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Home My WebLink AboutPermit D05-266 - AMB PROPERTY LP - REROOFAMB PROPERTY LP 12761 GATEWAY DR S City &L Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: ci.tulnvila.wa.us DEVELOPMENT PERMIT Parcel No.: 2716000060 Permit Number: Address: 12761 GATEWAY DR TUKW Issue Date: Suite No: Permit Expires On: Steven M. Mullet, Mayor Steve Lancaster, Director DOS -266 09/26/2005 03/25/2006 Tenant: Name: AMB PROPERTY LP Address: 12761 GATEWAY DR S, TUKWILA WA Owner: Name: AMB INSTITUTIONAL ALLIANCE Phone: Address: C/O MCELROY GEORGE & ASSOC, 3131 S VAUGHN WAY STE 301 Contact Person: Name: DAVID KEHLE Phone: 206 - 433 -8997 Address: 12720 GATEWAY DR, SUITE 116, SEATTLE WA i Contractor: Name: WRIGHT ROOFING INC Phone: 253 - 472 -3321 Address: 6035 S ADAMS, TACOMA WA Contractor License No: WRIGHRI174QZ Expiration Date: 11/05/2005 DESCRIPTION OF WORK: SEISMIC UPGRADE TO EXISTING ROOF SYSTEM AND NEW ROOFING AS REQUIRED. Value of Construction: $78,000.00 Fees Collected: $1,722.18 Type of Fire Protection: SPRINKLERS International Building Code Edition 2003 Type of Construction: III -B Occupancy per IBC: 0008 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: N Street Use: N Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: N doc: IBC- Permit D05 -266 Printed: 09 -26 -2005 City o.Tukwila , �:� w g s y o '�y .department of Commutiity Development -J 10 6300 Southcenter Boulevard, Suite #100 u fA Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: ci.tukwila.wa.us * *continued on next page ** Steven M. Mullet, Mayor Steve Lancaster, Director e r -2005 doc: IBC- Permit D05 -266 Printed: 09 -26 l l i i 1 i i . i i Steven M. Mullet, Mayor Steve Lancaster, Director e r -2005 doc: IBC- Permit D05 -266 Printed: 09 -26 1 � City 0A 'Tukwila Department of Conimntiity Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 431 -3670 Fax: 206 - 431 -3665 Web site: cOulcwila.wa.us Permit Number: Issue Date: Permit Expires On: Steven M. Mullet, Mayor Steve Lancaster, Director D05 -266 09/26/2005 03/25/2006 Permit Center Authorized Signature: Date: �Zt,t JtX i I hereby certify that I have read and min this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating co ion or the perform of work. I am authorized to sign and obtain this development permit. Signature dAh Date: 05 Print Name: I)UrM _ I 1 a verb This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. i doc: IBC - Permit D05 -266 Printed: 09 -26 -2005 Z Z' i w W D J U U O V) =` CO) LL w 0 J LL Q: N D. =d t— _; z� 1— 0 z� W D° O U W W LL o .z w O Z Cit of Tukwila 1.908 Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT CONDITIONS z = Z. Parcel No.: 2716000060 Permit Number DOS -266 W N Address: 12761 GATEWAY DR TUKW Status: ISSUED Suite No: Applied Date: 07/20/2005 v v O Tenant: AMB PROPERTY LP Issue Date: 09/26/2005 w J � 1: ** *BUILDING DEPARTMENT CONDITIONS * ** N LL O 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official U. co d . 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to _ start of any construction. These documents shall be maintained and made available until final inspection approval is ? ►— granted. z ©' 4: The special inspections and verifications for concrete construction shall be required. D o 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. = w F- 6: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. LL O z 7: 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 O E- building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. Z 8: 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. 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: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 11: All electrical work shall be inspected and approved under a separate permit issued by the Washington State Department of Labor and Industries (206/248- 6630). 12: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. * *continued on next page ** doc: Conditions D05 -266 Printed: 09 -26 -2005 1908 City ofT ukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. ' Signature: Date: Print Name: } i f f i iF- W u� D UO W =` J F- N W J LL Q1 i doc: Conditions D05 -266 Printed: 09 -26 -2005 �o CITY OF TUKWILA =-� Community Developme Jepartment Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Building Pen No. �Q J L (litD Mechanical Permit No. Public Works Permit No. Project No. use Applications and plans must be complete in order to be acted for plan review. Applications will! on t be accepted through the, by. * *Please Print" SITE LOCATION King Co Assessor's Tax No.: Site Address tn(1 I C oly �0 A'). Tenant Name- Property Owners Name: l� Mailing Address :N L CONTACT PERSON j Name: 1 Mailing Address- V ZO -o Suite Number: Floor: New Tenant: El ...... Yes KNo Telephone: -, E -Mail Address M)e�1�2� U rK�� aV'C�l. lAWI city . ,,ti s _ st b zip Fax Number• %r !�' GENERAL CONTRACTOR INFORMATION - (Mechanical Contractor information on back page) ti Company Name: i Mailing Address: City State Zip i Contact Person: Day Telephone: t E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** i ARCHITECT OF RECORD – All plans must be wet stamped by Architect of Record Company Name: Mailing Address City State Zip Contact Person: Day Telephone: E -Mail Address: i Fax Number: i ENGINEER OF RECORD – All plans must be wet stamped by Engineer of Record Company Name: Mailing Address: �vrrc Z pYlt-le LIN Contact Person: City aa State Zip -- Day Telephone: "I�` I 4 JW' © � E -Mail Address: Fax Number: lapplicatiom\permit applimtion (7.2004) Pan. I i R ZZ '~ w J U. UO N co LLJ J = 1-- S2 U. W 22 LLQ N Z CY F_ W zF- W ~ W U OH W H C.) LL ui Z U =; O �- Z City State Zip BUILDING PERMIT INFORMATION - 206431-3670 Valuation of Project (contractor's bid price): $ �Z�4 CM Scope of Work blease.orovide detailed information): IIGLUWrA W Will there be new rack storage? []..Yes ...No If "yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below PLANNING DIVISION: C�b Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: i Lot Area (sq ft): Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ ..... Yes 4.. No If "yes ", explain: EIRE P ROTECTIONIHAZARDOUS MATERIAL ` Sprinklers ❑...Automatic Fire Alarm ❑ ... None ❑ ... Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ ... Yes ... No 1N1f� If "yes ", attach list of materials and storage locations on a separate 8 -112 x 11 paper indicating quantities and Material Safety Data Sheets. i \applications\pcttnit application (7 -2064) Puna') Z W. J U. U C l) C1. L U J� CO LL WO 2 �. 9 5. LL ¢ to a. W 1— O Z H W j: U� O crj �H W W. H H LL O W Z U N Z Existing Building Valuation: $ � b k� Existvn Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1 Floor �,�{r, 2 Floor 3 Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: C�b Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: i Lot Area (sq ft): Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ ..... Yes 4.. No If "yes ", explain: EIRE P ROTECTIONIHAZARDOUS MATERIAL ` Sprinklers ❑...Automatic Fire Alarm ❑ ... None ❑ ... Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ ... Yes ... No 1N1f� If "yes ", attach list of materials and storage locations on a separate 8 -112 x 11 paper indicating quantities and Material Safety Data Sheets. i \applications\pcttnit application (7 -2064) Puna') Z W. J U. U C l) C1. L U J� CO LL WO 2 �. 9 5. LL ¢ to a. W 1— O Z H W j: U� O crj �H W W. H H LL O W Z U N Z Existing Building Valuation: $ � b k� i s PUBLIC WORKS PERMIT INFPRMATION — 206433 -0179 _ Scope of Work (please provide detailed information): Call before you Dig: 1-800- 424 -5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑ ... Water District 0125 ❑... Highline ❑ ... Renton 0—Water Availability Provided Sewer District ❑ ...Tukwila ❑ ... ValVue [:1 ... Renton ❑ ... Seattle ❑ ... Sewer Use Certificate ❑ ... Sewer Availability Provided [:1 ... Approved Septic Plans Provided ❑ ...Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department. Submitted with Application (mark boxes which apply): ❑...Civil Plans (Maximum Paper Size-22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑... Geotechnical Report ❑ ...Traffic Impact Analysis ❑ ...Bond ❑ ... insurance ❑ ...Easement(s) ❑... Maintenance Agreement(s) ❑ ...Hold Harmless Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑... Right- of-way Use - Profit for less than 72 hours ❑ ... Right-of -way Use - No Disturbance ❑...Right- of-way Use — Potential Disturbance ❑ ...ConstructionlExcavation/Fill - Right-of -way Non Right -of -way ❑ ...Total Cut cubic yards ❑... Work in Flood Zone ❑ ...Total Fill cubic yards ❑... Storm Drainage ❑ ...Sanitary Side Sewer [:]..Abandon Septic Tank ❑ ...Grease Interceptor ❑ ...Cap or Remove Utilities ❑ ...Curb Cut ❑ ...Channelization ❑ ...Frontage Improvements ❑ ...Pavement Cut ❑ ...Trench Excavation ❑ ...Traffic Control ❑ ...Looped Fire Line ❑ ...Utility Undergrounding ❑ ...Backflow Prevention - Fire Protection " Irrigation " Domestic Water " ❑ ...Permanent Water Meter Size... WO# j ❑ ...Temporary Water Meter Size.. WO# ❑ ...Water Only Meter Size............ WO# ❑ " ...Deduct Water Meter Size......... " ❑...Sewer Main Extension .............Public Private ❑ ... Water Main Extension .............Public Private FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ... Water ❑ ...Sewer ❑ ... Sewage Treatment Monthly Service Billing to: Name Day Telephone Mailing Address City State Zip Water Meter Ref>nd/Billing: Name Day Telephone Mailing Address City State Zip %applicatioWpennit application (7 -2004) Pan. Z Z W lY ? , 70. 00 CO) 0. W= J i.. CO) W. WO . U to �W Z F- O. Z 1— W LU �O U O N D F- W HU LL O: .. Z W U =; O Z MECHANICAL PERMIT INFO 1ATION — 206-431 -3670 MECHANICAL CONTRACTOR INFORMATION Company Name:, Mailing Address City State Zip Contact Person: Day Telephone: E -Mail Address; Fax Number: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** Valuation of Project (contractor's bid price): $ Scope of Work (please provide detailed information): V= Residential: New ..... C1 Commercial: New ..... ❑ Fuel Twe Electric ......❑ Gas.....[] Replacement .....❑ Replacement .....❑ Other: Indicate type of mechanical work being installed and the quantity below: Unit Type: Oty Unit Type: Qty Unit Type: Boiler/Compressor: Qty Furnace <100K BTU Air Handling Unit >I0,000 CFM Fire Damper 0-3 HP /100,000 BTU Furnace >100K BTU Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan 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 Water Heater 50+ HP /1,750,000 BTU Heat/Refrig/Cooling System Incinerator - Domestic Emergency Generator Air Handling Unit <10,000 CFM Incinerator – Comm/Ind I Other Mechanical I Equipment 7- 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. The Building Official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING ER O Signature: Date: Print Name Day Telephoner 4 �5 U q' Mailing Address: l� ZO E ttY City State Zip Date Application Accepted: Date Application Expires: Sta nitials: 7 -D4i / - Z D - d( lapplicationn\parmit application (7.2004) Pa nn d fr t iG�.L ;��.'�L� .::. ti�4t;. �'.'..: tav` i::. Ci: t,' r,.; J:; uS. i:. ix:#. �..: n�` A:: 4�ik.•.. �M.; w! iF` iisl �F+.M. 4: �t° i1�i: Nititrd:+: a: q:.. 7.: ati.'&«: L�Y1.:. i .,ikar�.�1�4.id.:wwiiwYJa�iG.li "A:Y.ealdtci..'+.4.' "'.r`Y.�w'::ai �c :t.9tt'cu.��'�L:::iF4:iy.�i»i' �[i i wu,,...., Z �Z LLI JU 0 CO W J = H CO) LL w r U. CY = u.l Z �— 0 Z H W w D ON � 1– w ~ I -0 W Z CO) ~O H- Z �..Q Cit y of Tukwila Y906 6300 Southcenter BL, Suite 100 / Tukwiia, WA 98188 / (206) 431 -3670 RECEIPT Parcel No.: 2716000060 Permit Number: DOS -266 Address: 12761 GATEWAY DR TUKW Status: PENDING . Suite No: Applied Date: 07/20/2005 i Applicant: AMB PROPERTY LP Issue Date: Receipt No.: ROS -01428 Initials: 3EM User ID: 1165 Payment Amount: Payment Date: Balance: 1,045.52 09/26/2005 03:54 PM $0.00 ti CrA of Tukwila Y 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT Parcel No.: 2716000060 Address: 12761 GATEWAY DR TUKW Suite No: Applicant: AMB PROPERTY LP Permit Number: Status: Applied Date: Issue Date: D05 -266 PENDING 07/20/2005 Receipt No.: R05 -01061 Initials: BLH User ID: ADMIN Payment Amount: Payment Date: Balance: 676.66 07/20/2005 02:34 PM $1,045.52 Payee: DAVID KEHLE TRANSACTION LIST: Type Method Description Amount Payment Check 101 676.66 ACCOUNT ITEM LIST: Description Account Code Current Pmts ------------------------ - - - - -- ---------- - - - - -- ------ - - - - -- PLAN.CHECK - NONRES' 000/345.830 676.66 Total: 676.66 i 5176 07/21 9716 TOTAL 2334.61 li doc: Receipt ° ° ° Printed: 07 -20 -2005 K ma Tax Year Coat of Bldg Tax Parcel # Lot Property Address Built Owner Assessed Value Project Legal Description 1 271600-0010-09 1 12886 Interurban Ave South, Tukwila, WA 98168 1986 AMB Property LP; Go $ 5,676,600 $ 104,760 Gateway Corporate Center, Lot 1 less portion oto City of Tukwila for sidewalk McElroy George & within the FOLG - Por of Stephen Foster Donation Claim No 38 & of: Lot 1 of the Assoc.; 3131 S. Plat of Gateway Corporate Center as recorded in Volume 144 of Plat pages 23- Vaughn Way, #1301, 25 of IGng County, Washington Aurora, CO 80114 2 271600-0020-07 2 12674 Gateway Drive S. Tukwila, WA 98168 1986 AMB Property LP; c/o $ 8,725,300.00 $ 141,100 Lot 2 less W 35 ft measured perpendicular to Swly line of said lot 2 -Parcel A of McElroy George & City of Tukwila boundary line Assoc.; 3131 S. Vaughn Way, #301, Aurora, CO 80114 'Ala 4= 32716000060-Q8 6 12761 Gateway Drive S, Tukwila, WA 98168 1987 AMB Property LP; Go $ 3,805,100.00 $ 78,752 Lot 6 of Gateway Corporate Center, according to plat recorded in Volume 144 of McElroy George & plats at pages 23-25 in fling County, Washington. Assoc.; 3131 S. J \ Vaughn Way, #1301, Aurora, CO 80114 000 �� yes, . BECU Z RIVER Ix Z O TIME D.C. 17.01 CD TEVYAY DR. tv Z HEAT I El . Ef , HERTZ TRUCKS. SILVER D -ICLU 101 INN O U) .ter 'r _ ,r r _'° E � � - -11 Tl I OF 'j or WASH. SLOG. 9 Par TERY JINT. TRLJC DG. BLDG Frr D--1- LBLDG. 8 1 �C3 ! j I �,o Lo+ N. 'M I UK. I TN. INTERURBAN A%19= Qn S.R. 599 I 0 . NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.- w I Z 0 . NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.- � v � �—J � ^ �! | | � � � \ | ` ` JS. DYER &ASSOCIATES INC. STRUCTURAL EN GINEERS 24 Executive Park, Suite 200, Irvine, California 92814 /Q4S\2QG'8868Voice /S4Q\2QG-D7GGFax wwNodyer.onm Rev No. Description Date Engr. A Building Department Submittal 00 Jan 00 K. Kiasaleh, S.E. � ' i ' � ! � ` i � / � i � / \| .� ' � ' | < < { ' �| � ( / '| .| \| ' i / ` �| �) ' � { � .� , `. .! � ! � i � ,| � .. ` b O I _ - .`'_ . >_-; . ti.t< y'. �M�S;:' �s .t�l"Lr.'1+F�- .•.Y1.a.ca -4c+: r;•vv.- �.�n- :b;,ta - v t . £ « J b O I _ - .`'_ . >_-; . ti.t< y'. �M�S;:' �s .t�l"Lr.'1+F�- .•.Y1.a.ca -4c+: r;•vv.- �.�n- :b;,ta - v t IS. DYER & ASSOCIATES INC. � i i J i JOB NAME Gateway Corp Buildi 6 JOB NO: 2005 SHEET NO: ENGINEER: KK DATE: Ma '15 ANALYSIS: Lateral Purlin } 2.2 psf Roof Loads 1.8 1.8 0.5 Load on Horizontal Projection i 0.7 1.6 1.6 3.0 Dead Loads at Roof 0.5 1.5 .—? Description Sub- Purlins { j ! Roofing 2.2 psf �W 5/8" plywood Sheathing 1.8 Z Ceiling & Insulation 0.5 2x4 @ 24" oc 0.7 4X16 @ 8' -0" O.C. "• -� Glue Lam Beams ! Z Ui N Mechanical /Electrical 0.5 r Sprinklers 1.5 Miscellaneous 0.5 a� 1 Subtotal 7.7 4 ' Subtotal -� Total j r. } I _J 5/10/2005 Purlin Beams 2.2 psf 2.2 1.8 1.8 0.5 0.5 0.7 0.7 1.6 1.6 3.0 0.5 0.5 1.5 1.5 0.5 0.5 9_3 12.3 9.3 12.3 9.3 psf 12.3 Lateral Design Criteria /Roof Loads Z i , f Z, V U O, j C Q . . . . 5 N U- .. W Y i N �W Z UJI W !O N W W , "• u. ! Z Ui N Z f , J 3 J t California, United States, North America Seattle s 11 8th Pt s =119th St > i .� . - a S - -S -- 120th -St - S 120th :.St- (n Cr m q Q Q i fi { Cl) Nt. -V . I _. _... _ .. 599 _...:5- =125th- 'St_... S 124tH St - k 12761,- Gateway;Dr S,,Seattie; VA. ti 12761 Gateway Dr S ` f Seattle, WA 98168 900 .:..S:126th = St- V f °1 N`, to m ' S a Q ¢' 28tH `.a� rS e 2 � `"'_ Tukwila w �r rn CO o. S : �� ,� S' °dam y 7 �? ,ss LION < fA �, f C- X33 °�� v CD S M .... cfl S 133rd- St ��' ,Q o Riverton. i N S :135th -Si �r 1 outhgate d ark '.5- 137, -tfi� 1 ' � f • �` - Rivertop Crest m �, St r r, Foster CemOtery vi, , `� N :5 1 "37th Golf Links 0 mi 0.2 0.4 Copyright ®1988 -2003 Microsoft Corp, and/or its suppliers. All rights reserved. http: /Avww.microsoftcoMstreets 0 Copyright 2002 by Geographic Data Technology, Inc. All rights reserved. ® 2002 Navigation Technologies. All rights reserved. This data includes information taken with permission from Canadian authorities ®1991 -2(02 Government of Canada (Statistics Canada and/or Geomatics Canada), all rights reserved. i� '-' ...... i�. icx(? r(`.+ �xZu.' 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St Q �_.. - 1; ... _ - ;y..._sao - -L ton m J + Puget Sound -_ Riverton t Heights .144th - ____ K I N G 'Buries . 169. `;- Bw•iert Lake. - -, L . cn !�� w � Co ottle- Tacoma 1 rnational 515 509 rt-- ^ t 1 s'I .180th St!' i . orrnandy - ark - Angle m s Moine S 200th S< i / I 6 r' 0 mi 1 2 3 4 5 Copyright ®1988-2003 Microsoft Corp. and/or its suppliers. All rights reserved. http: /MWww.microsoft.com/streels ® Copyright 2002 by Geographic Data Technology, Inc. All rights reserved. ® 2002 Navigation Technologies. All rights reserved. This data includes information taken with permission from Canadian authorities ®1991 -2002 Government of Canaoa (Statistics Canada and/or Geomatics Canada), all rights reserved. