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HomeMy WebLinkAboutPermit M07-213 - DIGITAL FOREST DATA CENTERDIGITAL FOREST DATA CENTER 12101 TUKWILA INTL BL M07.213 Parcel No.: 0923049031 Address: Suite No: Cityf Tukwila 12101 TUKWILA INTERNATIONAL BL TUKW Tenant: Name: DIGITAL FOREST DATA CENTER Address: 12101 TUKWILA INTERNATIONAL BL , TUKWILA WA Owner: Name: INTERNATIONAL GATEWAY WEST Address: 12201 TUKWILA INTERNATIONAL BLVD , SEATTLE WA Contact Person: Name: JARED SHEEKS Address: 7717 DETROIT AV SW , SEATTLE WA 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 Contractor: Name: MACDONALD /MILLER FAC SOL INC Address: PO BOX 47983 , SEATTLE, WA Contractor License No: MACDOFS980RU MECHANICAL PERMIT Permit Number: Issue Date: Permit Expires On: Expiration Date: 12/31/2008 DESCRIPTION OF WORK: ADD (2) ROOFTOP PACKAGE A/C UNITS FOR DATA CENTER, INSTALL (2) STRUCTURAL STEEL PLATFORM FOR EACH UNIT AND MISCELLANEOUS DUCTWORK. Value of Mechanical: 178,608.00 Type of Fire Protection: Furnace: <100K BTU >100K BTU Floor Furnace Suspended/Wall/Floor Mounted Heater Appliance Vent Repair or Addition to Heat/Refrig /Cooling System.... Air Handling Unit <10,000 CFM >10,000 CFM Evaporator Cooler Ventilation Fan connected to single duct Ventilation System Hood and Duct Incinerator: Domestic Commercial/Industrial doc: IMC - 10/06 EOUIPMENT TYPE AND QUANTITY 0 0 0 0 0 0 0 2 0 0 0 0 0 0 * *continued on next page ** M07 - 213 Phone: Phone: 206 768 -3806 Phone: 206 -763 -9400 M07 -213 11/06/2007 05/04/2008 Fees Collected: $1,708.01 International Mechanical Code Edition: 2006 Boiler Compressor: 0 - 3 HP /100,000 BTU 0 3 -15 HP /500,000 BTU 0 15-30 HP /1,000,000 BTU.. 0 30 -50 HP /1,750,000 BTU.. 0 50+ HP /1,750,000 BTU 0 Fire Damper 0 Diffuser 0 Thermostat 0 Wood/Gas Stove 0 Water Heater 0 Emergency Generator 0 Other Mechanical Equipment 0 Printed: 11-06 -2007 Permit Center Authorized Signature: I hereby certify that I have read and e governing this work will be complied The granting of this permit does not resume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or . e • erformance of ork. I am authorized to sign and obtain this mechanical permit. Signature: Print Name: doc: IMC -10/06 *ii 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 •th, h.' / f?.r f& e Permit Number: M07 -213 Issue Date: 11/06/2007 Permit Expires On: 05/04/2008 Date: Nada ed this permit and know the same to be true and correct. All provisions of law and ordinances whether specified herein or not. Date: d06/ 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 suspende4 or abandoned for a period of 180 days from the last inspection. M07 - 213 Printed: 11 -06 -2007 Parcel No.: 0923049031 Address: Suite No: Tenant: 1: ** *BUILDING DEPARTMENT CONDITIONS * ** doc: Cond -10/06 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 12101 TUKWILA INTERNATIONAL BL TUKW DIGITAL FOREST DATA CENTER PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: M07 -213 ISSUED 10/05/2007 11/06/2007 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 mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431 - 3670). 4: 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 final inspection approval is granted. 5: 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. 6: 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. 7: 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. 8: Readily accessible access to roof mounted equipment is required. 9: 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. 10: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 11: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 12: Manufacturers installation instructions shall be available on the job site at the time of inspection. 13: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 14: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206 - 431 - 3670). 15: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, M07 -213 Printed: 11 -06 -2007 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 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. 16: ** *FIRE DEPARTMENT CONDITIONS * ** 17: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 18: H.V.A.C. units rated at greater than 2,000 cfm require auto - shutdown devices. These devices shall be separately zoned in the alarm panel and local U.L. central station supervision is required. (City Ordinance #2051) 19: H.V.A.C. systems supplying air in excess of 2,000 cubic feet per minute to enclosed spaces within buildings shall be equipped with an automatic shutoff. Automatic shutoff shall be accomplished by interrupting the power source of the air- moving equipment upon detection of smoke in the main return-air duct served by such equipment. Smoke detectors shall be labeled by an approved agency for air -duct installation and shall be installed in accordance with the manufacturer's installation instructions. (IMC 606.1, 606.2.1) 20: Remote indicator lights are required on all above ceiling smoke detectors. (City Ordinance #2051) 21: Dedicated fire alarm system circuit breaker(s) shall be equipped with a mechanical lockout device. (NFPA 72 (4.4.1.4.2.1)) 22: Duct smoke detectors shall be capable of being reset from a single point near the alarm panel. (City Ordinance #2051) 23: In areas that are not continuously occupied, automatic smoke detection shall be provided at each fire control unit(s) location to provide notification of fire at that location. (NFPA 72) 24: Duct detectors shall send a supervisory signal only upon activation. (City Ordinance #2051) 25: 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) 26: An electrical permit from the City of Tukwila Building Department Permit Center (206- 431 -3670) is required for this project. 27: Fire Department lock boxes shall be provided for access to all fire alarm panels and sprinkler risers. The appropriate key(s) for access shall be placed in the lockbox. Lockbox order forms must be obtained from the Tukwila Fire Department. The lockbox should be mounted so that it is readily visible and not over 60 inches high. (City Ordinance #2051) 28: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 29: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 30: 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 ** M07 -213 Printed: 11 -06 -2007 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 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 construction or the performance of work. Signature: — . Date: � Print Name: �SQ doc: Cond -10/06 M07 -213 ordinances governing or local laws regulating Printed: 11 -06 -2007 Company Name: Company Name: Mailing Address: Company Name: Mailing Address: CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http: //Www. ci. tkwila. wa. us Name: Z S l3 Q:Upplications\Fomu- Applications On Line\3 -2006 • Permit Application.doc Revised: 0-2006 bh Building Permit No. Mechanical Permit No. Mtn - I `' Plumbing/Gas Permit No. Public Works Permit No. Project No. (For office use only) Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** SITE LOCATION , ff __ C • King Co Assessor's Tax No.: t� - I 1 SO '4 Site Address: ‘g- 1 k % IA,t.,it ►1 iA fi +O 1 c� t Y'i f WO Suite Number: 40 Floor: 1 Tenant Name: 7 1 g 1 0. ctIre S 1 ) 0 4 - 0. 1 Q.✓ New Tenant: El Yes SNo Property Owners Name: T4 . " U ;■ca C 1 W Ld 'I Mailing Address: l Z/ O I "Yu k�+• t'IA tna a - t o r.wl BI V n -11 t•I IA W A. 97002 State Zip Mailing Address: Z 1 17 V& y S W Mailing Address: Contact Person: E -Mail Address: Contractor Registration Number: City Day phonkaOb) ?$06 gld(.2 City E -Mail Address: Fax Number: GENERAL CONTRACTOR INFORMATION - (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5) ) City . Telephone: Fax Number: Expiration Date: ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record State ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record State City Contact Person: Day Telephone. E -Mail Address: Fax Number: State Zip Zip Zip Zip City Contact Person: Day e E -Mail Address: Fax Number: Page 1 of 6 Unit Type: Qty Unit Type: Qty Unit Type: Qty Boiler /Compressor: Qty Furnace<100K BTU Air Handling Unit >10,000 CFM 2 Fire Damper 0 -3 HP /100,000 BTU Fumace>100K BTU Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected to Single Duct Thermostat 15 -30 HP /1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System Wood/Gas Stove 30 -50 HP /1,750,000 BTU Appliance Vent Hood and Duct Water Heater 50+ HP /1,750,000 BTU Repair or Addition to Heat/Refrig/Cooling System Incinerator - Domestic Emergency Generator Air Handling Unit <10,000 CFM Incinerator — Comm/Ind Other Mechanical Equipment MECHANICAL PERMIT INFORMATION - 206 -431 -3670 MECHANICAL CONTRACTOR INFORMATION Company Name: AA q,C. c rta\ (7� Mailing Address: 1 - 1 172.'1'Ya t�' Art SLJ Contact Person: J o -r 2.h. S A., K.. s E -Mail Address: Contractor Registration Number: AMCI C. Q O F S 9430 RU Valuation of Project (contractor's bid price): $ 1 V 60 $ '- + yy Scope of Work (please provide detailed information): seta a rR,o,C�O� eAiC.T.4 A / C.. l+t.v .it �-o ✓ t_.e trcl- -.r ' .. s �--�► l I I S h -v c,* Lt rc.,l S 1 ec o -m C L4 & M tgC 01UGf'�,., t� . P Use: Residential: New .... ❑ Replacement .... ❑ Commercial: New ...S1 Replacement .... ❑ Fuel Type: Electric Gas ....1=1 Other: Indicate type of mechanical work being installed and the quantity below: Q:1 Applications \Forms- Applications On Line\3 -2006 - Permit Application.doc Revised: 4 bit m 1 ll:re�r Se -JoAk k w 9 5C/04D City State Zip Day Telephone(2C90 L(oS' — 370 4: Fax Number: Expiration Date: 1 2-- L — .7 Page 4 of 6 PERMIT APPLICATION NOTES - Applicable to all permits in this application 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. BUILDIN R OR AUTHORIZED AG Signature: \\ c. Date: 1C v Day Telephone: �-6G) D " '1.21' Mailing Address: 1n I "1 7- e� H �¢_ S W Se ait .t W t O/ C) L City State Zip Print Name: ` � Ae--La o t ) Date Application Expires: l -s Date Application Accepted: r ^S-o 7 QMpplications\Forns- Applications On Line\3 -2006 - Permit Application.doc Revised: 4-2006 bh Staff Initials: Page 6 of 6 Receipt No.: R07 -02185 Payee: MACDONALD MILLER TRANSACTION LIST: Type Method Description 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.: 0923049031 Permit Number: M07 -213 Address: 12101 TUIiWILA INTERNATIONAL BL TUKW Status: PENDING Suite No: Applied Date: 10/05/2007 Applicant: DIGITAL FOREST DATA CENTER Issue Date: Initials: WER Payment Date: 10/05/2007 02:59 PM User ID: 1655 Balance: $1,372.41 Amount Payment Check 1447 335.60 Account Code Current Pmts 000/345.830 335.60 Total: $335.60 Payment Amount: $335.60 Printed: 10 -05 -2007 Doc: RECSETS -06 RECEIPT NO: R07 -02430 Initials: WER User ID: 1655 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 Payee: MACDONALD MILLER FACILITY SOLUTIONS, INC. SET ID: 1106 SET NAME: MACDONALD MILLER SET TRANSACTIONS: Set Member Amount M07 -213 1,372.41 M07 -219 175.56 TOTAL: 1,547.97 TRANSACTION LIST: Type Method Description Amount Payment Check 1484 ACCOUNT ITEM LIST: Description MECHANICAL - NONRES City of Tukwila SET RECEIPT TOTAL: Payment Date: 11/06/2007 Total Payment: 1,547.97 1,547.97 1,547.97 Account Code Current Pmts 000/322.100 1,547.97 TOTAL: 1,547.97 Project: _Di e /q// />s-/ Type of Inspection: /— / 4/4 / Addresf: / 0 / 7-2 d — Date Called: Special Instructions: Date Wed / d �j P.m. G Requester: Phone No: 2 o 6 --2- _ -4- 77,5 - 0 `INSPECTION RECORD Retain a copy with permit iNSPE N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 1(t 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 roved per applicable codes. Corrections required prior to approval. COMMENTS: rol I f f'i p ;, 58.00 REINSPECTION FEE REQUIRED. for to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 1 0. Call the schedule reinspection. Receipt No.: 'Date: Project: 0.•5 . fgje 5.�- Type of Inspection: HV4G /i •rte F-"/. 1 Address: 1 2 1 0/ Suite #: T" I(3 Contact Person: Special Instructions: Occupancy Type: Phone No.: `/2 $ — `f y — y -7-7 1 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: I INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT Os? - F - ovy )44 07- 21 1 ) PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Approved per applicable codes. Corrections required prior to approval. COMMENTS: -c. - nom. C zA)*.. det_. g v'4 - 2 vt n . ,4 - a, ., / ta£. -- Inspector: ` f A' 3 5 Date: Hrs.: / $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from h e C of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 Project: _ . s D/ /7 / fOfir15 Type of Inspection: 5/NdZi Address: Date Called: Special Instructions: Date Wanted: p.m. Requester: Phone No: 7)16 7 5 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION R. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 INSPECTION RECORD Retain a copy with permit proved per applicable codes. Corrections required prior to approval. COMMENTS: a f , $58.00 REINSPECT! N FEE RE IRED. Prior to inspection, fee must be paid at 6300 Southc nter Blvd. /'Suite 100. Call the schedule reinspection. Receipt No.: 'Date: CO ENTS: N / ) D,47 7 / s1 %/ / Special Instructions: ■ l ,- _-/-- I h �? S }• N. -,// �(� `/10/1 / a.m. p.m. Requester: : ! , ' 7 /.°f /ter 4. (y -A•c- - it/CGII Cr/ f),iA Of.' 7 0 / l'"7 3 r / , 7 1 y/ !7, ,./ itrn P- / IQ 1//1 4 14 4,1% •••--- 4 .1/4 Proj9 : l (, `' / �a✓{3"7 Type of Inspection: F�4m /ti ( Add ess: 1 �w / Date Called: Special Instructions: ■ Date Wanted: // �Q� a.m. p.m. Requester: Phone No: INSPECTION NO. Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Date: / 1 ,, , c 7 /4 I p C de REINSPECTION FEE REQUI ED. P or to inspection, fee must be d at 6300 Southcenter Blvd.. S e 100. Call the schedule reinspection. 'Receipt No.: 'Corrections required prior to approval. ' 1 PERMIT NO. l7nFld'1_ COMMEN ,44.A., ,-- 4„,./ ii/v7" % .5 r _3 -/ t Ct / % � / / /# 1-7.Gd 67 ar,0- 4//i 4? w. /4 y:, J-- 4.)9-1 eial, 4,2 ,15,)d ;4-' i10 44 L"'7 z ...--- Th i \ I PECTION RECORD Retain a copy with permit Project: / , / /, / �`0 /-.s� J,7 Address: /.? / i Special Instructions: Type of Inspection:, ■ 67 /N Date Called: Date Wa ted: / /VO Requester: Phone No: X75 ASS — %2,5 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. El Corrections required prior to approval. spector Date: 0 REINSPECTION FEEREQUIRED. P or to inspection, fee must be d at 6300 Southcenter Blvd., Suite 100 Call the schedule reinspection. (Rec pt No.: 'Date: PERMIT NO. (206)431 -3 MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit No.: Bldg Dept.: Owner: Architect: Engineer: Contractor: Page 1 Date: Weather: Inspection: Sample(s): REVIEWED BY: E7387 DIGITAL FOREST 12101 Tukwila International Boulevard, Tukwila, WA M07 -213 City of Tukwila R. D. Bourdages MacDonald Miller 11/09/07 Overcast Structural Steel N/A Performed visual inspection of welding of (2) A/C frames (W18 beams), to columns per plan. Per engineer alternate frame connection. Welding is acceptable per Table 61 / AWS D1.1 -04. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. RECE'‘" NOV 20 ?f con. Dr _ v q othy G. Beckerle, P.E. cc: Larry Harbison — MacDonald - Miller Facility Solutions; Bldg Dept — City of Tukwila INSPECTOR: Mat Taylor E- MAILED NOV 14 2007 Lynnwood Office 20225 Cedar Valley Road Suite 110 Lynnwood, WA 98036 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Jared Sheeks, PE Engineer Mac - Donald Miller PO BOX 47983 Seattle, WA 98146 CODE COM . ar RoVED - NOV - 5 2007 Of r �� la IN G nn As requested, per our phone conversation on October 25 2007, attached are two addendum sketches regarding steel and welding inspection requirements for the Digital.Forest HVAC support frame. Per the International Building Code (IBC 2006), the inspection conditions and frequency are required, as noted per the schedule, per section 1704.3 and subsequently referenced codes. Subject: Mr. Sheeks: Please feel free to contact me if you have any questions or comments. Sincerely, n p Building at 12101 Tukwila International Bind. (Building "C') City of Tukwila Permit No. M07 -213 I ection equirezra°ttt vO Twit ine , Ben Fisher I Project Engineer Poggemeyer Design Group, Inc. www.poggemeyer.com 512 Sixth Street South, Suite 202 Kirkland, WA 98033 Enclosed: 2 Sketches CORRECTION MUD -2.13 A October 25 2007 P O G G E M E Y E R DESIGN GROUP CONSULTING ENGINEERS PILE copy Y Na. The following two sketches are an addendum to the original October 2`"', 2007, structural engineering package titled: "HVAC Addition & Platform Frame ", by Poggemeyer Design Group. f TtX E 24 r RECEIVE OCT 2 9 2007 PERMIT CENTEr- 512 6 ' " ST S., STE 202 KIRKLAND, WA 98033 425/827 -5995 PHONE 425/828 -4850 FAX PDG- WA@PDG- WA.COM VERIFICATION AND INSPECTION TYPE OF INSPECTION IBC REFERENCE FABRICATION AND ERECTION OF STRUCTURAL STEEL PERIODIC TABLE 1704.3, ITEM 3 WELDING OF STRUCTURAL STEEL FOR SINGLE PASS FILLET WELDS < 5/16 ", PERIODIC TABLE 1706.3, ITEM 5 AND FLOOR /ROOF DECK WELDS STRUCTURAL WELDING OF STRUCTURAL STEEL OTHER THAN SINGLE PASS FILLET CONTINUOUS TABLE 1704.3, ITEM 5 WELDS <5/16" & FLOOR /ROOF DECK WELDS INSPECTION OF HIGH — STRENGTH BOLTING: A. BEARING TYPE CONNECTIONS PERIODIC TABLE 1704.3 B. SLIP — CRITICAL CONNECTIONS CONTINUOUS ITEM 2 POGGEMEYE IGN GROUP Cons j ] NI eers No ion 512 6th Street So k to 202 • Kirkland, WA 98033 (425) 827— FAX (425) 828 -4850 Made by BSF Date 10 /25/07 Job No. 7094 -2 Checked by Date Sheet No. SK -1 Description HVAC FRAME ADDITION Job Name DIGITAL FOREST (BUILDING C) SPECIAL INSPECTIONS 1. THE SPECIAL INSPECTOR FOR ALL WORK OUTLINED IN THE INTERNATIONAL BUILDING CODE SECTION 1704 SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE HIS COMPETENCE TO THE SATISFACTION OF THE BUILDING OFFICIAL FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION, AND SHALL BE CHARGED WITH THE DUTIES AND RESPONSIBILITIES AS OUTLINED IN IBC 1704. 2. THE OWNER, CONTRACTOR, SPECIAL INSPECTOR OR INSPECTION AGENCY AND PROJECT ENGINEER AND /OR ARCHITECT SHALL COMPLETE THE SPECIAL INSPECTION AND TESTING AGREEMENT TO THE SATISFACTION OF THE GOVERNING BUILDING DEPARTMENT. 3. THE SPECIAL INSPECTOR SHALL BE RESPONSIBLE FOR COMPLETING, MAINTAINING AND RESUBMITTING ALL SPECIAL INSPECTION LOGS AND FORMS AS REQUIRED BY THE BUILDING DEPARTMENT. ALL LOGS AND REPORTS ARE TO BE COMPLETED WITHIN ONE WEEK OF INSPECTIONS PERFORMED. 4. PROVIDE SPECIAL INSPECTION IN ACCORDANCE WITH 2003 IBC SECTION 1704 FOR THE FOLLOWING: THE SPECIAL INSPECTIONS SHALL BE PERFORMED PER SECTION 1704.4. INSPECTION REQUIREMENTS FOR STEEL WELDS WELDED CONN. ALTERNATE SCALE: N.T.S. 70941— SI welded. ding VERIFICATION AND INSPECTION TYPE OF INSPECTION IBC REFERENCE INSPECTION OF WELDING, REINFORCING STEEL: Checked by y TABLE 1704.3, ITEM 5b A. VERIFICATION OF WELDABILITY OF PERIODIC Job Name DIGITAL FOREST (BUILDING C) REINFORCING STEEL OTHER THAN ASTM A 706 B. REINFORCING STEEL - RESISTING FLEXURAL CONTINUOUS AND AXIAL FORCES IN INTERMEDIATE AND SPECIAL MOMENT FRAMES, AND BOUNDARY ELEMENTS OF SPECIAL REINFORCED CONC SHEAR WALLS AND SHEAR WALL REINFORCEMENT C. SHEAR REINFORCEMENT CONTINUOUS D. OTHER REINFORCING STEEL PERIODIC INSPECTION OF STEEL FRAME JOINT PERIODIC TABLE 1704.3. DETAILS FOR COMPLIANCE WITH APPROVED ITEM CONSTRUCTION DOCUMENTS: A. DETAILS SUCH AS BRACING /STIFFENING B. MEMBER LOCATIONS C. APPLICATION OF JOINT DETAILS AT EACH CONNECTION POGGEMEYE'£ IGN GROUP Cons 3$ eers ,�' No ��,� ,� t�a�ion 512 6th Street So cute 202 • Kirkland, WA 98033 (425) 827— FAX (425) 828 -4850 Made by BSF Date 10 /25/07 Job No. 7094 -2 Checked by y Date Sheet No. SK -2 Description HVAC FRAME ADDITION Job Name DIGITAL FOREST (BUILDING C) THE SPECIAL INSPECTIONS SHALL BE PERFORMED PER SECTION 1704.4. (CONTINUED) INSPECTION REQUIREMENTS FOR STEEL WELDS WELDED CONN. ALTERNATE SCALE: N.T.S. 70941-Si wei ded. dwg FILE COPY Permit No. pEipToval 13 SUbteCt tO errors and omissions. 1,pnro,r1 constmcten ricc.ri-nents (•)3 not au Plar review tttoft::: Vic ‘d aic1:7"1 code OT ir ViZle gkgralacila2giaCICF: argoth DigitaLForest HVAC Addition & Platform Frame (Building "C") 12101 Tukwila International Boulevard TUKWILA, WA 98168 POGGEMEYER DESIGN GROUP, INC NW DIVISION te10 213 October 2, 2007 PDG JOB No. 7094.2 RECEIVED OCT —5 2007 PERMIT CENTER POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS REVIEWED FOR 1 CODE COMPLIANC • APPROV - 5 no1 512 6 ST S., STE 202 KIRKLAND, WA 98033 425/827-5995 PHONE 425/828-4850 FAX PDG-WA@PDG-WA.COM 'II WA BUIL ING DIVISION Table of Contents HVAC Platform Frame Calculations Executive Summary iii Detail Sketches (Bolted Frame) S1— 510 Welded Frame Alternate Sketches S3w — S8w Frame Calculations HVAC Geometry and Load Fl Applied Load Effect Diagram F2 Seismic Design Parameters F3 — F4 Lateral Design Calculations (Cases 1 -4) F5 — F12 Summary of Lateral Load Cases F13 Load Case Diagrams (from the model) F14 — F17 Weld Strength & Bolt Capacity Calculations F18— F19 Sample Member Hand - Calculations Cross - Bracing Calculation F20 Long Beam Calculation F21 Post Calculation F22 Allowable Deflection and Drift F23 — F27 Global Reactions Diagrams and Calculations F28 — F32 Frame Model Diagrams (Excerpts) Member Designations and Node Numbers M1 Axial Force Diagrams (Braces and Posts) M2 — M8 Critical Shear Diagrams M9 — M12 Critical Moment Diagrams M13 — M14 Stress Diagrams M15 — M18 (Continuation of Table of Contents — next page) Poggemeyer Design Group Analysis for Digital.Forest Page i PDG No. 7094.2 10/2/2007 Table of Contents HVAC Platform Frame Calculations (Continuation of Table of Contents from previous page) Existing Framing Checks As -Built Summary X1 Key Plan of Primary Roof Framing Members X2 Primary Framing Member Checks Calculations of Loads on Beam Line 1 (Parallel to Grid C) X3 — X9 Calculations of Loads on Beam Line 2 (Parallel to Grid D) X10 — X16 Appendices (Model Data) Model Geometry Data Al — A2 Applied Loads A3 —A4 Concise Node Output Data A5 Steel Code Check Data A6 — A22 Force Diagrams A23 —A88 Poggemeyer Design Group Analysis for Digital.Forest Page ii PDG No. 7094.2 10/2/2007 6 ✓ ✓ ✓ Kevin Teker October 2" d , 2007 P O G G E M EY E R Facilities Manager DESIGN GROUP Digital. Forest CONSULTING ENGINEERS 12101 Tukwila International Blvd. Tukwila, WA 98168 Subject: Executive Summary Building at 12101 Tukwila International Blvd. (Building "C) Analysis of Existing Structure & Frame Details for Roof -top HVAC additions Mr. Teker: As requested, the roof of the building located at 12101 Tukwila International Blvd (Bldg. C) has been structurally evaluated for the loading imposed by the (4) proposed HVAC rooftop units. The conclusions in this letter are limited to the specific areas of the roof as indicated in the attached layout drawing in the sketches section, S1 & S2. An existing primary framing plan is shown on page X2, and an as-built summary has been included on sheet X1. Based on our study, it is structurally acceptable to locate these (4) 7,000 lbs. HVAC unites as shown on the attached drawing and each cabinet shall have a maximum weight as indicated; refer to the sketches section of this report for details on the location and construction of the platform frame on top of which the units shall be placed. Also induded with this letter is a calculations package to substantiate this conclusion, regarding a determination of the existing structure and the design of the proposed platform frame. The columns and footings of the building are acceptable by inspection because the overall average roof load is at or below the original design Toads. All steel used in the construction of the platform frame shall be treated to prevent corrosion — either some method of galvanization or a sealant paint may be used. Please feel free to contact me if you have any questions or comments. Sincerely, Ben Fisher 1 Project Engineer Poggemeyer Design Group, Inc. www.poggemeyer.com 512 Sixth Street South, Suite 202 Kirkland, WA 98033 III 5126 ST S.,STE202 KIRKLAND, WA 98033 425/827 -5995 PHONE 425/828 -4850 FAX PDG -WA @PDG- WA .COM I 1114,22 1 104,22 4 4122 W7 3 Al 5'0C.V . t r. . ................. _ . . .i . -W14722— EP— 1 — 14A3 x 14K R x_ - - .,........ RI 4,22 — — 6 6 ! ?•. 4,..„:,,,. _ _,...,...... i „,„,,.....7.....b --- .....