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Permit D05-268 - AMB PROPERTY LP - REROOF
AMB PROPERTY LP 12886 GATEWAY DR S CANCELLED DOS -268 City OTukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: ci.tukwila.iva.us DEVELOPMENT PERMIT Parcel No.: 2716000010 Permit Number: Address: 12886 INTERURBAN AV S TUKW Issue Date: Suite No: Permit Expires On: Steven M. Mullet, Mayor Steve Lancaster, Director DOS -268 09/26/2005 03/25/2006 Tenant: Name: AMB PROPERTY LP '< Address: 12886 INTERURBAN AV S, TUKWILA WA 'i Owner: I Name: AMB INSTITUTIONAL ALLIANCE Phone: j Address: C/O MCELROY GEORGE & ASSOC, 3131 S VAUGHN WAY STE 301 a Contact Person: Name: DAVID KEHLE Phone: 206 - 433 -8997 Address: 12720 GATEWAY DR, SUITE 116, SEATTLE WA 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: $94,000.00 Fees Collected: $1,951.34 Type of Fire Protection: SPRINKLERS International Building Code Edition: 2003 Type of Construction: III -B Occupancy per IBC: 0008 Public Works Activities: I i 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: i N doc: IBC- Permit D05 -268 Printed: 09 -26 -2005 i %L City a. Tukwila �¢ Z Department of Community Development 0 6300 Southcenter Boulevard, Suite #100 f 2 Tukwila, Washington 98188 y� Phone: 206 - 431 -3670 �'l y N •NN.NM f f Fax: 206 - 431 -3665 1908 Web site: ci.tukwila.wa.us **# -e%nHm iarl nn navh nnna** Steven M. Mullet, Mayor Steve Lancaster, Director r j Printed: 09 -26 -2005 doc: IBC- Permit D05 -268 City a.L `Tukwila Steven M. Mullet, Mayor Department of Conimuiuty Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: ci.tukwila.wa.us Permit Number: Issue Date: Permit Expires On: Steve Lancaster, Director D05 -268 09/26/2005 03/25/2006 Permit Center Authorized Signature:. Date:— ��f-(�L I hereby certify that I have read and m 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 his 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 performanc of work. I am authorized to sign and obtain this development permit. Q Signature: Date: Print Name: / ' t Q�f'�!� TrQ vtr6o 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. �g City of Tukwila 19C8 Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT CONDITIONS z �Z Parcel No.: 2716000010 Permit Number DOS -268 W I: Address: 12886 INTERURBAN AV S TUKW Status: ISSUED Suite No: Applied Date: 07/20/2005 Tenant: AMB PROPERTY LP Issue Date: 09/26/2005 10 N o CO W J = i ` 1: ** *BUILDING DEPARTMENT CONDITIONS * ** N U- w� 2: No changes shall be made to the approved plans unless approved b the design professional in responsible charge and the 9 PP P PP Y 9 P P 9 � :3 Building Official. �, Q rn d 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to w start of any construction. These documents shall be maintained and made available until final inspection approval is Z F granted. ir- p z i-- w UJ 4: The special inspections and verifications for concrete construction shall be required. D U co 5: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by o a Washington Association of Building Official Certified welder. w w V f- 6: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. -O 7: When special inspection is required, either the owner or the registered design professional in responsible charge, Z v to shall employ a special inspection agency and notify the Building Official of the appointment prior to the first 0 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: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 10: 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). 11: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. * *continued on next page ** doc: Conditions D05 -26B Printed: 09 -26 -2005 f City of Tukwila 1908 Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 s F 1 f 7 F z . i i, t S i doc: Conditions D05 -268 Printed: 09 -26 -2005 CITY OF TUKMLA Community Developme �'7epartment Public Works Departmerra Permit Center woe 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Applications and plans must be complete in order to be acce ted for lan review. Applications wil not be accepted through th mail or b fax. * *Please Print ** SITE LOCATION I ,.}� tzt & E g �v King Co Assessor's Tax No.: CYGlJfW V -1)"1 Iw Site Address lUC IN ar o Suite Number: Floor: i Tenant Name: New Tenant: ❑ ...... Yes P(..No Property Owners Name: LP Mailing Address: ?�i CONTACT PERSON 601M "o t i r r LJ City S tate zip Day Telephone City State Zip Fax Number: GENERAL CONTRACTOR INFORMATION - (Mechanical Contractor information on back page) =* Company Name: Mailing Address City State Zip Contact Person: Day Telephone: E -Mail Address; Number: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** ARCHITECT OF RECORD — All plans must be wet stamped by Architect of Record Company Name: Wk Mailing Address City State Zip Contact Person: Day Telephone: E -Mail Address Fax Number: I ENGINEER OF RECORD — All plans must be wet stamped by Engineer of Record :N I Company Name: I 0a a _ .�i , w/ . Mailing Address U'rl1lr✓ city st to Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: 6 14 4 Z�p Vpplkmtimlgc mit appikatkn (7.2004) Bw1diM Perr No Mechanical Permit No. Public Works Permit No.' c Project No. or o ice use onl Z H '~ w lY j 00 D W= H C0 U_ WO 9-1 U_ co a �W z W �5 U� O t— W HH "-- O W Z U= Z BUILDING PERMIT INFORMATION - 206 - 4313670 r "' Valuation of Project (contractor's bid pricC): Scope of Work (please provide detailed inforr Existing b —iding Valuation: $ kits Will there be new rack storage? ❑ .. Yes ❑ ..No If "yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below i PLANNING DIVISION: lb L'H"e;r Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and ovedmp greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? C] ..... Yes %.. No If "yes ", explain: Z Z �W QQ � JU U O CO o co UJ J = H U) LL W O LL U) = d. �W ' Z F- I— O Z 1— W 5 U U, O c. D E- W uJ U- O W Z U N 2 _ O Z i FIRE PROTECTIONMAZARDOUS MATERIALS: Automatic Fire Alarm ❑. ❑ ...Sprinklers ..None ..Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ ... Yes ❑ ... No If "yes ", attach list of materials and storage locations on a separate 8 -112 x 11 paper indicating quantities and Material Safety Data Sheets. �pplie 6wWpetmit application (7 -2001) Po ��. 7 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1 Floor ' I f CA ilk 1j *,,!;e; , 2 Floor 3 Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck UncoveredDeck PLANNING DIVISION: lb L'H"e;r Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and ovedmp greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? C] ..... Yes %.. No If "yes ", explain: Z Z �W QQ � JU U O CO o co UJ J = H U) LL W O LL U) = d. �W ' Z F- I— O Z 1— W 5 U U, O c. D E- W uJ U- O W Z U N 2 _ O Z i FIRE PROTECTIONMAZARDOUS MATERIALS: Automatic Fire Alarm ❑. ❑ ...Sprinklers ..None ..Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ ... Yes ❑ ... No If "yes ", attach list of materials and storage locations on a separate 8 -112 x 11 paper indicating quantities and Material Safety Data Sheets. �pplie 6wWpetmit application (7 -2001) Po ��. 7 PUBLIC WORKS PERMIT INFORMATION - 206 - 433-0179 -'- ;,` Scope of Work (please provide detailed informati Call before you Dig: 1- 800- 424 -5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet. i Water Dbtrkt ❑ ...Tukwila ❑ ... Water District #125 [1 ... Highline ❑ ... Renton i ❑ ... WaterAvailability Provided i i l Sewer District ❑ ... Tukwila ❑ ... Va1Vue ❑ ... Renton ❑...Seattle ❑ ... Sewer Use Certificate ❑ ... Sewer Availability Provided [I ... 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 AnoLcation (mark boxes which army): ... Civil Plans (Maximum Paper Size -22" x 34") [3... Technical Inbrmation Report (Storm Drainage) [3 ... Geotechnical Report ❑ ...Traffic Impact Analysis ❑ ...Bond El ... Insurance ❑ ...Easement(s) ❑ ... Maintenance Agreement(s) ❑ ...Hold Harmless Proposed Activities (mark boxes that annlvl: ❑ ... 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 13 ... Construction/Excavation/Fill - Right -0f -way Non Right -o f -way ❑ ...Total Cut cubic yards ❑ ... Work in Flood Zone ❑ ...Total FBI cubic yards ❑... Storm Drainage 0... 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 " ❑...PermanentWaterMeterSize... WO# ❑...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 Refmd/Billin¢: Name Day Telephone Mailing Address City State Zip \applicatiom\p=h applia&n (7.2004) Pan^ 1 Q Z Q SZ �W tQQr � J U UO � 0 W= —r 1- CO) LL WO LL Q CO) d �W HO Z I- W �p U O- 13 F- W UJ s �U LL O; Z W Z~ MECHANICAL PERMIT INFO T %MATION — 206 - 4313670 ;: MECHANICAL CONTRACT R IN Company Name: H N Ci 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): lLic Residential: New .... Replacement ..... ❑ Commercial: New ..... El Replacement ..... ❑ Fuel Twe Electric ......0 Gas ..... C1 Other: Indicate type of mechanical work being installed and the quantity below: Unit T Unit Type: Unit T Boiler/Compressor: Qty Fumace<100K BTU Air Handling Unit >10,000 CFM Fire Damper 0-3 HP /100,000 BTU Furnace>100K BTU EvaporatorCooler 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 T Other Mechanical I Equipment Z �Z �W JU UO O wF- N u. WO u- N CI = W Z F-- F- O R UJ L D 0 U .O �. WW F �. —0 .. Z W U =. O Z PERMIT APPLICATION NOTES — 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 sball 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 O HORIZE AGEN Date: 0"T lM I Print Name: Mailing City State Zip Date Application Accepted: Date Application Expires: Staff Initials: 2 ` 0 -OT _ Q lapplicaflom ffnitappliation(7.2064) Aor+n d �w►u� w � g City of Tukwila 1908 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT Parcel No.: 2716000010 Address: 12886 INTERURBAN AV S TUKW Suite No: Applicant: AMB PROPERTY LP Receipt No.: R05 -01430 Initials: 7EM User ID: 1165 Permit Number: Status: Applied Date: Issue Date: Payment Amount: Payment Date: Balance: DOS -268 PENDING 07/20/2005 1,184.40 09/26/2005 04:03 PM $0.00 i S 1 ' i 3 Z , W 2; �D U Q. CO) w 0� LLQ _ CI` �w Z H: 0 N: � 1- W W H V, H. AL O; W Z H_ Z 4 1K f Y Cit of Tukwila r� 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 j Parcel No.: 2716000010 I Address: 12886 INTERURBAN AV S TUi1CW Suite No: Applicant: AMB PROPERTY LP RECEIPT Permit Number DOS -268 Status: PENDING Applied Date: 07/20/2005 Issue Date: Receipt No.: ROS -01063 Initials: BLH User ID: ADMIN Payee: DAVID KEHLE Payment Amount: 766.94 L Q Payment Date: 07/20/2005 02:41 PM w Balance: $1,184.40 z TRANSACTION LIST: } Type, Method Description Amount ---- - - - - -- -- - - - - -- ------------- - - - - -- - - - - -- ------ - - - - -- Payment Check 101 766.94 1 ' j j ACCOUNT ITEM LIST: Description Account Code Current Pmts k. - --- - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - PLAN CHECK - NONRES 000/345.830 766.94 j Total: 766.94 • z I m m SSG 'os 'JAv Nvewnw31 9L -N i C3 onH.L - .LNi - � t w1• � 1n1 A e on .AN Ak0l' Hsvm. r LO'LL smonka • 3•0 '3 vy 11 ZW3H 05: m 33 E13AIM z 7AJd3H 00 a 9 dOo NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN, THIS NOT ICE IT IS DUE TO-THE QUALITY OF THE DOCUMENT. Estimated Tax Year Cost of Bid Tax Parcel # Lot Property Address Built Owner Assessed Value Project Legal Description :1 u y271ti0D-001 d 1 12886 Interurban Ave South, Tukwila, WA 98168 1986 AMB Property LP; clo $ 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, #301, 25 of King County, Washington Aurora, CO 80114 2 271600-0020 -07 2 12674 Gateway Drive S. Tukwila, WA 98168 1986 AMB Property LP; clo $ 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 6 271600-0060 -06 6 12761 Gateway Drive S, Tukwila, WA 98168 1987 AMB Property LP; c/o $ 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 King County, Washington. Assoc.; 3131 S. Vaughn Way, #301, Aurora, CO 80114 a J. S. DYER & ASSOCIATES INC. STRUCTURAL EN GINEERS 24 Executive Park, Suite 200, Irvine, California 92614 (949) 296 -8858 Voice (949) 296 -0766 Fax www.jsdyer.com fue covy REVIEWED FOR CODE COMPLIANCE SEP 2 2 2005 q � . City Of Tukwila . j BUILDING DIVISION - @fry nf r�l ��In tl�finnc - 'J i r y � AUG 2004 rl i ?� i?wfo (gv JUt I 44 pf. 0- - CE Description AllllQllllllll Department Submittal EWA _ Jt e i z t t �t a z � U O: N0 J F- u_ W O L L co ) a = d ` H =: Z F- H O Z I—; W 5; O CO C3 E- j W W _ z: L California, United States, North America i :l " t ��= Interurban Ave S Seattle, WA 98168 ' 59 ` 9' M Le 5 9 Wld �, A t nton\' 7t P j Maplewoo th Butien La IN - —,:. %' - - j - _ Ole 51 -UkWila ;CD . Corners i7ive SW ca i I Cn 0 C, OMa; Sead In xxia M ki < > SE�EIP`61 its ierna6' Ld Jr0ort @A 180th Orill �E 1- 7 W 52 <j 167 5 5 ' .D ry L i � t 9 F) r T7 Nor an P ar -- (D '1152 '96th S Ahil 11 1 T I ' / b $ S 96t t :J� L — I --, , I 3 fi 509: L;-� I t S i S R! 200th t 'S -S I ' R rqlahh qf rk 151 4 Sound W- b 6 St L Y , t 1 St ! L r, L -E St K !n� rTT - '[a7 Mi Omi 1 2 3 Copyright ® 198 &2003 Microsoft Corp, and/or its suppliers. All rights reserved. hitp:/Avww.microsofLcoffilstreets @ Copyright 2002 by Geographic Data Technology, Inc. All rights reserved. 0 2002 Navigation Technologies. All rights reserved. This data includes information taken with permission from Canadian authorities 0 1991-2002 Government of Canada (Statistics Canada and/or Geornatics Canada), all rights reserved.. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEARYHAN THIS NOTICE IT IS DUE TO THE QUALITY THE DO C.UMENT. 9i q� iM1 T. Riverto o i i M h m Southgate Park. i Foster Golf. Links Copyright ®1988 -2003 Microsoft Corp. and/or its suppliers, All rights reserved. hltp:/ /www.microsoft.comistreets 0 y ds 100 200 300 400 500 ® Copyright 2002 by Geographic Data Technology, Inc. All rights reserved. 0 2002 Navigation Technologies. All rights reserved. This data includes information taken with permission from Canadian authorities ®1991 -2002 Government of Canada (Statistics Canada and/or Geomatics Canada), all rights reserved , J t Pte. /71 - 77 m SE .......... LA .S. D�SSO�CIATES INC. y JOB NAME: Gateway Corp Building 1 JOB NO: 2005 - 033 .01 SHEET NO: t4 ENGINEER: KK DATE: Ma '05 ANALYSIS Lateral Roof Loads Load on Horizontal Projection Purlin Beams 2.2 psf 2.2 1.5 1.5 Dead Load at Roof 0.5 0.7 0.7 1.6 Description Sub- Purlins 2.7 0.5 0.5 Roofing 2.2 psf 0.5 0.5 1/2" plywood Sheathing .1.5 = Ceiling &Insulation 0.5 1 2x4 @24 "oc 0.7 4X16 @ 8' -0" O.C. Glue Lam Beams ( Mechanical /Electrical 0.5 Sprinklers 1.5 Miscellaneous 0.5 Subtotal 7.4 Purlin Beams 2.2 psf 2.2 1.5 1.5 0.5 0.5 0.7 0.7 1.6 1.6 2.7 0.5 0.5 1.5 1.5 0.5 0.5 99 ^0 11.7 9.0 11.7 9.0 psf 11.7 5/4/2005 s y J Lateral Design Criteria /Roof Loads �ss ,l 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 1 JOB NO: 2005 - 033.01 SHEET NO: ENGINEER: KK DATE: Ma '05 ANALYSIS: Lateral Seismic Design Criteria Per 1997 Uniform Building Code, Chapter 16, Division IV Earthquake Loads ner 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 00 = 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 Seismic Base Shear per U.B.C. Section 1630.2 f .. z Z . D JU UO Cl) U W= J CO) V-. J UL ?: W H Z F-: Z 0 W U j U U , O� Q �- W W' H I -- tL Z, W U =, ~O f- .z V = Cv I W / (R T), Z = ,0:30 Seismic Zone (3) Factor per U.B.C. Table 16 -1 t Vmax = 2.5Ca I W / (R) Cv =., ° 65'4 *NV = 0.54 Seismic Factor per U.B.C. Table 16 -R t Vmin = 0.11Ca I W Ca= .'. ,Q;3C'Na = 0.36 Seismic Factor per U.B.C. Table 16 -Q Importance Factor per U.B.C. Table 16 -K ^� R = ;;,:=4:50- Overstrength Factor per U.B.C. Table 16 -N or 16 -P j w.� H= 21.33 ft from F.F. to roof T = ' l0 20 sec Building Period per EQ 30 -8 Soil Profile = !° S.tl ;: 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 OQ Near- Source Factor Na per U.B.C. Table 16 -S N„ = Near- Source Factor Nv per U.B.C. Table 16 -T d, = 30 00. km Distance to Known Source per Geotechnical Report i Vmax = 2.5 Ca 1 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 = 0.60 W Building Base Shear per EQ 30 -4 T � 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 f Seismic Load to Wall Anchorage per U.B.C. Section 1633.2.8.1 1 a.wall = 1'50. Seismic Factor per U.B.C. Table 16 -0 R = 3 Overstrength Factor per U.B.C. Table 16 -0 z ,�, I = s1 00 Importance Factor per U.B.C. Table 16 -K ; i hw = 21:33 ft ;. height of wall element s .. hr = 1,2133 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 j i Fp wall = 0.72 Wp Design Seismic Force to Wall per U.B.C. EQ 32 -2 . Allowable = 0.514 W Seismic Diaphragm Shear per U.B.C. Section 1630.2 81633.2.9 I ? R = `q00 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 r j Fpx calc'd = 0.225 wpx Calc'd Roof Diaphragm Load j ....+ R<;oI r.uii:,a1. ..., .... FpX = 11.200 wr. Roof (supporting CMU /concrete walls) Fpx = 0.225 wpx Diaphragm Load per U.B.C. Section 1633.2.9 I Allowable = 0.161 W , i i I 1 I 5/4/2005 Lateral Design CriteriaSeismic'97 f .. z Z . D JU UO Cl) U W= J CO) V-. J UL ?: W H Z F-: Z 0 W U j U U , O� Q �- W W' H I -- tL Z, W U =, ~O f- .z I s f f ! 1 l i 1 —1 .5. DYER & ASSOCIATES INC. JOB NAME: Gateway Corp orate- Building 1 JOB NO: 2005 - 033.01 SHEET NO: ENGINEER: KK DATE: Ma '05 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 = Nkk6quired Reliability Factor (Maximum) per U.B.C. Section 1630.1.1 Em = Do Eh too = 2 8Q Overstrength Factor per U.B.C. Table 16 -N Ev = 0.18 D Vertical Component per U.B.C. Section 1630.1.1 { Se ismic B ase Shear per U.B.C. Section 1 630.2 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 1 V = Cv I W / (R T), Z = :;;;0.30; Seismic Zone (3) Factor per U.B.C. Table 16 -1 per U.B.C. Section 1633.2.9 Vmax = 2.5Ca I W / (R) Cv= .. 