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEARfiHAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. f j { i f i � I S T R U C T U R A L E N G I N E E R S JOB NAME: Gateway Corp orate- Building 6 JOB NO: 2005 SHEET NO: ENGINEER: KK DATE: May 1 15 ANALYSIS: Lateral Seismic Design Criteria Per 1997 Uniform Building Code, Chapter 16, Division IV ! Seismic Diaphragm Shear per U.B.C. Section 1630.2 81633.2.9 Earthquake Loads per U.B.C. Section 1630.1 Allowable = 0.514 W R = 4.00 Flexible Overstrength Factor per U.B.C. Section 1633.2.9, Item 3 Fpx max = 1.0 Ca I wpx Fpx max = 0.360 wpx Max. Diaphragm Load E = p Eh + Ev p = Not Required Reliability Factor (Maximum) per U.B.C. Section 1630.1.1 F Em = Qo Eh Sao = 2.80 Overstrength Factor per U.B.C. Table 16 -N Roof (supporting CMU /concrete walls) Fpx = Ev = 0.18 D Vertical Component per U.B.C. Section 1630.1.1 "^ Seismic Base Shear per U.B.C. Section 1630.2 Allowable = 0.161 W V = Cv I W / (R T), Z = 0.30 Seismic Zone (3) Factor per U.B.C. Table 16 -1 Lateral Design CriteriaSeismic'97 Vmax = 2.5Ca I W / (R) Cv= 0.54 *Nv = 0.54 Seismic Factor per U.B.C. Table 16 -R Vmin = 0.11Ca I W Ca= 0.36 *Na = 0.36 Seismic Factor per U.B.C. Table 16 -Q I = 1.00 Importance Factor per U.B.C. Table 16 -K 1A R = 4.50 Overstrength Factor per U.B.C. Table 16 -N or 16 -P H = 17.75 ft from F.F. to roof T = 0.17 sec Building Period per EQ 30 -8 Soil Profile = Sd Soil Profile Type per U.B.C. Section 1636.2 Seismic Source = B Seismic Source Type per U.B.C. Table 16 -U N = 1.00 Near - Source Factor Na per U.B.C. Table 16 -S N„ = 1.00 Near - Source Factor Nv per U.B.C. Table 16 -T d, = 30.00 km Distance to Known Source per Geotechnical Report Vmax = 2.5 Ca I W / R = 0.20 W Maximum Base Shear per EQ 30 -5 �) Vmin = 0.11 Ca I W = 0.04 W Minimum Base Shear per EQ 30 -6 Vmin = 0.8 Z Nv I W / R = 0.053 W Minimum Base Shear (Zone 4) per EQ 30 -7 V = 0.69 W Building Base Shear per EQ 30 -4 -' Ft = 0.07 T V = 0.000 W Concentrated Top Force per EQ 30 -14 -� V = 0.200 W + Ft Governing Base Shear Allowable = 0.143 W _..1 Seismic Load to Wall Anchorage per U.B.C. Section 1633.2.8.1 a = 1.50 Seismic Factor per U.B.C. Table 16 -0 _ R = 3.00 Overstrength Factor per U.B.C. Table 16 -0 -, I = 1.00 Importance Factor per U.B.C. Table 16 -K hw = 17.75 It height of wall element hr = 17.75 ft height of roof element Fp max = 1.44 Wp Maximum Seismic Force per U.B.C. EQ 32 -3 I Fp min = 0.25 Wp Minimum Seismic Force per U.B.C. EQ 32 -3 Fp wall = 0.72 Wp Design Seismic Force to Wall per U.B.C. EQ 32 -2 ! Seismic Diaphragm Shear per U.B.C. Section 1630.2 81633.2.9 Allowable = 0.514 W R = 4.00 Flexible Overstrength Factor per U.B.C. Section 1633.2.9, Item 3 Fpx max = 1.0 Ca I wpx Fpx max = 0.360 wpx Max. Diaphragm Load per U.B.C. Section 1633.2.9 - " Fpx min = 0.5 Ca I wpx Fpx min = . 0.180 wpx Min. Diaphragm Load per U.B.C. Section 1633.2.9 Fpx calc'd = 0.225 wpx Calc'd Roof Diaphragm Load Roof (supporting CMU /concrete walls) Fpx = 0.225 wpx Diaphragm Load per U.B.C. Section 1633.2,9 i Allowable = 0.161 W k .a 5113/2005 Lateral Design CriteriaSeismic'97 t } an i, j 2 � t n i + r i 1 i z z U O N C0 W _J �. CO LL W O 2 1 Q, to = CY �W z f... ' WO LU �p U , 10 N' � H WW U LL O z 11J CO) O z l� I . i� 'r S T R U C T U R A L E N G I N E E R S JOB NAME: Gateway Corporate Building 6 JOB NO: 2005 SHEET NO: 6 ENGINEER: KK DATE: Me '15 ANALYSIS: Lateral Seismic Design Criteria Per 1997 Uniform Building Code, Chapter 16, Division IV Earthquake Loads per U.B.C. Section 1630.1 E=P Eh + Ev p = Not Required Reliability Factor (Maximum) per U.B.C. Section 1630.1.1 Em = Oo Eh no = 2.80 Overstrength Factor per U.B.C. Table 16 -N Ev = 0.18 D Vertical Component per U.B.C. Section 1630.1.1 �. I - Seismic Base Shear per U.B.C. Section 1630.2 Importance Factor per U.B.C. Table 16 -K I hw = 24.00 ft V = Cv I W / (R T), Z 0.30 Seismic Zone (3) Factor per U.B.C. Table 16 -1 height of roof element Vmax = 2.5Ca I W / (R) Cv= 0.54 "Nv = 0.54 Seismic Factor per U.B.C. Table 16 -R per U.B.C. EQ 32 -3 Vmin = 0.11Ca I W Ca= 0.36 "Na = 0.36 Seismic Factor per U.B.C. Table 16 -Q Fp wall = 0.83 Wp 1.00 Importance Factor per U.B.C. Table 16 -K R = 4.50 Overstrength Factor per U.B.C. Table 16 -N or 16 -P H = 20 ft from F.F. to roof T = 0.19 sec Building Period per EQ 30 -8 i Fpx max = 1.0 Ca I wpx Fpx max = Soil Profile = Sd Soil Profile Type per U.B.C. Section 1636.2 0.180 wpx Seismic Source = B Seismic Source Type Per U.B.C. Table 16 -U _- N a 1.00 Near - Source Factor Na per U.B.C. Table 16 -S per U,B.C. Section 1633.2.9 N„ = 1.00 Near - Source Factor Nv per U.B.C. Table 16 -T 5113/2005 d, = 30.00 km Distance to Known Source per Geotechnical Report Vmax = 2.5 Ca I W / R = 0.20 W Maximum Base Shear per EQ 30 -5 Vmin = 0.11 Ca I W = 0.04 W Minimum Base Shear per EQ 30 -6 Vmin = 0.8 Z Nv I W / R = 0.053 W Minimum Base Shear (Zone 4) per EQ 30 -7 V = 0.63 W Building Base Shear per EQ 30 -4 " � Ft = 0.07 T V = 0.000 W Concentrated To Force p per EQ 30 -14 t m V = 0.200 W + Ft Governing Base Shear i Allowable = 0.143 W Seismic Load to Wall Anchorage per U.B.C. Section 1633.2.8.1 -� a = 1.50 Seismic Factor per U.B.C. Table 16 -0 ..:. R wall = a 3.00 Overstrength Factor g per U.B.C. Table 16 -0 �. I - 1.00 Importance Factor per U.B.C. Table 16 -K I hw = 24.00 ft height of wall element _..; hr = 20.00 ft height of roof element Fp max = 1.44 Wp Maximum Seismic Force per U.B.C. EQ 32 -3 Fp min = 0.25 Wp Minimum Seismic Force per U.B.C. EQ 32 -3 Fp wall = 0.83 Wp Design Seismic Force to Wall per U.B.C. EQ 32 -2 I Allowable = 0.591 W _ i Seismic Diaphragm Shear per U.B.C. Section 1630.2 & 1633.2.9 R = 4.00 Flexible Overstrength Factor per U.B.C. Section 1633.2.9, Item 3 i Fpx max = 1.0 Ca I wpx Fpx max = 0.360 wpx Max. Diaphragm Load per U.B.C. Section 1633.2.9 Fpx min = 0.5 Ca i wpx Fpx min = 0.180 wpx Min. Diaphragm Load per U.B.C. Section 1633.2.9 i Fpx caldd = 0.225 wpx Calc'd Roof Diaphragm Load i Roof (supporting CMU /concrete walls) Fpx = 0.225 wpx Diaphragm Load per U,B.C. Section 1633.2.9 i i Allowable = 0.161 W 5113/2005 Lateral Design Criteria Seismic '97 (2) , i j, t 2 s i I 3 zz Q S Z. LU JU 0 O 10 lu W = H CO) U. W O LL Cl ) H =. Z �... ZO LU Ca U� WW �U LL 0`. - O. W z CO) iH F' Z N _ b _ Q O o Mot z tQ '� �D n O rolL . -.. -. __ - _• �..+YA+sGNi.Y'J. -M i+AY.::Ui)•Wih.'.J `i .e _ k.1 t . ct'^:' r:.I f' �t?YRF. tAx:•+> tn? . w.. G.. Yw_.... ...w.v..- ...- '-- ._...+.._. -.._. - .. .- :NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR 'fHAN. : THIS NOTICE IT IS :DUE,TO THE.QUALITY OF THE DOCUMENT: ie S. D YE R ASS INC. S T R U C T U R A L E N G I N E E R S 1 JOB NAME: Gateway Corporate Center- Building 6 JOB NO: 2005 - 033 -06 SHEET NO: ENGINEER: KK DATE: May '15 ANALYSIS: Lateral Wall Anchorage Design Criteria Per 1997 Uniform Building Code, Chapter 16, Division IV Wall Anchorage Load to Elements per U.B.C. Section 1633.2.8.1 a wall = 1.50 Seismic Factor per 1633.2,8.1 P P R wall = 3.00 Overstrength Factor per 1633.2.8.1 "} N q. �l Near - Source Factor Na per U.B.C. Table 16 -S 1 Ca — - Seismic Factor per U.B.C. Table 16 -Q I = 1.00 Importance Factor per U.B.C. Table 16 -K Roof Level — hw . ' Q ft height of roof anchorage hr = , ft height of roof element F max = 1.44 W Maximum Seismic Force ( p p per U.B.G. EQ 32 -3 Y ! Fp min = 0.25 Wp Minimum Seismic Force per U.B.C. EQ 32 -3 Fp wall = 0.72 Wp Design Seismic Force to Wall per U.B.C. EQ 32 -2 0,51 Wp Allowable acceleration Allowable accelerations for different materials Steel 12Wp Wp 1.4 factor per 1633.2.8.1 Default Wp no factor per 1633.2.8.1 Epoxy Wp no factor per 1633.2.8.1 Wood 0.85 factor per 1633.2.8.1 B .tea I . _ j I i , 5/10/2005 Wall AnchorageWall Anchorage Criteria i i f Z H UJ s i o CO: p L... i Iiij �? .S. DYER & ASSOCIATES INC. ,.: s i JOB NAME: Gateway Corporate Center- Building 6 JOB NO: 2005- 033 -06 SHEET NO: ENGINEER: KK DATE: May 15 ANALYSIS: Lateral i -� Wall Anchorage Design Criteria i i z Z : W. �U U o: W =. N W W 0. J LL Q: � a. P W` r Z 1 - 0 z� U LLI �o O co: o � W W . - 0, Z U N' z _J 5/13/2005 Wall AnchorageWall Anchorage Criteria (2) Per 1997 Uniform Building Code, Chapter 16, Division IV ( I .: Wall Anchorage Load to Elements per U.B.C. Section 1633.2.8.1 i a. wall = 1.50 Seismic Factor per 1633.2.8.1 P ; E R P wall 3.00 Overstrength Factor per 1633.2.8.1 t. N 1.00 Near - Source Factor Na per U.B.C. Table 16 -S j T Ca = 0.36 Seismic Factor per U.B.C. Table 16 -Q -n Ip = 1.00 Importance Factor per U.B.C. Table 16 -K j i z Z : W. �U U o: W =. N W W 0. J LL Q: � a. P W` r Z 1 - 0 z� U LLI �o O co: o � W W . - 0, Z U N' z _J 5/13/2005 Wall AnchorageWall Anchorage Criteria (2) i s t i i S 1 f ^ I _J { 1 I i _. _j S T R U C T U R A L E N G I N E E R S JOB NAME: Gateway Corporate Center- Building 6 JOB NO: 2005. 033 - SHEET NO: e T ENGINEER: KK DATE. Ma '15 ANALYSIS: Lateral iIWQ Seismic Wall Anchorage Typical Sub - Purlins g Code, Chapter 16, Division IV Top of Wall Elevation: It Diaphragm Elevation: It Min. Datum Elevation: ft Wall Thickness: in. Wall Unit Weight: 145.0 pd Tributary Wall Height: 14.0 it Tributary Weight: 930.4 plf Seismic Design Acceleration: � W, Minimum Wall Anchorage Force: 300.0 pif Calculated Wail Anchorage Force: 550.275 pif Design Wall Anchorage Force: 550.3 plf Anchor Spacing: ft Steel Design Anchorage Force: 6.34 kip Epoxy Anchor Anchorage Force: 4.53 kip Wood Check Anchorage Force: 3.85 kip All anchorage forces are based on ASD values - The calculations provided are for the sizing of paired 9ctlons (double shear). Zone 4 hardware uses a 0.85 factor. 4 Hardware Design Force: 3.85 kip son Hardware Design Force: 4.53 kip J Member Width (Including Shims): 3.00 in. I Member Depth: in. ber of Anchor Assemblies: it Required Shear Transfer: 4 Hardware Type: CT/T2 24 -6 son Hardware Type: HD5A (see attached letter from Simpson) 4 Allowable Capacity: 5.07 kip Check: 0.76 Ison Allowable Capacity: 9.44 kip Check: 0.48 num Member Depth for Zone 4 Hardware: 3.50 in. num Member Depth for Simpson Hardwan 3.50 in. Hardware Design Force: Wood Member Depth, d: Wood Member Width w/ Shims: Wood Member Width No Shims: Wood Member Species / Type: Wood Member Span: Wood Member Tributary Width: Dead Load: Floor Live Load: Bolt Bearing Check Hardware Bolt Diameter: Bolt Bearing Area: Number of Bolts: Allowable Compressive Stress, F.: Bolt Hearing Stress, f , Unity Check: in. 2.25 in' 1995 psi 855 psi 0.43 OK OK OK OK OK OK 5/13/2005 3.85 kip 3.50 in. 3.00 in. in. 2x to 4x / DF No. 1 it it psf psf ng Grade: CD Igm Sheathing Thickness: 1/2 in. Anchorage Force: 3.85 kip Tie Development Into Diaphragm Nail Size: 8d Average (E) Nail Spacing: in. Tabulated Nall Capacity: 95.1 lb Diaphragm Shear Transfer Capacity: 270.0 pif Tie -back Length: it Required Shear Transfer: 240.4 plf Unity Check: 0.89 OK Tie Across Purlin or GLB Simpson Hardware Type: Required Bays: 285.3 pif Length of First Bay: it Length of Second Bay: It Length of Third Bay: R Total Length of Tie -Back Development: 16.0 it OK Shear Transfer to Diaphragm: 240.4 plf Tie -Force at 1st Purlin or GLB: 1.92 kip Tie -Force at 2nd Purlin or GLB: 0.00 kip Tie -Force at 3rd Purlin or GLB: 0.00 kip Required Hardware: Design Tie -Force at 1 st Purlin or GLB: 3.17 kip Sub - Diaphragm Span: Design Tie -Force at 2nd Purlin or GLB: 0.00 kip 1.54 OK Number of Assemblies at 1st Tie: 2.50 Sub - Diaphragm Shear: Wood Member Width at 1st Tie (w/ or w/o shims): 3.50 in. OK Zone 4 Hardware Type: T2 / CT 24.6 Tabulated Nall Capacity: Simpson Hardware Type: HD5A 285.3 pif Zone 4 Allowable Capacity: 5.07 kip Unity Check: 0.38 OK Simpson Allowable Capacity: 7.28 kip Unity Check: 0.43 OK Number of Assemblies at 2nd Tie: Wood Member Width at 2nd Tie (w/ or w/o shims): 3.50 in. OK Zone 4 Hardware Type: T2 / CT None Simpson Hardware Type: H05A Zone 4 Allowable Capacity: 0.00 kip Unity Check: 0.00 OK Simpson Allowable Capacity: 7.28 kip Unity Check: 0.00 OK Total Tie -back Depth: 16.0 it Sub - Diaphragm Span: 4ItZ it Sub - Diaphragm Aspect Ratio: 1.54 OK Limiting Sub - Diaphragm Aspect Ratio: 2.50 Sub - Diaphragm Shear: 239.1 plf Nail Size: 8d (E) Average Nail Spacing at GLB: in. Tabulated Nall Capacity: 95.1 lb Sub - diaphragm Shear Capacity: 285.3 pif Unity Check: 0.84 OK Wall AnchorageTyp wall Anchorage Sub purl A Z iH Z Q W WD UO Cl) ID CO) Uj W = J f-. C0 LL W O. t� a CO) CY �W Z F- �- O W ~ � 0 O N, o�__ WW U -0 W O H, Z I i J s ^' 1 .1 , I 1 , 1 i� 1' i I t 1 ! i IS. RYER & ASSOCIATES INC. JOB NAME: Gateway Corporate Center Building 6 JOB NO: 2005- 033 -06 SHEET NO, 0 ENGINEER: KK DATE Ma '15 ANALYSIS: Lateral ta:i.ati:: Seismic Wall Anchorage Typical Sub - Purlins g Code, Chapter 16, Division IV Jon on Net Area bar Net Area: Factor, C cable Tensile Stress, F ile Stress on net area, f,: Check: Compression on Net Area 7.88 16 1347 psi 488 psi 0.36 OK Member Net Area: 7.88 In Size Factor, C 0.00 pit Tabulated Compressive Stress w/ Factors, F,*: 2294 psi Modulus of Elasticity: 1700 ksi c factor: 0.80 1 4e: 0,300 F 678 psi Stability Factor, Cp: 0.27 Allowable Compressive Stress, F,: 630 psi Compressive Stress on net area, f.: 488 psi Unity Check: 0.27 OK Flexural Stress Load Combination Considered is D + L + E 11.4 Uniform Dead Load: 16.00 pif Uniform Floor Live Load: 0.00 pit Other Uniform Dead Load: Pit Size Factor, C 2.26 kip Volume Factor, C,,: Rod Diameter Zone 4 Hardware: Repetitive Member Factor, C,: 1.15 Allowable Bending Stress, F 2294 psi Section Modulus, S: 3.1 in' Maximum Bending Moment, M: 1536.0 lb-In. Bending Stress, l 502 psi Unity Check: 0.22 OK Combined Bending and Tension Anchor Edge Distance to Top of Wall: Adjusted Gross Area Factor. 0.67 Tension Unity Check: 0.54 Bending Unity Check: 0.22 Unity Check per NDS -2001 EQ 3,9-1 0.76 OK Unity Check per NDS -2001 EQ 3.9 -2 -0.10 OK Combined Bending and Compression Minimum Edge Distance: Adjusted Gross Area Factor: 0.67 Compression Unity Check: 0.41 Unity Check per NDS -2001 EQ 3.9-3 -2.54 OK Note- Anchors are designed for straight tension only. For design of anchors with steel angle kickers, use sit angle kicker spreadsheet Wall Anchorage Design Force: 4.53 kip Number of Rods: 2 Epoxy Anchor Design Force: 2.26 kip Rod Diameter Zone 4 Hardware: 0.75 in. Rod Diameter Simpson Hardware: 0.75 in. Simpson SET Epoxy Design Anchor Embedment: in. OK Anchor Edge Distance: in. OK Anchor Edge Distance to Top of Wall: in. OK Anchor Spacing: In. OK Critical Edge Distance: 5.25 in. Critical Anchor Spacing: 14.00 in. Minimum Edge Distance: 1.75 in. Minimum Anchor Spacing: 1.75 in. Mimimum Tested Embedment: 3.38 in. Maximum Tested Embedment: 6.75 in. Anchor Edge Distance Reduction Factor: 0.81 Anchor Top Edge Distance Reduction Factor: 1.00 Anchor Spacing Reduction Factor. 0.92 Concrete Strength: 2000.0 psi Allowable Tension at Min. Tested Embed: 3.86 kip Allowable Tension at Max. Tested Embed: 10,53 kip Allowable Tension at Specified Embed (Interpolates 4.11 kip Allowable Tension w/ Factors: 4.11 kip Unity Check: 0.55 OK j 5/13/2005 Wall AnchorageTyp wall Anchorage Sub purl t 4 ' s� i f` r i r; i Z T W W D" 0 O: J = H. N LL W 0. J LL j. W r Z �.., Z O. D Q` O N =U LL 0' W Z U= 0 1 Z - two S T R U C T U R A L E N G I N E E R S I JOB NAME: Gateway Corporate Center- Building 6 JOB NO. 2005-033-06 ISHEET NO: IENGINEER: KIK IDATE Ma '15 ANALYSIS: Lateral 5113/2005 Wall Anchoragewall Anchorage Rod Z Z w 2 D 0 00 NO (1) w LLI 3: -J I.- U) UL WO LL CY W Z F- 0 Z F- W LLJ 5 0 L) Cf) 0 0 F- W ui (. 5 F- F= u- 0 Z O Z Seismic Wall Anchorage Sub-Purlins With Rod Line A and E ig Code, Chapter 16, Division IV j 3 r ' i Note- Anchors are designed for straight tension only. For design of anchors with steel angle kickers, use sti angle kicker spreadsheet Wall Anchorage Design Force: 2.49 kip SHEET NO. Number of Rods: 2 ANALYSIS: Lateral Epoxy Anchor Design Force: 1.24 kip Rod Diameter Zone 4 Hardware: 0.75 In. Rod Diameter Simpson Hardware: 0.75 in. Simpson SET Epoxy Design Anchor Embedment: in. OK Anchor Edge Distance: in. OK Anchor Edge Distance to Top of Wall: in. OK Anchor Spacing: in. OK Critical Edge Distance: 5.25 in. Critical Anchor Spacing: 14.00 In. Minimum Edge Distance: 1.75 in. Minimum Anchor Spacing: 1.75 in. Mimimum Tested Embedment: 3.38 In. Maximum Tested Embedment: 6.75 in. Anchor Edge Distance Reduction Factor: 0.81 Anchor Top Edge Distance Reduction Factor. 0.89 Anchor Spacing Reduction Factor. 1.00 Concrete Strength: 2000.0 psi Allowable Tension at Min. Tested Embed: 3.86 kip Allowable Tension at Max. Tested Embed: 10.53 kip Allowable Tension at Specified Embed (Interpolatec 4.11 kip Allowable Tension w/ Factors: 3.96 kip Unity Check: 0.31 OK Wall Anchoragewall Anchorage Rod ' • ' ffm S T R U C T U R A L E N G I N E E R S JOS NAME: Gateway Corporate Center - Building 6 1 JOB NO. 2005 - 033 -06 SHEET NO. ENGINEER KK DATE: Ma '15 ANALYSIS: Lateral r Z Z a , W QQ WV 00 CO 0. CO W J = F-- N LL, w U- Q N �. = W Z �.. F 0 Z !-- W UJ 0 Q O N O !- W W. 2 O W Z O Z _j _j III MOTORM" STRUCTU RAL ENGINEERS JOB NAME. Gateway Corporate Center- Building 6 1 JOB NO 2005. 