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HomeMy WebLinkAboutAPPLICATIONS, CO, MULT DOCS - 08-00520 & 521 - Wilcox Potato Warehouse Truck Storage• � gE %9 RG�O o CITY OP Certificate of Occupancy REX America's Family Community Building Permit No: Applicable Edition of Code: Site Address: Use and Occupancy: Type of Construction: Design Occupant Load: Sprinkler System Required: City of Rexburg Department of Community Development 19 E. Main St. / Rexburg, ID. 83440 Phone (2081 359 -3020 / Fax (208) 359 -3024 I11 International Building Code 2006 1110 Golden Beauty Dr Wilcox Potato Warehouse Truck Storage Building Type II, non - rated, non - combustible Commercial No Name and Address of Owner: Wilcox Floyd & Sons Inc 1110 Golden Beauty Dr Rexburg, ID 83440 Contractor: Teton West Special Conditions: Restroom is not ADA accessible but will be changed if needed. Occupancy: Storage - moderate hazard This Certificate, issued pursuant to the requirements of Section 109 of the Intemational Building Code, certifies that, at the time time of issuance, this building or that portion of the building that wes inspected on the date listed wes found to be in compliance with the requirements of the code for the group and division of occupancy and the use for which the proposed occupancy vies classified. Date C.O. Issued: February 13, 29.A9V3:13P C.O Issued b ' :/ �e� Y Building Official There shall be no further change in the eAsting occupancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any portion thereof until the Building Official has reviewed and approved said future changes. Plumbing Inspector- a4 Fire Electrical Inspector: P &Z Conditional Occupancy Permit Community Development 19 East Main St janelih@rexburg.org Phone: 208.359.3020x346 Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3024 OF gLXB UR U 0 CITY OF REX America's Family Community February 19, 2009 Floyd Wilcox & Sons 1110 Golden Beauty Dr Rexburg, ID 83440 RE: Permit #08 00521, Truck Storage Building Dear Floyd Wilcox & Sons: You have requested an occupancy permit for the storage building at 1110 Golden Beauty Dr. At this time it appears all requirements have not been met for the issuance of a Final Occupancy Permit. However, it has been determined by the Building Department that a conditional occupancy permit may be granted with the following requirements being met. 1) Wall-pack lights- remove or replace with full cut -off fixtures. 2) Landscaping on east side need to be completed. A temporary occupancy permit will be issued until 6/1/2009 at which time the above requirements need to be completed. Upon completion of the above requirements, please call the City of Rexburg Building Department at (208) 359 -3020 extension 326. An inspector will be sent out and a Final Occupancy Permit will be issued. JaNell Hansen Permit Coordinator /Tech PERMANENT Origination Date: _ 4 1 1 1 Completion Date: DO NOT DESTROY . LOCAL SAR HIVES STORAGE -City of Rextxxg Records Mwwom e * � 4 rxe Irg C I •r Y o F* v '0 REXBURG Please Com fete the Entire Application! 1, 08 00520 & 08 00521 America Family Community F� Wilcox Potato Warehouse COMMERCIAL & MULTI FAMILY BUILDING PERMI Truck Storage - Shell Only 19 E MAIN, REXBURG, ID 83440 Site & Bldg Plans 10/24/2008 208 - 359 -3020 X326 PARCEL NUMBER: �LYW-\D IZ 4 (We will provide this for you) SUBDIVISION: , 17 1 UNIT# BLOCK# LOT# is based on the intormation - must be PROPERTY ADD CONTACT PHONE # _25- P • 751v g PHONE #: Home ( ) G IA Work ( ) Sl P 7, 3 Cell ( ) OWNER MAILING ADDRESS: 111D 6olkt CITY: �FZ xZlt STATE: - �d ZIP: EMAIL FAX APPLICANT (If other than owner) (Applicant if other than owner, a statement authorizing applicant to act as agent for owner must accompany this application.) APPLICANT INFORMATION: ADDRESS CITY: STATE; ZIP EMAIL FAX PHONE #: Home ( ) Work ( ) Cell ( ) CONTRACTOR MAILING ADDRESS: CITY F ZJke,!2 STATE zip h PH O NE: - EMAIL / 2[ IDAHO REGISTRATION # & EXP. How many buildings are located on this property? / Did you recently purchase this property. No Yes (If yes, list previous owner's Is this a lot split NO YES (Please bring copy of new legal description of p PROPOSED USE: Y C 37 1 61 - All y — — (i.e., Single Family Residence, Multi Family, Apartments, Remodel, P W` -' Addition, Etc.) - CIRCLE ONE APPLICANT'S SIGNATURE, CERTIFICATION AND AUTHORIZATION: under penalt of perjur I hereby certify that I have read this application and state that the information herein is correct and I swear that any information which may hereafter be given by me in hearings before the Planning and Zoning Commission or the City Council for the City of Rexburg shall be truthful and correct. I agree to comply with all City regulations and State laws relating to the subject matter of this application and hereby authorized representatives of the City to enter upon the above- mentioned property for inspections purposes. NOTE: The building official may revoke a permit on approval issued under the provisions of the 2003 International Code in cases of any false statement or misrepresentation of fact in the application or on the plans on which the permit or approval was based. Permit void if not started within 180 days. Permit void if work stops for 180 days. Signatuk of Owner /Applicant l v •� Origination Dma ITE-_ Do you prefer to be contacted b fax, email or phone? Circle One (�n latl, Date: O` WARNING — BUILDING PERMIT MUST BE POSTED ON CO tZ3' Plan fees are non - refundable and are paid in full at the time of application beginning J T DESTROY City of Rexburg's Acceptance of the plan review fee does not constitute lan prova '*Building Permit Fees are due at time of application** '*'Building Permits are void i cRAWAkes not clear** STATE STORAGE ❑ ARCHNE3 -City of R•xburg ROCOMS MAM89ement- Building Safety Department City of Rexburg 19 E. Main jonellhCrexburg.org Phone: 208.359.3020 ext 326 Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3024 CITY OF R -- C - - America's Family Community Property Lines Each site plan that is submitted to the City of Rexburg for the Building Permit process requires that property lines are shown accurately. It is the Developer's responsibility to correctly identify on the site plan the location of these lines in reference to the public right -of -way, other adjoining property lines, the street, other structures and all utility lines. The Developer should find property pins that are still available at the lot in question. If these pins do not exist or have become unrecognizable then a new survey should be performed. Accurate property line information is a must for a timely review. In addition to finding existing property pins, legal descriptions should be checked. The best way to identify property line location is with a land survey. The City of Rexburg has aerial photos and a parcel line layer that can be checked, but they are only a tool and are not guaranteed for accuracy. If you want to request a copy of your lot, see the front counter at the Community Development Department. I have read and understand the above requirements. f�: �)dS SPA,t -ti Printed Name Date A Building Safety Department City of Rexburg �� 90 79 E Main janellh@rexburg.org Phone: 208.359.3020 x326 ID 83440 www.rexburg.org Fax: 208.359.3024 C I T Y O P MXBURG Americas Family Community Remodeling Your Building /Home (need Estimate $ IJD SURFACE SQUARE FOOTAGE: (Shall include the exterior wall measurements of the building) First Floor Area Second floor /loft Third floor /loft a Shed or Barn Unfinished Basement area Finished basement area Garage area Carport /Deck (30" above grade)Area Water Meter Quantity: Water Meter Size: Required!fl PLUMBING ! -- Plumbing Contractor's Name: } 1444 Ll O - Business Name: ►� � 1 Address city State Zip c Contact Phone: ) 3 � Z Business Phone: ( ) Email FIXTURE COUNT (including roughed fixtures) Clothes Washing Machine Sprinklers Dishwasher f Tub /Sho (� np Floor Drain Toilet/U E C E ° U Garbage Disposal J Water He i NOV 2 5 2008 Hot Tub /Spa Water So tene Sinks CITY OF REXBURG (Lavatories, kitchens, bar, mop) Plumbing Estimate � (Commercial Only) S' a of Licensed Contractor License number Da / te c' 5 Building Safety Department City of Rexburg 19 E Main jonellh @rexburg.org Phone: 208.359.3020 x326 Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3024 �� gExB Crg CITY OF REXBURG sw "+ America's Family Community OWNER'S NAME PROPERTY ADDRESS SUBDIVISION PHASE LOT BLOCK Permit #� C' RequiredMf MECHANICAL Mechanical �Contractor's Name: U f Business Name: Address �J (� F ' C F N • S t ° Ci D State �D Zip g ' 3 y�o� Contact } Phone : o (3og ) 9 1 b y -71 Business Phone: (� — 7 l L - ? °� a Frnn l Cf dl �'j � �ov � h �4 • ro/h Fax C- ©8 �� `�7c 7L "' Mechanical Estimate $ / L 01) (Commercial /Multi Family Only) FIXTURES & APPLIANCES COUNT (Single Family Dwelling Only) Furnace Exhaust or Vent Ducts Furnace /Air Conditioner Co 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 T D E C E 0 W E DEC 1 6 2008 CITY OF REXSURG Heat (Circle all that apply) Gas Oil Coal Fireplace Electric Hydronic �3q Required! Signature of Licensed Contractor License number I� /5 06 Date Dryer Vents Range Hood Vents Cook Stove Vents Bath Fan Vents other similar vents & ducts: Builcfflg Safety Departmental City of Rexburg 0 19 E Main ionellh@rexburg.org Phone: 208.359.3020 x326 Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3024 OWNER'S NAME �( OLIdl Vvi JGo % PROPERTY ADDRESS ' 1110 C bj,4n, Lea 0-iG SUBDIVISION J PHASE LOT BLOCK CITY OF REXBURG .America's Family Community Permit #08 0021 Wilcox Potato WarehouseJ ruck Storage I 1 l0 Golden Beauty Dr RequiredLY ELECTRICAL Electrical Contractor's Name = / so iY v—\ Business Name �- Address �3� f City State --E7Q) Zip Cell Phone (;2,,��) % D — S� Business Phone ( Fax ( ) Email 1 ' Nt f r Electrical Estimate ( cost of wirin g & labor ) 1 ^ 1 0& COMMERCIAL /MULTI - FAMILY ONLY) ec - (Includes the cost of materials installed regardless of the party suppyang it). TYPES OFINSTALLATION (New Residential includes everything contained within the residential structure and attached garage at the same time) RESIDENTIAL ONLY ❑ *Up to 1,500 sq ft - $72 ❑ *1,501 to 2,500 sq ft - $120 ❑ *2,501 to 3,500 sq ft - $168 ❑ *3,501 to 4,500 sq ft - $216 ❑ * *Over 4,500 sq ft - $216 plus $.04 /sq ft: sq ft total ❑ Existing Residential (# of Branch Circuits) - $40 plus $10 per circuit: # of circuits ❑ Temporary Construction Service, 200 amp or less, one location (for a period not to exceed 1 year) - $40 ❑ Spa, Hot Tub, Swimming Pool - $40 plus $40 grounding grid when • Electric Central Systems Heating and /or Cooling (when notpart ofa new and no additional siring) - $40 • Modular, Manufactured or Mobile Home - $50 plus $10 per circuit • Other Installations: Wiring not specifically covered by any of the a Cost of Wiring & Labor. $ (Includes the cost of mai • Pumps (Domestic Water, Irrigation, Sewage): horse ❑ Requested Inspections (of existing wiring) - $40 /hr (1 hr minim plus $40 /hr thereafter *Includes a . um of 3 inspe s. Additional inspections charged at requested inspection rate of $40 per hour. ** Includes a aximum of 4 ins a Lions. Additional inspections charged at requested inspection rate of $40 per hour. simati f tensed Contractor License number Date Building Safety Department x>tt;,pC City of Rexburg �� op 19 E. Main janeiih @rexburg.org Phone: 208.359.3020 Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3024 CITY OF REXBURG AmeHca' Family Community APPLICATION: "CONSTRUCTION PERMIT" CONSTRUCTION PERMIT #: PERMIT APPROVED: YES/ NO $50.00 FEE PAID: YES /NO APPROVED BY: - APPLICANT INFORMATION: Business Name: Flovd 41j%ok Sov�s Office Address: ///l� - Pcxboe v __7 . b j yV city 1 State Zip Office Phone Number: ( a ?jB ) 3slo • Contractor Performing the Work: �eroAy /'�T Ca t�ac�io� Contact Person: Cell Phone # ( ,2vL ) 7�Wg - LOCATION OF WORK TO BE DONE: Street Address Where Work Will Be Done: / //D Go%l�� & fir. Business Name Where Work Will Be Done: 4 -Sons Dates For Work To Be Done: aS OGT '0B To Contact Person: Phone Number: 7sl,:3 Cell # ( ) 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 Applicant's Signature Date ............................................................ ..............................� R • Excavation & Earthwork: C �'7�0 I t /,e/' 5 Concrete: Masonry: SUBCONTRACTOR LIST Insula G' 6 - 4 , Drywall: �— Floor � e) k Coverings: V Plumbing: Special Construction (Manufacturer or Supplier) Roof Trusses: �/,q rev - - P. , a i1 -1 Floor /Ceiling Joists: .4&-AL Siding /Exterior Trim: 11+rC9 - - Pr u ��✓t Other: Kaman In dustrial Tech nologies 08 00521 \6 1) Wilcox Potato Warehouse Truck Storage 0 0 AT DO NOT DESTROY iACAt STATE STORAGE ❑ ARCHIVES -Cfty of Rexburg Records Mar"ement- www.kamandirect.com ungmanon uate: ms OM pletion Date: lqk DES DO NOT. fi r :,,,._.,.. ,,...,.�..w__: _�. _ ...,�_.._....�... ,.�,.....,..... ::. .�,_......._.__:..._._..w_ .. STORAGE ARCHIVES ��... :,:::..:.._.............,:...v. sr €.....; .__..�.. _- ---- - -__•. LJ www.kamandirect.com City of Rexburg Records Management- Des In telligence, LLC Structural Engineering 1037 Erikson Drive Rexburg, Idaho 83440 Date: November 5, 2008 To: City of Rexburg Building Department Call: (208) 359 -1461 FAX: (208) 359 -0740 Subject: Wilcox Truck Storage Building - Response to Comments Dear Sir, The proposed building shall have a flood light at each of the gable ends above the doors. There will also be a flood light over the northwest wall of the building shall be angled down to keep lighting within the project envelope. Water will be brought into the building at the south end of the west side wall for a future restroom for workers. Finally, the new building is being built on a site that has been previously approved for drainage. The slab of the building will be built up so that water drains away from the building. Please call if you have any further questions. Respectfully, Scott A Spaulding, P.E. Design Intelligence, LLC i F, ( �f 0800520 Wilcox Potato Warehouse Truck Storage Bldg DO NOT DESTROY LOCAL Q ATE STORAGE ARCHIVES -CHy of Rexburg Records Management- ■ U� 44'Eyetha CU_er TJ -Bean 6.30 Serial Number: User: 2 1211 B /2008 2:07:15 PM Page 1 Engine Version: 6.30.14 11718" TJ I® 210 @ 12" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED a . a Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 125.0 Live at 100 % duration, 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /UpliftfTotal 930 1 Stud wall 3.50" 2.25" 875 / 84 /0 / 959 A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board® 2 Stud wall 3.50" 2.25" 875 / 84 / 0 / 959 A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board® -See iLevel® Specifier's/Builder's Guide for detail(s): A3: Rim Board DESIGN CONTROLS: - Deflection Criteria: STANDARD(LL:U480,TL:U240). - Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 3'5" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.69 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by iLevel®. iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values. The speck product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate. -Not all products are readily available. Check with your supplier or iLevelV technical representative f �v,�jls li „ pO -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS A 1IVV�� J - Allowable Stress Design methodology was used for Building Code IBC analyzing the iLeve%rjriYl,lk P0 - above. g Q� ffR — -� -` Completion Date: PROJECT INFORMATION: OPERATOR INFORRQQA DESTROY Cody jensen IXICAL STATE 20�g bmc west STORAGE ARCHIVES 1 8 202 west main �' of Rexburg Reoords Management- CITY 70 �:_R: EX BURG Copyright © 2007 by iLevel®, Federal Way, WA. TJI® and TJ -Beam@ are registered trademarks of iLevel ®. e -I Joist'°, Pro- and TJ -Pro- are trademarks of iLevel®. rexburg, ID 83440 Phone: (208)356-9292 0800521 Wilcox Potato Warehouse Truck Storage Maximum Design Control Result Location Shear (Ibs) 930 -919 1655 Passed (56 %) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 930 930 1110 Passed (84 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 3160 3160 3620 Passed (87 %) MID Span 1 under Floor loading Live Load Defl (in) 0.334 0.340 Passed (U488) MID Span 1 under Floor loading Total Load Defl (in) 0.366 0.679 Passed (U445) MID Span 1 under Floor loading TJPro 55 30 Passed Span 1 - Deflection Criteria: STANDARD(LL:U480,TL:U240). - Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 3'5" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.69 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by iLevel®. iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values. The speck product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate. -Not all products are readily available. Check with your supplier or iLevelV technical representative f �v,�jls li „ pO -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS A 1IVV�� J - Allowable Stress Design methodology was used for Building Code IBC analyzing the iLeve%rjriYl,lk P0 - above. g Q� ffR — -� -` Completion Date: PROJECT INFORMATION: OPERATOR INFORRQQA DESTROY Cody jensen IXICAL STATE 20�g bmc west STORAGE ARCHIVES 1 8 202 west main �' of Rexburg Reoords Management- CITY 70 �:_R: EX BURG Copyright © 2007 by iLevel®, Federal Way, WA. TJI® and TJ -Beam@ are registered trademarks of iLevel ®. e -I Joist'°, Pro- and TJ -Pro- are trademarks of iLevel®. rexburg, ID 83440 Phone: (208)356-9292 