0;5"} "Nv = 0.54 Seismic Factor per U.B.C. Table 16 -R ( Vmin = 0.11 Ca I W Ca= : ; 0,36; "Na = 0.36 Seismic Factor per U.B.C. Table 16 -Q Importance Factor per U.B.C. Table 16 -K Diaphragm Load R =Yr50` Overstrength Factor per U.B.C. Table 16 -N or 16 -P Allowable = 0.161 W H = 18.84 ft from F.F. to roof T = L` {;;0::18` sec Building Period per EQ 30 -8 Soil Profile = k ::...:: , -, Sd .;. Soil Profile Type per U.B.C. Section 1636.2 Seismic Source Seismic Source Type per U.B.C. Table 16 -U — N 1 Near- Source Factor Na per U.B.C. Table 16 -S N Near- Source Factor Nv per U.B.C. Table 16 -T `— v d — i;$I):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 { l Vmin = 0.8 Z Nv I W / R = 0.053 W Minimum Base Shear (Zone 4) per EQ 30 -7 V = 0.66 W Building Base Shear per EQ 30 -4 Ft = 0.07 T V = 0.000 W Concentrated Top Force per EQ 30 -14 t 1 i . V = 0.200 W + Ft Governing Base Shear Allowable = 0.143 W �.. Seismic Load to Walt Anchorage per U.B.C. Section 1633.2.8.1 a ;1:50 Seismic Factor per U.B.C. Table 16 -0 R wall ,- 3 00.`. Overstrength Factor per U.B.C. Table 16 -0 I i1 00 Importance Factor per U.B.C. Table 16 -K hw 2 t 33; ft height of wall element hr 18.8x; 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 i - Fp wall = 0.79 Wp Design Seismic Force to Wall per U.B.C. EQ 32 -2 Allowable = 0.565 W I E t s s E 1 f 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 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 `` .22 , 5 \\ wpx Calc'd Roof Diaphragm Load 1` �1r� �: +: } }: •.�' ....... 1••,} Roof (supporting CMU /concrete walls) Fpx = 0.225 wpx Diaphragm Load per U.B.C. Section 1633.2.9 Allowable = 0.161 W 5/4/2005 Lateral Design CriteriaSeismic'97 (2) E i i 2.0 Wall Anchorage Retrofit ,J i .i Wall Anchorage Design Criteria Per 1997 Uniform Building Code Chapter 16 Division IV i ? 5/4/2005 f _ 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 1 JOB NO: 2005 033 -01 SHEET NO: ENGINEER: KK DATE: May '05 ANALYSIS: Lateral Wall Anchorage Load to Elements per U.B.C. Section 1633.2.8.1 .,.,.,t a.wall — 1.50 Seismic Factor per 1633.2.6.1 R = 3.00 Overstrength Factor per 1633.2.8.1 .-� N = ` ".:100. Near - Source Factor Na per U.B.C. Table 16 -S Ca = 0.36: Seismic Factor per U.B.C. Table 16 -Q `^ ,' I = 1.00 Importance Factor per U.B.C. Table 16 -K i ? 5/4/2005 f _ 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 1 JOB NO: 2005 033 -01 SHEET NO: ENGINEER: KK DATE: May '05 ANALYSIS: Lateral Wall AnchorageWall Anchorage Criteria (2) Wall Anchorage Design Criteria Per 1997 Uniform Building Code Chapter 16 Division IV 1 S T R U C T U R AL E N G I N E E R S JOB NAME: Gateway Corp Center- Building 1 JOB NO: 2005 033 -01 SHEET NO: ENGINEER: KK Wall Anchorage Load to Elements per U.B.C. Section 1633.2.8.1 a = 1.50 Seismic Factor per 1633.2.8.1 R = 3.00 Overstrength Factor per 1633.2.8.1 N. Near - Source Factor Na per U.B.C. Table 16 -S � Ca = 0 364. Seismic Factor per U.B.C. Table 16 -Q ✓� I = 1.00 Importance Factor per U.B.C. Table 16 -K 1 S T R U C T U R AL E N G I N E E R S JOB NAME: Gateway Corp Center- Building 1 JOB NO: 2005 033 -01 SHEET NO: ENGINEER: KK DATE: May '05 ANALYSIS Lateral 7 Z . W QQ � J U U O ' CO WI W =i Jai CO W. W 00 0-. U. Q' N_ = O F. W r Z �O 'w W O: Z U H i Z 5/4/2005 Wall AnchorageWall Anchorage Criteria E I � � y i i i l f i r I I , i i I I a STRUC 5. UYEU TU EN JOB NAME: Gat way Corporate Center Building 1 JOB NO 2005- 033 - SHEET NO: ENGINEER. KK DATE: Ma '05 ANALYSIS: Lateral Seismic Wall Anchorage Typical Sub - Purlins g Code, Chapter 16, Division IV Top of Wall Elevation: 2.53 kip it Diaphragm Elevation: Wood Member Width (Including Shims): it Datum Elevation: M in. ft Wall Thickness: Required Shear Transfer. Zone 4 Hardware Type: Wall Unit Weight: 145.0 pcf Tributary Wall Height: 11.9 ft Tributary Weight: 791.5 pit Seismic Design Acceleration: om W Minimum Wall Anchorage Force: 300.0 pit Calculated Wall Anchorage Force: 372.014 pit Design Wall Anchorage Force: 372.0 pit Anchor Spacing: tt Steel Design Anchorage Force: 4.17 kip Epoxy Anchor Anchorage Force: 2.98 kip Wood Check Anchorage Force: 2.53 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: 2.53 kip Simpson Hardware Design Force: 2.98 kip Wood Member Width (Including Shims): 3.00 in. Wood Member Depth: in. Number of Anchor Assemblies: ft Required Shear Transfer. Zone 4 Hardware Type: CT/T2 24 -6 Simpson Hardware Type: HD5A (see attached letter from Simpson) Zone 4 Allowable Capacity: 5.07 kip Unity Check: 0.50 Simpson Allowable Capacity: 9.44 kip Unity Check: 0.32 Minimum Member Depth for Zone 4 Hardware: 3.50 in. Minimum Member Depth for Simpson Hardwaet 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 Bearing Stress, f,: , Unity Check: in. 2.25 In 1995 psi 562 psi 0.28 OK OK OK OK OK OK 5/412005 2.53 kip 3.50 in. 3.00 in. In. 2x to 4x /P o. 1 ft R psf psf ng Grade: CD Igm Sheathing Thickness: 1/2 in. Anchorage Force: 2.53 kip Tie Development Into Diaphragm Nail Size: 8d Average (E) Nail Spacing: in. Tabulated Nail Capacity: 95.1 lb Diaphragm Shear Transfer Capacity: 270.0 pit Tie -back Length: ft Required Shear Transfer. 158.1 plf Unity Check: 0.59 OK Tie Across Purlin or GLB 16.0 ft Sub-Diaphragm Span: Required Bays: Sub - Diaphragm Aspect Ratio: 1.52 OK Limiting Sub - Diaphragm Aspect Ratio: Length of First Bay: Sub - Diaphragm Shear: ft Nail Size: Length of Second Bay: (E) Average Nail Spacing at GLB: ft Tabulated Nail Capacity: Length of Third Bay: Sub - diaphragm Shear Capacity: ft Unity Check: Total Length of Tie -Back Development: 16.0 ft OK Shear Transfer to Diaphragm: 158.1 pit Tie -Force at 1 st Purlin or GLB: 1.26 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: 2.08 kip Design Tie -Force at 2nd Purlin or GLB: 0.00 kip Number of Assemblies at 1st Tie: Wood Member Width at 1st Tie (w/ or w/o shims): 3.50 in. OK Zone 4 Hardware Type; T2 / CT 24 -6 Simpson Hardware Type: H05A Zone 4 Allowable Capacity: 5.07 kip Unity Check: 0.25 OK Simpson Allowable Capacity: 8.02 kip Unity Check: 0.26 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: T21 CT None Simpson Hardware Type: HD5A Zone 4 Allowable Capacity: 0.00 kip Unity Check: 0.00 OK Simpson Allowable Capacity: 22.16 kip Unity Check: 0.00 OK Total Tie -back Depth: 16.0 ft Sub-Diaphragm Span: ft Sub - Diaphragm Aspect Ratio: 1.52 OK Limiting Sub - Diaphragm Aspect Ratio: 2.50 Sub - Diaphragm Shear: 160.7 pit Nail Size: 8d (E) Average Nail Spacing at GLB: In. Tabulated Nail Capacity: 95.1 lb Sub - diaphragm Shear Capacity: 190.2 plf Unity Check: 0.84 OK Wall AnchorageTyp wall Anchorage Sub purl r Z = 1- iH Z DC W 3U UO Cl) 0: J � CO) LL � } O Ev N _. = d W Z i-' Z 0_ LI Uj =v u- O. . • Z. v= O Z i v � i I j 1 J'. UYPR & A550(,7A'1 LS 1NG. JOB NAME: Gateway Corp Center Building 1 JOB NO 2005- 033 -01 SHEET NO: to ENGINEER KK DATE: Ma '05 ANALYSIS: Lateral � I , 1 Seismic Wall Anchorage _f Typical Sub - Purlins ! g Code, Chapter 16, Division IV i Tension on Net Area Member Net Area: 7.88 in' Size Factor, C 0.00 pif Allowable Tensile Stress, F 1347 psi Tensile Stress on net area, f,: 321 psi Unity Check: 0,24 OK Compression on Net Area Member Net Area: 7.88 in Size Factor, C 0.00 pif Tabulated Compressive Stress w/ Factors, F,*: 2294 psi Modulus of Elasticity: 1700 ksi c factor: 0,80 )(,E: 0.300 F, 678 psi Stability Factor, Cp:, 0.27 Allowable Compressive Stress, F 630 psi Compressive Stress on net area, f,: 321 psi Unity Check: 0.27 OK Flexural Stress Load Combination Considered is D + L + E/1.4 Uniform Dead Load: 16.00 pif Uniform Floor Live Load: 0.00 pif Other Un Dead Load: pi f Size Facactoror, , C CF: n o 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, f 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: 0.36 Bending Unity Check: 0.22 Unity Check per NDS -2001 EQ 3.9-1 0.58 OK Unity Check per NDS -2001 EQ 3.9-2 0.01 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 0.93 OK i i. 1 I i i 5/4/2005 i 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: 2.98 kip Number of Rods: 2 Epoxy Anchor Design Force: 1.49 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. =in. OK Anchor Spacing: 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 (Interpolatec 4.11 kip Allowable Tension w/ Factors: 4.11 kip Unity Check: 0.36 OK Wall AnchorageTyp wall Anchorage Sub purl Z Z'.. t~ W �ar. -J 0 N 0. fn W H N U. WO � W Q v) f.. W Z O �D W. D p U ' N. I . ;O WW LL ~ ` - 0 Z U �; IS. DYER & ASSOCGI TES INC. JOB NAME: Gateway Corp orate Center- Building 1 JOB NO: 2005.033 -01 SHEETNO ENGINEER: KK DATE. Ma '05 ANALYSIS: Lateral 5/5/2005 Wall Anchoragewall Anchorage Rod ' ..�. w >.w...- ;....L:,4� :k.i�..4c,.a. ., � �;.: x�.: �Li: bAb> u: yS' �: if3�I' ir+£ ii%' a: 1 .Yft: qdi'. i:sd, -'�" Z ;= Z w D JU 00. cf) J = H N LL w U. Q U� = �w z rr f-- O Z F— w W U� ON 0 !- WW LO -- z w U= O Z Seismic Wall Anchorage Sub - Purlins With Rod Line 1 and 11 g Code, Chapter 16, Division IV i I 1 ' t f Note- Anchors are designed for straight tension only. For design of anchors with steel angle kickers, use sit angle kicker spreadsheet Wail Anchorage Design Force: 3.61 kip SHEET NO: Number of Rods: 2 ANALYSIS: Lateral Epoxy Anchor Design Force: 1.81 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: M in. in. OK Anchor Spacing: 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 (Interpolates 4.11 kip Allowable Tension w/ Factors: 3.96 kip Unity Check: 0.46 OK j �W D UO CO) D W = J l... CO) U 0 J U. Q N = a �W Z F !— O Z F- W Uj � = Q . U O -: W W H �, LL 0 .• Z N Z Wall Anchoragewall Anchorage Rod 1 5 1 2 5 I 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 1 B Na 2005- 033 - SHEET NO: FEN'r733NEER: KK DATE: Ma '05 ANALYSIS: Lateral i y l i 1 1 i f j 1 ...i 1 i a i f � u) i J i i i i I I --J ; 1. 5. DYEK & AMUGIAIL6 IIV(,'. JOB NAME: Gateway Corporate Center- Building 1 1 JOB NO: 2005 - 033 - SHEET NO: ENGINEER KK OATE: Ma '05 ANALYSIS: Lateral Seismic Wall Anchorage Typical Purlins Per 1997 Uniform Building Code, Chapter 16, Dlvlslon IV Top of Wall Elevation: ft Diaphragm Elevation: ft M in. Datum Elevation: ft (Wall Thickness: 3.50 in. Wall Unit Weight: 145.0 pcf Tributary Wall Height: 11.9 ft Tributary Weight: 791.5 pit Seismic Design Acceleration: W, Minimum Wall Anchorage Force: 300.0 pit Calculated Wall Anchorage Force: 372.014 pit Design Wall Anchorage Force: 372.0 pit Anchor Spacing: ft Steel Design Anchorage Force: 4.17 kip Epoxy Anchor Anchorage Force: 2.98 kip Wood Check Anchorage Force: 2.53 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: 2.53 kip Wood Member Width w/ Shims: Simpson Hardware Design Force: 2.98 kip in. Wood Member Width (Including Shims): 3.50 in. OK Wood Member Depth: ®In. Wood Member Span: Number of Anchor Assemblies: Wood Member Tributary Width: ft o psf Zone 4 Hardware Type: CT/T2 24 -6 Floor Live Load: Simpson Hardware Type: HD5A 0.39 (see attached letter from Simpson) 0.75 in. Zone 4 Allowable Capacity: 5.07 kip Number of Bolts: Unity Check: 0.50 OK Simpson Allowable Capacity: 9.43 kip Unity Check: Unity Check: 0.32 OK ( Minimum Member Depth for Zone 4 Hardware: 3.50 in. OK Minimum Member Depth for Simpson Hardwaer 3.50 in. OK Hardware Design Force: 2.53 kip Wood Member Depth, d: 15.25 in. Wood Member Width w/ Shims: 3.50 in. Wood Member Width No Shims: in. Wood Member Species / Type: 2x to 4x / DF No. 1 �- Diaphragm Shear: Diaphragm Shear Transfer Capacity: Wood Member Span: ft Wood Member Tributary Width: ft o psf Dead Load: psf Floor Live Load: 547.7 pit Bolt Bearing Check 0.39 Hardware Bolt Diameter. 0.75 in. Bolt Bearing Area: 2.63 in' Number of Bolts: 2 Allowable Compressive Stress, F,: 1995 psi Bolt Bearing Stress, f.: 482 psi Unity Check: 0.24 OK 5/612005 ng Grade: CD igm Sheathing Thickness: 1/2 in. Anchorage Force: 2.53 kip Tie Development into Diaphragm Nail Size: 10d �- Diaphragm Span: Average (E) Nail Spacing: in. 1.30 OK Tabulated Nail Capacity: 114.1 lb �- Diaphragm Shear: Diaphragm Shear Transfer Capacity: 270.0 pit 10d Tie -back Length: ft wlated Nall Capacity: Required Shear Transfer: 105.4 pit 547.7 pit Unity Check: 0.39 OK Tie Across Purlin or GLB Required Bays: Length of First Bay: ft Length of Second Bay: It E- ft Length of Third Bay; Total Length of Tie -Back Development: 24.0 ft OK Shear Transfer to Diaphragm: 105.4 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 1 st 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 1st Tie (wl or w/o shims): 3.50 in. OK Zone 4 Hardware Type: T21 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 (w/ or w/o shims): 3.50 in. OK Zone 4 Hardware Type: T21 CT None Simpson Hardware Type: None Zone 4 Allowable Capacity: 0.00 kip Unity Check: 0.00 OK Simpson Allowable Capacity: 22.16 kip Unitv Check: 0.00 OK al Tie -back Depth: 24.0 R �- Diaphragm Span: ft �- Diaphragm Aspect Ratio: 1.30 OK Iting Sub - Diaphragm Aspect Ratio: 2.50 �- Diaphragm Shear: 153.2 pit I Size: 10d Average Nail Spacing at GLB: In. wlated Nall Capacity: 114.1 lb >- diaphragm Shear Capacity: 547.7 pit ty Check: 0.28 OK r Wall Anchoragewall Anchorage - Purlins Z Z' �W D UO CO 0 W W J CO LL W 0. �: U. _: N d = W F^ O: Z F_ 0 ' 0 1 N W W U LL 0 LL! Z . 0 H, Z.. t 1 i --, i , i s t ..r i t { ) I ) I i �...i , } } F j . l i i r r i { 1 i ) i i i { i i j J, UYbl( tr AJ)UU U11 C3 11V L,. JOB NAME: Gateway Corp Center Buildin 1 JOB NO: 2005 - 033.01 SHEET NO: tj ENGINEER: KK DATE: Ma X 05 ANALYSIS: Lateral Seismic Wall Anchorage Typical Purlins Per 1997 Uniform Building Code, Chapter 16, Division IV Tension on Net Area Member Net Area: 50.31 in' Size Factor, C 0.00 pif Allowable Tensile Stress, F,: 808 psi Tensile Stress on net area, f,: 50 psi Unity Check: 0.06 OK Compression on Net Area 1.00 Member Net Area: 50.31 in' Size Factor, C 135.7 in' Tabulated Compressive Stress wi Factors, F,': 1796 psi Modulus of Elasticity: 1700 ksi 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.: 50 psi Unity Check: 0.66 OK Flexural Stress Load Combination Considered is D + L + E/1.4 Unlrorm Dead Load: 72.00 pif Uniform Floor Live Load: 0.00 pif Other Uniform Dead Load: pif Size Factor, C 1.49 kip Volume Factor, C Rod Diameter Zone 4 Hardware: Repetitive Member Factor, C,: 1.00 Allowable Bending Stress, F 1330 psi Section Modulus, S: 135.7 in' Maximum Bending Moment, M: 54675.0 lb-In. Bending Stress, i 403 psi Unity Check: 0.30 OK Combined Bending and Tension Anchor Edge Distance to Top of Wall: Adjusted Gross Area Factor: 1.06 Tension Unity Check:. 0.06 Bending Unity Check: 0.30 Unity Check per NDS -2001 EQ 3.9-1 0.36 OK Unity Check per NDS -2001 EQ 3.9-2 0.27 OK Combined Bending and Compression Minimum Edge Distance: Adjusted Gross Area Factor: 1.06 Compression Unity Check: 0.62 Unity Check Per NDS -2001 EQ 3.9-3 0.69 OK 5/6/2005 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: 2.98 kip Number of Rods: 2 Epoxy Anchor Design Force: 1.49 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: 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 w/ Factors: 4.70 kip Unity Check: 0.32 OK Wall Anchoragewall Anchorage - Purlins i! i- !i I I� i'. s; 1` Z QQ " W W� JU 0 0 , CO) 0' W = CO) LL W O U- Q D = d W Z H. Z0 W O 3 F- W W H U iJL 0 O W Z: O Z i I I I I S T R U C T U R A C E N G I N E E R S JOB NAME: Gateway Corporate Center- Building 1 JOB NO: 2005 - 033 -01 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 For Walls On Lines 1 811 1 i ..l i 1 I i Seismic Element Load per U.B.C. Section 1632 Fv: '. ;::.' 3060., Ibs (per NSD Table 8.313) Seismic Tension Force at Girder /Beam Fgt: 2980:0: Ibs Max. Edge Distance of Anchor Em: ;':.18.00 in Max. Distance of Thru Bolt to Panel Dm: : '45.00. in ' Seismic Tension Force at A.B. Fpt: . Ibs Seismic Shear Force at A.B. Fpv: .. , 1192 Ibs Number of Pairs of Steel Angles Rtc: 1 Number of A.B's at End of Each Angle n: ; : 1 # of Thru Bolts at Beam n::" : .. Interpolated Allowable Tension / fc Total Number of A. B.'s at Panels 4111 Ibs 2 Total Number of Thru Bolts at Beam Allowable Tension /Steel Rod (note 1) 2 Check Thru Bolts at Girder /Beam Width of GLB /Purlin b: 1;4:6:75: in Specific Gravity Density of GLB /Purlin G:.' ::` 0461 Diameter of Thru Bolts (E) Wall Fv: '. ;::.' 3060., Ibs (per NSD Table 8.313) Factored Double Shear Capacity Fv: 2nd pair of steel angles (increase 33% for seismic check) Double Shear Load at Each Thru Bolt Fb: Pair of Steel Angles (a factor of 0.85 is multiplied for wood) Unit Check UC: GLB/Parlin Double Shear Capacity Fv: '. ;::.' 3060., Ibs (per NSD Table 8.313) Factored Double Shear Capacity Fv: 4070.: Ibs (increase 33% for seismic check) Double Shear Load at Each Thru Bolt Fb: 1267 Ibs (a factor of 0.85 is multiplied for wood) Unit Check UC: 0.31 OK Check Epoxy Anchor Bolts Use Simpson SET Epoxy Anchors per ICBO Report #5279 Demonds Anchor Tensile Load Fb: 1490 Ibs Anchor Shear Load Vb: 596 Ibs Anchor Tensile Capacity 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 psi D: ; -`0:75 in. sp'' :36.0 in. E:; ! 350 in. ED:' 60in. Ibs Interpolated Allowable Shear tmin: 5.3 in. c min: 1.750 in. s cr: 14.000 in. c_cr. 5.250 in. Rts: Tmax:. Rtc: 0.480 fsp: 1.00 fed: 1.00 Allowable Shear @ 3 -3/8" (by edge dist V1: '`, :1735:Q Ibs Allowable Shear @ 6 -3/4" (by A307) V2 :.::::81),0`0 Ibs Maximum Allowable Shear (A307) Vmax: ``4310:0, Ibs Interpolated Allowable Shear V'all: 1897.0 Ibs Allowable Shear w/ Reductions (note 1) Vall: 2523.1 Ibs Shear Unity Check Uv: 0.24 OK Minimum Embedment Emin::;:• : 3,38 in. Upper Bound Embedment Eub:' ': •:`.; "6;75 in. Allowable Tension @ 3 -3/8" / 2000 psi T1: :�-, 3864;0. Ibs Allowable Tension @ 3 -3/8" 14000 psi T2:; "; r3,864;0 Ibs Allowable Tension @ 6 -3/4" / 2000 psi T3-' 105250 Ibs Allowable Tension @ 6 -3/4" / 4000 psi T4:.:,>::.:A0620 0 Ibs Allowable Tension /Steel Rod (A307) Tmax:. ?8460:0" Ibs Interpolated Allowable Tension / 2000 psi Ta112: 4111 Ibs Interpolated Allowable Tension / 4000 psi Ta114: 4114 Ibs Interpolated Allowable Tension / fc T'all: 4111 Ibs Allowable Tension /Concrete w/ Reductions Tcon: 5467 Ibs Governs Allowable Tension /Steel Rod (note 1) Tstl: 8037 Ibs Final Allowable Tension Tall: 5467 Ibs Tension Unity Check Ut: 0.27 OK Combined Anchor Tensile and Shear Capacity Tension Unity Check Shear Unity Check Combined Unity Check Ut: 0.27 Uv: 0.24 U: 0.51 OK i Note: 1. The allowable Is divided by a factor of 1.41f 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 i 5/5/2005 Wall AnchorageEpoxy angles -line 1,11 i zz Q S Z. UO. N0 . W = _I . CO L, W O. 9 _ U. =. Z CV I. W, zr I O W W �0 O -. 