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HomeMy WebLinkAboutPermit D07-419 - INTERNATIONAL GATEWAY WEST - MICROSOFT - CABINETSMICROSOFT 12301 TUKWILA INTERNATIONAL BL EXPIRED 1 D07 -419 Cityf Tukwila Parcel No.: 0923049367 Permit Number: D07 -419 Address: 12301 TUKWILA INTERNATIONAL BL TUKW Issue Date: 05/28/2008 Suite No: Permit Expires On: 11/24/2008 Tenant: Name: MICROSOFT Address: 12301 TUKWILA INTERNATIONAL BL , TUKWILA WA Owner: Name: INTERNATIONAL GATEWAY WEST Address: 12201 TUKWILA INTERNATIONAL BLVD , SEATTLE WA 98168 Phone: Contact Person: Name: BRIAN B. LAWRY Address: 1245 PEAR AV , MOUNTAIN VIEW CA 94043 Phone: 650 335 -1990 Contractor: Name: COCHRAN INC Address: PO BOX 33524 , SEATTLE WA 98133 -0524 Phone: 206 367 -1900 Contractor License No: COCHRI *088LB Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us DEVELOPMENT PERMIT DESCRIPTION OF WORK: INSTALL (60) CABINENTS TO INCLUDE CABLE TRAY (SEE EXPIRED PERMIT D06 -281) * *continued on next page ** Expiration Date: 05/13/2009 Value of Construction: $23,500.00 Fees Collected: $776.07 Type of Fire Protection: SPRINKLERS International Building Code Edition: 2006 Type of Construction: IIA Occupancy per IBC: 0008 doc: IBC -10/06 D07 -419 Printed: 05-28 -2008 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Flood Control Zone: Hauling: N Start Time: Land Altering: Landscape Irrigation: Moving Oversize Load: Start Time: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Permit Center Authorized Signatur I hereby certify that I have read and governing this work will be compile The granting of this permit does not pres construction. �j p o • e of w Signature: I �' / Print Name: doc: IBC -10/06 City o Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us N Robe-14 rZ ,yell Volumes: Cut 0 c.y. Private: Profit: N Private: Permit Number: Issue Date: Permit Expires On: Size (Inches): 0 End Time: Fill 0 c.y. End Time: Public: Non - Profit: N Public: Date: t il` ✓0 D07 -419 05/28/2008 11/24/2008 ed this permit and know the same to be true and correct. All provisions of law and ordinances whether specified herein or not. to give authority to violate or cancel the provisions of any other state or local laws regulating am authorized to sign and obtain this development permit. Date: .5 vZ0,,,c 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. D07 - 419 Printed: 05-28 -2008 1: ** *BUILDING DEPARTMENT CONDITIONS * ** City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us PERMIT CONDITIONS Parcel No.: 0923049367 Permit Number: D07 -419 Address: 12301 TUKWILA INTERNATIONAL BL TUKW Status: ISSUED Suite No: Applied Date: 11/14/2007 Tenant: MICROSOFT Issue Date: 05/28/2008 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until fmal inspection approval is granted. 4: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 5: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 6: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 7: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 8: There shall be no occupancy of a building until fmal inspection has been completed and approved by Tukwila building inspector. No exception. 9: Manufacturers installation instructions shall be available on the job site at the time of inspection. 10: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206 - 431- 3670). 11: 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. 12: ** *FIRE DEPARTMENT CONDITIONS * ** 13: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 14: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 20B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3 -2.1) doc: Cond -10/06 D07 -419 Printed: 05-28 -2008 City of Tukwila 15: Maintain fire extinguisher coverage throughout. Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us 16: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 17: The path of egress travel along a means of egress shall not be interrupted by any building element other than a means of egress component as specified in this chapter. Obstructions shall not be placed in the required width of a means of egress except projections permitted by this chapter. The required capacity of the means of egress system shall not be diminished along the path of egress travel (IFC 1003.6) 18: Aisles leading to required exits shall be provided from all portions of the building and the required width of the aisles shall be unobstructed. (IFC 1013.4) 19: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.8.1) 20: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 21: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign. (IFC 1011.1) 22: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT" shall have letters having a width not less than 2 inches (51 mm) wide except the letter "I ", and the minimum spacing between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the minimum established in section 1011.5.1 of the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means is or is not energized. If an arrow is provided as part of the exit sign, the construction shall be such that the arrow direction cannot be readily changed. (IFC 1011.5.1) 23: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency power system provided from storage batteries, unit equipment or on -site generator. (IFC 1006.1, 1006.2, 1006.3) 24: Means of egress, including the exit discharge, shall be illuminated at all times the building space served by the means of egress is occupied. The means of egress illumination level shall not be less than 1 foot -candle (11 lux) at the floor level. The power supply for the means of egress illumination shall normally be provided by the premise's electrical supply. In event of a power failure an emergency power system shall provide power for a duration of not less than 90 minutes and shall consist of storage batteries, unit equipment or on -site generator. (IFC 1006.1, 1006.2, 1006.3) 25: Maintain sprinkler coverage per N.F.P.A. 13. Addition/relocation of walls, closets or partitions may require relocating and/or adding sprinkler heads. (IFC 901.4) 26: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open grate flooring, cutting tables, shelves and overhead doors. (NFPA 13- 8.6.5.3.3) 27: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk doc: Cond -10/06 D07 -419 Printed: 05-28 -2008 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Insurers Kemper or any other representative designated and/or recognized by the City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #2050) 28: Maintain fire alarm system audible /visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible /visual notification devices. (City Ordinance #2051) 29: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2051) (IFC 104.2) 30: An electrical permit from the City of Tukwila Building Department Permit Center (206431 -3670) is required for this project. 31: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 32: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 33: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 34: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. doc: Cond -10/06 * *continued on next page ** D07 -419 Printed: 05-28 -2008 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us 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. Signature: Print Name: doc: Cond -10/06 19b r f Ro s a! Date: D07 - 419 Printed: 05 -28 -2008 Mailing Address: E -Mail Address: Company Name: Mailing Address: Contact Person: E-Mail Address: Community Development oartment Public Works Department` Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http:llwww.ci.tukwila.wa.us Name: Brian B. Lawry Contact Person: M ►_�� T1t)SSL_. Contractor Registration Number: Company Name: ill , Inc . Contact Person: Brian B. Lawry Q:1AppliationsWonns- Applications On Line13 -2006 - Penult Appliation.doc Revised: 4 -2006 bh 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 ** King Assessor's Tax No.: 092304-9367 Co 1,23G) Tukwila International Blvd. Site Address: TenanthTaine: Microsoft Property Owners Name: International Gateway, East, LLC Day Telephone: Mailing Address: 1245 Pear Avenue Mountain View, CA 94043 E-Mail Address: blawry@gordonprill.com • Mailing Address: 1245 Pear Avenue Mountain View, CA 94043 E -Mail Address:. blawry@gordonprill.com Floor: 3 Suite Number. New Tenant: D.... Yes Et ..No 1 7901 Tttkwila Tnternatinnal Blvd -, 4th Seattle, WA 98168 City State tip 650 - 335 -1990 city State Fax Number. 6 50- 335 -1988 CompanyNane: G -rzNPA ��RiL. Mailing Address: PO FA / t- c_50" w 133 -(252V City State Zip Day Telephone: 2d6 e 2 k3 35/9 Fax Number: ,,2,0.6 .3e . q20 Expiration Date: City State Day Telephone: 650 - 335 -1990 Fax Number: 650- 335 -1988 State Zip Zip City Day Telephone: Fax Number: Page 1 of 6 3 Prav a Ali Building Areas in Squar Foota e B e o �� xi st1+.1 ' terior di tio �xistin x Co' t _cti C � 28,100 3 3 , 111 1loz k '_ 28 360 .�il.'M� 0 0 IA B loor .nc�it Accessory Strruc�* i iacled�or a. C Deck Ilrtcover d =Deck Valuation of Project (contractor's bid price): $ 2 3,.50e Scope of Work (please provide detailed information): /V Existing Building Valuation: $ -7-a• — MAXI EP e PC--geA PC--f r? NV 1706 - -1 Will there be new rack storage? ❑ ..Yes . A1.. No (If yes, a separate permit and plan submittal will be required) 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): 129 , 298 9 8 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: N b C2 Compact: N . C . Handicap: N . C . Will there be a change in use? ❑ ....Yes ® . .No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ® .. Sprinklers ❑ ..Automatic Fire Alarm ❑ ..None ❑ . Other (specify) No Change Will there be storage or use of flammable, combustible or hazardous materials in the building? El ..Yes Fj ..No If "yes", attach list of materials and storage locations on a separate 8 -1/2 x 11 paper indicating quantities and Material Safety Data Sheets. . SEPTIC SYSTEM: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Q:Mpplications\Forms- Applications On Linet.3 -2006 - Permit Application.doc Revised: 4-2006 bh Page 2 of 6 iX .g. 01 yp Q iztuYg TI'p i,Qty: Fixture Type € tX e Batht or combination bath/shower Drinking fountain or water cooler (per head) Wash fountain Gas piping outlets Bidet Food -waste grinder, commercial Receptor, indirect waste Clothes washer, domestic Floor drain Sinks Dental unit, cuspidor Shower, single head trap Urinals Dishwasher, domestic, with independent drain Lavatory Water Closet Building sewer or trailer park sewer Rain water system - per drain (inside building) Water beater and/or vent Industrial waste pretreatment interceptor, including its trap and vent, except for kitchen type grease interceptors Repair or alteration of water piping and/or water treating equipment Repair or alteration of drainage or vent piping Medical gas piping system serving one to five inlets/outlets for specific gas Additional medical gas inlets/outlets — six or more PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: Mailing Address: City State Zap Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: Valuation of Project (contractor's bid price): $ Scope of Work (please provide detailed information): Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below: ,• QMppiiationslPorms- Applications On Line \3 -2006 - Permit Appliation.doc Revised: 4 -2006 bh Page 5 of 6 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. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER.OR AUTHORIZED AGENT: Signature: Print Name: Mailing Address: Date Application Accepted: awry Q:\Applications\Forms- Applications On Line\3 -2006 • Permit Application.doc Revised: 4-2006 bh Pear Avenue Mountain View, CA 94043 11((c4O1_- Date: 11 /, d 7 Day Telephone: 650 3 3 5 -19 9 0 City State Zip Date Application Expires: Staff Initials: � I Page 6 of 6 Receipt No.: R08 -01829 Initials: JEM User iD: 1165 Payee: COCHRAN ACCOUNT ITEM LIST: Description BUILDING - NONRES STATE BUILDING SURCHARGE City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Payment Check 13346 472.12 TRANSACTION LIST: Type Method Descriptio Amount RECEIPT Parcel No.: 0923049367 Permit Number: DO7 -419 Address: 12301 TUKWILA INTERNATIONAL BL TUKW Status: APPROVED Suite No: Applied Date: 11/14/2007 Applicant: MICROSOFT Issue Date: Account Code Current Pmts 000/322.100 467.62 000/386.904 4.50 Total: $472.12 Payment Amount: $472.12 Payment Date: 05/28/2008 12:00 PM Balance: $0.00 2916 05/28 9711 TOTAL 472.12 finer Rwraint -OR PrintAri: f15- 78-200R Payee: GORDON - PRILL, INC. ACCOUNT ITEM LIST: Description doc: Receiot -06 PLAN CHECK - NONRES City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us RECEIPT Parcel No.: 0923049367 Permit Number: D07 -419 Address: 12301 TUKWILA INTERNATIONAL BL TUKW Status: PENDING Suite No: Applied Date: 11/14/2007 Applicant: MICROSOFT Issue Date: Receipt No.: R07 -02486 Payment Amount: $303.95 Initials: JEM Payment Date: 11/14/2007 10:12 AM User ID: 1165 Balance: $472.12 TRANSACTION LIST: Type Method Description Amount Payment Check 2025 303.95 Account Code Current Pmts 000/345.830 303.95 Total: $303.95 4974 11/14 9710 TOTAL 303.95 Printed: 11 -14 -2007 COMMENTS: 60 c.A4 r : :(-; ; )/-, o r\ l\v C1` o- 5otl C 2 1-)r 4 7 Date Called: , l-4 7_ WJdKS — 66 Gi, n eef - S) Ik .T ( c' P r , . 5 h r t Phone o: '/7 Wi — �7 � `4 9 Project: & % Type of Inspection: / /A/79 Address ___...... /2 3d / Date Called: Special Instructions: `) A n l�/� Date Wanted: ‘o. -- /?- Q �m, p.m. Requester: Phone o: '/7 Wi — �7 � `4 9 PERMIT N CITY OF TUKWILA BUILDING DIVISION P- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Corrections required prior to approval. (Date: (.0 (Z ) U $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 4 'Date: COMMENTS: Type of pection: 1 ��a wA6o` of) Date Called: ` / // 2 6 A 6-eft. L L4f.. { /� :f Date W nted: ,m= • / : 0 � :.---7 Av cf / // 6 ,I.A� f (1 %l .� � ( 1 ✓ A Lk_ I) / p ,4 ,,c , (1c , ` � ,/,-- P v I I Pn AG Type of pection: Address: ,-- Date Called: ` / // 2 6 Special Instructions: ` C M ( I _ A Rp L , k cA f Date W nted: ,m= • Requester: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. Inspe or: Corrections required prior to approval. (Date: ` 4 — ) ' $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: FILE COPY Permit No. Plar revin Lprc c' approval b suCc to errer and orn.:ssin:, costri:c.fiY!') emonts C: r 7.) cJL cc or • •• • 6.--1,77=1,..,==r1Mila.+.....S NMOVISDI.:71.2...11:1;17217=11.0 • ^ • SAVVIS 3 FLOOR Vol. I — Zone 6B Analysis (Building "A") 12301 Tukwila International Boulevard TUKWILA, WA 98168 POGGEMEYER DESIGN GROUP, INC NW DIVISION September 12, 2007 PDG JOB No. 7102 RECEIVED crr OF TUKWILA NOV 14 20071 CENT W" POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS REVIE COD NOV 3 (I) Of lb r f1c:11 -; 512 6' ST S., STE 202 KIRKLAND, WA 98033 425/827-5995 PHONE 425/828-4850 FAX PDG-WAPPDG-WA .COM • wir Table of Contents 3 Floor Zone 6B Analysis • or low • Executive Summary Letter 6B - 1 Third Floor Layout Plan 6B -2 Third Floor Zone 6B Layout Plan 6B -3 Third Floor Zone 6B Framing Key -Plan 6B -4 Calculations Definition of Three Critical Load Condition Geometries 6B -5 — 6B -7 Initial Simple Load Diagrams 6B -8 — 6B -15 Detailed Analysis of Truss J43, Critical Member Checks 6B -16 — 6B -27 Truss 143 Weld Strength Analysis 6B -28, 6B -29 Critical Primary Framing Key -Plan 6B -30 Girder 32G8N 14.4K -G23 Check 6B-31 — 6B -34 Girder W18x65 Check 6B -35 — 6B -37 Appendices A. Zone As -built Data Summary 6B -38 B. Manufacturer Data on Joist Type J43 6B -39 — 6B -41 C. Detailed Output of Truss J43 Analysis 6B -42 — 6B -83 Poggemeyer Design Group Analysis for SAWIS Corp. of 3` Floor Zone 6B PDG No. 7102 11/13/2007 Ron Meyers Facilities Manager SAWIS 6.J 12301 Tukwila International Blvd. Tukwila, WA 98168 • Subject: Executive Summary Building at 12301 Tukwila International Blvd. (Building "A ") +—) 3 Floor - Allowable Cabinet Loads and Locations —Zone 6B 4 Mr. Meyers: • As requested, Zone 6B of 3 floor of the building located at 12301 Tukwila International Blvd has been structurally evaluated for the loading imposed by the proposed cabinets. The conclusions in this letter are limited to the specific areas of the floor as indicated in the attached layout drawing titled: `Third Floor Layout Plan ", page 6B-2. Zone 6B has been examined for the maximum allowable cabinet loads and permissible layout geometry. An existing primary framing plan is shown on page 6B-4. September 12, 2007 POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS Based on our study, it is structurally acceptable to locate the cabinets as shown on the attached drawing and each cabinet shall have a maximum weight as indicated; refer to page 6B-3 of this report. This conclusion is only valid if the areas with the cabinets are controlled access, generally unoccupied and open with the exception of the cabinets themselves. Also included with this letter is a calculation package to substantiate this conclusion, including the 3' floor structural plan. The columns and footings of the building are acceptable by inspection because the overall average floor load is at or below the original design loads of 50 psf live load plus 20 psf partition loads. Please feel free to contact me if you have any questions or comments. Sincerely, Ben Fisher I Project Engineer Poggemeyer Design Group, Inc. www.poggemeyer.com 512 Sixth Street South, Suite 202 Kirkland, WA 98033 512 6 ST S., STE 202 KIRKLAND, WA 98033 425/827 -5995 PHONE 425/828 -4850 FAX PDG- WA(&PDG -WA. COM ( �r 0 — i - TT f r i 1 1 t r - - 0 GGOGGG GIiiD:::: oe! ;:v�crz ZONE 2 (28>u? 'I�laie(�I�im +1i __ ZONE 1: WRACKS) LOsiY O EM I 0 eT rE4 *MMAS i ZONE 3 , - iii 10 T011; 1_ 1 _ i _ t J_. ZONE 5A r= I - - '- p • o�\ i g ▪ F \ it h ZONE 4B i ° "`1 "° , ZONE 6A • ®: rr o - = 4x w., } ▪ `tt� :< r,:� x�'��, - -- -- ; � ►_u_I_a_a r s ��� =+ IIC MI ZONE 5B 1 ZONES OF ANALYSIS =(24 RACKS) -- I�I� I�I�I�I�1�181�1 ^t�xl'i IC ---- °___efa_ , Rt✓R1 R� GGGGGDACG�G 1 0 !-- THIRD FLOOR LAYOUT PLAN ZONE 9 it T ek '4.1.****1.1 +I.I .-ate J1. -- -' '7 SCALE KU /" Th tn \ .p: ( I � - NE BA 1 _Z01 I 1 1 ZONE 8B 1 I :I - I'. - -: i __ u' _ `. :`..'�`. �. -• - 4' K: _ 1 ; 1.t. 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'TAucJi1 :1"417.2"1 ._. • -.., II' r- r- 9 f i E ! f t t f f f f f f f f f f dr POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 Made by Wr 1 ,.„9 0 • 5 • 0.1)„,, Date 1t' D lil Job No. O � Checked by 1 Date Sheet No. I - Description _ Job Name � "4117 � 6 lI��,,,,�� // 2.014 /- 4 �r `, t&ertm �ii w• ) ( I 16'- r 1 1 (SI -D" 1 ,.