895 895 895 F'c (psi) = 851 871 871 871 fc (psi) = 498 OK 498 OK 498 OK 498 OK M (Ib-ft) = 0 1080 1350 540 Fb' (psi) = 2704 4326 4326 4326 fb (psi) = 0 OK 845 OK 1057 OK 423 OK CSR = 0.34 OK 0.77 OK 0.88 OK 0.55 OK ~mez (m.) = 0.900 0.900 0.900 0.900 0 (in.) = 0.000 OK 0.418 OK 0.522 OK 0.298 OK TRIMMERt KING STUD WINO INTERIOR ZONE: Trimmer supports only vertical load .., King stud supports only bending ... Pcap (Ibs) = 7930 Mcap (Ib-ft) = 5527 trib width capacity (ft) = 6.82 for M < Mcap trib width capacity (ft) = 2.87 for 0 < L / 240 (governs) KING STUD WIND ENO ZONE: King stud supports only bending ... Mcap (Ib-ft) = 5527 trib width capacity (ft) = 5.46 for M < Mcap ttib width gpacity (ft) = 2.30 for ~ < L / 240 (governs) interior Zone WS6 USE: 1.75 X 7.25 ~ 16 " O.C. End Zone WS6 USE: 1.75 X 7.25 @ 16 " O.C. (LVL Stud ) Framing at openings (unless noted otherwise on plan): OPENING WIDTH (FT) NO. OF TRIMMERS NO. OF KING STUDS INT ZONE NO. OF KING STUDS END ZONE NO. OF KING STUDS EARTHQUAKE 3 1 1 1 1 4 2 1 2 1 5 2 2 2 1 6 2 2 2 1 7 3 2 2 2 8 3 2 3 2 9 3 2 3 2 10 3 2 3 2 11 4 3 3 2 12 4 3 3 2 13 4 3 4 2 14 5 3 4 2 15 5 3 4 3 16 5 4 4 3 KING STUD EARTH QUAKE: King stud supports only bending ... Mcap (Ib-ft) = 5527 trib width gpaaty (ft) = 13.65 for M < Mcap trib width capaciiy (ft) = 4.02 for ~ < L / 240 (governs) Project Name: Project #~ Initials: Date: Sheet: 2~ 0 Z 0 W ENGINEERED AND GLULAM POST DESIGN DESfGN BASED ON NDS LOAD DURATION/ D p = 1.O UNBRACED HEIGHT OF POST, ~e f~) POST 8 9 10 12 14 16 18 20 3 112 x 3 112 PSL 7.2 6.1 5.2 3.9 3.0 - - - ,.~ _. .. ..31/2x51/2 PSL 10.9 _ 9.1 " 7.8 S.B" `d.5 ~ - - --_ 31/2x71/2 PSL 14.5 12.2 10.4 7.8 6.0 - - - ` 31/2 z 9 1/2 PSL 21.3 18.0 15.3 11.6 8.9 - - - 3 1/2 x 11 7/8 PSL 26.6 22.4 19.1 14.3 11.0 - - - 5114 x 5 114 PSL 26.8 23.5 20.6 162. 129 10.5 8B` Z3 5 1/4 x 9 112 PSL 41.0 41.0 41.0 32.1 25.6 20.8 17.3 14.5 5714 x 11718 PSL 41.0 41.0: 41.0 40.0 320 26A 21.5 18a; 5 1/4 x 14 PSL 45.9 45.9 45.9 42.0 37,6 30.6 25.3 21.3 I X 9 112 PSL. 428 42.8 428 428 428' 42~ .36.1 90.&-' 31/8x6GL 12.4 10.0 8.2 5.8 - - - -- 3118k7112GL~ ~'-,14.9 :.12.0 ~ ::'.98 : 8.9 - ' - - - 3118x9 GL 17.9 14.4 11.8 8.3 - - - _ - ~ 3178x10il2GL ,21.8 ' -` 17.5 14.4' 10.1 - ' - , - -, 3 118 x 12 GL 24.9 20.0 16.4 11,5 - - - - ` 5118x6,GL 4t.i 36,7 32:4 = 23.8 18.1 `14.1. 11c3 92 51/8 x 71/2 GL 51.4 45.9 40.0 29.9 22.7 17.8 14.1 11.5 51%8 X 9 GL 61.7 55a 48.0 35.9 272' - 212 16.9 13.8 5118 x 10 1/2 GL 33.6 33.6 33.6 33.6 31.7 24.7 19.7 16.1 5118 x 12 GL 82.2 73,4 64.1 47.8 36.3 28.2 - 225'. 18,4 ` 6 314 x 6 GL 59.3 55.7 51.1 40.7 31.7 25.0 20.0 16.4 ;.8 3!4 x 7 112 GL 77.U 74:1 ` Z02 =: 59.8 48a '' 38.5.' 31.2 25.8 6 3/4 x 9 GL 92.4 88.9 84.2 71.5 57.7 46.3 37.4 30.8 ;B-314 x 10112 GL 107.8 103.7 98.3 83.4 67.4 ;,, 54.0 43.T 35.@- 6 3/4 x 12 GL 123.2 118.5 112.3 95.3 77.0 61.7 49.9 41.0 LOAD DURATION. D p = 1.15 UNBRACED HEIGHT OF POST. 1.6 (Ff) POST 8 9 10 12 14 16 18 20 3 1/2 x 3 1/2 PSL 7.2 6.1 5.2 3.9 3.0 - - - -.3112x5i12PSL., ..10:9 9.~i , 7.5-~ 5.~4 ~ ~'4,5,. _ ~ - .. 3 112 x 7 1/2 PSL 14.5 12.2 10.4 7.8 6.0 - - - ~'S114x5114PSL 26.6 .23:5 20.6 i6.2~ -12.9; 10.5 :' A.6 : 7.3 ;: 31/8x6GL 12.6 10.1 8.3 5.8 -- - - -- `'3118x71/2Gl 15.1 12.1 99,, , 7.0 - - - 31/8x9GL 18.1 14.5 11.9 8.3 - - - - 3 1(8 x 10 112 GL `'` 220 17.7. ' 14.4 ]0,1 - -- - 3 1/8 x 12 GL 25.2 20.2 16.5 11.6 - - - - S 11B x 8 GL. 'r 44.4 38;7. 33.2 - 24.3 _ :1$.3. 14.2 11,;3 9.2 5 1/8 x 7 1/2 GL 55.5 48.4 41.4 30.4 22.9 17.7 14.1 11.5 51/B x 9 Gl: 66.7 58:0 99.7 36.5 27 5 . 21,3. 17,0 13-$ 51/8 x 10 112 GL 33.6 33.6 33.6 33.6 32.0 24.8 19_.8 16.1 51(B x 12 GL $8.9 77:4 66.& ~ = 48.6 36.6 ` 28.4 22.6 1B.4 Project name: Project #: Initials: Date: Sheet: Z~ o m z o p r W ~ W y Z W Z Z W III ` Sr~~~ G~,u,,-nn Kam, Project Name: Project #: Initials: Date: Sheet: Z~ e 0 w r H Z ~ o z z W N HOLLOW STEEL COLUMN ALLOWABLE STRESS DESIGN COLUMN MARK: C~ LgADBs LOAD PrL (k) Pot(k) ex (in) ey (in) PexTL Peyri Notes Trial Section Number. 53 LEVEL 3 A 0.00 0.00 . , 0.00 - O.OD - elev. (ft): 0.00 B 0.00 0.00 0.00 -- 0.00 - C '0.00 0.00 - .0.00 - 0.00 D 0.00 0.00 - 0.00 - 0.00 LEVEL 2 A °' 0.00 0.00 0.00 - 0.00 - elev. (ft): 0.00 B 0.00 0.00 0.00 - 0.00 - C D 0.00 0.00 0.00 - 0.00 - 0.00 - 0.00 - 0.00 0.00 LEVEL 1 A 33.00 12.80 3.00 - 99.00 - elev. (ft): 18.00 B 30.00 9.00 3.OD - 90.00 - C 0.00 0.00 - 0.00 - 0.00 D 0.00 0.00 - 0.00 - 0.00 HSS8x8x5i8 A: 11.7 in.2 Sx: 18.4 in.9 Sy: 18.4 in. s Ix.' 55.1 in. ~ ly: 55.1 in: nc 2.17 ry: 2.17 <- Kx: 1.00 Ky: 1.00 Fy: 46 ksl Cc: 111.8 FOUNDATION 0.00 63.00 Cm: 1.0 elev. (ft): 0.00 COLUMN INTERACTION: LEVEL 3 ... Ki/rx. 0.00 Fbx: 30.36 ksi F'ex: 0.0 ksi Fa: 27.60 ksi KUry:0.00 Fby: 30.36 ksi Fey: 0.0 ksi Case P SPex SPey fa/Fa CmFbx.. . CmFby... fbx/Fbx fby/Fby H1-1 H1-2 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK LEVEL 2 ... KUrx.0.00 Fbx: 30.36 ksi F'ex•. 0.0 ksi Fa: 27.60 ksi KUry:0.00 Fby: 30.36 ksi Fey: 0.0 ksi Case P SPex SPey faiFa CmFbx.. . CmFby.., tbx/Fbx fby/Fby H1-1 H1-2 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ox 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ox PLAN -TYPICAL COLUMN 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ox 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK CASE is FULL DL + LL LEVEL 1 ... CASE2 DL ~ mnmu eeix-axis ICVnt: 99.53 Fbx: 30.36 ksi F'ex: 15.1 ksi Fa: 14.48 ksi cASea D~.uroaluaorrAws KUry:99.53 Fby: 30.36 ksi F'ey: 15.1 ksi CASE I:OLssm6yLLa6tX6Y,AXES Case P SPex SPey fa/Fa CmFbx... CmFby... fbxlFbx fbylFby H1-1 H1-2 1 63.00 189.00 0.00 0.37 0.00 0.53 0.00 0.34 0.90 0.53 oK 2 42.00 126.00 0.00 0.25 0.00 0.30 0.00 0.23 0.54 0.36 ox 3 63.00 169.00 0.00 0.37 0.00 0.53 0.00 0.34 0.90 0.53 ox 4 42.00 126.00 0.00 0.25 0.00 0.3D D.00 0.23 0.54 0.38 oK Projec ame: Project #: Initials: Date: Sheet: 2~ o y Z _ ~ 0 Z Z W ~ HOLLOW STEEL COLUMN ALLOWABLE S7RESS DESIGN COLUMN MARK: CZ LOADS: LoAO PTL (k) PoL(k) ex (in) ey (in) PexrL Peyn. Notes LEVEL 3 R 0.00 0.00 0.00 - 0.00 - elev. (ft): 0.00 B 0.00 0.00 0.00 - 0.00 - C 0.00 0.00 - 0.00 - 0.00 D 0.00 0.00 - 0.00 - 0.00 LEVEL 2 A 0.00 0.00 0.00 - 0.00 - elev. (ft): 0.00 B 0.00 0.00 0.00 - p.00 - C 0.00 0.00 - 0.00 - 0.00 D 0.00 0.00 - 0.00 - 0.00 LEVEL 1 A 34.20 13.50 4.00 - 136.80 - <- elev. (ft): 18.00 B 26.40 10.5D 4.00 - 105.60 - C 0.00 0.00 - 0.00 - 0.00 D 0.00 0.00 - 0.00 - 0.00 FOUNDATION 0.00 60.60 elev. (ft): 0.00 COLUMN INTERACTION: LEVEL 3 ... Trial Section Number. 53 HSS6x6x518 A: 11.7 in.z Sx: 18.4 In.3 Sy: 18.4 in. s Iz: 55.1 in. ~ ly: 55.1 in. rx: 2.17 ry: 2.17 Kx: 1.00 Ky: 1.00 Fy: 46 ksi Cc: 111.8 Cm: 1.0 KUnc 0.00 Fbx: 30.36 ksi Pex: 0.0 ksi Fa; 27.60 ksi KVry:0.00 Fby: 30.36 ksi Fey: 0.0 ksi Case P SPex SPey falFa CmFbx... CmFby... fbx/Fbx fby/Fby H1-1 H1-2 1 0.00 0.00 0.00 0.00 0.00 D.00 0.00 0.00 0.00 0.00 OK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK LEVEL 2 ... KUnc 0.00 Fbx: 30.36 ksi F'ex: 0.0 ksi Fa: 27.60 ksi KVry:0.00 Fby: 30.36 ksi F'ey: 0.0 ksi Case P SPex SPey fa/Fa CmFbx... CmFby... fbxlFbx fby/Fby H1-1 H1-2 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D.00 OK 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK a o.oo o.oo o.oo o.oo o.oo o.oo o.oo o.oo o.oo o.oo ox LEVEL 1 ... KUnc:99.53 Fbx: 30.36 ksi F'ex: 15,1 ksi Fa: 14.48 ksi KUry:99.53 Fby: 30.36 ksi F'ey: 15.1 ksi Case P SPex SPey falFa CmFbx... CmFby... fbx/Fbx fby/Fby H1-1 H1-2 1 60.60 242.40 0.00 0.36 0.00 0.66 0.00 0.43 1.02 0.62 ox 2 44.70 178.80 0.00 0.26 0.00 0.43 0.00 0.32 0.69 0.46 oK 3 60.60 242.40 0.00 0.36 0.00 0.66 0.00 0.43 1.02 0.62 ox 4 44.70 178.80 0.00 0.26 0.00 0.43 0.00 0.32 0.69 0.46 oK PLAN -TYPICAL COLUMN CASE 1: FULL OL ~ LL CASE 2 DL ~ wibN LL eMX-AXIS casea oL+~roalLtmrxaws cases oL.rm.ru.earxav-Axes Projec ame: Project #: Initials: Date: Sheet: 2~ N o w w y Z _ p o z z N HOLLOW STEEL COLUMN ALLOWABLE STRESS DESIGN COLUMN MARK: C3 LOADS: LOAD PrL (k) PoL(k) ex (in) ey (in) PexrL PeyrL Notes LEVEL 3 A 0.00 0.00 0.00 - 0.00 - elev. (ft): 0.00 B 0.00 0.00 0.00 - 0.00 - C 0.00 0.00 - 0.00 - 0.00 D 0.00 0.00 - 0.00 - 0.00 LEVEL 2 A 0.00 0.00 0.00 - 0.00 - elev. (ft): 0.00 B 0.00 0.00 0.00 - 0.00 - C 0.00 0.00 - 0.00 - 0.00 D 0.00 0.00 - 0.00 - 0.00 LEVEL 1 A 30.00 9.00 3.DD -- 90.00 - <- elev. (ft): 18.00 B 30.00 9.00 3.00 - 90.00 - <- C 0.00 0.00 - 0.00 - 0.00 D 0.00 0.00 - 0.00 - 0.00 Trial Section Number. 120 j HSS 9x5x1/2 A: 11.6 in.Z Sx•. 25.5 in. s Sy; 18.1 in. Ix: 115 in. ~ ly: 45.2 in.~ rx: 3.15 ry: 1.97 Kx: 1.00 Ky: 1.00 Fy: 46 ksi FOUNDATION 0.00 60.00 elev. (ft): 0.00 COLUMN INTERACTtONe LEVEL 3 ... KUrx:0.00 Fbx: 30.36 ksi F'ex: 0.0 ksi Fa: 27.60 ksi KUry:0.00 Fby: 30.36 ksi Fey: 0.0 ksi Case P SPez SPey fa/Fa CmFbx... CmFby... fbx/Fbx fbylFby, H7-1 H1-2 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ox 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ox LEVEL 2 ... KVrx: 0.00 Fbx: 30.36 ksi F'ex: 0.0 ksi Fa: 27.60 ksi KUry:0.00 Fby: 30.36 ksi F'ey: 0.0 ksi Case P SPez SPey fa/Fa CmFbx... CmFby... fbxlFbx fby/Fby H1-1 •H1-2 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ox 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ox 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK LEVEL 1 ... KUrx: 68.60 Fbx: 27.60 ksi F'ex: 31.7 ksi Fa: 12.45 ksi KUry:109.42 Fby: 27.60 ksi F'ey: 12.5 ksi Case P SPez SPey fa/Fa CmFbx... CmFby... fbxlFbx fbylFby H1-1 H1-2 1 60.00 180.00 0.00 0.42 0.00 0.62 0.00 0.36 1.03 0.55 ox 2 39.00 117.00 0.00 0.27 0.00 0.32 0.00 0.23 0.59 0.36 ox 3 60.00 180.00 0.00 0.42 0.00 0.62 0.00 0.36 1.03 0.55 ox 4 39.00 117.00 0.00 0.27 0.00 0.32 0.00 0.23 0.59 0.36 OK Cc: 111.6 Cm: 1.0 PLAN -TYPICAL COLUMN CASE 7: FULLa+LL CASE L DL r uMel LL e6rX-A7p5 casea DL+rrOalu a6t v,AJOs casE<: a.. wr>elu~r,rxa vaxEs Proi e: Project #: Initials: Date: Sheet: ~~ N 2 ~ ¢ r i ~ o z N HOLLOW STEEL GOLUMN ALLOWABLE STRESS DESIGN COLUMN MARK: C4 LOAD8: LOAD PTL (k) PoL(k) ex (in) ey (in) Pexn Peyn Notes LEVEL 3 A 0.00 0.00 0.00 - 0.00 - elev. (ft): 0.00 B o.oo o.oo o.oo - o.oo - c o.oo o.oo - o.oo - D.oo D 0.00 0.00 - 0.00 - 0.00 LEVEL 2 A 0.00 0.00 0.00 - 0.00 - elev. (ft): 0.00 B 0.00 0.00 0.00 - 0.00 - C 0.00 0.00 - 0.00 0 D o.oo o.oo - o.oo I~~ilSye/ LEVEL 1 A 0.00 0.00 elev. (ft): 10.00 B 2.30 0.80 0.00 - ~ - C 0.00 0.00 D 2.30 0.80 - 0.00 - 8.90 <- FOUNDATION 0.00 4.60 ~ ~~ elev. (ft): 0.00 Trial Section Number. 