Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
APPLICATIONS, CO, MULT DOCS - 07-00458 - Interwest Cabinets - Storage Building
INSPECTION CARD 4EXBUR tio 0 ✓ CITY OF ; REX Buil Americds Family Community 9 �NED Permit ISSUED TO: 0 700458 PERMIT #: NAME: Galbraith Clint L Etux FOR THE CONSTRUCTION OF: Interwest Cabinets Storage B JOB ADDRESS: 330 W 1st S GENERAL CONTRACTOR: Tri -Steel Construction This permit is issued subject to the regulations contained in Building Code and Zoning Regulations of the City of Rexbug. It is specifically understood that this Permit does not allow any Variance to the regulations of the City of Rexburg or Zoning Codes unless specifically approved by the, City Council and explained on the Building Permit Application as approved by the Building Inspector. Date Approved 10/24/2007 Issued By Building Inspector BUILDING Date Approved 1. Layout 2. Footing 3. Foundation 4. Framing 5. Insulation 6. Mechanical 7. Drywall 8. Sidewalk 9. Final ELECTRICAL Date Approved 1. Rough -In 2. Final OTHER Date Approved 1. Fire Department Fine PLUMBING Date Approved 1. Sewer Service Conn 2. Water Service Conne 24 Hour Notice THIS. PERMIT MUST BE PROMINANTLY DISPLAYED AT THE BUILDING SITE THE BUILDING MAY NOT BE OCCUPIED OR USED WITHOUT FIRST OBTAINING ACERTIFICATE OF OCCUPANCY 1) A complete set of approved drawings along with the permit must be kept No work shall be done on any part of on the premises during construction. the building beyond the point indicated 2) The permit will become null and void in the event of any deviation from the in each successive inspection without NOTICE! accepted drawings. approval. No structural framework of 3) No foundation, structural, electrical, nor plumbing work shall be concealed any underground work shall be covered without aDDroval. and Permit Number required to make inspection appointments For Inspections Call 359 -3020 option 2 ACERTIFICATE OF OCCUPANCY CAN NOT BE ISSUED PRIOR TO FINAL ELECTRICAL ✓i< PLUMBING INSPECTION OQ gEXBpRG CITY OF Certificate of Occupancy F � � REX City of Rexburg ` America's Fam il y Community p De artment of Community Development Fam 19 E. Main St. / Rexburg, ID. 83440 Phone (208) 3 59 -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: Special Conditions: Occupancy: 0700458 International Building Code 2006 330 W 1st S Interwest Cabinet Storage Building Type V, non -rated Commercial No Galbraith Clint L Etux 3339 W 6200 S Rexburg, ID 83440 Tri -Steel Construction Storage - low hazard 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 vvas found to be in compliance Wth 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: August 14, 2008 :57A C.O Issued by: Building Official There shall be no further change in the existing occupancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any portion thereof until the Building Official has reviewed and approved said future changes. Plumbing In Fire Inspector- yt� Electrical Inspector. PBZAdministrato . MY OF REXB URG „BUILDING PERMIT APPLICATION 19 E MAIN, REXBURG, ID. 83440 208 - 359 -3020 X326 0 Please 0700458 Intem.'est Cabinet Storage Building PARCEL NUMBER: l) (A- SUBDIVISION: UNIT# BLOCK# LOT# is based on the information - must be CONTACT PHONE # PROPERTY ADDRESS: 3_30 30 1l 1 S PHONE #: Home *iS) 356 — 3597 Work ( &l 3,15A—?18A Cell oc6 313-7,566 OWNER MAILING ADDRESS: tit{ S 3' W CITY: STATE: ZIP: a3 W d Cliyt� ���,krc�tlSf�cc.��he9 :cdm EMAIL FAX APPLICANT (If other than owner) C4vL IlLa v = " - (Applicant if other than owner, a statement authorizing applicant to act as agent for owner compan:flii �2007 Ig APPLICANT INFORMATION: ADDRESS I STATE; ZIP EMAIL PHONE #: Home ( ) Work ( ) elICI OF Kt xbunu CONTRACTOR MAILING ADDRESS: 13 05 5 (Z'"L K, CITY O STATE tt` TJ D PHONE: Cell# (2 3'70 -1 1 q aa Work#1 Fax #ko_ P 1��� EMAIL 5fY��C DAHU REGISTRATION # & EXP. DATE RCE - ILl q 1 t t 7 How many buildings are located on this property? RQ Did you recently purchase this property ?®° Yes (If yes give owner's name) Is this a lot split? NO YES (Please bring copy of new legal description of property) PROPOSED USE: C .Orx aa/ <_ i at t LTc7Y (i.e., Single Family Residence, Multi Family, Apartments, Remodel, Commercial, Addition, Etc.) APPLICANT'S SIGNATURE, CERTIFICATION AND AUTHORIZATION: Under penalt of perjur I hereb certif that I have read this application and state that the information herein is correct and I swear that any information which may hereafter be given by me in hearings before the Planning and Zoning Commission or the City Council for the City of Rexburg shall be truthful and correct. I agree to comply with all City regulations and State laws relating to the subject matter of this application and hereby authorized representatives of the City to enter upon the above - mentioned property for inspections purposes. NOTE: The building official may revoke a permit on approval issued under the provisions of the 2003 International Code in cases of any false statement or misrepresentation of fact in the application n the plans on which the permit or a as based. Permit void if not ed within 180 days. Permit void if work stops for 180 days. Si ature of Owner /Applicant DATE Do you prefer to be contacted by x�iail or phone? Circle One WARNING — BUILDING PERMIT MUST BE POSTED ON CONSTRUCTION SITE! Plan fees are non - refundable and are paid in full at the time of application beginning IanuarXl. 2005. City of Rexburg's Acceptance of the plan review fee does not constitute plan approval **Building Permit Fees are due at time of application** **Building Permits are void if your check does not clear** C C C C CIT OF RE Americas Family Community Registration # 967 Granted: 01/01/2007 Expires: 12/31/2007 THIS Business Registration Certificate is granted to: Tri-Steel Construction 1305 South 12th West Rexburg, ID 83440 l� For the occupation of: Contractor I' Business Registration permitting the applicant to carry on the business located at: Tri-Steel Construction 1305 S 12 W l� within the Corporate limits'';, of the City of Rexburg, having paid the sum of. $20.00 Blair D. Kay, City Clerk 1 q ...... 1 / E�n�p��� R 1 ■ STATE m IDAHO THE IDAHO CONTRACTORS BOARD Certifies That TRI -STEEL CONSTRUCTION INC CO Registration No: RCE -1499 Subject to Annual Renewal having fulfilled all the requirements of the Laws of Idaho and possessing the prescribed qualifications, is hereby authorized to practice as a CONTRACTING BUSINESS within the State of Idaho 1 Bureau of Occupational Licenses Department of Self Governing Agencies The person named has met the requirements for licensure and is entitled under the laws and rules of the State of Idaho to operate as a(n) CONTRACTING BUSINESS ILA u w q lt"- NEW JI� �.a �3 STATE OF IDAHO CONTRACTORS BOARD TRI -STEEL CONSTRUCTION INC CO DEAN & LUDEAN PALMER 1305 SOUTH 12TH WEST REXBURG ID 83440 Rayola Jacobsen RCE -1499 11/17/2007 Chief, B.O.L. Number Expires IN TESTIMONY WHEREOF, I have here unto put my hand and affixed the Official Seal of the Bureau of Occupational Licenses at Boise, Idaho, this 17th day of November, A.D. 2005 OF oc PI Lt:CENsES BuildWi g Safety Department City of Rexburg 19 E. Main ionellh@rexburg.org Phone: 208.359.3020 ext 326 Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3024 04 Rexs u AC U � CITY OF REXBURG O, - -._- ____ Americas Family Community Affidavit of Legal Interest State of Idaho County of Madison I, Q � - �q- 1/0 P4 Name Address cit State Being first duly sworn upon oath, depose and say: (If Applicant is also Owner of Record, skip to B) A. That I am the record owner of the property described on the attached, and I grant my permission to: Name Address to submit the accompanying application pertaining to that property. 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. loll Dated this day of ' 20 d Subscribed and sworn to before me the day and year first above written. o w 1 0 a 4 o 1'�-le n t Notary Public of Idaho s ' Residing at: 0�Ndil�ll`�g My commission expires: ✓�'-� �� ao �"� 3 Please complete the Are Application! 0 n If the question does not apply fill in NA for non applicable NAME L � C t (_ . -1 � b I `Cc.t�f� PROPERTY ADDRESS W gf' S Permit# SUBDIVISION IVA Dwelling Units: /V& Parcel Acres: A SETBACKS 4(j 40-- sf �sf le FRONT SIDE 1 1 15 r SIDE 1t> BACK 3 Remodeling Your Building /Home (need Estimate) $ SURFACE SQUARE FOOTAGE. (Shall include the exterior wall measurements of the building) First Floor Area 206 Unfinished Basement area /V A Second floor /loft area N A- Finished basement area A! Q Third floor /loft area N! A Garage area fy A Shed or Barn I A Carport /Deck (30" above grade)Area IV A Water Meter Quantity: "" ' Water Meter Size: Requiredffl PLUMBING -�-��� Plumbing Contractor's Name / u 6 ` R. !.�. lluyr'ness Name: Address iza Al. � / //0 � 9 7�.s� ��y _ I* ,o A � rls tate Zip ` :O�c Contact Phone: ( I _ . I�ixsiness Phone: �5�� — 770 Email F FIXTURE COUNT (mclu _- rouLphed fixtures) K rf — Clothes Washing Machine N,4 Dishwasher NO < Floor Drain N — Garbage Disposal Jyk_ Hot Tub /Spa _ 2 Sinks (Lavatories, kitchens, bar, mop) NA Sprinklers _V_ Tub /Showers Toilet /Urinal Water Heater Water Softener Plumbing Estimate $ �5� (Commercial Only) Requ dl Signature of Licensed Contractor The City of Bexbu Cis - gas License number grit fee schedule is the same as require / � o D e the State of Idabo 4 Please complete the entitApplication! if the question doesot apply fill in NA for non applicable NAME �-�•- PROPERTY ADDRESS _33io W ( if S P_e o t � Permit# SUBDIVISION N A J Required.!! MECHANICAL X � s Mechanical Contractor's Name: top / e Business Name• 'w•»►�, ;..c A4r 7`.� Address �$���cr� �y'76,... / 7 �o. itj, 04 �g State Zi l f9G Contact Phone: ( ) Business PhoneZ6f� 3 S 77� Email F Mechanical Estimate $ 9751 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 Heat (Circle all that apply Gas it Coal Fireplace Electric Hydronic Bath Fan Vents Dryer Vents Range Hood Vents Cook Stove Vents other similar vents & ducts: Mechanical Sizing Calculations must be submitted with Plans & Application Required! ' Signature of Licensed Contractor License number L D e The City schedule is the same as the State of Idaho BuildWg Safety Department City of Rexburg 19 E Main ionellh@rexburg.org Phone: 208.359.3020 x326 Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3024 �F pEXBURC �i r 0 NEO CITY O F REXB America's Family Community OWNER'S NAME C (i A\ , Ci 1 10 rfJ4 - H-- PROPERTY ADDRESS 33 C) W I St S SUBDIVISION N A PHASE LOT BLOCK 0700459 terwest Cabinet Storage Building RequiredLY Electrical Contractor's Name Address �— City, Cell Phone ( ) ,3242 &33 Business Phone ( ) _3 -S L R r? 70 Y 0 Fax ( ) 2 Sq Email Electrical Estimate (cost of wiring & labor) $ O O (COMMERCIAL /MULTI - FAMILY ONLY) TYPES OF INSTALLATION (New Residential includes everything contained within the residential structure and attached garage at the same time) Number of meters being installed Up to 200 amp Service* i 0 0 A�? ,.. 201 to 400 amp Service* Over 400 amp Service* 2_ Existing Residential (# of Branch Circuits) o) O Temporary Construction Service, 200 amp or less, one location (for a period not to exceed 1 year) Spa, Hot Tub, Swimming Pool a (YOvS Electric Central Systems Heating and /or Cooling ( when not part of a new residential construction permit and no additional wiring) Modular, Manufactured or Mobile Home Other Installations: Wiring not specifically covered by any of the above Cost of Wiring & Labor: $ Pumps (Domestic Water, Irrigation, Sewage) Requested Inspections (of existing wiring) Temporary Amusement /Industry *Includes a maximum of 3 inspections. Additional inspections charged at requested inspection rate of $40 per hour. Si re of Licensed Contractor License number Date The City of Rexburg's permit fee schedule is the same as required by the State of Idabo n ELECTRICAL Build Safety Department City of Rexburg 19 E. Main Rexburg, ID 83440 janellh@rexburg.org Phone: 208.359.3020 www.rexburg.org Fax: 208.359.3024 Of REX6t7,PC C I T Y OF REXBURG Americo Family Community APPLICATION: "CONSTRUCTION PERMIT" CONSTRUCTION PERMIT #: PERMIT APPROVED: YES/ NO $50.00 FEE PAID: YES /NO - APPLICANT INFO RMATION: APPROVED BY: Business Name: 1 ja4e!''G tsf C g n d &,z. - Office Address: (o S 3r W RE rb c.� .•� (,A A�10 � City State Zip Office Phone Number: ( 35'� Q Contractor Performing the Work: Contact Person: Cell Phone # ( 1 - LOCATION OF WORK TO BE DONE: Street Address Where Work Will Be Done: 53a W ( sT' Business Name Where Work Will Be Done: / f'tjg : a i rye - Dates For Work To Be Done: ,0 /D 7 To �D8 Contact Person: i! r n+ Phone Number: (A2B) 3s6- 4 i p p Cell # " 3 (,3 - PLEASE CHECK THE TYPE OF PERMITS) YOU ARE APPLYING FOR: ❑ AUTOMATIC FIRE- EXTINGUISHING SYSTEMS ❑ COMPRESSED GASES ❑ FIRE ALARM AND DETECTION SYSTEMS AND RELATED EQUIPMENT ❑ FIRE PUMPS AND RELATED EQUIPMENT ❑ FLAMMABLE AND COMMBUSTIBLE LIQUIDS ❑ HAZARDOUS MATERIALS ❑ INDUSTRIAL OVENS ❑ LP -GAS ❑ PRIVATE FIRE HYDRANTS ❑ SPRAYING OR DIPPING ❑ STANDPIPE SYSTEMS ❑ TEMPORARY MEMBRANE STRUCTURES, TENTS, AND CANOPIES <_ 8/16107 Applicant's Signature Date 7 SUBCONTRACTOR LIST Excavation & Earthwork: Concrete: Masonry: < < 4 Roofing: T — Im4- -. 9 V Drywall: A -- ^ -G Painting: Alb, �c- Floor 1 / Coverings: I Ie' n -le- Plumbing: i�=. -�° r- ,bG� �c �c`•. ,C, j TT- - - - - -- Electrical: � r �y�q �i ��.,� �ry Special Construction (Manufacturer or Supplier) Roof Trusses: Floor /Ceiling Joists: Siding /Exterior Trir 8 07 0045 8 Inter -v est Cabinet Storage Building 0 0 171'6 0 r 601 E 49 601 9£ 81 4- Property Pla 3, r, (Z- s.(. Land Size: 27,498 s-f v.t /) Building Size: 14,630 s-f. Land to Building Ratio: 1.90 I I � 57- 2- Not to Scale I'st South M '� I I � 57- 2- Not to Scale I'st South Office File Number: 5- 12726 -S Policy Number: 13 0043 106 00001456 Date of Policy: July 09, 1998, at 15:45 Amount of Insurance: $10,000.00 Premium: $150.00 SCHEDULE A J, U �{ a G 1. Name of Insured: CLINT L. GALBRAITH and JANEENE P. GALBRAITH, husband and wife 2. The estate or interest in the land which is covered by this policy is: FEE SIMPLE 3. Title to the estate or interest in the land is vested in: CLINT L. GALBRAITH and JANEENE P. GALBRAITH, husband and wife 4. The land referred to in this policy is described as follows: COMMENCING AT A POINT 75 FEET EAST OF THE SOUTHWEST CORNER OF LOT 4 BLOCK 42 OF REXBURG TOWNSITE, MADISON COUNTY IDAHO, AND RUNNING THENCE EAST 75 FEET; THENCE NORTH 11 RODS; THENCE WEST 75 FEET; THENCE SOUTH 11 RODS TO THE POINT OF BEGINNING. SCHEDULE A Owner Form OWIVER.POL 9119196 Valid Only H Schedule B and Policy Cover Are Attached Is. IM PROPERTYDATA Legal Description Location • N�V / The legal description of the subject property is as follows: Commencing at a point 150 feet East of the Southwest corner of Lot 4, Block 42 of the original Rexburg Townsite in Madison County as per the recorded plat thereof, thence running North 181.5 feet; thence East 180 feet; thence South 48.9 feet West of the right -of -way line of U.P.R.R.; thence Southwesterly along said right-of-way a distance of 153.9 feet more or less to the South line of Lot 4; thence West 102.2 feet to the point of beginning. The physical address is: 64 South 3rd West Rexburg, Idaho 83440 The subject is located in the west central section of the city. Surrounding Area The subject is bordered to the north by D &T Auto Repair Shop, St. Patrick's Catholic Church and Regal Court - a multiple building apartment unit; to the east by 3rd West Street and single family dwellings; on the southeast by the railroad and a city park; to the south by 1S South, multi-unit rentals and Westside Estate, a manufactured housing park; to the west by single family residences and the southern portion of Regal Court. Shape Irregularly shaped, like a square with the southeast comer removed. Size .63 acre or 27,498 square feet Topography Level to on- grade, with gentle upward sloping toward railroad tracks. Road Frontage 48.9 feet on 3r West Street across railroad tracks and 102.2 feet along 1 South Street. ❖ KELLEY REAL ESTATE APPRAISERS, L.L.C. ❖ 14 = = Iq BUILDING SYSTEMS GROUP 9/18/07 1050 North Watery Lane Ph: (435) 919 -3100 1600 Apache Trail Ph: (972) 524 -5407 Brigham City, UT 84302 Fax: (435) 919 -3101 1 Terrell, TX 75160 Fax: (972) 524 -5417 Tri -Steel Construction Company Project Name: Interwest Cabinets 1305 South 12th West Buildings: A- >55'x120'x24'- 7(None,1:12); B- >24'x10'- 6x12'(None,1:12) Rexburg, ID 83440 Attn.: Dustin Palmer Project Location: REXBURG (MADISON), ID NBS Project #• U07M7002A This Letter of Design; Certification ensures that the materials supplied by Nucor Building Systems are designed in accordance with the information specified to Nucor on the order documents and summarized by the loading information listed below. The Project Engineer of Record (not Nucor Building Systems) is responsible for verifying that the building code and design loads meet any and all applicable local requirements. Nucor Building Systems is a Member of MBMA and is certified by the American Institute of Steel Construction Quality Certification Program, Category MB. DESIGN LOAD CRITERIA: �P ..sf� *..........!..�P..Sf�.... 3.0 Structural Loads Applied in General Accordance with: IBC 2003 MBMA / IBC Occupancy Importance Classification: II - Standard Buildings PROJECT -WIDE LOADING INFORMATION: Ground Snow Load: 50.0 psf Snow Exposure Factor,Ce: 0.90 Snow Imp. Factor, Is: 1.00 Roof Live Load: 20.0 psf Not Reducible. Wind Velocity: 90 mph Wind Exposure: C Is Roof to meet UL 90 Requirements?: No Wind Imp. Factor, Iw: 1.00 Seismic Criteria: Ss:0.509,S1:0.166 • 20% of flat roof snow included in seismic calc's. Design Sds / Sd1: 0.473/0.236 Analysis Procedure: Equiv. Lat. Force Procedure Seis. Imp. Factor, le: 1 Basic SFRS: Ord. Steel Mom. Frames It Seis Design Category: D Site Class: D Ord. Steel Conc. -Br. Frames ... n. mok - f•e1r/•.r I A ♦ Mika ^ I\trAnkA ArIr\u. Roof Dead Collateral Dead Snow Wind Seismic Bldg i....... 1 ` �P ..sf� *..........!..�P..Sf�.... 3.0 3.0 Sec.. �Psf ).........�t 3.0 ...............s.. 1.10 1.00 Ps..(PSf)..Enclosure..... GCpi............R......... 34.65 :Enclosed +/- 0.18: 3.5 .. ........ �S 0.135 . �k�.P..s�...... 19.0 2 3.0 3.0 3.0 i 1.10 1.00 34.65 € Enclosed +/- 0.181 3.5 0.135 1.0 Mezzanine Information: Trimory Structural Not Included Floor Dead Load: N/A psf Floor Collateral Load: N/A psf Floor Live Load: N/A psf ,, r No cranes on building. Roof -Top Unit Information No roof -top units on building. The design of structural members supporting roof gravity loads is controlled by the more cril effect of roof live load or roof snow applied in accordance with the governing building code. DESIGN STANDARDS REFERENCED: I Design Engineer• Brian Biro • AISC Specification for Structural Steel Buildings - Allowable Stress Design, 9th Ed., © 1989 w/ 2001 Supplement. • AISI North - American Specification for the Design of Cold - Formed Steel Structures, Latest Edition. • MBMA Low Rise Building Systems Manual, Latest Edition • AWS Latest Edition of Structural Welding Code - Steel. • IBC codes are designed using the latest version of ASCE 7. • No buyout structural components provided on this project. M B M A Excellence from the ground up EOdCC� 0700458 OCT - 4 2007 Interwest Cabinets Addition F REXB URG r4 u "= ©IQ BUILDING SYSTEMS GROUP 1050 North Watery Lane Ph: (435) 919 -3100 600 Apache Trail Ph: (972) 524 -5407 Brigham City, UT 84302 Fax: (435) 919 -3101 Terrell, TX 75160 Fax: (972) 524 -5417 This letter is designed to allow you to easily communicate with Nucor on a given project. Please keep this handy for easy reference. Thank you, Mark VanDvken. Sales Service Manager i ne UK is a Nucor project manager. You will talk with him or her on all issues of coordination, ch and schedule. You may reach your CSR during regular business hours (8 a.m. to 5 p.m.). Your CSR reports directly to the Sales Service Manager. i ne Alternate C iK This in Tor your assigned customer Service Kepresentative in the event of any absence. You may reach the Alternate CSR during regular business hours (8 a.m. to 5 p.m.). Your Alternate CSR reports directly to the Sales Service Manager i ne rroject tngineer is responsible for the design of the Nucor building system. Questions pertaining frame reactions or project design should be directed here (7 a.m. to 4 p.m.). Your Project Engineer reports directly to the Engineering Manager. uetaiiing coordination questions are schedule here (7 a.m. to 4 D. M.). may also wan ons of engineering ers Kelcey Urotes Tunction 1s to train and educate the construction crew of builders in the installation of Nucor building systems. The services of the Construction Technician are enlisted by contacting Quality Services Kelcey reports directly to the Sales Service Manager. Nucor Managers: Scott Russell, PE, Engineering Ed Alter, PE, General Ed Kallbacka, Sales Clay Dodgen, Production Mike Hall Controller Mark VanDvken. Sales Service I "Excellence from the ground up" M A BUILDING SYSTEMS GROUP 1875 West Highway 13 Ph: (435) 734 -4429 1 600 Apache Trail Ph: (972) 524 -5407 Brigham City, UT 84302 Fax: (435) 734 -4555 Terrell, TX 75160 Fax: (972) 524 -5417 Page R1 of R10 Date: 9/18/07 GENERAL INFORMATION FOR COLUMN BASE REACTIONS 0 PRELIMINARY O FOR CONSTRUCTION Job Name: Interwest Cabinets Nucor Job Number: U07M7002A Customer: Tri -Steel Construction Company Nucor Engineer: Brian Birch Column base reactions are included in this packet for a building designed by Nucor Building Systems. These reactions result from frame analysis done by a Nucor Engineer for this specific job. They reflect all loading to which the building may be subject, per the appropriate building code and loading information provided to Nucor Building Systems at the date of design. Reaction packets marked 'PRELIMINARY" are subject to change and are usually provided at the request of the customer, although the Nucor Engineer believes he is working with undefined, incomplete or assumed information. Reactions are provided by load case in order to aid the foundation engineer in determining the appropriate load factors and combinations to be used with either Working Stress or Ultimate Strength design methods. Wind load cases are given for each primary wind direction, and the case which produces the largest reaction at a particular column should be used for design. Sign conventions for computer generated frame reactions are as follows and should be taken in the sense of the frame sketch given on the reactions sheets. GLOBAL X ( + to right) GLOBAL Y GLOBAL Z ( + upward) ( + counter - clockwise) 0 + X 1 +y I-l"i +Z Anchor bolt diameter, grade, location and projection is provided on the Anchor Bolt Plan. Anchor bolt embedment lengths and types are not provided by Nucor Building Systems. This Information is closely related to the complete foundation design which should be done by a Registered Professional Engineer familiar with the local site conditions and construction practices. NUCOR BUILDING SYSTEMS Job #: U07M7002A Frame : FRAME LINE 2,4,5,6 By: BDB Job Name: INTERWEST CABINETS * ** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE * ** y 4 X Z 55.00 Page: k i-- Date: 09 -18 -07 File: F01 12.00 24.58 20.00 COL01 X Y Z Member (kips) (kips) (kip -ft) ------------------------------------------ LOAD CASE 1 - DEAD COLO1 2 4 COL02 -2 4 ----------------------------------- LOAD CASE 2 - COLLATERAL COLO1 1 3 COL02 -1 3 ----------------------------------- LOAD CASE 3 - ROOF LIVE -7 COLO1 5 15 COL02 -5 15 ----------------------------------- LOAD CASE 4 - SNOW 8 COL01 10 31 COL02 -10 31 ----------------------------------- LOAD CASE 5 - WIND CASE 1 TO RIGHT COL01 -7 -6 COL02 -1 -3 ------------------------------------ LOAD CASE 6 - WIND CASE 1 TO LEFT COLO1 4 3 COL02 6 -4 0 0 0 0 0 0 0 0 0 0 0 0 COL02 X Y Z Member (kips) (kips) (kip -ft) -------------------------------------------- LOAD CASE 7 - WIND CASE 2 TO RIGHT COL01 -7 -10 0 COL02 1 -7 0 -------------------------------------------- LOAD CASE 8 - WIND CASE 2 TO LEFT COLO1 4 -2 0 COL02 7 -8 0 -------------------------------------------- LOAD CASE 9 - LONG. WIND 1 TO BACK COLO1 -2 -4 0 COL02 2 -5 0 -------------------------------------------- LOAD CASE 10 - LONG. WIND 1 TO FRONT COLO1 -2 -4 0 COL02 2 -5 0 -------------------------------------------- LOAD CASE 11 - LONG. WIND 2 TO BACK COLO1 -2 -8 0 COL02 3 -9 0 -------------------------------------------- LOAD CASE 12 - LONG. WIND 2 TO FRONT COL01 -2 -8 0 COL02 3 -9 0 NUCOR BUILDING SYSTEMS Job #: U07M7002A Frame : FRAME LINE 2,4,5,6 By: BDB Job Name: INTERWEST CABINETS * ** DESIGN SUMMARY — FRAME REACTIONS BY LOAD CASE * ** Y 4 X 55.00 Page: I N 3 Date: 09 -18 -07 File: F01 12.00 20.00 24.58 X Y Z Member ------------------------------------------ (kips) (kips) (kip -ft) LOAD CASE 13 - LONG. WIND 3 TO BACK COLO1 COL01 -1 -1 0 COL02 ------------------------------------------ 1 -1 0 LOAD CASE 14 - LONG. WIND 3 TO FRONT COL01 COL01 -1 -1 0 COL02 ------------------------------------------ 1 -1 0 LOAD CASE 15 - LONG. WIND 4 TO BACK COLO1 COL01 -1 -5 0 COL02 1 -5 0 24.58 COL01 COL02 X Y Z Member -------------------------------------------- (kips) (kips) (kip -ft) LOAD CASE 16 - LONG. WIND 4 TO FRONT COLO1 -1 -5 0 COL02 1 -5 0 -------------------------------------------- LOAD CASE 17 - SEISMIC TO RIGHT COL01 -4 -3 0 COL02 -------------------------------------------- -3 3 0 LOAD CASE 18 - SEISMIC TO LEFT COLO1 4 3 0 COL02 3 -3 0 COL01 COL02 NUCOR BUILDING SYSTEMS Job #: U07M7002A Frame : FRAME LINE 1 By: BDB Job Name: INTERWEST CABINETS * ** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE * ** Y G 13.00 4 X Z 20.00 22.00 Page: lI Date: 09 -18 -07 File: E01 12.00 24.58 20.00 COL02 COL01 X Member (kips) LOAD CASE 1 - DEAD COLO1 -1 COL02 0 COL03 0 COL04 1 ------------------- LOAD CASE - - - - -- 2 - COLLATERAL COLO1 -1 COL02 0 COL03 0 COL04 1 -------------------------- LOAD CASE 3 - ROOF LIVE COLO1 -1 COL02 0 COL03 0 COL04 1 -------------------- LOAD CASE - - - - -- 4 - SNOW COLO1 -1 COL02 0 COL03 0 COL04 1 COL02 COL03 COL04 Y Z X Y Z (kips) (kip -ft) Member (kips) (kips) (kip -ft) LOAD CASE 5 - WIND CASE 1 TO RIGHT 1 0 COL01 -1 -1 0 2 0 COL02 0 -4 0 2 0 COL03 0 -5 0 2 0 COL04 1 -2 0 ---------------------------------------------------------------------- LOAD CASE 6 - WIND CASE 1 TO LEFT 1 0 COL01 -1 1 0 1 0 COL02 0 -2 0 2 0 COL03 0 -2 0 1 0 COL04 1 1 0 ---------------------------------------------------------------------- LOAD CASE 7 - WIND CASE 2 TO RIGHT 3 0 COL01 -1 -1 0 5 0 COL02 0 -5 0 7 0 COL03 0 -7 0 4 0 COL04 1 -3 0 ---------------------------------------------------------------------- LOAD CASE 8 - WIND CASE 2 TO LEFT 5 0 COL01 -1 -1 0 10 0 COL02 0 -3 0 14 0 COL03 0 -4 0 8 0 COL04 1 -1 0 NUCOR BUILDING SYSTEMS Job #: U07M7002A Frame : FRAME LINE 1 By: BDB Job Name: INTERWEST CABINETS * ** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE * ** Y � l 13 00 .� X ` ZZZ 20.00 COL01 20.00 12.00 Page: b`? Date: 09 -18 -07 File: E01 22.00 X Y Z Member (kips) (kips) (kip -ft) ------------------------------------------ LOAD CASE 9 - LONG. WIND 1 TO BACK COL02 COL01 -1 -2 0 COL02 -2 -7 0 COL03 -3 -10 0 COL04 -2 -3 0 ------------------------------------------ LOAD CASE 10 - LONG. WIND 1 TO FRONT COL04 COLO1 1 -2 0 COL02 3 -7 0 COL03 4 -10 0 COL04 3 -3 0 12.00 Page: b`? Date: 09 -18 -07 File: E01 22.00 24.58 Z (kip -ft) 0 0 0 0 0 0 0 0 COL02 COL03 COL04 X Y Member (kips) (kips) --------------------------------- LOAD CASE 11 - SEISMIC TO RIGHT COLO1 0 1 COL02 0 1 COL03 0 1 COL04 0 -1 --------------------------------- LOAD CASE 12 - SEISMIC TO LEFT COLO1 0 -1 COL02 0 -1 COL03 0 -1 COL04 0 1 24.58 Z (kip -ft) 0 0 0 0 0 0 0 0 COL02 COL03 COL04 NUCOR BUILDING SYSTEMS Job #: U07M7OO2A Frame : FRAME LINE 7 By: BDB Job Name: INTERWEST CABINETS * ** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE * ** Y 2 /' X 25.50 19.50 12.00 20.00 Y Z (kips) (kip -ft) 2 0 3 0 2 0 1 0 1 COL01 2 X Member (kips) ------------------- LOAD CASE - - - - -- 1 - DEAD COLO1 -1 COL02 0 COL03 0 COL04 1 ------------------- LOAD CASE - - - - -- 2 - COLLATERAL COLO1 -1 COL02 0 COL03 0 COL04 1 -------------------- LOAD CASE - - - - -- 3 - ROOF LIVE COLO1 -1 COL02 0 COL03 0 COL04 1 -------------------- LOAD CASE - - - - -- 4 - SNOW COLO1 -1 COL02 0 COL03 0 COL04 1 Y Z (kips) (kip -ft) 2 0 3 0 2 0 1 0 1 0 2 0 1 0 1 0 4 8 4 2 0 0 0 0 9 15 8 5 0 0 0 0 24.58 COL02 COL03 COL04 X Y Z Member - -- - - - - - -- (kips) ----------------------------- (kips) (kip -ft) LOAD CASE 5 - WIND CASE 1 TO RIGHT COLO1 -1 -2 0 COL02 0 -6 0 COL03 0 -3 0 COL04 1 -1 0 ------------------------------------------------- LOAD CASE 6 - WIND CASE 1 TO LEFT COL01 -1 -1 0 COL02 0 -3 0 COL03 0 -2 0 COL04 1 1 0 ------------------------------------------------- LOAD CASE 7 - WIND CASE 2 TO RIGHT COLO1 -1 -3 0 COL02 0 -8 0 COL03 0 -4 0 COL04 1 -1 0 ------------------------------------------------- LOAD CASE 8 - WIND CASE 2 TO LEFT COL01 -1 -2 0 COL02 0 -5 0 COL03 0 -3 0 COL04 1 1 0 10.00 Page: nl_u_ Date: 09 -18 -07 File: E02 NUCOR BUILDING SYSTEMS Job #: U07M7002A Frame : FRAME LINE 7 By: BDB Job Name: INTERWEST CABINETS * ** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE * ** y 4 X 20.00 25.50 19.50 12.00 10.00 Page: Z[_ Date: 09 -18 -07 File: E02 COL02 COL01 X Y Member ------------------------------------------ X Y Z Member ------------------------------------------ (kips) (kips) (kip -ft) LOAD CASE 9 - LONG. WIND 1 TO BACK COL04 COL01 -2 -4 0 COL02 -3 -11 0 COL03 -3 -6 0 COL04 ------------------------------------------ -1 -1 0 LOAD CASE 10 - LONG. WIND 1 TO FRONT COL01 2 -4 0 COL02 4 -11 0 COL03 3 -6 0 COL04 2 -1 0 12.00 10.00 Page: Z[_ Date: 09 -18 -07 File: E02 COL02 COL03 COL04 X Y Member ------------------------------------------ (kips) (kips) LOAD CASE 11 - SEISMIC TO RIGHT COLO1 0 1 COL02 0 1 COL03 0 1 COL04 0 -1 ------------------------------------------ LOAD CASE 12 - SEISMIC TO LEFT COLO1 0 -1 COL02 0 -1 COL03 0 -1 COL04 0 1 24.58 Z (kip -ft) 0 0 0 0 0 0 0 0 NUCOR BUILDING SYSTEMS Job #: U07M7002A Frame : Frame Line A and B By: BDB Job Name: INTERWEST CABINETS * ** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE * ** 13.1 Page: Date: 09 -18 -07 File: F02 12.00 COL01 -------------------------------------------------------------- LOAD CASE 10 - LONG. WIND 1 TO FRONT 0 COLO1 -1 1 0 0 COL02 1 1 0 -------------------------------------------------------------- LOAD CASE 11 - LONG. WIND 2 TO BACK 0 COLO1 -1 -1 0 0 COL02 1 -1 0 -------------------------------------------------------------- LOAD CASE 12 - LONG. WIND 2 TO FRONT 0 COLO1 -1 -1 0 0 COL02 1 -1 0 y T 24.00 I Z � " X 12.00 1.00 � 12.00 --- 11.00 X Y Member ---------------------------------- (kips) (kips) LOAD CASE 1 - DEAD X Y Z COLO1 1 1 COL02 -1 2 ---------------------------------- LOAD CASE 2 - COLLATERAL COLO1 1 1 COL02 -1 2 ---------------------------------- LOAD CASE 3 - ROOF LIVE COL02 - COLO1 1 2 COL02 -1 2 ---------------------------------- LOAD CASE 4 - SNOW 0 C COLO1 3 13 COL02 -3 13 ---------------------------------- LOAD CASE 5 - WIND CASE 1 TO RIGHT COLO1 -1 -1 COL02 -1 1 ---------------------------------- LOAD CASE 6 - WIND CASE - 1 TO LEFT COLO1 1 1 COL02 1 -1 -------------------------------------------------------------- LOAD CASE 10 - LONG. WIND 1 TO FRONT 0 COLO1 -1 1 0 0 COL02 1 1 0 -------------------------------------------------------------- LOAD CASE 11 - LONG. WIND 2 TO BACK 0 COLO1 -1 -1 0 0 COL02 1 -1 0 -------------------------------------------------------------- LOAD CASE 12 - LONG. WIND 2 TO FRONT 0 COLO1 -1 -1 0 0 COL02 1 -1 0 y T 24.00 I Z � " X 12.00 1.00 � 12.00 --- 11.00 COL02 Z X X Y Z Z (kip -ft) M Member ( (kips) (kips) (kip -ft) -------------------------------------------------------------- LOAD CASE 7 7 - - WIND CASE 2 TO RIGHT 0 C COLO1 - -1 -1 0 0 0 C COL02 - -1 1 0 0 -------------------------------------------------------------- LOAD CASE 8 8 - - WIND CASE 2 TO LEFT 0 C COLO1 1 1 1 0 0 0 C COL02 1 1 -1 0 0 LOAD CASE 9 9 - - LONG. WIND 1 TO BACK 0 I I COLO1 - -1 1 0 0 0 C COL02 1 1 1 0 0 y T 24.00 I Z � " X 12.00 1.00 � 12.00 --- 11.00 NUCOR BUILDING SYSTEMS Job #: U07M7002A Frame : Frame Line A and B By: BDB Job Name: INTERWEST CABINETS * ** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE * ** 13.1 Page: ` �,- Date: 09 -18 -07 File: F02 12.00 COL01 y 24.00 1 f' Z � ' X 12.00 1.00 r 12.00 , oar X Y Z Member ------------------------------------------ (kips) (kips) (kip -ft) LOAD CASE 13 - LONG. WIND 3 TO BACK (kips) (kips) COL01 -1 1 0 COL02 1 1 0 ------------------------------------------ LOAD CASE 14 - LONG. WIND 3 TO FRONT 0 COL01 -1 1 0 COL02 1 1 0 ------------------------------------------ LOAD CASE 15 - LONG. WIND 4 TO BACK 0 COLO1 -1 1 0 COL02 1 1 0 y 24.00 1 f' Z � ' X 12.00 1.00 r 12.00 , oar COL02 X Y Z Member (kips) (kips) (kip -ft) --------------------------------------------- LOAD CASE 16 - LONG. WIND 4 TO FRONT COL01 -1 1 0 COL02 1 1 0 --------------------------------------------- LOAD CASE 17 - SEISMIC TO RIGHT COL01 -1 -1 0 COL02 -1 1 0 --------------------------------------------- LOAD CASE 18 - SEISMIC TO LEFT COL01 1 1 0 COL02 --------------------- 1 -1 ------------------ 0 - - - - -- y 24.00 1 f' Z � ' X 12.00 1.00 r 12.00 , oar H *.-- " �I 1 1 V V - Horizontal bracing reactions are orthogonal to horizontal frame reactions. 9/18/07 JOB NAME: INTERWEST CABINETS JOB NUMBER: U07M7002A ENGINEER: BDB B 5 -6 6 6 WIND B 5 -6 10 10 Seismic G 5 -6 6 6 WIND G 5 -6 10 10 Seismic 2 A-B 2 2 WIND 2 A-B 1 1 Seismic 4 A - B 2 2 WIND 4 A -B 1 1 Seismic 9/18/07 JOB NAME: INTERWEST CABINETS JOB NUMBER: U07M7002A ENGINEER: BDB NU=C3Fq 0700458 Interwest Cabinets Addition BUILDING SYSTEMS GROUP 1875 West Highway 13 Ph: (435) 734 -4429 600 Apache Trail Ph: (972) 524 -5407 Brigham City, UT 84302 Fax: (435) 734 -4555 Terrell, TX 75160 Fax: (972) 524 -5417 Design Calculations Project Name Interwest Cabinets Project Number U07M7002A Location REXBURG (MADISON), ID Customer Name Tri -Steel Construction Company Drwgs Sealed By: Scott A . Russell, PE Building ............................................ ............................... A/B Engineer: BDB Date: Design Engineer: BDB Date: Check Engineer PMC Date: Revisions - -> By: 0JN13 Date: By: Endwall Framing System .......................... ............................... Date: 7/18/07 7/18/07 - �C, -D Contents Description Pages General Building Information ................. ............................... 1 -2 Building ............................................ ............................... 3 Crane Data Sheet ...................................... ............................... N/A Mezzanine Data Sheet ............................. ............................... N/A Anchor Bolt Design ................................... ............................... 4 Roof Framing System ................................ ............................... 5 -10 Primary Framing System .......................... ............................... 11 -17 Sidewall Framing System ....................... ............................... 18 -19 Endwall Framing System .......................... ............................... 20 -21 Crane Support System ............................. ............................... N/A Mezzanine Framing System .................... ............................... N/A Fascia Framing System ............................. ............................... N/A Other: ........ ............................... Other: ........ ............................... Other: ........ ............................... Other: ........ ............................... Column Base Reactions .......................... ... R1 -R10 Appendix (Not For Detailing)......... tk .. Al -A91 � Rn" . � L J ..�..