„9 0 • 5 • 0.1)„,, 111•11111111111111•1111 j 3' - °ri m a I i 1 II #Fi 1 1 tilts • -. r nik (' -4 (1,00 mkt-410 A- CA 3 - (4 (AAA v vitt astml \� ( f \f \t L I3) (ci6 l ) (t , 0 1 ,0 11 PK* (.17 0.60 IN / A.22-e VM V 'PLAT Ot911 V5 lika &M I° 0- -G" x 22-P ( (l 50. F1-) (I 40. UNG GnA05 (3 D.G. Ta.vf i 4) Gt1f 3-1(/ 7- f. bog- FIX I t 5t PSF(toNb) to Pyf (ADO 16 -5 wC1'tHIN4 2 -- - x 1 12pig' (v')(3) POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 Made by Date Job No. Checked by Date Sheet No. 6, b- L Description — Job Name / 3' -P 3t'1 tr,'`~ _ ti 11-vi 51,ko' 1''ey rr ` 7 "d _ • _ e . • s .3 ti . (C& CcASE 3 ) Nis kto 1r Oil 'r Poggemeyer Design Group Consulting Engineers Made By: B5F Date: 9/11/2007 Job No.: 7102 Checked by: Date: Sheet No.: 512 6th Street South, Suite 202 Kirkland, WA 98034 (425) 827 -5995 Fax: (425) 828 -4850 Description: Job Name: Salmis 3rd Floor Analysis Zone 6B Joist 143 - Critical Section mod r Top Chord Node Data Node Distance Member I Node J Node Length Total Length 1 0 1 1 2 3.25 3.25 2 3.25 2 2 3 2.39 5.64 3 5.64 3 3 4 2 7.64 4 7.64 4 4 5 2 9.64 5 9.64 5 5 6 2 11.64 6 11.64 6 6 7 2 13.64 7 13.64 7 7 8 2 15.64 8 15.64 8 8 9 2 17.64 9 17.64 9 9 10 2 19.64 10 19.64 10 10 11 2 21.64 11 21.64 11 11 12 2 23.64 12 23.64 12 12 13 2 25.64 13 25.64 13 13 14 2.39 28.03 14 28.03 14 14 15 3.24 31.27 15 31.27 Node Distance Member I Node J Node Length Total Length 1 0 1 1 2 3.25 3.25 2 3.25 2 2 3 2.39 5.64 3 5.64 3 3 4 2 7.64 4 7.64 4 4 5 2 9.64 5 9.64 5 5 6 2 11.64 6 11.64 6 6 7 2 13.64 7 13.64 7 7 8 2 15.64 8 15.64 8 8 9 2 17.64 9 17.64 9 9 10 2 19.64 10 19.64 10 10 11 2 21.64 11 21.64 11 11 12 2 23.64 12 23.64 12 12 13 2 25.64 13 25.64 13 13 14 2.39 28.03 14 28.03 14 14 15 3.24 31.27 15 31.27 Node Distance Member I Node 1 Node Length Total Length 1 0 1 1 2 3.25 3.25 2 3.25 2 2 3 2.39 5.64 3 5.64 3 3 4 2 7.64 4 7.64 4 4 5 2 9.64 5 9.64 5 5 6 2 11.64 6 11.64 6 6 7 2 13.64 7 13.64 7 7 8 2 15.64 8 15.64 8 8 9 2 17.64 9 17.64 9 9 10 2 19.64 10 19.64 10 10 11 2 21.64 11 21.64 11 11 12 2 23.64 12 23.64 12 12 13 2 25.64 13 25.64 13 13 14 2.39 28.03 14 28.03 14 14 15 3.24 31.27 15 31.27 Case 1 Load PNT Distance Member % A 1.5 1 46% B 4.5 2 52% C 11.58 5 97% D 17.08 8 72% E 19.83 10 9% F 25.33 12 84% Case 2 Load PNT Distance Member % A 1.5 1 46% B 4.5 2 52% C 8 4 18% D 13.5 6 93% E 19.83 10 9% F 25.33 12 84% Case 3 Load PNT Distance Member % A 1.5 1 46% B 4.5 2 52% C 8 4 18% D 13.5 6 93% E 16 8 18% F 21.5 10 93% b6 - B.. I. Loads: LC 4, 6BDesign Results for LC 4, 6BDesign Member Shear Forces (k) Reaction units are k and k -ft -.55 8.7 iii!!!!!i!i! !!II1I!!iHhiii!!iii!iii 8.7 Simple Load Diagram 6B Design (Shear) -8.7 Sept 12, 2007 at 11:32 AM Zone6BSimple.r2d • • • vri • war ler r mor , g I Loads: LC 4, 6BDesign Results for LC 4, 6BDesign Member Bending Moments (k -ft) Zeaction units are k and k -ft - .55k/ft 8.7 8.7 -67.6 Simple Load Diagram 6B Design (Moment) Sept 12, 2007 at 11:35 AM Zone6BSimple.r2d Loads: LC 1, 6Bc1 Results for LC 1, 6Bc1 Member Shear Forces (k) 'Reaction units are k and k -ft -.229 7.3 .... 1 111 1 11 1 ll!Tltlllllllll66411 1MlllnnnnnIIIllllllI Simple Load Diagram 6Bc1 (Shear) -7.6 Sept 12, 2007 at 11:28 AM Zone 6Buntitled.r2d WO • • • • Loads: LC 1, 6Bc1 Results for LC 1, 66c1 Member Bending Moments (k -ft) Reaction units are k and k -ft 7.3 - .596k/ft - .596k/ft ■ - 229u5kift ��� N�' viiii lllllUI��l►'I ►'!�� r.� uldmii►'��'I►gllllllil -67.1 Simple Load Diagram 6Bc1 (Moment) 7.6 Sept 12, 2007 at 11:29 AM Zone 6Buntitled.r2d Loads: LC 2, 6Bc2 Results for LC 2, 6Bc2 Member Shear Forces (k) - 3eaction units are k and k -ft -.229 7.6 .... 1111111 1111111 afilimj1 11111 11 �i1 �i�������rmill� hI�I�IgIn!m 7.6 - .596k/ft Simple Load Diagram 6Bc2 (Shear) -7.2 0- ►z Sept 12, 2007 at 11:29 AM Zone 6Buntitled.r2d i Loads: LC 2, 6Bc2 Results for LC 2, 6Bc2 Member Bending Moments (k -ft) "Reaction units are k and k -ft - .596k/ft 11111 111111111■110M1 - .22 k/ft 1 7.6 -62 - .596k/ft 7.2 Simple Load Diagram 6Bc2 (Moment) Sept 12, 2007 at 11:29 AM Zone 6Buntitled.r2d Loads: LC 3, 6Bc3 Results for LC 3, 6Bc3 Member Shear Forces (k) 'Reaction units are k and k -ft -.229 I!?D h ���►u�i�iu�i�► , !�_ - .596k/ft - .596k/ft Simple Load Diagram 6Bc3 (Shear) -6.8 Sept 12, 2007 at 11:30 AM Zone 6Buntitled.r2d Loads: LC 3, 6Bc3 Results for LC 3, 6Bc3 Member Bending Moments (k -ft) Reaction units are k and k -ft - .229k/tt k(ft - .596k/ft - .596k/ft 1111111 11111 8 -68.1 Simple Load Diagram 6Bc3 (Moment) 6.8 Sept 12, 2007 at 11:30 AM Zone 6Buntitled.r2d - .607k/ft ThEmrtrIl - .229k1 45 =:2.: k/ft.229k/fl.229k/tt.229 �- •.� 2 Loads: LC 1, ZONE 6Bc1 Results for LC 1, ZONE 6Bc1 ?eaction units are k and k -ft 7102 - .607k/ft J43 15 M19 i M20 7.4 16 17 18 19 20 21 22 7.8 Poggemeyer Design Group EP /BSF Zone 6B J43 Case 1 Load Diagram Sept 11, 2007 at 10:16 AM J431r2d Code Check I No Cale > 1.0 .90-1.0 .75 -.90 .50-.75 0. -.50 war 7102 Zone 6B J43 Case 1 J43.r2d Results for LC 1, ZONE 6Bc1 Member Axial Forces (k) leaction units are k and k -ft -17.7 6.5 6.5 Poggemeyer Design Group J43 EP/BSF 10.3 10.3 8 3 8.3 - - - -- 1.8 17114020At.rairtalimi% A22 7. -26.7 11111.1 -33.3 : -29.9 AMIP VA kot 14' M►16 't1GRA, tom+ V [VIII 6E{r1- 0o Code Check No Cale > 1.0 .90 -1.0 .75 -.90 .50 -.75 0..50 15 -17.5 Sept 11, 2007 at 9:44 AM - 26.622 at 0 ft -1.98 at 0 ft ft -2.574 at 2.792 ft .012 at 0 ft V -.005 at 4 ft -.055 at 0 ft -.072 at 2.792 ft -.724 at 0 ft D -.804 at 4 ft Beam: M17 Shape: 2L2X2X0.163 "aterial: A572 Gr.50 _ength: 4 ft J P I Joint: N18 au` J Joint N19 LC 1: ZONE 6Bc1 y Code Check: 0.973 (bending) Report Based On 97 Sections 1.002 at 2.792 ft fc ksi .771 at O ft A - 33.301 at 0 ft L Comp Flange 4 ft AISC ASD 9th Ed. Code Check Max Bending Check 0.973 Max Shear Check 0.001 Location 2.792 ft Location 0 ft Equation H2 -1 Max Defl Ratio L/2810 Slender (Qs= 0.952176 , Qa= 1) Fy 50 ksi Out Plane In Plane Fa 18.954 ksi Cm .85 Ft 30 ksi Lb 4ft 4 ft Fb 30 ksi KUr 73.095 77.325 Fv 20 ksi Sway No No Cb 1.75 k Beam: M18 Shape: 2L2X2X0.163 'aterial: A572 Gr.50 _angth: 4 ft I Joint: N19 j Pot f J Joint: N20 LC 1: ZONE 6Bc1 Code Check: 0.982 (bending) Report Based On 97 Sections map 4x4 Pry w A c - 33.626 at 0 ft k — fa - 26.882 at 0 ft VAS- Ax's t00 ksi V .005 at 0 ft k a 5 -.012 at 4 ft 1 at1.167ft fc ksi .765 at 4ft� M -.055 at 4 ft k -ft i m -.072 at 1.167 ft ft -1.965 at 4 ft sonsommus=awsztvalsomffiza ksi D -.747 at 4 ft in -2.57 at 1.167 ft -.805 at .333 ft AISC ASD 9th Ed. Code Check Max Bending Check 0.982 Max Shear Check 0.001 Location 1.167 ft Location 4 ft Equation H2 -1 Max Defl Ratio L/2818 Slender (Qs= 0.952176 , Qa =1) Fy 50 ksi Out Plane In Plane Fa 18.954 ksi Cm .85 Ft 30 ksl Lb 4ft 4 ft Fb 30 ksi KUr 73.095 • 77.325 Fv 20 ksi Sway No No Cb 1.75 L Comp Flange 4 ft r' • 0 r woo • Loads: LC 2, ZONE 6Bc2 Results for LC 2, ZONE 6Bc2 '?eaction units are k and k -ft Poggemeyer Design Group EP /BSF 7102 - .607k/ft - .607k/ft - .607k/ft klft.22 : k/ft.229k/f1.229k/fi.229k/fi - .607k/ft M15 Pr M16 M17 i M18 �� M19 M20...,..- 7.8 16 17 18 19 20 21 22 7.4 J43 Zone 6B J43 Case 2 Load Diagram 5 Code Check I No Cat > 1.0 .90 -1.0 .75 -.90 .50 -.75 0.-.50 Sept 11, 2007 at 10:08 AM J43.r2d errd IMP i MO 7102 Zone 6B J43 Case 2 J43.r2d F -2 ( 7.4 7.4 8.2 8.2 6.7 6.7 -7.9 7.8 Results for LC 2, ZONE 6Bc2 Member Axial Forces (k) Reaction units are k and k -ft Poggemeyer Design Group J43 EP/BSF 0.5 OrtARIWYPANDATI#811 -__ 1 16 N19 T2 0 7.4 -18.8 19 28.3 I� 31.1 rn �� J ie� Pry ma Alf. cpc IN vn ai (2' - !av ?n) Code Check I No Calc > 1.0 .90 -1.0 .75.90 .50 -.75 0. -.50 15 -16.6 Sept 11, 2007 at 9:44 AM Beam: M17 Shape: 2L 2X2X0.163 '4aterial: A572 Gr.50 ength: 4 ft I Joint: N18 J Joint: N19 LC 2: ZONE 6Bc2 Code Check: 0.927 (bending) Report Based On 97 Sections % I '�v / 1 fa fc .944 at .792 ft .641 at 4 ft - 1.648 at 4 ft ft -2.427 at .792 ft ksi ksi A - 31.769 at 0 ft .003 at 0 ft V -.014 at 4 ft -.046 at 4 ft -.068 at .792 ft -.714 at 0 ft D tAA 414-0 -.766 at 3.792 ft AISC ASD 9th Ed. Code Check Max Bending Check 0.927 Max Shear Check 0.001 Location .792 ft Location 4 ft Equation H2 -1 Max Defl Ratio 1.13067 Slender (Qs= 0.952176 , Qa =1) Fy 50 ksi Out Plane In Plane Fa 18.954 ksi Cm .85 Ft 30 kst Lb 4ft 4 ft Fb 30 ksl KUr 73.095 77.325 Fv 20 ksl Sway No No Cb 1.75 L Comp Flange 4 ft k k k -ft In (P �J -22. VBrace: 1V138 Shape: L1.5X1.5X0.17 ' laterial: A572 Gr.50 _ength: 2.821 ft I Joint: N11 ./ A'* J Joint N21 LC 2: ZONE 6Bc2 Code Check: 0.950 (bending) Report Based On 97 Sections fa 10.7 at 2.821 ft 10.693 at 0 ft ksi .178 at 1.411 ft fc ksi .145 at 1.411 ft ft ksi 5.148 at 2.821 ft .002 at 0 ft -.002 at 2.821 ft O at 1.411 ft -.323 at 2.821 ft D in -.462 at 0 ft AISC ASD 9th Ed. Code Check Max Bending Check 0.950 Max Shear Check 0.000 Location 2.821 ft Location 2.821 ft Equation Ht -1 Max Defl Ratio U10000 NonCompact Fy 50 ksi Out Plane In Plane Fa 11.26 ksi Cm 1 Ft 30 ksi Lb 2.821 ft 2.821 ft Fb NA KUr 115.16 115.16 Fv 20 ksi Sway No No Cb 1 L Comp Flange 2.821 ft k k -ft 4 23 EP /BSF 7102 87 10.3 10.3 7.6 7.6 M6 . M7 M8 s - M9 M1 M1 -7.9 8.1 i 16 / 17 ` -' 18 19 48,1 Results for LC 3, ZONE 6Bc3 Member Axial Forces (k) Reaction units are k and k -ft Poggemeyer Design Group -19.7 -29.9 8.7 M5 J43 s -27.9 Zone 6B J43 Case 3 Load Diagram 44111 M12 M13 M14 -17.7 J43.r2d 15 -10.2 6 -15.5 Code Check I No Calc > 1.0 .90 -1.0 .75 -.90 .50 -.75 0.-.50 Sept 11, 2007 at 10:59 AM L) • NV sif EP/BSF 7102 - .229kF Loads: LC 3, ZONE 6Bc3 Results for LC 3, ZONE 6Bc3 Reaction units are k and k -ft - .597k/ft - .597k/ft , -. •.�+� �k/ft.k/ft. ������ t':.229k/ft. ���!��� .k/ft.29k/ft - .229k/ft Ulf;�li��! chili 229 3��b�� Tnr i�nr,±,� V2 2911 !�a;nnnnring , �;1122 229 1Z11.2 2 ����la annli 4r N19 'AV 7 I M 15 M16 M 17 M18 M19 M20 8.1 N16 N17 N18 N20 N21 Poggemeyer Design Group t 00' t 4 V 517 x +1,01 . J43 Zone 6B J43 Case 3 Load Diagram N22 J43.r2d 6.9 15 $e• Code Check No Cale > 1.0 .90 -1.0 .75.90 .50 -.75 0. -.50 Sept 11, 2007 at 10:58 AM Beam: A Shape: 2L2X2X0.163 `4aterial: A572 Gr.50 .ength: 4 ft I Joint: N18 % PA* J Joint: N19 LC 3: ZONE 6Bc3 Code Check: 0.996 (bending) Report Based On 97 Sections - 27.292 at 0 ft iltuV. ql'°"' 511455 fa ksi 1.009 at 1.375 ft fc ksi .804 at 4 ft - 2.066 at 4 ft ft -2.592 at 1.375 ft ksi -.758 at 0 ft D -.816 at 3.708 ft RISC ASD 9th Ed. Code Check Max Bending Check 0.996 Max Shear Check 0.001 Location 1.375 ft Location 4 ft Equation H2 -1 Max Defl Ratio L12771 Slender (Qs= 0.952176 , Qa= 1) Fy 50 ksi Out Plane In Plane Fa 18.954 ksl Cm .85 Ft 30 ksi Lb 4ft 4 ft Fb 30 ksl KUr 73.095 77.325 Fv 20 ksi Sway No No Cb 1.75 L Comp Flange 4 ft In 0-241 Beam: M18 Shape: 2L2X2X0.163 'aterial: A572 Gr.50 _ength: 4 ft I Joint: N19 J Joint N20 LC 3: ZONE 6Bc3 Code Check: 0.991 (bending) Report Based On 97 Sections fa - 27.156 at Oft 1.005 at 2.625 ft fc .804 at 0 ft -2.066 at0ft ft -2.583 at 2.625 ft ksi ksi ksi A - 33.969 at 0 ft .011 at O ft V -.006 at 4 ft -.058 at 0 ft -.072 at 2.625 ft -.741 at 4 ft D -.816 at 0 ft RISC ASD 9th Ed. Code Check Max Bending Check 0.991 Max Shear Check 0.001 Location 2.625 ft Location 0 ft Equation H2 -1 Max Defl Ratio L/2778 Slender (Qs= 0.952176 , Qa= 1) Fy 50 ksi Out Plane In Plane Fa 18.954 ksi Cm .85 Ft 30 ksi Lb 4ft 4 ft Fb 30 ksi KUr 73.095 77.325 Fy 20 ksi Sway No No Cb 1.75 L Comp Flange 4 ft k k k -ft in Hp 21- POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828-4850 Job Name ,f141./ y wct s Made by Checked by Date t► �a�' Date Job No. II Sheet No. Description ht tr6 cot 0,4) MM 4X • AY4 t.erfus5 - 76,1 la= t Attin — ?$. q imp) �•�. � t� t (iv ) PO 'Vi') 32 - � IIVAZ AU/ -vil ti '9 S 1 9 CcoMf.) MO- 'peg/ 4 i I (MW) 6.1 if-41 (M w) 0'4 k `into) Z v al-or 6 *fv6 AaEa . 0.3 NA M. tir44, t,e (so v �) 2.V Iona ,c 0. ivotrAc K d• " 002 x IOW 2.D _ ''.o kIPsf ,o 1--D L0N1A Y a 3' ` r` 'r 0 9,0 v V *: 2.1 14MA d 0. 3014` 11"1+1k<- 0.30041 1 2.1 11 ,� a = I 2•11 K1p'/4, o L x.03 trus/ Poggemeyer Design Group Consulting Engineers Made By: BSF Date: 9/12/2007 Job No.: 7102 Checked by: Date: Sheet No.: 512 6th Street South, Suite 202 Kirkland, WA 98034 (425) 827 -5995 Fax: (425) 828 -4850 Description: Job Name: Saw's 3rd Floor Analysis Zone 6B Joist J43 talks K.) • SP ■r r • Allowable Weld Strenghts Manufacturer Model Member Member I Node J Node Thickness Length Allowable Max Req'd* Check Percent 2 M21 N1 N16 0.222 4 26.4 - 16.354 62% 2D M25 N16 N2 0.163 2 9.7 1.818 19% 3 M23 N16 N3 0.137 3.9 15.9 7.366 46% 4 M26 N3 N17 0.163 3.1 15.0 -6.777 45% V2 M27 N17 N4 0.163 2 4.8 0.932 19% 5 M28 N17 N5 0.163 2.4 11.6 6.519 56% 6 M29 N5 N18 0.163 2 9.7 -3.797 39% V3 M31 N6 N18 0.163 2 4.8 1.888 39% 7 M30 N18 N7 0.163 2 9.7 3.786 39% 8 M32 N7 N19 0.163 2 9.7 0.05 1% V4 M34 N19 N8 0.163 2 4.8 1.848 38% 8R M33 N19 N9 0.163 2 9.7 -0.824 9% 7R M35 N9 N20 0.163 2 9.7 2.994 31% VS M37 N10 N20 0.163 2 4.8 1.855 38% 6R M36 N20 N11 0.163 2 9.7 -2.903 30% 5R M38 N11 N21 0.163 2.4 11.6 6.82 59% V6 M40 N21 N12 0.163 2 4.8 1.774 37% 4R M39 N21 N13 0.163 3.1 15.0 -7.574 50% 3R M24 N22 N13 0.137 3.9 15.9 8.17 51% 2DR M41 N22 N14 0.163 2 9.7 0.808 8% 2R M22 N22 N15 0.222 4 26.4 - 15.512 59% * Checks the maximum required load for all three cases - 6Bc1, 6Bc2 and 6Bc3 * Rack load per load conditions for this check are: Case Single Rack Load 6Bc1 1,780 lbs 6Bc2 1,780 lbs 6Bc3 1,750 lbs POGGEMEYER DESIGN GROU CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 M by Date J d.�— Job No. foz■ Checked by Date Sheet No. Description /42 Job Name y gU Jly , V' W90- I� � �r � diyQN' 1 I w ��' ,FJ Q Ry. €vcvr t 4.I rJTs . w tg 1.O urn DJ T` v-P 41-0 a it lb itt 1 1 ., 561 Slob I' I' a 1 POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 Made by _ / Date 1 �_ /� Job No. q(01.-. Checked by Date Sheet No. LL39�7� y,. �c/ Description Job Name 5 ."1g hl� A(LiVti' 3294( 04 tt. ( P c — 4 2-3 • law I • • sr sit EP r • 'rt& k' &-Q&t- 'tom uSS l5 �jD � D t, o.■• ct $ J = $ 1 eo trri T5 L-y► (Lt. = I * A k i'Uc,aw09 Pen_ pAi.JE t, Gotto r- )45 + . ittgk Oka J 3 $ a fvc► o"1. POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828-4850 Made by la Date o i l m i tl... Job No. q(04�• Checked by Date 1 Sheet No. 60 3 Description Job Name £AJJt4 V d f,, y �� �� Jt)t 1/& Pe 19p> Gl't4(lt.. Go- tT1 L. Lo v Golo 1 J $5 - .375k/ft -.228 c r 5.4 �.� k - .375k/ft 4 E G�'R.OFJ� eAN � V eo. c4 r 6,4 r f47/41 feri '(wth - .375k/ft -30 ("MI ° -ek41 ov 01)c A. Atm airy t r) ( km GZ-tr 2,45s- e$- GAK 3 -I1- 2..1.4 4.1 64 -am 6A. S t DE --- q. 2- -' 4 1K = M I" 1 t1 (.12tW0 um►- be 16 htMgti S• fivoaNGtK 1 W t w l4M 1 ifte a►tivwMy4,C Lviko u/' 3'. %. l r ti at -.607k/ft - 607k/ft - 607k/ft • 2290 h 10-3 8 3 -. 72 - kift.229k/ft 229 A i,...,L, N ,g, . ---- . . -" tfcag u. • • ift - 229k/ft Ifilimummomtionvolevemminneommmoinu , s-, 4ksTAILA . 15 , 5161 Alia " :-Met ' 115 -8 .3 .. ' ' 17 18 . 19 20 ; • / _ . 22 =16.4 , Loads: LC 1, ZONE 6Bc1 Results for LC 1, ZONE 6Bc1 Member Axial Forces (k) ' units are k and k-ft Poggemeyer Design Group EP/BSF 7102 1 -17.7 -26.7 -33.3 J43 -33.6 29.9 Maximum Reaction from J43 on G23 -20.1 J43.r2d -17.5 Atri K. . it-eitvrvni Per AL* t/t AA AIVO 610 1,11,4 j Wer 1 Sept 13, 2007 at 3:14 PM 50.5 Loads: LC 1, 6Bc1 Results for LC 1, 6Bc1 Member Bending Moments (k -ft) faction units are k and k -ft ov N �y 0 -14.4k -14.4k -14.4k -14.4k -14.4k -14.4k -14.4k I i (41 tioeti /ARP iixi" s lI�Z MAX SHERs- 4-11 <t -432.4 Shear - Moment Envelope of G23 at Capacity Girder.r2d 6� - M04f orttnuw GAGE oriel two 6 11717) 50.5 Sept 13, 2007 at 3:16 PM • • 3 a - .18k/ft 32 -8.1k low Loads: LC 1, 6Bc1 Results for LC 1, 6Bc1 Member Bending Moments (k -ft) `eaction units are k and k -ft -8.1k -8.1k -8.1k -8.1k •••••k.••••••• A AA/A) ••••••1 • 1A AA/111L 111111. 1111A1 -270.6 -8.1k -8.1k 32 W18x65 Girder Load Conditions Sept 12, 2007 at 2:34 PM W18x65.r2d Member Code Checks Displayed Results for LC 1, 6Bc1 Member Bending Moments (k -ft) '.eaction units are k and k -ft .84 32 / 32 -270.6 W18x65 Girder Unity- Bending Check Code Check I No Calc > 1.0 .90 -1.0 .75 -.90 .50 -.75 0.-.50 Sept 12, 2007 at 2:34 PM W 18x65.r2d w0 • i .r' i i ow .Y X Member Shear Checks Displayed Results for LC 1, 68c1 Member Bending Moments (k -ft) ',eaction units are k and k -ft -270.6 Shear Check I No Calc > 1.0 .90-1.0 .75 -.90 .50..75 0.-.50 W18x65 Girder Shear Check Sept 12, 2007 at 2:34 PM W18x65.r2d SAVVIS Data Center - Analysis of 3rd Floor Loading Conditions (As -Built Data) Zone 6B As -Built Summary Area. Zone 6B is approximately 1,100 square feet and is delineate from grid 6.8 to grid 8.2 and from grid E to grid G. Bays 6 -7, 7 -8 and 8 -9 are 30' -0" wide. Bay E -F is 15' -0" wide and Bay F -G is 16' -4" wide. 66.35 Major Beams. There are W18x65 supporting the decks between grid 6 -7 and grid 8 -9, running perpendicular to the joists, approximately 26' -0" from grid E as you go towards grid G. There is another W18x65 at the exterior wall between grids 7 -8, perpendicular to the span of the joists. There are W18x65 along grid 7 and grid 8 from column at intersection with grid G spanning to column at grid E. Girder Joists. There is a 32G 8N 14.4K -G32 girder running along grid E between grids 6 and 9. The tagged end of the girder is on the grid 7 -side of column 6E, the gird 8 -side of column 7E and the gird 9 -side of column 8E. Per the manufacturer specifications the 32G 8N 14.4k label indicates the girder joist is a 32" deep Type G, with 8 joist spaces (8N), and the allowable load at each panel point is 14.4 kips. Our analysis will extend to the bay between grids D -E and grids 7 -8 to determine the total load on the girder joist between grid E7 -8. Joists. The bar joist tagged ends are at the E grid -line. The bay at grids 6 -7 and 8 -9 have shorter joist spans (approximately 26' -0 ") and the bay at grids 7 -8 has longer joist spans (approximately 31' -6 "). All the joists in Zone 6B are type 24K10. There are 7 -J44 Type 24K10 joists spaced at 3' -9" with span 26' -0" at bays 6 -7 and 8 -9. There are 7 -J43 Type 24K10 joists spaced at 3' -9" with span 26' -0" at bay 7 -8. ■ Data received from Vulcraft for joist type 143, titled: "Pacific View Office BLDG A" dated: "Thu, Oct. 8 14:34:51 1998" indicates the top chords are (2) L2x2x0.213 members (Fy = 50 ksi) and the bottom chords are (2) L2x2x0.163 members (Fy = 50 ksi). • Data received from Vulcraft for joist type 144, titled: "Mark: J44R 580 -01 -0111 -00 List 10 Test" dated: "Fri, 23- JUN - 2006" indicated the top chord are (2) L2x2x0.200 members (Fy = 50 ksi) and the bottom chords are (2) L1.5x1.5x0.155 members (Fy = 50 ksi). • The models where constructed from information supplied from the manufacturer (Vulcraft). Per attached calculations and specifications from the manufacturer, the web members are connected via welds, see the attached sheet calculating the allowable strength of the welds at each node location. 1 Columns. The columns at the following grid intersections are TS10x10s (1/2" thick): 6E, 6G, 7E, 7G, 8E, 8G, and 9E. The column at 9G is a W12x106. Decking/Slab. The slab Is composed of 132" DP X 20 GA galvanized Type B FormLok by Verco with 5" concrete topping reinforced with 6x6 W2.9/W2.9; total slab thickness equaling 5 ". Original Design Loads. It appears the original dead loads appear to be: 51 PSF to account for the dead load of the 5" concrete floor, there is an additional 10 PSF ADL (additional dead load) to account for miscellaneous dead loads. The live load appears to be 50 PSF for office loading. The DL would be 61 PSF and the total LL would be 50 PSF; from these loads we derive the allowable stress envelope for the joists. The loads applied to truss type 143, per the manufacturer's calculations, is TL (total load) = 550 PLF and LL (live load) = 405 PLF. 4 Poggemeyer Design Group PDG No. 7102 Analysis for SAVVIS Corp. 9/13/2007 1 01 ACIFIC VIEW OFFICE BLDG A hipo RO -8- 460 LIST 10 'Y? 24 K 10 SHORT SPAN JOIST DESIGN REQUIREMENTS v1.01 DEPTH B5 LENGTH 1.:4.00 31- 3 1/4 j *LOAD CRITERIA** OL OTAL LOAD = 550. PLF, LIVE LOAD = 405. PLF. W FQD RESISTING MOMENT = 812834.4 IN-LBS, REOD END REACTION = 8632.8 LBS III% REACTION OF 8508. LBS INCREASED SY VARIABLE LOAD OF eSO. LBS. r,s'DITIONAL LOAD OF .250 KIPS SPECIFIED AT ANY PANEL POINT. -TCX /CANT LOAD CRITERIA * * S TCX LOADS: UNIFORM = 550. PLF. .-TCX LOADS- UNIFORM = 550. PLF. *BASIC DIMENSIONS ** LEFT RIGHT WK LENGTH END PANEL END PANEL i30.9375 4-- 3 0/0 4- 3 0/0 ,..DEPTH DEPTH DEPTH LEFT CENTER RIGHT .4 0/0 24 0/0 24 0/0 (ACTUAL) 22 7/8 22 7/8 22 7/8 (EFF) r *TRUSS ANALYSIS ** LOAD - LBS 1 847.9 1503.9 3 1206.0 r4 1100.0 5 1100.0 1100.0 7 1100.0 1350.0 9 1100.0 1100.0 • BRIDGING SPACING 10.4 LEFT TC RIGHT TC END PANEL END PANEL 3- 3 0/0 3- 3 0/0 Thu Oct 8 14:34:51 1998 31' 3 -1/4" LEFT END RGHT END STANDARD STANDARD EFF IJEB WEB AXIAL LD DEPTH MEM SLOPE IN WEB 22.861 2 -.467 + 18412.5 22.861 2D -1.905 - 1698.5 22.861 3 1.375 - 7766.2 22.861 4 -.953 + 7358.0 22.861 V2 .000 - 1100.0 22.861 5 .953 - 5763.2 22.861 6 -.953 + 4168.3 22.861 V3 .000 - 1100.0 22.861 7 .953 - 2573.5 22.861 2 -.953 + 978.7 SJI SPECS ACTUAL DEFL INCHES 1.25 TL .90 LL LEFT RIGHT VAR DIM VAR DIM INTERIOR PANELS 1- 4 5/8 1- 4 5/8 5 AT 4- 0 0/0 AXIAL LD TOP CHORD 16685.8 15896.4 .0 25791.7 25791.7 .0 32982.9 32982.9 .0 35554.9 VULCRAFT ENG DEPT** . TCX LEFT 0- 0 1/2 AXIAL LD BOT CHORD .0 .0 20464.0 .0 .0 29964.7 .0 .0 34846.3 .0 TCX RIGHT 0- 9 1/2 brM • • . r 3 • • *r • IFIC VIEW OFFICE BLDG A 0 -8- 460 LIST 10 3 TRL.