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Home My WebLink AboutPermit D05-034 - DAVIS PROPERTIES - SHEDDAVIS PROPERTIES 9229 EAST MARGINAL WY S EXPIRED 04-11-06 D05-034 City o. Tukwila Steven M. Mullet, Mayor Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: cOukwila.wa.us DEVELOPMENT PERMIT Parcel No.: 5422600010 Address: 9229 EAST MARGINAL WY S TUKW Suite No: Tenant: Name: DAVIS PROPERTIES Address: 9229 EAST MARGINAL WY S, TUKWILA WA Owner: Steve Lancaster, Director Permit Number DOS -034 - Issue Date: 07/11/2005 Permit Expires On: 01/07/2006 Name: CONTAINER PROPERTIES LLC Phone: Address: C/O NW CONTAINER SVCS, PO BOX 1730 Contact Person: Name: T0R7AN RONHOVDE Phone: 425 - 656 -0500 Address: 6625 S 190 ST, #B -105, KENT WA Contractor: Name: RUSHFORTH CONSTRUCTION CO Phone: 253 - 922 -1884 Address: 602112 ST E, SUITE 100, TACOMA, WA Contractor License No: RUSHFC *305R1 Expiration Date:03 /15/2007 DESCRIPTION OF WORK: CONSTRUCTION OF A UTLITY SHED FOUNDATION. METAL BUILDING SHED TO BE DEFERRED SUBMITTAL BY BUILDING SUPPLIER. BUILDING IS 240 SQ FT. Value of Construction: $7,550.40 Fees Collected: $317.77 Type of Fire Protection: NONE International Building Code Edition: 2003 Type of Construction: V -B Occupancy per IBC: 26 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Volumes: Cut 0 C.Y. Fill 0 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: N Street Use: N Profit N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: N doc: IBC - Permit D05 -034 Printed: 07 -11 -2005 Z W' JU 000 W =` CO LL.. w 0 LL Q �d = w Z H 0. Z �- LLJ5 U� '0 N; 0 w w'. Z' U CO Z a � w Cit oTukwila t I • ~ti �l(�_ V Steven M. Mullet, Mayor Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: ci.tukwila.wa.us 1 * *continued on next page ** Steve Lancaster, Director i f �: s t�1 City o Tukwila Steven M. Mullet, Mayor Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: ci.tukwila.wa.its Permit Number: Issue Date: Permit Expires On: Steve Lancaster, Director D05 -034 07/11/2005 01/07/2006 Permit Center Authorized Signature: Date: L 4 I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this mit es t presume to gi a thority to violate or cancel the provisions of any other state or local laws regulating constr i or e dorm 7Df am authorized to sign and obtain this development permit. Signature: Date: _ _ This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. doc: IBC - Permit D05 -034 Printed: 07 -11 -2005 ZZ W U: U 0, Co 0. w =° N V,, ; W 0 L L co a _' Z ►- 0' z �-< 2 5 U U . N 'O Z U N' 0 Z i g City of Tukwila 1906 1 Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT CONDITIONS z Parcel No.: 5422600010 Permit Number: DOS-034 W ; Address: 9229 EAST MARGINAL WY S TUKW Status: ISSUED ? . Suite No: Applied Date: 02/01/2005 _3 v Tenant: DAVIS PROPERTIES Issue Date: 07/11/2005 0 0 , U) J = 1: ** *BUILDING DEPARTMENT CONDITIONS * ** o. W 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. LL 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to N �. = d start of any construction. These documents shall be maintained and made available until final inspection approval is Z granted. p 4: All construction shall be done in conformance with the approved plans and the requirements of the International z� U J g Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. Co. -0 5: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. X v: 6: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building U. z inspector. No exception. v co _' 7: All electrical work shall be inspected and approved under a separate permit issued by the Washington State Department F- Z �; of Labor and Industries (206/248- 6630). 8: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. * *continued on next page ** doc: Conditions D05 -034 Printed: 07 -11 -2005 f City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. -- Signa Date: i doc: Conditions D05 -034 Printed: 07 -11 -2005 � w CITY OF TUKWILA Community Developmen zpartment Public Works Department Permit Center i90b 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** SITE LOCATION King Co Assesso'r's Tax No.: bq Z (,;,U Gro j U Site Address: ? G� �� t ti - Suite Number: LJ Floor: Tenant Name: New Tenant: ❑ .... Yes [-]..No Property Owners Name: Mailing Address: �'L �t S' — t 2 N� l+(JC- 060 __'� 'Z City State Zip CONTACT: PERSON Name: "r01� "S «C� �� \'ll _ Day Telephone: Mailing Address: V_._1)�X7 City State Zip E -Mail Address: ep%y-e— n t 'i ae_- Fax Number: GENERAL,; CONTRACTOR INFORMATION (Mechanical Contractor.information on.back:page) Company Name: 15� Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: _ Fax Number: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** ARCHITECT 0 F RECORD_ All plans must be met stamped by Architect of Record Company Name: S �l,c /i C— AE, t f� Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: ENGINEER. OF RECORD - All plans must be wet stamped by Engineer of Record Company Name: Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: tpermits pluslicc changestpermit application (7.2004) Page 1 Z �Z � 2. JU UO J NU_ WO 2� J LL C0 = W z �O z t— 25 U WW LL —0 W Z. U =, O Z BUILDING PERMIT INFO 206 -431 -3670 „ Valuation of Project (contractor's bid price): $ ZO tC7Q� Existing Building Valuation: $ — Scope of Work (please provide detailed information): Ga P °�"�1�.0 C;T u " (* %L. t V- Kum i�� ►�1J�� 1 �. i�►tll�l 4�- ��1'X� , 2L-� L-12- aG I s 2 o Will there be new rack storage? ❑ ..Yes OK-,. No If "yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single- family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ ....Yes ❑ ..No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑.. Sprinklers ❑..Automatic Fire Alarm ' tk .None ❑ , Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes kSa No If "yes ", attach list of materials and storage locations on a separate 8 -112 x 11 paper indicating quantities and Material Da ta Sheets. %pennits plus\icc chsnges\puntit application (7.2004) Page 2 Z �Z JU UO O W W J CO LL WO �Q to = �W Z F- I-- H- O W t— W fy U� O N O H W W u. O Z UN P T- o Z Existing Interior Remodel Addition to Existing Structure New Type of Construction p IBC Type of Occupancy per IBC I" Floor 2. Floor 3` d Floor . Floors thru Basement . Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single- family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ ....Yes ❑ ..No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑.. Sprinklers ❑..Automatic Fire Alarm ' tk .None ❑ , Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes kSa No If "yes ", attach list of materials and storage locations on a separate 8 -112 x 11 paper indicating quantities and Material Da ta Sheets. %pennits plus\icc chsnges\puntit application (7.2004) Page 2 Z �Z JU UO O W W J CO LL WO �Q to = �W Z F- I-- H- O W t— W fy U� O N O H W W u. O Z UN P T- o Z 5 PUBLIC WORKS. PERMIT INARMATION -= M 433 -0179 .w Scope of Work (please provide detailed information): Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑ ... Water District # 125 ❑ .. Highline ❑ ...Renton ❑ ... Water Availability Provided Sewer District ..Tukwila ❑ ... Va1Vue ❑ .. Renton ❑ ...Seattle ❑ ...Sewer Use Certificate ❑... Sewer Availability Provided ❑ .. Approved Septic Plans Provided [] ...Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department. Submitted with Application (mark boxes which apply): []...Civil Plans (Maximum Paper Size — 22" x 34 ") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): [] ...Right- of-way Use - Nonprofit for less than 72 hours ❑ ...Right -of -way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right -of -way Non Right -of -way ❑ ...Total Cut cubic yards ❑ ...Total Fill cubic yards ❑ .. Geotechnical Report ❑ ... Traffic Impact Analysis ❑ .. Maintenance Agreements) ❑ ... Hold Harmless ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ ...Sanitary Side Sewer ❑ .. Abandon Septic Tank 0 ...Cap or Remove Utilities ❑ .. Curb Cut ❑ ...Frontage improvements ❑ .. Pavement Cut [] ...Traffic Control ❑ .. Looped Fire Line ❑...Backflow Prevention - Fire Protection it Irrigation it Domestic Water " ❑ ...Permanent Water Meter Size... " ❑ ...Temporary Water Meter Size.. " ❑ ... Water Only Meter Size............ " ❑ ...Sewer Main Extension ............Public ... Water Main Extension .............Public 't WO# WO# WO# Private Private ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding []...Deduct Water Meter Size ........ " FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Day Telephone: Mailing Address: Ci state zi \permits plus\ice changes \permit application (74004) Page 3 I Z IZ W QQ JU vo CO) J = F-. C0 LL; WO 9 LL Q �W Z H H O Z 1— Mp U 0 1— W UJ S 1— . LL O. Z. UN H F-' Z Call before you Dig: 1- 800 -424 -5555 MECHANICAL PERMIT INFOTATION 206- 431 -3670 MECHANICAL C NT CTOR INFORMATION IJ Company Name: �� t S '77 Mailing Address: City Stale Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** Valuation of Project (contractor's bid price): $ Scope of Work (please provide detailed information): Use: Residential: New .... ❑ Replacement..... ❑ Commercial: New ....❑ Replacement Fuel Type Electric.....❑ Gas .... ther: o f �� Indicate type of mechanical work being installed and the quantity below: Unit Type: Qty Unit Type: Qty, Unit Type: Qty Boiler /Corn pressor: Q Furnace <100K BTU Air Handling Unit >I 0,000 Fire Damper 0 -3 HP /100,000 BTU CFM Furnace>100K BTU Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected Thermostat 15 -30 HP/1,000,000 BTU to Single Duct Suspended/Wall/Floor Ventilation System Wood/Gas Stove 30 -50 HP /1,750,000 BTU Mounted Heater Appliance Vent Hood and Duct Water Heater 50+ HP /1,750,000 BTU Repair or Addition to Incinerator - Domestic Emergency Heat/Refrig/Cooling Generator System Air Handling Unit Incinerator - Comm/Ind Other Mechanical <10,000 CFM Equipment P .�RMIT APPLICATION NOTES - Applicable to all permits in this application ...E Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING R AUT ENT: Signature: Z Date: Print N me: T oa ] AJ gow jam( ou jc Day Telephone: ��J o �5 0U Mailing Address: & T, 1 %C f Ly�= 6dO�Z_ City State Zip Date Application Accepted: Date Application Expires: I a Initials: E - 05 I �- / -ot5 I \permits plus \icc changes \permit application (7.2004) Page 4 a Z �W QQ JU 00 0 U) CO LL w LL � =W H Z� F- O Z F- w �5 U� O- o l- W UJ H� LL O LLI Z co O Z City of Tukwila 1908 I 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT Parcel No.: 5422600010 Address: 9229 EAST MARGINAL WY S TUKW Suite No: Applicant: DAVIS PROPERTIES Permit Number: Status: Applied Date: Issue Date: DOS -034 APPROVED 02/01/2005 Receipt No.: ROS -01002 Initials: BLH User ID: ADMIN Payment Amount: Payment Date: Balance: 194.36 07/11/2005 01:43 PM $0.00 Payee: ' DAVIS PROPERTY AND INVESTMENT LLC j TRANSACTION LIST: ! Type Method Description Amount ---- - - - - -- -- - - - - -- --------------------------- ------ - - - - -- t. Payment Check 5876 194.36 I ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES 000/322.100 189.86 STATE BUILDING SURCHARGE 000/386.904 4.50 Total: 194.36 z Z 00 0 W =. N U- J. U. Q' = CI; �w z F . O; Z F- fy L) i0 N = W. f~ Q 111 Z O t , Z doc: Receipt Printed: 07 -11 -2005 Cit of fukwila }909 . - Y 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 - 3670 } Parcel No.: 5422600010 Address: 9229 EAST MARGINAL WY S TUKW Suite No: Applicant: DAVIS PROPERTIES Receipt No.: R05 -00121 Initials: BLH User ID: ADMIN RECEIPT Permit Number: Status: Applied Date: Issue Date: Payment Amount: Payment Date: Balance: D05 -034 PENDING 02101/2005 123.41 0210112005 09:01 AM $194.36 Payee: THE RONHOVDE ARCHITECTS LLC TRANSACTION LIST: Type Method Description Amount ---- - - - - -- -- - - - - -- --------------------- - - - - -- ------ - - - - -- Payment Check 7725 123.41 ACCOUNT ITEM LIST: Description Account Code Current Pmts ------------------------ - - - - -- ---------- - - - - -- ------ - - - - -- PLAN CHECK - NONRES 000/345.830 123.41 Total: 123.41 9466 02102 9710 TOTAL 123.41 doc: Receipt Printed: 02 -01 -2005 i INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. t CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 206),431 -3670 r ct: Type o specti A r ss: �J� . Date ' ailed: . i / /.;x, Special Ins uctions: t� AJoW �,/� - I n!; • -ID Ir Date Wanted:) a P.M. / - Requester: Phone No: E i i i Approved per applicable code Corrections required prior to approval. COMMENTS: j Receipt No.: Date: Inspector: ' / Date: 0 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. I Z W WD J V UO N D , W =: J � N LL W O N )` Z �. Z O 5: U 0: 0 W W; LL r, O: Z, U to Z INSPECTION RECORD Retain a copy with permit 3 INSPECTION NO. PER N CITY OF TUKWILA BUILDING DIVISION , 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431. -3670 P roject:. ' S ection TF— M'k, Add.S ss• Date Called: Special Instructions: Date Wanted: US p.m. Reque 64 Phone No: 4 S1 :� v — 75 Receipt No.: Date: i ZZ Z. W' -3 1. 0 (0, CO) 111 W= CO) LL ; W O: U. a. N d' H =, ?� ZO U� 1 O WW Z Z U co): O Z `—' paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspectior �:. INSPECTION RECORD' Retain a copy with permit n0 j � 3 INSPE ION NO. PERM i CITY OF TUKWILA BUILDING DIVISION , ; 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431, =3670 { a ct: Type of Ipspecti n: Address: I , Date Called: C Special Instructions: Date Wanted: m: d 4 , 1 0 S p.m. Requeste G Phone No � � - 37 ~ 57a Approved per applicable codes. a Corrections required prior to approval. COMMENTS: Inspect o . / Date: r $58.00 REINSPECTION REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspectior Receipt No.: Date: S] i �k f S •s Z W', W� UO1 CO 0: UJ _ Cl) L w 0 J 5- < N d �w _. Z H' LLI �j U� 'O Cl) O H: W of u- Z ; U O Z d �Q J 0 0 0 w ,NOTICE: 'IF THE DOCUMENT IN THIS FRAME IS LESS CLEARfiHAN . . MENT. THIS NOTICE; IT IS DUE TO THE QUALITY Of THE DOCU CA 05 00135 Date: 2/8/2005 Time: 5:33:26 PM Page: 1 of 52 VP Buildings, Inc. 3200 Players Club Circle Memphis, TN 38125 -8843 STRUCTURAL DESIGN DATA REVIEWED . ACE CODE COMP Project: NW Container Site Wtln�� Name: CA0500138 -010EI MAR 8 QA � Builder PO #: 15018 3obsite 8801 E. Marginal Way City, State: Seattle, Washington 1 6-- County: King RECEM Country: United States CITY OF TUKMLA FEB 2 2 2005 PERMIT CENTER TABLE OF CONTENTS Letter Certification .......................................... .................................................................................................... ............................... 2 Building Loading - Expanded Report ....................................................................................................................... ............................... 4 Reactions Expanded Report .................................................................................................................................. ............................... 10 j Bracing - Summary Report ..................................................................................................................................... ...:........................... 21 1 Secondary - Summary Report ......................... ............................. 26 I Framing - Summary Report .................................................................................................................................... ............................... 37 ! Covering - Summary Re ort...... .. .. ................... ...... ............. ............ ... ................. 52 ` INCOMP ETE LTR# C11 RECEIVED FEB 1 1 2005 O SjOVaL'G RUSHFORTH CONSTRUCTION r AIRES 22-2 • D VPC File:CA0500138- 010ELvpc VPC Version :5.2a t i �f Z rr �- W 00 moo w_ �o LL a d . uf z rr- rr O` Z F-; 2- 0. D o, o w w' U` �o z U N., S O ~' Z ,. Date: 2/8/2005 CA05 00138 Time: 5:33:26 PM Page: 2 of 52 e � ..�'Y ^." y� .. .+:" - " "�!'^r":ni.'Y�'�zC':7 "'.7• "i'tr'i'�7si .'4''`r 1" •:,C«n^s...r y =L. • �= yr'�'};�p. .e..p.��„r7 . .p. �°.;�� 4 ??�'? ^, , arc. w s . •c v�,.� -r: rn•; - ;,e er,.of.�ertifct�tlon � P�zk�. :�1:..�:� a� = ,;S r 'K. s .: ;� � � -� �,i�5< _x..a`� ", "lj• "4 it....� L��m „nr,5,, z�i i � %,�- � l ,.r � �. „s. ..sdt:ks:fz�t, ,.....f;'.a..t.�... 'Y.u.CS�, .,t.?;.'rxtzJ �.'�;. >. .: rt �.. �x ?t:sJ. ?�.:: ;.a.c•' s:;sEY...G.x ,_ �,: }: 3 1'''�'iN .a.,4 ,,,. rr >�:57."f Contact: NW Container Site Narr:c: CHG Building Systems, Inc. Builder PO #: 15018 Addn;ss: 1120 SW 16th, Suite A4 Jobsite: 8801 E. Marginal Way City. State: Renton, Washington 98055 City, State: Seattle, Washington 98106 Country: United States County, Country: King, 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 Buildinn Deccrintinn Shape Overall Width Overall Length Floor Area (s q. ft. Wall Area (s q. ft. Roof Area (s q. f Max. Eave Height Min. Eave Height 2 Max. Roof Pitch Min. Roof Pitch Peak Height NW Container 12/0/0 20/0/0 1 240 774 241 12/0/0 12/0/0 1.000:12 1.000:12 12/6/0 Loads and Codes - Shape: NW Container City: Seattle County: King State: Washington Building Code: 2003 International Building Code Built Up: 89AISC Building Use: Standard Occupancy Structure Cold Form: 96AISI Dead and Collateral Loads Collateral Gravity:3.00 psf Roof Covering + Second. Dead Load: 2.52 psf Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):3.00 psf Wind Load Wind Speed: 85.00 mph Wind Exposure (Factor): C (0.849) Parts Wind Exposure Factor: 0.849 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Topographic Factor: 1.0000 Base Elevation: 0/0/0 .Primary Zone Strip Width: 6/0/0 Parts / Portions Zone Strip Width: 31010 Basic Wind Pressure: 13.35 psf Snow Load Ground Snow Load: 25.00 psf Roof Snow Load: 25.00 psf Design Snow (Sloped): 25.00 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: 0.00 Seismic Snow Load: 0.00 psf Unobstructed, Slippery Roof Country: United States Rainfall: 4.00 in per hour Allow. Overstress: Frm: 1.03, Sec: 1.03, Brc: 1.03 Live Load Live Load: 20.00 psf Reducible LL for Below Eave Canopy :N /A Seismic Load Mapped Spectral Response - Ss:143.00 %g Mapped Spectral Response - S1:49.00 %g Seismic Hazard / Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance / Design Category: D Framing Seismic Period: 0.2044 Bracing Seismic Period: 0.1289 Framing R- Factor: 3.5000 Bracing R- Factor: 3.5000 Soil Profile Type: Siiff soil (D, 4) Frame Redundancy Factor:1.0000 Brace Redundancy Factor: 1.0000 Frame Seismic Factor (Cs): 0.2724 Brace Seismic Factor (Cs): 0.2724 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) [DI.I ] American Society for Testing and Materials (ASTM) Metal Building Manufacturers Association (MBMA) AISC Category MB Manufacturer Certification. This certification DOES NOT apply to the design of the foundation or other on -site structures or components not supplied by apply to unauthorized modifications to forming systems provided by VP BUILDINGS. Furthermore, it is understood that certification is based upon the premise that all components fumished b r strict compliance with pertinent documents furnished by VP BUILDINGS. (1 Sincerely, P.E. Prepared by: VP BUILDINGS 3200 Players Club Circle, Memphis TN 38125 -8843 VPC File:CA0500138- 010ELvpc , iR i, 0 3- o S�i BUILDINGS, nor does it erected or constructed in Z Z �W • JU UO Cl) 0 CO W ' J � CO) U- W O LL j In cr = W Z� HO Z H W �p U O� C3 H W W. ~U H LL 0 W Z H = O H . Z f Date: 2/8/2005 Ike, 00135 Time: 5:33:26 PM Page: 3 of 52 VPC File: CA0500138- 01OEl.vpc VPC Version :5.2a }5 The Structural Design and /or Manufacture of this VP BUILDINGS building will be or has been at one of the following VP Buildings locations: 4+ Y . i Rainsville, AL .... NP Alabama Pl ant ....... ....................[Manufacture Only] Memphis, TN ........ VP Headquarters .... ........................[Design Only] Pine Bluff, AR..... VP Arkansas Service Center .......... [Design and Manufacture] Turlock, CA......... VP California Service Center ......... [Design and Manufacture] St. Joseph, MO ..... VP Missouri Service Center ........... (Design and Manufacture) Kemersville, NC ... VP North Carolina Service Center.[Design and Manufacture] VanWert, OH ........ VP Ohio Service Center .................[Design Only] Evansville, WI ....... VP Wisconsin Service Center ........ [Design and Manufacture] Monterrey, Mx ....... VP Mexico Service Center ............ (Design and Manufacture] Additional Structural Material may be fabricated and provided for use in a VP Buildings building by one of the following fabricators: BAR JOISTS- STRUCTURAL STEEL FABRICATION SMI, Inc. Hope, AR Addison Steel, Inc. Orlando, FL SMI, Inc. Fallon, NV SMI, Inc. Starke, FL PKM Steel Service, Inc. Salina, KS SMI, Inc.. Iowa Falls, IA SMI, Inc. Cayce West Columbia, SC Qualico Steel Co. Inc. Webb, AL Hancock Salem, VA s Canam Washington, MO Vulcraft Grapeland, TX Vulcraft Norfolk, NE Vulcraft Florence, SC Vulcraft Brigham City, UT ISP El Paso, TX f Socar Florence, SC I Quincy Quincy, FL + New Millennium 1 . Building Systems Butler, IN I (This information is presented in compliance with VP Buildings' AISC Certification responsibilities.) i I S. i i i i I VPC File: CA0500138- 01OEl.vpc VPC Version :5.2a •T Date: 2/8/2005 CA05 00138 Time 5:33:26 PM Page: 4 of 52 K. y }`'t�.. �i3 �(:S t'•+ �� x�C.(wnal.t.,�+ w.v,•�.'�`. µ me, � ;� H^"y.m ui'S�'t - R' lA S:�Y' = TYY'�•r : vc� . tiS� �: J+..T,� �YM. ML 'I'+. i n .Twv[v -= MN's" Mapped Spectral Response - S 1:49.00 %g . Shape: NW Container Seismic Hazard / Use Group: Group 1 Loads and Codes - Shape: NW Container Seismic Performance / Design Category: D City: Seattle County: King State: Washington' Country: United States Building Code: 2003 International Building Code Built Up: 89AISC Building Use: Standard Occupancy Structure Cold Form: 96AISI- Allow. Overstress:Frm: l .03, Sec: 1.03, Brc: 1.03 Rainfall: 4.00 in per hour Dead and Collateral Loads Bracing R- Factor: 3.5000 Collateral Gravity:3.00 psf Frame Weight (assuined for seismic):3.00 psf Collateral Uplift: 0.00 psf 1 E 0.470 psf Entire Side Type Mag Units Shape Applied to Description A D 2.525 psf Entire Frm Covering Weight - 26 Panel Rib + Secondary Weight 1.57: Roof. A A D 0.950 psf Entire Pur Covering Weight - 26 Panel Rib : Roof. A B D 2.525 psf Entire Frm Covering Weight - 26 Panel Rib + Secondary Weight 1.57: Roof. B B D 0.950 psf Entire Pur Covering Weight - 26 Panel Rib : Roof. B Live Load B E 2.322 psf Entire Live Load: 20.00 psf Reducible LL for Below Eave Canopy:N /A Wind Load Wind Speed: 85.00 mph Gust Factor: 0.8938 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Height Used: 151010 (Type: Eave) Least Horiz. Dimension: 12/0/0 Base Elevation: 0/0/0 Primary Zone Strip Width: 6/0/0 Parts / Portions Zone Strip Width: 3/0/0 Velocity Pressure: (qz) 18.50 psf qz= 0.00256 * (1.00) * (85.00) ^2 * (1.00) Topographic Factor: 1.0000 Ile 'All Heights' Method is Used i Directionality Factor: 0.8500 Wind Exposure (Factor): C (0.849) Basic Wind Pressure: 13.35 psf Snow Load Ground Snow Load: 25.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Roof Snow Load: 25.00 psf Thermal Category (Factor): Heated (1.00) Design Snow (Sloped): 25.00 psf Unobstructed, Slippery Roof Snow Accumulation Factor:: 1.000 Rain Surcharge: 0.00 Snow Importance: 1.000 Slope Reduction: 1.00 Ground / Roof Conversion: 1.00 Slope Used: 4.764 ( 1.000:12) Seismic Load Mapped Spectral Response - Ss: 143.00 %g Mapped Spectral Response - S 1:49.00 %g . Seismic Hazard / Use Group: Group 1 Seismic Performance / Design Category: D Seismic Importance: 1.000 Frame Seismic Factor (Cs): 0.2724 Brace Seismic Factor (Cs): 0.2724 Framing R- Factor: 3.5000 Bracing R- Factor: 3.5000 Side Type Mag Units Shape Applied to 1 E 0.470 psf Entire Frm Brc 2 E 0.474 psf Entire Frm Bre 3 E 0.470 psf Entire Frm Brc 4: E 0.694 psf Entire Frm Brc A E 2.322 psf Entire Frm A E 2.322 psf Entire Brc B E 2.322 psf Entire Frm B E 2.322 psf Entire Brc Seismic Snow Load: 0.00 psf Frame Redundancy Factor: 1.0000 Brace Redundancy Factor:1.0000 Soil Profile Type: Stiff soil (D, 4) Framing Seismic Period: 0.2044 Bracing, Seismic Period: 0.1289 Seismic Period Height Used: 12/0/0 - Design Spectral Response - Sds: 0.9533 Design Spectral Response - Shc: 0.4933 i Description Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.77: Wall: 1 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.79: Wall: 2 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.77: Wall: 3 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.60 : Wall: 4 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.57 + Seismic (Includes 3.000 Collateral 3.000 Frame Weight) : Roof: A Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.57 + Seismic (Includes 3.000 Collateral 3.000 Frame Weight) : Roof: A Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.57 + Seismic (Includes 3.000 Collateral 3.000 Frame Weight) : Roof: B Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.57 + Seismic (Includes 3.000 Collateral 3.000 Frame Weight) : Roof: B VPC File :CA0500138 -01 OEl.vpc VPC Version :5.2a I Z iF Z LU JU UO W Cl W= J f'' N IL . W O. N d Z I..: H O Z I-.. Cl U O N; 17 }- W W. U. ~O tiJ Z; U N; H � O Z y Date: 2/8/2005 CA05 00138 Time: 5:33:26 PM Page: 5 of 52 Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels.. Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. Load Combinations - 1 System 1.000 1.0 D + 1.0 CG + 1.0 L D + CG + L 2 System 1.000 1.0 D + 1.0 CG + 1.0 S D + CG + S 3 System 1.000 1.0 D + 1.0 W 1> D + W 1> 4 System 1.000 1.0 D + 1.0 <W I D + <W 1 5 System 1.000 1.0 D + 1.0 W2> D + W2> 6 System 1.000 1.0 D + 1.0 <W2 D + <W2 7 System 1.000 0.600 D+ 1.0 W 1> D + W 1> 8 System 1.000 0.600 D + 1.0 <W 1 D + <W 1 9 System 1.000 0.600 D+ 1.0 W2> D + W2> 10 System 1.000 0.600 D + 1.0 <W2 D + <W2 11 System 1.000 1.0D +I.0CG +0.750L +0.750W1> D +CG +L +WI> 12 System 1.000 I.0D +I.0CG +0.750L +0.750 <W1 D +CG +L + <WI 13 System 1.000 1.0 D + 1.0 CG + 0.750 L+ 0.750 W2> D + CG + L + W2> 14 System 1.000 1.0 D + 1.0 CO + 0.750 L + 0.750 <W2 D + CG + L + <W2 15 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W 1> D + CG + S + WI > 16 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W 1 D + CG + S + <W I 17 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W2> D + CG + S + W2> 18 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 D + CG + S + <W2 19 System 1.275 0.900 D + 0.900 CG + 1.0 E> + 1.0 EG- D + CG + F> + EG- 20 System 1.275 0.900 D + 0.900 CG + 1.0 <E + 1.0 EG- D + CG + <E + EG- 21 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.0 E> + 1.0 EG+ D + CG + S + F> + EG+ 22 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.0 <E + 1.0 EG+ D + CG + S + <E + EG+ 23 Special 1.275 0.900 D + 0.900 CG + 2.500 E> D + CG + E> 24 Special 1.275 0.900 D + 0.900 CO + 2.500 <E D + CG + <E 25 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 E> D + CG + S + F> 26 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 <E D + CG + S + <E 27 AISC - Special 1.275 1.200 D + 1.200 CG + 0.200 S D + CG + S 28 AISC - Special 1.275 1.200 D + 1.200 CG + 0.200 S D + CG + S 29 System Derived 1.275 0.900 D + 0.900 CG + 0.300 E> + 1.0 EG- + 1.0 EB> D + CG + F> + EG- + EB> 30 System Derived 1.275 0.900 D + 0.900 CG + 0.300 <E + 1.0 EG- + 1.0 EB> D + CG + <E + EG- + EB> 31 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.300 E> + 1.0 EG++ 1.0 EB> D+CG+S +E>+EG++EB> 32 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.300 <E + 1.0 EG+ + 1.0 EB> D+CG+S+<E +EG++EB> 33 Special 1.275 0.900 D + 0.900 CG + 2.500 EB> D + CG + EB> 34 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 EB> D + CG + S + EB> 35 System Derived 1.275 0.900 D + 0.900 CG + 0.300 F> + 1.0 EG- + 1.0 <EB D + CG + E> + EG- + <EB 36 System Derived 1.275 0.900 D + 0.900 CG + 0.300 <E + 1.0 EG- + 1.0 <EB D + CG + <E + EG- + <EB 37 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0:300 E> + 1.0 EG+ + 1.0 <EB D+CG+S +E>+EG++<EB 38 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.300 <E + 1.0 EG+ + 1.0 <EB D +CG+S+<E +EG++<EB 39 Special 1.275 0.900 D + 0.900 CG + 2.500 <EB D + CG + <EB 40 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 <EB D + CG + S + <EB 41 System Derived 1.000 1.0D +0.750 W1 > +0.750WB1 >` D +WI > +WB1> 42 System Derived 1.000 1.0 D + 0.750 <W I + 0.750 WBI> , D + <W 1 + WB1> 43 System Derived 1.000 1.0 D + 1.0 WP + 1.0 WB 1> D + WP + WBI> 44 System Derived 1.000 0.600 D + 0.750 W I> + 0.750 WB 1> D + W 1> + WBl> 45 System Derived 1.000 0.600 D + 0.750 <W l + 0.750 WBI> D + <W 1 + WB 1> 46 System Derived 1.000 0.600 D+ 1.0 WP + 1.0 WB I> D+ WP + WB1> 47 System Derived 1.000 1.0D+ 1.000 +0.750L +0.563W1 > +0.563WB1> D +CG +L +WI> +WBI> 48 System Derived 1.000 1. 0D+ I.0CG +0.750L +0.563<WI +0.563WB1> D +CG +L + <WI +WBI> 49 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WP + 0.750 WB 1> D + CG + L + WP + WB I> 50 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.563 W 1> + 0.563 WB 1> D + CG + S + W 1> + WB 1> 51 System Derived 1.000 1.0D +1.0CG +0.750S +0.563 <W1 +0.563WB1> D +CG +S + <WI +WBI> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WP + 0.750 WB I> D + CG + S + WP + WB1> 53 System Derived 1.000 1.0 D + 0.750 W I> + 0.750 <WB 1 D + W 1> + <WB 1 54 System Derived 1.000 1.0 D + 0.750 <W 1 + 0.750 <WB 1 D + <W 1 + <WBI 55 System Derived 1.000 1.0 D + 1.0 WP + 1.0 <WB I D + WP + <WB 1 56 System Derived 1.000 0.600 D + 0.750 W 1> + 0.750 <WB1 D + W 1> + <WB 1 57 System Derived 1.000 .600 D + 0.750 <W l + 0.750 <WBI D + <W I + <WB1 VPC File:CA0500138- 010EI.vpc VPC Version :5.2a Z � W� J U N UJ J �.. N LL W O LL Q. = W H = Z F. F- O Z I-' W Uj �p O co D tr WW 2 F- u. O; t!J Z . O Z Date: 2/8/2005 C'A05 00138 Time: 5:33 :26 PM ----------- &-- Page: 6 of 52 58 System Derived 1.000 0.600 D + 1.0 WP + 1.0 <WB 1 D + WP + <WB1 59 System Derived 1.000 1.0D +I.0CC +0.750L +0.563W1> +0.563 <WB1 D +CG +L +WI > + <WB1 60 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.563 <W 1 + 0.563 <WB 1 D + CG + L+ <W 1 + <WB 1 61 System Derived 1.000 1.0 D + 1.0 CC + 0.750 L + 0.750 AT + 0.750 <WB1 D +CG +L +WP + <WBI 62 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S -t• 0.563 W 1> + 0.563 <WB 1 D + CG + S + W 1> + <WB 1 63 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.563 <W 1 + 0.563 <WB 1 D + CG + S + <W 1 + <WB 1 64 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S +.0.750 WP + 0.750 <WB 1 D + CG + S + WP + <WB1 65 System Derived 1.000 1.0 D + 0.750 W2> + 0.750 WB2> D + W2> + WB2> 66 System Derived 1.000 1.0 D + 0.750 <W2 + 0.750 WB2> D + <W2 + WB2> 67 System Derived 1.000 1.0 D + 1.0 WP + 1.0 WB2> D+ WP + WB2> 68 System Derived 1.000 .600 D + 0.750 W2> + 0.750 WB2> D + W2> + WB2> 69 System Derived 1.000 0.600 D + 0.750 <W2 + 0.750 WB2> D + <W2 + WB2> 70 System Derived 1.000 0.600 D + 1.0 WP + 1.0 WB2> D + WP + WB2> 71 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L+ 0.563 W2>+ 0.563 WB2> D + CG + L+ W2> + WB2> 72 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.563 <W2 + 0.563 WB2> D + CG + L + <W2 + WB2> 73 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WP + 0.750 WB2> D + CG + L + WP + WB2> 74 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.563 W2> + 0.563 WB2> D + CG + S + W2> + WB2> 75 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.563 <W2 + 0.563 WB2> D + CG + S + <W2 + WB2> 76 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WP + 0.750 WB2> D + CG + S + WP + WB2> 77 System Derived 1.000 1.0 D + 0.750 W2> + 0.750 <WB2 D + W2> + <WB2 78 System Derived 1.000 1.0 D + 0.750 <W2 + 0.750 <WB2 D + <W2 + <WB2 79 System Derived 1.000 1.0 D + 1.0 WP + 1.0 <WB2 D + WP + <WB2 80 System Derived 1.000 0.600 D + 0.750 W2> + 0.750 <WB2 D + W2> + <WB2 81 System Derived 1.000 0.600 D + 0.750 <W2 + 0.750 <WB2 D + <W2 + <WB2 82 System Derived 1.000 0.600 D + 1.0 WP + 1.0 <WB2 D + WP + <WB2 83 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.563 W2> + 0.563 <WB2 D + CG + L + W2> + <WB2 84 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.563 <W2 + 0.563 <WB2 D + CG + L + <W2 + <WB2 85 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WP + 0.750 <WB2 D + CG + L + WP + <WB2 86 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.563 W2> + 0.563 <WB2 D + CG + S + W2> + <WB2 87 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.563 <W2 + 0.563 <WB2 D + CG + S + <W2 + <WB2 88 System Derived 1 1.000 1 1.0 D + 1.0 CG + 0.750 S + 0.750 WP + 0.750 <WB2 D + CG + S + WP + <WB2 Design Load Combinatinns - Rracing No. Origin Factor Application Descripti 1 System 1.275 1.0 E> E> 2 System 1.275 1.0 <E <E 3 System 1.000 1.0 W 1> W 1> ' 4 System 1.000 1.0 <Wl <Wl 5 System 1.000 1.0 W2> W2> 6 System 1.000 1.0 <W2 W2 Design i nad Cnmhinatinn.e - Purlin No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L D + CG + L 2 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ D + CG + ASL^ 3 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL 4 System 1.000 1.0 D + 1.0 CG + 1.0 S D + CG + S 5 System 1.000 1.0 D + 1.0 W l> D + W 1> 6 System 1.000 1.0 D + 1.0 <W2 ; D + <W2 7 System 1.000 1.0 D + 1.0 WP D + WP 8 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W 1> D + CG + L+ W l> 9 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W2 D + CG + L + <W2 10 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WP i D + CG + L + WP 11 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W 1> D + CG + S + W 1> 12 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 D + CG + S + <W2 13 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WP D + CG + S + WP 14 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 1.0 EB> + 1.0 EG+ D + CG + S + EB> + EG+ 15 System Derived 1.275 0.900 D + 0.900 CG + 1.0 EB> + 1.0 EG- D + CG + EB> + EG- 16 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 1.0 <EB + 1.0 EG+ D + CG + S + <EB + EG+ 17 System Derived 1.275 0.900 D + 0.900 CG + 1.0 <EB + 1.0 EG- D + CG + <EB + EG- 18 System Derived 1.000 1.0 D+ 1.0 WP+ 1.0 WBI> D+ WP+ WB1> 19 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WP + 0.750 WB 1> D + CG + L + WP + WB I> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WP + 0.750 WB I> D + CG + S + WP + WB 1> 21 System Derived 1.000 1.0 D + 1.0 WP + 1.0 <WB 1 D + WP + <WB1 22 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WP + 0.750 <WB 1 D + CG + L + WP + <WB 1 23 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WP + 0.750 <WB 1 D + CG + S + WP + <WB1 24 System Derived 1.000 1.0 D + 1.0 WP + 1.0 WB2> D + WP + WB2> 25 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WP + 0.750 WB2> D + CG + L + WP + WB2> VPC File:CA0500138- 010ELvpc VPC Version :5.2a Z Z �W aa � JU UO W x, J N U. WO U Q co � = d W H =, ' Z � I- O Z IE-- W 2 5 U� O � O H: W W 1- - O: .. Z W U= O H Z Decian T.nad rnmhinntinnc - Rnnf- Panel No. No. Ori Factor Application I Description System Date: 2/8/2005 System 1.000 1.0 Wl> lwi> I VkA 9:1, M_ 2 CA05 00138 Time: 5:33:26 PM 1.0 <W2 W2 1.0 D + 1.0 <W2 Page: 7 of 52 System 26 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WP + 0.750 WB2> D + CG + S + WP + WB2> 180 27 System Derived 1.000 1.0 D + 1.0 WP + 1.0 <WB2 D + WP + <WB2 1.000 28 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WP + 0.750 <WB2 D + CG + L + WP + <WB2 5 29 System Derived - 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WP + 0.750 <WB2 D + CG + S + WP + <WB2 Desi¢n L oad Comb inations - Girt W2> 6 Decian T.nad rnmhinntinnc - Rnnf- Panel No. No. Ori Factor Application I Description System 1 System 1.000 1.0 Wl> lwi> 1.000 2 System 1.000 1.0 <W2 W2 1.0 D + 1.0 <W2 3 System 1.000 1.0 W3> JW> Decian T.nad rnmhinntinnc - Rnnf- Panel No. Origin Factor Application Description 1 System 1.000 1.0 D+ 1.0 S D+ S 2 System 1.000 1.0 D+ 1.0 Wl> D+ Wl> I D 3 System 1.000 1.0 D + 1.0 <W2 + <W2 Drcton Land ('nmhinatinnc - Wall - Panel No. Origin I Factor I Application I Description 1 2 System System 1 1.000 1.000 1.0 Wl> 1.0 <W2 jWl> W2 Defleetinn Land Cnmhinatianc - Framing No. Origin Factor Def H Def V I 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 0.700 W1> W1> 4 System 1.000 0 180 0.700 <W 1 <WI 5 System 1.000 0 180 0.700 W2> W2> 6 System 1.000 0 180 0.700 <W2 <W2 7 System 1.000 0 180 0.700 WP WP 8 System 1.000 60 0 0.700 Wl> Wl> 9 System 1.000 60 0 0.700 <W 1 <WI 16 System 1.000 60 0 0.700 W2> W2> I 1 System 1.000 60 0. 0.700 <W2 <W2 12 System 1.000 60 0 .700 WP WP_. 13 System 1.000 60 0 .600 F> + 0.600 EG- F> + EG- 14 System 1.000 60 0 .600 <E + 0.600 EG- J<E + EG- Drilaefian T.nad Cnmhinnfinnc - Purlin No. Origin Factor Deflection I Application Description 1 2 System System 1.000 1.000 150 , 150 1.0 L 1 1.0s L S Dpflnrfinn T.nnd rnmhinntinnc - Girt No. Origin Factor Deflection Application Description 1 System 1.000 90 0.700 W1> WI> 2 System 1.000 90 0.700 <W2 <W2 3 System 1.000 90 0.700 W3> W3> Deflection Load Combinations - Roof - Panel No. Origin Factor I Def H I Def V Applica 'on Descri Lion 1 System 1.000 1 150 1 150 11.0 S i is Load Type Descriptions D Material Dead Weight Co Collateral Load for Gravity Cases L Live Load ^ASL Alternate Span Live Load, Shifted Left S Snow Load *US1 Unbalanced Snow Load 1, Shifted Left *US2 Unbalanced Snow Load 2, Shifted Left SS Sliding Snow Load PFl Partial Load, Full, l Span PF2 Partial Load, Full, 2 Spans W Wind Load <W1 Wind Load, Case 1, Left C Collateral Load CU Collateral Load for Wind Cases ASL^ Alternate Span Live Load, Shifted Right PL2 Partial Live, Full, 2 Spans US1* Unbalanced Snow Load 1, Shifted Right US2* Unbalanced Snow Load 2, Shifted Right SD Snow Drift Load RS Rain Surcharge Load PHI Partial Load, Half, l Span PH2 Partial Load, Half, 2 Spans WI> Wind Load, Case 1, Right W2> Wind Load, Case 2, Right Q W W� UO to o W= J f-.. N LL ,W O LL Q. is i .-W Z =. H. 1- O W U to .O D H WW H �. LL O. .• Z W U N, O Z k VPC Fi1e:CA0500138- 010E1.vpc VPC Version :5.2a Date: 2/8/2005 )AEMMKIIINIMME CA05 00138 Time: 5:33:26 PM Page: 8 of 52 <W2 Wind Load, Case 2, Left W3> Wind Load, Case 3, Right <W3 Wind Load, Case 3, Left W4> Wind Load, Case 4, Right <W4 Wind Load, Case 4, Left W5> Wind Load, Case 5, Right <W5 Wind Load, Case 5, Left W6> Wind Load, Case 6, Right <W6 Wind Load, Case 6, Left WP Wind Load, Parallel to Ridge WPR Wind Load, 11 Ridge, Right WPL Wind Load, 11 Ridge, Left WPA1 Wind Parallel - Ref A, Case 1 WPA2 Wind Parallel - Ref A, Case 2 WPBI Wind Parallel - Ref B, Case 1 WPB2 Wind Parallel - Ref B, Case 2 WPC1 Wind Parallel - Ref C, Case 1 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 5WB4 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 E Seismic Load F> 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 *AI>(1) Auxiliary Live Load, Right, Left, Aisle 1 <AL *(1) Auxiliary Live Load, Left, Right, Aisle 1 < *AL(1) Auxiliary Live Load, Left, Left, Aisle 1 AL *(1) Aux Live, Right, Aisle 1 *A41) 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 j < *AL(3) Auxiliary Live Load, Left, Left, Aisle 3 AL *(3) Aux Live, Right, Aisle 3 *A43) Aux Live, Left, Aisle 3 AL * >(4) Auxiliary Live Load, Right, Right, Aisle 4 *AL>(4) Auxiliary Live Load, Right, Left, Aisle 4 <AL *(4) Auxiliary Live Load, Left, Right, Aisle 4 < *AL(4) Auxiliary Live Load, Left, Left, Aisle 4 AL *(4) Aux Live, Right, Aisle 4 .. *A44) Aux Live, Left, Aisle 4 AL * >(5) Auxiliary Live Load, Right, Right, Aisle 5 *A1>(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 I 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 1 <ALB(1) Aux Live Bracing Reaction, Left, Aisle 1 i WALB >(1) Wind, Aux Live Bracing Reaction, Right, Aisle 1 <WALB(l) 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 U0 User Defined Load Ul 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 UB1 User Brace Reaction - 1 UB2 User Brace Reaction - 2 UB3 User Brace Reaction - 3 ' UB4 User Brace Reaction - 4 UB5 User Brace Reaction - 5 I UB6 User Brace Reaction - 6 UB7 User Brace Reaction - 7 UB8 User Brace Reaction - 8 UB9 User Brace Reaction - 9 R Rain Load T Temperature Load V Shear VPC File: CA0500138- 010El.vpc VPC Version :5.2a Z W W� J U: 0 N o In w J H— N LL. WO LL. _. N �. = W H =. Z �.. �O W U O N WW MU LL —0 w Z U =; O F Z Date: 2/8/2005 CA05 00138 Time: 5:33:26 PM Page: 9 of 52 VPC File:CA0500138-O I OEI.vpc VPC Version :5.2a yh it it / I / I �� VPC File:CA0500138-O I OEI.vpc VPC Version :5.2a Date: 2/8/2005 AMONEW111 Vu CA05 00138 r ime: 5:33:26 PM Page: 10 of 52 '""gtcs E� +. "T`.;;Cr: r..�..- ur^r.`°'�`F e's7ti'. "r ':,i':', y'-••t ti ,� w� : res.. 1•�. ^'• ,1 . A 1 ^7,t.;� ...47n'.i M•.. -�A 4M t �t'J 1 9 .. 7,q y ':'s: o t i 5,� Expanded Repiot ^: ct�`M`, �, ate , x r u u �.. , ,a ..g N .,. t- ...,.....,«- ...... 1+:k.L: , a, .'c .I 4:....n:..ata. fu..:f '�';5:.<.`:�':I.t. i.. °.•vt. ; ':a+....1 s..tc�'.. rm.....��.tat ... v' 7:••t�� ; � �' 'Z• '�tt. { �C�sx { , ; +�x �"� . ,r.`�t•.•.::• ... n Y...•1W. X .a„lu+.�[c.,as1.�4�6'.YA.C.t'.i Shape: NW Container Builder Contact: Ryan Grouws Project: NW Container Site Nair CHG Building Systems, Inc. Builder PO #: 15018 Aduress: 1120 SW 16th, Suite A-4 Jobsite: 8801 E. Marginal Way City, State Zip: Renton, Washington 98055 City, State Zip: Seattle, Washington 98106 Country: United States County, Country: King, United States Loads and Codes - Shape: NW Container City: Seattle County: King State: Washington Building Code: 2003 International Building Code Built Up: 89AISC Building Use: Standard Occupancy Structure Cold Form: 96AISI Dead and Collateral Loads Collateral Gravity:3.00 psf Roof Covering + Second. Dead Load: 2.52 psf Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):3.00 psf Wind Load Wind Speed: 85.00 mph Wind Exposure (Factor): C (0.849) Parts Wind Exposure Factor: 0.849 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Topographic Factor: 1.0000 Base Elevation: 0/0/0 Primary Zone Strip Width: 6/0/0 Parts / Portions Zone Strip Width: 3/0/0 Basic Wind Pressure: 13.35 psf Snow Load Ground Snow Load: 25.00 psf Roof Snow Load: 25.00 psf Design Snow (Sloped): 25.00 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: 0.00 Seismic Snow Load: 0.00 psf Unobstructed, Slippery Roof Country: United States Rainfall: 4.00 in per hour Allow. Overstress: Frm: 1.03, Sec: 1.03, Bre: 1.03 Live Load Live Load: 20.00 psf Reducible LL for Below Eave Canopy:N /A Seismic Load Mapped Spectral Response - Ss:143.00 %g Mapped Spectral Response - S 1:49.00 %g Seismic Hazard / Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance / Design Category: D Framing Seismic Period: 0.2044 Bracing Seismic Period: 0.1289 Framing R- Factor: 3.5000 Bracing R- Factor: 3.5000 Soil Profile Type: Stiff soil (D, 4) Frame Redundancy Factor: 1.0000 Brace Redundancy Factor: 1.0000 Frame Seismic Factor (Cs): 0.2724 Brace Seismic Factor (Cs): 0.2724 Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. Load Type Descriptions D Material Dead Weight C Collateral Load CG Collateral Load for Gravity Cases CU Collateral Load for Wind Cases L Live Load ASL^ Alternate Span Live Load, Shifted Right ^ASL Alternate Span Live Load, Shifted Left PL2 Partial Live, Full, 2 Spans S Snow Load US1 * Unbalanced Snow Load 1, Shifted Right *USI Unbalanced Snow Load 1, Shifted Left US2* Unbalanced Snow Load 2, Shifted Right *US2 Unbalanced Snow Load 2, Shifted Left SD Snow Drift Load SS Sliding Snow Load RS Rain Surcharge Load PFl Partial Load, Full, I Span PHI Partial Load, Half, 1 Span PF2 Partial Load, Full, 2 Spans PH2 Partial Load, Half, 2 Spans 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> i 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 WPC2 Wind Parallel - Ref C. Case 2 WPDI Wind Parallel - Ref D, Case 1 WPD2 Wind Parallel - Ref D, Case 2 WB1> Wind Brace Reaction, Case 1, Right <WBI Wind Brace Reaction, Case 1, Left WB2> Wind Brace Reaction, Case 2, Right <WB2 Wind Brace Reaction, Case 2, Left WB3> Wind Brace Reaction, Case 3, Right <WB3 Wind Brace Reaction, Case 3, Left WB4> Wind Brace Reaction, Case 4, Right <WB4 Wind Brace Reaction, Case 4, Left WB5> Wind Brace Reaction, Case 5, Right <WB5 Wind Brace Reaction, Case 5, Left WB6> Wind Brace Reaction, Case 6, Right <WB6 Wind Brace Reaction, Case 6, Left VPC Fi1e :CA0500138- 0I0EI.vpc VPC Version :5.2a r Z �Z JU UO N 0 W = J f.. N LL. W O: 9_ LL Q F W - _; Z �. HO Z 1— �5 O N, W UJ LL O` 111 Z U =. O �' Date: 2/8/2005 CA05 00138 Time: 5 :33:26 PM Page: 11 of 52 E Seismic Load <E Seismic Load, Left EG+ Vertical Seismic Effect, Additive EB> Seismic Brace Reaction, Right FL Floor Live Load *FL Alternate Span Floor Live Load, Shifted Left AL Auxiliary Live Load *Ai> Auxiliary Live Load, Right, Left < *AL Auxiliary Live Load, Left, Left *AL Aux Live, Left *A1>(1) Auxiliary Live Load, Right, Left, Aisle 1 < *AL(1) Auxiliary Live Load, Left, Left, Aisle 1 *A41) Aux Live, Left, Aisle 1 *AI>(2) Auxiliary Live Load, Right, Left, Aisle 2 < *AL(2) Auxiliary Live Load, Left, Left, Aisle 2 *AL(2) Aux Live, Left, Aisle 2 *A1>(3) Auxiliary Live Load, Right, Left, Aisle 3 < *AL(3) Auxiliary Live Load, Left, Left, Aisle 3 *AL(3) Aux Live, Left, Aisle 3 *AL>(4) Auxiliary Live Load, Right, Left, Aisle 4 < *AL(4) Auxiliary Live Load, Left, Left, Aisle 4 *A44) Aux Live, Left, Aisle 4 *AT>(5) Auxiliary Live Load, Right, Left, Aisle 5 < *AL(5) Auxiliary Live Load, Left, Left, Aisle 5 *AL(5) Aux Live, Left, Aisle 5 ALB> Aux Live Bracing Reaction, Right WALB> Wind, Aux Live Bracing Reaction, Right ALB >(1) Aux Live Bracing Reaction, Right, Aisle 1 WALB >(1) Wind, Aux Live Bracing Reaction, Right, Aisle 1 ALB >(2) Aux Live Bracing Reaction, Right, Aisle 2 WALB >(2) Wind, Aux Live Bracing Reaction, Right, Aisle 2 ALB >(3) Aux Live Bracing Reaction, Right, Aisle 3 WALB >(3) Wind, Aux Live Bracing Reaction, Right, Aisle 3 ALB >(4) Aux Live Bracing Reaction, Right, Aisle 4 WALB >(4) Wind, Aux Live Bracing Reaction, Right, Aisle 4 ALB >(5) Aux Live Bracing Reaction, Right, Aisle 5 WALB >(5) Wind, Aux Live Bracing Reaction, Right, Aisle 5 WALB Wind, Aux Live Bracing Reaction UO User Defined Load U2 User Defined Load - 2 U4 User Defined Load - 4 U6 User Defined Load - 6 U8 User Defined Load - 8 UB User Brace Reaction UB2 User Brace Reaction - 2 UB4 User Brace Reaction - 4 UB6 User Brace Reaction - 6 UB8 User Brace Reaction - 8 R Rain Load V Shear F> Seismic Load, Right EG Vertical Seismic Effect EG- Vertical Seismic Effect, Subtractive <EB Seismic Brace Reaction, Left FL* Alternate Span Floor Live Load, Shifted Right FD Floor Dead Load AL *% Auxiliary Live Load, Right, Right <AL" Auxiliary Live Load, Left, Right AL* Aux Live, Right AL * >(1) Auxiliary Live Load, Right, Right, Aisle 1 <AL *(]) Auxiliary Live Load, Left, Right, Aisle 1 AL*(]) Aux Live, Right, Aisle l AL * >(2) Auxiliary Live Load, Right, Right, Aisle 2 5AL *(2) Auxiliary Live Load, Left, Right, Aisle 2 AL *(2) Aux Live, Right, Aisle 2 AL * >(3) Auxiliary Live Load, Right, Right, Aisle 3 <AL *(3) Auxiliary Live Load, Left, Right, Aisle 3 AL *(3) Aux Live, Right, Aisle 3 AL * >(4) Auxiliary Live Load, Right, Right, Aisle 4 <AL *(4) Auxiliary Live Load, Left, Right, Aisle 4 AL *(4) Aux Live, Right, Aisle 4 AL * >(5) Auxiliary Live Load, Right, Right, Aisle 5 <AL *(5) Auxiliary Live Load, Left, Right, Aisle 5 AL *(5) Aux Live, Right, Aisle 5 ALB Aux Live Bracing Reaction <ALB Aux Live Bracing Reaction, Left <WALB Wind, Aux Live Bracing Reaction, Left <ALB(1) Aux Live Bracing Reaction, Left, Aisle 1 <WALB(l) Wind, Aux Live Bracing Reaction, Left, Aisle 1 <ALB(2) Aux Live Bracing Reaction, Left, Aisle 2 <WALB(2) Wind, Aux Live Bracing Reaction, Left, Aisle 2 <ALB(3) Aux Live Bracing Reaction, Left, Aisle 3 <WALB(3) Wind, Aux Live Bracing Reaction, Left, Aisle 3 <ALB(4) Aux Live Bracing Reaction, Left, Aisle 4 <WALB(4) Wind, Aux Live Bracing Reaction, Left, Aisle 4 <ALB(5) Aux Live Bracing Reaction, Left, Aisle 5 <WALB(5) Wind, Aux Live Bracing Reaction, Left, Aisle 5 AD Auxiliary Dead Load U1 User Defined Load - 1 U3 User Defined Load - 3 U5 User Defined Load - 5 U7 User Defined Load - 7 U9 User Defined Load - 9 UB1 User Brace Reaction - 1 UB3 User Brace Reaction - 3 UB5 User Brace Reaction - 5 UB7 User Brace Reaction - 7 UB9 User Brace Reaction - 9 T Temperature Load VPC File: CA0500138 010El.vpc VPC Version :5.2a Z LLJ 5 J U: L) O W W J N U. W O. Q _` # ? f` W W 5: CO : D �• W W. lL Cd Z O Z I ?Y (r a _ VPC File: CA0500138 -01 OEl.vpc VPC Version :5.2a M t Y Shape Overall Overall Floor Area Wall Area Roof Area Max. Eave Min. Eave Max. Roof Min. Roof Peak Width Length s . ft. s . ft. s . ft. Height Height 2 Pitch Pitch Hei ht NW Container 12/0!0 20!0!0 240 774 241 12/0/0 12 /0 /0 1.000:]2 1.000:12 12/6/0 2 4 Date: 2/8/2005 CA05 00138 Time: 5:33:26 PM Page: 12 of 52 Overall Building Description Overall Shape Description Roof I Roof 2 From Grid To Grid Width Length Eave Ht. Eave Bt: 2 Pitch Pitch 2 Dist. to Ride Peak Height A B 1 -A 1 -B 12/0/0 20/0/0 12/0/0 12/0/0 1,000:12 1.000:12 6/0/0 12/6/0 1I I1 f F i VPC File: CA0500138 -01 OEl.vpc VPC Version :5.2a M t Y Shape Overall Overall Floor Area Wall Area Roof Area Max. Eave Min. Eave Max. Roof Min. Roof Peak Width Length s . ft. s . ft. s . ft. Height Height 2 Pitch Pitch Hei ht NW Container 12/0!0 20!0!0 240 774 241 12/0/0 12 /0 /0 1.000:]2 1.000:12 12/6/0 2 4 t Y Shape Overall Overall Floor Area Wall Area Roof Area Max. Eave Min. Eave Max. Roof Min. Roof Peak Width Length s . ft. s . ft. s . ft. Height Height 2 Pitch Pitch Hei ht NW Container 12/0!0 20!0!0 240 774 241 12/0/0 12 /0 /0 1.000:]2 1.000:12 12/6/0 I A7 - _ Date: 2/8/2005 CA 05 00138 Time: 5:33 :26 PM Page: 13 of 52 Wall: 4, Frame at: 1/0/0 Design Load Combinations -1 1 System 1.000 1.0 D + 1.0 CG + 1.0 L D + CG + L 2 System 1.000 1.0 D + 1.0 CG + 1.0 S D + CG + S 3 System 1.000 1.0D +1.0WI> D +WI> 4 System 1.000 1.0 D + 1.0 <W I D + <W l 5 System 1.000 1.0 D + 1.0 W2> D + W2> 6 System 1.000 1.0 D + 1.0 <W2 D + <W2 7 System 1.000 0.600 D + 1.0 W 1> D + W I> 8 System 1.000 0.600 D + 1.0 <W 1 D + <W 1 9 System 1.000 0.600 D + 1.0 W2> D + W2> 10 System 1.000 0.600 D + 1.0 <W2 D + <W2 II System 1.000 1.0D +1.0 CO +0.750L +0.750WI> D +CG +L +WI> 12 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W I D + CG + L + <W I 13 System 1.000 1.0 D + 1.0 CG + 0.750 L+ 0.750 W2> D + CG + L + W2> 14 System 1.000 1.0 D + I.0 CO + 0.750 L + 0.750 <W2 D + CG + L + <W2 15 System 1.000 I.0D +I.0CG +0.7505 +0.750WI> D ±CG +S +W1> 16 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W 1 D + CG + S + <W 1 17 System 1.000 1.0 D + 1.0 CO + 0.750 S + 0.750 W2> D + CG + S + W2> 18 System 1.000 1.0 D + 1.0 CO + 0.750 S + 0.750 <W2 D + CG + S + <W2 19 System 1.275 0.900 D + 0.900 CG + 1.0 E> + 1.0 EG- D + CG + Ej + EG- 20 System 1.275 0.900 D + 0.900 CG + 1.0 <E + 1.0 EG- D + CG + <E + EG- 21 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.0 E> + 1.0 EG+ D + CG + S + E> + EG+ 22 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.0 <E + 1.0 EG+ D + CG + S + <E + EG+ 29 System Derived 1.275 0.900 D + 0.900 CG + 0.300 E> + 1.0 EG- + 1.0 EB> D + CG + Ej + EG- + EB> 30 System Derived 1.275 0.900 D + 0.900 CG + 0.300 <E + 1.0 EG- + 1.0 EB> D + CG + <E + EG- + EB> 31 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.3001> + 1.0 EG+ + 1.0 EB> D+CG+S +E>+EG+t•EB> 32 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.300 <E + 1.0 EG+ + 1.0 EB> D+CG+S+<E +EG++EB> 35 System Derived 1.275 0.900 D + 0.900 CG + 0.300 E> + 1.0 EG- + 1.0 <EB D + CG + E> + EG- + <EB 36 System Derived 1.275 0.900 D + 0.900 CG + 0.300 <E + 1.0 EG- + 1.0 <EB D + CG + <E + EG- + <EB 37 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.300 E> + 1.0 EG+ + 1.0 <EB D+CG+S +E>+EG+f<EB 38 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.300 <E + 1.0 EG+ + 1.0 <EB D+CG+S+<E +EG++<EB 41 System Derived 1.000 1.0 D +0.750 WI> +0.750 WBI> D+ Wl >+ WBI> 42 System Derived 1.000 1.0 D + 0.750 <W 1 + 0.750 WB 1> D + <W I + WBI> 43 System Derived 1.000 1.0 D + 1.0 WP + 1.0 WBI> D + WP + WB1> 44 System Derived 1.000 0.600 D + 0.750 W I> + 0.750 WBI> D + W I> + WBI> 45 System Derived 1.000 .600 D +0.750 <W1 +0.750 WBI> D + <WI + WBI> 46 System Derived 1.000 0.600 D+ 1.0 WP + 1.0 WBI> D + WP + WBI> 47 System Derived 1.000 1. 