�,/�.1 O;T - 4 2007 1 On CIP( OF REXBURG NUCOR BUILDING SYSTEMS U07M7002A PAGE: 1 of: Design Calculations Bldg. I BY: BDB Date: 9/18/07 Interwest Cabinets CHK: Date: General Building Information Dimensions Width: 55.0000 ft. Roof Configuration: Single -Slope Length: 120.0000 ft. Distance to Ridge: 55.0000 ft. Eave Height - -> Left: 24.5830 ft. Right: 20.0000 ft. Mean Roof Ht.: 22.2915 ft. Roof Slope - -> Left: 1.00:12 Right: 1.00:12 Bay Spacing (Left to Right): 5 @24 Frames Left Endwall Half Load Straight Columns Required: NO Line: 1 Type: EMS Modules: 22.0000,20.0000,13.0000 Wind Column Spacing: Interior Straight Columns Required: NO Line(s): 2 -6 Type: RCS Modules: 55.0000 ft. Line(s): Type: one Modules: Line(s): Type: None Modules: Line(s): Type: None Modules: Right Endwall Half Load Straight Columns Required: Line(s): 7 Type: EMS Modules: 25.5000,19.5000,10.0000 Wind Column Spacing: Wall Framing & Panel Roof Framing & Panel BSW Gridline: B By -Pass Girts - 8" Offset Framing: Purlins - 8" Depth FSW Gridline: G By -Pass Girts - 8" Offset LEW Gridline: 1 Flush Girts - 0" Offset Panel: Classic (RPB) REW Gridline: 7 Flush Girts - 0" Offset 26 ga General Wall Panel: Classic - 26 ga Seam Opt: - - - -- Wall Bracing BSW Gridline: B Rod FSW Gridline: G Rod LEW Gridline: 1 Rod in Roof REW Gridline: 7 Rod in Roof Building- Specific Loading Information Roof Dead Load (psf): 3.0 Enclosure Condition: Enclosed Collateral- >Primary(psf): 3.0 Internal Pressure Coeff, GCpi: /+ - /- 0.18 Secondary(psf): 3.0 Longitudinal Seismic - - - - -> R: 3.25 Surface: All other surfaces. Cs: 0.14 Thrm Fact, Ct: 1.1 Base Shear, V (kips): 19.0 Slope Factor, Cs: 1.00 Override for Base Shear (kips): 19.0 Roof Snow Load, Ps (psf): 34.65 Override for Roof Snow(psf): NUCOR BUILDING SYSTEMS U07M7002A PAGE: 2 of: Design Calculations FSW Gridline: A Bldg, 2 BY: BDB Date: 9/18/07 2 No Girts - Special _ Offset Interwest Cabinets CHK: Date: _ Offset General Building Information Dimensions Width: 24.0000 ft. Roof Configuration: Gable Length: 10.5000 ft. Distance to Ridge: 12.0000 ft. Eave Height - -> Left: 12.0000 ft. Right: 12.0000 ft. Mean Roof Ht.: 12.0000 ft. Roof Slope - -> Left: 1.00:12 Right: 1.00:12 Bay Spacing (Left to Right): 10.500 ft. Frames Left Endwall Half Load Straight Columns Required: NO Line: A Type: RCG Modules: 24.0000 ft. Wind Column Spacing: Interior Straight Columns Required: Line(s): Type: None Modules: Line(s): Type: None Modules: Line(s): Type: None Modules: Line(s): Type: None Modules: Right Endwall Half Load Straight Columns Required: NO Line(s): B Type: RCG Modules: 24.0000 ft. Wind Column Spacing: Wall Framing & Panel BSW Gridline: A By -Pass Girts - 8" Offset FSW Gridline: A By -Pass Girts - 8" Offset LEW Gridline: 2 No Girts - Special _ Offset REW Gridline: 2 No Girts - Special _ Offset Wall Panel: Classic - 26 ga Wall Bracing BSW Gridline: A Rod FSW Gridline: A Rod LEW Gridline: 2 Rigid Frame REW Gridline: 2 Rigid Frame Building- Specific Loading Information Roof Dead Load (psf): 3.0 Col lateral -> Primary(psf) : 3.0 Secondary(psf) : 3.0 Surface: All other surfaces. Thrm Fact, Ct: 1 .1 Slope Factor, Cs: Roof Snow Load, Ps (psf): Override for Roof Snow(psf): 1.00 34.65 Roof Framing & Panel Framing: Purlins - 8" Depth Panel: Classic (RPB) 26 ga General Seam Opt: - - - -- Enclosure Condition: Enclosed Internal Pressure Coeff, GCpic /- 0.18 Longitudinal Seismic - - - - -> R 1 Cs Base Shear, V (kips): 1.0 Override for Base Shear (kips): 1.0 Special notes to be placed on Erection Drawing Cover Sheet: - -> The rigid frame connections in this project must be tightened to their fully - pretensioned state using any of the acceptable methods outlined in the 'RCSC Specification for Structural Joints Using ASTM A325 or A490 Bolts', 2004 Edition. The scope of this project precludes the usage of snug - tightbolted connections and are thus not permitted in this case. NUCOR BUILDING SYSTEMS U07M7002A PAGE: 3 OF: Design Calculations BY: BDB DATE: 9/18/07 CHK: DATE: Interwest Cabinets REV: DATE: BUILDING LOADS DesignCode ................................................................ ............................... IBC 2003 MBMA / IBC Occupancy Classification ..................... II - Standard Buildings RoofDead Load ............................................................ ............................... See Bldg Info [Primary Structural not included.] Collateral Load ........................................ ............................... • Primary ........ See Bldg Info • Secondary .... See Bldg Info RoofLive Load ............................................................. ............................... 20.00 O Reducible as per Code. 0 Not Reducible RoofSnow Load ............................................................ ............................... See Bldg Info Exp. Factor, Ce: 0.90 Ground Snow: 50.00 Thermal Factor, Ct: See Bldg Info Snow Importance Factor, Is: 1.00 Slope Factor, Cs: See Bldg Info WindVelocity ................................................................ ............................... 90 mph Exposure: C Wind Importance Factor, Iw: 1.00 Is a UL 90 Warrantv Reauired? O Yes * No Seismic Zone ........................................................ ............................... Ss:0.509,S1:0.166 Analysis Procedure: Equivalent Lateral Force Method Design Sds / Sd1: 0.473 / 0.236 Basic SFRS: Ord. Steel Mom. Frames & Seis. Imp. Factor, le: 1 Ord. Steel Conc. -Br. Frames Site Class: D Seis. Design Category: D Design Base Shear: See Bldg Info Mezzanine............ • Dead Load ......................................... ............................... N/A • Collateral Load ................................... ............................... N/A • Live Load ........................................... ............................... N/A ❑ Nucor building causes snow drift loading on existing building. ❑ Nucor building loaded by existing structure. ❑ Nucor building loads the existing structure. ❑ Nucor building is designed for future expansion loading. Special notes to be placed on Erection Drawing Cover Sheet: - -> The rigid frame connections in this project must be tightened to their fully - pretensioned state using any of the acceptable methods outlined in the 'RCSC Specification for Structural Joints Using ASTM A325 or A490 Bolts', 2004 Edition. The scope of this project precludes the usage of snug - tightbolted connections and are thus not permitted in this case. INTERWEST CABINETS U07M7002A Anchor Bolt Plan A B C C E F L wrg Y.18 ®�x © 8 "x " x �" Bpl.;�- 3 �4 " D A307 Bolts " x " Bpi.; 4" L " o A307 Bolts Fe y, a4 " x " x 10 " Bpl.;�- 3 'f- " o A307 Bolts g " x " x ) H " Bpl.;" o A307 Bolts BDB 9/17/07 1 f 1 2 3 4 5 R 7 INTERWEST CABINETS U07M7002A Roof Plan W _ 6t_ 7 1 -7 A 4 1 @ 1.33 L:] C 0 C F G m arl Q Use 5/8" Rod 0 USE A P6.188 PIPE 10 @ 5.00 1 @ 3.86 BDB 9/17/07 03 F- 0�6 Use 0 0 Eave Struts with 4 Bolt Conn: - M n � � M N N r r N N 0 @ @ @ @ r M r r M r Use 5/8" Rod 0 USE A P6.188 PIPE 10 @ 5.00 1 @ 3.86 BDB 9/17/07 03 F- 0�6 Use 0 0 Eave Struts with 4 Bolt Conn: - NUCOR BUILDING SYSTEMS DESIGN CALCULATIONS E.- Eae�siors Low -E.- ERm— RFtorKn >15'Q -PJIGR Condit" PAGE BY CHK REV N OF DATE DATE DATE EAVE EXTENSION DESIGN (RIGID FRAME W/ KNEE DEPTH > 16 ") ALL GIRT CONDITIONS EAVE STRUT SHOWN. REV. ZEE MAY BE REQUIRED IN LIEU OF EAVE STRUT. - (4)- 1/2" DIA. A325 > 16" EXTBM 12" ENDCH EXTSTF P. BOTH EQ. FWS4 SIDES ENDPL FWS4 4" ( 1/2 "0 A325 BOLTS E _ _ _ _ GAGE = 3" 11 /8 I STD 118 11 /E I + I STD. WELD SLOT OKAY 16" STD. EXTENDED CAP WITH PIPE STRUT AN PLATE & STIFFENER WEB DEPTH 2 20 ® BYPASS GIRT A ENDPL EXTSTF • INSET GIRT SHOWN, FLUSH GIRT SIMILAR. AT BYPASS GIRT USE STD. CAP PLATE W/ EAVE STIFFENER. REQUIRED AT FRAME LINES: 2 -�r W8 X 18 EXTBM= ❑ W8 X 24 ❑ W10 X 22 ENDPL= 5" X .25 X DEPTH EXTSTF= 2" X .25 X 6" (NS /FS) CONNECTION BOLTS= (65 /8" 0 A325 g AT 2 1 /4" GA. ❑ AT 3" GA. ENDCH= C� 3031__ NOTES: 1) COLUMN CAP PLATE MIN. SIZE= 5" X 3/8" 2) IF FRAME DESIGN CALLS FOR CAP PLATE < 3/8" THICK, INCREASE TO 3/8" THICK & CHANGE CAP PLATE TO CONNECTION PLATE WELD TO FWD5. 3) SEE PD061 FOR COLUMN CAP ASSEMBLY INFORMATION AND WELDS. DDAC4010 DATE: 5/10/2005 PAGE: z NUCOR BUILDING SYSTEMS DESIGN CALCULATIONS .� �m F . Uo7nn 7003_1 PAGE OF BY DATE CHK DATE REV DATE DDAC4050 DATE: 5/10/2005 PAGE: s EAVE EXTENSION DESIGN (POST AND BEAM FRAME) EAVE STRUT SHOWN. REV. ZEE MAY BE REQUIRED IN LIEU OF EAVE STRUT. (4)— 1/2" DIA. A325 EXTBM 12 ENDPL ENDCH EXTSTF EQ. FWS4 SIDES eoni ENDPL 4 „ FWS4 A325 BOLTS GAGE = 3" EQ. 118' 1 B TYP. 118 FWS4 ENDPL I EXTSTF FWS4 II I II RAFTER II 1/4" (IF B/U RAFTER) OPP. FULL I I FWS3 ® 6" LONG DEPTH WELD II II I I 1' -4" STD. II I I I COLUMN REQUIRED AT FRAME LINES: W8 X 18 EXTBM= ❑ l NOTES: W8 X 24 ❑ W10 X 22 ENDPL= 5" X .25 X DEPTH 1) MINIMUM P & B RAFTER SIZES: EXTSTF= 2" X .25 X 6" (NS /FS) —HOT ROLL: W8 X 18 W10 X 22 CONNECTION BOLTS= (6) 5/8" 0 A325 — BUILT— UP: 5 X .313 & AT 2 1 /4" GA. OUTSIDE FLANGE. ❑ AT 3" GA. ENDCH= 03 5 0 DDAC4050 DATE: 5/10/2005 PAGE: s NUCOR BUILDING SYSTEMS DESIGN CALCULATIONS High.Eeve E#ensiorrs gFfw Knees>1SL - PLGIdC Mki— LA 0 � /V� yov2_A PAGE S OF BY DATE CHK DATE REV DATE EAVE EXTENSION DESIGN (RIGID FRAME W/ KNEE DEPTH > 16 ") ALL GIRT CONDITIONS (4) - 1/2" DIA. A325 BOLTS ENDCH EXTB M 12" ENDPL 4 " MIN. EXTSTF (4)— 1/2" FWS4 sioES ona ENDPL CEE PURLIN DIA. A325 FOR PURLIN BRACING FWS 4 TIE OFF. I 5" FWS4 1 1/8' Std. 11 118' 6" EAVEPL1 EXTSTF (4) - 1/2" DIA. A325 BOLTS 2" 6 " -8" 8 " -10" BYPASS GIRT 4 • BYPASS GIRT CONDITION SHOWN, SIMILAR @ INSET / FLUSH CONDITION. • AT INSET / FLUSH GIRTS, SLOT LOCATION MAY NEED TO BE MOVED. REQUIRED AT FRAME LINES: a - 6 R W8 X 18 EXTBM= NOTES: ❑ W8 X 24 ❑ W10 X 22 ENDPL= 5" X X DEPTH 1) COLUMN CAP PLATE .25 MIN. SIZE= 5" X 3/8" EXTSTF= 2" X .25 X 6" (NS /FS) 2) IF FRAME DESIGN CALLS FOR CAP CONNECTION BOLTS= (6) 5/8" 0 A325 PLATE < 3/8" THICK, INCREASE TO 3/8" AT 2 1 /4" GA. THICK & CHANGE CAP PLATE TO CONNECTION PLATE WELD TO FWD5. ❑ AT 3" GA. EAVEPL1= SEE PARTS MANUAL FOR 3) SEE PD062 FOR COLUMN CAP STD. PLATES ASSEMBLY INFORMATION AND WELDS. ENDCH = rc DDAC4060 DATE: 5/10/2005 PAGE: 7 NUCOR BUILDING SYSTEMS DESIGN CALCULATIONS _U0 ` x(90 - t A - PAGE �` OF BY DATE CHK DATE REV DATE EAVE EXTENSION DESIGN (POST AND BEAM FRAME) 1 -4" EXTBM 12 Q. ENDPL ENDPL (4)- 1/2 "0 4" EXTSTF (IF B/U RAFTER) OPP. FULL A325 BOLTS BOTH ® 6" LONG DEPTH WELD FWS4 SIDES GAGE = 3" EQ CEE PURLIN _- _ - -- FWS4 FOR PURLIN BRACING TIE OFF. ENDCH I I RAFTER 5 i 118 118' 118' ' FWS4 TYP. (4) - 1/2" DIA. FWS4 A325 BOLTS ; EXTSTF ENDPL 1 II II � II I I COLUMN II II II 1' -4" STD. II I ' II II REQUIRED AT FRAME LINES: I--7 R W8 X 18 NOTES: EXTBM= ❑ W8 X 24 ❑ W10 X 22 1) MINIMUM P & B RAFTER SIZES: ENDPL= 5" X .25 X DEPTH -HOT ROLL: W8 X 18 : W10 X 22 EXTSTF= 2" X .25 X 6" (NS /FS) - BUILT- UP: 5 X .313 OUTSIDE FLANGE. CONNECTION BOLTS= (6) 5/8" 0 A325 a AT 2 1/4" GA. ❑ AT 3" GA. ENDCH= 2 -48- 9 DDAC4090 DATE: 5/10/2005 PAGE: 10 NUCOR BUILDING SYSTEMS DESIGN CALCULATIONS Wfw Kn- 1s De,SVP—Girts, 51'12 SIPe Ltd 0 7 h, � 0 Q PAGE Bree Wa ��rr BY CHK REV OF DATE DATE DATE EAVE EXTENSION DESIGN (RIGID FRAME W/ KNEE DEPTH < 15 ") BYPASS GIRT CONDITION WITH ROOF SLOPE < 1:12 EAVE STRUT SHOWN. REV. ZEE MAY BE REQUIRED IN LIEU nE' CA%/C CTOI 1T (4)— 1/ EXTB M ENDPL (4)-1/2 A325 BC GAGE = ENDCH EXTSTF EAVEPL EAVEPL U I I P1JJ V11\ I ENDPL EXTSTF I REQUIRED AT FRAME LINES: Ao3 I W8 x 18 EXTBM= ❑ W8 X 24 ❑ W10 X 22 ENDPL= 5" X .25 X DEPTH EXTSTF= 2" X .25 X 6" (NS /FS) CONNECTION BOLTS= (6) 5/8" 0 A325 IAT 2 1 /4" GA. ❑ AT 3" GA. EAVEPL1= 5" X .225 (MIN) X 6" EAVEPL2= SEE PARTS MANUAL FOR STD. PLATES ENDCH= NOTES: 1) COLUMN CAP PLATE MINIMUM SIZE= 5" X 3/8" 2) IF FRAME DESIGN CALLS FOR CAP PLATE < 3/8" THICK, INCREASE TO 3/8" THICK & CHANGE CAP PLATE TO CONNECTION PLATE WELD TO FWD5. 3) SEE PD061 FOR COLUMN CAP ASSEMBLY INFORMATION AND WELDS. DDAC4020 DATE: 5/10/2005 PAGE: 3 Web Depth Length on Slope Left/Top Flange Web Right/Bottom Flan Horizontal Tail Dim. Purlin Offset: 8.0 Projected Area: 184 :51 29.00 114.16 F6.25 W200 F6.25 12.6468 RAF01 23.00 7 23.00 8 30.00 390.00 78.86 F6.31 F6.25 W200 W225 F6.31 F6.25 RAF02 r siher` Left Eave Height: 20.00 Left Girt Offset: 8.0 Tntal Width- RR on- 51.58 Frame Wt: 2848 Q Max Wind dx: H/154 Maxim /91 ��-a, M L/236 Location Code 1 P ~ 2 3 4 5 M 6 M 7 - 8M Left Plate - 3x0.37 6x0.250 3x0.250 6x0.625 6x0.375 - 6x0.625 Right Plate 8x0.375 - - 6x0.625 6x0.375 6x0.625 Bolt Quantity-Diameter 4 -1.000 - - - 8- 0.750 -S 8- 0.625 -S - 8- 1.000 -S Pf /Pb - - - 1.250/3.0001.125 /2.625 - 1.438/3.375 Top Welds (UR) FWS3 /FWS3 W1 -STD FWD4 /FWD FWD3/FWD - FWD4 /FWD Bottom Welds (UR) - - W3 -FWS3 - FWD4/FWD FWD3/FWD - FWD4 /FWD Web Welds (UR) FWR3 W4-FWS3 - WP 1 14 WP13/WP13 - WP14/1NP1 Connection Code Jnh AI—k— " BHFCNA : - r - - KVEUEU SPEUEU - HVEUEU I I ,l, G. Vrl hIV,r. L - uNc 1,2,4,0,0 uesigner: BDB Print Date 9/25/07 Page: Web Depth Length on Slope Left/Top Flange Web Right/Bottom Flan Horizontal Tail Dim. Purlin Offset: 8.0 8 30.00 f- 11 W200 10 33.00 2 1 COL02 21.08 1 253.45 F6.31 W175 F6.25 9 12.00 Right Eave Height: 24.58 Right Girt Offset: 8.0 Frame Wt: 2848 idth• .00 Max Wind dx: H/154 A Max dx: H/91 Location Code 8 M 9 P 10 11 12 Left Plate 6x0.625 3x0.375 6x0.250 3x0.250 Ri ht Plate 6x0.625 8x0.375 _ Bolt Quantity- Diameter 8- 1.000 -S 4 -1.000 _ Pf /Pb 1.438/3.375 - _ Top Welds (UR) FWD4 /FWD FWS3/FWS - W1 STD Bottom Welds (UR) FWD4/FWD - - W3 -FWS3 - Web Welds (UR) WP14/WP1 FWR3 - W4 -FWS3 - Connection Code EU BHF - Job umber: U07M7002/Fi e: F01 Title: FRAME LINE 1,2,4,5,6 Designer: BDB Max dy: L/236 Print Date: 9/25/07 Page: T Web Depth i P 77 12.00 Length on Slope 5 6 Left/Top Flange 8 - 9M Web 2.5x0.38 Right/Bottom Flan - 2.5x0.38 Horizontal Tail Dim. 6x0.375 - Purlin Offset: 8.0 Right Plate 8x0.375 Projected Area: 45 8x0 . 375 I 12.00 Left Left pan I vnaet: a.0 Right Eave Height: 12.00 Right Girt Offset: 8.0 Frame Wt: 652 Total Width- 9d nn 9 12.00 124.43 8 12.00 CT 124.43 F5.19 F5.19 W125 W125 F5.19 F5.19 RAF01 i 2 2 Location Code i P 2 3 - 4P 5 6 - 7M 8 - 9M Left Plate 2.5x0.38 5x0.188 - 2.5x0.38 5x0.188 6x0.375 - 6x0.375 Right Plate 8x0.375 - 8x0 . 375 6x0.375 6x0.375 Bolt Quantity-Diameter 4 -0.750 - 4 -0.750 8- 0.625 -S - 8- 0.625 -S Pf /Pb - - - 1.125/2.750 1.125/2.750 To Welds VR FWS3 /FWS3 - Wi -STD FWS3 /FWS3 - W1 -STD FWD3 /FWD3 - FWD3 /FWD3 Bottom Welds UR W3 -FWS3 - W3 -FWS3 FWD3 /FWD3 FWD3 /FWD3 Web Welds (UR) FWR3 - W4 -FWS3 FWR3 W4 -FWS3 WP13/1NP13 WP13/WP1 Connection Code BHFCNA - BHFCNA I KVEUEU - KVEUEU "„� „ Q „ u o uesigner: tsuts Print Date: 9/18/07 Page: W 24.00 Max Wind dx: H/1026 Max dx: H/588 Max dy: L/385 Web Depth Length on Slope Left/Top Flange Web Right /Bottom Flan Horizontal Tail Dim. Purlin Offset: 8.0 Projected Area: 87 WF818 1 5 8.00 6 8.00 Cl 156.54 55.75 WF818 WF818 17.6295 RAF01 M- 13.00 4.63 Left Eave Height: 20.00 Left Girt Offset: 8.0 Frame Wt: 2569 Max dx: H/9999 Max dy: U300 Tntnl Wirlth• 5r, nn Location Code - - 33' - 5 6 7M Left Plate - - - - 6x0.375 - Right Plate 8x0.375 8x0 -375 6x0.375 Bolt Quantit - Diameter 4 -0.750 4 0.500 -S 4 -0.750 4- 0.500 -S 8- 0.625 -S Pf /Pb - 1.125/2.625 Top Welds (UR) FWS3/FWS3 FWS3 /FWS3 FWD3 /FWD3 Bottom Welds (UR) - - FWD3 /FWD3 Web Welds (UR) FWR3 FWR3 - FWD3 /FWD3 Connection Code BHFCNA CHFCNA BHFCNA CHFCNA SPEUEU „L,G; rMAIVIC LINt I Designer: BDB Print Date: 9/25/07 Page: r B 12.00 1.00 F i 1 Web Depth Length on Slope Left/Top Flange Web Right/Bottom Flang Horizontal Tail Dim. Purlin Offset: 8.0 Right Eave Height: 24.58 15.37 22.00 Right Girt Offset: 8.0 Frame Wt: 2569 Max dx: H/9999 Max dy: U300 Total Width- 5-R nn Location Code Left Plate 7 M 6x0.375 8 P - 9P 1 0c 11 P 12 13 Right Plate 6x0.375 8x0.375 - 8x0:375 Bolt Quantity-Diameter 8- 0.625 -S 4 -0.750 4- 0.500 -S 4 -0:750 4- 0.500 -S Pf /Pb 1.125/2.625 - - _ Top Welds UR FWD3/FWD3 FWS3/FWS FWS3fFWS3 Bottom Welds (UR) FWD3 /FWD3 Web Welds (UR) FWD3 /FWD3 FWR3 FWR3 Connection Code -k NI. ...M.. I lf% KKA nnn SPEUEU BHFCNA CHFCNA BHFCNA i CHFCNA - -- -- ---- -- - -�• •••• ��� -.+. .. �. vv l iLIC. rriMlViC LIIVC I 7 8.00 12 8.00 CT 13 8.00 185.09 264.91 WF818 WF818 RAF02 COL04 24.00" Designer: BDB Print Date: 9/25/07 Page: Web Depth Length on Slope Left/Top Flange Web Right/Bottom Flan Horizontal Tail Dim. Purlin Offset: 8.0 Projected Area: 84 0 W F818 1 Left Eave Height: 20.00 Left Girt Offset: 8.0 Tntal Wirlth• FF nn 5 8.00 6 8.00 a 307.06 55.23 WF824 W F824 30.0863 RAF01 8.00 Location Code - 2 P 32P 4 P 5 6 7 M Left Plate - - 8x0.500 .. Right Plate 8x0.375 8x0 -375 8x0.500 Bolt Quantity- Diameter 4 -0.750 0-500-S 4 0:750 4- 0.500 -S 8- 0.625 -S Pf /Pb - - - 1.125/2.750 Top Welds (UR) FWS3/FWS3 - FWS3 /FWS3 - FWD3 /FWD3 Bottom Welds UR - - FWD3 /FWD3 Web Welds (UR) FWR3 FWR3 - - FWD3 /FWD3 Connection Code I-k AI. �V_ 1•n --�• - BHFCNA CHFCNA BHFCNA CHFCNA - SPEUEU - -- - - --� • • -• • ���•� •�• I IIIC: rnwlvlr- urvt t Designer: BDB Print Date: 9/25/07 Page: 25.50 4.59 Frame Wt: 2985 Max dy: L/247 Web Depth Length on Slope LeftlTop Flange Web Right/Bottom Flan Horizontal Tail Dim. Purlin Offset: 8.0 Right Eave Height: 24.58 Right Girt Offset: 8.0 Tntal Wirith• GG nn 718.00 1 12 8.00 CT 13 8.00 179.58 120.42 WF824 WF824 RAF02 12.00 14.91 ,,, 10. Frame Wt: 2985 Max dy: L/247 COL04 36.00" Location Code Left Plate 7 M 8x0.500 - 8P - 1 O P 11 P 12 13 - Right Plate 8x0.500 8x0.375 8x0:375 Bolt Quantity -Diameter 8- 0.625 -S 4 -0.750 4 -0.500 S 4 0:750 4- 0.500 -S Pf /Pb 1.125/2.750 _ Top Welds (L/R) FWD3 /FWD3 FWS3/FWS3 FWS3 /FWS3 Bottom Welds (L/R) FWD3 /FWD3 - _ Web Welds (L/R) FWD3 /FWD3 FWR3 FWI Connection Code Job Numhar• IIn711A7nneie:I SPEUEU rnn BHFCNA CHFCNA BHFCNA CHFCNA -- -- - -- -•- -"- • ••••+. IlI`�IYIL LIIYG . uesigner: BDB Print Date: 9/25/07 Page: iNTERVVEST[AB|NETS U07M7O02A Sidowa| Elevations ' Bldg. A 20.00 Front 8idowu| - �~ 24.00 | 24.00 O BDB - - -14.00 - 75U - 2.80 7 -- - 14.UO - 7.50 -- B u.ou 24.00 24.00 24.00 24.00 24.00 U.SE.08ZO60 FOR HEADER AND JAMBS 0 INTERWEST CABINETS U07M7002A Sidewall Elevations - Bldg. B i� 1 10.50 B A USE 0.8.Z060.........._. 45e 9/,$ to Back Sidewall 12.0" 50 No m s 50 a _USE. 08 OO .............. ..................... . ........... ..............._..._......_......._......_.._._....._......_............................_............._............_........_................._..................._......... .._..........._................ i r v R0 BDB 9/17/07 Front Sidewall 10.50 A B INTERWEST CABINETS U07M7002A Endwall Elevations - Bldg. A 12 /0 U5,p 0<3c- 0;?- 10 9 c LAJ I +—V\ 102 ( zi �T 14.00 7.50 ........... I .......... ............... ...... ............... ..................... ................. ............. 17 .......... ............ ......................................................... ............ ... ............ . ........ 7 4 X 25.50 19.50 10.00 G E C B USE 10C060 FOR HEADERS -U-S.E 100076 FOR JAMBS UNO _— 24.58— Left Endwall -- 7.50 OCL e�, V7 ........... ..... .. ......... Right Endwall BDB 9/17/07 m 22.00 B D i i 0 |NTERVVESTCA8|NETS U0M7O02A 13.00 12.00 Left Endwall l5O B 2 4 13.0O-- 12.00 A Right Endwall BDB ) -=1 | 24.00 | 4 2 riumc3m BUILDING SYSTEMS GROUP 1875 West Highway 13 Ph: (435) 734 -4429 600 Apache Trail Ph: (972) 524 -5407 Brigham City, UT 84302 Fax: (435) 734 -4555 Terrell, TX 75160 Fax: (972) 524 -5417 Page R1 of R10 Date: 9/18/07 GENERAL INFORMATION FOR COLUMN BASE REACTIONS O PRELIMINARY Job Name: Interwest Cabinets Nucor Job Number: U07M7002A Customer: Tri -Steel Construction Company Nucor Engineer: Brian Birch Column base reactions are included in this packet for a building designed by Nucor Building Systems. These reactions result from frame analysis done by a Nucor Engineer for this specific job. They reflect all loading to which the building may be subject, per the appropriate building code and loading information provided to Nucor Building Systems at the date of design. Reaction packets marked "PRELIMINARY" are subject to change and are usually provided at the request of the customer, although the Nucor Engineer believes he is working with undefined, incomplete or assumed information. Reactions are provided by load case in order to aid the foundation engineer in determining the appropriate load factors and combinations to be used with either Working Stress or Ultimate Strength design methods. Wind load cases are given for each primary wind direction, and the case which produces the largest reaction at a particular column should be used for design. Sign conventions for computer generated frame reactions are as follows and should be taken in the sense of the frame sketch given on the reactions sheets. GLOBAL X GLOBAL Y GLOBAL Z ( + to right) ( + upward) ( + counter- clockwise) IN.+X 1 +y �'J +Z * FOR CONSTRUCTION Anchor bolt diameter, grade, location and projection is provided on the Anchor Bolt Plan. Anchor bolt embedment lengths and types are not provided by Nucor Building Systems. This Information is closely related to the complete foundation design which should be done by a Registered Professional Engineer familiar with the local site conditions and construction practices. NUCOR BUILDING SYSTEMS Job #: U07M7002A Frame : FRAME LINE 2,4,5,6 By: BDB Job Name: INTERWEST CABINETS * ** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE * ** Y 2 /' X 55.00 12.00 20.00 24.58 Z X X Y Member ---------------------------------- (kips) (kips) LOAD CASE 1 - DEAD LOAD CASE 7 COLO1 2 4 COL02 -2 4 ---------------------------------- LOAD CASE 2 - COLLATERAL COLO1 1 3 COL02 ---------------------------------- -1 3 LOAD CASE 3 - ROOF LIVE 4 -2 0 COLO1 5 15 COL02 ---------------------------------- -5 15 LOAD CASE 4 - SNOW COL01 10 31 COL02 -10 31 ---------------------------------- LOAD CASE 5 - WIND CASE 1 TO RIGHT COL01 -7 -6 COL02 ----------------------------------- -1 -3 LOAD CASE 6 - WIND CASE 1 TO LEFT COLO1 4 3 COL02 6 -4 24.58 Z X X Y Z Z (kip -ft) M Member ( (kips) (kips) (kip -ft) LOAD CASE 7 7 - WIND CASE 2 TO RIGHT 0 C COLO1 - -7 -10 0 0 0 C COL02 1 1 -7 0 0 LOAD CASE 8 8 - WIND CASE 2 TO LEFT 0 C COLO1 4 4 -2 0 0 0 C COL02 7 7 -8 0 0 Page: Date: 09 -18 -07 File: F01 COL01 COL02 NUCOR BUILDING SYSTEMS Job #: U07M7002A Frame : FRAME LINE 2,4,5,6 By: BDB Job Name: INTERWEST CABINETS * ** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE * ** Y �G) z 55.00 12.00 20.00 24.58 X Y Z Member --------------------------------------------- (kips) (kips) (kip -ft) LOAD CASE 13 - LONG. WIND 3 TO BACK COLO1 COLO1 -1 -1 0 COL02 --------------------------------------------- 1 -1 0 LOAD CASE 14 - LONG. WIND 3 TO FRONT COLO1 COLO1 -1 -1 0 COL02 --------------------------------------------- 1 -1 0 LOAD CASE 15 - LONG. WIND 4 TO BACK COLO1 COLO1 -1 -5 0 COL02 1 -5 0 24.58 Page: Date: 09 -18 -07 File: FO1 COL01 COL02 X Y Z Member -------------------------------------------- (kips) (kips) (kip -ft) LOAD CASE 16 - LONG. WIND 4 TO FRONT COLO1 -1 -5 0 COL02 -------------------------------------------- 1 -5 0 LOAD CASE 17 - SEISMIC TO RIGHT COLO1 -4 -3 0 COL02 -------------------------------------------- -3 3 0 LOAD CASE 18 - SEISMIC TO LEFT COLO1 4 3 0 COL02 3 -3 0 Page: Date: 09 -18 -07 File: FO1 COL01 COL02 NUCOR BUILDING SYSTEMS Job #: U07M7002A Frame : FRAME LINE 1 By: BDB Job Name: INTERWEST CABINETS * ** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE * ** Y .L X \��J 2 22.00 Page: A T Date: 09 -18 -07 File: E01 12.00 20.00 24.58 13.00 COL01 COL02 COL03 COL04 X Y Z X Y Z Member ------------------------------------------------------------------------------------------ (kips) (kips) (kip -ft) Member (kips) (kips) (kip -ft) LOAD CASE 1 - DEAD ( LOAD CASE 5 - WIND CASE 1 TO RIGHT COLO1 -1 1 0 COLO1 -1 -1 0 COL02 0 2 0 COL02 0 -4 0 COL03 0 2 0 COL03 0 -5 0 COL04 --------------------------------------------------------------------------------------------- 1 2 0 COL04 1 -2 0 LOAD CASE 2 - COLLATERAL LOAD CASE 6 - WIND CASE 1 TO LEFT COLO1 -1 1 0 COLO1 -1 1 0 COL02 0 1 0 COL02 0 -2 0 COL03 0 2 0 COL03 0 -2 0 COL04 --------------------------------------------------------------------------------------- 1 1 0 COL04 1 1 0 LOAD CASE 3 - ROOF LIVE LOAD CASE 7 - WIND CASE 2 TO RIGHT - - - - -- COLO1 -1 3 0 COLO1 -1 -1 0 COL02 0 5 0 COL02 0 -5 0 COL03 0 7 0 COL03 0 -7 0 COL04 ------------------------------------------------------------------------------------------------ 1 4 0 COL04 1 -3 0 LOAD CASE 4 - SNOW LOAD CASE 8 - WIND CASE 2 TO LEFT COLO1 -1 5 0 COLO1 -1 -1 0 COL02 0 10 0 COL02 0 -3 0 COL03 0 14 0 COL03 0 -4 0 COL04 1 8 0 COL04 1 -1 0 13.00 NUCOR BUILDING SYSTEMS Job #: U07M7002A Frame : FRAME LINE 1 By: BDB Job Name: INTERWEST CABINETS * ** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE * ** Y f X 20.00 12.00 13.00 20.00 22.00 Page: � _ Date: 09 -18 -07 File: E01 24.58 Z (kip -ft) 0 0 0 0 0 0 0 0 COL01 COL02 COL03 COL04 X Y Z X Y Member --------------------------------------------------------------------------------------- (kips) (kips) (kip -ft) Member (kips) (kips) LOAD CASE 9 - LONG. WIND 1 TO BACK LOAD CASE 11 - SEISMIC TO RIGHT COLO1 -1 -2 0 COLO1 0 1 COL02 -2 -7 0 COL02 0 1 COL03 -3 -10 0 COL03 0 1 COL04 ---------------------------------------------------------------------------------- -2 -3 0 COL04 0 -1 LOAD CASE 10 - LONG. WIND 1 TO FRONT LOAD CASE - - - - -- 12 - SEISMIC TO LEFT COLO1 1 -2 0 COLO1 0 -1 COL02 3 -7 0 COL02 0 -1 COL03 4 -10 0 COL03 0 -1 COL04 3 -3 0 COL04 0 1 13.00 20.00 22.00 Page: � _ Date: 09 -18 -07 File: E01 24.58 Z (kip -ft) 0 0 0 0 0 0 0 0 NUCOR BUILDING SYSTEMS Job #: U07M7002A Frame : FRAME LINE 7 By: BDB Job Name: INTERWEST CABINETS * ** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE * ** Y 4 X 2 25.50 19.50 12.00 20.00 COL01 Y Z (kips) (kip -ft) 2 0 3 0 2 0 1 0 1 X Member (kips) ------------------- LOAD CASE - - - - -- 1 - DEAD COLO1 -1 COL02 0 COL03 0 COL04 1 ------------------- LOAD CASE - - - - -- 2 - COLLATERAL COLO1 -1 COL02 0 COL03 0 COL04 1 ------------------- LOAD CASE - - - - -- 3 - ROOF LIVE COLO1 -1 COL02 0 COL03 0 COL04 1 -------------------- LOAD CASE - - - - -- 4 - SNOW COLO1 -1 COL02 0 COL03 0 COL04 1 Y Z (kips) (kip -ft) 2 0 3 0 2 0 1 0 1 0 2 0 1 0 1 0 4 8 4 2 0 0 0 0 9 15 8 5 0 0 0 0 24.58 COL02 COL03 COL04 X Y Z Member (kips) (kips) (kip -ft) LOAD CASE 5 - WIND CASE 1 TO RIGHT COLO1 -1 -2 0 COL02 0 -6 0 COL03 0 -3 0 COL04 1 -1 0 ------------------------------------------------- LOAD CASE 6 - WIND CASE 1 TO LEFT COLO1 -1 -1 0 COL02 0 -3 0 COL03 0 -2 0 COL04 1 1 0 ------------------------------------------------- LOAD CASE 7 - WIND CASE 2 TO RIGHT COLO1 -1 -3 0 COL02 0 -8 0 COL03 0 -4 0 COL04 1 -1 0 ------------------------------------------------- LOAD CASE 8 - WIND CASE 2 TO LEFT COLO1 -1 -2 0 COL02 0 -5 0 COL03 0 -3 0 COL04 1 1 0 10.00 Page: Date: 09 -18 -07 File: E02 NUCOR BUILDING SYSTEMS Job #: U07M7002A Frame : FRAME LINE 7 By: BDB Job Name: INTERWEST CABINETS * ** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE * ** Y 4 X Z 25.50 19.50 12.00 20.00 10.00 Page: & Date: 09 -18 -07 File: E02 24.58 Z (kip -ft) 0 0 0 0 0 0 0 0 COL01 COL02 COL03 COL04 X Y Z X Y Member --------------------------------------------------------------------------------------- (kips) (kips) (kip -ft) Member (kips) (kips) LOAD CASE 9 - LONG. WIND 1 TO BACK LOAD CASE 11 - SEISMIC TO RIGHT COLO1 -2 -4 0 COLO1 0 1 COL02 -3 -11 0 COL02 0 1 COL03 -3 -6 0 COL03 0 1 COL04 ---------------------------------------------------------------------------------------- -1 -1 0 COL04 0 -1 LOAD CASE 10 - LONG. WIND 1 TO FRONT I LOAD CASE 12 - SEISMIC TO LEFT COLO1 2 -4 0 COLO1 0 -1 COL02 4 -11 0 COL02 0 -1 COL03 3 -6 0 COL03 0 -1 COL04 2 -1 0 COL04 0 1 24.58 Z (kip -ft) 0 0 0 0 0 0 0 0 NUCOR BUILDING SYSTEMS Job #: U07M7002A Frame : Frame Line A and B By: BDB Job Name: INTERWEST CABINETS * ** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE * ** 13. Page: "M Date: 09 -18 -07 File: F02 12.00 COL01 ------------------------------------------------------------------------ LOAD CASE 9 - LONG. WIND 1 TO BACK 0 COLO1 -1 1 0 0 COL02 1 1 0 ------------------------------------------------------------------------ LOAD CASE 10 - LONG. WIND 1 TO FRONT 0 COL01 -1 1 0 0 COL02 1 1 0 ------------------------------------------------------------------------ I LOAD CASE 11 - LONG. WIND 2 TO BACK 0 COL01 -1 -1 0 0 COL02 1 -1 0 ------------------------------------------------------------------------ LOAD CASE 12 - LONG. WIND 2 TO FRONT 0 COLO1 -1 -1 0 0 COL02 1 -1 0 Y 24.00 4 Z, X 12.00 1.00 F- 12.00 - I i rxr X Y Member ---------------------------------- (kips) (kips) LOAD CASE 1 - DEAD COLO1 1 1 COL02 -1 2 ---------------------------------- LOAD CASE 2 - COLLATERAL COLO1 1 1 COL02 ---------------------------------- -1 2 LOAD CASE 3 - ROOF LIVE I COL01 - COLO1 1 2 COL02 -1 2 ---------------------------------- LOAD CASE 4 - SNOW 1 0 COLO1 3 13 COL02 -3 13 ---------------------------------- LOAD CASE 5 - WIND CASE 1 TO RIGHT COLO1 -1 -1 COL02 -1 1 ---------------------------------- LOAD CASE 6 - WIND CASE 1 TO LEFT COLO1 1 1 COL02 1 -1 ------------------------------------------------------------------------ LOAD CASE 9 - LONG. WIND 1 TO BACK 0 COLO1 -1 1 0 0 COL02 1 1 0 ------------------------------------------------------------------------ LOAD CASE 10 - LONG. WIND 1 TO FRONT 0 COL01 -1 1 0 0 COL02 1 1 0 ------------------------------------------------------------------------ I LOAD CASE 11 - LONG. WIND 2 TO BACK 0 COL01 -1 -1 0 0 COL02 1 -1 0 ------------------------------------------------------------------------ LOAD CASE 12 - LONG. WIND 2 TO FRONT 0 COLO1 -1 -1 0 0 COL02 1 -1 0 Y 24.00 4 Z, X 12.00 1.00 F- 12.00 - I i rxr COL02 Z X X Y Y Z Z (kip -ft) M Member ( (kips) ( (kips) (kip - -ft) LOAD CASE 7 7 - - WIND CASE 2 2 TO RIGHT 0 I I COL01 - -1 - -1 0 0 0 I I COL02 - -1 1 1 0 0 LOAD CASE 8 8 - - WIND CASE 2 2 TO LEFT 0 C COL01 1 1 1 1 0 0 0 C COL02 1 1 - -1 0 0 Y 24.00 4 Z, X 12.00 1.00 F- 12.00 - I i rxr NUCOR BUILDING SYSTEMS Job #: U07M7002A Frame : Frame Line A and B By: BDB Job Name: INTERWEST CABINETS * ** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE * ** y 4 X Z 13.1 24.00 Page: A Date: 09 -18 -07 File: F02 12.00 1.00 r 12.00 12.00 X Y Z Member (kips) (kips) (kip -ft) ------------------------------------------ LOAD CASE 13 - LONG. WIND 3 TO BACK COL01 -1 1 0 COL02 1 1 0 ------------------------------------------ LOAD CASE 14 - LONG. WIND 3 TO FRONT COLO1 -1 1 0 COL02 1 1 0 LOAD CASE 15 - LONG. WIND 4 TO BACK COL01 -1 1 0 COL02 1 1 0 COL01 COL02 X Y Z Member -------------------------------------------- (kips) (kips) (kip -ft) LOAD CASE 16 - LONG. WIND 4 TO FRONT COLO1 -1 1 0 COL02 1 1 0 -------------------------------------------- LOAD CASE 17 - SEISMIC TO RIGHT COL01 -1 -1 0 COL02 -1 1 0 -------------------------------------------- LOAD CASE 18 - SEISMIC TO LEFT COLO1 1 1 0 COL02 1 -1 0 COL01 COL02 JOB NAME: INTERWEST CABINETS ese JOB NUMBER: U07M7002A lust be combined with the approo H'.-- v 1 T V V Horizontal bracing reactions are orthogonal to horizontal frame reactions. ENGINEER e BDB rBaF B .. 5 -6 H "(KIPS} 6 6 WIND B 5 -6 10 10 Seismic G 5 -6 6 6 WIND G 5 -6 10 10 Seismic 2 A -B 2 2 WIND 2 A -B 1 1 Seismic 4 A -B 2 2 WIND 4 A -B 1 1 Seismic 9/18/07 A NUCOR BUILDING SYSTEMS DESIGN CALCULATIONS U07M7002A In terwest Cabinets APPENDIX PAGE: Al OF: A91 BY: BDB DATE: 9/18/07 CHK: DATE: REV: DATE: THIS IS FOR DESIGN USE ONLY, NOT FOR DETAILING. PAGE I DESCRIPTION A2 -A23 WIND, SNOW, SEISMIC, PANEL SPANS A24 -A33 PURLIN DESIGN A34 -A52 GIRT DESIGN A53 -A60 BRACING A61 -A66 FRAME LINE 1 A67 -A72 FRAME LINE 7 A73 -A82 FRAME LINE 2 & 4 -6 A83 -A88 FRAME LINE A & B A89 -A91 EAVE EXTENTION IBC /ASCE 7 -05 Wind Loading Version 2.9 (1218/06 by DJE) Code Edition: 2005 Bldg. Width [B]: 55.0000' Bldg. Length [D]: 120.0000' Project No.: U07M7002 Description: INTERWEST CABINET: Building Type: Single -Slope Roof: Nucor Classic Roof TM Left Eave Ht. [LEH]: 20.0000' h: 20.0000' K,: 0.85 i R,: 1.00 Right Eave Ht. [REH]: 24.5833' I: 1 K 0.90 ! GC t 0.18 Left Roof Slope: 1.00:12 LEH i i CE Bay Width [Bay]: 23.0000' Purlin Trib. Width [P]: EW Girt Trib Ht. [GE]: 5.0000' 6.5000' 5.50 ft. SW Girt Trib. Ht. [GS]: 6.5000' B EW Girt Length: 8.6700' Tributary SW Girt Length: 23.0000' Suction EW Col. Trib. Width [CE]: SW Col. Trib. Width 8.6700' BSW Top -of- Parapet: 0.0000' [CS]: 23.0000' OpeningArea:1 0.00 sf Wind Speed:[ 90 mph Bldg. Porosity: Enclosed Wind Exposure: C Hurricane Prone Region? No MBMA Occ. Category: II -96 Interior Partition Walls? No Case 1: Windward Total Loadq Case 2: Leeward Total Load -► Maximum Windward Leeward Projection K q, Total Load Total Load u.wv raiaNci .. ...... - -- FSW Parapet - -- ....-- �� ... .............EW Parapet _........--- ....... Copyright Nucor Building Systems, 2004. 1 of 5 BDB FSW Top -of- Parapet: 0.0000' EW Top -of- Parapet: 0.0000' h: 20.0000' K,: 0.85 K,,: 1.00 R,: 1.00 q,,: 15.90 psf I: 1 K 0.90 G: - - -- GC t 0.18 a= 5.50 ft. Tributary Pressure Suction Suction Area Zones 4,5: Zone 4 Zone 5 Item (ft (psf) (psf) (psf) Sidewall Wnd Column 460 12.97 _ ....................<.._.... -14.40 -1449 0 Endwall Wind C m olun 173 14.04 _ ........ .................:....... 15.47 . -16.63 4 Sidewall Girt....... ..x. 76.........._.... 14 , 02 ..... .x.......- _ ............... .......:....... ............................... - 16 . 59 ....... ® I Endwall Girt 56 15.27 -16.70 -19.10 0 0 1 a WaII Panel Note: Value GCp in ....... . '. � . ....... .. ........ - , 22 :.14....... of results above reduced by 10% per Note 5 a I I of Figure 6 -11A since slope angle is <_ 10 °. Case 1: Windward Total Loadq Case 2: Leeward Total Load -► Maximum Windward Leeward Projection K q, Total Load Total Load u.wv raiaNci .. ...... - -- FSW Parapet - -- ....-- �� ... .............EW Parapet _........--- ....... Copyright Nucor Building Systems, 2004. 1 of 5 BDB FSW Top -of- Parapet: 0.0000' EW Top -of- Parapet: 0.0000' IBCIASCE 7 -05 Wind Loading Continued... h Applicable Roof Slope Angle = 2a I - 4a i `3 I - z -- (------- -- -- I I - t I I I I I I I ............ Suction in Zones I I I I 4a C� I 2 L - _ i I 3) I 2a h Applicable Roof Slope Angle = 4.76 deg a= 5.50 ft. Pressure ............ Suction in Zones All 2 2 :. ........................3 .- ............. 3 ............. , Item s (psf) (psf) (psf) (psf) (psf) Purlin /Joist �i4.:. 10.00 .......................... -20.35 -21.94 -26.71 -21.94 -28.30 Panel (A: 5 s9 10.00 -20.35 -23.53 .................... -28.30 ..................:............ -31.47 -44.19 :............. Fastener 10.00 -20.35 -23.53 = -28.30 ......... -31.47 ............... -44.19 A: 5 s Values Below are for Overhang Portion of Roof Purlin /Joist (A:176sf) 3.18 -22.63 - 22.63 ................... - - -- -12.72 � - - -- -Panel (A. 5 sf) 4.77 -27.02 .......:....................... -27.02 - - -- ........ 44.51 - - -- astener (A: 5 sf) 4.77 -27.02 -27.02 - - -- -44.51 - - -- Laterai szructurai (p = qn x G, G = GCpf - Case W1R (GCpi = -0.18) -8.11 psf -3.02 psf (C2: -0.51) (C3: -0.19) 9.22 psf F ternal (Cl: 0.58) UCtIOn Wind Direction Case W2R (GCpi = +0.18 -13.83 psf -8.74 psf (C2: -0.87) (C3: -0.55) 3.50 psf Internal (Cl: 0.22) ~ Pressure Wind Direction Net Lat < 10 psf. Add 1.08 psf to windward wall. Case W1L (GCpi = -0.18 -3.02 psf -8.11 psf (C2: -0.19) (C3: -0.51) -1.75 psf -1.75 psf Internal (C4: -0.11) (Cl: -0-11) : Suction _ Wind Direction Net Lat < 10 psf. Add 0.29 psf to windwart7 ..... .......... .I-- ..... - -.- ... ... ro .. . ....................... Case W2L (GCpi = +0.18) -8.74 psf -13.83 psf (C2: -0.55) (C3: -0.87) -7.47 psf -7.47 psf Internal (C4: -0.47) (Cl: -0.47) ~ Pressure _ Wind Direction 9.22 psf (C4: 0.58) wall. 3.50 psf (C4: 0.22) A3 Copyright Nucor Building Systems, 2004. 2 of 5 BDB 4 IBCASCE 7-05 Wind Loading Continued .Lateral Structural (p = qh x C, C = GCpf - GCpi) C IN 5 F (G + 0 .1J -8.11 psf (C2: -0.51) -8.11 psf -8.11 psf -8.11 psf (C3: -0.51) E: -14.15 psf (C2E: -0.89) (C3: -0.51) (C2: -0.51) 2 2 E: -14.15 psf (C3E: -0.89) 2 2 -4.29 psf Edge Dim (C2E): -4.29 psf -4.29 psf Edge Dim (C 3E): -4.29 psf (CII -0.27) Long i tud, n 1 A (C4 (CII: -0.27) 11.00 ft. Longitudinal VVind (C4: -0.27) ..................... .......................... ........................... Ca -13.83 psf (C2: -0.87) -13.83 psf -13.83 psf -13.83 psf (C3: -0.87) E -19.87 psf (C:EE: -1.25) (C3: -0.87) (C2: -0.87) E: -19.87 psf (C3E: -1.25) 2 2 2 2 ze -10.01 psf Edge Dim (C2E): -10.01 psf -10.01 psf Edge Dim (C3E): -10.01 psf (Cl: -0.63) LongituJAAA (C4: -0.63):: (Cl: -0.63) LongituJIMA (C4: -0.63) .............. ...... - .......... I ........ ............. ......... ........... ......... Case W7F (GCpi = +0.18 - 3.02 psf (C2: - 0A9) - 3.02 psf E: -5.56 psf (C2E: -0.35) (C3: -0.19) 1 a 3E -4.29 psf Edge Dim (C2E): (C1 .- -0.27) LongituJAMAd C a se W8 B (GCp -8.74 psf (C2: -0.55) -8.74 psf E: -11.29 psf (SEE: -0.71) (C3: -0.55) -10.01 psf Edge Dim (C2E): (Cl: -0.63) 11.00 ft. Longitudinal VVind -3.02 psf -3.02 psf (C3: -0.19) (C2 E: -5 psf (ME: -0.35) N �- - 3-' ` � -4.29 psf -4.29 psf Edge Dim (C3E): -4.29 psf (C4: -0.27):: (C1: -0.27) LongitudIJUNd (C4: -0.27) ................ ........... ....... ........ ................ -8.74 psf -8.74 psf (C3: -0.55) (C2 E' -11.29 psf (C3E: -0.71) 3 3 -10.01 psf -10.01 psf Edge Dim (C3E): -10.01 psf (C4: -0.63) : (Cl: -0.63) Longitudinal Wind (C4: -0.63) Copyright Nucor Building Systems, 2004. 