*2 ANALYSIS ** LOAD -LES 1100.0 1100.0 1206.0 1503.9 847.9 .0 .0 .0 .0 .0 .0 Thu Oct EFF WEB WEB AXIAL LD DEPTH MEM SLOPE IN WEB 22.361 V4 .000 - 1350.0 22.861 8R .953 + 978.7 22.861 7R -.953 - 2573.5 22.861 V5 .000 - 1100.0 22.861 6R .953 + 4168.3 .000 SR -.953 - 5763.2 .000 Vb .000 - 1100.0 .000 4R .953 + 7358.0 .000 3R -1.375 - 7766.2 .000 2DR 1.905 - 1698.5 .000 2R .467 + 18412.5 * * *** TRUSS ANALYSIS INCLUDES ADDITIONAL LOAD OF 250. L88 **-e:x:.t * * * ** AT CENTER PANEL POINT. 15- 7 5/8 FT FROM END OF JOIST. * * * ** :CHORD DESIGN ** STEEL FY = 50000. PSI END PANEL PP ENr PANEL MP VA 'ANEL PP VAk PANEL MP INT PANEL PP INT PANEL MP VAR PANEL MP VAR PANEL PP END PANEL MP END PANEL PP SEC . 29 TC 29 BR 2' TC 2 BR AXIAL STRESS 10342.9 10342.9 .7178 9853.6 .3285 9853.6 .4832 22039.2 .7346 22039.2 .9785 9853.6 .4832 9853.6 .3285 10342.9 .7179 10342.9. .3831 FTCX DESIGN OR E- MEMBERS ** AXIAL MOMENT RATIO ON' LOAD .3831 - 6057.8 5106.8 6057.8 952.4 - 2200.0 1100.0 952.4 - 6057.8 5106.8 - 6057.8 SEC DESCRIPTION AXIAL LOAD K KL /R C 29 L 2 X 2 X.213 35555. 1.00 61.1 C 25 L 2 X 2 X.163 34846. 1.00 121.5 14:34 :51 1998 AXIAL LD AXIAL LD TOP CHORD SOT CHORD 35554.9 .0 32982.9 32982.9 .0 25791.7 25791.7 .0 15396.4 16685.8 .0 BENDING BENDING STRESS RATIO 14167.9 .5247 4859.2 .2223 14167.9 .4723 906.2 .0332 5145.4 .0000 1046.7 .0000 906.2 .0332 14167.9 .4723 4859.2 .2223 14167.9 .5247 SEC DESCRIPTION AXIAL STRESS CBRMP 25 L 2 X 2 X.163 28424. .9475 BOTTOM CHORD EXTENSION = 0- 5 0/0 L/360 LIVE LOAD DEV = 466.0 PLF, L/240 LIVE LOAD DEV = TOTAL LOAD FOR DEFL = 566.2 PLF. .0 34846.3 .0 .0 29964.7 .0 .0 20464.0 .0 .0 .0 I FLRS 369.3DEV 0 321.0REO 0 .OREQ TL 698.9 PLF 66- 40 • • • • COMBINED • RATIO .9078 .9402 • .8007 .5165 .7346 • .9785 .5165 .8007 • .9402 .9070 • LENGTH 32- 1 ii�4 23- 7 1/4 • • • BENDING DEFLC BEARING MOMENT REQ 5 DEV S REQ I DEV I IN. LENGTH DEPTH 143. .005 .428 .000 .608 .021 0- 0 1/2 2.50 • 0- 6 0/0 3031. .101 .428 .036 .608 .096 0- 9 1/2 2.50 1- 1 1/2 • F. • • � • / L k 1 E 1 1 1 • 1 rnu..t' vzCw urrtur. DLul M !t1U ucC • 80 -9-- 460 LIST 10 , J43 '"ND PANEL DESIGN* AXIAL LOAD K _LEFT 16685.8 1.00 , 4.0 RIGHT 16685.8 1.00 ,....**WEB DESIGN ** STEEL FY = 50000. PSI. wJ WEB NO DESCRIPTION 2 115 15/16 ROUND 20 20 L1- 1/2X1- 1/2X.170 3 22 L 2 X 2 X.137 4 20 L1- 1/2X1 -1 /2X.170 v2 20 Li- 1/2X1 - 1/2X.170 • 5 20 L1- 1/2X1 - 1/2X.170 , 6. 20 L1- 1/2X1 - 1/2X.170 V3 20 L1- 1/2X1 - 1/2X.170 7 - 20 L1-1/2X1-1/2X.170 8' 20 L1- 1/2X1 - 1/2X.170 V4 20 L1- 1/2X1 - 1/2X.170 8R 20 L1- 1/2X1 - 1/2X.170 7R 20 L1- 1/2X1 - 1/2X.170 V5 20 L1- 1/2X1 - 1/2X.170 6R 20 L1- 1/2X1- 1/2X.170 5R 20 L1- 1/2X1- 1/2X.170 16 20 L1- 1/2X1 -- 1/2X.170 • 4R 20 L1- 1/2X1 - 1/2X.170 3R 22L ^c X 2 X.137' y * *BRIDGING REQUIREMENTS** I vir NOTE; MINIMUM WEB SECTION SIZE SPECIFIED. KL /R FLR WEB TO END BASEL NGM NGM 8. DEFTH 94.3 0 2D 3- 3 0/0 2 1/2 94.3 0 2D 3- 3 0/0 2 1/2 Q K 1 1.00 2 1 1.00 1 1.25 1 1.00 1 1 1.00 1 1.00 1 1 1.00 1 1 1.00 1 1 _ 00 1 06 .3 - 3129.- 6361. 1 1.00 106.3 4. 3129.+ 14433. 1 1.00 68.0 - 1528.- 10248. 1 1.00 106.3 + 3129.* 14433. 1 1.00 106.3 - 3129.- 6361. 1 1.00 68.0 - 1528.- 10248. 1 1.00 106.3 + 4215.-► 14433. 1 1.00 106.3 - 5833.- 6361. 1 1.00 68.0 - 1528.- 10244, 1 1.00 106.3 + 7452.' 14433. 1 1.25 81.9 - 7866.- 9134. 2DR 20 L1- 1/2X1- 1/2X.170 1 1.00 79.3 - 1981_- 9211. .163x 8.0 3.3+ �1- 2R 115 15/16 ROUND 1 1.00 201.8 4 18649.+ 18638. .222x 4.0 6.5+ * * * ** WEB MEMBERS HAVE BEEN SIZED FOR ADDITIONAL SHEAR r * * ** * * * ** DUE TO A LOAD OF 250. LBS AT ANY PANEL POINT. ** * ** WORKING WORKING LEN STANDARD TC RYY BC RYY LENGTH /(TC RYY) SPACING 1.241 1.229 30.937 299.193 10.424 MIN VERT SHEAR = 2158.2 LDS. END REACTION = 8632.8 LBO :. REQ DEV WELD SIZE AVPL KL /R AX LOAD AX LOAD AND LENGTH WELD SLO 01.8 + 18649.+ 18635. .222x 4.0 6.5+ 79.3 - 1881.- 921 1 . . 1 63x 2.0 3.3+ 81.9 - 7866.- 9134. .137x 3. 9 4.3+ 06.3 + 7452.+ 14433. .16=x. 3.1 4.0+ 68.0 - 152S.- 10240. .163x 2.0 3.4+ 06.3 - 5833.- 6361. .163x 2.4 4.0+ 06.3 + 4215.+ 14433. .163x. 2.0 4.0+ 68.0 - 1528.- 10248. .163x 2.0 3.4 +. .163x 2.0 4.0+ .163x 2.0 4.0+ .163x 2.0 3.4+ .1&3x 2.0 4.0+ .163x 2.0 4.0+ .163x 2.0 3.4+ .T63 x. 2.0 4.0+ .163x 2.4 4 . 0+ .163x 2.0 3.4+ .163x 3.1 4.0+ .137x 3.9 4.3+ NO. OF ROWS TYPE 2 H 1 N1 0 2 0 2 N2 3.25 2 0 3 N3 5.64 2 0 4 N4 7.64 2 0 5 N5 9.64 2 0 6 N6 11.64 2 0 7 N7 13.64 2 0 8 N8 15.64 2 0 9 N9 17.64 2 0 10 N10 19.64 11 N11 21.64 2 0 12 N12 23.64 2 0 13 N13 25.64 2 0 14 N14 28.03 2 0 15 N15 31.27 2 0 16 N16 4.25 0 0 17 N17 7.64 0 0 18 N18 11.63 0 0 19 N19 15.63 0 0 20 N20 - 19.63 21 N21 23.63 0 0 22 N22 ` 27.01 0 0 Company : Poggemeyer Design Group Designer : EP /BSF Job Number : 7102 Joint Boundary Conditions Joint Label X [k/iinj 1 N1 N15. Reaction Reaction Reaction Reaction g Cold Formed Steel Design Parameters Label Shape Lengthy... Lb- outyftl Lb -in[ft] Lcomp top...Lcomo bot... K -out K -in Cm Cb R Out s...In swa L No Data to Print ... Joint Coordinates and Temperatures Joint Deflections LC Label Joint Label J43 Y [k/in] X [inj 0 Rotation[k- ft/rad] Y [in] 0 Sept 12, 2007 11:05 AM leg'y`L- Checked By: Footin 1 5 7 9 10 11 12 13 14 15 16 17 18 1 1 1 1 1 1 1 1 1 N1 N2 N3 N4 N5 N6 N7 N8 N9 N10 N11 N12 N13 N14 N15 N16 N17 'N18 .008 .014 .015 .016 .012 .009 .004 -.002 -.006 -.01 -.011 -.012 -.007 0 -.099 -.079 -.044 -.27 -.413 -.531 -.645 -.726 -.79 -.808 -.799 -.748 -.68 -.57" -.442 -.286 0 -.319 -.53 :724 - 4.593e-3 - 4.788e -3 - 5.056e -3 -3.961e-3 -3.571e-3 - 1.589e -3 - 2.752e -4 1.725e -3 1.912e-3 3.841e-3 5.032e -3 5.785e -3 5.408e -3 9.704e -3 -5.369e-3 - 4.845e -3 -3.028e-3 > " Rotation [rad] - 1.022e -2 RISA -2D Version 6.5 [P: \Current Projects \7102 SAWIS FLR 3 \Design \RISA Models\Zone 6B\J43.r2d] Page 1 1 1 1 l 1 16 16 / 1 1 1 1 1 4 1 19 1 ................. N19 A 11111 0 v Unl -.804 Rotation [rad1 - 2.403e -4 20 1 N20 .044 -.747 2.539e 21 1 N21 .084 -.567 -3 4.904e 22 1 N22 .106 -.342 -3 5.892e 23 2 N1 0 0 -3 - 1.046e 24 2 N2 .007 -.277 -2 - 4.694e -3 - 4.685e -3 - 5.382e -3 25 2 N3 .012 -.421 26 27 2 N4 .012 -.538 2 N5 .011 -.648 - 3.614e -3 - 2.562e 28 2 N6 .008 -.717 29 2 N7 .004 -.763 -3 - 4.999e -4 - 3.869e -5 1.342e -3 1.896e -3 3.637e 30 2 N8 0 -.767 31 2 N9 -.005 -.758 32 2 N10 -.008 -.709 33 2 N11 -.011 -.644 34 2 N12 -.012 -.539 -.418 -3 4.772e -3 5.516e -3 5.074e -3 35 2 N13 -.012 36 2 N14 -.007 -.27 37 2 N15 0 0 9.258e 38 2 N16 -.1 -.327 -3 - 5.424e -3 -4.71e-3 -2.441e-3 39 2 N17 -.079 -.537 40 2 N18 -.042 -.714 41 2 N19 0 .042 -.766 -.707 1.064e -4 2.395e -3 4.662e 42 2 N20 43 2 N21 .079 -.537 44 2 N22 .1 -.323 -3 5.585e 45 3 N1 0 0 -3 -1.091e-2 46 3 N2 .007 -.294 - 5.053e -3 - 4.993e -3 - 5.688e 47 3 N3 .012 -.446 48 3 N4 .011 -.571 49 3 N5 .011 -.688 -3 - 3.858e -3 - 2.762e -3 - 5.368e -4 - 4.038e -4 50 3 N6 .006 -.762 51 3 N7 .002 -.812 52 3` N8 -.003 -.817 53 3 N9 -.008 -.804 1.654e 54 3 N10 - .012 -.744 - 3 2.91e-3 4.785e -3 5.155e -3 5.128e -3 5.229e 55 3 N11 -.016 -.66 56 3 N12 -.016 -.539 57 3 N13 -.015 -.415 58 3 N14 -.009 -.265 59 3 N15 0 0 -3 8.976e 60 3 N16 -.107 -.346 -3 - 5.763e -3 5.005e 61 3 N17 -.085 -.57 62 3 N18 -.045 -.758 - -3 - 2.645e -3 1.83e 63 3 N19 0 -.816 64 3 N20 .045 -.741 -4 3.004e 65 3 N21 .082 -.539 -3 5.089e 66 3 _ N22 .102 , -.319 -3 5.611e-3 i 1 -- ZONE 6Bc1 • . .. __ ,-s , S efvn. not Kowa Yes coia 1 Yes Wood Yes Concrete Yes Footings Yes 2 ZONE 6Bc2 Yes Yes " Yes Yes 3 ZONE 6Bc3 Yes Yes Yes Yes Yes Yes 4 ZONE 6Bc4 Yes Yes % Yes Yes Yes :- 5 ZONE 6Bc5 Yes Yes Yes Yes Yes ✓ ✓ Company : Poggemeyer Design Group Designer : EP /BSF Job Number : 7102 Joint Deflections (Continued) Load Combination Design D • J43 • Sept 12, 2007 11:05 AM Checked By: -2D Version 6.5 [P: \Current Projects \7102 SAWIS FLR 3 \Design \RISA Models\Zone 6B\J43.r2d] Page 2 1 ZONE 6Bc1 Yes -.229 -.229 4 %100 2 M2 Y -.229 -.229 0 %100 3 M3 Y -.229 -.229 0 %100 2 ZONE 6Bc2 Yes -.229 -.229 5 1 5 M5 Y -.229 -.229 0 %100 6 M6 Y -.229 -.229 0 %100 3 ZONE 6Bc3 Yes -.229 -.229 6 1 8 M8 Y -.229 -.229 0 %100 9 M9 Y -.229 -.229 0 %100 4 ZONE 6BcA Y -.229 -.229 0 %100 11 M11 Y -.229 -.229 0 %100 12 M12 Y -.229 -.229 0 %100 5 ZONE 6Bc5 Y -.229 -.229 0 %100 14 M14 Y -.229 -.229 0 %100 6 ZONE 6Bc6 1 M1 Y -.229 -.229 0 %100 2 M2 Y -.229 -.229 0 %100 3 M3 Y -.229 -.229 0 %100 4 M4 Y -.229 -.229 0 %100 5 M5 Y -.229 -.229 0 %100 6 M6 Y -.229 -.229 0 %100 7 M7 Y -.229 -.229 0 %100 8 M8 Y -.229 -.229 0 %100 9 M9 Y -.229 -.229 0 %100 10 M10 Y -.229 -.229 0 %100 11 M11 Y -.229 -.229 0 %100 12 M12 Y -.229 -.229 0 %100 13 M13 Y -.229 -.229 0 %100 14 M14 Y -.229 -.229 0 %100 1 M1 Y -.229 -.229 ...._..,..., -0 _..... __.........-...st, /VI %100 2 M2 Y -.229 -.229 ' 0 %100 3 M3 Y -.229 -.229 0 %100 4 M4 Y -.229 -.229 0 %100 5 M5 Y -.229 -.229 0 %100 6 M6 -.229 -.229 0 %100 Company : Poggemeyer Design Group Designer : EP/BSF Job Number : 7102 Sept 12, 2007 11:05 AM Checked By: Load Combination Design (Continued) J43 Description ASIF CD ABIF Service Hot Rolled Cold Formed Wood Concrete Footings 6 I ZONE-6136.61 I j I -- I Yes I Yes I Yes I Yes I Yes 1 Load Combinations Description Solve PDelta SRSS BLC Factor BLC Factor BLC Factor RLC Factor RI ( Frtnr RI ( F2rfnr RI ( Member Distributed Loads (BLC 1 : ZONE 6A) Member Label 0 0 Member Label Direction Start Magnitudelkfit d End Magnitudef... Start Locationift.%1 1 2 3 4 5 6 7 9 10 11 12 13 14 M1 M2 M3 M4 M5 M6 M7 M8 M9 M10 Mu M12 M13 M14 Y Y Y Y Y Y Y Y -.229 -.229 -.229 -.229 -.229 -.229 -.229 -.229 -.229 -.229 -.229 -.229 -.229 -.229 -.229 -.229 -.229 -.229 -.229 -.229 -.229 -.229 -.229 -.229 -.229 -.229 -.229 -.229 0 0 0 0 0 0 0 0 0 0 0 0 0 %100 %100 %100 % 100 %100 %100 %100 %100 %100 %100 %100 %100 %100 % 100 Member Distributed Loads (BLC 3: ZONE 4A) Member Label 0 End Locationtft,%1 0 RISA-2D Version 6.5 [P:\Current Projects\7102 SAWIS FLR 3\Design\RISA Models\Zone 6B\J43.r2d] Page 3 1/4 1/4 te4 Member Distributed Loads (BLC 2: old 6B) 1 - - - -" M1 - ••__.• -•• Y .......- ."O• -.229 1 V 1 ayiJituue[.. -.229 start LocanonL. io] 0 End Location[ft %J %100 2 M2 Y -.229 -.229 0 %100 3 M3 Y -.229 -.229 0 %100 4 M4 Y -.229 -.229 0 %100 5 M5 Y -.229 -.229 0 %100 6 M6 Y -.229 -.229 0 %100 7 M7 Y -.229 -.229 0 %100 8 M8 Y -.229 -.229 0 %100 9 10 11 12 M9 Y -.229 -.229 0 %100 M10 Y -.229 -.229 0 %100 M11 Y -.229 -.229 0 %100 M12 Y -.229 -.229 0 %100 13 M13 Y -.229 -.229 0 %100 14 M14 Y -.229 -.229 0 %100 15 M1 Y -.345 -.345 %46 %100 16 M2 Y -.345 -.345 0 %52 17 M5 Y -.607 -.607 %97 %100 18 M6 Y -.607 -.607 %1 %100 19 M7 Y -.607 -.607 %1 %100 20 M8 Y -.607 -.607 %1 %72 %100 21 M10 Y -.607 -.607 %9 22 M11 Y -:607 -.607 %1 %100 23 M12 Y -.607 -.607 0 %84 7 M7 - Y �� -.229 �u rva4nnuu -.229 start Locationht. %I 0 End LocatiOn[ft %1 %100 8 M8 Y -.229 -.229 0 %100 9 M9 Y -.229 -.229 0 %100 10 M10 Y -.229 -.229 0 %100 11 M11 Y -.229 -.229 0 %100 12 M12 Y -.229 -.229 0 %100 13 M13 Y -.229 -.229 0 %100 14 . -- -. -- M14 Y -.229 -.229 0 %100 1 - - - - - -- M1 _•• - - ••�• Y ...�.. •••+yn• J I, n.u..cw -.229 rviayrntuuet.. -.229 s tart LocattOnitt. %] 0 End Location[ft, %J 0 2 M2 Y -.229 -:229 p 0 3 M3 Y -.229 -.229 0 0 4 M4 Y -.229 - .229 0 0, 5 M5 Y -.229 -.229 0 0 6 M6 Y -.229 -.229 0 0 7 M7 Y -.229 -.229 0 0 8 M8 Y -.229 -.229 0 0 9 M9 Y -.229 -.229 0 0 10 M10 Y -.229 -.229 p 0 11 M11 Y -.229 -.229 0 0 12 M12 Y . , -.229 -.229 13 M13 Y -.229 -.229 0 0 14 M14 Y - :229 " -:229 0 0: 15 M1 Y -.345 -.345 %46 %100 16 M2 Y -.345 -.345 0 %52 17 M4 Y -.607 -.607 %18 %100 18 M5 Y -.607 " - :607: .. %1 %100 19 M6 Y -.607 -.607 0 %93 v Company : Poggemeyer Design Group Designer : EP /BSF Job Number : 7102 Member Distributed Loads (BLC 3 : ZONE 4A) (Continued) Member Distributed Loads (BLC 4 : Zone 6Bc1) • J43 Member Distributed Loads (BLC 5 : Zone6Bc2) • Sept 12, 2007 11:05 AM Checked By: RISA -2D Version 6.5 [P: \Current Projects \7102 SAWIS FLR 3 \Design \RISA Models\Zone 6B \J43.r2d] Page 4 20 ; : ° m10 Y -.607 _607 _ %°9 ::: %100 21 M11 Y -.607 -.607 %1 %100 22 M12 Y -.607 - .607 - 0 %84 1 M1 Y -.229 -.229 0 %100 2 M2 Y -.229 -.229 0 %100 3 M3 Y -.229 -.229 0 %100 4 M4 Y -.229 -.229 0 %100 5 M5 Y -.229 -.229 0 %100 6 M6 Y -.229 -.229 0 %100 7 M7 Y -.229 -.229 0 %100 8 M8 Y -.229 -.229 0 %100 9 M9 Y -.229 -.229 0 %100 10 M10 Y -.229 -.229 0 %100 11 M11 Y -.229 -.229 0 %100 12 M12 Y -.229 -.229 0 %100 13 M13 Y -.229 -.229 0 %100 14 M14 Y -.229 -.229 0 %100 15 M1 Y -.345 -.345 %46 % 100 16 M2 Y -.345 -.345 0 %52 17 M4 Y -.597 -.597 %18 %100 18 M5 Y -.597 -.597 %1 %100 19 M6 Y -.597 -.597 %1 %93 20 M8 Y -.597 -.597 %18 %100 21 M9 Y -.597 -.597 %1 %100 22 M10 ¥ -.597 -.597 %1 %93 Company : Poggemeyer Design Group Designer : EP /BSF Job Number : 7102 Member Distributed Loads (BLC 6 : Zone6Bc3) Member Distributed Loads (BLC 7 : Zone 6Bc4) J43 Member Distributed Loads (BLC 5 : Zone6Bc2) (Continued) 4 4„ Member Label Direction Start Locat %1 Member Label Direction Start Magnitude[k/ft d..End Magnitude[.. Start Location[ft %] Sept 12, 2007 11:05 AM N., Checked By: 1 3 5 7 9 10 11 12 13 14 15 16 17 18 20 21 22 23 M1 M2 M3 M4 M5 M6 M7 M8 M9 M10 M11 M12 M13 M14 M1 M2 M5 M6' M7 M8, M10 M11 M12 Y Y Y Y Y Y Y Y Y Y Y Y -.229 -.229, -.229 - .229 -.229 -.229 -.229 -.229 -.229 -.229 -.229 -.229 -.229 -.229 -.345 -.345 -.3 -.3 -.3 -.3 -.229 -.229 -.229 -.229 -.229 -.229 -.229 -.229 -.229 -.229 -.229 -.229 -.229 -.229 -.345 -.345 -.3 -.3 -.3 -.3 0 0 0 0 0 0 0 %46 %97 %1 %1 %9 %1 %100 %100 %100 %100 %100 %100 %100 %100 %100 %100 %100 %100 %100 %100 %100 %52 %100 %100 %100 %72 %100 %100 %84 End Location[ft %1 RISA -2D Version 6.5 [P: \Current Projects \7102 SAWIS FLR 3 \Design \RISA Models\Zone 6B\J43.r2d] Page 5 1 1 1 M1 - -.. Y _._......,..., . ,._ ......�..... - -.229 y ......�.. .229 va ww Ion . o 0 CI Locanon)rt.%o1 0 2 M2 Y -.229 -.229 0 0 3 M3 Y -.229 -.229 0 0 4 M4 Y " -.229 -.229 0 0 5 M5 Y -.229 -.229 0 0 6 M6 Y -.229 -.229 0 0 7 M7 Y -.229 -.229 0 0 8 M8 Y -.229 -.229 0 0 9 M9 Y -.229 -.229 0 0 10 M10 Y -.229 -.229 0 0 11 M11 Y -.229 -.229 0 0 12 M12 Y -.229 -.229 0 0 13 M13 Y -.229 -.229 0 0 14 M14 Y -.229 -.229 0 0 15 M1 Y -.345 -.345 %46 %100 16 M2 Y -.345 -.345 0 %52 17 M4 Y -.3 -.3 %18 %100 18 M5 Y -.3 -.3 %1 %100 19 M6 Y -.3 -.3 0 %93 20 M10 Y -.3 -.3 %9 %100 21 M11 Y -.3 -.3 %1 %100 22 M12 Y -.3 -.3 0 %84 1 M1 - - Y _ ` - "- ` . " 229 " . . y'nwuc�.: -.229 �7lal l LUIdLIUII�ll. got 0 tna Locationftt, iol %100 2 M2 Y -.229 -.229 0 %100 3 M3 Y -.229 -.229 0 %100 4 M4 Y -.229 -.229 0 %100 5 M5 Y -.229 -.229 0 %100 6 M6 Y -.229 -.229 0 %100 7 M7 Y -.229 -.229 0 %100 8 MB Y -.229 - .229, 0 %100 9 M9 Y -.229 -.229 0 %100 10 M10 Y - .229 - .229 0 %100 11 M11 Y -.229 -.229 0 %100 12 _ M12 Y -.229 -.229 0 %100 13 M13 Y -.229 -.229 0 %100 14 M14 Y -.229 -.229 0 %100 15 M1 Y -.345 -.345 %46 %100 16 M2 Y -.345 -.345 0 %52 17 M4 Y -.3 -.3 %18 %100 18 M5 Y -.3 -.3.. %1 %100 19 M6 Y -.3 -.3 %1 %93 20 M8 Y -.3 -:3 %18 %100 21 M9 Y -.3 -.3 %1 %100 22 M10 Y -.3 -.3 %1 %93 v L) W' • • Company : Poggemeyer Design Group Designer : EP /BSF Job Number : 7102 Member Distributed Loads (BLC 8 : Zone 6Bc5) Member Distributed Loads (BLC 9 : Zone 6Bc6) Mem Cold Formed Steel Properties Label E [ksil A570 33 G [ksil J43 Sept 12, 2007 11:05 AM Checked By: A607 C1 55 29500 29500 11346 11346 .65 .65 .49 .49 33 55 52 70 Nu Therm Al E5 F) Densityfk/ft ^31 Yeld[ksil Ultimatefksil .3 RISA -2D Version 6.5 [P: \Current Projects\7102 SAWIS FLR 3 \Design \RISA Models\Zone 6BU43.r2d] Page 6 1 M1 Ni N2 .... a 2L2X2X.213 Double Angle I y Beam IV CIL II i A572 Gr... 1-,C11 DIy r UI.. Typical 2 M2 N2 N3 2L2X2X.213 Double Angle Beam A572 Gr... Typical Typical 3 M3 N3 N4 2L2X2X.213 Double Angle Beam A572 Gr... 4 M4 N4 N5 2L2X2X.213 Double Angle Beam A572 Gr.... Typical Typical 5 M5 N5 N6 2L2X2X.213 Double Angle Beam A572 Gr... 6 M6 N6 N7 2L2X2X.213 Double Angle Beam A572 Gr... Typical Typical 7 M7 N7 N8 2L2X2X.213 Double Angle Beam A572 Gr... 8 M8 N8 N9 2L2X2X.213 Double Angle Beam A572 Gr... Typical 9 M9 N9 N10 2L2X2X 213 Double Angle Beam A572 Gr... Typical 10 M10 N10 N11 2L2X2X.213 Double Angle Beam A572 Gr... Typical Typical 11 M11 N11 N12 2L2X2X.213 Double Angle Beam A572 Gr... 12 M12 N12 N13 2L2X2X.213 Double Angle Beam A572 Gr... Typical Typical 13 M13 N13 N14 2L2X2X.213 Double Angle Beam A572 Gr... 14 M14 N14 N15 2L2X2X.213 Double Angle Beam A572 Gr... Typical Typical 15 M15 N16 N17 2L2X2X0.163 Double Angle Beam A572 Gr... 16 M16 N17 N18 2L2X2X0.163 Double Angle Beam A572 Gr... Typical Typical 17 M17 N18 N19 2L2X2X0.163 Double Angle Beam A572 Gr... 18 M18 N19 N20 2L2X2X0.163 Double Angle Beam A572 Gr... Typical Typical 19 M19 N20 N21 2L2X2X0.163 Double Angle Beam A572 Gr... 20 M20 N21 N22 2L2X2X0.163 Double Angle Beam A572 Gr... Typical Typical 21 M21 N1 N16 15/16 "D Round Default VBrace A572 Gr... 22 M22 N22 N15 15/16'D _ L2X2X0.137 Round Default Single Angle VBrace VBrace A572 Gr... A572 Gr... Typical Typical 23 M23 N16 N3 24 M24 N22 N13 L2X2XO.137 Single Angle VBrace A572 Gr... Typical Typical 25 M25 N16 N2 L1.5X1.5X0.... Single Angle VBrace A572 Gr... 26 M26 N3 N17 L1.5X1.5X0.... Single Angle VBrace A572 Gr... Typical Typical Typical Typical 27 M27 N17 N4 L1.5X1.5X0.... Single Angle VBrace A572 Cr... . 