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Home My WebLink AboutAPPLICATIONS, CO, MULT DOCS - 07-00204-00205 - BYUI Dry Storage - New Building - Site PlanZ 0 m F• p C07 i CD c c - -O C a a 3 < Q y c' n c o c 3 d m 7 n CD c 0 0 N ^' a C C1 = 2. 0 s CK o s c CD � 3 < Q > > cc � o o x :3 y `< S a n� < Q' CD o CD o 3 i CD 0 0 = S O CD CD j S C O C? z C f0 S C ID D) Q y . N C N p fD O fl-o !A �_ p O O N 07 n �. = 3 0 7 N CD 0 `< O O �' w N p O O 0 m' a CL M ic C CA m ic z I r v_ cn r m v m W C F ^^ / Q V/ m W S CL 7 3 N 'O 0 z M M m n 0 0 0 z Z D � n C q 0 '��• z o 0 L .W CD C m _ 0 v 0 � 0 0 N (D v n (D m L g v X m cn O CD (n 7. w W a CL N 0 m 70 �k C v 0 C:) 0% 4 C:) C:) N C:) C /�T O z � w 0 C% a I 3 N n �R n j " 1*4 > o � v �, n-1 �D (D •+ 3 W fD O y N � m - too a N 0 3 3 � (P <D ( y 1C y 3 D _ 7 3 0) 406 � _ c CD O CC < v fD O _ a 6 c f/1 T m v n m x O O• D) '. V co m 1 M 0 g Z v CD D) O a eD v cD c 'a 84 ? �.� i •p Om (Dm e�D 5 C r .y. C CD eD O O a; C. 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OD V p CT A w N v C � N � N 0 3 3 � 0 S o W v Z v G) m D C A Z z CD M m 0 Z 0 0 ' ;O4 REXBUR � L � 0 'Q�ft Mfg CITY OF Certificate of Occupancy REXBURG — CW — Americas Family Community City of Rexburg Department of Community Development 19 E. Main St. / Rexburg, ID. 83440 Building Permit No: 0700205 Applicable Edition of Code: International Building Code 2003 Site Address: Use and Occupancy: BYUI Dry Storage Building Type of Construction: Type II-N, Unprotected, non - combustible Design Occupant Load: NA - Storage Only Sprinkler System Required: No Name and Address of Owner: Byu Idaho Rexburg, ID 83440 Contractor: Double E Construction Special Conditions: Qualifies as S -1 occupancy if needed; No H occupany allowed. Occupancy: Storage, low hazard storage of non - combustible materials This Certificate, issued pursuant to the requirements of Section 109 of the International Building Code, certifies that, at the time time of issuance, this building or that portion of the building that ms inspected on the date listed wes found to be in compliance with the requirements of the code for the group and division of occupancy and the use for which the proposed occupancy w,es classified. - 4n== Date C.O. Issued: November _27', 2007 5P C.O Issued by: Building Official There shall be no further change in the e)asting occupancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any portion thereof until the Building Official has reviewed and approved said future changes. Plumbing Inspector: • �'/� Fire Inspector: A Electrical Inspecto ` � ✓� \�� P&ZAdministrator: TEMPORARY R67CBOg O CITY OF Certificate of Occupancy 1 E XIBUR Americas Family Community City of Rexburg Department of Community Development 19 E. Main St. / Rexburg, ID. 83440 Phone (208) 359 -3020 / Fax (208) 359 -3024 Building Permit No: Applicable Edition of Code: Site Address: Use and Occupancy: Type-of Construction: Design Occupant Load: Sprinkler System Required: Name and Address of Owner: Contractor: 0700205 International Building Code 2003 BYUI Dry Storage Building Type IM, Unprotected, non - combustible NA - Storage Only No Byu Idaho Rexburg, ID 83440 Double E Construction Special Conditions: Qualifies as S -1 occupancy if needed; No H occupany allowed. [ Mi capi n� ✓ms -) be i mfall-eo� � Tape I, a o Occupancy: Storage, low hazard storage of non - combustible materials This Certificate, issued pursuant to the requirements of Section 109 of the International Building Code, certifies that, at the time time of issuance, this building or that portion of the building that vies inspected on the date listed vies found to be in compliance vith the requirements of the code for the group and division of occupancy and the use for Mich the proposed occupancy vies classified. Date C.O. Issued: November , 2007 5P C.O Issued by: Building Official There shall be no further change in the wasting occupancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any portion thereof until the Building Official has reviewed and approved said future changes. Plumbing Inspector: Fire Inspector: A P &Z Administrator: Electrical Inspecto I� LJ CITY OF REXB URG BUILDING PERMIT APPLICATION Please 19 E MAIN, REXBURG, ID. 83440 208 - 359 -3020 X326 BYUI Storage Building _ PARCEL - NUMBER: X P NWN1 ('We wiu proviae uus ror you) SUBDIVISION: UNIT# BLOCK# LOT# is based on the mtormation - must be OWNER NAME.- CONTACT PHONE # PROPERTY ADDRESS: - %� a �S`T L;.�! S' • (i' s'.'�v %��° r Pr 7T' - r rl ,J �/ey �� 2 f� PHONE #: Home Work Glv�) 4G -- .914 Cell ( OWNER MAILING ADDRESS: �2S` L � l �t � a? CITY: d% = %si�� (- STATE: 1 � ZIP: i=' rl —5 EMAIL ,.elk J"3 «' FAX �i z n.�� =/1 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 ( 0 0700205 Cell ( CONTRACTOR MAILING ADDRESS: PHONE: Cell# Work# EMAIL IDAHO REGISTRATII �c (�, 1�b 1 U � k 10 , FATE ZIP How many buildings are located on this property? 4 E I S l` Did you recently purchase this property? rT9/ Yes (If yes give owner's name) Is this a lot split? NO YES (Please bring copy of new legal description of property) r r ' riK s e414 k'; j PROPOSED USE: (i.e., Single Family Residence, Multi Family, Apartments, Remodel, Garage, Commercial, Addition, Etc.) APPLICANT'S SIGNATURE, CERTIFICATION AND AUTHORIZATION: Under penalt of perjury, I hereby certify that I have read this application and state that the information herein is correct and I swear that any information which may hereafter be given by me in hearings before the Planning and Zoning Commission or the City Council for the City of Rexburg shall be truthful and correct. I agree to comply with all City regulations and State laws relating to the subject matter of this application and hereby authorized representatives of the City to enter upon the above - mentioned property for inspections purposes. N01'E: The building official may revoke a permit on approval issued under the provisions of the 2003 International Code in cases of any false statement or misrepresentation of fact in the a icatio o rrry on th�lans o which the permit or approval was based. Permit void if not started within 180 days. Permit void if work stops for 180 days. Signature of 0w rfApplicant D D --� Do you prefer to be contacted by fax, email or phone? Circle One WARNING — BUILDING PERMIT MUST BE POSTED ON CONST ON SITE! Plan fees are non - refundable and are paid in full at the time of application be n a 1 2007 City of Rexburg's Acceptance of the plan review fee does not constitu pl• approva **Building Permit Fees are due at time of application ** * *Building Permits are voi if yo r check does not clear** CITY OF REXBURG 2 Ll Building Safety Department City of Rexburg 19 E. Main janellh@rexburg.org Phone: 208.359.3020 ext 326 Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3024 Affidavit of Legal Interest State of Idaho County of Madison I, Name City Address State �� ptiX B URr !� CITY O F REXBURG O Americas Family Conununity Being first duly sworn upon oath, depose and say: (If Applicant is also Owner of Record, skip to B) A. That I am the record owner of the property described on the attached, and I grant my permission to: IN a111C Address to submit the accompanying application pertaining to that property. B. I agree to indemnify, defend and hold Rexburg City and its employees harmless from any claim or liability resulting from any dispute as to the statements contained herin or as to the ownership of the property which is the subject of the application. Dated this day of 20 Signature Subscribed and sworn to before me the day and year first above written. Notary Public of Idaho Residing at: My commission expires: 3 Please complete the entire Application! If the question does not apply fill in NA for non applicable NAME " ,Rtn PROPERTY ADDRESS Permit# SUBDIVISION Dwelling Units: SETBACKS FRONT Parcel Acres: SIDE SIDE BACK Remodeling Your Building /Home (need Estimate) $ SURFACE SQUARE FOOTAGE. (Shall include the exterior wall measurements of the building) First Floor Area Unfinished Basement area Second floor /loft area Finished basement area Third floor /loft area Garage area Shed or Barn Carport /Deck (30" above grade)Area Water Meter Quantity: Water Meter Size: RequlredLY PLUMBING Plumbing Contractor's Name: "�' ` ' ° ' - %'cam '�� Business Name: Address City State Zip Contact Phone: ( ) Business Phone: ( ) Email F FIXTURE COUNT (including roughed fixtures Clothes Washing Machine Dishwasher Floor Drain Garbage Disposal Hot Tub /Spa Sinks (Lavatories, kitchens, bar, mop) Plumbing Estimate $. Requiredl Signature of Licensed Contractor The Citv of Re Sprinklers Tub /Showers Toilet /Urinal Water Heater Water Softener License number Date schedule is the same as required by the State of Idaho (Commercial Only) 4 • 0 Please complete the entire Applica If the question does not apply fill in NA for non applicable NAME 80 !4 wl PROPERTY ADDRESS %S "j - q( �:i —`� W�. Permit# SUBDIVISION Requiredffl MECHANICAL Mechanical Contractor's Name: Business Name: Address City State zip Contact Phone: ( ) Business Phone: ( ) Email F Mechanical Estimate $ (Commercial /Multi Family Only) FIXTURES & APPLIANCES COUNT (Single Family Dwelling Only) Furnace Exhaust or Vent Ducts Furnace /Air Conditioner Combo Heat Pump Air Conditioner Evaporative Cooler Unit Heater Space Heater Decorative gas -fired appliance Incinerator System Boiler Pool Heater Fuel Gas Pipe Outlets including stubbed in or future outlets Inlet Pressure (Meter Supply) PSI Dryer Vents Range Hood Vents Cook Stove Vents Bath Fan Vents other similar vents & ducts: Heat (Circle all that apply) Gas Oil Coal Fireplace Electric Hydronic Mechanical Sizing Calculations must be submitted with Plans & Application Point of Delivery must be shown on 121ans. Required! Signature of Licensed Contractor The License number Date s permit fee s ebedule is the same as required by the State of Idaho atXe� Building Safety Department � City of Rexburg y 19 E Main ionellh@rexburg.org Phone: 208.359.3020 x326 Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3024 CITY OF ------------------ REXBURG '"w _- _ _______ America's Family Gonnnunity n OWNER'S NAME PROPERTY ADDRESS SUBDIVISION PHASE LOT BLOCK Permit #07 00205 BYU -Idaho Dry Storage Bldg Approxim 1st S & 5th W Required f ELECTRICAL Electrical Contractor's Name ��Z4�S_ Business Name Address City Cell Phone ( ) Business Phone ( ) Fax ( ) State Zip, Electrical Estimate ( cost of wiring & labor) $ _;��— (COMMERCIAL /MULTI - FAMILY ONLY) TYPES OF INSTALLATION (New Residential includes everything contained within the residential structure and attached garage at the same time) _ Up to 200 amp Service* 201 to 400 amp Service* Over 400 amp Service* Existing Residential (# of Branch Circuits) Temporary Construction Service, 200 amp or less, one location (for a period not to exceed 1 year) Spa, Hot Tub, Swimming Pool Electric Central Systems Heating and /or Cooling ( when not part of a new residential construction permit and no additional wiring) Modular, Manufactured or Mobile Home Other Installations: Wiring not specifically covered by any Cost of Wiring & Labor: $ Pumps (Domestic Water, Irrigation, Sewage) Requested Inspections (of existing wiring) Temporary Amusement /Industry of ove SEP , 4 " ' UP( OF RFXBURG *Includes a maximum of .. inspections. Additional inspections charged at requested inspection rate of $40 per hour. Signature of Licensed Contractor License number Date The City of Rexburg s permit fee schedule is the same as r by the St ate of Ida 0 SUBCONTRACTOR LIST Excavation & Earthwork: Masonry: Roofing:_ Insulation Drywall:_ Painting: Floor Coverings: Plumbing: Electrical: Special Construction (Manufacturer or Supplier) Roof Floor /Ceiling Joists: Siding /Exterior 8 0 0 EXEMPTIONS FROM STATE REGISTRATION As of January 1, 2006, the City of Rexburg can no longer sell permits without having a copy of your State registration number or your exemption from the State registration. Please send a copy of your state registration or fill out this form showing your exemption and send it with your license renewal or your next permit application. _ (This list is a summarization of Idaho Code Title 54 Chapter 5205, for full definitions of these exemptions please see the State's website at www.ibol.idaho.gov /cont.htm ❑ Currently State licensed pursuant to Title 54 Idaho Code, Chapters: 3 Architects, 10 Electrical Contractors /Journeyman, 12 Engineers /Surveyors, 19 Public Works Contractors (exempt from fee only registration required), 26 Plumbing /Plumbers, 45 Public Works Construction Management Licensing Act (exempt from fee only registration required), or 50 Installation of heating, ventilation and air conditioning systems Cl Employee or volunteer of a licensed contractor or part of an educational curriculum or nonprofit charitable activity with no wages or salary ❑ Employee of a US Government agency (State, City, County, or other municipality) ❑ Public Utility doing construction, maintenance, or development to its own business ❑ Involved with gas, oil or mineral operations ❑ Supplier doing no installation or fabricating ❑ Contracting a project or projects with a total cost less than $2000 ❑ Operation of a farm or ranch or construction of agriculture buildings exempt from Idaho Building Code ❑ Any type of water district operations ❑ Work in rural districts for fire prevention purposes ❑ Owner who performs work on own property or contracts with a registered contractor to do work as long as the property is not for resale within 12 months ❑ Owner or lessee of commercial property performing maintenance, repair, alteration or construction on that property ❑ Real estate licensee /property manager acting within Idaho Code ❑ Engaging in the logging industry ❑ Renter working on the property where they live with the property owners approval ❑ Construction of a building used for industrial chemical processing per Idaho Code ❑ Construction of a modular building (defined by Idaho Code) to be moved out of state I hereby certify that the above information is true and correct to the best of my knowledge. Signature Date Print Name z MUGI-IAM YOUNG UNIVERSITY IDAHO July 6, 2007 Gary Likeness City of Rexburg Planning and Zoning Department PO Box 280 Rexburg, ID 83440 Subject: Dry Storage Building Dear Mr. Likeness, E C E 0 V E ° D JUL -9 2DDT CITY OF REXBURG This letter is a response to the plan review comments dated July 2, 2007 for Permit Number 07 00204. ti Comment: Better elevations of all four sides are needed for determination of University District setback requirements and other buffering elements. Response: Elevations were attached to the two sets of drawings returned with the original review comments. Copies of these sheets are attached to this letter. Comment: Need to show areas defined as landscaped areas. Areas are not to be encroached in the future. Response: Two sets of drawings are highlighted showing the extent of the proposed landscaping for the buffers. Due to the retaining wall on the west, encroachment would be virtually impossible. On the north the changes in elevation between the existing elevation and the sidewalk would preclude any construction in the required setbacks. Comment: For permanent, non - seasonal screening, evergreen trees and shrubs need to be used or comprise a minimum of 80% of proposed trees and 80% of proposed shrubs. Response: The plantings selected were carefully considered. On the west there is a power line that is less than 20 feet above the existing grade. The trees selected are a maximum height of 15'. This would keep the trees out of the power lines and eliminate the need for annual trimming around the high voltage lines. These trees will also grow to approximately 15' radius. On the north we selected deciduous trees and bushes so that the sidewalk to the north of the landscaping would not be in shade and hence ice through the majority of the winter. If these choices are still unacceptable, the university will change to Spruce trees and we would eliminate the shrubs on the north. ' Comment: Need to specify caliper of deciduous trees and proposed height of evergreen trees. Response: The Rocky Mountain Maples will be 2" caliper, Peking Cotoneaster would be a 5 gallon plant. If spruces are required, 7' trees will be ordered. Please note that we anticipate the planting to occur in the spring to allow the purchase of higher quality product. Rulon Nielsen Facilities Planning/Construction Director 450 S. Physical Plant Way Rexburg, ID 83460 -8205 Phone: (208) 496 -1138 Fax; (208) 496 -2490 Cell: (208) 313 -0836 Email: nielsenru @byui.edu Comment: Specify Material to be used as ground cover, mulch, gravel, or other non - vegetative material should not substitute for and should not be dominant over plant material. Response: The ground cover will be mulch as used on the balance of the campus. Comment: Irrigation details need to be submitted for review. Areas over 500 square feet should be irrigated with automatic systems designed to conserve water. Response: One copy of standard sprinkler details from other projects is enclosed. These details will be used as applicable in the system installed by BYU -Idaho sprinkler mechanics. The sprinkler system for this project will be a drip system at each tree. There are no standard details in project files for a drip system. Other systems have been installed on campus if a site observation would be useful in answering the comment. Comment: Planting details need to be submitted, i. e. soil mix, pit size for placement of rootball, etc. Response: One copy of standard planting details from other projects is enclosed. These details will be used as applicable in the system installed by BYU -Idaho arborist. The soil mix will be the same material as used on the balance of the campus based on the species of tree selected. Comment: Commitment statement shall be submitted regarding maintenance shall be submitted, specifying that plants shall be reviewed annually and any dead or diseased plantings shall be replaced with plants of equal or greater size than what was originally planted, and of the same species as was originally planted. Response: BYU -Idaho currently employs 8 full time groundskeepers and approximately 80 student employees to maintain the grounds at the University. We commit to maintain the plantings and the sprinkler system with the same rigor as the balance of the campus. Should a plant die or become diseased, it will be replaced with plants of equal or greater size than what was originally planted, and of the same species as was originally planted. In summary, BYU -Idaho intends to plant materials, install sprinkler systems, landscape and maintain the new buffer areas with the same dedication as is shown on the campus. Should at any time this be determined not to be the case by the City of Rexburg, a simple telephone call will start the corrective action process. If there are any questions, please call me. Respectfully, o ie s rc ' ct it lanning/Construction Director Rulon Nielsen Facilities Planning/Construction Director 450 S. Physical Plant Way Rexburg, ID 83460 -8205 Phone: (208) 496 -1138 Fax; (208) 496 -2490 Cell: (208) 313 -0836 Email: nielsenru @byui.edu oQ �XBUe� July 11, 2007 Rulon Nielsen 450 S Physical Plant Way Rexburg, Idaho 83440 Dear Mr. Nielsen, CITY OF REX OW Americas Family Community Thank you for submitting a response to our review notes for your submitted plans. Thank you for the clarification provided on several of the concerns that staff had. After reviewing the submitted material and responses, I believe there are only a couple of issues that need to be resolved or clarified prior to obtaining approval from the Planning Department. Those issues are described in the following body of this letter. Regarding adequate screening of the site, there needs to be a non - seasonal screening of this site mostly in the form of vegetation. With the deciduous trees and shrubs, the site would be clearly visible for the majority of the year. Are there any dwarf spruces or others that only grow to about 15 -feet in height that could be used? Does a Dwarf Alberta Spruce work for our area? Does a Mugho Pine- Rostrata work for our area? Is there a way to have a balance of deciduous trees and the use opaque fencing? This might work on north side of the property where you would like to maximize solar access to prevent winter ice build -up on the adjacent sidewalks. Regarding the installation of landscaping, a temporary certificate of occupancy could be issued upon the completion of the building. A final certificate of occupancy can be issued after any unresolved, non -life and safety issues are resolved, such as installation of landscaping. During the winter months, we have issued temporary certificates of occupancy with the condition the proposed landscaping be installed by June 1" of the next summer. Finally, in my comments regarding delineation of proposed landscaped areas, I only have areas designated by a highlighter pen, whereas we would prefer specific areas delineated for future referencing. Gary Leikness Planning and Zoning Administrator 12 N. Center Rexbug, ID 83440 P. O. Box 280 Phone (208) 359.3020 ext 314 Fax (208) 359.3024 gag1 @nxbuqog ww -- burg.oig Thank you for the time you have spent on this thus far. I really think that working out a solution with the design review committee (DRC) is going to work out. The details just need to be hammered out to ensure that the intent of the DRC is followed. Sincerely, Gary Leikness Planning and Zoning Administrator Gary Leikness Planning and Zoning Administrator 12 N. Center Rexburg, ID 83440 P. O. Box 280 Phone (208) 359.3020 ext 314 Fax (208) 359.3024 gaDvg- xburgorg -- xburg.org 0 m D A y O O y D Z Z I Z u V O i 5 O z r (� ' n' N Fn z 70 U' D r -- U) rrn C) rn 0 D 70 0 N 0 c 70 n rn rn �rn C) z , �03 CP O X r O c ° Oz Orn- 70 rn N N ° ( ° w z 711 W r rn O z 00 �O (J) �0K s Fn 0 N x Ornz0 z_ yrq N yrn0 - �KO � c - n z o o u O O Z➢�➢ O N a� rn < o =Z➢ rn Q r C7 z fm O �➢� 70 cn N� ➢O - -,nw � rn r rnrn 7W J D ➢° ()7u0 r °rn$ rn rn Fn rn (& 70 7 / 70 0 N 0 c 70 n rn rn �rn C) z , �03 CP O X r O c ° Oz Orn- 70 rn N N ° ( ° w z 711 W r rn O z 00 �O c K s Fn N N x rn o =: Y` o�' N N x rl �7 � N yrq N �rnrn rtl or" c - n z E >s0 rn C/) DESCRIPTION: D- BUILDING ELEVATIONS 00 m & MISC. DETAILS LOCATION / PROJECT: DRY STORAGE BUILDING REPLACEMENT z O rn O z BRIGHAM YOUN G UNIVERSITY IDAHO flFrh SOUTH zo C O z $ fflom 9 Q!RA08 < 52M rn a rn F= 9 N c� rn 0 N) 8 SAS rn rn (-n U OR rn 0 A n n rd U) DESCRIPTION: LOCATION / PROJECT: BRIGHAM YOUN G m PLANTING / BUFFERING DRY STORAGE BUILDING U N I V E R S I T Y (D --- i PLAN REPLACEMENT IDA IN AIV _. ��._.._.. 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S T � MID > 90 z DO z 0 0 G) c) ro 0 8 > 0 X > 1- Un) z 'n -4 c !�>Zjrn'mgm Q 0 m M C/) -71 500(n'm gl OX!,�gACE 1 00 0 Zjjw-n -n Z IM cS C .20 m M I ";a 0 A , cf C) CO >WZ0 W - n :11 ch C) U) xm.-Pa��kov -P. m mc m m m > -A. z t a z z 1H 0 c m E3 0< 0 m cz 0 -n z > C13 x m 0 > O CD O UG F rs� a L 0000❑❑❑❑❑❑ wSm0 - D0 D<rZ Tt n > > > m - m .1 0O {� n n 0 0 O 0 D m n — 1 0 1 Z o o LO U) D n = D Immxpx M I m 1 m omit I D o z Drmz> � = p m m N LO T co m m r p z I , j i W rn P rn (A N � 0) I Cn NC Ln Cn rn ❑ ❑DOD❑❑❑❑❑ cn cn G) G) Ti O ;u x D xx000) zzc� ZZ o r r 0 0 r xx��z WQ� KKco0 mm'oZ0 S S X � c� c� 00' =i I I I Z 1 x MD I r- 0 O m 'mM z =m��Z Fn z�nw Fil mo��z Z Z W cn — C., z C.+ I m v N CA U W 2 1 W C4 �� v N� � v CD O v { ii -a I D z I , X-N V) Cf) O = X < D C) --qm O -D Z x U) m U) 0 D D m 0 c C) D o ::E - D M;D• �° ;u. M m. (nzzpF- p -i CC) < 0 D Z _ D ;;o _ _.._ c - D < D m � � mom_ > F- r D O U) rn -) � -� z < -< D 0X >z c Z D x � Cn Zl p 0 O M O . M ;;u _s _ fn `X o° ( GO x 0 0 D D p O Z D Z X � _> Z 0 G7 r c (n O m z (7 D = D D ri ri rm <- icn (nTl'DO�rSSG� rn-< - Um D D-- rO -<ZxOOp -Uc r D ;U m M;D• �° ;u. M m. (nzzpF- p -i CC) < 0 (n cc) a ;;o Z m <-- ICntn�"OO�rSSG)T'IT� T7rnc�C�OD m-<ommDz- DmO- { rrZxOOmO - UCtTJDX D D :Z7 -K5x tC - NZZr� - - _5>9g_ - omz =NCn 0 O>XMXOMCD -Io ZZ�O� >r-I zN G)C D z r D m -- q Om CD 0 r- m 0X >z c Z D x � Cn Zl p 0 X m Z 0 m 0 m D r °o o m D Z w rm- r Z m rn 0 Z7 -D-i ---j O O o OM z z z a D > > 0 0 0 N mom r�var,�c�zzm r c —cmmX D r�r��cn z m C) r m (n Z h> ODOmmG < rn O X < Z oo D n I` z U D _0 U) Z � � U) < m \ T z c T C m, rr, P, (J r �e C y C `L L r D r= PAV CD 0 r w �:u - 0 pe C z Z C r � U) O � C Z (n = 0 M m D o � O m — z t � C) m o z x m 0 O Z O o Zi, ZA m 0 4 -n Q rn Z N G1 C7 y N z i i N D W S Vl A �1 O sz o so 8 s W Q►�1�61 G7{� �O� W N�zo --011 v W O�O COrn Rag= � z 7a s rn G) F N o rn I O U 0 I CA Z 2i G � rn N c-;t QO O � p R OD 7oq c� z C? �c is m g° z �v�a C/) DESCRIPTION: LOCATION / PROJECT: = DRY STORAGE BUILDING Iv m SITE DEMOLITION REPLACEMENT m N N C7 o Q 5 2 BRIGHAM YOUNG UNIVERSITY IDAHO m t K C O Z O n o CD 0 n c g z N O W m 0 V V z O� - o z r rrn 70 z i i -am °? � OO N C7 � d Ne V 4� �C1 o rn °N�Z o rn i (n DESCRIPTION: LOCATION / PROJECT: B R I G H A M YOUNG m CA EXISTING ELEVATIONS DRY STORAGE BUILDING U N I V ER S T Y m REPLACEMENT IDAHO 0 m m 0 C g i 0 ° w v 0 s x r— U) -TI Ffl C> rn rn FT1 D Q 0 Q1 r a 0 rn un ra a rn o D� — O- - -CDOnV C1t31 - �►W N— Z O p. . . O. CI1 Q1 "'D ZZN � N p� D rnrn =- o�0^� =�rns�r'�rn �a 0" y�� Znrc�n p�o�Zcn < yZ D �N0��Z7o Z�`N0 r- X 5 c � z ?o w Of�zNrn cc�fii 0 4 = oNv z�� Q G 8 N � �ZC1N N lLn ^ i po zrn 00 <vP Cep a+ =� O0 2 C = - c0 rnZ zOO� 6 7O 0 :1 C F � Z n ° nv` -A NP r �t�" �m tJON� v 0= ZnO= �E ZN os- , c a z v z LO V cf) DESCRIPTION: m NEW SITE WORK -' CONSTRUCTION N Q N IV W N_ Z N W n� as C C� N N o _ -A I+ N Z y. N ` O Z LOCATION / PROJECT: DRY STORAGE BUILDING REPLACEMENT W Al n� 0 BRIGHAM YOUNG U N I V E R SI T Y IDAHO 3 M ) C C 7 0 rn MR- E w a 1. 0 �- Z C'll -< � • z ul 0 z .1= S v 0 0 N R3;. rn c/) DESCRIPTION: m NEW SPOT ELEVATIONS c' r '' & PAVING LOCATION / PROJECT: B R I G H A M Y O U N G DRY STORAGE BUILDING U N I V ER S I T Y REPLACEMENT IDAHO =�A O�Cn O �Q 1 p rn �Cl� C� O O 6) ON ��O? O =N rn b3 rn - gcp� - -i �JI �ca� T -t cD -n -+ cn0 O . O -n F= -�� it ce N 3 M ) C C 7 0 rn MR- E w a 1. 0 �- Z C'll -< � • z ul 0 z .1= S v 0 0 N R3;. rn c/) DESCRIPTION: m NEW SPOT ELEVATIONS c' r '' & PAVING LOCATION / PROJECT: B R I G H A M Y O U N G DRY STORAGE BUILDING U N I V ER S I T Y REPLACEMENT IDAHO c F N t L r I m W m rnm °ovv�ov� crnrnrn =rnrn �-iz Z$ &� a- u_ GzN "0 0 a ;-,, :x O rn c ° o,-„ rn �rn c _ 0 c N Z V n T K I — 0 rn Z C cL Q Q Q L N Q t t �t Q _ �c rnn� �SNN A C to rn rn n � rn C Z ` N tf vi�� _ 0 � z z v = M rn rn T cn `� v � N Z ° 7 �p0pM Il-WNv z T O O v O F rn F` (j D DG� = rn ? 07rna z C) i+ -a z 70 10 00 D ra`"it��v6D_� rn /� =I : C -) J � Z n Z ° u _ D 0 Q 1 - °zffiO v rn g °a Z � rn rn � N rn T Z ➢ O �Z Lp rn cn ra Z = � g DESCRIPTION: BUILDING SCHEMATIC & SPECIFICATIONS �N N Q N Z ELECTRICAL 504 GR. �0 rn c9 ° . HOUSING _�p7 7�� 483GR C O C Q w rn O rn O O .___ �2 Cp �l N o� oDO m cwt► GE C G) C C Qq � i n n Z 17 79 Z ^ D O ^0 = Z N W tD N Iv_ DRY STORAGE BUILDING REPLACEMENT N G�rn�Ot�r� na CSn�G)7oC�� G� At T%3 v o Q rn v 0 C � oa G aaF 0 c w g �r N Q - (h Q N_ ch x N_ co co N y itrdi i r z rn Z BRIGHAM YOUN G U N I V E R S T Y IDAHO m! N _ -m rnp P,>1 j r-g ppgpr ?-8 ,�- w Qn3NN.AV ��n� Z z Z 2 z N x C -ov � O� 1326692 20 g 70 ;K P as K 00 0 c� rn LOCATION / PROJECT: ,� �,- -7r 0 m 0 0 a W P Z N O D rn z Q N N r z IV O � �D Z m 03 0 C) O ? z D C n (A yN' > �� z O T = m m � m D m C0 A z mD N A m n .p ° z4 > ;o m z C - ) mD I O y m� �D z 2 O m D A G"1 O z m I D �\ r ii b rin O z OD C En z O y O� A W �m O �m _4�9 rn T rn Z N N O Nr�t^n rn � 0S oa rn �- • _ _ _ •— ELECTRICAL 0) cp zc_ Q 504GR. CO�, HOUSING Q _ O � ` 7 ; 70 483 GR. a: c (D r d? °�zo —7u0 d, 7U�t\p 0rn 0 iV O �z d? O n O D O m- rn w N a2 G�c n Z(D c�n< cn — II O n O D r 70 � Z O Z • I • 03 cn O _ r D N_ Q II Q -u �U) �0a Z � n O � rn � rn rn �-„ � � r rn 0 n Oro No0 z = - v O rn D 0 0Z G) c < 70 r Z O O O O ELECTRICAL rn y HOUSING 483 GR. 504 GK. � � 7 U ;' 70 nor �LZ I l`I _ l \7)J O M O N c O Oc- (p v= O Inc ?� O ➢U © D G7 D D 71 A� Z - Z (f) DESCRIPTION: m MISCELLANEOUS J � DTATILS �O V D�Z�-nrn rn Nz� rn C o a g LOCATION / PROJECT: DRY STORAGE BUILDING REPLACEMENT i e N -- 4 0 - U(nNy \ 7o 70 rn CND -0 u > 1— n -u 0 D 0 rn0C ) N -. �rn07u ➢ b� rn� n pLn n F� ° F N� F r 0 -A cn n c0 K 6 - 0 N� rn rn 0 U W s� X -1-. 00 03 K rn� rn BRIGHAM YOUNG U N I V ER S T Y DAH 0 �o Ui r N Ui r � _ WA O ta O rn rn > rn z , v 0 K 0 0 0 rn 0 0 z 0 0 0 0 - T F — P > (s) 0 op Cp 0 0 7u < -0 > > 70 0 rTl Z: z o n (j) ➢ Fn (j) G) Ln Fn > 0 (f) z 0 rTl r" /'u u > a 70 > " rn rn 79 03 - r - n i ND D r 0 Fn Ph 0 z c-) 7113 0 r - n 7U K 0 11 r-n > 0 Fp rn rn 7u 0 rl N O 7u C) rn C) cn 0 > K --u (p ➢ ra rn 6 > rn C*) > rn __---j 03 (D 0 >< ➢ rn > r 0 - n q rn rTl )> 0 - n Z E >s0 rn z cn DESCRIPTION: LOCATION / PROJECT: BRIGHAM YOUN G m BUILDING ELEVATIONS DRY STORAGE BUILDING U N I V ER S I T Y 00 m & MISC. DETAILS REPLACEMENT ---i I D A H 0 0 0 i 5 C j a i e Z F1FTt150UrH � N -i . Q Q 0 U? �rnrnZ�jQ� o ZZ��z A �z aF� ED Z o rn p tj, rn Dg� co W rn to op Z R Z w N rn - 0A tn_ m- Cf) DESCRIPTION: LOCATION / PROJECT: B R I G H A M YOUNG m PLANTING / BUFFERING DRY STORAGE BUILDING U N I V ER SI T Y PLAN REPLACEMENT DAH 0 0 Vi A C n D A Z H 9 1� O 9 Fn w N_ o�. rn rn r z c 5; n rn r .