3 of 5 BDB 113C/ASCE 7-05 Wind Loading Continued... .C6 .................................... .............................. --- -11-1. ... -111 ......... -- .......... - ........... I ......... ...' ....... ...... ...... ........ -1-1 ........... ng,itudinal Structural (p = qh x C, C GCpf - GCpi) ........................ 1. ...... ....... 1--1 ...... ...1.1-..--......'.-.-.1 ....... ...... ......................... :: Case W5F (GCpi = -0. 18) -8.11 psf -8.11 psf (C2: -0.51) (C2 Internal Internal 9 22 psf Suction -1.75 psf -1.75 PST Suction 9.22 psf (C:1: 0.58) (C4. -0.11) (C4: -0.11) (Cl: 0.58) Wind Direction Mind Direction -4.29 psf (C3 : -0.27) ................. ........ ------- -13.83 psf (C2: -0.87) 1' 3.50 psf Internal (Cl. 0.22) ~ Pressure Wind Direction -10.01 psf (C3: -0.63) -4.29 psf (C3: -0.27) ..................... ...................................... ............ -13.83 psf (C2: -0.87) -7.47 psf -7.47 psf Internal Pressure 3.50 psf (C4: -0.47) : (C4: -0.47) (Cl: 0.22) Wind Direction 10.01 psf /Z (C3: -0.63) A5 Copyright Nucor Building Systems, 2004. 4 of 5 BDB Input Data Seismic Considerations: IBC / ASCE 7 -05 Equivalent Lateral Force Procedure (per ASCE 7 - Section 12.8) Building Data Input: ASCE 7 -05 Nature of Occupancy Gable/Single Slope Width Length Distance to Ridge Roof Slope, s:12 Low Eave Height (Front SW) High Eave Height (Back SW) Mean Roof Height Roof Level Diaphragm Mezzanine Level Diaphragm Seismic Data Input: Spreadsheet Revision Number Latest Revision Date Project No U07M700. Description INTERWEST C/ Engineer: BDB. Date : 9/25/07 1.7 12/14/06 *Note: ASCE 7 -05 states "Where diaphragms are not flexible, the design shall include the torsion moment plus the accidental torsional moments caused by an assumed 5% displacement in either direction of the building masses. Due to the configuration of rigid frame metal buildings, accidental torsion is NOT required in the lateral seismic calculations. Thus accidental torsion due to diaphragm rigidity shall only be applied to the longitudinal seismic cafes. Short period response acceleration, S Ss 0.309 '! *Note. ASCE 7 -05 - Section 11 4?, states "Where the soil properties are not known in 1- second period response acceleration, S S1 0 166 sufficient detail to determine the site class. Site Class D shall be used unless the authority havinjur or geotechnical data determines Site Class E or F soils are Site Classification D ** present at the a " As a rasult_ Site Class D will be used on nearly all buildings. Roof Loading: * *'` Note: 20'0 of flat roof snow load used in seismic dead load calculations per NBS standards when flat roof snow load is greater than 30 psf DO NOT include snowdrift loads in Self weight (SW) 2.00 psf seismic dead load. Roof Dead Load (RDL) 3.00 psf Roof Collateral Load CDL * * ** ( ) 3.00 sf Note: Full Height Hardwall is applied at mean roof height (mrh) at Endwalls. Enter the Roof Snow (Pf) 34.65 psf ** height required to account for the fill dead load of the wall. Exterior Wall #1 (Left EW) Loads: Exterior Wall #3 (Right EW) Loads: Full Height Wall 0 Full Height Wall w/ Parapet * Full Height Wall 0 Full Height Wall w/ Parapet 0 Partial Height Hardwall 0 Partial Height Hardwall w/ Parapet 0 Partial Height Hardwall g 0 Partial Height Hardwall w/ Parapet E] Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Wall Length 55.00 feet Top Elevation 22.29 feet * * ** Wall Weight 2.50 psf + Exterior Wall #2 (Front SW) Loads: Full Height Wall 0 Full Height Wall w/ Parapet 0 Partial Height Hardwall 0 Partial Height Hardwall w/ Parapet 0 Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Wall Length 55.00 feet Top Elevation 22.29 feet ' ** Wall Weight 2.50 p sf Exterior Wall #4 (Back SW) Loads: Full Height Wall 0 Full Height Wall w/ Parapet 0 Partial Height Hardwall 0 Partial Height Hardwall w/ Parapet ❑ Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight; 0 Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self W Top Elevation 20.00 feet Top Elevation 24.58 feet Wall Weight 2.50 f Wall Weight 2.50 psf Interior Wall #5 (Partition) Loads: Full Height Wall 0 Full Height Wall w/ Parapet 0 Partial Height Hardwall 0 Partial Height Hardwall w/ Parapet 0 Exclude Wallin Lateral Seismic Calculations. (Shear Wall Supports Self Weight Top Elevation 22.29 feet * * "* Wall Weight 0.00 psf;;',__ Note: The weight of a concrete or masonry wall may be excluded from the scimic load calculations for lateral longitudinal seismic force resisting systems._ provided that details permit unrestrained movement of the seismic force resisting system relative to the wall. (This exclusion does not apply to metal panel walls, steel studs, wood, EIFS, or other flexible mall systems that are attached to the building framing at several points.) Per 1\4BMA "Seismic Design Guide for Metal Building Systems. Standard Buildings', Single Slope 55.00 feet 124.00 feet 55.00 feet 1.00 : 12 20.00 feet 24.58 feet 22.29 feet h6 Page 1 of 2 9/25/07 Input Data Seismic Considerations: IBC / ASCE 7 -05 - (Continued) Equivalent Lateral Force Procedure (per ASCE 7 - Section 12.8) Spreadsheet Revision Number: 2.1 Latest Revision Date : 9/12/05 Project No.: Description: Engineer : Date : U07M7002A INTERWEST CABINETS BDB 9/25/07 Mezzanine #1 Loads: & Mezzanine #2 Loads Floor Dead 6.00 sf SC ��e e Floor Dead Floor Live 20 00 psf ° *`* Floor Live Elevation 22.29 feet Elevation ** *'Note: 1) Use 25 °o percent of Floor Live Load ONLY if mezzanine designed for Storage (125 psf or greater) 2) Use 10 psf (or actual weight if greater) for partition walls on mezzanine Crane Loads : Aisle #1 Crane Loads: Aisle #2 Number of Aisles with this crane info Number of Aisles with this crane info Crane Type: JR / UH / Mono) TRDG Crane Type: JR / UH / Mono) TRDG Crane Beam +Channel Crane Beam +Channel Rail Wt Rail Wt 0.00 If 0.00 plf Bridge Wt. Bridge Wt. Hoist & Trolley Hoist & Trolley Elevation Elevation Crane Loads: Aisle #3 Number of Aisles with this crane info Crane Type: JR / UH / Mono) TRDG Crane Beam +Channel Rail Wt 0.00 plf Bridge Wt. Hoist & Trolley Elevation 47 Page 2 of 2 9/25/07 Lateral Calcs. (1) Lateral Seismic Calculations: IBC / ASCE 7 -05 Equivalent Lateral Force Procedure (per ASCE 7 - Section 12.8) Frame Description / Location: REW & LEW Building Data Input Echo: Spreadsheet Revision Number: 1.7 Latest Revision Date : 12/14/06 Project No.: Description: Engineer: ASCE 7 -05 Occupancy Category II Date: Seismic Force Resisting System Post & Beam Gable /Single Slope Single Slope Concentrated Loads - Mezzanine # 1 Width 55.00 feet Length of Runway - Aisle #I Length 124.00 feet Loading Area - Mezzanine 92: Distance to Ridge 55.00 feet Quantity of Cranes / Bay - Aisle 42: Roof Slope, s:12 1.00 : 12 024 kips p Low Eave Height 20.00 feet "'fed High Eave Height 24.58 feet Mean Roof Height 22.29 feet Bay Width 56.00 feet Length of Runway - Aisle #3: Frame Located at Bay: 10.00 feet 1- second period response acceleration, S1 S1 = 0.166 0 Left Endwall 0 Interior Frame Right Endwall 0 Int. Frame w/ Partition Hardwall (SW) Information: Roof Concentrated Load Information: Wall Length Exterior Wall 92 (Front SW): f Occupancy Importance Factor, le 1.00 Wall Length Exterior Wall 44 (Back SW): [ Roof concentrated loads: Fa = 1.39 3442 Ibs U07M7002A INTERWEST CABINETS BDB 9/25/07 Mezzanine Information: Crane Information: Loading Area - Mezzanine #L. 48 QO s ft. Quantity of Cranes / Bay - Aisle #1: Panel Load: Concentrated Loads - Mezzanine # 1 45984 lbs 22.29 feet Length of Runway - Aisle #I 7.28 kips _< Loading Area - Mezzanine 92: 0.135 kips/ft Exterior Wall #3 (Right EW) Loads Quantity of Cranes / Bay - Aisle 42: 11.19 feet Concentrated Loads - Mezzanine #2 024 kips p 2.72 ft-kips P Length of Runway - Aisle #2: "'fed +* Seismic Data Input Echo: Quantity of Cranes / Bay -Aisle #3: Short period response acceleration, Ss Ss = 0.509 Length of Runway - Aisle #3: 2800 Ibs 10.00 feet 1- second period response acceleration, S1 S1 = 0.166 *Note: Enter quantity of cranes for one aisle only, DO NOT increase the Seismic Data Output: crane quantities when crane information is used for more than one aisle. * *Note: Enter runway length, DO NOT double runway length as other seismic Occupancy Importance Factor, le 1.00 sheets have asked You to do previously. Site Coefficient Fa: Fa = 1.39 3442 Ibs Site Coefficient Fv: Fv = 2.14 ** *Note: ASCE 7 -05 - Sections 122.3, 12.2.3.1 and 12.2.32 states, "Where different seismic force - Max spectral response for short periods (Eq 11.4 -1): Max spectral response for I- second period (Eq 11.4 -2): Sms = 0.709 Sml = 0.355 resisting systems are used in combination to resist seismic forces in the same direction of Design spectral response for short periods (Eq 11.4 -3): Sds = 0.473 structural response, other than those combinations considered as dual systems, the more Design spectral response for I- second periods (Eq 11.4 -4): Shc -0236 stringent system limitation contained in Table 12.2-1 shall apply." In summon, the response Seismic Design Category: D modification coefficient, R, used for design in the direction tinder consideration shall not be Response Modification Coefficient, R: 3.25 * ** greater than the least value ofR for any of the systems utilized in that same direction. System Overstrength Factor, Q.: 25 *** Likewise, the deflection amplification factor. C,, and the system overstrenmh factor, R in the Deflection Modification Factor, C 3.25 * ** direction under consideration shall not be less than the largest value of this factor for anv of the Building Period Coefficient, Ct: 0.03 systems used in that same direction Approximate Fundamental Period, Ta (Eq 12.8 -7): 0.308 Seismic Load Output: 0lbs Seismic Base Shear, V (Eq 12.8 -1) 7.87 hips Seismic Response Coefficient, Cs (Eq 12.8 -1 to 12.8 -6) 0.145 Distribution Exponent, k 1.00 w ._ Root Weight: Panel Load: Roof Loads 45984 lbs 22.29 feet 1025069 7.28 kips 162.32 ft-kips 16.53 psf 0.135 kips/ft Exterior Wall #3 (Right EW) Loads 3065 Ibs 11.19 feet 34283 024 kips p 2.72 ft-kips P ErBttt' "'fed Load Elevation Exterior Wall #2 (Front SW) Loads 2800 Ibs 10.00 feet 28000 0.20 kips 1.99 ft-kips kips 18.67 feel Exterior Wall #4 (Back SW) Loads 3442 Ibs 12.29 feet 42304 0.30 kips 3.69 ft -kips 0.IS9 kips 23.25 feet Crane Aisle #1 0lbs Crane Aisle #2 0 Ibs Crane Aisle #3 0lbs Mezzanine #1 1248 lbs 22.29 feet 27818 0.20 Ai s 4.40 R -ki s 0.10 ki s 21.29 get Mezzanine #2 0 lbs Totals 1 56539 his - 1157474 8.22 kips 175.13 ft -kips Frame BaseThear: 7.867 kiss Lateral Calcs. (2) Lateral Seismic Calculations: IBC / ASCE 7 -05 Equivalent Lateral Force Procedure (per ASCE 7 - Section 12.8) Frame Description / Location: Frame Lines 2 -5 Building Data Input Echo: ASCE 7 -05 Occupancy Category Seismic Force Resisting System Gable /Single Slope Width Length Distance to Ridge Roof Slope, s:12 Low Eave Height High Eave Height Mean Roof Height Bay Width Frame Located at Bay: Spreadsheet Revision Number: 1.7 Latest Revision Date : 12/14/06 Project No.: U07M7002A Description: INTERWEST CABINETS Engineer : BDB II Date : 9/25/07 Rigid Fraiiie ' Single Slope 55.00 feet 124.00 feet 55.00 feet 1.00: 12 20.00 feet 24.58 feet 22.29 feet 24;00 feet''' Q Left Endwall Interior Frame O Right Endwall O Int. Frame w/ Partition Hardwall (SW) Information: Roof Concentrated Load Information: Wall Length Exterior Wall 92 (Front SW). 24 00!'feet Roof concentrated loads: Wall Length Exterior Wail #4 (Back SW) 2400 feet Mezzanine Information: Crane Information: Loading Area - Mezzanine 91 96:00 sQ ft: Quantity of Cranes / Bay - Aisle 41: Concentrated Loads - Mezzanine #1. Length of Runway - Aisle #l: +* Loading Area - Mezzanine #2: F Quantity of Cranes / Bay - Aisle 92: Concentrated Loads - Mezzanine #2 Length of Runway - Aisle #2: «* Seismic Data Input Echo: Quantity of Cranes / Bay -Aisle #3: Length of Runway - Aisle 43: Short period response acceleration, Ss Ss = 0.509 1- second period response acceleration, S Sl = 0.166 *Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane information is used for more than one aisle Seismic Data Output: * *Note: Enter runway length, DO NOT double runway length as other seismic Occupancy Importance Factor, Ie 1.00 sheets have asked you to do previously. Site Coefficient Fa: Fa = 1.39 Site Coefficient Fv: Fv = 114 ** *Note: ASCE- 7 -05 - Sections 122.3, 11 2.3,1 and 122.32 states, "Where different seismic force - Max spectral response for short periods (Eq 11.4 -1): Sms = 0.709 resisting systems are used in combination to resist seismic forces in the same direction of Max spectral response for 1- second period (Eq 11.4 -2): Sm 1 =0.355 structural response, other than those combinations considered as dual systems, the more Design spectral response for short periods (Eq 11.4 -3): Sds = 0.473 Design spectral response for 1- second periods (Eq 11.4 -4): Sill = 0.236 stringent system limitation contained in Table 122 -1 shall apply." In aimman, the response Seismic Design Category: D modification coefficient, R, used for design in the direction under consideration shall not be Response Modification Coefficient, R: 3.25 * ** greater than the least value of R for any of the systems utilized in that same direction. System Overstrengtb Factor, 52 2 ** Likewise, the deflection amplification factor. C and the system oveistrength factor, 2 in the Deflection Modification Factor, C 3.25 ** direction under consideration ;hall not be less than the ]arrest value of this factor for anv of the Building Period Coefficient, Ct: 0 systems used in that same direction_ Approximate Fundamental Period, Ta (Eq 128 -7): 0.335 Seismic Load Output: Seismic Base Shear, V (Eq 12.8 -1) 3.52 kips Seismic Response Coefficient, Cs (Eq 12.8 -1 to 12.8 -6) 0.145 Distribution Exponent, k 1.00 M1 I (itrtliittioti; tc nstderatmns Efl Seism c Weight Etevahon Ver#* DistL, Seismic £ores , Sers=lFBase Mement Er £me I iifo m I.oa+Is ° , Roof Weight. =Panel Load: Roof Loads 19708lbs 22.29 feet 439315 3.03 kips 67.48 ft-kips 15.77psf a055kips/ft Interior Wall #5 (Partition) Loads 0lbs �meCouaeeffed A , Load Elevation Exterior Wall #2 (Front SW) Loads 1200 Ibs 10.00 feet 12000 0.08 kips 0.83 ft -kips 0.044 kips 18.67 feet Exterior Wall #4 (Back SW) Loads 1475 Ibs 12.29 feet 18130 0.12 kips 1.54 ft -kips 0.066 kips 2 Crane Aisle #1 0 Ills _ Crane Aisle #2 0 Ibs Crane Aisle #3 0lbs Mezzanine #] 24961bs 2229 feet 55636 0.3 8 ki s 8.54 ft - ki s 0.38 ki s Mezzanine #2 0 Ills Totals 24879 lbs - 525081 3.62 kips 78.38 ft - kips I'raine B(ise Shear: Longitudinal Calcs. Longitudinal Seismic Calculations: IBC / ASCE 7 -05 Equivalent Lateral Force Procedure (per ASCE 7 - Section 12.8) Building Data Input Echo: 101823 lb s ASCE 7 -05 Occupancy Category II Low SW Force Resisting System X- Bracing High SW Force Resisting System X- Bracing Gable /Single Slope Single Slope Width 55.00 feet Length 124.00 feet Distance to Ridge 55.00 feet Roof Slope, s:12 1.00 :12 Low Eave Height 20.00 feet High Eave Height 24.58 feet Mean Roof Height 22.29 feet Roof Concentrated Load Information: Roof concentrated loads: p0,. Mezzanine Information: 101823 lb s Loading Area - Mezzanine #1: 496.00 . fL 15.98 kips Concentrated Loads - Mezzanine #1. Bracing Uniform Loading Area - Mezzanine #2: 30651 s Concentrated Loads - Mezzanine #2: 34283 Seismic Data Input Echo: 2.70 ft -kips Short period response acceleration, Ss Ss = 0.509 1- second peri od response acceleration, S Sl = 0.166 Seismic Data Output: Occupancy Importance Factor, le 1.00 Site Coefficient Fa: Fa = 1.39 Site Coefficient Fv: Fv = 2.14 Max spectral response for short periods (Eq 11.4 -1): Sms = 0.709 Max spectral response for I- second period (Eq 11.4 -2): Sml = 0.355 Design spectral response for short periods (Eq 11.4 -3): Sds = 0.473 Design spectral response for I- second periods (Eq 11.4 -4): SdI = 0.236 Seismic Design Category: D Response Modification Coefficient, R: 3.25 System Overstrength Factor, 52 2 Deflection Modification Factor, C d : 3.25 Building Period Coefficient, Ct: 0.03 Approximate Fundamental Period, Tat (Eq 12.8 -7): 0.308 Seismic Load Output: Loads ; "" Seismic Base Shear, V (Eq 12.8 -1) 19.00 kips Seismic Response Coefficient, Cs (Eq 12.8 -1 to 12.8 -6) 0.145 Distribution Exponent, k 1.00 Koot Loads 101823 lb s 22.29 feet 2269795 15.98 kips 356.25 ft -kips Bracing Uniform Exterior Wall #1 (Left EW) Loads 30651 s 11.19 feet 34283 024 kips 2.70 ft -kips Roof Snow: 34.65 s Seismic Dead W: 9.43 psf Exterior Wall #3 (Right EW) Loads 3065 Ibs 11.19 feet 34283 0.24 kips 2.70 ft -kips Total Seismic W: 16.36 sj Seismic Factor: 0.145 Interior Wall #5 (Partition) Loads O lbs IL 19 feet = - $t5 find ,. gcetiirated Loads ; "" Load Elevation Exterior Wall #2 (Front SW) Loads 6200 lbs 10.00 feet 62000 0.44 kips 4.37 ft-kips 0.218 hips 20.00 feet Exterior Wall #4 (Back SW) Loads 7621 lbs 12.29 feet 93673 0.66 kips 8.11 ft -kips 0.330 /. - fps 24.58 fee[ Crane Aisle #I 0 Ibs Crane Aisle #2 0 Ibs Crane Aisle #3 01 s Mezzanine #1 12896 Ibs 22.29 feet 287452 2.02 kips 45.11 ft -kips 1.23 hips 12.29 feet Mezzanine #2 0 Ibs - - Totals 134670 lbs - 1 2781487 1 19.58 kins 419.23 k_kinc tar.,. i- rz... Shunr• rR 002 L;_ Spreadsheet Revision Number: 1.7 Latest Revision Date : 12/14/06 A Project No.: U07M7002A Description: INTERWEST CABINETS Engineer: BDB Date : 9/25/07 Hardwall Information: Wall Length Exterior Wall 92 (Front SW): 124.fl0 fcef Wall Length Exterior Wall #4 (Back SW): 124.00 feet Wall Length Interior Wall #5 (Partition): 55.00 feet Crane Information. Quantity of Cranes - Aisle # 1: Length of Runway - Aisle 41: *.z Quantity of Cranes - Aisle 92: Length of Runway - Aisle 92: Quantity of Cranes - Aisle #3: Length of Runway - Aisle #3: ** *Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane information is used for met e than one aisle. "Note: Enter ivmvav length, DO NOT double runwav length as other seismic sheets have asked you to do previously. ***Note: ASCE 7 -05 - Sections 1223, 122.3.1 and 12 2 32 states, "Vk -1here different seismic force - resisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, the more strin system limitation contained in Table 122 -1 shall apply." In summary, the response * ** modification coefficient, R, used for design ill the direction under consideration shall not be * ** bReater than the least value of R for anv of the systems utilized in that same direction_ *sr Likewise, the deflection amplification factor, Cd, and the system overstrength factor, WO, in the direction under consideration shall not be less than the largest value of this factor for an_v of the systems used in that same direction. Bldg. Width [B]: 24.0000' Dist. To Ridge [W]: 12.0000' Bldg. Length [D]: 10.5000' Left Eave Ht. [LEH]: 12.0000' Right Eave Ht. [REH]: 12.0000' Left Roof Slope: 1.00:12 Right Roof Slope: 1.00:12 Bay Width [Bay]: ��Z� Purlin Trib. Width [P]: /0( IMASCE 7 -05 Wind Loading g 6.5000' Project No.: U07M7002 Version 2.9 (12/8/06 by DJE) 10.6670' Description: INTERWE5T CABINET: 0.0000' ..j tent andacldirr W11� Code Edition: 2005 Building Type: Gable Roof: Nucor Classic Roof TM Bldg. Width [B]: 24.0000' Dist. To Ridge [W]: 12.0000' Bldg. Length [D]: 10.5000' Left Eave Ht. [LEH]: 12.0000' Right Eave Ht. [REH]: 12.0000' Left Roof Slope: 1.00:12 Right Roof Slope: 1.00:12 Bay Width [Bay]: 10.5000' Purlin Trib. Width [P]: 5.0000' EW Girt Trib Ht. [GE]: 6.5000' SW Girt Trib. Ht. [GS]: 6.5000' EW Girt Length: 10.6670' SW Girt Length: 7.8300' T LEH i EW Col. Trib. Width [CEJ:J SW Col. Trib. Width [CS]: 10.6670' ] BSW Top -of- Parapet: OpeningArea:1 0.0000' FSW Top -of- Parapet: 0.0000' 7.8300' I: 1 K 0.85 G: - -- 0.00 sf EW Top -of- Parapet: 0.0000' ..j tent andacldirr W11� Wind Speed: 1 90 mph I Bldg. Porosity: Enclosed Wind Exposure: C Hurricane Prone Region? No MBMA Occ. Category: II -96 Interior Partition Walls? No Copyright Nucor Building Systems, 2004. 1 of 4 BDB h: 12.0000' K 0.85 K 1.00 R 1.00 q 14.96 psf I: 1 K 0.85 G: - -- GC, t 0.18 stri tent andacldirr W11� a= 3.00 ft. Tributary Pressure Suction Suction Area Zones 4,5 Zone 4 Zone 5 Item (ftZ) (psf) (psf) (psf) Sidewall Wind Column 94 13.85 -15.19 -16.92 O� ® „Endwall Wind Column 128 13.53 - 14.87„ „ - 16,28 ® I I Sidewall Girt 51 14.48 ? -15.83 -18.19 0 a Endwall Girt ....................................-1111..........................................................._.......................... 69 14.16 -15.51 ............................... -17.55 Wall Panel ..... ..14 ..... - 20 . 84 .._... ... ....... .._..._..- Note: Value of GCp in results abov r .. . d by 10% per Note 5 Copyright Nucor Building Systems, 2004. 1 of 4 BDB IBC /ASCE 7 -05 Wind Loading Continued... Lateral Structural (p = qh x C, C = GCpf - GCpi) Case W1 R (GCpf = -0.18) Case W1L (GCpi = -0.18 -7.63 psf -2.84 psf -2.84 psf -7.63 psf (C2: -0.51) (C3: -0.19) (C2: -0.19) (C3: -0.51) -1.65 psf 8.68 psf 8.68 psf Internal (C4: - 0.11) -1.65 psf Internal (C4: 0.58) (Cl: 0.58) Suction (C1: -0.11) -- Suction Wind Wind Direction Direction Net Lat < 10 psf. Add 0.54 psf to windward wall. Net Lat < 10 psf. Add 0.54 psf to windward wall. Case W2R (GCpi = +0.18 ` Case W2I�GCpi = +0.18 -13.02 psf -8.23 psf -8.23 psf -13.02 psf (C2: -0.87) (CI-0.55) (C2: -0.55) (C3: -0.87) -7.03 psf : 3.29 psf 3.29 psf [ Pr essure Internal (C4: -0.47) 7.03 psf Internal (C4: 0.22) (C1: 0.22) (Cl: (C -0.47) Pressure Wind Wind Direction Directon Net Lat < 10 psf. Add 0.54 psf to windward wall. :Net Lat < 10 psf. Add 0.54 psf to windward wall. Copyright Nucor Building Systems, 2004. 2 of 4 BDB (z I © a Applicable Roof Slope Angle = 4.76 deg - - a = 3.00 ft. Pressure Suction in Zones All 1 2 2 ............ ........... 3...--- -..... , Item z (psf) (psf) (psf) (psf) (psf) Purlin /Joist ©� O O O ..... 53sf) ...(& 10.00 . ...................... ........................:..........................:..... - 16.58 = -22.08 - -- -26.27 - - -- P anel (A: 5 sf) 10.00 -17.66 -29.62 ..................... ....................:.......... .... _ - -- -44.59 - - -- .......................... ........... - - ..... I- Fastener A:5s 10.00 -17.66 -29.62 ....... ................ ... - - -- -44.59 - -- (1 - - (2) -- © Values Below are for Overhan Portion Roof - of Purlin /Joist 3sf) 3.41 -24.36 -24.36 ................... - - -- -20.34 h Panel So 4.49 .......... ....... ...... - 25.44 .......... ........................ ............................... -25.44 .......................... .............. - - -- -41.89 ............... Fastener (A: 5 sf) 4.49 -25.44 -25.44 - - -- -41.89 - - -- Mayn VltinTForce esis#)pg Systems.:. -' Lateral Structural (p = qh x C, C = GCpf - GCpi) Case W1 R (GCpf = -0.18) Case W1L (GCpi = -0.18 -7.63 psf -2.84 psf -2.84 psf -7.63 psf (C2: -0.51) (C3: -0.19) (C2: -0.19) (C3: -0.51) -1.65 psf 8.68 psf 8.68 psf Internal (C4: - 0.11) -1.65 psf Internal (C4: 0.58) (Cl: 0.58) Suction (C1: -0.11) -- Suction Wind Wind Direction Direction Net Lat < 10 psf. Add 0.54 psf to windward wall. Net Lat < 10 psf. Add 0.54 psf to windward wall. Case W2R (GCpi = +0.18 ` Case W2I�GCpi = +0.18 -13.02 psf -8.23 psf -8.23 psf -13.02 psf (C2: -0.87) (CI-0.55) (C2: -0.55) (C3: -0.87) -7.03 psf : 3.29 psf 3.29 psf [ Pr essure Internal (C4: -0.47) 7.03 psf Internal (C4: 0.22) (C1: 0.22) (Cl: (C -0.47) Pressure Wind Wind Direction Directon Net Lat < 10 psf. Add 0.54 psf to windward wall. :Net Lat < 10 psf. Add 0.54 psf to windward wall. Copyright Nucor Building Systems, 2004. 2 of 4 BDB IBC /ASCE 7 -05 Wind Loading Continued... Lateral Structural (p = x C, C = GCpf - GC .............. Case W58 (GCpf = +0.18 -7.63 psf (C2: -0.51) -7.63 psf E: -13.32 psf (C2E: -0.89) (C3: -0.51) 22E 2 Edge Dim (C2E): 4.04 psf -4.04 psf 6.00 ft. (C4: -0.27) (Cl: -0.27) Longitudinal Wind Case W68 (GCpf = -0.18 -13.02 psf (C2: -0.87) -13.02 psf E: -18.70 psf (C2E: -1.25) (C3: -0.87) of 2 2 ' Edge Dim (C2E): -9.43 psf 6.00 ft. (Cl: -0.63) Longitudinal Wind !/ ............................ ............................... Case W78 (GCpf = +0.181 (C2: - 0.51) M -4.04 psf -4.04 psf (C -0.27) (Cl: -0.27) -- - ..... 8 .......... ........... ........ ... 3 .... ps f f ( (... .--....... : ...-0..... 51 ......) ...........- Case W5F (GCpf = +0.1 -7.C3. -7.63 psf E: -13.32 psf (C3E: -0.89) ............................... ....... s ..... ( .. C3 ... 3.............0.87. ) ........... : Case W6F (GCpf = -0.181 -13.02 pf : - -13.02 psf E: -18.70 psf (C3E: -1.25) (C2: -0.87) 1�, 2 zs Edge Dim (C3E): -9.43 psf -9.43 psf 6.00 ft. (C4: -0.63) (Cl: -0.63) Longitudinal Wind -9.43 psf (C4. Case W7F (GCpf = +0.18 -2.84 psf (C3: -0.19) -2.84 psf E: -5.24 psf (C3E: -0.35) -2.84 psf (C2: -0.19) -2.84 psf E: -5.24 psf (C2E: -0.35) (C3: -0.19) Edge Dim (C2E): - x.04 psf -4.04 psf 6.00 ft. (C4: -0.27) (C1: -0.27) Longitudinal Wind ......... .......... ..................... ............ ........ Case W88 (GCpi -8.23 psf (C2. -8.23 psf E: -10.62 psf (SEE: -0.71) � .55) Edge Dim (C2E): 6.00 ft. -9.43 psf (C1: -0.63) Longitudinal Wind (C2: -0.19) Edge Dim (C3E): -4.04 psf -4.04 psf 6.00 ft. (C4: -0.27) (Cl: -0.27) Longitudinal Wind !/ Case W8F (GCpi = -0.1 - 8.23 psf (C3: -0.55) -8.23 psf E: -10.62 psf.(C3E: -0.71) (C2: -0.55) -9.43 psf Edge Dim (C3E): _9.43 psf (C4: -0.63): -9.43 psf 6.00 ft. (C4: -0.63) (Cl: -0.63) Longitudinal Wind Copyright Nucor Building Systems, 2004. 3 of 4 BDB IBC /ASCE 7 -05 Wind Loading Continued... ............................................................. Lon Longitudin a l al Structural P = ..qh ........................ ........ .................................... ............................... ( . .. C , ... C = .. GC . . I? f - GC ....... x .. .......... i ..: .... ........ .............. ..... .......................- Case W58 (GCpi = -0.18) Case W5 (GCpi = - 0.18,) -7.63 psf (C2: -0.51) Internal -1.65 psf 8.68 psf Suction (C4: -0.11) (Cl: 0.58) Wind Direction -4.04 psf (C3: -0.27) Case W68 (GCpi = +0.18) -13.02 psf (C2: -0.87) Internal 329 psf � Pressure (Cl: 0.22) W nd Direction ww- -9.43 psf (C3: -0.63) -7.63 psf (C2: -0.51) Internal 8.68 psf -1.65 psf Suction (Cl: 0.58) (C4: -0.11) _ Wind Direction -4.04 psf (C3. ...... Case W6F (GCpi = +0.1J -13.02 psf -7.03 psf (C4: -0.47) (C2: -0.87) -7.03 psf Internal y (C4: -0.47) ~Pressure Wind Direction 9.43 psf (C3: -0.63) 3.29 psf (Cl: 0.22) A q Copyright Nucor Building Systems, 2004. 4 of 4 BDB Project No.: U07M7002A BUILDING SYSTE!►!s I RC4[jp Description: INTERWESTCABINET. ADIVISION OF NUCOR CORPORATION Engineer: BOB Alternate Snow Loading on Gable Roofs (per ASCE 7 -05 Section 7.6.1 and Figure 7 -5) Version 1.3 (09120105) By DJE Input Values Building Length: 10.5000 ft Left Distance to Ridge: 12.0000 ft Left Roof Rise: 1.0000 ft Left Slope: 1 .000:12 Ground Snow Load: 50.00 psf Exposure Factor (Ce): 0.9 Thermal Factor (Ct): 1.1 Calculations Left Slope Factor (Cs): 1.0 Left Roof Snow: 34.65 psf Left Roof Angle: 4.76° Left Angle Limit: 6.33° Snow Density: 20.50 pcf Min. Uniform Roof Snow: 34.65 psf Wind to Riaht Windward Snow Load: 34.65 psf Leeward Snow Load: 34.65 psf Surcharge Snow Load: N/A Surcharge Snow Length: N/A Budding Width, W LeR Evve�oRtdge Di Right Esv 4,Mdge Dist, Wind Dlnetion M—d Snow, P. Bat —! Snow. P, 8L 0 R Building Width: 124.0000 ft Right Distance to Ridge: 12.0000 ft Right Roof Rise: 1.000 ft Right Slope: 1 .000:12 MBMA Occupancy: II -96 Snow Imp. Factor (Is): 1.0 Roof Surface: All Other Surfaces Right Slope Factor (Cs): 1.0 Right Roof Snow: 34.65 psf Right Roof Angle: 4.76° Right Angle Limit: 6.33° Min. Uniform Roof Snow: 34.65 psf Wind to Left Windward Snow Load: 34.65 psf Leeward Snow Load: 34.65 psf Surcharge Snow Load: N/A Surcharge Snow Length: N/A Building Width, W Left Eay.- so-Ridg. Dist Right F. —Ridge Dist Wind Dir Building Width, W UR E. —Ridge Din. Right F—Ridgc Dirt. / Length, I3) Wind Directitm 0.3P, td. � Surd>arce Load, h> P, P, V / Y Alternate Snow 2 o j� Alternate Snow 1 SUMMARY OF DRIFT ON PURLINS /FRAMES •: NAME INTERWEST CABINETS JOB NUMBER 1.1071 Purlins + IBC / ASCE 7 + Support Type Code Name ff Purlins , 5" subtracted from 1st space MBMA Occupancy Category II -96 + . _..___._........__......... for cantilever span in moment dist, m _od_el f Roof Dead Load _ 3.00 psf Typ. Support Spacing_ 5.00 ! ft Collateral Dead Load 3. 00 psf Roof Live Load 20,00 psf Upper Roof Width (Wb) 80_00 ft Ground Snow (Pg) _ 50.00 psf Upper Roof Slope _ 1.00 :12 Exposure Factore (Ce) 0.9 Roof Step(Hr) or Valley Ht(hv) 12.5 ft Thermal Factor (Ct) 1,10___ Lower Roof Wldth(Wbl) ft Roof Surface All Other Surfaces Lower Roof Slope 1,00 :12 Slope Factor (Cs) 1.00 Distance From Existing 0600 ft Snow Importance Factor (Is) 1.00 ® Gable Structure Lower Roof Dist. to Ridge (W) 12400 ft Normal Drift + Code # 17 Code Name IBC / ASCE 7 Hr used 12.50 Pg used 50.00 Pf used 34.65 Wb used 80.00 D (pcf) 20.50 hb (ft) 1.69 hd (ft) 3.66 Drift MAX. (psf) 74.96 Wd (ft) 14.63 Drift MIN. (psf) 21.15 SLOPE ft - 5.13 Calculation Notes: 172.65 1 172.65 1 172.65 Version 2.6, Date: 02/28/06 nucor RDB 9178/07 cy- SUMMARY OF DRIFT ON PURLINS /FRAMES JOB NUMBER U07M7002 - � 17 Code Name IBC / ASCE 7 Support Type e IBC / ASCE MBMA Occupancy Category II -96 ` (if'purlins'; 5" subtracted from 1st space 12.50 ... I_._ ............. . Roof Dead Load 3 .00 psf __...3.00psf _20.00 for cantilever span in moment dist_mo>del. T Support Spacin 7(pcf) 50.00 Collateral Dead Loadl __ yp. 24.00 ft 9 � — — 1 34,65 _ Roof Live Load ! _ I psf Upper Roof Width (Wb)I_ 80.00 ft 80.00 Ground Snow (Pg) 50 00__ Upper Roof Slope! 1.00_1:12 hb (ft) 20.50 Exposure Factore (Ce)J____0.90 ! Thermal Factor (Ct) Roof Step(Hr) or Valley Ht(hv)l__12.50 �ft hd (ft) 1.69 3.66 ,.. _ ,1.10 _� Roof Surface All Other Surfaces Lower Roof Width(Wbi)._ 10.50 - -- � _ _ ft I Drift MAX. (psf) 74.96 Slope Factor (Cs) 1.00 Lower Roof Slope ---- 1 - 00 .--- i'12 Wd (ft) 14.63 Snow Importance Factor (Is) 1.00 ® Gable Structure Distance From Existing 0.00 ft Lower Roof Drift MIN. (psf) 21.15 Dist. to Ridge (W) l ft SLOPE (psf /ft) 5.33 1 34.38 58.30 94.10 nucor BDB o , 64-1 K I D Version 2.6, Date: 02/28/06 9/18/07 \' V a SUMMARY OF DRIFT ON PURLINS /FRAMES •: NAME INTERWEST CABINETS JOB NUMBERj U07147002 Frames i BC / ASCE 7 Support Type Code Name (If 'purlins , 5" subtracted from 1st space MBMA Occupancy Category ' II -96 _ _ for cantilever span in moment dist. model. Roof Dead Load 3.00 psf Typ. Support Spacing 24.00 ft Collateral Dead Load 3.00 psf Roof Live Load _20.00 psf Upper Roof Width (Wb) 200.00 ft Ground Snow TO 50.00 psf Upper Roof Slope _1.00 :12 Exposure Facture (Ce) 0.90 Roof Step(Hr) or Valley Ht(hv) 5.00 ft Thermal Factor (Ct) 1.10_ Lower Roof Width(Wbi) 10.50_ ft Roof Surface All Other Surfaces Lower Roof Slope 1_00_ :12 Slope Factor (Cs) 1.00 Distance From Existing 000 ft Snow Importance Factor (Is) 1.00 ® Gable Structure Lower Roof Dist. to Ridge Mi 12 . 0 0 ft 14.52 Snow (pit) '4.11 179.56 503.28 828.73 (plrp` s_ _ __ 54, 5 . ; 10164, ., 29049 ':• x}78.34; now (plf) 219.20 1 461.85 1 526.77 828.73 828.73 Normal Drift i Code # 17 Code Name IBC / ASCE 7 Hr used 5.00 Pg used 50.00 Pf used 34.65 Wb used 200.00 D (pcf) 20.50 hb (ft) 1.69 hd (ft) 3.31 Drift MAX. (psf) 67.85 Wd (ft) 13.24 Drift MIN. (psf) 14.04 SLOPE sf/ft) - 5.13 828.73 438',34: 828.73 Calculation Notes: 249.63 828.73 1 828.73 1 828.73 Version 2.6, Date: 02/28/06 11.96 828.73 kI 7,5 nucor BDB 9/25/07 E 4 V D Exclude Wallin Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Wall Length 24.00 feet Top Elevation 12.50 feet * " ** Wall Weight 2.50 psf Exterior Wall #2 (Front SW) Loads: Full Height Wall 0 Full Height Wall w/ Parapet 0 Partial Height Hardwall 0 Partial Height Hardwal l w/ Parapet D Exclude Wallin Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Wall Length 24.00 feet Top Elevation 12.50 feet Wall Weight 2.50 psf Exterior Wall #4 (Back SW) Loads: 0# Full Height Wall 0 Full Height Wall w/ Parapet 0 Partial Height Hardwall 0 Partial Height Hardwall w/ Parapet Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight' 0 Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self W Top Elevation 12.00 feet Top Elevation 12.00 feet Wall Weight 2.50 psf J Wall Weight 2.50 psf Interior Wall #5 (Partition) Loads: Full Height Wall 0 Full Height Wall w/ Parapet 0 Partial Height Hardwall 0 Partial Height Hardwall w/ Parapet Exclude Wallin Lateral Seismic Calculations. (Shear Wall Supports Self Weight Top Elevation 12.50 feet * * ** Wall Weight 0.00 sf Note: The weight ofa concrete or masonry wall may be excluded from the seimic load calculations for lateral / longitudinal seismic force resisting systems.. provided that details permit unrestrained movement of the seismic force resisting system relative to the wall. (This exclusion does not apply to metal panel walls, steel studs, wood, EIFS_ or other flexible wall systems that are attached to the building framing at several points.) Per MBMA "Seismic Design Guide for Metal Building Systems. Page 1 of 2 9/18/07 Input Data Seismic Considerations: IBC / ASCE 7 -05 Equivalent Lateral Force Procedure (per ASCE 7 - Section 12.8) Spreadsheet Revision Number: 1.7 Latest Revision Date : 12/14/06 Building Data Input: Project No-: U07M7002A Description INTERWEST CABINETS ASCE 7 -05 Nature of Occupancy Standard Buildings, Engineer BDB Gable /Single Slope Gable Date : 9/18/07 Width 2.100 feet Length 1050 feet Distance to Ridge 12.00 feet Roof Slope, s:12 1.00 :12 Low Eave Height (Front SW) 12.00 feet High Eave Height (Back SW) 12.00 feet Mean Roof Height 12.50 feet Roof Level Diaphragm Flexible * *Note: ASCE 7 -05 states "Where here diaphragms are not flexible, the design shall include the Mezzanine Level Diaphragm Rigid ! torsion moment plus the accidental torsional moments caused by an assumed 5% displacement in either direction of the building masses. Due to the configuration of rigid frame metal buildings, accidental torsion is NOT required in the lateral seismic calculations. Thus accidental torsion due to diaphragm rigidity shall only be applied to Seismic Data Input• the longitudinal seismic cafes. Short period response acceleration, S Ss = 0.509 * *Note: ASCE 7 -05 - Section 1 1.4.2, states "Where the soil properties are not known in 1- second period response acceleration, S, S1 = 0.166 sufficient detail to determine the site class.. Site Class D shall be used unless the authority having jurisdiction or geotechnical data determines Site Class E or F soils are Site Classification D ** resent at the site." As a result, Site Class D will be used on nearly all buildings. P "• Roof Loading: ** *Note: 20 °0 of flat roof snow load used in seismic dead load calculations per NBS standards when flat roof snow load is greater than 30 psf DO NOT include snow drift loads in Self weight (SW) 200 psf seismic dead load. Roof Dead Load (RDL) 3.00 psf Roof Collateral Load (CDL) 3.00 psf ' * ** *Note: Full Height Hardwall is applied at mean roof height (mrh) at Endwalls. Enter the Roof Snow (Pf) 34.65 sf * ** height reouired to account for the full dead load of the wall. Exterior Wall #1 (Left EW) Loads: Exterior Wall #3 (Right EW) Loads: Full Height Wall 0 Full Height Wall w/ Parapet * Full Height Wall 0 Full Height Wall w/ Parapet 0 Partial Height Hardwall 0 Partial Height Hardwall w/ Parapet 0 Partial Height Hardwall 0 Partial Height Hardwall w/ Parapet D Exclude Wallin Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Wall Length 24.00 feet Top Elevation 12.50 feet * " ** Wall Weight 2.50 psf Exterior Wall #2 (Front SW) Loads: Full Height Wall 0 Full Height Wall w/ Parapet 0 Partial Height Hardwall 0 Partial Height Hardwal l w/ Parapet D Exclude Wallin Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Wall Length 24.00 feet Top Elevation 12.50 feet Wall Weight 2.50 psf Exterior Wall #4 (Back SW) Loads: 0# Full Height Wall 0 Full Height Wall w/ Parapet 0 Partial Height Hardwall 0 Partial Height Hardwall w/ Parapet Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight' 0 Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self W Top Elevation 12.00 feet Top Elevation 12.00 feet Wall Weight 2.50 psf J Wall Weight 2.50 psf Interior Wall #5 (Partition) Loads: Full Height Wall 0 Full Height Wall w/ Parapet 0 Partial Height Hardwall 0 Partial Height Hardwall w/ Parapet Exclude Wallin Lateral Seismic Calculations. (Shear Wall Supports Self Weight Top Elevation 12.50 feet * * ** Wall Weight 0.00 sf Note: The weight ofa concrete or masonry wall may be excluded from the seimic load calculations for lateral / longitudinal seismic force resisting systems.. provided that details permit unrestrained movement of the seismic force resisting system relative to the wall. (This exclusion does not apply to metal panel walls, steel studs, wood, EIFS_ or other flexible wall systems that are attached to the building framing at several points.) Per MBMA "Seismic Design Guide for Metal Building Systems. Page 1 of 2 9/18/07 w FALMIIIIIIIII Seismic Considerations: IBC / ASCE 7 -05 - (Continued) Equivalent Lateral Force Procedure (per ASCE 7 - Section 12.8) Project No.: Description: Engineer : Date : Mezzanine #1 Loads: Input Data Spreadsheet Revision Number: 2.1 Latest Revision Date: 9/12/05 U07M7002A INTERWEST CABINETS BDB 9/18/07 Mezzanine #2 Loads: Floor Dead 6 00 Psf Floor Dead Crane Beam +Channel Floor Live Rail Wt 2000 psi �` *'`* Floor Live 0.00 plf Elevation 12.00 feet Elevation Elevation * ** *Note: 1) Use 25 °o percent of Floor Live Load ONLY if mezzanine designed for Storage (125 psf or greater) 2) Use 10 psf (or actual weight if greater) for partition walls on mezzanine Crane Loads : Aisle #1 Crane Loads: Aisle #2 Number of Aisles with this crane info Crane Type: (TR / UH / Mono) TRDG Crane Beam +Channel Rail Wt 0.00 PIT Bridge Wt. Hoist & Trolley Elevation Crane Loads: Aisle #3 Number of Aisles with this crane info Crane Type: (TR / UH / Mono) TRDG i Crane Beam +Channel Rail Wt 0.00 plf Bridge Wt. Hoist & Trolley Elevation Number of Aisles with this crane info. Crane Type: JR / UH / Mono) Crane Beam +Channel Rail Wt Bridge Wt. Hoist & Trolley Elevation 0.00 plf Page 2 of 2 9/18/07 k - 1 1 10 Lateral Calcs. (1) Lateral Seismic Calculations: IBC / ASCE 7 -05 Equivalent Lateral Force Procedure (per ASCE 7 - Section 12.8) Frame Description / Location: PEW & LEW Building Data Input Echo: ASCE 7 -05 Occupancy Category II Seismic Force Resisting System r I Rigid Frame' Gable /Single Slope Gable Width 24.00 feet Length 10.50 feet Distance to Ridge 12.00 feet Roof Slope, s:12 1.00: 12 Low Eave Height 12.00 feet High Eave Height 12.00 feet Mean Roof Height 1150 feet Bay Width 5,25 feet Frame Located at Bay: 21.00 sq. ft Spreadsheet Revision Number: 1.7 Latest Revision Date : 12/14/06 Project No.: U07M7002A Description: INTERWEST CABINETS Engineer: BDB Date : 9/18/07 Q Left Endwall O Interior Frame Right Endwall Int. Frame w/ Partition Hardwall (SW) Information: Roof Concentrated Load Information: Wall Length Exterior Wall #2 (Front SW) 5.25 feet Wall Length Exterior Wall #4 (Back SW). 