033-06 ISHEET NO. "1 2 IENGINEER KK IDATE. Ma '15 ANALYSIS: Lateral Seismic Wall Anchorage Typical Purlins Per 1997 Uniform Building Code, Chapter 116, Division IV .Diaphragm Top of Wall Elevation: ' Diaphragm Elevation: It HIM. Datum Elevation: ft Wall Thickness: 3.74 kip Wall Unit Weight: 145.0 pd Tributary Wall Height: 14.0 ft Tributary Weight: 930.4 pif Seismic Design Acceleration: WP Minimum Wall Anchorage Force: 300.0 plf Calculated Wall Anchorage Force: 550.275 pit Design Wall Anchorage Force: 550.3 pif Anchor Spacing: ft Steel Design Anchorage Force: 6.16 kip Epoxy Anchor Anchorage Force: 4.40 kip Wood Check Anchorage Force: 3.74 kip All anchorage forces are based on ASD values, 0.61 Note - The calculations provided are for the sizing of paired connections (double shear). Zone 4 hardware uses a 0.85 factor. Zone 4 Hardware Design Force: 3.74 kip Simpson Hardware Design Force: 4.40 kip Wood Member Width (including Shims): 3.50 In. OK Wood Member Depth: In. Number of Anchor Assemblies: Length of Third Bay: Zone 4 Hardware Type: CT1T2 24-6 Simpson Hardware Type: HD5A (see attached letter from Simpson) Zone 4 Allowable Capacity: 5.07 kip Unity Check: 0.74 OK Simpson Allowable Capacity: 9,43 kip Unity Check: 0.47 OK Minimum Member Depth for Zone 4 Hardware: 3.50 In. OK Minimum Member De th for Simpson Hardwart 3.50 In. OK 't 'Z VW6d(fMOMWChftk-,ff-i!f' Hardware Design Force: 3.74 kip Wood Member Depth, d: 15.25 In, Wood Member Width wl Shims: 3.50 In. Wood Member Width No Shims: In. Wood Member Species I Type: 2x to 4x DF No. 1 Number of Assemblies at 1st Tie: Wood Member Span: ft Wood Member Tributary Width: It NPSf Dead Load: PSI Floor Live Load: Simpson Hardware Type: Solt Bearing Check Hardware Bolt Diameter: 0.76 In. Bolt Bearing Area: 2.63 In' Number of Bolts: 2 Allowable Compressive Stress, F,,: 1995 PSI Bolt Bearing Stress, f.: 713 psi ,Unity Check: 0.36 OK .Diaphragm Sheathing Grade: CD Diaphragm Sheathing Thickness: 112 In. Design Anchorage Force: 3.74 kip Tie Development Into Diaphragm Nall Size: 10d Average (E) Nall Spacing: In. Tabulated Nall Capacity: 114.1 lb Diaphragm Shear Transfer Capacity: 270.0 pif Tie-back Length: ft Required Shear Transfer. 164.5 pit Unity Check: 0.61 OK Tie Across Purlin or GLB Required Bays: Length of First Say: ft Length of Second Bay: o ft Length of Third Bay: ft Total Length of Tie-Back Development: 22.8 ft OK Shear Transfer to Diaphragm: 164.5 pit Tie -Force at 1 st Purlin or GLB: 0.00 kip Tie-Force at 2nd Purlin or GLB: 0.00 kip Tie-Force at 3rd Purlin or GLB: 0.00 kip Required Hardware: Design Tie-Force at 1st Purlin or GLB: 0.00 kip Design Tie-Force at 2nd Purlin or GLB: 0.00 kip Number of Assemblies at 1st Tie: Wood Member Width at 1 st Tie (wl or w/o shims): 3.50 In. OK Zone 4 Hardware Type: T2 CT None Simpson Hardware Type: None Zone 4 Allowable Capacity: 0.00 kip Unity Check: 0.00 OK Simpson Allowable Capacity: 22.16 kip Unity Check: 0.00 OK Number of Assemblies at 2nd Tie: Wood Member Width at 2nd Tie (wi or w/o shims): 3,50 In. OK Zone 4 Hardware Type: T2 CT None Simpson Hardware Type: None Zone 4 Allowable Capacity: 0.00 kip Unity Check: 0.00 OK Simpson Allowable Capacity: 22.16 kip Unity Check: 0.00 OK ra , Total Tie-back Depth: 22.8 ft Sub-Dlaphragm Span: 29,0 It Sub-Diaphragm Aspect Ratio: 1.05 OK Limiting Sub-Diaphragm Aspect Ratio: 2.50 Su"laphragm Shear: 164.5 pit Nall Size: iOd (E) Average Nall Spacing at GLB: In. Tabulated Nail Capacity: 114.1 lb Sub-diaphragm Shear Capacity: 228.2 pit - Unity Check: 0.72 OK 5/13/2005 Wall Anchoragewall Anchorage -Purlins X Z I -� J_ Z W 2 D JU V 0 CO 0 CO W W CO U. W 0 LL CO) LU 0 Z Ul 5 cl): 0 0 H WW X () F- LL 0 Z CO) F-: Z j l i a i 0 . i . I ST R U C T U R A L E N G I N E E R S n JOB NAME: Gateway Corporate Center- Building 6 I JOB NO: 2005 033 - SHEET NO. Number of Rods: ENGINEER. KK DATE: ma '15 ANALYSIS: Lateral a Tension on Net Area Number of Rods: Member Net Area: 50.31 in' Epoxy Anchor Design Force: Size Factor, C v P'0:90 Seismic Wall Anchorage ' 808 psi Rod Diameter Simpson Hardware: Typical Purlins 74 psi Simpson SET Epoxy Design Unity Check: Per 1997 Uniform Building Code, Chapter 16, Division IV l� Compression on Net Area in. in. Member Net Area: 4 a 3 1 Wdad continued Tension on Net Area Number of Rods: Member Net Area: 50.31 in' Epoxy Anchor Design Force: Size Factor, C v P'0:90 Rod Diameter Zone 4 Hardware: Allowable Tensile Stress, F 808 psi Rod Diameter Simpson Hardware: Tensile Stress on net area, f� 74 psi Simpson SET Epoxy Design Unity Check: 0.09 OK Compression on Net Area in. in. Member Net Area: 50.31 in' Size Factor, C . OK Tabulated Compressive Stress w/ Factors, F,*: 1796 psi Modulus of Elasticity: 1700 ksl OK c factor: 0.80 K, 0.300 F 1627 psi Stability Factor, Cp: 0.66 Allowable Compressive Stress, F.: 1178 psi Compressive Stress on net area, f.: 74 psi Unity Check: 0.66 OK Flexural Stress 1.00 Load Combination Considered Is D + L + E/1.4 Uniform Dead Load: 74.40 pit Uniform Floor Live Load: 0.00 plf Other Uniform Dead Load: pit Size Factor, C Allowable Tension wi Factors: Volume Factor, C Unity Check: Repetitive Member Factor, C,: 1.00 Allowable Bending Stress, F 1330 psi Section Modulus, S: 130 in' Maximum Bending Moment, M: 56497.5 lb-in. Bending Stress, f 416 psi Unity Check: 0.31 OK Combined Bending and Tension Adjusted Gross Area Factor. 1.06 Tension Unity Check: 0.09 Bending Unity Check: 0.31 Unity Check per NDS -2001 EQ 3.9-1 0.40 OK Unity Check per NDS -2001 EQ 3.9-2 0.26 OK Combined Bending and Compression Adjusted Gross Area Factor: 1.06 Compression Unity Check: 0.62 Unity Check per NDS -2001 EQ 3.9-3 0.71 OK ��}(;i:' +;. 'i ,,'Y'r� ;e:"r:r„'�: :�Pr=ni��'(� "i;��F�: 1:�;.i�w`s ,r . j 5/13/2005 Note- Anchors are designed for straight tension only. For design of anchors with steel angle kickers, use sit angle kicker spreadsheet. Wall Anchorage Design Force: 4.40 kip Number of Rods: 2 Epoxy Anchor Design Force: 2.20 kip Rod Diameter Zone 4 Hardware: 0.75 in. Rod Diameter Simpson Hardware: 0.75 In. Simpson SET Epoxy Design Anchor Embedment: Anchor Edge Distance: in. in. OK OK Anchor Edge Distance to Top of Wall: M in. OK Anchor Spacing: in. OK Critical Edge Distance: 6.00 In. Critical Anchor Spacing: 16.00 in. Minimum Edge Distance: 1.75 in. Minimum Anchor Spacing: 2.00 in. Mimimum Tested Embedment: 3.38 in. Maximum Tested Embedment: 6.75 In. Anchor Edge Distance Reduction Factor: 0.76 Anchor Top Edge Distance Reduction Factor: 1.00 Anchor Spacing Reduction Factor. 0.92 Concrete Strength: 2000.0 psi Allowable Tension at Min. Tested Embed: 3.86 kip Allowable Tension at Max. Tested Embed: 10.53 kip Allowable Tension at Specified Embed (Interpolates 5.10 kip Allowable Tension wi Factors: 4.70 kip Unity Check: 0.47 OK Wall Anchoragewell Anchorage - Purlins I z Z LU VO 0 W = J F- CO) LL, W 0' LL Q. cd F- _ F- O. Z F-- 25 :3o 'o �. WW L Z UN 7 . 2 W O _ O b r n O � : N �D n cD O . ._. ..Mz... �. av-vynw-t-wrrrItecow , =.s•:ro,!•�rrrsa. >= rso > . xxwr,,.- ..•.•- ..�__. NOTICE: IF T HE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN: ,. " THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. „- El m r" LS, DYER & ASSOMTES INC, L S T R U C T U R A L E N G I N E E R S J013 NAME. Gateway Corporate Center- Building 6 1 NO. 2005-033.06 — I SHEET NO: I 1 � ENGINEER: KK 1DATE: May 115 ANALYSIS: Lateral Seismic Wall Anchorage "C Continiouty Ties 7E--W Chapter 6 D ivi sion Per 1997 Uniform Building Code, Chapter 16, Division IV Deli fir parsthotarl Top of Wall Elevation: It Diaphragm Elevation: ft Datum Elevation: ft Wall Thickness: In. Wall Unit Weight: 1 145.0 pcf Tributary Wall Height: 14.0 It Tributary Weight: 930.4 plf Seismic Design Acceleration: 9'1* jf W11 Minimum Well Anchorage Force: 300.0 pill Calculated Wall Anchorage Force: 550.275 pif Design Wall Anchorage Force: 550.3 plf Anchor Spacing: It Steel Design Anchorage Force: 18.49 kip Epoxy Anchor Anchorage Force: 13.21 kip Wood Check Anchorage Force: 11.23 kip All anchorage forces are based on ASD values. Note - The calculations provided are for the sizing of paired connections (double shear). Zone 4 hardware uses a 0.85 factor. Zone 4 Hardware Design Force: 11.23 kip Simpson Hardware Design Force: 13.21 kip Wood Member Width (Including Shims): 3.50 In. OK Wood Member Depth: In. MEMO, I Number of Anchor Assemblies: Zone 4 Hardware Type: CT/T2 64-6 Simpson Hardware Type: HD8A (see attached letter from Simpson) Zone 4 Allowable Capacity: 15.55 kip Unity Check: 0.72 OK Simpson Allowable Capacity: 16.00 kip Unity Check: 0.83 OK Minimum Member Depth for Zone 4 Hardware: 7.25 In. OK Minimum Member Depth for Simpson Hardware 3.50 In. OK Hardware Design Force: 11.23 kip Wood Member Depth, d: 15.25 In. Wood Member Width wl Shims: 3.50 In, Wood Member Width No Shims: In. Wood Member Species I Type: 2x to 4x I UF No. 1 V �. Wood Member Span: tt Wood Member Tributary Width: it Dead Load: 41 psf Floor Live Load: 0 psi Solt Bearing Check Hardware Bolt Diameter. 0.88 In. Bolt Bearing Area: 3.06 In' Number of Bolts: 3 Allowable Compressive Stress, F, 1796 psi Bolt Bearing Stress, f.: 1222 psi ,Unity Check: 0.68 OK 5/13/2005 Wall AncharageContin Ties E-W Z t Z Z U, D JO 00 W LL CO '0 U. cl) LU X 0 Z W D 0 cly �O W LL 0 Z. CO Sheathing Grade: CD Diaphragm Sheathing Thickness: 1/2 In. Design Anchorage Force: 11.23 kip Tie Development Into Diaphragm Nall Size: 8d Average (E) Nall Spacing: In. Tabulated Nall Capacity: 95.1 lb Diaphragm Shear Transfer Capacity: 190.2 plf Tie-back Length: ft Required Shear Transfer: 86.4 plf Unity Check: 0.45 OK Wall AncharageContin Ties E-W Z t Z Z U, D JO 00 W LL CO '0 U. cl) LU X 0 Z W D 0 cly �O W LL 0 Z. CO JOB NAME: Gateway Corp Center Building 6 JOB NO: 2005 - 033 -06 SHEET NO: a Y DATE: Me '15 i 53.38 JOB NAME: Gateway Corp Center Building 6 JOB NO: 2005 - 033 -06 SHEET NO: ENGINEER: KK DATE: Me '15 ANALYSIS: Lateral 1 � Seismic Wall Anchorage Continiouty Ties E -W Per 1997 Uniform Building Code, Chapter 16, Division IV I 1 i 4 _.j 1 I 3 5113/2005 Wall AnchorageContln Ties E -W Tension on Net Area j Z , Member Net Area: 49.88 in' 53.38 Size Factor, CF: Allowable Tensile Stress, F,: 688 psi Tensile Stress on net area, f,: 225 psi 210.3 Unity Check: 0.33 OK Compression on Net Area t�. Member Net Area: 49.88 in' Size Factor, CF: 7a 53.38 Tabulated Compressive Stress wl Factors, F,*: 1616 psi Modulus of Elasticity: 1600 ksi c factor: 0.80 �e 0.300 F.E: 1281 psi Stability Factor, C 0.61 Allowable Compressive Stress, F,: 980 psi Compressive Stress on net area, 225 psi Unity Check: 0.61 OK Flexural Stress Load Combination Considered is D + L + E11.4 Uniform Dead Load: 88.00 plf Uniform Floor Live Load: 0.00 plf Other Uniform Dead Load: pif Size Factor, CF: ,� 0 Volume Factor, C Repetitive Member Factor, C,: 1.00 Allowable Bending Stress, F 1317 psi Section Modulus, S: 135.7 in' Maximum Bending Moment, M: 79881.1 lb-In. Bending Stress, f 589 psi Unity Check: 0.45 OK O ��_ �`•`- i° 7[. 4 s5;' �i; ti' A,: �w: �"' F��'; �" � Y j� } �:i; ,t �- �i�i4:�.'..C�3:� 4 _.j 1 I 3 5113/2005 Wall AnchorageContln Ties E -W _ 0 - j Z , U t�. i IS. DYER & ASSOCUTES INC. JOB NAME: Gateway Corporate Center- Building 6 JOB NO: 2005. 033-06 SHEET NO. ENGINEER KK - May 1 15 ANALYSIS: Lateral Seismic Wall Anchorage Continiouty TiesN-S Per 1997 Uniform Building Code, Chapter 16, Division IV 5/13/2005 Top of Wall Elevation: ft Diaphragm Elevation: it Datum Elevation ft Wall Thickness: In. Wall Unit Weight: 145.0 pcf Tributary Wall Haight: 1 1 1.2 It Tributary Weight: 743.5 pit Seismic Design Acceleration: W, Minimum Wall Anchorage Force: 300.0 pit Calculated Wall Anchorage Force: 411.051 pit Design Wall Anchorage Force: 411.1 pit Anchor Spacing: ft Steel Design Anchorage Force: 14.15 kip Epoxy Anchor Anchorage Force: 10.10 kip Wood Check Anchorage Force: 8.59 kip All anchorage forces are based on ASID values. Note - The calculations provided are for the sizing of paired connections (double shear). Zone 4 hardware uses a 0.85 factor. Zone 4 Hardware Design Force: 8.59 kip Simpson Hardware Design Force: 10.10 kip Wood Member Width (Including Shims): 6.75 In. OK Wood Member Depth: 10 Number of Anchor Assemblies: I'd Zone 4 Hardware Type: CT/T2 646 Simpson Hardware Type: HDOA (see attached letter from Simpson) Zone 4 Allowable Capacity: 15.55 kip Unity Check: 0.55 OK Simpson Allowable Capacity: 16.00 kip Unity Check: 0.63 OK Minimum Member Depth for Zone 4 Hardware: 7.25 In. OK Minimum Member Depth for Simpson Hardwart 3.50 In. OK M00dA6Mb*C" A Chk"9W � 'k Hardware Design Force: 8.59 kip Wood Member d: 31.50 In. Wood Member Width wl Shims: 6.75 In. Wood Member Width No Shims: 1 In. Wood Member Species / Type: Glu-Lam 24F-V4 Wood Member Span: it Wood Member Tributary Width: ` rb'24:8 tt t. Dead Load: psf Floor Live Load: psi Bolt Bearing Check Hardware Soft Diameter: 0.88 In. Bolt Bearing Area: 5.91 In 2 Number of Bolts: 3 Allowable Compressive Stress, F.: 2195 psi Bolt Bearing Stress, f,: 485 psi ,Unity Check: 0.22 OK 5/13/2005 Wall AnchorageContin TlesN-S Sheathing Grade: CID Diaphragm Sheathing Thickness: 1/2 In. Design Anchorage Force: 8.59 kip Tie Development Into Diaphragm Nall Size: 8d Average (E) Nall Spacing: In. Tabulated Nall Capacity: 95.1 lb Diaphragm Shear Transfer Capacity: Tie-back Length: 190.2 pit ft Required Shear Transfer: 71.6 pit Unity Check: 0.38 OK Wall AnchorageContin TlesN-S ,i ♦M j i JOB NAME: Gateway Corp Center Building 6 JOB NO: 2005 - 033.06 SHEET NO: ENGINEER. KK DATE: Ma '15 ANALYSIS: Lateral n . Seismic Wall Anchora 7DIvIslon Continiouty TiesN -S Per 1887 Uniform Building Code, Chapter 16, l iW�:.R1�mY�1.VhKrR COntllltl9d ^; {4,,,,1,}. ";'.. Tension on Net Area Member Net Ares: 205.88 In 212.6 Size Factor, CF: or f =;1:00 Allowable Tensile Stress, F 1463 psi Tensile Stress on net area, f,: 42 psi 40.39 Unity Check: 0.03 OK Compresalon on Net Area Member Net Area: 205.88 In Size Factor, C 212.6 Tabulated Compressive Stress w/ Factors, F,•: 2195 psi Modulus of Elasticity: 1800 ksl c factor. 0.90 KCE: 0.418 F,E: 2804 psi Stability Factor, Cp: 0.84 Allowable Compressive Stress, F.: 1842 psi Compressive Stress on net area, f 1 42 psi Unity Check: 0.84 OK Flexural Stress Load Combination Considered is D + L + E11.4 Uniform Dead Load: 270.16 plf Uniform Floor Live Load: 0.00 pit Other Uniform Dead Load: ; ' X000 pif Size Factor, CF: RE-111 ,1; Volume Factor, C Repetitive Member Factor, C,: 1.00 Allowable Bending Stress, F 2047 psi Section Modulus, S: 261.6 in' Maximum Bending Moment, M: 749288.8 lb-in. Bending Stress, f 2864 psi Unity Check: 1.40 Say 01 NG Combined Bending and Tension Adjusted Gross Area Factor. 0.50 Tension Unity Check: 0.06 Bending Unity Check: 1.40 Unity Check per NDS -2001 EQ 3.9 -1 1.46 Say 01 NG Unity Check per NDS -2001 EQ 3.9-2 0.87 OK •w! ,;{:., #f..,.^: {{ i;^ ., �* y {. � n f�i ,°: L �rks� � . i . E 1 1 I i —� 5/13/2005 Wall AnchorageContin TlesN•S i '.4 t i I J ! y t I l i it S T R U C T U R A L E N G I N E E R S i i JOB NAME: Gateway Corp orate Center- Building 6 JOB NO: 2005 - 033 -06 SHEET NO: ENGINEER: KK DATE: Mar 03 ANALYSIS: Wall Anchorage - Detail 31S3 Analysis of Wall Anchorage @ Girder /Beam with Steel Angles Glu Lam Beam Wall Anchorage- Alternative Detail 7 ..t Seismic Element Load per U.B.C. Section 1632 Seismic Tension Force at Girder /Beam Fgt:' ;,:;4525.1', Ibs Max. Edge Distance of Anchor Max. Distance of Thru Bolt to Panel Seismic Tension Force at A.B. Seismic Shear Force at A.B. Number of Pairs of Steel Angles Number of A.B.'s at End of Each Angle # of Thru Bolts at Beam Total Number of A. B: s at Panels Total Number of Thru Bolts at Beam Em: ' :A&W0 in Dm: ;;'':.`45;00` in Fpt: 4525' Ibs Fpv: 1Vj U; Ibs n: n: ?r2; 2 2 Check Thru Bolts at GirderiBeam Width of GLB /Purlin b: ` x;75 in Specific Gravity Density of GLB /Pullin G. `` Diameter of Thru Bolts '; ��' :;,.., l . _. in r 2nd pair of steel angles _ Pair of Steel Angles GLS/Purlin T. Double Shear Capacity Fv: ` ` ?. ;31.70- Ibs (per NSD Table 8.3D) Factored Double Shear Capacity Fv: :; ;x;:4216- lbs (increase 33% for seismic check) Allowable Shear w/ Reductions (note 1) Double Shear Load at Each Thru Bolt Fb: 1923 Ibs (a factor of 0.85 is multiplied for wood) Unit Check UC: 0.46 OK Check Epoxy Anchor Bolts T4 1 Ibs Allowable Tension /Steel Rod (A307) Tmax: ,, � `:8460:0' Ibs Use Simpson SET Epoxy Anchors per ICBO Report #5279 Ta112: ! Demonds Anchor Tensile Load Anchor Tensile Capacity i ,J Concrete Compressive Strength Anchor Bolt Diameter Anchor Spacing Anchor Embedment Anchor Edge Distance Minimum Anchor Spacing Minimum Concrete Thickness Minimum Edge Distance Critical Anchor Spacing (4.OED) Critical Edge Distance (1.5ED) Reduction Factor at s_min Reduction Factor at c min Spacing Reduction Factor Edge Distance Reduction Factor Anchor Shear Capacity Fb: 2263 Ibs f fc. ;2000:Ospsi i,..i Y D: � , t 7 0`s75! in s p: r. N, E: a „ '';;x3:50 in. ED: ` 1, i� �F -s,6 O in. s_mIn ' `. _ 3 375' in. tmin: 5.3 in. c min:: 1`:750; in. s_cr: 14.000 in. c_cr: 5.250 in. Rts: Rtc:: fsp: 1.00 fed: 1.00 Allowable Shear @ 3 -3/8" (by edge dist V1: ;1:73516' Ibs Allowable Shear @ 6 -3/4" (by A307) V2 :.:'1;:,61;10;01 Ibs Maximum Allowable Shear (A307) Vmax: `;' ° 4300 0:Ibs Interpolated Allowable Shear V'all: 1897.0 Ibs Allowable Shear w/ Reductions (note 1) Vall: 2523.1 Ibs Shear Unity Check Uv: 0.36 OK Anchor Shear Load Vb: 905 Ibs Minimum Embedment Emin: Upper Bound Embedment Eub 6 75, in. Allowable Tension @ 3 -3/8" 12000 psi T1:: =- ;3864;0_ Ibs Allowable Tension @ 3 -3 /8" / 4000 psi T2: `:;.:.:3864:0: Ibs Allowable Tension @ 6 -314" 12000 psi T3: ;:,10525.0, Ibs Allowable Tension @ 6 -3/4" 14000 psi T4 1 Ibs Allowable Tension /Steel Rod (A307) Tmax: ,, � `:8460:0' Ibs Interpolated Allowable Tension 12000 psi Ta112: 4111 Ibs Interpolated Allowable Tension / 4000 psi Ta114: 4114 Ibs Interpolated Allowable Tension / f T'all: 4111 Ibs Allowable Tension /Concrete w/ Reductions Tcon: 5467 Ibs Allowable Tension /Steel Rod (note 1) Tstl: 8037 Ibs Final Allowable Tension Tall: 5467 Ibs Tension Unity Check Ut: 0.41 OK Combined Anchor Tensile and Shear Capacity Tension Unity Check Ut: 0.41 Shear Unity Check. Uv: 0.36 Combined Unity Check U: 0.77 OK Note: 1. The allowable Is divided by a factor of 1.4 if It Is based on steel strength and increased by 33% for wall anchorage design 2. The tension and shear capacities have been Increased by 33% for wall anchorage design 5/13/2005 (E) Wall Wall AnchorageEpoxy angles -GLM Governs l I I z lY W. W� JU UO N0 J X' N LL, WO 2 go C �. Z d, i, - W z f.. H O W Ljj UQ O N. W UJ L Z 111 CO O ~� z 1 1 ^� } i n i i .i I ' I .J c � I �7 I , t _� I i i �• l i 'l I I { i i � 1 • 1 S T R U C T U R A L E N G I N E E R S JOB NAME: Gateway Corp Center- Building 6 JOB NO: 2005 - 033 - SHEET NO: ENGINEER: KK DATE: Mar 03 ANALYSIS: Wall Anchorag - Detail 31S3 Analysis of Wall Anchorage @ Girder /Beam with Steel Angles 4X Beam Wall Anchorage- Alternative Detail Seismic Element Load per U.B.C. Section 1632 Seismic Tension Force at Girder /Beam Fgt: 4525`.1,: lbs Max. Edge Distance of Anchor Em:: ;1.6OOi in Max. Distance of Thru Bolt to Panel Dm: 45;(10; in Seismic Tension Force at A.B. Fpt: 4525' Ibs Seismic Shear Force at A.B. Fpv: :. lbs Number of Pairs of Steel Angles s_min: x Number of A.B.'s at End of Each Angle n:: 5.3 in. # of Thru Bolts at Beam n: 1.750,` in. Total Number of A. B.'s at Panels s_cr: 2 Total Number of Thru Bolts at Beam c cr: 2 Check Thru Bolts at GirderlBeam Width of GLB /Pullin b:..::.' ;. Specific Gravity Density of GLB /Purlin G: 0;5 Diameter of Thru Bolts 3/4; in (E) Wall Pair of Steel Angles GLWPurlin Double Shear Capacity Fv: ` ` 317d! lbs (per NSD Table 8.3B) Factored Double Shear Capacity Fv: 4216 lbs (increase 33% for seismic check) Double Shear Load at Each Thru Bolt Fb: 1923 lbs (a factor of 0.85 is multiplied for wood) Unit Check UC: 0.46 OK Check Epoxy Anchor Bolts Use Simpson SET Epoxy Anchors per ICBO Report #5279 Demonds Anchor Tensile Load Fb: 2263 lbs Anchor Tensile Capacity Concrete Compressive Strength fc:::.: 20 psi Anchor Bolt Diameter D: ':`.0:75; in. Anchor Spacing sp:. ` : ':..;,'3t0 in. Anchor Embedment T1: 38641`0' lbs Anchor Edge Distance ED: rrt0, in. Minimum Anchor Spacing s_min: ...3:3 in. Minimum Concrete Thickness tmin: 5.3 in. Minimum Edge Distance c min: 1.750,` in. Critical Anchor Spacing (4.OED) s_cr: 14.060 in. Critical Edge Distance (1.5ED) c cr: 5.250 in. Reduction Factor at s min Rts: 0:8901 Reduction Factor at c min Rtc: ,;... ` Ot4t3U; Spacing Reduction Factor fsp: 1.00 Edge Distance Reduction Factor fed: 1.00 Anchor Shear Capacity 0.41 OK Allowable Shear @ 3 -3/8" (by edge dist V1: 1735:0': lbs Allowable Shear @ 6 -3/4" (by A307) V2: 6110:0: lbs Maximum Allowable Shear (A307) Vmax: 4350,0; lbs Interpolated Allowable Shear V'all: 1897.0 lbs Allowable Shear w/ Reductions (note 1) Vall: 2523.1 lbs Shear Unity Check Uv: 0.36 OK Anchor Shear Load Vb: 905 lbs Minimum Embedment Emin: : -':: :' . 