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HomeMy WebLinkAboutAPPLICATION & DOCS - 06-00348 - Trejo Professional Plaza - Bldg #2 Z O _ ~ , ^ ' N ~ n m ~° m c ~ rn ~ __ z "'~ ..~ w v ~ O f,oZ~ ~~ y 3 C 0 o m ~D ~ ~ ~ ` N ~_~ ~ ~ Z a w °' ~ m ~ O m - ~ a ~ ~ ~ m ~. ~ O O ~,~ C ~ ~ 'd ~ d ~ ~ o C O m m ~ ~ y a 3 D ' t].'.O ~'" s' _,. < £ O Z _ a ', ~ ., y C o ~ v v s o y m v ~ ~ ' ~ ~ ~ ~ o ~ ~ v o ~, ~ ~- ~ ~ o C _ cn ~, c _ ~ ~ ~ . ~ r ~ _ ~ ~ m c ~ N ~ o m O m' y d ~ ~ -o a ~ ~ ~ v c, Z ~ o O ~ ~~~~Z a = ~o~~~ m m N ~ "I ~ 7 y ~ r 'N o m a ~ D m ~ ~ a g _ ~-~ y ~~ o ~ Z vv~~_ o ~ ... ~ m ~ h i p.F c : N C ~~o~o ~ m m ~ ~ o ~' . n n O m o p: -" c c~ -i m O 00 ~ ~ ~D O y c ~ m ~ '~ o; ~; -* arty ~ ,_ m O C H n O ~ ~`° z a ~ ~; .:= y ~ D ~ - ~ m a. 0 -1 ~ ~~;~: ~ O O ~. y ~ Z ~_-o ~,~~ ~ 0 v 0 _ ~D ~ O Q ~ ~ ~ . cD ~ y N ~ ~ O ~ ~ C d m a= ~ ~ _N o a o ~ N S y c ~ ~ ~ ~ ~ ~ C'f 7 ~ ee tD s o W ~V! -• c.~ ~~ ~, ~~~~ 3~~°~ -~ ° `°°'~' ~D y ~ O ~ _ ~ Q. y ~ < <D . 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Cell ( ) ~/3 /y~`i " OWNER MAILING ADDRESS: 1{?3 ~~~1 ~t° CITY: ~x d~~ STATE: ZIP: ~~y'y°' EMAIL FAX APPLICANT: (If other than owner) U~~~ Ca~sfii"K°~~ (Applicant if other than owner, a statement authorizing applicant to act as agent fox owner must accompany this application.) APPLICANT INFORMATION: ADDRESS ~-~-~ /~-~'~ CITY: .Z~~ ~~~ STATE~o ZIP r1~3~ ~ EMAIL !~}~~f~ ~~FAX -~~"~`7y'6 -~") .f1S''S~~' ~) .mot ~'-Y~S~ Cell ~ .s¢ 9~-2ff3v PHONE #: Home Work CONTRACTOR: MAILING ADDRESS: ~S7S ~ ~~ CIT~~~ ~~~ STATES' ZIP ~~y~ PHONE: Home#..~z;~S~~fl`/ Work# s--~~~` Cell# ~~1''Z~~ Fax# -~~j` y,~ EMAIL1~~~r~~y ~~ IDAHO REGISTRATION # & EXPIRATION DATE ~~~ 36 ~~ ' 6/ a How many buildings are located on this property? Did you recently purchase this property?Yes (If yes give owner's name) Is this a lot split?~ YES (Please bring copy of new legal description of property) PROPOSED USE: c"O ~ ~ ~~' }~'z /^ (i.e., Single Family Residence, Multi Family, Apartments, Remodel, Garage, Commercial, Addition, Etc.) APPLICANT'S SIGNATURE, CERTIFICATION AND AUTHORIZATION: under penalty of perjury, I 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 in hearings before the Planning and Zoning Commission or the City Council for the City of Rexburg shall be tmthful and correct. I agree to comply with all City regulations and State laws relating to the subject after of this applica nand hereby au d representatives of the City to enter upon the above-mentioned property fox inspections purposes. NOTE: The boil ' ofFid y revo ape ~t on ap al ed under the provisions of the 2003 International Code in cases of any false statement or misrepresentation of fact in the li atio r on the pl son which t t or a proval was based. Pemut void if not stazted within 180 days. Perrnit void if work stops for 180 days. l ~ ~~/ ~ Signature of Owner/Applicant DATE Do you prefer to be contacted by fax, email or phone? Circle One WARNING -BUILDING PERMIT MUST BE POSTED ON CONSTRUCTION SITE! Plan fees are non-refundable and are paid in full at the time of application beginning 7anua{v1.2005. 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 Ylea,Se GO~I1Dleie Zile CIlili~t~uUlLLditutt: tt [ne quesnon aces ~xppy uu xn .vn ~~r uvu applicable NAME ~C~r~t l3GG_Ie h Permit #OG OUi48 PROPER DRESS Professional Bldg for Terry Bagley SUBDNISION Trejo Professional Plana Lot # 1 Block # 1 Required!!! Er,ECrRlc~ Electrical Contractor's Name ~R{-~ C~let~-~~~ Business Name ~ C .G fee~r~ ~ Address~~, ~ ~-!~l ~lU City .~i44~,o ~a, ~ ~S State Zip_~ Cell Phone (zc~) ~ Z ~ ~ ~ ~ -~ Business Phone {~.~'$) ~~ Z / ~ I Fax (fig) ,6 ~ 2 ~ ~ ~o ~ Z Email , Electrical Estimate (cost of wiring & tabor) $ ~4'd (Commercial/Mufti Family Only) TYPES OF INSTAIJ..ATION-RESIDENTIAL (New Residen~tia/ inc/ludes_everything co»tained within the residents/ structure and attachedgarage at the same ume) '`~ 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 pernut 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 pex hour. Signature of Licensed Contractor License number Date The City of Rexbury's hermit fee schedule is the same as required by the State 6 o~ Raxs uRc ~~ rd C~ OF U ~ REXI3URG .s~ eg, ' America's Family Community B`~ S H E D ~ BUILDING SAFETY DEPARTMENT 19 E. Main (PO Box 280) Phone: 208-359-3020 x326 Rexburg, Idaho 83440 Fax:208-359-3024 y~w.rexbure.ore ranellh drexbuxe.oxe Affidavit of Legal Interest State of Idaho County of Madison I, ~ ~ ~ t1 ~Ar~ L~ ~/ ~ ~`~ ~ ~~9-LC ~y~ Name Address C-. Ciry 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~~owne of the property described on the attached, and I grant my permission to: ~1-~t"f ~~%En z~ 7.~" D. b~S~.S ~ v~'~ ~ Name r~ddress 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 ~ 4 ~ , 20 ~~° Subscribed and sworn to before me the day and year first above Notary Public of Idaho Residing at: My commission expires: 3 Jul 17 2006 9:03RM MRTHEWS#PLUMBING 3573439 ~u;• 14. 'IUU6 3:49PM . ~ No. 2440 Please complete the entire App~ica>bio>t~ j It the question does >sot s-pply 51t its NA for nom applicable NAME PROPERTY 11DDRESS Pexmit# SUBDIVISION l?welW~g Ururs: Parcel Actes: SETBACKS FRONT SIDP; SIDE IlACK Remodeling Your Budding/Home (need Estimate) ~ SURFACE SQUAB~s FOOTAGE: (Shall include the cxtetior wall measeucnxnts of the building First Floor Area - Un£cnished Basement area ~a~ Second flooz/loft scea_ yba/ Finished basement area oar T4urd Aoor/loft area. Nb~I Garage area w~ Shed or Sam. IVo Cuport/Deck (30" above gtade)Area -.,-, Water Meter Quantity; ~:<x:Y:+:.rMY»'ri~;:Yl<;+.:Y tipster Meter Size r~ P. 2/2 p.l Required!!! ~- FL UMBIN'G ,/y~ Plumbing Contractor's Name: / 'rQj~~w~s! ,_8~ess Narnt: _ ~~y >~tws ~ ~,y Addresa_ s9~z ~ Sy4 r City ~/L~~,Staoe~~ ~ t X zip 1 7 Cautaet E'home: (ZR~)~'~ ..~~,r'f Business Phone; ~~$ )_ _ 3,,~ ~ .- 3 y~~ ~' Fax_~S7-3s~J5~ --~ PIrY77~RE CDUIVT ~'nn ~x~ _~~ /~Oir~'rs ~ 1~ 1' / rrr ~ . Clothes Was}~S Machine ~_ $pt~klers Sj~~/~ ~~, Dishwasher __ Tub/Shower ~,,, Flom Drain __ Gaxbagc Dispo9a! Toilet/U~al Water Heatet Hot Tub/Sps Water 5oftenet Sinks (I,avatodes, kitchens, bar, rnop) / Plum ug Estimate S ~~ " (Comaacrcial O~aly) r ~~ -%~ ~ ~~lt?N/~•~•~ ~ ~~ ~'u~ea cam ~ `y.~ t3ceure camber Dsoe r,6~ cry aJ }~~ f„ rcfi~d~iiiG rr Ibi ,roan ar nrg~ri~ by it6i Swd a!]daba 4 Toilet/Urinal Please complete the entire Application! If the question does not apply fill in NA for non applicable NAME PROPERTY ADDRESS SUBDIVISION Dwelling Units: SETBACKS FRONT Parcel Remodeling Your Building/Home (need Estimate) $ SURFACE SQUARE FOOTAGE: (Shall include the exterior wall measurements of the building) First Floor Area G, ~©a -- Unfinished Basement area ~~'~ ~ Second floor/loft area ,libn / Finished basement area /~~^< Third floor/loft area /~+< Garage area ~~< Shed or Barn ~Ue Carport/Deck (30" above grade)Area Water Meter Quantity: """'` Water Meter Size: SIDE SIDE BACK j,, Required.!! PLUMBING ,/~~~ ~J , Plumbing Contractor's Name: i~ " < ~i'y1C~/s Business Name: ~~ ~{mss ~"~ ~°''`"1 Address ~~Z ~ ~~~ City J~~/~~~ State ~~ zip~3Z7Y Contact Phone: (Z~) .