- O O O C 710 Z r (` VVV /l 4 _ l Z N N rn Z 0 Cn DESCRIPTION: LOCATION / PROJECT: BRIGHAM YOUNG m DRY ENLARGED FLOOR PLAN/ STORAGE BUILDING U N I V ER SI T Y ° -� ELECTRICAL LAYOUT REPLACEMENT IDAHO O U O t �y . r3 m c0 m N W Q Z rn rn M Q Q z rn $DN6> o -9 Fn � z n z � c a iii O N Z 2 r� rn 1 Ln v Ca z c ,k v ii PLANTING / BUFFERING PLAN o4 °R LOCATION / PROJECT: DRY STORAGE BUILDING REPLACEMENT BRIGHAM YOUN G U N I V ER SI T Y IDAHO z W FIFTH SOUTH i N 0 S O z r'n z 7u -+ n r CP rn C C) D F rn O O C n rn O c 0 Oz Orn � D O � _ D E rn rn �G Z 7 W rn r !T9 rn 4 O z Z O r rn O z U0::�OK c) t 0 z z_ �O -� O rn 0 NQ-rn1� z _ Z pDD Fn D C U OP 31 pN OOO70 r" Z n 70 G)z rnonNY Q z rn 3 �O (AGE D rn� 0� -0 rll r y C1� rnrn� W J Y n 7u O r - rn rn O O C n rn O c 0 Oz Orn � D O � _ D E rn rn �G Z 7 W rn r !T9 rn 4 O z Z O r rn O z cf) DESCRI TION: m BI ILDING ELEVATIONS 00 � & MISC. DETAILS LOCATION / PROJECT: DRY STORAGE BUILDING REPLACEMENT BRIGHAM YOUN G UNIVERSITY ID HA 0 N c) t • Z �O n rn b Fn = Fn O < Z 63 CSC o z cf) DESCRI TION: m BI ILDING ELEVATIONS 00 � & MISC. DETAILS LOCATION / PROJECT: DRY STORAGE BUILDING REPLACEMENT BRIGHAM YOUN G UNIVERSITY ID HA 0 D �O �O D = 63 n _rn rn rn rn �Op O X DXD — D t r-n rn rn c�z r oo j Eq rn cf) DESCRI TION: m BI ILDING ELEVATIONS 00 � & MISC. DETAILS LOCATION / PROJECT: DRY STORAGE BUILDING REPLACEMENT BRIGHAM YOUN G UNIVERSITY ID HA 0 Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 1 of 82 0700205 VP Buildi BYU I Dry Storage Bldg 3200 Players Club Memphis, TN 38125 -8843 STRUCTURAL DESIGN DATA Project: BYUI Name: 4091 BYUI 80x l OOx 16 5- 4- 07_V_4 Builder PO #: Jobsite: City, State: Rexburg, Idaho 83440 County: Madison Country: United States TABLE OF CONTENTS Letterof Certification ............................................................................................................................................... ............................... 2 BuildingLoading - Expanded Report ....................................................................................................................... ............................... 4 Reactions- Expanded Report .................................................................................................................................. ............................... 11 Bracing- Summary Report ..................................................................................................................................... ............................... 32 Secondary- Summary Report ................................................................................................................................. ............................... 39 Framing- Summary Report .................................................................................................................................... ............................... 52 Coverin - Summary Report ..... ....... ........ ....... ... ....... ........ ........ ........ ....... ...... AUG - 3 v CITY OF REX U C VPC File:4091 BYUI 80x100xl6 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07-13733 Time: 2:30:36 PM Page: "HZI Wall: 4, Frame at: 99/6/0 Frame Cross Section: 5 91 cc Dimension Key 1 8 1/2" 2 4'-0" 3 3' -21/4" 4 l'-O 3/4" 5 1' -7 7/16" 6 2 @ 2'-3 7 2 @ 3'-6 7/8 8 3 1/2" 9 24'-g" FRAME CROSS SECTION AT FRAME LINE(S) 5 Frame Clearances Horiz Clearance between members I (CGXOO 1) and 14(CGX002): 7T-2" Vert. Clearance at member I (CGXOO 1): 16'-9 1/16" Vert, Clearance at member 14(CGX002):16'-9 1/16" Vert. Clearance at member 15(EGX001): I7' -1 1 1/4" Vert. Clearance at member 16(EGX002): 20'-10 1/4" Vert. Clearance at member 17(EGX003): 21'- 101/4" Vert. Clearance at member 18(EGX004): 20!-2 1/4" Finished Floor Elevation = 100' -0" (Unless Noted Otherwise) FB V'PC File:4091 BYUI 80xl 00xl 6 5-4-07 VPC Version :5.6d V—j Date: 7/17/2007 07 -13733 Time: 2:30:36 PM ' Page: 3 of 82 Tube and Pipe Sections ASTM A500, Grade B (Fy - 42 ksi pipe, Fy - 46 ksi tube) Light Gage Sections ASTM Al 011 SS Grade 55 ksi, A653 SS Grade 55 ksi Round Rod Bracing ASTM A572 Grade 65 ksi 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 BUILDINGS will be erected or constructed in strict compliance with pertinent documents furnished by VP BUILDINGS. Sincerely, P.E. Prepared by: A _ Reviewed by: kfvf VP BUILDINGS 3200 Players Club Circle, Me I I his TN 38125 -8843 S �\pNAL Ule \TINE VPC File:4091 BYU180x100x16 5 -4 -07 V 4.VPC VPC Version :5.6d Imil fJ la 1 �8' -7 7/161' - 16-2 5/8" 14-2 •0 OJ06E06017 O 1 ■ I ■ - -�3 LQ O V 1 0 V 1 0 -0 V -0 o •010JO606017 •0 OJ06E06017 O 1 ■ I ■ - -�3 LQ V 1 0 V 1 0 -0 V -0 •0 OJ06E06017 O 1 ■ I ■ - -�3 LQ Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 5 of 82 Design Load Combinations - Framing No. 1.000 Collateral 2.500 Frame Weight) : Roof. A A E 1.712 psf Entire Brc Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.20 + 7.000 Snow + (Includes Description 1.000 Collateral 2.500 Frame Weight) : Roof: A B E 1.712 psf Entire Frm Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.20 + 7.000 Snow + (Includes 1.0 D + 1.0 CG + 1.0 L 1.000 Collateral 2.500 Frame Weight) : Roof: B B E 1.712 psf Entire Brc Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.20 + 7.000 Snow + (Includes 1.000 1.000 Collateral 2.500 Frame Weight) : Roof. B Deflection Conditions 3 Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels 1.0 D + 1.0 CG + 1.0 ^ASL Purlins are supporting:Metal Roof Panels 4 Girts are supporting:Metal Wall Panels 1.000 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. 5 Design Load Combinations - Framing No. Ori in Factor Application Description 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^ + 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 PL2 D + CG + PL2(Spans 3 and 4) 7 System 1.000 1.0 D + 1.0 CG + 1.0 PI.2 D + CG + PL2(Spans 4 and 5) 8 System 1.000 1.0 D + 1.0 CG + 1.0 S D + CG + S 9 System 1.000 1.0 D +I.0 CG +1.0 US1* D +CG +USI* 10 System 1.000 1.0 D + 1.0 CG + 1.0 *US 1 + CG + *US 1 11 System 1.000 1.0 D +I.0CG +I.0 WI> D +CG +WI> 12 System 1.000 1.0 D + 1.0 CG + 1.0 <W 1 D + CG + <Wl 13 System 1.000 1.0 D + 1.0 CG + 1.0 W2> D + CG + W2> 14 System 1.000 1.0 D + 1.0 CG + 1.0 <W2 D + CG + <W2 15 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W 1> D + CG + L + W 1> 16 System 1.000 1.0 D +I.0CG +0.750L +0.750 <WI D +CG +L + <WI 17 System 1.000 1.0 D +I.0 CG +0.750L +0.750W2> +CG +L+WZ> 18 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W2 D + CG + L + <W2 19 System 1.000 1.0 D +I.0 CG +0.750S +0.750WI> D +CG +S +WI> 20 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W 1 D + CG + S + <W 1 21 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W2> + CG + S + W2> 22 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 D + CG + S + <W2 23 System 1.000 0.600 D + 0.600 CU + 1.0 W 1> D + CU + W 1> 24 System 1.000 0.600 D + 0.600 CU + 1.0 <W I D + CU + <WI 25 System 1.000 0.600 D + 0.600 CU + 1.0 W2> D + CU + W2> 26 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 D + CU + <W2 27 System 1.275 0.900 D + 0.900 CG + 1.106 F> + 1.0 EG- D + CG + F> + EG- 28 System 1.275 0.900 D + 0.900 CG + 1.106 <E + 1.0 EG- D + CG + <E + EG- 29 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.106 F> + 1.0 EG+ D + CG + S + E> + EG+ 30 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.106 <E + 1.0 EG+ D + CG + S + <E + EG+ 31 Special 1.275 0.900 D + 0.900 CG + 2.500 E> + 1.0 EG- + CG + E> + EG- 32 Special 1.275 0.900 D + 0.900 CG + 2.500 <E + 1.0 EG- + CG + <E + EG- 33 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 E> + 1.0 EG+ + CG + S + F> + EG+ 34 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 <E + 1.0 EG+ D + CG + S + <E + EG+ 35 AISC - Special 1.700 0.900 D + 0.900 CG + CG 36 AISC - Special 1.700 0.900 D + 0.900 CG D + CG 37 AISC - Special 1.700 1.200 D + 1.200 CG + 0.200 S + CG + S 38 AISC - Special 1.700 1.200 D + 1.200 CG + 0.200 S + CG + S 39 System Derived 1.275 0.900 D + 0.900 CG + 0.332 F> + 1.0 EG- + 1.500 EB> D + CG + F> + EG- + EB> 40 System Derived 1.275 0.900 D + 0.900 CG + 0.332 <E + 1.0 EG- + 1.500 EB> D + CG + <E + EG- + EB> 41 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 E> + 1.0 EG+ + 1.500 EB> G+S +E>+EG++EB> 42 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 <E + 1.0 EG+ + 1.500 EB> D+CG+S+<E +EG++EB> 43 Special 1.275 0.900 D + 0.900 CG + 2.500 EB> + 1.0 EG- D + CG + EB> + EG- 44 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 EB> + 1.0 EG+ D + CG + S + EB> + EG+ 45 System Derived 1.275 0.900 D + 0.900 CG + 0.332 E> + 1.0 EG- + 1.500 <EB D + CG + F> + EG- + <EB 46 System Derived 1.275 .900 D + 0.900 CG + 0.332 <E + 1.0 EG- + 1.500 <EB D + CG + <E + EG- + <EB 47 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 F> + 1.0 EG+ + 1.500 <EB D+CG+S +E>+EG++<EB 48 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 <E + 1.0 EG+ + 1.500 <EB G+S+<E +EG++<EB 49 Special 1.275 .900 D + 0.900 CG + 2.500 <EB + 1.0 EG- 0 + CG + <EB + EG- VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 82 of 82 Shape: Shop Panel Data Wall/Roof Type Thickness Finish Color Direction Gable Dir Max. Length all: 1 Panel Rib 26 KXL Cool Regal White Right to Left Peak Out 41/0/0 cation: 2 NBVP - Masonry 8" psf = 97.00 Supported by others =yes all: 2 Panel Rib 26 KXL Cool Regal White Right to Left Peak Out 41/0/0 Location: 2 NBVP - Masonry 8" psf = 97.00 Supported by others =yes cation: 3 NBVP - Masonry 8" psf = 97.00 Supported by others =yes all: 3 Panel Rib 26 KXL Cool Regal White Right to Left Peak Out 41/0/0 Location: 2 NBVP - Masonry 8" psf = 97.00 Supported by others =ryes Location: 3 NBVP - Masonry 8" psf = 97.00 Supported by others =yes Location: 4 NBVP - Masonry 8" psf = 97.00 Supported by others=yes Wall: 4 Panel Rib 26 KXL Cool Regal White Right to Left Peak Out 41/0/0 Location: 2 NBVP - Masonry 8" psf = 97.00 Supported by othersryes Location: 3 NBVP - Masonry 8" psf = 97.00 Supported by others =yes Roof: A Panel Rib 26 Galvalume Standard Color System Generated Not Applicable 35/0/0 oof: B Panel Rib 26 Galvalume Standard Color System Generated Not Applicable 35/0/0 Fastener Data Wall/Roof Type Length Spacing Washers Insul. Block Mod. Ctrl. Ice Dammin Wall: I Color Match Carbon Standard Option Standard Option Yes None No Yes cation: 2 Not Applicable all: 2 Color Match Carbon Standard Option Standard Option Yes None No Yes Location: 2 Not Applicable Location: 3 Not Applicable all: 3 Color Match Carbon Standard Option Standard Option Yes None No Yes ation: 2 Not Applicable Location: 3 Not Applicable Location: 4 Not Applicable Wall: 4 Color Match Carbon Standard Option Standard Option Yes None No Yes Location: 2 Not Applicable Location: 3 Not Applicable Roof: A Stainless Steel Capped Standard Option Ice Damming Yes None No Yes Ro of. B Stainless Steel Capped Standard Option Ice Damming Yes None No Yes VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 7 of 82 20 System Derived 1.275 0.900 D + 0.900 CG + 1.0 <EB + 0.700 EG- + CG + <EB + EG- 21 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPAI D + CG + WPAI 22 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPAI + CU+ WPAl 23 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPAI + CG + S + WPAI 24 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD 1 + CG + WPD 1 25 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPDI D + CU + WPDI 26 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPDI D + CG + S + WPD 1 27 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 D + CG + WPA2 28 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 D + CU + WPA2 29 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA2 D + CG + S + WPA2 30 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD2 D + CG + WPD2 31 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD2 D + CU + WPD2 32 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD2 D + CG + S + WPD2 33 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPBl D + CG + WPBI 34 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB 1 + CU + WPB 1 35 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB 1 D + CG + S + WPB 1 36 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPCI D + CG + WPCI 37 System Derived 1.000 0.600 D + 0.600 CU+ 1.0 WPCI D + CU + WPCI 38 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPCI + CG + S + WPC1 39 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WP132 D + CG + WPB2 40 System Derived 1.000 0.600 D + 0.600 CU+ 1.0 WPB2 D + CU + WPB2 41 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB2 D + CG + S + WPB2 42 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC2 D + CG + WPC2 43 System Derived 1.000 P.600 D + 0.600 CU + 1.0 WPC2 + CU + WPC2 44 System Derived 1.000 11.0 D + 1.0 CG + 0.750 S + 0.750 WPC2 D + CG + S + WPC2 Desion Load Combinations - Girt No. Origin I Factor I Application Description 1 2 System System 1 1.000 1.000 1.0 Wl> 1.0 <W2 pl> J<W2 Desi¢n Load Combinations - Roof - Panel No. Origin Factor Application Description I System 1.000 1.0 D+ 1.0 S D+ S 2 System 1.000 1.OD +1.OUS1* D +USI* 3 System 1.000 1.0 D+ 1.0 *USI D+ *USI 4 System 1.000 1.0 D+ 1.0 Wl> D+ Wl> 5 System 1.000 1.0 D + 1.0 <W2 D + <W2 6 System 1.000 P.600 D + 1.0 Wl> D + W l> 7 1 System 1.000 P.600 D + 1.0 <W2 ID + <W2 Desien Load Combinations - Wall - Panel No. Origin Factor I Application Description 1 2 System System 1.000 1.000 11.0 Wl> 11.0 <W2 pl> J<W2 Deflection Load Combinations - Framine No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 LOS S 3 r System 1.000 0 180 1.0 US 1 * S 1 * 4 System 1.000 0 180 1.0 *USI *USI 5 System 1.000 0 180 0.700 Wl> Wl> 6 System 1.000 0 180 .700 <WI < 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 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 1.000 0 180 .700 WPBI VVTB 1 14 System Derived 1.000 0 180 0.700 WPCI VVTCI 15 System Derived 1.000 0 180 0.700 WP132 WPB2 16 System Derived 1.000 0 180 0.700 WPC2 WPC2 17 System 1.000 60 0 0.600 F> + 0.700 EG- + EG- 18 System 1.000 60 0 0.600 <E + 0.700 EG- + EG- 19 System Derived 1.000 60 0 .600 EB> fEB> 20 System Derived 1.000 60 0 .600 <EB B VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM ' Page: 80 of 82 Mem. No. A. No. Type Conn. Thick. in. Width in. Length in. Bolt Diam. (in. ) Pitches Ist/2nd (in.) Gages In/Out in. Rows -Out 2 Bolt 4 ID Bolt Rows -In I 2 Bolt 4 ID Bolt Moment - Out Ld Actual Capacity Cs in -k ) (in -k) Moment - hi Ld Actual Capacity Cs in -k in -k 1 2 CP STD 0.375 6.00 9.62 0.500 2.50 3.00 1 (11) 0 1 (11) 0 0 0.0 93.8 0 0.0 93. 4 2 SP STD 0.375 6.00 10.00 0.750 2.50 3.00 1 (11) 0 1 (11) 0 23 31.8 118.710 1/9/14 104.0 118.7 5 1 SP STD 0.375 6.00 10.00 0.750 2.50 3.00 1 (11) 0 1 (11) 0 23 31.8 118.710 FB 104.0 118.7 7 2 SP STD 0.375 6.00 10.12 0.750 2.50 3.00 1 (11) 0 2 (12) 0 23 40.3 120.18 5 -D 149.9 157. 8 1 SP STD 0.375 6.00 10.12 0.750 2.50 3.00 1 (11) 0 2 (12) 0 23 40.3 120.9 8 149.9 157. 9 2 SP STD 0.375 6.00 10.00 0.750 2.50 3.00 1 (11) 0 1 (11) 0 9 115.6 118.724 FB 36. 118.7 10 1 SP STD 0.375 6.00 10.00 0.750 2.50 3.00 1 (11) 0 1 (11) 0 9 115.6 118.724 9.0 36. 118.7 14 2 CP STD 0.375 6.00 9.62 0.500 2.50 3.00 1 (11) 0 1 (11) 0 0 0.0 93.8 0 0.0 93. 15 2 CP STD 0.375 6.00 9.50 0.500 3.00 3.00 1 (11) 0 1 (11) 0 0 0.0 92.1 0 01 92.1 16 2 CP STD 0.375 6.00 9.50 0.500 3.00 3.00 1 (11) 0 1 (11) 0 0 0 , 92.4 0 01 92.4 17 2 CP STD 0.375 6.00 9.50 0.500 3.00 3.00 1 (11) 0 1 (11) 0 0 0. 92.3 0 01 92.3 18 1 2 1 CP I STD 10.375 1 6.00 1 9.50 10.5001 3.00 1 3.00 II(II)l 0 11001 0 10 0. 92.2 0 0.0 92.2 FI B an e . aG Member G U ..... •�'• From Member Joint 1 From Side Point 1 Part Design Note 2 3/11/8 36/8/4 FB2050 FB Angle 3 2/10/10 3311/7 FB2050 FB/WSF 4 3/2/6 28/7/7 FB2050 66.46 5 8/0/12 1511!7 FB2050 R2 6 3/5/8 10/7/7 FB2050 Bearing 7 8/2/5 1/7/7 FB2050 Std 8 1/6/0 1/7/7 FB2050 19.86 8 6/0/0 611/7 FB2050 3.43 9 2/718 10/7/7 FB2050 0.27 10 1/9/14 1511/7 FB2050 19.86 11 1/5/13 1917/7 FB2050 3.43 13 1 0/8/14 1 36/8/4 FB2050 Std j X -Loc Grid Top Conn. Condition Fig Mn Rb Allow Comp FB Force FB Angle Min FB /SFB Purlin Bolt She FB/WSF - Reaction Force 66.46 Moment Shear 0.02 RI R2 Purlin 2 Bearing -0.8 Bearing 8/6/0 5 -1 1.68 0.00 Std 42.03 2.40 N 0.00 19.86 0.120 FB 5.04 4.71 3.43 0.7 -4.1 -133.3 0.0 0.27 3.4 17.76 N 0.00 19.86 0.120 FB 5.04 4.71 3.43 26/0/0 5 -F 2.77 1.01 Std 58.59 3.98 N 0.22 19.86 0.120 FB 5.04 4.71 3.43 0.63 0.26 5 8.81 9.0 10 1.2 N 0.86 19.86 0.120 FB 5.04 4.71 3.43 48/0/0 5 -D 2.44 0.69 Std 42.03 1.89 N 0.41 19.86 0.120 FB 5.04 4.71 3.43 32.91 0.00 26.5 17.57 32.5S 32.59 1.03 N 0.33 19.86 0.120 FB 5.04 4.71 3.43 581010 5 -C 2.14 0.40 Std 78.13 4.09 N 0.13 19.86 0.120 FB 5.04 4.71 3.43 -0.8 -5.0 -149.7 0.0 0.33 4.28 19.87 N 1 0.29 1 19.86 1 0.105 1 FB 4.41 4.71 3.43 r ..ad Coca end Maj; . n.m (rn mhined ctrecces ne r Member (Locations are from Joint 1 1 1`. a...G Yc�. u iicu.vG. �u u.u.o• Mem. Loc. Depth Load No. R in. Case - a.v.. a. v..... ....._.- -._ ..- _..._____� Actual Forces Axial Shear Mom -x Mom -y k k in -k in -k Actual Stresses Axial Shear Bnd -X Bnd -Y ksi ksi I ksi ksi Allowable - Stress /Force -- Axial Shear I Bnd -X Bnd -Y Stress Condition Sum % % Bnd +Ax Shear 1 8.69 8.50 12 0.4 0.1 -59.8 0. - 55.8 4.71 66.46 68.64 0.90 0.02 2 3.65 9.00 2 0.1 -0.8 -30.1 0.0 0.05 0.66 4.00 0.00 33.0 17.36 28.61 28.61 0.14 0.04 3 3.89 9.00 10 0.7 -4.1 -133.3 0.0 0.27 3.4 17.76 0.00 33.0 17.36 28.61 28.61 0.62 0.20 4 0.00 9.00 10 -0.9 5.3 -133.3 0.0 0.35 4.5 17.70 0.00 22.2 17.36 28.61 28.61 0.63 0.26 5 8.81 9.0 10 1.2 -7.1 -318.8 0.0 0.39 6.11 32.91 0.00 33.0 17.57 32.5S 32.59 1.01 0.35 6 0.00 9. 10 -1.3 7.7 -318.8 0.0 0.42 6.63 32.91 0.00 26.5 17.57 32.5S 32.59 1.03 0.38 7 8.19 9.0 10 0.2 -1.2 174.9 0.0 0.07 1.07 19.74 0.00 33.0 17.57 32.55 32.59 0.61 0.06 8 8.11 9. 8 -0.8 -5.0 -149.7 0.0 0.33 4.28 19.87 0.00 23.23 17.36 28.61 28.61 0.71 0.25 9 0.00 9.0 8 0.3 1.9 -149.7 0.0 0.13 1.65 19.87 0.00 33.0 17.36 28.61 28.61 0.69 0.10 10 5.13 9. 9 -0. -5.2 -322.4 0.0 0.24 4.51 26.50 0.00 27.23 17.83 33. 38.73 0.81 0.25 11 0.00 9.00 9 1.5 8.7 -322.4 0.0 0.40 7.62 26.50 0.00 33.0 17.83 33.0 38.73 0.82 0.43 12 5.25 9.00 9 0.3 1.5 304.8 0.0 0.07 1.35 27.51 0.00 33.0 17.83 33. 38.73 0.84 0.08 13 0.00 9.00 9 -0.6 -3.6 213.8 0.0 0.17 3.16 17.57 0.00 23.4 17.83 35.2 38.73 0.50 0.18 14 8.69 8.50 11 1.3 -0.1 -59.8 0. 55.86 4.71 77.9 68.64 0.77 0.02 15 8.66 8.50 11 2.5 0.0 -87.6 0.0 55.86 4.71 89.6 24.83 0.98 0.00 16 11.19 8.50 11 3.7 0.3 -170.1 0.0 79.63 12.73 166.9 24.83 1.02 0.02 17 10.6 8.50 23 2. 0.0 -155.6 0. - 70.9 8.96 171.32 45.45 0.92 0.00 18 9.78 8.50 19 -4.9 0.0 -99.7 0.0 - 22.9 6.31 144.71 39.95 0.96 0.00 Mem. Loc. Depth Area Rx Ry Lx 1y -1 Ly -2 Klx Klyl Kly2 Sx Lb1 Rt -1 Lb2 Rt -2 Qs Qa Cbl Cb2 No. R in. in.2 in. in. in. in. in. /Rx /R /R in.3 in. in. in. in. VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 9 of 82 < *AL Auxiliary Live Load, Left, Left AL* Aux Live, Right *AL Aux Live, Left AL * >(1) Auxiliary Live Load, Right, Right, Aisle 1 *AL>(1) Auxiliary Live Load, Right, Left, Aisle 1 <AL *(1) Auxiliary Live Load, Left, Right, Aisle 1 < *AL(1) Auxiliary Live Load, Left, Left, Aisle 1 AL *(1) Aux Live, Right, Aisle 1 *AL(1) Aux Live, Left, Aisle 1 AL * >(2) Auxiliary Live Load, Right, Right, Aisle 2 *AL>(2) Auxiliary Live Load, Right, Left, Aisle 2 <AL *(2) Auxiliary Live Load, Left, Right, Aisle 2 < *A42) Auxiliary Live Load, Left, Left, Aisle 2 AL *(2) Aux Live, Right, Aisle 2 *AL(2) Aux Live, Left, Aisle 2 AL * >(3) Auxiliary Live Load, Right, Right, Aisle 3 *AL>(3) Auxiliary Live Load, Right, Left, Aisle 3 <AL *(3) Auxiliary Live Load, Left, Right, Aisle 3 < *AL(3) Auxiliary Live Load, Left, Left, Aisle 3 AL *(3) Aux Live, Right, Aisle 3 *A43) Aux Live, Left, Aisle 3 AL * >(4) Auxiliary Live Load, Right, Right, Aisle 4 *AL>(4) Auxiliary Live Load, Right, Left, Aisle 4 <AL *(4) Auxiliary Live Load, Left, Right, Aisle 4 < *AL(4) Auxiliary Live Load, Left, Left, Aisle 4 AL *(4) Aux Live, Right, Aisle 4 *AL(4) Aux Live, Left, Aisle 4 AL * >(5) Auxiliary Live Load, Right, Right, Aisle 5 *AL>(5) Auxiliary Live Load, Right, Left, Aisle 5 <AL *(5) Auxiliary Live Load, Left, Right, Aisle 5 < *AL(5) Auxiliary Live Load, Left, Left, Aisle 5 AL *(5) Aux Live, Right, Aisle 5 *AL(5) Aux Live, Left, Aisle 5 ALB Aux Live Bracing Reaction ALB> Aux Live Bracing Reaction, Right <ALB Aux Live Bracing Reaction, Left WALB> Wind, Aux Live Bracing Reaction, Right <WAL.B Wind, Aux Live Bracing Reaction, Left ALB >(1) Aux Live Bracing Reaction, Right, Aisle 1 <AL-B(1) Aux Live Bracing Reaction, Left, Aisle 1 WALE >(1) Wind, Aux Lave Bracing Reaction, Right, Aisle 1 <WALB(1) Wind, Aux Live Bracing Reaction, Left, Aisle 1 ALB>(2) Aux Live Bracing Reaction, Right, Aisle 2 <ALB(2) Aux Live Bracing Reaction, Left, Aisle 2 WALB >(2) Wind, Aux Live Bracing Reaction, Right, Aisle 2 <WALB(2) Wind, Aux Live Bracing Reaction, Left, Aisle 2 ALB >(3) Aux Live Bracing Reaction, Right, Aisle 3 <ALB(3) Aux Live Bracing Reaction, Left, Aisle 3 WALB >(3) Wind, Aux Live Bracing Reaction, Right, Aisle 3 <WAL.B(3) Wind, Aux Live Bracing Reaction, Left, Aisle 3 ALB >(4) Aux Live Bracing Reaction, Right, Aisle 4 <ALB(4) Aux Live Bracing Reaction, Left, Aisle 4 WALB >(4) Wind, Aux Live Bracing Reaction, Right, Aisle 4 <WALB(4) Wind, Aux Live Bracing Reaction, Left, Aisle 4 ALB >(5) Aux Live Bracing Reaction, Right, Aisle 5 <ALB(5) Aux Live Bracing Reaction, Left, Aisle 5 WALB >(5) Wind, Aux Live Bracing Reaction, Right, Aisle 5 <WALB(5) Wind, Aux Live Bracing Reaction, Left, Aisle 5 WALB Wind, Aux Live Bracing Reaction AD Auxiliary Dead Load UO User Defined Load U1 User Defined Load - 1 U2 User Defined Load - 2 U3 User Defined Load - 3 U4 User Defined Load - 4 U5 User Defined Load - 5 U6 User Defined Load - 6 U7 User Defined Load - 7 U8 User Defined Load - 8 U9 User Defined Load - 9 UB User Brace Reaction UBl User Brace Reaction -1 UB2 User Brace Reaction - 2 UB3 User Brace Reaction - 3 UB4 User Brace Reaction - 4 UB5 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 VPC File:4091 BYUI 80x100xl6 5 -4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 78 of 82 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. 8x10 0.375 2-0.750 101' -0" 8x10 0.375 2 - 0.750 101' -0" 8x10 0.375 2-0.750 101' -0" 8x10 0.375 2 - 0.750 101' -0" 8x10 0.375 2-0.750 101' -0" Load Type Desc. Hx VY Hx Hz Vy Hx Hz I Vy Hx Hz I Vy Hx Hz V D Frm - 0.2 - - 0.6 - - 1.0 - - 0.7 - - 0.9 CG Frm - 0.0 - - 0.2 - - 0.3 - - 0.2 - - 0.2 L Frm - 0.7 - - 3.3 - - 5.3 - - 3.4 - - 4.4 ASL^ Frm - -0.7 - - 3.0 - - 2.2 - - 1.0 - - 1.5 ^ASL Frm - 1.4 - - 0.3 - - 3.1 - - 2.5 - - 2.9 S Frm - 1.3 - - 5.7 - - 9.8 - - 6.4 - - 8.1 USl* Frm - 0.5 - - 1.3 - - 3.8 - - 6.8 - - 13.1 *USl Fnn - 1.9 - - 8.9 - - 13.9 - - 4.7 - - 1.5 Wl> Frm -0.9 -0.5 - 1.7 -3.2 - 2.8 -5.0 - 2.4 -2.4 - 2.3 -3.1 <W1 Frm 1.2 -0.7 - -1.5 -2.2 - -2.6 -3.7 - -2.2 -2.7 - -2.0 -4.6 W2> Frm -1.5 -0.2 - - -2.2 - - -3.5 - - -1.7 - - -1.6 <W2 Frm 0.7 -0.4 - - -1.2 - - -2.2 - - -1.9 - - -3.2 Cu Frm - - - - - - - - - - - - - - F> Frm -0.0 - - 0.0 - - 0.0 - - 0.0 - - 0.0 - EG- Frm - -0.0 - - -0.1 - - -0.2 - - -0.1 - - -0.1 <E Frm 0.0 - - -0.0 - - -0.0 - - -0.0 - - -0.0 - EG+ Frm - 0.0 - - 0.1 - - 0.2 - - 0.1 - - 0.1 EB> Brc - - 1.8 - -1.9 - - - - - - - - - <EB Brc - 0.0 - - 1.6 -1.8 - -1.6 - - - - - - WPAI Brc 1.0 -0.7 1.7 - -4.1 - - -2.7 - - -1.3 - - -2.6 WPDI Bre 1.0 -0.9 - - -1.6 -1.7 - -5.2 - - -1.8 - - -3.4 WPA2 Brc 0.4 -0.4 1.7 - -3.1 - - -1.3 - - -0.6 - - -1.2 WPD2 Brc 0.4 -0.6 - - -0.6 -1.7 - -3.7 - - -1.1 - - -2.0 WPBI Brc 1.0 -0.5 1.7 - -3.7 - - -2.7 - - -1.2 - - -3.0 WPCI Brc 1.0 -0.6 - - -0.8 -1.7 - -5.2 - - -1.6 - - -4.0 WPB2 Brc 0.4 -0.2 1.7 - -2.7 - - -1.2 - - -0.5 - - -1.5 WPC2 Brc 0.4 -0.3 - - 0.2 -1.7 - -3.7 - - -0.9 - - -2.6 Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 80/0/0 5 -A 8 x 10 0.375 2-0.750 101' -0" Load Type Desc. Hx V D Frm - 0.5 - - - - CG Frm - 0.1 - - - - L Frm - 2.3 - - - - ASL^ Frm - -0.1 - - - - ^ASL Frm - 2.4 - - - - S Frm - 4.4 - - - - USl* Frm - 6.5 - - - - *USl Frm - 1.4 - - - - Wl> Frm -1.2 -1.9 - - - - <W 1 Fan 0.9 -2.1 - - - - W2> Frm -0.7 -1.1 - - - - <W2 Frm 1.5 -1.3 - - - - CU Frm - - - - - - F> Fnn -0.0 - - - - - EG- Frm - -0.1 - - - - <E Frm 0.0 - - - - - EG+ Frm - 0.1 - - - - EB> Brc - - - - - - <EB Brc - - - - - - WPAI Brc -1.0 -1.5 - - - - WPDI Brc -1.0 -1.9 - - - - WPA2 Bre -0.4 -0.7 - - - - WPD2 Brc -0.4 -1.1 - - - - WPBI Brc -1.0 -1.9 - - - - WPC1 Brc -1.0 -2.6 - - - - WPB2 Brc -0.4 -1.0 - - - - VPC File:4091 BYUI 80x100xl6 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM . Page: 11 of 82 Shape: Shop Builder Contact: John Bagley Project: BYUI Name: Teton West Builder PO #: Address: 4805 S 3300 W Jobsite: P.O. Box 122 City, State Zip: Rexburg, Idaho 83440 City, State Zip: Rexburg, Idaho 83440 Country: United States County, Country: Madison, United States Loads and Codes - Shape: Shop City: Rexburg County: Madison State: Idaho Building Code: 2003 International Building Code Built Up: 89AISC Building Use: Standard Occupancy Structure Cold Form: 04AISI Dead and Collateral Loads Collateral Gravity: 1.00 psf Roof Covering + Second. Dead Load: 2.15 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 (0.882) Parts Wind Exposure Factor: 0.882 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Topographic Factor: 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 14/4/13 Parts / Portions Zone Strip Width: 7/2/6 Basic Wind Pressure: 15.55 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 inches per hour Live Load Live Load: 20.00 psf Reducible 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: 0.2827 Bracing Seismic Period: 0.1748 Framing R- Factor: 3.5000 Bracing R- Factor: 3.5000 Soil Profile Type: Stiff soil (D, 4) Frame Redundancy Factor: 1. 1056 Brace Redundancy Factor: 1.5000 Frame Seismic Factor (Cs): 0.1354 x W Brace Seismic Factor (Cs): 0.1354 x W 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 C Collateral Load CG Collateral Load for Gravity Cases CU Collateral Load for Wind Cases L Live Load ASL^ Alternate Span Live Load, Shifted Right ^ASL Alternate Span Live Load, Shifted Left PL2 Partial Live, Full, 2 Spans S Snow Load USl * Unbalanced Snow Load 1, Shifted Right *US1 Unbalanced Snow Load 1, Shifted Left US2* Unbalanced Snow Load 2, Shifted Right *US2 Unbalanced Snow Load 2, Shifted Left SD Snow Drift Load SS Sliding Snow Load RS Rain Surcharge Load PFl Partial Load, Full, 1 Span PHI Partial Load, Half, l Span PF2 Partial Load, Full, 2 Spans PH2 Partial Load, Half, 2 Spans W Wind Load Wl> Wind Load, Case 1, Right <WI Wind Load, Case 1, Left W2> Wind Load, Case 2, Right <W2 Wind Load, Case 2, Left W3> Wind Load, Case 3, Right <W3 Wind Load, Case 3, Left W4> Wind Load, Case 4, Right <W4 Wind Load, Case 4, Left W5> Wind Load, Case 5, Right <W5 Wind Load, Case 5, Left W6> Wind Load, Case 6, Right <W6 Wind Load, Case 6, Left WP Wind Load, Parallel to Ridge WPR Wind Load, 11 Ridge, Right WPL Wind Load, 11 Ridge, Left WPA1 Wind Parallel - Ref A, Case 1 WPA2 Wind Parallel - Ref A, Case 2 WPBI Wind Parallel - Ref B, Case 1 WPB2 Wind Parallel - Ref B, Case 2 WPC 1 Wind Parallel - Ref C, Case 1 WPC2 Wind Parallel - Ref C, Case 2 WPDI Wind Parallel - Ref D, Case 1 WPD2 Wind Parallel - Ref D, Case 2 WBl> Wind Brace Reaction, Case 1, Right <WBI Wind Brace Reaction, Case 1, Left WB2> Wind Brace Reaction, Case 2, Right <WB2 Wind Brace Reaction, Case 2, Left WB3> Wind Brace Reaction, Case 3, Right <WB3 Wind Brace Reaction, Case 3, Left WB4> Wind Brace Reaction, Case 4, Right <WB4 Wind Brace Reaction, Case 4, Left WB5> Wind Brace Reaction, Case 5, Right <WB5 Wind Brace Reaction, Case 5, Left WB6> Wind Brace Reaction, Case 6, Right <WB6 Wind Brace Reaction, Case 6, Left VPC File:4091 BYUI 80xl00xl6 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 76 of 82 Frame Location Design Parameters: Location I Avg. Bay Space I Description I Angle I Group I Trib. Override Design Status Design Load Combinations - Framing No. Ori 'n Factor Application Description 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 PL2 D + CG + PL2(Spans 3 and 4) 7 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 4 and 5) 8 System 1.000 1.0 D + 1.0 CG + 1.0 S D + CG + S 9 System 1.000 1.0 D + 1.0 CG + 1.0 USl * D + CG + USl * 10 System 1.000 1.0 D + 1.0 CG + 1.0 *US 1 D + CG + *US 1 11 System 1.000 1.0D +I.0CG +I.0W1> D +CG +Wl> 12 System 1.000 1.0 D + 1.0 CG + 1.0 <W 1 D + CG + <Wl 13 System 1.000 1.0 D + 1.0 CG + 1.0 W2> D + CG + W2> 14 System 1.000 1.0 D + 1.0 CG + 1.0 <W2 D + CG + <W2 15 System 1.000 1.0D +I.0CG +0.750L +0.750W1> D +CG +L +Wl> 16 System 1.000 1.0D +I.0CG +0.750L +0.750 <WI D +CG +L + <Wl 17 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W2> D + CG + L + W2> 18 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W2 D + CG + L + <W2 19 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W 1> D + CG + S + W 1> 20 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W 1 D + CG + S + <W 1 21 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W2> D + CG + S + W2> 22 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 + CG + S + <W2 23 System 1.000 0.600 D +0.600 CU+ 1.0 Wl> +CU+ Wl> 24 System 1.000 0.600 D + 0.600 CU + 1.0 <W1 + CU + <W 1 25 System 1.000 0.600 D + 0.600 CU + 1.0 W2> D + CU + W2> 26 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 D + CU + <W2 27 System 1.275 0.900 D + 0.900 CG + 1.106 E> + 1.0 EG- D + CG + F> + EG- 28 System 1.275 0.900 D + 0.900 CG + 1.106 <E + 1.0 EG- + CG + <E + EG- 29 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.106 F> + 1.0 EG+ D + CG + S + Fj + EG+ 30 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.106 <E + 1.0 EG+ D + CG + S + <E + EG+ 31 Special 1.275 0.900 D + 0.900 CG + 2.500 F> + 1.0 EG- D + CG + F> + EG- 32 Special 1.275 0.900 D + 0.900 CG + 2.500 <E + 1.0 EG- D + CG + <E + EG- 33 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 F> + 1.0 EG+ D + CG + S + Fj + EG+ 34 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 <E + 1.0 EG+ D + CG + S + <E + EG+ 35 AISC - Special 1.700 0.900 D + 0.900 CG D + CG 36 AISC - Special 1.700 0.900 D + 0.900 CG D + CG 37 AISC - Special 1.700 1.200 D + 1.200 CG + 0.200 S D + CG + S 38 AISC - Special 1.700 1.200 D + 1.200 CG + 0.200 S D + CG + S 39 System Derived 1.275 0.900 D + 0.900 CG + 0.332 E> + 1.0 EG- + 1.500 EB> D + CG + E> + EG- + EB> 40 System Derived 1.275 0.900 D + 0.900 CG + 0.332 <E + 1.0 EG- + 1.500 EB> D + CG + <E + EG- + EB> 41 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 F> + 1.0 EG+ + 1.500 EB> G+S +E>+EG++EB> 42 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 <E + 1.0 EG+ + 1.500 EB> G+S+<E +EG++EB> 43 Special 1.275 0.900 D + 0.900 CG + 2.500 EB> + 1.0 EG- D + CG + EB> + EG- 44 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 EB> + 1.0 EG+ D + CG + S + EB> + EG+ 45 System Derived 1.275 0.900 D + 0.900 CG + 0.332 E> + 1.0 EG- + 1.500 <EB D + CG + F> + EG- + <EB 46 System Derived 1.275 0.900 D + 0.900 CG + 0.332 <E + 1.0 EG- + 1.500 <EB D + CG + <E + EG- + <EB 47 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 E> + 1.0 EG+ + 1.500 <EB D+CG+S +E>+EG++<EB 48 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 <E + 1.0 EG+ + 1.500 <EB G+S+<E +EG++<EB 49 Special 1.275 0.900 D + 0.900 CG + 2.500 <EB + 1.0 EG- D + CG + <EB + EG- 50 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 <EB + 1.0 EG+ D + CG + S + <EB + EG+ 51 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPAI D + CG + WPAI 52 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPAI + CG + L + WPAI 53 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPAI + CG + S + WPAI 54 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPAI D + CU + WPAI 55 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPDI D + CG + WPDI 56 System Derived 1.000 1.0D +I.0CG +0.750L +0.750WPD1 D +CG +L +WPDI 57 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD1 D + CG + S + WPDI 58 System Derived 1.000 0.600 D + 0.600 CU+ 1.0 WPDI + CU+ WPDI 59 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 D + CG + WPA2 60 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPA2 D + CG + L + WPA2 61 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA2 + CG + S + WPA2 VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 13 of 82 Shape Overall Width Overall Length I Floor Area (s q. ft Wall Area (s q- ft Roof Area (s . & Max. Eave Height Min. Eave Height 2 Max. Roof Pitch Min. Roof Pitch Peak Hei ht Shop 80/0/0 100 /0 /0 8000 7013 8110 18/0/0 18/0/0 2.000:12 2.000:12 2418/0 25 H J lei D a 4 V) I VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM ' Page: 74 of 82 Mem. No. 