28 M28 N17 N5 L1.5X1.5X0.... Single Angle VBrace A572 Gr.... 29 M29 N5 N18 L1.5X1.5X0.... Single Angle VBrace A572 Gr... 30 M30 N18 N7 L1.5X1.5X0.... Single Angle VBrace A572 Gr... Typical. Typical 31 M31 N6 N18 L1.5X1.5X0.... Single Angle VBrace A572 Gr... 32 M32 N7 N19 , L1.5X1.5X0.... Single Angle VBrace A572 Gr... Typical Typical 33 M33 N19 N9 L1.5X1.5X0.... Single Angle VBrace A572 Gr.... 34 M34 N19 N8 L1.5X1.5X0.... Single Angie VBrece A572 Gr.... Typical Typical 35 M35 N9 N20 L1.5X1.5X0.... Single Angle VBrace A572 Gr... 36 M36 N20 N11 L1.5X1.5X0.... Single Angle VBrace A572 Gr..., Typical Typical 37 M37 N10 N20 L1.5X1.5X0.... Single Angle VBrace A572 Gr... 38 M38 N11 N21 L1.5X1.5X0.... Single Angle VBrace A572 Gr... Typical Typical Typical Typical 39 M39 N21 N13 L1.5X1.5X0.... Single Angle VBrace A572 Gr... 40 M40 N21 N12 L1.5X1.5XO.... Single Angle " VBrace A572 Gr... 41 M41 N22 N14 L1.5X1.5X0.... Single Angle VBrace A572 Gr... Company : Poggemeyer Design Group Designer : EP /BSF Job Number : 7102 Member Primary Data L Member Section Deflections (By Combination) LC Member Label Sec J43 x lint y [MI Sept 12, 2007 11:05 AM Checked By: 1 3 5 9 10 11 1 1 M1 M2 M3 1 3 5 2 4 1 0 .002 .004 .006 .008 .008 .009 .011 .012 .014 .014 0 -.096 -.175 -.229 -.27 -.27 -.306 4 ,! -.379 -.413 -.413 NC 1362.52 980.202 1481.525 NC C NC NC NC NC NC (n) L/v Ratio RISA -2D Version 6.5 [P: \Current Projects \7102 SAWIS FLR 3 \Design \RISA Models\Zone 6B\J43.r2d] Page 7 l 1 l 1 l l l l 1 l 1 l l l 1 l l 1 1 1 12 : _.: 2 .014 -.442 NC 13 3 .014 -.472 NC 14 4 .015 -.501 NC 15 5 .015 • -.531 NC 16 1 M4 1 .015 -.531 NC 17 2 .015 -.562 9781.926 18 3 .015 -.592 5655.028 19 4 .015 -.62 6754.023 20 5 .016 -.645 NC 21 1 M5 1 .016 -.645 NC 22 2 .015 -.668 NC 23 3 .014 -.688 NC 24 4 .013 -.706 NC 25 5 .012 -.726 NC 26 1 M6 1 .012 -.726 NC 27 2 .011 -.748 3863.36 28 3 .011 -.768 2558.134 29 4 .01 -.781 3651.871 30 5 .009 -.79 NC 31 1 M7 1 .009 -.79 NC 32 2 .008 -.8 4512.075 33 3 .006 -.806 3252.752 34 4 .005 -.808 5381.269 35 5 .004 -.808 NC 36 1 M8 1 .004 -.808 NC 37 2 .002 -.811 4336.166 38 3 0 -.8 2630.477 39 4 0 - .808 3466.596 40 5 -.002 -.799 NC 41 1 M9 1 -.002 -.799 NC 42 2 -.003 -.788 NC 43 3 -.004 -.775 NC 44 4 -.005 -.761 NC 45 5 -.006 -.748 NC 46 1 M10 1 -.006 -.748 NC 47 2 -.007 -.738 3877.495 48 3 -.008 -.724 2605.741 49 4 -.009 -.704 3786.589 50 5 -.01 -.68 NC 51 1 M11 1 -.01 -.68 NC 52 2 -.01 -.658 4837.935 53 3 -.011 - .632 3424.863 54 4 -.011 -.602 5631.163 55 5 -.011 -.57 NC 56 1 M12 1 -.011 -.57 NC 57 2 -.011 -.541 7061.721 58 3 -.012 -.512 4263.824 59 4 -.012 -.478 6378.837 60 5 -.012 -.442 NC 61 1 M13 1 -.012 -.442 NC 62 2 -.011 -.403 NC 63 3 -.01 -.365 NC 64 4 -.008 -.326 NC 65 5 -.007 -.286 NC 66 1 M14 4 ' -.007 -.286 NC 67 2 -.005 -.233 2081.367 68 3 -.003 -.171 1415.233 Company : Poggemeyer Design Group Designer : EP /BSF Job Number : 7102 J43 Member Section Deflections (By Combination) (Continued) v finl Ratio Sept 12, 2007 11:05 AM Checked By: RISA -2D Version 6.5 [P: \Current Projects 17102 SAWIS FLR 3 \Design \RISA Models\Zone 6B\J43.r2d] Page 8 116 117 118 119 120 121 122 123 124 125 Company : Poggemeyer Design Group Designer : EP /BSF Job Number : 7102 69 70 71 72 73 74 LC Member Label J43 Member Section Deflections (By Combination) (Continued) 104 105 106 107 109 110 111 112 113 114 .095 .101 .106 0 .012 .023 .035 .046 -.049 -.037 - .025 -.012 0 -.319 -.322 -.325 -.328 -.46 -.402 -.342 0 -.098 -.187 -.263 -.331 -.355 -.282 -.199 -.104 0 -.101 -.137 -.174 -.211 .:: 4388.568 3300.527 4466.926 NC NC 9233.818 7820.867 92 93 94 95 96 97 M20 -.747 -.713 -.672 -.623 -.567 -.567 -.515 5401.261 NC NC 3829.333 2810.623 3706.356 NC NC 3715.666 2819.195 3843.263 NC NC Sec x finl v finl 4 -.002 -.092 5 0 0 1 -.099 -.319 2 -.094 -.374 3 -.089 -.427 4 -.084 -.479 5 -.079 -.53 -.079 -.53 -.071 -.586 -.062 -.638 -.053 -.684 -.044 -.724 -.044 -.724 -.033 -.756 3 -.022 -.781 4 ' -.011 -.797 5 0 -.804 1 0 -.804 2 .011 -.803 .022 -.793 .033 -.774 .044 -.747 .044 Sept 12, 2007 11 :05 AM Checked By: 3737.311 2662.834 3737.311 NC NC 3714.212 2646.376 3714.212 NC NC NC NC NC 5 -.331 -.247 NC 1 -.343 .106 NC 2 -.346 .144 NC 3 -.35 .183 NC 4 -.354 .222 NC 5 -.358 .26 NC 1 -.241 .232 NC 2 -.242 .202 NC 3 -.243 .173 NC 4 -.244 .143 NC 5 -.245 .114 NC RISA -2D Version 6.5 [P: \Current Projects \7102 SAWIS FLR 3 \Design \RISA Models\Zone 6B\J43.r2d] Page 9 (n) L/y Ratio 1938.609 NC NC NC NC NC NC NC 6108.811 4266.697 NC NC NC Nam Sabi 126 1 ' . ........ ___.,. M26 ..Go.. 1 A,111, .302 V um - .282 (n) uv Kano NC 127 2 .306 -.32 NC 128 3 .31 -.357 NC 129 4 .3.14 -.394 NC 130 5 .318 -.431 NC 131 1 M27 1 -.53 .079 NC 132 2 -.53 NC 133 3 -.53 .056 NC 134 4 -.53 .032 NC 135 5 -.531 .009 -.015 NC 136 1 M28 1 -.431 -.318 NC 137 2 -.434 -.356 NC 138 3 -.438 -.393 NC 139 4 -.442 -.43 NC 140 5 -.445 -.467 NC 141 1 M29 1 .468 -.444 NC 142 2 .472 -.469 NC 143 3 .475 -.493 NC 144 4 .478 -.518 NC 145 5 .482 -.542 NC 146 1 M30 1 -.542 -.482 NC 147 2 -.544 -.503 _ NC 148 3 -.546 -.525 NC 149 4 -.549 -.546 NC 150 5 -.551 -.566 NC 151 1 M31 1 .726 NC 152' 2 .726 .016 1700.365 850.17 153 3 .725 .002 -.012 154. 4 .724 -.027 566.769 425.07 155 5 .724 -.041 156 1 M32 1 .566 -.551 NC 157 2 .567 -.556 NC 158 3 .568 -.56 NC 159 4 .569 -.564 NC 160 5 .57 - .567, NC 161 1 M33 1 -.568 -.57 NC 162 2 -.567 -.569 NC 163 3 -.566 -.568 NC 164 4 -.566 - .567 NC 165 5 -.565 -.565 NC 166 1 M34 1 - .804 - NC 167 2 -.805 .004:, -.005 NC 168 3 -.806 - .006 < NC 169 4 -.807 -.007 NC 170 5 -.808 .565 -.008 -.565 NC NC 171 1 M35 1 172 2 .564 -.548 NC 173 3 .563 -.531 NC 174 4 .562 -.513 NC 175 5 .561 -.495 NC 176 1 M36 1 -.495 -.561 NC 177 2 -.493 -.54 NC 178 3 -.491 -.518 NC 179 4 -.489 -.497 NC 180 5 -.487 -.475 NC 181 1 M37 1 .749 -.002 NC 182 2 .748 .01 NC Member Section Deflections (By Combination) (Continued) w Company : Poggemeyer Design Group Designer : EP /BSF Job Number : 7102 J43 Sept 12, 2007 11:05 AM Checked By: RISA -2D Version 6.5 [P: \Current Projects \7102 SAWIS FLR 3 \Design \RISA Models\Zone 6B \J43.r2d] Page 10 183 ....,... ...,,,. =�: 3 x iini .748 y Ii Ratio NC 184 4 .747 .023 NC 185 5 .747 .035 NC 186 1` M38 1 .475 .048 -.487 NC 187 2 .472 -.451 Al r 188 3 .468 -.4 189 4 .465 -.378 190 191 12 192 9 193 194 1 M39 . 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NC tor' w v Company : Poggemeyer Design Group Designer : EP /BSF Job Number : 7102 J43 Member Section Deflections (By Combination) (Continued) Sept 12, 2007 11 :05 AM Checked By: RISA -2D Version 6.5 [P: \Current Projects \7102 SAWIS FLR 3 \Design \RISA Models\Zone 6B1J43.r2d] Page 12 (a8 Company : Poggemeyer Design Group Designer : EP /BSF Job Number : 7102 Member Section Deflections (By Combination) (Continued) LC Member Label Sec x [int 297 2 .051 298 3 .06 299 4 .07 300 5 .079 301 2 M20 1 .079 302 2 .084 J43 .089 .095 .1 0 012 .024 .036 .049 -.047 -.035 -.023 -.012 0 -.325 -.329 -.332 -.335 -.339 -.323 -.327 -.331 -.334 -.338 -.247 -.248 -.249 -.25 -.251 .306 .31 -.537 -.538 -.538 -.538 - .439 .472 .474 .477 -.533 -:533 -.534 Y Lid -.675 -.636 -.59 -.537 -.537 -.487 -.435 -.38 -.323 0 -.1 -.19 -.269 -.338 -.335 -.267 -.189 -.099 0 -.104 - .141 -.177 -.214 -.25 .1 .137 .174 .21 .247 .235 .206 177 .148 .118 -.289 -.326 -.363 -.399' -.435 .079 .056 .034 .011 .012' -.324 -.36 -.396 -.431 -.466 -.449 -.47 -.491 -.512 -.533 -.477 -.494 -.511 Sept 12, 2007 11:05 AM Checked By: (n) Uy Ratio 4556.353 3440.301 4677.398 NC NC 9875.681 8345.936 NC NC NC 3737.311 2662.834 3737.311 NC NC 3714.212 2646.376 3714.212 NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC ttfrq RISA -2D Version 6.5 [P: \Current Projects \7102 SAWIS FLR 3 \Design \RISA Models\Zone 6BW43.r2d] Page 13 loo 1 1. 1 l l l 1 1 1 1 4' 1 1 354 -- - - -• „�� - .535 '' V 11111 =.527 in) UV nano NC 355 5 -.536 -.544 NC 356 2 M31 1 .717 NC 357 2 .716 .011 -.001 1951.839 358 3 .715 -.013 975.902 359 4 .715 -.026 650.588 360 5 .714 -.038 487.931 361 2 M32 1 .544 -.536 NC 362 2 .544 -.537 NC 363 3 .544 -.538 NC 364 4 .543 -.539 NC 365 5 .543 -.54 NC 366 2 M33 1 -.54 -.543 NC 367 2 -.54 -.541 NC 368 3 -.539 -.539 NC 369 4 -.538 -.537 NC 370 5 -.538 -.534 NC 371 2 M34 1 -.766 -.004 NC 372 2 -.766 -.004 NC 373 3 -.767 -.004 NC 374 4 -.767 -.004 NC 375 5 -.767 -.003 NC 376 2 M35 1 .534 -.538 NC 377 2 .533 -.521 NC 378 3 .532 -.504 NC 379 4 .532 -.487 NC 380 5 .531 -.47 NC 381 2 M36 1 -.47 -.531 NC 382 2 -.468 -.511 NC 383 3 -.466 -.49 NC 384 4 -.464 -.469 NC 385 5 -.462 -.448 NC 386 2 M37 1 .709 -.005 NC 387 2 .709 NC 388 3 .708 .008 .02 NC 389 4 .708 NC 390 5 .707 .033 .045 NC 391 2 M38 1 .448 -.462 NC 392 2 .445 -.428 NC 393 3 .442 -.393 NC 394 4 .439 -.358 NC 395 5 .436 -.323 NC 396 2 M39 1 -.323 -.436 . 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" " A is f i a aneanki M MomentikJ Company : Poggemeyer Design Group Designer : EP /BSF 'w'' Job Number : 7102 owi • J43 Member Section Deflections (By Combination) (Continued) L Member Section Forces (By Combination) L ' I k Sept 12, 2007 11:05 AM Checked By: -2D Version 6.5 [P: \Current Projects \7102 SAWIS FLR 3 \Design \RISA Models\Zone 6B \J43.r2d] Page 18 00 irci Company : Poggemeyer Design Group Designer : EP /BSF Job Number : 7102 J43 LC Member Label Sec Axialfkl Shea Sept 12, 2007 11:05 AM Checked By: 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 65 66 67 68 69 70 71 72 73 74 75 76 1 1 1 1 1 1 M5 M6 M7 M8 M9 M10 M11 M12 M13 M14 M15 M16 .�` 1 3 5 1 2 3 4 5 1 3 4 5 2 3 4 5 1 2 3 4 5 2 4 -1 3 5 2 4 1 3 5 2 4 1 3 5 - 1.592 6.543 6.543 6.543 6.543 6.543 6.55 6.55 6.55 6.55 6.55 10.321 10.321 10.321 10.321 10.321 10.33 10.33 10.33 10.33 10.33 8.256 8.256 8.256 8.256 8.256 8.261 8.261 8.261 8.261 8.261 1.839 1.839 1.839 1.839 1.839 1.848 1.848 1.848 1.848 1.848 -8.595 -8.595 - 8.595 - 8.595 -8.595 - 8.263 - 8.263 - 8.263 - 8.263 -8.263 - 17.683 - 17.683 - 17.683 -17.683 - 17.683 -26.68 rrkl - .145 .101 -.016 -.133 -.25 -.404 .859 .45 .029 -.391 -.812 .759 .351 -.07 - .491 -.912 .933 .524 .103 -.281 - .398 .136 .019 -.098 -.216 -.333 .744 .433 .012 -.409 -.829 .772 .364 -.057 -.478 -.899 .87 .449 .029 -.392 -.619 .318 .178 .038 -.102 -.242 .406 .026 -.164 .353 .014 1 .006 .003_ 0 -.079 -.1 -.063 .033 .188 .188 -.142 -.262 -.171 .13 .13 -.151 -.221 -.08 .27 .27 -.097 -.254 -.201 -.032 -.032 -.07 -.051 .028 .165 .165 -.147 -.258 -.159 .15 .15 -.136 -.213 - .079 .265 .265 -.065 -.185 -.094 .176 .176 .028 -.036 -.017 .086 .086 -.167 -.265 -.209 0 -.01 -.017 -.021 -.022 -.022 Momentfk -ftl RISA -2D Version 6.5 [P:\Current Projects \7102 SAWIS FLR 3 \Design \RISA Models\Zone 6B\J43.r2d] Page 19 66 - Member Section Forces (By Combination) (Continued) l 1 1/, / 1 l 1 4 1 1/4 1 1 1. 1 77 ., .. 2 �,..�a�� -26.68 ,aneanni mvment[k-ru -.037 78 3 - 26.68 .013 -.047 79 4 -26.68 .008 .004 -.053 80 5 - 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5.574 -5.573 3.786 3.786 3.785 3.784 3.783 1.263 1.263 1.264 1.265 1.266 - 1.544 -1.543 - 1.543 - 1.542 -1.541 - 1.088 -1.089 -1.09 - 1.091 -1.092 1.848 1.847 1.846 1.845 1.844 1.843 1.844 1.845 1.846 1.847 -3.418 -3.419 - 3.42 - 3.42 -3.421 1.077 1.078 ;. 1.079 1.08 1.081 5.667 5.668 5.668 ;. 5.669 -5:67 0 .002 0 0 -.002 .002 0 0 -.002 .002 0 0 -.002 0 0 0 .002 0 0 -.002 .002 0 -.002 0 0 .002 0 -.002 .002 0 0 -.002 0 0 0 .002 0 0 -.002 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 RISA -2D Version 6.5 [P: \Current Projects \7102 SAWIS FLR 3 \Design \RISA ModelslZone 6B\J43.r2d] Page 21 l 4' 1 4' 1 l l t r ti 1 4' 1. 4' 1 1 1 4' 1 191 1 M39 1 -8.218 .002 �„����ICI �K� -��� 192 2 -8.219 0 0 193 3 -8.22 0 0 194 4 -8.22 0 0 195 5 -8.221 -.002 0 196 1 M40 1 1.772 0 0 197 2 1.771 0 0 198 199 3 1.77 0 0 4 1.769 0 0 200 5 1.769 0 0 201 1 M41 1 .732 0 0 202 2 .731 0 0 203 3 .73 0 0 204 4 .729 0 0 205 5 .728 0 0 206 2 M1 1 -7.892 .447 0 207 2 -7.892 .256 -.285 208 3 -7.892 .021 -.413 209 4 -7.892 -.45 -.239 210 5 -7.892 -.921 211 2 M2 1 -8.703 .698 .318 212 2 -8.703 .352 .318 213 3 -8.703 .005 .005 -.102 214 4 -8.703 -.151 -.054 215 5 -8.703 -.291 216 2 M3 1 .486 .192 .078 217 2 .486 .075 .078 218 3 .486 -.043 .012 219 4 .486 -.16 .004 220 5 .486 -.277 .054 221 2 M4 1 .486 .651 .164 222 2 .486 .449 .164 -.127 223 3 .486 .028 -.246 224 4 .486 -.392 -.155 225 5 .486 -.813 226 2 M5 1 7.435 .76 .146 .146 227 2 7.435 -.134 228 3 7.435 .351 -.07 -.205 229 4 7.435 -.491 -.065 230 5 7.435 -.911 .286 231 2 M6 1 7.445 .973 232 2 7.445 .286 -.095 233 3 7.445 .552 .132 -.266 234 4 7.445 -.289 -.227 235 5 7.445 -.625 236 2 M7 1 8.212 .201 .017 237 2 8.212 .084 .017 -.055 238 3 8.212 -.033 -.067 239 4 8.212 -.15 -.022 240 .. 5 8.212. " -.267 241 2 M8 1 8.215 .324 .083: 242 2 8.215 .207 .083 -.05 243 3 8.215 .089 -.124 244 4 : 8.215 -.028 -.139 245 5 8.215 -.145 -.096 246 2 M9 1 _ 6.657 -.096 247 2 6.657 .095 -.023 -.114 j j Company : Poggemeyer Design Group Designer : EPIBSF Job Number : 7102 L J43 Member Section Forces (By Combination) (Continued) bP Sept 12, 2007 11:05 AM Checked By: RISA -2D Version 6.5 [P: \Current Projects \7102 SAWIS FLR 3 \Design \RISA Models\Zone 6B \J43.r2d] Page 22 Company : Poggemeyer Design Group Designer : EP /BSF Job Number : 7102 J43 LC Member Label Sec Axialfkl Shearfkl Sept 12, 2007 11:05 AM Checked By: 248 249 250 251 252 253 254 255 256 257 258 259 260 261 262 263 264 265 266 267 268 269 270 271 272 273 274 275 276 277 278 279 280 281 282 283 284 285 286 287 288 289 290 292 293 294 296 297 298 299 300 301 302 303 304 '' 2 2 2 2 2 2 2 M10 M11 M12 M13 M14 M15 M16 M17 M18 M19 M20 4 1 3 5 2 4 1 3 5 1 2 4 1 3 5 2 4 1 3 5 2 4 1 3 5 2 4 5 1 3 6.657 6.657 6.657 6.663 6.663 6.663 6.663 6.663 .974 .974 .974 .974 .974 .983 .983 .983 .983 .983 - 8.836 -8.836 -8.836 -8.836 -8.836 - 8.501 - 8.501 - 8.501 - 8.501 -8.501 -18.788 - 18.788 - 18.788 - 18.788 -1 8.788 - 28.279 -28.279 - 28.279 - 28.279 31.769 - 31.769 - 31.769 - 31.769 31.769 - 31.078 - 31.078 - 31.078 - 31.078 '> - 31.078 -28.127 - 28.127 -28.127 - 28.127 - 28.127 - 19.048 - 19.048 - 19.048 - 19.048 -.257 -.374 .752 .44 .02 -.401 -.822 .773 .364 -.056 -.477 -.898 .872 .452 .031 -.39 -.616 .314 .174 .034 -.106 -.246 .409 .219 .029 -.161 -.351 .017 .013 .01 .006 .002 .017 .013 .008 .004 0 .003 0 -.005 -.009 -.014 .01 .006 .002 -.002 -.007 .006 .002 -.002 -.006 .011 :.: -.006 -:01 -.013 -.017 -.073 .026 .184 .184 -.131 -.247 -.151 .154 .154 -.133 -.21 -.076 .267 .267 -.064 -.184 -.094 .175 .175 .029 - .033 -.011 .094 .094 -.16 -.261 -.207 0 -.013 -.022 -.029 - .033 -.033 -.047 -.058 -.064 -.066 -.066 -.068 -.065 -.057 -.046 -.046 -.054 -.058 -.058 -.054 -.054 -.058 -.058 -.054 5 -.045 - .038 -.029 -.016 Momentfk - ftl RISA -2D Version 6.5 [P: \Current Projects \7102 SAWIS FLR 3 \Design \RISA Models\Zone 6B\J43.r2d] Page 23 Member Section Forces (By Combination) (Continued) 4 1 1 4 4 4 4 4 4 4 305 "... . "" ' cc. 5 Axle i K hea k - 19.048 -.02 Moment -ft 0 306 2 M21 1 - 17.277 0 307 2 - 17.276 .005 -.004 308 3 - 17.275. .002 0 .006 309 4 - 17.274 -.002 - -.004 310 5 - 17.273 -.005 0 311 2 M22 1 - 16.594 0 312 2 - 16.595 .005 -.004 313 3 - 16.596 .003 0 -.006 314 4 - 16.597 - 16.598 -.003 -.005 .001 -.004 0 0 315 5 316 2 M23 1 6.954 317 2 6.953 0 0 318 319 320 _ 3 6.952 0 0 4 6.951 0 0 5 6.95 -.001 -.001 0 0 0 0 321 2 M24 1 7.718 7.717 322 2 323 3 7.716 0 0 324 4 7.715 0 0 325 5 7.714 0 326 2 M25 1 1.814 .001 r 327 2 3 1.813 1.812 328 329 4 1.811 I 330 5 1.81 331 2 M26 1 -7.385 0 332 2 -7.384 .002 1 333 3 -7.384 334 4 - 7.383 -7.382 -.002 0 335 5 336 2 M27 1 .932 337 2 .931 338 3 :93 "( 339 4 .929 340 5 .929 341 2 M28 1 6.041 342 2 6.04 .0I 343 3 6.039 344 4 6.038 C 345 5 6.037 -.0 346 347 2 M29 1 2 -3.8 -3 .00 0 348 3 - 3.799 0 ) C 349 4 -3 0 350 5 -3.797 -.002 351 2 M30 1 1 352 2 1 .002 0 353 3 1 0 354 4 1:129 0 355 5 1 -.002 356 2; M31 ' 1 1:884 0 357 2 1.885 0 358 3 1:886. 0 359 4 1.887 0 0 360 5 1.888- � -:.� 0 0 361 2 M32 1 .046 .002 0 Company : Poggemeyer Design Group Designer : EP /BSF Job Number : 7102 J43 Member Section Forces (By Combination) (Continued) • Sept 12, 2007 11:05 AM Checked By: RISA -2D Version 6.5 [P: \Current Projects \7102 SAWIS FLR 3 \Design1RISA ModelslZone 6B\J43.r2d1 Page 24 k0-45 Company : Poggemeyer Design Group Designer : EP /BSF Job Number : 7102 J43 LC Member Label Sec Axialfkl Shearfkl Sept 12, 2007 11:05 AM Checked By: Momentfk - ftl 363 364 365 366 367 368 369 370 371 372 373 374 375 376 377 378 379 380 381 382 383 384 385 386 387 388 389 390 391 392 393 394 395 396 397 398 399 400 401 402 403 404 405 406 407 408 410 412 413 414 415 416 417 418 2 2 2 2 3 M33 M34 `M35 M36 M37 M38 M39 M40 M41 M1 M2 ,- 3 5 2 3 4 5 1 2 3 4 5 2 3 4 1 3 4 5 2 4 1 3 5 2 4 1 3 5 2 4 1 3 5 2 .047 .048 .049 .05 - .93 -.931 -.932 -.933 -.933 .595 .594 .593 .592 .591 1.27 1.271 1.272 1.273 1.274 -2.903 - 2.904 -2.905 -2.905 -2.906 1.126 1.127 1.128 1.129 1.13 5.145 5.145 5.146 5.147 5.148 -7.698 - 7.699 - 7.7 -7.701 -7.701 1.774 1.773 1.772 1.771 1.77 .739 .739 :738 .737 .736 -7.94 -7.94 -7.94 -7.94 - 7.94 -8.747 -8.747 -8.747 0 -.002 .002 0 0 -.002 0 0 0 .002 0 0 -.002 0 -.002 0 0 .002 0 -.002 .002 0 0 -.002 0 0 0 0 0 .449 .258 .023 -.448 -.919 ..695 .349 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -:287 -.416 -.244 .312 .312 0 -.105 RISA -2D Version 6.5 [P: \Current Projects \7102 SAWIS FLR 3 \Design \RISA Models\Zone 6B\J43.r2d] Page 25 66.00 Member Section Forces (By Combination) (Continued) 1,, 1 1 L 1 1 419 - ' 4_ -8.74 vIGalln� -.154 IYI VIIICIIII - , -.055 420 5 -8.747 -.294 421 3 M3 1 1.011 .193 .079 422 2 1.011 .076 .079 423 3 1.011 -.041 .012 424 4 1.011 -.159 .003 .053 425 5 1.011 -.276 426 3 M4 1 1.011 .65 .162 427 2 1.011 .449 .162 -.128 428 3 1.011 .033 -.248 429 4 1.011 -.383 -.161 430 5 1.011 -.798 .134 431 3 M5 1 8.665 .744 432 2 8.665 .34 .134 -.14 433 3 8.665 -.076 -.206 434 4 8.665 -.491 -.064 435 5 8.665 -.907 436 3 M6 1 8.675 .964 .286 437 2 8.675 .561 .286 -.098 438 3 8.675 .145 -.275 439 4 8.675 -.271 -.243 ` 40 5 8.675 -.603 -.01 441 3 M7 1 10.268 .155 -.01 442 2 10.268 .038 -.058 ` 43 3 10.268 -.08 -.047 444 4 10.268 -.197 .022 445 5 10.268 -.314 446 3 M8 1 10.273 .651 .15 447 2 10.273 .451 .15 -.141 448 3 10.273 .035 -.262 449 4 10.273 -.381 -.176 450 5 10.273 -.797 .119 451 3 M9 1 7.577 .738 452 2 7.577 .334 .119 -.152 453 3 7.577 -.082 -.215 454 4 7.577 -.497 -.071 455 5 7.577 -.913 456 3 M10 1 7.586 .939 .282 457 2 7.586 .535 .282 -.09 458 3 7.586 .119 -.253 459 4 7.586 -.296 -.209 460 5 7.586 -.628 461 3 M11 1 -1.228 .216 .037 462 2 -1.228 .099 .037 -.042 463 3 -1.228 -.018 -.062 464 4 - 1.228 -.136 " - 465 5 -1.228 -.253 .023 466 3 M12 1 -1.225 .228 "" :.. .074 467 2 -1.225 .111 .074 -.011 468 3 -1.225 -.006 -.037 469 4 -1.225 -.123 -.005 470 5 -1.225 -.241 , . 471 3 M13 1 - 10.604 .263 .086 472 2 < - 10.604 .123 " . .086 - 473 3 - 10.604 -.017 .029 -.061 474 4 - 10.604 -.157 -.009 475 5 - 10.604 -.297 .127 Company : Poggemeyer Design Group Designer : EP /BSF Job Number : 7102 �.J Member Section Forces (By Combination) (Continued) LC J43 • - 61- Sept 12, 2007 11:05 AM Checked By: kft RISA -2D Version 6.5 [P: \Current Projects \7102 SAWIS FLR 3\Design \RISA Models\Zone 6B J43.r2d] Page 26 Company : Poggemeyer Design Group Designer : EP /BSF Job Number : 7102 J43 Member Section Forces (By Combination) (Continued) LC Member Label Sec Axial Shearfkl G h� (9 Sept 12, 2007 11:05 AM Checked By: 476 477 478 479 480 481 482 483 484 485 486 487 488 489 490 491 492 493 494 495 496 497 498 499 500 501 502 503 504 505 506 507 508 509 510 511 512 513 514 515 516 517 518 519 520 521 522! 523 524 525 526 527 528 529 530 531 532 3 3 3 3 3 3 3 M14 M15 M16 M17 M18 M19 M20 M21 M22 M23 M24 M25 2 4 1 3 4 5 2 4 1 2 3 5 2 4 1 3 5 2 4 1 3 5 2 4 1 3 5 2 4 1 fkl 10.238 - 10.238 - 10.238 - 10.238 - 10.238 - 19.737 - 19.737 - 19.737 - 19.737 - 19.737 - 29.9 - 29.9 -29.9 - 29.9 - 29.9 - 34.138 - 34.138 - 34.138 - 34.138 - 34.138 - 33.969 - 33.969 - 33.969 - 33.969 -33.969 - 27.863 - 27.863 - 27.863 - 27.863 - 27.863 - 17.685 - 17.685 - 17.685 - 17.685 - 17.685 - 18.063 - 18.062 - 18.061 - 18.06 - 18.058 - 15.512 - 15.513 - 15.514 - 15.515 - 15.517 7.366 7.365 7.365 7.364 7.363 7.095 7.094 7.093 7.092 7.091 1.808 1.807 :419 .229 .039 -.151 - .341 .018 .014 .01 .007 .003 .017 .013 .008 .004 .006 .002 -.003 -.007 -.011 .011 .007 .003 -.002 -.006 -.003 -.007 -.012 - :016 -.02 -.003 -.006 -.01 - .014 .005 .002 0 -.002 -.005 .005 .003 -.003 -.005 .001 0 -.001 -.001 0 0 .001 .12Z .., -.135 - .244 -.199 0 -.013 -.024 -.031 -.035 -.035 -.05 -.06 -.066 -.068 -.068 -.072 -.071 -.067 -.058 -.058 -.067 -.071 -.072 - .068 -.068 -.063 -.053 -.04 -.022 -.022 -.021 -.017 -.01 0 - .004 -.006 -.004 0 -.004 -.006 -.004 0 0 0 0 0 0 Momentfk -ftl RISA -2D Version 6.5 [P: \Current Projects \7102 SAWIS FLR 3 \Design \RISA Models\Zone 6B\J43.r2d] Page 27 l 1 533 -- ---- -- - - - -- ...... 3 rv��ugn� 1.806 vii wu'i 0 mu, I ICI IUl - ft] 0 534 4 1.805 0 0 535 5 1.805 0 0 536 3 M26 1 -7.858 .002 0 537 2 -7.857 0 0 538 3 -7.856 0 0 539 4 -7.856 0 0 540 5 -7.855 -.002 0 541 3 M27 1 .929 0 0 542 2 .928 0 0 543 3 .927 0 0 544 4 .926 0 0 545 5 .926 0 0 546 3 M28 1 6.519 .002 0 547 2 6.518 0 0 548 3 6.517 0 0 549 4 6.516 0 0 550 5 6.515 -.002 0 551 3 M29 1 -4.32 .002 0 552 2 -4.32 0 0 553 3 -4.319 0 0 554 4 -4.318 0 0 555 5 -4.317 -.002 0 556 3 M30 1 1.669 .002 0 557 2 1.668 0 0 558 3 1.667 0 0 559 4 1.666 0 0 560 5 1.666 -.002 0 561 3 M31 1 1.872 0 0 562 2 1.872 0 0 563 3 1.873 0 0 564 4 1.874 0 0 565 5 1.875 0 0 566 3 M32. 1 . -:585 . _. .002 0 567 2 -.584 0 0 568 3 -.583 0 0 569 4 -.582 0 0 570 5 -.582 - .002 0 571 I 3 M33 1 -.824 .002 0 572 2 -:825 0 p 573 3 -.825 0 0 574 4 -.826 0 p 575 5 -.827 -.002 0 576 3 M34 1 .969 0 0 577 2 .968 0 0 578 3 .967 0 p 579 4 .966 0 0 580 5 .965 0 p" 581 3 M35 1 2.991 .002 0 582 2 2:992 ,.. 