0 H W W H U. O. iJll z Co O z 1 3.0 Continuity Cross -Tie Retrofit i LS, DYER & ASSOCIATES INC. JOB NAME: Gateway Corp Center Building 1 1 JOB NO 2005 - 033 - SHEET NO: ; ENGINEER. KK DATE: Ma '05 ANALYSIS: Lateral I Seismic Wall Anchorage Continiouty TiesN -S 1 Per 1997 Uniform Building Code, Chapter 16, Division IV i t .. I 3 1 t � E� 1. E 1. 71 Top of Wall Elevation: ft Diaphragm Elevation: ft M in. Datum Elevation: It Wall Thickness: 6.75 in. Wall Unit Weight: 145.0 pcf Tributary Wall Height: 11.9 It Tributary Weight: 791.5 plf Seismic Design Acceleration: W" Minimum Wall Anchorage Force: 300.0 plf Calculated Wall Anchorage Force: 372.014 plf Design Wall Anchorage Force: 372.0 plf Anchor Spacing: it Steel Design Anchorage Force: 12.80 kip Epoxy Anchor Anchorage Force: 9.14 kip Wood Check Anchorage Force: 7.77 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: 7.77 kip Average (E) Nail Spacing: Simpson Hardware Design Force: 9.14 kip 95.1 lb Wood Member Width (Including Shims): 6.75 in. OK Wood Member Depth: in. Required Shear Transfer: Number of Anchor Assemblies: Unity Check: 0.46 OK Zone 4 Hardware Type: CTIf2 44 -6 Simpson Hardware Type: HD6A (see attached letter from Simpson) Zone 4 Allowable Capacity: 10.37 kip Unity Check: 0.75 OK Simpson Allowable Capacity: 12.81 kip Unity Check: 0.71 OK Minimum Member Depth for Zone 4 Hardware: 3.50 in. OK Minimum Member Depth for Simpson Hardwarr 3.50 in. OK Hardware Design Force: 0.88 in. 4.48 In 3 2195 psi 578 psi 0.26 OK 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 Boll Bearing Stress, f.: Unity Check: 4 � 5/5/2005 I .J 7.77 kip 36.00 in. 5.13 in. in. Glu -Lem 24 - 4 n It psf psf Sheathing Grade: CD Diaphragm Sheathing Thickness: 1/2 in. Design Anchorage Force: 7.77 kip Tie Development Into Diaphragm Nail Size: 8d Average (E) Nail Spacing: in. Tabulated Nail Capacity: 95.1 lb Diaphragm Shear Transfer Capacity: 190.2 plf Tie -back Length: it Required Shear Transfer: 88.3 plf Unity Check: 0.46 OK Wall AnchorageContin TiesN -S Z > W JU 0 0 0 W3: J H CO) LL W0 95 LL Q ca_ d = W Z Z 0 W W W W ' - 0: lil Z; U N. Z i i D YER & AS50CIATES IVC. JOB NAME: Gateway Corporate Center- Building 1 JOB NO: 2005 - 033 -01 SHEET NO: ENGINEER: KK DATE: Ma '05 ANALYSIS: Lateral Seismic Wall Anchorage { Continiouty TiesN -S " Per 1997 Uniform Building Code, Chapter 16, Division IV Tension on Net Area Member Net Area: 179.38 in '243 Size Factor, C F . 0.00 plf Allowable Tensile Stress, F t : 1463 psi Tensile Stress on net area, f,: 43 psi 31.99 Unity Check: 0.03 OK Compression on Net Area 1.00 Member Net Area: 179.38 In Size Factor, C F : 243 Tabulated Compressive Stress w/ Factors, F.*: 2195 psi Modulus of Elasticity: 1800 kst c factor. 0.90 K.E: 0.418 F C E: 5858 psi Stability Factor. Cp: 0.95 Allowable Compressive Stress, F,: 2080 psi Compressive Stress on net area, 43 psi Unity Check: 0.95 OK Flexural Stress Load Combination Considered is D + L + E/1.4 Uniform Dead Load: 270.16 plf Uniform Floor Live Load: 0.00 plf Other Uniform Dead Load: plf Size Factor, C F : Volume Factor, C Repetitive Member Factor, Cr: 1.00 Allowable Sending Stress, F b : 2068 psi Section Modulus, S: 261.6 in' Maximum Bending Moment, M: 468457.4 lb-In. Bending Stress, f b : 1791 psi Unity Check: 0.87 OK Combined Bending and Tension Adjusted Gross Area Factor: 0.57 Tension Unity Check: 0.05 Bending Unity Check: 0.87 Unity Check per NDS -2001 EQ 3.9-1 0.92 Say 01 OK Unity Check per NDS- 2001.EQ 3.9-2 0.54 OK I I 5/542005 I .J Wall AnchorageContin TiesN -S Y Y i y { v i i i i' 5 t t i i 7 t i { S 1 ; j ..1 S. DYER %7 ASSUGIAI ES LING: JOB NAME: Gateway Corporate Center- Building 1 JOB NO 2005. 033 -01 SHEET NO: ENGINEER. KK DATE: Ma '05 ANALYSIS: Lateral I Seismic Wall Anchorag7 Continiouty Ties E -W Per 1997 Uniform Building Code, Chapter 16, Div t Top of Wall Elevation: ft Diaphragm Elevation: It Datum Elevation: ft Min. Wall Thickness: in. Wall Unit Weight: 145.0 pcf Tributary Wail Height: 11.9 ft Tributary Weight: 791.5 pif Seismic Design Acceleration: % Minimum Wall Anchorage Force: 300.0 plf Calculated Wall Anchorage Force: 372.014 pif Design Wail Anchorage Force: 372.0 plf Anchor Spacing: ft Steel Design Anchorage Force: 12.50 kip Epoxy Anchor Anchorage Force: 8.93 kip Wood Check Anchorage Force: 7.59 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: 7.59 kip Simpson Hardware Design Force: 8.93 kip Wood Member Width (Including Shims): 3.50 in. OK Wood Member Depth: in. Number of Anchor Assemblies: 8d Zone 4 Hardware Type: CT1T2 44 -6 Simpson Hardware Type: HD6A (see attached letter from Simpson) Zone 4 Allowable Capacity: 10.37 kip Unity Check: 0.73 OK Simpson Allowable Capacity: 12.81 kip Unity Check: 0.70 OK Minimum Member Depth for Zone 4 Hardware: 3.50 in. OK Minimum Member Deta for Simoson Hardwan 3.50 in. OK Hardware Design Force: 7.59 kip Wood Member Depth, d: 15.25 in. Wood Member Width w/ Shims: 3.50 in. Wood Member Width No Shims: in. 9 Wood Member Species / Type: 2x to 4x o.1 Nail Size: 8d Wood Member Span: ft Wood Member Tributary Width: ft Epsf Dead Load: psf Floor Live Load; it Bolt Bearing Check 58.4 pif Hardware Bolt Diameter: 0.88 In. Bolt Bearing Area: 3.06 In Number of Bolts: 3 Allowable Compressive Stress, F a : 1796 psi Bolt Bearing Stress, f 826 psi Unity Check: 0.46 OK i i i 5/512005 Sheathing Grade: CD Diaphragm Sheathing Thickness: 1/2 in. Design Anchorage Force: 7.59 kip Tie Development Into Diaphragm Nail Size: 8d Average (E) Nail Spacing: in. Tabulated Nail Capacity: 95.1 lb Diaphragm Shear Transfer Capacity: 190.2 plf Tie -back Length: it Required Shear Transfer: 58.4 pif Unity Check: 0.31 OK Wall AnchorageContin Ties E -W 4 i s i 4 . s r i i i . 1 i i JOB NAME: Gateway Corporate Center Building 1 JOB NO: 2005- 033 - SHEET NO: ENGINEER: KK DATE: Ma '05 ANALYSIS: Lateral i I Seismic Wall Anchorage t Continiouty Ties E -W j Per 1997 Uniform Building Code, Chapter 16, Division IV Tension on Net Area Member Net Area: 49.88 In 53.38 Size Factor, C Other Uniform Dead Load: plf Allowable Tensile Stress, F,: 686 psi Volume Factor, C Tensile Stress on net area, f,: 152 psi 142.2 Unity Check: 0.22 OK Compression on Net Area Maximum Bending Moment, M: 79881.1 Ib-in. Member Net Area: 49.88 In? Unity Check: Size Factor, C ® 53.38 Tabulated Compressive Stress w/ Factors, F.*: 1616 psi Modulus of Elasticity: 1600 ksi Z H. W W` c factor: 0.80 K r: 0.300 O FoE 1281 psi Stability Factor, Cp: 0.61 Allowable Compressive Stress, F,: 980 psi Compressive Stress on net area, f�. 152 psi Unity Check: 0.61 OK Flexural Stress Load Combination Considered is D + L + E/1.4 Uniform Dead Load: 88.00 plf Uniform Floor Live Load: pif Other Uniform Dead Load: plf Size Factor, C ® 0.00 Volume Factor, C — 1 0 � Repetitive Member Factor. C,: 1.00 Allowable Bending Stress, F 1317 psi Section Modulus, S: 135.7 in' Maximum Bending Moment, M: 79881.1 Ib-in. Bending Stress, f 589 psi Unity Check: 0.45 OK 0.82 { i , , 5/5/2005 1 , i Wall AnchorageContin Ties E -W Z } ,! J U U O' NQ W. W J H N LL Q. U. W F— O Z H. W W` ' _, U 0; co O 13 W W' H V, U . W Z' 0 Z I t r . s i 1 i IS. DYER & ASSOCIATES INC. JOB NAME: Gateway Corporate Center- Building I Retrofit JOB NO: 2005.033.01 SHEET NO: C20 ENGINEER: K. Kiasaleh DATE: May -05 ANALYSIS: I i 1 Seismic Retrofit Nailed Metal Strap Connection - Alternative Detail In Accordance with the 1997 UBC, 2001 NDS (ASD) and AISC 9th Ed. } Strap Description Wood Member Receivin Nails 4" Wide x 14 Ga with 24 - 10d Nails Each Side Wood Member Min Width, 3.500 in 1 Wood Species, Douglas Fir -Larch I - Specific Gravity, 0.500 Nails Nail Type, 10d Short Length, 1.500 in Shank Diameter, 0.148 in i Strap Strength ` f -- - -__ - -- Load Duration Factor, 1.330 Total Nails Each Side Strap, 18 Strap Width, - 4.000 in Thickness (18 Ga), t = 0.075 in I ) Min Steel Yield Stress, Fy = 33 ksi Gross Cross - Sectional Area, Ag = 0.300 in ^ 2 -' Net Area through Nail Holes, Anet = 0.278 in ^2 Max Net Area (0.85 ° Ag), Amax = 0.255 in ^2 ,I i { Effective Net Area, Ae = 0.255 in ^2 Allowable Tension Stress, Fa = 19.800 ksi Allowable Stress Increase, 1.000 {{ 1 _ , Max Allowable Strap Tension (ASD), T = 5,049 Ibs i T/1.4= 3,606 Ibs Ca acib 3,239 Ibs -.. _.l f I i M f Nails Nail Type, 10d Short Length, 1.500 in Shank Diameter, 0.148 in Nailing Rows, 2 Allowable Shear Per Nail (NDS Table 11P), 115 Ibs Load Duration Factor, 1.330 Total Nails Each Side Strap, 18 Total Nail Capacity in Shear (ASD), 2,753 Ibs T/0.85= 3,239 Ibs r � � 4A Diaphragm and Chord Retrofit & ASSOMTES INC. 1. S. DYER S T R U G T U R A L E N G I N E E JOB NAME: Gateway Corporate- Building I IJOB NO: 2006-033.01 ISHEET NO: IENGINEER: KK I DATE: Ma '05 ANALYSIS: Lateral Retrofit of (E) Diaphragm and Chord Members Seismic Force in N/S Direction Diaphragm fro 1i to Depth of Diaphragm: 120 ft Diaphragm from to A Wall thickness: 5.5 in Force in the chord: 6.14 Seismic Direction" mass along this wall: Pilaster equivalent: 0 in Unity check: 0 OK Total Wall thickness: 5.5 in Length: : , 4 1 . 12 ' 33; ft Roof elevation: :21 ft 2906.4 plf mass along this wall: 33 plf Top of wall elev.: 21 3, ft Diaph, Accelera. Coeff. 0.161 allowable Seismic force at Diaph.: 467.1 plf 1 5-1/2" thick wall 6 L 0" Reaction at each shear wall: 26.2 kips D D Z' Diaph. Shear at S.W.: 218.6 pif Added Load on Line— AK0 lb I :;� Roof Diaph. Shear Distribution Diaph. Shear at S.W.: 218.6 pif ft - Rm' KO 0 4,4p'i u, 1 20"; it 7 4 (E) Roof Nailing Paterns Z Nailing Cont. Panel Other Capacity Result U.C. A Symbol edges 1 5-1/2" thick wall 6 Depth of Diaphragm: 120 ft at mid span Dist. From S.W.: 56.165 Force in the chord: 6.14 (E) chord mass along this wall: pif 8.51 Unity check: 0 OK Lateral Design Criteria Total mass: 2906.4 plf W 11.1 ti Diaph, Accelera. Coeff. 0.161 allowable Seismic force at Diaph.: 467.1 plf L 0" Reaction at each shear wall: 26.2 kips Z' Diaph. Shear at S.W.: 218.6 pif Added Load on Line— AK0 lb I :;� Diaph. Shear Distribution Diaph. Shear at S.W.: 218.6 pif The (E) plywood is 1/2" thick, O.S.B. 8d @612 (E) Roof Nailing Paterns Nailing Cont. Panel Other Capacity Result U.C. Symbol edges edges Line 18 & 21 (E)dwgs Diaph. Shear at 1 1,541 ft from center. in 156.34 pif '4 in plf 6 360 OK 0.43 Diaph. S ft S hear at from center: 2 2112 )18 63 pif 6 530 OK 0.41 Check and Retrofit on Chord Members: Depth of Diaphragm: 120 ft at mid span Dist. From S.W.: 56.165 Force in the chord: 6.14 (E) chord (E)2 - #4, Gr. 40 Capacity, k: 8.51 Unity check: 6.72 OK Lateral Design Criteria 5/6/2005 JOB NAME: Gateway Corporate- Building I JOB NO: 2005 ISHEET NO: 1Q IENGINEER: KK IDATE: Ma '05 ANALYSIS: Lateral E) Diaphragm and Chord Members Seismic Force in N/S Direction A Wall thickness: 5 5 in Retrofit of 0. in Total Wall thickness: 5.5 in ft Roof elevation: Diaphragm from to ft Diaphragm from to Seismic Direction Nailing Length: U.C. mass along this wall: 91 edges 6 (E)dwgs D in in plf 160.58 If � 100 ft 6 270 OK 0.66 plf ........ . . . . . . . . . . In 6 360 OK A 6 323.29 Of 21/2 6 530 as orig this wall: ma ss al 32�.I; 421.07 pif Total mass: 2664.4 6 629 Diaph. Accelera. Coeff 0.161 631.60 plf Seismic force at Diaph.: 428.2 6 982 Reaction at each shear wall: 63.2 Diaph. Shear at S.W.: 631.6 Diaph. Shear Distribution The (E) plywood is 1/2" thick, O.S.B. 8d @6:12 Line 6 & 18 Diaph. Shear at i ' ft from center. Diaph. Shear at 151.1 Diaph. Shear at I N " , -3 P ft from center. ft from center: Diaph. Shear at 46 Diaph. Shear ft from center: ft from center: I . at Check and Retrofit on Chord Members: Depth of Diaphragm: at mid span Dist. From S.W.: 147.5 Force in the chord: 51.76 (t) chord (E)2 - #4, Gr. 40 _j Capacity, k: 8.51 Unity check: 6.08 E) Diaphragm and Chord Members Seismic Force in N/S Direction A Wall thickness: 5 5 in Pilaster equivalent: 0. in Total Wall thickness: 5.5 in ft Roof elevation: ft plf Top of wall elev.: ft plf pif allowable plf kips plf Added Load on Line— lb Diaph. Shear at S.W.: 631.6 pif (E) Roof Nailing Paterns Nailing Cont. Panel Other Capacity Result U.C. Symbol edges edges (E)dwgs in in plf 160.58 If � 6 6 270 OK 0.66 plf 4 6 360 OK 0.68 323.29 Of 21/2 6 530 OK 0.68 421.07 pif 6 6 629 OK 0.74 Overlay 631.60 plf 21/2 6 982 OK 0.64 Overlay 90 ft at mid span 147.5 51.76 1/4"x5" Plate 59.85 0.76 NG OK Lateral Design Criteria 5/6/2005 t b'd ft ft in middle i JOB NAME: Gateway Corp Building 1 JOB NO: 2005 033.01 SHEET N0: ENGINEER: KK DATE: Ma '05 ANALYSIS: Lateral { I I ... Retrofit of (E) Diaphragm and Chord Members Seismic Force in N/S Direction I ! I ! Diaphragm from ;;K ;;1t3 to 21.0 Diaphragm from E' to A i Seismic Direction i Length: 37.917 ft mass along this wall: 1065.63 plf Pilia!ii?r al 20' ox: 18 5 -1/2" thick wall 2 �..• 5 Roof 12.0 psf*'` S W ` R Roof 1440'0 pif A 7 . A mass along this wall: "1065.6 pif i Total mass: 3571.3 pif -,. Diaph. Accelera. Coeff: 0.161 allowable Seismic force at Diaph.: 574.0 pif Reaction at each shear wall: 10.9 kips i Diaph. Shear at S.W.: 90.7 plf .t Diaph. Shear Distribution I The (E) plywood is 1/2" thick, O.S.B. 8d @6:12 Line 18 i i - ; Diaph. Shear at ft from center: - Line 21 Diaph. Shear at 1 iff 0j ft from center: Check and Retrofit on Chord Members: Depth of Diaphragm: 120 ft ` ...j at mid span Dist. From S.W.: 18.9585 - Force in the chord: 0.86 (E) chord (E)2 - #4, Gr. 40 Capacity, k: 8.51 ! Unity check: 0.10 OK ! Lateral Design Criteria i i Wall thickness: Pilaster equivalent: Total Wall thicknes Roof elevation: Top of wall elev.: 120: ft Added Load on Line --- ` `''��' Ib Diaph. Shear at S.W.: 90.7 pif (E) Roof Nailing Paterns Nailing Cont. Panel Other Capacity Result U Symbol edges edges (E)dwgs in in plf 90.68 plf u� 6 6 270 OK in in plf 90.68 pifA 6 6 270 OK } Z . W' 5.5 in U O N 0: 0 i WW s: 5.5 in .� 24.0 ft ! H 27.5 ft N LL.' W O, U. t+ = d I- W Z i O ZZ H. O �, ,W W` 0 ! j LL. 0 tll Z U CO) Z .C. GE^� 0.34 X Z. , 6 J4 0.34 + + i 5/6/2005 Wall thickness: Pilaster equivalent: Total Wall thicknes Roof elevation: Top of wall elev.: 120: ft Added Load on Line --- ` `''��' Ib Diaph. Shear at S.W.: 90.7 pif (E) Roof Nailing Paterns Nailing Cont. Panel Other Capacity Result U Symbol edges edges (E)dwgs in in plf 90.68 plf u� 6 6 270 OK in in plf 90.68 pifA 6 6 270 OK } Z . W' 5.5 in U O N 0: 0 i WW s: 5.5 in .� 24.0 ft ! H 27.5 ft N LL.' W O, U. t+ = d I- W Z i O ZZ H. O �, ,W W` 0 ! j LL. 0 tll Z U CO) Z .C. GE^� 0.34 X Z. , 6 J4 0.34 + + i 5/6/2005 5 Drag Connection Retrofit , i� I J. S. DYER & ASSOCIATES INC. JOB NAME: Gateway Corporate- Building 1 JOB NO: 2005 - 033.01 SHEET NO: I$. ENGINEER: KK DATE: May '05 ANALYSIS: Lateral Lateral Design Criteria/Calculation Paper 5/4/2005 1 i ) i l f I• I i i 4 t j _1 { i , 1 � 7 i 1 i i t r • IN S T R U C T U R A L E N G I N E E R S JOEI NAME: Gateway Corp Center- Building 1 JOB NO: 2005- 033 -01 1 SHEET NO: ENGINEER: KK DATE: Mar 03 ANALYSIS: Wall Anchorage - Detail 3 /S3 Analysis of Drag Connection a@ Concrete Shear Wall Drag Along Shear Wall on Grid 4.5 & 7.5 Check Epoxy Anchor Bolts Use Simpson SET Epoxy Anchors per ICBO Report #5279 Demonds Drag Force F k Anchor Shear Capacity Only Concrete Compressive Strength fc:. 2000.0 psi Anchor Bolt Diameter D: - 0;75 in. Anchor Spacing sp:: 6,0: in. Anchor Embedment E: 3.50` in. Anchor Edge Distance ED:..; '; .'_ 6:0. in. Minimum Anchor Spacing s_min: 3.375' In. Minimum Concrete Thickness tmin: 5.3 in. Minimum Edge Distance c min: 1.750 in. Critical Anchor Spacing (4.OED) s cr: 14.000 in. Critical Edge Distance (1.5ED) c cr: 5.250 in. Reduction Factor at s_min Rts: :0.890 Reduction Factor at c_min Rtc: 0.480 Spacing Reduction Factor fsp: 0.92 Edge Distance Reduction Factor fed: 1.00 Anchor Shear Capacity Total Seismic Reaction: Allowable Shear @ 3 -3/8" (by edge dist.) V1: .1735:0 Abs Allowable Shear @ 6 -3/4" (by A307) V2: 6110.0 Ibs Maximum Allowable Shear (A307) Vmax: 4360.0; Ibs Interpolated Allowable Shear V'all: 1897.0 ibs Allowable Shear w/ Reductions Vail: 2314.1 Ibs Number of anchor bolts: n: 48.2 Number of anchor bolts Used: iwF3 49 03 load per bolt: nb: 2278.6 Ibs Shear Unity Check: Uv: 0.98 OK Anchor Tensile Capacity Only Minimum Embedment Emin:.. '3.38 in. Upper Bound Embedment Eub: 6:75. in. Allowable Tension @ 3 -3/8" / 2000 psi T1: 3864.0 Ibs Allowable Tension @ 3 -3/8" 14000 psi T2: 3864:0 Ibs Allowable Tension @ 6 -3/4" / 2000 psi T3: 10525.0' Ibs Allowable Tension @ 6 -3/4" / 4000 psi T4:. 10620.0 Ibs Allowable Tension /Steel Rod (A307) Tmax: 8460:0 Ibs Interpolated Allowable Tension / 2000 psi Ta112: 4111 Ibs Interpolated Allowable Tension / 4000 psi Ta114: 4114 Ibs Interpolated Allowable Tension I fc T'all: 4111 ibs Allowable Tension /Concrete w/ Reductions Tcon: 5014 Ibs Allowable Tension /Steel Rod Tstl: 11251.8 Ibs Final Allowable Tension Tall: 5014 Ibs Number,of anchor bolts: Number of anchor bolts Used: Load Per Bolt: Shear Unity Check: Tube Connection At Intersecting Beams Tube: Length Of Tube: HS812i8xi?) Lt: Q?