0D+ I.0CG +0.750L +0.563WI > +0.563WBI> D +CG +L +WI > +WB1> 48 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.563 <W I + 0.563 WB I> D + CG + L + <W I + WB I> 49 System Derived 1.000 1. 0D +I.0CG +0.750L +0.750WP +0.750WBI> D + CG + L + WP + WBI> 50 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.563 W I> + 0.563 WB I> D + CG + S + W 1> + WBI> 51 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.563 <W I + 0.563 WB 1> D + CG + S + <W l + WB I> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WP + 0.750 WB I> D + CG + S + WP + WBI> 53 System Derived 1.000 1.0 D + 0.750 W I> + 0.750 <WB 1 D + W I> + <WB I 54 System Derived 1.000 1.0 D + 0.750 <W I + 0.750 <WB I D + <W l + <WB 1 55 System Derived 1.000 1.0 D + 1.0 WP + 1.0 <WB I D + WP + <WB 1 56 System Derived 1.000 0.600 D + 0.750 WI > + 0.750 <WB I D + W I> + <WB 1 57 System Derived 1.000 0.600 D + 0.750 <W I + 0.750 <W$1 D + <W I + <WB I 58 System Derived 1.000 0.600 D + 1.0 WP + 1.0 <WB I D + WP + <WB I 59 System Derived 1.000 1.0D +I.0CG +0.750L +0.563WI> +0.563 <WBI D +CG +L +WI > + <WBI 60 System Derived 1.000 1.0D +I.0CG +0.750L +0.563 <W1 +0.563 <WBI D + CG + L + <WI + <WB 1 61 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WP + 0.750 <WB 1 D + CG + L + WP + <WB I 62 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.563 W I> + 0.563 <WB I D + CG + S + W I> + <WB I 63 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.563 <W I + 0.563 <WB I D + CG + S + <W 1 + <WB 1 64 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WP + 0.750 <WB 1 D + CG + S + WP + <WB I 65 System Derived 1.000 1.0 D + 0.750 W2> + 0.750 WB2> D + W2> + WB2> 66 System Derived 1.000 1.0 D + 0.750 <W2 + 0.750 WB2> D + <W2 + WB2> 67 System Derived 1.000 1.0 D + 1.0 WP + 1.0 WB2> D + WP + WB2> 68 System Derived 1.000 0.600 D + 0.750 W2> + 0.750 WB2> D + W2> + WB2> 69 System Derived 1.000 0.600 D + 0.750 <W2 + 0.750 WB2> D + <W2 + WB2> 70 System Derived 1.000 0.600 D + 1.0 WP + 1.0 WB2> D + WP + WB2> 71 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L+ 0.563 W2> + 0.563 WB2> D + CG + L + W2> + WB2> 72 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.563 <W2 + 0.563 WB2> D + CG + L + <W2 + WB2> 73 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L+ 0.750 WP + 0.750 WB2> D + CG + L + WP + WB2> 74 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.563 W2> + 0.563 WB2> D + CG + S + W2> + WB2> 75 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.563 <W2 + 0.563 WB2> D + CG + S + <W2 + WB2> VPC File:CA0500138 -01 OEI.vpc VPC Version :5.2a Z W W 5 '. 3 U co o. U) ILI J � co LL W O. � 0. LL Q CU �W Z H F- O Z f- W Uj p'. O co, � H W W'. �O .Z W H = O ~' Z Date: 2 /8/2005 CA05 00138 Time: 5:33:26 PM Page: 14 of 52 76 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WP + 0.750 WB2> D + CG + S + WP + WB2> 77 System Derived 1.000 1.0 D + 0.750 W2> + 0.750 <WB2 D + W2> + <WB2 78 System Derived 1.000 1.0 D + 0.750 <W2 + 0.750 <WB2 D + <W2 + <WB2 79 System Derived 1.000 1.0 D + 1.0 WP + 1.0 <WB2 D + WP + <WB2 80 System Derived 1.000 0.600 D + 0.750 W2> + 0.750 <WB2 D + W2> + <WB2 81 System Derived 1.000 0.600 D + 0.750 <W2 + 0.750 <WB2 D + <W2 + <WB2 82 System Derived 1.000 0.600 D + 1.0 WP + 1.0 <WB2 D + WP + <WB2 83 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.563 W2> + 0.563 <WB2 D + CG + L + W2> + <WB2 84 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.563 <W2 + 0.563 <WB2 D + CG + L + <W2 + <WB2 85 S + ystem Derived 1.000, 1.0 D + 1.0 CG + 0.750 L+ 0.750 WP 0.750 <W B2 D + CG + L + WP + <WB2 86 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.563 W2> + 0.563 <WB2 D + CG + S + W2> + <WB2 . 87 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.563 <W2 + 0.563 <WB2 D + CG + S + <W2 + <WB2 88 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WP + 0.750 <WB2 D + CG + S + WP + <WB2 i VPC File: CA0500138- 01OEI.vpc VPC Version :5.2a 3 Date: 2 /8/2005 CA05 00138 Time: 5 :33:26 PM Page: 15 of 52 Wall: 4, Frame at: 1/0/0 a Frame ID:Rigid Frame Frame Type:Rigid Frame Values shown are resisting forces of the foundation. Reactions - Load Tvne at Frame Cross Section: l i i Type Exterior Column Exterior Column X -Loc 0 /0 /0 12/0/0 Gridl -Gri d2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Bolt Qty/Diam. (in.) Column Base Elev. 1 -B 8 x 13 0.375 4-0.750 100' -0" 1 -A 8 x 13 0.375 4 - 0.750 100' -0" Load Type Desc. Hx Vy Hx Hz I V Description Hx Vy D Frm 0.02 0.31 -0.02 - 0.31 - - - CG Frm 0.02 0.18 -0.02 - 0.18 - - ' - L Frm 0.13 1.20 -0.13 - 1.20 - - - S Frm 0.17 1.50 -0.17 - 1.50 - - - Wl> Frm -0.97 -1.93 -0.84 - 0.23 - - - <Wl Frm 0.84 0.23 0.97 - -1.93 - - - W2> Frm -1.19 -1.64 -0.62 - 0.52 - 0.65 - <W2 Frm 0.62 0.52 1.19 - -1.64 - - - F> Frm -0.22 -0.37 -0.20 - 0.37 - - - EG- Frm -0.01 -0.10 0.01 - -0.10 - - - <E Frm 0.22 0.37 0.20 - -0.37 - - - EG+ Frm 0.01 0.10 -0.01 - 0.10 - - - EB> Brc 0.01 0.02 -0.01 -0:61 -0.43 - - - <EB Brc - -0.02 - - 0.43 - - - WBl> Brc 0.02 0.04 -0.02 -1`,13 -0.80 - - - WP Frm 0.47 -0.78 -0.47 - -0.78 - - - <WB1 Brc -0.01 -0.03 0.01 0.79 - - - WB2> Brc 0.02 0.04 -0.02 -1.13 -0.80 i - - - <WB2 Brc 1 -0.01 1 -0.03 1 0.01 1 - 1 0.79 - - - V-- D-44- _ i nod !''.cue of Ip-- V-e Q-t-• 1 x -L.oc 0/0 /0 12/0/0 Gridl - Grid2 1 -B 1 -A L.d Description Hx Vy Hx Hz I V Cs (application factor not shown k k k k 1 D + CG + L 0.18 1.69 -0.18 - 1.69 - - - 2 D + CG + S 0.21 2.00 -0.21 - 2.00 - - - 3 D + W 1> -0.95 -1.62 -0.86 - 0.54 - - - 4 D + <WI 0.86 0.54 0.95 - -1.62 - - - 5 D +W2> -1.16 -1.33 -0.65 - 0.83 - - - 6 D + <W2 0.65 0.83 1.16 - -1.33 - - - 7 D + W 1> -0.95 -1.74 -0.85 - 0.42 - - - VPC File:CA0500138- 0I0EI.vpc VPC Version :5.2a s ' S W QQom: J V U 0 N 0 '; WW J t!1 u. W 01 9 N d F- Z H. F- O, Z H- O D ' O CO; 0 t-: = V. LL. ~ ` O. Z LU S- O ~` :Z a QD } lu CA05 00138 8 D + <W 1 0.85 0.42 0.95 - -1.74 9 D + W2> -1.17 -1.45 -0.64 - 0.71 10 D + <W2 0.64 0.71 1.17 - -1.45 11 D + CG + L+ W 1> -0.58 -0.05 -0.77 - 1.57 12 D +CG +L + <WI 0.77 1.57 0.58 - -0.05 13 D + CG + L+ W2> -0.74 0.16 -0.61 - 1.78 14 D +CG +L + <W2 0.61 1.78 0.74 - 0.16 15 D + CG + S + W 1> -0.56 0.17 -0.80 - 1.79 16 D +CG +S + <Wl 0.80 1.79 0.56 - 0.17 17 D +CG +S +W2> -0.72 0.39 -0.64 - 2.01 18 D +CG +S +<W2 0.64 2.01 0.72 - 0.39 19 D + CG + E> + EG- -0.19 -0.02 -0.23 - 0.71 20 D + CG + <E + EG- 0.24 0.71 0.18 - -0.02 21 D + CG + S + E> + EG+ -0.12 0.62 -0.30 - 1.35 22 D + CG + S + <E + EG+ 0.31 1.35 0.11 - 0.62 29 D + CG + E> + EG- + EB> -0.02 0.26 -0.10 -0.61 • 0.02 30 D + CG + <E + EG- + EB> 0.11 0.48 0.02 -0.61 -0.20 31 D+CG+S +E>+EG++EB> 0.05 0.90 -0.17 -0.61 0.67 32 D+CG+S+<E +EG++EB> 0.17 1.12 -0.05 -0.61 0.45 35 D + CG + E> + EG- + <EB -0.04 0.22 -0.09 - 0.88 36 D + CG + <E + EG- + <EB 0.09 0.44 0.03 - 0.66 37 D+CG+S +E>+EG++<EB 0.03 0.86 -0.16 - 1.52 38 D+CG +S+<E +EG++<EB 0.16 1.08 -0.04 ' - 1.30 41 D +W1 > +WBI> -0.69 -1.10 -0.67 -0.85 -0.11 42 D + <WI +WBI> 0.67 0.52 0.69 -0.85 -1.73 43 D +WP +WB1> 0.51 -0.43 -0.51 -1.13 -1.27 44 D + W l> + WB 1> -0.69 -1.23 -0.66 -0.85 -0.24 45 D + <Wl + WB1> 0.66 0.39 0.69 -0.85 -1.86 46 D +WP +WB1> 0.50 -0.55 -0.50 -1.13 -1.39 47 D +CG +L +W1 > +WB1> -0.39 0.33 -0.63 -0.63 1.08 48 D +CG +L +<W1 +WBI> 0.63 1.55 0.39 -0.63 -0.14 49 D +CG +L +WP +WB1> 0.51 0.84 -0.51 -0.85 0.21 50 D +CG +S +W1 > +WBI> -0.36 0.56 -0.66 -0.63 1.30 51 D +CG +S + <WI +WBI> 0.66 1.77 0.36 -0.63 0.09 52 D +CG + S + WP + WBl> 0.54 1.06 -0.54 -0.85 0.44 53 D +Wl > + <WB1 -0.71 -1.16 -0.64 - 1.07 54 D + <Wl + <WB1 0.64 0.46 0.71 - -0.55 55 D +WP + <WB1 0.48 -0.51 -0.48 - 0.31 56 D + W l> + <WB 1 -0.72 -1.29 -0.63 - 0.95 57 D + <W l + <WB 1 0.63 0.33 0.72 - -0.67 58 D +WP + <WB1 0.47 -0.63 -0.47 - 0.19 59 D +CG +L +Wl > + <WB1 -0.41 0.29 -0.61 - 1.97 60 D +CG +L + <Wl + <WB1 0.61 1.50 0.41 - 0.75 61 D +CG +L +WP+ <WBI 0.48 0.78 -0.48 - 1.40 62 D + CG + S + Wl> + <WBI -0.38 0.51 -0.64 - 2.19 63 D +CG +S + <Wl + <WB1 0.64 1.73 0.38 - 0.98 64 D +CG +S +WP + <WB1 0.51 1.01 -0.51 - 1.62 65 D + W2> + WB2> -0.85 -0.89 -0.51 -0,85 0.10 66 D + <W2 + WB2> 0.51 0.73 0.85 -0.85 -1.52 67 D + WP + WB2> 0.51 -0.43 -0.51 -1.13 -1.27 68 D + W2> + WB2> -0.86 -1.01 -0.50 -0.85 -0.02 69 D + <W2 + WB2> 0.50 0.61 0.86 -0.$5 -1.64 70 D + WP + WB2> 0.50 -0.55 -0.50 -1.13 -1.39 71 D + CG + L + W2> + W B2> -0.51 0.50 -0.51 -0.63 1.24 72 D +CG +L + <W2 +WB2> 0.51 1.71 0.51 -0.63 0.02 73 D +CG +L +WP +WB2> 0.51 0.84 -0.51 -0.85 0.21 74 D + CG + S + W2> + WB2> -0.48 0.72 -0.53 -0.63 1.46 75 D + CG + S + <W2 + WB2> 0.53 1.94 0.48 -0.63 0.25 76 D + CG + S + WP + WB2> 0.54 1.06 -0.54 -0.85 0.44 77 D + W2> + <WB2 -0.88 -0.95 -0.48 - 1.29 78 D + <W2 + <WB2 0.48 0.68 0.88 - -0.33 79 D + WP + <WB2 0.48 -0.51 -0.48 - 0.31 80 D + W2> + <WB2 -0.89 -1.07 -0.47 1.17 81 D + <W2 + <WB2 0.47 0.55 0.89 - -0.45 82 D + WP + <WB2 0.47 -0.63 -0.47 0.19 83 D + CG + L + W2> + <WB2 -0.53 0.45 -0.49 - 2.13 84 D + CG + L + <W2 + <WB2 0.49 1.67 0.53 - 0.91 85 D +CG +L +WP+ <WB2 0.48 0.78 -0.48 - 1.40 86 D + CG + S + W2> + <WB2 -0.50 0.68 -0.51 - 2.35 VPC File:CA0500138- 01OEl.vpc VPC Version :5.2a D; Ti P . I - i - ite: 2/8/2005 me: 5:33:26 PM ige: 16 of 52 Z �W QQ �. WD J U: U O. N C. W =. J �- :. CO) LL WO LL Q N d �W _. F- O' LLJ Z F- =p U ;O Cl) cl F- WW HU LL 0 ui Z . U N H H O Z Date: 2/8/2005 CA05 00138 Time: 5:33:26 PM Page: 17 of 52 87 D + CG + S + -W2 + <WB2 I 0.51 I 1.89 10.50 0 S I - 1 1.62 I 88 D + CG + S + WP + <WB2 Bracin X-Loc I Grid 10 /n)n I 1 e 1 at base is attached to i VPC File:CA0500138- 010EI.vpc VPC Version :5.2a Marimum RPnvtlnnc Rtimmnry - Rrnmina 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 in -k in -k 0/0/0 1 -13 1.17 9 0.86 4 - - - - 1.74 7 2.01 18 - 12/0/0 1 -A 0.86 3 1.17 10 1.13 43 - - 1.86 45 2.35 86 - N 1 Date: 2/8/2005 CA 05 00138 Time 5:33:26 PM Page: 18 of 52 Wall: 4, Frame at: 19/0/0 Frame ID:Rigid Frame Frame Type:Rigid Frame Values shown are resisting forces of the foundation. Reactions - Load Type at Frame Cross Section: 2 Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Bolt Qty/Diam. (in.) Column Base Elev. Exterior Column 0 /0 /0 2 -B 8 x 13 0.375 4-0.750 100' -0" Exterior Column 12/0/0 2 -A 8 x 13 0.375 4 - 0.750 100' -0" Load Type Desc. Hx Vy Hx Hz I V Description Hx Vy D Frm 0.02 0.31 Frame Reactions - Load Cases at Frame Cross Section: 2 Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Bolt Qty/Diam. (in.) Column Base Elev. Exterior Column 0 /0 /0 2 -B 8 x 13 0.375 4-0.750 100' -0" Exterior Column 12/0/0 2 -A 8 x 13 0.375 4 - 0.750 100' -0" Load Type Desc. Hx Vy Hx Hz I V Description Hx Vy D Frm 0.02 0.31 -0.02 - 0.31 - - - CG Frm 0.02 0.18 -0.02 - 0.18 - - - L Frm 0.13 1.20 -0.13 - 1.20 - - - S Frm 0.17 1.50 -0.17 - 1.50 - - - Wl> Frm -0.97 -1.93 -0.84 - 0.23 - - - <W 1 FTM 0.84 0.23 0.97 - -1.93 - - - W2>, Frm -1.19 -1.64 -0.62 - 0.52 - - - <W2 Frm 0.62 0.52 1.19 - -1.64 - - - E> Frm -0.22 -0.37 -0.20 - 0.37 - - - EG- Frm -0.01 -0.10 0.01 - -0.10 - - - <E Frm 0.22 0.37 0.20 - -0.37 - - - EG+• Frm 0.01 0.10 -0.01 - 0.10 - - - EB> Brc - -0.02 - 0.43 - - - <EB Brc - 0.01 - 0:61 -0.42 - - - WBl> Brc -0.01 -0.03 0.01 - 0.79 - - - WP Frm 0.47 -0.78 -0.47 - -0.78 - - - <WB1 Brc 0.01 0.03 -0.01 1.13 -0.78 - - - WB2> Brc -0.01 -0.03 0.01 - 0.79 - - - <WB2 Brc 0.01 0.03 -0.01 1.13 -0.78 - - - X -Loc 0/0/0 12/0/0 Grid - Grid2 2 -B 2 -A Ld Description Hx Vy Hx Hz V Cs (application factor not shown k k k 1 D + CG + L 0.18 1.69 -0.18 - 1.69 - - - 2 D +CG +S 0.21 2.00 -0.21 - 2.00 - - - 3 D+ WI> -0.95 -1.62 -0.86 - 0.54 - - - 4 D + <W1 0.86 0.54 0.95 - -1.62 - - - 5 D +W2> -1.16 -1.33 -0.65 - 0.83 - - - 6 D + <W2 0.65 0.83 1.16 - -1.33 - - - 7 D+ Wl> -0.95 -1.74 -0.85 - 0.42 - - - VPC File: CA0500138- 01OEI.vpc VPC Version :5.2a z W �U U O N 0: W = N LL W O; U- N CI H W Z F- 1-- O zr IM W U U +O N( W W; LL 1-1. O 111 Z U =' O Z Date: 2/8/2005 CA05 00138 Time: 5:33:26 PM Page: 19 of 52 1 8 D + <W 1 0.85 0.42 0.95 - -1.74 - - - 9 D + W2> -1.17 -1.45 -0.64 - 0.71 - - - 10 D + <W2 0.64 0.71 1.17 - -1.45 - - - 1 I D + CG + L+ W 1> -0.58 -0.05 -0.77 - 1.57 - - - 12 D + CO + L + <W 1 0.77 1.57 0.58 - -0.05 - - - 13 D + CG + L + W2> -0.74 0.16 -0.61 - 1.78 - - - 14 D +CG +L + <W2 0.61 1.78 0.74 - 0.16 - - - 15 D + CO + S + W 1> -0.56 0.17 -0.80 - 1.79 - - - 16 D +CG +S + <W1 0.80 1.79 0.56 - 0.17 - - - 17 D + CG + S + W2> -0.72 0.39 -0.64 - 2.01 - - - 18 D +CG +S + <W2 0.64 2.01 0.72 - 0.39 - - - 19 D + CG + E> + EG- -0.19 -0.02 -0.23 - 0.71 - - - 20 D + CG + <E+ EG- 0.24 0.71 0.18 - -0.02 - - - 21 D + CG + S + E> + EG+ -0.12 0.62 -0.30 - 1.35 - - - 22 D + CG + S + <E + EG+ 0.31 1.35 0.11 - 0.62 - - - 29 D + CG + E> + EG- + EB> -0.04 0.22 -0.09 - 0.88 - - - 30 D + CG + <E + EG- + EB> 0.09 0.44 0.03 - 0.66 - - - 31 D +CG+S +E>+EG++EB> 0.03 0.86 -0.16 - 1.52 - - - 32 D+CGFS+<E +EG++EB> 0.16 1.08 -0.04 - 1.30 - - - 35 D + CG + E> + EG- + <EB -0.04 0.25 -0.09 0.61 0.03 - - - 36 D + CG + <E + EG- + <EB 0.09 0.47 0.03 0.61 -0.19 - - - 37 D +CGt-S +E>+EG►+<EB 0.03 0.89 -0.16 0.61 0.68 - - - 38 D +CG +S+<E +EG++<EB 0.16 1.11 -0.04 0.61 0.46 - - - 41 D+ Wl >+ WBI> -0.71 -1.16 -0.64 - 1.07 - - - 42 D + <Wl + WBI> 0.64 0.46 0.71 - -0.55 - - - 43 D + WP + WBI> 0.48 -0.51 -0.48 - 0.31 - - - 44 D +W1 > +WBI> -0.72 -1.29 -0.63 - 0.95 - - - 45 D + <W 1 + WBI> 0.63 0.33 0.72 - -0.67 - - - 46 D + WP + WBI> 0.47 -0.63 -0.47 - 0.19 - - - 47 D +CG +L +W1 > +WBI> -0.41 0.29 -0.61 - 1.97 - - - 48 D +CG +L + <W1 +WBI> 0.61 1.50 0.41 - 0.75 - - - 49 D + CG + L+ WP + WBI> 0.48 0.78 -0.48 - 1.40 - - - 50 D +CG +S +W1 > +WBI> -0.38 0.51 -0.64 - 2.19 - - - 51 D +CG +S + <W1 +WBI> 0.64 1.73 0.38 - 0.98 - - - 52 D +CG +S +WP +WBI> 0.51 1.01 -0.51 - 1.62 - - - 53 D +Wl > + <WB1 -0.69 -1.12 -0.66 0.85 -0.10 - - - 54 D + <Wl + <WB1 0.66 0.50 0.69 0.85 -1.72 - - • - 55 D +WP + <WB1 0.50 -OA5 -0.50 1.13 -1.25 - - - 56 D+ Wl > + <WBI -0.70 -1.24 -0.65 0.85 -0.22 - - - 57 D + <Wl + <WB1 0.65 0.38 0.70 0.85 -1.84 - - - 58 D +WP + <WB1 0.49 -0.57 -0.49 1.13 -1.37 - - - 59 D +CG +L +WI > + <WB1 -0.39 0.32 -0.63 0.63 1.09 - - - 60 D +CG +L + <Wl + <WB1 0.63 1.54 0.39 0.63 -0.13 - - - 61 D + CG + L + WP + <WB 1 0.50 0.83 -0.50 0.85 0.22 - - - 62 D +CG +S +WI > +<WB1 -0.37 0.55 -0.65 0.63 1.31 - - - 63 D+ CG + S + <W l + <WB 1 0.65 1.76 0.37 0.63 0.10 - - - 64 D + CG + S + WP + <WB 1 0.53 1.05 -0.53 0.85 0.45 - - - 65 D 4- W2 >+ WB2> -0.88 -0.95 -0.48 1.29 - - - 66 D + <W2 + WB2> 0.48 0.68 0.88 -0.33 - - - 67 D + WP + WB2> 0.48 -0.51 -0.48 - 0.31 - - - 68 D + W2> + WB?> -0.89 -1.07 -0.47 - 1.17 - - - 69 D + <W2 + WB2> 0.47 0.55 0.89 -0.45 - - - 70 D + WP + WB2> . 0.47 -0.63 -0.47 - OA9 - - - 71 D +CG +L +W2 > +WB2> -0.53 0.45 -0.49 - 2.13 i - - - 72 D + CG + L + <W2 + WB2> 0.49 1.67 0.53 - 0.91 - - - 73 D + CG + L + WP + WB2> 0.48 0.78 -0.48 - 1.40 - - - 74 D + CG + S + W2> + WB2> -0.50 0.68 -0.51 - 2.35 - - - 75 D + CG + S + <W2 + WB2> 0.51 1.89 0.50 - 1.14 - - - 76 D +CG +S +WP +WB2> 0.51 1.01 -0.51 - 1.62 - - - 77 D + W2> + <WB2 -0.86 -0.90 -0.50 0.85 0.12 - - - 78 D + <W2 + <WB2 0.50 0.72 0.86 0.85 -1.50 - - - 79 D + WP + <WB2 0.50 -0.45 -0.50 1.13 -1.25 - - - 80 D + W2> + <WB2 -0.86 -1.02 -0.49 0.85 -0.01 - - - 81 D + <W2 + <WB2 0.49 0.60 0.86 0.85 -1.63 - - - 82 D + WP + <WB2 0.49 -0.57 -0.49 1.13 -1.37 - - - 83 D + CG + L + W2> + <WB2 -0.51 0.49 -0.50 0.63 1.25 - - - 84 D + CG + L + <W2 + <WB2 0.50 1.70 0.51 0.63 0.03 - - - 85 D + CG + L + WP + <WB2 0.50 0.83 -0.50 0.85 0.22 - - - 86 D + CG + S + W2> + <W B2 -0.49 0.71 -0.53 0.63 1.47 - - - VPC File:CA0500138- OIOEl.vpc VPC Version :5.2a Z D UO. N � W =` N O LL ,W J LL Q' CO = W H = Z_� F- O Z 1-- W LIJ U0 O� WW Z LiJ CO O Z. , Date: 2 /8/2005 CA05 00138 Time: 5:33:26 PM Page: 20 of 52 188 871 D + CG + S + WP + <WB2 I 0.53 I 1.05 , 0 53 I 0. 1 0.26 0.45 Marimnm Ra —finne Cnmmnr - Fromina X -Loc Grid Hrz left Load Hrz Right Load Hrz In I Load Hrz Out Load Uplift Load Vrt Down Load Mom ew Load Mom ccw Load ( -Hx) Case (Hx) Case ( -Hz) Case (Hz) Case ( -Vy) Case (Vy) Case ( -Mzz) Case (Mzz) Case k in -k in -k 0/0/0 2 -13 1.17 9 0.86 4 - - - - 1.74 7 2.01 18 - - - - 1210/0 2 -A 0.86 3 1.17 10 - - 1.13 79 1.84 57 2.35 74 - - - - s i VPC File: CA0500138- 01OEl.vpc VPC Version :5.2a IL Date: 2/8/2005 CA05 00138 Time: 5:33:26 PM Page: 21 of 52 f..r :..'f'.C: . a' ."P.'F"Yl'Y'^5'C':!'rf.'H`C't'� r...�'+ �7s y fir, .Y,'f: .^. t,^CgRM, SI% >.S.'. ^ ,�'h - r:F•:a"" '•'-y.L.w MITT.: •`'�i�Pw,ti� �7:Y'}r J «:Z.... ; ��...,i •7C'"` : i�f m fBra��m St�mmar s.�Gw Y;�� I '3, i'xvNl t � � i�; .`- • l�' a : _.,..+ 3 1 � � � X t; YY l } „a x _ F. r': z�: �; 1: 3:"..�i MivY. J 7 �i .ar . ✓w f .! _k r3kA....�bf .. n.11y. .ij' »� .AV L'f ...k 1 fkY...K ..Clr 1 }..� DESCRIPTION: Diagonal Roof Bracing is typically used by VP Buildings to resist lateral wind loads and seismic forces acting perpendicular to the rigid frames. This Diagonal "X "- Bracing transmits the applied loads throughout the roof planes, delivering them to vertical bracing systems, and eventually into the foundation. Vertical Bracing systems are typically diagonal "X "- Bracing similar to roof plane bracing, although may also utilize vertical diaphragms, moment- resisting frames, concentric braced frames utilizing tension /compression members or tension only members, or other types of bracing systems, as permitted by Specifications. ANALYSIS: VP Buildings Diagonal Bracing is analyzed by the Stiffness Method for the applied wind loads and seismic loads acting on the structure. All diagonal members are assumed to be considered to have pinned connections, while moment frames are typically assumed to be AISC Type 1 Construction (rigid frames). with pinned base connections. DESIGN: Diagonal Bracing is designed for axial forces, using the prevailing AISC Allowable forces acting on the Net Area of each member. Moment frames are also designed in accordance with AISC allowed working stresses. MATERIAL: Typical Rod Bracing used by VP Buildings is 65 ksi Structural Steel. Angle bracing is typically 50 ksi steel, tube bracing is 46 ksi, and moment frames are typically designed and constructed from 50 ksi steel. Shape: NW Container Loads and Codes - Shape: NW Container City: Seattle County: King State: Washington Building Code: 2003 International Building Code Built Up: 89AISC Building Use: Standard Occupancy Structure Cold Form: 96AISI Dead and Collateral Loads Collateral Gravity:3.00 psf Roof Covering+ Second. Dead Load: 2.52 psf Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):3.00 psf Wind Load Wind Speed: 85.00 mph Wind Exposure (Factor): C (0.849) Parts Wind Exposure Factor: 0.849 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Topographic Factor: 1.0000 Base Elevation: 0/0/0 Primary Zone Strip Width: 6/0/0 Parts / Portions Zone Strip Width: 3/0/0 Basic Wind Pressure: 13.35 psf Snow Load Ground Snow Load: '25.00 psf Roof Snow Load: 25.00 psf Design Snow (Sloped): 25.00 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: 0.00 Seismic Snow Load: 0.00 psf Unobstructed, Slippery Roof Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels Country: United States Rainfall: 4.00 in per hour Allow. Overstress: Frm: 1.03, Sec: 1.03, Brc: 1.03 Live Load Live Load: 20.00 psf Reducible LL for Below Eave Canopy:N /A Seismic Load Mapped Spectral Response - Ss: 143.00 %g Mapped Spectral Response - S 1:49.00 %g Seismic Hazard / Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance / Design Category: D Framing Seismic Period: 0.2044 Bracing Seismic Period: 0.1289 Framing R- Factor: 3.5000 Bracing R- Factor: 3.5000 Soil Profile Type: Stiff soil (D, 4) Frame Redundancy Factor: 1.0000 Brace Redundancy Factor:1.0000 Frame Seismic Factor (Cs): 0.2724 Brace Seismic Factor (Cs): 0.2724 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. No. Origin Factor Application Description I System 1.275 1.0 E> E> 2 System 1.275 1.0 <E <13 3 System 1.000 1.0 W 1> Wl> 4 System 1.000 1.0 <W 1 <WI 5 System 1.000 1.0 W2> W2> 6 System 1.000 1 1.0 <W2 <W2 VPC File: CA0500138 01OEl.vpc VPC Version :5.2a Z Z � W� U t co UJ to U- W O U - c o W Z �.. H O. W ~ O �. o �. W UJ U. WN P X. O ~' Z Date: 2 /8/2005 I - CA05 00138 Time: 5:33:26 PM Page: 22 of 52 , j Diagonal Bracing Member Design Summa : Roof A I - i Mem. Bracing Length Angle I Design I Seismic Stress Stress I Governing Design Comment No. Shape w eb direct shear OK, web punching shear OK, tensile fracture of web OK => passed Axial Factor Factor Ratio Load Case Status 1 R0.375 19.10 21.3 -0.6 1.000 1.000 0.204 LOW1> passed 2 R 0.375 19.1 21.3 -0.6 1.000 1.000 0.204 1.0 <W2 passed Mem. End Diagonal Connection Design Information 1 Left Slot: design angle = 15.6 deg, web thk =1/8 in., F = 0.60k, E factor= 1.000, stress increase = 1.000, slot offset = 2 in., web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK => passed Right Slot: design angle =15.6 deg, web thk =1/8 in., F = 0.60k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web /flange weld OK, w eb direct shear OK, web punching shear OK, tensile fracture of web OK => passed 2 Left Slot: design angle =15.6 deg, web thk =1/8 in., F = 0.60k, E factor= 1.000, stress increase = 1.000, slot offset = 2 in., web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK => passed Right Slot: design angle =15.6 deg, web thk =1/8 in., F = 0.60k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web /flange weld OK, [w eb direct shear OK, web punching shear OK, tensile fracture of web OK => passed VPC File: CA0500138- 01OELvpc VPC Version :5.2a Date: 2/8/2005 CA05 00138 Time: 5:33:26 PM Page: 23 of 52 l i' i Din onal Bracing Member Design Summar : Roof Mem. Bracing Length Angle Design Seismic Stress Stress I Governing Design Comment No. Shape ft Axial Factor Factor Ratio Load Case Status 1 R0.375 1 19.1 21.3 -0.60 1.000 1.000 0.204 LOW1> passed 2 R0.375 19.1 21.3 -0.6 1.000 1.000 0.204 1.0<W2 passed Mem. End Diagonal Connection Desi Information 1 Left Slot: design angle =15.6 deg, web thk =1/8 in., F = 0.60k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web /flange weld OK, eb direct shear OK, web punching shear OK, tensile fracture of web OK => passed Right Slot: design angle =15.6 deg, web thk =1 /8 in., F = 0.60k, E factor= 1.000, stress increase = 1.000, slot offset = 2 in., web /flange weld OK, eb direct shear OK, web punching shear OK, tensile fracture of web OK => passed 2 Left Slot: design angle = 15.6 deg, web thk = 1/8 in., F = 0.60k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web /flange weld OK, eb direct shear OK, web punching shear OK, tensile fracture of web OK => passed Right Slot: design angle =15.6 deg, web thk =1 /8 in., F = 0.60k, E factor= 1.000, stress increase = 1.000, slot offset = 2 in., web /flange weld OK, eb direct shear OK, web punching shear OK, tensile fracture of web OK => passed VPC File :CA0500138- OIOEI.vpc VPC Version :5.2a B Z Z LU QQ �, J U: U O' N 0 U W; W =. CO W; WQ } - CO W j: = C% H = • f.- O Z H- LU U U : O N' 0 E-; .W W' H U; IL W to , F- H Z Date: 2 /8/2005 CA05 00138 Time: 5:33 :26 PM Page: 24 of 52 Diagonal Bracing Member Desi n Summar : Sidewall 2 Mem. Bracing Length Angle Design I Seismic Stress I Stress I Governing Design I Comment No. Shape ft eb direct shear OK, web punching shear OK, tensile fracture of web OK => passed Axial k I Factor 'Factor Ratio Load Case Status 1 R 0.375 1 21.6 33.7 -1.3 1.000 1.000 0.465 1.0 <W2 passed 2 R0.375 21.6 33.7 -1.3 1.000 1.000 0.465 LOW1> passed Mem. End I Diagonal Co nnection Design Information 1 Left Slot: design angle = 29.8 deg, web thk = 1/8 in., F = 1.36k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web /flange weld OK, eb direct shear OK, web punching shear OK, tensile fracture of web Ole => passed Right Slot: design angle = 29.8 deg, web thk = 118 in., F = 1.36k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web /flange weld OK, eb direct shear OK, web punching shear OK, tensile fracture of web OK => passed 2 Left design angle = 29.8 deg, web thk =1/8 in., F = 1.36k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web /flange weld OK, [Iot: direct shear OK, web punching shear OK, tensile fracture of web OK => passed Right : design angle = 29.8 deg, web thk = 1/8 in., F = 1.36k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web /flange weld OK, direct shear OK, web punching shear OK, tensile fracture of web OK => passed VPC File: CA0500138- 01OEl.vpc VPC Version :5.2a r z ' Z' 13: W J U: U O U W; W = J J: W Q: co F=— W . z �.. �O z F— f ; 0 0 O F- 2V — Oi 111 Z, U N H � O z Date: 2/8/2005 CAO5 00138 Time: 5:33:26 PM Page: 25 of 52 VPC File:CA0500138- 010EI.vpc VPC Version :5.2a r Date: 2/8/2005 CA 05 00138 Time: 5:33:26 PM Page: 26 of 52 y"TT; ':"S""i "- ;i�" �7 "�. C','t. ^X!"naS'l; y'.'