5.25 feet Roof concentrated loads: Mezzanine Information: Crane Information: Loading Area - Mezzanine #L 21.00 sq. ft Quantity of Cranes / Bay - Aisle #1 Concentrated Loads - Mezzanine # 1: Length of Runway - Aisle 41: Loading rea - Mezzanine #2: g Quantity of Cranes /Bay -Aisle #2: Concentrated Loads - Mezzanine #2:1 Length of Runway - Aisle #2: ** Seismic Data Input Echo: Quantity of Cranes / Bay - Aisle 43: Length of Runway - Aisle 43: Short period response acceleration, Ss Ss- 0.509 1- second period response acceleration, S1 S1 = 0.166 *Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane information is used for more than one aisle. Seismic Data Output: "Note: Enter runway length, DO NOT double runway length as other seismic Occupancy Importance Factor, le 1.00 sheets have asked you to do previously. Site Coefficient Fa: Fa = 1.39 Site Coefficient Fv: Fv = 2.14 —Note: ASCE 7 -05 - Sections 122.3, 1223.1 and 122.32 states_, "Where different seismic force - Max spectral response for short periods (Eq 11.4 -1): Sms = 0.709 resisting systems are used in combination to resist seismic forces in the same direction of Max spectral response for 1- second period (Eq 11.4 -2): Sin 1 = 0355 structural response, other than those combinations considered as dual systems, the more Design spectral response for short periods (Eq 11.4 -3): Sds = 0.473 stringent system limitation contained in Table 122 -1 shall apply." In summary, the response Design spectral response for I- second periods (Eq 11.4 -4): Sell = 0.236 modification coefficient, R, used for design in the direction tinder consideration shall not be Seismic Design Category: D greater than the least value of R for any of the systems utilized in that same direction. Response Modification Coefficient, R: 3.5 * * System Overstrength Factor, 52 2.5 =** Likewise, the deflection amplification factor, C d , and the system ovetstrength factor, Q., in the Deflection Modification Factor, C 3 ** direction under consideration shall not be less than the lamest value of this factor for any of the Building Period Coefficient, Ct 0.028 systems used in that same direction. Approximate Fundamental Period, Ta (Eq 12.8 -7): 0.211 Seismic Load Output: Seismic Base Shear, V (Eq 12.8 -1) 0.43 kips Seismic Response Coefficient, Cs (Eq 12.8 -1 to 12.8 -6) 0.135 Distribution Exponent, k 1.00 Longitudinal Calcs. Longitudinal Seismic Calculations: IBC / ASCE 7 -05 Equivalent Lateral Force Procedure (per ASCE 7 - Section 12.8) Building Data Input Echo: Hardwall Information: ASCE 7 -05 Occupancy Category ZI Low SW Force Resisting System X- Bracing High SW Force Resisting System X- Bracing, Gable /Single Slope Gable Width 24.00 feet Length 10.50 feet Distance to Ridge 12.00 feet Roof Slope, s:12 1.00 : 12 Low Eave Height 1200 . feet High Eave Height 12.00 feet Mean Roof Height 12.50 feet Spreadsheet Revision Number: 1.7 Hardwall Information: Latest Revision Date: 12/14/06 Project No.: U07M7002A Description: INTERWEST CABINETS Engineer : BDB Date : 9/18/07 Short period response acceleration, Ss Hardwall Information: Roof Concentrated Load Information: Wall Length Exterior Wall 42 (Front SW): 10,50 feet 8.15 ft -kips Wall Length Exterior Wall 94 (Back SW) 10.50 feet Roof concentrated loads: Oty 0 Wall Length Interior Wall #5 (Partition): 24.00 feet Mezzanine Information: Crane Information• Loading Area - Mezzanine #1: 42.00's . ff. Sms = 0.709 Quantity of Cranes - Aisle # 1: Sml = 0.355 Concentrated Loads - Mezzanine # 1) Sds = 0.473 Length of Runway - Aisle # 1: *" Loading Area - Mezzanine #2: 1 D Quantity of Cranes - Aisle #2: 3.25 Concentrated Loads - Mezzanine #2r, 2 Length of Runway -Aisle #2: 3.25 Seismic Data Input Echo: Quantity of Cranes - Aisle #3: Approximate Fundamental Period, Ta (Eq 12.8 -7): 0.199 Length of Runway - Aisle #3: ** Short period response acceleration, Ss Ss = 0.509 1- second period response acceleration, Sl S1 = 0.166 Seismic Data Output: 8.15 ft -kips Occupancy Importance Factor, Ie 1.00 Site Coefficient Fa: Fa = 1.39 Site Coefficient Fv: Fv = 2.14 Max spectral response for short periods (Eq 11.4 -1): Sms = 0.709 Max spectral response for I- second period (Eq 11.4 -2): Sml = 0.355 Design spectral response for short periods (Eq 11.4 -3): Sds = 0.473 Design spectral response for 1- second periods (Eq 11.4 -4): Sell = 0.236 Seismic Design Category: D Response Modification Coefficient, R: 3.25 System Overstrength Factor, 52 2 Deflection Modification Factor, C,: 3.25 Building Period Coefficient, Ct: 0.03 Approximate Fundamental Period, Ta (Eq 12.8 -7): 0.199 Seismic Load Output: Seismic Base Shear, V (Eq 12.8 -1) 0.94 kips Seismic Response Coefficient, Cs (Eq 118 -1 to 12.8 -6) 0.145 *Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane information is used for more than one aisle. "Note: Enter runway length, DO NOT double runway length as other seismic sheets have asked you to do previously. ** *Note: ASCE 7 -05 - Sections 12 2.3, 1223.1 and 12,23 2 states, "A-'here different seismic force - resisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table 122 -1 shall apply_" In summary the response * ** modification coefficient, R, used fordesigtt in the direction under consideration shall not be * ** greater than the least value of R for any of the systems utilized in that same direction. * ** Likewise. the deflection amplification factor. Cd, and the sPStem overstrength factor, WO, in the direction under consideration shalt not be less than the lareest value of this factor for an_v of the systems used in that same direction. Distribution Exponent, k 1.00 Roof Loads 3762 lbs 12.50 feet 47030 0.65 kips 8.15 ft -kips =Bracipgllnifort €Loads ": Exterior Wall #1 (Left EW) Loads 750 lbs 6.25 feet 4690 0.06 kips 0.41 ft -kips Roof Snow: 34.65 psf Seismic Dead W. 12.63 ps Exterior Wall 43 (Right EW) Loads 750 lbs 6.25 feet 4690 0.06 kips 0.41 ft -kips Total Seismic W: 19.56 s Seismic Factor: 0.145 Interior Wall #5 (Partition) Loads O lbs 6.25 feet Bractii' onrcu�rafed �*opd�, " Load Elevation Exterior Wall #2 (Front SW) Loads 315 lbs 6.00 feet 1890 0.03 kips 0.16 ft -kips 0.013 kips 12.00 feet Exterior Wall #4 SW Back ( ) Loads 315 lbs 6.00 feet 1890 0.03 kips 0.16 ft -kips 0.013 kips 12.00 feet Crane Aisle #1 O lbs - - Crane Aisle #2 O lbs Crane Aisle #3 O lbs Mezzanine #1 1092 lbs 12.00 feet 13104 0.18 kips 2.18 ft-kips 0.20 kips 12.00 feet Mezzanine #2 0 lbs J iUrachw&tseSheard - - Totals 6984 lbs - 73294 1.02 kips 11.45 ft -kips 0.943 kips ["y UG ClI R'eu,cor,� SYSTEMS ENGINEERING DESIGN MANUAL Section Title: ROOF AND WALL SHEETING Section No. 06 6.8.2.1.6 Classic (CU) Wall Panel (A6531A792 SS Class I Grade 80) - 26 Gaue Classic "CW" Wall Panel: 26 Gage A653/A792 SS Class 1 Grade 80 (Qualified by Testing) okk -fit) ._ Stress Deflection Stress Deflection L /60 (Std) L/240 L /60 (Std) L/240 2.5 129 n/c n/c 129 n/c n/c 3.0 ' 103 n/c n/c 118.8 n/c n/c 3.5 76 n/c 75 108.6 n/c n/c 4.0 58 n/c!' 50 98.5 n/c 95 4.5 46 n/c 35 88.4 n/c 67 5.0 37 n/c 26 78.3 n/c 49 5.5 31 n/c 19 68.1 n/c 37 6.0 26 n/c 15 58.0 n/c 28 6.5 22 n/c 12 47.9 n/c 22 7.0 19 n/c 9 37.7 n/c i8 7.5 1 17 1 n/c 8 27.6 n/c 14 Wind Suction: Panels: (Stress and Deflection) Fasteners: (Pull -out, Pull -over, Tensile Failure) (Ft) Stress Deflection Stress Deflection L /60 (Std) L/240 L /60 (Std) L/240 2.5 88 n/c n/c 88 n/c n/c 3.0 ! 74 n/c n/c 82.5 n/c n/c 3.5 63 n/c n/c 76.7 n/c n/c 4.0 55 n/c: 50 _ 70.9 n/c n/c 4.5 49 n/c 35 65.1 n/c n/c 5.0 44 n/c 26 59.3 n/c 49 5.5 36 n/c 19 53.5 n/c 37 6.0 30 n/c 15 47.7 n/c 28 6.5 26 n/c 12 41.9 n/c 22 7.0 22 n/c 9 36.1 n/c 18 7.5 20 n/c 8 30.3 n/c 14 n/c = value does not control (i.e. value is greater than controlling stress value) (1): Bolded 2' -6" Capacity based on Fy = 60 ksi / Fu = 62 ksi + Stress /Deflection/Web Crippling (2): Bolded 2' -6" Capacity based on Fy = 60 ksi / Fu = 62 ksi + Fastener/Fastener -to -Girt capacity (3): Bolded T -6" value: Based on testing (4): Linear interpolation used for intermediate spacings By: AAJ I Check: DJE I Current Revision: 08/27/07 1 Last Revision: 9/13/06 Wind Pressure: Panels: (Stress, Deflection, and Web Crippling) U C: M Meu,rnING SYSTEMS ENGINEERING DESIGN MANUAL Section Title: ROOF AND WALL SHEETING Section No. 06 6.8.5.1.4 Classic (RPB) Roof Panel (A6531A792 Grade 80) — 26 Gage Deflection Stress Deflection Stress Classic "RPB" Roof Panel 26 Gage A653/A792 Grade 80 with Fy = 60 Ksi, Fu = 62 L/240 L /60 L/240 Panel Properties per foot of panel width L/240 Panel Material Information 1.0 322 n/c n/c 322 n/c ; Panel Thickness Yield n/c Tensile Panel Wt. 'Ix (Gross) Sx (eff.) Ma Sx (ef£)j Ma 215 Gage (in.) (Ksi) n/c (Ksi) (Psf) (in.4) (in.3) (Kip -in.) (in.3) (Kip -in.) r n/c 26 0.0179 60 161 62 0.94 0.0500 0.039 1.3923 0.054 1.6460 Gravity Loading and Wind Pressure: Panels: (Stress, Deflection, and Web Crippling) 55 -9 , A v Wind Suction: Panels: (Stress and Deflection) q4,i� Ft % (F) Stress Deflection Stress Deflection Stress Deflection L /60 L/240 L /60 L/240 L /60 L/240 277 1.0 322 n/c n/c 322 n/c ; n/c 322 n/c n/c 125 1.5 215 n/c n/c 215 n/c nic 215 n/c n/c 111 111 161 n/c n/c 161 n/c n/c 161 n/c n/c 92'' P FV103 129 n/c n/c 129 n/c n/c 129 n/c n/c 69 69 69 n/c n/c 103 n/c ' n/c 107 n/c n/e 62 3.5 76 n/c 75 76 n/c n/c 92 n/c n/c 5.5 4.0 58 n/c 50 58 n/c n/c 73' n/c n/c 4.5 46 n/c 35 46 n/c n/c 57 n/c n/c 5.0 37 n/c 26 37 n/c n/c 46' n/c j n/c 5.5 31 n/c 19 31 n/c n/c 38 n/c 1 37 Wind Suction: Panels: (Stress and Deflection) q4,i� Ft % n ,. 0.060 0.071 0.076 0.086 0.098 0.105 ,Y_ �_, 0.125 1.0 250 277 277 277 277 277 277 1.5 167 185 185 185 185 185 185 2.0 125 139 139 139 139 < 1!39 139 2.5 100 111 111 111 111 111 111 3.0 83 92' 92 92 92 92 92'' 3.5 71 79 79 79 79 79 79 4.0 62 69 69 69 69 69 69 4.5 56 62 62 62 62 62 62 5.0 50 55 55 55 55 55 55,- 5.5 45 50 50 50 50 50 50 n/c = value does not control (i.e. value is greater than controlling stress value) t Il 1 Wa y Way By: AAJ ( Check: DJE I Current Revision: 9/13/06 1 Last Revision: 5/03/06 Wind Suction: Fasteners: (Pull -out, Pull -Over, and Tensile Failure) NBP Light Gage Analysis - MAC OS X q Version 6.230 08/21/06 AISI Spec Year = 2001 Input File: /Volumes /Macintosh HD /Users /bbirch /Desktop /u07M7002A /POI Summary Report for project name: INTERWEST CABINETS Typical 2' and 3' Wind/ BDB - -- Span - -- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces - -- - - - -- Maximum Computed Load Ratios - - -- No Length Sect. Grp. 7 Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T &M P &M V &M (in) (in) (in) - -P- -(kip, ft) pos.M neg_M -T-----P-----V-----M------------------- 1 2.00 082105 1 No Top 1 2 Cant. 0.00 0.578 0.00 0.75 0.34 -0.75 0.00 0.00 0.06 0.07 0.07 0.07 0.10 x 0.0 0.0 24.0 24.0 24.0 0.0 0.0 24.0 24.0 24.0 24.0 24.0. comb 12 0 3 5 3 0 0 3 3 3 3 3 2 23.67 OBZ105 1 No Top 2 3 0.00 21.75 -1.979 0.00 2.91 9.73 -12.26 0.00 0.00 0.20 0.97 0.97 0.97 0.97 x 126.8 0.0 284.0 115.2 284.0 0.0 0.0 262.3 115.2 115.2 115.2 115.2 comb 12 0 13 12 13 0 0 13 12 12 12 12 3 24.00 OBZ071 2 No Top 3 4 35.25 28.50 -1.056 0.00 2.65 9.62 -12.26 0.00 0.00 0.50 0.84 0.84 0.84 0.98 x 138.0 0.0 0.0 0.0 0.0 0.0 0.0 35.2 35.2 35.2 35.2 35.2 comb 14 0 13 5 13 0 0 13 13 13 13 13 4 24.00 082071 3 No Top 4 5 28.50 28.50 -1.371 0.00 2.57 7.81 -10.59 0.00 0.00 0.51 0.89 0.89 0.89 0.94 x 150.0 0.0 0.0 288.0 0.0 0.0 0.0 259.5 138.0 138.0 138.0 259.5 comb 14 0 14 5 14 0 0 15 15 15 15 15 5 24.00 082071 4 No Top 5 6 28.50 35.25 -1.056 0.00 2.65 9.62 -12.26 0.00 0.00 0.50 0.84 0.84 0.84 0.98 x 150.0 0.0 288.0 288.0 288.0 0.0 0.0 252.7 252.7 252.7 252.7 252.7 comb 15 0 16 5 16 0 0 16 16 16 16 16 6 23.67 082105 5 No Top 6 7 21.75 0.00 -1.979 0.00 2.91 9.73 -12.26 0.00 0.00 0.20 0.97 0.97 0.97 0.97 x 157.2 0.0 0.0 168.8 0.0 0.0 0.0 21.7 168.8 168.8 168.8 168.8 comb 17 0 16 17 16 0 0 16 17 17 17 17 7 2.00 08Z105 5 No Top 7 8 0.00 Cant. 0.578 0.00 0.75 0.34 -0.75 0.00 0.00 0.06 0.07 0.07 0.07 0.10 x 24.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 comb 17 0 3 5 3 0 0 3 3 3 3 3 Maximum Values on All Spans Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T &M P&M V &M Max. 2.058 0.00 2.91 9.73 -12.26 0.00 0.00 0.51 0.97 0.97 0.97 0.98 x 142.0 0.0 284.0 115.2 284.0 0.0 0.0 259.5 115.2 115.2 115.2 252.7 span 1 0 2 2 2 0 0 4 2 2 2 5 comb 2 0 13 12 13 0 0 15 12 12 12 16 Support Connection Codes: - - - - - -- ---- -- - - -- - - - -- ------- ----------------------------------------------- --------- --------------------- -- -- - - - --- - - - Support No. -- 2 3 4 5 6 7 WC WC WC WC WC WC Vertical Reactions: (kips) ________ _________ (negative reaction for gravity loads) Load Support No. Comb. 1 2 3 4 5 6 7 8 1 0.00 -1.15 -2.66 -2.36 -2.36 -2.66 -1.15 0.00 2 0.00 -1.50 -3.46 -3.06 -3.06 -3.46 -1.50 0.00 3 0.00 -2.70 -5.39 -4.79 -4.79 -5.39 -2.70 0.00 4 0.00 0.97 2.24 1.98 1.98 2.24 0.97 0.00 5 0.00 1.94 4.49 3.98 3.98 4.49 1.94 0.00 6 0.00 0.59 1.80 1.58 1.58 1.80 0.59 0.00 7 0.00 -1.65 -2.94 -2.63 -2.63 -2.94 -1.65 0.00 8 0.00 -1.52 -3.09 -2.75 -2.75 -3.10 -1.34 0.00 9 0.00 -1.34 -3.10 -2.75 -2.75 -3.09 -1.52 0.00 10 0.00 -2.16 -5.42 -4.79 -4.79 -5.41 -2.34 0.00 11 0.00 -2.34 -5.41 -4.79 -4.79 -5.42 -2.16 0.00 12 0.00 -2.44 -4.37 -2.57 -2.79 -3.09 -1.35 0.00 13 0.00 -2.13 -5.56 -3.73 -2.62 -3.14 -1.34 0.00 14 0.00 -1.25 -4.11 -5.09 -3.76 -2.97 -1.37 0.00 15 0.00 -1.37 -2.97 -3.76 -5.09 -4.11 -1.25 0.00 16 0.00 -1.34 -3.14 -2.62 -3.73 -5.56 -2.13 0.00 17 0.00 -1.35 -3.09 -2.79 -2.57 -4.37 -2.44 0.00 Blanket Insulation Thickness: 0.00 Load Cases: Purlin spacing 5.00 o.c. Building Code: IBC 2003 Code General Loads: Load Case Uniform Load (psf) Load Case Name 1 3.0 Dead Load 2 20.0 Live Load 3 -26.7 Wind Load 4 -28.3 Edge Zone Wind Load 5 3.0 Collateral Load 6 34.7 Snow Load 7 34.7 Pattern SL, Bay 1 8 34.7 Pattern SL, Bay 2 9 34.7 Pattern SL, Bay 3 10 34.7 Pattern SL, Bay 4 11 34.7 Pattern SL, Bay 5 12 34.7 Pattern SL, Bay 6 13 34.7 Pattern SL, Bay 7 14 34.7 Left Snow Drift Max 15 34.7 Right Snow Drift Max Linear Loads: Load Span Load start load start x end load end x Case No. Type (lb /£t) (ft) (lb /ft) (ft) 1 1 Shear 15.00 0.00 15.00 2.00 1 2 Shear 15.00 0.00 15.00 23.67 1 3 Shear 15.00 0.00 15.00 24.00 1 4 Shear 15.00 0.00 15.00 24.00 1 5 Shear 15.00 0.00 15.00 24.00 1 6 Shear 15.00 0.00 15.00 23.67 1 7 Shear 15.00 0.00 15.00 2.00 2 1 Shear 100.00 0.00 100.00 2.00 2 2 Shear 100.00 0.00 100.00 23.67 2 3 Shear 100.00 0.00 100.00 24.00 2 4 Shear 100.00 0.00 100.00 24.00 2 5 Shear 100.00 0.00 100.00 24.00 2 6 Shear 100.00 0.00 100.00 23.67 2 7 Shear 100.00 0.00 100.00 2.00 3 1 Shear - 141.50 0.00 - 141.50 2.00 3 2 Shear - 141.50 0.00 - 141.50 23.67 3 3 Shear - 141.50 0.00 - 141.50 24.00 3 4 Shear - 141.50 0.00 - 141.50 24.00 3 5 Shear - 141.50 0.00 - 141.50 24.00 3 6 Shear - 141.50 0.00 - 141.50 23.67 3 7 Shear - 141.50 0.00 - 141.50 2.00 5 1 Shear 15.00 0.00 15.00 2.00 5 2 Shear 15.00 0.00 15.00 23.67 5 3 Shear 15.00 0.00 15.00 2400 5 4 Shear 15.00 0.00 15.00 24..00 5 5 Shear 15.00 0.00 15.00 24.00 5 6 Shear 15.00 0.00 15.00 23.67 5 7 Shear 15.00 0.00 15.00 2.00 6 1 Shear 173.30 0.00 173.30 2.00 6 2 Shear 173.30 0.00 173.30 23.67 6 3 Shear 173.30 0.00 173.30 24.00 6 4 Shear 173.30 0.00 173.30 24.00 6 5 Shear 173.30 0.00 173.30 24.00 6 6 Shear 173.30 0.00 173.30 23.67 6 7 Shear 173.30 0.00 173.30 2.00 7 1 Shear 173.30 0.00 173.30 2.00 8 2 Shear 173.30 0.00 173.30 23.67 9 3 Shear 173.30 0.00 173.30 24.00 10 4 Shear 173.30 0.00 173.30 24.00 11 5 Shear 173.30 0.00 173.30 24.00 12 6 Shear 173.30 0.00 173.30 23.67 13 7 Shear 173.30 0.00 173.30 2.00 14 1 Shear 173.30 0.00 173.30 2.00 15 7 Shear 173.30 0.00 173.30 2.00 Load Combinations: - --- ------- ----- ---- -- -- -------- Act. All. Load Case No. Load Combination Name # 7 Fac. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1 Y 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Live Load Only 2 Y 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + LL 3 Y 1.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 DL + COL + SL Deflection 4 Y 1.33 1.00 0.00 0.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + 0.7 WLn Deflection 5 Y 1.33 1.00 0.00 1.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + 1.3 WL 6 Y 1.33 1.00 0.00 1.30 0.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.50 0.50 DL + COL + 0.5 SL + 1.3 WL) 7 Y 1.33 1.00 0.00 0.65 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 DL + COL + SL + 1.3 WL / 2) 8 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.00 0.00 DL +COL +SL (Pattern Set 1, Bay 1) 9 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 1.00 0.00 0.00 DL +COL +SL (Pattern Set 1, Bay 7) 10 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 DL +COL +SL (Pattern Set 2, Bay 1) 11 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.50 0.00 0.00 DL +COL +SL (Pattern Set 2, Bay 7) 12 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.00 0.00 DL +COL +SL (Pattern Set 3, Bays 1 & 2) 13 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.00 0.00 DL +COL +SL (Pattern Set 3, Bays 2 & 3) 14 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.00 0.00 DL +COL +SL (Pattern Set 3, Bays 3 & 4) 15 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.00 0.00 DL +COL +SL (Pattern Set 3, Bays 4 & 5) 16 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.00 0.00 DL +COL +SL (Pattern Set 3, Bays 5 & 6) 17 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.00 0.00 DL +COL +SL (Pattern Set 3, Bays 6 & 7) Deflection Limitations: The deflection limit with DEAD LOAD = L/ 120.00 The maximum deflection with DEAD LOAD = 2.40" The deflection limit without DEAD LOAD = L/ 150.00 The maximum deflection without DEAD LOAD = 1.92" Deflection limitations were applied to combinations 1- 4.8 -17 Total system weight = 591.54 lbs. Total system cost = 479.93 dollars ----- - - -- -- ---- ----- ------ ---- General Notes: • Ends of laps are considered as brace points. • Inflection points are considered brace points except for spans with discrete bracing. • All calculations are in accordance with the 2001 North American Specification. Purlin Production List: Purlin Section Length 1 08Z105 28.60 2 OBZ071 28.19 3 082071 26.75 4 OBZ071 28.19 5 082105 28.60 Material Summary: Section Weight Cost Fy 082071 296.68 255.17 55.0 08Z105 294.86 224.76 55.0 A nU=C3 FQ BUILDING SYSTEMS GROUP A DIVISION OF NUCOR CORPORATION StrutLgX - Light Gage Strut Forces Proi. No.: U07M7002A Proj. Name: INTERWEST CABINE Engineer: BDB Date: 9/17/07 Version: 1.2 (Date: 04/19/06) By DJE Bay Span (ft) Wind Force, (kips) Seismic Force, ki s 1 23.6667 1.7000 2.5500 2 24.0000 1.6400 3.0200 3 24.0000 1.5900 3.4900 4 24.0000 2.2200 4.0400 5 23.6667 1.5000 2.5600 NET Light Gage Analysis - MAC OS x Version 6.230 08/21/06 AISI Spec Year = 2001 Input File: /Volumes /Macintosh HD/ Users /bbirch/ Desktop /Job /2007 /UO7M7002A /POls Summary Report for project name: INTERWEST CABINETS Typical 2' and 3 Wind/ BDB - -- Span - -- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces - -- - - - -- Maximum Computed Load Ratios No Length Sect. Grp. Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T &M P &M V &M (in) (in) (in) - -P- -(kip, ft) pos_M neg_M -T-----P-----V-----M------------------- 1 2.00 08Z105 1 No Top 1 2 Cant. 0.00 0.578 0.00 0.75 0.34 -0.75 0.00 0.00 0.06 0.07 0.07 0.07 0.10 x 0.0 0.0 24.0 24.0 24.0 0.0 0.0 24.0 24.0 24.0 24.0 24.0 comb 12 0 3 5 3 0 0 3 3 3 3 3 2 23.67 08Z105 1 No Top 2 3 0.00 21.75 -1.979 3.83 2.91 9.73 -12.26 0.00 0.17 0.20 0.97 0.97 0.97 0.97 x 126.8 230.5 284.0 115.2 284.0 0.0 230.5 262.3 115.2 115.2 115.2 115.2 comb 12 18 13 12 13 0 18 13 12 12 12 12 3 24.00 08Z071 2 No Top 3 4 35.25 28.50 -1.056 4.53 2.65 9.62 -12.26 0.00 0.31 0.50 0.84 0.84 0.64 0.98 x 138.0 246.0 0.0 0.0 0.0 0.0 246.0 35.2 35.2 35.2 35.2 35.2 comb 14 18 13 5 13 0 18 13 13 13 13 13 4 24.00 OBZ071 3 No Top 4 5 28.50 28.50 -1.371 5.24 2.57 7.81 -10.59 0.00 0.35 0.51 0.89 0.89 0.97 0.94 x 150.0 252.7 0.0 288.0 0.0 0.0 252.7 259.5 138.0 138.0 150.0 259.5 comb 14 18 14 5 14 0 18 15 15 15 5 15 5 24.00 08Z071 4 No Top 5 6 28.50 35.25 -1.056 6.06 2.65 9.62 -12.26 0.00 0.41 0.50 0.84 0.84 0.90 0.98 x 150.0 252.7 288.0 288.0 288.0 0.0 210.0 252.7 252.7 252.7 138.0 252.7 comb 15 18 16 5 16 0 18 16 16 16 5 16 6 23.67 08Z105 5 No Top 6 7 21.75 0.00 -1.979 3.84 2.91 9.73 -12.26 0.00 0.17 0.20 0.97 0.97 0.97 0.97 x 157.2 272.5 0.0 168.8 0.0 0.0 272.5 21.7 168.8 168.8 168.8 168.8 comb 17 18 16 17 16 0 18 16 17 17 17 17 7 2.00 08Z105 5 No Top 7 8 0.00 Cant. 0.578 0.00 0.75 0.34 -0.75 0.00 0.00 0.06 0.07 0.07 0.07 0.10 x 24.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 comb 17 5 3 5 3 0 0 3 3 3 3 3 Maximum Values on All Spans ------------------------ ------------------------ Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T &M P &M V &M Max. -1.979 6.06 2.91 9.73 -12.26 0.00 0.41 0.51 0.97 0.97 0.97 0.98 x 126.8 252.7 284.0 115.2 284.0 0.0 210.0 259.5 115.2 115.2 115.2 252.7 span 2 5 2 2 2 0 5 4 2 2 2 5 comb 12 18 13 12 13 0 18 15 12 12 12 16 Support Connection Codes: - - ----- ---- - -- --- - - - -- ------- - -- --- -- -- ----- Support No. 2 3 4 5 6 7 WC WC WC WC WC WC Vertical Reactions: (kips) --- - ---- --- - - - --- ( negative reaction for gravity loads) Load Support No. Comb. 1 2 3 4 5 6 7 8 1 0.00 -1.15 -2.66 -2.36 -2.36 -2.66 -1.15 0.00 2 0.00 -1.50 -3.46 -3.06 -3.06 -3.46 -1.50 0.00 3 0.00 -2.70 -5.39 -4.79 -4.79 -5.39 -2.70 0.00 4 0.00 0.97 2.24 1.98 1.98 2.24 0.97 0.00 5 0.00 1.94 4.49 3.98 3.98 4.49 1.94 0.00 6 0.00 0.59 1.80 1.58 1.58 1.80 0.59 0.00 7 0.00 -1.65 -2.94 -2.63 -2.63 -2.94 -1.65 0.00 8 0.00 -1.52 -3.09 -2.75 -2.75 -3.10 -1.34 0.00 9 0.00 -1.34 -3.10 -2.75 -2.75 -3.09 -1.52 0.00 10 0.00 -2.16 -5.42 -4.79 -4.79 -5.41 -2.34 0.00 11 0.00 -2.34 -5.41 -4.79 -4.79 -5.42 -2.16 0.00 12 0.00 -2.44 -4.37 -2.57 -2.79 -3.09 -1.35 0.00 13 0.00 -2.13 -5.56 -3.73 -2.62 -3.14 -1.34 0.00 14 0.00 -1.25 -4.11 -5.09 -3.76 -2.97 -1.37 0.00 15 0:00 -1.37 -2.97 -3.76 -5.09 -4.11 -1.25 0.00 16 0.00 -1.34 -3.14 -2.62 -3.73 -5.56 -2.13 0.00 17 0.00 -1.35 -3.09 -2.79 -2.57 -4.37 -2.44 0.00 18 0.00 -0.84 -1.95 -1.73 -1.73 -1.95 -0.84 0.00 19 0.00 -0.14 -0.32 -0.29 -0.29 -0.32 -0.14 0.00 Blanket Insulation Thickness: 0.00 Load Cases: Purlin spacing 5.00 o.c. Building Code: IBC 2003 Code General Loads: Load Case Uniform Load (psf) Load Case Name 1 3.0 Dead Load 2 20.0 Live Load 3 -26.7 Wind Load 4 -28.3 Edge Zone Wind Load 5 3.0 Collateral Load 6 34.7 Snow Load 7 34.7 Pattern SL, Bay 1 8 34.7 Pattern SL, Bay 2 9 34.7 Pattern SL, Bay 3 10 34.7 Pattern SL, Bay 4 11 34.7 Pattern SL, Bay 5 12 34.7 Pattern SL, Bay 6 13 34.7 Pattern SL, Say 7 14 34.7 Left Snow Drift Max 15 34.7 Right Snow Drift Max 16 1.0 Seismic Load Linear Loads: Load Span Load start load start x end load end x Cal t No. Type hear 15.00 1) 0£ ( 00 15/ 00 2 .00 1 2 Shear 15.00 0.00 15.00 23.67 1 3 Shear 15.00 0.00 15.00 24.00 1 4 Shear 15.00 0.00 15.00 24.00 1 5 Shear 15.00 0.00 15.00 24.00 1 6 Shear 15.00 0.00 15.00 23.67 1 7 Shear 15.00 0.00 15.00 2.00 2 1 Shear 100.00 0.00 100.00 2.00 2 2 Shear 100.00 0.00 100.00 23.67 2 3 Shear 100.00 0.00 100.00 24.00 2 4 Shear 100.00 0.00 100.00 24.00 2 5 Shear 100.00 0.00 100.00 24.00 2 6 Shear 100.00 0.00 100.00 23.67 2 7 Shear 100.00 0.00 100.00 2.00 3 1 Shear - 141.50 0.00 - 141.50 2.00 3 2 Shear - 141.50 0.00 - 141.50 23.67 3 3 Shear - 141.50 0.00 - 141.50 24.00 3 4 Shear - 141.50 0.00 - 141.50 24.00 3 5 Shear - 141.50 0.00 - 141.50 24.00 3 6 Shear - 141.50 0.00 - 141.50 23.67 3 7 Shear - 141.50 0.00 - 141.50 2.00 /1 5 1 Shear 15.00 0.00 15.00 2.00 5 2 Shear 15.00 0.00 15.00 23.67 5 3 Shear 15.00 0.00 15.00 24.00 5 4 Shear 15.00 0.00 15.00 24.00 5 5 Shear 15.00 0.00 15.00 24.00 5 6 Shear 15.00 0.00 15.00 23.67 5 7 Shear 15.00 0.00 15.00 2.00 6 1 Shear 173.30 0.00 173.30 2.00 6 2 Shear 173.30 0.00 173.30 23.67 6 3 Shear 173.30 0.00 173.30 24.00 6 4 Shear 173.30 0.00 173.30 24.00 6 5 Shear 173.30 0.00 173.30 24.00 6 6 Shear 173.30 0.00 173.30 23.67 6 7 Shear 173.30 0.00 173.30 2.00 7 1 Shear 173.30 0.00 173.30 2.00 8 2 Shear 173.30 0.00 173.30 23.67 9 3 Shear 173.30 0.00 173.30 24.00 10 4 Shear 173.30 0.00 173.30 24.00 11 5 Shear 173.30 0.00 173.30 24.00 12 6 Shear 173.30 0.00 173.30 23.67 13 7 Shear 173.30 0.00 173.30 2.00 14 1 Shear 173.30 0.00 173.30 2.00 15 7 Shear 173.30 0.00 173.30 2.00 Concentrated: Load Load Act # 7 1 Y 2 Y 3 Y 4 Y 5 Y 6 Y 7 Y 8 Y 9 Y 10 Y 11 Y 12 Y 13 Y 14 Y 15 Y 16 Y 17 Y 18 Y 19 Y Case 3 3 3 3 3 3 3 3 3 3 16 16 16 16 16 16 16 16 16 16 Combinations: Span P V M x No. (k) (k) (k, ft) (ft) 2 1.70 0.00 0.00 0.00 2 -1.70 0.00 0.00 23.67 3 1.64 0.00 0.00 0.00 3 -1.64 0.00 0.00 24.00 4 1.59 0.00 0.00 0.00 4 -1.59 0.00 0.00 24.00 5 2.22 0.00 0.00 0.00 5 -2.22 0.00 0.00 24.00 6 1.50 0.00 0.00 0.00 6 -1.50 0.00 0.00 23.67 2 2.55 0.00 0.00 0.00 2 -2.55 0.00 0.00 23.67 3 3.02 0.00 0.00 0.00 3 -3.02 0.00 0.00 24.00 4 3.49 0.00 0.00 0.00 4 -3.49 0.00 0.00 24.00 5 4.04 0.00 0.00 0.00 5 -4.04 0.00 0.00 24.00 6 2.56 0.00 0.00 0.00 6 -2.56 0.00 0.00 23.67 All. Load Case No. Load Combination Name Fac. 1 2 3 4 Section 5 6 7 8 9 10 11 12 13 14 15 16 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Live Load Only 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + LL 082105 1.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 DL + COL + SL Deflection 1.33 1.00 0.00 0.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + 0.7 WLn Deflection 082071 1.33 1.00 0.00 1.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + 1.3 WL 1.33 1.00 0.00 1.30 0.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.50 0.50 0.00 DL + COL + 0.5 SL + 1.3 WL) 1.33 1.00 0.00 0.65 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 DL + COL + SL + 1.3 WL / 2) 082071 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.00 0.00 0.00 DL +COL +SL (Pattern Set 1, Bay 1) 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 1.00 0.00 0.00 0.00 DL +COL +SL (Pattern Set 1, Bay 7) 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 DL +COL +SL (Pattern Set 2, Bay 1) 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.50 0.00 0.00 0.00 DL +COL +SL (Pattern Set 2, Bay 7) 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.00 0.00 0.00 DL +COL +SL (Pattern Set 3, Bays 1 & 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.00 0.00 0.00 DL +COL +SL (Pattern Set 3, Bays 2 & 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.00 0.00 0.00 DL +COL +SL (Pattern Set 3, Bays 3 & 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.00 0.00 0.00 DL +COL +SL (Pattern Set 3, Bays 4 & 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.00 0.00 0.00 DL +COL +SL (Pattern Set 3, Bays 5 & 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.00 0.00 0.00 DL +COL +SL (Pattern Set 3, Bays 6 & 1.70 1.29 0.00 0.00 0.00 1.29 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.50 (1.2 +0.2Sds)(DL + COL) + 0.2SL + 1.5E 1.70 0.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.50 (0.9- 0.2Sds)DL + 1.5E 224.76 Deflection Limitations: The deflection limit with DEAD LOAD = L/ 120.00 The maximum deflection with DEAD LOAD = 2.40" The deflection limit without DEAD LOAD = L/ 150.00 The maximum deflection without DEAD LOAD = 1.92" Deflection limitations were applied to combinations 1- 4.8 -17 Total system weight = 591.54 lbs. Total system cost = 479.93 dollars General Notes: • Ends of laps are considered as brace points. • Inflection points are considered brace points except for spans with discrete bracing. • All calculations are in accordance with the 2001 North American Specification. Purlin Production List Purlin Section Length 1 082105 28.60 2 082071 28.19 3 082071 28.75 4 082071 28.19 5 082105 28.60 Material Summary: Section Weight Cost Fy OOZ071 296.68 255.17 55.0 O8Z105 294.86 224.76 55.0 Roll Force D es ign Version 2.4 (08108105) Job Number: F U07 M7002A — Engineer: BDB Job Name: INTERWEST CABINETS Purlin Run: POI Loading Purlin Layout Information _ Dead: 3,00 sf Eave to Ridge Distance (W): 55.00 ft No. Rows on Slope (n): 1 1 Collateral: 3.00 psf Purlin Depth (d): 8.00 in Spacing: 5.00 ft Live /Snow: 34,65 psf Roof Slope (s): 1.00:12 Roof Panel Type: Nucor Classic"' Roof T Bay Layout: 5 @24 - -> 5 Bays. Mid -Bay to Adiacent Frames OAt Framp I inac Frnm Rnnf to Rnftar - - -- Bay - - -- Width (ft) - - - - -- Purlin Thk. (in) - - - -- Total Load, W (Ibs) ----- - Roll Force (Ibs) - - - -- Panel I Capacity (Ibs) Classic Sidelap Screws __ I Net Left 0 for Eave Beam (Ibs) Line -- Ctr - =L:— �.._--. Roll Force (Ibs) I Purlin I Resistance (Ibs) - Frame Detail (B/T /W /C) ---------------------------- Detail Needs and Capacity (Ibs) 1 24.00 0.105 53,658 -1 ±12,020 2 Std -0- 1 10.63 -884 ±3 W Provide WC detail at all purlins. 2 24.00 0.071 53,658 -46 ±12,020 2 Std -0- 2 0.87 -630 ±4 W Provide WC detail at all purlins. 3 24.00 0.071 53.658 -46 ±12,020 2 Std -0- ' 3 0.81 -37 ±2 W Provide WC detail at all purlins . 4 24.00 0.071 53 -46 t12,020 2 Std 0 4 0.81 37 ±2 W Provide WC detail at all purlins. 5 24.00 0.105 53,658 -1 ±12 2 Std -0- r 5 0.87 -630 ±4 W Provide WC detail at all purlins. 6 6 0.63 -884 ±3 C Your 3 specified PCC Connx are sufficient. 7 7 8 8 g , 9 10 10 11 11 12 1 12 13 13 14 ' 14 15 r 15 16 r 16 17 17 18 18 19 ' 19 20 ' 20 o 21 NBP Light Gage Analysis - MAC OS X Version 6.230 08/21/06 AISI Spec Year = 2001 Input File: /Volumes /Macintosh HD/ Users /bbirch /Desktop /u07M7002A /P03 Summary Report for project name: INTERWEST CABINETS BREEZE WAY PURLINS WITH DRIFT/ BDB - -- Span - -- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces - -- - - - -- Maximum Computed Load Ratios - - -- No Length Sect. Grp. 7 Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T &M P&M V &M (in) (in) (in) --P- -(kip, ft) pos_M neg_M _ T ----- P ----- V ----- M------------------- 1 7.83 08Z060 1 Yes Top 1 2 - - - -- - - - -- -0.147 0.00 1.69 3.31 -0.72 0.00 0.00 0.69 0.63 0.63 0.63 0.69 x 47.0 0.0 0.0 47.0 47.0 0.0 0.0 0.0 47.0 47.0 47.0 0.0 comb 3 0 3 3 5 0 0 3 3 3 3 3 Maximum Values on All Spans =_________-------------- -------- -------- --- - -- Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T &M P &M v &M Max. 2.058 0.00 -2.41 8.17 -8.59 0.00 0.00 0.69 0.63 0.63 0.63 0.69 x 142.0 0.0 0.0 284.0 142.0 0.0 0.0 0.0 47.0 47.0 47.0 0.0 span 1 0 2 1 1 0 0 1 1 1 1 1 comb 2 0 2 2 2 0 0 3 3 3 3 3 Support Connection Codes: ------- -- -- ---- ---- ------- - ------- - Support No. 1 2 WC WC Vertical Reactions: (kips) ________ _________ (negative reaction for gravity loads) Load Support No. Comb. 1 2 1 -0.23 -0.23 2 -0.31 -0.31 3 -1.69 -1.69 4 0.18 0.18 5 0.37 0.37 6 -0.48 -0.48 7 -1.49 -1.49 Blanket Insulation Thickness: 0.00 Load Cases: Purlin spacing 3.00 o.c. Building Code: IBC 2003 Code General Loads: Load Case Uniform Load (psf) Load Case Name 1 3.0 Dead Load 2 20.0 Live Load 3 -22.1 Wind Load 4 -26.3 Edge Zone Wind Load 5 3.0 Collateral Load 6 34.7 Snow Load 7 34.7 Pattern SL, Bay 1 8 103.1 Left Snow Drift Max Linear Loads: Load Span Load start load start x end load end x Case No. Type (lb /ft) (ft) (lb /ft) (ft) 1 1 Shear 9.00 0.00 9.00 7.83 2 1 Shear 60.00 0.00 60.00 7.83 3 1 Shear -78.80 0.00 -78.80 7.83 5 1 Shear 9.00 0.00 9.00 7.83 6 1 Shear 104.00 0.00 104.00 7.83 7 1 Shear 104.00 0.00 104.00 7.83 8 1 Shear 309.40 0.00 309.40 7.83 Load Combinations: Act. All. Load Case No. Load Combination Name # 7 Fac. 1 2 3 4 5 6 7 8 1 Y 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 Live Load Only 2 Y 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 DL + COL + LL 3 Y 1.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 DL + COL + SL Deflection 4 Y 1.33 1.00 0.00 0.70 0.00 0.00 0.00 0.00 0.00 DL + 0.7 WLn Deflection 5 Y 1.33 1.00 0.00 1.30 0.00 0.00 0.00 0.00 0.00 DL + 1.3 WL 6 Y 1.33 1.00 0.00 1.30 0.00 1.00 0.50 0.00 0.50 DL + COL + 0.5 SL + 1.3 WL) 7 Y 1.33 1.00 0.00 0.65 0.00 1.00 1.00 0.00 1.00 DL + COL + SL + 1.3 WL / 2) Deflection Limitations: The deflection limit with DEAD LOAD = L/ 120.00 The maximum deflection with DEAD LOAD = 0.78" The deflection limit without DEAD LOAD = L/ 150.00 The maximum deflection without DEAD LOAD = 0.63" Deflection limitations were applied to combinations 1 -4 Total system weight = 23.07 lbs. Total system cost = 20.90 dollars General Notes: • Ends of laps are considered as brace points. • Inflection points are considered brace points except for spans with discrete bracing. * All calculations are in accordance with the 2001 North American Specification. Purlin Production List: Purlin Section Length 1 OBZ060 7.83 Material Summary: Section Weight Cost FY 08Z060 23.07 20.90 55.0 /�-Jo A-3/ r4 U M C3 M BUILDING SYSTEMS GROUP A DIVISION OF NUCOR CORPORATION StrutLgX - Light Gage Strut Forces Version: 1.2 (Date: 04/19/06) By DJE Span Wind Seismic Bay (ft) Force, (kips) Force, ki s 1 7.8333 0.3400 0.0700 Proj. No.: U07M7002A Proj. Name: INTERWEST CABINE Engineer: BDB Date: 9/18/07 NBP Light Gage Analysis - MAC OS X Version 6.230 08/21/06 AISI Spec Year = 2001 Input File: /Volumes /Macintosh HD/ Users /bbirch/ Desktop /Job /2007/D07M7002A/P03s Summary Report for project name: INTERWEST CABINETS BREEZE WAY PURLINS WITH DRIFT/ BDB - -- Span - -- Des. Des. Bic. Supp. Lt. Rt. Max. -- Max. Computed Forces - -- - - - -- Maximum Computed Load Ratios - No Length Sect. Grp. ? Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T &M P &M V &M (in) (in) (in) - -P- -(kip, £t) pos_M neg_M -T-----P-----V-----M------------------- 1 7.83 082060 1 No Top 1 2 - - - -- - - - -- -0.147 0.44 1.69 3.31 -0.72 0.00 0.05 0.69 0.63 0.63 0.63 0.69 x 47.0 11.7 0.0 47.0 47.0 0.0 11.7 0.0 47.0 47.0 47.0 0.0 comb 3 5 3 3 5 0 5 3 3 3 3 3 Maximum Values on All Spans Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T &M P &M V &M Max. -1.979 6.06 2.91 9.73 -12.26 0.00 0.05 0.69 0.63 0.63 0.63 0.69 X 126.8 252.7 284.0 115.2 284.0 0.0 11.7 0.0 47.0 47.0 47.0 0.0 span 2 5 2 2 2 0 1 1 1 1 1 1 comb 12 18 13 12 13 0 5 3 3 3 3 3 Support Connection Codes: Support No 1 2 WC WC Vertical Reactions: (kips) _______= _________ (negative reaction for gravity loads) Load Support No. Comb. 1 2 1 -0.23 -0.23 2 -0.31 -0.31 3 -1.69 -1.69 4 0.18 0.18 5 0.37 0.37 6 -0.48 -0.48 7 -1.49 -1.49 8 -0.17 -0.17 9 -0.03 -0.03 Blanket Insulation Thickness: 0.00 Load Cases: Purlin spacing 3.00 o.c. Building Code: IBC 2003 Code General Loads: Load Case Uniform Load (psf) Load Case Name 1 3.0 Dead Load 2 20.0 Live Load 3 -22.1 Wind Load 4 -26.3 Edge Zone Wind Load 5 3.0 Collateral Load 6 34.7 Snow Load 7 34.7 Pattern SL, Bay 1 8 103.1 Left Snow Drift Max 9 1.0 Seismic LoadBay 3 Linear Loads: Load Span Load start load start x end load end x Case No. Type (lb /ft) (ft) (lb /ft) (ft) 1 1 Shear 9.00 0.00 9.00 7.83 2 1 Shear 60.00 0.00 60.00 7.83 3 1 Shear -78.80 0.00 -78.80 7.83 5 1 Shear 9.00 0.00 9.00 7.83 6 1 Shear 104.00 0.00 104.00 7.83 7 1 Shear 104.00 0.00 104.00 7.83 8 1 Shear 309.40 0.00 309.40 7.83 Concentrated: Load Span P V M x Case No. (k) (k) (k,ft) (ft) 3 1 0.34 0.00 0.00 0.00 3 1 -0.34 0.00 0.00 7.83 9 1 0.07 0.00 0.00 0.00 9 1 -0.07 0.00 0.00 7.83 Load Combinations: Act. All. Load Case No. Load Combination Name # ? Fac. 1 2 3 4 5 6 7 8 9 1 Y 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Live Load only 2 Y 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 DL + COL + LL 3 Y 1.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 DL + COL + SL Deflection 4 Y 1.33 1.00 0.00 0.70 0.00 0.00 0.00 0.00 0.00 0.00 DL + 0.7 WLn Deflection 5 Y 1.33 1.00 0.00 1.30 0.00 0.00 0.00 0.00 0.00 0.00 DL + 1.3 WL 6 Y 1.33 1.00 0.00 1.30 0.00 1.00 0.50 0.00 0.50 0.00 DL + COL + 0.5 SL + 1.3 WL) 7 Y 1.33 1.00 0.00 0.65 0.00 1.00 1.00 0.00 1.00 0.00 DL + COL + SL + 1.3 WL / 2) 8 Y 1.70 1.29 0.00 0.00 0.00 1.29 0.20 0.00 0.00 1.50 (1.2 +0.2Sds)(DL + COL) + 0.2SL + 1.5E 9 Y 1.70 0.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.50 (0.9- 0.2Sds)DL + 1.5E Deflection Limitations: ---- -- ---- -- --------- ---------- ----- ------ The deflection limit with DEAD LOAD = L/ 120.00 The maximum deflection with DEAD LOAD = 0.78" The deflection limit without DEAD LOAD = L/ 150.00 The maximum deflection without DEAD LOAD = 0.63" Deflection limitations were applied to combinations 1 -4 Total system weight = 23.07 lbs. Total system cost = 20.90 dollars ----- --- --- - --- General Notes: • Ends of laps are considered as brace points. • Inflection points are considered brace points except for spans with discrete bracing. * All calculations are in accordance with the 2001 North American Specification. Purlin Production List: Purlin Section Length 1 08Z060 7.83 Material Summary: - ----'-- -- -- - -- -------- ------- Section Weight Cost Fy 082060 23.07 20.90 55.0 A3�-- Roll Force Desi Version 2.4 (08108105) Job Number: U 07M70 00 02 ` A Engineer: BDB Job Name: I INTER EST CABINETS Purlin Run: PO1 Loading Purlin Layout Information Dead: 3.00 psf Eave to Ridge Distance (W): 12.00 ft No. Rows on Slope (n): 4 Collateral: 3.00 psf Purlin Depth (d): 8.00 in Spacing: 3.00 ft Live /Snow: 110.00 psf Roof Slope (s): 1.00:12 Roof Panel Type: Nucor Classic'" Roof Bay Layout: 10. S > 1 Bays. Mid -Bay to Adjacent Frames OAt Frame Lines From Roof t R f - - -- Bay 1 2 3 - -- Width (ft) 10.50 - - - - -- Purlin Thk. (in) 0.060 - - - - -- Total Load, W (lbs) 14 616 I Roll Force (Ibs) 2 I Panel Capacity (Ibs) ±3 Classic Sidelap Screws 1 Std I Net Left for Eave Beam (Ibs) ( Line -0- 1 2 3 1Ctr 0.63 0.63 Roll Force (Ibs) 1,683 1 t�- Purlin Resistance (Ibs) ±376 ±376 --------- Frame Detail (B/T /W /C) W W -------------------------- Detail Needs and Capacity (Ibs) Provide 2 WC & (2 ) WS clips. Provide (2) WC & 2 WS clips. 4 4 5 , 5 6 6 7 1 7 8 8 9 9 10 ! 10 11 11 12 i 12 13 0 13 14 14 15 0 15 16 r 16 17 17 18 118 19 19 20 r 20 21 W NET Light Gage Analysis - MAC OS X Version 6.230 08/21/06 AISI Spec Year = 2001 - Input File: /Volumes /Macintosh HD/ Users /bbirch /Desktop /U07M7002A /GO1 Summary Report for project name: INTERWEST CABINETS FSW & BSW TYP/ BDB - -- Span - -- Des. Des. Bic. Supp. Lt. Rt. Max. -- Max. Computed Forces - -- - - - -- Maximum Computed Load Ratios - - -- No Length Sect. Grp. 7 Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T &M P &M V &M (in) (in) (in) - -P- -(kip, ft) pos_M neg_M -T ----- P ----- V ----- M ------------------- 23.67 082071 1 Yes Top 1 2 - - - -- 15.00 1.493 0.00 -1.74 7.12 -5.93 0.00 0.00 0.29 0.90 0.90 0.90 0.66 X 130.3 0.0 284.0 284.0 284.0 0.0 0.0 269.0 106.6 106.6 106.6 269.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 2 24.00 08Z060 2 Yes Top 2 3 15.00 15.00 0.466 0.00 -1.52 7.12 -5.93 0.00 0.00 0.42 0.76 0.76 0.76 0.87 x 149.7 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 3 24.00 082060 3 Yes Top 3 4 15.00 15.00 0.854 0.00 -1.45 5.54 -4.64 0.00 0.00 0.40 0.65 0.65 0.65 0.68 x 138.3 0.0 288.0 288.0 288.0 0.0 0.0 273.0 149.7 149.7 149.7 273.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 4 24.00 082060 4 Yes Top 4 5 15.00 15.00 0.466 0.00 -1.52 7.11 -5.93 0.00 0.00 0.42 0.76 0.76 0.76 0.87 x 138.3 0.0 288.0 288.0 288.0 0.0 0.0 273.0 273.0 273.0 273.0 273.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 5 23.67 082071 5 Yes Top 5 6 15.00 - - - -- 1.493 0.00 -1.74 7.11 -5.93 0.00 0.00 0.29 0.90 0.90 0.90 0.66 x 153.7 0.0 0.0 0.0 0.0 0.0 0.0 15.0 177.4 177.4 177.4 15.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 ________________________ Maximum Values on All Spans Displ. Axial Shear Moment Moment Ten. comp. Shear Mom. T &M P &M V &M Max. -2.026 6.06 2.93 9.94 -12.31 0.00 0.00 0.42 0.90 0.90 0.90 0.87 x 126.8 28.5 0.0 115.2 284.0 0.0 0.0 15.0 106.6 106.6 106.6 15.0 span 1 4 5 1 1 0 0 2 1 1 1 2 comb 8 16 15 8 12 0 0 2 2 2 2 2 ---------------------------------------------- Support Connection Codes: Support No. 1 2 3 4 5 6 WC WC WC WC WC WC Vertical Reactions: (kips) -------- --- - - - - -- ( negative reaction for gravity loads) Load Support No. Comb. 1 2 3 4 5 6 1 -0.95 -2.71 -2.37 -2.37 -2.71 -0.95 2 1.17 3.25 2.84 2.84 3.25 1.17 3 -0.66 -1.90 -1.66 -1.66 -1.90 -0.66 4 0.82 2.28 1.99 1.99 2.28 0.82 Blanket Insulation Thickness: 0.00 Load Cases: Purlin spacing 6.00 o.c. Building Code: IBC 2003 Code General Loads: Load Case Uniform Load (psf) Load Case Name 1 13.0 Pressure wind Load 2 -15.5 Suction Wind Load 3 -16.6 Edge Suction Wind Load Linear Loads: Load Span Load start load start x end load end x Case No. Type (lb /ft) (ft) (lb /ft) (ft) 1 1 Shear 77.80 0.00 77.80 23.67 1 2 Shear 77.80 0.00 77.80 24.00 1 3 Shear 77.80 0.00 77.80 24.00 1 4 Shear 77.80 0.00 77.80 24.00 1 5 Shear 77.80 0.00 77.80 23.67 2 1 Shear -93.00 5.50 -93.00 23.67 2 2 Shear -93.00 0.00 -93.00 24.00 2 3 Shear -93.00 0.00 -93.00 24.00 2 4 Shear -93.00 0.00 -93.00 24.00 2 5 Shear -93.00 0.00 -93.00 18.17 2 1 Shear -99.60 0.00 -99.60 5.50 2 5 Shear -99.60 18.17 -99.60 23.67 Load Combinations: Act. All. Load Case No. Load Combination Name # 7 Fac. 1 2 1 Y 1.33 1.30 0.00 Wind Pressurey 2 Y 1.33 0.00 1.30 Wind SuctionL 3 Y 1.33 0.91 0.00 Wind Pressure Deflection 4 Y 1.33 0.00 0.91 Wind Suction Deflection Deflection Limitations: The 50 year deflection limit = L/ 90.00 The 50 year maximum deflection = 3.20" Deflection limitations were applied to combinations 3 -4 Total system weight = 407.83 lbs. Total system cost = 361.52 dollars General Notes: • Ends of laps are considered as brace points. • Inflection points are considered brace points except for spans with discrete bracing. * All calculations are in accordance with the 2001 North American Specification. Purlin Production List: Purlin section Length 1 082071 24.92 2 08Z060 26.50 3 082060 26.50 4 08Z060 26.50 5 082071 24.92 Material Summary: -- ---- -- - - - ---- -------- - --- --- Section Weight Cost Fy 082060 234.15 212.14 55.0 08Z071 173.68 149.38 55.0 A 6 ing Worksheet SAR on 11/8/04) Job Number: u07M7002A I F/O Design Name: IINTERWEST CABINETS Opening Location: BSW 14' GIRT Eave Height = Bay Width = Opening Width = Opening Height = Dist. From Left = 24.58 ft ft ft ft ft _Girt Loc ations : Eave Height = 24.58 Ift Top Girt Elev. On Wall = 19 ft Next One Down = 14 ft Next One Down = 7.5 ft 24 20 10.5 2 Framed Opening Style: I Extended Jamb ,71k Wind Load =1 15.47 1psf CODE: I IBC 2003 Hold to which depth [8/10/12/Bestl?l 8 FeeauacK Area Jamb loads added to girt run 'G07'. NBP Light Gage Analysis - MAC OS Z Version 6.230 08/21/06 AISI Spec Year = 2001 Input File. /volumes /Macintosh ED /Users /bbirch /Desktop /U07M7002A /G07 Summary Report for project name: INTERWEST CABINETS BSW 14 BDB - -- Span - -- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces - -- - - - -- Maximum Computed Load Ratios - - -- No Length Sect. Grp. ? Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T &M P &M V &M (in) (in) (in) --P--(kip, ft) pos_M neg_M _ T ----- P ----- V ----- M------------------- 1 23.67 082071 1 No Top 1 2 - - - -- 15.00 1.290 0.00 -1.76 8.17 -6.98 0.00 0.00 0.30 0.83 0.83 0.83 0.77 x 118.5 0.0 284.0 284.0 284.0 0.0 0.0 269.0 106.6 106.6 106.6 269.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 2 24.00 08Z060 2 Yes Top 2 3 15.00 15.00 0.828 0.00 -2.41 8.17 -6.98 0.00 0.00 0.69 0.75 0.75 0.75 1.02 x 149.7 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 3 24.00 08Z060 3 Yes Top 3 4 15.00 15.00 0.669 0.00 -1.51 6.57 -5.67 0.00 0.00 0.41 0.69 0.69 0.69 0.80 x 149.7 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 4 24.00 082060 4 Yes Top 4 5 15.00 15.00 0.518 0.00 -1.53 7.19 -6.00 0.00 0.00 0.42 0.77 0.77 0.77 0.88 x 138.3 0.0 288.0 288.0 288.0 0.0 0.0 273.0 273.0 273.0 273.0 273.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 5 23.67 0BZ071 5 Yes Top 5 6 15.00 - - - -- 1.478 0.00 -1.74 7.19 -6.00 0.00 0.00 0.29 0.89 0.89 0.89 0.67 x 153.7 0.0 0.0 0.0 0.0 0.0 0.0 15.0 177.4 177.4 177.4 15.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 Displ. Axial Max. 1.478 0.00 x 153.7 0.0 span 5 0 comb 2 0 Support Connection Codes: Support No. 1 2 3 4 5 6 WC WC WC WC WC WC Vertical Reactions: (kips) ________ _________ (negative reaction for gravity loads) Load Support No. Comb. 1 2 3 4 5 6 1 -0.90 -3.65 -3.32 -2.30 -2.73 -0.94 2 1.13 4.19 3.78 2.77 3.27 1.17 3 -0.63 -2.56 -2.32 -1.61 -1.91 -0.66 4 0.79 2.93 2.65 1.94 2.29 0.82 Blanket Insulation Thickness: 0.00 Load Cases: Purlin spacing 6.00 o.c. Building Code: IBC 2003 Code General Loads. Load Case Uniform Load (psf) Load Case Name 1 13.0 Pressure Wind Load 2 -15.5 Suction Wind Load 3 -16.6 Edge Suction wind Load Linear Loads: Load Span Load start load start x end load Case No. Type (lb /ft) (ft) (lb /ft) 1 1 Shear 77.80 0.00 77.80 1 2 Shear 77.80 0.00 77.80 1 3 Shear 77.80 0.00 77.80 1 4 Shear 77.80 0.00 77.80 1 5 Shear 77.80 0.00 77.80 2 1 Shear -93.00 5.50 -93.00 2 2 Shear -93.00 0.00 -93.00 2 3 Shear -93.00 0.00 -93.00 2 4 Shear -93.00 0.00 -93.00 2 5 Shear -93.00 0.00 -93.00 2 1 Shear -99.60 0.00 -99.60 2 5 Shear -99.60 18.17 -99.60 Concentrated: Load Span P V M Case No. (k) (k) (k,ft) 1 2 0.00 0.69 0.00 1 2 0.00 0.69 0.00 2 2 0.00 -0.69 0.00 2 2 0.00 -0.69 0.00 Load Combinations: -- -- ------ -- ---- ---- --- --- - --- -- Act. All. Load Case No. Load Combination Name # ? Fac. 1 2 1 Y 1.33 1.30 0.00 Wind Pressurey 2 Y 1.33 0.00 1.30 Wind Suction 3 Y 1.33 0.91 0.00 wind Pressure Deflection 4 Y 1.33 0.00 0.91 Wind Suction Deflection Deflection Limitations: -- -- ------ --- -- -- ---- ---------- --- -- ------ The 50 year deflection limit = L/ 90.00 The 50 year maximum deflection = 3.20" Deflection limitations were applied to combinations 3 -4 Total system weight = 407.83 lbs. Total system cost = 361.52 dollars General Notes: __---- - - -__= Maximum Values on All Spans Shear Moment Moment Ten. Comp. Shear Mom. T &M P &M V &M -2.41 8.17 -6.98 0.00 0.00 0.69 0.89 0.89 0.89 1.02 0.0 284.0 284.0 0.0 0.0 15.0 177.4 177.4 177.4 15.0 2 1 1 0 0 2 5 5 5 2 2 2 1 0 0 2 2 2 2 2 end x (ft) 23.67 24.00 24.00 24.00 23.67 23.67 24.00 24.00 24.00 18.17 5.50 23.67 x (ft) 2.00 22.00 2.00 22.00 • Ends of laps are considered as brace points. • Inflection points are considered brace points except for spans with discrete bracing. • All calculations are in accordance with the 2001 North American Specification. Purlin Production List: Purlin Section Length 1 082071 24.92 2 082060 26.50 3 082060 26.50 � �7 082060 26.50 08Z071 24.92 Material Summary: Section Weight Cost Fy 08Z060 234.15 212.14 55.0 082071 173.68 149.38 55.0 NBP Light Gage Analysis - MAC OS X Version 6.230 08/21/06 AISI Spec Year = 2001 Input File: /Volumes /Macintosh BD /Users /bbirch /Desktop /U07M7002A /G08 Summary Report for project name: INTERWEST CABINETS BSW 3 BAYS TYP/ BDB - -- Span - -- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces - -- - - - -- Maximum Computed Load Ratios - - -- No Length Sect. Grp. ? Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T &M P &M V &M (in) (in) (in) -- P -- (kip, ft) pos_M neg_M - 1 23.67 082071 1 Yes Top 1 2 - - - -- 15.00 1.567 0.00 -1.72 6.74 -5.62 0.00 0.00 0.29 0.92 0.92 0.92 0.64 x 130.3 0.0 284.0 284.0 284.0 0.0 0.0 269.0 118.5 118.5 118.5 118.5 comb 2 0 2 2 1 0 0 2 2 2 2 2 2 24.00 082060 2 Yes Top 2 3 15.00 15.00 0.213 0.00 -1.46 6.91 -5.76 0.00 0.00 0.40 0.74 0.74 0.74 0.84 x 138.3 0.0 288.0 288.0 288.0 0.0 0.0 273.0 273.0 273.0 273.0 273.0 comb 2 0 2 2 1 0 0 2 2 2 2 2 3 24.00 082071 3 Yes Top 3 4 15.00 - - - -- 1.661 0.00 -1.74 6.91 -5.76 0.00 0.00 0.29 0.95 0.95 0.95 0.66 x 155.6 0.0 0.0 0.0 0.0 0.0 0.0 15.0 167.6 167.6 167.6 167.6 comb 2 0 2 2 1 0 0 2 2 2 2 2 ________ ---- ____________ Maximum Values on All Spans Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T &M P &M V &M Max. 2.058 0.00 -2.41 8.17 -8.24 0.00 0.00 0.40 0.95 0.95 0.95 0.84 x 142.0 0.0 0.0 284.0 142.0 0.0 0.0 273.0 167.6 167.6 167.6 273.0 span 1 0 2 1 1 0 0 2 3 3 3 2 comb 2 0 2 2 2 0 0 2 2 2 2 2 Support Connection Codes: Support No. 1 2 3 4 WC WC WC WC Vertical Reactions: (kips) (negative reaction for gravity loads) Load Support No. Comb. 1 2 3 4 1 -0.96 -2.64 -2.67 -0.97 2 1.19 3.16 3.20 1.20 3 -0.67 -1.85 1 -1.87 -0.68 4 0.83 2.22 2.24 0.84 Blanket Insulation Thickness: 0.00 Load Cases: Purlin spacing 6.00 o.c. Building Code: IBC 2003 Code General Loads: Load Case Uniform Load (psf) Load Case Name 1 13.0 Pressure Wind Load 2 -15.5 Suction Wind Load 3 -16.6 Edge Suction Wind Load Linear Loads: Load Span Load start load start x end load end x Case No. Type (lb /ft) (ft) (lb /ft) (ft) 1 1 Shear 77.80 0.00 77.80 23.67 1 2 Shear 77.80 0.00 77.80 24.00 1 3 Shear 77.80 0.00 77.80 24.00 2 1 Shear -93.00 5.50 -93.00 23.67 2 2 Shear -93.00 0.00 -93.00 24.00 2 3 Shear -93.00 0.00 -93.00 18.50 2 1 Shear -99.60 0.00 -99.60 5.50 2 3 Shear -99.60 18.50 -99.60 24.00 Load Combinations: Act. All. Load Case No. Load Combination Name # ? Fac. 1 2 1 Y 1.33 1.30 0.00 Wind Pressurey 2 Y 1.33 0.00 1.30 wind SuctionL 3 Y 1.33 0.91 0.00 Wind Pressure Deflection 4 Y 1.33 0.00 0.91 Wind Suction Deflection Deflection Limitations: ---------- ------ ----- ---------- -- --- - ----- The 50 year deflection limit = L/ 90.00 The 50 year maximum deflection = 3.20" Deflection limitations were applied to combinations 3 -4 Total system weight = 252.89 lbs. Total system cost = 221.09 dollars General Notes: * Ends of laps are considered as brace points. * Inflection points are considered brace points except for spans with discrete bracing. * All calculations are in accordance with the 2001 North American Specification. Purlin Production List: Purlin Section Length 1 08Z071 24.92 2 OBZ060 26.50 3 082071 25.25 Material Summary: -------- - ------ -------- - - -- --- Section Weight Cost Fy 08Z060 78.05 70.71 55.0 08ZO71 174.84 150.38 55.0 14 / NBP Light Gage Analysis - MAC OS X Version 6.230 08/21/06 AISI Spec Year = 2001 Input File: /Volumes /Macintosh HD/ Users /bbirch / Desktop /u07M7002A /G09 Summary Report for project name: INTERWEST CABINETS BSW 1 BAYS TYP/ BDB - -- Span - -- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces - -- - - - -- Maximum Computed Load Ratios - - -- NO Length Sect. Grp. ? Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T &M P &M V &M (in) (in) (in) - -P- -(kip, ft) pos_M neg_M -T-----P-----V-----M------------------- 1 23.67 082105 1 Yes Top 1 2 - - - -- - - - -- 2.007 0.00 -1.48 7.08 -8.59 0.00 0.00 0.09 0.99 0.99 0.99 0.64 x 142.0 0.0 284.0 142.0 142.0 0.0 0.0 284.0 142.0 142.0 142.0 142.0 comb 2 0 2 1 2 0 0 2 2 2 2 2 Maximum Values on All Spans = _______________________ Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T &M P &M V &M Max. 2.058 0.00 -2.41 8.17 -8.59 0.00 0.00 0.09 0.99 0.99 0.99 0.64 x 142.0 0.0 0.0 284.0 142.0 0.0 0.0 284.0 142.0 142.0 142.0 142.0 span 1 0 2 1 1 0 0 1 1 1 1 1 comb 2 0 2 2 2 0 0 2 2 2 2 2 Support Connection Codes: - - - - - -- ---- - - -- -- -- - -- Combinations: ------- -- -- - - - - -- -- - -- Support No. Case No. Load Combination Name # ? Fac. 1 1 2 1 Y 1.33 1.30 WC WC Wind Pressurey 2 Y 1.33 0.00 vertical Reactions: (kips) Wind SuctionL 3 Y 1.33 0.91 (negative reaction for gravity loads) 4 Y 1.33 0.00 Load Support No. wind Suction Deflection Comb. 1 2 1 -1.20 -1.20 2 1.48 1.48 3 -0.84 -0.84 4 1.03 1.03 Blanket Insulation Thickness: 0.00 Load Cases: Purlin spacing 6.00 o.c. Building Code: IBC 2003 Code General Loads: Load Case Uniform Load (psf) Load Case Name 1 13.0 Pressure Wind Load 2 -15.5 Suction Wind Load 3 -16.6 Edge Suction Wind Load Linear Loads: Load Span Load start load start x end load end x Case No. Type (lb /ft) (ft) (lb /ft) (ft) 1 1 Shear 77.80 0.00 77.80 23.67 2 1 Shear -93.00 5.50 -93.00 18.17 2 1 Shear -99.60 0.00 -99.60 5.50 2 1 Shear -99.60 18.17 -99.60 23.67 Load Combinations: Act. All. Load Case No. Load Combination Name # ? Fac. 1 2 1 Y 1.33 1.30 0.00 Wind Pressurey 2 Y 1.33 0.00 1.30 Wind SuctionL 3 Y 1.33 0.91 0.00 Wind Pressure Deflection 4 Y 1.33 0.00 0.91 wind Suction Deflection Deflection Limitations: -------- -- -- --- -- - - -- ---------- --- -- ------ The 50 year deflection limit = L/ 90.00 The 50 year maximum deflection = 3.16" Deflection limitations were applied to combinations 3 -4 Total system weight = 121.98 lbs. Total system cost = 92.98 dollars -- - -- - --- -- - - -- ----- ------ - - -- General Notes: • Ends of laps are considered as brace points. • Inflection points are considered brace points except for spans with discrete bracing. • All calculations are in accordance with the 2001 North American Specification. Purlin Production List: Purlin Section Length 1 082105 23.67 Material Summary: Section Weight Cost Fy O8Z105 121.98 92.96 55.0 0 NBP Light Gage Analysis - MAC OS X t Version 6.230 08/21/06 AISI Spec Year = 1996 1 /' /'i1T1`(J��•- Input File: /Volumes /Macintosh HD/ Users /bbirch /Desktop /U07M7002A /H02 Summary Report for project name: 1 20X10.5 HEADER' - -- Span - -- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces - -- - - - -- Maximum Computed Load Ratios - No Length Sect. Grp. 7 Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T &M P &M V &M (in) (in) (in) - -P- -(kip, ft) pos_M neg_M -T-----P-----V-----M------------------- 1 20.00 082060 1 Yes Top 1 2 - - - -- - - - -- -0.509 0.00 0.35 1.76 -1.76 0.00 0.00 0.11 0.50 0.50 0.50 0.25 x 120.0 0.0 0.0 120.0 120.0 0.0 0.0 0.0 120.0 120.0 120.0 120.0 comb 1 0 1 1 2 0 0 1 2 2 2 1 Maximum Values on All Spans Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T &M P &M V &M Max. -0.509 0.00 0.35 1.76 -1.76 0.00 0.00 0.11 0.50 0.50 0.50 0.25 x 120.0 0.0 0.0 120.0 120.0 0.0 0.0 0.0 120.0 120.0 120.0 120.0 span 1 0 1 1 1 0 0 1 1 1 1 1 comb 1 0 1 1 2 0 0 1 2 2 2 1 ________________ Support Connection Codes: Support No. 1 2 WC WC Vertical Reactions: (kips) --- --- -- --- ------ (negative reaction for gravity loads) Load Support No. Comb. 1 2 1 -0.35 -0.35 2 0.35 0.35 Load Cases: Purlin spacing 0.00 o.c. Building Code: No code assigned General Loads: Load Case Uniform Load (psf) Load Case Name 1 15.5 Pressure Wind 2 -15.5 Suction wind 3 -15.5 Edge Suction Wind Linear Loads: Load Span Case No 1 1 2 1 Concentrated: Load Span Case No. 1 1 1 1 2 1 2 1 Load Combinations: Act. All. Load Case No. # 7 Fac. 1 2 1 Y 1.33 1.30 0.00 2 Y 1.33 0.00 1.30 Load start load start x end load Type (lb /ft) (ft) (lb /ft) Shear 27.07 0.00 27.07 Shear -27.07 0.00 -27.07 P V M (k) (k) (k,ft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Load Combination Name Wind Pressure Wind Suction Deflection Limitations: ---- ------ ----- ---- -- ---------- ----- --- - -- The 50 year deflection limit = L/ 90.00 The 50 year maximum deflection = 2.67^ Deflection limitations were applied to combinations 1 -2 Total system weight = 58.90 lbs. Total system cost = 53.37 dollars --- -- ---- -- ---- ----- - ----- ---- Load Load Load end x (ft) 20.00 20.00 x (ft) 0.00 0.00 0.00 0.00 General Notes: • Ends of laps are considered as brace points. • Inflection points are considered brace points except for spans with discrete bracing. • All calculations are in accordance with the 1996 AISI Specification. Purlin Production List: Purlin Section Length 1 0BZ060 20.00 Material Summary: Section Weight Cost Fy OBZ060 58.90 53.37 55.0 NBP Light Gage Analysis - MAC OS X Version 6.230 08/21/06 AISI Spec Year = 1996 P-1 Input File: /Volumes /Macintosh HD/ Users /bbirch /Desktop /U07M7002A /J02 Summary Report for project name: '20X10.5 JAMB' - -- Span - -- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces - -- - - - -- Maximum Computed Load Ratios - - -- No Length Sect. Grp. 7 Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T &M P &M V &M (in) (in) (in) - -P- -(kip, ft) pos_M neg_M -T-----P-----V-----M------------------- 1 14.00 08Z060 1 Yes Discr 1 2 - - - -- - - - -- -0.746 0.00 1.47 5.39 -5.39 0.00 0.00 0.45 0.83 0.63 0.83 0.77 x 78.8 0.0 0.0 90.0 90.0 0.0 0.0 0.0 90.0 90.0 90.0 90.0 comb 1 0 1 1 2 0 0 1 1 1 1 1 2 Discrete brace locations (ft. from left supp.) 10.50 7.50 Maximum Values on All Spans Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T &M P &M V &M Max. -0.746 0.00 1.47 5.39 -5.39 0.00 0.00 0.45 0.83 0.83 0.83 0.77 x 78.8 0.0 0.0 90.0 90.0 0.0 0.0 0.0 90.0 90.0 90.0 90.0 span 1 0 1 1 1 0 0 1 1 1 1 1 comb 1 0 1 1 2 0 0 1 1 1 1 1 Support Connection Codes: Support No. 1 2 WC WC Vertical Reactions: (kips) (negative reaction for gravity loads) Load Support No. Comb. 1 2 1 -1.47 -1.13 2 1.47 1.13 Load Cases: Purlin spacing 0.00 O.C. Building Code: No code assigned General Loads: Load Case Uniform Load (psf) Load Case Name 1 15.5 Pressure Wind 2 -15.5 Suction Wind 3 -15.5 Edge Suction Wind Linear Loads: Load Span Load start load start x end load Case No. Type (lb /ft) (ft) (lb /ft) 1 1 Shear 154.70 0.00 154.70 2 1 Shear - 154.70 0.00 - 154.70 Concentrated: Load Span P V M Case No. (k) (k) (k,ft) 1 1 0.00 0.11 0.00 1 1 0.00 0.00 0.00 1 1 0.00 0.00 0.00 1 1 0.00 0.00 0.00 1 1 0.00 0.00 0.00 1 1 0.00 0.00 0.00 1 1 0.00 0.00 0.00 1 1 0.00 0.27 0.00 2 1 0.00 -0.11 0.00 2 1 0.00 0.00 0.00 2 1 0.00 0.00 0.00 2 1 0.00 0.00 0.00 2 1 0.00 0.00 0.00 2 1 0.00 0.00 0.00 2 1 0.00 0.00 0.00 2 1 0.00 -0.27 0.00 Load Combinations: Act. All. Load Case No. Load Combination Name # 7 Fac. 1 2 1 Y 1.33 1.30 0.00 Wind Pressure 2 Y 1.33 0.00 1.30 Wind Suction Deflection Limitations: The 50 year deflection limit = L/ 90.00 The 50 year maximum deflection = 1.87" Deflection limitations were applied to combinations 1 -2 Total system weight = 41.23 lbs. Total system cost = 37.36 dollars Load Load Load end x (ft) 10.50 10.50 x (ft) 7.50 0.00 0.00 0.00 0.00 0.00 0.00 10.50 7.50 0.00 0.00 0.00 0.00 0.00 0.00 10.50 General Notes: • Ends of laps are considered as brace points. • Inflection points are considered brace points except for spans with discrete bracing. • All calculations are in accordance with the 1996 AISI Specification. Purlin Production List: Purlin Section Length 1 08Z060 14.00 Material Summary: Section Weight Cost Fy 08Z060 41.23 37.36 55.0 NBP Light Gage Analysis - MAC OS X Version 6.230 08/21/06 AISI Spec Year = 2001 Input File: /Volumes /Macintosh HD/ Users /bbirch /Desktop /U07M7002A /GO2 Summary Report for project name: INTERWEST CABINETS LEW TYP/ BDB - -- Span - -- Des. Des. Bic. Supp. Lt. Rt. Max. -- Max. Computed Forces - -- - - - -- Maximum Computed Load Ratios - - -- No Length Sect. Grp. 7 Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T &M P &M V &M (in) (in) (in) __P_ -(kip, ft) pos_M neg_M _ T ----- P ----- V ----- M------------------- 1 20.67 082098 1 Yes Top 1 2 - - - -- 0.00 1.575 0.00 -1.67 7.40 -8.27 0.00 0.00 0.12 1.01 1.01 1.01 0.66 x 118.1 0.0 0.0 118.1 118.1 0.0 0.0 0.0 118.1 118.1 118.1 118.1 comb 2 0 2 1 2 0 0 2 2 2 2 2 2 20.00 082098 2 Yes Top 2 3 0.00 0.00 1.353 0.00 -1.52 6.95 -7.60 0.00 0.00 0.11 0.93 0.93 0.93 0.61 x 120.0 0.0 0.0 120.0 120.0 0.0 0.0 0.0 120.0 120.0 120.0 120.0 comb 2 0 2 1 2 0 0 2 2 2 2 2 3 11.67 OBZ060 3 Yes Top 3 4 0.00 - - - -- 0.271 0.00 -0.98 2.36 -2.75 0.00 0.00 0.30 0.61 0.61 0.61 0.39 x 70.0 0.0 140.0 70.0 70.0 0.0 0.0 140.0 70.0 70.0 70.0 70.0 comb 2 0 2 1 2 0 0 2 2 2 2 2 Maximum Values on All Spans Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T &M P &M V &M Max. 1.575 0.00 -1.67 7.40 -8.27 0.00 0.00 0.30 1.01 1.01 1.01 0.66 x 118.1 0.0 0.0 118.1 118.1 0.0 0.0 140.0 118.1 118.1 118.1 118.1 Span 1 0 1 1 1 0 0 3 1 1 1 1 comb 2 0 2 1 2 0 0 2 2 2 2 2 --------------- -------- Support Connection Codes: = -=- --- -- -------- ----- ------- - ---- -- --- - - - -- Support No. 1 2 3 4 WC WC WC WC Vertical Reactions: (kips) (negative reaction for gravity loads) Load Support No. Comb. 1 2 3 4 1 -1.44 -2.83 -2.20 -0.81 2 1.67 3.11 2.43 0.98 3 -1.01 -1.98 -1.54 -0.57 4 1.17 2.17 1.70 0.68 Blanket Insulation Thickness: 0.00 Load Cases: Purlin spacing 7.00 o.c. Building Code: IBC 2003 Code General Loads: Load Case Uniform Load (psf) Load Case Name 1 15.3 Pressure Wind Load 2 -16.7 Suction Wind Load 3 -19.1 Edge Suction Wind Load Linear Loads: Load Span Load start load start x end load end x Case No. Type (lb /ft) (ft) (lb /ft) (ft) 1 1 Shear 106.90 0.00 106.90 20.67 1 2 Shear 106.90 0.00 106.90 20.00 1 3 Shear 106.90 0.00 106.90 11.67 2 1 Shear - 116.90 5.50 - 116.90 20.67 2 2 Shear - 116.90 0.00 - 116.90 20.00 2 3 Shear - 116.90 0.00 - 116.90 6.17 2 1 Shear - 133.70 0.00 - 133.70 5.50 2 3 Shear - 133.70 6.17 - 133.70 11.67 Load Combinations: Act. All. Load Case No. Load Combination Name # ? Fac. 1 2 1 Y 1.33 1.30 0.00 Wind Pressure 2 Y 1.33 0.00 1.30 Wind Suction 3 Y 1.33 0.91 0.00 Wind Pressure Deflection 4 Y 1.33 0.00 0.91 Wind Suction Deflection Deflection Limitations: The 50 year deflection limit = L/ 90.00 The 50 year maximum deflection = 2.76" Deflection limitations were applied to combinations 3 -4 Total system weight = 229.99 lbs. Total system cost = 181.66 dollars General Notes: • Ends of laps are considered as brace points. • Inflection points are considered brace points except for spans with discrete bracing. * All calculations are in accordance with the 2001 North American Specification. Purlin Production List: Purlin Section Length 1 082098 20.67 2 082098 20.00 3 082060 11.67 Material Summary: Section weight Cost Fy 082060 34.36 31.13 55.0 OHZ098 195.63 150.52 55.0 A43 Framed Opening Worksheet Version 2.7 (by SAR on 11 /8/04) Job Number: JU07M7002A I F/O Design Name: I INTERWEST CABINETS I Opening Location: FLEW Eave Height = Bay Width = Opening Width = Opening Height = Dist. From Left = 24.58 ft ft ft ft ft Gir Locations. Eave Height = 24.58 ft Top Girt Elev. On Wall = 19 ft Next One Down = 14 ft Next One Down = 7.5 ft 22 12 12 8 Framed Opening Style: I Extended Jamb Wind Load =1 1&7 1psf CODE: I IBC 2003 Hold to which depth [8/10 /121Best]? 8 J &H files for FODesignName 'U07M7002A-- INTERWEST CABINETS - -LEW' were created as 304 & H04 in folder 'Macintosh HD: Users: bbirch: Desktop:U07M7002A:'. Jamb loads added to girt run 'G02'. NBP Light Gage Analysis - MAC os X Version 6.230 O8/21/06 AISZ Spec Year = 2001 ^ Input File: /Volumes /Macintosh HD /Users /bbirch /Desktop /U07M7002A /G02 ("/_') Summary Report for project name: INTERWEST CABINETS LEW TYP/ BDB - -- Span - -- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces - -- - - - -- Maximum Computed Load Ratios - - -- No Length Sect. Grp. ? Type Lt Rt Lap Lap Displ. Axial shear Moment Moment Ten. Comp. Shear Mom. T &M P &M V &M (in) (in) (in) --P--(kip, ft) pos_M neg_M _ T ----- P ----- V ----- M------------------- 1 20.67 082105 1 Yes Top 1 2 - - - -- 0.00 2.222 0.00 -2.72 12.21 -13.07 0.00 0.00 0.16 1.50 1.50 1.50 0.98 x 120.0 0.0 248.0 96.0 96.0 0.0 0.0 248.0 96.0 96.0 96.0 96.0 comb 2 0 2 1 2 0 0 2 2 2 2 2 2 20.00 082098 2 Yes Top 2 3 0.00 0.00 1.353 0.00 -1.52 6.95 -7.60 0.00 0.00 0.11 0.93 0.93 0.93 0.61 x 120.0 0.0 0.0 120.0 120.0 0.0 0.0 0.0 120.0 120.0 120.0 120.0 comb 2 0 2 1 2 0 0 2 2 2 2 2 3 11.67 08Z060 3 Yes Top 3 4 0.00 - - - -- 0.271 0.00 -0.98 2.36 -2.75 0.00 0.00 0.30 0.61 0.61 0.61 0.39 x 70.0 0.0 140.0 70.0 70.0 0.0 0.0 140.0 70.0 70.0 70.0 70.0 comb 2 0 2 1 2 0 0 2 2 2 2 2 Maximum Values on All Spans =____--------------- ___________________ Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T &M P &M V &M Max. 2.459 0.00 -3.15 15.99 -17.09 0.00 0.00 0.30 1.50 1.50 1.50 0.98 x 150.0 0.0 0.0 174.0 174.0 0.0 0.0 140.0 96.0 96.0 96.0 96.0 span 3 0 3 3 3 0 0 3 1 1 1 1 comb 2 0 2 1 2 0 0 2 2 2 2 2 Support Connection Codes: - - -- - -- --- - - -- - -- - - - -- ------- ---- - - - --- - - - -- Support No. 1 2 3 4 WC WC WC WC vertical Reactions: (kips) (negative reaction for gravity loads) Load Support No. Comb. 1 2 3 4 1 -2.08 -3.96 -2.20 -0.81 2 2.32 4.24 2.43 0.98 3 -1.46 -2.77 -1.54 -0.57 4 1.62 2.97 1.70 0.68 Blanket Insulation Thickness: 0.00 Load Cases: Purlin spacing 7.00 o.c. Building Code: IBC 2003 Code General Loads: Load Case Uniform Load (psf) Load Case Name 1 15.3 Pressure Wind Load 2 -16.7 Suction Wind Load 3 -19.1 Edge Suction Wind Load Linear Loads: Load Span Load start load start x end load Case No. Type (lb /ft) (ft) (lb /ft) 1 1 Shear 106.90 0.00 106.90 1 2 Shear 106.90 0.00 106.90 1 3 Shear 106.90 0.00 106.90 2 1 Shear - 116.90 5.50 - 116.90 2 2 Shear - 116.90 0.00 - 116.90 2 3 Shear - 116.90 0.00 - 116.90 2 1 Shear - 133.70 0.00 - 133.70 2 3 Shear - 133.70 6.17 - 133.70 Concentrated: Load Span P V M Case No. (k) (k) (k,ft) 1 1 0.00 0.78 0.00 1 1 0.00 0.59 0.00 2 1 0.00 -0.78 0.00 2 1 0.00 -0.59 0.00 Load Combinations: - - -- -- -- -- ------ ---- ------ --- - -- Act. All. Load Case No. Load Combination Name # ? Fac. 1 2 1 Y 1.33 1.30 0.00 Wind Pressure 2 Y 1.33 0.00 1.30 Wind Suction 3 Y 1.33 0.91 0.00 wind Pressure Deflection 4 Y 1.33 0.00 0.91 Wind Suction Deflection Deflection Limitations: The 50 year deflection limit = L/ 90.00 The 50 year maximum deflection = 2.76" Deflection limitations were applied to combinations 3 -4 Total system weight = 237.09 lbs. Total system cost = 186.35 dollars ----- ---- -- ---- ----- - -- --- - - -- end x (ft) 20.67 20.00 11.67 20.67 20.00 6.17 5.50 11.67 x (ft) 8.00 20.00 8.00 20.00 General Notes: * Ends of laps are considered as brace points. * Inflection points are considered brace points except for spans with discrete bracing. * All calculations are in accordance with the 2001 North American Specification. Purlin Production List: Purlin Section Length 1 08Z105 20.67 2 082098 20.00 3 082060 11.67 Material Summary: Section weight Cost Fy 0BZ060 34.36 31.13 55.0 08Z098 96.21 74.03 55.0 082105 106.52 61.19 55.0 K�. m t { { NBP Light Gage Analysis - MAC OS X Version 6.230 08/21/06 AISI Spec Year = 1996 Input File: /Volumes /Macintosh HD/Users /bbirch /Des ktop /Job /2007/U07M7002A/J04 Summary Report for project name: 'INTERWEST CABINETS JAMB' - -- Span - -- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces - -- - - - -- Maximum Computed Load Ratios - - -- No Length Sect. Grp. 2 Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M (in) (in) (in) - -P- -(kip, ft) pos - M neg_M -T-----P-----V-----M------------------- 1 14.00 08C105 1 Yes Discr 1 2 - - - -- - - - -- -0.401 0.00 1.19 5.29 -5.29 0.00 0.00 0.07 1.02 1.02 1.02 0.41 x 90.0 0.0 0.0 90.0 90.0 0.0 0.0 0.0 90.0 90.0 90.0 90.0 comb 1 0 1 1 2 0 0 1 1 1 1 2 1 Discrete brace locations (ft. from left supp.) 12.00 Maximum Values on All Spans Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. TGM P&M V&M Max. -0.401 0.00 1.19 5.29 -5.29 0.00 0.00 0.07 1.02 1.02 1.02 0.41 x 90.0 0.0 0.0 90.0 90.0 0.0 0.0 0.0 90.0 90.0 90.0 90.0 span 1 0 1 1 1 0 0 1 1 1 1 1 comb 1 0 1 1 2 0 0 1 1 1 1 2 Support Connection Codes: - ------ ---------- -- - -- ------- ---- - - -- -- -- --- Support No. 1 2 WC WC Vertical Reactions: (kips) -------- --- - - - - -- ( negative reaction for gravity loads) Load Support No. Comb. 1 2 1 -1.19 -1.11 2 1.19 1.11 Load Cases: Purlin spacing 0.00 O.C. Building Code: No code assigned General Loads: Load Case Uniform Load (psf) Load Case Name 1 16.7 Pressure Wind 2 -16.7 Suction Wind 3 -16.7 Edge Suction Wind Linear Loads: Load Span Load start load start x end load Case No. Type (lb /ft) (ft) (lb /ft) 1 1 Shear 100.20 0.00 100.20 2 1 Shear - 100.20 0.00 - 100.20 Concentrated: Load Span P V M Case No. (k) (k) (k,ft) 1 1 0.00 0.47 0.00 1 1 0.00 0.00 0.00 1 1 0.00 0.00 0.00 1 1 0.00 0.00 0.00 1 1 0.00 0.00 0.00 1 1 0.00 0.00 0.00 1 1 0.00 0.00 0.00 1 1 0.00 0.10 0.00 2 1 0.00 -0.47 0.00 2 1 0.00 0.00 0.00 2 1 0.00 0.00 0.00 2 1 0.00 0.00 0.00 2 1 0.00 0.00 0.00 2 1 0.00 0.00 0.00 2 1 0.00 0.00 0.00 2 1 0.00 -0.10 0.00 Load Combinations: Act. All. Load Case No. Load Combination Name # ? Fac. 1 2 1 Y 1.33 1.30 0.00 Wind Pressure 2 Y 1.33 0.00 1.30 Wind Suction Deflection Limitations: ----- - -- ---- -- ----- The 50 year deflection limit = L/ 90.00 The 50 year maximum deflection = 1.87" Deflection limitations were applied to combinations 1 -2 Total system weight = 72.16 lbs. Total system cost = 55.00 dollars --- -- --- --- - --- ----- ------ ---- Load Load Load end x (ft) 12.00 12.00 x (ft) 7.50 0.00 0.00 0.00 0.00 0.00 0.00 12.00 7.50 0.00 0.00 0.00 0.00 0.00 0.00 12.00 General Notes: * Ends of laps are considered as brace points. * Inflection points are considered brace points except for spans with discrete bracing. * All calculations are in accordance with the 1996 AISI Specification. Purlin Production List: Purlin Section Length 1 08C105 14.00 Material Summary: -- - - -- -- - - - - - -- -------- ------- Section Weight Cost Fy 08C105 72.16 55.00 55.0 1 V "° NBP Light Gage Analysis - MAC OS X Version 6.230 08/21/06 Aisi Spec Year = 1996 Input File: /Volumes /Macintosh HD/ Users /bbirch /Desktop /u07M7002A /H04 / Summary Report for project name: 'INTERWEST CABINETS HEADER' - -- Span - -- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces - -- - - - -- Maximum Computed Load Ratios - - -- No Length Sect. Grp. ? Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M PSM V5M (in) (in) (in) --P- -(kip, ft) pos_M neg_M _ T ----- P ----- V ----- M------------------- 1 12.00 08C060 1 Yes Top 1 2 - - - -- - - - -- -0.041 0.00 0.13 0.39 -0.39 0.00 0.00 0.04 0.15 0.15 0.15 0.06 x 72.0 0.0 0.0 72.0 72.0 0.0 0.0 0.0 72.0 72.0 72.0 72.0 comb 1 0 1 1 2 0 0 1 2 2 2 2 Maximum Values on All Spans Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. TsM PaM V&M Max. 2.459 0.00 -3.15 15.99 -17.09 0.00 0.00 0.04 0.15 0.15 0.15 0.06 X 150.0 0.0 0.0 174.0 174.0 0.0 0.0 0.0 72.0 72.0 72.0 72.0 span 3 0 3 3 3 0 0 1 1 1 1 1 comb 2 0 2 1 2 0 0 1 2 2 2 2 Support Connection Codes: Support No. - - =__- - - - -- 1 2 WC WC Vertical Reactions: (kips) ________ _________ (negative reaction for gravity loads) Load Support No. Comb. 1 2 1 -0.13 -0.13 2 0.13 0.13 Load Cases: Purlin spacing 0.00 o.c. Building Code: No code assigned General Loads: Load Case Uniform Load (psf) Load Case Name 1 16.7 Pressure Wind 2 -16.7 Suction Wind 3 -16.7 Edge Suction Wind Linear Loads: Load Span Load start load start x end load Case No. Type (lb /ft) (ft) (lb /ft) 1 1 Shear 16.70 0.00 16.70 2 1 Shear -16.70 0.00 -16.70 Concentrated: Load Span P V M Case No. (k) (k) (k,ft) 1 1 0.00 0.00 0.00 1 1 0.00 0.00 0.00 2 1 0.00 0.00 0.00 2 1 0.00 0.00 0.00 Load Combinations: Act. All. Load Case No. Load Combination Name # ? Fac. 1 2 1 Y 1.33 1.30 0.00 Wind Pressure 2 Y 1.33 0.00 1.30 Wind Suction Deflection Limitations: The 50 year deflection limit = L/ 90.00 The 50 year maximum deflection = 1.60" Deflection limitations were applied to combinations 1 -2 Total system weight = 35.34 lbs. Total system cost = 32.02 dollars Load Load Load end x (ft) 12.00 12.00 x (ft) 0.00 0.00 0.00 0.00 General Notes: • Ends of laps are considered as brace points. • Inflection points are considered brace points except for spans with discrete bracing. • All calculations are in accordance with the 1996 AISI Specification. Purlin Production List: Purlin Section Length 1 OBC060 12.00 Material Summary: Section Weight Cost Fy O8C060 35.34 32.02 55.0 r� Framed Opening Worksheet Version 2.7 (by SAR on 11 /8/04) Job Number: JU07M7002A I F/O Design Name: I INTERWEST CABINETS Opening Location: REW Geometry: Eave Height = 24.58 ft _G Locatio Bay Width = 25.5 ft Eave Height = 24.58 ft Opening Width = 16 ft Top Girt Elev. On Wall = 19 It Opening Height= 14 ft Next One Down = 14 ft Dist. From Left = 2 ft Next One Down = 7.5 ft Framed Opening Style: I Extended Jamb �, Loads: Wind Load =1 15.47 1 psf CODE: I IBC 2003 I I Hold to which depth [8110/121Best]? 