3:35, in. Upper Bound Embedment Eub: t:; . . _ :;:6.75; in. Allowable Tension @ 3 -3/8" 12000 psi T1: 38641`0' lbs Allowable Tension @ 3 -3/8" / 4000 psi T2:: 3864.0. lbs Allowable Tension @ 6 -3/4" / 2000 psi T3:..: 10525:0; lbs Allowable Tension @ 6 -3/4" / 4000 psi T4: 16620 Ibs Allowable Tension /Steel Rod (A307) Tmax: 8460:0, lbs Interpolated Allowable Tension 12000 psi Ta112: 4111 lbs Interpolated Allowable Tension 14000 psi Ta114: 4114 lbs Interpolated Allowable Tension / fc T'all: 4111 lbs Allowable Tension /Concrete w/ Reductions Tcon: 5467 Ibs Allowable Tension /Steel Rod (note 1) Tsti: 8037 lbs Final Allowable Tension Tall: 5467 lbs Tension Unity Check Ut: 0.41 OK Combined Anchor Tensile and Shear Capacity Tension Unity Check Ut: 0.41 Shear Unity Check Uv: 0.36 Combined Unity Check U: 0.77 OK Note: 1. The allowable Is divided by a factor of 1.4 If It is based on steel strength and increased by 33% for wall anchorage design 2. The tension and shear capacities have been increased by 33% for wall anchorage design 5/13/2005 Governs Wall AnchorageEpoxy angles -4x a 2nd pair of steel , z I LLI �U UO V) 0. N LL W O 7 J LL Q S2 d F- =; Z � Z O 5 U� 0 W uJ. L ~ O LLI Z CO) o� Z i i ,JS.DYER & ASSOCIATES INC. 7 JOB NAME Gateway Corporate Center- Building Retrofit JOB NO: 2005.033.06 SHEET NO: 2,,. ENGINEER: K Kiasaleh DATE: May -05 ANALYSIS: ! Seismic Retrofit Nailed Metal Strap Connection l In Accordance with the 1997 LIBC, 2001 NDS (ASD) and AISC 9th Ed. j Strap Description Woo Member Receiv Nails r ' 4" Wide x 14 Ga with 24 - 10d Nails Each Side Wood Member Min Width, .. Wood Species, Specific Gravity, 3.500 in Douglas Fir -Larch 0.500 Nails Nail Type, Length, Shank Diameter, Nailing Rows, Allowable Shear Per Nail (NDS Table 11 P), oad Duration Factor, Total Nails Each Side Strap, Total Nail Capacity in Shear (ASD), T/1.4= 5,049 Ibs T/0.85= 6,118 Ibs 10d Short 1.500 in 0.148 in 2 115 Ibs 1.330 34 5,200 Ibs ' k f c i i p Strap Strength ' Strap Width, b = 4.000 in i Thickness (12 Ga); t = 0.105 in Min Steel Yield Stress, Fy = 33 ksi 1 E I Gross Cross - Sectional Area, Ag = 0.420 in ^2 Net Area through Nail Holes, Anet = 0.389 in ^2 ## Max Net Area (0.85 " Ag), Amax = 0.357 in ^2 j L Effective Net Area, Ae = 0.357 in ^2 -� Allowable Tension Stress, Fa = 19.800 ksi I Allowable Stress Increase, 1.000 a Max Allowable Strap Tension (ASD), T = 7,069 Ibs 3.500 in Douglas Fir -Larch 0.500 Nails Nail Type, Length, Shank Diameter, Nailing Rows, Allowable Shear Per Nail (NDS Table 11 P), oad Duration Factor, Total Nails Each Side Strap, Total Nail Capacity in Shear (ASD), T/1.4= 5,049 Ibs T/0.85= 6,118 Ibs 10d Short 1.500 in 0.148 in 2 115 Ibs 1.330 34 5,200 Ibs ' k f c i i 1--1 A n . M-? T y e ?& C4!' �' i�'?. �%' �- �--' 7fi rS�' rC: E�1+ 9? �li�. yrF+ i. FY, Ni'^. yuf .?.w:.vir w;;an?MF�, ""Y,?S�'77ti+8rc•`W�`' ,�.r; .. .. ., .._ .o _ . . � N�r�' YitYQ +f?R�*'�:c +y:+!:+sz«aw.• --w -...._ _ . J .S. DYER & ASSOCIATES INC. JOB NAME: Gateway Corporate- Building 6 JOB NO: 2005 SHEET NO: ENGINEER: KK DATE: Ma '15 ANALYSIS: Lateral Retrofit of (E) Diaphragm and Chord Members Seismic Force in N/S Direction Diaphragm from'y';;; to 10.0 �.. , Diaphragm from ;: ;r:, l ± to E Wall thickness. 5.5 in i Seismic Direction Pilaster equivalent: .0 in Total Wall thickness: 5.5 in Length: 614225 ft Roof elevation: 1Z.8 It mass along this wall; . >§ pif Top of wall elev.: 1Z:8 it wi piia ;(er c'v 6 ' t": o - iiz miCK Wall lu Roof 12.0 psf �K-4 Rdo 1440 O.pif , 1 5 -1/2" thick wall 10 t mass along this wall: : "° ::928.13 pif _ Total mass: 2978.3 pif Symbol e .. Diaph. Accelera. Coeff. 0.161 allowable Seismic force at Diaph.: 478.7 pif 2 112 4 530 OK 0.80 327.58 p Reaction at each shear wall: 50.8 kips Diaph. Shear at S.W.: 423.3 pif J . Diaph. Shear Distribution The (E) plywood is 112" thick, O.S.B. 8d @ 4 :6:12 Line 1 &10 Diaph. Shear at ft from center. y Diaph. Shear at C1 ft from center: .. i I .J Check and Retrofit on Chord Members: Depth of Diaphragm: 120 ft Retrofit at mid span at mid span Dist. From S.W.: 106.125 106.13 j Force in the chord: 22.46 22.46 (E) chord (E)2 - #4, Gr. 40 3/16 "x3" Plate _i Capacity, k: 8.51 26.93 I Unity check: 2.64 0.63 i NG OK Lateral Design Criteria i Roof elevation: 21.0 It Top of wall elev.: 24.0 ft '120' ft A D dded L S.W.: 423.3 plf (E) Roof Nailing Paterns Nailing C Cont. Panel Other Capacit} Result U.C. Symbol e edges edges (E)dwgs in in plf 423.31 pif 2 2 112 4 530 OK 0.80 327.58 p 20 7.67 (E)2 - #4 8.51 0.90 OK 5/13/2005 i S i I S T R U C T U R A L E N G I N E E R S JOB NAME: Gateway Corp Building 6 I JOB NO: 2005 SHEET NO: 2 ENGINEER: KK DATE: M ay '15 ANALYSIS: Lateral t i ..i ! - Retrofit of (E) Diaphragm and Chord Members j Seismic Force in N/S Direction I l Diaphragm from A' to E' Diaphragm from 18 to 15 Wall thickness: 55 in Seismic Direction t Length: .120 ft mass along this wall' 010.16 plf i A' 5 -1/2" thick wall I Pilaster equivalent: .0 in Total Wall thickness: 5.5 in Roof elevation: 17.8 ft Top of wall elev.: 17.8 ft Roof elevation: 21.0 ft 8 Top of wall elev.: 24.0 ft 185 ft - mass along this wall: 928.13 plf i Total mass: 2978.3 plf Diaph. Accelera. Coeff: 0.161 allowable y Seismic force at Dlaph.: 478.7 plf } Reaction at each shear wall: 28.7 kips I Diaph. Shear at S.W.: 239.3 plf Added Load on Line --- 0 Ib Diaph. Shear Nailing Symbol (E)dwgs 239.33 plf B at S.W.: 155.2 plf (E) Roof Nailing Paterns Cont. Panel Other Capacit} Result U.C. edges edges in in plf 4 6 360 OK 0.66 5/19/2005 i 1, I i , j Diaph. Shear Distribution The (E) plywood is 1l2" thick, O.S.B. 8d @ 4:12 i - Line 1 &10 I Diaph. Shear at '; <.=;'s:',`,:'60' , ft from center: E y .:J - Check and Retrofit on Chord Members: 1 - i Depth of Diaphragm: I i 120 ft i { - at mid span j Dist. From S.W.: 60 Force in the chord: 7.18 (E) chord (E)2 - #4, Gr. 40 �t Capacity, k: 8.51 Unity check: 0.84 f OK Lateral Design Criteria i I i ! , t � Diaph. Shear Nailing Symbol (E)dwgs 239.33 plf B at S.W.: 155.2 plf (E) Roof Nailing Paterns Cont. Panel Other Capacit} Result U.C. edges edges in in plf 4 6 360 OK 0.66 5/19/2005 i 1, I i JOB NAME: Gateway Corporate. Building 6 1A JOB NO: 2006.033.06 SHEET NO: ),/, 2-- Roof Diaphragm Deflection ENGINEER: KK DATE: May'16 , NALYSIS: Lateral .4 5/13/2005 Lateral Design Criteria/Roof Deflection-NS-1-10 Roof Diaphragm Deflection Roof Diaphragm between line i and 10 Seismic in Short Dimension with Diaphragm Retrofit Edge Roof Shear V: 423 plf Diaphragm Width L: 21225 ft Diaphragm Depth b: 120.0 ft Chord Stiffness E: 29000 ksi Chord Area A: 1.25 in A 2 add new chord plate 1/05, in addition to (E) 2 - #4 chord rebars Plywood Shear Rigidity G: 90 ks! Diaphragm R-Factor R: 4 Roof Height h: 21 ft Number of rows of nails (E) Nall Spacing 4 in Plywood Eff Thickness t: 0.707 in: Nails per foot n: 3.0 { �) Poun per nail M 141.1 lbs Nail slippage en: 0,014 Plywood Grade CDX Nail size 8d Plywood Thickness 5/8 Bending Deflection 5VLA3 = 0.582 in. 8EA b Shear Deflection V im— 0.353 in. -j 4Gt Nail slip Deflection .188 Len = 0.56 in. Chord Slippage Deflection assume none (welded connections 0 in. Total Deflection A: 1.495 in. Factored Deflection allowable ultimate limit per UBC 97 0.7 R A = 4.186 in. 5.86041 in 6.3 in OK assumes all wood is dry (not green) -6.98% over the limit 5/13/2005 Lateral Design Criteria/Roof Deflection-NS-1-10 0 O X CD PqL on O oh rMIL c� n go t - O Q � a 0 O X CD PqL on O oh rMIL c� S T R U C T U R A L ENGINEERS JOB NAME Gateway Corporate Build 6 JOB NO: 2005 SHEET NO: 6 ENGINEER: KK DATE May '15 ANALYSIS: Lateral Z W` JU U O: N CO) U.I. W =; S2 u-, WO Q. co HW Z � z O �o O N o � W ui Z Z j Lateral Design Criteria/Calculation Paper 5/10/2005 t t, f S T R U C T U R A L E N G I N E E R S JOB NAME: Gateway Corporate- Building 6 JOB NO: 2005.033,06 SHEET NO: let LG ENGINEER: KK DATE: May X 15 ANALYSIS: Lateral I Lateral Design Criteria /Calculation Paper 5/10/2005 I rl �1 aw •;t L S T RI1 C T U R A L E N G I N F E R S JOB NAME: Gateway Corporate Center Building 6 JOB NO: 2005 - 033.06 SHEET NO- ENGINEER. KK DATE: Mar 03 ANALYSIS: Wall Anchorage - Detail 3/S3 Analysis of Drag Connection @ Concrete Shear Wall Drag Along Shear Wall on Grid 10 Check Epoxy Anchor Bolts Use Simpson SET Epoxy Anchors per ICBO Report #5279 Demonds Drag Force F : ';;;43.7 k n: 8.7 nb: 4855.56 Ut: 0.97 OK 3/4 61.18 kips 3/16' Rw: 4.73 Lw: `:14.00, in 66.25 kips U: 0.92 OK Wall AnchorageDrag With Plate (2) i ;r 'i .s i� , i s} v : «I y. I I i. t i i Z Z. W U O U) LLI N 0 J 1=- CO) LL • W� J U. Q N d � W: Z O Z F-. W W+ D . W W. W Z' N H =' .0 ~ Z Anchor Shear Capacity Only fed: 1.00 Anchor Tensile Capacity Only Anchor Shear Capacity Number of anchor bolts Used: Weld Size Used: 19.0 Allowable Shear @ 3 -318" (by edge dist.) V1: 1735.0 Ibs nb: Allowable Shear @ 6 -3/4" (by A307) V2: Concrete Compressive Strength fc: 2000.0 psi Minimum Embedment Emin: 3.36 in. Interpolated Allowable Shear Anchor Bolt Diameter D: 0.75 in. Upper Bound Embedment Eub: 6.75 in. Check Plate size Anchor Spacing sp: 6.0 in. Allowable Tension @ 3 -3/8" / 2000 psi TI: 3864.0 Ibs 11 in Anchor Embedment E: : 3.50 in. Allowable Tension @ 3-3/8" / 4000 psi T2: 3864.0 Ibs f . Plate Area Anchor Edge Distance ED: 6.0 in. Allowable Tension @ 6 -3/4" / 2000 psi T3: 10525.0 Ibs 36 ksi Minimum Anchor Spacing s_min: 3.375 in. Allowable Tension @ 6 -3/4" / 4000 psi T4: 10620.0 Ibs Net Area Of steel Strap: An: Minimum Concrete Thickness tmin: 5.3 in. Allowable Tension /Steel Rod (A307) Tmax: 8460.0 Ibs 7.06 it Minimum Edge Distance c min: 1.750 in. Interpolated Allowable Tension / 2000 psi Ta112: 4111 Ibs Tensile capacity of Plate: Critical Anchor Spacing (4.OED) s_cr: 14.000 in. Interpolated Allowable Tension / 4000 psi Ta114: 4114 Ibs 1 Critical Edge Distance (1.5ED) c_cr: 5.250 in. Interpolated Allowable Tension / f T'all: 4111 Ibs [ Reduction Factor at s min Rts: 0.890 Allowable Tension /Concrete w/ Reductions Tcon: 5014 Ibs Reduction Factor at c min Ric: 0.480 Allowable Tension /Steel Rod Tsd: 11251.8 Ibs Spacing Reduction Factor fsp: 0.92 Final Allowable Tension Tall: 5014 Ibs n: 8.7 nb: 4855.56 Ut: 0.97 OK 3/4 61.18 kips 3/16' Rw: 4.73 Lw: `:14.00, in 66.25 kips U: 0.92 OK Wall AnchorageDrag With Plate (2) i ;r 'i .s i� , i s} v : «I y. I I i. t i i Z Z. W U O U) LLI N 0 J 1=- CO) LL • W� J U. Q N d � W: Z O Z F-. W W+ D . W W. W Z' N H =' .0 ~ Z Edge Distance Reduction Factor fed: 1.00 Number of anchor bolts: Anchor Shear Capacity Number of anchor bolts Used: Weld Size Used: 19.0 Allowable Shear @ 3 -318" (by edge dist.) V1: 1735.0 Ibs nb: Allowable Shear @ 6 -3/4" (by A307) V2: 6110.0 Ibs Shear Unity Check: Maximum Allowable Shear (A307) Vmax:. 4360.0 Ibs !�. Interpolated Allowable Shear V'all: 1897.0 Ibs ' Transfer Of Drag Loads In To Existing Allowable Shear w/ Reductions Vail: 2314.1 Ibs n: 8.7 nb: 4855.56 Ut: 0.97 OK 3/4 61.18 kips 3/16' Rw: 4.73 Lw: `:14.00, in 66.25 kips U: 0.92 OK Wall AnchorageDrag With Plate (2) i ;r 'i .s i� , i s} v : «I y. I I i. t i i Z Z. W U O U) LLI N 0 J 1=- CO) LL • W� J U. Q N d � W: Z O Z F-. W W+ D . W W. W Z' N H =' .0 ~ Z Number of anchor bolts: n: 18.9 Number of anchor bolts: Number of anchor bolts Used: Weld Size Used: 19.0 Number of anchor bolts Used: load par bolt: nb: 2300.0 Ibs Load Per Bolt: Weld Length: Shear Unity Check: Uv: 0.99 OK Shear Unity Check: Unity Check Uv: 0.62 OK Unity Check: ' Transfer Of Drag Loads In To Existing Beam Check Plate size 6 314x-311/2 GLM I Plate Width: 68.47, kips 11 in Bolt Size: Ld: Plate Thk in vd: f . Plate Area Ap: 2.75 in2 1.4 f Minimum Yeild Strees: Fy: 36 ksi Demand: Tensile Strees: Fu: 58 ksi Allowable Bolt shear In (E) Member: Vb: Net Area Of steel Strap: An: 2.53 In2 Vb: 3621 Load Duration Factor: Spacing Of The Bolt: 1;4: 7.06 it } Overdesign Factor: Omega:."- 16.90 f } Tensile capacity of Plate: Tt: 99.00 kips n: 8.7 nb: 4855.56 Ut: 0.97 OK 3/4 61.18 kips 3/16' Rw: 4.73 Lw: `:14.00, in 66.25 kips U: 0.92 OK Wall AnchorageDrag With Plate (2) i ;r 'i .s i� , i s} v : «I y. I I i. t i i Z Z. W U O U) LLI N 0 J 1=- CO) LL • W� J U. Q N d � W: Z O Z F-. W W+ D . W W. W Z' N H =' .0 ~ Z Demand. Weld Size Used: Weld Capacity per Inch: i Demand: 61.18 k Weld Length: 3 ! '- Weld Capacity: Unity Check Uv: 0.62 OK Unity Check: ' Transfer Of Drag Loads In To Existing Beam J --j Existing Beam: 6 314x-311/2 GLM Total Seismic Reaction; Fs; 68.47, kips Length Of Diaphragm: Ld: `;.: `.:167; ft I Force per ft of diaphragm: vd: 366.15 Ibs /ft ! Load Duration Factor: 1.4 Overdesign Factor. Omega:; '.', `1. Demand: 512.61 kips Allowable Bolt shear In (E) Member: Vb: i•2130 Ibs Allowable Bolt shear in (E) Member: Vb: 3621 Spacing Of The Bolt: Sb: 7.06 it Number Of Bolts nb: 16.90 Use 3 Rows Of 3/4" Bolt, with 6 Bolts per row 1 .. 5/18/2005 n: 8.7 nb: 4855.56 Ut: 0.97 OK 3/4 61.18 kips 3/16' Rw: 4.73 Lw: `:14.00, in 66.25 kips U: 0.92 OK Wall AnchorageDrag With Plate (2) i ;r 'i .s i� , i s} v : «I y. I I i. t i i Z Z. W U O U) LLI N 0 J 1=- CO) LL • W� J U. Q N d � W: Z O Z F-. W W+ D . W W. W Z' N H =' .0 ~ Z 3 r a I, i JOB NAME: Gateway Corporate Center- Building 6 JOB NO. 2005.033.06 SHEET NO- Z S ENGINEER: KK DATE: May,05 ANALYSIS: M. Bolt Group Action -} Per 1997 Uniform Building Code And 1997 Edition on NDS Section 7.3.6 i .. s Drag Line 10 f Am= :i: E2i;25 Area of main member, sq -inch 6 3/4x 31 1/2 GLM Beam �. As± 1Area Of side member, s q -inch :171; Pieta Load Factor 1, 1 5/18/2005 Wall AnchorageBolt Group Action (2) i i aC Modulus of elasticity of main member, Psi Es= _3 UO: Modulus pof elasticity of the side member, Psi Bolt Diameter, sq -inch Gama= 220991.6394 For bolts or lag screws in wood to metal connection t U. ?` S Gama= 147327.7596 For bolts or lag screws in wood to wood connection Z F.� S— ' s p c' g, inch _ •••,. Number of bolts in a row _J nr= <•' Number of rows Bolt No.: 18 Rea= 0.13 WW U= 1.01 M=,. 0.87 U CO. I Cg =, . 1.00 Z Fb= Bolt capacity, lb 3 . 1 S 1 i I i i I s - f Ft= 65.2 Total conection capacity, K Dem and = .'1O.K. i1 1 , V, , 1 i 1 J I . 1 i 1 1 1 1 5/18/2005 Wall AnchorageBolt Group Action (2) i i aC LU _3 UO: CO) LL W O. U. ?` S d Z F.� i Z Ot 5 ! WW U CO. I F i �1 Z I 3 . 1 S 1 i I i i I s - f 1 5/18/2005 Wall AnchorageBolt Group Action (2) i i b - O c� r . I . CD 0 w n. rMIL b 0 { r d 4 I I 2 W S T R U C T U R A L E N G =ER JOB NAME: Gateway Corporate Buildi 6 JOB NO: 2005.033 SHEET NO: C� ENGINEER: KK DATE: May ANALYSIS: Lateral i 1 i 1 Lateral Design Criteria/Calculation Paper 5/10/2005 ate.. . -�..� —s _- ....- •-- --- .--- .- ..._....- .. -- ~. _ - - ' ass _ __ s+e Nt., {p; T�;Cn� Cl � O s. N -C W i o , Sto m X icn i cn i CD 1 O O t 0 t . i !CD i 60 l:Xti 6M t j CD C .. ... t T t O .. _ • - N V X CD 00 (D co Q . co 5 CD; N •, 60 6Xb 6M m OD � N ? CD C t_ tit CC) CD fN a CD CD OO�c� OODmn m ca cur "0 w Company J.S. Dyer & associates May 18, 2005 Designer KK 3:13 PM Job Number : 2005.033.06 Gateway Corporastion Center- Building 6- LineD Checked By: , Envelope Redesign Shapes Section Member Current Suggested Alternate Shapes Set Label Choice 1st Choice 2nd Choice 3rd Choice 4th Choice - Redesign Not Performed .. i Basic Load Case Data BLC No. Basic Load Case Category Category Gravity Load Type Totals Description Code Description X Y Nodal Point Dist. �+ 1 Dead DL Dead Load 1 _ 2 1 2F i _ _ Roof live _ RLL V :Roof Live Loa d 1-77 -i 1 -. 