£' -f',24 ft Area of Tube: sq -in Bolt Size at intersecting Beams: Minimum Yeild Strees: Fy: 46 ksi Number of Bolts: Load Duration Factor: Bolt Tention Capacity: Overdesign Factor: Omega: Tention Capacity of The Bolt Group: .Tensile capacity of tube: Tt: 754.40 kips Bolt Demand: Unity Check: Allowable Comperation Capacity Of Tube a 73pU; kips Weld Size Used: Comperation Capacity Of Tube: 294.10 Weld Capacity per Inch: Demand: 156.31 k Weld Length: Weld Capacity: Unity Check Uv: 0.90 OK Unity Check: Braced @ 24 feet on center Shear Transfer Between Tube And Existing Beam: Existing Beam: P&31WZI /2 GLM Total Seismic Reaction: Fs: kips Length Of Diaphragm: Ld: ; %',1f,2 ft Force per it of diaphragm: vd: 1139.29 Ibslft Load Duration Factor: MIT .;1rj Overdesign Factor. Omega:...??',�; j? Demand: 1595.00_ kips Allowable Bolt shear in ( E) Member: 1 Vb: ` i" 12 ., -' Ibs F +2 i+i �`S; Capacity Of Bolt shear in (E) Member: Vb: 2040 Ibs Spacing Of The Bolt: Sb: 1.79 ft 5/6/2005 n: 22.3 jr ,.,, nb: 4854.35 Ut: 0.97 nb:Y �,a�l tik Tb: z z .'W&Ibs Tc: 197.88 kips 156.31 kips U: 0.79 OK Rw: 6.31 Lw: Y3fi:[Oi in 227.16 kips U: 0.69 OK Wall AnchorageDrag With Tube i Z U U O . N Q. N W =: r P. CO) LL` W 0 U- Q c Z 1- ;O co Q F- WW �U - 0 U N' O Z .... r'�I ....J i I 1 a i i � J . S. D YEE & ASSOCIATES INC. JOB NAME: Gateway Corporate- Building 1 JOB NO: 2005- 033.01 SHEET NO: L- ENGINEER: KK DATE: May'05 ANALYSIS: Lateral 1 1 � ' f Lateral Design Criteria /Calculation Paper 5/4/2005 ,l i n� '.1 1 � t i I i 1 I .' f f , f I f � 44 ..J 1, r r ._.. I , I i Company J.S. Dyer & associates May 9, 2005 Designer KK 10:12 AM Job Number : 2005.033.01 Gateway Corporastion Center- Building 1- Line A Checked By: Envelope Redesign Shapes Act , Section Member Current Suggested Alternate Shapes �_— Set Label Choice 1 st Choice Choi 3rd Choice 4th Choice Redesign Not Performed..._ - Basic Load Case Data BLC No. Basic Load Case Category Category Gravity Load Type Totals Description Cod _ _ Description X — Y Nodal Point Dist. D ead DL I Dead Load ► 1 2 1 6E 2 ' =Q,," , r T _ ' Roof live :RLL fit. RoofiLtve'Load r .. 3 Floor Live EL �hve Loa 2 M. -- z., r� f . :,Seismic..:_ L <" "a e ?L d;a�r .;r .: ':... �` . 1 i _. i .. `.Ea C1 a 1 Boundary Conditions Joint Label X Translation Y Translation Rotation __.. _(K/in) .._. _ ( - -- — - K- ft/rad S1 Reaction Reaction I Reaction Member Distributed Loads, Cate-gory: DL, BLC 1 :Dead Member Label I J oint _ _ _ r J Joint _ — Load Patter Label Pattern Multiplier (— BEAM ._ -. _ ..,. .R ---------- I--- - - - - -- R2 T UNIFO . _ . 0 - -- Member Distributed Loads, Category: RLL, BLC 2: Roof live Membe La bel r I Joint J Joint Load Pattern Label Pattern Multiplier BEAM - - ----- - - - — UNIFORMY. Member Distributed Loa ds Category : LL, BLC 3: Floor Live Member La bel I Joint J_ Joint _ L oad Patter Label Pattern Multiplier BEAM - _ _ -. - -.1 - _R — -i —__— R2 --_ �— UNIFO Distributed Load Patterns Pattern Label Direction Start Magnitude End Magnitude Start Location End Location -- �K /ft, F (Ft or % L (F } UN FOR IMX _ ) X — 1 I -1 �- 0 0 i —aFORMY= C _ j RISA -2D Version 5.1b [M:\2005.033.01 Gateway Corp Ctr Bldg 1, Seattle, WA\ Calculations \Excel \momedREfgmle Line E z W W� U O �o CO ~ ca U. W O LL 4 N = Cy H =. ~ O. z H LU 2 5. =) o' O CO) W —` li.. Z U =` O z Steel Design / NDS Parameters Member Section Length Lb out Lb in L comp Cb Sway Label Set le out le in le K out K in CH Cm B out in Company J.S. Dyer associates May 9, 2005 Designer KK 10:12 AM Job Number 2005.033.01 Gateway Corporastion Center- Building 1- Line A Checked By: Dynamics Input pg. Number of 96 '3 A' Acceleration of Gravity 32 (FUseCA 2) Converg_e No _� �®rk V�ectqrs, Materials (General Material Label Young's Modulus Shear Modulus Poisson's Thermal Goef. Weight Density Yield Stress R1 (Ksi) Sections Ratio (per 1 OA5 F),. 01RO F*� — 9Z RIO STL-50 29000 11154 T 3 .65 .49 50 1 3 5� 4 6 X 5 _ STL-46 11154 .3 .65 .49 46 Global Steel Code AISC 9th Edition ASD 0 h g'_ , r "'p Include Shear Deformation Yes R1 Re esiqn Sections Yes 01RO F*� — 9Z Joint Coordinates Joint Label X Coordinate Y Coordinate Joint Temperature S1 0 f 0 0 h g'_ , r "'p Pm g 1, Wtv i R1 0 1 21.33 0 I 1 1 3 0 . 000 000 I 4 01RO 4 RIO Envelope Joint Displacements Joint Label X Translate Y Translate Rotate /In% I r 11n1 I r 1rnrfl;;n_-0 I r S1 *04 0 0 WO, OTHF, max i ME 6 FOR 6 P 6. 101000 ; �J' OXIOMPUPOW"i S2 max 0.000 1 3 0 . 000 000 I 4 0.000 4 R1 max 1.411 1 3 0.002 3 1 0.002 4 R2 max 1.395 1 3 1 0.002 i 4 0.002 1 & W Envelope Drift Report Story X Direction Number Joint Label Drift Lc % of Ht. No Stories Defined Joint LoadslEnforced Displacements, Category DL, BLC I Dead Joint Label [L]oad or Direction Magnitude _ i s l acemf Lnt (K, K-ft, In rad) R1 L y 0 '0 ow RISA-2D Version 5.1 b [M:\2005.033.01 Gateway Corp Ctr Bldg 1, Seattle, WA\Calculations\Excel\momedREfgma-- Line E z W 00' to 0 W UJI CO U. U.1 0 U. Cf W z 0 W U ji o cf), W LL 0 z CO) L) P 0 Company J.S. Dyer associates May 9,2005 Designer KK 10:1 AM Job Number 2005.033.01 Gateway Corporastion Center- Building I- Line A Checked By:_ Joint Loads /Enforced Displacements, Cate-gory: RLL, BLC 2: Roof live Joint Label [L]oad or Direction Magnitude PfLsp Laqerperit n d RI L Y 0 2 Y Joint Loads /Enforced Displacements, Cate-gory: LL, BLC 3: Floor Live Joint Label [L]oad or Direction Magnitude splacement K, K±dj rad) L Y 0 !7.u.�'!" t. -imv , 7_1 * , ' * Y" Joint Loads /Enforced Displacements, Cate-goly: EL, BLC 4: Seismic Joint Label [Ljoad or Direction Magnitude P]ispjacemerLt_.- S2 AR I max iff�fh.' K-ft, In, rad) R1 Reaction Totals X —(K 74.8 Envelope Reactions 1 4 O3 1 WA4;698 ':"T Joint Label X Force Y Force Moment (K) Lc (K) 38.602 4 22.327 Lc 4 -ft 424.595 Lc WE% 4 4! k Ih"'F 36 I. 1 9,7 9 3 S1 max 0.000 - UB - LU H 1' X �0'000: W-COL S2 AR I max iff�fh.' 1 36.198 4 � -A VA 1 22.327 3 435.768 3 Reaction Totals I max 1 74.8 4 1 14.698 1 4 O3 1 WA4;698 ':"T Load Combinations Num Descrintion Fnv W. PD SRSS rn R1 r Pnr R1 r. Pnntnr R1 1:!ne•fnr R1 r Gorfnr Material Takeoff Section Set Database Shape Total Length Total Weight TO PIPECOLQMK PIPE 10.OX 0.000 - UB - LU H 1' X �0'000: W-COL W14X145 42.66 7, L 0X173 491T' 6.198 ROOFBEAM2 W16X26 0.000 1 0.000 Total Weights_: 14.698 RISA-213 Version 5.1 b [MA2005.033.01 Gateway Corp Ctr Bldg 1, Seattle, WA\Calculations\Excel\momeiRefgm Line ( dead ------------ gg =�dtfli + rho seismic Y Y 1-y-L.--i 4 wit K'-' 12 K R EWEN 'R -. o'�RT "Tr _dead+ rho seismic 1.-Y--LY-..LY-. J— 1 1 4 % - 4 seismic i I Y Z Ui 3 L)0. 0) 0� CO Ui UJ 3: LL LIJ 0 LL cf) CY LLI 0 Z I--: Uj U J 5 co , 0 LIJ W F- U. z cf): F- 011-- Company J.S. Dyer associates May 9, 2005 Designer KK J'r_1350`r4:46,N 10:12 AM Job Number 2005.033.01 Gateway Corporastion Center- Building I- Line A Checked By: Envelope Member Deflections It Member Label Section x-Translate Lc y-Translate Lc (n) Uy Ratio Lc L_ AM ; 38.287 1:1 1 19.228, 4 386.028 1 4 m COLI 0 _qn) 2 0 2 NC 1 3 1 -353.14§ '3 min 0 1 2 1 0 2 NC 4 -34.45 1 4 0 min i 3 0.652 4 392.68 i 3 - 3 7. 1 61 3 1 : min t� 4 1 -0.635 3 403.404 1 10.728 1 -0.002 max 0.002 F - 1 3 1 1.41 4 181.506 4 I CF42F6F[ 4 . 1 min 0.004 1 41 -1.411 3 181.456 1 3 Member Label Section Axial Shear Bending top Bending bot Ksi Lc (Ksi) Lc Ksi Lc sL..-. 2. max 0.523 4 4.354 ; T 3 22.808 i 4 22.019 1 , 3 '0 0.179 1 3 1 -4.623 '11" :A :1`83 39 2 ;maxl 9.487 1 4 1 4.354 1 3 t 1 .183' min 1 1 3 1 0.002 1 3 i NC 1 4_353 3 -1.394 1.41 j_ .. J . max I min -1.4 ' 4 4 iqt i 1 18.3-1-4.!.. 3 j _2 _[max 3 -0.058 4 . 3 -NC-... I A PO 'I 1.403 --- 1.403 min -0.06 9442.612 1 3 3 La@x J _q_.L__Q-QQ 1_ 1.395 min 1 -I.39_6_ J 1 -0.004 3 1 NC Envelope Member Section Forces Member Label Section Axial Lc Shear Lc Moment Lc L 1_j max - T 36.462 3 1 424.595 1 3 .-COL - 4: min 1 -7.629 1 3 1 -38.716 1 2 i max 20.777 1 4 1 36.462 .--- --39-. - 716 3 1 35.723 1 3 -9.179 1 3 1 r ;f -2_6._883 4 3 max 19.228 1 4 36.462 1 3 - 4 q8_6 .028 4 min -10.728 1 3 1 -9 1-353.149 3 WAROMPE2 435$7 1 1 WO 0 '7 9, Iniri; Z �rha � 1 X RISA-2D Version 5.1 b [M:\2005.033.01 Gateway Corp Ctr Bldg 1, Seattle, WA\Calculations\Excel\momeMdgm Line E �_z W 0 U 0 CO) a W W X CO LL W O 5 LL. < I D, CY LLI Z O . F_ W. 5: CO: 0 LLI Uj : 0 Z W4 - W J'r_1350`r4:46,N L_ AM ; 38.287 1:1 1 19.228, 4 386.028 1 4 _P-. „ min] -36.198 H4 F_ -10.728 1 3 1 -353.14§ '3 max 38.287 1 3_1 4.978 4 -34.45 1 4 min i 36.198 4 - 1 _1 -14.978 i 3 - 3 7. 1 61 3 1 3 'max! 38.287 1 3 1 10.728 4 1 383.308 3 i m in n_T 19 8 " - 3 1 4 - - 2 1 -f9.�8'1' I CF42F6F[ 4 . 1 Envelope Member Stresses Member Label Section Axial Shear Bending top Bending bot Ksi Lc (Ksi) Lc Ksi Lc sL..-. Lc. max 0.523 4 4.354 ; T 3 22.808 i 4 22.019 1 , 3 min i 0.179 1 3 1 -4.623 4 2 ;maxl 9.487 1 4 1 4.354 1 3 1 1.394 1 4 1.853 1 3 i min 1 -0.215 1 3 1 -4.623 1 4_353 3 -1.394 4 1 max' 0.45 4 1 4.354_ 3 1 18.3-1-4.!.. 3 j 4 n I A PO 'I A -- 120.019 I - Jn iiIn 1 A I oiQ 0 '7 9, Iniri; Z �rha � 1 X RISA-2D Version 5.1 b [M:\2005.033.01 Gateway Corp Ctr Bldg 1, Seattle, WA\Calculations\Excel\momeMdgm Line E �_z W 0 U 0 CO) a W W X CO LL W O 5 LL. < I D, CY LLI Z O . F_ W. 5: CO: 0 LLI Uj : 0 Z Company J.S. Dyer associates May 9,2005 Designer KIK 10:12 AM Job Number 2005.033.01 Gateway Corporastion Center- Building 1- Line A Checked By:_ Envelope Member Stresses, (continued) P 32. Member Label Section Axial Shear Bending top Bending bot (K-,i1 I r. Wni% L c (K-,h I r WciN Ir F - L BEAM Member Data Section End Releases End Offsets Inactive Member Member Label I Joint J Joint Rotate Set I-End J-End I-End J-End Code Lenath H Moving Loads Tag Pattern Label Increment Both 1 st Joint 2nd Joint 3rd Joint 4th Joint 5th Joint Ft Ways? 6th Joint 7th Joint 8th Joint 9th Joint 1 0th Joint No Data to Envelope Plate Corner Forces Plate Joint X Force Y Force K Lc (K) Lc No Data _6 Envelope Plate/Shell Forces Plate Label Fx Lc Fy Lc Fxy Lc Ft) _(!�L _ (K/Ft) (K/Ft) No Data to Print Envelope Plate/Shell Principal Stresses Plate Label Sigmal Sigma2 Tau Max Angle Von Mises Ksi Lc ----- A Sul Lc I) --- No Data to Print c _(KsA ....... (radians) (Ks Lc ' Plate /Shell Elements Plate Label A Joint B Joint C Joint D Joint Material Set Thickness Stress Location Inactive? No Data to Print ... Member Point Loads, Cate-gory: LL,--BLC 3: Floor Live Member Label I Joint J Joint Direction Magnitude Location (K, K-ft) FL2[ /. BEAM R1 _L R2 _y 0 RISA-21D Version 5.1 b [M:\2005.033.01 Gateway Corp Ctr Bldg 1, Seattle, WA\Calculations\Excel\momePffgm Line E z Z; LU 00� CO 0, Uj CO U. Uj 0' U. C o CY, W : 0 1 W W 5 0 13 W W 0. z W Cl) U P 0 z min, z ,:- 43:16:4 m 4 Q.' - 4 '3 1'�i_49. 1,:4: 1 rmln 1 max 0.754 3 min -0.713 1 1 7.866 _jjj 1 3 i, 8.598 4 4._866 -0.646 1 3 1-8._598 2 max 0.754 3 min -b ._13 1 4 1 0.901 1 -0.901 t 1 4 1 0.828 - 1 0.767 3 1 -0.767 4 .828 3 3 max 9,7 _I m i n in -0.713 3 1 0.646 1 4 1 7.806 ; 4 1 8.537 13 - 1 _-_7b06 4 1 4 1 57 T-J-7 'Y r_-_6_._537 F - L BEAM Member Data Section End Releases End Offsets Inactive Member Member Label I Joint J Joint Rotate Set I-End J-End I-End J-End Code Lenath H Moving Loads Tag Pattern Label Increment Both 1 st Joint 2nd Joint 3rd Joint 4th Joint 5th Joint Ft Ways? 6th Joint 7th Joint 8th Joint 9th Joint 1 0th Joint No Data to Envelope Plate Corner Forces Plate Joint X Force Y Force K Lc (K) Lc No Data _6 Envelope Plate/Shell Forces Plate Label Fx Lc Fy Lc Fxy Lc Ft) _(!�L _ (K/Ft) (K/Ft) No Data to Print Envelope Plate/Shell Principal Stresses Plate Label Sigmal Sigma2 Tau Max Angle Von Mises Ksi Lc ----- A Sul Lc I) --- No Data to Print c _(KsA ....... (radians) (Ks Lc ' Plate /Shell Elements Plate Label A Joint B Joint C Joint D Joint Material Set Thickness Stress Location Inactive? No Data to Print ... Member Point Loads, Cate-gory: LL,--BLC 3: Floor Live Member Label I Joint J Joint Direction Magnitude Location (K, K-ft) FL2[ /. BEAM R1 _L R2 _y 0 RISA-21D Version 5.1 b [M:\2005.033.01 Gateway Corp Ctr Bldg 1, Seattle, WA\Calculations\Excel\momePffgm Line E z Z; LU 00� CO 0, Uj CO U. Uj 0' U. C o CY, W : 0 1 W W 5 0 13 W W 0. z W Cl) U P 0 z Company J J.S. Dyer associates M May 9, 2005 Designer K KK 1 10:12 AM Job Number 2 2005.033.01 Gateway Corporastion Center- Building 11- Line A C Checked By: Redesign Criteria P P: Section Set M Max Depth Min Depth M Max Width M Min Width M Max Code Check Min Code Check (in) No Data to Print ... Sections Section D Database Material A Area S SA SA 1 1(90,270) 1(0,180) T/C Label S Shape Label ( (1n)A2 _ Envelope Member AISC ASD 9th Code Checks Member Label Code Chk Loc, Shear Chk Loc Fa Ft Fb ASD Eqn. 7 (F!),. -..Lc . - — (Ft) Lc (Ksi) (Ksi) I [ - (5 — .173 0 4 29.29 1 39.99 COLI 0.583 0 4 39.99 -1! -4 - 'M W I g'.99' S BEAM 1 0.627 49.17 3 0.043 0 1 4 1 6.731 39.99 14.213 Envelope Member NDS Code Checks Member Label Code Chk Loc Shear Chk Loc Fc! Ft' Fb' Fv' Eqn Ft) Lc Ksi) (Ksi) i) (Ksi), No Data _ to Print ... Wood Material Parameters Wood Set NDS Species Therm Weight -J Label Database Fb Ft Fv Fe E Poisson's Coef. Density i� (Ksi) (Ksi) Cm Cr E mod Ratio . _(10" 1 5F ) I�g"A No Data !6 i '71 RISA-21D Version 5.1b [M:\2005.033.01 Gateway Corp Ctr Bldg 1, Seattle, WA\Calculations\Excel\momedREfgm Line E PIPECOLUMN PIPE 10.OX I STL-35 1 16.101 1 1.2 1 1.2 - 211.95 BEG ;'H SI0X-T0X0 fflzRIRWE ORUMK,� - 6 �-;2554946. `7 RLWA W-COL W14X145 ST -50 42.7 1 1.2 1.2 677 1710 4 0 XW Ar Ll- 50, 598 00F ROOFBEAM2 I YY16X26 STL-50 1 768 1 12 12 959 L _30I I .z Z W 0 0 CO a co W W T- J (0 U-, U.11 0, U- W'. Z 0 I- W, N ' zo UJI W'� 'F- LL W U S . Z .z Z W 0 0 CO a co W W T- J (0 U-, U.11 0, U- W'. Z 0 I- W, N ' zo UJI W'� 'F- LL W U S . Z J-3. VILA a A33VL1A 11VU. i i { 1 . ^i I J j JOB NAME: Gateway Corporate Center- Builds. -1 JOB NO: 2005.033 -01 ISHEET NO: 1 -1 ENGINEER: KK DATE: IVlay'05 ANALYSIS: Future Moment Frame On Line A FEMA 350 RBS Connection Line A Design Criteria Lateral Force Resisting System: SMF _ 4d,. b Applicable Building Code: 97UBC a` FEMA 350 Connection Type: RBS Q AISC Seismic Provisions Edition: 1997 AISC Specification: 1999 LRFD Frame Properties Lbeam =,.:: 590.04.`, in 1.41) = 6.28 Kips /ft H ° 255:96'° - in —t Beam Properties k' FEMA 350 permits the use of beams W36 and shallower, with a maximum weight of 300 lbs /ft, ASTM A992 3 a ' W30kHT ASTM ` : A992 F SO . ksi R I db = - . in t = 0.655: in b = 14.985 `` in t _ ', 1.065. in Seb 539 in 3 Z, = 605 in I. . }• '� l l j i ;u a 8 00 in b = - 20.00 ' in Lo= 3600ry/Fy i; Column Propertie; Lo= 20.58 ft - t FEMA 350 the use of W 12 and W 14 columns, ASTM A992 W ; ; ;� � . permits . j W14x1;45 ASTM A992 �'' CH-1 e... h.—I., __._. .. .. D.ph.a.,. a76 ..dvtiaarel=+.ma•...elb. : b.m A Fye = 50 :`, :. ksi R _ .. 3:98 )I.a......P.. -. dq h ...... OUP 3 . 1 .. sNF i i .. d ' :14 780 ` . c in t — we = 0:680 in Df: Cp n J:" F, u.m b• dnemu.d a .wcnh«/.a 5 «.m3 3I I i ....; b ` 15.500:: in tfc =. 1.000 in P—. k....cu IIc�m A1- G-& $0. A9P2 A913 C.ad. M'S?) t R ml..ed.cuo. pxameWa S. ).3 1 .i f C.tdc.IGd.m. Nr.m..m "— Dnnr. + • SNP \ec FEMA 350 Table 3 -6 Critical Beam Parameters . W1 4 SW. �xlza• i / — (Lbeam / db)min 71 — \ // tfb)max — 1.75' in lcrmn.bl..uv.+al 1p.cdfi um% -- - - -- A3714ade 30; A913 Sc . wir 1 0 J 41 .4 %3 . .., .. P-12a.. mesh Sla S" -31.! Co!.... b..m baadi.d..eap.l n60 %-i-: — __- -. Continuity Plate Properties Do.b Hal: e..,ahm 5 «un3) 31 w F.ru. 3.0 F yeP = 36 ksi ASTM . A36. C—j* Wa.+auc3xeu S. 153 1 F 3.7.L1 F.3 3 j f a'.Liml p..ame..n S «raasa 3) A. 3 ) :.3.1 3 ) 5 1 f _ b = 7.41. in t = ' 1.125 . in a'e1d .ace.. bok, 5aa Fq C-11.: ALSO LAFD Cot L., 5 «00.� - 33.: Web Bolt Properties -..! Dia = ::1000 in ASTM A490 V„ = 60 ksi # boils = 8 s Configuration Checks (Lbcam / db) = 19.38 (Lbeam / db)nlin / (Lbeam / db) = 0.36 OK beam span -to -depth ratio t / t fb(111ax) = 0.61 OK beam flange thickness Z iN W u� D, _3 0 UO Co W =. J P S2 U. W O LL Q. N d = W Z F- W O LLI � Q O QH . .w w W Z U =, O ~' Z Steel SMF RBS ConnectionlRBS -IINE A 1 J.S. VYER & ASSOCIATES INC. { JOB NAME: Gateway Corporate Center- Buildg. -1 JOB NO: 2005.033 -01 ISHEET NO: ENGINEER: KK DATE: May'05 ANALYSIS: Future Moment Frame On Line A �1 FEMA 350 RBS Connection Line A Local Buckling Checks FEMA 350, Table 3 -6 requires that the flange slenderness ratio be less than 52 /SQRT(F b / 2ttb = 7.04 3 b 52 � 2 = =. 7.35 .lh mn.� Ftih (b / 2t / (b 2tp,) = 0.96 OK flange slenderness ratio Step 1. Determine the length and location of the beam flange reduction: }} �. amin= 0.50b = 7.49 in a, 0.75b = 10.49 in (3 -15) ,. a / a = 0.94 OK flange frill section length { a / a,nnc = 0.76 OK flange full section length bmin= 0.65d = 19.79 in bmax = 0 . 85 db= 25.87 in (3 -16) b 1 / b = 0.99 OK flange reduced section length b / b may - 0.77 OK flange reduced section length f Step 2.' Determine the depth of the flange reduction: i c,,,,, = 0 25b = 3.75 in c c / - 0.80 OK flange reduced section width ,I m�x - Ar= (b 2c)(t = 9.57 in reduced flange area above neutral axis { I 0.5A, = (d 2t = 9.27 in web area above plastic neutral d 0.50d - 0.50t = 14.69 in flange distance to neutral axis i d, = 0.25d - O.St = 7.08 in web distance to neutral exis t ZRBS = 2(A +0.5A, = 412.33 in reduced section plastic section modulus s = (d, /2) + a +(b /2) - 25.39 in L'= (Lbnnm - sh) / 12 = 47.05 ft H=u 'aYecty 1 Cpr = 1.16 U;• ,411:a c Mpr = (Cpr R y bZ RBsFyb) / = 6776.8 ft -K 2Nf pr + 294.63 K -dim VP_ L - _...i x= s -d�2= 18.00 in """` " M M + (V P x) /12 = 7218.7 ft -K `\ _ 1 } I. M = (C 12} = 9943.4 ft -K Mr ; / M 'r M ! _ M Verify that beam will not Mr/ M P= 0.73 OK VP VP { form plastic hinge at column t � d face before the reduce beam M, M" V,x M, M,,, fV d, /2) section. c,U�A 6,ceu,dcd,mP:ra I Steel SMF RBS Connection\RBS ANE A 2 J.S. DYER & ASSOCIATES INC. µ.l i JOB NAME: Gateway Corporate Center- Buildg. -1 JOB NO: 2005.033 -01 SHEETNO: ENGINEER: KK DATE: Nlay'05 ANALYSIS: Future Moment Frame On Line A FEMA 350 RBS Connection Line A Step 3. Calculate M j M — M -+' (V /12 - 7400.2 ft -K _Step d. Calculate the shear at the column face: i { V = ( / 2(12) = 6.9 K { V f = V + ( / (Lbcam = 308.1 K j Step 5. Design the shear connection of the beam to the column: # shear calculated in Step 4. 