10 reeaaacK Area J &H files for FODesignName 'U07M7002A -- INTERWEST CABINETS- -REW 16X14 BAY 3' were created as J03 & H03 in folder 'Macintosh HD: Users: bbirch: Desktop:U07M7002A:'. Jamb loads added to girt run 'G03'. Jamb loads added to girt run 'G03'. NBP Light Gage Analysis - MAC OS X Version 6.230 08/21/06 AISI Spec Year = 2001 Input File: /Volumes /Macintosh HD/ Users /bbirch /Desktop /U07M7002A /G03 Summary Report for project name: INTERWEST CABINETS REW'Q• GIRT/ BDB - -- Span - -- Des. Des. Bic. Supp. Lt. Rt. Max. -- Max. Computed Forces - -- - - - -- Maximum Computed Load Ratios - - -- No Length Sect. Grp. ? Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T &M P &M V &M (in) (in) (in) - -P- -(kip, ft) pos_M neg_M _ T ----- P ----- V ----- M------------------- 1 8.67 102060 1 Yes Top 1 2 - - - -- 0.00 0.049 0.00 -0.73 1.28 -1.55 0.00 0.00 0.28 0.36 0.36 0.36 0.28 x 46.2 0.0 0.0 46.2 46.2 0.0 0.0 0.0 46.2 46.2 46.2 0.0 comb 2 0 2 1 2 0 0 2 2 2 2 2 2 19.50 102105 2 Yes Top 2 3 0.00 0.00 0.893 0.00 -2.86 8.62 -9.24 0.00 0.00 0.20 1.01 1.01 1.01 0.51 x 120.0 0.0 234.0 120.0 120.0 0.0 0.0 234.0 120.0 120.0 120.0 120.0 comb 2 0 2 1 2 0 0 2 2 2 2 2 3 24.17 1OZ105 3 Yes Top 3 4 0.00 - - - -- 2.459 0.00 -3.15 15.99 -17.09 0.00 0.00 0.22 1.67 1.87 1.87 0.93 x 150.0 0.0 0.0 174.0 174.0 0.0 0.0 0.0 174.0 174.0 174.0 174.0 comb 2 0 2 1 2 0 0 2 2 2 2 2 Displ. Axial Max. 2.459 0.00 x 150.0 0.0 span 3 0 comb 2 0 Support Connection Codes: Support No. 1 2 3 4 WC WC WC WC Vertical Reactions: (kips) ________ _________ (negative reaction for gravity loads) Load Support No. Comb. 1 2 3 4 1 -0.60 -2.96 -5.71 -2.77 2 0.73 3.18 6.01 3.03 3 -0.42 -2.07 -4.00 -1.94 4 0.51 2.22 4.21 2.12 Blanket Insulation Thickness: 0.00 Load Cases: Purlin spacing 7.00 o.c. Building Code: IBC 2003 Code General Loads: Load Case Uniform Load (psf) Load Case Name 1 15.2 Pressure wind Load 2 -16.6 Suction Wind Load 3 -18.9 Edge Suction Wind Load Linear Loads: Load Span Load start load start x end load Case No. Type (lb /ft) (ft) (lb /ft) 1 1 Shear 106.30 0.00 106.30 1 2 Shear 10630 000 106.30 1 3 Shear 106.. 30 0. . 00 106.30 2 1 Shear - 116.30 5.50 - 116.30 2 2 Shear - 116.30 0.00 - 116.30 2 3 Shear - 116.30 0.00 - 116.30 2 1 Shear - 132.50 0.00 - 132.50 2 3 Shear - 132.50 18.67 - 132.50 Concentrated: Load Span P V M Case No. (k) (k) (k,ft) 1 3 0.00 0.75 0.00 1 3 0.00 1.10 0.00 1 2 0.00 0.78 0.00 1 2 0.00 1.07 0.00 2 3 0.00 -0.75 0.00 2 3 0.00 -1.10 0.00 2 2 0.00 -0.78 0.00 2 2 0.00 -1.07 0.00 Load Combinations: Act. All. Load Case No. Load Combination Name # ? Fac. 1 2 1 Y 1.33 1.30 000 Wind Pressure 2 Y 1.33 0.00 1..30 Wind Suction 3 Y 1.33 0.91 0.00 Wind Pressure Deflection 4 Y 1.33 0.00 0.91 wind Suction Deflection Deflection Limitations: - --- ------ - ---- ---- -- ---------- -- --------- The 50 year deflection limit = L/ 90.00 The 50 year maximum deflection = 3.22" Deflection limitations were applied to combinations 3 -4 Total system weight = 285.31 lbs. Total system cost = 221.65 dollars __________= Maximum values on All Spans Shear Moment Moment Ten. Comp. Shear Mom. T &M P &M V &M -3.15 15.99 -17.09 0.00 0.00 0.28 1.87 1.87 1.87 0.93 0.0 174.0 174.0 0.0 0.0 0.0 174.0 174.0 174.0 174.0 3 3 3 0 0 1 3 3 3 3 2 1 2 0 0 2 2 2 2 2 end x (ft) 8.67 19.50 24.17 8.67 19.50 18.67 5.50 24.17 x (ft) 1.50 17.50 2.00 18.00 1.50 17.50 2.00 18.00 General Notes: • Ends of laps are considered as brace points. • Inflection points are considered brace points except for spans with discrete bracing. * All calculations are in accordance with the 2001 North American Specification. Purlin Production List: Purlin Section Length 1 1OZ060 8.67 2 102105 19.50 3 102105 24.17 Material Summary: -------- --- - --- -------- - --- - -- Section Weight Cost FY 1OZ060 29.06 26.33 55.0 1OZ105 256.24 195.32 55.0 (I c9 5 X 1 ` --,> ��J35 NP5+ vj i - h 102-� `f 1� NBP Light Gage Analysis - MAC OS X Version 6.230 08/21/06 AISI Spec Year = 1996 Input File: /volumes /Macintosh HD /Users /bbirch /Desktop /U07M7002A /HO3 Summary Report for project name: 'INTERWEST CABINETS HEADER' - -- Span - -- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces - -- - - - -- Maximum Computed Load Ratios - - -- NO Length Sect. Grp. 7 Type Lt Rt Lap Lap DiSpl. Axial Shear Moment Moment Ten. Comp. Shear Mom. T &M P &M V&M (in) (in) (in) - -P- -(kip, ft) pos_M neg_M -T-----P-----V-----M------------------- 1 16.00 100060 1 Yes Top 1 2 - - - -- - - - -- -0.177 0.00 0.40 1.61 -1.61 0.00 0.00 0.16 0.51 0.51 0.51 0.20 x 96.0 0.0 0.0 96.0 96.0 0.0 0.0 0.0 96.0 96.0 96.0 96.0 comb 1 0 1 1 2 0 0 1 2 2 2 2 Maximum Values on All Spans ------------------------ ------------------------ Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T &M P &M V &M Max. 2.459 0.00 -3.15 15.99 -17.09 0.00 0.00 0.16 0.51 0.51 0.51 0.20 x 150.0 0.0 0.0 174.0 174.0 0.0 0.0 0.0 96.0 96.0 96.0 96.0 span 3 0 3 3 3 0 0 1 1 1 1 1 comb 2 0 2 1 2 0 0 1 2 2 2 2 -------------- -------- ------- ----------------- ---- ------------------ ----- -- -- Support Connection Codes: --- -- -- ---- - -- - -- --- -- ------- ---------- -- - -- Support No. 1 2 WC WC Vertical Reactions: (kips) == = = = = == === = = = = == ( negative reaction for gravity loads) Load Support No. Comb. 1 2 .1 -0.40 -0.40 2 0.40 0.40 Load Cases: Purlin spacing 0.00 O.C. Building Code: No code assigned General Loads: Load Case Uniform Load (psf) Load Case Name 1 15.5 Pressure Wind 2 -15.5 Suction wind 3 -15.5 Edge Suction Wind Linear Loads: Load Span Load start load start x end load Case No. Type (lb /ft) (ft) (lb /ft) 1 1 Shear 38.67 0.00 38.67 2 1 Shear -38.67 0.00 -38.67 Concentrated: Load Span P V M Case No. (k) (k) (k,ft) 1 1 0.00 0.00 0.00 1 1 0.00 0.00 0.00 2 1 0.00 0.00 0.00 2 1 0.00 0.00 0.00 Load Combinations: Act. All. Load Case No. Load Combination Name # 7 Fac. 1 2 1 Y 1.33 1.30 0.00 Wind Pressure 2 Y 1.33 0.00 1.30 Wind Suction Deflection Limitations: The 50 year deflection limit = L/ 90.00 The 50 year maximum deflection = 2.13" Deflection limitations were applied to combinations 1 -2 Total system weight = 53.65 lbs. Total system cost = 48.61 dollars ---- - -- -- - -- -- Load Load Load end x (ft) 16.00 16.00 x (ft) 0.00 0.00 0.00 0.00 General Notes: • Ends of laps are considered as brace points. • Inflection points are considered brace points except for spans with discrete bracing. • All calculations are in accordance with the 1996 AISI Specification. Purlin Production List: Purlin Section Length 1 100060 16.00 Material Summary: Section Weight Cost FY 100060 53.65 48.61 55.0 WAR NBP Light Gage Analysis - MAC OS X Version 6.230 08/21/06 AISI Spec Year = 1996 �f Input File: /Volumes /Macintosh HD/ Users /bbirch /Desktop /u07M7002A/JO3 Summary Report for project name: 'INTERWEST CABINETS JAMB' - -- Span - -- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces - -- - - - -- Maximum Computed Load Ratios - - -- No Length Sect. Grp. ? Type Lt Rt Lap Lap Diepl. Axial Shear Moment Moment Ten. Comp. Shear Mom. T &M P &M V &M (in) (in) (in) - -P- -(kip, ft) pos_M neg_M -T-----P-----V-----M------------------- 1 19.00 100076 1 Yes Discr 1 2 - - - -- - - - -- -1.285 0.00 1.99 10.54 -10.54 0.00 0.00 0.38 1.01 1.01 1.01 0.92 x 112.3 0.0 0.0 101.1 101.1 0.0 0.0 0.0 101.1 101.1 101.1 90.0 comb 1 0 1 1 2 0 0 1 1 1 1 2 3 Discrete brace locations (ft. from left supp.) 14.00 14.00 7.50 Maximum Values on All Spans ------------------------ ------------------------ Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T &M P &M V &M Max. 2.459 0.00 -3.15 15.99 -17.09 0.00 0.00 0.38 1.01 1.01 1.01 0.92 x 150.0 0.0 0.0 174.0 174.0 0.0 0.0 0.0 101.1 101.1 101.1 90.0 span 3 0 3 3 3 0 0 1 1 1 1 1 comb 2 0 2 1 2 0 0 1 1 1 1 2 ______________ --------------- _________________ _________ ______-------------- __ Support Connection Codes: ------- ---- - ----- ----- ------- ------- --- -- - -- Support No. 1 2 WC WC Vertical Reactions: (kips) ------ -- --- - - - - -- (negative reaction for gravity loads) Load Support No. Comb. 1 2 1 -1.99 -1.69 2 1.99 1.69 Load Cases: Purlin spacing 0.00 O.C. Building Code: No code assigned General Loads: Load Case Uniform Load (psf) Load Case Name 1 15.5 Pressure Wind 2 -15.5 Suction Wind 3 -15.5 Edge Suction Wind Linear Loads: Load Span Load start load start x end load Case No. Type (lb /ft) (ft) (lb /ft) 1 1 Shear 123.76 0.00 123.76 2 1 Shear - 123.76 0.00 - 123.76 Concentrated: Load Span P V M Case No. (k) (k) (k,ft) 1 1 0.00 0.36 0.00 1 1 0.00 0.43 0.00 1 1 0.00 0.00 0.00 1 1 0.00 0.00 0.00 1 1 0.00 0.00 0.00 1 1 0.00 0.00 0.00 1 1 0.00 0.00 0.00 1 1 0.00 0.31 0.00 2 1 0.00 -0.36 0.00 2 1 0.00 -0.43 0.00 2 1 0.00 0.00 0.00 2 1 0.00 0.00 0.00 2 1 0.00 0.00 0.00 2 1 0.00 0.00 0.00 2 1 0.00 0.00 0.00 2 1 0.00 -0.31 0.00 Load Combinations: Act. All. Load Case No. Load Combination Name # ? Fac. 1 2 1 Y 1.33 1.30 0.00 Wind Pressure 2 Y 1.33 0.00 1.30 Wind Suction Deflection Limitations: The 50 year deflection limit = L/ 90.00 The 50 year maximum deflection = 2.53" Deflection limitations were applied to combinations 1 -2 Total system weight = 80.70 lbs. Total system cost = 67.16 dollars Load Load Load end x (ft) 14.00 14.00 x (ft) 14.00 7.50 0.00 0.00 0.00 0.00 0.00 14.00 14.00 7.50 0.00 0.00 0.00 0.00 0.00 14.00 General Notes: • Ends of laps are considered as brace points. • Inflection points are considered brace points except for spans with discrete bracing. • All calculations are in accordance with the 1996 AISI Specification. Purlin Production List: Purlin Section Length 1 100076 19.00 Material Summary: - - - - - - -- ---- --- -------- - - ----- Section Weight Cost Fy 100076 80.70 67.16 55.0 NBP Light Gage Analysis - MAC OS X L �� 1■ /' � reezea Version 6.230 06/21/06 AISI Spec Year = 2001 ,J •�YV/ Input File: /volumes /Macintosh HD/ Users /bbirch /Desktop /U07M7002A /G04 Summary Report for project name: INTERWEST CABINETS / BDB - -- Span - -- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces - -- - - - -- Maximum Computed Load Ratios - - -- No Length Sect. Grp. ? Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T &M P &M V &M (in) (in) (in) --P--(kip, ft) pcs_M neg_M _ T ----- P ----- V ----- M------------------- 1 7.83 08Z060 1 Yes Top 1 2 - - - -- - - - -- 0.057 0.00 -0.68 1.09 -1.28 0.00 0.00 0.21 0.28 0.28 0.28 0.21 x 47.0 0.0 94.0 47.0 47.0 0.0 0.0 94.0 47.0 47.0 47.0 94.0 comb 2 0 2 1 2 0 0 2 2 2 2 2 ________________________ Maximum Values on All Spans ------------------------ ________________________ Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T &M P &M V &M Max. 2.058 0.00 -2.41 8.17 -8.59 0.00 0.00 0.21 0.28 0.28 0.28 0.21 x 142.0 0.0 0.0 284.0 142.0 0.0 0.0 94.0 47.0 47.0 47.0 94.0 span 1 0 2 1 1 0 0 1 1 1 1 1 comb 2 0 2 2 2 0 0 2 2 2 2 2 Support Connection Codes: - - - - - -- ---- - - - - -- - - - -- ------- --- -- - - - -- - - - -- Support No. 1 2 WC WC Vertical Reactions: (kips) ________ _________ (negative reaction for gravity loads) Load Support No. Comb. 1 2 1 -0.56 -0.56 2 0.67 0.68 3 -0.39 -0.39 4 0.47 0.47 rp((� Blanket Insulation Thickness: 0.00 ^ r C1`µ l Load Cases: Purlin spacing 7.50 o.c. Building Code: IBC 2003 Code General Loads: Load Case Uniform Load (psf) Load Case Name 1 14.6 Pressure Wind Load 2 -15.9 Suction Wind Load 3 -18.4 Edge Suction wind Load Linear Loads: Load Span Load start load start x end load Case No. Type (lb /ft) (ft) (lb /ft) 1 1 Shear 109.40 0.00 10940 2 1 Shear - 119.50 3.00 - 119..50 2 1 Shear - 137.80 0.00 - 137.80 2 1 Shear - 137.80 4.83 - 137.80 Load Combinations: ____ __---------- ____ ____________ Act. All. Load Case No. Load Combination Name # ? Fac. 1 2 1 Y 1.33 1.30 0.00 Wind Pressurey 2 Y 1.33 0.00 1.30 Wind Suction 3 Y 1.33 0.91 0.00 Wind Pressure Deflection 4 Y 1.33 0.00 0.91 Wind Suction Deflection Deflection Limitations: ---- - - - - -- ----- -- ---- ---------- - ------ ---- The 50 year deflection limit = L/ 90.00 The 50 year maximum deflection = 1.04^ Deflection limitations were applied to combinations 3 -4 Total system weight = 23.07 lbs. Total system cost = 20.90 dollars end x (ft) 7.83 4.83 3.00 7.83 General Notes: " Ends of laps are considered as brace points. * Inflection points are considered brace points except for spans with discrete bracing. * All calculations are in accordance with the 2001 North American Specification. Purlin Production List: Purlin section Length 1 082060 7.83 Material Summary: ------ -- - - -- --- -------- --- ---- Section Weight Cost Fy 082060 23.07 20.90 55.0 NUCOR BUILDING SYSTEMS BRACING PROGRAM Job Name: Job Number: U07M7002A Designer: BDB Date: 9/17/07 File: B02 ------------------------------------ S T R U C T U R A L G E O M E T R Y ------------------------------------ Number of Boxes: 1 Information for Box MS: Width: 55.00 Ft. Length: 120.00 Ft. Left Eave Ht.: 24.58 Ft. Left Roof Slope: -1.00 : 12 PSF Right Eave Ht.: 20.00 Ft. Right Roof Slope: 1.00 : 12 Girt Offset: 8.00 In. Purlin Offset: 8.00 In Ridge Location: 0.00 Ft. Load Main Frame Spans: 55.0000 Load Frame Roof Wall Bay Spacing: 5 @24.0000 Case Wall Dir. Magnitude Endwall Spacing - -> Left: 22.0000,20.0000,13.0000 Grid Elevation Description (ID) Right: 25.5000,19.5000,10.0000 (Kips) (ID) (ID) (Ft.) Girt Elevations - -> BSW: 7.5000,14.0000,19.0000,21.7915 EQB rl x 1.50 FSW: 7.5000,14.0000,17.0000 B eav ext Seismic Purlin Spacing - -> RP1: rl x 1.50 1 G ---------------------------------------------------------------------------------------- L O A D I N G C O N D I T I O N S ---------------------------------------------------------------------------------------- eav ext Seismic EQF rl x Building Code & Year: IBC /ASCE 7 -05 1996 MBMA Occupancy Cat.: 2 eav ext Seismic Sds /Shc: rl x 0.473 / 0.236 Wind Speed: 90 MPH Seismic Ss / S1: eav ext 0.509 / 0.166 Exposure Condition: C Design Category: D Importance Factor, Iw: 1.00 R Factor: 3.2 ASR Name Coastal ?: No Roof Snow: 34.65 PSF Enclosure Condition: Enclosed Seismic Dead Weight: 1.00 W5B 9.43 PSF MRH Pressure: 14.98 PSF Total Seismic Wt, W: 16.36 PSF 1.00 W5F Roof Seismic Factor: 0.145 rho /omega: 3) 1.30 / 2.00 Wind Coefficients - -> Load Front Back 1.70 EQF Case Wall Wall W5B 0.58 -0.11 W5F -0.11 0.58 Wind Pressures - -> To Interior Zone Exterior Zone Elev. W5B W5F W5B W5F (Ft.) (PSF) (PSF) (PSF) (PSF) 24.6 8.69 8.69 11.84 11.84 Leeward - -- -1.65 -1.65 -3.75 -3.75 Net Pressure on Building - -> Case W5B W5F PSF 12.61 -12.89 User- Applied Loads - -> Load Roof/ Load Load Frame Roof Wall Case Wall Dir. Magnitude Line Grid Elevation Description (ID) (ID) (X,Y) (Kips) (ID) (ID) (Ft.) EQB rl x 1.50 1 B eav ext Seismic EQB rl x 1.50 1 G eav ext Seismic EQF rl x -1.50 6 B eav ext Seismic EQF rl x -1.50 6 G eav ext Seismic Load Combinations - -> ID ASR Name 1) 1.00 W5B 2) 1.00 W5F 3) 1.70 EQB 4) 1.70 EQF NUCOR BUILDING SYSTEMS Job #: U07M7002A Page: Building: B02 By BDB Date: 9/17/07 ' / S T REACTION REPORT -- BY LOAD CASE -------------------------------------------------------------- REACTIONS -- LOAD CASE W5B -------------------------------------------------------------- Frame Grid Horizontal Vertical Moment Line Line + = right + = up + = counterclockwise -------------------------------------------------------------- 1 B -0.00 -0.00 0.00 1 G -0.00 -0.00 0.00 2 B -0.00 0.00 0.00 2 G -0.00 0.00 0.00 3 B -0.00 0.00 0.00 3 G -0.00 0.00 0.00 4 B -4.15 -4.25 0.00 4 G -3.57 -2.97 0.00 5 B -0.00 4.25 0.00 5 G -0.00 2.97 0.00 6 B -0.00 0.00 0.00 6 G -0.00 0.00 0.00 -------------------------------------------------------------- Summation -7.73 -0.00 -------------------------------------------------------------- REACTIONS -- LOAD CASE W5F -------------------------------------------------------------- Frame Grid Horizontal Vertical Moment Line Line + = right + = up + = counterclockwise -------------------------------------------------------------- 1 B 0.00 0.00 -0.00 1 G 0.00 0.00 -0.00 2 B 0.00 -0.00 -0.00 2 G 0.00 -0.00 -0.00 3 B 0.00 0.00 -0.00 3 G 0.00 0.00 -0.00 4 B 0.00 4.33 -0.00 4 G 0.00 3.05 -0.00 5 B 4.23 -4.33 -0.00 5 G 3.66 -3.05 -0.00 6 B 0.00 -0.00 -0.00 6 G 0.00 -0.00 -0.00 -------------------------------------------------------------- Summation 7.90 -0.00 -------------------------------------------------------------- REACTIONS -- LOAD CASE EQB -------------------------------------------------------------- Frame Grid Horizontal Vertical Moment Line Line + = right + = up + = counterclockwise -------------------------------------------------------------- 1 B -0.00 -0.00 0.00 1 G -0.00 -0.00 0.00 2 B -0.00 0.00 0.01 2 G -0.00 0.00 0.01 3 B -0.00 0.00 0.00 3 G -0.00 0.00 0.00 4 B -9.32 -9.54 0.00 4 G -9.32 -7.76 0.00 5 B -0.00 9.54 0.00 5 G -0.00 7.76 0.00 6 B -0.00 0.00 0.00 6 G -0.00 0.00 0.00 -------------------------------------------------------------- Summation -18.66 0.00 -------------------------------------------------------------- REACTIONS -- LOAD CASE EQF -------------------------------------------------------------- Frame Grid Horizontal Vertical Moment Line Line + = right + = up + = counterclockwise -------------------------------------------------------------- 1 B 0.00 0.00 -0.00 1 G 0.00 0.00 -0.00 2 B 0.00 -0.00 -0.00 2 G 0.00 -0.00 -0.00 3 B 0.00 0.00 -0.00 3 G 0.00 0.00 -0.00 4 B 0.00 9.54 -0.00 4 G 0.00 7.76 -0.00 5 B 9.32 -9.54 -0.00 5 G 9.32 -7.76 -0.00 6 B 0.00 -0.00 -0.00 6 G 0.00 -0.00 -0.00 Summation 18.66 -0.00 NUCOR BUILDING SYSTEMS Job #: U07M7002A Axial Axial Page: Lines Building: B02 code desc. comb. By BDB S21 1 -2 Date: 9/17/07 - BRACING DESIGN SUMMARY REPORT -- BY CONTROLLING LOAD COMBINATION " "" S22 ------------------------------------------------------------------------------- BRACES B 0.00 PUR 3 -3.93 S23 3 -4 ------------------------------------------------------------------------------- Memb. Frame Grid/ 3 Mat. Member Load Axial Axial Min ID ------------------------------------------------------------------------------- Lines Top Elev. Orient. code desc. comb. (k) Allowed tw B1 4 -5 B -C / RB5 5/8 ROD 4 8.82 9.92 - -- B2 4 -5 B -C \ RB5 5/8 3 8.83 9.92 - -- B3 4 -5 C -D / RB5 5/8 ROD 4 4.79 9.92 - -- B4 4 -5 C -D \ RB5 5/8 3 4.79 9.92 - -- B5 4 -5 D -E / RB5 5/8 ROD 2 0.41 5.83 - -- B6 4 -5 D -E \ RB5 5/8 ROD 3 0.61 9.92 - -- B7 4 -5 E -F / RB5 5/8 3 3.39 9.92 - -- B8 4 -5 E -F \ RB5 5/8 ROD 4 3.41 9.92 - -- B9 4 -5 F -G / RB5 5/8 ROD 3 8.72 9.92 - -- B10 4 -5 F -G \ RB5 5/8 ROD 4 8.72 9.92 - -- Bll 4 -5 B 24.58 / RB8 1_ROD 3 26.67 27.77 0.343 B12 4 -5 B 24.58 \ RB8 1_ROD 4 26.67 27.77 0.343 B13 4 -5 G 20.00 / RB8 1 ROD 3 24.25 27.77 0.279 B14 4 -5 G 20.00 \ RB8 1 4 24.25 27.77 0.279 ----------------------------------------------------------------------- STRUTS Memb. Frame Grid/ Mat. Member Load Axial Axial ID ----------------------------------------------------------------------- Lines Elev. code desc. comb. (k) Allowed S21 1 -2 B 0.00 PUR 3 -3.32 S22 2 -3 B 0.00 PUR 3 -3.93 S23 3 -4 B 0.00 PUR 3 -4.54 S24 4 -5 B 24.58 P6.188 PIPE 3 -17.69 59.06 S25 5 -6 B 0.00 PUR 4 -3.32 S26 1 -2 G 0.00 8E060B2 EaveStrut 3 -3.39 8.57 S27 2 -3 G 0.00 8E060B2 EaveStrut 3 -4.15 8.57 S28 3 -4 G 0.00 8E060B2 EaveStrut 3 -4.91 8.57 S29 4 -5 G 0.00 8E060B4 EaveStrut 3 -17.47 17.14 530 5= 6 ---- G 000 8E060B2 EaveStrut 4 3. - - - - - - - - - COST - -- & WEIGHT ---------------- - - SUMMARY - - -- - - - -= -- - 857 IN DOLLARS & LBS ----------------- Cables - - - -- Rods - --------------------------------- Angles Pipe Purlin Portals Total ------------------------------- Struts Struts COST 0 318 - 0 - - - -- - -- 201 0 --------------- 0 - -- 520 WEIGHT 0 555 0 288 0 0 843 ia,�7x11� A9 5 A IloLA Uve n 5 Nucor Building Products Job # U07M7002A Job Name B02 Designer BDB Date : 9/17/07 ------------------------------------------------------------------------- - - - - -- X- Bracing ---------------------------- RB5 256 RB8 299 Strut ---------------------------- P6.188 288 On ---------------------------- Total Weight : 843 lbs. NUCOR BUILDING SYSTEMS BRACING PROGRAM Job Name: Job Number: U07M7002A Designer: BDB Date: 9/17/07 File: BO1 ---------------------------------------------------------------------------------------- S T R U C T U R A L G E O M E T R Y ---------------------------------------------------------------------------------------- Number of Boxes: 1 Information for Box MS: Width: 24.00 Ft. Length: 10.50 Ft. Left Eave Ht.: 12.00 Ft. Left Roof Slope: 1.00 12 Right Eave Ht.: 12.00 Ft. Right Roof Slope: 1.00 12 Girt Offset: 8.00 In. Purlin Offset: 8.00 In Ridge Location: 12.00 Ft. Main Frame Spans: 24.0000 Bay Spacing: 10.5000 Endwall Spacing - -> Left: Right: Girt Elevations - -> BSW: FSW: Purlin Spacing - -> RP1: RP2: 2 @12.0000 24.0000 7.5000 7.5000 1.3333,2 @5.0000,0.7083 1.3333,2 @5.0000,0.7083 LOADING C O N D ---------------------------------------------------------------------------------------- I T I O N S -3.75 Net Pressure on Building Building Code & Year: IBC /ASCE 7 -05 1996 MBMA Occupancy Cat.: 2 Sds /Shc: 0.473 / 0.236 Wind Speed: 90 MPH Seismic Ss / S1: 0.509 / 0.166 Exposure Condition: C Design Category: D Case Wall Dir. Importance Factor, Iw: 1.00 R Factor: 3.2 (Kips) Coastal ?: No Roof Snow: 34.65 PSF Enclosure Condition: Enclosed Seismic Dead Weight: 9.00 PSF MRH Pressure: 14.98 PSF Total Seismic Wt, W: 15.93 PSF Wind Coefficients - -> Load Front Case Wall W5B 0.58 W5F -0.11 Wind Pressures - -> To Interior Zone Elev. W5B W5F (Ft.) (PSF) (PSF) 13.0 8.69 8.69 Leeward Roof Seismic Factor: 0.132 rho /omega: 1.30 / 2.00 Back Wall -0.11 0.58 Exterior Zone W5B W5F (PSF) (PSF) 11.84 11.84 - -- -1.65 -1.65 -3.75 -3.75 Net Pressure on Building - -> Case W5B W5F PSF 14.08 -14.30 User - Applied Loads - -> Load Roof/ Load Load Frame Roof Wall Case Wall Dir. Magnitude Line Grid Elevation (ID) (ID) (X,Y) (Kips) (ID) (ID) (Ft.) Load Combinations - -> ID ASR Name 1) 1.00 W5B 2) 1.00 W5F 3) 1.70 EQB 4) 1.70 EQF Description *7 NUCOR BUILDING SYSTEMS Job #: U07M7002A Page: ��[} Building: BO1 By BDB Date: 9/17/07 "" BRACING DESIGN SUMMARY REPORT -- BY CONTROLLING LOAD COMBINATION " "" ------------------------------------------------------------------------------- BRACES ------------------------------------------------------------------------------- Memb. Frame Grid/ Mat. Member Load Axial Axial Min ID Lines Top Elev. Orient. code desc. comb. (k) Allowed tw ------------------------------------------------------------------------------- B1 B -A A -B / RB5 5/8 ROD 4 0.28 9.92 - -- B2 B -A A -B \ RB5 5/8 1 0.51 5.83 - -- B3 B -A B -C / RB5 5/8 ROD 1 0.50 5.83 - -- B4 B -A B -C \ RB5 5/8 4 0.29 9.92 - -- B5 B -A A 12.00 / RB5 5/8 ROD 1 1.57 5.83 - -- B6 B -A A 12.00 \ RB5 5/8 2 1.59 5.83 - -- B7 B -A C 12.00 / RB5 5/8 1 1.56 5.83 - -- B8 B -A C 12.00 \ RB5 5/8 ROD 2 1.59 5.83 - -- ----------------------------------------------------------------------- STRUTS ----------------------------------------------------------------------- Memb. Frame Grid/ Mat. Member Load Axial Axial ID Lines Elev. code desc. comb. (k) Allowed ----------------------------------------------------------------------- S2 B -A A 0.00 8E060B2 EaveStrut 2 -0.91 5.04 S3 B -A C 0.00 8E060B2 EaveStrut 2 -0.91 5.04 ---------------------------------------------------------------------- COST & WEIGHT SUMMARY IN DOLLARS & LBS ---------------------------------------------------------------------- Cables Rods Angles Pipe Purlin Portals Total Struts Struts ---------------------------------------------------------------------- COST 0 89 0 0 0 0 89 WEIGHT 0 132 0 0 0 0 132 NUCOR BUILDING SYSTEMS Job #: U07M7002A Page: ![- Building: BO1 By : BDB Date: 9/17/07 FO ^ ^^ REACTION REPORT -- BY LOAD CASE ^ ^^ -------------------------------------------------------------- REACTIONS -- LOAD CASE W5B -------------------------------------------------------------- Frame Grid Horizontal Vertical Moment Line Line -------------------------------------------------------------- + = right + = up + = counterclockwise B A -1.04 -1.19 0.00 B C -1.03 -1.18 0.00 A A -0.00 1.19 0.00 A C -0.00 1.18 0.00 -------------------------------------------------------------- Summation -2.07 -0.00 -------------------------------------------------------------- REACTIONS -- LOAD CASE W5F -------------------------------------------------------------- Frame Grid Horizontal Vertical Moment Line Line -------------------------------------------------------------- + = right + = up + = counterclockwise B A 0.00 1.20 -0.00 B C 0.00 1.20 -0.00 A A 1.05 -1.20 -0.00 A C 1.05 -1.20 -0.00 -------------------------------------------------------------- Summation 2.10 -0.00 -------------------------------------------------------------- REACTIONS -- LOAD CASE EQB -------------------------------------------------------------- Frame Grid Horizontal Vertical Moment Line Line -------------------------------------------------------------- + = right + = UP + = counterclockwise B A -0.29 -0.33 0.00 B C -0.29 -0.33 0.00 A A -0.00 0.33 0.00 A C -0.00 0.33 0.00 -------------------------------------------------------------- Summation -0.58 0.00 -------------------------------------------------------------- REACTIONS -- LOAD CASE EQF -------------------------------------------------------------- Frame Grid Horizontal Vertical Moment Line Line -------------------------------------------------------------- + = right + = UP + = counterclockwise B A 0.00 0.33 -0.00 B C 0.00 0.33 -0.00 A A 0.29 -0.33 -0.00 A C 0.29 -0.33 -0.00 -------------------------------------------------------------- Summation 0.58 -0.00 Nucor Building Products Job # U07M7002A Job Name B01 Designer BDB ------------------------- - - - - -- X- Bracing ---------------------------- RB5 133 Date : 9/18/07 ---------------------------- Total weight : 133 lbs. NUCOR BUILDING SYSTEMS Job # : U07M7002A Job Name: INTERWEST CABINETS Frame FRAME LINE 1 Date 9/17/07 Designer: BDB File : E01 ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type EMS Frame width 55.00 Ft. Bay width 12.00 Ft. LEFT RIGHT Dim to ridge 55.00 Ft. 0.00 Ft. Roof slope 1.00/12 0.00/12 Eave height 20.00 Ft. 24.58 Ft. Girt offset 8.00 In. 8.00 In. Purlin offset 8.00 In. 8.00 In. Col. spacing 13.0000,20.0000,22.0000 Supports / Spring Constants COLO1 - Bottom V H COL02 - Bottom V H COL03 - Bottom V H COL04 - Top H Bottom V H Column Bracing: WP1 Girt Brace Y Y Y N Flange Brace 2 2 2 0 Location (ft): 7.5 14.0 19.0 19.4 WP2 Girt Brace Y Y Y N Flange Brace 2 2 2 0 Location (ft): 7.5 14.0 19.0 20.3 WP3 Girt Brace Y Y Y N Flange Brace 2 2 2 0 Location (ft): 7.5 14.0 19.0 22.0 WP4 Girt Brace Y Y Y N Flange Brace 2 2 2 0 Location (ft): 7.5 14.0 19.0 23.7 Other Braces: Column Left Brace Right Brace Location (ft): Typ. Girt spacing 5.00 Ft. Typ. Purlin spacing: 5.00 Ft. ----------------------------------------- L O A D I N G C O N D I T I O N S ----------------------------------------- Building Code 6 Year IBC /ASCE 7 -05 1986/1996 MBMA occupancy class 1/2 AISC Specification 1989 ASD L O A D S (Psf ) Roof Dead load 3.00 Roof Coll load 3.00 Roof Live load 20.00 Roof Snow load 38.50 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 50.00 Ce = 1.00 Ss = 0.509 S1 = 0.166 Seismic Design Category = D R = 4.50 Cd = 3.00 Sds = 0.473 Shc = 0.236 Wind speed 90.00 Mph Exp. : C Wind pressure 15.90 Psf Building is Enclosed Wind pressure coefficients Site Class = D rho = 1.00 omega = 2.500 C1 C2E C2 C3 C3E C4 W1R 0.790 0.000 -0.890 -0.350 0.000 -0.250 W1L -0.250 0.000 -0.350 -0.890 0.000 0.790 Vey W2R 0.430 0.000 -1.250 -0.710 0.000 -0.610 W2L -0.610 0.000 -0.710 -1.250 0.000 0.430 W5B -0.270 -0.890 -0.510 -0.510 0.000 -0.270 W5F -0.270 0.000 -0.510 -0.510 -0.890 -0.270 W6B -0.630 -1.250 -0.870 -0.870 0.000 -0.630 W6F -0.630 0.000 -0.870 -0.870 -1.250 -0.630 W7B -0.270 -0.350 -0.190 -0.190 0.000 -0.270 W7F -0.270 0.000 -0.190 -0.190 -0.350 -0.270 WBB -0.630 -0.710 -0.550 -0.550 0.000 -0.630 W8F -0.630 0.000 -0.550 -0.550 -0.710 -0.630 Wind Loads for Endwall Column Pressure Suction Column Id (PSF) (PSF) COLO1 14.24 -17.04 C0L02 13.32 -14.75 COL03 12.96 -14.39 COL04 13.49 -15.54 Wind Loads for Endwall Rafter Interior Zone Pressure 10.00 10.00 Suction 10.00 -20.35 Pressure 100.00 10.00 Suction 100.00 -20.35 Edge Zone Pressure 10.00 10.00 Suction 10.00 -28.30 Pressure 100.00 10.00 Suction 100.00 -26.71 Tributary Widths Panel Trib. Width (ft) WP1 7.17 WP2 15.83 WP3 20.33 WP4 11.67 RP1 14.00 ----------------------------------------- P R O G R A M- A P P L I E D L 0 A D S ----------------------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Klf K1£ Ft. Ft. RDL RP1 -0.042 -0.042 0.000 55.000 COL RP1 -0.042 -0.042 0.000 55.000 SL RP1 -0.539 -0.539 0.000 55.000 RLL RP1 -0.280 -0.280 0.000 55.000 W1R RP1 -0.198 -0.198 0.000 55.000 W1L RP1 -0.078 -0.078 0.000 55.000 W2R RP1 -0.278 -0.278 0.000 55.000 W2L RP1 -0.158 -0.158 0.000 55.000 W5B RP1 -0.374 -0.374 0.000 55.000 W5B WP1 0.102 0.102 0.000 20.111 W5B WP2 0.211 0.211 0.000 21.083 W5B WP3 0.264 0.264 0.000 22.750 W5B WP4 0.157 0.157 0.000 24.472 W5F RP1 -0.374 -0.374 0.000 55.000 W5F WP1 -0.122 -0.122 0.000 20.111 W5F WP2 -0.234 -0.234 0.000 21.083 W5F WP3 -0.293 -0.293 0.000 22.750 W5F WP4 -0.181 -0.181 0.000 24.472 EQR RP1 0.023 0.023 0.000 55.000 EQL RP1 -0.023 -0.023 0.000 55.000 RL1 RP1 -0.280 -0.280 0.000 13.000 RL2 RP1 -0.280 -0.280 13.000 33.000 RL3 RP1 -0.280 -0.280 33.000 55.000 S1 RP1 -0.539 -0.539 0.000 13.000 S2 RP1 -0.539 -0.539 13.000 33.000 S3 RP1 -0.539 -0.539 33.000 55.000 Load On Hor. Vert. Moment Loc Case Mem Kips Kips K -Ft. Ft. W1R SPAN1 1.605 0.000 0.000 1.333 F� W1R SPANS 0.622 0.000 0.000 53.667 W1L SPAN1 -0.508 0.000 0.000 1.333 W1L SPAN3 -1.964 0.000 0.000 53.667 W2R SPAN1 0.874 0.000 0.000 1.333 W2R SPAN3 1.517 0.000 0.000 53.667 W2L SPAN1 -1.240 0.000 0.000 1.333 W2L SPANS -1.069 0.000 0.000 53.667 A L --------------------------------------- U S E ----------------------------------------- R- A P P L I E D L O A D S SW + RDL + COL + RLL Load On Start End Start End Case Panel Load Load Loc Loc 7) 1.33 Klf Klf Ft. Ft. EQR RP1 0.014 0.014 0.000 55.000 EQL RP1 -0.014 -0.014 0.000 55.000 Load On Hor. Vert. Moment Loc Case Mem Kips Kips K -Ft. Ft. RDL COL01 0.000 -0.080 0.120 18.720 RDL COL04 0.000 -0.080 -0.120 23.190 COL COL01 0.000 -0.080 0.120 18.720 COL COL04 0.000 -0.080 -0.120 23.190 SL COL01 0.000 -1.730 2.740 18.720 SL COL04 0.000 -1.730 -2.740 23.190 RLL COL01 0.000 -0.500 0.790 18.720 RLL COL04 0.000 -0.500 -0.790 23.190 W1R COL01 0.000 -0.710 1.120 18.720 W1R COL04 0.000 -0.710 -1.120 23.190 W1L COL01 0.000 -0.710 1.120 18.720 W1L COL04 0.000 -0.710 -1.120 23.190 W2R COL01 0.000 -0.710 1.120 18.720 W2R COL04 0.000 -0.710 -1.120 23.190 W2L COL01 0.000 -0.710 1.120 18.720 W2L COL04 0.000 -0.710 -1.120 23.190 W5B COL01 0.000 -0.710 1.120 18.720 W5B COL04 0.000 -0.710 -1.120 23.190 W5F COL01 0.000 -0.710 1.120 18.720 W5F COL04 0.000 -0.710 -1.120 23.190 Sl COL01 0.000 -1.730 2.740 18.720 Sl COL04 0.000 -1.730 -2.740 23.190 S2 COL01 0.000 -1.730 2.740 18.720 S2 COL04 0.000 -1.730 -2.740 23.190 S3 COL01 0.000 -1.730 2.740 18.720 S3 COL04 0.000 -1.730 -2.740 23.190 S3 COL04 0.000 -1.730 -2.740 23.190 -------------------------------- L O A D C O M B I N A T I O N S -------------------------------- ASR Cases 1) 1.00 SW + RDL + COL + SL 2) 1.00 SW + RDL + COL + RLL 3) 1.33 SW + RDL + 1.30W1L 4) 1.33 SW + RDL + 1.30W2L 5) 1.33 SW + RDL + 1.30WlR 6) 1.33 SW + RDL + 1.30W2R 7) 1.33 SW + RDL + COL + 0.50SL + 1.30W1L 8) 1.33 SW + RDL + COL + 0.50SL + 1.30W2L 9) 1.33 SW + RDL + COL + 0.50SL + 1.30WlR 10) 1.33 SW + RDL + COL + 0.50SL + 1.30W2R 11) 1.33 SW + RDL + COL + SL + 0.65W1L 12) 1.33 SW + RDL + COL + SL + 0.65W2L 13) 1.33 SW + RDL + COL + SL + 0.65W1R 14) 1.33 SW + RDL + COL + SL + 0.65W2R 15) 1.33 SW + RDL + 1.30W5B 16) 1.33 SW + RDL + 1.30W5F 17) 1.33 SW + RDL + COL + 0.50SL + 1.30W5B 18) 1.33 SW + RDL + COL + 0.50SL + 1.30W5F 19) 1.33 SW + RDL + COL + SL + 0.65W5B 20) 1.33 SW + RDL + COL + SL + 0.65W5F 21) 1.00 SW + RDL + COL + RL1 + RL3 22) 1.00 SW + RDL + COL + RL2 23) 1.00 SW + RDL + COL + RL1 + RL2 24) 1.00 SW + RDL + COL + RL2 + RL3 25) 1.00 SW + RDL + COL + S1 + S2 + 0.50S3 26) 1.00 SW + RDL + COL + 0.50S1 + S2 + S3 27) 1.00 SW + RDL + COL + S1 + 0.50S2 + 0.50S3 28) 1.00 SW + RDL + COL + 0.50S1 + 0.50S2 + S3 29) 1.45 1.09SW + 1.09RDL + 1.09COL + 0.20SL + EQL 30) 1.45 1.09SW + 1.09RDL + 1.09COL + 0.20SL + EQR 31) 1.45 0.81SW + 0.81RDL + 0.51EQL 32) 1.45 0.81SW + 0.81RDL + 0.51EQR Special Load # Description P -1 Addl. SEISMIC P -2 Addl. SEISMIC Special Load # Description C -15 EAVE EXT. C -1 EAVE EXT. C -16 EAVE EXT. C -2 EAVE EXT. C -18 EAVE EXT. C -4 EAVE EXT. C -17 EAVE EXT. C -3 EAVE EXT. C -22 EAVE EXT. C -9 EAVE EXT. C -23 EAVE EXT. C -10 EAVE EXT. C -24 EAVE EXT. C -11 EAVE EXT. C -25 EAVE EXT. C -12 EAVE EXT. C -26 EAVE EXT. C -13 EAVE EXT. C -27 EAVE EXT. C -14 EAVE EXT. C -19 EAVE EXT. C -5 EAVE EXT. C -20 EAVE EXT. C -6 EAVE EXT. C -21 EAVE EXT. C -8 EAVE EXT. C -7 EAVE EXT. iv AMIN Job : U07M7002A INTERWEST CABINETS NUCOR BUILDING SYSTEMS Date: 09 -18 -07 Page: 1 Frame: FRAME LINE 1 Max By : EDE File: E01 - DESIGN SUMMARY ------------------------------------------------------------------------------------------------------------------------------------ ----------------------------------------------------------------------------------------------------- REPORT * * ID ------------------------------- Comb Wide Flange Members Shipping Mat'l Load Axial Axial Moment Bend Max Load Shear Shear Length Code ID Fy Comb Loc Rips Ratio Ft -kip Ratio Ratio Comb Loc Rips Ratio ------------------------------------------------------------------------------------------------------------------------------------ RAFO1 WF818 W 8x 18 50.0 25 5 -0.6 0.01 -16.9 0.45 0.45 25 5 7.21 0.19 RAF02 WFO18 W 8x 18 50.0 26 13 -0.8 0.01 -29.1 0.77 0.77 26 13 9.04 0.24 COLO1 WF818 W 8x 18 50.0 25 24a -7.7 0.07 6.9 0.19 0.25 18 23b 1.24 0.02 COL02 WF818 W 8x 18 50.0 15 28a 6.9 0.03 12.2 0.25 0.32 16 31b 2.86 0.06 COL03 WF818 W 8x 18 50.0 15 37a 10.0 0.05 18.1 0.37 0.47 16 38b 3.56 0.07 COL04 WF818 W 8x 18 50.0 26 46a -12.3 0.12 -9.7 0.23 0.35 16 46b 2.13 0.04 Frame Weight (lbs) = 2405 Deflections (in): Maximum dx = -0.01 = E/9999 SW +RDL +COL +0.50SL +1.3Ow2L Maximum dy = -0.83 = L/ 299 @ MOD 3, SW +RDL +COL +0.5051 +O.50S2 +S3 Max. Live dy = -0.71 = L/ 347 @ MOD 3, SW +RDL +COL +0.5051 +0.5OS2 +S3 E/W col dx = 0.91 = L/ 288 @ COL03, SW +RDL +1.30W5F NUCOR BUILDING SYSTEMS Job I : U07M7002A 7 Job Name: INTERWEST CABINETS Frame FRAME LINE 1 Date 9/17/07 Designer: BDB File : E01 ------------------------------------ C O N N E C T I O N S U M M A R Y ------------------------------------ Splice Connection - Moment Connection from RAFO1 To RAF02 Left Right Left Right ----------- - - - - -- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty /Size Comb Rips Rips Ft -kip Ratio Ratio Comb Rips Kips Ft -kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 4/8BE F6.38 F6.38 8- 0.625 -5 22 0.11 1.28 5.4 0.56 0.56 22 0.11 1.28 5.4 0.15 ------------------ --------------------------------------------------- --- --- ------ ------------------- ------------------------------- left right width thick length Fy I I size size ------------------------------------------------------------------------------------------------------------------------------------- Left Plate 1 6.0 0.375 12.73 55.0 op Weld I =3 FWD3 Right Plate 6.0 0.375 12.73 55.0 + T Web Weld FWD3 FWD3 Stiffener 0.0 0.000 0.00 0.0 Bottom Weld FWD3 FWD3 Pinned Column Cap from COLO1 to RAFO1 Cap Bottom Cap B/R -------- - - - - -- BOLT --------- - - - - -- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty /Size Comb Rips Rips Ft -kip Ratio Ratio Comb Rips Kips Ft -kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 4- 0.500 -5 ------------------------------------------------------------------------------------------------------------------------------------- Pinned Column Cap from COL02 to RAFO1 Cap Bottom Cap B/R -------- - - - - -- BOLT --------- - - - - -- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty /Size Comb Rips Kips Ft -kip Ratio Ratio Comb Kips Rips Ft -kip Ratio -------------------------------------------------------- ------ ---- ------------------- - ------------------------------- - - --- ---- -- 4- 0.500 -5 Pinned Column Cap from COL03 to RAF02 Cap Bottom Cap B/R -------- - - - - -- BOLT --------- - - - - -- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty /Size Comb Rips Rips Ft -kip Ratio Ratio Comb Rips Rips Ft -kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 4- 0.500 -5 ------------------------------------------------------------------------------------------------------------------------------------- Pinned Column Cap from COL04 to RAF02 Cap Bottom Cap B/R -------- - - - - -- BOLT --------- - - - - -- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty /Size Comb Rips Rips Ft -kip Ratio Ratio Comb Rips Rips Ft -kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 4- 0.500 -5 ----------- ------------------------------------------------------------------------------------------------------------------------ Base Plate - COLO1 Base T/L B/R ---- - - - - -- WELD --- - - - - -- - - - - -- BOLT - - - - - -- Plate Bolt Flange Flange Web tp(req) /tp Axial Web Shear Flg Shear ft /Ft fv/Fv ASTM Matl Qty /Size Weld Weld Weld Ratio Check s Uplift s Uplift Ratio Ratio Design - ----------------------- ---- -- -- -------------- -- ------- ----- --- 4 -0.750 A307 ------------------------------------------------------------------------------------------------------------------------------------- Base Plate - COL02 Base T/L B/R ---- - - - - -- WELD --- - - - - -- - - - - -- BOLT - - - - - -- Plate Bolt Flange Flange Web tp(req) /tp Axial Web Shear Flg Shear ft /Ft fv /Fv ASTM Matl Qty /Size Weld Weld Weld Ratio Check 6 Uplift 6 Uplift Ratio Ratio Design ------------------------------------------------------------------------------------------------------------------------------------- 4 -0.750 A307 ------------------------------------------------------------------------------------------------------------------------------------- Base Plate - COL03 Base T/L B/R ---- - - - - -- WELD --- - - - - -- - - - - -- BOLT - - - - - -- Plate Bolt Flange Flange Web tp(req) /tp Axial Web Shear Flg Shear ft /Ft fv /Fv ASTM Matl Qty /Size Weld Weld Weld Ratio Check a Uplift a Uplift Ratio Ratio Design ---------------------------------------------------------------------------------------------------- ------------------------------- - 4 -0.750 A307 ------------------------------------------------------------------------------------------------------------------------------------- Base Plate - COL04 Base T/L B/R ---- - - - - -- WELD --- - - - - -- - - - - -- BOLT - - - - - -- Plate Bolt Flange Flange Web tp(req) /tp Axial Web Shear Flg Shear ft /Ft fv /Fv ASTM Matl Qty /Size Weld Weld Weld Ratio Check a Uplift s Uplift Ratio Ratio Design ------------------- ---------------------------- --- - ----------- - ------------------------------------------------------------------- 4 -0.750 A307 ------------------------------------------------------------------------------------------------------------------------------------- Splice Load Combinations: No. ASR Cases 1 1.00 SW + ROL + COL + SL 2 1.00 SW + RDL + COL + RLL 3 1.33 SW + RDL + 1.30W1L 4 1.33 SW + RDL + 1.30W2L 5 1.33 SW + RDL + 1.30WlR 6 1.33 SW + RDL + 1.30W2R 7 1.33 SW + RDL + COL + 0.50SL + 1.30W1L 8 1.33 SW + RDL + COL + 0.50SL + 1.30W2L 9 1.33 SW + RDL + COL + 0.50SL + 1.30WlR 10 1.33 SW + RDL + COL + 0.50SL + 1.30W2R 11 1.33 SW + RDL + COL + SL + 0.65W1L 12 1.33 SW + RDL + COL + SL + 0.65W2L 13 1.33 SW + RDL + COL + SL + 0.65W1R 14 1.33 SW + RDL + COL + SL + 0.65W2R 15 1.33 SW + RDL + 1.30W5B 16 1.33 SW + RDL + 1.30W5F 17 1.33 SW + RDL + COL + 0.50SL + 1.30W5B 18 1.33 SW + RDL + COL + 0.50SL + 1.30W5F 19 1.33 SW + RDL + COL + SL + 0.65W5B 20 1.33 SW + RDL + COL + SL + 0.65W5F 21 1.00 SW + RDL + COL + RL1 + RL3 22 1.00 SW + RDL + COL + RL2 23 1.00 SW + RDL + COL + RLl + RL2 24 1.00 SW + RDL + COL + RL2 + RL3 25 1.00 SW + RDL + COL + Sl + S2 + 0.5053 26 1.00 SW + RDL + COL + 0.5051 + S2 + S3 27 1.00 SW + RDL + COL + S1 + 0.5052 + 0.5053 28 1.00 SW + RDL + COL + 0.5051 + 0.5052 + S3 29 1.27 1.09SW + 1. 