0800521 Wilcox Potato Warehouse Truck Storage ■ r 11 7/8" TJI@ 210 @ 12" o/c TJ -Beam® 6.30 Serial Number: User 2 12/18/20082:07:15PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 2 Engine Version: 6.30.14 CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group PROJECT INFORMATION: OPERATOR INFORMATION: codyjensen bmc west 202 west main rexburg, ID 83440 Phone: (208)35&9292 Fax :(208)356 -3299 codyjensen@bmcwest.com Copyright © 2007 by iLevel ®, Federal Way, WA. TJI® and TJ- Beam@ are registered trademarks of iLevel ®. e -I Joist-,Pro- and TJ -Pro° are trademarks of iLevel®. ^ 13' 7.00" ^ Max. Vertical Reaction Total (lbs) 959 959 Max. Vertical Reaction Live (lbs) 875 875 Selected Bearing Length (in) 2.25(W) 2.25(W) Max. Unbraced Length (in) 41 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 81 -81 Max Shear at Support (lbs) 82 -82 Member Reaction (lbs) 82 82 Support Reaction (lbs) 84 84 Moment (Ft -Lbs) 277 Loading on all spans, LDF = 1.00 1.0 Dead + 1.0 Floor Shear at Support (lbs) 919 -919 Max Shear at Support (lbs) 930 -930 Member Reaction (lbs) 930 930 Support Reaction (lbs) 959 959 Moment (Ft -Lbs) 3160 Live Deflection (in) 0.334 Total Deflection (in) 0.366 PROJECT INFORMATION: OPERATOR INFORMATION: codyjensen bmc west 202 west main rexburg, ID 83440 Phone: (208)35&9292 Fax :(208)356 -3299 codyjensen@bmcwest.com Copyright © 2007 by iLevel ®, Federal Way, WA. TJI® and TJ- Beam@ are registered trademarks of iLevel ®. e -I Joist-,Pro- and TJ -Pro° are trademarks of iLevel®. r R Date: 10/09/2008 08 -22650 DLR Time: 6:33:40 PM Page: 1 of 23 0800521 VP Buildings Wilcox Potato Warehouse 3200 Players Club Circle Truck St o ra ge - Shell Only lemphis, TN 38125 -8843 STRUCTURAL DESIGN DATA Project: Floyd Wilcox & Sons Bldg 1 Name: Fast -Track Builder PO #: Jobsite: 1110 Golden Beauty Drive City, State: Rexburg, Idaho 83440 County: Madison PERMANE KIT � 'j Country: United StatOrigination Date: _ Completion Date: a DO NOT DESTROY LOCAL Q STATE STORAGE ARCHNES -C4 of Rexburg Records Management - TABLE OF CONTENTS Letterof Certification .............................................................................................................. ............................... 2 Building Loading - Summary Report .......................................................................... ............................... Reactions- Summary Report .................................................................................................. ............................... 9 OCT 2 1 2008, File: Fast -Track Version: 7.1 a i City, State: Rexburg, Idaho 83440 City, State: Rexburg, Idaho 83440 Country: United States County, Country: Madison, United States This is to certify that the above referenced VP BUILDINGS project has been designed for the applicable portions of the following Building Code and in accordance with the order documents which have stipulated the following applied environmental loads and conditions: Overall Building Descrintion Shape Overall Width Overall Len I Floor Area (s . ft.) Wall Area (s . ft.) Roof Area (s . ft.) Max. Eave Hei ht Min. Eave Hei ht 2 Max. Roof Pitch Min. Roof Pitch Peak Hei ht Fast -Track 70/0/0 125/0/0 8750 6444 9578 16/0/0 16/0/0 1.000:12 1.000:12 18/1]/0 Loads and Codes - Shape: Fast Track City: Rexburg County: Madison State: Idaho Country: United States Building Code: 2006 International Building Code Built Up: 05AISC - ASD Rainfall: 4.00 inches per hour Building Use: Standard Occupancy Structure Cold Form: 04AISI - ASD Dead and Collateral Loads Live Load Collateral Gravity: 1.00 psf Roof Covering + Second. Dead Load: 2.16 psf Live Load: 20.00 psf Reducible Collateral Uplift: 1.00 psf Frame Weight (assumed for seismic):2.50 psf Wind Load Wind Speed: 90.00 mph Wind Exposure (Factor): C (0.860) Parts Wind Exposure Factor: 0.860 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Topographic Factor: 1.0000 NOT Windborne Debris Region Base Elevation: 0 /0 /0 Primary Zone Strip Width: 12/9/10 Parts / Portions Zone Strip Width: 6/4/13 Basic Wind Pressure: 15.17 psf Snow Load Ground Snow Load: 50.00 psf Roof Snow Load: 35.00 psf Design Snow (Sloped): 35.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.000 Thermal Category (Factor): Healed (I.00) Ground / Roof Conversion: 1.00 % Snow Used in Seismic: 20.00 Seismic Snow Load: 7.00 psf Unobstructed, Slippery Roof Seismic Load Mapped Spectral Response - Ss:51.07 %g Mapped Spectral Response - S 1:16.44 %g Seismic Hazard / Use Group: Group I Seismic Importance: 1.000 Seismic Performance / Design Category: D Framing Seismic Period: 0.2573 Bracing Seismic Period: 0.1600 Framing R- Factor: 3.5000 Bracing R- Factor: 3.2500 Soil Profile Type: Stiff soil (D, 4) Diaphragm Condition: Flexible Frame Redundancy Factor: 1.3000 Brace Redundancy Factor:1.3000 Frame Seismic Factor (Cs): 0.1354 x W Brace Seismic Factor (Cs): 0.1458 x W Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. The steel design is in accordance with VP BUILDINGS standard design practices, which have been established based upon pertinent procedures and recommendations of the following organizations: American Institute of Steel Construction (AISC) American Iron and Steel Institute (AISI) American Welding Society (AWS) American Society for Testing and Materials (ASTM) Canadian Standards Association CSA W59- Welded Steel Construction Limit State Design of Steel Structures Metal Building Manufacturers Association (MBMA) VP Buildings is certified by: CSA A660 Certified (Design and Manufacturing) JAS Approved Fabricator Canadian Welding Bureau Div. I Certified VP Buildings has designed the structural steel components of this building in accordance with the Building Code, Steel Specifications, and Standards indicated above. Steel components are designed utilizing the following steel grades unless noted otherwise: File: Fast -Track Version: 7.1a 0 0 Date: 10/09/2008 9M 08 -22650 DLR Time: 6:33:40 PM Page: 3 of 23 3 Plate members fabricated from plate, bar, strip steel or sheets ASTM A529, A572, A101 I - All Grade 55 ksi Hot Rolled Shapes (W, S, C, Angles, etc) ASTM A36, or ASTM A36Mod50, A529, A572, A588, A709, A992 -All Grade 50 ksi Tube and Pipe Sections ASTM A500, Grade B (Fy - 42 ksi pipe, Fy - 46 ksi tube) Light Gage Sections ASTM A101 I SS Grade 55 ksi, A653 SS Grade 55 ksi Round Rod Bracing ASTM A572 Grade 65 ksi File: Fast -Track Version: 7. ] a This certification DOES NOT apply to the design of the foundation or other on -site structures or components not supplied by VP BUILDINGS, nor does it apply to unauthorized modifications to framing systems provided by VP BUILDINGS. Furthermore, it is understood that certification is based upon the premise that all components furnished by VP BUILDINGS will be erected or constructed in strict compliance with pertinent documents furnished by VP BUILDINGS. Dead and Collateral Loads Collateral Gravity: 1.00 psf Collateral Uplift: 1.00 psf Wind Load Wind Speed: 90.00 mph Wind Exposure (Factor): C (0.860) Parts Wind Exposure Factor: 0.860 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Topographic Factor: 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 12/9/10 Parts / Portions Zone Strip Width: 6/4/13 Basic Wind Pressure: 15.17 psf Roof Covering + Second. Dead Load: 2.16 psf Frame Weight (assumed for seismic):2.50 psf Snow Load Ground Snow Load: 50.00 psf Roof Snow Load: 35.00 psf Design Snow (Sloped): 35.