■..,r4 u a • 2 irmaimm_____ a 116e 8 \q _ ,Tr- , ,', '- , ,L, mitiniett up \ . „,, r r :_--- 1\ ..,. ,,, .. . .„-, . .... ... .. .. , _ . , w ...... - ... 1,35 I.— . . ,-- - TINY •Ig _ i i'A. W135 F FA 1 1118,46 . B MI • ■ A27' . . - B' / 31 -e Del TS8r6g4_ WIR•36 ' q AY, ' .. . _24K6 11 r .sprom- . . ,. . n - 241(6 1 1 55s4 Wi . ---. 1 , a35 .. . 241(6 A. . . ... 4,22 W ir'' t 0110 g W , I , r .. -- ----..,„ , .,.'" „ C6,10 5 - ' 241(1 ' ' ,- J W24,7b i=ce= 864422 1•111,46 I1 . 24YE .. ,•'„ it Es22 ' 2 • • r rI , , I AV I D8l 158r6rA/4 / / *18,35 r-r !4,55 4,55 • 1,35 1 , . • \ , • �J I 135 Iri = V) 5 I 0 2 0. TEMPORARY GANGWAY FOR UPS INSTALLATION DIGITAL FOREST BUILDING C, 4TH FLOOR 8 1V-0 POGGEMEYER DESIGN GROUP NORTHWEST DIVISION CONSULTING ENGINEERS 512 6TH STREET SOUTH, SUITE 202 KIRKLAND. WASHINGTON 96000 (425) 627-5995 a e 0 - °ATV ANT INTORSIARON OR DATA ON 1155 CRAMNIC 5 NOT MENDED TO BE DATABLE 00* REUSE BY ANY PERSON. MY, CORRORANCH. CR ANY OTHERS ON EITENOCNS Or DRS PROJECT OR FOR ANY USE ON ANY OTHER PRO.EGT. ANY REUSE *1045T ANITT01 KRIFKATION ANO ADAPTA1CN BY THE ENGINEER FCR 1141 snanc PURPOSE INTENDED TRU BE AT NE usER's 50111 RISK AND HEINOUS El...UTE 00 LEGAL EXPOSURE 70 THE ENGINEER. 1-111M NVld °MOM J008 [11100Z '1 4380130 tutd471 POGGEMEYE Made by BSF Date 915/07 Job No. 7094 -2 F IGN GROUP Cons :i rngineers Checked by Date Sheet No. s_3 No ion 512 6th Street So = uite 202 • Kirkland, WA 98033 (425) 827 g9•• FAX (425) 828 -4850 Description HVAC FRAME ADDITION Job Name DIGITAL FOREST (BUILDING C) PX6 (SCHED. 80) EXTRA STRONG ASTM A500 GRADE B ROUNDED PIPE, COL. AT (4) LOC. TYPICAL f OL A325 -N 13/ UNO P =Rii DE II 11 APPROX. 2' -9 5/16" TYP. N N x "d TS "0, TAIL PLAN VIEW OF ERA VIE W14X43 W14X43 W14X43 8'— 4„ W14X43 II II II II N N x SCALE: 1/2" = 1' -0" CHAMFER WF & R EDGES 1" WHERE EXPOSED TO TRAFFIC TYPICAL PLATE AND ANGLE STEEL A36, THICKNESS PER DETAILS FILE #.DWG 6 r 1 Y 1 Y !Job Name DIGITAL FOREST (BUILDING C) POGGEMEYE " „SIGN GROUP Cons f g E6gi_neers Notrlsion 512 6th Street So -, rte 202 • Kirkland, WA 98033 (425) 827— 995 FAX (425) 828 -4850 Description HVAC FRAME ADDITION , Checked by 1 Made by BSF Date Date 9/15/07 � Sheet No. S -4 Job No. 7094 -2 1 V) C 11 E C) (2) BOLTS PER DETAIL ON SHEET S7 (4) A325-N 3/4'0 BOLTS TO EXISTING PRIMARY ROOF FRAMING MEMBER, PER S1 & S2, AT (4) LOC. EXISTING WF PRIMARY ROOF rrl MEMBER PER SKETCH S1, S2 27'-1" (FROM TO q, FIELD VERIFY) WF CONN. TO WF PER SHEAR DETAIL S8 TAB TO> COL. TOP MOM. CONN. PLATE PER DETAIL S7 TO COL. • POGGEMEYE SIGN GROUP Cons A eers Made by BSF Date 915/07 Job No. 7094 -2 Checked by Date Sheet No. S — 5 No e� - ton 512 6th Street So a 'te 202 • Kirkland, WA 98033 (425) 827— °9 • FAX (425) 828 -4850 Description HVAC FRAME ADDITION Job Name DIGITAL FOREST (BUILDING C) R s "x72 "x102" KNIFED THROUGH PIPE COL., LOC. 1" ABOVE ROOF SURFACE 6 3/4" EXISTING WF PER SKETCH S1 AND S2 L 3„x22„x4„ CROSS— BRACE, BOTH ENDS OF FRAME, TYP. (3) i"(6 A325 —N BOLTS TO A36 R a "x13 "x162" KNIFED THROUGH PIPE COL. MIN. 2" WELD, EA. SIDE, TYP. BASEPLATE (AND FRAME) SHALL BE ALIGNED SQUARELY OVER EXISTING ROOF FRAMING WF MEMBERS WF CONN. TO WF PER DETAIL S8 TRANSVERSE ELEVATION OF FRAIV E SCALE: 1/2" = 1' -0" COPE WF AT ANGLE LOC. PENETRATE EXISTING ROOF TO CONN. TO EXISTING WF PER DETAIL S7 BASEPLATE CONN. TO EXISTING WE PER SKETCH S7 FILE #.DWG a KNIFE I SLOTTED THRU PIPE, TYP a a a a a 1 POGGEMEYESIGN GROUP Cons neers No _ € ion 512 6th Street So cite 202 • Kirkland, WA 98033 (425) 827— ' ° "9 • FAX (425) 828 -4850 Made by BSF Date 9/15/07 Job No. 7094 -2 Checked by Date Sheet No. S _ 6 Description HVAC FRAME ADDITION Job Name DIGITAL FOREST (BUILDING C) ■ BOLTS PER DETAIL S7 1 1 • • EXTERIOR ELEVA TION BOLTS PER DETAIL S7 - ELEVATION OF VI O V W18 PER DETAILS A36 I 8 "x6 "x12" SHEAR TAB TO COL. W18 PER DETAILS MAX. SEP. OF CROSS BRACES SHALL BE NO LESS THAN 18" INTERIOR ELEVATI ENT CONN. AT PIPE COL. SCALE: 1/2" = 1' -0" W14 PER DETAILS CROSS BRACE ANGLE WELDED TO SHEAR TAB, TYP. FILE #`.DWG POGGEMEYE' 1SIGN GROUP Cons eers No Ji n 512 6th Street So cite 202 • Kirkland, WA 98033 (425) 827— FAX (425) 828 -4850 Made by BSF Date 9/15/07 Job No. 7094 -2 Checked by Date Sheet No. S - 7 Description HVAC FRAME ADDITION Job Name DIGITAL FOREST (BUILDING C) 3 5/16" 1 7/8" 7/8" 0 HOLE FOR BOLTS, TYP. 4 1 L e "x7 "x10" BTM PLATE, CUT TO MATCH PIPE, WELD TOP & BTM SECTION AT BTM MOMENT CONN. PLATE 1 "x7 "x142" BASE PLATE 6 HOLE FOR BOLTS, TYP. 2 "5" 5 " W14 PER DETAIL BASE PLATE SECTION SECTION AT WF CONN TO SECTION AT TOP MOMENT PIPE COL. PIPE TO BASE PLATE TOP AND BTM OF ANGLE CONN. SECTIONS AT PIPE COL. W18 PER DETAIL MIN. 2" WELD TO TOP AND BTM, ANGLE TO SHEAR TAB SECTION AT CROSS BRACE 3 5/16" 1 7/8" 7/8" 8 "0 HOLE FOR BOLTS, TYP. CONN. PLATE SCALE: 1/2" = 1' -0" g "x7 "x13" TOP PLATE — LE #'.Db'G a POGGEMEYE IGN GROUP Cons No '� Fnions 512 6th Street So uite 202 • Kirkland, WA 98033 (425) 827- 1 • FAX (425) 828 -4850 Made by BSF Date 9/15/07 Job No. 7094 -2 Checked by Date Sheet No. S - 8 Description HVAC FRAME ADDITION Job Name DIGITAL FOREST (BUILDING C) • • • 1 1 1 • • • • • PER PLAN FULL HEIGHT SHEAR $" R AND a "0 A325 —N BOLTS AT WF CONN. WF TO WF STEEL CONN. SCALE 3/4" = 1' -0" FILE #.DWG POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland. WA 98033 (425) 827 -5995 •Fax (425) 828-4850 Made by /y��, _ y,3/ Date rpttel- Job No. l` r qrti7 � Checked by Date (l Sheet No. (� 5 ` 1 Description � � � �1 l � (ery ' - -a,I O Job Name y (c t fi WIINA ■ L Iv P� t § *0 ViA PAP- lr'e•OTh, 54111 Sf�-- 3 r -3°V kW' kMt c 61014 A NQ wed}L. 0 41 t 1 6' 6y 06 1Jor eq ecietitit moo-- 0044 &we) i > W-71 olc r 0 ri e jor flT flocf- tem? Jolly txlit ►.d owv L(vvtxtp Jt✓ khAtt, 41610.0._ 4sa -Oert% p s -Wo P ot✓mt" pato i • • POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828-4850 Made by 13 ,,e 7 Date J Job No. Checked by Date Sheet No. S '1 Description kr k ` t N�i' OcJ ( l Job Name � `� ff G (y) A I1 5kf rt �rN '�1U�rvw'nN UArJ14(4 fr ToQ- a{0 OF F?As, Kalif Perry fl • ego - Ov. 1• a • • • 6 CN D of Nit yea- t /- W P ` /`t unv h 1,1214 • v`vrios v VGA r wiiVt• 67" 9f eet,!6-rni et) *NINA. POGGEMEYE • E; IGN GROUP Cons eers No y "p 512 6th Street So. ,(ite 202 • Kirkland, WA 98033 (425) 827— s95 • FAX (425) 828 -4850 Made by BSF Date 10/2/07 Job Na 7094 -2 Checked by Date Sheet No S — 3w Description HVAC FRAME ADDITION Job Name DIGITAL FOREST (BUILDING C) 0 l PX6 (SCHED. 80) EXTRA STRONG ASTM A500 GRADE B ROUNDED PIPE, COL. AT (4) LOC. r TYPICAL I1VEL D CONN. E70XX ELECTRODES PER THE FCLLOWING DETAILS PLAN VIEW OF FRAME WELDED CONN. ALTERNATE APPROX. 2' - 9 5/16" TYP. N x N x W14X43 W14X43 W14X43 8' 4" W14X43 N N �1- 1 N N x SCALE: 1/2" = 1' -0" N 0) c 0 R 00 LO x n w -J J CHAMFER WF & I EDGES 1" WHERE EXPOSED TO TRAFFIC TYPICAL PLATE AND ANGLE STEEL A36, THICKNESS PER DETAILS TYPICAL BOLTS A325 — 3/4"0, UNO PER DETAIL 70941 —Si weided.dwg 6 6 1 POGGEMEYE • SIGN GROUP Cons s No _'ion � 512 6th Street So fit' Suite 202 • Kirkland, WA 98033 (425) 827 " FAX (425) 828 -4850 Made by BSF Date 1 0/2/07 Job No. 7094 -2 Checked by Date Sheet No. S - 4w Description HVAC FRAME ADDITION Job Name DIGITAL FOREST (BUILDING C) u • • 1 s MO IMO • LONGITUDINAL ELEVATION OF FRAME WELDED CONN. ALTERNATE SCALE: 1/2" = 1' -0" 70941—Si w eided. dwrj POGGEMEYE' :.,SIGN GROUP Cons ipeers Made by BSF Date 10/2/07 Job No. 7094 -2 No ' _ ion 512 6th Street So _ ' ite 202 • Kirkland, WA 98033 (425) 827— s9 FAX (425) 828 -4850 Checked by Date Sheet No. S -5w Description HVAC FRAME ADDITION Job Name DIGITAL FOREST (BUILDING C) WF TO SHEAR TAB, TYP. I 8"x "x102" KNIFED THROUGH PIPE COL., LOC. 1" ABOVE ROOF SURFACE WF CONN. A D TO WF PER E TAIL S8 COPE WF A T ANGLE LOC. EXISTING WF PER SKETCH S1 AND S2 L 3 "x22 "x4„ CROSS— BRACE, BOTH ENDS OF FRAME, TYP. MIN. 2" WELD, EA. SIDE, TYP. BASEPLATE (AND FRAME) SHALL BE ALIGNED SQUARELY OVER EXISTING ROOF FRAMING WF MEMBERS TRANSVERSE ELEVATION OF FRAME WELDED CONN. ALTERNATE SCALE: 1/2" = 1' -0" SHEAR TAB TO PIPE COL. PENETRA TE EXISTING ROOF TO CONN. TO EXISTING WF PER DETAIL S7 BASEPLATE CONN. TO EXISTING WF PER SKETCH S7 SHEAR TAB KNIFE fe. TO PIPE COL. MIN. 2" WELD, EA. SIDE, TYP. r 1 70941 —Si weided.dwg CI POGGEMEYE'1SIGN GROUP Cons ; Nneers No ion 512 6th Street So i ante • Kirkland, WA 98033 (425) 827— '9 FAX (425) 828 -4850 Made by BSF Date 10/2/07 Job No. 7094 -2 C hecked by y Date Sheet No. S -6w Description HVAC FRAME ADDITION Job Name DIGITAL FOREST (BUILDING C) MI i V BALANCE WELDS PER DE TAIL S— 7 ✓ a • ELEVATION OF MOMENT CONN. AT PIPE COL. WELDED CONN. ALTERNATE SCALE: 1/2" = 1' —O" • BALANCE WELDS PER DETAIL S— 7 EXTERIOR (OUTSIDE) ELEVA TION A36 LC , "x6 "x12" KNIFE PLA TE, SLOT PIPE COL. W18 PER DETAILS A36 R 8 "x12 "x13" KNIFE PLA TE, SLOT PIPE COL W18 PER DETAILS W14 PER DETAILS 4 BALANCE WELDS PER DETAIL S -7 MAX. SEP. OF CROSS BRACES SHALL BE NO LESS THAN 18" INTERIOR (INTERIOR) ELEVATION CROSS BRACE ANGLE WELDED TO SHEAR TAB, TYP. PER S -5 OR S -5w AND S— 7 70941 -51 weided.dwg POGGEMEYE ` SIGN GROUP Made by BSF Date 10/2/07 Job No. 7094 -2 Cons seers No a ion 512 6th Street So -` 'te 202 • Kirkland, WA 98033 (425) 827— - FAX (425) 828 -4850 Checked by Date Sheet No. S - 7w Description HVAC FRAME ADDITION Job Name DIGITAL FOREST (BUILDING C) R 1 "x7 "x142" BASE PLATE SECTION AT BTM MOMENT CONN. PLATE s "x7 "x10" BTM PLATE, CUT TO MATCH PIPE, WELD TOP & BTM 2 "5" 5 " BASE PLATE SECTION CONN. SECTIONS AT PIPE COL. WELDED CONN. ALTERNATE W18 PER DETAIL SECTION AT TOP MOMENT CONN. PLATE PIPE TO BASE PLATE W14 PER DETAIL TOP AND BTM OF ANGLE I i "x7 "x132" TOP PLATE PIPE TO BASE PLATE W18 PER DETAIL SECTION A T WF CONN TO PIPE COL. MIN. 2" WELD TO TOP AND BTM, ANGLE TO SHEAR TAB SECTION A T CROSS BRACE SCALE: 1/2" = 1' -0" SLOT PIPE FOR KNIFE PLATE A MOM CONN. 70441-- S1 weided.dwg 1 POGGEMEYE IGN GROUP Cons E� i No 512 6th Street So " "ante 202 • Kirkland, WA 98033 (425) 827— 9 • FAX (425) 828 -4850 Made by BSF Date 10/2/07 Job No. 7094 -2 C hecked by Date Sheet No. S -8w Description HVAC FRAME ADDITION Job Name DIGITAL FOREST (BUILDING C) • 1 1 • • • • SHEAR TAB TO WF 1/4 WF BEAM PER PLAN SHEAR TAB TO WF WELDED CONN. ALTERNATE WF BEAM PER PLAN WIDE FLANGE TO WIDE FLANGE CONN. WF TO SHEAR TAB CONN. SCALE: 3/4" = r -0" 70941 —Si welded. dwg Poggemeyer Design Group Analysis for Digital.Forest HVAC Platform Frame Calculations Frame Calculations F -Pages PDG No. 7094.2 9/19/2007 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. • . 10111.- 1 Checked by Date Sheet No. Description , t•N AOntn04 10 (2--01,r Job Name p` m `^ _ _, or 04Q 4 • 1701V C9 kilt 0 e ■ 1 ■ ■ 4(06 fikfalr,i T I�JRTi vNL c kfi-D4g VVA4 k)li4if = 4 (I' C66 (1, OF tV 4 S) ti [OE ev6UrR urllirr r•r r DETAIL A : B[TAA •r r. n 4 ?i.a,S v(E Ifs' -II" INSIDE TO INSIDE BASE RAILS evivcvref POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828-4850 Made by Date faq Job No. �6 ' , Checked by Date Sheet No. Description e lf *C (I �L � fe 4 VII F( `/ n � PA -4 A Job Name 9h / v f Poi 11146 1 el) • fIPPc ,mob 1.1 C113 1 1 a • • • • a 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 Period Sa (sec) (g) 0.2 1.001 SDs, Site Class D 1.0 0.518 SD1, Site Class D Design Spectrum Sa Vs Sd 1.00 0.95 0.90 0.85 0.80 0.75 0.70 0.65 0.60 . 0.55 U3 0.50 0.45 0.40 0.35 0.30 POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828-4850 8550 Made b y Date R 41 � Job No. L 1 . Checked by Date ` Sheet No. Description t1J� Q varn , 'F- r 1 y —'• Job Name 7 p t - T 6�fi`7 l 1/0t0 GPCLIiv[.d ll D•I 1 MO (4) iA c i l orf (O t 7 ----� Loo • - A vst (% A.AVI 1 A -TARN r 4.1614 off tk 11&190-6-wo% 9L= � 1 et t t (w'e? c ( �b (fourt f,rl Q7) EK ' vto f uIA/w e- I' no%51 1J'\- NIL ri (Fa -tiv en J ) (i-) vfLirr g.tpcvn D NS 62) a,41(4A4'ont (loon oN 0-5i le tu t 2. tv" 2 ( g FQ Fob (Dv) Wi lit we = tl11 -1111 POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 )425) 827 -5995 • Fax (425) 828-4850 Made by Date i Job No. I ./ Checked by Date Sheet No. Description NJft• Warn DC`. 7I F Job Name 901.. rf v ft4 Gam C 44e 1: (} w vlA Ft) ttolQ r IA1 x- n.wri + 10 rf rI Y -- 4•A lin.p..) fx 1.1 10V if, 0 O 4 i 3 : (NPtit÷ew D1 t€L41 oN) t 2 � � j n f t re Y 0414141,-4.1 7070 r IN PIA c' - t r.) ( 'M ' ' L4 (nTK as) t Q = ►w 6 - FP -- 2 ►UU ((/W2/1. ?° Neit (?, j6 f 1-tc 14-A-05) A AoQ bin)4- ttL (A 2= ( < vhArt) boys. Ft iµ — X- OstVet n.r4 VYb fe tN Y ' 0 (nopi Abie ti: `/IV(. 14 AY'9 V• OW. N) 1d°J° Q rN i At r'nd' 30 `f o f 9 r cr - O t 0 2 1 Y 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 Job No Checked by Date Sheet No Description Job Name • • • • • • • GElSE — -1 r F r (x) (1) F, A w p v v x o v • t,p ct ra WO" (k) C� &4 W. 3JL + F j . 3� - R6• ' / , O , F, t .CL( f Q N r = 4- _ K J � 6.�2�'l Ikk = { " k Lk' kv C�i 1 F = p.IC45. t tA G= t w ytM °R.A h rN off' no p NT O -Zw + F 3h - R W _ U g,.3,b K' (l 1 9 f. • 2.7- K (1•`119 POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 - Kirkland, WA 98033 1425) 827 -5995 • Fax 14251 828 -4850 Job Name Made by Date Checked by Date Job No. Sheet No. Description exito Pit* AT 'K' (Q') tAyj - - � I .t,F (x) LY) D 5 vx IA/ (0,3 . K. pu t— F X X D x 6 D v 8,0 7- � 0.(0)1"- Ko^0) Pnrr' W.32. _ 11 -o R it-(o.t it) oti-vK(v(te 0.0-C t 0 aft "O; 123h -(Law :0 P�f 4 iz„3 0.6 it) 1 1 V-; o.57,4 .44/ LACEaitl, Gilt* 2- r " 17.15 14( POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425( 827 -5995 • Fax 1425 828 -4850 Job Name Made by Checked by Date Date Job No. Sheet No. Description Otto g A'f N" e - ` �1' rs. 111 CJ) w 0 1 f ]k 0 G o- 2 •t 1 t r (9-) pt i 1. 0 X Ott x ti pfl at 0V p r 1; 1r• 80 7 :2.1 k F - 0.7 K. 4 4 L+1' Nkv GtYG• 2 G ,p .9 yo~ 100 0 Bt+1 N DN -b 4•0 (Z." ) Pnrr' ILk ' U 1 1i ,,. �, + � - �► — � w = v � � � 'W I( (2.3 {'`') tLk s 1 • 1 6 (D F a •Tz< *11.6 POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 Job Name Made by Checked by Date Date Job No. Sheet No. Description W OA-MIA Al* �r 'K' (Q) (73 2.1 if— F Ok3 GCSE IX) ( t) d itki% - ' 7 I w � Py I A 15 © o ut � o ©0 t< o 1 ' I CI, tC X o 0 P > °v R 4 0. t 6' 1 ! = 0 tirrf4Ate oteki i top" (w) 4* /bat � -;- o.tsfl kat qg 04,1 H b0 Pavt' W- —F • 3�— R �o �, =1, `l K(4c? ) © M pr Mir w•I.Lt c 3k - gi,c0 d 1 1 ,='1.5 1 ' ( R� = Gib fc (oik) 1 C 5 1.8 1.8 3.6 0.525 0.1575 A 6 1.8 1.4 3.2 0.525 0.1575 D 7 1.4 1.8 3.2 0.525 0.1575 B 8 1.4 1.4 2.8 0.525 0.1575 2 C 5 2.5 1.8 4.3 -0.525 0.1575 A 6 2.5 1.4 3.9 -0.525 0.1575 D 7 0.7 1.8 2.5 -0.525 0.1575 B 8 0.7 1.4 2.1 -0.525 0.1575 3 C 5 2.0 2.3 4.3 0.1575 0.525 A 6 2.0 0.9 2.9 0.1575 0.525 D 7 1.2 2.3 3.5 0.1575 0.525 B 8 1.2 0.9 2.1 0.1575 0.525 4 C 5 1.0 2.3 3.3 -0.1575 0.525 A 6 1.0 0.9 1.9 - 0.1575 0.525 D 7 2.2 2.3 4.5 -0.1575 0.525 B 8 2.2 0.9 3.1 -0.1575 0.525 1 C 5 1.8 1.4 3.2 0.525 0.1575 A 6 1.8 1.8 3.6 0.525 0.1575 D 7 1.4 1.4 2.8 0.525 0.1575 B 8 1.4 1.8 3.2 0.525 0.1575 2 C 5 2.5 1.4 3.9 -0.525 0.1575 A 6 2.5 1.8 4.3 -0.525 0.1575 D 7 0.7 1.4 2.1 -0.525 0.1575 B 8 0.7 1.8 2.5 -0.525 0.1575 3 C 5 2.0 0.9 2.9 0.1575 0.525 A 6 2.0 2.3 4.3 0.1575 0.525 D 7 1.2 0.9 2.1 0.1575 0.525 B 8 1.2 2.3 3.5 0.1575 0.525 4 C 5 1.0 0.9 1.9 -0.1575 0.525 A 6 1.0 2.3 3.3 -0.1575 0.525 D 7 2.2 0.9 3.1 -0.1575 0.525 B 8 2.2 2.3 4.5 -0.1575 0.525 Poggemeyer Design Group Consulting Engineers Made By: BSF Date: 9/5/2007 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: Rooftop HVAC Additions Job Name: Digital.Forest (3rd Floor, BLDG C) Calculated Lateral Loads ■ 1 ■ Summary of Calculated Lateral Load Cases Load Case Overview Primary Load Cases Force 1 X Y 2 -X Y 3 Y X 4 -Y X ✓ *Advonse reverses the nomenclature here X = Y Load Cases Case Case Point ▪ Symmetric Load Cases Point Secondary Force Node Node Symm. Load Primary Secondary Case Force Force 1 -symm X -Y 2 -symm -X - 3 -symm Y -X 4 -symm -Y -X Advanse Nomanclature: Longitude Transverse Reaction Reaction - Z Total +Y +X Longitude Transverse Longitude Transverse Total Longitude Transverse Reaction Current Date: 9/18/2007 10:26 AM Units system: English File name: PACurrent Projects\7094-1 Digital Forest UPS Installation\Design\SimplePlafformtadv z BENTLEY Fz=-3.6 [Kip] 1 : :y=-0.525 [Kip] V*=-70.1575 [Kip] Fz=-3.2 [Kip] • ;4.f [Kip] —0.1575 [Kip] Fz=-3.2 [Kip] - =-0.525 [Kip] =-0.1575 [Kip] Fz=-2.8 [Kip] V=-0.525 [Kip] I t$=-0.1575 [Kip] a a a m :dBENTLEY | Current Date: 9/18/2007 10:27 AM Units system: File name: PACurrent Projects \7094-1 Digital Forest UPS Installation‘Design\SimplePlatform1. adv z � . • • , Fz=-4.3 [Kip] • Fz=-3.9 [Kip] Ce rv'= P `~ �� � ' \ "�- v ^ Fz=-2.5 D(ip� ^ ' • [Kip] ;i":= [Kip] ``' BENTLEY Current Date: 9/18/2007 10:28 AM Units system: English File name: P: \Current Projects \7094-1 Digital Forest UPS Installation \Design \SimplePlatforml.adv z / Y X Fz = -4.3 [Kip] i =0.525 [Kip] y= 9.1575 [Kip] C 921 Fz=-2.9 [Kip] =0.525 [Kip] y= 0.1575 [Kip] Fz = -3.5 [Kip] 0.525 [Kip] Fy= 0.1575 [Kip].. 1 - 3 - 4; f Fz = -2.1 [Kip] =0.525 [Kip] y= 0.1575 [Kip] • s r BENTLEY Current Date: 9/18/2007 10:29 AM Units system: English File name: P:\Current Projects\7094-1 Digital Forest UPS Installation \Design \SimplePlatformtadv • Z < • X NO ' •" Fz=-3.3 [Kip] :4= F- [Kip] =4).525 [Kip] CC 1 ic76 it) Fz= [Kip] • F-0.1575 [Kip] \Oe=-0.525 [Kip] Fz=-4.5 [Kip] =--0.1575 [Kip] Z=-0.525 [Kip] Fz=-3.1 [Kip] jfi=-0.1575 [Kip] F=-0.525 [Kip] Poggemeyer Design Group Consulting Engineers Made By: BSF Date: 9/5/2007 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: Rooftop HVAC Additions Job Name: Digital.Forest (3rd Floor, BLDG C) Weld Strengths Standard Allowable Weld Strength Calculations Per AISC ASD 9th Edt., Chapter J, Table J2.5 the allowable stress (ksi) for a fillet weld is determined by the following formula: The factors in the equation above are as follows: Symbol Factor R " Allowable Weld Strength per inch weld - length Factor (0.75 per ASD 9) t Thickness of weld at throat, typically given in 1/16" FEXX Electrod yield strength, Typically either 80 KSI (E80XX), 70 KSI (E70XX) or 60 KSI (E60XX) Table of Allowable Weld Strenghts (K /in) Calculated from the equation above. Throat Width 1/16 0.0625 1/8 0.125 3/16 0.1875 1/4 0.25 5/16 0.3125 3/8 0.375 7/16 0.4375 1/2 0.5 9/16 0.5625 5/8 0.625 11/16 0.6875 3/4 0.75 13/16 0.8125 7/8 0.875 15/16 0.9375 1 1 E80XX E70XX E60XX 3.2 6.4 9.5 12.7 15.9 19.1 22.3 25.5 28.6 31.8 35.0 38.2 41.4 44.5 47.7 50.9 2.8 5.6 8.4 11.1 13.9 16.7 19.5 22.3 25.1 27.8 30.6 33.4 36.2 39.0 41.8 44.5 2.4 4.8 7.2 9.5 11.9 14.3 16.7 19.1 21.5 23.9 26.3 28.6 31.0 33.4 35.8 38.2 • OR „ ". =0 5 t - ( • • • • 1 POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 Made by o. � Date ($ O.3— Job No. 7¢(i- Sheet No. Checked by Date Description Job Name *l IA. t' c1- flint e7t— Gn 00. Wit dvq 'ti1..0 i 1 fr nril ti ) • N I • W i t h II - 6tAi • flit 5 ) A25 Firtri5 74.4 `Keo- iftf2 (ea- 7964.e x -!k (7-) '' /iv. grr'r> z - ki' " ^ g . K fa- TA/A/6 )(- (« 7r €' IUI P yr" - U (0 '*I 61Altik 4acAti (IL (Agz if 14"br0-4) ife 14071/2 hovl5 ,t ,4) (1.S " Ye w ) POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 Made by Date t�I D i Job No. ���� Checked by Date Sheet No. Descripti Job Name ! iu'(01/ c / Git- `�y� 7 eg- pi-fv �. / tvC/ J /� • ! -txiy $2Afit r ,D L x 2 , ' /'{ ktem.66 --a nL.31. ',oa 14.1.Si t A3'S• (6i Nt4 0. vo F. -� (• 3 (I N'. �d eio f Xt.& It 1 W 2" IV Oki s e Atiwwg014 GAPRG1 C°;.3 PS Gnn4 St o CVNix o t'j JQi t) A "'n tfrA-0 • GAge 3 Li 1 7 1 A32- 1 $1 = ( to M, 3'{ r 3 b' r 0.131c495 D it f; LU L9 22.E k' ?5 b '- um i • POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 Made by Date lgj Job No. � i f 1 Checked by Date Sheet No. Description Job Name VIt44 ,1-piZ 'Fbd (_..O Ann ti h 4 1 etM't- G .IG- r r t 1 ??eittiA w1•F?x 6,e 1 - 2 - L— > A i11-- 41•• Vc2 = c92 t � 5x f 124 !IP ' t '6•t, ,a VI* 11'f S r " 3 rt• 1.1r IN rt (.*iK tb= o. (9o F `I = • Chia (Nu) - 6,740 G4A6 3 f.1 lit PS CC 0 f4 t ..= 9.23141 0.03 1 / I ie t- (G n o K) Fot, rt.= x (1 -') i 7 .- D' Y + .� fvf , c l. ( — 9.opt;4- 0.o } +D.0E n F14, 1% Fa me- 010 K 0{O caMPazr 3 • �- K Me. A (� f& = a•tr( t1 POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 Made by Date Q G �� Job Na �O l �, Checked by Date 1 Sheet No. Description Job Name v`h I(A k)' o M,tti 1 T M - k (eitlo t Jr4) ort7f 3 Ai v- ecitivq.) MAY- rick Cyr4t,o) (Act Tv » t'tD •4 pc .G i1/44 kfirl7 G• g � %`f"y�'91 s T2, 2 2b o 6.= NA. o. X2-1 ' c 23.5 P 4 t (L/w t €L ') L. - D•p9•� < 0•f`( :;me 60.111-3 ra 0 -Fa 4, fb fb 'C (• F it HO Y D -o`f 0.3 ---P D.3i ( 014-1 ) 0 -hi 1 POGGEMEYER DESIGN GROUP ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax 1425) 828 -4850 Made by Date p� f / f� lJ Job No. D _ , / ' '_(+r{ Checked by Date te Sheet Nod Description Job Name 97 I l it ' (1 R ' fr • r 1 1 r Av 41,, R ox,G •ffoPlt€J /Jir l/ - Ailliv6 vii er U :) : . OW( PM,rw !14 ve Pa: Nif}x cleft- (14(061.- (Gqr-- 3 'j) peti MoO L o.oz2-' (ci e 3) 4 Awn"Ilvit fez. c0o6 = 0 .o 2. k y X 0.01-(30 ©•& tome-7 (pater i' gz.t,eNlvMrve-> Poggemeyer Design Group Consulting Engineers Made By: BSF Date: 9/5/2007 Job No.: 7102 Checked by: Date: Sheet No.: 512 6th Street South, Suite 202 Kirkland, WA 98034 4.23 (425) 827 -5995 Fax: (425) 828 -4850 Description: Rooftop HVAC Additions Job Name: Digital. Forest (3rd Floor, BLDG C) Calculated Lateral Loads Case A B C D Sum AC Sum BD 1 3.56 2.25 4.23 2.76 7.79 5.01 2 3.99 1.81 4.67 2.32 8.66 4.13 3 3.45 2.18 4.34 2.83 7.79 5.01 4 2.16 2.21 4.49 3.94 6.65 6.15 DL +LL (A) 2 1.5 2 1.5 4 3 Max 3.99 2.25 4.67 3.94 Case A B C D Sum AC Sum BD 1 2.65 -1.6 2.94 -1.89 5.59 -3.49 2 2.49 -1.44 2.78 -1.73 5.27 -3.17 3 1.56 -1.87 2.57 -2.87 4.13 -4.74 4 2.1 -1.79 3.11 -2.8 5.21 -4.59 DL +LL (A) 1.27 -1.27 1.27 -1.75 2.54 -3.02 Max 2.65 -1.27 3.11 -1.73 Case A B C D Sum AC Sum BD 1 0.36 0.27 0 0 0.36 0.27 2 0.36 0.27 0 0 0.36 0.27 3 0 0 -1.21 -0.9 -1.21 -0.9 4 1.21 0.9 3.11 -2.8 4.32 -1.9 DL +LL (A) 0 0 0 0 0 0 Max 1.21 0.9 3.11 0 Summary of Global Reactions from Model Fz Reactions Fy Reactions Fx Reactions 1 1 1 .71A BENTLEY Current Date: 9/19/2007 8:46 AM Units system: English File name: P:\Current Projects\7094-1 Digital Forest UPS Installation \Design \SimplePlatform1.adv Z X L A.00001 - 6 - 156W-,, = 2.940597 [Kip] "---„ = 4.232586 [Kip] Fx= 0.361513 [Kip] = 2.651567 [Kip] 3.556557 [Kip] r 4 9:0008 - 890597[KP] t [Kip] — 2114 1 1< -- = 2.756489 [Kip] = -1.601567 [Kip] ` 2.254367 [Kip] BENTLEY Current Date: 9/19/2007 8:47 AM Units system: English File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \Design \SimplePlatforml.adv Z CY X L .-7-0:000017 [Kipr = 2.781617 [Kip] = 4.669956 [Kip] Fx= 0.361511 [Kip] = 2.492587 [Kip] '= 3.993929 [Kip] `'6541 p %. Y 1.73161J-{KIp] ,`-- f= 2.31912 [Kip] ="0.268525 [Kip] = - 1.442587 [Kip] Fi= 1.816995 [Kip] • a a • a • • Current Date: 9/19/2007 8:47 AM Units system: English File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \Design \SimplePlatform1.adv r Z A • s f f 1 1 BENTLEY CY X f 30fi377 [Kip)'• ._ =2:570868 [Kip] 4 4.335327 [Kip] 4 ) 1 FF = -0.000119 [Kip] =3:559749 [Kip] = 3.451712 [Kip] = 2.885867- {Kip] = 2.4421 [Kip] 0.000132 [Kip] y= - 1.87475 [Kip] `Sfz= 2.17854 [Kip] Z CY X BENTLEY Current Date: 9/19/2007 8:47 AM Units system: English File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \Design \SimplePlatform1.adv =x=- 0:00013 [Kip] = 3.114534 [Kip] x,= 4.491844 [Kip] Fx= 1.204986 [Kip] = 2.102943 [Kip] .-Pi= 2.161886 [Kip] = 2.799536- {Kip] = 3.938408 [Kip] 0.895061 [Kip] �� y= - 1.787941 [Kip] 142= 2.207862 [Kip] 6 Current Date: 9/19/2007 8:47 AM Units system: English File name P: \Current Projects \7094 1 Digital Forest UPS Installation \Design \SimplePiatforml.adv • Z CY ■ r ■ BENTLEY X =74010 00014 [Kip)--„ 1.265639 [Kip] ! r k 2.008493 [Kip] Fx= 0.000014 [Kip] = 1.265639 [Kip] = 2.008493 [Kip] � � _ - ieEO 6,,9 jKlp - � = 1.491507 ,- ' 1.265639 [Kip] 1.491507 [Kip] Poggemeyer Design Group Analysis for Digital.Forest HVAC Platform Frame Calculations Frame Model Diagrams (Excerpts) M -Pages PDG No. 7094.2 9/19/2007 mi r;NAT BENTLEY Current Date: 9/18/2007 2:42 PM Units system: English File name: PACurrent Projects\7094-1 Digital Forest UPS Installation \Design\SimplePlatform1.adv • z y ▪ X ti I •, - -,•, - ---z, :L .