3 Flo Live LL Li ve Load 2 1 1 (;.Seismic • _� E L:_ :„ ° Earthquake Load . 1: - - -- - - -� - - j - - - - -- - - - - - -, --� Boundary Conditions Joint Label X Translation Y Translation Rotation S1 Re actio n Reaction Reaction _. __. ,.� S2,:.:.:. Reactions. I. Reaction :. - Reaction __�� 7 Steel Design / AIDS Parameters Member Section Length Lb out Lb in L_comp Cb Sway Label Set le out le in le bend K out K in CH Cm B out in COL1 ,W-COL _ 21 - - -- __ 1 . _ 1 � COL2 ' W =COL : ( 21' ': j - - -- - -- F - - -- - �--- � _. -. Distributed Load Patterns Pattern Label Direction Start Magnitude _. .BEAM . ._ROOFBEAM :.. 24.6 Start Location End Location (Ft or. %). (Ft or. %)... _ UNIFORMX X -1 Member Distributed Loads, Cate-gory: DL, BLC 1 : Dead 0 UNIFORMY :.. Y :� ,. _. _. .__. _. _._...; -1 i „ -- Member Label I Joint J Joint Load Pattern Label Pattern Multiplier °-, _..BEAM..... R1 ..- -... R2 _._ __ UNIFORMY . 0 .. :-J Member Distributed Loads, Category: RLL, BLC 2: Roof live �' Member Label _ I Joint J Joint Load Pattern Label Pattern Multiplier BEAM R1 R2 - UNIFORMY _... ... ... -_ _ L i i Member Distributed Loads, Category : LL, BLC 3: Floor Live Member Label I Joint J Joint Load Pattern Label Pattern Multiplier _. -. -BEAM R - - ..._R2 UNIFORMY- �..._ Distributed Load Patterns Pattern Label Direction Start Magnitude End Magnitude Start Location End Location (Ft or. %). (Ft or. %)... _ UNIFORMX X -1 -1 0 0 UNIFORMY :.. Y :� ,. _. _. .__. _. _._...; -1 i �J a RISA -21D Version 5.1 b [M:\2005.033.06 Gateway Corp Ctr Bldg 6, Seattle, WA \Calculations \Excel \momeEdgm - de Line [ z t` "~ w UO 0 WH CO U. W O OC �: L Q' CO) �. 2 CY W H O R 25 �O 0 tr •. WW U. Z' CO) O� z Company J.S. Dyer & associates May 18, 2005 Designer KK 3:13 PM Job Number : 2005.033.06 Gateway Corporastion Center- Building 6- LineD Checked By: , Dynamics Input Number of Modes 3 Load Combination. Number j 1 : dead Acceleration of Gravit 32.t /sec ^2 ) .. ..... Y 2 _ .._..- 2 --- F -- .. _.._ 2 - -- ....... _.._. Convergence Tolerance 10.001 I Converge Work Vectors Materials (General) No Y Translate Rotate Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress .. (Ksi) (Ksi) Ratio (per 10 ^5 F) 3 (Ksi) - -- STL 50 - -.... 29000 - - 29000 11154 - _ .3 - T min l 0.000. 50 - (^- -11154 { 3 i. .65 _ ti5 . _.49 - f �, . 49 — -- --- ---- -- -.,- 35 STL -46 29000 . 1 3 65 .49 46 I Global 0.000. _0.000 R1 max 1.366 Steel Code AISC 9th Editi A SD 3 0. 4 ' Allowable Stress:Increase Factor (ASIF) 4 - C�4 .T =0.002 F -: 3 Include Shear Deformation Yes 0.005 4_ 0.00_2 4 > of Sections for Member..CalcS — T3 :::: -. _ .1 -0.006 3` 1 -0.002 ` 1-3� Redesign Sections Ye P- De1ta' Analysis Tolerance ' -j. 0.50% i Joint Coordinates ( Joint Label X Coordinate Y Coordinate Joint Temperature (Ft) - -- -- -S1 0 0 0 i 1 0 21 0 R2 : 24:6: 21 ; 0 1 Envelope Joint Displacements { _1 Joint Label X Translate Y Translate Rotate (In) Lc Lc Lc S1 max 0.000 3 _(In) 0.000 3 _(radians) 0.000 4 - T min l 0.000. 0.000 Y T V3 max 0.000 3 0.00 4 4 :.. m m 0.000 "" 1 4 0.000. _0.000 R1 max 1.366 ` 3 3 0. 4 ' r ^ -1 366 4 _ 1 - 0.006 - C�4 .T =0.002 F -: 3 - R2 m 1.3 3 0.005 4_ 0.00_2 4 4 -j min (M- 1.355 - C 4 _ .1 -0.006 3` 1 -0.002 ` 1-3� Envelope Drift Report Story X Direction Number Joint Label Drift Lc % of Ht. j (In) _.... . . No Stories Defined... I Joint Loads /Enforced Displacements, Category : DL, BLC 7 : Dead Joint Label [Ljoad or Direction Magnitude _[D]isplacement (K, K -ft, In, rad) R1 L Y 0 ± R2 is 1. f; RISA -2D Version 5.1 b [M:\2005.033.06 Gateway Corp Ctr Bldg 6, Seattle, WA \Calculations \Excel \momeWgmi2e Line [ s z H '~ W UO W = I .- CO u - . w U. a N d = w ZH F- O W ~ w. �o U O CO. = U LLO z U= O Z Load Combinations Company J.S. Dyer & associates May 18, 2005 Designer KK 3:13 PM Job Number : 2005.033.06 Gateway Corporastion Center- Building 6- LineD Checked By: 1 Joint Loads /Enforced Displacements, Cateaory : RLL, BLC 2: Roof live Factor BLC 9 .-� Joint Label [L]oad or Direction Magnitude BLC __.. [D]isPl Cement - (K, K -ft, In, rad) l : ;. R1 Y 1 : 1 I 2 .: i R2 I :... _ L Y a O Joint Loads /Enforced Displacements, Cate-gory: LL, BLC 3: Floor Live Joint Label [L]oad or Direction Magnitude [D]isplacement _ . (K, K- ft,..In, rad) ... 1 .T, 3 d +fll + rho seismic R1- ... Y 1 1 -- - -._ - _ ..__. ..� ,.._. R2 i T -- - Y _._ . 6 . . _.... _._....__� 1 i Joint Loads /Enforced Dis lacements Cate o : EL BLC 4: Seismic p _q rV , 1 I I Joint Label [L]oad or Direction Magnitude 1 I _...._.._.. [D]isplacement _. (K..K -ft In, rad) { { :.: '3 { _.._. - R1 _ ._ ........ ......._ _ _ .. X 54 { " -1 Envelope Reactions Joint Label X Force Y Force Moment - -- (K)...... t-c .... ... (K) -- Lc .. (K -ft) Lc _ S1 max' 27.118 4 24_379 4 308.41 3 ._ _ _ f min l= 27:056 C 3 = 17:731 r 3 r- 310:345 14 _.. 1._ S2 max 26.882 4 24.38 3 30_8.1_3_ 3 1 min l = 26.944 l 3 -F — 17.729 f 4 �`- 306:215 i.'4 ' .: :•. 1 i Reaction Totals I max 1 54 1 4 1 6.649 1 3 {: 1 { _ . . • - f:: 4 ; . -1.. . Load Combinations N_ um Description_ —, 1 ._...... _. _ .. dead _ Env WS PD SRSS CD 1 ... BLC 1 Factor BLC 9 Factor BLC _ . Factor BLC __.. Factor :; dead +`live . l : ;. 1 1 : 1 I 2 .: { 1 1 .T, 3 d +fll + rho seismic y 1 1 1 3 1 4 1 d +.fll = rho seismic. 1 1 1 ( { { :.: '3 1 4 { " -1 5 dead + rho seismic :. Y : Y.._..Y_ -- .- .....1 ._ ....1_. _.. 1._ 4 1 : :.dead'- rho seismic: ' .: :•. 1 1 {: 1 { _ . . • - f:: 4 ; . -1.. . { I 7 seismic i s Y .: Y_ .. - 4 1 Material Takeoff Section Set Database Shape Total Length Total Weight - - - -- ._... - - . - TO (K) . PIPECOLU PIPE 10.OX 0.0_00 0.000 TUBECOLLIMN - (�--- HSS10X10X8 - I - — 0 . 000 I - - - -- '- 0 000 i I f + I f i 3 I I -J _ W -COL W 42 4.573 T -- ;ROOFBEAM' _. f..._ _ - -._ - 27X84 I 24.6 ` ` 2.076 ROOFBEAM2 W 16X26 0.000 0.000 Total Weights : 6.649 RISA -2D Version 5.1b [MA2005.033.06 Gateway Corp Ctr Bldg 6, Seattle, WA \Calculations \Excel \momedRefgf•t3e Line [ z z W U0 CO 0 w= NW WD UQ C � = H= z Z 0' w � o U = U U- 0 W U= O z s Company J.S. Dyer & associates May 18, 005 Designer KK 3:13 PM Job Number : 2005.033.06 Gateway Corporastion Center- Building 6- LineD Checked By: I s i is 7 4 f 7 Z �W U O. Cl) o" CO J CO LL W O go L Q, C _.. W z F �.. 0. zz c M G D 0. O N � Ir WW LL z CO W O z Envelope Member Deflections maxi . 24.38 '3 1 27 308:13 I .3 Member Label Section x- Translate Lc y- Translate Lc (n) Uy Ratio Lc 2 :1 max ` 23:237•' (In) 3 1,: 27.069 (In) i COL1 1 max 0 2 0 2 NC :..22:093 1 : 3 i .: 1 256.172. 4 min .._ . 0 2 0 2 NC 4 :: -26:78 14 ' 260:312:1 3. 2 max 0.003 3 0.619 4 407.357 4 _._.... ___._...._ .. - -� ` min - 26.882 min -0.003 4 -6.616 3 409.315 3 26.944 3_ max 0.005 3 1.366 4 184.495 4 4 - - 21.054 3 -5.04 3 min 0.006 4 -1.366 3 184.5 3 1.: ' max :.: ;;0" :.. 2 ; 0 i . 2 NC -` Envelope Member Stresses 1. 1 0. 1 2 1 NC Shear Bending top Bending bot ': • 2 maxi 0 003 1 4 f :0:611 1 4 1 412.34 4 _. C5L1 1 max min 11 0.003. 1 :3' 1 : -0.614 1 3 410.381:: 3: min 3 ` 'max. 0:005 ` 41 1 1.355 ` 4 1 185.998:1 4 0.726 4 `7 ` �:, min I = 0.006- 3:1 -1.355 1 3 186.006'f .3 -4.349 4 BEAM 1 max 1.366 3 0.005 3 NC 17.851 3 18.139 4 . min , _ _ -1.366 4 -0.006 4 NC GOL2 1 max 2 ..max 1 3 -0.005 4 N . C .... min - 0.554 1.4 =4.275 1 4 _ min -. -1.36 4 -0.007 3 NC 3 1 4.321 1 3 1 1.734 1 4 'i 1.65 13 3. : max: 1.355 3 0.005 4 NC -> min -1.355 4 -0.006 3 NC -� Envelope Member Section Forces Member Label Section Axial Lc Shear Lc Moment Lc COL1 1 max 24.379 4 26.954 3 min. - 17.731 3 - 27.244 _ 4 - 310.345 4 2 max 23.235 4 26.954 3 25.393 3 min - 18.874 3 - 27.244 4 - 24.282 4 3 'max 22.092 4 26.954 3 261.781 4 i is 7 4 f 7 Z �W U O. Cl) o" CO J CO LL W O go L Q, C _.. W z F �.. 0. zz c M G D 0. O N � Ir WW LL z CO W O z :.. ;;• ;,.; COL2 , :. > ,'. 1 maxi . 24.38 '3 1 27 308:13 I .3 min"I - 17:729 .14 l.':' -26.78 I 4 - 306:215: 4. 2 :1 max ` 23:237•' 1.: 3 1,: 27.069 ; 3 23.909 � 1 3 '. : , - 18:873 14: I : =26.78 i - 4` - 25.022. 4: max 1 :..22:093 1 : 3 i .: 1 256.172. 4 min ' _- 20.016 1 4 :: -26:78 14 ' 260:312:1 3. BEAM 1 max 26.944 3 22.093 4 261.781 4 _ _._.... ___._...._ .. - -� ` min - 26.882 4 - 2 0.016 3 - 257.624 3 . max- 26.944 3 21.055 4 3.579 4 min - 26.882 4 - - 21.054 3 -5.04 3 3 max 26.944 3 20.017 4 260.312 3 min - 26.882 4 - 22.092 3 - 256.172 4 -` Envelope Member Stresses Member Label Section Axial Shear Bending top Bending bot (Ksi) Lc (Ksi) Lc (Ksi) Lc (Ksi) Lc C5L1 1 max 0.762 4 4.302 3 21.504 4 21.37 3 ` min -0.554 3 -4.349 4 -21.37 3 - 21.504 4 2 max 0.726 4 4.302 3 1.683 4 1.759 3 min -0.59 3 -4.349 4 -1.759 3 -1.683 4 - 3 max 0.69 4 4.302 3 17.851 3 18.139 4 min -0.626 3 - 4.349 4 - 18.1 4 - 17.851 3 GOL2 1 max 0762-:1 3 1 4.321 .1: 3 :1-21.218 1 4.. 21.35. 3 j min - 0.554 1.4 =4.275 1 4 - 21'.35 3 - 21: � `2, . max 0.726 F 3 1 4.321 1 3 1 1.734 1 4 'i 1.65 13 , j RISA -2D Version 5.1b [M: \2005.033.06 Gateway Corp Ctr Bldg 6, Seattle, WA \Calculations \Excel \mometREfgm Line C i is 7 4 f 7 Z �W U O. Cl) o" CO J CO LL W O go L Q, C _.. W z F �.. 0. zz c M G D 0. O N � Ir WW LL z CO W O z BEAM 1 max 1.086 3 2.158 4 14.487 3 14.72 4 T -1.084 Company J.S. Dyer & associates -1.955 3 -14.72 4 -14.487 3 May 18, 2005 1.086 Designer KK 2.056 4 0.283 3 -0.201 4 min 3:13 PM 4 Job Number 2005.033.06 Gateway Corporastion Center- Building 6- LineD Checked By: 4 -0.283 3 3 max 1.086 3 1.955 4 14.405 4 14.638 Envelope Member Stresses, (continued) -1 084 1 4 -9 1.5R 'A _ 14 R'A R R -1A An A Member Label Section Axial Shear Bending top Bending bot 0" 'si) 'rhin Lc '! �si) L ,. (Ks I -0 .4 1 -1.651 1 1 134 1 1 4 .3 max 1 0.69 1-3,1 4.321� 3 1 18.037 1.3 1 17.75 � i. 4 1 BEAM 1 max 1.086 3 2.158 4 14.487 3 14.72 4 min � -1.084 4 -1.955 3 -14.72 4 -14.487 3 2 max 1.086 3 2.056 4 0.283 3 -0.201 4 min -1.084 4 -2.056 3 0.201 4 -0.283 3 3 max 1.086 3 1.955 4 14.405 4 14.638 3 min -1 084 1 4 -9 1.5R 'A _ 14 R'A R R -1A An A Member Data C Joint D Joint Material Set Thickness Stress Location Inactive? Movin-cl Loads P). 'R' is, No Data to Print ... Tag Section End Releases End Offsets Inactive Member Member Label I Joint J Joint Rotate Set I-End J-End I-End J-End Code Length Member Label I Joint .. .. . ........ . No Data to Print (degrees)... AVM AVM (In). COU S1 R1 W-COL 21 Envelope Plate Comer Forces -i R 7 "T L Plate BEAM R1 R2 ROOFBEAM 24.6 1 , - Envelope Plate /Shell Forces Plate Label Fx Lc Fy Lc Fxy Lc Nft)' A!qF9 (K/Ft)-_ No Data to Print Envelope Plate /Shell Principal Stresses Plate Label Sigmal Sigma2 Tau Max Angle Von Mises Ksi _Lc i Lc (K§i) (Ksi) Le .... .. . No Data to Print Plate/Shell Elements Plate Label A Joint B Joint C Joint D Joint Material Set Thickness Stress Location Inactive? Movin-cl Loads P). 'R' is, No Data to Print ... Tag Pattern Label Increment Both 1st Joint 2nd Joint 3rd Joint 4th Joint 5th Joint Ways ? - -- .6th Joint . Joi.nt..... Joint, Joint 10th Joint Member Label I Joint .. .. . ........ . No Data to Print Location __8'th .9th -J (K (Ft or %) BEAM R1 R2 Envelope Plate Comer Forces Plate Joint X Force Y Force (K) Lc Lc No Data to Print 1 , - Envelope Plate /Shell Forces Plate Label Fx Lc Fy Lc Fxy Lc Nft)' A!qF9 (K/Ft)-_ No Data to Print Envelope Plate /Shell Principal Stresses Plate Label Sigmal Sigma2 Tau Max Angle Von Mises Ksi _Lc i Lc (K§i) (Ksi) Le .... .. . No Data to Print Plate/Shell Elements Plate Label A Joint B Joint C Joint D Joint Material Set Thickness Stress Location Inactive? P). 'R' is, No Data to Print ... Member Point Loads, Cate-gory: LL, BLC 3: Floor Live Member Label I Joint J Joint Direction Magnitude Location 1 4.275 1 4 '1 (K (Ft or %) BEAM R1 R2 Y 0 0 RISA-2D Version 5.1b [M:12005.033.06 Gateway Corp Ctr Bldg 6, Seattle, WA\Calculations\Excel\momefitefgm Line I z Z W _ 00 CO) U) W WX J 1.Z U) LL 0 LL CY, LLI X 0' z � W LLJ U �O LLI uj ' X lU 0 Z' O . I mi n W i 1 -0.625 1 4 1 4.275 1 4 '1 -17.75 1 4 - 18.0371 3 * I z Z W _ 00 CO) U) W WX J 1.Z U) LL 0 LL CY, LLI X 0' z � W LLJ U �O LLI uj ' X lU 0 Z' O z r � z' W W� J U. U O, N U- w O: J U- Q' .-a = W ? �-- H O, w ~- O N, 01— W —0 CO Z.. . Company J.S. Dyer & associates May 18, 2005 Designer KK 3:13 PM Job Number : 2005.033.06 Gateway Corporastion Center- Building 6- LineD Checked By: , Redesign Criteria Section Set Max Depth Min Depth Max Width Min Width Max Code Check Min Code Check is (In).. (in)_.. _ (In) (in) . No Data to Print . Sections Section Database Material Area SA SA 1(90,270) 1 (0,180) T/C Label -- ..... Shp ..... Label...__.._ .... _ _ ....(��). "�._ (0, _(90,270).. - (In_4) -... (fn "4) ._ ._ Only x PIPECOLUMN PIP -35 16.101 1.2_ 211.95 _ _ _STL �TUBECOLUMN ( HSS10X16X8 .j STL-46 - -�( 17.178 _1 ; 2 :1.2 (1.2 _211.95 255.946 _ � � 255.946 -- - 1 1 7 , W 14X 109 _ _ STL -50 W -CO _ _ _ _ _ 32 1.2 1.2 447 1240 s . ' `_> ROOFBEAM 1 , .W27X84. � STL -50 __ { '24.8 _ _ - 1.2 - r 1.2 _ _ w.. j 106 ( 2850 T { ROOFBEAM2 W 16X26 STL -50 7.68 1.2 1.2 9_59 301 Envelope Member AISC ASD 9th Code Checks Member Label Code Chk Loc Shear Chk Loc Fa Ft Fb ASD Eqn. _...- .... . ... (Ft)........ Vic.. _... -..- TO.......Ln_..,- ....... (Ksi). ..... _ (Ksi)_. _ ..... _. (Ksi . COL1 0.557 0 4 0.163 3 .: j 0:162 j 0 4 .. 0 3: - . 28.539. 28.539 (^ 39.b9 3999' 39.09 1-11 -2_ _ Y BEAM 0.935 24.6 3 0.083: 0 4 9.763 39.99 16.123 1-11 -2 ' 2 Envelope Member NDS Code Checks j Member Label Code Chk Loc Shear Chk Loc Fc' Ft' Fb' Fv' Eqn # Lc No Data to . Print .. - -- - -- - - - -- - ...._ . - - . _ ...... _ . Lc (Ksi) . _ .... (Ksi) - (Ksi) ... (Ksi).... t Wood Material Parameters Wood Set NDS Species Therm Weight Label Database Fb Ft Fv Fc E Poisson's Coef. Density -- . -. _....._.__ ._ -..__ ....- ..._..._._.._.....(Ksi)...... ..( Ksi)__ .......(Ksi).. (KsD... (Ksi) Cm Cr E_mod_ Ratio - ( ^ (K/ftA No Data to Print ... 1 v� f i RISA -2D Version 5.1b [M:\2005.033.06 Gateway Corp Ctr Bldg 6, Seattle, WA \Calculations \Excel \momeWgm*e Line [ z r � z' W W� J U. U O, N U- w O: J U- Q' .-a = W ? �-- H O, w ~- O N, 01— W —0 CO Z.. . ,1 i r-� f - S. DYER & ASSOCIATES INC. JOB NAME: Gateway Corporate Center- Buildg -G JOB NO: 2005.033.06 SHEET NO: ENGINEER: KK DATE: May 1 0¢'7 ANALYSIS: Future Moment Frame On Line D FENIA 350 RBS Connection Line 1.) Design Criteria Lateral Force Resisting System: SMF _ +e D W"FJSS Applicable Building Code: 97UBC °C FEMA 350 Connection Type: •RBS Q Q 1.413 =' :: AISC Seismic Provisions Edition: 1997. , 31....E .Pa- ude,.b r.w Hcoi = 252; ; :: in :f•:q AISC Specification: 1999 LRFD 1.34• maa.aurn .. i _I I i I i 1 I i 1 i Fy = 36..:. ksi ASTM ,'. ` A36 b = 7.00' in t Web Bolt Properties 0...1,1 Frame Properties — Lbcaln AP"'11..nlew. 01 1F, SNIF }ins. t.tatua diuu.a. dn'1 •a -L! — ; .:295:2- ;: in 1.413 =' :: `0.28 Kips /ft 31....E .Pa- ude,.b r.w Hcoi = 252; ; :: in :f•:q I:P 1. 3!. F bf de rnmu.d a. de.e.hMn Sa...3311 P4.r.di.•L—..3r. 1.34• maa.aurn .. A ?;: O..d. 30, A993..1Fl3 liaade !QS ?s F4.]e.ad.ad.. Puam.wn See 3.511 —J Beam Properties nry.%—p ow %w L• ied w%u. w1:, au Pe.c.;atk malend �PK.1.:abma ASllCn.de W,.]9t]Gradr SE..3b5..]%93 -- FEMA 350 permits the use of beams W36 and shallower, with a maximum P- 1Z —an -VL weight of 300 lbs /ft, ASTM A992 C.4— b— b- di.1,—phnM Sna.on 151 C.....d.. DN..4 V1!27x94 :: ASTM c. pl.. Vb k..a. See. 3 3 : t F4.j, •a<LM F 50 ksi R = 2.12 :. •i•.:d ac.e.. W.. S.e FiF C•11.: ,SISC LUD V.L 1. a S.cd.. 33.:' d = 26.9 in t,,,b = 0 490 in b = 999.0 in t _ .0:745 in tl < <':; S xb '. X43 :. 3 Zxb — 278 3 in I t` . r.ft s::; a = 5.00:. ,. in b= 1:8:00. 'in c 2.00.` in 7 oi8 t:::=lj Lo= 3600ry/Fy Column Propertie: Lo= 12.72 ft FEMA 350 permits the use of W 12 and W 14 columns, ASTM A992 W1:4x109 ASTM , : A992: j F 50, ksi R = 333 ` d 14 320_; . in t,, = 0.525 in b :14.605 in tfc = : 0: in 1 FEMA 350 Table 3 -6 Critical Beam Parameters (Lbeam / db)min —:, 7.; ` :. ltfAnax — : •: , 1.75 :: in Continuity Plate Properties i _I I i I i 1 I i 1 i Fy = 36..:. ksi ASTM ,'. ` A36 b = 7.00' in t Web Bolt Properties 0...1,1 AP"'11..nlew. 01 1F, SNIF }ins. t.tatua diuu.a. dn'1 •a -L! Crl.iral B..o PararaM. DeP15.a.t. a'Se+.Jlh.11a.e ( •••••.•••-� rn+5l 3W 1b. el 31....E .Pa- ude,.b r.w ULIF ? SblF•' :f•:q I:P 1. 3!. F bf de rnmu.d a. de.e.hMn Sa...3311 P4.r.di.•L—..3r. 1.34• maa.aurn F—.bk -1 p— Go...a A ?;: O..d. 30, A993..1Fl3 liaade !QS ?s F4.]e.ad.ad.. Puam.wn See 3.511 CddW C.1.a. P.—I., nry.%—p ow %w L• ied w%u. w1:, au Pe.c.;atk malend �PK.1.:abma ASllCn.de W,.]9t]Gradr SE..3b5..]%93 -- B.ao l cQuo. R'L.— P- 1Z —an -VL S33F. 5.-3.3.31 C.4— b— b- di.1,—phnM Sna.on 151 C.....d.. DN..4 x a_.t..5.. S. 3 13 lad Frry1. 3.11 c. pl.. Vb k..a. See. 3 3 : t F4.j, •a<LM FF 3.11 •3.'1du� P.r >w..n SeHaaa ].3 'A.33. '325 •i•.:d ac.e.. W.. S.e FiF C•11.: ,SISC LUD V.L 1. a S.cd.. 33.:' I i a Dia = .:. 