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) Ground / Roof Conversion: 1.00 % Snow Used in Seismic: 20.00 Seismic Snow Load: 7.00 psf Unobstructed, Slippery Roof Deflection Conditions Frames are vertically supporting: Metal Roof Purlins and Panels Frames are laterally supporting: Metal Wall Girls and Panels Purlins are supporting: Metal Roof Panels Girts are supporting:Metal Wall Panels Live Load Live Load: 20.00 psf Reducible Seismic Load Mapped Spectral Response - Ss:51.07 %g Mapped Spectral Response - 51:16.44 %g Seismic Hazard / Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance / Design Category: D Framing Seismic Period: 0.2573 Bracing Seismic Period: 0.1600 Framing R- Factor: 3.5000 Bracing R- Factor: 3.2500 Soil Profile Type: Stiff soil (D, 4) Diaphragm Condition: Flexible Frame Redundancy Factor: 1.3000 Brace Redundancy Factor: 1.3000 Frame Seismic Factor (Cs): 0.1354 x W Brace Seismic Factor (Cs): 0.1458 x W Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. Design Load Combinations - Framin No. Ori in Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ D + CG + ASL^ 4 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL 5 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 1 and 2) 6 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 2 and 3) 7 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 3 and 4) 8 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 4 and 5) 9 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 5 and 6) 10 System 1.000 1.0 D + 1.0 CG + 1.0 S> D + CG + S> 11 System 1.000 1.0 D + 1.0 CG + 1.0 <S D + CG + <S 12 System 1.000 1.0 D + 1.0 CG + 1.0 US] * D + CG + US 1 13 System 1.000 1.0 D +I.0CG +1.0 *US1 D +CG + *US1 14 System 1.000 1.0 D + 1.0 CG + 1.0 W 1> D + CG + W 1> 15 System 1.000 1.0 D + 1.0 CG + 1.0 <W 1 D + CG + <W 1 16 System 1.000 1.0 D + 1.0 CG + 1.0 W2> D + CG + W2> 17 System 1.000 1.0 D + 1.0 CG + 1.0 <W2 D + CG + <W2 18 System 1.000 0.600 D + 0.600 CU + 1.0 W 1> D + CU + W I> 19 System 1.000 0.600 D + 0.600 CU + 1.0 <W 1 D + CU + <W 1 20 System 1.000 0.600 D + 0.600 CU + 1.0 W2> D + CU + W2> 21 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 D + CU + <W2 22 System 1.000 1.0 D +1.0 CG +0.750L +0.750WI> D + CC, +L +WI> 23 System 1.000 LO D + 1.0 CG + 0.750 L + 0.750 <W 1 D + CG + L + <W I 24 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W2> D + CG + L + W2> File: Fast -Track Version: 7.1a 0 0 Date: 10/09/2008 go 08 -22650 DLR Time: 6:33:40 PM Page: 5 of 23 25 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W2 D + CG + L + <W2 26 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W 1> D + CG + S + W 1> 27 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W 1 D + CG + S + <W 1 28 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W2> D + CG + S + W2> 29 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 D + CG + S + <W2 30 System 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ D + CG + E> + EG+ 31 System 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ D + CG + <E + EG+ 32 System 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- D + CIJ + E> + EG- 33 System 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- D + CU + <E + EG- 34 System 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 E> + 0.525 EG+ D + CG + S + E> + EG+ 35 System 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 <E + 0.525 EG+ D + CG + S + <E + EG+ 36 Special 1.000 1.0 D + 1.0 CG + 1.750 E> + 0.700 EG+ D + CG + E> + EG+ 37 Special 1.000 1.0 D + 1.0 CG + 1.750 <E + 0.700 EG+ D + CG + <E + EG+ 38 Special 1.000 0.600 D + 0.600 CU + 1.750 E> + 0.700 EG- D + CU + E> + EG- 39 Special 1.000 0.600 D + 0.600 CU + 1.750 <E + 0.700 EG- D + CU + <E + EG- 40 Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.313 E> + 0.525 EG+ D + CG + S + E> + EG+ 41 Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.313 <E + 0.525 EG+ D + CG + S + <E + EG+ 42 AISC - Special 1.000 1.0 D + 1.0 CG + 2.450 E> + 0.700 EG+ D + CG + E> + EG+ 43 AISC - Special 1.000 1.0 D + 1.0 CG + 2.450 <E + 0.700 EG+ D + CG + <E + EG+ 44 AISC - Special 1.000 0.600 D + 0.600 CU + 2.450 E> + 0.700 EG- D + CU + E> + EG- 45 AISC - Special 1 .000 0.600 D + 0.600 CU + 2.450 <E + 0.700 EG- D + CU + <E + EG- 46 AISC - Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.837 E> + 0.525 EG+ D + CG + S + E> + EG+ 47 AISC - Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.837 <E + 0.525 EG+ D + CG + S + <E + EG+ 48 System Derived 1.000 1 . 0 D + 1 . 0 CO + 1 . 0 WPA 1 D + CG + WPA 1 49 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA 1 D + CU + WPA 1 50 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPA I D + CG + L + WPAI 51 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA 1 D + CG + S + WPA 1 52 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD 1 D + CG + WPD I 53 System Derived 1.000 0.600 D + 0.600 CU + LO WPD I D + CU +WPD 1 54 System Derived 1.000 1.0D +I.0CG +0.750L +0.750WPD1 D +CG +L +WPDI 55 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD 1 D + CG + S + WPD 1 56 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 D + CG + WPA2 57 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 D + CU + WPA2 58 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPA2 D + CG + L + WPA2 59 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA2 D + CG + S + WPA2 60 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD2 D + CG + WPD2 61 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD2 D + CU + WPD2 62 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPD2 D + CG + L + WPD2 63 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD2 D + CG + S + WPD2 64 System Derived 1.000 1 . 0 D + 1 . 0 CG + 1 . 0 WPB 1 D + CG + WPB I 65 System Derived 1.000 0.600 D + 0.600 CU + 1 . 0 WPB 1 D + CU + WPB I 66 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB 1 D + CG + L + WPB I 67 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB 1 D + CG + S + WPB I 68 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPCI D + CG +WPC 1 69 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC 1 D + CU + WPCI 70 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPCI D + CG + L + WPCI 71 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPCI D + CG + S + WPCI 72 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WP132 D + CG + WP132 73 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WP132 D + CU + WPB2 74 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB2 D + CG + L + WP132 75 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WP132 D + CG + S + WPB2 76 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC2 D + CG + WPC2 77 System Derived 1.000 0.600 D + 0.600 CU + LO WPC2 D + CU + WPC2 78 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPC2 D + CG + L + WPC2 79 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC2 D + CG + S + WPC2 80 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.910 EB> D + CG + E> + EG+ + EB> 81 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 82 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.910 EB> D + CG + <E + EG+ + EB> 83 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 84 System Derived 1.000 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 EB> D + CU + E> + EG- + EB> 85 System Derived 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 EB> D + CU + E> + EG- + EB> 86 System Derived 1.000 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 EB> D + CU + <E + EG- + EB> 87 System Derived 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> D + CU + <E + EG- + EB> 88 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.205 E> + 0.525 EG+ + 0.682 EB> D +CG +S +E > +EG + +EB> 89 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 E> + 0.525 EG+ + 0.205 EB> D +CG +S +E > +EG + +EB> 90 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.205 <E + 0.525 EG+ + 0.682 EB> D +CG +S +<E +EG + +EB> File: Fast -Track Version: 7.1 a 0 0 Date: 10/09/2008 go 08 -22650 DLR Time: 6:33:40 PM Page: 6 of 23 91 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 <E + 0.525 EG ++ 0.205 EB> D +CG +S + <E +EG + +EB> 92 Special 1.000 1.0 D + 1.0 CG + 1.750 EB> + 0.700 EG+ D + CG + EB> + EG+ 93 Special 1.000 0.600 D + 0.600 CU + 1.750 EB> + 0.700 EG- D + CU + EB> + EG- 94 Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.313 EB> + 0.525 EG+ D + CG + S + EB> + EG+ 95 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.910 <EB D + CG + E> + EG+ + <EB 96 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 97 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.910 <EB D + CG + <E + EG+ + <EB 98 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 99 System Derived 1.000 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 <EB D + CU + E> + EG- + <EB 100 System Derived 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <EB D + CU + E> + EG- + <EB 101 System Derived 1.000 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 <EB D + CU + <E + EG- + <EB 102 System Derived 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB D + CU + <E + EG- + <EB 103 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.205 E> + 0.525 EG+ + 0.682 <EB D +CG +S +E > +EG + +<EB 104 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 E> + 0.525 EG+ + 0.205 <EB D +CG +S +E > +EG + + <EB 105 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.205 <E + 0.525 EG+ + 0.682 <EB D +CG +S +<E +EG + + <EB 106 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 <E + 0.525 EG ++ 0.205 <EB D +CG +S +<E +EG + +<EB t07 Special 1.000 1.0 D + 1.0 CG + 1.750 <EB + 0.700 EG+ D + CG + <EB + EG+ 108 Special 1.000 0.600 D + 0.600 CU + 1.750 <EB + 0.700 EG- D + CU + <EB + EG- 109 Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.313 <EB + 0.525 EG+ D + CG + S + <EB + EG+ Ilcsign Load Combinations - 11racing No. Ori in Factor Application Description 1 System 1.000 1.0 WPAI WPAI 2 System 1.000 1.0 WPDI WPDI 3 System 1.000 I.0WPA2 WPA2 4 System 1.000 1.0 WPD2 WPD2 5 System 1.000 1.0 WPB I WPB 1 6 System 1.000 1.0 WPC I WPC I 7 System 1.000 1.0 WPB2 WPB2 8 System 1.000 1.0 W PC2 W PC2 9 System 1.000 0.700 E> E> 10 System 1.000 0.700 <E <E Design Load Combinations - Purlin No. Ori in Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 S D + CG + S 2 System 1.000 1.0 D + 1.0 CG + 1.0 US] * D + CG + US 1 3 System 1.000 I.0D +I.0CG +1.0 *US1 D +CG + *US1 4 System 1.000. 