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 % I % No. ft in. Case k k in -k in -k ksi ksi ksi ksi Axial Shear I Bnd -X Bnd -Y Bnd +Ax Shear - 1 13.32 44.35 1 42.6 -25.5 -4078. 0.0 2.77 2.34 24.26 0.00 25.65 2.73 28.76 32.82 0.95 0.86 2 9.52 34.9 2 -30.7 14.2 - 2837.7 0. 2.36 1.66 23.94 0.00 25.11 4.44 27.46 41.25 0.95 0.37 3 1.00 30.31 2 -30.2 13.1 - 2108.2 0.0 3.22 2.70 24.93 0.00 23.09 7.10 27.77 32.75 1.02 0.38 4 23.91 30.31 3 -30.2 -13.1 -2108.2 0.0 3.22 2.70 24.93 0.00 23.08 7.10 27.77 32.75 1.02 0.38 5 3.50 34.9 3 -30.7 -14.2 - 2837.7 0.0 2.36 1.66 23.9 0.00 25.11 4.44 27.4 41.25 0.95 0.37 6 1 14.41 47.0 1 -42.6 25.5 -4412.0 OX 2.65 2.21 23.01 0.00 23.93 2.43 28.31 32.68 0.91 0.91 Mem. No. Loc. ft Depth in. Area in.2 Rx in. Ry in. Lx in. Ly -1 in. Ly -2 in. Klx I /Rx Klyl /R Kly2 /Ry I Sx in.3 Lbl I in. Rt -1 in. Lb2 in. Rt -2 in. Qs Qa Cbl Cb2 1 13.32 44.35 15.40 15.92 0.94 172.91 12.8 13.1 16.3 13.7 14. 168.11 73.1 1.31 13.1 1.31 0.99 0.82 1.27 1. 2 9.52 34.96 13.05 12.92 1.02 436.8 54.1 54.1 33.8 53.1 53.1 118.55 54.1 1.38 108.1 1.39 1.00 0.97 1.11 1.2 3 1.00 30.31 9.36 12.06 1.20 436.8 54.1 0.0 36.2 45.6 0. 84.56 108.1 1.52 0.0 0.00 0.99 0.83 1.29 0. 4 23.91 30.31 9.36 12.06 1.20 436.8 54.1 0.0 36.2 45.0 0. 84.56 108.1 1.52 0.0 0.00 0.99 0.83 1.29 0.0 5 3.5 34.9 13.05 12.9 1.02 436.8 54.1 54.1 33. 53.1 53.1 118.5 108.1 1.39 54.1 1.38 1.00 0.97 1.2 1.11 6 14.41 47. 16.0 16.7 0.92 172.91 25. 36. 15.5 28. 39. 191.78 25. 1.2 36. 1.29 0.9 0.8 1.07 1.0 T..a _. :.... IF ...,A 9`0...1.:..of:n - Fre No. Ori V . Factor Def H Def V Application Des cri lion 1 System 1.000 0 180 LOS S 2 System 1.000 0 180 1.0US1* USl* 3 r System 1.000 0 180 1.0 *US1 *US1 4 System 1.000 0 180 .700 Wl> 1 > 5 System 1.000 0 180 0.700 <W l <WI 6 System 1.000 0 180 .700 W2> W2> 7 System 1.000 0 180 .700 <W2 <W2 8 System Derived 1.000 0 180 .700 WPAI WPAI 9 System Derived 1.000 0 180 .700 WPDI WPDI 10 System Derived 1.000 0 180 .700 WPA2 WPA2 11 System Derived 1.000 0 180 .700 WPD2 WPD2 12 System Derived 1.000 0 180 .700 WPBI WPB1 13 System Derived 1.000 0 180 .700 WPCI WPCI 14 System Derived 1.000 0 180 .700 WPB2 WPB2 15 System Derived 1.000 0 180 .700 WPC2 C2 16 System 1.000 60 0 .600 F> + 0.700 EG- E> + EG- 17 System 1.000 60 0 .600 <E + 0.700 EG- <E + EG- 18 System Derived 1.000 60 0 .600 EB> EB> 19 System Derived 1.000 60 0 .600 <EB <EB 20 System 1.000 60 0 .700 Wl> 1 > 21 System 1.000 60 0 .700 <W 1 <W1 22 System 1.000 60 0 .700 W2> W2> 23 System 1.000 60 0 .700 <W2 <W2 24 System Derived 1.000 60 0 .700 WPAI WPAI 25 System Derived 1.000 60 0 .700 WPDl WPDI 26 System Derived 1.000 60 0 .700 WPA2 MrPA2 27 System Derived 1.000 60 0 .700 WPD2 WPD2 28 System Derived 1.000 60 0 .700 WPBI WPBI 29 System Derived 1.000 60 0 .700 WPCI WPCI 30 System Derived 1.000 60 0 .700 WPB2 W132 31 1 System Derived 1 1.000 60 1 0 .700 WPC2 MTC2 M.. m 'From Denoct:on Summa ry for Cross Section[ 4 Descri lion Deflection in. I Ratio IMemberl Joint Load Case Load Case Description ax. Horizontal Deflection 0.200 ( H/949 ) 1 2 20 Wl> ax. Vertical Deflection for Span t -2.289 U389 4 1 1 S • Negative horizontal deflection is left • Negative vertical deflection is down Lateral deflections of primary frames are calculated on abare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 15 of 82 81 System Derived 1 1.000 10.600 D + 0.600 CU + 1.0 WPC2 ID + CU + WPC2 VPC File:4091 BYUI 80x100x16 5 -4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 I&- 07 -13733 Time: 2:30:36 PM Page: 72 of 82 62 I System Derived 1 1.000 I1.0 D + 1.0 CG + 0.750 S + 0.750 WPC2 ID + CG + S + WPC2 63 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC2 � + CU + WPC2 Frame Member Sizes m. o Flg Width in. Flg Thk in. Web Thk in. Depthl in. Depth2 in. Length ft Weight Flg Fy si Web Fy i Splice Jt.l Codes R.2 Shape I Yes Yes 6.00 0.3750 0.2500 12.00 47.00 17.40 850.0 55.00 55.00 BP KN 3P r 2 6.00 0.3750 0.2500 44.00 31.00 14.83 590.5 55.00 55.00 KN SS 3P 6.00 0.3750 0.1644 31.00 14.00 25.00 695.4 55.00 55.00 SS SP 3P 4 6.00 0.3750 0.1644 14.00 31.00 25.00 695.3 55.00 55.00 SP SS 3P 5 6.00 0.3750 0.2500 31.00 44.00 14.83 590.5 55.00 55.00 SS KN 3P 6 1 6.00 1 0.3750 1 0.2500 1 12.00 1 47.00 1 17.40 1 850.0 55.00 55.00 BP KN 3P Total Frame Weight = 4271.7 (p) (Includes all plates) Frame Pricing Weight = 4555.3 (p) (Includes all pieces) Boundary Condition Summa Member I X -Loc Y -Loc Su pp. X I Su pp. Y I Moment Displacement X in. Displacement Y in. Displacement rad. 1 6 1 0/0/0 80/0/0 1 0 /0 /0 0/0/0 Yes Yes I Yes Yes No No 0/0/0 0/0/0 0 /0 /0 0/0/0 0.0000 0.0000 Values shown are resisting forces of the foundation. Reactions - Unfactored Load Type at Frame Cross Section: 4 Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 4 -K 10 x 13 0.500 4-1.250 100' -0" Exterior Column 80/0/0 4 -A 10 x 13 0.500 4 -1.250 100' -0" Load Hrz Right Load Load Type Desc. Hx Vy Hx V Vrt Down Load Mom cw D Frm 2.6 4.2 -2.6 4.2 - - - CG Frm 0.8 1.0 -0.8 1.0 - - - S Frm 26.3 34.6 -26.3 34.6 - - - US 1 * Frm 23.7 20.5 -23.7 41.9 - - - *USl Frm 23.7 41.9 -23.7 20.5 - - - Wl> Frm -12.6 -14.1 4.9 -10.9 - - - <Wl Frm 4.9 -10.9 12.6 -14.1 - - - W2> Frm -10.3 -8.6 2.6 -5.3 - - - <W2 Frm -2.6 -5.3 10.3 -8.6 - - - CU Frm - - - - - - - F> Frm -2.9 -1.0 -2.9 1.0 - - - EG- Frm -0.4 -0.5 0.4 -0.5 - - - <E Frm 2.9 1.0 2.9 -1.0 - - - EG+ Frm 0.4 0.5 -0.4 0.5 - - - EB> Brc - - - - - - - <EB Brc - - - - - - - WPAI Brc -4.6 -11.2 4.8 -10.3 - - - WPDI Brc -7.0 -15.2 7.4 -13.6 - - - WPA2 Brc -2.2 -5.6 2.4 4.8 - - - WPD2 Brc 4.7 -9.7 5.0 -8.1 - - - WPB1 Brc 4.8 -10.3 4.6 -11.2 - - - WPCI Brc -7.4 -13.6 7.0 -15.2 - - - WPB2 Brc -2.4 -4.8 2.2 -5.6 - - - WPC2 Brc -5.0 -8.1 4.7 -9.7 - - - Maximum Combined Reactions S mmary with Factored Loads - Framin X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Ha 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 4 -K 11.1 12 29.7 1 - - - - 12.7 45 47.0 3 - - - - 80/0/0 4 -A 29.7 1 11.1 13 - - - - 12.7 57 47.0 2 - - - - Sum of Forces with Reactions Check - Framin Horizontal Vertical Load Type Load I Reaction Load I Reaction D 1 0.0 1 0.0 VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 17 of 82 Cs (application factor not shown k k 1 D +CG +L 0.2 - 44 - - 7.8 - - 8.1 - - 5.4 -0.2 - 2.8 2 D +CG +ASL^ 0.2 - -2.5 - - 7.8 - - 4.8 - - 2.6 -0.2 - 3.1 3 D +CG+ ^ASL -0.0 - 2.0 - - 1.6 - - 5.1 - - 3.8 0.0 - 0.2 7 D +CG +S 0.3 - -1.6 - - 14.4 - - 14.7 - - 8.8 -0.3 - 4.5 8 D +CG +USI" 0.4 - 1.5 - - 2.5 - - 12.4 - - 14.7 -0.4 - 6.0 9 D + CG + •US 1 0.1 - -4.4 - - 23.8 - - 14.3 - - 1.3 -0.1 - 2.2 10 D + CG + WI > -2.0 - -0.8 - 2.2 -3.7 - 3.6 -3.8 - 2.4 -2.3 -1.6 - -0.4 11 D + CG + <WI 2.0 - 2.1 - -1.9 -4.5 - -3.2 -3.9 - -2.2 -2.6 1.5 - -2.0 12 D + CG + W2> -2.4 - -0.8 - - -1.7 - - -1.9 - - -1.1 -1.2 - 0.4 13 D + CG + <W2 1.6 - 2.0 - - -2.6 - - -2.0 - - -1.4 1.9 - -1.2 14 D + CG + L + W1> -1.4 - -0.9 - 1.6 2.2 - 2.7 2.4 - 1.8 1.8 -1.3 - 1.4 15 D + CG + L + <W1 1.6 - 1.2 - -1.5 1.6 - -2.4 2.3 - -1.6 1.5 1.0 - 0.3 16 D + CG + L + W2> -1.7 - -0.9 - - 3.7 - - 3.8 - - 2.7 -1.0 - 2.1 17 D + CG + L + <W2 1.3 - 1.2 - - 3.1 - - 3.7 - - 2.4 1.3 - 0.9 18 D + CG + S + W1> -1.3 - -1.8 - 1.6 7.2 - 2.7 7.3 - 1.8 4.3 -1.4 - 2.8 19 D + CG + S + <W1 1.7 - 0.4 - -1.5 6.6 - -2.4 7.2 - -1.6 4.1 0.9 - 1.6 20 D + CG + S + W2> -1.6 - -1.8 - - 8.7 - - 8.7 - - 5.2 -1.1 - 3.4 21 D + CG + S + <W2 1.4 - 0.3 - - 8.1 - - 8.6 - - 5.0 1.2 - 2.2 22 D +CU +WI> -2.0 - -0.7 - 2.2 -4.6 - 3.6 4.7 - 2.4 -2.8 -1.6 - -0.7 23 D + CU + <W1 2.0 - 2.1 - -1.9 -5.4 - -3.2 4.8 - -2.2 -3.2 1.5 - -2.3 24 D + CU + W2> -2.4 - -0.8 - - -2.6 - - -2.9 - - -1.7 -1.2 - 0.1 25 D + CU + <W2 1.6 - 2.0 - - -3.5 - - -2.9 - - -2.0 1.9 - -1.5 26 D + CG + Ej + EG- -1.3 - -2.3 - 0.0 3.5 - 0.1 1.6 - 0.0 -0.0 -0.8 - 1.3 27 D + CG + <E + EG- 1.3 - 2.3 - -0.0 -0.8 - -0.1 1.2 - -0.0 1.7 0.7 - -0.4 28 D +CG +S +E> +EG+ -1.2 - -2.7 - 0.0 6.9 - 0.1 5.1 - 0.0 2.0 -0.8 - 2.4 29 D +CG +S +<E +EG+ 1.4 - 1.9 - -0.0 2.6 - -0.1 4.7 - -0.0 3.8 0.7 - 0.7 38 D + CG + E> + EG- + EB> -0.1 -10.9 -7.1 - 0.0 1.7 - 0.0 1.3 - 0.0 0.5 -0.6 -10.8 -5.8 39 D + CG + <E + EG- + EB> 0.7 -10.9 -5.7 - -0.0 0.4 - -0.0 1.2 - -0.0 1.1 -0.1 -10.8 -6.3 40 D+CG+S +E>+EG++EB> 0.0 -10.9 -7.5 - 0.0 5.2 - 0.0 4.8 - 0.0 2.6 -0.6 -10.8 4.7 41 D+CG+S+<E +EG++EB> 0.8 -10.9 -6.1 - -0.0 3.9 - -0.0 4.7 - -0.0 3.2 -0.2 -10.8 -5.3 44 D + CG + Ej + EG- + <EB -0.5 - 6.6 - 0.0 1.8 - 0.0 1.5 - 0.0 0.4 -0.1 - 7.9 45 D + CG + <E + EG- + <EB 0.3 - 8.0 - -0.0 0.5 - -0.0 1.4 - -0.0 1.0 0.3 - 7.3 46 D+CG+S +E>+EG++<EB -0.4 - 6.2 - 0.0 5.2 - 0.0 5.0 - 0.0 2.5 -0.2 - 8.9 47 D+CG+S+<E +EG++<EB 0.3 - 7.6 - -0.0 4.0 - -0.0 4.9 - -0.0 3.1 0.3 - 8.4 50 D + CG + WPAI 0.9 -5.1 -2.9 - - -4.2 - - -2.8 - - -1.8 -0.8 4.8 4.2 51 D + CG + L + WPA1 0.8 -3.9 -2.5 - - 1.8 - - 3.1 - - 2.2 -0.7 -3.6 -1.4 52 D + CG + S + WPA1 0.9 -3.9 -3.4 - - 6.8 - - 8.0 - - 4.7 -0.8 -3.6 -0.1 53 D + CU + WPA l 0.9 -5.1 -2.9 - - -5.1 - - -3.7 - - -2.3 -0.8 -4.8 4.5 54 D + CG + WPDI 0.7 - 3.5 - - -2.5 - - -1.6 - - -1.1 -0.6 - 2.2 55 D +CG +L +WPDI 0.7 - 2.3 - - 3.1 - - 4.0 - - 2.7 -0.6 - 3.4 56 D + CG + S + WPDI 0.7 - 1.4 - - 8.1 - - 8.9 - - 5.2 -0.7 - 4.7 57 D + CU + WPD1 0.7 - 3.5 - - -3.4 - - -2.5 - - -1.7 -0.6 - 1.9 58 D + CG + WPA2 0.5 -5.2 -3.1 - - -2.2 - - -1.0 - - -0.6 -0.4 4.7 -3.3 59 D + CG + L + WPA2 0.5 -3.9 -2.6 - - 3.3 - - 4.5 - - 3.0 -0.4 -3.5 -0.7 60 D + CG + S + WPA2 0.6 -3.9 -3.5 - - 8.3 - - 9.4 - - 5.6 -0.5 -3.5 0.6 61 D + CU + WPA2 0.5 -5.2 -3.0 - - -3.1 - - -1.9 - - -1.1 -0.4 4.7 -3.6 62 D + CG + WPD2 0.3 - 3.3 - - -0.6 - - 0.2 - - 0.1 -0.2 - 3.1 63 D +CG +L +WPD2 0.4 - 2.2 - - 4.6 - - 5.4 - - 3.5 -0.3 - 4.1 64 D + CG + S + WPD2 0.4 - 1.3 - - 9.6 - - 10.3 - - 6.1 -0.4 - 5.4 65 D +CU +WPD2 0.3 - 3.4 - - -1.5 - - -0.7 - - -0.5 -0.2 - 2.8 66 D + CG + WPB 1 0.7 4.5 -2.7 - - -3.0 - - -2.7 - - -2.4 -0.8 -5.4 -5.1 67 D + CG + L + WPBI 0.6 -3.4 -2.3 - - 2.7 - - 3.2 - - 1.7 -0.8 4.0 -2.1 68 D + CG + S + WPB 1 0.7 -3.4 -3.2 - - 7.7 - - 8.1 - - 4.3 -0.8 4.0 -0.8 69 D + CU + WPB 1 0.7 4.5 -2.6 - - -3.9 - - -3.6 - - -2.9 -0.8 -5.4 -5.4 70 D + CG + WPCI 0.6 - 3.0 - - -1.9 - - -1.5 - - -1.5 -0.7 - 2.3 71 D +CG +L +WPC1 0.5 - 1.9 - - 3.6 - - 4.1 - - 2.4 -0.6 - 3.5 72 D + CG + S + WPCI 0.6 - 1.0 - - 8.6 - - 9.0 - - 4.9 -0.7 - 4.8 73 D + CU + WPCI 0.5 - 3.0 - - -2.8 - - -2.4 - - -2.0 -0.6 - 2.0 74 D + CG + WPB2 0.3 4.6 -2.8 - - -1.1 - - -0.9 - - -1.2 -0.4 -5.2 4.3 75 D + CG + L + WPB2 0.3 -3.5 -2.4 - - 4.2 - - 4.6 - - 2.6 -0.5 -3.9 -1.4 76 D + CG + S + WPB2 0.4 -3.5 -3.3 - - 9.2 - - 9.5 - - 5.1 -0.5 -3.9 -0.1 77 D + CU + WPB2 0.3 -4.6 -2.8 - - -2.0 - - -1.8 - - -1.8 -0.4 -5.2 -4.6 78 D + CG + WPC2 0.2 - 2.9 - - 0.1 - - 0.3 - - -0.3 -0.3 - 3.1 79 D +CG +L +WPC2 0.2 - 1.8 - - 5.1 - - 5.5 - - 3.3 -0.3 - 4.1 80 D + CG + S + WPC2 0.3 - 0.9 - - 10.1 - - 10.4 - - 5.8 -0.4 - 5.5 81 D + CU + WPC2 0.1 - 1 2.9 - I - 1 -0.8 - I - 1 -0.6 - I - 1 -0.8 1 -0.2 1 - 1 2.8 VPC File:4091 BYLJI 80x100xI6 5-4 -07 V 4.VPC VPC Version :5.6d VP BUILDINGS VARCO-PRUDFN 07 -13733 Date: 7/17/2007 Time: 2:30:36 PM Page: 70 of 82 Wall: 4, Frame at: 75/0/0 Frame Cross Section: 4 :n 41(r I Dimension Key 1 8 1/2" 2 4' -0" 3 3' -21/4" 4 1'-0 3/4" 5 l' -7 7/16" 6 2 @ 3'-6 7/8" 7 3 1/2" 8 24' -8" Frame Clearances Horiz. Clearance between members 1(CX006) and 6(CX007): 70' -9" Vert. Clearance at member 1(CX006): 14'-4" Vert. Clearance at member 6(CX007): 14'-4" Finished Floor Elevation = 100' -0" (Unless Noted Otherwise) VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d rmANIC t,mu7J omu I IVIV A I r MAIVIC LINMkOj 4 Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 19 of 82 Wall: 4, Frame at: 25/0/0 Desian Load Combinations - Framine No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 S D + CG + S 2 System 1.000 1.0 D +I.0 CG +1.0USI* D +CG +US1* 3 System 1.000 1.OD +I.00G +1.0 *US 1 D +CG + *US1 4 System 1.000 1.0 D +I.0CG +1.0WI> +CG +Wl> 5 System 1.000 1.0 D + 1.0 CG + 1.0 <W 1 + CG + <W1 6 System 1.000 1.0 D + 1.0 CG + 1.0 W2> + CG + W2> 7 System 1.000 1.0 D + 1.0 CG + 1.0 <W2 + CG + <W2 8 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W 1> D + CG + S + W 1> 9 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W1 D + CG + S + <W 1 10 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W2> D + CG + S + W2> 11 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 D + CG + S + <W2 12 System 1.000 .600 D + 0.600 CU + 1.0 W 1> D + CU + W 1> 13 System 1.000 .600 D + 0.600 CU+ 1.0 <W 1 D + CU + <Wl 14 System 1.000 .600 D + 0.600 CU + 1.0 W2> D + CU + W2> 15 System 1.000 .600 D + 0.600 CU + 1.0 <W2 + CU + <W2 16 System 1.275 .900 D + 0.900 CG + 1.106 F> + 1.0 EG- + CG + F> + EG- 17 System 1.275 0.900 D + 0.900 CG + 1.106 <E + 1.0 EG- D + CG + <E + EG- 18 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.106 E> + 1.0 EG+ + CG + S + E> + EG+ 19 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.106 <E + 1.0 EG+ D + CG + S + <E + EG+ 28 System Derived 1.275 0.900 D + 0.900 CG + 0.332 F> + 1.0 EG- + 1.500 EB> D + CG + F> + EG- + EB> 29 System Derived 1.275 0.900 D + 0.900 CG + 0.332 <E + 1.0 EG- + 1.500 EB> D + CG + <E + EG- + EB> 30 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 F> + 1.0 EG+ + 1.500 EB> D+CG+S +E>+EG++EB> 31 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 <E + 1.0 EG+ + 1.500 EB> D+CG+S+<E +EG++EB> 34 System Derived 1.275 0.900 D + 0.900 CG + 0.332 F> + 1.0 EG- + 1.500 <EB D + CG + F> + EG- + <EB 35 System Derived 1.275 0.900 D + 0.900 CG + 0.332 <E + 1.0 EG- + 1.500 <EB D + CG + <E + EG- + <EB 36 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 F> + 1.0 EG+ + 1.500 <EB D+CG+S +F>+EG}F+ <EB 37 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 <E + 1.0 EG+ + 1.500 <EB D+CG+S+<E +EC++<EB 40 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPAI + CG + WPAI 41 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPAI D + CG + S + WPAI 42 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA1 D + CU + WPAI 43 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPDl + CG + WPDI 44 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD 1 + CG + S + WPDI 45 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPDI + CU+ WPDI 46 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 D + CG + WPA2 47 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA2 D + CG + S + WPA2 48 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 + CU + WPA2 49 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD2 + CG + WPD2 50 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD2 D + CG + S + WPD2 51 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD2 + CU+ WPD2 52 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB 1 + CG + WPB 1 53 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB 1 D + CG + S + WPB 1 54 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB 1 + CU + WPB 1 55 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC 1 D + CG + WPC 1 56 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC 1 D + CG + S + WPC 1 57 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC 1 D + CU + WPC 1 58 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WP132 + CG + WPB2 59 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB2 + CG + S + WPB2 60 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB2 D + CU + WPB2 61 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC2 + CG + WPC2 62 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC2 + CG + S + WPC2 63 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC2 I D + CU + WPC2 VPC File:4091 BYUl 80x100xl6 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 68 of 8 X -Loc v- CG 0.0 0.0 2.0 2.0 Num. Of Bolt Diam. S 0.0 0.0 70.0 70.0 S3 No. US 1 * 0.0 0.0 63.0 63.0 2.500 Flange *USI 0.0 0.0 63.0 63.0 0.500 10 Wi> 5.4 5.4 23.8 23.8 OS -0.2500 3 <W1 5.4 5.4 23.8 23.8 13 4 W2> 5.4 5.4 12.6 12.6 1 Si <W2 5.4 5.4 12.6 12.6 0.1875 2.000 CU 0.0 0.0 0.0 0.0 3.54 34.263 E> 3.9 3.9 0.0 0.0. Both Std EG- 0.0 0.0 1.1 1.1 1 N/A <E 3.9 3.9 0.0 0.0 3 2 EG+ 0.0 0.0 1.1 1.1 0.750 2.50 EB> 0.0 0.0 0.0 0.0 12 66. <EB 0.0 0.0 0.0 0.0 1 SP WPAI 0.3 0.3 25.4 25.4 2.50 3.00 WPD1 0.3 0.3 25.4 25.4 66. 412.7 WPA2 0.3 0.3 14.2 14.2 KN(Face) STD WPD2 0.3 0.3 14.2 14.2 3.00 6 WPBI 0.3 0.3 25.4 25.4 7538.924 WPCI 0.3 0.3 25.4 25.4 STD 1.000 WPB2 0.3 0.3 14.2 14.2 6 0 WPC2 1 0.3 0.3 14.2 14.2 57349 im DIeA- Q........u.v Mem. No. X -Loc v- - Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to 1 1 S3 No. in. in. in. Bolts in. 2.500 Flange Web 2 0/0/0 3 -K 1 0.500 10 13 4 1.250 A36 OS -0.2500 OS -0.2500 3 80/0/0 3 -A 6 0.500 10 13 4 1.250 A36 OS- 0.2500 OS -0.2500 Mem. No. Stiff. No. Desc. Loc. ft Web Depth in. h/t a/h a in. Thick. in. Width in. Side Welding Description 1 1 S3 12.29 46.250 N/A N/A N/A 0.3750 2.500 Both F- FP,W -OS -0.1875 2 1 Si 10.19 31.012 124.05 3.00 93.04 0.1875 2.000 Both Std 3 1 Si 6.38 25.912 157.62 3.00 77.74 0.1875 2.000 Both F-OS-0. 1875,W-OS-0. 1875 4 1 Si 21.49 27.880 169.59 3.00 83.64 0.1875 2.000 Both F-OS-0. I 875,W-OS-0. 1875 5 1 Si 3.54 34.263 137.05 3.00 102.79 0.1875 2.000 Both Std 6 1 1 S3 1 12.29 1 46.250 1 N/A N/A 0.3750 1 2.500 Both F- FP,W -OS -0.1875 RniteA Cen..noti- tAQ24 Rnlfe) Mem. Jt. Type Conn. Thick. Width Length Bolt Diam. Pitches Ist/2nd Gages In/Out Rows -Out Rows -In Moment - Out Moment - In 4 2 Bolt 4 Ld Actual Capacity Ld Actual Capacity No. No. 10/0/0 1511!7 in. in. in. in. (in. (in. Bolt ID Bol Cs in -k in -k Cs in -k) in-k 1 2 KN(Face) STD 1.000 6.00 44.44 0.750 2.50 3.00 0 6 0 25 5734.9 7538. 24 5734. 7538. 2 1 KN(Face) STD 1.000 6.00 44.77 0.750 2.50 3.00 rBolt 0 6 0 25 5734. 7538.924 5734. 7538.9 3 2 SP STD 0.500 6.00 15.22 0.750 2.50 3.00 0 1 (11) 0 12 66. 412.7 1 385.3 412.7 4 1 SP STD 0.500 6.00 15.22 0.750 2.50 3.00 0 1 (11) 0 12 66. 412.7 1 385.3 412.7 5 2 KN(Face) STD 1.000 6.00 44.77 0.750 2.50 3.00 6 0 6 0 25 5734. 7538.924 5734. 7538. 6 2 KN(Face) STD 1.000 6.00 44.44 0.750 2.50 3.00 6 0 6 0 25 5734.9 7538.924 57349 1W1.... Rr9 Cn Member Fro Member Joint 1 From Side Point 1 Part Design Note 1 10/2/4 12/2/4 FB4104 1 11/3/0 13/3/0 FB5090 2 2/10/6 3311/7 (2)FB4104 3 1/0/0 2411/7 FB4030 3 10/0/0 1511!7 FB3024 3 23/6/0 1/7/7 FB2080 4 1/6/0 1/7/7 FB2080 4 151010 1511/7 FB3024 4 24/0/0 2411!7 FB4030 5 8/0/0 3311/7 (2)FB4104 6 10/2/4 1 12/2/4 (2)FB4104 Frame Design Member Summa - Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 Actual Forces I Actual Stresses I Allowable I Stress Condition VPC File:4091 BYU180x100x16 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM • Page: 21 of 82 Maximum Cnmhinwl Reartinnc Cnmmary with Fartnrad I.nadc - Framina X -Loc 3 D + CG + •US1 30.0 - 47.0 -30.0 - 25.5 - - - Vrt Down 4 D + CG + WI> -9.1 - -8.9 3.3 - -6.0 - - - ( -Hz) 5 D + CG + <W1 -3.3 - -6.0 9.1 - -8.9 - - - 6 D + CG + W2> -5.8 - -3.3 0.0 - -0.5 - - - 7 D + CG + <W2 -0.0 - -0.5 5.8 - -3.3 - - - - 8 D +CG +S +W1> 16.0 - 20.6 -20.3 - 22.8 - - - 80/0/0 9 D +CG +S + <WI 20.3 - 22.8 -16.0 - 20.6 - - - 47.0 10 D+ CG + S + W2> 18.5 - 24.7 -22.8 - 26.9 - - - 11 D + CG + S + <W2 22.8 - 26.9 -18.5 - 24.7 - - - 12 D+CU +Wl> -11.1 - -11.5 5.3 - -8.6 - - - 13 D +CU + <WI -5.3 - -8.6 11.1 - -11.5 - - - 14 D + CU + W2> -7.8 - -6.0 2.0 - -3.1 - - - 15 D + CU + <W2 -2.0 - -3.1 7.8 - -6.0 - - - 16 D +CG +E>+EG- 0.6 - 3.0 -5.3 - 5.1 - - - 17 D +CG + <E +EG- 5.3 - 5.1 -0.6 - 3.0 - - - 18 D +CG +S +E> +EG+ 8.4 - 12.5 -13.1 - 14.6 - - - 19 D +CG +S + <E +EG+ 13.1 - 14.6 -8.4 - 12.5 - - - 28 D + CG + E> + EG- + EB> 2.0 - 10.4 -3.4 - 10.9 - - - 29 D + CG + <E + EG- + EB> 3.4 - 11.0 -2.0 - 10.3 - - - 30 D+CG+S +E>+EG++EB> 9.8 - 19.9 -11.2 - 20.4 - - - 31 D+CG+S+<E +EG++EB> 11.2 - 20.5 -9.8 - 19.8 - - - 34 D + CG + E> + EG- + <EB 2.4 10.9 -3.4 -3.8 10.8 -2.7 - - - 35 D + CG + <E + EG- + <EB 3.8 10.9 -2.8 -2.4 10.8 -3.3 - - - 36 D+CG+S +Ej+EG++<EB 10.3 10.9 6.1 -11.7 10.8 6.8 - - - 37 D+CG+S+<E +EG++<EB 11.7 10.9 6.7 -10.3 10.8 6.2 - - - 40 D + CG + WPAI -5.4 - -7.0 5.7 - -5.7 - - - 41 D +CG +S +WPAI 18.8 - 22.0 -18.5 - 23.0 - - - 42 D + CU + WPAI -7.4 - -9.6 7.7 - -8.3 - - - 43 D + CG + WPDI -2.5 5.2 -9.5 2.6 4.7 -8.3 - - - 44 D +CG +S +WPDI 21.0 3.9 20.1 -20.8 3.5 21.0 - - - 45 D + CU + WPDI -4.4 5.2 -12.2 4.6 4.7 -10.9 - - - 46 D + CG + WPA2 -2.1 - -1.4 2.4 - -0.2 - - - 47 D + CG + S + WPA2 21.3 - 26.2 -21.0 - 27.1 - - - 48 D + CU + WPA2 -4.1 - -4.0 4.4 - -2.8 - - - 49 D + CG + WPD2 0.9 5.1 -3.9 -0.7 4.8 -2.8 - - - 50 D + CG + S + WPD2 23.5 3.8 24.3 -23.3 3.6 25.1 - - - 51 D + CU + WPD2 -1.1 5.1 -6.5 1.3 4.8 -5.4 - - - 52 D + CG + WPB 1 -5.7 - -5.8 5.4 - -6.9 - - - 53 D +CG +S +WPBI 18.5 - 22.9 -18.8 - 22.1 - - - 54 D + CU + WPB 1 -7.7 - -8.4 7.4 - -9.5 - - - 55 D + CG + WPCI -2.6 4.6 -8.3 2.5 5.3 -9.6 - - - 56 D + CG + S + WPCI 20.8 3.5 21.1 -21.0 4.0 20.1 - - - 57 D +CU +WPCI -4.6 4.6 -10.9 4.5 5.3 -12.2 - - - 58 D + CG + WPB2 -2.4 - -0.2 2.1 - -1.4 - - - 59 D + CG + S + WPB2 21.0 - 27.1 -21.3 - 26.2 - - - 60 D + CU + WPB2 -4.4 - -2.8 4.1 - -4.0 - - - 61 D + CG + WPC2 0.7 4.5 -2.6 -0.9 5.4 -4.1 - - - 62 D + CG + S + WPC2 23.3 3.4 25.3 -23.5 4.0 24.2 - - - 63 D + CU + WPC2 -1.3 4.5 -5.3 1.1 5.4 -6.7 - - - Maximum Cnmhinwl Reartinnc Cnmmary with Fartnrad I.nadc - Framina 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 -K 11.1 12 32.9 1 - - 10.9 34 12.2 45 47.0 3 - - - - 80/0/0 2 -A 32.9 1 11.1 13 - - 10.8 34 12.2 57 47.0 2 - - - - Rrarine X -Loc Grid Description 0/0/0 80/0/0 2 -K 2 -A Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d _ Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 66 of 82 Frame Location Design Parameters: Frame elev 102 Load 1 System 1.000 1.0 D + 1.0 CG + 1.0 S + CG + S 2 System 1.000 1.0D +I.0CG +1.0US1* D +CG +USI* 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 W 1> D CG + W 1> 5 System 1.000 1.0 D + 1.0 CG + 1.0 <W 1 + CG +<Wl 6 System 1.000 1.0 D + 1.0 CG + 1.0 W2> + CG + W2> 7 System 1.000 1.0 D + 1.0 CG + 1.0 <W2 D + CG + <W2 8 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W 1> D + CG + S + W 1> 9 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W 1 D + CG + S + <W1 10 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W2> D + CG + S + W2> 11 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 D + CG + S + <W2 12 System 1.000 0.600 D + 0.600 CU + 1.0 W 1> + CU + W 1> 13 System 1.000 0.600 D + 0.600 CU + 1.0 <W 1 + CU + <Wl 14 System 1.000 0.600 D + 0.600 CU + 1.0 W2> D +CU +W2> 15 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 D + CU + <W2 16 System 1.275 0.900 D + 0.900 CG + 1.106 F> + 1.0 EG- D + CG + Fj + EG- 17 System 1.275 0.900 D + 0.900 CG + 1.106 <E + 1.0 EG- + CG + <E + EG- 18 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.106 F> + 1.0 EG+ D + CG + S + F> + EG+ 19 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.106 <E + 1.0 EG+ D + CG + S + <E + EG+ 20 Special 1.275 0.900 D + 0.900 CG + 2.500 F> + 1.0 EG- + CG + Fj + EG- 21 Special 1.275 0.900 D + 0.900 CG + 2.500 <E + 1.0 EG- + CG + <E + EG- 22 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 F> + 1.0 EG+ D + CG + S + F> + EG+ 23 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 <E + 1.0 EG+ D + CG + S + <E + EG+ 24 AISC - Special 1.700 0.900 D + 0.900 CG D + CG 25 AISC - Special 1.700 0.900 D + 0.900 CG + CG 26 AISC - Special 1.700 1.200 D + 1.200 CG + 0.200 S D + CG + S 27 AISC - Special 1.700 1.200 D + 1.200 CG + 0.200 S D + CG + S 28 System Derived 1.275 0.900 D + 0.900 CG + 0.332 F> + 1.0 EG- + 1.500 EB> + CG + E> + EG- + EB> 29 System Derived 1.275 0.900 D + 0.900 CG + 0.332 <E + 1.0 EG- + 1.500 EB> D + CG + <E + EG- + EB> 30 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 F> + 1.0 EG+ + 1.500 EB> D+CG+S +E>+EG++EB> 31 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 <E + 1.0 EG+ + 1.500 EB> G+S+<E +EG++EB> 32 Special 1.275 0.900 D + 0.900 CG + 2.500 EB> + 1.0 EG- + CG + EB> + EG- 33 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 EB> + 1.0 EG+ D + CG + S + EB> + EG+ 34 System Derived 1.275 0.900 D + 0.900 CG + 0.332 F> + 1.0 EG- + 1.500 <EB + CG + Fj + EG- + <EB 35 System Derived 1.275 0.900 D + 0.900 CG + 0.332 <E + 1.0 EG- + 1.500 <EB D + CG + <E + EG- + <EB 36 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 E> + 1.0 EG+ + 1.500 <EB D+CG+S +E>+EG++<EB 37 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 <E + 1.0 EG+ + 1.500 <EB D+CG+S+<E +EG++<EB 38 Special 1.275 0.900 D + 0.900 CG + 2.500 <EB + 1.0 EG- + CG + <EB + EG- 39 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 <EB + 1.0 EG+ + CG + S + <EB + EG+ 40 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPAI D + CG + WPA1 41 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPAI D + CG + S + WPA1 42 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPAI D + CU + WPA 1 43 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPDI + CG + WPDI 44 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPDl + CG + S + WPD 1 45 System Derived 1.000 0.600 D + 0.600 CU+ 1.0 WPDI + CU+ WPDI 46 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 D + CG + WPA2 47 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA2 + CG + S + WPA2 48 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 + CU + WPA2 49 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD2 D + CG + WPD2 50 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD2 D + CG + S + WPD2 51 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD2 + CU + WPD2 52 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB 1 D + CG + WPB 1 53 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB 1 D + CG + S + WPB 1 54 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB 1 + CU + WPB 1 55 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC 1 D + CG + WPC 1 56 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPCI D + CG + S + WPC1 57 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC I D + CU + WPCI 58 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WP132 D + CG + WPB2 59 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB2 D + CG + S + WPB2 60 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB2 D + CU + WPB2 61 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC2 + CG + WPC2 VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM ' Page: 23 of 82 Grid 3 D + CG + *US 1 30.3 47.4 -30.3 25.8 - - - Load 4 D + CG + Wl> -8.4 -8.1 3.0 -5.5 - - - Case 5 D + CG + <W1 -3.0 -5.5 8.4 -8.1 - - - Case 6 D + CG + W2> -5.0 -2.5 -0.4 0.1 - - - 7 D + CG + <W2 0.4 0.1 5.0 -2.5 - - - 8 D +CG +S +Wl> 16.7 21.4 -20.8 23.4 - - - - 9 D +CG +S +<WI 20.8 23.4 -16.7 21.4 - - - - 10 D + CG + S + W2> 19.3 25.6 -23.3 27.6 - - - - 11 D + CG + S + <W2 23.3 27.6 -19.3 25.6 - - - 12 D +CU +WI> -10.4 -10.8 5.0 -8.1 - - - 13 D +CU + <Wl -5.0 -8.1 10.4 -10.8 - - - 14 D + CU + W2> -7.0 -5.2 1.6 -2.5 - - - 15 D + CU + <W2 -1.6 -2.5 7.0 -5.2 - - - 16 D +CG +E>+EG- 0.8 3.0 -5.1 5.1 - - - 17 D +CG + <E +EG- 5.1 5.1 -0.8 3.0 - - - 18 D +CG +S +E> +EG+ 8.7 12.6 -13.0 14.7 - - - 19 D + CG + S + <E + EG+ 13.1 14.7 -8.7 12.6 - - - 28 D +CG +E> +EG - +EB> 2.3 3.7 -3.6 4.4 - - - 29 D + CG + <E + EG- + EB> 3.6 4.4 -2.3 3.7 - - - 30 D+CG+S +E>+EG++EB> 10.2 13.3 -11.5 14.0 - - - 31 D+CG+S+<E +EG++EB> 11.5 14.0 -10.2 13.3 - - - 34 D +CG +B> +EG - + <EB 2.3 3.7 -3.6 4.4 - - - 35 D +CG + <E +EG - + <EB 3.6 4.4 -2.3 3.7 - - - 36 D+CG+S+E>+EG++<EB 10.2 13.3 -11.5 14.0 - - - 37 D+CG+S+<E +EG++<EB 11.5 14.0 -10.2 13.3 - - - 40 D + CG + WPAI -4.0 -8.3 4.2 -7.0 - - - 41 D +CG +S +WPAI 20.1 21.3 -19.9 22.3 - - - 42 D +CU +WPAI -6.0 -10.9 6.3 -9.6 - - - 43 D + CG + WPDI -4.0 -8.3 4.2 -7.0 - - - 44 D +CG +S +WPDI 20.1 21.3 -19.9 22.3 - - - 45 D +CU +WPDI -6.0 -10.9 6.3 -9.6 - - - 46 D + CG + WPA2 -0.6 -2.7 0.9 -1.4 - - - 47 D + CG + S + WPA2 22.6 25.5 -22.4 26.5 - - - 48 D + CU + WPA2 -2.6 -5.3 2.9 -4.0 - - - 49 D + CG + WPD2 -0.6 -2.7 0.9 -1.4 - - - 50 D + CG + S + WPD2 22.6 25.5 -22.4 26.5 - - - 51 D + CU + WPD2 -2.6 -5.3 2.9 -4.0 - - - 52 D + CG + WPB 1 -4.2 -7.0 4.0 -8.3 - - - 53 D + CG + S + WPB I 19.9 22.3 -20.1 21.3 - - - 54 D+ CU+ WPBI -6.3 -9.6 6.0 -10.9 - - - 55 D + CG + WPCI -4.2 -7.0 4.0 -8.3 - - - 56 D + CG + S + WPCI 19.9 22.3 -20.1 21.3 - - - 57 D + CU + WPCI -6.3 -9.6 6.0 -10.9 - - - 58 D + CG + WPB2 -0.9 -1.4 0.6 -2.7 - - - 59 D + CG + S + WPB2 22.4 26.5 -22.6 25.5 - - - 60 D + CU + WPB2 -2.9 -4.0 2.6 -5.3 - - - 61 D +CG +WPC2 -0.9 -1.4 0.6 -2.7 - - - 62 D + CG + S + WPC2 22.4 26.5 -22.6 25.5 - - - 63 D + CU + WPC2 -2.9 -4.0 2.6 -5.3 - - - X -Loc Grid Hrz left Load 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 F10.4 in -k in -k 0/0/0 3 -K 10.4 12 3.2 1 - - - - 10.9 42 47.4 3 - - - - 80/0/0 3 -A 33.2 1 13 - - - - 10.9 54 47.4 2 - - - - VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 I&- 07 -13733 Time: 2:30:36 PM Page: 64 of 82 No. I ft I in. Case I k k I in -k in -k I ksi ksi I ksi ksi I Axial I Shear Bnd -X I Bnd -Y Bnd +Ax I Shear 1 10.26 40.91 1 -43.3 -28.0 - 3450.3 0.0 2.98 2.79 23.15 0.00 20.9 3.22 26.31 41.25 0.99 0.87 2 4.99 40.0 2 -34.0 15.2 -3525.6 0.0 2.37 1.55 24.39 0.00 23.2 3.36 25.89 41.25 1.02 0.46 3 1.00 30.31 2 -33.0 12.6 -2050.4 0.0 3.53 2.58 24.25 0.00 22.7 2.57 27.47 32.75 1.01 1.00 4 23.91 30.31 3 -33.0 -12.6 -2050.4 0.0 3.53 2.58 24.25 0.00 22.7 2.57 27.47 32.75 1.01 1.00 5 8.01 40.0 3 -34. -15.2 -3525.6 0.0 2.37 1.55 24.39 0.00 23.2 3.36 25.89 41.25 1.02 0.46 6 10.26 40.91 1 -43.3 28. - 3450.3 0.0 2.98 2.79 23.1 0.00 20.95 3.22 26.31 41.25 0.99 0.87 Mem. No. Loc. ft Depth in. Area in.2 Rx in. Ry in. Lx in. Ly -1 in. Ly -2 in. I Klx /Rx Klyl /R Kly2 /R Sx in.3 Lbl in. 1 Rt -1 in. Lb2 in. Rt -2 in. Qs Qa Cbl Cb2 1 10.26 40.91 14.54 14.83 0.97 149.06 60.4 26.0 15.1 62. 