Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
APPLICATIONS, MULT DOCS - 07-00389 - Big 5 Sporting Goods - Remodel
0 CITY OF REXB URG 0 BUILDING PERMIT APPLICATION Please ( 19 E MAIN, REXBURG, ID. 83440 07 208- 359 -3020 X326 Big 5 Sporting Goods- Remodel PARCEL NUMBER: 9) ec A O 3 0 9 0 A (Wt SUBDIVISION: UNIT# BLOCK# LOT# is based on the Intormatlon - must be OWNER NAME, Li.0 S CONTACT PHONE # 141- - 75 L/-3 fa`3 C-? PROPERTY ADDRESS: ® N n j F, -, A4P* Lz T 0 3q Y o PHONE #: Home Work (54 _/'sq -3 V 3 iv Cell i5y� 7 YU ° 0(,0 o OWNER MAILING ADDRESS: PO 60Y 1563 CITY: VJll STATE: 9133 EMAIL _dwrrt^C�A,(_ -Vk,,c,fQffi �`fl- 7S`r-3tvy APPLICANT (If other than owner) ls.L} 2 tZ P T?Z kA P_,4-/ ®C) r— (Applicant if other than owner, a statement authorizing applicant to act t� as agent for owner must accompany this application.) APPLICANT INFORMATION: ADDRESS 1 pl , Q l �c) X 15, 3, CITY: o to 22V A As ,,�; STATE, 0 (2- ZIP9 EMAIL rre , \J Xtt )r . CCO' FAX '50 PHONE #: Home (5q1) 115 y-34� 30 Work �;41) -1.3CP30 Cell ( <40 '7 9(4'1 0 CONTRACTOR 1" rr D_zz KFez. ,_ /a0 F MAILING ADDRESS: ( O 1 158 3 CITY CD(Lt1 f LG" STATE 00- ZIP g733` PHONE: Cell # 5''1 1- 23 1 -Sq * 4' - Work# '541- Fax# 5 1 _7S Y ( 9 1 EMAIL mccN : � d;c ��IF_ ta»-+ IDAHO REGISTRATION # & EXP. DATE Su&rr•i Oe I - P.en 1LIV 11 C1,2 How many buildings are located on this property? L L Did you recently purchase this property? No es (If yes give owner's name) k5c 4e� L LO_ s L5e-t 1C c,;s Lctb F,r A - Is this a lot split? o YES (Please bring copy of new legal description of property) PROPOSED USE: 0_0 yn/v\ -,-- LC os- k -- Neifti 644 A 9 (i.e., Single Family Residence, Multi Family, Apartments, Remodel, Garage, Commercial, Addition, Etc.) APPLICANT'S SIGNATURE, CERTIFICATION AND AUTHORIZATION: Under penalt of perjur I hereb certif 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 in hearings before the Planning and Zoning Commission or the City Council for the City of Rexburg shall be truthful and correct. I agree to comply with all City regulations and State laws relating to the subject matter of this application and hereby authorized representatives of the City to enter upon the above- mentioned property for inspections purposes. NOTE: The building official may revoke a permit on approval issued under the provisions of the 2003 International Code in cases of any false statement or misrepresentation of fact in the application or on the plans on which the permit or approval was based. Permit void if not started within 180 days. Permit void if work stops for 180 days. Si ature of Owner /Applicant DATE Do you prefer to be contacted by fax email o hone? Circle One WARNING — BUILDING PE IT MUST BE POSTED ON CONSTRUCTION SITE! Plan fees are non - refundable and are paid in full at the time of application beginning Tanuagy 1. 2005. City of Rexburg's Acceptance of the plan review fee does not constitute plan approval **Building Permit Fees are due at time of application** **Building Permits are void if your check does not clear** 2 Building Safety Department �o�4EXB�R�IO e i .r Y OF City of Rexburg qy a R.EXBU 19 E. Main janetlh@rexburg.org Phone: 208.359.3020 ext 326 Americas Family Community Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3024 Affidavit of Legal Interest State of Idaho County of Madison A Name City Address 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 the property which is the subject of the application. Dated this day of , 20 Signature Subscribed and sworn to before me the day and year first above written. Notary Public of Idaho Residing at: My commission expires: 3 0 Please complete the entire Application! If the question does not apply fill in NA for non applicable NAME PROPERTY ADDRESS SUBDIVISION Dwelling Units: Parcel Acres: SETBACKS FRONT 11 Permit# SIDE SIDE BACK Remodeling Your Building /Home (need Estimate) $ U 0 C SURFACE SQUARE FOOTAGE. • (Shall include the exterior wall measurements of the building) First Floor Area Unfinished Basement area Second floor /loft area Finished basement area Third floor /loft area Garage area Shed or Barn Carport /Deck (30" above grade)Area Water Meter Quantity: Water Meter Size: Required.!!f PLUMBING Plumbing Contractor's Name: Business Name: Address City State Zip Contact Phone: ( ) Business Phone: ( ) Email Fax FIXTURE COUNT (including roughed frxtures� Clothes Washing Machine Dishwasher Floor Drain Garbage Disposal Hot Tub /Spa Sinks (Lavatories, kitchens, bar, mop) Plumbing Estimate $ (Commercial Only) Sprinklers Tub /Showers Toilet /Urinal Water Heater Water Softener Required! Signature of Licensed Contractor License number Date The City of Rexburg's permit fee schedule is the same as required by the State of Idaho 11 Please Complete the entire Application! If the question does not apply fill in NA for non applicable NAME PROPERTY ADDRESS Permit# SUBDIVISION RequiredN MECHANICAL Mechanical Contractor's Name: Business Name: Address Ciry S Contact Phone: ( ) Business Phone: ( ) zip Email Fax Mechanical Estimate $ (Commercial /Multi Family Only) FIXTURES & APPLIANCES COUNT (Single Family Dwelling Only) Furnace Exhaust or Vent Ducts Furnace /Air Conditioner Combo Heat Pump Air Conditioner Evaporative Cooler Unit Heater Space Heater Decorative gas -fired appliance Incinerator System Boiler Pool Heater Fuel Gas Pipe Outlets including stubbed in or future outlets Inlet Pressure (Meter Supply) PSI Dryer Vents Range Hood Vents Cook Stove Vents Bath Fan Vents other similar vents & ducts: Heat (Circle all that apply) Gas Oil Coal Fireplace Electric Hydronic Mechanical Sizing Calculations must be submitted with Plans & Application Point of Delivery must be shown on plans. Required! Signature of Licensed Contractor License number Date The City of Rexburg's permit fee scbedule is the same as required by the State C Building Safety Department City of Rexburg 19 E Main ionellh @rexburg.org Phone: 208.359.3020 x326 Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3024 �Q4 R�RBt,R�.l 0 c C I T Y OF REXBURG r.__._ ty America's Family Community OWNER'S NAME PROPERTY ADDRESS SUBDIVISION PHASE LOT BLOCK Permit# Rewired Zl ELECTRICAL Electrical Contractor's Name A 4 Business Name Addres Ciry State Zip Cell Phone ( ) Business Phone ( Fax ( ) Electrical Estimate ( cost of wiring & labor $ (COMMERCIAL /MULTI - FAMILY ONLY) TYPES OFINSTALLATION (New Residential includes everything contained within the residential structure and attached garage at the sometime) Up to 200 amp Service* 201 to 400 amp Service* Over 400 amp Service* Existing Residential (# of Branch Circuits) Temporary Construction Service, 200 amp or less, one location (for a period not to exceed 1 year) Spa, Hot Tub, Swimming Pool Electric Central Systems Heating and /or Cooling ( when not part of a new residential construction permit and no additional wiring) Modular, Manufactured or Mobile Home Other Installations: Wiring not specifically covered by any of the above Cost of Wiring & Labor: $ Pumps (Domestic Water, Irrigation, Sewage) Requested Inspections (of existing wiring) Temporary Amusement/ Industry *Includes a maximum of 3 inspections. Additional inspections charged at requested inspection rate of $40 per hour. Signature of Licensed Contractor License number Date The City of Rexburg s permit