0hobs = 1 - v v g(d ia) �Vn(sheur) = (Oholisxvii #hobs) 376.8 K 4 1 't O Vn(sheur) = 0.82 OK web bolts Step 6. Design the panel zone: Cy = Sr b / (Cpr)(Zxb) — 0.77 (3 -4) , Hcol �. Heal _ ' wc(min) — (0.54)F R,,d d — t 1.30 in (3 -7) M ' = t wc(min) / t w e 1.91 N G panel zone thickness Use Dbler Plate t= 1,23 Usel /4 Step 7. Check continuity plate requirement // s: b cp•1 — (bfc - twc) / = 7.41 in maximim thickness within column area b / b -1 — 1.00 OK continuity plate width b = b ft /3 - t /2 = 4.66 in LRFD Sec. K9 -- i b / b = 0.63 OK continuity plate width ' F�,hR 0.4 1 . 86 1ht.�h = 1.99 in (3 -5) tfc•I / tfc = 1.83 Plates Are Required .__` tfc-2 = b = 2.50 in j tfc,2 / tfc = 2.29 Plates Are Required t = t +b = 1.07 in for two -sided connection t / t = 0.95 OK continuity plate thickness ._..; t�. = 1.796 =0.47 in LRFD Sec. K9 t - / t = 0.42 OK continuity plate thickness i Steel SMF RBS Connection \RBS -TINE A 3 JA UYER & AJJUCIAI ES INC. JOB NAME: Gateway Corporate Center- Buildg. -I JOB NO: 2005.033 -01 SHEET NO: ENGINEER: KK DATE: May '05 ANALYSIS: Future Moment Frame On Line A FEMA 350 RBS Connection Line A 4 Step 8. Detail the connection: 4c b� I : J I RBS Dimensions are: Sc e . b ? a = 8.00 in b = 20.00 in ( .._ .. c = 3.00 in 2 Weld access hole Per JSD standard detail 3 Bolts ASTM = A490 Dia. = 1.000 in #bolts — 8 installation: pretensioned 3 Shear Tab ASTM = A36 t thickness = `3!8 in weld to column 3%8 An -, - -' 4:. Continuity Plates ASTM = A36 41 E width = 7.41 in t =� thickness = 1.125 in 1 4 Web doubler Plates Required Yes.;:; j:. Thickness ifrequired ' 1 :114', in f l. J t �. S. DYER & ASSOC,'IA I ES INC. JOB NAME: Gateway Corporate Building 1 JOB NO: 2005 - 033 .01 SHEET NO: L- 73 ENGINEER: KK DATE: May , 05 ANALYSIS: Lateral i Lateral Design Criteria/Calculation Paper 5/4/2005 i .,I Analysis of Drag Connection @ Moment Frame Drag on Grid A Demonds . Drag Force F : ,-�`.' ' 31.6 k Tube Connection At Splices Tube: HSS6x6x5f16 i Length Of Tube: Lt: ':24 ft 3 E ... 1 r 't Area of Tube: A:.. '. 6.86 sq -in Bolt Size at intersecting Beams: ..19400 ibs Minimum Yeild Strees: Fy: 46 ksi Number of Bolts: U: 0.34 OK Load Duration Factor: 1:4 Bolt Tention Capacity: Lw:. ° :1,2.00 in Overdesign Factor: Omega: _ :1 • Tention Capacity of The Bolt Group: Tensile capacity of tube: Tt: 315.56 kips Bolt Demand: Unity Check: -' Allowable Comperation Capacity Of Tube Ct:., :': :65.00, kips Weld Size Used: y Comperation Capacity Of Tube: 110.50 Weld Capacity per Inch:. Demand: 44.24 k Weld Length: Weld Capacity: -i Unity Check Uv: : 0.68 OK Unity Check: 3 E ... 1 r 't 5/19/2005 Wall AnchorageDrag At Future Frame JOB NAME: Gateway Corporate Center- Bultding 1 3f4 A325 nb. 4. Tb ..19400 ibs Tc 131.92 kips 44.24 kips U: 0.34 OK Rw: 6.31 Lw:. ° :1,2.00 in 75.72 kips U: 0.58 OK 5/19/2005 Wall AnchorageDrag At Future Frame JOB NAME: Gateway Corporate Center- Bultding 1 JOB NO: 2005 - 033 -01 SHEET NO: ENGINEER: KK DATE: May 05 ANALYSIS: .z U; . U 0= co (0 =; W J; _ Cy. t~- W, ! Z �•, F- O: Z H; 2 �` :) C1� 0 N O H' W W LL 0 - O; ui Z' U= O ~= Z. JA DYER AMUCIATO ING 1 S T R U C T U R A L E N G I N E E R JOB NAME: Gateway Corporation Center JOB NO: SHEET NO: ENGINEER: DATE: 3-05 ,ANALYSIS: Moment Frame Foundation Moment Frame Foundation Design Moment Frame on Line A Oft L: '49 Columns: W14X145 14.78X1 Right Column A TO, �k 72Z .6 Governs 22 :.3 uplift Pad Footing A: 11.178 Sq ft sm'4' VX4 .9DL: 31.65 K No Uplift Shear Transfer To Slab on Grade: #4 @ 24" o Vall.: 181 > 77 O.K. Grade Beam Design: T ry - - , b: 24 Inch - d: 32 Inch F: 2.048 Ku: 316,1 Rho: As: 5.76 Asmin: 2.56 3/4Amin 1.92 Use 2'-0" X T-O" Grade Beam with 649 T&B, #3 Ties at 12" o.c. Use #4 DwIs at 24" o.c. at grade beam to slab 5/9/2005 Moment Frame Foundation/Line A Z U , .0 0: N p Lu 'CO) W! ' 3:: CO LL w 0, LL 3� W Z O` Z W D 0 50), UJ LL O� t Z u , CO) Z Left Column V -138`6' : DL+LL DIL EQ (DL+LL+EQ)/1.3 x'16 0.9DL-EQ uplift Moment 0. , 1..� Right Column A TO, �k 72Z .6 Governs 22 :.3 uplift Pad Footing A: 11.178 Sq ft sm'4' VX4 .9DL: 31.65 K No Uplift Shear Transfer To Slab on Grade: #4 @ 24" o Vall.: 181 > 77 O.K. Grade Beam Design: T ry - - , b: 24 Inch - d: 32 Inch F: 2.048 Ku: 316,1 Rho: As: 5.76 Asmin: 2.56 3/4Amin 1.92 Use 2'-0" X T-O" Grade Beam with 649 T&B, #3 Ties at 12" o.c. Use #4 DwIs at 24" o.c. at grade beam to slab 5/9/2005 Moment Frame Foundation/Line A Z U , .0 0: N p Lu 'CO) W! ' 3:: CO LL w 0, LL 3� W Z O` Z W D 0 50), UJ LL O� t Z u , CO) Z IL /LV IVHICVV/ uitivt, suii 1 16 (206) 433 -8997 SEATTLE, WA 98168 FAX(206)246 -8369 i email: davek ®dkehlearch.com i I 11� i N O' CO) LU -j . N'LL. O LL. N a d; Q ' 1=- W '. 'Z 1-- ;Z O, s 3 z a D 0 U i W co'. O ;Z f ,4 '. t IL /LV IVHICVV/ uitivt, suii 1 16 (206) 433 -8997 SEATTLE, WA 98168 FAX(206)246 -8369 i email: davek ®dkehlearch.com i September 8, 2005 File No. 262005.005/01302 RECEFVED CITY OF TUKWI SEP - 9 2005 PERMIT CENTER CJt� Mr. Bob Benedicto, Building Official Eng ttJeeEngineers n err City of Tukwila Sur 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Gateway Corporate Center, Building 1 (D05 -268) 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. A new sheet not included in the drawings that we reviewed initially was also submitted with the revised drawings. The other sets of drawings should be reconciled in preparation for permit issuance. This new sheet is: S5. 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 :55/16 -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, Reid Middleton, Inc Washington Oregon Alaska Brazi,Y, P.E., S.E. Engineer Enclosures Reid Middleton, Inc. cc: David Kehle, Architect (by surface mail) 128134th Street SW Jeffrey Dyer, J.S. Dyer and Associates (by surface mail) Suite 200 jnv\ doc\ 26\ planrevw \tukwila \05 \t013r2.doc \prb Everett, WA 98204 Ph: 425141 -3800 Fax: 425141 -3900 �:. ;w w r J S DYER & ASSOCMTESF'YI JC. 30 August 2005 City of Tukwila Building Department Re: Plan Check Response Gateway Corporate Center Building 1 12830 -12886 Interurban Avenue South Tukwila, Washington 98134 File: . Plan Check No. D05 -268 Reid Middleton, Inc File No. 262005.005/01301 Philip Brazilo, P.E., S.E. Dear Mr. Brazilo, We have reviewed your comments dated 16 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.. 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. � d Please see sheet S 1. 2 The request to change from ICBO -ES to ICC -ES has been done. Please see revised sheet S1. ?.f Executive Park Susie '200 In,Vne, Ca 926.14 Tel, (949) 2,96 -8858 AY (949) Z96 -0706 tvu�ty js�ll'er (VIn P06MUPS NnRctrreit E. Seattle, WA1Correspottde3teclliuilding Uernitrumm Rc5ponse 9- N-05.fln ,J S. DIE ? & AS OCIA ! U INC. Reid rAiddleton M REC Ep August 16 2005 AVG 1 B File No. 262005.005/01301 o cQMMU ZQQ r �ME T Mr. Bob Benedicto, Buildin g Official City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal Gateway Corporate Center, Building 1 (1305 -268 . R x:r, WORK Xi11-- Y 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 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 1. No comments. Architectural 1. No comments. Engineers Planners Surveyors Washington Oregon Alaska Reid Middleton, Inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 i i t Z QQ w. V 01. w =, I LL: w o: co) . I ~ w. F, a. z f-, iO N . w w . H v` AL Oi Z. V N f z Mr. Bob Benedicto, Building Official City of Tukwila August 16, 2005 File No. 262005.005/01301 Page 2 Structural General L 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 5/16 -inch: Periodic. d. Structural welding of structural steel, other than single -pass fillet welds < 5/16 -inch: Continuous. 2 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.org for further information. 3. 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. Foundation 4. No comments. Vertical 5. No comments. Lateral 6. At the roof framing plan, Sheet S2, wood members 16 -20 feet long are proposed perpendicular to the north and south exterior walls (e.g., Grids A, D, etc.). Detail 12/S3 is typically referenced at these members. The detail, 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. Reid Middleton i Z { a; w vO. a w w CO) L 0. 1 J: LL ?. F.. W . z = . ;�. w ;. 5 ; U o O N, =.LY U. z: i U N O F-' z • - ,:. Mr. Bob Benedicto, Building Official City of Tukwila August 16, 2005 File No. 262005.005/01301 Page 3 7. Details 4/S5 and 5/S5 are referenced at the roof framing plan, Sheet S2. Sheet S5, however, is not included with the drawings provided to us. Please submit Sheet S5 for review. 8. At the roof framing plan, Sheet S2, Detail 11A/S3 is typically referenced at the north -south continuity ties (i.e., Grid B). Detail 11A/S3, in turn, specifies the installation of T2 -24 -6 continuity ties by Zone 4. On page 16 of the calculations, however, T2 -44 -6 ties are determined. The drawings should be revised. 9. 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 pages 20 and 22 of the calculations. 10. At the roof diaphragm nailing plan, Sheet S2, Type D and Type E diaphragms are specified. The Additional Roof Diaphragm Nailing Schedule references Detail 3/S4 for the installation of the new 1/2 -inch STR 1 rated sheathing. Detail 3/S4, however does not specify the type and spacing of the sheathing nails. This necessary design information should be added to the drawings to enable review of structural capacity. Refer to page 22 of the calculations. 11. Detail 5/S4 specifies the connection of the steel HSS 12 x 6 x 1/2 drag struts to the existing concrete shear walls with Simpson SET adhesive anchors. It is not clear, however, how the SET anchors connect to the HSS steel members. Threaded rods are typically used in conjunction with SET adhesive to provide a post- installed anchor. Please add to the drawings a detail of the connection of the threaded rods to the HSS steel members for review. 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, Reid Middleton. Inc. Philirazil, P.E., Senio Engineer cc: David Kehle, Architect (by surface mail) Jeffrey Dyer, J.S. Dyer and Associates (by surface mail) mmt doc\ 26\ planrevw \tukwila \05 \t013rl.doc \prb I. - M. I vi fill III I - P. r Z� �_- Z W U: C.) 0 No J_.. �L w O 9 95 LL Q = d : F- W . � z �_ LU 5'. U N_ ;O —. W UJ LL _0" z CO) O z 1LA, City Tukwila : o f Steven M. Mullet, Mayor Qi UP. l O 2 Department of Community Development Steve Lancaster, Director . 1908 j August 4, 2005 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review AMB Properties - Building 6 — D05 -266 AMB Properties — Building 2 — D05 -267 AMB Properties — Building 1— D05 -268 Dear Mr. Swanson: Please review the enclosed plans and documents for structural compliance with the 1997 Uniform Building Code. 4 _ If you should have any questions, please feel free to contact me at 006)431 -3672. `F f. Sincerely, i Brenda Holt, t . Permit Coordinator encl t' xc: Permit File No. D05 -266 Permit File No. D05 -267 Permit File N D05 -268 i i. I q:ldocumentslstntctural consultanAd05 -266, 267, 268.doc Page I of I r bb i 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER D05 -268 DATE: 7 -20 -05 PROJECT NAME AMB PROPERTIES - BUILDING 1 SITE ADDRESS 12886 GATEWAY DR S X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: -o Bu Eing ivision 17><i7� y/7 Fire Prevention ral DETERMINATION OF COMPLETENESS (Tues., Thurs.) Complete Incomplete ❑ Comments: Pknning Division Permit Coordinator 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: TUES /THURS ROUTING: Please Route d Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS DUE DATE: 8-18 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing sllp,doc 2 -28.02 No further Review Required ❑ DATE: z W JU UO Cl) 0, co Uj J H CO) LL W O. �73 LL N CY �w z� �O z i—. LU W �o O� o 1- w E- P LL O ui z U I. O z Look Up a Contractor, Electrip� -7 or Plumber License Detail Washington State Department of Labor and Industries i General /Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. License Information License 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 j 01/01/1980 01/01/1980 Bond Information Bond Company Bond Account Effective Expiration Cancel Impaired Bond Received Bond Name Number I Date Date Date Date I Amount Date Pagel of 3 Z W: t � W � U O CO) =: J � CO) V„ W O J co) O = 1— _. H O Z F-: W 5 U� O H' W W` W O. — Z U N' O Z https:H fortress .wa.gov /lni/bbip /printer.aspx ?License= WRIGHRI174QZ 09/26/2005 I n n i BUILDING CODE DATA SHEET INDEX BUILDING ADDRESS Al T11'PE I APPLICABLE CODE FIRE PROTECTION N/A WILDING SEE BELOW PLUMBING N/A MECHANICAL N/A ELECTRICAL N/A HANDICAPPED I N/A T1 COVER SHEET ADDRESS 12830 -12686 INTERURBAN AVENUE SOUTH O SI GENERAL NOTES TUKWILA. WASHMNGTON 98168 SZ ROOF FRAMING PLAN N � � S3 DETAILS O S4 DETAILS U LLA BUILDING OWNER ' � N X CC NAME AMB PROPERTIES W � W ADDRESS DAY ONE, PIER ONE srAN FRANSISCO. CA 94111 PROPERTY MANAG NAME AMB PROPERTY CORPORATION ADDRESS 12720 GATEWAY ORNE, SUITE 110 TUKWILA. WASHINGTON 98168 DESCRIPTION OFSCOPE OF 'WORK CONTACT KIM ALLEN PHONE (206) 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 E XISTI NG DRAG CONNECTIONS DO NOT COMPLY WITH THE 'OMEGA' ovERSTR BUILDING DEPARTMENT FACTOR OF THE 1997 UBC AND THE 1997 UBC RELIABILITY /REDUNDANCY (Rho) FACTOR IS NOT CONSIDERED. INDICATES (N) HOLD DOWN. NAME DEPARTMENT OF COMMUNITY DEVELOPMENT FUTURE PHASE: ROOF NAILING ADDRESS 6300 SHOUTHCENTER BLVE., SUITE 100 INDICATES (E) HOLD DOWN. TUKWILA, WASHINGTON 98168 PHONE (206) 431 -3670 pv : 14DICATES (N) CONTINUITY TIE. OCCUPANCY GROUP INDICATES (E) CONTINUITY TIE. UNCHANGED (GROUP S2) x-- : INDICATES (E) WALL STRUCTURAL ENGINEER I INDICATES (N) (N) STEEL ROD. NAME J.S. DYER AND ASSOCIATES, INC. ADDRESS 24 EXECUTIVE PARK, SUITE 200 NRVINE, CA. 92614 l \ CONTACT JEFF DREW PHONE (949) 296 -8858 TYPE OF CONSTRUCTION TYPE III BUILDING USE UNCHANGED (WAREHOUSE) ALLOWABLE FLOOR AREA CALCULATIONS UNCHANGED Fm Cc" 1�rt1fR NM M mr4W* approval Is subject to errors and ondub- . Olf won dOCUffWM s does not a<Nlthoft d any adopted axle or ordiwm gerVg �Plr and Conditior>I; Is ad � L a � cty of 11iio5ft alp D�VlS�ON i FOR NCE r 1� �� Ns d� *m M on" to tm r�M 2 O� , gevt:,;� wA �r a rrw prn subi++� _ '� , Ilnd ► addllarl pion NvMw 11111111111116 L ' fib. • ' 4 �r 7 , ,T coolm G = ; -:�+ �►s m iew" Ilr swat ww,., vlr tr Ilr.a t Saeo.ai hlr�r. •e tbftm Donal Cob Aw of re udaft adift C** 9� l �! ftnbpNRm RqpbrW, fCh*w " WAO ar mwV 006 fCb*w 51-U WAQ GATEWAY ` ;'"re'WPM'@ �r 11rw�,r.t w r O DRIVE SOUTH _ �+ mow. %mow r r.09*10M ad �m `�rf�� *r M M ldhm r Ardfta r amgbm d am"N d M go bdimbe not Net SITE 789 W NSF U ri : W a co W • O SITE PLAN v v � m t r CD ui O Q < �(0 m N � � } O U LLA I-- � N X CC U. W � W j W W Z ~ w x Z V N LL 4 f � W .4: � me C 00 L ~ Q 0000 m �- CL (o c > N cd ~ a0 ILA N r CD ui O Q < J m V ~ } cc LLI LLA I-- Z U. W O V oc �svNlo� ISSUED FOR BLDG DEPT REVIEW 5 -23 -05 BUILDING DEPARTWNT "P ECTION 8 -25 -05 of a DLM DATE 5- 13-05 GOALS AS NOTED J= IW 2005 T1 t �...�... ___., +...����r..�..�......— �...... _may- _.. +. .�.... w•- - -� �. _ .... _ .�....i.a .. 'i.. ""!' 1M_ ' i'..:..:'!'.'i� .�,r sl ..." •�+i.i�� : ` l,j� � M r ui cc Q < V ~ } LLA I-- �svNlo� ISSUED FOR BLDG DEPT REVIEW 5 -23 -05 BUILDING DEPARTWNT "P ECTION 8 -25 -05 of a DLM DATE 5- 13-05 GOALS AS NOTED J= IW 2005 T1 t �...�... ___., +...����r..�..�......— �...... _may- _.. +. .�.... w•- - -� �. _ .... _ .�....i.a .. 'i.. ""!' 1M_ ' i'..:..:'!'.'i� .�,r sl ..." •�+i.i�� : ` l,j� � M r A M HARDWARE INSTALLATION REQUIREMENTS 1. 1101.711 SHALL BE ASTM 'V07, QRADE I. 2. RODS OWL BE AM A449 OR A36. 3. NUTS AND COUPLERS S OLL BE IASIN A563, dNDE A. 4. ROD OR AILLTHREAD RCO 41AY NOT BE PLI8S111UTED FOR BOLTS. 5. HOLES FOR CT BOLTS IN 1MNBER ELEME SHALL 4ENERMLY 11E BORED 1/32 TO 1/16 INCH (MAXIMUM) LARGER IN DIAMETER THAN THE NOMINAL DOLT DNWMETER. WITH APPROVAL FROM THE EWA ENGINEER, HOLIES FOR CT BOLTS IN EXISTING TINALOM ELEMENTS NOT SU&IECT TO FURTHER SHRINKAGE MAY BE BORED 0 TO 1/16 INCH (MAXIMUM) LA Rom IN CIAYETER *w THE NOMINAL BOLT DIAMETER. IDLES FOR Cl DOLTS OERSIZED MORE THAN 1 /S INCH LARGER IN DIAMETER THAN THE NOWNAL BOLT DIAMETER SWILL BE CONSOEAEO TO BE UNACCEPTABLE. 6. HOLES FOR CT BOLTS SHALL BE BORED SMOOTH USING SHARP DRILL BITS A PROPER DRILL SPEED., *0 AN APPROPRIATE RATE OF FEED. DRILLING THAT PRODUCES A ROUGH BORE SURFACE IS UNACCEPTABLE. BOLT HOLES SMALL BE DRILLED SUCH THAT ONLY LIGHT TAPPING IS REQUIRED TO INSERT THE CT BOLT THROUGH THE HOLE. CT BOLTS THAT REQUIRE EXCESSIVE DRIVING IN ORDER TO BE OW 410 MAY CAUSE LMNCCEPTABLE SPLITTING OF THE TIMBER ELEMENT. 7. HOLES FOR CT BOLTS IN TIMBER ELEMENTS SHALL BE BORED USING ZONE FOUR DRILL TUBES INSERTED INTO THE BOLT HOLES OF THE CT. THIS ALLOWS THE CT TO 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, WITH A MINIMUM OF OVERSIZING, IF ANY, FOR PAIRED CT INSTALLATIONS. 8. A ZONE FOUR DRILL TUBE ONLY ALLOWS FOR A BORED HOLE EQUAL TO THAT OF THE NOMINAL BOLT DIAMETER. FOR CT BOLT HOLES BORED 1/32 TO 1/16 INCH (MAXIMUM) LARGER IN NAMETER THAN THE NOMINAL BOLT DIAMETER, AN INITIAL HOLE SHALL BE BORED USING THE ZONE FOUR DRILL TUBE, AND SHALL BE FOLLOWED BY A SECOND HOLE BORED WITH A DRILL BIT SIZED TO PROVIDE A HOLE 1/32 TO 1/16 INCH (MAXIMUM) LARGER IN DIAMETER THAN THE NOMINAL BOLT DIAMETER WITH THE DRILL TUBE REMOVED. 9. CT'S TO BE USED AS DRILL JIGS SHALL BE NAILED TO THE TIMBER ELEMENT WITH 2 - 200 COMMON NAILS BEFORE DRILLING. NAIL HOLES ARE PROVIDED AT EACH END OF THE CT. 10. CT'S SHALL BE LOCATED TO PROVIDE A MINIMUM BOLT END DISTANCE OF 8 CT BOLT DIAMETERS BETWEEN THE END OF THE TIMBER ELEMENT AND THE FIRST CT BOLT. 11. CT'S SHALL BE LOCATED TO PROVIDE A MINIMUM BOLT EDGE DISTANCE OF 4 CT BOLT DIAMETERS BETWEEN THE EDGE OF THE TIMBER ELEMENT AND ANY OF TILE CT BOLTS. 