7/8' in ASTM : A325 V,, _ .48 ksi #bolts = 7 Configuration Checks (Lb eam / db) = 10.97 (Lbeam / db)min / (Lbeam / db) = 0.64 OK beam span -to -depth ratio t / t f , (max) = 0.43 OK beam flange thickness Steel SMF RBS Connection \RBS -TINE D 1 Z ��- Z �w 65. UO 0 W W. C0 LL W O. LL Q cr) = W H Z F.. O W 2 5; U 0, Q N` w Ly U- 0 W Z U= O Z r J.S. DYER & ASSOCIATES INC. JOB NAME: Gateway Corporate Center- Buildg -6 JOB NO: 2005.033.06 SHEET NO: G ENGINEER: KK DATE: Nlay'04 ANALYSIS: Future Moment Frame On Line D i Local Buckling Checks FEMA 350 RBS Connection Line 1) FEMA 350, Table 3 -6 requires that the flange slenderness ratio be less than 52 /SQRT(F,.). b / 2t1b = 6.70 (b�/ lh J F = 7.35 ' max ih (b / 2tib) / (btb 2tfb) ,,, a , r = 0.91 OK flange slenderness ratio M M +(V /12= 2198.5 ft -K M = (C /12) = 2824.0 ft -K Verify that beam will not M M = 0.78 OK form plastic hinge at column face before the reduced beam section. ( i Steel SMF RBS Connection \RBS -TINE D 2 i M M VP M, M, +V GRY d 5edn A Glom Frye 1 M • J M L 1 a VP M. = M tV,(x rd. /2) s Q t W W D JU U O: (J)D J F- N W WO LL J U D = a W. Z F- ZO U �• �O N C1 �-- WW H U'. LL .. Z W U O Z Step 1. Determine the length and location of the beam flange reduction: an,in 0.50b = 5.00 in (3 -15) alnax= 0.75b = 6.99 in (3 -15) a,,, / a = 1.00 OK flange full section length --, a / a = 0.72 OK flange full section length . burin 0.65d 17.50 in Q -16) b illax- 0 .85d b = 22.88 in (3 -16) bmin / b ° 0.97 OK flange reduced section length J ... b / b max - 0.79 OK flange reduced section length Step 2. Determine the depth of the flange reduction: Amax = 0.25b = 2.50 in C / c max = 0.80 OK flange reduced section width A (b 2c)(t = 4.46 in reduced flange area above neutral axis 0.5A, = (d 2ttb)(t„ b) = 6.23 in web area above plastic neutral d 0.50d - 0.50t = 13 in flange distance to neutral axis 1 d,� = 0.25d - O.St = 6.36 in web distance to neutral exis s ZRBS ` 2(A +0.5A,,d,�) = 196.03 in reduced section plastic section modulus �.f s = (d�/2) + a +(b /2) = 21.16 in 4 _ L' - (Lb,.. - SO / 12 - 22.84 ft C = 1.15 I , rer,facsmert W..t. i ' Mpr ` (CprR / = 1991. ft -K • 2 M P „ + 1 , 2 177.59 K 4 V I , � x= s -d, /2= 14.00 in k- > M M +(V /12= 2198.5 ft -K M = (C /12) = 2824.0 ft -K Verify that beam will not M M = 0.78 OK form plastic hinge at column face before the reduced beam section. ( i Steel SMF RBS Connection \RBS -TINE D 2 i M M VP M, M, +V GRY d 5edn A Glom Frye 1 M • J M L 1 a VP M. = M tV,(x rd. /2) s Q t W W D JU U O: (J)D J F- N W WO LL J U D = a W. Z F- ZO U �• �O N C1 �-- WW H U'. LL .. Z W U O Z r, i CC ' l J.S. DYER & ASSOCIATES INC. JOB NAME: Gateway Corporate Center- Buildg -6 JOB NO: 2005.033.06 ISHEET NO: ENGINEER: KK DATE: May'06 1, ANALYSIS: Future Moment Frame On Line D FEMA 350 RBS Connection Line D Step 3. Calculate M Mc = M + (V /12 = 2304.5 ft -K Step 4. Calculate the shear at the column face: l V = ( 2(12) = 3.4 K V = V + (2M f )(12) / (Lbc= dc) = 191.3 K (3 -17) Steel SMF RBS Connection \RBS -TINE D 3 f i f Z '~ l UO O L Co W= CO u_ Ui O. 9 Q`: N d = w ~_ H O': �w U w :3 ON 0 h^ , Ww F=- V . LL Z U t/),. Z Step 5. Design the shear connection of the beam to the column: A bolted shear tab will be used The bolts A I l6will be designed as bearing bolts with a resistance factor equal to 1.0 to resist the shear calculated in Step 4. ,/ Oholty = 1 ,/ (( � �r(dia)Z 'f'Vn(shear) ° (0holccl\Vn ( = 201.9 K 4 J y - - � 0.95 OK web bolts i Step 6. Design the panel zone: C = Srb / (Cpr)(Z.,b) = 0.76 (3-4) C ( 12 ) Mc Hear - dh Hcal 0.50 in (3 - 7) ,...: twc(min ? - (0.54)F 1�,d, dh _t Ih - �vc(min) / twc - 0 .95 OK panel zone thickness i Step 7. Check continuity plate requirements: - b cp -1 = (bf - t, /2 = 7.04 in maximim thickness within column area b (; p / b -I - 0 .99 OK continuity plate width J b - = bW3 - t,,,, /2 = 3.07 in LRFD Sec. K9 b -, / b = 0.44 OK continuity plate width Fj hAb t - 0.4 1.8b� _..' f . = 1.10 in (3 -5) yc � t / tic = 1.28 Plates Are Required i _ 1 tfc -, = b = 1.67 in tfc -, / tfc = 1.94 Plates Are Required t - = tlb = 0.75 in for two -sided connection t -) ! t ell = 0.99 OK continuity plate thickness F I -r t�. =1.79b�r E -0.44 in LRFD Sec. K9 1 t -, / t = 0.59 OK continuity plate thickness Steel SMF RBS Connection \RBS -TINE D 3 f i f Z '~ l UO O L Co W= CO u_ Ui O. 9 Q`: N d = w ~_ H O': �w U w :3 ON 0 h^ , Ww F=- V . LL Z U t/),. Z J.S. DYER & ASSOCIATES INC. JOB NAME: Gateway Corporate Center- Buildg-6 fJOB NO: 2005.033.06 SHEET NO: !�7 ENGINEER: KK DATE: May 1 06 ANALYSIS: Future Moment Frame On Line D FEMA 350 RBS Connection Line 1) Step 8. Detail the connection: 4 RAWOUS c2+ b2 I RBS Dimensions are: L Q L a = 5.00 in L::41 b = 18.00 in c = 2.00 in W Z ' 1, I 2 Weld access hole' Per JSD standard detail 3 Bolts ASTM = A325 Dia.= 0.875 in Obolts = 7 installation: pretensioned Shear Tab ASTM = A36 thickness 18 in weld to column in 4 Continuity Plates ASTM = A3 width = 7.00 in thickness = 0.750 in 4: Web doublet Plates Required: Thickness if required::'��,�'!.+ in 1. Steel SMF RBS Connection\RBS -TINE D 4 W Z ' 1, I M ST R U C T U R A L E N G I N E E R S JOB NAME: Gateway Corporate- Building 6 JOB NO: 2005.033.06 SHEET NO: - 3 ENGINEER: KK DATE: May'15 ANALYSIS: Lateral Lateral Design Criterla /Calculation Paper 5/10/2005 y .1 .3. IJYhK A.55QUA10 ANTI. i s JOB NAME: Gateway Corporate Center- Building 6 JOB NO: 2005 - 033 - SHEET NO; 4 =) ENGINEER: KK DATE: May 05 ANALYSIS: Analysis of Drag Connection @ Moment Frame Drag on lino D i. Area of Tube: , Y : %,;''.6:86 sq -in k Demonds Tc: Minimum Yeild Strees: Drag Force F : ;' , `>. 27:2: k 46 ksi Number of Bolts: 0.29 OK Load Duration Factor: Tube Connection At Spikes �. - j f, Tube: HSS6)4416,, :; Length Of Tube:. Lt:. ` : °,'2A67: ft i. Area of Tube: A:;." : %,;''.6:86 sq -in Bolt Size at intersecting Beams: Tc: Minimum Yeild Strees: Fy: 46 ksi Number of Bolts: 0.29 OK Load Duration Factor: 1.4" Bolt Tention Capacity: - j Overdesign Factor: Omega.-,:" :; Tention Capacity of The Bolt Group: 0,50 OK Tensile capacity of tube: Tt: 315.56 kips Bolt Demand: Unity Check: Allowable Comperation Capacity Of Tube Ct:: ':' 65:00 kips Weld Size Used: Comperation Capacity Of Tube: 110.50 Weld Capacity per Inch: ^ Demand: 38.08 k Weld Length: Weld Capacity: Unity Check Uv: 0.59 OK Unity Check: Wall AnchorageDrag At Future Frame n ;z 3%4, A325. ' Tb 19400' Ibs Tc: 131.92 kips 38.08 kips U: 0.29 OK Rw: 6.31 Lw:,: 12.00 in 75.72 kips U: 0,50 OK Wall AnchorageDrag At Future Frame n ;z f.S. DYER ASSUC CAI L6 IJNC. i i t JOB NAME: Gateway Corp oration Center JOB NO: SHEET NO:' ENGINEER: DATE: 3 -05 ANALYSIS: Moment Frame Foundation j 1 Moment Frame Foundation Design Moment Frame on Line A Right Column 27.'1 0' 0 24.4 18.35 Governs -24.4 uplift 310.4 Pad Footing A: 18.346 Sq ft Use: 4'- 6 "X4'- 6 "X2' -0" Footing .9DL: 24.76 K No Uplift Shear Transfer To Slab on Grade: #4 @ 24" o Vall.: 99 > 54 O.K. Grade Beam Design: i 1 Try 2:0X3 b: 24 Inch d: 32 Inch F: 2.048 i Ku: 212.2 ` Rho: 0.005 As: 3.456 Asmin: 2.56 1 ) 3 /4Amin 1.92 i Use 2' -0" X T -0" Grade Beam with 449 TBB, #3 Ties at 12 o.c. Use #4 Dwls at 24" o.c. at grade beam to slab i 5/18/2005 14.32X14.605 Moment Frame Foundation /Line A 1 Left Column V 27.1 DL +LL 0.. . DL 0. EQ 24.4 . DL +LL +EQ /1.3 18.35 Governs 0.9DL -EQ -24.4 uplift Moment .310.4 Right Column 27.'1 0' 0 24.4 18.35 Governs -24.4 uplift 310.4 Pad Footing A: 18.346 Sq ft Use: 4'- 6 "X4'- 6 "X2' -0" Footing .9DL: 24.76 K No Uplift Shear Transfer To Slab on Grade: #4 @ 24" o Vall.: 99 > 54 O.K. Grade Beam Design: i 1 Try 2:0X3 b: 24 Inch d: 32 Inch F: 2.048 i Ku: 212.2 ` Rho: 0.005 As: 3.456 Asmin: 2.56 1 ) 3 /4Amin 1.92 i Use 2' -0" X T -0" Grade Beam with 449 TBB, #3 Ties at 12 o.c. Use #4 Dwls at 24" o.c. at grade beam to slab i 5/18/2005 14.32X14.605 Moment Frame Foundation /Line A 1 t Z i S _: LU Y VO i .. CO O . W _J CO) 0 i LL Q; �_ Z F- O- .. W W. 5 i N ; O W LL O' liJ Z CO) H O~ Z 's i �i I �Ce�ile October 17, 2005 City of Tukwila 6200 Southcenter Blvd. Suite 100 Tukwila, Washington 98188 Attn: Permit Intake Department Re: Cancellation of Permit Dear Permit Intake Department, Per our client, AMB Property, please cancel the following building permits: Dil)& 26BR:,: -12761 Gateway Drive David Kehle DK/mt cc: Ms. Cindy Duncan 8704/cancellet10 -17 -05 12720 GATEWAY DRIVE, SUITE 116 SEATTLE, WA 98168 Gmr o� r ui�. OCT 1 7 2005 PERMIT CENTER (206) 433 -8997 FAX (206) 246 -8369 email: davek®dkehlearch.com R dleton September 8, 2005 File No. 262005.005/01102 Mr. Bob Benedicto, Building Official City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Gateway Corporate Center, Building 6 (D05 -266) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 1997 Uniform Building Code (UBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded successfully to our comments. Structural special inspections by qualified special inspectors should be provided. The following is a summary: 1. Installation of concrete adhesive anchors: Continuous. 2. Fabrication and erection of structural steel: Periodic. 3. Structural welding of structural steel for single -pass fillet welds <5/16 -inch and floor /roof deck welds: Periodic. 4. Structural welding of structural steel, other than single -pass fillet welds :55/16- inch and floor /roof deck welds: Continuous. Enclosed are two complete sets of the revised structural drawings. Also enclosed are the structural calculations, and correspondence from the structural engineer for your records. If you have any questions or need additional clarification, please contact us. Sincerely, Rei iddleton, In n RFECEIVED SEP 0 9 2005 COMMUNITY pe1IELQPMENT Engineers Planners Surveyors P ' tp Brazil, P.E., S.E. Washington S for Engineer Oregon Alaska Enclosures cc: David Kehle, Architect (by surface mail) Jeffrey Dyer, J.S. Dyer and Associates (by surface mail) jnv\ doc\26 \planrevw \tukwila \05 \t011 r2.doc \prb Reid Middleton, Inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 Z �'; E Zi U O; N O; W W; { CO) rL:. UJ I �S CY _. Z W p N O t_- 'W W U w Z f City of Tukwila Building Department f. Re: Plan Check Response Gateway Corporate Center v' Building 6 12761 -12789 Gateway Drive South Tukwila, Washington 98168 J.j r File: Plan Check No. D05 -266 r Reid Middleton, Inc File No. 262005.005/01101 Philip Brazilo, P.E., S.E. 1 Dear Mr. Brazilo, i We have reviewed your comments dated 17 August 2005 and offer the following responses. The Item Numbers below correspond to those used in the correction letter. Your plan review letter contained questions regarding steel moment frames. The steel moment frames are meant to be a part of the submittal package. The references to the frames being future have been removed from the drawings. Please review the moment frame drawings and calculations provided. i Item. Response 1 The request for structural special inspections was added to the structural notes. We ' have added a line to the special inspection list requiring special inspection of the steel ± fabrication, if the fabricator is not certified. Please see sheet S 1. f 2 The request to change from ICBO -ES to ICC -ES has been done. Please see revised sheet S1. ?� - vecutim Park i Suite 200 brine, C4 >Z6.Ai Tel (949) 296 - 88.58 j PA.V (94))196.0?Gh' i ' ivei)it? solver, coin Tukwila Building Departmt- 30 August 2005 Page 2 of 2 Item Response 3 The reference to the Epoxy ICBO report has been redirected to the current ICC-ES report ESR- 1772. Please see changes on sheet SL .6 The Legend on sheet S2 was not correct. The "line" perpendicular to the wall was intended to be a rod. The Legend has been corrected. Please see changes on sheet S2. - 7 Please see sheet S2 under additional roof nailing diagram; Note I has been revised to read 8d common nails. J.S. DIE CO3 LL, ReidrOiddlet on 1 August 17, 2005 File No. 262005.005/01101 �ZZ -40� kec AUG 18 1005 D �� MINT Engineers Mr. Bob Benedicto, Building Official Planners City of Tukwila Surveyors 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal Gateway Corporate Center, Building Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 1997 Uniform Building Code (UBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant should address the comments below. Details and calculations for future steel moment frames were included with the design information provided to us. We have not reviewed this information. Since the frames are identified as future construction, we assume review will be more appropriately done at a later date. Please verify. General 1. Responses to the review comments below should be made in an itemized letter form. We recommend the permit applicant have the structural engineer respond and resubmit two sets of the revised structural drawings and one copy of the supplemental structural calculations. All information should be submitted directly to Reid Middleton, Inc. Geotechnical Washington 1. No comments Oregon Alaska Architectural 1. No comments. Reid Middleton, Inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425141 -3800 Fax: 425 741 -3900 ;'S ti'y Srti Mr. Bob Benedicto, Building Official City of Tukwila August 17, 2005 File No. 262005.005/01101 Page 2 Structural General 1. n Structural special inspections by qualified special inspectors should be provided. See UBC Section 1701.5. The following is a summary: a. Installation of concrete adhesive anchors: Continuous. b. Fabrication and erection of structural steel: Periodic. c. Structural welding of structural steel for single -pass fillet welds _< 5/16 -inch: Periodic. d. Structural welding of structural steel, other than single -pass fillet welds < 5/16 -inch: Continuous. References to ICBO in the structural notes, Sheet S1, should be reconsidered. ICBO has never been directly associated with the evaluation of alternate materials. ICBO -ES performed this role for ICBO. However, neither organization is now in existence except as shell corporations. ICBO has merged with BOCAI and SBCCI to form ICC. ICBO -ES has merged with the evaluation agencies of BOCAI and SBCCI to form ICC -ES. We recommend substituting ICC -ES for ICBO. See www.icc- es.ora for further information. Reference to the evaluation report in the section of the structural notes on epoxy anchors, Sheet S1, should be revised as noted below. See www.icc- es.org for further information. a. Simpson SET. ER -5279 has been replaced by ICC -ES ESR -1772. 1 Foundation 4. No comments Vertical 5. No comments. Lateral 6. At the roof framing plan, Sheet S2, wood members approximately 16 feet long are proposed perpendicular to the north and south exterior walls (e.g., Grids A, A', etc.). Detail 12/S3 is typically referenced at these members. The detail, i 1 1r, i M 11 ININ low 1011M INS Mr. Bob Benedicto, Building Official City of Tukwila August 17, 2005 File No. 262005.005/01101 Page 3 I " i I Z i W J UO! W; # W LL ' WO LL Q. U) ul . O Z 1 W W" U �` i. ; �: ( o � i W'I. LL � ;W Z W '( however, specifies the installation of 3/4 -inch steel tie rods. We are unable to determine the purpose for specifying proposed wood members on the framing plan. Please comment. 7. Installation of nails is specified at several locations in the drawings. The type of nail is typically not specified. Please specify the types of nails on the drawings (i.e., common, sinker, or box) to enable review of structural capacity. Note that common nails are assumed on page 21 and 22 of the calculations. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the Uniform Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, N dleton, Inc. azil, P.E., S.E. gineer cc: David Kehle, Architect (by surface mail) Jeffrey Dyer, J.S. Dyer and Associates (by surface mail) mmt \doc\26 \planrevw \tukwila \05 \tOl lrl .doc \prb Reid iddleton t NIILA O •• •; :.s. -J! C Tukwila of Steven M. Mullet, Mayor s ? Department of Community Development Steve Lancaster, Director 1908 August 4, 2005 ui z gAdocumentAstructural consultant\ 05 -266, 267, 268.doc bh Page I of I 6300 Southcenter Boulevard, Suite #100 @ Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431 -3665 PLAN CO SLIP ACTIVITY NUMBER D05 -266 DATE: 7 -20 -05 PR03ECT NAME AMB PROPERTIES - BUILDING 6 SITE ADDRESS 12761 GATEWAY DR S X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS t. 51 x(� ' Bu!IW Di ision Fire Prevention Public Wo�� 7 _ ` ©S Structural LA alt wt( DETERMINATION OF COMPLETENESS (Tues., Thurs.) Complete Yr Incomplete ❑ Comments: Planning Division i! Permit Coordinator is DUE DATE: 7-21-05 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TOES /THURS 7,1TING: Please Route Structural Review Required REVIEWER'S INITIALS: DATE: No further Review Required ❑ APPROVALS OR CORRECTIONS DUE DATE: B-18-05 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DATE: Documents /routlng sllp.doc j 2.28.02 W' �D 3U UO C0 W N� J = H (n LL. w O LL Q CO) =d �w z� Z O w w �o o- { o ff. w H U U- �. z U C0 O Z 4 i Look Up a Contractor, Electri6an or Plumber License Detail L Washington State Department of Labor and Industries 1 General /Specialty Contractor A business registered as a construction contractor with L &I to perform y construction work within the scope of its specialty. A General or Specialty I construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. I License Information License WRIGHRI174QZ Licensee Name WRIGHT ROOFING INC Licensee Type CONSTRUCTION CONTRACTOR UBI 600124445 Ind. Ins. Account Id Business Type CORPORATION Address 1 6035 S ADAMS Address 2 City TACOMA County PIERCE State WA Zip 98409 Phone 2534723321 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 11/9/1983 Expiration Date 11/5/2005 Suspend Date Separation Date Parent Company Previous License WRIGHR*265LS Next License Associated License Business Owner Information Name Role Effective Date Expiration Date WRIGHT, DAVE C 01/01/1980 WRIGHT, BUNNIE L 01/01/1980 WRIGHT, JENNIFER A 01/01/1980 MARCELLE, RICK A 01/01/1980 01/01/1980 Bond Information Bond Company Bond Account Effective Expiration Cancel Impaired Bond Received Bond Name Number Date Date Date Date Amount Date https: // fortress .wa.gov /lni/bbip /printer.aspx ?License= WRIGHRI174QZ Page 1 of 3 09/26/2005 BUILDING CODE DATA SHEET INDEX BUILDING ADDRESS v I h T11PE APPLICABLE CODE TIRE PROTECTION N/A BUILDING SEE BELOW PLUMBING N/A MECHANICAL N/A ELECTRICAL N/A WJO APPED N/A Ti COMER SHEET �. /ADDRESS 12761 -11789 GATEWAY DRIVE SOUTH St GENERAL NOTES TUKWILA, WASHINGTON 98168 rb2 ROOF FRAMING PLAN N � (0 $3 DETAILS O 54 DETAILS aD BUILDING OWNER v N , CC NAME ' AMB PROPERTIES y ADDRESS BAY ONE, PIER ONE �W CAAA FRANCISCO CA 94111 cr) • PROPERTY MANAGER NAME AMB PROPERTY CORPORATION ADDRESS WASHINGTON 98168 110 DESCRIPTION OF SCOPE OF 'WORK OONTAC' KIM ALLEN 206 NONE ( ) 957 -8862 THE SCOPE OF WORK PROVIDED IN THESE DOCUMENTS SHALL BE CONSIDERED AS A LEGEND PARTIAL SEISMIC REHABILITATION AND IS NOT INTENDED TO ADDRESS ALL ASPECTS OF STRUCTURAL VULNERABILITY. VOLUNTARY SEISMIC RETROFIT OF WALL ANCHORAGE, CONTINUITY TIES, DRAGS, �.