39 HSS4x4x1/4 A: 3.37 in.2 Sx: 3.9 in.3 Sy: 3.9 in. a Ix: 7.8 in. ° ly: 7.8 in. ° nc: 1.52 ry: 1.52 Kx: 1.00 Ky: 1.00 Fy: 46 ksi COLUMN INTERACTION: LEVEL 3 ... ' KUnc: 0.00 Fbx: 30.36 ksi F'ex: 0.0 ksi Fa: 27.60 ksi KUry:O.OD Fby: 30.36 ksi Fey: 0.0 ksi Case P SPex SPey falFa CmFbx... CmFby... fbx/Fbx fby/Fby H1-1 H1-2 1 D.oo o.oo o.oo o.oo o.oD o.oo o.oo o.oo o.oo o.oo ox 2 0.00 0.00 0.00 0.00 0.00 0.00 O.oO 0.00 0.00 0.00 oK 3 0.00 0.00 O.DO 0.00 O.DO 0.00 0.00 0.00 0.00 0.00 oK 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D.00 0.00 0.00 oK LEVEL 2 ... KUnt: 0.00 Fbx: 30.36 ksi F'ex: 0.0 ksi Fa: 27.60 ksi KUry:0.00 Fby: 30.36 ksi F'ey: 0.0 ksi Case P SPex SPey fa/Fa CmFbx... CmFby... fbx/Fbx fby/Fby H1-1 H1-2 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ox 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ox 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.OD 0.00 ox 4 0.00 0.00 0.00 0.00 O.OD 0.00 0.00 0.00 0.00 0.00 ox LEVEL 1 .., KUnt:78.88 Fbx: 30.36 ksi F'ex: 24.0 ksi Fa: 18.28 ksi KVry:78.88 Fby: 30.36 ksi F'ey: 24.0 ksi Cesa P SPex SPey fa/Fa CmFbx... CmFby... fbxlFbx fby/Fby H1-1 H1-2 1 4.60 6.90 6.90 0.07 0.06 0.06 0.06 0.06 0.20 0.17 ox 2 4.60 6.90 6.90 0.07 0.06 0.06 0:06 0.06 0.20 '0.17 oK 3 4.60 6.90 6.90 0.07 0.06 0.06 0.06 0.06 0.20 0.17 oK 4 4.60 6.90 6.90 0.07 0.06 0.06 0.06 0.06 0.20 0.17 ox Cc: 111.6 Cm: 1.0 PLAN -TYPICAL COLUMN casE ~: FuLL vL . u caser a+w,elumrx-aws cases a.+~ueorr-alas casE°: vL+„~IUmrxsr-axEs Projec e: Project #: Initials: Date: Sheet: 2~ HOLLOW STEEL COLUMN ALLOWABLE STRESS DESIGN COLLLMN MARK: Ci~J LOAD8: LOAD PrL (k) PoL(k) ex (in) ey (in) PexrL PeyrL Notes LEVEL 3 A 0.00 0.00 0.00 - 0:00 - elev. (ft): 0.00 B 0.00 0.00 0.00 - 0.00 - C 0.00 0.00 - 0.00 - 0.00 D 0.00 0.00 - 0.00 - 0.00 LEVEL 2 A 0.00 0.00 0.00 - 0.00 - elev. (ft): 0.00 B 0.00 0.00 0.00 - 0.00 - C 0.00 0.00 - 0.00 - 0.00 D 0.00 0.00 - 0.00 - 0.00 LEVEL 1 A 0.00 0.00 0.00 - 0.00 - elev. (ft): 18.00 B 0.00 0.00 0.00 - 0.00 - C 30.00 9.00 - 3.00 - 90.00 <- D 30.00 8.00 - 3.00 - 90.00 <- FOUNDATION 0.00 60.00 elev. (ft): 0.00 COLUMN INTERACTION: LEVEL 3 ... Trial Section Number. 120 HSS 8x5x1l2 A: 11.6 in.2 Sx: 25.5 in. s Sy: 18.1 in.3 Ix•. 115 in. ° ly: 45.2 in.+ nc: 3.15 ry: 1.97 Kx: 1.00 Ky: 1.00 Fy: 46 ksi Cc: 111.6 Cm: 1.0 KUnc:0.00 Fbx: 30.36 ksi Fex: 0.0 ksi Fa: 27.60 ksi KIIry:0.00 Fby: 30.36 ksi F'ey: 0.0 ksi Case P SPex SPey fa/Fa CmFbx... CmFby... fbx/Fbx fby/Fby Hi-1 H7-2 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK 4 0.00 0.00 0.00 0.00 O.DO 0.00 0.00 0.00 0.00 0.00 OK LEVEL 2 ... KUnc 0.00 Fbx: 30.36 ksi Fex. 0.0 ksi Fa: 27.60 ksi KUry:0.00 Fby: 30.36 ksi Fey: 0.0 ksi Case P SPex SPey fa/Fa Cm~bx... CmFby... fbx/Fbx iby/Fby H1-1 H1-2 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ox 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK LEVEL 1 ... KIIrx:68.60 Fbx: 27.60 ksi F'ex: 31.7 ksi Fa: 12.45 ksi KUry: 109.42 Fby: 27.60 ksi F'ey: 12.5 ksi Case P SPex SPey falFa CmFbx.,. CmFby... fbx/Fbx fbylFby H1-1 H1-2 1 60.00 0.00 180.00 0.42 0.31 0.00 0.26 0.00 0.72 0.44 oK 2 60.00 0.00 180.00 0.42 0.31 0.00 0.26 0.00 0.72 0.44 ox 3 39.00 0.00 117.00 0.27 0.19 0.00 0,17 0.00 0.46 0.29 oK 4 39.00 0.00 117.00 0.27 0.19 0.00 0.17 0.00 0.46 0.29 ox PLAN -TYPICAL COLUMN CASE 1: FULL OL + LL CASE 2: DL +ynbelLLebfX-A705 CASE 3: DL+urWelLLebl Y~UOS CASE I: DL + unbel LL ebf X d Y-AXES Prol me: Project #: Initials: Date: Sheet: ~~ z p w r c W ~ Z - ~ o z w HALLOW STEEL COLUMN ALLOWABLE STRESS DESIGN COLUMN MARK: C6 LDADB: LOAD PTL (k) PoL(k) ex (in) ey (in) PeXTL Peyn Notes LEVEL 3 A 0.00 0.00 0.00 - 0.00 - elev. (ft): 0.00 B 0.00 0.00 0.00 - 0.00 - C 0.00 0.00 - 0.00 - 0.00 D 0.00 0.00 - 0.00 - 0.00 LEVEL 2 A 0.00 0.00 0.00 - 0.00 - elev. (ft>: o.oo B o.oo o.oo o.oo - o.oo - c o.oD o.oo - o.oo - o.oo D 0.00 0.00 -- 0.00 - 0.00 LEVEL 1 A 22.20 6.90 3.00 - 66.60 - elev. (ft): 10.00 B 8.00 3.OD 3.00 - 24.00 - Trial Section Number: 46 HSSSx5x3/8 A: 6.18 in.Z Sx: 8.67 in.3 Sy: 8.67 in.3 Ix•. 21.7 in. ° ly: 21.7 in.° rx: 1.87 ry: 1.87 <-- Kx: 1.00 Ky: 1.00 C 0.00 0.00 - 0.00 - 0.00 Fy: 46 ksi D 0.00 0.00 - 0.00 - 0.00 Cc: 111.6 FOUNDATION 0.00 30.20 Cm: 1.0 elev. (ft): 0.00 COLUMN INTERACTION: LEVEL 3 ... KVnc 0.00 Fbx. 30.38 ksi F'ex: 0.0 ksi Fa: 27.60 ksi KVry:0.00 Fby: 30.36 ksi .Fey: 0.0 ksi Case P SPex SPey fa/Fa CmFbx... CmFby... fbxlFbx fby/Fby H1-1 H1-2 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK s o.oo o.oo o.oo o.oo o.oo o.oo o.oo o.DO o.oo o.oo oic 4 0.00 o.bo o.oo o.oo o.oo o.oo o.oo o.oo o.oo o.oo ox LEVEL 2 ... KUrx•. 0.00 Fbx: 30.36 ksi F'ex: 0.0 ksi Fa: 27.60 ksi KI/ry:0.00 Fby: 30.36 ksi Pey: 0.0 ksi Case P SPex SPey fa/Fa CmFbx.. CmFby... fbxlFbx fbylFby H1-1 H1-2 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ox 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ox PLAN -TYPICAL COLUMN 3 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 ox 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK CASE 1: FULL OL+LL LEVEL 1 ... cASer DL+uro^ILLmrx.Aws KUDC 84,04 Fbx: 30.36 ksi F'ex: 36.4 ksi Fa; 20.68 ksi casEa DL+:.merLLaervuos KUry: 64.04 Fby: 30.36 ksi F'ey: 36.4 ksi casE°: Dc+uAe,rlLLmrxar,AxEs Case P SPex SPey fa/Fa CmFbx.. CmFby... 1'bx/Fbx tby/Fby H1-1 H1-2 1 30.20 90.60 0.00 0.24 0.00 0.40 0.00 0.34 0.63 0.52 ox 2 25.20 75.60 0.00 0.20 0.00 0.32 0.00 029 0.52 0.43 oK 3 30.20 90.60 0.00 0.24 0.00 0.40 0.00 0.34 0.63 0.52 ox 4 25.20 75.60 0.00 0.20 0.00 0.32 0.00 0.29 0.52 0.43 ox Projec me: Project #: Initials: Date: Sheet: ~2 ! ~.. ~ u.~ ~s ar s.~ n -/a ~J..B'r aisnegaivie w»rD>~:z,c zromr PEB.PPbTDmC'OLA& 20 RIDGE Transverse Direction Kz = Kh = 1.03 (case 1) Base pressure (qh) = 20.9 psf GCni = +/-0.18 a 4 Torsional loads are 25% of zones 1 - 4. 2 E`~ 6 See code for loading :eta diagram ~/S 1 ~lE ~\1[~TbTD ffi.~C l~OmT PJ1RI *i-*L SO .~ ~f &IlY"E Longitudinal Direction Edge Strip (a) 11.8 ft End Zone (2a) 23.6 ft Zone 2 length = 59.0 ft Transverse Direction Lon 'tudinal Direction Pe[pendicular 8 = 26.6 deg Paza11e10 = Odeg Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpf 1 0.55 0.73 0.37 0.40 0.58 0.22 2 -0.10 0.08 -0.28 -0.69 -0.51 -0.87 3 -0.45 -0.27 -0.63 -0.37 -0.19 -0.55 4 -0.39 -0.21 -0.57 -0.29 -0.11 -0.47 5 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 6 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 lE 0.73 0.91 0.55 0.61 0.79 0.43 2E -0.19 -0.01 -0.37 -1.07 -0.89 -1.25 3E -0.58 -0.40 -0.76 -0.53 -0.35 -0.71 4E -0.53 -0.35 -0.71 -0.43 -0.25 -0.61 1 15.3 7.7 12.1 4.6 2 1.7 -5.8 -10.7 -18.2 3 -5.6 -13.1 -4.0 -11.5 4 -4.4 -11.9 -23 -9.8 5 -5.6 -13.2 -5.6 -13.2 6 -5.6 -13.2 -5.6 -13.2 lE 19.0 11.5 16.5 9.0 2E -0.2 -7.7 -18.6 -26.2 3E -8.5 -16.0 -7.3 -14.9 4E -7.4 -15.0 -5.2 -12.8 MWFRS Simple Diaphragm Pressures (osfl Transverse direction (normal to L) Interior Zone: Wall 19.7 psf Roof 7.3 psf End Zone: Wall 26.4 psf Roof 8.3 psf Longitudinal direction (parallel to L) Interior Zone: Wall 14,4 psf End Zone: Wall 21.8 psf Windward roof overhangs: 14.2 psf (upward) add to windward mof pressure Parapet Windward parapet: 0.0 psf (GCpn=+1.8) Leewazd pazapet: 0.0 psf (GCpn = -1.1) ovERHAiac fll wcz~wARDROOF LEEWARD ROOF 1 1~ 1 ~~ j ~~-~ VERTICAL 8 e ~ s z 3 TRANSVERSE ELEVATION , WINDWARD ROOF LEEWARD ROOF ~~ ~ 1 1 ~ 1 ~ 1 ~ ~f-® VERTICAL °x LONGITUDINAL ELEVATION ' Project Name: Project #: Initials: Date: Sheet: ~~ r ~ N Z 0 r w ~ i ~ 0 Z V. end Loads -Components 8~ Cladding: Buil_dings_h<60' 8 Alternate design 60'<h<90' I{z = ICh (case 1) = 1.03 GCpi = +/-0.18 NOTE: If tributary area is greater than Base pressure (qh) = 20.9 psf a = 11.8 ft 700st, MWFRS pressure may be used. Minimum pazapet height at building perimeter = 0.0 ft Roof Angle = 26.6 deg Type of roof = Gable Roof Ares Negative Zone 1 Negative Zone 2 Negative Zone 3 Positive All Zones Overhang Zone 2 Overhang Zone 3 Walls Are< Negative Zone 4 Negative Zone ~ Positive Zone 4 & ~ Parapet GC +/- GC i Surface Pressure s User in ut 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 20 sf 70 sf -1.08 -1.01 -0.98 -23 ps -21 ps -21 ps -22 ps -21 ps -1.88 -1.53 -1.38 -39 ps -32 ps -29 ps -36 ps -30 ps -2.78 -2.36 -2.18 -58 ps -49 ps -46 ps -54 ps -48 ps 0.68 0.54 0.48 14 ps 11 ps 10 ps 13 ps 11 ps -2.20 -2.20 -2.20 -46 ps -46 ps -46 ps -46 ps -46 ps -3.70 -2.$6 -2.50 -77 ps -60 ps -52 ps -70 ps -56 ps GC +/- GC i Surface Pressure sf) User in ut 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 20 sf 200 sf -1.28 -1.10 -0.98 -26.8 ps -23.1 ps -20.5 ps -25.7 ps -22.0 ps -1.58 -1.23 -0.98 -33.1 ps -25.7 ps -20.5 ps -30.8 ps -23.4 ps 1.18 1.00 0.88 24.7 ps 21.0 ps 18.4 ps 23.6 ps 19.9 ps qp = 0.0 psf CASE A =pressure towazds building CASE B =pressure away from building Solid Pazapet Pressure 10 sf 100 sf 500 sf ASE A : Interior zone : 0.0 ps 0.0 ps 0.0 ps Comer zone : 0.0 sf 0.0 s 0.0 s ASE B : Interior zone : 0.0 ps 0.0 ps 0.0 ps Comer zone : 0.0 s 0.0 s 0.0 s 2a 2a ,~ _u I i I )I I I I I ,-i' -.~, --~-- i i I I~ I I I --a-- as I Q I ~ I -1 I a ~ I ~ ~~ I -~ I I ~ ~- I ---rL ~ I ~ Monoslope roofs 3°<0_<10° a a a a ~~~o~ /~ \/ o ~~ ~ o i ~ ` i I~r ~~I ~/~,~ \~~ Project Name: - Project #: Initials: D e. Sheet: 2 0 5 7 degrees and Monoslope 5 3 degrees 2a a Z w W i 2 0 0 z z W N 21,gps~ ~jw{a ~~~Ud~E '~tST ~N`l3 Zo~.lfi ~Nc 20NE ~ Z~f~ Project Name: Project #: Initials: Date: Sheet: ~1 z o ~ r w W y Z 2 W ~~~~ ~~ Wtr~o `~i2ESStti~fi ~1ST121~t101J ANT ~N'E Project Name: Project #: Initials: Date: Sheet: z o w H D Z Z W D ZoN Project Name: Project #: Initials: Date: Sheet: ~~ ev ~'' ~ ~ ..~ N n. ~ ~ ^i1 0 Z o W W i Z Z W a .` W ~ \, . ~ ~~ Project Name: ect #: Initials: Date: Sheet: ~~ ~ :,,~\ N Z -:...,, c c z _ L ~`~~ - _ L-. z z w ZDN~ Project #: Initials: Date: Sheet: Project Name: 1~~ Ej a~ /` ~! .~ ~ ~ Z? -~ 'h 'iS ~ .. N Z Z _ _. . ,~ W ~~~~ ~ y Z J Z W ~;.eL"..3' t N W~t~.~ F~cG c;~~cu~r~°r~t~rJ ~`~~~ ~ ~ ~~ l~~t,~ ~- (fib= `~ p~~ ~C~ ft~ ~~'~ ~~~ ~~ To-rats .Fo~c~ = t~s`~ fi =~ = Sq5 ~t~' ~3 Project Name: Project #: Initials: Date: Sheet: ~` W i ND ~cstt.G~S ptT 4D l,EN E'S - G ~tD ~i : ~ U.~E f~Ll. ~Alt7 zp~JE FaS~ES~ N ~~. a w _'" J - '~'~,, _ N o Z W v..uS~ *~ N CCreo '• +"'~t~~r~~t~~ `~a~~) vutarr~-t`GT~~ ~r~~,su~t~ ~~s ~, ~ ~ (35 fit) = 17 K GRta G'. C~nr4 ~~a~~x~ ~oa~~ ) ~y85 pr~~~33,5~'~~ . i ~, ~.~~.. f~f~SpiF~ (~15~t~ ~ ~1.~ K C~~~p~F)C s~~~ ~ ~~~~~. C'it2\D tT . CEX't"E~40~. ZdH+4~~ ~5~5ptF~(2V~t) = 12,5~L Project Name: Project #: Initials: Date: Sheet: l2 Z p z w ~ ~~-~';/; ;~~~ is °~`~{F-c~c. ~~~ !.~~za~.