~~'~ ~ ~~ 95~ Business Phone: (z~) ~~ 7 ~ 3Y3~ Email ~/~- Fax 3.57 t- 3Y.3 ~ .~!- FIXTURE COUNT (including roughed fiYtures~ ~~~C C -y~ L, f / ~'•'~ l , Clothes Washing Machine Sprinklers ~~l/~ f ~ /y Dishwasher Tub/Shower Floor Drain Garbage Disposal Hot Tub/Spa Sinks (Lavatories, kitchens, bar, mop) Plumbing Estimate $ ~~1D " (Commercial Only) Required! Signature of Licenacd Contractor The City of I3e Water Heater Permit# Water Softener License number Date schedule is the same as required by the State of Idaho 4 Please complete the ent~Application! If the question does~t apply fill in NA for ~n applieabk NAME ' PROPERTY ADDRESS SUBDIVISION Permit# Requlred.~!! MECHANICAL Mechanical Contractor's Name: G7/ / ~~~~ ~P~`~~i Business Name: ~°// / f~ ~~ /~g '~+ Address ~f~ yJ ~`, ~~f-~-- City ~'~ f State ~~ Zip ~o~ Contact Phone: (~~) S~3 ~ ~~ Y~' Business Phone: (~~) S`Z.3 38 5`8 Email N~ Fax /1///t Mechanical Estimate $ (Commercial/Multi Family Only) g-~ // ~r~ 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 & Apylication Point of Delivery must be shown on ulans• Required! Signature of Licensed Contractor license number Date The City of Bexburg'.r permit fee schedule is the same as required by the State of Idaho u gEXBt~~ , C ~F y !o CITY OF v ~ ~ ~~V1\G lJ 1\ BUILDING SAFETY DEPARTMENT ~'/ y ~1v 19 E. Main St. Phone: 208-359-3020 x326 0,, e~ ' America's Family Community Rexburg, Idaho 83440 Fax: 208-359-3024 ~ H E D ~ www.rexburg.o~r¢ ianellh~a.rexb~r¢.ore APPLICATION: "CONSTRUCTION PERMIT" CONSTRUCTION PERMIT #:_ PERMIT APPROVED: YES/ NO APPROVED BY: BUSINESS NAME: ~~f~,~ ~~ s ~~~ ~°~ OFFICE ADDRESS: g,S7.5~ /1J J~~ ~ "~~r City State Zip OFFICE PHONE NUMBER: (~~ ) s Zg- y8~ `~ CONTACT PERSON: /h•~` ao~~.~ ~ CELL PHONE # (-z~) .s85~-z~ ~ -LOCATION OF WORK TO BE DONE: STREET ADDRESS WHERE WORK WILL BE DONE: BUSINESS NAME WHERE WORK WILL BE DONE:~6/__~ ~~ C''o-h„~/ry. DATES FOR WORK TO BE DONE: °~`u /y TO O~'` CONTACT PERSON: /~ •,~ ~o~ f.~ ~ PHONE NUMBER: (2~ -.~~y-5~~~~ CELL # (-~~)-~~~' Z~-~~ 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 ^ FLAMMABLE AND COMMBUSTIBLE LIQUIDS ^ HAZARDOUS MATERIALS ^ INDUSTRIAL OVENS ^ LP-GAS ^ PRIVATE FIRE HYDRANTS ^ SPRAYING OR DIPPING ^ STANDPIPE SYSTEMS TEMPORARY MEMBRANE STRUCTURES, TENTS, AND CANOPIES ` ,,~ ~ ;~D -~6 A PLICANTS SIGNATURE DATE $50.00 FEE PAID: YES/NO 6 SUBCONTRACTOR LIST • Excavation & Earthwork: ~~~ ~t /~ ~ c~d~,~ .- yob.-moo ~~~ Concrete:_ /C = ~ L~~ ~'~ ~ ~ / l fy~ .by o / / ' ,~ Masonry: ~1 ~S G~~'~/ff ~ ~I~GSs~.ry ~/a~lv /~~~ Roofing: / t f l a/ ~c/~/ ~l ~o ~..~ / l ~'4f' bpi , bs ~~ ~~~~-~ ~~ ~/i Drywall: /CfUt~ ~~~~a/~is ~7~y GJs ~~ ~'~~ ~~~ Painting:~~i~~~ ,r/,~ ~~~ Floor Coverings:. ~~' C Rs,~'~ ~~d~ ~~ 'rr/~ Plumbing: ~l9' ~~w1_ `~/~/nt /'~~ry ~~ ~~>ol Heating:_ ~i`lix~i'~f ti ~%~ 5 ~ ~'l ~~ ~ ~~~ Electrical: _ ~~ - j~17~~~ ~ ~ ~//s- Special Construction (Manufacturer or Supplier) Roof Tnisses: ~~~ ~/3 ~ ~ ~ ~~/i1/~' ~ ,J ,r - ~~.~ ~~ Floor/Ceiling Joists: %.T.r -- ~/h(° Gll/5 ~ (~ ~~~i°~ ~ S Siding/Exterior Trim: - ~v'~y1'T" f -~iy~ ~~/I'-5~~~ ~0 73JY~oD`9~ ~/~ EXEMPTIONS FROM STATE REGISTRATION 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/cont.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 ^ 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 here ce .~ that the info ~ n is true and correct to the best of my knowledge. ~ ;3o~G Signature Date Print Name /~ ~~~Y~'J ~~ ~ S ~~~ `~m~ S~ g PROFESSIONAL OFFICE BUILDING FOR TERRY BAGLEY STRUCTURAL DESIGN CALCULATIONS FOR THE PROFESSIONAL OFFICE. BUILDING SHELL LOCATED IN REXBURG, IDAHO Prepared For: Alderson, Karst & Mitro Architects Idaho Falls, Idaho Designed B~ Mark D. Andrus, PE Project #06234 TABLE OF CONTENTS ~~~~o~~~ ~u~~~ CITY Of REXBURG PAG E 1.1 2.1-2.8 3.1-3.5 4.1-4.8 5.1-5.11 DESCRIPTION Design Criteria Design Load Calculations Lateral (Wind & Seismic) Design Roof, Wall & Floor Framing Design Foundation Design G & S Structural Engineers 1600 John Adams Parkway Suite 200 Idaho Falls, ID 83401 Telephone: (208) 523-6918 E-mail: gs@datawav.net Fax: (208) 523-6922 f Telephone: (208) 523-6918 G & S Structural Engineers 1600 John Adams Parkway Suite 200 Idaho Falls, ID 83401 E-mail: gs@datawav.net DESIGN CRITERIA Fax: (208) 523-6922 Date: June 15, 2006 Project: Bagley Professional Building (Project #06234) Location: Idaho Falls, Idaho (Zip code: 83440) Building Code: 2003 International_Buildinq Code (IBC) Design Loads: Roof: Snow Load (SL): 35 PSF Dead Load (DL): 20 PSF Floor: Live Load (LL): 50 PSF Dead Load (DL): 15 PSF Partition Load; 20 PSF 2000 pound concentrated load per IBC section 1607.4. Soil Wind Assumed soil type: CL, ML, MH and CH (clay, sandy clay, silty clay, clayey silt, silt and sandy silt) Allowable soil pressure: 90-mph 3-second gust Exposure C Importance factor: 1.0 1500 PSF (Per IBC Table 1804.2) Seismic: Ss = 60.6% g Sos = .531 g S1 = 19.3% g SDi = .261 g Site class D Design Category D Importance factor 1.0 20% of roof snow used for design Sheet 1.1 r G&S Structrual Engineers 1600 John Adams Parkway Idaho Fatls, ID 83401 (208)523-6918 JOB TITLE Bagley Professional Building JOB NO. 06234 CALCULATED BY Mark Andrus CHECKED BY CODE SUMMARY Code: International Building Code 2003 Live Loads: Roof 0 to 200 sf: l8 psf 200 to 600 sE 21.6 - O.Ol8Area, but not less than 12 psf over 600 sE 12 psf Floor 50 psf Stairs & Exitways N/A Balcony N/A Mechanical N/A Partitions 20 psf Dead Loads: Floor 15.0 psf Roof 20.0 psf Roof Snow Loads: Design Root Snow load = 35.0 psf Flat Roof Snow Load Pf = 35.0 psf Snow Exposure Factor Ce = 1.00 Importance Factor I = 1.00 Thermal Factor Ct = I.00 Ground Snow Load Pg = 50.0 psf Rain on Snow Surcharge = 0.0 psf Sloped-roof Factor Cs = 1.00 Wind Desiqn Data: Basic Wind speed Mean Roof Ht (h) Building Category Importance Factor Exposure Category Enclosure Classif. Internal pressure Coef. Directionality (Kd) Earthquake Design Data: Seismic Use Group Importance Factor Mapped spectral response accelerations Site Class Spectral Response Coef. Seismic Design Category Basic Structural System Seismic Resisting System Design Base Shear Seismic Response Coef. Response Moditication Factor Analysis Procedure 90 mph 16.0 ft 1[ l .00 C Enclosed Building +/-0. L 8 0.85 SHEET NO. DATE DATE www.s = I I = 1.00 Ss = 60.60 %g Sl = 