•-?-- , •:{,- ,_ r-: -. _......, 0 .) ,,,_!..,...._ ,.. c ......„ D Ceiti/e1,) r:71 BENTLEY Current Date: 9/18/2007 2:44 PM Units system: English File name: P:\Current Projects\7094-1 Digital Forest UPS Installation\Design\SimplePlafform1.adv y X IN"''■ --- .-.44V1■,:11■:::"-- ----- r. %.,"•.; ..., ,i,f.: 1 : t" ■ • • .1,b t. 1; : , , ' L----- 6corhe A 4.6,..rro-evt, • r•J' ef r • • 6 1 ragl BENTLEY Y X Current Date: 9/18/2007 10:46 AM Units system: English File name: P:\Current Projects\7094 Digital Forest UPS InstallationDesign\SimplePlatform1.adv Tx=0.08592 [in] Tx=0.004171 [in] Tx=0.085919 [in] Tai, Def... (Gftrie 1 7) Tx=0.003092 [in] Tx=0.178509 [in] Tx=0.002969 [in] Tx=6 [in] Current Date: 9/18/2007 10:47 AM Units system: English File name: P:\Current Projects\7094-1 Digital Forest UPS Installation \Design\SimplePlafformtadv ‹Y BENTLEY Tx=-0.08594 [in] Tx=-0.004027 [in] Tx=-0.085941 [in] Tx=-0.004191 [in] o a- ritA-t. • Lt) IC "-• CD NTOITVl'i I/1 Tx=-0.003004 [in] Tx=-0.178538 [in] I Tr=-0.178538 [in] Tx=-0.003126 [in] aro BENTLEY • Current Date: 9/18/2007 11:27 AM Units system: English File name: P:\Current Projects\7094-1 Digital Forest UPS Installation‘Design‘SimplePlatformtadv 1 Z Y ▪ X N-5" ..--------- -----,-- .., 16--- '"--4 I . .. -., , -1 .-----'-- "-. N 17 „-- ii \ ----...),444 „--- IN 2 .\\: .`„ PhS3 Ake ri 4.7v7( e 4- Nlooe f-1,/mbeo--`, Current Date: 9/18/2007 10:56 AM . 73BENTLEY Units system: English File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \Design \SimplePlatforml.adv Z X 6 it i f Z — G1 6MCI -t a 41- rte ■ rarA BENTLEY • Current Date: 9/18/2007 10:56 AM Units system: English File name: P:\Current Projects\7094-1 Digital Forest UPS Installation\Design\SimplePlatforml.adv , Y X 4■I P-06'% ba.414 +/-(A-L- ci-444 BENTLEY Current Date: 9/18/2007 10:52 AM Units system: English File name: P: \Current Pr jects \7094 -1 Digital Forest UPS Installation \Design \SimplePlatforml.adv Z Ax= -3.66 [Kip] G1e 1 - 1oc1 p o 33 [Kip] t�' BENTLEY " Z 1 i 1 Current Date: 9/18/2007 10:52 AM Units system: English File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \Design \SimplePlatforml.adv X Y Ax2.32 [Kip] Ax = -4.10 [Kip] arcIS 2- - f+ 'F G6 Ax= -2.32 [Kip] Ax= -1.90 [Kip] - *7-1.90 [Kip] Current Date: 9/18/2007 10:53 AM Units system File name: 1 \Current Projects \7094-1 Digital Forest UPS InstallationIDesign \SimplePlafform1.adv BENTLEY x��45 [Kip] L Current Date: 9/18/2007 10:53 AM Units system: English File name: PACurrent Projects\7094-1 Digital Forest UPS Installation \Design1SimplePlatform1.adv • BENTLEY Ax=-2.52 [Kip] itt7 - roS'i Ax=-2.48 [Kip] Current Date: 9/18/2007 10:53 AM Units system: English File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \Design \SimplePiatform1.adv Z X Y BENTLEY Ax= -2.01 [Kip] V V G 6 reST R r Ax= -1.49 [Kip] 4 , ■ Current Date: 9/18/2007 11:01 AM Units system: English File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \Design\SimplePlatforml.adv Z � X 1 IP] V2 . , KIP] V2 =2.65 [Kip] TAT -ids - -z "l V2=-2.33 -V e-497;47711(1 V2= 2.33 [Kip] l I [ P] KIP] V2 =2.65 [Kip] 5kP'- - GA' 1 • • F A BENTLEY V2 =2:94 [Kip] - �- V-2 DIS2` {Ivp I IF V = -1.89 [Kip] �ri t -2.68 [Kip] _ rsrv,Y2� 731 i._'- ` T 1 V2 = -2.68 [Kip] V2 = -1.60 [Kip] -1.60 [Kip] 2 = -2.33 [Kip] BENTLEY Current Date: 9/18/2007 11:01 AM Units system: English File name: P:\Current Pr*cts\ Digital Forest UPS Installation \DesigrASimpleplatformtadv V =-1.73 [Kip] 7-2.24 [Kip] _ V2=-0.26 [Kipl V2=-2.24 [Kip] '- V =4.7japtipr= V2=-1.73 [Kip] V =-1.44 [Kip] is • "I TO: 2=-1.90 [Kip] !UAL` V2=-1.90 [Kip] V2=2.78 V .8 - 1 3 ] V 1 fKip] V2=2.49 [Kip] V2=-1.44 [Kip] 1 Current Date: 9/18/2007 11:01 AM Units system: English File name: P:\Current Projects \7094-1 Digital Forest UPS Installation \Design \SimplePlatformtadv z Y s • !id BENTLEY v2=_0.40 Etv_k_ Kip ; . 2= 1 . 11 . 2 1 . 1 9 1, Ki l V2=-3. [K illi7IT V2=2.57 [Kii:9 V 117 2 nr pitopr ,- _ , _._ 11 %. V2 Ki V2=-1.87 [Kip] fi< V2=156 [Kip] Kip] 40E — tict V .89 [Kip] 2=-3.10 [Kip] .nir'Tirin In V2=-1.91 [Kip] -1.87 [Kip] 2=-1.91 [Kip] rl BENTLEY Current Date: 9/18/2007 11:01 AM Units system: File name: PACurrent Proiects\7094-1 Digital Forest UPS Installation\Design\SimplePlatformtadv � V2;-; Kip] i131 -17:1-41/2-'243-2=_3:78:3:1[KiKinP—pilidiffri I I 1 V2=-2.48 [Kip. ' v"p F !3 NTLEY 1 • - Y • X ■ 1 ■ Current Date: 9/18/2007 10:49 AM Units system: English File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \Design\SimplePlatforml.adv M33 =5.35 [Kip M33 =0.00 [Kip *ft] '!, __ _ M33 =4.66 [Kip M33 =0.00 [Kip *ft] 77T i M33 K4P *41 E _ - = ,35 [Kip *ft] 7.35 jKip *ft] =6.63 [Kip *ft] =-6.63 [Kip *ft] M33 =14.22 [Kip *ftl M33 =1 KgS *ft ? Tr. ?T VP f&n ntieN< 5 - GPc52 C l' amiA^A M33 =-4.73 [Kip *ft] 33 =-4.73 [Kip *ft] M33 =1 M33 =0 [Ki *ft] ' ?? rt' f::ll. I„j M33 p * J lIliliil`iGl 1� - `� = =-4= .00 [Ki [Kip ft] ft] M33 =0.00 [Kip *ft] BENTLEY Current Date: 9/18/2007 10:49 AM Units system: English File name: P:\Current Projects\7094-1 Digital Forest UPS Installation\Design\SimplePlatformtadv Y X M33=7.09 [Kip* T,!9:1KJIft] -1-111-71- M33=0.00 [Kip*ft] • p-fti - -6.9SfKip*ft] 1 I M33=0.00 [Kip*ft]4 t 11313 L tkii5*A] =-6.23 [Kip*ft] CV - fliCAl. (\A Mtar5 (A66 2 - M33=11.52 [Kipi'tl i [Ki ft] =-4.33 [Ki*ft] M33=11 1 I1 iJLLizi-I 33=-4.33 [Kip*ft] — 2M33=-3.61 [Kip*ft] M33=0.00 [Kip*ft] 33=-3.61 [Kip*11] M33=0.00 [Kip*ft] 1 • • Figure 1 Case 1 Stress Diagram Forces Members [K Z] 3.67 3.15 2.62 2.10 1.57 1.05 0.52 - 5.063E -03 -0.53 -1.06 -1.58 2.I1 -2.63 M" -3.16 3.68 ® 4.21 ,.,:lgZXVIROS§Vg Veq644.4 III II 1111 3 ffi9ig �a�8�S�g M dc�?V g 111 1 1 c7; v ei4 V 004 (1"11T I A 1111 IIIII • 110 00044 [1111 1 1 7 i i a a • 1 • ■ • Poggemeyer Design Group Analysis for Digital.Forest HVAC Platform Frame Calculations Existing Framing Checks X -Pages PDG No. 7094.2 9/19/2007 a r a a k a 1 • • • Digital.Forest - Analysis of Roof for HVAC Platform Frame (As -Built Data) Project Location Roof As -Built Summary Area The roof area effected by the addition of the HVAC platform frames is approximately 1,850 square feet and is delineate from grid 2.8 to grid 5.2 and from grid C to grid D. Bays 2 -3, 3 -4, 4 -5 and 5 -6 are 30' -0" wide. Bay C -D is 27' -0" wide. Major Beams There are W24x55s supporting the roof deck between grids 2 -4 and grid 5 -6, and a W24x76 between grids • 4 -5, running perpendicular to the roof bar joists along grid C. Along grid D there are W18x35s supporting the roof deck between grids 2 -4 and grid 5 -6, and a W24x55 between grids 4 -5, running perpendicular to the roof bar joists. There are W18x46s between grids C -D at grids 2 and 3 and W16x26s along grids 4, 5 & • 6, parallel to the roof bar joists. Girder Joists There are no girder joists within the effected area. Joists The roof bar -joist type are 24K6, but due to the frame type used, no load will be applied to the deck and will therefore not load the roof bar - joists. Columns • The columns at each grid intersection except C3, appear to be TS 10x10x1/2. The column at grid intersection C3 is a wide - flange, which by inspection, will be able to accept the load increase proposed by adding the HVAC platforms. The original design of the columns appears robust enough to be able to handle the additional gravity and lateral forces applied from 4 HVAC units (7,000# each) spread over • approximately 6 columns total. Decking /Slab The roof decking s composed of 13i" DP X 18 GA galvanized HSB 36 Deck by Verco. • Poggemeyer Design Group Analysis for Digital.Forest PDG No. 7094.2 9/18/2007 POGGEMEYE IGN GROUP Made by BSF Date 9/18/07 Job No. 7094 Consneers No a pion 512 6th Street So. g ite 202 • Kirkland, WA 98033 Checked by Date Sheet No. X -2 Description ROOF LAYOUT (ASBUILT) ` (425) 827— FAX (425) 828 -4850 Job Name DIGITAL FOREST HVAC FRAME ADDITION SEE JOIST REINFORCEMENT SCHEDULE AS -BUILT PARTIAL PLAN AT ROOF LEVEL SCALE: 1/8" = 1' -0" 7094— S2. 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 � G `' Job No. ` ,. Checked by Date Sheet No. Description Job Name r G';14 i n{-, i ' ` - f?r i1 r )- -f "'VIA -ft C 1 1 1 1 NI Ltd �./ x may ',r : alto uttwE 7 Cj, 14-A4 jst:z V"cr:13 - J,,•T' Nbi; 6,44/6 �.ck" ANN f\-1 (' 1 )- %,k1v . . i i S . 11/ 11 M 414.1 ( r)i ) 6-ri% ) (r Lotiti) frN6-9 Z = -9jK - 1 22 ,F . 7, r 1 1:1-6' — _ r?) p 3 e'r' g "'tt Member Code Checks Displayed Solution: Envelope Member Bending Moments (k -ft) Reaction units are k and k -ft .26 .26 .21 .70 -68.4 oaj -68.4 443 -95.1 -207.4 Moment Diagram with Bending Unity Beam Line 1 Code Check No Calc > 1.0 .90-1.0 _ .75-,90 .50 -.75 0. -.50 Sept 19, 2007 at 2:53 PM BeamLinel.r2d 1 1 1 1 1 1 1 ■ .Y Member Shear Checks Displayed Solution: Envelope Member Shear Forces (k) Reaction units are k and k -ft Shear Check Beam Line 1 28.6 Sept 19, 2007 at 2:50 PM BeamLinel .r2d Shear Check No Calc >1.0 .90-1.0 .75 -.90 .50 -.75 0. -.50 1 N1 0 0 i WPM_ 0 2 N2 29.5 0 0 3 N3 59 0 0 4 N 93.5 0 p 5 N 123 0 0 1 -- ._-- Roof Dead __--- - -___. __ a- •.�__. DL _ . L.g ,1 _.- Reaction 1 rooung ru11 i -_. VIJU IUUIC(7 4 2 Roof Snow SL 1 N3 Reaction 4 3 Frame EQ EL N4 1 Reaction 4 Frame Static LL Reaction 1 _ 5 Roof Conc DL 1 2 1 _ _ N1 - - .- _- ---•, Reaction _ . L.g ,1 _.- Reaction _ 1 wwiwi ILn rooung 2 N2 Reaction Reaction Yes 3 N3 Reaction Reaction 4 N4 Reaction Reaction 5 N5 Reaction Reaction Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation Yes Merge Tolerance (in) .12 P -Delta Analysis Tolerance 0.50% Hot Rolled Steel Code AISC: ASD 9th Cold Formed Steel Code AISI 01: ASD Wood Code NDS 2001: ASD Wood Temperature < 100F Concrete Code ACI 2002 Number of Shear Regions 4 Region Spacing Increment (in) 4 Concrete Stress Block Rectangular Yes Use Cracked Sections Bad Framing Warnings No Unused Force Warnings Yes Company : Designer : Job Number : Basic Load Cases Joint Boundary Conditions Dynamics Input Number of Modes Load Combination Number Acceleration of Gravity Convergence Tolerance Converge Work Vectors Global BLC Descri p ti Joint Label 0 1 - Basic 32.2 (ft/sec ^2) 0.001 No Joint Coordinates and Temperatures Sept 19, 2007 2:50 PM Checked By: • RISA -2D Version 6.5 [P: \... \... \Design \Existing Framing Checks \BeamLinel.r2d] Page 1 1 Ic -- ---- --------- --- rvw��ici nR- � r � -- ___ —. __ - -- ------ -.__ _lc , 1 Ni max 3.579 2 9.872 2 0 1 2 min -1.823 3 4.346 1 0 1 3 N2 max 3.579 2 14.534 2 0 1 4 min -1.823 3 8.691 1 0 1 5 N3 max 5.378 2 15.557 2 0 1 6 min -2.639 3 9.219 1 0 1 7 N4 max 3.726 2 41.454 2 0 1 8 min -1.984 3 35.165 1 0 1 9 N5 max 3.579 2 28.752 2 0 1 10 min -1.823 3 23.226 1 0 1 11 Totals: max 14.78 2 100.767 2 1 2 min -7.62 3 80.647 1 — ...... - -._.. , .,,.....1......,,. . , ...., oykt�,,.,.c�. ./tall Luwuuigryiui tnaLocanontn,iat 1 M1 Y -.46 -.46 0 %100 2 M2 Y -.46 -.46 0 %100 3 M3 Y -.46 -.46 0 %100 4 M4 Y -.46 -.46 0 %100 . ry tt a till rrrcrerrrent[ft] Dorn Ways - 1st Joint zna Jo...sra Joi..4th Joint5th Joint6th Joint7th Joint8th Joint9th JointlOth J... 1 M1 FRAMEEQ1 .5 Yes N1 N2 N3 2 M2 FRAMEEQ1 .5 Yes N3 N4 N5 3 M3 FRAMEST... .5 Yes Ni N2 N3 4 M4 FRAMEST... .5 Yes N3 N4 N5 Company : ▪ Designer : Job Number : ✓ ✓ ■ Envelope Joint Reactions Load Combination Design f ;l Description Basic Dyn STATIC Dyn EQ Moving Loads P Moving Load Patterns Pattern Label ASIF CD Member Distributed Loads (BLC 2 : Roof Snow) ABIF Service Member Distributed Loads (BLC 1 : Roof Dead) Member Distributed Loads (BLC 5 : Roof Conc) Load (k) Direction M Hot Rolled Cold Formed Yes Yes Yes Yes Yes Yes Distance (ft) Wood Yes Yes Yes Member Label Direction Start Magnitude[kIf d..End Magnitude[_.. Start Location[ft,%1 M1 Y -.575 -.575 0 M2 Y - .575 -.575 — — 0 M4 Y -.575 - .575 0 M Y .575 - .575 0 Sept 19, 2007 2:50 PM Checked By: Concrete Yes Yes Yes Footings Yes Yes Yes End Location[ft,%] %100 — - -- -- --- - - - - -- % 100 .......... %100 %100 -_- Member Label Direction Start Magnitude[k/ft d..End Magnitude[._. Start Location[ft %] End Location[ft %] T Y T -1 2R -1.28 %80 %100 M4 -1.28 I 0 I %100 RISA -2D Version 6.5 [P :\... \... \Design \Existing Framing Checks \BeamLine1.r2d] Page 2 .. �.., . ._ . . 1."1-- - -- I ...... - -._.. , .,,.....1......,,. . , ...., oykt�,,.,.c�. ./tall Luwuuigryiui tnaLocanontn,iat 1 M1 Y -.46 -.46 0 %100 2 M2 Y -.46 -.46 0 %100 3 M3 Y -.46 -.46 0 %100 4 M4 Y -.46 -.46 0 %100 . ry tt a till rrrcrerrrent[ft] Dorn Ways - 1st Joint zna Jo...sra Joi..4th Joint5th Joint6th Joint7th Joint8th Joint9th JointlOth J... 1 M1 FRAMEEQ1 .5 Yes N1 N2 N3 2 M2 FRAMEEQ1 .5 Yes N3 N4 N5 3 M3 FRAMEST... .5 Yes Ni N2 N3 4 M4 FRAMEST... .5 Yes N3 N4 N5 Company : ▪ Designer : Job Number : ✓ ✓ ■ Envelope Joint Reactions Load Combination Design f ;l Description Basic Dyn STATIC Dyn EQ Moving Loads P Moving Load Patterns Pattern Label ASIF CD Member Distributed Loads (BLC 2 : Roof Snow) ABIF Service Member Distributed Loads (BLC 1 : Roof Dead) Member Distributed Loads (BLC 5 : Roof Conc) Load (k) Direction M Hot Rolled Cold Formed Yes Yes Yes Yes Yes Yes Distance (ft) Wood Yes Yes Yes Member Label Direction Start Magnitude[kIf d..End Magnitude[_.. Start Location[ft,%1 M1 Y -.575 -.575 0 M2 Y - .575 -.575 — — 0 M4 Y -.575 - .575 0 M Y .575 - .575 0 Sept 19, 2007 2:50 PM Checked By: Concrete Yes Yes Yes Footings Yes Yes Yes End Location[ft,%] %100 — - -- -- --- - - - - -- % 100 .......... %100 %100 -_- Member Label Direction Start Magnitude[k/ft d..End Magnitude[._. Start Location[ft %] End Location[ft %] T Y T -1 2R -1.28 %80 %100 M4 -1.28 I 0 I %100 RISA -2D Version 6.5 [P :\... \... \Design \Existing Framing Checks \BeamLine1.r2d] Page 2 . ry tt a till rrrcrerrrent[ft] Dorn Ways - 1st Joint zna Jo...sra Joi..4th Joint5th Joint6th Joint7th Joint8th Joint9th JointlOth J... 1 M1 FRAMEEQ1 .5 Yes N1 N2 N3 2 M2 FRAMEEQ1 .5 Yes N3 N4 N5 3 M3 FRAMEST... .5 Yes Ni N2 N3 4 M4 FRAMEST... .5 Yes N3 N4 N5 Company : ▪ Designer : Job Number : ✓ ✓ ■ Envelope Joint Reactions Load Combination Design f ;l Description Basic Dyn STATIC Dyn EQ Moving Loads P Moving Load Patterns Pattern Label ASIF CD Member Distributed Loads (BLC 2 : Roof Snow) ABIF Service Member Distributed Loads (BLC 1 : Roof Dead) Member Distributed Loads (BLC 5 : Roof Conc) Load (k) Direction M Hot Rolled Cold Formed Yes Yes Yes Yes Yes Yes Distance (ft) Wood Yes Yes Yes Member Label Direction Start Magnitude[kIf d..End Magnitude[_.. Start Location[ft,%1 M1 Y -.575 -.575 0 M2 Y - .575 -.575 — — 0 M4 Y -.575 - .575 0 M Y .575 - .575 0 Sept 19, 2007 2:50 PM Checked By: Concrete Yes Yes Yes Footings Yes Yes Yes End Location[ft,%] %100 — - -- -- --- - - - - -- % 100 .......... %100 %100 -_- Member Label Direction Start Magnitude[k/ft d..End Magnitude[._. Start Location[ft %] End Location[ft %] T Y T -1 2R -1.28 %80 %100 M4 -1.28 I 0 I %100 RISA -2D Version 6.5 [P :\... \... \Design \Existing Framing Checks \BeamLine1.r2d] Page 2 Company : ▪ Designer : Job Number : ✓ ✓ ■ Envelope Joint Reactions Load Combination Design f ;l Description Basic Dyn STATIC Dyn EQ Moving Loads P Moving Load Patterns Pattern Label ASIF CD Member Distributed Loads (BLC 2 : Roof Snow) ABIF Service Member Distributed Loads (BLC 1 : Roof Dead) Member Distributed Loads (BLC 5 : Roof Conc) Load (k) Direction M Hot Rolled Cold Formed Yes Yes Yes Yes Yes Yes Distance (ft) Wood Yes Yes Yes Member Label Direction Start Magnitude[kIf d..End Magnitude[_.. Start Location[ft,%1 M1 Y -.575 -.575 0 M2 Y - .575 -.575 — — 0 M4 Y -.575 - .575 0 M Y .575 - .575 0 Sept 19, 2007 2:50 PM Checked By: Concrete Yes Yes Yes Footings Yes Yes Yes End Location[ft,%] %100 — - -- -- --- - - - - -- % 100 .......... %100 %100 -_- Member Label Direction Start Magnitude[k/ft d..End Magnitude[._. Start Location[ft %] End Location[ft %] T Y T -1 2R -1.28 %80 %100 M4 -1.28 I 0 I %100 RISA -2D Version 6.5 [P :\... \... \Design \Existing Framing Checks \BeamLine1.r2d] Page 2 FRAMEEQ1 -3.94 Y 0 .,., 0 -2.8 X 0 uy nano NC -2.21 Y 8.33 L -1.79 X 8.33 0 -3.91 Y 15 L -2.8 X 15 [ -2.21 Y 23.33 -1.79 X 23.33 1 M1 - -- 1 max .,., 0 '. 1 y ua 0 ic 1 uy nano NC is 1 2 min 0 1 0 1 NC 1 3 2 max 0 1 -.091 1 3874.449 1 4 min 0 1 -.184 2 1919.387 2 5 3 max 0 1 -.128 1 2760.545 1 6 min 0 1 -.259 2 1366.364 2 7 4 max 0 1 -.091 1 3874.449 1 8 min 0 1 -.184 2 1919.387 2 9 5 max 0 1 0 1 NC 1 10 min 0 1 0 1 NC 1 11 M2 1 max 0 1 0 1 NC 1 12 min 0 1 0 1 NC 1 13 2 max 0 1 -.091 1 3874.449 1 14 min 0 1 -.184 2 1919.387 2 15 3 max 0 1 -.128 1 2760.545 1 16 min 0 1 -.259 2 1366.364 2 17 4 max 0 1 -.091 1 3874.449 1 18 min 0 1 -.184 2 1919.387 2 19 5 max 0 1 0 1 NC 1 20 min 0 1 0 1; NC 1 21 M3 1 max 0 1 0 1 NC 1 22 min 0 1 0 1 NC 1 23 2 max 0 1 -.488 1 724.941 1 24 min 0 1 -.581 2 ` 608.894 2 25 3 max 0 1 -.685 1 516.52 1 26 min 0 1 -.816 2 433.716 2 Company : Designer : Job Number : Moving Load Patterns Pattern Label FRAMESTATIC Member Primary Data Label I Joint J Joint M1 N1 M2 N2 N3 M3 N4 N5 M4 N3 N4 Load - 2 Envelope Member Section Deflections M Direction Y Distance 1.27 - 2 1.27 -2 1.27 - 2 1.27 X Y X Y X Y X 0 8.33 8.33 15 15 23.33 23.33 Rotate(deg) Section /Sh... Design List W24X55 Wide Flange W24X55 Wide Flange W24X55 Wide Flange W24X76 Wide Flange RISA -2D Version 6.5 [P:\... \... \Design \Existing Framing Checks \BeamLine1.r2d] Type Beam Beam Beam Beam Material A572 Gr.50 A572 Gr.50 Gr.50 A572 Gr.50 Sept 19, 2007 2:50 PM Checked By: Design Rules Typical Typical -- Typical Typical Page 3 1 M1 1 max . - 216 2 1.049 2 0 1 0 1 2 min -.111 3 .467 1 0 1 0 1 3 2 max .149 2 .659 2 5.579 2 -2.518 1 4 min -.073 3 .129 2 2.518 1 -5.579 2 5 3 max .086 2 .258 2 7.122 2 -3.357 1 6 min -.086 2 -.258 2 3.357 1 -7.122 2 7 4 max .073 3 -.129 2 5.579 2 -2.518 1 8 min • -.149 N! c') -.659 2 2.518 1 -5.579 2 9 5 max .111 -.467 1 0 1 0 1 10 min -.216 2 -1.049 2 0 1 0 1 11 M2 1 max .216 2 1.049 2 0 1 0 1 12 min -.111 3 .467 1 0 1 0 1 13 2 max .149 2 .659 2 5.579 2 -2.518 1 14 min -.073 3 .129 2 2.518 1 -5.579 2 15 3 max .086 2 .258 2 7.122 2 -3.357 1 16 min -.086 2 -.258 2 3.357 1 -7.122 2 17 4 max .073 3 -.129 2 5.579 2 -2.518 1 18 min -.149 2 -.659 2 2.518 1 -5.579 2 19 5 max .111 3 -.467 1 0 1 0 1 20 min -.216 2 -1.049 2 0 1 0 1 21 M3 1 max .216 2 3.077 2 0 1 0 1 22 min -.111 3 2.495 1 0 1 0 1 23 2 max .149 2 1.673 2 16.519 2 - 13.458 1 24 min -.073 3 1.143 2 13.458 1 - 16.519 2 25 3 max .086 2 .258 2 21.708 2 - 17.944 1 26 min -.086 2 -.258 2 17.944 1 - 21.708 2 27 4 max .073 3 -1.143 2 16.519 2 - 13.458 1 28 min -.149 2 -1.673 2 13.458 1 - 16.519 2 29 5 max .111 3 -2.495 1 0 1 0 1 30 min -.216 2 -3.077 2 0 1 0 1 31 M4 1 max .163 2 1.013 2 0 1 0 1 32 min -.085 3 .463 1 0 1 0 1 33 2 max .113 2 .655 2 4.669 2 -2.285 1 34 min -.057 3 .18 2 2.285 1 -4.669 2 35 3 max .062 2 .321 2 6.375 2 -3.393 1 36 min -.062 2 -.153 2 3.393 1 -6.375 2 37 4 max .057 3 -.012 2 5.71 2 -3.326 1 38 min -.113 2 -.487 2 3.326 1 -5.71 2 39 5 max _ .085 3 -1.134 1 0 1 0 1 Company : Designer : Job Number : Envelope Member Section Deflections (Continued) ontinued) 27 28 29 31 32 33_ 34 35 36 37 38 39 40 Member M4 Sec 4 4 5 max . min max min max min max min max min max min max min Enve lope Member Section Stresses Member x [in.] Ic 0 1 0 1 0 1 0 0 1 0 1 0 0 1 0 1 0 1 0 1 0 1 0 1 0 1 Shearrksi] y[inL -.488 -.581 0 0 0 0 -.126 -.224 -.184 -.322 -.14 -.238 0 0 RISA -2D Version 6.5 [P:\... \... \Design \Existing Framing Checks \BeamLine1.r2d] Ic 1 2 1 1 1 2 1 2 1 1 Sept 19, 2007 2:50 PM Checked By: Uy Ratio 724.941 NC NC NC NC 3295.883 1851.982 2253.877 1285.696 2957.665 1740.166 NC NC Ic 1 2 1 1 1 1 1 2 1 2 1 2 1 1 Page 4 Company : Designer : Job Number : Envelope Member Section Stresses (Continued) Envelope AISC ASD Steel Code Checks Member Sec Axialfksil Ic 1 1 min 1 -.163 Solution Warning Loq Message No Data to Print ... Sept 19, 2007 2:50 PM Checked By: 40 Shearfksil _ Ic To Bendinofk... Ic Bottom Bendin... Ic 2 1 -1.685 1 2 1 0 Member Shape Code Check Loc[ft] Ic Shear Check Loc[ft] Ic Fa Lksi] Ft Lksil Fb [ksi] Cb Cm ASD_Egn M1 W24X55 . 263 11.984 2 _ 056. 29.5 2 2.141 33 1 1 H1 -3__ M2 W24X55 .263 11.984 2 .056 29.5 2 2.141 30 33 1 1 H1-3 M3 W24X55 .699 14.443 2 .163. 29.5 2 2.141 30 33 1 1 H1 -3 M4 W24X76 .213 15.453 2 .084 34.5 2 3.209 30 33 1 1 H1 -3 RISA -2D Version 6.5 [P: \... \... \Design \Existing Framing Checks \BeamLine1.r2d] Page 5 • Iz -LX r 4141 Member Code Checks Displayed Solution: Envelope Member Bending Moments (k -ft) Reaction units are k and k -ft .81 -105.9 oat, 2 .81 105.9 Moment Diagram with Bending Unity Beam Line 2 .48 .81 -129.7 -105.9 45 Code Check No Calc > 1 . 0 _ .90 -1.0 .75 -.90 .50 -.75 0. -.50 Sept 19, 2007 at 2:33 PM BeamLine2.r2d �t1 Member Shear Checks Displayed Solution: Envelope Member Shear Forces (k) Reaction units are k and k -ft 15.2 15.2 .15 5.2 5 16 5.2 .09 Shear Check Beam Line 2 15.2 Sept 19, 2007 at 2:32 PM BeamLine2.r2d Shear Check I No Calc > 1.0 :80 -1.0 75 .-.9 .50 -.7 5 0:.50 5.2 1 Roof Dead DL Reaction 1 1 UULII IV 1 4 2 Roof Snow SL N3 1 N3 Reaction 8 3 Frame EQ EL N4 1 Reaction 123 0 4 Frame Static LL Reaction 1 1 5 Roof Live LL 1 4 1 Ni Reaction Reaction Include Shear Deformation 1 UULII IV 2 N2 Reaction Reaction Yes N3 3 N3 Reaction Reaction N4 93.5 4 N4 Reaction Reaction 123 0 5 N5 Reaction Reaction Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation Yes Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Hot Rolled Steel Code AISC: ASD 9th Cold Formed Steel Code AISI 99: ASD Wood Code NDS 91/97: ASD Wood Temperature < 100F Concrete Code ACI 1999 Number of Shear Regions Ni Region Spacing Increment (in) 4 Concrete Stress Block Rectangular Yes Use Cracked Sections Bad Framing Warnings No Unused Force Warnings Yes 1 Ni 0 -!1. LI- 0 1 emp ri 0 2 N2 29.5 0 0 3 N3 59 0 0 4 N4 93.5 0 0 5 N5 123 0 0 • Company : Designer : Job Number : Joint Boundary Conditions 1 1 ..A 1 • Basic Load Cases Dynamics Input Number of Modes Load Combination Number Acceleration of Gravity Convergence Tolerance Converge Work Vectors Global BLC Description Joint Label " Joint Coordinates and Temperatures 0 1 - Basic 32.2 (ft/secA2) 0.001 No Inint RSA-2D Version 6.5 [P:\...\...\Design\Existing Framing ChecksiBeamLine2.r2d] Sept 19, 2007 2:33 PM Checked By: Page 6 1 M1 Y -.228 -.228 0 mno Locarionln,70 %100 2 M2 Y -.228 -.228 0 %100 3 M3 Y -.228 -.228 0 %100 4 M4 Y -.228 -.228 0 %100 1 N1 max - - l , 1 }J Li • U 15 308 .... r 2 0 IL. 1 2 0 min -4.029 2 8.523 1 0 1 3 N2 max 0 1 . 24.506 2 0 1 4 Y min -4.092 2 17.047 1 0 1 5 N3 max 0 1 25.625 2 0 1 6 min -5.632 2 17.452 1 0 1 7 N4 max 0 1 25.393 2 0 1 8 min -4.428 2 17.452 1 0 1 9 N5 max 0 1 15.308 2 0 1 10 min -4.029 2 8.523 1 0 1 11 Totals: max 0 1 93.038 2 12 min -16.48 2 68.998 1 Company : Designer : Job Number : Envelope Joint Reactions Load Combination Design 1 2 3 - Description Basic Dyn EQ Dyn STATIC ASIF CD ABIF Service Member Distributed Loads (BLC 1 : Roof Dead) Member • Member Distributed Loads (BLC 2 : Roof Snow) Member Label Direction Start Magnitude[kfiLd..End Magnitude[. - 1 M1 Y -.569 -.569 2 M2 Y -.569 -.569 3 M4 Y -.569 -.569 4 M3 Y -.569 -.569 5 M1 Y -.341 -.341 6 M2 Y -.341 -.341 7 M4 Y -.341 -.341 8 M3 Y -.341 -.341 Member Distributed Loads (BLC 4 : Frame Static) Hot Rolled Cold Formed Yes Yes Yes Yes Yes Yes • Start Location[ft,%1 0 0 0 0 0 0 0 0 RISA-2D Version 6.5 [P:\...\...\Design\Existing Framing CheckstBeamLine2s2d] Wood Yes Yes Yes Sept 19, 2007 2:33 PM Checked By: Concrete Yes Yes Yes • Footings Yes Yes Yes End Location[ft,q %100 %100 %100 %100 %100 %100 %100 %100 Member Label Direction Start Magnitude[k/114..End MagnitudeL Start LocationiftN End Location[ft,°A)1_ 11 M1 Y 1_ 0 0 0 1 0 Member Distributed Loads (BLC 5: Roof Live) Page 7 6 ih 6 CI IU 1-01..CIUU11111, 70 1 M 1 Y -.455 -.455 0 .1 %100 2 M2 Y -.455 -.455 0 %100 3 M3 Y -.455 -.455 0 %100 4 M4 Y -.455 -.455 0 %100 Company : Designer : Job Number : Envelope Joint Reactions Load Combination Design 1 2 3 - Description Basic Dyn EQ Dyn STATIC ASIF CD ABIF Service Member Distributed Loads (BLC 1 : Roof Dead) Member • Member Distributed Loads (BLC 2 : Roof Snow) Member Label Direction Start Magnitude[kfiLd..End Magnitude[. - 1 M1 Y -.569 -.569 2 M2 Y -.569 -.569 3 M4 Y -.569 -.569 4 M3 Y -.569 -.569 5 M1 Y -.341 -.341 6 M2 Y -.341 -.341 7 M4 Y -.341 -.341 8 M3 Y -.341 -.341 Member Distributed Loads (BLC 4 : Frame Static) Hot Rolled Cold Formed Yes Yes Yes Yes Yes Yes • Start Location[ft,%1 0 0 0 0 0 0 0 0 RISA-2D Version 6.5 [P:\...