26.9 149.07 123.1 1.35 26.0 1.33 1.00 0.84 1.75 1.0 2 4.99 40.06 14.33 14.56 0.97 436.80 41.7 54.1 30.0 42.S 55.6 144.57 41.7 1.34 108.1 1.35 1.00 0.90 1.08 1.2 3 1.00 30.31 9.36 12.06 1.20 436.80 54.1 54.0 36.2 45. 45.0 84.56 108.1 1.52 108.0 1.52 0.99 0.82 1.24 1.36 4 23.91 30.31 9.36 12.06 1.20 436.80 54.0 54.1 36.2 45. 45.0 84.56 108.0 1.52 108.1 1.52 0.99 0.82 1.36 1.24 5 8.01 40.0 14.33 14.5 0.97 436.8 54.1 41.7 30. 55. 42. 144.5 108.1 1.35 41.7 1.3 1.00 0.9 1.2 1.08 6 10.2 40.91 14.5 14.83 0.97 14906 60.4 26.0 15.1 62. 26.9 149.07 123.1 1.35 26. 1.33 1.00 0.84 1.75 1.0 Deflection Load Combination% - Framina No. Ori in Factor Def H Def V Application Description I System 1.000 0 180 LOS S 2 System 1.000 0 180 1.0USI* SI* 3 System 1.000 0 180 1.0 *US1 *US1 4 System 1.000 0 180 0.700 Wl> Wl> 5 System 1.000 0 180 0.700 <WI <WI 6 System 1.000 0 180 .700 W2> W2> 7 System 1.000 0 180 .700 <W2 <W2 8 System Derived 1.000 0 180 .700 WPAI WPAI 9 System Derived 1.000 0 180 .700 WPDI WPDI 10 System Derived 1.000 0 180 .700 WPAZ WPA2 11 System Derived 1.000 0 180 .700 WPD2 WPD2 12 System Derived 1.000 0 180 0.700 WPB 1 WBI 13 System Derived 1.000 0 180 0.700 WPCI WPCI 14 System Derived 1.000 0 180 0.700 WPB2 WPB2 15 System Derived 1.000 0 180 .700 WPC2 WPC2 16 System 1.000 60 0 0.600 F> + 0.700 EG- E> + EG- 17 System 1.000 60 0 0.600 <E + 0.700 EG- <E + EG- 18 System Derived 1.000 60 0 0.600 EB> EB> 19 System Derived 1.000 60 0 .600 <EB <EB 20 System 1.000 60 0 .700 Wl> Wl> 21 System 1.000 60 0 .700<Wl <W1 22 System 1.000 60 0 .700 W2> 2> 23 System 1.000 60 0 .700 <W2 <W2 24 System Derived 1.000 60 0 .700 WPAI WPA1 25 System Derived 1.000 60 0 .700 WPDI WPDI 26 System Derived 1.000 60 0 .700 WPAZ WPA.2 27 System Derived 1.000 60 0 .700 WPD2 WPD2 28 System Derived 1.000 60 0 0.700 WPB1 WPB1 29 System Derived 1.000 60 0 0.700 WPCI wPC1 30 System Derived 1.000 60 0 .700 WPB2 WPB2 31 System Derived 1.000 60 0 0.700 WPC2 WPC2 Maximum Frame Deflection Summary for Cross Section: 2 Description Deflecti on in. Ratio Member Joint Load Case Load Case Description Max. Horizontal Deflection M ax. Vertical Deflection for Span 1 0.132 -1.977 (H/1 _60) 1/451 1 1 3 1 2 2 20 1 Wl> 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:4091 BYUI 80x100xl6 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 25 of 82 Grid 3 D +CG + *USl 27.1 47.0 -27.1 25.6 - - - Load 4 D + CG + Wl> -9.3 -9.0 1.6 -5.7 - - - Case 5 D + CG + <Wl -1.6 -5.7 9.3 -9.0 - - - Case 6 D + CG + W2> -6.9 -3.4 -0.8 -0.2 - - - 7 D + CG + <W2 0.8 -0.2 6.9 -3.4 - - - 8 D +CG +S +W1> 13.6 20.5 -19.4 23.0 - - - - 9 D +CG +S +<W1 19.4 23.0 -13.6 20.5 - - - - 10 D + CG + S + W2> 15.4 24.7 -21.2 27.1 - - - - 11 D + CG + S + <W2 21.2 27.1 -15.4 24.7 - - - 12 D +CU +Wl> -11.1 -11.6 3.4 -8.4 - - - 13 D +CU + <Wl -3.4 -8.4 11.1 -11.6 - - - 14 D + CU + W2> -8.7 -6.1 1.0 -2.8 - - - 15 D + CU + <W2 -1.0 -2.8 8.7 -6.1 - - - 16 D +CG +E> +EG- -0.6 3.0 -5.8 5.2 - - - 17 D +CG + <E +EG- 5.8 5.2 0.6 3.0 - - - 18 D +CG +S +P> +EG+ 6.5 12.5 -12.9 14.8 - - - 19 D +CG +S + <E +EG+ 12.9 14.8 -6.5 12.5 - - - 28 D +CG +F> +EG - +EB> 1.7 3.8 -3.6 4.4 - - - 29 D+ CG+<E+EG-+ EB> 3.6 4.4 -1.7 3.8 - - - 30 D+CG+S +E>+EG++EB> 8.8 13.3 -10.7 14.0 - - - 31 D+CG+S+<E +EG++EB> 10.7 14.0 -8.8 13.3 - - - 34 D +CG +E> +EG - +<EB 1.7 3.8 -3.6 4.4 - - - 35 D+CG + <E +EG - + <EB 3.6 4.4 -1.7 3.8 - - - 36 D+CG+S +E>+EG++<EB 8.8 13.3 -10.7 14.0 - - - 37 D+CG+S+<E +EG++<EB 10.7 14.0 -8.8 13.3 - - - 40 D + CG + WPA1 -1.2 -6.0 1.4 -5.2 - - - 41 D + CG + S + WPAI 19.7 22.7 -19.5 23.4 - - - 42 D + CU + WPAI -3.0 -8.7 3.2 -7.8 - - - 43 D + CG + WPD1 -3.7 -10.1 4.0 -8.5 - - - 44 D +CG +S +WPDI 17.8 19.7 -17.6 20.9 - - - 45 D +CU +WPDI -5.5 -12.7 5.8 -11.1 - - - 46 D + CG + WPA2 1.2 -0.5 -1.0 0.4 - - - 47 D + CG + S + WPA2 21.5 26.9 -21.3 27.6 - - - 48 D + CU + WPA2 -0.6 -3.1 0.8 -2.3 - - - 49 D + CG + WPD2 -1.3 -4.5 1.6 -3.0 - - - 50 D + CG + S + WPD2 19.6 23.9 -19.4 25.1 - - - 51 D + CU + WPD2 -3.1 -7.2 3.4 -5.6 - - - 52 D + CG + WPBI -1.4 -5.2 1.2 -6.0 - - - 53 D +CG +S +WPBI 19.5 23.4 -19.7 22.7 - - - 54 D + CU + WPB 1 -3.2 -7.8 3.0 -8.7 - - - 55 D +CG +WPCI -4.0 -8.5 3.7 -10.1 - - - 56 D +CG +S +WPCI 17.6 20.9 -17.8 19.7 - - - 57 D +CU +WPCI -5.8 -11.1 5.5 -12.7 - - - 58 D + CG + WPB2 1.0 0.4 -1.2 -0.5 - - - 59 D + CG + S + WPB2 21.3 27.6 -21.5 26.9 - - - 60 D + CU + WPB2 -0.8 -2.3 0.6 -3.1 - - - 61 D + CG + WPC2 -1.6 -3.0 1.3 -4.5 - - - 62 D + CG + S + WPC2 19.4 25.1 -19.6 23.9 - - - 63 D + CU + WPC2 -3.4 -5.6 3.1 -7.2 - - - Maximum Cnmhined Reactions Summary with Factored Loads - Framinu 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 4 -K 11.1 12 29.7 1 - - - - 12.7 45 47.0 3 - - - - 80/0/0 4 -A 29.7 1 11.1 13 - - - - 12.7 57 47.0 2 - - - - VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 62 of 82 62 I System Derived 1 1.000 I1.0 D + 1.0 CG + 0.750 S + 0.750 WPC2 ID + CG + S + WPC2 63 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC2 D + CU + WPC2 Frame Member Sips Mem. No. Fig Width in. Fig Thk in. Web Thk in. Depthl in. Depth2 in. Length (ft) Weight Fig Fy i Web Fy i Splice Jt.l Codes Jt.2 Shape 1 6.00 0.3750 0.2500 12.00 47.00 15.40 771.4 55.00 55.00 BP KN 3P 2 6.00 0.3750 0.2500 44.00 31.00 14.83 590.5 55.00 55.00 KN SS 3P 3 6.00 0.3750 0.1644 31.00 14.00 25.00 695.4 55.00 55.00 SS SP 3P 4 6.00 0.3750 0.1644 14.00 31.00 25.00 695.3 55.00 55.00 SP SS 3P 5 6.00 0.3750 0.2500 31.00 44.00 14.83 590.5 55.00 55.00 SS KN 3P 6 6.00 1 0.3750 1 0.2500 1 12.00 1 47.00 15.40 1 771.4 55.00 1 55.00 1 BP I KN 3P Total Frame Weight = 4114.5 (p) (lnchides an plates) Frame Pricing Weight = 4377.4 (p) (Includes all pieces) Rnnndary C nnditinn Snmmar Member X -Loc Y -Loc Supp.X Supp.Y Moment Dis lacement X(in. ) Displacement Y in. Displacement ZZ rad. 1 6 0/0/0 80/0/0 2/0/0 2/0/0 Yes Yes Yes Yes No No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 Values shown are resisting forces of the foundation. Resetians - ilnfartnred Load Tvne at Frame Cross Section: 2 Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 2 -K 10 x 13 0.500 4-1.250 102' -0" Exterior Colunm 80/0/0 2 -A 10 x 13 0.500 4-1.250 102' -0" Load Hrz Right Load Load Type Desc. Hx I Hz I Vy Hx Hz V Mom cw Load Mom cew D Frm 2.9 - 4.1 -2.9 - 4.1 - - - CG Frm 0.8 - 1.0 -0.8 - 1.0 - - - S Frm 29.2 - 34.7 -29.2 - 34.7 - - - USl* Frm 26.3 - 20.5 -26.3 - 41.9 - - - *USl Frm 26.3 - 41.9 -26.3 - 20.5 - - - Wl> Frm -12.9 - -13.9 7.1 - -11.1 - - - <Wl Frm -7.1 - -11.1 12.9 - -13.9 - - - W2> Frm -9.5 - -8.4 3.8 - -5.5 - - - <W2 Frm -3.8 - -5.5 9.5 - -8.4 - - - CU Frm - - - - - - - - - F> Frm -2.1 - -0.9 -2.1 - 0.9 - - - EG- Frm -0.4 - -0.5 0.4 - -0.5 - - - <E Frm 2.1 - 0.9 2.1 - -0.9 - - - EG+ Frm 0.4 - 0.5 -0.4 - 0.5 - - - EB> Brc -0.2 - 4.5 0.2 - 4.4 - - - <EB Brc 0.1 7.3 -4.8 -0.1 7.2 4.7 - - - WPAl Brc -9.1 - -12.1 9.5 - -10.7 - - - WPDl Brc -6.2 5.2 -14.6 6.4 4.7 -13.3 - - - WPA2 Brc -5.8 - -6.5 6.2 - -5.2 - - - WPD2 Brc -2.9 5.1 -9.0 3.1 4.8 -7.9 - - - WPB1 Brc -9.5 - -10.9 9.1 - -12.0 - - - WPC1 Brc -6.4 4.6 -13.3 6.2 5.3 -14.6 - - - WPB2 Brc -6.2 - -5.2 5.8 - -6.5 - - - WPC2 Brc -3.1 4.5 -7.7 2.9 5.4 -9.2 - - - Msrimum Cnmhined Rese tinns Summary with Factored Loads - Framine X -LDc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom cew Load ( -Hx) Case (Hx) Case ( -Hz) Case (Hz) Case ( -Vy) Case (Vy) Case ( -Mzz) Case (Mzz) Case (k ) (k ) (k) (in -k in -k 0/0/0 2 -K 11.1 12 32.9 1 - - 10.9 34 12.2 45 47.0 3 - - - - 80/0/0 2 -A 32.9 1 11.1 13 - - 10.8 34 12.2 57 47.0 2 - - - - Sum of Forces with Reactions Check - Framin Horizontal Vertical Load Type Load I Reaction Load I Reaction D 1 0.0 1 0.0 1 8.4 1 8.1 VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 I&— 07 -13733 Time: 2:30:36 PM Page: 27 of 82 12 1 _ System Derived 1 1.000 b.600 D + 0.600 CU + 1.0 WPC2 ID + CU + WPC2 VPC File:4091 BYUI 80x100xl6 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 60 of 82 Wall: 4, Frame at: 25/0/0 Frame Cross Section: 2 Q9 4a-o" i 4' M m FRAME CROSS SECTION AT FRAME LINE(S) 2 Dimension Key 1 8 1/2" 2 4' -0" 3 3' -21/4" 4 3'-0 3/4" 5 2' -9" 6 1' -7 7116" 7 2 @ 3'-6 7/8" 8 3 1/2" 9 24' -8" Frame Clearances Horiz. Clearance between members 1(CX002) and 6(CX003): 70' -9" Vert. Clearance at member 1(CX002): 14' -4" Vert. Clearance at member 6(CX003): 14'-4" Finished Floor Elevation = 100' -0" (Unless Noted Otherwise) VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d M LL m FRAME CROSS SECTION AT FRAME LINE(S) 2 Dimension Key 1 8 1/2" 2 4' -0" 3 3' -21/4" 4 3'-0 3/4" 5 2' -9" 6 1' -7 7116" 7 2 @ 3'-6 7/8" 8 3 1/2" 9 24' -8" Frame Clearances Horiz. Clearance between members 1(CX002) and 6(CX003): 70' -9" Vert. Clearance at member 1(CX002): 14' -4" Vert. Clearance at member 6(CX003): 14'-4" Finished Floor Elevation = 100' -0" (Unless Noted Otherwise) VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d VP BUILDINGS VgRCO PRUDE. 07 -13733 Date: 7/17/2007 Time: 2:30:36 PM Page: 29 of 82 Base Plate Thickness (in.) Anchor Rod Qty/Dian. (in.) Column Base Elev. 0.375 2-0.750 101' -0" 8/6/0 26/0/0 48/0-0 58/0/0 Load Type Desc. Hx V 5 -13 5-C Ld Description D Frm - 0.5 - - - - CG Frm - 0.1 - - - - L Frm - 2.3 - - - - ASL^ Frm - -0.1 - - - - ^ASL Frm - 2.4 - - - - S Frm - 4.4 - - - - US 1 * Frm - 6.5 - - - - *US1 Frm - 1.4 - - - - Wl> Frm -1.2 -1.9 - - - - <WI Frm 0.9 -2.1 - - - - W2> Frm -0.7 -1.1 - - - - <W2 Frm 1.5 -1.3 - - - - CU Frm - - - - - - E> Frm -0.0 - - - - - EG- Frm - -0.1 - - - - <E Frm 0.0 - - - - - EG+ Frm - 0.1 - - - - EB> Brc - - - - - - <EB Brc - - - - - - WPAI Brc -1.0 -1.5 - - - - WPDI Brc -1.0 -1.9 - - - - WPA2 Brc -0.4 -0.7 - - - - WPD2 Brc -0.4 -1.1 - - - - WPBI Brc -1.0 -1.9 - - - - WPCI Brc -1.0 -2.6 - - - - WPB2 Brc -0.4 -1.0 - - - - WPC2 Brc -0.4 -1.8 - - - - Frame Reactions - Factored Load Cases at Frame Cross Section: 5 X -Loc 0/0/0 8/6/0 26/0/0 48/0-0 58/0/0 Gridl - Grid2 5 -K 5 -1 5 -F 5 -13 5-C Ld Description Hx vy Hx Hz Vy Hx Hz Vy Hx Hz I Vy Hx Hz V Cs (application factor not shown (k) ) 1 D +CG +L - 1.0 - - 4.0 - - 6.6 - - 4.3 - - 5.5 2 D +CG +ASL^ - -0.5 - - 3.7 - - 3.5 - - 1.8 - - 2.6 3 D +CG+ ^ASL - 1.7 - - 1.0 - - 4.4 - - 3.3 - - 4.0 8 D +CG +S - 1.6 - - 6.4 - - 11.1 - - 7.2 - - 9.2 9 D +CG +USI* - 0.8 - - 2.1 - - 5.1 - - 7.6 - - 14.2 10 D +CG + *USI - 2.1 - - 9.6 - - 15.2 - - 5.5 - - 2.6 11 D + CG + W 1> -0.9 -0.2 - 1.7 -2.5 - 2.8 -3.7 - 2.4 -1.5 - 2.3 -2.0 12 D + CG + <Wl 1.2 -0.4 - -1.5 -1.5 - -2.6 -2.4 - -2.2 -1.8 - -2.0 -3.5 13 D + CG + W2> -1.5 0.1 - - -1.5 - - -2.3 - - -0.8 - - -0.5 14 D + CG + <W2 0.7 -0.2 - - -0.5 - - -0.9 - - -1.1 - - -2.1 15 D +CG +L +Wl> -0.7 0.4 - 1.3 0.8 - 2.1 1.5 - 1.8 1.7 - 1.7 2.1 16 D + CG + L + <W1 0.9 0.3 - -1.1 1.5 - -1.9 2.5 - -1.7 1.4 - -1.5 0.9 17 D + CG + L + W2> -1.1 0.7 - - 1.5 - - 2.6 - - 2.2 - - 3.2 18 D +CG +L + <W2 0.5 0.5 - - 2.3 - - 3.6 - - 2.0 - - 2.0 19 D +CG +S +WI> -0.7 0.9 - 1.3 2.6 - 2.1 4.9 - 1.8 3.8 - 1.7 4.9 20 D + CG + S + <WI 0.9 0.7 - -1.1 3.3 - -1.9 5.9 - -1.7 3.6 - -1.5 3.7 21 D + CG + S + W2> -1.1 1.1 - - 3.4 - - 6.0 - - 4.4 - - 5.9 22 D +CG +S + <W2 0.5 0.9 - - 4.1 - - 7.0 - - 4.2 - - 4.8 23 D + CU + W 1> -0.9 -0.3 - 1.7 -2.8 - 2.8 -4.4 - 2.4 -2.0 - 2.3 -2.6 24 D + CU + <Wl 1.2 -0.6 - -1.5 -1.9 - -2.6 -3.1 - -2.2 -2.3 - -2.0 -4.1 25 D + CU + W2> -1.5 -0.1 - - -1.8 - - -2.9 - - -1.3 - - -1.1 26 D + CU + <W2 0.7 -0.3 - - -0.9 - - -1.6 - - -1.5 - - -2.7 27 D + CG + E> + EG- -0.0 0.2 - 0.0 0.6 - 0.1 1.0 - 0.0 0.7 - 0.0 0.9 28 D + CG + <E + EG- 0.0 0.2 - -0.0 0.6 - -0.1 1.0 - -0.0 0.7 - -0.0 0.9 29 D + CG + S + Fj + EG+ -0.0 0.6 - 0.0 2.1 - 0.1 3.7 - 0.0 2.4 - 0.0 3.1 30 D + CG + S + <E + EG+ 0.0 0.6 - -0.0 2.1 - -0.1 3.7 - -0.0 2.4 - -0.0 3.1 39 D +CG +E> +EG - +EB> -0.0 0.2 2.7 0.0 -2.4 - 0.0 1.0 - 0.0 0.7 - 0.0 0.9 40 D + CG + <E + EG- + EB> 0.0 0.2 2.7 -0.0 -2.4 - -0.0 1.0 - -0.0 0.7 - -0.0 0.9 41 D+CG+S+E>+EG++EB> -0.0 0.6 2.7 0.0 -0.8 - 0.0 3.7 - 0.0 2.4 - 0.0 3.1 42 D+CG+S+<E +EG++EB> 0.0 0.6 2.7 -0.0 -0.8 - -0.0 3.7 - -0.0 2.4 - -0.0 3.1 VPC File:4091 BYUI 80x100xl6 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07- -13733 Time: 2:30:36 PM ' ' Page: 58 of 82 5 9.84 27.72 9 0.7 -9.8 -569.3 0.0 0.12 2.66 13.50 0.00 33. 6.69 22.9 25.6 0.59 0.40 6 1.31 25.0 9 0.2 4.1 -503.7 0.0 0.03 1.22 14.6 0.00 33.0 2.46 14.6 26.05 1.00 0.50 7 12.8 9.0 8 -1.6 -7.3 -292.0 0.0 0.53 6.28 30.13 0.00 22.0 17.57 32.5 32.5 0.94 0.36 8 0.00 9.0 8 0.8 7.0 -292. 0. 0.25 6.07 30.13 0.00 33.0 17.5 32.5 32.5 0.92 0.35 9 9.19 12.0 25 1.5 -0.2 120.7 0.0 0.52 0.16 11.95 0.00 33.0 10.93 23.1 23.15 0.52 0.01 10 7.47 10.0 18 -7.2 -0.0 -72.8 0. 2.71 0.0 8.45 0.00 19.18 15.5 22.6 23.9 0.51 0.00 11 9.88 11.0 10 3.8 0.0 -211.6 0.0 1.35 0.01 21.7 0.00 33.0 13.0 21.4 23.5 1.01 0.00 12 8.45 10.0 10 2.3 0.0 -123.2 0. 0.72 0.0 11.1 0.00 33.0 15.7 12.0 29.2 0.93 0.00 Mein No. Loc. ft I Depth in. Area in.2 Rx in. Ry in. Lx in. Ly -1 in. Ly -2 in. I Klx /Rx Klyl /R Kly2 /Ry Sx in.3 Lbl in. Rt -1 in. Lb2 in. Rt -2 in. Qs Qa Cbl I Cb2 1 13.81 12.00 2.92 4.73 0.98 165.68 55.4 9.2 52.5 56.6 9.4 10.91 55.4 1.25 9.2 1.2 0.70 1.0 1.10 1.0 2 8.83 24.0 5.66 9.38 0.96 100.65 54.1 0.0 10.7 56.4 0.0 415 54.1 1.23 0.0 0. 0.92 1.00 1.00 0.00 3 0.00 24.0 5.66 9.38 0.96 365.24 54.1 0.0 38.9 56.4 0.0 415 54.1 1.23 0.0 0.0 0.92 1.0 1.00 0.0 4 5.50 9.00 3.04 3.79 1.13 365.24 54.0 54.0 96.4 47. 47.6 8.86 54.0 1.36 54.0 1.3 0.99 1.0 1.36 1.09 5 9.84 27.7 5.55 10.26 0.84 365.24 31.4 0.0 35.6 37. 0.0 42.1 31. 1.13 0.0 0.0 0.78 1.0 1.0 0.0 6 1.31 25.0 5.2 9.41 0.87 266.4 31.4 54.2 28.3 36. 62.5 34.2 31. 1.1 162. 1.18 0.7 1.0 1.08 1.65 7 12.8 9.00 3.04 3.79 1.13 266.4 54. 0.0 70.3 47.6 OX 9.69 54.0 1.36 0.0 0.0 0.99 1.00 1. 0.00 8 0.00 9. 3.04 3.79 1.13 198.9 54. 0.0 52.5 47.6 01 9.69 54.0 1.36 0. 0.0 0.99 1A 1.00 0.00 9 9.19 12.0 2.92 4.73 0.98 165.68 60. 55.4 52.5 61.3 56. 10.10 60.0 1.25 55.4 1.25 0.70 1.0 1.20 1.04 10 7.47 10.0 2.65 4.03 1.03 179.23 60A 0.0 44.5 58.4 01 8.61 110.3 1.31 0.0 0.0 0.73 1.0 1A 0.0 11 9.88 11.0 2.7 4.38 1.00 237 - 14 60A 0.0 54.1 59.8 0.0 9.7 113.0 1.29 0.0 0. 0.71 1.0 1.0 0.00 12 8.45 10.0 3.1 4.17 1.11 202.82 170.3 0.0 48.6 153.3 0. 11.03 170.3 1.43 0.0 0.00 0.89 1.0 1. 0.00 LGI.G....V.. No. LVYY v Origin ra.v...i - Factor •....... Def H Def V Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 LOS S 3 System 1.000 0 180 1.0 USI USI 4 System 1.000 0 180 1.0 *USI *US1 5 System 1.000 0 180 0.700 Wl> Wl> 6 System 1.000 0 180 .700 <W I <WI 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 WPAI 10 System Derived 1.000 0 180 .700 WPDI WPDI 11 System Derived 1.000 0 180 0.700 WPA2 WPA2 12 System Derived 1.000 0 180 .700 WPD2 WPD2 13 System Derived 1.000 0 180 .700WPB1 WPBI 14 System Derived 1.000 0 180 .700 WPCI WPCl 15 System Derived 1.000 0 180 .700 WPB2 B2 16 System Derived 1.000 0 180 .700 WPC2 WPC2 17 System 1.000 60 0 .600 F> + 0.700 EG- + EG 18 System 1.000 60 0 .600 <E + 0.700 EG- <E + EG- 19 System Derived 1.000 60 0 .600 EB> EB> 20 System Derived 1.000 60 0 .600 <EB <EB 21 System 1.000 60 0 .700 Wl> Wl> 22 System 1.000 60 0 .700 <W1 <WI 23 System 1.000 60 0 .700 W2> 2 > 24 System 1.000 60 0 .700 <W2 <W2 25 System Derived 1.000 60 0 .700 WPAI WPAI 26 System Derived 1.000 60 0 .700 WPDI WPDI 27 System Derived 1.000 60 0 .700 WPAZ WPA2 28 System Derived 1.000 60 0 .700 WPD2 WPD2 29 System Derived 1.000 60 0 .700 WPBI WPBI 30 System Derived 1.000 60 0 .700 WPCl WPCI 31 System Derived 1.000 60 0 .700 WPB2 WPB2 32 1 System Derived 1 1.000 1 60 1 0 .700 WPC2 WPC2 Description Deflection in. Ratio Member Joint Load Case Load Case Description Max. Horizontal Deflection 1.241 (1-1/136) 1 2 21 Wl> Max. Vertical Deflection for Span 1 -0.052 ( L/2046) 2 2 4 *US1 Max. Vertical Deflection for Span 2 -1.117 ( LJ322) 5 1 4 *USI Max. Vertical Deflection for Span 3 0.598 ( U441) 7 1 4 *USI M ax. Vertical Deflection for Span 4 -0.030 L/6691 8 1 3 USI* * Negative horizontal deflection is left VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 31 of 82 Grid 39 D +CG +E> +EG - +EB> -0.0 0.5 - - - - Uplift ( -Vy) 40 D + CG + <E + EG- + EB> 0.0 0.5 - - - - 0/0/0 41 D+CG+S +E>+EG++EB> -0.0 1.7 - - - - - 42 D+CG+S+<E +EG++EB> 0.0 1.7 - - - - 8/6/0 45 D +CG+E> +EG - + <EB -0.0 0.5 - - - - 11 46 D+ CG +<E+ EG- +<EB 0.0 0.5 - - - - 26/0/0 47 D+CG+S +Fj+EG++<EB -0.0 1.7 - - - - 11 48 D+CG+S+<E +EG++<EB 0.0 1.7 - - - - 48/0/0 51 D +CG +WPAI -1.0 -0.9 - - - - 11 52 D +CG +L +WPAI -0.8 1.2 - - - - 58/0/0 53 D +CG +S +WPAI -0.8 2.8 - - - - 11 54 D +CU +WPAI -1.0 -1.2 - - - - 80/0/0 55 D + CG + WPDI -1.0 -1.3 - - - - I - 56 D +CG +L +WPDI -0.8 0.9 - - - - 57 D +CG +S +WPDI -0.8 2.5 - - - - 58 D + CU + WPDI -1.0 -1.6 - - - - 59 D + CG + WPA2 -0.4 -0.1 - - - - 60 D + CG + L + WPA2 -0.3 1.9 - - - - 61 D +CG +S +WPA2 -0.3 3.4 - - - - 62 D + CU + WPA2 -0.4 -0.4 - - - - 63 D + CG + WPD2 -0.4 -0.5 - - - - 64 D +CG +L +WPD2 -0.3 1.5 - - - - 65 D + CG + S + WPD2 -0.3 3.1 - - - - 66 D + CU + WPD2 -0.4 -0.8 - - - - 67 D +CG +WPBI -1.0 -1.2 - - - - 68 D +CG +L +WPBI -0.8 1.0 - - - - 69 D +CG +S +WPBI -0.8 2.5 - - - - 70 D +CU +WPB1 -1.0 -1.6 - - - - 71 D +CG +WPCI -1.0 -2.0 - - - - 72 D +CG +L +WPCI -0.8 0.4 - - - - 73 D +CG +S +WPCI -0.8 2.0 - - - - 74 D +CU +WPCI -1.0 -2.3 - - - - 75 D + CG + WPB2 -0.4 -0.4 - - - - 76 D +CG +L +WPB2 -0.3 1.6 - - - - 77 D + CG + S + WPB2 -0.3 3.1 - - - - 78 D + CU + WPB2 -0.4 -0.8 - - - - 79 D + CG + WPC2 -0.4 -1.2 - - - - 80 D +CG +L +WPC2 -0.3 1.0 - - - - 81 D + CG + S + WPC2 -0.3 2.6 - - - - 82 D +CU +WPC2 -0.4 -1.5 - - - - X -Loc Grid Description Load Case Hrz Right (Hx) 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 5 -K F2.7 13 1.2 12 - - - - 0.8 58 2.1 10 - - - - 8/6/0 5 -1 - 2.7 39 1.5 12 1.7 11 3.8 54 9.6 10 - - - - 26/0/0 5 -F 45 - - 2.6 12 2.8 11 4.6 58 15.2 10 - - - - 48/0/0 5 -D - - - - 2.2 12 2.4 11 2.3 24 7.6 9 - - - - 58/0/0 5-C - - - - 2.0 12 2.3 11 4.1 24 14.2 9 - - - - 80/0/0 5 -A 1.2 11 1.5 14 - - I - I - 1 2.3 1 74 1 7.2 1 9 - - - - n«nn. X -Loc Grid Description 8/6/0 26/0/0 54 1 5 -F Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM ' Page: 56 of 82 USl* Frm 0.4 - 1.5 - - 0.8 - - 10.7 - - 13.6 -0.4 - 5.5 *US1 Frm 0.1 - -4.3 - - 22.1 - - 12.5 - - 0.2 -0.1 - 1.6 Wl> Frm -2.0 - -0.7 - 2.2 -5.4 - 3.6 -5.5 - 2.4 -3.3 -1.6 - -1.0 <W1 Frnt 2.0 - 2.1 - -1.9 -6.2 - -3.2 -5.6 - -2.2 -3.7 1.6 - -2.6 W2> Frm -2.4 - -0.8 - - -3.4 - - -3.7 - - -2.2 -1.2 - -0.2 <W2 Frm 1.6 - 2.0 - - -4.2 - - -3.8 - - -2.5 2.0 - -1.8 CU Frm - - - - - - - - - - - - - - - F> Frm -1.2 - -2.1 - 0.0 1.9 - 0.1 0.2 - 0.0 -0.8 -0.7 - 0.8 EG- Frm - - 0.0 - - -0.2 - - -0.2 - - -0.1 - - -0.1 <E Frm 1.2 - 2.1 - -0.0 -1.9 - -0.1 -0.2 - -0.0 0.8 0.7 - -0.8 EG+ Frm - - -0.0 - - 0.2 - - 0.2 - - 0.1 - - 0.1 EB> Brc 0.2 -7.3 -4.3 - - -0.2 - - -0.1 - - -0.0 -0.2 -7.2 -4.4 <EB Brc -0.1 - 4.9 - - -0.1 - - 0.0 - - -0.1 0.1 - 4.8 WPAI Brc 0.9 -5.1 -2.9 - - -5.9 - - -4.6 - - -2.8 -0.7 4.8 -4.8 WPDI Brc 0.7 - 3.5 - - 4.2 - - -3.3 - - -2.2 -0.6 - 1.6 WPA2 Brc 0.5 -5.2 -3.0 - - -3.9 - - -2.7 - - -1.7 -0.3 -4.7 -3.9 WPD2 Brc 0.3 - 3.4 - - -2.3 - - -1.5 - - -1.0 -0.2 - 2.5 WPB1 Brc 0.6 -4.5 -2.6 - - -4.7 - - -4.4 - - -3.4 -0.8 -5.4 -5.7 WPCI Brc 0.5 - 3.0 - - -3.6 - - -3.2 - - -2.5 -0.6 - 1.7 WPB2 Brc 0.2 -4.6 -2.8 - - -2.8 - - -2.6 - - -2.3 -0.4 -5.2 -4.8 WPC2 We 1 0.1 1 - 1 2.9 1 - I - 1 -1.6 1 - I - 1 -1.4 - - -1.4 -0.2 - 2.6 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 ASL^ 0.0 ( -Hx) Case I (Hx) Case ( -Hz) Case (Hz) Case ( -Vy) Case (Vy) Case I ( -Mzz) Case (Mzz) Case 32.1 32.1 *USI 0.0 (k 32.1 32.1 Wl> 3.6 3.6 (k ) 16.0 (k) 3.6 (in -k 16.0 in -k W2> 0/0/0 1 -K 2.4 24 2.0 11 10.9 38 - - 7.5 40 8.0 45 - - - - 10/0/0 1-G - - - - 1.9 11 2.2 10 5.4 23 23.8 9 - - - - 40/0/0 1 -E - - - - 3.2 11 3.6 10 4.8 23 14.7 7 - - - - 62/0/0 1 -B - - - - 2.2 11 2.4 10 3.2 23 14.7 8 - - - - 80/0/0 1 1 -A 1.6 10 1.9 1 25 1 10.8 1 38 1 - - 6.3 1 39 1 8.9 46 - - - - Load Type Horizontal Load Reaction Vertical Load Reaction D 0.0 0.0 4.1 4.0 CG 0.0 0.0 1.0 1.0 L 0.0 0.0 18.5 18.5 ASL^ 0.0 0.0 10.8 10.8 ^ASL 0.0 0.0 7.7 7.7 S 0.0 0.0 35.7 35.7 US1* 0.0 0.0 32.1 32.1 *USI 0.0 0.0 32.1 32.1 Wl> 3.6 3.6 16.0 16.0 <Wl 3.6 3.6 16.0 16.0 W2> 3.6 3.6 10.3 10.3 <W2 3.6 3.6 10.3 10.3 CU 0.0 0.0 0.0 0.0 F> 1.8 1.8 0.0 0.0 EG- 0.0 0.0 0.5 0.5 <E 1.8 1.8 0.0 0.0 EG+ 0.0 0.0 0.5 0.5 EB> 0.0 0.0 0.0 8.9 <EB 0.0 0.0 0.0 9.5 WPAI 0.2 0.2 14.9 20.9 WPDI 0.1 0.1 11.1 4.6 WPA2 0.2 0.2 9.2 15.2 WPD2 0.1 0.1 5.3 1.1 WPBI 0.2 0.2 14.9 20.9 WPCI 0.1 0.1 11.1 4.6 WPB2 0.2 0.2 9.2 15.2 WPC2 0.1 1 0.1 5.3 1 1.1 X -Loc Grid Mem. I Thickness Width I Length I Num Of I Bolt Di m I Type I Welds to I Welds to No. (in.) (in.) (in.) Bolts (in. Flange Web VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 1 vkz. 07- -13733 Time: 2:30:36 PM Page: 33 of 82 Diagonal Bracing Member Design Summary: Rnnf A Mem. No. Bracing Shape Length ft Angle Design Axial Seismic Factor Stress Factor Stress Ratio Governing Load Case Design Status Comment 1 R 0.375 27.34 24. -1.06 1.000 1.2750 0.286 1.0<E passed 2 R 0.375 27.34 24. -1.06 1.000 1.2750 0.286 1.OF> passed eb direct shear OK, web punching shear OK, tensile fracture of web OK => passed 3 R0.5 33.60 43. -5.31 1.000 1.2750 0.804 1.0<E passed 4 R 0.5 33 ' 6q 43.2 -5.31 1.000 1.275 0.804 1.OF> passed 5 R 0.625 26.33 18. -6.92 1.000 1.275 0.670 1.0<E passed 6 R 0.625 26.33 18. -6.92 1.000 1.27501 0.670 1 1.OE> I passed Mem. End I Diagonal Connection Design Information 1 Left Slot: design angle = 21.0 deg, web thk = 3/16 in., F = 1.06k, E factor = 1.000, 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 = 21.0 deg, web thk = 3/16 in., F = 1.06k, E factor = 1.000, 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 2 Left Slot: design angle = 21.0 deg, web thk = 3/16 in., F = 1.06k, E factor = 1.000, 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 = 21.0 deg, web thk = 3/16 in., F = 1.061c, E factor = 1.000, 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 3 Left Slot: design angle = 40.7 deg, web thk = 3/16 in., F = 5.31k, E factor = 1.000, 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 = 40.7 deg, web thk =1/4 in., F = 5.3lk, E factor = 1.000, 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 4 Left Slot: design angle = 40.7 deg, web thk =1/4 in., F = 5.31k, E factor = 1.000, 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 = 40.7 deg, web thk = 3/16 in., F = 5.3lk, E factor = 1.000, 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 5 Left Slot: design angle = 14.4 deg, web thk =1 /4 in., F = 6.92k, E factor = 1.000, 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 VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 &- 07 -13733 Time: 2:30:36 PM Page: 54 of 82 Parameters: I Location I Ave. Bav Space I Description I Angle I Group I Trib. Override I Design Status I 1 0 /6 /0 1 12/9/0 ICB Frame Endwall wall 1 1 90.0000 1 1 - I Automatic Design I Design Load Combinations - Framing No. Ori 'n Factor Application Description 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 ASLA D + CG + ASLA 3 System 1.000 1.0 D + 1.0 CG + 1.0 AASL D + CG + AASL 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 PL2 D + CG + PL2(Spans 3 and 4) 7 System 1.000 1.0 D + 1.0 CG + 1.0 S + CG + S 8 System 1.000 1.0 D +I.0 CG +1.0 USI* +CG +USl* 9 System 1.000 1.0 D + 1.0 CG + 1.0 *US 1 D + CG + *US 1 10 System 1.000 1.0 D + 1.0 CG + 1.0 W l> D + CG + W 1> 11 System 1.000 1.0 D + 1.0 CG + 1.0 <W I D + CG + <W 1 12 System 1.000 1.0 D + 1.0 CG + 1.0 W2> + CG + W2> 13 System 1.000 1.0 D + 1.0 CG + 1.0 <W2 D + CG + <W2 14 System 1.000 1.0 D +I.0 CG +0.750L +0.750W1> D +CG +L +WI> 15 System 1.000 1.0 D +I.0 CG +0.750L +0.750 <Wl +CG +L + <Wl 16 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W2> + CG + L + W2> 17 System 1.000 1.0 D +I.0 CG +0.750L +0.750 <W2 +CG +L +<W2 18 System 1.000 1.0 D + 1.0 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 <WI D + CG + S + <W1 20 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W2> D + CG + S + W2> 21 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 D + CG + S + <W2 22 System 1.000 0.600 D + 0.600 CU + 1.0 W 1> + CU + W 1> 23 System 1.000 0.600 D + 0.600 CU + 1.0 <W 1 D + CU + <W 1 24 System 1.000 0.600 D + 0.600 CU + 1.0 W2> + CU + W2> 25 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 D + CU + <W2 26 System 1.275 0.900 D + 0.900 CG + 1.106 E> + 1.0 EG- + CG + E> + EG- 27 System 1.275 0.900 D + 0.900 CG + 1.106 <E + 1.0 EG- D + CG + <E + EG- 28 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.106 E> + 1.0 EG+ D + CG + S + F> + EG+ 29 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.106 <E + 1.0 EG+ D + CG + S + <E + EG+ 30 Special 1.275 0.900 D + 0.900 CG + 2.500 F> + 1.0 EG- D + CG + F> + EG- 31 Special 1.275 0.900 D + 0.900 CG + 2.500 <E + 1.0 EG- D + CG + <E + EG- 32 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 E> + 1.0 EG+ + CG + S + E> + EG+ 33 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 <E + 1.0 EG+ D + CG + S + <E + EG+ 34 AISC - Special 1.700 0.900 D + 0.900 CG D+ CG 35 AISC - Special 1.700 0.900 D + 0.900 CG D + CG 36 AISC - Special 1.700 1.200 D + 1.200 CG + 0.200 S + CG + S 37 AISC - Special 1.700 1.200 D + 1.200 CG + 0.200 S D + CG + S 38 System Derived 1.275 0.900 D + 0.900 CG + 0.332 F> + 1.0 EG- + 1.500 EB> D + CG + F> + EG- + EB> 39 System Derived 1.275 0.900 D + 0.900 CG + 0.332 <E + 1.0 EG- + 1.500 EB> + CG + <E + EG- + EB> 40 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 F> + 1.0 EG+ + 1.500 EB> D+CG+S +E>+EG++EB> 41 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 <E + 1.0 EG+ + 1.500 EB> G+S+<E +EG++EB> 42 Special 1.275 0.900 D + 0.900 CG + 2.500 EB> + 1.0 EG- + CG + EB> + EG- 43 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 EB> + 1.0 EG+ D + CG + S + EB> + EG+ 44 System Derived 1.275 0.900 D + 0.900 CG + 0.332 F> + 1.0 EG- + 1.500 <EB + CG + E> + EG- + <EB 45 System Derived 1.275 0.900 D + 0.900 CG + 0.332 <E + 1.0 EG- + 1.500 <EB + CG + <E + EG- + <EB 46 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 F> + 1.0 EG+ + 1.500 <EB G+S +E>+EG++<EB 47 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 <E + 1.0 EG+ + 1.500 <EB D+CG+S+<E +EG++<EB 48 Special 1.275 0.900 D + 0.900 CG + 2.500 <EB + 1.0 EG- D + CG + <EB + EG- 49 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 <EB + 1.0 EG+ D + CG + S + <EB + EG+ 50 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPAI + CG + WPAI 51 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPAI D + CG + L + WPAI 52 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPAI + CG + S + WPAI 53 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPAI + CU + WPAI 54 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPDI + CG + WPDI 55 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPDI D + CG + L + WPDI 56 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD 1 D + CG + S + WPDI 57 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD 1 D + CU + WPD1 58 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 D + CG + WPA2 59 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPA2 D + CG + L + WPA2 60 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA2 + CG + S + WPA2 61 System Derived 1.000 P.600 D + 0.600 CU + 1.0 WPA2 + CU + WPA2 VPC File:4091 BYUI 80x100xl6 5 -4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 35 of 82 Dinonnni RmAno Mrmher Design Cnmmarve Rnnf R Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Shape ft web direct she ar OK, web punching shear OK, tensile fracture of web OK => passed Axial Factor Factor Ratio Load Case Status 1 R 0.375 31.68 39.5 -2.15 1.00 1.275C 0.578 LOF> passed web direct shear OK, web punching shear OK, tensile fracture of web OK => passed 2 R 0.375 31.68 39.5 -2.15 LOOOC 1.275C 0.578 1.0<E passed 3 R 0.625 32.25 41.3 -6.95 LOOOC 1.275 0.673 LOF> passed 4 R 0.625 32.25 41.3 -6.95 LOOOC 1.275 0.673 1.O<E passed Mem. End Diagonal Connection Design Information 1 Left Slot: design angle = 36.7 deg, web thk = 3/16 in., F = 2.15k, E factor = 1.000, stress increase = 1.275, slot offset = 2 in., web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK => passed F Right Slot: design angle = 36.7 deg, web thk = 3/16 in., F = 2.15k, E factor = 1.000, stress increase = 1.275, slot offset = 2 in., web /flange weld OK, web direct she ar OK, web punching shear OK, tensile fracture of web OK => passed 2 Left Slot: design angle = 36.7 deg, web thk = 3/16 in., F = 2.15k, E factor = 1.000, stress increase = 1.275, slot offset = 2 in., web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK => passed Right Slot: design angle = 36.7 deg, web thk = 3/16 in., F = 2.15k, E factor = 1.000, 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 3 Left Slot: design angle = 38.6 deg, web thk = 3/16 in., F = 6.95k, E factor = 1.000, stress increase = 1.275, slot offset = 2 in., web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK => passed Right Slot: design angle = 38.6 deg, web thk =1/4 in., F = 6.95k, E factor = 1.000, stress increase = 1.275, slot offset = 2 in., web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK => passed 4 Left Slot: design angle= 38.6 deg, web thk =1/4 in., F = 6.95k, E factor = 1.000, stress increase = 1.275, slot offset= 2 in., web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK — passed Right Slot: design angle = 38.6 deg, web thk = 3/16 in., F = 6.95k, E factor = 1.000, stress increase = 1.275, slot offset = 2 in., web /flange weld OK, F eb direct shear OK, web punching shear OK, tensile fracture of web OK => passed VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 52 of 82 Loads and Codes - Shape: Shop City: Rexburg County: Madison State: Idaho Country: United States Building Code: 2003 International Building Code Built Up: 89AISC Rainfall: 4.00 inches per hour Building Use: Standard Occupancy Structure Cold Form: 04AISI Dead and Collateral Loads Live Load Collateral Gravity: 1.00 psf Roof Covering + Second. Dead Load: 2.15 psf Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Wind Load Wind Speed: 90.00 mph Wind Exposure (Factor): C (0.882) Parts Wind Exposure Factor: 0.882 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Topographic Factor: 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 14/4/13 Parts / Portions Zone Strip Width: 7/2/6 Basic Wind Pressure: 15.55 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 Seismic Load Mapped Spectral Response - Ss:51.08 %g Mapped Spectral Response - S1:1644 %g Seismic Hazard / Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance / Design Category. D Framing Seismic Period: 0.2827 Bracing Seismic Period: 0.1748 Framing R- Factor: 3.5000 Bracing R- Factor: 3.5000 Soil Profile Type: Stiff soil (D, 4) Frame Redundancy Factor: 1. 