19.30 %g = D Sds = 0.531 Shc = 0.261 = D = Bearing Wall Systems = Light frame walls with shear panels -wood structural panels/sheet steel pane V = 0.082W Cs = 0.082 R = 6.5 = Equivalent Lateral-Force Analysis 2 ' ~ G&S Structrual Engineers JOB TITLE Bagley Professional Building 1600 John Adams Parkway Idaho Falls, ID 83401 JOB N0.06234 SHEET NO. (208) 523-6918 CALCULATED BY Mark Andrus DATE 6-7-096 CHECKED BY DATE www. struware. com Code Search I. Code: International Building Code 2003 II. Occupancy: Occupancy Group = B Business III. Type of Construction: Fire Rating: Roof= 0.0 hr Floor = 0.0 hr IV. Live Loads: Roof angle (0) 6.00 / 12 26.6 deg Roof 0 to 200 sf: 18 psf 200 to 600 sfl 21.6 - 0.018Area, but not less than 12 psf over 600 s£ 12 psf Floor SO psf Stairs & Exitways N/A Balcony N/A Mechanical N/A Partitions 20 psf V. Wind Loads : ASCE 7 - 02 Importance Factor 1.00 Basic Wind speed 90 mph Directionality (Kd) 0.85 Mean Roof Ht (h) 16.0 0 Parapet ht above grd 0.0 ft Exposure Category C Enclosure Classif Enclosed Building Internal pressure +/-0.18 Building length (L) 140.0 ft Least width (B) 45.0 t~ Kh case 1 0.860 Kh case 2 0.860 Topographic Factor ( Kzt) Topography Flat Hill Height (H) 0.0 ft H< 1Stt;exp C Half Hill Length (L,h) 0.0 ft .•. Kzt=1.0 Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft From top of crest: x= 50.0 ft Bldg up/down wind? downwind H/Lh= 0.00 Kr = 0.000 x/Lh = 0.00 KZ = 0.000 z/Lh = 0.00 K3 = 1.000 At Mean Roof Ht: Kzt = (1+KrKZK3)^2 = 1.00 t~{~S.£ ~..... ~? ~~,fl'iy~ar :t')) ~a~ARP#~1ENT ~f?~ .- r~~~~d•~a~ tijdn+:a~•Y~dr,~I :.,.~ r~ ~{ Hr'2 `~ Z~ Z 2!~ RIDGE ar 3p AXtSYMt+AETRtCAL HILL ' G&S Structrual Engineers JOB TITLE Bagley Professional Building 1600 John Adams Parkway Idaho Falls, )D 83401 JOB NO. 06234 SHEET NO. (208) 523-6918 CALCULATED BY Mark Andrus DATE 6-7-096 CHECKED BY DATE V. Wind Loads -MWFRS h S60' ILow-rise Buildings) Enclosed/partially enclosed only .~ ~(,~. ZONE2 if ~soz:f -•-~ ' ,- ~ 2 ~ 2 is theg~e ~ / . ~~~`~ 1..`~•. !.~ ~'-` ~u:hm raxxr, rn~ PEB.PEDT-..~: LrLP.& .u ta~~;r. Transverse Direction Kz = Kh = 0.86 (case 1) Base pressure (qh) = 15.2 psl' GCpi = +/-0.18 ~~~~F. ~. ~ '~ k. , ~~3 ~w ~ ~~~~ 7 ~` ~~ -. ~ , ~~ .~Lxc.^. ~ ~. Longitudinal Direction Edge Strip (a) End Zone (2a) Zone 2 length = Torsional loads are 25% of zones 1 - 4. See code for loading diagram 4. S tt 9.0 ft 22.5 ft Transverse Direction Longitudinal Direction Pe~endicular 8 = 26.6 deg Parallel 0 = Odeg Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 O.SS 0.73 0.37 0.40 O.S8 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 -O.SS 4 -0.39 -0.21 -O.S7 -0.29 -0.11 -0.47 S -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 -O.S8 -0.40 -0.76 -O.S3 -0.35 -0.71 4E -O.S3 -0.35 -0.71 -0.43 -0.25 -0.61 •vuru JUr1i1CC UfelSUreS IDSII - LLSC i~ nsr minimum rnr znne~ i nu~c a and ~ .,n.. r, 1 Il.l 5.6 8.8 3.3 2 1 ? -4.2 -7.7 -13.2 3 -4.1 -9.5 -2.9 -8.3 4 -32 -8.7 -1.7 -7.1 S -4.1 -9.6 -4.1 -9.6 6 -4.1 -9.6 -4.1 -9.6 lE 13.8 8.3 12.0 6.S 2E -0.2 -5.6 -13.5 -19.0 3E -6.1 -11.6 -S.3 -10.8 4E -S.4 -10.8 -3.8 -9.3 MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 14.3 psf Roof S.3 psf End Zone: Wall 19.2 psf Roof 6.0 psf Longitudinal direction (parallel to L) Interior Zone: Wall 10.5 psf End Zone: Wall 15.8 psf Windward roof overhangs: 10.3 psf (upward) add to windward roof pressure Parapet Windward parapet: 0.0 psf (GCpn = +1.8) Leeward parapet: 0.0 psf (GCpn = -1.1) .: tNelwlti: ~ _ Ch'Llt.`-IANC -~? ~VIINJWA~.G KCIGF ' LEEWAF.Ii kLYj"r' f--t--:---;--f---~---1---•f---g V'i::lCi'IGAL ~-' ~-'~ ~ ' I _ _ ~` ~ •: %T 77%:'':x': 7%%`?•%7: x'777:"~ ~ 7%%:'J ~/ ~ 'TR~11V'~ VEY .`>~ ~iF.'~.rr~T'iUN .. ~ ~ ~ _~ ~ R.Ca"_N_--1---:-LiV7AF371tC;G'F... bF FTN'.°.1.. ---- - - "" ~2 ._ r. r. - • •~ .. ~ i---- • t_c5~;crrzlz;zjra_t_~;z.rvaTZCara 2.3 GBiS Structrual Engineers JOB TITLE Bagley Professional Building 1600 John Adams Parkway Idaho Ealls, ID 83401 JOB NO. 06234 SHEET NO. (208) 523-6918 CALCULATED BY Mark Andrus DATE 6-7-096 CHECKED BY DATE V. Wind Loads -Components 8~ Cladding• Buildings~60' & Alternate design 60'<h<90' Kz = Kh (case I) = 0.86 GCpi = +/-0.18 NO"f E: [f tributary area is greater than Base pressure (qh) = 15.2 psf a = 4.5 ft 700sf, MW['RS pressure may be used. Minimum parapet height a[ building perimeter = 0.0 tt Roof Angle = 26.6 deg Type of roof =Hip Roof Are. Negative Zone Negative Zone Negative Zone Positive All Zone Overhang Zone Overhang Zone Walls Aret Negative Zone Negative Zone Positive Zone 4 & Parapet GCp +/- GC pi Surface Pressure (psf) User input 10 sf 50 sf 100 sf 10 sf 50 sf l00 sf 20 sf 70 sf -L08 -1.01 -0.98 -16 pst -15 pst -15 psf -16 pst -15 pst -1.88 -1.53 -1.38 -29 pst -23 psf -21 pst -26 ps -22 ps -2.78 -2.36 -2.18 -42 pst -36 pst -33 pst -39 pst -34 pst 0.68 0.54 0.48 10 psf 10 psf 10 pst l0 psf 10 pst -2.20 -2.20 -2.20 -33 pst -33 pst -33 pst -33 pst -33 pst -3.70 -2.86 -2.50 -56 pst -43 pst -38 pst -51 pst -41 psf GCp +/- GC pi Surface Pressure (pst) User input 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 50 sf 200 sf -1.28 -L10 -0.98 -19.4 ps -16.7 pst -14.9 psf -17.5 pst -15.9 psf -1.58 -1.23 -0.98 -24.0 pst -18.6 pst -14.9 psf -20.2 pst -17.0 pst 1.18 1.00 0.88 17.9 psf 15.2 psf 13.3 pst 16.0 psf 14.4 ps qp = 0.0 psf CASE A =pressure towards building CASE B =pressure away from building Solid Parapet Pressure 10 sf 100 sf 500 sf 'ASE A : Interior zone : 0.0 psf 0.0 psf 0.0 psf Corner zone : 0.0 psf 0.0 psf 0.0 psf 'ASE B : Interior zone : 0.0 psf 0.0 psf 0.0 psf Corner zone : 0.0 psf 0.0 psf 0.0 psf ~ ~ I t; ~ I ~ I ! I 0.•e I ~I I ;.,, i ~rl i i : - --• ---- -•-- -•-- ---- I---• -~-- - -- I I ~ - - I €~ I I I,,, I I I I ~.- I ...>- ---- --- I I I I cal ,>q, -----r-~- ' r f 8 _< 7 degrees and Monoslope roofs Monoslope <_ 3 degrees 3° < 0 < 10° ~~ d ii ~ c`~ . ci 'ct I I- ----....• ---~ ---..--- ----- - ~'`~ --1 ; ~` ~~ - ~ {-- - ~ 1}...(tip ~' ~ ~._(;,%- -t_ ~~ --• --- ~ G) I I I I I I I ' I f i I I I °° --1 I ,.: - I I ,,} I `n ~!v) I I' I ` i I ~;ll I I ! I I I I r i, l' I~': E :f'~ hid I I~ f I ' I I I ~ ~ I I~ I.. _ - .a I i I I I I i I I I I I Monoslope roofs 10° < 0 5 30° 0 > 7 degrees rte, ~" i ~' i' ~'~ ~~ ''~ ,~. ~ - a ~~ ~- ~ v'Y'r~ I.. - ~.~~~ S Y= is ti-. ~~'. I `~ i ~ I I ! t., I i ~ ~` ~ I ,. :t~ii1 `.C~~~ ~ ~ ~~ s i ~ A > 7 degrees Z.