\...\Design\Existing Framing CheckstBeamLine2s2d] Wood Yes Yes Yes Sept 19, 2007 2:33 PM Checked By: Concrete Yes Yes Yes • Footings Yes Yes Yes End Location[ft,q %100 %100 %100 %100 %100 %100 %100 %100 Member Label Direction Start Magnitude[k/114..End MagnitudeL Start LocationiftN End Location[ft,°A)1_ 11 M1 Y 1_ 0 0 0 1 0 Member Distributed Loads (BLC 5: Roof Live) Page 7 6 ih 6 -- 1 _ ___� ate M1 _ raue!ii FRAMEST... incrementLry .5 Dom vvays Yes ist Joint[na N1 Jo., i N2 3rd Joi. N3 4th Joint5th Joint6thJofnt7th Y Joint8th Joint9th Joint1Oth J,_. 2 M2 FRAMEST... .5 Yes N3 N4 N5 15 A572 Gr.50 -2 Y 23.33 N3 1.27 3 M3 FRAMEEQ .5 Yes N1 N2 N3. 0 1 -.666 1 531.72 1 6 7 4 M4 FRAMEEQ .5 Yes N3 N4 N5 2 4 max 0 1 -.474 FRAMESTATIC -2 Y 0 0 1.27 X 0 Igigiena[ A572 Gr.50 A572 Gr.50 -2 Y 8.33 N2 1.27 X 8.33 3 -2 Y 15 1.27 X 15 A572 Gr.50 -2 Y 23.33 N3 1.27 X 23.33 1 M1 Ni N2 0 W18X35 Wide Flange Wide Flange ! skim Beam Beam Igigiena[ A572 Gr.50 A572 Gr.50 ue51gn mules T ypical Typical 2 M2 N2 N3 0 0 W18X35 3 M3 N4 N5 W18X35 Wide Flange Beam A572 Gr.50 Typical 4 M4 N3 N4 1 W24X55 Wide Flange Beam A572 Gr.50 Typical 1 M 1 1 max 0 " - 1 .7 - J� 0 ik. 1 - 'ay rcauv NC IC 1 ' 1 tNI'! ceJ1 •tti “")1 ;111 I min 0 0 1 1 0 1 NC 1 1 2 max -.474 1 746.273 min 0 1 -.783 2 452.056 2 3 max 0 1 -.666 1 531.72 1 6 7 min 0 1 -1.1 2 321.745 2 4 max 0 1 -.474 1 746.273 1 8 9 min 0 1 -.783 2 452.056 2 5 max 0 1 0 1 NC 1 10 min 0 1 0 1 NC 1 11 M2 1 max 0 1 0 1 NC 1 12 min 0 1 0 1 NC 1 13 2 max 0 1 -.474 1 746.273 1 14 min 0 1 -.783 2 452.056 2 15 3 max 0 1 -.666 1 531.72 1 16 min 0 1 -1.1 2 321.745 2 17 4 max 0 1 _ -_474 1 746.273 1 • • • • • i • • • r Company : Designer : Job Number : Moving Loads Moving Load Patterns Pattern Label FRAMEEQ Member Primary Data Label Mem • Load (kl -4.23 2.65 - 3.56 2.94 -4.23 2.65 - 3.56 2.94 ▪ Envelope Member Section Deflections Direction Y x Y X Y X Y X Distance 0 0 8.33 8.33 15 15 23.33 23.33 RISA -2D Version 6.5 [P: \... \... \Design \Existing Framing Checks \BeamLine2.r2d] Sept 19, 2007 2:33 PM Checked By: Page 8 18 M -- - -___. M2 - -- 4 min 0 - -- ?: N -.783 2 u 1 45 I 2 19 v-i e-1 5 max 0 0 1 -9.817 1 20 9.817 0 I I N min 0 0 1 0 0 0 1 21 M3 1 max 0 1 0 1 NC 1 22 15 min 0 1 0 1 NC 1 23 2 2 max 0 1 -.474 1 746.273 1 24 2 13.09 min 0 1 -.783 2 452.056 2 25 2 3 max 0 1 -.666 1 531.72 1 26 min -.071 min 0 1 -1.1 2 321.745 2 27 4 max 0 1 -.474 1 746.273 1 28 20 min 0 1 -.783 2 452.056 2 29 0 5 max 0 1 0 1 NC 1 30 0 1 min 0 1 0 1 NC 1 31 M4 1 max 0 1 0 1 NC 1 32 .071 2 min 0 1 0 1 NC 1 33 2 max 0 1 -.3 1 1378.711 1 34 25 min 0 1 -.492 2 841.674 2 35 -13.09 3 max 0 1 -.421 1 982.331 1 36 13.09 1 min 0 1 -.692 2 598.148 2 37 -.604 4 max 0 1 -.3 1 1378.711 1 38 -.071 2 min 0 1 - .492 2 841.674 2 39 5 5 max 0 1 0 1 NC 1 40 30 min 0 1 0 1 NC 1 . . —1(.1, •:1-1 Lc,: (DI r-- Go; e-1 •■-', %-.1 e- ' M -- - -___. M2 - -- 4 X. c i Xi c . X; c : X c ; X c ; X, c , c , •H CU, COI •-1 C01.-1 E' El Ei E E E E E E El E: E , . ..,..•.�•� _ -.391 .07 - 253 .142 -._ 142 .253 -... -.071 .391 0 0 - .391 .071 -.253 - -- ?: N . 2.... � a.� 1.605 _...._ .604 - - -� .532 - .532 -.604 - 1.707 -1.605 Ni T-1 N _ v u nJ. c��u��fin.. 0 0 - _ 9.817 21.948 -- ' -2i r-j N DVllVlll OCIIVItt.. 0 _9_817 _ - 1 -13.09 - 21.948 v-i e-1 13.09 17.195 2 -9.817 9.817 0 I I N - 17.195 0 -2.858 0 0 0 e- , , I Q._.. 0 2.858 I 1.605 1.707 .604 N 17.195 9.817 I NI v- -9.817 - 17.195 15 3 max .142 2 .532 2 21.948 2 -13.09 1 16 min -.142 2 -.532 2 13.09 1 - 21.948 2 17 4 max .253 2 -.604 2 17.195 2 -9.817 1 18 min -.071 N -1.707 2 9.817 1 - 17.195 2 19 5 max .391 -1.605 1 0 1 0 1 20 min 0 -2.858 2 0 1 0 1 21 M3 1 max 0 7 2.858 2 0 1 0 1 22 min -.391 1.605 1 0 1 0 1 23 2 max .071 2 1.707 2 17.195 2 -9.817 1 24 min -.253 2 .604 2 9.817 1 - 17.195 2 25 3 max .142 2 .532 2 21.948 2 -13.09 1 26 min -.142 2 -.532 2 13.09 1 - 21.948 2 27 4 max .253 2 -.604 2 17.195 2 -9.817 1 28 min -.071 2 -1.707 2 9.817 1 - 17.195 2 29 5 max .391 2 -1.605 1 0 1 0 1 30 min_ 0- 1 -2.858 2 0 1 0 1 Company : Designer : Job Number : Envelope Member 5 Deflection (Continued) M Envelope Member Section Stresses M v (in V i RISA -2D Version 6.5 [P: \... \... \Design \Existing Framing Checks \BeamLine2.r2d] Sept 19, 2007 2:33 PM Chec 3y: • Page 9 a 1 a 1 1.722 W18X35 0 !I 0 0 __ .149 .959 2 1.006 30 10.52 1 -6.051 H1-3 2 .366 - - 6.051 17.516 - 10.523 .149 0 .32 1.77 13.544 30 -8.068 L H1 -3 -.32 i N! N N N 8.068 .813 - 13.544 2 .149 - .366 10.523 - -_ Ni i -6.051 30 1 - 1.006 6.051 4 - 10.5.23 W24X55 .476 -.959 0 .091 0 2 1.565 -1.722 0 1 0 H1 -3 1 M1 W18X35 .813 17.516 2 .149 0 2 1.77 30 30 1 1 H1-3 2 M2 W18X35 .813 17.516 2 .149 0 2 1.77 30 30 1 1 H1 -3 3 M3 W18X35 .813 17.516 2 .149 0 2 1.77 30 30 1 1 H1 -3 4 M4 W24X55 .476 20.125 2 .091 34.5 2 1.565 30 33 1 1 H1 -3 Comp : Desig : Job N ;r : ✓ • 1 1 1 I • 1 • 1 Envelope Member Section Stresses (Continued) 31 32 33 34 35 36 37 38 39 40 Member M4 Solution Warning Log Sec 1 3 4 i 7 xial[ksi] max_.. 0 min -.263 max .044 min -.178 max .093 min -.093 max .178 min -.044 max .263 min 0 Envelope A /SC ASD Steel Code Checks Member Shape C She Sept 19, 2007 2:33 PM Checked By: Message No Data to Print ... RISA -2D Version 6.5 [P: \... \... \Design \Existing Framing Checks \BeamLine2.r2d] Page 10 Poggemeyer Design Group Analysis for Digital.Forest HVACPlatform Frame Calculations Appendices A -Pages PDG No. 7094.2 9/19/2007 BENTLEY Current Date: 9/18/2007 11:45 AM Units system: English File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \Design\SimplePlatforml.adv GLOSSARY Cb22, Cb33 : Moment gradient coefficients Cm22, Cm33 : Coefficients applied to bending term in interaction formula d0 : Tapered member section depth at J end of member DJX : Rigid end offset distance measured from J node in axis X DJY : Rigid end offset distance measured from J node in axis Y DJZ : Rigid end offset distance measured from J node in axis Z DKX : Rigid end offset distance measured from K node in axis X DKY : Rigid end offset distance measured from K node in axis Y DKZ : Rigid end offset distance measured from K node in axis Z dL : Tapered member section depth at K end of member Ig factor : Inertia reduction factor (Effective Inertia /Gross Inertia) for reinforced concrete members K22 : Effective length factor about axis 2 K33 : Effective length factor about axis 3 L22 : Member length for calculation of axial capacity L33 : Member length for calculation of axial capacity LB pos : Lateral unbraced length of the compression flange in the positive side of local axis 2 LB neg : Lateral unbraced length of the compression flange in the negative side of local axis 2 RX : Rotation about X RY : Rotation about Y RZ : Rotation about Z TO : 1 = Tension only member 0 = Normal member TX : Translation in X TY : Translation in Y TZ : Translation in Z Nodes Node 1 0.00 0.00 0.00 0 2 0.00 0.00 -2.50 0 i 3 8.33 0.00 0.00 0 4 8.33 0.00 -2.50 0 5 0.00 3.08 0.00 0 6 8.33 3.08 0.00 0 7 0.00 20.00 0.00 0 8 8.33 20.00 0.00 0 10 0.00 27.08 0.00 0 11 0.00 27.08 -2.50 0 12 8.33 27.08 0.00 0 13 8.33 27.08 -2.50 0 14 2.7767 0.00 0.00 0 15 5.5533 0.00 0.00 0 16 2.7767 3.08 0.00 0 17 5.5533 3.08 0.00 0 18 2.7767 20.00 0.00 0 19 5.5533 20.00 0.00 0 20 2.7767 27.08 0.00 0 21 5.5533 27.08 0.00 0 I Restraints Node X Y Z Rigid Floor [fl] [ft] Eft] TX TY TZ RX RY RZ Model Geometry data Pg. A -1 a 1 2 1 1 1 0 0 0 4 1 1 1 0 0 0 11 1 1 1 0 0 0 or 13 1 1 1 0 0 0 • • Members Member NJ NK Description Section Material dO dL Ig factor [in] [in] 12 1 2 PXX 6.0 A500 GrB rounded 0.00 0.00 0.00 13 1 3 W 14X43 A572 Gr50 0.00 0.00 0.00 14 3 4 PXX 6.0 A500 GrB rounded 0.00 0.00 0.00 15 1 5 W 18X71 A572 Gr50 0.00 0.00 0.00 16 3 6 W 18X71 A572 Gr50 0.00 0.00 0.00 17 5 6 W 14X43 A572 Gr50 0.00 0.00 0.00 18 5 7 W 18X71 A572 Gr50 0.00 0.00 0.00 19 6 8 W 18X71 A572 Gr50 0.00 0.00 0.00 20 7 8 W 14X43 A572 Gr50 0.00 0.00 0.00 21 10 7 W 18X71 A572 Gr50 0.00 0.00 0.00 22 12 8 W 18X71 A572 Gr50 0.00 0.00 0.00 23 10 11 PXX 6.0 A500 GrB rounded 0.00 0.00 0.00 24 10 12 W 14X43 A572 Gr50 0.00 0.00 0.00 25 12 13 PXX 6.0 A500 GrB rounded 0.00 0.00 0.00 26 14 16 W 14X22 A572 Gr50 0.00 0.00 0.00 27 15 17 W 14X22 A572 Gr50 0.00 0.00 0.00 30 18 20 W 14X22 A572 Gr50 0.00 0.00 0.00 31 19 21 W 14X22 A572 Gr50 0.00 0.00 0.00 33 2 3 LU 3X2X1_4 A572 Gr50 0.00 0.00 0.00 35 10 13 LU 3X2X1_4 A572 Gr50 0.00 0.00 0.00 IS Orientation of local axes •+ Member Rotation Axes23 NX NY NZ [Deg] 13 90.00 0 0.00 0.00 0.00 15 90.00 0 0.00 0.00 0.00 16 90.00 0 0.00 0.00 0.00 17 90.00 0 0.00 0.00 0.00 18 90.00 0 0.00 0.00 0.00 19 90.00 0 0.00 0.00 0.00 20 90.00 0 0.00 0.00 0.00 21 90.00 0 0.00 0.00 0.00 22 90.00 0 0.00 0.00 0.00 24 90.00 0 0.00 0.00 0.00 r 26 90.00 0 0.00 0.00 0.00 27 90.00 0 0.00 0.00 0.00 30 90.00 0 0.00 0.00 0.00 31 90.00 0 0.00 0.00 0.00 33 90.00 0 0.00 0.00 0.00 35 90.00 0 0.00 0.00 0.00 Hinges Node -J Node -K Member TO M33 M22 V3 V2 M33 M22 V3 V2 TOR AXL 13 No 1 1 0 0 1 1 0 0 0 0 17 No 1 1 0 0 1 1 0 0 0 0 20 No 1 1 0 0 1 1 0 0 0 0 24 No 1 1 0 0 1 1 0 0 0 0 26 No 1 1 0 0 1 1 0 0 0 0 27 No 1 1 0 0 1 1 0 0 0 0 30 No 1 1 0 0 1 1 0 0 0 0 A Pg. A -2 i 744 BENTLEY ▪ Current Date: 9/18/2007 11:46 AM Units system: English File name: P: \Current Projects\7094 -1 Digital Forest UPS Installation \Design\SimplePlatforml.adv Applied Load data Comb : Indicates if load condition is a load combination (1= Toad combination. 0 = load case) Load conditions ■ Condition Description Comb. Category ✓ 6 • • GLOSSARY DL Dead Load 0 DL LL1 Live Load 0 LL C3 Primary Force in X 0 EQ C4 Primary Force in -X 0 EQ C1 Primary Force in Y 0 EQ C2 Primary Force in -Y 0 EQ Load on nodes Condition Node FX FY FZ MX MY MZ [Kip] [Kip] [Kip] [Kip *ft] [Kip *ft] [Kip *ft] LL1 5 0.00 0.00 -1.75 0.00 0.00 0.00 6 0.00 0.00 -1.75 0.00 0.00 0.00 7 0.00 0.00 -1.75 0.00 0.00 0.00 8 0.00 0.00 -1.75 0.00 0.00 0.00 C3 5 0.525 0.1575 -4.30 0.00 0.00 0.00 6 0.525 0.1575 -2.90 0.00 0.00 0.00 7 0.525 0.1575 -3.50 0.00 0.00 0.00 8 0.525 0.1575 -2.10 0.00 0.00 0.00 C4 5 -0.525 - 0.1575 -3.30 0.00 0.00 0.00 6 -0.525 -0.1575 -1.90 0.00 0.00 0.00 7 -0.525 -0.1575 -4.50 0.00 0.00 0.00 8 -0.525 - 0.1575 -3.10 0.00 0.00 0.00 C1 5 -0.1575 -0.525 -3.60 0.00 0.00 0.00 6 -0.1575 -0.525 -3.20 0.00 0.00 0.00 7 - 0.1575 -0.525 -3.20 0.00 0.00 0.00 8 -0.1575 -0.525 -2.80 0.00 0.00 0.00 C2 5 -0.1575 -0.525 -4.30 0.00 0.00 0.00 6 -0.1575 -0.525 -3.90 0.00 0.00 0.00 7 -0.1575 -0.525 -2.50 0.00 0.00 0.00 8 - 0.1575 -0.525 -2.10 0.00 0.00 0.00 Distributed force on members Condition Member Dir1 Val1 [Kip /ft] Va12 Dist1 % Dist2 % [Kip /ft] [ft] Ift] LL1 15 2 0.00 0.00 0.00 No 100.00 Yes Pg. A -3 16 2 0.00 0.00 0.00 No 100.00 Yes 21 2 0.00 0.00 0.00 No 100.00 Yes 22 2 0.00 0.00 0.00 No 100.00 Yes 26 2 0.00 0.00 0.00 No 100.00 Yes 27 2 0.00 0.00 0.00 No 100.00 Yes 30 2 0.00 0.00 0.00 No 100.00 Yes 31 2 0.00 0.00 0.00 No 100.00 Yes Self weight multipliers for Toad conditions Self weight multiplier Condition Description Comb. MuItX MultY MuItZ DL Dead Load LL1 Live Load C3 Primary Force in X C4 Primary Force in -X C1 Primary Force in Y C2 Primary Force in -Y Seism (Dynamic analysis only) Condition a/g Ang. Damp. [Deg] [ %] DL 0.00 0.00 0.00 LL1 0.00 0.00 0.00 C3 0.00 0.00 0.00 C4 0.00 0.00 0.00 C1 0.00 0.00 0.00 C2 0.00 0.00 0.00 Pg. A -4 6 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 a a ■ ■ i J BENTLEY sr 1 1 1 • • • Current Date: 9/18/2007 11:47 AM Units system: English File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \Design\SimplePiatforml.adv Reactions My y {L J X F y A1x Fx ^ Fz r` � - � J Direction of positive forces and moments Concise Node Reactions Forces iKipl Moments iKip'ftl Node FX FY FZ MX MY MZ Condition LC1 =C1 +LL2 2 0.00002 2.94060 4.23259 0.00000 0.00000 0.00000 4 0.36151 2.65157 3.55656 0.00000 0.00000 0.00000 11 - 0.00005 - 1.89060 2.75649 0.00000 0.00000 0.00000 13 0.26852 - 1.60157 2.25437 0.00000 0.00000 0.00000 SUM 0.63000 2.10000 12.80000 0.00000 0.00000 0.00000 Condition LC2 =C2 +LL2 2 0.00002 2.78162 4.66996 0.00000 0.00000 0.00000 4 0.36151 2.49259 3.99393 0.00000 0.00000 0.00000 11 - 0.00005 - 1.73162 2.31912 0.00000 0.00000 0.00000 13 0.26852 - 1.44259 1.81700 0.00000 0.00000 0.00000 SUM 0.63000 2.10000 12.80000 0.00000 0.00000 0.00000 Condition LC3 =C3 +LL2 2 - 1.20498 2.57087 4.33533 0.00000 0.00000 0.00000 4 - 0.00012 1.55975 3.45171 0.00000 0.00000 0.00000 11 - 0.89504 - 2.88587 2.83442 0.00000 0.00000 0.00000 13 0.00013 - 1.87475 2.17854 0.00000 0.00000 0.00000 SUM - 2.10000 -0.63000 12.80000 0.00000 0.00000 0.00000 Condition LC4 =C4 +LL2 2 0.00011 3.11453 4.49184 0.00000 0.00000 0.00000 4 1.20499 2.10294 2.16189 0.00000 0.00000 0.00000 11 - 0.00016 - 2.79954 3.93841 0.00000 0.00000 0.00000 13 0.89506 - 1.78794 2.20786 0.00000 0.00000 0.00000 SUM 2.10000 0.63000 12.80000 0.00000 0.00000 0.00000 Condition LCA= DL +LL1 2 - 0.00001 1.26564 2.00849 0.00000 0.00000 0.00000 4 0.00001 1.26564 2.00849 0.00000 0.00000 0.00000 11 0.00000 - 1.26564 1.49151 0.00000 0.00000 0.00000 13 0.00000 - 1.26564 1.49151 0.00000 0.00000 0.00000 SUM 0.00000 0.00000 7.00000 0.00000 0.00000 0.00000 Pg. A -5 BENTLEY Current Date: 9/18/2007 11:36 AM Units system: English File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \Design\SimplePlatforml.adv Design code: 1989 AISC ASD Note.- Plane 1 -2: Design for bending moment about axis 3 and shear force parallel to axis 2 Plane 1 -3: Design for bending moment about axis 2 and shear force parallel to axis 3 Load conditions included in the design: - DL =Dead Load - LL1 =Live Load - C3= Primary Force in X - C4= Primary Force in -X - C1= Primary Force in Y - C2= Primary Force in -Y - LL2= Platform Area - LC1=C1+LL2 - LC2=C2+LL2 •- LC3 =C3 +LL2 - LC4=C4+LL2 - LCA=DL+LL1 MEMBER 12 DESCRIPTION : Section : PXX 6.0 Material : A500 GrB rounded Rigid Floor : 0 - 0 Fy : 42.00 [Kip /in2] Frame type DESIGN PARAMETERS L [ft] 2.50 2.50 Lb pos [ft] 2.50 — Lb neg [ft] 2.50 — K 1.00 1.00 Lateral bracing No No CONTROLLING FORCES - SHEAR Load condition : C4= Primary Force in -X Distance [ft] 0.00 (0 %) Shear forces [Kip] 3.11 0.00 i Torsion [Kip *ft] 0.00 — CALCULATED PARAMETERS fv [Kip /in2] 0.41 0.00 • Fv [Kip /in2] 16.80 16.80 ftor [Kip /in2] 0.00 — Ftor [Kip /in2] 16.80 — SHEAR CHECK fv /Fv 0.02 0.00 ftor /Ftor 0.00 — CONTROLLING FORCES - BENDING Load condition : C4= Primary Force in -X Distance [ft] 0.00 (0 %) Moments [Kip *ft] 7.79 0.00 Axial force [Kip] -4.49 — CALCULATED PARAMETERS fa [Kip /in2] 0.28 Fa [Kip /1n2] 24.32 fb [Kip /in2] 4.76 Steel Code Check 0.00 Pg A - 6 Plane 1 -2 Plane 1 -3 Fb [Kip /in2] 27.72 27.72 • - -- - -- - - - -- -- - - - -- --- - -____ 8i • DESIGN PARAMETERS KUR Cm Fe [Kip /in2] Curvature 14.69 14.69 0.85 0.85 692.46 692.46 Double Single INTERACTION EQUATION fa /Fa = 0.01 (compression) Controlling equation : H1 -3 = 0.18 Status : OK MEMBER 13 DESCRIPTION : Section : W 14X43 ▪ Material : A572 Gr50 Rigid Floor : 0 - 0 Fy : 50.00 [Kip /in2] Frame type Plane 1 -2 Plane 1 -3 DESIGN PARAMETERS L [ft] 8.33 8.33 Lb pos [ft] 8.33 - Lb neg [ft] 8.33 - K 1.00 1.00 Lateral bracing No No CONTROLLING FORCES - SHEAR Load condition : C4= Primary Force in -X ▪ Distance [ft] 0.00 (0 %) Shear forces [Kip] 0.00 0.00 Torsion [Kip`ft] 0.00 - CALCULATED PARAMETERS fv [Kip /in2] 0.00 0.00 Fv [Kip /in2] 20.00 20.00 ftor [Kip /in2] 0.01 -- Ftor [Kip/iin2] 20.00 - SHEAR CHECK fv /Fv 0.00 ftor /Ftor 0.00 CONTROLLING FORCES - BENDING Load condition : C4= Primary Force in -X Distance [ft] 2.78 (33 %) Moments [Kip*ft] 0.00 0.01 ▪ Axial force [Kip] -0.60 - CALCULATED PARAMETERS fa [Kip /in2] 0.05 - Fa [Kip /in2] 23.91 - fb [Kip /in2] 0.00 0.01 Fb [Kip/iin2] 30.00 37.50 DESIGN PARAMETERS KUR 17.15 52.78 Cb 1.00 1.00 Cm 0.85 0.85 Fe [Kip /in2] 507.66 53.61 . Curvature Single Single ✓ INTERACTION EQUATION fa /Fa = 0.00 (compression) Controlling equation : H1 -3 = 0.00 Status : OK 0.00 MEMBER 14 DESCRIPTION : Section : PXX 6.0 Material : A500 GrB rounded Rigid Floor : 0 - 0 Fy : 42.00 [Kip /in2] Frame type DESIGN PARAMETERS [ft] [ft] [ft] L Lb pos Lb neg K Lateral bracing Plane 1 -2 Plane 1 -3 2.50 2.50 2.50 - 2.50 - 1.00 1.00 No No CONTROLLING FORCES - SHEAR Load condition : C1= Primary Force in Y Distance [ft] 0.00 (0 %) Shear forces [Kip] 2.65 0.00 Torsion [Kip *ft] 0.00 - --------- -- ----------- ----- ---- --- - - ---_ CALCULATED PARAMETERS fv [Kip /in2] 0.35 0.00 Fv [Kip /in2] 16.80 16.80 ftor [Kip /in2] 0.00 - Ftor [Kip /in2] 16.80 SHEAR CHECK fv /Fv 0.02 0.00 ftor /Ftor 0.00 - CONTROLLING FORCES - BENDING Load condition : C1= Primary Force in Y Distance [ft] 0.00 (0 %) Moments [Kip *ft] 6.63 0.00 Axial force [Kip] -3.66 - CALCULATED PARAMETERS fa [Kip /in2] 0.23 Fa [Kip /in2] 24.32 - fb [Kip /in2] 4.05 0.00 Fb [Kip /in2] 27.72 27.72 DESIGN PARAMETERS KUR 14.69 14.69 Cm 0.85 0.85 Fe [Kip /in2] 692.46 692.46 Curvature Single Single INTERACTION EQUATION fa /Fa = 0.01 (compression) Controlling equation : H1 -3 = 0.16 Status : OK MEMBER 15 DESCRIPTION : Section : W 18X71 Material : A572 Gr50 Rigid Floor : 0 - 0 Fy : 50.00 [Kip /in2] Frame type : DESIGN PARAMETERS L [ft] 3.08 Lb pos [ft] 3.08 Lb neg [ft] 3.08 Plane 1 -2 Plane 1 -3 3.08 Pg A - 8 • • • • • • K 1.00 1.00 ▪ Lateral bracing No No ■ CONTROLLING FORCES - SHEAR Load condition : C3= Primary Force in X Distance [ft] 0.00 Shear forces [Kip] -4.70 Torsion [Kip *ft] 0.00 ( %) 0.60 CALCULATED PARAMETERS . fv [Kip/in2] 0.51 0.10 Fv [Kip/in2] 20.00 20.00 ftor [Kip /in2J 0.00 - Ftor [Kip/in2] 20.00 - SHEAR CHECK fv /Fv 0.03 0.00 ftor /Ftor 0.00 - CONTROLLING FORCES - BENDING Load condition : C3= Primary Force in X Distance [ft] 3.08 (100 %) Moments [Kip *ft] 8.04 1.85 . Axial force [Kip] -2.57 - CALCULATED PARAMETERS fa [Kip /in2] 0.12 ▪ Fa [Kip /in2] 28.12 - ▪ fb [Kip /in2] 0.76 1.41 Fb [Kip /in2] 33.00 37.50 DESIGN PARAMETERS I KUR 4.93 21.71 Cb 2.30 1.75 Cm 0.85 0.85 Fe [Kip /in2] 6149.07 316.91 Curvature Double Double INTERACTION EQUATION fa/Fa = 0.00 (compression) Controlling equation : H1 -3 = 0.07 Status : OK MEMBER 16 DESCRIPTION : Section : W 18X71 Material : A572 Gr50 Rigid Floor : 0 - 0 Fy : 50.00 [Kip /in2] Frame type Plane 1 -2 Plane 1 -3 DESIGN PARAMETERS . L [ft] 3.08 3.08 Lb pos [ft] 3.08 - Lb neg [ft] 3.08 - K 1.00 1.00 Lateral bracing No No CONTROLLING FORCES - SHEAR Load condition : C2= Primary•Force in -Y Distance [ft] 0.00 (0 %) . Shear forces [Kip] -4.10 -0.18 Torsion [Kip "ft] 0.00 - CALCULATED PARAMETERS fv [Kip /in2] 0.45 0.03 Fv [Kip /in2] 20.00 20.00 ftor [Kip /in2] 0.00 -- Ftor [Kip /in2] 20.00 - SHEAR CHECK fvlFv 0.02 ftor /Ftor 0.00 CONTROLLING Load condition : Distance Moments Axial force CALCULATED PARAMETERS fa [Kip /in2] Fa [Kip /in2] fb [Kip/in2] Fb [Kip /in2] DESIGN PARAMETERS KL/R Cb Cm Fe Curvature [Kip/in2] INTERACTION EQUATION fa /Fa Controlling equation Status DESIGN PARAMETERS L [ft] Lb pos [ft] Lb neg [ft] K Lateral bracing CONTROLLING FORCES - SHEAR Load condition : C4= Primary Force in -X Distance [ft] Shear forces [Kip] Torsion [Kip *ft] MEMBER 17 DESCRIPTION : Section : W 14X43 Material : A572 Gr50 Rigid Floor : 0 - 0 Fy : 50.00 [Kip /in2] Frame type CALCULATED PARAMETERS fv [Kip /in2] Fv [Kip /in2] ftor [Kip /in2] Ftor [Kip/in2] SHEAR CHECK fv /Fv ftor /Ftor FORCES - BENDING C3= Primary Force in X [ft] [Kip*ft] [Kip] CONTROLLING FORCES - BENDING Load condition : C4= Primary Force in -X Distance [ft] Moments [Kip*ft] Axial force [Kip] CALCULATED PARAMETERS fa [Kip /in2] Fa [Kip /in2] fb [Kip /in2] Fb [Kip /in2] 3.08 5.62 -1.56 0.07 28.12 0.53 33.00 4.93 2.30 0.85 6149.07 Double = 0.00 (compression) : H1 -3 = 0.06 : OK Plane 1 -2 8.33 8.33 8.33 1.00 No 0.00 0.00 0.00 0.00 20.00 0.01 20.00 0.00 0.00 2.78 0.00 0.00 0.00 23.91 0.00 30.00 0.00 (100 %) 1.86 1.41 37.50 21.71 1.75 0.85 316.91 Double Plane 1 -3 8.33 1.00 No ( %) 0.00 0.00 20.00 0.00 (33 %) -0.01 0.01 37.50 Pg A -10 DESIGN PARAMETERS KUR 17.15 52.78 Cb 1.00 1.00 Cm 0.85 0.85 Fe [Kip /in2] 507.66 53.61 • Curvature Single Single INTERACTION EQUATION fa /Fa = 0.00 (compression) • Controlling equation : H1 -3 = 0.00 Status : OK ■ MEMBER 18 DESCRIPTION : Section : W 18X71 • Material : A572 Gr50 Rigid Floor : 0 - 0 Fy : 50.00 [Kip /in2] Frame type : Plane 1 -2 Plane 1 -3 ------------------------------------- DESIGN PARAMETERS L [ft] 16.92 16.92 Lb pos [ft] 16.92 - Lb neg [ft] 16.92 - K 1.00 1.00 Lateral bracing No No CONTROLLING FORCES - SHEAR Load condition : C4= Primary Force in -X Distance [ft] 0.00 (0 %) ▪ Shear forces [Kip] -0.83 -0.08 Torsion [Kip'ft] 0.00 - CALCULATED PARAMETERS • fv [Kip /in2] 0.09 0.01 Fv [Kip /in2] 20.00 20.00 ftor [Kip /in2] 0.00 - Ftor [Kip /in2] 20.00 - ili SHEAR CHECK fv /Fv 0.00 0.00 ftor /Ftor 0.00 -- CONTROLLING FORCES - BENDING Load condition : C4= Primary Force in - X Distance [ft] 16.92 (100 %) Moments [Kip *ft] 18.98 -3.17 Axial force [Kip] -2.96 -- CALCULATED PARAMETERS fa [Kip /in2] 0.14 - Fa [Kip /in2] 10.50 - fb [Kip /in2] 1.80 2.41 Fb [Kip /in2] 29.60 37.50 DESIGN PARAMETERS r KUR 27.07 119.25 Cb 1.50 1.24 Cm 0.85 0.85 Fe [Kip /in2] 203.76 10.50 • Curvature Single Single INTERACTION EQUATION fa /Fa = 0.01 (compression) Controlling equation : H1 -3 = 0.14 • Status : OK MEMBER 19 DESCRIPTION : Section : W 18X71 Material : A572 Gr50 Rigid Floor : 0 - 0 Fy : 50.00 [Kip /in2] Frame type . Plane 1 -2 Plane 1 -3 DESIGN PARAMETERS L [ft] 16.92 16.92 Lb pos [ft] 16.92 - Lb neg [ft] 16.92 -- K 1.00 1.00 Lateral bracing No No ---- --------- --- - -____ --------------- -- - CONTROLLING FORCES - SHEAR Load condition : C4= Primary Force in -X Distance [ft] 0.00 (0 %) Shear forces [Kip] -0.62 -0.08 Torsion [Kip*ft] 0.00 -- CALCULATED PARAMETERS fv [Kip /in2] 0.07 0.01 Fv [Kip /in2] 20.00 20.00 ftor [Kip /in2] 0.00 - Ftor [Kip /in2] 20.00 SHEAR CHECK fv /Fv 0.00 0.00 ftor /Ftor 0.00 CONTROLLING FORCES - BENDING Load condition : C4= Primary Force in -X Distance [ft] 16.92 (100 %) Moments [Kip*ft] 13.07 -3.17 Axial force [Kip] -1.95 - CALCULATED PARAMETERS fa [Kip /in2] 0.09 Fa [Kip /in2] 10.50 - fb [Kip/iin2] 1.24 2.41 Fb [Kip /in2] 30.00 37.50 DESIGN PARAMETERS KL/R 27.07 119.25 Cb 1.56 1.24 Cm 0.85 0.85 Fe [Kip /in2] 203.76 10.50 Curvature Single Single INTERACTION EQUATION fa /Fa = 0.01 (compression) Controlling equation : H1 -3 = 0.11 Status : OK DESIGN PARAMETERS L [ft] 8.33 8.33 Lb pos [ft] 8.33 - Pg A -12 r Ct MEMBER 20 DESCRIPTION : • Section : W 14X43 Material : A572 Gr50 Rigid Floor : 0 - 0 • Fy : 50.00 [Kip /in2] Frame type Plane 1 -2 Plane 1 -3 Lb neg - K Lateral bracing S CONTROLLING FORCES - SHEAR Load condition : C3= Primary Force in X Distance [ft] Shear forces [Kip] Torsion [Kip"ft] CALCULATED PARAMETERS fv [Kip /in2] Fv [Kip /in2] ftor [Kip /in2] Ftor [Kip /in2] SHEAR CHECK fv /Fv ftor /Ftor CONTROLLING Load condition : Distance Moments Axial force CALCULATED PARAMETERS fa [Kip /in2] Fa [Kip /in2] fb [Kip /in2] Fb [Kip /in2] DESIGN PARAMETERS KUR Cb Cm Fe Curvature INTERACTION EQUATION fa /Fa Controlling equation Status MEMBER 21 Section Material Rigid Floor Fy Frame type DESIGN PARAMETERS L [ft] [ft] [ft] Lb pos Lb neg K Lateral bracing [ft] [Kip /in2] DESCRIPTION : : W 18X71 : A572 Gr50 :0 -0 : 50.00 [Kip /in2] CONTROLLING FORCES - SHEAR Load condition : C4= Primary Force in -X Distance [ft] Shear forces [Kip] Torsion [Kip *ft] CALCULATED PARAMETERS fv [Kip /in2] Fv [Kip /in2] ftor [Kip /in2] Ftor [Kip /in2] 8.33 1.00 No 0.00 0.00 0.00 0.00 20.00 0.01 20.00 0.00 0.00 FORCES - BENDING C3= Primary Force in X [ft] 2.78 [Kip *ft] 0.00 [Kip] 0.00 0.00 30.00 0.00 30.00 17.15 1.00 0.85 507.66 Single = 0.00 (tension) : H2 -1 = 0.00 : OK Plane 1 -2 7.08 7.08 7.08 1.00 No 0.00 -3.67 0.00 0.40 20.00 0.00 20.00 1.00 No (0 %) 0.01 0.00 20.00 0.00 (33 %) 0.03 0.03 37.50 52.78 1.00 0.85 53.61 Single Plane 1 -3 7.08 1.00 No ( %) 0.45 0.07 20.00 SHEAR CHECK fv /Fv ftor /Ftor CONTROLLING Load condition : Distance Moments Axial force CALCULATED PARAMETERS fa Fa fb Fb Lb pos Lb neg K Lateral bracing [Kip /in2] [Kip /in2] [Kip /in2] [Kip /in2] DESIGN PARAMETERS KUR Cb Cm Fe Curvature [Kip /in2] INTERACTION EQUATION fa /Fa Controlling equation