1.0 D + 1.0 CG + 1.0 PF I D + CG + PF I (Span 1) 5 System 1.000 1.0 D + 1.0 CG + 1.0 PF 1 D + CG + PF I (Span 7) 6 System 1.000 1.0 D + 1.0 CG + 1.0 PHI D + CG + PHI (Span 1) 7 System 1.000 1.0 D + 1.0 CG + LO PHI D + CG + PHI (Span 7) 8 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2(Spans 1 and 2) 9 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2(Spans 2 and 3) 10 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2(Spans 3 and 4) 11 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2(Spans 4 and 5) 12 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2(Spans 5 and 6) 13 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2(Spans 6 and 7) 14 System 1.000 1.0 D + 1.0 CG + 1.0 W I> D + CG + W 1> 15 System 1.000 1.0 D + 1.0 CG + 1.0 <W2 D + CG + <W2 16 System 1.000 0.600D +0.6000U +1.0WI> D +CU +WI> 17 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 D + CU + <W2 18 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W I> D + CG + S + W I> 19 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 D + CG + S + <W2 20 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.525 FB> + 0.525 EG+ D + CG + S + EB> + EG+ 21 System Derived 1.000 1.0 D + 1.0 CG + 0.700 EB> + 0.700 EG+ D + CG + EB> + EG+ 22 System Derived 1.000 0.600 D + 0.600 CU + 0.700 EB> + 0.700 EG- D + CU + FB> + EG- 23 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.525 <EB + 0.525 EG+ D + CG + S + <EB + EG+ 24 System Derived 1.000 1.0 D + 1.0 CG + 0.700 <EB + 0.700 F,G+ D + CG + <EB + EG+ 25 System Derived 1.000 0.600 D + 0.600 CU + 0.700 <EB + 0.700 EG- D + CU + <EB + EG- 26 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPAI D + CG +WPAI 27 System Derived 1.000 0.600 D + 0.600 CU + 1 . 0 WPAI D + CU + WPAI 28 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA 1 D + CG + S + WPAI 29 System Derived 1.000 1.0 D+ 1.0 CG+ 1.0 WPDI D +CG+ WPD1 30 System Derived 1.000 0.600 D + 0.600 CU + 1 . 0 WPDI D + CU + WPD1 31 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPDI D + CG + S + WPDI File: Fast -Track Version: 7.1 a Date: 10/09/2008 go 08 -22650 DLR Time: 6:33:40 PM Page: 7 of 23 32 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 D + CG + WPA2 33 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 D + CU + WPA2 34 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA2 D + CG + S + WPA2 35 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD2 D + CG + WPD2 36 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD2 D + CU + WPD2 37 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD2 D + CG + S + WPD2 38 System Derived 1.000 1 . 0 D + 1 . 0 CG + 1 . 0 WPB I D + CG + WPB1 39 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPBI D + CU +WPBI 40 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB I D + CG + S + WPB 1 41 System Derived 1.000 1 . 0 D + 1 . 0 CG + 1 . 0 WPCI D + CG + WPC1 42 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC 1 D + CU +WPC 1 43 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC 1 D + CG + S + WPC 1 44 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB2 D + CG + WPB2 45 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB2 D + CU + WPB2 46 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB2 D + CG + S + WP132 47 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC2 D + CG + WPC2 48 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC2 D + CU + WPC2 49 Svstem Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC2 D + CG + S + WPC2 Design Load Combinations - Girt No. Ori in Factor Application Description 1 2 System System 1.000 1.000 1.0 WI> 1.0 <W2 WI> <W2 Design Load Combinations - Roof- Panel No. Ori in Factor Application Description 1 System 1.000 1.0 D+ 1.0 S D+ S 2 System 1.000 1.0 D + 1.0 US 1 * D + US I * 3 System 1.000 1.0 D+ 1.0 *US1 D+ *US1 4 System 1.000 I.0D +1.0Wl> D +W1> 5 System 1.000 1.0 D + 1.0 <W2 D + <W2 6 System 1.000 0.600 D+ 1.0 W 1> D+ W 1> 7 System 1.000 0.600 D + 1.0 <W2 D + <W2 Design Load Combinations - Wall - Panel No. Origin Factor Application Description 1 2 System System 1.000 1.000 1.0 Wl> 1.0 <W2 W1> <W2 Deflection Load Combinations - Framing No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 LOS S 3 System 1.000 0 180 1.0 US I* US 1 * 4 System 1.000 0 180 1.0 *US1 *USI 5 System 1.000 0 180 0.700 W1> WI> 6 System 1.000 0 180 0.700<Wl <Wl 7 System 1.000 0 180 0.700 W2> W2> 8 System 1.000 0 180 0.700 <W2 <W2 9 System Derived 1.000 0 180 0.700 WPAI WPAI 10 System Derived 1.000 0 180 0.700 WPDI WPDI 11 System Derived 1.000 0 180 0.700 WPA2 WPA2 12 System Derived 1.000 0 180 0.700 WPD2 WPD2 13 System Derived 1.000 0 180 0.700 WPB I WPB 14 System Derived 1.000 0 180 0.700 WPC WPCI 15 System Derived 1.000 0 180 0.700 WPB2 WPB2 16 System Derived 1.000 0 180 0.700 WPC2 WPC2 17 System 1.000 60 0 0.700 W1> Wl> 18 System 1.000 60 0 0.700 <W 1 <W 1 19 System 1.000 60 0 0.700 W2> W2> 20 System 1.000 60 0 0.700 <W2 <W2 21 System Derived 1.000 60 0 0.700 WPAI WPAI 22 System Derived 1.000 60 0 0.700 WPDI WPDI 23 System Derived 1.000 60 0 0.700 WPA2 WPA2 24 System Derived 1.000 60 0 0.700 WPD2 WPD2 25 System Derived 1.000 60 0 0.700 WPB WPB File: Fast -Track Version: 7.1 a Date: 10/09/2008 go, 08 -22650 DLR Time: 6:33:40 PM Page: 8 of 23 26 System Derived 1.000 60 0 0.700 WPC1 27 System Derived 1.000 60 0 0.700 WPB2 28 Svstem Derived 1.000 60 0 0.700 WPC2 Deflection Load Combinations - Purlin No. Origin Factor Deflection Application Description I System 1.000 150 LOS S 2 System 1.000 150 1.0 US I* US l * 3 System 1.000 150 1.0 *USI *USI Deflection Load Combinations - Girt No. Ori in Factor Deflection Application Description 1 2 System S stem 1 1.000 1.000 1 90 90 0.700 WI> 0.700 <W2 W1> <W2 Deflection Load Combinations - Roof - Panel No. Origin Factor Def H Def V Application Description 1 System 1.000 150 150 LOS S fj 2 System 1.000 150 150 LOUS1* USl* 3 System 1.000 150 150 1.0 *US] *USI File: Fast -Track Version: 7.1 a • Date: 10/09/2008 08 -22650 DLR Time: 6:33:40 PM Page: 9 of 23 Shape: Fast -Track Builder Contact: Name: Teton West Construction, Inc. Address: 4805 South 3300 West City, State Zip: Rexburg, Idaho 83440 Country: United States Loads and Codes - Shape: Fast-Track Project: Floyd Wilcox & Sons Bldg I Builder PO #: Jobsite: I 110 Golden Beauty Drive City, State Zip: Rexburg, Idaho 83440 County, Country: Madison, United States City: Rexburg County: Madison State: Idaho Country: United States Building Code: 2006 International Building Code Built Up: 05AISC - ASD Rainfall: 4.00 inches per hour Building Use: Standard Occupancy Structure Cold Form: 04AISI - ASD Dead and Collateral Loads Live Load Collateral Gravity: 1.00 psf Roof Covering + Second. Dead Load: 2.16 psf Live Load: 20.00 psf Reducible Collateral Uplift: 1.00 psf Frame Weight (assumed for seismic):2.50 psf Wind Load Wind Speed: 90.00 mph Wind Exposure (Factor): C (0.860) Parts Wind Exposure Factor: 0.860 Wind Enclosure: Enclosed Wind importance Factor: 1.000 Topographic Factor: 1.0000 NOT Windborne Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 12/9/10 Parts / Portions Zone Strip Width: 6/4/13 Basic Wind Pressure: 15.17 psf Snow Load Ground Snow Load: 50.00 psf Roof Snow Load: 35.00 psf Design Snow (Sloped): 35.