~ r~~F~ ~i'rmvtGTbor3 F'o~ l-cr~t-ttTaES~r~Dpti„ W ~N fl ~~zG~..S S T R T U ;: -: ~\~ N C~ JAI - - ~`. \~1 .; ~.~.,. Project Name: Project #: Initials: Date: Sheet: ~~ 6D ` O SOUTH ELEVATION i` V Z .% W 1n~ t ~,fi7 ~t`f~C.~'rL ~ ~ ~. C~~tr~ i ~ IAS~ ae~cy ~~..~®~txJ~ ~rc.uR~S (T61~LY~ }~S Project Name: Project #: Initials: Date: Sheet: ~~ ;~,~ .. '~'~~ o w ~ ~' w ;~~ "~ ~3.~2.~! ~ 111,7~`~"~t V~ Project Name: Project #: Initials: Date: Sheet: ~/ ~- -- ,.~_~,.. -~ o -.~ ~.~ L+~~`~ " (:nntPrminnitS 4R StatP~ ~ Z 2003 NEHRP Seismic Design Provisions Latitude = 43.5 Longitude = -111.483 Spectral Response Accelerations Ss and S1 Ss and S1 =Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (g) 0.2 0.768 Ss, Site Class B 1.0 0.236 S1, Site Class B Project Name: Project #: .Initials: Date: Sheet: ~~ 0 N I `\\ ~ Z a ~y~ C O Z Z W Fm r SEISMIC WEtC~HT CALCULATI[INS Project: BYUI8TH Grid: 1,2 Structural Weights Roof DL: 20 psf Roof LL: 50 psf Typical Floor DL: 20 psf Interior Wall: 5 psf Exterior Wall: 50 psf Structural Components Roof Weights Wall Tributary: Roof Area: Exterior Wall Length: Interior Wall Projected Area: Misc: Snow Load Increase: 20.00% Snow Load Included if > 30 psf Weight Calculations 5 ft Exterior Wall Weight: 106.00 kips 18720 ft"2 Roof Weight: 561.60 kips 424 ft Interior Wall Weight: 46.80 kips 18720 ft^2 Misc: 70.00 kips 70 kips Upp. Brick Roof Weight: 784.40 kips Project Name: Project #: Initials: Date: Sheet: ~1 SEISMIC LATERAL ANALYSIS 2003 fntemafional aurdiny Code Equivalent Lateral Force Procedure PROJECT NAME: Grid 1,2 V:CsW Cs: Sos/(Rfl): 0.117 Governs C,: Sp~(R/I)T: 0.052 (Max) Cs: 0.5S~/(R/I): (Min, S~equal or greater than .6 and in Seismic Category E or F) C,: 0.044Sos I: 0.034 (Min) IE{1604.5): 1.25 ap: 1 Fa: 1.19 Seis. Use Group (1604.5 & 1818.2): I R: 8.5 F~: 1.93 Seis. Category (1616.3): C Ct 0.2 Sos: 0.6107 Site Class (1615.1.1): D acc (ult strength): 0.052 Spl: 0.3033 Ss~ 0.768 acc (service load): 0.036 T: 1.125 sec. S~: 0236 Vbase: 40.7 k Level Ht (ft) Wt {k) vri x hi Lat. Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Roof 10.00 785.0 7850.0 40.7 40.7 28.5 Totals: 785 7850 40.7 (Calculation per ASCE7-02 Section 9.5.5.4) Diaohraam Lateral Load Distribution Level Ht. (ft) Wt (k) Sum wix Sum Fix Fpx Fpx, ASD Design Roof 10.00 785.0 785.0 40.7 119.9 83.9 (Calculation per IBC 1620) Elemental Pressure (Ultimate) (ASD) Fp =0.401eSosww or 0.1 wW wall designed for the greater of =_> Fp: 0.31 Wp 0.22 Wp Fp =400SosIE or 280 elf min. anchorage and diaphragm force =_> Fp: 305 elf 218 elf Fp =0.8SoslEww min. anchorage and flex. diaph. force (Cat C-F) __> Fp: 0.61 Wp 0.44 Wp or 280 Pff => Fpmin: 260 elf 200 elf T U R g L ~ ,., N Z ~~~~ -~~~- 0 Z w -- Project Name: Project #: Initials: Date: Sheet: °' ~, z y`\ ~ z f ~L'7 •, z z w ~-e's`-;`' ~ w 5E18MIC WEIGHT CALCULATIONS Project: BYUI8TH Grid: A Structural Weights Roof DL: 20 psf Roof LL: 50 psf Typical Floor DL: 20 psf Interior Wall: 5 psf Exterior Wall: 50 psf Snow Load Increase: 20.00% Snow Load Included if > 30 psf Structural Components Roof Weights Wall Tributary: 5 ft Weight Calculations Exterior Wall Weight: 45.25 kips Roof Area: 3630 ft^2 Roof Weight: 108.90 kips Exterior Wall Length: 187 ft Interior Wall Weight: 9.08 kips Interior Wall Projected Area: 3630 ft^2 Misc: 0.00 kips Misc: 0 kips Roof Weight: 163.23 kips Project Name: Project #: Initials: Date: Sheet: ~~ SEISMIC LATERAL ANALYSIS 2003 Infematione! Building Code Equlyalent Cetera! Force Flocedura P RUJECT NAME: GridA v:csw Cs: Sos/(R/I): 0.117 Governs Ce: Sp,/(R/qT: 0.052 (Max) C,: 0.5Si/(R/q: (Min, Stequal or greater than .6 and in Seismic Category E or F) Cs: 0.044Sos I: 0.034 (Min) IE (1604.5): 1.25 ap: 1 Fa: 1.19 Seis. Use Group (1604.5 8 1616.2): 1 R: 6.5 F,,: 1.93 Seis. Category (1616.3): D Ct 0.2 Sps: 0.6107 Site Class (1615.1.1): D acc (ult. strength): 0.052 So,: 0.3033 Ss~ 0.768 acc (service load): 0.036 T: 1.125 sea S~: 0236 Vbase: 8.8 k Level Ht. (ft) Wt. (k) wi x hi Lat Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Roof 10.00 170,0 1700.0 8.8 8.8 6.2 Totals: 170 1700 8.8 (Calculation per ASCE7-02 Section 9.5.5.4) Diaphragm Lateral Load Distribution Level Ht. (ft) Wt. (k) Sum wix Sum Fix Fpx Fpx, ASD Design Roof 10.00 170.D 170.0 6.6 26.0 18.2 (Calculation per IBC 1620) Elemental Pressure (Ultimate) (ASD) Fp =0.401EScsww or 0.1 ww wall designed for the greater of =_> Fp: 0.31 Wp 0.22 Wp Fp =4DOSpsIE or 280 plf min. anchorage and diaphragm force =_> Fp: 305 plf 218 plf Fp =0.8SoslEww min. anchorage and flex. diaph. force (Cat C-F) __> Fp: 0.61 Wp 0.44 Wp or 280 plf =_> Fpmin: 280 plf 200 pif .~T Z -~• _,,~ _ ~~ o w Lj. I C~:)~,, - - `~; n z ~,.__~. - w Project Name: Project #: Initials: Date: Sheet: z w SEISMIC WEIGHT CALCULATIONS Project: BYUI 8TH Grid: B Structural Weights Roof DL: 20 psf Roof LL: 50 psf Snow Load Increase: 20.00% Typical Floor DL: 20 psf Interior Wall: 5 psf Snow load InGuded if > 30 psf Exterior Wall: 50 psf Structural Components Roof Weights Wall Tributary: 4 ft Weight Calculations Exterior Wall Weight: 12.00 kips Roof Area: 4630 ft^2 Roof Weight: 138.90 kips Exterior Wall Length: 60 ft Interior Wall Weight: 11.58 kips Interior Wall Projected Area: 4630 ft"2 Misc: 0.00 kips Misc: 0 kips Roof Weight: 162.48 kips ~.5~~ i\ N ~ ~~ ~~ 4 ~ c~ C r Y~;, z Project Name: Project #: Initials: Date: Sheet: ~, W °`.... ~Lr r C ~ ^ Z ~ Z W SEISMIC LATERAL ANALYSIS 2003 IntemaNonal BuDding Code EquivabM lsleial Force Pigcadura PROJECT NAME: Grld B V:CsW C,: Sps/(R/l): 0.117 Governs Cg: So,/(R/l)T: 0.052 (Max) C,: O.SS~/(R/I): (Min, S~equal or greater than .6 and in Seismic Category E or F) Cs: 0.044Sos I: 0.034 (Min) IE (1604.5): 1.25 ap: 1 Fa: 1.19 Seis. Use Group (1604.5 & 1616.2): I R: 6.5 F,,: 1.93 Seis. Category (1616.3): D Ct: 0.2 Sos: 0.6107 Site Class (1615.1.1): D acc (ult. strength): 0.052 Sof 0.3033 Ss: 0.768 acc (service load): 0.036 T: 1.125 sec. S~: 0.236 Vbase: 8.8 k Level Ht. (ft) WL (k) wi x hi Lat Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Roof 10.00 170.0 1700.0 8.6 8.8 6.2 Totals: 170 1700 8.8 (Calculation per ASCE7-02 Section 9.5.5.4) Diaphragm Lateral Load Distribution Level Ht. (ft) Wt. (k) Sum wix Sum Fix Fpx Fpx, ASD Design Roof 10.00 170.0 170.0 8.8 26.0 18.2 (Calculation per IBC 1620) Elemental Pressure (Ultimate) (ASD) Fp =0.401ESpsww or 0.1 ww welt designed for the greater of =_> Fp: 0.31 Wp 0.22 Wp Fp =400SosIE or 280 plf min. anchorage and diaphragm force =_> Fp: 305 plf 218 pff Fp =O.BSpslEww min. anchorage and flex. diaph. force (Cat C-F) __> Fp: 0.61 Wp 0.44 Wp or 280 plf =_> Fpmin: 280 plf 200 plf Project Name: Project #: Initials: Date: Sheet: tj 2 ~ T ~,,~,a,~+p~ N Z ~ ~ "1 w~ f~ \\ ~~,.,, y ~`~ _ ~ 3 ~ ~ ^ z z w ter'%'i SEISMIC WEIGHT CALCULATIONS Project: BYUi 8TH Grid: C Structural Weights Roof DL: 20 psf Roof LL: 50 psf Typical Floor DL: 20 psf Interior Wall: 5 psf Exterior Wall: 50 psf Snow Load Increase: 20.00% Snow Load Included if > 30 psf Structural Components Roof Weights Wall Tributary: 4 ft Roof Area: 4323 ft^2 Exterior Wall Length: 20 ft Interior Wall Projected Area: 4323 ft^2 Misc: 9 kips Weight Calculations Exterior Wall Weight: 4.00 kips Roof Weight: 129.69 kips Interior Wall Weight: 10.81 kips Misc: 9.00 kips Brick above Roof Weight: 153.50 kips Project Name: Project #: Initials: Date: Sheet: ~~ a ~ A ,~ - ~~ ~ ° ,~, _ ~ ~ r H Z 'fJ~ _ L._. 11111 k ~ O W SEISMIC LATERAL ANALYSIS 20031ntemational Building Code Equivelenf Lateral Fonx Procedure PROJECT NAME: Grld C V:CsW Ca: Scs/(R/I): 0.117 Governs Gs: Sp,/(R/I)T: 0.052 (Max) Ca: O.SS,/(R/I): (Min, S,equal or greater than .6 and in Seismic Category E or F) C,: 0.0445 I: 0.034 (Min) IE (1604.5): 1.25 ap: 1 Fa: 1.19 Seis. Use Group (1604.5 & 1616.2): I R: 6.5 Fw 1.93 Seis. Category (1616.3): D Ct: 0.2 Sps: 0.6107 Site Class (1615.1.1): D acc (ult strength): 0.052 So,: 0.3033 Ss: 0.768 acc (service load): 0.036 T: 1.125 sec. S,: 0.236 Vbase: 8.8 k Level Ht. (ft) Wt. (k) wi x hi Lat Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Roof 10.00 17D.0 1700.0 8.8 8.8 6.2 Totals: 170 1700 8.8 (Calculation per ASCE7-02 Section 9.5.5.4) Diaphragm Lateral Load Distribution Level Ht. {ft) Wt. (k) Sum wix Sum Fix Fpx Fpx, ASD Design Roof 10.00 170.0 170.0 8.8 26.0 182 (Calculation per IBC 1620) Elemental Pressure (Ultimate) (ASD) Fp =0.4DIESosww or 0.1 ww wall designed for the greater of =_> Fp: 0.31 Wp 0.22 Wp Fp =400SosIE or 280 plf min. anchorage and diaphragm force =_> Fp: 305 plf 218 plf Fp =O.SSpslEww min. anchorage and flex. diaph. force (Cat C-F) __> Fp: 0.61 Wp 0.44 Wp or 280 plf =_> Fpmin: 280 plf 200 plf Project Name: Project #: Initials: Date: Sheet: ~ t 5 T R A L _ fy W /// ^ ~~ --1~~ ~`LI _ - - ~~~ ~- W - SEISMIC WEIGHT CALCULATIONS Project: BYUI8TH Grid: D Structural Weights Roof DL: 20 psf Roof LL: 50 psf Typical Floor DL: 20 psf Interior Wall: 5 psf Exterior Wall: 50 psf Snow load Increase: 20.00% Snow Load Included if > 30 psf Structural Components Roof Weights Wall Tributary: Roof Area: Exterior Wall Length: Interior Wall Projected Area: Misc: Weight Calculations 4 ft Exterior Wall Weight: 16.00 kips 4800 ft^2 Roof Weight: 144.00 kips 80 ft Interior WaU Weight: 12.00 kips 4800 ft^2 Misc: 12.00 kips 12 kips Brick above Roof Weight: 784.00 kips Project Name: Project #: Initials: Date: Sheet: ~~ S ~ ~ N Z ~ 0 rc ya ~ W -~i-~~ ~ w L~ ~C ., _ -~ -. o x o z ~' ~... __ "~ j7 W SEISMIC LATERAL ANALYSIS 20031ntematronal aurlding Code Equiveknt Lateral Force Procedure PROJECT NAME: Grld ~.~ v:csw ce: sps!(wq: o.1n Governs Ce: Sp~(R/I)T: 0.052 (Max) Cs: 0.5S,!(R/l): (Min, S~equal or greater than .6 and in Seismic Category E or F) Ce: 0.044Sos 1: 0.034 (Min) IE (1604.5): 125 ap: 1 Fe: 1.19 Seis. Use Group (1604.5 & 1616.2): 1 R: 6.5 F;,: 1.93 Seis: Category (1616.3): D Ct 0.2 SWS: 0.6107 Site Class (1615.1.1): D arx (ult strength): 0.052 Sot 0.3033 Ss: 0.768 acc (service load): 0.036 T: 1.125 sec. Si: 0:236 Vbase: 9.9 k Level Ht. (ft) WL (k) wt x hi Lat, Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Raof 10.00 190.0 1900.0 9.9 9.9 6.9 Totals: 190 1900 9.9 (Calculation perASCE7-02 Section 9.5.5.4) Diaohraam Lateral Load Distribution Level Ht. (ft) Wt. (k) Sum wix Sum Fix Fpx Fpx, ASD Design Roof -10.00 190.0 190.0 9.9 29.0 20.3 (Calculation per lBC 1620) Elemental Pressure (Ultimate) (ASD) Fp =0.401ESWSww or 0.1 ww wall designed for the greater of =_> Fp: 0.31 Wp 0.22 Wp Fp =4OOSDSIE or 280 plf min. anchorage and diaphragm force =_> Fp: 305 plf 218 plf Fp =O.BSpslEww min, anchorage and flex. diaph. force (Cat C-F) __> Fp: 0.61 Wp 0.4q Wp or 280 plf =_> Fpmin: 280 plf 200 plf Project Name: Project #:. Initials: Date: Sheet: ~~ ~~ ~ N z - ~ -~ 0 w Lj ~~-~` ~ - ~o W ~~~~~r,:~~ Z SEISMIC WEICsHT CALCULATIONS Project: BYUI8TH Grid: E Structural Weights Roof DL: 20 psf Roof LL: 50 psf Typical Floor DL: 20 psf Interior Wall: 5 psf Exterior Wall: 50 psf Snow Load Increase: 20.00% Snow Load Included 'rf > 30 psf Structural Components Roof Weights Wall Tributary: Roof Area: Exterior Wall Length: Interior Wall Projected Area: Misc: Weight Calculations ~ .. 