fee schedule is the salve as required by the State of Idaho ro Building Safety Department City of Rexburg 19 E. Main jonellh @rexburg.org Phone: 208.359.3020 Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3024 UN� G C I T Y OF -U. i✓ RV America's Family Community APPLICATION: "CONSTRUCTION PERMIT" CONSTRUCTION PERMIT #: PERMIT APPROVED: YES/ NO $50.00 FEE PAID: YES /NO - APPLICANT INFORMATION: APPROVED BY: Business Name: ]h- Il2J�Oe F C��ysTG 1�� Office Address: P6. f_'>ox /58_1 06'sv4t ..zs C72 9'733 9 City State Zip Office Phone Number: ( !2� / ) -,A5-C/_ aco� Contractor Performing the Work: Mlg- - r z7=_XCI HcoF Contact Person: 9,41Ln-rN flit ge*- h oqc� Cell Phone # ( rte ) 7 yv - f, i L - LOCATION OF WORK TO BE DONE: Street Address Where Work Will Be Done: 6P5 I! -,7^ p Business Name Where Work Will Be Done: Dates For Work To Be Done: S//5z© To /O 3 __ J _1= 7 _ Contact Person: 0,444z*W Dze4z toF" Phone Number: ( ri Vii ) - 7S y _ 3ce _ Cell # ( t) 7 , 10 - 3 PLEASE CHECK THE TYPE OF PERMITS) YOU ARE APPLYING FOR: ❑ AUTOMATIC FIRE- EXTINGUISHING SYSTEMS ❑ COMPRESSED GASES ❑ FIRE ALARM AND DETECTION SYSTEMS AND RELATED EQUIPMENT ❑ FIRE PUMPS AND RELATED EQUIPMENT ❑ FLAMMABLE AND COMMBUSTIBLE LIQUIDS ❑ HAZARDOUS MATERIALS ❑ INDUSTRIAL OVENS ❑ LP -GAS ❑ PRIVATE FIRE HYDRANTS ❑ SPRAYING OR DIPPING ❑ STANDPIPE SYSTEMS ❑ TEMPORARY MEMBRANE STRUCTURES, TENTS, AND CANOPIES i 3 b & Af� plicant's Kignature Date . ........................ ................................ ..............................e 7 SUBCONTRACTOR LIST Excavation & Earthwork: Concrete: Masonry: Roofing: Insulation: Floor Coverings: Plumbing: Hea Special Construction (Manufacturer or Supplier) Roof Trus Floor/ Ceiling Joists: Siding /Exterior Tri Other: • EXEMPTIONS FROM STATE REG•TRATION As of January 1, 2006, the City of Rexburg can no longer sell permits without having a copy of your State registration number or your exemption from the State registration. Please send a copy of your state registration or fill out this form showing your exemption and send it with your license renewal or your next permit application. (This list is a summarization of Idaho Code Title 54 Chapter 5205, for full definitions of these exemptions please see the State's website at www.ibol.idaho.gov /coat htm ❑ Currently State licensed pursuant to Title 54 Idaho Code, Chapters: 3 Architects, 10 Electrical Contractors /Journeyman, 12 Engineers/ Surveyors, 19 Public Works Contractors (exempt from fee only registration required), 26 Plumbing/ Plumbers, 45 Public Works Construction Management Licensing Act (exempt from fee only registration required), or 50 Installation of heating, ventilation and air conditioning systems ❑ Employee or volunteer of a licensed contractor or part of an educational curriculum or nonprofit charitable activity with no wages or salary ❑ Employee of a US Government agency (State, City, County, or other municipality) • Public Utility doing construction, maintenance, or development to its own business • Involved with gas, oil or mineral operations • Supplier doing no installation or fabricating • Contracting a project or projects with a total cost less than $2000 ❑ Operation of a farm or ranch or construction of agriculture buildings exempt from Idaho Building Code 13 Any type of water district operations ❑ Work in rural districts for fire prevention purposes ❑ Owner who performs work on own property or contracts with a registered contractor to do work as long as the property is not for resale within 12 months ❑ Owner or lessee of commercial property performing maintenance, repair, alteration or construction on that property ❑ Real estate licensee/ property manager acting within Idaho Code ❑ Engaging in the logging industry ❑ Renter working on the property where they live with the property owners approval ❑ Construction of a building used for industrial chemical processing per Idaho Code ❑ Construction of a modular building (defined by Idaho Code) to be moved out of state I hereby certify that the above information is true and correct to the best of my knowledge. Signature Date Print Name • • JaNell Hansen From: Darren Dickerhoof [darren @dickerhoof.coml Sent: Monday, September 10, 2007 8:49 AM To: JaNell Hansen Cc: RMS @Big5Corp.com Subject: Old United Furniture Building - RexBurg, ID JaNell We are doing only the facade - Which Val said is ready to pick up - we are going to be in town on the 17th to draw that permit and start. Richard Smith from Big 5 is going to submit the interior plans in the near future - I believe they are fairly straight forward. I have copied him. Darren - - - -- Original Message - - - -- From: JaNell Hansen To: Darren Dickerhoof Sent: Friday, September 07, 2007 8:32 AM Subject: RE: Old United Furniture Building Darren, Just for clarification, are you applying for a permit to just do the facade of the building or were you making changes to the interior as well? I thought you said you were applying for a permit for the facade only and you would submit the rest later. Sincerely, JaNell Hansen Building Safety Coordinator Phone: (208) 359 -3020 ext. 326 Fax: (208) 359 -3024 Email: janellhnrexburg.org X 1111 J R f� A"ierict Family Community From: Darren Dickerhoof [mailto:darren @dickerhoof.com] Sent: Wednesday, August 29, 2007 8:36 AM To: Gary Leikness; Val Christensen Cc: JaNell Hansen Subject: Old United Furniture Building Gary and Val I got a message from JaNell a few days ago that Gary was close to completing his review. Based on our conversations and trading sketches, hopefully we are pretty close. If there are any changes that need to be made, please feel free to fax them to us at (541) 754 -3690 or email them - we will try to address them quickly if we need to change the plans for 1 Val's review. We should have our Idaho contractors license b the end of this wee• d hope to come Y p e to Rexburg the week of September 10th to begin work. Is there anything more you need from us at this time? Darren Dickerhoof (541) 740 -8610 - r i s � • Building Dept 0700389 Rexburg, Idaho Big 5 Sporting Goods- Remodel We have signed a purchase agreement and are currently in escrow to purchase the property. I have attached a copy of our purchase agreement that shows signatures and that we've submitted a $30,000 non refundable deposit. We are trying to purchase the property and get the project started prior to winter weather. Our tenant wants to be open prior to the holiday season. We hope we can work with you to do the preliminary work for a construction permit so that we can obtain permits immediately after the change of ownership, understanding we won't be able to draw permits until we have a deed of ownership and a valid Idaho construction permit. Regards, A Darren Dick rhoof RE COUNTER OFFER, JULY, 20g.7 QtTJON Pag I o f I REALTORS RE- 13 COUNTER OFFER (1, 2 3, etc.) THIS COUNTER OFFER SUPERSEDES ALL PRIOR COUNTER OFFERS 41 i,; A;—zGALL.Y BINID IN G CON T R F-EAD - -iE EN-;R�� N7 INCLUDINSANY NTS. IF YOL; CON5ULT YOUR ATTORNEY ANDIOR ACCOUNTANT BEFOPE This is a COUNTE-,P, OFFER to the PL4rcijase and Sale Agreement Date~: 2 ADDRESS: - ----- IJ 1D# 3 B U Y ER: 4 7 - A TR"ST 5 The parties aQcept, all of the terms and cond tions in the abovedesiqnated Pure ,-h; .3s;e af Agreemeni wrth the - allowing changes: X This is a SELLER Wunter offer, The SF reserves the right 10 wfthdraw this Offer or acre-pt any Dthe otlers prior to tvue COPY of signed acceptance Of This Counter Offer within the time frame SpecifieC herein. This Is a BUYER counter offer. The undersigned BUYER reserves the right to wilhdr av, this offer at any tirrie, prior to the receip', of true -CIPY of Signed @Cceptahrice of this Counter Offer Within the time ff@11)e sp&cified herein. 