!?P". :.>=:9 ••! ;?;a�{Y :'r•�M..7 -nre� ..s.:etli a;a�'°%:i nr; : - ;; .,^sF r,�. 5 . .�. , eta �. . .�. .?%x, a �.�_vr- c.• .;rrr<tC. Y. ��w mmary�Re ortw- 1;�. t. , ,� ,;•x,�• t,��r, �; 7 r �.,ri r'• cV i��.M'a�� ? { •i ±'.!'.��wf;; , �. �vM \1�; Fw�y�L{ er; r�:± � !'1`i,, ^:'..i`i�,tr >f;.•7'�'L,, d, r+�Y; =<�r�e p ,• t��l. �.. ��....: i. r.... v.: �L, �:: u.. r.... n<r._.ti..�r�c.�..��,�,..3....k. ,, tr. w._ Y» i...« s �.. l... t. r:. il.:. �t�:»: �n, i.., l.;.: f:,_; 5:,..,. i,,. �:...F ..............el;�.'cu�.Y Loads and Codes - Shape: NW Container City: Seattle County: King State: Washington Country: United States Building Code: 2003 International Building Code Built Up: 89AISC Rainfall: 4.00 in per hour Building Use: Standard Occupancy Structure Cold Form: 96AISI Allow. Overstress: Frm: 1.03, Sec: 1.03, Brc: 1.03 Dead and Collateral Loads Live Load Collateral Gravity:3.00 psf Roof Covering + Second. Dead Load: 2.52 psf Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):3.00 psf LL for Below Eave Canopy:N /A Wind Load Wind Speed: 85.00 mph Wind Exposure (Factor): C (0.849) Parts Wind Exposure Factor: 0.849 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Topographic Factor: 1.0000 Base Elevation: 0/0/0 Primary Zone Strip Width: 6/0/0 Parts / Portions Zone Strip Width: 3/0/0 Basic Wind Pressure: 13.35 psf Snow Load Ground Snow Load: 25.00 psf Roof Snow Load: 25.00 psf Design Snow (Sloped): 25.00 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: 0.00 Seismic Snow Load: 0.00 psf Unobstructed, Slippery Roof Seismic Load Mapped Spectral Response - Ss:143.00 %g Mapped Spectral Response - SI A9.00 %g Seismic Hazard / Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance / Design Category: D Framing Seismic Period: 0.2044 Bracing Seismic Period: 0.1289 Framing R- Factor: 3.5000 Bracing R- Factor: 3.5000 Soil Profile Type: Stiff soil (D, 4) Frame Redundancy Factor:1.0000 Brace Redundancy Factor:1.0000 Frame Seismic Factor (Cs): 0.2724 Brace Seismic Factor (Cs): 0.2724 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 - Purlin No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L D + CG + L 2 System 1.000 1.0 D+ 1.0 CG+ 1.0 ASL^ D +CG +ASL^ 3 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL 4 System 1.000 1.0 D + 1.0 CG + 1.0 S D + CG + S 5 System 1.000 1.0 D + 1.0 W 1> D + W 1> 6 System 1.000 1.0 D + 1.0 <W2 D + <W2 7 System 1.000 1.0 D + 1.0 WP D + WP 8 System 1.000 1.0D +I.0CG +0.750L +0.750WI> D +CG +L +WI> 9 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W2 D + CG + L + <W2 10 System 1.000 1.0 D + 1.0 CG + 0.750 L+ 0.750 WP D + CG + L+ WP I 1 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W 1> D + CG + S + W 1> 12 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 D + CG + S + <W2 13 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WP D + CG + S + WP 14 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 1.0 EB> + 1.0 EG+ D + CG + S + EB> + EG+ 15 System Derived 1.275 0.900 D + 0.900 CG + 1.0 EB> + 1.0 EG- D + CG + EB> + EG- 16 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 1.0 <tB + 1.0 EG+ D + CG + S + <EB + EG+ 17 System Derived 1.275 0.900 D + 0.900 CG + 1.0 <EB + 1.0 E_G- D + CG + <EB + EG- 18 System Derived 1.000 1.0 D + 1.0 WP + 1.0 WB 1> D + WP + WB I> 19 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L+ 0.750 WP +.0.750 WB1> D + CG + L+ WP + WBl> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WP + 0.750 WBl> + CG + S + WP + WB 1> 21 System Derived 1.000 1.0 D + 1.0 WP + 1.0 <WBI D + WP + <WB1 22 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WP + 0.750 <WB 1 D + CG + L + WP + <WB I 23 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WP + 0.750 <WB 1 + CG + S + WP + <WB I 24 System Derived 1.000 1.0 D + 1.0 WP + 1.0 WB2> D + WP + WB2> 25 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L+ 0.750 WP + 0.750 WB2> D + CG + L + WP + WB2> 26 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WP + 0.750 WB2> D + CG + S + WP + WB2> 27 System Derived 1.000 1.0 D + 1.0 WP + 1.0 <WB2 D + WP + <WB2 28 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WP + 0.750 <WB2 D + CG + L + WP + <WB2 29 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WP + 0.750 <WB2 D + CG + S + WP + <WB2 Design Lnnd Cnmhinatinns - Girt No. Origin Factor Application Description 1 System 1.000 11.0 WI> W1> 2 System 1.000 11.0 <W2 <W2 3 System 1.000 11.0 W3> W3> VPC File:CA0500138 0I0EI.vpc VPC Version :5.2a Z = Z �W W� J U UO CO o: W= N U. W O LL J, CO) � = CY W Z� H O Z 1•- �f U� O N 3 F- =U lr - -O Ill Z U_N H X. O Z Date: 2 /8/2005 CA 05 00138 Time: 5:33:26 PM Page: 27 of 52 Deflection i nad Cnmhinntinne - Purlin No. Origin Factor Deflection Application Description 1 2 System System 1.000 1.000 150 150 1.0 L 1.0 S L i s Deflection Load Cnmhinatinne - Girt No. Ori in Factor Deflection Application Description 1 System 1.000 90 0.700 Wl> 1> 2 System 1.000 90 .700 <W2 W2 3 System 1.000 90 0.700 W3> W3> I VPC File:CA0500138- OIOEI.vpc VPC Version :5.2a e a _ Date: 2/8/2005 s CA05 00138 Time: 5:33:26 PM ' Page: 28 of 52 Wall: 1 Dimension Key 1 W -0" 2 T -5 1/4" Maximum Secondary Designs for Shane NW Cnntainer nn Side t Des Id Len (ft) Description Design Status Detail Lap in. Exterior I Interior Exterior % Bnd % Shr % Cmb % We Ld Cs Lap I (in.) 1 % Bnd % Shr % Cmb 10,2910.00 % We L.d Cs % Bnd % Shr % Cmb % We Ld Cs Lap in. 1,1 12.001 8.500.059 Z Sim I Yes 0 0.29 0.00 1 1 VPC File:CA0500138- 0I0EI.vpc VPC Version :5.2a Date: 2/8/2005 CA 05 00138 Time: 5:33:26 PM Page: 29 of 52 1 2,1 1 12.00 8.500.059 Z Sim Yes 0 1 10.32 10.00 10.32 10.00 1 1 1 1 1 1 1 1 z . Maximum Seconda Deflections for Shape NW Container on Side 1 Design Id Segment Deflection in. Ratio Location ft Load Case Description 1 2 1 1 0.07 0.08 ( U2103 ) (IJ1886) 6.00 6.00 1 1 Wi> WI> VPC File:CA0500138-OIOEI,vpc VPC Version :5.2a Y Date: 2/8/2005 CA05 00138 Time: 5:33:26 PM Page: 30 of 52 Wall: 2 j Dimension Key 1 1' -0" . 2 4' -0" 3 .3' -51 /4" 4 4' -6 3/4" Maximum Secondary Designs for Sha a NW Container on Side 2 Des Id Len ft Description Design Status Detail Lap in. Extd for Interior Exterior % Bnd I % Shr I % Cm 1 % We Ld Cs Lap in. ;Bnd ghn b % We Ld Cs % Bnd % Shr % Cmb % We Ld Cs Lap in. 1,1 18.0 8.50x0.059 Z Sim Yes 0 4 4 0.00 1 Maximum Seconda Deflections for Shape NW Container on Side 2 ` Design Id Segment Deflection in. Ratio Location ft Load Case 1 1 0.34 U634 9.00 1 i i i I VPC File: CA0500138- 01OELvpc VPC Version :5.2a i Date: 2/8/2005 ` CA05 00138 Time: 5:33:26 PM Page: 31 of 52 Wall: 3 Dimension Key 1 4 - 0 " 2 Y -51 /4" Des Id Len ft) Description Design Status Detail Lap in. Exterior Interior Exterior % Bnd % Shr % Cmb % We Ld Cs Lap in. % Bnd % Shr % Cmb % We Ld Cs % Bnd % Shr % Cmb % We Ld Cs Lap (in.) 1,1 12.Oq 8.500.059 Z Sim — Ye — S — F - 0 -- f 0.29 0.00 0.29 0.00 ] VPC File:CA0500138- 010El.vpc VPC Version :5.2a Date: 2 /8/2005 CA 05 00138 Time: 5:33:26 PM Page: 32 of 52 12,1 1 12.001 8.50x0.059 Z Sim I Yes 1 0 1 I I I I I 10.32 0.00 0.32 0.00 1 1 Maximum Rrcnndary lleftnctinne fnr Rhnne NW Cnntainnr nn Ridr 3 Desi 1d Se ent Deflection in. Ratio Location ft Load Case Desc ription 1 2 1 1 0.07 0.08 ( U2103) U1886 6.00 6.00 1 1 Wl> Wl> VPC File :CA0500138- OIOEl.vpc VPC Version :5.2a 1 I A7 - Date: 2/8/2005 CA05 00138 Time: 5:33:26 PM J Page: 33 of 52 Wall: 4 ;1 i Dimension Key i 1 1'-0„ 2 4' -0" 3 3' -5 1/4" 4 3'-6 3/4" 5 2'-6" i 6 3'41/4" 7 1'-13/4" 8 3' -0 Mori.....m Re..n..dew ilncinnc fn.• Qh- NW f nntoinn.• nn Ride d Des Len Description Design Detail Lap Exterior Interior Exterior % % % % Ld Lpp % % % % Ld % % 1 % % Ld Lap Id ft Status in. Bnd Shr Cmb W Cs in. Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs in. 11 7.44 8.50x0.059 C Sim Yes 0 0.06 0.02 0.06 0.00 1 2,1 7.44 8.500.059 C Sim Yes 0 0.05 0.01 0.05 0.00 1 3,1 11.0 8.50x0.059 C Sim Yes 0 0.31 0.00 0.31 0.00 1 4,1 11.00 8.500.059 C Sim Yes 0 0.26 0.00 0.26 0.00 1 5,1 1.50 8.500.059 Z Sim Yes 0 0.01 0.00 0.01 0.00 1 6,1 1.15 8.500.059 Z Sim Yes 0 0.00 0.00 0.00 0.00 1 7,1 2.00 8.504.059 Z Sim Yes 0 0.01 0.00 0.01 0.00 1 8,1 3.35 8.500.059 WD Sim Yes 0 0.00 0.00 0.00 0.00 1 9,1 6.00 8.500.059 Z Sim Yes 0 0.09 0.00 0.09 0.00 1 10,1 10.00 8.500.059 C Sim Yes 0 0.02 0.00 0.02 0.00 1 11,1 18.00 8.500.059 Z Sim Yes 0 0.93 0.19 0.93 0.001 1 Maximum Secondary Deflections for Shape NW Container on Side 4 VPC File:CA0500138- OIOEI.vpc VPC Version :5.2a Z iH Z W W� J U 0 0, N 0: U) =; J � N LL W 0 U- Q CO �_ z� i- O z 2 5' ON C) w w O w z , U N ;. O , Z r ? � CA05 00138 Date: 2/8/2005 Time: 5:33:26 PM Page: 34 of 52 Design Id Segment Deflection in. Ratio Location ft Load Case Description 1 1 - - - - - 2 1 - - - - - 3 1 0.09 (U1419) 5.50 1 W1> 4 1 0.08 (U1675) 5.50 1 Wl> 5 1 - - - - - 6 1 - - - - - 7 1 - - - - - 8 1 - - - - - 9 1 - - - - - 10 1 - - - - - 11 1 0.46. U472 8.50 1 1 1 W1> i VPC File: CA0500138 -01 OEl.vpc VPC Version :5.2a i i Date: 2/8/2005 CA05 00138 Time: 5:33:26 PM lam Page: 35 of 52 Roof: A L� v� Maximum Secondary Deflections for Shape NW Container on Side A Des Len Description Design Lap Exterior Maximum Secondary Designs for Sha a NW Container on Side A 1 1 -0.61 -0.42 % % Ld Lap Detail % % % Ld % % % % Ld Lap Id ft Status in. Bnd Shr Cmb W Cs Maximum Secondary Deflections for Shape NW Container on Side A Des Len Description Design Lap Exterior Interior Exterior 1 1 -0.61 -0.42 % % Ld Lap % % % % Ld % % % % Ld Lap Id ft Status in. Bnd Shr Cmb W Cs in. Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs in. 1,1 20.0 8.50x0.082 Z Sim Yes 0 0.02 0.02 0.66 0.82 12 2,1 20.0 8.50x0.073 EZ Sim Yes 0 0.01 0.16 0.73 0.91 12 Design Id Segment Deflection in. Ratio Location ft Load Case Description 1 2 1 1 -0.61 -0.42 ( U353) U520 10.00 10.00 2 2 S S VPC File:CA0500138- 0I0EI.vpc VPC Version :5.2a Z Z ' S � i `U O. ,N p LU U) LL' W O LL Q. N d LU H O� Z'H', U N O O F—, W W LL �' - O:. llt Z ' _, O Z Date: 2/8/2005 CA 05 00138 Time: 5:33:26 PM Page: 36 of 52 Roof: B i i { Maximum Secondary Desions far Shanp NW C'nntainer no Side R Des Len Description Design Detail Lap Exterior interior Exterior % % % % U Lap % % % % Jul % % % % Ld Lap Id fl _ Status in. Bnd Shr Cmb We Cs in. Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs in. 1,1 20.0 8.50x0.082 Z Sim Yes 0 0.02 0.02 0.66 0.82 12 2,1 20.00 8.50x0.073 EZ Sim Yes 0 0.01 0.16 0.73 0.91 12 Maximum Secondary Deflections for Shape NW Container on Side B Desi Id Se Location ft Load Case Description 1 2 1 1 -0.61 -0.42 (U353) U520 10.00 10.00 2 2 S S B 0.23 Purlin Anchorage Forces Deflection in. Ratio Location ft Load Case Description 1 2 1 1 -0.61 -0.42 (U353) U520 10.00 10.00 2 2 S S Purlin Anchorage Forces VPC File :CA0500138- 010El.vpc VPC Version :5.2a Sha a Force Resistance k Numb. Purlins Roof An ie itch A 0.23 0.62 2 4.764 ( 1.000:12) B 0.23 0.62 2 4.764 1.000:1 vi µ.:� .� _ x �..� „ .. K VPC File :CA0500138- 010El.vpc VPC Version :5.2a a Z Z �W Q � J U; U O: to O' J = H N LL W O J LL Q. N Z Fr H O Z F- 1 0 W , O W' .O ►— `W W; I=- V LL � O: r Ll1.N U ,O .' Z 2 a Z Z �W Q � J U; U O: to O' J = H N LL W O J LL Q. N Z Fr H O Z F- 1 0 W , O W' .O ►— `W W; I=- V LL � O: r Ll1.N U ,O .' Z I 47- Date: 2/8/2005 CA 05 00138 Time: 5:33:26 PM }7 1 q Page: 37 of 52 "'7"&'F' T7!ZT2�� - '�!'xYyx!rry'w'�d;?�T+an• ; � nr. � � .', wi �1 :iy'xr�x';Ui+�'j�'�,L' ",;�, i.`;`��`^�+'1, '�F L`�s}�'`; "`',s:�'�`i� v r; ;•:5�. ��es;'�1s: ��' �� a � �t � w j ..� s .„� •.J.w'�i:. 1:,...r,.vslw a J�Y.� .'.vaM�t �' Y.: ^:��.� din ,,,r '." �: '� �`� i � «ct.. w �'. 4.. � {.:5��'�i;di:,y�. »tia2..t..urx� it1 ;AIIII A �d ) a Otats,i r . -,.: �G�cr.�,v� �:d�.a:c.`z��-'."r;�'.i:�L .,��$�S <,'��sn...�!.s 1«�•f, �� - � , s � ? ��k? ,K �i a.,�,. �.'i' i +, �'. `sl;-^f Loads and Codes - Shape: NW Container City: Seattle County: King State: Washington Country: United States Building Code: 2003 International Building Code Built Up: 89AISC Rainfall: 4.00 in per hour Building Use: Standard Occupancy Structure Cold Form: 96AISI Allow. Overstress: Frm: 1.03, Sec: 1.03, Brc: 1.03 Dead and Collateral Loads Live Load Collateral Gravity:3.00 psf Roof Covering + Second. Dead Load: 2.52 psf Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):3.00 psf LL for Below Eave Canopy:N /A Wind Load' Wind Speed: 85.00 mph Wind Exposure (Factor): C (0.849) Parts Wind Exposure Factor: 0.849 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Topographic Factor: 1.0000 Base Elevation: 0/0/0 'Primary Zone Strip Width: 61010 Parts / Portions Zone Strip Width: 3/0/0 Basic Wind Pressure: 13.35 psf Snow Load Ground Snow Load: 25.00 psf Roof Snow Load: 25.00 psf Design Snow (Sloped): 25:00 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: 0.00 Seismic Snow Load: 0.00 psf Unobstructed, Slippery Roof Seismic Load Mapped Spectral Response - Ss: 143.00 %g Mapped Spectral Response - S1:49.00 %g Seismic Hazard / Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance / Design Category: D Framing Seismic Period: 0.2044 Bracing Seismic Period: 0.1289 Framing R- Factor: 3.5000 Bracing R- Factor: 3.5000 Soil Profile Type: Stiff soil (D, 4) Frame Redundancy Factor:1.0000 Brace Redundancy Factor:1.0000 Frame Seismic Factor (Cs): 0.2724 Brace Seismic Factor (Cs): 0.2724 Deflection Conditions i Frames are vertically supporting:Metal Roof Purlins and Panels j Frames are laterally supporting:Metal Wall Girts and Panels j Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels { Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and ' . loading information for this specific building site. VPC File: CA0500138 -01 OEI.vpc VPC Version :5.2a Z W J 0; U O: N W W =; J N LL W O. J. a 2 C! W H =, Z F. 0; Z 1--. W 2:3 Wa H V', LL - O Z 2' Z 9 5 F Date: 2/8/2005 CAO5 00138 Time: 5 :33:26 PM Page: 38 of 52 Wall: 4, Frame at: 1/0/0 a Frame Cross Section: 1 M m LL LL VPC File: CA0500138 -01 OEI.vpc VPC Version :5.2a i ' Date: 2/8/2005 i i CA05 00138 Time: 5:33:26 PM Page: 39 of 52 Vert. Clearance at member 4(CX002): 10' -7 7/16" i Finished Floor Elevation= 100'-0" (Unless Noted Otherwise) VPC File: CA0500138- O10El.vpc VPC Version :5.2a l Z `V Oi Nei to W'. Lu .W p: J: LL Q� �—W Z F— 0 ,Z H; W W ,- U 0; p NE Z U N Z P K; LDiNGS CA05 00138 Date: 2/8/2005 Time: 5:33:26 PM Page: 40 of 52 Frame Location Design Parameters: 1 1/0/0 1 10/0/0 IRiaid Frame 1 90.0000 1 1 - I Automatic Design I DESCRIPTION: VP Buildings RIGID FRAMES (Type "RF ") are solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns. The frame provides a clear span (no interior columns) and is designed to support the applied loads as specified. (AISC Type I Construction) ANALYSIS: The boundary conditions established for RIGID FRAMES assume the rafter beam is a fully continuous member, spanning from building cave to building eave, with exterior columns rigidly attached (moment- resisting connection). The Exterior Columns are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN: RIGID FRAMES are designed in accordance with the AISC "Specification for Structural Steel Buildings ", 9th Edition. MATERIAL: Structural steel plate, bar, and/or sheet intended for use in RIGID FRAME bolted and/or welded constructions typically will be of material based on the requirements of ASTM A529, A572, A570, or A607, Grade 50. 1 System 1.000 1.0 D + 1.0 CG + 1.0 L D + CG + L 2 System 1.000 1.0 D + 1.0 CG + 1.0 S D + CG + S 3 System 1.000 1.0 D+ 1.0 Wl> D+ W1> 4 System 1.000 1.0 D + 1.0 <W 1 D + <W 1 5 System 1.000 1.0 D + 1.0 W2> D + W2> 6 System 1.000 1.0 D + 1.0 <W2 D + <W2 7 System 1.000 0.600 D + 1.0 W 1> D + W 1> 8 System 1.000 0.600 D + 1.0 <W 1 D + <W 1 9 System 1.000 0.600 D + 1.0 W2> D + W2> 10 System 1.000 0.600 D + 1.0 <W2 D + <W2 11 System 1.000 1.0D +I.0CG +0.750L +0.750WI> D +CG +L +W1> 12 System 1.000 1.0 D + 1.0 CG + 0.750 L+ 0.750 <W 1 D + CG + L + <W 1 13 System 1.000 1.0D +I.0CG +0.750L +0.750W2> D +CG +L +W2> 14 System 1.000 1.0 D + 1.0 CG + 0.750 L+ 0.750 <W2 D + CG + L + <W2 15 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W 1> D + CG + S + W 1> 16 System 1.000 1.0D +I.0CG +0.750S +0.750 <W1 D +CG +S + <Wl 17 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W2> D + CG + S + W2> 18 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 D + CG + S + <W2 19 System 1.275 0.900 D + 0.900 CG + 1.0 E> + 1.0 EG- D + CG + F> + EG- 20 System 1.275 0.900 D + 0.900 CG + 1.0 <E + 1.0 EG- D + CG + <E + EG- 21 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.0 F> + 1.0 EG+ D + CG + S + F> + EG+ 22 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.0 <E + 1.0 EG+ D + CG + S + <E + EG+ 23 Special 1.275 0.900 D + 0.900 CG + 2.500 E> D + CG + F> 24 Special 1.275 0.900 D + 0.900 CG + 2.500 <E D + CG + <E 25 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 F> D + CG + S + F> 26 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 <E D + CG + S + <E 27 AISC - Special 1.275 1.200 D + 1.200 CG + 0.200 S D + CG + S 28 AISC - Special 1.275 1.200 D + 1.200 CG + 0.200 S D + CG + S 29 System Derived 1.275 0.900 D + 0.900 CG + 0.300 F> +;•1.0 EG- + 1.0 EB> D + CG + F> + EG- + EB> 30 System Derived 1.275 0.900 D + 0.900 CG + 0.300 <E +` 1.0 EG- + 1.0 EB> D + CG + <E + EG- + EB> 31 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 6.300 E7 + 1.0 EG+ + 1.0 EB> D+CG +S +F>+EG++EB> 32 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.300 <E + 1.0 EG+ + 1.0 EB> D +CG+S+<E +EG++EB> 33 Special 1.275 0.900 D + 0.900 CG + 2.500 EB> W D + CG + EB> 34 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 EB> , D + CG + S + EB> 35 System Derived 1.275 0.900 D + 0.900 CG + 0.300 F> + 1.0 EG- + 1.0 <EB D + CG + F> + EG- + <EB 36 System Derived 1.275 0.900 D + 0.900 CG + 0.300 <E + 1.0 EG- + 1.0 <EB D + CG + <E + EG- + <EB 37 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.300 F> + 1.0 EG+ + 1.0 <EB D +CG +S +E>+EG++<EB 38 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.300 <E + 1.0 EG+ + 1.0 <EB D +CG+S+<E +EG++<EB 39 Special 1.275 0.900 D + 0.900 CG + 2.500 <EB D + CG + <EB 40 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 <EB D + CG + S + <EB 41 System Derived 1.000 1.0 D +0.750 W1> +0.750 WB1> D+ Wl >+ WBl> 42 System Derived 1.000 1.0 D + 0.750 <WI + 0.750 WB I> D + <W I + WB 1> 43 System Derived 1.000 1.0 D + 1.0 WP + 1.0 WB 1> D + WP + WB 1> 44 System Derived 1.000 0.600 D + 0.750 W 1> + 0.750 WB 1 > D + W 1 > + WB 1> 45 System Derived 1.000 0.600 D + 0.750 <W I + 0.750 WB 1 > D + <W I + WB 1> 46 System Derived 1.000 0.600 D+ 1.0 WP + 1.0 WB I> D + WP + WB1> 47 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.563 W 1 > + 0.563 WB 1> D + CG + L + W 1> + WB 1> 48 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.563 <W 1 + 0.563 WBI> D + CG + L + <W I + WB 1> 49 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L+ 0.750 WP + 0.750 WB 1> D + CG + L + WP + WB 1> VPC Fi1e :CA0500138- 0l0El.vpc VPC Version :5.2a .�......, .�_.. .�..•: .�..,........ :_... ...u.......:..,..:.... «.. ». .<.id.s.r. » >,y.. ��:;.- >:.tirn a.. re., Ni, u�sa :'�.utv..t„.iW.r>.:�i.,�T.:m w,Ki."}:. `.ais`J.. ^t:r •.<, bu'. e�C: 7Nreuytlrr sf�ev�: at+. irlai3nY�kY ?1Y.in•}7iRPxo.rsrr*s.�ews.. ..ti. Z iH- Z �W QQ J UO NO W =, J F- N 1L WO }} J U- 0 = F- W _ Z �.. F- O Z F- W UJ � Q O N: f] H =V - O - Z ' I11 H = O F Z t Date: 2/8/2005 CA05 00138 Time: 5:33:26 PM Page: 41 of 52 50 System Derived 1.000 1. 0D+ I.0CG +0.750S +0.563W1 > +0.563WB1> D +CG +S +W1 > +WB1> 51 System Derived 1.000 1.0 D + 1.0 CO + 0.750 S + 0.563 <W 1 + 0.563 WB 1> D + CG + S + <W 1 + WB 1> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WP + 0.750 WB 1 > D + CG + S + WP + WB 1> 53 System Derived 1.000 1.0 D + 0.750 W 1> + 0.750 <WB 1 D + W 1 > + <WB 1 54 System Derived 1.000 1.0 D + 0.750 <W 1 + 0.750 <WB 1 D + <W 1 + <WB 1 55 System Derived 1.000 1.0 D+ 1.0 WP + 1.0 <WB1 D + WP + <WBI 56 System Derived 1.000 0.600 D + 0.750 W 1> + 0.750 <WB 1 D + W 1> + <WB 1 57 System Derived 1.000 0.600 D + 0.750 <W 1 + 0.750 <WB 1 D + <W 1 + <WB 1 58 System Derived 1.000 0.600 D + 1.0 WP + 1.0 <WB1 D + WP + <WB1 59 System Derived 1.000 1.0D +I.0CG +0.750L +0.563W1> +0.563 <WB1 D +CG +L +WI > + <WB1 60 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L+ 0.563 <W1 + 0.563 <WB 1 D + CG + L + <W 1 + <WB 1 61 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WP + 0.750 <WB 1 D + CG + L + WP + <WB 1 62 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.563 W 1> + 0.563 <WB 1 D + CG + S + W 1> + <WB 1 63 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.563 <W 1.+ 0.563 <WB 1 D + CG + S + <W 1 + <WB 1 64 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WP + 0.750 <WB 1 D + CG + S + WP + <WB I 65 System Derived 1.000 1.0 D + 0.750 W2> + 0.750 WB2> D + W2> + W132> 66 System Derived 1.000 1.0 D + 0.750 <W2 + 0.750 WB2> D + <W2 + WB2> 67 System Derived 1.000 1.0 D + 1.0 WP + 1.0 WB2> D + WP + WB2> 68 System Derived 1.000 0.600 D + 0.750 W2> + 0.750 WB2> D + W2> + WB2> 69 System Derived 1.000 0.600 D + 0.750 <W2 + 0.750 WB2> D + <W2 + W132> 70 System Derived 1.000 0.600 D + 1.0 WP + 1.0 WB2> D + WP + WB2> 71 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.563 W2> + 0.563 WB2> D + CG + L + W2> + WB2> 72 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L+ 0.563 <W2 + 0.563 WB2> D + CG + L + <W2 + WB2> 73 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WP + 0.750 WB2> D + CG + L + WP + WB2> 74 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.563 W2> + 0.563 WB2> D + CG + S + W2> + WB2> 75 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.563 <W2 + 0.563 WB2> D + CG + S + <W2 + WB2> 76 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WP + 0.750 WB2> D + CG + S + WP + WB2> 77 System Derived 1.000 1.0 D + 0.750 W2> + 0.750 <WB2 D + W2> + <W132 78 System Derived 1.000 1.0 D + 0.750 <W2 + 0.750 <WB2 D + <W2 + <WB2 79 System Derived 1.000 1.0 D + 1.0 WP + 1.0 <WB2 D + WP + <WB2 80 System Derived 1.000 .600 D + 0.750 W2> + 0.750 <WB2 D + W2> + <WB2 81 System Derived 1.000 0.600 D + 0.750 <W2 + 0.750 <WB2 D + <W2 + <WB2 82 System Derived 1.000 0.600 D + 1.0 WP + 1.0 <WB2 D + WP + <WB2 83 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L+ 0.563 W2> + 0.563 <WB2 D + CG + L + W2> + <WB2 84 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L+ 0.563 <W2 + 0.563 <WB2 D + CG + L + <W2 + <WB2 85 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WP + 0.750 <WB2 D + CG + L + WP + <WB2 86 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.563 W2> + 0.563 <WB2 D + CG + S + W2> + <WB2 87 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.563 <W2 + 0.563 <WB2 D + CG + S + <W2 + <WB2 88 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WP + 0.750 <WB2 D + CG + S + WP + <WB2 Frame Member Sizes Mem. Fig Width Fig Thk Web Thk Depthl Depth2 Length Weight Fig Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft ) (p) (ksi ) (ksi ) R.I. R.2 1 5.00 0.1345 0.1345 12.00 12.00 11.29 126.2 50.00 50.00 BP KN 3P 2 5.00 0.1345 0.1345 9.00 9.00 6.02 66.2 50.00 50.00 KN SP 3P 3 5.00 0.1345 0.1345 9.00 9.00 6.02 66.2 50.00 50.00 SP KN 3P 4 5.00 0.1345 0.1345 12.00 12.00 11.29 126.2 50.00 50.00 BP KN 3P Total Frame Weight = 384.7 (p) (Includes all plates) Frame Pricing Weight = 437.8 (p) (Includes all pieces) Roundary Condition Summary Member X -Loc Y -Loc Su pp. X Su pp. Y Moment Displacement X in. Displacement Y(in. Displacement ZZ rad. 1 4 0/0/0 12/0/0 0/0/0 0/0/0 Yes Yes Yes Yes No No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 Frame Reactions - Load Cases at Frame Cross Section: 1 X -Luc 0/0/0 12/0/0 Gridl - Grd2 1 -B 1 -A Ld Descri bon V Hx Hz V Cs a lication factor not shown k k 1 D + CG + L rHx 1.69 -0.18 - 1.69 - 2 D + CG + S 2.00 -0.21 - 2.00 - 3 D + W 1> -1.62 -0.86 - 0.54 - - - 4 D + <W 1 . 0.54 0.95 - -1.62 - - - 5 D + W2> -1.16 -1.33 -0.65 - 0.83 - - - 6 D + <W2 0.65 0.83 1.16 - -1.33 - - - 7 D + W 1> -0.95 -1.74 -0.85 0.42 - - - 8 D + <W 1 0.85 0.42 0.95 - -1.74 - - - 9 D + W2> -1.17 -1.45 -0.64 - 0.71 - - - VPC Fi1e:CA0500138- OIOEI.vpc VPC Version :5.2a Z LZ Ll] � JU UO Cl) 0 W= J H CO LL W O LL Q CO) 0 Z �. �.. W H ZO W U j �0 U O � 0 iL W H LL O w Z U= Z CA 05 00138 10 D + <W2 0.64 0.71 1.17 - -1.45 11 D +CG +L +WI> -0.58 -0.05 -0.77 - 1.57 12 D + CG + L + <W 1 0.77 1.57 0.58 - -0.05 13 D + CG + L + W2> -0.74 0.16 -0.61 - 1.78 14 D +CG +L + <W2 0.61 1.78 0.74 - 0.16 15 D +CG +S +WI> -0.56 0.17 -0.80 - 1.79 16 D +CG +S + <W1 0.80 1.79 0.56 - 0.17 17 D +CG +S +W2> -0.72 0.39 -0.64 - 2.01 18 D + CG + S + <W2 0.64 2.01 0.72 - 0.39 19 D + CG + F> + EG- -0.19 -0.02 -0.23 - 0.71 20 D + CG + <E + EG- 0.24 0.71 0.18 - -0.02 21 D + CG + S + E> + EG+ -0.12 0.62 -0.30 - 1.35 22 D + CG + S + <E + EG+ 0.31 1.35 0.11 - 0.62 29 D + CG + E> + EG- + EB> -0.02 0.26 -0.10 -0.61 0.02 30 D + CG + <E + EG- + EB> 0.11 0.48 0.02 -0.61 -0.20 31 D+CG+S +F>+EG++EB> 0.05 0.90 -0.17 -0.61. 