4 ft Exterior Wall Weight: 18.00 kips ~~~ 4200 ft^2 Roof Weight: 126.00 kips ,~ 90 ft Interior Wall Weight: 10.50 kips \~.\ 4200 ft^2 Misc: 20.00 kips \ 20 kips Brick above Roof Weight: 174.50 kips Project Name: Project #: Initials: Date: Sheet: t7~ U C Z( Z 7 ~ W \ ._~ ~~. P Z W SEISMIC LATERAL ANALYSIS 2003 lntemetionel Building Code Equiva/eM Lateral Force Procedure PROJECT NAME: Grid E ~ ' V:CSW Ce: S~!(R/I): 0.117 Governs C,: So,/(R!I)T: 0.052 (Max) Ce: O.5S~f(R/l): (Min, S~equal or greater than .6 and in Seismic Category E or F) C,: 0.044S~ I: 0.034 (Min) IE (1604.5): 1.25 ap: 1 Fe: 1.19 Seis. Use Group (1604.5 & 1616.2): I R: 6.5 Fv: 1.93 Seis. Category (1618.3): D Ct: 0.2 Ste: 0.6107 Site Class (1615.1.1): D acc (ult. strength): O.D52 Sof 0.3033 Ss~ 0.768 acc (service load): 0.036 T: 1,125 sec. S~: 0.236 Vbase: 9.3 k Level Ht. (ft) WL (k) wi x hi t.at Story Story Shear {k) {elev.} Force (k) Shear (k) ASD Design Roof 10.00 180.0 1800.0 9.3 9.3 6.5 Totals: 180 1800 9.3 (Calculation per ASCE7-02 Section 9.5.5.4) Diaohra~m Lateral Load DistributionLateral Load Distribution Level Ht. (ft) Wt. (k) Sum wlx Sum Fix Fpx Fpx, ASD Design Roof 10.00 180.0 180.0 9.3 27.5 19.2 (Calculation per IBC 1620) Elemental Pressure (Ultimate) (ASD) Fp =0.401ESWSww or 0.1 w„, watt designed for the greater of =_> Fp: 0.31 Wp 0.22 Wp Fp =40oSps1E or 280 plf mrn. anchorage and diaphragm force =_> Fp: 305 ptf 218 pif Fp =0.8Spsl~ww min. anchorage and flex. diaph. force (Cat C-F) __> Fp: 0.61 Wp 0.44 Wp or 280 plf =_> Fpmin: 280 p!f 200 plf Project Name: Project #: Initials: Date: Sheet: 5~ z i ~ ~ _ ~~L ~°~'^ Z `~~ ~. ~- W SEISMIC WEIGHT CALCULATIONS Project: BYUI8TH Grid: F Structural Weights Roof DL: 20 psf Roof LL: 50 psf Typical Floor DL: 20 psf Interior Wall: 5 psf Exterior Wall: 50 psf Snow Load Increase: 20.00% Snow Load Included if > 30 psf Structural Components Roof Weights Wall Tributary: Roof Area: Exterior Wall Length: Interior Wall Projected Area: Misc: Weight Calculations 4 ft Exterior Wall Weight: 18.00 kips 5400 ft^2 Roof Weight: 162.00 kips 90 ft Interior Wall Weight: 13.50 kips 5400 ft^2 Misc: 27.00 kips 27 kips Brick above Roof Weight: 220.50 kips Project Name: Project #: Initials: Date: Sheet: rJ 1 SEISMIC LATERAL ANALYSIS 20031nfamafionel Building Code Equiveknt CeteM Force Procedure PROJECT NAME: Grid F V:CSW C,: Sos/(R/l): 0.117 Governs C,: Sci/(R/I)T: 0.052 (Max) C,: O.SS,f(R/l): (Min, S,equal or greater than .6 and in Seismic Category E or F) C,: 0.044S~ I: 0.034 (Min) IE (1604.5): 1.25 ap: 1 Fe: 1.19 Seis. Use Group (1604.5 81616.2): I R: 6.5 Fa 1.93 Seis. Category (1616.3): D Ct 0.2 Sos: 0.6107 Site Class (1615.1.1): D acc (ult strength): 0.052 Sol: 0.3033 Ss~ 0.766 acc (service load): 0.036 T: 1.125 sec. S,: 0.236 Vbase: 11.7 k Level Ht (ft) Wt. (k) wi x hi Lat Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Roof 10.00 225.0 2250.0 11.7 11.7 8.2 Totals: 225 2250 11.7 (Calculation per ASCE7-02 Section 9.5.5.4) Diaphragm Lateral Load Distribution Level Ht. (ft) Wt. (k) Sum wix Sum Fix Fpx Fpx, ASD Design Roof 10.00 225.0 225.0 11.7 34.4 24.0 (Calculation per IBC 1620) Elemental Pressure (Uwmate) (ASD) Fp =0.401ESpswe or 0.1 we wall designed for fhe greater of =_> Fp: 0.31 Wp 0.22 Wp Fp =400S~IE or 280 plf min. anchorage and diaphragm force =_> Fp: 305 pif 218 plf Fp =0.8S~IEwe min. anchorage and flex. diaph. force (Cat C-F} __> Fp: 0.61 Wp 0.44 Wp or 280 plf =_> Fpmin: 280 plf 200 plf ~~:r Z , Lr~~., o `_~y' w Project Name: Project #: Initials: Date: Sheet: r Q L^ Z W SEISMIC WEIGHT CALCULATIONS Project: BYUI 8TH Grid: G Structural Weights Roof DL: 20 psf Roof LL: 50 psf Typical Floor DL: 20 psf Interior Wall: 5 psf Exterior Wall: 50 psf Snow Load Increase: 20.00% Snow Load Included if > 30 psf Structural Components Roof Weights Wall Tributary: 4 ft Roof Area: 5400 ft^2 Exterior Wall Length: 90 ft Interior Wall Projected Area: 5400 ft^2 Misc: 27 kips Weight Calculations EMerior Wal! Weight: 18.00 kips Roof Weight: 162.00 kips Interior Wall Weight: 13.50 kips Misc: 27.00 kips Brick above Roof Weight: 220.50 kips T U R c~+~ q N ~~.±i ~ >L~ ~ - ~,_ -:~~ Project Name: Project #: Initials: Date: Sheet: SEISMIC L.,4TERAL ANALYSIS 2003 IMemational Building Code Equivekn! Lakral Force Procedure PROJECT NAME: Grid G V:CsW Cg: Sos/(R/I): 0.117 Governs Cs: $o,/(R/I)T: 0.052 (Max) Cs: 0.5S~/(R/l): (Min, S~equal or greater than .6 and in Seismic Category E or F) Ca: 0.044Sos is 0.034 (Min) IE (1604.5): 1.25 ap: 1 Fa: 1.19 Seis. Use Group (1604.5 & 1616.2): I R: 6.5 F~: 1.93 Seis. Category (1616.3): D Ct 0.2 Sos: D.6107 Site Class (1615.1.1): D acc (utt. strength): 0.052 Sol: 0.3033 Ss: 0.768 acc (service load): 0.036 T: 1.125 sec. S~: 0:236 Vbase: 11.9 k Level Ht. (ft) Wt. (k) w1 x hi Lat. Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Roof 10.00 230.0 2300.0 11.9 11.9 8.4 Totals: 230 2300 11.9 (Calculation perASCE7-02 Section 9.5.5.4) Diaohragm Lateral Load Distribution Level Ht. (ft) Wt (k) Sum wix Sum Fix Fpx Fpx, ASD Design Roof 10.00 230.0 230.0 11.9 35.1 24.6 (Calculation per IBC 1620) Elemental Pressure (Ultimate) (ASD) Fp =0.401ESosww or 0.1 ww wall designed for the greater of =_> Fp: 0.31 Wp 0.22 Wp Fp =400SpsIE or 280 plf min. anchorage and diaphragm force =_> Fp: 305 pit 218 p!f Fp =0.8SoslEww min. anchorage and flex. diaph. force (Cat C-F) __> Fp: 0.61 Wp 0.44 Wp or 280 plf =_> Fpmin: 280 pit 200 plf w ~~ ~;~ 'i ;`(_,~~ _ n ''o /~ 2 Project Name: Project #: Initials: Date: Sheet: ~2 z w SEISMIC WEIGHT CALCULATIaNS Project: BYUI8TH Grid: H Structural Weights Roof DL: 20 psf Roof LL: 50 psf Typical Floor DL: 20 psf Interior Wall: 5 psf F~cterior Wall: 50 psf Structural Components Roof Weights Wall Tributary: Roof Area: Exterior Wall Length: Interior Wall Projected Area: Misc: Snow Load Increase: 20.00% Snow Load Included if > 30 psf Weight Calculations Exterior Wail Weight: 8.00 kips Roof Weight: 72.00 kips Interior Wall Weight: 6.00 kips Misc: 12.00 kips Brick above Roof Weight: 98.00 kips Oft 2400 ft^2 40 ft 2400 ft^2 12 kips ~;~. "~ o r ,~ ~ L j. - L,._ - - L~" =,. ;o Project Name: Project #: Initials: Date: Sheet: 6~ R V ~ ~~~~ N ? ~ O c fit r w ., j= (_ ~• i ~, `t o .~u~ _ W -- SEI8MIC LATERAL ANALYSIS 2003 Intematanal auiltliny CoCe Equivalent Lateral Force Procedure PROJECT NAME: Grid H V:CsW Ca: Sos/(R/I): 0.117 Governs C,: So~/(R/gT: 0.052 (Max) Ce: O.SS,/(R/I): (Min, S,equal or greater than .6 and in Seismic Category E or F) Cs: 0.044Sos I: 0.034 (Min) IE (1604.5): 1.25 ap: 1 Fa: 1.19 Seis. Use Group (1604.5 & 1616.2}: 1 R: 6.5 F,,: 1.93 Seis. Category (1616.3): D Ct 0.2 S 0.6107 os~ Site Class (1615.1.1): D acc (ult. strength): 0.052 Soi: 0.3033 Ss: 0.768 acc (service toad): 0.036 T: 1.125 sec. S,: 0.236 Vbase: 5.2 k Level Ht. (ft) WL (k) wi x hi Lat. Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Roof 10.00 100.0 1000.0 5.2 5.2 3.6 Totals: 100 1000 5.2 (Calculation per ASCE7-02 Section 9.5.5.4) Diaohragm Lateral Load Distribution Level Fit. (ft) Wt. (k) Sum wix Sum Fix Fpx Fpx, ASD Design Roof 10.00 100.0 100.0 5.2 15.3 10.7 (Calculation per iBC 1620) Elemental Pressure (Ultimate) (ASD) Fp =0.40fES~w,„ or 0.1 ww waif designed for the greater of =_> Fp: 0.31 Wp 0.22 Wp Fp =400Spslr or 280 pif min. anchorage and diaphragm force =_> Fp: 305 pif 218 pif Fp =0.8S~IEww min, anchorage and flex. diaph. force (Cat C-F) __> Fp: 0.61 Wp 0.44 Wp or 280 pif =_> Fpmin: 280 pff 200 pif Project Name: Project #: Initials: Date: Sheet: b,C ~Cf~!c : ~ ~~t~aYi9lCs W = UJtNfl -_: ~,;- _~ .._ E ~~~.,.. ~~jl i ~~ W C T Z ~~ - O w 1.,4`, `. ~'~ rz~ C Z ~ i.~~'i.~,'' ~: "i y L7 W ~a~~C51 /~ 1151` CW) ~ 2t,gKCw1 ~ 2l~Sst~ Lw) ~.~~ C~a) -ZZ.~ ~ ' l1~~'~,w C12,5X)~w'~} ~ c ~~1, ~ S~t~~t~ Fo~LES Project Name: Project #: Initials: Date: Sheet: b S T R C T ~ N Z Yy~. . _ O ? -` ~`• U Z Z SHEARWALL 6RHEDLILE 1. WALL STUDS SHALL BE SPACED AT 18" O.C. MAXIMUM. 2. ANCHOR BOLTS TO FOUNDATION SHALL BE EMBEDDED ~ INCHEB INTO CONCRETE. EXPANSION BOLTS MAY BE USED AT INTERIOR WALLS (AWAY FROM EDGE OF SLAB OR SLAB STEPDOWN) PER GENERAL STRUCTURAL NOTES. 3. A MINIMUM OF 2 ANCHOR BOLTS SHALL 0E USED ON EACH SOLE PLATE PIECE PROVIDE 1 ANCHOR BOLT MINIMUM WRHIN 91NCHES OF EACH END OF EACH PIECE 4. PROVIDE FULL HEIGHT DOUBLE STUDS AT ENDS OF SHEAR WALLS UNLESS NOTED OTHERWISE ON PLANS OR DETAILS. 5. BLOCK ALL PANEL EDGES WHERE INDICATED ON SCHEDULE EDGE NAIL SHEATHING AT BLOCKED EDGES. SEE TYPICAL SHEARWALL CONSTRUCTION DETAIL 6. ELEVATED SHEAR WALLS TO BE FRAMED OVER DOUBLE JOIST OR SOLID BLOCKING UNLESS NOTED OTHERWISE. 7. FOR 5B" TO 3!4"THICK FLOOR SHEATHING 3 114" (MIN) LONG NAILS SHALL BE USED. FOR 7B' TO 1 718" THICK FLOOR SHEATHING 3 72" (MIN) LONG NAILS SHALL BE USED. 8. 6" LONG SCREWS SHALL ENGAGE BOTH PLATES, AND FRAMING BELOW 9. PRESSURE TREATED DOUGLAS FIR SHALL BE USED WHERE IN CONTACT WITH CONCRETE. 10. NUTS SHALL BE SECURELY FASTENED AGAINST SOLE PLATE. HOWEVER, NUT AND WASHER SHALL NOT BE RECESSED INTO SILL PLATE. 11. ALL NUTS SHALL HAVE 3/16 x 2 x 2 PLATE WASHERS. BOTTOM MARK BREATHING MATERIAL EDGE NAILING FIELD NAILING PLATE ATTACHMENT A 7116" O.S.B. BLOCKED ONE Btl AT 6" O C Sd AT 12" O C 5l8° DIA. A.B. AT 48" O.C. SIDE OF WALL . . . . 16d STAGGERED AT 512" O.C. •.. 6: TI,iG O,SJ;.BLOC:1(ED ONE_. - .-BQ AT:4'RC - - 8d A7720C ,-SB,'OI0. ABfA ~OC~ -. _ -- . SIDE OF WALL t6dSTA GGEREq AT:4' O.C. 7f1fi" O.S.B. BLOCKED ONE SB' DIA. 0.B. AT 7T O.C. C SIDE OF WALL FRAMING AT ADJOINING PANEL EDGES SHALL BE °(2)2X OR 3X gd AT 3" O.C. Bd AT 12" O.C. 16d STAGGERED AT 3" O-C. . ~ ': ~ - ~ Srb`OIiC A.fC AT 14°00." p~ 7716°03 B. BL.OCxFD ONE -~ ~Ed ATTOC. - f)d P.T 1T0 C.' ... .... .. ;~. 