11 12 18 20 22 23 24 A: ' JE — ------ TT A T I I E Ei U ------- — --------- NEE-' TUTNT? p, IA c A ND REKATN, T11E A LF F SY97Zi, 7 N ''RCJ S A L AND -'J-AN U" )M ED P ;( ;A A � _ FROI SE'L- BU"ET", R`VCYJES ALL ftE �:!Pj ;S ��t, PT T AlK 24, R 'rq THE _ - ----- - - TC, 1, _E_ _3 3 1 DA.'? S _7 Z: - DEz To t extent the terms of this Counter Ofkf Modify Of QanfliQt with any provisions Of the Purchase. and Sale. Agreement ificluding ail prior Add-ridurns, the terms in this Counter Offer shall contrcm'z AM other terms of Tie Pumhase and Sale Agreement mc-ludimg all pnor Addend-:;ms lot Modffled by this Counter offer shall remain the same- Buyer and Seller acknowledge the down payment andjor loa am on Page I Of purchase & Safe Agreement may change if Purchase price is changed as part of this CGunwr Offer, UPD,'7 its exec lion by both pa ties, tiles agreement is made an integral par, of the - aforementioned Agret-mE?nq. if signed acceptance is not delivered on or before (daie:) a, j _ P-PV- this Counter Offer shall be deemed to have e)(Dired. ___ DELIVERY: Dehvery shall be to the agent;blokeT working, witI the maker c,` the Counter Offer in person, by mail., fac-simile of tranSMiSSIM otany stgneo original doc - n,,' retransmission of any si gned origin@! document. Rey mnsrntssite of any signed facsimilq or eiectronic 1:1 shalf be deemed to be the same as delivery of an originai. SELLER Date Time A.M. 4 SELLER 42 BUYER `Date ------ Date Time M, Tinie A.Nl. .fi P JIVII. 43• BUYER Date Al. ,".a I :N Tr, 3 r" I e, a r tx• 212A 07 R E Si T C) R T_ h 'I S y USE BY,' NY OTHER PERSON IS , PROHIBITED, RE-13 COUN71 OFFER, JULY. 200- EDMON Page I of I 7 21 L p. �1?007 �COTK&N Page . , I pE ka OFFF-R jER P ALL PRIOR COU T 4' -f`tlfKo C- j.,ow ANY TT "KE: A.9STC. - R ' s me ;eon 4pj, ;Onc ttml ii'_ the. , M7 atth asfxs .t +f ,f _�O'_ 6 0700399 Big 5 Sporting Goods - Remodel kPi F #5 m 0 Ul I-- 0 0 • • EXXON TRAILER HOMES VACANT CAFE LOUNGE a z to 0 z C4 F- 9 CENTRAL PARK RESIOEMIAL Q RESTAURANT VACANT NORTH 1000 STREET EAST VACANT TRUCK RAMP SEARS i CULTIVATED UNITED 1 LAND FURNITURE WAREHOUSE — — HONKS 99 CENTS STORE Ac—E HARD VJAiZFE LORENE STREET GREASE MONKEY KENTUCKY FRIED CHICKEN WAL- MART .� cENa --- - - ---- APPROXIMATE_ PROPERTY BOUNDARY N DUMPSTER SITE PLAN FIGURE' S E COR UNITED FURNITURE WAREHOUSE Interncrtimutl Irecorvarated 650 NORTH 2ND EAST 2 015 REXBURG, IDAHO ✓oe#..• 015.088Bi 600 APPR. DWN KPM DA 7F` (0/27.00 F. /AiFS/pORilANO /cE— CAGIfd[. OW4` 4S ^8Bd1 SOOZSP G d 0011:66bS08 x.J -41- �u.�.ocv�xrn��tsr�t�r�ur��s�ttY ELEVA7,1l7N Omit y to M"Ma F06" Cllwq rcy JUAM ^wm AO*� �tes rebruwv 20.2 9i 9 r.atielul ;mt► alt: Read the instme wi paps 1•h, SE"Ot'1 A - PROPERYY 1NFORMAYiON K x $'A_Vw op C*Apatryuse Al. r l zeLf,40 �+ .r _ �W!bw A2 AZ. to P. Wlc w4W Ei % t1o.} cc V'.4. it:IAe a+d !ox Oil Ctrapngr �i�t:. tGetrA•► „ s �YP_.G��.s -.la.� StaiLa TIY t�iy .7. P;epwy 0":rt w J a ate N6mWm it P4rat f uAmw, Der^. Ac, ts,L�nQ t]�rr t,4 q.. RM•17ort.><R M ? ?Aratari.al, Aoe�san, Aaaaeaory. rc) •f{�•r• ���� �f�� _�_ J►5. I.r�at4+"Ln�mda lnl.,,,��„__ ttN� r^barafb ° "t4lyrn: NiD 1027 HW tOt� 4. A." k Ntu 2 PW4P rY+Rr d rn �!ana t L'a Cnttlt ale Is beog used to cW'n Baud Mwwrs A?, said no Mwarn hua0or�,�„_, At. fwt a tx.iwi, 02 %i h It era.4t atwn, ar sndmamo , om 0 69 Fora W romp s�t=t as aQ K11.Q parrgr, 1•: ■j JcuretgC ►.are0'm�ttaa,vr,rslaw•(•� aglt a} Sauarstactap�cda:t+td+•QOa"*Ra *0T el No. stF• 1r�pneettl�dc� •hn�,n�.cvuts�rarc► bj �a otpetrrrpewr ,flGOQoCO'rti�lnaa•�ar�OSarayo wrJ srcae(s) "Wit 44W 1.0 "ad above artser" A 9*46 ._...._ _ teal w .L+itt 19'v d otiovr sa aa►+t 1;ntCR _ 41 Ica► not areal C' ACW Wnt ri l I +tQ.� sq m V) Taal cat vsl W. ftoa cpa ftp h Aft aq in S EC110N 0- FLOOD INSURANCE RATE RW WIRM [WORMATIO N v.. wwpm -am Mrimr 1 ea aueuc th. Fiml lXti V.. 0 PAInul f pit, F - RLan 0664 G!•►ii"n(e, flag! £t'6a7e*ReAvA D•to Zarar(a} Act, Las, taw rem dqw) P tb 1 a 4 . par sxere trt+ e tar t• >• kcdEl•, r�tbn rs ab�aw ttcoa dap +A [ jH Avt'e �FtRFd �CamYrbnRiOrtrnMn•d ❑Oftl jOcsW) 911 Irneeam obratae &%;.vi Load for Qii .,I t►rm ec: �C ❑ NGVO 19 NAVO tttW []Qtgt Mesa*sj �t2 !s tti• a;stc:np tcattia �� a Coast-tl ry r Ratxmis 'Xrr tS aura Pros+taae (OPA}? 0 Yee ' M No (?•11C�a�i+ Cage .�..._ CPA C4, >iu' ehti ntio.otia�a fa tax ed en. 0 dt�nrafortGrn.k�Qa• Qowo yxur cmitrtAwon• ForWad Qwaruct •A taw $hFtyRitn t�Ir+MGUa wR ae rp Aar ttr ern wr rst7t �n er tnw buldnp Is rompiou, :.'. M - WAAWIS - ?CAM 441 AE, AN, A:(VA 7 8PE}. V9, %` WJ6, V UFl I.AR, Alt °A. ARM. Jai A14.V, A W .IW AO. Conl•to gwrIs C2A9 t»Mar AQzfsml Ie C. bw'&V drgrarm •,-trtAM !fi 111W A7, .�Q 9•tct:rr dtt+61rR! ._wrC� '4 :r � _y ►Dkux_.A(" � ..� ......___ CMrraa tr OwtIl " w i titer!. 4 To Qf --A wn !"4 t*xo9%N m" Uam va^ or avem rr fyoa) tort ��z�J rrrtYn tMww 1(" crJA r) �'Op a! �.t nra: KO�a r }AOr ��� brat i..f ma09r+t ;wcrrto titco l+t� cJ tta*am �a IM twM t"ImneA chcturj r"naet el 2omrs tr A ttr•I IMU n 10+2rrfo nkA, aN a y A%wwtl gap" (too of s:ol �[ � rat mews (Pwft Axt only) A) tLr.. t.+ t. asnetra�re+ sryaar 'ttrKsdtN:»��s+•oGVC>� ._._�fmt �mrtrrstPwnoRiXWip lvaaQA'.fa type ct+rt�tx�rr I'I CCr"T'�A:# f) lvAuea'4scate(vittmo*me 5aftllt El rISUM (Puerto R.Mw - Al �} H:"if $at 44stor'. tfr'u ") V_j" Mika) -A a t•.► rx►ars tp4ev Piz ar►A sun ON o - NURVEYCK ENOINEM OR ARCWMCT C&RYIRCAMOG - ••••�••�••• 71 I w tUckn Is to to r toed am redid >rj n hwj 14mcfa, er9knos w sforAet f jMerXfd by Low ID Ver. ear,M= -raw u geet. t ccrt►y :tat bw k An"ho 0r1 V" C.utt'.rwtr rr"ar xs fry but ~. nI A*F,% trlra exit Mwv, A*. 4 n 401 "VefiCt VW any4ffl64eA VffW1t"llAPA102biebfff1V rrr .4!lrtLVd#'1QU.Ti.CWV,&MoAItof. �a�-LA cn.ek n It t QVWO s " P IN art tsrck cr tam (,1ST Q G 9G I r' - xaeNtnR.r Q r _ . _ G.,-� n _ � _ _ ,��*�SC.�?►.t�.�cr'`�,rG.' _ ��.��., ; a�S6 :.���L�... I • \'zta� � �: tom/ FERIA -Curt 0 a1, FCQr my 2W3 804 revatso 611e F:t wrorwa!b". ttapts aus 41 ;Mina ew. n% rir•��- o�'r�f-dvso 0700389 Big 5 Sporting Goods Store Alit: In ftac s Maio C r byh C146400 clvvatUn ;,ancf zato I,0 oommurbN t ficial, {21 Irsvunorr a nYampany, and , Ludd nq orrntr. SUCTION E - BUILDING ELEVATION INFORMATION (SUR VEY NOT RZOAREQ) FOR ZONE AO ANO ZONE A IVATNOUT [!KE) Mcr :cr," A0 six A i+r :thCWt t rvmpwtie antra F 148, it Oar Cs.•tAcia r is reterood W iv ppoet a LCMA of iOf t•i•r rrqu n+t, cdrnpa� "dxaa A, I!. af:d C Fcr two . E•�•E4, i.*n nstirnd it if ctiv*'-:a. Chock the 1n P6*% RKQ onq. a1lornralorfi. _1. Prnrda alevowt, 4acrau to ty tro f. *Alni and CM**th& axttpr'x8 tozet tZ thova %trethx !!A ek.r'l'zr. ts Aa►e Or aekKv Cat t"t al &mt gracs JAG) a dthe ?cwty a44csntttec LOS) C Top u' t>t1 0 2M ttocr''nc*-ul%' I'm4irart, c Vjd spate, o• cneoturel m ',retl rt.C* 41 bm2? o. t J +ZSa two HAJ. b ",. Top et bo".xs 3C( M.1a1`S = tslkT+OfS cW spau. v -intos�w) a fiec2 n�attrp abatis of a brka Pie LAG ? t dr Q t: r, JIa� temx t�8 w h �arnan.rt Bar opo Jnr7o prs.iird kr ScC` 4 114n s E ✓f u 0 tax s d ct rnatru:sanat, the neAl Wahm t;aar toraNO3m C2 ti tt the d al the uar' --g is _ _ • -- Q 1 r r6tert tbc+Q tr WOW FAG. S3. Rue". aarroo tt -p c' a'ebl b �] f.d C flews d atovo o' 0 t o'ort+ tho K40 V. 