0 0 583 3 2.993 0 0 584 4 2.994 585 5 2.994 -.002 0 586 3 M36 1 -5.647 - ` .002 0 587 2 -5.648 0 0 588 3 -5.649 589 4 -5.65 0 0 v v • Company : Poggemeyer Design Group Designer : EP /BSF Job Number : 7102 L J43 Member Section Forces (By Combination) (Continued) • bf7 6c1 Sept 12, 2007 11:05 AM Checked By: RISA -2D Version 6.5 [P: \Current Projects \7102 SAWIS FLR 3 \Design \RISA Models\Zone 6B \J43.r2d] Page 28 Company : Poggemeyer Design Group Designer : EP /BSF Job Number : 7102 J43 Member Section Forces (By Combination) (Continued) LC Member Label Sec Axialkl Sept 12, 2007 11:05 AM Checked By: 590 591 592 593 594 595 596 597 598 599 600 601 602 603 604 605 606 607 608 609 610 611 612 613 614 615 3 3 3 M37 M38 M39 M40 M41 1 3 5 2 3 4 5 1 2 3 5 2 3 4 5 1 3 5 1.852 1.853 1.854 1.855 1.855 6.817 6.818 6.819 6.82 6.82 - 7.574 -7.575 -7.576 - 7.577 -7.578 .485 .484 .483 .482 .481 .808 .807 .806 .806 .805 0 0 0 .002 0 0 -.002 .002 0 -.002 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Member Section Stresses LC Member Label Sec Shearfkl Momentfk -ftl Axiallksi] Shear[ksi] Top Bendingfksi] Bot Bendingfksil 1 3 5 7 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 1 1 1 M1 M2 M3 M4 M5 M6 1 3 5 2 4 1 3 5 2 4 1 3 5 2 -5.746 -5.746 -5.746 -5.746 - 6.25 -6.25 -6.25 -6.25 -6.25 -.987 -.987 -.987 -.987 -.987 -.987 -.987 -.987 -.987 -.987 4.057 4.057 4.057 4.057 4.057 4.061 4.061 .624 .356 .024 -.639 -1.302 .983 .496 .008 -.212 -.41 .321 156 -.009 -.174 -.339 .457 .292 .126 -.039 -.204 .143 -.022 -.187 -.352 -.569 1.209 .634 0 3.226 4.652 2.631 - 3.754 - 3.754`" -.174 1.045 -1.007 ". - 1.007 -.04 .259 -.112 -1.151 .364 "1.211 1.389 .898 .898 1.1 42 .718 375. -2.149 -2,149 1.617 0 :7.936 - 11.446 -6.474 9.235 9.235 .429 -2.571 -1.227 2.477 2.477 .098 -.636 .275 2.831 .2.831 -.897 -2.979 - 3.417 -2.209 - 2.209 -2.81 -1.766 .923 5.288 5.288. - 3.977 -5.746 RISA -2D Version 6.5 [P: \Current Projects \7102 SAWIS FLR 3 \Design \RISA Models\Zone 6B\J43.r2d] Page 29 28 3 ....1 4.061 ea SI .041 I 'IJ uuCnllnllilKJn 2.984 DUI aerial = KS4 -7.342 29 4 4.061 -.551 1.952 -4.802 30 5 4.061 -1.144 -1.481 3.643 31 1 M7 1 6.398 1.069 -1.481 3.643 32 2 6.398 .494 1.718 - 4.226 33 3 6.398 -.099 2.518 -6.194 34 4 6.398 -.691 .918 -2.258 35 5 6.398 -1.284 -3.082 7.583 36 1 M8 1 6.404 1.314 -3.082 7.583 37 2 6.404 .738 1.106 -2.721 38 3 6.404 .146 2.896 -7.124 39 4 6.404 -.396 2.298 -5.653 40 5 6.404 -.561 .361 -.888 41 1 M9 1 5.118 .192 .361 -.888 42 2 5.118 .027 .803 -1.976 43 3 5.118 -.139 .576 -1.418 ` 4 4 5.118 -.304 - .319 45 5 5.118 -.469 -1.883 .785 4.633 46 1 M10 1 5.122 1.049 -1.883 4.633 47 2 5.122 .61 1.674 -4.119 48 3 5.122 .017 2.944 -7.243 49 4 5.122 -.575 1.814 -4.462 50 5 5.122 -1.168 -1.716 4.222 51 1 M11 1 1.14 1.088 -1.716 4.222 52 2 1.14 .512 1.557 -3.83 53 3 1.14 -.08 2.431 -5.982 54 4 1.14 -.673 -2.229 55 5 1.14 -1.266 .906 -3.019 7.428 56 1 M12 1 1.146 1.226 -3.019 7.428 57 2 1.146 .633 .744 -1.83 58 3 1.146 .04 2.107 -5.185 59 4 1.146 -.552 1.071 -2.634 60 5 1.146 -.871 -2.011 4.948 61 1 M13 1 -5.328 .448 -2.011 4.948 62 2 - 5.328 .251 -.32 .787 63 3 -5.328 .053 .416 -1.024 64 4 - 5.328 -.144 .198 -.486 65 5 -5.328 -.341 -.976 2.402 66 1 M14 1 -5.123 .572 - .976 2.402 67 2 -5.123 .305 1.9 -4.676 68 3 - 5.123 .037 3.022 -7.435 69 4 -5.123 -.23 2.389 -5.876 70 5 - 5.123 -.498 71 1 M15 1 - 14.137 .025 0 0 72 2 - 14.137 .019 > -.36 73 3 - 14.137 .012 .14 .238 -.611 74 4 - 14.137 .005 : -.752 75 5 - 14.137 -.001 .293 .305 -.784 76 1 M16 1 - 21.329 .031 .305 -.784 77 2 - 21.329 .023 .51 -1.311 78 3 - 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RISA -2D Version 6.5 [P: \Current Projects \7102 SAWIS FLR 3 \Design \RISA Models\Zone 6B\J43.r2d] Page 37 l `. l l l L 4 P l eanI5 bnIgKi 8 4 .. 1.7 � I E 1 43 ` -.1 45 5 - 579 .0 42 -.6 46 3 M6 1 - 394 .3 42 -.6 47 2 - 394 .2 65 -.8 48 3 - 394 .1 4 -.5 49 4 - 394 .0 96 -.7 40 5 - 394 0 .5 248 9 1 2.9 01 .5 248 9 2.9 03 104 -.8 43 3 - 722 -05 .9 252 9 2.9 .1 9 23 45 5 - 722 -01 .0 206 9 1 2.5 0 84 -.6 47 2 - 716 .1 99 -.8 48 3 - 716 .0 94 - .5 4 - 716 -03 101 -.7 50 5 - 716 -01 .4 245 0 1 2.7 .0 98 -.3 52 2 - 225 -03 .7 221 0 2.7 .2 75 -.1 54 4 - 225 -09 .5 146 0 2.7 .3 36 -75 0 2 1.3 01 .0 .8 57 2 - 419 -05 .9 .5 58 3 - 419 -02 .3 .1 0 1.3 .1 1 .6 1 1.3 .2 51 3 M1 1 - 617 .1 0 0 1 2.6 05 .5 .5 53 3 - 614 0 .6 .6 54 4 - 612 -05 .5 .5 55 5 -61 .1 0 0 1 2 2.7 0 2 - 243 .0 65 -65 1 2.7 83 -83 1 2.7 .0 65 - 65 2 2.7 .1 0 p 2 2 399 .0 52 2 1.1 03 .2 -0 53 3 1.1 07 -07 2 394 -03 .2 -0 55 5 1.1 .0 56 3 M4 1 1.0 .0 2 1.0 .0 .2 .2 2 342 0 -06 .2 59 4 1. 03 -0 0 50 5 1.9 05 0 p 3 2 .5 .0 52 2 . .5 .0 .1 ` : .1 53 3 374 0 -04 .2 54 4 373 .0 .1 08 3 .5 04 0 0 3 3 1.3 04 .4 .4 58 3 63 01 -01 3 1.2 .0 06 -06 4 1.2 .0 p p Company : Poggemeyer Design Group Designer : EP /BSF Job Number : 7102 S r J43 • Sept 12, 2007 11:05 AM Checked By: RISA -2D Version 6.5 [P: \Current Projects \7102 SAWIS FLR 3 \Design \RISA Models\Zone 6B \J43.r2d] Page 38 Company : Poggemeyer Design Group Designer : EP /BSF Job Number : 7102 Member Section Stresses (Continued) LC Member Label J43 Sec Axial[ksi] 1.931 Shear[ksi] 0 6104t `ft Sept 12, 2007 11:05 AM Checked By: 541 3 M27 542 543 572 573 574 575 576 577 578 579 580 581 582 583 584 585 586 587 588 589 590 591 592 593 594 595 596 597 544 545 546 3 547 548 549 550 551 3 M29 552 553 554 555 556 557 558 559 M28 3 M30 560 561 3 M31 562 563 564 565 566 3 M32 567 568 569 570 571 3 M33 M34 3 M35 M36 3 M37 M38 1 3 5 2 1 3 5 2 4 3 4 5 1 2 4 1 3 5 2 4 1 3 5 2 4 1 3 5 2 1.929 1.927 1926 1.924 13.55 13.548 13.546 13.544 13.543 -8.98 -8.979 -8.977 -8.975 -8.974 3.469 3.467 3.466 3.464 3.462 3.89 3.892 3.894 3.895 3.897 -1.216 - 1.214 - 1.212 -1.21 - 1.209 - 1.712 - 1.714 -1.716 - 1.718 - 1.719 2:014 2.012 2.01 �. 2.009 2.007 6.219 6.221 6223 6.224 -11.738 - 11.74 - 11.742 - 11.743 -11.745 3.85 3.851 3.853 3.855 14.17 14.172 0 0 .008 .004 -.004 -.008 .008 .004 0 -.004 -.008 .008 .004 -.004 -.008 0 0 .008 .004 0 -.004 -.008 .008 .004 0 -.004 -.008 0 0 .008 .004 0 -.004 -.008 .008 .004 -.004 - 008 0 0 0 .008 ; , r" .004 0 0 .046 .061 .046 0 0 .045 .061 .045 .046 .061 .046 0 0 .045 .061 .045 0 .046 .061 .046 0 0 0 .045 .061 .045 0 .046 .061 0 0 0 0 .045 0 0 0 -.046 -.061 -.046 -.045 -.061 -.045 0 0 -.046 -.061 -.046 0 0 0 0 -.045 -.061 -.045 0 0 -.046 -.061 -.046 0 0 0 0 -.045 -.061 -.045 0 -.046 -.061 -.046 0 0 0 -.045 Top Bendina[ksi] 0 Bot Bendingrksi] 0 RISA -2D Version 6.5 [P: \Current Projects \7102 SAWIS FLR 3 \Design \RISA Models\Zone 6B\J43.r2d] Page 39 598 1 M1 ■.... "3 r....a„na 14.173 ea si 0 I V N oenulrlgiK5❑ Dot benainQIKSi -.061 599 30 Fb[ksq 30 4 14.175 -.004 .061 .045 -.045 600 2L2X2X.213 .333 5 14.177 -.008 23.669 30 601 3 M39 1 - 15.744 .008 0 0 602 2 .017 2 - 15.745 .004 .046 -.046 603 H1 -3 4 3 - 15.747 0 .061 -.061 604 0 23.773 4 - 15.749 -.004 .046 -.046 605 1 M5 5 -15.75 -.008 0 0 606 3 M40 1 1.007 0 0 0 607 2L2X2X.213 .327 2 1.005 0 0 0 608 1.75 .85 .85 3 1.004 0 0 0 609 2 .064 4 1.002 0 0 0 610 H1 -1 8 5 1 0 0 0 611 3 M41 1 1.68 .004 0 0 612 1 M9 2 1.678 .002 .023 -.019 613 30 30 3 1.676 0 .019 -.025 614 2L2X2X.213 .354 4 1.675 -.002 .025 -.019 615 1.75 .85 5 1.673 -.004 .019 0 0 1 1 M1 2L2X2X.213 - .573 .,., 1.659 ,.....o, .... .065 � i 3. a[ks) 22. 30 Fb[ksq 30 uo 1.75 urn Eqn H2 -1 2 1 M2 2L2X2X.213 .333 0 .049 0 23.669 30 30 ` 1.75 .85 H2 -1 3 1 M3 2L2X2X.213 .094 2 .017 2 23.773 30 30 1.75 .85 H1 -3 4 1 M4 2L2X2X.213 .148 1.375 .023 0 23.773 30 30 1.75 .85 .85 H2 -1 5 1 M5 2L2X2X.213 .327 2 .028 2 23.773 30 30 1.75 H1 -1 6 1 M6 2L2X2X.213 .327 0 .060 0 23.773 30 30 1.75 .85 .85 H1 -1 7 1 M7 2L2X2X.213 .499 2 .064 2 23.773 30 30 1.75 H1 -1 8 1 M8 2L2X2X.213 .499 0 .066 0 23.773 30 30 1.75 .85 .85 H1 -1 9 1 M9 2L2X2X.213 .354 2 .023 2 23.773 30 30 1.75 H1 -1 10 1 M10 2L2X2X.213 .354 -0 .058 2 23.773 30 30 1.75 .85 H1 -1 11 1 M11 2L2X2X.213 .286 2 .063 2 23.773 30 30 1.75 .85 H1 -2 12 1 M12 2L2X2X.213 .286 0 .061 0 23.773 30 30 1.75 .85 .85 H1 -2 13 1 M13 2L2X2X.213 .245 0 .022 0 23.669 30 30 1.75 H2 - 1 14 1 M14 2L2X2X.213 .420 1.721 .029 0 22.141 ` 30 30 1.75 .85 ' 85 `H2 -1 15 1 M15 2L2X2X0.163 .497 3.213 .001 0 19.976 30 30 1.75 H2 -1 16 1 M16 2L2X2X0.163 .777 3.948 .002 0 18.989 30 30 1.75 .85 H2 -1 17 1 M17 2L2X2X0.163 .973 2.792 .001 0 18.954 30 30 1.75 .85 H2 -1 18 1 M18 2L2X2X0.163 .982 1.167 .001 4 18.954 30 30. " : 1.75 .85 H2 -1 19 1 M19 2L2X2X0.163 .869 1.625 .001 4 18.954 30 30 1.75 .85 H2 -1 20 1 M20 2L2X2X0.163 .593 -0 .002 3.38 19.98 30 30 ` 1.75 .85 H2 -1 21 1 M21 15/16 "D .813 2.349 .000 4.697 2.582 30 37.5 1 .85 1 H2 -1 22 1 M22 15/16 "D .866 2.353 .000 0 " 2.572 30 37.5 1 1 H2 -1 23 1 M23 L2X2X0.137 .660 0 .000 0 18.549 30 - Code check base.. 24 1 M24 " L2X2X0.137 .830 0 .000 0 18.601 30 - Code check base.. 25 1 M25 L1.5X1.5X0.... .227 0 .000 2.236 16.663 30 - Code check base.. 26 1 M26 L1.5X1.5X0.... .470 ��0" .000 0 11.204 30 " - Code check :base., 27 1 M27 L1.5X1.5X0.... .063 0 .000 0 18.684 30 - Code check base.. 28 1" M28 L1.5X1.5X0.... Compr... 29 1 M29 L1.5X1.5X0.... .386 0 .000 2.821 11.26 30 - Code check base.. 30 1 " _ . M30 L1.5X1.5X0.... " ` -706 0 ,' .000 , 0 11.148. 30 : - Code check base.. 31 1 M31 L1.5X1.5X0.... .141 2 .000 0 18.684 30 - Code check base.. 32 1 M32 Li 5X1.5X0 . . .:.107 0 .000 0 11.26 "' " 30 : -" Code check base.. '. 33 1 M33 L1.5X1.5X0.... .076 2.836 .000 2.836 11.148 30 - Code check base.. 34 1 M34 .. L1:5X1.5X0... " ".. 0 - .000 : 2 ���18.684 30 : - - Code check -base . 35 1 M35 L1.5X1.5X0.... .341 2.821 .000 0 11.26 30 - Code check base.. Company : Poggemeyer Design Group Designer : EP /BSF Job Number : 7102 Member Section Stresses (Continued) Member AISC ASD Steel Code Checks LC J43 F Sept 12, 2007 11:05 AM () -�( Checked By: RISA -2D Version 6.5 [P: \Current Projects17102 SAWIS FLR 31Design \RISA Models\Zone 6B\J43.r2d] Page 40 Company : Poggemeyer Design Group Designer : EP/BSF Job Number : 7102 J43 Member AISC ASD Steel Code Checks (Continued) LC Member Shape UC Max Loc[ftl Shear UC LocIftl 2.836 Fa[ksil Ftfksil Fbfksil Sept 12, 2007 11:05 AM 0)--`01- Checked By: Cb Cm Eon 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70. 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 1 1 1 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 3 3 3 3 3 3 3 M36 M37 M38 M39 M40 M41 M1 M2 M3 M4 M5 M6 M7 M8 M9 M10 M11 M12 M13 M14 M15 M16 M17 M18 M19 M20 M21 M22 M23 M24 M25 M26 M27 M28 M29 M30 M31 M32 M33 M34 I‘A35 M36 M37 M38 M39 M40 M41 M1 M2 M3 M4 M5 1V16 M7 M9 Mb L1.5X1.5X0.... L1.5X1.5X0.... L1.5X1.5X0.... L1.5X1.5X0.... L1.5X1.5X0.... 2L2X2X.213 2L2X2X.213 2L2X2X.213 2L2X2X.213 2L2X2X.213 2L2X2X.213 2L2X2X.213 2L2X2X.213 2L2X2X213 2L2X2X.213 2L2X2X.213 2L2X2X.213 21.2)(2)(.213 2L2X2X.213 2L2)(2)(0.163 2L2X2X0.163 2L2X2X0.163 2L2X2X0.163 2L2)(2)(0.163 2L2X2X0.163 15/16"D 15/16"D L2X2X0.137 L2(2)(0.137 L1.5X1.5X0.... L1.5X1.5X0.... L15X1.5X0.... L1.5X1.5X0.... L1.5X1.5X0.... L1.5X1.5X0.... L1.5X1.5X0... L1.5X1.5X0.... L1.5X1.5X0.... L1.5X1.5X0.... L1.5X1.5X0.... L1.5X15X0.... L1.5X1.5X0.... 1...1;5X1.5X0..„ 212X2)1213 2L2X2X.213 2L2X2X.213 212)=.213 2L2X2X.213 212)(2X 213 2L2X2X.213 2L2X2X.213 2L2X2X.213 2L2)(2X213 .120 - Compr,.. .570 .197 .092 .550 .301 .163 .231 .432 .433 .284 .284 .326 .327 .270 .271 .249 .421 .540 .833 .927 .898 .819 .561 .857 .825 ,708 .784 .226 .512 .104 - Compr... .263 .211 .210 .009 .065 .066 .235 .201 .126 .950 .534 .197 .093 .554 .299 .172 .466 467 • .395 295 .433 .433 2.836 2 2.836 0 0 1.659 0 2 1.042 2 0 2 0 2 0 2 0 0 1.755 3.39 3.99 1.5 0 2.349 2.353 0 0 0 0 0 0 0 2 2.821 2.836 0 2.821 2.836 2 2.821 2.836 0 0 1.659 0 2 1.042 2 2 0 2 .000 .000 .000 .000 .000 .065 .049 .020 .057 .064 .069 .019 .023 .026 .058 .063 .061 .022 .029 .002 .002 .792 2.458 .001 .001 .001 .002 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .065 ,049 .019 .056 .064 .068 .022 .056 .064 .066 0 2.836 0 2.245 3.25 0 2 2 2 0 2 0 2 2 2 0 0 0 0 0 4 0 4 3.38 4.697 0 0 2.424 2.236 0 0 0 2.836 0 2.821 2.836 2 2.821 2.836 2 2.821 2.836 0 2.245 3.25 2 2 2 2 2 2 11.148 18.684 11.148 18.684 16.583 22.107 23.669 23.773 23.773 23.773 23.773 23.773 23.773 23.773 23.773 23.773 23.773 23.669 22.141 19.976 18.989 18.954 18.954 18.954 19.98 2.582 2.572 18.549 18.601 16.663 11.204 18.684 11.26 11.148 18.684 11.26 11.148 18.684 11.26 11.148 18.684 11.26 11.148 18.684 16.583 22.107 23.669 23.773 23.773 23.773 23.773 23.773 23.773 23.773 23.773 3 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 Cdetheckti§e:. - Code check base.. - Code check base.. - Code check base.. - Code check base.. 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 37.5 37.5 - Code 'check base.. - Code check base.. - Code check base.. - Code check base.. - Code check base.. - Code check base.. - Code check base.. - Code check base.. - Code check base.. - Code check base.. - Code check base.. - Code check base.. - Code check base.. Code check base.. - Code check base.. Code check base.. - Code check base.. 7Code Check 30 30 30 30 ' 30 30 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1.75 1 1.75 115 1.75 1.75 1.75 75 1.75 1.75 1.75 115. .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 .85 1 1 .85 • .85, .85 .85 .85 .85 .85 .85 .85 • .85 H2-1 H2-1 H1-2 H2-1 H1-1 H1-1 H1-1 H1-1 H1-1 H1-1 H1-2 H1-2 H2-1 H2-1 H2-1 H2-1 .85 .85 H2-1 H2-1 H2-1 H2-1 H2-1 H2-1 H2-1 H2-1 H1-2 H2-1 H1-1 H1-1 H1-1 H1-1 H1-1 H1-1 RISA-2D Version 6.5 [PACurrent Projects\7102 SAVVIS FLR 3\Design\RISA ModelskZone 6B\J43.r2d] Page 41 93 3 3 M M11 2 2L2X2X.213 . - - - 9 .018 i �.,. 2 2 23.773 3 30 t ru� • • • • NIP • • • Company : Poggemeyer Design Group Designer : EPIBSF Job Number : 7102 J43 Member AISC ASD Steel Code Checks (Continued) L Fk l • Sept 12, 2007 11:05 AM Checked By: RISA -2D Version 6.5 [P:\Current Projects \7102 SAWIS FLR 3 \Design \RISA Models2one 6B \J43.r2d] Page 42 • S • law wir Seismic Brace Calculations FILE COPY Permit No. Plar revilh r ev; approval a `) c iL.i � t i't is s ;:, - ( *c-c1;}f ...'.:.., C. ` E, r� ` .y r al rxlatl"ons r SA WIS ... •,, LOOR Vol. 3 — Seismic Brace Desig (Building "A") 12301 Tukwila International Boulevard TU KWILA, WA 98168 POGGEMEYER DESIGN GROUP, INC. NW DIVISION November 13th, 2007 PDGJOB No. 7102 Contents P 0 RECEIVED Chi °r° OF Ti iiXWti.A NOV 14 2007 • /A POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS REVIEWED FOR CODE COMPLIANCE APPROVED NOV 3 0 2007 , SB -1— SB-27 i Of Tukwila :5_,M ION 512 6 "' ST S., STE 202 KIRKLAND, WA 98033 425/827 -5995 PHONE 425/828 -4850 FAX PDG- WA@PDG- WA.COM POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 Made by Date a /94(DI Job No. gi02— Checked by Date Sheet No. L 7g ' Description Job Name ‘7 li-, 2 S—IP FL /L. >r FD•- 101{ J7-TsAL- f011.6E .1)611F d 13:3 SEISMIC DEMANDS ON NONSTRUCTURAL COMPONENTS 13.3.1 Seismic Design Force. The horizontal seismic design force (F shall be applied at the component's center of grav- ity and distributed relative to the component's mass distribution and shall be determined in accordance with Eq. 13.3 -1: 0 . 4 apSDSWp z Fp = R l C + 2 (13.3-1) C lp1 / F is not required to be taken as greater than F = l.6SDSIpWp (13.3 -2) and F shall not be taken as less than F = 0 . 3 SDsIpWp (13.3 -3) where F = seismic design force Sus = spectral acceleration, short period, as determined from Section 11.4.4 a = component amplification factor that varies from 1.00 to 2.50 (select appropriate value from Table 13.5 -1 or. 13.6 -1) I p = component importance factor that varies from 1.00 to 1.50 (see Section 13.1.3) W = component operating weight R = component response modification factor that varies from 1.00 to 12 (select appropriate value from Table 13.5 -1 or 13.6 -1) z = height in structure of point of attachment of component with respect to the base. For items at or below the base, z shall be taken as 0. The value of z/ h need not exceed 1.0 �✓ h.-- average roof height of structure with respect to the base The force (F shall be applied independently in at least two or- thogonal horizontal directions in combination with service loads associated with the component, as appropriate. For vertically cantilevered systems, however, the force F shall be assumed to act in any horizontal direction. In addition, the component shall be designed for a concurrent vertical force ±0.2SDSW The re- dundancy factor, p, is permitted to be taken equal to 1 and the t.: overstrength factor, S20, does not apply. EXCEPTION: The concurrent vertical seismic force need not be con- sidered for lay -in access floor panels and lay -in ceiling panels. `•� Where nonseismic loads on nonstructural components exceed F such loads shall govern the strength design, but the detailing re- quirements and limitations prescribed in this chapter shall apply. In lieu of the forces determined in accordance with Eq. 13.3 -1, accelerations at any level are permitted to be determined by the modal analysis procedures of Section 12.9 with R = 1.0. Seismic �-' forces shall be in accordance with Eq. 13.3 -4: a F p = ( Ax (13.3 -4) POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 Made by Date 1/ 145 / 01... Job No. Checked by Date • Sheet No. 46- Z Description Job Name / ,k J t l t Gj O �'LiCa Q.• wi w k 0.I,5A-vtE•1/ O N'r'p `fl& •w o - T'(Pe s of CAa7r.-40'r , N t 9 01tiU1L A4" 6p lc ti (Vet*. ittt : v AJS yr 14-2.4) Vin 50 rci- Z DD tb5 Oh tvf t ' Of U141 iLi -s (5 i07 -fltiE 4.O4,4.Ni4'4i 1A,A04 w(4 , N6n.a -1 v51 .0 -rk6 Gtevntie, rte`( aF L( 1v. 41 01 Carlyle, Inc. 6B01 SouTH 180TH TUKWIL ., WA 9131136 B00.CARLYLE TEL: 425.251.0700 FAx: 425.251 .8B26 W W W.CARLYLE-INC. COM Load Rating ' 2000 lbs Material 14 ga Cold Rolled Steel Mounting Angles Square Hole Seismic UBC Zone 4 CABINET HxWxD 44U 84" x 24" x 49" Complete range of rack sizes available POWER V 110, 208 A 20, 30 Outlets L6 -15R. IEC320, NEMA Input L5 -20, L5 -30, L6 -20, L6-30 10 ft cord Meter 3 Digit Local Ammeter with remote access Options Remote outlet power cycle MANAGEMENT Network 10/1 00 000 Power Redundant 115 -240V Auto -sense User Ports 1 - 4 Local or Remote (TCP -IP) Device Ports 1 - 42 Security Active Directory ! LDAP Compatibility IBM Compatible (PS//2, USBL Sun, Linux headless Remote Client IE 5.0 or treater (SSL Fiber g Pre- terminated solutions support all Multimode and Singlemode applications SC, ST, MT-I1.1, LC, and MPO solution sets supported Tested to ANSVTINEIA Standards 2118 CALLE PINTORESCO SAN CLEMENTE, CA 92672 TEL: 949.366.5370 FAx: 949.366.5380 W W W .EPI CENTE RINC. COM RAPID CABLING INFRASTRUCTURE Copper Pre - terminated Cat5E and Cat6 harnesses Tested to ANSITIA/EIA Standards 2 F E E E I g epicenter y 8 0 POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 Made by Date Dipsf /�- Y/ Job No. 4102- Checked by Date Sheet No. i f � r Description Job Name ' t/V 920 2 >Fti - be2AP, e 6Je.,4-v %Ew atirbv e'r IAN tT j ' Uw4t' AS O t tuUr o lO'* CcA*E i) Iv(1 (cn'E t') PO ilf= 200P (C'e t3vtrom gem l �A 't) eitGA t' t etti tot2 1 (toot�tt�it4 Ii Qci nG r 01 ow ) (. l 1 l POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 Made by Date 4/11'(17I-. Job No. ( 0'2-- Checked by Date Sheet No. ! Q� 7"" - v Description Job Name 5�J t'7 W'o fLet t.e34) 9+.- CVO VIEW •or+T a • • • • v • • Ret; P oQ I1,w4rainv,,‘ (vial eq0e0 c tt r) 4 (i&kf. Wit-0 Cvorno '') FP (f) WFtf tau FR- (rot 14,A(Y GAt,wEr Lv 14 Gogh F (FL4 FD) Nit°At **II l o1rO cot otildig) F,(Pa {F>,) Conterminous 48 States 2006 International Building Code Zip Code = 98168 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Centroid Sa (sec) (g) 0.2 1.501 Ss, Site Class B 1.0 0.518 S1, Site Class B Period Maximum Sa (sec) (g) 0.2 1.530 Ss, Site Class B 1.0 0.528 S1, Site Class B Period Minimum Sa (sec) (g) 0.2 1.425 Ss, Site Class B 1.0 0.488 S1, Site Class B Conterminous 48 States 2006 International Building Code Zip Code = 98168 Spectral Response Accelerations SMs and SM1 SMs = FaSs and SM1 = FvS1 Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 1.501 SMs, Site Class D 1.0 0.777 SM1, Site Class D Conterminous 48 States 2006 International Building Code Zip Code = 98168 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.0 ,Fv = 1.5 46 4 • • • (sec) (g) 0.2 1.001 SDs, Site Class D 1.0 0.518 SD1, Site Class D POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 - 4850 Made by ? fir Date iv 4 , Job No. Va.. Checked by Date Sheet No. 48'13 Description Job Name C f 1 C 2 511'0 ,/ on 0 3 1 Fp Now { &10 C,(5C A I) 6 A 1 1 1 1 POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 Made by Date f ' � 1 jJ- „ / _._„ Job No. g1 Checked by Date Sheet No. d �� 1 Description Job Name , sii i.5 ,aq) f t,rzot...._ �.J S • Oro • • sC) 2.M = 0 kAtinols ni 0 P- = n- 6 fi,oa) ") - 60 2 " ) 1 11-4 14- (D; -Nrv-0-i) R4( c t DMA - 0111 - i 5 21/0 (QhJ ) :' g 1 P-o WWI 8 � r = 0 a- t/r45 A 11 W.11 - F.ph. � ') tz ") • - ( 2 .. (0a i) r o . 