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Home My WebLink AboutCO & DOCS - 05-00224 - 293 Airport Rd - Airplane Hangar CITY OF R~.xsuR~ AMERKA5 FAMILY COMMUhI fY Building Permit No: Applicable Edition of Code: Site Address: Use and Occupancy: Type of Construction: Design Occupant Load: Sprinkler System Required: CERTIFICATE OF OCCUPANCY City of Rexburg Department of Community Development 19 E. Main St. / Rexburg, ID. 83440 Phone (208) 359-3020 /Fax (208) 359-3022 05 00224 293 Airport Rd 1-~~N ~A~ `~~ N/~- N~ Name and Address of Owner: Tanner Nyle 2245 S 2000 W Rexburg, ID 83440 Contractor: ~T~/ Special Conditions: n/p JV~ Occupancy: S - Z. '' Q~~- This Certificate, issued pursuant to the requireme,-~~ v- ~ecnon ivy ofthe International Building Code, certifies that, at the time time of issuance, this building or that portion of the building that vies inspected on the date listed vies found to be in compliance v-ith the requirements of the code for the group and division of occupancy and the use for tnhich the proposed occupancy wes classified. Date C.O. Issued: August C.O Issued by: 25, 20 (03:03 M) G%C~ Building Official There shall be no further change in the existing occupancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any portion thereof until the Building Official has reviewed and approved said future changes. e Water Department~~ ~ ~ °~ ~ """"~ ~ Fire D State of Idaho Electrical Department (208-356-4830): CITY OF REXBURG BUILDING PERMIT APPLII 19 E MAIN, REXBURG, ID. 208-359-3020 X322 PARCEL NUMBER: ~Q~ SUBDIVISION: PERMIT # ~~ ~ 0 a'a'~ ~ATION Please complete the entire Application! 83440 If the question does not apply fill in NA for non applicable ;~(QC,~•}Da`~ i~o i (We will provide this for you) UNIT# BLOCK# LOT# (Addressing is based on the information -must be accurate) PROPERTY ADDRESS: PHONE #: Home (may) ~ ~ •- ~,p~f~ Work ( ) OWNER MAILING ADDRESS:o2(a, EMAIL ~ FAX TATE:~ZIP:~~ APPLICANT: (If other than owner) (Applicant if other than owner, a statement authorizing applicant to act as agent for owner must accompany this application.) APPLICANT INFORMATION: ADDRESS CITY: STATE; ZIP EMAIL FAX PHONE #: Home ( ) Work ( ) Cell ( ) CONTRACTOR: MAILING ADDRESS: ' ` CITY~~ STATE ~ ZIP_~D PHONE: Home# Work# 3~1P`rj~jaC,,,Cell# EMAIL 1~~~..~~~.1~~~~ ~;,•,ttti.~c.~t~:.~ ,3~l • Tg~~ How many buildings are located on this property? ~ Did you recently purchase this property No Yes (If yes give owner's name) Is this a lot split NO YES (Please bring copy of new legal description of property) PROPOSED USE: Air~P+,y •~ ~-}„~ (i.e., Single Family Residence, Multi Family, Apartments, model, Garage, Commercial, Addition, Etc.) APPLICANT'SSIGNATURE,CERTIFICATIONANDAUTHORIZATION: under penalty of per~ury,lherebycertifythatl 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 7.oning Commission or the City Council for the City of Rexburg shall be truthful and cottect. 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. NOl'E: The building official may revoke a permit on approval issued under the provisions of the 2000 International Code in cases of any false statement or misrepresentation of fact in the application or on th~~~~~ ^^ ••~~ich the permit or approval was based. Permit void if not started within 180 days. Permit void if work stops for 180 days. ~''~ 4 '~ J ~l ~tft.c. l~ Signature o „ caner/Applic nt 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 January 1. 2005. City of Rexburg's Acceptance of the plan review fee does not constitute plan approval CONTACT PHONE # ~9~ • fi~[7,3 ~ /~ Cell ( ) ~~/~ • ~~~_ 3 rjc~R4 CITY ~_ RExBUR~ ~ge48H60~~ AMERICA'S FAMILY COMMUNITY 19 E. Main (PO Box 280) Phone: 208-359-3020 x326 Rexburg, Idaho 83440 Fax: 208-359-3024 www.rexbum.ora comdev .rexbura.ora State of Idaho County of Madison I, Name City Being first duly sworn upon oath, depose and say: Address State (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 yeaz first above written. Notary Public of Idaho Residing at: ~ps~ ~,~..p~~~+,~ ~~~~~, -~~,,~ My commission expires: Cot-~v Affidavit of Legal Interest 2 **Building Permit Fees are dyy~~at time of application** **Building Permits are ~f you check does not clear** Please complete the c~tire Application! If the question does not apply fill in NA for non applicable NAME f PROPERT ADDRESS '~(dj ~~~~~- Permit# SUBDIVISION _~ ' ~ 3 Dwelling Units:/ f~ parcel Acres: SETBACKS FRONT +(~ ~ SIDE jd ~ SIDE i[~ ~ BACK 3~ ~ Remodeling Your Building/Home (need Estimate) $ SURFACE SQUARE FOOTAGE: (Shall include the exterior wall measurements of the building) First Floor Area ~b Unfinished Basement area Second floor/loft area Finished basement area Third floor/loft area_ Garage area Shed or Barn Carport/Deck (30" above grade Water Meter Count: Required!!! PLUMBING Plumbing Contractor's Name: Address Contact Phone: ( ) Email City Business Name: State Business Phone: ( ) Fax FIXTURE COUNT (including roughed fixtures) ~ Clothes Washing Machine _~ Dishwasher _~ Floor Drain ~_ Garbage Disposal Hot Tub/Spa _~_ Sinks (Lavatories, kitchens, bar, mop) Plumbing Estimate $ 6 (Commercial Only) Required! Signature of Licensed Contractor The City of Rexburg's Water Meter Size: C~ Sprinklers C.~ Tub/Showers ~ Toilet/LJrinal ~ Water Heater C~ Water Softener License number schedule is the same as Zip. rc`~~ ~~.1~, Date by the State of Idaho 4 Please complete the enti~ Application! If the question doe~t apply fill in NA for non applicable NAME /~~ ~L~ I /~nl AI ~ ~3 PROPERTY ADDRESS /~;i r~r~r ~- Lit`- ~3 ~ Permit# SUBDIVISION Required!!! Mechanical Contractor's Name: Address Contact Phone: ( ) Email Mechanical Estimate $~ (Commercial/Multi Family Only) FIXTURES & APPLL4NCES COUNT _~ Furnace _~ Furnace/Air Conditioner Combo _~ Heat Pump _~ Air Conditioner _~ Evaporative Cooler Unit Heater _~ Space Heater _ ~ Decorative gas-fired appliance _~ Incinerator System _~ Boiler ~_ Pool Heater ~ Similar fixtures or Appliances Business Name: ~ Bath Fan Vents ___~__ other similar vents & ducts: J Fuel Gas Pipe Outlets including stubbed in or future outlets Inlet Pressure (Meter Supply) PSI Heat (Circle all that apply) Gas Oil Coal Fireplace Electric Mechanical Sizing Calculations must be submitted with Plans & Application Point of Delivery must be shown on plans. Signature of Licensed Contractor Required! The City of Rexburg's MECHANICAL State Zip (Single Family Dwelling Only) _~ Exhaust or Vent Ducts _~~ Dryer Vents ~Z Range Hood Vents ~_ Cook Stove Vents License number schedule is the same as Date the State of Idaho City Business Phone: ( ) 5 L APPROVED BY: a APPLICATION: "CONSTRUCTION PERMIT" CONSTRUCTION PERMIT #:_ PERMIT APPROVED: YES/ NO -APPLICANT INFORMATION: BUSINESS NAME: OFFICE ADDRESS: $50.00 FEE PAID: YES/NO city OFFICE PHONE NUMBER: CONTACT PERSON: • State CELL PHONE # ( ) Zip -LOCATION OF WORK TO BE DONE: STREET ADDRESS WHERE WORK WILL BE DONE: BUSINESS NAME WHERE WORK WILL BE DONE: DATES FOR WORK TO BE DONE: CONTACT PERSON: PHONE NUMBER: ( j CELL # PLEASE CHECK THE TYPE OF PERMIT(Sj YOU ARE APPLYING FOR: ^ AUTOMATIC FIRE-EXTINGUISHING SYSTEMS COMPRESSED GASES FIRE ALARM AND DETECTION SYSTEMS AND RELATED FIRE PUMPS AND RELATED EQUIPMENT FLAMMABLE AND COMMBUSTIBLE LIQUIDS HAZARDOUS MATERIALS ^ INDUSTRIAL OVENS LP•GAS ^ PRIVATE FIRE HYDRANTS ^ SPRAYING OR DIPPING ^ STANDPIPE SYSTEMS EQU~MENT C TEMPORARY MEMBRANE STRUCTURES, TENTS, AND CANOPIES TO APPLICANTS SIGNATURE DATE e A SUBCONTRACTOR LIST Excavation & Earthwork:_ KI~1,lE'iZ ~ n1 c - P ~{ CT.L~ Masonry: ~~/j~ Roofin ..--- Insulation: ~ -}~~ ~1 l ~~~~ (1 ,,~ ~:C .~~~~~, ~` Drywall: ~,I /~ Painting: Floor Coverings: Plumbing: Heating: Electrical: ~ Special Construction (Manufacturer or Supplier) Roof Trusses: Floor/Ceiling Joists:, Siding/Exterior Trim:_ _ UArI'c~ - ~(~t ~ ,~ Other: 7 ~, _ 1 , _~ , ~_ 1 _~ '-i i. 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MATCH SIOEwAII TRIM CONDITION. ~~ ~ ~ O D ~ ~n ~ rn ~x OD ~ ~' .-Cm) --` 'N -O-IN ~ y ~ p C ~ mi ~L7 r' ~ !' l m z-i A n a ! 1 ~ C = .Zlr ~ ~~ ~x CNi m%T7m ~p~~ Z -ny mo~ my ~ . _ NJ J.'[C7 ~Z v~f'1 :IIr D W :ZI W cv Y r,' 0 _~ ~ z w~~ U, J7> ri ~ Z~ =-I Iii - D U -I J ~Nyc"~~ m m A p n I ~ D=~~++ N Z -i ~ O ~t x Cr7 (~''I Z -• A C ~ m ~ ~ CO o N N s CO D z m m c~ ~ cn ~ ~ ~ o W~ ~ z ~, O n D ~~ ~ ~ -~ ~~ z N °~ O ~ii o ~ N D ocnc O Z _ ~ ~~ fmrl rn N O 4_ ~7 D W I C Cn N 0 -P ' 00 ~D ~ ~ U ~ O - O ~ n'I n v ~~ D o~ m O (Tl ~1 ~ C7 ~ N -i D O ~ 4n z S` D ~ ~ m CD ~ O Z ~ ~ N r® D cn rn O \ Z ~ ~ x o, w~ O ". a m n C7 OJ V1 TI -+ ~~ A N -a ? c~ ~ m x ~~ N, o~ -_ zN O\ ~n~ ~nV ~ ~ O O y ~ TI 2 = ~ A z C n / ~'/ ~,~( G~ ~~~ \~ \ \~ ~~ >V/ G~/ ~rn m -. ~ N ~o (~~I ~_ C ~ D ~ O Z D D4"v~j ~iN ~ r~,m~cl;, onm ~ zo I I~ Dmo ~ z~ Wzo -' zm m4~~ D EQUAL 3" EQUAL ~ ? c7 ° m Co ~ D 6 1 2" OR m ~ B 1/2' ~ /" a ~s~s~=~ ^D --------- ~® D z fff -~ o ~ °' D W 'D^ Vm/ i 1 T~ N ^~ (- C z -~ ~~/~ w ~ V / ~ N o~ ~ ° z -I 0 ~ ~ \ ~ N 0 W ~z rn m ~_ ~7 C z C./7 N ^~ n ~ I «~ ' W Z-J'{~ ~ m D ~ m I T' I O Z ~ ~ ~ ~ ` O N ® ~ - ~ ~ ~ max, rn~m ~ W <nm ~ ~~n N N I T1 ~ ~ VI Z ~ ~ ~ L L ~ ~ d ~l Q' _ m .ZO7 v D ~ lJ; ~ _ m `J' r~ ~c CO u ~ ~ > ~~C~ .N_. ~ Cif n ti` en o ~ @ .~ ti~ ~ ~~~ .O ~'' .o ~ ~ c~~ ~ ~~ ~ ~o :Z o~ ~ n r ~* rn O - ~ to ~ c0 m -t Z 6', G ~ - 5 , ~, ~ . ®~ 0 ~s P is s ~ O ~ ~ ~ fm' O n~o __~ ~ .H rn m Vmi z -o z 0 n _~ ~ ~ r c~ ~~ ti \ m A ~, O m ~ p zO ~ ~ ~ 2 m 'D m m f~Ti A .Z7 0 !7 D .-O !'~ ~ ~l ~' Z > D rH1 r,c', ~ /~ ®~c> Omm m~ c+c, " ~ rn ~~ ~m~ `1 ~~ 4 ® / \J ~~ s. ~.~ ~ ~- -~ ~t O fri ~o N n r m Dz o ~ ~A o= ~W D ~ ~ z m ~ ca ti~ ~~ ,~ m G7 D- ~ A m ,~ r® ~ ® ~® W~~~ ~0 c~ m n I ~ O., -I = TI ` ~C TG CL SLOTS r~l ~ ,,. ~ - ~T V1 S I~l C; ~ ~, ~fTl S r't D O - ~ D ~z ~mm - ~ r m ~ Z Date: 6/10/2005 Design Report CA0500721-01 Time: 11:24:01 AM Page: 1 of 7S VP Buildings, Inc. 3200 Players Club Circle Memphis, TN 38125-8843 STRUCTURAL DESIGN DATA Project: Nile Tanner Name: CA0500721-OlOEl Builder PO #: Jobsite: Lot 31 City, State: Rexburg, Idaho 83440 County: Madison Country: United States TABLE OF CONTENTS Letter of Certification .............................................................................................................................................................................. 2 Building Loading -Expanded Report ...................................................................................................................................................... 4 Reactions -Expanded Report ................................................................................................................................................................. 13 Bracing -Summary Report .................................................................................................................................................................... 32 Secondary -Summary Report ................................................................................................................................................................ 39 Framing -Summary Report ................................................................................................................................................................... SO Covering -Summary Report .................................................................................................................................................................. 7S SLR ~,~G ~5 ~ 3.1 ~ ~,1- ~~v, G , ~ ~ ~ 51.1 - s ~ . ~}- ~ C~ 8' 05 00224 Tanner Airplane Hanger VPC File:CA0S00721-OlOEl.vpc VPC Version :S.2b Date: 6/10/2005 Design Report CA0500721-O1 Time: 11:24:01 AM Page: 2 of 75 Letter of Certification Contact: Name: Teton West Address: 4805 S 3300 W P.O. Box 122 City, State: Rexburg, Idaho 83440 Country: United States Project: Nile Tanner Builder PO #: Jobsite: Lot 31 Rexburg Airport City, State: Rexburg, Idaho 83440 County, Country: Madison, United States This is to certify that the above referenced VP BUILDINGS project has been designed for the applicable portions of the following Building Code and in accordance with the order documents which have stipulated the following applied environmental loads and conditions: Overall Buildin¢ Description Shape Overall Width Overall Len th Floor Area s . ft. Wall Area s . ft. Roof Area s . ft. Max. Eave Hei ht Min. Eave Hei ht 2 Max. Roof Pitch Min. Roof Pitch Peak Hei ht Han er 50/0/0 50/0/0 2500 3504 2509 17/0/0 17/0/0 1.000:12 1.000:12 19/1/0 Loads and Codes -Shape: Hanger City: Rexburg County: Madison State: Idaho Building Code: 2003 International Building Code Built Up: 89AISC Building Use: Standard Occupancy Structure Cold Form: 96AISI Dead and Collateral Loads Collateral Gravity:1.00 psf Roof Covering + Second. Dead Load: 2.27 psf Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Wind Load Wind Speed: 90.00 mph Wind Exposure (Factor): C (0.872) Parts Wind Exposure Factor: 0.872 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Topographic Factor: 1.0000 Base Elevation: 0/0/0 Primary Zone Strip Width: 10/0/0 Parts /Portions Zone Strip Width: 5/0/0 Basic Wind Pressure: 15.36 psf Snow Load Ground Snow Load: 50.00 psf Roof Snow Load: 35.00 psf Design Snow (Sloped): 35.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) Ground /Roof Conversion: 1.00 Snow Used in Seismic: 20.00 Seismic Snow Load: 7.00 psf Unobstructed, Slippery Roof Country: United States Rainfall: 4.00 in per hour Allow. Overstress: Frm: 1.03, Sec: 1.03, Brc: 1.03 Live Load Live Load: 20.00 psf Reducible LL for Below Eave Canopy:N/A Seismic Load Mapped Spectral Response - Ss:51.08 %g Mapped Spectral Response - S1:16.44 %g Seismic Hazard /Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance /Design Category: Framing Seismic Period: 0.2701 Bracing Seismic Period: 0.1674 Framing R-Factor: 3.5000 Bracing R-Factor: 3.5000 Soil Profile Type: Stiff soil (D, 4) Frame Redundancy Factor:1.1753 Brace Redundancy Factor:l .2000 Frame Seismic Factor (Cs): 0.1354 Brace Seismic Factor (Cs): 0.1354 Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. The steel design is in accordance with VP BUILDINGS standard design practices, which have been established based upon pertinent procedures and recommendations of the following organizations American Institute of Steel Construction (AISC) American Iron and Steel Institute (AISI) American Welding Society (AWS) [Dl.l] American Society for Testing and Materials (ASTM) Metal Building Manufacturers Association (MBMA) AISC Category MB Manufacturer Certification. This certification DOES NOT apply to the design of the foundation or other on-site structures or components not supplied by VP BUILDINGS, nor does it apply to unauthorized modifications to framing systems provided by VP BUILDINGS. Furthermore, it is understood that certification is based upon the premise that all components furnished by VP BUILDING gk~ onstructed in strict compliance with pertinent documents furnished by VP BUILDINGS. „~~~"~~~ ~,,t Sincerely, `1. P.E. Prepared by: Reviewed by: VP BUILDINGS 3200 Players Club Circle, Memphis TN 38125-8843 ~~ ~~ `~~ ~~ ~~~ VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/ 10/2005 Design Report CA0500721-01 Time: 11:24:01 AM Page: 3 of 75 The Structural Design and/or Manufacture of this VP BUILDINGS building will be or has been at one of the following VP Buildings locations: Rainsville, AL.....VP Alabama Plant ........................... [Manufacture Only] Memphis, TN........VP Headquarters ............................ [Design On1yJ Pine Bluff, AR..... VP Arkansas Service Center.......... [Design and Manufacture] Turlock, CA......... VP California Service Center........ .[Design and Manufacture] St. Joseph, MO.....VP Missouri Service Center........... [Design and Manufacture] Kernersville, NC...VP North Carolina Service Center .[Design and Manufacture] VanWert, OH........VP Ohio Service Center ................ .[Design Only] Evansville, WI.......VP Wisconsin Service Center....... .[Design and Manufacture] Monterrey, Mx.......VP Mexico Service Center........... .[Design and Manufacture] Additional Structural Material maybe fabricated and provided for use in a VP Buildings building by one of the following fabricators: BAR JOISTS- STRUCTURAL STEEL FABRICATION SMI, Inc. Hope, AR Addison Steel, Inc. Orlando, FL SMI, Inc. Fallon, NV SMI, Inc. Starke, FL PKM Steel Service, Inc. Salina, KS SMI, Inc. Iowa Falls, IA SMI, Inc. Cayce West Columbia, SC Qualico Steel Co. Inc. Webb, AL Hancock Salem, VA Canam Washington, MO Vulcraft Grapeland, TX Vulcraft Norfolk, NE Vulcraft Florence, SC Vulcraft Brigham City, UT ISP El Paso, TX Socar Florence, SC Quincy Quincy, FL New Millennium Building Systems Butler, IN (This information is presented in compliance with VP Buildings' A1SC Certificatirm recpnnsihilities.l VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b • No. C~ bbd 72 1 - J Page 3.1 0 Date r~~.% ~ ~ Prepared by~`~/+'~ Reviewed by NOTES TO BE INCLUDED IN THE DRAWINGS: 1) The building has been designed for 1.0 psf collateral gravity load. Therefore, no loads other than lights can be applied to this building without VP Buildings approval. 2) This building has been designed as an enclosed structure. The maximum allowed wind speed with the hangar door open is 6g MPH. 3) The Hangar Bi-Fold door (NBVP) must not be installed until after all VP frames, secondary and roof sheeting are in place. 4) No opening is allowed at P & B endwall (FL-3) without VP Buildings approval otherwise rod bracing will be required. - 5) The Rigid Frame with hangar door (FL-1) will deflect on the following loading conditions: I~v 12 I G.. Y ~~r~ j , `~~.i`/ ~~ I `VP W W E-!.I l..J.,.~ - c.C F-I r~ ~ h! ~ i ~f~C.~ `r'~~ ` I`~ -i' ~ = ~-~- (~ ~` N" ~ 5 ~C~~ _ ~ ~-/ S'~c5~ ) L1~1 ~~ L a, c~zq_ I CH-/~~q-~ 1 -t~ , 30~ C~ /i~~~) SNQt,~J; ~:~ c 1.1 ~ ~~s (.,~> t~ G~~ SI~(C7c c.~ ~ E,t ~ .~ ~'k j~ ~,~ - a- ~ L G 7~?-) • p, i73 a, ~=~' ~ ~ Date: 6/ 10/2005 Design Report CA0500721-01 Time: 11:24:01 AM Page: 4 of 75 Building Loading -Expanded Report Shape: Hanger Loads and Codes -Shape: Hanger City: Rexburg County: Madison State: Idaho Country: United States Building Code: 2003 International Building Code Built Up: 89AISC Building Use: Standard Occupancy Structure Cold Form: 96AISI Allow. Overstress:Frm: 1.03, Sec: 1.03, Brc: 1.03 Rainfall: 4.00 in per hour Dead and Collateral Loads Collateral Gravity:1.00 psf Frame Weight (assumed for seismic):2.50 psf Collateral Uplift: 0.00 psf Side Type Mag Units Shape Applied to Description A D 2.273 psf Entire Frm Covering Weight - 26 Panel Rib + Secondary Weight 1.32 : Roof: A A D 0.950 psf Entire Pur Covering Weight - 26 Panel Rib :Roof: A B D 2.273 psf Entire Frm Covering Weight - 26 Panel Rib + Secondary Weight 1.32 : Roof: B B D 0.950 psf Entire Pur Covering Weight - 26 Panel Rib :Roof: B Live Load Live Load: 20.00 psf Reducible Wind Load Wind Speed: 90.00 mph Wind Enclosure: Enclosed Height Used: 17/0/0 (Type: Eave) Base Elevation: 0/0/0 Primary Zone Strip Width: 10/0/0 Velocity Pressure: (qz) 20.74 psf Topographic Factor: 1.0000 Directionality Factor: 0.8500 Wind Exposure (Factor): C (0.872) Basic Wind Pressure: 15.36 psf Snow Load Ground Snow Load: 50.00 psf Roof Snow Load: 35.00 psf Design Snow (Sloped): 35.00 psf Snow Accumulation Factor:: 1.000 Snow Importance: 1.000 Ground /Roof Conversion: 1.00 Seismic Load Mapped Spectral Response - Ss:51.08 %g Mapped Spectral Response - S1:16.44 %g Seismic Hazard /Use Group: Group 1 Seismic Performance /Design Category: D Seismic Importance: 1.000 Frame Seismic Factor (Cs): 0.1354 Brace Seismic Factor (Cs): 0.1354 Framing R-Factor: 3.5000 Bracing R-Factor: 3.5000 LL for Below Eave Canopy:N/A Gust Factor: 1.0000 Wind Importance Factor: 1.000 Least Horiz. Dimension: 50/0/0 Parts /Portions Zone Strip Width: 5/0/0 qz= 0.00256 * (l.oo> * (90.00)^2 * (l.oo) The'Low Rise' Method is Used Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Thermal Category (Factor): Heated (1.00) Unobstructed, Slippery Roof Rain Surcharge: 0.00 Slope Reduction: 1.00 Slope Used: 4.764 (1.000:12 ) Seismic Snow Load: 7.00 psf Frame Redundancy Factor:1.1753 Brace Redundancy Factor:1.2000 Soil Profile Type: Stiff soil (D, 4) Framing Seismic Period: 0.2701 Bracing Seismic Period: 0.1674 Seismic Period Height Used: 17/0/0 Design Spectral Response - Sds: 0.4738 Design Spectral Response - Shc: 0.2348 Side Type Mag Units Shape Applied to Description 1 E 0.236 psf Spec Frm Brc Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.80 : Wall: I 1 E 0.236 psf Spec Frm Brc Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.80 : Wall: I 1 E 0.236 psf Spec Frm Brc Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.80 : Wall: 1 1 E 0.236 psf Spec Frm Brc Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.80 : Wall: 1 1 E 0.236 psf Spec Frrn Brc Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.80 : Wall: 1 1 E 0.236 psf Spec Frm Brc Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.80 : Wall: I 1 E 0.236 psf Spec Frm Brc Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.80 : Wall: 1 1 E 0.236 psf Spec Frm Brc Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.80 : Wall: 1 1 E 0.236 psf Spec Frm Brc Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.80 : Wall: 1 1 E 7.445 psf Rect Frm Brc Seismic: Covering Weight - 55.00 NBVP -Masonry :Wall: 1 1 E 7.445 psf Rect Frm Brc Seismic: Covering Weight - 55.00 NBVP -Masonry :Wall: I 1 E 7.445 psf Rect Frm Brc Seismic: Covering Weight - 55.00 NBVP -Masonry :Wall: 1 1 E 7.445 psf Rect Frm Brc Seismic: Covering Weight - 55.00 NBVP -Masonry :Wall: 1 VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CA0500721-O1 Time: 11:24:01 AM Page: 5 of 75 1 E 7.445 psf Rect Frm Brc 1 E 7.445 psf Rect Frm Brc 1 E 7.445 psf Rect Frm Brc 1 E 7.445 psf Rect Ftm Brc 2 E 0.357 psf Rect Frm Brc 2 E 0.357 psf Rect Frm Brc 2 E 0.357 psf Rect Frm Brc 2 E 0.357 psf Rect Frm Brc 2 E 7.445 psf Rect Frm Brc 2 E 7.445 psf Rect Frm Brc 2 E 7.445 psf Rect Frm Brc 2 E 7.445 psf Rect Frm Brc 3 E 0.222 psf Spec Frm Brc 3 E 0.222 psf Spec Frm Brc 3 E 0.222 psf Spec Frm Brc 3 E 0.222 psf Spec Frm Brc 3 E 0.222 psf Spec Frm Brc 3 E 7.445 psf Rect Frm Brc 3 E 7.445 psf Rect Frm Brc 3 E 7.445 psf Rect Frm Brc 3 E 7.445 psf Rect Frm Brc 4 E 0.357 psf Rect Frm Brc 4 E 0.357 psf Rect Frm Brc 4 E 0.357 psf Rect Frm Brc 4 E 0.357 psf Rect Frm Brc 4 E 7.445 psf Rect Frm Brc 4 E 7.445 psf Rect Frm Brc 4 E 7.445 psf Rect Frm Brc 4 E 7.445 psf Rect Frm Brc A E 1.729 psf Entire Frm A E 1.729 psf Entire Brc B E 1.729 psf Entire Frm B E 1.729 psf Entire Brc Seismic: Covering Weight - 55.00 NBVP -Masonry :Wall: 1 Seismic: Covering Weight - 55.00 NBVP -Masonry :Wall: 1 Seismic: Coveting Weight - 55.00 NBVP -Masonry :Wall: 1 Seismic: Covering Weight - 55.00 NBVP -Masonry :Wall: 1 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.69 : Wall: 2 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.69 : Wall: 2 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.69 : Wall: 2 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight t.69 : Wall: 2 Seismic: Covering Weight - 55.00 NBVP -Masonry :Wall: 2 Seismic: Covering Weight - 55.00 NBVP -Masonry :Wall: 2 Seismic: Covering Weight - 55.00 NBVP -Masonry :Wall: 2 Seismic: Covering Weight - 55.00 NBVP -Masonry :Wall: 2 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.69 : Wall: 3 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.69 : Wall: 3 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.69 : Wall: 3 Seismic: Covering Weight - 26 Pane] Rib + Secondary Weight 0.69 : Wall: 3 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.69 : Wall: 3 Seismic: Covering Weight - 55.00 NBVP -Masonry :Wall: 3 Seismic: Covering Weight - 55.00 NBVP -Masonry :Wall: 3 Seismic: Covering Weight - 55.00 NBVP -Masonry :Wall: 3 Seismic: Covering Weight - 55.00 NBVP -Masonry :Wall: 3 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.69 : Wall: 4 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.69 : Wall: 4 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.69 : Wall: 4 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.69 : Wall: 4 Seismic: Covering Weight - 55.00 NBVP -Masonry :Wall: 4 Seismic: Covering Weight - 55.00 NBVP -Masonry :Wall: 4 Seismic: Covering Weight - 55.00 NBVP -Masonry :Wall: 4 Seismic: Covering Weight - 55.00 NBVP -Masonry :Wall: 4 Seismic: Coveting Weight - 26 Panel Rib + Secondary Weight 1.32 + 7.000 Snow + Seismic (includes 1.000 Collateral 2.500 Frame Weight) :Roof: A Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.32 + 7.000 Snow + Seismic (Includes 1.000 Collateral 2.500 Frame Weight) :Roof: A Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.32 + 7.000 Snow + Seismic (Includes 1.000 Collaterai 2.500 Frame Weight) :Roof: B Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.32 + 7.000 Snow + Seismic (Includes 1.000 Collateral 2.500 Frame Weight) :Roof: B Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building O1l-icial or Project Engineer to obtain all code and loading information for this specific building site. Design Load Combinations -Framing No. Ori in Factor A lication Descri lion 1 System 1.000 1.0 D + 1.0 CG + 1.0 L D + CG + L 2 System 1.000 I.0 D + 1.0 CG + 1.0 ASL^ D + CG +ASL^ 3 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL 4 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 + CG + PL2(Spans 1 and 2) 5 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 2 and 3) 6 System 1.000 1.0 D + 1.0 CG + 1.0 S D + CG + S 7 System 1.000 1.OD+I.OCG+l.0US1* D+CG+USI* 8 System 1.000 1.OD+I.OCG+1.0*US1 D+CG+*US1 9 System 1.000 1.OD+1.OW1> D+Wl> 10 System 1.000 1.0 D + 1.0 <W 1 D + <W 1 11 System 1.000 1.0 D + 1.0 W2> D + W2> 12 System 1.000 1.0 D + 1.0 <W2 D + <W2 13 System 1.000 .600 D + 1.0 W 1> D + W 1> 14 System 1.000 .600 D + 1.0 <W 1 D + <W 1 15 System 1.000 0.600 D + 1.0 W2> D + W2> 16 System 1.000 .600 D + 1.0 <W2 D + <W2 17 System 1.000 1.OD+I.OCG+0.750L+0.750W1> D+CG+L+Wl> 18 System 1.000 1.OD+I.OCG+0.750L+0.750<Wl D+CG+L+<WI 19 System 1.000 1.OD+I.OCG+0.750L+0.750W2> D+CG+L+W2> VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/ 10/2005 Design Report CA0500721-O1 Tlme: 11:24:01 AM Page: 6 of 75 20 System 1.000 1.0 D + I.0 CG + 0.750 L + 0.750 <W2 D + CG + L + <W2 21 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W 1> D + CG + S + W 1> 22 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W 1 D + CG + S + <W 1 23 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W2> D + CG + S + W2> 24 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 D + CG + S + <W2 25 System 1.275 .900 D + 0.900 CG + 1.175 E> + 1.0 EG- D + CG + F> + EG- 26 System 1.275 .900 D + 0.900 CG + 1.175 <E + I.0 EG- D + CG + <E + EG- 27 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.175 F> + 1.0 EG+ D + CG + S + E> + EG+ 28 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.175 <E + 1.0 EG+ D + CG + S + <E + EG+ 29 Special 1.275 .900 D + 0.900 CG + 2.500 F~ D + CG + E> 30 Special 1.275 0.900 D + 0.900 CG + 2.500 <E D + CG + <E 31 Speciai 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 F> D + CG + S + Fj 32 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 <E D + CG + S + <E 33 AISC -Special 1.275 1.200 D + 1.200 CG + 0.200 S D + CG + S 34 AISC -Special 1.275 1.200 D + 1.200 CG + 0.200 S D + CG + S 35 System Derived 1.275 .900 D + 0.900 CG + 0.353 F? + 1.0 EG- + 1.200 EB> D + CG + E> + EG- + EB> 36 System Derived 1.275 .900 D + 0.900 CG + 0.353 <E + 1.0 EG- + 1.200 EB> D + CG + <E + EG- + EB> 37 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.353 E> + 1.0 EG+ + 1.200 EB> D+CG+S+E>+EG++EB> 38 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.353 <E + 1.0 EG+ + 1.200 EB> D+CG+S+<E+EG++EB> 39 Special 1.275 .900 D + 0.900 CG + 2.500 EB> D + CG + EB> 40 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 EB> D + CG + S + E13> 41 System Derived 1.275 .900 D + 0.900 CG + 0.353 E> + 1.0 EG- + 1.200 <EB D + CG + Fj + EG- + <EB 42 System Derived 1.275 .900 D + 0.900 CG + 0.353 <E + 1.0 EG- + 1.200 <EB D + CG + <E + EG- + <EB 43 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.353 F~ + 1.0 EG+ + 1.200 <EB D+CG+S+E>+EG++<EB 44 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.353 <E + 1.0 EG+ + 1.200 <EB D+CG+$+<E+EG++<EB 45 Special 1.275 .900 D + 0.900 CG + 2.500 <EB D + CG + <EB 46 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 <EB D + CG + S + <EB 47 System Derived 1.000 1.0 D + 1.0 WPAl D + WPAI 48 System Derived 1.000 .600 D+ 1.0 WPAI D+ WPAI 49 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L+ 0.750 WPAI D + CG + L + WPAI 50 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPAI D + CG + S + WPAI j 51 System Derived 1.000 1.0 D+ 1.0 WPDl D+ WPDI 52 System Derived 1.000 .600 D+ 1.0 WPDl D+ WPDl 53 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPDI D + CG + L + WPDI 54 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPDl D + CG + S + WPDl 55 System Derived 1.000 1.0 D + 1.0 WPA2 D + WPA2 56 System Derived 1.000 0.600 D + 1.0 WPA2 D + WPA2 57 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPA2 D + CG + L + WPA2 58 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA2 D + CG + S + WPA2 59 System Derived 1.000 1.0 D + 1.0 WPD2 D + WPD2 60 System Derived 1.000 0.600 D + 1.0 WPD2 D + WPD2 61 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPD2 D + CG + L + WPD2 62 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD2 D + CG + S + WPD2 63 System Derived 1.000 1.0 D + 1.0 WPB 1 D + WPB 1 64 System Derived 1.000 .600 D + 1.0 WPB 1 D + WPB 1 65 System Derived 1.000 1.OD+I.OCG+0.750L+0.750WPB1 D+CG+L+WPB1 66 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB 1 D + CG + S + WPB 1 67 System Derived 1.000 1.0 D + 1.0 WPCl D + WPC1 68 System Derived 1.000 .600 D + 1.0 WPC 1 D + WPC 1 69 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPC 1 D + CG + L + WPC 1 70 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC 1 D + CG + S + WPC 1 71 System Derived 1.000 1.0 D + 1.0 WPB2 D + WPB2 72 System Derived 1.000 0.600 D + 1.0 WPB2 D + WPB2 73 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB2 D + CG + L + WPB2 74 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB2 D + CG + S + WPB2 75 System Derived 1.000 1.0 D + 1.0 WPC2 D + WPC2 76 System Derived 1.000 .600 D + 1.0 WPC2 D + WPC2 77 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPC2 D + CG + L + WPC2 78 S stem Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC2 D + CG + S + WPC2 Desien Load Combinations - Bracine No. Ori in Factor A lication Descri don 1 System 1.275 I.0 F> E> 2 System 1.275 1.0 <E E 3 System 1.000 1.0 WPAl WPAI 4 System 1.000 1.0 WPDl Dl 5 System 1.000 1.0 WPAZ PA2 6 System 1.000 I.0 WPD2 WPD2 VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CA0500721-O1 Time: 11:24:01 AM •: Page: 7 of 75 7 System 1.000 1.0 WPBI B1 8 System 1.000 1.0 WPCI WPCI 9 System 1.000 1.0 WPB2 WPB2 10 S stem 1.000 1.0 WPC2 C2 Desien Load Combinations - Purlin No. Ori 'n Factor A lication Descri lion 1 System 1.000 1.0 D + 1.0 CG + 1.0 L D + CG + L 2 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ D + CG +ASL^ 3 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL 4 System 1.000 1.0 D + 1.0 CG + 1.0 S D + CG + S 5 System 1.000 1.OD+I.OCG+I.OUSI* D+CG+US1* 6 System 1.000 1.OD+l.OCG+1.0*US1 D+CG+*US1 7 System 1.000 1.OD+I.OCG+I.OPFI +CG+PFI(Spanl) 8 System 1.000 1.0 D + 1.0 CG + 1.0 PFl D + CG + PFl (Span 2) 9 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 1.0 EB> + I.0 EG+ D + CG + S + EB> + EG+ 10 System Derived 1.275 .900 D + 0.900 CG + 1.0 EB> + 1.0 EG- D + CG + EB> + EG- 11 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + I.0 <EB + 1.0 EG+ D + CG + S + <EB + EG+ 12 System Derived 1.275 .900 D + 0.900 CG + 1.0 <EB + 1.0 EG- D + CG + <EB + EG- 13 System 1.000 1.0 D + 1.0 W 1> D + W 1> 14 System Derived 1.000 1.0 D+ 1.0 WPAl D+ WPAI 15 System 1.000 1.0 D + 1.0 <W2 D + <W2 16 System 1.000 .600D+I.OWI> D+WI> 17 System Derived 1.000 .600 D + 1.0 WPAI D + WPAl 18 System 1.000 .600 D + 1.0 <W2 D + <W2 19 System 1.000 1.OD+I.OCG+0.750L+0.750W1> D+CG+L+WI> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPAI + CG + L + WPA 1 21 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W2 D + CG + L + <W2 22 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W 1> D + CG + S + W 1> 23 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPAI + CG + S + WPAI 24 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 D + CG + S + <W2 25 System Derived 1.000 1.0 D + 1.0 WPDI D + WPDI 26 System Derived 1.000 .600 D+ 1.0 WPDI D+ WPD1 27 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPDI D + CG + L + WADI 28 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPDI D + CG + S + WPDI 29 System Derived 1.000 1.0 D + 1.0 WPA2 D + WPA2 30 System Derived 1.000 .600 D + 1.0 WPA2 D + WPA2 31 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPA2 D + CG + L + WPA2 32 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA2 D + CG + S + WPA2 33 System Derived 1.000 1.0 D + 1.0 WPD2 D + WPD2 34 System Derived 1.000 .600 D + 1.0 WPD2 D + WPD2 35 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPD2 D + CG + L + WPD2 36 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD2 D + CG + S + WPD2 37 System Derived 1.000 1.0 D + 1.0 WPB 1 D + WPB 1 38 System Derived 1.000 .600 D + 1.0 WPB1 + WPB 1 39 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB 1 D + CG + L + WPB 1 40 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB 1 D + CG + S + WPB 1 41 System Derived 1.000 1.0 D + 1.0 WPC1 D + WPC1 42 System Derived 1.000 .600 D + 1.0 WPCI D + WPC1 43 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPC 1 D + CG + L + WPC 1 44 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPCI D + CG + S + WPCI 45 System Derived 1.000 1.0 D + 1.0 WPB2 D + WPB2 46 System Derived 1.000 .600 D + 1.0 WPB2 D + WPB2 47 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB2 D + CG + L + WPB2 48 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB2 D + CG + S + WPB2 49 System Derived 1.000 1.0 D + 1.0 WPC2 D + WPC2 50 System Derived 1.000 .600 D + 1.0 WPC2 D + WPC2 51 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPC2 D + CG + L + WPC2 52 S stem Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC2 D + CG + S + WPC2 Desi¢n Load Combinations -Girt No. Ori in Factor A lication Descri tion 1 2 System S stem 1.000 1.000 1.0 Wl> 1.0 <W2 Wl> W2 Load Combinations -Roof -Panel System ~ 1.000 X1.0 D + 1.0 S ~D + S VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/ 10/2005 Design Report CA0500721-01 Time: 11:24:01 AM Page: 8 of 75 2 System 1.000 1.OD+I.OUS1* D+US1* 3 System 1.000 1.0 D + 1.0 *US 1 D + *US 1 4 System 1.000 I.OD+I.OW1> D+WI> 5 System 1.000 1.0 D + 1.0 <W2 D + <W2 6 System 1.000 .600 D + 1.0 W 1> D + W 1> 7 S stem 1.000 .600 D + 1.0 <W2 D + <W2 Design Load Combinations -Wall -Panel No. Ori in Factor A lication Descri lion 1 2 System S stem 1.000 1.000 1.0 W 1> 1.0 <W2 W 1> W2 Deflection Load Combinations -Framing No. Ori in Factor Def H Def V A lication Descri lion 1 System 1.000 0 1 SO 1.0 L L 2 System 1.000 0 180 1.0 S S 3 System 1.000 0 180 1.OUS1* S1* 4 System 1.000 0 180 1.0 *US1 *US1 5 System 1.000 0 180 0.700 W 1> 1> 6 System 1.000 0 180 0.700 <W 1 W I 7 System 1.000 0 180 .700 W2> 2> 8 System 1.000 0 180 .700 <W2 W2 9 System Derived 1.000 0 180 .700 WPAl Al 10 System Derived 1.000 0 180 .700 WPDI Dl 11 System Derived 1.000 0 180 .700 WPA2 WPA2 12 System Derived 1.000 0 180 .700 WPD2 WPD2 13 System Derived 1.000 0 180 .700 WPBI B1 14 System Derived 1.000 0 180 .700 WPCI WPCl 15 System Derived 1.000 0 180 .700 WPB2 WPB2 16 System Derived 1.000 0 180 .700 WPC2 C2 17 System 1.000 60 0 .700 Wl> Wl> 18 System 1.000 60 0 0.700 <W 1 W 1 19 System 1.000 60 0 .700 W2> W2> 20 System 1.000 60 0 0.700 <W2 W2 21 System Derived 1.000 60 0 .700 WPAI WPAI 22 System Derived 1.000 60 0 .700 WPDl WPDI 23 System Derived 1.000 60 0 0.700 WPA2 WPA2 24 System Derived 1.000 60 0 .700 WPD2 D2 25 System Derived 1.000 60 0 .700WPB1 B1 26 System Derived 1.000 60 0 .700WPC1 Cl 27 System Derived 1.000 60 0 .700 WPB2 B2 28 System Derived 1.000 60 0 .700 WPC2 C2 29 System 1.000 60 0 .600 F~ + 0.600 EG- E> + EG- 30 System 1.000 60 0 .600 <E + 0.600 EG- E + EG- 31 System Derived 1.000 60 0 .600 EB> EB> 32 S stem Derived 1.000 60 0 0.600 <EB EB Deflection Load Combinations - Purlin No. Ori in Factor Deflection A lication Descri lion 1 System 1.000 150 1.0 L L 2 System 1.000 150 1.0 S S 3 System 1.000 150 1.0 US 1 * US 1 4 S stem 1.000 150 1.0 *US1 *US1 Defection Load Combinations -Girt No. Ori in Factor Deflection A lication Descri lion 1 2 System System 1.000 1.000 90 90 .700 Wl> .700 <W2 Wl> W2 Deflection Load Combinations -Roof -Panel No. Ori in Factor Def H Def V A lication Descri lion 1 System 1.000 150 150 1.0 S S 2 System 1.000 150 150 1.0 US 1 * US 1 * 3 S stem 1.000 150 150 1.0 *US1 *US1 Load Type Descriptions D Material Dead Weight CG Collateral Load for Gravity Cases C Collateral Load CU Collateral Load for Wind Cases VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/ 10/2005 Design Report CAOSOO721-01 Time: 11:24:01 AM Page: 9 of 75 L Live Load ^ASL Alternate Span Live Load, Shifted Left S Snow Load *US1 Unbalanced Snow Load 1, Shifted Left *US2 Unbalanced Snow Load 2, Shifted Left SS Sliding Snow Load PFI Partial Load, Full, 1 Span PF2 Partial Load, Full, 2 Spans W Wind Load <Wl Wind Load, Case 1, Left <W2 Wind Load, Case 2, Left <W3 Wind Load, Case 3, Left <W4 Wind Load, Case 4, Left <WS Wind Load, Case 5, Left <W6 Wind Load, Case 6, Left WPR Wind Load, ~~ Ridge, Right WPAl Wind Parallel -Ref A, Case 1 WPBl Wind Parallel -Ref B, Case 1 WPC1 Wind Parallel -Ref C, Case 1 WPDI Wind Parallel -Ref D, Case 1 WB1> Wind Brace Reaction, Case 1, Right WB2> Wind Brace Reaction, Case 2, Right WB3> Wind Brace Reaction, Case 3, Right WB4> Wind Brace Reaction, Case 4, Right WBS> Wind Brace Reaction, Case 5, Right WB6> Wind Brace Reaction, Case 6, Right E Seismic Load <E Seismic Load, Left EG+ Vertical Seismic Effect, Additive EB> Seismic Brace Reaction, Right FL Floor Live Load *FL Altemate Span Floor Live Load, Shifted Left AL Auxiliary Live Load *AU Auxiliary Live Load, Right, Left <*AL Auxiliary Live Load, Left, Left *AL Aux Live, Left *AU(1) Auxiliary Live Load, Right, Left, Aisle 1 <*AL(1) Auxiliary Live Load, Left, Left, Aisle 1 *AL(1) Aux Live, Left, Aisle 1 *AU(2) Auxiliary Live Load, Right, Left, Aisle 2 <*AL(2) Auxiliary Live Load, Left, Left, Aisle 2 *AL(2) Aux Live, Left, Aisle 2 *AU(3) Auxiliary Live Load, Right, Left, Aisle 3 <*AL(3) Auxiliary Live Load, Left, Left, Aisle 3 *AL(3) Aux Live, Left, Aisle 3 *AU(4) Auxiliary Live Load, Right, Left, Aisle 4 <*AL(4) Auxiliary Live Load, Left, Left, Aisle 4 *AL(4) Aux Live, Left, Aisle 4 *AU(5) Auxiliary Live Load, Right, Left, Aisle 5 <*AL(5) Auxiliary Live Load, Left, Left, Aisle 5 *AL(5) Aux Live, Left, Aisle 5 ALB> Aux Live Bracing Reaction, Right WALB> Wind, Aux Live Bracing Reaction, Right ALB>(1) Aux Live Bracing Reaction, Right, Aisle 1 WALB>(1) Wind, Aux Live Bracing Reaction, Right, Aisle 1 ALB>(2) Aux Live Bracing Reaction, Right, Aisle 2 WALB>(2) Wind, Aux Live Bracing Reaction, Right, Aisle 2 ALB>(3) Aux Live Bracing Reaction, Right, Aisle 3 WALB>(3) Wind, Aux Live Bracing Reaction, Right, Aisle 3 ALB>(4) Aux Live Bracing Reaction, Right, Aisle 4 WALB>(4) Wind, Aux Live Bracing Reaction, Right, Aisle 4 ALB>(5) Aux Live Bracing Reaction, Right, Aisle 5 WALB>(5) Wind, Aux Live Bracing Reaction, Right, Aisle 5 WALB Wind, Aux Live Bracing Reaction UO User Defined Load U2 User Defined Load - 2 U4 User Defined Load - 4 U6 User Defined Load - 6 U8 User Defined Load - 8 ASL^ Alternate Span Live Load, Shined Right PL2 Partial Live, Full, 2 Spans US1* Unbalanced Snow Load 1, Shifted Right US2* Unbalanced Snow Load 2, Shifted Right SD Snow Drift Load RS Rain Surcharge Load PHl Partial Load, Half, 1 Span PH2 Partial Load, Half, 2 Spans Wl> Wind Load, Case 1, Right W2> Wind Load, Case 2, Right W3> Wind Load, Case 3, Right W4> Wind Load, Case 4, Right WS> Wind Load, Case 5, Right W6> Wind Load, Case 6, Right WP Wind Load, Parallel to Ridge WPL Wind Load, ~~ Ridge, Left WPA2 Wind Parallel -Ref A, Case 2 WPB2 Wind Parallel -Ref B, Case 2 WPC2 Wind Parallel -Ref C, Case 2 WPD2 Wind Para]]e] -Ref D, Case 2 <WB1 Wind Brace Reaction, Case 1, Left <WB2 Wind Brace Reaction, Case 2, Left <WB3 Wind Brace Reaction, Case 3, Left <WB4 Wind Brace Reaction, Case 4, Left <WBS Wind Brace Reaction, Case 5, Left <WB6 Wind Brace Reaction, Case 6, Left F> Seismic Load, Right EG Vertical Seismic Effect EG- Vertical Seismic Effect, Subtractive <EB Seismic Brace Reaction, Left FL* Alternate Span Floor Live Load, Shifted Right FD Floor Dead Load AL*> Auxiliary Live Load, Right, Right <AL* Auxiliary Live Load, Left, Right AL* Aux Live, Right AL*>(1) Auxiliary Live Load, Right, Right, Aisle 1 <AL*(1) Auxiliary Live Load, Left, Right, Aisle 1 AL*(1) Aux Live, Right, Aisle 1 AL*>(2) Auxiliary Live Load, Right, Right, Aisle 2 <AL*(2) Auxiliary Live Load, Left, Right, Aisle 2 AL*(2) Aux Live, Right, Aisle 2 AL*>(3) Auxiliary Live Load, Right, Right, Aisle 3 <AL*(3) Auxiliary Live Load, Left, Right, Aisle 3 AL*(3) Aux Live, Right, Aisle 3 AL*>(4) Auxiliary Live Load, Right, Right, Aisle 4 <AL*(4) Auxiliary Live Load, Left, Right, Aisle 4 AL*(4) Aux Live, Right, Aisle 4 AL*>(5) Auxiliary Live Load, Right, Right, Aisle 5 <AL*(5) Auxiliary Live Load, Left, Right, Aisle 5 AL*(5) Aux Live, Right, Aisle 5 ALB Aux Live Bracing Reaction <ALB Aux Live Bracing Reaction, Left <WALB Wind, Aux Live Bracing Reaction, Left <ALB(1) Aux Live Bracing Reaction, Left, Aisle 1 <WALB(1) Wind, Aux Live Bracing Reaction, Left, Aisle 1 <ALB(2) Aux Live Bracing Reaction, Left, Aisle 2 <WALB(2) Wind, Aux Live Bracing Reaction, Left, Aisle 2 <ALB(3) Aux Live Bracing Reaction, Left, Aisle 3 <WALB(3) Wind, Aux Live Bracing Reaction, Left, Aisle 3 <ALB(4) Aux Live Bracing Reaction, Left, Aisle 4 <WALB(4) Wind, Aux Live Bracing Reaction, Left, Aisle 4 <ALB(5) Aux Live Bracing Reaction, Left, Aisle 5 <WALB(5) Wind, Aux Live Bracing Reaction, Left, Aisle 5 AD Auxiliary Dead Load Ul User Defined Load - 1 U3 User Defined Load - 3 US User Defined Load - 5 U7 User Defined Load - 7 U9 User Defined Load - 9 VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CA0500721-01 Time: 11:24:01 AM Page: 10 of 75 UB User Brace Reaction UB 1 User Brace Reaction - 1 UB2 User Brace Reaction - 2 UB3 User Brace Reaction - 3 UB4 User Brace Reaction - 4 UBS User Brace Reaction - 5 UB6 User Brace Reaction - 6 UB7 User Brace Reaction - 7 UB8 User Brace Reaction - 8 UB9 User Brace Reaction - 9 R Rain Load T Temperature Load V Shear User Auolied Surface Loads (Local Coordinate Svstem) Side Sha a Units T e Descri tion Ma X-Loc Y-Loc Frm Brc Grt Pur Pnl Su Dir. Loc. A LN plf CG icker load 161.0 5/0/0 0/0/0 N N N Y N N IN OF A LN plf CG icker load 161.0 5/0/0 -20/0/ N N N Y N N IN OF B LN plf CG icker load 161.0 45/0/0 0/0/0 N N N Y N N IN OF B LN if CG icker load 161.0 45/0/0 -20/0/ N N N Y N N IN OF VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b VP BUILDINGS MARCO-iRUDEN Design Report CA0500721-01 Date: 6/10/2005 Time: 11:24:01 AM Page: 11 of 75 User Def ned Frame Line Loads for Cross Section: 1 Side Units T e Descri lion Ma 1 Locl Ma 2 Loc2 Su Dir. Coef. Loc. 2 plf CG i-fold door weight -90.0 0/0/2 -90.00 25/0/0 N DOWN 1.000 OF 2 pif W I> frame uplift when door up 75.3 0/0/2 75.3 20/0/ N UP 1.000 OF 2 plf <W 1 frame uplift when door up 75.3 0/0/2 75.3 20/0/0 N UP 1.000 OF 2 plf CG eight of girts and sheets above door -30.00 0/0/2 -30.0 20/0/0 N DOWN 1.000 OF 3 plf CG i-fold door weight -90.0 0/0/2 -90.0 25/0/0 N DOWN 1.000 OF 3 plf W 1> frame uplift when door up 75.3 0/0/2 75.3 20/0/0 N UP 1.000 OF 3 plf <Wl frame uplift when door up 75.3 0/0/2 75.3 20/0 N UP 1.000 OF 3 plf CG eight of girts and sheets above door -30.0 0/0/2 -30.0 20/0/ N DOWN 1.000 OF 2000 plf W 1> 'amb wind load -192.00 0/0/2 -192.00 16/0 N OUT 1.000 OF 2000 plf <W 1 'amb wind load 192. 0/0/2 192.0 16/0/0 N IN 1.000 OF 2008 pif Wl> 'amb wind load -192.00 0/0/2 -192.00 16/0/0 N OUT 1.000 OF 2008 if <W 1 'amb wind load 192.0 0/0/2 192.0 16/0/0 N IN 1.000 OF Q O Q O U~ Q VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CAO5OO721-OI Time: 11:24:01 AM Page: 12 of 75 D D D ~ ~ VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CA0500721-01 Time: 11:24:01 AM Page: 13 of 75 Reactions - F~panded'Report r Shape: Hanger Builder Contact: John Bagley Project: Nile Tanner Name: Teton West Builder PO #: Address: 4805 S 3300 W Jobsite: Lot 31 P.O. Box 122 Rexburg Airport City, State Zip: Rexburg, Idaho 83440 City, State Zip: Rexburg, Idaho 83440 Country: United States County, Country: Madison, United States Loads and Codes -Shape: Hanger City: Rexburg County: Madison State: Idaho Building Code: 2003 International Building Code Built Up: 89AISC Building Use: Standard Occupancy Structure Cold Form: 96AISI Dead and Collateral Loads Collateral Gravity:1.00 psf Roof Covering + Second. Dead Load: 2.27 psf Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Wind Load Wind Speed: 90.00 mph Wind Exposure (Factor): C (0.872) Parts Wind Exposure Factor: 0.872 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Topographic Factor: 1.0000 Base Elevation: 0/0/0 Primary Zone Strip Width: 10/0/0 Parts /Portions Zone Strip Width: 5/0/0 Basic Wind Pressure: 15.36 psf Snow Load Ground Snow Load: 50.00 psf Roof Snow Load: 35.00 psf Design Snow (Sloped): 35.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) Ground /Roof Conversion: 1.00 Snow Used in Seismic: 20.00 Seismic Snow Load: 7.00 psf Unobstructed, Slippery Roof Country: United States Rainfall: 4.00 in per hour Allow. Overstress: Frm: 1.03, Sec: 1.03, Brc: 1.03 Live Load Live Load: 20.00 psf Reducible LL for Below Eave Canopy:N/A Seismic Load Mapped Spectral Response - Ss:51.08 %g Mapped Spectral Response - S1:16.44 %g Seismic Hazard /Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance /Design Category: D Framing Seismic Period: 0.2701 Bracing Seismic Period: 0.1674 Framing R-Factor: 3.5000 Bracing R-Factor: 3.5000 Soil Profile Type: Stiff soil (D, 4) Frame Redundancy Factor:1.1753 Brace Redundancy Factor:1.2000 Frame Seismic Factor (Cs): 0.1354 Brace Seismic Factor (Cs): 0.1354 Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. Load Type Descriptions D Material Dead Weight CG Collateral Load for Gravity Cases L Live Load ^ASL Alternate Span Live Load, Shifted Left S Snow Load *US 1 Unbalanced Snow Load 1, Shifted Left *USZ Unbalanced Snow Load 2, Shifted Left SS Sliding Snow Load PFl Partial Load, Full, 1 Span PF2 Partial Load, Full, 2 Spans W Wind Load <Wl Wind Load, Case 1, Left <W2 Wind Load, Case 2, Left <W3 Wind Load, Case 3, Left <W4 Wind Load, Case 4, Left <WS Wind Load, Case 5, Left <W6 Wind Load, Case 6, Left WPR Wind Load, ~) Ridge, Right WPAl Wind Parallel -Ref A, Case 1 WPB1 Wind Parallel -Ref B, Case 1 WPC 1 Wind Parallel -Ref C, Case 1 WPDI Wind Parallel -Ref D, Case 1 WB1> Wind Brace Reaction, Case 1, Right WB2> Wind Brace Reaction, Case 2, Right WB3> Wind Brace Reaction, Case 3, Right WB4> Wind Brace Reaction, Case 4, Right WBS> Wind Brace Reaction, Case 5, Right WB6> Wind Brace Reaction, Case 6, Right C Collateral Load CU Collateral Load for Wind Cases ASL^ Alternate Span Live Load, Shifted Right PL2 Partial Live, Full, 2 Spans US1 * Unbalanced Snow Load 1, Shifted Right US2* Unbalanced Snow Load 2, Shifted Right SD Snow Drift Load RS Rain Surcharge Load PHl Partial Load, Half, 1 Span PH2 Partial Load, Half, 2 Spans Wl> Wind Load, Case 1, Right W2> Wind Load, Case 2, Right W3> Wind Load, Case 3, Right W4> Wind Load, Case 4, Right WS> Wind Load, Case 5, Right W6> Wind Load, Case 6, Right WP Wind Load, Parallel to Ridge WPL Wind Load, ~~ Ridge, Left WPA2 Wind Parallel -Ref A, Case 2 WPB2 Wind Parallel -Ref B, Case 2 WPC2 Wind Parallel -Ref C, Case 2 WPD2 Wind Parallel -Ref D, Case 2 <WB1 Wind Brace Reaction, Case 1, Left <WB2 Wind Brace Reaction, Case 2, Left <WB3 Wind Brace Reaction, Case 3, Left <WB4 Wind Brace Reaction, Case 4, Left <WBS Wind Brace Reaction, Case 5, Left <WB6 Wind Brace Reaction, Case 6, Left VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CAO5OO721-DI Time: 11:24:01 AM Page: 14 of 75 E Seismic Load <E Seismic Load, Left EG+ Vertical Seismic Effect, Additive EB> Seismic Brace Reaction, Right FL Floor Live Load *FL Altemate Span Floor Live Load, Shifted Left AL Auxiliary Live Load *AU Auxiliary Live Load, Right, Left <*AL Auxiliary Live Load, Left, Left *AL Aux Live, Left *AU(1) Auxiliary Live Load, Right, Left, Aisle 1 <*AL(1) Auxiliary Live Load, Left, Left, Aisle 1 *AL(1) Aux Live, Left, Aisle 1 *AU(2) Auxiliary Live Load, Right, Left, Aisle 2 <*AL(2) Auxiliary Live Load, Left, Left, Aisle 2 *AL(2) Aux Live, Left, Aisle 2 *AU(3) Auxiliary Live Load, Right, Left, Aisle 3 <*AL(3) Auxiliary Live Load, Left, Left, Aisle 3 *AL(3) Aux Live, Left, Aisle 3 *AU(4) Auxiliary Live Load, Right, Left, Aisle 4 <*AL(4) Auxiliary Live Load, Left, Left, Aisle 4 *AL(4) Aux Live, Left, Aisle 4 *AU(5) Auxiliary Live Load, Right, Left, Aisle 5 <*AL(5) Auxiliary Live Load, Left, Left, Aisle 5 *AL(5) Aux Live, Left, Aisle 5 ALB> Aux Live Bracing Reaction, Right WALB> Wind, Aux Live Bracing Reaction, Right ALB>(1) Aux Live Bracing Reaction, Right, Aisle 1 WALB>(1) Wind, Aux Live Bracing Reaction, Right, Aisle 1 ALB>(2) Aux Live Bracing Reaction, Right, Aisle 2 WALB>(2) Wind, Aux Live Bracing Reaction, Right, Aisle 2 ALB>(3) Aux Live Bracing Reaction, Right, Aisle 3 WALB>(3) Wind, Aux Live Bracing Reaction, Right, Aisle 3 ALB>(4) Aux Live Bracing Reaction, Right, Aisle 4 WALB>(4) Wind, Aux Live Bracing Reaction, Right, Aisle 4 ALB>(5) Aux Live Bracing Reaction, Right, Aisle 5 WALB>(5) Wind, Aux Live Bracing Reaction, Right, Aisle 5 WALB Wind, Aux Live Bracing Reaction UO User Defined Load U2 User Defined Load - 2 U4 User Defined Load - 4 U6 User Defined Load - 6 U8 User Defined Load - 8 UB User Brace Reaction UB2 User Brace Reaction - 2 UB4 User Brace Reaction - 4 UB6 User Brace Reaction - 6 UB8 User Brace Reaction - 8 R Rain Load V Shear E> Seismic Load, Right EG Vertical Seismic Effect EG- Vertical Seismic Effect, Subtractive <EB Seismic Brace Reaction, Left FL* Alternate Span Floor Live Load, Shifted Right FD Floor Dead Load AL*> Auxiliary Live Load, Right, Right <AL* Auxiliary Live Load, Left, Right AL* Aux Live, Right AL*>(1) Auxiliary Live Load, Right, Right, Aisle 1 <AL*(1) Auxiliary Live Load, Left, Right, Aisle 1 AL*(1) Aux Live, Right, Aisle 1 AL*>(2) Auxiliary Live Load, Right, Right, Aisle 2 <AL*(2) Auxiliary Live Load, Left, Right, Aisle 2 AL*(2) Aux Live, Right, Aisle 2 AL*>(3) Auxiliary Live Load, Right, Right, Aisle 3 <AL*(3) Auxiliary Live Load, Left, Right, Aisle 3 AL*(3) Aux Live, Right, Aisle 3 AL*>(4) Auxiliary Live Load, Right, Right, Aisle 4 <AL*(4) Auxiliary Live Load, Left, Right, Aisle 4 AL*(4) Aux Live, Right, Aisle 4 AL*>(5) Auxiliary Live Load, Right, Right, Aisle 5 <AL*(5) Auxiliary Live Load, Left, Right, Aisle 5 AL*(5) Aux Live, Right, Aisle 5 ALB Aux Live Bracing Reaction <ALB Aux Live Bracing Reaction, Left <WALB Wind, Aux Live Bracing Reaction, Left <ALB(1) Aux Live Bracing Reaction, Left, Aisle 1 <WALB(1) Wind, Aux Live Bracing Reaction, Left, Aisle 1 <ALB(2) Aux Live Bracing Reaction, Left, Aisle 2 <WALB(2) Wind, Aux Live Bracing Reaction, Left, Aisle 2 <ALB(3) Aux Live Bracing Reaction, Left, Aisle 3 <WALB(3) Wind, Aux Live Bracing Reaction, Left, Aisle 3 <ALB(4) Aux Live Bracing Reaction, Left, Aisle 4 <WALB(4) Wind, Aux Live Bracing Reaction, Left, Aisle 4 <ALB(5) Aux Live Bracing Reaction, Left, Aisle 5 <WALB(5) Wind, Aux Live Bracing Reaction, Left, Aisle 5 AD Auxiliary Dead Load UI User Defined Load - 1 U3 User Defined Load - 3 US User Defined Load - 5 U7 User Defined Load - 7 U9 User Defined Load - 9 UB 1 User Brace Reaction - 1 UB3 User Brace Reaction - 3 UBS User Brace Reaction - 5 UB7 User Brace Reaction - 7 UB9 User Brace Reaction - 9 T Temperature Load VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Design Report CA0500721-01 Date: 6/10/2005 Time: 11:24:01 AM Page: 15 of 75 Overall Building Description Shape Overall Width Overall Len h Floor Area (s . ft. Wall Area (s . ft. Roof Area (s . ft.) Max. Eave Hei ht Min. Eave Hei ht 2 Max. Roof Pitch Min. Roof Pitch Peak Hei ht Han er 50/0/0 50/0/0 2500 3504 2509 17/0/0 17/0/0 1.000:12 1.000:12 19/1/0 Overall 0 0 0 VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CA0500721-O1 Time: 11:24:01 AM Page: 16 of 75 Wall: 4, Frame at: 1/0/0 Design Load Combinations - Framin¢ No. Ori in Factor A lication Descri tion 1 System 1.000 1.0 D + 1.0 CG + 1.0 L D + CG + L 2 System 1.000 1.0 D + 1.0 CG + 1.0 S D + CG + S 3 System 1.000 1.0 D + 1.0 CG + 1.0 US 1 * D + CG + US 1 * 4 System 1.000 1.0 D + 1.0 CG + 1.0 *US 1 D + CG + *US 1 5 System 1.000 1.0 D + 1.0 W 1> D + W 1> 6 System 1.000 1.0 D + 1.0 <W 1 D + <W 1 7 System 1.000 1.0 D + 1.0 W2> D + W2> 8 System 1.000 1.0 D + 1.0 <W2 D + <W2 9 System 1.000 .600 D + 1.0 W 1> D + W 1> 10 System 1.000 .600 D + 1.0 <W 1 D + <W 1 11 System 1.000 .600 D + 1.0 W2> D + W2> ] 2 System 1.000 .600 D + 1.0 <W2 D + <W2 ]3 System 1.000 1.OD+I.OCG+0.750L+0.750W1> D+CG+L+WI> 14 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W 1 D + CG + L + <W 1 I S System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W2> D + CG + L + W2> 16 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W2 D + CG + L + <W2 17 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W 1> D + CG + S + W 1> 18 System 1.000 1.0 D + t .0 CG + 0.750 S + 0.750 <W 1 D + CG + S + <W 1 19 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W2> D + CG + S + W2> 20 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 D + CG + S + <W2 21 System 1.275 .900 D + 0.900 CG + 1.175 E> + 1.0 EG- D + CG + F> + EG- 22 System 1.275 0.900 D + 0.900 CG + 1.175 <E + 1.0 EG- D + CG + <E + EG- 23 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.175 E> + 1.0 EG+ D + CG + S + Fj + EG+ 24 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.175 <E + 1.0 EG+ D + CG + S + <E + EG+ 31 System Derived 1.275 0.900 D + 0.900 CG + 0.353 ~ + 1.0 EG- + 1.200 EB> D + CG + Fj + EG- + EB> 32 System Derived 1.275 .900 D + 0.900 CG + 0.353 <E + 1.0 EG- + 1.200 EB> D + CG + <E + EG- + EB> 33 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.353 ~ + 1.0 EG+ + 1.200 EB> D+CG+S+E>+EG++EB> 34 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.353 <E + 1.0 EG+ + 1.200 EB> D+CG+S+<E+EG++EB> 37 System Derived 1.275 .900 D + 0.900 CG + 0.353 ~ + 1.0 EG- + 1.200 <EB D + CG + Fj + EG- + <EB 38 System Derived 1.275 .900 D + 0.900 CG + 0.353 <E + 1.0 EG- + 1.200 <EB D + CG + <E + EG- + <EB 39 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.353 ~ + I.0 EG+ + 1.200 <EB D+CG+S+E>+EG++<EB 40 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.353 <E + 1.0 EG+ + 1.200 <EB D+CG+S+<E+EG++<EB 43 System Derived 1.000 1.0 D + 1.0 WPAI D + WPAI 44 System Derived 1.000 0.600 D + 1.0 WPAI D + WPAI 45 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPAI D + CG + L + WPAl 46 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPAI + CG + S + WPAl 47 System Derived 1.000 1.0 D + 1.0 WPDI D + WPDI 48 System Derived 1.000 0.600 D + 1.0 WPDI D + WPDI 49 System Derived 1.000 1.OD+I.OCG+0.750L+0.750WPD1 D+CG+L+WPDl 50 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPDI D + CG + S + WPDI 51 System Derived 1.000 1.0 D + 1.0 WPA2 D + WPA2 52 System Derived 1.000 .600 D + 1.0 WPA2 D + WPA2 53 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPA2 D + CG + L + WPA2 54 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA2 D + CG + S + WPA2 55 System Derived 1.000 1.0 D + 1.0 WPD2 D + WPD2 56 System Derived 1.000 .600 D + 1.0 WPD2 D + WPD2 57 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPD2 D + CG + L + WPD2 58 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD2 D + CG + S + WPD2 59 System Derived 1.000 1.0 D+ 1.0 WPB1 D+ WPB1 60 System Derived 1.000 0.600 D + 1.0 WPB 1 D + WPB 1 61 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB 1 D + CG + L + WPB 1 62 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB 1 D + CG + S + WPB 1 63 System Derived 1.000 1.0 D + 1.0 WPC 1 D + WPC 1 64 System Derived 1.000 .600 D+ 1.0 WPC1 D+ WPC1 65 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPC 1 D + CG + L + WPC 1 66 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC 1 D + CG + S + WPC 1 67 System Derived 1.000 1.0 D + 1.0 WPB2 D + WPB2 68 System Derived 1.000 .600 D + 1.0 WPB2 D + WPB2 69 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB2 D + CG + L + WPB2 70 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB2 D + CG + S + WPB2 71 System Derived 1.000 1.0 D + 1.0 WPC2 D + WPC2 72 System Derived 1.000 .600 D + 1.0 WPC2 D + WPC2 73 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W PC2 D + CG + L + WPC2 74 S stem Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC2 D + CG + S + WPC2 VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/ 10/2005 - Design Report CAO5OO721-01 Time: 11:24:01 AM Page: 17 of 75 Wall: 4, Frame at: 1/0/0 Frame ID:Rigid Frame with Endposts Frame Type:Itigid Frame, End Posts Values shown are resisting forces of the foundation. Reactions -Load Tvae at Frame Cross Section: 1 Type X-Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Bolt Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 1-P 8 x 13 0.375 4 - 0.750 100'-0" Interior Column 4/7/0 1-N 9 x 9 0.375 4 - 0.750 100'-0" Interior Column 5/11/0 1-M -e-~- -A:~- ~;~- 114'-4 9/16" Interior Column 11/8/11 1-L -8~- ~:3~Sr ~.