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) Ground / Roof Conversion: 1.00 % Snow Used in Seismic: 20.00 Seismic Snow Load: 7.00 psf Unobstructed, Slippery Roof Seismic Load Mapped Spectral Response - Ss:51.07 %g Mapped Spectral Response - Sl :16.44 %g Seismic Hazard / Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance / Design Category: D Framing Seismic Period: 0.2573 Bracing Seismic Period: 0.1600 Framing R- Factor: 3.5000 Bracing R- Factor: 3.2500 Soil Profile Type: Stiff soil (D, 4) Diaphragm Condition: Flexible Frame Redundancy Factor: 1.3000 Brace Redundancy Factor: 1.3000 Frame Seismic Factor (Cs): 0.1354 x W Brace Seismic Factor (Cs): 0.1458 x W Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. Load Type Descriptions D Material Dead Weight C Collateral Load CG Collateral Load for Gravity Cases CU Collateral Load for Wind Cases L Live Load ASL^ Alternate Span Live Load, Shifted Right ^ASL Alternate Span Live Load, Shifted Left PL2 Partial Live, Full, 2 Spans L> Live - Notional Right <L Live - Notional Left S Snow Load USl * Unbalanced Snow Load 1, Shifted Right *US I Unbalanced Snow Load 1, Shifted Left US2* Unbalanced Snow Load 2, Shifted Right *US2 Unbalanced Snow Load 2, Shifted Left SD Snow Drift Load SS Sliding Snow Load RS Rain Surcharge Load PFI Partial Load, Full, 1 Span PHI Partial Load, Half, l Span PF2 Partial Load, Full, 2 Spans PH2 Partial Load, Half, 2 Spans S> Snow - Notional Right <S Snow - Notional Left MRS Minimum Roof Snow MRS> Minimum Roof Snow - Notional Right <MRS Minimum Roof Snow - Notional Left W Wind Load WI> Wind Load, Case 1, Right <WI Wind Load, Case 1, Left W2> Wind Load, Case 2, Right <W2 Wind Load, Case 2, Left W3> Wind Load, Case 3, Right <W3 Wind Load, Case 3, Left W4> Wind Load, Case 4, Right <W4 Wind Load, Case 4, Left W5> Wind Load, Case 5, Right <W5 Wind Load, Case 5, Left W6> Wind Load, Case 6, Right <W6 Wind Load, Case 6, Left WP Wind Load, Parallel to Ridge WPR Wind Load, 11 Ridge, Right WPL Wind Load, 11 Ridge, Left WPAI Wind Parallel - Ref A, Case 1 WPA2 Wind Parallel - Ref A, Case 2 WPB1 Wind Parallel - Ref B, Case 1 WPB2 Wind Parallel - Ref B, Case 2 WPCI Wind Parallel - Ref C, Case 1 File: Fast -Track Version: 7.1a VIkz 0 9 Date: 10/09/2008 08 -22650 DLR Time: 6:33:40 PM Page: 10 of 23 WPC2 Wind Parallel - Ref C, Case 2 WPD1 Wind Parallel - Ref D, Case 1 WPD2 Wind Parallel - Ref D, Case 2 WB1> Wind Brace Reaction, Case 1, Right <WB1 Wind Brace Reaction, Case 1, Left WB2> Wind Brace Reaction, Case 2, Right <WB2 Wind Brace Reaction, Case 2, Left WB3> Wind Brace Reaction, Case 3, Right <WB3 Wind Brace Reaction, Case 3, Left WB4> Wind Brace Reaction, Case 4, Right <W134 Wind Brace Reaction, Case 4, Left WB5> Wind Brace Reaction, Case 5, Right <WB5 Wind Brace Reaction, Case 5, Left WB6> Wind Brace Reaction, Case 6, Right <WB6 Wind Brace Reaction, Case 6, Left MW Minimum Wind Load MWB Minimum Wind Bracing Reaction E Seismic Load E> Seismic Load, Right <E Seismic Load, Left EG Vertical Seismic Effect EG+ Vertical Seismic Effect, Additive EG- Vertical Seismic Effect, Subtractive EB> Seismic Brace Reaction, Right <EB Seismic Brace Reaction, Left FL Floor Live Load FL* Alternate Span Floor Live Load, Shifted Right *FL Alternate Span Floor Live Load, Shifted Left FD Floor Dead Load AL Auxiliary Live Load AL *> Auxiliary Live Load, Right, Right *AL> Auxiliary Live Load, Right, Left <AL* Auxiliary Live Load, Left, Right < *AL Auxiliary Live Load, Left, Left AL* Aux Live, Right *AL Aux Live, Left AL * >(1) Auxiliary Live Load, Right, Right, Aisle 1 *AL >(]) Auxiliary Live Load, Right, Left, Aisle 1 <AL *(I) Auxiliary Live Load, Left, Right, Aisle 1 < *AL(l) Auxiliary Live Load, Left, Left, Aisle 1 AL *(]) Aux Live, Right, Aisle l *AL(1) Aux Live, Left, Aisle 1 AL * >(2) Auxiliary Live Load, Right, Right, Aisle 2 *AL >(2) Auxiliary Live Load, Right, Left, Aisle 2 <AL *(2) Auxiliary Live Load, Left, Right, Aisle 2 < *AL(2) Auxiliary Live Load, Left, Left, Aisle 2 AL *(2) Aux Live, Right, Aisle 2 *AL(2) Aux Live, Left, Aisle 2 AL * >(3) Auxiliary Live Load, Right, Right, Aisle 3 *Al->(3) Auxiliary Live Load, Right, Left, Aisle 3 <AL *(3) Auxiliary Live Load, Left, Right, Aisle 3 < *AL(3) Auxiliary Live Load, Left, Left, Aisle 3 AL *(3) Aux Live, Right, Aisle 3 *AL(3) Aux Live, Left, Aisle 3 AL * >(4) Auxiliary Live Load, Right, Right, Aisle 4 *AL >(4) Auxiliary Live Load, Right, Left, Aisle 4 <AL *(4) Auxiliary Live Load, Left, Right, Aisle 4 < *AL(4) Auxiliary Live Load, Left, Left, Aisle 4 AL *(4) Aux Live, Right, Aisle 4 *AL(4) Aux Live, Left, Aisle 4 Al. * >(5) Auxiliary Live Load, Right, Right, Aisle 5 *AL >(5) Auxiliary Live Load, Right, Left, Aisle 5 <AL *(5) Auxiliary Live Load, Left, Right, Aisle 5 < *AL(5) Auxiliary Live Load, Left, Left, Aisle 5 AL *(5) Aux Live, Right, Aisle 5 *AL(5) Aux Live, Left, Aisle 5 ALB Aux Live Bracing Reaction ALB> Aux Live Bracing Reaction, Right <ALB Aux Live Bracing Reaction, Left WALB> Wind, Aux Live Bracing Reaction, Right <WALB Wind, Aux Live Bracing Reaction, Left ALB >(1) Aux Live Bracing Reaction, Right, Aisle I <ALB(1) Aux Live Bracing Reaction, Left, Aisle l WALB >(I) Wind, Aux Live Bracing Reaction, Right, Aisle 1 <WALB(1) Wind, Aux Live Bracing Reaction, Left, Aisle 1 ALB >(2) Aux Live Bracing Reaction, Right, Aisle 2 <ALB(2) Aux Live Bracing Reaction, Left, Aisle 2 WALB >(2) Wind, Aux Live Bracing Reaction, Right, Aisle 2 <WALB(2) Wind, Aux Live Bracing Reaction, Left, Aisle 2 ALB >(3) Aux Live Bracing Reaction, Right, Aisle 3 <ALB(3) Aux Live Bracing Reaction, Left, Aisle 3 WALB >(3) Wind, Aux Live Bracing Reaction, Right, Aisle 3 <WALB(3) Wind, Aux Live Bracing Reaction, Left, Aisle 3 ALB >(4) Aux Live Bracing Reaction, Right, Aisle 4 <ALB(4) Aux Live Bracing Reaction, Left, Aisle 4 WALB >(4) Wind, Aux Live Bracing Reaction, Right, Aisle 4 <WALB(4) Wind, Aux Live Bracing Reaction, Left, Aisle 4 ALB >(5) Aux Live Bracing Reaction, Right, Aisle 5 <ALB(5) Aux Live Bracing Reaction, Left, Aisle 5 WALB >(5) Wind, Aux Live Bracing Reaction, Right, Aisle 5 <WALB(5) Wind, Aux Live Bracing Reaction, Left', Aisle 5 WALB Wind, Aux Live Bracing Reaction AD Auxiliary Dead Load UO User Defined Load U I User Defined Load - 1 U2 User Defined Load - 2 U3 User Defined Load - 3 U4 User Defined Load - 4 U5 User Defined Load - 5 U6 User Defined Load - 6 U7 User Defined Load - 7 U8 User Defined Load - 8 U9 User Defined Load - 9 UB User Brace Reaction UB I User Brace Reaction - I UB2 User Brace Reaction - 2 UB3 User Brace Reaction - 3 UB4 User Brace Reaction - 4 UB5 User Brace Reaction - 5 UB6 User Brace Reaction - 6 11B7 User Brace Reaction - 7 UB8 User Brace Reaction - 8 UB9 User Brace Reaction- 9 R Rain Load T Temperature Load V Shear File: Fast -Track Version: 7.1 a Date: 10/09/2008 09/ 008 08 -22650 DLR Time: 6:33:40 PM Page: l 1 of 23 Overall Rnildinv nPterintinn Shape Overall Width Overall Length Floor Area (sq. ft.) Wall Area (s q. ft.) Roof Area (s q. ft. Max. Eave Height Min. Eave Hei ht 2 Max. Roof Pitch Min. Roof I Pitch Peak Hei ht Fast -Track 70/0/0 125/0/0 8750 6444 9578 16/0/0 16/0/0 1.000:12 1 1.000:12 1 18/11/0 Overall Sha 3❑ N'R Q Q Q Q Q Q CI) II i J III 4 File: Fast -Track Version: 7.1 a 0 0 Date: 10/09/2008 go 08 -22650 DLR Time: 6:33:40 PM Page: 12 of 23 Wall: 4, Frame at: 0/6/0 Desien Lond Combination - Framing No. Ori in Factor Application Description ] System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ D + CG + ASL^ 4 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL 10 System 1.000 1.0 D + 1.0 CG + 1.0 S> D + CG + S> 11 System 1.000 1.0 D + 1.0 CG + 1.0 <S D + CG + <S 12 System 1.000 I.0D +I.0CG +1.0 US1* D +CG +USI* 13 System 1.000 I.0D +I.00G +1.0 *US I D +CG + *US] 14 System 1.000 1.0 D + 1.0 CG + 1.0 W 1> D + CG + W I> 15 System 1.000 1.0 D + 1.0 CG + 1.0 <W 1 D + CG + <W 1 16 System 1.000 LO D + 1.0 CG + 1.0 W2> D + CG + W2> 17 System 1.000 1.0 D + 1.0 CG + 1.0 <W2 D + CG + <W2 18 System 1.000 0.600 D + 0.600 CU + 1.0 W I> D + CU + W I> 19 System 1.000 0.600 D + 0.600 CU + 1.0 <W 1 D + CU + <W I 20 System 1.000 0.600 D + 0.600 CU + 1.0 W2> D + CU + W2> 21 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 D + CU + <W2 22 System 1.000 I.0D +I.0 CG +0.750L +0.750WI> D +CG +L +W1> 23 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W I D + CG + L + <W ] 24 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W2> D + CG + L + W2> 25 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W2 D + CG + L + <W2 26 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W I> D + CG + S + W I> 27 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W 1 D + CG + S + <W 1 28 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W2> D + CG + S + W2> 29 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 D + CG + S + <W2 30 System 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ D + CG + E> + EG+ 31 System 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ D + CG + <E + EG+ 32 System 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- D + CU + E> + EG- 33 System 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- D + CU + <E + EG- 34 System 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 E> + 0.525 EG+ D + CG + S + E> + EG+ 35 System 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 <E + 0.525 EG+ D + CG + S + <E + EG+ 48 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA I D + CG +WPA I 49 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPAI D + CU + WPA 1 50 System Derived 1.000 1.O D + 1.O CG + 0.750 L + 0.750 WPA 1 D + CG + L + WPA 1 51 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA 1 D + CG + S + WPA1 52 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD I D + CG +WPD ] 53 System Derived 1.000 0.600 D + 0.600 CU + 1 . 