12. FOR CT INSTALLATIONS WHERE THE CT ROD IS NOT USED AS A COMPRESSION ELEMENT, AND COMPRESSION CAPACITY BETWEEN THE TIMBER ELEMENTS IS REQUIRED, THE INSTALLATION OF STRUCTURAL SHIMMING BETWEEN THE TIMBER FRAMING ELEMENTS IS REQUIRED, AND SHALL BE SPECIFIED BY THE DESIGN ENGINEER. FOR CT INSTALLATIONS WHERE THE CT ROD IS USED AS A COMPRESSION ELEMENT, THE INSTALLATION OF EITHER STRUCTURAL OR NON- STRUCTURAL SHIMMING BETWEEN THE TIMBER FRAMING ELEMENTS IS NOT REQUIRED, BUT HIGHLY RECOMMENDED. 13. WHERE PROVIDED, NON- STRUCTURAL SHIMMING SHALL AS A MINIMUM MATCH THE WIDTH OF THE MEMBER TO BE SHIMMED. SHIMMING SHALL MATCH THE DEPTH OF THE MEMBER TO BE SHIMMED, WHERE POSSIBLE. SHIMMING SHALL CONSIST OF EITHER ONE OR MORE FLAT SHIMS. AND ONLY ONE WEDGE SHIM, IF REQUIRED, AT ANY ONE 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 ELEMENT'S (TYPICALLY THE CONTINUOUS MEMBER) WITH NAILS. ALL EXCESS SHIMMING SHALL BE REMOVED. 14. SHIMMING, WHERE PROVIDED. SMALL BE INSTALLED BEFORE TIGHTENING CT ROD NUTS. r 15. CT RODS SHALL BE INSTALLED STRAIGHT. BENDING IS NOT ALLOWED. 16, ALL CT ROD NUTS SHALL BE INSTALLED WITH LOCKWASHERS. 17. CT ROD NUTS SHALL BE TIGHTENED IN A SEQUENCE, WITH, THE REAR CT NUTS INITIALLY TIGHTENED FIRST. FOLLOWED BY THE FRONT CT NUTS, AND THEN FOLLOWED BY A FINAL TIGHTENING OF THE REAR CT NUTS. ALL CT NUTS SWILL BE INSTALLED TO A TORQUE OF APPROXIMATELY 50 FT -LBS +/- 10 FT -LDS. 18. THE CT ROD OFFSET DISTANCE IS THE DISTANCE BETWEEN THE FACE OF THE TIMBER ELEMENT AND THE CENTERLINE OF THE CT ROD. THIS MAY BE MAXIMIZED IN ORDER TO AVOID OBSTRUCTIONS, OR MINIMIZED IN ORDER TO REDUCE THE ECCENTRICITY BETWEEN THE TIMBER ELEMENT AND THE CT ROD. 19. THE DIMENSION FROM THE FACE OF THE CT TO THE NEAR END OF THE MEMBER SHALL BE KEPT TO A MINIMUM WHILE MAINTAINING THE MINIMUM CT BOLT END AND EDGE DISTANCE REQUIREMENTS SPECIFIED. 20. ANCHORAGE ASSEMBLIES SPECIFIED AS "T2 XX -X' SHALL MEET THE INSTALLATION REQUIREMENTS FOR CT ANCHORAGE ASSEMBLIES. 21. CT ASSEMBLIES MAY BE USED IN PLACE OF T2 ASSEMBLIES. 22. COUPLERS FOR RODS OF EQUAL SIZE SHALL HAVE INSPECTION HOLES. 23. (E) HARDWARE SHOULD ONLY BE REMOVED IF R INTERFERES WITH NEW HARDWARE. 24. SHIMS ON EITHER SIDE OF A FRAMING MEMBER SHALL BE SAME THICKNESS U.N.O. 25. HARDWARE SHALL BE INSTALLED PARALLEL` 10 THE ROOF FRAMING MEMBER U.N.O. 26. T2 /CT HARDWARE IS MANUFACTURED BY ZONE FOUR LLC. 2336 MERCED STREET Q SAN LEANDRO, CALIFORNIA 94577. ICC -ES NUMBER IS ER -5302. 1 27. PCT/HD HARDWARE IS MANUFACTURED BY SIMPSON STRONG TIE COMPANY, INC. 4637 CHABOT DRIVE, PLEASANTON, CA. 94588. PCT ICC -ES NUMBER IS ER -5938, HD ICC -ES NUMBER IS ER -5708. - �& - FAR_ i SPECIAL INSPECTION PROGRAM AND STRUCTURAL TEST I. THIS SEC110N AlPII% S 70 TIME SMC IRAL PORTIONS OF THE PRMIECT 1110 MNG SPECK INSPECIM. ;HE SPECIAL INSPECTOR'S DUTIES ARE AS DESCRIBED IN UPC 1701.3 AND UBC 1701.5. OOPIES OF TEST KU LTS AND FINAL REPORTS POLL BE FURNISHED TO THE ENGINEER IN ADDITION TO OTHER NORMAL. DISTRIBUTIONS WITHIN ONE WEEK OF THE TEST OR WSPECTION. 2. ALL TEST NO INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT TESTWv AM INSPECTION AGENCY EMPLOYED BY THE OWNER OR THE ENGINEER OR THE ARCHITECT AND NOT THE CONTRACTOR PER UBC SECTION 106.3.5. JOB SITE VISITS BY THE STRUCTURAL ENGINEER 00 NOT CONSTITUTE A SPECIAL INSPECTION. 3. THE OONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE TEST AND INSPECTION FIRM WITH A SCHEDULE TO FACILITATE THE PROPER COORDINATION OF WORK. 4. IN ADDITION TO THE REQUIRED INSPECTIONS, THE FOLLOWING CHECKED ITEMS WILL REQUIRE SPECIAL INSPECTION IN ACCORDANCE WITH SECTION 1701.5 OF THE UNIFORM BUILDING CODE. 5. APPROVED FABRICATORS: (MUST SUBMIT CERTIFICATE OF COMPLIANCE) FOR ALL OFFSITE FABRICATION SUCH AS STRUCTURAL STEEL, GLU -LAMS, PRECAST CONCRETE, ETC. 6. ALL STRUCTURAL CONCRETE SHALL BE TESTED IN ACCORDANCE WITH UBC SECTION 1905.6. RESULTS OF TESTS SHALL BE SUBMITTED BY THE TESTING AGENCY TO THE ENGINEER FOR REVIEW. WHERE STRENGTH TEST RESULTS INDICATE A STRENGTH LOWER THAN THE SPECIFIED COMPRESSIVE STRENGTH. FURTHER INVESTIGATION SHALL BE MADE PER UBC SECTION 1905.6.4 AT THE EXPENSE OF THE CONTRACTOR. 7. ALL STRUCTURAL MASONRY S HALL BE TESTED IN ACCORDANCE WITH UBC SECTION 2105 (INCLUDING MORTAR AND GROUT). MASONRY PRISMS SHALL BE PREPARED AND TESTED IN ACCORDANCE WITH UBC STANDARD 21 -17. (NOTE - FULL ALLOWABLE MASONRY STRESSES HAVE BEEN USED IN DESIGN) ADDITIONAL TESTING AND WORK REQUIRED AS A RESULT OF DEFICIENT MASONRY STRENGTH SHALL BE AT THE EXPENSE OF THE CONTRACTOR. TEST RESULTS SHALL BE SUBMITTED BY THE TESTING AGENCY TO THE ENGINEER FOR REVIEW. WASHER SCHEDULE 1. WASHERS SHALL BE USED UNDER HEADS AND NUTS OF ALL BOLTS BEARING ON WOOD. THE WASHERS LISTED BELOW SHALL BE USED IN THE FOLLOWING LOCATIONS: A SOLE PLATES TO FOUNDATION. B. WOOD LEDGERS AND CAPS TO CONCRETE AND MASONRY WALLS AND TO STEEL MEMBERS. C. AGAINST 2x MEMBER WHEN 2x MEMBER IS BOLTED ''J A HEAVIER MEMBER OR IS USED TO MAKE A BEAM. D. STANDARD CUT WASHERS MAY BE USED ELSE* cRE UNLESS NOTED ON THE DRAWINGS. BOLT SIZE REG IF WASHERS ROUND ITEM CHECKED REMARKS GRADING AND SOILS COMPLIANCE 2 1/2x1/4 TO BE PROVIDED PRIOR TO FOUNDATION INSPECTION 2 3/4x1/4 BY THE GEOTECHNICAL SEE FOUNDATION THIS SHEET. 3x3x5/16 ENGINEER DURING THE TAKING OF TEST 7/8' 3x3x5/16 SPECIMENS AND PLACING OF ALL 3 1/2x7/16 7 1' 1 REINFORCED CONCRETE, WITH THE 47/16 40/2 EXCEPTION OF FOUNDATION CONCRETE WHEN THE STRUCTURAL DESIGN STRENGTH IS NO GREATER THAN F'C - 2500 PSI. DURING PLACING OF AND STRESSING OF PT TENDONS ALL STRUCTURAL FIELD WELDING, FILLET WELDS < 5/16* INCLUDING WELDING OF STRUCTURAL PERIODIC ALL OTHER STEEL. REINFORCING STEEL, AND WELDING CONTINUOUS L CKING. INSTALLATION AND TIGHTENING OPERATIONS FOR ALL HIGH - PERIODIC AND (A490F). INSTALLATION AND TIGHTENING OPERATIONS FOR HIGH - STRENGTH ANCHOR BOLTS. AND /OR EXPANSION ANCHORS. , DURING THE PLACEM :NT OF AND TAKING OF TEST SPECIMENS FOR ALL MASONRY UNLESS SPECIFICALLY INDICATED AS NOT REQUIRING SPECIAL INSPECTION. DURING PLACING OF REINFORCING STEEL ANCHOR BOLTS IN CONCRETE AND R MASON % LY. FABRICATION AND ERECTION OF STRUCTURAL STEEL IF FABRICATOR PERIODIC IS NOT REGISTERED AND APPROVED BY THE BUILDING DEPARTMENT 5. APPROVED FABRICATORS: (MUST SUBMIT CERTIFICATE OF COMPLIANCE) FOR ALL OFFSITE FABRICATION SUCH AS STRUCTURAL STEEL, GLU -LAMS, PRECAST CONCRETE, ETC. 6. ALL STRUCTURAL CONCRETE SHALL BE TESTED IN ACCORDANCE WITH UBC SECTION 1905.6. RESULTS OF TESTS SHALL BE SUBMITTED BY THE TESTING AGENCY TO THE ENGINEER FOR REVIEW. WHERE STRENGTH TEST RESULTS INDICATE A STRENGTH LOWER THAN THE SPECIFIED COMPRESSIVE STRENGTH. FURTHER INVESTIGATION SHALL BE MADE PER UBC SECTION 1905.6.4 AT THE EXPENSE OF THE CONTRACTOR. 7. ALL STRUCTURAL MASONRY S HALL BE TESTED IN ACCORDANCE WITH UBC SECTION 2105 (INCLUDING MORTAR AND GROUT). MASONRY PRISMS SHALL BE PREPARED AND TESTED IN ACCORDANCE WITH UBC STANDARD 21 -17. (NOTE - FULL ALLOWABLE MASONRY STRESSES HAVE BEEN USED IN DESIGN) ADDITIONAL TESTING AND WORK REQUIRED AS A RESULT OF DEFICIENT MASONRY STRENGTH SHALL BE AT THE EXPENSE OF THE CONTRACTOR. TEST RESULTS SHALL BE SUBMITTED BY THE TESTING AGENCY TO THE ENGINEER FOR REVIEW. WASHER SCHEDULE 1. WASHERS SHALL BE USED UNDER HEADS AND NUTS OF ALL BOLTS BEARING ON WOOD. THE WASHERS LISTED BELOW SHALL BE USED IN THE FOLLOWING LOCATIONS: A SOLE PLATES TO FOUNDATION. B. WOOD LEDGERS AND CAPS TO CONCRETE AND MASONRY WALLS AND TO STEEL MEMBERS. C. AGAINST 2x MEMBER WHEN 2x MEMBER IS BOLTED ''J A HEAVIER MEMBER OR IS USED TO MAKE A BEAM. D. STANDARD CUT WASHERS MAY BE USED ELSE* cRE UNLESS NOTED ON THE DRAWINGS. BOLT SIZE STEEL SQUARE WASHERS ROUND MALL. PON ROUND 1/2' 2 1/2x2 1/20/4 2 1/4x1/4 2 1/2x1/4 5/e' 2 1/2x2 1/20/4 2 3/4x1/4 2 3/4x5/16 3/4' 3x3x5/16 3x5/16 3x7/16 7/8' 3x3x5/16 3 1/2x3/8 3 1/2x7/16 7 1' 1 4x4x3/8 47/16 40/2 WELDING 1. �Y /1 2. 3. 4. 5. 6. D 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. SHOP WELDING SHALL BE PERFORMEL BY A LICENSED FABRICATOR. AND SHALL BE DONE IN AN ICC -ES APPROVED FACIUTY. 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. WELD ELECTRODES SHALL BE E70XX (LOW- HYDROGEN) FOR STRUCTURAL STEEL WELDING AND E90XX FOR THE WELDING OF REINFORCING BARS. WELD ELECTRODES SHALL BE ABLE TO ABSORB 20 'FOOT POUNDS" OF IMPACT AT 0 DEGREES FAHRENHEIT. WELD ELECTRODES SMALL CONFORM TO THE FOLLOWING SPECIFICATIONS: SMAW AWS A5.1 & A5.5 SAW AWS A5.17 do A5.23 FCAW AWS A5.29 STEEL USED IN WELDED 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 8E MADE EXCEPT THOSE 9404 N ON THE APPROVED PLAINS. STRUCTURAL LUMBER (CONT) & SWAVURAL PLYWOOD SHAL CONFORM TO U.S. PRODUCTS STANDARD PS 1 -95. STWXTURAL USE PANELS SHALL CONFORM TO PS 2 -92 gr PRP -10d_ ). APA GRADE STAMP SHALL BE PROWM ON ALL THNVG. THING SHN.L BE EXPOSURE 1 EXTERIOR GLUE). INSTALL WITH FACE GRAIN ACROSS SUPPORTS EXCEPT WHERE NOTED ON PLANS OR DETAILS. PROVIDE GAPS AT ALL EDGES AS RECOMMENDED BY APA. GAPS PROPERLY SPACED INITIALLY, WT CLOSED DURING CONSTRUCTION NEED NOT BE SAWCUT. ROOF AND FLOOR SHEATHING AND SHEAR WALL PANELS SHALL 19E IN PLJACF AND INSPECTED BY THE BUILDING OFFICIAL PRIOR TO COVERING. S. FRAMING HARDWARE SHALL BE NIMPSON STRONG -TIE' OR APPROVED EQUAL LATEST EDITION UNLESS OTHERWISE NOTED. FILL ALL ROUND AND TRIANGLE NAIL HOLES WITH NAILS TYPICAL CONNECTORS USED OTHER THAN *WPSON STRONG -TIE' PRODUCTS SMALL BE AT THE RISK OF THE CONTRACTOR. J.S. OYER & ASSOCIATES, DOES NOT ACCEPT ANY RESPONSIBILITY NOR GUARANTEE THAT OTHER CONNECTORS ARE EQUIVALENT IN ALL RESPECTS INCLUDING LOAD CAPACITY, QUALITY AND /OR PERFORMtMNCE TO ''SNMPSON STRONG - TIE' PRODUCTS. 7. WOOD SCREWS SHALL BE IN CONFORMANCE WITH ANSI 818.6.' 8. BOLTS AND LAG SCREWS SHALL CONFORM TO ANSI 818.2.1. ALL BOLTS THRU WOOD SHALL HAVE STANDARD CUT WASHERS EXCEPT WHERE METAL SIDE PLATES ARE SPECIFIED, BOLT HOLES SHALL BE BORED 1/32' TO 1/16' LARGER THAN THE BOLT DIAMETER, UNLESS OTHERWISC NOTED. /ILL BOLTS SHALL BE REfiGHTENED PRIOR TO APPLICATION OF P T , PL C. A 6. PROVIDE 2x SOLID BLOCKING AT ALL JOINT AND RAFTERS BEARING LOCATIONS, MORE THAN EIGHT INCHES IN DEPTH AT NOT MORE THAN W -0' ON CENTER UNLESS HUNG IN AN ICC -ES APPROVED METAL HANGER. 10. DO NOT NOTCH JOISTS, RAFTERS OR BEAMS EXCEPT WHERE SHOWN ON THE DETAILS. HOLES THROUGH SILLS, PLATES, STUDS AND DOUBLE PLATES IN WALLS SHALL NOT EXCEED 1/3 OF THE PLATE WIDTH. USE BORED HOLES LOCATED IN CENTER OF MEMBER OR USE METAL STRAP ON NEAR SIDE. NO HOLES ffAMITTED IN STUDS, SILL PLATES OR JW PLATES OF SHEAR PANELS WITHOUT EXPRESSED APPROVAL 11. USE MALLEABLE IRON WASHERS UNDER EXPOSED EXTERIOR BOLT HEADS AND NUTS. MALLEABLE WASHERS TO HAVE A DIAMETER 4 TIMES BOLT DIAMETER AND THICKNESS 1/2 BOLT DIAMETER. 12. DOUBLE TOP PLATES AT ALL EXTERIOR WALLS AND ALL BEARING PARTITIONS (NOT OTHERWISE DETAILED) SHALL LAP 4' -0" MINIMUM AT SPLICES AND SHALL HAVE 6 -16d NAILS MINIMUM THROUGH EACH SIDE OF SPLICE IN PLATES. 13. ALL WALLS NOT SOLIDLY SHEATHED OR CONTAINING SHEAR PANELS SHALL HAVE A 1x6 DIAGONAL LET -IN OR APPROVED STEEL X BRACE AT THE ENDS AND AT NOT MORE THAN 25' ON CENTER. BRACE SHALL EXTEND FROM BOTTOM OF LOWEST PLATE TO TOP OF UPPER PLATE. Q 14. AFL INC H DW E SH I_ BE AS AN FA TU D BY "SIMPSON COMPANY" OR ENGINEER APPROVED EQUAL ALL 'CT" AND 'T2' HARDWARE SHALL BE ZONE 4 HARDWARE 5. ADHESIVES USED FOR ANY FIELD CLUEING SHALL CONFORM TO APA PERFORMANCE SPECIFICATION AFG -01. 16. WHERE (E) HOLES IN ROOF FRAMING MEMBERS ARE LESS THAN 2 1/2" FROM (N) BOLT HOLES FOR (N) HARDWARE, THE (E) HOLE SHALL BE FI W/ EPDXY. EPDXY ANCHORS L� 1 SET HS EPDXY BY A O N I G MPSON STRONG - TIE" (ICC -ES ESR- 1772) 2 ANCHORS USED FOR EPDXY ANCHORS SHALL BE ASTM A -307 THREADED RODS UNO. SIZE AND EMBEDMENT SHALL BE AS INDICATED ON PLANS. E 3. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WRH THE XY Q MANUFACTURER'S RECOMMENDATIONS AND THE CURRENT ICC -ES REPORT. 4. SPECIAL INSPECTION SMALL BE PROVIDED IN ACCORDANCE WITH UBC -97 SECTION 1701 AND IN ACCORDANCE WITH THE SPECIFIC SPECIAL INSPECTION REOUIREMENTS SET FORTH IN THE CORRESPONCIIG ICC -ES REPORT. 5. DRILLED HOLES SHALT BE tLEAEO OF DUST M,o ,MY D 8ij6' US NYLON BRUSH AND COMPRESSED AIR. OIL, SC41, AND RUST SMALL 8E REMOVED FROM THREADED RODS PRIOR TO INSTALLATION. 6. UNLESS NOTED OTHERWISE IN THE PLANS, EPDXY ANCHORS SMALL HAVE THE FOLLOWING MINIMUM EMBEDMENT L_ EPDXY ANCHORS NOTES: 1. DEPTHS BELOW ARE UNLESS tiOTED OTHERWISE ON �� PLAN � S �� 2! PROVIDE SPECIAL INSPECTION AS REQUIRED PER ICC -ES REPORT BAR SIZE MINIMUM EMBEDMENT * coo REMARKS #3 3 1/2' IMPORTANCE FACTOR I = 1.0 4 OR 1 /2'0 4 1/4 16-0 #5 OR 5/8'0 5 1/2 SEISMIC COEFFICIENT C - 0.54 #6 OR 3/4'0 5 5/8' 1630.2.2 07 OR 7/8 "0 7 3/4' J8 OR 1 o 9" STRUCTURAL STEEL 1. ALL STRUCTURAL STEEL MATERIALS AND WORKMANSHIP SNA.L BE M ACCORDANCE WITH THE LATEST REVISED EDITION OF THE AISC 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 STEEL PER UBC 2203. 2. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING: MATERIAL SPECIFICATIONS: W - SHAPES AST1M A992 OR ASTM A572 GRADE 50 C -, S -. M -, HP -, AND ANGLE SHAPES ASTM A36 BARS AND PLATES ASTM A36 MACHINE BOLTS ASTM A307 ANCHOR BOLTS AND PINS ASTM A307 AND /OR A325 PIPE (STANDARD WEIGHT, UNO) ASTM A53 GRADE B FY = 35 KSI STRUCTURAL TUBES ASTM A500 GRADE B FY -46 KSI 3. LICENSED FABRICATORS APPROVED BY THE BUILDING DEPARTMENT SHALL FURNISH SHOP DRAWINGS FOR REVIEW BY THE STRUCTURAL ENGINEER PRIOR TO FABRICATION OF STRUCTURAL. MEMBERS. 4. NO HOLES OTHER THAN THOSE SPECIFICALLY DETAILED SWILL BE ALLOWED THRU STRUCTURAL. STEEL MEMBERS. BOLT HOLES SHALL CONFORM TO AISC SPECIFICATION, AND SHAT BE STANDARD HOLES UNLESS OTHERWISE NOTED. NO CUTTING OR BURNING OF STRUCTURAL STEEL WILL BE PERMITTED WITHOUT PRIOR CONSENT OF THE ENGINEER. 5. ALL CONNECTIONS NOT DETAILED ON THE PLANS SHALL BE DETAILED BY THE STEEL FABRICATOR AND SMALL BE SHOWN ON THE SHOP DRAWINGS SUBMITTED TO THE ENGINEER FOR REVIEW. 6. Al STRUCTURAL STEEL SHAPES SMALL BE PRIMED WITH A RUST RESISTANT PRIMER BEFORE SHIPMENT TO THE PROJECT SITE. 7. AFTER ERECTION IS COMPLETE, TOUCH -UP ALL SHOP PRIMING COATS DAMAGED DURING TRANSPORTATION AND ERECTION. 8. HUGH STRENGTH BOLTS WHERE HWATED IN THE PLANS OR DETAILED SHALL CONFORM TO ASTM 4,325 OR A490, AND BE PROVIDED WITH HARDENED WASHERS CONFORMING TO ASTM F436 SLIP - CRITICAL TYPE BOLTS (A325 -SC OR A490 -SC) SWILL BE TWIST -OFF -TYPE TENSION - CONTROL BOLT ASSEMBLY. AT CONTRACTOR'S OPTION, THE COMBINATION OF HIGH STRENGTH BOLTS AND DIRECT TENSION LOAD INDICATING WASHERS CONFORMING TO ASTM F -959 ARE ACCEPTABLE SUBSTITUTIONS. CONTACT SURFACES SMALL. BE CLEAN MILL SCALE OR CLASS A QUALIFIED COATINGS. 9. ALL SHOP AND FIELD BOLTED CONNECTIONS SMALI BE IN ACCORDANCE WITH ASTMI A -307 USING UNFINISHED AMERICAN STANDARD REGULAR BOLTS, UNLESS OiH IE"SE NOTED. 10. ALL STRUCTURAL STEEL EXPOSED TO EARTH SHALL NAVE 3' CONCRETE COVER. GENERAL 1. TW CONTRACTOR SWILL ASSUME SOU AND COMPLETE RESIAONSIftM FOR JOB SITE CONDITIONS DURING THE COURSE OF CoN11TIR JC110N, WCLUDING THE SAFETY OF ALL PERSONS AND PROPERRY, AND lots NEOLNREWNT SWILL APPLY CONTINUOUSLY AND NOT K LUTED TO NORMAL WORKING HOURS. 2• THE CONTRACTOR SHALL 11E RESPONSIBLE FOR ALL MEANS AND METHODS OF CONSTRUCTION AND SWILL TAKE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. WCLLIOMNG, BUT NOT UM 70, SHORING, BRACING, AND TEMPORARY EXCAVATIONS. AND SHALL BE IN ACCORDANCE WITH ALL STATE AND FEDERAL SAFETY REQUIREMENTS. 3. THE CONTRACTOR SHALL L VERIFY ALL ONENSIONS, ELEVATIONS. AM SITE CONDITIONS BEFORE STARTING WORK AND SHALL NOTIFY THE ARCHITECT AND ENGINEER IMMEDIATELY Of ANY DISCREPANCIES 4. ALL OMISSIONS AND CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND /OR SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER BEFORE PRROCEEDING WITH WORK SO INVOLVED. 5. RESOLVE ANY CONFLICTS ON THE DRAWINGS WITH THE ARCHITECT AND 94ONEER BEFORE PROCEEDING WITH CONSTRUCTION. 6. THE aNTRACTOR SHALL DETERMINE THE LOCATION OF UTILITY SERVICES IN THE AREA TO 8E EXCAVATED PRIOR TO BEGINNING EXCA VATION. 7. NO PIPES, DUCTS, SLEEVES, CHASES, ETC. SHALL BE PLACFD IN SUBS, BEAMS, OR WAL UNLESS SPECIFICALLY SHOWN OR NOTED. NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR PIPES, DUCTS, OR OTHER ITEMS UNLESS OTHERWISE NOTED CONTRACTOR SHALL OBTAIN PRIOR APPROVAL FOR INSTALLATION OF ANY ADDITIONAL PIPES. DUCTS, OR OTHER ITEMS. REFER TO ARCHITECTURAL. AND MECHANICAL DRAWINGS FOR LOCATIONS. B. ALL MATERIAL AND WORKMANSHIP SHALL CONFORM '0 THE REQUIREMENTS OF THE LATEST EDITION OF THE UNIFORM BUILDING CODE (U.B.1) AND SHALL COMPLY WITH AND BE INSTALLED IN ACCORDANCE WITH ALL THE REQUIREMENTS OF ALL LEGALLY CONSTITUTED PUBLIC AUTHORIT!- HAVING JURISDICTION, INCLUDING ALL COUNTY SAND LOCAL ORDINANCES, AND THE SAFETY ORDERS OF THE STATE INDUSTRIAL ACCIDENT COMMISSION, OSHA. P. WHERE A SECTION OR TYPICAL DETAIL IS SHOWN FOR ONF CONDITION IT SHALL APPLY FOR ALL LIKE OR SIMILAR CONDITIONS UNLESS OTHERWISE NOTED. 10. NO CHANGES ARE TO BE MADE TO THESE PLANS WITHOUT THE KNOWLEME AND WRITTEN CONSENT OF ,►.S. DYER do ASSOCIATES INC. STRUCTURAL ENGINEERS. 11. ANY REFERENCE TO THE WORDS APPROVED, OR APPROVAL IN THESE DOCUMENTS SHALL BE HERE [DEFINED TO MEAN GENERAL ACCEPTANCE OR REVIEW AND SHALL NOT REUErE THE CONTRACTOR AND /OR HIS SUB - CONTRACTORS OF ANY ,LABILITY IN FURNISHING THE REQUIRED MATERIAI S OR LABOR SPECIFIED. 