~- 114'-11 1/8" Interior Column 18/4/5 I-J -5-~0•- -9:~7-5- z--^~- 115'-6" Load T e Desc. Hx V Hx Hz V x Hz V Hx Hz V Hx Hz V D Frm 0.53 1.49 - - 0.54 - - 0.02 - - 0.03 - - . 3 CG Frm 1.34 3.16 - - (. 60 - - - - - - - - - L Frm 1.59 3.91 - - - - - - - - - - S Frm 4.64 11.39 - - - - - - - - - - - - US 1 * Frm 4.17 6.65 - - - - - - - - - - - - *US1 Frm 4.17 13.86 - - - - - - - - - - - W 1> Frm -3.85 -7.00 - 4.40 - - 0.06 - - 0.13 - - 0.17 - <W 1 Frm -0.94 -4.82 - -4.12 - - -0.06 - -0.12 - - -0.16 - W2> Frm -2.92 -3.70 - - - - - - - - - - <W2 Frm - -1.52 - - - - - - - - - - - - Fa Frrn -1.12 -0.72 - 0.07 - - - - - - - - - EG- Frm -0.19 -0.45 - - - - - - - - - - - <E Frm 1.12 0.72 - -0.07 - - - - - - - - - - EG+ Frm 0.19 0.45 - - - - - - - - - - EB> Brc - - - - - - - - - - - - - - <EB Brc - - - - - - - - - - - - - - WPAl Brc -0.86 -5.02 - - - - - - - - - - WPDl Brc -0.18 -3.03 - - - - - - - - - - - - WPA2 Brc -0.67 -3.22 - - - - - - - - - - - - WPD2 Brc - -1.23 - - - - - - - - - - WPB 1 Brc -0.92 -4.43 - - - - - - - - - - - - WPCI Brc -0.21 -2.78 - - - - - - - - - - WPB2 Brc -0.73 -2.63 - - - - - - - - - - WPC2 Brc -0.02 -0.98 - - - - - - - - - - - - Type In X-Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Bolt Qty/Diam. (in.) Column Base Elev. tenor Column Interior Column Interior Column Interior Colu, 24/11/15 31/7/9 38/3/3 44/0/14 1-G S~9- 1-F .51.9- 1-D ~8~-1~9- 1-C Pry-~9- -® 39r -8~3a3- .~3-~-A.7SU 115'-6" -A^3~3~ ^r-^.'o-r`~ 115'-6" -~- 'z-^vi~^o 114'-11 1/8" - -z--v=r`.,o- 114'-4 9/16' mn Interior Column 45/4/14 1-B 9x9 0.375 4 - 0.750 100'-0" VPC File:CA0500721-OIOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CA0500721-O1 Time: 11:24:01 AM Page: 18 of 75 Load T e Desc. Hx Hz V Hx Hz V Hx Hz V Hx Hz V Hx Hz V D Frm - - 0.04 - - 0.03 - - 0.03 - - .02 - - 0.54 CG Frm - - - - - - - - - - - - - 1• bo L Frrn - - - - - - - - - - - - - - - S Frm - - - - - - - - - - - - - USl* Frm - - - - - - - - - - - - - - - *USl Frm - - - - - - - - - - - - _ Wl> Frm - 0.20 - - 0.17 - - 0.13 - - 0.06 - - 4.40 - <W 1 Frm - -0.19 - - -0.16 - - -0.1 - - -0.06 - - -4.12 - W2> Frm - - - - - - - - - - - - - <W2 Frm - - - - - - - - - - - - - - E> Frm - - - - - - - - - - - 0.07 - EG- Frm - - - - - - - - - - - - - - - <E Frm - - - - - - - - - - - -0.07 - EG+ Frm - - - - - - - - - - - - - - - EB> Brc - - - - - - - - - - - - - <EB Brc - - - - - - - - - - - - - - - WPAI Brc - - - - - - - - - - - - - - WPDl Brc - - - - - - - - - - - - - - - WPA2 Brc - - - - - - - - - - - - - WPD2 Brc - - - - - - - - - - - - - - - WPB1 Brc - - - - - - - - - - - - - WPC1 Brc - - - - - - - - - - - - - - - WPB2 Brc - - - - - - - - - - - - - WPC2 Brc - - - - - - - - - - - - - - - Type X-Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Bolt Qty/Diam (in.) Column Base Elev. Exterior Column 50/0/0 1-A 8 x 13 0.375 4 - 0.750 100'-0" Load T e Desc. Hx V D Frm -0.53 1.49 - - - - CG Frm -1.34 3.16 - - - - L Frm -1.59 3.91 - - - - S Frm -4.64 11.39 - - - - US 1 * Frm -4.17 13.86 - - - - *US1 Frm -4.17 6.65 - - - - W 1> Frm 0.94 -4.82 - - - - <Wl Frm 3.85 -7.00 - - - - W2> Frm - -1.52 - - - - <W2 Frm 2.92 -3.70 - - - - ~ Frrn -1.12 0.72 - - - - EG- Frm 0.19 -0.45 - - - - <E Frm 1.12 -0.72 - - - - EG+ Frm -0.19 0.45 - - - - EB> Brc - - - - - - <EB Brc - - - - - - WPAI Brc 0.92 -4.43 - - - - WPDI Brc 0.21 -2.78 - - - - WPA2 Brc 0.73 -2.63 - - - - WPD2 Brc 0.02 -0.98 - - - - WPBI Brc 0.86 -5.02 - - - - WPC1 Brc 0.18 -3.03 - - - - WPB2 Brc 0.67 -3.22 - - - - WPC2 Brc - -1.23 - - - - Frame Reactions -Load Cases at Frame Cross Section: l X-Loc 0/0/0 4/7/0 5/11/0 11/8/11 18/4/5 Gridl - Grid2 1-P 1-N 1-M 1-L 1-J Ld Descri lion Hx V Hx Hz V Hx Hz V Hx Hz V Hx Hz V Cs (a lication factor not shown (k ) k (k (k) (k (k (k) (k (k 1 D + CG + L 3.46 8.56 - - 0.54 - - 0.02 - - 0.03 - - 0.03 VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CAO5OO721-01 Time: 11:24:01 AM Page: 19 of 75 2 D + CG + S 6.51 16.05 - - 0.54 - - 0.02 - - 0.03 - - 0.03 3 D+CG+USl* 6.05 11.31 - - 0.54 - - 0.02 - - 0.03 - - 0.03 4 D + CG + *US 1 6.05 18.51 - - 0.54 - 0.02 - - 0.03 - - 0.0 5 D + W 1> -3.32 -5.51 - 4.40 0.54 0.06 0.02 - 0.13 0.03 - 0.17 0. 3 6 D + <W 1 -0.41 -3.33 - -4.12 0.54 - -0.06 0.02 - -0.12 0.03 - -0.16 .03 7 D + W2> -2.39 -2.21 - - 0.54 - - 0.02 - - 0.03 - - .03 8 D + <W2 0.53 -0.03 - - 0.54 - - 0.02 - - 0.03 - - 0.03 9 D+Wl> -3.53 -6.11 - 4.40 0.32 - 0.06 0.01 - 0.13 0.02 - 0.17 0.02 10 D + <W 1 -0.62 -3.93 - -4.12 0.32 - 0.06 0.01 - -0.12 0.02 - -0.1 0.02 11 D + W2> -2.60 -2.81 - - 0.32 - 0.01 - - 0.02 - 0.02 12 D + <W2 0.32 -0.63 - - 0.32 - 0.01 - - 0.02 - 0.02 ' 13 D+CG+L+WI> 0.17 2.33 - 3.30 0.54 - 0. 0.02 - 0.10 0.03 - .13 0.03 14 D + CG + L + <W 1 2.36 3.97 - -3.09 0.54 - -0.0 0.02 - -0.09 0.03 - .12 0.03 15 D + CG + L + W2> 0.87 4.81 - - 0.54 - - 0.02 - - 0.03 - - 0.03 16 D + CG + L + <W2 3.06 6.44 - - 0.54 - - 0.02 - - 0.03 - - 0.03 17 D + CG + S + W 1> 2.46 7.95 - 3.30 0.54 - 0.05 .02 - 0.10 0.03 - 0.13 0.03 18 D + CG + S + <W 1 4.65 9.58 - -3.09 0.54 - -0.04 02 - -0.09 0.03 -0.12 0.03 19 D + CG + S + W2> 3.16 10.42 - - 0.54 - - 0. 2 - - 0.03 - 0.03 20 D + CG + S + <W2 5.35 12.06 - - 0.54 - - 0. - - 0.03 - - 0.03 21 D + CG + F> + EG- 0.18 2.90 - 0.08 0.48 - - 0.0 - - 0.02 - - 0.03 22 D + CG + <E + EG- 2.81 4.59 - -0.08 0.48 - - 0.02 - - 0.02 - - 0.03 23 D + CG + S + Fj + EG+ 2.05 7.47 - 0.08 0.65 - - 0.03 - - 0.03 - - 0.04 24 D + CG + S + <E + EG+ 4.67 9.16 - -0.08 0.65 - - 0.03 - 0.0 - - 0.04 31 D + CG + E> + EG- + EB> 1.10 3.49 - 0.02 0.48 - - 0.02 - 0.0 - - 0.03 32 D + CG + <E + EG- + EB> 1.89 4.00 - -0.02 0.48 - - 0.02 - 0. 2 - - 0.03 33 D+CG+S+E>+EG++EB> 2.97 8.06 - 0.02 0.65 - - 0.03 - - .03 - - 0.04 34 D+CG+S+<E+EG++EB> 3.75 8.57 - -0.02 0.65 - - 0.03 - - .03 - - 0.04 37 D + CG + E> + EG- + <EB 1.10 3.49 - 0.02 0.48 - - 0.02 - - 0.02 - - 0.03 38 D + CG + <E + EG- + <EB 1.89 4.00 - -0.02 0.48 - - 0.02 - - 0.02 - - 0.03 39 D+CG+S+E>+EG++<EB 2.97 8.06 - 0.02 0.65 - - 0.03 - 0.03 - - 0.04 40 D+CG+S+<E+EG++<EB 3.75 8.57 - -0.02 0.65 - - 0.03 - 0.03 - - 0.04 43 D + WPAl -0.33 -3.53 - - 0.54 - - 0.02 - 0.03 - - 0.03 44 D + WPAI -0.54 -4.13 - - 0.32 - - 0.01 - 0.02 - - 0.02 45 D + CG + L + WPAl 2.42 3.82 - - 0.54 - - 0.02 - - 0.03 - - 0.03 46 D + CG + S + WPA 1 4.71 9.43 - - 0.54 - - 0.02 - - 0.03 - - 0.03 47 D + WPDl 0.35 -1.54 - - 0.54 - - 0.02 - - 0.03 - - 0.03 48 D + WADI 0.14 -2.14 - - 0.32 - - 0.01 - .02 - - 0.02 49 D + CG + L + WPD 1 2.93 5.31 - - 0.54 - - 0.02 - 03 - - 0.03 50 D + CG + S + WPD 1 5.21 10.93 - - 0.54 - - 0.02 - 0. 3 - - 0.03 51 D + WPA2 -0.14 -1.73 - - 0.54 - - 0.02 - - 0. - - 0.03 52 D + WPA2 -0.35 -2.33 - - - 0.32 - - 0.01 - - 0.0 - - 0.02 53 D + CG + L + WPA2 2.56 5.17 - - 0.54 - - 0.02 - - 0.03 - - 0.03 54 D + CG + S + WPA2 4.85 10.78 - - 0.54 - - 0.02 - - 0.03 - - 0.03 55 D + WPD2 0.53 0.26 - - 0.54 - - 0.0 - - 0.03 - 0.03 56 D + WPD2 0.32 -0.34 - - 0.32 - - 0.0 - - 0.02 - 0.02 57 D + CG + L + WPD2 3.06 6.66 - - 0.54 - - 0. 2 - - 0.03 - 0.03 58 D + CG + S + WPD2 5.35 12.28 - - 0.54 - - .02 - - 0.03 - - 0.03 59 D+WPB1 -0.39 -2.94 - - 0.54 - - .02 - - 0.03 - - 0.03 60 D + WPB1 -0.60 -3.54 - - 0.32 - - 0.01 - - 0.02 - - 0.02 61 D+CG+L+WPB1 2.37 4.26 - - 0.54 - - 0.02 - - 0.03 - - 0.03 62 D + CG + S + WPBI 4.66 9.88 - - 0.54 - - 0.02 - - 0.03 - 0.03 63 D+WPC1 0.32 -1.29 - - 0.54 - 0.02 - - 0.03 - 0.03 64 D + WPCI 0.11 -1.89 - - 0.32 - 0.01 - - 0.02 - 0.02 65 D+CG+L+WPC1 2.91 5.50 - - 0.54 - - 0.02 - - 0.03 - - 0.03 66 D + CG + S + WPCl 5.19 11.11 - - 0.54 - - 0.02 - - 0.03 - - 0.03 67 D + WPB2 -0.20 -1.14 - - 0.54 - - 0.02 - - 0.03 - - 0.03 68 D + WPB2 -0.41 -1.74 - - 0.32 - - 0.01 - - 0.02 - - 0.02 69 D + CG + L + WPB2 2.51 5.61 - - 0.54 - - 0.02 - - 0.03 - - .03 70 D + CG + S + WPB2 4.80 11.23 - - 0.54 - 0.02 - - 0.03 - - 03 71 D + WPC2 0.51 0.51 - - 0.54 - 0.02 - - 0.03 - - 0. 3 72 D + WPC2 0.30 -0.09 - - 0.32 - - 0.01 - - 0.02 - - 0.0 73 D + CG + L + WPC2 3.05 6.85 - - 0.54 - - 0.02 - - 0.03 - - 0.0 74 D + CG + S + WPC2 5.34 12.46 - - 0.54 - - 0.02 - - 0.03 - - 0.03 X-Loc 24/11/15 31/7/9 38/3/3 44/0/14 45/4/14 Gridl -Grid2 1-G 1-F 1-D 1-C 1-B Ld Descri lion Hx Hz Vy Hx Hz V Hx Hz V Hx Hz V Hx Hz V VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CAO5OO721-01 Time: 11:24:01 AM Page: 20 of 75 Cs a lication factor not shown k) k k (k (k k ) (k k 1 D + CG + L - 0.04 - - 0.03 - - 0.03 - - 0.0 - - 0.54 2 D + CG + S - 0.04 - - 0.03 - - 0.03 - - 0 2 - - 0.54 3 D + CG + US 1 * - - 0.04 - - 0.03 - - 0.03 - - :02 - - 0.54 4 D + CG + *USl - - 0.04 - - 0.03 - - 0.03 - - 0.02 - - 0.54 5 D + W 1> - 0.20 0.04 - 0.17 0.03 - 0.13 0.03 - 0.06 0.02 - 4.40 0.54 6 D + <W 1 - .19 0.04 - -0.16 0.03 - -0.12 0.03 - -0.0 0.02 - -4.12 0.54 7 D + W2> - 0.04 - - 0.03 - - 0.03 - 0.02 - - 0.54 8 D + <W2 - - 0.04 - - 0.03 - - 0.03 - - 0.02 - - 0.54 9 D + W 1> - 0.2 0.02 - 0.17 0.02 - 0.13 0.02 - .06 0.01 - 4.40 0.32 10 D + <W 1 - -0.19 0.02 - -0.16 0.02 - -0.12 0.02 - -0.06 0.01 - -4.12 0.32 11 D + W2> - - 0.02 - - 0.02 - - 0.02 - - 0.01 - - 0.32 12 D + <W2 - - 02 - - 0.02 - - 0.02 - 0.01 - - 0.32 13 D+CG+L+WI> - 0.15 0.4 - 0.13 0.03 - 0.10 0.03 0.05 0.02 - 3.30 0.54 14 D + CG + L + <W 1 - -0.14 0.0 - -0.12 0.03 - -0.09 0.03 - -0.04 0.02 - -3.09 0.54 15 D + CG + L + W2> - - 0.04 - - 0.03 - - 0.03 - - 0.02 - - 0.54 16 D + CG + L + <W2 - - 0.04 - - 0.03 - - 0.03 - - 0.02 - - 0.54 17 D + CG + S + W 1> - 0.15 0.04 0.13 0.03 - 0.10 0.0 - 0.05 0.02 - 3.30 0.54 18 D + CG + S + <W 1 - -0.14 0.04 -0.12 0.03 - -0.09 0. - -0.04 0.02 - -3.09 0.54 19 D + CG + S + W2> - - 0.04 - - 0.03 - - 3 - - 0.02 - - 0.54 20 D + CG + S + <W2 - - 0.04 - - 0.03 - - .03 - - 0.02 - - 0.54 21 D + CG + E> + EG- - - 0.03 - - 0.03 - - 0.02 - - 0.02 - 0.08 0.48 22 D + CG + <E + EG- - - 0.03 - - 0.03 - 0.02 - - 0.02 - -0.08 0.48 23 D + CG + S + Fj + EG+ - - 0.05 - 0.04 - 0.03 - - 0.03 - 0.08 0.65 24 D + CG + S + <E + EG+ - - 0.05 - 0.04 - 0.03 - - 0.03 - -0.08 0.65 31 D + CG + F? + EG- + EB> - - 0.03 - - 0.03 - - 0.02 - - 0.02 - 0.02 0.48 32 D + CG + <E + EG- + EB> - - 0.03 - - 0.03 - - 0.02 - - 0.02 - -0.02 0.48 33 D+CG+S+E>+EG++EB> - - 0.05 - - 0.04 - - 0.03 - - 0.03 - 0.02 0.65 34 D+CG+S-+<E+EG++EB> - - 0.05 - - .04 - 0.03 - - 0.03 - -0.02 0.65 37 D + CG + E> + EG- + <EB - - 0.03 - - 0. 3 - 0.02 - - 0.02 - 0.02 0.48 38 D + CG + <E + EG- + <EB - - 0.03 - - 0. - - 0.02 - - 0.02 - -0.02 0.48 39 D+CG+S+E>+EG++<EB - - 0.05 - - 0.0 - - 0.03 - - 0.03 - 0.02 0.65 40 D+CG+S+<E+EG++<EB - - 0.05 - - 0.04 - - 0.03 - - 0.03 - -0.02 0.65 43 D + WPAl - - 0.04 - - 0.03 - 0.03 - - 0.02 - - 0.54 44 D + WPAl - - 0.02 - - 0. - 0.02 - - 0.01 - - 0.32 45 D + CG + L + WPAl - - 0.04 - - 0 3 - 0.03 - - 0.02 - - 0.54 46 D + CG + S + WPAI - - 0.04 - - .03 - - 0.03 - - 0.02 - - 0.54 47 D + WPD 1 - - 0.04 - - 0.03 - - 0.03 - - 0.02 - - 0.54 48 D + WPDI - - 0.02 - - 0.02 - - 0.02 - - 0.01 - - 0.32 49 D + CG + L + WADI - - 0.04 - 0.03 - 0.03 - - 0.02 - - 0.54 50 D + CG + S + WADI - - 0.04 - 0.03 - 0.03 - - 0.02 - - 0.54 51 D + WpA2 - - 0.04 - 0.03 - - 0.03 - - 0.02 - - 0.54 52 D + WPA2 - - 0.02 - - 0.02 - - 0.02 - - 0.01 - - 0.32 53 D + CG + L + WPA2 - - 0.04 - - 0.03 - - 0.03 - - 0.02 - - 0.54 54 D + CG + S + WPA2 - - 0.04 - 0.03 - - .03 - - 0.02 - - 0.54 55 D + WPD2 - - 0.04 - 0.03 - - 03 - - 0.02 - - 0.54 56 D + WPD2 - - 0.02 - 0.02 - - 0. - - 0.01 - - 0.32 57 D + CG + L + WPD2 - - 0.04 - - 0.03 - - 0.0 - - 0.02 - - 0.54 58 D + CG + S + WPD2 - - 0.04 - - 0.03 - - 0.03 - - 0.02 - - 0.54 59 D + WPB 1 - - 0.04 - - 0.03 - - 0.03 - - 0.02 - - 0.54 60 D + WPB 1 - - 0.0 - - 0.02 - - 0.02 - 0.01 - - 0.32 61 D + CG + L + WPB 1 - - 0 4 - - 0.03 - - 0.03 - 0.02 - - 0.54 62 D + CG + S + WPB 1 - - .04 - - 0.03 - - 0.03 - - 0.02 - - 0.54 63 D + WPC 1 - - 0.04 - - 0.03 - - 0.03 - - 0.02 - - 0.54 64 D + WPC 1 - - 0.02 - - 0.02 - - 0.02 - - 0.01 - - 0.32 65 D + CG + L + WPC 1 - 0.04 - - 0.03 - - 0.03 - 0.02 - - 0.54 66 D + CG + S + WPCI - 0.04 - - 0.03 - - 0.03 - 0.02 - - 0.54 67 D + WPB2 - - 0.04 - - 0.03 - - 0.03 - - 0.02 - - 0.54 68 D + WPB2 - - 0.02 - - 0.02 - - 0.02 - - 0.01 - - 0.32 69 D + CG + L + WPB2 - - 0.04 - - 0.03 - - 0.03 - - 0.02 - - 0.54 70 D + CG + S + WPB2 - - 0.04 - - 0.03 - - 0.03 - - 0.02 - - 0.54 71 D + WPC2 - 0.04 - - 0.03 - - 0.03 - - 02 - - 0.54 72 D + WPC2 - 0.02 - - 0.02 - - 0.02 - - 0. 1 - - 0.32 73 D + CG + L + WPC2 - - 0.04 - - 0.03 - - 0.03 - - 0.0 - - 0.54 74 D + CG + S + WPC2 - - 0.04 - - 0.03 - - 0.03 - - 0.02 - - 0.54 X-Loc VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CAO5OO721-O1 Time: 11:24:01 AM Page: 21 of 75 Gridl -Grid2 1-A Ld Descri tion Hx Vy Cs (a lication factor not shown) k ) 1 D+CG+L -3.46 8.56 - - - - 2 D+CG+S -6.51 16.05 - - - _ 3 D+CG+USt* -6.05 18.51 - - - _ 4 D + CG + *US 1 -6.04 11.31 - - - _ 5 D+WI> 0.41 -3.33 - - - - 6 D+<Wl 3.32 -5.51 - - - _ 7 D+W2> -0.53 -0.03 - - - - 8 D + <W2 2.39 -2.21 - - - _ 9 D + WI> 0.62 -3.93 - - - _ 10 D + <W 1 3.53 -6.11 - - - - I 1 D + W2> -0.32 -0.63 - - - _ 12 D + <W2 2.60 -2.81 - - - _ 13 D+CG+L+WI> -2.36 3.97 - - - - 14 D+CG+L+<Wl -0.17 2.33 - - - - 15 D+CG+L+W2> -3.06 6.44 - - - _ 16 D+CG+L+<W2 -0.87 4.81 - - - - 17 D+CG+S+WI> -4.65 9.58 - - - - 18 D+CG+S+<Wl -2.46 7.95 - - - _ 19 D + CG + S + W2> -5.35 12.06 - - - - 20 D+CG+S+<W2 -3.16 10.42 - - - _ 21 D+CG+Fj+EG- -2.81 4.59 - - - - 22 D + CG + <E + EG- -0.18 2.90 - - - _ 23 D+CG+S+E>+EG+ -4.67 9.16 - - - - 24 D+CG+S+<E+EG+ -2.05 7.47 - - - _ 31 D+CG+pj+EG-+EB> -1.89 4.00 - - - _ 32 D+CG+<E+EG-+EB> -1.10 3.49 - - - - 33 D+CG+S+E>+EG++EB> -3.75 8.57 - - - - 34 D+CG+S+<E+EG++EB> -2.97 8.06 - - - _ 37 D+CG+Fj+EG-+<EB -1.89 4.00 - - - - 38 D+CG+<E+EG-+<EB -1.10 3.49 - - - - 39 D+CG+S+F?+EG++<EB -3.75 8.57 - - - - 40 D+CG+S+<E+EG++<EB -2.97 8.06 - - - _ 43 D+WPAI 0.39 -2.94 - - - _ 44 D+WPAl 0.60 -3.54 - - - _ 45 D+CG+L+WPAI -2.37 4.26 - - - - 46 D + CG + S + WPAl -4.66 9.88 - - - - 47 D+WPDI -0.32 -1.29 - - - _ 48 D + WADI -0.11 -1.89 - - - _ 49 D+CG+L+WPDI -2.91 5.50 - - - - 50 D+CG+S+WPDl -5.19 11.11 - - - _ 51 D + WPA2 0.20 -1.14 - - - _ 52 D + WPA2 0.41 -1.74 - - - _ 53 D+CG+L+WPA2 -2.51 5.61 - - - - 54 D + CG + S + WPA2 -4.80 11.23 - - - - 55 D + WPD2 -0.51 0.51 - - - _ 56 D + WPD2 -0.30 -0.09 - - - - 57 D + CG + L + WPD2 -3.05 6.85 - - - - 58 D + CG + S + WPD2 -5.33 12.46 - - - - 59 D + WPB 1 0.33 -3.53 - - - - 60 D + WPB 1 0.54 -4.13 - - - - 61 D + CG + L + WPB 1 -2.42 3.82 - - - _ 62 D + CG + S + WPBI -4.71 9.43 - - - - 63 D+WPCl -0.35 -1.54 - - - - 64 D+WPCI -0.14 -2.14 - - - _ 65 D + CG + L + WPC 1 -2.93 5.31 - - - - 66 D+CG+S+WPCI -5.21 10.93 - - - - 67 D + WPB2 0.14 -1.73 - - - - 68 D + WPB2 0.35 -2.33 - - - - 69 D + CG + L + WPB2 -2.56 5.17 - - - - 70 D + CG + S + WPB2 -4.85 10.78 - - - - 71 D + WPC2 -0.53 0.26 - - - - 72 D + WPC2 -0.32 -0.34 - - - - 73 D + CG + L + WPC2 -3.06 6.66 - - - - 74 D + CG + S + WPC2 -5.35 12.28 - - - - VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CA0500721-01 Time: 11:24:01 AM Page: 22 of 75 Maximum Reactions Summary -Framing X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k in-k in-k 0/0/0 1-P 3.53 9 6.51 2 - - - - 6.11 9 18.51 4 - - - - 4/7/0 1-N - - - - 4.12 6 4.40 5 - - 0.65 23 - - - - 11/8/11 1- - - 0.12 6 0.13 5 - - 0.03 23 - - - - 18/4/5 1-J - - - - 0.16 6 - - 0.04 23 - - - - 24/11/15 1-G - - - - 0.20 5 - - 0.05 23 - - - - 31/7/9 1-F - - 0.16 6 0. - 0.04 23 - - - - 38/3 - - - - 0.12 6 0.13 5 - - 23 - - - - 45/4/14 1-B - - - - 4.12 6 4.40 5 - - 0.65 23 - - - - 50/0/0 1-A 6.51 2 3.53 10 - - - - 6.11 10 18.51 3 - - - - VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CAO5OO721-01 Time: 11:24:01 AM Page: 24 of 75 Wall: 4, Frame at: 25/0/0 Frame ID:ltigid Frame Frame Type:l2igid Frame Values shown are resisting forces of the foundation. Reactions -Load Tvae at Frame Cross Section: 2 Type x-Loe Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Bolt Qty/Diam. (in.) Column Base Elev. Exterior Column oioio 2-P 8 x 13 0.375 4 - 0.750 100'-0" Exterior Column soioro 2-A 8 x 13 0.375 4 - 0.750 100'-0" Load T e Desc. Hx Hz V Hx Hz V D Frm 1.03 - 2.67 -1.03 - 2.67 - - - CG Frm 0.32 - 0.76 -0.32 - 0.76 - - - L Frm 3.10 - 7.28 -3.10 - 7.28 - - - S Frm 11.30 - 26.53 -11.30 - 26.53 - - - US 1 * Frm 10.17 - 15.48 -10.17 - 32.27 - - - *US1 Frm 10.17 - 32.27 -10.17 - 15.48 - - - WI> Frm -4.85 - -8.58 0.43 - -5.37 - - - <W 1 Frm -0.43 - -5.37 4.85 - -8.58 - - - W2> Frm -4.45 - -5.22 0.03 - -2.02 - - - <W2 Frm -0.03 - -2.02 4.45 - -5.22 - - - ~ Frm -1.37 - -0.82 -1.37 - 0.82 - - - EG- Frm -0.14 - -0.33 0.14 - -0.33 - - - <E Frm 1.37 - 0.82 1.37 - -0.82 - - - EG+ Frm 0.14 - 0.33 -0.14 - 0.33 - - - EB> Brc 0.05 -2.19 -1.51 -0.05 -2.21 -1.54 - - - <EB Brc -0.03 - 1.43 0.03 - 1.44 - - - WPAI Brc -1.00 -2.78 -9.40 1.09 -2.47 -8.42 - - - WPDI Brc -1.12 - -5.71 1.20 - -5.12 - - - WPA2 Brc -0.60 -2.78 -6.05 0.69 -2.47 -5.07 - - - WPD2 Brc -0.72 - -2.35 0.80 - -1.77 - - - WPB1 Brc -1.08 -2.45 -8.39 1.00 -2.80 -9.44 - - - WPC1 Brc -1.20 - -5.14 1.12 - -5.69 - - - WPB2 Brc -0.68 -2.45 -5.04 0.60 -2.80 -6.09 - - - WPC2 Brc -0.80 - -1.79 0.72 - -2.34 - - - Frame Reactions -Load Cases at Frame Cross Section: 2 x-I.oe oioio soioro Gridl - Grid2 2-P 2-A Ld Descri tion Hx Hz V Hx Hz V Cs (a lication factor not shown (k) (k (k) ) 1 2 D + CG + L D + CG + S 4.45 12.65 - - 10.70 29.95 -4.45 -12.65 - - 10.70 29.95 - - - - - - VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CA0500721-01 Time: 11:24:01 AM Page: 25 of 75 3 D+CG+US1* 11.52 - 18.91 -11.52 - 35.69 - - - 4 D + CG + *US1 11.52 - 35.69 -11.52 - 18.91 - - - 5 D + W 1> -3.82 - -5.91 -0.60 - -2.71 - - - 6 D + <W 1 0.60 - -2.71 3.82 - -5.91 - - - 7 D + W2> -3.42 - -2.56 -1.00 - 0.64 - - - 8 D + <W2 1.00 - 0.64 3.42 - -2.56 - - - 9 D+ Wl> -4.23 - -6.98 -0.19 - -3.77 - - - 10 D + <W t 0.19 - -3.77 4.23 - -6.98 - - - 1 L' D + W2> -3.83 - -3.62 -0.59 - -0.42 - - - 12 D + <W2 0.59 - -0.42 3.83 - -3.62 - - - 13 D+CG+L+WI> 0.04 - 2.45 -3.36 - 4.85 - - - 14 D + CG + L + <W 1 3.36 - 4.85 -0.04 - 2.45 - - - 15 D + CG + L + W2> 0.34 - 4.96 -3.66 - 7.36 - - - 16 D + CG + L + <W2 3.66 - 7.36 -0.34 - 4.96 - - - 17 D+CG+S+WI> 6.19 - 16.89 -9.50 - 19.29 - - - 18 D+CG+S+<Wl 9.50 - 19.29 -6.19 - 16.89 - - - 19 D + CG + S + W2> 6.49 - 19.40 -9.80 - 21.80 - - - 20 D + CG + S + <W2 9.80 - 21.80 -6.49 - 19.40 - - - 21 D + CG + E> + EG- -0.53 - 1.79 -2.69 - 3.71 - - - 22 D + CG + <E + EG- 2.69 - 3.71 0.53 - 1.79 - - - 23 D + CG + S + Fj + EG+ 2.42 - 8.79 -5.64 - 10.71 - - - 24 D + CG + S + <E + EG+ 5.64 - 10.71 -2.42 - 8.79 - - - 31 D + CG + Fa + EG- + EB> 0.66 -2.63 0.65 -1.63 -2.65 1.19 - - - 32 D + CG + <E + EG- + EB> 1.63 -2.63 1.23 -0.66 -2.65 0.61 - - - 33 D+CG+S+E>+EG++EB> 3.61 -2.63 7.65 -4.58 -2.65 8.19 - - - 34 D+CG+S+<E+EG++EB> 4.58 -2.63 8.22 -3.61 -2.65 7.61 - - - 37 D + CG + E> + EG- + <EB 0.56 - 4.18 -1.52 - 4.77 - - - 38 D+CG+<E+EG-+<EB 1.52 - 4.75 -0.56 - 4.19 - - - 39 D+CG+S+E>+EG++<EB 3.51 - 11.17 -4.47 - 11.77 - - - 40 D+CG+S+<E+EG++<EB 4.47 - 11.75 -3.51 - 11.19 - - - 43 D + WPAI 0.03 -2.78 -6.74 0.05 -2.47 -5.76 - - - 44 D+WPAl -0.38 -2.78 -7.80 0.47 -2.47 -6.82 - - - 45 D + CG + L + WPAl 2.93 -2.08 1.83 -2.87 -1.85 2.56 - - - 46 D + CG + S + WPAl 9.08 -2.08 16.27 -9.01 -1.85 17.00 - - - 47 D + WADI -0.08 - -3.04 0.17 - -2.46 - - - 48 D+WPDI -0.50 - -4.11 0.58 - -3.52 - - - 49 D+CG+L+WPDI 2.84 - 4.60 -2.78 - 5.04 - - - 50 D + CG + S + WPDI 8.99 - 19.04 -8.93 - 19.48 - - - 51 D + WPA2 0.43 -2.78 -3.38 -0.35 -2.47 -2.41 - - - 52 D + WpA2 0.02 -2.78 -4.45 0.07 -2.47 -3.47 - - - 53 D + CG + L + WPA2 3.23 -2.08 4.34 -3.17 -1.85 5.08 - - - 54 D + CG + S + WPA2 9.38 -2.08 18.78 -9.31 -1.85 19.52 - - - 55 D + WPD2 0.32 - 0.31 -0.23 - 0.90 - - - 56 D + WPD2 -0.10 - -0.75 0.18 - -0.17 - - - 57 D + CG + L + WPD2 3.14 - 7.12 -3.08 - 7.55 - - - 58 D + CG + S + WPD2 9.29 - 21.56 -9.23 - 21.99 - - - 59 D + WPBI -0.OS -2.45 -5.72 -0.03 -2.80 -6.77 - - - 60 D + WPB1 -0.46 -2.45 -6.79 0.38 -2.80 -7.84 - - - 61 D + CG + L + WPB 1 2.87 -1.83 2.59 -2.93 -2.10 1.80 - - - 62 D + CG + S + WPB 1 9.02 -1.83 17.03 -9.08 -2.10 16.24 - - - 63 D + WPC I -0.17 - -2.47 0.08 - -3.02 - - - 64 D + WPC 1 -0.58 - -3.54 0.50 - -4.09 - - - 65 D + CG + L + WPC 1 2.78 - 5.03 -2.84 - 4.61 - - - 66 D + CG + S + WPCI 8.93 - 19.47 -8.99 - 19.05 - - - 67 D + WPB2 0.35 -2.45 -2.37 -0.43 -2.80 -3.42 - - - 68 D + WPB2 -0.06 -2.45 -3.44 -0.02 -2.80 -4.49 - - - 69 D + CG + L + WPB2 3.17 -1.83 5.10 -3.23 -2.10 4.32 - - - 70 D + CG + S + WPB2 9.32 -1.83 19.54 -9.38 -2.10 18.76 - - - 71 D + WPC2 0.23 - 0.88 -0.32 - 0.33 - - - 72 D+WPC2 -0.18 - -0.19 0.10 - -0.74 - - - 73 D + CG + L + WPC2 3.08 - 7.54 -3.14 - 7.13 - - - 74 D + CG + S + WPC2 9.23 - 21.98 -9.29 - 21.57 - - - Maximum Reactions Summary - Framine X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k (k (k k in-k) (in-k) VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CAO5OO721-01 Time: 11:24:01 AM Page: 26 of 75 500 0/0 12-A I 12 65 12 4. 35 I O I 2.80 167 I - I- I 7.84 160 I 35.69 13 I - I-( - I- Bracing X-Loc Grid Descri tion 0/0/0 50/0/0 2-P 2-A Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Dia onal bracin at base is attached to column. Reactions ARE included with frame reactions. VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CAO5OO721-01 Time: 11:24:01 AM ' ~ Page: 29 of 75 Wall: 4, Frame at: 49/6/0 Frame ID:1' Post & Beam Frame Type:Post & Beam Q ~~ Values shown are resisting forces of the foundation. Reactions -Load Tvae at Frame Cross Section: 3 Type X-Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Bolt Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 3-P 8 x 10 0.375 2 - 0.750 101'-0" Interior Column 13/6/0 3-K 8 x 10 0.375 2 - 0.750 101'-0" Interior Column 36/6/0 3-E 8 x 10 0.375 2 - 0.750 101'-0" Exterior Column 50/0/0 3-A 8 x 10 0.375 2 - 0.750 101'-0" Load T e Desc. Hx Hz Vy Hx Hz V Hx Hz V Hx Hz Vy D Frm - - 0.26 - - 0.94 - - 0.94 - - 0.26 - CG Frm - - 0.06 - - 0.26 - - 0.26 - - 0.06 - L Frtn - - 1.17 - - 4.95 - - 4.95 - - 1.17 - ASL^ Frm - - -0.61 - - 3.28 - - 3.28 - - -0.61 - ^ASL Frm - - 1.78 - - 1.66 - - 1.66 - - 1.78 - S Frm - - 1.95 - - 9.21 - - 9.21 - - 1.95 - US1* Frm - - 0.15 - - 4.34 - - 12.24 - - 3.36 - *US1 Frm - - 3.36 - - 12.24 - - 4.34 - - 0.15 - Wl> Frm -0.52 - -0.97 - 2.10 -4.22 - 2.10 -2.89 -0.82 - -0.56 - <Wl Frm 0.82 - -0.56 - -1.90 -2.89 - -1.90 -4.22 0.52 - -0.97 - W2> Frm -1.05 - -0.61 - - -2.83 - - -1.50 -0.29 - -0.19 - <W2 Frm 0.29 - -0.19 - - -1.50 - - -2.83 1.05 - -0.61 - ~ Frm -0.03 - - - 0.03 - - 0.03 - -0.03 - - - EG- Frm - - -0.03 - - -0.14 - - -0.14 - - -0.03 - <E Frm 0.03 - - - -0.03 - - -0.03 - 0.03 - - - EG+ Frm - - 0.03 - - 0.14 - - 0.14 - - 0.03 - EB> Brc - - 1.57 - - -0.05 - - -0.OS - - 1.58 - <EB Brc 0.05 2.19 -1.42 - - - - - - -0.02 2.21 -1.44 - WPAI Brc 0.93 - 1.21 - - -2.30 - - -2.15 -0.93 - 1.19 - WPDI Brc 0.99 2.78 -3.13 - - -3.71 - - -3.38 -0.95 2.47 -2.47 - WPA2 Brc 0.40 - 1.58 - - -0.91 - - -0.76 -0.40 - 1.55 - WPD2 Brc 0.46 2.78 -2.76 - - -2.31 - - -1.98 -0.42 2.47 -2.10 - WPBl Brc 0.93 - 1.17 - - -2.15 - - -2.30 -0.93 - 1.23 - WPC1 Brc 0.98 2.45 -2.45 - - -3.38 - - -3.71 -0.96 2.80 -3.15 - WPB2 Brc 0.40 - 1.54 - - -0.76 - - -0.91 -0.40 - 1.60 - WPC2 Brc 0.45 2.45 -2.08 - - -1.98 - - -2.31 -0.43 2.80 -2.78 - Frame Reactions -Load Cases at Frame Cross Section: 3 X-Loc 0/0/0 13/6/0 36/6/0 50/0/0 Gridl -Grid2 3-P 3-K 3-E 3-A Ld Descri tion Hx Hz V Hx Hz V Hx Hz V Hx Hz Vy Cs a lication factor not shown (k) k k) (k (k k (k) (k) (k (k k) k) VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/ 10/2005 Design Report CAO5OO721-01 Time: 11:24:01 AM Page: 30 of 75 i D+CG+L - - 1.48 - - 6.15 - - 6.15 - - 1.48 - 2 D + CG +ASL^ - - -0.30 - - 4.49 - - 4.49 - - -0.30 - 3 D + CG + ^ASL - - 2.09 - - 2.87 - - 2.87 - - 2.09 - 6 D + CG + S - - 2.26 - - 10.42 - - 10.42 - - 2.26 - 7 D+CG+US1• - - 0.46 - - 5.55 - - 13.44 - - 3.67 - 8 D + CG + *US 1 - - 3.67 - - 13.44 - - 5.55 - - 0.46 - 9 D+WI> -0.52 - -0.72 - 2.10 -3.28 - 2.10 -1.95 -0.82 - -0.30 - 10 D+<Wl 0.82 - -0.30 - -1.90 -1.95 - -1.90 -3.28 0.52 - -0.72 - 11 D + W2> -1.05 - -0.35 - - -1.89 - - -0.56 -0.29 - 0.07 - 12 D + <W2 0.29 - 0.07 - - -0.56 - - -1.89 1.05 - -0.35 - 13 D + W 1> -0.52 - -0.82 - 2.10 -3.66 - 2.10 -2.33 -0.82 - -0.40 - 14 D + <W 1 0.82 - -0.40 - -1.90 -2.33 - -1.90 -3.66 0.52 - -0.82 - 15 D + W2> -1.05 - -0.45 - - -2.26 - - -0.93 -0.29 - -0.03 - 16 D + <W2 0.29 - -0.03 - - -0.93 - - -2.26 1.05 - -0.45 - 17 D+CG+L+WI> -0.39 - 0.46 - 1.58 1.75 - 1.58 2.75 -0.62 - 0.77 - 18 D+CG+L+<Wl 0.62 - 0.77 - -1.42 2.75 - -1.42 1.75 0.39 - 0.46 - 19 D + CG + L + W2> -0.79 - 0.74 - - 2.80 - - 3.79 -0.22 - 1.05 - 20 D + CG + L + <W2 0.22 - 1.05 - - 3.79 - - 2.80 0.79 - 0.74 - 21 D + CG + S + W 1> -0.39 - 1.04 - 1.58 4.95 - 1.58 5.94 -0.62 - 1.36 - 22 D + CG + S + <W 1 0.62 - 1.36 - -1.42 5.94 - -1.42 4.95 0.39 - 1.04 - 23 D + CG + S + W2> -0.79 - 1.32 - - 5.99 - - 6.99 -0.22 - 1.63 - 24 D + CG + S + <W2 0.22 - 1.63 - - 6.99 - - 5.99 0.79 - 1.32 - 25 D + CG + E> + EG- -0.04 - 0.25 - 0.04 0.94 - 0.04 0.94 -0.04 - 0.25 - 26 D + CG + <E + EG- 0.04 - 0.25 - -0.04 0.94 - -0.04 0.94 0.04 - 0.25 - 27 D + CG + S + Fj + EG+ -0.04 - 0.80 - 0.04 3.43 - 0.04 3.43 -0.04 - 0.80 - 28 D + CG + S + <E + EG+ 0.04 - 0.80 - -0.04 3.43 - -0.04 3.43 0.04 - 0.80 - 35 D + CG + F~ + EG- + EB> -0.01 - 2.13 - 0.01 0.88 - 0.01 0.88 -0.01 - 2.15 - 36 D+CG+<E+EG-+EB> 0.01 - 2.13 - -0.01 0.88 - -0.01 0.88 0.01 - 2.15 - 37 D+CG+S+E>+EG++EB> -0.01 - 2.67 - 0.01 3.37 - 0.01 3.37 -0.01 - 2.69 - 38 D+CG+S+<E+EG++EB> 0.01 - 2.67 - -0.01 3.37 - -0.01 3.37 0.01 - 2.69 - 41 D + CG + E> + EG- + <EB 0.04 2.63 -1.46 - 0.01 0.94 - 0.01 0.94 -0.04 2.65 -1.48 - 42 D + CG + <E + EG- + <EB 0.07 2.63 -1.46 - -0.01 0.94 - -0.01 0.94 -0.01 2.65 -1.48 - 43 D+CG+S+E>+EG++<EB 0.04 2.63 -0.91 - 0.01 3.43 - 0.01 3.43 -0.04 2.65 -0.93 - 44 D+CG+S+<E+EG++<EB 0.07 2.63 -0.91 - -0.01 3.43 - -0.01 3.43 -0.01 2.65 -0.93 - 47 D + WPAI 0.93 - 1.47 - - -1.36 - - -1.21 -0.93 - 1.44 - 48 D + WPAI 0.93 - 1.36 - - -1.74 - - -1.59 -0.93 - 1.34 - 49 D + CG + L + WPAI 0.70 - 2.10 - - 3.19 - - 3.30 -0.70 - 2.08 - 50 D + CG + S + WPAI 0.70 - 2.68 - - 6.39 - - 6.50 -0.70 - 2.66 - 51 D + WADI 0.99 2.78 -2.87 - - -2.77 - - -2.44 -0.95 2.47 -2.21 - 52 D + WPDI 0.99 2.78 -2.98 - - -3.14 - - -2.81 -0.95 2.47 -2.32 - 53 D + CG + L+ WADI 0.74 2.08 -1.16 - - 2.14 - - 2.38 -0.71 1.85 -0.66 - 54 D + CG + S + WADI 0.74 2.08 -0.57 - - 5.33 - - 5.58 -0.71 1.85 -0.08 - 55 D+ WPA2 0.40 - 1.84 - - 0.03 - - 0.18 -0.40 - 1.81 - 56 D + WPAZ 0.40 - 1.73 - - -0.34 - - -0.19 -0.40 - 1.71 - 57 D + CG + L + WPA2 0.30 - 2.38 - - 4.24 - - 4.35 -0.30 - 2.36 - 58 D + CG + S + WPA2 0.30 - 2.96 - - 7.43 - - 7.54 -0.30 - 2.94 - 59 D + WPD2 0.46 2.78 -2.51 - - -1.37 - - -1.04 -0.42 2.47 -1.84 - 60 D + WPD2 0.46 2.78 -2.61 - - -1.75 - - -1.42 -0.42 2.47 -1.95 - 61 D + CG + L + WPD2 0.34 2.08 -0.88 - - 3.18 - - 3.43 -0.32 1.85 -0.38 - 62 D + CG + S + WPD2 0.34 2.08 -0.30 - - 6.38 - - 6.63 -0.32 t.85 0.20 - 63 D+ WPB1 0.93 - 1.43 - - -1.21 - - -1.36 -0.93 - 1.48 - 64 D+WPB1 0.93 - 1.32 - - -1.59 - - -1.74 -0.93 - 1.38 - 65 D + CG + L + WPB l 0.70 - 2.07 - - 3.30 - - 3.19 -0.70 - 2.11 - 66 D + CG + S + WPBI 0.70 - 2.65 - - 6.50 - - 6.39 -0.70 - 2.69 - 67 D + WPCI 0.98 2.45 -2.19 - - -2.44 - - -2.77 -0.96 2.80 -2.89 - 68 D + WPC 1 0.98 2.45 -2.30 - - -2.81 - - -3.14 -0.96 2.80 -3.00 - 69 D + CG + L + WPC 1 0.73 1.83 -0.65 - - 2.38 - - 2.14 -0.72 2.10 -1.17 - 70 D + CG + S + WPC 1 0.73 1.83 -0.06 - - 5.58 - - 5.33 -0.72 2.10 -0.59 - 71 D + WPB2 0.40 - 1..79 - - 0.18 - - 0.03 -0.40 - 1.85 - 72 D + WPB2 0.40 - 1.69 - - -0.19 - - -0.34 -0.40 - 1.75 - 73 D + CG + L + WPB2 0.30 - 2.34 - - 4.35 - - 4.24 -0.30 - 2.39 - 74 D + CG + S + WPB2 0.30 - 2.93 - - 7.54 - - 7.43 -0.30 - 2.97 - 75 D+WPC2 0.45 2.45 -1.83 - - -1.04 - - -1.37 -0.43 2.80 -2.52 - 76 D + WPC2 0.45 2.45 -1.93 - - -1.42 - - -1.75 -0.43 2.80 -2.63 - 77 D + CG + L + WPC2 0.34 1.84 -0.37 - - 3.43 - - 3.18 -0.32 2.10 -0.89 - 78 D + CG + S + WPC2 0.34 1.84 0.21 - - 6.63 - - 6.38 -0.32 2.10 -0.31 - VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CA0500721-01 Tlme: 11:24:01 AM ' ~ Page: 31 of 75 Maximum Roartinns Cnmmarv -Framing X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k (in-k in-k 0/0/0 3-P 1.05 11 0.99 51 - - 2.78 59 2.98 52 3.67 8 - - - - 13/6/0 3-K - - - - 1.90 10 2.10 9 3.66 13 13.44 8 - - - - 36/6/0 3-E - - - - 1.90 10 2.10 9 3.66 14 13.44 7 - - - - 50/0/0 3-A 0.96 67 1.05 12 - - 2.80 67 3.00 68 3.67 7 - - - - Rra X-Loc Grid Descri tion 0/0/0 50/0/0 3-P 3-A Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Dia onal bracin at base is attached to column. Reactions ARE included with frame reactions. VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/ 10/2005 Design Report CA0500721-01 Time: 11:24:01 AM Page: 32 of 75 Bracing - Summary Report DESCRIPTION: Diagonal Roof Bracing is typically used by VP Buildings to resist lateral wind loads and seismic forces acting perpendicular to the rigid frames. This Diagonal "X"- Bracingtransmits the applied loads throughout the roof planes, delivering them to vertical bracing systems, and eventually into the foundation. Vertical Bracing systems are typically diagonal "X"-Bracing similar to roof plane bracing, although may also utilize vertical diaphragms, moment-resisting frames, concentric braced frames utilizing tension/compression members or tension only members, or other types of bracing systems, as permitted by Specifications. ANALYSIS: VP Buildings Diagonal Bracing is analyzed by the Stiffness Method for the applied wind loads and seismic loads acting on the structure. All diagonal members are assumed to be considered to have pinned connections, while moment frames are typically assumed to be AISC Type 1 Construction (rigid frames). with pinned base connections. DESIGN: Diagonal Bracing is designed for axial forces, using the prevailing AISC Allowable forces acting on the Net Area of each member. Moment frames are also designed in accordance with AISC allowed working stresses. MATERIAL: Typical Rod Bracing used by VP Buildings is 65 ksi Structural Steel. Angle bracing is typically 50 ksi steel, tube bracing is 46 ksi, and moment frames are typically designed and constructed from 50 ksi steel. Shape: Hanger Loads and Codes -Shape: Hanger City: Rexburg County: Madison State: Idaho Building Code: 2003 International Building Code Built Up: 89AISC Building Use: Standard Occupancy Structure Cold Form: 96AISI Dead and Collateral Loads Collateral Gravity:1.00 psf Roof Covering + Second. Dead Load: 2.27 psf Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Wind Load Wind Speed: 90.00 mph Wind Exposure (Factor): C (0.872) Parts Wind Exposure Factor: 0.872 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Topographic Factor: 1.0000 Base Elevation: 0/0/0 Primary Zone Strip Width: 10/0/0 Parts /Portions Zone Strip Width: 5/0/0 Basic Wind Pressure: 15.36 psf Snow Load Ground Snow Load: 50.00 psf Roof Snow Load: 35.00 psf Design Snow (Sloped): 35.