~ ' GBcS Structrual Engineers 1600 John Adam_~ Parkway JOB TITLE Bagley Professional Building Idaho Falls, ID 83401 JOB NO. 06234 SHEET NO. (208) 523-6918 CALCULATED BY Mazk Andrus DATE 6-7-096 CHECKED BY DATE VI. Seismic Loads: Seismic Use Group : I Importance Factor (Ie) : L00 Site Class : D SS (0.2 sec) = 60.60 %g Zip Code Search for Ss & S1: S1 (1.0 sec) = 19.30 %g ht[p://egin[.cr.uses eov/eq-men/htnil/zipcode-06 html Fa = 1.31 S Sm~ = 0.797 Sds = 0.531 Design Category = Fv = 2.028 Sml = 0.391 Shc = 0.261 Design Category = Seismic Design Category = D Section 1616.3 Exception Applies Number of Stories: 1 Structure Type: Light Frame Plan Structural h-regularitiesi~'o plan Irregularity Vertical Structural hregularitiesNo vertical Irregularity Flexible Diaphrams: No Building System Bearing Wall Systems Seismic resisting system Light frame walls with shear panels -wood structural panels/sheet steel panels System Building Height Limit:65 ft Actual Building Height (hn) =16.0 ft See ASCE7 Section 9.5.2.2.4&S for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS IBC2003 Simplified Analysis Response Modification Factor (R) = 6.5 6.5 System Over-Strength FactorQ2o) = 3 3 Deflection Amplification Factor (Cd) = 4 4 Sds = Shc = Code Reference Section for Detailing Seismic Load Effect (E) Special Seismic Load Effect (Em) PERMITTED ANALYTICAL PROCEDURES D D 0.531 0.261 2306.4.1 / 221 1 p =redundancy coefficient p QE +/- 0.2Sns D = p QE +/_ 0.106D QE =horizontal seismic force S2o QE +/- 0.2~s D = 3.0 QE +/- 0.106D D =dead load Index Force Analysis (Seismic Category A only) Simplified Analysis -Permitted Design Base Sheaz V=1.2SdsW/R = 0.098W Equivalent Lateral-Force Analysis - Pemutted Building period coef. (C~= 0.020 Approx fundamental period (Ta) = CTh°" _ User calculated fundamental period (T) _ Seismic response coef. (Cs) = SdsIe/R = need not exceed Cs = Shc Ie/RT = but not less than Cs = ~.044SdsIe USE Cs = Model, Linear & Nonlinear Response Analysis ALLOWABLE STORY DRIFT Method Not Permitted Cu = 1.44 0.160 x= 0.75 Tmax = CuTa = 0.230 0 Use T = 0.160 0.082 0.251 0.023 0.082 Design Base Shear V =0.082W - Permitted (see code for procedure) Structure Type: All other structures Allowable story drift = 0.020hsx where hsx is the story height below level x Z ~ 5~ ' ` G&S Structrual Engineers JOB TITLE Bagley Professional Building 1600 John Adams Parkway ldaho Falls, lD 83401 __ _ _-- - JOB NO. 06234 SHEET NO. (208) 523-6918 CALCULATED BY Mark Andrus DATE 6-7-096 CHECKED BY DATE VI. Seismic Loads -cont. Seismic Design Category = D CONNECTIONS Force to connect smaller uortions of structure to remainder of structure Fp = 0.133SoswP = 0.07 wP or Fp = O.SwP = 0.05 wP Use Fp = 0.07 wP wP = weight of smaller portion Beam, girder or truss connection for resisting horizontal force parallel to member FP = no less than O.OS times dead plus live load vertical reaction Anchorage of Concrete or Masonry Walls to elements providing lateral support Fp =0.81eSdsWw = 0.425 ww or Fp = 0. I ww = 0.10 ww Use Fp = 0.43 ww but not less than 280.0 plf Connection force given is for flexible diaphragms (use architectural components for ridgid diaphrams) MEMBER DESIGN Bearing Walls and Shear Walls (out of plane force) Fp = 0.40IeSosww = 0.213 ww or Fp = 0.1 ww = 0.10 ww Use Fp = 0.21 ww Diauhragms Fp = (Sum Fi /Sum Wi)Wpx +Vpx = (Sum Fi /Sum Wi)Wpx +Vpx need not exceed 0.4 SdsleWpx +Vpx = 0.213 Wpx +Vpx but not less than 0.2 SdsleWpx +Vpx = 0.106 Wpx +Vpx ARCHITECTURAL COMPONENTS SEISMIC COEFFICIENTS Architectural Component : Cantilever Elements (Unbraced or Braced to Structural Frame Below Its Center of Mass) Importance Factor (Ip) : 1.0 Component Amplification Factor (a P) = 2.S h= 16.0 feet Comp Response Modification Factor (R P) = 2.S z= 50.0 feet z/h = 1.00 Fp = 0.4aPSdslpWp(1+2z/h)/Rp = 0.638 Wp not greater than Fp = 1.6SdslpWp = 0.850 Wp but not less than Fp = 0.3SdslpWp = 0.1 S9 Wp use Fp = 0.638 Wp MECHANICAL AND ELECTRICAL COMPONENTS SEISMIC COEFFICIENTS Mech or Electrical Component : General Electrical -Distribution systems (bus ducts, conduit, cable tray) Importance Factor (Ip) : 1.S Component Amplification Factor (a P) = 2.S h= 16.0 feet Comp Response Modification Factor (R P) = S z= 50.0 feet z/h = 1.00 Fp = 0.4aPSds-pWp(1+2z/h)/Rp = 0.478 Wp not greater than Fp = 1.6SdsIpWp = 1.275 Wp but not less than Fp = 0.3SdsIpWp = 0.239 Wp use Fp = 0.478 Wp 2 ~ ~II Bagley Office Building Date and Time: 6/7/2006 4:12:50 PM MCE Ground Motion -Conterminous 48 States Zip Code - 83440 Central Latitude = 43.763462 Central Longitude = -111.609017 Period MCE Sa (sec) (%g) 0.2 060.6 MCE Value of Ss, Site Class B 1.0 019.3 MCE Value of S1, Site Class B Spectral Parameters for Site Class D 0.2 079.4 Sa = FaSs, Fa = 1.31 1.0 039.2 Sa = FvS 1, Fv = 2.03 Z'1 • ~ G&S Structrual Engineers 1600 John Adams Parkway Idaho Falls, ID 83401 (208)523-6918 VII. Snow Loads -Flat, Gable 8 Hip Roofs Ortl Roof slope = 26.6 deg Horiz. cave to ridge dist (W) = 22.5 ft Roof length parallel to ridge (L) = 140.0 ft Type of Roof Hip or gable Ground Snow Load Pg = 50.0 psf Importance Category = ll Importance Factor I = I.0 Thermal Factor Ct = 1.00 Exposure Factor Ce = 1.0 Pf=0.7*Ce*Ct*I*Pg = 35.Opsf Pf min = 0.0 psf Flat Roof Snow Load Pf = 35.0 psf Rain on Snow Surchazge = 0.0 psf Unobstructed Slippery Surface (per Section 7.4) = no Sloped-roof Factor Cs = 1.00 JOB TITLE Bagley Professional Building JOB NO. 06234 SHEET NO. CALCULATED BY Mark Andrus DATE 6-7-096 -- --- - CHECKED BY DATE Exposure Factor, Ce Exposure of roof Terrain Full Partial) She ltered A n/a I.I 1.3 B 0.9 1.0 1.2 C 0.9 1.0 1.1 D 0.8 0.9 I.0 Above [recline 0.7 0.8 n/a Alaska-no trees 0.7 0.8 n/a Design Roof Snow load = 35.0 psf ("balanced" snow load) NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the Building Official Minimum = 35.0 psf design roof snow load so as to produce the greatest possible effect -see code. Unbalanced Snow Loads -for Hin & Gable roofs only 70/W + 0.5 = 3.6 deg Unbalanced snow loads must be applied Windward snow load = 10.5 psf = 0.3*Pf"Cs Leeward snow load = 52.5 psf = 1.2(1+b/2)Ps/Ce Leeward Snow Drifts -from adiacent hieher roof Upper roof length lu = 0.0 ft Projection height h = 0.0 ft Building separation s = 0.0 ft Adjacent structure factor 1.00 Snow density y = 20.5 pcf Balanced snow height hb = 1.71 ft hc= -1.71 ft he/hb = -I.0 Therefore, no drift Drift height hd = 0.00 ft Drift width w = -13.66 ft Surcharge load: pd = y*hd = 0.0 psf Windward Snow Drifts -Against w alls parapets etc more than l5' long Building roof length lu = 0.0 ft Projection height h = 0.0 ft Snow density y = 20.5 pcf Balanced snow height hb = 1.71 ft he = -1.71 ft hc/hb = -1.0 Therefore, no drift Drift height hd = 0.00 ft Drift width w = -13.66 ft Surcharge load: pd = y*hd = 0.0 psf Zt r Project Gt ~~ /Y~!;`-~P~'S'i~n~~` ~.~~~, Project No. ~~~y Date ~9' 7-J(~ Designed By ~ ~~Z ~ e is rn i c, U = Cs (.~ Cs = - ~ Z 1 g7 x`77 1.~~ wNS = (,Z(3S~fi2~)c,ti~, + yZ~i~) .o(~is~ z /775 97 /ss V~,,J = -5 3~2 ass YES i /~/ 5 ~?