�..,.� �..._. = INDICATES (E) BEAM SPLICE. FRAMES AND ROOF DIAPHRAGMS TO THE 1997 UNIFORM BUILDING CODE. ALL • EXISTING DRAG CONNECTIONS oo NOT COMPLY WITH THE *OM EGA - ovERSTRENGTH B U ILDING D FAC OF THE 1997 UB AND D THE 1997 UBC RELIABILITY /REDUNDANCY (Rho) (ACTOR IS NOT CONSIDERED. INDICATES (N) HOLD DOWN. NAME DEPARTMENT OF COMMUNITY DEVELOPMENT ADDRESS 6300 SHOUTHCENTER BLUE., SUITE 100 FUTURE PHASE: ROOF NAILING TUKWILA. WASHINGTON 98168 INDICATES (E) HOLD DOWN. PHONE (206) 431 - 3670 v INDICATES (N) CONTINUITY TIE. AT x� OCCUPANCY GROUP INDICATES (E) CONTINUITY TIE. oa - ---- UNCHANGED (GROUP S2) �� . �::.+..'.�.:?� INDICATES (E) WALL STRUCTURAL ENGINEER NAME J.S. DYER AND ASSOCIATES, INC. ADDRESS 24 EXECUTIVE PARK, SUITE 200 IRVINE. CA. 92614 I CONTACT JEFF DREW TYPE OF CONSTRUCTION PHONE (949) 296 -MM TYPE III BUILDING USE UNCHANGED (WAREHOUSE) ALLOWABLE FLOOR AREA CALCULATIONS UNCHANGED ,-� Ihr"it Na TQ 1� 214& FM ApOroi�l of ao -�:�� aaNme� � °"11r1°'1�, . • does not a<NBt * ft Nolrtjon of pry �.';� node or a a�P = apl► and oa,dibons is - CRY of TWWAW BULCIM ON .� RE,yjE1lU ®FOR r l ~ Fw ON we* +• S IO�Msl W 1N re*** a MV pIW .rd nor vidir edO oe+.I o m W* w bm �a. V ON "a mobs" Nor / owd dmft�oe we i 6"6* y s�rj•wd ft Illm of dig uailli.. t■ufts oar Ws"Pm 9 � SM OMWNRN ftW%ft= KbWW 39-30 0 WNMWM lase ii& Owe 61101er 51 -11 WAQ �+ r: iwjm v~ iwqp0M IW wwiw wn via r q0w" wip.wtir rf qpvwA WE _ ow" 4596 w wow ft as wt+www w bwpvmdm of t. /rwwlr iAft fli • g.• dm on wAw w, Apamm we lmmh� d Meal d t. "Wab" aw • ampm adp 209he r ` of GATEWAY DRIVE SOUTH T �"�.t,• � r�► OIC W SEP 2006 `- W Ft"�1YE0 �= W O SITE PLAN v !t,4 111COrAl t 4L L W A 4 t •O�OMA L� ammus anus i r J LLJ m Z 1 } W cc V � H W Lu 1-- �� v ME CC -4c 0 ; co ui IIeVIMON� ISSUED FOR BLDG DEPT REVIEW 5 -23 -05 BUILDING DEPARTMENT CORRECTIONS 8 - - wk� ,MAD DAM 3 -29 -04 SOULS AS NOTED J= IM 2005.033.06 Tl `v mum 1. , �( N � (0 O aD W v N , CC y �W cr- cr) 0` X I� Z N J e� C LO �o 4 � c N cfj W J d" w N J LLJ m Z 1 } W cc V � H W Lu 1-- �� v ME CC -4c 0 ; co ui IIeVIMON� ISSUED FOR BLDG DEPT REVIEW 5 -23 -05 BUILDING DEPARTMENT CORRECTIONS 8 - - wk� ,MAD DAM 3 -29 -04 SOULS AS NOTED J= IM 2005.033.06 Tl `v mum 1. , HARDWARE INSTALLATION SPECIAL INSPECTION STRUCTURAL 'LUMBER (CONT) GENERAL REQUIREMENTS PROGRAM AND 2 1/40/4 1. THE CONTRACTOR SHALL ASSUME SOLE AND COM PLETE RESPONSIBILITY 2 1/2x2 1/20/4 2 3/40/4 6. STRUCTLPAL PLYWOOD SHALL CON FORM TO U.S. PRODUCTS S TANDARD 3/4' 3x3x5/16 1. BOLTS SHALL BE AS TM A307, OWE A STRUCTURAL TEST Ps 1 - 95. STRUCTURAL USE PANELS SHALL CONFORM TO Ps 2 - PRP -108). APA GRADE STAMP SHALL BE PROVIDED ON ALL 3x3x5/16 FOR JOB SITE CONDITIONS DURING THE COURSE of CONSTRUCTION, INCLUDING THE SAFETY OF ALL PERSONS AND PROPERTY, AND THIS 3 1/20/161 1 r A ATHING. SHEATHING 4x7/16 REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO 2 . RODS Z SHALL BE EX1 1 EXTERIOR GLUE). - WITH FACE NORMAL WORKING HOURS. SHIM BE ASTM A449 OR A36• 1. THIS SECTION APPLIES TO THE STRUCTURAL PORTIONS OF THE PROJECT INSTALL GRAIN ACROSS SUPPORTS EXCEPT WHERE NOTED 3. NUTS AND COUPLERS SHALL BE ASTM A563, MADE A REQUIRING SPECIAL INSPECTION. THE SPECIAL INSPECTOR'S DUTIES ARE AS DESCRIBED IN UBC 1701.3 AND UBC 1701.5. COPIES OF TEST ON PUNS OR DETAILS. PROVIDE GAPS AT ALL EDGES AS RECOMMENDEU BY APA. GAPS PROPERLY SPACED INITIALLY, BUT 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MEANS AND RESULTS AND FINAL REPORTS SW1l.l 8E FURNISHED TO THE ENGINEER CLOSED DURING CONSTRUCTION NEED NOT BE SAWCUT. ROOF AND METHODS OF CONSTRUCTION AND SHALL TAKE ALL MEASURES NECESSARY 4. ROD ( R ALL'HREAD ROD MAY NOT BE SUBSTITIl1Ep FOR BOLTS. IN ADDITION TO OTHER NORMAL DISTRIBUTIONS WITHIN ONE WEEK OF FLOOR SHEATHING AND SHEAR WALL PANELS SHALL BE IN PLACE AND 00 TO PROTECT THE STRUCTURE DURING CONSTRUCTION, INCLUDING, BUT THE TEST OR INSPECTION. INSPECTED BY THE BUILDING OFFICIAL PRIOR TO COVERING. P NOT LIMITED TO, SHORING, BRACING, AND TEMPORARY EXCAVATIONS, AND 5. HOLLS iron rT BOLTS IN TM19ER ELEMENTS 94ALL GENERALLY BE BORED 1/32 TO 000 DO SWILL BE IN ACCORDANCE WITH ALL STATE AND FEDERAL SAFETY 1/16 .NCH (MAXIMUM) LARGER IN DIAMETER THAN THE NOM aOLT DIAMETER. WITH 2. ALL TEST AND INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT 6• FRAMING HARDWARE SHALL BE `SIMPSON STRONG -TIE' OR APPROVED �jl REQUIREMENTS. AWRCVAL FROM THE DESIGN ENGINEER, HOLES FOR CT BOLTS 'N EXISTING TIMBER TESTING AND INSPECTION AGENCY EMPLOYED BY THE OWNER OR THE ENGINEER OR THE ARCHITECT AND NOT THE CONTRACTOR PER UBC EQUAL LATEST EDITION UNLESS OTHERWISE NOTED. FILL ALL ROUND AND TRIANGLE NAIL HOLES WITH NAILS 1fPICAL. CONNECTORS USED 3. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, AND SITE ELEMENTS NOT SUBJECT TO FURTHER SHRINKAGE MAY BE BORFO 0 TO 1/16 INCH (MAXIMUM) LARGER IN DIAMETER THAN THE NOMINAL BOLT D"FTER. HOLES FOR CT SECTION 106.3.5. JOB SITE VISITS BY THE STRUCTURAL ENGINEER DO OTHER THAN 'SIMPS STRONG -TIE` PRODUCT'S SHALL BE AT ME RISK OF THE CONTRACTOR. j.S. DYER & ASSOCIATES, DOES NOT CONDMONS BEFORE STARTING WORK AND SHALL NOTPY THE ARCHITECT AND ENGINEER IMMEDIATELY OF ANY DISCREPANCIES. 'BOLTS OVERSIZED MORE THAN 1/8 INCH LARGER IN DIAMETER THAN THE NOMINAL BOLT NOT CONSTITUTE A SPECIAL INSPECTION. ACCEPT ANY RESPONSIBILITY NOR GUARANTEE THAT OTHER CONNECTORS LiJ DIAMETER SHALL BE CONSIDERED TO BE UNACCEPTABLE. ARE EQUIVALENT IN ALL RESPECTS INCLUDING LOAD CAPACITY, QUALITY 4. ALL OMISSIONS AND CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE TEST AND /OR PERFORMANCE TO "SIMPSON STRONG -TIE' PRODUCTS. THE WORKING DRAWINGS AND /OR SPECIFICATIONS SHALL BE BROUGHT 6. HOLES FOR CT BOLTS SHALL BE BORED SMOOTH USING SHARP DRILL BITS, A AND INSPECTION FIRM MATH A SCHEDULE TO FACILITATE THE PROPER TO THE ATTENTION OF THE ARCHITECT AND ENGINEER BEFORE PROPER DRILL SPEED„ AND AN APPROPRIATE RATE OF FEED. DRILLING THAT COORDINATION OF WORK. t. WOOF SCREWS SHALL BE IN CONFORMANCE WITH ANSI 818.6.1. PROCEEDING WITH WORK SO INVOLVED. PRODUCES A ROUGH BORE SURFACE IS UNACCEPTABLE. BOLT HOLES SHALL BE ? 0 INSERT THE CT BOLT 'O SUCH THAT ONLY LIGHT TAPPING IS REQUIRED � 4. IN ADDITION TO THE REQUIRED INSPECTIONS, THE FOLLOWING CHECKED S. KILTS MID LAG SCREWS SHALL CONFORM TO Av5I 818.2.1. ALL BOLTS 6• RESOLVE ANY CONFLICTS ON THE DRAWINGS WITH THE ARCHITECT AND THROL EI THE HOLE. CT BOLTS THAT REQUIRE EXCESSIVE DRIVING IN ORDER TO BE ITEMS WILL REQUIRE SPECIAL INSPECTION IN ACCORDANCE WITH SECTION THRU WOOD SHALL HAVE STANDARD CUT WASHERS EXCEPT WHERE ENGINEER BEFORE PROCEEDING WITH CONSTRUCTION. STAL NSTALIEI' MAY CAUSE UNACCEPTABLE SPLITTING OF THE TIMBER ELEMENT. 1701.5 OF THE UNIFORM BUILDING CODE. FETAL SIDE PLATES ARE SPECIFIED, BOLT HOLES SHALL BE BORED 1/32 TO 1/113 LARGER THAN THE BOLT DIAMETER, UNLESS OTHERWISE S. THE CONTRACTOR SHALL DE'T'ERMINE THE LOCATION OF UTILITY 7. HOLES FOR CT BOLTS IN TIMBER ELEMENTS SHALL BE BORED USING ZONE FOUR ITEM REQ'D. IF NOTED. ALL 8G: TS SHALL BE RETIGHTENED PRIOR TO APPLICATION OF SERVICES IN THE AREA TO BE EXCAVATED PRIOR TO BEGINNING DRILL TUBE'S INSERTED INTO THE BOLT HOLES OF THE CT. THIS ALLOWS THE CT TO CHECKED REMARKS P T C. EXCAVATION. , BE USED AS A DRILL JIG SO THAT THE HOLES BORED IN A TIMBER ELEMENT FOR THE CT BOLTS CAN BE DRILLED STRAIGHT, TRUE, AND ACCURATELY, WfTH A MINIMUM OF GRADING AND SOILS COMPLIANCE TO BE PROVIDED 9. PROVIDE 2x SOLID BLOCKING AT ALL JOINT AND RAFTERS BEARING 7. NO PIPES DUCTS SLEEVES CHASES ETC. SHALL BE PLACED IN OVERSIZING, IF ANY, FOR PAIRED CT INSTALLATIONS. PRIOR TO FOUNDATION INSPECTION SEE FOUNDATION THIS SHEET. BY THE GEOTECHNICAL ENGINEER 1 LOCATIONS, MORE THAN EIGHT INCHES IN DEPTH AT NOT MORE THAN 8' -0' ON CENTER UNLESS HUNG IN AN I C- S APPROVED METAL HANGER. SLABS, BEAMS, OR WALLS UNLESS SPECiFICAaY SHOWN OR NOTED. NOR SHALL ANY STRUCTURAL MEMBER BE CJT FOR PIPES, DUCTS, OR 8. A ZONE F'JUR DRILL TUBE ONLY ALLOWS FOR A BORED HOLE EQUAL TO THAT OF DURING THE TAKING OF TEST 10. DO NOT NOTCH JOISTS, RAFTERS OR BEAMS EXCEPT WHERE SHOWN ON OTHER ITEMS UNLESS OTHERWISE NOTED. CONTRACTOR SHALL OBTAIN PRIOR APPROVAL FOR ;NSTALLATION OF AMti ADDITIONAL PIPES, DUCTS, ' THE NOMINAL BOLT DIAMETER. FOR CT BOLT HOLES BORED 1/ 32 TO 1/16 INCH SPECIMENS AND PLACING OF ALL REINFORCED CONCRETE, WITH THE THE DETAILS. HOLES THROUGH SILLS, PLATES, STUDS AND DOUBLE PLATES IN WALLS SHALL NOT EXCEED 1/3 OF THE PLATE WIDTH. USE OR OTHER ITEMS. REFEP TO ARCHII ECTURAL AND MECHANICAL (MAXIMNA) LARGER IN DIAMETER THAN THE NOMINAL BOLT DIAMETER, AN INITIAL HOLE SHALL BE BORED USING THE ZONE FOUR DRILL TUBE, AND SHALL BE FOLLOWED BY A EXCEPTION OF FOUNDATION BORED HOLES LOCATED IN CENTER OF MEMBER OR USE METAL STRAP DRAWINGS FOR LOCATIONS. I SECOND HOLE BORED WITH A DRILL BIT SIZED TO PROVIDE A HOLE 1/32 TO 1/16 CONCRETE WHEN THE STRUCTURAL DESIGN STRENGTH IS NO GREATER ON NEAR SIDE. NO HOLES PERMITTED IN STUDS, SILL PLATES OR TOP PLATE5 OF SHEAR PANE WITHOUT xPR SSED APPROVAL_ 8. ALL MATERIAL AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS INCH (MAXIMUM) LARGER IN DIAMETER THAN THE NOMINAL BOLT DIAMETER WITH THE THAN F'C - 2500 PSI. OF THE LATEST EDITION OF THE UNIFORM BUILDING CODE (U.B.C.) AND DRILL TUBE REMOVED. 11. USE MALLEABLE IRON WASHERS UNDER EXPOSED EXTERIOR BOLT HEADS SHALL COMPLY WITH AND BE INSTALLED IN ACCORDANCE WITH ALL THE DURING PLACING OF AND STRESSING AND NUTS. MALLEABLE WASHERS TO HAVE A DIAMETER 4 TIMES BOLT REQUIREMENTS OF ALL LEGALLY CONSTITU"rD PUBLIC AUTHORITIES 9. CT'S TO BE USED AS DRILL JIGS SHALL BE NAILED TO THE TIMBER ELEMENT WITH 2 OF PT TENDONS DIAMETER AND THICKNESS 1/2 BOLT DIAMETER. HAVING JURISDICTION, INCLJDING ALL COUNTY AND LOCAL ORDINANCES, - 20D COMMON NAILS BEFORE DRILLING. NAIL HOLES ARE PROVIDED AT EACH END OF ALL STRUCTURAL FIELD WELDING, 12. DOUBLE TOP PLATES AT ALL EXTERIOR WALLS AND ALL BEARING AND THE SAFETY ORDERS OF THE STATE INDUSTRIAL ACCIDENT COMMIS�'JN, *` ��' THE CT. INCLUDING WELDING OF STRUCTURAL PERIODIC ALL OTHER16 PARTITIONS (NOT OTHERWISE DETAILED) SHALL LAP 4' - MINIMUM 10. CT'S SWILL BE LOCATED TO PROVIDE A MINIMUM BOLT END DISTANCE OF 8 CT STEEL, REINFORCING STEEL, AND D CKING. WELDING CONTINUOUS AT SPLICES AND SHALL HAVE 6 -16d NAILS MINIMUM THROUGH EACH SIDE OF SPLICE IN PLATES. 9. WHERE A SECTION OR TYPICAL DETAIL IS SHOWN FOR ONE CONr_ ; nON IT BOLT DIAMETERS BETWEEN THE END OF THE TIMBER ELEMENT AND THE FIRST CT BOLT. INSTALLATION AND TIGHTENING 13. ALL WALLS NOT SOLIDLY SHEATHED OR CONTAINING SHEAR PANELS SHALL APPLY FOR ALL LIKE OR SIMILAR CONDITIONS UNLESS OTH E RWI SE NOTED. M 11. CT'S SHALL BE LOCATED TO PROVIDE A MINIMUM BOLT EDGE DISTANCE OF 4 CT OPERATIONS FOR ALL HIGH- STRENGTH BOLTING (A325F) PERIODIC SHALL HAVE A 1x6 DIAGONAL. LET -IN OR APPROVED STEEL X BRUCE AT THE ENDS AND AT NOT MORE THAN 25' ON CENTER. BRACE SHALL 10. NO CHANGES ARE TO BE MADE TO THESE PLANS WITHOUT THE KNOWLEDGE BOLT DIAMETERS BETWEEN THE EDGE OF THE TIMBER ELEMENT AND MAY OF THE CT AND (A490F). INSTALLATION EXTEND FROM BOTTOM OF LOWEST PLATE TO TOP OF UPPER PLATE. AND WRITTEN CONSENT OF J.S. DYER & ASSOCIATES INC. STRUCTURAL 1BOLTS. AND TIGHTENING OPERATIONS FOR ENGINEERS. H.GH- STRENGTH ANCHOR BOLTS. ,' 14 DW E BY 12. FOR CT INSTALLATIONS WHERE THE CT ROD IS NOT USED AS A COMPRESSION ELEMENT, AND Al MPANY' OR ENGINEER APPROVED EQUAL. ALL "CT" MID 'T2 ALL BE ZONE 4 HARDWARE 11. ANY REFERENCE TO THE WORDS APPROVED. OR APPROVAL IN THESE COMPRESSION CAPACITY BETWEEN THE TIMBER ELEMENTS IS REQUIRED, THE INSTALLATION OF STRUCTURAL SHIMMING BETWEEN THE TIMBER FRAMING AND /OR EXPANSION ANCHORS. + DOCUMENTS SHALL BE HERE DEFINED TO MEAN GFVFRAL ACCEPTANCE OR REVIEW AND NOT RELIEVE ELEMENTS IS REQUIRED, MID SHALL BE SPECIFIED BY THE DESIGN ENGINEER. FOR CT DURING THE PLACEMENT OF Alp 1 F ANY FIELD CLUEING SHALL CONFORM TO APA SHALL THE CONTRACTOR MID /OR HIS SUB- CONTRACTORS OF ANY LIABILITY IN FURNISHING THE REQUIRED INSTALLATIONS WHERE THE CT ROD IS USED AS A COMPRESSION ELEMENT, THE TAKING OF TEST SPECIMENS FOR PERFORMANCE SPECIFICATION AFG -01. MATERIALS OR LABOR SPECIFIED. INSTALLATION OF EITHER STRUCTURAL OR NON - STRUCTURAL SHIMMING BETWEEN THE ALL MASONRY UNLESS SPECIFICALLY 16. WHERE (E) HOLES IN ROOF FRAMING MEMBERS ARE LESS THAN 2 1/2 FROM TIMBER FRAMING ELEMENTS IS NOT REQUIRED, BUT HIGHLY RECOMMENDED. INDICATED AS NOT REQUIRING SPECIAL INSPECTION. (N) BOLT HOLES FOR (N) HARDWARE, T HE (E) HOLE SHALL BE FILLED W/ EPDXY. 12. CONNECTIONS OF ALA. ITEMS SUPPORTED BY THE STRUCTURE ARE THE RESPONSIBILITY OF THE DISCIPLINES WHO ARE MAKING THESE ATTACHMENTS. 13. WHERE PROVIDED, NON- STRUCTURAL SHIMMING SHALL AS A MINIMUM MATCH THE DURING PLACING OF REINFORCING ` THESE ATTACHMENTS SHALL BE DESIGNED TO RESIST ALL GRAVITY, WAND, WIDTH OF THE MEMBER TO BE SHIMMED. SHIMMING SHALL MATCH THE DEPTH OF THE STEEL. SEISMIC, THERMAL LOADS, ETC. IN ACCORDANCE WITH THE PROJECT DESIGN MEMBER TO BE SHIMMED, WHERE POSSIBLE. SHIMMING SHALL CONSIST OF EITHER ONE ANCHOR BOLTS IN CONCRETE CRITERIA, SPRINKLER PIPING SHALL BE SUPPORTED AND BRACED PER NFPA -13. OR MORE FLIT SHIMS, TWO ONLY ONE WEDGE SHIM, I REQUIRED, AT ANY ONE �y,Np Y, SUSPENDED CEILING SYSTEMS OF ACOUS%k TILE OR LAY -IN PANELS SHALL LOCATION. WEDGE SHIM THICKNESS SHALL BE A MAXIMUM OF 3/16 INCHES. ALL SHIMS SHALL BE DRIVEN TIGHT. SECURE SHIMMING TO ONLY ONE OF THE TIMBER EPDXY A NCH ORS BE SUPPORTED AND BRACED PER UBC STANDARD 25 -2 (ABTA C635 AND X636) ICAT10�1 ERECTION OF AND ELEMENTS (TYPICALLY THE CONTINUOUS MEMBER) WITH NAILS. ALL EXCESS SHIMMING G181YOT CTURAL STEEL IF FABRICATOR PERIODIC 1 3. CONCRETE SLAB -ON -GRADE HAS NOT BEEN DESIGNED FOR CONSTRUCTION LOADS OR SPECIFIC OCCUPANT SERVICE BY THE SHALL BE REMOVED. REGISTERED AND APPROVED LOADS STRUCTURAL THE BUILDING DEPARTMENT 1 • SET -HS EPDXY BY �51MPSON STRONG -TAE' (ACC -ES ESR -1772) EPDXY FOR EPDXY ANCHORS SHALL BE: , ENGINEER. 14. SHIMMING, WHERE PROVIDED, SHALL BE INSTALLED BEFORE TIGHTENING CT ROD 14. VIBRATIONAL EFFECTS OF MECHANKAL EQUIPMENT HAVE NOT BEEN NUTS. 5. APPROVED FABRICATORS: (MUST SUBMIT CERTIFICATE OF COMPLIANCE) 2. ANCHORS USED FOR EPDXY ANCHORS SHALL BE ASTM A - 30' THREADED CONSIDERED BY THE STRUCTURAL ENGINEER. a ' 15. CT RODS SHALL BE INSTALLED STRAIGHT. BENDING IS NOT ALLOWED. FOR ALL OFFSITE FABRICATION SUCH AS STRUCTURAL STEEL. GLU - LAMS, PRECAST CONCRETE, ETC. R00 UNO. SIZE AND EMBEDMENT SHALL. BE AS INDICATED ON PLANS. 15. SEE ARCHITECT'S SPECIFICATIONS AND ADDITIONAL REQUIREMENTS. 16. ALL CT R00 NUTS SHALL BE INSTALLED WITH LOCKWASHERS. 6. ALL STRUCTURAL CONCRETE SHALL BE TESTED IN ACCORDANCE WITH 3. ANCHORS INSTALLED IN WITH T4E SWILL BMICE MI MANUFACTURERS RECOMMENDATIONS D THE CURRENT ICC - ES REPORT. 16. TH SI ISITS ' TO OBSERVAT10N V ISrTS TO T4 SITE TE BY THE STRUCTURAL ENGINEER SHALL UBC SECTION 1905.6. RESULTS OF TESTS SHALL BE SUBMITTED BY THE -- � - . � 1 NOT INCLUDE SAFETY METHODS, BRACING OR SUPPORT 17. CT ROD NUTS SHALL BE TIGHTENED IN A SEQUENCE, WITH THE REAR CT NUTS TESTING AGENCY TO THE ENGINEER FOR REVIEW. WHERE STRENGTH r 4. SPECIAL INSPECTION SHALL BE PROVIDED IN ACCORDANCE WITH UBC -97 AND SHALL NOT BE CONSTRUED AS INSPECTION NOR APPROVAL OF •- INITIALLY TIGHTENED FIRST, FOLLOWED BY THE FRONT CT NUTS. AND THEN FOLLOWED TEST RESULTS INDICATE A STRENGTH LOWER THAN THE SPECIFIED SECTION 1701 AND IN ACCORDANCE WITH THE SPECIFIC SPECIAL CONSTRUCTION. BY A FINAL TIGHTENING OF THE REAR CT NUTS. ALL CT NUTS SHALL BE INSTALLED TO COMPRESSIVE STRENGTH, FURTHER INVESTIGATION SHALL BE MADE PER INSPECTION REQUIREMENT'S SET FORTH IN THE CORRESPONDING ACC -ES A TORQUE OF APPROXIMATELY 50 FT -LBS +/- 10 FT -LBS. UBC SECTION 1905.6.4 AT THE EXPENSE OF THE CONTRACTOR. REPORT. 17. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS GIVEN AS BEST AS POSSIBLE, BUT WITHOUT GUARANTEE 18 THE CT ROD OFFSET DISTANCE IS THE DISTANCE BETWEEN THE FACE OF THE 7• ALL STRUCTURAL MASONRY SHALL BE TESTED IN ACCORDANCE WITH 5. SWILL ED OF AND U I G OF ACCURACY. WHERE ACTUAL CONDITIONS CONFUCT WITH THE DRAWINGS. TIMBER ELEMENT AND THE CENTERUNE OF THE CT ROD. THIS MAY BE MAXIMIZED IN UBC SECTION 2105 (INCLUDING MORTAR AND GROUT). MASONRY " "" NYLON BRUSH AND COMPRESSED AIR, OIL, SCALE, AND RUST SHALL THEY SHALL BE REPORTED TO THE ENGINEER SO THAT THE PROPER ORDER TO A VOID OBSTRUCTIONS, OR MINIMIZED IN ORDER TO REDUCE THE PRISMS SHALL BE PREPARED AND TESTED IN ACCORDANCE WITH UBC BE REMOVED FROM THREADED RODS PRIOR TO INSTALLATION. REVISIONS MAY BE MADE. MODIFICATIONS OF DETAILS OF CONSTRUCTION ECCENTRICITY BETWEEN THE TIMBER ELEMENT AND THE CT ROD. STANDARD 21 -17. (NOTE - FULL ALLOWABLE MASONRY STRESSES SHALL NOT BE MADE WITHOUT WRITTEN APPROVAL FROM THE ENGINEER. HAVE BEEN USED IN DESIGN) ADDITIONAL TESTING AND WORK REQUIRED S. UNLESS NOTED OTHERWISE IN THE PLANS, EPDXY ANCHORS SHALL 19. THE DIMENSION FROM THE FACE OF THE CT TO THE NEAR END OF THE MEMBER AS A RESULT OF DEFICIENT MASONRY STRENGTH SHALL BE AT THE HAVE THE FOLLOWING MINIMUM EMBEDMENT 18. REPLACE ALL DAMAGED & REMOVED GYPSUM BOARD SHEATHING SHALL BE KEPT TO A MINIMUM WHILE MAINTAINING THE MINIMUM CT BOLT END AND EXPENSE OF THE CONTRACTOR. TEST RESULTS SHALL BE SUBMITTED ' TO PREVIOUSLY CONSTRUCTED CONDITION. EDGE DISTANCE REQUIRE SPECIFIED. BY THE TESTING AGENCY TO THE ENGINEER FOR REVIEW. E PDXY ANCHORS 19, ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING 20. ANCHORAGE ASSEMBLIES SPECIFIED AS 'T2 XX - X' SHALL MEET THE INSTALLATION NOTES: CONDITIONS IS GIVEN AS BEST AS POSSIBLE BUT WITHOUT � REQUIREMENTS FOR CT ANCHORAGE ASSEMBLIES. Q 1. DEPTHS BELOW ARE UNLESS NOTED OTHERWISE ON PLANS. GUARANTEE OF ACCURACY WHERE ACTUAL CONDITIONS CONFLICT ON WITH THE DRAWINGS. THEY SHALL BE REPORT TO THE ENGINEER 21. CT ASSEMBLIES MAY BE USED IN PLACE OF T2 ASSEMBLIES. WASHER SCHEDULE 2. PROVIDE SPECIAL INSPECTION AS REQUIRED PER ICC -ES REPORT SO THAT THE PROPER REVISIONS MAY BE MADE. MODIFICATIONS ` OF DETAILS OF CONSTRUCTION SHALL NOT BE MADE WITHOUT 22. COUPLERS FOR RODS OF EQUAL SIZE SHALL HAVE INSPECTION HOLES. -B AR SIZE MINIMUM EMBEDMENT * REMARKS ITT WREN APPROVAL OF THE ENGINEER. 