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) Ground /Roof Conversion: 1.00 Snow Used in Seismic: 20.00 Seismic Snow Load: 7.00 psf Unobstructed, Slippery Roof Deltection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels Girls are supporting:Metal Wall Panels Country: United States Rainfall: 4.00 in per hour Allow. Overstress: Frm: 1.03, Sec: 1.03, Brc: 1.03 Live Load Live Load: 20.00 psf Reducible LL for Below Eave Canopy:N/A Seismic Load Mapped Spectral Response - Ss:51.08 %g Mapped Spectral Response - S 1:16.44 %g Seismic Hazard /Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance /Design Category: D Framing Seismic Period: 0.2701 Bracing Seismic Period: 0.1674 Framing R-Factor: 3.5000 Bracing R-Factor: 3.5000 Soil Profile Type: Stiff soil (D, 4) Frame Redundancy Factor:1.1753 Brace Redundancy Factor:1.2000 Frame Seismic Factor (Cs): 0.1354 Brace Seismic Factor (Cs): 0.1354 Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Ollicial or Project Engineer to obtain all code and loading information for this specific building site. Design Load Combinations - Bracin¢ No. Ori in Factor A lication Descri lion 1 System 1.275 1.0 F> F~ 2 System 1.275 1.0 <E E 3 System 1.000 1.0 WPAI WPAl 4 System 1.000 1.0 WPDI WPDI 5 System 1.000 1.0 WPA2 WPA2 6 System 1.000 1.0 WPD2 WPD2 7 System 1.000 1.0 WPB1 B1 8 System 1.000 1.0 WPC1 WPC1 9 System 1.000 1.0 WPB2 WPB2 10 S stem 1.000 1.0 WPC2 WPC2 VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CA0500721-O1 Time: 1:12:57 PM Page: 33 of 75 Diaconal Bracinc Member Desicn Summary: Roof A Mem. No. Bracing Sha e Length fl Angle Design Axial (k Seismic Factor Stress Factor Stress Ratio Governing Load Case Design Status Comment 1 R 0.375 25.63 16.1 -0.27 1.000 1.000 0.092 1.OWPC1 passed 2 R0.375 25.6 16.1 -0.32 1.000 1.000 0.109 1.OWPB2 passed 3 R 0.375 25.37 12.7 -0.8 1.000 1.000 0.306 1.OWPC2 passed 4 R 0.375 25.37 12.7 -0.8 1.000 1.000 0.306 1.OWPB2 passed 5 R 0.375 25.3 12.7 -1.33 1.000 1.000 0.457 1.OWPC2 passed 6 R0.375 25.3 12.7 -t.33 1.00 1.000 0.457 1.OWPB2 passed 7 R 0.375 25.37 12.7 -1.7 1.000 1.000 0.605 1.OWPC2 passed 8 R0.375 25.37 12.7 -1.76 1.000 1.000 0.605 l.OWPBl passed 9 R0.5 25.41 14. -2.4 1.000 1.000 0.474 1.OWPD2 passed 10 R 0.5 25.41 14.9 -2.4 1.000 1.000 0.474 1.OWPA1 assed Mem. End Dia onal Connection Desi Information 1 Left Slot: design angle = 11.7 deg, web thk =1/8 in., F = 0.27k, E factor = 1.000, stress increase =1.000, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web punching shear OK, tensile fracture of web OK => passed Right Slot: design angle = 11.7 deg, web thk = 1/4 in., F = 0.27k, E factor = 1.000, stress increase =1.000, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web unchin shear OK, tensile fracture of web OK => assed 2 Left Slot: design angle = 11.7 deg, web thk = 1/8 in., F = 0.32k, E factor= 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web punching shear OK, tensile fracture of web OK => passed Right Slot: design angle = 11.7 deg, web thk =1/4 in., F = 0.32k, E factor = 1.000, stress increase =1.000, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web unchin shear OK, tensile fracture of web OK => assed 3 Left Slot: design angle = 8.1 deg, web thk = 1/8 in., F = 0.89k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web punching shear OK, tensile fracture of web OK => passed Right Slot: design angle = 8.1 deg, web thk = 1/4 in., F = 0.89k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web unchin shear OK, tensile fracture of web OK => assed 4 Left Slot: design angle = 8.1 deg, web thk = 1 /8 in., F = 0.89k, E factor = 1.000, stress increase =1.000, slot offset = 2 in., web/flange weld OK, VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CA0500721-OI Time: 1:12:57 PM Page: 34 of 75 web direct shear OK, web punching shear OK, tensile fracture of web OK => passed Right Slot: design angle = 8.1 deg, web thk = 1/4 in., F = 0.89k, E factor= 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web unchin shear OK, tensile fracture of web OK => assed 5 Left Slot: design angle = 8.1 deg, web thk = 1/8 in., F = 1.33k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web punching shear OK, tensile fracture of web OK => passed Right Slot: design angle = 8.1 deg, web thk = 1/4 in., F =1.33k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web unchin shear OK, tensile fracture of web OK => assed 6 Lefl Slot: design angle = 8.1 deg, web thk = 1/8 in., F =1.33k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web punching shear OK, tensile fracture of web OK => passed Right Slot: design angle = 8.1 deg, web thk = 1/4 in., F =1.33k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web unchin shear OK, tensile fracture of web OK => assed 7 Left Slot: design angle = 8.1 deg, web thk = 118 in., F = 1.76k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web punching shear OK, tensile fracture of web OK => passed Right Slot: design angle = 8.1 deg, web thk = 1/4 in., F = 1.76k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web unchin shear OK, tensile fracture of web OK => assed 8 Left Slot: design angle = 8.1 deg, web thk = 1/8 in., F = 1.76k, E factor = 1.000, stress increase =1.000, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web punching shear OK, tensile fracture of web OK => passed Right Slot: design angle = 8.1 deg, web thk = 114 in., F =1.76k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web unchin shear OK, tensile fracture of web OK => assed 9 Left Slot: design angle = 10.5 deg, web thk =1 /8 in., F = 2.46k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, eb direct sheaz OK, web punching shear OK, tensile fracture of web OK => passed Right Slot: design angle = 10.5 deg, web thk = 1/4 in., F = 2.46k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web unchin shear OK, tensile fracture of web OK => assed 10 Left Slot: design angle = 10.5 deg, web thk = 1/8 in., F = 2.46k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web punching shear OK, tensile fracture of web OK => passed Right Slot: design angle = 10.5 deg, web thk = 1/4 in., F = 2.46k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web unchin shear OK, tensile fracture of web OK => assed VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CA0500721-O1 T,me: 1:12:57 PM •: Page: 35 of 75 Diaconal Bracing Member Design Summary: RoofB Mem. No. Bracing Sha e Length fl Angle Design Axial Seismic Factor Stress Factor Stress Ratio Governing Load Case Design Status Comment 1 R 0.375 25.62 16. f -0.34 1.00 1.000 0.118 1.OWPA2 passed 2 R0.375 25.63 16.1 -0.2 1.000 1.000 0.101 1.OWPD1 passed 3 R 0.375 25.37 12.7 -0.92 1.000 1.000 0.315 1.OWPA2 passed 4 R0.375 25.37 12.7 -0.92 1.000 1.000 0.315 1.OWPD1 passed 5 R0.375 25.37 12.7 -1.3 1.000 1.000 0.465 1.OWPA2 passed 6 R0.375 25.3 12.7 -1.3 1.000 1.000 0.465 1.OWPD1 passed 7 R0.375 25.3 12.7 -1.7 1.000 1.000 0.613 1.OWPA2 passed 8 R0.375 25.3 12.7 -1.7 1.000 1.000 0.613 1.OWPD1 passed 9 R 0.5 25.41 14. -2.48 1.000 1.000 0.479 1.OWPB2 passed 10 R0.5 25.41 14. -2.48 1.000 1.000 0.479 1.OWPC1 assed Mem. End Dia onal Connection Desi Information 1 Left Slot: design angle = 11.7 deg, web thk = 1/4 in., F = 0.34k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web punching shear OK, tensile fracture of web OK => passed Right Slot: design angle = 11.7 deg, web thk = 1/8 in., F = 0.34k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, web direct shear OK, web unchin shear OK, tensile fracture of web OK => assed 2 Left Slot: design angle = 11.7 deg, web thk =1/4 in., F = 0.29k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web punching shear OK, tensile fracture of web OK => passed Right Slot: design angle = 11.7 deg, web thk =1/8 in., F = 0.29k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web unchin shear OK, tensile fracture of web OK => assed 3 Left Slot: design angle = 8.1 deg, web thk = 1/4 in., F = 0.92k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web punching sheaz OK, tensile fracture of web OK => passed Right Slot: design angle = 8.1 deg, web thk = 1/8 in., F = 0.92k, E factor =1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web unchin shear OK, tensile fracture of web OK => assed 4 Left Slot: design angle = 8.1 deg, web thk = 1/4 in., F = 0.92k, Efactor=1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CA0500721-01 Time: 1:12:57 PM Page: 36 of 75 eb direct shear OK, web punching shear OK, tensile fracture of web OK => passed Right Slot: design angle = 8.1 deg, web thk = 1/8 in., F = 0.92k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web unchin shear OK, tensile fracture of web OK => assed 5 Left Slot: design angle = 8.1 deg, web thk = 1/4 in., F = 1.36k, E factor = 1.000, stress increase =1.000, slot offset = 2 in., web/flange weld OK, eb direct sheaz OK, web punching shear OK, tensile fracture of web OK => passed Right Slot: design angle = 8.1 deg, web thk = 1/8 in., F = 1.36k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web unchin shear OK, tensile fracture of web OK => assed 6 Left Slot: design angle = 8.1 deg, web thk = 1/4 in., F = 1.36k, E factor = 1.000, stress increase =1.000, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web punching shear OK, tensile fracture of web OK => passed Right Slot: design angle = 8.1 deg, web thk = I/8 in., F = 1.36k, E factor = 1.000, stress increase =1.000, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web unchin shear OK, tensile fracture of web OK => assed 7 Left Slot: design angle = 8.1 deg, web thk = 1/4 in., F = 1.79k, E factor = 1.000, stress increase =1.000, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web punching sheaz OK, tensile fracture of web OK => passed Right Slot: design angle = 8.1 deg, web thk = 1/8 in., F = 1.79k, E factor = 1.000, stress increase =1.000, slot offset = 2 in., web/flange weld OK, eb direct sheaz OK, web unchin shear OK, tensile fracture of web OK => assed 8 Left Slot: design angle = 8.1 deg, web thk = 1/4 in., F = 1.79k, E factor =1.000, stress increase =1.000, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web punching shear OK, tensile fracture of web OK => passed Right Slot: design angle = 8.1 deg, web thk = 1/8 in., F =1.79k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web unchin shear OK, tensile fracture of web OK => assed 9 Left Slot: design angle = 10.5 deg, web thk = 1/4 in., F = 2.48k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, eb direct sheaz OK, web punching sheaz OK, tensile fracture of web OK => passed Right Slot: design angle = 10.5 deg, web thk = t/8 in., F = 2.48k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, eb direct sheaz OK, web unchin shear OK, tensile fracture of web OK => assed 10 Left Slot: design angle = 10.5 deg, web thk =1/4 in., F = 2.48k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web punching shear OK, tensile fracture of web OK => passed Right Slot: design angle = 10.5 deg, web thk =1/8 in., F = 2.48k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web unchin shear OK, tensile fracture of web OK => assed VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/ 10/2005 Design Report CA0500721-01 Time: 11:24:01 AM Page: 37 of 75 Diaconal Bracinc Member Desicn Summary: Sidewa112 Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Sha a (ft) Axial Factor Factor Ratio Load Case Status 1 R 0.5 28.9 31.5 -2.64 2.000 1.275 0.798 1.0<E passed 2 R 0.5 29.5 34.8 -2.6 2.000 1.275 0.814 1.OE> assed Mem. End Dia onal Connection Desi Information 1 Left Slot: design angle = 30.3 deg, web thk = 1/8 in., F = 2.64k, E factor = 2.000, stress increase =1.275, slot offset = 2 in., web/flange weld OK, eb direct sheaz OK, web punching shear OK, tensile fracture of web OK => passed Right Slot: design angle = 30.3 deg, web thk = 1/8 in., F = 2.64k, E factor = 2.000, stress increase =1.275, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web unchin shear OK, tensile fracture of web OK => assed 2 Left Slot: design angle = 32.0 deg, web thk = 1 /4 in., F = 2.69k, E factor = 2.000, stress increase = 1.275, slot offset = 2 in., web/flange weld OK, eb direct sheaz OK, web punching shear OK, tensile fracture of web OK => passed Right Slot: design angle = 32.0 deg, web thk = 3/16 in., F = 2.69k, E factor = 2.000, stress increase = 1.275, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web unchin shear OK, tensile fracture of web OK => assed VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CA0500721-01 Time: 11:24:01 AM •: Page: 38 of 75 Diaconal Bracing Member Desicn Summary: Sidewall 4 Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Sha e ft Axial (k Factor Factor Ratio Load Case Status 1 R 0.5 29.5 34.8 -2.6 2.000 1.275 0.806 1.OF~ passed 2 R 0.5 28.9 31.5 -2.61 2.000 1.275 0.791 1.0<E assed Mem. End Dia onal Connection Desi Information 1 Left Slot: design angle = 32.0 deg, web thk = 3/16 in., F = 2.66k, E factor = 2.000, stress increase = 1.275, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web punching shear OK, tensile fracture of web OK => passed Right Slot: design angle = 32.0 deg, web thk =1 /4 in., F = 2.66k, E factor = 2.000, stress increase = 1.275, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web unchin shear OK, tensile fracture of web OK => assed 2 Left Slot: design angle = 30.3 deg, web thk = 1 /8 in., F = 2.61 k, Efactor = 2.000, stress increase = 1.275, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web punching shear OK, tensile fracture of web OK => passed Right Slot: design angle = 30.3 deg, web thk = 1 /8 in., F = 2.61 k, Efactor = 2.000, stress increase = 1.275, slot offset = 2 in., web/flange weld OK, eb direct shear OK, web unchin shear OK, tensile fracture of web OK => assed VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/ 10/2005 Design Report CA0500721-01 Time: 11:24:01 AM Page: 39 of 75 Secondar~° -Summary Report Loads and Codes -Shape: Hanger City: Rexburg County: Madison State: Idaho Building Code: 2003 International Building Code Built Up: 89AISC Building Use: Standard Occupancy Structure Cold Form: 96AISI Dead and Collateral Loads Collateral Gravity:1.00 psf Roof Covering + Second. Dead Load: 2.27 psf Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Wind Load Wind Speed: 90.00 mph Wind Exposure (Factor): C (0.872) Parts Wind Exposure Factor: 0.872 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Topographic Factor: 1.0000 Base Elevation: 0/0/0 Primary Zone Strip Width: 10/0/0 Parts /Portions Zone Strip Width: 5/0/0 Basic Wind Pressure: 15.36 psf Snow Load Ground Snow Load: 50.00 psf Roof Snow Load: 35.00 psf Design Snow (Sloped): 35.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) Ground /Roof Conversion: 1.00 Snow Used in Seismic: 20.00 Seismic Snow Load: 7.00 psf Unobstructed, Slippery Roof Country: United States Rainfall: 4.00 in per hour Allow. Overstress: Frm: 1.03, Sec: 1.03, Brc: 1.03 Live Load Live Load: 20.00 psf Reducible LL for Below Eave Canopy:N/A Seismic Load Mapped Spectral Response - Ss:51.08 %g Mapped Spectral Response - S1:16.44 %g Seismic Hazard /Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance /Design Category: D Framing Seismic Period: 0.2701 Bracing Seismic Period: 0.1674 Framing R-Factor: 3.5000 Bracing R-Factor: 3.5000 Soil Profile Type: Stiff soil (D, 4) Frame Redundancy Factor:1.1753 Brace Redundancy Factor:1.2000 Frame Seismic Factor (Cs): 0.1354 Brace Seismic Factor (Cs): 0.1354 Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has ca]led the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. Design Load Combinations - Purlin No. Ori in Factor A lication Descri lion I System 1.000 1.0 D + 1.0 CG + 1.0 L D + CG + L 2 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ D + CG +ASL^ 3 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL 4 System 1.000 1.0 D + 1.0 CG + 1.0 S D + CG + S 5 System 1.000 1.OD+I.OCG+I.OUS1* D+CG+USI* 6 System 1.000 1.0 D+ 1.OCG+ 1.0 *US1 D+CG+*USI 7 System 1.000 1.OD+I.OCG+I.OPF1 D+CG+PFl(Spanl) 8 System 1.000 1.0 D + 1.0 CG + 1.0 PF 1 D + CG + PF 1(Span 2) 9 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 1.0 EB> + i .0 EG+ D + CG + S + EB> + EG+ 10 System Derived 1.275 .900 D + 0.900 CG + 1.0 EB> + 1.0 EG- D + CG + EB> + EG- 11 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 1.0 <EB + 1.0 EG+ D + CG + S + <EB + EG+ 12 System Derived 1.275 .900 D + 0.900 CG + 1.0 <EB + 1.0 EG- D + CG + <EB + EG- 13 System 1.000 1.0 D+ 1.0 Wl> D+ Wl> 14 System Derived 1.000 1.0 D + 1.0 WPAl D + WPAl 15 System 1.000 1.0 D + 1.0 <W2 D + <W2 16 System 1.000 .600 D + 1.0 W 1> D + W 1> 17 System Derived 1.000 .600 D + 1.0 WPAI D + WPAI 18 System 1.000 .600 D + 1.0 <W2 D + <W2 19 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W 1> D + CG + L + W 1> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPA 1 D + CG + L + WPA 1 21 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W2 D + CG + L + <W2 22 System 1.000 1.OD+I.OCG+0.750S+0.750W1> D+CG+S+WI> 23 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPAI D + CG + S + WPAI 24 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 D + CG + S + <W2 25 System Derived 1.000 1.0 D + 1.0 WPDI D + WPDI 26 System Derived 1.000 .600 D + 1.0 WPDI D + WPDl 27 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPD 1 D + CG + L + WPDl 28 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD 1 D + CG + S + WPD 1 29 System Derived 1.000 L0 D + 1.0 WPA2 D + WPA2 30 System Derived 1.000 .600 D + 1.0 WPA2 D + WPA2 31 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPA2 D + CG + L + WPA2 32 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA2 D + CG + S + WPA2 33 System Derived 1.000 1.0 D + 1.0 WPD2 D + WPD2 34 System Derived 1.000 .600 D + 1.0 WPD2 D + WPD2 35 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPD2 D + CG + L + WPD2 VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CAO5OO721-01 Time: 11:24:01 AM ~ Page: 40 of 75 36 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD2 D + CG + S + WPD2 37 System Derived 1.000 1.0 D + 1.0 WPB 1 D + WPBI 38 System Derived 1.000 0.600 D + 1.0 WPBI D + WPBI 39 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB 1 D + CG + L + WPB 1 40 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB 1 D + CG + S + WPBI 41 System Derived 1.000 1.0 D + 1.0 WPC1 D + WPC1 42 System Derived 1.000 .600 D + 1.0 WPCI D + WPC1 43 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPC 1 D + CG + L + WPCl 44 System Derived 1.000 1.0 D + I.0 CG + 0.750 S + 0.750 WPC 1 D + CG + S + WPC I 45 System Derived 1.000 1.0 D + 1.0 WPB2 D + WPB2 46 System Derived 1.000 .600 D + 1.0 WPB2 D + WPB2 47 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB2 D + CG + L + WPB2 48 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB2 D + CG + S + WPB2 49 System Derived 1.000 1.0 D + 1.0 WPC2 D + WPC2 50 System Derived 1.000 .600 D + 1.0 WPC2 D + WPC2 51 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPC2 D + CG + L + WPC2 52 S stem Derived 1.000 L0 D + 1.0 CG + 0.750 S + 0.750 WPC2 D + CG + S + WPC2 Desion i.nad f'nmhinatinnc _ Girt No. Ori in Factor A lication Descri lion 1 2 System S stem 1.000 1.000 1.0 Wl> 1.0 <W2 1> W2 ilailartinn i.nad ('nmhinatinnc _ Pnrlin No. Ori in Factor Deflection A lication Descri lion 1 System 1.000 150 1.0 L L 2 System 1.000 150 1.0 S S 3 System 1.000 150 1.0 US 1 * US 1 4 S stem 1.000 I50 1.0 *US1 *USl ilaflartinn Y.narl f nmhinatinnc -Girt No. Ori in Factor Deflection A lication Descri lion 1 2 System S stem 1.000 1.000 90 90 .700 Wl> 0.700 <W2 Wl> W2 VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/13/2005 Design Report CA0500721-01 Time: 7:44:34 AM Page: 41 of 75 Wall: 1 I . d'-7 1 /R" S'-q 11 /1 R" L F'-7 .ri/R" ~ R'_7 .ri/R" L R'-7 .4/R" ~ R'_7 5/R" ~ 5'_Q 11 /1 R" LL Dimension Key 1 1'-4" 2 4'-7" 3 4'-0" 4 3'-2 1 /4" 5 3'-10 3/4" 6 4 7/8" 7 11 1/8" 8 11" 9 5" Maximum Secondary Designs for Shape Hanger on Side 1 Detai] Exterior Interior Exterior Des Len Description Design Lap % % % % Ld Lap % % % % Ld % % % % Ld Lap Id (ft) Status (in.) Bnd Shr Cmb We Cs in. Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs (in. 1,1 4.59 8.50x0.059 Z Sim Yes 0 0.05 0.00 0.05 0.00 1 2,1 4.59 8.50x0.059 C Sim Yes 0 0.06 0.00 0.06 0.00 1 3,1 4.59 8.50x0.059 Z Sim Yes 0 0.07 0.00 0.07 0.00 1 4,2 1.33 8.50x0.059 C Sim Yes 0 0.01 0.00 0.01 0.00 1 4,3 5.81 8.50x0.059 C Sim Yes 0 0.16 0.00 0.16 0.00 1 4,5 6.64 8.50x0.059 C Sim Yes 0 0.22 0.00 0.22 0.00 1 4,6 6.64 8.50x0.059 C Sim Yes 0 0.22 0.00 0.22 0.00 1 4,8 5.81 8.50x0.059 C Sim Yes 0 0.16 0.00 0.16 0.00 1 4,9 1.33 8.50x0.059 C Sim Yes 0 0.01 0.00 0.01 0.00 1 5,1 4.58 8.50x0.059 Z Sim Yes 0 0.05 0.00 0.05 0.00 1 6,1 4.58 8.50x0.059 C Sim Yes 0 0.06 0.00 0.06 0.00 1 7,1 4.58 8.50x0.059 Z Sim Yes 0 0.07 0.00 0.07 0.00 1 Maximum Secondary Deflections for Shape Hanger on Side 1 Design Id Se ent Deflection in. Ratio Location(ft) Load Case Descri lion 1 I - - - - - 2 1 - - - - - 3 1 - - - - - 4 1 - - - - - 4 2 - - - - - 4 3 0.00 (U7000) 8.93 1 W 1> VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b VP BUILDINGS VA0.C0-PRUDEN ' Design Report CA0500721-O1 Date: 6/10/2005 Time: 11:24:01 AM Page: 42 of 75 4 4 0.00 (U4612) 15.23 I W 1> 4 5 0.00 (U4485) 21.87 1 Wl> 4 6 0.00 (U4486) 28.51 1 W 1> 4 7 0.00 (U4613) 35.14 1 Wl> 4 8 0.00 (U7001) 41.28 1 W 1> 4 9 - - - - - 4 10 - - - - - 5 1 - - - - - 6 1 - - - - - 7 1 - - - - - VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/ 10/2005 Design Report CAO5O0721-01 Time: 11:24:01 AM Page: 43 of 75 Wall: 2 Q Q Dimension Key 1 6" 2 1'-0" 3 2'-10 3/4" 4 1'-1 1/4" Maximum Secondary Designs for Shape Hanger on Side 2 Detail Exterior Interior Exterior Des Len Description Design Lap % % % % Ld Lap % % % % Ld % % % % Ld Lap Id ft Status in. Bnd Shr Cmb We Cs in. Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs in. 1,1 25.0 6.50x0.059 C Sim Yes 0 0.85 0.00 0.85 0.00 1 1,2 25.0 6.50x0.059 C Sim Yes 0 0.81 0.00 0.81 0.00 1 2,1 25.0 6.50x0.059 C Sim Yes 0 0.64 0.00 0.64 0.00 1 2,2 25.0 6.50x0.059 C Sim Yes 0 0.61 0.00 0.61 0.00 1 3,1 25.0 6.50x0.059 C Sim Yes 0 0.45 0.00 0.45 0.00 1 3,2 25.0 6.50x0.059 C Sim Yes 0 0.43 0.00 0.43 0.00 1 Maximum Secondary Deflections for Shape Hander on Side 2 Desi Id Se ment Deflection in. Ratio Location fl Load Case Descri tion 1 1 1.23 (U239) 12.50 1 Wl> 1 2 1.13 (U255) 37.00 1 Wl> 2 1 0.92 (U319) 12.50 1 Wl> 2 ' 2 0.85 (U340) 37.00 1 Wl> 3 1 0.65 (U454) 12.50 1 Wl> 3 2 0.59 (U485) 37.00 1 Wl> VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/ 10/2005 Design Report CAO5OO721-O1 Time: 11:24:01 AM Page: 44 of 75 Wall: 3 Dimension Key 1 4'-0" 2 3'-21/4" Maximum Secondary Desi¢ns for Shane Hanger on Side 3 Detail Exterior Interior Exterior Des Len Description Design Lap % % % % Ld Lap % % % % Ld % % % % Ld Lap Id (ft) Status in. Bnd Shr Cmb We Cs (in.) Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs (in.) 1,1 7.19 8.50x0.059 C Sim Yes 0 0.06 0.04 0.06 0.00 1 2,1 5.00 8.50x0.059 Z Sim Yes 0 0.06 0.00 0.06 0.00 1 3,1 13.5 8.50x0.059 C Sim Yes 0 0.58 0.00 0.58 0.00 1 3,2 23.0 8.50x0.105 C Sim Yes 0 0.87 0.00 0.87 0.00 1 3,3 13.5 8.50x0.059 C Sim Yes 0 0.58 0.00 0.58 0.00 1 4,1 13.5 8.50x0.059 Z Sim Yes 0 0.57 0.00 0.57 0.00 1 4,2 23.0 8.50x0.082 Z Sim Yes 0 1.00 0.00 1.00 0.00 1 4,3 13.5 8.50x0.059 Z Sim Yes 0 0.57 0.00 0.57 0.00 1 Maximum Secondary Deflections for Shane Hanger on Side 3 Desi Id Se ent Deflection in. Ratio Location(ft Load Case Descri tion 1 1 - - - - _ 2 1 - - - - _ 3 1 0.19 (U847) 6.50 1 Wl> 3 2 0.79 (U348) 25.00 1 W 1> 3 3 0.19 (U847) 43.50 1 Wl> 4 1 0.17 (U949) 6.50 1 Wl> 4 2 1.04 (U266) 25.00 1 Wl> 4 3 0.17 U949 43.50 1 Wl> VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/ 10/2005 Design Report CAO5OO721-01 Time: 11:24:01 AM Page: 45 of 75 Wall: 4 Q Lf L ~e~_n^ ~ ~e~~^ I~l Dimension Key I 1'-0" 2 6" 3 2'-10 3/4" 4 1'-1 1/4" Maximum Secondary Desi¢ns for Shane Hamer nn Side 4 Detail Exterior Interior Exterior Des Len Description Design Lap % % % % Ld Lap % % % % Ld % % % % Ld Lap Id (fl Status in. Bnd Shr Cmb We Cs in. Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs in. 1,1 25.0 6.50x0.059 C Sim Yes 0 0.81 0.00 0.81 0.00 1 1,2 25.0 6.50x0.059 C Sim Yes 0 0.85 0.00 0.85 0.00 1 2,1 25.0 6.50x0.059 C Sim Yes 0 0.61 0.00 0.61 0.00 1 2,2 25.0 6.50x0.059 C Sim Yes 0 0.64 0.00 0.64 0.00 1 3,1 25.0 6.50x0.059 C Sim Yes 0 0.43 0.00 0.43 0.00 1 3,2 25.0 6.50x0.059 C Sim Yes 0 0.45 0.00 0.45 0.00 1 Maximum Secondary Deflections for Shane Hander nn Side 4 Desi Id Se ent Deflection in. Ratio Location(fl Load Case Descri lion 1 1 1.13 (U255) 13.00 1 Wl> ' 1 2 1.23 (U239) 37.50 1 Wl> 2 1 0.85 (U340) 13.00 1 Wl> 2 2 0.92 (U319) 37.50 1 W i> 3 1 0.59 (U485) 13.00 1 W 1> 3 2 0.65 U454 37.50 1 Wl> VPC File:CA0500721-OIOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CAO5O0721-01 Time: 11:24:01 AM Page: 46 of 75 Roof: A Maximum Secondary Designs for Shape Hanger on Side A Detail Exterior Interior Exterior Des Len Description Design Lap % % % % Ld Lap % % % % Ld % % % % Ld Lap Id (ft Status (in. Bnd Shr Cmb We Cs (in.) Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs in. 1,1 25.0 8.50x0.105 Z Con Yes 48 0.02 0.02 0.72 0.89 6 0.97 0.15 0.99 0.74 6 48 1,2 25.0 8.50x0.105 Z Con Yes 48 0.97 0.15 0.99 0.74 6 48 0.78 0.00 0.78 0.00 6 2,1 25.0 8.50x0.105 Z Con Yes 48 0.02 0.02 0.79 0.97 6 1.00 0.14 1.00 0.71 6 48 2,2 25.0 8.50x0.120 Z Con Yes 48 1.00 0.14 1.00 0.71 6 48 0.76 0.00 0.76 0.00 6 3,1 25.0 8.50x0.105 Z Con Yes 48 0.02 0.02 0.79 0.97 6 1.00 0.14 1.00 0.71 6 48 3,2 25.0 8.50x0.120 Z Con Yes 48 1.00 0.14 1.00 0.71 6 48 0.76 0.00 0.76 0.00 6 4,1 25.00 8.50x0.105 Z Con Yes 48 0.02 0.02 0.79 0.97 6 1.00 0.14 1.00 0.71 6 48 4,2 25.0 8.50x0.120 Z Con Yes 48 1.00 0.14 1.00 0.71 6 48 0.76 0.00 0.76 0.00 6 5,1 25.0 8.50x0.092 Z Con Yes 48 0.02 0.02 0.83 1.03 6 0.89 0.15 0.94 0.73 6 48 5,2 25.0 8.50x0.105 Z Con Yes 48 0.89 0.15 0.94 0.73 6 48 0.69 0.00 0.69 0.00 6 6,1 25.0 8.50x0.082 Z Con Yes 48 0.93 0.32 0.93 0.00 6 0.72 0.19 0.86 0.78 6 24 6,2 25.0 8.50x0.082 Z Con Yes 48 0.72 0.19 0.86 0.78 6 24 0.92 0.33 0.92 0.00 6 7,1 25.0 8.50x0.082 EZ Sim Yes 0 0.01 0.01 0.79 0.98 6 7,2 25.0 8.50x0.082 EZ Sim Yes 0 0.00 0.18 0.77 0.96 6 Maximum Secondary Detlections for Shape Hanger on Side A Desi Id Se ment Deflection(in. Ratio Location(ft Load Case Descri lion 1 1 -1.04 (U277) 10.50 4 *USl 1 2 -1.24 (U237) 39.50 4 *US1 2 1 -1.15 (U250) 10.50 4 *US1 Z 2 -1.20 (U245) 39.50 4 *US1 3 1 -1.15 (U250) 10.50 4 *US1 VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CAO5O0721-01 Time: 11:24:01 AM ~ Page: 47 of 75 3 2 -1.20 (U245) 39.50 4 *US1 4 1 -1.15 (U250) 10.50 4 *USl 4 2 -1.20 (U245) 39.50 4 *USl 5 1 -1.04 (L277) 10.50 4 *USl 5 2 -1.08 (U272) 39.50 4 *US1 6 1 -0.99 (U290) 10.50 4 *US1 6 2 -1.17 (U251) 39.00 4 *US1 7 1 -1.68 (U172) 13.00 4 *US1 7 2 -1.82 L161 37.00 4 *USl VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CA0500721-OI Time: 11:24:01 ANl ~ Page: 48 of 75 Roof: B Maximum Secnndarv Desi¢ns fnr Shane Hander on Side B Detail Exterior Interior Exterior Des Len Description Design Lap % % % % Ld Lap % % % % Ld % % % % Ld Lap Id ft Status in. Bnd Shr Cmb We Cs in. Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs in. 1,1 25.00 8.50x0.092 Z Con Yes 48 0.00 0.01 0.77 0.96 5 0.96 0.15 0.97 0.71 5 48 1,2 25. 8.50x0.120 Z Con Yes 48 0.96 0.15 0.97 0.71 5 48 0.78 0.00 0.78 0.00 5 2,1 25.0 8.50x0.105 Z Con Yes 48 0.86 0.00 0.86 0.00 5 1.00 0.14 1.00 0.71 5 48 2,2 25.0 8.50x0.120 Z Con Yes 48 1.00 0.14 1.00 0.71 5 48 0.86 0.00 0.86 0.00 5 3,1 25.0 8.50x0.105 Z Con Yes 48 0.86 0.00 0.86 0.00 5 1.00 0.14 1.00 0.71 5 48 3,2 25.0 8.50x0.120 Z Con Yes 48 1.00 0.14 1.00 0.71 5 48 0.86 0.00 0.86 0.00 5 4,1 25.0 8.50x0.105 Z Con Yes 48 0.86 0.00 0.86 0.00 5 1.00 0.14 1.00 0.71 5 48 4,2 25.0 8.50x0.120 Z Con Yes 48 1.00 0.14 1.00 0.71 5 48 0.86 0.00 0.86 0.00 5 5,1 25.0 8.50x0.092 Z Con Yes 48 0.00 0.01 0.68 0.84 5 0.89 0.15 0.94 0.73 5 48 5,2 25.0 8.50x0.105 Z Con Yes 48 0.89 0.15 0.94 0.73 5 48 0.74 0.00 0.74 0.00 5 6,1 25.0 8.50x0.082 Z Con Yes 48 0.92 0.33 0.92 0.00 5 0.72 0.19 0.86 0.78 5 24 6,2 25.00 8.50x0.082 Z Con Yes 48 0.72 0.19 0.86 0.78 5 24 0.93 0.32 0.93 0.00 5 7,1 25.0 8.50x0.082 EZ Sim Yes 0 0.00 0.01 0.77 0.96 5 7,2 25.0 8.50x0.082 EZ Sim Yes 0 0.01 0.18 0.79 0.98 5 Maximum Secnndarv Deflections fnr Shane Hander on Side B Desi Id Se ent Deflection in. Ratio Location(ft) Load Case Descri tion 1 1 -1.39 (U211) 10.50 3 USI* 1 2 -0.91 (U318) 39.50 3 US1* 2 1 -1.35 (U217) 10.50 3 USI* 2 2 -1.01 (U285) 39.50 3 US1* 3 1 -1.35 (U217) 10.50 3 US1* 3 2 -1.01 (U285) 39.50 3 US1* 4 1 -1.35 (U217) 10.50 3 US1* 4 2 -1.01 (U285) 39.50 3 US1* 5 1 -1.22 (U241) 10.50 3 US1* VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/ 10/2005 Design Report CAO5OO721-01 Time: 11:24:01 AM ~ Page: 49 of 75 5 2 -0.91 (U316) 39.50 3 US 1 6 1 -1.16 (L254) 10.50 3 US1* 6 2 -1.01 (1J286) 39.00 3 US 1 7 1 -1.82 (U161) 13.00 3 USl* 7 2 -1.68 U172 37.00 3 USl* Purlin Anrhnraan Fnrroc Sha a Force k) Resistance ) Numb. Purlins Roof An le (Pitch A B 0.06 0.04 7.49 7.53 7 7 4.764 ( 1.000:12 ) 4.764 ( 1.000:12 VPC File:CA0500721-OIOEl.vpc VPC Version :5.2b Design Report CA0500721-01 •: Date: 6/10/2005 Time: 11:24:01 AM Page: 50 of 75 Framn;; -Summary Report Loads and Codes -Shape: Hanger City: Rexburg County: Madison State: Idaho Building Code: 2003 International Building Code Built Up: 89AISC Building Use: Standard Occupancy Structure Cold Form: 96AISI Dead and Collateral Loads Collateral Gravity:1.00 psf Roof Covering + Second. Dead Load: 2.27 psf Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Wind Load Wind Speed: 90.00 mph Wind Exposure (Factor): C (0.872) Parts Wind Exposure Factor: 0.872 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Topographic Factor: 1.0000 Base Elevation: 0/0/0 Primary Zone Strip Width: 10/0/0 Parts /Portions Zone Strip Width: 5/0/0 Basic Wind Pressure: 15.36 psf Snow Load Ground Snow Load: 50.00 psf Roof Snow Load: 35.00 psf Design Snow (Sloped): 35.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) Ground /Roof Conversion: 1.00 Snow Used in Seismic: 20.00 Seismic Snow Load: 7.00 psf Unobstructed, Slippery Roof Detlection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Guts and Panels Purlins are supporting:Metal Roof Panels Girls are supporting:Metal Wall Panels Country: United States Rainfall: 4.00 in per hour Allow. Overstress: Frm: 1.03, Sec: 1.03, Brc: 1.03 Live Load Live Load: 20.00 psf Reducible LL for Below Eave Canopy:N/A Seismic Load Mapped Spectral Response - Ss:51.08 %g Mapped Spectral Response - S1:16.44 %g Seismic Hazard /Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance /Design Category: D Framing Seismic Period: 0.2701 Bracing Seismic Period: 0.1674 Framing R-Factor: 3.5000 Bracing R-Factor: 3.5000 Soil Profile Type: Stiff soil (D, 4) Frame Redundancy Factor:1.1753 Brace Redundancy Factor:1.2000 Frame Seismic Factor (Cs): 0.1354 Brace Seismic Factor (Cs): 0.1354 Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b 4;0 ~' I ~- ~I- ~blX1 Serf t~ 1i ~ ~~ ~ I' ivo. ~-~'D~O 77 (- 1 Page o oats S Prepared by ~ Reviewed by 3Z l.~ I Y/5. ,~~.C~Wf~~ ~~ (.~GGI~..IS ~ 012 I°~o}ZI Z , ~ V j z ~ ~1 CM~x) i ~,~rLr, z ~ I ,,~ Z L Goo ^~- ~'/~lYo I ~ x l z ~ H~~,4 I Z Z I„ y 2 ,,-~. I~o~ ~~~ ~ ~ I ~~~~ ~F L ~ I ~ = 3 2 ~o I~~s . ~ I ~ f ~ S~ go ~ -~ ~ ~ ~ I' ~1hM13 b~ i 6N ; (wU-~N ~vr~- I S (,chi ~~ ~E4~ ) I ~ - ~a~ ~ Cr~~.) _ X421 ~ !~~. 1-1vIZl Z , ~ ~}±I t~ 6 ~ L g 17 I ~ 5 , F+o Iz I z . ~12c.~ /~M l3 = 3 z ~v ~b5, f~J z I ~, 3~ ~~ v 4 X~~ ~ D, q- IG~FT, i Cx3D z Z Ic- I N M, Z U,~- x~ x i z L 17 5 ~ S ~'~GS /~5 cLl M !9 `f"N,~T I-~ 12! z . ~.~, P C,=~-~"i I'- ~ ~ C~ ~1 L ~ x . i ~~ ~l~Nb~- TI~iC~~l~~, = 3/8~ ~i F~~ I"~- ~ ~` ;~ ! rte' Tyl 3`~4x ~9~ ~ ~ ~ ~ I ID ~'~'' z ~~ a7 ~~~ ; Vv~ x 31 ~ ~~ z 3~1`si -'"t.3 ~ ~ Page 50`x' °~ Date ry Prepared by 1 "~ ~~"~'~°-~ I - ~~I~ j~+j;7}Z Reviewed by ~°~ ~ I t~ c ..~c~ L U M tJ S~ I~ l G)~G~I~. ~~ ~I ~, ~I e~~ _ ~ I- 7 ~g Mix . t~1~16~-j- y i~, og33 -14 y 5, I ~ -~ ~~-r~- s pis /ICI N U~ TANS ~G`Zl Z.~-4~~ '["c~ ~1,2U N S I ~S i Gv ~N I~i2 IS w I ~~ ~6~1 ~ G ~6 I x 5, I Z 8Z 1 ~ ~5 . ,', USA g 17 - ~s/5, I ~ z 18D I ~~/~~', IG~ ' C-12 ,~X i ~ 9 I~ I >~s z K <-K tel. ~,~ i , '~ I~0`I~ ~~~.~ ~rz,,~;~c L ~~ ~k`T1~ U p U f=~" i-2~'r2G-~ ~ ~~N IGY~Df't- !S WI ~ ~ D~~I~1 ~ y 15,37 K O.7 K -~ ~ `7S, ~~~'S/I`T Z Job No. CA0500721 Page. 5Q, ~j moo'" 9th Ed AISC SECTION CHECK . Date: 06/10/05 Wide Flange Section Prepared By: rms Location: bi-fold jamb Rev. 7 (O1-17-OS) DESCRIPTION of MEMBER & LOCATION INPUT DATA Axial Load = 5 kips Unsupported Lx = 17 Feet 'X' Axis Moment = 205.4385 kip-inches Unsupported Ly = 17 Feet 'Y' Axis Moment = Okip-inches Unsupported Lb = 17 Feet Shear Load = 4.2635 kips Allowable Stress = 1.33 Fy = 36 ksi Cmx = 1 Kx = 1 Cb = 1 F~ = 58 kSi Cmy = 1 Ky = 1 MEMBER'DATA`& PROPERTIES USE: Area (in2) = 9.13 ly (in4) = 37.1 rX = 3.47 W8X31 Full Ix (in") = 110 Sy (in°) = 9.27 ry = 2.02 Fy = 36 ksi Eff. Ix (in°) = 110 Qa = 1.00 reQ11;,, = 2.88 Eff. Sx (in3) = 28 RESULTS ACTUAL STRESSES ALLOWABLE STRESSES fa = 0.5 ksi <-- AXIAL --> Fa = 17.1 ksi (Eq. A-85-11) fbX = 7.5 ksi <-"X" BENDING--> FbX = 28.7 ksi (Eq. F1-6) fny = 0.0 ksi <--'•Y" BENDING--> Fby = 35.9 ksi (Eq. F2-1) f~ = 1.9 ksi <_ SHEAR -> F„ = 19.2 ksi (Eq. F4-1) AISC SPECIFICATION:CHECK Combined Stress Ratio = 0.29 OK MAX Slender Ratio = 101.0 < 200 (Chap. H, Eq. H1-3) Shear Stress Ratio = 0.10 OK No stiffs required. SERVICABILITY DATA e~~: U ep,~: u • econc~ u NOTE: No bolt holes were calculated in flanges at point of Max. stress. AISC9THst[1].xls VP BUILDINGS VARCO-RRUOEN i Jamb Flange Bending & Web Crippling Check Rev. 1 - 03/??/05 Jamb Fy = 50 ksi Stress Increase = 1 P = 3.21' kips Aber Data e = 1.000 in. bf = 8 in. D = 8 in. L = 17 ft. m c Y U H a~ rn c m eactual = 0.875 In d = 3.5 in M = 2.8 k-in Fb = 37.500 ksi Minimum Flanoe Thickness = 0.36 in inimum Web Th Web Yielding ~ = 0.0401 in (K1-2) Crippling tW = 0.0499 in (K1-4) Sidesway Web Buckling Flgs restrained against rotation = Yes d~ = 7.28 in. tW = 0.2500 K1-6 Jamb 7oor Wheel Contact area e=1" e: rms Engineering Process Manual P =Wheel Load Job No. CA0500721-O1 Page: „~~~ s ..6'" 9th Ed. AISC SECTION CHECK Date: 06/10/05 Single Angle Prepared By: rms Location: kicker Rev. 3 (Ol -17-05) DESCRIPTION of MEMBER & LOCATION Axial Load = 3 kips Compression No strong axis bending No weak axis bending Unsupported Lx = 8 Feet Allowable Stress = 1.33 Kx = 1.00 Fy = 36 ksi Cm = 1 Ky = 1.00 Fu = 58 ksi Cb = 1 Axes of Bending Principal Axes 3 in. ~fl 3 in. i :~ ., %~/ ,,. USE: Area (in2) = 1.0900 F~ = 55.18 r w = 1.1874 3x3x3/16 Angle I w (in4) = 1.5368 Fe = 39.06 (Eq. C4-1) r z = 0.5960 Fy = 36 ksl I Z (In4) = 0.3872 KI/requiv = 85.60 (Eq. 4-4) QS = 0.9 ACTUAL STRESSES fe = 2.75 ksi Compressioi f bw (top flg) = 0 ksi Tension f bw (vert leg) =0 ksi Tension f bz (top flg) = 0 ksi Tension f bz (vert flg) = 0 ksi Tension f b (heel) = 0 ksi Tension ALLOWABLE STRESSES <-- AXIAL --> Fa = 7.66 ksi (Eq. 4-2) <--STRONG AXIS BENDING--> Fbw (ten) = 31.6 ksi (Eq. 5-2) Fbw (comp) = 26.1 ksi (Sec. 5.1. & 5.3.) <--WEAK AXIS BENDING--> Fbz (ten) = 31.6 ksi (Eq. 5-2) Fbz (comp) = 26.2 ksi (Sec. 5.1. & 5.3.) Combined Stress Ratio = 0.36 OK I Max. Slender Ratio = 161 < 200 OK Compression Side Governs Member weight = 3.7 Ibs/ft. AISC9THst[1 ].xls Date: 6/ 10/2005 Design Report CA0500721-01 Time: 11:24:01 AM •: Page: 51 of 75 Wall: 4, Frame at: 1/0/0 Frame Cross Section: 1 t~ET~4 ! L Dimension Key 1 4'-7" 2 1'-4" 3 9 1/2" 4 2'-10 3/4" 5 1'-0" 6 1'-1 1/4" 7 1'-6 11/16" 9 3 3/8" 10 19'-1" Frame Clearances Horiz. Clearance between members 1(CX001) and 6(CX001): 43'-9" Vert. Clearance at member 1(CX001): 14'-2 1/2" Vert. Clearance at member 6(CX001): 14'-2 1/2" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b /p~ 25'-0" ~J - - ~_ ~ - VP BUILDINGS VAR[O-PRUOEN 10ga Clip w/ (6) 1/2" Dia. fV fV M Hinge (NBVP) f ~~~ Job No. CA0500721-01 Page: 5l , ~ of Date: 6/10/2005 Prepared By: rms Reviewed Bv: L3 x 3 x 3/16 (SFB-) w/ 1/2" x A325 Bolts ~ 3/8" PL w/ (2) 3/4" Dia. A325 Bolts - SC & 5/16" Plate Washer (PW1-) Over Slots (Finger Tighten Bolts Peen Threads) Weld to Post w/ 3/16 Fillet B.S. Vert.13/16" x 1 7/8" Slot in PL 3/8" Stiff. B.S. Standard Hole in Stiff. 3/16 Fillet O.S. to Web 3/16 Fillet B.S. to Flanges HANGAR JAMB POST (Outset) Rev: 03/04/05 Engineering Process Manual Job No. CA0500721-01 HANGAR STUB POST Page'" $ 2--- of (Outset -Alternate) Date: 6/10/2005 Prepared By: rms ~~~(~ f ~,...- ~ Reviewed By: 3 1/4 x 2 3/4 x 10GA Bent Clip w/ (4) 3/4" x A325 Bolts & Washers Short slots in 3pl web. Field drill 13/16" Dia. holes in purlin. 3/16" Tk x 2 1/2" W Stiff. B.S. (Shown one side for clarity) Line up with angle connection plate. 1/8 fillet O.S. to Flg and Web. o 0 -------------- --- --------------------------------------------- Q ----------- N ~ O I ~ 3/8" PL w/ (2) 3/4" x 10GA x 5" Flg, A325-SC Bolts & 5/16" Plate 10GA Web, D = 7" Washer (PW1-) Over Slots. (Vert.13/16" x 1 7/8" Slot in PL) Post - Weld to Post w/ 3/16" Fillet B.S.. 5/16" x 6" Flg 45 ° 3/16" Web, 3/8" x 5" PL p = 8~~ 3/16" fillet B.S. to 3PL Beam 1/8 ~'(2) L3 x 3 x 3/16 w/ 3/8" spacers at 1/3 points Length of Plate w/ 3/4" x A325-SC Bolt & Washers on each + 3" each way. side. Typ. both ends. Opp. Conrac - - - • (13/16" x 1" slot in angle) 0 3/8" x 7" x 7" PL Align with stiffener @ Hinge height (Oversized Hole - 15/16") 3/16" Fillet B.S. to Web 3/8" Tk x 3 1/2" W Stiff. (Std. Holes) Hinge 3/16" Fillet O.S. to Web (NBVP) 3/16" Fillet B.S. to Flgs 1/4" Plate 3/8" PL w/ (2) 3/4" Dia. A325-SC Bolts & 5/16" Plate Washer (3RWB-) Over Slots. (Vert.13/16" x 1 7/8" Slot in PL) Weld to Post w/ 3l16" Fillet B.S. Centered at Hinge Location 1/8 12' Opp. Conrac Weld Note: If rafter depth is less then 20" change brace angle. 10GA x 5" Flg., 10GA Web, D=7" ~,; 3":,~ N I I ~_ _~ M I I ~' 1 112" 1 1 /2" ~ Support Beam Length Hold Web 1/2"from Purlin Web Rev: 03/04/05 Engineering Process Manual Job No. CA0500721-01 HANGAR STUB POST Page: 5 ~ ,3 of (Outset -Alternate) Date: 6/10/2005 ' ~ Prepared By: rms ~'~~ ~ ~ ~;, Reviewed By: 3 1/4 x 2 3/4 x 10GA Bent Clip w/ (4) 3/4" x A325 Bolts & Washers Short slots in 3pl web. Field drill 13/16" Dia. holes in purlin. 3/16" Tk x 2 1/2" W Stiff. B.S. (Shown one side for clarity) Line up with angle connection plate. 1/8 fillet O.S. to Flg and Web. o 0 -------------- --- --------------------------------------------- Q ----------- N , O 1 ~ 3/8" PL w/ (2) 3/4" x 10GA x 5" Flg, A325-SC Bolts & 5/16" Plate 10GA Web, D = 7" Washer (PW1-) Over Slots. (Vert.13/16" x 1 7/8" Slot in PL) Post-- Weld to Post w% 3%16" Fillet B.S.. ' 5/16" x 6" Flg 45 ° 3/16" Web, 3/8" x 5" PL p = g~~ 3/16" fillet B.S. to 3PL Beam 1/8 (2) L3 x 3x3/16. w/ 3/8" spacers at 1/3 points Length of Plate w/ 3/4" x A325-SC Bolt & Washers on each + 3" each way. side. Typ. both ends. opp. Conrac - - - (13/16" x 1" slot in angle) 3/8" x 7" x 7" PL Align with stiffener Hinge height (Oversized Hole - 15/16") 3/16" Fillet B.S. to Web 3/8" Tk x 3 1/2" W Stiff. (Std. Holes) Hinge 3/16" Fillet O.S. to Web (NBVP) 3/16" Fillet B.S. to Flgs 10GA x 5" Flg., 1/4" Plate I~ 10GA Web, D=7" ~.I 3/8" PL w/ (2) 3/4" Dia. N A325-SC Bolts & 5/16" Plate _____ ___ __ _ _____________ _ Washer (3RWB-) Over Slots. - _ (Vert.13/16" x 1 7/8" Slot in PL) ~ " I I Weld to Post w/ 3/16" Fillet B.S. ~ -~-~---~-' ~-'-~-'-~-~-~-~-~-~--- Centered at Hinge Location 1/8 12' Opp. Conrac Weld Note: If rafter depth is less then 20" change brace angle. N Beam Rev: 03/04/05 Engineering Process Manual Job No. C,~,-D~L~ Z I -- . HANGAR STUB POST AT RIDGE Page: ,5~,q. of ~ (Outset -Alternate) Date: 6/10/2005 ' Prepared By: b~~~ ~ ~- ~ Reviewed By: (2) 3 1/2 x 3 x 3/8" Bent Clip w/ (6) 1/2" x A325 Bolts & Washers Short slots in clips. Field drill 9/16" Dia. holes in purlin. 3/8" Stiff. B.S. (Shown one side for clarity) 3/16" Fillet B.S. to Flg and Web Center hole in stiffener O O `~ ' O 3 1/2" ~ 3/8" PL w/ (2) 3/4" x ' 0 A325-SC Bolts & 5/16" Plate ~ ' Washer (PW1-) Over Slots. (Vert.13/16" x 1 7/8" Slot in PL) Post Weld to Post w/ 3/16" Fillet B.S. 5/16" x 6" Flg \ r45 ° 3/16 Web, D = 8" \ I 1/4" x 7" Flg, 3/16" Web, D = 7" 1/8 L3x3x3/16 Length of Plate + 3" each way w/ 3/4" x A325-SC Bolt & Washers on . Opp. Conrac > each side. Typ. both ends. ( - - - (13/16" x 1"slot in angle) ~ nn V ~ 3/8" x 7" x 7" PL Align with stiffener Hinge --~ @ Hinge height (Oversized Hole - 15/16") (NBVP) 3/16" Fillet B.S. to Web 3/8" Tk x 3 1/2" W Stiff. (Std. Holes) 3/16" Fillet O.S. to Web 1/4" Plate 3/16" Fillet B.S. to Flgs 1/4" x 7" Flg, 3/8" PL w/ (2) 3/4" QS " 3/16 Web D = 7" A325-SC Bolts & 5/16" Plate + + Washer (3RWB-) Over Slots. - N (Vert.13/16" x 1 7/8" Slot in PL) N Weld to Post w/ 3/16" Fillet B.S. -~ ~- t r ~ Centered at Hinge Location c~ ..~- -~ '~ 1/8 12' Opp. Conrac Weld ` 1 1/2" 1 1/2" / _ N ~ CV Note: If rafter depth is less then 20" change brace angle. NOTE: Hold beam end 1/2" from purlin web. Rev: 03/04/05 Engineering Process Manual Date: 6/ 10/2005 Design Report CA0500721-01 Time: 1:39:48 PM Page: S2 of 7S Frame Location Design Parameters: ~ 1/0/0 _ J 13/0/0 Rigid Frame with Endposts ~ 90.0000 ~ ~ - ~ Stress Check ~ DESCRIPTION: VP Buildings RIGID FRAMES (Type "RF") are solid-web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns. The frame provides a clear span (no interior columns) and is designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for RIGID FRAMES assume the rafter beam is a fully continuous member, spanning from building eave to building eave, with exterior columns rigidly attached (moment-resisting connection). The Exterior Columns are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN: RIGID FRAMES are designed in accordance with the AISC "Specification for Structural Steel Buildings", 9th Edition. MATERIAL: Structural steel plate, bar, and/or sheet intended for use in RIGID FRAME bolted and/or welded constructions typically will be of material based on the requirements of ASTM AS29, A572, A570, or A607, Grade S0. DESCRIPTION: VP Buildings FRAMES are typically solid-web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns, and are designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for VP Buildings FRAMES assume the rafter beam is a fully continuous member, spanning from building eave to building eave, with exterior columns rigidly attached (moment-resisting connection). The Exterior Columns and Interior Columns, if any, are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN: VP Buildings FRAMES are designed in accordance with the AISC "Specification for Structural Steel Buildings", 9th Edition. MATERIAL: Structural steel plate, bar, and/or sheet intended for use in VP Buildings FRAME welded constructions typically will be of material based on the requirements of ASTM AS29, AS72, A570, or A607, Grade 50. Design Load Combinations -Framing No. Ori in Factor A lication Descri tion 1 System 1.000 1.0 D + 1.0 CG + 1.0 L D + CG + L 2 System 1.000 1.0 D + 1.0 CG + 1.0 S D + CG + S 3 System 1.000 1.0 D + 1.0 CG + 1.0 USl * D + CG + US 1 * 4 System 1.000 1.0 D + 1.0 CG + 1.0 *US 1 D + CG + *US l 5 System 1.000 1.0 D + 1.0 W 1> D + W 1> 6 System 1.000 1.0 D + 1.0 <W 1 D + <W 1 7 System 1.000 1.0 D + 1.0 W2> D + W2> 8 System 1.000 1.0 D + 1.0 <W2 D + <W2 9 System 1.000 .600 D + 1.0 W 1> D + W 1> 10 System 1.000 .600 D + 1.0 <W 1 D + <W 1 11 System 1.000 .600 D + 1.0 W2> D + W2> 12 System 1.000 .600 D + 1.0 <W2 D + <W2 13 System 1.000 1.OD+I:OCG+0.750L+0.750W1> D+CG+L+Wl> 14 System 1.000 1.OD+I.OCG+0.7SOL+0.750<Wl D+CG+L+<Wl 15 System 1.000 1.OD+I.OCG+0.7SOL+0.750W2> +CG+L+W2> 16 System 1.000 t .0 D + 1.0 CG + 0.750 L + 0.750 <W2 D + CG + L + <W2 17 System 1.000 I.0 D + 1.0 CG + 0.750 S + 0.750 W I> D + CG + S + W 1> 18 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W 1 D + CG + S + <W l 19 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W2> D + CG + S + W2> 20 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 D + CG + S + <W2 21 System 1.275 .900 D + 0.900 CG + 1.175 F> + 1.0 EG- + CG + Fj + EG- 22 System 1.275 .900 D + 0.900 CG + 1.175 <E + 1.0 EG- D + CG + <E + EG- 23 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.175 F> + 1.0 EG+ D + CG + S + Fj + EG+ 24 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.175 <E + 1.0 EG+ D + CG + S + <E + EG+ 25 Special 1.275 .900 D + 0.900 CG + 2.500 F? D + CG + E> 26 Special 1.275 .900 D + 0.900 CG + 2.500 <E D + CG + <E 27 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 F> D + CG + S + F> 28 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 <E + CG + S + <E 29 AISC -Special 1.275 1.200 D + 1.200 CG + 0.200 S D + CG + S 30 AISC -Special 1.275 1.200 D + 1.200 CG + 0.200 S D + CG + S 31 System Derived 1.275 .900 D + 0.900 CG + 0.353 F? + 1.0 EG- + 1.200 EB> D + CG + Fj + EG- + EB> 32 System Derived 1.275 0.900 D + 0.900 CG + 0.353 <E + 1.0 EG- + 1.200 EB> D + CG + <E + EG- + EB> 33 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.353 D + 1.0 EG+ + 1.200 EB> D+CG+S+E>+EG++EB> 34 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.353 <E + 1.0 EG+ + 1.200 EB> D+CG+S+<E+EG++EB> 35 Special 1.275 .900 D + 0.900 CG + 2.500 EB> D + CG + EB> 36 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 EB> D + CG + S + EB> VPC File:CA0S00721-OlOEl.vpc VPC Version :S.2b Date: 6/10/2005 Design Report CAO5OO721-01 Time: 1:39:48 PM •: ~ Page: 53 of 75 37 System Derived 1.275 0.900 D + 0.900 CG + 0.353 ~ + 1.0 EG- + 1.200 <EB D + CG + F> + EG- + <EB 38 System Derived 1.275 .900 D + 0.900 CG + 0.353 <E + 1.0 EG- + 1.200 <EB D + CG + <E + EG- + <EB 39 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.353 F> + 1.0 EG+ + 1.200 <EB D+CG+S+E>+EG++<EB 40 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.353 <E + 1.0 EG+ + 1.200 <EB D+CG+S+<E+EG++<EB 41 Special 1.275 .900 D + 0.900 CG + 2.500 <EB D + CG + <EB 42 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 <EB D + CG + S + <EB 43 System Derived 1.000 1.0 D + 1.0 WPAI D + WPAI 44 System Derived 1.000 .600 D + ].0 WPAI D + WPAI 45 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPA 1 D + CG + L + WPAt 46 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA I D + CG + S + WPAI 47 System Derived 1.000 1.0 D + 1.0 WPDl D + WPDl 48 System Derived 1.000 .600 D + I.0 WPDl D + WPDI 49 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPDl D + CG + L + WPD 1 50 System Derived 1.000 1.0 D + i .0 CG + 0.750 S + 0.750 WPD 1 D + CG + S + WPDl 51 System Derived 1.000 1.0 D + 1.0 WPA2 D + WPA2 i ~ 52 System Derived 1.000 .600 D + 1.0 WPA2 D + WPA2 ' 53 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPAZ D + CG + L + WPA2 54 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA2 D + CG + S + WPA2 55 System Derived 1.000 1.0 D + 1.0 WPD2 D + WPD2 56 System Derived 1.000 .600 D + 1.0 WPD2 D + WPD2 57 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPD2 D + CG + L + WPD2 58 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD2 D + CG + S + WPD2 59 System Derived 1.000 1.0 D + 1.0 WPB1 D + WPB1 60 System Derived 1.000 .600 D + 1.0 WPB 1 D + WPB 1 61 System Derived 1.000 1.OD+I.OCG+0.750L+0.750WPB1 D+CG+L+WPB1 62 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB 1 D + CG + S + WPB 1 63 System Derived 1.000 1.0 D + 1.0 WPCI D + WPCl 64 System Derived 1.000 .600 D+ 1.0 WPC1 D+ WPC1 65 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPC 1 D + CG + L + WPC 1 66 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC 1 D + CG + S + WPC 1 67 System Derived 1.000 1.0 D + 1.0 WPB2 D + WPB2 68 System Derived 1.000 .600 D + 1.0 WPB2 D + WPB2 69 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB2 D + CG + L + WPB2 70 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB2 D + CG + S + WPB2 71 System Derived 1.000 1.0 D + 1.0 WPC2 D + WPC2 72 System Derived 1.000 .600 D + 1.0 WPC2 D + WPC2 73 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L+ 0.750 WPC2 D + CG + L + WPC2 74 S stem Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC2 D + CG + S + WPC2 Frame Member Sizes Mem. No. Flg Width in. Flg Thk in.) Web Thk in.) Depthl (in. Depth2 (in.) Length ft) Weight () Flg Fy si Web Fy si Splice Jt.l Codes Jt.2 Shape 1 5.00 0.2500 0.1345 12.00 28.00 16.36 287.2 50.00 50.00 BP KN 3P 2 5.00 0.2500 0.1345 28.00 25.00 21.29 487.7 50.00 50.00 KN SP 3P 3 5.00 0.1875 0.1345 25.00 27.80 3.00 74.6 50.00 50.00 SP SS 3P 4 5.00 0.1875 0.1345 27.80 25.00 3.00 74.6 50.00 50.00 SS SP 3P 5 5.00 0.2500 0.1345 25.00 28.00 21.29 487.7 50.00 50.00 SP KN 3P 6 5.00 0.2500 0.1345 12.00 28.00 16.36 287.2 50.00 50.00 BP KN 3P 7 7.99 0.4350 0.2850 8.00 8.00 17.38 547.5 36.00 36.00 BP SS W 8 6.00 0.3125 0.1875 9.00 9.00 0.87 9.0 50.00 50.00 BP SS 3P 9 6.00 0.3125 0.1875 8.00 8.00 1.91 7.9 50.00 50.00 BP SS 3P 10 6.00 0.3125 0.1875 8.00 8.00 3.03 8.0 50.00 50.00 BP SS 3P 11 6.00 0.3125 0.1875 8.00 8.00 3.58 14.5 50.00 50.00 BP SS 3P 12 6.00 0.3125 0.1875 8.00 8.00 3.03 8.1 50.00 50.00 BP SS 3P 13 6.00 0.3125 0.1875 8.00 8.00 1.91 7.9 50.00 50.00 BP SS 3P 14 6.00 0.3125 0.1875 8.00 8.00 0.87 8.1 50.00 50.00 BP SS 3P 15 7.99 0.4350 0.2850 8.00 8.00 17.38 547.5 36.00 36.00 BP SS W Total Frame Weight = 2857.6 (p) (Includes all plates) Frame Pricing Weight = 3105.8 (p) (Includes all pieces) Frame Member Releases Member Joint 1 Joint 2 7 No Yes 0 No Yes 0 No Yes 10 No Yes 11 No Yes 12 No Yes 0 No Yes VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CA0500721-01 Time: 1:39:48 PM Page: 54 of 75 0 No Yes 15 I No I Yes Boundary Condition Summary Member X-Loc Y-Loc Su . X Su . Y Moment Dis lacement X in. Dis lacement Y in. Dis lacement ZZ(rad. 