09RDL + 1.09COL + 0.20SL + EQL 30 1.27 1.09SW + 1.09RDL + 1.09COL + 0.20SL + EQR 31 1.27 0.81SW + 0.81RDL + 0.51EQL 32 1.27 0.81SW + 0.81RDL + 0.51EQR NUCOR BUILDING SYSTEMS Job # : U07M7002A Job Name: INTERWEST CABINETS Frame : FRAME LINE 7 Date : 9/17/07 Designer: BDB File : E02 -------------------------------- F R A M E D E S C R I P T I O N Frame type EMS Frame width 55.00 Ft. Bay width 12.00 Ft. LEFT RIGHT Dim to ridge 55.00 Ft. 0.00 Ft. Roof slope 1.00/12 0.00/12 Eave height 20.00 Ft. 24.58 Ft. Girt offset 8.00 In. 8.00 In. Typ. Girt spacing 5.00 Ft. Purlin offset 8.00 In. 8.00 In. Typ. Purlin spacing: 5.00 Ft. Col. spacing : 25.5000,19.5000,10.0000 Supports / Spring Constants COLO1 - Bottom V H COL02 - Bottom V H COL03 - Bottom V H COL04 - Top H Bottom V H Column Bracing: WP1 Girt Brace Y Y Y N Flange Brace 2 2 2 0 Location (ft): 7.5 14.0 19.0 19.4 WP2 Girt Brace Y Y Y N Flange Brace 0 0 0 0 Location (ft): 7.5 14.0 19.0 21.4 WP3 Girt Brace Y Y Y N Flange Brace 2 2 2 0 Location (ft): 7.5 14.0 19.0 23.0 WP4 Girt Brace Y Y Y N Flange Brace 2 2 2 0 Location (ft): 7.5 14.0 19.0 23.7 Other Braces: Column Left Brace Right Brace Location (ft): ----------------------------------------- L O A D I N G C O N D I T I O N S ----------------------------------------- Building Code & Year IBC /ASCE 7 -05 1986/1996 MBMA occupancy class 1/2 AISC Specification 1989 ASD L O A D S (Psf) Roof Dead load 3.00 Roof Coll load 3.00 Roof Live load 20.00 Roof Snow load 38.50 Floor dead load : 0.00 Floor live load : 0.00 Ground Snow load: 50.00 Ce = 1.00 Ss = 0.509 S1 = 0.166 Seismic Design Category = D R = 4.50 Cd = 3.00 Sds = 0.473 Shc = 0.236 Wind speed 90.00 Mph Exp. : C Wind pressure 15.90 Psf Building is Enclosed Wind pressure coefficients Site Class = D rho = 1.00 omega = 2.500 Cl C2E C2 C3 C3E C4 W1R 0.790 0.000 -0.890 -0.350 0.000 -0.250 W1L -0.250 0.000 -0.350 -0.890 0.000 0.790 A W2R 0.430 0.000 -1.250 -0.710 0.000 -0.610 W2L -0.610 0.000 -0.710 -1.250 0.000 0.430 W5B -0.270 -0.890 -0.510 -0.510 0.000 -0.270 W5F -0.270 0.000 -0.510 -0.510 -0.890 -0.270 W6B -0.630 -1.250 -0.870 -0.870 0.000 -0.630 W6F -0.630 0.000 -0.870 -0.870 -1.250 -0.630 W7B -0.270 -0.350 -0.190 -0.190 0.000 -0.270 W7F -0.270 0.000 -0.190 -0.190 -0.350 -0.270 W8B -0.630 -0.710 -0.550 -0.550 0.000 -0.630 W8F -0.630 0.000 -0.550 -0.550 -0.710 -0.630 Wind Loads for Endwall Column Panel Trib. Width (ft) WP1 13.42 WP2 21.83 WP3 14.08 WP4 5.67 RP1 14.00 ----------------------------------------- P R O G R A M- A P P L I E D L O A D S Load Pressure Suction Column Id (PSF) (PSF) COLO1 13.55 -15.66 COL02 12.91 -14.34 COL03 13.32 -14.75 COL04 14.28 -17.12 Wind Loads for Endwall Rafter Interior Zone RP1 Pressure 10.00 10.00 Suction 10.00 -20.35 Pressure 100.00 10.00 Suction 100.00 -20.35 Edge Zone RP1 -0.539 Pressure 10.00 10.00 Suction 10.00 -28.30 Pressure 100.00 10.00 Suction 100.00 -26.71 Tributary Widths -0.198 Panel Trib. Width (ft) WP1 13.42 WP2 21.83 WP3 14.08 WP4 5.67 RP1 14.00 ----------------------------------------- P R O G R A M- A P P L I E D L O A D S Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RP1 -0.042 -0.042 0.000 55.000 COL RP1 -0.042 -0.042 0.000 55.000 SL RP1 -0.539 -0.539 0.000 55.000 RLL RP1 -0.280 -0.280 0.000 55.000 W1R RP1 -0.198 -0.198 0.000 55.000 W1L RP1 -0.078 -0.078 0.000 55.000 W2R RP1 -0.278 -0.278 0.000 55.000 W2L RP1 -0.158 -0.158 0.000 55.000 W5B RP1 -0.374 -0.374 0.000 55.000 W5B WP1 0.182 0.182 0.000 20.111 W5B WP2 0.282 0.282 0.000 22.125 W5B WP3 0.188 0.188 0.000 23.750 W5B WP4 0.081 0.081 0.000 24.472 W5F RP1 -0.374 -0.374 0.000 55.000 W5F WP1 -0.210 -0.210 0.000 20.111 W5F WP2 -0.313 -0.313 0.000 22.125 W5F WP3 -0.208 -0.208 0.000 23.750 W5F WP4 -0.097 -0.097 0.000 24.472 EQR RP1 0.023 0.023 0.000 55.000 EQL RP1 -0.023 -0.023 0.000 55.000 RL1 RP1 -0.280 -0.280 0.000 25.500 RL2 RP1 -0.280 -0.280 25.500 45.000 RL3 RP1 -0.280 -0.280 45.000 55.000 S1 RP1 -0.539 -0.539 0.000 25.500 S2 RP1 -0.539 -0.539 25.500 45.000 S3 RP1 -0.539 -0.539 45.000 55.000 Load On Hor. Vert. Moment Loc Case Mem Kips Kips K -Ft. Ft. W1R SPAN1 1.554 0.000 0.000 1.333 W1R W1L SPAN3 SPAN1 0.611 -0.492 0.000 0.000 0.000 0.000 53667 1..333 W1L SPAN3 -1.931 0.000 0.000 53.667 1 W2R SPAN1 0.846 0.000 0.000 1.333 W2R W2L SPAN3 SPAN1 1.491 -1.200 0.000 0.000 0.000 0.000 53.667 1.333 W2L SPAN3 -1.051 0.000 0.000 53.667 � �Q �c� 1�7 ----------------------------------------- U S E R- A P P L I E D L O A D S ----------------------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Special Klf Klf Ft. Ft. Load # Description EQR RP1 0.017 0.017 0.000 55.000 P -1 Addl. SEISMIC EQL RP1 -0.017 -0.017 0.000 55.000 P -2 Addl. SEISMIC Load On Hor. Vert. Moment Loc Special Case Mem Kips Kips K -Ft. Ft. Load # Description RDL COL01 0.000 -0.080 0.120 18.720 C -1 EAVE EXT RDL COL04 0.000 -0.080 -0.120 23.190 C -14 EAVE EXT COL COL01 0.000 -0.080 0.120 18.720 C -2 EAVE EXT COL COL04 0.000 -0.080 -0.120 23.190 C -15 EAVE EXT SL COL01 0.000 -1.730 2.740 18.720 C -4 EAVE EXT SL COL04 0.000 -1.730 -2.740 23.190 C -17 EAVE EXT RLL COL01 0.000 -0.500 0.790 18.720 C -3 EAVE EXT RLL COL04 0.000 -0.500 -0.790 23.190 C -16 EAVE EXT W1R COL01 0.000 -0.710 1.120 18.720 C -8 EAVE EXT W1R COL04 0.000 -0.710 -1.120 23.190 C -21 EAVE EXT W1L COL01 0.000 -0.710 1.120 18.720 C -9 EAVE EXT W1L COL04 0.000 -0.710 -1.120 23.190 C -22 EAVE EXT W2R COL01 0.000 -0.710 1.120 18.720 C -10 EAVE EXT W2R COL04 0.000 -0.710 -1.120 23.190 C -23 EAVE EXT W2L COL01 0.000 -0.710 1.120 18.720 C -11 EAVE EXT W2L COL04 0.000 -0.710 -1.120 23.190 C -24 EAVE EXT W5B COL01 0.000 -0.710 1.120 18.720 C -12 EAVE EXT W5B COL04 0.000 -0.710 -1.120 23.190 C -25 EAVE EXT W5F COL01 0.000 -0.710 1.120 18.720 C -13 EAVE EXT W5F COL04 0.000 -0.710 -1.120 23.190 C -26 EAVE EXT S1 COL01 0.000 -1.730 2.740 18.720 C -5 EAVE EXT S1 COL04 0.000 -1.730 -2.740 23.190 C -18 EAVE EXT S2 COL01 0.000 -1.730 2.740 18.720 C -6 EAVE EXT S2 COL04 0.000 -1.730 -2.740 23.190 C -19 EAVE EXT S3 COL01 0.000 -1.730 2.740 18.720 C -7 EAVE EXT S3 COL04 0.000 -1.730 -2.740 23.190 C -20 EAVE EXT ----------------------------------------- L O A D C O M B I N A T I O N S ----------------------------------------- ASR Cases 1) 1.00 SW + RDL + COL + SL 2) 1.00 SW + RDL + COL + RLL 3) 1.33 SW + RDL + 1.30WlL 4) 1.33 SW + RDL + 1.30W2L 5) 1.33 SW + RDL + 1.30W1R 6) 1.33 SW + RDL + 1.30W2R 7) 1.33 SW + RDL + COL + 0.50SL + 1.30WlL 8) 1.33 SW + RDL + COL + 0.50SL + 1.30W2L 9) 1.33 SW + RDL + COL + 0.50SL + 1.30W1R 10) 1.33 SW + RDL + COL + 0.50SL + 1.30W2R 11) 1.33 SW + RDL + COL + SL + 0.65W1L 12) 1.33 SW + RDL + COL + SL + 0.65W2L 13) 1.33 SW + RDL + COL + SL + 0.65W1R 14) 1.33 SW + RDL + COL + SL + 0.65W2R 15) 1.33 SW + RDL + 1.30W5B 16) 1.33 SW + RDL + 1.30W5F 17) 1.33 SW + RDL + COL + 0.50SL + 1.30W5B 18) 1.33 SW + RDL + COL + 0.50SL + 1.30W5F 19) 1.33 SW + RDL + COL + SL + 0.65W5B 20) 1.33 SW + RDL + COL + SL + 0.65W5F 21) 1.00 SW + RDL + COL + RL1 + RL3 22) 1.00 SW + RDL + COL + RL2 23) 1.00 SW + RDL + COL + RL1 + RL2 24) 1.00 SW + RDL + COL + RL2 + RL3 25) 1.00 SW + RDL + COL + S1 + S2 + 0.50S3 26) 1.00 SW + RDL + COL + 0.50S1 + S2 + S3 27) 1.00 SW + RDL + COL + S1 + 0.50S2 + 0.50S3 28) 1.00 SW + RDL + COL + 0.50S1 + 0.50S2 + S3 29) 1.45 1.09SW + 1.09RDL + 1.09COL + 0.20SL + EQL 30) 1.45 1.09SW + 1.09RDL + 1.09COL + 0.20SL + EQR 31) 1.45 0.81SW + 0.81RDL + 0.51EQL 32) 1.45 0.81SW + 0.81RDL + 0.51EQR us Job : U07M7002A INTERWEST CABINETS NUCOR BUILDING SYSTEMS Date: 09 -18 -07 Page: 1 Frame: FRAME LINE 7 By : BOB File: E02 * ** DESIGN SUMMARY REPORT ------------------------------------------------------------------------------------------------------------------------------------ * ** ------------------------------------------------------------------------------------------------------------------------------------ Wide Flange Members Shipping Mat'l Load Axial Axial Moment Bend Max Load Shear Shear Length Code ------------------------------------------------------------------------------------------------------------------------------------ ID Fy Comb Loc Kips Ratio Ft -kip Ratio Ratio Comb Loc Kips Ratio RAF01 WF824 W 8x 24 50.0 25 8 -0.6 0.00 -37.8 0.66 0.66 25 7 -9.76 0.25 RAF02 WF824 W 8x 24 50.0 26 15 0.6 0.00 -14.1 0.25 0.25 26 15 -6.43 0.17 COLO1 WF818 W 8x 18 50.0 25 24a -11.7 0.10 6.9 0.19 0.29 18 23b 2.01 0.04 COL02 WF824 W Ox 24 50.0 15 30a 10.9 0.04 17.8 0.44 0.44 16 31b 3.82 0.07 COL03 WF818 W 8x 18 50.0 15 37a 5.5 0.03 14.6 0.30 0.37 16 38b 2.52 0.05 COL04 WF818 W 8x 18 50.0 26 46a -6.7 0.07 -7.0 0.17 0.23 18 40 -1.18 0.02 Frame Weight (lbs) = 2895 Deflections (in) : Maximum dy = -1.17 = L/ 247 @ MOD 1, SW +RDL +COL +S1 +0.5052 +0.5053 Max. Live dy = -1.00 = L/ 291 @ MOD 1, SW +RDL +COL +S1 +0.5052 +0.5053 E/W col dx = 0.78 = L/ 349 @ COL03, SW +RDL +1.30W5F NUCOR BUILDING SYSTEMS Job # : U07M7002A Job Name: INTERWEST CABINETS Frame FRAME LINE 7 Date 9/17/07 Designer: BOB File : E02 C O N N E C T I O N S U M M A R Y _____ ___ ____________________________ Splice Connection - Moment Connection from RAFO1 To RAF02 Left Right Left Right ----------- - - - - -- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty /Size Comb Rips Rips Ft -kip Ratio Ratio Comb Rips Rips Ft -kip Ratio ______________________________________________________________________________________________________ _______________________________ 4 /8BE F8.50 F8.50 8- 0.625 -5 27 -0.25 2.89 -10.6 0.59 0.59 27 -0.25 2.89 -10.6 0.31 ________________________________________________________________________________________________________ __ ___ ________________________ left right width thick length Fy I I size size ______________________________________________________________________________________________________ ________________________ ___ _ _ __ Left Plate 1 8.0 0.500 12.63 55.0 Top Weld FWD3 FWD3 Right Plate 8.0 0.500 12.63 55.0 Web Weld FWD3 FWD3 Stiffener 0.0 0.000 0.00 0.0 Bottom Weld FWD3 FWD3 ______________________________________________________________________________________________________ _____________________ __ ________ Pinned Column Cap from COLO1 to RAFO1 Pinned Column Cap from COL03 to RAF02 Cap Bottom Cap Bottom Cap B/R -------- - - - - -- BOLT Cap B/R -------- - - - - -- BOLT --------- - - - - -- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty /Size Comb Rips Rips Ft -kip Ratio Ratio Comb Rips Rips Ft -kip Ratio ______________________________________________________________________________________________________ ______________________________________________________________________________________________________ 4- 0.500 -5 Cap B/R -------- - - - - -- ____ ___________________________ __ _____________________________ --------- - - - - -- Connx Plate Rft Flg Bolt Load Pinned Column Cap from COL02 to RAF01 Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty /Size Comb Rips Kips Ft -kip Ratio Ratio Cap Bottom Kips Ft -kip Ratio ______________________________________________________________________________________________________ 4- 0.500 -5 ______________________________________________________________________________________________________ Cap B/R ______________ BOLT --------------- _____________ Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl ____ Matl ___ ____ Qty /Size _______ Comb Rips Rips Ft -kip Ratio Ratio Comb _______________________________ Rips Kips Ft -kip __ Ratio ___ ________ ______________________________________________________________________________________________________ Ratio Check & 4- 0.500 -5 ___________________________________________________ Ratio Ratio Design --------- ------- ------------ ------------ F8.38 4 -0.750 FWS3 FWS3 FWS3 ____________ ____ __ _____________ 0.06 Pinned Column Cap from COL03 to RAF02 Cap Bottom Cap B/R -------- - - - - -- BOLT --------- - - - - -- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty /Size Comb Kips Kips Ft -kip Ratio Ratio Comb Kips ____________________ Kips Ft -kip Ratio ___________ ______________________________________________________________________________________________________ 4- 0.500 -5 ______________________________________________________________________________________________________ _____ __________________ ______ __ Pinned Column Cap from COL04 to RAF02 Cap Bottom Cap B/R -------- - - - - -- BOLT --------- - - - - -- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty /Size Comb Rips Kips Ft -kip Ratio Ratio Comb Kips Kips Ft -kip Ratio ______________________________________________________________________________________________________ 4- 0.500 -5 ______________________________________________________________________________________________________ ________ ____ __ __________ _________________________ _____________ Base Plate - COL01 Base T/L B/R ---- - - - - -- WELD --- - - - - -- - - - - -- BOLT - - - - - -- Plate Bolt Flange Flange Web tp(req) /tp Axial Web Shear Flg Shear ft /Ft fv /FV ASTM Matl Qty /Size Weld weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design --------- ------- ------------ ------------ F8.38 4 -0.750 FWS3 FWS3 FWS3 ------- ---------------------------------------------------------------------------------- 0.57 0.03 0.05 0.06 0.08 0.07 A307 ______________________________________________________________________________________________________ width thick length Fy _______________________ ____ _____ ___ ___ __ ______ ________________ ______________________________________________________________________________________________________ Base Plate 1 8.00 0.375 8.14 ______________________________________________________________________________________________________ 55.0 1 ________ ___ __ __________________ Base Plate - COL02 Base T/L B/R ---- - - - - -- WELD --- - - - - -- - - - - -- BOLT - - - - - -- Plate Bolt Flange Flange Web tp(req) /tp Axial Web Shear Flg Shear ft /Ft fv/Fv ASTM Matl Qty /Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design ______________________________________________________________________________________________________ F8.38 4 -0.750 FWS3 FWS3 FWS3 0.59 0.08 0.09 0.15 0.23 _____ 0.12 ____ ______________________ A307 ______________________________________________________________________________________________________ width thick length Fly _______________ ____ ___________________________ ____ ____________ ______________________________________________________________________________________________________ Base Plate 1 8.00 0.375 7.93 ______________________________________________________________________________________________________ 55.0 ___________________ ____________ Base Plate - COL03 Base T/L B/R ---- - - - - -- WELD --- - - - - -- - - - - -- BOLT - - - - - -- Plate Bolt Flange Flange Web tp(req) /tp Axial Web Shear Flg Shear ft /Ft fv /FV ASTM Matl Qty /Size Weld Weld weld Ratio Check & Uplift & Uplift Ratio Ratio Design ------------------------------------------------------------------------------------------------------------------------------------- F8.38 4 -0.750 FWS3 FWS3 FWS3 0.55 0.05 0.07 0.09 0.12 0.09 A307 ______________________________________________________________________________________________________ width thick length Fy ___________________________ ________________ ____ _______________ ______________________________________________________________________________________________________ Base Plate 1 8.00 0.375 8.14 ______________________________________________________________________________________________________ 55.0 _______________ __ ______________ Base Plate - COL04 Base T/L B/R ---- - - - - -- WELD --- - - - - -- - - - - -- BOLT - - - - - -- Plate Bolt Flange Flange Web tp(req) /tp Axial Web Shear Flg Shear ft /Ft fv /Fv ASTM Matl Qty /Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design ------------------------- ------------------------------- F8.38 4 -0.750 FWS3 FWS3 FWS3 - 0.30 -------------------------------------------------------------------------- 0.01 0.03 0.02 0.03 0.05 A307 --------------------------------------------- width thick length Py --------------------- ---------- ------------- ------------------------------- ------ ------------------------------------ --------------- ------------ -------------------------------------------------------------------------- Base Plate 1 8.00 0.375 8.14 ______________________________________________________________________________________________________ 55.0 ________ ________ _____________ __ Splice Load Combinations: No. ASR Cases 1 1.00 SW + RDL + COL + SL 0 2 1.00 SW + RDL + COL + RLL A 3 1.33 SW + RDL + 1.30W1L �� 4 1.33 SW + RDL + 1.30W2L 5 1.33 SW + RDL + 1.30WIR 6 1.33 SW + RDL + 1.30W2R 7 1.33 SW + RDL + COL + 0.50SL + 1.30W1L 8 1.33 . SW + RDL + COL + 0 50SL + 1.30W2L 9 1.33 SW + RDL + COL + O. SOSL + 1.30WlR 10 1.33 SW + RDL + COL + O.50SL + 1.30W2R 11 1.33 SW + RDL + COL + SL + 0.65W1L 12 1.33 SW + RDL + COL + SL + 0.65W2L 13 1.33 SW + RDL + COL + SL + 0.65W1R 14 1.33 SW + RDL + COL + SL + 0.65W2R 15 1.33 SW + RDL + 1.30W5B 16 1.33 SW + RDL + 1.30W5F 17 1.33 SW + RDL + COL + 0.50SL + 1.30W5B 18 1.33 SW + RDL + COL + 0.50SL + 1.30W5F 19 1.33 SW + RDL + COL + SL + 0. 65W5B 20 1.33 SW + RDL + COL + SL + 0. 65W5F 21 1.00 SW + RDL + COL + RL1 + RL3 22 1.00 SW + RDL + COL + RL2 23 1.00 SW + RDL + COL + RL1 + RL2 24 1.00 SW + RDL + COL + RL2 + RL3 25 1.00 SW + RDL + COL + Sl + S2 + 0.5053 26 1.00 SW + RDL + COL + 0.5051 + S2 + S3 27 1.00 SW + RDL + COL + S1 + 0.5052 + 0.5053 28 1.00 SW + RDL + COL + 0.5051 + 0.5052 + S3 29 1.27 1.09SW + 1.09RDL + 1.09COL + 0.20SL + EQL 30 1.27 1.09SW + 1.09RDL + 1.09COL + 0.20SL + EQR 31 1.27 0.81SW + 0. 81RDL + 0.51EQL 32 1.27 0.81SW + 0. 81RDL + 0.51EQR NUCOR BUILDING SYSTEMS Job # : U07M7002A Job Name: INTERWEST CABINETS Frame FRAME LINE 1,2,4,5,6 Date 9/17/07 Designer: BDB File : FO1 -------------------------------- F R A M E D E S C R I P T I O N Frame type : RCS Frame width : 55.00 Ft. Bay width : 24.00 Ft. LEFT RIGHT Dim to ridge 55.00 Ft. 0.00 Ft. Roof slope 1.00/12 0.00/12 Eave height 20.00 Ft. 24.58 Ft. Girt offset 8.00 In. 8.00 In. Typ. Girt spacing 5.00 Ft. Purlin offset 8.00 In. 8.00 In. Typ. Purlin spacing: 5.00 Ft. Col. spacing 55.0000 Supports / Spring Constants COLO1 - Bottom V H COL02 - Bottom V H Column Bracing: WP1 Girt Brace Y Y Y Flange Brace 1 2 0 Location (ft): 7.5 14.0 18.0 WP2 Girt Brace Y Y Y Flange Brace 1 1 2 Location (ft): 7.5 14.0 18.0 Other Braces: Column Left Brace Right Brace Location (ft): ----------------------------------------- L O A D I N G C O N D I T I O N S ----------------------------------------- Building Code & Year IBC /ASCE 7 -05 1986/1996 MBMA occupancy class 1/2 AISC Specification 1989 ASD L O A D S (Psf) Roof Dead load 3.00 Roof Coll load 3.00 Roof Live load 20.00 Roof Snow load 38.50 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 50.00 Ce = 1.00 Ss = 0.509 S1 = 0.166 Seismic Design Category = D R = 4.50 Cd = 3.00 Sds = 0.473 Shc = 0.236 Wind speed 90.00 Mph Exp. : C Wind pressure 15.90 Psf Building is Enclosed Wind pressure coefficients Site Class = D rho = 1.00 omega = 2.500 C4 -0.110 0.580 -0.470 0.220 -0.270 -0.270 -0.630 -0.630 -0.270 -0.270 -0.630 -0.630 4 Y3 Cl C2E C2 C3 C3E W1R 0.580 0.000 -0.510 -0.190 0.000 W1L -0.110 0.000 -0.190 -0.510 0.000 W2R 0.220 0.000 -0.870 -0.550 0.000 W2L -0.470 0.000 -0.550 -0.870 0.000 W5B -0.270 -0.890 -0.510 -0.510 0.000 W5F -0.270 0.000 -0.510 -0.510 -0.890 W6B -0.630 -1.250 -0.870 -0.870 0.000 W6F -0.630 0.000 -0.870 -0.870 -1.250 W7B -0.270 -0.350 -0.190 -0.190 0.000 W7F -0.270 0.000 -0.190 -0.190 -0.350 W8B -0.630 -0.710 -0.550 -0.550 0.000 W8F -0.630 0.000 -0.550 -0.550 -0.710 C4 -0.110 0.580 -0.470 0.220 -0.270 -0.270 -0.630 -0.630 -0.270 -0.270 -0.630 -0.630 4 Y3 Tributary Widths Panel Trib. Width (ft) WP1 24.00 WP2 24.00 RP1 24.00 ----------------------------------------- P R O ----------------------------------------- G R A M- A P P L I E D L O A D S Load On Start End Start End Case Panel Load Load Loc Loc Rif Rif Ft. Ft. RDL RP1 -0.072 -0.072 0.000 55.000 COL RP1 -0.072 -0.072 0.000 55.000 SL RP1 -0.924 -0.924 0.000 55.000 RLL RP1 -0.480 -0.480 0.000 55.000 W1R RP1 -0.195 -0.195 0.000 55.000 W1R WP1 0.221 0.221 0.000 20.000 W1R WP2 0.042 0.042 0.000 24.583 W1L RP1 -0.073 -0.073 0.000 55.000 W1L WP1 -0.042 -0.042 0.000 20.000 W1L WP2 -0.221 -0.221 0.000 24.583 W2R RP1 -0.332 -0.332 0.000 55.000 W2R WP1 0.084 0.084 0.000 20.000 W2R WP2 0.179 0.179 0.000 24.583 W21, RP1 -0.210 -0.210 0.000 55.000 W2L WP1 -0.179 -0.179 0.000 20.000 W2L WP2 -0.084 -0.084 0.000 24.583 W5B RP1 -0.195 -0.195 0.000 55.000 W5B WP1 -0.103 -0.103 0.000 20.000 W5B WP2 0.103 0.103 0.000 24.583 W5F RP1 -0.195 -0.195 0.000 55.000 W5F WPl -0.103 -0.103 0.000 20.000 W5F WP2 0.103 0.103 0.000 24.583 W6B RP1 -0.332 -0.332 0.000 55.000 W6B WP1 -0.240 -0.240 0.000 20.000 W6B WP2 0.240 0.240 0.000 24.583 W6F RP1 -0.332 -0.332 0.000 55.000 W6F WP1 -0.240 -0.240 0.000 20.000 W6F WP2 0.240 0.240 0.000 24.583 W7B RP1 -0.073 -0.073 0.000 55.000 W7B WP1 -0.103 -0.103 0.000 20.000 W7B WP2 0.103 0.103 0.000 24.583 W7F RP1 -0.073 -0.073 0.000 55.000 W7F WP1 -0.103 -0.103 0.000 20.000 W7F WP2 0.103 0.103 0.000 24.583 W8B RP1 -0.210 -0.210 0.000 55.000 W8B WPl -0.240 -0.240 0.000 20.000 W8B WP2 0.240 0.240 0.000 24.583 W8F RP1 -0.210 -0.210 0.000 55.000 W8F WP1 -0.240 -0.240 0.000 20.000 W8F WP2 0.240 0.240 0.000 24.583 EQR RP1 0.040 0.040 0.000 55.000 EQL RP1 -0.040 -0.040 0.000 55.000 Load On Hor. Vert. Moment Loc Case Mem Kips Kips K -Ft. Ft. W1L COLO1 -0.667 0.000 0.000 20.000 W1L COL02 -0.667 0.000 0.000 24.583 W2L COLO1 -0.667 0.000 0.000 20.000 W21, COL02 -0.667 0.000 0.000 24.583 ----------------------------------------- U S E ----------------------------------------- R- A P P L I E D L O A D S Load On Start End Start End Case Panel Load Load Loc Loc Special Rif Rif Ft. Ft. Load # Description EQR RP1 0.015 0.015 0.000 55.000 P -1 Addl. SEISMIC EQL RP1 -0.015 -0.015 0.000 55.000 P -2 Addl. SEISMIC Load On Hor. Vert. Moment Loc Special Case Mem Kips Kips K -Ft. Ft. Load # Description RDL COLO1 0.000 -0.150 0.240 17.440 C -1 EAVE EXT RDL COL02 0.000 -0.150 -0.240 21.040 C -17 EAVE EXT COL COLO1 0.000 -0.150 0.240 17.440 C -2 EAVE EXT COL COL02 0.000 -0.150 -0.240 21.040 C -18 EAVE EXT SL COLO1 0.000 -3.470 5.490 17.440 C -4 EAVE EXT SL COL02 0.000 -3.470 -5.490 21.040 C -20 EAVE EXT RLL COLO1 0.000 -1.000 1.580 17.440 C -3 EAVE EXT RLL COL02 0.000 -1.000 -1.580 21.040 C -19 EAVE EXT W1R COLO1 0.000 -1.420 2.240 17.440 C -5 EAVE EXT PV W1R COLO1 2.500 0.000 0.000 17.440 C -35 Tie -Back W1R COL02 0.000 -1.420 -2.240 21.040 C -21 EAVE EXT ��� W1L COLO1 0.000 -1.420 2.240 17.440 C -6 EAVE EXT W1L COL02 0.000 -1.420 -2.240 21.040 C -22 EAVE EXT W1L COL02 -2.500 0.000 0.000 21.040 C -37 Tie -Back W2R COLO1 2.500 0.000 0.000 17.440 C -36 Tie -Back W2R COLO1 0.000 -1.420 2.240 17.440 C -7 EAVE EXT W2R COL02 0.000 -1.420 -2.240 21.040 C -23 EAVE EXT W2L COLO1 0.000 -1.420 2.240 17.440 C -8 EAVE EXT W2L COL02 0.000 -1.420 -2.240 21.040 C -24 EAVE EXT W2L COL02 -2.500 0.000 0.000 21.040 C -38 Tie -Back W5B COLO1 0.000 -1.420 2.240 17.440 C -9 EAVE EXT W5B COL02 0.000 -1.420 -2.240 21.040 C -25 EAVE EXT W5F COLO1 0.000 -1.420 2.240 17.440 C -10 EAVE EXT W5F COL02 0.000 -1.420 -2.240 21.040 C -26 EAVE EXT W6B COLO1 0.000 -1.420 2.240 17.440 C -11 EAVE EXT W6B COL02 0.000 -1.420 -2.240 21.040 C -27 EAVE EXT W6F COLO1 0.000 -1.420 2.240 17.440 C -12 EAVE EXT W6F COL02 0.000 -1.420 -2.240 21.040 C -28 EAVE EXT W7B COLO1 0.000 -1.420 2.240 17.440 C -13 EAVE EXT W7B COL02 0.000 -1.420 -2.240 21.040 C -29 EAVE EXT W7F COLO1 0.000 -1.420 2.240 17.440 C -14 EAVE EXT W7F COL02 0.000 -1.420 -2.240 21.040 C -30 EAVE EXT W8B COLO1 0.000 -1.420 2.240 17.440 C -15 EAVE EXT W8B COL02 0.000 -1.420 -2.240 21.040 C -31 EAVE EXT W8F COLO1 0.000 -1.420 2.240 17.440 C -16 EAVE EXT W8F COL02 0.000 -1.420 -2.240 21.040 C -32 EAVE EXT EQR COLO1 2.340 0.000 0.000 17.440 C -33 Tie -Back EQL COL02 -2.340 0.000 0.000 21.040 C -34 Tie -Back -------------------------------- L 0 A D C O M B I N A T I O N S -------------------------------- ASR Cases 1) 1.00 SW + RDL + COL + SL 2) 1.00 SW + RDL + COL + RLL 3) 1.33 SW + RDL + 1.30W1L 4) 1.33 SW + RDL + 1.30W2L 5) 1.33 SW + RDL + 1.30WlR 6) 1.33 SW + RDL + 1.30W2R 7) 1.33 SW + RDL + COL + 0.50SL + 1.30WlL 8) 1.33 SW + RDL + COL + 0.50SL + 1.30W2L 9) 1.33 SW + RDL + COL + 0.50SL + 1.30WlR 10) 1.33 SW + RDL + COL + 0.50SL + 1.30W2R 11) 1.33 SW + RDL + COL + SL + 0.65W1L 12) 1.33 SW + RDL + COL + SL + 0.65W2L 13) 1.33 SW + RDL + COL + SL + 0.65W1R 14) 1.33 SW + RDL + COL + SL + 0.65W2R 15) 1.33 SW + RDL + 1.30W5B 16) 1.33 SW + RDL + 1.30W6B 17) 1.33 SW + RDL + 1.30W7B 18) 1.33 SW + RDL + 1.30W8B 19) 1.33 SW + RDL + 1.30W5F 20) 1.33 SW + RDL + 1.30W6F 21) 1.33 SW + RDL + 1.30W7F 22) 1.33 SW + RDL + 1.30W8F 23) 1.33 SW + RDL + COL + 0.50SL + 1.30W5B 24) 1.33 SW + RDL + COL + 0.50SL + 1.30W6B 25) 1.33 SW + RDL + COL + 0.50SL + 1.30W7B 26) 1.33 SW + RDL + COL + 0.50SL + 1.30W8B 27) 1.33 SW + RDL + COL + 0.50SL + 1.30W5F 28) 1.33 SW + RDL + COL + 0.50SL + 1.30W6F 29) 1.33 SW + RDL + COL + 0.50SL + 1.30W7F 30) 1.33 SW + RDL + COL + 0.50SL + 1.30W8F 31) 1.33 SW + RDL + COL + SL + 0.65W5B 32) 1.33 SW + RDL + COL + SL + 0.65W6B 33) 1.33 SW + RDL + COL + SL + 0.65W7B 34) 1.33 SW + RDL + COL + SL + 0.65W8B 35) 1.33 SW + RDL + COL + SL + 0.65W5F 36) 1.33 SW + RDL + COL + SL + 0.65W6F 37) 1.33 SW + RDL + COL + SL + 0.65W7F 38) 1.33 SW + RDL + COL + SL + 0.65W8F 39) 1.45 1.09SW + 1.09RDL + 1.09COL + 0.20SL + EQL 40) 1.45 1.09SW + 1.09RDL + 1.09COL + 0.20SL + EQR 41) 1.45 0.81SW + 0.81RDL + 0.51EQL 42) 1.45 0.81SW + 0.81RDL + 0.51EQR Job : U07M7002A INTERWEST CABINETS NUCOR BUILDING SYSTEMS Date: 09 -25 -07 Page: 1 Frame: FRAME LINE 1,2,4,5,6 By : BOB File: F01 * ** DESIGN SUMMARY REPORT * ** _____________________________________________________________________________________________________ ______ _______ __________________ Built Up Rafter - RAF01 T/L B/R T/L B/R Max __ ___________ SHEAR ______________ Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k /in) Section Mat'l Mat'l Mat'l Comb Loc Rips Ratio Ft -kip Ratio Ratio Check Comb Loc Rips Ratio T/L B/R _____________________________________________________________________________________________________ ________ _________ ____ __________ 1 F6.25 F6.25 W200 1 1 -13.8 0.07 -147.4 0.75 0.87 0.92 1 3a 21.87 0.82 0.60 0.60 Chkpt 1 4 Depth 29.50 23.50 Section I 1 width thick Fy ---------------------- ------------------- ------------ ------------------- ------------------------- ------ -------------------------- T/L Flg I 6.0 0.2500 55.00 Web j l 0.2000 55.00 B/R Flg 6.0 0.2500 55.00 _____________________________________________________________________________________________________ ____________ ___________________ Built Up Rafter - RAF02 T/L B/R T/L B/R Max ------- - - - - -- SHEAR -------- - - - - -- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k /in) Section Mat'l Mat'l Mat'l Comb Loc Rips Ratio Ft -kip Ratio Ratio Check Comb Loc Rips Ratio T/L B/R _____________________________________________________________________________________________________ ______ ____ __ ___________________ 1 F6.31 F6.31 W200 1 9 -10.9 0.09 151.4 0.95 0.91 0.98 1 13 -21.28 0.71 0.66 0.66 2 F6.25 F6.25 W225 1 16 -9.8 0.05 -184.6 0.86 0.98 1.01 1 16 -26.36 0.82 0.61 0.61 Chkpt 5 13 14 16 Depth 23.62 23.56 30.50 section 1 1 1 2 1 _____________________________________________________________________________________________________ _____________ ___ _______________ width thick Fy I width thick Fy ------------------------------------------------------- ------- --- -------------- --- - - -- -------------------------------------- T/L Flg I 6.0 0.3125 55.00 6.0 0.2500 55.00 Web I 0.2000 55.00 0.2250 55.00 B/R Flg 6.0 0.3125 55.00 6.0 0.2500 55.00 ---- _----- __________ ---- _----- _____________________________________________________ _______________________________ Built Up Column - COL01 T/L B/R T/L B/R Max ------- - - - - -- SHEAR -------- - - - - -- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k /in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Rips Ratio T/L B/R _____________________________________________________________________________________________________ _______ ________________________ 1 F6.25 F6.31 W175 1 21 -34.5 0.25 -129.4 0.81 0.74 0.90 1 22 -9.24 0.61 0.60 0.65 Chkpt 17 22 Depth 12.56 30.56 Section I 1 width thick Fy ------------------------------------------ ---------------------------- --- -------------------------------------------------------- T/L Flg 6.0 0.2500 55.00 Web 0.1750 55.00 B/R Flg 6.0 0.3125 55.00 _____________________________________________________________________________________________________ _________________________ ______ Built Up Column - COL02 T/L B/R T/L B/R Max _______ ______ SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k /in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ________________________________ _______________________________ _______________________________ _- ______________________- ______ 1 F6.31 F6.25 W175 1 29 -34.3 0.21 196.6 0.87 0.86 0.98 1 29 9.33 0.68 0.66 0.60 Chkpt 23 29 Depth 12.56 33.56 section 1 1 f ------------------------------ --- ---- ----- -------------------- - ----------------- - ----------------- ------------------------------ width thick Fy ------------------------------------------ ----- ---- ---- ------------ -- - --- -- ------- -- ---- ------------ - ---------------------------- T/L Flg 6.0 0.3125 55.00 Web 01750 55.00 B/R Flg 6.0 0. .2500 55.00 ____________________________________________________________________________________________________________________________________ Frame Weight (lbs) = 2322 Deflections (in): 10 yr Wind dx = -1.32 = H/ 154 WIND CASE 2 TO LEFT Seismic dx = 1.09 = H/ 188 SEISMIC TO RIGHT Story Drift = 3.27 = H/ 62 SEISMIC TO RIGHT Drift Index = 0.02 1. 09SW +1.09RDL +1.09COL +0.20SL +EQR Maximum dx = -2.25 = H/ 91 SW +RDL +1.30W2L Maximum dy = -2.58 = L/ 236 @ MOD 1, SW +RDL +COL +SL Max. Live dy = -2.18 = L/ 280 @ MOD 1, SW +RDL +COL +SL /0V NUCOR BUILDING SYSTEMS Job # : U07M7002A Job Name: INTERWEST CABINETS Frame FRAME LINE 1,2,4,5,6 Date : 9/17/07 Designer: BDB File : FO1 _____ ___________________ ______ _ _____ C O N N E C T I O N S U M M A R Y _____ ______ ________________ ______ _ __ Knee Connection - COLO1 Web ---------- - - - - -- Top Plate ------------- - - - - -- - - - -- Bottom Plates - - - -- - -- Horiz. /Diagonal Stiffener-- - Roof Web fv /Fv Weld Weld Weld Areq /A req /(W1 +W2) W3req /W3 Weld Areq /A W4req /W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio ______________________________________________________________________________________________________ ___ __________ ____________ __ _ ___ 1.00:12 W175 0.82 FWS3 FWD4 FWS3 1.00 0.00 0.66 FWS3 0.72 0.57 F3.25 1 0.000 0.00 _____________________________________________________________________________________________________________________________________ width thick Fy I height depth length I I width thick length Fy -------------------------------------- ------------- ---------- -- ------ Top Plate 6.0 0.2500 55.0 30.10 1 Stiffener 3.0 0.2500 3.00 36.0 Web 0.1750 55.0 1 26.60 30.00 Bot Plate 3.0 0.3750 36.0 30.00 ------------------------------------------------------ "---°------------------------------- ---------------------- --- -- ---- Knee Connection - COL02 Web ---------- - - - - -- Top Plate ------------- - - - - -- - - - -- Bottom Plates - - - -- - -- Horiz. /Diagonal Stiffener - -- Roof Web fv /Fv Weld Weld Weld Areq /A req /(W1 +W2) W3req /W3 Weld Areq /A W4req /W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio ______________________________________________________________________________________________________ ___ ________ _______ __ ___________ 1.00:12 W200 0.77 FWS3 FWD4 FWS3 1.00 0.00 0.74 FWS3 0.66 0.54 F3.25 1 0.000 0.00 _____________________________________________________________________________________________________________________________________ width thick Fy I height depth length I I width thick length Fy ------------------------------------ ------- ------------------------ ------------------------------ Top Plate 6.0 0.2500 55.0 33.11 1 Stiffener 3.0 0.2500 3.19 36.0 Web 0.2000 55.0 1 32.85 33.00 Bot Plate 3.0 0.3750 36.0 33.00 _____________________________________________________________________________________________________________________________________ Splice Connection - Moment Connection from COLO1 To RAFO1 Left Right Left Right ----------- - - - - -- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty /Size Comb Kips Rips Ft -kip Ratio Ratio Comb Rips Kips Ft -kip Ratio _____________________________________________________________________________________________________________________________________ 4/8BE F6.63 F6.63 8- 0.750 -5 1 -10.78 28.05 -147.4 0.86 0.84 1 -10.78 28.05 -147.4 0.77 _____________________________________________________________________________________________________________________________________ left right width thick length Fy I I size size ______________________________________________________________________________________________________ _________________________ _ _ _ ___ Left Plate 1 6.0 0.625 35.00 55.0 I Top Weld I FWD4 FWD4 Right Plate 6.0 0.625 35.00 55.0 I Web Weld WP14 WP14 Stiffener 0.0 0.000 0.00 0.0 Bottom Weld FWD4 FWD4 ----------------------------------------------------------- ---- ---- --- --------------- -____ Splice Connection - Moment Connection from RAFO1 To RAF02 Left Right Left Right ----------- - - - - -- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty /Size Comb Kips Kips Ft -kip Ratio Ratio Comb Kips Kips Ft -kip Ratio _____________________________________________________________________________________________________________________________________ 4 /8BE F6. 