0 WPDI D + CU + WPD1 54 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPD l D + CG + L + WPDI 55 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD I D + CG + S + WPD I 56 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 D + CG + WPA2 57 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 D + CU + WPA2 58 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPA2 D + CG + L + WPA2 59 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA2 D + CG + S + WPA2 60 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD2 D + CG + WPD2 61 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD2 D + CU + WPD2 62 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPD2 D + CG + L + WPD2 63 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD2 D + CG + S + WPD2 64 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB l D + CG + WPB 1 65 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB I D + CU +WPB I 66 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB 1 D + CG + L + WPB 1 67 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB 1 D + CG + S + WPB 1 68 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC I D + CG +WPC 1 69 System Derived 1.000 0.600 D + 0.600 CU + 1 . 0 WPCI D + CU + WPCI 70 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPC 1 D + CG + L + WPC 1 71 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC 1 D + CG + S + WPC 1 72 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB2 D + CG + WPB2 73 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB2 D + CU + WPB2 74 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB2 D + CG + L + WPB2 75 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB2 D + CG + S + WPB2 76 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC2 D + CG + WPC2 77 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC2 D + CU + WPC2 78 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPC2 D + CG + L + WPC2 79 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC2 D + CG + S + WPC2 80 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.910 EB> D + CG + E> + EG+ + EB> File: Fast -Track Version: 7.1a 0 0 Date: 10/09/2008 go 08 -22650 DLR Time: 6:33:40 PM Page: 13 of 23 81 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 EB> 82 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.910 EB> 83 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 EB> 84 System Derived 1.000 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 EB> 85 System Derived 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 EB> 86 System Derived 1.000 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 EB> 87 System Derived 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> 88 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0205 E> + 0.525 EG+ + 0.682 EB> 89 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 E> + 0.525 EG ++ 0.205 EB> 90 System Derived L000 1.0 D + 1.0 CG + 0.150 S + 0.205 <E + 0.525 EG ++ 0.682 EB> 91 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 <E + 0.525 EG ++ 0.205 EB> 95 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.910 <EB 96 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 <EB 97 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.910 <EB 98 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 <EB 99 System Derived 1.000 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 <EB 100 System Derived 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <EB 101 System Derived 1.000 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 <EB 102 System Derived 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB 103 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.205 E> + 0.525 EG+ + 0.682 <EB 104 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 E> + 0.525 EG+ + 0.205 <EB 105 System Derived 1.000 LO D + 1.0 CG + 0.150 S + 0.205 <E + 0.525 EG+ + 0.682 <EB 106 Svstem Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 <E + 0.525 EG+ + 0.205 <EB +CG +E > + EG+ +EB> • CG + <E + EG+ + EB> +CG +<E + EG+ +EB> +CU +E > + EG- +EB> +CU +E > + EG- +M> +CU +<E + EG- +EB> +CU +<E + EG- +EB> +CG +E > + EG+ + <EB +CG +F.. > + EG+ +<EB +CG +<E + EG+ +<EB +CG +<E + EG+ +<EB +CU +E > + EG- + <EB +CU +E > + EG- +<EB +CU +<E + EG- + <EB +CU +<E + EG- +<EB S +E > +EG + +<EB S + <E +EG + + <EB S + <E +EG + +<EB File: Fast -Track Version: 7.1 a Wall: 4, Frame at: 0/6/0 Frame ID:LEW Post & Beam N • • Date: 10/09/2008 08 -22650 DLR 'rime: 6:33:40 PM Page: 14 of 23 Frame Type: Post & Beam Values shown are resisting forces of the foundation. Rrartinnc - I Infartnrrd Lnnd Tvnr at Frnmr Crass Rrrtinn- 1 Type X -Loc Grid -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty /Diam. (in.) Column Base Elev. Exterior Column 0/0/0 1 -G 8x10 0.375 2-0.750 102' -0" Interior Column 24/0/0 I -D 8x10 0.375 2 - 0.750 102' -0" Interior Column 47/0/0 I -B 8x10 0.375 2-0.750 102' -0" Exterior Column 70/0/0 1 -A 8x10 0.375 2 - 0.750 102' -0" Load Type Desc. Hx Vy IIx I Iz I Vy I Hx Hz I Vy Hx V D Frm 0.7 1.2 1.2 0.7 CG Frm 0.2 0.4 0.4 0.2 L> Frm 3.3 6.6 6.4 3.3 <L Frm 3.3 6.6 6.4 3.3 ASL^ Frm 3.0 3.3 3.1 2.9 ^ASL Frm 0.4 3.3 3.3 0.3 S > Frm 6.5 13.1 12.6 6.3 <S Frm 6.5 13.1 12.6 6.3 US1* Frm 1.8 5.0 16.7 6.6 *USI Frm - 6.9 17.0 4.4 1.8 W1> Frm -0.5 -3.6 2.4 -6.8 2.4 -3.6 -0.7 -1.7 <W 1 Frm 0.7 -1.7 -2.2 -3.8 -2.1 -6.6 0.5 -3.6 - W2> Frm -0.9 -2.8 - -5.1 - -1.9 -0.3 -LO <W2 Frm 0.3 -0.9 -2.1 -5.0 0.9 -2.9 CU Frm - 0.2 0.4 0.4 - 0.2 L Frm 3.3 6.6 6.4 3.3 S Frm - 6.5 13.1 12.6 6.3 E> Frm -0.0 - 0.0 - 0.0 - -0.0 - EG+ Frm - 0.1 - 0.2 - 0.2 - 0.1 <E Frm 0.0 - -0.0 - -0.0 - 0.0 - EG- Frm - -0.1 - -0.2 - -0.2 - -0.1 WPA 1 Brc 0.8 -3.0 -5.0 -1.5 -5.4 -0.8 -1.4 WPD1 Bre 0.8 -2.1 -3.0 - -1.8 0.7 -2.4 WPA2 Brc 0.3 -2.2 -3.3 -1.5 -3.7 -0.3 -0.7 WPD2 Brc 0.3 -1.4 -1.2 - -0.1 1.1 -1.7 WPB l Brc 0.8 -2.2 -4.7 -1.5 -5.7 -0.8 -2.3 WPCI Brc 0.8 -1.6 -2.9 - -1.9 0.7 -2.8 WPB2 Brc 0.3 -1.5 -3.0 -1.5 -4.1 -0.3 -1.6 W PC2 Bre 0.3 -0.9 -1.1 - -0.2 1.1 -2.1 EB> Brc - - - -0.4 -0.2 - 0.2 <EB Brc 0.2 0.3 -0.2 File: Fast -Track Version: 7.1 a • Date: 10/09/2008 go 08 -22650 DLR Time: 6:33:40 PM Page: 15 of 23 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method X -Loc Grid I Irz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load ( -Hx) Case (Hx) Case ( -Hz) Case (Hz) Case ( -Vy) Case (Vy) Case ( -Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in -k) (in -k 0/0/0 1 -G 0.9 16 0.8 48 - - - - 3.0 18 7.8 13 24/0/0 1 -D - - - - 2.2 15 2.4 14 5.8 18 18.6 13 47/0/0 1 -B 1.5 56 - - 2.1 15 2.4 14 5.7 19 18.3 12 70/0/0 I -A 0.8 48 1.1 60 - - - - 3.0 19 7.4 12 - 1 47/0/0 1 1 -B I Diaconal bracing at base is attached to column. Reactions ARE included with frame reactions. I File: Fast -Track Version: 7.1a • • Date: 10/09/2008 IV 08 -22650 DLR Time: 6:33:40 PM Page: 16 of 23 Wall: 4, Frame at: 25/0/0 Frame ID:Rigid Frame 0 Frame Type:Rigid Frame 91 �T �C 4Y f Hx Hx J Y Values shown are resisting forces of the foundation. Reactions - Unfactored Load Tyne at Frame Cross Section: 2 Type X -Loc Grid -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty /Diam. (in.) Column Base Elev. Exterior Column 0/0/0 2 -G 10 x 13 0.375 4- 1.250 100' -0" Exterior Column 70/0/0 2 -A 10 x 13 0.375 4- 1.250 100' -0" Load Hrz Right Load Load Type Dese. Hx Vy Hx V Vrt Down Load Mom ew D Fnn 2.3 3.8 -2.3 3.8 Case (Hx) Case CG Frm 0.7 0.9 -0.7 0.9 (Vy) Case ( -Mzz) L> Frm 8.2 11.4 -8.2 11.4 (k) <L Frm 8.2 11.4 -8.2 11.4 (k) (in -k) ASL^ Frm 8.3 10.4 -8.3 10.4 18 26.9 10 ^ASL Frm -0.1 1.0 0.1 1.0 37.2 13 S> Frm 23.9 32.1 -23.9 32.1 10 7.4 19 <S Fnn 23.9 32.1 -23.9 32.1 37.2 12 list* Frm 20.2 17.4 -20.2 32.6 *USI Frm 19.9 32.6 -19.9 17.4 - WI> Frm -9.2 -12.4 5.2 -8.3 <W1 Frm -5.2 -8.3 9.2 -12.4 W2> Frm -6.5 -7.6 2.6 -3.6 <W2 Frm -2.6 -3.6 6.5 -7.7 CU Frm 0.7 0.9 -0.7 0.9 L Frm 8.2 11.4 -8.2 11.4 S Frm 23.9 32.1 -23.9 32.1 E> Frm -1.7 -0.8 -1.7 0.8 EG+ Frm 0.4 0.5 -0.4 0.5 <E Frm 1.7 0.8 1.7 -0.8 EG - Frm -0.4 -0.5 0.4 -0.5 WPA1 Brc -7.3 -13.2 7.4 -12.1 WPDI Brc -3.8 -8.6 3.9 -7.6 WPA2 Brc -4.6 -8.5 4.7 -7.4 WPD2 Brc -1.1 -3.9 1.2 -2.8 WPB Brc -7.4 -11.8 7.2 -13.7 WPC Brc -3.9 -7.8 3.9 -8.2 WP132 Brc -4.7 -7.1 4.6 -8.9 WPC2 Brc -1.2 -3.1 1.2 -3.5 EB> Brc - - - - <EB Brc Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural analvsis using the Direct Analvsis Method X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom ew Load Mom ccw Load (-I Ix) Case (Hx) Case ( -Hz) Case (Hz) Case ( -Vy) Case (Vy) Case ( -Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in -k) (in -k 0/0/0 2 -G 7.4 18 26.9 10 10.4 49 37.2 13 70/0/0 2 -A 26.9 10 7.4 19 10.9 65 37.2 12 File: Fast -Track Version: 7.1a t ' 0 0 Date: 10/09/2008 9M 08 -22650 DLR Time: 6:33:40 PM Page: 17 of 23 Wall: 4, Frame at: 50/0/0 Frame ID:Rigid Frame Frame Type:Rigid Frame Values shown are resisting forces of the foundation. U -ti... _ Iinf -f nd I nod 'r-­ or ❑r.. _ d-­.. Qo..t:..... 