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 6 50/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 7 4/7/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 0 4/7/0 17/4/9 Yes No No 0/0/0 0/0/0 0.0000 5/11/0 15/6/0 Yes Yes No 0/0/0 0/0/0 0.0000 0 5/I1/0 17/5/15 Yes No No 0/0/0 0/0/0 0.0000 11/8/11 15/6/0 Yes Yes No 0/0/0 0/0/0 0.0000 0 11/8/11 17/11/12 Yes No No 0/0/0 0/0/0 0.0000 10 18/4/5 15/6/0 Yes Yes No 0/0/0 0/0/0 0.0000 0 18/4/5 18/6/6 Yes No No 0/0/0 0/0/0 0.0000 11 24/11/15 15/6/0 Yes Yes No 0/0/0 0/0/0 0.0000 0 24/11/15 19/1/0 Yes No No 0/0/0 0/0/0 0.0000 12 31/7/9 15/6/0 Yes Yes No 0/0/0 0/0/0 0.0000 0 31/7/9 18/6/6 Yes No No OJO/0 0/0/0 0.0000 38/3/3 15/6/0 Yes Yes No 0/0/0 0/0/0 0.0000 0 38/3/3 17/11/12 Yes No No 0/0/0 0/0/0 0.0000 44/0/14 15/6/0 Yes Yes No 0/0/0 0/0/0 0.0000 0 44/0/14 17/5/15 Yes No No 0/0/0 0/0/0 0.0000 15 45/4/14 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 0 45/4/14 17/4/9 Yes No No 0/0/0 0/0/0 0.0000 Frame Reactions -Load Cases at Frame Cross Section: 1 X-Loc 0/0/0 4/7/0 4/7/0,17/4/9 5/11/0 5/11/0,17/5/15 Gridl -Grid2 1-P 1-N 1-N 1-M 1-M Ld Descri lion Hx Vy Hx Hz V Hx Hz V Hx Hz Vy Hx Hz V Cs a lication factor not shown (k k (k k k ) 1 D + CG + L 3.46 8.56 - - 0.54 - - -0.54 - - 0.04 - - -0.04 2 D + CG + S 6.51 16.05 - - 0.54 - - -0.54 - - 0.04 - - -0.04 3 D + CG + US 1 * 6.05 11.31 - - 0.54 - - -0.54 - - 0.04 - - -0.04 4 D + CG + *US 1 6.05 18.51 - - 0.54 - - -0.54 - - 0.04 - - -0.04 5 D+WI> -3.32 -5.51 - 4.40 0.54 - 3.71 -0.54 - 0.06 0.04 - 0.06 -0.04 6 D + <W 1 -0.41 -3.33 - -4.12 0.54 - -3.48 -0.54 - -0.06 0.04 - -0.06 -0.04 7 D + W2> -2.39 -2.21 - - 0.54 - - -0.54 - - 0.04 - - -0.04 8 D + <W2 0.53 -0.03 - - 0.54 - - -0.54 - - 0.04 - - -0.04 9 D + W 1> -3.53 -6.11 - 4.40 0.32 - 3.71 -0.32 - 0.06 0.02 - 0.06 -0.02 10 D + <W 1 -0.62 -3.93 - -4.12 0.32 - -3.48 -0.32 - -0.06 0.02 - -0.06 -0.02 11 D + W2> -2.60 -2.81 - - 0.32 - - -0.32 - - 0.02 - - -0.02 12 D + <W2 0.32 -0.63 - - 0.32 - - -0.32 - - 0.02 - - -0.02 13 D+CG+L+WI> 0.17 2.33 - 3.30 0.54 - 2.79 -0.54 - 0.05 0.04 - 0.05 -0.04 14 D + CG + L + <W 1 2.36 3.97 - -3.09 0.54 - -2.61 -0.54 - -0.04 0.04 - -0.04 -0.04 15 D + CG + L + W2> 0.87 4.81 - - 0.54 - - -0.54 - - 0.04 - - -0.04 16 D + CG + L + <W2 3.06 6.44 - - 0.54 - - -0.54 - - 0.04 - - -0.04 17 D + CG + S + W 1> 2.46 7.95 - 3.30 0.54 - 2.79 -0.54 - 0.05 0.04 - 0.05 -0.04 18 D + CG + S + <W l 4.65 9.58 - -3.09 0.54 - -2.61 -0.54 - -0.04 0.04 - -0.04 -0.04 19 D + CG + S + W2> 3.16 10.42 - - 0.54 - - -0.54 - - 0.04 - - -0.04 20 D + CG + S + <W2 5.35 12.06 - - 0.54 - - -0.54 - - 0.04 - - -0.04 21 D + CG + E> + EG- 0.18 2.90 - 0.08 0.48 - 0.05 -0.48 - - 0.03 - - -0.03 i 22 D + CG + <E + EG- 2.81 4.59 - -0.08 0.48 - -0.05 -0.48 - - 0.03 - - -0.03 23 D + CG + S + F? + EG+ 2.05 7.47 - 0.08 0.65 - 0.05 -0.65 - - 0.04 - - -0.04 ~ 24 D + CG + S + <E + EG+ 4.67 9.16 - -0.08 0.65 - -0.05 -0.65 - - 0.04 - - -0.04 31 D + CG + Fa + EG- + EB> 1.10 3.49 - 0.02 0.48 - 0.01 -0.48 - - 0.03 - - -0.03 32 D + CG + <E + EG- + EB> 1.89 4.00 - -0.02 0.48 - -0.01 -0.48 - - 0.03 - - -0.03 33 D+CG+S+E>+EG++EB> 2.97 8.06 - 0.02 0.65 - 0.01 -0.65 - - 0.04 - - -0.04 34 D+CG+S+<E+EG++EB> 3.75 8.57 - -0.02 0.65 - -0.01 -0.65 - - 0.04 - - -0.04 37 D + CG + Fj + EG- + <EB 1.10 3.49 - 0.02 0.48 - 0.01 -0.48 - - 0.03 - - -0.03 38 D + CG + <E + EG- + <EB 1.89 4.00 - -0.02 0.48 - -0.01 -0.48 - - 0.03 - - -0.03 39 D+CG+S+E>+EG++<EB 2.97 8.06 - 0.02 0.65 - 0.01 -0.65 - - 0.04 - - -0.04 40 D+CG+S+<E+EG++<EB 3.75 8.57 - -0.02 0.65 - -0.01 -0.65 - - 0.04 - - -0.04 43 D+WPAl -0.33 -3.53 - - 0.54 - - -0.54 - - 0.04 - - -0.04 44 D+WPAI -0.54 -4.13 - - 0.32 - - -0.32 - - 0.02 - - -0.02 45 D + CG + L + WPA 1 2.42 3.82 - - 0.54 - - -0.54 - - 0.04 - - -0.04 46 D + CG + S + WPAl 4.71 9.43 - - 0.54 - - -0.54 - - 0.04 - - -0.04 47 D + WPDl 0.35 -1.54 - - 0.54 - - -0.54 - - 0.04 - - -0.04 VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/ 10/2005 Design Report CA0500721-01 Time: 1:39:48 PM Page: 55 of 75 48 D + WADI 0.14 -2.14 - - 0.32 - - -0.32 - - 0.02 - - -0.02 49 D + CG + L + WPDI 2.93 5.31 - - 0.54 - - -0.54 - - 0.04 - - -0.04 50 D + CG + S + WPDl 5.21 10.93 - - 0.54 - - -0.54 - - 0.04 - - -0.04 51 D+ WPA2 -0.14 -1.73 - - 0.54 - - -0.54 - - 0.04 - - -0.04 52 D + WPA2 -0.35 -2.33 - - 0.32 - - -0.32 - - 0.02 - - -0.02 53 D + CG + L + WPA2 2.56 5.17 - - 0.54 - - -0.54 - - 0.04 - - -0.04 54 D + CG + S + WPA2 4.85 10.78 - - 0.54 - - -0.54 - - 0.04 - - -0.04 55 D + WPD2 0.53 0.26 - - 0.54 - - -0.54 - - 0.04 - - -0.04 56 D + WPD2 0.32 -0.34 - - 0.32 - - -0.32 - - 0.02 - - -0.02 57 D + CG + L + WPD2 3.06 6.66 - - 0.54 - - -0.54 - - 0.04 - - -0.04 58 D + CG + S + WPD2 5.35 12.28 - - 0.54 - - -0.54 - - 0.04 - - -0.04 59 D + WPB 1 -0.39 -2.94 - - 0.54 - - -0.54 - - 0.04 - - -0.04 60 D + WPB1 -0.60 -3.54 - - 0.32 - - -0.32 - - 0.02 - - -0.02 61 D + CG + L + WPB 1 2.37 4.26 - - 0.54 - - -0.54 - - 0.04 - - -0.04 62 D + CG + S + WPBl 4.66 9.88 - - 0.54 - - -0.54 - - 0.04 - - -0.04 63 D + WPC 1 0.32 -1.29 - - 0.54 - - -0.54 - - 0.04 - - -0.04 64 D + WPC] 0.11 -1.89 - - 0.32 - - -0.32 - - 0.02 - - -0.02 65 D + CG + L + WPC 1 2.91 5.50 - - 0.54 - - -0.54 - - 0.04 - - -0.04 66 D + CG + S + WPC 1 5.19 11.11 - - 0.54 - - -0.54 - - 0.04 - - -0.04 67 D + WPB2 -0.20 -1.14 - - 0.54 - - -0.54 - - 0.04 - - -0.04 68 D + WpB2 -0.41 -1.74 - - 0.32 - - -0.32 - - 0.02 - - -0.02 69 D + CG + L + WPB2 2.51 5.61 - - 0.54 - - -0.54 - - 0.04 - - -0.04 70 D + CG + S + WPB2 4.80 11.23 - - 0.54 - - -0.54 - - 0.04 - - -0.04 71 D + WPC2 0.51 0.51 - - 0.54 - - -0.54 - - 0.04 - - -0.04 72 D + WPC2 0.30 -0.09 - - 0.32 - - -0.32 - - 0.02 - - -0.02 73 D + CG + L + WPC2 3.05 6.85 - - 0.54 - - -0.54 - - 0.04 - - -0.04 74 D + CG + S + WPC2 5.34 12.46 - - 0.54 - - -0.54 - - 0.04 - - -0.04 X-Loc 11/8/11 11/8/11,17/11/12 18/4/5 18/4/5,18/6/6 24/11/15 Grids -Grid2 1-L 1-L 1-J 1-J 1-G Ld Descri tion Hx Hz V Hx Hz V Hx Hz V Hx Hz V Hx Hz V Cs a lication factor not shown ) k k k 1 D + CG + L - - 0.04 - - -0.04 - - 0.05 - - -0.05 - - 0.06 2 D + CG + S - - 0.04 - - -0.04 - - 0.05 - - -0.OS - - 0.06 3 D + CG + US 1 * - - 0.04 - - -0.04 - - 0.05 - - -0.OS - - 0.06 4 D + CG + *US 1 - - 0.04 - - -0.04 - - 0.05 - - -0.OS - - 0.06 5 D + W 1> - 0.13 0.04 - 0.12 -0.04 - 0.17 0.05 - 0.16 -0.OS - 0.20 0.06 6 D + <W 1 - -0.12 0.04 - -0.11 -0.04 - -0.16 0.05 - -0.15 -0.05 - -0.19 0.06 7 D + W2> - - 0.04 - - -0.04 - - 0.05 - - -0.OS - - 0.06 8 D + <W2 - - 0.04 - - -0.04 - - 0.05 - - -0.OS - - 0.06 9 D + Wl> - 0.13 0.03 - 0.12 -0.03 - 0.17 0.03 - 0.16 -0.03 - 0.20 0.04 10 D + <W 1 - -0.12 0.03 - -0.11 -0.03 - -0.16 0.03 - -0.15 -0.03 - -0.19 0.04 11 D + W2> - - 0.03 - - -0.03 - - 0.03 - - -0.03 - - 0.04 12 D + <W2 - - 0.03 - - -0.03 - - 0.03 - - -0.03 - - 0.04 13 D + CG + L + W i> - 0.10 0.04 - 0.09 -0.04 - 0.13 0.05 - 0.12 -0.05 - 0.15 0.06 14 D + CG + L + <W 1 - -0.09 0.04 - -0.09 -0.04 - -0.12 0.05 - -0.11 -0.OS - -0.14 0.06 15 D + CG + L + W2> - - 0.04 - - -0.04 - - 0.05 - - -0.05 - - 0.06 16 D + CG + L + <W2 - - 0.04 - - -0.04 - - 0.05 - - -0.05 - - 0.06 17 D + CG + S + W i> - 0.10 0.04 - 0.09 -0.04 - 0.13 0.05 - 0.12 -0.OS - 0.15 0.06 18 D + CG + S + <W 1 - -0.09 0.04 - -0.09 -0.04 - -0.12 0.05 - -0.11 -0.05 - -0.14 0.06 19 D + CG + S + W2> - - 0.04 - - -0.04 - - 0.05 - - -0.OS - - 0.06 20 D + CG + S + <W2 - - 0.04 - - -0.04 - - 0.05 - - -0.05 - - 0.06 21 D + CG + Fj + EG- - - 0.04 - - -0.04 - - 0.05 - - -0.OS - - 0.06 22 D + CG + <E + EG- - - 0.04 - - -0.04 - - 0.05 - - -0.OS - - 0.06 23 D + CG + S + Ea + EG+ - - 0.05 - - -0.05 - - 0.06 - - -0.06 - - 0.08 24 D + CG + $ + <E + EG+ - - 0.05 - - -0.05 - - 0.06 - - -0.06 - - 0.08 31 D + CG + F> + EG- + EB> - - 0.04 - - -0.04 - - 0.05 - - -0.OS - - 0.06 32 D + CG + <E + EG- + EB> - - 0.04 - - -0.04 - - 0.05 - - -0.OS - - 0.06 33 D+CG+S+E>+EG++EB> - - 0.05 - - -0.05 - - 0.06 - - -0.06 - - 0.08 34 D+CG+S+<E+EG++EB> - - 0.05 - - -0.05 - - 0.06 - - -0.06 - - 0.08 37 D + CG + Fj + EG- + <EB - - 0.04 - - -0.04 - - 0.05 - - -0.05 - - 0.06 38 D + CG + <E + EG- + <EB - - 0.04 - - -0.04 - - 0.05 - - -0.OS - - 0.06 39 D+CG+S+E>+EG++<EB - - 0.05 - - -0.05 - - 0.06 - - -0.06 - - 0.08 40 D+CG+S+<E+EG++<EB - - 0.05 - - -0.05 - - 0.06 - - -0.06 - - 0.08 43 D + WPAI - - 0.04 - - -0.04 - - 0.05 - - -0.OS - - 0.06 44 D+WPAI - - 0.03 - - -0.03 - - 0.03 - - -0.03 - - 0.04 45 D + CG + L + WPA 1 - - 0.04 - - -0:04 - - 0.05 - - -0.05 - - 0.06 VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CA0500721-01 Time: 1:39:48 PM Page: 56 of 75 46 D + CG + S + WPAI - - 0.04 - - -0.04 - - 0.05 - - -0.OS - - 0.06 47 D+WPDI - - 0.04 - - -0.04 - - 0.05 - - -0.05 - - 0.06 48 D + WADI - - 0.03 - - -0.03 - - 0.03 - - -0.03 - - 0.04 49 D + CG + L + WPD 1 - - 0.04 - - -0.04 - - 0.05 - - -0.05 - - 0.06 50 D + CG + S + WPDI - - 0.04 - - -0.04 - - 0.05 - - -0.OS - - 0.06 51 D + WPA2 - - 0.04 - - -0.04 - - 0.05 - - -0.OS - - 0.06 52 D + WPA2 - - 0.03 - - -0.03 - - 0.03 - - -0.03 - - 0.04 53 D + CG + L + WPA2 - - 0.04 - - -0.04 - - 0.05 - - -0.05 - - 0.06 54 D + CG + S + WPA2 - - 0.04 - - -0.04 - - 0.05 - - -0.05 - - 0.06 55 D + WPD2 - - 0.04 - - -0.04 - - 0.05 - - -0.05 - - 0.06 56 D + WPD2 - - 0.03 - - -0.03 - - 0.03 - - -0.03 - - 0.04 57 D + CG + L + WPD2 - - 0.04 - - -0.04 - - 0.05 - - -0.05 - - 0.06 58 D + CG + S + WPD2 - - 0.04 - - -0.04 - - 0.05 - - -0.05 - - 0.06 59 D+WPB1 - - 0.04 - - -0.04 - - 0.05 - - -0.05 - - 0.06 60 D + WPB 1 - - 0.03 - - -0.03 - - 0.03 - - -0.03 - - 0.04 61 D + CG + L + WPB 1 - - 0.04 - - -0.04 - - 0.05 - - -0.05 - - 0.06 62 D + CG + S + WPBI - - 0.04 - - -0.04 - - 0.05 - - -0.05 - - 0.06 63 D + WPC 1 - - 0.04 - - -0.04 - - 0.05 - - -0.OS - - 0.06 64 D + WPC 1 - - 0.03 - - -0.03 - - 0.03 - - -0.03 - - 0.04 65 D+CG+L+WPCI - - 0.04 - - -0.04 - - 0.05 - - -0.OS - - 0.06 66 D + CG + S + WPC 1 - - 0.04 - - -0.04 - - 0.05 - - -0.OS - - 0.06 67 D + WPB2 - - 0.04 - - -0.04 - - 0.05 - - -0.05 - - 0.06 68 D + WPB2 - - 0.03 - - -0.03 - - 0.03 - - -0.03 - - 0.04 69 D + CG + L + WPB2 - - 0.04 - - -0.04 - - 0.05 - - -0.OS - - 0.06 70 D + CG + S + WPB2 - - 0.04 - - -0.04 - - 0.05 - - -0.05 - - 0.06 71 D + WPC2 - - 0.04 - - -0.04 - - 0.05 - - -0.OS - - 0.06 72 D + WPC2 - - 0.03 - - -0.03 - - 0.03 - - -0.03 - - 0.04 73 D + CG + L + WPC2 - - 0.04 - - -0.04 - - 0.05 - - -0.OS - - 0.06 74 D + CG + S + WPC2 - - 0.04 - - -0.04 - - 0.05 - - -0.OS - - 0.06 X-Loc 24/11/15,19/1/0 31/7/9 31/7/9,18/6/6 38/3/3 38/3/3,17/11/12 Gridl -Grid2 1-G 1-F 1-F 1-D 1-D Ld Descri tion Hx Hz V Hx Hz V Hx Hz V Hx Hz Vy Hx Hz Vy Cs a lication factor not shown) (k (k) ) (k) (k) (k (k k (k) (k (k) (k k 1 D + CG + L - - -0.06 - - 0.05 - - -0.05 - - 0.04 - - -0.04 2 D + CG + S - - -0.06 - - 0.05 - - -0.05 - - 0.04 - - -0.04 3 D + CG + US 1 * - - -0.06 - - 0.05 - - -0.05 - - 0.04 - - -0.04 4 D + CG + *US 1 - - -0.06 - - 0.05 - - -0.05 - - 0.04 - - -0.04 5 D + W I> - 0.17 -0.06 - 0.17 0.05 - 0.16 -0.05 - 0.13 0.04 - 0.12 -0.04 6 D + <W 1 - -0.16 -0.06 - -0.16 0.05 - -0.15 -0.OS - -0.12 0.04 - -0.11 -0.04 7 D + W2> - - -0.06 - - 0.05 - - -0.OS - - 0.04 - - -0.04 8 D + <W2 - - -0.06 - - 0.05 - - -0.OS - - 0.04 - - -0.04 9 D + W 1> - 0.17 -0.04 - 0.17 0.03 - 0.16 -0.03 - 0.13 0.03 - 0.12 -0.03 10 D + <W 1 - -0.16 -0.04 - -0.16 0.03 - -0.15 -0.03 - -0.12 0.03 - -0.11 -0.03 11 D + W2> - - -0.04 - - 0.03 - - -0.03 - - 0.03 - - -0.03 12 D + <W2 - - -0.04 - - 0.03 - - -0.03 - - 0.03 - - -0.03 13 D + CG + L + W 1> - 0.13 -0.06 - 0.13 0.05 - 0.12 -0.OS - 0.10 0.04 - 0.09 -0.04 14 D + CG + L + <W 1 - -0.12 -0.06 - -0.12 0.05 - -0.11 -0.OS - -0.09 0.04 - -0.09 -0.04 15 D + CG + L + W2> - - -0.06 - - 0.05 - - -0.05 - - 0.04 - - -0.04 16 D + CG + L + <W2 - - -0.06 - - 0.05 - - -0.OS - - 0.04 - - -0.04 17 D + CG + S + W 1> - 0.13 -0.06 - 0.13 0.05 - 0.12 -0.OS - 0.10 0.04 - 0.09 -0.04 18 D + CG + S + <W 1 - -0.12 -0.06 - -0.12 0.05 - -0.11 -0.OS - -0.09 0.04 - -0.09 -0.04 19 D + CG + S + W2> - - -0.06 - - 0.05 - - -0.OS - - 0.04 - - -0.04 20 D + CG + S + <W2 - - -0.06 - - 0.05 - - -0.OS - - 0.04 - - -0.04 21 D + CG + E> + EG- - - -0.06 - - 0.05 - - -0.OS - - 0.04 - - -0.04 22 D + CG + <E + EG- - - -0.06 - - 0.05 - - -0.OS - - 0.04 - - -0.04 23 D + CG + S + F> + EG+ - - -0.08 - - 0.06 - - -0.06 - - 0.05 - - -0.05 24 D + CG + S + <E + EG+ - - -0.08 - - 0.06 - - -0.06 - - 0.05 - - -0.05 31 D + CG + Fj + EG- + EB> - - -0.06 - - 0.05 - - -0.OS - - 0.04 - - -0.04 32 D + CG + <E + EG- + EB> - - -0.06 - - 0.05 - - -0.OS - - 0.04 - - -0.04 33 D+CG+S+E>+EG++EB> - - -0.08 - - 0.06 - - -0.06 - - 0.05 - - -0.OS 34 D+CG+S+<E+EG++EB> - - -0.08 - - 0.06 - - -0.06 - - 0.05 - - -0.05 '~ 37 D + CG + F> + EG- + <EB - - -0.06 - - 0.05 - - -0.05 - - 0.04 - - -0.04 ' 38 D + CG + <E + EG- + <EB - - -0.06 - - 0.05 - - -0.05 - - 0.04 - - -0.04 39 ~ D+CG+S+E>+EG++<EB - - -0.08 - - 0.06 - - -0.06 - - 0.05 - - -0.05 , 40 ~ D+CG+S+<E+EG++<EB - - -0.08 - - 0.06 - - -0.06 - - 0.05 - - -0.OS , 43 D+WPAI - - -0.06 - - 0.05 - - -0.05 - - 0.04 - - -0.04 VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CA0500721-01 Time: 1:39:48 PM Page: 57 of 75 44 D + WPAl - - -0.04 - - 0.03 - - -0.03 - - 0.03 - - -0.03 45 D + CG + L + WPA 1 - - -0.06 - - 0.05 - - -0.05 - - 0.04 - - -0.04 46 D + CG + S + WPAI - - -0.06 - - 0.05 - - -0.OS - - 0.04 - - -0.04 47 D + WADI - - -0.06 - - 0.05 - - -0.OS - - 0.04 - - -0.04 48 D + WADI - - -0.04 - - 0.03 - - -0.03 - - 0.03 - - -0.03 49 D + CG + L + WPD 1 - - -0.06 - - 0.05 - - -0.05 - - 0.04 - - -0.04 50 D + CG + S + WPDl - - -0.06 - - 0.05 - - -0.05 - - 0.04 - - -0.04 ' 51 D + WpA2 - - -0.06 - - 0.05 - - -0.05 - - 0.04 - - -0.04 52 D + WPA2 - - -0.04 - - 0.03 - - -0.03 - - 0.03 - - -0.03 53 D + CG + L + WPA2 - - -0.06 - - 0.05 - - -0.05 - - 0.04 - - -0.04 54 D + CG + S + WPA2 - - -0.06 - - 0.05 - - -0.05 - - 0.04 - - -0.04 55 D + WPD2 - - -0.06 - - 0.05 - - -0.OS - - 0.04 - - -0.04 56 D + WPD2 - - -0.04 - - 0.03 - - -0.03 - - 0.03 - - -0.03 57 D + CG + L + WPD2 - - -0.06 - - 0.05 - - -0.OS - - 0.04 - - -0.04 58 D + CG + S + WPD2 - - -0.06 - - 0.05 - - -0.OS - - 0.04 - - -0.04 59 D + WpB 1 - - -0.06 - - 0.05 - - -0.05 - - 0.04 - - -0.04 60 D + WPB 1 - - -0.04 - - 0.03 - - -0.03 - - 0.03 - - -0.03 61 D + CG + L + WPB 1 - - -0.06 - - 0.05 - - -0.05 - - 0.04 - - -0.04 62 D + CG + S + WPBI - - -0.06 - - 0.05 - - -0.OS - - 0.04 - - -0.04 63 D + WPC i - - -0.06 - - 0.05 - - -0.05 - - 0.04 - - -0.04 64 D+WPCI - - -0.04 - - 0.03 - - -0.03 - - 0.03 - - -0.03 65 D + CG + L + WPC 1 - - -0.06 - - 0.05 - - -0.05 - - 0.04 - - -0.04 66 D + CG + S + WPCl - - -0.06 - - 0.05 - - -0.05 - - 0.04 - - -0.04 67 D + WPB2 - - -0.06 - - 0.05 - - -0.05 - - 0.04 - - -0.04 68 D + WPB2 - - -0.04 - - 0.03 - - -0.03 - - 0.03 - - -0.03 69 D + CG + L + WPB2 - - -0.06 - - 0.05 - - -0.05 - - 0.04 - - -0.04 70 D + CG + S + WPB2 - - -0.06 - - 0.05 - - -0.05 - - 0.04 - - -0.04 71 D + WPC2 - - -0.06 - - 0.05 - - -0.05 - - 0.04 - - -0.04 72 D + WPC2 - - -0.04 - - 0.03 - - -0.03 - - 0.03 - - -0.03 73 D + CG + L + WPC2 - - -0.06 - - 0.05 - - -0.05 - - 0.04 - - -0.04 74 D + CG + S + WPC2 - - -0.06 - - 0.05 - - -0.05 - - 0.04 - - -0.04 X-Loc 44/0/14 44/0/14,17/5/15 45/4/14 45/4/14,17/4/9 50/0/0 Gridl -Grid2 1-C 1-C 1-B 1-B 1-A Ld Descri lion Hx Hz V Hx Hz V Hx Hz V Hx Hz V Hx V Cs (a lication factor not shown (k ) (k (k) k (k (k) 1 D + CG + L - - 0.04 - - -0.04 - - 0.54 - - -0.54 -3.46 8.56 2 D + CG + S - - 0.04 - - -0.04 - - 0.54 - - -0.54 -6.51 16.05 3 D + CG + US 1 * - - 0.04 - - -0.04 - - 0.54 - - -0.54 -6.05 18.51 4 D + CG + *USl - - 0.04 - - -0.04 - - 0.54 - - -0.54 -6.04 11.31 5 D + W 1> - 0.06 0.04 - 0.06 -0.04 - 4.40 0.54 - 3.71 -0.54 0.41 -3.33 6 D + <W 1 - -0.06 0.04 - -0.06 -0.04 - -4.12 0.54 - -3.48 -0.54 3.32 -5.51 7 D + W2> - - 0.04 - - -0.04 - - 0.54 - - -0.54 -0.53 -0.03 8 D + <W2 - - 0.04 - - -0.04 - - 0.54 - - -0.54 2.39 -2.21 9 D + W 1> - 0.06 0.02 - 0.06 -0.02 - 4.40 0.32 - 3.71 -0.32 0.62 -3.93 10 D + <W 1 - -0.06 0.02 - -0.06 -0.02 - -4.12 0.32 - -3.48 -0.32 3.53 -6.11 11 D + W2> - - 0.02 - - -0.02 - - 0.32 - - -0.32 -0.32 -0.63 12 D + <W2 - - 0.02 - - -0.02 - - 0.32 - - -0.32 2.60 -2.81 13 D + CG + L + W 1> - 0.05 0.04 - 0.05 -0.04 - 3.30 0.54 - 2.79 -0.54 -2.36 3.97 14 D + CG + L + <W 1 - -0.04 0.04 - -0.04 -0.04 - -3.09 0.54 - -2.61 -0.54 -0.17 2.33 15 D + CG + L + W2> - - 0.04 - - -0.04 - - 0.54 - - -0.54 -3.06 6.44 16 D + CG + L + <W2 - - 0.04 - - -0.04 - - 0.54 - - -0.54 -0.87 4.81 17 D + CG + S + W 1> - 0.05 0.04 - 0.05 -0.04 - 3.30 0.54 - 2.79 -0.54 -4.65 9.58 18 D + CG + S + <W 1 - -0.04 0.04 - -0.04 -0.04 - -3.09 0.54 - -2.61 -0.54 -2.46 7.95 19 D + CG + S + W2> - - 0.04 - - -0.04 - - 0.54 - - -0.54 -5.35 12.06 20 D + CG + S + <W2 - - 0.04 - - -0.04 - - 0.54 - - -0.54 -3.16 10.42 21 D + CG + Fj + EG- - - 0.03 - - -0.03 - 0.08 0.48 - 0.05 -0.48 -2.81 4.59 22 D + CG + <E + EG- - - 0.03 - - -0.03 - -0.08 0.48 - -0.OS -0.48 -0.18 2.90 23 D + CG + S + F> + EG+ - - 0.04 - - -0.04 - 0.08 0.65 - 0.05 -0.65 -4.67 9.16 24 D + CG + S + <E + EG+ - - 0.04 - - -0.04 - -0.08 0.65 - -0.05 -0.65 -2.05 7.47 31 D + CG + F~ + EG- + EB> - - 0.03 - - -0.03 - 0.02 0.48 - 0.01 -0.48 -1.89 4.00 32 D + CG + <E + EG- + EB> - - 0.03 - - -0.03 - -0.02 0.48 - -0.Ol -0.48 -1.10 3.49 33 D+CG+S+E>+EG++EB> - - 0.04 - - -0.04 - 0.02 0.65 - 0.01 -0.65 -3.75 8.57 34 D+CG+S+<E+EG++EB> - - 0.04 - - -0.04 - -0.02 0.65 - -0.01 -0.65 -2.97 8.06 37 D + CG + E> + EG- + <EB - - 0.03 - - -0.03 - 0.02 0.48 - 0.01 -0.48 -1.89 4.00 38 D + CG + <E + EG- + <EB - - 0.03 - - -0.03 - -0.02 0.48 - -0.01 -0.48 -1.10 3.49 39 D+CG+S+E>+EG++<EB - - 0.04 - - -0.04 - 0.02 0.65 - 0.01 -0.65 -3.75 8.57 VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CA0500721-01 Time: 1:39:48 PM Page: 58 of 75 40 D+CG+S+<E+EG++<EB - - 0.04 - - -0.04 - -0.02 0.65 - -0.O1 -0.65 -2.97 8.06 43 D+ WPAI - - 0.04 - - -0.04 - - 0.54 - - -0.54 0.39 -2.94 44 D+WPA1 - - 0.02 - - -0.02 - - 0.32 - - -0.32 0.60 -3.54 45 D + CG + L + WPAI - - 0.04 - - -0.04 - - 0.54 - - -0.54 -2.37 4.26 46 D + CG + S + WPAI - - 0.04 - - -0.04 - - 0.54 - - -0.54 -4.66 9.88 47 D + WPDI - - 0.04 - - -0.04 - - 0.54 - - -0.54 -0.32 -1.29 48 D + WPDI - - 0.02 - - -0.02 - - 0.32 - - -0.32 -0.11 -1.89 49 D + CG + L + WPDI - - 0.04 - - -0.04 - - 0.54 - - -0.54 -2.91 5.50 50 D + CG + S + WPD 1 - - 0.04 - - -0.04 - - 0.54 - - -0.54 -5.19 11.11 51 D + WPAZ - - 0.04 - - -0.04 - - 0.54 - - -0.54 0.20 -1.14 52 D + WPA2 - - 0.02 - - -0.02 - - 0.32 - - -0.32 0.41 -1.74 53 D + CG + L + WPA2 - - 0.04 - - -0.04 - - 0.54 - - -0.54 -2.51 5.61 54 D + CG + S + WPA2 - - 0.04 - - -0.04 - - 0.54 - - -0.54 -4.80 11.23 55 D + WPD2 - - 0.04 - - -0.04 - - 0.54 - - -0.54 -0.51 0.51 56 D + WPD2 - - 0.02 - - -0.02 - - 0.32 - - -0.32 -0.30 -0.09 57 D + CG + L + WPD2 - - 0.04 - - -0.04 - - 0.54 - - -0.54 -3.05 6.85 58 D + CG + S + WPD2 - - 0.04 - - -0.04 - - 0.54 - - -0.54 -5.33 12.46 59 D + WPBl - - 0.04 - - -0.04 - - 0.54 - - -0.54 0.33 -3.53 60 D + WPB 1 - - 0.02 - - -0.02 - - 0.32 - - -0.32 0.54 -4.13 61 D + CG + L + WPB 1 - - 0.04 - - -0.04 - - 0.54 - - -0.54 -2.42 3.82 62 D + CG + S + WPB 1 - - 0.04 - - -0.04 - - 0.54 - - -0.54 -4.71 9.43 63 D + WPC1 - - 0.04 - - -0.04 - - 0.54 - - -0.54 -0.35 -1.54 64 D + WPC 1 - - 0.02 - - -0.02 - - 0.32 - - -0.32 -0.14 -2.14 65 D + CG + L + WPC 1 - - 0.04 - - -0.04 - - 0.54 - - -0.54 -2.93 5.31 66 D + CG + S + WPC 1 - - 0.04 - - -0.04 - - 0.54 - - -0.54 -5.21 10.93 67 D + WPB2 - - 0.04 - - -0.04 - - 0.54 - - -0.54 0.14 -1.73 68 D + WPB2 - - 0.02 - - -0.02 - - 0.32 - - -0.32 0.35 -2.33 69 D + CG + L + WPB2 - - 0.04 - - -0.04 - - 0.54 - - -0.54 -2.56 5.17 70 D + CG + S + WPB2 - - 0.04 - - -0.04 - - 0.54 - - -0.54 -4.85 10.78 71 D + WPC2 - - 0.04 - - -0.04 - - 0.54 - - -0.54 -0.53 0.26 72 D + WPC2 - - 0.02 - - -0.02 - - 0.32 - - -0.32 -0.32 -0.34 73 D + CG + L + WPC2 - - 0.04 - - -0.04 - - 0.54 - - -0.54 -3.06 6.66 74 D + CG + S + WPC2 - - 0.04 - - -0.04 - - 0.54 - - -0.54 -5.35 12.28 Maximum Reactions Summary -Framin¢ X-Loc Grid Hrz left (-Hx) (k) Load Case Hrz Right (Hx) (k Load Case Hrz In (-Hz) Load Case Hrz Out (Hz) Load Case Uplift (-Vy) Load Case Vrt Down (Vy) ) Load Case Mom cw (-Mzz) (in-k) Load Case Mom ccw (Mzz) (in-k Load Case 0/0/0 1-P 3.53 9 6.51 2 - - - - 6.11 9 18.51 4 - - - - 4/7/0 1-N - - - - 4.12 6 4.40 5 - - 0.65 23 - - - - 4/7/0 17/4/9 - - - - 3.48 6 3.71 5 0.65 23 - - - - - - 5/11/0 1-M - - - - 0.06 6 0.06 5 - - 0.04 23 - - - - 5/11/0 17/5/15 - - - - 0.06 6 0.06 5 0.04 23 - - - - - - 11/8/11 1-L - - - - 0.12 6 0.13 5 - - 0.05 23 - - - - 11/8/11 17/11/12 - - - - 0.11 6 0.12 5 0.05 23 - - - - - - 18/4/5 1-J - - - - 0.16 6 0.17 5 - - 0.06 23 - - - - 18/4/5 18/6/6 - - - - 0.15 6 0.16 5 0.06 23 - - - - - - 24/11/15 1-G - - - - 0.19 6 0.20 5 - - 0.08 23 - - - - 24/11/15 19/1/0 - - - - 0.16 6 0.17 5 0.08 23 - - - - - - 31/7/9 1-F - - - - 0.16 6 0.17 5 - - 0.06 23 - - - - 31/7/9 18/6/6 - - - - 0.15 6 0.16 5 0.06 23 - - - - - - 38/3/3 1-D - - - - 0.12 6 0.13 5 - - 0.05 23 - - - - 38/3/3 17/11/12 - - - - 0.11 6 0.12 5 0.05 23 - - - - - - 44/0/14 1-C - - - - 0.06 6 0.06 5 - - 0.04 23 - - - - 44/0/14 17/5/15 - - - - 0.06 6 0.06 5 0.04 23 - - - - - - 45/4/14 1-B - - - - 4.12 6 4.40 5 - - 0.65 23 - - - - 45/4/14 17/4/9 - - - - 3.48 6 3.71 5 0.65 23 - - - - - - 50/0/0 1-A 6.51 2 3.53 10 - - - - 6.11 10 18.51 3 - - - - Sum of Forces with Reactions Check -Framin Horiwntal Vertical Load Type Load ~ Reaction Load ~ Reaction D 0.00 0.00 4.34 2.98 CG 0.00 0.00 6.33 6.33 L 0.00 0.00 7.81 7.81 S 0.00 0.00 22.79 22.79 VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/ 10/2005 Design Report CA0500721-O1 Time: 1:39:48 PM Page: 59 of 75 USl* 0.00 0.00 20.51 20.51 *US1 0.00 0.00 20.51 20.51 W1> 2.92 2.92 11.82 11.82 <W 1 2.92 2.92 11.82 11.82 W2> 2.92 2.92 5.23 5.23 <W2 2.92 2.92 5.23 5.23 E> 2.24 2.24 0.00 0.00 EG- 0.00 0.00 0.89 0.89 <E 2.24 2.24 0.00 0.00 EG+ 0.00 0.00 0.89 0.89 EB> 0.00 0.00 0.00 0.00 <EB 0.00 0.00 0.00 0.00 WPAI 0.06 0.06 9.45 9.45 WPDI 0.03 0.03 5.82 5.82 WPA2 0.06 0.06 5.85 5.85 WPD2 0.03 0.02 2.22 2.22 WPBI 0.06 0.06 9.45 9.45 WPCI 0.03 0.03 5.82 5.82 WPB2 0.06 0.06 5.85 5.85 WPC2 0.03 0.02 2.22 2.22 Base Plate Summary X-Loc Grid Mem. No. Thickness in. Width (in.) Length in. Num. Of Bolts Bolt Diam. (in. Type Welds to Flan a Welds to Web 0/0/0 1-P 1 0.375 8 13 4 0.750 A36 OS-0.1875 OS-0.1875 4/7/0 1-N 7 0.375 9 9 4 0.750 A36 OS-0.1875 OS-0.1875 5/il/0 1-M 8 0.375 8 10 2 0.750 A36 OS-0.1875 OS-0.1875 11/8/11 1-L 9 0.375 8 9 2 0.750 A36 OS-0.1875 OS-0.1875 18/4/5 1-J 10 0.375 8 9 2 0.750 A36 OS-0.1875 OS-0.1875 24/11/15 1-G 11 0.375 8 9 2 0.750 A36 OS-0.1875 OS-0.1875 31/7/9 1-F 12 0.375 8 9 2 0.750 A36 OS-0.1875 OS-0.1875 38/3/3 1-D 13 0.375 8 9 2 0.750 A36 OS-0.1875 OS-0.1875 44/0/14 1-C 14 0.375 8 9 2 0.750 A36 OS-0.1875 OS-0.1875 45/4/14 1-B 15 0.375 9 9 4 0.750 A36 OS-0.1875 OS-0.1875 50/0/0 1-A 6 0.375 8 13 4 0.750 A36 OS-0.1875 OS-0.1875 Web Stiffener Summary Mem. No. Stiff. No. Desc. Loc. ft Web Depth (in. h/t a/h a (in.) Thick. (in.) Width (in. Side Welding Descri tion 2 1 S3 2.19 27.500 N/A N/A N/A 0.2500 2.000 Both F-FP,W-OS-0.1875 2 2 S1 8.87 26.210 194.87 3.00 79.36 0.1875 2.000 Both Std 2 3 S1 15.47 25.305 188.14 3.00 76.26 0.1875 2.000 Both Std 5 1 S3 19.10 27.500 N/A N/A N/A 0.2500 2.000 Both F-FP,W-OS-0.1875 5 2 Sl 11.75 26.118 194.19 3.00 79.04 0.1875 2.000 Both Std 5 3 S1 15.94 26.693 198.46 3.00 81.01 0.1875 2.000 Both Std Bolted Connections (A325 Boltsl Bolt Rows-Out Rows-ht Moment -Out Moment - ht Mem. Jt. Type Conn. Thick. Width Length Diam. Pitch 2 4 2 4 Ld Actual Capacity Ld Actual Capacity No. No. in. in.) in. (in. (in. Bolt Bolt Bolt Bolt Cs in-k in-k Cs in-k in-k 1 2 ICN(Top) STD 0.625 6.00 28.00 0.750 2.50 3 0 3 0 30 1406. 1815.9 29 1406.0 1815.9 2 1 ICN(Top) STD 0.625 6.00 28.00 0.750 2.50 3 0 3 0 30 1406.0 1815.9 29 1406.0 1815.9 2 2 SP STD 0.500 6.00 26.01 0.750 2.50 1 0 2 0 10 269.4 648.9 4 826.1 919.7 3 1 SP STD 0.500 6.00 26.04 0.750 2.50 1 0 2 0 10 269.4 648.9 4 826.1 919.7 4 2 SP STD 0.500 6.00 26.04 0.750 2.50 1 0 2 0 9 269.5 648. 3 826.2 919.7 5 1 SP STD 0.500 6.00 26.01 0.750 2.50 1 0 2 0 9 269.5 648.9 3 826.2 919.7 5 2 ICN(Top) STD 0.625 6.00 28.00 0.750 2.50 3 0 3 0 30 1406. 1815.9 29 1406. 1815.9 6 2 KN To STD 0.625 6.00 28.00 0.750 2.50 3 0 3 0 30 1406. 1815.9 29 1406. 1815.9 Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Desi Note 1 10/10/12 10/10/12 FB3050 1 12/10/12 12/10/12 FB3070 2 4/9/8 19/6/11 FB3050 3 1/6/0 1/6/11 FB3044 4 1/6/0 1/6/11 FB3044 5 16/6/0 19/6/11 FB3050 6 10/10/12 10/10/12 FB3050 VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/ 10/2005 Design Report CAO5OO721-O1 Time: 1:39:48 PM Page: 60 of 75 12/10/12 ~ 12/10/12 ~ FB3070 Frame Desien Member Summary - Cnntrnllins i.nad Case and Maximum Combined Stresses ner Member lLnoat:nnc Are f~nm in:nt t ~ Actual Forces Actual Stresses Allowable Stress Condition Mem. Loc. Depth Load Axial Shear Mom-x Mom-y Axial Shear Bnd-X Bnd-Y -- Stress /Force --- Sum No. ft in. Case k k in-k in-k ksi ksi ksi ksi Axial Shear Bnd-X Bnd-Y Bnd+Ax Shear 1 10.91 24.27 2 -16.3 -5.7 -752.6 0.0 2.87 1.80 19.13 0.00 21.9 2.66 22.4 28.08 0.973 0.676 2 1.04 28.0 2 -7.7 13.3 -898.2 0. 1.25 3.61 18.7 0.00 23.2 6.20 25.25 27.72 0.792 0.582 3 0.00 25.0 4 -6.0 -1.0 826.1 0.0 1.16 0.29 22.6 0.00 18.9 2.48 23.1 24.40 1.026 0.118 4 2.91 25.0 3 -6.0 1.0 826.2 0.0 1.16 0.29 22.65 0.00 18.9 2.48 23.1 24.4 1.027 0.119 5 19.12 28.0 2 -7.7 -13.3 -898.1 0.0 1.25 3.61 18.7 0.00 23.25 6.2 25.2 27.72 0.792 0.582 6 10.91 24.2 2 -16.3 5.7 -752.6 0.0 2.87 1.80 19.13 0.00 21.9 2.6 22.4 28.08 0.973 0.676 7 8.69 8.00 5 -0.5 0.0 -229.2 0.0 0.06 0.02 8.33 0.00 17.42 14.4 21.6 27.0 0.389 0.001 8 0.58 9.00 27 -0.0 0.1 0.1 0.1 0.01 0.06 0.01 0.03 37.7 25.5 41.71 46.8 0.001 0.002 9 1.24 8.0 5 -0.0 0.0 -1.0 0.0 0.01 0.00 0.06 0.00 28.7 20.0 32.71 36.78 0.002 0.000 10 1.51 8.00 5 -0.1 0.0 -1.6 0.0 0.01 0.0 0.10 0.00 28.32 20.0 32.71 36.78 0.003 0.000 11 1.79 8.00 5 -0.1 0.0 -2.2 0. 0.01 0.00 0.14 0.00 27.83 20.0 32.71 36.78 0.005 0.000 12 1.52 8.00 5 -0.1 0.0 -1.6 0. 0.01 0.00 0.10 0.00 28.32 20.0 32.71 36.78 0.003 0.000 13 1.24 8.00 5 -0.0 0.0 -1.0 0.0 0.01 0.00 0.06 0.00 28.77 20.0 32.71 36.78 0.002 0.000 14 1.00 8.00 5 -0. 0.0 -0.4 0.0 0.01 0.00 0.02 0.00 29.13 20.0 32.71 36.78 0.001 0.000 15 8.69 8.00 5 -0.5 0.0 -229.2 0.0 0.06 0.02 8.34 0.00 17.42 14.4 21.6 27.0 0.389 0.001 Mem. No. Loc. ft Depth in. Area in.2 Rx in. Ry in. Lx in. Ly-1 in. Ly-2 in. Klx /Rx Klyl /R Kly2 /R Sx in.3 Lbl in. Rt-1 in. Lb2 in. Rt-2 in. Qs Qa Cbl Cb2 1 10.91 24.2 5.7 9.47 0.96 170.6 24.0 24. 27. 25.1 25.1 39.3 130.9 1.24 24.0 1.23 0.94 0.84 1.75 1.08 2 1.04 28.0 6.2 10.73 0.92 264.62 31.7 0. 24.7 34. 0.0 47.8 31.7 1.20 0.0 0.0 0.92 0.94 1.26 0.00 3 0.0 25.0 5.1 9.38 0.87 264.62 54.0 0.0 28.2 62.2 0. 36.48 54.0 1.16 0.0 0.0 0.81 1.00 1.00 0.0 4 2.91 25.0 5.19 9.38 0.87 264.62 54.0 0.0 28.2 62.2 0.0 36.4 54.0 1.16 0.0 0.00 0.81 1.00 1.00 0.0 5 19.12 28.0 6.2 10.73 0.92 264.62 31.7 0.0 24.7 34. 0.0 47.8 31.7 1.2 0.0 0.00 0.92 0.94 1.2 0.0 6 10.91 24.2 5.7 9.47 0.96 170.6 24.0 24. 27. 25.1 25.1 39.3 130.9 1.24 24.0 1.23 0.94 0.84 1.75 1.08 7 8.69 8.0 9.13 3.47 2.02 208.58 60.0 0. 60.1 29.7 0.0 27.5 160.6 2.71 0.0 0.00 1.00 1.00 1.0 1.00 8 0.58 9.00 5.32 3.88 1.45 23.92 7.0 16. 6.2 4.8 ll. 16.65 7.0 1.69 16.9 1.6 1.00 1.00 1.00 1.00 9 1.24 8.00 5.13 3.47 1.48 29.72 22.7 0.0 8.6 15.3 0.0 15.43 29.7 1.72 0.0 0.0 1.00 1.0 1.00 1.00 10 1.51 8.0 5.13 3.47 1.48 36.3 29.4 0.0 10.5 19. 0.0 15.43 36.4 1.73 0.0 0.0 1.0 1.0 1.00 1.00 11 1.79 8.0 5.13 3.47 1.48 42.9 36.0 0.0 12.4 24.3 0.0 15.43 43.0 1.73 0.0 0.0 1.00 1.0 1.00 1.00 12 1.52 8.00 5.13 3.47 1.48 36.3 29.4 0.0 10.5 19. 0.0 15.43 36.4 1.73 0.0 0.0 1.00 1.0 1.0 1.00 13 1.24 8.00 5.13 3.47 1.48 29.73 22.7 0.0 8.6 15. 0.0 15.43 29.7 1.72 0.0 0.0 1.00 1.0 1.00 1.00 14 1.00 8.0 5.13 3.47 1.48 23.93 16.9 0.0 6.9 11. 0.0 15.43 23.9 1.72 0.0 0.00 1.00 1.00 1.00 1.00 ] 5 8.69 8.00 9.13 3.47 2.02 208.5 60.0 0.0 60.1 29.7 0. 27.5 160.6 2.71 0.0 0.00 1.0 1.00 1.00 I.00 VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CA0500721-O1 Time: 1:39:48 PM Page: 61 of 75 User Defined Frame Line Loads for Cross Section: 1 Side Units T e Descri lion Ma 1 Locl Ma 2 Loc2 Su Dir. Coe£ Loc. 2 plf CG i-fold door weight -90.0 0/0/2 -90.0 25/0/0 N DOWN 1..000 OF 2 plf W 1> frame uplift when door up 75.3 0/0/2 75.3 20/0/() N UP 1.000 OF 2 plf <W 1 frame uplift when door up 75.3 0/0/2 75.3 20/0/ N UP 1.000 OF 2 plf CG eight of girts and sheets above door -30.0 0/0/2 -30.0 20/0/ N DOWN 1.000 OF 3 plf CG i-fold door weight -90.0 0/0/2 -90.0 25/0/0 N DOWN 1.000 OF 3 plf W 1> frame uplift when door up 75.3 0/0/2 75.3 20/0/0 N UP 1.000 OF 3 plf <W 1 frame uplift when door up 75.3 0/0/2 75.3 20/0/0 N UP 1.000 OF 3 plf CG eight of girls and sheets above door -30.0 0/0/2 -30.0 20/0/0 N DOWN 1.000 OF 2000 plf Wl> 'amb wind load -192.0 0/0/2 -192.00 16/0/0 N OUT 1.000 OF 2000 plf <W 1 'amb wind load 192.0 0/0/2 192.00 16/0/0 N IN 1.000 OF 2008 plf Wl> 'amb wind load -192.0 0/0/2 -192.0 16/0/0 N OUT 1.000 OF 2008 ]f <Wl 'amb wind load 192.0 0!0/2 192.0 16/0/0 N IN 1.000 OF VL•~ Q Deflection Load Combinations - Framine O Q O ~ ~ Q No. Ori in Factor Def H Def V A lication Descri lion 1 User 1.000 204 600 1.0 L L 2 User 1.000 204 600 1.0 S S 3 User 1.000 204 600 1.0 US 1 * US 1 4 User 1.000 204 600 1.0 *US1 *USl 5 User 1.000 204 600 .700 Wl> 1> 6 User 1.000 204 600 .700 <W 1 W 1 7 User 1.000 204 600 .700 W2> W2> 8 User 1.000 204 600 .700 <W2 W2 9 User 1.000 204 600 1.0 F> E> 10 User 1.000 204 600 1.0 <E E 11 User 1.000 204 600 1.0 D + 1.0 CG + 1.0 L D + CG + L 12 User 1.000 204 600 1.0 E> + 0.600 EG- ~ + EG- 13 User 1.000 204 600 1.0 <E + 0.600 EG- E + EG- 14 User 1.000 204 600 1.0 EB> EB> 15 User 1.000 204 600 1.0 <EB EB Maximum Frame Deflection Summary for Cross Section: ] Descri lion Deflection (in. patio Member Joint Load Case Load Case Descri lion Max. Horizontal Deflection ax. Vertical Deflection for S an 1 -0.296 -0.882 (H/618) (U625 1 3 2 2 3 2 US1 S * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore, these deflections maybe considerably overstated. VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CA0500721-01 Time: 1:39:48 PM Page: fi].e€~ ~f. E Deflection Load Combinations -Framin No. Ori in Factor Def H Def V A lication Descri lion 1 User 1.000 204 600 1.0 D + 1.0 CG + 1.0 L D + CG + L we ............. a....... T..A....a:.... c....,... . r ~ r~..~~ ce..a:.... r Descri lion Deflection (in. Ratio Member Joint Load Case Load Case Descri lion Max. Horizontal Deflection Max. Vertical Deflection for S an ] -O.OS1 -0.658 (H/3560) U838 1 3 2 2 1 1 D + CG + L D + CG + L Deflection Load Combinations -Framin No. Ori in_ Factor Def H_ _Def V_ 1 ~ User 1.000 204 600 1.0 L Maximum Frame Deflection Summary for Crncc Sertinnc 1 Descri lion Deflection (in.) Ratio Member Joint Load Case Load Case Descri lion ax. Horizontal Deflection Max. Vertical Deflection for S an 1 -0.024 -0.303 (H/7741) U1823 1 3 2 2 1 1 L L Deflection Load Combinations -Framin No. Ori in Factor Def H Def V 1 User 1.000 204 600 1.0 S Maximnm Frame Deflertinn Snmmarv for ('rncc Rertinn• i Descri lion Deflection (in.) Ratio Member Joint Load,Case Load Case Descri lion Max. Horizontal Deflection Max. Vertical Deflection for S an 1 -0.069 -0.882 (H/2654) L62S 1 3 2 2 1 1 S S Deflection Load Combinations -Framin No. Ori in Factor Def H Def V A lication Descri lion 1 User 1.000 204 600 1.0 *US 1 *US 1 MflXlmnm Frame Detlertinn Snmmarv for ('rncc-Sertrnn• 1 Descri lion Deflection 'in.) Ratio Member Joint Load Case Load Case Descri lion Max. Horizontal Deflection Max. Vertical Deflection for S an 1 0.296, -0.818 (H/618) (L/674 6 2 2 2 1 1 *USI *US1 Deflection Load Combinations -Framin No. Ori 'n Factor Def H Def V A lication Descri lion 1 User 1.000 204 600 0.700 W1> qr1> Maximum Frame Deflection Snmmarv r r r~...~~ co,.::,.... ~ Descri lion Deflection (in.) Ratio Member Joint Load Case Load Case Descri lion Max. Horizontal Deflection Max. Vertical Deflection for S an 1 0.173 0.338 (H/1062) (L/1633 1 3 2 2 1 1 Wl> W 1> ucuecuon i.oaa ~.ommnanons - rramm No. Ori in Factor Def H Def V A lication Descri lion 1 User 1.000 204 600 0.700 W2> W2> Maximnm Frame Deflertinn Cnm.,,a.-~. f .- !`r..