570E OF WALL FRAMING AT. -. ~. .. -... .,..;. .: ,. A7JJO~JING P EDG)=S ^ 76d STAGGERED AT S O C SHtiLLSE 2}2k OR 3X 7118° O.B.B. BLOCKED ONE SB" DIA. 0.B. AT 34.O.C. w/ (2) 2x SILL PLATES E SIDE OF WALL FRAMING AT 8d AT T O.C. 80 AT 12" O.C. ADJOINING PANEL EDGES SDS7/4"xfi" SIMPSON SCREWB ~ 8'OC, SHALL BE'"(2)2X OR 3X (2)2x SILL PLATER m6• G.s.e. BL_O('.ICED efiiH' .~__. , _ _... _. __ ., , s.::... _ ...:...; '. .- SIDES tJF W-~~{1^ QFFS~T.::. : SI!)• DiA, AJ} A7 28' O-C. w!(2}2%SILL PLATES VERTIC/,t_ PAF7EL JOINTS TO 86,. ,. 1=ALL ON DIFFERENT STUpS~ AT ADJOINR44 PANEL EDGES ~.:. gd AT4"OC :: 60 A71TOC.- ~: - ' ~ ~~ - SHALL - . - BE 12) ~. SDS114"7c8• SIMPSON S~CRE1A15 . 2X OR3X _ - .. -SOC. (?~)bc 58I, PLATES,_ _.. 7/18" O.S.B. BLOCKED BOTH 5B' DIA. 0.B. AT 2T O.C. w/ (2) 2x SILL PLATES SIDES OF WALL, OFFSET CC VERTICAL PANEL JOINTS TO FALL ON DIFFERENT STUDS, 8d AT 3" O.C. Bd AT 12" O.C. AT ADJOINING PANEL EDGES SDS1l4"x8° SIMPBON SCREWS ~ SHALL BE 3X OR 4X 4°OC, (2)2x SILL PLATES -... ,. 7/76"03,6,. Bt,QCKED ..:~ _. _- :. --.--,. _'-. _ ~:_ :--~~~; ,. -. :.~;T BOTH SWES OF WALK - _ ~ 'OFFSETVER'FtCA1 bANEL~ . - SB: DlA:.0.B AT 77' O.C: ~/ (2) Di Sg1..PL,;TE3~.. ~~ " J iNT O 9 7 0 FALL dN ~~, :' - r - - - - - ~ ~ F R ~ T -., __°.~_r ~SIUDS, .{.,1 84 AT x'O.C.-,.. , BG AT 729.G - , L FRAMING AT XL7JCXNIIIG - - 5051l4k8' SiMPSDN SCREW9 ~ . -. PATS, E{lGE3 SFWl86 ~ -_ " : 3'qC~ j2}2xS(LL PLATE$ 37S OR 4X - ~ - "WHEN DBL 2X STUDS ARE USED, STUDS SHALL BE FACE NAILED TOGETHER WITH 18d NAILS AT 3" O.C. STAGGERED "WHEN OBL 2X STUDS ARE USED, STUDS SHALL BE FACE NAILED TOGETHER WITH 16d NAILB AT 2" O.C. STAGGERED Capacity Seismic 260 plF 364 plf 350 ptf 490 plf 490 plf 686 pB 600 plf 840 plf 640 plf 896 pK 760 plf 1064 plf 380 pH. 1372 pH 280 PIt 1792 PIt Proj~1°1~1fJme: Project #: Initials: Date: Sheet: b~ N z \ _ N o z W N 1- STORY WOOD 81-1EARWALL LINE: /{ LINE: B Lateral Force: 13800 plf Lateral Force: 17000 plfi Trib. Length: 1 ft Trib. Length: 1 ft Less due to geometry: 0 Ib Less due to geometry: 0 Ib p : 1.D0 p : 1.00 Total Wall Length: 29 ft Total Wall Length: 57 ft Short Wall Length: 14.5 ft Short Wail Length: 57 ft Wall Height: 14 ft Wali Height: 33 ft Roof DL: 20 psf Roof DL: 20 psf Trib. Width: 4 ft Trib. Width: 4 ft Wall Weight: 10 psf Wall Weight: 10 psf DL factor. 0.60 DL factor. 0.60 Force: 13800 Ib Wall Force: 17000 Ib Wall Shear, V : 476 pif B Shear, V : 298 pif B Total O.T. M: 193200 ft`Ib Total O.T.M: 561000 ft lb Short Wall O.T.M: 96600 ft`Ib Short Wall O.T.M: 561000 ft`Ib Short Wall MR : 23127.5 ft'Ib Strap Short Wali MR : 666045 ft`Ib Strap Uplift: 5705 Ib HDQB Uplift 2831 Ib PHD2 LINE: C LINE: D Lateral Force: 1620D plf Lateral Force: 19400 pif Trib. Length: 1 ft Trib. Length: 1 ft Less due to geometry: 0 Ib Less due to geometry: 0 Ib p: 1.00 p: 1.00 Total Wall Length: 64 ft Total Wall Length; 64 ft Short Wali Length: 32 ft Short Wall Length: 32 ft Wall Height: 16 ft Wall Height: 16 ft Roof DL: 20 psf Roof DL: 20 psf Trib. Width: 3 ft Trib. Width: 3 ft Wall Weight: 10 psf Wall Weight 10 psf DL factor: 0.60 DL factor. 0.60 Force: 16200 Ib Wall Force: 19400 Ib Wall Shear, V : 253 plf B Shear, V : 303 plf b Total O.T. M: 259200 ft`Ib TotalO.T.M: 310400 ft`Ib Short Wall O.T. M: 129600 ft`Ib Short Wall O.T.M: 155200 ft`ib Short Wall MR: 112640 ft Ib Strap Short Wall MR: 112640 ft'Ib Strap Uplift: 1938 Ib PHD2 Uplift: 2738 Ib PHD2 LINE: E LINE: F Lateral Force: 18000 plf Lateral Force: 21800 plf Trib. Length: 1 ft Trib. Length: 1 ft Less due to geometry: 0 Ib Less due to geometry. 0 Ib p: 1.00 p: 1.00 Total Wall Length: 40 ft Total Wall Length: 38 ft Short Wall Length: 20 ft. Short Wall Length: 8 ft Wall Height: 16 ft Wall Height• 12 ft Roof DL: 20 psf Roof DL: 20 psf Trib. Width: 4 ft Trib. Width: 4 ft Wall Weight: 10 psf Wali Weight 10 psf DL factor: 0.60 DL factor: 0.60 Force: 18000 ib Wall Force: 21800 Ib Wall Shear, V : 450 plf B Shear, V : 574 plf BB Total O.T. M: 288D00 ft'Ib Total O.T. M: 261600 ft'Ib Short Wall O.T. M: 144000 ft'ib Short Wall O.T.M: 55073.684 ft`Ib Short Wall MR: 48000 ft`Ib Strap Short Wali MR: 6400 ft`Ib Strap Uplift: 5760 Ib HDQ8 Uplift: 6404 Ib HDQB Proje~"~Jrf~e: Project #: Initials: Date: Sheet: b 1- BTORY WOOD SHEARWALL LINE: G LINE: H Lateral Force: 21800 plf Lateral Force: 14000 pif Trib. Length: 1 ft Trib. Length: 1 ft Less due to geometry: 0 Ib Less due to geometry: 0 Ib p : 1.00 p : 1.OD Total Well Length: 49 ft Total Wall Length: 40 ft Short Wall Length: 9 ft Short Wall Length: 11 ft Wall Height: 14 ft Wall Height: 17 R Roof DL: 20 psf Roof DL: 20 psf Trib. Width: 4 ft Trib. Width: 4 ft Wali Weight: 10 psf Wall Weight: 10 psf DL factor. 0.60 DL factor. 0.60 Force: 21800 Ib Wall Force: 14000 Ib Wall Shear, V : 445 plf C Shear, V : 350 plf B TotalO.T.M: 305200 ft'Ib TotalO.T.M: 238000 ft*Ib Short Wail O.T.M: 56057.143 ft`Ib Short Wall O.T.M; 65450 ft'Ib Short Wall MR : 8810 ft'Ib Strap Short Walt MR : 15125 ft'Ib SVap Uplift: 5635 Ib HDpB Uplift: 5125 Ib HDQa LINE: 1 82 LINE: 384 Lateral Force: 7000 plf Lateral Force: 13000 plf Trib. Length: 1 ft Trib. Length: 1 ft Less due to geometry: 0 ib Less due to geometry: 0 Ib p : 1.00 p : 1.00 Total Wall Length: 17 ft Total Wall Length: 80 ft Short Wall Length: 17 ft Short Wall Length: 15 ft Wall Height: 8 ft Wall Height 19 ft Roof DL: 10 psf Roof DL: 5 psf Trib. Width: 10 ft Trib. Width: 40 ft Wall Weight: 10 psf Wall Weight: 0 psf DL factor: 0.60 DL factor. 0.60 Force: 7000 Ib Wall Force: 13000 Ib Wal{ Shear, V : 412 plF B Shear, V : 163 plf B TotalO.T.M: 56000 ft'Ib ToialO.T.M: 247000 ft'Ib Short Wall O.T.M: 56000 ft'Ib Short Wall O.T.M: 46312.5 fC`Ib Short Wall MR : 26010 ft*Ib Strap Short Wall MR : 22500 ft lb Strap Uplift: 2376 Ib PHD2 Uplift 2188 Ib pHD2 LINE: $ LINE: NA Lateral Force: 2000 plf Lateral Force: 0 plf Trib. Length: 1 ft Trib. Length: 1 ft Less due to geometry: 0 Ib Less due to geometry: 0 Ib p: 1.00 p: 1.00 Total Wail Length: 16 ft Total Wall Length: 38 ft Short Wail Length: 7 ft Short Wall Length: 19 ft Wall Height: 12 ft Wail Height: i2 ft Roof DL: 10 psf Roof DL: 20 psf Trib. Width: 4 ft Trib. Width: 4 ft Wail Weight: 10 psf Wall Weight: 10 psf DL factor: 0.60 DL factor: 0.60 Force: 2000 Ib Wall Force: 0 Ib Wali Shear, V : 125 pif B Shear, V : 0 plf NA TotalO.T.M: 24000 ft`Ib TotalO.T.M: 0 ft'Ib Short Wall O.T.M: 10500 fYlb Short Wall O.T.M: 0 ft'Ib Short Wall MR : 3920 ft*Ib Strap Short Wall MR : 36100 ft`Ib SVap Uplift: 1164 Ib PHD2 Uplift 0 Ib NA O R ~ N Z +~'~.~ti~+~ O w ~ '~ -~,z ~ ` _~~ _ w ... ~~;s ProjeE`(n9~'ffti'e: Project #: Initials: -Date: Sheet: b~l T z w ~~ r: aiae , A7Fwv-c,.~t/ a~z ~ :sa-•, rte. r_r_ • ,,.ru: r^. ~1f ~Id~#ftr~ ~~: t~li~~+~fl~rnl'~ f.'~1. ~,rih #~r~h~cf°" ~~f~ifi~~y w~rl~ ~uu r.uvar int+w m#rass weart~acs'rx~~at f'u-:rgeiatara~stic ~-Sacrr~es ""~ tia,prcsur jcasb ~:a_ But peie tan ~ar"r Brea u~rrpca°t`unt wartrraes~ o _ ~"r ~`'' s td:aaa's dsrtrrad ro at~iar carry sto-z~r~` ~ ~' ~ -. ,u lika wat~rr aff a drek's back. Teas ~orst s proprietkry ~~_ ~. abershed" o~lertay preteces I~icrolfa rri~ i3aL agairs# ~ , . .. cupping a nd ~~elli ng. 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FL ~i,3J Ftr'il Txsna;.rt 4~tmeu Fr = t,~5-S ~~-`i r_arxrperukn psr~drvaw t=.~raln F,_ = 7s;{-j ~;]t ?'rn}xsuacn pselkt ka ern Cry = ',5 @~ ~d 3{artsa r+~t .k:x ~,rall~l t_ yrratn F 55 P'r ~;Ij Fart2'.~~.,, Fc r,:earas, reuta~Fj EY €1}[d55 •'~?I Fi hsi bcsn e~a~d h. r[I3a•.a Fha v ~tu~nr ed~~b kr~d~, ysith sni thldn.u. ~t F. , iltirll rv:t ke Hrna.~s~ tcr•~datlvr =i Is,~. .~fr~•a~f t:~ { ez~tpn~ai'~.tr.~~-wrr y' =~C~.°..~... aRll~ uv~ ~~tttgya ~`n'i?~~#l~e~ fib I.a)~at ~etia~! iakarn7s.¢Fes4ra~Ireda+cE„tdirr~srs.~l.4' an-c~rtarrnasr+um. • 2esray krwfr+c a!~ Eviad cn Y.1krolam=` L`rl's F.ca.ME rhea cF7;+~ fr ° h7a anlsn: rai rsxnbcsc s ~I` srt~ Ayt MdA+n' ,as r,strl~d 6~ .~ mW r,ur dd ta7csc n ~r ~~; •. ° Tstsbs _+r px~m ~-T irfl:.dr roduetl.-rx ~pY~d N sz~~~lsnoe~st~+ xds- ' i~', Itl'; and _0' f:~wiv rvs~t, meA'dFta pirr.~.. Seer-a~s~ f?;fie a `....er~:a-.cnnnE+a §tcc=aaecx'~~sr. am ~ t,UO dal:) ),~7i i{I~ ),)~ }:~SQ Q,BxS S,3.r') 5;+t5 d,e~) ~ ~ Its I.S ?tat 2#! a:ay acv 3}I I.ia: <_ : : ,_ ze ~.~ a.~ as s.r it a.l az ~.a ta: ~` z o o ~r~rv' z N Project Name: Project #: Initials: Date: Sheet: t~i~r~ A~saastlrs~-tia~ foa €~i~o as!laa~a°r~ lift S C T q Z "~ W R' V W ~~ ~ D 2 .~i~.,,.,r~_t9' Z W G E}o~zn t~~s~cl N GIID~~ ~~d~ (may L~-N~~3a = 55'r~) v~1= !g7 ~~'~ C}~Q14-17 ~b~C~ 7~ 1 ~~3~ _ ! L~~ d 19_ _ ~~ ~'R.`~ ~'Z.~ ! 3~`~ ~ ~. ~t'~ trti1 t.. 'fit z 15~ ~ ~~ i ZS ~ r~ v ~ ~ ~~ C~ ~ ~ ~i~ ~ ~`7Y~r ~v~ F~~. ~ hJ~~~. ~~pe~c~:`t~j w ~i~tb)C1.6~- t6Q €~~'nat'1 ran - 09Q S®5 `~~t x. ~ Yz , ac ~'~ = ~l.b ,}C2'tD~ ` ~FS~ Project Name: Project #: Initials: Date: Sheet: ~l ! ~ ~ .. N Z w C Z Z Z W ~'9 ~ t ~"j ~ ~ ~.. ~7r2~c.~ = ~7 $~ G~ao~~ ~-ate.-~ = ~.3 ~. ~o F ~-~ =~~~s`tC ~.o) Ct~3~ = - IRS ~s- ~,s~CS~~~ = g.2sr'r~ ~. Q'~- - ---_~.. Project Name: Project #: Initials: Date: Sheet: ~1 Z ~ N Z Z N O N Z O w Z O Z W ~~.~= 2Z~ 1 ~b Pty ~--- Y3Pr~ ~~~~~ stag l! ~' ~'~ Nl ~x ~ N~ t-r-~Q t~J ~~, ~ ~ F VISE 1`~~32 ~aJf E~c.~ ~aF~~ ~'°'~.~, ,~ ~~~~ ~. Project Name: Project #: Initials: Date: Sheet: 1 ~ N Z Z Z Z W Project Name: Project #: Initials: Date: Sheet: t~ 1-/ N Z 0 W Z _ Z W Project Name: Project #: Initials: Date: Sheet: I_ 1P R Z ~_ :. ~ N w C Z r Z w m 7~lLVi DU~~~u.~.~~tP.l ,~C.~~.*~,~Tt r3 FS = 8~rx~ Ebs ©~ 7°0~~ l,° ~~. ~~~~ _s ~ ~ ~~ ~'t'W ~~N '~~.ut5~'~5 s Project Name: Project #: Initials: Date: Sheet: ~~ ___~ ~° _T 0 C s7 z ,Y _ _„~ w , R~~~~;~// L~= , - - ~--- ~` Z s' 2 W - _ ~,,.. -- - __ . ~ _.FI - FZ _ _ RfloF : fb ~t ~c9TE: VJFI, WFZt., -- ~k YJ~u. : ~Ft CoYt~ESpoNn To ~2 -_ ~t;r/s ~ N o T _ .._.: - - ,.. _ .. -- - u- ~ctuAL Otrrls. __.__.__.___ F2 ~-- -- ,.,F i. ~ .