23. (E) HARDWARE SHOULD ONLY BE REMOVED IF IT INTERFERES WITH NEW HARDWARE. 1. WASHERS SHALL BE USED UNDER HEADS AND NUTS OF All BOLTS BEARING ON WOOD. THE WASHERS USTED BELOW BO- EXISTING SUBPURUN, PURUN AND FLOOR JOIST HANGERS SHALL �3 3 1 /2' 24. SHIMS ON EITHER SIDE OF A FRAMING MEMBER SHALL BE SAME THICKNESS U.N.O. SHALL BE USED IN THE FOLLOWING LOCATIONS: BE INSPECTED FOR CORROSION WHERE READILY AVAILABLE. ANY HANGERS NOTED WITH CORROSION SHALL BE REPORTED TO THE ENGINEER. #4 OR 1/2 4 1 /4 - 25. HARDWARE SHALL BE IN STALLED PARALLEL TO THE ROOF FRAMING MEMBER U.N.O. A. SOLE PLATES TO FOUNDATION. 8. WOOD r' 21. WALL ANCHOR BOLTS MAY BE ANGLED AT UP TO 1:10 WITHOUT ENGINEER 05 OR 5/8 5 1/2 LEDGERS AND CAPS TO CONCRETE AND MASONRY NOTIFICATION U.N.O. 26. T2 /CT HARDWARE IS M CAIVUFATURED BY ZONE FOUR LLC. 2336 MERGED STREET WALLS AND TO STEEL MEMBERS. #6 OR 3/4'0 6 5/8' SAN LEANDRO, CALIFORNIA 94577. ICC - ES NUMBER IS ER - 5302. C. AGAINST 2x MEMBER WH 2x MEM t:R IS BOLTED TO .22. CONTRACTOR SHILL EXHIBIT THE NECESSARY CAUTION AND CARE WHILE DRILLING Z2 � A HEAVIER MEMBER OR IS USED .0 MAKE A BEAM. #7 OR 7/8'0 7 3/4' I INTO EXISTING CONCRETE WALL PANELS TO PREVENT SPALLING. 27. PCT /HD HARDWARE IS MANUFACTURED BY SIMPSON STRONG TIE COMPANY, INC. D. STANDARD CUT WASHERS MAY rc USED ELSEWHERE UNLESS i 4637 CHABOT DRIVE, PLEASANTON, CA. 94588. PCT ICC -ES NUMBER IS ER -5938, NOTED ON THE DRAWINGS. I� 8 OR 1 g• 23. DESIGN BASED ON 1997 EDITION OF UNIFORM BUILDING CODE. HD ICC -ES NUMBER IS ER -5708. - Ak _ r BOLT SIZE STEEL SQUARE WASHERS ROUND MALL. IRON ROUND 1/2' 2 1/2x2 1/20/4 2 1/40/4 2 1/2x1/4 5/8' 2 1/2x2 1/20/4 2 3/40/4 2 3/4x5/16 3/4' 3x3x5/16 3x5/16 30/16 7/8' 3x3x5/16 3 1/20/8 3 1/20/161 1 4x4x3/8 4x7/16 40/2 STRUCTURAL STEEL 1. ALL STRUC.TURAL STEEL MATERIALS AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE LATEST REVISED EDITION OF THE A1SC MANUAL OF STEEL CONSTRUCTION. WHICH INCLUDES THE SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, THE CODE OF STANDARD PRACTICE AND THE AWS STRUCTURAL WELDING CODE. IDENTIFY AND MARK 'ZZ' STEEL PER UBC 2203. 2. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING: MATERIAL SPECIFICATIONS: W - SHAPES ASTM A992 OR ASTM A572 GRADE 50 C -, S -, M -, HP -. AND ANGLE SHAPES ASTM A36 BARS AND PLATES DEFERENCE DESIGN PARAMETER 16 -1 ZONE FACTOR Z - 0.30 16 -J SOIL PROFILE TYPE: SD ASSUMED 16 -K IMPORTANCE FACTOR I - 1.0 16 -N STRUCTURAL SYSTEM FACTOR R = 4.5 16 -Q SEISMIC COEFFICIENT C = 0.36 16 -R SEISMIC COEFFICIENT C. - 0.54 1630.1 REDUNDANCY FACTOR P - (NOT CHECKED) 1630.2.2 BUILDING PERIOD T = < 0.7 SEC. WELDING 1. WELDING SHALL BE EITHER THE SHIELDED (SMAW) OR SUBMERGED (SAW) ARC PROCESS AND SHALL BE PERFORMED BY CERTIFIED WELDERS QUALIFIED IN ACCORDANCE WITH THE QUALIFICATION PROCEDURES SET FORTH IN AWS D1.1 -98. 0 2. SHOP WELDING SHALL 3E PERFORMED BY A LICENSED FABRICATOR. AND SHALL BE DONE IN AN ICC -ES APPROVED FACILITY. 3. A REGISTERED DEPUTY INSPECTOR APPROVED BY THE BUILDING DEPARTMENT SHALL PROVIDE SPECIAL INSPECTION FOR ALL STRUCTURAL FIELD WELDING IN ACCORDANCE WITH CHAPTER 17 OF THE UNIFORM BUILDING CODE. 4. WELD ELECTRODES SHALL BE E70XX (LOW- HYDROGEN) FOR STRUCTURAL STEEL WELDING AND E90XX FOR THE WELDING OF REINFORCING BARS. 5. WELD ELECTRODES SHALL BE ABLE TO ABSORB 20 'FOOT POUNDS" OF IMPACT AT 0 DEGREES FAHRENHEIT. WELD ELECTRODES SHALL CONFORM TO THE FOLLOWING SPECIFICATIONS: SMAW AWS A5.1 & A5.5 SAW AWS A5.17 do A5.23 FCAW AWS A5.29 6. STEEL USED IN W ELDED STRUCTURES SHALL CONFORM TO THE LIMITATIONS ON CHEMICAL PROPERTIES SPECIFIED IN THE LATEST EDITIONS OF AWS D1.1 AND D1.3. NO WELDED SPLICES SHALL BE MADE EXCEPT THOSE SHOWN ON THE APPROVED PLANS. . q- h I ASTM A36 ANACHINE BOLTS MAX SEISMIC BASE SHEAR COEFFICIENT ASTM A307 V - 2.5 Ca I - 0.200 0.143 ALLOWABLE ANCHOR BOLTS AND PINS ASTM A307 AND /OR A325 R PIPE (STANDARD WEIGHT, UNO) ASTM A53 GRADE B FY = 35 K51 STRUCTURAL TUBES STRUCTURAL LUMBER ASTM A500 GRADE 8 FY =46 KSI 1. ALL VISUALLY GRADED FRAMING LUMBER SHALL CONFORM TO THE GRADING 3. LICENSED FABRICATORS APPROVED BY THE BUILDING DEPARTMENT SHALL RULES SET FORTH BY THE WEST COAST LUMBER INSPECTION BUREAU 1 FURNISH SHOP DRAWINGS FOR REVIEW BY THE STRUCTURAL ENGINEER (WCUB) OR THE WESTERN WOOD PRODUCTS ASSOCIATION (WWPA). PRIOR TO FABRICATION OF STRUCTURAL MEMBERS. EEAACCH PIECE SHALL BEAR THE GRADE STAMP AND THE APPROVED GRADING AGENCY, EXCEPT EXPOSED LUMBER SMALL BEAR NO MARKINGS WHICH 4. NO HOLES OTHER THAN THOSE SPECIFICALLY DETAILED SHALL BE ALLOWED WILL BE VISIBLE AFTER INSTALL4tION. THRU STRUCTURAL STEEL MEMBERS. BOLT HOLES SHALL CONFORM TO AISC SPECIFICATION, AND SHALL BE STANDARD HOLES UNLESS OTHERWISE NOTED. 2. ALL FRAMING LUMBER SHALL BE DOUGLAS FIR - LURCH, UNLESS NO CUTTING OR BURNING OF STRUCTURAL STEEL WILL BE PERMITTED OTHERWISE NOTED. 2x AND 4x SAWN LUMBER SHALL HAVE A MOISTURE WITHOUT PRIOR CONSENT OF THE ENGINEER. CONTENT NOT MORE THAN 197 AT TIME OF FABRICATION. THE FOLLOWING GRADES SHALL BE THE MINIMUM ACCEPTABLE GRADES. 5. ALL CONNECTIONS NOT DETAILED ON THE PLANS SHALL BE DETAILED BY UNLESS OTHERWISE NOTED: THE STEEL FABRICATOR AND SHALL BE SHOWN ON THE SHOP DRAWINGS SUBMITTED TO THE ENGINEER FOR REVIEW. II1'EM MINIMUM GRADE 6. ALL STRUCTURAL STEEL SHAPES SHALL BE PRIMED WITH A RUST RESISTANT STUDS: - PRIMER BEFORE SHIPMENT TO THE PROJECT SITE. Y THICK. 4' WIDE %STUD HT. -8' - 1' MAX) . STUD BADE ►'� ��'�,'"-- 2 THICK, 40 TO 8: WIDE .......... NO. 2 7. AFTER ERECTION IS COMPLETE, TOUCH - UP ALL SHOT`' PRIMING COATS 3 THICK, 4 TO 8 WIDE .......... 040. 2 DAMAGED DURING TRANSPORTATION AND ERECTION. P94ELIZED ROOF RAFTERS: , ;7 2' THICK. 4 WIDE . . . ... . . ...... NO. 1' `► ' ` - 5 S. HIGH STRENGTH BOLTS WHERE INDICATED IN THE PUNS OR DETAILED Y THICK. 6 0 AND WIDER ........... NO. 1 SHALL CONFORM TO ASTM A325 OR A490 AND BE PROVIDED WITH 3' THICK 4' AND WIDER NO. 1 I HARDENED WASHERS CONFORMING TO ASTM F436 SUP - CRITICAL TYPE 4' THICK, 4' AND WIDER . .......... NO. 1 "Z M1 OL E T N BOLTS (A325 - SC OR A490 - SC) SHALL BE TWIST - OFF - TYPE TENSION - STRUCTURAL JOISTS MID LIGHT FRAMING: INC CONTROL BOLT ASSEMBLY. AT CONTRACTOR'S OPTION, THE COMBINATION 2' TO 4' THICK, 4' MAID WIDER . . . .... NO. 1 OF HIGH STRENGTH BOLTS AND DIRECT TENSION LOAD INDICATING WASHERS SEAMS AND STRINGERS: CONFORMING TO ASTM F - 959 ARE ACCEPTABLE SUBSTITUTIONS. 5' AND THICKER, 6' AND WADER .... . NO. 1 CONTACT SURFACES SHALL BE CLEAN MILL SCALE OR CLASS A QUALIFIED POST AND COLUMNS: . ...... ........ NO. 1 COATINGS. 3. SILL PLATES IN CONTACT WITH CONCRETE OR MASONRY SHALL BE 0. ALL SHOP AND FIELD BOLTED CONNECTIONS SHALL BE IN ACCORDANCE PRESSURE TREATED OOLQAS FIR. ALL WOOD BEARING ON CONCRETE WITH ASTM A -307 USING UNFINISHED AMERICAN STANDARD REGULAR OR MASONRY IF LOSS THAN 4' -0" ABOVE GRADE SHALL BE PRESSURE BOLTS. UNLESS OTHERWISE NOTED. TREATED DOUGLAS FIR. 10. ALL STRUCTURAL STEEL EXPOSED TO EARTH SHALL HAVE 3' CONCRETE 4. MAXIMUM STUD HEIGHT SCHEDULE AT I NTERIOR NON- BEARING WALLS COVER. (LATERALLY UNSUPPORTED HEIGHT): 2x4 AT 16' OC . ... .. 14' - 2x6 AT 16' OC ...... 28' -0' 2x8 AT 16' OC ...... 35' -0' IMO MAXIMUM CEILING JOIST SPANS SMALL K PER UBC SPAN TABLES. I' PROVIDE BLOCKING AT 8' -0' OC. r ♦1 14 •co t 4116 A W 0 lit r ti uj co U . 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PER 4 HSS 6x6x5/16o I I A do E AND 1 do 14 CAN BE OMITTED \'� - - --�- -- - - ---t— - - --fi-- - - - - _ SS - - _ - - '1 - - - __,_ - - . --}--- - - •� OI / 0 IF Y p RL CONNECTION ACROSS THE GLu ( 6- ) / - - -tow. -- I - -- I - - - - - - •► - - - - LAM BEAMS IN THESE AREAS. SEE DETAIL 8D • i ORAL STRUT - - _ _ _ _ _ -- S3 �� , +— LIT IRS AM ----•. o BRACE FOR I FRAME 0 \ Is d / TYP E - - -- - - -- - - -- - --- - - - -%i r:1 dl- - — - - — f - nco �`�-- - — - - i z e Q s Cep Ir e Q 10 ,n r� >m 4 WWI I �j ` , / 24' r e , � r r r r + $Corr t L n � f t o' lli � -1 6, oxms • IN/ 3�Yh C Y_•� C7 D J m Uj H V Q H� Q 44 r, !g 0 CC g T co cr. 4c Lu 3 cc 3 � F W�� WVA v 0 0 FUTURE NAILING IS NOT PART OF CURRENT SCOPE OF WORK ROOF FRAMING PLAN SCALE: 1/16'= 1' -0 ADDITIONAL ROOF DIAPHRAGM NAILING ADDITIONAL NALJNG SCHEDULE OCCURS ON GRID ONES CONTINUOUS ALL O.N.O. AREA .Kp N t0 v O 2 1/2 4 • I ac w z v O x O Z N LL W � t v , 00 Q Y 00 CL CC > N U W lit X LJ J clq� Y_•� C7 D J m Uj H V Q H� Q 44 r, !g 0 CC g T co cr. 4c Lu 3 cc 3 � F W�� WVA v 0 0 FUTURE NAILING IS NOT PART OF CURRENT SCOPE OF WORK ROOF FRAMING PLAN SCALE: 1/16'= 1' -0 ADDITIONAL ROOF DIAPHRAGM NAILING ADDITIONAL NALJNG SCHEDULE OCCURS ON GRID ONES CONTINUOUS ALL O.N.O. AREA EDGES & BOUNDARIES OTHER EDGES v : INDICATES (N) STEEL. MUCING 2 1/2 4 I. ADDITIONAL 8d COMMON NAILS AS REQUIRED SO THAT FW NMUNG IS AS SHOMM ON « ADDRIONAL NAILING SCNEDUIE' 2. E) ROOF NAILNG IS 8d 0 4' 0/C 3. (E) ROOF SHEATHING IS 5/8' S.O.B. TO BE FIELD VERIFIED 4. CONTRACTOR SHALL VERIFY OR ADD AS NECESSARY NAILING LISTED BELOW. CONTRACTOR SHALL USE CARE TO PREVENT WOOD MEMBER SPLITTING. OL 2 ROWS OF IOd NAILS O 4' O/C TO ALL CLU LAM BEAMS 0. 100 NAILS AT 4' 0/C TO NEW AND EXISTING SUB -P 94M WrTH WALL ANCHORS, SEE DETAIL 5/S3. C. NAILING SPECIFIED M DEWLS WHERE OCCURS. 0. SEE ADD ROOF DNPHRAGM NAILING. ROOF DIAPHRAGM NAILING PLAN i ROOF FRAMING soy zZ 1. FOR GENERAL NOTES, SEE SHEETS S1. My or ft 2. CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS. Q 3. CONTRACTOR TO NOTIFY OWNER OF ROTTEN OR DAMAGED ROOF FRAMING MEMBERS AND SHEATHING AND REPLACE WITH THEIR PERMISSION. 4. EXISTING SUBPURUN, PURLIN AND FLOOR JOIST HANGERS SHALL BE INSPECTED FOR CORROSION WHERE READILY AVAILABLE. ANY HANGERS NOTED WITH CORROSION SHALL BE REPORTED TO THE ENGINEER. Q 5. STEEL MOMENT FRAMES SHOWN SHOULD BE BID SEPERA UNDER A SEPERATE CONTRACT. QOOMMTM NOTE R IS ESSENTIAL THAT ABOVE ROOF SEISMIC STRAPS AND WAIL ANCHORAGE BE INSTALLED BY A SEISMIC CONTRACTOR IN CONJUNCPON WITH THE ROOF REMOVAL AND REPLACEMENT. COORDINATE WITH SEISMIC CONTRACTOR, REIDENBAUGH ASSOCIATES AND J.S. DYER do ASSOCIATES FOR INSPECTIONS AND TIMING. ONLY REMOVE AS MUCH ROOFING AS CAN BE MADE WATERTIGHT ON THE SAME DAY, OR TO SECURE THAT THE BUILDING CONTENTS ARE NOT DAMAGED BY SUDDEN /UNEXPECTED RAINSTORMS. 1; ftwwo �• r r 41 {F '''V ' 1 ' SEP 8 2005 I REID MIDDLETON, INC. 4E) CONCRETE WALL THICKNESS SCHEDULE (E) WALL THICKNESS OCCURS ON GRID ONES 61/4' ALL O.N.O. IINDICATES (N) WOOD MEMBER ago i1 ow LEGEND Q INDICATES (N) STEEL ROD IINDICATES (N) WOOD MEMBER ago i1 ow : PDICATES (N) ComurTY TIE. v : INDICATES (N) STEEL. 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Q UA AM ::::' 1 1 1 1 1 1 1 E) GLULAM OF WEB �� - �_ - - •� - � - � __ - _� -� - �_ � WITH 19) 3 4 "1 ( E) 2x4 SLIB• KAIM PEER PUW 4 4 STD TYP EP DXY RUN EAM ..__..; 1 1 10 � pOL $ O 6 OC pU ' � NAGGER PER - ' TOP AND BOTTOM r I �-- - -• -� 2x PLATE 8 Y iO CONT BARS NO SPLICE 7f � , ON TIES ..,...._..�..�.......�...... , �. _ _ —.- _ �� - - = S - - -- ' ; 1 I �� ` - ♦ ♦ ♦ ♦ ♦ + + -4- 3 Lao 8 �'' iv I ' i I TYP > 16 (E) GLULAM BEAM - -- -� r� 1 to 1/4 PL WITH (E) GLULAM BEAM 1 1 N 19- PLAN 28t NON- SHRINK ( 8) 7/8 M.B. 3 f I I 4 "0 Y 21 -00 GROUT o 2' -06 WIDE x W/ •18` _ 7/8 v I 1 • BOLTS t 1 SET EPDXY I LEVELING NUTS M. BOLTS 1 1 6 / 4 1r L EQ EQ 2" W) 3� r / / 4 . 1 4 MAX E 1 r. SHIM AS REQUIRED S3 / Typ 1 HSS 12x6x1/2 �- STEEL BEAM OR . (E) GLULAM BEAM ' TUBE PER PLAN ♦ ♦ « v �3) 06 20 BALANCE J3 to EACH WAY , L/3 13 TIES 0 8" OC UNO TIES O 12 OC + ♦ w 4 6 -6 PAD • L • SCALE: 3/40 =1' - 17 1 1 /4 THICK BASE PUTS W/ (4) -10 x 1' - LONG ASTM A325 GRADE 55 ANCHOR BOLTS WITH LEVELING NUTS DETA �. LAN s, DETAIL BASE PLATE PLAN SCALE: 3/4' =,' -0" ' 5 DETAIL SCALE: 3/4 w= , r _ 0 1 MOMENT FRAME P DETAIL COLUMN PER � NTS PLAN - SEE 12 FOR INFORMATION 1 1 12 MIN NOT SHOWN 3 "x3/16- PL WITH , 9 ' ; - (E) CONCRETE (E) 2x4 No 1 �4 O 24 OC F 7 PANEL (E) 4x16 SUB - PURLINS (2) 3/ TICAL SLOTTED 8 f PURLINS 2x4 BLOCKING 17 SIM HOLE 24' -70 (E) FOUNDATION - #4 EPDXY DOWELS 0 24 OC -__ .— _-- -__- -� EN 4 1/ TYP (E) GLULM 1 1 - A _ ls'tt�r = r _�. Z�j J� f _ .. -.•.- _ _ 1 1 1 �•-- - -- - - - - - -- _..�. !' - ------ ._.._. -- - .._...-- - - - - -- .� (E) SLAB T y BEAM 14 - -- —._ - 1 1 11 TYF (E) CONCRETE 12 � , WALL �• — -� 2x4 O W27x94 Or A35 FIAT 1 ----4 NEW ' 16` OC j -0 8" OC - / �. .- \ j GRADE ' _ #3 TIES 0 12" OC Q BEAM ---------- •------- •-------- - - - --� i0d 0 3" OC - >K / ♦ - - - - "' — — - ' - - - - --- - -- — — — ( #9 % 3 fYP REMOVE PART OF (E) -- ---• -- _ L4x4x 1 /4 t 0 N COL PAD AS REQUIRED N 3 i TO INSTALL NEW GRADE (E) GLULAM 4x PLATE WITH SIDES N B BEAM BEYOND " " I w SIDES 3 , 6 3/16 F 3/4 v WELDED - 3/4 STUDS O 24` PLYWOOD WITH 106 #3 TIES 0 12 OC / - - --- -- --------- - - - - -- --- ........_ 1/2` THK STRUCT 1 _ _ 1/4` PL TYP OC -� j �p L HSS 6x6 PER PLAN HSS 6x6 • 0 40 OC NEW FOOTING NAIUNG AND D 12" PER PLAN i 3/16 I FIELD NAILING I S I 2 ' -0 0 IN) TUBE (E) GLULAM BEAM FOR INFORMATION NOT I L OF MOMENT FRAME do HSS �c SHOWN HERE, SEE , V - CONNECTION MOMENT FRAME - GRADE BEAM TOP AND BOTTOM REBARS TO HAVE 90' BEND ' AT THE ENDS Of GRADE BEAM SCALE 3/ 4"=l'-O" •• , ,�' 1 DETAIL . 18 DETAIL SCALE: 3/40 =,' -0. 14 DETAIL SCALE: 3/4 " =,' -0" 10 DETAIL SCALE: 3/4 =1 ._ 0 w 6 DETAIL NTS 2 0 A" + 0 8"/2 + D/2 6 1/2 1 2 12 1 /2 - FE K1 PLATE 14 4 6 10 COMPLETE JOINT PENETRATION (CJP) GROOVE WELD AT TOP AND BOTTOM FLANGES. Al TOP FLANGE, EITHER ) REMOVE WELD BACKING, BACK GOUGE, AND ADD 5/16 MINIMUM FILLET WELD, OR (2) LEAVE WELD BACKING Irr 1 /4 g PLACE AND ADD 5/16` FILLET WELD UNDER BACKING. AT BOTTOM FLANGE, REMOVE WELD BACKING, BACK GOUGE, MID ADD 5/16 MINIMUM FILLET WELD. L) _z i BOLTED SHEAR TAB. USE SHEAR TAB THICKNESS AND PRETENSIONED A325 BOLTS PER MOMENT FRAME CONNECTION 1 8 SCHEDULE. ' - - -- - TUBE PER PLAN WELD ACCESS HOLE, SEE = -_t_ -< 2 CENTERED 0 (N` - SS MOMENT FRAME 1 /2" MIN ; RADIUS - COLUMN i U4 WELD DOUBLER PLATE WHERE REQUIRED BY MOMENT FRAME CONNECTION SCHEDULE, SEE - i SS ad K co! + US CONTINUITY PLATES. FOR ONE SIDED CONNECTIONS, PROVIDE THICKNESS AT LEAST ONE -HALF THE THICKNESS °C OF THE BEAM FLANGE. FOR TWO SIDED CONNECTIONS, PROVIDE THICKNESS AT LEAST THE THICKNESS OF THE 1 1/2" •Aw w THICKER BEAM FLANGE. EXTEN PLATES FLUSH WITH COLUMN FLANGE. KNIFE PLATE � �— 1/4 TO COLUMN ED PER PER SCHEDULE © PROVIDE AISC MINIMUM CONTINUOUS FILLET WELD UNDER WELD BACKING. W30 SCHEDULE ` � o �� MICRO- INCHES), NOT FLUSH. DO NOT GOUGE COLUMN FLANGE. O REMOVE WELD TABS TO 1/4' MAXIMUM FROM EDGE OF CONTINUITY PLATE. GRIND END OF WELD SMOOTH (500 ,L Z PLAN W14x X DO NOT PLACE SHEAR STUDS IN BEAM H'NGE ZONE (BETWEEN COLUMN FACE AND THE DISTANCE W PLUS - B" /2 PLUS D /2.) MOMENT FRAME 2" MIN - CONNECTION �� Q9 SUBMIT WELDING PROCEDURE SPECIFICATIONS TO THE ENGINEER OF RECORD FOR REVIEW AND APPROVAL PER � 6 , �� , } PRIOR TO FABRICATION. �� A ' S l" 1 i v Tr 1 1 1 WHERE COLUMN T� i i 1 i 1 CONTINUOUS 1� G ------ - - - - -- 1 MT +I, ; -------- -_-• -- I 1 110 t MT w 1 1 -0 • i 7YIP 1 1 DETAIL NTS 7 DETAIL S CA LE: 3/ " =1' -0 0 DETAIL SCAL 3/4 = 3 � (E) 2x4 No 1 2x4 BLOCKING 4 (E) 4x16 SUB - PURLINS PURLINS 17 o _ EN -- 2 ► _ ,- 5/16 � ------- --- - -- '! '�----- - - - - -- - • - -• - - !� t ! -- 5/16 I WEB CONCRETE 1 /4 "x3` SPLICE PLATE I I 2x4 O A35 FLAT 1 /4 STEEL PLATE ----- - - - - -- 16" OC 0 8 OC PER 17 TYP LINO MT 106 0 3' OC S3 TYP 5 � O �• M26 3/400 • 1/4 SPUCE PLATE tj -- • ------ - - - • - i N (E GLULAM 4x PLATE WITH T BEAM BEYOND 3/4 WELDED � SUDS 0 24 0TH ' KAMS OCCUR ON 8 SIDES 1/2 THK TYP STRUCT 1 1/4• PL OC -- PLYWOOD WITH 104 \ � 1/4 DG MOMENT FRAME CONNECTION SCHEDULE o 4" oc EE NNLING AND 12 I A325 BOLTS FIELD NANUNG BEAM SIZE COLUMN SIZE DOUBLER PLATE SHEAR TAB wELO "C" L3x3x3/16 0 THICKNESS THICKN w w B A s " B e THICKNESS NO. SIZE t GLU LAM BEAM Y 3/16 � -� W27x94 M1 4x109 - 3 18 0 7 7/8 3/8' b' 1'-6' 2 3/16 2 AEID r,t;dO L E rQIV 1 �1C WOMEN I MOMENT FRAME 1 1 BEAM PER PLAN IlL OF MOMENT FRAME 3 1 -4 • 1 I 7- a o MENT FRAME RBS CONNECTION DETAIL _ _ 16 DETAIL: 3/4 " =,'_0. 12 DETAIL 3/4•s,. 8 DETAIL: 3/4 = i 4 _ 1 m CD D J CIO H ~ dZ Q111 Q W W 1-- Q oc !g CC cloa CC 4 c Lu c> >4 cc 3:: 11-mam W�� Ima- 0 ISSUED FOR BLDG DEPT REVIEW 6 -23 -05 BUILDING DEPARTMENT CORRECTIONS 8 -25-05 OIII�1! TAD DXM 3 -29 -04 OOAL! AS NOTED JIM Nft 2005.033.06 84 IIIIIIIIIII10M C• .4 �r i .-_ _..- .- ._- ..��.�_ —._... � .,.�... —... __ -- .-- �.- ..r.+..a ►�.rHi�arr�r -. ti,e. � ... w ..::...r. _. . - ....___ -. .. . 1. ,,......:;- �,.. -.� 'A .aif/rvr w '' _..i�r�wo.�R•.r�.u� .1r A��.. . �a ` � �,,.� �...i�,• ..rr_...r•ir. �:li.�:h�L- .....-i. _ .Zrs „�,,,,,.. -. ... �'„i � .. �► I� � ��i.'S'+N�i.�:�L.. �' � .+.i,if 1 r . d CN O ' U � N C Q w W ,. 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