0.67 32 D+CG+S+<E +EG++EB> 0.17 1.12 -0.05 -0.61 0.45 35 D + CG + E> + EG- + <EB -0.04 0.22 -0.09 - 0.88 36 D + CG + <E + EG- + <EB 0.09 0.44 0.03 - 0.66 37 D+CG+S +E>+EG++<EB 0.03 0.86 -0.16 - 1.52 38 D+CG+S+<E +EG++<EB 0.16 1.08 -0.04 - 1.30 41 D +WI > +WB1> -0.69 -1.10 -0.67 -0.85 -0.11 42 D + <W l + WB1> 0.67 0.52 0.69 -0.85 -1.73 43 D + WP + WB1> 0.51 -0.43 -0.51 -1.13 -1.27 44 D + W 1> + WB I> -0.69 -1.23 -0.66 -0.85 -0.24 45 D + <W1 +WB1> 0.66 0.39 0.69 -0.85 -1.86 46 D +WP +WBI> 0.50 -0.55 -0.50 -1.13 -1.39 47 D +CG +L +WI > +WB1> -0.39 0.33 -0.63 -0.63 1.08 48 D +CG +L +<WI +WBI> 0.63 1.55 0.39 -0.63 -0.14 49 D +CG +L +WP +WBI> 0.51 0.84 -0.51 -0.85 0.21 50 D +CG +S +WI > +WBI> -0.36 0.56 -0.66 -0.63 1.30 51 D + CG + S + <W l + WB 1> 0.66 1.77 0.36 -0.63 0.09 52 D +CG +S +WP +WB1> 0.54 1.06 -0.54 -0.85 0.44 53 D +WI > + <WB1 -0.71 -1.16 -0.64 - 1.07 54 D + <Wl + <WB1 0.64 0.46 0.71 - -0.55 55 D +WP + <WBI 0.48 -0.51 -0.48 - 0.31 56 D + W l> + <WB I -0.72 -1.29 -0.63 - 0.95 57 D + <W l + <WB I 0.63 0.33 0.72 - -0.67 58 D + WP + <WB 1 0.47 -0.63 -0.47 - 0.19 59 D +CG +L +WI > + <WB1 -0.41 0.29 -0.61 - 1.97 60 D +CG +L + <Wl + <WB1 0.61 1.50 0.41 - 0.75 61 D +CG +L +WP + <WB1 0.48 0.78 -0.48 - 1.40 62 D +CG +S +WI > + <WB1 -0.38 0.51 -0.64 - 2.19 63 D +CG +S + <Wl + <WB1 0.64 1.73 0.38 - 0.98 64 D + CG + S + WP + <WBI' 0.51 1.01 -0.51 - 1.62 65 D + W2> + WB2> -0.85 -0.89 -0.51 -0.85 0.10 66 D + <W2 + WB2> 0.51 0.73 0.85 -0.85 -1.52 67 D + WP + W132> 0.51 -0.43 -0.51 -1.13 -1.27 68 D + W2> + WB2> -0.86 -1.01 -0.50 -0.85 -0.02 69 D + <W2 + WB2> 0.50 0.61 0.86 -0.85 -1.64 70 D + WP + WB2> 0.50 -0.55 -0.50 4.13 -1.39 71 D + CG + L + W2> + WB2> -0.5'1 0.50 -0.51 -0.63 1.24 72 D +CG +L + <W2 +WB2> 0.51 1.71 0.51 -0.63 0.02 73 D + CG + L + WP + WB2> 0.51 0.84 -0.51 -0.85 0.21 74 D + CG + S + W2> + WB2> -0.48 0.72 -0.53 -0.63 1.46 75 D + CG + S + <W2 + WB2> 0.53 1.94 0.48 -0.63 0.25 76 D + CG + S + WP + WB2> 0.54 1.06 -0.54 -0.85 0.44 77 D +W2 > + <WB2 -0.88 -0.95 -0.48 - 1.29 78 D + <W2 + <WB2 0.48 0.68 0.88 - -0.33 79 D + WP + <WB2 0.48 -0.51 -0.48 - 0.31 80 D +W2 >+ <WB2 -0.89 -1.07 -0.47 - 1.17 81 D + <W2 + <WB2 0.47 0.55 0.89 - -0.45 82 D + WP + <WB2 0.47 -0.63 -0.47 - 0.19 83 D + CG + L+ W2> + <WB2 -0.53 0.45 -0.49 - 2,13 84 D +CG +L + <W2+ <WB2 0.49 1.67 0.53 - 0.91 85 D + CG + L + WP + <W B2 0,48 0.78 -0.48 - 1.40 86 D + CG + S + W2> + <WB2 -0.50 0.68 -0.51 - 2.35 87 D +CG +S + <W2+ <WB2 0.51 1.89 0.50 - 1.14 88 D +CG +S +WP+ <WB2 0.51 1.01 -0.51 - 1.62 R Ti P: ite: 2/8/2005 me: 5:33:26 PM ige: 42 of 52 VPC File:CA0500138- 01OEl.vpc VPC Version :5.2a Z QQ W UO N a W =: J NO W LL 0. Z 1 2� D co `O F- W W. V; -0 ,Z W U_ vy Z Date: 2/8/2005 CADS 00138 Time: 5:33:26 PM Page: 43 of 52 Mnrimnm Renrtinnc Rummnry _ l rnmine X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom ew Load Mom cew Load S 0.00 ( -Hx) Case (Hx) Case ( -Hz) Case (Hz) Case ( -Vy) Case (Vy) Case ( -Mzz) Case (Mzz) Case 1.12 1.12 <W2 1.81 1.81 1.12 1.12 F> 0.42 0.42 k 0.00 EG- 0.00 in -k 0.20 in -k <E 0/0/0 1 -B 1.17 9 0.86 4 - - - - 1.74 7 2.01 18 - - - - 12/0/0 I -A 0.86 3 1.17 10 1.13 43 - - 1.86 45 2.35 86 - - - - Rum of Fnrees with Ranrtinnc rharlt _ Framino Load Type Horizontal Load Reaction Vertical Load Reaction k D 0.00 0.00 0.69 0.62 CG 0.00 0.00 0.36 0.36 L 0.00 0.00 2.41 2.41 S 0.00 0.00 3.01 3.01 WI> 1.81 1.81 1.70 1.70 <WI 1.81 1.81 1.70 1.70 W2> 1.81 1.81 1.12 1.12 <W2 1.81 1.81 1.12 1.12 F> 0.42 0.42 0.00 0.00 EG- 0.00 0.00 0.20 0.20 <E 0.42 0.42 0.00 0.00 EG+ 0.00 0.00 0.20 0.20 EB> 0.00 0.00 0.00 0.41 <EB 0.00 0.00 0.00 0.41 WB1> 0.00 0.00 0.00 0.75 WP 0.00 0.00 1.57 1.57 <WB1 0.00 0.00 0.00 0.75 WB2> 0.00 0.00 0.00 0.75 <WB2 0.00 0.00 0.00 0.75 Base Plate Summar X -Loc Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to Welding No. No. in. (in. ) (in. Bolts in. in. Flange Web 0/0/0 1 -B 1 0.375 8 13 4 0.750 A36 OS- 0.1875 OS- 0.1875 12/0/0 1 -A 4 0.375 8 13 4 0.750 A36 OS- 0.1875 OS- 0.1875 WA Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. 4 ft in. Ld Actual in. in. in. Capacity Description 2 1 S3 0.97 8.731 N/A N/A N/A 0.1875 2.000 Both F- FP,W- OS- 0.1875 3 1 S3 5.05 8.731 N/A N/A N/A 0.1875 2.000 Both F- FP,W- OS- 0.1875 Rnited Cnnnertianc fA329 Rnitcl Mem. X Type Conn. Thick. Width Length Bolt Diam. Pitch Rows -Out Rows -In Moment - Out Moment - In 2 4 2 4 Ld Actual Capacity Ld Actual Capacity No. No. Bnd -Y - -- Stress /Force - -- in. in. in. in. in. Bolt I Bolt Bolt Bolt Cs in-k) (in-k Cs in -k in -k 1 2 KN(Top) STD 0.500 6.00 12.00 0.750 2.50 1 0 1 0 28 217.6 275.7 27 217.6 275.7 2 1 KN(Top) STD 0.500 6.00 12.00 0.750 2.50 1 0 1 0 28 217.6 275.7 27 217.6 275.7 2 2 SP STD 0.375 6.00 10.03 0.750 150 1 , 0 1 0 8 10.9 108A 2 27.7 108.4 3 1 SP STD 0.375 6.00 10.03 0.750 2.50 1 4 1 0 8 10.9 108.4 2 27.7 108.4 3 2 KN(Top) STD 0.500 6,00 12.00 0.750 2.50 1 0 1 0 28 217.6 275.7 27 217.6 275.7 4 2 KN( Top STD 0.500 6.00 12.00 0.750 2.50 1 0 1 0 28 217.6 275.7 2? 217.6 275.7 Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part I Design Note 2 3 4/6/4 t 1/6/0 1/6/11 116111 FB2050 FB2050 Stresses Frnme Design Member Summary - Cnntrnllinv innd Cnse and Mnrimum f nmhinad Ctraccrc nor Member /i.nentinnc are frnm Jnint 1 1 VPC File:CA050013 8-01 OE 1. vpc VPC Version :5.2a Z �U UO CO) =. Jam, N LL_ W O. LL_ Q. ca = W ` Z X. Z F- W ILI UC3 O co W uj H LL 0. Z O�� Z Actual Forces Actual Stresses Allowable Stress Condition Mem. Loc. Depth Load Axial Shear Mom -x Mom -y Axial Shear find -X Bnd -Y - -- Stress /Force - -- Sum % % No. ft in. Case k k in -k in -k ksi ksi ksi ksi Axial Shear I Bnd -X I Bnd -Y Bnd +Ax Shear 1 10.62 12.00 7 1.7 0.2 74.0 0.0 0.60 0.13 6.78 0.00 30.0 10.93 21.87 21.87 0.310 0.012 2 0.47 9.00 7 0.3 -1.7 65.8 0.0 0.10 1.41 8.74 0.001 30.00 16.55 26.611 26.61 0.329 0.085 VPC File:CA050013 8-01 OE 1. vpc VPC Version :5.2a Z �U UO CO) =. Jam, N LL_ W O. LL_ Q. ca = W ` Z X. Z F- W ILI UC3 O co W uj H LL 0. Z O�� Z Date: 2/8/2005 a CA05 00138 Time: 5:33:26 PM Page: 44 of 52 4 1 10 621 12 001 8 O l .71 -0.21 74.01 0.01 0.601 0.131 6.781 0.001 30.00 10.931 21.871 21.871 0.310 1 0.01 1 naflantinn i nod C'nmhinatinne - Fromina No. Origin Mem. Loc. Depth Area Rx Ry Lx Ly -1 Ly -2 Klx Klyl Kly2 Sx Lbl Rt -1 Lb2 Rt -2 Qs Qa Cbl Cb2 1.000 No. R in. in.2 in. in, in. in. in. /Rx /R /R in.3 in. in. in. in. W2> 6 System 1.000 0 1 10.6 12.0 2.9 4.73 0.98 127.4 38.2 9.7 40.4 39. 9.9 10.91 38.2 1.25 9.7 1.24 0.73 1.00 1.08 1.00 0 2 0.47 9.00 2.5 3.67 1.05 60.58 9.7 43. 16.5 9.2 40.7 7.53 9.7 1.29 43.0 1.30 0.89 1.00 1.00 1.65 .700 WP 1 .600 3 5.05 9.00 2.52 3.67 1.05 60.5 43.0 9.7 16.5 40. 9.2 7.53 43.0 1.30 9.7 1.29 0.8 1.00 1.65 1.00 4 10.62 12.0 2.9 4.73 0.98 127.44 38.2 9.7 40.4 39. 9.9 10.91 3 8.21 1.25 9.7 1.24 0.73 1.00 1 J 1.00 naflantinn i nod C'nmhinatinne - Fromina 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 I.0 S S 3 System 1.000 0 180 0.700 W 1> W 1> 4 System 1.000 0 180 0.700 <W 1 <W1 5 System 1.000 0 180 .700 W2> W2> 6 System 1.000 0 180 .700 <W2 W2 7 System 1.000 0 180 .700 WP WP 8 System 1.000 60 0 .700 W 1> W 1> 9 System 1.000 60 0 .700 <W l <WI 10 System 1.000 60 0 .700 W2> W2> I 1 System 1.000 60 0 .700 <W2 <W2 12 System 1.000 60 0 .700 WP 1 .600 WP 13 System 1.000 60 0 .600 E> + 0.600 EG- F> + EG- 14 System 1.000 60 0 <E + 0.600 EG- <E + EG- Marimam Frame net7eAtnn fi9mmmary far Crass Section: I Description Deflection in. Ratio __]Memberl Joint I Load Case Load Case Description ax. Horizontal Deflection ax. Vertical Deflection for Span 1 0.297 -0.035 ( 1.1/442 ) LJ3756 1 2 2 2 10 2 W2> S * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. i Therefore, these deflections may be considerably overstated. f Z W W� 00 (1) 0 W = J f.. �L W O. :3 _CI) 0: _ CY; W O;. W W; c U 0, N W W' N U, 0; tlJ Z: to: O Z VPC File:CA050013 8-01 OE I.vpc VPC Version :5.2a • Date: 2 /8/2005 CA05 00138 Time: 5:33:26 PM Page: 45 of 52 Wall: 4, Frame at: 19/0/0 Frame Cross Section: 2 t l r Date: 2 /8/2005 CA05 00138 Time: 5:33:26 PM Page: 46 of 52 Vert. Clearance at member 4(CX002): 10' -7 7/16" Finished Floor Elevation= 100'-0" (Unless Noted Otherwise) G i i , t i { i i VPC File:CA0500138- 010E1.vpc VPC Version :5.2a s Date: 2/8/2005 ` CADS 00138 Time: 5:33:26 PM Page: 47 of 52 Frame Location Design Parameters: Location I Ave. Bav Snace I Description I Angle I Group Trib. Override I Design Status DESCRIPTION: VP Buildings RIGID FRAMES (Type "RF ") are solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns. The frame provides a clear span (no interior columns) and is designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for RIGID FRAMES assume the rafter beam is a fully continuous member, spanning from building eave to building eave, with exterior columns rigidly attached (moment- resisting connection). The Exterior Columns are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN: RIGID FRAMES are designed in accordance with the AISC "Specification for Structural Steel Buildings ", 9th Edition. MATERIAL: Structural steel plate, bar, and/or sheet intended for use in RIGID FRAME bolted and/or welded constructions typically will be of material based on the requirements of ASTM A529, A572, A570, or A607, Grade 50. Load Combinations - 1 System 1.000 1.0 D + 1.0 CG + 1.0 L D + CG + L 2 System 1.000 1.0 D + 1.0 CG + 1.0 S D + CG + S 3 System 1.000 1.0 D + 1.0 W 1> D + W 1> 4 System 1.000 1.0 D + 1.0 <W1 D + <W1 5 System 1.000 1.0 D + 1.0 W2> D + W2> 6 System 1.000 1.0 D + 1.0 <W2 D + <W2 7 System 1.000 .600 D + 1.0 W I> D + W 1> 8 System 1.000 .600 D + 1.0 <W1 D + <W l 9 System 1.000 .600 D + 1.0 W2> D + W2> 10 System 1.000 .600 D + 1.0 <W2 D + <W2 11 System 1.000 1.0 D + 1.0 CG + 0.750 L+ 0.750 W 1> D + CG + L + W 1> 12 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W1 D + CG + L + <W 1 13 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W2> D + CG + L + W2> 14 System 1.000 1.0 D + 1.0 CG + 0.750 L+ 0.750 <W2 D + CG + L + <W2 15 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W 1> D + CG + S + W1 > 16 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W1 D + CG + S + <W1 17 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W2> D + CG + S + W2> 18 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 D + CG + S + <W2 19 System 1.275 0.900 D + 0.900 CG + 1.0 D + 1.0 EG- D + CG + F> + EG- 20 System 1.275 0.900 D + 0.900 CG + 1.0 <E + 1.0 EG- D + CG + <E + EG- 21 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.0 F> + 1.0 EG+ D + CG + S + F> + EG+ 22 System 1.275 1.200 D + 1.200 CG + 0.200 S + 1.0 <E + 1.0 EG+ D + CG + S + <E + EG+ 23 Special 1.275 0.900 D + 0.900 CG + 2.500 I,> D + CG + E> 24 Special 1.275 0.900 D + 0.900 CG + 2.500 <E D + CG + <E 25 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 F> D + CG + S + F> 26 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 <E D + CG + S + <E 27 AISC - Special 1.275 1.200 D + 1.200 CG + 0.200 S D + CG + S 28 AISC - Special 1.275 1.200 D + 1.200 CG + 0.200 S D + CG + S 29 System Derived 1.275 0.900 D + 0.900 CG + 0.300 E> -r•1.0 EG- + 1.0 EB> D + CG + F> + EG- + EB> 30 System Derived 1.275 0.900 D + 0.900 CG + 0.300 <E + 1.0 EG- + 1.0 EB> D + CG + <E + EG- + EB> 31 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.300 E> + 1.0 EG+ + 1.0 EB> D+CG+S +F>+EG++EB> 32 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.300 <E + 1.0 EG+ + 1.0 El3> D +CG+S+<E +EG++EB> 33 Special 1.275 0.900 D + 0.900 CG + 2.500 EB> . D + CG + EB> 34 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 EB> D + CG + S + EB> 35 System Derived 1.275 0.900 D + 0.900 CG + 0.300 E> + 1.0 EG- + 1.0 <EB D + CG + E> + EG- + <EB 36 System Derived 1.275 0.900 D + 0.900 CG + 0.300 <E + 1.0 EG- + 1.0 <EB D + CG + <E + EG- + <EB 37 System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.300 F> + 1.0 EG+ + 1.0 <EB D+CG+S +E>+EG++ <EB '38 - System Derived 1.275 1.200 D + 1.200 CG + 0.200 S + 0.300 <E + 1.0 EG+ + 1.0 <EB D+CG+S+<E +EG++ <EB 39 Special 1.275 0.900 D + 0.900 CG + 2.500 <EB D + CG + <EB 40 Special 1.275 1.200 D + 1.200 CG + 0.200 S + 2.500 <EB D + CG + S + <EB 41 System Derived 1.000 1.0D +0.750 WI > +0.750WB1> D +W1 > +WBI> 42 System Derived 1.000 1.0 D + 0.750 <W 1 + 0.750 WB 1> D + <W 1 + WB I > 43 System Derived 1.000 1.0D +I.O VIP +1.0WBI> D +WP +WBI> 44 System Derived 1.000 0.600 D +0.750 WI > +0.750WB1> D +WI> +WBI> 45 System Derived 1.000 0.600 D + 0.750 <W I + 0.750 WB I> D + <W I + WBI > 46 System Derived 1.000 0.600 D+ 1.0 WP+ 1.0 V113 I> D+ WP + WB1> 47 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.563 W 1> + 0.563 WB I> D + CG + L + W I > + WB 1> 48 System Derived 1.000 1.0D +I.0CG +0.750L +0.563 <W1 +0.563WBI> D +CG +L + <WI +WB1> 49 System Derived 1.000 I. 0D +I.0CG +0.750L +0.750WP +0.750WB1> D + CG + L + WP + WBI> VPC Fi1e:CA0500138- 010E1.vpc VPC Version :5.2a Z Z' JU UO N W = J F. N lL WO � QQ W Q N d _ W • Z �, F- O W LjJ O N, W UJ H u. 0. t1J Z CO Z Date: 2/8/2005 CA05 00138 Time: 5:33:26 PM Page: 48 of 52 Fig Width 50 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.563 W 1> + 0.563 WB l> D + CG + S + W l> + WB1> Weight 51 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.563 <W 1 + 0.563 WB 1> D + CG + S + <W 1 + WB I> No. 52 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WP + 0.750 WB 1> D + CG + S + WP + WB 1> ft 53 System Derived 1.000 1.0 D + 0.750 W I> + 0.750 <WB 1 D + W 1> + <WB1 54 System Derived 1.000 1.0 D + 0.750 <W l + 0.750 <WB 1 D + <W I + <WB1 12.00 55 System Derived 1.000 1.0 D + 1.0 WP + 1.0 <WB1 D + WP + <WBI KN 56 System Derived 1.000 0.600 D + 0.750 WI > + 0.750 <WB 1 D + W I> + <WB1 9.00 57 System Derived 1.000 0.600 D + 0.750 <W 1 + 0.750 <WB 1 D + <W 1 + <WB 1 KN 58 System Derived 1.000 0.600 D + 1.0 WP + 1.0 <WB 1 D + WP + <WB I 0.1345 59 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.563 W 1> + 0.563 <WB 1 D + CG + L + W 1> + <WB1 50.00 60 System Derived 1.000 1.0D +I.0CG +0.750L +0.563 <W1 +0.563 <WBI D + CG + L+ <WI + <WBI t 61 System Derived 1.000 1.0D +1.0 CO +0.750L +0.750WP +0.750 <WB1 D +CG +L +WP + <WB1 50.00 62 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.563 W1 > + 0.563 <WB 1 D + CG + S + WI > + <WB i - 63 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.563 <W I + 0.563 <WB I D + CG + S + <W 1 + <WB I 0.83 64 System Derived 1.000 I.0D +I.0CG +0.750S +0.750WP +0.750 <WBI D +CG +S +WP + <WB1 - 65 System Derived 1.000 1.0 D + 0.750 W2> + 0.750 WB2> D + W2> + WB2> - 66 System Derived 1.000 1.0 D + 0.750 <W2 + 0.750 WB2> D + <W2 + WB2> D + <W 1 67 System Derived 1.000 1.0 D+ 1.0 WP + 1.0 WB2> D + WP + WB2> - 68 System Derived 1.000 0.600 D + 0.750 W2> + 0.750 WB2> D + W2> + WB2> -1.45 69 System Derived 1.000 0.600 D + 0.750 <W2 + 0.750 WB2> D + <W2 + WB2> j 70 System Derived 1.000 0.600 D + 1.0 WP + 1.0 WB2> D + WP + WB2> j 71 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.563 W2> + 0.563 WB2> D + CG + L + W2> + WB2> I 72 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.563 <W2 + 0.563 WB2> D + CG + L + <W2 + WB2> ( 73 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L+ 0.750 WP + 0.750 WB2> D + CG + L+ WP + W132> 74 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.563 W2> + 0.563 WB2> D + CG + S + W2> + WB2> ! 75 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.563 <W2 + 0.563 WB2> D + CG + S + <W2 + WB2> 76 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WP + 0.750 WB2> D + CG + S + WP + WB2> 77 System Derived 1.000 1.0 D + 0.750 W2> + 0.750 <WB2 D + W2> + <WB2 78 System Derived 1.000 1.0 D + 0.750 <W2 + 0.750 <WB2 D + <W2 + <WB2 79 System Derived 1.000 1.0 D + 1.0 WP + 1.0 <WB2 D + WP + <WB2 80 System Derived 1.000 0.600 D + 0.750 W2> + 0.750 <WB2 D + W2> + <WB2 81 System Derived 1.000 0.600 D + 0.750 <W2 + 0.750 <WB2 D + <W2 + <WB2 82 System Derived 1.000 0.600 D + 1.0 WP + 1.0 <WB2 D + WP + <WB2 83 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.563 W2> + 0.563 <WB2 D + CG + L + W2> + <WB2 84 System Derived 1.000 1.0D +I.0CG +0.750L +0.563 <W2 +0.563 <WB2 D + CG + L + <W2 + <WB2 85 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WP + 0.750 <WB2 D + CG + L + WP + <WB2 86 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.563 W2> + 0.563 <WB2 D + CG + S + W2> + <WB2 87 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.563 <W2 + 0.563 <WB2 D + CG + S + <W2 + <WB2 88 System Derived 1.000 1.0 D + 1.0 CG _+ 0.750 S + 0. 750 W + 0.750 <WB2 D + CG + S + WP + <WB2 Frame Member Sizes Mem. Fig Width Fig Thk Web Thk Depthl Depth2 Length Weight Fig Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft i i Jt.l h.2 1 5.00 0.1345 0.1345 12.00 12.00 11.29 126.2 50.00 50.00 BP KN 3P 2 5.00 0.1345 0.1345 9.00 9.00 6.02 66.2 50.00 50.00 KN SP 3P 3 5.00 0.1345 0.1345 9.00 9.00 6.02 66.2 50.00 50.00 SP KN 3P 4 5.00 0.1345 0.1345 12.00 12.00 11.29 126.2 50.00 50.00 BP KN 3P Total Frame Weight = 384.7 (p) (Includes all plates) Frame Pricing Weight = 437.8 (p) (Includes all pieces) Rnundary rnnditinn Cummary Member X -Loc Y -L oc SUP2. X Su pp. Y Moment Displacement X in. Displacement Y in. Dis lacement ZZ rad. 1 4 0/0/0 12/0/0 0/0/0 0/0/0 Yes Yes Yes Yes No No 0/0/0 0/010 0/0/0 0/0/0 0.0000 0.0000 X -Loc 0 /0 /0 12/0/0 Grid -Grid2 2 -B 2 -A Ld Description V Hx HZ V Cs a lication factor not shown k 1 D + CG + L FHx 1.69 -0.l 8 - l .69 2 D + CG + S 2.00 -0.21 - 2.00 3 D + W 1> -1.62 -0.86 - 0.54 - - - 4 D + <WI 0.86 0.54 0.95 - -1.62 - - - 5 D + W2> -1.16 -1.33 -0.65 - 0.83 - - - 6 D + <W2 0.65 0.83 1.16 - -1.33 - - - 7 D+ Wl> -0.95 -1.74 -0.85 - 0.42 - - - 8 D + <W 1 0.85 0.42 0.95 - -1.74 - - - 9 D + W2> -1.17 -1.45 -0.64 - 0.71 - - - Frame Reactions - Load Cases at Frame Cross Section: 2 VPC File: CA0500138- OlOEl.vpc VPC Version :5.2a Z �Z UO NO CO Uj, J H N LL WO }} J 1. N d 4=-- _ Z 1... F- O Z F- W UJ �O O CO), O F- WW H U LL ~O W Z U= Z ,, I n CA05 00138 10 D + <W2 0.64 0.71 1.17 - -1.45 11 D + CG + L + W 1> -0.58 -0.05 -0.77 - 1.57 12 D+ CG + L+ <W 1 0.77 1.57 0.58 - -0.05 13 D +CG +L +W2> -0.74 0.16 -0.61 - 1.78 14 D +CG +L + <W2 0.61 1.78 0.74 - 0.16 15 D + CG + S + W 1> -0.56 0.17 -0.80 - 1.79 16 D +CG +S + <WI 0.80 1.79 0.56 - 0.17 17 D + CG + S + W2> -0.72 0.39 -0.64 - 2.01 18 D +CG +S + <W2 0.64 2.01 0.72 - 0.39 19 D + CG + E>+ EG- -0.19 -0.02 -0.23 - 0.71 20 D + CG + <E + EG- 0.24 0.71 0.18 - -0.02 21 D + CG + S + E> + EG+ -0.12 0.62 -0.30 - 1.35 22 D + CG + S + <E + EG+ 0.31 1.35 0.11 - 0.62 29 D + CG + E> + EG- + EB> -0.04 0.22 -0.09 - 0.88 30 D + CG + <E + EG- + EB> 0.09 0.44 0.03 - 0.66 31 D+CG+S +F>+EG++EB> 0.03 0.86 -0.16 - 1.52 32 D+CG+S+<E +EG++EB> 0.16 1.08 -0.04 - 1.30 35 D + CG + E> + EG- + <EB -0.04 0.25 -0.09 0.61 0.03 36 D + CG + <E + EG- + <EB 0.09 0.47 0.03 0.61 -0.19 37 D+CG+S +E>+EG++<EB . 0.03 0.89 -0.16 0.61 '0.68 38 D+CG+S+<E +EG++<EB 0.16 1.11 -0.04 0.61 0.46 41 D +WI > +WB1> -0.71 -1.16 -0.64 - 1.07 42 D + <W 1 + WB 1> 0.64 0.46 0.71 - -0.55 43 D + WP + WB 1> 0.48 -0.51 -0.48 - 0.31 44 D +WI > +WB1> -0.72 -1.29 -0.63 - 0.95 45 D + <WI +WB1> 0.63 0.33 0.72 - -0.67 46 D + WP + WB 1> 0.47 -0.63 -0.47 - 0.19 47 D +CG +L +WI > +WB1> -0.41 0.29 -0.61 - 1.97 48 D + CG + L + <WI + WBI> 0.61 1.50 0.41 - 0.75 49 D + CG + L + WP + WBI> 0.48 0.78 -0.48 - 1.40 50 D +CG +S +WI > +WB1> -0.38 0.51 -0.64 - 2.19 51 D +CG +S + <'Nl +WBI> 0.64 1.73 0.38 - 0.98 52 D +CG +S +WP +WB1> 0.51 1.01 -0.51 - 1.62 53 D +WI > + <WBI -0.69 -1.12 -0.66 0.85 -0.10 54 D + <W 1 + <WB 1 0.66 0.50 0.69 0.85 -1.72 55 D + WP + <WB I 0.50 -0.45 -0.50 1.13 -1.25 56 D +W1 > + <WBI -0.70 -1.24 -0.65 0.85 -0.22 57 D + <W 1 + <WB 1 0.65 0.38 0.70 0.85 -1.84 58 D + WP + <WB 1 0.49 -0.57 -0.49 1.13 -1.37 59 D + CG + L+ WI> + <WBI -0.39 0.32 -0.63 0.63 1.09 60 D + CG + L+ <W 1 + <WB 1 0.63 1.54 0.39 0.63 -0.13 61 D + CG + L + WP + <WB I 0.50 0.83 -0.50 0.85 0.22 62 D +CG +S +WI > + <WB1 -0.37 0.55 -0.65 0.63 1.31 63 D +CG +S + <Wl + <WB1 0.65 1.76 0.37 0.63 0.10 64 D + CG + S + WP + <WB 1 0.53 1.05 -0.53 0.85 0.45 65 D+ W2 >+ WB2> -0.88 -0.95 -0.48 - 1.29 66 D + <W2 + WB2> 0.48 0.68 0.88 - -0.33 67 D + WP + WB2> 0.48 -0.51 -0.48 - 0.31 68 D + W2> + WB2> -0.89 -1.07 -0.47 = 1.17 69 D + <W2 + WB2> 0.47 0.55 0.89 -0.45 70 D + WP + WB2> 0.47 -0.63 -0.47 - 0.19 71 D + CG + L+ W2> + WB2> -0.53 0.45 -0.49 - 2.13 72 D +CG +L + <W2 +WB2> 0.49 1.67 0.53 - 0.91 73 D + CG + L + WP + WB2> 0.48 0.78 -0.48 - 1.40 74 D + CG + S + W2> + WB2> -0.50 0.68 -0.51 - 2.35 75 D + CG + S + <W2 + WB2> 0.51 1.89 0.50 - 1.14 76 D + CG + S + WP + WB2> 0.51 1.01 -0.51 - 1.62 77 D + W2> + <WB2 -0.86 -0.90 -0.50 0.85 0.12 78 D + <W2 + <WB2 0.50 0.72 0.86 0.85 -1.50 79 D + WP + <WB2 0.50 -0.45 -0.50 1.13 -1.25 80 D+ W2 > + <WB2 -0.86 -1.02 -0.49 0.85 -0.01 81 D + <W2 + <WB2 0.49 0.60 0.86 0.85 -1.63 82 D + WP + <WB2 0.49 -0.57 -0.49 1.13 -1.37 83 D +CG +L +W2 > + <WB2 -0.51 0.49 -0.50 0.63 1.25 84 D + CG + L + <W2 + <WB2 0.50 1.70 0.51 0.63 0.03 85 D + CG + L + WP + <WB2 0.50 0.83 -0.50 0.85 0.22 86 D + CG + S + W2> + <WB2 -0.49 0.71 -0.53 0.63 1.47 87 D + CG + S + <W2 + <WB2 0.53 1.93 0.49 0.63 0.26 88 D + CG + S + WP + <WB2 0.53 1.05 -0.53 0.85 0.45 D: Ti P. - ite: 2/8/2005 me: 5:33:26 PM .ge: 49 of 52 VPC File: CA0500138- 01OEl.vpc VPC Version :5.2a Z F- :. �W � 2 WD JU U O co 0 J = CO LL WO tL Q N � CJ F Z �.... F- O Z F- W LU mp U O N ' O F- W W. F=- U. -O LLI Z U =; Z ' Date: 2 /8/2005 CA 05 00138 Time: 5:33:26 PM Page: 50 of 52 Maximum Reactions Summa - Framin 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 S 0.00 ( -Hx) Case (Hx) Case ( -Hz) Case (Hz) Case ( -Vy) Case (Vy) Case ( -Mzz) Case (Mzz) Case 1.12 1.12 k 1.81 k 1.12 1.12 F> k 0.42 k 0.00 k 0.00 (in-k 0.20 <E 0/0/0 1 2 -B 1.17 9 0.86 4 - - - - 1.74 7 2.01 18 - - - - 12/0/0 2 -A 0.86 3 1.17 10 - - 1.13 79 1.84 57 2.35 74 - - - 0.00 Sum of Forces with Reactions Check - Framin i Load Type Horizontal Load Reaction (k ) (k Vertical Load Reaction D 0.00 0.00 0.69 0.62 CG 0.00 0.00 0.36 0.36 L 0.00 0.00 2.41 2.41 S 0.00 0.00 3.01 3.01 WI> 1.81 1.81 1.70 1.70 <W1 1.81 1.81 1.70 1.70 W2> 1.81 1.81 1.12 1.12 <W2 1.81 1.81 1.12 1.12 F> o.42 0.42 0.00 0.00 EG- 0.00 0.00 0.20 0.20 <E 0.42 0.42 0.00 0.00 EG+ 0.00 0.00 0.20 0.20 EB> 0.00 0.00 0.00 0.41 <EB 0.00 0.00 0.00 0.41 WB1> 0.00 0.00 0.00 0.75 WP 0.00 0.00 1.57 1.57 <WB 1 0.00 0.00 0.00 0.75 WB2> 0.00 0.00 0.00 0.75 <WB2 0600 0.00 0.00 0.75 Rase Plate Summary X -Loc Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to Welding No. No. in. in. in. Bolts in. in. Flange Web 0 /0 /0 2 -B 1 0.375 8 13 4 0.750 A36 OS -0.1875 OS- 0.1875 12/0/0 2 -A 4 0.375 8 13 4 0.750 A36 OS- 0.1875 OS- 0.1875 Weh Stiffener Snmmary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. 4 ft in. Ld Actual in. in. in. Capacity Description 2 1 S3 0.97 8.731 N/A N/A N/A 0.1875 2.000 Both F- FP,W- OS- 0.1875 3 1 S3 5.05 8.731 N/A N/A N/A 0.1875 2.000 Both F- FP,W -OS- 0.1875 Rnited Vnnnerfinnc W475 Rnlfcl Mem. A. Type Conn. Thick. Width Length Bolt Diam. Pi ich Rows -Out Rows -In Moment - Out Moment - In 2 4 2 4 Ld Actual Capacity Ld Actual Capacity No. No. k in -k in. in. in. in. (in Bolt Bolt Bolt Bolt Cs in -k) (in -k Cs (in -k) in -k 1 2 KN(Top) STD 0.500 6.00 12.00 0.750 2.50 1 0 1 0 28 217.6 275.7 27 217.6 275.7 2 1 KN(Top) STD 0.500 6.00 12.00 0.750 2.50 1 0 1 0 28 217.6 275.7 27 217.6 275.7 2 2 SP STD 0.375 6.00 10.03 0.750 2.50 1 0 1 0 8 10.9 108.4 2 27.7 108.4 3 1 SP STD 0.375 6.00 10.03 0.750 2.50 1 ' 0 1 0 8 10.9 108.4 2 27.7 108.4 3 2 KN(Top) STD 0.500 6.00 12.00 0.750 2.50 1 d 1 0 28 217.6 275.7 27 217.6 275.7 4 2 KN(Top) STD 0.500 6.00 12.00 0.750 2.50 1 0 1 0 28 217.6 275.7 27 217.6 275.7 Flange Brace Summary Member From Member Joint l From Side Point 1 Part Design Note 2 3 4/6/4 11610 1/6/11 1/6/11 FB2050 FB2050 Axial Frame Design MPmher Summary - Cnnfrnllina l.nnd Cnce and Mnrtmum f amhinod StreccPc ner Member ll.neatinnc are frnm Joint 1 1 VPC Fi1e:CA0500138- 010E1.vpc VPC Version :5.2a Z �Z Q � W WD JU U O: 00 W= J � Co ti. WO J. LL Q. Nd =W H = Z �- F- O Z H W W. 2 D: U� O N, W w' LL O. 111 Z CO F_ !E O Z Actual Forces Actual Stresses Allowable Stress Condition Mem. Loc. Depth Load Axial Shear Mom -x Mom -y Axial Shear Bnd -X Bnd -Y - -- Stress /Force - -- Sum No. ft in. Case k k in -k I in -k ksi ksi ksi ksi Axial I Shear I Bnd -X I Bnd -Y Bnd +Ax Shear 1 9.20 12.00 9 1.5 0.1 69.2 0.0 0.50 0.05 6.34 0.00 30.0 10.93 17.02 21.87 0.373 0.005 2 0.47 9.00 7 0.3 -1.7 65.8 0.0 0.10 1.41 8.74 0.00 30.0 16.55 26.61 26.61 0.329 0.085 VPC Fi1e:CA0500138- 010E1.vpc VPC Version :5.2a Z �Z Q � W WD JU U O: 00 W= J � Co ti. WO J. LL Q. Nd =W H = Z �- F- O Z H W W. 2 D: U� O N, W w' LL O. 111 Z CO F_ !E O Z y Date: 2 /8/2005 CA05 00135 Time: 5:33:26 PM Page: 51 of 52 4 ` 10.621 12.00 8 1 1.7' -0.21 74.0` 0.01 0.601 0.131 6.78 0.001 30.00 10.931 21.871 21.871 0.310 1 0.082 i i i a VPC File :CA0500138- 010ELvpc VPC Version :5.2a Mem. Loc. Depth Area Rx Ry Lx Ly -i Ly -2 Klx Klyl KIy2 Sx Lbl Rt -1 Lb2 Rt -2 Qs Qa Cbl Cb2 No. ft in. in.2 in. * Negative horizontal deflection is left in. * Negative vertical deflection is down in. Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. /R ' in.3 in. VPC File :CA0500138- 010ELvpc VPC Version :5.2a Mem. Loc. Depth Area Rx Ry Lx Ly -i Ly -2 Klx Klyl KIy2 Sx Lbl Rt -1 Lb2 Rt -2 Qs Qa Cbl Cb2 No. ft in. in.2 in. in. in. in. in. /Rx /R /R ' in.3 in. in. in. in. 0 180 .700 W2> W2> 1 9.20 12.0 2.92 4.73 0.98 127.4 127.4 0.0 40. 130.1 0.0 10.91 127.4 1.28 0.0 0.00 0.73 1.00 1.00 0.00 2 0.47 9.00 2.5 3.67 1.05 60.5 9.7 43.0 16.5 9.2 40.7 7.53 9.7 1.29 43.0 1.30 0.89 1.00 1.00 1.65 3 5.05 9.00 2.52 3.67 1.05 60.5 43.0 9.7 16.5 40.7 9.2 7.53 43.0 1.30 9.7 1.29 0.89 1.00 1.65 1.00 4 10.62 12. 2.9 4.73 0.98 127.44 38.2 9.7 40.4 39. 9.9 10.91 38.2 1.25 9.7 1.24 0.73 1.00 1.08 1.00 Deflectinn I. Cnmhtnafinnc - Framino 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 S 3 System 1.000 0 180 .700 Wl> Wl> 4 System 1.000 0 180 .700 <W 1 <W1 5 System 1.000 0 180 .700 W2> W2> 6 System 1.000 0 180 .700 <W2 W2 7 System 1.000 0 180 .700 WP WP 8 System 1.000 60 0 .700 Wl> Wl> 9 System 1.000 60 0 .700 <W 1 W l 10 System 1.000 60 0 .700 W2> W2> 11 System 1.000 60 0 .700 <W2 W2 12 System 1.000 60 0 .700 WP WP 13 System 1.000 60 0 .600 F> + 0.600 EG- F> + EG- 14 System 1.000 60 0 .600 <E + 0.600 EG- E + EG- Maximum Frump nPilprfinn Rnmma" rnr r-cc Rarfinn- 9 Descri tion Deflection in. Ratio Member Joint Load Case Load Case Description Max. Horizontal Deflection M ax. Vertical Deflection for S 1 0.297 -0.035 (H/442) 03756 1 2 2 2 10 2 W2> S Z W, Q � J U UO' CO J = fr- U) W W O: co _ CC W f- or Z .W W 5: ;O �� E- W W H U: W - O'. .. Z W ll- _ O ~' Z �. air Date: 2/8 /2005 CA05 00138 Time: 5:33:26 PM Page: 52 of 52 '�[�. svrnr^ew �r � !s .t t ^'v^,� +r �, m .