- Ias ~ z - Zv C~ -+~~ ~ , = Cry A 1 = ~O ~W `~;r ~M~ z 1 3`!2L ~ ~ ~O' /f :1'Y2 L D ~~ (,Q 5 7. 7 -Q ~.J l /ys~~ ~E,~ ~ /,oZ , 09 P ,vJ z -, 7b < 1, ~ °~ ~ Z ~, ~ a7 DNS = 1,02 ~IySC?~) , 7 = /v 3 97 /~s G&S Structural Engineers ~~ wf ~~ Sheet ~_ + Pro~ect 1 ~ ~/d '~G~'I~'~ ~~~ Project No. ~~0 23 `~ Date ~--~ ~ d (Q Designed By c.~-~~~ ~~ /~ !,Jin~ ~_ - ~~ O ~ ~ /~C~S~ /~ j-:~'GC: /%l ~"h~ ~P,f~~ l~c°J~ ifs ~ 1'~,.,J ~C~ _ '%Z~1O~ I`1v~/~/,3~ t ~z(ZS~C9~2~ t'-1~3+ ~~L~~~~3(i~1~3~ _ /2 g 3 2 15s ` 2 ~ U~J"b ~SS ~ S~/Jrri~c. ~ F~r1~ L'`rr~r-v/j v ~ i '~ DNS - /2~IU~`l5 (r`I-3~ ~ Jy(iS~S(~~i~3~ ~- ~i (iv~9 ~2~~1~~2-1~1•3> y~ 9s /~s ~~ ~%~ ~~i ( lO) ~/5 t z (y7 s)1 z~ io z .~/a o /~s ~ G~ -< s~~~,~~~ ~G ~+~-~ easy ~ ~ar~-~ ~G,.~ rr~~ ~ ; ~as-l- l i..)e~~- ~rc~_~~,'~ 21 rdUV I~vs Cw~~~ Igor ~-~ 1 5v H7-~^ '~ ; ~ c~ ~.•~+ 1 d 3 9 7 (bS (~ e'rs w+,'t, G&S Structural Engineers Sheet 3 . ~. Pro ect ~ /~ ~r-~:1~~;:nc% R ~~~, 1 ~ ~~9'/ / P ~c y Project No. ~(~23 y Date ~~~-C)(Q Designed By ~~~__ ~= ~,/r~S 1 ~C/Ur ~rG Qnra~ rr~ i-.---y L ~ ~ D - i L3 l~Jc 3 _ (~~ = '~ I ~ 5 / l~/U = ? 7 p l.C. 7 ~.~-~a~ na,,l, n~~ Y?V ~u' !vr .~;',~ 1 ^~ ~, ` L~ ~L ~ G t I l~K ~ / ~ 2 ~ n r'rvr. ~.~ ~a~~~ Zug 214 i _ , \ D -_,_ / _1 __.- __._ _-___-~ 7v /u~ 2 I~218[~v ', (;~~~~Zjg ~?g 15~ ~~- lbf / ~/o J / ~ ~~J~ _ ~/ y S z 8 r.) 78 )a1 ,~T,F = g y 7f /3 Cs. s~ S/3 ~j ~ < f ~ ~ d~L _ ~c ~ ~ s o/C, ~~.L~ ~13L t~ ~nt,~"rf ? MME 8o~,~F-dos - ~b~ ~ V ~~ '= !~ l3 ~s~ G&S Structural Engineers Sheet 3.3 Project -~~c.c~l~/~/~'=~c'.i~ -~~ ,~;;~ -- 7_ jj ~._~__ Project No.____~ ~ 23~- Date_ __ ~ - ~ -U Designed By ___ _ _ ~~__ -- _ S~P~.rW~.l1 SJe.s~yr ~ (.l~a~l .yttil-'r'fYG ~u~zL ~lirz.G F vt~~.t ~'r" ~Sg OG~ ~il'~ ~t~G~'tir SI~eGT ~t n' ~-`j (I 55~ ~~ { Kro ~ ~~ I ~) ?Ze~ ur,b.~ ~ ~r~ ~/lam fJc+ ~-~ .T~ ~~ '~ ~l ~ 7 . ~ ~~z ~ ~ ° 3~ ~~ si99 q i ~ ~, ,z ~J,~ v ~, ~ ~'~~ ~9~, s 'iZ~ ,~?~,> ~ g -~ y ~~ r z ~i u ^~ Z ~ ~' ~ 2 , ~ Cn~~ 2_ L ~ g 3 ~ ~ 2 ; . c ~~ ; N = lu~w / ~ J / J ~ ~' j ; J . ~ _ . _ + ~ . _ x _ t _ _ _ _ __ _ 3 _ , ! t ~ ._ I_ ._ ~ a t _._ ' i , ~ ~ ~ 's _ ~' ~ t { ...,., v.-.._,_ - G&S Structural.Engineers - - -_ ~,- _ Sheet. { Y ~ ' / U Project ~~'g~~ f~ i~~~,~~~~ ~ r~g Project No. ~~p2~/ Date (~-~-D~/ Designed By /~~ /,L~1/~~ ..~c;~~_ ~P , /~~ ,, ~ ~ /~~ec-,~,~„ ~%h~ ~ ~ G~,J ~r~~~S /~J ~ %~ /~a ~ r_r'~G~ ,~..P f'lOl~ h~1, i ~ r, o -rho /i(..1GJ~' Gf/'G %UG~ C ~jf'U'r//~ ~- /-o s~j~~~~' or-M ~ ag3(~v~y = ~s32v -'~-Jbf J O" f~.rarn ~~ ~v y~e = ~ ~ yr /b o r/~I ~ ~ ~ ~ ~~L~ !~ = ZZ 9f3v ~~ -~~r .~ ~ fie. ~ ~ y~ a /~s G&S Structural Engineers Sheet ~ ~ S ~ ~ f r"r4 , Project r~?t ~G?~n =.~ rr~~~~ ~,'~; ~~^~'~~•, Pro~ect No. ~(~ 23 c ~ ~ Date :~ _~ -~ (~ /~ r / Designed By ~~~;;~..~ ~;,~.!r,,rd,^ ~' , -` ~r~ . ~a, yam,-~~~~,,. ` ~,,.'~ .. y- P,;^ ~_; ~ l ~0+~, ~ ~f H~.~r 4 W a~ - ~Iqv p~~ acJs~ - C3as ~,ll ~ 9 t- ~ ~'f.?r L .. 8 5 £S r,,~~ p L - ~! 9 0 ~wlr ~- /5,~ Z ljy~- J v ~.S ~S ~~._. ___.~.__..~ ..__.~.. ___.._.v. 3 ~~±a 1 S ~F~.~ G&S Structural. Engineers ~~.~~.. ~, 2-2~c~v's *~~.~~ ?~~.5 Zl(~ (i ~~0 r~ Sheet ~~~ COMPANY PROJECT G&S Structural Engineers Wood Wo r ks~ 1600 John Adams Pkwy., Suite 200 Idaho Falls, Idaho 83401 sor~µ.~Rtrrawo<-,nnts,c,~ June 8, 2006 11:39:27 Design Check Calculation Sheet Sizer 2004 ~ LOADS: (Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full UDL 490.0 No Load2 Snow Full UDL 858.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) o' d._~„ Dead 1117 1117 Live 1931 1931 Total 3048 3098 Bearing: LC number 2 Z Len th 1.6 1.6 Lumber n-ply, D.Fir-L, No.2, 2x10", 2-Plys Self Weight of 6.59 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in ) Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 108 Fv' = 207 fv/Fv' = 0 .52 Bending(+) fb = 962 Fb' = 1126 fb/Fb' = 0 .85 Live Defl'n 0.03 = <L/999 0.15 = L/360 0 .17 Total Defl'n 0.05 = <L/999 0.22 = L/240 0 .21 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 0.989 1.100 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+) LC# 2 = D+S, M = 3429 lbs-ft Shear LC# 2 = D+S, V = 3048, V design = 2004 lbs Deflection: LC# 2 = D+S EI= 158.29e06 lb-in2/ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow w=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded. Where beams are side-loaded, special fastening details may be required. ~r COMPANY PROJECT G&S Structural Engineers Wo o d Wo r k s`~ 1600 John Adams Pkwy., Suite 200 Idaho Falls, Idaho 83401 sorrw,Re roa wo~in nrsrc,~ June 8, 2006 11:40:08 Design Check Calculation Sheet Sizer 2004 LOADS: (Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Load1 Dead Full UDL 990.0 No Load2 Snow Full UDL 858.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS o' ~' Dead 1799 1799 Live 3003 3003 Total 9752 9752 Bearing: LC number 2 2 Len th 1.8 1.8 LVL n-ply, 1.8 E, 2600Fb, 1-3/4x9-1/2", 2-Plys Self Weight of 9.58 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001: (Ibs, Ibs-ft. or in ) Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 166 Fv' = 328 fv/Fv' = 0.51 Bending(+) fb = 1895 Fb' = 3086 fb/Fb' = 0.61 Live Defl'n 0.10 = L/815 0.23 = L/360 0.44 Total Defl'n 0.19 = L/435 0.35 = L/240 0.55 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fb'+ 2600 1.15 - 1.00 1.000 1.03 - 1.00 1. 00 - - 2 Fv' 285 1.15 - 1.00 - - - - 1. 00 - 1.00 2 Fcp' 750 - - 1.00 - - - - 1. 00 - - - E' 1.8 million - 1.00 - - - - 1. 00 - - 2 Bending(+) LC# 2 = D+S, M = 8315 lbs-ft Shear LC# 2 = D+S, V = 4752, V design = 3677 lbs Deflection: LC# 2 = D+S EI= 225.06e06 lb-in2/ply Total Deflec tion = 1.50(D ead Load Deflection) + Live Load Deflection. (D=dead L =live S=snow W=wind I=impact C=constructio n CLd=conc entrated) (All LC's are lis ted in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 4 BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. ~/ 3 COMPANY PROJECT Wood Wo r ks~ G&S Structural Engineers 1600 John Adams Pkwy., Suite 200 Idaho Falls, Idaho 83401 snrrwnReroxwornors~c,v June 8, 2006 11:41:17 Design Check Calculation Sheet Sizer 2004 LOADS: (Ibs, psf, or plf ) *Tributary Width (in) MAXIMUM REACTIONS (Ibs): 0' 10' Lumber Stud, D.Fir-L, No.2, 2x6" Spaced at 16" c/c; Self Weight of 1.96 plf automatically included in loads; Pinned base; Loadface = width(b); Ke x Lb : 1.00 x 0.00= 0.00 [ft]; Ke x Ld: 1.00 x 10.00= 10.00 (ft]; Lateral support: top = Lb, bottom = Lb; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC-IBC; SECTION vs. DE SIGN CODE NDS -2 001: (stress=psi, and in ) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.60 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00 - 4 Fv' 180 1.60 1.00 1.00 - - - - 1.00 1.00 1.00 4 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - Fc' 1350 1.15 1.00 1.00 0.495 1.100 - - 1.00 1.00 - 2 Fc'comb 1350 1.60 - - 0.379 - - - - - - 3 