12. CONNECTIONS OF ALL ITEMS SUPPORTED BY THE STRUCTURE ARE THE RESPONSIBILITY OF THE t"SLIPLINES WHO ARE MAKING THESE ATTACHMENTS. THESE ATTACHMENTS SHALL BE DESIGNED TO RESIST ALL GRAVITY WIND. SEISMIC, THERMAL LOADS, ETC. W ACCORDANCE WITH THE PRO. ECT DESIGN CRITERIA, SFk!NKLER PIPING SHALL BE SUPPORTED AND BRACED PER NFPA -13. SUSPENprD CEIUNG SYSTEMS OF ACOUSTICAL TILE OR LAY -'N PANELS SHALL BE SUPPORTED AND BRACED PER UBC STANDARD 25 -2 (ASTM C635 AND C636) 13. CONCRETE SLAP -ON -GRADE HAS NOT BEEN DESIGNED FOR CONSTRUCTION LOADS OR SPE:,IFIC OCCUPANT SERVICE LOADS BY THE STRUCTURAL ENGINEER. 14. VIBRATIONAL EFFECTS OF MECHANICAL EQUIPMENT HAVE NOT BEEN CONSIDERED BY THE STRUCTURAL ENGINEER. 15. SEE ARCHITECT'S SPECIFICATIONS AND ADDTTIONA REOJIREMENTS. 16. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL. ENGINEER SHALL NOT INCLUDE OBSERVATION OF SAFETY METHJDS, BRACING OR SUPPORT ANC SHALL NOT BE CONSTRUED AS INSPECTION NOR APPROVAL OF CONSTRUCTION. 17. MILL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS GIVEN AS BEST AS POSSIBLE, BUT WITHOUT GUARANTEE OF ACCURACY. WHERE ACTUAL CONDITIONS CONFLI WITH THE DRAWINGS, THEY SHALL BE REPORTED TO THE ENGINEER SO THAT THE PROPER REVISIONS MAY BE MADE. MODIFICATIONS OF DETAILS OF CONSTRUCTION SHALL NOT BE MADE WITHOUT WRITTEN APPROVAL FROM THE ENGINEER. 18. REPLACE ALL DAMAGED & REMOVED GYPSUM BOARD SHEATHING TO PREVIOUSLY CONSTRUCTED CONDITION. 19. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS GIVEN AS BEST AS POSSIBLE, BUT WITHOUT GUARANTEE OF ACCURACY WHERE ACTUAL CONDITIONS CONFUCT WITH THE DRAWINGS, THEY SHALL BE REPORTED TO THE ENGINEER SO THAT THE PROPER REVISIONS MAY BE MADE. MODIFICATIONS OF DETAILS OF CONSTRUCTION SWILL NOT BE MADE WITHOUT WRITTEN APPROVAL OF THE ENGINEER. 20. EXISTING SUBPURUN, PURUN AND FLOOR JOIST WINGERS SHALL BE INSPECTED FOR CORROSION WHERE READILY AVA&ABL.E. ANY (HANGERS WTED WITH CORROSION SHALL BE REPORTED TO THE ENGINEER. 21. WALL ANCHOR BOLTS MAY BE ANGLED AT UP TO 1:10 WITHOUT ENGINEER NOTIFICATION U.N.O. 22. CONTRACTOR SHALL EXHIBIT THE NECESSARY CAUTION AND CARE WHILE DRILLING INTO EXISTING CONCRETE WALL PANELS TO PREVENT SPAWNG. 23. DESIGN BASED ON 1997 EDITION OF UNIFORM BUILDING CODE. REFERENCE DESIGN PARAMETER 16 -1 ZONE FACTOR Z - 0.30 16 -J SOIL PROFILE TYPE: SD ASSUMED 16 IMPORTANCE FACTOR I = 1.0 16 -N STRUCTURAL SYSTEM FACTOR R = 4.5 16-0 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. MAX SEISMIC BASE SHEAR COEFFICIENT V - 2.5 C0 I - 0.200 0.143 ALLOWABLE R ,aw,c..a, „n COEOUMPIIAUI SEP 2 2 1006 City Of Till" BUILDING IW,, p O� rukW 'L.% UL 20 205 STRUCTURAL LUMBER PEWIT 1. ALL VISUALLY GRADED FRAMING LUMBER SHALL CONFORM TO THE GRADING RULES SET FORTH BY THE WEST COAST LUMBER INSPECTION BUREAU LIB) OR THE WESTERN WOOD PRODUCTS ASSOCIATION A). EAC PIECE SWILL BEAR THE GRADE STAMP AND THE APP�AED GRADING AGENCY, EXCEPT EXPOSED LUMBER SHALL KAR NO WMgONGS WHICH WILL BE VISIBLE AFTER INSTALLATION. 2. ALL FRAMING LUMBER SWILL. BE DOUGLAS FIR - LARCH, UNLESS OTHERWISE NOTED. 2x AND 4x SAWN LUMBER SHALL HAVE A MOISTURE CONTENT NOT MORE THAN 1971E AT TIME OF FABRICATION. THE FOLLOWING GRADES SHALL L BE THE MIHMUMQ ACCEPTABLE GRADES. UNLESS OTHERWISE NOTED: OEM M N MUM GRADE STUDS: 2' THICK, 4' WIDE (STUD HT.mB'- 1 MAX) . STUD GRAIj 2' THICK, 4' TO d' WADE ........ . NO. 2 t 3' TICK, 4' TO 111' WIDE . ... .. . ... NO. 2 u N PANELIZED ROOF RAFTERS: 2' TMM. 4' WIDE ..... .. .. . NO. 1 - 2' THICK, 6' AND WADER ..... .. . . . NO. 1 I R E { I7 - 3' TWX 4' AND WIDER ........... N0. 1 IL i 1 [ i L L E - t I C . 4' THIM 4' AND WIDER . ... .. NO. 1 . 411lUCTURAL JOISTS AND U0HT FRAMING: 2' TO 4' THICK, 4' M• HIDER ....... NO. 1 WRNS AND STRINGERS: 3' AND THICKER, 6' AND WR O ....... N0. 1 POST AND COLUMNS: . ......... ... .. N0. 1 3. SILL PLATES IN CONTACT w" CONCRETE OR MALSONRY 91ALL K PRESSURE TREATED DOUGH FIR. ALL WOOD BEARING ON CONCRETE OR MASONRY F LESS THAN 4' AASM GRANDE SMALL K PRESSURE TREATED DOU" FIR. 4. MAXIMUM STIR HEIGHT SCHEDULE AT INTERIOR NON - KWNG WALLS (LITERALLY UNSUPPORTED HIEQq. 2x4 AT 16' OC ...... 14' -O' 2x6 AT 16' OC ...... 2e' -0" 2x8 AT 16' OC ...... 35' -r UNO MAXIANUM COUNG JOIST SPANS SHILL BE PER UW VAN TABLES. PROVIDE BLOCKING AT Q' - OC. t I I t M 0 o 3 S o v> d- N 0 O Q . U � w N Cc Z '--, W -_ On W ' rn Z w �/ Q O X Z N � � W � Cf.) aj • < CC to (") 00 a �< 00 F. DE 00 u A �t > N W • J N r CD n J m I cr LJLJ w o V co Cc W ~ 1-- m 4< 0 o ..r C co Cc O ~ v� V t CC Q 3 � a� J �C O I I�V IOIOI�N ISSUED FOR BLOC DEPT REVIEW 5 -23 -05 it! 1 9UIl. m DEPARTMENT CORRECTIONS 6-25-4* OIMNNt 10111 LDA4M 5 -13-00 SOMA AS w01 0 J= "000. 2005.033.01 N>mT si 0 Ll j 1 1. fir' -. -_ _ � .. ��►- _ _. _. -� ..�. . -. _ .. .. -���- - +.-_. __ _ .- �.... -... - �. _ � .. �.. ..�.�.. �.. . -.- �1- w.rV�+.� -. •��w�. w.r..�- �.�.. . .. , -. _.► .N �.�.. y..��.,�ti... -.. N.r -... ..4• . . r^. -.+.a. - wry... r.... w ....r .r +-r Nrr .. ..r ^r aiM.�. A -N�. w N..- � �.. .ww �. •�W . �r ,y v-. .w (12 13) C�4 01§ 16 17) 18 19; 0 21 r 1 1 1 I 1 X05 -0� 1 1 + 1 1 73' -11 • 2 24' -7' 2 4 -r 2+' -r 24' -r 24' - -r : 4' -r 24' -�• Z4' -r P4' -r 24' -r 24 -r • - z4. -r 24 _, z4 ._,• ,_ ■ 24 ' , r RI F 24 1 1 Z4 r , 1 9 •_ i I I i 1 1 , l r 1, ?', • 1 1 1 1 1 1 1 1 1 1 I I I , s d �D ?4 i i I I I I I i 1 .p •.• QUA EL EQUAL ea IAL vv 1 i I I I I I I TYP TYP � SI M 1 , • — / ` �� �` ' I ' 1 1 1 1 1 1 1 1 t ' ' ' S3 / 1 10 �-+� TYP 12 - - 1 I i I I I I I I 53 I I I I TYP 2A 1 ' EQUAL EQUAL EQUAL 1 I I I _ _� EQUAL EQUAL EQUAL I �; TYP TYP TYP i I I I I I r- --' =_. -- = - — - -= -- - -� •/�` p � _ _ � �� - - . ` ,!/ � t 1 , , , /4 x5 STE PLATE , TYP TYP TYP E _ 1 PER S3 ALTER NA NE FOR 1 1 TYP -_ -W -- - - --•�.I - - --- -� �' 17 53 I AT EVER 4x 16 - --- -- - -- 1 1 PURLIN P I I S3 t / c \ ; \ TYP 12 1 TYP ?A 1 1 1 1 1 , -- - -- •• — 1 S3 S3 .v \' �' S.5 CR�'P M OPP 5 \ \,P Q'P Q P Q Q �'� P LIP • • a N 1/5 \f '11I v' 1 t A i ----- - - - --- - ---- -• - - -- - - - - -- �l 4. 4 ,� I � - - - �� - , - -- - • - N - -- - -- - - N - -- - - -- - a- - - -- - -- - N _ - -- _._ - -- - '� - - --- -- -- - + -' -- -- -- --�' -- - --� � --__ •_� • 8 O ��� 4 x 16 PU LIN _\ �� ' 1 w.� - M • N W N C4 a N� t 1 N "� N - '- -__+�' 0 ,_-• —OC. M %•0' _ \. S.3 °" a ----- - - - --M ---- •- - - - - -- x -- - ' . ' K K' x I W SK / - -.� -_ 8 �, d n' ,,� - r; 8 -0' - TYP r - . - - -- -- - - -- - - -. - + - - - - - -- E -- _--- -_--__ -- - --- . 4 m ' "' � �; a � � �' I �. (N) BRACE �' Q C �o �p . M r l� O 1g P �► 4 x 16 PURLIN - - -- -- Z � - -- v I � �► �� D I '� i 2A S4 t �, \ 8 0� RCiiV `�•, o' 0 8' -0' OC TYP - - - - - -- '� 8B - TERNAT �R _.-- - - -- - •--------- I� .__...._..w�►, - ,-- - - - - -- -- _-- -__ - -- - --- - - ---- '� - •- -- - - -- .,'v -- - - - - -- �' - - --� _._— I o: - - - - -- .. —__.__ a .- C4 AL 0 DETPJL 11 A S3 t 1 A TYP t7 X L 8 . IZ3 'OA k BRACE • 53 EVERY PURLM TYP 0 �P I F �P VlP V P �P �P '�P � P N � HINGES _ 20 TYP O GLB ' 20 TYP O GL 4 x 6 . �_ ` �- cy, \_ - - - -- --- - -- - - -- -- - - -- - - -- - -- - — --�- � -,", . �► \ -± - -- - -�- �- -.�- -. -- � - -- __- .- --_ --- � -- .------ -•- - -_ __ ._.... .__..- __.- �.------------- ---� -- w 8` 0" OC L TYP '� -------------- -► - - -- ---- - - - -•_ - _ -_ - - -� . ---- - -- -- - - ------- -- - --- -- -- HINGES - -- o Lt' ' S3 S3 t � � � �+ 8 "NQ cw 11 A TYP EQUAL EQUAL EQUAL t t Z (N) BRACE , , "414 o o► / ,� .-� \/ _ r /R7C v -_ - t - '��-i - .._._ --- '��� - --- mo d''- ''.v� -� --�-� ._....*��� _ ___. -.._ d► _.- - -•-�' - ---- — • - -- �:Q_ ,.�7 / cs �°� \_ I OBRACE is � '- a- - -- ---------------- - - + - -- N - - - - -- :. --- - - - - -- � -- --- ' S3 � car ' `�- - -- -x - •------ - - - - -- " ----- - - - - -- n - - - - -- -- "~'? n 4 x 16 PURLIN M' i' •- ••-� n r — r �._-- ..___-- '—__ -- _ 4 x 16 _PURLIN h I xi 0 8' -0 OC TYP X x I x� K sc .c xT n r0 8' -O (N) x QC TYP x V t ..... __-- __ - - - - •---- _._..._.". _ __— _•...._ -.-_ :'.. __._ -_ ��� M r 8 , I • :r . v I x BRACE 14 �\ a � ■ '� ■ ' ' ■ lt� S4 r .r t �. m (N) BRACE `° w `° co ca n 2 ,c v v �'� �. �'`� p.• �'p 8 -'�' m - -�� t cwp _ m m a ; Q m Q 1 i; TYP J to 3 � Typ - , ' � HS 6x6x5 t 6 - .__. . :, ,r -� - - -- S3 I I H 6x6x5 16 i I t -�•- ? - -- - - - - -- - - -- - -- - _ _. -_ _ - - - I-- -- 2q - -- •- - - - -- - - -- --- ---- -- -- - --r- -- - -•- --� ---�- - -- -- ' - -- - i r s3 ryp N ? / / ��.�.� I I / / BRACE PER 5 12 TYP i BRACE PER 5 i �� I 1 4wx5" S5 -- S5 / STEEL PLATE - - ?4 �• 12 TYP I i 2A S4 I I BRACE AT I BRACE PER S3 I S4 t A / EQUAL EQUAL EQUAL EQUAL EQUAL I 3 s3 t 1 TYP 1 GLULAM PER 12 i 1 1 ! I 2A I I I $4 DET TYP S3 4 , , 1 S3 EQUAL EQUAL EQUAL 10' -0w I 4 E QUAL I 1 3?',1 • / I I I I I 1 53 10' -0' E UAL I Q EQUAL / 1 , TYP T1'P TYP •_ • • • r • . w I 1 1 i TYP TYP TYP , 1 1 24 7 24 24 -7 24 -7 2 -7 2a' -7" 24' -7" 1 24' -7' 2 4' -7" ( 2 4' -7' 24' -7" 24' -7" 24' -7' 24' -7' 24' -7' 24' -9' 8 9 10 11 12 13 14 15 16 ( 17 18 19; 0 21 ROOF FRAMING NOTES I. FOR GENERAL NOTES, SEE SHEETS S1. 2. CONTRACTO SJKLnELD VERIFY ALL DIMENSIONS. ROO FRAMING PLAN J. CONTRACTOR TO NOnFY OWNER OF ROTTEN OR DAK"ED ROOF FRAMING MEMBERS AND SHEATHING AND REPLACE WITH THEIR SCALE: 1/16*- 1'-0' PERMISSION 4. EXISTING SUBPURUN, PURLIN AND FLOOR JOIST HANGERS SHAL- BE INSPECTED FOR CORROSION WHERE READILY AVAILABLE. ANY HANGERS NOTED WITH CORROSION SHAD BE REPORTED TO THE ENGINEER. Q 5. STEEL MOMENT FRAMES SHOWN SHOULD BE BID SEPERAT UNDER A SEPERATE CONTRACT. T l 1 t t 1 1 � O ............... ` �i i`i'i •'i'•�• i�i`i . -• �/ o o o� a .... ....... a ........ ` i • tf• i i • ' ............... ............... ..••.......• . ............... .............. !1� .............. r... i ce' +��� -� •''�''.- '�, ■•�. -' i •�� ' s m ROOF DIAPHRAGM NAILING PLAN ADDITIONAL ROOF DIAPHRAGM NAILING �,��,'�' / QOOROWATION NOTE ADDITIONAL NAILING SCHEDULE CONTINUOUS EDGES do AREA BOUNDARIES OTHER EDGES 6 1/4 ALL Lk • 4 - c 2 1/2 4 • SEE NOTE BELOW R IS ESSENTIAL THAT ABOVE ROOF SEISMIC STRAPS AND WALL ANCHORAGE BE INSTALLED BY A SEISMIC CONTRACTOR IN CONJUNCTION WITH THE ROOF REMOVAL AND REPLACEMENT. COORDINATE WITH SEISMIC CONTRACTOR, REK)ENBAUGH Q 1. ADDITIONAL 8d COMMON NAILS AS REQUIRED �r ASSOCIATES AND J.S. DYER do ASSOCIATES FOR INSPECTIONS AND TIMING. SO THAT FINAL NAILING IS AS SHOWN ON ONL REMOVE AS MUCH ROOFING AS CAN BE MADE WATERTIGHT ON THE • AWT10NAL NAIUNG SCHEDULE BY SAM DAY. O R NTO SE THA THE BUILDING CONTENTS ARE NOT DAMAGED 2. (E) ROOF NA�LJNG IS 8d 0 6' 0/C 3. (E) ROOF SHEATHING IS 1/2' S.O.B. TO BE FIELD VERIFIED 4. OONTRACTOR SHALL VERIFY OR ADD AS NECESSARY HUNG LISTED BELOW. CONTRACTOR SHALL USE CARE TO PREVENT WOOD MEMBER SPUTi1T�IG. Al 2 ROWS OF 1Od NAILS 0 4' 0/C TO ALL GLU LAM BEAMS 0 EXISTING YWOOD PER T. 1 PLYWOOD OVER 8. 10d NAILS AT 4 0/C 10 NEW AND EXISTING SUB- PURUNS f ' i( I PLYWOOD �- 7 WITH WW1. ANCHORS, SEE DETAIL 5/S3. ((E N►3 8d NAILS 0 S4 Q C. NAILING SPECKLED IN DETAILS WHERE OCCURS. THICKNESS NESS SCHEDULE (E) CONCRETE WALL :6:12, TO BE FIELD - VERIFIED. 0. SEE 4101 ROOF DIAPHRAGM NAILING. 4• ` - m SEE NOTE BELOW 0 [c 11 PROv10E NEW 1/2 STRUCT. PI_YW= OVER i:MTK PLYWOOD PER 7 N 8d 0 Q 2 1/2:6:12 TO BE FIELD VERIFIED FUTURE NAILING IS NOT PART OF CURRENT SCOPE OF WORK _ I RElD ti11UUL i c "•! Ir jc LEGEND OITr'OF- : UKWIU p coem � v INOK',ATFS (N) COMM III Mr-ATES (N) STEEL eRACIIMC i HXS (MN) METAL VW 1 • f ■ ■ i I t T p C3 0 � s s � (E) WALL THICK NESS OCCURS ON On LINES 6 1/4 ALL Lk U mmaI LEGEND OITr'OF- : UKWIU p coem � v INOK',ATFS (N) COMM III Mr-ATES (N) STEEL eRACIIMC i HXS (MN) METAL VW 1 • f ■ ■ i I t T p C3 0 � s s � r CD F_ C3 0 Q< U N W c0 1 co c t\ O ~ v U � C..> cc c w=� ... Z O X N LL w co O .,' q < of CC un o� 02 a- 0 4 c N cd Ld X W -I- �L_Lj N r CD F_ C3 0 Q< U m 1 co cc ~ v W V. C..> cc �gt3 F_ Lu 4c 0 Q< U CL co o�s v �gt3 � CC Lu 4c 0 e p=vm=e �m ISSUED FOR BLDG OEPT REVIEW 5 -23-05 t B ��..�� PARTME �� DDEN -- �� alwrle Ow DA TS 8-13 -0e *Oft& AS NOTED JI= N& 2005. 033.01 4104 S2 E o. E o. T COUKI l WHEK HOODED ! 1 -o TM P I I 14 (q LFOOpt w/ I�ow (E) = c. PAWL 1 /4 (E) WK. P ANEL ( I I HARDWARE HARDWARE PEN ANCHORAGES CONTINUITY TIE HARDWARE PEI! I / � COIOINUITY TIE EIM BED WALL OLIO ESS , (E) LEOOER I I I I EACH SIDE M . 2 �IE0. �pE -7 a / ,,,,.. �. -_ SIDES 3/8 PREWELD TO FRONT -� 6 3/8 LEDGER PLATE Al i 1' 1' _J HIILTI KWN( BOLT M ; ; Il ........... ...,., �..� •. -, — - „ I (K`60 0 ER -4427) OR (E) PURLIN I EPDXY ANCHORS O 4' -0'OC 4' `O • t I I FIRST 5 BOLTS AT EACH END w /8 3/4"0 PLATE a 4 • EPDXY ANCHOR BOLT U.M,,O. OF W/ COUNTERSUNK HQL A307 THRU BOLT PER HARDWARE SPECF0 I I BE AT O - UC NO SPECA_ I SUB- PURI.MI CONTINUTfY TIE SCHEDULE SEE _ x _ -- ' FLATHEAD SLOTTED CAP SCREW W TO K s+aPSON I 1 , O _ y �g FLUSH PLATE I C I MARK MIN. MEMBER w TI : fi , , ,�1 ? a \ _�- II , SPLICE AS REQUIRED WITH I i I 3/8 6 x4 "xi' -0 PLATE lYP I A - x4 - -8 s :: _ __ - ss s s=- _ s= I I1 II - - 2 4 - 4 PROVIDE NON- SHRINK GROUT BETWEEN PLATE if I ! — ah L -4 — AND FACE OF HOLE IN (E) CONC. PANEL sss s ,s s xx ; 3!# � a UND WASHER I I I A307 THRU BOLT PER HARDWARE SPECIFIED MAY BE SLOPED 1 VERIFY (E) HARDWARE'. ' 1 I I�.N.o. - -- RAP + I REMOVE AS REQUIRED 6 20 MAX AS REO D SEE NOTES ON ROOF PLAN PLAN ST 7/8 MAX. HOLE SIZE © =' I � 1-- x.1-.1 I I -� -- — - - - - - -- — - II HOT GAIL SEE NOTE ' (E) 2% SUBPURLIN (N) 00NTINUITY TIE HARDWARE EA. SIDE N ADDITIONAL BAYS WHERE OR PNM /RUST W ' S 0 ROOF PLAN REQUIRED PER PLANS i ! (E) 3x S116PU!?LIN TO BE WALL ANCHORAGE HARDWARE EA. SIDE INHIBITIVE PAINT I I I (E) CONCRETE PANEL �� (N) W . H- N)2x SUBP URUN TO MATCH (E) SUBPURLIN _4 =W" DO NOT INSTALL (N) 2x SUB - PURLIN ' IF (E) SUB - PURLIN IS 4x OR GREATER NCTE D EPTH. ATTACH SNUG t0 (E) 2x SUBPURLIN W /GLUE WHERE EXISTING 2x SUBPURUN OCCURS: O AND ©ALTERNATIVES WITH BUILDING OWNER'S AND PROPERTY MANAGER'S 19 SECTION B -B AND W /10d NAILS AT 4` O.C. STAGGERED PROVIDE (N)2x SUBPURUN TO MATCH E) SUBPURLIN 1. AT OFFSET IN PANEL JOINTS SEE - DEPTH LINO. ATTACH SNUG TO (E) 2x SUBPURLIN PERMISSION ONLY. ,9rrMkJ A -A W/ GLUE AND W /10d NAILS AT 4" O.C. STAGGERED NEW CHORD DETAIL L 17 SUB - PURLIN ANCHORA . 5 1 DETAIL 1 ( E) ROOF (E) CONC PANEL , FRAMING I , . ROOF FRAMING (E) LEDGER W/ HANGER 17 T_ 17 (E) CONC. PANEL (E) OR (N) � I I COUPLER WHERE REQUIRED (E) SUBPURLIN ' �- - z x i ALTERNATE LOCATION ! I - SIDE OF E BEAM W 3 4 (E) 5 x GLB (E) GLB � - . _ - = I { AL`t7 NEW HARDWARE TO EACH WE 9 ( I ____. -- -- - - - -- - -- 1 4z PURLIN (E) LEDGER (E ) 4x PURLIN L ' n READED ROD PER SCHEDULE - -- — - -- - --- — I --------- - - - - -- - --= -- == -- .. = 1 . . _ _- � \ - WHERE R IR 1 �� EQU ED, ADD 1/2 - -- - --- - TO 1 1 /2 PLYWOOD SHIM V ti- -J �." 4, (E� CONC. PANEL UNDERECONNUrTYF FRAMING SEE 1 r - t i - — ,� z T --�- -L GLUE AND NAIL WI A MIN - -• - - ---- - _ ��- '----------- --- - -- PLAN of (12) 1 6d NAILS. I I �" _ I : LOCATE (N) HARDWARE SUCH THAT J--• --� ---- -� (E) BOLTS HOLES ARE A MINIMIIN . SCHEDULE 3r FROM (N) BOLT HOLES PLATE BEHIND GLB (N) ANCHORAGE n M I (E) ROOF �w� PURLIN WALL ANCHORAGE SCHEDULE ------- - - -L -- —_ PLATE SIZE PER PLAN PER PLAN FRAMING 1 1 T 1 WHERE OCCURS _ ^ =_, i (E) OR (N) : MARK ZONE 4 SIMPSON ALTERNATIVE FRAMING ' 1 I 'd' ROOF F MIN. MEMBER TYPE d min ALTERNATE DETAIL I I I SISTERING ; I I 1 (E) OR (N) A 4x4 T2 24 - 6 TO 18 HO - 5A _ S3 I ( 1 PLATE SIZE PER PLAN I 8 4x6 T2 44 ' TO 18' HD - 3/S3 SEE __ C 4x6 T2 64 -6 T 18' HD -8A S3 PER (E) PILASTER FOR PURLIN LOCATED 1 I i - - _ _ -c___= ' SON HARDWARE USED PROVIDE 3/16` Mt!�IMUM WASHER NOTE IF SIMP % `� - NEAR CONC. WALL -"' UNDER NUT AT TENSION ROD TO HARDWARE. - -- PANEL JOINTS SEE OTE: 1��.1 - - - -- r - - - - -- ---------- -- - --� - 1. IT l5 PREFERRED THAT THE PLATE BE _- _ ---"-' LOCATED CLOSE TO THE LEDGER. I I (N) SISTERING TO MATCH I i 2. IF CONTRACTOR WANTS TO LOCATE PLATE OTHERSIDE ADD ADDITIONAL. �" ABOVE ROOF LINE, CONTRACTOR TO PROVIDE I I W. BOLTS WITH SAME SIZE , FLASHING DETAIL TO PROPERTY MANAGER AND AND SPACING AND QUANTITY (E) HARDWARE, REMOVE AS REQUIRED OWNERSHIP FOR APPROVAL PRIOR TO COMMENCMENT. PLAN 1_�L AS CONTINUITY TIE BOLTS DETAIL O PAN 14 CONTINUITY TIE SHIM 10 PURLIN ANCHORAGE 12 E T I EL JOIN • EQUAL EQUAL NOTE: T I ' T2 CONTINUITY TIE PER 6" MIN 18 MAX 1 F ONE PANEL IS THICKER THAN THE OTHER, SCHEDULE EA. SIDE AND _ SIM FABRICATE A SUGHTLY DIFFERENT LENGTH ---- EA. FACE (4 TOTAL ANGLE AS NECESSARY. OR SEE DETAIL r•� PCT CONTINUITY TIE PER UNO) W/ THREADED , BELOW. !� SCHEDULE EACH SIDE ROD SHIM PLATE 1 1 /2 - / 0 EPDXY BOLT (2 TOTAL) 3 4 SEP 2 2 2 3/8 SIDES -=--- _-= _-- _-- _= �_==--=- -• -_ =- IMAX. AS REQUIRED �, '• ' � I I � (E) 2x4 ' - _- -_� - =_ - - - - - - -- - W M IN. h � � i - -- - - -- T"'�r'T CRY at i,Il"k I u — Ll h/4 --rte ~__ - - - - -- - - -•--- ' • - - - -- -- •-- - - - - -- — I m�m MIN. ---- -- - -- `�_L� - - -- - -� r 0 0 0 0 - o o —o—o - h 10 M�4r --- I -- MIN I f MIN. • ., III 1 � 3/16 — 2ND SET AT SMALL OFFSET SHIM PLATE AS REQUIRED (E) PANEL JOINT WHEN INDICATED d ' '' d � (E) 4x PURLIN OR GLB - - - - - � : ;• (LEDGER WIDTH -1'7 1Y I I f I I (8 TOTAL) �'T ,'� —.—'+' I L:-- = - -_ -= -------------------- ' (E) 4x PURLIN OR GLB I 1 1 I II 1 (q QW SEE PLAN . j, , (E) GLB SEE PLAN L 1 I , CONTINUITY TIE SCHEDULE MARK MIN. MEMBER SUB -PURLIN WALL �VCHORAGE 9CFIEDULE ' o ,.., -- -- -- s a s - s : _• : , - -. I ___ _ - 3 1 /2* 5' • WASHER NO NUT (oPTIoM�L) I EMOD. I O MARK MIN. MEMBER E ALTERNATIVE A - 4 -8 -SA HD6A PLATE PE P R LAN 4x6 : I K, ! ci X, I � X = _ H06A I I I 46 T2 - 64 - - 4 44- I I A '' 'y �' �� �' 6 C_JI IL.�I B , COUPLE WITH WITNE T2 -46 -8 11 5/4 DIAMETER EMBED I HD14A LLJ 402 2 -48 -9 ' . . R..c�nu �x �.a I I I HOLES. WHERE REQUIRED SIDES 3/8 PREWELD TO FRONT -� 6 3/8 LEDGER PLATE Al i 1' 1' _J HIILTI KWN( BOLT M ; ; Il ........... ...,., �..