'Op : ,, ^kt�o"1 mr'I ry srw or rqr :pa at' rrntt n� tht G,t t i% rz [2 ,'ant r,;etets ttt:rva ex tr >:.i t..e �.�.; r. ti. Ztr_c A ;n tf % toed daG� n� r�r +s a�r� "obit. T tta •';, cftnr be � xn fYtsre'atixta� in c�.nfan�t whn ter cC�nrrun Sy's °�4plrr� Tau#ia�snt Crdks?:i? [2 Ye, -:j r:, v :lmmyo r. Tta IJctrr Gr rctl mutt cotbtt 1i4.ntirtraW n Cad= G. Sm10ii F - FROPCRTY OWNER (OR OWNER'S REPRESWATIVE) CERTIFICATION THi pt>iYn> L Nnbr or aNrarc 21.4 V1La! rrpraran nisi *&q comol.'.NS Ssct o'n R B, ang E k,' ?&%' A ?-%ZtW a f EIVA- tasted a rtrr►u+,�r -tai QFt`ad ar Zr,nt; :.0 �rutr a+l;n tiro 1'.k sCu!s +��nta a^ Sfstt�r dl, Orrd �'c: a ir+a�YlCt Pi t'v � of my J +tow,ov�. Ift-m -,ty cw•r,re a t)nnrr'► �.Y:►t4ltid fatFtOSpr1 lkla's NintO _ ____ ��. _.� .�._.. COY State Z -P Ccdo �'rn3tutn _.__.._ Cab �� 'lsrkp�cae r1 rj Tha inf^ trtr3a in �rct+a+s ^ usstak,�s fr:rr, cdrr 3a:u*rrsacLn e:at ns a hrzerr .ryn�dfsrt sea'+s! ty s 'i�nsai aLr�+!ycr.pirc4r, erchirxixhu ,t aat�:•r•rt i,t (lltr nc OC �trr r'arrton lrt arm,ricn. (I �s47e *0 tiro L4VK+Q aRt4 d oR thq ohvtt'on eats r. thr+ Cerr•nta+ts vnrs tvbar ) �: � ,a, CE,rmzn J is41; yt �.r+m,:alw� f- tr:l�e" tr- r tu wi��7 aca'o1 an `loa: A (rr:trso_I o c• tM.lyuy9 rrcantrrwtstrLhrr�,cd g{ of 2cno 1t0 �9 � ?hc aCl �Mr�a n![,- r +ftSmt r��i�.} IS yet,ibstil'�� ar ."4. K/ itoa�p,alr :narAl�tx'►or't yu��a ?. f 34, PefmthutrW 0$ DjktApSr"Al24uvt CiQ rate Curtrtt catcOfMrr'Nrr1mrocc4*,Iytiswac l G7 _; ne'ry Gl+trim C Suutatut imprlydar'MrS (a8 t_` ':ltl;:, M al- x 11 4-fn; usz4' of tits bartuV: Frei rrWron tP, ; ikstu7t t?9 Vi cr kn 7ora,A:7} rq%n u+ faWarl at tra ev crp spa C3 lee rv>atata tPly iaat:m frofn SW On A _ I Far i KUrsata Conp„y iltr 'EW Form ti1••3•, Felmimy 20 RL-0a mt. ali pftVious rdtiom q 3 a: thrs tckvAt,�n C+rt f{utb Carr:+ato trt. tg;�k4h'o Yttmtty tr4 U,* �1 "c v Cnw !q� m6aLisrr�rr usaa I ems (C i'm m • • Building Photographs Saes Instructlor•s for Item A -, For M3 A�d�e*rs inn uuing, Ir:, Uno%S 1ta erd!or B �q Na l or PD. R" and Bbx ha, I P.-" Nuroe If win: me Elovatl :n Caraifi«alo to o&.ain UFIP flood 1 ree, alx at least mo WW rig Ghatographs below according to ttr� Irioucltctrs for Item Ara, 1GOVIV 84 OhOtograph3 v.itn: date trj'.irCn; `Front View' and "Rear Vta%V, and, d w(jiftre d, 'Right Silo VeW and 'Left Si:+o Vex.' If •:.i"ding more pho'Agraphs trop Nib M on Ni pap. oo.. tft+p O"nuatlen PDgo, t.IIC►�+rr) S ept. 8, 2007 Front (west) & South Side north side & Front (west) Back (east) &North Side ..4..•ftr R c , �'..� . ��. �.� h t � ta'1� rr ri :, ✓r t }y t v r , ,4_�l Lr`n .lx.C�."�`l:.- '(�"! /y�'�+,.:y � `� �'S f "rf ;? r 4. # "'S C;�f`.• 4.:. ♦ "" 't',5��'.r'�'.rl' aZt� t ��f �°(5��7:^"+t„ v r: r ,..,. � iir { #, ti ) �t. f � a [ � ( J •� "5 t}T� 'i'7` {� Iz}r P,t � SA 1 ti f '� , �+ , ),� c•'ti1 y���w tJ, cry %,t ti � � i i1t F ��� o ti .. 1 r'�.�'�'?+ �OyL��J t ���+�1'i�.t� ��tl"7_ -N �_y.J,w.+ e� � 7•�5r�� ,p��� �� r ��.`J r J y�j °"''•'�i��y�.t'`.� �•r1 ,��f'.clt'. / )1 �f�. .C ' , y �� ' t ^ j r t ° t'i r , • r •is i e ✓ ii tr r,;�a'�x• � r � } l x ;y j,rC1�tY�z^�' T^,i: �i7�'+ f. S X' - 3: _X2 0 F7FST arltF�ltytt t yeti. 7 A. . 'WARRANTY DEED r to,apmmMd $C mm rxo pjmT F.S LW : `�.sr� a>:.1 s t�et:r. t aoet tares •m, x 'V M ti BOA 9 PIN 4 CIL07 S/ 3 Flat A==i= Tltk COVW TAw1tWCr t.A.rfO.%CA A.'W .MA= LAXMN 1A MtTF M Or !HE L IM'I .A TXUBX CA ES" ,I.wa is 23521 Cabbaaa ttosd, CAU11404, ca;rars" asses }w"aff mw Sd a2mK a stRaa.* a -s64 pewit. dSeg K 0007. L164 12 , 0* Caaaa"aa4 a1 a pakt Sc" 00 Nast 1:6.00 foot s.d 256.30 to taaat (Naetb t9•S1'd3" ZU4 of d e P ara hwW Cara at SOW U jo, Toarmmp 6 xuata, x Ie zam4 now tlantdtan. M AMSv Csvaq, i4" t>smm f4or46 W37'4.'t" riot UL" f6*0 dm= 60*0 09.1015" Wmtt IM-00 furl tMuts So sib 69.31 W at 2461.91 hers dmca Worth W 14'ts" Waat W.00 faM to %he patat of ToGT.rflZA WrM AN EA DMI?t' UUMM A9: Alias w bb 0 44 foot Muds is= f "ad "Mmo t, I" Sook beaad,arl char ibm as huwoa titdAasa j of w p«iat that is Soceh af0. 14't5" Ls131 Q4 tort nod Yarrth �!'ii't1" lA19 64.00 trot fra o. as ww*w"t t4mer of SNOW A Towa6ap sad amp A(WO 4. aad rcataj 1ZtiCRti Xw1h 19 East NW rats[ to fho SouthsrrMt arose of sod proputy. 107471" TO 12 MM c.4t cf W" WvUweeti suoUdwL twwr Au& gT4fA i W1ftR wA t . �s3 S�Cao, rt:+oet% m! pqul d "GvIPB Pw= "A WAR led Ammmwmu a ,t " TO 1WA .vm TC HOLD !,M w!1 pww, V:A && apP4uw 4" sees Oe axes OLU M ad 19 1�& Omm*# Uw � a+atfa+ � AuL ax >V i'�'av 4101 two aormn: q tsG wsa fay nsc. desstMSV 15ss dr �1s � uaai � ht 4WA d NU vmmum asst as 0 p +ris w bm atl .ecaodaLm a: m Now 7TW U06. UWM% ad aawas+AMS& ssd 4xrro u S. Piuiat aS"Mmim4:ftlatPb/ or IrZ vx7�Ca ors AdAd 4a =a for 43 d "+flu BG xr#TA ['itCPF3duM, LLc n� *. tS1C l�rvpst'3ar, teL 7�r• J.fr� . �. Oder, leesllrat Instrument n 296211 }tfXW1tQ. PAgM9t K IMAHO UWa ft UASJ* No.apti Isa: t NWMYta R tZA9w7asaN _+.lyr"'/��,� ` E�.0ldie Rsto+elsl DtD�+r1' ---- •--- �--- • • BIG 5 SPORTING GOODS REXBURG, IDAHO 0700389 Big 5 Sporting Goods - Remodel August 16, 2007 JOB# W209 STRUCTURAL CALCULATIONS BY CASCADE DESIGN GROUP P.O. BOX 1617 CORVALLIS, OREGON 97339 PH: (541) 753 -4417 LATERAL DESIGN VERTICAL DESIGN 1 -7 8 -17 r� (o /`7 // &`9 0 ✓ T-ow rE r--- f- /F • IA7, 6m0 F 414 P6 r r-C r D Aj WA CA, 12 3.0 PROJECT: W209 - Big 5 (Rexburg)- Existing front wall DATE: 8/16/07 GENERAL BUILDING DATA Plate Roof Snow Load 35 psf Max. Hl(ft) Allowable Soil Pressure 1500 psf Roof 0 0 Occupancy Category 2 3rd fl 0 0 2nd fl 20.666 21.67 1stfl 0 LATERAL LOAD SUMMARY Basic Wind Speed: 90 mph Adjustment Factor: 1.3 Important Factor: 1 Load Case - WIND(IBC 03, SIMPLIFIED)— P; a x I. x P„�N Horizontal Pressures Zones G Wind Exposure: c Roof Slop: 2 :12 Entry roof cover front walls Exp. Width Shear Exp. Width Shear Exp. Width Shear Exp. Width Shear Story (ft) (K) (ft) (K) (ft) (K) (ft) (K) 3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1 58.0 9.8 5.0 0.8 0.0 0.0 0.0 0.0 ---- SEISMIC(IBC 03) - - -- Seismic Zone: D Seismic Soil Classification Sx: d Roof Dead Load(psf): 20 The short period spectral acceleration (SJ: 0.609 Lateral Resisting Factor (R): 4 Exterior wall Dead Load(psf): 68 1 -sec spectral acceleration (S 0.193 Importance Factor (1): 1 Floor Dead Load(psf): 15 Design Spectral Analysis Short Period Time(S 0.57 Structural Period (T): 0.2008 Interior wall Dead Load(psf): 15 Design Spectral Analysis 1 -sec Time(S 0.31 Total Dead Load(K): 517.24 Design Base Shear(K): 73 (W) ( 0.14xW) Shear Force Distribution: Entry roof cow Story Weight Height Force Summation Force Weight Shear Weight Shear Weight Shear Weigh! Shear (K) (ft) F (K) F ,(K) (K) (K) (K) (K) (K) (K) (K) (K) 3 0.0 0 0 0 #DIV /01 0.00 0.00 0.00 0.00 2 0.0 0 0 0 #DIV /0! 