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 4 Fc* 1350 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 - 2 Bending(+): LC# 9 = .6D+W, M = 253 lbs-ft Shear LC# 4 = .6D+W, V = 101, V design = 101 lbs Deflection: LC# 4 = .6D+W EI= 33.27e06 lb-in2 Total Deflection = 1.50(Dead Lo ad Deflection) + Live Load Deflection. Axial LC# 2 = D+S, P = 1815 lbs Combined LC# 3 = D+.75(5+W) (1 - fc/FcE) = 0.82 (D=dead L=live S=snow W=wi nd I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -Columns (Structural Composite Lu mber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. Load Type Distribution Magnitude Location (ft] Pattern Start End Start End Load? Loadl Dead Axial UDL 990 (ECCent icity = 0.00 in) Load2 Snow Axial UDL 858 (Eccent icity = 0.00 in) Load3 Wind Full Area 15.20 (16.0)* No Dead Live 101 101 Total 101 101 Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 18 Fv' = 288 fv Fv' = 0.06 Bending(+) fb = 402 Fb' = 2153 fb/Fb' = 0.19 Axial fc = 220 Fc' = 845 fc/Fc' = 0.26 Axial Bearing fc = 220 Fc* = 1708 fc/Fc* = 0.13 Combined (axia compression + s de load bending) Eq.3.9-3 = 0.21 Live Defl'n 0.14 = L/876 0.67 = L/180 0.21 Total Defl'n 0.14 = L/876 0.67 = L/180 0.21 _l' L/ ~~~~y//, _ (\ ~'~tirhaCLL(Cr ~LLtulCCC 11 11 TJ-Bean>® 6.20 Serial Number 7005103775 11 7/8 TJ I® 210 @ 16 o/c User: 2 6/712006 12:07:37 PM Pagel Engine Version: 6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 4T o, a~ a ~ .a d 1 ~' 8" ~ 15' 8" d i 15' 8° Procluct Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group -Office Bldgs -Offices (psf): 50.0 Live at 100 % duration, 15.0 Dead, 20.0 Partition SUPPORTS: Input Bearing Vertical Reactions (Ibs) Ply Depth Nailing Detail Other Width Length Live/Dead/Uplift/Total Depth 1 Plate on masonry wall 3.50" Hanger 481 / 299 / 0 / 781 N/A N/A 1.50" H3: Top Mount Hanger None 2 Stud wall 3.50" 3.50" 1239 / 797 / 0 / 2037 N/A N/A N/A 63 None 3 Stud wall 3.50" 3.50" 1239 / 797 / 0 / 2037 N/A N/A N/A 63 None 4 Plate on masonry wall 3.50" Hanger 481 / 299 / 0 / 781 N/A N/A 1.50" H3: Top Mount Hanger None -See TJ SPECIFIER'S /BUILDERS GUIDE for detail(s): H3: Top Mount Hanger,63 HANGERS: No Manufacturer Selected Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 H3: Top Mount Hanger NONE FOUND 0/12 0 N/A N/A N/A Douglas Fir 4 H3: Top Mount Hanger NONE FOUND 0/12 0 N/A N/A N!A Douglas Fir DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 1066 1000 1655 Passed (60%) Rt. end Span 3 under Concentrated ALTERNATE span loading Vertical Reaction (Ibs) 2037 2037 2145 Passed (95%) Bearing 2 under Floor ADJACENT span loading Moment (Ft-Lbs) -2989 -2989 3620 Passed (83%) Bearing 2 under Floor ADJACENT span loading Live Load Defl (in) 0.211 0.384 Passed (U875) MID Span 1 under Floor ALTERNATE span loading Total Load Defl (in) 0.313 0.769 Passed (U590) MID Span 1 under Floor ALTERNATE span loading TJPro 44 30 Passed Span 2 -Deflection Criteria: STANDARD(LL:U480,TL:U240). -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non-residential floors have been considered for reaction and shear. -The load conditions considered in this design analysis include alternate and adjacent member pattern loading. PROJECT INFORMATION: OPERATOR INFORMATION: G&S Structural Engineers 1600 John Adams Pkwy, Suite 200 Idaho Falls, ID 83401 Phone:208-523-6918 Fax :208-523-6922 GS@DATAWAV.NET Copyright ° 2005 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beam® are registered trademarks of Trua Joist. e-I Joist", Proms and TJ-Pro° are trademarks of Trus Joist. `/,,,~ ~~~~~~ -AVCEycrhacuur Utuirxsc TJ-Beam® 6.20 Serial Number: 7005103775 User: 2 6/7/2006 12:07'37 PM 11 7/8" TJ I® 210 @ 16" o/c Paget Engine Version: 6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling -None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.39 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: Copyright ~ 2005 by Trus Joist, a Weyerhaeuser Business TJIm and TJ-eeam® are registered trademarks of Trus Joist. e-I Joist^, Pro^ and TJ-Pro^ are trademarks of Trus Joist. OPERATOR INFORMATION: G&S Structural Engineers 1600 John Adams Pkwy, Suite 200 Idaho Falls, ID 83401 Phone:208-523-6918 Fax :208-523-6922 GS@DATAWAV.NET `~ ~~ ,~~ TJ-Beam® 6.20 Serial Nu~erY7r005r103775~~tt` 11 7~V,~ TJ I® 21 0 ~ 6~r O~C User: 2 6/7!2006 72:07:38 PM Pa9e3 Engine Version: 6.20.76 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group " 15' 4.50" 15' 8.00" 15' 4.50" " Max. Vertical Reaction Total (lbs) 781 2037 2037 781 Max. Vertical Reaction Live (lbs) 481 1239 1239 481 Selected Bearing Length (in) 1.81(W) 3.50(W) 3.50(W) 1.81(W) Max. Unbraced Length (in) 46 42 58 42 46 Loading on all spans, LDF = 0.90 1. 0 Dead Shear at Support (lbs) 286 -396 334 -334 396 -286 Max Shear at Support (lbs) 286 -432 366 -366 432 -286 Member Reaction (lbs) 286 797 797 286 Support Reaction (lbs) 299 797 797 299 Moment (Ft-Lbs) 875 -1122 309 -1122 875 Loading on all spans, LDF = 1.00 1.0 Dead + 1.0 Floor Shear at Support (lbs) 694 -962 812 -812 962 -694 Max Shear at Support (lbs) 694 - 1049 888 -888 104 9 -694 Member Reaction (lbs) 694 1936 1936 694 Support Reaction (lbs) 727 1936 1936 727 Moment (Ft-Lbs) 2125 -2726 751 -2726 2125 Live Deflection (in) 0.146 0.023 0.146 Total Deflection (in) 0.249 0.039 0.249 ALTERNATE span loading on odd # spans, LDF = 1.00 1.0 Dead + 1.0 Floor Shear at Support (lbs) 748 -912 334 -334 912 -748 Max Shear at Support (lbs) 748 -995 366 -366 995 -748 Member Reaction (lbs) 748 1361 1361 748 Support Reaction (lbs) 781 1361 1361 781 Moment (Ft-Lbs) 2466 -1902 -470 -1902 2466 Live Deflection (in) 0.211 -0.131 0.211 Total Deflection (in) 0.313 -0.115 0.313 ALTERNATE span loading on even # spans, LDF = 1.00 1.0 Dead + 1. 0 Floor Shear at Support (lbs) 232 -446 812 -812 446 -232 Max Shear at Support (lbs) 232 -485 888 -888 485 -232 Member Reaction (lbs) 232 1373 1373 232 Support Reaction (lbs) 246 1373 1373 246 Moment (Ft-Lbs) 577 -1947 1531 -1947 577 Live Deflection (in) -0.07 0 0.155 -0.070 Total Deflection (in) 0.044 0.171 0.044 PROJECT INFORMATION: Copyright ° 2005 by Trus Joist, a Weyerhaeuser Buaineas TJI° and TJ-Beam° are registered trademarks of Trus Joist. e-I Joist°,Pro" and TJ-Pro° are trademarks of Trus Joist. OPERATOR INFORMATION: G&S Structural Engineers 1600 John Adams Pkwy, Suite 200 Idaho Falls, ID 83401 Phone:208-523-6918 Fax :208-523-6922 GS@DATAWAV.NET `~, 7 ~~~~ AV(EEyI'fhacLLCC( ~LLtl(IC(t 11 11 TJ-Beam 6.20 Serial Number. 