~..f ,~lp ~.... Y'~ 1'Y~ r f - ° __ ~ - ~ ~° -- ~ _ _ ~ ~u _- ~_..._._~._ ___ _ Nom ~ WF2,o ~ ~ ._....... ~ F..,..._ rn«- _, ~ CPER GIN - ~: - --. _ oo F: €~° R __ _ __ r_ // D0"fAI.C.' C'J! ~ j i _ d. f_,1 j -,-- _. -: -, I _ f tP3~ r - -- ~2 ---- ~ ptuoF: 4' (pP~`= ~. ~,- hoof ; 4 ~~ ~~-~ ~.1~-,.,. ; zz F t P,csof ; ~' wt~..:~t~E W F 3 ~~~~~-~a~ ~~~~s Project Name: Project #: Initials: Date: Sheet: 1 ~_ __._ _,~ 0 w ~..,t ~- ` o EDDYING & FOUNDATION Allowable Soit Bearing Pressure: 2000 psf STRIP FOOTING MARK: WFi Load Tributary Roof: 60 psf 16 ft Wall: 50 psf 8 ft Floor: 0 psf 0 ft Misc: 0 psf 0 ft Total Load (plf): Foundation Width (ft) 136D 0.680 WFt U5E: 2.OOft Wide STRIP FOOTING MARK: WF2 Load Tributary Total Load (plf): Foundation Width (ft) Roof: 60 psf 60 ft 4560 2.28 Wall: 50 psf 6 ft Floor: 60 psf 8 ft Misc: 10 psf 18 ft WF2 USE: 2.SOft Wide STRIP FOOTING MARK: WF3 Load Tributary Total Load (pIf): Foundation Width (ft) Roof: 60 psf 4 ft 3090 1.55 Walf: 5D psf 57 ft Floor: 0 psf 0 ft Misc: 0 psf 0 ft WF3 USE: 2.OOft Wide Project Name: Project #: Initials: Date: Sheet: ~1 Z C Z Z W SPREAD FOOTING FO OTIN6 MARK: F1 Vertical Loads: PDL (k): 10 PLL (k): 30 Pu (k): 65.0 FOOTING DIMENSIONS: Short (ft): 5 Long (ft): 5 Vol. (yd'): 0.93 Footing Depth: Depth of Steel : d (in): STEEL IN LDNG DIRECTION: L' Tong (ft): 2.29 Mu (k-ft): 6.83 As req(in2Ht): 0.18 STEEL IN SHDRT DIRECTION: L' short (ft): 2.29 Mu (k-ft): 6.83 As req(inZ/ft): 0.18 Moments: Properties: MDL(k-ft):0 COL.L(in):5 fir: 0.85 MLL (k-ft): 0 COL.W (in): 5 qa (psf): 2000 MU (k-ft): 0 Pc (psi): 2500 Q~: 1.00 fy (psi): 60000 e (ft): 0.00 Punching Vc (psi): 170.0 Ult Ratio: 1.63 Wide Bm Vc (psi): 85.0 qu (psf): 3250 q~ (P~: 2600 Ok gmin (psf): 2600 12 in Wide Bm Shear Cap. (Ibfin) > Shear Force (Ibfin) 8.50 in 722.5 > 343.1 OK Punching Shear Resistance (k) > Applied Force (k) 78.0 > 60.9 OK of (psf): 2600 bar size: 4 area of bar. 0.2 b dia: 0.5 No. of bars: 5 bar size: 4 area of bar: 0.2 b dia: 0.5 No. of bars: 5 Check p p: 0.0018 Min p: 0.0033 Max p: 0.0134 Use p.• 0.0024 Less than pmax, Ok Check p p: 0.0018 Min p: 0.0033 Max p: 0.0134 Use p: 0.0024 Less than pmax, Ok DEVELOPMENT LENGTH OF LONG AND SHORT STEEL: Ld (in): 24.0 Greatest Ld: 24.0 Ld (in): 12 Available Ld: 30 b dia: 0.5 -~.~a .. N '~ ~\ 5 'a.- C J o'S' Z Projec ame: Project #: Initials: Date: Sheet: ~b T R T R A Z 4 \ Z ~ L`~\ \ _ I7 ` ~ Z ~ Z SPREAD FOOTIIVf3 FD OTING MARK: F2 Vertical Loads: Moments: Properties: PDL (k): 20 MDL (k-ft): 0 COL.L (in): 6 ~ r: 0.85 PLL (k): 46 MLL (k-ft): 0 COL.W (in): 6 qa (psf): 2000 Pu (k). 106.2 MU (k-ft): 0 Pc (psi): 2500 ~~: 1.00 fy (psi): 60000 FOOTING DIMENSIONS: Short (ft): 6 Long (ft): 6 Vol. (yd3}: 1.56 Punching Vc (psi): 170.0 Wide Bm Vc (psi): 85.0 Footing Depth: 14 in Depi of Steel : d (in): 10.50 in STEEL IN LONG DIRECTION: L' long (ft): 2.75 of (psf): 2950 Mu (k-ft): 11.15 bar size: 4 As req(in21ft): 0.24 area of bar. 0.2 b dia: 0.5 No. of bars: 8 STEEL IN SHORT DIRECTION: L' short (ft): 2.75 bar size: 4 Mu (k-ft): 11.15 area of bar: 0.2 As req(in2lft): 0.2d b dia: 0.5 No. of bars: 8 e (ft): 0.00 Uk. Ratio: 1.61 qu (psf): 3218 gmax (psf): 2950 Ok gmin (psf): 2950 Wide Bm Shear Cap. (Ibin) > Shear Force (ibfin) 892.5 > 460.9 OK Punching Shear Resistance (k) > Applied Force (k) 117.8 > 100.1 OK Check p p: 0.0019 Min p: 0.0033 Max p: 0.0134 Use p: 0.0026 Less than pmax, Gk Check p p: 0.0019 Min p: 0.0033 Max p: 0.0134 Use p: 0.0026 Less fi~an pm2x, Gk DEVELOPMENT LENGTH OF LONG AND 9.HORT STEEL: Ld (in): 24.0 Greatest Ld: 24.0 Ld (in): 12 Available Ld: 36 Ld (in): 12 Ok b dia: 0.5 Project Name: Project #: Initials: Date: Sheet: ~, 0 N Z ~ r ~ b. w -.. ~ ~~ y Z L._. ~ b Z Z W `~g~`'T" ~~ N 8PREAD FOOTING FOOTING MARK: F3 Vertical Loads: PDL (k): 10 PLL (k): 20 Pu (k): 48.0 FD OTIN[3 DIMEN310N6: Short (ft): 5 Long (ft): 5 Vol. (yd'): 0.93 Moments: MDL (k-ft): 0 MLL (k-ft): 0 MU (k-ft): 0 Punching Vc (psi): 170.0 Wide Bm Vc (psi): 85.0 Footing Depth: 12 in Depth of Sfeel : d (in): 8.50 in STEEL IN LONG DIRECTION: L' long (ft): 2.25 of (psfj: 1920 Mu (k-ft): 4.86 bar size: 4 As n:q(in2/ft): 0.13 area of bar: 0.2 b dia: 0.5 No. of bars: 4 STEEL IN SHORT DIRECTION: L' short (ft): 2.25 bar size: 4 Mu (k-ft): 4.86 area of bar: 0.2 As req(in2/k): 0.13 b dia: 0.5 No. of bars: 4 Properties: COL.L(in):6 ~,: 0.85 COL.W (in): 6 qa (psf): 2000 f c (psi): 2500 ~~: 1.00 fy (psi): 60000 e (ft): 0-00 Ult Ratio: 1.60 qu (psf): 3200 gmax (psf): 1920 Ok gmin (psf): 1920 Wide Bm Shear Cap. (Ibin) > Shear Force (Ibin) 722.5 > 246.7 OK Punching Shear Resistance (k) > Applied Force (k) 83.8 > 43.3 OK Check p p: 0.0013 Min d : 0.0033 Max p: 0.0134 Use p: 0.0017 Less Phan ~.nlax, Ok Check p p: 0.0013 Min p: 0.0033 Max p: 0.0134 Use p.- 0.0017 Lass than Amax, Ok DEVELOPMENT LENGTH OF LONG AND SHDRt STEEL: Ld (in): 24.0 Greatest Ld: 24.0 Ld (in): 12 Available Ld: 30 Ld (in): 12 Ck b dia: 0.5 Proji~P°i~Tne: Project #: Initials: Date: Sheet: ~~ ~_~.,, °~ _r~~~ - o w ~..~,,,xi~s z ~NT~'~jO~L St+F~i24~1~tL ~ou~t~~rtQe~l tctT~t tr~ ~ `~'~ b ~~`~ ~n~~ ~u~ ~~~~~~~ ~~3 i r~s . f _- ~o-rtNi~ V~'~` = SnSXI = 25'F~3 ~154~c~ 3~Sa tk~ '~° ~____- ~/+51r ~" ~ : 5 1 i,3 ~1-L.!_ ~,.UC,E~e#' i~t ~ Project Name: Project #: Initials: Date: Sheet: ~.yl _ `~ -`~~ w ' ~`~~. ~~L - Z g Z "~._~ ^~ SEISMIC WEI[aHT CALCULATIONS Project: BYUi 8TH Grid: E Structural Weights Roof DL 20 psf Roof LL: 50 psf Snow Load Increase: 20.00% Typical Floor DL: 20 psf Interior Wall: 5 psf Snow Load Included if > 30 psf Exterior Wall: 50 psf Structural Components Roof Weights Weight Calculations ~ . Wall Tributary: 4 ft Exterior Wall Weight: ~. 18.00 kips ~ Roof Area: 4200 ft^2 Roof Weight: 126.00 kips \ Exterior Wall Length: 90 ft Interior Wall Weight: 10.50 kips ~' Interior Wall Projected Area: 4200 ft^2 Misc: ~ 20.00 kips \' \ Misc: 20 kips Brick above Roof Weight: 174.50 kips Project Name: Project #: Initials: Date: Sheet: ~~ SEISMIC LATERAL ANALYSIS 2003 Infemaranel BuiMing Code Equivabnf Lateral Force Procedure PROJECT NAME: Grid E V:CSW Cs: S~/(R/I): 0.117 Governs Cg: Sp,!(R/l)T: 0.052 (Max) Cs: 0.5St/(R/I): (Min, S,equal or greater than .6 and in Seismic Category E or F) C,: 0.044S~ I: 0.034 (Min) IE (1604.5): 1.25 ap: 1 Fa: 1.19 Seis. Use Group (1604.5 & 1618.2): 1 R: 6.5 F~: -1.93 Seis. Category (1616.3): D Ct 0.2 Sos: 0.6107 Site Class {1615.1.1): D acc (ult. strength): 0.052 Sof 0.3033 Ss 0.768 acc (service load): 0.036 T: 1,125 sec. S,: 0.236 Vbase: 9.3 k Level Ht. (ft) Wt. (k) wi x hi Lat Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Roof 10.00 180.0 1800.0 9.3 9.3 6.5 Totals: 180 1800 9.3 (Calculation per ASCE7-02 Section 9.5.5.4) Diaphragm Lateral Load Distribution Level Ht. (ft) Wt. (k) Sum wix Sum Fix Fpx Fpx, ASD Design Roof 10.00 180.0 180.0 9.3 27.5 19.2 (Calculation per 16C 1620) Elemental Pressure (Ultimate) (ASD) Fp =0.401ESpsw„, or 0.1 w„, wall designed for the greater of =_> Fp: 0.31 Wp 0.22 Wp Fp =400SosIE or 280 plf min. anchorage and diaphragm force =_> Fp: 305 pff 218 plf Fp =0.8SpslEww min. anchorage and flex. diaph. force (Cat C-F) __> Fp: 0.61 Wp 0.44 Wp or 280 plf =_> Fpmin: 280 p!f 200 pit V C t7 y Z ~' ` \ C ~+ \ W ~`...,~: ~~ C L_it Y Z ~1 t9 Z {~ W Project Name: Project #: Initials: Date: Sheet: 5~ S t Z -~. ~~ W ~ ~ ~ C l7 ` ~ ~r Z Z ~...~._~ -y/! W ~ SEISMIC WEIGHT CALCULATIONS Project: BYUI 8TH Grid: F Structural Weights Roof DL: 20 psf Roof LL: 50 psf Typical Floor DL: 20 psf Interior Wall: 5 psf Exterior Wall: 50 psf Snow Load Increase: 20.00% Snow Load Included if > 30 psf Structural Components Roof Weights Wall Tributary: Roof Area: Exterior Wall length: Interior Wall Projected Area: Misc: Weight Calculations 4 ft Exterior Wall Weight: 18.00 kips 5400 ft^2 Roof Weight: 162.00 kips 90 it Interior Wall Weight: 13.50 kips 5400 ft^2 Misc: 27.00 kips 27 kips Brick above Roof Weight: 220.50 kips Project Name: Project #: Initials: Date: Sheet: ~~ ~ .~~. n _ yam. __.'- .,~ 2 Z W SEISMIC LATERAL ANALYSIS 2003 Intemao'onal ilding Code Equlvelent t.ateM Force Procedure PROJECT NAME: Grid F v:csw c,: so~!(wl): 0.117 Governs C,: Soi!(R!I)T: D.052 (Max) C~: 0.5S~/(R/l): (Min, Siequal or greater than .6 and in Seismic Category E or F) C,: 0.044Sos 1: 0.034 (Min) IE (1604.5}: 1.25 ap: 1 Fa: 1.19 Seis. Use Group (1604.5 8 1616.2): I R: 6.5 Fv: 1.93 Seis. Category (1616.3): D Ct 0.2 SDS: 0.6107 Site Class (1615.1.1): D acc (ult. strength): 0.052 Sol: 0.3033 Ss~ 0.768 acc (service load): 0.036 T: 1.125 sec. S,: 0.236 Vbase: 11.7 k Level Ht (ft) Wt. (k) wi x hi Lat Story Story Shear (k) (elev.) .Force (k) Shear (k) ASD Design Roof 10.00 225.0 2250.0 11.7 11.7 8.2 Totals: 225 2250 11.7 (Cak:ulation perASCE7-02 Section 9.5.5.4) Dia~hraam Lateral Ldad DistributionLateral Load Distribution Level Ht. (ft) Wt. (k) Sum wix Sum Fix Fpx Fpx, ASD Design Roof 10.00 225.0 225.0 11.7 34.4 24.0 (Calculation per IBC 1620) Elemental Pressure (Ultimate) (ASD) Fp =0.401ESpsww or 0.1 ww wall designed for the greater of =_> Fp: 0.31 Wp 0.22 Wp Fp =400SosfE or 280 plf min. anchorage and diaphragm force =_> Fp: 305 plf 218 plf Fp =0.8S~IEww min. anchorage and flex. diaph. force (Cat GF) __> Fp: 0.61 Wp 0.44 Wp or 280 plf =_> Fpmin: 280 plf 200 plf Project Name: Project #: Initials: Date: Sheet: ~o T U R L" i P N Z ~ ~ f t-~ ~ w r_~i~,~, 2 WI ~ ~~ - ~ IN ~® SEISMIC WEIGHT CALCULATIONS Project: BYUI8TH Grid: G Structural Weights Roof DL: 20 psf Roof LL: 50 psf Typical Floor DL: 20 psf Interior Wall: 5 psf Exterior Wall: 50 psf Snow Load Increase: 20.00% Snow Load InGuded if > 30 psf Structural Components Roof Weights Wall Tributary: 4 ft Roof Area: 5400 ft^2 Exterior Wall Length: 90 ft Interior Wall Projected Area: 5400 ft^2 Misc: 27 kips Weight Calculations Exterior Wall Weight: 18.00 kips Roof Weight: 162.00 kips Interior Wall Weight: 13.50 kips Misc: 27.00 kips Brick above Roof Weight: 220.50 kips Project Name: Project #: Initials: Date: Sheet: ff~ Y~ N ~~`~~= ~~ w ~. ~ , -- ?1-~ ~`. - z y w ~~-~ SEISMIC L-ATERAL ANALYSIS 20031rrtemational auilding Code Equivalent Lateral Force 13ooBdu2 PROJECT NAME: GridG V:CsW Cs: Sos/(R/I): 0.117 Governs Cs: $p,/(R/I)T: 0.052 (Max) C,: O.SS~/(Rll): (Min, S~equal or greater than .6 and in Seismic Category E or F) C,: 0.044Sos I: 0.034 {Min) IE (1604.5): 1.25 ap: 1 Fa: 1.19 Seis. Use Group (1604.5 & 1616.2): I R: 6.5 F~: 1.93 Seis. Category (1616.3): D Ct: 0.2 Sos: 0.6107 Site Class (1615.1.1): D acc (uR strength): 0.052 Soi: 0.3033 Ss: 0.768 acc (service load): 0.036 T: 1.125 sec. S~: 0.236 Vbase: 11.9 k level Ht. (ft) Wt. (k) wi x hi Lat. Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Roof 10.00 230.0 2300.0 11.9 11.9 8.4 Totals: 230 2300 11.9 (Calculation per ASCE7-02 Section 9.5.5.4) Diaphragm Lateral Load Distribution Level Ht. (ft) WL (k) Sum wix Sum Fix Fpx Fpx, ASD Design Roof 10.00 230.0 230.0 11.9 35.1 24.6 (Calcuiation per IBC 1620) Elemental Pressure (Ultimate) (ASD) Fp =0.401ESosww or 0.1 ww wall designed for the greater of =_> Fp: 0.31 Wp 0.22 Wp Fp =400SosIE or 280 plf rain. anchorage and diaphragm force =_> Fp: 305 pif 218 pif Fp =0.8SpslEww min. anchorage and flex. diaph. force (Cat C-F) __> Fp: 0.61 Wp 0.44 Wp or 280 plf =_> Fpmin: 280 plf 200 pif Project Name: Project #: Initials: Date: Sheet: ~,L '~ ~ N Z ~.r'°`m-„' +~ _ o u ~, ~~tt~,~~~f Z W =~=~'" SEISMIC WEIGHT CALCULATIONS Project: BYUI 8TH Grid: H Structural Weights Roof DL: 20 psf Roof LL: 50 psf Typical Floor DL: 20 psf Interior Wall: 5 psf Exterior Wall: 50 psf Snow Load Increase: 20.00% Snow Load Included if > 30 psf Structural Components Roof Weights Weight Calculations Wall Tributary: 4 ft Exterior Wall Weight: 8.00 kips Roof Area: 2400 ft^2 Roof Weight: 72.00 kips Exterior Wall Length: 40 ft Interior Wall Weight: 6.00 kips Interior Wall Projected Area: 2400 ft"2 Misc: 12.00 kips Misc: 12 kips Brick above Roof Weight: 98.00 kips Project Name: Project #: Initials: Date: Sheet: 6n 5 W N SEISMIC LATERAL ANALYSIS 2003 lntemationa! BuiMing Code Equivalent Latere! Pont Procedure PROJECT NAME: Grid H V:CsW Ce: Sos/(R/I): 0.117 Governs C,: Sp~/(R/I)T: 0.052 (Max) C,: O,5S~/(R/I): (Min, S,equal or greater than .6 and in Seismic Category E or F) Cs: 0.044Sps I: 0.034 (Min) IE (1604.5): 1.25 aP: 1 Fa: 1.19 Seis. Use Group (1604.5 & 1616.2): 1 R: 6.5 F,,: 1.93 Seis. Category (1616.3): D Ct 0.2 Ste: 0.6107 Site Class (1615.1.1): D acc (ult. strength): 0.052 So,: 0.3033 Ss~ 0.768 acc (service load): 0.036 T: 1.125 sec. S,: 0.236 Vbase: 5.2 k Level Ht. (ft) WL (k) wi x hi Lat. Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Roof 10.00 100.0 1000.0 5.2 5.2 3.6 Totals: 100 1000 5.2 (Calculation per ASCE7-02 Section 9.5.5.4) Diaohraam Lateral Load Distribution Level HL (ft) Wt. {k) Sum wix Sum Fix Fpx Fpx, ASD Design Roof 10.00 100.0 100.0 5.2 15.3 10.7 (Calculation per 16C 1620) Elemental Pressure (Ultimate) (ASD) Fp =0.40fES~ww or 0.1 ww wa!l designed for the greater of =_> Fp; 0.31 Wp 0.22 Wp Fp =400Sosit or 260 plf min. anchorage and diaphragm force =_> Fp: 305 plf 218 plf Fp =0.8S~IEww min. anchorage and flex. diaph. force (Cat C-F) __> Fp: 0.61 Wp 0.44 Wp or 280 plf =_> Fpmin: 280 plf 200 plf Project Name: Project #: Initials: Date: Sheet: b,t S T R U C T ~ 'f~'~w _R L N Z LL 1 1~ ~ C w Lj~; z , z _;% W N W = ul~N~ Z C~~ i 6,2~ CS) /,\ 13.$~tw) x b, 2 ~= Cs? t^t !4 Cw ty~ZK[5} Ib.'Lkfy~~-Z~~ Project Name: Project #: Initials: Date: Sheet: b~j Z ~-~-=~ - Z L" p~ ~~ c r Z W ~~~ '~ta [~ ~~ ,~ ~.____ _ - _ _ep_ D~R{VI __.___.... ,_ . _ .-_ __ ... i.. I _ f t ____ S~y~e. „`' __. _ - _ _.---. ___ 7 ____. _. _._-__ _- _ .r_ __ .__ __._ __ ~ _ _ ._... _y ©=~ ~~ ---_----- j"iK ~w) ~ ~~® 16~2>LCw~ i ~ ...: ___- ___ ~ i ~~~~ i .. ~ ' ;I111~_.._.; ___~1~11~:~ k?,Si~(W} 1t\ ;- ~ ` ~ ~ ~ ~~ 4~~'Li L~`J~lf-\ ` `J ~.i ' ~/ ~ . - ~ ~ f 2t,~lctw t, 5 ~I -Eta ~ VJ ~ s~L '~ ~. u Pty t~l Project Name: Project #: Initials: Date: Sheet: !_~ s r a u c r u .~'""'`~'~'~ z u ~y 'ii~-l~~ \ r _ ~ u z ~ w~ z w SHEARWALL SCHEDULE 1. WALL STUDS SHALL BE SPACED AT 16" O.C. MAXIMUM. 2. ANCHOR BOLTS TO FOUNDATION SHALL BE EMBEDDED 7INCHES IN70 CONCRETE. IXPANSION BOLTS MAYBE USED AT INTERIOR WALLS (AWAY FROM EDGE OF SLAB OR SLAB STEPDOWN) PER GENERAL STRUCTURAL NOTES. 3. A MINIMUM OF 2 ANCHOR BOLTS SHALL BE USED ON EACH SOLE PLATE PIECE. PROVIDE 1 ANCHOR BOLT MINIMUM WITHIN 91NCHE5 OF EACH END OF EACH PIECE. 4. PROVIDE FULL HEIGHT DOUBLE STUDS AT ENDS OF SHEAR WALLS UNLESS NOTED OTHERWISE ON PLANS OR DETAILS. 6. BLOCK ALL PANEL EDGES WHERE INDICATED ON SCHEDULE. EDGE NAIL SHEATHING AT BLOCKED EDGES. SEE TYPICAL SHEARWALL CONSTRUCTION DETAIL 6. ELEVATED SHEAR WALLS TO BE FRAMED OVER DOUBLE JOIST OR SOLID BLOCgNG UNLESS NOTED OTHERWISE. 7. FOR 516' TO 3!4' THICK FLOOR SHEATHING 3 1/4" (MIN) LONG NAILS SHALL BE USED. FOR 7/8' TO 1 1/8' THICK FLOOR SHEATHING 3 12" (MIN) LONG NAILS SHALL BE USED. B. 6' LONG SCREWS SHALL ENGAGE BOTH PLATES, AND FRAMING BELOW 9. PRESSURE TREATED DOUGLAS FIR SHALL BE USED WHERE IN CONTACT WITH CONCRETE 10. NUTS SHALL BE SECURELY FASTENED AGAINST SOLE PLATE. HOWEVER, NUT AND WASHER SHALL NOT 8E RECESSED INTO SILL PLATE. 11. ALL NU73 SHALL HAVE 3/18 x 2 x 2 PLATE WASHERS. BOTTOM MARK SHEATHING MATERIAL EDGE NAILING FIELD NAILING PLATE ATTACHMENT A 7/16' O.S.B. BLOCKED ONE 8tl AT 6" O.C Bd AT 12' O C 5/8' DIA. A.B. AT 48" O.C. SIDE OF WALL . . . 16d STAGGERED AT S tf1' O.C. '"B' . 7/t(C'O S$. @L.OC(CEQ.ONE.. ~~.... ,. - Bd AI4"O.Cs~" ~~ BQAT t2':O C . :.. .- .. _5J8' D{q, AB, gTd2'..O C. ,. ~., .~. .SIDE OF WALL _ . 16d 57AGGERE0 AT 4'D,G. 7/16" 0.5.8. BLOCKED ONE SIDE OF WALL FRAMIN A 518' DIA AB. AT 1T O.C. C G T ADJOINING PANEL EDGES SHALL BE'(2)2X OR 3X 8d AT 3" O.C. 8d AT 12' O.C. i6d STAGGERED AT 3" O.C. _ ., : ' D i116'D5 B. B10CKFb dNE.., . - ed ATTOC. ' ' ed AT 1T O.C . .. ~... __..~. ., '. _ SBJE ~ WALL F'RAM)NG AT ' < - - - ;., .: ~ , ADJOIttI(fGP- EDGES ... _.. _ . .- 16C STAGGERED AT ? O.C ~, .. ... _ OR 3l( .. . SHALL BE " - ~. _ ~ 7/16" O.S.B. BLOCKED ONE SIDE 518' DIA. 0.B. AT 34' O.C. w/ (2) 2x SILL PLATES E OF WALL FRAMING AT gd AT 2" O.C. 8d AT 12' O.C. ADJOINING PANEL EDGES SDS1l4'x6" SIMPSON SCREWS (dJ 8"OC SHALL BE ^(2)2X OR 3X (2)2x SILL PLATES i Sri 6` o s B. BLOCKED eoni' . _ SIDES OFWJZIy. OFFSF?.'. _. .. ~ .518'DUy AJ3.AF 28'O.C. w!(2)ac SILL PLATES: VERTK:AL PATiELJOINTS TO BB.. - _ F/•11,.0!# DfF~EREJ{T STL103, AT AWOINING PAL EDGE=3 Bd AF4' O C ;_ ed AT 12'~@C SHAii -: BE,dB1 SDS'i/4'k8'Si1APSOP7 `.K"R£M1S Lp 2X Oft 3X -.. .. - ..,. .. - 5'OC, (2)aS5@J.. PLATES. -. 7/18" O.S.B. BLOCKED BOTH 518' DIA. A. B. AT 22° O.C. wl (2) 2z SILL PLATES SIDES OF WALL, OFFSET CC VERTICAL PANEL JOINTS TO FALL ON DIFFERENT STUDS, 8d A7 3" O.C. 8d AT 12' O.C. AT ADJDINING PANEL EDGES SDSt/4'x6' SIMPSON SCREWS ~ SHALL BE 3X OR 4X 4'OC, (2)2x SILL PLATES c 7Y~6'O S~~D., - _ ~.- -_. . . _. .. BOTH SiDE3Of ALL _ ~ . ' -oFFSEY.t%~?It~..d'ti67~7Ei~. S18.'.-DIAA.&AT1rOC,xYrl)2i<StILPlATES.- DD _ _ D_I~R~rsTUOS ~, ~ ~ eq~+T.ro.O. o .ad AT TTSS~,!,," ,-.; ~ .~ e - .~ FRAMING AT~gCY.1CNNING' SD5~71Sd3'SIMPSON $CREyyg~ ~. - PA_NB. EflCt~_,$IiMI-BE--, . - ,.. L .': 3'OG112Rx SILL PLATES. ~~ ~~~ 1: "WHEN DBL 2X STUDS ARE USED, STUDS SHALL BE FACE NAILED TOGETHER WITH 18d NAILS AT 3' O.C. STAGGERED "WHEN DBL 2X STUDS ARE USED, STUDS SHALL BE FACE NAILED TOGETHER WITH i6d NAILS AT Y O.C. STAGGERED Capacity ieismic 260 pB 364 pff 350 pff 490 plf sso pff s6s pff i00 pff 840 pff 140 pff 896 pff 60 pff 1064 pff 80 pff. 1372 pff 80 Pif 1792 PM Proj2~'i°9~'ame: Project #: Initials: Date: Sheet: ~~ 0 a w ~ Z i U' Z Z W 7- BTDRY WODD SFiEARWALL LINE: /{ LINE: B Lateral Force: 13800 plf Lateral Force: 17000 plf Trib. Length: 1 ft Trib. Length: 1 ft Less due to geometry: 0 Ib Less due to geometry: 0 Ib p : 1.00 p : 1.00 Total Wall Length: 29 ft Total Wall Length: 57 ft Short Wall Length: 14.5 ft Short Wail Length: 57 ft WaII Height: 14 ft Wall Height: 33 ft Roof DL: 20 psf Roof DL: 20 psf Trib. Width: 4 ft Trib. Width: 4 ft Wall Weight: 10 psf Wall Weight: 10 psf DL factor. 0.60 DL factor. 0.60 Force: 13800 Ib Wall Force: 17000 Ib Wall Shear, V : 478 plf B Shear, V : 298 plf B TotalO.T.M: 193200 ft'Ib TotaIO.T.M: 561000 ft'Ib Short Wall O.T.M: 96600 ft'Ib Short Wall O.T.M: 581000 ft'Ib Short Wall MR : 23127.5 ft'Ib Strap Short Wall Ma : 686045 ft`Ib Strap Uplift: 5705 Ib HD46 _ Uplift 2831 Ib PHD2 LINE: (, LINE: D lateral Force: 16200 plf Lateral Force: 19400 plf Trib. Length: 1 ft Trib. Length: 1 ft Less due to geometry: 0 Ib Less due to geometry: 0 Ib p : 1.0.0 p : 1.00 Total Wall Length: 64 ft Total Wall Length: 64 ft Short Wall Length: 32 ft Short Wall Length: 32 ft Wall Height: 16 ft Wall Height: 18 ft Roof DL: 20 psf Roof DL: 20 psf Trib. Width: 3 R Trib. Width: 3 ft Wall Weight: 10 psf Wall Weight: 10 psf DL factor: 0.60 DL factor. 0.60 Force: 16200 Ib Wall Force: 19400 Ib Wall Shear, V : 253 plf B Shear, V : 303 plf b TotalO.T.M: 259200 ft'Ib Total O. T. M: 310400 ft'Ib Short Wall O.T.M: 129600 ft`Ib Short Wall O.T.M: 155200 ft'ib Short Wall MR : 112640 ft'Ib Strap Short Wall MR: 112640 ft'Ib Strap Uplift: 1938 Ib PHD2 Uplift 2738 Ib PHD2 LINE: E LINE: F Lateral Force: 18000 plf Lateral Force: 21800 plf Trib. Length: 1 ft Trib. Length: 1 ft Less due to geometry: 0 Ib Less due to geometry: 0 Ib p: 1.00 p: 1.00 Total Wall Length: 40 ft Total Wall Length: 38 ft Short Wall Length: 20 ft Short Wall Length: 8 ft Wall Heigh[: 16 ft Wall Height 12 ft Roof DL: 20 psf Roof DL: 20 psf Trib. Width: 4 R Trib. Width: 4 ft Wall Weight: 10 psf Wall Weight 10 psf DL factor: 0.60 DL factor: 0.60 Force: 18000 Ib Wall Force: 21800 Ib Wall Shear, V : 450 plf B Shear, V : 574 plf BB Total O.T. M: 288000 ft'Ib Total O.T. M: 261600 ft'Ib Short Wall O.T.M: 144000 ft`Ib Short Wall O.T.M: 55073.684 ft'Ib Short Wall MR: 48000 ft'Ib Strap Short Wall MR: 6400 ft'Ib Strap Uplift: 5760 Ib HDQ8 Uplift: 6404 Ib HDQB IProjeC9~e: ~ Project #: Initials: Date: Sheet: ~~ 1- STORY WOOD SHEARWALL _ ~ /- o w `~ ~ ~ y ~ ` O W ~-~~' Z UNE: G ~~ LINE: I'I Lateral Force: 21800 plf Lateral Force: 14000 plf Trib. Length: 1 ft Trib. Length: 1 ft Less due to geometry: 0 Ib Less due to geometry: 0 Ib p : 1.00 p ; 1.00 Total Well Length: 49 ft Total Wall Length: 40 ft Short Wall Length: 9 ft Short Wall Length: 11 ft Wall Height 14 ft Wall Height: 17 ft Roof DL: 20 psF Roof DL: 20 psf Trib. Width: 4 ft Trib. Width: 4 ft WaII Weight: 10 psf Wall Weight: 10 psf DL factor: 0.60 DL factor. 0.60 Force: 21800 Ib Wall Force: 14000 Ib Wall Shear, V : 445 plf C Shear, V : 350 plf B TotalO.T.M: 305200 ft'Ib TotalO.T.M: 238000 ft`Ib Short Wall O.T.M: 56057.143 ft`Ib Short Wall O.T.M: 65450 ft`Ib Sfiort Wall MR : 8910 ft'Ib Strap Short Wall MR: 15125 ft'Ib SVap Uplift: 5635 Ib HDl]8 Uplift 5125 Ib HDpB LINE: 1 &2 ~ LINE! 38•.4 Lateral Force: 7000 plf Lateral Force; 13000 plf Trib. Length: 1 ft Trib. Length: 1 ft Less due to geometry: D Ib Less due to geometry: 0 Ib p : 1.00 p : 1.00 Total Wall Length: 17 ft Total Wall Length: 80 ft Short Wall Length: 17 ft Short Wall Length: 15 ft Wall Height 8 ft Wall Height: 19 ft Roof DL: 10 psf Roof DL: 5 psf Trib. Width: 10 ft Trib. Width: 40 ft Wall Weight: 10 psf Wall Weight 0 psf DL factor: 0.60 DL factor. 