0.00 0.00 0.00 0.00 1 517.2 20.666 73 73 29 253.00 5.95 0.00 0.00 0.00 Redundancy Calculation: �j 15 ,r° (2 L/ 3rd fir Area Fx(k) S_ p 0 0 G �R 4 ? � � s. 1 C p 0 2nd flr 0 0 0 1 1st fir 0 73.5 0 1 Redundancy Factor(p): 1.00 Project: W209 - Big 5 (Rexburg)- Existing front wall Date: 8/16/07 Loading Direction: L -R Loading Area: Entry roof cover front walls Wall Desig Nailing: 8 3RD 2ND 1ST Sheathing : 15/32 Rated Length of Bolt(in): 3 3 3 Capacity(plf): (In Vertical Wood Member) SW1 195 SW5 590 Anchor Bolt Capacity(lbs): SW2 295 SW6 780 PHD2 3.61 HD2A 2.78 2.78 2.78 SW3 390 SW7 1000 PHD5 4.69 HD5A 3.71 3.71 3.71 SW4 500 PHD6 5.86 HD6A 4.41 4.41 4.41 Thickness of Sill Plate(in): 1.5 PHD8 6.73 HD8A 6.47 6.47 6.47 Sill Bolt Size (in): 0.5 HD10A 8.31 8.31 8.31 Sill Bolt Capacity (lbs /bolt): 806 Max. Sill Bolt Spacing (in): 23 Offset Wind Seismic Wall HD Q.. L D W H max Ad R Y/N S HD S HD, Type Type 0 0 0 0 1 n 0 1 0 0 0 0 1 4 n 0 0 0 0 0 1 n 0 0 0 0 0 1 n 0 0 2 0 0 0 0 1 4 n 0 0 0 0 0 1 n 0 0 0 0 0 0 1 n 0 3 0 0 0 0 1 4 n 0 0 0 0 0 1 n 0 4 0 0 0 0 1 - p 5 0 0 0 0 1 4 0 6 0 0 0 0 1 0 7 0 0 0 0 1 0 8 0 0 0 0 1 4 0 9 0 0 0 0 1 0 0 0 0 0 1 n 0 0 1 0 0 0 0 1 3 0 0 0 0 0 0 1 0 0 0 0 5 5 1 0 0 2 0 0 0 0 1 3 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 3 0 0 0 0 1 3 0 0 0 0 0 0 1 0 0 a 4 0 0 0 0 1 0 0 �i f 5 6 0 0 0 0 0 0 0 0 1 1 3 0 0 0 0 ff 7 0 0 0 0 1 0 0 ' 8 0 0 0 0 1 3 0 0 (� �� 9 0 0 0 0 1 0 30 0 0 0 1 163 0.0 428 j 0.0 C� 1 30 0 0 0 1 0 163 0.0 ) 428 0.0 1ST 0 0 0 0 1 0 0.0 ' 0.0 0 0 0 0 1 0 0.0 0 0.0' Total Length: 60 it 2 0 0 0 0 1 3 0 0.0 0 0.0 Effective Length: 60 It 0 0 0 0 1 0 0.0 0 0.0 Roof Height: 1 ft 0 0 0 0 1 0 0.0 0 0.0 Wall Height: 20.666 It 3 0 0 0 0 1 3 n 0 0.0 0 0.0 0 0 0 0 1 0 0.0 0 0.0 Tributary Width: 56 It 4 0 0 0 0 1 0 0.0 0 0.0 Wind Forace: 9.79 K 5 0 0 0 0 1 3 0 0.0 0 0.0 Roof Area: 5000 ft2 6 0 0 0 0 1 0 0.0 0 0.0 WallArea:4500 112 7 0 0 0 0 1 0 0.0 0 0.0 Flo -Aran: O t2 -0 --0- Seismic Force: 25.66 K 9 0 0 0 0 1 0 0.0 0 0.0 �l «ion • " 17 � C�ll AA 3 L ! 01 P �l 1 11 1 - �f PROJECT: W209 - Big 5 (Rexburg) DATE: 8/9707 ( INEIRAL BUILDIN DATA Snow Load 35 psf Allowable Soil Pressure 1500 psf Occupancy Category 2 Basic Wind Speed: 90 mph Adjustment Factor: 1.34 Important Factor: 1 LATERAL LOAD SUMMARY --- WIND(IBC 03, SIMPLIFIED)- - P. x 1, x P- Zones Plate Roof Max. Ht(ft) Roof 0 0 3rd fl 0 0 2nd Fl 23.666 24.67 1 st fl 0 Wind Exposure: c" Roof Slop: 2 :12 Horizontal Pressures Vertical Pressures Overhangs A B I C I D E F I G H E E.,, Load Case I P-iso 14,5 6 9.6 3.5 -15.4 -9.4 -10.7 -7.2 1.6 -16.9 P 19.4 -8.0 12.9 4.7 -20.6 -12.6 -14.3 -9.6 -28.9 -22.6 Entry roof cover front walls Exp. Width Shear Exp. Width Shear Exp. Width Shear Exp. Width Shear Story (ft) (K) (ft) (K) (ft) (K) (ft) (K) 3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1 5.0 1.0 5.0 0.9 0.0 0.0 0.0 0.0 ----- SEISMIC(IBC 03) - - - -- Seismic Zone: D Seismic Soil Classification Sx: d Roof Dead Load(psf): 20 The short period spectral acceleration (SJ: 0.609 Lateral Resisting Factor (R): 6 Exterior wall Dead Load(psf): 15 1 -sec spectral acceleration (S,): 0.193 Importance Factor (1): 1 Floor Dead Load(psf): 15 Design Spectral Analysis Short Period Time(S 0.57 Structural Period (T): 0.2214 Interior wall Dead Load(psf): 15 Design Spectral Analysis 1 -sec Time(S 0.31 Total Dead Load(K): 7.5 Design Base Shear(K): 1 (W) ( 0.09 x W) Shear Force Distribution: Entry roof cov( Story Weight Height Force Summation Force Weight Shear Weight Shear Weight Shear WeigMShear (K) (ft) F,(K) (K) F ,(K) (K) (K) (K) (K) (K) (K) (K) (K) 3 0.0 0 0 0 #DIV /0! 0.00 0.00 0.00 0.00 2 0.0 0 0 0 #DIV /01 0.00 0.00 0.00 0.00 1 7.5 23.666 1 1 0 7.50 0.71 0.00 0.00 0.00 Redundancy Calculation: Area Fx(k) S_ p 3rd fir 0 0 0 2nd fir 0 0 0 1 1st fir 0 0.7105 0 1 Redundancy Factor(p): 1.00 Project: W209 - Big 5 (Rexburg) f`1{ Date: 819/07 Loading Direction: L -R 111 C Loading Area: Entry roof cover front walls Wall Design Nailing: 8 3RD 2ND 1ST Sheathing : 15/32 Rated Length of Bolt(in): 3 3 3 Capacity(plf): (In Vertical Wood Member) SW1 195 SW5 590 Anchor Bolt Capacity(lbs): SW2 295 SW6 780 PHD2 3.61 HD2A 2.78 2.78 2.78 SW3 390 SW7 1000 PHD5 4.69 HDSA 3.71 3.71 3.71 SW4 500 PHD6 5.86 HD6A 4.41 4.41 4.41 Thickness of Sill Plate(in): 1.5 PHD8 6.73 HDBA 6.47 6.47 6.47 Sill Bolt Size (in): 0.5 HD10A 8.31 8.31 8.31 Sill Bolt Capacity (lbs /bolt): 806 Max. Sill Bolt Spacing (in): 48 Offset Wind Seismic Wall HD G roup L D W H max Ad R YIN St HD S HD Type Type 0 0 0 0 1 n 0 1 0 0 0 0 1 4 n 0 0 0 0 0 1 n 0 0 0 0 0 1 n 0 0 2 0 0 0 0 1 4 n 0 0 0 0 0 1 n 0 0 0 0 0 0 1 n 0 3 0 0 0 0 1 4 n 0 0 0 0 0 1 n 0 4 0 0 0 0 1 0 5 0 0 0 0 1 4 0 6 0 0 0 0 1 0 7 0 0 0 0 1 0 8 0 0 0 0 1 4 0 9 0 0 0 0 1 0 0 0 0 0 1 n 0 0 1 0 0 0 0 1 3 0 0 0 0 0 0 1 0 0 0 0 5 5 1 0 0 2 0 0 0 0 1 3 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 3 0 0 0 0 1 3 0 0 0 0 0 0 1 0 0 4 0 0 0 0 1 0 0 5 0 0 0 0 1 3 0 0 6 0 0 0 0 1 0 0 7 0 0 0 0 1 0 0 8 0 0 0 0 1 3 0 0 9 0 0 0 0 1 0 0 4 0 0 0 1 123 2.4 63 0.9 SW1 PHD2 1 4 0 0 0 1 0 123 2.4 63 0.9 SW1 PHD2 1ST 0 0 0 0 1 0 0.0 0 0.0 0 0 0 0 1 0 0.0 0 0.0 Total Length: 8 ft 2 0 0 0 0 1 3 0 0.0 0 0.0 Effective Length: 8 ft 0 0 0 0 1 0 0.0 0 0.0 Roof Height: i ft 0 0 0 0 1 0 0.0 0 0.0 Well Height: 23.666 fl 3 0 0 0 0 1 3 n 0 0.0 0 0.0 0 0 0 0 1 0 0.0 0 0.0 Tributary Width: 5 ft 4 0 0 0 0 1 0 0.0 0 0.0 Wind Forece:0.99 K 5 0 0 0 0 1 3 0 0.0 0 0.0 Roof Area: 150 ft2 6 0 0 0 0 1 0 0.0 0 0.0 Wall Area:6o0 ft2 7 0 0 0 0 1 0 0.0 0 0.0 - Frdo�rea Q nz --- 0 © 0 - 0 - - �I 3 - 0 -- Seismic Force: 0.51 K 9 0 0 0 0 1 0 0.0 0 0.0 • • 8/1612007 ROOF DIAPHRAGM ANALYSIS PROJECT: W209 -Big 5 (Rexburg) LOAD DIRECTION: 1 NORTH -SOUTH DEAD LOADS: ROOF SECTIONS 15.0 PSF AREA ZONE: FLOOR SECTIONS 28.0 PSF WIND DESIGN PRESS. (0- 20FT): 12.9 PSF EXTERIOR WALLS 68.0 PSF (20 -40 FT): 12.9 PSF INTERIOR WALLS 10.0 PSF SEISMIC ACCELERATION: 0.214 #F / #M WIND DESIGN CRITERIA AVERAGE ROOF PROJ. HEIGHT: UPPER FLOOR WALL HEIGHT: TRIBUTARY WIDTH: ROOF AREA CENTROID LOCATION: ROOF PROJECTED AREA: MAIN FLOOR PROJ. AREA: ROOF WIND LOADING: WALL WIND LOADING: TOTAL WIND SHEAR: SEISMIC DESIGN CRITERIA 0.0 FT. 21.7 FT. 113.3 FT. 56.66 FT. FROM WEST WALL 0 SF <20 FT 0 SF > 20 FT 1039 SF <20 FT 189 SF > 20 FT 0.00 KIPS 15.84 KIPS 15.84 KIPS ROOF AREA: 10052 SF INT. WALL LENGTH: 0 LF EXT. WALL LENGTH: 250 LF ROOF DEAD LOAD: 150.8 KIPS WALL DEAD LOAD: 184.2 KIPS MISC. DEAD LOADS 0 LBS TOTAL DEAD LOAD: 334.9 KIPS TOTAL SEISMIC SHEAR: 71.68 KIPS CONTROLLING DIAPHRAGM LOADING: SEISMIC TOTAL ROOF DIAPHRAGM LOAD: 71.68 KIPS DIAPHRAGM STRESSES NAILING CASE: 1 WEST SIDE DIAPHRAGM DEPTH: 85 FT. WIND TOTAL SHEAR: 7.92 KIPS SEISMIC TOTAL SHEAR: 35.84 KIPS CONTROLLING SHEAR: SEISMIC UNIT SHEAR: 420 PLF ALONG OUTER EDGE OUTER EDGE NAILING REQT. NS4 CAPACITY: 530 PLF BLOCKING DISTANCE: 24.3 FT. FROM WEST SIDE STAND. (6 ") NAIL SPACING DIST.: 20.2 FT. FROM WEST SIDE EAST SIDE DIAPHRAGM DEPTH: 85 FT. WIND TOTAL SHEAR: 7.92 KIPS SEISMIC TOTAL SHEAR: 35.84 KIPS CONTROLLING SHEAR: SEISMIC UNIT SHEAR: 420 PLF ALONG OUTER EDGE OUTER EDGE NAILING REQT. NS4 CAPACITY: 530 PLF BLOCKING DISTANCE: 24.3 FT. FROM EAST SIDE STAND. (6 ") NAIL SPACING DIST.: 20.2 FT. FROM EAST SIDE CHORD REQUIREMENTS: DEPTH AT CENTER: 85 FT. DIAPHRAGM UNIT LOAD: 632 PLF MAXIMUM MOMENT: 1015400 FT -LBS CHORD FORCE: 11946 LBS PLATE REQUIREMENTS: NORTH WALL NOMINAL PLATE WIDTH: 6 IN. NAILING SCHEDULE: 2X6TP-1 2 CAPACITY: 1 PLATE REQUIREMENTS: SOUTH WALL NOMINAL PLATE WIDTH: 6 IN. AILING- SCHEDU L-E: 2X6TP -12 CAPACITY: 1 ROOF LOAD Ci <20 FT >20 FT NAILING TABLE 0 240 270 360 530 600 NAILING TABLE 0 180 • 9 Multi- Loaded Beam[ AISC 9th Ed ASD 1 Ver. 7.01.11 Bv: Shawn Stoneberg , Cascade Design group on: 08 -10 -2007: 11:26:42 AM Proiect: W209 -BIG 5 (REXBURG) - Location: New opening support beam (horizontal loading) Summary: A992 -50 W8x24 x 28.0 FT Section Adequate By: 15.6% Controlling Factor: Moment of Inertia Center Span Deflections: Dead Load: DLD- Center- 0.14 IN Live Load: LLD - Center= 0.81 IN = U416 Total Load: TLD- Center- 0.95 IN = U355 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 1960 LB Dead Load: DL- Rxn -A= 336 LB Total Load: TL- Rxn -A= 2296 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.79 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 1960 LB Dead Load: DL- Rxn -B= 336 LB Total Load: TL- Rxn -B= 2296 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.79 IN Beam Data: Center Span Length: L2= 28.0 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 28.