7005,03775 11 7/8 TJ I® 210 @ 16 o/c User: 2 6/7/2006 12:07:38 PM Page4 EngineVeraion:6.20.,6 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADJACENT span loading over support # 2, LDF = 1.00, 1.0 Dead + 1.0 Floor Shear at Support (lbs) 677 -978 890 -734 430 -249 Max Shear at Support (lbs) 677 -1066 971 -804 468 -249 Member Reaction (lbs) 677 2037 1273 249 Support Reaction (lbs) 710 2037 1273 263 Moment (Ft-Lbs) 2021 -2989 1172 -1684 666 Live Deflection (in) 0.126 0.092 -0.048 Total Deflection (in) 0.229 0.107 0.061 ADJACENT span loading over support # 3, LDF = 1.00, 1.0 Dead + 1.0 Floor Shear at Support (lbs) 249 -430 734 -890 978 -677 Max Shear at Support (lbs) 249 -468 804 -971 1066 -677 Member Reaction (lbs) 249 1273 2037 677 Support Reaction (lbs) 263 1273 2037 710 Moment (Ft-Lbs) 666 -1684 1172 -2989 2021 Live Deflection (in) -0.048 0.092 0.126 Total Deflection (in) 0.061 0.107 0.229 PROJECT INFORMATION: OPERATOR INFORMATION: G&S Structural Engineers 1600 John Adams Pkwy, Suite 200 Idaho Falls, ID 83401 Phone:208-523-6918 Fax :208-523-6922 GS@DATAWAV.NET Copyright ° 2005 by Trus Joist, a Weyerhaeuser Business TJI° and TJ-Beam° are registered trademarks of Trua Joist. e-I Joist"', Pro"' and TJ-PIO° are trademarks of Tzus Joist. ~/ / r a Project 1~t ~~`~~ ;,~~,.~~J , ~~p~ , Project No. Q~~23y Date ~~ ~-(](~ ~,/~ Designed By ~-:~~-1~-,~ ~~~~5 r ~a ~ / ~~ ~ /Z ~ `~- ~OY`l Z ~ ~~ ~Z ~` L ~IdU`I' ~ -,~p'G~ /`~'~' Zi ~~~ vUal~ ~ ~L = 13 -3 ~I-F ~ ~e^y ~=~~'' ~ti~~- DL ~ Z ~i ~ ~ /,=' ~(~~~ ~~SGh,~~l ~l?~/~~'~:/ ~ ~L ~ ~/'~~ D ~~" -~7 /C~ ~ ?~ ~i'-U k c°G"r.~ ~~ L ~G b ~ QI o~ ~ /~/f93 ~ l.^- ~sj~~~-- ~a~Nrr~rl l~~c~ ~P~ ~/ ~L ~ 837'- Ib~ - - ~0 "~ ~ =~~~~;~~~ 17G ~ ~l 7 f5 5 /bs ~~s~ ~ G ~ /l ~l/9 /bl DL ~ 5 2 s lbs G&S Structural Engineers Sheet S Company G & S Structural Engineers June 8, 2006 Designer :Mark Andrus Job Number : 06234 Bagley Professional Building Checked By: Sketch Details A B ^x #4@5 in .Z w '. ~ ~ ~ •~ (h I ~ I ! O I i ~ II 'j r-+ ~ D 1 ft G ~' Controlling Z direction steel requires the following placement: Footing Elevation Region 1 (starts at A): 2 in Stee1:.02 in2(1 #4 @NA) Region 2 (middle): 12 in Steel:.25 in2(2 #4 @12 in) Region 3 (ends at D): 2 in Stee1:.02 inz(1 #4 @NA) Bottom Rebar Plan Geometry, Materials and Criteria Length :1 ft eX :0 in Gross Allow. Bearing :1500 psf Steel fy :60 ksi Width :1.333 ft eZ :0 in Concrete Weight :145 pcf Minimum Steel :.0018 Thickness :10 in pX : 3.5 in Concrete f'c :2.5 ksi Maximum Steel :.0075 Height : 0 in pZ :12 in Design Code : ACI 318-02 Footing Top Bar Cover : 3.5 in Overturning Safety Factor :1.5 Phi for Flexure :0.9 Footing Bottom Bar Cover : 3.5 in Coefficient of Friction : 0.3 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil :0 k Phi for Bearing :0.65 Loads k _ O _ - -- _ Vx_(k) _ Vz (k) __ _ Mx (k-ft) Mz (k-ft) Overburden (psf) DL 281_ _. _ r _ - ---- + -- 100 LL 1 313 - - - -- - ~~ - - +P -^ --- +Vx _ - ~ ~ +Vz +Mx ~ -z +Over +M - 111111 A D D C D C - --_ A D RISAFoot Version 2.0 [Untitled.rft] Page 1 ~~ Company G & S Structural Engineers June 8, 2006 Designer :Mark Andrus Job Number : 06234 Bagley Professional Building Checked By: Soil Bearin_q Description Categories and Factors Gross Allow.(psf) Max Bearing (psf) Max/Allowable Ratio ASCE 2 4.1-1 1 DL __ ~ 1500 _409.709 (A~ _ .273 J -- -- - ;_ ASCE 2 4.1-2 j 1 DL+1 LL _ _ __ _ , _ 1500 __ ~ 1394.46 (A) _~ .93 I A~ B D~ C 1DL QA: 409.709 psf QB: 409.709 psf QC: 409.709 psf QD: 409.709 psf NAZ : -1 in NAX :-1 in A B D C 1DL+1 LL QA: 1394.46 psf QB: 1394.46 psf QC: 1394.46 psf QD: 1394.46 psf NAZ:-1 in NAX:-1 in Footing Flexure Design (Bottom Bars Descri tion Cate ones and Factors _ _ Mu XX k ft _ Z Dir As m2 Mu- ZZ k-ft X Dir As mZ ) ACI 9-1 1.4DL+1.7LL 3 74611e 7 _ 1.33195e 8 ~ _ 305 ' ~ ~ _ 011 ACI 9-2 1.05DL+1.275LL+1.275WL _ 2.80958e 7 , - 9.98963e 9 -- .229 _ _ -- .008 ACI 9-3 --- - - .9DL+1.3WL ~-- ---- 6.14562e 8 I- ~- ~ 2.18511e-9 i .05 - - -, .002 : IBC 16-5 1.2DL+1 LL+1 EL 2.46067e 7 j 8 74903e-9 ~ .2 _ _ 007 L IBC 16-6 9DL+1 EL ~ 6.14562e 8 _ L 2 18511 a-9 L _ .05 .002 Note: Overburden and footing self weight are included in the DL load case. RISAFoot Version 2.0 [Untitled.rft] Page 2 5t 3 r Company G & S Structural Engineers June 8, 2006 Designer Mark Andrus Job Number : 06234 Bagley Professional Building Checked By: Sketch a .~, 0 D ~ ~____-_-~ C 1 ft Details C B ,..X #4@5 in Z t~ j ®' -- ~C 1 ft Controlling Z direction steel requires the following placement: Region 1 (starts at A): 6 in Stee1:.07 in2(1 #4 @NA) Region 2 (middle): 12 in Steel:.29 inZ(2 #4 @12 in) Region 3 (ends at D): 6 in Stee1:.07 in2(1 #4 @NA) Bottom Rebar Plan Geometry, Materials and Criteria I I a .~ I i o ~~ .~ ~ I j to ~- ~ ~ - --- I-~ MD G Footing Elevation Length :1 ft eX :0 in Gross Allow. Bearing :1500 psf Steel fy :60 ksi Width :2 ft eZ :0 in Concrete Weight :145 pcf Minimum Steel :.0018 Thickness :10 in pX :12 in Concrete f'c :2.5 ksi Maximum Steel :.0075 Height : 0 in pZ :12 in Design Code : ACI 318-02 Footing Top Bar Cover : 3.5 in Footing Bottom Bar Cover : 3.5 in Pedestal Longitudinal Bar Cover :1.5 in Loads Overturning Safety Factor :1.5 Phi for Flexure :0.9 Coefficient of Friction : 0.3 Phi for Shear :0.75 Passive Resistance of Soil :0 k Phi for Bearing :0.65 P (k). _ __-_ . __-Vx (k) Vz (k) - _ -----Mx (k-ft)- Mz DL ~ ..96 _ --- ----- - - LL 256 i t -- --~---_ Overburden (psf) ~ 100 _ } +P +Vx +Vz ~+Mx +IVIz +Over __ __ A D D C D C A D RISAFoot Version 2.0 [Untitled.rft] Page 1 Jt~i Company G & S Structural Engineers June 8, 2006 Designer :Mark Andrus Job Number : 06234 Bagley Professional Building Checked By: Soil Bearin Description Categories and Factors Gross Allow.(psf) Max Bearing (psf). _ Max/Allowable Ratio ASCE 2 4.1-1 1DL - ----~---- _.- -- -~ r--- -- -- __ _- __ ___- I ___ 1500_ ~ 650.833 A is _ .434 I ASCE 2 4 1-2 ~,_1DL+1 LL -- __ -_~_ 1500_.,. -_L 778.833~A1 .519 A B D C 1DL QA: 650.833 psf QB: 650.833 psf QC: 650.833 psf QD: 650.833 psf NAZ :-1 in NAX :-1 in A~ B D~ C 1 DL+1 LL QA: 778.833 psf QB: 778.833 psf QC: 778.833 psf QD: 778.833 psf NAZ:-1 in NAX:-1 in Footing Flexure Design (Bottom Bars Description_ _ -- Categories_and Factors Mu-XX (k-ft) Z Dir As (inZ) Mu-ZZ (k-ft) X Dir As (inZ ) ACI 9 1 ACI 9 2 1.4DL+1.7LL - ~ -- --.. - -- 1 05DL+1 275LL+1 275WL -- .82192e-7 ~----- -~ 1.00335e-8 T.. - .141 005 - -- _ . . - 2.11644e-7 7.52511e-9 .106 004 I~ ACI 9 3 IBC 16 5 t9DL+1.3WL -- _ - - 1 2DL+1LL 1E - - 1.46437e-7 - - -- - 5.20667e-9 ~ _ _ __ .073 _ _ --- _ . .003 _ IBC 16-6 + . 1 L _ 1 9DL+1 EL ~ _ 2.2725e 7 1 46437e 7 ~ 8.08e-9_ ~ 5 20667e 91 _ _ .114 073 .004 - 00 J _ _--__ _ ___ . _ . - _ _ _ . __ _ 3- Note: Overburden and footing self weight are included in the DL load ca se. RISAFoot Version 2.0 [Untitled.rft] Page 2 $~, ~ y C Company G & S Structural Engineers June 8, 2006 Designer :Mark Andrus Job Number : 06234 Bagley Professional Building Checked By: Sketch ~~ X „A I B ~, __- s_ 12 in r ~ ~~ ( ~ q W .