1A' " Np3 i Z ip# (D ►o ) * P- / ASV Q-e y 616 R0-= &PO ePt No3 -k ncB I 155" e-6-› 2s k i ot2-44 1 ? - 0 t WO= S nti f Jm f gc4t? A5 POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 Made by .e-, ��'i Date / {��r� Job No. _ Checked by Date Sheet No. 6,1 v Description Job Name ,A AtL4 12P-19 tj i2z r 0 � rN - F ri> _ 20 qz � 4 bitwa f) (� t l nivn ct ,,C, 6 (Irak Ala-6 1 1/4, % rp h (1164)1q2q9 - ( t ( 42 1 (4) y 3 - (Awry � - p I 0 0 44 akiwt164 SL F-6: tfe � 5.6 p �9 _* { tip K9 k02 46 2 f Imbonetonei G 28 3 �4 R, Ti,oNs5 1 ti Nei tit ti 1 POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 Made by Date to/Iv-4- Job No. cYZ Checked by Date Sheet No. it i 6, Description Job Name 4i J i 31j) a W%--r i lor +rr tiro r built A fs tike -to-teS (rw' T1P6 h) j p44 44 — sir s-. >t �e t .. K u AwoNARAi FutaArs tooti/0 P 1 1) r H .� t OA [= R ' LtwaeJAG . i lA'l %) `■Palm r,i wlt 'NW FtitsM SGT, pA'= c10 .x 311.5 - 1500lb Loads: LC 2, 0.9DL +1.0EQ Results for LC 2, 0.9DL +1.0EQ Member Axial Forces (lb) Reaction units are lb and lb-ft Poggemeyer Design Group BSF 7102 - 30001b 1530.7 2894.9 - 30001b - 30001b Frame Type B - Transverse Lateral Load Case Axial Forces 1 413 - 15001b 58 -II- 18 60 5 218'x;3 1 1699.4 14 15 116 63.8 181.3 1699.4 Nov 13, 2007 at 10:40 AM FrameTypeB- Transverse.r2d - 30001b r/+ al X Loads: LC 2, 0.9DL +1.0EQ Results for LC 2, 0.9DL +1.0EQ Member Shear Forces (lb) Reaction units are lb and lb-ft Poggemeyer Design Group BSF 7102 - 30001b 1241.9 - 30001b - 30001b 1252.9 Frame Type B - Transverse Lateral Load Case Shears - 15001b 66- l3 Nov 13, 2007 at 10:40 AM FrameTypeB- Transverse.r2d 311.5 - 15001b Loads: LC 2, 0.9DL +1.0EQ Results for LC 2, 0.9DL +1.0EQ Member Bending Moments (lb -ft) Reaction units are lb and lb -ft Poggemeyer Design Group BSF 7102 398.4 - 30001b . O b Olb - 30001b . O i Olb 1605.7 I 1530.7 2894.9 Frame Type B - Transverse Lateral Load Case Bending r 399 - 15001b Nov 13, 2007 at 10:41 AM FrameTypeB- Transverse.r2d s 1 N1 0 I Liu i ump v_-1_ 0 2 N2 1.25 0 0 3 N3 2.5 0 0 4 N4 3.25 0 0 5 N5 4 0 0 6 N6 5.25 0 0 7 N7 6.5 0 0 8 N8 7.25 0 0 9 N9B 1.67 1.5 0 10 N9A .83 1.5 0 11 N9 1.25 1.5 0 12 N116 5.67 1.5 0 13 N11A _ 4.83 1.5 0 Number of Shear Regions 4 4 Region Spacing Increment in Concrete Stress Block Rectan • ular Use Cracked Sections Yes Bad Framing Warnings No Unused Force Warnings Yes CV' CI COQ I`-.1 CO' M 5 Reaction Reaction Reaction Reaction Include Shear Deformation Yes Merge Tolerance (in) Reaction Reaction P -Delta Analysis Tolerance Reaction Reaction 1,01 Z� Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction 10 N14 Reaction Reaction 11 N15 Reaction Reaction 12 --- - - _--- _- __ -._ -- Reaction Reaction Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation Yes Merge Tolerance (in) .12 0.50% P -Delta Analysis Tolerance Hot Rolled Steel Code AISC: ASD 9th Cold Formed Steel Code AISI 01: ASD Wood Code NDS 2001: ASD Wood Tem_perature < 100F ACI 2002 Concrete Code Basic Load Cases �.J V Company : BSFgemeyer Design Group Designer : Job Number : 7102 Frame Type B - Transverse BLC Description Category DL Nov 13, 2007 10:37 AM Checked By: X Gravity Y Gravity Joint Point Distributed -1 0 -►y 1 2 Static Lateral EL -1 12 5 5 Joint Boundary Conditions or Global Joint Label V Lk/inl Joint Coordinates and Temperatures - 2D version 6 . 5 [P : 1 ...\ ...1Design \ Seismic Brace \RISA Models 1FrameTypeB- Transverse.r2d] • Page 1 1 1 N1 0 0 0 2 1 N2 0 0 0 3 4 1 1 N3 0 0 0 N4 0 0 0 5 1 N5 0 0 0 6 - -- 7 1 1 N6 N7 0 0 0 0 0 0 8 1 N8 0 0 0 9 1 N9B -.003 -.002 - 4.726e -4 10 1 N9A -.003 .002 - 3.875e -4 11 1 N9 -.003 0 - 4.229e -4 12 13 14 1 N 11 B -.003 -.002 - 4.864e -4 1 1 N11A -.003 0 1.082e -4 N10 -.003 0 1.159e -4 15 1 N11 -.003 0 - 3.006e -4 16 1 N12 -.003 0 2.031e-4 17 1 N13 0 0 0 18 1 N14 0 0 0 19 1 N15 0 0 0 20 1 N16 0 0 0 21 1 N17B -.003 -.002 - 5.905e -4 22 1 N17A -.003 0 9.92e -5 23 1 N17 -.003 0 - 3.162e -4 24 1 N18 -.003 0 8.053e -4 25 2 N1 0 0 0 26 2 N2 0 0 0 27 2 N3 0 0 0 28 2 N4 0 0 0 29 2 N5 0 0 0 30 2 N6 0 0. 0 31 2 N7 0 0 0 32 2 N8 0 0 0 33 2 N9B -.015 -.008 - 9.456e -4 34 2 N9A -.015 .008 - 1.812e -3 35 2 N9 -.015 0 - 1.612e -3 36 2 N11B -.015 -.008 - 8.99e -4 37 2 N11A -.015 .007 - 1.086e -3 38 2 N10 -,015 -.002 1.046e -3 39 2 N11 -.015 -.001 - 1.53e -3 40 2 N12 -.015 -.002 1.034e -3 41 2 N13 0 0 0 42 2 N14 0:; . 0 0 Company : Poggemeyer Design Group Designer : BSF Job Number : 7102 Joint Deflections LC in Frame Type B - Transverse Joint Coordinates and Temperatures (Continued) Label X fftl 3.25 14 15 16 17 18 19 20 21 22 23 24 N11 5.25 N10 N12 7.25 N13 N14 8 9.25 N15 10.5 N16 11.25 N17B N17A N17 1.5 1.5 9.67 8.83 9.25 N18 11.25 1.5 1.5 1.5 0 0 0 1.5 1.5 0 0 0 0 0 0 0 0 Y fftl RISA -2D Version 6.5 [P: \... \... \Design \Seismic Brace \RISA Models \FrameTypeB- Transverse.r2d] Nov 13, 2007 10:37 AM Checked By: Temp 1F1 0° l 1 Page 2 � 43 2 N15 " ∎O. ' O '' mutauvrrtrawl 0 44 2 N16 0 0 0 45 2 N17B -.015 -.008 - 8.583e -4 46 2 N 17A -.015 .007 - 1.084e -3 47 2 N17 -.015 -.001 - 1.523e -3 48 2 N18 -.015 0 9.287e -4 1 1 N1 - 27.803 . L.u1 - 47.112 IvIZ. tiu - I y 0 2 1 N2 0 93.671 0 3 1 N3 - 310.546 564.362 0 4 1 N4 0 593.255 0 5 1 N5 464.994 843.485 0 6 1 N6 0 - 159.105 0 7 1 N7 - 219.252 399.372 0 8 1 N8 0 724.399 0 9 1 N13 428.178 776.95 0 10 1 N14 0 - 190.495 0 11 1 N15 - 335.571 609.589 0 12 1 N16 0 275.246 0 13 1 Totals: 0 4483.617 14 1 COG (ft): X: 6.199 Y: 1.488 15 2 N1 170.646 311.531 0 16 2 N2 0 1605.72 0 17 2 N3 309.688 - 556.543 0 18 2 N4 0 2894.896 0 19 2 N5 845.246 1530.688 0 20 2 N6 0 2159.824 0 21 2 N7 298.909 - 537.063 0 22 2 N8 0 2882.334 0 23 2 N13 852.632 1544.035 0 24 2 N14 0 2181.32 0 25 2 N15 337.878 - 607.489 0 26 2 N16 0 1699.364 0 27 2 Totals: 2815 15108.617 28 2 COG (ft): X: 6.247 Y: 1.496 LC Load Combinations kg Company : Poggemeyer Design Group Designer : BSF Job Number : 7102 Frame Type B - Transverse Joint Deflections (Continued) L Joint Reactions Member Point Loads (BLC I : Static) Member Label Direction M4 Y Yes Ma • nitude lb lb-ft -875 56 -t1- Nov 13, 2007 10:37 AM Checked By: Load Combination Design 11 1DL+1LL Description ASIF CD ARIF Service anti Rolled C Forr,...a Wood Concrete Footings 0.9DL+1.0EQ Yes Yes 1 Yes Yes Yes Yes Yes Yes Yes Description Solve PDelta SRSS BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 2 1 DL +1 LL 0.9DL +1.0... Yes Yes 2 1 1 Locationrft. %1 %50 RISA -2D Version 6.5 [P: \...1... \Design \Seismic Brace \RISA Models \FrameTypeB- Transverse.r2d] Page 3 1 M1 N1 N9A %50 PIPE 2.0 None Column A36 Gr.36 Typical 2 M2 N9 N2 x PIPE 2.0 None Column A36 Gr.36 Typical 3 M3 N9B N3 PIPE 2.0 None Column A36 Gr.36 Typical 4 M4 N9A N10 PIPE 2.0 None Column A36 Gr.36 Typical 5 M5 N10 N4 PIPE 2.0 None Column A36 Gr.36 Typical 6 M6 N10 N11 PIPE 2.0 None Column A36 Gr.36 Typical 7 M7 N11A N5 PIPE 2.0 None Column A36 Gr.36 Typical 8 M8 N11 N6 PIPE 2.0 None Column A36 Gr.36 Typical 9 M9 N11 B N7 PIPE 2.0 None Column A36 Gr.36 Typical 10 M10 N11 N12 PIPE 2.0 None column A36 Gr.36 Typical Typical 11 M11 N12 N8 PIPE 2.0 None Column A36 Gr.36 12 M12 N12 - N17 PIPE 2.0 Pipe Column A36 Gr.36 Typical 13 M13 N17A N13 PIPE 2.0 Pipe Column A36 Gr.36 Typical 14 M14 N17 N14 PIPE 2.0 Pipe A36 Gr.36 . Typcal 15 M15 N17B N15 PIPE 2.0 Pipe Column A36 Gr.36 Typical 16 M16 N17 N18 PIPE 2.0 Pipe Column A36 Gr.36 Typical 17 M17 N18 N16 PIPE 2.0 Pipe column A36 Gr.36 Typical cnI•zr'i Lr>1 M4 x -263 %50 M6 x -263 %50 M10 x - 263 %50 M12 x -263 %50 M16 x -263 %50 2 M6 =! Y -875 %50 • ` 3 M10 Y -875 %50 4 M12 Y -875 %50 5 M16 Y -875 %50 Company : Poggemeyer Design Group Designer : BSF Job Number : 7102 Frame Type B - Transverse Member Point Loads (BLC 2 : Lateral) Member Label Member Primary Data Label I Joi Member Advanced Data Label I Release J Release I Offset[in]_ J Offset[inL Type T/C Only Physical Yes Nov 13, 2007 10:37 AM Checked By: 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 M1 M2 M3 M4 M5 M6 M7 M8 M9 M10 M11 M12 M14 M15 M16 M17 PIN PIN PIN PIN PIN PIN PIN PIN PIN PIN PIN PIN PIN PIN PIN PIN PIN PIN PIN PIN PIN PIN PIN PIN Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes TOM Inactive RISA -2D Version 6.5 [P: \... \... \Design \Seismic Brace \RISA Models \FrameTypeB- Transverse.r2d] Page 4 55 l Member Point Loads (BLC 1 : Static) (Continued) l l l l k. 1 t l 4 1 1 - - -- M1 1 •• rnn 0 [ 0 F w uy .dUO NC 2 2 0 0 NC 3 3 0 .002 NC 4 4 0 .003 7079.201 5 5 0 .004 5286.305 6 1 M2 1 0 -.003 NC 7 2 0 -.003 NC 8 3 0 -.002 NC 9 4 0 0 NC 10 5 0 0 NC 11 1 M3 1 0 -.004 NC 12 2 0 -.003 NC 13 3 0 -.002 NC 14 4 0 -.001 NC 15 5 0 0 NC 16 1 M4 1 -.003 .002 NC 17 2 -.003 -.001 NC 18 3 -.003 -.004 6134.625 19 4 -.003 -.003 9888.957 20 5 -.003 0 NC 21 1 M5 1 0 -.003 NC 22 2 0 -.002 NC 23 3 0 -.002 NC 24 4 0 0 NC 25 5 0 0 NC 26 1 M6 1 -.003 0 NC 27 2 -.003 0 NC 28 3 -.003 0 NC 29 4 -.003 0 NC 30 5 -.003 0 NC 31 1 M7 1 0 -.003 6769.546 32 2 0 -.002 9076.622 33 3 0 -.002 NC 34 4 0 0 NC 35 5 0 0 NC 36 1 M8 1 0 -.003 NC 37 2 0 -.002 NC 38 3 0 -.001 NC 39 4 0 0 NC 40 5 0 0 NC 41 1 M9 1 0 -.004 NC 42 2 0 -.003 NC 43 3 0 -.002 NC 44 4 0 0 N 45 5 0 0 NC 46 1 M10 1 -.003 0 NC 47 2 -.003 -.002 9889.677 48 3 -.003 -.004 5562.391 49 4 -.003 -.003 9371.993 50 5 -.003 0 NC 51 1 M11 1 0 -.003 NC 52 2 0 -.002 NC 53 3 0 -.001 NC 54 4 p : NC 55 5 0 0 NC 56 1 M12 1 -.003 0 NC Member Section Deflections p Company : Poggemeyer Design Group Designer : BSF Job Number : 7102 Frame Type B - Transverse Sec L Nov 13, 2007 10:37 AM Checked By: • RISA -2D Version 6.5 [P: \... \... \Design \Seismic Brace \RISA Models \FrameTypeB- Transverse.r2d] Page 5 0 - 1 6 1 57 2 -.003 0 NC 58 3 -.003 0 NC 59 4 -.003 0 NC 60 5 -.003 0 NC 61 1 M13 1 0 -.003 6892.468 62 2 0 -.002 9242.377 63 3 0 -.001 NC 64 65 66 67 1 M14 4 5 0 0 0 NC 0 NC 1 0 -.003 NC 2 0 -.002 NC 68 3 0 -.001 NC 69 4 0 0 NC 70 5 0 0 NC 71 1 M15 1 0 -.004 NC 72 2 0 -.003 NC 73 3 0 -.002 NC 74 75 4 0 0 NC 5 0 0 NC 76 77 78 1 M16 1 2 -.003 -.003 0 NC -.003 8523.571 3 -.003 -.006 4147.582 4 -.003 -.004 5459.235 80 5 -.003 0 NC 81 1 M17 1 0 -.003 NC 82 2 0 -.002 NC 83 3 0 -.002 NC _ 84 4 0 0 NC 85 5 0 0 NC 86 2 M1 1 0 0 NC 87 2 0 .004 4806.697 88 3 0 .009 2401.224 89 4 0 .013 1599.07 90 5 0 .017 1198.12 91 2 M2 1 0 -.015 NC 92 2 0 -.011 NC 93 3 0 -.008 NC 94 4 0 ` -.004 NC 95 5 0 0 NC 96 2 M3 1 _ 0 - .017 NC 97 2 0 -.013 NC 98 3 0 ° -.009 NC 99 4 0 -.004 NC 100 5 0 0 NC 101 2 M4 1 -.015 .008 NC 102 2 -.015 -.004 2882.749 103 3 -.015 -.01 2148.849 104 4 -.015 -.008. 3214.492 105 5 -.015 -.002 NC 106 2 M5 1 .002 >_ -.015 NC 107 2 .001 -.011 NC 108 3 0 ; -.008 NC 109 4 0 -.004 NC 110 5 0 0 NC 111 2 M6 1 -.015 -.002 NC 112 2 -.015 005 3777.045 113 3 -.015 .009 2290.371 Company : Poggemeyer Design Group Designer : BSF Job Number : 7102 Frame Type B - Transverse Member Section Deflections (Continued) Nov 13, 2007 10:37 AM Checked By: 1 1 l 1 1 l 1 4. 4' 1 4' 1 4. 4. 1 1 4. RISA -2D Version 6.5 [P: \... \... \Design \Seismic Brace \RISA Models \FrameTypeB- Transverse.r2d1 Page 6 1 ul 114 " .. :. " 4 -.01 008 " ' 2595.526 115 5 -.015 -.001 NC 116 2 M7 1 .001 -.017 1242.471 117 2 0 -.012 1658.323 118 3 0 -.008 2490.302 119 4 0 -.004 4985.175 120 5 0 0 NC 121 2 M8 1 .001 -.015 NC 122 2 0 -.011 NC 123 3 0 -.008 NC 124 4 0 -.004 NC 125 5 0 0 NC 126 2 M9 1 0 -.017 NC 127 2 0 -.013 NC 128 3 0 -.009 NC 129 4 0 -.004 NC 130 5 0 0 NC 131 2 M10 1 -.015 -.001 NC 132 2 -.015 -.009 3285.83 133 3 -.015 -.01 2761.299 134 4 -.015 -.007 4221.284 135 5 -.015 -.002 NC 136 2 M11 1 .002 -.015 NC 137 2 .001 -.011 NC 138 3 0 -.008 NC 139 4 0 -.004 NC 140 5 0 0 NC 141 2 M12 1 -.015 -.002 NC 142 2 -.015 .005 3799.765 143 3 -.015 .009 2297.796 144 4 -.015 .008 2599.422 145 5 -.015 -.001 NC 146 2 M13 1 .001 -.017 1244.087 147 2 0 -.012 1660.482 148 3 0 -.008 2493.548 149 4 0 -.004 4991.678 150 5 0 0 NC 151 2 M14 1 .001 -.015 NC 152 2 0 -.011 NC 153 3 0 -.008 NC 154 4 0 -.004 NC 155 5 0 0 NC 156 2 M15 1 0 -.017 NC 157 2 0 -.013 NC 158 3 0 -.009 NC 159 4 0 -.004 NC 160 5 0 0 NC 161 2 M16 1 -.015 -.001 NC 162 2 -.015 -.009 3264.313 163 3 -.015 -.01 2828.818 164 4 -.015 -.006 4510.796 165 5 -.015 0 NC 166 2 M17 1 0 -.015 NC 167 2 0 -.011 NC 168 3 0 -.008 NC 169 4 0 -.004 NC 170 5 0 0 NC 0 J r . V 0 Company : Poggemeyer Design Group Designer : BSF Job Number : 7102 Frame Type B - Transverse Member Section Deflections (Continued) x f in ' Nov 13, 2007 10:37 AM Checked By: 0 -tip RISA -2D Version 6.5 [P: \... \... \Design \Seismic Brace \RISA Models \FrameTypeB- Transverse.r2d] Page 7 1 1 M1 1 - 54.683 1.517 ,.,,,G0�.. 1� 2 2 - 56.055. .759 - 3 3 - 57.426 0 .488`' -.65 4 4 - 58.797 - .759 ; - 5 5 - 60.168 -1.517 .488`" 0 6 1 M2 1 88.186 0 0- 7 2 89.557 0 0 8 3 90.928 0 0 9 4 92.3 0 0 10 5 93.671 0 0 11 1 M3 1 638.675 1.517 0 12 2 640.046 .759 -.488 13 3 641.417 0 -.65 14 4 642.788 -.759 -.488 15 5 644.159 -1.517 0 16 1 M4 1 - 27.803 - 53.381 0 17 2 - 27.803 32.593 16.65 18 3 - 338.349 167.589 - 205.299 19 4 - 338.349 - 288.737 - 34.878 20 5 - 338.349 - 290.949 140.477 21 1 M5 1 587.77 0 0 22 2 589.141 0 0 23 3 590.512 0 0 24 4 591.884 0 0 25 5 593.255 0 0 26 1 M6 1 - 338.349 296.821 140.477 27 2 - 338.349 294.993 -7.476 28 3 - 338.349 ` - 371.392 - 151.885 29 4 - 338.349 - 583.664 136.859 30 5 126.645 251.725 77.517 31 1 M7 1 957.679 -1.517 0 32 2 959.05 -.759 33 3 960.421 0 .488 34 4 961.793 .759 .65 35 5 963.164 1.517 .488 0 36 1 M8 1 - 164.589 0 0 37 2 - 163.218 0 0 38 3 - 161.847 0 0 39 4 - 160.476 0 0 40 5' - 159.105 41 1 M9 1 450.111 1.517 0 42 2 451.482 .759 -.488 43 3 452.853 0 -.65 44 4 454.225 - .759. - .488 45 5 455.596 -1.517 0 46 1 M10 1 126.645 87.136 77.517 47 2 - 92.607 478.412 2.958 48 3 - 92.607. 266.141." "233.161 49 4 - 92.607 - 400.245 - 36.126 50 5 - 92.607 -402.073 164.453 51 1 M11 1 718.915 0 0 52 2 720.286 0 0 53 3 721.657 0 0 54 4 723.028 fl 0 55 5 724.399 0 0 56 1 M12 1 - 92.607 316.842 `. " 164.453 Company : Poggemeyer Design Group Designer : BSF Job Number : 7102 Frame Type B - Transverse Member Section Forces Member Label A x i a l � l Nov 13, 2007 10:37 AM Checked By: 4' 4' l l 1 4' 1 1 l l 1 1 1 RISA -2D Version 6.5 [P: \... \... \Design \Seismic Brace \RISA Models \FrameTypeB- Tran5ver5e.r2d1 Page 8 1 57 - --- - - -- 2 ...,, - 92.607 315.014 mvn�n y 6.49 58 3 - 92.607 - 351.372 - 147.93 5 9 4 - 92.607 - 563.643 130.804 60 5 335.571 205.211 89.396 61 1 M13 1 881.638 -1.517 0 62 2 883.009 -.759 .488 63 3 884.38 0 .65 vi), CO; N.ICOI i i 1 M14 4 885.751 .759 .488 5 887.123 1.517 0 1 - 195.98 0 0 2 - 194.609 0 0 3 - 193.238 0 0 69 4 - 191.867 0 0 70 5 - 190.495 0 0 71 1 _ _ M15 1 690.363 1.517 0 72 73 74 75 76 77 7 7 9 80 81 2 691.734 -.488 3 693.106 .759 0 -.65 4 694.477 -.759 -.488 5 695.848 -1.517 0 1 M16 1 335.571 9.231 89.396 36.972 2 0 610.723 3 0 398.452 - 265.302 4 0 - 267.933 - 134.423 5 0 - 269.761 0 1 M17 1 269.761 0 0 82 2 271.132 0 0 83 84 3 272.503 0 0 4 273.875 0 0 85 5 275.246 0 0 86 2 M1 1 355.203 1.517 0 87 2 353.832 .759 -.488 88 3 352.461 0 -.65 89 4 351.09 -.759 -.488 90 5 349.719 -1.517 0 91 2 M2 1 1600.236 0 0 92 2 1601.607 0 0 93 3 1602.978 0 0 94 4 1604.349 0 0 95 5 1605.72 0 0 96 2 M3 1 - 642.387 1.517 0 97 2 - 641.016 .759 -.488 98 3 -639.645 0 -.65 99 4 - 638.274 -.759 -.488 100 5 - 636.903 -1.517 0 101 2 M4 1 170.646 305.263 0 102 2 20.646 403.286 - 202.558 103 3 203.828 - 161.737 - 237.637 104 4 67.335 - 163.949 - 139.117 105 5 67.335 - 166.162 - 39.258 106 2 M5 1 2889.411 0 , 0 107 2 2890.782 0 0 108 3 2892:153 0 0 109 4 2893.524 0 0 110 5 2894.896 0 0 111 2 M6 1 - 232.665 - 276.751 - 39.258 112 2 - 232.665 - 278.579 99.574 113 3 - 432.412 - 280.407 239.321 �.J U U • Company : Poggemeyer Design Group Designer : BSF Job Number : 7102 Frame Type B - Transverse Member Section Forces (Continued) Sec Sh ear[Ib1 Nov 13, 2007 10:37 AM Checked By: RISA -2D Version 6.5 [P: \... \... \Design \Seismic Brace \RISA Models \FrameTypeB- Transverse.r2d] Page 9 59.3 114 - ___ 4 - 495.665 " sr v. .vu. nv. - 282.235 m .r" IV LI 379.981 115 5 349.581 1240.356 - 118.701 116 2 M7 1 - 1743.071 - 1.517 0 117 2 1744.442 -.759 .488 118 3 1745.813 - 0 119 4 1747.184 .759 .65 .488 120 5 1748.555 1.517 0 121 2 M8 1 2154.339 0 0 122 2 2155.711 0 0 123 3 2157.082 0 0 124 4 2158.453 0 0 125 5 2159.824 0 0 126 2 M9 1 - 620.124 1.517 0 127 2 - 618.752 .759 -.488 128 3 - 617.381 0 -.65 129 4 - 616.01 -.759 -.488 130 5 - 614.639 -1.517 0 131 2 M10 1 49.581 394.696 - 118.701 132 2 348.49 - 150.464 - 272.125 133 3 285.237 - 152.292 - 196.436 134 4 85.49 - 154.12 - 119.833 135 5 85.49 - 155.948 - 42.316 136 2 M11 1 2876.85 0 0 137 2 2878.221 0 0 138 3 2879.592 0 0 139 4 2880.963 0 0 140 5 2882.334 0 0 141 2 M12 1 - 214.51 - 279.099 - 42.316 142 2 - 214.51 - 280.927 97.691 143 3 - 414.257 - 282.755 238.611 144 4 - 477.51 - 284.583 380.446 145 5 375.122 1251.355 - 122.667 146 2 M13 1 1758.325 -1.517 0 147 2 1759.696 -.759 .488 148 3 1761.067'' 0 .65 149 4 1762.438 .759 .488 150 5 . 1763.809 1.517 - 0 151 2 M14 1 2175.835 0 0 152 2 ` 2177.206 153 3 2178.578 0 0 154 4 2179.949 0 0 155 5 2181.32 0 0 156 2 M15 1 `. - 700.612 1.517 157 2 - 699.24 .759 -.488 158 3 - 697.869 s 0 -.65 159 4 - 696.498 -.759 -.488 160 5 - 695.127 ` -1.517 0 161 2 M16 1 75.122 427.191 - 122.667 162 2 413 - 188.394 " - 286.705 163 3 349.747 - 190.223 - 192.051 164 4 150 -192.051 - 96.482 165 5 150 - 193.879 0 166 2 M17 1 1693.879 167 2 1695.25 0 0 168 3' 1696.621 °0 0 169 4 1697.992 0 0 170 5 ' 1699.364 Company : Poggemeyer Design Group Designer : BSF Job Number : 7102 Frame Type B - Transverse Member Section Forces (Continued) Member Label A Nov 13, 2007 10:37 AM Checked By: NIP l 4 1 L 4' l l 0 RISA -2D Version 6.5 [P: \... \...\Design \Seismic Brace \RISA Models \FrameTypeB- Transverse.r2d] Page 10 �. 