1056 Brace Redundancy Factor: 1 .5000 Frame Seismic Factor (Cs): 0.1354 x W Brace Seismic Factor (Cs): 0.1354 x W Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporling: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 Official or Project Engineer to obtain all code and loading information for this specific building site. VPC Version :5.6d VPC File:4091 BYUI 80x100x16 5- 4 -07_V 4.VPC Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 37 of 82 Di2ann2l Rr2eing Memher Design Summary: Endwall 3 Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Shape ft w eb direct shear OK, web punching shear OK, tensile fracture of web OK => passed Axial I Factor I Factor I Ratio Load Case Status 1 R 0.5 26.3 47. -2.651 2.000 1.275 0.801 1.OF> passed 2 R 0.5 1 24.2 42. -2.0 2.000 1.275 0.737 1.0<E passed Mem. End Diagonal Connection Design Information 1 Left Slot: design angle = 45.1 deg, web thk =1/8 in., F = 2.65k, E factor = 2.000, stress increase = 1.275, slot offset = 2 in., web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK => passed Right Slot: design angle = 45.1 deg, web thk = 3/16 in., F = 2.65k, E factor = 2.000, stress increase = 1.275, slot offset = 2 in., web /flange weld OK, w eb direct shear OK, web punching shear OK, tensile fracture of web OK => passed 2 Left Slot: design angle = 39.9 deg, web thk =1 /8 in., F = 2.44k, E factor= 2.000, stress increase = 1.275, slot offset = 2 in., web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK => passed Right Slot: design angle = 39.9 deg, web thk = 3/16 in., F = 2.441c, E factor = 2.000, stress increase = 1.275, slot offset = 2 in., web /flange weld OK, w eb direct shear OK, web punching shear OK, tensile fracture of web OK => passed VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 gm�- 07 -13733 Time: 2:30:36 PM Page: 50 of 82 Roof: B Is Maximum Secondary Desig for bna a bnop on aloe u Interior Exterior Detail Exterior Des Len Description Design Lap % % % % Ld Lap % % % % Ld % % % % Ld Cs Lap in. Id ft Status in. Bnd Shr Cmb W Cs in. Bud Shr Cmb W Cs Bnd Shr Cmb W 1,1 25.0 8.50x0.120 Z Con Yes 48 0.99 0.25 1.02 0.00 2 0.90 0.19 0.92 0.00 2 48 24 1,2 25. 8.50x0.082 Z Con Yes 48 0.90 0.17 0.92 0.00 2 24 0.76 0.35 0.84 0.00 2 0.64 0.21 0.67 0.00 2 1,3 25.0 8.50x0.092 Z Con Yes 48 0.64 0.21 0.67 0.00 2 24 0.76 0.35 0.84 0.00 2 0.90 0.17 0.92 0.00 2 24 1,4 25.0 8.50x0.120 Z Con Yes 48 0.90 0.19 0.92 0.00 2 48 0.99 0.25 1.02 0.00 2 2,1 7.20 8.50x0.059 Z Sim Yes 0 0.00 0.88 0.03 0.00 0.34 0.00 0.50 0.00 2 2 0.88 0.15 0.90 0.67 2 48 3,1 3,2 25.0 25.0 8.50x0.120 Z Con 8.50x0.092 Z Con Yes Yes 48 48 0.88 0.14 0.90 0.67 2 48 0.76 0.27 0.81 0.00 2 0.64 0.16 0.79 0.74 2 48 3,3 25.0 8.50x0.092 Z Con Yes 48 0.64 0.16 0.79 0.74 2 48 0.76 0.27 0.81 0.00 2 0.88 0.14 0.90 0.67 2 48 3,4 25.0 8.50x0.120 Z Con Yes 48 0.88 0.15 0.90 0.67 2 48 0.88 0.00 0.00 0.00 2 4,1 4.50 8.50x0.059 C Sim Yes 0 0.54 0.88 0.09 0.00 0.13 0.00 0.00 0.00 2 2 0.87 0.15 0.90 0.67 2 48 5,1 5,2 25. 25.0 8.50x0.120 Z Con 8.500.092 Z Con Yes Yes 48 48 0.87 0.14 0.90 0.67 2 48 0.76 0.27 0.81 0.00 2 0.64 0.16 0.79 0.74 2 48 5,3 25.0 8.50x0.092 Z Con Yes 48 0.64 0.16 0.79 0.74 2 48 0.76 0.27 0.81 0.00 2 0.87 0.14 0.90 0.67 2 48 5,4 25A 8.50x0.120 Z Con Yes 48 0.87 0.15 0.90 0.67 2 48 0.88 0.00 0.00 0.00 2 48 6,1 25.0 8.500.120 Z Con Yes 48 o.99 0.00 0.00 0.00 2 0.94 0.18 1.01 0.80 2 6,2 25.0 8.50x0.092 Z Con Yes 48 0.94 0.16 1.01 0.80 2 48 0.77 0.27 0.82 0.00 2 0.68 0.19 0.86 0.83 2 48 6,3 25. 8.50x0.092 Z Con Yes 48 0.68 0.19 0.86 0.83 2 48 0.84 0.37 0.92 0.00 2 0.91 0.15 0.96 0.73 2 48 6,4 25A 8.500.120 Z Con Yes 48 0.91 0.17 0.96 0.73 2 48 0.88 0.00 0.88 0.00 2 7,1 25.0 8.50x0.105 EZ Sim Yes 0 0.84 0.00 0.00 0.00 2 7,2 25.0 8.50x0.120 EZ Sim Yes 0 0.77 o.00 0.00 0.00 2 7,3 25.0 8.50x0.120 EZ Sim Yes 0 0.14 0.00 0.88 0.00 19 7,4 25.0 8.500.120 EZ Sim Yes 0 0.13 10.00 10.92 10.00 1 19 Maximum Seconda Deflections for Shape Sho on Side B Design Id Se ent Deflection in. Ratio Location ft Load Case Descri b 1 1 - 1.60 (v184) 11.00 2 Usl* t 2 -0.52 (x580) 38.50 2 USl * VPC File:4091 BYUI 80x100xl6 5-4 -07 V 4.VPC VPC Version :5.6d Loads and Codes - Shape: Shop City: Rexburg County: Madison State: Idaho Building Code: 2003 International Building Code Built Up: 89AISC Building Use: Standard Occupancy Structure Cold Form: 04AISI Dead and Collateral Loads Collateral Gravity:1.00 psf Roof Covering + Second. Dead Load: 2.15 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 (0.882) Parts Wind Exposure Factor: 0.882 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Topographic Factor: 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 14/4/13 Parts / Portions Zone Strip Width: 7/2/6 Basic Wind Pressure: 15.55 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 inches per hour Live Load Live Load: 20.00 psf Reducible Seismic Load Mapped Spectral Response - Ss:51.08 %g Mapped Spectral Response - 51:16.44 %g Seismic Hazard / Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance / Design Category: D Framing Seismic Period: 0.2827 Bracing Seismic Period: 0.1748 Framing R- Factor: 3.5000 Bracing R- Factor: 3.5000 Soil Profile Type: Stiff soil (D, 4) Frame Redundancy Factor: 1.1056 Brace Redundancy Factor:1.5000 Frame Seismic Factor (Cs): 0.1354 x W Brace Seismic Factor (Cs): 0.1354 x W 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. n-an T -d ir- hinnfin- - Pnrlin No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 S D + CG + S 2 System 1.000 1.0D +I.0CG +1.0US1* D +CG+USI* 3 System 1.000 1.0 D + 1.0 CG + 1.0 *US 1 + CG + t U 1 4 System 1.000 1.0 D + 1.0 CG + 1.0 PFl D + CG + PFl (Span 1) 5 System 1.000 1.0 D + 1.0 CG + 1.0 PFl D + CG + PFl (Span 4) 6 System 1.000 1.0 D + 1.0 CG + 1.0 PHI D + CG + PHI (Span 1) 7 System 1.000 1.0 D + 1.0 CG + 1.0 PHI D + CG + PHI (Span 4) 8 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2(Spans 1 and 2) 9 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2(Spans 2 and 3) 10 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2(Spans 3 and 4) 11 System 1.000 1.0 D + 1.0 CG + 1.0 W 1> D + CG + W 1> 12 System 1.000 1.0 D + 1.0 CG + 1.0 <W2 D + CG + <W2 13 System 1.000 0.600 D +0.600 CU+ 1.0 WI> +CU+ Wl> 14 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 + CU + <W2 15 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W 1> D + CG + S + W 1> 16 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 D + CG + S + <W2 17 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 1.0 EB> + 0.700 EG+ + CG + S + EB> + EG+ 18 System Derived 1.275 0.900 D + 0.900 CG + 1.0 EB> + 0.700 EG- D + CG + EB> + EG- 19 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 1.0 <EB + 0.700 EG+ + CG + S + <EB + EG+ 20 System Derived 1.275 0.900 D + 0.900 CG + 1.0 <EB + 0.700 EG- D + CG + <EB + EG- 21 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPAI D + CG + WPAI 22 System Derived 1.000 0.600 D + 0.600 CU+ 1.0 WPAI + CU + WPAl 23 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPAI + CG + S + WPAi 24 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPDl + CG + WPDI 25 System Derived 1.000 .600 D + 0.600 CU+ 1.0 WPDI + CU + WPDI 26 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPDl + CG + S + WPD1 27 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 D + CG + WPA2 28 System Derived 1.000 0.600 D+ 0.600 CU+ 1.0 WPA2 + CU+ WPA2 29 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA2 + CG + S + WPA2 30 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD2 D + CG + WPD2 31 System Derived 1.000 .600 D + 0.600 CU + 1.0 WPD2 + CU + WPD2 32 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD2 + CG + S + WPD2 33 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB 1 D + CG + WPB 1 34 System Derived 1.000 .600 D + 0.600 CU+ 1.0 WPBI D + CU + WPB1 35 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB 1 + CG + S + WPB I VPC File:4091 BYUI 80x100x16 5 -4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM ' Page: 48 of 82 Roof: A Y ie h fe d C r r a Des Len Description Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % I Ld Lap Id ft Status in. Bnd Shr Cmb Wcp Cs in. Bnd Shr Cmb Wcp Cs Bnd Shr Cmb wcp Cs in. 1,1 25.00 8.500.120 Z Con Yes 48 0.99 0.25 1.02 0.00 3 0.90 0.19 0.92 0.00 3 48 1,2 25.00 8.50x0.082 Z Con Yes 48 0.90 0.17 0.92 0.00 3 24 0.76 0.35 0.84 0.00 3 0.64 0.21 0.67 0.00 3 24 1,3 25.00 8.500.092 Z Con Yes 48 0.64 0.21 0.67 0.00 3 24 0.76 0.35 0.84 0.00 3 0.90 0.17 0.92 0.00 3 24 1,4 25.00 8.50x0.120 Z Con Yes 48 0.90 0.19 0.92 0.00 3 48 0.99 0.25 1.02 0.00 3 2,1 7.20 8.500.059 Z Sim Yes 0 0.00 0.03 0.34 0.50 3 3,1 25.00 8.50x0.120 Z Con Yes 48 0.88 0.00 0.00 0.00 3 0.88 0.15 0.90 0.67 3 48 3,2 25.00 8.500.092 Z Con Yes 48 0.88 0.14 0.90 0.67 3 48 0.76 0.27 0.81 0.00 3 0.64 0.16 0.79 0.74 3 48 3,3 25.00 8.50x0.092 Z Con Yes 48 0.64 0.16 0.79 0.74 3 48 0.76 0.27 0.81 0.00 3 0.88 0.14 0.90 0.67 3 48 3,4 25.00 8.50x0.120 Z Con Yes 48 0.88 0.15 0.90 0.67 3 48 0.88 0.00 0.00 0.00 3 4,1 4.50 8.50x0.059 C Sim Yes 0 0.54 0.09 0.13 0.00 3 5,1 25.0 8.50x0.120 Z Con Yes 48 0.99 0.00 0.00 0.00 3 0.94 0.18 0.96 0.00 3 48 5,2 25.0 8.50x0.092 Z Con Yes 48 0.94 0.16 0.96 0.00 3 48 0.77 0.27 0.82 0.00 3 0.68 0.19 0.86 0.83 3 48 5,3 25.0 8.500.092 Z Con Yes 48 0.68 0.19 0.86 0.83 3 48 0.84 0.37 0.92 0.00 3 0.91 0.15 0.96 0.73 3 48 5,4 25.0 8.50x0.120 Z Con Yes 48 0.91 0.17 0.96 0.73 3 48 0.88 0.00 0.88 0.00 3 6,1 25.0 8.50x0.120 Z Con Yes 48 0.88 0.00 0.00 0.00 3 0.87 0.15 0.90 0.67 3 48 6,2 25.0 8.500.092 Z Con Yes 48 0.87 0.14 0.90 0.67 3 48 0.76 0.27 0.81 0.00 3 0.64 0.16 0.79 0.74 3 48 6,3 25.0 8.500.092 Z Con Yes 48 0.64 0.16 0.79 0.74 3 48 0.76 0.27 0.81 0.00 3 0.87 0.14 0.90 0.67 3 48 6,4 25.0 8.50x0.120 Z Con Yes 48 0.87 0.15 0.90 0.67 3 48 0.88 0.00 0.00 0.00 3 7,1 25.0 8.50x0.120 EZ Sim Yes 0 0.13 0.00 0.96 0.00 19 7,2 25.0 8.500.120 EZ Sim Yes 0 0.14 0.00 0.95 0.00 19 7,3 25.0 8.50x0.120 EZ Sim Yes 0 0.77 0.00 0.00 0.00 3 7,4 25.0 8.500.105 EZ Sim I Yes 1 0 0.84 10.00 10.00 10.00 1 3 Maximum Secondary Deflections for Shape Shop on Side A Desi Id Se ent Deflection in. Ratio Location ft Load Case Descri tion 1 1 -1.60 (U184) 11.00 3 *US1 1 2 -0.52 (U580) 38.50 3 *USI VPC File:4091 BI'UI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 41 of 82 Wall: 1 rn Dimension Key 1 4' -0" 2 3'- 21/4" 3 1' -0" 4 2' -0" Maximum Secondary Designs for Shape Shop on Side 1 Des Len Description Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id (ft) Status in. Bnd Shr Cmb We Cs in.) Bnd Shr Cmb Wcp Cs Bnd 1 Shr Cmb Wcp Cs 1,1 14.19 8.500.059 C Sim Yes 0 0.68 0.21 0.72 0.00 1 2,1 14.19 8.500.059 C Sim Yes 0 0.44 0.00 0.00 0.00 1 3,1 7.00 8.50x0.059 Z Sim Yes 0 0.08 0.00 0.00 0.00 1 4,1 1.00 8.500.059 Z Sim Yes 0 0.00 0.00 0.00 0.00 1 5,1 7.00 8.50x0.059 C Sim Yes 0 0.15 0.00 0.00 0.00 1 6,1 1.00 8.50x0.059 C Sim Yes 0 0.00 0.00 0.00 0.00 1 6,2 1.00 8.50x0.059 C Sim Yes 0 0.00 0.00 0.00 0.00 1 7,1 7.00 8.500.059 Z Sim Yes 0 0.18 0.00 0.00 0.00 1 8,1 1.00 8.500.059 Z Sim Yes 0 0.00 0.00 0.00 0.00 1 8,2 1.00 8.50x0.059 Z Sim Yes 0 0.00 0.00 0.00 0.00 1 9,1 10.00 8.50x0.059 C Sim Yes 0 0.10 0.00 0.00 0.00 1 10,1 18.00 8.50x0.082 Z Sim Yes 0 0.95 0.09 0.67 0.00 1 10,2 22.00 8.500.092 Z Sim Yes 0 1.00 0.07 1.01 0.00 1 10,3 12.00 8.500.059 Z Sim Yes 0 0.49 0.00 0.34 0.00 1 11,1 14.19 8.50x0.059 C Sim Yes 0 0.52 0.00 0.52 0.00 1 12,1 14.19 8.50x0.059 C Sim Yes 0 0.77 0.23 0.81 0.00 1 13,1 9.00 8.500.059 C Sim Yes 0 0.23 0.00 0.00 0.00 1 13,2 12.00 8.50x0.059 C Sim Yes 0 0.41 0.00 0.00 0.00 1 14,1 9.00 8.50x0.059 Z Sim Yes 0 0.25 0.00 0.00 0.00 1 14,2 12.00 8.500.059 Z Sim Yes 0 0.43 0.00 0.00 0.00 1 15,1 12.00 8.500.059 C Sim Yes 0 0.14 0.00 0.00 0.00 1 16,1 19.67 8.50x0.120 C Sim Yes 0 0.91 0.02 0.91 0.00 1 17,1 17.00 8.50x0.065 C Sim Yes 0 0.88 0.05 0.88 0.00 1 18,1 2.00 8.50x0.059 C Sim Yes 0 0.01 0.00 0.00 0.00 1 18,2 10.00 8.500.059 C Sim Yes 0 0.29 0.00 0.19 0.00 1 19,1 2.00 8.500.059 Z Sim Yes 0 0.02 0.00 0.00 0.00 1 19,2 10.00 8.50x0.059 Z Sim Yes 0 0.39 0.00 0.00 0.00 1 20,1 16.0 8.50x0.059 C Sim Yes 0 0.43 0.00 0.00 0.00 1 21,1 10.0 8.500.059 Z Sim Yes 0 0.15 0.00 0.10 0.00 1 VPC File:4091 BYUI 80x100xl6 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 46 of 82 Wall: 4 U H SECONDARY ELEVATION AT K Dimension Key 1 6" 2 4' -0" 3 3' -2 1/4" 4 1'-0 3/4" 5 2' -0" 6 2' -9" Maximum Secondary Designs for Sha a Shop on Side 4 Des Len Description Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id (ft) Wl> Status in. Bnd Shr Cmb Wep fs (in. Bnd Shr Cmb wcP Cs Bnd Shr Cmb We Cs in. 1,1 25.00 8.500.059 Z Sim Yes 0 0.69 0.00 0.00 0.00 1 2,1 30.00 8.500.065 C Sim Yes 0 0.93 0.28 0.67 0.00 2 3,1 30.00 8.500.073 Z Sim Yes 0 0.96 0.25 0.71 0.00 2 4,1 12.25 8.500.059 C Sim Yes 0 0.48 0.00 0.48 0.00 1 5,1 12.25 8.500.059 C Sim Yes 0 0.54 0.19 0.58 0.00 1 6,1 8.00 8.500.059 C Sim Yes 0 0.19 0.00 0.00 0.00 1 6,2 10.00 8.500.059 C Sim Yes 0 0.35 0.00 0.00 0.00 1 7,1 8.00 8.500.059 Z Sim Yes 0 0.16 0.00 0.00 0.00 1 7,2 10-00 8.500.059 Z Sim Yes 0 0.19 0.00 0.00 0.00 1 8,1 12.00 8.500.059 C Sim Yes 0 0.06 0.00 0.00 0.00 1 9,1 25.00 8.500.120 Z Sim Yes 0 0.98 0.00 0.00 0.00 1 10,1 12.25 8.500.059 C Sim Yes 0 0.60 0.10 0.61 0.00 1 11,1 12.25 8.500.059 C Sim Yes 0 0.45 0.05 0.46 0.00 1 12,1 10.00 8.500.059 C Sim Yes 0 0.05 0.12 0.13 0.00 1 13,1 10.00 8.500.059 C Sim Yes 0 0.04 0.00 0.00 0.00 1 14,1 10.00 8.500.059 Z Sim Yes 0 0.03 0.07 0.08 0.00 1 15,1 25.00 8.50x0.105 Z Sim Yes 0 0.98 0.07 0.98 0.00 1 15,2 24.50 8.50x0.105 Z Sim Yes 0 0.96 0.07 0.97 0.00 1 16,1 12.25 8.50x0.059 C Sim Yes 0 0.46 0.05 0.46 0.00 1 17,1 12.2 8.500.059 C Sim Yes 0 0.62 0.10 0.62 0.00 1 18,1 5.00 8.500.059 Z Sim Yes 0 0.05 0.00 0.00 0.00 1 19 10.00 8.500.059 Z Sim Yes 0 0.20 0.00 0.00 0.00 1 20,1 10.00 8.500.059 C Sim Yes 0 0.26 0.00 0.17 0.00 1 21,1 10.0 8.500.059 Z Sim Yes 1 0 0.19 0.00 0.13 0.00 1 Maximum Secondary Deflections for Shape Sho p on Side 4 Design Id I Segment Deflection (in.) Ratio Location(ft) Load Case Description 1 1 0.68 (L/431) 12.50 1 Wl> 2 1 0.65 (11456) 11.50 1 Wl> 3 1 0.72 ( LJ408 ) 11.50 1 Wl> 4 1 0.18 (I/817) 6.00 1 Wl> 5 1 0.22 ( U684) 6.00 1 Wl> 6 1 0.00 (U4981) 4.00 1 Wl> VPC File:4091 BYUI 80x100x16 5 -4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 43 of 82 Wall: 2 9 C SECONDARY ELEVATION AT A Dimension Key 1 6" 2 4' -0" 3 3'- 21/4" Maximum Secondary Desiens for Shane ShoD on Side 2 Maximum Secondary Deflections for Shape Sho p on Side 2 Design Id Len Description Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap 37.50 ft Wl> Status in. Bnd Shr Cmb W Cs in. Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs in. 1 25.0 8.50x0.059 Z Sim Yes 0 ( LJ253) 37.50 1 Wl> 3 3 1.02 0.00 0.00 0.00 1 3 4 1.10 ( IJ266) 87.50 1 Wl> 25.0 8.50x0.073 C Sim Yes 0 12.50 1 Wl> 1.00 0.00 0.00 0.00 1 25.0 8.50x0.105 C Sim Yes 0 0.97 0.00 0.00 0.00 1 [2,3 25.0 8.50x0.082 C Sim Yes 0 1.01 0.00 0.00 0.00 1 25.0 8.50x0.073 C Sim Yes 0 1.00 0.00 0.00 0.00 1 25.0 8.50x0.092 Z Sim Yes 0 0.94 0.00 0.00 0.00 1 25.0 8.50x0.092 Z Sim Yes 0 0.97 0.00 0.00 0.00 1 25.0 8.50x0.092 Z Sim Yes 0 0.97 0.00 0.00 0.00 1 25.0 8.50x0.092 Z Sim Yes 0 0.94 0.00 0.00 0.00 1 , 25.00, 8.50x0.059 Z Sim Yes 0 0.69 0.00 0.00 0.00 1 Maximum Secondary Deflections for Shape Sho p on Side 2 Design Id Segment Deflection in. Ratio Location(ft) Load Case Description 1 1 1.01 (U291) 12.50 1 Wl> 2 1 1.07 ( IJ274) 12.50 1 Wl> 2 2 1.11 ( U271) 37.50 1 Wl> 2 3 1.16 ( U260) 62.50 1 Wl> 2 4 1.07 ( LJ274) 87.50 1 Wl> 3 1 1.10 ( L/266) 12.50 1 Wl> 3 2 1.19 ( LJ253) 37.50 1 Wl> 3 3 1.19 (IJ253) 62.50 1 Wl> 3 4 1.10 ( IJ266) 87.50 1 Wl> 4 1 0.68 L1431 12.50 1 Wl> VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM ' Page: 44 of 82 Wall: 3 ko Dimension Key 1 4' -0" 2 3' -21/4" 3 2' -0" lwx ... Q- ..A.- To c fnr Chan. Qhnn nn q*.dp I u Des Len Description Design Detail Lap Exterior Interior Exterior % % % % I d Lap % % % % Ld % % % % L.d Lap Id ft Status in. Bnd Shr Cmb Wep Cs in. Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wep Cs in. 1,1 8.50 8.50x0.059 Z Sim Yes 0 0.16 0.00 0.12 0.00 1 2,1 8.50 8.50x0.059 C Sim Yes 0 0.22 0.00 0.14 0.00 1 2,2 17.50 8.500.059 C Sim Yes 0 1.01 0.00 0.66 0.00 1 2,3 6.00 8.500.059 C Sim Yes 0 0.13 0.00 0.00 0.00 1 3,1 8.50 8.500.059 Z Sim Yes 0 0.25 0.00 0.18 0.00 1 3,2 17.50 8.500.059 Z Sim Yes 0 0.88 0.00 0.62 0.00 1 3,3 6.00 8.50x0.059 Z Sim Yes 0 0.11 0.00 0.00 0.00 1 4,1 8.50 8.500.059 Z Sim Yes 0 0.17 0.00 0.00 0.00 1 4,2 17.50 8.50x0.059 Z Sim Yes 0 0.78 0.00 0.00 0.00 1 4,3 22.0 8.50x0.120 Z Sim Yes 0 1.00 0.00 0.00 0.00 1 4,4 10.0 8.500.059 Z Sim Yes 0 0.31 0.00 0.22 0.00 1 4,5 22.0 8.50x0.065 Z Sim Yes 0 0.94 0.00 0.00 0.00 1 5,1 0.87 8.500.059 Z Sim Yes 0 0.00 0.00 0.00 0.00 1 5,2 22.0 8.50x0.059 Z Sim Yes 0 0.96 0.00 0.00 0.00 1 6,1 16.1 8.50x0.059 C Sim Yes 0 1.02 0.00 0.00 0.00 1 7,1 16.19 8.50x0.059 C Sim Yes 0 0.83 0.00 0.00 0.00 1 8,1 2.00 8.500.059 C Sim Yes 0 0.02 0.00 0.00 0.00 1 8,2 10.00 8.50x0.059 C Sim Yes 0 0.34 0.00 0.00 0.00 1 8,3 6.00 8.50x0.059 C Sim Yes 0 0.13 0.00 0.00 0.00 1 9,1 14.00 8.500.059 C Sim Yes 0 0.31 0.00 0.00 0.00 1 10,1 2.00 8.504.059 Z Sim Yes 0 0.01 0.00 0.00 0.00 1 10,2 10.0 8.50x0.059 Z Sim Yes 0 0.30 0.00 0.00 0.00 1 10 22.0 8.500.105 Z Sim Yes 0 0.98 0.00 0.00 0.00 1 11,1 11AS 8.500.059 C Sim Yes 0 0.41 0.09 0.41 0.00 1 12,1 ILIS 8.500.059 C Sim Yes 0 0.10 0.45 0.00 1 13,1 6A0 8.50x0.059 C Sim Yes 0 1 1 0,44 0.15 0.00 0.00 0.00 1 0.00, 1 14,1 10.0 8.500.059 C Sim 1 Yes 1 0 1 1 1 1 0.07 0.00 0.00 1 Maximum Secondary Deflections for 0.00 VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d 3 4 4 4 4 4 5 5 6 7 8 8 8 9 10 10 10 11 12 13 14 3 1 2 3 4 5 1 2 1 1 1 2 3 1 1 2 3 1 1 1 1 0.00 0.39 0.96 0.05 0.79 0.76 0.66 0.53 0.06 0.00 0.10 0.05 0.97 0.12 0.13 0.00 (U5009) (U536) ( U274 ) ( U2360 ) ( U335 ) (1348 ) (1296) (U365) (12151) (19652 ) LA 707 ) (U2429) (1272 ) (11143 ) (11060 ) (18236 ) 4.50 17.50 36.50 53.00 69.00 11.88 8.00 8.00 7.00 15.00 7.00 7.00 23.00 5.50 5.50 3.00 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Wl> Wl> Wl> Wl> Wl> Wl> Wl> Wl> Wl> Wl> Wl> Wl> Wl> Wl> Wl> Wl> VPC File:4091 BYUI 80x100xl6 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 45 of 82 2 1 0.00 140 4.00 4.00 1 Wl> 2 2 0.50 (1418) 17.00 1 Wl> 2 3 0.00 (19652) 29.00 1 Wl> 3 1 0.00 (1341 7) 4.00 1 Wl> 3 2 0.44 (1475 ) 17.50 1 Wl> 3 4 4 4 4 4 5 5 6 7 8 8 8 9 10 10 10 11 12 13 14 3 1 2 3 4 5 1 2 1 1 1 2 3 1 1 2 3 1 1 1 1 0.00 0.39 0.96 0.05 0.79 0.76 0.66 0.53 0.06 0.00 0.10 0.05 0.97 0.12 0.13 0.00 (U5009) (U536) ( U274 ) ( U2360 ) ( U335 ) (1348 ) (1296) (U365) (12151) (19652 ) LA 707 ) (U2429) (1272 ) (11143 ) (11060 ) (18236 ) 4.50 17.50 36.50 53.00 69.00 11.88 8.00 8.00 7.00 15.00 7.00 7.00 23.00 5.50 5.50 3.00 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Wl> Wl> Wl> Wl> Wl> Wl> Wl> Wl> Wl> Wl> Wl> Wl> Wl> Wl> Wl> Wl> VPC File:4091 BYUI 80x100xl6 5-4 -07 V 4.VPC VPC Version :5.6d & Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 42 of 82 Maximum Secondary Deflections for Shane Shnn an Ride 1 Design Id Segment Deflection in. Ratio Location ft Load Case Description 1 1 0.36 ( IJ472) 7.00 1 Wl> 2 1 0.22 ( I1764) 7.00 1 Wl> 3 4 5 1 0.00 ( U6963) 3.50 1 Wl> 6 6 2 7 1 0.00 ( LJ5923) 3.50 1 Wl> 8 1 - - _ _ _ 8 2 9 1 0.00 ( IJ7300) 5.00 1 Wl> 10 1 0.55 ( 0394) 8.50 1 Wl> 10 2 1.24 ( U212) 29.50 1 Wl> 10 3 0.12 (U1250) 46.00 1 Wl> 11 1 0.26 ( U655) 7.00 1 Wl> 12 1 0.41 ( U419) 7.00 1 Wl> 13 1 0.00 ( 03524) 4.50 1 Wl> 13 2 0.10 (U1514) 15.00 1 Wl> 14 1 0.03 ( 03310) 4.50 1 Wl> 14 2 0.10 ( 01422) 15.00 1 Wl> 15 1 0.03 ( 04324) 6.00 1 Wl> 16 1 0.96 ( 0246 ) 10.00 1 Wl> 17 1 0.67 ( 0306) 8.50 1 Wl> 18 1 - _ _ _ _ 18 2 0.05 ( 02543) 7.00 1 Wl> 19 1 - - _ 19 2 0.06 ( 01889) 7.00 1 Wl> 20 1 0.18 ( LA 082 8.00 1 Wl> 21 1 1 0.00 U4951 5.00 1 1 1 Wl> VPC File:4091 BYUI 80x100xl6 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 47 of 82 6 2 0.06 (I12138) 13.00 1 Wl> 7 1 0.00 (L5724) 4.00 1 Wl> 7 2 0.00 (L3903) 13.00 1 Wl> 8 1 - - - - - 9 1 1.22 ( IJ245) 12.50 1 Wl> 10 1 0.21 ( IJ712) 6.00 1 Wl> 11 1 0.16 (11920) 6.00 1 Wl> 12 1 - - - - - 13 1 - - - - - 14 1 - - - - - 15 1 1.65 (1/182) 12.50 1 Wl> 15 2 1.56 (I/188) 37.50 1 Wl> 16 1 0.17 ( L889) 6.00 1 Wl> 17 1 0.22 ( 1/667) 6.00 1 Wl> 18 1 - - - - - 19 1 0.00 ( 113958) 5.00 1 Wl> 20 1 0.04 ( L3004) 5.00 1 Wl> 21 1 0.00 ( LJ4039) 5.00 1 _ Wl> VPC File:4091 BYUI 80x100xl6 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 40 of 82 36 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPCI + CG + WPC1 37 System Derived 1.000 .600 D + 0.600 CU + 1.0 WPCI D + CU + WPCI 38 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPCI + CG + S + WPCI 39 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB2 D + CG + WPB2 40 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB2 D + CU + WPB2 41 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB2 D + CG + S + WPB2 42 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC2 D + CG + WPC2 43 System Derived 1.000 P.600 D + 0.600 CU + 1.0 WPC2 D + CU + WPC2 44 System Derived 1.000 11.0 D + 1.0 CG + 0.750 S + 0.750 WPC2 D + CG + S + WPC2 Design Load Combinations - hirc Description No. Ori in Factor Application Deflection 1 System 1.000 1.0 Wl> l> 2 S stem 1.000 1.0 <W2 W2 Deflection Load Combinations - rurun Application Description No. I Origin Factor Deflection 1 System 1.000 150 LOS S 2 System 1.000 150 1.0 US 1 * S 1 * 3 System 1.000 150 1.0 *USI *USI Deflection Load Combinations - Dirt Application Description No. Origin Factor Deflection 1 System 1.000 90 0.700 Wl> 1> 2 S stem 1.000 90 .700 <W2 W2 VPC File:4091 BYUI 80xl00x16 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 49 of 82 1 1 2 3 3 3 3 4 5 5 5 5 6 6 6 6 7 7 7 7 3 4 1 1 2 3 4 1 1 2 3 4 1 2 3 4 1 2 3 4 -0.52 -1.62 0.00 -1.48 -0.44 -0.43 -1.49 -1.67 -0.41 -0.51 -1.50 -1.48 -0.44 -0.43 -1.49 -1.64 -1.78 -1.78 -1.86 ( LJ581 ) (11181 ) ( 114006 ) (11198) ( 11688 ) ( U695 ) (11197 ) (U176) ( U731 ) ( U592 ) (11197 ) (U199) ( 11687 ) ( 11694 ) ( 11197 ) (U180) (U169) ( L/169 ) 61.00 89.00 4.00 11.00 39.00 61.00 89.00 11.00 39.00 61.00 89.00 11.00 39.00 61.00 89.00 13.00 37.50 62.50 87.00 3 3 3 3 3 3 3 3 3 3 3 3 *USI *USI *USI *USI *USI *USI *USI *USl *USI *USI *USI *USI *USl *USl *USI *USI *USI *USI *USI VPC File:4091 BYUI 80x100xl6 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 38 of 82 x 71 "l—nsl R—ina Memher Daman Cnmmarvt Sidew911 4 Mem. Bracing Length Angle Design Seismic Stress Stress Goveming Design Comment No. Shape (ft) w eb direct shear OK, web unchin shear OK, tensile fracture of web OK => passed Axial Factor Factor Ratio Load Case Status 1 R 0.875 28.73 34. -8.5 2.000 1.275 0.844 1.OF> passed 2 R 0.875 29.3 36.3 -8.70 2.000 1.2750 0.859 1.0<E assed Mcm. End Diagonal Connection Design Information 1 Left Slot: design angle = 28.5 deg, web thk =1/8 in., F = 8.54k, E factor = 2.000, stress increase = 1.275, slot offset = 2 in., web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK => passed Right Slot: design angle = 28.5 deg, web thk = 1/4 in., F = 8.54k, E factor = 2.000, stress increase = 1.275, slot offset = 2 in., web /flange weld OK, w eb direct shear OK, web unchin shear OK, tensile fracture of web OK => passed 2 Left Slot: design angle = 30.3 deg, web thk =1/8 in., F = 8.70k, E factor = 2.000, stress increase = 1.275, slot offset = 2 in., web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK => passed Right lot: design angle = 30.3 deg, web thk = 1/4 in., F = 8.70k, 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 VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 51 of 82 1 1 2 3 3 3 3 4 5 5 5 5 6 6 6 6 7 7 7 7 3 4 1 1 2 3 4 1 1 2 3 4 1 2 3 4 1 2 3 4 Purlin Anchorage Forces -0.52 -1.62 0.00 -1.48 -0.44 -0.43 -1.49 -1.48 -0.44 -0.43 -1.49 -1.67 -0.41 -0.51 -1.50 -1.86 -1.78 -1.78 -1.64 ( U581 ) ( 11181 ) ( LJ4006 ) (11198 ) ( LJ688 ) ( LJ695 ) (U197 ) ( 0199 ) ( 11687 ) ( LJ694 ) ( U197 ) ( L/176 ) ( IJ731 ) ( IJ592 ) (11197 ) (11158 ) (U169) (11169 ) (11180 ) 61.00 89.00 4.00 11.00 39.00 61.00 89.00 11.00 39.00 61.00 89.00 11.00 39.00 61.00 89.00 13.00 37.50 62.50 87.00 2 2 2 2 2 2 2 2 2 2 2 2 US1* US1* US1* USl* USl * USl* USl* USI* USl* USl* USl* USl* US1* Usl* USl* USl* USl* USl* USl* Shape Force Resistance(k) Numb. Purlins Roof Angle Pitch A B t -20.21 -21.87 25.18 24.99 14 14 9.462 ( 2.000:12 ) 9.462 2.000:12 VPC File:4091 BYUI 80x100xl6 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 36 of 82 Y Bracing Length !h x nor cw I ncr nn 1 ner „rr 1 nor cw bl Dia onal Bracing Member Design Summary: Sidewall 2 Mem. Bracing Length Angle Design Seismic Stress Stress I Governing Design Comment No. Shape ft w eb direct shear OK, web punching shear OK, tensile fracture of web OK => passed Axial Factor Factor Ratio Load Case Status 1 R 0.875 29.33 36.3 -8.59 2.000 1.275 0.849 1.0<E passed 2 R 0.875 28.73 34.8 -8.44 2.000 1.275 0.834 1.OE> passed Mem. End Diagonal Connection Design Information 1 Left Slot: design angle = 30.3 deg, web thk = 1/4 in., F = 8.59k, E factor = 2.000, stress increase = 1.275, slot offset = 2 in., web /flange weld OK, web 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 = 8.59k, E factor = 2.000, stress increase = 1.275, slot offset = 2 in., web /flange weld OK, w eb direct shear OK, web punching shear OK, tensile fracture of web OK => passed 2 Left Slot: design angle = 28.5 deg, web thk =1 /4 in., F = 8.44k, E factor = 2.000, stress increase = 1.275, slot offset = 2 in., web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK => passed Right Slot: design angle = 28.5 deg, web thk =1/8 in., F = 8.44k, E factor = 2.000, stress increase = 1.275, slot offset = 2 in., web /flange weld OK, w eb direct shear OK, web punching shear OK, tensile fracture of web OK => passed VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 53 of 82 Wall: 4, Frame at: 0/6/0 Frame Cross Section: 1 El El Dimension Key 1 8 1/2" 2 4' -0" 3 3' -2 1/4" 4 l' -7 7/16" 5 2 @ 2' -3" 6 2 @ 3'-6 7/8" 7 3 1/2" 8 24' -8" FRAME CROSS SECTION AT FRAME LINE(S) 1 Frame Clearances Horiz. Clearance between members 1(CX001) and 9(CX001): 76' -7" Vert. Clearance at member 1(CX001): 16- 911/16" Vert. Clearance at member 9(CX001): 16'- 911/16" Vert. Clearance at member 10(EPX001): 16-113/4" Vert. Clearance at member 11(EPX002): 21' -7 5/16" Vert. Clearance at member 12(EPX003): 19'- 61/4" Finished Floor Elevation = 100' -0" (Unless Noted Otherwise) 4 � m � m m LL El El Dimension Key 1 8 1/2" 2 4' -0" 3 3' -2 1/4" 4 l' -7 7/16" 5 2 @ 2' -3" 6 2 @ 3'-6 7/8" 7 3 1/2" 8 24' -8" FRAME CROSS SECTION AT FRAME LINE(S) 1 Frame Clearances Horiz. Clearance between members 1(CX001) and 9(CX001): 76' -7" Vert. Clearance at member 1(CX001): 16- 911/16" Vert. Clearance at member 9(CX001): 16'- 911/16" Vert. Clearance at member 10(EPX001): 16-113/4" Vert. Clearance at member 11(EPX002): 21' -7 5/16" Vert. Clearance at member 12(EPX003): 19'- 61/4" Finished Floor Elevation = 100' -0" (Unless Noted Otherwise) VPC File:4091 BYIJI 80x100x16 5 -4 -07 V 4.VPC VPC Version :5.6d � m VPC File:4091 BYIJI 80x100x16 5 -4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 34 of 82 Right Slot: design angle = 14.4 deg, web thk =1/4 in., F = 6.92k, E factor = 1.000, stress increase = 1.275, slot offset = 2 in., web /flange weld OK, w eb direct shear OK, web punching shear OK, tensile fracture of web OK => passed Left Slot: design angle = 14.4 deg, web thk =1/4 in., F = 6.92k, E factor = 1.000, stress increase = 1.275, slot offset = 2 in., web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK => passed Right Slot: design angle =14.4 deg, web thk =1/4 in., F = 6.92k, E factor = 1.000, stress increase = 1.275, slot offset = 2 in., web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK => passed VPC File:4091 BYUI 80x100xl6 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 55 of 82 62 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD2 + CG + WPD2 63 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPD2 + CG + L + WPD2 64 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD2 D + CG + S + WPD2 65 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD2 D + CU + WPD2 66 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPBI D + CG + WPBI 67 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB 1 + CG + L + WPB 1 68 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB 1 D + CG + S + WPB 1 69 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB 1 D + CU + WPB 1 70 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC 1 D + CG + WPCI 71 System Derived 1.000 1.0D+1.0CG +0.750L +0.750WPC1 D +CG +L +WPCI 72 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC 1 + CG + S + WPC 1 73 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC 1 + CU + WPCI 74 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB2 + CG + WPB2 75 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB2 D + CG + L + WPB2 76 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB2 D + CG + S + WPB2 77 System Derived 1.000 0.600 D+ 0.600 CU+ 1.0 WPB2 + CU+ WPB2 78 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC2 D + CG + WPC2 79 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPC2 D + CG + L + WPC2 80 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC2 + CG + S + WPC2 81 Svstem Derived 1.000 .600 D + 0.600 CU+ 1.0 WPC2 D + CU + WPC2 Frame Member Sizes Mem. No. Flg Width (in. Flg Thk in. 10 Depthl in. Depth2 in. Length ft Weight ( Flg Fy i Web Fy (ksi Splice Jt.l Codes Jt.2 Shape 1 5.00 0.1345 0/0/0 12.00 12.00 14.40 157.8 55.00 55.00 BP KN 3P 2 5.00 0.2500 ffWebThk 9.00 24.00 9.51 158.6 55.00 55.00 KN SS 3P 3 5.00 0.2500 0 /0 /0 24.00 9.00 9.82 161. 