�r stty� '�.t.!•. " ;1 dSt'"'�. �" . r X: +: i?'R' •FM1 elf x' r. "n r, t'9•. ". f+ �p 1 Shape: NW Container Panel Data 1 W all/Roof Type Thickness Finish Color Direction Gable Dir Max. Length Wall: 1 Panel Rib 26 KXL Ash Gray Right to Left Peak Out 41/0/0 Wall: 2 Panel Rib 26 KXL Ash Gray Right to Left Peak Out 41/0/0 Wall: 3 Panel Rib 26 KXL Ash Gray Right to Left Peak Out 41/0/0 Wall: 4 Panel Rib 26 KXL Ash Gray Right to Left Peak Out 41/0/0 Roof: A Panel Rib 26 KXL Ash Gray Right to Left Not Applicable 41/0/0 Roof: B Panel Rib 26 KXL Ash Gray Ri ht to Left Not Applicable 41/0/0 Vatfanpr n9 }A Wall /Roof Type Length Spacing Washers Insul. Block Mod. Ctrl. Ice Dammin Wall: 1 Color Match Carbon Standard Option . Standard Option No None No Yes Wall: 2 Color Match Carbon Standard Option Standard Option No None No Yes Wall: 3 Color Match Carbon Standard Option Standard Option No None No Yes Wall: 4 Color Match Carbon Standard Option Standard Option No None No Yes Roof: A Stainless Steel Capped Standard Option Ice Damming & UL90 Uplift Yes None No Yes Roof: B Stainless Steel Capped Standard Option Ice Damming & UL90 Uplift Yes None No Yes VPC File:CA0500138- 010El.vpc VPC Version :5.2a E �) ILA, 1908 03 -03 -2006 TORJAN RONHOVDE 6625 S 190 ST, #13-105 KENT WA 98032 City of Tukwila Steven M. Mullet, Mayor Department of Community Development RE: Permit No. D05 -034 9229 EAST MARGINAL WY S TUKW Dear Permit Holder: Steve Lancaster, Director In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by. the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by, such permit is, not: commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve a one or more extension of time for additiona perios not exceeding 90 days each. Extension requests must be in writing and provide satisfactory reasons why i circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 04/11/2006, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, I b�_ 'fe arshall, Permit Technician xc: Permit File No. D05 -034 �Z Z 6 D . J U. U O U 0 W = J F. U.: " W O �5 LL a W. Z � E- O' Z r -, Dp ON 0 H W ui. u. f' O ui Z O ~" Z 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431 -3670 • Fax. 206 - 431 -3665 Qa�s 1908 03 -03 -2006 TORJAN RONHOVDE 6625 S 190 ST, #13-105 KENT WA 98032 City of Tukwila Steven M. Mullet, Mayor Department of Community Development RE: Permit No. D05 -034 9229 EAST MARGINAL WY S TUKW Dear Permit Holder: Steve Lancaster, Director In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by. the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by, such permit is, not: commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve a one or more extension of time for additiona perios not exceeding 90 days each. Extension requests must be in writing and provide satisfactory reasons why i circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 04/11/2006, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, I b�_ 'fe arshall, Permit Technician xc: Permit File No. D05 -034 �Z Z 6 D . J U. U O U 0 W = J F. U.: " W O �5 LL a W. Z � E- O' Z r -, Dp ON 0 H W ui. u. f' O ui Z O ~" Z 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431 -3670 • Fax. 206 - 431 -3665 1 :.y City of Tukwila Steven M. Mullet, Mayor a• • W': f a 2 Department of Community Development Steve Lancaster, Director 1905 February 8, 2005 Mr. Torjan Ronhovde Ronhovde Architects 6625 South 190` Street, #B -105 Kent, WA 98032 RE: Letter of Incomplete Application # 1 Development Permit Application D05 -034 Davis Properties — 9229 East Marginal Way South Dear Torjan: This letter is to inform you that your application received at the City of Tukwila Permit Center on February 1, 2005, is determined to be incomplete. Before your application can continue the plan review process the following items need to be addressed: { Building Department: Ken Nelsen, at 206 431 -3677, if you have questions t concerning the following: ? 1. Dimensions of the shed will not allow prescriptive framing. 2. Please submit shed framing plans and structural calculations. Shed framing j MAY NOT be a deferred submittal. Please address the above comments in an itemized format with applicable revised plans, specifications, and/or other ? documentation. The City requires that four (4) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. i In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accented through the mail j or by a messenger service. t i If you have any questions, please contact me at the Permit Center at (206) 433 -7165, Sincerely, Stefani Spencer pencer Permit Technician Enclosures File: Permit File No. D05 -034 z z mo w. .J U UO to Cl; t» w to U. U. a` co D = O: F. W 1— O: Z F•• D O H W W , F . U LL D;, 111 Z; U =; Z 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 r PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D05 -034 DATE: 02 -22 -05 PROJECT NAME: DAVIS PROPERTIES SITE ADDRESS: 9229 EAST MARGINAL WAY SOUTH Original Plan Submittal X Response to Incomplete Letter #� Response to Correction Letter #_ Revision # after /before permit is issued DEPA TMENTS: ,�� 1•wl Buildi vision Fire Prevention ❑ Planning Division ❑ Public Works ❑ Structural ❑ Permit Coordinator IN DETERMINA N OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 02 -24 -05 Complete Incomplete ❑ Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS RROTING: Please Route Structural Review Required REVIEWER'S INITIALS: ❑ No further Review Required ❑ DATE: APPROVALS OR CORRECTIONS Approved ❑ Approved with Conditions Notation: DUE DATE: 03 -24 -05 Not Approved (attach comments) ❑ REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DATE: PERMIT COORD COPY Documents /roudng sllp.doc 2.28.02 zz a 2Z W J U 0 W= J f... _ CO LL W O LL D = 0. �. W z� �O z �_. 25 U C)t O N. o �- 3: �O .. z W H =. O z PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D05 -034 DATE: 02 -01 -05 PROJECT NAME: DAVIS PROPERTIES SITE ADDRESS: 9229 EAST MARGINAL WAY X Original Plan Submittal _Response to Incomplete Letter # Response to Correction Letter # Revision # after /before permit is issued DEPARTMENTS: r Buildin , Isi�n "" [� Fire Prevention 0 Planfiing Division Public Works nikl'Yl Structural 1:1 Permit Coordinator L�.- 2 �•-0 � DETERMINATION OF COMPLETENESS (Tues., Th rs.) DUE DATE: 02 -03 -05 Complete ❑ Incomplete Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: 02 � LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg, Fire ❑ Ping ❑ PW ❑ Staff Initials: Isgs TUES /THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS Approved ❑ Approved with Conditions ❑ Notation: REVIEWER'S INITIALS: DUE DATE: 03 -03 -05 Not Approved (attach comments) ❑ DATE: Permit Center Use On /y CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PE RMIT COORD COPY Documents /routing sllp.doc 2 -28.02 ��. S _ :':nn �'.+ t,l..:. f.;<i ..la. .,r,�$.;v. -4[nl :L.yl' ,i.t::: tii.rl »:' (.w...:ftio.\ . /.f.w..t ;.il. z a UO, U) o Q. w� J TU_ w O �_j LL < O . =w z� 10 Z H W LLJ �o t0 �. o ff w AL O ill Z . rn U— oF: O Z r C it y of Tukwila Steven M. Mullet, Mayor f ,. o Department of Community Development Steve Lancaster Director Q 6300 Southcenter Boulevard, Suite #100 � Tukwila, Washington 98188 � `• Phone: 206-431-3670 •N NNw...N M' 1908 Fax: 206- 431 -3665 Web site: http: / /www.ci.tukwila.wa.its REVISION: SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Z • ZZ • 0 6 4, Plan Cheek/Permit Number: D0 5 -034 i t Response to Incomplete Letter # 1 Response to Correction Letter # Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: DAVIS PROPERTIES Project Address 9229 EAST MARGINAL WAY SOUTH Contact Person Torjan Ronhovde Phone Number: ' 06& 0 5 0 I Summary of Revision: 41 1 1 Z.'TC S & OF' Sh 6`0 0a o9w /, G S / G —'r-> 8 Y *W tTi1Z 45-1/!6d /w V&.$ JQd J? �J FR Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by- Eff Entered in Permits Plus on -� -, °' Z Q T i W W� JU U W= J F— Cf) LL . W �: LL ¢ �a =w WO 5 W U. ui z U= O ~- z pp ications orms -app ications on line evision submittal Created: 8 -13 -2004 Revised: `f Look Up a Contractor, Electrician or Plumber License Detail Page 1 of 3 Topic Index Contact Info ' Search Laborand In ' -- -, � Home -.._......,. �. ..�..._....4....._wW..�...___.� ...YN Safety Claims & Insurance A Workplace Rights Trades & Licensing] Find a Law or Rule'; ; Get a Form or Publication Look Up a Contractor, Electrician or Plumber General /Specialty Contractor —� ,A business registered as a construction contractor with L.Etl to perform construction work within the scope !of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment 1 of account and carry general liability insurance. � License Information~�+��-� _........._,.. .m._.,....__........�...�..,.. •�� License RUSHFC *305R1 Licensee Name RUSHFORTH CONSTR CO INC Licensee Type CONSTRUCTION CONTRACTOR UBI 600024538 Verify Workers Comp Premium Status Ind. Ins. Account 1 Id 17567000 Business Type CORPORATION Address 1 6021 12TH ST E SUITE 100 Address 2 City TACOMA County PIERCE State WA Zip 984241399 Phone 2539221884 i Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 12/21/1970 Expiration Date 3/15/2007 Suspend Date Separation Date Parent Company Previous License 1 Next License TEAMT1L990BQ Associated License 1 Business Owner Information I https:H fortress .wa.gov /lni/bbip/Detail.asvx ?License= RUSHFC *305R1 07/11/2005 G ENERAL 1 PLEASE NOTIFY AR(,.HITF-CT IF ANY 015CREPANCIE5 EX15T WITHIN THE DRAWINC:?. 2 THE PRANIN66 FOR TH5 PROJECT ARE GON5IDERED TO BE "OWNER POLDER TYPE" ANP ARE INTENDED Tv D(.XLMI ENT THE GENERAL. C.ON5TRLICTI0N 5Y5TFM5 MICH MEET MINIMUM BUILDING GONE 5TANDARD5. CHANbE5 IN THESE SYSTEM_ MAY RE50LT IN CON5TRXTION THAT DOES NOT MEET MINIMUM CODE OR CONFLICTS I•NITH OTHER WORK 5TANDARD5. ANY CHANGES NOT APPROVED IN NRITING ARE THE RE5PON51BILITY OF THE CONTRACTOR OR 5UB- 1'_;ONTRAGTOR MAKING THE GHAN667E5. 5 ALL METHODS, MATERIAL5 4 WORKMANSHIP SHALL GONFORM TO THE 2003 IBC, A5 Ah'IENDED AND ADOPTED BY THE LOCAL J)RI5DICTION COMPLY WITH ALL APPLI( ABLE GODE5 4 ORDINANGE5. 4 THE 6ONTRACTOR AND 5UB- CONTRACTOR SHALL CAREFULLY STUDY AND COMPARE THESE DRAWINGS WITH EACH OTHER AND WITH INFORMATION RRNI5HED BY THE TENANT. ANY ERROR5, INCO%I5TENCIE5 OR OM15510N5 DISCOVERED SHALL BE REPORTED TO THE ARCHITECT IMMEDIATELY IN WRITING. THE CONTRACTOR SHALL NOT BE LIABLE FOR THE ABOVE UNLESS THE CONTRACTOR (SUB) RECOGNIZED 50GH ERROR, ETC., DID NOT REPORT SUCH ERROR AND PROCEEDED WITH THE CON� iN5TALLATION DRAWINGS FURNISHED 13Y THE TENANT TAKE PRECEDENCE OVER THEME DRAWINGS. 5 CONTRACTOR, 5LU- GONTRAGTOR Q MATERIAL 5UPPLIER5 TO VERIFY FIELD CONDITIONS WHICH EFFECT THEIR WORK PRIOR TO FABRICATION OR CON5TRUC.TION. b 5HOP DRAWIN675, PRODUCT DATA AND 5AMPLE APPROVAL ARE THE RE5PON51BILITY OF THE GENERAL C.ONTRAGTOR. DO NOT SCALE THE DRAWINGS. '7 UNL-E55 OTHERA15E NOTED, PLAN5 ARE DIMEN51ONED TO FACE OF 5n D5. 15 VERIFY ALL ROUGH -IN DIMENSION5 FOR ECA)IPMENT PROVIDED IN TH15 CONTRACT OR BY OTHERS. •. - _ - Q VERIFY 54ZE 4 LOCATION OF d PROVIDE ALL 0PEN!NG5 THROUGH FLOORS 4 KALL5. FiJRRIN& CURB5, ANCHOR.5, INSERTS, MACHINE BA5E5 AND ROUGH BUCKS 4 BACKING FOR SURFACE - MOUNTED ITEMS. J015T NOTCHING AND HOLE BORING SHALL COMPL W I TH IBC AND /OR .JOi5T MANLJFAGTURE. 10 REPETITIVE FEATURE5 ARE OFTEN DRAMW ONLY ONCE 4 SHALL BE COMPLETELY PROVIDED A5 IF CV-4* IN FULL. ITEMS REFERRED TO A5 SINGLE MAY BE PLURAL. II VERIFY LOGATION5 OF ALL EX I ST ING UTILITIES PRIOR TO CONSTRUCTION. 1 2 ALL DOORS NOT LOCATED BY DIMENSIONS ON PLANS, INTERIOR ELEVATIONS OR DETAILS SHALL BE 4' FROM FADE OF STUD TO EDGE OF DOOR OPENING OR CENTERED BETIAEEN ROOM PARTITIONS A5 514C". 13 F?N11_4+ FLOOR (FIN. FLR_) REFERS TO TOP OF PLYYVOOD OR LT. hE T CONC. UNE'CRLAYMENT OR C RETE SL AS. 14 Tl PIc;AL FRAME FARTITIO 5, ARE 25 GA. N 57JD5 5P AGED 0 24' C.C. LINLE55 NOTE OTHERWI5E. SEE KALL 5CHEDIR_E FCR TYPE - SEE FLOOR PLAN FOR LOCATION. 15 REFER TO 5CHEMATI6 CABINET DR"INCri FOR CABINET, COUNTER LENGTHS, C!T PLiCNS, GOUti rERTOP MATERIAL5 AINC DETAIL REFERENCE. GABiNET CONTRACTOR TO FIELD VERIFY Al -L DIMEiON5 PRIOR TO CON15TRIX TION OR PER SHOP DRAM'1IN6 IF NOT 5►'tOM. 16 EJ_ ECTRI(, P- EGN4NIGAL ./P'- LtfBING /APPLIANGE5: A. H4 AC CONTRA /TOR TC PROVIDE HEATINu LOAD GALCU ATiONS TO THE LOCAL „W!SDICTION FOR APPROVAL PRIOR TO C•ON5TR)CTION (WITHIN 150% OF CALCULATED #4E AT L055). ALL "%' Av INST.ALLATIO 5 SHALL ►FEET W, 9 il*A. 5 T ATE ENS Y CODE 'ST4NVA. GA5 VEtr'TS TO GONEU1 TO U -M.G- 5TANDARDS E i-'ti _V S•YSTEN (+F PROVIDED) TO PRL N'IDE INTEGR.ATEr, FRED' -AIR A:R V WILA"!ON ri:'T 02 7 DC' - , R INLET S<ZED L..V_,ATED E I N4T :.E� OER vrA GTATE \.CN'Ii ATICN A iNVOLQ, AIR QUALITY COLE ;M�S.V. E ;_•x.0,;.1 C. \.E!tiTL•�''� i E \' 7A XT !NC? 70 CONFC RV. T., 11 'x. . C >�A _?h I� ;' �= `_ �'�. , 5-+A�__ BE AT LA` •� .�c _ �±WiLS L ••'- ~�� L v A_''`!' ` :,_^� 'y''A * Rr 1 ■" 'E� fir-- `qc= ' AW_ A •N4 'S C*, Ale_ A&MLE ��-t. ��•� -�= �'�� - �b� .� =t -_�-<- - Ll F. Z. + y y 1A� �t -�%'"! 11 --- 3:�. Ste_- •i -- - '..5� t' � ' _ •�'� " l �. 's►� =•.t � _�"� ~1� 922 EAST MARGINAL WAY TUKW LA, WASHINGTON OWNER INFORMATION DAVI5 PROPERTIES $ INVE5TMENT5 JEFF DAV15 22515 12N AVE 5.5U i #E KENT, WASHINGTON gbC�l (253) 512A522 (253) 812-8065 (FAX) SITE INFORMATION PARCEL NO : 541260 -00I0 LEGAL DESCRIPTION LEGAL DESCRIPTION: That portion of Trects 1 and 2 of The Meadows, according to the partition map of part of the Francis McNatt Donation Land Claim No. 38 filed in King County Superior Court Cause Number 09 1201, and of the abandoned bed of the Duwomish River, all located in Section 33, Township 24 North. Rorge 4 Eost, Willcmette Meridian, in King County. Washington, and all lying Westerly of the Westerly margin of Eost Marginal Way South and also Westerly of the parcel of land adjoining East Marginal Way which was conveyed to Great Northern Railway Company by deed recorded under Recording Number 4784818; lying Easterly of the Easterly margin of the right of way of Commercial Waterway District No. 1 (Duwamish Waterway): lying Southerly of the hereinafter described "Line A "; and tying Northerly of the hereinafter described "Line 8": Line A: BEGINNING on the Westerly nnargin of East Marginal Way South, which point bears North 89' 15* 54" West a distance of 2470.01 feet along the Donation Claim Line and South 23' 40' 59" East a distance of 648.77 feet along the Westerly margin of East Marginal Way South from the intersection of the line between the Donation Claims of Francis McNott and Henry Van Asselt with the East line of Section 33, Township 24 North. Range 4 East, Willamette Meridian, in King County, Washington; running thence West a distance of 1574.72 feet to the East line of Commercial Waterway District No. 1; THENCE South 15' 00' 00" East along said Easterly line a distance of 237.76 feet to the TRUE POINT OF BEGINNING of said "Line A '; THENCE East a distance of 1053.10 feet. THENCE South 23' 02' 00" East a distance of 46.03 feet; THENCE East a distance of 561.38 feet to the Westerly margin of East Marginal Way South and the terminus of said "Line A ": Line B: BEGINNING on the Westerly margin of East Marginal Way South at a point which bears North 89' 15' 54' West a distance of 2470.01 feet along the Donation Claim Line and South 23' 40' 59" East a distance of 1374.17 feet along the Westerly margin of East Marginal Way South from the intersection of the line between the donation claims of Francis McNatt and Henry Von Asselt with the East line of Section 33, Township 24 North. Range 4 East, Willamette Meridian, in King County, Washington, said point being of the intersection of the Westerly margin of East Marginal Way South with the North line of Van De Vanter Stock Farm tract and the TRUE POINT OF BEGINNING of said - Line B'; THENCE North 89' 27' 50' West a distance of 14.94 feet; THENCE North 86' 54' 59" West a distance of 486.97 feet; THENCE North 84' 17' 04 West a distance of 117.00 feet: THENCE South 83' 57' 1'i5" west a distance of 119.00 feet; THENCE South 70' 4f ' �9' West a distance of 110.1'3 feet; THENCE South 61' 33' 40' West a distance of 840.02 feet. to the Easterly lime of the right of way of Commercial Waterway District No. 1 and the terminus at said 'Line B': TOGETHER WITH the right to cross the nc conveyed to Great Northern Railway Company as reserved in deed recorded under Recording Number 4784818. Situate in the City of Tuk•iiiriia. County of King. State Of Washirgton. VERTICAL DATUM - BASIS OF ELEVATIONS NATIONAL GEODETIC VERICAL DATUM OF 1929 NGVD -29 - ORIGINAL PROJECT BENCHMARK FROM 1988 SURVEY BY BARG)HAUSEN CONSULTING ENGINEERS 5 A 2 BRASS DISK SURFACE MONUMENT ON EAST SIDE OF 102nd St. BRIDGE (DESTROYED). SITE BENCHMARK IS THE TOP OF A - PK" NAIL SET ON THE EAST SiDE OF EAST MARGINAL WA (APPROXIMATELY 400 FT NORTH OF TH STE - ELEVATION = 15.17 FEET HORIZONTAL DATUM - BA_SIS OF BEARINGS NAD -27 (NORTH AMERICAN DAT'O OF 1927) WASHINGTON STATE PLANE COORDINATE SYSTEM - NORTH ZONE - BEING THE MONUMENTEU OFFSET CENTERLINE OF EAST MARGINAL WAY TAKEN AS North 22'32 + 07 _ West, AS PER Book 72, of Surveys Page 222, KING COUNTY RECORDS. Project Nome: Tukwila Shaft Plat December 27. 2004 DJS /ci 10265L001.6oc Project. Name: ARCHITECTURAL SYMBOLS L- 1 r 1■■I� r im • E'c?E.. , _11-\ !1 a t� LV 1 !, i I L *�c T NUR 4 J t' ~ ��► PROJECT DESCRIPTION PROPOSED USE: UTILITY SHED GHAN6f OF USE: NEW BUILDING PROJECT SGOFf: CONSTRUCT 240 5.F. METAL FILTRATION 5HED TO HOUSE GROUNDWATER RECOVERY d PRE- TREATMENT 5Y5TEM. 5EE DRANIN65 BY GEOMATRI X FOR 5Y5TE DESCRIPTION d EOUI PMENT. THI 5 15 NOT A H OGGUPANGY. THE METAL BUILDING 15 BY OTHERS AND WILL BE A DEFERRED 5UBMI TTAL . THE5E DRAWI NG5 ARE D I A62RAMAT I C, ONLY 6 . eta sc POM: RE r.3. ;.15 wW require a rew plan sUbmtW and may kx#ude adftomi pun Weer fees. ABBREVIATIONS t Ce&ev;&.;o% not iLs '�IOWNERICONTRACTOR COORDINATION NOTES A55EM. A55EM13LY WBER L BOAR 5G. FT_ S�G�UARE 9_ BLDG- FU'.LD'?i �J>�< ;/�L�'C p i' �{ / ` I! r'N T Ik R�.a[' 11 1 �[ i�K '' i'�"tI ' I'�' `� IDi �`� THE (Y -- - - R BM. flE !'! -- B 4T . G J ` 7 � •yL A 5E •1 A'* �1 •..mac T 'y� 1�" ..,^•{� . IIV 1'1[� !`r , CNF, �.�� "�'C.._-t:_ Its ;1R :..- �.� �.� I C Cl) A. L- 1 r 1■■I� r im • E'c?E.. , _11-\ !1 a t� LV 1 !, i I L *�c T NUR 4 J t' ~ ��► PROJECT DESCRIPTION PROPOSED USE: UTILITY SHED GHAN6f OF USE: NEW BUILDING PROJECT SGOFf: CONSTRUCT 240 5.F. METAL FILTRATION 5HED TO HOUSE GROUNDWATER RECOVERY d PRE- TREATMENT 5Y5TEM. 5EE DRANIN65 BY GEOMATRI X FOR 5Y5TE DESCRIPTION d EOUI PMENT. THI 5 15 NOT A H OGGUPANGY. THE METAL BUILDING 15 BY OTHERS AND WILL BE A DEFERRED 5UBMI TTAL . THE5E DRAWI NG5 ARE D I A62RAMAT I C, ONLY 6 . eta sc POM: RE r.3. ;.15 wW require a rew plan sUbmtW and may kx#ude adftomi pun Weer fees. ABBREVIATIONS t Ce&ev;&.;o% not iLs '�IOWNERICONTRACTOR COORDINATION NOTES 51 TE ADDRE55 : CODE N GODS : GON5TRUGTION TYPE PROP05ED OCCUPANCY TE - 'CANT AREA OCCUPANT LOAD: PROJECT VALUATION : g22q EAST MARGINAL WAY TUKWILA, WA 2003 I BG (NEW WORK ONLY) V -B NON- 5PRINKLED U VILIT( 51f 240 50. FT. 0 (MECHANICAL ROOM) $20,000 ENERGY CODE/VIAa RECAP BJILDIW IS NON- NFAIED ACCESSIBILITY COMPLIANCE BUILDING IS UTILITY 9 EiMEGHANIGAL EQIiIPhENT 5 ?GRACE d IS EXEMPT FROM ALLESSIBILITY r 11 •;. � .�,o � SHEET INDEX 65 COV tTR 51$ VR„.E� _ VTr,-5 4n + c ITt PLAf`1 � Cl Ati A02 DEA Ffg 0 f 1 '� I N TY MAP 9 l 5 ii►'ac j ■ \ N � I t • 4 } ,t :l 1 � • .205 4 �z* .;• • ! !w 1• wors and 01 1 I VAN is of wnstrucbon -A--ne"' does not ft vkbtion of an- ad; or ordir-Ln- - • • ev • It 1 1.`1.• • o lb 6625 5. 180th 5t. 5uite 5 -105 KENT, WA5H 1 N6TON g8O32 (425) 656 -0500 ■ 'A=AX (425) (fib -0501 ronhovdecarcn itects.com 4344 A55EM. A55EM13LY THE cal (01* V71_5 SHALL `t E A5 A (>� -'� TO Y� ,0NTRACTJR TO I. - FY 5-M BOAR 5G. FT_ S�G�UARE 9_ BLDG- FU'.LD'?i �J>�< ;/�L�'C p i' �{ / ` I! r'N T Ik R�.a[' 11 1 �[ i�K '' i'�"tI ' I'�' `� IDi �`� THE (Y -- - - R BM. flE !'! -- B 4T . G J ` 7 � •yL A 5E •1 A'* �1 •..mac T 'y� 1�" ..,^•{� . IIV 1'1[� !`r , CNF, �.�� "�'C.._-t:_ Its ;1R :..- �.� �.� I C Cl) �+�'" mod_ „�t !� � L , '<� :tir�'F -.. -- 'E �. ^ .E.," ,:t.`'�`' �.' ■..�T ;:.~'i -':.c W cid a w �■I tttt>J Iw • r _ _ _ _ ► ■ m LM J � C%% - u1 um Cold_ -.'+ .TL 01 E_ F fit : :-L -. K.'% Tr__ 1 W - ►"f .NIE A+c 3 `l am *4C r" VC . No. DATE DescR Pnm R�1l1510!!�r L� -�. SHEET CICKTEKM PROJECT NOTES im IO .s : IC.A .W .L S1$T Ib VINAM IW= `f writ V^IS "• %: - OR 51 TE ADDRE55 : CODE N GODS : GON5TRUGTION TYPE PROP05ED OCCUPANCY TE - 'CANT AREA OCCUPANT LOAD: PROJECT VALUATION : g22q EAST MARGINAL WAY TUKWILA, WA 2003 I BG (NEW WORK ONLY) V -B NON- 5PRINKLED U VILIT( 51f 240 50. FT. 0 (MECHANICAL ROOM) $20,000 ENERGY CODE/VIAa RECAP BJILDIW IS NON- NFAIED ACCESSIBILITY COMPLIANCE BUILDING IS UTILITY 9 EiMEGHANIGAL EQIiIPhENT 5 ?GRACE d IS EXEMPT FROM ALLESSIBILITY r 11 •;. � .�,o � SHEET INDEX 65 COV tTR 51$ VR„.E� _ VTr,-5 4n + c ITt PLAf`1 � Cl Ati A02 DEA Ffg 0 f 1 '� I N TY MAP 9 l 5 ii►'ac j ■ \ N � I t • 4 } ,t :l 1 � • .205 4 �z* .;• • ! !w 1• wors and 01 1 I VAN is of wnstrucbon -A--ne"' does not ft vkbtion of an- ad; or ordir-Ln- - • • ev • It 1 1.`1.• • o lb 6625 5. 180th 5t. 5uite 5 -105 KENT, WA5H 1 N6TON g8O32 (425) 656 -0500 ■ 'A=AX (425) (fib -0501 ronhovdecarcn itects.com 4344 REGISTERED ARCHITECT 5PR 5FR IWLEfZ REF Ri?G -1 THE cal (01* V71_5 SHALL `t E A5 A (>� -'� TO Y� ,0NTRACTJR TO I. - FY 5 F S��t)A17E �Y STATE OF WASHINGTON 5G. FT_ S�G�UARE 9_ _ A. .�L� 7th JC�r-� � �,1A►� _ ['; A��-� �•�- O<,AL I i Al, :�i 'ITE E! � ;' �L •51kT !'l.'�7�/� ` I RER �^[� T r L � =K f"4 "�G T T 'YP: y AL �J>�< ;/�L�'C p i' �{ / ` I! r'N T Ik R�.a[' 11 1 �[ i�K '' i'�"tI ' I'�' `� IDi �`� THE (Y -- - - R i ?PIX ,r N _ WITH r F -- , •. `M5 ftrr !'Er- 5E-L% 1VL'' ;N "r' L.� ' BE A.ti E ,K A.'r,4' `' C,,C. /4-- � L y■•�L' � •yL A 5E •1 A'* �1 •..mac T 'y� 1�" ..,^•{� . IIV 1'1[� !`r , CNF, �.�� "�'C.._-t:_ Its ;1R :..- �.� �.� I C Cl) �+�'" mod_ „�t !� � L , '<� :tir�'F -.. -- 'E �. ^ .E.," ,:t.`'�`' �.' ■..�T ;:.~'i -':.c W cid a w �■I tttt>J Iw • r _ _ _ _ ► ■ m LM J � C%% - u1 um Cold_ -.'+ .TL 01 E_ F fit : :-L -. K.'% Tr__ 1 W - ►"f .NIE A+c 3 `l am *4C r" VC . 51 TE ADDRE55 : CODE N GODS : GON5TRUGTION TYPE PROP05ED OCCUPANCY TE - 'CANT AREA OCCUPANT LOAD: PROJECT VALUATION : g22q EAST MARGINAL WAY TUKWILA, WA 2003 I BG (NEW WORK ONLY) V -B NON- 5PRINKLED U VILIT( 51f 240 50. FT. 0 (MECHANICAL ROOM) $20,000 ENERGY CODE/VIAa RECAP BJILDIW IS NON- NFAIED ACCESSIBILITY COMPLIANCE BUILDING IS UTILITY 9 EiMEGHANIGAL EQIiIPhENT 5 ?GRACE d IS EXEMPT FROM ALLESSIBILITY r 11 •;. � .�,o � SHEET INDEX 65 COV tTR 51$ VR„.E� _ VTr,-5 4n + c ITt PLAf`1 � Cl Ati A02 DEA Ffg 0 f 1 '� I N TY MAP 9 l 5 ii►'ac j ■ \ N � I t • 4 } ,t :l 1 � • .205 4 �z* .;• • ! !w 1• wors and 01 1 I VAN is of wnstrucbon -A--ne"' does not ft vkbtion of an- ad; or ordir-Ln- - • • ev • It 1 1.`1.• • o lb 6625 5. 180th 5t. 5uite 5 -105 KENT, WA5H 1 N6TON g8O32 (425) 656 -0500 ■ 'A=AX (425) (fib -0501 ronhovdecarcn itects.com 4344 REGISTERED ARCHITECT TOR - JAN RONHOVDE STATE OF WASHINGTON ,9 12pp Davis Property & Investment None 0 Cl) W cid a w �■I tttt>J Iw • ■ m LM J � C%% - u1 um 01 H No. DATE DescR Pnm R�1l1510!!�r SHEET CICKTEKM PROJECT NOTES im IO .s : IC.A .W .L S1$T Ib VINAM IW= `f writ V^IS "• %: .�� + -• •..- , - .- +►•^Ra. , _ •� �► r.- r�� .�.... - .wr.....+ w.- ..�..- .s+. ..+. -�...� .+ _.�� - �. . __ +�, r .. - ...q...� . � _ .. �. � - ^a_ - ,�,�_ - � a.� _ _ � _ .•�..l�rr - -. sr X11. -.. . i.... ' w- - "NR . ..+�� . .r .rr.�. ►._ ..�.,...,,�_ � .� w�-- fir+ -. T fir_ .- �1�•..w .. -.-� .�... _ ..�.- _ -- .-...- �- lib mr , AVA.- .4 0 • • r File: D05 -0034 35mm Drawing #1 -19 Pr D VP BUILDINGS VARCO - PRUDEN DRAWING INDEX DRAWING TITLE PAGES Cover Sheet O#j t: Notes Anchor Bolt Plan � Primary Structural 14-- Secondary Structural 1 '7 - I ) Special Drawings Standard Erection Details A}, �,� m- F 0 r U C> O THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY VP. DRAWING RELEASE HISTORY TYPE DATE c. Hoy'- V - !p w , �v. 2 - of — I; C= Ar P� t P1 C- V. U,qC-,0 t --3 t'ZAA- A . 2(ot (01 S � s IESCRIPTION GENERAL NOTES " MATERIAL S ASTM DESIGNATION COLD FORMED L GHT GAGE SHAPES A101 2 A1011 SS 1 SS GRADE 55 BRACE RODS A572 GRADE 65 C HOT ROLLED MILL SHAPES A36, A572, A529, A992 GRADE 36 KSI OR GRADE 50 HOLLOW STRUCTURAL SECTION (HSS) A500 GRADE B CLADDING A653, A792 GRADE 50 CLASS 2 OR GRADE 80 A325 BOLT TIGHTENING REQUIREMENTS IT IS THE RESPONSIBILITY OF THE ERECTOR TO INSURE PROPER BOLT TIGHTNESS IN ACCORDANCE WITH APPROPRIATE REGULATIONS. THE FOLLOWING CRITERIA IS IN COMPLIANCE WiTH THE LATEST SPECIFICATIONS, HOWEVER THE ERECTOR IS RESPONSIBLE TO VERIFY LOCAL AUTHORITY REQUIREMENTS. ALL CONNECTIONS MADE WITH A325 BOLTS MAY BE TIGHTENED TO THE "SNUG TiGHT' CONDITION AS PERMITTED BY THE SPECIFICATION FOR STRUCTURAL JOINTS USING A325 OR A490 BOLTS (2000 ED.), UNLESS INDICATED AS "PRE - TENSIONED" ELSEWHERE IN THESE DRAWINGS, OR AS INDICATED BELOW. PRE - TENSION BOLTS ON PRIMARY FRAMING, BOLTED BRACING, AND STRUT CONNECTIONS IF LOCATED IN SEISMIC PERFORMANCE / DESIGN CATEGORY D, E OR F (ZONE 3 OR 4). SEE CODES AND LOADS NOTES BELOW FOR SEISMIC DESIGN CATEGORY. Ri w V ` i t � , tw t , FOR PRE - TENSION BOLTS ON PRIMARY. FRAMING, BOLTED BRACING, STRUTS AND CRANE RUNWAY CONNECTIONS IF ,►�1 BUILDING SUPPORTS A CRANE WITH A CAPACITY GREATER THAN 5 TONS. C()M �f �I CONNECTIONS THAT SUPPORT RUNNING MACHINERY AND OTHER SOURCES OF IMPACT OR STRESS REVERSAL MUST BE PRE - TENSIONED. ALL SLIP CRITICAL CONNECTIONS AS INDICATED IN THESE DRAWINGS WITH -SC DESIGNATION MUST BE Z�- PRE- TENSIONED. SC TYPE CONNECTIONS MUST BE FREE OF PAINT, OIL OR OTHER MATERIALS THAT REDUCE THE FRICTION AT CONTACT SURFACES. 