2 11 Type X -Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty /Diam. (in.) Column Base Elev. Exterior COlmmm 0 /0 /0 3 -G 10 x 13 0.375 4- 1.250 100' -0" Exterior Column 70/0/0 3 -A 10 x 13 0.375 4- 1.250 100' -0" Load Type Desc. Hx I Hz I Vy Hx Hz V D Frm 2.3 3.8 -2.3 3.9 CG Frm 0.7 0.9 -0.7 0.9 L> Frm 7.8 11.5 -7.8 11.5 <L Frm 7.8 11.5 -7.8 11.5 ASL ^ Frm 8.0 10.5 -8.0 10.5 ^ASL Frm -0.1 1.0 0.1 1.0 S> Frm 23.0 32.4 -23.0 32.4 <S Frm 23.0 32.4 -23.0 32.4 US1* Frm 18.8 17.6 -18.8 32.9 *US] Frm 19.7 32.9 -19.7 17.6 W1> Frm -8.6 -12.1 4.8 -8.2 <W1 Frm -4.8 -8.2 8.6 -12.1 W2> Frm -6.0 -7.3 2.3 -3.4 <W2 Frm -2.3 -3.4 6.0 -7.3 Cu Frm 0.7 0.9 -0.7 0.9 L Frm 7.8 11.5 -7.8 11.5 S Frm 23.0 32.4 -23.0 32.4 E> Frm -1.6 -0.8 -1.8 0.8 EG+ Frm 0.4 0.5 -0.4 0.5 <E Frm 1.6 0.8 1.8 -0.8 EG- Frm -0.4 -0.5 0.4 -0.5 WPAI Brc -6.5 -3.6 -15.1 6.6 -3.4 -13.8 WPDI Brc -4.1 - -7.0 4.2 - -6.0 WPA2 Bre -3.9 -3.6 -10.3 4.1 -3.4 -9.0 WPD2 Brc -1.6 - -2.2 1.7 - -1.3 WPB I Brc -6.6 -3.2 -13.5 6.4 -3.8 -15.5 WPCI Brc -4.2 - -6.4 4.1 - -6.6 WPB2 Brc -4.0 -3.2 -8.7 3.9 -3.8 -10.8 WPC2 Brc -1.6 - -1.6 1.6 - -1.8 EB> Brc 0.2 -8.3 -5.3 -0.2 -8.8 -5.6 <EB Brc -0.2 - 5.3 0.2 - 5.6 File: Fast -Track Version: 7.1 a T • • 08 -22650 DLR Date: 10/09/2008 Time: 6:33:40 PM Page: 18 of 23 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural anal sis using the Direct Anal sis Method X -Loc X-1 Grid Hrz left Load Hrz Right Load I lrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load ( -Hx) Case (Hx) Case ( -Hz) Case (Hz) Case ( -Vy) Case (Vy) Case ( -Mzz) Case (Mzz) Case (k) (k) (k (k) (k) (k) (in-k) (in -k) 0 /0 /0 3 -G 6.8 18 26.0 10 7.6 80 12.2 49 37.6 13 70/0/0 3 -A 26.0 10 6.8 19 8.0 80 12.7 65 37.7 12 Bracing X -Loc Grid I Description 0/0/0 70/0/0 3 -G 3 -A Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: Fast -Track Version: 7.1 a , • . 08 -22650 DLR Date: 10/09/2008 Time: 6:33:40 PM Page: 19 of 23 Wall: 4, Frame at: 75/0/0 Frame ID:Rigid Frame M 1 0 : Values shown are resisting forces of the foundation. Reactions - Unfactored Load Type at Frame Cross Section: 4 Type X -L,oc Grid -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty /Diam. (in.) Column Base Elev. Exterior Column 0/0/0 4 -G 10 x 13 0.375 4- 1.250 100' -0" Exterior Column 70/0/0 4 -A 10 x 13 0.375 4- 1.250 100' -0" Load Type Desc. Hx Hz I Vy IN Hz V D Fnn 2.2 3.8 -2.2 3.8 CG Frm 0.7 0.9 -0.7 0.9 L> Frm 7.9 11.5 -7.9 11.5 <1, Frm 7.9 11.5 -7.9 11.5 ASL^ Frm 8.0 10.5 -8.0 10.5 ^ASL Frm -0.1 1.0 0.1 1.0 S> Frm 23.2 32.4 -23.2 32.4 - <S Frm 23.2 32.4 -23.2 32.4 USI* Frm 19.0 17.6 -19.0 32.9 *US1 Frm 19.8 32.9 -19.8 17.6 W 1> Frm -8.6 -12.1 4.9 -8.2 <Wl Frm -4.9 -8.2 8.6 -12.1 W2> Frm -6.0 -7.3 2.3 -3.4 <W2 Frm -2.3 -3.4 6.0 -7.3 Cu Frm 0.7 0.9 -0.7 0.9 - L Frm 7.9 11.5 -7.9 11.5 S Frm 23.2 32.4 -23.2 32.4 E> Frm -1.6 -0.8 -1.8 0.8 EG+ Frm 0.4 0.5 -0.4 0.5 <E Frm 1.6 0.8 1.8 -0.8 EG - Fnn -0.4 -0.5 0.4 -0.5 WPAI Brc -4.2 -7.0 4.3 -6.0 WPDI Brc -6.5 3.6 -15.1 6.7 3.4 -13.8 WPA2 Brc -1.6 - -2.2 1.7 - -1.3 WPD2 Brc -4.0 3.6 -10.3 4.1 3.4 -9.0 WPBI Brc -4.2 - -6.4 4.2 - -6.6 WPC1 Brc -6.6 3.2 -13.5 6.5 3.8 -15.5 WPB2 Brc -1.7 - -1.6 1.6 - -1.8 WPC2 Brc -4.1 3.2 -8.7 3.9 3.8 -10.7 EB> Brc -0.2 - 5.3 0.2 - 5.6 <EB Bre 0.2 8.3 -5.3 -0.2 8.8 -5.6 Frame Type:Rigid Frame File: Fast -Track Version: 7.l a 0 0 Date: 10/09/2008 08 -22650 DLR Time: 6:33:40 PM Page: 20 of 23 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural analvsis using the Direct Annlvsic MPthorl X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load --- - - - - -- ------ Hrz Out - - Load - - -- Uplift Load Vrt Down Load Mom cw Load Mom ccw Load ( -Hx) Case (Hx) Case ( -Hz) Case (Hz) Case ( -Vy) Case (Vy) Case ( -Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in -k) (in -k) 0/0/0 4 -G 6.9 18 26.1 10 7.6 95 12.3 53 37.6 13 70/0/0 4 -A 26.1 10 6.9 19 8.0 95 12.7 69 37.6 1 12 Bracin X -Loc Grid Description 0/0/0 4 -G Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 70/0/0 4 -A Diagonal bracina at base is attached to column. Reactions ARE included with frame reactions. File: Fast -Track Version: 7.1 a 4 Date: 10/09/2008 go 08 -22650 DLR Time: 6:33:40 PM Page: 21 of 23 Wall: 4, Frame at: 100/0/0 Frame ID:Rigid Frame Frame Type:Rigid Frame i Exterior Column 0 /0 /0 5 -G 10 x 13 0.375 4- 1.250 100' -0" Exterior Column 70/0/0 5 -A 10 x 13 0.375 4- 1.250 100' -0" Load - - - - - - - x - - - - - - - - Load Type Desc. fix Values shown are resisting forces of the foundation. Reactions - Unfactored Load TVDe at Frame Cross Section: 5 Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty /Diam. (in.) Column Base Elev. Exterior Column 0 /0 /0 5 -G 10 x 13 0.375 4- 1.250 100' -0" Exterior Column 70/0/0 5 -A 10 x 13 0.375 4- 1.250 100' -0" Load Hrz Right Load Load Type Desc. fix Vy fix V Vrt Down Load Mom cw D Frm 2.3 3.8 -2.3 3.8 Case (fix) Case CG Frm 0.7 0.9 -0.7 0.9 (Vy) Case ( -Mzz) L> Frm 8.2 11.4 -8.2 11.4 (k) <L Frm 8.2 11.4 -8.2 11.4 (k) (in -k) ASL^ Frm 8.3 10.4 -8.3 10.4 18 26.9 10 ^ASL, Frm -0.1 1.0 0.1 1.0 37.2 13 S> Frm 23.9 32.1 -23.9 32.1 10 7.4 19 <S Frm 23.9 32.1 -23.9 32.1 37.2 12 U S i * Fnn 20.2 17.4 -20.2 32.6 *US1 Frm 19.9 32.6 -19.9 17.4 W1> Frm -9.2 -12.4 5.2 -8.3 <W1 Frm -5.2 -8.3 9.2 -12.4 W2> Frm -6.5 -7.6 2.6 -3.6 <W2 Frm -2.6 -3.6 6.5 -7.7 CU Frm 0.7 0.9 -0.7 0.9 L Fnn 8.2 11.4 -8.2 11.4 S Frm 23.9 32.1 -23.9 32.1 E> Frm -1.7 -0.8 -1.7 0.8 EG+ Frm 0.4 0.5 -0.4 0.5 <E Frm 1.7 0.8 1.7 -0.8 EG- Frm -0.4 -0.5 0.4 -0.5 WPA1 Brc -3.8 -8.6 3.9 -7.6 WPD1 Brc -7.3 -13.2 7.4 -12.1 WPA2 Brc -1.1 -3.9 1.2 -2.8 WPD2 Brc -4.6 -8.5 4.7 -7.4 WPB Brc -3.9 -7.8 3.9 -8.2 WPCI Brc -7.4 -11.8 7.2 -13.7 WPB2 Brc -1.2 -3.1 1.2 -3.5 WPC2 Brc -4.7 -7.1 4.6 -8.9 EB> Brc - - - - <EB Brc Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural analvsis usine the Direct Analvsis Method X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom cew Load (4 Ix) Case (fix) Case ( -Hz) Case (Hz) Case ( -Vy) Case (Vy) Case ( -Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in -k) (in -k) 0/0/0 5 -G 7.4 18 26.9 10 10.4 53 37.2 13 70/0/0 5 -A 26.9 10 7.4 19 10.9 69 37.2 12 File: Fast -Track Version: 7.1a Date: 10/09/2008 08 -22650 DLR Time: 6:33:40 PM Page: 22 of 23 Wall: 4, Frame at: 124/6/0 Frame ID:REW Post & Beam Frame Type: Post & Beam Values shown are resisting forces of the foundation. Reactions - Unfactored Load Type at Frame Cross Section: 6 Hx Type X -Loc Grid -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty /Diam. (in.) Column Base Elev. Exterior Column 0 /0 /0 6 -G 8x 10 0.375 2-0.750 102' -0" Interior Column 8/6/0 6 -F 8X 10 0.375 2 - 0.750 102' -0" Interior Column 23/6/0 6 -E 8x 10 0.375 2-0.750 102' -0" interior Column 46/6/0 6 -C 8 x 10 0.375 2 - 0.750 102' -0" Exterior Column 70/0/0 6 -A 8 x 10 0.375 2-0.750 102' -0" Load Type Desc. IN Vy Hx Hz Vy I Hx I Iz Vy Hx I lz I Vy Hx V D Frm 0.5 0.5 0.9 1.3 0.7 CG Frm 0.1 0.2 0.3 0.4 0.2 L> Frm 1.8 3.2 5.4 6.8 3.2 <L Frm 1.8 3.2 5.4 6.8 3.2 ASL^ Frm 1.7 0.2 3.8 3.2 0.4 ^ASI, Frm 0.1 3.0 1.6 3.6 2.9 S> Frm 3.2 5.4 10.1 13.5 6.3 <S Frm 3.2 5.4 10.1 13.5 6.3 US1* Frm 1.1 1.3 4.0 17.1 6.7 *US1 Frm - 3.0 6.4 13.6 5.4 1.7 Wl> Frm -0.5 -1.8 1.2 -2.9 2.0 -5.2 2.4 -4.1 -0.7 -1.7 <W1 Frm 0.7 -0.8 -1.1 -1.5 -1.8 -2.9 -2.2 -6.9 0.5 -3.6 W2> Frm -0.9 -1.5 - -2.1 - -3.9 - -2.3 -0.3 -0.9 <W2 Frm 0.3 -0.5 -0.7 -1.7 -5.1 0.9 -2.9 CU Frm - 0.1 0.2 0.3 0.4 - 0.2 L Frm 1.8 3.2 5.4 6.8 3.2 S Frm - 3.2 5.4 10.1 13.5 6.3 E> Frm -0.0 - 0.0 - 0.0 - 0.0 - -0.0 - EG + Frm - 0.1 - 0.1 - 0.2 - 0.2 - 0.1 <E Frm 0.0 - -0.0 - -0.0 - -0.0 - 0.0 - EG- Frm - -0.1 - -0.1 - -0.2 - -0.2 - -0.1 WPAI Brc 0.8 -1.2 -1.5 -2.2 1.5 -3.9 -0.8 -0.5 WPDI Brc 0.8 -1.4 -2.7 -3.6 - -3.9 -2.3 -3.3 WPA2 Brc 0.3 -1.0 -0.6 -0.9 1.5 -2.1 -0.3 0.2 WPD2 Brc 0.3 -1.1 -1.9 -2.3 - -2.1 -1.8 -2.5 WPB 1 Brc 0.8 -0.9 -1.3 -2.1 1.5 -4.0 -0.8 -0.9 WPCI Brc 0.8 -0.9 -2.2 -3.5 - -4.2 -2.3 -4.2 WPB2 Brc 0.3 -0.6 -0.5 -0.9 1.5 -2.2 -0.3 -0.2 WPC2 Brc 0.3 -0.6 -1.4 -2.2 - -2.4 -1.8 -3.4 EB> Brc - - - - 0.5 -0.3 - 0.3 <EB Brc - 0.3 -0.5 -0.3 File: Fast -Track Version: 7.1 a • Date: 10/09/2008 08 -22650 DLR Time: 6:33:40 PM Page: 23 of 23 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural analvcis n6no the nir rt Anni —ic K/Iathnd X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load ( -Hx) Case (Hx) Case ( -Hz) Case (Hz) Case ( -Vy) Case (Vy) Case ( -Mzz) Case (Mzz) Case (k) (k ) (k) (k) (k ) (k) (in -k) (in -k) 0/0/0 6 -G 0.9 16 0.8 48 - - - - 1.4 18 3.7 10 8/6/0 6 -F - - - - 1.1 15 1.2 14 2.6 18 7.0 13 23/6/0 6 -E - - 1.8 15 2.0 14 4.5 18 14.9 13 46/6/0 6 -C 1.5 48 2.2 15 2.4 14 5.9 19 18.7 12 70/0/0 6 -A 2.3 52 0.9 17 3.6 69 7.6 12 X -L oc Grid I Description 46/6/0 6 -C I Diagonal bracing at base is att ached to column. Reactions ARE included with frame reactions. File: Fast -Track Version: 7.1a