1 1 M1 1 -50.89 v 2.824� 0 uc 0 2 2 - 52.167 1.412 10.44 -10.44 3 3 - 53.443 0 13.92 -13.92 4 4 - 54.719 -1.412 10.44 - 10.44 5 5 - 55.995 -2.824 0 0 6 1 M2 1 82.069 0 0 0 7 2 83.345 0 0 0 8 3 84.621 0 0 0 9 4 85.897 0 0 0 10 5 87.173 0 0 0 11 1 M3 1 594.375 2.824 0 0 12 2 595.651 1.412 10.44 -10.44 13 3 596.927 0 13.92 -13.92 14 4 598.203 -1.412 10.44 -10.44 15 5 599.479 -2.824 0 0 16 1 M4 1 - 25.875 - 99.356 0 0 17 2 - 25.875 60.665 - 356.385 356.385 18 3 - 314.881 311.929 4394.336 - 4394.336 19 4 - 314.881 - 537.419 746.543 - 746.543 20 5 - 314.881 - 541.536 - 3006.847 3006.847 21 1 M5 1 547.001 0 0 0 22 2 548.277 0 0 0 23 3 549.553 0 0 0 24 4 550.829 0 0 0 25 5 552.105 0 0 0 26 1 M6 1 - 314.881 552.466 - 3006.847 3006.847 27 2 - 314.881 549.063 160.025 - 160.025 28 3 - 314.881 - 691.263 3251.028 - 3251.028 29 4 - 314.881 - 1086.359 - 2929.404 2929.404 30 5 117.861 468.53 - 1659.209 1659.209 31 1 M7 1 891.252 -2.824 0 0 32 2 892.528 -1.412 -10.44 10.44 33 3 893.804 0 -13.92 13.92 34 4 895.08 1.412 -10.44 10.44 35 5 896.357 2.824 0 0 36 1 M8 1 - 153.173 0 0 0 37 2 - 151.897 0 0 0 38 3 - 150.621 0 0 0 39 4 - 149.345 0 0 0 40 5 - 148.069 0 0 p 41 1 M9 1 418.89 2.824 0 0 42 2 420.166 1.412 10.44 " -10.44 43 3 421.442 0 13.92 -13.92 44 4 422.718 -1.412 10.44 -10.44 45 5 423.995 -2.824 0 0 46 1 M10 1 117.861 162.184 - 1659.209 1659.209 47 2 - 86.183 890.456 - 63.306 63.306 48 3 - 86.183 495.361 4990.694 - 4990.694 49 4 - 86.183 - 744.965 773.259 - 773.259 50 5 - 86.183 - 748.368 - 3520.044 3520.044 51 1 M11 1 669.049 0 0 0 52 2 670.325 0 0 0 53 3 671.601 0 0 0 54 4 672.877 0 0 0 55 5 674.153 0 0 0 56 1 M12 1 - 86.183 589.73- 3520.044 3520.044 4.J Or) • Company : Poggemeyer Design Group Designer : BSF Job Number : 7102 Frame Type B - Transverse Member Section Stresses LC M Axialinc To p R ndinnincil Nov 13, 2007 10:37 AM Checked By: RISA -2D Version 6.5 [P: \... \... \Design \Seismic Brace \RISA Models \FrameTypeB- Transverse.r2d] Page 11 56.2-y 57 2 - 86.183 586.327 - 138.905 138.905 58 3 -86.183 - 653.999 3166.366 - 3166.366 59 4 - 86.183 - 1049.094 - 2799.799 2799.799 60 5 312.295 , 381.955 -1913.478 1913.478 61 1 M13 1 820.486 -2.824 0 0 62 2 821.762 -1.412 -10.44 10.44 63 3 823.038 0 -13.92 13.92 64 65 4 5 824.314 ` 1.412 -10.44 10.44 825.59 2.824 0 0 66 1 M14 1 - 182.386 0 0 0 67 2 - 181.11 0 0 0 68 3 - 179.834 0 0 0 69 4 - 178.558 0 0 0 70 5 - 177.282 0 0 0 71 1 M15 1 642.478 2.824 0 0 72 2 643.754 1.412 10.44 -10.44 73 3 645.03 0 13.92 -13.92 74 4 646.306 -1.412 10.44 -10.44 75 5 647.582 -2.824 0 0 76 1 M16 1 312.295 17.182 -1913.478 1913.478 77 2 0 1136.725 - 791.364 791.364 78 3 0 741.629 5678.671 - 5678.671 79 4 0 - 498.697 2877.27 - 2877.27 80 5 0 -502.1 0 0 81 1 M17 1 251.05 0 0 0 82 2 252.326 0 0 0 83 3 253.602 0 0 0 84 4 254.878 0 0 0 85 5 256.154 0 0 0 86 2 M1 1 330.566 2.824 0 0 87 2 329.29 1.412 10.44 -10.44 88 3 328.014 0 13.92 -13.92 89 4 326.738 -1.412 10.44 -10.44 90 5 325.462 - 2.824 0 . ,. 0 .. <. . 91 2 M2 1 1489.24 0 0 0 92 2 1490.516 0 0 0 93 3 1491.792 0 0 0 94 4 1493.068 0 0 ; ` 0 95 5 1494.344 0 0 0 96 2 M3 1 - 597.83 2.824 0 0 97 2 - 596.554 1.412 10.44 -10.44 98 3 - 595.278 0 13.92 -13.92 99 4 - 594.002 -1.412 10.44 -10.44 100 5 - 592.726 -2.824 0 0 101 2 M4 1 158.81 568.178 0 0 102 2 19.214 750.627 4335.668 - 4335.668. 103 3 189.69 - 301.038 5086.512 - 5086.512 104 4 62.664 `305.155 2977.733 - 2977.733 105 5 62.664 - 309.272 840.309 - 840.309 106 2 M5 1 2688.995 0 0 ,. 0 107 2 2690.271 0 0 0 108 3 2691.547 0 0 0 109 4 2692.823 0 0 0 110 5 2694.099 0 0 0 111 2 M6 1 - 216.527 - 515.109 840.309 - 840.309 112 2 - 216.527 - 518.512 - 2131.336. 2131.336 113 3 - 402.419 - 521.915 - 5122.542 5122.542 Company : Poggemeyer Design Group Designer : BSF Job Number : 7102 Frame Type B - Transverse Member Section Stresses (Continued) LC Member Shearfnsil SPA -2(, Nov 13, 2007 10:37 AM � Checked By: 1 l 0 l l l l l v 1 t l RISA -2D Version 6.5 [P: \... \... \Design \Seismic Brace \RISA Models \FrameTypeB- Transverse.r2d] Page 12 �. 114 - -- 4 , - 461.285 .,•',...•wvn -525.318 Q n - 8133.315 VVa vcllu ln41V�11 8133.315 115 5 325.333 2308.645 2540.731 - 2540.731 116 2 M7 1 1622.167 -2.824 0 0 117 2 1623.443 -1.412 -10.44 10.44 118 3 1624.719 0 -13.92 13.92 119 4 1625.995 1.412 -10.44 10.44 120 5 1627.271 2.824 0 0 121 2 M8 1 2004.909 0 0 0 122 2 2006.186 0 0 0 123 3 2007.462 0 0 0 124 4 2008.738 0 0 0 125 5 2010.014 0 0 0 126 2 M9 1 _ - 577.11 2.824 0 0 127 2 - 575.834 1.412 10.44 -10.44 128 3 - 574.558 0 13.92 -13.92 129 4 - 573.282 -1.412 10.44 -10.44 130 5 - 572.006 -2.824 0 0 131 2 M10 1 46.142 734.637 2540.731 - 2540.731 132 2 324.318 - 280.055 5824.704 - 5824.704 133 3 265.452 - 283.457 4204.616 - 4204.616 134 4 79.56 - 286.86 2564.963 - 2564.963 135 5 79.56 - 290.263 905.747 - 905.747 136 2 M11 1 2677.305 0 0 0 137 2 2678.581 0 0 0 138 3 2679.857 0 0 0 139 4 2681.133 0 0 0 140 5 2682.409 0 0 0 141 2 M12 1 - 199.631 - 519.48 905.747 - 905.747 142 2 - 199.631 - 522.882 - 2091.027 2091.027 143 3 - 385.523 - 526.285 - 5107.364 5107.364 144 4 - 444.389 - 529.688 - 8143.267 8143.267 145 5 349.103 2329.117 2625.638 - 2625.638 146 2 M13 1 1636.363 -2.824 0 0 147 2 1637.639 -1.412 -10.44 10.44 148 3 1638.915 0 -13.92 13.92 149 4 1640.191 1.412 - 10.44 10.44 150 5 1641.467 2.824 0 0 151 2 M14 1 2024.914 0 0 0 152 2 2026.19 0 0 0 153 3 2027.466 0 0 0 154 4 2028.742 0 0 p 155 5 2030.018 0 0 0 156 2 M15 1 - 652.016 2.824 0 0 157 2 - 650.74 1.412 10.44 -10.44 158 3 - 649.463 0 13.92 -13.92 159 4 - 648.187 -1.412 10.44 -10.44 160 5 - 646.911 -2.824 161 2 M16 1 69.911 795.119 2625.638 - 2625.638 162 2 384.353 - 350.654 6136.786 - 6136.786 163 3 325.488 - 354.057 4110.756 - 4110.756 164 4 139.596 - 357.46 2065.159 - 2065.159 165 5 139.596 - 360.862 0 0 166 2 M17 1 1576.388 0 0 0 167 2 1577.664 0 0 0 168 3 1578.94 0 0 0 169 4 1580.216 0 0 0 170 5 1581.492 trod • Company : Poggemeyer Design Group Designer : BSF Job Number : 7102 Frame Type B - Transverse Member Section Stresses (Continued) Axialrrsil Ton Ben r sil Nov 13, 2007 10:37 AM Checked By: • RISA -2D Version 6.5 [P:\... \... \Design \Seismic Brace \RISA Models \FrameTypeB- Transverse.r2d] Page 13 FILE COPY Permit NO. a / far / revert" approval Is subject to errors and emi: is o. t .... • .. ♦ 1. r i (.f �.,i.. • STRUCTURAL CALCULATIONS Microsoft TK -1 Phase 2 CABINETS Tukwila, Washington July 17, 2006 PREPARED BY: AEGIS ENGINEERING, INC. 700 SW Higgins Suite 200 Missoula, Montana 59803 1- 406 - 829 -3300 REVIEWED FOR CODE COMPLIANCE APPROVED r NOV 3 0 2007 Of Tukwila 'Y DIVISION fEDEIVED ellie o i JKWILA NOV 14 20011 T;04 Li 11 egis INCORPORATED STRUCTURAL ENGINEERING 700 SW HIGGINS, SUITE 200 MISSOULA, MONTANA 59803 (406) 829 -3300 Fax (406) 549 -3701 1 7F CotNo7 W`r I t el\A lit CA- JOB _!!-lv-_l i Mi o r_ 'f-1 1L 2 SHEET NO. - _— . -____ CALCULATED BY CHECKED BY . - - -. SCALE OF DATE - -- DATE Mfr.. /• a • 0141N -rS Wi � . ee ea-TI_` 7 't)C € fl1 .1 R Crt aJ o CkPjl N1 CA1Q � f au5C --Z`� CALCAA-ATIONIS oN LOt•,)L-t P r rt01,3 OF CAO iNer v !-cm l Tr-ANUEA-Ck t i mc7n orb dF . N K 6r- aktiA N \ 1 S e N\TL- t1C W/ cow, t l-lr - M" i i'3 c':- ruvg 5(0 + 3 /� 75 -f- 4. 4- 2 to = L &Yrir- ;f -% o 4 �.' Cot\i,cU t-A rI ) 7/ /4 0 e' - (.6) a- `w tlr e. fr. c" ', .e:„ I-CAL" FgoM LATERAL FORCE ON ELEMENTS Per IBC 1621.1.4 Job #: 0610045 Engr: DEN Location: Microsoft TK -1 Phase II TYP CABINETS Fp= 0.4 *a *S (1 + 2 *(zJh))Wp R a 2.5 Fp= 0.885 Wp Sds 0.948 Fp= 1575 Ibs Ip= 1.0 Rp 2.5 Not Greater Than: z= 30.0 FT Fp= 1.6 *S *Ip *Wp h= 45.0 FT Fp= 1.517 Wp Fp= 2700 Ibs Wp 1780 Ibs Not Less Than: Fp= 0 . 3 * Sos * Ip * Wp Fp= 0.284 Wp Fp= 506 Ibs Vertical Component= Fp„= 0 . 2 * Sds * Wp F = 337 Ibs 241 Ibs w.s. Overturning Moment M 5850 ft-Ibs Mot= 4178 ft-Ibs W.S h 3.5 FT b 1.0 FT Fp= 1575 Ibs LRFD 11251bs WS Z Fasteners Microsoft TK -1 Phase II TYP CABINETS Forces at base of equipment dead load base shear overturning moment Connection Information bolt size diameter= 1/2 in. Values includel /3 increase for duration of loading Special Inspection will not be provided Find forces on bolts Interaction equation Vcap= 1.190 K Tcap= 0.610 K P= 1.780 K V= 1.125 K Mot= 4.178 K -ft short dim. c.c. b= 22.0 IN 2 fasteners per side long dim. c.c. d= 44.0 IN 2 fasteners per side 4 total number of fasteners Transverse Longitudinal T= N/A K/bolt UPLIFT T= 0.169 K/bolt UPLIFT V= N/A K/bolt V= 0.281 K/bolt Combined Increase by .3 T= 0.220 K/bolt V= 0.366 K/bolt 0.32 LATERAL FORCE ON ELEMENTS Per IBC 1621.1.4 Job #: 0610045 Engr: DEH Location: Microsoft TK -1 Phase II HP CABINETS Fp= 0.4 *a *S (1 + 2 * (zJh))WP R aP 2.5 Fp= 0.885 Wp Sds 0.948 Fp= 1770 lbs Ip= 1.0 RP 2.5 Not Greater Than: z= 30.0 FT Fp= 1 . 6 * SDs * lP * WP h= 45.0 FT Fp= 1.517 Wp Fp= 3034 lbs Wp 20001bs Not Less Than: h 3.5 FT Fp= 0.3 *S *Ip *Wp b 1.0 FT Fp= 0.284 Wp Fp= 569 lbs Vertical Component= F 0 . 2 * Sds * Wp F = 379 lbs 2711bs w.s. Overturning Moment M 6573 ft-lbs Mot= 4695 ft-lbs W.S Fp= 1770 lbs LRFD 1264 lbs WS 4 Fasteners Microsoft TK -1 Phase II HP CABINETS Forces at base of equipment dead load P= 2.000 K base shear V= 1.264 K overturning moment Mot= 4.695 K -ft Connection Information bolt size diameter= 1/2 in. Values includel /3 increase for duration of loading Special Inspection will not be provided Find forces on bolts Interaction equation Vcap= 1.190 K Tcap= 0.610 K short dim. c.c. b= 22.0 IN 2 fasteners per side long dim. c.c. d= 44.0 IN 2 fasteners per side 4 total number of fasteners Transverse Longitudinal T= N/A K/bolt UPLIFT T= 0.190 K/bolt UPLIFT V= N/A K/bolt V= 0.316 K/bolt Combined Increase by .3 T= 0.247 K/bolt V= 0.411 K/bolt 0.39 i\ gi s s NCO RPORATED STRUCTURAL ENGINEERING 700 SW HIGGINS, SUITE 200 MISSOULA, MONTANA 59803 (406) 829 -3300 FAX (406) 549 -3701 JOB ' 1 004 S 1 . 7 4 - / .PA'1 - 2 SHEET NO. __ __._ CALCULATED BY _____ -_ CHECKED BY SCALE -- - - OF DATE DATE C Valle-N. t4M %I5 Act.. TZ, r = d/11- ‘,446 = . 1L= = 0 (i1) - / ; , I N a, 0,1/‘‘,1 41= 2on -=. 1.1r) gi 1113 ,1 9 < 3 /o,/z.. ALL. 77val Pi Ow 24 04 -04 -2008 BRIAN B. LAWRY 1245 PEAR AV MOUNTAIN VIEW CA 94043 City of Tukwila Department of Community Development Jack Pace, Director RE: Permit Application No. D07 -419 12301 TUKWILA INTERNATIONAL BL TUKW Dear Permit Applicant: In reviewing our current permit application files, it appears that your permit application applied for on 11/14/2007 , has not been issued by the City of Tukwila Permit Center. Per the International Codes, Uniform Plumbing Code and/or the National Electrical Code, every permit application not issued within 180 days from the date of application shall expire by limitation and become null and void. Your permit application expires on 05/12/2008 . If you choose to pursue your project, a written request for extension of your application addressed to the Building Official, demonstrating justifiable cause, will need to be received at the Permit Center prior to your expiration date of 05/12/2008. If it is determined that an extension is granted, your application will be extended for an additional 90 days from the expiration date. In the event we do not receive your written request for extension, your permit application will become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, xc: fer Marshall "t Technician Permit File No. D07 -419 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 ice Jim Haggerton, Mayor 11 -03 -2008 BRIAN B. LAWRY 1245 PEAR AV MOUNTAIN VIEW CA 94043 RE: Permit No. D07 -419 12301 TUKWILA INTERNATIONAL BL TUKW Dear Permit Holder: 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 Codes; Uniform Plumbing/Fuel Gas Code and/or the National Electrical Code, every permit issued by the Building Division under the provisions of the 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 issuance, 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 International Codes, Uniform Plumbing/Fuel Gas Code and/or the National Electrical Code does allow the Building Official to approve one extension of time for an additional period not exceeding 180 days. Extension requests must be in writini and provide satisfactory reasons why 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 12/09/2008 , your permit will become null and void and any further work on the project will require a new permit application and associated fees. Thank you for your cooperation in this matter. Sincerely, fer Marshall Permit Technician xc: Permit File No. D07 -419 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 -431 -3665 ACTIVITY NUMBER: D07 -419 DATE: 11 -14 -07 PROJECT NAME: MICROSOFT SITE ADDRESS: 12301 TUKWILA INTERNATIONAL BL X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: I. II ion ubh Works Complete Comments: Documents/routing slip.doc 2 -28 -02 `'� PERMIT COORD COPY'" PLAN REVIEW /ROUTING SLIP 91 jWVC Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete n Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROU NG: Please Route Structural Review Required REVIEWER'S INITIALS: ❑ Permit Coordinator DUE DATE: 11 -15-07 Not Applicable n No further Review Required DATE: DUE DATE: 12 -13 -07 APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Ni Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: �i�15L P nning Division n Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: License Information License COCHRI *088LB Licensee Name COCHRAN INC Licensee Type CONSTRUCTION CONTRACTOR UBI 578042134 Ind. Ins. Account Id Business Type CORPORATION Address 1 PO BOX 33524 Address 2 City SEATTLE County KING State WA Zip 981330524 Phone 2063671900 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 6/2/1992 Expiration Date 5/13/2009 Suspend Date Separation Date Parent Company Previous License COCHRI *341MF Next License Associated License Business Owner Information Name Role Effective Date Expiration Date COCHRAN, GORDON W 01/01/1980 COCHRAN - OLSEN, LEEANN G 01/01/1980 COCHRAN, ROBERT L 01/01/1980 Look Up a Contractor, Electrician or Plumber License Detail Page 1 of 3 Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L&I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date TRAVELERS CAS & Until https: // fortress .wa.gov /lni/bbip /printer.aspx ?License= COCHRI *088LB 05/28/2008 Business Owner Information Name Role Effective Date Expiration Date COCHRAN, GORDON W 01/01/1980 COCHRAN - OLSEN, LEEANN G 01/01/1980 COCHRAN, ROBERT L 01/01/1980 Look Up a Contractor, Electrician or Plumber License Detail Page 1 of 3 Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. License Information License Licensee Name Licensee Type UBI Ind. Ins. Account Id Business Type Address 1 Address 2 City County State Zip Phone Status Specialty 1 Specialty 2 Effective Date Expiration Date Suspend Date Separation Date Parent Company Previous License Next License Associated License COCHRI *088LB COCHRAN INC CONSTRUCTION CONTRACTOR 578042134 CORPORATION PO BOX 33524 SEATTLE KING WA 981330524 2063671900 ACTIVE GENERAL UNUSED 6/2/1992 5/13/2009 COCHRI *341 MF Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date TRAVELERS CAS & Until https: // fortress. wa. gov /lni/bbip /printer.aspx ?License= COCHRI *088LB 05/19/2008 PHASE ZONE CABINETS RACKS COMMENTS O 6A I7 - ,COMMENTS UNDER EXPIRED PERMIT D06 -251 O 85 21 - COMPLETED UNDER EXPIRED PERMIT D06 -281 I 6B 22 - REVISED SCOPE UNDER ORIGINAL PERMIT TOTAL 60 O DRAWING INDEX ARCHITECTURAL A - COVER SHEET A -I ARCHITECTURAL CONSTRUCTION PLAN STRUCTURAL S -I THIRD FLOOR FRAMING PLAN S -2 THIRD FLOOR FRAMING PLAN MECHANICAL M -I NOT USED ELECTRICAL (ELECTRICAL WORK UNDER SEPARATE PERMIT) E-I NOT USED ONSTRUTION PHASING THIS PROJECT WILL BE CONSTRUCTED AND OCCUPIED IN PHASES AS SHOWN BELOW. FINAL INSPECTIONS WILL BE OBTAINED AT THE COMPLETION OF EACH PHASE PRIOR TO ALLOWING THE BUILDING OCCUPANTS USE THE EQUIPMENT WITHIN EACH PHASE, AND THE ENTIRE PERMIT WILL BE CLOSED OUT UPON THE FINAL INSPECTION OF THE LAST PHASE. EQUIPMENT INSTALLATION SHALL INCLUDE THE ASSOCIATED GABLE TRAYS AND SUPPORTS. REFERENCE DRAWING A -I FOR EQUIPMENT DESIGNATIONS. 00h1 y�t6G1 5 99 O L 90 1 01 ' S 115th St N - S 716th st S 6h t w. ;� S 11 1179, t S . N 1 SS, S' y B9' S 1 11th P[ S 1 _ _„_,. .o Gx „�.:y S 119111 St m 1J. cutligrn :9 hi b 1 , • a ¢ W - s •� �, 120th .� P Q S' y . S 123rd Si tt 11A C `Y v en ra iv n N n y1 24th Si t 5 5 1251, i.� S 17fi1r. St 775 P >m p a "- 912Cth St P e rk g t 5 128th St >. J' 9 1200e St 4 It% S 139th St y u • "k Nor;h S 130th PI S a p aew S 13111 PI S c m g�� S 132nd St '. /jr 13),d " � $ 133rd St r 1741 S , S; .„ Y .n rs N S 5th ,2e $! V, w sa„y.,gnttr ��m Rds 3 PrrJtr TA0 S 1 3 . ° m p, v 4 13fitlt Sl ". 5 137th St P1S Fo.sh Sra'tnF P. rn 8en..t A1. -rhlm St39th St d,7 2006 M 43946 NRYTE6 PROJECT LQ ATioN YIGINITY MA AREA WORK " / /::t I:st /f4 Zit B UILDING MAP THIRI FLOOR ZONE 6B CAIINET/TRAY IN TERNET SERVICE EXC AXGE FACILITY SEPARATE PERMIT REQUIRED FOR: (Mechanical D EIectrical re 'iumbing [ Gas Piping City of Tukwila BUILDING DIVISION FILE COPY Permit No. Plan review approval is subject to errors and omissions. Approval of construction documents doss not authorize the violation of any adopted code or onSnance. Receipt of approved Fie! and oora ens is wed: By fA Date: NFWftK TK1 �I✓ Pvl`.� No changes shads be . 7 --, n7iP to th' sc r nP of work L ^.1Bthout. prior p.ppr^ (9f Tukwila Building Division NOTE: Rewsions will requ'fYE? .i,hrnit+1 'Ind may 'nc,!ude add t o ;:! plan it?r5 INTERGATE WEST 12301 TUKWILA INTERNATIONAL BLVD. TUKWILA, WA 98168 .12M11. City of Tukwila BUILDING DIVISION INSTALL _ ( C '}\ Op 7C;;; \ C I RJT DATA PROJECT NAME: TENANT IMPROVEMENT FOR MICROSOFT AT INTERGATE WEST 12501 TUKWILA INTERNATIONAL BLVD. TUKWILA, WA 98168 ZONING: G /LT LIGHT COMMERCIAL PARCEL 092304 -9367 TE AREA : 129,2 ' SF SEISMI CLASS I I CATIONS : SEISMIC, USE GROUP: I SEISMIC DESIGN CATEGORY: D SITE CLASS: D ONE SECOND PERIOD SI: 4855 SHORT PERIOD 55: 140.696 (FORMERLY UBG ZONE 5) DES IGN COr) S: 2006 EDITIONS OF INTERNATI BUILDING CODE INTERNATIONAL FIRE CODE INTERNATIONAL MECHANICAL CODE UNIFORM PLUMBING CODE 2005 EDITION OF NATIONAL ELECTRIC, CODE 2006 WASH. STATE ENERGY CODE NFPA 75 ELECTRONIC COMPUTER/DATA PROCESSING SUI ATA ADDRESS: INTERGATE WEST 12301 TUKWILA INTERNATIONAL BLVD. TUKWILAYIA 98186 5L r,6. INTERNATIONAL GATEWAY EAST, LLC 12201 TUKWILA INTERNATIONAL BLVD., 4th FLOOR SEATTLE, WASHINGTON (98168 -5121 TEL: (206) 281 -8100 CONTACT: JOHN SABEY SUILI, ING AREA THIRD FLOOR: SECOND FLOOR: FIRST FLOOR: CONSTRUCT I ON I I A (FORMALLY I I -- I HR) FULLY SPRINKLERED 3- -STORY OCCUPANCY B -BUS I NESS TELEPHONE EXCHANGE (FORMALLY UBG FI FACTORY INDUSTRIAL) 25,100 SF 53,111 SF 29,360 SF TYPE PROJECT TEAM SLr:)0 MANAS S: SAWS 12301 INTERNATIONAL BLVD TUKWILA, WA 98168 CONTACT: SCOTT MERRILL EMAIL: SCOOT.MERRIL @SAVVIS.NET CELL: (206) 425 -5527 DIRECT: (206) 988 -65I5 ARCH I T!GT: GORDON FRILL INC. 1245 PEAR AVE MOUNTAIN VIEW, CA 94043 CONTACT: BRIAN LAWRY, A.I.A. TEL: (650) 535 -1990 FAX: (650) 555 -1988 E -MAIL: blawry ®gordonprlll.com STRUCTURAL : POGGEMEYER DESIGN GROUP, INC 512 6TH ST. 5 STE. 202 KIRKLAND, WA 98033 CONTACT: ROBERT D. BOURDAGES, P.E. TEL: (425) 827 -5995 FAX: (425) 828 -4850 E -MA I L: PDG -WA@ PDG- WA.COM TENANT: MICROSOFT CORPORATION ONE MICROSOFT WAY REDMOND, WASHINGTON 98052 CONTACT: JOEL STONE E -MAIL: JSTONE @MICROSOFT.COM SPEC I AL,.T ' CONTR COCHRAN ELECTRIC INC. 12500 AURORA AVE. NORTH SEATTLE, WA (98133 -0524 CONTACT: MIKE RUSSELL, PM TEL: (2O6) 963 -3514 FAX: (206) 508 -5218 E -MAIL: ROJT STATEMENT TENANT IMPROVEMENTS TO AN EXISTING TELECOMMUNICATION FACILITY (ELECTRONIC SWITCHGEAR). WORK CONSISTS OF: I. INSTALLATION OF 60 CABINETS 2. INSTALLATION OF CABLE TRAYS (TO MATCH EXISTING) 5. PROJECT AREA: 2000 SF. 4. WORK ORIGINALLY PERMITTED UNDER PERMIT DO6 -281, WAS PARTIALLY COMPLETED, HAS SINCE EXPIRED, HAS NOW BEEN INCLUDED IN THIS SCOPE OF WORK. STRUCTURAL GALLS PREPARED AND APPROVED UNDER THIS PERMIT SHALL APPLY TO THE INSTALLATION DETAILS FOR THIS PROJECT. LEGAL DESCRI PTION INTERGATE WEST, LOT C COMMENCING AT A POINT ON THE NORTH LINE OF THE SOUTHEAST QUARTER OF SECTION 9, TOWNSHIP 25 NORTH, RANGE 4 EAST, WILLIAMETTE MERIDIAN, KING COUNTY, WASHINGTON THAT IS 8q °16'55" E 100.00 FEET FROM THE NORTHWEST CORNER OF THE NORTHEAST QUARTER OF SAID SOUTHEAST QUARTER; THENCE S 24 °13'53" E 567.42 FEET TO THE POINT OF BEGINNING; THENCE N 66 *55'01" E 120.47 FEET THENCE N 20 °25 W 21.55 FEET; THENCE N 65 °52'54" E 165.00 FEET TO A POINT ON THE WESTERLY RIGHT OF WAY LINE OF PRIMARY STATE HIGHWAY NO. I (SR 44) SOUTH IISTH ST. TO JCT. S.S.H. NO I-K APPROVED JULY 25, 1951; THENCE FOLLOWING SAID WESTERLY RIGHT OF WAY LINE S 24 °27'26" E 110.84 FEET THENCE FOLLOWING SAID WESTERLY RIGHT OF WAY LINE N 65 °32'34" E 10.00 FEET; THENCE FOLLOWING SAID WESTERLY RIGHT OF WAY LINE S 24 °27'26" E 200.00 FEET THENCE FOLLOWING SAID WESTERLY RIGHT OF WAY LINE N 65 °32'34" E 20.00 FEET; THENCE FOLLOWING SAID WESTERLY RIGHT OF WAY LINE S 24 °27'26" E 126.00 FEET; THENCE FOLLOWING SAID WESTERLY RIGHT OF WAY LINE ALONG THE ARO OF A 2805.00 FOOT RADIUS NON - TANGENT CURVE TO THE RIGHT (THE CENTER OF WHICH BEARS 5 65 °32'34" W.) THROUGH A CENTRAL ANGLE OF O °I2 " A D I STANCE OF 10.05 FEET; THENCE 5 65 °50'25" W 19gq.55 FEET; THENCE S 22 °41'01" W 21.44 FEET; THENCE 5 65 °32'48" W 62.15 FEET; THENCE S 65 °46'07" W 58.17 FEET THENCE N 24 °13'53" W 402.19 FEET THE TRUE POINT OF BEGINNING. SITUATE IN THE CITY OF TUKWILA, KING COUNTY, WASHINGTON AND CONTAINING 124,2 SQUARE FEET OF LAND MORE OR LESS. 6ENERAL N V TE S: (UNLESS OTHERWISE NOTED) GORDON -PRLL, INC 1245 PEAR AVENUE MOUNTAIN VIEW GA, (94043 -1431 (650) 335 -IG10 FAX (65o) 555 -I1SS I. THESE DRAWINGS WERE PREPARED IN ACCORDANCE WITH THE 2003 INTERNATIONAL BUILDING CODE (IBC) 2. VERIFY EXISTING (E) CONDITIONS ON SITE AND REVIEW MODIFICATIONS REQUIRED TO SUIT (E) CONDITIONS PRIOR TO FABRICATION AND INSTALLATION. INCLUDING UNDERSIDE UTILITY LOCATIONS. 