0.60 Force: 7000 Ib Wall Force: 13000 Ib Wall Shear, V : 412 plf B Shear, V : 163 plf g TotalO.T.M: 56000 ft'Ib To1alO.T.M: 247000 ft'Ib Short Wall O.T.M: 56000 ft'Ib Short Wall O.T.M: 46312.5 ft'Ib Short Wall MR : 26010 ft'Ib Strap Short Wall MR : 22500 ft'Ib Strap Uplift: 2376 Ib PHD2 Uplift: 2188 Ib PHD2 LINE: 5 LINE: NA Lateral Force: 2000 plf Lateral Force: 0 plf Trio. Length: 1 ft Trib. Length: 1 ft Less due to geometry: 0 Ib Less due to geometry: 0 Ib p : 1.00 p : 1.00 Total Wall Length: 16 ft Total Wall Length: 38 ft Short Wall Length: 7 ft Short Wall Length: 19 ft Wall Height: 12 ft Wall Height: 12 ft Roof OL: 10 psf Roof DL: 20 psf Trib. Width: 4 ft Trib. Width: 4 ft Wall Weight 10 psf Wall Weight 10 psf DL factor. 0.60 DL factor: 0.60 Force: 2000 Ib Wall Force: 0 Ib Wall Shear, V : 125 plf B Shear, V : 0 plf NA TotalO.T.M: 24000 ft'Ib TotalO.T.M: 0 ft'Ib Short Wall O.T.M: 10500 ft'Ib Short Wall O.T.M: 0 ft Ib Short Wall MR : 3920 ft'Ib Strap Short Wall MR : 36100 ft'Ib Strap Uplift 1164 Ib PHD2 Uplift; 0 Ib NA Proje~l`~ie: Project #: Initials: -Date: Sheet: b~ Ali th+~r ~: I~li~rc~llar~'~ !~/! it#t ~#c~r~hd~" ~~I~ili~~ v~rl~~ ?`acs rsavar ixt csv :a#s=~ wsa rflae~ r~a~i t ~-drsr tirars~:s~c rh~n~es meter pa#r sr:o_ but }•v-•u ccn 1}r%srg arao ii-v,~arr+iunt rra:taeia/ ~i ~sw,nd's ra'saua.~ to sav~aES}aszr Barry s~nrvnt _ ~ `,. .~°..° l..i#.r•~tcraff a cdsck'; back;. Tnss Joists prapristar;r ~~~ ~~`- b"+fiacclshed° a~~rria~y prctecls 1~?li«filla rr~ LbL against eappistg and r,~}rlGn~+ ~Vatash~` is a h~~cnatp ~~,~ ,~xerlap that snip beapplied ta,~'lRrcilarri~ 11~L ~"'' ,runufaetur~d at •xtr -as~tzrn arr~ sr~,thcrn plants. This -, ?~~ . ~.- resirrimpr~rutt+.# a~riap h.:esds ts9 the+naa~ r'£~ISC2fr creatsh~,a balrisr to n.,i,tura hcn ccrr,bined with a acax sralan# n ehc c}~s arrJ cdgcs, it pr~uccs a pratcctiYc la}cr hoc rra at#scr. ~,~K ~N ''~-„~. _ ~Y _~ \ r w ~;iL i L. ~~. ,~~ Z w ~, r t. ~~: ?~, ~ur~stxrsh~g v~triayr pr~-n4kcs taitncnxiars~l stability an?# ps!et•:+cts i!{icrcllarn~ LVL frasn tha clelrs~nts thrau~.haut th•e ean~ructian phase. So rccvcst r~licral#arn~ Li+'t ~t}h ~atcrshcc#~ c.~rlay far 3'~ur nr~* pracck and be rsurcd ttha# y~c+ur ~rs~ncercd Icsrnbzr will ~~ cons~tcntfrorn start to finish. Far relic infcmtation an TrusJe•ist`s c*blusrst '}1Jaterxhcd" ,raalx~, plc cr~ntxt tour Tcuc Joist rcprescntaGuc. ~.'~~ #4'Eferss## ~.~~. ~'i+;Fw~ l~~at~a ~t~~~s~s 1lvccrm~uln=ldaVicRy v ~ ti$;t°+.l~1 F9~_h,F„ y: da,4'cPR~ E 1.RY i~ P:i rlcs...rr<1 :4ae F~ ..',,s-S}FcY~1 Twe,kn:+trcr F~ I,SSS pY:-'d +;emprcaskn~srpn;i'cuExt:sf,~a~n F,_~'f~?F:sr='~! ~cxryve::ren panik} re ~xain F~ . i,Siig ret kt~,0srt~l :hrar ~.nikl 6o gain F ~ a~S ~ It fer 61' ~ry:tn Fc roEn ~, sutt~4y by ~~~~~"~ a; 21 F~ ha, 6cen nd~ad kc rafir=t Ifu c~tune aiis_h a# len~dh wb#th are! iF l:l.r,:u. I F~ ,b11 n_k l e hrrcaEad /crlvrsHen ci in:~3 ___~ is t5n~pu~# fnr tdfk-3GR i #ille~rr~ std ;je+~a~1~~ [3 6~u lrr~ td.: amha. +US men,ba,s T~'7" and Sm, In de?+i, are rarHljoad ko s m,a3,exn dA{e•J:kn Tn4tes c,. pc~m 4-i i,rl~3e ,vl,xttcra sFpYa~i to aeea~tnu •mctF ads. ' ifr', 38'., and ?!~' trwtu ra_+i1rs m~eFl~ pits:. Ssrz-nom ??:~a smc$~'a.santiar lea-~y:,~srct~rs a,r ~~ : 1,~0 ars ;4W Sd 3,~7"x I15 x 3, I£3 IyS ],:d! 2taS S,~SQ 2Q4 ibay 9C~? ~,~» S,~'9 's'tl a s 5,x.5 .SI 6, i;i67 Lt 3.7 7.7 4$ 3.1 dl 1.1 9.2 ^e1 t?L~ Project Name: Project #: Initials: Date: Sheet: tt~~:~ ~+sluarnpiEyarr~, f~,r ~i~ta9latrs~ L'M't ' t_,srral r.¢~rtra~ln:d tk kzxfr,~an~24'9n-Sara u~AUm. • Qartvl kr~. e.x lv,ad sn ?1kw I:~m: Lei, bca,h~r tlsr a i i ~] F.f. t+o~n ~~Su7 N ~`-Rtn 3 ~ ~ ~~~ ~W fesb~ = 13 ~ ~' ~-tov~2tJS GH~o~~ 'FoP~~ ~m~~ ~~ N~~-H = s5~t) v~ = lg 1 P{~ +~rtovn ~r~r r = yJ L'~ ~1~7 ~' _ ~0 e "7 D~' (!'~ ~ ~t S' CFb~n ~4~~~ ~1n, `7~t~ _ 12~ss !b ~~ j A t€~ w ~ 13 , 6(9fl ~ 5 (2 , ~j ras+ ~' (~~ a' ~~' ZS s ~ .~~ EAs~ (~~ j 3l ~ X "7'(~-t ~-V (r ~o~ flr~..~a~ fVA,iE•. ~.P~~I~:C.f'$"~ ~+~t~~t,~•~33a ~~~ c~~'~~tt X3,000 _ ~! ,~Ja~! ~5. -~- an 35 sus '!~. ~ 3Y~ r~~ - a~ sDS `!~x ~Yz , C,c~acr~ = ((.b,~(2Tt0~- 3~y1 S C T R A U Z ..:ita+~ \ ~`SS .``__ ~ Li \ 'Y~~~\~ i _ ` ~. C Z ey Z W ~: Project Name: Project #: Initials: Date: Sheet: ~1 ~ N Z ~ C 1 Z 2 2 W ~~~~ `~~lf~t~ ~~~ a ~~ ~F~ ~k =~575~( ~.~} (t~33 = ~ IQ~ ~si ,s)CS~~~ = g'rZ~r~ ~ ply.. ~--- -~- t'~~-tLs ; ~t~lb~~tad1)~ 1•b~ = (6btb(riu~'C g~tb o dca Project Name: Project #: Initials: Date: Sheet: 1Z N N w Z _ - s N o z z W N Project Name: Project #: Initials: Date: ~ Sheet: ~~ R©o~ ~tA r~~~v°~ G~ut~~~~~N ~l~a.~`= 2Z~- ~`6bPt~ ~'-' `f'3pt~ ~~c~ srafC !t ~' ~'~ ~~x GoN~~~t`tpte,~ ~~tn F 0 z 0 w ~~ ~ _ z u 4& z z W W ,, l ~j tel: -~'• t Z " a• t_ T? r t w / B~~f n~ 1"l~ ~" 4. C- ~ ~oun~~ . ~hc~~ = °7~ ~ ;b~ ~t~' L ztS P ~ ~~~ ~1~.SF Cas s ~~w s~ ~ ~ G ~ t ~ Project Name: Project #: Initials: Date: Sheet: 1 0 w ~ W _~• y Z Z Z W N Project Name: Project #: Initials: Date: Sheet: f 1-/ z i w ~~ - ~ o z z N V Project Name: Project #: Initials: Date: Sheet: r- 1P u N Z , Ilpy ,~..yA¢/ Z J~L=a~~'" Z Z W N sl ~~ ~ BStx~ FMS o~ ~-~f f~'f~ ~°~ ~Q~~ L;~A.1 ~E ~ Ft°i `~~'T"~NE~hJ ~C''~L4t~~5 a ----~ tat St~tlN WC~`~.,~ t,~ ~~~ Project Name: Project #: Initials: Date: Sheet: ~~ ~ r ,.~ ~ N Z u Z w ~~~~ ~._ o w Nom: vtF~, wFZ,.. CoYtttESPopt~o Ta ~t,~s ~ N o r (~ct~tAL Dt~'f1S. yow __ ___= EOK __... .~ __ _. -_ F2 ~_ ', _--- --_---- ------ - -_ ___ u.. bK~ - 3 -- -- ~ -- - - - F2I =====_-- `~K r- F3 y _ ~ t~~ ~~ __ _. J~ ~ .. _ '~'~ __ 7111;_ __- F _ --..~lill.~ ~ _,: ~ ` Roo F: t~° . _. ~~: ~~ -._,._. _,.:.:, - _.- i '_ b3~' ~ ~2 ~F7 M - - __ _- Rflo~ : !6 ft EAU. : SS F~ ~~F ; 2,51 WALL : ~~ ~~ y r Note : wF2,o rn~ ~- CPER GEO~FC41 Re~~T~ Rvnf S ~?' Project Name: Project #: Initials: Date: Sheet: N - N _ "~ o .ri~~ z •~ _ ~' ~ a z _ z W N FOOTING & FOUNDATION Allowable Soil Bearing Pressure: 2000 psf STRIP FOOTING MARK: WF1 Load Tributary Total Load (plf): Foundation Width (ft) Roof: 60 psf 16 ft 1360 0.680 Wall: 50 psf 8 ft Floor: 0 psf 0 ft Misc: 0 psf 0 ft WFi USE: 2.OOft Wide STRIP FOOTING MARK: WF2 Load Tributary Total Load (plfJ: Foundation Width (ft) Roof: 60 psf 60 ft 4560 2.28 Wall: 50 psf 6 ft Floor. 60 psf 8 ft Misc: 10 psf 18 ft WF2 USE: 2.50ft Wide STRIP FooTrNG MARK: WF3 Load Tributary Total Load (p10: Foundation Width (ft) Roof: 60 psf 4 ft 3090 1.55 Wall: 5D psf 57 ft Floor: 0 psf p ft Misc: 0 psf 0 ft WF3 USE: 2.OOft Wide Project Name: Project #: Initials: Date: Sheet: q ~1 ,~ c SPREAD FOOTING ~ ,- z ~- .c`' o C ~~~, ~t~ \ } C Z w M1`i~~~~~ i Z _ .~~/ Z W FO OTINI3 MARK: F1 VerBcalLoads: PDL {k): 10 PLL (k): 30 Pu (k): 65.0 FO DTIN6 DIMENSIONS: Short (ft): 5 Long (ft): 5 Voi. (yd3): 0.93 Footing Depth: Depth of Steel : d (in): STEEL IN LDN~ DIRECTION: L' long (ft): 2.29 Mu (k-ft): 6.83 As req(inZlft): 0.18 STEEL IN SHORT DIRECTION: L' short (ft): 2.29 Mu (k-ft): 6.83 As req(in2Ht): 0.18 Moments: Properties: MDL (k-ft): 0 COL.L (in): 5 fir: 0.85 MLL (k-ft): 0 COL.W (in): 5 qa (psf): 2000 MU (k-ft): 0 Pc (psi): 2500 /3~: 1.00 fy (psi): 60000 e (ft): 0.00 Punching Vc (psi): 170.0 Ult RaSo: 7.63 Wide Bm Vc (psi): 85.0 qu (psf): 3250 gmax (psf): 2600 Ok gmin (psf): 2600 12 in Wide Bm Shear Cap. (Ibfin) > Shear Force (Ibfin) 8.50 in 722.5 > 343.1 OK Punching Shear Resistance (k) > Applied Force (k) 78.0 > 60.9 OK of (psf): 2600 bar size: 4 area of bar. 0.2 b dia: 0.5 No. of bars: 5 bar size: 4 area of bar. 0.2 b dia: 0.5 No, of bars: 5 Check p p: 0.0018 Min p: 0.0033 Max p: 0.0134 Use p.• 0.0024 Less than Amax, Ok Check p p: 0.0018 Min p: 0.0033 Max p: 0.0134 Use p.• O.D024 Less than pmax, Ok DEVELOPMENT LENGTH OF LONG AND SHORT STEEL: Ld (in): 24.0 Greatest Ld: 24.0 Ld (in): 12 Available Ld: 30 Ld (in): 12 Ok b dia: 0.5 Project ame: Project #: Initials: Date: Sheet: ~b T R U T IJ ~ R Z ~5, N \\ 0 Z 1. 1 y ~ / k o ~ .: rte, W N SPREAD FOOTING FOOTING MARK: F2 Vertical Loads: PDL (k): 20 PLL (k): 46 Pu (k): 106.2 FOOTING DIMENSIONS: Short (ft): 6 Long (ft): 6 Vol. (yd3): 1.56 Footing Depth: Depth of Steel : d (in): STEEL IN LONG DIRECTION: L' long (ft): 2.75 Mu (k-ft): 11.15 As req(in2/ft): 0.24 STEEL IN SHORT DIRECTION: L' short (ft): 2.75 Mu (k-ft): 11.15 As req(in2lft): 0.24 Moments: Properties: MDL (k-ft): 0 COL.L (in): 6 ~ ~ : 0.85 MLL (k-ft): 0 COL.W (in): 6 qa (psf): 2000 MU (k-ft): 0 Pc (psi): 2500 fie: 1.00 fy (psi): 60000 e (ft): 0.00 Punching Vc (psi): 170.0 UIL Ratio: 1.61 Wide Bm Vc (psi): 85.0 qu (psf): 3218 gmax (psf): 2950 Ok gmin (psf): 2950 14 in Wide Bm Shear Cap. (Ibfin) > Shear Force (Ibfin) 10.50 in 892.5 > 460.9 OK Punching Shear Resistance (k) > Applied Force (k) 117.6 > 100.1 ~ QK of (psf): 2950 bar size: 4 area of bar. 0.2 b dia: 0.5 No. of bars: 8 bar size: 4 area of bar: 0.2 b dia: D.5 No. of bars: 8 Check p p: 0.0019 Min p: 0.0033 Max p: 0.0134 Use p: 0.0026 Less than pmax, Gk Check p p: 0.0019 Min p: 0.0033 Max p: 0.0134 Use p.• 0.0026 Leis ti~an prr?2x, Gk DEVELOPMENT LENGTH OF LDNG AND 9.HORT STEEL: Ld (in): 24.0 Greatest Ld: 24.0 Ld (in): 12 Available Ld: 36 Ld (in): 12 pi; b dia: 0.5 Project Name: Project #: Initials: Date: Sheet: ~t J ~ ~ N y W~~ 0 O ~ ~~ i Z Z SPREAD FOOTING FOOTING MARK: F3 Vertical Loads: PDL (k): 10 PLL (k): 20 Pu (k): 48.0 FOOTING DiMEN310N3: Short (ft): 5 Long (ft): 5 Vol. (yd3): 0.93 Moments: MDL (k-ft): 0 MLL (k-ft): 0 MU (k-ft): 0 Punching Vc (psi): 170.0 Wide em Vc (psi): 85.0 Footing Depth: 12 in Depth of Steel : d (in): 8.50 in STEEL IN LONG DIRECTION: L' long (ft): 2.25 of (psf): 1920 Mu (k-ft): 4.86 bar size: 4 As rnq(in2/ft): 0.13 area of bar; 0.2 b dia: 0.5 No. of tsars: 4 STEEL IN SHORT DIRECTION: L' short (ft): 2.25 bar size: 4 Mu (k-ft): 4.86 area of bar: 0.2 As req(inZHt): 0.13 b dia: 0.5 No. of bars: 4 Properties: COL.L (in): 6 ~ /: 0.85 COL.W (in): 6 qa (psf): 2000 fc (psi): 2500 ~~: 1.00 fy (psi): 60000 e (ft): p.00 UR Ratio: 1.60 qu (psf): 3200 gmax (psf): 1920 pk gmin (psf): 1920 Wide Bm Shear Cap. (Ibin) > Shear Force (Ibin) 722.5 > 246.7 OK Punching Shear Resistance (k) > Applied Force (k) 83.8 > 43.3 OK Check p p: 0.0013 Min p: 0.0033 Max p: 0.0134 Use p: 0.0017 Less than ii:le'sX, l7K Check p p: 0.0013 Min p: 0.0033 Max p: 0.0134 Use p.• 0.0017 Less than Pmax, Ok OEVELO PM ENT LENGTH OF LONG AND SHORT STEEL: Ld (in): 24.0 Greatesf Ld: 24.0 Ld (in): 12 Available Ld: 30 Ld (in): 12 Ok b dia: 0.5 Proj e: Project #: Initials: Date: Sheet: ~,L M Z .. ., 'J yT.,.. r~~ . ~ `' ~ 0 Z Z W NT~~t~~ ~N-~i'~S.+JF+~L1i r~OI.C X3~T'If.! IL! ~'~ ~¢ `~~ ~~~ ~}~'~G~t~'Q TA ~~-~~~.+a~t ~r~~; ~~v~ ~' ~'J t'n~ f ~,{11~ t'1~ t ~~~ _~___ - E a~., 3~7~~ 1~ ~p y ,p^ y ~~ • ilo~e.~=~ tb Project Name: Project #: Initials: Dote: Sheet: ~.~ iiG- ~ <<~~ ~.l l t ~ ~' -------------- ~~ ;~~~~D ~~~~ i .~