55.00 55.00 SS SP 3P 4 5.00 0.1875 9.00 9.00 10.50 122.6 55.00 55.00 SP SP 3P 5 5.00 0.1875 0.1345 9.00 27.72 10.00 152.6 55.00 55.00 SP SS 3P 6 5.00 0.1875 0.1345 27.72 9.00 9.50 145.4 55.00 55.00 SS SP 3P 7 5.00 0.1875 0.1345 9.00 9.00 12.51 137.2 55.00 55.00 SP SS 3P 8 5.00 0.1875 0.1345 9.00 9.00 17.83 193.8 55.00 55.00 SS KN 3P 9 5.00 0.1345 0.1345 12.00 12.00 14.40 157.8 55.00 55.00 BP KN 3P 10 5.00 0.1345 0.1345 10.00 10.00 13.98 142.1 55.00 55.00 BP CP 3P 11 5.00 0.1345 0.1345 11.00 11.00 18.61 193.8 55.00 55.00 BP CP 3P 12 5.00 0.1875 0.1345 10.00 10.00 16.52 194.1 55.00 55.00 BP CP 3P Total Frame Weight = 1917.8 (p) (Includes all plates) Frame Pricing Weight = 2081.7 (p) (Includes all pieces) Frame Member Releases Member Joint 1 Joint 2 10 No Yes 11 No Yes 12 No Yes Boundary Condition Summa Member X -Loc Y -Loc Su pp. X Su pp. Y Moment Dis lacement X(in. ) Displacement Y in. Displacement rad. 1 0/0/0 3/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 9 80/0/0 3/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10 10/0/0 3/0/0 Yes Yes No 0/0/0 0 /0 /0 0.0000 11 40/0/0 3/0/0 Yes Yes No 0 /0 /0 0/0/0 0.0000 12 62/0/0 3/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Reactions - Unfactored Load Type at Frame Cross Section:1 Type Exterior Column Interior Column Interior Column Interior Column Exterior Column X -Loc 0/0/0 10/0/0 40/0/0 62/0/0 80/0/0 Gridl - Grid2 1 -K 1-G 1 -E 1 -B 1 -A Base Plate W x L (in.) 8x13 8x11 8 x 12 8x11 8 x 13 Base Plate Thickness (in.) 0.375 0.375 0.375 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4 - 0.750 4-0.750 4 - 0.750 4-0.750 Column Base El v. 103' -0" 103' -0" 103' -0" 103' -0" 103' -0" Load Type Desc. Hx I Hz I Vy Hx Hz Vy Hx I Hz Vy Hx Hz Vy Hx Hz I V D Frm 0.0 - - - - 1.3 - - 1.4 - - 0.8 -0.0 - 0.5 CG Frm - - -0.0 - - 0.4 - - 0.4 - - 0.2 - - 0.1 L Frm 0.2 - -0.4 - - 6.1 - - 6.4 - - 4.3 -0.2 - 2.2 ASL^ Frm 0.2 - -2.5 - - 6.1 - - 3.0 - - 1.5 -0.2 - 2.6 ^ASL Frm -0.1 - 2.1 - - -0.1 - - 3.4 - - 2.7 0.1 - -0.4 S Frm 0.3 - -1.6 - - 12.7 - - 12.9 - - 7.7 -0.3 - 3.9 VPC File:4091 BYUI 80x100xl6 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 32 of 82 Shape: Shop Loads and Codes - Shape: Shop City: Rexburg County: Madison State: Idaho Building Code: 2003 International Building Code Built Up: 89AISC Building Use: Standard Occupancy Structure Cold Form: 04AISI Dead and Collateral Loads Collateral Gravity: 1.00 psf Roof Covering + Second. Dead Load: 2.15 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 (0.882) Parts Wind Exposure Factor: 0.882 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Topographic Factor: 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 14/4/13 Parts / Portions Zone Strip Width: 7/2/6 Basic Wind Pressure: 15.55 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 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 Country: United States Rainfall: 4.00 inches per hour Live Load Live Load: 20.00 psf Reducible 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: 0.2827 Bracing Seismic Period: 0.1748 Framing R- Factor: 3.5000 Bracing R- Factor. 3.5000 Soil Profile Type: Stiff soil (D, 4) Frame Redundancy Factor:1.1056 Brace Redundancy Factor: 1.5000 Frame Seismic Factor (Cs): 0.1354 x W Brace Seismic Factor (Cs): 0.1354 x W 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. n- ..r,.aar....:.:..er:.. No. - Origin Factor Application Description 1 System 1.275 1.0 D 2 System 1.275 1.0 <E <E 3 System 1.000 1.0 WPAI WPAI 4 System 1.000 1.0 WPDI WPD1 5 System 1.000 1.0 WPA2 WPA2 6 System 1.000 1.0 WPD2 WPD2 7 System 1.000 1.0 WP13 1 WPB1 8 System 1.000 1.0 WPCI VVTC1 9 System 1.000 1.0 WPB2 WPB2 10 System 1 1.000 11.0 WPC2 WPC2 VPC File:4091 BYU180x100x16 5-4 -07 V 4.VPC VPC Version :5.6d Mem. No. Stiff. No. V Desc. Loc. ft Web Depth in. h/t a/h a in. Thick. in. Date: 7/17/2007 Side Welding Description 2 1 S3 07 -13733 8.500 N/A N/A Time: 2:30:36 PM ' 2.000 Both F- FP,W -OS -0.1875 2 2 S2 9.10 22.770 Page: 57 of 82 N/A 0/0/0 0.1875 1 -K 1 0.375 8 13 4 0.750 A36 OS -0.1875 3.00 OS -0.1875 0.2500 10/0/0 Opposite Fillet 1-G 10 0.375 8 11 4 0.750 A36 OS -0.1875 0.2500 OS -0.1875 Opposite Fillet 40/0/0 5 1 -E 11 0.375 8 12 4 0.750 A36 OS -0.1875 Both OS -0.1875 5 62/0/0 Si 1 -B 12 0.375 8 11 4 0.750 A36 OS -0.1875 6 OS -0.1875 Sl 80/0/0 13.747 1 -A 9 0.375 8 13 4 0.750 A36 OS- 0.1875 S3 OS -0.1875 Mem. No. Stiff. No. V Desc. Loc. ft Web Depth in. h/t a/h a in. Thick. in. Width in. Side Welding Description 2 1 S3 0.89 8.500 N/A N/A N/A 0.1875 2.000 Both F- FP,W -OS -0.1875 2 2 S2 9.10 22.770 169.30 N/A N/A 0.1875 2.000 Both F-OS-0.1 875,W-OS-0. 1875 2 3 Si 7.84 20.539 152.71 3.00 62.87 0.2500 2.000 Opposite Fillet Std 3 1 Si 5.25 15.527 115.44 3.00 46.05 0.2500 2.000 Opposite Fillet Std 5 1 S6 10.00 28.091 208.86 N/A N/A 0.1875 2.000 Both F- OS -0.1875,W -OS -0.1875 5 2 Si 8.29 24.767 184.14 3.00 73.36 0.1875 2.000 Both Std 6 1 Sl 7.01 13.747 102.21 3.00 40.93 0.3750 2.000 Opposite Fillet Std 8 1 S3 16.94 8.625 N/A N/A N/A 0.1875 2.000 Both F- FP,W -OS -0.1875 8 1 2 1 S2 1 0.42 1 8.617 1 64.07 1 N/A I N/A 0.1875 2.000 Both F-OS-0. I 875,W-OS-0. 1875 Mem. Jt Type Conn. Thick. Width Length Bolt Diam /2nd 12.50 ches Gages In /Out Rows -Out Rows -In Moment - Out Moment - In FB/WSF 4 2 Bolt 4 FB2110 Actual Capacity Ld Actual Capacity No. No. 10/0/0 10/7/7 in. (in. in. in. n. (in. Std Bolt ID Bo l Cs in -k (in -k Cs in -k in -k 1 2 KN(Top) STD 0.500 6.00 12.00 0.750 3.00 FBolt 0 1 (11) 0 35 259.6 303.3 34 259. 303.3 2 1 KN(Top) STD 0.500 6.00 12.00 0.750 2.50 3.00 3.43 0 1 (11) 0 35 259. 303.334 0.78 259. 303.3 3 2 SP STD 0.375 6.00 10.05 0.750 2.50 3.00 0.00 0 1 (11) 0 22 24. 119.9 7 49. 119. 4 1 SP STD 0.375 6.00 10.00 0.750 2.50 3.00 () 0 1 (11) 0 22 24.8 119.9 7 49.6 119. 4 2 SP STD 0.500 6.00 10.00 0.750 2.50 3.00 1 (11) 0 1 (11) 0 8 85.8 213.2 9 167.1 213.2 5 1 SP STD 0.500 6.00 10.08 0.750 2.50 3.00 1 (11) 0 1 (11) 0 8 85.8 213.2 9 167.1 213.2 6 2 SP STD 0.500 6.00 10.09 0.750 2.50 3.00 1 (11) 0 1 (11) 0 9 186.1 213.2 8 137.4 213.2 7 1 SP STD 0.500 6.00 10.00 0.750 2.50 3.00 1 (11) 0 1 (11) 0 9 186.1 213.2 8 137.4 213.2 8 2 KN(Top) STD 0.500 6.00 12.00 0.750 2.50 3.00 1 (11) 0 1 (11) 0 35 259.6 303.3 34 259. 303.3 9 2 KN(Top) STD 0.500 6.00 12.00 0.750 2.50 3.00 1 (11) 0 1 (11) 0 35 259.6 303.334 259.6 303.3 10 2 CP STD 0.375 6.00 11.00 0.500 3.00 3.00 1 (11) 0 1 (11) 0 0 0. 0.0 0 0. 0. 11 2 CP STD 0.375 6.00 12.00 0.500 3.00 3.00 1 (11) 0 1 (11) 0 0 0. 0. 0 0. 0. 12 2 CP STD 0.375 6.00 11.00 0.500 3.00 3.00 1 11 0 1 11 0 0 0.0 0.0 0 0.0 0. + •p Member V ..... From Member Joint 1 From Side Point 1 Part Design Note 1 9/2/4 12/214 FB2064 FB Angle 2 3/3/2 36/8/4 FB2070 FB/WSF 2 6/10/0 33/1/1 FB2110 Shear 3 1/9/14 28/7/1 FB3004 R2 4 10/0/0 10/7/7 FB2050 Bearing 5 8/6/0 1/7/7 FB3034 Std 6 1/6/0 1/7/7 FB3034 42.11 7 5/6/0 15/1/7 FB2050 3.43 7 10/0/0 1917/7 FB2050 12.0 8 1/11/15 2411!7 FB2050 39.26 8 14/6/12 36/8/4 FB2050 3.43 9 9/2/4 1 12/2/4 FB2064 Std 1 X -Loc Grid Conn. Condition Fig Mn Rb Allow Comp FB Force FB Angle Min FB /SFB Purlin Bolt Shear FB/WSF Loc. Depth Reaction Force Shear Moment Shear Axial RI R2 Purlin /Force Bearing Sum % Bearing 10/0/0 1-G 2.17 1.37 Std 78.13 3.61 N 1.11 42.11 0.120 FB 5.04 4.71 3.43 Bnd +Ax Shear 1 13.81 12.0 22 0.7 N 0.71 39.26 0.105 FB 4.41 4.71 3.43 62/0/0 1 -B 2.36 0.61 Std 58.59 2.70 N 0.26 19.86 0.120 FB 5.04 4.71 3.43 22.6 0.00 33.0 7.21 28.94 30.35 0.78 N 0.39 19.77 0.120 FB 5.04 4.71 3.43 - _ r _ _.- _ .. . __ i .._ n_.... --A C}rn- nor M-har i7.nratinnc am from inint 1 1 VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d 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 I ksi I ksi ksi Axial I Shear I Bnd -X Bnd -Y Bnd +Ax Shear 1 13.81 12.0 22 0.7 0.4 198.4 0. 0.25 0.26 18.19 0.00 33.0 10.93 23.15 23.15 0.79 0.02 2 8.83 24.0 9 0. -11.8 -939. 0. 0.16 3.72 22.6 0.00 33.0 7.21 28.94 30.35 0.78 0.52 3 0.00 24.0 9 -2.8 11. -939.9 0.0 0.50 3.66 22.65 0.00 23.5 7.21 28.94 30.35 0.80 0.51 4 5.5 9.00 9 -0.3 0.8 222. 0.0 0.10 0.71 25.1 0.00 15.8 17.5 32.59 32.591 0.77 0.04 VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 30 of 82 80/0/0 45 D +CG +E> +EG - +<EB -0.0 0.2 - 0.0 3.0 -2.7 0.0 -1.5 - 0.0 0.7 - 0.0 0.9 46 D + CG + <E + EG- + <EB 0.0 0.2 - -0.0 3.0 -2.7 -0.0 -1.5 - -0.0 0.7 - -0.0 0.9 - 47 D+CG+S +E>+EG++<EB -0.0 0.6 - 0.0 4.5 -2.7 0.0 1.2 - 0.0 2.4 - 0.0 3.1 8 48 D+CG+S+<E +EG++<EB 0.0 0.6 - -0.0 4.5 -2.7 -0.0 1.2 - -0.0 2.4 - -0.0 3.1 D +CG + *US1 51 D + CG+ WPAI 1.0 -0.4 1.7 - -3.4 - - -1.4 - - -0.5 - - -1.5 0.9 52 D +CG +L +WPAI 0.8 0.3 1.3 - 0.1 - - 3.2 - - 2.5 - - 2.4 -0.7 53 D + CG + S + WPAI 0.8 0.7 1.3 - 1.9 - - 6.6 - - 4.6 - - 5.2 - 54 D + CU + WPAI 1.0 -0.5 1.7 - -3.8 - - -2.1 - - -0.9 - - -2.1 - 55 D + CG + WPDI 1.0 -0.6 - - -0.9 -1.7 - -3.9 - - -1.0 - - -2.3 - 56 D +CG +L +WPDI 0.8 0.1 - - 1.9 -1.3 - 1.4 - - 2.1 - - 1.8 - 57 D +CG +S +WPDI 0.8 0.6 - - 3.8 -1.3 - 4.8 - - 4.3 - - 4.6 25 58 D + CU + WPDI 1.0 -0.8 - - -1.3 -1.7 - -4.6 - - -1.4 - - -2.9 D +CG+E>+EG- 59 D + CG + WPA2 0.4 -0.1 1.7 - -2.4 - - 0.0 - - 0.3 - - -0.1 -0.0 60 D +CG +L +WPA2 0.3 0.5 1.3 - 0.8 - - 4.3 - - 3.0 - - 3.5 61 D +CG +S +WPA2 0.3 0.9 1.3 - 2.6 - - 7.7 - - 5.2 - - 6.3 62 D + CU + WPA2 0.4 -0.3 1.7 - -2.8 - - -0.7 - - -0.2 - - -0.7 63 D + CG + WPD2 0.4 -0.4 - - 0.1 -1.7 - -2.5 - - -0.3 - - -0.9 64 D +CG +L +WPD2 0.3 0.3 - - 2.7 -1.3 - 2.5 - - 2.6 - - 2.9 65 D + CG + S + WPD2 0.3 0.8 - - 4.5 -1.3 - 5.9 - - 4.8 - - 5.7 66 D + CU + WPD2 0.4 -0.5 - - -0.3 -1.7 - -3.1 - -0.7 - - -1.5 67 D + CG + WPB1 1.0 -0.3 1.7 - -3.0 - - -1.4 - - -0.3 - - -1.9 68 D +CG +L +WPB1 0.8 0.4 1.3 - 0.4 - - 3.3 - - 2.5 - - 2.2 69 D +CG +S +WPB1 0.8 0.8 1.3 2.2 - - 6.6 - - 4.7 - - 4.9 70 D + CU + WPBI 1.0 -0.4 1.7 - -3.3 - - -2.1 - - -0.8 - - -2.5 71 D + CG + WPCI 1.0 -0.4 - - -0.1 -1.7 - -3.9 - - -0.8 - - -3.0 72 D +CG +L +WPCI 0.8 0.3 - - 2.5 -1.3 - 1.4 - - 2.2 - - 1.4 73 D +CG +S +WPC1 0.8 0.8 - - 4.4 -1.3 - 4.8 - - 4.4 - - 4.1 74 D + CU + WPCI 1.0 -0.5 - - -0.5 -1.7 - 4.6 - - -1.2 - - -3.5 75 D + CG + WPB2 0.4 0.0 1.7 - -2.0 - - 0.0 - - 0.4 - - -0.4 76 D +CG +L +WPB2 0.3 0.6 1.3 - 1.2 - - 4.4 - - 3.1 - - 3.2 77 D +CG +S +WPB2 0.3 1.1 1.3 - 3.0 - - 7.7 - - 5.3 - - 6.0 78 D +CU +WPB2 0.4 -0.1 1.7 - -2.3 - - -0.6 - - -0.1 - - -1.0 79 D + CG + WPC2 0.4 -0.1 - - 0.9 -1.7 - -2.4 - - -0.1 - - -1.5 80 D + CG + L + WPC2 0.3 0.5 - - 3.3 -1.3 - 2.5 - - 2.8 - - 2.4 81 D +CG +S +WPC2 0.3 1.0 - - 5.1 -1.3 - 5.9 - - 4.9 - - 5.2 82 D + CU + WPC2 1 0.4 1 -0.2 1 - I - 1 0.5 1 -1.7 1 - 1 -3.1 - I - -0.5 - I - -2.1 X -Loc 80/0/0 Gridl - Grid2 5 -A Ld Description Hx V Cs (application factor not shown 1 D +CG +L - 2.9 - - - - 2 D +CG +ASL^ - 0.6 - - - - 3 D +CG +AASL - 3.0 - - - - 8 D +CG +S - 5.0 - - - - 9 D +CG +US1* - 7.2 - - - - 10 D +CG + *US1 - 2.0 - - - - 11 D +CG +WI> -1.2 -1.3 - - - " 12 D +CG + <Wl 0.9 -1.5 - - - - 13 D + CG + W2> -0.7 -0.5 - - - - 14 D +CG + <W2 1.5 -0.7 - - - - 15 D +CG +L +WI> -0.9 1.0 - - - - 16 D +CG +L + <Wl 0.7 0.7 - - - - 17 D +CG +L +W2> -0.5 1.6 - - - " 18 D +CG +L + <W2 1.1 1.3 - - - - 19 D +CG +S +WI> -0.9 2.5 - - - - 20 D +CG +S + <Wl 0.7 2.3 - - - - 21 D +CG +S +W2> -0.5 3.1 - - - " 22 D +CG +S +<W2 1.1 2.9 - - - - 23 D +CU +WI> -1.2 -1.6 - - - " 24 D + CU + <Wl 0.9 -1.9 - - - - 25 D + CU + W2> -0.7 -0.8 - - - - 26 D +CU + <W2 1.5 -1.1 - - - - 27 D +CG+E>+EG- -0.0 0.5 - - - 28 D +CG + <E +EG- 0.0 0.5 - - - 29 D +CG +S +E> +EG+ -0.0 1.7 - - - " 30 D +CG +S + <E +EG+ 0.0 1.7 - - - - VPC File:4091 BYUI 80x100xl6 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 59 of 82 * 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 may be considerably overstated. VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 gm�- 07 -13733 Time: 2:30:36 PM Page: 28 of 82 Wall: 4, Frame at: 99/6/0 Frame ID: 1' Post & Beam Frame Type:Post & Beam Values shown are resisting forces of the foundation. Reactions - unincwreu i.ouu a c u. Type X - Grid - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. r a uu.e - GSO vc. " -.. Exterior Column 0/0/0 5 -K 8x10 0.375 2-0.750 101' -0" Interior Column 8/6/0 54 8x10 0.375 2 - 0.750 101' -0" Interior Column 26/0/0 5 -F 8 x 10 0.375 2-0.750 101' -0" Interior Column 48/0/0 5 -13 8x10 0.375 2 - 0.750 101' -0" Interior Column 581010 5-C 8x10 0.375 2-0.750 101' -0" Load Type Desc. Hx Vy Hx Hz Vy Hx Hz Vy Hx Hz I Vy Hx Hz I V D Frm - 0.2 - - 0.6 - - 1.0 - - 0.7 - - 0.9 CG Frm - 0.0 - - 0.2 - - 0.3 - - 0.2 - - 0.2 L Frm - 0.7 - - 3.3 - - 5.3 - - 3.4 - - 4.4 ASL^ Frm - -0.7 - - 3.0 - - 2.2 - - 1.0 - - 1.5 ^ASL Frm - 1.4 - - 0.3 - - 3.1 - - 2.5 - - 2.9 S Frm - 1.3 - - 5.7 - - 9.8 - - 6.4 - - 8.1 US 1 * Frm - 0.5 - - 1.3 - - 3.8 - - 6.8 - - 13.1 *US1 Frm - 1.9 - - 8.9 - - 13.9 - - 4.7 - - 1.5 WI> Frm -0.9 -0.5 - 1.7 -3.2 - 2.8 -5.0 - 2.4 -2.4 - 2.3 -3.1 <WI Frm 1.2 -0.7 - -1.5 -2.2 - -2.6 -3.7 - -2.2 -2.7 - -2.0 4.6 W2> Frm -1.5 -0.2 - - -2.2 - - -3.5 - - -1.7 - - -1.6 <W2 Frm 0.7 -0.4 - - -1.2 - - -2.2 - - -1.9 - - -3.2 CU Frm - - - - - - - - - - - - - - F> Frm -0.0 - - 0.0 - - 0.0 - - 0.0 - - 0.0 - EG- Frm - -0.0 - - -0.1 - - -0.2 - - -0.1 - - -0.1 <E Frm 0.0 - - -0.0 - - -0.0 - - -0.0 - - -0.0 - EG+ Frm - 0.0 - - 0.1 - - 0.2 - - 0.1 - - 0.1 EB> Brc - - 1.8 - -1.9 - - - - - - - - - <EB Brc - 0.0 - - 1.6 -1.8 - -1.6 - - - - - - WPAI Brc 1.0 -0.7 1.7 - 4.1 - - -2.7 - - -1.3 - - -2.6 WPD1 Brc 1.0 -0.9 - - -1.6 -1.7 - -5.2 - - -1.8 - - -3.4 WPA2 Brc 0.4 -0.4 1.7 - -3.1 - - -1.3 - - -0.6 - - -1.2 WPD2 Brc 0.4 -0.6 - - -0.6 -1.7 - -3.7 - - -1.1 - - -2.0 WPB1 Brc 1.0 -0.5 1.7 - -3.7 - - -2.7 - - -1.2 - - -3.0 WPCI Brc 1.0 -0.6 - - -0.8 -1.7 - -5.2 - - -1.6 - - 4.0 WPB2 Brc 0.4 -0.2 1.7 - -2.7 - - -1.2 - - -0.5 - - -1.5 WPC2 I Brc 1 0.4 1 -0.3 1 - 0.2 1 -1.7 1 - 1 -3.7 1 - I - 1 -0.9 - I - 1 -2.6 Type Exterior Column X -Loc 80/0/0 Gridl - Grid2 5 -A Base Plate W x L (in.) 8 x 10 VPC File:4091 BYU180x100xl6 5-4 -07 V 4.VPC VPC Version :5.6d (�D Q 0 (9) O U Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 61 of 82 Frame Location Design Parameters: Location I Avg. Bay Space I Description Angle Group Trib. Override Design Status 25/0/0 1 24/9/0 IRigid Frame elev 102 90.0000 - Stress Check Design Load Combinations - Framing No. Ori 'n Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 S D + CG + S 2 System 1.000 1.0D +I.0CG +1.0US1* +CG +USI* 3 System 1.000 1.0D +I.0CG +1.0 *USI D +CG+ *USI 4 System 1.000 1.0 D + 1.0 CG + 1.0 W 1> D + CG + W 1> 5 System 1.000 1.0 D + 1.0 CG + 1.0 <W 1 D + CG + <W 1 6 System 1.000 1.0 D + 1.0 CG + 1.0 W2> + CG + W2> 7 System 1.000 1.0D +I.0CG +1.0 <W2 D +CG + <W2 8 System 1.000 1.0D +I.0CG +0.750S +0.750W1> D +CG +S +Wl> 9 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W 1 D + CG + S + <W1 10 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W2> D + CG + S + W2> 11 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 D + CG + S + <W2 12 System 1.000 0.600 D + 0.600 CU + 1.0 W 1> D + CU + W 1> 13 System 1.000 0.600 D + 0.600 CU + 1.0 <W 1 D + CU + <W 1 14 System 1.000 0.600 D + 0.600 CU + 1.0 W2> D + CU + W2> 15 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 D + CU + <W2 16 System 1.275 0.900 D + 0.900 CG + 1.106 F> + 1.0 EG- D + CG + E> + EG- 17 System 1.275 0.900 D + 0.900 CG + 1.106 <E + 1.0 EG- D + CG + <E + EG- 18 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.106 E> + 1.0 EG+ D + CG + S + Fj + EG+ 19 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.106 <E + 1.0 EG+ + CG + S + <E + EG+ 20 Special 1.275 0.900 D + 0.900 CG + 2.500 E> + 1.0 EG- + CG + E> + EG- 21 Special 1.275 0.900 D + 0.900 CG + 2.500 <E + 1.0 EG- D + CG + <E + EG- 22 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 E> + 1.0 EG+ D + CG + S + E> + EG+ 23 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 <E + 1.0 EG+ D + CG + S + <E + EG+ 24 AISC - Special 1.700 0.900 D + 0.900 CG D+ CG 25 AISC - Special 1.700 0.900 D + 0.900 CG D+ CG 26 AISC - Special 1.700 1.200 D + 1.200 CG + 0.200 S + CG + S 27 AISC - Special 1.700 1.200 D + 1.200 CG + 0.200 S D + CG + S 28 System Derived 1.275 0.900 D + 0.900 CG + 0.332 E> + 1.0 EG- + 1.500 EB> D + CG + E> + EG- + EB> 29 System Derived 1.275 0.900 D + 0.900 CG + 0.332 <E + 1.0 EG- + 1.500 EB> D + CG + <E + EG- + EB> 30 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 E> + 1.0 EG+ + 1.500 EB> D+CG+S +E>+EG++EB> 31 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 <E + 1.0 EG+ + 1.500 EB> G+S+<E +EG++EB> 32 Special 1.275 0.900 D + 0.900 CG + 2.500 EB> + 1.0 EG- + CG + EB> + EG- 33 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 EB> + 1.0 EG+ D + CG + S + EB> + EG+ 34 System Derived 1.275 0.900 D + 0.900 CG + 0.332 E> + 1.0 EG- + 1.500 <EB D + CG + Fj + EG- + <EB 35 System Derived 1.275 0.900 D + 0.900 CG + 0.332 <E + 1.0 EG- + 1.500 <EB D + CG + <E + EG- + <EB 36 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 E> + 1.0 EG+ + 1.500 <EB G+S +E>+EG++<EB 37 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 <E + 1.0 EG+ + 1.500 <EB G+S+<E +EG++<EB 38 Special 1.275 0.900 D + 0.900 CG + 2.500 <EB + 1.0 EG- + CG + <EB + EG- 39 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 <EB + 1.0 EG+ D + CG + S + <EB + EG+ 40 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPAI D + CG + WPAI 41 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPAI + CG + S + WPAI 42 System Derived 1.000 0.600 D + 0.600 CU+ 1.0 WPAl D + CU + WPAI 43 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD 1 + CG + WPD 1 44 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPDI D + CG + S + WPDI 45 System Derived 1.000 0.600 D +0.600 CU+ 1.0 WPDl +CU+ WPDI 46 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 D + CG + WPA2 47 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA2 + CG + S + WPA2 48 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 D + CU + WPA2 49 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD2 D + CG + WPD2 50 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD2 D + CG + S + WPD2 51 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD2 D + CU + WPD2 52 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPBI D + CG + WPBI 53 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB 1 D + CG + S + WPB 1 54 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPBI D + CU + WPBI 55 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPCI D + CG + WPCI 56 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC 1 + CG + S + WPCI 57 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC 1 + CU + WPC 1 58 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB2 D + CG + WPB2 59 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB2 D + CG + S + WPB2 60 System Derived 1.000 .600 D + 0.600 CU + 1.0 WPB2 D + CU + WPB2 61 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC2 D + CG + WPC2 VPC File:4091 BYUI 80x100xl6 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 26 of 82 Wall: 4, Frame at: 99/6/0 Desien Load Combinations - Framin No. Ori 'n Factor A lication Description 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 + CG + ^ASL 8 System 1.000 1.0 D + 1.0 CG + 1.0 S + CG + S 9 System 1.000 1.0D +I.0CG +1.0USI* D +CG +USI* 10 System 1.000 1.0 D + 1.0 CG + 1.0 *USI D + CG + *US I 11 System 1.000 1.0 D + 1.0 CG + 1.0 W I> + CG + W 1> 12 System 1.000 1.0 D + 1.0 CG + 1.0 <W I D + CG + <W 1 13 System 1.000 1.0 D + 1.0 CG + 1.0 W2> + CG + W2> 14 System 1.000 1.0 D + 1.0 CG + 1.0 <W2 + CG + <W2 15 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WI > + CG + L + W 1> 16 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W I + CG + L + <W l 17 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W2> + CG + L + W2> 18 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W2 + CG + L + <W2 19 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W I> D + CG + S + W I> 20 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W I D + CG + S + <W 1 21 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W2> D + CG + S + W2> 22 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 + CG + S + <W2 23 System 1.000 .600 D + 0.600 CU + 1.0 W I> D + CU + W 1> 24 System 1.000 0.600 D + 0.600 CU + 1.0 <W I D + CU + <W 1 25 System 1.000 0.600 D + 0.600 CU + 1.0 W2> D + CU + W2> 26 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 D + CU + <W2 27 System 1.275 0.900 D + 0.900 CG + 1.106 F> + 1.0 EG- + CG + Fj + EG- 28 System 1.275 0.900 D + 0.900 CG + 1.106 <E + 1.0 EG- D + CG + <E + EG- 29 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.106 E> + 1.0 EG+ D + CG + S + E> + EG+ 30 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.106 <E + 1.0 EG+ D + CG + S + <E + EG+ 39 System Derived 1.275 0.900 D + 0.900 CG + 0.332 F> + 1.0 EG- + 1.500 EB> D + CG + E> + EG- + EB> 40 System Derived 1.275 0.900 D + 0.900 CG + 0.332 <E + 1.0 EG- + 1.500 EB> + CG + <E + EG- + EB> 41 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 D + 1.0 EG+ + 1.500 EB> D+CG+S +E>+EG++EB> 42 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 <E + 1.0 EG+ + 1.500 EB> D+CG+S+<E +EG++EB> 45 System Derived 1.275 0.900 D + 0.900 CG + 0.332 F> + 1.0 EG- + 1.500 <EB D + CG + Fj + EG- + <EB 46 System Derived 1.275 0.900 D + 0.900 CG + 0.332 <E + 1.0 EG- + 1.500 <EB D + CG + <E + EG- + <EB 47 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 F> + 1.0 EG+ + 1.500 <EB D+CG+S +E>+EG++<EB 48 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 <E + 1.0 EG+ + 1.500 <EB D+CG+S+<E +EG++<EB 51 System Derived 1.000 1.0 D+ 1.0 CG+ 1.0 WPAI D + CG+ WPAI 52 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPAI + CG + L + WPAI 53 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPAI + CG + S + WPAI 54 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPAI + CU + WPAI 55 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPDI + CG + WPDI 56 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPDl + CG + L + WPD 1 57 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPDI D + CG + S + WPDI 58 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPDI D + CU + WPDI 59 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 D + CG + WPA2 60 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPA2 D + CG + L + WPA2 61 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA2 + CG + S + WPA2 62 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 D + CU + WPA2 63 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD2 + CG + WPD2 64 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPD2 D + CG + L + WPD2 65 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD2 D + CG + S + WPD2 66 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD2 D + CU + WPD2 67 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB I D + CG + WPB I 68 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB I D + CG + L + WPB 1 69 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB I + CG + S + WPB 1 70 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB I + CU + WPB 1 71 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPCI + CG + WPCI 72 System Derived 1.000 1.0D +I.0CG +0.750L +0.750WPC1 D +CG +L +WPCI 73 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC I D + CG + S + WPC I 74 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC 1 + CU + WPC I 75 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB2 D + CG + WPB2 76 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB2 D + CG + L + WPB2 77 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB2 D + CG + S + WPB2 78 System Derived 1.000 .600 D + 0.600 CU+ 1.0 WPB2 D + CU + WPB2 79 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC2 D + CG + WPC2 80 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPC2 D + CG + L + WPC2 81 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC2 D + CG + S + WPC2 VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 &- 07 -13733 Time: 2:30:36 PM Page: 63 of 82 Grid CG 0.0 0.0 2.0 2.0 Bolt Diam. Type S 0.0 0.0 69.3 69.3 in. i 12.29 US 1 * 0.0 0.0 62.4 62.4 Web 0/0/0 *US1 0.0 0.0 62.4 62.4 4 1.250 WI> 5.8 5.8 25.0 25.0 6 0.500 <WI 5.8 5.8 25.0 25.0 OS -0.2500 OS -0.2500 W2> 5.8 5.8 13.9 13.9 1 Sl <W2 5.8 5.8 13.9 13.9 0.1875 2.000 CU 0.0 0.0 0.0 0.0 3.54 34.263 F> 4.2 4.2 0.0 0.0 Both Std EG- 0.0 0.0 1.1 1.1 1 N/A I N/A <E 4.2 4.2 0.0 0.0 3 2 EG+ 0.0 0.0 1.1 1.1 0.750 2.50 EB> 0.0 0.0 0.0 8.9 12 71.3 <EB 0.0 0.0 0.0 9.5 1 SP WPAI 0.3 0.3 28.8 22.8 2.50 3.00 WPDI 0.2 0.2 21.5 27.9 71.3 412.7 WPA2 0.3 0.3 17.8 11.7 KN(Face) STD WPD2 0.2 0.2 10.4 16.9 3.00 6 WPBI 0.3 0.3 28.8 22.8 7538.9 24 WPCI 0.2 0.2 21.5 27.9 STD 1 1.000 WPB2 0.3 0.3 17.8 11.7 1 6 0 WPC2 1 0.2 1 0.2 1 10.4 1 16.8 Rsca Plsfa Rnmmsry X -LoC Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to Welding Description 1 No. in. i 12.29 in. Bolts in. N/A Flange Web 0/0/0 2 -K 1 0.500 10 13 4 1.250 A36 OS -0.2500 OS -0.2500 80/0/0 2 -A 6 0.500 10 13 4 1.250 A36 OS -0.2500 OS -0.2500 Wah Cfiffanar Cn-- Mem. No. Stiff. No. Desc. Loc. ft Web Depth in. h/t a/h a in. Thick. in. Width in. Side Welding Description 1 1 S3 12.29 46.250 N/A N/A N/A 0.3750 2.500 Both F- FP,W -OS -0.1875 2 1 SI 10.19 31.012 124.05 3.00 93.04 0.1875 2.000 Both Std 3 1 Sl 6.38 25.912 157.62 3.00 77.74 0.1875 2.000 Both F- OS -0.1875,W -OS -0.1875 4 1 Sl 21.49 27.880 169.59 3.00 83.64 0.1875 2.000 Both F- OS -0.1875,W -OS -0.1875 5 1 S1 3.54 34.263 137.05 3.00 102.79 0.1875 2.000 Both Std 6 1 1 1 S3 1 12.29 1 46.250 1 N/A I N/A I N/A 1 0.3750 1 2.500 Both F- FP,W -OS -0.1875 Rnited f nnnerfinnc (A'425 Rnitcl Mem. A. Type Conn. Thick. Width 10/2/4 Bolt Diam. Pitches 1sU2nd Gages In /Out Rows -Out Rows -hl I Moment - Out Moment - In 2 Bolt 4 2 Bolt 4 FB4030 Actual Capacity d Actual Capacity No. No. 23/6/0 1/7/7 (in. (in. 4 in. in. in. (ID) !jolt ID Bol Cs in -k (in -k Cs in -k in - k 1 2 KN(Face) STD 1.000 6.00 F44.77 0.750 2.50 3.00 6 0 6 0 25 5734. 7538. 24 5734. 7538. 2 1 KN(Face) STD 1.000 6.00 0.750 2.50 3.00 6 0 6 0 25 5734. 7538. 24 5734. 7538. 3 2 SP STD 0.500 6.00 0.750 2.50 3.00 1 (11) 0 1 (11) 0 12 71.3 412.7 1 381.5 412.7 4 1 SP STD 0.500 6.00 15.22 0.750 2.50 3.00 1 (11) 0 1 (11) 0 12 71.3 412.7 1 381.5 412. 5 2 KN(Face) STD 1.000 6.00 44.77 0.750 2.50 3.00 6 0 6 0 25 5734.9 7538.9 24 5734. 