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL -2= 140 PLF Dead Load: wD -2= 0 PLF Beam Self Weight: BSW= 24 PLF Total Load: wT -2= 164 PLF Properties for: W8x24/A992 -50 Yield Stress: Fv= 50 KSI - __ Modulus - of Elasticity - - - -- - -- - - E_ - 29000 _KSI - - Depth: d= 7.93 IN Web Thickness: tw= 0.25 IN Flange Width: bf= 6.50 IN Flange Thickness: tf= 0.40 IN Distance to Web Toe of Fillet: k= 0.79 IN Moment of Inertia About X -X Axis: Ix= 82.70 IN4 Section Modulus About X -X Axis: Sx= 20.90 IN3 Radius of Gvration of Compression Flange + 1/3 of Web: rt= 1.78 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 8.13 Allowable Flange Buckling Ratio: AFBR= 9.19 Web Buckling Ratio: WBR= 32.37 Allowable Web Buckling Ratio: AWBR= 90.51 Controlling Unbraced Length: Lb= 0.0 FT Limiting Unbraced Length for Fb= .66 *Fy: Lc= 5.82 FT Allowable Bending Stress: Fb= 33.0 KSI Web Height to Thickness Ratio: h /tw= 29.1 Limiting Web Height to Thickness Ratio for Fv =.4" Fy: h1tw- Limit= 53.74 Allowable Shear Stress: Fv= 20.0 KSI Design Requirements Comparison: Controlling Moment: M= 16072 FT -LB 14.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Nominal Moment Strength: Mr- 57475 FT -LB Controlling Shear: V= 2296 LB At left support of span 3 (Right Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Nominal Shear Strength: Vr= 38857 LB Moment of Inertia (Deflection): Ireq= 71.52 IN4 1= 82.70 IN4 0 9 Column( AISC 9th Ed ASD I Ver 7.01.11 By: Shawn Stoneberq , Cascade Design group on: 08 -13 -2007: 09:39:56 AM Project: W209 -BIG 5 (REXBURG) - Location: Column (to support new opening support beam) Summary: HSS 8 x 6 x 1/4 x 21.66 FT /ASTM A500- GR.B -46 Section Adequate By: 66.8% Vertical Reactions: Live: Dead: Total: Horizontal Reactions: Total Reaction at Top of Column (Lateral Loads Only): Total Reaction at Bottom of Column (Lateral Loads Only): Horizontal Deflection: Deflection due to lateral loads only: Axial Loads: Live Loads: Dead Loads: Column Self Weight: Total Loads: Eccentricity (X -X Axis): Eccentricity (Y -Y Axis): Lateral Loads: Loads applied to: Uniform Lateral Load: Point Load 1: Location from Top of Column: Column Data: Length: Maximum Unbraced Length (X -X Axis): Maximum Unbraced Length (Y -Y Axis): Column End Condition: Column Bending Coefficient: Prop erties for:HSS 8 x 6 x 1/ 4/A500- GR.B -46 Steel Yield StrengtFi: Modulus of Elasticity: Column Section: (X -X Axis): Column Section: (Y Y Axis): Column Wall Thickness: Area: Moment of Inertia (X -X Axis): Moment of Inertia (Y -Y Axis): Section Modulus (X -X Axis): Section Modulus (Y -Y Axis): Radius of Gyration (X -X Axis): Radius of Gyration (Y -Y Axis): Column Compression Calculations: KUr Ratio (X -X Axis): KUr Ratio (Y -Y Axis): Controlling Direction for Compression Calculations: Column Slendemess Ratio: Allowable Compressive Stress: Compressive Stress: Column Bending Calculations: Controlling Load Case: Axial Dead Load and Lateral Loads (D + Lateral) Eccentricity Moment (X -X Axis): Eccentricity Moment (Y -Y Axis): Lateral Load Moment Including Eccentricity (X -X Axis): Bending Stress (X -X Axis): Bending Stress (Y -Y Axis): Flange Buckling Ratio: Allowable Flange Buckling Ratio: Allowable Bending Stress: Combined Stress Calculations: Euler's Stress (X -X Axis): Euler's Stress (Y -Y Axis): Using AISC Formula H1 -1: Using AISC Formula H1 -2: Using AISC Formula H1 -3: Controlling Combined Stress Factor: Vert-LL -Rxn= Vert-DL -Rxn= Vert-TL -Rxn= TL -Rxn -Top= TL -Rxn- Bottom= Defl= f rj "�rj ,�. 0 LB 791 LB 791 LB 1055 LB 905 LB 0.43 IN = U600 PL= 0 LB PD= 336 LB CSW= 455 LB PT= 791 LB ex= 0.00 IN ey= 0.00 IN (Wind /Seismic) 36.40 IN4 (Dy Face) 14.20 wL -lat= 0 PLF P1 -Iat= 1960 LB P1 -loc= 10.0 FT L= 21.66 FT Lx= 21.66 FT Ly= 21.66 FT K= 1.0 20293 Cm= 1.0 13052 E= 29000 KSI dx= 8.00 IN dy= 6.00 IN t= 0.233 IN A= 6.17 IN2 Ix= 56.60 IN4 IV= 36.40 IN4 Sx= 14.20 IN3 Sy 12.10 IN3 rx= 3.03 IN ry= 2.43 IN KLx/rx= 85.8 KLy /ry= 107.0 (Y -Y Axis) Cc= 111.6 Fa= 12972 PSI fa= 128 PSI Mx -ex= 0 FT -LB My -ey= 0 FT -LB Mx -Lat= 10513 FT -LB tbx= 8884 PSI fby= 0 PSI FBR= 34.33 AFBR= 28.01 Fbx =Fby= 28 KSI Fex'= 20293 PSI Fey'= 13052 PSI CSF(1)= 0.33 CSF(2)= 0.33 CSF(3)= 0.33 CSF(3) Controls: 0.33 0 • Multi- Loaded Beam! AISC 9th Ed ASD l Ver: 7.01.11 By: Shawn Stoneberg , Cascade Design group on: 08 -10 -2007: 09 :47:27 AM Project: W209 -BIG 5 (REXBURG) - Location: New header beam Summary: A992 -50 W8x18 x 25.0 FT (9.2 + 6.5 + 9.2) Section Adequate By: 316.1% Controlling Factor: Moment 1/ Left Span Deflections: Dead Load: DLD -Left= 0.05 IN Live Load: LLD -Left= 0.01 IN = U16222 Total Load: TLD -Left= 0.06 IN = U1979 Center Span Deflections: Dead Load: DLD- Center- -0.01 IN Live Load: LLD- Center= 0.00 IN = U28036 Total Load: TLD - Center- -0.01 IN = U5388 Right Span Deflections: Dead Load: DLD - Riqht= 0.05 IN Live Load: LLD - Right= 0.01 IN = U16222 Total Load: TLD- Right= 0.06 IN = U1979 Left End Reactions (Support A): Live Load: LL- Rxn -A= 427 LB Dead Load: DL- Rxn -A= 3395 LB Total Load: TL- Rxn -A= 3822 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.63 IN Center Span Left End Reactions (Support B): Live Load: LL- Rxn-B= 1050 LB Dead Load: DL- Rxn -B= 7580 LB Total Load: TL- Rxn -B= 8630 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.63 IN Center Span Right End Reactions (Support C): Live Load: LL- Rxn -C= 1050 LB Dead Load: DL- Rxn -C= 7580 LB Total Load: TL- Rxn -C= 8630 LB Bearing Length Required (Beam only, support capacity not checked): BL -C= 0.63 IN RightEndReactions -(SupportD):_ Lire Load: LL- Rxn -D= 427 LB Dead Load: DL- Rxn -D= 3395 LB Total Load: TL- Rxn -D= 3822 LB Bearing Length Required (Beam only, support capacity not checked): BL -D= 0.63 IN Dead Load Uplift F.S.: FS= 1.0 Beam Data: Left Span Length: L1= 9.25 FT Left Span Unbraced Lenqth -Top of Beam: Lu1 -Top= 0.0 FT Left Span Unbraced Length -Bottom of Beam: Lu1- Bottom= 9.25 FT Center Span Length: L2= 6.5 FT Center Span Unbraced Lenqth -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 6.5 FT Right Span Length: L3= 9.25 FT Right Span Unbraced Length -Top of Beam: Lu3 -Top= 0.0 FT Right Span Unbraced Length -Bottom of Beam: Lu3 - Bottom= 9.25 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Left Span Loading: Uniform Load: Live Load: wL -1= 105 PLF Dead Load: wD -1= 60 PLF Beam Self Weight: BSW= 18 PLF Total Load: wT -1= 183 PLF Trapezoidal Load 1 