Status MEMBER 22 DESCRIPTION : Section : W 18X71 Material : A572 Gr50 Rigid Floor : 0 - 0 Fy : 50.00 [Kip /in2] Frame type . DESIGN PARAMETERS L [ft] [ft] [ft] CONTROLLING FORCES - SHEAR Load condition : C4 =Primary Force in -X Distance [ft] Shear forces [Kip] Torsion [Kip *ft] CALCULATED PARAMETERS fv [Kipfin2] Fv [Kip/in2] ftor [Kip /in2] Ftor [Kip /in2] SHEAR CHECK fv /Fv ftor /Ftor FORCES - BENDING C4= Primary Force in -X [ft] 7.08 [Kip *ft] 18.98 [Kip] -2.79 CONTROLLING FORCES - BENDING Load condition : C4= Primary Force in -X Distance [ft] Moments [Kip *ft] Axial force [Kip] CALCULATED PARAMETERS fa [Kip /in2] Fa [Kip /in2] fb [Kip/in2] 0.02 0.00 0.00 0.13 24.37 1.80 30.00 = 0.01 (compression) : H1 -3 = 0.13 : OK (100 %) 3.17 2.41 37.50 11.33 49.90 2.18 1.75 0.85 0.85 1163.71 59.98 Double Double Plane 1 -2 Plane 1 -3 7.08 7.08 7.08 - 7.08 - 1.00 1.00 No No 0.00 (0 %) -2.48 0.45 0.00 - 0.27 0.07 20.00 20.00 0.00 -- 20.00 - 0.01 0.00 7.08 13.07 -1.78 0.09 24.37 1.24 0.00 (100 %) 3.17 2.41 • Fb [Kip /in2] 30.00 37.50 DESIGN PARAMETERS KUR Cb Cm Fe [Kip /in2] Curvature 11.33 49.90 2.14 1.75 0.85 0.85 1163.71 59.98 Double Double INTERACTION EQUATION • fa /Fa = 0.00 (compression) Controlling equation : H1 -3 = 0.11 Status : OK • MEMBER 23 DESCRIPTION : • Section : PXX 6.0 Material : A500 GrB rounded Rigid Floor : 0 - 0 Fy : 42.00 [Kip /in2] • Frame type : • SHEAR CHECK fv /Fv 0.02 ftor /Ftor 0.00 Plane 1 -2 Plane 1 - DESIGN PARAMETERS L [ft] 2.50 2.50 Lb pos [ft] 2.50 -- Lb neg [ft] 2.50 - K 1.00 1.00 Lateral bracing No No CONTROLLING FORCES - SHEAR Load condition : C3= Primary Force in X Distance [ft] 0.00 (0 %) Shear forces [Kip] -2.89 0.00 Torsion [Kip *ft] 0.00 - 1 CALCULATED PARAMETERS fv [Kip/in2] 0.38 0.00 Fv [Kip /in2] 16.80 16.80 ftor [Kip /in2] 0.00 - IJ Ftor [Kip /in2] 16.80 - 0.00 CONTROLLING FORCES - BENDING Load condition : C3= Primary Force in X Distance [ft] 0.00 (0 %) • Moments [Kip*ft] -7.21 0.00 Axial force [Kip] -3.10 - CALCULATED PARAMETERS • fa [Kip /in2] 0.20 - Fa [Kip /in2] 24.32 - fb [Kip/iin2] 4.41 0.00 Fb [Kip /in2] 27.72 27.72 r DESIGN PARAMETERS KUR 14.69 14.69 Cm 0.85 0.85 Fe [Kip /in2] 692.46 692.46 • Curvature Single Single INTERACTION EQUATION fa /Fa = 0.01 (compression) Controlling equation : H1 -3 = 0.17 Status : OK Pg A -15 MEMBER 24 DESCRIPTION : Section W 14X43 Material : A572 Gr50 Rigid Floor : 0 - 0 Fy : 50.00 [Kip /in2] Frame type Plane 1 -2 Plane 1 -3 DESIGN PARAMETERS L [ft] 8.33 8.33 Lb pos [ft] 8.33 - Lb neg [ft] 8.33 - K 1.00 1.00 Lateral bracing No No _ _ CONTROLLING FORCES - SHEAR -- Load condition : C3= Primary Force in X Distance [ft] 0.00 (0 %) Shear forces [Kip] 0.00 -0.01 Torsion [Kip*ft] 0.00 - CALCULATED PARAMETERS fv [Kip /in2] 0.00 0.00 Fv [Kip /in2] 20.00 20.00 ftor [Kip /in2] 0.01 - Ftor [Kip /in2] 20.00 SHEAR CHECK fv /Fv 0.00 ftor /Ftor 0.00 0.00 CONTROLLING FORCES - BENDING Load condition : C3= Primary Force in X Distance [ft] 2.78 (33 %) Moments [Kip "ft] 0.00 -0.03 Axial force [Kip] -0.45 - CALCULATED PARAMETERS fa [Kip /in2] 0.04 - Fa [Kip /in2] 23.91 - fb [Kip /in2] 0.00 0.03 Fb [Kip /in2] 30.00 37.50 DESIGN PARAMETERS KUR 17.15 52.78 Cb 1.00 1.00 Cm 0.85 0.85 Fe [Kip /in2] 507.66 53.61 Curvature Single Single INTERACTION EQUATION fa /Fa = 0.00 (compression) Controlling equation : H1 -3 = 0.00 Status : OK MEMBER 25 DESCRIPTION : Section : PXX 6.0 Material : A500 GrB rounded Rigid Floor : 0 - 0 Fy : 42.00 [Kip /in2] Frame type Plane 1 -2 Plane 1 -3 DESIGN PARAMETERS L [ft] 2.50 2.50 Lb pos [ft] 2.50 - Pg A -16 1 Lb neg Lateral bracing [ft] CONTROLLING FORCES - SHEAR r Load condition : C3= Primary Force in X Distance [ft] 0.00 (0 %) Shear forces [Kip] -1.87 0.00 Torsion [Kip *ft] 0.00 - r CALCULATED PARAMETERS fv [Kip /in2] 0.25 0.00 Fv [Kip /in2] 16.80 16.80 ftor [Kip /in2] 0.00 - .• Ftor [Kip /in2] 16.80 - SHEAR CHECK fv /Fv 0.01 ftor /Ftor 0.00 CONTROLLING FORCES - BENDING Load condition : C3= Primary Force in X Distance [ft] 0.00 r Moments [Kip *ft] -4.69 Axial force [Kip] -2.18 CALCULATED PARAMETERS . fa [Kip/in2] 0.14 - Fa [Kip /in2] 24.32 - fb [Kip/in2] 2.87 0.00 Fb [Kip /in2] 27.72 27.72 DESIGN PARAMETERS KUR 14.69 14.69 Cm 0.85 0.85 Fe [Kip /in2] 692.46 692.46 i Curvature Double Single i Section : W 14X22 Material : A572 Gr50 Rigid Floor : 0 - 0 Fy : 50.00 [Kip/in2] Frame type . DESIGN PARAMETERS r L [ft] 3.08 3.08 Lb pos [ft] 3.08 - Lb neg [ft] 3.08 - K 1.00 1.00 r Lateral bracing No No " INTERACTION EQUATION fa /Fa = 0.01 (compression) Controlling equation : H1 -3 = 0.11 Status : OK MEMBER 26 DESCRIPTION : CONTROLLING FORCES - SHEAR Load condition : C3= Primary Force in X Distance [ft] 0.00 (0 %) " Shear forces [Kip] 0.00 0.00 Torsion [Kip *ft] 0.00 - CALCULATED PARAMETERS ., fv [Kip /in2] 0.00 0.00 Fv [Kip /in2] 18.04 20.00 ftor [Kip /in2] 0.01 - Ftor [Kip /in2] 20.00 - 2.50 - 1.00 1.00 No No 0.00 ( % 0.00 Plane 1 -2 Plane 1 -3 SHEAR CHECK fv /Fv ftor /Ftor CONTROLLING FORCES - BENDING Load condition : C4= Primary Force in -X Distance [ft] Moments [Kip`ft] Axial force [Kip] CALCULATED PARAMETERS fa [Kip /in2] Fa [Kip /in2] fb [Kip /in2] Fb [Kip /in2] DESIGN PARAMETERS KUR Cb Cm Fe Curvature INTERACTION EQUATION fa /Fa Controlling equation Status MEMBER 27 DESCRIPTION : Section : W 14X22 Material : A572 Gr50 Rigid Floor : 0 - 0 Fy : 50.00 [Kip /in2] Frame type : DESIGN PARAMETERS L [ft] Lb pos [ft] Lb neg [ft] K Lateral bracing CONTROLLING FORCES - SHEAR Load condition : C3 =Primary Force in X Distance [ft] Shear forces [Kip] Torsion [Kip "ft] CALCULATED PARAMETERS fv [Kip /in2] Fv [Kip/iin2] ftor [Kip /in2] Ftor [Kip /in2] SHEAR CHECK fv /Fv ftor /Ftor CONTROLLING Load condition : Distance Moments Axial force [Kip /in2] FORCES - BENDING C1= Primary Force in Y [ft] [Kip * ft] [Kip] CALCULATED PARAMETERS fa [Kip /in2] Fa [Kip /in2] fb [Kip /in2] Fb [Kip /in2] 0.00 0.00 0.00 0.00 0.00 -0.01 0.00 26.44 0.00 33.00 = 0.00 (compression) : H1 -3 = 0.00 : OK Plane 1 -2 3.08 3.08 3.08 1.00 No 0.00 0.00 0.00 0.00 18.04 0.01 20.00 0.00 0.00 0.00 0.00 0.00 0.00 26.44 0.00 33.00 (0 %) 0.00 0.00 37.50 6.67 35.59 1.00 1.00 0.85 0.85 3351.94 117.91 Single Single Plane 1 -3 3.08 1.00 No ( %) 0.00 0.00 20.00 0.00 ( %) 0.00 0.00 37.50 Pg A -18 • DESIGN PARAMETERS KUR 6.67 35.59 Cb 1.00 1.00 Cm 0.85 0.85 Fe [Kip /in2] 3351.94 117.91 Curvature Single Single INTERACTION EQUATION fa /Fa = 0.00 (compression) Controlling equation : H1 -3 = 0.00 Status : OK • MEMBER 30 DESCRIPTION : Section : W 14X22 Material : A572 Gr50 Rigid Floor : 0 - 0 Fy : 50.00 [Kip /in2] Frame type . Plane 1 -2 Plane 1 -3 • DESIGN PARAMETERS L [ft] 7.08 7.08 Lb pos [ft] 7.08 - Lb neg [ft] 7.08 - K 1.00 1.00 id Lateral bracing No No CONTROLLING FORCES - SHEAR Load condition : C3= Primary Force in X e l Distance [ft] 0.00 (0 %) Shear forces [Kip] 0.00 0.00 Torsion [Kip"ft] 0.00 -- CALCULATED PARAMETERS fv [Kip /in2] 0.00 0.00 Fv [Kip/in2] 18.04 20.00 ftor [Kip /in2] 0.01 - Ftor [Kip/in2] 20.00 - SHEAR CHECK fv /Fv 0.00 ftor /Ftor 0.00 CONTROLLING FORCES - BENDING Load condition : C3= Primary Force in X Distance [ft] 0.00 Moments [Kip "ft] 0.00 No Axial force [Kip] -0.01 INTERACTION EQUATION fa/Fa = 0.00 (compression) Controlling equation : H1 -3 = 0.00 ▪ Status : OK 0.00 (0 %) 0.00 CALCULATED PARAMETERS fa [Kip/in2] 0.00 - Fa [Kip/in2] 18.65 - fb [Kip /in2] 0.00 0.00 Fb [Kip/in2] 25.90 37.50 DESIGN PARAMETERS • KUR 15.34 81.81 Cb 1.00 1.00 Cm 0.85 0.85 Fe [Kip /in2] 634.35 22.31 Curvature Single Single MEMBER 31 DESCRIPTION : Section : W 14X22 Material : A572 Gr50 Rigid Floor : 0 - 0 Fy : 50.00 [Kip /in2] Frame type DESIGN PARAMETERS L [ft] 7.08 7.08 Lb pos [ft] 7.08 - Lb neg [ft] 7.08 -- K 1.00 1.00 Lateral bracing No No ---------------------------------------- CONTROLLING FORCES - SHEAR Load condition : C3= Primary Force in X Distance [ft] 0.00 (0 %) Shear forces [Kip] 0.00 0.00 Torsion [Kip'ft] 0.00 -- CALCULATED PARAMETERS fv [Kip /in2] 0.00 Fv [Kip /in2] 18.04 ftor [Kip/iin2] 0.01 Ftor [Kip /in2] 20.00 SHEAR CHECK fv /Fv 0.00 ftor /Ftor 0.00 Plane 1 -2 Plane 1 -3 0.00 20.00 0.00 CONTROLLING FORCES - BENDING Load condition : LL1 =Live Load Distance [ft] 0.00 (0 %) Moments [Kip'ft] 0.00 0.00 Axial force [Kip] 0.00 - CALCULATED PARAMETERS fa [Kip /in2] 0.00 - Fa [Kip /in2] 18.65 - fb [Kip/iin2] 0.00 0.00 Fb [Kip/iin2] 25.90 37.50 Plane 1 -2 Plane 1 -3 DESIGN PARAMETERS L [ft] 8.70 8.70 Lb pos [ft] 8.70 - Pg A -20 DESIGN PARAMETERS KUR 15.34 81.81 Cb 1.00 1.00 Cm 0.85 0.85 Fe [Kip /in2] 634.35 22.31 Curvature Single Single INTERACTION EQUATION fa /Fa = 0.00 (compression) Controlling equation : H1 -3 = 0.00 Status : OK MEMBER 33 DESCRIPTION : Section : LU 3X2X1_4 Material : A572 Gr50 Rigid Floor : 0 - 0 Fy : 50.00 [Kip /in2] Frame type 1 Lb neg r K Lateral bracing CONTROLLING FORCES - SHEAR Load condition : C3= Primary Force in X ▪ Distance [ft] 4.35 (50 %) Shear forces [Kip] 0.00 0.00 Torsion [Kip *ft] 0.00 - r CALCULATED PARAMETERS fv [Kip /in2] 0.00 0.00 Fv [Kip /in2] 20.00 20.00 ftor [Kip /in2] 0.05 -- Ftor [Kip /in2] 20.00 - me e a CONTROLLING FORCES - BENDING Load condition : C3= Primary Force in X Distance [ft] 4.08 (47 %) . Moments [Kip "ft] 0.00 0.00 Axial force [Kip] 1.26 -- W I i I [ft] SHEAR CHECK fv /Fv 0.00 ftor /Ftor 0.00 CALCULATED PARAMETERS fa [Kip /in2] 1.05 - Fa [Kip /in2] 30.00 - fb [Kip /in2] 0.01 0.01 Fb [Kip /in2] 27.32 29.30 DESIGN PARAMETERS KUR Cb Cm Fe [Kip /in2] Curvature INTERACTION EQUATION• fa /Fa = 0.03 (tension) Controlling equation : H2 -1 = 0.04 Status : OK MEMBER 35 DESCRIPTION : Section : LU 3X2X1_4 Material : A572 Gr50 Rigid Floor : 0 - 0 Fy : 50.00 [Kip /in2] Frame type . 8.70 - 1.00 1.00 No No 0.00 101.97 242.15 1.00 1.00 0.85 0.85 14.36 2.55 Single Single Plane 1 -2 Plane 1 -3 DESIGN PARAMETERS L [ft] 8.70 8.70 Lb pos [ft] 8.70 - Lb neg [ft] 8.70 - K 1.00 1.00 Lateral bracing No No CONTROLLING FORCES - SHEAR Load condition : C4= Primary Force in -X r Distance [ft] 0.00 (0 %) Shear forces [Kip] 0.00 0.00 Torsion [Kip "ft] 0.00 - CALCULATED PARAMETERS fv [Kip /in2] 0.00 0.00 Fv [Kip /in2] 20.00 20.00 ftor [Kip /in2] 0.07 - Ftor [Kip /in2] 20.00 - SHEAR CHECK fv /Fv 0.00 0.00 ftor /Ftor 0.00 -- CONTROLLING FORCES - BENDING i Load condition : C4= Primary Force in -X Distance [ft] 4.35 (50 %) Moments [Kip *ft] 0.00 0.00 Axial force [Kip] 0.93 — i CALCULATED PARAMETERS fa [Kip /in2] 0.78 Fa [Kip /in2] 30.00 — fb [Kip /in2] 0.00 0.01 Fb [Kip /in2] 25.07 29.30 DESIGN PARAMETERS KL/R 101.97 242.15 Cb 1.00 1.00 Cm 0.85 0.85 Fe [Kip /in2] 14.36 2.55 Curvature Single Single INTERACTION EQUATION ^Y y fa /Fa = 0.03 (tension) Controlling equation : H2 -1 = 0.03 Status : OK Pg A -22 1 1 1 1 BENTLEY Current Date: 9/18/2007 11:40 AM Units system: English File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \Design\SimplePlatfomil.adv Analysis Results Forces diagram printout Load conditions LC1 =C1 +LL2 LC2 =C2 +LL2 LC3 =C3 +LL2 LC4 =C4 +LL2 • LCA= DL +LL1 MEMBER 12 Length 2.500 [ft] Node J 1 Material A500 GrB rounded Section PXX 6.0 Node K • 2 --------------------- ------ -------------- - - -- -- --------------- - -- Condition : LC1 =C1 +LL2 M33 bending moment Moments Ki. *ft Length ft Max : 7.3512[Kip'ft] at 0.00[8] from J Axial forces ForcesjKipj, Length 1ft] Condition : LC2 =C2 +LL2 0 Min : - 1.92E- 04[Kip'ft] at 2.50[Ft] From J Max : - 4.2325[Kip] at 0.00[ft] From J -4 2325 Min : - 4.2325[Kip] at 0.00[Ft] from J L = 2.50 - 1.92E -04 L - 2.50 V2 shear forces Forces [Kip], Length [ft] M33 bending moment V2 shear forces Moments [Kip *ft], Length [ft] Max : 2.9405[Kip] at 0.00[ft] from J Min: 2.9405[Kip] at 0.00[Ft] from J Forces [Kip], Length [ft] L = 2.50 6.9537 Axial forces Forces [Kip], Length [ft] 0 4 6699 Condition : LC3=C3+LL2 M33 bending moment Moments [Kirft], Length [ft] Axial forces Forces Kip], Len th ft] Condition : LC4=C4+LL2 M33 bending moment Max : 6.9537[KirFt] at 0.00[Ft] From LI Min : -1.86E-134[Kiplt] at 2.50[Ft] from J Max : -4.6699[Kip] at 0.00[Ft] from J MM : -4.6699[Kip] at 0.00[h] From J Max : 6.4274[Kiplt] at 0.00[h] from J 6.4274 Min : 2.29E-04[KipIt] at 2.50[Ft] From J L = 2.50 -1.86E-04 L- 2.50 Max : -4.6968[Kip] at 0.00[R] from J II I IIII 11111 111 11 -4 6968 Min : -4.6966[Kip] at 0.00[Ft] from J L = 2.50 V2 shear forces Max : 2.7816[Kip] at 0.00[Ft] From J Min : 2.7816[Kip] at 0.00[ft] From J V2 shear forces Forces [Kip], Length [ftl___ Max : 2.5709[Kip] at 0.00[Ft] From J Min : 2.5709[Kip] at 0.00[h] From J 1=2.50 L = 2.50 Pg. A-24 • • • • I • • • Moments [Kirft], Length MI Mac: 7.7857[Kiplt] at 0.00[Ft] From J 7.7857 Axial forces Forces [Kip], Length [ft] 0 -4.4917 Condition : LCA=DL+LLI M33 bending moment Moments Kirft], Length [ft] Axial forces Forces Ki , Len th ft Envelopes : Mn 0 : -4.16E-04[Kiplt] at 2.50[ft] From J Max : -4.4917[Kip] at 0.00[Ft] from J : -4.4917[Kip] at 0.00[Ft] from J Max : 3.1640[KipIt] at 0.00[ft] From J 3.1640 Mm: -4.20E-05[Kip at 2.50[Ft] from J Max : -2.0084[Kip] at 0.00[ft] from J -2 0084 Mm : -2.0084[Kip] at 0.00[Ft] From J L = 2.50 -416E-04 L = 2.50 L = 2.50 -4.20E-05 L - 2.50 Forces [Kip], Length [ft] Max : 3.1145[Kip] at 0.00[ft] from J Min : 3.1145[Kip] at 0.00[Ft] From J V2 shear forces Forces [Kip], LengthEt Max :1.2656[Kip] at 0.00[Ft] From J Min :1.2656[Kip] at 0.00[Ft] From J L:2.50 L = 2.50 Pg. A-25 M33 bending moment: Moments Ki. *ft , Length ft 7.7857 Axial forces: Forces [Kip], Length [ft] Condition : LC1= C1 +LL2 M33 bending moment Moments [Kip'ft], Length [ft] Axial forces Forces [Kip], Length [ft] Max : 7.7857[Kip'Ft] at 0.00[Ft] From J 0 Min : - 4.16E- 04[Kip'ft] at 2.50[Ft] from J Max : 0.000[Kip] at 0.00[Ft] from J Min : - 4.6968[Kip] at 0.00[Ft] From J Max : 7.11E- 05[Kip ft] at 2.73[Ft] from J 2.78 4.16 2 78 Mn: - 7.11E- 05[Kip'ft] at 5.60[ft] From J - 711E -05 2.28E -04 L =2.50 - 4.16E -04 L = 2.50 L = 833 V2 shear forces: Forces [Kip], Length [ft] Max : 3.1145[Kip] at 0.00[Ft] From J Min : 0.000[Kip] at 0.00[Ft] From J MEMBER : 13 Length : 8.330 [ft] Node J 1 Material A572 Gr50 Section W 14X43 Node K 3 V2 shear forces Forces [Kip], Length [ft] 0 Max : - 2.60E- 05[Kip] at 0.00[Ft] From J Min : - 2.60E- 05[Kip] at 5.60[Ft] From J L =2.50 Pg. A -26 [ • rar -01803 Condition : LC2=C2+LL2 • M33 bending moment Moments [Kip*ft], Length [ft] Axial forces Max : -0.1803[Kip] at 5.60[ft] from J Mh : -0.181:13[Kip] at 2.80[k] from J Max : 7.11E-05[Kirft] at 2.73[R] from J 0 Axial forces ForcesiKipl Length [ft] 0 0.000 Condition : LC3=C3+LL2 M33 bending moment Moments Ki *ft Len h ft -3.55E-05 Mm: -7.11E-05[Kip"ft] at 5.60[ft] from J Max : -0.1803[Kip] at 5.60[ft] from J -01803 Mm: -0.1803[Kipl at 0.00[ft] From J Mm : -2.49E-04[Kirft] at 5.60[Ft] from J 2... 18 2.78 4.16 .11E-05 -7 11E-05 Max : 2.49E-04[Kirft] at 2.73(ft) from J 2.78 4.18 -2 49E-04 L = 8.33 -0.1803 L = 8.33 L r 8.33 -0.1803 L = 8.33 V2 shear forces Forces [Kip], Length [ft] 0 Max : -2.60E-05[Kip] at 0.00[R] from J Min : -2.60E-05[Kip] at 5.60[k] from J V2 shear forces Forces Ki. Len th ft Max : -9.11E-05[Kip] at 0.00[Ft] from J Mm: -9.11E-05[Kip] at 5.60[ft] from J Pg. A-27 Forces [Kip], Length [ft] Condition : LC4=C4+LL2 M33 bending moment Moments [Kip`ft], Length [ft] Axial forces Forces [Kip], Length [ft] 0 - 6010 Condition : LCA=DL+LL1 M33 bending moment Moments Ki , Len th ft Max : -0.6010[Kip] at 2.80[ft] from J -0 6010 MM : -0.6010[Kip] at 0.00[ft] from J Max : 2.49E-04[Kirft] at 2.73[Ft] from J 221 2.78 4.16 .49E-04 Min : -2.49E-04[Kip at 5.60[Ft] from J Max : -0.6010[Kip] at 5.60[ft] From J Min : -0.6010[Kip] at 2.80[Ft] from J Max : 0.000[Kirft] at 8.33[Ft] from J 0 0.000 -124E-04 Min : 0.000[Kirft] at 5.53[Ft] from J -2.49E-04 0.000 L = 8.33 L 8.33 -0.6010 L = 8.33 V2 shear forces Forces [Kip], Length Ift3 0 Max : -9.11E-D5[Kip] at 0.00[Ft] From J -9.11E 05 Min : -9.11E-05[Kip] at 5.60[ft] From J V2 shear forces Forces Ki. Len h ft Max : 0.000[Kip] at 0.00[Ft] from J Min : 0.000[Kip] at 5.60[Ft] from J 0.000 L = 8.33 -9.11E-05 L = 8.33 Pg. A-28 6 6 Axial forces • Forces K* Len th ft • • Envelopes : lmi • O II 1 -3.76E-07 M33 bending moment: Moment . [K . Length 1ft] Axial forces: Forces [Kip], Length [ft] Condition : LC1=C1+LL2 Max : -3.76E-07[Kip] at 2.80[Ft] from J Ii Min: -3.76E-07[Kip] at 0.00[R] from J 0 Max : 2.49E-04[Kirft] at 2.731ft] from J 223 2.80 4.16 .49E-04 0.000 -1.24E-04 Min : -2.49E-04[Kiplt] at 5.60[10 from J Max : 0.000[Kip] at 0.00[ft] from J 1.24E-04 111 Min : -0.6010[Kip] at 0.00[R] from J 8.33 -3.76E-07 L= 8.33 L = 8.33 MEMBER : 14 Length : 2.500 [ft] Node J Material : A500 GrB rounded Section : PXX 6.0 Node K M33 bending moment V2 shear forces Moments [Kip*ft], Length [ft] Forces [Kip], Length [ft] V2 shear forces: Forces [Kip], Length [ft] Max : 0.000[Kip] at 0.00[ft] from J -9.11E-05 Min : -9.11E-05[Kip] at 5.60[R] from J 3 4 L=8.33 -9.11E-05 Pg. A-29 Axial forces Forces [Kip], Length [ft] 0 Condition : LC2=C2+LL2 Axial forces Forces [Kip], Len Condition : LC3=C3+LL2 M33 bending moment Max : 6.62138[Kip'ft] at 0.00[Ft] from J 6.6268 . , 4.73E-06 Min : 4.73E-06[Kirft] at 2.50[Ft] from J Max : -3.6649[Kip] at 0.00[ft] From J -3.6649 Min : -3.6649[Kip] at 0.00[ft] From J M33 bending moment Moments [Kirft], Length [ft] Max : 6.2314[Kirft] at 0.00[Ft] from J 62314 Min :1.06E-05[Kirft] at 2.50[Ft] From J th [ft L= 2.50 L = 2.50 0 Max : -4.1023[Kip] at 0.00[Ft] From J 1111111111111111111111111111111111111111 -4.1023 Min : -4.1023[Kip] at 0.00[Ft] From J L = 2.50 V2 shear forces Max : 2.6515[Kip] at 0.00[Ft] From J Min : 2.6515[Kip] at 0.00[Ft] from J V2 shear forces Forces [Kip], Length [ft] Max : 2.4926[Kip] at 0.00[Ft] from J Min : 2.4926[Kip] at 0.00[Ft] from J L. 2.50 L 2.50 Pg. A-30 • Min: -3.65E-04[Kirft] at 2.50[Ft] From .3 • • • Moments Ki *ft], Length [ftt 3.8989 Axial forces Forces pCiol,Length [ft] 0 Condition : LC4=C4+LL2 M33 bending moment Moments Ki *ft , Length [ft] Axial forces Forces K Len • -2.5234 Condition : LCA=DL+LL1 Max : 3.6969[Kiplt] at 0.00[ft] From J Max : -3.4516[Kip] at 0.00[ft] From J -3.4516 Min: -3.4516[Kip] at 0.00[ft] from J Max : 5.2576[Kirft] at 0.00[ft] from J 5.2576 0 Min : 2.40E-04[Kirft] at 2.50[ft] from J th ft Max : -2.5234[Kip] at 0.00[ft] From .3 Min: -2 5234[Kip] at 0.00[ft] from J L = 2.50 -3.65E-04 L = 2.50 L - 2.50 Forces LKip], Length [ft] Max: 15597[Kip] at 0.00[8] From .3 Min :1.5597[Kip] at 0.00[ft] from J V2 shear forces Forces [Kip], Length [ft] Max : 2.1029[Kip] at 0.00[ft] From .3 Min : 2.1029[Kip] at 0.00[Ft] From J L.2.50 L. 2.50 Pg. A-31 M33 bending moment Moments Ki It Len h ft Max : 3.1640[Kip at 0.00[1t] From J 3.1640 Axial forces Forces Length [ft] Envelopes : 0 M33 bending moment: Moments [Kiplt], Length [ft] Axial forces: Forces [Kip], Length [ft] Min : -4.20E-05[Kiplt] at 2.50[ft] From J Max : -2.0084[Kip] at 0.00[Ft] from J -2.0084 min : - 211084[Kip] at 0.00[Ft) From J Max : 6.6288[Kirft] at 0.00[Ft] From J 6.6288 Mh : -3.65E-04[Kirft] at 2.50[ft] From J L = 2.50 -420E-05 L = 2.50 2.40E-04 L = 2.50 -3.85E-04 0 Max : 0.1300[Kip] at 0.00[Ft] from J Mm : -4.1023[Kip] at 0.00[ft] From J L. 2.50 V2 shear forces Forces K' Len th ft Max :1.2658[Kip] at 0.00[ft] from Min :1.2656[Kip] at 0.00[Ft] From J V2 shear forces: Forces [Kip], Length [ft] Max : 2.6515[Kip] at 0.00[Ft] From J Mm : 0.000[Kip] at 0.00[Ft] from J 2.50 2.50 Pg. A a MEMBER . 15 Length . 3.080 [ft] Material : A572 Gr50 Section : W 18X71 Condition : LC1 =C1 +LL2 M33 bending moment Moments [Kip *ft), Length [ft] Max : 5.3502[Kip'ft] at 3.08[Ft] From J 0 - 7.3520 Axial forces Forces FKipl, Length [ft] Condition : LC2 =C2 +LL2 M33 bending moment Moments ip'j, Lengthy!! Axial forces Forces [Kip], Length [ft] Min : - 7.3520[Kip'Ft] at 0.00[Ft] From J Max : - 2.9367[Kip] at 0.00[ft] from J -2 9367 Min : - 2.9367[Kip] at 0.00[Ft] From J Max : 7.0948[Kip'ft] at 3.08[Ft] from J - 6.9545 1.52 Min : - 6.9545[Kip'ft] at 0.00[Ft] from J L = 3.08 V2 shear forces Forces [Kip], Length [ft] 0 - 4.1241 V2 shear forces Forces Kip , Length ft 0 - 4.5615 Node J 1 Node K 5 Max : - 4.1241[Kip] at 0.00[Ft] From J Min : - 4.1241[Kip] at 0.00[Ft] from J Max : - 4.5615[Kip] at 0.00[ft] From J Min : - 4.5615[Kip] at 0.00[Ft] From J L -3.08 L =3.08 Axial forces 0 -2.7780 Condition : LC3=C3+LL2 M33 bending moment Moments [Kip*ft], Length [ft] Axial forces Forces [Kip], Length [ft] Max : -2.7780[Kip] at 0.00[Ft] from J 0 Mm: -2.7780[Kip] at 0.00[ft] from J Max : 8.0372[Kirft] at 3.08[ft] from J 1.37 Condition : LC4=C4+LL2 M33 bending moment Moments [Kirft], Length [ft] -8.4290 Min: -6.4290[Kirft] at 0.00[ft] from J Max : -2.5673[Kip] at 0.00[Ft] from J -2.5673 Mm : -2.5673[Kip] at 0.00[Ft] From J Max : 4.9329[Kirft] at 3.08[Ft] From J -7.7880 Mm : -7.7880[Kirft] at 0.00[ft] from J L = 3.08 8.0372 L = 3.08 L - 3.08 V2 shear forces Forces [Kip], Length [ft] 0 0 Max : -4.6968[Kip] at 0.00[ft] from J -4.6968 Mh : -4.6968[Kip] at 0.00[Ft] From J V2 shear forces Forces K" Len • th ft Max : 4.1302[Kip] at 0.00[ft] From J -4.1302 Mm: -4.1302[Kip] at 0.00[Ft] From J L 3.08 L = lOB Pg. A-34 111 MO I • I rl Forces [KipJ, Length [ft] 0 Condition : LCA= DL +LL1 M33 bending moment Moments [Kip *ft], Length IN_ Axial forces Forces Ki. , Length [ft] ■ - 1.2640 Envelopes : M33 bending moment: Moments Ki . ft , Length ft Max : - 3.1102[Kip] at 0.00[Ft] From J 3.1102 Min : - 3.1102[Kip] at 0.00[ft] From J Max : 3.0221[Kip ft] at 3.08[ft] from J - 3.1641 Min: - 3.1641[Kip'ft] at 0.00[Ft] from J Max : - 1.2640[Kip] at 0.00[ft] from J Min : - 1.2640[Kip] at 0.00[f From J Max : 8.0372[Kip'ft] at 3.08[ft] From J - 7.7880 1.37 Min : - 7.7880[Kipft] at 0.00[Ft] from J 150 1.19 L = 3.08 .0221 L =3.08 L = 3.08 8.0372 L = 3.08 V2 shear forces Forces [Kip], Length [ft] 0 0 Max : - 2.0085[Kip] at 0.00[ft] from J - 2.0085 Min : - 2.0085[Kip] at 0.00[Ft] From J V2 shear forces: Forces Ki• , Length ft Max : 0.000[Kip] at 0.00[ft] From J - 4.6968 Min : - 4.6968[Kip] at 0.00[ft] from J L =3.08 L= 3.08 Pg. A -35 Axial forces: Forces Kip Len th ft Max : 0.000[Kip] at 0.00[ft] From J -3.1102 Mh : -3.1102[Kip] at 0.00[Ft] from J L= 3.08 0 MEMBER : 16 Material : A572 Gr50 Condition : LC1=C1+LL2 M33 bending moment Moments [Kip*ft], Lengthlft] Max : 4.6599Kr:eft] at 3.08[Ft] from J -6.8284 Axial forces Forces [Kip], Length [ft] 2.8483 Condition : LC2=C2+LL2 M33 bending moment Moments [Kip*ft], Length [ft] Min: -2.6493[Kip] at 0.00[Ft] from J MM: -8.6284[Kiplt] at 0.00[h] from J Max :-2.6483[Kip] at 0.00[h] From J Length Section 127 : 3.080 [ft] W 18X71 4.6599 L = 3.08 L - 3.08 V2 shear forces Forces (Kipl_Lenathyti_ 0 Max : -3.6651[Kip] at 0.00[h] from J -3.6651 Node J Node K 3 6 Mm : - 3.6851[Kipl at 0.00[ft] From J V2 shear forces Forces [Kip], Length [ft] 3.08 Pg. A-36 • • • • • Axial forces ForcasiKipl, Lengthiftl Axial forces Forces K* 0 -6.2310 Condition : LC3=C3+LL2 M33 bending moment Moments [Kipl, Length [It) Condition : LC4=C4+LL2 Max : 6.4045[Kirft] at 3.08[ft] from J 1.52 Min : -6.2310[Kip"Ft] at 0.00[ft] From J Max : -2.4895[Kip] at 0.00[ft] from J -2 4895 Min : -2.4895[Kip] at 0.00[ft] from J Max : 5.6203[Kiplt] at 3.08[1t] from J 126 Len -3.8976 Min: -3.8976[Kipt] at 0.00[ft] from J 0 Max : -1.5580[Kip] at 0.00[It] from J 1111111111 -1.5580 Min : -1.5580[Kip] at 0.014ft] from J L = 3.08 th ft 6.4045 L: 3.08 L 3.08 5.6203 L = 3.08 M33 bending moment V2 shear forces Max : -4.1024[Kipl at 0.00[ft] from J -4.1024 Min : -4.1024[Kip] at 0.00[ft] From J V2 shear forces Forces Ki. Len th [ft 0 Max : -3.0902[Kip] at 0.00[ft] from -3.0902 Min : -3.0902[Kip] at 0.00[ft] from J L: 3.D8 L 3.08 Pg. A-37 Moments [Kip *ft], Length [ft] Max : - 2.5236[Kip] at 0.00[Ft] From J - 2.5236 Min : - 2.5236[Kip] at 0.00[Ft] From J L= 3.08 Axial forces Forces [Kip], Length [ft] Condition : LCA= DL +LL1 M33 bending moment Moments Ki *ft], Length [ft] Axial forces Forces Ki. Length ft Envelopes : Max : 2.5169[Kip Ft] at 3.08[Ft] From J 0 Min : - 5.2557[KipFt] at 0.00[Ft] From J Max: - 2.1006[Kip] at 0.00[ft] from J - 2.1006 Min : - 2.1006[Kip] at 0.00[Ft] From J Max : 3.0221[KipFt] at 3.08[Ft] From J 0 - 5.2557 - 3.1641 Min : - 3.1641[Kip'Ft] at 0.00[Ft] From J Max : - 1.2640[Kip] at 0.00[ft] From J - 1.2640 Min : - 1.2640[Kip] at 0.00[ft] From J 1 50 L = 3.08 $ .0221 L= 3.08 L = 3.08 Forces