7538.9 6 1 2 1 KN(Face) STD 1 1.000 6.00 1 44.44 1 0.750 1 2.50 1 3.00 1 6 0 1 6 1 0 1 25 1 5734.q 7538.q24 5734.9 7538. Flsnaa Rrsra Cummary Member From Member Joint 1 From Side Point 1 Part Design Note 1 10/2/4 12/2/4 (2)FB4104 2 2/10/6 3311!7 (2)FB4104 3 1/0/0 24/1/7 FB4030 3 10/0/0 15/1/7 FB3024 3 23/6/0 1/7/7 FB2080 4 1/6/0 1/7/7 FB2080 4 151010 15/1/7 FB3024 4 24/0/0 2411/7 FB4030 5 8/0/0 33/1/7 (2)FB4104 6 1 10/2/4 1 12/2/4 (2)FB4104 Frame Design Member Summary Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 Actual Forces I Actual Stresses I Allowable I Stress Condition Mem. I Loc. I Depth I Load I Axial I Shear I Mom -x I Mom -y I Axial I Shear I Bnd -X I Bnd -Y I - Stress /Force I Sum % I % VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 24 of 82 Wall: 4, Frame at: 75/0/0 Frame ID:Rigid Frame Frame Type:Rigid Frame Values shown are resisting forces of the foundation. Reactions - Unfactored Load Type at Frame Cross Section: 4 Type Exterior Column Exterior Column X -Loc 0/0/0 80/0/0 Gridl - Grid2 4 -K 4 -A Base Plate W x L (in.) 10 x 13 10 x 13 Base Plate Thickness (in.) 0.500 0.500 Anchor Rod Qty/Diam. (in.) 4-1.250 4-1.250 Column Base Elev. 100 -0" 100' -0" Load Type Desc. Hx Vy Hx V D Frm 2.6 4.2 -2.6 4.2 - - - - CG Fret 0.8 1.0 -0.8 1.0 - - S Frm 26.3 34.6 -26.3 34.6 - - USl* Frm 23.7 20.5 -23.7 41.9 - - *USl Frm 23.7 41.9 -23.7 20.5 - - Wl> Frm -12.6 -14.1 4.9 -10.9 - - <WI Frm -4.9 -10.9 12.6 -14.1 - - W2> Frm -10.3 -8.6 2.6 -5.3 - <W2 Frm -2.6 -5.3 10.3 -8.6 - _ CU Frm - - - - E> Frm -2.9 -1.0 -2.9 1.0 - ' E,_ Frm -0.4 -0.5 0.4 -0.5 - - <E Frm 2.9 1.0 2.9 -1.0 - EG+ Frm 0.4 0.5 -0.4 0.5 - _ EB> Bre - - - - <EB Brc - - _ WPAI Brc -4.6 -11.2 4.8 -10.3 - - WPDI Brc -7.0 -15.2 7.4 -13.6 - - WpA2 Brc -2.2 -5.6 2.4 -4.8 - - WPD2 Brc -4.7 -9.7 5.0 -8.1 - - WPB1 Brc -4.8 -10.3 4.6 -11.2 - - WPCI Brc -7.4 -13.6 7.0 -15.2 - - WPB2 Brc -2.4 -4.8 2.2 -5.6 - WPC2 Brc 1 -5.0 1 -8.1 1 4.7 1 -9.7 - Frame Reactions - Factored Load Cases at Frame Cross Section: 4 X -Loc 80/0/0 Gridl - Grid2 4 -A Ld Description Hx W29.739-8 V ) (k Cs (application factor not shown 1 D + CG + S -29.7 39.8 - 2 D + CG + US l * -27.1 47.0 - - VPC File:4091 BYUI 80x100xl6 5- 4 -07 - V 4.VPC VPC Version :5.6d e Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 65 of 82 Wall: 4, Frame at: 50/0/0 Frame Cross Section: 3 I 40' -0" m m N1 �u❑ RE 0 FRAME CROSS SECTION AT FRAME LINE(S) 3 Dimension Key 1 8 1/2" 2 1'-0 3/4" 3 2' -0" 4 2' -9" 5 l' -7 7/16" 6 2 @ 3'-6 7/8" 7 3 1/2" 8 24' -8" Frame Clearances Horiz. Clearance between members 1(CX004) and 6(CX005): 70' -9" Vert. Clearance at member 1(CX004): 14'-4" Vert. Clearance at member 6(CX005): 14'-4" Finished Floor Elevation = 100' -0" (Unless Noted Otherwise) VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d m m RE 0 FRAME CROSS SECTION AT FRAME LINE(S) 3 Dimension Key 1 8 1/2" 2 1'-0 3/4" 3 2' -0" 4 2' -9" 5 l' -7 7/16" 6 2 @ 3'-6 7/8" 7 3 1/2" 8 24' -8" Frame Clearances Horiz. Clearance between members 1(CX004) and 6(CX005): 70' -9" Vert. Clearance at member 1(CX004): 14'-4" Vert. Clearance at member 6(CX005): 14'-4" Finished Floor Elevation = 100' -0" (Unless Noted Otherwise) VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d _ Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 22 of 82 Wall: 4, Frame at: 50/0/0 Frame ID:Rigid Frame elev 102 Frame Type:Rigid Frame 0 Values shown are resisting forces of the foundation. Reactions - Unfactored Load Tvne at Frame Crncc Cartinn- Z 9 Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 3 -K 10 x 13 0.500 4-1.250 102' -0" Exterior Column 80/0/0 3 -A 10 x 13 0.500 4-1.250 102' -0" Load Type Desc. Hx Vy Hx V Ld Descri lion Hx D Frm 2.9 4.1 -2.9 4.1 Cs (application factor not shown CG Frm 0.8 1.0 -0.8 1.0 1 2 D + CG + S D +CG+USI* 33.2 30.3 S Frm 29.5 35.0 -29.5 35.0 USl* Frm 26.5 20.7 -26.5 42.3 *US1 Frm 26.5 42.3 -26.5 20.7 Wl> Frm -12.2 -13.2 6.7 -10.6 <WI Frm -6.7 -10.6 12.2 -13.2 W2> Frm -8.8 -7.6 3.4 -5.0 <W2 Frm -3.4 -5.0 8.8 -7.6 CU Frm - - - _ F> Frm -2.0 -0.9 -2.0 0.9 EG- Frm -0.5 -0.5 0.5 -0.5 <E Frm 2.0 0.9 2.0 -0.9 EG+ Frm 0.5 0.5 -0.5 0.5 EB> Brc - - - _ <EB Brc - - - _ _ _ WPAI Brc -7.7 -13.3 8.0 -12.1 - _ _ WPDI Brc -7.7 -13.3 8.0 -12.1 - _ _ WPA2 Brc 4.4 -7.7 4.6 -6.5 - _ _ WPD2 Brc 4.4 -7.7 4.6 -6.5 - _ _ WPBI Brc -8.0 -12.1 7.7 -13.3 - - _ WPCI Brc -8.0 -12.1 7.7 -13.3 - - _ WPB2 Brc -4.6 -6.5 4.4 -7.7 - _ _ WPC2 Brc 1 -4.6 1 -6.5 1 4.4 1 -7.7 1 - _ Frame Reactions - Factored Load Cases at Frame Crnsc Sertinne a X -Loc 0/0/0 80/0/0 Gridl - Grid2 3 -K 3 -A Ld Descri lion Hx Vy Hx V Cs (application factor not shown (k 1 2 D + CG + S D +CG+USI* 33.2 30.3 40.1 25.8 -33.2 -30.3 40.1 47.4 VPC File:4091 BYUI 80x100xl6 5,4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM gm � - Page: 67 of 82 62 I System Derived 1 1.000 11.0 D + 1.0 CG + 0.750 S + 0.750 WPC2 ID + CG + S + WPC2 63 Svstem Derived 1.000 10.600 D + 0.60 CU + 1.0 WPC2 D + CU + WPC2 name inemuer Mem. sizes Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy I Web Fy Splice Codes Shape No. (in. ) (in. ) (in. in. in. ft 2/0/0 i i Jt.l Jt.2 0/0/0 1 6.00 0.3750 0.2500 12.00 47.00 15.40 771.4 55.00 55.00 BP KN 3P 2 6.00 0.3750 0.2500 44.00 31.00 14.83 590.5 55.00 55.00 KN SS 3P 3 6.00 0.3750 0.1644 31.00 14.00 25.00 695.4 55.00 55.00 SS SP 3P 4 6.00 0.3750 0.1644 14.00 31.00 25.00 695.3 55.00 55.00 SP SS 3P 5 6.00 0.3750 0.2500 31.00 44.00 14.83 590.5 55.00 55.00 SS KN 3P 6 6.00 1 0.3750 1 0.2500 1 12.00 1 47.00 1 15.40 1 771.4 55.00 55.00 1 BP I KN 3P Frame Pricing Weight = 4377.8 (p) (Includes all pieces) unaa t;onmrnon Member �iummar X -Loc Y -Loc Su . X Su pp. Y Moment Dis lacement X in. Dis lacement Y in. Displacement rad. 1 Hx V Yes Yes No 0 /0 /0 0/0/0 0.0000 6 80 /0/0 2/0/0 Yes Yes No 0 /0 /0 0/0/0 0.0000 Values shown are resisting forces of the foundation. xeacnons - unracroreu i.oau ■ YPC BU Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. 1'. nH,C ......�� Exterior Column 0/0/0 3 -K 10 x 13 0.500 4-1.250 102' -0" Exterior Column 80/0/0 3 -A 10 x 13 0.500 4-1.250 102' -0" Load Type Desc. Hx I VY Hx V D Frm 2.9 4.1 -2.9 4.1 - - - CG Frm 0.8 1.0 -0.8 1.0 - - - S Frm 29.5 35.0 -29.5 35.0 - - - USI* Frm 26.5 20.7 -26.5 42.3 - - - *USI Frm 26.5 42.3 -26.5 20.7 - - - W1> Frm -12.2 -13.2 6.7 -10.6 - - - <Wl Frm -6.7 -10.6 12.2 -13.2 - - - W2> Frm -8.8 -7.6 3.4 -5.0 - - - <W2 Frm -3.4 -5.0 8.8 -7.6 - - - CU Frm - - - - - - E> Frm -2.0 -0.9 -2.0 0.9 - - - EG- Frm -0.5 -0.5 0.5 -0.5 - - - <E Frm 2.0 0.9 2.0 -0.9 - - - EG+ Frm 0.5 0.5 -0.5 0.5 - - - EB> Brc - - - - - - - <EB Brc - - - - - - - WPAI Brc -7.7 -13.3 8.0 -12.1 - - - WPDl Brc -7.7 -13.3 8.0 -12.1 - - - WPA2 Bre 4.4 -7.7 4.6 -6.5 - - - WPD2 Brc 4.4 -7.7 4.6 -6.5 - - - WPB1 Brc -8.0 -12.1 7.7 -13.3 - - - WPCI Brc -8.0 -12.1 7.7 -13.3 - - - WPB2 Brc 4.6 -6.5 4.4 -7.7 - - - WPC2 Brc 4.6 -6.5 4.4 -7.7 - - - Maximum of Forces with Reactions Check - Framin Horizontal Vertical Load Type Load I Reaction Load I Reaction 8.5 VPC File:4091 BYUI 80x100xl6 5-4 -07 V_4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM wm � - Page: 20 of 82 Wall: 4, Frame at: 25/0/0 Frame ID:Rigid Frame elev 102 Frame Type:Rigid Frame M Values shown are resisting forces of the foundation. M Reactions - Untactorea "au 1 ype at Type X -Loc Gridl - Grd2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. r Fame a,z w oc --. Exterior Column 0/0/0 2 -K 10 x 13 0.500 4-1.250 102' -0" , Exterior Column 80/0/0 2 -A 10 x 13 0.500 4-1.250 102' -0" Load Type Desc. Hx I Hz I Vy Hx I Hz I V Hx Hz V D Frm 2.9 - 4.1 -2.9 - 4.1 - - - CG Frm 0.8 - 1.0 -0.8 - 1.0 - - - S Frm 29.2 - 34.7 -29.2 - 34.7 - - - USl* Frm 26.3 - 20.5 -26.3 - 41.9 *USI Frm 26.3 - 41.9 -26.3 - 20.5 - - - Wl> Frm -12.9 - -13.9 7.1 - -11.1 - - - <Wl Frm -7.1 - -11.1 12.9 - -13.9 - - - W2> Fina -9.5 - -8.4 3.8 - -5.5 - - - <W2 Frm -3.8 - -5.5 9.5 - -8.4 - - - CU Frm - - - - - - - - Fj Frm -2.1 - -0.9 -2.1 - 0.9 - - - EG- Frm -0.4 - -0.5 0.4 - -0.5 - - - <E Frm 2.1 - 0.9 2.1 - -0.9 - - - EG+ Frm 0.4 - 0.5 -0.4 - 0.5 - - - EB> Brc -0.2 - 4.5 0.2 - 4.4 - - - <EB Brc 0.1 7.3 -4.8 -0.1 7.2 -4.7 - - - WPAI Brc -9.1 - -12.1 9.5 - -10.7 - - - WPDI Brc -6.2 5.2 -14.6 6.4 4.7 -13.3 - - - WPA2 Brc -5.8 - -6.5 6.2 - -5.2 - - - WPD2 Brc -2.9 5.1 -9.0 3.1 4.8 -7.9 - - - WPB1 Brc -9.5 - -10.9 9.1 - -12.0 - - - WPCI Brc -6.4 4.6 -13.3 6.2 5.3 -14.6 - - - WPB2 Brc -6.2 - -5.2 5.8 - -6.5 - - - WPC2 Brc 1 -3.1 1 4.5 1 -7.7 1 2.9 1 5.4 -9.2 - I - - r'rame iceacnons - ractureu a.uau .,a X -Loc *e., _. r. &M-E -• QSS «••y• 060 - 80/0/0 Gridl - Grid2 2 -K 2 -A Ld Description Hx Hz V Hx Hz V Cs (application factor not shown (k 1 2 D +CG +S D + CG + US 1 * 32.9 30.0 - - 39.7 1 25.5 -32.9 -30.0 - - 39.7 47.0 - - - VPC File:4091 BYUI 80x100xl6 5-4 -07 V 4.VPC VPC Version :5.6d VP BUILDINGS vAECO rauoeN 07 -13733 Date: 7/17/2007 Time: 2:30:36 PM Page: 69 of 82 Mem. No. Loc. I ft I Depth in. Load Case Axial I k Shear k Mom -x I in -k Mom -y in -k Axial I ksi Shear ksi Bnd -X I ksi Bnd -Y I ksi -- Stress /Force - Axial Shear I Bnd -X Bnd -Y Sum % Bnd +Ax I % Shear 1 10.26 40.91 1 -43.7 -28.3 - 3484.1 0.0 3.01 2.82 23.37 0.00 20.91 3.22 26.31 41.25 1.00 0.87 2 4.99 40.0 2 -34.3 15.4 - 3560.3 0.0 2.39 1.56 24.63 0.00 23.21 3.36 25.89 41.25 1.03 0.47 3 1.00 30.31 2 -33.4 12.7 -2070.9 0.0 3.56 2.61 24.49 0.00 22.73 2.57 27.47 32.75 1.02 1.01 4 23.91 30.31 3 -33.4 -12.7 -2070.9 0.0 3.56 2.61 24.49 0.00 22.73 2.57 27.47 32.75 1.02 1.01 5 8.01 40.0 3 -34.3 -15.4 - 3560.3 0.0 2.39 1.56 24.63 0.00 23.21 3.36 25.89 41.25 1.03 0.47 6 10.26 40.91 1 -43.7 28.3 - 3484.1 0.0 3.01 2.82 23.37 0.00 20.91 3.22 26.311 41.25 1.00 0.87 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 /Ry Sx in.3 Lbl in. Rt -1 in. Lb2 in. Rt -2 in. Qs Qa Cbl Cb2 1 10.26 40.91 14.5 14.83 0.97 149.0 60. 12. 15.1 62. 13.3 149.07 123.1 1.35 12.8 1.33 1.00 0.84 1.75 1.05 2 4.9 40.0 14.33 14.5 0.97 436.8 41.7 54.1 30. 42. 55. 144.5 41.7 1.34 108.1 1.35 1.0 0.9 1.08 1.2 3 1.0 30.31 9.3 12.0 1.20 436.8 54.1 54. 36.2 45. 45. 84.5 108.1 1.52 108.0 1.52 0.9 0.82 1.24 1.3 4 23.91 30.31 9.3 12.0 1.20 436.8 54. 54.1 36.2 45. 45. 84.5 108.0 1.52 108.1 1.52 0.9 0.82 1.36 1.24 5 8.01 40.0 14.33 14.5 0.97 436.8 54.1 41.7 30. 55. 42. 144.57 108.1 1.35 41.7 1.34 1.0 0.9 1.24 1.08 6 10.2 40.91 14.54 14.83 0.97 149.0 60. 26. 15.1 62. 26. 149.071 123.1 1.35 26.0 1.33 1.00 0.84 1.75 1.09 n.na tGnn i -a r-hinatinne - Framino No. Ori 'n Factor Def H Def V Application Descn an 1 System 1.000 0 180 LOS S 2 System 1.000 0 180 1.0 US 1 * US 1 * 3 System 1.000 0 180 1.0 *USI *US1 4 System 1.000 0 180 0.700 Wl> Wl> 5 System 1.000 0 180 0.700 <Wl <W1 6 System 1.000 0 180 0.700 W2> W2> 7 System 1.000 0 180 .700 <W2 W2 8 System Derived 1.000 0 180 .700 WPAI WPAI 9 System Derived 1.000 0 180 .700 WD WPD1 10 System Derived 1.000 0 180 .700 WPA2 WPA2 11 System Derived 1.000 0 180 .700 WPD2 WPD2 12 System Derived 1.000 0 180 .700 WPBI WPB1 13 System Derived 1.000 0 180 .700 WPCI wPC1 14 System Derived 1.000 0 180 .700 WPB2 B2 15 System Derived 1.000 0 180 .700 WPC2 WPC2 16 System 1.000 60 0 .600 F> + 0.700 EG- F> + EG- 17 System 1.000 60 0 .600 <E + 0.700 EG- <E + EG- 18 System Derived 1.000 60 0 .600 EB> EB> 19 System Derived 1.000 60 0 .600 <EB <EB 20 System 1.000 60 0 .700 Wl> 1.700 Wl> 21 System 1.000 60 0 .700 <W1 W 1 22 System 1.000 60 0 .700 W2> W2> 23 System 1.000 60 0 .700 <W2 <W2 24 System Derived 1.000 60 0 .700 WPAl WPAI 25 System Derived 1.000 60 0 .700 WPDI VVTD1 26 System Derived 1.000 60 0 .700 WPA2 WPA2 27 System Derived 1.000 60 0 WPD2 WPD2 28 System Derived 1.000 60 0 0.700 WPBI Bl 29 System Derived 1.000 60 0 0.700 WPC1 WPCI 30 System Derived 1.000 60 0 0.700 WPB2 WPB2 31 1 System Derived 1 1.000 60 0 0.700 WPC2 WPC2 Marimnm Frames Dallertinn Cnmmary fnr Crn-c Serfinnc 3 Description Deflection (in.) Ratio IMemberl Joint ILoadCasel Load Case Description Max. Horizontal Deflection M ax. Vertical Deflection for Span 1 0.127 -1.997 (H/1304) IJ446 1 1 3 1 2 2 20 1 Wl> 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 may be considerably overstated. VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM ' Page: 18 of 82 wR..e:........ r.....:.:..oa u C..m- with Fnrtnrnd Lnndc - Frnminu 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 1 -K 2.4 24 2.0 11 10.9 38 - - 7.5 40 8.0 45 - - - - 10/0/0 1-G - - - - 1.9 11 2.2 10 5.4 23 23.8 9 - - - - 40/0/0 1 -E - - - - 3.2 11 3.6 10 4.8 23 14.7 7 - - - - 62/0/0 1 -B - - - - 2.2 11 2.4 10 3.2 23 14.7 8 - - - - 80/0/0 1 -A 1.6 10 1.9 25 1 10.8 1 38 - I - 1 6.3 1 39 1 8.9 46 - I - I - I - Bracin X -Loc Grid Description 0/0/0 1 -K Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 80 /0/0 1 -A Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. VPC File:4091 BYUI 80x100x16 5 -4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 71 of 82 Location I Avg. Bay Space I Description I Angle I Group 1'nb. Ovemde vesign Ntatus 75/0/0 1 24/9/0 Rigid Frame 1 90.0000 Stress Check rlecian i.nad Cnmhinntinnc - Framing No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 S D + CG + S 2 System 1.000 1.0 D +I.0 CG +1.0 US1* +CG +USI* 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 +I.0 CG +I.0 W1> +CG +Wl> 5 System 1.000 1.0 D + 1.0 CG + 1.0 <W 1 D + CG + <W 1 6 System 1.000 1.0 D + 1.0 CG + 1.0 W2> D + CG + W2> 7 System 1.000 1.0 D + 1.0 CG + 1.0 <W2 D + CG + <W2 8 System 1.000 1.0 D +I.0 CG +0.750S +0.750W1> D +CG +S +WI> 9 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W 1 D + CG + S + <W 1 10 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W2> D + CG + S + W2> 11 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 D + CG + S + <W2 12 System 1.000 0.600 D + 0.600 CU + 1.0 W l> + CU + W l> 13 System 1.000 0.600 D + 0.600 CU + 1.0 <W 1 D + CU + <W 1 14 System 1.000 0.600 D + 0.600 CU + 1.0 W2> + CU + W2> 15 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 D + CU + <W2 16 System 1.275 0.900 D + 0.900 CG + 1.106 F> + 1.0 EG- + CG + F> + EG- 17 System 1.275 0.900 D + 0.900 CG + 1.106 <E + 1.0 EG- + CG + <E + EG- 18 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.106 F> + 1.0 EG+ D + CG + S + Fj + EG+ 19 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.106 <E + 1.0 EG+ D + CG + S + <E + EG+ 20 Special 1.275 0.900 D + 0.900 CG + 2.500 F> + 1.0 EG- D + CG + F> + EG- 21 Special 1.275 0.900 D + 0.900 CG + 2.500 <E + 1.0 EG- + CG + <E + EG- 22 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 F> + 1.0 EG+ D + CG + S + E> + EG+ 23 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 <E + 1.0 EG+ D + CG + S + <E + EG+ 24 AISC - Special 1.700 0.900 D + 0.900 CG D+ CG 25 AISC - Special 1.700 0.900 D + 0.900 CG D+ CG 26 AISC - Special 1.700 1.200 D + 1.200 CG + 0.200 S D + CG + S 27 AISC - Special 1.700 1.200 D + 1.200 CG + 0.200 S + CG + S 28 System Derived 1.275 0.900 D + 0.900 CG + 0.332 F> + 1.0 EG- + 1.500 EB> D + CG + F> + EG- + EB> 29 System Derived 1.275 0.900 D + 0.900 CG + 0.332 <E + 1.0 EG- + 1.500 EB> D + CG + <E + EG- + EB> 30 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 F> + 1.0 EG+ + 1.500 EB> D+CG+S +E>+EG++EB> 31 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 <E + 1.0 EG+ + 1.500 EB> D+CG+S+<E +EG++EB> 32 Special 1.275 0.900 D + 0.900 CG + 2.500 EB> + 1.0 EG- + CG + EB> + EG- 33 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 EB> + 1.0 EG+ D + CG + S + EB> + EG+ 34 System Derived 1.275 0.900 D + 0.900 CG + 0.332 F> + 1.0 EG- + 1.500 <EB D + CG + F> + EG- + <EB 35 System Derived 1.275 0.900 D + 0.900 CG + 0.332 <E + 1.0 EG- + 1.500 <EB D + CG + <E + EG- + <EB 36 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 F> + 1.0 EG++ 1.500 <EB D+CG+S +E>+EG++<EB 37 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 <E + 1.0 EG+ + 1.500 <EB D+CG+S+<E +EG++<EB 38 Special 1.275 0.900 D + 0.900 CG + 2.500 <EB + 1.0 EG- D + CG + <EB + EG- 39 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 <EB + 1.0 EG+ + CG + S + <EB + EG+ 40 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPAl D + CG + WPAI 41 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPAI D + CG + S + WPAI 42 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPAl + CU + WPAI 43 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPDl + CG + WPDI 44 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPDI + CG + S + WPDI 45 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD 1 D + CU + WPD1 46 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 D + CG + WPA2 47 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA2 D + CG + S + WPA2 48 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 D + CU + WPA2 49 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD2 + CG + WPD2 50 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD2 + CG + S + WPD2 51 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD2 + CU + WPD2 52 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPBI D + CG + WPB1 53 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB 1 D + CG + S + WPB I 54 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPBl + CU + WPBI 55 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC 1 + CG + WPC 1 56 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC I + CG + S + WPC 1 57 System Derived 1.000 0.600 D +0.600 CU+ 1.0 WPCI + CU+ WPCI 58 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB2 D + CG + WPB2 59 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB2 D + CG + S + WPB2 60 System Derived 1.000 .600 D + 0.600 CU + 1.0 WPB2 + CU + WPB2 61 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC2 D + CG + WPC2 VPC File:4091 BYUI 80x100xI6 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 16 of 82 Wall: 4, Frame at: 0/6/0 Frame ID:CB Frame Endwall wall 1 Frame Type:Continuous Beam iy Q Vv Hx Hx Q VN Hx V' Hx V' Hx I H 07 Vy H ;e7 Hz V Vy H Hx H Hz I V Vy H Hx H Hz I V Vy H Hx I H Hz V V D F Values shown are resisting forces of the foundation. n _a: iT »! ..a. _-A 7 »..d T.. - frarne Cress Section- 1 Type E Exterior Column I Interior Column I Interior Column I Interior Column E Exterior Column Load Type D Desc. H Hx I H Hz V Vy H Hx H Hz V Vy H Hx H Hz I V Vy H Hx H Hz I V Vy H Hx I H Hz V V D F Frm 0 0.0 - - - - - - - - 1 1.3 - - - - 1 1.4 - - - - 0 0.8 - -0.0 - - 0 0.5 CG F Frm - - - - - -0.0 - - - - 0 0.4 - - - - 0 0.4 - - - - 0 0.2 - - - - 0 0.1 L F Frm 0 0.2 - - - -0.4 - - - - 6 6.1 - - - - 6 6.4 - - - - 4 4.3 - -0.2 - - 2 2.2 ASL^ F Frm 0 0.2 - - - -2.5 - - - - 6 6.1 - - - - 3 3.0 - - - - 1 1.5 - -0.2 - - 2 2.6 ^ASL F Frm - -0.1 - - 2 2.1 - - - - - -0.1 - - - - 3 3.4 - - - - 2 2.7 0 0.1 - - - -0.4 S F Frm 0 0.3 - - - -1.6 - - - - 1 12:7 - - - - 1 12.9 - - - - 7 7.7 - -0.3 - - 3 3.9 USl * F Frm 0 0.4 - - 1 1.5 - - - - 0 0.8 - - - - 1 10.7 - - - - 1 13.6 - -0.4 - - 5 5.5 *USI F Frm 0 0.1 - - - -4.3 - - - - 2 22.1 - - - - 1 12.5 - - - - 0 0.2 - -0.1 - - 1 1.6 Wl> F Frm - -2.0 - - - -0.7 - - 2 2.2 - -5.4 - - 3 3.6 - -5.5 - - 2 2.4 - -3.3 - -1.6 - - - -1.0 <WI F Frm 2 2.0 - - 2 2.1 - - - -1.9 - -6.2 - - - -3.2 - -5.6 - - - -2.2 - -3.7 1 1.6 - - - -2.6 W2> F Frm - -2.4 - - - -0.8 - - - - - -3.4 - - - - - -3.7 - - - - - -2.2 - -1.2 - - - -0.2 <W2 F Frm 1 1.6 - - 2 2.0 - - - - - -4.2 - - - - - -3.8 - - - - - -2.5 2 2.0 - - - -1.8 CU F Frm - - - - - - - - - - - - - - - - - - - - - - - - - - - - E> F Frm - -1.2 - - - -2.1 - - 0 0.0 1 1.9 - - 0 0.1 0 0.2 - - 0 0.0 - -0.8 - -0.7 - - 0 0.8 EG- F Frm - - - - 0 0.0 - - - - - -0.2 - - - - - -0.2 - - - - - -0.1 - - - - - -0.1 <E F Frm 1 1.2 - - 2 2.1 - - - -0.0 - -1.9 - - - -0.1 - -0.2 - - - -0.0 0 0.8 0 0.7 - - - -0.8 EG+ F Frm - - - - - -0.0 - - - - 0 0.2 - - - - 0 0.2 - - - - 0 0.1 - - - - 0 0.1 EB> B Brc 0 0.2 - -7.3 - -4.3 - - - - - -0.2 - - - - - -0.1 - - - - - -0.0 - -0.2 - -7.2 - -4.4 <EB B Brc - -0.1 - - 4 4.9 - - - - - -0.1 - - - - 0 0.0 - - - - - -0.1 0 0.1 - - 4 4.8 WPAI B Brc 0 0.9 - -5.1 - -2.9 - - - - - -5.9 - - - - - -4.6 - - - - - -2.8 - -0.7 - -4.8 - -4.8 WPD1 B Brc 0 0.7 - - 3 3.5 - - - - - -4.2 - - - - - -3.3 - - - - - -2.2 - -0.6 - - 1 1.6 WPA2 B Brc 0 0.5 - -5.2 - -3.0 - - - - - -3.9 - - - - - -2.7 - - - - - -1.7 - -0.3 - -4.7 - -3.9 WPD2 B Brc 0 0.3 - - 3 3.4 - - - - - -2.3 - - - - - -1.5 - - - - - -1.0 - -0.2 - - 2 2.5 WPB 1 B Brc 0 0.6 - -4.5 - -2.6 - - - - - -4.7 - - - - - -4.4 - - - - - -3.4 - -0.8 - -5.4 - -5.7 WPCI B Brc 0 0.5 - - 3 3.0 - - - - - -3.6 - - - - - -3.2 - - - - - -2.5 - -0.6 - - 1 1.7 WPB2 B Brc 0 0.2 - -4.6 - -2.8 - - - - - -2.8 - - - - - -2.6 - - - - - -2.3 - -0.4 - -5.2 - -4.8 WPC2 B Brc 1 1 0.1 1 1 - 1 1 2.9 1 1 - I I - 1 1 -1.6 1 1 - - - 1 1 -1.4 - - - - 1 1 -1.4 1 1 -0.2 1 1 - 1 1 2.6 r et ect S Cross C Frame ion- t »»._ ........., .- __ -. -_.. _ X -Loc 0 /0 /0 10/0/0 40/0/0 62/0/0 80/0/0 Gridl - Grid2 1 -K 1 -G 1 -E 1 -B 1 -A Ld Description Hx I Hz I Vy I Hx I Hz I Vy Hx I Hz I Vy I Hx I Hz I Vy Hx 1 Hz 1 V VPC File:4091 BYUI 80x100x16 5 -4 -07 V 4.VPC VPC Version :5.6d VPC File:4091 BYUI 80x100x16 5 -4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM - I& - Page: 73 of 82 CG 0.0 0.0 2.0 2.0 S 0.0 0.0 69.3 69.3 USi* 0.0 0.0 62.4 62.4 *USI 0.0 0.0 62.4 62.4 WI> 7.7 7.7 25.0 25.0 <Wi 7.7 7.7 25.0 25.0 W2> 7.7 7.7 13.9 13.9 <W2 7.7 7.7 13.9 13.9 CU 0.0 0.0 0.0 0.0 F> 5.8 5.8 0.0 0.0 EG- 0.0 0.0 1.1 1.1 <E 5.8 5.8 0.0 0.0 EG+ 0.0 0.0 1.1 1.1 EB> 0.0 0.0 0.0 0.0 <EB 0.0 0.0 0.0 0.0 WPAI 0.2 0.2 21.5 21.5 WPDI 0.3 0.3 28.8 28.9 WPA2 0.2 0.2 10.4 10.4 WPD2 0.3 0.3 17.8 17.8 WPBI 0.2 0.2 21.5 21.5 WPCl 0.3 0.3 28.8 28.9 WPB2 0.2 0.2 10.4 10.4 WPC2 0.3 0.3 17.8 17.8 Base Plate Summary X -Loc Grid Mem. Thickness Width Length Num. Of Bolt Diam Type Welds to Welds to Welding Description 1 No. in. in. in. Bolts in. N/A Flange Web 0/0/0 4 -K 1 0.500 10 13 4 1.250 A36 OS -0.1875 OS- 0.1875 80/0/0 4 -A 6 0.500 10 13 4 1.250 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 Description 1 1 S3 14.29 46.250 N/A N/A N/A 0.3750 2.500 Both F- FP,W -OS -0.1875 2 1 Sl 10.19 31.012 124.05 3.00 93.04 0.1875 2.000 Both Std 3 1 SI 6.38 25.912 157.62 3.00 77.74 0.1875 2.000 Both F- OS -0.1875,W- OS- 0.1875 4 1 Si 21.49 27.880 169.59 3.00 83.64 0.1875 2.000 Both F -OS -0.1875,W -OS -0.1875 5 1 Si 3.54 34.263 137.05 3.00 102.79 0.1875 2.000 Both Std 6 1 1 1 S3 1 14.29 1 46.250 1 N/A I N/A I N/A 03750 2.500 Both F- FP,W -OS -0.1875 Bolted Connections A325 Bolts Mem. ft. Type Conn. Thick. Width Length Bolt Diam. Pitches Ist/2nd Gages In/Out Rows -Out Rows In Moment - Out Moment - In 2 Bolt 4 2 Bolt 1 4 ILd Actual Capacity Ld Actual Capacity No. No. 5/6/0 1917/7 in. in. in. in.) in. in. ID Bolt ID Bolt Cs in-k) (in -k) Cs in -k) in -k 1 2 KN(Face) STD 1.000 6.00 44.44 0.750 2.50 3.00 6 0 6 0 25 5734.9 7538. 24 5734.9 7538. 2 1 KN(Face) STD 1.000 6.00 44.77 0.750 2.50 3.00 6 0 6 0 25 5734.9 7538. 24 5734.9 7538. 3 2 SP STD 0.500 6.00 15.22 0.750 2.50 3.00 1 (11) 0 2 (12) 0 12 99.3 412.7 1 495.4 549. 4 1 SP STD 0.500 6.00 15.22 0.750 2.50 3.00 1 (11) 0 2 (12) 0 12 99.3 412.7 1 495. 549. 5 2 KN(Face) STD 1.000 6.00 44.77 0.750 2.50 3.00 6 0 6 0 25 5734. 7538.924 5734.9 7538. 6 2 KN(Face) STD 1.0001 6.00 144.44 10.750 1 2.50 1 3.00 1 6 1 0 6 0 25 5734. 7538.924 5734.9 7538. Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Design Note 1 7/2/4 7/2/4 FB4024 1 13/3/0 13/3/0 (2)FB5090 2 2/10/6 3311!7 (2)FB4104 2 7/4/6 2817/7 FB4064 3 5/6/0 1917/7 FB3050 3 23/6/0 1/7/7 FB2080 4 1/6/0 107/7 FB2080 4 19/6/0 19/7!7 FB3050 5 3/6/0 28/7x7 FB4064 5 8/0/0 33/1!7 (2)FB4104 6 7/2/4 7/2/4 FB4024 6 12/2/4 12/2/4 2 FB4110 Frame Design Member Summary - Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 ) VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 I&- 07 -13733 Time: 2:30:36 PM Page: 14 of 82 Wall: 4, Frame at: 0/6/0 Desien Load Combinations - i 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 7 System 1.000 1.0 D + 1.0 CG + 1.0 S D + CG + S 8 System 1.000 1.0D +I.0CG +1.0USI* +CG +USI* 9 System 1.000 1.0D +I.0CG +1.0 *US1 D +CG + *US1 10 System 1.000 1.0 D + 1.0 CG + 1.0 W 1> D + CG + W 1> 11 System 1.000 1.0 D + 1.0 CG + 1.0 <W 1 D + CG + <W 1 12 System 1.000 1.0 D + 1.0 CG + 1.0 W2> + CG + W2> 13 System 1.000 1.0 D + 1.0 CG + 1.0 <W2 D + CG + <W2 14 System 1.000 1.0D +I.0CG +0.750L +0.750WI> D +CG +L +WI> 15 System 1.000 1.0D +1.0CG +0.750L +0.750<Wl D + CG + L + <WI 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 L + 0.750 <W2 + CG + L + <W2 18 System 1.000 1.0 D + 1.0 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 <W 1 D + CG + S + <W 1 20 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W2> D + CG + S + W2> 21 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 + CG + S + <W2 22 System 1.000 0.600 D +0.600 CU +1.0W1> D +CU +Wl> 23 System 1.000 0.600 D + 0.600 CU + 1.0 <W1 D + CU + <Wl 24 System 1.000 0.600 D + 0.600 CU + 1.0 W2> + CU + W2> 25 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 D + CU + <W2 26 System 1.275 0.900 D + 0.900 CG + 1.106 E> + 1.0 EG- + CG + E> + EG- 27 System 1.275 0.900 D + 0.900 CG + 1.106 <E + 1.0 EG- D + CG + <E + EG- 28 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.106 E> + 1.0 EG+ D + CG + S + E> + EG+ 29 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.106 <E + 1.0 EG+ D + CG + S + <E + EG+ 38 System Derived 1.275 0.900 D + 0.900 CG + 0.332 E> + 1.0 EG- + 1.500 EB> D + CG + Ej + EG- + EB> 39 System Derived 1.275 0.900 D + 0.900 CG + 0.332 <E + 1.0 EG- + 1.500 EB> + CG + <E + EG- + EB> 40 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 E> + 1.0 EG+ + 1.500 EB> G+S +E>+EG++EB> 41 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 <E + 1.0 EG+ + 1.500 EB> D+CG+S+<E +EG++EB> 44 System Derived 1.275 0.900 D + 0.900 CG + 0.332 E> + 1.0 EG- + 1.500 <EB D + CG + E> + EG- + <EB 45 System Derived 1.275 0.900 D + 0.900 CG + 0.332 <E + 1.0 EG- + 1.500 <EB + CG + <E + EG- + <EB 46 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 E> + 1.0 EG+ + 1.500 <EB D+CG+S +E>+EG++<EB 47 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.332 <E + 1.0 EG+ + 1.500 <EB G+S+<E +EG++<EB 50 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPAI D + CG + WPAI 51 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPAI + CG + L + WPAI 52 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPAl + CG + S + WPAI 53 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPAI D + CU + WPAI 54 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPDI D + CG + WPDI 55 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPDl + CG + L + WPD 1 56 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD 1 D + CG + S + WPDI 57 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPDI D + CU + WPDI 58 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 + CG + WPA2 59 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPA2 D + CG + L + WPA2 60 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA2 D + CG + S + WPA2 61 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 D + CU + WPA2 62 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD2 + CG + WPD2 63 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPD2 D + CG + L + WPD2 64 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD2 + CG + S + WPD2 65 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD2 D + CU + WPD2 66 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB 1 D + CG + WPB 1 67 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB 1 + CG + L + WPB 1 68 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB 1 D + CG + S + WPB I 69 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB 1 D + CU + WPB 1 70 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC 1 D + CG + WPC 1 71 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPC 1 D + CG + L + WPC 1 72 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC 1 + CG + S + WPC 1 73 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC 1 D + CU + WPCI 74 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB2 D + CG + WPB2 75 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB2 + CG + L + WPB2 76 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB2 D + CG + S + WPB2 77 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB2 D + CU + WPB2 78 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC2 D + CG + WPC2 79 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPC2 D + CG + L + WPC2 80 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC2 + CG + S + WPC2 VPC File:4091 BYUI 80x100xl6 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 I&— 07 -13733 Time: 2:30:36 PM Page: 75 of 82 Wall: 4, Frame at: 99/6/0 Frame Cross Section: 5 lyl F3 Dimension Key 1 8 1/2" 2 4' -0" 3 3' -21/4" 4 1'-0 3/4" 5 P -7 7/16" 6 2 @ 2' -3" 7 2 @ 3'-6 7/8" 8 3 1/2" 9 24' -8" FRAME CROSS SECTION AT FRAME LINE(S) 5 Frame Clearances Horiz. Clearance between members 1(CGX001) and 14(CGX002): 77' -2" VerL Clearance at member 1(CGX001): 16- 91/16" Vert. Clearance at member 14(CGX002): 16- 91/16" Vert. Clearance at member 15(EGX001): 17-111/4" Vert. Clearance at member 16(EGX002): 20'- 101/4" VerL Clearance at member 17(EGX003): 21' -10 1/4" Vert. Clearance at member 18(EGX004): 20' -2 1/4" Finished Floor Elevation = 100' -0" (Unless Noted Otherwise) VPC File:4091 BYUl 80xlOOxl6 5-4 -07 V 4.VPC VPC Version :5.6d :M 4' 4 Date: 7/17/2007 - 07 -13733 Time: 2:30:36 PM Page: 12 of 82 MW Minimum Wind Load MWB Minimum Wind Bracing Reaction E Seismic Load F> Seismic Load, Right <E Seismic Load, Left EG EG- Vertical Seismic Effect Vertical Seismic Effect, Subtractive EG+ EB> Vertical Seismic Effect, Additive Seismic Brace Reaction, Right <EB Seismic Brace Reaction, Left FL Floor Live Load FL* Alternate Span Floor Live Load, Shifted Right *FL Alternate Span Floor Live Load, Shifted Left FD Floor Dead Load AL Auxiliary Live Load AL *> Auxiliary Live Load, Right, Right *AL> Auxiliary Live Load, Right, Left <AL* Auxiliary Live Load, Left, Right < *AL Auxiliary Live Load, Left, Left AL* AL * >(1) Aux Live, Right Auxiliary Live Load, Right, Right, Aisle 1 *AL *AL>(1) Aux Live, Left Auxiliary Live Load, Right, Left, Aisle I <AL *(1) Auxiliary Live Load, Left, Right, Aisle 1 < *AL(1) Auxiliary Live Load, Left, Left, Aisle 1 AL *(1) AL * >(2) Aux Live, Right, Aisle 1 Auxiliary Live Load, Right, Right, Aisle 2 *AL(1) *AL>(2) Aux Live, Left, Aisle i Auxiliary Live Load, Right, Left, Aisle 2 <AL *(2) Auxiliary Live Load, Left, Right, Aisle 2 < *AL(2) Auxiliary Live Load, Left, Left, Aisle 2 AL *(2) AL * >(3) Aux Live, Right, Aisle 2 Auxiliary Live Load, Right, Right, Aisle 3 *AV2) *AL>(3) Aux Live, Left, Aisle 2 Auxiliary Live Load, Right, Left, Aisle 3 <AL *(3) Auxiliary Live