3. TYPE OF LOCK OR LATCH, EXIT DOORS SHALL BE OPENABLE FROM THE INSIDE WITHOUT THE USE OF KEY OR ANY SPECIAL KNOWLEDGE OR EFFORT. DOOR HARDWARE SHALL BE H.G. ACCESSIBLE LEVER TYPE UNO. TELCO EQUIPMENT ROOMS NEED NOT BE H.G. ACCESSIBLE. 4. EXITS SHALL BE ILLUMINATED AT ANY TIME THE BUILDING IS OCCUPIED WITH LIGHT HAVING INTENSITY OF NOT LESS THAN I FOOTCANDLE AT FLOOR LEVEL. 5. WHERE REQUIRED, EXIT SIGNS SHALL BE INSTALLED AT REQUIRED EXIT DOORWAYS AND WHERE OTHERWISE NECESSARY TO CLEARLY INDICATE THE DIRECTION OF EGRESS WHEN THE EXIT SERVES AN EXIT LOAD REQUIRING TWO OR MORE EXITS. 6. COMPLY WITH SPECIAL INSPECTION REQUIREMENTS OF SECTION 1701 OF THE UNIFORM BUILDING CODE AS APPLICABLE TO THIS PROJECT. 1. ALL PARTITION DIMENSIONS ARE TO FACE OF STUD UNLESS OTHERWISE NOTED. S. SEISMIC BRACING AND ANCHORING OF EQUIPMENT SYSTEMS SHALL BE IN ACCORDANCE WITH APPLICABLE SECTIONS OF THE MC WITH THE EXCEPTION OF MECHANICAL EQUIPMENT AND DIST, WHICH SHALL COMPLY WITH SMACNA GUIDELINES FOR SEISMIC RESTRAINTS OF MECHANICAL UNITS. RI=CEVED CI) F !rlfwlLA Nov 14 2007 1701A 11 J 12501 INTERNAT1 SL.VI�. PRIMARY ENTRY (HANDICAPPED AOCESSI5 HANDICAPPED PARKIN& (EXI aTI N6) PROJECT STATEMENT: I NO EXTERIOR WORK 15 PROPOSED POR THIS PROJECT. I J ALE: 1"=100 /j\ - 1 e �t1 maou S IT4A •P 0 cD z w 0 w z Z "' AC cD v ILI 0 A�. C) w U w DEC 9 MO m blt ! 'U V J ILU C.) Ldp 5 4 N ca P. 1- o t.,) E ae 0 iz cx 0 0 pa E. 0 Aar • r► Plool td Eml rimm IaNI Nal IEr Pmel IH Lu 0 a . IH 0 D as L re) co 0 n 0 Igo irzt IMO UNDERFLOOR DIAGONAL CABINET WEIGHT: BRACING REQUIREMENTS 1/60 TO 2000 LIES CABINET COUNT/RACK PER ROIN IS 12 G 8 6 4 DIAGONAL BRACES LONG DIRECTION EA SIDE IS 12 di 8 6 Q TOTAL 36 24 IS 16 12 8 DIAGONAL BRACES SHORT DIRECTION EA SIDE 18 12 G S 6 4 TOTAL 36 24 18 16 12 8 1.1-1 O 0 Am DIAGONAL BRACE DTP DIAGONAL GRACE 'IYP '15.5 CUMULATIVE OCCUPA LOAD FOR FLOOR, OR 16.7 AT THIS DOOR TO ON GRADE EXIT TO ON GRADE EXIT E)ISTING CABINETS SCALE: 1/4" = 1' -0" EXIT ACCESS STAIRS DOWN IMMMEMMMII MI MI= e . 11 -1111 =M EM= 0 I CABINET SUPPLEMENTAL UNDERFLOOR BRACE TELCO EQUIP 11150 SF /300 25.8 OCCUPANTS TELCO EQUIP 1050 SF/300 3.5 OCCUPANTS ELECT EQUIP 316 SF /3O0 1.1 OCCUPANTS TO ON GRADE EXIT EX ISTING CABI EXISTING EQUIPM4NT EXISTING EQUIPMENT SCALE: 1/8" = 1' -0" TELCO EQUIP 4364 SF /300 14.5 OCCUPANTS ARCHITECTURAL 3rd FLOOR PLAN EXTEND STRUCTURAL STRUT AS REQUIRED TO AVOID UNDERFLOOR OBSTRUCTIONS. (N) PI000 (OR B22) STRUCTURAL STRUT ANCHORED TO EQUIPMENT. 2 ROWS. SPLICE I N D I V I D U A L MEMBERS WITH A PLAT PLATE FITTING (P1067 OR 15341.) SPAN TO NEXT FLOOR STRINGER TYP TO AVOID CANTELEVER TERMINATION. REF DETAIL S / -- (N) PI000 (OR 522) STRUCTURAL STRUT BRACE. LOCATIONS IN LINE WITH UNDERFLOOR STRUT. REF DETAIL 3 / -. (N) PI000 (OR 522) STRUCTURAL STRUT COLLECTOR, INSTALLED WHEN REQUIRED TO AVOID OBSTRUCTION. (N) CABINET /RACK EQUIPMENT, ANCHORED TO FLOOR, 4 LOCATIONS EACH, REF DETAILS Al- OP B / -. INSTALL DIAGONALS AT BOTH ENDS OF STRUT TYP. SCALE: 1" = 1' -0" v0 0 N 9 , (21 , (21 I 1 -0 %" ALL THREAD OR STRUCTURAL STRUT AT EACH BRACE. DIAGONAL BRACE TYP, LOCATE AS SHOWN ON PLAN O = �31 CABINET /RACK ANCHOR FLR MOUNT TELCO EQU I P 2100 SF /300 .O OCCUPANTS NEW CAB' NET AND /OR RACK, ANCHORED TO FLOOR 4 LOCATI EACH. 16 GA CLIP WITH (4) #IO TEK SCREWS TO BASE OP CABINET y2" ANCHOR, 4 PER CABINET P1000 (OR 522) STRUCTURAL STRUT ANCHORED TO EQUIPMENT. 2 ROWS. SPLICE INDIVIDUAL MEMBERS WITH A FLAT PLATE FITTING (F106 OR 15341) EXISTING ACCESS FLOOR W/ BOLTED STRINGER TO REMAIN. 17" PREFERRE , 12" TO 22" ALLOWABLE. F1000 (OR 522) STRUCTURAL STRUT COLLECTOR, REF DETAI 2/ - PI000 (OR 522) STRUCTURAL STRUT BRACE, TYP. II LOCAT IONS. ADJUSTABLE HINGE CONNECTION P1354 (OR FIXED ANGLE CONNECTION 2260) SCOFF OF I'MORK A. INSTALL RACK MOUNTED AND UNDER FLOOR MOUNTED TRAYS TO MATCH EXISTING INSTALLATIONS. (PLENUM RATED AT UNDERFLOOR) B. INSTALL OWNER PROVIDED CABINETS. QTY: 60 CABINETS C. CABINET /RACK ELECTRICAL WORK UNDER SEPARATE DESIGN /BUILD PERMIT. D. WORK ORIGINALLY PERMITTED UNDER PERMIT D06 - 251 WAS PARTIALLY COMPLETED, HAS SINCE EXPIRED, AND NOW HAS SEEN INCLUDED IN THIS SCOPE OF WORK. GENERAL NOTES A. STRUCTURAL GALLS PREPARED FOR THIS PROJECT SHALL APPLY TO THE INSTALLATION METHODS AND DETAILS SHOWN ON THIS DRAWING. B. TYPE OF LOCK OR LATCH, EXIT DOORS SHALL BE OPENABLE FROM THE INSIDE WITHOUT THE USE OF KEY OR ANY SPECIAL KNOWLEDGE OR EFFORT. DOOR HARDWARE SHALL BE H.G. ACCESSIBLE LEVER TYPE UNO. C. WORK NOTED AS "FUTURE" IS SHOWN FOR INFO ONLY, AND WILL BE PERMITTED SEPARATELY. LINE TYPES (N) NEW (E) EXISTING (D) DEMO SHEET NOTES 9 1 REFERENCE PLANS FOR APPLICATION LOCATION. AT TELCO RACKS: STRUCTURAL STRUT SASE W/ (2) )'2" EXPANSION BOLTS 24" EMBED MIN. @ 42" O.G. SPECIAL INSPECTION REQUIRED. I NSTALL (4) E.S. TO OMIT SPECIAL INSPECTION REQUIREMENT. AT CABI NETS: (I) Y2" EXPANSION BOLT W/ 2Y2" EMBED MIN. OK TO OMIT STRUCTRUAL STRUT BASE. SPECIAL I NSPECTI ON REQU I RED. INSTALL (2) E.B. @ 4 Y2" D.G. W/ BASE TO OM T SPEC I AL I NSPECTI ON REQU I REMENT. CABINET DETAIL SIMILAR SCALE: 1 1/2" = 1' -0" HEIGHT: 6 7' -O" MAX. 9 CABINET: AS PROVIDED 1 - BY MICROSOFT. WE IGHT: 1780# MAX. INCLUDING CABINET. J L KEY FLAN CABINET (1) r f DEC 0 9 GORDON•PRIL.L, I1C 1245 PEAR AVENUE MOUNTAIN VIEW GA, 14043 -1431 (650) 335 -11 FAX (650) 335 -1188 D. ALL CONSTRUCTION ACTIVITIES SHALL COMPLY WITH MICROSOFT'S CONSTRUCTION REQUIREMENTS CONSTRUCTION WORK WITHIN ACTI COLO AREAS. E. MAINTAIN A PHYSICAL SEPARATION BETWEEN THE FLOOR SUPPORT SYSTEM (TO INCLUDE CABLE TRAYS) AND THE ROOF SUPPORTED SYSTEM OF AT LEAST 3" HORIZONTAL. L.E END : EX I STI N6 AGGESS 1, .00R NOTES MANUFACTURER: UNKNOWN, ASSUMED TO BE TATE WOOD CORE PANEL WITH STANDARD FED ISTAL. SYSTEM: BOLTED STRINGER W/ LAY IN WOOD GORE /SHEET MTL ENCAPSULATED TILES TILE: UNKNOWN F INISH: NEVAMAR ST - - GRAY STARLITE (ASSUMED) P ERF TILE: UNKNOWN SIZE: 24x24 HEIGHT: IQ" ABOVE FLOOR SLAB ATTACHMENT: MASTIC AND (2) Y" [I A.B. ALTERNATING D I AGONAL UNIFORM LOAD: 250 PSF (ASSUMED) CONCENTRATED LOAD: 1000 LB5 (ASSUMED) ROLLING LOAD: UNKNOWN EQUIPMENT LATERAL LOADS: FLOOR ASSUMED NOT TO BE DESIGNED TO ACCOMMODATE CABINET /RACK LATERAL LOADS OWNER PROVIDED RACKS /CABINETS (TYPE "A "), INSTALLED BY CONTRACTOR. BOLT TO ACCESS FLOOR PER DETAILS SHOWN ON DINGS 5 - AND 5 -2 0 NEW 12" FLEX TRAY MOUNTED TO TOP OF RACK, 2X12 UNDERFLOOR TRAYS (NOT SHOWN) SHALL BE PLENUM RATED. 0 DINNER PROVIDED RACKS /CABINETS (TYPE "B"), INSTALLED BY CONTRACTOR. BOLT TO ACCESS FLOOR PER DETAIL A/AI, 2 /AI, AND 3 /AI. O4 FUTURE OWNER PROVIDED RACKS /CABINETS (TYPE "B "), INSTALL UNDERFLOOR STRUCUTURE ONLY PER DETAIL 2 /AI, AND 3 /AI. I 2' -0" 2' -0" � r y2" ANCHOR EACH SIDE TYP. FOUR LOCATIONS TOTAL EACH CABINET OR RACK STRUT SPANNING 2 -3 STRINGERS MIN. (CANTILEVER SPAN NOT ALLOWED) CABINET /RACK ANCHOR FLR MOUNT CABINET HEIGHT: 6' -4" 7' - O" MAX. CABINET: AS PROVID BY MICROSOFT. WEIGHT: 618# MAX. INCLUDING CABINET. CABINETS OR RACKS (RACK SHOWN) y4" MAX, EXPOSED THREAD WITH NO SHARP EDGES. (E) 50" ACCESS FLOOR 375 PSF UNIFORM 1500 POINT LOAD PREVIOUSLY DESIGN /INSTALLED TO ACCOMMODATE LATERAL LOADS OF CABINETS /RACKS. T ST FIECEIIED CITY OF TLSM'.WRJI NOV 14 2007 REGISTDR!_D ARCHITECT ' /5 . LAWRY WA`iH'I1`GTDN PROJECT AREA z d � c W 2 a z Z 1 a 03 CO PE P 0 . N r O hi .11-1— O 1% rau 0 z o flt ct 0 °A 0 WE.0 D i••1 PA PE N WIN Ne d PEW mow Imo a M 1.1 MEM IBA eATI 1 Pal w Ct c CLIP TO CABINET PER DETAIL 1/S2 DIAGONAL STRUT CONNECTION PER DETAIL 4/S2 VERCO FORMLOCK B DECKING WITH 5" CONCRETE TOPPING FLOOR APPROXIMATELY 3' -2" TO 4' -0" BETWEEN VERTICAL CHANNE STRUTS DIAGONAL STRUT AT BOTH SIDES OF CABINET ROW AT 4' -O" MAX (2' -0" MIN.) 01 RAISED FLOOR se E t__ CC r_D Q_ CI_ FLOOR BETWEEN 4' -6" TO 3' -6" CONNECTION AT VERTICAL STRUT BASE PER DETAIL 12/52, 1/52 LONGITUDINAL (LONG CABINENT WIDTH) ELEVATION SCALE 1-1/2" = I' -0" RAISED FLOOR F TILES CONN. AT CROSS BRACE AND VERTICAL STRUT PER 13/52 J CONTINUOUS P1000 (B22) CHANNEL ALONG LENGTH OF ROW OF CABINETS, BOTH SIDES OF CABINETS; A MINIMUM OF (5) CABINETS SHALL BE POSITIVELY CONNECTED PER ROW 5/8 "0 BOLT CONN. TO CONTINUOUS P1000 (B22) CHANNEL ALONG LENGTH OF ROW-OF- CABINETS, TO (4) LOC. TOP OF EA. 'CiVINET ) P1000 (B22) CHANNEL VERTICAL STRUT APPROX 1 2' -0" ON CENTER SPACING, TYP. CLIP TO CABINET PER DETAIL 1/S2 CONTINUOUS P1000 (B22) CHANNEL ALONG LENGTH OF ROW OF CABINETS, BOTH SIDES OF CABINETS 5/8 "0 BOLT CONN. TO CONTINUOUS P1000 (B22) CHANNEL ALONG LENGTH OF ROW OF CABINETS, TO (4) LOC. TOP OF EA. CABINET RAISED FLOOR TILES WITH SUPPORT STRUCTURE, VERTICAL SUPPORTS AT APPROX. 22" O.C., NOT BY POGGEMEYER DESIGN GROUP CONNECTION AT DIAGONAL STRUT AT SIDE PER DETAIL 11/52 SPLICE AT CONTINUOUS CHANNEL PER DETAIL 7/52 1A AVI•i DIAGONAL STRUT CONNECTION PER DETAILS 3/S2 OR 6/52 EI � DIAGONAL STRUT PAIR AT 4' -0" IN LINE WITH CONTINUOUS CHANNEL, PARALLEL TO LENGTH OF ROW OF CABINENTS, AT 13011I SIDES OF CABINET ROW, TYP. RAISED FLOOR FLOOR $ CONNECTION TO CABINET SUPPLIED BY CABINET MANUFACTURER DIAGONAL STRUT AT END PER DETAIL 6/S2 ' V F a' Hd 14 3 d 7 E I I BASE CONNECTION AT VERTICAL STRUT PER DETAIL 12/52, TYP. O 0 r • • 0 0 0 0 0 0 0 0 0 0 0 0 0 o -0 0 0 0 11 III MIMPATIMI 0 0 0 0 0 1 0 j' a 0 III 0 0 0 0 O 0 0 I!1 0 0 O O 0 0 O 0 0 0 O 0 0 0 0 0 /\'I EMU I iii O 0 0 0 0 I • 0 0 0 0 0 0 0 0 O 0 0 0 O 0 O O 0 O 0 0 O O O 0 11 0 0 0 0 0 0 0 l Q E I I FT (o 0 1 OEM O O O i a I(y.N cr I "I- c1 "q a 0 0 CIF • ns1 0 0 0 • DIAGONAL STRUT AT SIDE PER DETAIL 4/52 VERTICAL STRUT CONNECTION PER DETAILS 1/52 AND 2/S2 J SPLICE AT CONTINUOUS CHANNEL PER DETAIL 7/S2 If � TRANSVERSE (SHORT CABINENT WIDTH) ELEVATION SCALE 1-1/2" = ,. —o P1000 (B22) CHANNEL VERTICAL STRUT APPROX. 2' -0" ON CENTER SPACING, TYP. 0 0 0 0 0 0 0 CONNECTION AT END CONDITION AT CROSS BRACE PER DETAIL 8/S2 DIAGONAL STRUT AT BOTH SIDES OF CABINET ROW, AT 4' -0" MAX. (2' --0" MIN.) CONTINUOUS P1000 (B22) CHANNEL, SPLICE PER DETAIL 7/52 0 0 T VERTICAL STRUT AND POST BASE, SHOWN BELOW, PER DETAIL 1/S2 AND 2/S2 SEISMIC BRACE PLAN VIEW PERPENDICULAR P1000 (B22) CHANNEL 3/8 "3 BOLT CONN. BETWEEN CABINETS AT TOT, MIDDLE AND BTM, -BO . SIDES - OF-CABINET, PECABINET MANUFACTURER 9 1/2" BASE CONNECTION AT DIAGONAL STRUT PER DETAIL 11/S2, TYP. SCALE 1 -1/2" = VERTICAL STRUTS SHALL BE LOCATED WITHIN THE 9" BETWEN THE ATTACHMENTS TO EA. CABINET 0 0 0 To o 0 0 0 0 C I � TYP. TEE CONNECTION AT CROSS BRACE PER DETAIL 8/52 REVIEWED FOR 1 CODE COMPLIANCE APPROVE X 33: . • ir s: P01 DEC 0 9 2008 RECEIVED crry OF i 4MU% NOV 14 2001 z 0 w I- 0 C I CD 0 W X y W Q CI) W I— 0 < CI- al 0 UJ z - U - CC cn0 w 0 =zz Cr) Q Q W J Q = m CC ° cn 0 I- YQO L�� ~ Q o_ Z � W ° 0 w z ¢ � .= < M b.] d 0 Z 0 r In Q ° W W 0 ID u_ )_ < Q W � r QW rao[n Q ET] Li < EXPIRES OCTOBER 24, 2008 0 � co co CD co C 8- 9 ) w r Z Q W Q Q (.I) 0 i— � N (I) JOB NUMBER 7 102 DESIGNED DRAWN BY BSF CHECKED RDB DATE 9 -6 -07 SHEET NUMBER S i VERCO FORMLOCK B DECKING WITH 5" CONCRETE TOPPING FLOOR SZ ELEVATION S2 ELEVATION PERPENDICULAR P1000 (B22) CHANNEL CROSS BRACE AT END OF SEISMIC BRACING, BALANCE PER 8/S2 BALANCE PER DIAGONAL STRUT PER DETAIL 3/S2 P1000 (B22) CHANNEL VERTICAL STRUT AT 2'--O" ON CENTER PER 1/S2, 2/52 AND 13/S2 P1026 (B230) 90' ANGLE FITTING TO CHANNEL AND VERTICAL STRUT CLIP TO CABINET PER DETAIL 1/S2 4" EMBED INTO CONCRETE DECK CROSS BRACE CHANNEL 4° EMBED INTO CONCRETE DECK ANGULAR FITTING PER DETAIL 3/S2 P1026 (8230) 90' ANGLE FITTING TO CHANNEL AND VERTICAL STRUT BALANCE PER 13/82 AT CROSS BRACE LOCATIONS RAISED FLOOR FLOOR BALANCE PER DIAGONAL STRUT PER DETAIL 3/S2 OR 4/S2 RAISED FLOOR FLOOR SIDE ELEVATION 1- siwal11111111 sat 7 MAX. 5" TYP. VERTICAL STRUT DETAIL DIAGONAL STRUT AT END P1000 (B22) CHANNEL (2) 5/8 "0x4" LONG BOLT DRILLED AND EPDXIED WITH SIMPSON SET OR HILTI HY 150 SCALE 1" = 1' -0" SCALE P1000 (822) CHANNEL DIAGONAL STRUT, TYP. 01 0 FLOOR (2) 5/8 "0x4" LONG BOLT ELEVATION DRILLED AND EPDXIED SECTION WITH SIMPSON SET OR HILTI HY -150 DIAL. STRUT TO CONC. CONN. BALANCE PER DETAILS 1/52 AND 2/82 P1026 (6230) 90' ANGLE FITTING TO CHANNEL AND VERTICAL STRUT TYP. 1/2 "0 THREADED BOLT WITH HEX NUT P1000 (B22) CHANNEL VERTICAL STRUT AT 2' - ON CENTER P2942 (B280FL) POST BASE AT VERTICAL STRUT BALANCE PER DIAGONAL STRUT PER DETAIL 4/S2 P1358 (8136) FLAT PLATE FITTING AT ELL CONN. -0" SCALE 1" = 1'--0" P1380A (8236A) FLAT PLATE FITTING AT ELL CONN. OR P1358 (B136) FLAT PLATE FITTING AT TEE. CONN., PER DETAIL 8/52 SECTION VIEW is VERTICAL STRUT AT CROSS BRACE S7 SCALE 1 CROSS BRACE CHANNEL -0 " ANCHOR PLATE TO CABINET SUPPLIED BY CABINET BALANCE PER 13/52 MANUFACTURER AT CROSS BRACE LOCATIONS • 5" LENGTH OF P1000 (B22) CHANNEL AT FLOOR, TIP. AT DIAGONAL STRUT P2942 (B28OFL) POST BASE AT VERTICAL STRUT SECTION FLOOR (2) 5/8 LONG BOLT DRILLED AND EPDXIED WITH SIMPSON SET OR HILTI HY -150 VERTICAL STRUT DETAIL SURFACE OF RAISED FLOOR TILES FLOOR P1000 (B22) CHANNEL a,a 0 0 a ELEVATION - / 7 • P1000 (B22) CHANNEL VERTICAL STRUT, TYP. FLOOR 4" EMBED INTO CONCRETE DECK VERCO FORMLOCK B DECKING WITH 5" CONCRETE TOPPING FLOOR SCALE 1" = 1' -0" CHANNEL SPLICE LOCATION P1 (822) CHANNEL CR SS BRACE BEYOND, R TO 8/52 AT N. DETAIL P1000 (B22) CHANNEL P1067 (B341) FLAT PLATE TOP AND BTM AT P1000 (B22) CHANNEL SPLICE LOCATION CHANNEL SPLICE CONNECTION SCALE 1" = 1' -0" P1000 (822) CHANNEL VERTICAL STRUT AT 2' -0" ON CENTER 0 0 ° 0 0 i=i r ; in DRILLED AND EPDXIED SECTION ANCHOR PER PLAN VIEW 12/52 ii 5/8 "0x4" EMBED HILTI KWIK BOLT III OR SIMPSON WEDGE -ALL ANCHOR AT CHANNEL CONN. TO CONC. •FL OOR. 1W DIAGONAL STRUT DETAIL P1358 (B136) FLAT PLATE FITTING AT TEE CONN. CONTINUOUS P1000 (B22) CHANNEL ALONG LENGTH OF ROW OF CABINETS P2942 (B28OFL) POST BASE AT VERTICAL STRUT P1000 (B22) CHANN DIAGONAL STRUT, VERT. STRUT TO CONC. CONN. CLIP TO CABINET PER DETAIL 1/52 dik RAISED FLOOR 4 FL r II ' APPROX. 18" TYPICAL r7T1111..- t j llt••1 • 0 0 0 TYP. TEE CONDITION (PLAN) PLAN VIEW " MAX. CONTINUOUS P1000 (622) CHANNEL ALONG LENGTH OF ROW OF CABINETS $ �~ P1000 B22 CHANNEL CROSS B RA C E ATTACHED PERP. TO CHANNEL AT APPROY 2' -0" ON CENTER TYP. TEE CONDITION (SECTION) P1358 (B136) FLAT PLATE FITTING AT TEE CONN. ti. . CONNECTION AT STRUT PER 1/52, AND ;13/S12 II iP�' aF.4.1•q� CONN. AT CROSS BRACE VERCO FORMLOCK B DECKING WITH 5' CONCRETE TOPPING FLOOR 2) 5/8 "0x4" LONG BOLT DRILLED AND EPDXIED WITH SIMPSON SET OR HIL11 HY -150 SCALE 1" = 1' -0" TICAL /S2 TYP. END CONDITION (PLAN) SCALE 1" = 1' -0" P1186 (B155) 45' ANGULAR FITTING OR P2110 (B161) 37' ANGULAR FITTING OR P1843 (6349) ADJUSTABLE HINGE CONN., TYPICAL AT TOP OF DIAGONAL STRUT P1546 (B154) 45' ANGULAR FITTING OR 82100 (B152) 377• ANGULAR FITTING OR P1843 (B349) ADJUSTABLE HINGE CONN., TYPICAL AT TOP OF DIAGONAL STRUT VERTICAL STRUT PER 1 /S2 AND 2/52 5" LENGTH OF P1000 (B22) CHANNEL AT FLOOR, TYP. AT DIAGONAL STRUT P1380A (B236A) FLAT PLATE FITTING AT ELL CONN. CLIP TO CABINET PER DETAIL 1/52, NOT BY POGGEMEYER DESIGN GROUP CONTINUOUS P1000 (822) CHANNEL RAISED FLOOR FLOOR DESIGN CRITERIA JOBSITE SAFETY: MAX. 14 C O �a. P1000 (822) CHANNEL CROSS BRACE, REFER TO 8/52 AT CONN. DETAIL, BUTTED UP TO THE PERPENDICULAR CONTINUOUS CHANN DIAGONAL STRUT AT SIDE 12 04 / -i CODE: INTERNATIONAL BUILDING CODE - 2006 EDITION BASIC WIND SPEED 85 MPH, EXPOSURE B SEISMIC MAPPED SPECTRAL ACCELERATION, Ss 1.54 MAPPED SPECTRAL ACCELERATION, S1 0.52 Fp ACCELERATION 30Z DEAD - WEIGHT SCALE 1" = 1' -0" THE ENGINEER AND /OR ARCHITECT HAVE NOT BEEN RETAINED OR COMPENSATED TO PROVIDE DESIGN AND /OR CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR TO MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM HIS WORK. THE UNDERTAKING OF PERIODIC SITE VISITS BY THE ENGINEER AND /OR ARCHITECT SHALL NOT BE CONSTRUED AS SUPERVISION OF ACTUAL CONSTRUCTION NOR MAKE HIM RESPONSIBLE FOR PROVIDING A SAFE PLACE FOR THE PERFORMANCE OF WORK BY THE CONTRACTOR, SUBCONTRACTORS, SUPPLIERS OR THEIR EMPLOYEES, OR FOR ACCESS, BALANCE PER 13/S2 AT CROSS BRACE LOCATIONS BALANCE PER DIAGONAL STRUT PER DETAIL 3/S2 P1546 (B154) 45' ANGULAR FITTING OR B2100 (B152) 37i' ANGULAR FITTING OR P1843 (B349) ADJUSTABLE HINGE CONN., TYPICAL AT TOP OF DIAGONAL STRUT NOTES: GENERAL CONDITIONS Etc .� y E a DEC 0 9 2008 1. MAXIMUM LOAD PER 2' -O" x 4 ° -0" CABINET SHALL NOT EXCEED 1,750 LBS 2. SEISMIC BRACE SHALL BE APPROXIMATELY 4' -0" x LENGTH OF CABINENT ROW; MAXIMUM LENGTH IS ONLY RESTRICTED BY ALLOWABLE NUMBER OF CABINENTS PER ROW 3. UNISTRUT TYPE CHANNELS AND FITTINGS GIVEN, B -LINE ALTERNATES GIVEN IN PARENTHESIS: e.g. UNISTRUT (B -LINE) 4. (2) DIAGONAL STRUTS ARE REQUIRED AT 4' -O" ON CENTER (ONE DIAGONAL STRUT PER 2' -0" BAY, AS SHOWN PER DETAILS), BUT A MINIMUM OF TWO STRUTS ARE REQUIRED. 5. COMPLIANCE WITH SPECIAL INSPECTION REQUIREMENTS OF SECTION 1701 OF THE INTERNATIONAL BUILDING CODE (IBC 2006) IS REQUIRED FOR THIS PROJECT 1. THE CONTRACTOR SHALL EXAMINE THE STRUCTURAL DRAWINGS AND SHALL NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES HE MAY FIND BEFORE PROCEEDING WITH THE WORK. 2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS BEFORE STARTING WORK. THE ARCHITECT/ENGINEER SHALL IMMEDIATELY BE NOTIFIED IN WRITING OF ANY DISCREPANCIES. 3. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND THE STRUCTURAL ENGINEER BEFORE PROCEEDING WITH ANY WORK SO INVOLVED. 4. IN CASE OF CONFLICT, NOTES AND DETAILS OF THESE STRUCTURAL DRAWINGS SHALL TAKE PRECEDENCE OVER THE "GENERAL NOTES" AND /OR "STANDARD DETAILS ". 5. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE CONSTRUCTION SHALL BE THE SAME AS FOR SIMILAR WORK. 6. WORKING DIMENSIONS SHALL NOT BE SCALED FROM PLANS, SECTIONS, OR DETAILS ON THESE DRAWINGS. 7. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND THE STRUCTURAL ENGINEER OF ANY CONDITION WHICH IN HIS OPINION MIGHT ENDANGER THE STABILITY OF THE STRUCTURE OR CAUSE DISTRESS TO THE STRUCTURE 8. THE CONTRACTOR SHALL SUPERVISE AND DIRECT HIS WORK AND HE SHALL BE SOLEY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. 9. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE LATEST EDITION OF THE INTERNATIONAL BUTTING CODE, AND ALL OTHER REGULATING AGENCIES EXERCISING AUTHORITY OVER ANY PORTION OF THE WORK. 10. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE THE NOTES, DRAWINGS, AND /OR SPECIFICATIONS DIFFER, THE MORE STRINGENT REQUIREMENT SHALL APPLY. 11. REFER TO THE ARCHITECTURAL DRAWINGS FOR INFORMATION NOT COVERED BY THESE GENERAL NOTES OR THE STRUCTURAL DRAWINGS. 12. NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. 13. DISCREPANCIES FOUND BETWEEN STRUCTURAL DRAWINGS AND OTHER DOCUMENTS ARE TO BE NOTED IN WRITING TO THE ENGINEER PRIOR TO CONSTRUCTION. 14. All CONSTRUCTION SHALL BE DONE WITH MATERIALS, METHODS, AND WORKMANSHIP ACCEPTED AS GOOD PRACTICE BY THE CONSTRUCTION INDUSTRY IN CONFORMANCE TO THE PROVISIONS OF THE "INTERNATIONAL BUILDING CODE" (IBC), AND STANDARDS REFERENCED THEREIN. RECEIVED UP! OF TuKim:LA NOV z 4 20D7( z 0 Co 5 W L W I- 0 EXPIRES OCTOBER 24, 2008 z 0 Ckf 0 0 Li z 0 0 (!) •1 > I J CD m co W Q Z Q w � .‹C Q Q C) 0 I- U) JOB NUMBER 7102 DESIGNE DRAWN BY CHECKE R D B DATE 9-6-07 SHEET NUMBER S2