1'It� ALL A490 BOLTS MUST BE PRE - TENSIONED WITH WASHERS UNDER TURNED ELEMENT. SECONDARY MEMBERS AND FLANGE BRACE CONNECTIONS ARE ALWAYS "SNUG TIGHTENED ", EVEN IF ABOVE CONDITIONS EXIST, UNLESS SPECIFICALLY NOTED OTHERWISE ON DETAILS. ` `!'l WASHERS ARE NOT REQUIRED FOR "SNUGTIGHT' CONNECTIONS. PRE - TENSIONED CONNECTIONS TIGHTENED USING THE 1 -� TURN -OF- THE -NUT METHOD DO NOT REQUIRE WASHERS. CODES AND LOADS WHEN MULTIPLE BUILDINGS ARE INVOLVED, SPECIFIC LOAD FACTORS FOR DIFFERING OCCUPANCIES, BUILDING DIMENSIONS, HEIGHTS, FRAMING SYSTEMS, ROOF SLOPES, ETC., MAY RESULT IN DIFFERENT LOAD APPLICATION FACTORS THAN INDICATED BELOW. SEE CALCULATIONS FOR FURTHER DETAILS. Building Code: 2003 Intemational Building Code NW Container. Building Use:Standard Occupancy Structure, Collateral Gravity. 3.00 psf (Not Including bldg wt) LIVE LOADS AND RAINFALL Live Load 20.00 psf (Reducible) Rainfall: 4.00 in per hour SNOW LOAD Ground Snow. 25.00 , Roof Snow. 25.00 psf, Flat Roof Snow. 25.00 psf Snow Exposure Category. 2 Partially Exposed Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) WIND LOAD Wind Speed: 85.00 mph, Wind Exposure: C Basic Wind Pressure: 13.35 psf Wind Importance Factor. 1.000, Ft= Topographic Factor. 1.0000 Wind Enclosure: Enclosed, 0.180 Note: If the building is design as ENCLOSED, all windows, doors, skylights and other covered openings must be designed for the specified above wind loads EARTHQUAKE DESIGN DATA Lateral Force Resisting Systems using Equivalent Force Procedure Mapped Spectral Response - Ss: 143.00 %g, S1:49.00 %g Seismic Hazard / Use Group: Group 1 Seismic Performance / Design Category: D (See Bolt Tightening Note Above) Seismic Snow Load: 0.00 psi Seismic Importance: 1.000 Soil Profile Type: Stiff soil (D, 4) Design Spectral Response - Sds: 0.9533, Sd1: 0.4933 EXPIRES �� OF T� �WILA FE 2 2 2005 PeRM1T Cows;, I N C O M P E �- E Ordinary Steel Moment Frames Frame Redundancy Factor.1.0000 Framing R -Factor 3.5000, Frame Seismic Factor (Cs): 0.2724, Design Base Shear = 0.2724 W Ordinary Steel Concentric Braced Frames Brace Redundancy Factor. 1.0000 Bracing R -Factor 3.5000, Brace Seismic Factor (Cs): 0.2724, Design Base Shear = 0.2724 W THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS, IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SMALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND/OR ERECTOR 18 SOLELY REBPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALLAPPLICA13LE VP BUILDINGS ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. � I NO VP BUILDINGS, INC. AISC CATG. MB CERTIFIED 2/9/2005 10:08 :32 FI,r Q-(, Vwtvf _r q COVER SHEET ------ 11 CHG Building Systems, Inc. CUSTOMER Rushforth Construction LOCATION Seattle, Washington PROJECT NW Container Site BUILDERS PON 1 50 1 8 FILENAME: CA0500138- 01OE1.vpc VP BUILDINGS VAf20DFRUCEN VPC VERSION: 5.2a CA0500138 -01 2/9/2005 VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 _� j, L C- 1.6.:,ry � �'V✓.. EXPIRES �� OF T� �WILA FE 2 2 2005 PeRM1T Cows;, I N C O M P E �- E Ordinary Steel Moment Frames Frame Redundancy Factor.1.0000 Framing R -Factor 3.5000, Frame Seismic Factor (Cs): 0.2724, Design Base Shear = 0.2724 W Ordinary Steel Concentric Braced Frames Brace Redundancy Factor. 1.0000 Bracing R -Factor 3.5000, Brace Seismic Factor (Cs): 0.2724, Design Base Shear = 0.2724 W THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS, IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SMALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND/OR ERECTOR 18 SOLELY REBPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALLAPPLICA13LE VP BUILDINGS ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. � I NO VP BUILDINGS, INC. AISC CATG. MB CERTIFIED 2/9/2005 10:08 :32 FI,r Q-(, Vwtvf _r q COVER SHEET ------ 11 CHG Building Systems, Inc. CUSTOMER Rushforth Construction LOCATION Seattle, Washington PROJECT NW Container Site BUILDERS PON 1 50 1 8 FILENAME: CA0500138- 01OE1.vpc VP BUILDINGS VAf20DFRUCEN VPC VERSION: 5.2a CA0500138 -01 2/9/2005 VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 PF F RESP0W.gI;aH ITIFc I VP Buildings follows the guidelines as outlined In the AISC and MBMA Codes of Standard Practice. VP Buildings standard product specifications, design, fabrication, quality criteria shall govern all work unless stipulated otherwise In the contract documents. In case of discrepancies between VP Buildings structural plans and plans for other trades, VP Building structural plans shall govern. It Is the responsibility of the Builder to obtain approvals and permits from all governing agencies and Jurisdictions as required. Approval of VP Building drawings constitutes the bullders acceptance of VP Interpretation of the contract purchase order. Unless specific design criteria concerning Interface design and details are furnished as part of the contract, VP Buildings design assumptions shall govern. VP engineers are not Project Engineers or Engineer of Record for the overall project. VP engineering supply sealed engineering design data and drawings for VP supplied material as part of the overall project for use by others to obtain permits, approvals, and coordinate with other trades. The Builder or A/E firm are responsible for the overall project coordination, Including coordination with appropriate Inspection and testing agencies. All interface and/or compatibility of any materials not fumished by VP are to be considered and coordinated by the builder or A/E firm. CONSTRUCTION 8 ERECTION RESPONSIBILITY The Builder is responsible for construction in strict accordance with VP Buildings "FOR CONSTRUCTION" drawings and all applicable product Installation guides. VP Is not responsible for work done from any other VP drawings that are not marked "FOR CONSTRUCTION ", nor any drawings prepared by others. The Builder is responsible for accurate setting of anchor bolts ( + -1/8" accuracy), erection of steel, and required alignment such that components are straight and plumb per MBMA Code of Standard Practice. Out of straightness for any member shall not exceed 1/300. The building erector shall be property licensed and ey ;g enced in erecting metal building systems. The Builder Is responsible for having knowledge of, and shall comply with, all OSHA requirements and all other governing site safety criteria. The builder Is responsible for designing, supplying, locating and installing temporary supports and bracing during erection of the building. VP bracing is designed for code required loads after building completion and shall not be considered as adequate erection bracing. Se VP Builder Memo #BM -006. EXISTING STRUCTURES VP must be advised of any existing structure that is within 20 ft. of VP's building. Loadings of both buildings may be affected when adjacent buildings are within this distance. VP cannot be responsible for the design or loading of existing buildings. BRACING Tension brace rods work in pairs to balance forces caused by initial tensioning. Care must be taken while tightening brace rods so as not to cause accidental or misalignment of components. All rods must be Installed loose and then tightened. Rods should not exhibit excessive sag, For long or heavy rods, or angles It may be necessary to support the rod at mid -bay by suspending it from a secondary member. Bracing for seismic or wind loading of objects or equipment that are not a part of the VP structure must be designed by a qualified professional to deliver lateral loads to primary frames and rod bracing struts. Equipment bracing and suspension connections must not impose torsion or minor axis loads, or cause local distortion in any VP components. VP accepts no responsibility for design or Installation of bracing systems not furnished by VP. FIELD WELDING All field welding shall be done at the direction of a design professional, and done In accordance with governing requirements (AWS in USA, CWB in Canada) by welders qualified to per orm the welding as directed by the applicable welding procedure specification (WPS). A WPS shall be prepared by the contractor for each welding variation specified. Unless otherwise approved, use E70kst yield, low hydrogen electrodes. The contractor shall provide for any special welding Inspection as required by code. DELIVERIES It is the responsibility of the builder to have adequate equipment available at the job site to unload trucks In a safe and timely manner. The Builder will be responsible for all retention charges from carriers as a result of job site unloading delays. Per VP Builder Memo #BM -001, claims for damage or losses MUST be noted on the Bill -of- Lading or delivery receipt and filed against the carrier by the consignee as per VP's Terms of Sales (F.O.B. Plant) under the Uniform Commercial Code. It is critical that damages or loss be noted on the Bill -of- Lading or you have little recourse with the carrier. Immediately upon delivery of material, material quantities are verified by the Builder against quantities billed on the shipping document. Neither the Manufacturer nor the carrier is responsible for material shortages against quantities billed on the shipping document if such shortages are not noted on the shipping documents upon delivery of material and acknowledged by the carriers agent. For materials concealed in bundles, boxes, or crates, shortages must be reported Immediately upon unpacking. Should products get wet, bundled and crated materials must be unpacked and unbundled immediately to provide drainage of trapped moisture. SEALANTS Sealants shall be applied In strict accordance with VP details or weather tightness will be compromised. Sealant must be applied in temperatures and weather conditions consistent with labeling. Butyl Sealants - Service Temperature Range (Degrees): Min 40F (4DC); Max 20OF (104C) Tape sealants - Service Temperature Range (Degrees): Min -60F ( -50C); Max 212F (1000) INDEPENDENT MEZZANINES Independent mezzanines must be designed by a professional engineer. The engineer must ensure that proper Isolation from the VP building has been provided to avoid structural damage due to differential movements, or Inadvertently apply loads to the VP structure. VP accepts no responsibility for the design of the Independent mezzanine. FIRE CODE COMPLIANCE It Is the responsibility of the project design professional and builder to comply with local fire code regulations Including consideration of, but not limited to, building use and occupancy, all building construction materials, separation requirements, egress requirements, fire protection systems, etc. Builder shall advise VP of any special requirements to be furnished by VP. VP steel roof systems are ICC Fire Class B roof assemblies. VP SSR steel roof systems are available for FM Class 1 fire rating. UL approved fire rated assemblies (1 -1 1/2 - Design No. P265 and P268. FIELD MODIFICATIONS Modifications to this building from details and Instructions contained on these drawings must be approved In writing by VP Building engineers, or other licensed structural engineer. This Includes, but Is not limited to, removal of roof or wall cladding, removing or moving any flange braces or rod braces, cutting of openings for doors, windows or RTU's, correction of fabrication errors, etc. The owner shall not Impose loads to this structure beyond what is specified for this building In the contract documents. VP Buildings, Inc. accepts no responsibility for the consequences of any unauthorized additions, alterations, or added loads to this structure. Per VP Builder Memo #BM -001, If the builder intends to Invoice VP Buildings for modifications In excess of $1000, the builder must notify VP Buildings Immediately, and obtain a Work Authorization from VP Buildings prior to proceeding. All final claims must be submitted to VP Buildings with all supporting documentation within 30 days of the building completion. Claims submitted without work authorizations, or after 30 days will not be accepted. Correction of minor misfits, shimming and plumbing, moderate amount of reaming, drilling, chipping If cutting and minor welding are considered by Code of Standard Practice to be part of erection are not subject to claim reimbursement. CONCRETE/MASONRY /CONVENTIONAL STUD WALLS The engineer responsible for the design of the wall system is responsible for coordinating with, or specifying to VP Buildings, any wall to steel compatibility Issues such as drift and deflection compatibility, special base details, and wall to VP steel connections. All fasteners, sealant and counter flashing of wall systems are to be provided by contractor. PANELS Oil canning is an inherent characteristic of cold formed steel panels. It is the result of several factors that Include Induced stresses in the raw material delivered to VP, fabrication methods, Installation procedures, and post Installation thermal forces. Thru fastened panels will exhibit some dimpling when installed, especially when Insulation is Installed between panels and secondary supports. Dimpling can be minimized by careful Installation, taking care not to over drive fasteners. Roof rumble Is a phenomenon that Is caused by wind gusts lifting up on the roof panels and then springing back Into place. All panels experience this action to some degree, especially with concealed clip panels such as SSR and SLR. Roof rumble nolse may be minimized by providing a layer of blanket insulation between the panels and any hard support surface such as steel secondary members, substrates such as plywood, steel decking, or rigid board Insulation. A minimum of 3 inch thick blanket Is recommended over steel secondary members, or 2 inch over substrates. Oil canning, dimpling, and roof rumble do not affect the structural integrity or weather tightness of the panels and Is not grounds for rejection of panels. SKYLIGHTS VP's Tuflites and VP's domed skylight have been tested to support a 300 lb. load over a 1 sq. fL. area, as well as untfonn gravity and uplift load test. Local building departments may require added fall restraint due to conditions that may affect the skylight structural integrity. It is the responsibility of the builder to determine and provide any added fall restraint under the skylight as may be required by your building department. RAIN WATER RUNOFF Drainage systems must be designed by the project engineer to comply with code requirements. VP is not responsible for drainage designs, overflow scuppers, down piping, etc. The project professional and contractor are responsible to ensure that overflow devices such as scuppers and auxiliary drains are provided as required for the required rain intensity at the building perimeter and at valley conditions to prevent ponding. STEEL SHOP COAT The purpose of VP's shop coat is to provide protection for the steel members during transportation, during temporary job site storage and during erection. Standard shop formulation Is not designed to perform as a finish coat when exposed to environmental conditions. Members shall be kept free of the ground and property drained during job site storage. It Is the Builder's responsibility to ensure that If a finish coat Is being applied over VP shop coat that the painting contractor verifies compatibility between his finish coat and VP's shop coat. See VP Builder Memo #BM -001 8 #BM -002. THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. VP BUILDINGS CERTIFICATIONS PLANT SPECIFIC CERTIFICATIONS Location Alabama Arkansas California Missouri No. Carolina Wisconsin Mexico AISC MB Cert. MB Cert, MB Cart, MB Cert. MB Cert. MB Cert. MB Cert . ISO 9001 9001 9001 9001 9001 9001 IAS FA -377 FA 401 FA -240 FA -388 FA -376 FA -378 CSA A -660 A-660 CWB Div. 1 Div. 1 Los Div. 1 Div. 1 Angeles, CA Houston, Approved Approved TX Riverside, Typal Fab CA #SP02 -0028 Clark Co., Fab ID# 241 NV San Fab ID# 121 Bernardino Co, CA ICC Evaluation Reports SSR Roof System - #ER -5621 Panel Rib Roof and Wall - #ER -4879 Vee Rib Wall - #ER -4879 State of Florida Product Approval (Listed as VP Buildings) Dade Co. Product Certfication SSR Roof NOA#03. 0206.13; Panel Rib Roof NOA#02 -0123.08; Panel Rib Wall NOA#02- 04187.01; Vee Rib Wall NOA#01- 1128.05 Underwriter's Laboratory Approvals SSR Roof- UL #TGKX -113; SSR Composite Roof Class 90- UL#TGKX -113A; SSR Roof w /Super Block Class 90 -UL #TGKK -328; Panel Rib Roof UL Class 60- UL#TGKX -60; Panel Rib Roof UL Class 90- UL #TGKX -64; VP SLR/AEP SL Roof Class 90- UL#TGKX -60 Factory Mutual Approved Assemblies SSR Roof Systems are approved In various type applications and listed in FM Approval Guide. 24 Ga SSR (0.0227" Nominal), is available In Class 1-60, 1-75,1-90. 22Ga SSR (0.0277" Nominal), is available in Class 1 -75, 1 -90-, 1 -120. - /r 1 % -I' MAR - 8 2005 " U CV�i4ia Ci (� ! TON 8�t.'... REMAINS THE PROPERTY OF VP BUILDINGS, IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED. REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD OUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING, LL ! nch 1/16 �2r A I � 'V �I 96 t6 E6 Z6 66 O6 Terc -,may ryw. 'tSh� VP Buildings, Inc. 3200 Players Club Circle Memphis TN 36125 DATE I BY I DESCRIPTION NTS 2/9/2005 10 :08:33 51 111111 6 rc z 6 Wo Erection Notes REV�t. 'v�lEl� -F CODE CO Construction Inc. CITY OF T�IMM/I FEB 2 2 2005 f "MIS' CENTeA JOB/ CA0500138 -01 DATE 2/9/2005 VP BUILDINGS I DRAWNICHECK VARCOPRUDEN VPC VERSION: 5.2a PAGE eL NW Container Site -09 15018 CA0500138- 010E1.vpc E 3- r D n 1' -0" " 5mm I (4)3/4" Dia. A3 to W =8" L =1' -1" vation =100' -0" F A. z m J 21/2" (64mm) PROJECTION (U.O.N.) BOTTOM O C BASE PLATE ELEV. TYPICAL ANCHOR BOLT PROJECTION 0 N 4 3' -0" 3 1' -1 3/4" 2 3' -4 1/4" 1 2' -6" E] Dimension Key 1. CONCRETE, GROUT, ANCHOR BOLTS, AND ANY OTHER EMBEDDED ITEMS ARE TO BE FURNISHED BY OTHERS 2. ANCHOR BOLT DIAMETERS WERE DETERMINED BY ALLOWABLE SHEAR AND TENSION PER AISC SPECIFICATIONS (FY = 36 KSI). ANCHOR BOLT LENGTH, EFFECTS OF EMBEDDED ANCHOR BOLT EDGE DIMENSIONS AND METHOD OF TRANSFERRING FORCES FROM ANCHOR BOLTS TO FOOTINGS ARE TO BE DETERMINED BY OTHERS. 3. DESIGN LOADS AND REACTIONS ARE FURNISHED IN THE REACTIONS REPORT. 4. FOUNDATION MUST BE LEVEL, SQUARE AND SMOOTH. ANCHOR BOLTS MUST BE ACCURATFI V PI er'=M A e THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER - FORMANCE REQUIREMENTS SPECIFIED BY VP, 1/2" (13mm) DIAMETER CONCRETE ANCHORS (NOT BY VP) E w E 'o E BOTTOM OF COLUMN w BASE PLATE 11/4" OPENING WIDTH 11/4" 32mm 32mm NOTE: 1" (25mm) PROJEC71ONABOVE BOTTOM OF JAMB CLIP FLUSH = 0" (Omm) FRAMED OPENING DETAIL TYPICAL COLUMN BASE PLATE DETAIL I 2 I REVIEW EQ FOR CODE COMP LIANCE D1 D11 i i i i i D1 Dll Ll 10' -0" 20' -0" ANCHOR BOLT PLAN I ,V Inch 1/16 � J 56 ti6 E6 Z6 1 1 = 1L)U' -9" /lJnlesR Nntari rVhanuical REMAINS THE PROPERTY OF VP BUILDINGS IT 18 PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD DUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLK:ABLE VP ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING, VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 DATE I BY I DESCRIPTION AID " r- T.) MAR - 8 2005 City of s � A=t� ANCHOR BOLT PLAN " " " ° °' NW Container Site NTS BUILDER'S FOB 15018 2/9/2005 10:08:34 FaE NAME: CA050013"10E1.vpc I FIECMM CITY OF TUKWILA FEB 2 2 2 PERMIT CENTER JOB 0 CA0500138 -01 DATE 2/9/2005 VP BUILDINGS DRAW CK VARCOPRUDQ� VPC VERSION: 5. 2a PAGE EXPIRES 12-23- G PF Inch 1/16 �1 I 111H I I I 1 �I""^"".""-V.vr-/xpU � ~ PF Inch 1/16 '' "• , � ZL L6.> '..0� g• I I I LI I I� I I I I (I I Ll�.11 I I I I I I I I I I I LI I I Ll�_ll LI I I I I LLL1_LLI -LI LlI LLI.I l I _I. I�IIIIIILIL�IIIILIIII�II ll —. V. I I.Yu %..rwauu I00 -U 1 VC 1.vpc I C� 1— II IIII�IIIIIIIII�IIIII F -. • • �.nvvvv 1130-V Iva 1. vpc il��il�I�Il��li �I��I�I��i11 ijl ICI ICI I j ICI ICI ICI Ill III j��IIIIiIII,illill Inch , i I I I I I I I 1/16 5I g 0 L ti L E L Z 0 6 1 1 iI�lll.l III1I II II I IIIIIIIl �.. I� ,I)IIIIII�I,III I w � _1 llllllllllllll F illl1 - Inoh 1/16 ?? w+ IIIIILIl. LI!l l �. I :�1_L�IIIIILILL�L�.I:LILLLI�LLI — - - - -- -Imuuuu ioo-u I VC I.vpc - �15I�I��LIII F rr t V11.7 -.1111 l z 1111 �ISIlIV401 pr Q 4 0 i N r� REVIEWE I ON CODE COMPL P 'P °?<1 ` 1 ' 1 MAR ° 8 2005 C ity of -fuk ISION SECONDARY ELEVATION AT 1 FEB 2 2 200,' PER1u a cewm 2 3' -5 1/4" 1 4' -0" r - l Dimension Key 1. UNLESS NOTED, USE 1/2 X 1 1/2 A -325 SNUG TIGHTENED BOLTS FOR GIRT LAP, GIRT TO FRAME, FLANGE BRACE TO FRAME, FLANGE BRACE TO GIRT, JAMB AND HEADER CONNECTIONS. 2. WIND AND FLANGE BRACING ARE AN INTEGRAL PART OF THE WALL STRUCTURAL SYSTEM AND SHOULD BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL AND ROOF SHEETS, REMOVAL OR ALTERATION OF WALL BRACING WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINSER S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFTED BY VP. FOR CONSTRUCTION = NW Container Wall =1 THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS, VP Buildings, Inc. DESC THE APPL ORO RAND 3200 Players Club Cirde Memphis TN 38125 SECONDARY ELEVATION AT 1 IN PU AauSE SHALL NOT BE MODIFIED, REPRUCED OR USED FOR OD PRIOR ANY OTHER PURPOSE W ROUT WRITTEN APPROVAL OF VP BUILDINGS. REV DATE By DESCRIPTION UMDE" CHG Building Systems, Inc. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY CUSTOMER RUshforth Construction RESPONSIBLE FOR ACCURATE. 0 ODD QUALITY WORKMANSHIP OCATION Seattle Washington IN ERECTING THIS BUILDING W CONFORMANCE W ITH THIS A VP ERECTION GUIDES IS DRAW W0, NW Container Site AND INDUSTRY STANDARDS PERTAINING TO PROPER AND ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS BUILDER'S PON 15018 nmwnnnG FILENAME: RECMM CITY OF TUKWILA JOB 1 CA0500138 -01 DATE 2/g /2005 M V P BUILDINGS DRAW 9/200 IIGOPM.m JAD JAD VPC VERSION: 5.2a PAGE — _ ro.v0.0G %' wUUv I00 IvC I.VNG Inch 1/18 �1 U 96 ti� E6 Z6 `66,., :0 � IILIILI�I 1 . 11 . 1 III III�ILII LI ILi '11LI yljl, ICI IIIIICI . T jT l II I�) �� -�L LEI ..�.ii=.I•i_il:�..II;I_IIIi__ 5 s l ..� �,�� i ft J SI \ .. y AA��iY�•M�,"1 r... [�a .. Ill�ll.11 ILIl.�IIII 1111�.1;1II• I_[I:(14�1:lL.[IIJ�IIal 'llll�'llll llll IIi� 1��llll IIII►IIIII F II�L IC =�. Iii � ,, . I '. 1I ��'i'� I ��f I• ~ - �� ) �f ') Inch 1116 5 I I 16 r�, r _...._ . vnvvvv 1o0 we I.vpc PF Q Q 0 I N '-4 ~ REVIEWED FOR CODE CO IPLIANCE MAR - 8 2005 City Off. - vu,,,,vvda 12 - 0 " SECONDARY ELEVATION AT 2 RECEIVED CITY OF TUKWILA FEB 2 2 ro�cJ PERMIT CEME3; 2 3' -5 1/4" 1 4 -0" F_�- Dimension Key 1. UNLESS NOTED, USE 1/2 X 1 1/2 A -325 SNUG TIGHTENED BOLTS FOR GIRT LAP, GIRT TO FRAME, FLANGE BRACE TO FRAME, FLANGE BRACE TO GIRT, JAMB AND HEADER CONNECTIONS. 2. WIND AND FLANGE BRACING ARE AN INTEGRAL PART OF THE WALL STRUCTURAL SYSTEM AND SHOULD BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL AND ROOF SHEETS. REMOVAL OR ALTERATION OF WALL BRACING WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE P.EQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. = NW Container. Wall = 3 REMAINS THE PROPERTY OF VP BUILDINGS, IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED REPRODUCED OR USED FOR ANY OTHER PURPOSE W rTHOUT PRIOR WRITTEN AP OF VP BUILDINGS, THE GENERAL CONTRACTOR AND/OR ERECTOR 18 SOLELY RESPONSIBLE FOR ACCURATE, G DOD DUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS ATA ICAB E VP ERECTION GUIDES 18 DRAW INO, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE 0 F TEMPORARY BRACING. VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 FOR CONSTRUCTION SECONDARY ELEVATION AT 2 DATE BY DESCRIPTION BUILDER CHG Building Systems, CUSTOMER Rushforth Construction OCATION Seattle, Washington P ROJECT NW Container Site NTS BUILDER'S PON 15018 2110/2005 13;09;54 FILENAME' CA0500138 -010E1.vpc _.. II I III i1� I I aII 1�3)11111�II`IjTjlll j)11T�I:IL�Ii�'II LII(L��IIII + III I I I Inch 1/16 �`', n + ' I '� 'I �J 1 An { ry 1 ! 51aia 6 tr. aw „mns.�vuLw".aNb.yr'.� Ito i{tY1, x., 1 �.r_ •� y , I , I , I1,, 3, fit• ti6 E6 Zl. ' 66.• 0� 6 ._ g � g � - I � �,�� IIIIIII _I�.LIIIIIIII�IIIIIII L� . � � �� `.` °t.; � wo llllllllLLLLI_ll.ILI ILaLtiIIILLIIIIII l.Ll II IILI II ILLIh .I Li - ! IIII '1111 VIII I III Ii 1 I I_ _ IIII_ I I IIIIIIIIIIIIIIIII Inc. CA0500138 -01 DATE 2/9/2005 M T BUILD _ INGS DRAW WCHECK NC04*4=N JAD JAD VPC VERSION. 5. 2a PAGE r) r I ICI ��I III . I1 I Inch 1/18 �I , -=�2) Ty j �r ,Ir ) TI I I ( I 11 Hill 7 � Y � G � Z � � � � � O � �• ( \ � Jr. ,_.� . �� n p ; i;��d�� i�..r� Jl f` , � � ,. V P.%U;nm i oo-u i ur: i .vpu s Ilill�ilrl��il� i IIII�I ICI i�llljl; � /�/�{� M"" IIVII 1/18 w II IIII�IIIIIIII ILIIIIIIIi llllllll llJ�LI��II��IJLI_LLI (.11i ilLLl � II II . IIILIlIl..IIIILI�LIlI - 0 1 -- 1.11Y kltwDUU -uwt .vpc ILllili (IIIII�'IIIIIIIII�IIIIIIIII�III II 1.11Y kltwDUU -uwt .vpc pr Covering Schedule Id Qty Type #27 2 PR #28 2 PR Oper. Code:l =SQ,SQ Finish:K =KXL Color:AG =Ash Gray Length Gage OP Fin. Color Direction 12 -1 1/2" 26 1 K AG Left to Right From Peak 12 -1 1/2" 26 1 K AG Right to Left From Peak Q Trim Schedule Id Parts T1 CT12 T ( T3 (0. 