Ki• , Length ft] V2 shear forces Forces [Kip], Length [ft] 0 Max : - 2.D085[Kip] at 0.00[Ft] From J Min : - 2.0085[Kip] at 0.00[Ft] From J L = 3.08 Pg. A -38 Moments [Kip *ft], Length [ft] Forces [Kip], Length ft • M33 bending moment: Axial forces: 0 - 6.6284 - 2.6483 MEMBER 17 Material : A572 Gr50 1.26 Condition : LC1= C1 +LL2 M33 bending moment Moments [Kip "ft], Length [ft] Axial forces Forces [Kip], Length [ft] Max : 6.4045[Kip'ft] at 3.08[ft] from J Min : - 6.6284[Kip'ft] at 0.00[ft] from J Max : 0.000[Kip] at 0.00[ft] from J Min : - 2.6483[Kip] at 0.00[ft] from J Max : 7.11E- 05[Kip'ft] at 5.60[Ft] From J 2.78 4.18 - 7.11E -05 Min : - 7.11E- 05[Kip'ft] at 2.73[ft] From J 1.00 Length : 8.330 [ft] Section : W 14X43 2.78 6.4045 L = 3.08 L= 3.08 L = 8.33 V2 shear forces: Forces [Kip], Len th ft 0 Max : 0.000[Kip] at 0.00[Ft] from J - 4.1024 Min : - 4.1024[Kip] at 0.00[Ft] from J V2 shear forces Forces [Kip], Length [ft] Node J 5 Node K 6 Max : 2.60E- 05[Kip] at 2.80[ft] from J Min • 2.60E- 05[Kip] at 5.80[ft] From J L = 3.138 Pg. A -39 Condition : LC2=C2+LL2 M33 bending moment Moments [Kip*ft], Length [ft] Axial forces Forces [Kip], Length [ft] Condition : LC3=C3+LL2 M33 bending moment Moments [Kip*ft], Length [ft] Axial forces Max : -5.17E-04[Kip] at 0.00[Ft] From J Mm : -5.17E-04[Kip] at 0.00[Ft] from J Max : 7.11E-05[Kip"Ft] at 5.60[ft] from J 2.78_ 2.78 4.16 7.11E-05 3.55E-05 -7.11E-05 Mm: -7.11E-05[Kipt] at 2.73[ft] From J Max : -5.16E-04[Kip] at 0.00[ft] from J -5 16E-04 Mm : -5.16E-04[Kip] at 2.80[Ft] from J 0 Max : 2.49E-04(Kirft] at 5.60[ft] from J 2.78 4.16 49E-04 124E-04 0.13 1 1,1 -2.49E-04 -2.49E-04[Kip at 2.73[Ft] From J L = 8.33 L = 8.33 L = 8.33 L = 8.33 V2 shear forces Forces [Kip], Length [ft] Max - 2.60E-05[Kip] at 2.80[Ft] from J Mm : 2.60E-05[Kip] at 5.60[Ft] From J V2 shear forces Forces [Ki. Len th [ft] Max : 9.11E-05[Kip] at 5.60[Ft] From J Min : 9.11E-05[Kip] at 2.110[Ft] From J Pg. A-40 6 • • • • I i I • • M33 bending moment wr Forces "KIN, Length [ft] Condition : LC4= C4 +LL2 M33 bending moment Moments [Kip'ft], Length [ft] Max : - 0.0016[Kip] at 0.00[ft] from J ;1 L =8.33 -0.00 6 - 0.0016 Min : - 0.0016[Kip] at 2.80[Ft] From J Max : 2.49E- 04[Kip'ft] at 5.60[ft] from J - 2.49E -04 Min : - 2.49E- 04[Kip Ft] at 2.73[Ft] From J Axial forces Forces [Kip], Length jft] Condition : LCA= DL +LL1 Max : - 0.0017[Kip] at 0.00[ft] From J - 0.0017 Min : - 0.0017[Kip] at 5.60[Ft] from J 0.000 0 1 ii. Max: D.000[Kip Ft] at 2.80[ft] from J 0 000 O p[]0 0.000 Min : 0.000[KipFt] at 2.73[ft] From J L= 8.33 i L =8.33 iii i i, zi �i: - 0.0017 V2 shear forces Moments Ki• *ft , Length ft Forces Ki• , Length ft L= 8.33 V2 shear forces Forces [Kip], Length IN Max : 9.11E- 05[Kip] at 2.80[ft] From J 0 Min : 9.11E- 05[Kip] at 0.00[Ft] From J Max : 0.000[Kip] at 5.60[ft] From J Min : 0.000[Kip] at 0.00[Ft] from J 0 000 fLDDO L = 8.33 Pg. A -41 Axial forces Forces Ki. Len th ft Envelopes : M33 bending moment: Moments [Kip*ft], Length [ft] Axial forces: Forces [Kip], Length [ft] Condition : LC1=C1+LL2 Max : -1.30E-05[Kip] at 0.00[Ft] From J -1.30E-05 -1.30E-05 Min : -1.30E-05[Kip] at 2.80[Ft] from J Max : 2.49E-04[Kirft] at 5.60[Ft] from J 2.73 2.80 - 2.49E - 04 2.49E-04 Min : -2.49E-04[Kirft] at 2.73[Ft] From J Max : 0.000[Kip] at 0.00[Ft] from J 4.16 2.73 L = 8.33 L = 8.33 L = 8.33 -0.0017 -0.0017 Min : -0.0017[Kip) at 5.60[Ft] From J V2 shear forces: Forces [Kip], Length [ft] M33 bending moment V2 shear forces Moments [Kip*ft], Length [ft] Forces [Kip], Length [ft] Max :9.11E-05[Kip]at 5.80[Ft] from J Min : 0.000[Kip] at 0.00[Ft] From J MEMBER : 18 Length : 16.920 [ft] Node J 5 Material : A572 Gr50 Section : W 18X71 Node K 7 111 • r • • • • Axial forces Forces[KipJ, Length [ftt Condition : LC2 =C2 +LL2 M33 bending moment Moments [Kieft], Length [ft] Axial forces Forces Ki 0 Len 2.4156 hft Max : - 2.2566[Kip] at 0.00[Ft] From J 0 2.2566 Min : - 2.2566[Kip] at 0.00[ft] From J L 16.92 Condition : LC3 =C3 +LL2 Max: 14.2177[Kip'ft] at 16.92[ft] from J Min : 5.3497[Kip'Ft] at 0.00[Ft] From J Max : - 2.4156[Kip] at 0.00[ft] from J Min : - 2.4156[Kip] at 0.00[R] From J Max :11.5186[Kip'ft] at 16.92[ft] From J Min : 7.0943[Kip'ft] at 0.00[R] from J 14.2177 L =16.92 L = 16.92 11.5186 L = 16.92 0 0 M33 bending moment V2 shear forces Max : - 0.5241[Kip] at 0.00[ft] from J - 0.5241 Min : - 0.5241[Kip] at "0.00[Ft] From J V2 shear forces Forces [Kip], Length [ft] Max : - 0.2615[Kip] at 0.00[ft] from J - 0.2615 Min : - 0.2615[Kip] at 0.00[ft] from J L =16.92 L =16.92 Pg. A -43 Moments [Kip`ft], Length [ft] Axial forces Forces [Kip], Length [ft] Axial forces Forces Ki 0 Condition : LC4= C4 +LL2 M33 bending moment Moments Kipit , Length ft Condition : LCA= DL +LL1 Max :14.7513[Kip ft] at 16.92[Ft] From J Min : 8.0355[Kip - Ft] at 0.00[ft] from J Max : - 2.7284[Kip] at 0.00[Ft] From J 2 7284 Min : - 2.7284[Kip] at 0.00[ft] From J Length ft 0 Max : - 2.9570[Kip] at 0.00[Ft] From J - 2.9570 Min: - 2.9570[Kip] at 0.00[ft] From J 14.7513 L =16.92 L = 16.92 Max :18.9792[Kip'ft] at 16.92[Ft] From J Min : 4.9312[Kip'Ft] at 0.00[Ft] From J 18.9792 L = 16.92 L =16.92 Forces [Kip], Length [ft] 0 Max : - 0.3969[Kip] at 0.0D[Ft] From J - 0.3969 Min : - 0.3969[Kip] at 0.00[ft] from J V2 shear forces Forces [Kip], Length [ft] L=16.92 0 Max : - 0.8303[Kip] at 0.00[ft] From J - 0.8303 Min: - 0.8303[Kip] at 0.00[Ft] From J L = 16.92 Pg. A-44 r. ✓ xa I I a r ti M33 bending moment Moments Ki • *ft , Len • th ft Axial forces • Forces [Kip], Length [ft] Envelopes : 0 M33 bending moment: MomentsjKip *ft], Length [ft] Axial forces: Forces Kip , Len • th ft] Max : 7.3958[Kip'ft] at 16.92[Ft] From J Min : 3.0221[Kip'ft] at 0.00[Ft] From J Max : - 1.2656[Kip] at 0.00[ft] From J 12656 Min: - 1.2656[Kip] at 0.00[Ft] from J Max :18.9792[Kip'ft] at 16.92[ft] from J Min : D.000[Kip ft] at 0.00[Ft] From J 7.3958 L = 16.92 L = 16.92 18.9792 L =16.92 Max: 0.00D[Kip] at 0.00[Ft] From J - 2.9570 Min : - 2.9570[Kip] at 0.00[ft] from J L =16.92 V2 shear forces Forces [Kip], Length [ft] 0 V2 shear forces: Forces JKip], Length [ft] 0 Max : - 0.2585[Kip] at 0.D0[ft] from J - 0.2585 Min : - 0.2585[Kip] at 0.00[ft] from J Max : 0.000[Kip] at 0.00[ft] from J Min : - 0.8303[Kip] at 0.00[Ft] From J L =16.92 L =16.92 Pg. A -45 MEMBER : 19 Material : A572 Gr50 Condition : LC1=C1+LL2 M33 bending moment Moments Ki , Len th ft Axial forces Forces Ki 0 Condition : LC2=C2+LL2 M33 bending moment Moments [Kiplt], Length [ft] Axial forces Forces [Kip], Length [ft] Max :12.521:17[Kiplt] at 16.92[Ft] From J Mh : 4.6604[Kirft] at 0.00[Ft] From J , Length [ft] Max : - 2.1266[Kip] at 0.00[Ft] From J Length : 16.920 [ft] Section : W 18X71 2.1266 Mh : -2.1266[Kip] at 0.00[Ft] From J Max : 9.8296[Kiplt] at 16.92[Ft] From J Mm : 6.4050[Kiplt] at 0.00[Ft] From J 12.5287 L = 16.92 L = 16.92 9.8296 L = 16.92 V2 shear forces Forces [Kip], Length [ft] 0 -0.4650 V2 shear forces Forces [Kip], Length [ft] D -0.2024 Node J Node K 6 8 Max : -0.4650[Kip] at 0.00[Ft] From J Mn: -0.4650[Kip] at 0.00[Ft] From J Max : -0.2024[Kip] at 0.00[Ft] From J . . . . . .. . . . . , . . . . . . . . . . . . . . . .. . . . .. ... . . .. . .. . . .. . . . . .. . . ... . . . . .. . . . . . .. . . . . . .. . , . . . . . . . . . . .. .. . .. . . . . . .. .. . . . . . . . ... .. . . . Min : -0.2024[Kip) at 0.0D[Ft] From J L = 16.92 L = 16.92 • • • ao • • • • • 0 Condition : LC3=C3+LL2 • M33 bending moment Moments [Kip*ft], Length [ft] Axial forces ForcesiKipj, Length [ft] Max : -1.9676[Kip] at 0.00[ft] from J 49676 Min : -1.9676[Kip] at 0.1313[ft] from J Max : 8.8389[Kip"Ft] at 16.92[Ft] From J Min : 5.6220[Kiplt] at 0.00[Ft] From J 0 M33 bending moment • Moments Ki *ft Len th ft Condition : LC4=C4+LL2 Max : -1.7172[Kip] at 0.00[ft] From J -17172 Min : -1.7172[Kipl at 0.00[Ft] From J Axial forces Max :13.0677[Kiplt] at 16.92[Ft] From J Min : 2.5186[Kipt] at 0.00[R] From J L- 16.92 8.8389 L = 16.92 L = 16.92 13.0677 V2 shear forces Forces [Kip], Length [ft] 0 Max : -0.1901[Kip] at 0.00[f tj From J -0.1901 Min : -0.1901[Kip] at 0.00[R] From J V2 shear forces Forces Ki , Len th ft] 0 Max : -0.6235[Kip] at 0.00((t] From J -0.6235 Min : -0.6235[Kip] at 0.130[It] from J L.16.92 L = 16.92 Pg. A-47 Forces [Kip], Length [ft] Envelopes : 0 0 Max: - 1.9455[Kip] at 0.00[Ft] From J -19455 Condition : LCA= DL +LL1 M33 bending moment Moments [Kip *ftj, Length [ft] Axial forces Forces Kip Length ft M33 bending moment Moments Ki. *ft Length ft] Min : - 1.9455[Kip] at 0.00[Ft] from J Max : 7.3958[Kip'ft] at 16.92[Ft] from J Min : 3.0221[Kip'Ft] at 0.00[Ft] horn J Max : - 1.2656[Kip] at 0.00[Ft] from J 12656 Min : - 1.2656[Kip] at 0.00[Ft] From J 7.3958 L =16.92 L - 16.92 Max :13.0677[Kip'Ft] at 16.92[Ft] horn J 6.405 Min : 0.000[Kip'Ft] at 0.00[Ft] From J 13.0677 L.16.92 V2 shear forces Forces [Kip], Length [ft] 0 Max : - 0.2585[Kip] at 0.00[Ft] From J - 0.2585 Min : - 0.2585[Kip] at 0.00[Ft] From J V2 shear forces: Forces [Kip], Length [ft] L = 16.92 0 Max : 0.000[Kip] at 0.00[Ft] From J Min : - 0.6235[Kip] at 0.00[Ft] from J L = 16.92 Pg. A -48 a 1 1 Axial forces: Forces Ki. Len th ft 0 0 Max : 0.000[Kip] at 0.00[ft] from J -2.1266 MEMBER : 20 Length : 8.330 [ft] Material : A572 Gr50 Section : W 14X43 Condition : LC1=C1+LL2 M33 bending moment Moments [Kirft], Leng_thiftl 0.0 Axial forces Forces Ki Length [ft] Condition : LC2=C2+LL2 Min: -2.1266[Kip] at 0.00[ft] from J Max : 6.88E-05[Kirf t] at 5.60[ft) from J 2.78 .98E-05 -6.98E-05 Min : -6.98E-05[Kirft] at 2.73[Ft] From J Max : 8.72E-05[Kip] at 5.60[ft] from J I i i 1 11 r i Min :9.72E-05[Kip] at 2.80[Ft] from J L.16.92 V2 shear forces Forces iKip], Length IT M33 bending moment V2 shear forces Moments [Kip*ft], Length [ft] Forces [Kip], Length [ft] Node J 7 Node K 8 Max : 2.56E-05[Kip] at 5.60[ft] from J MM : 2.56E-05[Kip] at 2.80[ft] From J Pg. A-49 Axial forces Forces [Kip], Length [ft] Max : 6.98E-05[Kirft] at 5.60[ft] From J _41E 2.78 2.78 8 o 0 4 0,11 01 1 , 1 N Condition : LC3=C3+LL2 M33 bending moment MomentsiKirft], Length [ft] Axial forces Forces [Kip], Length [ft] Condition : LC4=C4+LL2 M33 bending moment -S.98E-05 Mm : -6.98E-05[Kip"Ft] at 2.73[Ft] From J Max : 8.81E-05[Kip] at 2.80[Ft] From J -2.44E-04 Mm : 8.81E-05[Kip] at 0.00[Ft] From J Max : 2.44E-04[Kirft] at 5.60[Ft] from J 416 2.78 1.22E-04 d'gg.tf, 1; 0.01 ; '' •11, ; Mm: -2.44E-04[Kirft] at 2.73[Ft] From J 2.78 _ 44E 04 8.81E-05 L 8.33 - L = 0.33 Max : 3.08E-04[Kip] at 0.00[ft] from J Mm: 3.08E-04[Kip] at 5.60[Ft] From J 3.08E-04 L = 8.33 Max : 2.56E-05[Kip] at 0.00[Ft] from J Mh : 2.56E-05[Kip] at 2.80[ft] from J V2 shear forces Forces [Kip], Length [ft] Max : 8.95E-05[Kip] at 0.00[ft] from J Mm : 8.95E-05[Kipl at 2.80[Ft] From J L = 8.33 Pg. A-50 • V2 shear forces • b MO 6 • Moments Kirft], Length [ft] Axial forces ForcesiKipl Length [ftl_ Condition : LCA=DL+LL1 Axial forces Forces Ki Len h ft Envelopes : 0 Max : 2.44E-04[Kiplt] at 5.60[Ft] From LI 2 78_ 2.78 4.16 .44E-04 1 1.22E-04 '4'11111 Min : -2.44E-04[Kirft] at 2.73[Ft] From J Max : 3.09E-04[Kip] at 0.00[ft] from J -2.44E-04 Min : 3.09E-04[Kipl at 2.B0[Ft] from J L = 8.33 3.09E-04 11111 1 i 11 li 1 11 . '' L . 8.33 M33 bending moment V2 shear forces Moments [Kip*ft], Length [ftl. Max : 0.1300[Kiplt] at 5.53[Ft] from J 0.000 0 WIN 0.000 Min : 0.000[Kirf I] at 5.60[ft] From J L 8.33 Max : -6.87E-06(Kip) at 2.80[ft] From J Min : -6.87E-06[Kip] at 0.00[Ft] from J . L = 8.33 -6 87E-06 -6.87E-06 Forces [Kip], Length [ft] Max : 8.95E-05[Kip] at 2.80[ft] from J Min : 8.95E-05[Kip] at 5.60[Ft] From J Forces [Kip], Length [ft] Max : 0.000[Kip] at 5.60[Ft] From J 0 L. 8.33 0.000 Min : 0.000[Kip] at 2.80[Ft] from J Pg. A-51 M33 bending moment: Moments Ki. , Length ft Axial forces: Forces [Kip], Length Ft_ MEMBER : 21 Material A572 Gr50 Condition : LC1= C1 +LL2 M33 bending moment Moments [Kieft], Length [ft] Min: - 2.44E- 04[Kip'ft] at 2.73[ft] from J Max: 3.09E- 04[Kip] at 0.00[Ft] From J - 6.87E -06 Min : - 8.87E- 06[Kip] at 0.00[ftj From J Max : - 2.6759[Kip] at 0.00[Ft] From J - 2.6759 Min : - 2.6759[Kip] at 0.00[ft] From J L =7.08 0 Axial forces Forces [Kip], Length [ft] Max : 2.44E- 04[Kip7 t] at 5.60[ft] from J .44E -04 - 1.22E -04 2.73 2.80 1.22E -04 - 2.44E -04 Max :14.2181[Kip ft] at 7.08[Ft] from 1.77 Length : 7.080 [ft] Section W 18X71 - 4.7270 Min : - 4.7270[Kip'ft] at 0.00[ft] from J L = 8.33 - 6.87E -06 14.2181 L =7.08 V2 shear forces: Forces [Kip], Length [ft] Max : 8.95E- 05[Kip] at 0.00[k] from J 0.000 Min : 0.000[Kip] at 2.80[ft] from J V2 shear forces Forces [Kip , Length [ft] Node J 10 Node K 7 L =8.33 Pg. A -52 0 0 0 -18849 Condition : LC2=C2+LL2 M33 bending moment Moments [Kiplt], Length [ft] -4.3296 1.93 Axial forces Forces Kip), Length [ft) -1.7264 Condition : LC3=C3+LL2 M33 bending moment Moments Ki *ft Len th [ft Max : -1.8849[Kip] at 0.00[ft] From J Mh : -1.8849[Kip] at 0.00[ft] from J Max :11.5189[Kirft] at 7.08[Ft] From J Mh :-4.3296[Kiplt] at 0.00[ft] From J Marc: -1.7264[Kip] at 0.130[Ft] From J -1.7264[Kip] at 0.013[ft] from J Axial forces Max :14.7526[Kirft] at 7.08[ft] from J -7.2166 2.33 Mm : -7.2166[Kirit] at 0.001111 From J L - 7.08 11.5189 L = 7.08 L = 7.08 14.7526 L= 7.08 V2 shear forces Forces [Kip], Length [ft] 0 V2 shear forces Forces [Kip], Length [ft] 0 Max : -2.2385[Kipi at 0.00[Ft] From J -2.2385 -2.2385[Kip] at 0.00[Ft] from J Max : -3.10313[Kip]at 0.00[Ft] from J -3.1030 Min : -3.1030[Kip] at 0.00[Ft] from J L = 7.08 L = 7.08 Pg. A-53 Forces [Kip], Length [ft] 0 Condition : LC4=C4+LL2 M33 bending moment Moments [Kip*ft], Length [ft] 0 Axial forces Forces Ki ], Length [ft] Condition : LCA=DL+LL1 M33 bending moment Moments Ki *ft Len h ft Max : -2.8769[Kip] at 0.00[ft] from J 2.8769 : -2.8769[Kip] at 0.00[ft) From J Max : 18.9805[Kiplt] at 7.08[Ft] from J -7.0007 1.91 Min : -7.0007[Kipl t] at 0.00[Ft] from J 0 Max : -2.7907[Kip] at 0.00[Ft] From J Mm: -2.7907[Kip] at 0.00[Ft] from J 0 -2 7907 Max : 7.3958[Kiplt] at 7.08[Ft] From J -3.1641 2.12 Min: -3.1641[Kiplt] at 0.00[Ft] From J L = 7.08 18.9805 L = 7.08 L = 7.08 7.3958 L = 7.08 V2 shear forces Forces [Kip], Length [ft] 0 0 Max : -3.6697[Kip] at 0.00[ft] From J -3.6697 MM : -3.6697[Kipj at 0.00[Ft] From J V2 shear forces Forces Ki. Len th ft Max : -1.4915[Kip] at 0.0D[Ft] From J . . . . . . . . . . 14915 Mh : -t4915[Kip] at 0.00[Ft] From J L = 7.08 L = 7.08 Pg. A-54 • U Axial forces Forces [Kip], Length [ft] Envelopes : 0 M33 bending moment: Moments [Kirft], Length MI_ 0 Axial forces: Forces Kip], Lengthifti Max : -1.2619[Kip] at 0.00[ft] From J Min : -1.2619[Kip] at 0.00[ft] from J 0 -1.2619 Max :18.9805[Kirft] at 7.08[Ft] from J 1.77 M33 bending moment Moments [Kirft], Length [ft] -`'PA isj HEIWW. -7.2166 2.33 Min : -7.2166[Kirft] at 0.00[Ft] from J Max : 0.000[Kip] at 0.00[Ft] from J -2.8769 Min : -2.8769[Kip] at 0.00[Ft] from J L - 7.08 18.9805 Lr 7.08 L = 7.08 MEMBER : 22 Length : 7.080 [ft] Material : A572 Gr50 Section : W 18X71 Condition : LC1=C1+LL2 V2 shear forces: Forces [Kip], Len_gth [ft1_, r 0 Max : 0.000[Kip] at 0.00[ft] from J Min : -3.6697[Kip] at 0.00[ft] from J V2 shear forces Forces [Kip], Length [ft] Node J 12 Node K 8 L=7.00 0 1.71 -4.0034 Axial forces Forces [Kip], Length [ft] 0 -1.5971 Condition : LC2=C2+LL2 M33 bending moment Moments [Kip*ft], Len th [ft] Axial forces Forces [Kip , Len th ft Condition : LC3=C3+LL2 M33 bending moment Max :12.5284[Kiplt] at 7.08[Ft] from J Min : -4.0034[Kirft] at 0.00[ft] From J Max : -1.5971[Kipl at 0.00[Ft] from J Min : -1.5971[Kip] at 0.0D[ft] from J 12.5284 7.08 L - 7.08 0 Max : 9.8292[Kiplt] at 7.08[Ft] from J -3.6059 1.90 Min : -3.6059[Kit:fit] at 0.00[Ft] From J Max : -1.4386[Kip] at 0.00[ft] From J 1.4386 Min : -1.4386[Kip] at 0.00[Ft] From J 9.8292 L r 7.08 L- 7.08 0 0 Max : -2.3350[Kip] at 0.00[ft] from J -2.3350 Min : -2.3350[Kip] at 0.0D[ft] From J V2 shear forces Forces [Ku], Len th ft] V2 shear forces Max : -1.8976[Kip] at 0.00[1t] From J -1.8976 Min : -1.8976[Kip] at 0.00[Ft] From J L.7.08 Lr7M8 Pg. A-56 a 6 6 • Moments [Kip *ft), Length [ft] Axial forces Forces [1c!p1, Length IT Axial forces Forces Ki 0 0 Max :13.8376[Kiplt] at 7.08[Ft] From J 0 2.45 Condition : LC4=C4+LL2 M33 bending moment Moments Ki *ft), Length [ft] Condition : LCA=DL+LL1 -4.6849 Min : -4.6849[Kip"ft] at 0.00[h] From J Max : -1.8698[Kip] at 0.00[ft] from J -18698 Mh : -1.8698[Kip] at 0.00[ft] from J Max :13.0665[Kirft] at 7.08[ft] from J -4.4680 Len th ft 1.80 Min : -4.4680[Kirft] at 0.00[ft] from J Max : -1.7834[Kip] at 0.013[ft] from J -17834 Mm : -1.7834[Kip] at 0.00[Ft] From J 8.8376 L = 7.08 L = 7.08 13.0665 L = 7.08 L - 7.08 Forces [Kip], Length [ft] 0 0 Max: -1.9100[Kip] at 0.00[ft] from J -1.9100 Min: - 1.9100[Kip] at 0.00[Ft] from J V2 shear forces Forces [Kip], Length [ft] Max : -2.4766[Kip] at 0.00[ft] from J -2.4766 Mm: -2.4766[Kip] at 0.00[Ft] From J L 7.08 L = 7.08 Pg. A-57 M33 bending moment V2 shear forces Moments Kip t , Length ft Forces Kir , Length ft Envelopes : Max : - 1.4915[Kip] at 0.00[ft] From J - 1.4915 Min : - 1.4915[Kipl at 0.00[ft] From J L =7.08 0 Axial forces Forces [Kip], Length_[ft] 0 2.12 M33 bending moment: Moments [Kip`ft], Length [ft] 0 Axial forces: Forces [Kip , Length ft] Max : 7.3958[Kip'Ft] at 7.0B[Ft] from J - 3.1641 Min : - 3.1641[Kip'ft] at 0.00[R] from J Max : - 1.2619[Kip] at 0.00[Ft] From J -12619 Min : - 1.2619[Kip] at 0.00[ft] from J Max :13.0665[Kip ft] at 7.08[Ft] from J 1.71 - 4.6849 2.45 Min : - 4.6849[Kip'ft] at 0.00[ft] From J 7.3958 L= 7.08 L =7.08 Max : 0.000[Kip] at 0.00[Ft] from J - 1.8698 Min: - 1.8698[Kip] at 0.00[ft] from J L =7.08 V2 shear forces: Forces [Kip], Length [ft] 0 Max : 0.000[Kip] at 0.00[Ft] from J Min : - 2.4766[Kip] at 0.00[R] from J L=7.08 Pg. A -58 Y MEMBER : 23 Material : A500 GrB rounded M33 bending moment Moments Ki *ft Len th Condition : LC1=C1+LL2 -4.7263 Axial forces Forces [Kip], LengthJfq Condition : LC2=C2+LL2 Axial forces Forces [Kip], Length [ft] Max :1.63E-04[Kiplt] at 2.50[ft] From J 0 Min : -4.7263[Kirft] at 0.00[It] from J Max : -2.7565[Kip] at 0.00[Ft] from J -2 7565 Min: -2.7565[Kip] at 0.00[Ft] From J M33 bending moment Moments KIWI!), Length [ft] Max :1.57E-04[Kip"Ft] at 2.50[Ft] From J -4.3288 Min : -4.3288[Kirft] at 0.00[Ft] From J Length : 2.500 [ft] Section : PXX 6.0 Node K L = 2.50 V2 shear forces Forces [Kip], Length [ft] 0 Max : -1.8906[Kip] at 0.00[ft] From J -1.8906 Min : -1.8906[Kip] at 0.00[ft] from J V2 shear forces Forces Ki. Len th ft 0 Node J Max : -1.7316[Kip] at 0.00[ft] From J Min: -1.7316[Kip]at 0.130[Ft] from J 10 11 L 2.50 L = 2.50 0 Condition : LC3=C3+LL2 M33 bending moment Moments [Kiplt], Length [ft] Axial forces Forces [Kip], Length [ft] Condition : LC4=C4+LL2 M33 bending moment Moments [Kirft], Length • ft Max : -2.3191[Kip] at 0.00[ft] From J 2.3191 : -2.3191[Kip] at 0.00[Ft] From J Max : -2.26E-04[Kiplt] at 2.50[Ft] From J 0 -7.2149 Mm : -7.2149[Kirft] at 0.00[ft] From J Max : -3.1031[Kip] at 0.00[ft] from J -31031 Mm : -3.1031[Kip] at 0.00[1t1 From J Axial forces Max : 4.19E-04[Kiplt] at 2.50[Ft] from J -6.9984 Mh : -6.9984[Kip at 0.00[Ft] From J L - 2.50 L = 2.50 4.19E-04 L = 2.50 V2 shear forces Forces_lKip], Length [ft] 0 Max : -2.8859[Kip] at 0.00[ft] From J -2.8859 Mh : -2.8859[Kip] at 0.00[Ft] from J V2 shear forces Forces Ki ], Len th ft] L = 2.50 0 Max : -2.7995[Kip] at 0.00[Ft] From J -2.7995 Mm: -2.7995[Kip] at 0.00[Ft] From J L: 2.50 Pg. A-60 I I Forces [Kip], Length [ft' Max : -3.9384[Kip] at 0.00[R] from J 0 Condition : LCA=DL+LL1 M33 bending moment Moments,Kplt], Length [fli Axial forces Forces [Kip], Length [ft] 0 Envelopes : M33 bending moment: Moments Ki It Len h ft -3.9384 Min : -3.9384[Kip] at 0.00[Ft] From J Max :4.49E-05[Kirft] at 2.50[ft] from J -3.1640 Min : -3.1640[Kip7t] at 0.00[ft] from J Max : -1.4915[Kip] at 0.00[ft] from J 44915 Min : -1.4915[Kip] at 0.00[h] from J Max : 4.19E-04[Kiplt] at 2.50[R] from J (OW -72149 Min : -7.2149[Kipt] at 0.00[h] from J L = 2.50 L = 2.50 4.19E-04 L = 2.50 -2.26E-04 V2 shear forces Forces [Kip], Length [ft] 0 0 Max : -1.2656[Kip] at 0.00[ft] from J -12656 Min :-1.2656[Kip] at 0.00[1t] from J V2 shear forces: Forces [Kip], Length [ft] Max : 0.000[Kip] at 0.00[Ft] from J Min: -2.8859[Kip] at 0.00[Ft] from J L = 2.50 L = 2.50 Pg. A-61 Axial forces: Forces K Len th ft 0 -3.9384 MEMBER : 24 Length : 8.330 [ft] Material : A572 Gr50 Section : W 14X43 Condition : LC1=C1+LL2 M33 bending moment Moments [Kip*ft], Length [ft] Axial forces Forces [Kip], Length [ft] Max : 0.000[Kip] at 0.00[ft] From J -3.9384[Kip] at 0.00[Ft] From J Max : 6.98E-05[Kiplt] at 2.73[Ft] From J 4.16 2.78 .98E-05 440101E11 'I. 0.00 Mh -6 98E-05[Kip at 5.60[Ft] From J Max : -0.1343[Kip] at 5.60[ft] From J -0 343 Condition : LC2=C2+LL2 -3.49E-05 Mh -0.1343[Kip] at 0.00[Ft] From J -6.98E-05 2.78 L 2.50 L = 8.33 -0.1343 V2 shear forces Forces [Kip], Lengthlft 0 M33 bending moment V2 shear forces Moments [Kip*ft], Length [ft] Forces [Kip], Length [ft] Node J : 10 Node K : 12 Max - -2 56E-05[Kip] at 5.60[ft] From J Mm: -2.56E-05[Kip] at 0.00[Ft] From J Pg. A-62 a a a • Axial forces Forces [Kip], Length [ft] Condition : LC3 =C3 +LL2 M33 bending moment Moments Ki s *ft], Length [ft] 0 0 Max : 6.98E- 05[Kip ft] at 2.73[Ft] from J Axial forces Forces K , Length ft 2.78 Min : - 6.96E- 05[Kip ft] at 5.80[Ft] From J - 0. 343 0.000 Max : - 0.1343[Kip] at 5.60[1t] from J Ji Min : - 0.1343[Kip] at 0.00[Ft] from J Max : 2.44E- 04[Kip'Ft] at 2.73[ft] From J 416 2.78 __ - � -- . 44E -04 - 1.22E -04 1f,1 i f ' I I l -6 98E -05 ll Min : - 2.44E- 04[Kip ft] at 5.80[Ft] From J 2.78 11 2.78 -2 44E -04 L= 8.33 L =8.33 - 0.1343 L = 8.33 Condition : LC4 =C4 +LL2 Max : - 0.4476[Kip] at 2.80[ft] from J i -0 4476 Min : - 0.4476[Kip] at 0.00[Ft] From J L = 8.33 - 0.4476 0 M33 bending moment V2 shear forces Max : - 2.56E- 05[Kip] at 5.60[ft] from J 0 `[ ie ] f 3S 9 i f�fi IF fF Effif f f L= 8.33 - 2.56E -05 - 2.56E -05 Min : - 2.56E- 05[Kip] at 0.00[Ft] From J V2 shear forces Forces [Kip], Length [ft] Max : - 8.95E- 05[Kip] at 5.60[ft] from J -9.95E 05 Min : - 8.95E- 05[Kip] at 0.00[Ft] From J L = 8.33 - 8.95E -05 Pg. A -63 Moments [Kip*ft], Length [ft] Axial forces Forces [Kip], Length [ft] Condition : LCA=DL+LL1 Axial forces Forces Ki Envelopes : 0 Max : 2.44E-04[Kirft] at 2.73[Ft] From J 416 2.78 : -2.44E-04[Kip at 5.60[Ft] From J Max : -0.4476[Kip] at 2.80[ft] From J -0 4476 Mm: -0.4476[Kip] at 0.00[Ft] From J Max : 0.000[Kirft] at 5.53[ft] from J 0 0.000 Len th ft Mm: 0.000[Kiplt] at 0.00[1t] from J -2.44E-04 0 000 Max : 5.75E-06[Kip] at 0.00[Ft] from J : 5.75E-06[Kip] at 2.80[Ft] from J 2.78 L - 8.33 -0.4476 M33 bending moment V2 shear forces Moments [Ki • *ft], Length [ft] Forces [Kip], Length [ft] L = 8.33 Forces [Kip], Length [ft] Max : -13.95E-05[Kip] at 5.60[Ft] From J Mh : -8.95E-05[Kip] at 0.00[Ft] from J Max : D.000[Kip] at 5.60[ft] from J Mh : 0.000[Kip] at 0.00[Ft] from J 0.000 0 L = 8.33 0.000 Pg. A-64 I a M33 bending moment: Moments [Kip *ft), Length [ft] • NO • 6 r Axial forces: Forces [KipJ, Length [ftJ - 0.4476 2.73 MEMBER : 25 Length 2.500 [ft] Node J 12 Material : A500 GrB rounded Section PXX 6.0 Node K 13 Condition : LC1= C1 +LL2 M33 bending moment Moments Ki • *ft , Length [ft] Axial forces Forces [Kip], Length [ft] Max : 2.44E- 04[Kip it] at 2.73[ft] From J 4 Min : - 2.44E- 04[Kip ft] at 5.60[Ft] from J Max :5.75E-06[Kip] at 0.00[Ft] From J Min : - 0.4476[Kip] at 0.00[ft] From J Max : - 3.85E- 05[Kip'ft] at 2.50[ft] From J - 4.0039 Min : - 4.0039[Kip'ft] at 0.00[Ft] From J - 2.44E -04 2.80 L = 8.33 5.75E -06 L 8.33 - 0.4476 V2 shear forces: Forces [Kip], Length [ft] Max: 0.000[Kip] at 5.60[ft] from J V2 shear forces Forces [Kip], Length [ft] 0 - 8.95E -05 Min : - 8.95E- 05[Kip] at 0.00[ft] From J Max : - 1.6015[Kip] at 0.00[Ft] from J Min : - 1.6015[Kip] at 0.00[ft] From J L = 8.33 - 6.95E -05 L =2.50 0 Condition : LC2=C2+LL2 M33 bending moment Moments [Kip*ft], Length [ft] Axial forces Forces [Kip], Length [ft] 0 Condition : LC3=C3+LL2 M33 bending moment Moments [Kip*ft, Len • th [ft Axial forces Max : -2.3350[Kipj at 0.00[ft] from J 2.3350 -2.3350[Kip] at 0.00[ft] From J Max : -4.44E-05[Kirft] at 2.50[ft] from J -3.6064 Min : -3.6064[Kip*Ft] at 0.00[ft] From J Max : -1.8976[Kip] at 0.00[Ft] From J -1.8876 Min: -1.8976[Kip] at 0.00[Ft] from J Max : 3.94E-04[Kirft] at 2.50[Ft] from J -4.6863 Min : -4.6663[Kirft] at 0.00[Ft] from LI L = 2.50 L = 2.50 -4.44E-05 L r 2.50 3.94E-04 L = 2.50 V2 shear forces Forces [Kip], Length [ft] 0 0 Max : -1.4426[Kip] at 0.00[Ft] From J . . . . . . . . . ... • - , . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . , . . . . . . . . . . . , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , . .. . . . ' : ' .: • :::.• ... ' . , :. •• : :: ,. ....:. ..: - : : , : .. ••••:• . -1.4426 Min : -1.4426[Kip] at 0.013[0] From J V2 shear forces Forces Ki Len • th ft Max : -1.8747[Kip] at 0.00[Ft] From J . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . -1.8747 Min : -1.8747[Kip] at 0.00[Ft] From LI L= 2.50 L 2.50 Pg. A-66 6 11 6 6 NI Mil Big 0 Condition : LC4=C4+LL2 M33 bending moment Moments [Kirft], Length [ft] Axial forces Forces Ki Max : -2.1788[Kip] at 0.00(1t) From J -21786 Mm : -2.1786[Kip] at 0.00[R] from J Max : -2.55E-04[Kipt] at 2.50[ft] from J -4.4700 Mh : -4.4700[Kirft] at 0.00[Ft] from J Len th [ft] 0 2.4766 Condition : LCA=DL+LL1 M33 bending moment Moments Ki *ft Len h ft Max : -2.4766[Kip] at 0.00[ft] from J Min :-2.4766[Kipj at 0.00[k] from J Max : 4.49E-05[Kirft] at 2.50[Ft] from J -3.1640 Mm : -3.1640[Kiplt] at 0.00[ft] from J L - 2.50 L 2.50 4.49E-05 L = 2.50 V2 shear forces Forces jKip], Length [ft] 0 Max : -1.7879[Kip] at 0.00[ft] From J -1.7879 Mm: -1.7879[Kip] at 0.00[R] from J V2 shear forces Forces F. . Len th ft 0 Max : -1.2656[Kip] at 0.00[ft] from J Min : -1.2656[Kip] at 0.00[ft] From J L = 2.50 L 2.50 Pg. A-67 Axial forces Forces Ki Len h ft Envelopes : 0 M33 bending moment: Moments [Kirft], LenIth [ft] Axial forces: Forces [Kip], Length [ft] 0 Max : -1.4915[Kip] at 0.00[ft] From J 1.4915 Min : -1.4915[Kip] at 0.00[Ft] From J Max : 3.94E-04[Kiplt] at 2.50[Ft] From J -4.6863 Min : -4.6863[Kiplt] at 0.00[Ft] From J Max : 0.000[Kip] at 0.00[Ft] From J MEMBER : 26 Material : A572 Gr50 Condition : LC1=C1+LL2 M33 bending moment Moments [Kip*ft], Length [ft] Min : -2.4766[Kip] at 0.00[Ft] From J L r 2.50 3.94E-04 L = 250 -2.55E-04 L = 2.50 Length : 3.080 [ft] Section : W 14X22 V2 shear forces: Forces [Kip], Length [ft] 0 Max : 0.000[Kip] at 0.00[ft] from J -1.8747 Min : -1.8747[Kip] at 0.00[ft] From J V2 shear forces Forces [Kip], Length [ft] Node J : 14 Node K : 16 L 50 Pg. A-68 Axial forces Forces Ki 0.000 0 Axial forces Forces [Kip], Length [ft] 0 Condition : LC2=C2+LL2 0.000 0 Len 0 D044 M33 bending moment V2 shear forces Momentsinplt], Lengthy!] Condition : LC3=C3+LL2 Max : 0.000[Kirft] at 0.00[Ft] from J Min : 0.000[Kirft] at 3.08[Ft] From J Max : -0.0044[Kip] at 0.00[f t] from J Mm: -0.0044[Kip] at 0.00(ft] from J Max :13.000[Kirft] at 0.00[Ft] From J Mm : 0.000(Kiplt] at 3.08[ft] from J th ft L 3.08 L 3.08 L 3.08 • • 0 Max : -0.0042[Kip] at 0.00[Ft] From J 1111111111111111111111111111111111111111 -0.0042 Mm: -0.0042[Kip] at 0.00[1t] from J L 3.08 Max : 0.000[Kip] at 0.00[ft] From J 0 Min : 0.000[Kip] at 0.00(ft] from J Forces [Kip], Length [ft] M33 bending moment V2 shear forces Max : 0.000[Kip] at 0.00[ft] From J 0 Min : 0.000[Kip] at 0.00[ft] from J Moments Kipft], Length ft] Forces Ki •], Length ft 0.000 0 Axial forces Forces [Kip], Length [ft] 0 Condition : LC4= C4 +LL2 Axial forces Forces Ki Condition : LCA =DL +LL1 Max : 0.000[Kip'ft] at 0.00[Ft] from J Min : 0.000[Kip'ft] at 3.08[Ft] from J Max : - 0.0055[Kip] at 0.00[ft] horn J 0 0 0055 Min : - 0.0055[Kip] at 0.00[f t] from J Max • 0.000[Kip ft] at 0.00[ft] from J 0.000 0 Min : 0.000[Kip'ft] at 3.08[ft] from J Length ft Max : - 0.0062[Kip] at 0.00[ft] From J - 0.0062 Min : - 0.0062[Kip] at 0.00[ft] from J L = 3.08 L - 3.08 M33 bending moment V2 shear forces Moments Ki. *ft , Length ft L= 3.08 L =3.08 Max : 0.000[Kip] at 0.00[ft] from J 0 Forces [Kip], Length [ft] 0 Min: 0.000[Kip] at 0.00[Ft] from J Max : 0.000[Kip] at 0.00[Ft] from J Min : 0.000[Kip] at 0.00[1t] from J L =3.08 L = 3.08 Pg. A -70 M33 bending moment V2 shear forces Moments Ki *ft , Len th ft Envelopes : 0.000 0 Axial forces Forces [Npl, Length [ft] 0 Max : 0.000[Kiplt] at 0.00[ft] from J Min : 0.000[Kiplt] at 3.08[Ft] From J Max : -0.0016[Kip] at 0.00[ft] from J -0.0016 Min : -0.0016[Kip] at 0.00[ft] from J M33 bending moment: V2 shear forces: Moments [Kip*ft], Length [ft] Axial forces: Forces [Kip], Length [ft] Max : 0.000[Kirft] at 0.00[Ft] From J 0.000 0 Min : 0.000[Kiplt] at 0.00[It] From J L 3.08 L = 3.08 L = 3.08 0 Max : 0.000[Kip] at 0.0171[Ft] from J -0.0E162 Min : -0.0062[Kipl at 0.00[Ft] from J L = 3.08 Forces [Kip], Length [ft] Max :0.000[Kip] at 0.00[8] From J 0 Mm: 0.000[Kip] at 0.00[ft] from J Forces [Kip], Length ift] Max : 0.000[Kipl at 0.00[Ft] from J 0 Min : 0.000[Kip] at 0.00[ft] From J L - 3.08 L = aoo Pg. A-71 MEMBER 27 Length 3.080 [ft] Material : A572 Gr50 Section : W 14X22 Condition : LC1 =C1 +LL2 M33 bending moment Moments Ki. *ft], Length ft L._ 0.000 0 Axial forces Forces jKip], Length [ft] 0 0.000 0 0.0027 Condition : LC2 =C2 +LL2 Axial forces Forces [Kip], Length [ft] Max: 0.1300[Kipft] at 0.00[ft] from J Min : 0.000[Kip'ft] at 3.08[ft] From J Max : - 0.0027[Kip] at 0.00[ft] horn J Min : - 0.0027[Kip] at 0.00[Ft] from J Max: 0.000[Kip at 0.00[ft] from J Min : D.000[Kip'ft] at 3.08[Ft] from J L =3.08 L = 3.08 L =3.08 V2 shear forces Forces [Ki. , Length ft M33 bending moment V2 shear forces Moments [Kip *ft], Length [ft] Max : D.000[Kip] at D.00[ft] from J 0 Min : 0.000[Kip] at 0.00[ft] from J Forces [Kip], Length [ft] D Node J 15 Node K 17 Max : 0.000[Kip] at 0.00[Ft] from J Min : 0.000[Kip] at 0.00[Ft] From J L - 3.08 L - 3.08 Pg. A -72 tr ■ r 2 i • Moments Ki. *ft], Length ft 0 Condition : LC3 =C3 +LL2 Axial forces Forces [Kip], Length [ft] 0 Condition : LC4 =C4 +LL2 M33 bending moment Axial forces Max : - 0.0025[Kip] at 0.00[ft] from J 0.0025 Min : - 0.0025[Kip] at 0.00[ft] from J M33 bending moment V2 shear forces Moments [Kip'ft], Length [ft] Max : 0.000[Kip'Ft] at 0.00[Ft] from J 0.000 0 Min : 0.000[Kip - ft] at 3.08[ft] horn J Max : 2.57E- 04[Kip] at 0.00[Ft] from J Min : 2.57E- 04[Kip] at 0.00[ft] from J Max : 0.000[Kip ft] at 0.00[h] from J 0.000 0 Min : 0.000[Kip'ft] at 3.081ft] From J L_ 3.08 L =3.08 L = 3.08 L =3.08 Forces [Kip], Length [ft] Max : 0.000[Kip] at 0.00[Ft] From J 0 L = 3.08 Min : 0.000[Kip] at 0.00[k] from J V2 shear forces Forces Kip , Length ft Max :0.000[Kip] at 0.00[ft] from J 0 Min : 0.000[Kip] at 0.00[h] from J L = 3.08 Pg. A -73 Forces [Kip], Length [ft] Condition : LCA=DL+LL1 M33 bending moment V2 shear forces Moments [Kiplt], Length [ft] ForcesjKip], Length MI Envelopes : 0 Max :-4.36E-04[Kip] at 0.00[ft] from J Min: -4.36E-04[Kip] at 0.00[ft] from J Max :0.000[Kirft] at 0.00[Ft] from J 0.000 0 Mm: 0.000[Kirft] at 3.08[ft] from J Axial forces Forces Ki Len th ft] 0 M33 bending moment: Moments [Ki , Len th ft Max : -0.0016[Kip] at 0.00[Ft] From J Mm: -0.0016[Kip] at 0.00[Ft] From J Max : 0.0013[Kip'ft] at 0.00[Ft] From LI CIMEM 0 4.36E 04 -0.0016 Mm: 0.000[Kip"ft] at 0.00[Ft] From J L = 3.08 L = 3.08 L = 3.08 L = 3.08 Max : 0.000[Kip] at 0.00[ft] from J 0 Mh : 0.000[Kip] at 0.00[Ft] From J V2 shear forces: Forces [Kip], Length [ft] L = 3.08 Max : 0.000[Kip] at 0.00[ft] From J 0 L-3.08 Mm : 0.000[Kip] at 0.00[ft] From J Pg. A-74 • r • r S r Axial forces: Forces Ki• . Length ft MEMBER 30 Material : A572 Gr50 Condition : LC1 =C1 +LL2 M33 bending moment Moments [Kip *ftj, Length [ft] Max : 2.57E- 04[Kip] at 0.00[ft] from J Min : - 0.0027[Kip] at 0.00[Ft] from J Max :0.000[Kip'Ft] at 0.00[ft] from J 0.000 0 Axial forces Forces Ki• , Length [ft] Condition : LC2 =C2 +LL2 Min : 0.000[Kip Ft] at 7.08[Ft] from J Max : - 0.0069[Kip] at 0.00[Ft] From J - 0.0069 Min : - 0.0069[Kip] at 0.00[Ft] From J L = 3.08 Length 7.080 [ft] Section W 14X22 L = 7.08 L - 7.08 V2 shear forces Forces [kip), Length [ftj_ M33 bending moment V2 shear forces Moments [Kip *ft], Length [it] Forces [Kip], Length [ft] Node J 18 Node K 20 Max : 0.000[Kip] at 0.00[ft] from J 0 Min : 0.000[Kip] at 0.00[ft] from J Axial forces Forces Ki 0.000 0 Min : 0.000[Kiplt] at 7.08[Ft] from J Axial forces Forces [Kip], Len_gth [ft] 0 Max : 0.000[Kirift] at 0.00[8] from J Condition : LC3=C3+LL2 Max : -0.0064[Kip] at 0.00(ft] from J 0 0064 Min : -0.0064[Kip] at 0.00[1t] from J M33 bending moment V2 shear forces Moments [Kiplt], Length [ft] Max : 0.000[Kiplt) at 13.00[Ft] from J 0.000 0 Len Min: 0.000[KipIt] at 7.08[ft] From J th ft L = 7.08 L = 7.08 L = 7.08 • 0 Max : -0.0131[Kip] at 0.00[ft] From J 1111111111111111111111111111111111111111 -0.0131 Min : -0.0131[Kip] at 0.00[Ft] From J L = 7.08 Condition : LC4=C4+LL2 Max : 0.000[Kip] at 0.00(ft) from J 0 Min : 0.000[Kip] at 0.1:10[8] from J Forces [Kip], Length [ft] Max : 0.000[Kip] at 0.00[ft] From J 0 Min : 0.000[Kip] at 0.00(ft) from J L 7.08 L = 7.013 Pg. A-76 a a • a M33 bending moment V2 shear forces Moments [Kip *ft], Length [ft] 0.000 0 Axial forces ForcesiKip], Length [ft] 0 Condition : LCA=DL+LL1 M33 bending moment Moments Ki *ft], Length [ft] Axial forces Forces lc Envelopes : 0 Max : 0.000[Kiplt] at 0.00[Ft] from J Min : 0.000[Kiplt] at 7.08[Ft] from J Max : -0.0129[Kip] at 0.00[ft] from J -0.0129 Min : -0.0129[Kip] at 0.00[ft] from J Max : 0.000[Kiplt] at 0.00[1t] from J 0.000 0 Min : 0.000[Kip at 7.08[Ft] from J Len • th Max : -0.0037[Kip] at 0.00[Ft] From J 0.0037 Min : -0.0037[Kip] at 0.00[Ft] From J L = 7.08 L = 7.08 L = 7.08 L - 7.08 Forces [Kip], Length [ft] Max :0.000[Kip] at 0.00[Ft] From J 0 Min: 0.000[Kip] at 0.00[Ft] from J V2 shear forces Forces Ki. Len h ft] Max : 0.000[Kip] at 0.00[ft] from J Min : 0.000[Kip] at 0.00[ft] From J L=7M8 0 L=7.08 Pg. A-77 M33 bending moment: V2 shear forces: Moments Ki It Len th ft Forces [Kip], Length [ft] 0.000 0 Axial forces: Forces [Kip], Length [ft] 0 MEMBER : 31 Material : A572 Gr50 Condition : LC1=C1+LL2 Axial forces Forces [Kip], Length [ft] Max : 0.000[Kiplt] at 0.00[ft] From J Min : 0.000[Kirft] at 0.00[Ft] From J Max : 0.000[Kip] at 0.00[ft) from J -0.0131 Min : -0.0131[Kipl at 0.00[Ft] from J Max: 0.0013[Kiplt] at 0.00[ft] from J 0.000 0 Min : 0.000[Kip at 7.08[ft] From J L - 7.08 L = 7.08 Length : 7.080 [ft] Section : W 14X22 M33 bending moment V2 shear forces Moments [Ki It], Len th [ft] Forces [Kip], Length [ft] L= 7.08 0 Max : 0.000[Kip] at 0.00[ft] from J Min : 0.000[Kip] at 0.00[Ft] From J Node J : 19 Node K : 21 Max :01100[Kip] at 0.00[Ft] From J 0 Min : 0.000[Kip] at 0.00[Ft] from J L -7.08 L= 7.08 Pg. A-78 • 0 Condition : LC2=C2+LL2 M33 bending moment Moments [Kip"ft], Length (ft] Axial forces Forces Kip Lgthift] 0 Condition : LC3=C3+LL2 M33 bending moment Moments Ki , Len th ft Max : -0.0033(Kip] at 0.00(ft] from J 0.0033 Mh : -0.0033[Kip] at 0.00[Ft] from J Max : 0.000[Kiplt] at 0.00[Ft] from J 0.000 0 Mh : 0.000[Kiplt] at 7.08[ft] From J Max : -0.0029[Kip] at 0.00[Ft] From J -0.0029 Mh : -0.0029[Kip] at 0.00[Ft] From J Axial forces Max : 0.000[Kirft] at 0.00[Ft] from J 0.000 0 Mh : 0.000[Kip"Ft] at 7.08[Ft] From J L = 7.08 L = 7.08 L - 7.08 L = 7.08 V2 shear forces Forces [Kip], Length [ft] Max : 0.000[Kip] at 0.00[Ft] From J 0 Mm: 0.000[Kip l at 0.00[ft] from J V2 shear forces Forces Kip , Len th ft Max : 0.000[Kip] at 0.00[Ft] From J 0 Mm : 0.000[Kip] at 0.00[Ft] from J L - 7.08 Pg. A-79 Forces [K' Len th ft a 0 0.000 M33 bending moment Moments [Kiplt], Lengtbift] -7 43E 04 Condition : LC4=C4+LL2 0 Axial forces Forces [Kip], Length [ft] 0 -4 89E-04 Condition : LCA=DL+LL1 M33 bending moment Max : -7.43E-04[Kip] at 0.00[Ft] from J Mm : -7.43E-04[Kip] at 0.00[Ft] From J Max : 0.000[Kirit] at 0.00[Ft] from J : D.000[Kip at 7.08[Ft] From ,J Max : -4.89E-04[Kip] at 0.013[Ft] From J Min : - 4.89E - 04[Kip] at 0.00[Ft] From J Max : 0.000[Kirft] at 0.00[Ft] from J 0.000 0 : 0.000[Kip at 7.08[Ft] From J L - 7.08 L = 7.08 L = 7.08 L - 7.08 V2 shear forces Forces [Kip], Length [ft] V2 shear forces Moments Ki , Len th ft Forces Ki. Len h ft Max : 0.000[Kip] at 0.00[ft] From J 0 L = 7.09 Mm : 0.000[Kip] at 0.00[Ft] From J Max : 0.1300[Kip] at 0.00[Ft] From J 0 L.,. 7.08 Mn : 0.000[Kip] at 0.00[Ft] from J Pg. A-80 a at Axial forces Forces [Kip], Length [ft] Envelopes : 0 M33 bending moment: Moments [Kip*ft), Length IN 0.000 0 Axial forces: Forces [Kip], Length [ft] 0 MEMBER : 33 Material : A572 Gr50 -0.0037 Condition : LC1=C1+LL2 Max : -0.0037[Kip] at 0.00[Ft] from J Min : -0.0037[Kip] at 0.00[11) from J Max : 0.000[Kiplt] at 0.00[R] f rom J Min : 0.000[Kip at 0.00[R] from J Max : 0.000[Kip] at 0.00[Ft] horn J -0.0037 Min : -0.0037[Kip] at 0.00[It] from J L - 7.08 L. 7.08 L. 7.08 Length : 8.697 [ft] Section : LU 3X2X1_4 V2 shear forces: Forces [Kip" Length [ft] L M33 bending moment • V2 shear forces Moments [Kiplt], Length [ft] Max : 0.000[Kip] at 0.00[R] from J 0 Min : D.000[Kip] at 0.00[ft] from J Forces [Kip], Length [ft] Node J Node K 2 3 0 0 Axial forces Forces [Kip], Length [ft] Condition : LC2 =C2 +LL2 M33 bending moment Axial forces Forces [Kip], Length [ft] Condition : LC3 =C3 +LL2 M33 bending moment Max : 4.97E- 04[Kip'ft] at 4.24[Ft] From J 4.30 - 4.44E -04 Min : - 4.44E- 04[Kip'ft] at 4.35[Ft] From J Max : - 4.26E- 07[Kip] at 0.00[Ft] from J 4.26E 07 4.59E 07 Min : - 4.59E- 07[Kip] at 4.35[ft] from J Moments [Kip *ft], Length [ft] Forces [Kip], Length [ft] Max : - 1.05E- 04[Kip] at 4.351ft] from J - 1.20E -04 Min : - 1.20E- 04[Kip] at 0.00[Ft] From J L = 8.70 - 1.05E -04 0 Max : 5.09E- 04[Kip it] at 4.24[ft] from J 4.30 - 4.56E -04 Min: - 4.56E- 04[Kip'ft] at 4.35[ft] From J L = 8.70 L - 8.70 L = 8.70 0 Max : - 4.32E- 07[Kip] at 0.00[ft] from J i i i 4 32E 07 4.65E 07 Min : - 4.65E- 07[Kip] at 4.35[Ft] from J L - 8.70 0 V2 shear forces Max: - 1.02E- 04[Kip] at 4.35[ft] from J Min :-1.17E-04[Kip] at 0.00[Ft] From J V2 shear forces Pg. A -82 1 1 Moments Kip*ft], Length [ft] 0 Max : 3.37E-04[Kip'ft] at 4.24[1t] From J Mh : -3.70E-04[Kiplt] at 4.35[Ft] from J Axial forces Forces [Kip], Length [ft] Max : 1.2579[Kip] at 0.00[ft] from J 7 0 Condition : LC4=C4+LL2 Mm: 1.2579[Kip] at 4.35[ft] from J M33 bending moment Moments Ki *ft , Length [ft] Max :5.47E-04[Kirft] at 4.24[R] from J -3.38E-04 Min : -3.38E-04[Kit:if t] at 4.35[ft] from J Axial forces Forces Ki. Len th ft Max : -1.30E-06[Kip] at 0.00(ft) from J 1.30E 06 Condition : LCA=DL+LL1 4.29 4.31 -3.70E-04 141E 06 Mh : -1.41E-06[Kip] at 4.35[Ft] from J L = 8.70 1.2579 L = 8.70 L = 8.70 L = 8.70 Forces [Kip], Length [ft] 0 Max : -7.95E-05[Kip] at 0.00[ft] from J Mm: -8.51E-05[Kip] at 4.35[ft] from J V2 shear forces Forces [Kip], Length [ft] Max : -7.77E-05[Kip] at 4.35[ft] from J 429E-04 Mm : -1.29E-04[Kip] at 0.00[ft] from J L = 8.70 Pg. A-83 M33 bending moment Moments Ki. *ft , Length Max : - 5.20E- 05[Kip] at 4.35[Ft] From J 1 .. L_8.70 - 5.20E -05 5.20E -05 Min • -5 20E- 05[Kip] at 0.00[Ft] From J 0 0.000 Axial forces Forces [Kips, Length E N Envelopes : 0 M33 bending moment: Moments [Kieft], Length [ft] Axial forces: Forces [Kip], Length [ft] Max : 2.21E- 04[Kip7t] at 4.24[Ft] From J 4.29 - 2.26E -04 Min : - 2.26E- 04[Kip ft] at 4.35[Ft] from J Max : - 1.26E- 08[Kip] at 0.00[Ft] From J 126E 08 Min : - 1.26E 08[Kip] at 4.35[Ft] From J Max : 5.47E- 04[Kip'ft] at 4.24[Ft] from J 4.32 4.28 Min : - 4.56E- 04[Kip'ft] at 4.35[Ft] from J -1 26E 08 - 4.56E -04 L = 8.70 L = 8.70 L= 8.70 Max :1.2579[Kip] at 0.00[Ft] from J - 1.30E -06 - 1.41E -D6 Min : - 1.41E- 06[Kip] at 4.35[Ft] from J 12579 L= 8.70 V2 shear forces Forces Ki.. Length ft V2 shear forces: Forces [Kip], Length [ft] 0 Max : 0.000[Kip] at 0.00[k] From J Min : - 1.29E- 04[Kip] at 0.00[Ft] From J Pg. A -84 6 • • • • M33 bending moment a • MEMBER . 35 Material A572 Gr50 Condition : LC1 =C1 +LL2 Moments Ki• *ft , Len th ft Max : 0.000[Kip Ft] at 0.00[Ft] from J - 729E -05 Min : - 7.29E 05[Kip'Ftj at 4.24[Ft] From J L =8.70 Axial forces Forces [Kip], Length [ft], 0 Condition : LC2 =C2 +LL2 M33 bending moment Moments [Kip*ftl, Length [ft] Axial forces Forces [Kip], Length [ft] Max : 0.2804[Kip] at 4.35[Ft] From J e Min : 0.2804[Kip] at 0.00[Ft] from J Max : 0.000[Kip ft] at 0.00[Ft] from J Length : 8.697 [ft] Section LU 3X2X1_4 - 6.97E -05 Min : - 6.97E- 05[Kipft] at 4.35[Ft] From J L = 8.70 L = 8.70 V2 shear forces Forces [Kip], Length [ft] Node J 10 Node K 13 Max :1.72E- 05[Kip] at 0.00[Ft] from J 4.30 - 1.32E -05 Min : - 1.32E- 05[Kip] at 4.35[Ft] from J V2 shear forces Forces Kip , Len • th ft] Max :1.44E-05[Kip] at 0.00[Ft] from J 4 29 - 1.60E -D5 Min : - 1.60E- 05[Kip] at 4.35[Ft] From J L=9.70 L. 8.70 0 Condition : LC3=C3+LL2 M33 bending moment Moments [Kiplt], Length [ft] Axial forces 0 Axial forces Forces [Kip], Len • th [ft] Condition : LC4=C4+LL2 M33 bending moment Moments Ki *ft Len th ft] Max : 0.2804[Kip] at 4.35[Ft] from J 0 = Os: Min: 0.2804[Kip] at 0.00[Ft] From J Max : 0.000[Kiplt] at 8.70[ft] From J -2.73E-04 Min : -2.73E-04[Kirft] at 4.35[ft] from J 0 Max : -9.62E-07[Kip] at 4.35[ft] From J II I 1.05E 06 Min : -1.05E-06[Kip] at 0.00[ft] From J Max : 0.000[Kiplt] at 0.00[ft] From J -2.43E-04 Min : -2.43E-04[Kirft] at 4.24[ft] from J L - 8.70 L = 8.70 L - 8.70 -3.62E-07 Lr 8.70 V2 shear forces Forces [Kip], Length [ft] Max :1.59E-05[Kip] at 0.00[ft] from J Min : -8.27E-05[Kip] at 4.35[Ft] from J V2 shear forces Forces Ki. Len th ft] 4.30 -6.27E-05 Max : 5.74E-05[Kip] at 0.00[ft] From J -4.82E-05 Min : -4.82E-I35[Kip] at 4.35[ft] From J Pg. A-86 8.70 L = 8.70 • Forces [Kip], Length [ft] Max : 0.9347[Kip] at 4.35[Ft] from J I 1 I • I I I Condition : LCA= DL +LL1 M33 bending moment Moments [Kip *ftJ, Length [ft] Axial forces Forces [Kip], Length [ft] Envelopes : 0 0.000 M33 bending moment: Moments Ki.'ft, Length ft 0 c'e 1 Min: 0.9346[Kip] at 0.00[ft] from J Max: 0.000[Kip] at 0.00[ft] from J Min : 0.000[Kip] at 4.35[R] from J L =8.70 Max: 2.00E- 05[Kip'ft] at 4.24[ft] from J - 2.05E -05 Min : - 2.05E- 05[Kip'Ft] at 4.35[ft] From J 0.000 L = 8.70 L = 8.70 V2 shear forces Forces [Kip] Length [ft] 0 Max : - 4.71E- 06[Kip] at 0.00[ft] from J Min : - 4.71E- 06[Kip] at 4.35[ft) from J V2 shear forces: Forces Ki. , Length [ft Max : 2.00E- 05[Kip'Ft] at 4.24[ft] from J - 2.73E -04 Min : - 2.73E- 04[Kip'ft] at 4.35[1t] from J L= 8.70 Max : 5.74E- D5[Kip) at 0.00[Ft] from J 5.74E -05 - 4.71E -06 - 6.27E -05 Min : - 6.27E- 05[Kip) at 4.35[Ft] from J L= 8.70 Pg. A -87 Axial forces: Forces Kip Len.th ft Max : 0.9347[Kip] at 4.35[Ft] from J 2 Hq:yi::E3:: •1.05E -06 Min : - 1.05E- D6[Kip] at 0.00[ft] From J L = 8.70 - 9.62E -07 October 23, 2007 Jared Sheeks 7717 Detroit Av SW Seattle WA 98106 City of Tukwila Department of Community Development Steve Lancaster, Director RE: CORRECTION LETTER #1 Mechanical Permit Application Number M07 -213 Digital Forest Data Center —12101 Tukwila International BI Dear Mr. Sheeks, This letter is to inform you of corrections that must be addressed before your mechanical permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Department. At this time the Fire Department has no comments. If you have any questions, please contact me at (206) 431 -3670. Sincerely, encl arshall hnician xc: File No. M07 -2l3 P:\Pennit Center\Correction Letters\2007%407 -213 Correction Ltr #1.DOC wer Steven M. Mullet, Mayor Building Department: Allen Johannessen, at 206 433 -7163, if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Building Division Review Memo Date: October 22, 2007 Project Name: Digital Forest Data Center Permit #: M07 -213 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Provide a schedule or notes referencing the required special inspections for steel welding and fabrication of the HVAC platforms. (IBC 1704,1704.3 & Table 1704.3) Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. 1ERMIT COORD COPY `° PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: M07 -213 DATE: 10 -30 -07 PROJECT NAME: DIGITAL FOREST DATA CENTER SITE ADDRESS: 12101 TUKWILA INTERNATIONAL BL _ Original Plan Submittal X Response to Correction Letter # 1 Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: I► I B ' •j g lvlslon Public Works ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Please Route Documents/routing siip.doc 2 -28 -02 TUES/THURS ROUTING: Structural Review Required Fire Prevention ❑ Planning Division Structural ❑ Permit Coordinator Incomplete DUE DATE: 11 -1 -07 Not Applicable Comments: ❑ No further Review Required REVIEWER'S INITIALS: DATE: DUE DATE: 11 -29 -07 n n Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions 1 � Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DEPARTMENTS: '9•1 �1 Public Works ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Documents/routing slip.doc 2 -28 -02 ail AWC, '1 Fire Prevention PLAN F� �����OUTI NG SLIP ACTIVITY NUMBER: M07 -213 DATE: 10 -05 -07 PROJECT NAME: DIGITAL FOREST DATA CENTER SITE ADDRESS: 12101 TUKWILA INTERNATIONAL BL X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued Planning Division Structural ❑ Permit Coordinator Incomplete DUE DATE: 10 -09 -07 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS R T ING: Please Route Structural Review Required ❑ No further Review Required Permit Center Use Only CORRECTION LETTER MAILED: ‘ Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: / 1 'i" REVIEWER'S INITIALS: DATE: DUE DATE: 11 -06 -07 APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) El Notation: REVIEWER'S INITIALS: DATE: • REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 10/2-10/ 07 ❑ Response to Incomplete Letter # • Response to Correction Letter # 1 ❑ Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Digital Forest Data Center Project Address: 12101 Tukwila International Bl Contact Person: Sheet Number(s): 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 Jaird Seeks Received at the City of Tukwila Permit Center by: Entered in Permits Plus on t \applications\fonns- applications on line\revision submittal Created: 8 -13 -2004 Plan Check/Permit Number: M07 -213 "Cloud" or highlight all areas of revision including date of revision Steven M. Mullet, Mayor Steve Lancaster, Director — Merl Jerl Sod &putt ss Phone Number: (i€ 7 (, S -? RoCo Summary of Revision: f �i AU -R R1Q ' SckeetAit 14 , 0 1-es {k re� ., A„'�' -e-6 n (n S Dec llnAS 5-6,1 441, ,2.",4-i of 14-VA i, C- ,ivy artoF T{1KWIl A OCT 2920011 FtHMI 1 GkN I tR MacDonald - Miller FACILITY SOLUTIONS SYMBOL DESCRIPTION - POWERED 7717 Detroit Avenue SW Seattle, WA 98106 Phone: 206- 763 -9400 Fax: 206 -767 -6773 www.macmiller.com WA Lic No: MACDOFS980RU 1 1/2 HOUR VERTICAL COMBINATION FIRE/SMOKE A ti� / !' o - 36163 o .� . f4,4, ` - $ Z ssIO Cs I EXPIRES: 07 -06 -08 1 GREENHECK DFD 150 OR EQUAL 1 1/2 HOUR CURTAIN STYLE HORIZONTAL FIRE DAMPER GREENHECK DFD 150 (HORIZONTAL MOUNT) OR EQUAL 3 HOUR CURTAIN STYLE VERTICAL FIRE DAMPER FSD $ GREENHECK FSD 212 (2000 FPM) OR EQUAL GREENHECK FSD 312 (3000 FPM) OR EQUAL 1 1/2 HOUR HORIZONTAL COMBINATION FIRE/SMOKE REVISIONS fes shall be (made to the scope irlc without prior approval of akwila Building Division• liens will require a new p SEPA submittal RATE add l rem TE PERMIT PE REQUIRED FOR: - ❑ Mechanical E' - Electricai [tglumbing itr Gas Piping City of Tukwila BUILDING DIVISION - - _ _ - - - DATE - REVIEWED FOR i CODE COMPLIANCE 1 APPROVED ' NOV -527 W h - ity Of Tukwila BU DING DIVISION . 9 �.