38 F6.38 8- 0.625 -5 4 -0.41 1.21 -70.2 0.92 0.92 4 -0.41 1.21 -70.2 0.50 _____________________________________________________________________________________________________________________________________ left right width thick length Fy size size - ------------ ---------- -------------- - -------Left Plate 6.0 0.375 28.25 55.0 Top Weld FWD3 FWD3 Right Plate 6.0 0.375 28.25 55.0 + web Weld ( WP13 WP13 Stiffener 0.0 0.000 0.00 0.0 1 Bottom Weld FWD3 FWD3 ______________________________________________________________________________________________________ _________________________ _ _ _ ___ Splice Connection - Moment Connection from RAF02 To COL02 Left Right Left Right ----------- - - - - -- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty /Size Comb Kips Kips Ft -kip Ratio Ratio Comb Kips Kips Ft -kip Ratio ______________________________________________________________________________________________________ _______ ____ _______ ___ __________ 4 /8BE F6. 63 F6.63 8- 1.000 -5 1 -10.78 -25.97 -184.6 0.94 0.96 1 -10.78 -25.97 -184.6 0.50 ______________________________________________________________________________________________________ ______ ____ __ __ __ _______________ left right width thick length Fy I I size size ----------------- -------------- ----------------------------_____-------------------------------------- Left Plate 1 6.0 0.625 37.38 55.0 Top Weld I FWD4 FWD4 Right Plate 6.0 0.625 37.38 55.0 + Web Weld WP14 WP14 Stiffener 0.0 0.000 0.00 0.0 Bottom Weld FWD4 FWD4 _____________________________________________________________________________________________________________________________________ Base Plate - COLO1 Base T/L B/R __________ WELD _________ __ _ ___ BOLT _______ Plate Bolt Flange Flange Web tp(req) /tp Axial Web Shear Flg Shear ft /Ft fv/FV ASTM Matl Qty /Size Weld Weld Weld Ratio Check & Uplift 6 Uplift Ratio Ratio Design F8.38 4 -1.000 FWS3 FWS3 FWS3 0.66 0.06 0.14 0.14 0.12 0.35 A307 ______________________________________________________________________________________________________ __ ____ __ ________ ___ ____________ width thick length Fy _____________________________________________________________________________________________________________________________________ Base Plate 1 8.00 0.375 12.56 55.0 ______________________________________________________________________________________________________ ___ ___________ _________________ Base Plate - COL02 Base T/L B/R __________ WELD _________ __ _ ___ BOLT - - - - - -- Plate Bolt Flange Flange Web tp(req) /tp Axial Web Shear F1g Shear ft /Ft fv/Fv ASTM Matl Qty /Size Weld Weld Weld Ratio Check s Uplift 8 Uplift Ratio Ratio Design - - - -- -- ---- - ----- _ -- ------- -- -- -- - F8.38 4 -1.000 FWS3 FWS3 FWS3 0.66 0.05 0.13 0.10 0.08 0.35 A307 ------------------------------------------------------------- width thick length Fy ______________________________________________________________________________________________________ ___________ ____ _______ ___ ______ Base Plate 1 8.00 0.375 12.56 55.0 ______________________________________________________________________________________________________ __________________________ _ _ _ __ Splice Load Combinations: No. ASR Cases 1 1.00 SW + ROL + COL + SL S� 2 1.00 SW + RDL + COL + RLL 3 1.33 SW + RDL + 1.30W1L 4 1.33 SW + RDL + 1 330W21, 5 1.33 SW + RDL + 1.. 30W1R 6 1.33 SW + RDL + 1. 30W2R 7 1.33 SW + RDL + COL + 0.50SL + 1.30W1L 8 1.33 SW + RDL + COL + 0.50SL + 1.30W2L 9 1.33 SW + RDL + COL + 0.50SL + 1.3011R 10 1.33 SW + RDL + COL + 0.50SL + 1.3OW2R 11 1.33 SW + RDL + COL + SL + 0.65W1L 12 1.33 SW + RDL + COL + SL + 0.65W2L 13 1.33 SW + RDL + COL + SL + 0.65W1R 14 1.33 SW + RDL + COL + SL + 0.65W2R 15 1.33 SW + RDL + 1.30W5B 16 1.33 SW + RDL + 1.30W6B 17 1.33 SW + RDL + 1.30W7B 18 1.33 SW + RDL + 1.30WBB 19 1.33 SW + RDL + 1.30W5F 20 1.33 SW + RDL + 1.30W6F 21 1.33 SW + RDL + 1.30W7F 22 1.33 SW + RDL + 1.30WSF 23 1.33 SW + RDL + COL + 0.50SL + 1.30W51 24 1.33 SW + RDL + COL + 0.50SL + 1.30W6B 25 1.33 SW + RDL + COL + 0.50SL + 1.30171 26 1.33 SW + RDL + COL + 0.50SL + 1.30W81 27 1.33 SW + RDL + COL + 0. 50SL + 1.30W5F 28 1.33 SW + RDL + COL + 0.50SL + 1.30W61 29 1.33 SW + RDL + COL + 0.50SL + 1.30W7F 30 1.33 SW + RDL + COL + 0.50SL + 1.30W8F 31 1.33 SW + RDL + COL + SL + 0. 65W513 32 1.33 SW + RDL + COL + SL + 0. 65W6B 33 1.33 SW + RDL + COL + SL + 0. 65W7B 34 1.33 SW + RDL + COL + SL + 0. 65WBB 35 1.33 SW + RDL + COL + SL + 0.65W5F 36 1.33 SW + RDL + COL + SL + 0.65W6F 37 1.33 SW + RDL + COL + SL + 0.65W7F 38 1.33 SW + RDL + COL + SL + 0.65W8F 39 1.27 1.09SW + 1.09RDL + 1.09COL + 0.20SL + EQL 40 1.27 1.09SW + 1.09RDL + 1.09COL + 0.20SL + EQR 41 1.27 0.81SW + 0.81RDL + 0.51EQL 42 1.27 0.81SW + 0.81RDL + 0.51EQR 43 1.70 Special Seismic 44 1.70 Special Seismic 45 1.70 Special Seismic 46 1.70 Special Seismic Job : U07M7002A INTERWEST CABINETS Page: 1 Frame: FRAME LINE ,2,4,5,6 File: F01 * ** CONNECTIONS REPORT * ** NUCOR BUILDING SYSTEMS Date: 09 -18 -07 By : BDB a S co coc-k ��I Load Axial Shear Moment Stress Member Type Jnt Depth Comb (kips) (kips) (ft -kip) Incr -------------------------------------------------------------------- COL01 Bot 5 12.6 1 -34.35 -10.77 0.00 1.00 2 -19.66 -6.44 0.00 1.00 3 -6.65 -5.95 0.00 1.33 4 -1.71 -5.26 0.00 1.33 5 3.84 6.54 0.00 1.33 6 8.77 7.24 0.00 1.33 7 -23.24 -11.19 0.00 1.33 8 -18.30 -10.50 0.00 1.33 9 -12.75 1.30 0.00 1.33 10 -7.82 2.0 0.00 1.33 11 -36.02 ---:25 0.00 1.33 12 -33.55 - .90 0.00 1.33 13 -30.78 -7.00 0.00 1.33 14 -28.31 -6.65 0.00 1.33 15 1.60 0.43 0.00 1.33 16 6.53 1.12 0.00 1.33 17 -2.48 -0.73 0.00 1.33 18 2.45 -0.04 0.00 1.33 19 1. 0.43 0.00 1.33 20 6.53 1.12 0.00 1.33 21 -2.48 -0.73 0.00 1.33 22 2.45 -0.04 0.00 1.33 23 -14.99 -4.81 0.00 1.33 24 -10.05 -4.11 0.00 1.33 25 -19.07 -5.97 0.00 1.33 26 -14.14 -5.28 0.00 1.33 27 -14.99 -4.81 0.00 1.33 28 -10.05 -4.11 0.00 1.33 29 -19.07 -5.97 0.00 1.33 30 -14.14 -5.28 0.00 1.33 31 -31.90 -10.06 0.00 1.33 32 -29.43 -9.71 0.00 1.33 33 -33.94 -10.64 0.00 1.33 34 -31.47 -10.29 0.00 1.33 35 -31.90 -10.06 0.00 1.33 36 -29.43 -9.71 0.00 1.33 37 -33.94 -10.64 0.00 1.33 38 -31.47 -10.29 0.00 1.33 39 -13.85 -6.63 0.00 1.45 40 -9.75 -0.61 0.00 1.45 41 -3.77 -2.32 0.00 1.45 42 -1.68 0.75 0.00 1.45 COL02 Bot 8 12.6 1 -34.44 10.78 0.00 1.00 2 -19.77 6.45 0.00 1.00 3 1.39 -6.38 0.00 1.33 4 6.28 -7.08 0.00 1.33 5 -0.37 1.39 0.00 1.33 6 4.52 0.69 0.00 1.33 7 -15.18 -1.14 0.00 1.33 8 -10.29 -1.84 0.00 1.33 9 -16.94 6.63 0.00 1.33 10 -12.05 5.93 0.00 1.33 11 -32.02 7.09 0.00 1.33 12 -29.58 6.74 0.00 1.33 13 -32.90 10.97 0.00 1.33 14 -30.46 10.62 0.00 1.33 15 1.87 -0.98 0.00 1.33 16 6.76 -1.68 0.00 1.33 17 -2.78 0.92 0.00 1.33 18 2.11 0.22 0.00 1.33 19 1.87 -0.98 0.00 1.33 20 6.76 -1.68 0.00 1.33 21 -2.78 0.92 0.00 1.33 22 2.11 0.22 0.00 1.33 23 -14.70 4.26 0.00 1.33 24 -9.81 3.57 0.00 1.33 25 -19.35 6.16 0.00 1.33 26 -14.46 5.46 0.00 1.33 27 -14.70 4.26 0.00 1.33 28 -9.81 3.57 0.00 1.33 29 -19.35 6.16 0.00 1.33 30 -14.46 5.46 0.00 1.33 31 -31.78 9.79 0.00 1.33 32 -29.34 9.44 0.00 1.33 33 -34.11 10.74 0.00 1.33 34 -31.66 10.39 0.00 1.33 35 -31.78 9.79 0.00 1.33 36 -29.34 9.44 0.00 1.33 37 -34.11 10.74 0.00 1.33 38 -31.66 10.39 0.00 1.33 39 -9.72 1.26 0.00 1.45 40 -13.82 5.98 0.00 1.45 41 -1.70 -0.42 0.00 1.45 Date: 09 -18 -07 By : BDB a S co coc-k ��I PROJECT 1N1111F6ABtI <µ JOB # pU07M72 Longitudinal Frame Reactions Building Bracing Reactions Shear = � ; Shear � d _ Tension - Tension Anchor Bolt Diameter s l:pti6 Wind Load (Y/N) ;, N.,..: Anchor Bolt Quantity = ..�.., Net Anchor Bolt Loads Percent Capacity Applied Shear = 16.20 A307 Bolt OK 52% Applied Tension = ____TU.Z7__ Upset Thread Bolt �R 52% A307 Bolt Percent Capacity Allowable Max Shear = 31.416 OK 52% Allowable Max Tension OK 26 % Max Tension with Shear = � OK 31% Fv =10 ksi Ft = 20 ksi * Actual Area * Actual Area Combined Tension and Shear Nominal Actual Actual Allowable Allowable on A307 Bolts Without Wind Increase Diameter Diameter Area Shear Tension ft = 26.0 - 1.80 * fv s 20.0 0.500 0.500 0.196 7.85 15.71 T = 26.0 * Actual Area - 1.80 * V:5 20.0 * Actual Area 0.625 0.625 0.307 12.27 24.54 0.750 0.750 0.442 17.67 35.34 Combined Tension and Shear 0.875 0.875 0.601 24.05 48.11 on A307 Bolts With Wind Increase 1.000 1.000 0.785 31.42 62.83 ft = (4/3) * 26.0 - 1.80 * fv s (4/3) * 20.0 1.125 1.125 0.994 39.76 79.52 ft = 34.7 - 1.80 * fv s 26.7 1.250 1.250 1.227 49.09 98.17 T = 34.7 * Actual Area - 1.80 * V s 26.7 * Actual Area Upset Thread Bolt Percent Capacity Allowable Max Shear = 30.976 OK 52% Fy = 36 Allowable Max Tension = 55.70 OK 29% Fu = 56 Max Tension with Shear = 44 - 0.565 - OK 40% Fv = 0.17 *Fu Ft = 0.6 *Fy Ratio of * Nom. Area * Actual Area Actual / Combined Tension and Shear Nominal Upset Rod Actual Nominal Nominal Allowable Allowable Nominal on Upset Thread Bolts Without Wind Increase Diameter Diameter Area Diameter Area Shear Tension Area ft = 27.0 - 2.19 * fv s 21.6 0.500 0.4460 0.156 0.500 0.196 7.74 13.50 0.796 T = 27.0 * Actual Area - 2.19 * (Actual Area / Nominal Area) * V 0.625 0.5615 0.248 0.625 0.307 12.10 21.39 0.807 s 21.6 * Actual Area 0.750 0.6800 0.363 0.750 0.442 17.42 31.38 0.822 Combined Tension and Shear 0.875 0.7970 0.499 0.875 0.601 23.72 43.10 0.830 on Upset Thread Bolts With Wind Increase 1.000 0.9060 0.645 1.000 0.785 30.98 55.70 0.821 ft = (4/3) * 27.0 - 2.19 * fv s (4/3) * 21.6 1.125 1.0263 0.827 1.125 0.994 39.20 71.47 0.832 ft = 36.0 - 2.19 * fv!; 28.8 1.250 1.1511 1.041 1.250 1.227 48.40 89.91 0.848 T = 36.0 * Actual Area - 2.19 * (Actual Area / Nominal Area) * V s 28.8 * Actual Area 9/18/07 ANCHOR BOLT CHECK BDB 01.1- E M V = 0 R Proj. No.: U071-5147A BUILDING SYSTEMS GROUP Engineer: BI)B ADIVISION OF NUCOR CORPORATION Date: 9/18/07 ENDWALL T/EmBACK ROOF BRACE Version 2.3 (06/07/05) By DJE Brace Input: 41 32 ft. '�00. ft. 0 Rod O Cable X36 0 ft. Allow. Stress Factor, S �} f Bay Width, 1: Module Width, b: Wind Pressure, W: psf Add'I Point Load, P: 2.fl "kip No. of Brace Modules, n: Use Clevis Connections Building Geometry: Building Width: 9 Distance To Ridge: 41 32 ft. '�00. ft. Eave Height Left: X36 0 ft. Eave Height Right:,, ft. Roof Slope Left:2� Roof Slope Right: N/A Mean Roof Height.: 0.0000 ft. Design Results: Min. Web Thickness ___ in. Brace Elongation * 0.193 in. Frame Lateral Drift * 0.092 in. • Thickness controled by punching shear at hillside. t Thickness controled by web tensile fracture. S. >Z 0 N a Bay Width, I 4.62 kips 2.50 kips JOB NAME: INTERWEST CABINETS JOB NUMBER: U07M7002A ENGINEER: BDB r ® •_ r • UMMU LUtrU knir -r i I = TR /B. WIDTH TR /B. WIDTH VERTICAL AD:; 0.24 0.12 DEAD L (KI = 0.15 0.08 COLLATERAL LOAD (KIPS) = 0.15 0.08 LIVE LOAD (KIPS) = 1.00 0.50 SNOW LOAD (KIPS) = 3.47 1.73 WINDWARD SNOW LAD (PSF)= 3.47 1.73 LEEWARD SNOW LOAD (PSF)= 3.47 1.73 WIND LOAD (KIPS) = 1.42 0.71 TRIB. WIDTH TRIB. WIDTH UMMU LUtrU knir -r i I = U.L4 U. I;" COLLATERAL LOAD (KIP -FT) = 0.24 0.12 LIVE LOAD (KIP -FT) = 1.58 0.79 SNOW LOAD (KIP -FT) = 5.49 2.74 WINDWARD SNOW LAD (PSF)= 5.49 2.74 LEEWARD SNOW LOAD (PSF)= 5.49 2.74 WIND LOAD (KIP -FT) = 2.24 1.12 9/17/07 NUCOR BUILDING SYSTEMS Job # : U07M7002A Job Name: INTERWEST CABINETS Frame : Frame Line A and B Date : 9/17/07 Designer: BDB File : F02 ----------------------------------------- F R A M E D E S C R I P T I ----------------------------------------- O N Frame type RCG Frame width 24.00 Ft. Bay width 5.25 Ft. LEFT RIGHT Dim to ridge 12.00 Ft. 12.00 Ft. Roof slope 1.00/12 - 1.00112 Eave height 12.00 Ft. 12.00 Ft. Girt offset 8.00 In. 8.00 In. Typ. Girt spacing 5.50 Ft. Purlin offset 8.00 In. 8.00 In. Typ. Purlin spacing: 2.75 Ft. Col. spacing 24.0000 Supports / Spring Constants COL01 - Bottom V H COL02 - Bottom V H Column Bracing: WP1 Girt Brace Y Flange Brace 2 Location (ft): 7.5 WP2 Girt Brace Y Flange Brace 2 Location (ft): 7.5 Other Braces: Column Left Brace Right Brace Location (ft): ----------------------------------------- L O A D I N G C O N D I T I ----------------------------------------- O N S Building Code & Year IBC /ASCE 7 -05 1986/1996 MBMA occupancy class 1/2 AISC Specification 1989 ASD L O A D S (Psf) Roof Dead load 3.00 Roof Coll load 3.00 Roof Live load 20.00 Roof Snow load 38.50 Floor dead load : 0.00 Floor live load : 0.00 Ground Snow load: 50.00 Ce = 1.00 Ss = 0.509 S1 = 0.166 Seismic Design Category = D Site Class = D R = 4.50 Cd = 3.00 Sds = 0.473 Shc = 0.236 rho = 1.00 omega = 2.500 Wind speed 90.00 Mph Exp. : C Wind pressure 14.98 Psf Building is Enclosed Wind pressure coefficients Cl C2E C2 C3 C3E C4 W1R 0.790 0.000 -0.890 -0.350 0.000 -0.250 W1L -0.250 0.000 -0.350 -0.890 0.000 0.790 W2R 0.430 0.000 -1.250 -0.710 0.000 -0.610 W2L -0.610 0.000 -0.710 -1.250 0.000 0.430 W5B -0.270 -0.890 -0.510 -0.510 0.000 -0.270 W5F -0.270 0.000 -0.510 -0.510 -0.890 -0.270 W6B -0.630 -1.250 -0.870 -0.870 0.000 -0.630 W6F -0.630 0.000 -0.870 -0.870 -1.250 -0.630 W7B -0.270 -0.350 -0.190 -0.190 0.000 -0.270 W7F -0.270 0.000 -0.190 -0.190 -0.350 -0.270 W8B -0.630 -0.710 -0.550 -0.550 0.000 -0.630 W8F -0.630 0.000 -0.550 -0.550 -0.710 -0.630 Tributary Widths Panel Trib. Width (ft) WP1 5.25 WP2 5.25 RP1 5.25 RP2 5.25 ----------------------------------------- P R O ----------------------------------------- G R A M- A P P L I E D L O A D S Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RP1 -0.016 -0.016 0.000 12.000 RDL RP2 -0.016 -0.016 12.000 24.000 COL RP1 -0.016 -0.016 0.000 12.000 COL RP2 -0.016 -0.016 12.000 24.000 SL RP1 -0.202 -0.202 0.000 12.000 SR RP2 -0.202 -0.202 12.000 24.000 RLL RP1 -0.105 -0.105 0.000 12.000 RLR RP2 -0.105 -0.105 12.000 24.000 W1R RP1 -0.070 -0.070 0.000 12.000 W1R RP2 -0.028 -0.028 12.000 24.000 W1R WP1 0.062 0.062 0.000 12.000 W1R WP2 0.020 0.020 0.000 12.000 W1L RP1 -0.028 -0.028 0.000 12.000 W1L RP2 -0.070 -0.070 12.000 24.000 W1L WP1 -0.020 -0.020 0.000 12.000 W1L WP2 -0.062 -0.062 0.000 12.000 W2R RP1 -0.098 -0.098 0.000 12.000 W2R RP2 -0.056 -0.056 12.000 24.000 W2R WP1 0.034 0.034 0.000 12.000 W2R WP2 0.048 0.048 0.000 12.000 W2L RP1 -0.056 -0.056 0.000 12.000 W2L RP2 -0.098 -0.098 12.000 24.000 W2L WP1 -0.048 -0.048 0.000 12.000 W2L WP2 -0.034 -0.034 0.000 12.000 W5B RP1 -0.040 -0.040 0.000 12.000 W5B RP2 -0.040 -0.040 12.000 24.000 W5B WP1 -0.021 -0.021 0.000 12.000 W5B WP2 0.021 0.021 0.000 12.000 W5F RP1 -0.040 -0.040 0.000 12.000 W5F RP2 -0.040 -0.040 12.000 24.000 W5F WPl -0.021 -0.021 0.000 12.000 W5F WP2 0.021 0.021 0.000 12.000 W6B RP1 -0.068 -0.068 0.000 12.000 W6B RP2 -0.068 -0.068 12.000 24.000 W6B WP1 -0.050 -0.050 0.000 12.000 W6B WP2 0.050 0.050 0.000 12.000 W6F RP1 -0.068 -0.068 0.000 12.000 W6F RP2 -0.068 -0.068 12.000 24.000 W6F WPl -0.050 -0.050 0.000 12.000 W6F WP2 0.050 0.050 0.000 12.000 W7B RP1 -0.015 -0.015 0.000 12.000 W7B RP2 -0.015 -0.015 12.000 24.000 W7B WPl -0.021 -0.021 0.000 12.000 W7B WP2 0.021 0.021 0.000 12.000 W7F RP1 -0.015 -0.015 0.000 12.000 W7F RP2 -0.015 -0.015 12.000 24.000 W7F WPl -0.021 -0.021 0.000 12.000 W7F WP2 0.021 0.021 0.000 12.000 W8B RP1 -0.043 -0.043 0.000 12.000 W8B RP2 -0.043 -0.043 12.000 24.000 W8B WPl -0.050 -0.050 0.000 12.000 W8B WP2 0.050 0.050 0.000 12.000 W8F RP1 -0.043 -0.043 0.000 12.000 W8F RP2 -0.043 -0.043 12.000 24.000 W8F WP1 -0.050 -0.050 0.000 12.000 W8F WP2 0.050 0.050 0.000 12.000 EQR RP1 0.009 0.009 0.000 12.000 EQR RP2 0.009 0.009 12.000 24.000 EQL RP1 -0.009 -0.009 0.000 12.000 EQL RP2 -0.009 -0.009 12.000 24.000 ----------------------------------------- U S E ----------------------------------------- R- A P P L I E D L O A D S Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. SL RP1 -0.643 SR RP2 -0.643 Load On Bor. Special Load # -0.643 0.000 12.000 P -1 -0.643 12.000 24.000 P -2 Vert. Moment Loc Special Description Drift Drift Case Mem Kips Kips K -Ft. Ft. Load # Description RDL COLO1 0.000 -0.080 0.120 10.440 C -1 Eave Ext RDL COL02 0.000 -0.800 -0.120 10.440 C -17 Eave Ext COL COLO1 0.000 -0.080 0.120 10.440 C -2 Eave Ext COL COL02 0.000 -0.800 -0.120 10.440 C -18 Eave Ext SL COLO1 0.000 -1.730 2.740 10.440 C -3 Eave Ext SR COL02 0.000 -1.730 -2.740 10.440 C -19 Eave Ext RLL COLO1 0.000 -0.500 0.790 10.440 C -4 Eave Ext RLR COL02 0.000 -0.500 -0.790 10.440 C -20 Eave Ext W1R COLO1 0.000 -0.710 1.120 10.440 C -5 Eave Ext W1R COL02 0.000 -0.710 -1.120 10.440 C -21 Eave Ext W1L COLO1 0.000 -0.710 1.120 10.440 C -6 Eave Ext W1L COL02 0.000 -0.710 -1.120 10.440 C -22 Eave Ext W2R COLO1 0.000 -0.710 1.120 10.440 C -7 Eave Ext W2R COL02 0.000 -0.710 -1.120 10.440 C -23 Eave Ext W2L COLO1 0.000 -0.710 1.120 10.440 C -8 Eave Ext W2L COL02 0.000 -0.710 -1.120 10.440 C -24 Eave Ext W5B COLO1 0.000 -0.710 1.120 10.440 C -9 Eave Ext W5B COL02 0.000 -0.710 -1.120 10.440 C -25 Eave Ext W5F COLO1 0.000 -0.710 1.120 10.440 C -10 Eave Ext W5F COL02 0.000 -0.710 -1.120 10.440 C -26 Eave Ext W6B COLO1 0.000 -0.710 1.120 10.440 C -11 Eave Ext W6B COL02 0.000 -0.710 -1.120 10.440 C -27 Eave Ext W6F COLO1 0.000 -0.710 1.120 10.440 C -12 Eave Ext W6F COL02 0.000 -0.710 -1.120 10.440 C -28 Eave Ext W7B COLO1 0.000 -0.710 1.120 10.440 C -13 Eave Ext W7B COL02 0.000 -0.710 -1.120 10.440 C -29 Eave Ext W7F COLO1 0.000 -0.710 1.120 10.440 C -14 Eave Ext W7F COL02 0.000 -0.710 -1.120 10.440 C -30 Eave Ext W8B COLO1 0.000 -0.710 1.120 10.440 C -15 Eave Ext W8B COL02 0.000 -0.710 -1.120 10.440 C -31 Eave Ext WBF COLO1 0.000 -0.710 1.120 10.440 C -16 Eave Ext W8F COL02 0.000 -0.710 -1.120 10.440 C -32 Eave Ext ----------------------------------------- L O A D C O M B I N A T I O N S ----------------------------------------- ASR Cases 1) 1.00 SW + RDL + COL + SL + SR 2) 1.00 SW + RDL + COL + RLL + RLR 3) 1.33 SW + RDL + 1.30WlL 4) 1.33 SW + RDL + 1.30W2L 5) 1.33 SW + RDL + 1.30W1R 6) 1.33 SW + RDL + 1.30W2R 7) 1.33 SW + RDL + COL + 0.50SL + 0.50SR + 1.30WlL 8) 1.33 SW + RDL + COL + 0.50SL + O.50SR + 1.30W2L 9) 1.33 SW + RDL + COL + 0.50SL + 0.50SR + 1.30WlR 10) 1.33 SW + RDL + COL + O.50SL + O.50SR + 1.30W2R 11) 1.33 SW + RDL + COL + SL + SR + 0.65W1L 12) 1.33 SW + RDL + COL + SL + SR + 0.65W2L 13) 1.33 SW + RDL + COL + SL + SR + 0.65W1R 14) 1.33 SW + RDL + COL + SL + SR + 0.65W2R 15) 1.33 SW + RDL + 1.30W5B 16) 1.33 SW + RDL + 1.30W6B 17) 1.33 SW + RDL + 1.30W7B 18) 1.33 SW + RDL + 1.30W8B 19) 1.33 SW + RDL + 1.30W5F 20) 1.33 SW + RDL + 1.30W6F 21) 1.33 SW + RDL + 1.30W7F 22) 1.33 SW + RDL + 1.30W8F 23) 1.33 SW + RDL + COL + 0.50SL + 0.50SR + 1.30W5B 24) 1.33 SW + RDL + COL + 0.50SL + 0.50SR + 1.30W6B 25) 1.33 SW + RDL + COL + 0.50SL + 0.50SR + 1.30W7B 26) 1.33 SW + RDL + COL + 0.50SL + O.50SR + 1.30W8B 27) 1.33 SW + RDL + COL + 0.50SL + O.50SR + 1.30W5F 28) 1.33 SW + RDL + COL + 0.50SL + 0.50SR + 1.30W6F 29) 1.33 SW + RDL + COL + 0.50SL + 0.50SR + 1.30W7F 30) 1.33 SW + RDL + COL + 0.50SL + 0.50SR + 1.30W8F 31) 1.33 SW + RDL + COL + SL + SR + 0.65W5B 32) 1.33 SW + RDL + COL + SL + SR + 0.65W6B 33) 1.33 SW + RDL + COL + SL + SR + 0.65W7B 34) 1.33 SW + RDL + COL + SL + SR + 0.65W8B 35) 1.33 SW + RDL + COL + SL + SR + 0.65W5F 36) 1.33 SW + RDL + COL + SL + SR + 0.65W6F 37) 1.33 SW + RDL + COL + SL + SR + 0.65W7F 38) 1.33 SW + RDL + COL + SL + SR + 0.65W8F 39) 1.45 1.09SW + 1.09RDL + 1.09COL + 0.20SL + 0.20SR + EQL 40) 1.45 1.09SW + 1.09RDL + 1.09COL + 0.20SL + 0.20SR + EQR 41) 1.45 0.81SW + O.81RDL + 0.51EQL 42) 1.45 0.81SW + 0.81RDL + 0.51EQR ULIM Sob U07M7002A INTERWEST CABINETS Frame: Frame Line A and B NUCOR BUILDING SYSTEMS Date: By : 09 -18 -07 BDB Page: 1� File: F02 �• �`yy - DESIGN SUMMARY REPORT ' ** _____________________________________________________________________________________________________ Built Up Rafter - RAFO1 _____________ __________________ T/L B/R T/L B/R Max ------- - - - - -- SHEAR -------- - - - - -- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k /in) Section Mat'l Mat'l Mat'l Comb Loc _____________________________________________________________________________________________________ Rips Ratio Ft -kip Ratio Ratio Check Comb Loc Rips Ratio T/L B/R 1 F5.19 F5.19 W125 1 6 -2.1 0.02 24.8 0.74 0.64 0.76 1 ______________ 1 9.56 ____ 0.69 ___ __________ 0.67 0.67 2 F5.19 F5.19 W125 1 7 -2.1 0.02 24.8 0.74 0.64 0.76 1 12 -9.56 0.69 0.67 0.67 Chkpt 1 6 7 12 Depth 12.38 12.38 12.38 section 1 1 1 2 1 ----- ----------------------------------------- width thick Fy I width thick --- ------ ---------- ------------------------------- Fy - --------------------- --- - - - -------------------- - ------- - T/L Flg 5.0 0.1875 55.00 ------------------------------------------------------------------------------------------------------- `I 5.0 0.1875 55.00 Web 0.1250 55.00 0.1250 55.00 B/R Flg 5.0 0.1875 55.00 _____________________________________________________________________________________________________ I f 5.0 0.1875 55.00 ________ ___________ ____________ Built Up Column - COLO1 T/L B/R T/L B/R Max ------- - - - - -- SHEAR -------- - - - - -- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k /in) Section Mat'1 Mat'1 Mat'l Comb Loc _____________________________________________________________________________________________________ Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F5.19 F5.19 W125 1 16 -12.5 0.15 -21.7 0.56 0.65 0.76 1 _______ 13 __ __ -2.09 ____ ________________ 0.15 0.15 0.15 Chkpt 13 16 Depth 12.38 12.38 Section I 1 ______________________________________________________________________________________________________ width thick Fy ___ ____ ______ ___ ______________ _____________________________________________________________________________________________________ T/L Flg 5.0 0.1875 55.00 ________________________ _______ Web 0.1250 55.00 B/R Flg 5.0 0.1875 55.00 _____________________________________________________________________________________________________ ________________________ _______ Built Up Column - COL02 T/L B/R T/L B/R Max ------- - - - - -- SHEAR -------- - - - - -- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k /in) Section Mat'1 Mat'l Mat'l Comb Loc _____________________________________________________________________________________________________ Rips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F5.19 F5.19 W125 1 20 -14.0 0.17 21.7 0.65 0.56 0.77 1 _________________________ 17 2.09 0.15 0.15 _ _ ____ 0.15 Chkpt 17 20 Depth 12.38 12.38 Section 1 ---- - -- ----------------------------------------------------------------- width thick Fy ____________________________________________________________________________________________________________________________________ ----------- -------------------- - ------------------------ T/L Flg 5.0 0.1875 55.00 Web 0.1250 55.00 f l B/R Flg 5.0 0.1875 55.00 _______________________________________________________________________________________________________ _______________________ _ _ ____ Frame Weight (lbs) = 474 Deflections (in) : 10 yr Wind dx = 0.12 = H/1026 WIND CASE 2 TO RIGHT Seismic dx = 0.06 = H/2044 SEISMIC TO RIGHT Story Drift = 0.18 = H/ 681 SEISMIC TO RIGHT Drift Index = 0.02 1. 09SW+ 1. 09RDL +1.09COL +0.20SL +0.20SR +EOL Maximum dx = 0.21 = H/ 588 SW +RDL +COL +0.50SL +0.50SR +1.30W1R Maximum dy = -0.67 = L/ 385 @ MOD 1, SW +RDL +COL +SL +SR Max. Live dy = -0.64 = L/ 404 @ MOD 1, SW +RDL +COL +SL +SR NUCOR BUILDING SYSTEMS Job # : U07M7002A Job Name: INTERWEST CABINETS Frame Frame Line A and B Date 9/17/07 Designer: BDB File : F02 ------------------------------------ C O N N E C T I O N S U M M A R Y ------------ ----- --- -- ---- ---- - - - - -- Knee Connection - COLO1 Web ----------- - - - - -- Top Plate ------------- - - - - -- - - - -- Bottom Plates - - - -- - -- Horiz. /Diagonal Stiffener - -- Roof Web fv /Fv Weld Weld Weld Areq /A req /(W1 +W2) W3req /W3 Weld Areq /A W4req /W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio ------------------------------------------------------------------------------------------------------------------------------------- 1.00:12 W125 0.95 FWS3 FWS3 1.00 0.00 0.62 FWS3 0.35 0.69 0 ------------------------------------------------------------------------------------------------------------------------------------- width thick Fy I height depth length I I width thick length Fy ------------------------------------------------------------------------------------------------------------------------------------- Top Plate 5.0 0.1875 55.0 1 12.04 Stiffener Web 0.1250 55.0 11.04 12.00 Bet Plate 2.5 0.3750 36.0 12.00 --------------- ---------------------- --- -- ---- - ---- --- ------- -- ---- -- ------------- ---- ---- --------------------------------------- Knee Connection - COL02 Web ----------- - - - - -- Top Plate ------------- - - - - -- - - - -- Bottom Plates - - - -- - -- Horiz. /Diagonal Stiffener-- - Roof Web fv /FV Weld Weld Weld Areq /A req /(W1 +w2) W3req /W3 Weld Areq /A W4req /W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio ------------------------------------------------------------------------------------------------------------------------------------- - 1.00:12 W125 0.95 FWS3 FWS3 1.00 0.00 0.62 FWS3 0.35 0.69 0 ------------------------------------------------------------------------------------------------------------------------------------- width thick Fy I height depth length I I width thick length Fy ------------------------------------------------------------------------------------------------------------------------------------- Top Plate 5.0 0.1875 55.0 1 12.04 Stiffener Web 0.1250 55.0 11.04 12.00 Bot Plate 2.5 0.3750 36.0 12.00 ------------------------------------------------------------------------------------------------------------------------------------- Splice Connection - Moment Connection from COLO1 To RAFO1 Left Right Left Right ----------- - - - - -- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty /Size Comb Kips Kips Ft -kip Ratio Ratio Comb Kips Kips Ft -kip Ratio ------------------------------- ---- -- ---- --- - - - - --- ------------------------------------------------------_------------------- 4/8BE F6.38 F6.38 8- 0.625 -5 1 -2.09 9.56 -22.1 1.00 1.00 1 -2.09 9.56 -22.1 0.39 --------------------------------------------------------------------------------------------------------------- --- ------------- - -- --- left right width thick length Fy I I size size ------------------------------------------------------------------------------------------------------------------------------------- Left Plate I 6.0 0.375 17.50 55.0 I Top Weld I FWD3 FWD3 Right Plate I 6.0 0.375 17.50 55.0 Web Weld WP 13 WP13 Stiffener 0.0 0.000 0.00 0.0 Bottom weld FWD3 FWD3 ------------------------------------------------------------------------------------------------------ -- ------- ----- ---- -- ----- - - ---- Splice Connection - Moment Connection from RAFO1 To COL02 Left Right Left Right ----------- - - - - -- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty /Size Comb Kips Kips Ft -kip Ratio Ratio Comb Kips Kips Ft -kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- 4 /8BE F6.38 F6.38 8- 0.625 -5 1 -2.09 -9.56 -22.1 1.00 1.00 1 -2.09 -9.56 -22.1 0.39 ------------------------------------------------------------------------------------------------------------------------------------- left right width thick length Fy I I size size --------------------- ------- ----------------------- - - --- --------- - ----------------------- --------------------- ---- ------ -------- Left Plate 1 6.0 0.375 17.50 55.0 Top Weld FWD3 FWD3 Right Plate 6.0 0.375 17.50 55.0 + Web Weld I wP13 WP13 Stiffener 0.0 0.000 0.00 0.0 Bottom Weld FWD3 FWD3 ------------------------------ ---------- ----- ---------------- -- --------- - --------------------------------------------------------- Base Plate - COLO1 Base T/L B/R ---- - - - - -- WELD --- - - - - -- - - - - -- BOLT - - - - - -- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft /Ft fv /Fv ASTM Matl Qty /Size Weld Weld Weld Ratio Check s Uplift s Uplift Ratio Ratio Design ------------------------------------------------------------------------------------------------------------------------------------- F8.38 4 -0.750 FWS3 FWS3 FWS3 0.51 0.00 0.01 0.00 0.01 0.12 A307 ------------------------------------------------------------------------------------------------------------------------------------- width thick length Fy ------------------------------------------------------------------------------------------------------------------------------------- Base Plate 1 8.00 0.375 12.38 55.0 ---------------------------------------------------------------------------------------------------------------- ----- --- ---- ---- - ---- Base Plate - COL02 Base T/L B/R ---- - - - - -- WELD --- - - - - -- - - - - -- BOLT - - - - - -- Plate Bolt Flange Flange Web tp(req) /tp Axial Web Shear F1g Shear ft /Ft fv /Fv ASTM Matt Qty /Size Weld Weld Weld Ratio Check 6 Uplift s Uplift Ratio Ratio Design ------------------------------------------------------------------------------------------------------------------------------------- F8.38 4 -0.750 FWS3 FWS3 FWS3 0.53 0.00 0.00 0.00 0.00 0.12 A307 ------------------------------------------------------------------------------------------------------------------------------------- width thick length Fy ------------------------------------------------------------------------------------------------------------------------------------- Base Plate 1 8.00 0.375 12.38 55.0 1 ------------------------------------------------------------------------------------------------------------------------------------- Splice Load Combinations: No. ASR Cases 1 1.00 SW + RDL + COL + SL + SR 2 1.00 SW + RDL + COL + RLL + RLR 3 1.33 SW + RDL + 1.30W1L 4 1.33 SW + RDL + 1.30W2L 5 1.33 SW + RDL + 1.30WlR 6 1.33 SW + RDL + 1.30W2R 7 1.33 SW + RDL + COL + 0.50SL + 0.50SR + 1.30W1L 8 1.33 SW + RDL + COL + 0.50SL + 0.50SR + 1.30W2L 9 1.33 SW + RDL + COL + 0.50SL + 0.50SR + 1.30WlR 10 1.33 SW + RDL + COL + 0.50SL + 0.50SR + 1.30W2R 11 1.33 SW + RDL + COL + SL + SR + 0.65W1L 12 1.33 SW + RDL + COL + SL + SR + 0.65W2L 13 1.33 SW + RDL + COL + SL + SR + 0.65W1R 14 1.33 SW + RDL + COL + SL + SR + 0.65W2R 15 1.33 SW + RDL + 1.30W5B 16 1.33 SW + RDL + 1.30W6B 17 1.33 SW + RDL + 1.30W7B 18 1.33 SW + RDL + 1.30W8B 19 1.33 SW + RDL + 1.30W5F 20 1.33 SW + RDL + 1.30W6F 21 1.33 SW + RDL + 1.30W7F 22 1.33 SW + RDL + 1.30WBF 23 1.33 SW + RDL + COL + 0.50SL + 24 1.33 SW + RDL + COL + 0.50SL + 25 1.33 SW + RDL + COL + 0.50SL + 26 1.33 SW + RDL + COL + 0.50SL + 27 1.33 SW + RDL + COL + 0.50SL + 28 1.33 SW + RDL + COL + 0.50SL + 29 1.33 SW + RDL + COL + 0.50SL + 30 1.33 SW + RDL + COL + 0.50SL + 31 1.33 SW + RDL + COL + SL + SR + 32 1.33 SW + RDL + COL + SL + SR + 33 1.33 SW + RDL + COL + SL + SR + 34 1.33 SW + RDL + COL + SL + SR + 35 1.33 SW + RDL + COL + SL + SR + 36 1.33 SW + RDL + COL + SL + SR + 37 1.33 SW + RDL + COL + SL + SR + 38 1.33 SW + RDL + COL + SL + SR + 39 1.27 1.09SW + 1.09RDL + 1.09COL 40 1.27 1.09SW + 1.09RDL + 1.09COL 41 1.27 0.81SW + 0.BIRDL + 0.51EQL 42 1.27 0.81SW + 0.81RDL + 0.51EQR 43 1.70 Special Seismic 44 1.70 Special Seismic 45 1.70 Special Seismic 46 1.70 Special Seismic 0.50SR + 1.30W5B 0.50SR + 1.30W6B 0.50SR + 1.30W7B 0.50SR + 1.30W8B 0.50SR + 1.30W5F 0.50SR + 1.30W6F 0.50SR + 1.30W7F 0.50SR + 1.30W8F 0.65W5B 0.65W6B 0.65W7B 0.65W8B 0.65W5F 0.65W6F 0.65W7F 0.65WBF • 0.20SL + 0.20SR + EQL • 0.20SL + 0.20SR + EQR f.: nVIA " V = 0 M Spreadsheet Revision Number: 2.6 A V B U/ L O 1 N G SYSTEMS GROUP Latest Revision Date : 7/6/07 A DIVISION OF NUCOR CORPORATION BEAM - COLUMN S.S. (AISC 13th Edition) Project No.: U07M7002 Description : INTERWEST CABINETS )N, REi? ©Rfi bCl B1.0►iMAR.. �� .' Engineer : BDB Date : 9/18/07 w _ Span and Loading Conditions Beam A Beam A Beam A Beam A W.....- D+COL+S Case 2 Case 3 Case 4 Remarks Member Length Lb. ft. 2.00 2.00 20.67 15.00! Assumes Lbx = L Unbraced Length - Minor L ft. 2.00 20.67 20.67 5.00 Consideration of Tension Field Action For FALSE! FALSE FALSE FALSE -See cell comment & Chapter G. Clear Distance between Transverse Stiffeners a in. <= See cell comment & Section G2. Lateral - torsional buckling factor C 1.000 1.000 1.000 1.000 <= See cell comment Kx Factor Ky Factor Kz Factor K 2.100 1.000 1.000 1.000 <= See cell comment K,, 2.100 1.000 1!000 1.000 K� 2.100 ! 1.000 1.000 1.000. SEC77ON GEOMETRY outside flange (OF) -- y_azY-axis - t� x -axis d t w F , t if inside flange (IF) b if Select Wide -flange or Built -up Section: WF WF BU None Section Description: W8X18 W8X58 BU12x28 -- W Enter WF- Section: W8X18 ' W8X 88 Total Depth d in. 8.140 8.750 12.000 -- Web Thickness t in. 0.230 0.510 0.200 -- Outside Flange Width g baf in. 5.250 8.220 8.000 -- Outside Flange Thickness tuf in. 0.330 0.810 0.380 -- Inside Flange Width b in. 5.250 8.220 Inside Flange Thickness t, in. 0.330 0.810 0.380 -- MATERLAL INFORMAT /ON Material Strength F,, ksi 55 55 55 55 Elastic Modulus E ksi 29,000 29,000 29,000 29,000 Standard for steel shown Shear Modulus G ksi 11,200 11,200 11,2 . 00 11,200. Standard for steel shown Flange Yield Strength F ksi 55 55 55 55 Web Yield Strength F,,,,, ksi 55 55 55 55 Ultimate Strength F. ksi 70 70 1 70 70 APPLIED LOADS Factor of Safety (Allowable Stress Factor) S 1.000 1.000 1.000 1.000 Axial (compression - + pos., tension => - neg.) P kips 0.000 1.488 1.488 Shear (absolute value) V kips 3.750 9.864 9.864 Major Axis (x -axis) Moment (outside flange in compression => + pos.) M ft -kip 5.940 34,500 34.500 Shear (absolute value) V,, kips Minor Axis (y - axis) Moment (absolute value) M ft -kip Design Results: ASD OK OK OK -- Remarks ASD Combined Strength Ratio CSR 0.127 0.278 0.616 -- Eq. H1 -la or H1 -lb ASD Shear Strength Ratio (x -axis) V_N_ 0.108 0.138 0.222 -- Major Axis (x -axis) ASD Shear Strength Ratio (y -axis) V,,/ - 0.000 0.000 0.000 -- Minor Axis (y -axis) Deflection Results (Major -axis) OK OK OK -- Remarks Deflection Limits (about x -axis) L/ 180 L/ 180 L/ 180 L/ 180 Limits as numerals (i.e. 360 = L/360) Maximum Deflection (about x -axis) A_ in. 0.133 in. 0.133 in. 1.378 in. 1.000 in. Member Deflection (about x -axis) A- in. 0.002 in. 0.004 in. 0.400 in. -- A_ < A_ Deflection Results (Minor -axis) OK OK OK -- Remarks Deflection Limits (about y -axis) L/ 180 L/ 180 L/ 180 L / 180 '' Limits as numerals (i.e. 360 = L/360) Maximum Deflection (about y-axis) A_ in. 0.133 in. 1.378 in. 1.378 in. 0.333 in. Member Deflection (about y -axis) A„_ n in. 0.000 in. 0.000 in. 0.000 in. -- A,._,, < A- Page I of i Main Report G - Z Urcez e way - z Eave Strut & Cee Strut Project Name: I NTERWEST CABINETS Job No.: U07M7002A Engineer: BDB ES / Cee Location: EAVE EXTENTION C CHANNEL Geometry Total Length: 10.50 ft Max. Deflection: L /150 Section (Roof Slope): 08C060 End connection: 2 Bolt ESW01 ( ESW01 Parts ONLY available with ES) Roof Trib. Width: 1.60 ft DL: COL: RLL: SL: WL(Roof): Axial WL: 3.00 psf Code: IBC /ASCE 7 3.00 psf 20.00 psf 69.00 psf 16.31 psf 0.00 kips binations Load Combination #: 1 2 3 Allowable Stress Ratio D CO RL S W w (kips /ft): M (in- kips): P (kips): a X : CSR => Eq. C5.2.1 -1: Eq. C5.2.1 -2: Eq. C5.2.1 -3: Ay: End Connection Check: Max. End Axial (Kips): J C I In Version 1,51 (08/10/07) By AAJ 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 Total Length: 24.00 ft Max. Deflection: L/150 Section (Roof Slope): 08SO98 End connection: 2 Bolt ESWO1 ( ESW01 Parts ONLY available with ES) Roof Trib. Width: 1.60 ft DL: 1.00 1 3.00 psf COL: 1.00 1 3.00 psf RILL: iv 20.00 psf SL: 69.00 psf WL(Roof): 16.31 psf Axial WL: 0.00 kips Load Combinations Load Combination #: 1 Allowable Stress Ratio D CO RL S W w (kips /ft): M (in- kips): P (kips): a x : CSR => Eq. C5.2.1 -1: Eq. C5.2.1 -2: Eq. C5.2.1 -3: Ay: End Connection Check: Max. End Axial (Kips): Code: IBC /ASCE 7 2 3 4 S a - In 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 - i iv