6 )BA1,(2)BT10 T4 BSI,GGCI,MCCI,PRF1 T5 RRC10,SPC10 T4 T2-61-0 1/4" _ _ _ T5 _ _ `T2-6t-0 1/4 Td O I N e N p = O � � { ri O I I I r l H N N - rq , rq e-1 (2) #28 (2) #27 H T3 T-4 H O R CO DE ,OM,p' 'ANCE MAR -- 8 2005 City 0 RECEMM CITY OF TU KViIILA 12 -0° COVERING ELEVATION AT 1 1. WALL SHEETS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM, REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. 2. SEE JOB DETAILS FOR SHEETING AND TRIM FASTENER SPECIFICATION. 3. PRE -DRILLING 1/8 DIAMETER HOLES FOR WALL STRUCTURAL FASTENERS MAY BE REQUIRED AT 11 GAGE GIRTS, NESTED GIRTS, GIRT LAP LOCATIONS, AND /OR SECONDARY STRUCTURAL BEAMS THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REVIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. = NVV container, Wall = 1 THIS DRAW ING, INCLUDING THE INFORMATION HEREON REMAINS'm PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDINO DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, O OOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE W ITH THIS DRAWING. DETAILS REFERENCED IN THIS DRAW INO, ALL APPLICABLE VP ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 Color Details Ash Gray WC20A1 Ash Gray RC30B1 Ash Gray EN52A1,WC0lA3,WC04A1 Ash Gray RC38A1 Ash Gray RC38C4 FOR CONSTRUCTION COVERING ELEVATION AT 1 DATE I BY I DESCRIPTION ISUILDER CHG I I " ""' NW Container Site NTS BUILDER'S PON 15018 2/10/2005 13:09:59 FILENAME' CA0500138- 010E1.vpc � IiI � I � ll � llil1 �� I'I � Ij ,j11 1'I�2I1I1' ICI iii IIIf III I�III�I III. I �_� Illjl : jlj . j . lj . jlj _ Ilj- j Inch 1/16 5 S A�..✓�91,k i1( 3 �f �(� �. I 1,. 1 I 0 g g g �.'.�,,- "S� x�� t II IIIIIIIII IIIL�_llll IIIIIIIIL�IILLLIIII�IIiL�II_ �. I�LIIIIILLL�. IIILIIIII�III l�I111�111111111�1 �� III�II I �'•:£ L��_. I z O ILLLIr.. LIII,I_ 1 1111111► L�IIII� '��IIIII�IIIII I, w IIII� Inc. P BUILDINGS VARC044k EH VPC VERSION: 5.2a JOB CA0500138 -01 2/9/2005 -AWN/CHECK JAD JAD i0E / 13 F" s il- f IIII�IIIIIIIII��IIII F _---_- -' ....~...~�=..Vjj%; ppr A Inch 1/18 4 , 56 ti6 EL Z6 , bb,.' IIII�ILI�III� lLI�I_�_ lllllllllllll,Il III. L�1lIIlIIII�- II_lli�l.11[�IIJIJ I� ,1II .. . ........ ;-- s '�_ 111111I�111I1�l i HILLSIDE 1 FLAT WASI HEX NUT —+,.+_n rVal VP FRAMES OR SUPPORT BV -- 3" MAX. GAGE (MIN. 1/2" AN O 4' MIN. PIT( WALL BRACE ROD OR CAB WALL BRACE ROD OR CABLE { CUPS, PLATES OR BOLTS ARE NOT BY VARCO PRUDEN CONTRACTOR'S NOTE: FIELD DRILL OR FIELD WELD SUSPENSION ANGLES OR PLATES. ALLOWABLE LOAD = 1 KIP PER PAIR OF BOLTS = 1.4 KIPS PER INCH OF WELD WITHOUT INSPECTION ' KIPS ADD PAIRS OF BOLTS OR WELD WELD O TO RESIST DESIRED CONCENTRATED LOAD. LOADS LESS THAN 500 LEIS MAY BE SUSPENDED CONCENTRATED LOADS SHALL O NOT EXCEED USER E DEFlNED COLLATERAL LOADING INDICATED ON HE PURCHASE ORDER AND IN VP CALCULATIONS. SUSPENDED LOADS EN FROM STRUCTURAL BEAMS EMIOAIYI Dp /pl hA Y --. GAGE INHS AL LENGTH CATFr;nIPv i� i� ROD OR CABLE BRACING AT COL. BASF" 3 -PLATE OR GAGE _ PWAlw R 10/05/2000 1•_0• 3" 4 1 2' 1 1 H N 1 I I MAY BE STRAIGHT OR TAPERED MEMBER FLAT SHIM AS REQUIRED BETWEEN BOLTS SHIM2 STANDARD SHIM PROCEDUR TYPICAL AT ANY BOLTED CONNECTION 0120AIV2 R 011131/08 HILLSIDE WASHER FLAT WASHER HEX NUT FLO. BRACE; THIS SIDE WHEN SINGLE BRACE IS REQUIRED CUP RE0 WRN THICK M " FLANGE BRAC=REOWUIRE FIELD COPING A FINGER SHIM AS REQUIRED TYPICAL BOLTING PLATES, FACADE OR CANOPY CONNECTIONS 11 1/2' PURUNS RFOUIIIE 3 DOLTS AT EACH END OF PURUN LAP. TOWARD THE 6 FRAME CENTER nl: FLANGE BRACE REQUIREMENTS: RULE #1 - ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED. RULE #2 - SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ON C RO SS RULE#3- FFLANGE BRACES I ARE REQUIRED P 130TH D S BY IDES OF HE FRAME WEB RULE #4 - WHENEVER POSSIBLE, A CCOMPANIED PLACE SINGLE BRACES TOWARD HE CENTER OF THE BUILDING. RULES- WHENEVER POSSIBLE, PLACE ALL SINGLE BRACES ON HE SAME SIDE OF HE FRAME WEB. TYPICAL FLANGE BRACE CONNECTIONS BR06B( 7NTINUOl15 "UN lAP SHOWN, CONTINOU3 GIBE MID SIMPLE PURLIN AND GIRT SINII/JI, 108110108 R 03/08/200/ BOLTING PLATES HARD FLAT WASHER NUT TENSION CONTROL BOLT IRECTOR NOTE. INSTALLATION OF TENSION CONTROL BOLTS MAY NOT BE POSSIBLE IN AREAS WHERE EXTREME PITCH, ORFOTHER LOCATION. BEAM OCCUR. IN THESE CASES, AND BOLTS WOULD BE REQUIRED. THESE NUTS AND BOLTS ARE NOT PROVIDED BY VP BLDGS. 1" MIN. /a" n NOTE: FIELD CUT SHIMS TO DESIRED DIMENSIONS TO ACHIEVE DESIRED RESULTS SHIMS ARE MADE FROM .059" MATERIAL SHEAR WRENCH (NBVP) REQ'D FOR INSTALLATION OF TENSION CONTROL BOLTS. TENSION CONTROL BOLT EN20A2 I NST�ALLA o INSTRUCTION t� �� i PR ROOFS X -ING SAG ANGLES (SA_) (REQUIRED AT ALL LOCATIONS SHOWN ON THE ROOF SECONDARY DRAWING. THEY ARE REQ'D PER DESIGN AND AND CANNOT BE OMITED.) INSERT SAO ANGLE TAB INTO PURUN SLOTS AND BEND TAB FLAT, NOTE; WHEN SAO ANGLE SLOTS IN ADJACENT PURUNS DO NOT ALIGN, FIELD BEND THE SAG ANGLE TAB AND ATTACH TO PURUN WITH A 1/4-14 x 1 1/4' STRUCT FSNR (55307) ' -BEND TAB FLAT SSR & SLR SELF DRILLING FASTENER OR BOLT AT CENTERLINE OF PURUN OR HIGHER. FIELD DRILL HOLES. ROD HANGER OR UNISTRUT AS NEEDED. ANGLE CLIP, BOLTS, UNISTRUTS, ROD HANGER AND CLAMPS NOT BY VARCO - PRUDEN. FIRE SPRINKLER HANGER SYSTEM MUST BE CAPABLE OF RESISTING 250 LBS. PLUS WEIGHT OF WATER FILLED PIPE PER CODE OTHER SUSPENDED LOADS EXCEEDING 100 LOS, MUST BE SUSPENDED SIMILAR TO THIS 1/2" OR LESS DETAIL DO NOT CLAMP TO BOTTOM FLANGES. CONTRACTOR'S NOTE ANY LOADS OVER 400 LBS. APPLIED TO VP MEMBERS SUCH AS HVAC, LIGHTING, DUCTING, PIPE SUPPORTS ETC. MUST BE LATERALLY BRACED TO HE MAIN BUILDING'S LATERAL LOAD RESISTING ELEMENTS ( PURUN BRACING STRUTS OR PRIMARY FRAMES) AS REQUIRED BY CODE FOR SEISMIC LOADS. BRACING MUST BE PROVIDED AND INSTALLED BY CONTRACTOR AND MUST RESIST LATERAL LOADS EQUAL TO THE WEIGHT OF HE SUSPENDED UNIT OR AS REQUIRED BY CODE, WHICHEVER IS LESS. SUSPENDED LOADS I EN10A1 FROM PURLINS - 100 LB. LOADS OR GREATER ENIG41V2 R loud /n F =FEET G = GAGE CXBIIKIE = COLUMN CPLATE) I = INCHES 0 = OPERATION CGXK :r =COLUMN (GAGE) E EIGHTHS C FIN /COLOR WCXKIEt - COLUMN CHOTROLL) PANEL /COVERING W 1 3 1 1 7 2 6 1 K T D RBXKKN = RAFTER CPLATE) >« F F I I E 0 0 0 C C C BGXKxx = RAFTER CGAGE) LENGTH CODE WRXxxK = RAFTER CHOTROLL) TRXKKx = TRUSS RAFTER INSULATION I B 1 3 0 1 0 3 6 0 3 0 W V ICXKKx = INTERIOR COLUMN x x F F F I] [ I 1 I E C C PCXxxx = PIPE COLUMN LENGTH WIDTH THK CODE TCXKxx = TUBE COLUMN SECONDARY (STANDARD) EPXKxK = ENDPOST (PLATE) 0 1 G 19 1 1 4 1 7 EGXxKK = ENDPOST (GAGE) x x K F F I I E G G LENGTH CODE CBXxxx = CANOPY (PLATE) DCCBXxKK = CANOPY (GAGE) SECONDARY (SPECIAL) PBCXxxx = PIGGYBACK CANOPY 0 0 1 6 1 9 1 1 41 7 1e x x x F F I I E G G LENGTH CODE ROD BRACING 0 3 R A 2 5 1 0 I E x If F F I t DIA LENGTH MARK NUMBER KE FNI 5nA1� SAG ANGLES X —ING BR09� 8 1/2" & 11 1/2" PURLINS (REWD. PER DESIGN) wmavo R 00/01 /tow OOUI` NO NUT 2 . RODS THA 11E s►ar sPE1cE r•--j f- - -Z::1 ARE To eE sweED Sn uslNO �' ®� oNC w T1c AeTlloos a11oRN. FULL PEN WELD SPLICE COUPLING NUT SP "SHOP SPLICE DETAILS" ( - 1.I WASHER, Fur AH" / REO'D. GG1 E NF O AD. NlR ROD LENGTH (AS SHOWN ON ERECTION DUMOS) THREAD BO H ENDS WITHOUT TURNBUCKLE — MRISIDE WASTER, FIAT I WASHER. HEX EGAD, NUT REO'0. EACH pp 1UM1wo" DO "ROD ENGH (AS SN M ON ERELTON DRAWNOS) RB RO THREAD BOTH ENDS W ITH TURNBUCKLE ROD BRACE ASSEN EN30AIV4 R 10/03/1003 F - FEET G - GAGE 1 - INCHES 0 - OPERATION E - EIGHTHS C - FN /COLOR PR WALL PANEL MARK NO. :W FFII E 0G0CCC LENGTH CODE PR ROOF PANEL MARK NO.:R PR RIDGE PANEL MARK NO.: P F F 1 I G G E O C C c LENGTH CODE 35' COVERAGE ;1 2* :: SMOOTH . � I SURFACE EXTERIOR 1 3/16• 2 J1/32" TYP. BEARING EDGE 7 PANEL RIB ROOF & WALL PANELS (PR THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP, THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. 8 1 /2 GIRTS 003AIVI 00 /0112001 PURLINS 2 1/2" EN53A1 HAUNCH TO COLUMN CONNECTION TOP BOLTED COLUMN PFOIA1w R 01110/1004 REMAINS THE PROPERTY OF VP BUIL61NdB. - IT IS PROVIDED SOLELY FOR ERECTING 111E BUILDING DESCRIBED IN THE APPL ICABLE PURCHASE 0ROER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND/OR ERECTOR 18 SOLELY RESPONSIBLE FOR ACCURATE, 0000 QUALITY WORKMANSHIP IN ERECTING THIS BUILDING N CONFORMANCE WITH THIS DRAW INO DETAILS REFERENCED N THIS DRAW [NO, ALL APPLIU VP ERECTION OUIDE8, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. I III IIL. III III 11 i)I III I I ..III III III ICI �jjl _Ijl Inch 1/10 ' `. 33L ,;< +. �' r �R` Nv ', �rCrt { �, ate . � ' T N R , U' Y '" 'rr 'i rr.1 r r S + 2. ^��, � 3 � +•^7 1� i 7, °: ��;, '.� oI III II_I_IIlIIL1 �1 III�I. II I L 1111111l� .!!LlLLLI�IIIILLi.11�lJl WALL ROD OR C AT RAKE BEAM 8 R lo/w /seep A325 B1 SEE ERE DRAWING EXACTS FILL ALL COLUMN MEMBER (CX -) NSTRUCTION RECEIVED CMY OF % rUKWLA PERMIT CENMI4 VP Buildings, Inc. 2- SIMPLE INTERIOR 3II =1' END BAY, 1' -0' LAP 3200 Players Club Circle Memphis TN 38125 Q� =SIMPLE I' END BAY a =]' END BAY, 1' -6' LAP tEV DATE BY DESCRIPTION M SIMPLE 6' END BAY 2E=1' END BAY, 2' -0' LAP DA-END HOLE ONLY 33 =]' END BAY, 2' -6' LAP 39 =INSET NOTCH 34 =I' END BAY, 3' -0' LAP Dfi =NO HOLES 35 =1' END BAY, 3' -6' LAP NTS 212 =6' END BAY, V-0' LAP 3fi 11 END BAY, 4 LAP 2/11/2005 9:01:04 21=6' END BAY, P-6' LAP An=INTERIOR BAY, ]' -D' LAP 2i: =6' END BAY, 2'-0' LAP AL =INTERIOR BAY, P -6' LAP 23 =6' END BAY, 2'- LAP AZ BAY, 2' - 0' LAP 24 =6' END BAY, 3' -0' LAP },3 =INTERIOR BAY, 2'-6' LAP M =6' END BAY, 3'-6' LAP Ag= INTERIOR BAY, 3'-DI LAP a =6' END BAY, 4' - 0' LAP A5 =INTERIOR BAY, 3' - 6' LAP Afi- INTERIOR BAY, 4' -0' LAP SECONDARY PUNCH PATTERNS EN51 COMMON GENERATED MARK NUMBERS ' EN3fA1V1 pt/01 /3007 i� i� ROD OR CABLE BRACING AT COL. BASF" 3 -PLATE OR GAGE _ PWAlw R 10/05/2000 1•_0• 3" 4 1 2' 1 1 H N 1 I I MAY BE STRAIGHT OR TAPERED MEMBER FLAT SHIM AS REQUIRED BETWEEN BOLTS SHIM2 STANDARD SHIM PROCEDUR TYPICAL AT ANY BOLTED CONNECTION 0120AIV2 R 011131/08 HILLSIDE WASHER FLAT WASHER HEX NUT FLO. BRACE; THIS SIDE WHEN SINGLE BRACE IS REQUIRED CUP RE0 WRN THICK M " FLANGE BRAC=REOWUIRE FIELD COPING A FINGER SHIM AS REQUIRED TYPICAL BOLTING PLATES, FACADE OR CANOPY CONNECTIONS 11 1/2' PURUNS RFOUIIIE 3 DOLTS AT EACH END OF PURUN LAP. TOWARD THE 6 FRAME CENTER nl: FLANGE BRACE REQUIREMENTS: RULE #1 - ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED. RULE #2 - SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ON C RO SS RULE#3- FFLANGE BRACES I ARE REQUIRED P 130TH D S BY IDES OF HE FRAME WEB RULE #4 - WHENEVER POSSIBLE, A CCOMPANIED PLACE SINGLE BRACES TOWARD HE CENTER OF THE BUILDING. RULES- WHENEVER POSSIBLE, PLACE ALL SINGLE BRACES ON HE SAME SIDE OF HE FRAME WEB. TYPICAL FLANGE BRACE CONNECTIONS BR06B( 7NTINUOl15 "UN lAP SHOWN, CONTINOU3 GIBE MID SIMPLE PURLIN AND GIRT SINII/JI, 108110108 R 03/08/200/ BOLTING PLATES HARD FLAT WASHER NUT TENSION CONTROL BOLT IRECTOR NOTE. INSTALLATION OF TENSION CONTROL BOLTS MAY NOT BE POSSIBLE IN AREAS WHERE EXTREME PITCH, ORFOTHER LOCATION. BEAM OCCUR. IN THESE CASES, AND BOLTS WOULD BE REQUIRED. THESE NUTS AND BOLTS ARE NOT PROVIDED BY VP BLDGS. 1" MIN. /a" n NOTE: FIELD CUT SHIMS TO DESIRED DIMENSIONS TO ACHIEVE DESIRED RESULTS SHIMS ARE MADE FROM .059" MATERIAL SHEAR WRENCH (NBVP) REQ'D FOR INSTALLATION OF TENSION CONTROL BOLTS. TENSION CONTROL BOLT EN20A2 I NST�ALLA o INSTRUCTION t� �� i PR ROOFS X -ING SAG ANGLES (SA_) (REQUIRED AT ALL LOCATIONS SHOWN ON THE ROOF SECONDARY DRAWING. THEY ARE REQ'D PER DESIGN AND AND CANNOT BE OMITED.) INSERT SAO ANGLE TAB INTO PURUN SLOTS AND BEND TAB FLAT, NOTE; WHEN SAO ANGLE SLOTS IN ADJACENT PURUNS DO NOT ALIGN, FIELD BEND THE SAG ANGLE TAB AND ATTACH TO PURUN WITH A 1/4-14 x 1 1/4' STRUCT FSNR (55307) ' -BEND TAB FLAT SSR & SLR SELF DRILLING FASTENER OR BOLT AT CENTERLINE OF PURUN OR HIGHER. FIELD DRILL HOLES. ROD HANGER OR UNISTRUT AS NEEDED. ANGLE CLIP, BOLTS, UNISTRUTS, ROD HANGER AND CLAMPS NOT BY VARCO - PRUDEN. FIRE SPRINKLER HANGER SYSTEM MUST BE CAPABLE OF RESISTING 250 LBS. PLUS WEIGHT OF WATER FILLED PIPE PER CODE OTHER SUSPENDED LOADS EXCEEDING 100 LOS, MUST BE SUSPENDED SIMILAR TO THIS 1/2" OR LESS DETAIL DO NOT CLAMP TO BOTTOM FLANGES. CONTRACTOR'S NOTE ANY LOADS OVER 400 LBS. APPLIED TO VP MEMBERS SUCH AS HVAC, LIGHTING, DUCTING, PIPE SUPPORTS ETC. MUST BE LATERALLY BRACED TO HE MAIN BUILDING'S LATERAL LOAD RESISTING ELEMENTS ( PURUN BRACING STRUTS OR PRIMARY FRAMES) AS REQUIRED BY CODE FOR SEISMIC LOADS. BRACING MUST BE PROVIDED AND INSTALLED BY CONTRACTOR AND MUST RESIST LATERAL LOADS EQUAL TO THE WEIGHT OF HE SUSPENDED UNIT OR AS REQUIRED BY CODE, WHICHEVER IS LESS. SUSPENDED LOADS I EN10A1 FROM PURLINS - 100 LB. LOADS OR GREATER ENIG41V2 R loud /n F =FEET G = GAGE CXBIIKIE = COLUMN CPLATE) I = INCHES 0 = OPERATION CGXK :r =COLUMN (GAGE) E EIGHTHS C FIN /COLOR WCXKIEt - COLUMN CHOTROLL) PANEL /COVERING W 1 3 1 1 7 2 6 1 K T D RBXKKN = RAFTER CPLATE) >« F F I I E 0 0 0 C C C BGXKxx = RAFTER CGAGE) LENGTH CODE WRXxxK = RAFTER CHOTROLL) TRXKKx = TRUSS RAFTER INSULATION I B 1 3 0 1 0 3 6 0 3 0 W V ICXKKx = INTERIOR COLUMN x x F F F I] [ I 1 I E C C PCXxxx = PIPE COLUMN LENGTH WIDTH THK CODE TCXKxx = TUBE COLUMN SECONDARY (STANDARD) EPXKxK = ENDPOST (PLATE) 0 1 G 19 1 1 4 1 7 EGXxKK = ENDPOST (GAGE) x x K F F I I E G G LENGTH CODE CBXxxx = CANOPY (PLATE) DCCBXxKK = CANOPY (GAGE) SECONDARY (SPECIAL) PBCXxxx = PIGGYBACK CANOPY 0 0 1 6 1 9 1 1 41 7 1e x x x F F I I E G G LENGTH CODE ROD BRACING 0 3 R A 2 5 1 0 I E x If F F I t DIA LENGTH MARK NUMBER KE FNI 5nA1� SAG ANGLES X —ING BR09� 8 1/2" & 11 1/2" PURLINS (REWD. PER DESIGN) wmavo R 00/01 /tow OOUI` NO NUT 2 . RODS THA 11E s►ar sPE1cE r•--j f- - -Z::1 ARE To eE sweED Sn uslNO �' ®� oNC w T1c AeTlloos a11oRN. FULL PEN WELD SPLICE COUPLING NUT SP "SHOP SPLICE DETAILS" ( - 1.I WASHER, Fur AH" / REO'D. GG1 E NF O AD. NlR ROD LENGTH (AS SHOWN ON ERECTION DUMOS) THREAD BO H ENDS WITHOUT TURNBUCKLE — MRISIDE WASTER, FIAT I WASHER. HEX EGAD, NUT REO'0. EACH pp 1UM1wo" DO "ROD ENGH (AS SN M ON ERELTON DRAWNOS) RB RO THREAD BOTH ENDS W ITH TURNBUCKLE ROD BRACE ASSEN EN30AIV4 R 10/03/1003 F - FEET G - GAGE 1 - INCHES 0 - OPERATION E - EIGHTHS C - FN /COLOR PR WALL PANEL MARK NO. :W FFII E 0G0CCC LENGTH CODE PR ROOF PANEL MARK NO.:R PR RIDGE PANEL MARK NO.: P F F 1 I G G E O C C c LENGTH CODE 35' COVERAGE ;1 2* :: SMOOTH . � I SURFACE EXTERIOR 1 3/16• 2 J1/32" TYP. BEARING EDGE 7 PANEL RIB ROOF & WALL PANELS (PR THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP, THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. 8 1 /2 GIRTS 003AIVI 00 /0112001 PURLINS 2 1/2" EN53A1 HAUNCH TO COLUMN CONNECTION TOP BOLTED COLUMN PFOIA1w R 01110/1004 REMAINS THE PROPERTY OF VP BUIL61NdB. - IT IS PROVIDED SOLELY FOR ERECTING 111E BUILDING DESCRIBED IN THE APPL ICABLE PURCHASE 0ROER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND/OR ERECTOR 18 SOLELY RESPONSIBLE FOR ACCURATE, 0000 QUALITY WORKMANSHIP IN ERECTING THIS BUILDING N CONFORMANCE WITH THIS DRAW INO DETAILS REFERENCED N THIS DRAW [NO, ALL APPLIU VP ERECTION OUIDE8, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. I III IIL. III III 11 i)I III I I ..III III III ICI �jjl _Ijl Inch 1/10 ' `. 33L ,;< +. �' r �R` Nv ', �rCrt { �, ate . � ' T N R , U' Y '" 'rr 'i rr.1 r r S + 2. ^��, � 3 � +•^7 1� i 7, °: ��;, '.� oI III II_I_IIlIIL1 �1 III�I. II I L 1111111l� .!!LlLLLI�IIIILLi.11�lJl WALL ROD OR C AT RAKE BEAM 8 R lo/w /seep A325 B1 SEE ERE DRAWING EXACTS FILL ALL COLUMN MEMBER (CX -) NSTRUCTION RECEIVED CMY OF % rUKWLA PERMIT CENMI4 VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 BUILDING SED'S tEV DATE BY DESCRIPTION BUILDER CHG Building Systems, Inc. JOB/ CU3TOMER RUShfolt9 Construction CA0500138 -01 LOCATION Seattle, Washington DATE 2/g /2005 PROJECT NW Container Site VP BUILDINGS DRAWNICNECK NTS BUILDER'S POR 15018 VARC04 � JAD JAD PAGE 2/11/2005 9:01:04 FLLE " AME: CA0500138- 010E1.vpc VPC VERSION: 5.2a III11 ,I IIII�IIIII� 'III RO O PAD 1100 0000 TURNBUCKLE PAD r: �T ®e• 4" ROD LEN (A8 SIIww ON ERkL00N DRAWNCS) R D RE RG ROD ROD PAD BOTH ENDS BLY DRAWING FNA1 COMMON GENERATED MARK NUMBERS ENSIAIV4 R 01/0712004 REVI��I�ED F0� E (REIX- BE /'1Tl cOM 1 2 1/2" PF 3/16 (80390) T- TIC RAFTER BEAM (RBX -) MAY BE STRAIGHT OR TAPERED MEMBER BOLTING PLATES ANTI- CAPILLARY BEAD --- Owl I, A325 BOLTS SEE ERECTION DRAWINGS FOR EXACT SIZE FILL ALL HOLES RAFTER BEAM CON NECTION RAKE BEAM OR FULL FRAME PFWAIV3 Bt /2o/2ne 3/16' TAPE CONT. LOWEF ROOF SHEET ENDWALL 45' BIRD STOP (BSI) FASTEN IN PLACE W/ 4 POP RIVETS GUTTER CLOSURE (GGC —) FASTEN IN PLACE W/ 10 POP RIVETS SEAL INSIDE PERIMETER OF CLOSURE W/ BRONZE TUBE SEALANT (80507) EAVE CUTTER (EG -) PANEL R IB R OOF RIDGE CAP ENDLAP 1110 R 02115/20M REFER TOF FOP. COMPLETE DETAIL PANEL RIB CAP SHEET (P-) RIDGE PURUN s o Z L N� LE 00 D 6 1/2" PUP.LINS 8 I /2" PURLINS 11 1/2" PUP.LINS — — STANDARD LOW EAVE PURUN / 1 RAKE BEAM -J (1) 1/4 -14 x 1 1/4"--/ CUP CONNECTION ��c FRA IE WALL STRUCT FSrIP. MAY BE REOUIRED. I R 6 (55307) PER PURLIN SEE ERECTION DWGS. RAKE CHANNEL TO PURLIN STD. PR ROOF RS 10A1 WELDED LOW EAVE PURLIN 6 112" 8 1/2" & 11 112" PURLINS W /SHEETED ENDWAL RS1 1/ RSIDAI R 02 /:9 /DL P & B END FRAME (6 1/2" OR 8 1/2" PURLIN) RSI IA2V4 R 03/19/2004 THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. 1 ' -0 " 1 1'-0" L V -0' x 7/8' ROOF 1 1 4 « I PANEL RIB INSIDE STITCH FSNR I AVBD MILIG I 12 -14 x 1 1/4" 2 PER INT RIB AND 3/16" x 1/4" TAPE MASTIC WALL PANEL 3/16" x 1/4' TAPE ROOF STRUCT FSNR 1 PER STRAP 4 PER SIDELAP RIB CONT, (80390) MASTIC (80390 12 -14 x 1 1/4" ROOF STRUCT FSNR 3 PER FOOT CLOSURE 1/4-14 x 7/8" ROOF ENDLAP &RIDGE CAP STITCH FSNR 1 PER PURLIN AND 2 PER SPACING 1/4 -14 x 7/8' 12 -14 x 1 1/4" ROOF ROOF STITCH FSNR STRUCT FSNR 12 -14 x 1 1/4" WALL 1 PER STRAP 2 PER FOOT 0 STRUCT FSNR V - 0' O.C. STITCH FSNR x 7/8" ROOF STITCH INTERMEDIATE PURLIN 6" O.C. FOR FIRST 10' -0" UPSLOPE MASTIC (BD390) AT SIDELAP UNDER GUTTER 12 -14 x 1 1/4" ROOF PANEL RIB OUTSIDE STRUCT FSNR CLOSURE (80140) 3 PER FOOT 1/4 -14 x 1 1/4" STRUCT. BUILDING EAVE PANEL SIDELAP FASTENER PATTERNS RC04B4 U.L 90 RATED; ICE DAMMING 110004Y3 R 02/19/2M RAKE FASCIA APPLY 3/16" x 1/4" (RKF -) TAPE MASTIC (80390) UNDER RIB CAP RAKE RIB CAP (RRC_) APPLY 3 16" X 1/4" TAPE MASTIC 80390) UNDER THIS EDGE OF PEAK CAP 4 /4 -14 X 7/8" ROOF STITCH FSNR RAKE FASCIA (6) PER PEAK CAP TO LAP UNDER PEAK CAP MIN 3" ATTACH (SPC -) TO RRIVETS W/ 6 POP METAL PEAK CAP (SPC -) RAKE FASC METAL PEAK CAP ATTACHMENT (P —RIB ROOF) 1 R D3/05/2W4 CBA7 BG1, BG2 OR BG3 PANEL RIB NOTE: A CONC. FSNR. MUST BE LOCATED WALL I LESS THAN 6" FROM EACH END OF THE BASE MEMBER. 3/16" x 1/4" TAPE MASTIC (BO390) PANEL RIB 12 -14 x 1 1/4" INSIDE WALL STRUCT CLOSURE FSNR (80130 2 PER FOOT BASE ANGLE (BA1) SHOWN, MAY BE BASE GIRT (BG1, BG2 OR BG3). OR CONCEALED BASE (CBA) 1/2" FINISH FLOOR OR BASE TOP OF CURB WALL TRIM (ST -) CONCRETE FASTENER 24" O.C. (NOT BY V.P.) BASE OF WALL ATTACHMENT C SQUARE CUT PANEL RIB W/ BASE TRIM NC01AM R 03/22/2004 REMAINS THE PROPERTY OF VP BUILDINGS FACE OF ( R R AK FASCIA WALL PANEL 1 1 4 « 1/4 -14 x 7/8" ROOF STITCH FSNR 0 2' -0" O.C. PANEL RIB INSIDE AVBD MILIG CLOSURE (80130) FACE OF 12 -14 x 1 1/4" BOTTOM OF 3/16" x 1/4" TAPE MASTIC WALL PANEL 3/16" x 1/4' TAPE ROOF STRUCT FSNR 1 PER STRAP ROOF SHEET CONT, (80390) MASTIC (80390 BOTH SIDES 0 CLOSURE - - - - - - - - - - - - - '2 1/4 -14 x 7/8' ROOF STITCH FSNR id 12 -14 x 1 1/4" WALL 1 PER STRAP 0 STRUCT FSNR V - 0' O.C. W ' P ' 3/16" x 1/4" TAPE MASTIC (BD390) UNDER GUTTER g PANEL RIB OUTSIDE STRAP CLOSURE (80140) 1/4 -14 x 1 1/4" STRUCT. GUTTER STRAP (STR2) PANEL RIB OUTSIDE FSNR. 0 PER PURUN) 3' -0" O.C. CLOSURE (80140) 1/4-14 x 7/8" WALL 1/4 -14 x 7/8" EAVE GUTTER (EG -) STITCH FSNR V -0 O.C. WALL STITCH FSNR V -0" O.C. RAKE ANGLE 1/4-14 x 7/8" ROOF STITCH FSNR PANEL CLOSURE FASCIA RETAINER �RKAO6� 0 6 i/2" P RKA08 0 8 1/2 PURUNS 1 PER STRAP ANGLE (PGA -) (RFR10) PANEL RIB WALL PANEL RKA11 0 11 1/2" PURUNS AND 1 PER FOOT PANEL RIB WALL PANEL PANEL RIB RAKE TRIM (STD PR ROOF) RC30B1 PANEL RIB W1 EAVE GUTTER IRC321311 PANEL RIB WALL THRU 2:12 SQUARE CUT PANEL RIB WALL I L71 Re3anvs R o2m /z9a RC]21MV4 R 03/02 /2ow 1/4 -14 x 7/8" WALL STITCH FSNR. 1 PER SUPPORT AND 1 PER GIRT SPACE 2 FSNRS REQ'D WHEN SPACE EXCEEDS V -0" - -� 12 -14 x 1 1/4' WALL STRUCT FSNR. 2 PER FOOT- 12 - 14 x 1 1/4" WALL STRUCT FSNR. 2 PER FOOT — PANEL RIB W, BAY IF UN RAKE BEAM p� P MAY BE GAGE A 0 G� OR PLATE I It R�SO PURLIN CONN. TO END FRAME RSA 6 1/2" OR 8 1/2" CONT. OR SIMPLE W/O CLIP RW2A1V9 R 09,I"nn OR TEE F VIDNED F OP I C,oMpI 1A1�CE MAC .8 12 -14 1 1/4" I WALL UCT FSNR. 1 PER OT--- "- AT INT GRTS Ct� BASE ME B LD PANEL SIDELAP FASTENER PATTERNS WCWIV5 R 03/23/2004 VP Buildings, Inc, 3200 Players Club Circle Memphis TN 38125 LEV DATE BY DESCRIPTION WC04A r�01 wNSTRUCTION BUILDING SED'S !ILDER CHG B uilding Systems, Inc. IT 18 PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND/OR ERECTOR 18 SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS ORAW INO, DETAILS REFERENCED N THIS DRAW ING. ALL APPLICABLE VP ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. " "" ` NW Container Site NTS BUILDER'S POY 1 5018 2/11/2005 9:01:06 FILENAME: CA0500138'010E1.vpc III 11 1.11._111 ICI: I I ICI f� Ilf 1 1 :1 I I I i I I I i� -_ III I�`l I��,ITIj'I -_� I�,.I.II_Ii�..i_Iii.Ii_I. Inch 1/18 5I j" Y - I I � b L E L Z 0 1 b i l b li�l g ILL� _I.iIIIII(LLI_I_IJ.III IIl I II I III�III... III�IIII�ILIL�ILhL� !)L�IILI1I,III �IIII�IIL�I��IIII�ii�li�llll�llll�llll�llll I PURUN BEARING EDGE 12 -14 X 1 1/4" ROOF STRUCT FSNR 1/4 -14 x 7/8" ROOF STITCH FSNR NOTE PRE - DRILUNG IS RECOMMENDED IN THE ABSENCE OF A PURUN BEARING EDGE. SEE RC0481 FOR STD PATTERN SEE C04B FOR UL90 PATTERN SEE C045 FOR ICE DAMMING PATTERN PANEL RIB ROOF PANEL SIDELAP ROD]MVS R 02129/2094 RAKE FASCIA (RKF -)� PANEL RIB FILLER (PRFI) FASTEN IN PLACE W/ 4 POP RIVETS PLASTIC CORNER CAP (PCC1) OR METAL CORNER CAP (MCC1) I ` CUT AWAY SHADED AREA NOTCH DETAIL A -A EAVE GUTTER CORNER ASSEMBLY ALL SYSTEMS w4"1V4 R 11/16/2004 RECIMV90 CITY OF TUKWILA FEB 22 f' "Y 4J PERMIT r ek JOB 0 CA0500138 -01 DATE 2/9/2005 VP BUILDINGS DRAWN/CHECK SAN JAD JAD VPC VERSION: 5.2a PAGE / 6 1/2' OR 8 DOOR HEADER H 12;2 EQUAL L33" E�I I 1 I O O I I OPENING I I HEIGHT V A I I SECTION A —A HEADER TO JAMB ANY HEADER, ANY SINGLE JAMB WS20DM R 05/7 12ON -L j SECTION A —A PANEL RIB WALL PANEL 12 -14 x 1 1/4" WALL STRUCT FSNR. B, SINGLE 1 JAM HEADER TRIM (HTS -) -12 -14 x 1 1/4" WALL STRUCT FSNR. V_O" O.C. \� DOOR FLASHING DOOR HEADER WALL TRI A T DOOR HFAF) OVERHEAD DOOR OPENING w=4QV4 R 03 /4 /2Da Q RAKE CHANNEL OR AN I 1 1/4' VARY, SEE 510r 0 12 -14 x 1 1/4' WALL STRUCT FSNR. 2/ FOOT ONE AT EACH 0 SIDE OF RIB PANEL RIB WALL PANEL (SEE ERECTION DRAWINGS) PANEL RIB ENDV W/ BLANKET INSULATION WC1GAIV4 R 0.1/1,2004 CIRT CUP / '' .0 t. (GC 10 , A (CC65� OR � FACE OF WALL PANEL 1/2" CLE�q , BETWEEN RObF AND WAIL PqN AT OUTSIDE P,q OF PANEL R16 12 -I4 9= 1 WALL STF2UCI FSNR. 2 PER F PANEL RIB WALL 12 -14 WALL FSNR, _- 8 1/2' INSET SW GIRT 1/4 -14 x 1 1/4" STRUCT FSNR (55307) 3 PER ANGLE GIRT FILLER ANGLE (CFA -) NOTE. FIELD NOTCH IS 112 ENDWALL GIRT FLANGE WHEN CORNER COLUMN FLANGE WIDTH EXCEEDS T PANEL 4 �1 B WALL AT EAVE STANDARD EA�/E IJRLIN RCIIAIV4 1 0/2��2� I OF )HEET STANDARD EAVE PURUN 1/4 -14 WALL STF FSNR. 1' -0" 0, OUTSIDE FLASHING WC11A11I OUT(:� r.nRKll -Q TDIAA PANEL RIB WALL wC20A1V4 R 03/23/2004 FIELD LOCJITE AND DRILL (Z) 0/16' DIAMETER HOLES IN ZEE GIRT TO ATTACH AMB ZEE 1/2'OR 8 1/2' GIRT "'�1 GIRT CONN. AT CORNER COLUMN ANY OUTSET GIRT AT EW, 8 1/2" INSET GIRT AT SW WS12E2V7 R DS /P6 /FORA THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS SPECIFIED BY VP. SECTION A—A JAMB TD GIRT 8 1/2" JAMB. ANY ZEE GIRT wamm R MN!f_Mw"x. GIRT ELEVATION 8 1/2" JAMB, SINGLE OR DOUBLE WS20A2 A 6 1/2` OR 8 1/2' '�i� JAMB, SINGLE 01 OR DOUBLE--,, A I j M � FRAMED M I OPENING I o y I 12 -24 x 1 1/4" ` I 6" STRUCT k, I MAX FSNR (56101) 2 PER JAMB / (ALTERNATE; TACK WELD) 1 r 1/4. N -� W O t ® , N I ® no L -� SECTION 8 A —A JAMB BASE ATTACHMENT 6 1/2" OR 8 1/2" JAMB wS2wev5 R De /D3 /=n 3 4' 10 I I 1 - - -J -- q SECTION A —A GIRT TO J AMB 'ANEL RIB VALL PANEL JAMB TRIM (JT -) WC24A1 A 1/2" JAMB, SINGLE OR DOUBLE / RT ZEE GIRT SHOWN CEE GIRT SIMILAR 8 1/2" GIRT, 8 1/2" JAMB w'S2002V7 R 071I071 � ta1A I co : U T 4 CIA �- "'._.(.� i yam) :._�Y, 1 ..^ ' ,. t eY f ... � �J FOR CONSTRUCTION REMAINS THE PROPERTY OF VP BUILDINGS IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR W BITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR AND /OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAW ING, ALL APPLICABLE VP ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 - DATE BY DESCRIPTION 2/11/2005 I IIIIIII � III �� I �I III � I � I � I � I � I I ,�I- II. � ,II�I��') 1�1�, 3 III�II�1 +I��III ��j�- l:�I�II:j.�1�I IIII`IIIIII+III I } 1 f "•i 1 ' I , y f { Y E.y s, � I .I t, y . I 'r 1 I 7 T � fJ, 'Yr , " � I11� II�IIII�IIIIIIII�IIIIIIIII�IIIIIIIIL�IIIIIIIII�IIIL .�_LI_III�IIIILIIII�LILII V I I I I (IIIII..IIL. II�IIIIILIIIIII' IIIIIII�I, lll�llll�lllllllll� `Illllilll�lllllllll�lllll JAMB TRIM AT OVERHEAD DOOR PANEL RIB WALL WM"IV4 R 03/23/2004 IB BASE CLIP 1 0 8 1/2' 2 0 6 1/2" 1/2" ANCHOR BOLTS CONCRETE FSNR AT 24" O.C. (NOT BY V.P.) BASE MEMBER BUILDING SED'S ILDER CHG Building Systems. Inc. " "' ° °' NW Container Site NTS BUILDER'S POM 15018 8:01:07 FILENAME. CA0500138 -010E1.vjx RECEIVED CITY OF TUKWILA PERM CENTeh JOB 0 CA0500138 - 01 DATE 2/9/2005 gn DRAW WCHECK JAD JAD VPC V ERSION: 5. 2a PAGE WALL PANEL FIELD LDCAIE AND DRILL 9 00' DIA HOLES IN CORY 2 6 (GC10) OR (GC65) GIRT CUP GIRT CLIP (GCS) BE HOP 6 1/2` OR 8 1/2' MAY S ELDED G OUTSET EW GIRT OQ