- ,,, L ' �; *. M fr - OCT -5 2007 P ,RMwT CENTER REVISIONS: GREENHECK CRD -2 OR EQUAL BACKDRAFT DAMPER DIGITAL FOREST DATA CENTER EXPANSION 12101 TUKWILA INTERNATIONAL BLVD TUKWILA, WA BDD BAR L SCHEDULES & NOTES - HVAC ENGINEER LAST REVISED: J SHEEKS 9 -28 -07 SD © GREENHECK SMD 202 OR EQUAL MOTORIZED CONTROL DAMPER CHECKED BY DATE PLOTTED: B GEZON 9 -28 -07 CAD: ISSUE DATE: J SHEEKS DRAWING NUMBER: C- 1490- 7376569 -00 ISSUED FOR PERMIT unelV !H SHEET NUMBER: M O.O1 DAMPER LEGEND SYMBOL DESCRIPTION - POWERED SYMBOL DESCRIPTION -NON POWERED 1 1/2 HOUR VERTICAL COMBINATION FIRE/SMOKE FD HFD FD © HFD © FD 1 1/2 HOUR CURTAIN STYLE VERTICAL FIRE DAMPER GREENHECK DFD 150 OR EQUAL 1 1/2 HOUR CURTAIN STYLE HORIZONTAL FIRE DAMPER GREENHECK DFD 150 (HORIZONTAL MOUNT) OR EQUAL 3 HOUR CURTAIN STYLE VERTICAL FIRE DAMPER FSD $ GREENHECK FSD 212 (2000 FPM) OR EQUAL GREENHECK FSD 312 (3000 FPM) OR EQUAL 1 1/2 HOUR HORIZONTAL COMBINATION FIRE/SMOKE HFSD . GREENHECK FSD 212 (2000 FPM) OR EQUAL GREENHECK FSD 312 (3000 FPM) OR EQUAL 1 1/2 HOUR TUNNEL CORRIDOR COMBINATION FIRE /SMOKE GREENHECK DFIJ 350 OR EQUAL 3 HOUR CURTAIN STYLE HORIZONTAL FIRE DAMPER TFSD . GREENHECK CFSD 212 -1 OR EQUAL 3 HOUR VERTICAL COMBINATION FIRE/SMOKE FSD GREENHECK DFD 350 (HORIZONTAL MOUNT) OR EQUAL CEILING RADIATION DAMPER © GREENHECK FSD 231 OR EQUAL 3 HOUR HORIZONTAL COMBINATION FIRE /SMOKE GREENHECK CRD -2 OR EQUAL BACKDRAFT DAMPER HFSD GREENHECK FSD 231 OR EQUAL SMOKE DAMPER BDD BAR L SW DO GREENHECK WD 330 (VERT) OR WD -100 (HORIZONTAL) OR EQUAL BAROMETRIC RELIEF DAMPER (.05 OPNG PRESSURE SHOWN) SD © GREENHECK SMD 202 OR EQUAL MOTORIZED CONTROL DAMPER Sensor BUSKIN CBD2 NO SUBSTITUTE ALLOWED VOLUME DAMPER SHOP FABRICATED, W/ LOCKING QUADRANT MD © GREENHECK VCD -23 OR EQUAL SMOKE CONTROL MOTORIZED DAMPER GREENHECK SMD 301 OR EQUAL unelV !H SCD ® INTERLOCK WITH FIRE ALARM BY ELECTRICAL CONTRACTOR ACCESS DOOR AD > 18" x 18" MINIMUM THROUGH BUILDING CONSTRUCTION BY GENERAL CONTRACTOR GENERAL NOTES: COMBINATION FIRE /SMOKE DAMPER REQUIREMENTS (UNLESS OTHERWISE NOTED): - CLASS II - 165° FUSIBLE LINK - FAIL - CLOSE, 120V ACTUATOR - ACTUATOR BY MECHANICAL CONTRACTOR, WIRING BY ELECTRICAL CONTRACTOR - INTERLOCK TO FIRE ALARM SYSTEM BY ELECTRICAL CONTRACTOR FIRE DAMPER REQUIREMENTS: - BLADES OUT OF AIRSTREAM ON MEDIUM PRESSURE DUCTS -165 F FUSIBLE LINK - CLASS II POINTS LIST Identification Point Type Control Alarm Type Annunciation Device Tag Description HW Al HW DI HW AO HW DO SW Al SW DI SW AO SW DO Schedule ) 1oola eutll Sensor 6uluaeM !H Low Warning unelV !H uueIv nno Status Alarm wieiv etef Print/Fite Log Aelds!a Page \ Email eigeu3 FuaJl AC -2 AND AC-3: PACKAGED ROOFTOP UNIT WITH ECONOMIZER, 4 STAGES OF COOLING AND NO HEAT ZT RP OAD -C RAD -C CLG -SP RP -SP OAT CFS SF1 -C SF2 -C RF1 -C RF2 -C CLG1 -C CLG2 -C CLG3 -C CLG4 -C Room Temperature (DegF) Room Pressure Sensor (in WG) Outside Air Damper Actuator ( %) Return Air Damper Actuator ( %) Room Cooling Setpoint (DegF) Room Pressure Setpoint (in WG) Outdoor Air Temp (DegF) Clogged Filter Switch Supply Fan 1 (On /Off) Supply Fan 2 (On /Off) Relief Fan 1 (Modulating) Relief Fan 2 (Modulating) DX Cooling Stage 1 (On /Off) DX Cooling Stage 2 (On /Off) DX Cooling Stage 3 (On /Off) DX Cooling Stage 4 (On /Off) x x x x x x x x x x x x x x x 14/ 12 -&W X x x x x x x x x x x x X x x x x x x x x x x x x x x x x DUCT LEGEND DESCRIPTION SYMBOL DESCRIPTION SYMBOL BARE SHEETMETAL ROUND SHEETMETAL WRAPPED W/ INSULATION (2 ") 14/12 120W NOTES CFM SOUNDLINE SHEETMETAL (1" LINING) QTY CLEANROOM QUALITY DUCTWORK 14/12 SL 14/12 C SHEETMETAL WRAPPED W/ INSULATION (2") AC -1 BARE FLAT OVAL SHEETMETAL 75 14/12 W 14/1 2 - 2 BARE ROUND SHEETMETAL FLAT OVAL FLAT SHEETMETAL W/ INSULATION (2 ") 120 14/ 12 -&W EXPOSED QUALITY SHEETMETAL 1 DUCTBOARD (1" FIBERGLASS) AAON RN -070 14/12 Q 14/12 DB 2.0 2 EXAMPLE OF NEW 1000 EXAMPLE OF NOT IN CONTRACT (NIC) - 14 /r2 14/12 EXAMPLE OF DEMO FLEX DUCT 7000 xxxxxxx x x x x x x x EXAMPLE OF EXISTING 70 FLEX CONNECTOR 2.0 14/12 3 i 1000 PACKAGED ELECTRIC AIR CONDITIONING SCHEDULE UNIT NO. MFG & MODEL NO NOM TONS SUPPLY FAN OA CFM AL WT LBS NOTES CFM ESP QTY HP CA AC -1 TRANE SXHFC75 75 2 11000 1 AC -2 AAON RN -070 70 25000 2.0 2 15 1000 157 7000 2,4 AC-3 AAON RN -070 70 25000 2.0 2 15 1000 157 7000 2,4 AC-4 AAON RN -070 70 25000 2.0 2 15 1000 57 7000 3 AC -5 AAON RN -070 70 25000 2.0 2 15 1000 57 7000 3 0 0 N a m N- 0 NOTES: I. EXISTING ROOFTOP AIR CONDITIONING UNIT TO REMAIN. 2. NEW ROOFTOP PACKAGED AIR CONDITIONING UNIT WITH THE FOLLOWING FEATURES /ACCESSORIES: R -22 REFRIGERANT (4) SCROLL COMPRESSORS 100% ECONOMIZER WITH DDC ACTUATOR ON OSA DAMPER DUAL SUPPLY FANS WITH VFDS DUAL POWER EXHAUST FANS 4" 65% FILTERS HOT GAS BYPASS ON LEAD COMPRESSOR RETURN AIR SMOKE DETECTOR - CONNECTION TO FIRE ALARM SYSTEM BY ELECTRICAL CONTRACTOR 3. FUTURE ROOFTOP PACKAED AIR CONDITIONING UNIT. 4. DISCONNECT BY ELECTRICAL CONTRACTOR. SEQUENCE OF OPERATION ROOFTOP UNITS: AC -2 AND AC-3 SYSTEM DESCRIPTION: AC-2 AND AC-3 ARE ROOFTOP PACKAGED AIR CONDITIONERS WITH 4 STAGES OF COOLING AND NO HEAT. THEY ARE EQUIPPED WITH 100% ECONOMIZER CAPABILITY AND RELIEF FANS. AC-2 AND AC-3 SERVE THE DATA CENTER ALONG WITH THE EXISTING AC-1 AND FUTURE AC-4 AND AC-5. ALL UNITS SHALL BE CONTROLLED BY THE EMCS. SCHEDULE OF OPERATION: THE DATA CENTER IS A 24/7 OPERATION. THERE SHALL BE NO SETBACK TEMPERATURE SETPOINTS. SUPPLY FANS: THE SUPPLY FANS SHALL OPERATE CONTINUOUSLY AT RATED AIRFLOW. THEY ARE EQUIPPED WITH VARIABLE FREQUENCY DRIVES TO BE OPERATED AT A PREPROGRAMMED SPEED. ON STARTUP, THERE SHALL BE A 20 SECOND TIME DELAY TO ALLOW THE RETURN AIR DAMPER TO OPEN BEFORE THE SUPPLY FANS ARE ENGAGED. COMPRESSORS: THE COMPRESSORS FROM AC -2 AND AC -3 SHALL BE ACTIVATED TO MAINTAIN ROOM TEMPERATURE. TEMPERATURE SENSORS, AS SHOWN ON THE PLANS, SHALL BE MOUNTED IN THE RETURN DUCTWORK OF THE AIR CONDITIONERS. THE SIGNAL FROM BOTH SENSORS SHALL BE AVERAGED TO READ AN OVERALL SPACE TEMPERATURE. THE EMCS SHALL USE THIS TEMPERATURE TO ACTIVATE COMPRESSOR STAGES ON THE A/C UNITS. THE ROOM SPACE TEMPERATURE SHALL BE SET AT 80 ° F (ADJUSTABLE). THE EMCS SHALL INCLUDE THE CAPABILITY TO ALTERNATE THE STAGING ORDER OF THE COMPRESSORS ON AC-2 AND AC-3. ECONOMIZER: THE ECONOMIZER SHALL BE ACTIVATED WHENEVER THE RETURN AIR TEMPERATURE (AS AVERAGED FROM BOTH TEMPERATURE SENSORS ON AC -2 AND AC-3) EXCEEDS OUTSIDE TEMPERATURE. THE EMCS SHALL MODULATE THE OUTSIDE AIR AND RETURN DAMPERS TO MAINTAIN SPACE TEMPERATURE. WHEN THE RETURN AIR TEMPERATURE IS LOWER THAN OUTSIDE TEMPERATURE, THE OUTSIDE AIR DAMPER SHALL CLOSE TO MINIMUM POSITION. RELIEF FANS: THE RELIEF FANS SHALL BE MODULATED BASED ON SPACE PRESSURE. ROOM PRESSURE SENSORS, AS SHOWN ON THE PLANS, SHALL BE MOUNTED IN THE DATA CENTER. THE SIGNALS SHALL BE AVERAGED TO READ AN OVERALL SPACE PRESSURE. THE SIGNAL THE ROOM PRESSURE SENSORS SHALL MODULATE THE RELIEF FANS FROM MINIMUM TO MAXIMUM SPEED. THE ROOM PRESSURE SETPOINT SHALL BE 0.05 IN WG (ADJUSTABLE). FAILURE MODE: DURING A FAILURE OF ANY OF THE AIR CONDITIONING UNITS, THE FOLLOWING SHALL OCCUR AT THE FAILED UNIT: THE OUTSIDE AIR DAMPER SHALL CLOSE. THE RETURN AIR DAMPER SHALL CLOSE. FIRE SYSTEM INTERFACE: DURING A FIRE ALARM, THE FIRE ALARM SYSTEM SHALL DISABLE THE AIR CONDITIONING UNITS. THE UNITS ARE EQUIPPED WITH A RETURN AIR SMOKE DETECTOR THAT SHUTS DOWN THE UNIT ON DETECTION OF SMOKE. CONNECTION TO THE FIRE ALARM SYSTEM IS THE RESPONSIBILITY OF THE FIRE ALARM CONTRACTOR. FIRE PROTECTION SYSTEM ISOLATION DAMPERS: D -421, 422, 431, 432 DURING NORMAL OPERATION, THESE DAMPERS SHALL BE POWERED OPEN. DURING A FIRE ALARM, THE FIRE ALARM SYSTEM SHALL DE ENERGIZE THE DAMPERS. HVAC ABBREVIATIONS ABBV FULL NAME ABBV FULL NAME AI3BV FULL NAME A AC AFF AL BDD BOB BOD BOTT BTU BTUH BWG BWR C CAP CC CFM CHWR CHWS COMB CONN CWR CWS DB DIFF DMPR ON EC EGC EER ELEV EMS COMPRESSED AIR LINE AIR CONDITIONING UNIT ABOVE FINISHED FLOOR ALUMINUM BACKDRAFfDAMPER BOTTOM OF BEAM BOTTOM OF DUCT BOTTOM BRITISH THERMAL UNITS BRITISH THERMAL UNITS PER HOUR BOTTOM WALL GRILLE BOTTOM WALL REGISTER CONDENSATE CAPACITY CONTROLS CONTRACTOR CUBIC FEET PER MINUTE CHILLED WATER RETURN CHILLED WATER SUPPLY COMBUSTION CONNECT CONDENSER WATER RETURN CONDENSER WATER SUPPLY DUCT BOARD DIFFUSER DAMPER DOWN ELECTRICAL CONTRACTOR EGGCRATE ENERGY EFFICIENCY RATIO ELEVATION ENERGY MANAGEMENT SYSTEM ESP EXH EXTR FAC FD FLA FOB FOT FSD G GALV GC GPM GR GWB HG HP HWR HWS ID INT LIQ M -M MBH MC MCA MD MIN MT MUA NOM EXTERNAL STATIC PRESSURE EXHAUST EXTRACTOR FIRE ALARM CONTRACTOR FIRE DAMPER FULL LOAD AMPS FLAT ON BOTTOM FLAT ON TOP FIRE SMOKE DAMPER GAS LINE GALVANIZED GENERAL CONTRACTOR GALLONS PER MINUTE GRILLE GYPSUM WALL BOARD HOT GAS LINE HORSE POWER HOT WATER RETURN HOT WATER SUPPLY INSIDE DIMENSION INTERLOCK LIQUID LINE MACDONALD- MILLER ONE THOUSAND BTUH MECHANICAL CONTRACTOR MINIMUM CIRCUIT AMPACITY MOTORIZED DAMPER MINIMUM MOUNT MAKE -UP AIR NOMINAL OSA OBD OD RA REG REQ'D RIO SA SCD SD SL SM SP SS SSSC STL SUC SUSP T'STAT TC TOD TOS TV TING TWR TYP UNO VD VFD OUTSIDE AIR OPPOSED BLADE DAMPER OUTSIDE DIMENSION RETURN AIR REGISTER (GRILLE WITH DAMPER) REQUIRED ROUGH IN ONLY SUPPLY AIR SMOKE CONTROL DAMPER SMOKE DAMPER SOUND LINING SHEET METAL STATIC PRESSURE START /STOP SOLID STATE SPEED CONTROLLER STEEL SUCTION LINE SUSPENDED THERMOSTAT TEMPERATURE CONTROL TOP OF DUCT TOP OF STEEL TURN VANES TOP WALL GRILLE TOP WALL REGISTER TYPICAL UNLESS NOTED OTHERWISE VOLUME DAMPER VARIABLE FREQUENCY DRIVE VOLTAGE PHASE & DUCT DIAMETER DRAWING SHEET INDEX NAME TITLE NAME TITLE TM0.01 TM2.04 TM2.05 TM6.01 SCHEDULES - HVAC 4TH FLOOR PLAN - HVAC ROOF PLAN - HVAC DETAILS - HVAC CONTACT LIST TITLE NAME COMPANY PHONE NUMBER E -MAIL PROJECT ENGINEER ACCOUNT EXECUTIVE SHEET METAL FOREMAN JARED SHEEKS STEVE FLINK LARRY HARBISON MACDONALD MILLER MACDONALD MILLER MACDONALD MILLER 206 -768 -3806 253 - 680 -3172 206 - 768-4294 jared.sheeks aamacmiller.com steve.flink(almacmiller.com larry.harbison anmacmilier.com SCOPE OF WORK PHASE 1: PROVIDE AND INSTALL (2) ROOFTOP PACKAGED AIR CONDITIONING UNITS TO SERVE DATA CENTER. UNITS TO INCLUDE 100% OSA ECONOMIZER CAPABILITY. INSTALL (1) STRUCTURAL STEEL PLATFORM FOR EACH UNIT. INSTALL RETURN AIR DUCTWORK CONNECTING AIR CONDITIONERS TO COMPUTER ROOMS. INSTALL SUPPLY DUCTWORK CONNECTING A/C UNITS TO SUPPLY PLENUM. INSTALL (1) TEMPE / TURE SENSOR PER A/C UNIT IN RETURN DUCTWORK. INSTALL DDC CONTROL SYSTEMS FOR EACH UNIT AND CONNECT TO BUILDING EMCS. DUCTWORK AND EQUIPMENT ADDITIONS (BEYOND THE MAIN RETURN DUCTWORK) INSIDE THE DATA CENTERS WILL BE PERMITTED SEPARATELY. CIN e 1+11DV 0 HVAC GENERAL NOTES IW WINNER '+nn`rlrw U 1. THE HVAC SYSTEM FOR THIS PROJECT IS BASED ON THE FOLLOWING CRITERIA: ROOF "U" VALUE (BTUH /S.F. ° F) = N/A WALL "U" VALUE (BTUH /S.F. ° F) = N/A FLOOR "U" VALUE (BTUH /S.F. ° F) = N/A GLASS "U" VALUE (BTUH /S.F. °F) = N/A GLASS SHADE COEFF. = N/A LIGHTING (WATTS /S.F.) = N/A MISC. EQUIP. (WATTS /S.F.) = N/A PEOPLE DENSITY (S.F./PERSON) = N/A COOLING INDOOR DESIGN TEMP ( °F) = N/A COOLING OUTDOOR DESIGN TEMP (°F) = N/A HEATING INDOOR DESIGN TEMP ( °F) = N/A HEATING OUTDOOR DESIGN TEMP ( ° F) = N/A 8. PROVIDE EARTHQUAKE RESTRAINT FOR HVAC EQUIPMENT IN ACCORDANCE WITH SECTION 1621 OF THE 2006 IBC. 11 By Date:, I ( //) h /v City of Tukwila BUILDING DMSiON 2. THESE PLANS ARE SCHEMATIC AND DO NOT SHOW EXACT ROUTING OR EVERY OFFSET WHICH MAY BE REQUIRED. THE HVAC CONTRACTOR IS TO COORDINATE WITH ALL OTHER TRADES AND IS TO VERIFY ALL CLEARANCES BEFORE COMMENCING WORK. 3. MATERIALS, METHODS, AND INSTALLATION SHALL COMPLY WITH THE PROVISIONS OF THE 2006 EDITIONS OF THE INTERNATIONAL MECHANICAL CODE, INTERNATIONAL BUILDING CODE, INTERNATIONAL FIRE CODE AND STATE AND LOCAL CODES AND ORDINANCES. 4. DUCT CONSTRUCTION AND HANGING SHALL COMPLY WITH CHAPTER 6 OF THE 2006 IMC AND WITH CURRENT SMACNA STANDARDS. EARTHQUAKE BRACE ALL DUCTS 28" DIA AND LARGER WHICH ARE SUSPENDED MORE THAN 12" BELOW STRUCTURAL SYSTEM. 5. JOINTS OF MEDIUM AND HIGH VELOCITY DUCT SYSTEMS SHALL BE SEALED WITH GASKETS OR LISTED MASTIC TYPE DUCT SEALANT. 6. DUCTS SHALL BE INSULATED AS INDICATED ON PLANS, PER 2006 WSEC. - DUCT WRAP, WHERE INDICATED, SHALL BE 1 1/2" 0.75 LB /CU FT FIBERGLASS DUCT INSULATION WITH A FACTORY APPLIED REINFORCED ALUM. FOIL VAPOR BARRIER (R-4.2 MIN.). - SOUND LINING, WHERE INDICATED, SHALL BE 1" 1.5 LB /CU FT FIBERGLASS DUCT LINING COATED TO PREVENT FIBER EROSION AT VELOCITIES UP TO 6000 FPM (R-4.2 MIN.). - DUCT BOARD, WHERE INDICATED, SHALL BE 1" RIGID FRK FACED El 475 FIBERGLASS DUCT BOARD SYSTEM, UL 181 LISTED AS A CLASS 1 AIR DUCT (R-4.3 MIN.). 7. FLEX DUCTS SHALL CONSIST OF A REINFORCED VAPOR BARRIER, 1 112" FIBERGLASS INSULATION, AND NON- PERFORATED INTERIOR LINER WITH WIRE HELIX. DUCT SHALL BE A UL 181 LISTED CLASS 1 AIR DUCT. FLEX DUCTS SHALL ONLY BE USED WHERE SHOWN AND SHALL NOT EXCEED 8' IN LENGTH UNLESS NOTED OTHERWISI DAMPERS AND FIRE/SMOKE DAMPER WHERE INDICATED ON PLANS AND AS REQUIRED BY SECTION 71 F THE 2006 IBC. PROVIDE FIRE DAMPERS, SMOKE PE S DAMPERS G O S S QU 6 5 OF 006 . C PROVIDE CEILING FIRE DAMPERS WHERE INDICATED ON PLANS AND AS REQUIRED BY SECTION 716.6.2 OF THE 2006 IBC. INSTALL FIRE DAMPERS SMOKE DAMPERS AND FIRE/SMOKE DAMPERS IN ACCORDANCE WITH THE MANUFACTURERS INSTRUCTIONS, THE TERMS OF THEIR LISTING, AND THE REQUIREMENTS OF THE CODE. 10.PIPING PENETRATIONS OF FIRE RATED WALLS OR FLOORS SHALL BE SLEEVED AND FIRE STOPPED WITH LISTED MATERIALS SO AS TO MAINTAIN THE INTEGRITY AND RATING OF THE FLOOR OR WALL. .. �.. c.� , ?>' TS TI 11,RROVIDE ETURN DIJ SMOKE DETECTOR AUTOMATIC SHUT DOWN O ALL' N E W HEA LING, •COOLING OR VENTILATION EQUIPMENT MOVING.IN. EXCESS OF 2000 CFM ,p} �nw,»lr "�a UN, � G... • . fia .,:s,im. ; :�'�: . R?E3k. �,. IN;ACCORDANCE WITH SECTION 606 OFTHE 200 ' X 11: E j � .. L R - , _ - ---- , G WITH,, BUILDINGFIRE A LARM SYSTE. I S BY THE ELECTRICA w.�,. �, -- 6 IMC. POW AND � LOCK WIRIN ,� a� <� • ...... ... . _. _..u.._ CONTRACTOR ,� 12. HVAC EQUIPMENT, VALVES AND DAMPERS SHALL BE LOCATED IN EASILY ACCESSIBLE LOCATIONS. UNLESS SHOWN ON ARCHITECTURAL DRAWINGS, REQUIRED ACCESS PANELS SHALL BE PROVIDED AND INSTALLED BY THE GENERAL CONTRACTOR. 13. HEAT TRACING OF PIPING, WHERE INDICATED, SHALL BE PROVIDED AND INSTALLED BY THE HVAC CONTRACTOR. THE HVAC CONTRACTOR IS TO COORDINATE THE HEAT TRACE POWER WIRING WITH THE ELECTRICAL CONTRACTOR. 14. MOTOR STARTERS NOT LISTED AS BEING PROVIDED IN THE HVAC EQUIPMENT SCHEDULES ARE TO BE PROVIDED AND INSTALLED BY THE ELECTRICAL CONTRACTOR. 15. WITHIN 90 DAYS AFTER THE DATE OF SYSTEM ACCEPTANCE, RECORD DRAWINGS OF THE ACTUAL INSTALLATION TO BE PROVIDED TO THE BUILDING OWNER. RECORD DRAWINGS SHALL INCLUDE AS A MINIMUM THE LOCATION AND PERFORMANCE DATA ON EACH PIECE OF EQUIPMENT, GENERAL CONFIGURATION OF DUCT AND PIPE DISTRIBUTION SYSTEM, INCLUDING SIZES, AND THE TERMINAL AIR AND WATER DESIGN FLOW RATES. 16.OPERATING AND MAINTENANCE MANUALS TO BE PROVIDED TO THE BUILDING OWNER THAT INCLUDE: SUBMITTAL DATA, NAMES AND ADDRESSES OF AT LEAST ONE SERVICE AGENCY, HVAC CONTROLS SYSTEM MAINTENANCE AND CALIBRATION INFORMATION AND A COMPLETE OPERATIONAL NARRATIVE FOR EACH SYSTEM. 17.COMMISSIONING IS REQUIRED ON THIS PROJECT IN ACCORD WITH WASHINGTON STATE ENERGY CODE (WSEC) SECTION 1416 AND WITH LEED NC-2.1 FUNDAMENTAL BUILDING SYSTEMS COMMISSIONING AND ADDITIONAL COMMISSIONING. 18.A COMPLETE REPORT OF TEST PROCEDURES AND RESULTS SHALL BE PREPARED AND FILED WITH THE OWNER. 19. FOR ALL "SEALED AIR TIGHT" SHAFTS OR ROOMS, THE FOLLOWING MUST OCCUR: - ALL VERTICAL JOINTS INSIDE THE SHAFT SHOULD BE PROVIDED WITH A CONTINUOUS SEAL FOR THE LENGTH OF THE JOINT, INCLUDING THE SHAFT CORNERS (BY GC). - TOP AND BOTTOM WALL TRACKS SHOULD BE CAULKED ALONG THEIR ENTIRE LENGTH (BY GC). - ANY FLOOR DECKING PERPENDICULAR TO THE SHAFT SHOULD BE CAULKED. FILLING WITH ROCK WOOL OR FIRESAFING ( "MONOCOAT") IS NOT ACCEPTABLE (BY GC). ANY PENETRATIONS OF THE SHAFT CONSTRUCTION (DUCTWORK, CONDUIT, PIPING) SHOULD BE SEALED WITH FIRE CAULKING ON BOTH SIDES OF THE PENETRATION. - USE SECTION 909.5 OF THE 2006 IBC FOR MAXIMUM ALLOWABLE LEAKAGE AREA, FOLLOWING THE GUIDELINES FOR SMOKE BARRIER CONSTRUCTION. - ALL DOORS MUST BE PROVIDED WITH TIGHT FITTING GASKETS, AND OPEN AGAINST THE DIRECTION OF ROOM /SHAFT PRESSURE. 20.DAMPERS USED FOR OUTDOOR AIR INTAKE, EXHAUST, OR RELIEF SHALL HAVE THE FOLLOWING MAXIMUM LEAKAGE RATES AT 1" W.G. (PER AMCA STANDARD 500): MOTORIZED DAMPERS: 10 CFM /S.F. GRAVITY DAMPERS: 20 CFM /S.F. (40 CFM /S.F. FOR DAMPERS SMALLER THAN 24 INCHES IN EITHER DIMENSION). 21.OUTSIDE AIR INTAKE, EXHAUST, AND RELIEF DAMPERS SERVING CONDITIONED SPACES MUST BE MOTORIZED (FAIL CLOSED) PER WSEC 1412.4.1, EXCEPT AS ALLOWED BY WSEC. 22.RETURN AIR SHAFTS TO BE CONSTRUCTED BY THE G.C. TO WITHSTAND A MINIMUM 20 PSF DIFFERENTIAL PRESSURE ACROSS THE WALL. DIFFERENTIAL PRESSURE IS BASED UPON THE MAXIMUM STATIC PRESSURE CAPABILITY OF FAN SYSTEMS SUBJECT TO AUTOMATIC DAMPER CLOSURE. 23.PRESSURIZATION SHAFTS SHALL BE CONSTRUCTED BY THE G.G. AS FOLLOWS: - SHAFTS SERVED BY PRESSURIZATION FANS RATED UP TO 1" STATIC PRESSURE TO BE CONSTRUCTED TO WITHSTAND 10 PSF DIFFERENTIAL PRESSURE. - SHAFTS SERVED BY PRESSURIZATION FANS RATED BETWEEN 1 -2.5" STATIC PRESSURE TO BE CONSTRUCTED TO WITHSTAND 20 PSF DIFFERENTIAL PRESSURE. - FOR SHAFTS SERVED BY PRESSURIZATION FANS RATED ABOVE 2.5" STATIC PRESSURE, CONTACT MECHANICAL ENGINEER. elpt Plan review approval i8 Subject to enors and anise( Approval of construction documents does not aulhorize the violation of any cadeorordnance. Flea of approved ., Cory conditions i8 admadat)lled: LEGAL DESCRIPTION APN # 0923049309 LEGAL DESCRIPTION: BEGIN NW CORNER OF NE 1/4 OF SE 1/4 TH S 89 -16 -35 E 100 FT TH S 24 -13 -53 E 567.42 FT TO POINT OF BEGINNING TH N 66 -35 -01 E 120.47 FT TH N 20 -23 -23 W 27.58 FT TH N 65 -32-34 E 165 FT TO POINT ON WLY RAN LINE OF PRIMARY STATE HIGHWAY NO 1 (SR 99) SOUTH 118TH ST TO JCT SSH NO 1 -K APPROVED JULY 23, 1957 TH FOLLOWING SAID WLY R/W LINE S 24 -27 -26 E 110.84 FT TH FOLLOWING SAID WLY RNV LINE N 65 -32 -34 E 10 FT TH FOLLOWING SAID WLY R/W LINE S 24 -27 -26 E 200 FT TH FOLLOWING SAID WLY RAN LINE N 65 -32 -34 E 20 FT TH FOLLOWING SAID WLY R/W LINE S 24-27 -26 E 126 FT TH FOLLOWING SAID WLY R/W LINE ALONG ARC OF 2805 FOOT RADIUS NON TANGENT CURVE TO RIGHT CENTER BEARING S 65 -32 -34 W THRU C/A OF 0 -12 -18 DISTANCE OF 10.03 FT TH S 65 -30-25 W 199.33 FT TH N 22 -47 -01 W 21.44 FT TH S 63 -32 -48 W 62.13 FT TH S 65 -46 -07 W 58.17 FT TH N 24 -13 -53 W 402.19 FT TO POINT OF BEGINNING LOT C OF CITY OF TUKWILA BOUNDARY LINE ADJUSTMENT NO L98 -0033 RECORDING NO 9810059013 12101 TUKWILA INTERNATIONAL BLVD TUKWILA, WA 27 9' 0 6' -3 SITE MAP NO SCALE Mop - Zi3 to char ofw )TE: Re' and ma w Z w J L>w 0 MacDonald - Miller FACILITY SOLUTIONS 7717 Detroit Avenue SW Seattle, WA 98106 Phone: 206 -763 -9400 Fax: 206- 767 -6773 www.macmiller.com WA Lic No: MACDOFS980RU k 7t 4 i 't 4 36163 .,�4,, ` G 1ST .sy 4. C, I EXPIRES: 07 -06 -08 I REVISIONS: DATE DIGITAL FOREST DATA CENTER EXPANSION 12101 TUKWILA INTERNATIONAL BLVD TUKWILA, WA 4TH FLOOR PLAN - HVAC ENGINEER: LAST REVISED: J SHEEKS 9 -28 -07 CHECKED BY: DATE PLOTTED: B GEZON 9 -28 -07 CAD: ISSUE DATE J SHEEKS DRAWING NUMBER: C - 1 490- 7376569 --00 ISSUED FOR PERMIT SHEET NUMBER: M2.04 N 0 0 0 co EXISTING 26 "0 --- THRU ROOF— EXISTING "4"0" JF 24 "0 TO BUILDING CS ,;7 ROOM EXISTING 48"0 I D -422 I 1 r i 't. ' / I / �...._ ._.. „ r E : I I I i 3 /�%" \ TI / /4 "RPBP � I N "IN14 ' NDP DRAIN WITH 4"FiR- 813/1\ ' 8 4x6 REM , PRESSURE SENSOR — )UCT UP THRU ROOF 42/50 SL /2" SUPPLY DROP INTO PLENUM / 50/42 SL /2" L/ RETURN AIR DROP 40/34 $L IN CHASE NNECT EXIST. WNEll . u �►: : it —r" I r o I Is •u Yr raw �til.l r 26 "0 26 1.5 5' -0" X 10' -0" X 2'— " HIGH (INSIDE) SHEETROCK R/A PLENUfrI BY GEN. CONTRACTOR. OPEN @ ENDS (TYP) (STING 26 THRU ,iENT 'Izoor -. I /FD XISTING 24 "x18" TRANSFER —24" 0 EXISTING EXISTING 26 "0 UP THRU ROOF UIRU RgOF - - -- S /FD 6 SEER SD 2) I mo : I I=: I I° .. `I L J�128/ 1 34 OPNG 22/40 REMOVABLE■ ON TOP (TYP) PANEL ( (TYPICAL) f ....^:. S /FD • 3 7 (ON ROOF) 1281/34 OPNG ON TOP (TYP) 128/34 OPNG ON TOP (TYP) 1 I I i I EXISTING 96 "X30" (INSIDE) GYP. BD. PLENUM BUILDING EMCS I , . bO/42 SL `2 RETURN ASR DROP 140/34 SL 1 22 / REMOVABLE PANEL (TYPICAL) I I 1 42/50 SL /2" ' Fir SUPPLY DROP INTO PLENUM ROOM PRESSURE SENSOR I. �I rn I 0 1 128/34 OPNG ON TOP (TYP) I D -431 I I - 60 TRA W/ ( FT Y S AILING EXIST R/A DUCT UP TO EXIST AHU -4 (SEE S & C MECH. DWG.) v',4C. 46NT .4FRF,41h EXIST 26 "x54" SUPPLY 4 l EXIST AHU -4 (SEE S (3c C MECH. DWG.) FUTURE Is— 7—II-SUPPLY DROP \ / INTO PLENUM R/A SOUND FITTING 48 "x24" OPENINGS EA. SIDE FUTURE - -7 I \ rRETUI N DROP I' L _ N I D -432 I VAV -2 VFP —0604 34 CFM 26. CFM I1IIE. I f If IrT1 -100 DO 1Ri. GRILLE' ., .`'_... -P1 ' ' JINN eT- { VAV rZ( • y ■ • 1I \ VAV -4 VFPE -1107 611 CFM 443 CEM I (T`P U T T2 -167 4TH FLOOR PLAN — HVAC SCALE: Ys" = 1' -0" 6) VAV -1 VFPE -2415 1720 CFM 709 CFM J 20"O VAV-6 VCCE -06 458 CFM C -L ,:.n17I0'N [ VAV -7 VCCE -06 273 CFM 513 CFM 443 CFM VAV -3 VFPE -1107 U SINK: ' SL -175 FAUC : 1KQ,1LER K 1 OSAL: WINKER 3/4" DN +PT 4A-1.1 T 2" VTR, 2" W DN. 4.6 KW ABINET ........:: VAV -5 VFPE -1107 588 CFM 354 GEM —GR, J -35 CRUMB CUP, 1 —P BADGER 1, 1/3 HP, 115V/1 EC -4 W /SOUND ELL A 1 ) REVIEWED FO DE APPRO NOV _ 5 200 c� Tukwila �� City Of S�C� .� ' ev�t^or►v ���-- E ) OCT —520U1 P PMIT CENT w 2 z J LL 0 C.) MacDonald- Miller FACILITY SOLUTIONS 7717 Detroit Avenue SW Seattle, WA 98106 Phone: 206- 763 -9400 Fax: 206 -767 -6773 www.macmiller.com WA Lic No: MACDOFS980RU { cQ - o 36163 ,� Ai .s' G.ST �� .9s fCs 1 0NAL I EXPIRES: 07 -06 -08 I REVISIONS: DATE DIGITAL FOREST DATA CENTER EXPANSION 12101 TUKWILA INTERNATIONAL BLVD TUKWILA, WA I ROOF PLAN - HVAC ENGINEER: LAST REVISED: J SHEEKS 9 -28 -07 CHECKED BY: DATE PLOTTED: B GEZON 9 -28 -07 CAD: ISSUE DATE: J SHEEKS DRAWING NUMBER: C - 1490- 7376569 -00 ISSUED FOR PERMIT I SHEET NUMBER: T ■ 0 5 d . ...I I 1 I II it II IL I I II II II I L I .. .� I 4 I I ( p I I � II I „0 —, *}r — .9l I � I I I I AC -5 1 I (FUTURE) 11 = "”[ — .2 n 0 0 N 0 N* CONDENSATE LINE \\ TO ROOF DRAIN \ 1Yz" PVC EXISTING SCREENWALL 26 "0 D (2) 24"0 DN NPCW ON THE ROOF. PROVID HEAT TAPE, INSUL4TION WEATHER -PROOF JACKET \ L 48"0 DJ\ EXISTING ELECTRICAL PANELS 1Y2 PVC SLOPE TO DRAIN I \ N ti 3 (EXISTING) EF- EXISTING) 31' -8" / 4 4 EXIS I G 3/4 "NPCW, CONNECI=6 rO HUMI IIFIER (TYR.) �' (EXIS ING) 26 "o DN 24" 0 DN,/ (EXISTI EXISTING N MAKE -UP AIR UNIT 3/4 "NPCW FROM BELOW ROOF EXISTING) (EXISTI 8'-4" 8' -4 INSTALL TRAP & PIPE PRIMARY CNDS TO ROOF DRAIN 1" PVC ;BOTH SIDES) " OOFTOP STEEL SUPPORT STRUCTURE -- 1 URAL\DRAWINGS) -10' F I NEW SCREENWALL (BY OTHERS) EF- (EXISTING) rt 36' -8" T 1Y2 PVC " E SLOPE TO DRAIN El z 11'- ROOF PLAN - HVAC SCALE: Y' = 1' -0" Al L ti N N N 8 "0 DU T UP \ THRU ROOF TO RO F CAP EF -2) (8 ) N / r A D fr 5 OCT -5 ZUO7 P RM'T ICEN) .• cD 0 0 I- rn Co u) co n N) N U) I-- 0 O z w 0 0 U) z 0 vi z 0 X w w H- z LIJ V 0 Cr) 0 L_ E z w J L� 0 0 10:40:47 AM, Thursday, October /1MA MacDonald- Miller FACILITY SOLUTIONS 7717 Detroit Avenue SW Seattle, WA 98106 Phone: 206- 763 -9400 Fax: 206 -767 -6773 www.macmiller.com WA Lic No: MACDOFS980RU • Ttr 4 0 ^ ! As, . ; .> . 11 36163 4.,> '. tS'— IONAL� I EXPIRES: 07 -06 -08 T W1 STEEL CROSS MEMBERS REVISIONS: DATE DIGITAL FOREST DATA CENTER EXPANSION 12101 TUKWILA INTERNATIONAL BLVD TUKWILA, WA • W14x22 STEEL CROSS MEMBERS (PER STRUCTURAL DRAWINGS) DETAILS - HVAC ENGINEER: LAST REVISED: J SHEEKS 9 -28 -07 CHECKED BY: DATE PLOTTED: B GEZON 9 -28 -07 CAD: ISSUE DATE: J SHEEKS DRAWING NUMBER: C 1 490 - 7376569 -00 ISSUED FOR PERMIT SHEET NUMBER: M6 fl1 r I W1 4x22 STRUCTURAL STEEL CROSS MEMBERS (PER STRUCTURAL DRAWINGS) L T W1 STEEL CROSS MEMBERS W14x22 STEEL CROSS MEMBERS (PER STRUCTURAL DRAWINGS) T L J 7 � � • - frm2 I— I —I I -1 I— � I H — I I H (PER STRUCTURAL DRAWINGS) L I I I I I L I I I I I I I --- � � I � I J 7' -1" , 16' -10" 3'--1" 27' —O" T- 0 0 N Ni 0 a) .n O U 0 cn O 0 0 0 0 N \ \ HEIGHT TO TOP OF STEEL RAILS 0 NEW ROOF CURB FOR SUPPLY AIR DROP (CURB BY M -C -; CUTTING, PATCHING, AND ROOFING BY OTHERS) CHANNEL OR TUBE STEEL PERIMETER SUPPORT W14x43 CROSS MEMBERS (PER STRUCTURAL DRAWINGS) W18x71 STEEL RAILS (PER STRUCTURAL DRAWINGS) J L FLEX CONNECTOR QUICK CHANGE ROOF TOP AIR CONDITIONER (TYPICAL OF AC-2 AND AC -3) 54" X46" � 54' X46" SUPPLY AIR DUCT RETURN AIR DUCT W/ 2" SOUND LINER W/ 2" SOUND LINER ROOFTOP UNIT ELEVATION 1/2" = 1' W18x71 STEEL RAILS (PER STRUCTURAL DRAWINGS) ROOF DECK OSA INTAKE HOOD STRUCTURAL STEEL PLATFORM 1/2" = 1' W14x43 STRUCTURAL STEEL CROSS MEMBERS (PER STRUCTURAL DRAWINGS) PIPE (PER STRUCTURAL DRAWINGS) 6" SCHEDULE 80 PIPE (PER STRUCTURAL DRAWINGS) W14x43 STRUCTURAL STEEL CROSS MEMBERS (PER STRUCTURAL DRAWINGS) REVIEWED CODE C � APPR VED NOV 5 2N1 —City Of Tutuila B ILDIN DWISM r -, --- OCT - 5 NO pF2BmIT CE " I w z w J U- 0 0 HEIGHT TO TOP OF FAN SHROUD HEIGHT TO TOP OF U