~~ Co..aa..... i Descri lion Max. Horizontal Deflection Max_ Vertical Deflection for S an 1 Deflection: (in.) 0.159 0.1 SS ' Ratio (H/1150) U3566 Member 1 4 Joint 2 2 Load Case 1 1 Load Case Descri lion W2> W2> Deflection Load Combinations - ivo. Un in Factor Def H Def V A lication Descri lion 1 User 1.000 204 600 1.0 F~ F j Marini..... F..,...e none..a:n., c........_ . ~ _ ~_ Descri lion Deflection:(in. Ratio Member Joint Load Case Load Case Descri lion Max. Horizontal Deflection 0.284'! (H/644) 1 2 1 Fj Max. Vertical Deflection for S an 1 0.017 L31861) 4 2 1 Fj * Negative horizontal deflection is ]eft * Negative vertical deflection is down Lateral deflections ofprimary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms Therefore, these deflections maybe considerably overstated. VPC File:deflection CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CA0500721-OI Time: 11:24:01 AM Page: 62 of 75 Wall: 4, Frame at: 25/0/0 Frame Cross Section: 2 25'-0" (2; Dimension Key 1 9 1/2" 2 2'-10 3/4" 3 1'-0" 4 1'-1 1/4" 5 1'-6 11 /16" 7 3 3/8" 8 19'-1" Frame Clearances Horiz. Clearance between members 1(CX002) and 6(CX002): 42'-9" Vert. Clearance at member 1(CX002): 14'-3" Vert. Clearance at member 6(CX002): 14'-3" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b FRAMG !'R(1CC CG(`TI(lAl AT FRAME I tA1G/C1 7 Date: 6/10/2005 Design Report CA0500721-O1 Time: 11:24:01 AM Page: 63 of 75 Parameters: I Location I Ave. Bat/ Space I Description I Angle I Grout/ I Trib. Override I Design Status I I 25/0/0 I 24/3/0 IRi~id Frame 190.0000 I I - I Stress Check I DESCRIPTION: VP Buildings RIGID FRAMES (Type "RF") are solid-web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns. The frame provides a clear span (no interior columns) and is designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for RIGID FRAMES assume the rafter beam is a fully continuous member, spanning from building eave to building eave, with exterior columns rigidly attached (moment-resisting connection). The Exterior Columns are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN: RIGID FRAMES are designed in accordance with the AISC "Specification for Structural Steel Buildings", 9th Edition. MATERIAL: Structural steel plate, bar, and/or sheet intended for use in RIGID FRAME bolted and/or welded constructions typically will be of material based on the requirements of ASTM A529, A572, A570, or A607, Grade 50. Design Load Combinations -Framing No. Ori in Factor A ]ication Descri lion 1 System 1.000 1.0 D + 1.0 CG + 1.0 L D + CG + L 2 System 1.000 1.0 D + 1.0 CG + 1.0 S D + CG + S 3 System 1.000 1.OD+I.OCG+I.OUS1* D+CG+USI* 4 System 1.000 1.OD+I.OCG+1.0*US1 D+CG+*US1 5 System 1.000 1.0 D + 1.0 W 1> D + W 1> 6 System 1.000 1.0 D + 1.0 <W 1 D + <W 1 7 System 1.000 1.0 D + 1.0 W2> D + W2> 8 System 1.000 1.0 D + 1.0 <W2 D + <W2 9 System 1.000 .600 D + 1.0 W 1> D + W 1> 10 System 1.000 .600 D + 1.0 <W 1 D + <W l 11 System 1.000 .600 D + 1.0 W2> D + W2> 12 System 1.000 .600 D + 1.0 <W2 D + <W2 13 System 1.000 1.OD+I.OCG+0.750L+0.750W1> D+CG+L+WI> 14 System 1.000 1.OD+I.OCG+0.750L+0.750<Wl D+CG+L+<Wl 15 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W2> D + CG + L + W2> 16 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W2 D + CG + L + <W2 17 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W 1> D + CG + S + W 1> 18 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <VV1 D + CG + S + <W 1 19 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WZ> D + CG + S + W2> 20 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 D + CG + S + <W2 21 System 1.275 .900 D + 0.900 CG + 1.175 F> + 1.0 EG- D + CG + E> + EG- 22 System 1.275 .900 D + 0.900 CG + 1.175 <E + 1.0 EG- D + CG + <E + EG- 23 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.175 F> + 1.0 EG+ D + CG + S + F> + EG+ 24 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.175 <E + 1.0 EG+ D + CG + S + <E + EG+ 25 Special 1.275 .900 D + 0.900 CG + 2.500 F> D + CG + E> 26 Special 1.275 .900 D + 0.900 CG + 2.500 <E D + CG + <E 27 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 ~ D + CG + S + F> 28 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 <E D + CG + S + <E 29 AISC -Special 1.275 1.200 D + 1.200 CG + 0.200 S D + CG + S 30 AISC -Special 1.275 1.200 D + 1.200 CG + 0.200 S D + CG + S 31 System Derived 1.275 .900 D + 0.900 CG + 0.353 F~ + 1.0 EG- + 1.200 EB> D + CG + Fj + EG- + EB> 32 System Derived 1.275 .900 D + 0.900 CG + 0.353 <E + 1.0 EG- + 1.200 EB> D + CG + <E + EG- + EB> 33 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.353 ~ + 1.0 EG+ + 1.200 EB> D+CG+S+E>+EG++EB> 34 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.353 <E + 1.0 EG+ + 1.200 EB> D+CG+S+<E+EG++EB> 35 Special 1.275 .900 D + 0.900 CG + 2.500 EB> D + CG + EB> 36 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 EB> D + CG + S + EB> 37 System Derived 1.275 .900 D + 0.900 CG + 0.353 E> + 1.0 EG- + 1.200 <EB D + CG + F> + EG- + <EB 38 System Derived 1.275• .900 D + 0.900 CG + 0.353 <E + 1.0 EG- + 1.200 <EB D + CG + <E + EG- + <EB 39 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.353 ~ + 1.0 EG+ + 1.200 <EB D+CG+S+E>+EG++<EB 40 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.353 <E + 1.0 EG+ + 1.200 <EB D+CG+S+<E+EG++<EB 41 Special 1.275 .900 D + 0.900 CG + 2.500 <EB D + CG + <EB 42 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 <EB D + CG + S + <EB 43 System Derived 1.000 1.0 D + 1.0 WPAI D + WPAI 44 System Derived 1.000 .600 D + 1.0 WPAl D + WPAI 45 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPAl D + CG + L + WPAI 46 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPAI D + CG + S + WPAI 47 System Derived 1.000 1.0 D + 1.0 WPDl D + WPDl 48 System Derived 1.000 0.600 D + 1.0 WPDl D + WPDl 49 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPD 1 D + CG + L + WPD 1 VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CAO5OO721-01 Time: 11:24:01 AM •: . Page: 64 of 75 50 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPDI + CG + S + WPDl 51 System Derived 1.000 1.0 D + 1.0 WPA2 D + WPA2 52 System Derived 1.000 .600 D + 1.0 WPA2 D + WPA2 53 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPA2 D + CG + L + WPA2 54 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA2 + CG + S + WPA2 55 System Derived 1.000 1.0 D + 1.0 WPD2 D + WPD2 56 System Derived 1.000 .600 D + 1.0 WPD2 D + WPD2 57 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L+ 0.750 WPD2 D + CG + L + WPD2 58 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD2 D + CG + S + WPD2 59 System Derived 1.000 1.0 D+ 1.0 WPB1 + WPBI 60 System Derived 1.000 .600 D + 1.0 WPB1 + WPBI 61 System Derived 1.000 1.OD+I.OCG+0.750L+0.750WPB1 D+CG+L+WPB1 62 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB 1 D + CG + S + WPB 1 63 System Derived 1.000 1.0 D+ 1.0 WPC1 D+ WPCI 64 System Derived 1.000 .600 D + 1.0 WPCI D + WPC1 65 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L+ 0.750 WPCI D + CG + L + WPC 1 66 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPCI D + CG + S + WPCI 67 System Derived 1.000 1.0 D + 1.0 WPB2 D + WPB2 68 System Derived 1.000 .600 D + 1.0 WPB2 D + WPB2 69 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB2 D + CG + L + WPB2 70 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB2 D + CG + $ + WPB2 71 System Derived 1.000 1.0 D + 1.0 WPC2 D + WPC2 72 System Derived L000 .600 D + 1.0 WPC2 D + WPC2 73 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPC2 D + CG + L + WPC2 74 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC2 D + CG + S + WPC2 Frame Member Sizes Mem. No. Flg Width (in. Flg Thk in. Web Thk in. Depthl (in. Depth2 (in.) Length (ft Weight Flg Fy (ksi Web Fy (ksi Splice Jt.l Codes Jt.2 Shape 1 5.00 0.3125 0.1644 12.00 34.00 16.36 376.3 50.00 50.00 BP KN 3P 2 5.00 0.3750 0.1345 28.00 25.00 21.29 586.1 50.00 50.00 KN SP 3P 3 5.00 0.3750 0.1345 25.00 27.80 3.00 97.7 50.00 50.00 SP SS 3P 4 5.00 0.3750 0.1345 27.80 25.00 3.00 97.7 50.00 50.00 SS SP 3P 5 5.00 0.3750 0.1345 25.00 28.00 21.29 586.1 50.00 50.00 SP KN 3P 6 5.00 0.3125 0.1644 12.00 34.00 16.36 376.3 50.00 50.00 BP KN 3P Total Frame Weight = 2120.2 (p) (Includes all plates) Frame Pricing Weight = 2348.7 (p) (Includes all pieces) Boundary Condition Summary Member X-Loc Y-Loc Su . X Su . Y Moment Dis lacement X(in.) Dis lacement Y(in.) Dis lacement ZZ rad. 1 6 0/0/0 50/Oro 0/0/0 0/0/0 Yes Yes Yes Yes No No 0/0/0 0/0/0 0/0/0 010/0 0.0000 0.0000 Frame Reactions -Load Cases at Frame Cross Section: 2 x-Loc o/o/o so/oro Gridl - Grid2 2-P 2-A Ld Descri lion Hx Hz V Hx Hz V Cs a lication factor not shown k 1 D + CG + L 4.45 - 10.70 -4.45 - 10.70 - - - 2 D + CG + S 12.65 - 29.95 -12.65 - 29.95 - - - 3 D+CG+US1* 11.52 - 18.91 -11.52 - 35.69 - - - 4 D+CG+*US1 11.52 - 35.69 -11.52 - 18.91 - - - 5 D + W 1> -3.82 - -5.91 -0.60 - -2.71 - - - 6 D + <W 1 0.60 - -2.71 3.82 - -5.91 - - - 7 D + W2> -3.42 - -2.56 -1.00 - 0.64 - - - 8 D + <W2 1.00 - 0.64 3.42 - -2.56 - - - 9 D+WI> -4.23 - -6.98 -0.19 - -3.77 - - - 10 D + <W 1 0.19 - -3.77 4.23 - -6.98 - - - 11 D + W2> -3.83 - -3.62 -0.59 - -0.42 - - - 12 D + <W2 0.59 - -0.42 3.83 - -3.62 - - - 13 D+CG+L+WI> 0.04 - 2.45 -3.36 - 4.85 - - - 14 D+CG+L+<Wl 3.36 - 4.85 -0.04 - 2.45 - - - 15 D + CG + L + W2> 0.34 - 4.96 -3.66 - 7.36 - - - 16 D + CG + L + <W2 3.66 - 7.36 -0.34 - 4.96 - - - 17 D + CG + S + W 1> 6.19 - 16.89 -9.50 - 19.29 - - - 18 D+CG+S+<Wl 9.50 - 19.29 -6.19 - 16.89 - - - 19 D + CG + S + W2> 6.49 - 19.40 -9.80 - 21.80 - - - 20 D + CG + S + <W2 9.80 - 21.80 -6.49 - 19.40 - - - 21 D + CG + ~ + EG- -0.53 - 1.79 -2.69 - 3.71 - - - VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b VP BUILDINGS YARCO-PRUDEN Design Report CA0500721-01 Date: 6/10/2005 Time: 11:24:01 AM Page: 65 of 75 22 D + CG + <E + EG- 2.69 - 3.71 0.53 - 1.79 - - - 23 D+CG+S+F>+EG+ 2.42 - 8.79 -5.64 - 10.71 - - - 24 D + CG + S + <E + EG+ 5.64 - 10.71 -2.42 - 8.79 - - - 31 D + CG + E> + EG- + EB> 0.66 -2.63 0.65 -1.63 -2.65 1.19 - - - 32 D + CG + <E + EG- + EB> 1.63 -2.63 1.23 -0.66 -2.65 0.61 - - - 33 D+CG+S+E>+EG++EB> 3.61 -2.63 7.65 -4.58 -2.65 8.19 - - - 34 D+CG+S+<E+EG++EB> 4.58 -2.63 8.22 -3.61 -2.65 7.61 - - - 37 D + CG + Fj + EG- + <EB 0.56 - 4.18 -1.52 - 4.77 - - - 38 D + CG + <E + EG- + <EB 1.52 - 4.75 -0.56 - 4.19 - - - 39 D+CG+S+E>+EG++<EB 3.51 - 11.17 -4.47 - 11.77 - - - 40 D+CG+S+<E+EG++<EB 4.47 - 11.75 -3.51 - 11.19 - - - 43 D + WPAl 0.03 -2.78 -6.74 0.05 -2.47 -5.76 - - - 44 D + WPAI -0.38 -2.78 -7.80 0.47 -2.47 -6.82 - - - 45 D + CG + L + WPAI 2.93 -2.08 1.83 -2.87 -1.85 2.56 - - - 46 D + CG + S + WPAI 9.08 -2.08 16.27 -9.01 -1.85 17.00 - - - 47 D + WADI -0.08 - -3.04 0.17 - -2.46 - - - 48 D+ WPDI -0.50 - -4.11 0.58 - -3.52 - - - 49 D + CG + L + WPDl 2.84 - 4.60 -2.78 - 5.04 - - - 50 D + CG + S + WPDI 8.99 - 19.04 -8.93 - 19.48 - - - 51 D + WPA2 0.43 -2.78 -3.38 -0.35 -2.47 -2.41 - - - 52 D + WPA2 0.02 -2.78 -4.45 0.07 -2.47 -3.47 - - - 53 D + CG + L + WPA2 3.23 -2.08 4.34 -3.17 -1.85 5.08 - - - 54 D + CG + S + WPA2 9.38 -2.08 18.78 -9.31 -1.85 19.52 - - - 55 D +WPD2 0.32 - 0.31 -0.23 - 0.90 - - - 56 D +WPD2 -0.10 - -0.75 0.18 - -0.17 - - - 57 D + CG + L +WPD2 3.14 - 7.12 -3.08 - 7.55 - - - 58 D + CG + S +WPD2 9.29 - 21.56 -9.23 - 21.99 - - - 59 D+WPB1 -0.05 -2.45 -5.72 -0.03 -2.80 -6.77 - - - 60 D + WPBI -0.46 -2.45 -6.79 0.38 -2.80 -7.84 - - - 61 D+CG+L+WPB1 2.87 -1.83 2.59 -2.93 -2.10 1.80 - - - 62 D + CG + S + WPBI 9.02 -1.83 17.03 -9.08 -2.10 16.24 - - - 63 D + WPC 1 -0.17 - -2.47 0.08 - -3.02 - - - 64 D+WPC1 -0.58 - -3.54 0.50 - -4.09 - - - 65 D + CG + L + WPC 1 2.78 - 5.03 -2.84 - 4.61 - - - 66 D + CG + S + WPC 1 8.93 - 19.47 -8.99 - 19.05 - - - 67 D+WPB2 0.35 -2.45 -2.37 -0.43 -2.80 -3.42 - - - 68 D+ WPB2 -0.06 -2.45 -3.44 -0.02 -2.80 -4.49 - - - 69 D+CG+L+WPB2 3.17 -1.83 5.t0 -3.23 -2.10 4.32 - - - 70 D + CG + S + WPB2 9.32 -1.83 19.54 -9.38 -2.10 18.76 - - - 71 D + WPC2 0.23 - 0.88 -0.32 - 0.33 - - - 72 D + WPC2 -0.18 - -0.19 0.10 - -0.74 - - - 73 D + CG + L + WPC2 3.08 - 7.54 -3.14 - 7.13 - - - 74 D + CG + S + WPC2 9.23 - 21.98 -9.29 - 21.57 - - - M.. ... Do ntin c C.. _ Fr X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (in-k) in-k 0/0/0 2-P 4.23 9 12.65 2 2.78 43 - - 7.80 44 35.69 4 - - - - 50/0/0 2-A 12.65 2 4.23 10 2.80 67 - - 7.84 60 35.69 3 - - - - Sum nT Fnrces with Reactions Check - Framin¢ Load Type Horizontal Load Reaction ~ Vertical Load Reaction ~ ~) D 0.00 0.00 5.58 5.33 CG 0.00 0.00 1.52 1.52 L 0.00 0.00 14.55 14.55 S 0.00 0.00 53.05 53.06 US1" 0.00 0.00 47.75 47.75 •USl 0.00 0.00 47.75 47.75 W 1> 4.42 4.42 13.95 13.95 <W I 4.42 4.42 13.95 13.95 W2> 4.42 4.42 7.25 7.25 <W2 4.42 4.42 7.25 7.25 E> 2.74 2.74 0.00 0.00 EG- 0.00 0.00 0.66 0.66 VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CA0500721-01 Time: 11:24:01 AM Page: 66 of 75 <E 2.74 2.74 0.00 0.00 EG+ 0.00 0.00 0.66 0.66 EB> 0.00 0.00 0.00 3.05 <EB 0.00 0.00 0.00 2.87 WPAl 0.08 0.08 14.18 17.83 WPDl 0.08 0.08 14.25 10.83 WPA2 0.08 0.08 7.48 11.12 WPD2 0.08 0.08 7.55 4.13 WPB1 0.08 0.08 14.18 17.83 WPC1 0.08 0.08 14.25 10.83 WPB2 0.08 0.08 7.48 11.12 WPC2 0.08 0.08 7.55 4.13 Base Plate Summary X-Loc Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to No. in. (in. in. Bolts in. Flan a Web 0/0/0 2-P 1 0.375 8 13 4 0.750 A36 OS-0.1875 OS-0.1875 50/0/0 2-A 6 0.375 8 13 4 0.750 A36 OS-0.1875 OS-0.1875 Web Stiffener Summary Mem. No. Stiff. No. Desc. Loc. (ft Web Depth in. h/t a/h a in.) Thick. in.) Width (in. Side Welding Descri tion 2 1 S3 2.70 27.250 N/A N/A N/A 0.3125 2.000 Both F-FP,W-OS-0.1875 2 2 S4 Alternate Web Thick = 0.1875 0.1875 2.000 Both W-OS-0.1875 2 3 S1 7.24 26.332 195.78 2.00 53.04 0.1875 2.000 Both Std 2 4 S1 13.70 25.379 188.69 3.00 76.44 0.1875 2.000 Both Std 2 5 S1 19.88 24.466 181.90 3.00 73.46 0.1875 2.000 Both Std 5 1 S3 18.59 27.250 N/A N/A N/A 0.3125 2.000 Both F-FP,W-OS-0.1875 5 2 S4 Alternate Web Thick = 0.1875 0.1875 2.000 Both W-OS-0.1875 5 3 S1 6.13 25.163 187.09 3.00 75.73 0.1875 2.000 Both Std 5 4 Sl 12.50 26.103 194.07 3.00 78.81 0.1875 2.000 Both Std 5 5 Sl 16.17 26.646 198.11 2.50 67.15 0.1875 2.000 Both Std Bolted Connections (A325 Boltsl Bolt Rows-Out Rows-In Moment -Out Moment - In Mem. Jt. Type Conn. Thick. Width Length Diam. Pitch 2 4 2 4 Ld Actual Capacity Ld Actual Capacity No. No. in. in. in. in. in. Bolt Bolt Bolt Bolt Cs in-k (in-k Cs in-k in-k 1 2 ICN(Top) STD 0.625 6.00 35.00 0.750 2.50 4 0 4 0 30 2092.9 2774.5 29 2092. 2774.5 2 1 KN(Top) STD 0.625 6.00 34.50 0.750 2.50 4 0 4 0 30 2092.9 2774.5 29 2092. 2774.5 2 2 SP STD 0.625 6.00 26.01 0.750 2.50 1 0 3 0 10 247.2 790.1 4 1450.4 1576.5 3 1 SP STD 0.625 6.00 26.05 0.750 2.50 1 0 3 0 10 247.2 790.1 4 1450.4 1576.5 4 2 SP STD 0.625 6.00 26.05 0.750 2.50 1 0 3 0 9 247.3 790.1 3 1450.4 1576.5 5 1 SP STD 0.625 6.00 26.01 0.750 2.50 1 0 3 0 9 247.3 790.1 3 1450.4 1576.5 5 2 ICN(Top) STD 0.625 6.00 34.50 0.750 2.50 4 0 4 0 30 2092.9 2774.5 29 2092. 2774.5 6 2 ICN(To) STD 0.625 6.00 35.00 0.750 2.50 4 0 4 0 30 2092.9 2774.5 29 2092.9 2774.5 Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Desi Note 1 8/10/12 8/10/12 FB3060 1 12/10/12 12/10/12 (2)FB4064 2 4/9/8 19/6/11 (2)FB3050 3 1/6/0 1/6/11 FB3040 4 1/6/0 1/6/11 FB3040 5 16/6/0 19/6/11 (2)FB3050 6 8/10/12 8/10/12 FB3060 6 12/10/12 12/10/12 Z FB4064 Frame Design Member Summary -Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 Actual Forces Actual Stresses Allowable Stress Condition Mem. Loc. Depth Load Axial Shear Mom-x Mom-y Axial Shear Bnd-X Bnd-Y --- Stress /Force -- Sum No. ft in. Case k k in-k in-k ksi ksi ksi ksi Axial Shear Bnd-X Bnd-Y Bnd+Ax Shear 1 12.9 31.91 2 -30.7 -10.7 -1659.7 0.0 3.71 2.08 23.51 0.00 21.08 2.30 27.4 37.5 1.020 0.906 2 1.26 28.0 2 -14.9 24.2 -1628.3 0.0 2.01 6.61 24.1 0.00 24.23 7.12 23.8 37.5 1.015 0.929 3 0.00 25.0 4 -11.4 -3.0 1450.4 0.0 1.63 0.92 24.8 0.00 23.11 2.56 28.92 37.5 0.918 0361 4 2.91 25.0 3 -11.4 3.0 1450.4 0.0 1.63 0.93 24.8 0.00 23.11 2.56 28.92 37.5 0.918 0.362 5 18.6 28.0 2 -14.9 -24.2 -1628.3 0.0 2.01 6.61 24.1 0.00 24.41 7.12 23.8 37.5 1.015 0.929 6 12.9 31.91 2 -30.7 10.7 -1659.7 0.0 3.71 2.08 23.51 0.00 21.0 2.30 27.4 37.5 1.020 0.906 VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CAO5OO721-OI Time: 11:24:01 AM Page: 67 of 75 Mem. No. Loc. fl Depth in. Area in.2 Rx in. Ry in. Lx in. Ly-1 in. Ly-2 in. Klx /Rx Klyl /R Kly2 /R Sx in.3 Lbl in. Rt-1 in. Lb2 in. Rt-2 in. Qs Qa Cbl Cb2 1 12.92 31.91 8.27 12.0 0.89 171.35 24.0 16.3 21.3 27.1 18.3 70.6 48.1 1.18 16.3 1.18 1.00 0.76 1.17 1.05 2 1.26 28.0 7.4 11.2 1.03 258.5 27.7 25.7 22. 27. 25.1 67.31 27.7 1.28 25.7 1.28 1.00 0.87 1.00 1.20 3 0.00 25.0 7.01 10.1 1.06 258.5 54.0 0.0 25. 51. 0.0 58.27 54.0 1.30 0.0 0.00 1.0 0.95 1.04 0.00 4 2.91 25.0 7.01 10.1 1.06 258.60 54.0 0.0 25.4 51. 0.0 58.27 54.0 1.30 0.0 0.00 1.00 0.95 1.04 0.00 5 18. 28.0 7.42 11.27 1.03 258.6 25.7 27.7 22. 25.1 27. 67.31 25.7 1.28 27.7 1.28 1.00 0.87 1.20 1.00 6 12.92 31.91 8.27 12.0 0.89 171.35 24.0 16.3 21.3 27.1 18.3 70.6 48.1 1.18 16.3 1.18 1.00 0.76 1.17 1.05 Deflection Load Combinations - Framine No. Ori in Factor Def H Def V A lication Descri lion 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 S S 3 System 1.000 0 180 1.OUS1* USl* 4 System 1.000 0 180 1.0 *USI *US1 5 System 1.000 0 180 .700 Wl> Wl> 6 System 1.000 0 180 .700 <W 1 W l 7 System 1.000 0 180 .700 W2> W2> 8 System 1.000 0 180 .700 <W2 W2 9 System Derived 1.000 0 180 .700 WPAI WPAI 10 System Derived 1.000 0 180 .700 WPDI WPDI 11 System Derived 1.000 0 180 .700 WPA2 WPA2 12 System Derived 1.000 0 180 .700 WPD2 WPD2 13 System Derived t.000 0 180 0.700 WPB1 Bl 14 System Derived 1.000 0 180 .700 WPC1 WPCI 15 System Derived 1.000 0 180 .700 WPB2 WPB2 16 System Derived 1.000 0 180 .700 WPC2 WPC2 17 System 1.000 60 0 .700 W 1> W 1> 18 System 1.000 60 0 .700 <W 1 W 1 19 System 1.000 60 0 0.700 W2> W2> 20 System 1.000 60 0 0.700 <W2 W2 21 System Derived 1.000 60 0 .700 WPAl Al 22 System Derived 1.000 60 0 0.700 WPDl WPDl 23 System Derived 1.000 60 0 .700 WPA2 WPA2 24 System Derived 1.000 60 0 .700 WPD2 WPD2 25 System Derived 1.000 60 0 0.700 WPB1 WPB1 26 System Derived 1.000 60 0 0.700WPC1 C1 27 System Derived 1.000 60 0 0.700 WPB2 B2 28 System Derived 1.000 60 0 0.700 WPC2 C2 29 System 1.000 60 0 .600 E> + 0.600 EG- E> + EG- 30 System 1.000 60 0 .600 <E + 0.600 EG- E + EG- 31 System Derived 1.000 60 0 .600 EB> EB> 32 S stem Derived 1.000 60 0 .600 <EB EB Maximum Frame Deflection Summary for Cross Section: 2 Descri lion Deflection in. Ratio Member Joint Load Case Load Case Descri lion Max. Horizontal Deflection ax. Vertical Deflection for S an 1 -0.156 -1.276 (H/1180) (L427) 6 4 2 1 18 2 <W 1 S * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections ofprimary frames are calculated on a baze frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore, these deflections maybe considerably overstated. VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/ 10/2005 Design Report CA0500721-01 Time: 11:24:01 AM •: Page: 68 of 75 Wall: 4, Frame at: 49/6/0 Frame Cross Section: 3 25'-0" ,_~ - .~ Dimension Key r~ ~~ 1 9 1/2" 2 2'-10 3/4" ' " NOTE: 3 1 -0 4 1'-1 1 /4" 5 1'-6 11/16" 6 2 @ 2'-71/2" Add diaphragm details for roof rakes and P & B endwall 7 3 3/8" 8 19'-1" corner columns. Frame Clearances Horiz. Clearance between members 1(CGX001) and 8(CGX001): 47'-0" Vert. Clearance at member 1(CGX001): 15'-8 7/16" Vert. Clearance at member 8(CGX001): 15'-8 7/16" Vert. Clearance at member 9(EGX001): 16'-8 7/16" Vert. Clearance at member 10(EGX002): 16'-8 7/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Design Report CA0500721-01 Date: 6/10/2005 Time: 11:24:01 AM Page: 69 of 75 I Location I Avg. Bay Space I Description ( Ankle I Group I Trib. Override I Design Status I I 49/6/0 I 12/9/0 il' Post & Beam 190.0000 I I - I Stress Check I DESCRIPTION: VP Buildings POST AND BEAM ENDWALL FRAMES (Type "PB")are gage or solid-web framing consisting of a uniform continuous beam connected to uniform depth columns at the sidewall and also supported by one or more uniform depth Endposts. The frame is designed to support the applied vertical loads as specified. ANALYSIS: The boundary conditions established for POST AND BEAM ENDWALL FRAMES assume the rafter beam is a fully continuous member, spanning from building eave to building eave, attached to the sidewall columns and typically pin-connected to one or more Endposts. The Endposts are typically pinned at their base connection to the foundation. DESIGN: POST AND BEAM ENDWALL FRAMES are designed in accordance with the AISC "Specification for Structural Steel Buildings", 9th Edition. MATERIAL: Structural steel plate, bar, and/or sheet intended for use in POST AND BEAM ENDWALL FRAMES welded constructions typically will be of material based on the requirements of ASTM A529, A572, A570, or A607, Grade 50. Desi n Load Combinations - Framin No. Ori in Factor A lication Descri tion 1 System 1.000 1.0 D + 1.0 CG + 1.0 L D + CG + L 2 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ D + CG +ASL^ 3 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL 4 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 1 and 2) 5 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 2 and 3) 6 System 1.000 1.0 D + 1.0 CG + 1.0 S D + CG + S 7 System 1.000 1.OD+I.OCG+I.OUS1* D+CG+US1* 8 System 1.000 1.OD+I.OCG+1.0*US1 D+CG+*US1 9 System 1.000 1.OD+1.OW1> D+Wl> 10 System 1.000 1.0 D + 1.0 <W 1 D + <W 1 11 System 1.000 1.0 D + 1.0 W2> D + W2> 12 System 1.000 1.0 D + 1.0 <W2 D + <W2 13 System 1.000 .600 D + 1.0 W 1> D + W 1> 14 System 1.000 .600 D + 1.0 <W 1 D + <W 1 15 System 1.000 .600 D + 1.0 W2> D + W2> 16 System 1.000 0.600 D + 1.0 <W2 D + <W2 17 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W 1> D + CG + L + W 1> 18 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W 1 D + CG + L + <W 1 19 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W2> D + CG + L + W2> 20 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W2 D + CG + L + <W2 21 System 1.000 1.OD+I.OCG+0.7505+0.750W1> D+CG+S+WI> 22 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W 1 D + CG + S + <W 1 23 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W2> D + CG + S + W2> 24 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 D + CG + S + <W2 25 System 1.275 .900 D + 0.900 CG + 1.175 F> + 1.0 EG- D + CG + Fj + EG- 26 System 1.275 .900 D + 0.900 CG + 1.175 <E + 1.0 EG- D + CG + <E + EG- 27 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.175 E> + 1.0 EG+ D + CG + S + )a + EG+ 28 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.175 <E + 1.0 EG+ D + CG + S + <E + EG+ 29 Special 1.275 .900 D + 0.900 CG + 2.500 ~ D + CG + F~ 30 Special 1.275 .900 D + 0.900 CG + 2.500 <E D + CG + <E 31 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 F> D + CG + S + Fj 32 Special 1.275 1.200 D + 1.200 CG + 0:200 S + 2.500 <E D + CG + S + <E 33 AISC -Special 1.275 1.200 D + 1.200 CG + 0.200 S D + CG + S 34 AISC -Special 1.275 1.200 D + 1.200 CG + 0.200 S D + CG + S 35 System Derived 1.275 .900 D + 0.900 CG + 0.353 E~ + 1.0 EG- + 1.200 EB> D + CG + F? + EG- + EB> 36 System Derived 1.275 .900 D + 0.900 CG + 0.353 <E + 1.0 EG- + 1.200 EB> D + CG + <E + EG- + EB> 37 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.353 F~ + 1.0 EG++ 1.200 EB> 1+CG+S+Fj+EG++EB> 38 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.353 <E + 1.0 EG+ + 1.200 EB> CG+S+<E+EG++EB> 39 Special 1.275 0.900 D + 0.900 CG + 2.500 EB> D + CG + EB> 40 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 EB> D + CG + S + EB> 41 System Derived 1.275 .900 D + 0.900 CG + 0.353 E> + 1.0 EG- + 1.200 <EB D + CG + Fj + EG- + <EB 42 System Derived 1.275 .900 D + 0.900 CG + 0.353 <E + 1.0 EG- + 1.200 <EB D + CG + <E + EG- + <EB 43 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.353 ~ + 1.0 EG+ + 1.200 <EB D+CG+S+E>+EG++<EB 44 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.353 <E + 1.0 EG+ + 1.200 <EB D+CG+S+<E+EG++<EB 45 Special 1.275 .900 D + 0.900 CG + 2.500 <EB D + CG + <EB 46 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 <EB D + CG + S + <EB 47 System Derived 1.000 1.0 D + 1.0 WPA1 D + WPAI 48 System Derived 1.000 0.600 D + 1.0 WPAI D + WPAI VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/ 10/2005 Design Report CAO5OO721-01 Time: 11:24:01 AM •: . Page: 70 of 75 49 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPAl D + CG + L + WPAI 50 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPAI D + CG + S + WPAl 51 System Derived 1.000 1.0 D + 1.0 WPDl D + WPDl 52 System Derived 1.000 .600 D + 1.0 WPD1 D + WPDI 53 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPDI D + CG + L + WPDI 54 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPDI D + CG + S + WADI 55 System Derived 1.000 1.0 D + 1.0 WPA2 D + WPA2 56 System Derived 1.000 .600 D + 1.0 WPA2 D + WPA2 57 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPAZ D + CG + L + WPA2 58 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA2 D + CG + S + WPA2 59 System Derived 1.000 1.0 D + 1.0 WPD2 D + WPD2 60 System Derived 1.000 .600 D + 1.0 WPD2 D + WPD2 61 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPD2 D + CG + L + WPD2 62 System Derived 1.000 l .0 D + 1.0 CG + 0.750 S + 0.750 WPD2 D + CG + S + WPD2 63 System Derived 1.000 1.0 D + 1.0 WPB 1 D + WPB 1 64 System Derived 1.000 .600 D + 1.0 WPB1 D + WPB1 65 System Derived 1.000 1.OD+I.OCG+0.750L+0.750WPB1 D+CG+L+WPB1 66 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB 1 D + CG + S + WPB I 67 System Derived 1.000 1.0 D + 1.0 WPC1 D + WPC1 68 System Derived 1.000 .600 D+ 1.0 WPC1 D+ WPC1 69 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPC 1 D + CG + L + WPC 1 70 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC 1 D + CG + S + WPCI 71 System Derived 1.000 1.0 D + 1.0 WPB2 D + WPB2 72 System Derived 1.000 .600 D + 1.0 WPB2 D + WPB2 73 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB2 D + CG + L + WPB2 74 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB2 D + CG + S + WPB2 75 System Derived 1.000 1.0 D + 1.0 WPC2 D + WPC2 76 System Derived 1.000 .600 D + 1.0 WPC2 D + WPC2 77 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPC2 D + CG + L + WPC2 78 S stem Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC2 D + CG + S + WPC2 Frame Member Sizes Mem. No. Flg Width (in. Flg Thk in. Web Thk in. Depthl in. Depth2 in. Length (ft Weight Flg Fy ksi) Web Fy (ksi Splice Jt.l Codes Jt.2 Shape 1 5.00 0.0590 0.1180 8.50 8.50 15.36 103.2 55.00 55.00 BP SS 2C 2 5.00 0.1200 0.2400 8.50 8.50 6.38 76.8 55.00 55.00 SS SS 2C 3 5.00 0.1200 0.2400 8.50 8.50 6.67 80.4 55.00 55.00 SS SS 2C 4 5.00 0.1200 0.2400 8.50 8.50 11.24 142.7 55.00 55.00 SS SP 2C 5 5.00 0.1200 0.2400 8.50 8.50 11.24 142.7 55.00 55.00 SP SS 2C 6 5.00 0.1200 0.2400 8.50 8.50 6.67 80.4 55.00 55.00 SS SS 2C 7 5.00 0.1200 0.2400 8.50 8.50 6.38 76.8 55.00 55.00 SS SS 2C 8 5.00 0.0590 0.1180 8.50 8.50 15.36 103.2 55.00 55.00 BP SS 2C 9 5.00 0.0590 0.1180 8.50 8.50 15.70 105.2 55.00 55.00 BP SS 2C 10 5.00 0.0590 0.1180 8.50 8.50 15.70 105.2 55.00 55.00 BP SS 2C Total Frame Weight = 1016.6 (p) (Includes all plates) Frame Pricing Weight = 1103.0 (p) (Includes all pieces) Frame Member Releases Member Joint 1 Joint 2 1 No Yes 8 No Yes 9 No Yes 10 No Yes Rnundarv Condition Summary Member X-Loc Y-Loc Su . X Su . Y Moment Dis lacement X in.) Dis lacement Y in. Dis lacement ZZ(rad. 1 0/0/0 1/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 8 50/0/0 1/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 9 13/6/0 1/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10 36/6/0 1/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Frame Reactions -Load Cases at Frame Cross Section: 3 X-Loc 0/0/0 13/6/0 25/0/0,19/1/0 36/6/0 50/0/0 Gridl - Grid2 3-P 3-K 3- 3-E 3-A Ld Descri tion Hx Hz V Hx Hz V Hx Hx Hz V Hx Hz V Cs (a lication factor not shown) (k) (k (k) (k) (k (k k k ) 1 2 3 D+CG+L D + CG +ASL^ D + CG + ^ASL - - - - - - 1.48 -0.30 2.09 - - - - - - 6.15 4.49 2.87 - - - - - - - - - 6.15 4.49 2.87 - - - - - - 1.48 -0.30 2.09 VPC File:CA0500721-OIOEI.