Load, Left, Right, Aisle 3 < *AL(3) Auxiliary Live Load, Left, Left, Aisle 3 AL *(3) AL * >(4) Aux Live, Right, Aisle 3 Auxiliary Live Load, Right, Right, Aisle 4 *AL(3) *AL>(4) Aux Live, Left, Aisle 3 Auxiliary Live Load, Right, Left, Aisle 4 <AL *(4) Auxiliary Live Load, Left, Right, Aisle 4 < *AL(4) Auxiliary Live Load, Left, Left, Aisle 4 AL *(4) AL * >(5) Aux Live, Right, Aisle 4 Auxiliary Live Load, Right, Right, Aisle 5 *AL(4) *AL;>(5) Aux Live, Left, Aisle 4 Auxiliary Live Load, Right, Left, Aisle 5 <AL *(5) Auxiliary Live Load, Left, Right, Aisle 5 < *AL(5) Auxiliary Live Load, Left, Left, Aisle 5 AL *(5) Aux Live, Right, Aisle 5 *AL(5) Aux Live, Left, Aisle 5 ALB <ALB Aux Live Bracing Reaction Aux Live Bracing Reaction, Left ALB> WALB> Aux Live Bracing Reaction, Right Wind, Aux Live Bracing Reaction, Right <WALB Wind, Aux Live Bracing Reaction, Left ALB >(1) Aux Live Bracing Reaction, Right, Aisle 1 1 <ALB(1) 1 <WALB ( ) Aux Live Bracing Reaction, Left, Aisle 1 Wind, Aux Live Bracing Reaction, Left, Aisle 1 WALB >(1) ALB >(2) Wind, Aux Live Bracing Reaction, Right, Aisle Aux Live Bracing Reaction, Right, Aisle 2 <ALB(2) Aux Live Bracing Reaction, Left, Aisle 2 WAL B >(2) Wind, Aux Live Bracing Reaction, Right, Aisle 2 2 <WALB ( ) Wind, Aux Live Bracing Reaction, Left, Aisle 2 ALB>(3) Aux Live Bracing Reaction, Right, Aisle 3 <ALB(3) Aux Live Bracing Reaction, Left, Aisle 3 Wind, Aux Live Bracing Reaction, Left, Aisle 3 WALB>(3) Wind, Aux Live Bracing Reaction, Right, Aisle 3 4 3 <WALB ( ) <ALB(4) Aux Live Bracing Reaction, Left, Aisle 4 ALB >(4) WALB >(4) Aux Live Bracing Reaction, Right, Aisle Wind, Aux Live Bracing Reaction, Right, Aisle 4 <WALB(4) Wind, Aux Live Bracing Reaction, Left, Aisle 4 ALB >(5) Aux Live Bracing Reaction, Right, Aisle 5 5 <ALB(5) <WALB(5) Aux Live Bracing Reaction, Left, Aisle 5 Wind, Aux Live Bracing Reaction, Left, Aisle 5 WALB>(5) Wind, Aux Live Bracing Reaction, Right, Aisle AD Auxiliary Dead Load WALB Wind, Aux Live Bracing Reaction Ul User Defined Load -1 UO U2 User Defined Load User Defined Load - 2 U3 User Defined Load - 3 U4 User Defined Load - 4 U5 User Defined Load - 5 U6 User Defined Load - 6 U7 User Defined Load - 7 U8 User Defined Load - 8 U9 User Defined Load - 9 UB User Brace Reaction UB1 User Brace Reaction -1 U132 User Brace Reaction - 2 UB3 User Brace Reaction - 3 UB4 User Brace Reaction - 4 UB5 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 VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07- -13733 Time: 2:30:36 PM On MAIN Page: 77 of 82 Flg Width in. 62 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 D + CU + WPA2 Weight 63 System Derived 1.000 1.0 D + 1.0 CO + 1.0 WPD2 D + CG + WPD2 1 64 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPD2 D + CG + L + WPD2 16.40 65 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD2 + CG + S + WPD2 2C 66 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD2 D + CU + WPD2 9.00 67 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB 1 D + CG + WPB 1 SS 68 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB 1 + CG + L + WPB 1 9.00 69 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB 1 D + CG + S + WPB1 SS 70 System Derived 1.000 0.600 D +0.600 CU+ 1.0 WPBI +CU+ WPBI 0.1345 71 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC1 D + CG + WPCI 55.00 72 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPC 1 D + CG + L + WPC 1 0.1875 73 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPCI D + CG + S + WPCI 55.00 74 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC 1 D + CU + WPCI 5.00 75 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB2 D + CG + WPB2 44.1 76 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB2 D + CG + L + WPB2 7 77 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WP132 D + CG + S + WPB2 9.69 78 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WP132 D + CU + WPB2 3P 79 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC2 D + CG + WPC2 9.00 80 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPC2 D + CG + L + WPC2 SS 81 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC2 D + CG + S + WPC2 9.00 82 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC2 D + CU + WPC2 Frame Member Ri7P% Mem. No. Flg Width in. Flg Thk in. Web Thk in. Depthl in. Depth2 in. Length ft Weight Flg Fy i Web Fy i Splice Jt.1 Codes Jt.2 Shape 1 5.00 0.0590 0.1180 8.50 8.50 16.40 109.3 55.00 55.00 BP SS 2C 2 5.00 0.1345 0.1345 9.00 9.00 3.95 39.8 55.00 55.00 SS SS 3P 3 5.00 0.1345 0.1345 9.00 9.00 4.18 35.9 55.00 55.00 SS SS 3P 4 5.00 0.1345 0.1345 9.00 9.00 8.64 80.1 55.00 55.00 SS SP 3P 5 5.00 0.1875 0.1345 9.00 9.00 9.10 100.1 55.00 55.00 SP SS 3P 6 5.00 0.1875 0.1345 9.00 9.00 4.27 44.1 55.00 55.00 SS SS 3P 7 5.00 0.1875 0.1345 9.00 9.00 9.69 105.6 55.00 55.00 SS SP 3P 8 5.00 0.1345 0.1345 9.00 9.00 7.88 73.2 55.00 55.00 SP SS 3P 9 5.00 0.1345 0.1345 9.00 9.00 5.30 51.6 55.00 55.00 SS SP 3P 10 5.00 0.2500 0.1345 9.00 9.00 4.83 65.9 55.00 55.00 SP SS 3P 11 5.00 0.2500 0.1345 9.00 9.00 5.23 64.9 55.00 55.00 SS SS 3P 12 5.00 0.2500 0.1345 9.00 9.00 12.59 156.0 55.00 55.00 SS SS 3P 13 5.00 0.2500 0.1345 9.00 9.00 4.00 58.2 55.00 55.00 SS SS 3P 14 5.00 0.0590 0.1180 8.50 8.50 16.40 109.3 55.00 55.00 BP SS 2C 15 5.00 0.0590 0.1180 8.50 8.50 16.94 112.3 55.00 55.00 BP SS 2C 16 5.00 0.0820 0.1640 8.50 8.50 19.85 178.0 55.00 55.00 BP SS 2C 17 5.00 0.0730 0.1460 8.50 8.50 20.85 167.4 55.00 55.00 BP SS 2C 18 5.00 1 0.0650 1 0.1300 1 8.50 8.50 19.19 1 137.6 55.00 55.00 BP SS 2C Total Frame Weight = 1689.3 (p) (Includes all plates) Frame Pricing Weight = 1827.7 (p) (Includes all pieces) Frame Member Releases Member Joint 1 Joint 2 1 No Yes 14 No Yes 15 No Yes 16 No Yes 17 No Yes 18 No Yes Boundary Condition Summa Member X -Loc Y-Loc Su pp. X Su pp. Y Moment Displacement X in. Displacement Y in. Displacement rad. 1 0/0/0 1/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 14 80/0/0 1/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 15 8/6/0 1/0/0 Yes Yes No 0 /0 /0 0/0/0 0.0000 16 26/0/0 1 /0 /0 Yes Yes No 0/0/0 0/0/0 0.0000 17 48/0/0 1/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 18 58/0/0 1/0/0 1 Yes I Yes I No 1 0/0/0 1 0/0/0 1 0.0000 Values shown are resisting forces of the foundation. Reactions - Unfactored Load Tyne at Frame Cross Section: 5 Type Exterior Column Interior Q X -Loc 0/0/0 8/6/0 Gridl - Grid2 I 5 -K I 5 -J ior Column Interior Column Interior Co 26/0/0 48/0/0 58/0/0 5 -F I 5 -D I 5-C VPC File:4091 BYUI 80xl00x16 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM e ' Page: 10 of 82 0 J Q J D D D MI 4 1. VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07- -13733 Time: 2:30:36 PM Page: 79 of 82 WPC2 Brc 1 -0.4 1 -1.8 - - - 1 - -.fh IP-M -A I -A. - IR-i.0 X-Loc Grid Hrz left ( -Hx) Load Case Hrz Right (Hx) 0.0 Hrz In ( -Hz) Load Case Hrz Out (Hz) (k Load Case Uplift ( -Vy) (k Load Case Vrt Down (Vy) Load Case Mom cw ( -Mzz) (in -k Load Case Mom ccw (Mzz) in -k Load Case 0/0/0 5 -K 1.5 13 1.2 F - - - - 0.8 58 2.1 10 - - - - 8/6/0 5-1 - - 2.7 32.1 1.5 12 1.7 11 3.8 54 9.6 10 - - - - 26/0/0 5 -F 2.7 45 - 4.1 2.6 12 2.8 11 4.6 58 15.2 10 - - - - 40/0/0 24/8/0 2.0 27 2.0 28 - - - - - - - - - - - - 48/0/0 5 -D - - - - 2.2 12 2.4 11 2.3 24 7.6 9 - - - - 58/0/0 5-C - - - - 2.0 12 2.3 11 4.1 24 14.2 9 - - - - 80/0/0 5 -A 1.2 11 1.5 14 - - - - 2.3 74 7.2 9 - - - - Snm of Fnrces with Reactions Check - FraminQ Load Type Horizontal Load Reaction Vertical Load Reaction D 0.0 0.0 3.9 3.8 CG 0.0 0.0 1.0 1.0 L 0.0 0.0 19.5 19.5 ASL^ 0.0 0.0 6.9 6.9 ^ASL 0.0 0.0 12.6 12.6 S 0.0 0.0 35.7 35.7 US1* 0.0 0.0 32.1 32.1 *US1 0.0 0.0 32.1 32.1 Wl> 4.1 4.1 16.0 16.0 <Wl 4.1 4.1 16.0 16.0 W2> 4.1 4.1 10.3 10.3 <W2 4.1 4.1 10.3 10.3 CU 0.0 0.0 0.0 0.0 E> 1.9 1.9 0.0 0.0 EG- 0.0 0.0 0.5 0.5 <E 1.9 1.9 0.0 0.0 EG+ 0.0 0.0 0.5 0.5 EB> 0.0 0.0 0.0 1.9 <EB 0.0 0.0 0.0 0.0 WPAI 0.1 0.1 11.1 12.9 WPDI 0.2 0.2 14.9 14.9 WPA2 0.1 0.1 5.3 7.2 WPD2 0.2 0.2 9.2 9.2 WPBI 0.1 0.1 11.1 12.9 WPCI 0.2 0.2 14.9 14.9 WPB2 0.1 0.1 5.3 7.2 WPC2 1 0.2 1 0.2 1 9.2 9.2 Qe�e Dlnte Cnmmo X -Loc Grid Mem. No. Thickness in. Width in. Length in. Num. Of Bolts Bolt Diam. in. Type Welds to Flange Welds to Web 0/0/0 5 -K 1 0.375 8 10 2 0.750 A36 OS -0.1875 OS- 0.1875 8/6/0 5 -1 15 0.375 8 10 2 0.750 A36 OS -0.1875 OS -0.1875 26/0/0 5 -F 16 0.375 8 10 2 0.750 A36 OS -0.1875 OS -0.1875 48/0/0 5 -D 17 0.375 8 10 2 0.750 A36 OS -0.1875 OS -0.1875 58/0/0 5-C 18 0.375 8 10 2 0.750 A36 OS -0.1875 OS -0.1875 80/0/0 5 -A 1 14 1 0.375 1 8 1 10 1 2 1 0.750 1 A36 OS -0.1875 OS -0.1875 Wah I.H.M.- %, Mem No. Stiff. No. Desc. Loc. ft Web Depth in. h/t a/h a in. Thick. in. Width in. Side Welding Description 2 1 S2 0.93 8.731 64.91 N/A N/A 0.1875 2.000 Both F- OS -0.1875,W -OS -0.1875 3 1 S2 3.82 8.731 64.91 N/A N/A 0.1875 2.000 Both F- OS -0.1875,W -OS -0.1875 5 1 S2 8.75 8.625 64.13 N/A N/A 0.1875 2.000 Both F-OS-0. I 875,W-OS-0. 1875 9 1 S2 0.36 8.731 64.91 N/A N/A 0.1875 2.000 Both F-OS-0. I 875,W-OS-0. 1875 11 1 S2 0.36 8.500 63.20 N/A N/A 0.1875 2.000 Both F- OS -0.1875,W -OS -0.1875 13 1 S2 1 3.77 1 8.500 1 63.20 1 N/A I N/A 1 0.1875 1 2.000 1 Both F- OS- 0.1875,W -OS -0.1875 Bolted Connections (A325 Bolts) VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 &- 07 -13733 Time: 2:30:36 PM Page: 8 of 82 21 System 1 1 60 0 .700 Wl> 22 System 1.000 60 0 .700 <W I 23 System 1.000 60 1 .700 W2> 24 System 1.000 60 0 .700 <W2 25 System Derived 1.000 60 1 .700 "I 26 System Derived 1.000 60 0 .700 WPD1 27 System Derived 1.000 60 1 0 .700 WPA2 28 System Derived 1.000 60 0 .700 WPD2 29 System Derived 1.000 60 0 .700 WPBI 30 System Derived 1.000 60 0 .700 WPCI 1.700 31 System Derived 1.000 60 0 .700 WPB2 32 1 System Derived 1 1.000 60 0 WPC2 Deflection Load Combinations - Purlin WPD2 Wind Parallel - Ref D, Case 2 No. origin Factor Deflection Application I System 1.000 150 Wind Brace Reaction, Case 2, Right 1.0 S 2 System 1.000 150 Wind Brace Reaction, Case 4, Left 1.0 USl* 't Svstem 1.000 150 Wind Brace Reaction, Case 5, Right 1.0 *US1 Load Combinations - Girt Origin Factor Deflection System 1.000 90 0.700 Svstem 1.000 90 0300 Deflection Load Combinations - Roof - Panel Al A2 No. Orig Factor Def H Def V Application - - S 1 System 1.000 150 150 1.0 S S 1 • 2 System 1.000 150 150 1.0 US 1 * *US1 3 Sys 1.000 150 150 1.0 *US1 Load Type Descriptions C Collateral Load D Material Dead Weight CU Collateral Load for Wind Cases CG Collateral Load for Gravity Cases ASLA Alternate Span Live Load, Shifted Right L AASL Live Load Alternate Span Live Load, Shifted Left PL2 Partial Live, Full, 2 Spans Unbalanced Snow Load 1, Shifted Right S *USI Snow Load Unbalanced Snow Load 1, Shifted Left USl* US2* Unbalanced Snow Load 2, Shifted Right *US2 Unbalanced Snow Load 2, Shifted Left SD Snow Drift Load Rain Surcharge Load SS Sliding Snow Load RS PHl Partial Load, Half, l Span PFI Partial Load, Full, I Span PH2 Partial Load, Half, 2 Spans PF2 Partial Load, Full, 2 Spans Wl> Wind Load, Case 1, Right W <WI Wind Load Wind Load, Case 1, Left W2> Wind Load, Case 2, Right <W2 Wind Load, Case 2, Left W3> W4> Wind Load, Case 3, Right Wind Load, Case 4, Right <W3 Wind Load, Case 3, Left W5> Wind Load, Case 5, Right <W4 Wind Load, Case 4, Left W6> Wind Load, Case 6, Right <W5 Wind Load, Case 5, Left WP Wind Load, Parallel to Ridge <W6 Wind Load, Case 6, Left WPL Wind Load, II Ridge, Left WPR Wind Load, lI Ridge, Right WPA2 Wind Parallel - Ref A, Case 2 WPAI Wind Parallel - Ref A, Case 1 WPB2 Wind Parallel - Ref B, Case 2 WPBI Wind Parallel - Ref B, Case 1 WPC2 Wind Parallel - Ref C, Case 2 WPCI Wind Parallel - Ref C, Case 1 WPD2 Wind Parallel - Ref D, Case 2 WPDI Wind Parallel - Ref D, Case 1 <WBI Wind Brace Reaction, Case 1, Left WBI> Wind Brace Reaction, Case 1, Right <WB2 Wind Brace Reaction, Case 2, Left WB2> Wind Brace Reaction, Case 2, Right <WB3 Wind Brace Reaction, Case 3, Left WB3> Wind Brace Reaction, Case 3, Right <WB4 Wind Brace Reaction, Case 4, Left WB4> Wind Brace Reaction, Case 4, Right <WB5 Wind Brace Reaction, Case 5, Left WB5> Wind Brace Reaction, Case 5, Right <WB6 Wind Brace Reaction, Case 6, Left WB6> Wind Brace Reaction, Case 6, Right MWB Minimum Wind Bracing Reaction MW Minimum Wind Load E> Seismic Load, Right E Seismic Load EG Vertical Seismic Effect <E Seismic Load, Left EG- Vertical Seismic Effect, Subtractive EG+ Vertical Seismic Effect, Additive <EB Seismic Brace Reaction, Left EB> Seismic Brace Reaction, Right FL* Alternate Span Floor Live Load, Shifted Right FL *FL Floor Live Load Alternate Span Floor Live Load, Shifted Left FD Floor Dead Load AL Auxiliary Live Load AL *> <AL* Auxiliary Live Load, Right, Right Auxiliary Live Load, Left, Right *ALA Auxiliary Live Load, Right, Left VPC File:4091 BYUI 80x100xl6 5- 4- 07_V_4.VPC VPC Version :5.6d Date: 7/17/2007 I&- 07 -13733 Time: 2:30:36 PM Page: 81 of 82 Origin 1 8.69 8.50 1.70 3.23 1.13 189.09 60.0 0.0 58.5 53.0 0.0 3.72 147.0 1.62 0.0 0.0 LOS S 1.00 1. 1.000 2 3.65 9.00 2.52 3.67 1.05 86.92 42.9 0.0 23.7 40.6 0.0 7.53 42.9 1.30 0.0 0.00 0.87 1.00 1.37 0.0 0 3 3.89 9.00 2.52 3.67 1.05 86.92 54.0 0.0 23.7 51.2 0.0 7.53 54.0 1.30 0.0 0.00 0.87 1.00 1.00 0. 180 4 0.00 9.00 2.52 3.67 1.05 212.90 54.0 0.0 58.0 51.2 0.0 7.53 54.0 1.30 0.0 0.00 0.87 1.00 1.00 0.00 .700 WPD2 5 8.81 9.00 3.04 3.79 1.13 212.90 54.0 0.0 56.2 47.6 0.0 9.69 54.0 1.36 0.0 0.00 0.99 1.00 1.00 0.0 WP132 6 0.00 9.00 3.04 3.79 1.13 170.32 54.0 0.0 44.9 47.6 0.0 9.69 541 1.36 0.0 0.00 0.99 1.00 1.00 0. 19 7 8.19 9.00 3.04 3.79 1.13 170.32 54.0 34.5 44.9 47.6 30.4 8.86 54. 1.36 34.5 1.35 0.99 1.00 1.05 1.23 System 8 8.11 9.00 2.52 3.67 1.05 97.32 54.0 0.0 26.5 51.2 0.0 7.53 541 1.30 0.0 0.00 0.87 1.00 1.00 0.0 1.000 9 0.00 9.00 2.52 3.67 1.05 121.66 54.0 0.0 33.2 51.2 0.0 7.53 54. 1.30 0.0 0.00 0.87 1.00 1.00 0.0 60 10 5.13 9.00 3.64 3.88 1.20 121.66 54.0 0.0 31.4 45.2 0.0 12.1 54. 1.41 0.0 0.00 1.00 1.00 1.00 0.0 0 11 0.00 9.00 3.64 3.88 1.20 251.16 54.0 0.0 64.8 45.2 0.0 12.1 54.0 1.41 0.0 0.00 1.00 1.00 1.00 0.0 12 5.25 9.00 3.64 3.88 1.20 251.16 54.0 54.0 64.8 45.2 45.2 11.08 54.0 1.41 54.0 1.41 1.00 1.00 1.34 1. 13 0.00 9.00 3.64 3.88 1.20 251.16 42.9 0.0 64.8 35.8 0.0 12.17 42.9 1.40 0.0 0.00 1.00 1.00 1.23 0. 14 8.69 8.50 1.70 3.23 1.13 189.09 60.0 0.0 58.5 53.0 0.0 3.72 134.3 1.61 0.0 0.0 1.00 1.0 15 8.66 8.50 1.70 3.23 1.13 207.82 60.0 0.0 64.3 53.0 0.0 3.72 120.0 1.61 0.0 0.00 1.00 1.0 16 11.19 8.50 2.42 3.22 1.19 242.82 60.0 60.0 75.4 50.3 50.3 5.93 60.0 1.58 104.0 1.61 1.00 1.0 17 10.62 8.50 2.15 3.23 1.19 254.82 60.0 0.0 79.0 50.A 0.0 5.20 60.0 1.59 0.0 0.00 1.00 1. 18 9.781 8.501 1.881 3.231 1.151 234.821 60.0 0.01 72.7 52.1 0.0 4.39, 60. 0, 1.561 0.0 0. 00, 1.00, 1.0 n_n.....:__ r ....a n.....�.:_s:__� ��.....:.... No. Origin Factor Def H Def V Application Description I System 1.000 0 180 1.0 L L 2 System 1.000 0 180 LOS S 3 System 1.000 0 180 1.0 USl* USl* 4 System 1.000 0 180 1.0 *USI *US1 5 System 1.000 0 180 0.700 Wl> Wl> 6 System 1.000 0 180 .700 <W 1 W 1 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 WPDl 11 System Derived 1.000 0 180 .700 WPAZ WPA2 12 System Derived 1.000 0 180 .700 WPD2 WPD2 13 System Derived 1.000 0 180 .700 WPBI BI 14 System Derived 1.000 0 180 .700 WPCI wPC1 15 System Derived 1.000 0 180 0.700 WPB2 WP132 16 System Derived 1.000 0 180 0.700 WPC2 WPC2 17 System 1.000 60 0 0.600 F> + 0.700 EG- E> + EG- 18 System 1.000 60 0 0.600 <E + 0.700 EG- <E + EG- 19 System Derived 1.000 60 0 0.600 EB> EB> 20 System Derived 1.000 60 0 .600 <EB EB 21 System 1.000 60 0 .700 Wl> Wl> 22 System 1.000 60 0 .700 <W 1 <WI 23 System 1.000 60 0 .700 W2> W2> 24 System 1.000 60 0 .700 <W2 <W2 25 System Derived 1.000 60 0 .700 WPAI WPAI 26 System Derived 1.000 60 0 .700 WPDI WPD1 27 System Derived 1.000 60 0 .700 WPA2 WPA2 28 System Derived 1.000 60 0 .700 WPD2 WPD2 29 System Derived 1.000 60 0 .700 WPBI WPBI 30 System Derived 1.000 60 0 .700 WPCI WPCI 31 System Derived 1.000 60 0 .700 WPB2 B2 32 1 System Derived 1 1.000 60 0 .700 WPC2 WPC2 M-maim IP-ma nanartinn Cnmmary far Crncc Certinn_ 5 Description Deflection in. Ratio Member Joint Load Case Load Case Description Max. Horizontal Deflection 0.031 ( H/6125) 1 2 21 Wl> Mm Vertical Deflection for Span 1 -0.037 ( IJ2415) 3 2 4 *US1 Max. Vertical Deflection for Span 2 -0.297 ( U706) 5 1 4 *US 1 Max. Vertical Deflection for Span 3 -0.678 ( I/389) 7 2 4 *US1 ax. Vertical Deflection for Span 4 0.131 ( IJ917) 9 2 3 USl * ax. Vertical Deflection for Span 5 1 -0.657 1 (IJ382) 1 13 1 1 1 3 US1* • 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 may be considerably overstated. VPC File:4091 BYUI 80x100x16 5-4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM Page: 6 of 82 Ori 50 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 <EB + 1.0 EG+ D + CG + S + <EB + EG+ 1.275 51 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPAI + CG + WPA1 1.0 <E 52 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPAI D + CG + L + WPAI WPAI 53 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPAI D + CG + S + WPAI 5 54 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPAI D + CU + WPAI System 55 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPDI D + CG + WPDI 1.000 56 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPD1 D + CG + L + WPDI 1.0 WPCI 57 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPDI D + CG + S + WPD1 132 58 System Derived 1.000 .600 D + 0.600 CU + 1.0 WPDI D + CU + WPDI 11 59 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 D + CG + WPA2 System 60 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPA2 D + CG + L + WPA2 1.000 61 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA2 D + CG + S + WPA2 0.600 D + 0.600 CU + 1.0 <W2 62 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 + CU + WPA2 D+CG +S +Wl> 63 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD2 D + CG + WPD2 17 64 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPD2 D + CG + L + WPD2 System Derived 65 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD2 + CG + S + WPD2 1.275 66 System Derived 1.000 .600 D + 0.600 CU + 1.0 WPD2 D + CU + WPD2 67 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB 1 + CG + WPB 1 68 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB I D + CG + L + WPB 1 69 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB 1 D + CG + S + WPB 1 70 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB I D + CU + WPB 1 71 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPCI D + CG + WPCI 72 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPCI D + CG + L + WPC I 73 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPCI D + CG + S + WPC1 74 System Derived 1.000 .600 D + 0.600 CU+ 1.0 WPCI + CU + WPCI 75 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB2 D + CG + WPB2 76 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB2 D + CG + L + WPB2 77 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WP132 + CG + S + WPB2 78 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB2 + CU + WPB2 79 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC2 D + CG + WPC2 80 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPC2 D + CG + L + WPC2 81 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC2 D + CG + S + WPC2 82 Svstem Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC2 + CU + WPC2 r_ T .. -a !'.... h:.. a:. _ Rr No. •• Ori Factor Application Description 1 System 1.275 1.0 E> D + CG + S 2 System 1.275 1.0 <E <E 3 System 1.000 1.0 WPAI WPAI 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 WPBl WPB1 8 System 1.000 1.0 WPCI VVIPCI 9 System 1.000 1.0 WP132 132 10 1 System 1 1.000 1.0 WPC2 WPC2 ilnc n T nod rnmhinotinna - Pnrlin No. Ori 'n Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 S D + CG + S 2 System 1.000 1.0 D +I.0 CG +1.0 US1* D +CG +USI* 3 System 1.000 1.0 D +I.0 CG +1.0 *US1 D +CG + *US1 4 System 1.000 1.0 D + 1.0 CG + 1.0 PFI D + CG + PFI (Span 1) 5 System 1.000 1.0 D + 1.0 CG + 1.0 PFl D + CG + PFl (Span 4) 6 System 1.000 1.0 D + 1.0 CG + 1.0 PHI D + CG + PHI (Span 1) 7 System 1.000 1.0 D + 1.0 CG + 1.0 PHI D + CG + PHI (Span 4) 8 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2(Spans 1 and 2) 9 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2(Spans 2 and 3) 10 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2(Spans 3 and 4) 11 System 1.000 1.0 D +I.0 CG +1.0 WI> +CG +Wl> 12 System 1.000 1.0 D + 1.0 CG + 1.0 <W2 D + CG + <W2 13 System 1.000 .600 D +0.600 CU+ 1.0 Wl> +CU+ Wl> 14 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 + CU + <W2 15 System 1.000 1.0 D +1.0 CG+0.7505 +0.750W1> D+CG +S +Wl> 16 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 D + CG + S + <W2 17 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 1.0 EB> + 0.700 EG+ D + CG + S + EB> + EG+ 18 System Derived 1.275 0.900 D + 0.900 CG + 1.0 EB> + 0.700 EG- D + CG + EB> + EG- 19 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 1.0 <EB + 0.700 EG+ + CG + S + <EB + EG+ VPC File:4091 BYU180x100xl6 5 -4 -07 V 4.VPC VPC Version :5.6d 2001 AISI / S136 D.3.2.1 PURLIN ANCHORAGE Job No.: 07 -13733 Page: "I Resistance at Frame Lines Date: 07 -12 -2007 with Continuous Purlins Prep By: AM Rev. 16; Mar 2007 Following solution applies to: Purlin Shape = 8.5 in deep Zee X 2.5 in flange Roof Cladding: Bay Spacings (ft): Purlin "t" (in) Panel Rib Roof w/ Sidel-ap Fast @ 30" OC (std) Bay #1 24.5 0.120 Bay #2 25 0.092 Design Loading: Bay #3 25 0.092 Gravity Load= 52.5 psf Bay #4 24.5 0.120 Dead Load = 3.2 psf Total Load = 55.7 psf Diaphragm Analysis - Maximums Act Shear Load = 0.018 k/ft 10.134 k/ft = Allow Shear w/ SF of 2.45 Shear Stress Ratio = 0.13 < -- Safe Max. Lateral Deflection = 0.04 in <= L/360 -- Safe 2001 AISI / S136 w /2004 Supplement - Purlin Anchorage Analysis (kips FL #1 FL #2 FL #3 FL #4 FL #5 <- FL 0.73 1.15 1.21 1.15 0.73 <- P L 2 2 2 2 2 # Clips 1.29 1.29 1.29 1.29 1.29 <- R 0.57 0.89 0.94 0.89 0.57 <- SR Horiz. Roof Dim = 40 ft Roof Pitch = 2.00/12 Total No. of purlin rows = 10 n = 10 At Interior Frames- Provide (2) anchorage clips placed as indicated below. Place clips at the closest purlin to the dimension shown. Dimensions are feet from low eave. 1st CUD 2nd Cli Clip Type Eave Purlin 2nd Purlin EPC-3 Endframe Line 1 P = 0.73 kips (force is up slope direction) Total resistance provided per frame= 1.29 kips < -- Safe At Endframe Line 1 - Provide (2) anchorage clips placed as indicated below. Place clips at the closest purlin to the dimension shown. Dimensions are feet from low eave. 1 st Clip 2nd Cli Clip Type Eave Purlin 2nd Purlin EPC -3 Endframe Line 5 PL = 0.73 kips (force is up slope direction) Total resistance provided per frame= 1.29 kips < -- Safe At Endframe Line 5 - Provide (2) anchorage clips placed as indicated below. Place clips at the closest purlin to the dimension shown. Dimensions are feet from low eave. 1 st Cli 2nd Cli Clip Type Eave Purlin 2nd Purlin EPC -3 Date: 7/17/2007 07 -13733 Time: 2:30:36 PM ' Page: 4 of 82 EM � . .=U. Shape: Shop Loads and Codes - Shape: Shop City: Rexburg County: Madison State: Idaho Country: United States Building Code: 2003 International Building Code Built Up: 89AISC Rainfall: 4.00 inches per hour Building Use: Standard Occupancy Structure Cold Form: 04AISI Dead and Collateral Loads Collateral Gravity: 1.00 psf Collateral Uplift: 0.00 psf Side Type Mag Units A D 2.146 psf A D 0.950 psf B D 2.146 psf B D 0.950 psf Live Load Live Load: 20.00 psf Reducible Frame Weight (assumed for seismic):2.50 psf Shape Applied to Description Entire Frm Covering Weight - 26 Panel Rib + Secondary Weight 1.20: Roof: A Entire Pur Covering Weight - 26 Panel Rib: Roof. A Entire Frm Covering Weight - 26 Panel Rib + Secondary Weight 1.20: Roof: B Entire Pur Covering Weight - 26 Panel Rib: Roof: B Wind Load Wind Speed: 90.00 mph Wind Enclosure: Enclosed Height Used: 18/0/0 (Type: Eave) Base Elevation: 0/0/0 Primary Zone Strip Width: 14/4/13 Velocity Pressure: (qz) 20.74 psf Topographic Factor: 1.0000 Directionality Factor: 0.8500 Wind Exposure (Factor): C (0.882) Basic Wind Pressure: 15.55 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 - 51:16.44 %g Seismic Hazard / Use Group: Group 1 Seismic Performance / Design Category: D Seismic Importance: 1.000 Frame Seismic Factor (Cs): 0.1354 x W Brace Seismic Factor (Cs): 0.1354 x W Framing R- Factor: 3.5000 Bracing R Factor: 3.5000 Gust Factor: 1.0000 Wind Importance Factor: 1.000 Least Horiz. Dimension: 80/0/0 NOT Windbome Debris Region Parts / Portions Zone Strip Width: 7/2/6 qz= 0.00256 * (1.00) * (90.00r2 * (1.00) 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: 9.462 ( 2.000:12 ) % Snow Used in Seismic: 20.00 Seismic Snow Load: 7.00 psf Frame Redundancy Factor: 1 .1056 Brace Redundancy Factor: 1 .5000 Soil Profile Type: Stiff soil (D, 4) Framing Seismic Period: 0.2827 Bracing Seismic Period: 0.1748 Seismic Period Height Used: 18/0/0 Design Spectral Response - Sds: 0.4738 Design Spectral Response - Shc: 0.2348 Side Type Mag Units Shape Applied to Description I E 0.253 psf Spec Frm Brc Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.92: Wall: 1 1 E 13.131 psf Rect Frm Brc Seismic: Covering Weight - 97.00 NBVP - Masonry: Wall: 1 2 E 0.229 psf Spec Frm Brc Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.74: Wall: 2 2 E 13.131 psf Rect Frm Brc Seismic: Covering Weight - 97.00 NBVP - Masonry : Wall: 2 2 E 13.131 psf Rect Frm Brc Seismic: Covering Weight - 97.00 NBVP - Masonry: Wall: 2 3 E 0.250 psf Spec Frm Brc Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.90: Wall: 3 3 E 13.131 psf Rect Frm Brc Seismic: Covering Weight - 97.00 NBVP - Masonry: Wall: 3 3 E 13.131 psf Rect Frm Brc Seismic: Covering Weight - 97.00 NBVP - Masonry : Wall: 3 3 E 13.131 psf Rect Frm Brc Seismic: Covering Weight - 97.00 NBVP - Masonry: Wall: 3 4 E 0.271 psf Spec Frm Brc Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.05: Wall: 4 4 E 13.131 psf Rect Fret Brc Seismic: Covering Weight - 97.00 NBVP - Masonry: Wall: 4 4 E 13.131 psf Rect Frm Brc Seismic: Covering Weight - 97.00 NBVP - Masonry: Wall: 4 A E 1.712 psf Entire Fret Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.20 + 7.000 Snow + (Includes VPC File:4091 BYU180x100x16 5 -4 -07 V 4.VPC VPC Version :5.6d Date: 7/17/2007 07 -13733 Time: 2:30:36 PM ' Page: H3 Wall: 4, Frame at: 0/6/0 Frame Cross Section: 1 0 �I ^al FRAME CROSS SECTION AT FRAME LINE(S) 1 Dimension Key 1 8 1/2" 2 4' -0" 3 3' -21/4" 4 P -7 7/16" 5 2 @ 2' -3" 6 2 @ 3'-6 7/8" 7 3 1/2" 8 24' -8" Frame Clearances Horiz Clearance between members 1(CX001) and 9(CX001): 76' -7" Vert Clearance at member 1(CX001): 16- 911/16" Vert. Clearance at member 9(CX001): 16' -9 11/16" Vert. Clearance at member 10(EPX001): 16' -11 3/4" Vert Clearance at member 11(EPX002): 21' -7 5/16" Vert. Clearance at member 12(EPX003): 19'-6 1/4" Finished Floor Elevation = 100' -0" (Unless Noted Otherwise) ig VPC File:4091 BYU180x100xl6 5-4 -07 V 4.VPC VPC Version :5.6d 4 " Overall Building Description Shape Overall Date: 7/17/2007 - 07 -13733 Time: 2:30:36 PM Max. Eave Min. Eave Page: 2 of 82 I Oki Peak Contact: Project: BYUI Len th Name: Teton West Builder PO #: s . ft Address: 4805 S 3300 W Jobsite: Pitch P.O. Box 122 City, State: Rexburg, Idaho 83440 City, State: Rexburg, Idaho 83440 Shop Country: United States County, Country: Madison, United States 8000 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: 18/0/0 Overall Building Description Shape Overall Overall Floor Area Wall Area Roof Area Max. Eave Min. Eave Max. Roof Min. Roof Peak Roof Covering + Second. Dead Load: 2.15 psf Width Len th s . ft. (s q. ft s . ft Height Height 2 Pitch Pitch Hei ht Shop 80/0/0 100 /0/0 8000 7013 8110 18/0/0 18/0/0 2.000:12 2.000:12 24/8/0 Loads and Codes - Shape: Shop City: Rexburg County: Madison State: Idaho Building Code: 2003 International Building Code Built Up: 89AISC Building Use: Standard Occupancy Structure Cold Form: 04AISI Dead and Collateral Loads Collateral Gravity: 1.00 psf Roof Covering + Second. Dead Load: 2.15 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 (0.882) Parts Wind Exposure Factor: 0.882 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Topographic Factor: 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 14/4/13 Parts / Portions Zone Strip Width: 7/2/6 Basic Wind Pressure: 15.55 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 inches per hour Live Load Live Load: 20.00 psf Reducible 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: 0.2827 Bracing Seismic Period: 0.1748 Framing R- Factor: 3.5000 Bracing R- Factor: 3.5000 Soil Profile Type: Stiff soil (D, 4) Frame Redundancy Factor:1.1056 Brace Redundancy Factor:1.5000 Frame Seismic Factor (Cs): 0.1354 x W Brace Seismic Factor (Cs): 0. 13 54 x W 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) American Society for Testing and Materials (ASTM) Canadian Standards Association CSA W59- Welded Steel Construction Limit State Design of Steel Structures Metal Building Manufacturers Association (MBMA) VP Buildings is certified by: - AISC -MB Certified (Design and Manufacturing) - CSA A660 Certified (Design and Manufacturing) - IAS Approved Fabricator - Canadian Welding Bureau Div.1 Certified VP Buildings has designed the structural steel components of this building in accordance with the Building Code, Steel Specifications, and Standards indicated above. Steel components are designed utilizing the following steel grades unless noted otherwise: 3 Plate members fabricated from plate, bar, strip steel or sheets ASTM A529, A572, A1011 - All Grade 50 ksi Hot Rolled Shapes (W, S, C, Angles, etc) ASTM A36, or ASTM A36Mod50, A529, A572, A588, A709, A992 -All Grade 50 ksi VPC File:4091 BYUI 80x100x16 5 -4 -07 V 4.VPC VPC Version :5.6d