� •. -, — - „ I (K`60 0 ER -4427) OR (E) PURLIN I EPDXY ANCHORS O 4' -0'OC 4' `O • t I I FIRST 5 BOLTS AT EACH END w /8 3/4"0 PLATE a 4 • EPDXY ANCHOR BOLT U.M,,O. OF W/ COUNTERSUNK HQL A307 THRU BOLT PER HARDWARE SPECF0 I I BE AT O - UC NO SPECA_ I SUB- PURI.MI CONTINUTfY TIE SCHEDULE SEE _ x _ -- ' FLATHEAD SLOTTED CAP SCREW W TO K s+aPSON I 1 , O _ y �g FLUSH PLATE I C I MARK MIN. MEMBER w TI : fi , , ,�1 ? a \ _�- II , SPLICE AS REQUIRED WITH I i I 3/8 6 x4 "xi' -0 PLATE lYP I A - x4 - -8 s :: _ __ - ss s s=- _ s= I I1 II - - 2 4 - 4 PROVIDE NON- SHRINK GROUT BETWEEN PLATE if I ! — ah L -4 — AND FACE OF HOLE IN (E) CONC. PANEL sss s ,s s xx ; 3!# � a UND WASHER I I I A307 THRU BOLT PER HARDWARE SPECIFIED MAY BE SLOPED 1 VERIFY (E) HARDWARE'. ' 1 I I�.N.o. - -- RAP + I REMOVE AS REQUIRED 6 20 MAX AS REO D SEE NOTES ON ROOF PLAN PLAN ST 7/8 MAX. HOLE SIZE © =' I � 1-- x.1-.1 I I -� -- — - - - - - -- — - II HOT GAIL SEE NOTE ' (E) 2% SUBPURLIN (N) 00NTINUITY TIE HARDWARE EA. SIDE N ADDITIONAL BAYS WHERE OR PNM /RUST W ' S 0 ROOF PLAN REQUIRED PER PLANS i ! (E) 3x S116PU!?LIN TO BE WALL ANCHORAGE HARDWARE EA. SIDE INHIBITIVE PAINT I I I (E) CONCRETE PANEL �� (N) W . H- N)2x SUBP URUN TO MATCH (E) SUBPURLIN _4 =W" DO NOT INSTALL (N) 2x SUB - PURLIN ' IF (E) SUB - PURLIN IS 4x OR GREATER NCTE D EPTH. ATTACH SNUG t0 (E) 2x SUBPURLIN W /GLUE WHERE EXISTING 2x SUBPURUN OCCURS: O AND ©ALTERNATIVES WITH BUILDING OWNER'S AND PROPERTY MANAGER'S 19 SECTION B -B AND W /10d NAILS AT 4` O.C. STAGGERED PROVIDE (N)2x SUBPURUN TO MATCH E) SUBPURLIN 1. AT OFFSET IN PANEL JOINTS SEE - DEPTH LINO. ATTACH SNUG TO (E) 2x SUBPURLIN PERMISSION ONLY. ,9rrMkJ A -A W/ GLUE AND W /10d NAILS AT 4" O.C. STAGGERED NEW CHORD DETAIL L 17 SUB - PURLIN ANCHORA . 5 1 DETAIL 1 ( E) ROOF (E) CONC PANEL , FRAMING I , . ROOF FRAMING (E) LEDGER W/ HANGER 17 T_ 17 (E) CONC. PANEL (E) OR (N) � I I COUPLER WHERE REQUIRED (E) SUBPURLIN ' �- - z x i ALTERNATE LOCATION ! I - SIDE OF E BEAM W 3 4 (E) 5 x GLB (E) GLB � - . _ - = I { AL`t7 NEW HARDWARE TO EACH WE 9 ( I ____. -- -- - - - -- - -- 1 4z PURLIN (E) LEDGER (E ) 4x PURLIN L ' n READED ROD PER SCHEDULE - -- — - -- - --- — I --------- - - - - -- - --= -- == -- .. = 1 . . _ _- � \ - WHERE R IR 1 �� EQU ED, ADD 1/2 - -- - --- - TO 1 1 /2 PLYWOOD SHIM V ti- -J �." 4, (E� CONC. PANEL UNDERECONNUrTYF FRAMING SEE 1 r - t i - — ,� z T --�- -L GLUE AND NAIL WI A MIN - -• - - ---- - _ ��- '----------- --- - -- PLAN of (12) 1 6d NAILS. I I �" _ I : LOCATE (N) HARDWARE SUCH THAT J--• --� ---- -� (E) BOLTS HOLES ARE A MINIMIIN . SCHEDULE 3r FROM (N) BOLT HOLES PLATE BEHIND GLB (N) ANCHORAGE n M I (E) ROOF �w� PURLIN WALL ANCHORAGE SCHEDULE ------- - - -L -- —_ PLATE SIZE PER PLAN PER PLAN FRAMING 1 1 T 1 WHERE OCCURS _ ^ =_, i (E) OR (N) : MARK ZONE 4 SIMPSON ALTERNATIVE FRAMING ' 1 I 'd' ROOF F MIN. MEMBER TYPE d min ALTERNATE DETAIL I I I SISTERING ; I I 1 (E) OR (N) A 4x4 T2 24 - 6 TO 18 HO - 5A _ S3 I ( 1 PLATE SIZE PER PLAN I 8 4x6 T2 44 ' TO 18' HD - 3/S3 SEE __ C 4x6 T2 64 -6 T 18' HD -8A S3 PER (E) PILASTER FOR PURLIN LOCATED 1 I i - - _ _ -c___= ' SON HARDWARE USED PROVIDE 3/16` Mt!�IMUM WASHER NOTE IF SIMP % `� - NEAR CONC. WALL -"' UNDER NUT AT TENSION ROD TO HARDWARE. - -- PANEL JOINTS SEE OTE: 1��.1 - - - -- r - - - - -- ---------- -- - --� - 1. IT l5 PREFERRED THAT THE PLATE BE _- _ ---"-' LOCATED CLOSE TO THE LEDGER. I I (N) SISTERING TO MATCH I i 2. IF CONTRACTOR WANTS TO LOCATE PLATE OTHERSIDE ADD ADDITIONAL. �" ABOVE ROOF LINE, CONTRACTOR TO PROVIDE I I W. BOLTS WITH SAME SIZE , FLASHING DETAIL TO PROPERTY MANAGER AND AND SPACING AND QUANTITY (E) HARDWARE, REMOVE AS REQUIRED OWNERSHIP FOR APPROVAL PRIOR TO COMMENCMENT. PLAN 1_�L AS CONTINUITY TIE BOLTS DETAIL O PAN 14 CONTINUITY TIE SHIM 10 PURLIN ANCHORAGE 12 E T I EL JOIN • EQUAL EQUAL NOTE: T I ' T2 CONTINUITY TIE PER 6" MIN 18 MAX 1 F ONE PANEL IS THICKER THAN THE OTHER, SCHEDULE EA. SIDE AND _ SIM FABRICATE A SUGHTLY DIFFERENT LENGTH ---- EA. FACE (4 TOTAL ANGLE AS NECESSARY. OR SEE DETAIL r•� PCT CONTINUITY TIE PER UNO) W/ THREADED , BELOW. !� SCHEDULE EACH SIDE ROD SHIM PLATE 1 1 /2 - / 0 EPDXY BOLT (2 TOTAL) 3 4 SEP 2 2 2 3/8 SIDES -=--- _-= _-- _-- _= �_==--=- -• -_ =- IMAX. AS REQUIRED �, '• ' � I I � (E) 2x4 ' - _- -_� - =_ - - - - - - -- - W M IN. h � � i - -- - - -- T"'�r'T CRY at i,Il"k I u — Ll h/4 --rte ~__ - - - - -- - - -•--- ' • - - - -- -- •-- - - - - -- — I m�m MIN. ---- -- - -- `�_L� - - -- - -� r 0 0 0 0 - o o —o—o - h 10 M�4r --- I -- MIN I f MIN. • ., III 1 � 3/16 — 2ND SET AT SMALL OFFSET SHIM PLATE AS REQUIRED (E) PANEL JOINT WHEN INDICATED d ' '' d � (E) 4x PURLIN OR GLB - - - - - � : ;• (LEDGER WIDTH -1'7 1Y I I f I I (8 TOTAL) �'T ,'� —.—'+' I L:-- = - -_ -= -------------------- ' (E) 4x PURLIN OR GLB I 1 1 I II 1 (q QW SEE PLAN . j, , (E) GLB SEE PLAN L 1 I , CONTINUITY TIE SCHEDULE MARK MIN. MEMBER ZONE 4 SIMps TYPE d TYPE TYPE A 4x6 T2 -44 -6 4 TO 24 PCT18 HD6A B 4x6 T2 -44 -6 4 TO 24 PCT18 H06A C 46 T2 - 64 - 4 TO 24 PCT18 HD II Ok H D 4x8 T2 -46 -8 6 TO 24 PCT27 HD14A LLJ 402 2 -48 -9 8 TO 24 2 -PCT18 2 -HDBA e .4 •C O PT ■JIY1 \ S OINAL r ElI/�ti •�t�/ W ogg� �3 E 5 uj IX r CD J m 1 cc d � V� 0 N (0 � F- � O Q< U Q U 1 .�„ X04 a � N V W ul j � Z Rc LLJ r.r Q w O x O Z N LL_ W J Ln Ln Liu W I. cr 00 I 1�0 Q Cc > N cd � U Ili � 0) X 1.x.1 �l r CD J m 1 cc W � V� 0 � F- 4 Q Q< U CL co UNNIM cc UJ co V CC Rc LLJ J 2.5 MIN (1) PAIR OF ANGLES 3x3x1/4 ', r ? .1 `;;'► j ^� I i t U 2 s 2 6F F �Dr 6 . w I I { 1 1 r �EID MIDDLET01 !f11 MR I -- � ALTERNATE SEE a 7 LEDGER PER PLANS 10 MIN ♦ NOTES: I , 1. A LARGER CALLOUT THAN SPECIM MAY BE USED. (2) 3/4'4 BOLTS ' AT LARGER OFFSET 2. W OBSTRUCTION OCCURS 'd' MAY BE INCREASED AS NECESSARY. SENT AN DETAIL 19 CONTINUITY TIE 11 DETAIL 3 MIN 2 BAYS. SEE PLAN FOR N0. OF BAYS. 16' -0" MIN PROVIDE EDGE NAILING (EN) TO 4x PURLINS (E) CONC. PANEL "'\ PER SCHEDULE ON 2 / 00 00, \ ! (E) LEDGER Sc. 4x OR IN I 1 � . _ • M.B. w/ � uED wS SQUARE I SQUARE / `v�� - MID QUANTITY AS CT BOLTS (E) GLULAM HINGE IA�SR � PLA (� 10d N) 1/4 THK. x 3" 1 - - - -- I T i 11 ,, 11 WASHER ( N) 1/4" INK. x 3" PLATE WASHER I 11 � � � 1 11 11 4x PURLIN \ I N M A It 1 11 11 10d 0 2 OC ALONG ` 1 r- --- --- it 11 1 - -.. (E� PURLIN STRAP PER SCHEDULE I (� TYPIGV. U.N.O O 8' - 0 6 OC 0 1 11 11 ; If 11 (E) 4x NAILER BDTH AID&ALI JrT �- PURLINS (N) LACK WAS (N) Lops W -- — -- - (E) 4x PURLIN It u 11 I ( 1 It 11 1i ` N N I1 - 3- •i-iii�-� I S =i'>�r Z �-_- I-�- f-i}-��r$-1� -�-2 -� f - -- - - - -- — - --- NOTES (E) GLU LAM BEAM - - W -- �s IMUM WI DTH STIFFENER (1) USE 4x WN FOR ALTERNATE I I X I i X I '� WHERE NNLEp STRAP OR BOLTED - I �,, W �� IRDhiARE DETAIL N 3 4'4 ; • . . CONNECTION OCCURS � : REMOVE AS REQUIRED SEE 3 NUT () / TIE ROD : u { I r MIN THIKA0ED EACH END U (2) STRAP REQUIRED ONLY F SAP 1d MAX. I - 1ETTER IS OESKIMTED e \ ' N) 3/4 "4 TIE ROD (N) DOUBLE - - - - -- .. Pldd , THREADE ONE END (E) 4x P18llNr NUT ----- _ - - - -- (E) 2x SUB -PIL" TUKVAA i (N) T2 - -4 OR MARK SNIIPSON STRAP cwACrrY 1355 of I �r LOCATE (N) HARDWARE d• 6 . �Ilw'ya� I (� _COUPLER WITH �) z _ SUCH THAT (E) BOLT IOE1vEp r - - - - - -- -- - - --- - - —� OR SNMPSON PCT1• II fNESS HOLES TYP. (N S1MI`SON 'TUO TAKE 1 "- - wpowARE MOLE A �� N � - - � - �� � � kE A MIN. 3" MIN. MIN. dan (0 RDM FROM (N) BOLT MOL • T1rP r . A M$T126 \ � -_ _ _ _ _ _ _ _ � fi " J 1 L EACH 510E (E) WK. PANEL I I WHERE REQUIRED DEVICE OR PONE 4 AT 75 TAKE 2ND _ AND SU65EQUETrT AT 8 MST136 OR 3285 - � •- � � - _ - -_ - • - - — - • _ _ . -- - .. ST823t3 31345 1 1 /2 3 � �E1 LEDGER I 1 1/4' MIN. I I SNIT CEN1� 90L1'S L ANCHOR EQUAL 0157#4CE C MSTI48 4350 EDGE OF PURLIN OMEN EXISTING SUB- PURUNS. OR STIFFENER � � -�-;:' • • CENTERLINE OF ROO 4" MIN. FROM D 501,0 EDGE OF PANEL JOINT EDGE BEAN I i -1 1/4 MIN. FOR ADOMTIONAL W ORATION PLAN ; SEE OETA& I I I ' PEII6TQ t DETAIL 20 SUB - PURLIN ANCHORAGE 12 PURLIN AT BEAM 8 PETAIL 4 IISS,ED FOR SIM DEPT REVIEW 5 -23-05 ' BLIILDMG DEPARTMENT c�Ec'nolls a -xs-os Ol11111M OEM OIA'f! 8 -13 -06 OOiALAk AS NOTED J09 MM 2005.033.01 emmT S3 f fA 1 v. R PINE WIDTH AS -- r rICK 6 MIN Ir LAIN (E) 2x4 SUB - PURLINS IEOUIRIEV TO FR COIIDITION 16 MAX (E) CONCRETE WALL 2x4 BLOCKING 4' - (1� 6 3/4 " BEAM r 1 2 PLATE TOP A 1 4 _ MID WTTOM 1 1 1 r (F) 4m 16 PAM / AT BOUNDRIES USE (E) 4x16 PURUN /_' PLATE FMIISH FLOOR r 1 - i ia■txa t .. T OP /c BOTT I , EACH SIDE OF WEB GLULAM _ -.--1 2x4 STUDS T11► e ME4m PER PLAN --� O 16 Oc . ..... . "-'--' I TOP AND BOTTOM 2x i 2x PLATE Y � OONT BARS NO SPLICE •� .. _ + ' 3/4 PL (OW E 50) I � 1 + ♦ _ - WITH (6) 3/4 * 0 A325 BOLTS I 11D 1 TIES 5PLICE + ' +-- E s V4 (N) HSS 12x6x1/2 3 i TYP 5/16 3/8 ) 49-3/4 SIMPSON SET EPDXY 0, 1 ' BOLTS PER 1 O 6 OC e STAGGERED PLAN 2 NON- SHRINK 53 (N) HSS Y 2@_p- GROUT c LEVELING NU TS 2 *--0• WIDE x TT ♦ ♦ .rl • 1 3 -O DEEP (E EQ EO O GRADE BEAM WAL I 2 .3 V '� _ . - ; • • • cV 1 'YP STEEL BEAM OR 2 8 1 1/2 TUBE PER PLAN ♦ ♦ o �3) /6 2• BALANCE J3 ; EACH WAY TYP L/3 #3 TIES O 8" OC LINO 11ES O 12 OC '�' L '- SECTION O ♦ ♦ 4' - 0'x4' -0 PAD W SECTION A U N DETAIL SCALE: 3/4• -1' -0" BASE PLATE PLAN \- I 1 /4" THICK SCALE: 3/4 - - BASE PLATE W/ (4) -1 x -3 LONG " 1 ASTM A325 GRADE 55 ANCHOR BOLTS WITH LEVELING NUTS DETAIL 5 YDETAIL SCAL 3/ , 0 MOMENT FRAME NTS COLUMN PER AIL PLAN 9 SEE 12 FOR INFORMATION 12 MIN x3/16 - PL WITH (E) CONCRETE OC NOT SHOWN 3 (E) 2x4 No 1 #4 O 24" I (2) 3/4'0 MB IN ) 2 ! PANEL (E) 4x16 SUB - PURLINS 2x4 BLOCKING 17 SIM HOIICAL SLOTTED PURLINS • I (E) FOUNDATION 14 EPDXY DOWELS O 24" OC --- - ew�y- =��ta f_ ----- ----- E) GLULAM 1 EN a - --- — -- - -- --- - - - - -- ----- -- -• - - -- -- --- (E) SLAB TYP 4 I I 1 --� I I � � — - r - I 12 1 11 TYP ( ( (E) CONCRETE � --- _ �_. I � �� 1 l 2x4 O � r 1 W =Cy 1 73 � 1 NEW 16 OC I A35 FLAT - �'• GRADE w I O 8 OC J3 TIES O 12` OC © x �� BEAM ----- -------------------- - - - --) 10d O 3 OC -• -- M \ I I - -- ~ - "r in 'n - - - - -- - -- - ---- — -- — -- - (6 # 9 14x4x1/4 -- 9 TYP x REMOVE PART OF (E) �, ° _ 10 COL PAD AS REQUIRED iv 3 ' 3 4x PLATE WITH - TO INSTALL NEW GRADE (E) GLULAM ( I 3 iv BEAM BEAM BEYOND 3/4'0 WELDED i i 13 TIES O 12" OC' SIDES 3/16 1/ PL TYP � 3/16 SIDES � ; - - PLYWOOD WITH 10d1 STUDS O 24 I OC I I TYP L HSS 6x6 PER °LAN O 4 OC EDGE HSS 6x6 ' NEW FOOTING NAILING A ND 12 PER PLAN ' I FIELD NAILING NOTE: 2' -0" ( N) TUBE L EIGLULAM BEAM FOR INFORMATION NOT I L OF MOMENT FRAME & HSS hum Q SHOWN HERE, SEE CONNECTION MOMENT FRAME 12 3' - 4" NOTE: GRADE BEAM TOP AND BOTTOM REBARS TO HAVE 90' BEND AT THE ENDS OF GRADE BEAM DETAIL SCALE: 3/4 " =1' -0. 18 DETAIL SCALE: 3/ - 14 DETAIL SCALE: 3/4- =1 ' 10 DETAIL SCALE 3 /4 • =1' -0• 8 DETAIL NTS 2 • A" + "B "/2 + D/2 6 1/2" (E) PLYWOOD SHEATHING SEE DETAIL 1 FOR TUBE SPLICE 12 • (E) PURUN BELOW THICK 12 KNIFE PLATE 14 4 D COMPLETE JOINT PENETRATION (CJP) GROOVE WELD AT TOP AND BOTTOM FIANGES. AT TOP FLANGE. EITHER (1) / (2) LEAVE MELD BACKING IN 1 /4 6 i REMOVE WELD BACKING, BACK GOUGE, AND ADD 5 16" MINIMUM FILLET WELD, OR ' PLACE AND ADO 5/16 FILLET WELD UNDER BACKING. AT BOTTOM FLAN — — — — BOUNDARY GE. REMOVE WELD BACKING, BACK GOUGE, -- — — EAR ` - (N) 2 ROWS OF 16d AND ADD 5/16' MINIMUM FILLET WELD. c 2Q BOLTED SH TAB USE SHEAR TAB THICKNESS AND PRETENSIONED A325 BOLTS PER MOMENT FRAME — — CONNECTION i 1 \ i / ' - — — � f ? (E) 4x LEDGER 6 pfM� NAILS O 4 OC 8 SCHEDULE FIELD VERIFY) ,t.tj 3/16 BENT PL TUBE PER PLAN --- WELD ACCESS SEE 2 CENTERED O N � / `� \ / ; Z / L . MOMENT FRAME ; MIN. 3 1/2 MIN (E) CONC WALL ��� RADIUS COLUMN I_ -- WITH 1 +3/4`0 BOLTS 1 Q WELD DOUBLER PLATE WHERE REQUIRED BY MOMENT FRAME CONNECTION SCHEDULE, SEE 1 — ; ' r _ OC K col + CONTINUITY PLATES. FOR ONE SIDED CONNECTIONS, PROVIDE THICKNESS AT LEAST ONE -HALF THE THICKNESS �—"'� • � OF THE BEAM FLANGE. FOR TWO SIDED CONNECTIONS, PROVIDE THICKNESS AT LEAST THE THICKNESS OF THE i i I 1 1/2" " THICKER BEAM FLANGE, EXTEND PLATES FLI15H WITH COLUMN FLANGE KNHFE PLATE — — — — — — — - 1/2 STRUCT I PLWD. _ -< TO COLUMN i i O -- — / I OFFSET N PANELS PER PER SCHEDULE © PROVIDE RISC M INIMUM CONTINUOUS FILLET WELD UNDER WIELD BACKING. W 30 x � ` i\ � W /(E) PANELS. ATTACH SCHEDULE - --- - — — — — — — ) PANELS TO (E) . ; PANELS W /ICBO O! REMOVE WELD TABS TO 1/4 MAXIMUM FROM E DGE OF CONTINUITY PLATE. GRIND END OF WELD SMOOTH (500 � i _01 � \ � � APPROVED 14 GAx � -- PLAN MICRO- INCHES), NOT FLUSH. DO NOT GOUGE COLUMN FLANGE. W14x — — — — — — ! ! 1 3/4" STAPLES AS ; X — - + � ; ® 00 NOT PLACE SHEAR STN M S BEAM HINGE ZONE (BETWEEN COLUMN FACE AND THE DISTANCE •r FOLLOWS: � � � � � � PANEL EDGES O 3 OC � 3 SIDES 2" MIN PLUS V/2 PLATS D /2.) MOMENT FRAME _ I FIELD O 12` OC I DING CONNECTION -- — 3/ 16 / I !_ ® SUBMIT WEL PROCEDURE SPECIFICATIONS TO THE ENGINEER OF RECORD FOR REVIEW AND APPROVAL PER 16 y � 1 PRIOR TO FABRICATION. 10d O 2 OC _ 1 (E) 6 3/4 GLM BEAM � � ' — — — — .01 � � ST (N) HSS 12x6x1/2 PROVIDE BRACING ` � --�- AD►JACENT� ELS MAX PER O 2 4'- fr OC 1 d WHERE COLUMN SHOULD BE STAGGERED AT SUB - PURLINS TYP i i O � � � CONTINUOUS - MT +UT ' ------ - - - - -- t 0 t DETAIL SCALE: 3 11 DETAIL '� 7 DETAIL SCALE: 3/ 4 • -1' O + 10% MT 3 4x16 (E) 2x4 No 1 2x4 BLOCKING 4 PURUNS S UB- PURLINS 17 EN ♦ S /16 3 ------ - - - - -- �ti ----- - - - - -- _------ - - - - -- -- - (E) CONCRETE 1/4 PL L4x4x3/16 1 4 II�f / '�' WALL O 24' 0' / " x3 • SPLICE � Jr h' �I 2x4 O � � � _ - ..� - 1/4"x5* STEEL PLATTE PER 1 7 TYP UNO ��. `� 16" 0C I o ' oc H l (2) 3 / 4 -, A EID PvSI I I M +UT �--_ -� M.B. I 10d 0 3 OC '-; • Tr [ all I Typ S O �• /'' (2) 3/4.0 I �_� - • 1 - -- / --- -- - - '� (E� GLULAM 4x I ( H - -- 1 . ------- - - ---\ 1/4 SPLICE PLATE " JIM BEYOND PLATE WITH ' 3 4 0 WELDED INHERE BEAMS OCCUR 1 THK STRUCT 1 S1UD5 O 24' ON BOTH SIIOES MOMENT FRAME CONNECTION SCHEDULE BEW SIZE COLUMN SIZE DOUBLER PLATE THICKNESS ICINESS SHEAR TA13 THICKNESS A490 BOLTS WELD eta . .B. TO V NO. SIZE W300 W14x145 1 1/4 3/8' 8 1 3 /8' d• 1 1 -8 0 3' � Q1 Z Cc rn � o x Z CA &A- 1/4 PL OC _ TYP t YIIM000 WITH 10d 1/ � I 3/ 16 3" • \ • 4 OC EDGE ' hm.m No I r 1 + ( (E) 40 PURIM L - .... i FIELD Nm m L300/16 • (E) 6 3/4' GIN BEAM 3/ 16 ----- - - - - -� IGLU LAM BEAM y 31 16 i i (N) HSS 1 1 /2 RECEIVED GT1► of UKWtA 3/16 2 I I JUL 7 0 M I . MOMENT FRAME 1'-4 1 PST OWE" BEAM PER PLAN co �L OF MOMENT FRAME 1 3 •_ 4 " IMM MOMENT FRAME RIBS CONNECTION DETAIL on 1g w DETAIL 9CM.E: 3/4'•,' -0• 12 DETAIL SCALE: 3 /4 • =,' -or �: 3��-., ��r C] 8 DETAIL 4 qt r •co t A W s • DNA. lop T V Cl J U. m H V � W � ~ a:< U CL CC � W U � N } 3 J ISSUED FOR BLDG DEPT REVIEW 3 -23 -05 1 BU4JDING DEPARTMENT COIMECTIONS 8-25-0 o11II�t OEM 1>»IA71! 6 -13 -06 GOAD! AS NOTED AD l9k 2006.013.01 S4 _ — � � __- .. —._. ��_ � ._ _ _ .w-- " -__ - -• -M- - "- _ _.-_ - -__•— _-. — r.— �.._... .. _�. - � ti. - - ._� .-. _ �_. - -.r .....�. -. _.�►.n ..-. . - ...... _.. .._ti. �... ti. ....r+r. ._ .w+.rr..1�. w.+�•..�...:. �w+���w'+�i�. f .V .`�,.� � --� .wrr._ 7 4 O 14 44t CO CN (O QD 0 O Go • U w � CC W W � Q1 Z Cc rn � o x Z CA &A- 00 C ~ Q °I Q_ CU lx N cis W LL) J LLJ � N T V Cl J U. m H V � W � ~ a:< U CL CC � W U � N } 3 J ISSUED FOR BLDG DEPT REVIEW 3 -23 -05 1 BU4JDING DEPARTMENT COIMECTIONS 8-25-0 o11II�t OEM 1>»IA71! 6 -13 -06 GOAD! AS NOTED AD l9k 2006.013.01 S4 _ — � � __- .. —._. ��_ � ._ _ _ .w-- " -__ - -• -M- - "- _ _.-_ - -__•— _-. — r.— �.._... .. _�. - � ti. - - ._� .-. _ �_. - -.r .....�. -. _.�►.n ..-. . - ...... _.. .._ti. �... ti. ....r+r. ._ .w+.rr..1�. w.+�•..�...:. �w+���w'+�i�. f .V .`�,.� � --� .wrr._ 7 4 O 14 CO Erie Pu►rE y ii Pt. To s4 s4 ' � '�• M 4m 16 PRULMIS I I I FRAME INEAM , TIIP. gE) CONCRETE ,SECTION A--A _ _ 1 ALL CONTINUITY au • MOMENT FRAME I (E) CLULAM COLUMN I ` 1 (2) 3/4•o M.B. L t � Al ♦; A L300/16 - \ ` , _ i +1 _ � 3/16 2 I I t . t MOMENT FRAME I CONTINUITY PLATE � � \ Tw FRAME COL -SEE ELEVS 5/16 i } DOUBLER PLATE DETAIL SCALE: 3 /4 - =,' -O` 1 17 DETAIL SCALE: 3/4 1 1 3 DETAIL SCALE: 3 4 = 1' -0- / 5 DETAIL NTS 1 2 1 t bf 6 ' 3 (E) 2x4 SUB -PUR INS -•� \ 1 1/2' 1 6 1 1/2' S f 1/4* -'L • R C x 5 Lit 4 i r V.3 i 4 n 3 .- TOLERANCES SHAD'- NOT ACCUMULATE TO -HE EXTENT 1 t bf THAT THE ANGLE OF THE ACCESS HOLE CUT TO 'HE FLANGE SURFACE EXCEEDS 25' ii o (E') 4x 16 PRULINS NOTES: 10 BEVEL AS REQUIRED BY AWS D1.1 FOR SE -ECIED GROOVE WELD PROCEDURE @ LARGER OF t bf OR 1/2 INCH (PLUS 1/2 t bf , OR MINUS 1/4 t b f ) 3/4 t bf TO t b f , 314 MINIMUM ' 1 /4 INCH) �4 ?/8 INCH MINIMUM RADIUS (PLUS NOT LIMITED, OR MINUS 0) 5, 3 t bf (+/- 1/2 INCH) DETAIL (WELD ACCESS HOLE) DETAIL SCALE: 3/4' =1' -0. 18 DETAIL Ste: 3/40 14 DETAIL SCALE: 3/4•=1 @ -0• SC . 3/ 4"=I'-O " 10 DETAIL �� 6 DETAIL NTS 12 • T2 -64 -6 BY ZONE 4 (E) 4x PURLJN BEYOND OR SIMPSON HD8A EACH FACE (2 TOTAL) W/ THREADED ROD h/4 = alt, MIN. h + + h/4 I ` 1 MIN. ' 111 4 - x4 - x 1 /2 THICK I ' r (E) 4x PIjRLIN PLATE WASHER I 1 i I � (E) GW SEE PLAN -- 7 A S� DETAIL W 3/4- =1 19 DETAIL SCALE: 3/4 - = 1 •-o- 15 DETAIL SCALE: 3/4 1 ' -o - _ . - 11 DETAIL SCALE: 3 7 DETAIL SCALE: 3/4 D - - - -- I �(E) 2x4 SUB- PURLINS REID MIDDL IC�OI E7C��,. 3/1 e (E) 40 6 PRULMS J 1 I 1 \ MOMENT FRAME I BEAM I I 6 40 /4 /4 I I (E) CONCRETE _ /ALL 1/4 PL I 1 �vE�► 3 /1 6 t JUL 'l 0 205 pow 000m I I I I i Q DETAIL - � - 20 DETAIL • � ie • � • - - w SCALE: 3�4 3/ =1-� DETAIL lCNX: s/ =1-0 12 DETAIL SCALE: 3 4 -.1 ll-C / � o •Co 14 A Ill fA •xrwE� tn�i + '� 5 0 2 N o� 0 F- Cp N v , r •Co 14 A Ill fA •xrwE� tn�i + '� 5 0 2 N o� 0 CID ... J m 1 OC W � U I U . O f- �> v CL co Lu LLJ Zj LIE W=m s ISSUED FOR BLDG DEPT REVIEW 5 -23 -06 SUILOW DEPARTMENT CORRECTIONS 8 -25--6 A 01VM OL" *ATM 3-13 -0e GOALs AS NOTM JOG 10k 2006.033.01 OHM" S5 a _ _ s f X 'PC ;'`��..�r ril• wifil�.� . . 1r i /J F- Cp N W � 0 Q Q (O C W � 0) W Z I� M O co J . .� • 00 Cho C w ~Q� ��cl- �o Lp N W X W F ' CN CID ... J m 1 OC W � U I U . O f- �> v CL co Lu LLJ Zj LIE W=m s ISSUED FOR BLDG DEPT REVIEW 5 -23 -06 SUILOW DEPARTMENT CORRECTIONS 8 -25--6 A 01VM OL" *ATM 3-13 -0e GOALs AS NOTM JOG 10k 2006.033.01 OHM" S5 a _ _ s f X 'PC ;'`��..�r ril• wifil�.� . . 1r i /J