Left Live Load: TRL- Left -1 -1= 0 PLF Left Dead Load: TRD- Left -1 -1= 800 PLF Right Live Load: TRL - Right -1 -1= 0 PLF Right Dead Load: TRD -Right 1 -1= 800 PLF Load Start: AAA= 0.0 FT Load End: B -1 -1= 9.25 FT Load Length: C -1 -1= 9.25 FT Center Span Loading: Uniform Load: Live Load: wL -2= 105 PLF Dead Load: wD -2= 60 PLF Beam Self Weight: BSW= 18 PLF Total Load: wT -2= 183 PLF Trapezoidal Load 1 Left Dead Load: TRD - Left -1 -2= 800 PLF Right Live Load: TRL - Right -1 -2= 0 PLF Right Dead Load: TRD- Right -1 -2= 800 PLF 0 Multi- Loaded Beam[ By: Shawn Stoneberq , Cascade Project: W209 -BIG 5 (REXBURG) - Location: New header bea Load Start: Load End: Load Length: Right Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Properties for: W8x18/A992 -50 Yield Stress: Modulus of Elasticity: Depth: Web Thickness: Flange Width: Flange Thickness: Distance to Web Toe of Fillet: Moment of Inertia About X -X Axis: Section Modulus About X -X Axis: Radius of Gyration of Compression Flange + 1/3 Design Properties per AISC Steel Construction Manual: • Page: 2 AISC 9th Ed ASD I Ver: 7.01.11 Design group on: 08 -10 -2007: 09:47:27 AM m A -1 -2= B-1-2= C -1 -2= 0.0 FT 6.5 FT 6.5 FT wL -3= 105 PLF wD -3= 60 PLF BSW= 18 PLF wT -3= 183 PLF TRL- Left -1 -3= 0 PLF TRD- Left -1 -3= 800 PLF TRL - Right -1 -3= 0 PLF TRD- Right -1 -3= 800 PLF A -1 -3= 0.0 FT B-1 -3= 9.25 FT C -1 -3= 9.25 FT Fy= 50 KSI E= 29000 KSI d= 8.14 IN tw= 0.23 IN bf= 5.25 IN tf= 0.33 IN k= 0.63 IN Ix= 61.90 IN4 Sx= 15.20 IN3 of Web: rt= 1.40 IN Allowable Flange Buckling Ratio: AFBR= Web Buckling Ratio: WBR= Allowable Web Buckling Ratio: AWBR= Controlling Unbraced Length: Lb= Limiting Unbraced Length for Fb= .66 *Fy: Lc= Limiting Unbraced Length for Fb =.6 *Fy w/ Cb: Lu= Moment Gradient Bending Coefficient: Cb= Allowable fb per ASD Eqn F1 -6: F1-6= Allowable fb per ASD Eqn F1 -7: F1 -7= Allowable fb per ASD Eqn F1 -8: F1 -8= Elastic Limit of ASD Eqn F1 -6: EL1-6= Allowable Bending Stress: Fb= Web Height to Thickness Ratio: h/tw= Limiting Web Height to Thickness Ratio for Fv= .4 *Fy: h/tw- Limit= Allowable Shear Stress: Fv= Design Requirements Comparison: Controlling Moment: M= Over right support of span 1 (Left Span) Critical moment created by combining all dead loads and live loads on span(s) 1, 2 Nominal Moment Strength: Mr= Controlling Shear: V= 9.25 Ft from left support of span 3 (Right Span) Critical shear created by combining all dead loads and live loads on span(s) 1, 2 Nominal Shear Strength: Vr- Moment of Inertia (Deflection): Ireq= 1= 35.39 90.51 9.25 FT 4.7 FT 7.09 FT 1.0 23.12 KSI 27.19 KSI 23.01 KSI 11.81 FT 23.12 KSI 32.52 53.74 20.0 KSI -7037 FT -LB 29282 FT -LB 5307 LB 37444 LB 7.51 IN4 61.90 IN4 0 • Column[ AISC 9th Ed ASD ) Ver: 7.0 1.11 By: Shawn Stoneberq , Cascade Design group on: 08 -10 -2007: 12:37:04 AM Project: W209 -BIG 5 (REXBURG) - Location: Column (under new header beam) Summary: HSS 3 -1/2 x 3 -1/2 x 1/4 x 10.0 FT /ASTM A500- GR.B -46 Section Adequate By: 55.4% Vertical Reactions: Live: Vert- LL -Rxn= 1050 LB Dead: Vert- DL -Rxn= 7679 LB Total: Vert TL -Rxn= 8729 LB Axial Loads: Live Loads: PL= 1050 LB Dead Loads: PD= 7580 LB Column Self Weight: CSW= 99 LB Total Loads: PT= 8729 LB Eccentricity (X -X Axis): ex= 1.00 IN Eccentricity (Y -Y Axis): ey= 1.00 IN Column Data: Length: L= 10.0 FT Maximum Unbraced Length (X -X Axis): Lx= 10.0 FT Maximum Unbraced Length (Y -Y Axis): Ly= 10.0 FT Column End Condition: K= 1.0 Column Bending Coefficient: Cm= 1.0 Properties for:HSS 3-1/2 x 3 -1/2 x 1/4/A500- GR.B -46 Steel Yield Strength: Fy= 46 KSI Modulus of Elasticity: E= 29000 KSI Column Section: (X -X Axis): dx= 3.50 IN Column Section: (Y -Y Axis): dy= 3.50 IN Column Wall Thickness: t= 0.233 IN Area: A= 2.91 IN2 Moment of Inertia (X -X Axis): Ix= 5.04 IN4 Moment of Inertia (Y -Y Axis): Iv= 5.04 IN4 Section Modulus (X -X Axis): Sx= 2.88 IN3 Section Modulus (Y -Y Axis): Sv= 2.88 IN3 Radius Gyration (X-X Is): - -- - - -- " — rx= 1:32 - IN — Radius of Gyration (Y -Y Axis): ry= 1.32 IN Column Compression Calculations: KUr Ratio (X -X Axis): KLx/rx= 90.9 KUr Ratio (Y -Y Axis): KLy /ry= 90.9 Controlling Direction for Compression Calculations: (Y -Y Axis) Column Slenderness Ratio: Cc= 111.6 Allowable Compressive Stress: Fa= 16132 PSI Compressive Stress: fa= 3000 PSI Column Bending Calculations: Controlling Load Case: Axial Total Load (D + L) Eccentricity Moment (XX Axis): Mx -ex= 719 FT -LB Eccentricity Moment (Y -Y Axis): My -ev= 719 FT-LB Lateral Load Moment Including Eccentricity (X -X Axis): Mx -Lat= 719 FT -LB Lateral Load Moment Including Eccentricity (Y -Y Axis): My -Lat= 719 FT -LB Bending Stress (X -X Axis): fbx= 2997 PSI Bending Stress (Y -Y Axis): fbv= 2997 PSI Flange Buckling Ratio: FBR= 15.02 Allowable Flange Buckling Ratio: AFBR= 28.01 Allowable Bending Stress: Fbx =Fby= 28 KSI Combined Stress Calculations: Euler's Stress (X -X Axis): Fex'= 18069 PSI Euler's Stress (Y -Y Axis): Fey'= 18069 PSI Using AISC Formula 1-11 -1: CSF(1)= 0.45 Using AISC Formula 1-11 -2: CSF(2)= 0.33 Using AISC Formula 1-11 -3: CSF(3)= 0.40 Controlling Combined Stress Factor: CSF(1) Controls: 0.45 1 CJ • Column[ AISC 9th Ed ASD 1 Ver: 7.01.11 By: Shawn Stoneberq , Cascade Design group on: 08 -10 -2007 Project: W209 -BIG 5 (REXBURG) - Location: Column (under new header beam) -2 Summary: HSS 4 x 2 x 1/4 x 10.0 FT /ASTM A500- GR.B -46 Section Adequate By: 55.3% Vertical Reactions: 1:19:40 PM Live: Vert- LL -Rxn= Dead: Vert- DL -Rxn= Total Vert- TL -Rxn= Axial Loads: Live Loads: Dead Loads: Column Self Weight: Total Loads: Eccentricity (X -X Axis): Eccentricity (Y -Y Axis): Column Data: Length: Maximum Unbraced Length (X -X Axis): Maximum Unbraced Length (Y Y Axis): Column End Condition: Column Bending Coefficient: Properties for:HSS 4 x 2 x 1/4/A500- GR.B -46 Steel Yield Strength: Modulus of Elasticity: Column Section: (X -X Axis): Column Section: (Y -Y Axis): Column Wall Thickness: Area: Moment of Inertia (X -X Axis): Moment of Inertia (Y -Y Axis): Section Modulus (X -X Axis): Section Modulus (Y -Y Axis): Radius of Gyration (X =X Axis): - - - -- Radius of Gyration (Y Y Axis): Column Compression Calculations: KUr Ratio (X -X Axis): KUr Ratio (Y -Y Axis): Controlling Direction for Compression Calculations: Column Slenderness Ratio: Allowable Compressive Stress: Compressive Stress: Column Bending Calculations: Controlling Load Case: Axial Total Load (D + L) 427 LB 3478 LB 3905 LB PL= 427 LB PD= 3395 LB CSW= 83 LB PT= 3905 LB ex= 1.00 IN ey= 1.00 IN L= 10.0 FT Lx= 10.0 FT Ly= 10.0 FT K= 1.0 CSF(3)= Cm= 1.0 Fy= 46 KSI E= 29000 KSI dx= 4.00 IN dy= 2.00 IN t= 0.233 IN A= 2.44 IN2 Ix= 4.49 IN4 ly= 1.48 IN4 Sx= 2.25 IN3 S y= 1.48 IN3 rx= 161N - ry= 0.78 IN KLx/nc= 88.2 KLy /ry= 154.0 (Y -Y Axis) Cc= 111.6 Fa= 6293 PSI fa= 1600 PSI Eccentricity Moment (X -X Axis): Mx -ex= Eccentricity Moment (Y -Y Axis): My -eV= Lateral Load Moment Including Eccentricity (X -X Axis): Mx -Lat= Lateral Load Moment Including Eccentricity (Y -Y Axis): My -Lat= Bending Stress (X -X Axis): fbx= Bending Stress (Y -Y Axis): fb y = Flange Buckling Ratio: FBR= Allowable Flange Buckling Ratio: AFBR= Allowable Bending Stress: Fbx =Fby= Combined Stress Calculations: Euler's Stress (X -X Axis): Fex'= Euler's Stress (Y -Y Axis): Fey= Using AISC Formula H1 -1: CSF(1)= Using AISC