~ I E- _ r~ ~ }-- (Y1 Z ~' ~ N D4 ~C 1 ft Details D •~I O ~_ ,~ C g ,~X ~ 1 r #4@5 in Z ~ II w a M I '''~ M j ~ N ~ ~ D. -;C 1 ft Controlling Z direction steel requires the following placement: Region 1 (starts at A): 8 in Steel:.1 in2(1 #4 @NA) Region 2 (middle): 12 in Steel:.3 inZ(2 #4 @12 in) Region 3 (ends at D): 8 in Steel:.1 inZ(1 #4 @NA) u) ~ ~ -- ~ j MD C Footing Elevation Bottom Rebar Plan Geometry. Materials and Criteria Length :1 ft eX : 0 in Gross Allow. Bearing :1500 psf Steel fy : 60 ksi Width :2.333 ft eZ : 0 in Concrete Weight :145 pcf Minimum Steel :.0018 Thickness :10 in pX :12 in Concrete fc :2.5 ksi Maximum Steel :.0075 Height : 0 in pZ :12 in Design Code : ACI 318-02 Footing Top Bar Cover :3.5 in Overturning Safety Factor :1.5 Phi for Flexure :0.9 Footing Bottom Bar Cover : 3.5 in Coefficient of Friction : 0.3 Phi for Shear :0.75 Pedestal Longitudinal Bar Cover :1.5 in Passive Resistance of Soil :0 k Phi for Bearing :0.65 Loads P (k) Vx (k)_ V_z (k) __ Mx (k-ft) Mz (k-ft) Overburden (psf) DL 1.463 _ T i ~ 100 LL 1.382 +P --~ - - 1L ~ l~ - -~ r - x ~z +Over A D D C D C A D RISAFoot Version 2.0 [Untitled.rftJ Page 1 S (R Company G 8~ S Structural Engineers June 8, 2006 Designer :Mark Andrus Job Number : 06234 Bagley Professional Building Checked By: Soil Bearing _Description Categories and Factors Gross Allow. sf Max Bearin O _ - ,Ratio - - _ --- ASCE 2.4.1-1_ ~ 9DL 1500 p 804.977 ~Asf) Max/AISo3w7able -- ---- ASCE 2.4.1-2 ~ DL+1 LL 1500 1397.2~A~_ _ _ .932 A B D C 1DL QA: 804.977 psf QB: 804.977 psf QC: 804.977 psf QD: 804.977 psf NAZ : -1 in NAX :-1 in A B D C 1 DL+1 LL QA: 1397.26 psf QB: 1397.26 psf QC: 1397.26 psf QD: 1397.26 psf NAZ: -1 in NAX:-1 in Footing Flexure Design (Bottom Bars) Description Categories and Factors Mu-XX (k-ftl Z Dir As (inZ 1 Mi,-77 (k-ftl X fair Ac (inZ 1 ACI 9-1 1.4DL+1.7LL - ~' 6.22373e 7 ---- 2.21288e-8 474 .017 ACI 9-2 -- _ ACI9-3 _ 1.05DL+1.275LL+1.275WL _ .9DL+1.3WL _ ~ 4.6678e 7 _ 2.11306e-7 ~1.65966e-8 ~ 7 51311e-9 .356 161 .013 006 IBC --- . _ . . , 16-5 - -- 1.2DL+1 LL+1 EL 4.54492e 7 ~: 1.61597e-8 .346 .012 IBC 16-6 -- --- - .9DL+1 EL _ fi -- - 2.11306e 7 ~ 7.51311 a-9 --- --- .161 .006 ~ Note: Overburden and footing self weight are included in the DL load case. RISAFoot Version 2.0 [Untitled.rft] Page 2 S• '1 Company G & S Structural Engineers June 8, 2006 Designer :Mark Andrus Job Number : 06234 Bagley Professional Building Checked By: Sketch --- ~ a _____ -~ i o D C A B _ ~ X _ ------- -- i, -1- a ~, #4@11.67 in Z q ~ i ~ .,~ i o I w ,n -~-- ~' ---- J _~_ '~ i~ ~;D C ~; Footing Elevation #4@11.67 in D°_ _ °C 3.5 ft X Dir. Steel:.76 iri (4,#4) Z Dir. Steel:.76 in (4 #4) Bottom Rebar Plan Geometry, Materials and Criteria Length :3.5 ft eX :0 in Gross Allow. Bearing :1500 psf Steel fy :60 ksi Width :3.5 ft eZ :0 in Concrete Weight :145 pcf Minimum Steel :.0018 Thickness :10 in pX :8 in Concrete f'c :2.5 ksi Maximum Steel :.0075 Height : 0 in pZ :12 in Design Code : ACI 318-02 Footing Top Bar Cover :3.5 in Overturning Safety Factor :1.5 Phi for Flexure :0.9 Footing Bottom Bar Cover : 3.5 in Coefficient of Friction : 0.3 Phi for Shear :0.75 Pedestal Longitudinal Bar C over :1.5 in Passive Resistance of Soil : 0 k Phi for Bearing :0.65 Loads P (k) Vx (k)_ _ _ _ r_ Vz (k) Mx (k-ft) ---- Mz (k-ft) Overburden (psf) DL 4.785 ~ ~-- 100 LL ~ 8.374 +P ~~ ~ +Vx ~.+V ~ x !: z +M ~+IVIz +Over ~ ~ ~ , ii~iitt A D D C D C ~~ A D RISAFoot Version 2.0 [Untitled.rft] Page 1 S~ F3 Company G & S Structural Engineers June 8, 2006 Designer :Mark Andrus Job Number : 06234 Bagley Professional Building Checked By: Soil Bearin_q Description __ Categories and Factors Gross Allow.(psf) Max Bearing (psf) Max/Allowable Ratio ASCE 2 4 1-1 1 DL _ ASCE 2 4 1-2 1 DL+1 LL - - - I - 1500__ __ __ 1289289 (A) ? •404 A B A B D C D C 1DL QA: 606.003 psf QB: 606.003 psf QC: 606.003 psf QD: 606.003 psf NAZ : -1 in NAX :-1 in 1 DL+1 LL QA: 1289.6 psf QB: 1289.6 psf QC: 1289.6 psf QD: 1289.6 psf NAZ : -1 in NAX :-1 in Footing Flexure Design (Bottom Bars 1ription ies and Factors ___ t g Mu5 97k ft) Z Dir As rnZ ~ Mu-ZZ k-ft Dir As i~ ( ) ACI g Y 1.4DL+1 7 L _ ~ _ ~ .198 ~ ~ 7.061 X 255 ACI 9-2 A CI 9 3 i 1.05DL+1.275LL+1.275WL 9DL 4.123 - _ ~ .148 ~ 5.296 .19 I _ - . +1.3WL ~ 1.491 .053 ~ _ 1.916 .068 ~ IBC 16-5 IBC 16 6 1.2DL+1LL+1EL _ ___~ 3.858 _ __ _ _ _ .138 _ 1 ~ _ 4.955______ , .178 - .9DL+1 EL 1.491 I .053 __ _1_.91__6 __ j .068 ~ Note: Overburd en and footing self weight are includ ed in the DL load ca se. RISAFoot Version 2.0 [Untitled.rft] Page 2 ~9 Company G & S Structural Engineers June 8, 2006 Designer :Mark Andrus Job Number : 06234 Bagley Professional Building Checked By: Sketch ~ ~~ __ - -4- ° D C Details A B ~'~ x I ~ w _:. ~~- - D ~ - -- -- - __ --9 C 4 ft X Dir. Steel:.86 in (5,#4) Z Dir. Steel:.86 in (5 #4) Bottom Rebar Plan Geometry, Materials and Criteria Z -- - - ~ ~ ~~ •~+ ~ o ~~ ~ ~ ~; D C Footing Elevation Length :4 ft eX : 0 in Gross Allow. Bearing :1500 psf Steel fy :60 ksi Width :4 ft eZ :0 in Concrete Weight :145 pcf Minimum Steel :.0018 Thickness :10 in pX :8 in Concrete fc :2.5 ksi Maximum Steel :.0075 Height : 0 in pZ :12 in Design Code : ACI 318-02 Footing Top Bar Cover : 3.5 in Footing Bottom Bar Cover : 3.5 in Pedestal Longitudinal Bar Cover :1.5 in Loads Overturning Safety Factor :1.5 Phi for Flexure :0.9 Coefficient of Friction : 0.3 Phi for Shear :0.75 Passive Resistance of Soil :0 k Phi for Bearing :0.65 DL LL P #4@10.25 in #4@10.25 in RISAFoot Version 2.0 [Untitled.rft] Page 1 vim. / D +p .+Vx ~+Vz ~+Mx ~+Mz +Over A D D C D C A D .. LL Company G & S Structural Engineers June 8, 2006 Designer :Mark Andrus Job Number : 06234 Bagley Professional Building Checked By: Soil Bearin_q Description Categories and Factors Gross Allow.(psf) Max Bearing (psf) Max/Allowable Ratio --- - 2.4.1-1 1 DL 1500 ~__ - 624.479 A ~-416 _ _---- --------- ------- ASCE 2.4.1-2 1 DL+1 LL 1500 1338.17 (A) .892 ~ A- B A- B D-C D-C 1DL QA: 624.479 psf QB: 624.479 psf QC: 624.479 psf QD: 624.479 psf NAZ : -1 in NAX :-1 in 1DL+1LL QA: 1338.17 psf QB: 1338.17 psf QC: 1338.17 psf QD: 1338.17 psf NAZ: -1 in NAX:-1 in Footin_g Flexure Design (Bottom Bars) Description CatedOrlPS arlri Far nrC Mi i_XY /L_f41 7 rlir A.+ /7.,2 ~ ee.. ~~ ~~. cad v n:_ w _ .~_2 ' _ACI 9-1 _--- 1.4DL+1.7LL _ 9.394 ~ .339 ~ ~ 11.597 ~ v .421 \~ ~' ACI 9-2 _ 1.OSDL+1.275LL+1.275WL _ __ _ 7.045 .254 8.698 .314 ACI 9-3 .9DL+1.3WL _ 2.529 _ .09 _ 3.122 112 IBC 16-5 _ -- 1.2DL+1 LL+1 EL __ 6.584 , .237 8.128 . .293 IBC 16-6 .9DL+1 EL - -- 2.529 i _.09 3.122 .112 Note: Overburden and footing self weight are included in the DL load case. 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