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CAO5O0721-OI Time: 11:24:01 AM Page: 71 of 75 4 D + CG + PL2(Spans 1 and 2) - - 1.44 - - 6.30 - - - 4.34 - - -0.25 5 D + CG + PL2(Spans 2 and 3) - - -0.25 - - 4.34 - - - 6.30 - - 1.44 6 D + CG + S - - 2.26 - - 10.42 - - - 10.42 - - 2.26 7 D + CG + US 1 • - - 0.46 - - 5.55 - - - 13.44 - - 3.67 8 D + CG + *USl - - 3.67 - - 13.44 - - - 5.55 - - 0.46 9 D + Wl> -0.52 - -0.72 - 2.10 -3.28 -1.33 - 2.10 -1.95 -0.82 - -0.30 10 D + <W I 0.82 - -0.30 - -1.90 -1.95 1.33 - -1.90 -3.28 0.52 - -0.72 11 D + W2> -I.OS - -0.35 - - -1.89 -1.33 - - -0.56 -0.29 - 0.07 12 D + <W2 0.29 - 0.07 - - -0.56 1.33 - - -1.89 1.05 - -0.35 13 D + Wl> -0.52 - -0.82 - 2.10 -3.66 -1.33 - 2.10 -2.33 -0.82 - -0.40 14 D + <W 1 0.82 - -0.40 - -1.90 -2.33 1.33 - -1.90 -3.66 0.52 - -0.82 15 D + W2> -1.05 - -0.45 - - -2.26 -1.33 - - -0.93 -0.29 - -0.03 16 D + <W2 0.29 - -0.03 - - -0.93 1.33 - - -2.26 1.05 - -0.45 17 D + CG + L + W 1> -0.39 - 0.46 - 1.58 1.75 -1.00 - 1.58 2.75 -0.62 - 0.77 18 D + CG + L + <W 1 0.62 - 0.77 - -1.42 2.75 1.00 - -1.42 1.75 0.39 - 0.46 19 D + CG + L + W2> -0.79 - 0.74 - - 2.80 -1.00 - - 3.79 -0.22 - 1.05 20 D + CG + L + <W2 0.22 - 1.05 - - 3.79 1.00 - - 2.80 0.79 - 0.74 21 D + CG + S + W 1> -0.39 - 1.04 - 1.58 4.95 -1.00 - 1.58 5.94 -0.62 - 1.36 22 D + CG + S + <W 1 0.62 - 1.36 - -1.42 5.94 ] .00 - -1.42 4.95 0.39 - 1.04 23 D + CG + S + W2> -0.79 - 1.32 - - 5.99 -1.00 - - 6.99 -0.22 - 1.63 24 D + CG + S + <W2 0.22 - 1.63 - - 6.99 1.00 - - 5.99 0.79 - 1.32 25 D + CG + E> + EG- -0.04 - 0.25 - 0.04 0.94 -1.39 - 0.04 0.94 -0.04 - 0.25 26 D + CG + <E + EG- 0.04 - 0.25 - -0.04 0.94 1.39 - -0.04 0.94 0.04 - 0.25 27 D + CG + S + F> + EG+ -0.04 - 0.80 - 0.04 3.43 -1.39 - 0.04 3.43 -0.04 - 0.80 28 D + CG + S + <E + EG+ 0.04 - 0.80 - -0.04 3.43 1.39 - -0.04 3.43 0.04 - 0.80 35 D + CG + F> + EG- + EB> -0.01 - 2.13 - 0.01 0.88 -0.42 - 0.01 0.88 -0.01 - 2.15 36 D + CG + <E + EG- + EB> 0.01 - 2.13 - -0.Ol 0.88 0.42 - -0.Ol 0.88 0.01 - 2.15 37 D+CG+S+E>+EG++EB> -0.O1 - 2.67 - 0.01 3.37 -0.42 - 0.01 3.37 -0.01 - 2.69 38 D+CG+S+<E+EG++EB> 0.01 - 2.67 - -0.Ol 3.37 0.42 - -0.Ol 3.37 0.01 - 2.69 41 D + CG + Fj + EG- + <EB 0.04 2.63 -1.46 - 0.01 0.94 -0.44 - 0.01 0.94 -0.04 2.65 -1.48 42 D + CG + <E + EG- + <EB 0.07 2.63 -1.46 - -0.01 0.94 0.39 - -0.01 0.94 -0.01 2.65 -1.48 43 D+CG+S+E>+EG++<EB 0.04 2.63 -0.91 - 0.01 3.43 -0.44 - 0.01 3.43 -0.04 2.65 -0.93 44 D+CG+S+<E+EG++<EB 0.07 2.63 -0.91 - -0.01 3.43 0.39 - -0.O1 3.43 -0.01 2.65 -0.93 47 D+WPAI 0.93 - 1.47 - - -1.36 0.03 - - -1.21 -0.93 - 1.44 48 D+WPAl 0.93 - 1.36 - - -1.74 0.03 - - -1.59 -0.93 - 1.34 49 D + CG + L + WPA 1 0.70 - 2.10 - - 3.19 0.02 - - 3.30 -0.70 - 2.08 50 D + CG + S + WPAI 0.70 - 2.68 - - 6.39 0.02 - - 6.50 -0.70 - 2.66 51 D + WADI 0.99 2.78 -2.87 - - -2.77 0.03 - - -2.44 -0.95 2.47 -2.21 52 D + WPDl 0.99 2.78 -2.98 - - -3.14 0.03 - - -2.81 -0.95 2.47 -2.32 53 D + CG + L + WPDl 0.74 2.08 -1.16 - - 2.14 0.02 - - 2.38 -0.71 1.85 -0.66 54 D + CG + S + WADI 0.74 2.08 -0.57 - - 5.33 0.02 - - 5.58 -0.71 1.85 -0.08 55 D + WPA2 0.40 - 1.84 - - 0.03 0.03 - - 0.18 -0.40 - 1.81 56 D + WPAZ 0.40 - 1.73 - - -0.34 0.03 - - -0.19 -0.40 - 1.71 57 D + CG + L + WpA2 0.30 - 2.38 - - 4.24 0.02 - - 4.35 -0.30 - 2.36 58 D + CG + S + WPA2 0.30 - 2.96 - - 7.43 0.02 - - 7.54 -0.30 - 2.94 59 D + WPD2 0.46 2.78 -2.51 - - -1.37 0.03 - - -1.04 -0.42 2.47 -1.84 60 D + WPD2 0.46 2.78 -2.61 - - -1.75 0.03 - - -1.42 -0.42 2.47 -1.95 61 D + CG + L + WPD2 0.34 2.08 -0.88 - - 3.18 0.02 - - 3.43 -0.32 1.85 -0.38 62 D + CG + S + WPD2 0.34 2.08 -0.30 - - 6.38 0.02 - - 6.63 -0.32 1.85 0.20 63 D + WPB1 0.93 - 1.43 - - -1.21 -0.03 - - -1.36 -0.93 - 1.48 64 D+WPB1 0.93 - 1.32 - - -1.59 -0.03 - - -1.74 -0.93 - 1.38 65 D + CG + L + WPB 1 0.70 - 2.07 - - 3.30 -0.02 - - 3.19 -0.70 - 2.11 66 D + CG + S + WPBl 0.70 - 2.65 - - 6.50 -0.02 - - 6.39 -0.70 - 2.69 67 D + WPC 1 0.98 2.45 -2.19 - - -2.44 -0.09 - - -2.77 -0.96 2.80 -2.89 68 D+WPCl 0.98 2.45 -2.30 - - -2.81 -0.09 - - -3.14 -0.96 2.80 -3.00 69 D + CG + L + WPC 1 0.73 1.83 -0.65 - - 2.38 -0.06 - - 2.14 -0.72 2.10 -1.17 70 D + CG + S + WPC 1 0.73 1.83 -0.06 - - 5.58 -0.06 - - 5.33 -0.72 2.10 -0.59 71 D + WPB2 0.40 - 1.79 - - 0.18 -0.03 - - 0.03 -0.40 - 1.85 72 D + WPB2 0.40 - 1.69 - - -0.19 -0.03 - - -0.34 -0.40 - 1.75 73 D + CG + L + WPB2 0.30 - 2.34 - - 4.35 -0.02 - - 4.24 -0.30 - 2.39 74 D + CG + S + WPB2 0.30 - 2.93 - - 7.54 -0.02 - - 7.43 -0.30 - 2.97 75 D + WPC2 0.45 2.45 -1.83 - - -1.04 -0.09 - - -1.37 -0.43 2.80 -2.52 76 D + WPC2 0.45 2.45 -1.93 - - -1.42 -0.09 - - -1.75 -0.43 2.80 -2.63 77 D + CG + L + WPC2 0.34 1.84 -0.37 - - 3.43 -0.O6 - - 3.18 -0.32 2.10 -0.89 78 D + CG + S + WPC2 0.34 1.84 0.21 - - 6.63 -0.06 - - 6.38 -0.32 2.10 -0.31 Maximum Reactions Summary -Framing VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/10/2005 Design Report CA0500721-01 Time: 11:24:01 AM Page: 72 of 75 X-Loc Grid Hrz left Load Hrz Right Load Hrz hi Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) k (k (k in-k) in-k 0/0/0 3-P 1.05 11 0.99 51 - - 2.78 59 2.98 52 3.67 8 - - - - 13/6/0 3-K - - - - 1.90 10 2.10 9 3.66 13 13.44 8 - - - - 25/0/0 19/1/0 1.39 25 1.39 26 - - - - - - - - - - - - 36/6/0 3-E - - - - 1.90 10 2.10 9 3.66 14 13.44 7 - - - - 50/0/0 3-A 0.96 67 1.05 12 - - 2.80 67 3.00 68 3.67 7 - - - - Sum of Forces with Reactions Check - Framine Load Type Horizontal Load Reaction Vertical Load Reaction D 0.00 0.00 2.47 2.40 CG 0.00 0.00 0.64 0.64 L 0.00 0.00 12.24 12.24 ASL^ 0.00 0.00 5.35 5.35 ^ASL 0.00 0.00 6.89 6.89 S 0.00 0.00 22.32 22.32 US1" 0.00 0.00 20.09 20.09 *US1 0.00 0.00 20.09 20.09 W 1> 2.68 2.68 8.64 8.64 <W 1 2.68 2.68 8.64 8.64 W2> 2.68 2.68 5.12 5.12 <W2 2.68 2.68 5.12 5.12 E> 1.25 1.25 0.00 0.00 EG- 0.00 0.00 0.35 0.35 <E 1.25 1.25 0.00 0.00 EG+ 0.00 0.00 0.35 0.35 EB> 0.00 0.00 0.00 3.05 <EB 0.00 0.00 0.00 2.86 WPAI 0.03 0.03 5.70 2.06 WPDl 0.06 0.06 9.26 12.69 WPA2 0.03 0.03 2.17 1.47 WPD2 0.06 0.06 5.73 9.16 WPB1 0.03 0.03 5.70 2.06 WPCI 0.06 0.06 9.26 12.69 WPB2 0.03 0.03 2.17 1.47 WPC2 0.06 0.06 5.73 9.16 Base Plate Summary X-Loc Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to No. in. (in.) (in. Bolts (in.) Flan a Web 0/0/0 3-P 1 0.375 8 10 2 0.750 A36 OS-0.1875 OS-0.1875 13/6/0 3-K 9 0.375 8 10 2 0.750 A36 OS-0.1875 OS-0.1875 36/6/0 3-E 10 0.375 8 10 2 0.750 A36 OS-0.1875 OS-0.1875 50/0/0 3-A 8 0.375 8 10 2 0.750 A36 OS-0.1875 OS-0.1875 Web Stiffener Summary Mem. Stiff: Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. (ft in. in.) (in.) in. Descri lion 2 1 S2 1.07 8.260 34.42 N/A N/A 0.1875 2.000 Both F-OS-0.1875,W-OS-0.1875 3 1 S2 6.32 8.260 34.42 N/A N/A 0.1875 2.000 Both F-OS-0.1875,W-OS-0.1875 6 1 S2 0.36 8.260 34.42 N/A N/A 0.1875 2.000 Both F-OS-0.1875,W-OS-0.1875 7 1 S2 6.08 8.260 34.42 N/A N/A 0.1875 2.000 Both F-OS-0.1875,W-OS-0.1875 Bolted Connections tA325 Boltsl Bolt Rows-Out Rows-In Moment -Out Moment - In Mem. Jt. Type Conn. Thick. Width Length Diam. Pitch 2 4 2 4 Ld Actual Capacity Ld Actual Capacity No. No. in. in. in. in. in. Bolt Bolt Bolt Bolt Cs in-k in-k Cs in-k in-k 1 2 CP STD 0.375 6.00 9.53 0.500 2.50 1 0 1 0 0 0. 84.1 0 0. 84.1 4 2 SP STD 0.500 6.00 8.53 0.750 2.50 1 0 1 0 14 49.4 178.3 6 173.5 178.3 5 1 SP STD 0.500 6.00 8.53 0.750 2.50 1 0 1 0 14 49. 178.3 6 173.5 178.3 8 2 CP STD 0.375 6.00 9.53 0.500 2.50 1 0 1 0 0 0.0 84.1 0 0.0 84.1 9 2 CP STD 0.375 6.00 9.50 0.500 3.00 1 0 1 0 0 0.0 83.8 0 0.0 83.8 10 2 CP STD 0.375 6.00 9.50 0.500 3.00 1 0 1 0 0 0. 83.8 0 0.0 83.8 Flange Brace Summary VPC Fite:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/ 10/2005 Design Report CA0500721-01 Time: 11:24:01 AM Page: 73 of 75 Member From Member Joint 1 From Side Point 1 Part Desi Note 2 2/11/5 22/2/3 FB2050 4 0/8/15 10/6/11 FB2050 4 9/8/15 1/6/11 FB2050 5 1/6/0 1/6/11 FB2050 6 3/9/1 I S/0/11 FB2050 7 4/2/8 22/2/3 FB2050 Frame Desien Member Summary - Controlline Load Case and Maximum Combined Stresses oer Member (Locations are from Joint 1 1 Actual Forces Actual Stresses Allowable Stress Condition Mem. Loc. Depth Load Axial Shear Mom-x Mom-y Axial Shear Bnd-X Bnd-Y --- Stress /Force --- Sum No. ft in. Case k k in-k in-k ksi ksi ksi ksi Axial Shear Bnd-X Bnd-Y Bnd+Ax Shear 1 7.90 8.50 47 -1.5 0.0 -41.7 0.0 - 22.45 4.53 51.75 68.17 0.871 0.010 2 4.47 8.50 8 0.0 -0.5 56.2 0.0 - - 116.82 32.5 271.17 24.83 0.207 0.014 3 6.35 8.50 8 0.5 -6.2 -258.2 0.0 - - 116.82 32.5 279.8 68.17 0.923 0.189 4 0.00 8.50 8 -0.6 7.1 -258.2 0.0 - - 68.93 32.5 279.8 68.17 0.931 0.220 5 11.5 8.50 7 -0.6 -7.1 -258.2 0.0 - 68.93 32.55 269.24 68.17 0.968 0.220 6 0.00 8.50 7 0.5 6.2 -258.2 0.0 - 116.82 32.5 269.24 68.17 0.959 0.189 7 1.58 8.50 7 0.0 0.5 56.2 0. - - 116.82 32.5 282.48 68.17 0.199 0.014 8 7.90 8.50 63 -1.5 -0.0 -41.7 0.0 - - 22.45 4.53 51.75 68.17 0.872 0.010 9 6.19 8.50 21 -4.9 -0.4 -72.0 0.0 - 20.23 4.53 118.58 24.83 0.893 0.080 10 6.19 8.50 21 -5.9 -0.4 -72.0 0.0 - 20.23 4.53 118.58 24.83 0.952 0.080 Mem. No. Loc. ft Depth in. Area in.2 Rx in. Ry in. Lx in. Ly-1 in. Ly-2 in. Kix /Rx Klyl /R Kly2 /R Sx in.3 Lbl in. Rt-1 in. Lb2 in. Rt-2 in. Qs Qa Cbl Cb2 1 7.90 8.50 1.7 3.23 1.13 176.44 24.0 0.0 54. 21. 0.0 3.72 166.8 1.63 0.0 0.00 1.00 1.0 2 4.47 8.50 3.5 3.20 1.21 144.85 31.5 54. 45.3 26.1 44.7 8.56 31.5 1.61 108.0 1.68 1.05 1.75 3 6.35 8.50 3.54 3.20 1.21 144.85 54.0 0.0 45.3 44.7 0.0 8.56 108.0 1.68 0.0 0.00 2.2 0.0 4 0.00 8.50 3.5 3.20 1.21 138.48 54. 0.0 43.3 44.7 0.0 8.56 108.0 1.68 0.0 0.00 2.20 0.0 5 11.5 8.50 3.5 3.20 1.21 138.48 54.0 0.0 43.3 44. 0. 8.5 108.0 1.68 0.0 0.00 1.68 0.00 6 0.00 8.50 3.54 3.20 1.21 144.85 54.0 0.0 45.3 44.7 0.0 8.56 108.0 1.68 0.0 0.00 1.68 0.00 7 1.58 8.50 3.54 3.20 1.21 144.85 54.0 31.5 45.3 44. 26.1 8.56 54.0 1.62 31.5 1.61 1.77 1.05 8 7.90 8.50 1.70 3.23 1.13 176.44 24.0 0.0 54.6 21. 0.0 3.72 166.8 1.63 0.0 0.00 1.00 1.00 9 6.19 8.50 1.7 3.23 1.13 192.71 74.3 60. 59.6 65. 53. 3.72 74.3 1.59 60. 1.59 1.00 1.00 10 6.19 8.50 1.7 3.23 1.13 192.71 74.3 60. 59. 65.5 53. 3.72 74.3 1.59 60. 1.59 - 1.00 1.00 Deflection Load Combinations - Framin¢ No. Ori in Factor Def H Def V A lication Descri tion 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 S S 3 System 1.000 0 180 1.0 US 1 * US 1 4 System 1.000 0 180 1.0 *US1 *US1 5 System 1.000 0 180 .700 Wl> Wl> 6 System 1.000 0 180 .700<Wl Wl 7 System 1.000 0 180 .700 W2> W2> 8 System 1.000 0 180 .700 <W2 W2 9 System Derived 1.000 0 180 .700 WPAl Al 10 System Derived 1.000 0 180 .700 WPDI Dl 11 System Derived 1.000 0 180 .700 WPA2 WPA2 12 System Derived 1.000 0 180 .700 WPD2 WPD2 13 System Derived 1.000 0 180 .700 WPB1 WPB1 14 System Derived 1.000 0 180 .700 WPCl WPC1 15 System Derived 1.000 0 180 .700 WPB2 WPB2 16 System Derived 1.000 0 180 .700 WPC2 WPC2 17 System 1.000 60 0 .700 Wl> 1> 18 System 1.000 60 0 .700 <W 1 W 1 19 System 1.000 60 0 .700 W2> 2> 20 System 1.000 60 0 .700 <W2 W2 21 System Derived 1.000 60 0 .700 WPAI Al 22 System Derived 1.000 60 0 .700 WPDl WPDI 23 System Derived 1.000 60 0 .700 WPA2 A2 24 System Derived 1.000 60 0 .700 WPD2 WPD2 25 System Derived 1.000 60 0 .700 WPB1 WPB1 26 System Derived 1.000 60 0 .700 WPCI Cl 27 System Derived 1.000 60 0 .700 WPB2 WPB2 28 System Derived 1.000 60 0 .700 WPC2 WPC2 29 System 1.000 60 0 .600 F~ + 0.600 EG- E> + EG- 30 System 1.000 60 0 .600 <E + 0.600 EG- E + EG- VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b VP BUILDINGS ~ vA0.C0-fRUDEN Design Report CA0500721-DI Date: 6/10/2005 Time: 11:24:01 AM Page: 74 of 75 31 I System Derived 11.000 I 60 0 0.600 EB> IEB> f 32 System Derived 1.000 60 0 0.600 <EB kEB Maximum Frame Deflection Summary for Cross Section: 3 Descri lion Deflection in. Ratio Member Joint Load Case Load Case Descri lion Max. Horiwntal Deflection -0.020 (W8989) 8 2 18 <W 1 ax. Vertical Deflection for Span 1 0.086 (U1727) 3 1 3 US1* ax. Vertical Deflection for Span 2 -0.890 (U310) 4 2 2 S ax. Vertical Deflection for S an 3 0.086 (U1727) 7 1 4 *US1 * Negative horiwnta] deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore, these deflections maybe considerably overstated. VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b Date: 6/ 10/2005 Design Report CA0500721-01 Time: 11:24:01 AM Page: 75 of 75 Coveri-g -Summary Report Shape: Hanger Panel Data Wall/Roof T e Thickness Finish Color Direction Gable Dir Max. Len th Wall: 1 Panel Rib 26 KXL Arctic White Right to Left Peak Out 41/0/0 Location: 2 NBVP -Masonry 0/8/0 Location: 3 NBVP -Masonry 0/8/0 Wall: 2 Panel Rib 26 KXL Arctic White Right to Left Peak Out 41 /0/0 Location: 2 NBVP -Masonry 0/8/0 Wall: 3 Panel Rib 26 KXL Arctic White Right to Left Peak Out 41/0/0 Location: 2 NBVP -Masonry 0/8/0 all: 4 Panel Rib 26 KXL Arctic White Right to Left Peak Out 41/0/0 Location: 2 NBVP -Masonry 0/8/0 Roof: A Panel Rib 26 Galvalume Standard Color System Generated Not Applicable 35/0/0 Roof: B Panel Rib 26 Galvalume Standard Color S stem Generated Not A licable 35/0/0 Abbreviation Definitions Codes Definition LE From Left Edge RE From Right Edge FL From Frame FS From Start Dim Location Data all/Roof Start Dim. Bottom Elev. Top Elev. End Dim. Bottom Elev. Top Elev. First Pitch Second Pitch Ridge Distance Ridge Hei ht psf Wall: 1 Location: 2 0/0/0 LE 0/0/0 1/0/0 5/0/0 FS 0/0/0 1/0/0 55.00 Wall: 1 Location: 3 45/0/0 LE 0/0/0 1/0/0 5/0/0 FS 0/0/0 1/0/0 55.00 Wall: 2 Location: 2 Full Width 0/0/0 1/0/0 0/0/0 1/0/0 55.00 all: 3 Location: 2 Full Width 0/0/0 1/0/0 0/0/0 1/0/0 55.00 all: 4 Location: 2 Full Width 0/0/0 1/0/0 0/0/0 1/0/0 55.00 Fastener Data Wall/Roof T e Len th S acin Washers Insul. Block Mod. Ctrl. Ice Dammin Wall: 1 Color Match Carbon Standard Option Standard Option Yes None No Yes Location: 2 Not Applicable Location: 3 Not Applicable Wall: 2 Color Match Carbon Standard Option Standard Option Yes None No Yes Location: 2 Not Applicable Wall: 3 Color Match Carbon Standard Option Standard Option Yes None No Yes Location: 2 Not Applicable Wall: 4 Color Match Carbon Standard Option Standard Option Yes None No Yes Location: 2 Not Applicable Roof: A Stainless Steel Capped Standard Option Ice Damming Yes None No Yes Roof: B Stainless Steel Ca ed Standard tion Ice Dammin Yes None No Yes VPC File:CA0500721-OlOEl.vpc VPC Version :5.2b • Design Intelligence, LLC Engineering Calculations Summary Date: July 5, 2005 Subject: Nile Tanner Building, Rexburg, Madison County, Idaho Customer: Teton West Construction Abstrac t The customer provided anchor bolt drawings of the building. This analysis uses the Design Loads provided by the steel building manufacturer. The 2003 International Building Code is the basis for the calculations. Materials: Concrete: 2500 psi @ 28 days Reinforcing Steel - fy = 60,000 psi Assumptions: International Building Code 2003 446 ~~~ Design Loads: J '~- ~ 7 ~/~~ All foundation loads taken from Manufacturer's foundation reactions provided by Teton West Construction Dated 6/13/05 References: 2003 International Building Code Customer Anchor Bolt Drawings Summary: All footing sizes and reinforcing are noted on the drawings These calculations and included details are for this location and customer only and not to be reused in any manner without the written consent of Design Intelligence. Desi ned B • S ott S auldin , P.E. Checked By: Date: Date: 05 00224 Tanner Airplane Hanger Spread Footing Analysis Footing Description 1 M UPLIFT Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 1,500.00 psf Loads -Kips X Dir. Y Dir. Z Dir. 0.00 0.00 -6.98 Results Footing Dimensions X Dir. Y Dir. Z Dir. 5.50 ft. 5.50 ft. 12.00 in. Maximum Bearing Pressure = 141.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel =Grade 60 , ~=60,000 psi Check Shear Ultimate Load Pu = 11.87 kips Ultimate Shear Load Vu = 10.66 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 11.87 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 2.25 ft. Ultimate Moment = 1.96 kip-ft Rn = 4.90 psi Maximum Reinforcing Allowed = 7.94 in. sgrd Actual Reinforcing Required = 0.06 in. sgrd Minimum Reinforcing Required = 1.19 in. sgrd Ultimate Moment Capacity = 48.05 kip-ft OK Minimum Bearing Pressure = 141.00 psf Spread Footing ~alysis Footing Description 1M VERTICAL Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 1,500.00 psf Loads - Kias X Dir. Y Dir. Z Dir. 0.00 0.00 29.50 Results Footing Dimensions X Dir. Y Dir. Z Dir. 5.50 ft. 5.50 ft. 12.00 in. Maximum Bearing Pressure = 1,347.00 psf • Concrete Strength = 2500 psi after 28 days Reinforcing Steel =Grade 60 , Fy=60,000 psi Check Shear Ultimate Load Pu = 50.15 kips Ultimate Shear Load Vu = 45.07 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 50.15 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 2.25 ft. Ultimate Moment = 18.75 kip-ft Rn = 46.77 psi Maximum Reinforcing Allowed = 7.94 in. sgrd Actual Reinforcing Required = 0.57 in. sgrd Minimum Reinforcing Required = 1.19 in. sgrd Ultimate Moment Capacity = 47.46 kip-ft OK Minimum Bearing Pressure = 1,347.00 psf Spread Footing ~alysis Footing Description lA UPLIFT Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Weight Allowable Bearing Capacity 110.00 pcf 1,500.00 psf Loads -Kips X Dir. Y Dir. Z Dir. 0.00 0.00 -6.98 Results Footing Dimensions X Dir. Y Dir. Z Dir. 5.50 ft. 5.50 ft. 12.00 in. Maximum Bearing Pressure = 141.00 psf • Concrete Strength = 2500 psi after 28 days Reinforcing Steel =Grade 60 , Fy=60,000 psi Check Shear Ultimate Load Pu = 11.87 kips Ultimate Shear Load Vu = 10.66 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 11.87 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 2.25 ft. Ultimate Moment = 1.96 kip-ft Rn = 4.90 psi Maximum Reinforcing Allowed = 7.94 in. sgrd Actual Reinforcing Required = 0.06 in. sgrd Minimum Reinforcing Required = 1.19 in. sgrd Ultimate Moment Capacity = 48.05 kip-ft OK Minimum Bearing Pressure = 141.00 psf Spread Footing ~alysis Footing Description lA VERTICAL Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 1,500.00 psf Loads -Kips X Dir. Y Dir. Z Dir. 0.00 0.00 29.50 '~ Results Footing Dimensions X Dir. Y Dir. Z Dir. 5.50 ft. 5.50 ft. 12.00 in. Maximum Bearing Pressure = 1,347.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel =Grade 60 , Fy=60,000 psi Check Shear Ultimate Load Pu = 50.15 kips Ultimate Shear Load Vu = 45.07 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 50.15 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 2.25 ft. Ultimate Moment = 18.75 kip-ft Rn = 46.77 psi Maximum Reinforcing Allowed = 7.94 in. sgrd Actual Reinforcing Required = 0.57 in. sgrd Minimum Reinforcing Required = 1.19 in. sgrd Ultimate Moment Capacity = 47.46 kip-ft OK Minimum Bearing Pressure = 1,347.00 psf Spread Footing Analysis Footing Description 2M UPLIFT Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 1,500.00 psf Loads -Kies X Dir. Y Dir. Z Dir. 0.00 0.00 -7.79 Results FootinE Dimensions X Dir. Y Dir. Z Dir. 6.00 ft. 6.00 ft. 12.00 in. Maximum Bearing Pressure = 155.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel =Grade 60 , Fy=60,000 psi Check Shear Ultimate Load Pu = 13.24 kips Ultimate Shear Load Vu = 12.12 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 13.24 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 2.50 ft. Ultimate Moment = 2.91 kip-ft Rn = 6.64 psi Maximum Reinforcing Allowed = 8.66 in. sgrd Actual Reinforcing Required = 0.09 in. sgrd Minimum Reinforcing Required = 1.30 in. sgrd Ultimate Moment Capacity = 52.39 kip-ft OK Minimum Bearing Pressure = 155.00 psf Spread Footing ~alysis Footing Description 2M VERTICAL Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 1,500.00 psf Loads -Kips X Dir. Y Dir. Z Dir. 0.00 0.00 35.70 Results Footing Dimensions X Dir. Y Dir. Z Dir. 6.00 ft. 6.00 ft. 12.00 in. Maximum Bearing Pressure = 1,363.00 psf C~ Concrete Strength = 2500 psi after 28 days Reinforcing Steel =Grade 60 , ~=60,000 psi Check Shear Ultimate Load Pu = 60.69 kips Ultimate Shear Load Vu = 55.53 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 60.69 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 2.50 ft. Ultimate Moment = 25.56 kip-ft Rn = 58.43 psi Maximum Reinforcing Allowed = 8.66 in. sgrd Actual Reinforcing Required = 0.78 in. sgrd Minimum Reinforcing Required = 1.30 in. sgrd Ultimate Moment Capacity = 51.60 kip-ft OK Minimum Bearing Pressure = 1,363.00 psf Spread Footing A~.alysis Footing Description 2A UPLIFT Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 1,500.00 psf Loads - Kigs X Dir. Y Dir. Z Dir. 0.00 0.00 -7.83 Results Footing Dimensions X Dir. Y Dir. Z Dir. 6.00 ft. 6.00 ft. 12.00 in. Maximum Bearing Pressure = 154.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel =Grade 60 , Fy=60,000 psi Check Shear Ultimate Load Pu = 13.31 kips Ultimate Shear Load Vu= 12.18 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 13.31 kips OK Compute Required Reinforcing Distance to Face of Pedestal = Ultimate Moment = Rn = Maximum Reinforcing Allowed Actual Reinforcing Required Minimum Reinforcing Required Ultimate Moment Capacity = 2.50 ft. 2.89 kip-ft 6.60 psi 8.66 in. sgrd 0.09 in. sgrd 1.30 in. sgrd 52.39 kip-ft OK Minimum Bearing Pressure = 154.00 psf Spread Footing Analysis Footing Description 2A VERTICAL Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 1,500.00 psf Loads -Kies X Dir. Y Dir. Z Dir. 0.00 0.00 35.71 Results Footing Dimensions X Dir. Y Dir. Z Dir. 6.00 ft. 6.00 ft. 12.00 in. Maximum Bearing Pressure = 1,364.00 psf • Concrete Strength = 2500 psi after 28 days Reinforcing Steel =Grade 60 , Fy=60,000 psi Check Shear Ultimate Load Pu = 60.71 kips Ultimate Sheaz Load Vu = 55.54 kips Ultimate Sheaz Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 60.71 kips OK Compute Required Reinforcing Distance to Face of Pedestal = Ultimate Moment = Rn = Maximum Reinforcing Allowed Actual Reinforcing Required = Minimum Reinforcing Required Ultimate Moment Capacity = 2.50 ft. 25.58 kip-ft 58.47 psi 8.66 in. sgrd 0.78 in. sgrd 1.30 in. sgrd 51.60 kip-ft OK Minimum Bearing Pressure = 1,364.00 psf Spread Footing Analysis Footing Description 3M UPLIFT Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearin g Capacity 110.00 pcf 1,500.00 psf Loads - Kies X Dir. Y Dir. Z Dir. 0.00 0.00 -2.97 Results Footing Dimensions X Dir. Y Dir. Z Dir. 3.00 ft. 3.00 ft. 12.00 in. Mazimum Bearing Pressure = 48.00 psf • Concrete Strength = 2500 psi after 28 days Reinforcing Steel =Grade 60 , Fy=60,000 psi Check Shear Ultimate Load Pu = 5.05 kips Ultimate Shear Load Vu = 3.33 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 5.05 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 1.00 ft. Ultimate Moment = 0.07 kip-ft Rn = 0.33 psi Maximum Reinforcing Allowed = 4.33 in. sgrd Actual Reinforcing Required = 0.00 in. sgrd Minimum Reinforcing Required = 0.65 in. sgrd Ultimate Moment Capacity = 26.24 kip-ft OK Minimum Bearing Pressure = 48.00 psf Spread Footing ~alysis Footing Description 3M VERTICAL Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data 'I Weight Allowable Bearing Capacity 110.00 pcf 1,500.00 psf Loads -Kips X Dir. Y Dir. Z Dir. 0.00 0.00 3.67 Results Footing Dimensions X Dir. Y Dir. Z Dir. 3.00 ft. 3.00 ft. 12.00 in. Maximum Bearing Pressure = 786.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel =Grade 60 , Fy=60,000 psi Check Shear Ultimate Load Pu = 6.24 kips Ultimate Shear Load Vu = 4.12 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 6.24 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 1.00 ft. Ultimate Moment = 1.18 kip-ft Rn = 5.39 psi Maximum Reinforcing Allowed = 4.33 in. sgrd Actual Reinforcing Required = 0.04 in. sgrd Minimum Reinforcing Required = 0.65 in. sgrd Ultimate Moment Capacity = 26.20 kip-ft OK ~ Minimum Bearing Pressure = 786.00 psf Spread Footing Analysis Footing Description 3J UPLIFT Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 1,500.00 psf Loads - Kius X Dir. Y Dir. Z Dir. 0.00 0.00 -3.66 Results Footing Dimensions X Dir. Y Dir. Z Dir. 3.50 ft. 3.50 ft. 12.00 in. Maximum Bearing Pressure = 77.00 psf • Concrete Strength = 2500 psi after 28 days Reinforcing Steel =Grade 60 , Fy=60,000 psi Check Shear Ultimate Load Pu = 6.22 kips Ultimate Shear Load Vu = 4.67 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 6.22 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 1.25 ft. Ultimate Moment = 0.21 kip-ft Rn = 0.83 psi Maximum Reinforcing Allowed = 5.05 in. sgrd Actual Reinforcing Required = 0.01 in. sgrd Minimum Reinforcing Required = 0.76 in. sgrd Ultimate Moment Capacity = 30.61 kip-ft OK Minimum Bearing Pressure = 77.00 psf Spread Footing Analysis Footing Description 3J VERTICAL Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 1,500.00 psf Loads -Kies X Dir. Y Dir. Z Dir. 0.00 0.00 13.44 Results Footing Dimensions X Dir. Y Dir. Z Dir. 3.50 ft. 3.50 ft. 12.00 in. Maximum Bearing Pressure = 1,473.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel =Grade 60 , Fy=60,000 psi Check Shear Ultimate Load Pu = 22.85 kips Ultimate Shear Load Vu = 17.14 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 22.85 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 1.25 ft. Ultimate Moment = 4.03 kip-ft Rn = 15.79 psi Maximum Reinforcing Allowed = 5.05 in. sgrd Actual Reinforcing Required = 0.12 in. sgrd Minimum Reinforcing Required = 0.76 in. sgrd Ultimate Moment Capacity = 30.48 kip-ft OK Minimum Bearing Pressure = 1,473.00 psf Spread Footing Analysis Footing Description 3D UPLIFT Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 1,500.00 psf Loads -Kies X Dir. Y Dir. Z Dir. 0.00 0.00 -3.66 Results Footin¢ Dimensions X Dir. Y Dir. Z Dir. 3.50 ft. 3.50 ft. 12.00 in. Maximum Bearing Pressure = 77.00 psf • Concrete Strength = 2500 psi after 28 days Reinforcing Steel =Grade 60 , F~=60,000 psi Check Shear Ultimate Load Pu = 6.22 kips Ultimate Shear Load Vu = 4.67 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 6.22 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 1.25 ft. Ultimate Moment = 0.21 kip-ft Rn = 0.83 psi Maximum Reinforcing Allowed = 5.05 in. sgrd Actual Reinforcing Required = 0.01 in. sgrd Minimum Reinforcing Required = 0.76 in. sgrd Ultimate Moment Capacity = 30.61 kip-ft OK Minimum Bearing Pressure = 77.00 psf Spread Footing Alalysis Footing Descriution 3D VERTICAL Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 1,500.00 psf Loads -Kips X Dir. Y Dir. Z Dir. 0.00 0.00 13.44 Results Footing Dimensions X Dir. Y Dir. Z Dir. 3.50 ft. 3.50 ft. 12.00 in. Maximum Bearing Pressure = 1,473.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel =Grade 60 , Fy=60,000 psi Check Shear Ultimate Load Pu = 22.85 kips Ultimate Shear Load Vu = 17.14 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 22.85 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 1.25 ft. Ultimate Moment = 4.03 kip-ft Rn = 15.79 psi Maximum Reinforcing Allowed = 5.05 in. sgrd Actual Reinforcing Required = 0.12 in. sgrd Minimum Reinforcing Required = 0.76 in. sgrd Ultimate Moment Capacity = 30.48 kip-ft OK Minimum Bearing Pressure = 1,473.00 psf Spread Footing Analysis Footing Description 3A UPLIFT Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 1,500.00 psf Loads - Kigs X Dir. Y Dir. Z Dir. 0.00 0.00 -2.99 Results Footing Dimensions X Dir. Y Dir. Z Dir. ~, 3.00 ft. 3.00 ft. 12.00 in. Maximum Bearing Pressure = 46.00 psf Concrete Strength = 2500 psi after 28 days Reinforcing Steel =Grade 60 , Fy=60,000 psi Check Shear Ultimate Load Pu = 5.08 kips Ultimate Shear Load Vu = 3.35 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 5.08 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 1.00 ft. Ultimate Moment = 0.07 kip-ft Rn = 0.32 psi Maximum Reinforcing Allowed = 4.33 in. sgrd Actual Reinforcing Required = 0.00 in. sgrd Minimum Reinforcing Required = 0.65 in. sgrd Ultimate Moment Capacity = 26.24 kip-ft OK Minimum Bearing Pressure = 46.00 psf Spread Footing Analysis Footing Description 3A VERTICAL Elevations Top of Pedestal 100.00 ft. Bottom of Footing 97.00 ft. Pedestal Dimenstions X Dir Y Dir. Z Dir. 12.00 in. 12.00 in. 2.00 ft. Soil Data Weight Allowable Bearing Capacity 110.00 pcf 1,500.00 psf Loads -Kips X Dir. Y Dir. Z Dir. 0.00 0.00 3.67 Results Footing Dimensions X Dir. Y Dir. Z Dir. 3.00 ft. 3.00 ft. 12.00 in. Maximum Bearing Pressure = 786.00 psf • Concrete Strength = 2500 psi after 28 days Reinforcing Steel =Grade 60 , Fy=60,000 psi Check Shear Ultimate Load Pu = 6.24 kips Ultimate Shear Load Vu = 4.12 kips Ultimate Shear Capacity Vc = 128.52 kips OK Check Load Transfer From Pedestal to Footing Allowable Concrete Bearing Load = 214.20 kips Ultimate Load Pu = 6.24 kips OK Compute Required Reinforcing Distance to Face of Pedestal = 1.00 ft. Ultimate Moment = 1.18 kip-ft Rn = 5.39 psi Maximum Reinforcing Allowed = 4.33 in. sgrd Actual Reinforcing Required = 0.04 in. sgrd Minimum Reinforcing Required = 0.65 in. sgrd Ultimate Moment Capacity = 26.20 kip-ft OK Minimum Bearing Pressure = 786.00 psf