Formula H1 -2: CSF(2)= Using AISC Formula 1-11 -3: CSF(3)= Controlling Combined Stress Factor: CSF(1) Controls 319 FT -LB 319 FT -LB 319 FT -LB 319 FT -LB 1699 PSI 2582 PSI 17.17 28.01 28 KSI 19181 PSI 6293 PSI 0.45 0.21 0.41 0.45 r Roof Beam( AISC 9th Ed ASD I Ver: 7.01.11 By: Shawn Stoneberq Cascade Design / , group on: 08 -14 -2007: 3:21:02 PM ! Project: W209 -BIG 5 (REXBURG) - Location: Porch steel beam Summary: A992 -50 W1 8x35 x 42.0 FT Section Adequate By: 64.2% Controlling Factor: Moment of Inertia Deflections: Dead Load: DLD= 0.86 IN Live Load: Total Load: LLD= 0.41 IN = U1217 Reactions (Each End): TLD= 1.28 IN = U394 Live Load: LL -Rxn= 1837 LB Dead Load: DL -Rxn= 3835 LB Total Load: TL -Rxn= 5673 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.83 IN Beam Data: Span: Maximum Unbraced Span: L= Lu= 42.0 10.0 FT FT Pitch Of Roof: RP= 1. :12 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Roof Loading: Roof Live Load -Side One: LL1= 35.0 PSF Roof Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 2.5 FT Roof Live Load -Side Two: LL2= 25.0 PSF Roof Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 0.0 FT Wall Load: WALL= 110 PLF Beam Self Weight: BSW= 35 PLF Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 42.0 FT Beam Uniform Live Load: wL= 88 PLF Beam Uniform Dead L oad: -Total wD adi= 183 PLF Uniform-Load:- Properties for: W18x35/A992 -50 276 - PLC - Yield Stress: Fy= 50 KSI Modulus of Elasticity: E= 29000 KSI Depth: Web Thickness: d= 17.70 IN Flange Width: tw= bf= 0.30 6.00 IN IN Flange Thickness: tf= 0.43 IN Distance to Web Toe of Fillet: k= 0.83 IN Moment of Inertia About X -X Axis: Ix= 510.00 IN4 Section Modulus About X -X Axis: Sx= 57.60 IN3 Radius of Gyration of Compression Flange + 1/3 of Web: rt= 1.50 IN Design Properties per AISC Steel Construction Manual: Flange Buckling Ratio: FBR= 7.06 Allowable Flange Buckling Ratio: AFBR= 9.19 Web Buckling Ratio: WBR= 59.00 Allowable Web Budding Ratio: AWBR= 90.51 Controlling Unbraced Length: Lb= 10.0 FT Limiting Unbraced Length for Fb= .66 *Fy: Lc= 4.8 FT Limiting Unbraced Length for Fb =.6 *Fy w/ Cb: Lu= 5.65 FT Moment Gradient Bending Coefficient: Cb= 1.0 Allowable fb per ASD Eqn F1 -6: F1 -6= 22.9 KSI Allowable fb per ASD Eqn F1 -7: F1 -7= 26.62 KSI Allowable fb per ASD Eqn F1 -8: F1 -8= 14.41 KSI Elastic Limit of ASD Eqn F1-6: ELI -6= 12.64 FT Allowable Bending Stress: Fb= 22.9 KSI Web Height to Thickness Ratio: h/tw= 56.17 Limiting Web Height to Thickness Ratio for Fv= .4 *Fy: h/tw -Limit = 53.74 Critical Web Stress Ratio: Cv= 0.0 Shear Buckling Coefficient: kv= 534 Allowable Shear Stress: Fv= 19.13 KSI Design Requirements Comparison: Controlling Moment: M= 59564 FT -LB Nominal Moment Strength: Mr= 109915 FT -LB Controlling Shear: V= 5673 LB Nominal Shear Strength: Vr- 96684 LB Moment of Inertia (Deflection): Ireq= 310.50 IN4 1= 510.00 IN4 0 0 )6 1 11 _ Columnl AISC 9th Ed ASD ) Ver. 7.0 1.11 By: Shawn Stoneberg , Cascade Design group on: 08 -16 -2007: 11:34:54 AM Proiect: W209 -BIG 5 (REXBURG) - Location: column (to support porch steel beam) Summary: HSS 3 -1/2 x 3 -1/2 x 1/4 x 11.5 FT /ASTM A500- GR.B -46 Bending Stress (X -X Axis): Bending Stress (Y -Y Axis): Flange Buckling Ratio: Allowable Flange Buckling Ratio: Allowable Bending Stress: Combined Stress Calculations: Euler's Stress (X -X Axis): Euler's Stress (Y -Y Axis): Using AISC Formula 111 -1: Using AISC Formula 111 -2: Using AISC Formula 111 -3: Controlling Combined Stress Factor: Section Adequate By: 48.7% Vertical Reactions: Live: Dead: Total: Axial Loads: Live Loads: Dead Loads: Column Self Weight: Total Loads: Eccentricity (X -X Axis): Eccentricity (Y -Y Axis): Column Data: Length: Maximum Unbraced Length (X -X Axis): Maximum Unbraced Length (Y -Y Axis): Column End Condition: Column Bending Coefficient: Properties for:HSS 3-1/2 x 3-1/2 x 1/4/A500- GR.B -46 Steel Yield Strength: Modulus of Elasticity: Column Section: (X -X Axis): Column Section: (Y -Y Axis): Column Wall Thickness: Area: Moment of Inertia (X -X Axis): Moment of Inertia (Y -Y Axis): Section Modulus (X -X Axis): Secti M (Y -Y Axis): Radius of Gyration (X -X Axis): - - Radius of Gyration (Y -Y Axis): Column Compression Calculations: KUr Ratio (X -X Axis): KUr Ratio (Y -Y Axis): Controlling Direction for Compression Calculations: Column Slenderness Ratio: Allowable Compressive Stress: Compressive Stress: Column Bending Calculations: Controlling Load Case: Axial Total Load (D + L) Eccentricity Moment (X -X Axis): Eccentricity Moment (Y -Y Axis): Lateral Load Moment Including Eccentricity (X -X Axis): Lateral Load Moment Including Eccentricity (Y -Y Axis): Vert- LL -Rxn= 2500 LB Vert- DL -Rxn= 3614 LB Vert- TL -Rxn= 6114 LB PL= 2500 LB PD= 3500 LB CSW= 114 LB PT= 6114 LB ex= 2.00 IN ey= 2.00 IN L= 11.5 FT Lx= 11.5 FT Ly= 11.5 FT K= 1.0 Cm= 1.0 Fy= 46 KSI E= 29000 KSI dx= 3.50 IN dy= 3.50 IN t= 0.233 IN A= 2.91 IN2 Ix= 5.04 IN4 ly= 5.04 IN4 Sx= 2.88 IN3 ---Sy 2.88 IN rx= -- 1.32 _ IN ry= 1.32 IN KLx/rx= 104.5 KLy /ry= 104.5 (Y -Y Axis) Cc= 111.6 Fa= 13471 PSI fa= 2101 PSI Mx-ex= 1000 FT -LB Mv-ey= 1000 FT -LB Mx -Lat= 1000 FT -LB My -Lat= 1000 FT -LB fbx= 4167 PSI fby= 4167 PSI FBR= 15.02 AFBR= 28.01 Fbx =Fby= 28 KSI Fex'= 13663 PSI Fey= 13663 PSI CSF(1)= 0.51 CSF(2)= 0.38 CSF(3)= 0.46 CSF(1) Controls: 0.51 • 0 Footing Design f 2003 International Building Code (05 NDS) 1 Ver: 7.01.11 By: Shawn Stoneberq , Cascade Pesign group on: 08 -10 -2007: 10:36:08 AM Proiect: W209 -BIG 5 (REXBURG) - Location: Existing Footing �� I Summary: 7"Q r< Footinq Size: 18.0 IN Wide x 12.01N Deep Continuous Footing With 8.0 IN Thick x 24.0 IN Tall Stemwall Longitudinal Reinforcement: (2) Continuous #5 Bars Transverse Reinforcement: #5 Bars @ 12.00 IN. O.C. (unnecessary) Footing Loads: Live Load: Dead Load: Stemwall Load: Total Load: Ultimate Factored Load: Footing Properties: Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Footing Size: Width: Depth: Effective Depth to Top Layer of Steel: Stemwall Size: Width: Height: Stemwall Weight: Bearing Calculations: Required Footing Width: Ultimate Bearing Pressure: Effective Allowable Soil Bearinq Pressure: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Bending Calculations (Transverse) PL= 500 PLF PD= 2000 PLF SD= 200 PLF PT= 2700 PLF Pu= 3440 PLF Qs= 2000 PSF F'c= 2500 PSI Fy= 40000 PSI C= 3.00 IN W= 18.0 IN Depth= 12.00 IN d= 8.06 IN W= 8.0 IN Height= 24.00 IN Stem - Weight= 150 PCF Wreq= 17.51 in Qu= 1800 PSF Qe= 1850 PSF Vu1= 0 LB vc1= 8224 LB Factored Moment: — -- - - -- - - -- - -- -- - IVIu= 2389 IN -LB Nominal Moment Strength: Mn= 81250 IN -LB Reinforcement Calculations (Transverse): Concrete Compressive Block Depth: Steel Required Based on Moment: Minimum Code Required Reinforcement (Shrinkage/Temperature ACI- 10.5.4): Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: a= 0.45 IN As(1)= 0.01 IN2 As(2)= 0.29 IN2 As regd= 0.29 IN2 #5 Bars A 12.00 IN. O.C. As= 0.31 IN2/FT Ld= 12.00 IN 2.00 IN Development Length Provided: Ld - prov= Note: Plain concrete adequate for bending, therefore adequate development length not required. Reinforce t I I m C en a cu ations (Lonqnudmaw Minimum Code Required Reinforcement (Shrinkage/Temperature ACI - 10.5.4): As(2)= 0.43 IN2 Selected Reinforcement: (2) Continuous #5 Bars Reinforcement Area Provided: As= 0.61 IN2